HomeMy WebLinkAboutAppendix K - Traffic Study
Fontana Corporate Center
TRAFFIC STUDY
CITY OF FONTANA
PREPARED BY:
Aric Evatt, PTP
aevatt@urbanxroads.com
Charlene So, PE
cso@urbanxroads.com
DECEMBER 21, 2021
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TABLE OF CONTENTS
TABLE OF CONTENTS ............................................................................................................................. I
APPENDICES ........................................................................................................................................ III
LIST OF EXHIBITS ................................................................................................................................... I
LIST OF TABLES ..................................................................................................................................... I
LIST OF ABBREVIATED TERMS ............................................................................................................... I
1 INTRODUCTION .......................................................................................................................... 1
1.1 Summary of Findings ..................................................................................................................... 1
1.2 Project Overview ........................................................................................................................... 3
1.3 Analysis Scenarios ......................................................................................................................... 3
1.4 Study Area ..................................................................................................................................... 5
1.5 Deficiencies ................................................................................................................................... 7
1.6 Recommendations ........................................................................................................................ 8
1.7 Queuing Analysis ......................................................................................................................... 10
1.8 Truck Access ................................................................................................................................ 12
1.9 Vehicle Miles Traveled (VMT) Analysis ....................................................................................... 12
2 METHODOLOGIES .................................................................................................................... 15
2.1 Level of Service ........................................................................................................................... 15
2.2 Intersection Capacity Analysis .................................................................................................... 15
2.3 Traffic Signal Warrant Analysis Methodology ............................................................................. 17
2.4 Minimum Level of Service (LOS) ................................................................................................. 18
2.5 Deficiency Criteria ....................................................................................................................... 18
2.6 Project Fair Share Calculation Methodology .............................................................................. 19
3 AREA CONDITIONS ................................................................................................................... 21
3.1 Existing Circulation Network ....................................................................................................... 21
3.2 General Plan Circulation Elements .............................................................................................. 21
3.3 Truck Routes ............................................................................................................................... 24
3.4 Bicycle & Pedestrian Facilities ..................................................................................................... 24
3.5 Transit Service ............................................................................................................................. 24
3.6 Existing Traffic Counts ................................................................................................................. 24
3.7 Existing (2021) Intersection Operations Analysis ....................................................................... 29
3.8 Existing (2021) Traffic Signal Warrants Analysis ......................................................................... 31
4 PROJECTED FUTURE TRAFFIC .................................................................................................... 33
4.1 Project Trip Generation ............................................................................................................... 33
4.2 Project Trip Distribution .............................................................................................................. 38
4.3 Modal Split .................................................................................................................................. 38
4.4 Project Trip Assignment .............................................................................................................. 38
4.5 Background Traffic ...................................................................................................................... 38
4.6 Cumulative Development Traffic ................................................................................................ 42
45
4.7 Near-Term Traffic Conditions...................................................................................................... 45
5 OPENING YEAR CUMULATIVE (2023) TRAFFIC CONDITIONS ...................................................... 47
5.1 Roadway Improvements ............................................................................................................. 47
5.2 Opening Year Cumulative (2023) Without Project Traffic Volume Forecasts ............................ 47
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5.3 Opening Year Cumulative (2023) With Project Traffic Volume Forecasts .................................. 47
5.4 Intersection Operations Analysis ................................................................................................ 50
5.5 Traffic Signal Warrants Analysis .................................................................................................. 50
5.6 Deficiencies and Improvements ................................................................................................. 51
6 LOCAL AND REGIONAL FUNDING MECHANISMS ....................................................................... 53
6.1 Measure “I” Funds ...................................................................................................................... 53
6.2 City of Fontana Development Impact Fee (DIF) .......................................................................... 53
6.3 Fair Share Contribution ............................................................................................................... 54
7 VEHICLE MILES TRAVELED ........................................................................................................ 55
7.1 Project Screening ........................................................................................................................ 55
7.2 Conclusion ................................................................................................................................... 57
8 REFERENCES ............................................................................................................................. 59
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APPENDICES
APPENDIX 1.1: APPROVED TRAFFIC STUDY SCOPING AGREEMENT
APPENDIX 3.1: EXISTING & HISTORICAL TRAFFIC COUNTS
APPENDIX 3.2: EXISTING (2021) CONDITIONS INTERSECTION OPERATIONS ANALYSIS WORKSHEETS
APPENDIX 3.3: EXISTING (2021) CONDITIONS TRAFFIC SIGNAL WARRANT ANALYSIS WORKSHEETS
APPENDIX 5.1: OPENING YEAR CUMULATIVE (2023) WITHOUT PROJECT CONDITIONS INTERSECTION
OPERATIONS ANALYSIS WORKSHEETS
APPENDIX 5.2: OPENING YEAR CUMULATIVE (2023) WITH PROJECT CONDITIONS INTERSECTION
OPERATIONS ANALYSIS WORKSHEETS
APPENDIX 5.3: OPENING YEAR CUMULATIVE (2023) WITH PROJECT CONDITIONS TRAFFIC SIGNAL
WARRANT ANALYSIS WORKSHEETS
APPENDIX 5.4: OPENING YEAR CUMULATIVE (2023) WITH PROJECT CONDITIONS INTERSECTION
OPERATIONS ANALYSIS WORKSHEETS WITH IMPROVEMENTS
APPENDIX 5.5: OPENING YEAR CUMULATIVE (2023) WITH PROJECT CONDITIONS QUEUING ANALYSIS
APPENDIX 7.1: SBCTA VMT SCREENING EVALUATION
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LIST OF EXHIBITS
EXHIBIT 1-1: LOCATION MAP ................................................................................................................ 2
EXHIBIT 1-2: PRELIMINARY SITE PLAN .................................................................................................. 4
EXHIBIT 1-3: STUDY AREA .................................................................................................................... 6
EXHIBIT 1-4: SITE ADJACENT ROADWAY AND SITE ACCESS RECOMMENDATIONS ................................. 9
EXHIBIT 1-5: TRUCK ACCESS AT DRIVEWAY 2 ...................................................................................... 13
EXHIBIT 1-6: TRUCK ACCESS AT DRIVEWAY 3 ...................................................................................... 14
EXHIBIT 3-1: EXISTING NUMBER OF THROUGH LANES AND INTERSECTION CONTROL ......................... 22
EXHIBIT 3-2: CITY OF FONTANA HIERARCHY OF STREETS .................................................................... 23
EXHIBIT 3-3: CITY OF FONTANA TRUCK ROUTES ................................................................................. 25
EXHIBIT 3-4: CITY OF FONTANA BICYCLE FACILITIES ............................................................................ 26
EXHIBIT 3-5: EXISTING PEDESTRIAN FACILITIES ................................................................................... 27
EXHIBIT 3-6: EXISTING TRANSIT ROUTES ............................................................................................ 28
EXHIBIT 3-7: EXISTING (2021) TRAFFIC VOLUMES ............................................................................... 30
EXHIBIT 4-1: PROJECT (PASSENGER CAR) TRIP DISTRIBUTION ............................................................. 39
EXHIBIT 4-2: PROJECT (TRUCKS) TRIP DISTRIBUTION .......................................................................... 40
EXHIBIT 4-3: PROJECT ONLY TRAFFIC VOLUMES ................................................................................. 41
EXHIBIT 4-4: CUMULATIVE DEVELOPMENT LOCATION MAP ............................................................... 43
EXHIBIT 4-5: CUMULATIVE ONLY TRAFFIC VOLUMES .......................................................................... 44
EXHIBIT 5-1: OPENING YEAR CUMULATIVE (2023) WITHOUT PROJECT TRAFFIC VOLUMES ................. 48
EXHIBIT 5-2: OPENING YEAR CUMULATIVE (2023) WITH PROJECT TRAFFIC VOLUMES ........................ 49
LIST OF TABLES
TABLE 1-1: INTERSECTION ANALYSIS LOCATIONS ................................................................................. 5
TABLE 1-2: SUMMARY OF LOS .............................................................................................................. 7
TABLE 1-3: SUMMARY OF IMPROVEMENTS AND ROUGH ORDER OF MAGNITUDE COSTS ................... 11
TABLE 1-4: QUEUING ANALYSIS FOR OPENING YEAR CUMULATIVE (2023) CONDITIONS WITH PROJECT
.......................................................................................................................................................... 12
TABLE 2-1: SIGNALIZED INTERSECTION LOS THRESHOLDS ................................................................... 16
TABLE 2-2: UNSIGNALIZED INTERSECTION LOS THRESHOLDS .............................................................. 17
TABLE 2-3: TRAFFIC SIGNAL WARRANT ANALYSIS LOCATIONS ............................................................ 18
TABLE 2-4: DETERMINATION OF EFECT ............................................................................................... 18
TABLE 3-1: INTERSECTION ANALYSIS FOR EXISTING (2021) CONDITIONS ............................................ 29
TABLE 4-1: EXISTING SURVEY DATA FOR EXISTING USE ...................................................................... 34
TABLE 4-2: PROJECT TRIP GENERATION RATES ................................................................................... 35
TABLE 4-3: TRIP GENERATION SUMMARY (ACTUAL VEHICLES) ........................................................... 35
TABLE 4-4: TRIP GENERATION SUMMARY (PCE) ................................................................................. 36
TABLE 4-5: TRIP GENERATION COMPARISON (PCE) ............................................................................ 36
TABLE 4-6: PROJECT TRIP GENERATION BASED ON 11TH EDITION ...................................................... 37
TABLE 4-7: CUMULATIVE DEVELOPMENT LAND USE SUMMARY ......................................................... 45
TABLE 5-1: INTERSECTION ANALYSIS FOR OPENING YEAR CUMULATIVE (2023) CONDITIONS ............. 50
TABLE 5-2: INTERSECTION DEFICIENCIES AND IMPROVEMENTS FOR OPENING YEAR CUMULATIVE
(2023) CONDITIONS ........................................................................................................................... 51
TABLE 6-1: PROJECT FAIR SHARE CALCULATIONS FOR INTERSECTIONS ............................................... 54
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LIST OF ABBREVIATED TERMS
(1) Reference
ADT Average Daily Traffic
APN Assessor’s Parcel Number
CA MUTCD California Manual on Uniform Traffic Control Devices
Caltrans California Department of Transportation
CEQA California Environmental Quality Act
CMP Congestion Management Program
DIF Development Impact Fee
FAR Floor to Area Ratio
HCM Highway Capacity Manual
ITE Institute of Transportation Engineers
LOS Level of Service
OPR Office of Planning and Research
PHF Peak Hour Factor
Project Fontana Corporate Center
RTP Regional Transportation Plan
SB 743 Senate Bill 743
SBCTA San Bernardino County Transportation Authority
SCAG Southern California Association of Governments
SCS Sustainable Communities Strategy
SED Socio-Economic Data
TAZ Traffic Analysis Zone
TIA Traffic Impact Analysis
TPA Transit Priority Area
TS Traffic Study
V/C Volume to Capacity
VMT Vehicle Miles Traveled
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1 INTRODUCTION
This report presents the results of the Traffic Study (TS) for the proposed Fontana Corporate
Center development (“Project”), which is located on the northeast corner of Commerce Way and
Slover Avenue in the City of Fontana as shown on Exhibit 1-1.
The purpose of this TS is to evaluate the potential deficiencies related to traffic, identify
circulation system deficiencies that may result from the development of the proposed Project,
and to recommend improvements to resolve identified deficiencies in order to achieve
acceptable operational conditions at study area intersections and ensure consistency with the
City’s General Plan. This TS has been prepared in accordance with the City of Fontana’s Traffic
Impact Analysis (TIA) Guidelines for Vehicle Miles Traveled (VMT) and Level of Service Assessment
(October 21, 2020) and through consultation with City of Fontana staff during the scoping process.
(1) The Project traffic study scoping agreement is provided in Appendix 1.1 of this TS, which has
been approved by the City of Fontana.
1.1 SUMMARY OF FINDINGS
The Project is to construct the following improvements as design features in conjunction with
development of the site:
• Project to construct Slover Avenue at its ultimate half-width as a Primary Highway (104-foot right-
of-way) from the Project’s western boundary to Business Drive consistent with the City’s
standards.
Additional details and intersection lane geometrics are provided in Section 1.6 Recommendations
of this report.
There are no off-site improvements recommended as the addition of Project traffic is not
anticipated to result in any deficiencies based on the City’s thresholds. As such, the Project
Applicant’s shall pay its requisite fees towards future regional roadway improvements consistent
with the City’s requirements (see Section 6 Local and Regional Funding Mechanisms).
As required by City Guidelines, a project level VMT analysis was conducted consistent with the
requirements identified for single use warehouse projects. The Project was not found to exceed
15% below the County of San Bernardino’s baseline regional average VMT per Service Population
measures of VMT. The Project’s impact to VMT is therefore presumed to be less than significant.
Detail traffic analysis can be found in Section 7 Vehicle Miles Traveled Analysis of this TS.
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EXHIBIT 1-1: LOCATION MAP
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1.2 PROJECT OVERVIEW
The proposed Project is located north of Slover Avenue and west of Business Drive in the City of
Fontana is proposing to redevelop the site with 2 warehouse buildings totaling 355,370 square
feet. Building 1 to the east is to consist of 212,677 square feet of warehouse use and Building 2
to the west is to consist of 142,693 square feet of warehousing use. The Project is anticipated to
be developed within a single phase with an Opening Year of 2023. The preliminary site plan for
the proposed Project is shown on Exhibit 1-2. As indicated on Exhibit 1-2, access to the Project
site will be provided to Slover Avenue via two driveways for each building. Driveway 1 is
proposed to restrict access to right-in/right-out access only based on its proximity to Commerce
Way. Driveway 2 would prohibit left-out access based on its proximity to the railroad. Driveway
3 would prohibit left-in access only also based on its proximity to the adjacent railroad. Driveway
4 would accommodate full access. Regional access to the Project site is available from the I-10
Freeway via Etiwanda Avenue and Cherry Avenue interchanges.
Trips generated by the Project’s proposed land uses have been estimated based on trip
generation rates collected by the Institute of Transportation Engineers (ITE) Trip Generation
Manual, (10th Edition, 2017). The Project is anticipated to generate a total of 622 trip-ends per
day with 59 AM peak hour trips and 68 PM peak hour trips (actual vehicles). The assumptions
and methods used to estimate the Project’s trip generation characteristics are discussed in
greater detail in Section 4.1 Project Trip Generation of this report.
1.3 ANALYSIS SCENARIOS
For the purposes of this traffic study, potential deficiencies to traffic and circulation have been
assessed for each of the following conditions:
• Existing (2021)
• Opening Year Cumulative (2023) Without Project
• Opening Year Cumulative (2023) With Project
Per the City’s Guidelines, projects that generate between 50 and 100 two-way peak hour trips
only require an opening year assessment. As such, no future long-range (buildout) traffic
conditions have been evaluated for the purposes of this TS.
1.3.1 EXISTING (2021) CONDITIONS
Information for Existing (2021) conditions is disclosed to represent the baseline traffic conditions
as they existed at the time this report was prepared.
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EXHIBIT 1-2: PRELIMINARY SITE PLAN
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1.3.2 OPENING YEAR CUMULATIVE (2023) CONDITIONS
The Opening Year Cumulative (2023) conditions analysis determines the potential near-term
cumulative circulation system deficiencies. To account for background traffic growth, traffic
associated with other known cumulative development projects in conjunction with an ambient
growth from Existing (2021) conditions of 2.33% is included for Opening Year Cumulative (2023)
traffic conditions. The near-term conditions analysis will be utilized to determine if
improvements funded through regional transportation fee programs, such as the City’s
Development Impact Fee (DIF) program, or other approved funding mechanisms can
accommodate the long-range cumulative traffic at the target level of service (LOS) identified by
the City of Fontana (lead agency). Other improvements needed beyond the “funded”
improvements (such as localized improvements to non-DIF facilities) are identified as such.
1.4 STUDY AREA
To ensure that this TS satisfies the City of Fontana’s traffic study requirements, Urban Crossroads,
Inc. prepared a Project traffic study scoping package for review by City of Fontana staff prior to
the preparation of this report. This agreement provides an outline of the Project study area, trip
generation, trip distribution, and analysis methodology. The agreement approved by the City of
Fontana is included in Appendix 1.1 of this TS.
The 6 study area intersections shown on Exhibit 1-3 and listed in Table 1-1 were selected for
evaluation in this TS based on consultation with City of Fontana staff. The study area includes
intersections where the Project is anticipated to contribute 50 or more peak hour trips per the
City of Fontana’s traffic study guidelines. (1) The “50 peak hour trip” criteria represent a
minimum number of trips at which a typical intersection would have the potential to be
substantively affected by a given development proposal. The 50 peak hour trip criterion is a
traffic engineering rule of thumb that is accepted and widely used within San Bernardino County
for estimating a potential area of influence (i.e., study area).
TABLE 1-1: INTERSECTION ANALYSIS LOCATIONS
ID Intersection Location Jurisdiction CMP?
1 Commerce Wy. & Slover Av. City of Fontana No
2 Driveway 1 & Slover Av. City of Fontana No
3 Driveway 2 & Slover Av. City of Fontana No
4 Driveway 3 & Slover Av. City of Fontana No
5 Driveway 4/Business Dr. & Slover Av. City of Fontana No
6 Mulberry Av. & Slover Av. City of Fontana No
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EXHIBIT 1-3: STUDY AREA
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The intent of a Congestion Management Program (CMP) is to more directly link land use,
transportation, and air quality, thereby prompting reasonable growth management programs
that will effectively utilize new transportation funds, alleviate traffic congestion and related
deficiencies, and improve air quality. Counties within California have developed CMPs with
varying methods and strategies to meet the intent of the CMP legislation. Study area
intersections that are identified as CMP facilities in the County of San Bernardino per the San
Bernardino County Transportation Authority (SBCTA) CMP are indicated on Table 1-1. (4)
1.5 DEFICIENCIES
This section provides a summary of deficiencies by analysis scenario. Section 2 Methodologies
provides information on the methodologies used in the analysis and Section 5 Opening Year
Cumulative (2023) Traffic Conditions includes the detailed analysis. A summary of LOS results for
all analysis scenarios is presented on Table 1-2.
TABLE 1-2: SUMMARY OF LOS
1.5.2 EXISTING CONDITIONS
None of study area intersections is currently operating at an unacceptable LOS (i.e., LOS D or
worse) during the peak hours under Existing (2021) traffic conditions.
1.5.2 OPENING YEAR CUMULATIVE CONDITIONS
None of study area intersections is anticipated to operate at an unacceptable LOS (i.e., LOS D or
worse) during the peak hours under Opening Year Cumulative (2023) Without Project traffic
conditions. One intersection is anticipated to operate at an unacceptable LOS (i.e., LOS D or
worse) during the peak hours under Opening Year Cumulative (2023) With Project traffic
conditions:
• Driveway 4/Business Dr & Slover Av (#5) – LOS D in PM Peak Hour Only
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1.6 RECOMMENDATIONS
1.6.1 SITE ADJACENT AND SITE ACCESS RECOMMENDATIONS
The following recommendations are based on the minimum improvements needed to
accommodate site access and maintain acceptable peak hour operations. The site adjacent
recommendations are shown on Exhibit 1-4.
Recommendation 1 – Driveway 1 and Slover Avenue (#2) – The following improvements are
necessary to accommodate site access:
• Project to install a stop control on the southbound approach (Project driveway).
• Project to accommodate right turn lane on southbound approach.
• Driveway will be restricted to right-in/right-out access only.
Recommendation 2 – Driveway 2 and Slover Avenue (#3) – The following improvements are
necessary to accommodate site access:
• Project to install a stop control on the southbound approach (Project driveway).
• Project to accommodate right turn lane on southbound approach.
• Project to accommodate left turn lane on eastbound approach.
• Driveway will be restricted to left-out access.
Recommendation 3 – Driveway 3 and Slover Avenue (#4) – The following improvements are
necessary to accommodate site access:
• Project to install a stop control on the southbound approach (Project driveway).
• Project to accommodate shared left-right turn lane on southbound approach.
• Driveway will be restricted to left-in access.
Recommendation 4 – Driveway 4 & Slover Avenue (#5) – The following improvements are
necessary to accommodate site access:
• Project to install a stop control on the southbound approach (Project driveway).
• Project to accommodate shared left-through lane and right turn lane on southbound approach.
• Project to accommodate left turn lane on eastbound approach by restriping the painted median
on Slover Avenue.
On-site traffic signing and striping should be implemented agreeable with the provisions of the
California Manual on Uniform Traffic Control Devices (CA MUTCD) and in conjunction with
detailed construction plans for the Project site.
Sight distance at each project access point should be reviewed with respect to standard Caltrans
and City of Fontana sight distance standards at the time of preparation of final grading,
landscape, and street improvement plans.
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EXHIBIT 1-4: SITE ADJACENT ROADWAY AND SITE ACCESS RECOMMENDATIONS
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1.6.2 OFF-SITE RECOMMENDATIONS
Under Opening Year Cumulative (2023) With Project traffic conditions, one intersection is
anticipated to operate at an unacceptable LOS (LOS D) during the PM peak hour only. The
addition of Project traffic to Opening Year Cumulative (2023) Without Project traffic conditions
is anticipated to result in a new deficiency. As such, the Project should contribute its
proportionate share towards the improvements needed to bring the intersection operations back
to acceptable LOS (see Table 1-3). It should be noted that the intersection of Driveway 4/Business
Drive at Slover Avenue currently meets peak hour volume-based traffic signal warrants but is not
needed as it currently operates at an acceptable LOS. Lastly, the Project would be required to
pay fair share fees consistent with the City’s requirements (see Section 6 Local and Regional
Funding Mechanisms).
1.7 QUEUING ANALYSIS
A queuing analysis was conducted along the site adjacent roadways of Slover Avenue and at the
Project’s driveways for Opening Year Cumulative (2023) traffic conditions to determine the turn
pocket lengths and lane geometric necessary to accommodate near-term 95th percentile queues
and recommend storage lengths for the turning movements shown on Exhibit 1-4. The analysis
was conducted for the weekday AM and weekday PM peak hours using the SimTraffic modeling
software. The Opening Year Cumulative (2023) queuing results are provided in Table 1-4 and
Appendix 5.5 of this TS.
SimTraffic is designed to model networks of signalized and unsignalized intersections, with the
primary purpose of checking and fine-tuning signal operations. SimTraffic uses the input
parameters from Synchro (Version 11) to generate random simulations. The 95th percentile
queue is not necessarily ever observed; it is simply based on statistical calculations (or Average
Queue plus 1.65 standard deviations). The random simulations generated by SimTraffic have
been utilized to determine the 95th percentile queue lengths observed for each turn lane. A
SimTraffic simulation has been recorded 5 times, during the weekday AM and weekday PM peak
hours, and has been seeded for 30-minute periods with 60-minute recording intervals.
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TABLE 1-3: SUMMARY OF IMPROVEMENTS AND ROUGH ORDER OF MAGNITUDE COSTS
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TABLE 1-4: QUEUING ANALYSIS FOR OPENING YEAR CUMULATIVE (2023) CONDITIONS WITH PROJECT
1.8 TRUCK ACCESS
Due to the typical wide turning radius of large trucks, a truck turning template has been overlaid
on the site plan at each applicable Project driveway anticipated to be utilized by heavy trucks in
order to determine appropriate curb radii and to verify that trucks will have sufficient space to
execute turning maneuvers. A WB-67 truck (53-foot trailer) has been utilized for the purposes of
this analysis. Exhibit 1-5 shows the ingress and egress truck turns from Driveway 2. Exhibit 1-6
shows the ingress and egress truck turns from Driveway 3.
1.9 VEHICLE MILES TRAVELED (VMT) ANALYSIS
The Project was evaluated against City Guideline’s stated VMT screening criteria but was found
to not meet the available screening thresholds. As required by City Guidelines, a project level
VMT analysis was conducted consistent with the requirements identified for single use
warehouse projects. The Project was not found to exceed 15% below the County of San
Bernardino’s baseline regional average VMT per Service Population measures of VMT. The
Project’s impact to VMT is therefore presumed to be less than significant. Detail traffic analysis
can be found in Section 7 Vehicle Miles Traveled Analysis of this TS.
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EXHIBIT 1-5: TRUCK ACCESS AT DRIVEWAY 2
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EXHIBIT 1-6: TRUCK ACCESS AT DRIVEWAY 3
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2 METHODOLOGIES
This section of the report presents the methodologies used to perform the traffic analyses
summarized in this report. The methodologies described are generally consistent with the City
of Fontana’s traffic study guidelines. (1)
2.1 LEVEL OF SERVICE
Traffic operations of roadway facilities are described using the term "Level of Service" (LOS). LOS
is a qualitative description of traffic flow based on several factors such as speed, travel time,
delay, and freedom to maneuver. Six levels are typically defined ranging from LOS A,
representing completely free-flow conditions, to LOS F, representing breakdown in flow resulting
in stop-and-go conditions. LOS E represents operations at or near capacity, an unstable level where
vehicles are operating with the minimum spacing for maintaining uniform flow.
2.2 INTERSECTION CAPACITY ANALYSIS
The definitions of LOS for interrupted traffic flow (flow restrained by the existence of traffic
signals and other traffic control devices) differ slightly depending on the type of traffic control.
The LOS is typically dependent on the quality of traffic flow at the intersections along a roadway.
The Highway Capacity Manual (HCM) methodology expresses the LOS at an intersection in terms
of delay time for the various intersection approaches. (5) The HCM uses different procedures
depending on the type of intersection control.
2.2.1 SIGNALIZED INTERSECTIONS
The City of Fontana requires signalized intersection operations analysis based on the
methodology described in the HCM (6th Edition). Intersection LOS operations are based on an
intersection’s average control delay. Control delay includes initial deceleration delay, queue
move-up time, stopped delay, and final acceleration delay. For signalized intersections, LOS is
directly related to the average control delay per vehicle and is correlated to a LOS designation as
described in Table 2-1. Study area intersections have been evaluated using the Synchro (Version
11) analysis software package.
The traffic modeling and signal timing optimization software package Synchro (Version 11) is
utilized to analyze signalized intersections within the study area. Synchro is a macroscopic traffic
software program that is based on the signalized intersection capacity analysis as specified in the
HCM. Macroscopic level models represent traffic in terms of aggregate measures for each
movement at the study intersections. Equations are used to determine measures of
effectiveness such as delay and queue length. The level of service and capacity analysis
performed by Synchro takes into consideration optimization and coordination of signalized
intersections within a network.
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TABLE 2-1: SIGNALIZED INTERSECTION LOS THRESHOLDS
Description
Average Control
Delay (Seconds), V/C ≤ 1.0
Level of
Service, V/C ≤ 1.0
Level of
Service, V/C > 1.0
Operations with very low delay occurring with favorable
progression and/or short cycle length. 0 to 10.00 A F
Operations with low delay occurring with good
progression and/or short cycle lengths. 10.01 to 20.00 B F
Operations with average delays resulting from fair
progression and/or longer cycle lengths. Individual cycle failures begin to appear. 20.01 to 35.00 C F
Operations with longer delays due to a combination of
unfavorable progression, long cycle lengths, or high V/C
ratios. Many vehicles stop and individual cycle failures
are noticeable.
35.01 to 55.00 D F
Operations with high delay values indicating poor
progression, long cycle lengths, and high V/C ratios.
Individual cycle failures are frequent occurrences. This
is considered to be the limit of acceptable delay.
55.01 to 80.00 E F
Operation with delays unacceptable to most drivers
occurring due to over saturation, poor progression, or
very long cycle lengths
80.01 and up F F
Source: HCM, 6th Edition
A saturation flow rate of 1900 has been utilized for all study area intersections located within the
City of Fontana. The peak hour traffic volumes are adjusted using a peak hour factor (PHF) to
reflect peak 15-minute volumes. Common practice for LOS analysis is to use a peak 15-minute
rate of flow. However, flow rates are typically expressed in vehicles per hour. The PHF is the
relationship between the peak 15-minute flow rate and the full hourly volume (e.g., PHF = [Hourly
Volume] / [4 x Peak 15-minute Flow Rate]). The use of a 15-minute PHF produces a more detailed
analysis as compared to analyzing vehicles per hour. Existing PHFs have been used for all analysis
scenarios. Per the HCM, PHF values over 0.95 often are indicative of high traffic volumes with
capacity constraints on peak hour flows while lower PHF values are indicative of greater
variability of flow during the peak hour. (5)
2.2.2 UNSIGNALIZED INTERSECTIONS
The City of Fontana require the operations of unsignalized intersections be evaluated using the
methodology described the HCM. (5) The LOS rating is based on the weighted average control
delay expressed in seconds per vehicle (see Table 2-2).
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TABLE 2-2: UNSIGNALIZED INTERSECTION LOS THRESHOLDS
Description
Average Control
Delay Per Vehicle
(Seconds)
Level of
Service, V/C
≤ 1.0
Level of
Service, V/C
> 1.0
Little or no delays. 0 to 10.00 A F
Short traffic delays. 10.01 to 15.00 B F
Average traffic delays. 15.01 to 25.00 C F
Long traffic delays. 25.01 to 35.00 D F
Very long traffic delays. 35.01 to 50.00 E F
Extreme traffic delays with intersection capacity exceeded. > 50.00 F F
Source: HCM, 6th Edition
At two-way or side-street stop-controlled intersections, LOS is calculated for each controlled
movement and for the left turn movement from the major street, as well as for the intersection
as a whole. For approaches composed of a single lane, the delay is computed as the average of
all movements in that lane. Per the HCM, the highest delay and associated LOS on the minor
approach is reported for two-way stop-controlled intersections. For all-way stop controlled
intersections, LOS is computed for the intersection as a whole and the average delay is reported
(similar to signalized intersections).
2.3 TRAFFIC SIGNAL WARRANT ANALYSIS METHODOLOGY
The term "signal warrants" refers to the list of established criteria used by the Caltrans and other
public agencies to quantitatively justify or ascertain the potential need for installation of a traffic
signal at an otherwise unsignalized intersection. This TS uses the signal warrant criteria
presented in the latest edition of the Caltrans California Manual on Uniform Traffic Control
Devices (CA MUTCD). (6)
The signal warrant criteria for Existing conditions are based upon several factors, including
volume of vehicular and pedestrian traffic, frequency of accidents, and location of school areas.
The Caltrans CA MUTCD indicates that the installation of a traffic signal should be considered if
one or more of the signal warrants are met. (6) Specifically, this TS utilizes the Peak Hour Volume-
based Warrant 3 as the appropriate representative traffic signal warrant analysis for existing
study area intersections for all analysis scenarios. Warrant 3 is appropriate to use for this TS
because it provides specialized warrant criteria for intersections with rural characteristics (e.g.,
located in communities with populations of less than 10,000 persons or with adjacent major
streets operating above 40 miles per hour). For the purposes of this study, the speed limit was
the basis for determining whether Urban or Rural warrants were used for a given intersection.
Traffic signal warrant analyses were performed for the following unsignalized study area
intersection shown in Table 2-3:
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TABLE 2-3: TRAFFIC SIGNAL WARRANT ANALYSIS LOCATIONS
ID Intersection Location Jurisdiction
3 Driveway 2 & Slover Av. Fontana
4 Driveway 3 & Slover Av. Fontana
5 Driveway 4/Business Dr. & Slover Av. Fontana
The Existing conditions traffic signal warrant analysis is presented in the subsequent section,
Section 3 Area Conditions of this report. The traffic signal warrant analyses for future conditions
are presented in Section 5 Opening Year Cumulative (2023) Traffic Conditions of this report. It is
important to note that a signal warrant defines the minimum condition under which the
installation of a traffic signal might be warranted. Meeting this threshold condition does not
require that a traffic control signal be installed at a particular location, but rather, that other
traffic factors and conditions be evaluated in order to determine whether the signal is truly
justified. It should also be noted that signal warrants do not necessarily correlate with LOS. An
intersection may satisfy a signal warrant condition and operate at or above acceptable LOS or
operate below acceptable LOS and not meet a signal warrant. Traffic signal warrant analysis has
not been performed for unsignalized intersections with limited access/turn restrictions (e.g.,
right-in/right-out only).
2.4 MINIMUM LEVEL OF SERVICE (LOS)
The City’s General Plan recommends a LOS standard of LOS C. Intersections which are forecast to
operate at unsatisfactory conditions (i.e., at LOS worse than LOS C for City intersections) shall be
identified as cumulatively deficient intersections. Therefore, any intersection operating at LOS
D, E, or F will be considered deficient for the purposes of this analysis. (1)
2.5 DEFICIENCY CRITERIA
For the intersections that lie within the City of Fontana, determination of direct project-related
deficiencies will be based on a comparison of without and with project levels of service for each
analysis year. A project-related deficiency occurs if project traffic increases the average delay at
an intersection by more than the thresholds identified on Table 2-4. The thresholds for LOS A, B,
and C do not apply to projects consistent with the General Plan.
TABLE 2-4: DETERMINATION OF EFECT
Pre-Project LOS Threshold1
A/B 10.0 Seconds
C 8.0 Seconds
D 5.0 Seconds
E 3.0 Seconds
F 1.0 Second
Source: Fontana Traffic Study Guidelines, October 21, 2020.
1 Increase in delay
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A Project’s contribution to a deficiency can be reduced/improved if the Project is required to
implement or fund its fair share of improvements designed to alleviate the potential deficiency.
2.6 PROJECT FAIR SHARE CALCULATION METHODOLOGY
In cases where this TS identifies that the proposed Project would have a cumulative effect to a
roadway facility, and the recommended improvement is a fair share monetary contribution, the
following methodology was applied to determine the fair share contribution. A project’s fair
share contribution at an off-site study area intersection is determined based on the following
equation, which is the ratio of Project traffic to net new traffic, where net new traffic is total
future traffic (Opening Year Cumulative conditions) subtracts less baseline traffic:
Project Fair Share % = Project Traffic / (Opening Year Cumulative Total Traffic – Existing Baseline
Traffic)
The Project fair share contribution calculations are presented in Section 6 Local and Regional
Funding Mechanisms of this TS.
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3 AREA CONDITIONS
This section provides a summary of the existing circulation network, the City of Fontana General
Plan Circulation Network, and a review of existing peak hour intersection operations and traffic
signal warrant analyses.
3.1 EXISTING CIRCULATION NETWORK
Pursuant to the scoping agreement with City of Fontana staff (Appendix 1.1), the study area
includes a total of 6 existing and future intersections as shown on Exhibit 3-1. Exhibit 3-1
illustrates the study area intersections located near the proposed Project and identifies the
number of through traffic lanes for existing roadways and intersection traffic controls.
3.2 GENERAL PLAN CIRCULATION ELEMENTS
As noted previously, the Project site is located within the City of Fontana. The roadway
classifications and planned (ultimate) roadway cross-sections of the major roadways within the
study area, as identified on City of Fontana General Plan Hierarchy of Streets, are described
subsequently. Exhibit 3-2 shows the City of Fontana General Plan Circulation Element. The City
of Fontana General Plan does not include roadway cross-sections in its General Plan.
Primary Highways are four-lane roadways and may include a painted median. These roadways
typically direct traffic through major development areas. The following study area roadway
within the City of Fontana is classified as a Primary Highways:
• Slover Avenue
• Mulberry Avenue
Modified Industrial Collector are two-lane streets, providing one lane in each direction. The
following study area roadway within the study area is classified as a Modified Industrial Collector:
• Commerce Way, south of Slover Avenue
• Business Drive, south of Slover Avenue
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EXHIBIT 3-1: EXISTING NUMBER OF THROUGH LANES AND INTERSECTION CONTROL
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EXHIBIT 3-2: CITY OF FONTANA HIERARCHY OF STREETS
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3.3 TRUCK ROUTES
Exhibit 3-3 shows the City of Fontana truck routes. As shown, Slover Avenue and Mulberry
Avenue are identified as truck routes. These truck routes have been utilized to route truck traffic
associated with the proposed Project and future cumulative development projects for the
purposes of this TS.
3.4 BICYCLE & PEDESTRIAN FACILITIES
The City of Fontana bike facilities are shown on Exhibit 3-4. There are no existing bike facilities
within the study area. However, Slover Avenue from Mulberry Avenue eastward is proposed
Class II bike facilities. Exhibit 3-5 illustrates the existing pedestrian facilities, including sidewalks
and crosswalks. As shown on Exhibit 3-5, there are limited pedestrian facilities within the study
area.
3.5 TRANSIT SERVICE
There are no transit services is provided within the study area. However, there are some transit
services served by Omnitrans Transit Agency in the nearby roadways:
• North of the Project - San Bernardino Avenue via Route 61 and I-10 via Route 290
• South of the Project - Jurupa Avenue via Route 82
The transit services are illustrated on Exhibit 3-6. Transit service is reviewed and updated by
Omnitrans periodically to address ridership, budget, and community demand needs. Changes in
land use can affect these periodic adjustments which may lead to either enhanced or reduced
service where appropriate.
3.6 EXISTING TRAFFIC COUNTS
The intersection LOS analysis is based on the traffic volumes observed during the peak hour
conditions using traffic count data collected in September 2021. The following peak hours were
selected for analysis:
• Weekday AM Peak Hour (peak hour between 7:00 AM and 9:00 AM)
• Weekday PM Peak Hour (peak hour between 4:00 PM and 6:00 PM)
There were no observations made in the field that would indicate atypical traffic conditions on
the count dates, such as construction activity or detour routes and near-by schools were in
session and operating on normal schedules. The raw manual peak hour turning movement traffic
count data sheets are included in Appendix 3.1.
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EXHIBIT 3-3: CITY OF FONTANA TRUCK ROUTES
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EXHIBIT 3-4: CITY OF FONTANA BICYCLE FACILITIES
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EXHIBIT 3-5: EXISTING PEDESTRIAN FACILITIES
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EXHIBIT 3-6: EXISTING TRANSIT ROUTES
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Slover Avenue between Commerce Way and Business Drive was collected via 24-hour tube count
in September 2021, which was utilized to develop a peak-to-daily relationship in order to
calculate daily traffic on other roadway segments. Where actual 24-hour tube count data was
not available, Existing ADT volumes were based upon factored intersection peak hour counts
collected by Urban Crossroads, Inc. using the following formula for each intersection leg:
Weekday PM Peak Hour (Approach Volume + Exit Volume) x 12.08 = Leg Volume
A comparison of the PM peak hour and daily traffic volumes indicated that the peak-to-daily
relationship is approximately 8.28 percent. As such, the above equation utilizing a factor of 12.08
estimates the ADT volumes on the study area roadway segments assuming a peak-to-daily
relationship of approximately 8.28 percent (i.e., 1/0.0828 = 12.08) and was assumed to
sufficiently estimate ADT volumes for planning-level analyses. Existing weekday AM and
weekday PM peak hour intersection volumes are shown on Exhibit 3-7.
3.7 EXISTING (2021) INTERSECTION OPERATIONS ANALYSIS
Existing peak hour traffic operations have been evaluated for the study area intersections based
on the analysis methodologies presented in Section 2.2 Intersection Capacity Analysis of this
report. The intersection operations analysis results are summarized in Table 3-1 which indicates
that all the study area intersections are currently operating at an acceptable LOS during the peak
hours. The intersection operations analysis worksheets are included in Appendix 3.2 of this TS.
TABLE 3-1: INTERSECTION ANALYSIS FOR EXISTING (2021) CONDITIONS
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EXHIBIT 3-7: EXISTING (2021) TRAFFIC VOLUMES
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3.8 EXISTING (2021) TRAFFIC SIGNAL WARRANTS ANALYSIS
Traffic signal warrants for Existing traffic conditions are based on existing peak hour intersection
turning volumes. The following unsignalized study area intersection currently meets peak hour
volume-based traffic signal warrants for Existing (2021) traffic conditions (see Appendix 3.3):
• Driveway 4/Business Dr & Slover Av (#5)
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4 PROJECTED FUTURE TRAFFIC
The proposed Project is located north of Slover Avenue and west of Business Drive in the City of
Fontana is proposing to redevelop the site with 2 warehouse buildings totaling 355,370 square
feet. Building 1 to the east is to consist of 212,677 square feet of warehouse use and Building 2
to the west is to consist of 142,693 square feet of warehousing use. The Project is anticipated to
be developed within a single phase with an Opening Year of 2023. Access to the Project site will
be provided to Slover Avenue via two driveways for each building. Driveway 1 is proposed to
restrict access to right-in/right-out access only based on its proximity to Commerce Way.
Driveway 2 would prohibit left-out access based on its proximity to the railroad. Driveway 3
would prohibit left-in access only also based on its proximity to the adjacent railroad. Driveway
4 would accommodate full access. Regional access to the Project site is available from the I-10
Freeway via Etiwanda Avenue and Cherry Avenue interchanges.
4.1 PROJECT TRIP GENERATION
4.1.1 EXISTING USE
The site is currently occupied by a plant for a manufacturer of prefabricated building systems
located at 13592 Slover Avenue in the City of Fontana. As such, for the purposes of this
assessment, a credit has been taken for the trips associated with the existing uses. Traffic counts
were collected at the driveways for the existing use on June 9th and 10th, 2021 (see Appendix 1.1).
Table 4-1 summarizes the total trip generation for the existing site (accounting for all driveways).
As shown on Table 4-1, the existing use generates 163 two-way trips per day, with 6 trips during
the AM peak hour and 8 trips during the PM peak hour.
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TABLE 4-1: EXISTING SURVEY DATA FOR EXISTING USE
4.1.2 PROPOSED PROJECT
In order to develop the traffic characteristics of the proposed project, trip-generation statistics
published in the Institute of Transportation Engineers (ITE) Trip Generation Manual (10th Edition,
2017) was used to estimate the trip generation. Trip generation rates for the Project are shown
in Table 4-2.
Land Use In Out Total In Out Total Daily
Day 1: June 9, 2021
Passenger Cars: 6 1 7 0 8 8 153
2-axle Trucks: 0 0 0 0 0 0 6
3-axle Trucks: 0 0 0 0 0 0 4
4+-axle Trucks: 0 0 0 0 0 0 6
Total Truck Trips: 0 0 0 0 0 0 16
Total Trips1 6 1 7 0 8 8 169
Day 2: June 10, 2021
Passenger Cars: 3 0 3 1 7 8 144
2-axle Trucks: 0 0 0 0 0 0 10
3-axle Trucks: 0 0 0 0 0 0 0
4+-axle Trucks: 1 1 2 0 0 0 2
Total Truck Trips: 1 1 2 0 0 0 12
Total Trips1 4 1 5 1 7 8 156
2-Day Average Trip Generation:
Passenger Cars: 5 1 5 1 8 8 149
2-axle Trucks: 0 0 0 0 0 0 8
3-axle Trucks: 0 0 0 0 0 0 2
4+-axle Trucks: 1 1 1 0 0 0 4
Total Truck Trips: 1 1 1 0 0 0 14
Total Trips1 5 1 6 1 8 8 163
* Note: data collected on June 9 and 10, 2021.
1 Total Trips = Passenger Cars + Truck Trips.
2 Trip generation represents the sum of all driveways, by day.
AM Peak Hour PM Peak Hour
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TABLE 4-2: PROJECT TRIP GENERATION RATES
The trip generation summary for the Project in actual vehicles is shown on Table 4-3. As shown
on Table 4-3, the Project is anticipated to generate a total of 622 two-way trips per day with 59 AM
peak hour trips and 68 PM peak hour trips.
TABLE 4-3: TRIP GENERATION SUMMARY (ACTUAL VEHICLES)
The trip generation summary for the Project in passenger car equivalent (PCE) is shown on Table
4-4. As shown on Table 4-4, the Project is anticipated to generate a total of 878 PCE two-way trips
per day with 72 PCE AM peak hour trips and 83 PCE PM peak hour trips.
ITE LU AM Peak Hour PM Peak Hour
Land Use1 Units2 Code In Out Total In Out Total
Actual Vehicle Trip Generation Rates:
Warehousing3 TSF 150 0.131 0.039 0.170 0.051 0.139 0.190 1.740
Passenger Cars 0.114 0.034 0.148 0.044 0.118 0.162 1.270
2-Axle Trucks 0.003 0.001 0.004 0.001 0.003 0.005 0.078
3-Axle Trucks 0.004 0.001 0.005 0.002 0.004 0.006 0.097
4+-Axle Trucks 0.011 0.003 0.014 0.005 0.013 0.018 0.294
Passenger Car Equivalent (PCE) Trip Generation Rates:4
Warehousing3 TSF 150 0.131 0.039 0.170 0.051 0.139 0.190 1.740
Passenger Cars 0.114 0.034 0.148 0.044 0.118 0.162 1.270
2-Axle Trucks (PCE = 2.0)0.004 0.001 0.006 0.002 0.005 0.007 0.118
3-Axle Trucks (PCE = 2.5)0.007 0.002 0.009 0.003 0.009 0.012 0.194
4+-Axle Trucks (PCE = 3.0)0.032 0.010 0.042 0.014 0.039 0.054 0.882
1 Trip Generation Source: Institute of Transportation Engineers (ITE), Trip Generation Manual, Tenth Edition (2017).
2 TSF = thousand square feet
3 Vehicle Mix Source: ITE Trip Generation Handbook Supplement (2020), Appendix C.
Truck Mix: South Coast Air Quality Management District’s (SCAQMD) recommended truck mix, by axle type.
Normalized % - Without Cold Storage: 16.7% 2-Axle trucks, 20.7% 3-Axle trucks, 62.6% 4-Axle trucks.
4 PCE factors per City's Guidelines: 2-axle = 2.0; 3-axle = 2.5; 4+-axle = 3.0.
Daily
Land Use Quantity Units1 In Out Total In Out Total Daily
Actual Vehicles:
Warehousing 355.370 TSF
Passenger Cars: 40 12 52 15 42 57 452
2-axle Trucks: 1 0 1 0 1 1 28
3-axle Trucks: 1 0 1 1 2 3 36
4+-axle Trucks: 4 1 5 2 5 7 106
Total Trucks:6 1 7 3 8 11 170
Total Trips (Actual Vehicles)2 46 13 59 18 50 68 622
1 TSF = thousand square feet
2 Total Trips = Passenger Cars + Truck Trips.
AM Peak Hour PM Peak Hour
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TABLE 4-4: TRIP GENERATION SUMMARY (PCE)
4.1.3 TRIP GENERATION COMPARISON
Table 4-5 shows the trip generation comparison and the resulting net change in trips between
the existing use and the proposed Project. As shown on Table 4-5, the proposed Project would
result in a net increase of 697 two-way PCE trips per day and net increase of 60 PCE AM peak
hour trips and 74 PCE PM peak hour trips.
TABLE 4-5: TRIP GENERATION COMPARISON (PCE)
4.1.4 11TH EDITION ITE TRIP GENERATION RATES
After the approved scope and while wrapping up the initial draft of the TS, the ITE released its
latest Trip Generation Manual (11th Edition, 2021). Upon review of the updated trip generation
rates for the proposed Warehousing use (ITE Land Use Code 150) shown on Table 4-6, it was
determined that while there is a slight increase in daily traffic (based on PCE only) the trip
Land Use Quantity Units1 In Out Total In Out Total Daily
Passenger Car Equivalent (PCE):
Warehousing 355.370 TSF
Passenger Cars: 40 12 52 15 42 57 452
2-axle Trucks: 2 0 2 1 2 3 42
3-axle Trucks: 3 1 4 1 3 4 70
4+-axle Trucks: 11 3 14 5 14 19 314
Total Trucks (PCE):16 4 20 7 19 26 426
Total Trips (PCE)2 56 16 72 22 61 83 878
1 TSF = thousand square feet
2 Total Trips = Passenger Cars + Truck Trips.
AM Peak Hour PM Peak Hour
Trip Generation Comparison Quantity Units1 In Out Total In Out Total Daily
Proposed Project 355.370 TSF
Passenger Cars: 40 12 52 15 42 57 452
Total Truck Trips (PCE): 16 4 20 7 19 26 426
Total Trips2 56 16 72 22 61 83 878
Existing Use
Passenger Cars: 5 1 6 1 8 9 149
Total Truck Trips (PCE): 3 3 6 0 0 0 32
Total Trips2 8 4 12 1 8 9 181
Variance
Passenger Cars: 35 11 46 14 34 48 303
Total Truck Trips (PCE): 13 1 14 7 19 26 394
Total Trips2 48 12 60 21 53 74 697
1 TSF = thousand square feet
2 Total Trips = Passenger Cars + Truck Trips.
AM Peak Hour PM Peak Hour
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generation for the AM and PM peak hours show reductions in total traffic as compared to the
10th Edition based trip generation currently utilized in the traffic study for the operations
analyses. As such, the analysis currently based on the 10th Edition rates are more conservative.
TABLE 4-6: PROJECT TRIP GENERATION BASED ON 11TH EDITION
ITE LU AM Peak Hour PM Peak Hour
Land Use1 Units2 Code In Out Total In Out Total
Actual Vehicle Trip Generation Rates:
Warehousing3 TSF 150 0.131 0.039 0.170 0.050 0.130 0.180 1.710
Passenger Cars 0.116 0.034 0.150 0.042 0.108 0.150 1.110
2-Axle Trucks 0.002 0.001 0.003 0.003 0.002 0.005 0.100
3-Axle Trucks 0.002 0.002 0.004 0.003 0.003 0.006 0.124
4+-Axle Trucks 0.007 0.006 0.013 0.010 0.009 0.019 0.376
Passenger Car Equivalent (PCE) Trip Generation Rates:4
Warehousing3 TSF 150 0.131 0.039 0.170 0.050 0.130 0.180 1.710
Passenger Cars 0.116 0.034 0.150 0.042 0.108 0.150 1.110
2-Axle Trucks (PCE = 2.0)0.003 0.002 0.005 0.005 0.003 0.008 0.150
3-Axle Trucks (PCE = 2.5)0.004 0.004 0.008 0.006 0.006 0.012 0.248
4+-Axle Trucks (PCE = 3.0)0.021 0.017 0.038 0.030 0.026 0.056 1.127
1 Trip Generation & Vehicle Mix Source: Institute of Transportation Engineers (ITE), Trip Generation Manual, Eleventh Edition (2021).
2 TSF = thousand square feet
3 Truck Mix: South Coast Air Quality Management District’s (SCAQMD) recommended truck mix, by axle type.
Normalized % - Without Cold Storage: 16.7% 2-Axle trucks, 20.7% 3-Axle trucks, 62.6% 4-Axle trucks.
4 PCE factors per City's Guidelines: 2-axle = 2.0; 3-axle = 2.5; 4+-axle = 3.0.
Land Use Quantity Units1 In Out Total In Out Total Daily
Actual Vehicles:
Warehousing 355.370 TSF
Passenger Cars: 41 12 53 15 38 53 394
2-axle Trucks: 1 0 1 1 1 2 36
3-axle Trucks: 1 1 2 1 1 2 44
4+-axle Trucks: 2 2 4 4 3 7 134
Total Trucks:4 3 7 6 5 11 214
Total Trips (Actual Vehicles)2 45 15 60 21 43 64 608
Passenger Car Equivalent (PCE):
Warehousing 355.370 TSF
Passenger Cars: 41 12 53 15 38 53 394
2-axle Trucks: 1 1 2 2 1 3 54
3-axle Trucks: 1 2 3 2 2 4 88
4+-axle Trucks: 7 6 13 11 9 20 400
Total Trucks (PCE):9 9 18 15 12 27 542
Total Trips (PCE)2 50 21 71 30 50 80 936
Project PCE (Table 4-3)56 16 72 22 61 83 878
Variance -6 5 -1 8 -11 -3 58
1 TSF = thousand square feet
2 Total Trips = Passenger Cars + Truck Trips.
AM Peak Hour PM Peak Hour
Daily
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4.2 PROJECT TRIP DISTRIBUTION
The Project trip distribution and assignment process represents the directional orientation of
traffic to and from the Project site. Trip distribution is the process of identifying the probable
destinations, directions or traffic routes that will be utilized by Project traffic. The potential
interaction between the planned land uses and surrounding regional access routes are
considered, to identify the route where the Project traffic would distribute. Separate
distributions have been developed for passenger cars and trucks. Exhibits 4-1 and 4-2 illustrate
the passenger car and truck trip distribution patterns through the study area intersections,
respectively.
4.3 MODAL SPLIT
The traffic reducing potential of public transit, walking, or bicycling have not been considered in
this TS. Essentially, the traffic projections are "conservative" in that these alternative travel
modes might be able to reduce the forecasted traffic volumes.
4.4 PROJECT TRIP ASSIGNMENT
The assignment of traffic from the Project area to the adjoining roadway system is based upon
the Project trip generation, trip distribution, and the arterial highway and local street system
improvements that would be in place by the time of initial occupancy of the Project. Based on
the identified Project traffic generation and trip distribution patterns, the Project only ADT and
peak hour intersection turning movement volumes are shown on Exhibit 4-3.
4.5 BACKGROUND TRAFFIC
Future year traffic forecasts have been based upon background (ambient) growth at 1.16% per
year for 2023 traffic conditions, consistent with other recent studies performed in the area. The
total ambient growth is 2.33% for 2023 traffic conditions (compounded growth of 1.16 percent
per year over 2 years or 1.01162 years). The ambient growth factor is intended to approximate
regional traffic growth. This ambient growth rate is added to existing traffic volumes to account
for area-wide growth not reflected by cumulative development projects. Ambient growth has
been added to daily and peak hour traffic volumes on surrounding roadways, in addition to traffic
generated by the development of future projects that have been approved but not yet built
and/or for which development applications have been filed and are under consideration by
governing agencies. Opening Year Cumulative (2023) traffic volumes are provided in Section 5 of
this TS. The traffic generated by the proposed Project was then manually added to the base
volume to determine Opening Year Cumulative “With Project” forecasts.
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EXHIBIT 4-1: PROJECT (PASSENGER CAR) TRIP DISTRIBUTION
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EXHIBIT 4-2: PROJECT (TRUCKS) TRIP DISTRIBUTION
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EXHIBIT 4-3: PROJECT ONLY TRAFFIC VOLUMES
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4.6 CUMULATIVE DEVELOPMENT TRAFFIC
A cumulative project list was developed for the purposes of this analysis through consultation
with planning and engineering staff from the City of Fontana. The cumulative project list includes
known and foreseeable projects that are anticipated to contribute traffic to the study area
intersections.
Where applicable, cumulative projects anticipated to contribute measurable traffic (i.e., 50 or
more peak hour trips) to study area intersections have been manually added to the study area
network to generate Opening Year Cumulative (2023) forecasts. In other words, this list of
cumulative development projects has been reviewed to determine which projects would likely
contribute measurable traffic through the study area intersections (e.g., those cumulative
projects in close proximity to the proposed Project). For the purposes of this analysis, the
cumulative projects that were determined to affect one or more of the study area intersections
are shown on Exhibit 4-4, listed in Table 4-7, and have been considered for inclusion.
Although it is unlikely that all of these cumulative projects would be fully built and occupied by
Years 2023, they have been included in an effort to conduct a conservative analysis and overstate
as opposed to understate potential traffic deficiencies. Any other cumulative projects located
beyond the cumulative study area that are not expected to contribute measurable traffic to study
area intersections have not been included since the traffic would dissipate due to the distance
from the Project site and study area intersections. Any additional traffic generated by other
projects not on the cumulative projects list is likely accounted for through background ambient
growth factors that have been applied to the peak hour volumes at study area intersections as
discussed in Section 4.5 Background Traffic. Cumulative Only ADT and peak hour intersection
turning movement volumes are shown on Exhibit 4-5.
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EXHIBIT 4-4: CUMULATIVE DEVELOPMENT LOCATION MAP
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EXHIBIT 4-5: CUMULATIVE ONLY TRAFFIC VOLUMES
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TABLE 4-7: CUMULATIVE DEVELOPMENT LAND USE SUMMARY
4.7 NEAR-TERM TRAFFIC CONDITIONS
The “buildup” approach combines existing traffic counts with a background ambient growth
factor to forecast the near-term 2023 traffic conditions. An ambient growth factor of 1.16% per
year, compounded annually, accounts for background (area-wide) traffic increases that occur
over time up to the years 2023 from the year 2021. Traffic volumes generated by cumulative
development projects are then added to assess the Opening Year Cumulative (2023) traffic
conditions. Lastly, Project traffic is added to assess “With Project” traffic conditions. The 2023
roadway network is similar to the existing conditions roadway network with the exception of
intersections proposed to be developed by the Project. The near-term traffic analysis includes
the following traffic conditions, with the various traffic components:
• Opening Year Cumulative (2023) Without Project
o Adjusted Existing 2021 counts
o Ambient growth traffic (2.33%)
o Cumulative Development Project traffic
• Opening Year Cumulative (2023) With Project
o Adjusted Existing 2021 counts
o Ambient growth traffic (2.33%)
o Cumulative Development Project traffic
o Project traffic
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5 OPENING YEAR CUMULATIVE (2023) TRAFFIC CONDITIONS
This section discusses the methods used to develop Opening Year Cumulative (2023) Without
and With Project traffic forecasts, and the resulting intersection operations and traffic signal
warrant analyses.
5.1 ROADWAY IMPROVEMENTS
The lane configurations and traffic controls assumed to be in place for Opening Year Cumulative
(2023) conditions are consistent with those shown previously on Exhibit 3-1, with the exception
of the following:
• Project driveways and those facilities assumed to be constructed by the Project to provide site
access are also assumed to be in place for Opening Year Cumulative conditions only (e.g.,
intersection and roadway improvements along the Project’s frontage and driveways).
• Driveways and those facilities assumed to be constructed by cumulative developments to provide
site access are also assumed to be in place for Opening Year Cumulative conditions only (e.g.,
intersection and roadway improvements along the cumulative development’s frontages and
driveways).
5.2 OPENING YEAR CUMULATIVE (2023) WITHOUT PROJECT TRAFFIC VOLUME FORECASTS
This scenario includes Existing traffic volumes plus an ambient growth factor of 2.33% plus traffic
from pending and approved but not yet constructed known development projects in the area.
The ADT and peak hour intersection turning movement volumes which can be expected for
Opening Year Cumulative (2023) Without Project conditions are shown on Exhibit 5-1.
5.3 OPENING YEAR CUMULATIVE (2023) WITH PROJECT TRAFFIC VOLUME FORECASTS
This scenario includes Existing traffic volumes, an ambient growth factor of 2.33%, traffic from
pending and approved but not yet constructed known development projects in the area and the
addition of Project traffic. The ADT and peak hour intersection turning movement volumes which
can be expected for Opening Year Cumulative (2023) With Project conditions are shown on
Exhibit 5-2.
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14102-02 TS Report REV 48
EXHIBIT 5-1: OPENING YEAR CUMULATIVE (2023) WITHOUT PROJECT TRAFFIC VOLUMES
Fontana Corporate Center Traffic Study
14102-02 TS Report REV 49
EXHIBIT 5-2: OPENING YEAR CUMULATIVE (2023) WITH PROJECT TRAFFIC VOLUMES
Fontana Corporate Center Traffic Study
14102-02 TS Report REV 50
5.4 INTERSECTION OPERATIONS ANALYSIS
5.4.1 OPENING YEAR CUMULATIVE (2023) WITHOUT PROJECT TRAFFIC CONDITIONS
Opening Year Cumulative (2023) peak hour traffic operations have been evaluated for the study
area intersections based on the analysis methodologies presented in Section 2.2 Intersection
Capacity Analysis of this report. The intersection analysis results are summarized in Table 5-1,
which indicate that none of study area intersections is anticipated to operate at an unacceptable
LOS during the peak hours under Opening Year Cumulative (2023) Without Project. The
intersection operations analysis worksheets for Opening Year Cumulative Without Project traffic
conditions are included in Appendix 5.1 of this TS.
TABLE 5-1: INTERSECTION ANALYSIS FOR OPENING YEAR CUMULATIVE (2023) CONDITIONS
5.4.2 OPENING YEAR CUMULATIVE (2023) WITH PROJECT TRAFFIC CONDITIONS
As shown in Table 5-1, there is one of study area intersections anticipated to operate at an
unacceptable LOS with the addition of Project traffic under Opening Year Cumulative (2023) With
Project traffic conditions:
• Driveway 4/Business Dr & Slover Av (#5)
The intersection operations analysis worksheets for Opening Year Cumulative (2023) With
Project traffic conditions are included in Appendix 5.2 of this TS.
5.5 TRAFFIC SIGNAL WARRANTS ANALYSIS
Traffic signal warrants have been performed (based on CA MUTCD) for Opening Year Cumulative
(2023) traffic conditions based on peak hour intersection turning movements volumes or
planning level (ADT) volumes. No additional unsignalized study area intersections is anticipated
to meet a traffic signal warrant under Opening Year Cumulative (2023) With Project traffic
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conditions. Traffic signal warrants for Opening Year Cumulative (2023) With Project traffic
conditions are included in Appendix 5.3.
5.6 DEFICIENCIES AND IMPROVEMENTS
This section provides a summary of deficiencies, based on the City of Fontana’s deficiency criteria
discussed in Section 2.6 Deficiency Criteria, and improvements needed to improve operations
back to acceptable levels. The addition of Project traffic is anticipated to result in a peak hour
operations deficiency during the PM peak hour at the intersection of Driveway 4/Business Drive
and Slover Avenue. As such, the following improvements have been recommended for those
intersections exceeding the City’s thresholds as listed in Table 2-4 in order to bring the
intersection operations back to acceptable levels. It should be noted that the intersection
currently meets peak hour volume-based traffic signal warrants for Existing conditions. The
intersection operations analysis worksheets for Opening Year Cumulative (2023) With Project
with improvements are included in Appendix 5.4 of this TS.
TABLE 5-2: INTERSECTION DEFICIENCIES AND IMPROVEMENTS FOR OPENING YEAR CUMULATIVE
(2023) CONDITIONS
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14102-02 TS Report REV 53
6 LOCAL AND REGIONAL FUNDING MECHANISMS
Transportation improvements within the City of Fontana are funded through a combination of
construction of off-site improvements, development impact fee programs or fair share
contributions, such as the City of Fontana DIF program. Identification and timing of needed
improvements is generally determined through local jurisdictions based upon a variety of factors.
6.1 MEASURE “I” FUNDS
In 2004, the voters of San Bernardino County approved the 30-year extension of Measure “I”, a
one-half of one percent sales tax on retail transactions, through the year 2040, for transportation
projects including, but not limited to, infrastructure improvements, commuter rail, public transit,
and other identified improvements. The Measure “I” extension requires that a regional traffic
impact fee be created to ensure development is paying its fair share. A regional Nexus study was
prepared by SBCTA and concluded that each jurisdiction should include a regional fee component
in their local programs in order to meet the Measure “I” requirement. The regional component
assigns specific facilities and cost sharing formulas to each jurisdiction and was most recently
updated in May 2018. Revenues collected through these programs are used in tandem with
Measure “I” funds to deliver projects identified in the Nexus Study.
While Measure “I” is a self-executing sales tax administered by SBCTA, it bears discussion here
because the funds raised through Measure “I” have funded in the past and will continue to fund
new transportation facilities in San Bernardino County, including within the City of Fontana.
6.2 CITY OF FONTANA DEVELOPMENT IMPACT FEE (DIF)
The City of Fontana adopted the latest update to their DIF program in February 2016. Fees from
new residential, commercial, and industrial development are collected to fund Measure “I”
compliant regional facilities as well as local facilities. Under the City’s DIF program, the City may
grant to developers a credit against specific components of fees when those developers construct
certain facilities and landscaped medians identified in the list of improvements funded by the DIF
program.
After the City’s DIF fees are collected, they are placed in a separate restricted use account
pursuant to the requirements of Government Code sections 66000 et seq. The timing to use the
DIF fees is established through periodic capital improvement programs which are overseen by
the City’s Engineering Department. Periodic traffic counts, review of traffic accidents, and a
review of traffic trends throughout the City are also periodically performed by City staff and
consultants. The City uses this data to determine the timing of the improvements listed in its
facilities list. The City also uses this data to ensure that the improvements listed on the facilities
list are constructed before the LOS falls below the LOS performance standards adopted by the
City. In this way, the improvements are constructed before the LOS falls below the City’s LOS
performance thresholds. The City’s DIF program establishes a timeline to fund, design, and build
the improvements.
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14102-02 TS Report REV 54
6.3 FAIR SHARE CONTRIBUTION
Project improvement may include a combination of fee payments to established programs,
construction of specific improvements, payment of a fair share contribution toward future
improvements or a combination of these approaches. Improvements constructed by
development may be eligible for a fee credit or reimbursement through the program where
appropriate (to be determined at the City’s discretion).
When off-site improvements are identified with a minor share of responsibility assigned to
proposed development, the approving jurisdiction may elect to collect a fair share contribution
or require the development to construct improvements. Detailed fair share calculations, for each
peak hour, has been provided on Table 6-1 for the applicable deficient study area intersections.
These fees are collected with the proceeds solely used as part of a funding mechanism aimed at
ensuring that regional highways and arterial expansions keep pace with the projected population
increases.
TABLE 6-1: PROJECT FAIR SHARE CALCULATIONS FOR INTERSECTIONS
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14102-02 TS Report REV 55
7 VEHICLE MILES TRAVELED
Changes to California Environmental Quality Act (CEQA) Guidelines were adopted in December
2018, which require all lead agencies to adopt VMT as a replacement for automobile delay-based
LOS as the measure for identifying transportation impacts for land use projects. This statewide
mandate went into effect July 1, 2020. To aid in this transition, the Governor’s Office of Planning
and Research (OPR) released a Technical Advisory on Evaluating Transportation Impacts in CEQA
(December of 2018) (Technical Advisory). (8) Based on OPR’s Technical Advisory specific
procedures for complying with the new CEQA requirements for VMT analysis the City of Fontana
adopted Traffic Impact Analysis Guidelines for Vehicle Miles Traveled and Level of Service
Assessment (City Guidelines), which documents the City’s VMT analysis methodology and
approved impact thresholds. The VMT screening evaluation presented in this report has been
developed based on the adopted City Guidelines. (1) The City Guidelines identify that the SBCTA
VMT Screening Tool (Screening Tool) is utilized to assess project VMT screening criteria. The
Screening Tool uses the project’s assessor’s parcel number (APN) to determine if its location
meets one or more of the VMT screening thresholds for land use projects.
7.1 PROJECT SCREENING
The City Guidelines provides information on appropriate screening thresholds that can be used
to identify when a proposed land use project is anticipated to result in a less than significant
impact without conducting a more detailed project-level assessment. Screening thresholds are
broken into the following four steps:
• Step 1: Transit Priority Area (TPA) Screening
• Step 2: Low VMT Area Screening
• Step 3: Low Project Type Screening
• Step 4: Project net daily trips less than 500 ADT
7.1.1 STEP 1: TPA SCREENING
Consistent with guidance identified in the City Guidelines, projects located within a Transit
Priority Area (TPA) (i.e., within ½ mile of an existing “major transit stop”1 or an existing stop along
a “high-quality transit corridor”2) may be presumed to have a less than significant impact absent
substantial evidence to the contrary. However, the presumption may NOT be appropriate if a
project:
• Has a Floor Area Ratio (FAR) of less than 0.75;
1 Pub. Resources Code, § 21064.3 (“‘Major transit stop’ means a site containing an existing rail transit station, a
ferry terminal served by either a bus or rail transit service, or the intersection of two or more major bus routes
with a frequency of service interval of 15 minutes or less during the morning and afternoon peak commute
periods.”).
2 Pub. Resources Code, § 21155 (“For purposes of this section, a high-quality transit corridor means a corridor with
fixed route bus service with service intervals no longer than 15 minutes during peak commute hours.”).
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14102-02 TS Report REV 56
• Includes more parking for use by residents, customers, or employees of the project than
required by the jurisdiction (if the jurisdiction requires the project to supply parking);
• Is inconsistent with the applicable Sustainable Communities Strategy (as determined by
the lead agency, with input from the Metropolitan Planning Organization); or
• Replaces affordable residential units with a smaller number of moderate- or high-income
residential units.
Based on the Screening Tool results presented in Attachment A, the Project site is not located
within ½ mile of an existing major transit stop, or along a high-quality transit corridor.
TPA screening criteria is not met.
7.1.2 STEP 2: LOW VMT AREA SCREENING
As described in the City Guidelines, “residential and office projects located within a low VMT
generating area may be presumed to have a less than significant impact absent substantial
evidence to the contrary. In addition, other employment-related and mixed-use land use projects
may qualify for the use of screening if the project can reasonably be expected to generate VMT
per resident, per worker, or per service population that is similar to the existing land uses in the
low VMT area.”
The Screening Tool uses the sub-regional SBTAM to measure VMT performance within individual
traffic analysis zones (TAZ’s) within the City. The Project’s physical location based on parcel
number is selected in the Screening Tool to determine project generated VMT as compared to
the City’s threshold. The parcel containing the proposed Project was selected and the Screening
Tool was run for the Production/Attraction (PA) VMT per service population measure of VMT.
The Project is not located within a low VMT generating zone as compared to the City threshold
of 15% below baseline County of San Bernardino PA VMT per service population (see Appendix
7.1).
Low VMT Area screening criteria is not met.
7.1.3 STEP 3: LOW PROJECT TYPE SCREENING
City Guidelines state that local serving retail projects less than 50,000 square feet may be
presumed to have a less than significant impact. In addition to local serving retail, other local
serving land uses such as public facilities, day care centers, gas stations, etc. would tend to
provide local services and result in reducing overall VMT.
Project Type screening criteria is not met.
7.1.4 STEP 4: PROJECT NET DAILY TRIPS LESS THAN 500 ADT SCREENING
Identified in City Guidelines, Projects that generate fewer than 500 ADT would not cause a
substantial increase in the total citywide or regional VMT and are therefore presumed to have
less than significant impact on VMT. Trips generated by the Project’s proposed land use have
been estimated based on trip generation rates collected by the ITE Trip Generation Manual. (2)
The existing land use has been estimated to generate 163 vehicle trip-ends per day. Whereas the
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14102-02 TS Report REV 57
proposed Project is estimated to generate 622 vehicle trip-ends per day. Resulting in a net new
increase of 459 vehicle trip-ends per day, which would not exceed the City’s screening threshold
of 500 ADT.
Project net daily trips less than 500 ADT screening criteria is met.
7.2 CONCLUSION
Based on our findings, the Project was found to meet the project net daily trips less than 500 ADT
screening criteria. Therefore, the Project would result in a less than significant impact for VMT;
no further VMT analysis required.
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14102-02 TS Report REV 59
8 REFERENCES
1. City of Fontana Public Works Department. Traffic Impact Analysis (TIA) Guidelines for Vehicle Miles
Traveled (VMT) and Level of Service Assessment. Fontana : s.n., October 21, 2020.
2. Institute of Transportation Engineers (ITE). Trip Generation Manual. 10th Edition. 2017.
3. WSP. High Cube Warehouse Trip Generation Study. January 29, 2019.
4. San Bernardino Associated Governments. Congestion Management Program for County of San
Bernardino. County of San Bernardino : s.n., Updated June 2016.
5. Transportation Research Board. Highway Capacity Manual (HCM). 6th Edition. s.l. : National Academy
of Sciences, 2016.
6. California Department of Transportation. California Manual on Uniform Traffic Control Devices
(MUTCD). [book auth.] California Department of Transportation. California Manual on Uniform Traffic
Control Devices (CAMUTCD). 2017.
7. Institute of Transportation Engineers. Trip Generation Manaul Supplement. February 2020.
8. Office of Planning and Research. Technical Advisory on Evaluating Transportation Impacts in CEQA.
State of California : s.n., December 2018.
9. San Bernardino County Transportation Authority (SBCTA). Recommended Traffic Impact Analysis
Guidelines for Vehicle Miles Traveled and Level of Service Assessment. February 2020.
10. Southern California Association of Governments. Employment Density Study. October 2001.
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Fontana Corporate Center Traffic Study
14102‐02 TS Report.docx
APPENDIX 1.1:
APPROVED TRAFFIC STUDY SCOPING AGREEMENT
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Traffic Impact Analysis -14-Al 2008
Preparation Guide
This letter acknowledges the Riverside County Transportation Department requirements for traffic
impact analysis of the following project. The analysis must follow the Riverside County Transportation
Department Traffic Study Guidelines dated February 2005.
Case No. (i.e. TR, PM, CUP, PP)
Related Cases -
SP No.
EIR No.
GPA No.
CZ No.
Project Name:
Project Address:
Project Description:
Consultant Developer
Name:
Address:
Telephone:
Fax:
A. Trip Generation Source: (ITE 7th Edition or other)
Current GP Land Use Proposed Land Use
Current Zoning Proposed Zoning
Current Trip Generation Proposed Trip Generation
In Out Total In Out Total
AM Trips
PM Trips
Internal Trip Allowance Yes No (% Trip Discount)
Pass-By Trip Allowance Yes No (% Trip Discount)
A trip discount is allowed for appropriate land uses
. The trips at adjacent study area intersections and project driveways shall be
indicated on a report figure.
B.Trip Geographic Distribution:N % S % E % W %
(attach exhibit for detailed assignment)
C. Background Traffic
Phase Year(s) _________________
Annual Ambient Growth Rate: %
Other area projects to be analyzed:
Model/Forecast methodology
tment requirements for traffic
he Riverside County Transportation
This letter acknowledges the City of Fontana Engineering Department requirements for traffic
impact analysis of the following project. The analysis must follow the SBCTA Congestion Management
Plan (CMP) Guidelines Updated 2016.
1.1-1
Traffic Impact Analysis -5-
Preparation Guide
D. Study intersections:
1.
2.
3.
4.
5.
E. Study Roadway Segments:
1.
2.
3.
4.
5.
E. Other Jurisdictional Impacts
Is this project within a City’s Sphere of Influence or one-mile radius of City boundaries? Yes No
If so, name of City Jurisdiction:
F. Site Plan (please attach reduced copy)
G. Specific issues to be addressed in the Study (in addition to the standard analysis described
in the Guideline)(To be filled out by Transportation Department)
H. Existing Conditions
Traffic count data must be new or recent. Provide traffic count dates if using other than new counts.
Date of counts______________________________________________________________________
NOTE* Traffic Study Submittal Form and appropriate fee must be submitted with, or prior to submittal of this
form. Transportation Department staff will not process the Scoping Agreement prior to receipt of the fee.
Recommended by:
______________________________ _________
Consultant’s Representative Date
Scoping Agreement Submitted on _____________
Revised on ___________________
Approved Scoping Agreement:
6.
7.
8.
9.
10.
6.
7.
8.
9.
10.
1.1-2
14102-02 TA Scope REV
August 31, 2021
Mr. Mahmoud Khodr
City of Fontana
8353 Sierra Avenue
Fontana, CA 92335
SUBJECT: SCOPING AGREEMENT FOR THE FONTANA CORPORATE CENTER TRAFFIC ASSESSMENT
Dear Mr. Mahmoud Khodr:
The firm of Urban Crossroads, Inc. is pleased to submit this letter documenting the recommended
Scope of Work for the traffic assessment in support of the proposed Fontana Corporate Center
development (Project), which is located north of Slover Avenue and west of Business Drive in the City
of Fontana. Exhibit 1 depicts the location of the proposed Project in relation to the existing roadway
network. It is our understanding that the Project is to amend the existing Fontana Gateway Specific
Plan to develop 2 warehouses totaling 355,370 square feet. Building 1 to the east is to consist of
212,677 square feet of warehouse use and Building 2 to the west is to consist of 142,693 square feet of
warehousing use. A preliminary site plan for the proposed Project is shown on Exhibit 2. As indicated
on Exhibit 2, access to the Project site will be provided to Slover Avenue via two driveways for each
building. Driveway 1 is proposed to restrict access to right-in/right-out access only based on its
proximity to Commerce Way, Driveway 2 would prohibit left-out access based on its proximity to the
railroad, and Driveway 3 would prohibit left-in access only also based on its proximity to the adjacent
railroad. Driveway 4 would accommodate full access.
Our goal is to obtain comments from City of Fontana staff, to ensure that the traffic assessment fully
addresses the potential impacts of the proposed Project. The remainder of this letter describes the
draft proposed analysis methodology, project trip generation, trip distribution, and project traffic
assignment/project trips on the surrounding roadway network, which have been used to establish the
draft proposed project study area and analysis locations.
STUDY AREA
The purpose of this traffic analysis is to evaluate the peak hour operations of study area intersections
based on the proposed distribution of Project traffic. Exhibit 3 presents the proposed study area
intersection analysis locations (and listed on Table 1). The study area intersections will be evaluated
using the HCM 6th Edition methodology.
1.1-3
Mr. Mahmoud Khodr
City of Fontana
August 31, 2021
Page 2 of 8
14102-02 TA Scope REV
TABLE 1: STUDY AREA INTERSECTIONS
ANALYSIS SCENARIOS
The analysis of peak hour operations at study area intersections will be provided for the following
analysis scenarios:
Existing (2021) Conditions
Opening Year Cumulative (2023) Without Project Conditions
Opening Year Cumulative (2023) With Project Conditions
EXISTING COUNT DATA
The Fontana Unified School District is back in session for the 2021-2022 school year as of August 6,
2021. As such, new traffic counts will be conducted for the study area intersections as identified in
Table 1. Existing intersection turning movement counts will be collected at the study area intersection
locations during the weekday AM (7-9AM) and weekday PM (4-6PM). Existing (2021) traffic counts
will be compared to historic count data for the purposes of determining if any further adjustments are
necessary to the baseline traffic. If applicable, an ambient growth rate of 1.16 percent per year is
proposed to adjust the historic count data to the current baseline year (2021). The growth rate is
based on the average growth for population (1.06% per year), households (1.43% per year), and
employment (0.97% per year) between 2016 and 2045 in the 2020 SCAG RTP/SCS for the City of
Fontana (Connect SoCal, adopted September 3, 2020).
TRIP GENERATION
EXISTING USE
The site is currently occupied by a plant for a manufacturer of prefabricated building systems located
at 13592 Slover Avenue in the City of Fontana. As such, for the purposes of this assessment, a credit
has been taken for the trips associated with the existing uses. Traffic counts were collected at the
driveways for the existing use on June 9th and 10th, 2021. A summary of the count data collected is
provided in Attachment A. Table A-1 in Attachment A provides a detailed summary of the counts
collected at each driveway location. Table 2 summarizes the total trip generation for the existing site
# Intersection Jurisdiction
1 Commerce Wy. & Slover Av.Fontana
2 Driveway 1 & Slover Av.Fontana
3 Driveway 2 & Slover Av.Fontana
4 Driveway 3 & Slover Av.Fontana
5 Driveway 4/Business Dr. & Slover Av. Fontana
6 Mulberry Av. & Slover Av.Fontana
1.1-4
Mr. Mahmoud Khodr
City of Fontana
August 31, 2021
Page 3 of 8
14102-02 TA Scope REV
(accounting for all driveways). As shown on Table 2, the existing use generates 163 two-way trips per
day, with 6 trips during the AM peak hour and 8 trips during the PM peak hour.
TABLE 2: EXISTING SURVEY DATA FOR EXISTING USE
Land Use In Out Total In Out Total Daily
Day 1: June 9, 2021
Passenger Cars: 6 1 7 0 8 8 153
2-axle Trucks: 0 0 0 0 0 0 6
3-axle Trucks: 0 0 0 0 0 0 4
4+-axle Trucks: 0 0 0 0 0 0 6
Total Truck Trips: 0 0 0 0 0 0 16
Total Trips1 6 1 7 0 8 8 169
Day 2: June 10, 2021
Passenger Cars: 3 0 3 1 7 8 144
2-axle Trucks: 0 0 0 0 0 0 10
3-axle Trucks: 0 0 0 0 0 0 0
4+-axle Trucks: 1 1 2 0 0 0 2
Total Truck Trips: 1 1 2 0 0 0 12
Total Trips1 4 1 5 1 7 8 156
2-Day Average Trip Generation:
Passenger Cars: 5 1 5 1 8 8 149
2-axle Trucks: 0 0 0 0 0 0 8
3-axle Trucks: 0 0 0 0 0 0 2
4+-axle Trucks: 1 1 1 0 0 0 4
Total Truck Trips: 1 1 1 0 0 0 14
Total Trips1 5 1 6 1 8 8 163
* Note: data collected on June 9 and 10, 2021.
1 Total Trips = Passenger Cars + Truck Trips.
2 Trip generation represents the sum of all driveways, by day.
AM Peak Hour PM Peak Hour
1.1-5
Mr. Mahmoud Khodr
City of Fontana
August 31, 2021
Page 4 of 8
14102-02 TA Scope REV
PROPOSED PROJECT
The Project is proposing to redevelop the site with 2 warehouse buildings totaling 355,370 square feet
(see Exhibit 1). Vehicular access to the site would be provided via two driveways for each building
along Slover Avenue.
Trip generation represents the amount of traffic that is attracted and produced by a development and
is based upon the specific land uses planned for a given project. In order to develop the traffic
characteristics of the proposed project, trip-generation statistics published in the Institute of
Transportation Engineers (ITE) Trip Generation Manual (10th Edition, 2017) was used to estimate the
trip generation. Trip generation rates for the Project are shown in Table 3.
TABLE 3: TRIP GENERATION RATES
The trip generation summary for the Project in actual vehicles is shown on Table 4. As shown on Table
4, the Project is anticipated to generate a total of 622 two-way trips per day with 59 AM peak hour trips
and 68 PM peak hour trips.
ITE LU AM Peak Hour PM Peak Hour
Land Use1 Units2 Code In Out Total In Out Total
Actual Vehicle Trip Generation Rates:
Warehousing3 TSF 150 0.131 0.039 0.170 0.051 0.139 0.190 1.740
Passenger Cars 0.114 0.034 0.148 0.044 0.118 0.162 1.270
2-Axle Trucks 0.003 0.001 0.004 0.001 0.003 0.005 0.078
3-Axle Trucks 0.004 0.001 0.005 0.002 0.004 0.006 0.097
4+-Axle Trucks 0.011 0.003 0.014 0.005 0.013 0.018 0.294
Passenger Car Equivalent (PCE) Trip Generation Rates:4
Warehousing3 TSF 150 0.131 0.039 0.170 0.051 0.139 0.190 1.740
Passenger Cars 0.114 0.034 0.148 0.044 0.118 0.162 1.270
2-Axle Trucks (PCE = 2.0)0.004 0.001 0.006 0.002 0.005 0.007 0.118
3-Axle Trucks (PCE = 2.5)0.007 0.002 0.009 0.003 0.009 0.012 0.194
4+-Axle Trucks (PCE = 3.0)0.032 0.010 0.042 0.014 0.039 0.054 0.882
1 Trip Generation Source: Institute of Transportation Engineers (ITE), Trip Generation Manual, Tenth Edition (2017).
2 TSF = thousand square feet
3 Vehicle Mix Source: ITE Trip Generation Handbook Supplement (2020), Appendix C.
Truck Mix: South Coast Air Quality Management District’s (SCAQMD) recommended truck mix, by axle type.
Normalized % - Without Cold Storage: 16.7% 2-Axle trucks, 20.7% 3-Axle trucks, 62.6% 4-Axle trucks.
4 PCE factors per City's Guidelines: 2-axle = 2.0; 3-axle = 2.5; 4+-axle = 3.0.
Daily
1.1-6
Mr. Mahmoud Khodr
City of Fontana
August 31, 2021
Page 5 of 8
14102-02 TA Scope REV
TABLE 4: TRIP GENERATION SUMMARY (ACTUAL VEHICLES)
The trip generation summary for the Project in passenger car equivalent (PCE) is shown on Table 5. As
shown on Table 5, the Project is anticipated to generate a total of 878 PCE two-way trips per day with 72
PCE AM peak hour trips and 83 PCE PM peak hour trips.
TABLE 5: TRIP GENERATION SUMMARY (PCE)
TRIP GENERATION COMPARISON
Table 6 shows the trip generation comparison and the resulting net change in trips between the
existing use and the proposed Project. As shown on Table 6, the proposed Project would result in a net
increase of 697 two-way PCE trips per day and net increase of 60 PCE AM peak hour trips and 74 PCE
PM peak hour trips.
Land Use Quantity Units
1 In Out Total In Out Total Daily
Actual Vehicles:
Warehousing 355.370 TSF
Passenger Cars: 40 12 52 15 42 57 452
2-axle Trucks: 1 0 1 0 1 1 28
3-axle Trucks: 1 0 1 1 2 3 36
4+-axle Trucks: 4 1 5 2 5 7 106
Total Trucks:6 1 7 3 8 11 170
Total Trips (Actual Vehicles)2 46 13 59 18 50 68 622
1 TSF = thousand square feet
2 Total Trips = Passenger Cars + Truck Trips.
AM Peak Hour PM Peak Hour
Land Use Quantity Units
1 In Out Total In Out Total Daily
Passenger Car Equivalent (PCE):
Warehousing 355.370 TSF
Passenger Cars: 40 12 52 15 42 57 452
2-axle Trucks: 2 0 2 1 2 3 42
3-axle Trucks: 3 1 4 1 3 4 70
4+-axle Trucks: 11 3 14 5 14 19 314
Total Trucks (PCE):16 4 20 7 19 26 426
Total Trips (PCE)2 56 16 72 22 61 83 878
1 TSF = thousand square feet
2 Total Trips = Passenger Cars + Truck Trips.
AM Peak Hour PM Peak Hour
1.1-7
Mr. Mahmoud Khodr
City of Fontana
August 31, 2021
Page 6 of 8
14102-02 TA Scope REV
TABLE 6: TRIP GENERATION COMPARISON
According to the City’s Traffic Impact Analysis Guidelines, a focused traffic analysis would be required if
the AM or PM peak hour trip generation is between 50 and 100 vehicle trips.
TRIP DISTRIBUTION
Trip distribution is the process of identifying the probable destinations, directions, or traffic routes that
will be utilized by Project traffic. The potential interaction between the planned land uses and
surrounding regional access routes are considered, to identify the route where the Project traffic
would distribute. Exhibits 4 and 5 illustrate the passenger car and truck trip distribution patterns
through the study area intersections, respectively.
LEVEL OF SERVICE (LOS) CRITERIA
The City of Fontana has set the goal for acceptable LOS as LOS C or better, wherever feasible (see Goal
#1, Policy #12 of the City of Fontana General Plan Circulation Element). However, in some instances
maintaining the LOS C threshold within a built environment may require extensive roadway widening
that could affect existing uses, property rights and substantial costs associated with implementing
these improvements. In the event that the improvements required to maintain LOS C is determined to
be infeasible, the City of Fontana recognizes that LOS D may be considered the worst acceptable level
of service in urbanized areas of the City.
Trip Generation Comparison Quantity Units1 In Out Total In Out Total Daily
Proposed Project 355.370 TSF
Passenger Cars: 40 12 52 15 42 57 452
Total Truck Trips (PCE): 16 4 20 7 19 26 426
Total Trips2 56 16 72 22 61 83 878
Existing Use
Passenger Cars: 5 1 6 1 8 9 149
Total Truck Trips (PCE): 3 3 6 0 0 0 32
Total Trips2 8 4 12 1 8 9 181
Variance
Passenger Cars: 35 11 46 14 34 48 303
Total Truck Trips (PCE): 13 1 14 7 19 26 394
Total Trips2 48 12 60 21 53 74 697
1 TSF = thousand square feet
2 Total Trips = Passenger Cars + Truck Trips.
AM Peak Hour PM Peak Hour
1.1-8
Mr. Mahmoud Khodr
City of Fontana
August 31, 2021
Page 7 of 8
14102-02 TA Scope REV
DEFICIENCY CRITERIA – INTERSECTIONS
For the intersections that lie within the City of Fontana, determination of whether the Project has an
adverse effect on intersection operations will be based on a comparison of without and with project
levels of service. A deficiency occurs if project traffic increases the average delay at an intersection by
more than the thresholds identified on Table 7. The thresholds for LOS A, B, and C do not apply to
projects consistent with the General Plan. The deficiency criteria will be applied to Opening Year
Cumulative traffic conditions to determine off-site construct obligations and will recommend
improvements needed to reduce delays to pre-project conditions (as applicable).
TABLE 7: INTERSECTION DEFICIENCY CRITERIA
AMBIENT GROWTH
Consistent with other studies performed in the area, an ambient growth rate of 1.16% per year is
proposed for the study area intersections to approximate background traffic growth not identified by
nearby cumulative development projects. The rate will be compounded over a two-year period (i.e.,
1.01162years = 1.0233 or 2.33% for 2023).
SPECIAL ISSUES
The following special issues will also be addressed as part of the focused traffic assessment:
Conduct traffic signal warrant analysis for all future unsignalized study area intersections.
Provide a queuing analysis for Project driveways and the site adjacent intersections of Business
Drive at Slover Avenue and Commerce Way at Slover Avenue.
Vehicle Miles Traveled (VMT) analysis will be addressed under separate cover. However,
findings will be summarized in the traffic study.
Pre-Project LOS Deficiency Criteria1
LOS A/B 10.0 Seconds
LOS C 8.0 Seconds
LOS D 5.0 Seconds
LOS E 2.0 Seconds
LOS F 1.0 Second
1 Increase in delay.
1.1-9
Mr. Mahmoud Khodr
City of Fontana
August 31, 2021
Page 8 of 8
14102-02 TA Scope REV
OPEN ITEMS – CUMULATIVE DEVELOPMENT PROJECTS
We request that City staff provide a list/map of cumulative projects for inclusion in the traffic study.
SIGNAL TIMING
It is requested that the City provide any signal timing that should be considered for signalized study
area intersections within the City.
The analysis findings and recommendations (if applicable) will be presented in a draft report for the
City’s review. If you have any questions, please contact me directly at (949) 861-0177.
Respectfully submitted,
Charlene So, PE
Associate Principal
1.1-10
14102-02 TA Scope REV
EXHIBIT 1: LOCATION MAP
1.1-11
14102-02 TA Scope REV
EXHIBIT 2:PRELIMINARY SITE PLAN
1.1-12
EXHIBIT 3: STUDY AREA
1.1-13
14102-02 TA Scope REV
EXHIBIT 4:PROJECT (PASSENGER CAR)TRIP DISTRIBUTION
1.1-14
14102-02 TA Scope REV
EXHIBIT 5:PROJECT (TRUCK)TRIP DISTRIBUTION
1.1-15
This Page Intentionally Left Blank
1.1-16
Fontana Corporate Center Traffic Study
14102‐02 TS Report.docx
APPENDIX 3.1:
EXISTING & HISTORICAL TRAFFIC COUNTS
Fontana Corporate Center Traffic Study
14102‐02 TS Report.docx
This Page Intentionally Left Blank
T42321
DATE:LOCATION:PROJECT #:JN14102Thu, Sep 9, 21 NORTH & SOUTH:LOCATION #:1 EAST & WEST:CONTROL:SIGNAL
NOTES:AM ▲
PM N
MD ◄ W E ►
OTHER S
OTHER ▼
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRRLANES:0 1 0 0 1 0 1 2 0 1 2 0 0 0 0 0 0 0 0 0
7:00 AM 4 0 4 0 0 0 0 69 12 8 108 0 205 0 0 0 0 0 2 0 0 07:15 AM 5 0 1 0 0 0 0 64 8 7 111 0 196 0 0 0 0 0 0 0 0 07:30 AM 3 0 2 0 0 0 0 65 10 9 141 0 230 0 0 0 0 0 0 0 0 07:45 AM 7 0 4 0 0 0 0 74 7 14 145 0 251 0 0 0 0 0 0 0 0 08:00 AM 4 0 2 0 0 0 1 65 6 6 112 0 196 0 0 1 0 1 1 0 0 08:15 AM 4 0 3 0 0 0 0 71 5 3 96 0 182 0 0 0 0 0 2 0 1 0
8:30 AM 6 0 1 0 0 0 0 63 11 5 105 0 191 1 0 0 0 1 1 0 0 0
8:45 AM 3 0 2 0 0 0 0 65 6 4 76 0 156 0 0 0 0 0 2 0 0 0
VOLUMES 36 0 19 0 0 0 1 536 65 56 894 0 1,607 1 0 1 0 2 8 0 1 0APPROACH %65%0%35%0%0%0%0%89%11%6%94%0%APP/DEPART 55 /0 0 /122 602 /555 950 /930 0 BEGIN PEAK HRVOLUMES 19 0 11 0 0 0 0 272 37 38 505 0 882 2 0 0 0APPROACH %63%0%37%0%0%0%0%88%12%7%93%0%PEAK HR FACTOR 0.682 0.000 0.954 0.854 0.878 APP/DEPART 30 /0 0 /75 309 /283 543 /524 0 4:00 PM 8 0 11 0 0 0 0 151 4 2 151 0 327 0 0 0 0 0 7 0 0 04:15 PM 14 0 5 0 0 0 0 122 0 0 117 0 258 0 0 0 0 0 3 0 0 04:30 PM 10 0 8 0 0 0 0 158 3 0 146 0 325 0 0 0 0 0 7 0 0 04:45 PM 3 0 3 0 0 0 0 150 3 3 101 0 263 0 0 0 1 1 3 0 0 05:00 PM 10 0 8 0 0 0 0 151 4 0 142 0 315 0 0 0 0 0 6 0 1 05:15 PM 2 0 2 0 0 0 0 115 3 0 96 0 218 0 0 0 0 0 1 0 0 05:30 PM 4 0 0 0 0 0 0 88 3 1 98 0 194 0 0 0 0 0 0 0 0 05:45 PM 6 0 2 0 0 0 0 93 1 0 90 0 192 0 0 0 0 0 2 0 1 0VOLUMES57 0 39 0 0 0 0 1,028 21 6 941 0 2,092 0 0 0 1 1 29 0 2 0APPROACH %59%0%41%0%0%0%0%98%2%1%99%0%APP/DEPART 96 /0 0 /26 1,049 /1,068 947 /998 0 BEGIN PEAK HRVOLUMES 35 0 27 0 0 0 0 581 10 5 515 0 1,173 20 0 0 0
APPROACH %56%0%44%0%0%0%0%98%2%1%99%0%
PEAK HR FACTOR 0.816 0.000 0.918 0.850 0.897
APP/DEPART 62 /0 0 /14 591 /609 520 /550 0
Commerce
NORTH SIDE
Slover WEST SIDE EAST SIDE Slover
SOUTH SIDE
Commerce
E SIDE W SIDE S SIDE N SIDE TOTAL E SIDE W SIDE S SIDE N SIDE TOTAL ES WS SS NS TOTAL7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
RTOR
INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 cs@aimtd.com
Fontana
CommerceSlover
U-TURNS
Commerce Commerce Slover Slover
BICYCLE CROSSINGS
AMPMAM7:00 AM
PM4:00 PM
ALL PED AND BIKE PEDESTRIAN CROSSINGS
Add U-Turns to Left Turns
3.1-1
0 0 0 0 TOTAL 0
0 0 0 0 PM 0
0 0 0 0 AM 0 950 947 1,897 1,928 998 930 0 0 0 894 941 1,835 TOTALPMAM56 6 62 1 0 1 AMPMTOTAL1,564 1,028 536 86 21 65 555 1,068 1,623 1,651 1,049 602 122 AM 36 0 19 55
26 PM 57 0 39 96
148 TOTAL 93 0 58 151
0 0 0 0 TOTAL 0
0 0 0 0 PM 0
0 0 0 0 AM 0 543 520 1,063 1,074 550 524 0 0 0 505 515 1,020 TOTALPMAMAM 7:00 AM
8:45 AM 38 5 43 0 0 0 #N/A AMPMTOTAL853 581 272 PM 4:00 PM
3:45 PM
47 10 37 283 609 892 900 591 309 75 AM 19 0 11 30
14 PM 35 0 27 62
89 Total 54 0 38 92
Commerce
AimTD LLC
TURNING MOVEMENT COUNTS
Commerce
SloverSloverFontana
JN14102
ALL HOURS
Commerce
Commerce
SloverSloverPEAK HOUR
3.1-2
DATE:LOCATION:Fontana PROJECT #: JN141029/9/21 NORTH & SOUTH:Commerce LOCATION #: 1 THURSDAY EAST & WEST:Slover CONTROL: SIGNAL
CLASS 1:NOTES:AM ▲
PASSENGER PM N
VEHICLES MD ◄ W E ►
OTHER S
OTHER ▼
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRRLANES:010010120120 0000
7:00 AM 1 0 2 0 0 0 0 49 10 7 78 0 147 00000 10007:15 AM 1 0 1 0 0 0 0 42 4 5 79 0 132 00000 00007:30 AM 0 0 1 0 0 0 0 39 8 6 94 0 148 00000 00007:45 AM 4 0 3 0 0 0 0 53 6 12 103 0 181 00000 00008:00 AM 1 0 1 0 0 0 0 43 4 4 66 0 119 00000 10008:15 AM 1 0 2 0 0 0 0 31 1 2 58 0 95 00000 20008:30 AM 2 0 1 0 0 0 0 32 3 2 54 0 94 00000 10008:45 AM 0 0 2 0 0 0 0 32 4 2 46 0 86 00000 2000VOLUMES10 0 13 0 0 0 0 321 40 40 578 0 1,002 0000 0 7000
APPROACH % 43% 0% 57% 0% 0% 0% 0% 89% 11% 6% 94% 0%
APP/DEPART 23 /0 0 /80 361 /334 618 /588 0
BEGIN PEAK HR
VOLUMES 6 0 7 0 0 0 0 183 28 30 354 0 608 1000
APPROACH % 46% 0% 54% 0% 0% 0% 0% 87% 13% 8% 92% 0%
PEAK HR FACTOR 0.464 0.000 0.894 0.835 0.840
APP/DEPART 13 /0 0 /58 211 /190 384 /360 0
4:00 PM 6 0 8 0 0 0 0 126 2 1 114 0 257 00000 50004:15 PM 11 0 5 0 0 0 0 91 0 0 93 0 200 00000 30004:30 PM 8 0 6 0 0 0 0 127 2 0 115 0 258 00000 60004:45 PM 3 0 2 0 0 0 0 115 2 2 77 0 201 00011 20005:00 PM 6 0 7 0 0 0 0 118 0 0 115 0 246 00000 50005:15 PM 2 0 2 0 0 0 0 80 2 0 74 0 160 00000 10005:30 PM 3 0 0 0 0 0 0 60 1 0 70 0 134 00000 00005:45 PM 1 0 2 0 0 0 0 69 0 0 63 0 135 00000 2000VOLUMES40 0 32 0 0 0 0 786 9 3 721 0 1,591 0001 1 24 0 0 0APPROACH % 56% 0% 44% 0% 0% 0% 0% 99% 1% 0% 100% 0%APP/DEPART 72 /0 0 /11 795 /819 724 /761 0 BEGIN PEAK HRVOLUMES 28 0 21 0 0 0 0 459 6 2 399 0 916 16 0 0 0APPROACH % 57% 0% 43% 0% 0% 0% 0% 99% 1% 0% 99% 0%PEAK HR FACTOR 0.766 0.000 0.901 0.874 0.888 APP/DEPART 49 /0 0 /8 465 /481 402 /427 0
Commerce
NORTH SIDE
Slover WEST SIDE EAST SIDE Slover
SOUTH SIDE
Commerce
RTORU-TURNS
Commerce Commerce Slover Slover
AM7:00 AM
PM4:00 PM
INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 cs@aimtd.com
3.1-3
DATE:LOCATION:Fontana PROJECT #: JN141029/9/21 NORTH & SOUTH: Commerce LOCATION #: 1 THURSDAY EAST & WEST:Slover CONTROL: SIGNAL
CLASS 2:NOTES:AM ▲
2-AXLE PM N
WORK MD ◄ W E ►VEHICLES/OTHER S
TRUCKS OTHER ▼
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRRLANES:010010120120 0000
7:00 AM 1 0 2 0 0 0 0 0 1 1 9 0 14 00000 10007:15 AM 0 0 0 0 0 0 0 7 2 0 8 0 17 00000 0000
7:30 AM 1 0 0 0 0 0 0 5 0 2 11 0 19 00000 0000
7:45 AM 1 0 0 0 0 0 0 6 1 0 7 0 15 00000 00008:00 AM 0 0 1 0 0 0 0 5 1 1 11 0 19 00000 00008:15 AM 1 0 0 0 0 0 0 9 2 1 17 0 30 00000 00108:30 AM 0 0 0 0 0 0 0 7 1 3 11 0 22 00000 0000
8:45 AM 0 0 0 0 0 0 0 12 0 1 8 0 21 00000 0000
VOLUMES 4 0 3 0 0 0 0 51 8 9 82 0 157 0000 0 1010APPROACH % 57% 0% 43% 0% 0% 0% 0% 86% 14% 10% 90% 0%APP/DEPART 7 /0 0 /17 59 /54 91 /86 0 BEGIN PEAK HR
VOLUMES 3 0 2 0 0 0 0 18 4 3 35 0 65 1000
APPROACH % 60% 0% 40% 0% 0% 0% 0% 82% 18% 8% 92% 0%PEAK HR FACTOR 0.417 0.000 0.611 0.731 0.855 APP/DEPART 5 /0 0 /7 22 /20 38 /38 0 4:00 PM 1 0 1 0 0 0 0 4 0 0 11 0 17 00000 1000
4:15 PM 0 0 0 0 0 0 0 11 0 0 8 0 19 00000 0000
4:30 PM 1 0 1 0 0 0 0 10 0 0 9 0 21 00000 00004:45 PM 0 0 0 0 0 0 0 6 0 1 6 0 13 00000 00005:00 PM 2 0 0 0 0 0 0 7 2 0 9 0 20 00000 00105:15 PM 0 0 0 0 0 0 0 7 0 0 3 0 10 00000 0000
5:30 PM 0 0 0 0 0 0 0 6 0 0 5 0 11 00000 0000
5:45 PM 0 0 0 0 0 0 0 4 0 0 6 0 10 00000 0000VOLUMES4 0 2 0 0 0 0 55 2 1 57 0 121 0000 0 1010APPROACH % 67% 0% 33% 0% 0% 0% 0% 96% 4% 2% 98% 0%APP/DEPART 6 /0 0 /3 57 /57 58 /61 0
BEGIN PEAK HR
VOLUMES 2 0 2 0 0 0 0 31 0 1 34 0 70 1000APPROACH % 50% 0% 50% 0% 0% 0% 0% 100% 0% 3% 97% 0%PEAK HR FACTOR 0.500 0.000 0.705 0.795 0.833 APP/DEPART 4 /0 0 /1 31 /33 35 /36 0
Commerce
NORTH SIDE
Slover WEST SIDE EAST SIDE Slover
SOUTH SIDE
Commerce
RTORU-TURNS
Commerce Commerce Slover Slover
AM7:00 AM
PM4:00 PM
INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 cs@aimtd.com
3.1-4
DATE:LOCATION:Fontana PROJECT #: JN141029/9/21 NORTH & SOUTH: Commerce LOCATION #: 1 THURSDAY EAST & WEST:Slover CONTROL: SIGNAL
CLASS 3:NOTES:AM ▲
3-AXLE PM NTRUCKSMD◄ W E ►
OTHER S
OTHER ▼
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRRLANES:010010120120 0000
7:00 AM 1 0 0 0 0 0 0 6 0 0 5 0 12 00000 00007:15 AM 0 0 0 0 0 0 0 5 1 1 6 0 13 00000 0000
7:30 AM 1 0 0 0 0 0 0 6 0 0 7 0 14 00000 0000
7:45 AM 0 0 0 0 0 0 0 6 0 0 7 0 13 00000 00008:00 AM 0 0 0 0 0 0 1 4 0 0 10 0 15 00101 00008:15 AM 0 0 0 0 0 0 0 10 0 0 5 0 15 00000 00008:30 AM 1 0 0 0 0 0 0 11 0 0 10 0 22 00000 0000
8:45 AM 0 0 0 0 0 0 0 7 0 0 5 0 12 00000 0000
VOLUMES 3 0 0 0 0 0 1 55 1 1 55 0 116 0010 1 0000APPROACH % 100% 0% 0% 0% 0% 0% 2% 96% 2% 2% 98% 0%APP/DEPART 3 /0 0 /2 57 /55 56 /59 0 BEGIN PEAK HR
VOLUMES 2 0 0 0 0 0 0 23 1 1 25 0 52 0000
APPROACH % 100% 0% 0% 0% 0% 0% 0% 96% 4% 4% 96% 0%PEAK HR FACTOR 0.500 0.000 1.000 0.929 0.929 APP/DEPART 2 /0 0 /2 24 /23 26 /27 0 4:00 PM 0 0 0 0 0 0 0 5 1 1 6 0 13 00000 0000
4:15 PM 0 0 0 0 0 0 0 3 0 0 1 0 4 00000 0000
4:30 PM 0 0 1 0 0 0 0 9 0 0 7 0 17 00000 10004:45 PM 0 0 0 0 0 0 0 3 0 0 0 0 3 00000 00005:00 PM 0 0 0 0 0 0 0 4 0 0 7 0 11 00000 00005:15 PM 0 0 0 0 0 0 0 7 0 0 6 0 13 00000 0000
5:30 PM 0 0 0 0 0 0 0 3 0 0 6 0 9 00000 0000
5:45 PM 0 0 0 0 0 0 0 1 0 0 5 0 6 00000 0000VOLUMES0 0 1 0 0 0 0 35 1 1 38 0 76 0000 0 1000APPROACH % 0% 0% 100% 0% 0% 0% 0% 97% 3% 3% 97% 0%APP/DEPART 1 /0 0 /2 36 /36 39 /38 0
BEGIN PEAK HR
VOLUMES 0 0 1 0 0 0 0 20 1 1 14 0 37 1000APPROACH % 0% 0% 100% 0% 0% 0% 0% 95% 5% 7% 93% 0%PEAK HR FACTOR 0.250 0.000 0.583 0.536 0.544 APP/DEPART 1 /0 0 /2 21 /21 15 /14 0
Commerce
NORTH SIDE
Slover WEST SIDE EAST SIDE Slover
SOUTH SIDE
Commerce
RTORU-TURNS
Commerce Commerce Slover Slover
AM7:00 AM
PM4:00 PM
INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 cs@aimtd.com
3.1-5
DATE:LOCATION:Fontana PROJECT #: JN141029/9/21 NORTH & SOUTH: Commerce LOCATION #: 1
THURSDAY EAST & WEST:Slover CONTROL: SIGNAL
CLASS 4:NOTES:AM ▲
4 OR MORE PM N
AXLE MD ◄ W E ►
TRUCKS OTHER S
OTHER ▼
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRRLANES:010010120120 0000
7:00 AM 1 0 0 0 0 0 0 14 1 0 16 0 32 00000 0000
7:15 AM 4 0 0 0 0 0 0 10 1 1 18 0 34 00000 00007:30 AM 1 0 1 0 0 0 0 15 2 1 29 0 49 00000 00007:45 AM 2 0 1 0 0 0 0 9 0 2 28 0 42 00000 00008:00 AM 3 0 0 0 0 0 0 13 1 1 25 0 43 00000 0000
8:15 AM 2 0 1 0 0 0 0 21 2 0 16 0 42 00000 0000
8:30 AM 3 0 0 0 0 0 0 13 7 0 30 0 53 10001 00008:45 AM 3 0 0 0 0 0 0 14 2 1 17 0 37 00000 0000VOLUMES19 0 3 0 0 0 0 109 16 6 179 0 332 1000 1 0000APPROACH % 86% 0% 14% 0% 0% 0% 0% 87% 13% 3% 97% 0%
APP/DEPART 22 /0 0 /23 125 /112 185 /197 0
BEGIN PEAK HRVOLUMES 8 0 2 0 0 0 0 48 4 4 91 0 157 0000APPROACH % 80% 0% 20% 0% 0% 0% 0% 92% 8% 4% 96% 0%PEAK HR FACTOR 0.625 0.000 0.765 0.792 0.801
APP/DEPART 10 /0 0 /8 52 /50 95 /99 0
4:00 PM 1 0 2 0 0 0 0 16 1 0 20 0 40 00000 10004:15 PM 3 0 0 0 0 0 0 17 0 0 15 0 35 00000 00004:30 PM 1 0 0 0 0 0 0 12 1 0 15 0 29 00000 00004:45 PM 0 0 1 0 0 0 0 26 1 0 18 0 46 00000 1000
5:00 PM 2 0 1 0 0 0 0 22 2 0 11 0 38 00000 1000
5:15 PM 0 0 0 0 0 0 0 21 1 0 13 0 35 00000 00005:30 PM 1 0 0 0 0 0 0 19 2 1 17 0 40 00000 00005:45 PM 5 0 0 0 0 0 0 19 1 0 16 0 41 00000 0010VOLUMES13 0 4 0 0 0 0 152 9 1 125 0 304 0000 0 3010
APPROACH % 76% 0% 24% 0% 0% 0% 0% 94% 6% 1% 99% 0%
APP/DEPART 17 /0 0 /10 161 /156 126 /138 0 BEGIN PEAK HRVOLUMES 5 0 3 0 0 0 0 71 3 0 68 0 150 2000APPROACH % 63% 0% 38% 0% 0% 0% 0% 96% 4% 0% 100% 0%
PEAK HR FACTOR 0.667 0.000 0.685 0.850 0.815
APP/DEPART 8 /0 0 /3 74 /74 68 /73 0
Commerce
NORTH SIDE
Slover WEST SIDE EAST SIDE Slover
SOUTH SIDE
Commerce
RTORU-TURNS
Commerce Commerce Slover Slover
AM7:00 AM
PM4:00 PM
INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 cs@aimtd.com
3.1-6
DATE:LOCATION:Fontana PROJECT #: JN141029/9/21 NORTH & SOUTH: Commerce LOCATION #: 1 THURSDAY EAST & WEST:Slover CONTROL: SIGNAL
CLASS 5:NOTES:AM ▲
RV PM N
MD ◄ W E ►
OTHER S
OTHER ▼
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRRLANES:010010120120 0000
7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 00000 00007:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 00000 0000
7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 00000 0000
7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 00000 0000
8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 00000 00008:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 00000 00008:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 00000 0000
8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 00000 0000
VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%APP/DEPART 0 /0 0 /0 0 /0 0 /0 0 BEGIN PEAK HR
VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 0000
APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
PEAK HR FACTOR 0.000 0.000 0.000 0.000 0.000 APP/DEPART 0 /0 0 /0 0 /0 0 /0 0 4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 00000 0000
4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 00000 0000
4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 00000 0000
4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 00000 00005:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 00000 00005:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 00000 0000
5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 00000 0000
5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 00000 0000
VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%APP/DEPART 0 /0 0 /0 0 /0 0 /0 0
BEGIN PEAK HR
VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 0000
APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%PEAK HR FACTOR 0.000 0.000 0.000 0.000 0.000 APP/DEPART 0 /0 0 /0 0 /0 0 /0 0
Commerce
NORTH SIDE
Slover WEST SIDE EAST SIDE Slover
SOUTH SIDE
Commerce
RTORU-TURNS
Commerce Commerce Slover Slover
AM7:00 AM
PM4:00 PM
INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 cs@aimtd.com
3.1-7
DATE:LOCATION:Fontana PROJECT #: JN141029/9/21 NORTH & SOUTH: Commerce LOCATION #: 1 THURSDAY EAST & WEST:Slover CONTROL: SIGNAL
CLASS 6:NOTES:AM ▲
PM N
BUSES MD ◄ W E ►
OTHER S
OTHER ▼
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRRLANES:010010120120 0000
7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 00007:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 00007:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 00008:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 00008:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 00008:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0000
APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%APP/DEPART 0 /0 0 /0 0 /0 0 /0 0 BEGIN PEAK HRVOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 0000
APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
PEAK HR FACTOR 0.000 0.000 0.000 0.000 0.000 APP/DEPART 0 /0 0 /0 0 /0 0 /0 0 4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 00004:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 00005:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 00005:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 00005:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0000APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%APP/DEPART 0 /0 0 /0 0 /0 0 /0 0 BEGIN PEAK HR
VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 0000
APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%PEAK HR FACTOR 0.000 0.000 0.000 0.000 0.000 APP/DEPART 0 /0 0 /0 0 /0 0 /0 0
Commerce
NORTH SIDE
Slover WEST SIDE EAST SIDE Slover
SOUTH SIDE
Commerce
RTORU-TURNS
Commerce Commerce Slover Slover
AM7:00 AM
PM4:00 PM
INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 cs@aimtd.com
3.1-8
T42321
DATE:LOCATION:PROJECT #:JN14102Thu, Sep 9, 21 NORTH & SOUTH:LOCATION #:2 EAST & WEST:CONTROL:STOP N/S
NOTES:AM ▲
PM N
MD ◄ W E ►
OTHER S
OTHER ▼
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
NL NT NR SL ST SR EL ET ER WL WT 0 TOTAL NB SB EB WB TTL NRR SRR ERR WRRLANES:0 1 0 0 1 0 0 2 0 0 2 0 0 0 0 0 X X X X
7:00 AM 2 0 2 0 0 0 3 48 9 12 116 2 194 0 0 1 1 2 0 0 0 07:15 AM 2 0 0 0 0 0 2 44 8 5 110 0 171 1 0 0 0 1 0 0 0 07:30 AM 3 0 2 0 0 1 1 53 15 18 156 0 249 0 0 0 0 0 0 0 0 07:45 AM 3 0 5 0 0 0 0 46 22 18 164 1 259 0 0 0 0 0 0 0 0 08:00 AM 8 0 4 0 0 0 1 53 10 19 101 0 196 0 0 0 0 0 0 0 0 08:15 AM 1 0 2 0 0 0 2 69 12 8 111 1 206 0 0 1 0 1 0 0 0 0
8:30 AM 3 0 8 0 0 0 0 61 7 9 108 0 196 0 0 0 0 0 0 0 0 0
8:45 AM 7 0 7 0 0 0 0 62 9 8 74 0 167 0 0 0 0 0 0 0 0 0
VOLUMES 29 0 30 0 0 1 9 436 92 97 940 4 1,638 1 0 2 1 4 0 0 0 0APPROACH %49%0%51%0%0%100%2%81%17%9%90%0%APP/DEPART 59 /11 1 /189 537 /467 1,041 /971 0 BEGIN PEAK HRVOLUMES 15 0 13 0 0 1 4 221 59 63 532 2 910 0 0 0 0APPROACH %54%0%46%0%0%100%1%78%21%11%89%0%PEAK HR FACTOR 0.583 0.250 0.855 0.816 0.878 APP/DEPART 28 /5 1 /122 284 /234 597 /549 0 4:00 PM 14 0 11 0 0 1 0 148 6 4 133 0 317 0 0 0 0 0 0 0 0 04:15 PM 8 0 17 1 0 2 0 135 6 2 103 0 274 0 0 0 0 0 0 0 0 04:30 PM 20 0 30 0 0 2 0 154 5 7 115 0 333 0 0 0 0 0 0 0 0 04:45 PM 4 0 13 0 0 0 0 156 5 1 101 0 280 0 0 0 0 0 0 0 0 05:00 PM 24 0 10 2 0 2 0 157 1 3 118 0 317 0 0 0 0 0 0 0 0 05:15 PM 6 0 7 1 0 0 0 129 3 4 88 0 238 0 0 0 0 0 0 0 0 05:30 PM 3 0 8 0 0 0 0 98 2 3 97 0 211 0 0 0 1 1 0 0 0 05:45 PM 3 0 5 0 0 1 0 91 2 4 85 0 191 0 0 0 0 0 0 0 0 0VOLUMES82 0 101 4 0 8 0 1,068 30 28 840 0 2,161 0 0 0 1 1 0 0 0 0APPROACH %45%0%55%33%0%67%0%97%3%3%97%0%APP/DEPART 183 /0 12 /57 1,098 /1,174 868 /930 0 BEGIN PEAK HRVOLUMES 56 0 70 3 0 6 0 602 17 13 437 0 1,204 0 0 0 0
APPROACH %44%0%56%33%0%67%0%97%3%3%97%0%
PEAK HR FACTOR 0.630 0.563 0.961 0.821 0.904
APP/DEPART 126 /0 9 /30 619 /675 450 /499 0
Business
NORTH SIDE
Slover WEST SIDE EAST SIDE Slover
SOUTH SIDE
Business
E SIDE W SIDE S SIDE N SIDE TOTAL E SIDE W SIDE S SIDE N SIDE TOTAL ES WS SS NS TOTAL7:00 AM 0 0 0 1 1 0 0 0 1 1 0 0 0 0 0 7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 0 0 1 1 0 0 0 1 1 0 0 0 0 0 4:00 PM 0 0 0 1 1 0 0 0 1 1 0 0 0 0 0 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 0 0 1 1 0 0 0 1 1 0 0 0 0 0
RTOR
INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 cs@aimtd.com
Fontana
BusinessSlover
U-TURNS
Business Business Slover Slover
BICYCLE CROSSINGS
AMPMAM7:30 AM
PM4:00 PM
ALL PED AND BIKE PEDESTRIAN CROSSINGS
Add U-Turns to Left Turns
3.1-9
13 9 0 4 TOTAL 11
12 8 0 4 PM 0
1 1 0 0 AM 11 1,041 868 1,909 1,901 930 971 4 0 4 940 840 1,780 TOTALPMAM97 28 125 9 0 9 AMPMTOTAL1,504 1,068 436 122 30 92 467 1,174 1,641 1,635 1,098 537 189 AM 29 0 30 59
57 PM 82 0 101 183
246 TOTAL 111 0 131 242
10 7 0 3 TOTAL 5
9 6 0 3 PM 0
1 1 0 0 AM 5 597 450 1,047 1,048 499 549 2 0 2 532 437 969 TOTALPMAMAM 7:30 AM
8:45 AM 63 13 76 4 0 4 #N/A AMPMTOTAL823 602 221 PM 4:00 PM
3:45 PM
76 17 59 234 675 909 903 619 284 122 AM 15 0 13 28
30 PM 56 0 70 126
152 Total 71 0 83 154
Business
AimTD LLC
TURNING MOVEMENT COUNTS
Business
SloverSloverFontana
JN14102
ALL HOURS
Business
Business
SloverSloverPEAK HOUR
3.1-10
DATE:LOCATION:Fontana PROJECT #: JN141029/9/21 NORTH & SOUTH:Business LOCATION #: 2 THURSDAY EAST & WEST:Slover CONTROL: STOP N/S
CLASS 1:NOTES:AM ▲
PASSENGER PM N
VEHICLES MD ◄ W E ►
OTHER S
OTHER ▼
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRRLANES:010010020020 XXXX
7:00 AM 1 0 2 0 0 0 3 28 8 10 86 2 140 00101 00007:15 AM 1 0 0 0 0 0 2 23 7 4 75 0 112 10001 00007:30 AM 0 0 1 0 0 1 1 26 11 17 109 0 166 00000 00007:45 AM 2 0 1 0 0 0 0 26 19 17 121 1 187 00000 00008:00 AM 2 0 4 0 0 0 1 35 8 18 62 0 130 00000 00008:15 AM 0 0 0 0 0 0 1 33 8 6 69 1 118 00000 00008:30 AM 1 0 6 0 0 0 0 34 6 6 57 0 110 00000 00008:45 AM 4 0 1 0 0 0 0 34 4 3 44 0 90 00000 0000VOLUMES11 0 15 0 0 1 8 239 71 81 623 4 1,053 1010 2 0000
APPROACH % 42% 0% 58% 0% 0% 100% 3% 75% 22% 11% 88% 1%
APP/DEPART 26 /11 1 /153 318 /254 708 /635 0
BEGIN PEAK HR
VOLUMES 4 0 6 0 0 1 3 120 46 58 361 2 601 0000
APPROACH % 40% 0% 60% 0% 0% 100% 2% 71% 27% 14% 86% 0%
PEAK HR FACTOR 0.417 0.250 0.939 0.757 0.803
APP/DEPART 10 /5 1 /104 169 /126 421 /366 0
4:00 PM 10 0 9 0 0 1 0 126 2 1 99 0 248 00000 00004:15 PM 6 0 16 1 0 2 0 105 3 1 79 0 213 00000 00004:30 PM 17 0 29 0 0 2 0 127 3 5 90 0 273 00000 00004:45 PM 4 0 9 0 0 0 0 124 2 1 76 0 216 00000 00005:00 PM 23 0 10 2 0 2 0 124 0 1 91 0 253 00000 00005:15 PM 3 0 6 1 0 0 0 95 1 1 71 0 178 00000 00005:30 PM 3 0 7 0 0 0 0 74 0 2 68 0 154 00011 00005:45 PM 1 0 3 0 0 1 0 70 0 2 59 0 136 00000 0000VOLUMES67 0 89 4 0 8 0 845 11 14 633 0 1,671 0001 1 0000APPROACH % 43% 0% 57% 33% 0% 67% 0% 99% 1% 2% 98% 0%APP/DEPART 156 /0 12 /24 856 /939 647 /708 0 BEGIN PEAK HRVOLUMES 37 0 63 1 0 5 0 482 10 8 344 0 950 0000APPROACH % 37% 0% 63% 17% 0% 83% 0% 98% 2% 2% 98% 0%PEAK HR FACTOR 0.543 0.500 0.946 0.880 0.870 APP/DEPART 100 /0 6 /18 492 /546 352 /386 0
Business
NORTH SIDE
Slover WEST SIDE EAST SIDE Slover
SOUTH SIDE
Business
RTORU-TURNS
Business Business Slover Slover
AM7:30 AM
PM4:00 PM
INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 cs@aimtd.com
3.1-11
DATE:LOCATION:Fontana PROJECT #: JN141029/9/21 NORTH & SOUTH: Business LOCATION #: 2 THURSDAY EAST & WEST:Slover CONTROL: STOP N/S
CLASS 2:NOTES:AM ▲
2-AXLE PM N
WORK MD ◄ W E ►VEHICLES/OTHER S
TRUCKS OTHER ▼
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRRLANES:010010020020 XXXX
7:00 AM 0 0 0 0 0 0 0 3 0 0 11 0 14 00000 00007:15 AM 0 0 0 0 0 0 0 8 0 0 9 0 17 00000 0000
7:30 AM 1 0 0 0 0 0 0 4 0 0 14 0 19 00000 0000
7:45 AM 0 0 1 0 0 0 0 5 2 0 7 0 15 00000 00008:00 AM 2 0 0 0 0 0 0 6 0 1 8 0 17 00000 00008:15 AM 0 0 1 0 0 0 0 5 1 2 18 0 27 00000 00008:30 AM 1 0 1 0 0 0 0 5 1 1 11 0 20 00000 0000
8:45 AM 2 0 2 0 0 0 0 9 2 3 7 0 25 00000 0000
VOLUMES 6 0 5 0 0 0 0 45 6 7 85 0 154 0000 0 0000APPROACH % 55% 0% 45% 0% 0% 0% 0% 88% 12% 8% 92% 0%APP/DEPART 11 /0 0 /13 51 /50 92 /91 0 BEGIN PEAK HR
VOLUMES 3 0 2 0 0 0 0 20 3 3 47 0 78 0000
APPROACH % 60% 0% 40% 0% 0% 0% 0% 87% 13% 6% 94% 0%PEAK HR FACTOR 0.625 0.000 0.821 0.625 0.722 APP/DEPART 5 /0 0 /6 23 /22 50 /50 0 4:00 PM 2 0 0 0 0 0 0 5 0 0 8 0 15 00000 0000
4:15 PM 2 0 0 0 0 0 0 10 2 0 8 0 22 00000 0000
4:30 PM 0 0 1 0 0 0 0 10 1 0 9 0 21 00000 00004:45 PM 0 0 1 0 0 0 0 3 1 0 6 0 11 00000 00005:00 PM 1 0 0 0 0 0 0 7 0 0 7 0 15 00000 00005:15 PM 0 0 0 0 0 0 0 9 1 0 2 0 12 00000 0000
5:30 PM 0 0 1 0 0 0 0 3 1 0 5 0 10 00000 0000
5:45 PM 0 0 0 0 0 0 0 3 0 2 6 0 11 00000 0000VOLUMES5 0 3 0 0 0 0 50 6 2 51 0 117 0000 0 0000APPROACH % 63% 0% 38% 0% 0% 0% 0% 89% 11% 4% 96% 0%APP/DEPART 8 /0 0 /8 56 /53 53 /56 0
BEGIN PEAK HR
VOLUMES 4 0 2 0 0 0 0 28 4 0 31 0 69 0000APPROACH % 67% 0% 33% 0% 0% 0% 0% 88% 13% 0% 100% 0%PEAK HR FACTOR 0.750 0.000 0.667 0.861 0.784 APP/DEPART 6 /0 0 /4 32 /30 31 /35 0
Business
NORTH SIDE
Slover WEST SIDE EAST SIDE Slover
SOUTH SIDE
Business
RTORU-TURNS
Business Business Slover Slover
AM7:30 AM
PM4:00 PM
INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 cs@aimtd.com
3.1-12
DATE:LOCATION:Fontana PROJECT #: JN141029/9/21 NORTH & SOUTH: Business LOCATION #: 2 THURSDAY EAST & WEST:Slover CONTROL: STOP N/S
CLASS 3:NOTES:AM ▲
3-AXLE PM NTRUCKSMD◄ W E ►
OTHER S
OTHER ▼
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRRLANES:010010020020 XXXX
7:00 AM 0 0 0 0 0 0 0 5 0 0 5 0 10 00000 00007:15 AM 1 0 0 0 0 0 0 4 0 0 6 0 11 00000 0000
7:30 AM 1 0 0 0 0 0 0 8 2 0 6 0 17 00000 0000
7:45 AM 0 0 1 0 0 0 0 6 0 0 6 0 13 00000 00008:00 AM 0 0 0 0 0 0 0 2 0 0 10 0 12 00000 00008:15 AM 0 0 0 0 0 0 1 10 0 0 6 0 17 00101 00008:30 AM 0 0 0 0 0 0 0 11 0 0 8 0 19 00000 0000
8:45 AM 0 0 0 0 0 0 0 4 1 0 5 0 10 00000 0000
VOLUMES 2 0 1 0 0 0 1 50 3 0 52 0 109 0010 1 0000APPROACH % 67% 0% 33% 0% 0% 0% 2% 93% 6% 0% 100% 0%APP/DEPART 3 /0 0 /3 54 /51 52 /55 0 BEGIN PEAK HR
VOLUMES 1 0 1 0 0 0 0 26 2 0 28 0 59 0000
APPROACH % 50% 0% 50% 0% 0% 0% 0% 90% 7% 0% 100% 0%PEAK HR FACTOR 0.500 0.000 0.659 0.700 0.868 APP/DEPART 2 /0 0 /2 29 /27 28 /30 0 4:00 PM 1 0 1 0 0 0 0 4 1 0 6 0 13 00000 0000
4:15 PM 0 0 0 0 0 0 0 3 0 0 1 0 4 00000 0000
4:30 PM 0 0 0 0 0 0 0 8 1 0 5 0 14 00000 00004:45 PM 0 0 1 0 0 0 0 5 0 0 1 0 7 00000 00005:00 PM 0 0 0 0 0 0 0 4 0 0 7 0 11 00000 00005:15 PM 0 0 0 0 0 0 0 5 0 0 5 0 10 00000 0000
5:30 PM 0 0 0 0 0 0 0 5 0 0 6 0 11 00000 0000
5:45 PM 0 0 0 0 0 0 0 1 0 0 6 0 7 00000 0000VOLUMES1 0 2 0 0 0 0 35 2 0 37 0 77 0000 0 0000APPROACH % 33% 0% 67% 0% 0% 0% 0% 95% 5% 0% 100% 0%APP/DEPART 3 /0 0 /2 37 /37 37 /38 0
BEGIN PEAK HR
VOLUMES 1 0 2 0 0 0 0 20 2 0 13 0 38 0000APPROACH % 33% 0% 67% 0% 0% 0% 0% 91% 9% 0% 100% 0%PEAK HR FACTOR 0.375 0.000 0.611 0.542 0.679 APP/DEPART 3 /0 0 /2 22 /22 13 /14 0
Business
NORTH SIDE
Slover WEST SIDE EAST SIDE Slover
SOUTH SIDE
Business
RTORU-TURNS
Business Business Slover Slover
AM7:30 AM
PM4:00 PM
INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 cs@aimtd.com
3.1-13
DATE:LOCATION:Fontana PROJECT #: JN141029/9/21 NORTH & SOUTH: Business LOCATION #: 2
THURSDAY EAST & WEST:Slover CONTROL: STOP N/S
CLASS 4:NOTES:AM ▲
4 OR MORE PM N
AXLE MD ◄ W E ►
TRUCKS OTHER S
OTHER ▼
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRRLANES:010010020020 XXXX
7:00 AM 1 0 0 0 0 0 0 12 1 2 14 0 30 00011 0000
7:15 AM 0 0 0 0 0 0 0 9 1 1 20 0 31 00000 00007:30 AM 1 0 1 0 0 0 0 15 2 1 27 0 47 00000 00007:45 AM 1 0 2 0 0 0 0 9 1 1 30 0 44 00000 00008:00 AM 4 0 0 0 0 0 0 10 2 0 21 0 37 00000 0000
8:15 AM 1 0 1 0 0 0 0 21 3 0 18 0 44 00000 0000
8:30 AM 1 0 1 0 0 0 0 11 0 2 32 0 47 00000 00008:45 AM 1 0 4 0 0 0 0 15 2 2 18 0 42 00000 0000VOLUMES10 0 9 0 0 0 0 102 12 9 180 0 322 0001 1 0000APPROACH % 53% 0% 47% 0% 0% 0% 0% 89% 11% 5% 95% 0%
APP/DEPART 19 /0 0 /20 114 /112 189 /190 0
BEGIN PEAK HRVOLUMES 7 0 4 0 0 0 0 55 8 2 96 0 172 0000APPROACH % 64% 0% 36% 0% 0% 0% 0% 87% 13% 2% 98% 0%PEAK HR FACTOR 0.688 0.000 0.656 0.790 0.915
APP/DEPART 11 /0 0 /10 63 /59 98 /103 0
4:00 PM 1 0 1 0 0 0 0 13 3 3 20 0 41 00000 00004:15 PM 0 0 1 0 0 0 0 17 1 1 15 0 35 00000 00004:30 PM 3 0 0 0 0 0 0 9 0 2 11 0 25 00000 00004:45 PM 0 0 2 0 0 0 0 24 2 0 18 0 46 00000 0000
5:00 PM 0 0 0 0 0 0 0 22 1 2 13 0 38 00000 0000
5:15 PM 3 0 1 0 0 0 0 20 1 3 10 0 38 00000 00005:30 PM 0 0 0 0 0 0 0 16 1 1 18 0 36 00000 00005:45 PM 2 0 2 0 0 0 0 17 2 0 14 0 37 00000 0000VOLUMES9 0 7 0 0 0 0 138 11 12 119 0 296 0000 0 0000
APPROACH % 56% 0% 44% 0% 0% 0% 0% 93% 7% 9% 91% 0%
APP/DEPART 16 /0 0 /23 149 /145 131 /128 0 BEGIN PEAK HRVOLUMES 4 0 4 0 0 0 0 63 6 6 64 0 147 0000APPROACH % 50% 0% 50% 0% 0% 0% 0% 91% 9% 9% 91% 0%
PEAK HR FACTOR 0.667 0.000 0.663 0.761 0.799
APP/DEPART 8 /0 0 /12 69 /67 70 /68 0
Business
NORTH SIDE
Slover WEST SIDE EAST SIDE Slover
SOUTH SIDE
Business
RTORU-TURNS
Business Business Slover Slover
AM7:30 AM
PM4:00 PM
INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 cs@aimtd.com
3.1-14
DATE:LOCATION:Fontana PROJECT #: JN141029/9/21 NORTH & SOUTH: Business LOCATION #: 2 THURSDAY EAST & WEST:Slover CONTROL: STOP N/S
CLASS 5:NOTES:AM ▲
RV PM N
MD ◄ W E ►
OTHER S
OTHER ▼
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRRLANES:010010020020 XXXX
7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 00000 00007:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 00000 0000
7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 00000 0000
7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 00000 0000
8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 00000 00008:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 00000 00008:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 00000 0000
8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 00000 0000
VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%APP/DEPART 0 /0 0 /0 0 /0 0 /0 0 BEGIN PEAK HR
VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 0000
APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
PEAK HR FACTOR 0.000 0.000 0.000 0.000 0.000 APP/DEPART 0 /0 0 /0 0 /0 0 /0 0 4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 00000 0000
4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 00000 0000
4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 00000 0000
4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 00000 00005:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 00000 00005:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 00000 0000
5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 00000 0000
5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 00000 0000
VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%APP/DEPART 0 /0 0 /0 0 /0 0 /0 0
BEGIN PEAK HR
VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 0000
APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%PEAK HR FACTOR 0.000 0.000 0.000 0.000 0.000 APP/DEPART 0 /0 0 /0 0 /0 0 /0 0
Business
NORTH SIDE
Slover WEST SIDE EAST SIDE Slover
SOUTH SIDE
Business
RTORU-TURNS
Business Business Slover Slover
AM7:30 AM
PM4:00 PM
INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 cs@aimtd.com
3.1-15
DATE:LOCATION:Fontana PROJECT #: JN141029/9/21 NORTH & SOUTH: Business LOCATION #: 2 THURSDAY EAST & WEST:Slover CONTROL: STOP N/S
CLASS 6:NOTES:AM ▲
PM N
BUSES MD ◄ W E ►
OTHER S
OTHER ▼
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRRLANES:010010020020 XXXX
7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 00007:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 00007:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 00008:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 00008:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 00008:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0000
APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%APP/DEPART 0 /0 0 /0 0 /0 0 /0 0 BEGIN PEAK HRVOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 0000
APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
PEAK HR FACTOR 0.000 0.000 0.000 0.000 0.000 APP/DEPART 0 /0 0 /0 0 /0 0 /0 0 4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 00004:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 00005:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 00005:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 00005:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0000APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%APP/DEPART 0 /0 0 /0 0 /0 0 /0 0 BEGIN PEAK HR
VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 0000
APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%PEAK HR FACTOR 0.000 0.000 0.000 0.000 0.000 APP/DEPART 0 /0 0 /0 0 /0 0 /0 0
Business
NORTH SIDE
Slover WEST SIDE EAST SIDE Slover
SOUTH SIDE
Business
RTORU-TURNS
Business Business Slover Slover
AM7:30 AM
PM4:00 PM
INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 cs@aimtd.com
3.1-16
T42321
DATE:LOCATION:PROJECT #:JN14102Thu, Sep 9, 21 NORTH & SOUTH:LOCATION #:3 EAST & WEST:CONTROL:SIGNAL
NOTES:AM ▲
PM N
MD ◄ W E ►
OTHER S
OTHER ▼
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRRLANES:1 X 1 X X X X 2 0 1 2 X 0 0 0 0 0 X 0 X
7:00 AM 36 0 39 0 0 0 0 37 13 30 95 0 250 0 0 0 0 0 19 0 6 07:15 AM 33 0 38 0 0 0 0 32 12 33 86 0 234 0 0 0 0 0 13 0 1 07:30 AM 46 0 35 0 0 0 0 36 19 41 125 0 302 0 0 0 0 0 19 0 3 07:45 AM 52 0 30 0 0 0 0 37 14 54 135 0 322 0 0 0 0 0 10 0 7 08:00 AM 27 0 36 0 0 0 0 49 8 40 104 0 264 0 0 0 0 0 21 0 1 08:15 AM 27 0 37 0 0 0 0 54 17 25 83 0 243 0 0 0 0 0 24 0 2 0
8:30 AM 32 0 32 0 0 0 0 54 15 32 84 0 249 0 0 0 1 1 12 0 2 0
8:45 AM 26 0 27 0 0 0 0 55 14 31 61 0 214 0 0 0 0 0 13 0 6 0
VOLUMES 279 0 274 0 0 0 0 354 112 286 773 0 2,078 0 0 0 1 1 131 0 28 0APPROACH %50%0%50%0%0%0%0%76%24%27%73%0%APP/DEPART 553 /0 0 /397 466 /629 1,059 /1,052 0 BEGIN PEAK HRVOLUMES 152 0 138 0 0 0 0 176 58 160 447 0 1,131 74 0 13 0APPROACH %52%0%48%0%0%0%0%75%25%26%74%0%PEAK HR FACTOR 0.884 0.000 0.824 0.803 0.878 APP/DEPART 290 /0 0 /218 234 /314 607 /599 0 4:00 PM 48 0 56 0 0 0 0 128 31 36 79 0 378 0 0 0 0 0 21 0 3 04:15 PM 32 0 47 0 0 0 0 131 22 34 72 0 338 0 0 0 0 0 21 0 3 04:30 PM 36 0 32 0 0 0 0 168 26 28 81 0 371 0 0 0 1 1 16 0 1 04:45 PM 26 0 44 0 0 0 0 147 22 33 75 0 347 0 0 0 0 0 16 0 4 05:00 PM 48 0 41 0 0 0 0 144 25 45 71 0 374 0 0 0 0 0 19 0 4 05:15 PM 40 0 39 0 0 0 0 118 19 31 51 0 298 0 0 0 0 0 16 0 2 05:30 PM 34 0 42 0 0 0 0 71 25 33 67 0 272 0 0 0 0 0 14 0 5 05:45 PM 36 0 43 0 0 0 0 81 15 33 65 0 273 0 0 0 0 0 21 0 3 0VOLUMES300 0 344 0 0 0 0 988 185 273 561 0 2,651 0 0 0 1 1 144 0 25 0APPROACH %47%0%53%0%0%0%0%84%16%33%67%0%APP/DEPART 644 /0 0 /457 1,173 /1,333 834 /861 0 BEGIN PEAK HRVOLUMES 142 0 179 0 0 0 0 574 101 131 307 0 1,434 74 0 11 0
APPROACH %44%0%56%0%0%0%0%85%15%30%70%0%
PEAK HR FACTOR 0.772 0.000 0.870 0.952 0.948
APP/DEPART 321 /0 0 /231 675 /754 438 /449 0
Mulberry
NORTH SIDE
Slover WEST SIDE EAST SIDE Slover
SOUTH SIDE
Mulberry
E SIDE W SIDE S SIDE N SIDE TOTAL E SIDE W SIDE S SIDE N SIDE TOTAL ES WS SS NS TOTAL7:00 AM 0 0 1 0 1 0 0 1 0 1 0 0 0 0 0 7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 0 1 0 1 0 0 1 0 1 0 0 0 0 0 4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:00 PM 0 0 1 0 1 0 0 0 0 0 0 0 1 0 1 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 0 1 0 1 0 0 0 0 0 0 0 1 0 1
BICYCLE CROSSINGS
AMPMAM7:30 AM
PM4:00 PM
ALL PED AND BIKE PEDESTRIAN CROSSINGS
RTOR
INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 cs@aimtd.com
Fontana
MulberrySlover
U-TURNS
Mulberry Mulberry Slover Slover
Add U-Turns to Left Turns
3.1-17
0 0 0 0 TOTAL 0
0 0 0 0 PM 0
0 0 0 0 AM 0 1,059 834 1,893 1,913 861 1,052 0 0 0 773 561 1,334 TOTALPMAM286 273 559 0 0 0 AMPMTOTAL1,342 988 354 297 185 112 629 1,333 1,962 1,639 1,173 466 397 AM 279 0 274 553
457 PM 300 0 344 644
854 TOTAL 579 0 618 1,197
0 0 0 0 TOTAL 0
0 0 0 0 PM 0
0 0 0 0 AM 0 607 438 1,045 1,048 449 599 0 0 0 447 307 754 TOTALPMAMAM 7:30 AM
8:45 AM 160 131 291 0 0 0 #N/A AMPMTOTAL750 574 176 PM 4:00 PM
3:45 PM
159 101 58 314 754 1,068 909 675 234 218 AM 152 0 138 290
231 PM 142 0 179 321
449 Total 294 0 317 611
Mulberry
AimTD LLC
TURNING MOVEMENT COUNTS
Mulberry
SloverSloverFontana
JN14102
ALL HOURS
Mulberry
Mulberry
SloverSloverPEAK HOUR
3.1-18
DATE:LOCATION:Fontana PROJECT #: JN141029/9/21 NORTH & SOUTH:Mulberry LOCATION #: 3 THURSDAY EAST & WEST:Slover CONTROL: SIGNAL
CLASS 1:NOTES:AM ▲
PASSENGER PM N
VEHICLES MD ◄ W E ►
OTHER S
OTHER ▼
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRRLANES:1X1XXXX2012X 0X0X
7:00 AM 28 0 25 0 0 0 0 20 10 26 69 0 178 00000 130507:15 AM 27 0 20 0 0 0 0 15 7 19 57 0 145 00000 120007:30 AM 42 0 23 0 0 0 0 16 11 32 83 0 207 00000 130107:45 AM 40 0 20 0 0 0 0 16 11 40 103 0 230 00000 80608:00 AM 21 0 27 0 0 0 0 32 7 29 60 0 176 00000 170108:15 AM 20 0 24 0 0 0 0 20 13 18 53 0 148 00000 190008:30 AM 22 0 19 0 0 0 0 27 13 20 39 0 140 00011 90208:45 AM 22 0 20 0 0 0 0 25 10 16 31 0 124 00000 11060VOLUMES222 0 178 0 0 0 0 171 82 200 495 0 1,348 0001 1 102 0 21 0
APPROACH % 56% 0% 45% 0% 0% 0% 0% 68% 32% 29% 71% 0%
APP/DEPART 400 /0 0 /281 253 /350 695 /717 0
BEGIN PEAK HR
VOLUMES 123 0 94 0 0 0 0 84 42 119 299 0 761 57 0 8 0
APPROACH % 57% 0% 43% 0% 0% 0% 0% 67% 33% 28% 72% 0%
PEAK HR FACTOR 0.835 0.000 0.808 0.731 0.827
APP/DEPART 217 /0 0 /161 126 /178 418 /422 0
4:00 PM 40 0 37 0 0 0 0 108 27 30 50 0 292 00000 150304:15 PM 26 0 36 0 0 0 0 103 19 26 53 0 263 00000 190204:30 PM 32 0 20 0 0 0 0 142 24 22 57 0 297 00011 100104:45 PM 23 0 33 0 0 0 0 114 19 26 54 0 269 00000 120305:00 PM 41 0 34 0 0 0 0 120 16 36 50 0 297 00000 170305:15 PM 34 0 29 0 0 0 0 92 10 22 36 0 223 00000 150105:30 PM 28 0 31 0 0 0 0 56 15 24 43 0 197 00000 110305:45 PM 29 0 31 0 0 0 0 63 10 25 44 0 202 00000 17010VOLUMES253 0 251 0 0 0 0 798 140 211 387 0 2,040 0001 1 116 0 17 0APPROACH % 50% 0% 50% 0% 0% 0% 0% 85% 15% 35% 65% 0%APP/DEPART 504 /0 0 /350 938 /1,050 598 /640 0 BEGIN PEAK HRVOLUMES 121 0 126 0 0 0 0 467 89 103 214 0 1,121 56 0 9 0APPROACH % 49% 0% 51% 0% 0% 0% 0% 84% 16% 32% 67% 0%PEAK HR FACTOR 0.802 0.000 0.837 0.994 0.944 APP/DEPART 247 /0 0 /192 556 /594 318 /335 0
Mulberry
NORTH SIDE
Slover WEST SIDE EAST SIDE Slover
SOUTH SIDE
MulberryAM7:30 AM
PM4:00 PM
INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 cs@aimtd.com
RTORU-TURNS
Mulberry Mulberry Slover Slover
3.1-19
DATE:LOCATION:Fontana PROJECT #: JN141029/9/21 NORTH & SOUTH: Mulberry LOCATION #: 3 THURSDAY EAST & WEST:Slover CONTROL: SIGNAL
CLASS 2:NOTES:AM ▲
2-AXLE PM N
WORK MD ◄ W E ►VEHICLES/OTHER S
TRUCKS OTHER ▼
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRRLANES:1X1XXXX2012X 0 X 0 X
7:00 AM 3 0 6 0 0 0 0 2 1 2 8 0 22 00000 40107:15 AM 5 0 10 0 0 0 0 5 3 5 5 0 33 00000 0010
7:30 AM 2 0 6 0 0 0 0 3 1 3 9 0 24 00000 4010
7:45 AM 2 0 5 0 0 0 0 5 1 5 6 0 24 00000 00008:00 AM 3 0 2 0 0 0 0 5 1 5 13 0 29 00000 10008:15 AM 4 0 7 0 0 0 0 5 1 2 12 0 31 00000 30008:30 AM 5 0 5 0 0 0 0 6 0 5 7 0 28 00000 1000
8:45 AM 0 0 2 0 0 0 0 10 1 4 9 0 26 00000 0000
VOLUMES 24 0 43 0 0 0 0 41 9 31 69 0 217 0000 0 13 0 3 0APPROACH % 36% 0% 64% 0% 0% 0% 0% 82% 18% 31% 69% 0%APP/DEPART 67 /0 0 /40 50 /84 100 /93 0 BEGIN PEAK HR
VOLUMES 11 0 20 0 0 0 0 18 4 15 40 0 108 8010
APPROACH % 35% 0% 65% 0% 0% 0% 0% 82% 18% 27% 73% 0%PEAK HR FACTOR 0.705 0.000 0.917 0.764 0.871 APP/DEPART 31 /0 0 /19 22 /38 55 /51 0 4:00 PM 2 0 6 0 0 0 0 4 1 2 6 0 21 00000 4000
4:15 PM 1 0 2 0 0 0 0 8 2 4 7 0 24 00000 1010
4:30 PM 2 0 3 0 0 0 0 9 2 3 8 0 27 00000 20004:45 PM 0 0 4 0 0 0 0 4 0 5 5 0 18 00000 20005:00 PM 1 0 1 0 0 0 0 5 2 4 6 0 19 00000 10105:15 PM 1 0 1 0 0 0 0 8 1 3 2 0 16 00000 0000
5:30 PM 1 0 4 0 0 0 0 2 2 2 3 0 14 00000 3000
5:45 PM 1 0 6 0 0 0 0 1 2 2 6 0 18 00000 3000VOLUMES9 0 27 0 0 0 0 41 12 25 43 0 157 0000 0 16 0 2 0APPROACH % 25% 0% 75% 0% 0% 0% 0% 77% 23% 37% 63% 0%APP/DEPART 36 /0 0 /37 53 /68 68 /52 0
BEGIN PEAK HR
VOLUMES 5 0 15 0 0 0 0 25 5 14 26 0 90 9010APPROACH % 25% 0% 75% 0% 0% 0% 0% 83% 17% 35% 65% 0%PEAK HR FACTOR 0.625 0.000 0.682 0.909 0.833 APP/DEPART 20 /0 0 /19 30 /40 40 /31 0
Mulberry
NORTH SIDE
Slover WEST SIDE EAST SIDE Slover
SOUTH SIDE
MulberryAM7:30 AM
PM4:00 PM
INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 cs@aimtd.com
RTORU-TURNS
Mulberry Mulberry Slover Slover
3.1-20
DATE:LOCATION:Fontana PROJECT #: JN141029/9/21 NORTH & SOUTH: Mulberry LOCATION #: 3 THURSDAY EAST & WEST:Slover CONTROL: SIGNAL
CLASS 3:NOTES:AM ▲
3-AXLE PM NTRUCKSMD◄ W E ►
OTHER S
OTHER ▼
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRRLANES:1X1XXXX2012X 0 X 0 X
7:00 AM 2 0 3 0 0 0 0 4 1 0 3 0 13 00000 20007:15 AM 0 0 2 0 0 0 0 4 0 3 6 0 15 00000 1000
7:30 AM 0 0 2 0 0 0 0 6 2 1 7 0 18 00000 1000
7:45 AM 3 0 3 0 0 0 0 7 0 4 3 0 20 00000 20008:00 AM 2 0 3 0 0 0 0 2 0 3 9 0 19 00000 20008:15 AM 1 0 2 0 0 0 0 10 0 1 3 0 17 00000 20008:30 AM 2 0 5 0 0 0 0 10 1 1 7 0 26 00000 1000
8:45 AM 2 0 2 0 0 0 0 3 1 4 3 0 15 00000 2000
VOLUMES 12 0 22 0 0 0 0 46 5 17 41 0 143 0000 0 13 0 0 0APPROACH % 35% 0% 65% 0% 0% 0% 0% 90% 10% 29% 71% 0%APP/DEPART 34 /0 0 /22 51 /68 58 /53 0 BEGIN PEAK HR
VOLUMES 6 0 10 0 0 0 0 25 2 9 22 0 74 7000
APPROACH % 38% 0% 63% 0% 0% 0% 0% 93% 7% 29% 71% 0%PEAK HR FACTOR 0.667 0.000 0.675 0.646 0.925 APP/DEPART 16 /0 0 /11 27 /35 31 /28 0 4:00 PM 3 0 3 0 0 0 0 5 0 2 3 0 16 00000 1000
4:15 PM 0 0 2 0 0 0 0 3 0 2 1 0 8 00000 1000
4:30 PM 1 0 3 0 0 0 0 8 0 2 4 0 18 00000 10004:45 PM 0 0 3 0 0 0 0 6 0 0 1 0 10 00000 10005:00 PM 4 0 2 0 0 0 0 2 2 1 3 0 14 00000 10005:15 PM 2 0 4 0 0 0 0 2 3 2 4 0 17 00000 1000
5:30 PM 1 0 1 0 0 0 0 0 5 4 5 0 16 00000 0020
5:45 PM 0 0 3 0 0 0 0 1 0 1 6 0 11 00000 1000VOLUMES11 0 21 0 0 0 0 27 10 14 27 0 110 0000 0 7020APPROACH % 34% 0% 66% 0% 0% 0% 0% 73% 27% 34% 66% 0%APP/DEPART 32 /0 0 /24 37 /48 41 /38 0
BEGIN PEAK HR
VOLUMES 4 0 11 0 0 0 0 22 0 6 9 0 52 4000APPROACH % 27% 0% 73% 0% 0% 0% 0% 100% 0% 40% 60% 0%PEAK HR FACTOR 0.625 0.000 0.688 0.625 0.722 APP/DEPART 15 /0 0 /6 22 /33 15 /13 0
Mulberry
NORTH SIDE
Slover WEST SIDE EAST SIDE Slover
SOUTH SIDE
MulberryAM7:30 AM
PM4:00 PM
INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 cs@aimtd.com
RTORU-TURNS
Mulberry Mulberry Slover Slover
3.1-21
DATE:LOCATION:Fontana PROJECT #: JN141029/9/21 NORTH & SOUTH: Mulberry LOCATION #: 3
THURSDAY EAST & WEST:Slover CONTROL: SIGNAL
CLASS 4:NOTES:AM ▲
4 OR MORE PM N
AXLE MD ◄ W E ►
TRUCKS OTHER S
OTHER ▼
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRRLANES:1X1XXXX2012X 0 X 0 X
7:00 AM 3 0 5 0 0 0 0 11 1 2 15 0 37 00000 0000
7:15 AM 1 0 6 0 0 0 0 8 2 6 18 0 41 00000 00007:30 AM 2 0 4 0 0 0 0 11 5 5 26 0 53 00000 10107:45 AM 7 0 2 0 0 0 0 9 2 5 23 0 48 00000 00108:00 AM 1 0 4 0 0 0 0 10 0 3 22 0 40 00000 1000
8:15 AM 2 0 4 0 0 0 0 19 3 4 15 0 47 00000 0020
8:30 AM 3 0 3 0 0 0 0 11 1 6 31 0 55 00000 10008:45 AM 2 0 3 0 0 0 0 17 2 7 18 0 49 00000 0000VOLUMES21 0 31 0 0 0 0 96 16 38 168 0 370 0000 0 3040APPROACH % 40% 0% 60% 0% 0% 0% 0% 86% 14% 18% 82% 0%
APP/DEPART 52 /0 0 /54 112 /127 206 /189 0
BEGIN PEAK HRVOLUMES 12 0 14 0 0 0 0 49 10 17 86 0 188 2040APPROACH % 46% 0% 54% 0% 0% 0% 0% 83% 17% 17% 83% 0%PEAK HR FACTOR 0.722 0.000 0.670 0.831 0.887
APP/DEPART 26 /0 0 /27 59 /63 103 /98 0
4:00 PM 3 0 10 0 0 0 0 11 3 2 20 0 49 00000 10004:15 PM 5 0 7 0 0 0 0 17 1 2 11 0 43 00000 00004:30 PM 1 0 6 0 0 0 0 9 0 1 12 0 29 00000 30004:45 PM 3 0 4 0 0 0 0 23 3 2 15 0 50 00000 1010
5:00 PM 2 0 4 0 0 0 0 17 5 4 12 0 44 00000 0000
5:15 PM 3 0 5 0 0 0 0 16 5 4 9 0 42 00000 00105:30 PM 4 0 6 0 0 0 0 13 3 3 16 0 45 00000 00005:45 PM 6 0 3 0 0 0 0 16 3 5 9 0 42 00000 0020VOLUMES27 0 45 0 0 0 0 122 23 23 104 0 344 0000 0 5040
APPROACH % 38% 0% 63% 0% 0% 0% 0% 84% 16% 18% 82% 0%
APP/DEPART 72 /0 0 /46 145 /167 127 /131 0 BEGIN PEAK HRVOLUMES 12 0 27 0 0 0 0 60 7 7 58 0 171 5010APPROACH % 31% 0% 69% 0% 0% 0% 0% 90% 10% 11% 89% 0%
PEAK HR FACTOR 0.750 0.000 0.644 0.739 0.855
APP/DEPART 39 /0 0 /14 67 /87 65 /70 0
Mulberry
NORTH SIDE
Slover WEST SIDE EAST SIDE Slover
SOUTH SIDE
MulberryAM7:30 AM
PM4:00 PM
INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 cs@aimtd.com
RTORU-TURNS
Mulberry Mulberry Slover Slover
3.1-22
DATE:LOCATION:Fontana PROJECT #: JN141029/9/21 NORTH & SOUTH: Mulberry LOCATION #: 3 THURSDAY EAST & WEST:Slover CONTROL: SIGNAL
CLASS 5:NOTES:AM ▲
RV PM N
MD ◄ W E ►
OTHER S
OTHER ▼
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRRLANES:1X1XXXX2012X 0 X 0 X
7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 00000 00007:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 00000 0000
7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 00000 0000
7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 00000 0000
8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 00000 00008:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 00000 00008:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 00000 0000
8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 00000 0000
VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%APP/DEPART 0 /0 0 /0 0 /0 0 /0 0 BEGIN PEAK HR
VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 0000
APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
PEAK HR FACTOR 0.000 0.000 0.000 0.000 0.000 APP/DEPART 0 /0 0 /0 0 /0 0 /0 0 4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 00000 0000
4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 00000 0000
4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 00000 0000
4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 00000 00005:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 00000 00005:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 00000 0000
5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 00000 0000
5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 00000 0000
VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%APP/DEPART 0 /0 0 /0 0 /0 0 /0 0
BEGIN PEAK HR
VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 0000
APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%PEAK HR FACTOR 0.000 0.000 0.000 0.000 0.000 APP/DEPART 0 /0 0 /0 0 /0 0 /0 0
Mulberry
NORTH SIDE
Slover WEST SIDE EAST SIDE Slover
SOUTH SIDE
MulberryAM7:30 AM
PM4:00 PM
INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 cs@aimtd.com
RTORU-TURNS
Mulberry Mulberry Slover Slover
3.1-23
DATE:LOCATION:Fontana PROJECT #: JN141029/9/21 NORTH & SOUTH: Mulberry LOCATION #: 3 THURSDAY EAST & WEST:Slover CONTROL: SIGNAL
CLASS 6:NOTES:AM ▲
PM N
BUSES MD ◄ W E ►
OTHER S
OTHER ▼
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRRLANES:1X1XXXX2012X 0 X 0 X
7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 00007:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 00007:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 00008:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 00008:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 00008:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0000
APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%APP/DEPART 0 /0 0 /0 0 /0 0 /0 0 BEGIN PEAK HRVOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 0000
APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
PEAK HR FACTOR 0.000 0.000 0.000 0.000 0.000 APP/DEPART 0 /0 0 /0 0 /0 0 /0 0 4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 00004:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 00005:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 00005:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 00005:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0000 0 0000
VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0000APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%APP/DEPART 0 /0 0 /0 0 /0 0 /0 0 BEGIN PEAK HR
VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 0000
APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%PEAK HR FACTOR 0.000 0.000 0.000 0.000 0.000 APP/DEPART 0 /0 0 /0 0 /0 0 /0 0
Mulberry
NORTH SIDE
Slover WEST SIDE EAST SIDE Slover
SOUTH SIDE
MulberryAM7:30 AM
PM4:00 PM
INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 cs@aimtd.com
RTORU-TURNS
Mulberry Mulberry Slover Slover
3.1-24
Counts Unlimited Inc.
25286 Jaclyn Avenue
Moreno Valley, CA 92557
951-485-7934
File Name : FOMUSLPM
Site Code : 9202016
Start Date : 7/21/2009
Page No : 1
City of Fontana
N/S: Mulberry Avenue
E/W: Slover Avenue
Weather: Sunny
Groups Printed- Total Volume
Slover Avenue
Westbound
Mulberry Avenue
Northbound
Slover Avenue
Eastbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total
03:00 PM 23 69 92 24 21 45 69 18 87 224
03:15 PM 39 98 137 20 26 46 72 17 89 272
03:30 PM 26 94 120 36 41 77 107 26 133 330
03:45 PM 30 78 108 22 21 43 56 11 67 218
Total 118 339 457 102 109 211 304 72 376 1044
04:00 PM 29 77 106 26 25 51 63 15 78 235
04:15 PM 35 47 82 30 14 44 51 15 66 192
04:30 PM 37 64 101 22 28 50 82 19 101 252
04:45 PM 25 60 85 33 23 56 65 17 82 223
Total 126 248 374 111 90 201 261 66 327 902
Grand Total 244 587 831 213 199 412 565 138 703 1946
Apprch %29.4 70.6 51.7 48.3 80.4 19.6
Total %12.5 30.2 42.7 10.9 10.2 21.2 29 7.1 36.1
Slover Avenue
Westbound
Mulberry Avenue
Northbound
Slover Avenue
Eastbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total
Peak Hour Analysis From 03:00 PM to 04:30 PM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 03:15 PM
03:15 PM 39 98 137 20 26 46 72 17 89 272
03:30 PM 26 94 120 36 41 77 107 26 133 330
03:45 PM 30 78 108 22 21 43 56 11 67 218
04:00 PM 29 77 106 26 25 51 63 15 78 235
Total Volume 124 347 471 104 113 217 298 69 367 1055
% App. Total 26.3 73.7 47.9 52.1 81.2 18.8
PHF .795 .885 .859 .722 .689 .705 .696 .663 .690 .799
3.1-25
Counts Unlimited Inc.
25286 Jaclyn Avenue
Moreno Valley, CA 92557
951-485-7934
File Name : FOMUSLPM
Site Code : 9202016
Start Date : 7/21/2009
Page No : 2
City of Fontana
N/S: Mulberry Avenue
E/W: Slover Avenue
Weather: Sunny
Slover Avenue Slover Avenue Mulberry Avenue Thru347 Left124 OutTotalIn411 471 882 Left
104
Right
113
Out TotalIn
193 217 410 Thru298 Right69 TotalOutIn451 367 818 Peak Hour Begins at 03:15 PM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 03:00 PM to 04:30 PM - Peak 1 of 1
Peak Hour for Each Approach Begins at:
03:15 PM 03:15 PM 03:00 PM
+0 mins.39 98 137 20 26 46 69 18 87
+15 mins.26 94 120 36 41 77 72 17 89
+30 mins.30 78 108 22 21 43 107 26 133
+45 mins.29 77 106 26 25 51 56 11 67
Total Volume 124 347 471 104 113 217 304 72 376
% App. Total 26.3 73.7 47.9 52.1 80.9 19.1
PHF .795 .885 .859 .722 .689 .705 .710 .692 .707
3.1-26
N
S
EW
NOT TO SCALE
City of Fontana
Mulberry Avenue and Slover Avenue
Slover Ave.Mulberry Ave0604_Mulberry_Slover
3.1-27
A816DATE:CITY:FontanaJOB #:JN14102LOCATION:CLASS4 Slover between Commerce and BusinessAMEASTBOUNDPMEASTBOUNDTIME 1 2 345678910111213TOTAL Time 1 2 3 4 5 6 7 8 9 10 11 12 13 TOTAL0:000 12 001500103002212:001 32 50 3 701130300650:150 15 000100501002212:150 35 90 10 600190300820:300 8 203300301002012:300 55 30 7 801130100880:450 12 100500401002312:450 40130 7 600130300821:000 6 101100100001013:000 45 60 4 301170000761:151 9 002500200001913:150 32 60 13 600140200731:300 4 401100400001413:301 84 70 10 6021602001281:450 3 100400300001113:450 47 50 6 300140200772:000 8 002100300001414:002 62 90 3 600150110992:150 2 102900301001814:150 50 90 10 703120100922:300 7 300400300001714:300 82190 4 6002001001322:450 11 100600201002114:450 67140 3 801901001033:000 9 200200303001915:000 75100 6 4011301001103:150 4 100600400001515:152 53 60 6 60190100843:300 12 200300201002015:301 104170 7 5001300001473:450 25 300700101003715:450 99160 4 301601001304:000 15 000000102001816:000122140 3 5031202101624:150 18 400400302003116:151 75220 11 3001401001274:301 22 600200200003316:300 125140 6 704901001664:450 41 501601100005516:451 101210 2 4002302001545:000 24 702101302004017:000 102280 5 3041403001595:150 21 302500600003717:150 70140 4 2072000001175:300 30 101500302004217:300 56 60 3 303170000885:450 41 101500201005117:450 64 70 4 104130200956:000 30 802901601005718:000 62 80 3 400171000956:150 28 604500601005018:150 34 70 3 502150000666:301 31 304701400005118:300 42 70 3 40240000626:450 39 703200800005918:450 24 70 4 500180000587:000 36 15027001201007319:000 33 60 1 301190000637:150 39 506500901006519:150 26 50 2 204100000497:300 38 4046001401006719:300 18 20 0 002110000337:450 48 9056001000007819:450 24 30 0 20371000408:000 37 8044011003006720:000 25 30 0 200130100448:150 28 10059002002007420:15022 30 0 20040000318:300 27 110211001201006420:300 24 50 2 40060000418:450 29 11066011301006720:450 15 20 0 30150100279:000 33 14089001102007721:000 11 30 1 40160100279:150 25 8089001100006121:150 15 30 0 30070000289:300 25 180104011302007321:300 17 30 0 10170000299:450 33 15012700902007821:450 17 40 0 001801003110:000 21 80712011900006822:000 22 10 0 000500002810:150 27 140611021001007122:150 14 10 0 100300001910:300 25 80119012002007622:300 11 00 1 300400001910:451 16 100101301805006422:450 8 00 0 300400001511:000 28 14089011401007523:000 7 20 0 400100001411:150 44 7031001900007423:150 4 10 1 100201001011:300 33 7072021401006623:300 6 20 0 301501001811:451 34 80311002301008123:450 5 30 0 0004000012TOTAL5 1,113 277 0 159 274 0 16 350 0 51 0 0 2,245TOTAL9 2,163 361 0 162 177 0 56 523 2 40 2 0 3,495AM PEAK HOUR11:00 AMPM PEAK HOUR4:00 PMAM PEAK VOLUME296PM PEAK VOLUME609CLASS 1Class 1 — MotorcyclesCLASS 83 to 4 Axles, Single TrailerTOTAL: AM+PM14 3,276 638 0 321 451 0 72 873 2 91 2 0 5,740CLASS 2Passenger CarsCLASS 95 Axles, Single Trailer% OF TOTAL0.2% 57.1% 11.1% 0.0% 5.6% 7.9% 0.0% 1.3% 15.2% 0.0% 1.6% 0.0% 0.0% 100.0%CLASS 32 Axles, 4-Tire Single UnitsCLASS 106 or More Axles, Single TrailerCLASS 4BusesCLASS 115 or Less Axles, Multi-TrailersClass12 3 4 5 6 7 8 9 10 11 12 13CLASS 52 Axles, 6-Tire Single UnitsCLASS 126 Axles, Multi-Trailers CLASS 63 Axles, Single UnitCLASS 137 or More Axles, Multi-TrailersTOTAL: ALL34 7,553 1,551 1 753 989 1 215 ### 2 206 10 0 13,315CLASS 74 or More Axles, Single Unit% OF TOTAL0.6% 131.6% 27.0% 0.0% 13.1% 17.2% 0.0% 3.7% 34.8% 0.0% 3.6% 0.2% 0.0% 100.0% 24-HOUR ROADWAY SEGMENT COUNTS (WITH FHWA CLASSIFICATION)PREPARED BY: AimTD LLC. tel: 714 253 7888 cs@aimtd.comThursday, September 09, 20213.1-28
DATE:CITY:FontanaJOB #:JN14102LOCATION:CLASS4 Slover between Commerce and BusinessAMWESTBOUNDPMWESTBOUNDTIME 1 2 345678910111213TOTALTime 1 2 3 4 5678910111213TOTAL0:000 9 101100702002112:00052 90 811022100001030:150 8 000200903002212:15148 111 3600170200890:300 5 000400400001312:30065 120 78021701101130:450 8 104300503002412:45054 110125002401001071:000 5 101000501001313:00146 100 6601130210861:150 2 100400503001513:15057 50 6804130100941:300 6 103300303001913:30173 60 97051603001201:450 8 100400501001913:45064 70 4600150200982:000 5 102400701002014:00062 80116031402001062:150 7 001200304001714:15149 130 4402100010842:300 8 100500400001814:300106 210 95031000001542:45011 001200301001814:45178 120 23031302001143:00111 000400902002715:00058 120 68051400001033:15019 301500403003515:15354 120 7601110100953:30139 700500900006115:301111 170 43011501001533:45057 6011100302008015:45084 180 8600900001254:00026 3005001201004716:00191 270 76051600001534:15024 401400602004116:15077 190 61021002001174:300371400400401006016:30193 240 76021300001464:4508716035008031012316:45059 230 40041301001045:00054 5046001101008117:00099 220 4503900001425:1505011096001302009117:15062 150 1502110000965:30070120930015000010917:30062 90 4605120100995:4511131101110012000014917:45052 150 2505100100906:00153 9026002005009618:00041 110 2302140000736:151551406120015020010518:15135 60 240080100576:3016513013120318000012518:30042 130 070170000706:4507817057008000011518:45036 70 110260000537:000721301070013010011619:00026 60 240390000507:15068210490114010011819:15033 40 440030100497:3008419010110222020015019:30036 10 0104100000527:45199160870622000015919:45024 40 120030100358:0005222010120219010011820:00027 30 320060000418:15052140137011200009920:15016 20 150150200328:30046170990622010011020:30035 50 340020000498:45036160510001300008020:45026 10 251160000429:00036 80711052602009521:00048 50 150060100669:15037120124031404008621:15047 90 1301130010759:300331802360418000010221:30045 90 0301110110719:4504212012140318010010221:45042 60 03011401106810:0003119012150419010010122:00033 30 23001100105310:15025140109043100009322:15034 70 2600703005910:3004614011100018020010122:30029 20 17001102005210:45035120310012703009122:45119 20 0101802003411:000511801080524030011923:00012 30 3100800002711:15052190590718040011423:150 7 10 1500800002211:3004811010110722010011023:300 9 10 2100201001611:4504916045011802009523:450 5 00 12006010015TOTAL7 1,914 464 0 256 324 0 65 617 0 75 1 0 3,723TOTAL13 2,363 449 1 176 214 1 78 510 0 40 7 0 3,852AM PEAK HOUR7:15 AMPM PEAK HOUR3:30 PMAM PEAK VOLUME545PM PEAK VOLUME548CLASS 1Class 1 — MotorcyclesCLASS 83 to 4 Axles, Single TrailerTOTAL: AM+PM20 4,277 913 1 432 538 1 143 ### 0 115 8 0 7,575CLASS 2Passenger CarsCLASS 95 Axles, Single Trailer% OF TOTAL0.3% 56.5% 12.1% 0.0% 5.7% 7.1% 0.0% 1.9% 14.9% 0.0% 1.5% 0.1% 0.0% 100.0%CLASS 32 Axles, 4-Tire Single UnitsCLASS 106 or More Axles, Single TrailerCLASS 4BusesCLASS 115 or Less Axles, Multi-TrailersClass12 3 45 678910111213CLASS 52 Axles, 6-Tire Single UnitsCLASS 126 Axles, Multi-TrailersCLASS 63 Axles, Single UnitCLASS 137 or More Axles, Multi-TrailersCLASS 74 or More Axles, Single Unit24-HOUR ROADWAY SEGMENT COUNTS (WITH FHWA CLASSIFICATION)PREPARED BY: AimTD LLC. tel: 714 253 7888 cs@aimtd.comThursday, September 09, 20213.1-29
3.1-30
Fontana Corporate Center Traffic Study
14102‐02 TS Report.docx
APPENDIX 3.2:
EXISTING (2021) CONDITIONS INTERSECTION OPERATIONS ANALYSIS WORKSHEETS
Fontana Corporate Center Traffic Study
14102‐02 TS Report.docx
This Page Intentionally Left Blank
Page 1 of 1
1: Commerce Wy. & Slover Av.
PHF:0.878 7:00 Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2021 PCE: 410170000421515176001339
2: Driveway 1 & Slover Av.
PHF:0.920 7:00 Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2021 PCE: 00000004380081001,248
3: Driveway 2 & Slover Av.
PHF:0.920 7:00 Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2021 PCE: 00000004380081001248
4: Driveway 3 & Slover Av.
PHF:0.920 7:00 Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2021 PCE: 00000004380081001,248
5: Driveway 4/Business Dr. & Slover Av.
PHF:0.878 7:30 Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2021 PCE: 340250000365737077701,342
6: Mulberry Av. & Slover Av.
PHF:0.878 7:30 Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2021 PCE: 186020100003058522366101,660
9/9/2021
Volume Development ‐ AM Peak Hour
9/9/2021
9/9/2021
3.2-1
Page 1 of 1
1: Commerce Wy. & Slover Av.
PHF:0.897 4:00 Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2021 PCE: 47037000078418870601,599
2: Driveway 1 & Slover Av.
PHF:0.920 4:00 Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2021 PCE: 00000008210071401,534
3: Driveway 2 & Slover Av.
PHF:0.920 4:00 Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2021 PCE: 00000008210071401,534
4: Driveway 3 & Slover Av.
PHF:0.920 4:00 Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2021 PCE: 00000008210071401,534
5: Driveway 4/Business Dr. & Slover Av.
PHF:0.904 4:00 Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2021 PCE: 710830000786352564301,642
6: Mulberry Av. & Slover Av.
PHF:0.948 4:00 Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2021 PCE: 1830265000075111816848501,969
9/9/2021
Volume Development ‐ PM Peak Hour
9/9/2021
9/9/2021
3.2-2
Timings Fontana Gateway (JN 14102)
1: Commerce Wy/Driveway & Slover Av 10/04/2021
Existing (2021) - AM Peak Hour Synchro 11 Report
Urban Crossroads, Inc.Page 1
Lane Group EBT WBL WBT NBL NBT Ø4 Ø5
Lane Configurations
Traffic Volume (vph) 421 51 760 41 0
Future Volume (vph) 421 51 760 41 0
Turn Type NA Prot NA Perm NA
Protected Phases 2 1 6 8 4 5
Permitted Phases 8
Detector Phase 21688
Switch Phase
Minimum Initial (s) 15.0 5.0 15.0 5.0 5.0 7.0 5.0
Minimum Split (s)22.3 10.0 22.3 26.0 26.0 26.6 10.0
Total Split (s)22.4 10.0 22.4 26.0 26.0 26.6 10.0
Total Split (%)26.4% 11.8% 26.4% 30.6% 30.6% 31% 12%
Yellow Time (s)4.3 3.0 4.3 3.0 3.0 3.6 3.0
All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s)6.3 5.0 6.3 5.0 5.0
Lead/Lag Lag Lead Lag Lead
Lead-Lag Optimize? Yes Yes Yes Yes
Recall Mode None None None None None None None
Intersection Summary
Cycle Length: 85
Actuated Cycle Length: 44.1
Natural Cycle: 85
Control Type: Actuated-Uncoordinated
Splits and Phases: 1: Commerce Wy/Driveway & Slover Av
3.2-3
HCM 6th Signalized Intersection Summary Fontana Gateway (JN 14102)
1: Commerce Wy/Driveway & Slover Av 10/04/2021
Existing (2021) - AM Peak Hour Synchro 11 Report
Urban Crossroads, Inc.Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 0 421 51 51 760 0 41 0 17 0 0 0
Future Volume (veh/h) 0 421 51 51 760 0 41 0 17 0 0 0
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Adj Flow Rate, veh/h 0 478 58 58 864 0 47 0 17 0 0 0
Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88
Percent Heavy Veh, %000000000000
Cap, veh/h 5 1329 161 110 2195 0 316 0 105 0 124 0
Arrive On Green 0.00 0.41 0.41 0.06 0.61 0.00 0.07 0.00 0.07 0.00 0.00 0.00
Sat Flow, veh/h 1810 3243 392 1810 3705 0 1810 0 1610 0 1900 0
Grp Volume(v), veh/h 0 265 271 58 864 0 47 0 17 0 0 0
Grp Sat Flow(s),veh/h/ln 1810 1805 1829 1810 1805 0 1810 0 1610 0 1900 0
Q Serve(g_s), s 0.0 3.7 3.7 1.1 4.5 0.0 0.9 0.0 0.4 0.0 0.0 0.0
Cycle Q Clear(g_c), s 0.0 3.7 3.7 1.1 4.5 0.0 0.9 0.0 0.4 0.0 0.0 0.0
Prop In Lane 1.00 0.21 1.00 0.00 1.00 1.00 0.00 0.00
Lane Grp Cap(c), veh/h 5 740 750 110 2195 0 316 0 105 0 124 0
V/C Ratio(X) 0.00 0.36 0.36 0.53 0.39 0.00 0.15 0.00 0.16 0.00 0.00 0.00
Avail Cap(c_a), veh/h 248 798 808 248 2195 0 1240 0 928 0 1095 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)0.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00
Uniform Delay (d), s/veh 0.0 7.4 7.4 16.6 3.7 0.0 16.3 0.0 16.1 0.0 0.0 0.0
Incr Delay (d2), s/veh 0.0 0.3 0.3 1.4 0.1 0.0 0.5 0.0 1.5 0.0 0.0 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.0 0.8 0.8 0.4 0.1 0.0 0.4 0.0 0.2 0.0 0.0 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 7.7 7.7 18.0 3.8 0.0 16.8 0.0 17.6 0.0 0.0 0.0
LnGrp LOS AAABAABABAAA
Approach Vol, veh/h 536 922 64 0
Approach Delay, s/veh 7.7 4.7 17.0 0.0
Approach LOS A A B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 7.2 21.2 8.0 0.0 28.5 8.0
Change Period (Y+Rc), s 5.0 6.3 5.6 5.0 6.3 * 5.6
Max Green Setting (Gmax), s 5.0 16.1 21.0 5.0 16.1 * 21
Max Q Clear Time (g_c+I1), s 3.1 5.7 0.0 0.0 6.5 2.9
Green Ext Time (p_c), s 0.0 2.1 0.0 0.0 3.7 0.3
Intersection Summary
HCM 6th Ctrl Delay 6.3
HCM 6th LOS A
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
3.2-4
HCM 6th TWSC Fontana Gateway (JN 14102)
5: Business & Slover Av 10/04/2021
Existing (2021) - AM Peak Hour Synchro 11 Report
Urban Crossroads, Inc.Page 3
Intersection
Int Delay, s/veh 1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 365 73 70 777 34 25
Future Vol, veh/h 365 73 70 777 34 25
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 50 - 0 0
Veh in Median Storage, # 0 - - 0 2 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 88 88 88 88 88 88
Heavy Vehicles, % 0 00000
Mvmt Flow 415 83 80 883 39 28
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 498 0 1059 249
Stage 1 - - - - 457 -
Stage 2 - - - - 602 -
Critical Hdwy - - 4.1 - 6.8 6.9
Critical Hdwy Stg 1 - - - - 5.8 -
Critical Hdwy Stg 2 - - - - 5.8 -
Follow-up Hdwy - - 2.2 - 3.5 3.3
Pot Cap-1 Maneuver - - 1076 - 223 757
Stage 1 - - - - 610 -
Stage 2 - - - - 515 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1076 - 206 757
Mov Cap-2 Maneuver - - - - 398 -
Stage 1 - - - - 610 -
Stage 2 - - - - 477 -
Approach EB WB NB
HCM Control Delay, s 0 0.7 12.8
HCM LOS B
Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT
Capacity (veh/h)398 757 - - 1076 -
HCM Lane V/C Ratio 0.097 0.038 - - 0.074 -
HCM Control Delay (s) 15 9.9 - - 8.6 -
HCM Lane LOS C A - - A -
HCM 95th %tile Q(veh) 0.3 0.1 - - 0.2 -
3.2-5
Timings Fontana Gateway (JN 14102)
6: Mulberry Av & Slover Av 10/04/2021
Existing (2021) - AM Peak Hour Synchro 11 Report
Urban Crossroads, Inc.Page 4
Lane Group EBT WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 305 223 661 186 201
Future Volume (vph) 305 223 661 186 201
Turn Type NA Prot NA Prot Perm
Protected Phases 4382
Permitted Phases 2
Detector Phase 43822
Switch Phase
Minimum Initial (s) 7.0 5.0 7.0 7.0 7.0
Minimum Split (s)30.3 10.0 13.3 12.6 12.6
Total Split (s)31.0 14.0 45.0 15.0 15.0
Total Split (%)51.7% 23.3% 75.0% 25.0% 25.0%
Yellow Time (s)4.3 3.0 4.3 3.6 3.6
All-Red Time (s)2.0 2.0 2.0 2.0 2.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s)6.3 5.0 6.3 5.6 5.6
Lead/Lag Lag Lead
Lead-Lag Optimize? Yes Yes
Recall Mode None None None None None
Intersection Summary
Cycle Length: 60
Actuated Cycle Length: 48.2
Natural Cycle: 60
Control Type: Actuated-Uncoordinated
Splits and Phases: 6: Mulberry Av & Slover Av
3.2-6
HCM 6th Signalized Intersection Summary Fontana Gateway (JN 14102)
6: Mulberry Av & Slover Av 10/04/2021
Existing (2021) - AM Peak Hour Synchro 11 Report
Urban Crossroads, Inc.Page 5
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 305 85 223 661 186 201
Future Volume (veh/h) 305 85 223 661 186 201
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900
Adj Flow Rate, veh/h 347 82 253 751 211 144
Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88
Percent Heavy Veh, %000000
Cap, veh/h 638 149 318 1886 316 281
Arrive On Green 0.22 0.22 0.18 0.52 0.17 0.17
Sat Flow, veh/h 3000 678 1810 3705 1810 1610
Grp Volume(v), veh/h 214 215 253 751 211 144
Grp Sat Flow(s),veh/h/ln 1805 1778 1810 1805 1810 1610
Q Serve(g_s), s 4.1 4.2 5.3 4.9 4.3 3.2
Cycle Q Clear(g_c), s 4.1 4.2 5.3 4.9 4.3 3.2
Prop In Lane 0.38 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 396 390 318 1886 316 281
V/C Ratio(X) 0.54 0.55 0.80 0.40 0.67 0.51
Avail Cap(c_a), veh/h 1136 1119 415 3558 433 386
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 13.6 13.6 15.5 5.7 15.1 14.7
Incr Delay (d2), s/veh 1.4 1.5 7.1 0.2 5.1 3.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.3 1.3 2.2 0.7 2.0 1.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 15.0 15.1 22.6 5.8 20.3 17.8
LnGrp LOS B B C A C B
Approach Vol, veh/h 429 1004 355
Approach Delay, s/veh 15.0 10.1 19.2
Approach LOS B B B
Timer - Assigned Phs 2 3 4 8
Phs Duration (G+Y+Rc), s 12.5 11.9 14.9 26.8
Change Period (Y+Rc), s 5.6 5.0 6.3 6.3
Max Green Setting (Gmax), s 9.4 9.0 24.7 38.7
Max Q Clear Time (g_c+I1), s 6.3 7.3 6.2 6.9
Green Ext Time (p_c), s 0.7 0.1 2.5 6.1
Intersection Summary
HCM 6th Ctrl Delay 13.1
HCM 6th LOS B
3.2-7
Timings Fontana Gateway (JN 14102)
1: Commerce Wy/Driveway & Slover Av 10/04/2021
Existing (2021) - PM Peak Hour Synchro 11 Report
Urban Crossroads, Inc.Page 1
Lane Group EBT WBL WBT NBL NBT Ø4 Ø5
Lane Configurations
Traffic Volume (vph) 784 8 706 47 0
Future Volume (vph) 784 8 706 47 0
Turn Type NA Prot NA Perm NA
Protected Phases 2 1 6 8 4 5
Permitted Phases 8
Detector Phase 21688
Switch Phase
Minimum Initial (s) 48.0 5.0 15.0 5.0 5.0 7.0 5.0
Minimum Split (s)54.3 10.0 22.3 26.0 26.0 26.6 10.0
Total Split (s)57.4 10.0 57.4 26.0 26.0 26.6 10.0
Total Split (%)47.8% 8.3% 47.8% 21.7% 21.7% 22% 8%
Yellow Time (s)4.3 3.0 4.3 3.0 3.0 3.6 3.0
All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s)6.3 5.0 6.3 5.0 5.0
Lead/Lag Lag Lead Lag Lead
Lead-Lag Optimize? Yes Yes Yes Yes
Recall Mode None None None None None None None
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 75.7
Natural Cycle: 120
Control Type: Actuated-Uncoordinated
Splits and Phases: 1: Commerce Wy/Driveway & Slover Av
3.2-8
HCM 6th Signalized Intersection Summary Fontana Gateway (JN 14102)
1: Commerce Wy/Driveway & Slover Av 10/04/2021
Existing (2021) - PM Peak Hour Synchro 11 Report
Urban Crossroads, Inc.Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 0 784 18 8 706 0 47 0 37 0 0 0
Future Volume (veh/h) 0 784 18 8 706 0 47 0 37 0 0 0
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Adj Flow Rate, veh/h 0 871 20 9 784 0 52 0 19 0 0 0
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Percent Heavy Veh, %000000000000
Cap, veh/h 3 2494 57 21 2797 0 201 0 86 0 102 0
Arrive On Green 0.00 0.69 0.69 0.01 0.77 0.00 0.05 0.00 0.05 0.00 0.00 0.00
Sat Flow, veh/h 1810 3607 83 1810 3705 0 1810 0 1610 0 1900 0
Grp Volume(v), veh/h 0 436 455 9 784 0 52 0 19 0 0 0
Grp Sat Flow(s),veh/h/ln 1810 1805 1885 1810 1805 0 1810 0 1610 0 1900 0
Q Serve(g_s), s 0.0 6.8 6.8 0.3 4.3 0.0 1.9 0.0 0.8 0.0 0.0 0.0
Cycle Q Clear(g_c), s 0.0 6.8 6.8 0.3 4.3 0.0 1.9 0.0 0.8 0.0 0.0 0.0
Prop In Lane 1.00 0.04 1.00 0.00 1.00 1.00 0.00 0.00
Lane Grp Cap(c), veh/h 3 1248 1303 21 2797 0 201 0 86 0 102 0
V/C Ratio(X) 0.00 0.35 0.35 0.43 0.28 0.00 0.26 0.00 0.22 0.00 0.00 0.00
Avail Cap(c_a), veh/h 130 1329 1388 130 2797 0 651 0 487 0 575 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)0.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00
Uniform Delay (d), s/veh 0.0 4.4 4.4 34.1 2.2 0.0 32.0 0.0 31.5 0.0 0.0 0.0
Incr Delay (d2), s/veh 0.0 0.2 0.2 5.2 0.1 0.0 1.4 0.0 2.7 0.0 0.0 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.0 1.4 1.5 0.2 0.3 0.0 0.9 0.0 0.4 0.0 0.0 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 4.5 4.5 39.3 2.3 0.0 33.4 0.0 34.1 0.0 0.0 0.0
LnGrp LOS A A A D A A C A C A A A
Approach Vol, veh/h 891 793 71 0
Approach Delay, s/veh 4.5 2.7 33.6 0.0
Approach LOS A A C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 5.8 54.3 9.3 0.0 60.1 9.3
Change Period (Y+Rc), s 5.0 6.3 5.6 5.0 6.3 * 5.6
Max Green Setting (Gmax), s 5.0 51.1 21.0 5.0 51.1 * 21
Max Q Clear Time (g_c+I1), s 2.3 8.8 0.0 0.0 6.3 3.9
Green Ext Time (p_c), s 0.0 5.8 0.0 0.0 5.5 0.3
Intersection Summary
HCM 6th Ctrl Delay 4.9
HCM 6th LOS A
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
3.2-9
HCM 6th TWSC Fontana Gateway (JN 14102)
5: Business & Slover Av 10/04/2021
Existing (2021) - PM Peak Hour Synchro 11 Report
Urban Crossroads, Inc.Page 3
Intersection
Int Delay, s/veh 1.7
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 786 35 25 643 71 83
Future Vol, veh/h 786 35 25 643 71 83
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 150 - 0 0
Veh in Median Storage, # 0 - - 0 2 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 0 00000
Mvmt Flow 873 39 28 714 79 92
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 912 0 1306 456
Stage 1 - - - - 893 -
Stage 2 - - - - 413 -
Critical Hdwy - - 4.1 - 6.8 6.9
Critical Hdwy Stg 1 - - - - 5.8 -
Critical Hdwy Stg 2 - - - - 5.8 -
Follow-up Hdwy - - 2.2 - 3.5 3.3
Pot Cap-1 Maneuver - - 755 - 154 557
Stage 1 - - - - 365 -
Stage 2 - - - - 642 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 755 - 148 557
Mov Cap-2 Maneuver - - - - 320 -
Stage 1 - - - - 365 -
Stage 2 - - - - 618 -
Approach EB WB NB
HCM Control Delay, s 0 0.4 16
HCM LOS C
Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT
Capacity (veh/h)320 557 - - 755 -
HCM Lane V/C Ratio 0.247 0.166 - - 0.037 -
HCM Control Delay (s) 19.9 12.7 - - 9.9 -
HCM Lane LOS C B - - A -
HCM 95th %tile Q(veh) 1 0.6 - - 0.1 -
3.2-10
Timings Fontana Gateway (JN 14102)
6: Mulberry Av & Slover Av 10/04/2021
Existing (2021) - PM Peak Hour Synchro 11 Report
Urban Crossroads, Inc.Page 4
Lane Group EBT WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 751 168 485 183 265
Future Volume (vph) 751 168 485 183 265
Turn Type NA Prot NA Prot Perm
Protected Phases 4382
Permitted Phases 2
Detector Phase 43822
Switch Phase
Minimum Initial (s) 7.0 5.0 7.0 7.0 7.0
Minimum Split (s)12.6 10.0 13.3 12.6 12.6
Total Split (s)32.0 13.0 45.0 15.0 15.0
Total Split (%)53.3% 21.7% 75.0% 25.0% 25.0%
Yellow Time (s)3.6 3.0 4.3 3.6 3.6
All-Red Time (s)2.0 2.0 2.0 2.0 2.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s)5.6 5.0 6.3 5.6 5.6
Lead/Lag Lag Lead
Lead-Lag Optimize? Yes Yes
Recall Mode None None Min None None
Intersection Summary
Cycle Length: 60
Actuated Cycle Length: 56.5
Natural Cycle: 50
Control Type: Actuated-Uncoordinated
Splits and Phases: 6: Mulberry Av & Slover Av
3.2-11
HCM 6th Signalized Intersection Summary Fontana Gateway (JN 14102)
6: Mulberry Av & Slover Av 10/04/2021
Existing (2021) - PM Peak Hour Synchro 11 Report
Urban Crossroads, Inc.Page 5
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 751 118 168 485 183 265
Future Volume (veh/h) 751 118 168 485 183 265
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900
Adj Flow Rate, veh/h 791 112 177 511 193 201
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Percent Heavy Veh, %000000
Cap, veh/h 1223 173 224 2186 297 264
Arrive On Green 0.39 0.39 0.12 0.61 0.16 0.16
Sat Flow, veh/h 3270 449 1810 3705 1810 1610
Grp Volume(v), veh/h 450 453 177 511 193 201
Grp Sat Flow(s),veh/h/ln 1805 1819 1810 1805 1810 1610
Q Serve(g_s), s 10.5 10.5 4.9 3.4 5.2 6.2
Cycle Q Clear(g_c), s 10.5 10.5 4.9 3.4 5.2 6.2
Prop In Lane 0.25 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 695 701 224 2186 297 264
V/C Ratio(X) 0.65 0.65 0.79 0.23 0.65 0.76
Avail Cap(c_a), veh/h 922 929 280 2703 329 293
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 13.0 13.0 22.0 4.7 20.2 20.6
Incr Delay (d2), s/veh 2.2 2.2 10.4 0.1 6.0 12.8
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 3.4 3.5 2.4 0.6 2.5 2.8
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 15.2 15.2 32.4 4.7 26.2 33.5
LnGrp LOS B B C A C C
Approach Vol, veh/h 903 688 394
Approach Delay, s/veh 15.2 11.9 29.9
Approach LOS B B C
Timer - Assigned Phs 2 3 4 8
Phs Duration (G+Y+Rc), s 14.1 11.4 26.2 37.6
Change Period (Y+Rc), s 5.6 5.0 * 6.3 6.3
Max Green Setting (Gmax), s 9.4 8.0 * 26 38.7
Max Q Clear Time (g_c+I1), s 8.2 6.9 12.5 5.4
Green Ext Time (p_c), s 0.3 0.0 7.4 3.9
Intersection Summary
HCM 6th Ctrl Delay 16.9
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
3.2-12
Fontana Corporate Center Traffic Study
14102‐02 TS Report.docx
APPENDIX 3.3:
EXISTING (2021) CONDITIONS TRAFFIC SIGNAL WARRANT ANALYSIS WORKSHEETS
Fontana Corporate Center Traffic Study
14102‐02 TS Report.docx
This Page Intentionally Left Blank
California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-4. Warrant 3, Peak Hour (70% Factor)
Traffic Conditions = Existing (2019) Conditions - Weekday PM Peak Hour
Major Street Name =Slover Avenue Total of Both Approaches (VPH) =1084
Number of Approach Lanes Major Street =2
Minor Street Name =Driveway 4 / Business Drive High Volume Approach (VPH) =127
Number of Approach Lanes Minor Street =1
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 64 km/h OR ABOVE 40 mph ON MAJOR STREET)
WARRANTED FOR A SIGNAL
*Note: 100 vph applies as the lower threshold for a minor-street approach with two or more lanes
and 75 vph applies as the lower threshold for a minor-street approach with one lane1084127
0
100
200
300
400
500
300 400 500 600 700 800 900 1000 1100 1200 1300Minor Street - Higher-Volume Approach (VPH)Major Street - Total of Both Approaches (VPH)
1 Lane (Major) & 1 Lane (Minor)
2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor)
2+ Lanes (Major) & 2+ Lanes (Minor)
Major Street Approaches
Minor Street Approaches
3.3-1
This Page Intentionally Left Blank
3.3-2
Fontana Corporate Center Traffic Study
14102‐02 TS Report.docx
APPENDIX 5.1:
OPENING YEAR CUMULATIVE (2023) WITHOUT PROJECT CONDITIONS INTERSECTION
OPERATIONS ANALYSIS WORKSHEETS
Fontana Corporate Center Traffic Study
14102‐02 TS Report.docx
This Page Intentionally Left Blank
Page 1 of 1
1: Commerce Wy. & Slover Av.
PHF:0.878 7:00 Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2023 NP: 420170000788525284101,792
2: Driveway 1 & Slover Av.
PHF:0.920 7:00 Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2023 NP: 00000008060089301,699
3: Driveway 2 & Slover Av.
PHF:0.920 7:00 Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2023 NP: 00000008060089301,699
4: Driveway 3 & Slover Av.
PHF:0.920 7:00 Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2023 NP: 00000008060089301,699
5: Driveway 4/Business Dr. & Slover Av.
PHF:0.878 7:30 Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2023 NP: 340250000732747285901,795
6: Mulberry Av. & Slover Av.
PHF:0.878 7:30 Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2023 NP: 190020600006708722874002,120
9/9/2021
Volume Development ‐ AM Peak Hour
9/9/2021
9/9/2021
5.1-1
Page 1 of 1
1: Commerce Wy. & Slover Av.
PHF:0.897 4:00 Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2023 NP: 4803700009021881,07902,093
2: Driveway 1 & Slover Av.
PHF:0.920 4:00 Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2023 NP: 0000000940001,08702,027
3: Driveway 2 & Slover Av.
PHF:0.920 4:00 Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2023 NP: 0000000940001,08702,027
4: Driveway 3 & Slover Av.
PHF:0.920 4:00 Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2023 NP: 0000000940001,08702,027
5: Driveway 4/Business Dr. & Slover Av.
PHF:0.904 4:00 Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2023 NP: 72085000090436261,01502,137
6: Mulberry Av. & Slover Av.
PHF:0.948 4:00 Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2023 NP: 1870271000086812117285302,472
9/9/2021
Volume Development ‐ PM Peak Hour
9/9/2021
9/9/2021
5.1-2
Timings Fontana Gateway (JN 14102)
1: Commerce Wy/Driveway & Slover Av 10/05/2021
Opening Year Cumulative (2023) Without Project - AM Peak Hour Synchro 11 Report
Urban Crossroads, Inc.Page 1
Lane Group EBT WBL WBT NBL NBT Ø4 Ø5
Lane Configurations
Traffic Volume (vph) 788 52 841 42 0
Future Volume (vph) 788 52 841 42 0
Turn Type NA Prot NA Perm NA
Protected Phases 2 1 6 8 4 5
Permitted Phases 8
Detector Phase 21688
Switch Phase
Minimum Initial (s) 15.0 5.0 15.0 5.0 5.0 7.0 5.0
Minimum Split (s)22.3 10.0 22.3 26.0 26.0 26.6 10.0
Total Split (s)22.4 10.0 22.4 26.0 26.0 26.6 10.0
Total Split (%)26.4% 11.8% 26.4% 30.6% 30.6% 31% 12%
Yellow Time (s)4.3 3.0 4.3 3.0 3.0 3.6 3.0
All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s)6.3 5.0 6.3 5.0 5.0
Lead/Lag Lag Lead Lag Lead
Lead-Lag Optimize? Yes Yes Yes Yes
Recall Mode None None None None None None None
Intersection Summary
Cycle Length: 85
Actuated Cycle Length: 44.6
Natural Cycle: 85
Control Type: Actuated-Uncoordinated
Splits and Phases: 1: Commerce Wy/Driveway & Slover Av
5.1-3
HCM 6th Signalized Intersection Summary Fontana Gateway (JN 14102)
1: Commerce Wy/Driveway & Slover Av 10/05/2021
Opening Year Cumulative (2023) Without Project - AM Peak Hour Synchro 11 Report
Urban Crossroads, Inc.Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 0 788 52 52 841 0 42 0 17 0 0 0
Future Volume (veh/h) 0 788 52 52 841 0 42 0 17 0 0 0
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Adj Flow Rate, veh/h 0 895 59 59 956 0 48 0 17 0 0 0
Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88
Percent Heavy Veh, %000000000000
Cap, veh/h 5 1410 93 112 2197 0 316 0 106 0 126 0
Arrive On Green 0.00 0.41 0.41 0.06 0.61 0.00 0.07 0.00 0.07 0.00 0.00 0.00
Sat Flow, veh/h 1810 3438 227 1810 3705 0 1810 0 1610 0 1900 0
Grp Volume(v), veh/h 0 470 484 59 956 0 48 0 17 0 0 0
Grp Sat Flow(s),veh/h/ln 1810 1805 1859 1810 1805 0 1810 0 1610 0 1900 0
Q Serve(g_s), s 0.0 7.6 7.6 1.2 5.2 0.0 0.9 0.0 0.4 0.0 0.0 0.0
Cycle Q Clear(g_c), s 0.0 7.6 7.6 1.2 5.2 0.0 0.9 0.0 0.4 0.0 0.0 0.0
Prop In Lane 1.00 0.12 1.00 0.00 1.00 1.00 0.00 0.00
Lane Grp Cap(c), veh/h 5 740 763 112 2197 0 316 0 106 0 126 0
V/C Ratio(X) 0.00 0.63 0.63 0.53 0.44 0.00 0.15 0.00 0.16 0.00 0.00 0.00
Avail Cap(c_a), veh/h 247 795 819 247 2197 0 1236 0 925 0 1091 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)0.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00
Uniform Delay (d), s/veh 0.0 8.6 8.6 16.6 3.8 0.0 16.4 0.0 16.1 0.0 0.0 0.0
Incr Delay (d2), s/veh 0.0 1.5 1.5 1.4 0.1 0.0 0.5 0.0 1.5 0.0 0.0 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.0 1.8 1.9 0.4 0.2 0.0 0.4 0.0 0.2 0.0 0.0 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 10.1 10.1 18.1 3.9 0.0 16.9 0.0 17.6 0.0 0.0 0.0
LnGrp LOS ABBBAABABAAA
Approach Vol, veh/h 954 1015 65 0
Approach Delay, s/veh 10.1 4.8 17.0 0.0
Approach LOS B A B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 7.3 21.3 8.0 0.0 28.6 8.0
Change Period (Y+Rc), s 5.0 6.3 5.6 5.0 6.3 * 5.6
Max Green Setting (Gmax), s 5.0 16.1 21.0 5.0 16.1 * 21
Max Q Clear Time (g_c+I1), s 3.2 9.6 0.0 0.0 7.2 2.9
Green Ext Time (p_c), s 0.0 2.9 0.0 0.0 3.9 0.3
Intersection Summary
HCM 6th Ctrl Delay 7.7
HCM 6th LOS A
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
5.1-4
HCM 6th TWSC Fontana Gateway (JN 14102)
5: Business & Slover Av 10/05/2021
Opening Year Cumulative (2023) Without Project - AM Peak Hour Synchro 11 Report
Urban Crossroads, Inc.Page 3
Intersection
Int Delay, s/veh 1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 732 74 72 859 34 25
Future Vol, veh/h 732 74 72 859 34 25
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 50 - 0 0
Veh in Median Storage, # 0 - - 0 2 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 88 88 88 88 88 88
Heavy Vehicles, % 0 00000
Mvmt Flow 832 84 82 976 39 28
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 916 0 1526 458
Stage 1 - - - - 874 -
Stage 2 - - - - 652 -
Critical Hdwy - - 4.1 - 6.8 6.9
Critical Hdwy Stg 1 - - - - 5.8 -
Critical Hdwy Stg 2 - - - - 5.8 -
Follow-up Hdwy - - 2.2 - 3.5 3.3
Pot Cap-1 Maneuver - - 753 - 111 555
Stage 1 - - - - 373 -
Stage 2 - - - - 486 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 753 - 99 555
Mov Cap-2 Maneuver - - - - 284 -
Stage 1 - - - - 373 -
Stage 2 - - - - 433 -
Approach EB WB NB
HCM Control Delay, s 0 0.8 16.4
HCM LOS C
Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT
Capacity (veh/h)284 555 - - 753 -
HCM Lane V/C Ratio 0.136 0.051 - - 0.109 -
HCM Control Delay (s) 19.7 11.8 - - 10.4 -
HCM Lane LOS C B - - B -
HCM 95th %tile Q(veh) 0.5 0.2 - - 0.4 -
5.1-5
Timings Fontana Gateway (JN 14102)
6: Mulberry Av & Slover Av 10/05/2021
Opening Year Cumulative (2023) Without Project - AM Peak Hour Synchro 11 Report
Urban Crossroads, Inc.Page 4
Lane Group EBT WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 670 228 740 190 206
Future Volume (vph) 670 228 740 190 206
Turn Type NA Prot NA Prot Perm
Protected Phases 4382
Permitted Phases 2
Detector Phase 43822
Switch Phase
Minimum Initial (s) 7.0 5.0 7.0 7.0 7.0
Minimum Split (s)30.3 10.0 13.3 12.6 12.6
Total Split (s)31.0 14.0 45.0 15.0 15.0
Total Split (%)51.7% 23.3% 75.0% 25.0% 25.0%
Yellow Time (s)4.3 3.0 4.3 3.6 3.6
All-Red Time (s)2.0 2.0 2.0 2.0 2.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s)6.3 5.0 6.3 5.6 5.6
Lead/Lag Lag Lead
Lead-Lag Optimize? Yes Yes
Recall Mode None None None None None
Intersection Summary
Cycle Length: 60
Actuated Cycle Length: 55.4
Natural Cycle: 60
Control Type: Actuated-Uncoordinated
Splits and Phases: 6: Mulberry Av & Slover Av
5.1-6
HCM 6th Signalized Intersection Summary Fontana Gateway (JN 14102)
6: Mulberry Av & Slover Av 10/05/2021
Opening Year Cumulative (2023) Without Project - AM Peak Hour Synchro 11 Report
Urban Crossroads, Inc.Page 5
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 670 87 228 740 190 206
Future Volume (veh/h) 670 87 228 740 190 206
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900
Adj Flow Rate, veh/h 761 84 259 841 216 150
Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88
Percent Heavy Veh, %000000
Cap, veh/h 1084 120 313 2177 291 259
Arrive On Green 0.33 0.33 0.17 0.60 0.16 0.16
Sat Flow, veh/h 3373 362 1810 3705 1810 1610
Grp Volume(v), veh/h 419 426 259 841 216 150
Grp Sat Flow(s),veh/h/ln 1805 1835 1810 1805 1810 1610
Q Serve(g_s), s 10.2 10.2 7.0 6.1 5.7 4.3
Cycle Q Clear(g_c), s 10.2 10.2 7.0 6.1 5.7 4.3
Prop In Lane 0.20 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 597 607 313 2177 291 259
V/C Ratio(X) 0.70 0.70 0.83 0.39 0.74 0.58
Avail Cap(c_a), veh/h 885 899 323 2772 337 300
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 14.7 14.7 20.1 5.2 20.2 19.6
Incr Delay (d2), s/veh 1.8 1.8 15.3 0.1 10.0 4.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 3.4 3.4 3.7 1.0 3.0 1.6
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 16.5 16.5 35.4 5.3 30.2 23.9
LnGrp LOS B B D A C C
Approach Vol, veh/h 845 1100 366
Approach Delay, s/veh 16.5 12.4 27.6
Approach LOS B B C
Timer - Assigned Phs 2 3 4 8
Phs Duration (G+Y+Rc), s 13.7 13.7 23.0 36.7
Change Period (Y+Rc), s 5.6 5.0 6.3 6.3
Max Green Setting (Gmax), s 9.4 9.0 24.7 38.7
Max Q Clear Time (g_c+I1), s 7.7 9.0 12.2 8.1
Green Ext Time (p_c), s 0.4 0.0 4.5 7.0
Intersection Summary
HCM 6th Ctrl Delay 16.3
HCM 6th LOS B
5.1-7
Timings Fontana Gateway (JN 14102)
1: Commerce Wy/Driveway & Slover Av 10/05/2021
Opening Year Cumulative (2023) Without Project - PM Peak Hour Synchro 11 Report
Urban Crossroads, Inc.Page 1
Lane Group EBT WBL WBT NBL NBT Ø4 Ø5
Lane Configurations
Traffic Volume (vph) 902 8 1079 48 0
Future Volume (vph) 902 8 1079 48 0
Turn Type NA Prot NA Perm NA
Protected Phases 2 1 6 8 4 5
Permitted Phases 8
Detector Phase 21688
Switch Phase
Minimum Initial (s) 48.0 5.0 15.0 5.0 5.0 7.0 5.0
Minimum Split (s)54.3 10.0 22.3 26.0 26.0 26.6 10.0
Total Split (s)57.4 10.0 57.4 26.0 26.0 26.6 10.0
Total Split (%)47.8% 8.3% 47.8% 21.7% 21.7% 22% 8%
Yellow Time (s)4.3 3.0 4.3 3.0 3.0 3.6 3.0
All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s)6.3 5.0 6.3 5.0 5.0
Lead/Lag Lag Lead Lag Lead
Lead-Lag Optimize? Yes Yes Yes Yes
Recall Mode None None None None None None None
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 75.8
Natural Cycle: 120
Control Type: Actuated-Uncoordinated
Splits and Phases: 1: Commerce Wy/Driveway & Slover Av
5.1-8
HCM 6th Signalized Intersection Summary Fontana Gateway (JN 14102)
1: Commerce Wy/Driveway & Slover Av 10/05/2021
Opening Year Cumulative (2023) Without Project - PM Peak Hour Synchro 11 Report
Urban Crossroads, Inc.Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 0 902 18 8 1079 0 48 0 37 0 0 0
Future Volume (veh/h) 0 902 18 8 1079 0 48 0 37 0 0 0
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Adj Flow Rate, veh/h 0 1002 20 9 1199 0 53 0 19 0 0 0
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Percent Heavy Veh, %000000000000
Cap, veh/h 3 2502 50 21 2796 0 201 0 87 0 103 0
Arrive On Green 0.00 0.69 0.69 0.01 0.77 0.00 0.05 0.00 0.05 0.00 0.00 0.00
Sat Flow, veh/h 1810 3620 72 1810 3705 0 1810 0 1610 0 1900 0
Grp Volume(v), veh/h 0 500 522 9 1199 0 53 0 19 0 0 0
Grp Sat Flow(s),veh/h/ln 1810 1805 1887 1810 1805 0 1810 0 1610 0 1900 0
Q Serve(g_s), s 0.0 8.2 8.2 0.3 7.8 0.0 2.0 0.0 0.8 0.0 0.0 0.0
Cycle Q Clear(g_c), s 0.0 8.2 8.2 0.3 7.8 0.0 2.0 0.0 0.8 0.0 0.0 0.0
Prop In Lane 1.00 0.04 1.00 0.00 1.00 1.00 0.00 0.00
Lane Grp Cap(c), veh/h 3 1248 1304 21 2796 0 201 0 87 0 103 0
V/C Ratio(X) 0.00 0.40 0.40 0.43 0.43 0.00 0.26 0.00 0.22 0.00 0.00 0.00
Avail Cap(c_a), veh/h 130 1328 1388 130 2796 0 651 0 487 0 575 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)0.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00
Uniform Delay (d), s/veh 0.0 4.6 4.6 34.1 2.6 0.0 32.0 0.0 31.4 0.0 0.0 0.0
Incr Delay (d2), s/veh 0.0 0.2 0.2 5.2 0.1 0.0 1.5 0.0 2.7 0.0 0.0 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.0 1.7 1.8 0.2 0.5 0.0 0.9 0.0 0.4 0.0 0.0 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 4.8 4.8 39.3 2.7 0.0 33.5 0.0 34.1 0.0 0.0 0.0
LnGrp LOS A A A D A A C A C A A A
Approach Vol, veh/h 1022 1208 72 0
Approach Delay, s/veh 4.8 3.0 33.6 0.0
Approach LOS A A C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 5.8 54.3 9.4 0.0 60.1 9.4
Change Period (Y+Rc), s 5.0 6.3 5.6 5.0 6.3 * 5.6
Max Green Setting (Gmax), s 5.0 51.1 21.0 5.0 51.1 * 21
Max Q Clear Time (g_c+I1), s 2.3 10.2 0.0 0.0 9.8 4.0
Green Ext Time (p_c), s 0.0 7.1 0.0 0.0 9.9 0.3
Intersection Summary
HCM 6th Ctrl Delay 4.8
HCM 6th LOS A
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
5.1-9
HCM 6th TWSC Fontana Gateway (JN 14102)
5: Business & Slover Av 10/05/2021
Opening Year Cumulative (2023) Without Project - PM Peak Hour Synchro 11 Report
Urban Crossroads, Inc.Page 3
Intersection
Int Delay, s/veh 1.5
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 904 36 26 1015 72 85
Future Vol, veh/h 904 36 26 1015 72 85
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 150 - 0 0
Veh in Median Storage, # 0 - - 0 2 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 0 00000
Mvmt Flow 1004 40 29 1128 80 94
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 1044 0 1646 522
Stage 1 - - - - 1024 -
Stage 2 - - - - 622 -
Critical Hdwy - - 4.1 - 6.8 6.9
Critical Hdwy Stg 1 - - - - 5.8 -
Critical Hdwy Stg 2 - - - - 5.8 -
Follow-up Hdwy - - 2.2 - 3.5 3.3
Pot Cap-1 Maneuver - - 674 - 92 505
Stage 1 - - - - 312 -
Stage 2 - - - - 503 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 674 - 88 505
Mov Cap-2 Maneuver - - - - 260 -
Stage 1 - - - - 312 -
Stage 2 - - - - 481 -
Approach EB WB NB
HCM Control Delay, s 0 0.3 18.9
HCM LOS C
Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT
Capacity (veh/h)260 505 - - 674 -
HCM Lane V/C Ratio 0.308 0.187 - - 0.043 -
HCM Control Delay (s) 24.9 13.8 - - 10.6 -
HCM Lane LOS C B - - B -
HCM 95th %tile Q(veh) 1.3 0.7 - - 0.1 -
5.1-10
Timings Fontana Gateway (JN 14102)
6: Mulberry Av & Slover Av 10/05/2021
Opening Year Cumulative (2023) Without Project - PM Peak Hour Synchro 11 Report
Urban Crossroads, Inc.Page 4
Lane Group EBT WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 868 172 853 187 271
Future Volume (vph) 868 172 853 187 271
Turn Type NA Prot NA Prot Perm
Protected Phases 4382
Permitted Phases 2
Detector Phase 43822
Switch Phase
Minimum Initial (s) 7.0 5.0 7.0 7.0 7.0
Minimum Split (s)12.6 10.0 13.3 12.6 12.6
Total Split (s)32.0 13.0 45.0 15.0 15.0
Total Split (%)53.3% 21.7% 75.0% 25.0% 25.0%
Yellow Time (s)3.6 3.0 4.3 3.6 3.6
All-Red Time (s)2.0 2.0 2.0 2.0 2.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s)5.6 5.0 6.3 5.6 5.6
Lead/Lag Lag Lead
Lead-Lag Optimize? Yes Yes
Recall Mode None None Min None None
Intersection Summary
Cycle Length: 60
Actuated Cycle Length: 58.2
Natural Cycle: 60
Control Type: Actuated-Uncoordinated
Splits and Phases: 6: Mulberry Av & Slover Av
5.1-11
HCM 6th Signalized Intersection Summary Fontana Gateway (JN 14102)
6: Mulberry Av & Slover Av 10/05/2021
Opening Year Cumulative (2023) Without Project - PM Peak Hour Synchro 11 Report
Urban Crossroads, Inc.Page 5
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 868 121 172 853 187 271
Future Volume (veh/h) 868 121 172 853 187 271
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900
Adj Flow Rate, veh/h 914 115 181 898 197 207
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Percent Heavy Veh, %000000
Cap, veh/h 1302 164 227 2239 295 262
Arrive On Green 0.40 0.40 0.13 0.62 0.16 0.16
Sat Flow, veh/h 3321 406 1810 3705 1810 1610
Grp Volume(v), veh/h 511 518 181 898 197 207
Grp Sat Flow(s),veh/h/ln 1805 1827 1810 1805 1810 1610
Q Serve(g_s), s 12.9 12.9 5.3 6.9 5.6 6.8
Cycle Q Clear(g_c), s 12.9 12.9 5.3 6.9 5.6 6.8
Prop In Lane 0.22 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 728 737 227 2239 295 262
V/C Ratio(X) 0.70 0.70 0.80 0.40 0.67 0.79
Avail Cap(c_a), veh/h 868 879 264 2546 310 276
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 13.6 13.6 23.3 5.3 21.6 22.1
Incr Delay (d2), s/veh 3.2 3.1 12.9 0.1 7.1 16.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 4.4 4.5 2.7 1.3 2.8 3.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 16.8 16.8 36.2 5.4 28.7 38.1
LnGrp LOS B B D A C D
Approach Vol, veh/h 1029 1079 404
Approach Delay, s/veh 16.8 10.6 33.5
Approach LOS B B C
Timer - Assigned Phs 2 3 4 8
Phs Duration (G+Y+Rc), s 14.5 11.9 28.4 40.3
Change Period (Y+Rc), s 5.6 5.0 * 6.3 6.3
Max Green Setting (Gmax), s 9.4 8.0 * 26 38.7
Max Q Clear Time (g_c+I1), s 8.8 7.3 14.9 8.9
Green Ext Time (p_c), s 0.2 0.0 7.2 7.6
Intersection Summary
HCM 6th Ctrl Delay 16.8
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
5.1-12
Fontana Corporate Center Traffic Study
14102‐02 TS Report.docx
APPENDIX 5.2:
OPENING YEAR CUMULATIVE (2023) WITH PROJECT CONDITIONS INTERSECTION
OPERATIONS ANALYSIS WORKSHEETS
Fontana Corporate Center Traffic Study
14102‐02 TS Report.docx
This Page Intentionally Left Blank
Page 1 of 1
1: Commerce Wy. & Slover Av.
PHF:0.878 7:00 Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2023 WP: 420170000809525284701,819
2: Driveway 1 & Slover Av.
PHF:0.920 7:00 Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2023 WP: 00000208310089961,738
3: Driveway 2 & Slover Av.
PHF:0.920 7:00 Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2023 WP: 000004138180090141,740
4: Driveway 3 & Slover Av.
PHF:0.920 7:00 Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2023 WP: 000402081800903141,741
5: Driveway 4/Business Dr. & Slover Av.
PHF:0.878 7:30 Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2023 WP: 34 0 25 3 0 1 12 736 74 72 882 8 1,846
6: Mulberry Av. & Slover Av.
PHF:0.878 7:30 Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2023 WP: 195020600006748922876102,152
9/9/2021
Volume Development ‐ AM Peak Hour
9/9/2021
9/9/2021
5.2-1
Page 1 of 1
1: Commerce Wy. & Slover Av.
PHF:0.897 4:00 Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2023 WP: 4803700009111881,10802,131
2: Driveway 1 & Slover Av.
PHF:0.920 4:00 Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2023 WP: 0000080950001,11222,072
3: Driveway 2 & Slover Av.
PHF:0.920 4:00 Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2023 WP: 0 0 0 0 0 16 5 945 0 0 1,098 1 2,065
4: Driveway 3 & Slover Av.
PHF:0.920 4:00 Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2023 WP: 0 0 0 17 0 7 0 945 0 0 1,093 6 2,068
5: Driveway 4/Business Dr. & Slover Av.
PHF:0.904 4:00 Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2023 WP: 72 0 85 11 0 2 5 921 36 26 1,024 3 2,184
6: Mulberry Av. & Slover Av.
PHF:0.948 4:00 Count Date:
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR TOTAL
2023 WP: 1890271000088712617286302,508
9/9/2021
Volume Development ‐ PM Peak Hour
9/9/2021
9/9/2021
5.2-2
Timings Fontana Gateway (JN 14102)
1: Commerce Wy/Driveway & Slover Av 10/05/2021
Opening Year Cumulative (2023) With Project - AM Peak Hour Synchro 11 Report
Urban Crossroads, Inc.Page 1
Lane Group EBT WBL WBT NBL NBT Ø4 Ø5
Lane Configurations
Traffic Volume (vph) 809 52 847 42 0
Future Volume (vph) 809 52 847 42 0
Turn Type NA Prot NA Perm NA
Protected Phases 2 1 6 8 4 5
Permitted Phases 8
Detector Phase 21688
Switch Phase
Minimum Initial (s) 15.0 5.0 15.0 5.0 5.0 7.0 5.0
Minimum Split (s)22.3 10.0 22.3 26.0 26.0 26.6 10.0
Total Split (s)22.4 10.0 22.4 26.0 26.0 26.6 10.0
Total Split (%)26.4% 11.8% 26.4% 30.6% 30.6% 31% 12%
Yellow Time (s)4.3 3.0 4.3 3.0 3.0 3.6 3.0
All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s)6.3 5.0 6.3 5.0 5.0
Lead/Lag Lag Lead Lag Lead
Lead-Lag Optimize? Yes Yes Yes Yes
Recall Mode None None None None None None None
Intersection Summary
Cycle Length: 85
Actuated Cycle Length: 44.6
Natural Cycle: 95
Control Type: Actuated-Uncoordinated
Splits and Phases: 1: Commerce Wy/Driveway & Slover Av
5.2-3
HCM 6th Signalized Intersection Summary Fontana Gateway (JN 14102)
1: Commerce Wy/Driveway & Slover Av 10/05/2021
Opening Year Cumulative (2023) With Project - AM Peak Hour Synchro 11 Report
Urban Crossroads, Inc.Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 0 809 52 52 847 0 42 0 17 0 0 0
Future Volume (veh/h) 0 809 52 52 847 0 42 0 17 0 0 0
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Adj Flow Rate, veh/h 0 919 59 59 962 0 48 0 17 0 0 0
Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88
Percent Heavy Veh, %000000000000
Cap, veh/h 5 1413 91 112 2197 0 316 0 106 0 126 0
Arrive On Green 0.00 0.41 0.41 0.06 0.61 0.00 0.07 0.00 0.07 0.00 0.00 0.00
Sat Flow, veh/h 1810 3444 221 1810 3705 0 1810 0 1610 0 1900 0
Grp Volume(v), veh/h 0 482 496 59 962 0 48 0 17 0 0 0
Grp Sat Flow(s),veh/h/ln 1810 1805 1860 1810 1805 0 1810 0 1610 0 1900 0
Q Serve(g_s), s 0.0 7.9 7.9 1.2 5.2 0.0 0.9 0.0 0.4 0.0 0.0 0.0
Cycle Q Clear(g_c), s 0.0 7.9 7.9 1.2 5.2 0.0 0.9 0.0 0.4 0.0 0.0 0.0
Prop In Lane 1.00 0.12 1.00 0.00 1.00 1.00 0.00 0.00
Lane Grp Cap(c), veh/h 5 740 763 112 2197 0 316 0 106 0 126 0
V/C Ratio(X) 0.00 0.65 0.65 0.53 0.44 0.00 0.15 0.00 0.16 0.00 0.00 0.00
Avail Cap(c_a), veh/h 247 795 819 247 2197 0 1236 0 925 0 1091 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)0.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00
Uniform Delay (d), s/veh 0.0 8.7 8.7 16.6 3.8 0.0 16.4 0.0 16.1 0.0 0.0 0.0
Incr Delay (d2), s/veh 0.0 1.7 1.7 1.4 0.1 0.0 0.5 0.0 1.5 0.0 0.0 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.0 2.0 2.0 0.4 0.2 0.0 0.4 0.0 0.2 0.0 0.0 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 10.4 10.3 18.1 4.0 0.0 16.9 0.0 17.6 0.0 0.0 0.0
LnGrp LOS ABBBAABABAAA
Approach Vol, veh/h 978 1021 65 0
Approach Delay, s/veh 10.4 4.8 17.0 0.0
Approach LOS B A B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 7.3 21.3 8.0 0.0 28.6 8.0
Change Period (Y+Rc), s 5.0 6.3 5.6 5.0 6.3 * 5.6
Max Green Setting (Gmax), s 5.0 16.1 21.0 5.0 16.1 * 21
Max Q Clear Time (g_c+I1), s 3.2 9.9 0.0 0.0 7.2 2.9
Green Ext Time (p_c), s 0.0 2.9 0.0 0.0 3.9 0.3
Intersection Summary
HCM 6th Ctrl Delay 7.8
HCM 6th LOS A
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
5.2-4
HCM 6th TWSC Fontana Gateway (JN 14102)
2: Slover Av & Drw 1 10/05/2021
Opening Year Cumulative (2023) With Project - AM Peak Hour Synchro 11 Report
Urban Crossroads, Inc.Page 3
Intersection
Int Delay, s/veh 0
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 831 899 6 0 2
Future Vol, veh/h 0 831 899 6 0 2
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length -----0
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 0 00000
Mvmt Flow 0 903 977 7 0 2
Major/Minor Major1 Major2 Minor2
Conflicting Flow All - 0 - 0 - 492
Stage 1 ------
Stage 2 ------
Critical Hdwy -----6.9
Critical Hdwy Stg 1 ------
Critical Hdwy Stg 2 ------
Follow-up Hdwy -----3.3
Pot Cap-1 Maneuver 0 - - - 0 528
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, %- - -
Mov Cap-1 Maneuver -----528
Mov Cap-2 Maneuver ------
Stage 1 ------
Stage 2 ------
Approach EB WB SB
HCM Control Delay, s 0 0 11.8
HCM LOS B
Minor Lane/Major Mvmt EBT WBT WBRSBLn1
Capacity (veh/h)- - - 528
HCM Lane V/C Ratio - - - 0.004
HCM Control Delay (s) - - - 11.8
HCM Lane LOS - - - B
HCM 95th %tile Q(veh) - - - 0
5.2-5
HCM 6th TWSC Fontana Gateway (JN 14102)
3: Slover Av & Drw 2 10/05/2021
Opening Year Cumulative (2023) With Project - AM Peak Hour Synchro 11 Report
Urban Crossroads, Inc.Page 4
Intersection
Int Delay, s/veh 0.1
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 13 818 901 4 0 4
Future Vol, veh/h 13 818 901 4 0 4
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 100 ----0
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 0 00000
Mvmt Flow 14 889 979 4 0 4
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 983 0 - 0 - 492
Stage 1 ------
Stage 2 ------
Critical Hdwy 4.1 ----6.9
Critical Hdwy Stg 1 ------
Critical Hdwy Stg 2 ------
Follow-up Hdwy 2.2 ----3.3
Pot Cap-1 Maneuver 711 - - - 0 528
Stage 1 - - - - 0 -
Stage 2 - - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 711 ----528
Mov Cap-2 Maneuver ------
Stage 1 ------
Stage 2 ------
Approach EB WB SB
HCM Control Delay, s 0.2 0 11.9
HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1
Capacity (veh/h)711 - - - 528
HCM Lane V/C Ratio 0.02 - - - 0.008
HCM Control Delay (s) 10.2 - - - 11.9
HCM Lane LOS B - - - B
HCM 95th %tile Q(veh) 0.1 - - - 0
5.2-6
HCM 6th TWSC Fontana Gateway (JN 14102)
4: Slover Av & Drw 3 10/05/2021
Opening Year Cumulative (2023) With Project - AM Peak Hour Synchro 11 Report
Urban Crossroads, Inc.Page 5
Intersection
Int Delay, s/veh 0.1
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 818 903 14 4 2
Future Vol, veh/h 0 818 903 14 4 2
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 2 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 0 00000
Mvmt Flow 0 889 982 15 4 2
Major/Minor Major1 Major2 Minor2
Conflicting Flow All - 0 - 0 1435 499
Stage 1 - - - - 990 -
Stage 2 - - - - 445 -
Critical Hdwy - - - - 6.8 6.9
Critical Hdwy Stg 1 - - - - 5.8 -
Critical Hdwy Stg 2 - - - - 5.8 -
Follow-up Hdwy - - - - 3.5 3.3
Pot Cap-1 Maneuver 0 - - - 127 522
Stage 1 0 - - - 325 -
Stage 2 0 - - - 619 -
Platoon blocked, %- - -
Mov Cap-1 Maneuver - - - - 127 522
Mov Cap-2 Maneuver - - - - 289 -
Stage 1 - - - - 325 -
Stage 2 - - - - 619 -
Approach EB WB SB
HCM Control Delay, s 0 0 15.8
HCM LOS C
Minor Lane/Major Mvmt EBT WBT WBRSBLn1
Capacity (veh/h)- - - 340
HCM Lane V/C Ratio - - - 0.019
HCM Control Delay (s) - - - 15.8
HCM Lane LOS - - - C
HCM 95th %tile Q(veh) - - - 0.1
5.2-7
HCM 6th TWSC Fontana Gateway (JN 14102)
5: Business/Drw 4 & Slover Av 10/05/2021
Opening Year Cumulative (2023) With Project - AM Peak Hour Synchro 11 Report
Urban Crossroads, Inc.Page 6
Intersection
Int Delay, s/veh 1.2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 12 736 74 72 882 8 34 0 25 3 0 1
Future Vol, veh/h 12 736 74 72 882 8 34 0 25 3 0 1
Conflicting Peds, #/hr 0 00000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized - - None - - None - - None - - None
Storage Length 50 - - 50 ----0---
Veh in Median Storage, # - 0 - - 0 - - 2 - - 2 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 88 88 88 88 88 88 88 88 88 88 88 88
Heavy Vehicles, % 0 00000000000
Mvmt Flow 14 836 84 82 1002 9 39 0 28 3 0 1
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 1011 0 0 920 0 0 1571 2081 460 1617 2119 506
Stage 1 ------906906-1171 1171 -
Stage 2 ------6651175 - 446 948 -
Critical Hdwy 4.1 - - 4.1 - - 7.5 6.5 6.9 7.5 6.5 6.9
Critical Hdwy Stg 1 ------6.55.5-6.55.5-
Critical Hdwy Stg 2 ------6.55.5-6.55.5-
Follow-up Hdwy 2.2 - - 2.2 - - 3.5 4 3.3 3.5 4 3.3
Pot Cap-1 Maneuver 694 - - 750 - - 76 54 554 70 51 517
Stage 1 ------301358-208269-
Stage 2 ------420268-567342-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 694 - - 750 - - 68 47 554 60 45 517
Mov Cap-2 Maneuver ------225184-181170-
Stage 1 ------295351-204240-
Stage 2 ------373239-527335-
Approach EB WB NB SB
HCM Control Delay, s 0.2 0.8 19 22
HCM LOS C C
Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBRSBLn1
Capacity (veh/h)225 554 694 - - 750 - - 216
HCM Lane V/C Ratio 0.172 0.051 0.02 - - 0.109 - - 0.021
HCM Control Delay (s) 24.3 11.8 10.3 - - 10.4 - - 22
HCM Lane LOS C B B - - B - - C
HCM 95th %tile Q(veh) 0.6 0.2 0.1 - - 0.4 - - 0.1
5.2-8
Timings Fontana Gateway (JN 14102)
6: Mulberry Av & Slover Av 10/05/2021
Opening Year Cumulative (2023) With Project - AM Peak Hour Synchro 11 Report
Urban Crossroads, Inc.Page 7
Lane Group EBT WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 674 228 761 195 206
Future Volume (vph) 674 228 761 195 206
Turn Type NA Prot NA Prot Perm
Protected Phases 4382
Permitted Phases 2
Detector Phase 43822
Switch Phase
Minimum Initial (s) 7.0 5.0 7.0 7.0 7.0
Minimum Split (s)30.3 10.0 13.3 12.6 12.6
Total Split (s)31.0 14.0 45.0 15.0 15.0
Total Split (%)51.7% 23.3% 75.0% 25.0% 25.0%
Yellow Time (s)4.3 3.0 4.3 3.6 3.6
All-Red Time (s)2.0 2.0 2.0 2.0 2.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s)6.3 5.0 6.3 5.6 5.6
Lead/Lag Lag Lead
Lead-Lag Optimize? Yes Yes
Recall Mode None None None None None
Intersection Summary
Cycle Length: 60
Actuated Cycle Length: 55.5
Natural Cycle: 60
Control Type: Actuated-Uncoordinated
Splits and Phases: 6: Mulberry Av & Slover Av
5.2-9
HCM 6th Signalized Intersection Summary Fontana Gateway (JN 14102)
6: Mulberry Av & Slover Av 10/05/2021
Opening Year Cumulative (2023) With Project - AM Peak Hour Synchro 11 Report
Urban Crossroads, Inc.Page 8
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 674 89 228 761 195 206
Future Volume (veh/h) 674 89 228 761 195 206
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900
Adj Flow Rate, veh/h 766 86 259 865 222 150
Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88
Percent Heavy Veh, %000000
Cap, veh/h 1085 122 313 2177 295 262
Arrive On Green 0.33 0.33 0.17 0.60 0.16 0.16
Sat Flow, veh/h 3367 367 1810 3705 1810 1610
Grp Volume(v), veh/h 423 429 259 865 222 150
Grp Sat Flow(s),veh/h/ln 1805 1834 1810 1805 1810 1610
Q Serve(g_s), s 10.4 10.4 7.0 6.4 6.0 4.4
Cycle Q Clear(g_c), s 10.4 10.4 7.0 6.4 6.0 4.4
Prop In Lane 0.20 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 599 608 313 2177 295 262
V/C Ratio(X) 0.71 0.71 0.83 0.40 0.75 0.57
Avail Cap(c_a), veh/h 877 891 320 2748 335 298
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 14.8 14.8 20.3 5.3 20.3 19.6
Incr Delay (d2), s/veh 1.9 1.8 15.6 0.1 10.8 4.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 3.4 3.5 3.7 1.1 3.2 1.6
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 16.7 16.7 35.9 5.4 31.1 23.8
LnGrp LOS B B D A C C
Approach Vol, veh/h 852 1124 372
Approach Delay, s/veh 16.7 12.4 28.2
Approach LOS B B C
Timer - Assigned Phs 2 3 4 8
Phs Duration (G+Y+Rc), s 13.9 13.8 23.2 37.0
Change Period (Y+Rc), s 5.6 5.0 6.3 6.3
Max Green Setting (Gmax), s 9.4 9.0 24.7 38.7
Max Q Clear Time (g_c+I1), s 8.0 9.0 12.4 8.4
Green Ext Time (p_c), s 0.4 0.0 4.5 7.2
Intersection Summary
HCM 6th Ctrl Delay 16.5
HCM 6th LOS B
5.2-10
Timings Fontana Gateway (JN 14102)
1: Commerce Wy/Driveway & Slover Av 10/05/2021
Opening Year Cumulative (2023) With Project - PM Peak Hour Synchro 11 Report
Urban Crossroads, Inc.Page 1
Lane Group EBT WBL WBT NBL NBT Ø4 Ø5
Lane Configurations
Traffic Volume (vph) 911 8 1108 48 0
Future Volume (vph) 911 8 1108 48 0
Turn Type NA Prot NA Perm NA
Protected Phases 2 1 6 8 4 5
Permitted Phases 8
Detector Phase 21688
Switch Phase
Minimum Initial (s) 48.0 5.0 15.0 5.0 5.0 7.0 5.0
Minimum Split (s)54.3 10.0 22.3 26.0 26.0 26.6 10.0
Total Split (s)57.4 10.0 57.4 26.0 26.0 26.6 10.0
Total Split (%)47.8% 8.3% 47.8% 21.7% 21.7% 22% 8%
Yellow Time (s)4.3 3.0 4.3 3.0 3.0 3.6 3.0
All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s)6.3 5.0 6.3 5.0 5.0
Lead/Lag Lag Lead Lag Lead
Lead-Lag Optimize? Yes Yes Yes Yes
Recall Mode None None None None None None None
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 75.9
Natural Cycle: 120
Control Type: Actuated-Uncoordinated
Splits and Phases: 1: Commerce Wy/Driveway & Slover Av
5.2-11
HCM 6th Signalized Intersection Summary Fontana Gateway (JN 14102)
1: Commerce Wy/Driveway & Slover Av 10/05/2021
Opening Year Cumulative (2023) With Project - PM Peak Hour Synchro 11 Report
Urban Crossroads, Inc.Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 0 911 18 8 1108 0 48 0 37 0 0 0
Future Volume (veh/h) 0 911 18 8 1108 0 48 0 37 0 0 0
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Adj Flow Rate, veh/h 0 1012 20 9 1231 0 53 0 19 0 0 0
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Percent Heavy Veh, %000000000000
Cap, veh/h 3 2502 49 21 2796 0 201 0 87 0 103 0
Arrive On Green 0.00 0.69 0.69 0.01 0.77 0.00 0.05 0.00 0.05 0.00 0.00 0.00
Sat Flow, veh/h 1810 3621 72 1810 3705 0 1810 0 1610 0 1900 0
Grp Volume(v), veh/h 0 505 527 9 1231 0 53 0 19 0 0 0
Grp Sat Flow(s),veh/h/ln 1810 1805 1887 1810 1805 0 1810 0 1610 0 1900 0
Q Serve(g_s), s 0.0 8.3 8.3 0.3 8.1 0.0 2.0 0.0 0.8 0.0 0.0 0.0
Cycle Q Clear(g_c), s 0.0 8.3 8.3 0.3 8.1 0.0 2.0 0.0 0.8 0.0 0.0 0.0
Prop In Lane 1.00 0.04 1.00 0.00 1.00 1.00 0.00 0.00
Lane Grp Cap(c), veh/h 3 1248 1304 21 2796 0 201 0 87 0 103 0
V/C Ratio(X) 0.00 0.40 0.40 0.43 0.44 0.00 0.26 0.00 0.22 0.00 0.00 0.00
Avail Cap(c_a), veh/h 130 1328 1389 130 2796 0 651 0 487 0 575 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)0.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00
Uniform Delay (d), s/veh 0.0 4.6 4.6 34.1 2.7 0.0 32.0 0.0 31.4 0.0 0.0 0.0
Incr Delay (d2), s/veh 0.0 0.2 0.2 5.2 0.1 0.0 1.5 0.0 2.7 0.0 0.0 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.0 1.7 1.8 0.2 0.6 0.0 0.9 0.0 0.4 0.0 0.0 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 4.8 4.8 39.3 2.8 0.0 33.5 0.0 34.1 0.0 0.0 0.0
LnGrp LOS A A A D A A C A C A A A
Approach Vol, veh/h 1032 1240 72 0
Approach Delay, s/veh 4.8 3.1 33.6 0.0
Approach LOS A A C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 5.8 54.3 9.4 0.0 60.1 9.4
Change Period (Y+Rc), s 5.0 6.3 5.6 5.0 6.3 * 5.6
Max Green Setting (Gmax), s 5.0 51.1 21.0 5.0 51.1 * 21
Max Q Clear Time (g_c+I1), s 2.3 10.3 0.0 0.0 10.1 4.0
Green Ext Time (p_c), s 0.0 7.2 0.0 0.0 10.3 0.3
Intersection Summary
HCM 6th Ctrl Delay 4.8
HCM 6th LOS A
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
5.2-12
HCM 6th TWSC Fontana Gateway (JN 14102)
2: Slover Av & Drw 1 10/05/2021
Opening Year Cumulative (2023) With Project - PM Peak Hour Synchro 11 Report
Urban Crossroads, Inc.Page 3
Intersection
Int Delay, s/veh 0.1
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 950 1112 2 0 8
Future Vol, veh/h 0 950 1112 2 0 8
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length -----0
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 0 00000
Mvmt Flow 0 1033 1209 2 0 9
Major/Minor Major1 Major2 Minor2
Conflicting Flow All - 0 - 0 - 606
Stage 1 ------
Stage 2 ------
Critical Hdwy -----6.9
Critical Hdwy Stg 1 ------
Critical Hdwy Stg 2 ------
Follow-up Hdwy -----3.3
Pot Cap-1 Maneuver 0 - - - 0 445
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, %- - -
Mov Cap-1 Maneuver -----445
Mov Cap-2 Maneuver ------
Stage 1 ------
Stage 2 ------
Approach EB WB SB
HCM Control Delay, s 0 0 13.3
HCM LOS B
Minor Lane/Major Mvmt EBT WBT WBRSBLn1
Capacity (veh/h)- - - 445
HCM Lane V/C Ratio - - - 0.02
HCM Control Delay (s) - - - 13.3
HCM Lane LOS - - - B
HCM 95th %tile Q(veh) - - - 0.1
5.2-13
HCM 6th TWSC Fontana Gateway (JN 14102)
3: Slover Av & Drw 2 10/05/2021
Opening Year Cumulative (2023) With Project - PM Peak Hour Synchro 11 Report
Urban Crossroads, Inc.Page 4
Intersection
Int Delay, s/veh 0.1
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 5 945 1098 1 0 16
Future Vol, veh/h 5 945 1098 1 0 16
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 100 ----0
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 0 00000
Mvmt Flow 5 1027 1193 1 0 17
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 1194 0 - 0 - 597
Stage 1 ------
Stage 2 ------
Critical Hdwy 4.1 ----6.9
Critical Hdwy Stg 1 ------
Critical Hdwy Stg 2 ------
Follow-up Hdwy 2.2 ----3.3
Pot Cap-1 Maneuver 592 - - - 0 451
Stage 1 - - - - 0 -
Stage 2 - - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 592 ----451
Mov Cap-2 Maneuver ------
Stage 1 ------
Stage 2 ------
Approach EB WB SB
HCM Control Delay, s 0.1 0 13.3
HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1
Capacity (veh/h)592 - - - 451
HCM Lane V/C Ratio 0.009 - - - 0.039
HCM Control Delay (s) 11.1 - - - 13.3
HCM Lane LOS B - - - B
HCM 95th %tile Q(veh) 0 - - - 0.1
5.2-14
HCM 6th TWSC Fontana Gateway (JN 14102)
4: Slover Av & Drw 3 10/05/2021
Opening Year Cumulative (2023) With Project - PM Peak Hour Synchro 11 Report
Urban Crossroads, Inc.Page 5
Intersection
Int Delay, s/veh 0.2
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 945 1093 6 17 7
Future Vol, veh/h 0 945 1093 6 17 7
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 2 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 0 00000
Mvmt Flow 0 1027 1188 7 18 8
Major/Minor Major1 Major2 Minor2
Conflicting Flow All - 0 - 0 1706 598
Stage 1 - - - - 1192 -
Stage 2 - - - - 514 -
Critical Hdwy - - - - 6.8 6.9
Critical Hdwy Stg 1 - - - - 5.8 -
Critical Hdwy Stg 2 - - - - 5.8 -
Follow-up Hdwy - - - - 3.5 3.3
Pot Cap-1 Maneuver 0 - - - 84 450
Stage 1 0 - - - 255 -
Stage 2 0 - - - 571 -
Platoon blocked, %- - -
Mov Cap-1 Maneuver - - - - 84 450
Mov Cap-2 Maneuver - - - - 228 -
Stage 1 - - - - 255 -
Stage 2 - - - - 571 -
Approach EB WB SB
HCM Control Delay, s 0 0 20
HCM LOS C
Minor Lane/Major Mvmt EBT WBT WBRSBLn1
Capacity (veh/h)- - - 266
HCM Lane V/C Ratio - - - 0.098
HCM Control Delay (s) - - - 20
HCM Lane LOS - - - C
HCM 95th %tile Q(veh) - - - 0.3
5.2-15
HCM 6th TWSC Fontana Gateway (JN 14102)
5: Business/Drw 4 & Slover Av 10/05/2021
Opening Year Cumulative (2023) With Project - PM Peak Hour Synchro 11 Report
Urban Crossroads, Inc.Page 6
Intersection
Int Delay, s/veh 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 5 921 36 26 1024 3 72 0 85 11 0 2
Future Vol, veh/h 5 921 36 26 1024 3 72 0 85 11 0 2
Conflicting Peds, #/hr 0 00001000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized - - None - - None - - None - - None
Storage Length 100 - - 150 - - 0 - 0 - - -
Veh in Median Storage, # - 0 - - 0 - - 2 - - 2 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90
Heavy Vehicles, % 0 00000000000
Mvmt Flow 6 1023 40 29 1138 3 80 0 94 12 0 2
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 1142 0 0 1063 0 0 1682 - 532 1723 2274 572
Stage 1 ------1055 - - 1199 1199 -
Stage 2 ------627--5241075 -
Critical Hdwy 4.1 - - 4.1 - - 7.5 - 6.9 7.5 6.5 6.9
Critical Hdwy Stg 1 ------6.5--6.55.5-
Critical Hdwy Stg 2 ------6.5--6.55.5-
Follow-up Hdwy 2.2 - - 2.2 - - 3.5 - 3.3 3.5 4 3.3
Pot Cap-1 Maneuver 619 - - 663 - - ~ 63 0 497 59 41 468
Stage 1 ------2450-200261-
Stage 2 ------4430-510298-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 618 - - 663 - - ~ 60 - 497 46 39 468
Mov Cap-2 Maneuver ------205--170175-
Stage 1 ------243--198249-
Stage 2 ------422--409295-
Approach EB WB NB SB
HCM Control Delay, s 0.1 0.3 22.8 25.7
HCM LOS C D
Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBRSBLn1
Capacity (veh/h)205 497 618 - - 663 - - 188
HCM Lane V/C Ratio 0.39 0.19 0.009 - - 0.044 - - 0.077
HCM Control Delay (s) 33.4 13.9 10.9 - - 10.7 - - 25.7
HCM Lane LOS D B B - - B - - D
HCM 95th %tile Q(veh) 1.7 0.7 0 - - 0.1 - - 0.2
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
5.2-16
Timings Fontana Gateway (JN 14102)
6: Mulberry Av & Slover Av 10/05/2021
Opening Year Cumulative (2023) With Project - PM Peak Hour Synchro 11 Report
Urban Crossroads, Inc.Page 7
Lane Group EBT WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 887 172 863 189 271
Future Volume (vph) 887 172 863 189 271
Turn Type NA Prot NA Prot Perm
Protected Phases 4382
Permitted Phases 2
Detector Phase 43822
Switch Phase
Minimum Initial (s) 7.0 5.0 7.0 7.0 7.0
Minimum Split (s)12.6 10.0 13.3 12.6 12.6
Total Split (s)32.0 13.0 45.0 15.0 15.0
Total Split (%)53.3% 21.7% 75.0% 25.0% 25.0%
Yellow Time (s)3.6 3.0 4.3 3.6 3.6
All-Red Time (s)2.0 2.0 2.0 2.0 2.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s)5.6 5.0 6.3 5.6 5.6
Lead/Lag Lag Lead
Lead-Lag Optimize? Yes Yes
Recall Mode None None Min None None
Intersection Summary
Cycle Length: 60
Actuated Cycle Length: 58.5
Natural Cycle: 60
Control Type: Actuated-Uncoordinated
Splits and Phases: 6: Mulberry Av & Slover Av
5.2-17
HCM 6th Signalized Intersection Summary Fontana Gateway (JN 14102)
6: Mulberry Av & Slover Av 10/05/2021
Opening Year Cumulative (2023) With Project - PM Peak Hour Synchro 11 Report
Urban Crossroads, Inc.Page 8
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 887 126 172 863 189 271
Future Volume (veh/h) 887 126 172 863 189 271
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900
Adj Flow Rate, veh/h 934 121 181 908 199 207
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Percent Heavy Veh, %000000
Cap, veh/h 1309 170 227 2249 294 261
Arrive On Green 0.41 0.41 0.13 0.62 0.16 0.16
Sat Flow, veh/h 3309 416 1810 3705 1810 1610
Grp Volume(v), veh/h 525 530 181 908 199 207
Grp Sat Flow(s),veh/h/ln 1805 1825 1810 1805 1810 1610
Q Serve(g_s), s 13.5 13.5 5.4 7.0 5.7 6.8
Cycle Q Clear(g_c), s 13.5 13.5 5.4 7.0 5.7 6.8
Prop In Lane 0.23 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 735 743 227 2249 294 261
V/C Ratio(X) 0.71 0.71 0.80 0.40 0.68 0.79
Avail Cap(c_a), veh/h 860 870 261 2522 307 273
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 13.7 13.7 23.5 5.3 21.8 22.3
Incr Delay (d2), s/veh 3.5 3.4 13.2 0.1 7.6 16.5
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 4.7 4.7 2.8 1.3 2.9 3.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 17.2 17.1 36.7 5.4 29.4 38.8
LnGrp LOS B B D A C D
Approach Vol, veh/h 1055 1089 406
Approach Delay, s/veh 17.2 10.6 34.2
Approach LOS B B C
Timer - Assigned Phs 2 3 4 8
Phs Duration (G+Y+Rc), s 14.6 12.0 28.9 40.8
Change Period (Y+Rc), s 5.6 5.0 * 6.3 6.3
Max Green Setting (Gmax), s 9.4 8.0 * 26 38.7
Max Q Clear Time (g_c+I1), s 8.8 7.4 15.5 9.0
Green Ext Time (p_c), s 0.2 0.0 7.1 7.7
Intersection Summary
HCM 6th Ctrl Delay 17.1
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.
5.2-18
Fontana Corporate Center Traffic Study
14102‐02 TS Report.docx
APPENDIX 5.3:
OPENING YEAR CUMULATIVE (2023) WITH PROJECT CONDITIONS TRAFFIC SIGNAL
WARRANT ANALYSIS WORKSHEETS
Fontana Corporate Center Traffic Study
14102‐02 TS Report.docx
This Page Intentionally Left Blank
California MUTCD 2014 (FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-103 (CA). Traffic Signal Warrants Worksheet
(Average Traffic Estimate Form)
____________TRAFFIC CONDITIONS
DIST CO RTE PM CALC DATE
Jurisdiction:City of Fontana CHK DATE
Major Street:Slover Ave Critical Approach Speed (Major) 50 mph
Minor Street:Driveway 2 Critical Approach Speed (Minor) 25 mph
Major Street Approach Lanes =2 lane Minor Street Approach Lanes 1 lane
Major Street Future ADT =18,572 vpd Minor Street Future ADT =85 vpd
Speed limit or critical speed on major street traffic > 64 km/h (40 mph); ….…...√
or
In built up area of isolated community of < 10,000 population …………….….….
Number of lanes for moving traffic on each approach
Urban Rural Urban Rural
1 18,000 5,600 2,400 1,680
2 +18,572 1 85 9,600 6,720 *2,400 1,680
2 + 2 +9,600 6,720 3,200 2,240
1 2 +8,000 5,600 3,200 2,240
Satisfied Not Satisfied
XX
Number of lanes for moving traffic on each approach
Urban Rural Urban Rural
1 112,000 8,400 1,200 850
2 +18,572 1 85 14,400 10,080 *1,200 850
2 + 2 +14,400 10,080 1,600 1,120
1 2 +12,000 8,400 1,600 1,120
No one condition satisfied, but following conditions
fulfilled 80% of more ….. A B
5% 10%
Note: To be used only for NEW INTERSECTIONS or other locations where it is not reasonable
to count actual traffic volumes.
The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal.
Combination of CONDITIONS A + B
2 CONDITIONS
80%
2 CONDITIONS
80%
Satisfied Not Satisfied
XX
on Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
Major Street Minor Street
Major Street Minor Street
CONDITION B - Interruption of Continuous Traffic Vehicles Per Day
Vehicles Per Day on Higher-Volume
XX Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
CONDITION A - Minimum Vehicular Volume Vehicles Per Day
Satisfied Not Satisfied Vehicles Per Day on on Higher-Volume
RURAL (R)
(Based on Estimated Average Daily Traffic - See Note)
URBAN RURAL Minimum Requirements
XX EADT
2023 WP
MT 10/05/21
MT 10/05/21
5.3-1
California MUTCD 2014 (FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-103 (CA). Traffic Signal Warrants Worksheet
(Average Traffic Estimate Form)
____________TRAFFIC CONDITIONS
DIST CO RTE PM CALC DATE
Jurisdiction:City of Fontana CHK DATE
Major Street:Slover Ave Critical Approach Speed (Major) 50 mph
Minor Street:Driveway 3 Critical Approach Speed (Minor) 25 mph
Major Street Approach Lanes =2 lane Minor Street Approach Lanes 1 lane
Major Street Future ADT =18,570 vpd Minor Street Future ADT =96 vpd
Speed limit or critical speed on major street traffic > 64 km/h (40 mph); ….…...√
or
In built up area of isolated community of < 10,000 population …………….….….
Number of lanes for moving traffic on each approach
Urban Rural Urban Rural
1 18,000 5,600 2,400 1,680
2 +18,570 1 96 9,600 6,720 *2,400 1,680
2 + 2 +9,600 6,720 3,200 2,240
1 2 +8,000 5,600 3,200 2,240
Satisfied Not Satisfied
XX
Number of lanes for moving traffic on each approach
Urban Rural Urban Rural
1 112,000 8,400 1,200 850
2 +18,570 1 96 14,400 10,080 *1,200 850
2 + 2 +14,400 10,080 1,600 1,120
1 2 +12,000 8,400 1,600 1,120
No one condition satisfied, but following conditions
fulfilled 80% of more ….. A B
6% 11%
Note: To be used only for NEW INTERSECTIONS or other locations where it is not reasonable
to count actual traffic volumes.
The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal.
Combination of CONDITIONS A + B
2 CONDITIONS
80%
2 CONDITIONS
80%
Satisfied Not Satisfied
XX
on Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
Major Street Minor Street
Major Street Minor Street
CONDITION B - Interruption of Continuous Traffic Vehicles Per Day
Vehicles Per Day on Higher-Volume
XX Major Street Minor Street Approach
(Total of Both Approaches) (One Direction Only)
CONDITION A - Minimum Vehicular Volume Vehicles Per Day
Satisfied Not Satisfied Vehicles Per Day on on Higher-Volume
RURAL (R)
(Based on Estimated Average Daily Traffic - See Note)
URBAN RURAL Minimum Requirements
XX EADT
2023 WP
MT 10/05/21
MT 10/05/21
5.3-2
Fontana Corporate Center Traffic Study
14102‐02 TS Report.docx
APPENDIX 5.4:
OPENING YEAR CUMULATIVE (2023) WITH PROJECT CONDITIONS INTERSECTION
OPERATIONS ANALYSIS WORKSHEETS WITH IMPROVEMENTS
Fontana Corporate Center Traffic Study
14102‐02 TS Report.docx
This Page Intentionally Left Blank
Timings Fontana Gateway (JN 14102)
5: Business/Drw 4 & Slover Av 10/07/2021
Opening Year Cumulative (2023) With Project - AM Peak Hour With Improvement Synchro 11 Report
Urban Crossroads, Inc.Page 1
Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph)12 736 72 882 34 0 25 3 0
Future Volume (vph)12 736 72 882 34 0 25 3 0
Turn Type Perm NA Perm NA Perm NA Perm Perm NA
Protected Phases 2 6 8 4
Permitted Phases 26884
Detector Phase 226688844
Switch Phase
Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0
Minimum Split (s)20.8 20.8 20.8 20.8 20.3 20.3 20.3 20.3 20.3
Total Split (s)39.0 39.0 39.0 39.0 21.0 21.0 21.0 21.0 21.0
Total Split (%)65.0% 65.0% 65.0% 65.0% 35.0% 35.0% 35.0% 35.0% 35.0%
Yellow Time (s)4.8 4.8 4.8 4.8 3.6 3.6 3.6 3.6 3.6
All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s)6.8 6.8 6.8 6.8 5.6 5.6 5.6
Lead/Lag
Lead-Lag Optimize?
Recall Mode Min Min Min Min None None None None None
Intersection Summary
Cycle Length: 60
Actuated Cycle Length: 43.3
Natural Cycle: 45
Control Type: Actuated-Uncoordinated
Splits and Phases: 5: Business/Drw 4 & Slover Av
5.4-1
HCM 6th Signalized Intersection Summary Fontana Gateway (JN 14102)
5: Business/Drw 4 & Slover Av 10/07/2021
Opening Year Cumulative (2023) With Project - AM Peak Hour With Improvement Synchro 11 Report
Urban Crossroads, Inc.Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 12 736 74 72 882 8 34 0 25 3 0 1
Future Volume (veh/h) 12 736 74 72 882 8 34 0 25 3 0 1
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Adj Flow Rate, veh/h 14 836 84 82 1002 9 39 0 28 3 0 1
Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88
Percent Heavy Veh, %000000000000
Cap, veh/h 413 1731 174 441 1916 17 372 0 163 280 25 38
Arrive On Green 0.52 0.52 0.52 0.52 0.52 0.52 0.10 0.00 0.10 0.10 0.00 0.10
Sat Flow, veh/h 566 3312 333 617 3666 33 1511 0 1610 876 245 374
Grp Volume(v), veh/h 14 456 464 82 493 518 39 0 28 4 0 0
Grp Sat Flow(s),veh/h/ln 566 1805 1840 617 1805 1894 1511 0 1610 1494 0 0
Q Serve(g_s), s 0.5 5.3 5.3 3.2 5.9 5.9 0.0 0.0 0.5 0.0 0.0 0.0
Cycle Q Clear(g_c), s 6.5 5.3 5.3 8.5 5.9 5.9 0.7 0.0 0.5 0.7 0.0 0.0
Prop In Lane 1.00 0.18 1.00 0.02 1.00 1.00 0.75 0.25
Lane Grp Cap(c), veh/h 413 943 962 441 943 990 372 0 163 343 0 0
V/C Ratio(X) 0.03 0.48 0.48 0.19 0.52 0.52 0.10 0.00 0.17 0.01 0.00 0.00
Avail Cap(c_a), veh/h 670 1762 1796 721 1762 1849 897 0 752 873 0 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00
Uniform Delay (d), s/veh 7.3 5.0 5.0 7.8 5.2 5.2 13.6 0.0 13.5 13.3 0.0 0.0
Incr Delay (d2), s/veh 0.0 0.4 0.4 0.2 0.5 0.4 0.1 0.0 0.5 0.0 0.0 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.0 0.5 0.5 0.2 0.5 0.5 0.2 0.0 0.2 0.0 0.0 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 7.3 5.4 5.4 8.0 5.6 5.6 13.7 0.0 14.0 13.4 0.0 0.0
LnGrp LOS AAAAAABABBAA
Approach Vol, veh/h 934 1093 67 4
Approach Delay, s/veh 5.4 5.8 13.9 13.4
Approach LOS AABB
Timer - Assigned Phs 2468
Phs Duration (G+Y+Rc), s 24.0 8.9 24.0 8.9
Change Period (Y+Rc), s 6.8 5.6 6.8 5.6
Max Green Setting (Gmax), s 32.2 15.4 32.2 15.4
Max Q Clear Time (g_c+I1), s 8.5 2.7 10.5 2.7
Green Ext Time (p_c), s 5.5 0.0 6.7 0.2
Intersection Summary
HCM 6th Ctrl Delay 5.9
HCM 6th LOS A
5.4-2
Timings Fontana Gateway (JN 14102)
5: Business/Drw 4 & Slover Av 10/07/2021
Opening Year Cumulative (2023) With Project - PM Peak Hour With Improvement Synchro 11 Report
Urban Crossroads, Inc.Page 1
Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph)5 921 26 1024 72 0 85 11 0
Future Volume (vph)5 921 26 1024 72 0 85 11 0
Turn Type Perm NA Perm NA Perm NA Perm Perm NA
Protected Phases 2 6 8 4
Permitted Phases 26884
Detector Phase 226688844
Switch Phase
Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0
Minimum Split (s)20.8 20.8 20.8 20.8 20.3 20.3 20.3 20.3 20.3
Total Split (s)39.0 39.0 39.0 39.0 21.0 21.0 21.0 21.0 21.0
Total Split (%)65.0% 65.0% 65.0% 65.0% 35.0% 35.0% 35.0% 35.0% 35.0%
Yellow Time (s)4.8 4.8 4.8 4.8 3.6 3.6 3.6 3.6 3.6
All-Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s)6.8 6.8 6.8 6.8 5.6 5.6 5.6
Lead/Lag
Lead-Lag Optimize?
Recall Mode Min Min Min Min None None None None None
Intersection Summary
Cycle Length: 60
Actuated Cycle Length: 44.8
Natural Cycle: 50
Control Type: Actuated-Uncoordinated
Splits and Phases: 5: Business/Drw 4 & Slover Av
5.4-3
HCM 6th Signalized Intersection Summary Fontana Gateway (JN 14102)
5: Business/Drw 4 & Slover Av 10/07/2021
Opening Year Cumulative (2023) With Project - PM Peak Hour With Improvement Synchro 11 Report
Urban Crossroads, Inc.Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 5 921 36 26 1024 3 72 0 85 11 0 2
Future Volume (veh/h) 5 921 36 26 1024 3 72 0 85 11 0 2
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Adj Flow Rate, veh/h 6 1023 40 29 1138 3 80 0 94 12 0 2
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Percent Heavy Veh, %000000000000
Cap, veh/h 334 1757 69 355 1832 5 447 0 263 329 14 27
Arrive On Green 0.50 0.50 0.50 0.50 0.50 0.50 0.16 0.00 0.16 0.16 0.00 0.16
Sat Flow, veh/h 501 3542 138 539 3693 10 1526 0 1610 888 89 163
Grp Volume(v), veh/h 6 521 542 29 556 585 80 0 94 14 0 0
Grp Sat Flow(s),veh/h/ln 501 1805 1875 539 1805 1898 1526 0 1610 1139 0 0
Q Serve(g_s), s 0.3 7.5 7.5 1.5 8.2 8.2 0.0 0.0 1.9 0.0 0.0 0.0
Cycle Q Clear(g_c), s 8.5 7.5 7.5 8.9 8.2 8.2 1.4 0.0 1.9 1.4 0.0 0.0
Prop In Lane 1.00 0.07 1.00 0.01 1.00 1.00 0.86 0.14
Lane Grp Cap(c), veh/h 334 895 930 355 895 942 447 0 263 370 0 0
V/C Ratio(X) 0.02 0.58 0.58 0.08 0.62 0.62 0.18 0.00 0.36 0.04 0.00 0.00
Avail Cap(c_a), veh/h 528 1595 1657 564 1595 1678 820 0 681 722 0 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00
Uniform Delay (d), s/veh 9.8 6.5 6.5 9.7 6.7 6.7 13.3 0.0 13.5 12.9 0.0 0.0
Incr Delay (d2), s/veh 0.0 0.6 0.6 0.1 0.7 0.7 0.2 0.0 0.8 0.0 0.0 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.0 1.1 1.1 0.1 1.2 1.3 0.5 0.0 0.6 0.1 0.0 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 9.8 7.1 7.1 9.8 7.4 7.4 13.5 0.0 14.4 12.9 0.0 0.0
LnGrp LOS AAAAAABABBAA
Approach Vol, veh/h 1069 1170 174 14
Approach Delay, s/veh 7.1 7.4 14.0 12.9
Approach LOS AABB
Timer - Assigned Phs 2468
Phs Duration (G+Y+Rc), s 24.9 11.6 24.9 11.6
Change Period (Y+Rc), s 6.8 5.6 6.8 5.6
Max Green Setting (Gmax), s 32.2 15.4 32.2 15.4
Max Q Clear Time (g_c+I1), s 10.5 3.4 10.9 3.9
Green Ext Time (p_c), s 6.3 0.0 7.1 0.5
Intersection Summary
HCM 6th Ctrl Delay 7.8
HCM 6th LOS A
5.4-4
Fontana Corporate Center Traffic Study
14102‐02 TS Report.docx
APPENDIX 5.5:
OPENING YEAR CUMULATIVE (2023) WITH PROJECT CONDITIONS QUEUING
ANALYSIS
Fontana Corporate Center Traffic Study
14102‐02 TS Report.docx
This Page Intentionally Left Blank
Queuing and Blocking Report AM Fontana Gateway (JN 14102)
SimTraffic Report 10/07/2021
Opening Year Cumulative (2023) With Project - AM Peak Hour With Improvement
Urban Crossroads, Inc.Page 1
Intersection: 1: Commerce Wy/Driveway & Slover Av
Movement EB EB WB WB WB NB NB
Directions Served T TR L T TR L TR
Maximum Queue (ft) 255 225 87 164 160 73 31
Average Queue (ft) 112 89 29 87 96 28 11
95th Queue (ft)206 183 69 160 168 57 35
Link Distance (ft)460 460 139 139 593
Upstream Blk Time (%)0 2 3
Queuing Penalty (veh)0 8 12
Storage Bay Dist (ft)150 100
Storage Blk Time (%)3 0 2 0
Queuing Penalty (veh) 0 0 1 0
Intersection: 2: Slover Av & Drw 1
Movement WB WB SB
Directions Served T TR R
Maximum Queue (ft)78 104 25
Average Queue (ft)8 12 2
95th Queue (ft)50 64 15
Link Distance (ft)304 304 200
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: Slover Av & Drw 2
Movement EB SB
Directions Served L R
Maximum Queue (ft)39 31
Average Queue (ft)5 4
95th Queue (ft)26 20
Link Distance (ft)188
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 100
Storage Blk Time (%)
Queuing Penalty (veh)
5.5-1
Queuing and Blocking Report AM Fontana Gateway (JN 14102)
SimTraffic Report 10/07/2021
Opening Year Cumulative (2023) With Project - AM Peak Hour With Improvement
Urban Crossroads, Inc.Page 2
Intersection: 4: Slover Av & Drw 3
Movement WB SB
Directions Served T LR
Maximum Queue (ft)8 35
Average Queue (ft) 0 8
95th Queue (ft)6 30
Link Distance (ft) 176 173
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 5: Business/Drw 4 & Slover Av
Movement EB EB EB WB WB WB NB NB SB
Directions Served L T TR L T TR LT R LTR
Maximum Queue (ft)42 121 133 68 137 133 53 44 33
Average Queue (ft)7 43 46 23 41 39 20 18 3
95th Queue (ft)29 101 110 52 99 101 46 45 17
Link Distance (ft)176 176 827 827 192 192 164
Upstream Blk Time (%)0 0
Queuing Penalty (veh)0 0
Storage Bay Dist (ft)50 50
Storage Blk Time (%)0 5 2 3
Queuing Penalty (veh) 0 1 10 2
Zone Summary
Zone wide Queuing Penalty: 34
5.5-2
Queuing and Blocking Report PM Fontana Gateway (JN 14102)
SimTraffic Report 10/07/2021
Opening Year Cumulative (2023) With Project - PM Peak Hour With Improvement Page 1
Urban Crossroads, Inc.
Intersection: 1: Commerce Wy/Driveway & Slover Av
Movement EB EB WB WB WB NB NB
Directions Served T TR L T TR L TR
Maximum Queue (ft) 355 297 35 157 172 81 53
Average Queue (ft) 117 87 6 106 115 35 23
95th Queue (ft)251 210 25 190 196 65 49
Link Distance (ft)460 460 139 139 593
Upstream Blk Time (%) 0 10 12
Queuing Penalty (veh) 0 56 65
Storage Bay Dist (ft)150 100
Storage Blk Time (%)5 10 0
Queuing Penalty (veh) 0 1 0
Intersection: 2: Slover Av & Drw 1
Movement WB WB SB
Directions Served T TR R
Maximum Queue (ft) 238 239 31
Average Queue (ft) 56 61 6
95th Queue (ft)181 189 26
Link Distance (ft)304 304 200
Upstream Blk Time (%) 0 0
Queuing Penalty (veh) 1 1
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: Slover Av & Drw 2
Movement EB WB WB SB
Directions Served L T TR R
Maximum Queue (ft)30 6 10 35
Average Queue (ft)3 0 0 13
95th Queue (ft)17 4 7 38
Link Distance (ft)208 208 188
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 100
Storage Blk Time (%)
Queuing Penalty (veh)
5.5-3
Queuing and Blocking Report PM Fontana Gateway (JN 14102)
SimTraffic Report 10/07/2021
Opening Year Cumulative (2023) With Project - PM Peak Hour With Improvement Page 2
Urban Crossroads, Inc.
Intersection: 4: Slover Av & Drw 3
Movement EB EB SB
Directions Served T T LR
Maximum Queue (ft)26 46 69
Average Queue (ft)2 2 23
95th Queue (ft)19 26 54
Link Distance (ft)208 208 173
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 5: Business/Drw 4 & Slover Av
Movement EB EB EB WB WB WB NB NB SB
Directions Served L T TR L T TR LT R LTR
Maximum Queue (ft)30 147 158 43 128 112 83 58 30
Average Queue (ft)4 73 73 12 52 53 37 34 9
95th Queue (ft)20 133 139 36 102 99 69 59 31
Link Distance (ft)176 176 827 827 192 192 164
Upstream Blk Time (%)0 0
Queuing Penalty (veh)0 0
Storage Bay Dist (ft) 100 150
Storage Blk Time (%)2 0
Queuing Penalty (veh)0 0
Zone Summary
Zone wide Queuing Penalty: 123
5.5-4
Fontana Corporate Center Traffic Study
14102‐02 TS Report.docx
APPENDIX 7.1:
SBCTA VMT SCREENING EVALUATION
Fontana Corporate Center Traffic Study
14102‐02 TS Report.docx
This Page Intentionally Left Blank
October 6, 2021
Mr. David Ornelas
T&B Planning
3200 El Camino Real, Suite 100
Irvine, CA 92602
SUBJECT: FONTANA CORPORATE CENTER VEHICLE MILES TRAVELED (VMT) SCREENING EVALUATION
Dear Mr. David Ornelas:
The following VMT Analysis has been prepared for the proposed Fontana Corporate Center development
(Project), which is located north of Slover Avenue and west of Business Drive in the City of Fontana.
PROJECT DESCRIPTION
It is our understanding that the Project is to amend the existing Fontana Gateway Specific Plan to develop
2 warehouses totaling 355,370 square feet. Building 1 to the east is to consist of 212,677 square feet of
warehouse use and Building 2 to the west is to consist of 142,693 square feet of warehousing use.
BACKGROUND
Changes to California Environmental Quality Act (CEQA) Guidelines were adopted in December 2018,
which require all lead agencies to adopt VMT as a replacement for automobile delay-based level of
service (LOS) as the measure for identifying transportation impacts for land use projects. This statewide
mandate went into effect July 1, 2020. To aid in this transition, the Governor’s Office of Planning and
Research (OPR) released a Technical Advisory on Evaluating Transportation Impacts in CEQA (December
of 2018) (Technical Advisory). (1) Based on OPR’s Technical Advisory specific procedures for complying
with the new CEQA requirements for VMT analysis the City of Fontana adopted Traffic Impact Analysis
Guidelines for Vehicle Miles Traveled and Level of Service Assessment (City Guidelines) (2), which
documents the City’s VMT analysis methodology and approved impact thresholds. The VMT screening
evaluation presented in this report has been developed based on the adopted City Guidelines.
PROJECT SCREENING
The City Guidelines describe specific “screening thresholds” that can be used to identify when a
proposed land use project is anticipated to result in a less than significant impact without conducting a
more detailed project level VMT analysis. Screening thresholds are described in the following four steps:
7.1-1
• Step 1: Transit Priority Area (TPA) Screening
• Step 2: Low VMT Area Screening
• Step 3: Low Project Type Screening
• Step 4: Project net daily trips less than 500 ADT
Consistent with City Guidelines a land use project needs only to satisfy one of the above screening
thresholds to result in a less than significant impact.
For the purposes of this analysis, the initial VMT screening process has been conducted with the SBCTA
VMT Screening Tool (Screening Tool), which uses screening criteria consistent with the screening
thresholds recommended in the Technical Advisory and City Guidelines.
STEP 1: TPA SCREENING
Consistent with guidance identified in the City Guidelines, projects located within a Transit Priority Area
(TPA) (i.e., within ½ mile of an existing “major transit stop”1 or an existing stop along a “high-quality
transit corridor”2) may be presumed to have a less than significant impact absent substantial evidence
to the contrary. However, the presumption may not be appropriate if a project:
• Has a Floor Area Ratio (FAR) of less than 0.75;
• Includes more parking for use by residents, customers, or employees of the project than required by the
jurisdiction (if the jurisdiction requires the project to supply parking);
• Is inconsistent with the applicable Sustainable Communities Strategy (as determined by the lead agency,
with input from the Metropolitan Planning Organization); or
• Replaces affordable residential units with a smaller number of moderate- or high-income residential units.
Based on the Screening Tool results presented in Attachment A, the Project site is not located within ½
mile of an existing major transit stop, or along a high-quality transit corridor.
TPA screening criteria is not met.
STEP 2: LOW VMT AREA SCREENING
As noted in the City Guidelines, “Residential and office projects located within a low VMT-generating
area may be presumed to have a less than significant impact absent substantial evidence to the contrary.
In addition, other employment-related and mixed-use land use projects may qualify for the use of
screening if the project can reasonably be expected to generate VMT per resident, per worker, or per
1 Pub. Resources Code, § 21064.3 (“‘Major transit stop’ means a site containing an existing rail transit station, a ferry
terminal served by either a bus or rail transit service, or the intersection of two or more major bus routes with a frequency
of service interval of 15 minutes or less during the morning and afternoon peak commute periods.”).
2 Pub. Resources Code, § 21155 (“For purposes of this section, a high-quality transit corridor means a corridor with fixed
route bus service with service intervals no longer than 15 minutes during peak commute hours.”).
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service population that is similar to the existing land uses in the low VMT area.” 3 The Screening Tool
uses the sub-regional San Bernardino County Transportation Analysis Model (SBTAM) to measure VMT
performance within San Bernardino County for individual traffic analysis zones (TAZ’s) within each city.
The Project’s physical location based on APN is input into the Screening Tool to determine the VMT
generated within the respective TAZ as compared to the jurisdictional average inclusive of a particular
threshold (i.e., 15% below baseline County of San Bernardino VMT per service population). Based on the
Screening Tool results, the Project is not located within a low VMT generating zone as compared to the
City’s adopted threshold of 15% below baseline County of San Bernardino VMT per service population.
(See Attachment A).
Low VMT Area screening criteria is not met.
STEP 3: LOW PROJECT TYPE SCREENING
The City Guidelines identify that local serving retail with buildings less than 50,000 square feet or other
local serving essential services (e.g., day care centers, public schools, medical/dental office buildings,
etc.) are presumed to have a less than significant impact absent substantial evidence to the contrary.
The proposed Project is not considered a local serving use based on the examples provided in the City
Guidelines.4
Low Project Type screening criteria is not met.
STEP 4: PROJECT NET DAILY TRIPS LESS THAN 500 ADT SCREENING
Projects that generate fewer than 500 net average daily trips (ADT) (stated in actual vehicles) are deemed
to not cause a substantial increase in the total citywide or regional VMT and are therefore presumed to
have a less than significant impact on VMT. Substantial evidence in support this daily trip threshold is
documented in the City Guidelines.5 The trip generation rates used for this analysis are based on the trip
generation statistics published in the Institute of Transportation Engineer (ITE) Trip Generation Manual
(10th Edition, 2017). (3) The existing land use has been estimated to generate 163 vehicle trip-ends per
day. Whereas the proposed Project is estimated to generate 622 vehicle trip-ends per day. Resulting in
a net new increase of 459 vehicle trip-ends per day, which would not exceed the City’s screening
threshold of 500 ADT.
Project net daily trips less than 500 ADT screening criteria is met.
3 City Guidelines; Page 12.
4 City Guidelines; Page 13.
5 City Guidelines; Appendix B.
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CONCLUSION
Based on our findings, the Project was found to meet the project net daily trips less than 500 ADT
screening criteria. Therefore, the Project would result in a less than significant impact for VMT; no further
VMT analysis required.
If you have any questions, please contact me directly at 949-660-1994.
Respectfully submitted,
URBAN CROSSROADS, INC.
Alexander So
Senior Analyst
7.1-4
REFERENCES
1. Office of Planning and Research. Technical Advisory on Evaluating Transportation Impacts in CEQA.
State of California : s.n., December 2018.
2. City of Fontana Traffic Engineering Division. Traffic Impact Analysis Guidelines for Vehicle Miles
Traveled and Level of Service Assessment. City of Fontana : s.n., October 2020.
3. Institute of Transportation Engineers. Trip Generation Manual. 10th Edition. 2017.
7.1-5
ATTACHMENT A
SBCTA VMT SCREENING TOOL
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ATTACHMENT B
PROJECT TRIP GENERATION
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TABLE 1: CURRENTLY APPROVED TRIP GENERATION
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TABLE 2: PROPOSED PROJECT TRIP GENERATION RATES
TABLE 3: PROPOSED PROJECT TRIP GENERATION SUMMARY
Land Use Quantity Units1 In Out Total In Out Total Daily
Actual Vehicles:
Warehousing 355.370 TSF
Passenger Cars: 40 12 52 15 42 57 452
2-axle Trucks: 1 0 1 0 1 1 28
3-axle Trucks: 1 0 1 1 2 3 36
4+-axle Trucks: 4 1 5 2 5 7 106
Total Trucks:6 1 7 3 8 11 170
Total Trips (Actual Vehicles)2 46 13 59 18 50 68 622
1 TSF = thousand square feet
2 Total Trips = Passenger Cars + Truck Trips.
AM Peak Hour PM Peak Hour
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TABLE 4: TRIP GENERATION COMPARISON
Trip Generation Comparison In Out Total In Out Total Daily
Proposed Project
Passenger Cars: 40 12 52 15 42 57 452
Total Truck Trips (Actual)6 1 7 3 8 11 170
Total Trips2 46 13 59 18 50 68 622
Existing Use
Passenger Cars: 5 1 6 1 8 9 149
Total Truck Trips (Actual)1 1 2 0 0 0 14
Total Trips2 6 2 8 1 8 9 163
Variance
Passenger Cars: 35 11 46 14 34 48 303
Total Truck Trips (Actual)5 0 5 3 8 11 156
Total Trips2 40 11 51 17 42 59 459
1 TSF = thousand square feet
2 Total Trips = Passenger Cars + Truck Trips.
AM Peak Hour PM Peak Hour
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