HomeMy WebLinkAboutAppendix G - Transportation Analysis
Appendix G
Transportation Analysis
FONTANA FOOTHILL APARTMENTS
TRAFFIC ANALYSIS
Reference Number Agency Date
June 9, 2022 City of Fontana 14740-03 TA Report
REV
PREPARED BY: Charlene So | cso@urbanxroads.com
Aric Evatt | aevatt@urbanxroads.com
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TABLE OF CONTENTS
Table of Contents ............................................................................................................................................... ii
Appendices ............................................................................................................................................................................... iv
List of Exhibits ..................................................................................................................................................... v
List of Tables ...................................................................................................................................................... vi
List of Abbreviated Terms ............................................................................................................................... vii
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 Vehicle Miles Traveled (VMT) Analysis .......................................................................................................... 10
2 Methodologies ........................................................................................................................................ 11
2.1 Level of Service ........................................................................................................................................................ 11
2.2 Intersection Capacity Analysis ........................................................................................................................... 11
2.3 Traffic Signal Warrant Analysis Methodology ............................................................................................ 13
2.4 Minimum Acceptable Levels of Service (LOS) ............................................................................................ 14
2.5 Deficiency Criteria .................................................................................................................................................. 15
3 Area Conditions ...................................................................................................................................... 17
3.1 Existing Circulation Network ............................................................................................................................. 17
3.2 City of Fontana General Plan Circulation Element ................................................................................... 17
3.3 Bicycle, Equestrian, & Pedestrian Facilities .................................................................................................. 20
3.4 Transit Service .......................................................................................................................................................... 20
3.5 Existing (2022) Traffic Counts ........................................................................................................................... 20
3.6 Intersection Operations Analysis ..................................................................................................................... 25
3.7 Traffic Signal Warrants Analysis ....................................................................................................................... 25
4 Projected Future Traffic ......................................................................................................................... 27
4.1 Project Trip Generation ....................................................................................................................................... 27
4.2 Project Trip Distribution ...................................................................................................................................... 27
4.3 Modal Split ................................................................................................................................................................. 29
4.4 Project Trip Assignment ....................................................................................................................................... 29
4.5 Background Traffic ................................................................................................................................................. 29
4.6 Cumulative Development Traffic ..................................................................................................................... 29
4.7 Near-Term Traffic Conditions ........................................................................................................................... 33
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5 EAP (2024) Traffic Conditions ................................................................................................................ 35
5.1 Roadway Improvements ..................................................................................................................................... 35
5.2 EAP (2024) Traffic Volume Forecasts ............................................................................................................ 35
5.3 Intersection Operations Analysis ..................................................................................................................... 35
5.4 Traffic Signal Warrants Analysis ....................................................................................................................... 37
5.5 Project Deficiencies and Recommended Improvements ...................................................................... 37
6 Opening Year Cumulative (2024) Traffic Conditions .......................................................................... 39
6.1 Roadway Improvements ..................................................................................................................................... 39
6.2 Without Project Traffic Volume Forecasts .................................................................................................. 39
6.3 With Project Traffic Volume Forecasts ......................................................................................................... 39
6.4 Intersection Operations Analysis ..................................................................................................................... 42
6.5 Traffic Signal Warrants Analysis ....................................................................................................................... 42
6.6 Near-Term Deficiencies and Recommended Improvements .............................................................. 42
7 Local and Regional Funding Mechanisms ........................................................................................... 43
7.1 Measure “I” Funds ................................................................................................................................................... 43
7.2 City of Fontana Development Impact Fee (DIF) ........................................................................................ 43
8 Vehicle Miles Traveled ........................................................................................................................... 45
8.1 Project Screening .................................................................................................................................................... 45
8.2 Findings ....................................................................................................................................................................... 47
9 References ............................................................................................................................................... 49
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APPENDICES
Appendix 1.1: Approved Traffic Study Scoping Agreement
Appendix 1.2: Site Adjacent Queues
Appendix 3.1: Traffic Counts – March 2022
Appendix 3.2: Existing (2022) Conditions Intersection Operations Analysis Worksheets
Appendix 3.3: Existing (2022) Conditions Traffic Signal Warrant Analysis Worksheets
Appendix 4.1: Cumulative Development Project Trip Generation
Appendix 5.1: EAP (2024) Conditions Intersection Operations Analysis Worksheets
Appendix 5.2: EAP (2024) Conditions Traffic Signal Warrant Analysis Worksheets
Appendix 6.1: Opening Year Cumulative (2024) Without Project Conditions Intersection Operations
Analysis Worksheets
Appendix 6.2: Opening Year Cumulative (2024) With Project Conditions Intersection Operations
Analysis Worksheets
Appendix 6.3: Opening Year Cumulative (2024) Without Project Conditions Traffic Signal Warrant
Analysis Worksheets
Appendix 6.4: Opening Year Cumulative (2024) With Project Conditions Traffic Signal Warrant
Analysis Worksheets
Appendix 8.1: SBCTA VMT Screening Tool
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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 Access Recommendations ................................................................................................... 9
Exhibit 3-1: Existing Number of Through Lanes and Intersection Controls ............................................. 18
Exhibit 3-2: City of Fontana General Plan Circulation Element .................................................................. 19
Exhibit 3-3: City of Fontana Bicycle Facilities ................................................................................................ 21
Exhibit 3-4: Existing Pedestrian Facilities ...................................................................................................... 22
Exhibit 3-5: Existing Transit Routes ................................................................................................................ 23
Exhibit 3-6: Existing (2022) Traffic Volumes .................................................................................................. 24
Exhibit 4-1: Project Trip Distribution .............................................................................................................. 28
Exhibit 4-2: Project Only Traffic volumes ...................................................................................................... 30
Exhibit 4-3: Cumulative Development Location Map .................................................................................. 31
Exhibit 4-4: Cumulative Only Traffic Volumes .............................................................................................. 32
Exhibit 5-1: EAP (2024) Traffic Volumes ......................................................................................................... 36
Exhibit 6-1: Opening Year Cumulative (2024) Without Project Traffic Volumes ...................................... 40
Exhibit 6-2: Opening Year Cumulative (2024) With Project Traffic Volumes ............................................ 41
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LIST OF TABLES
Table 1-1: Intersection Analysis Locations ...................................................................................................... 5
Table 1-2: Summary of LOS ............................................................................................................................... 7
Table 2-1: Signalized Intersection LOS Thresholds ...................................................................................... 12
Table 2-2: Unsignalized Intersection LOS Thresholds ................................................................................. 13
Table 2-3: Traffic Signal Warrant Analysis Locations ................................................................................... 14
Table 2-4: Thresholds of Significant Impact .................................................................................................. 15
Table 3-1: Intersection Analysis for Existing (2022) Conditions ................................................................. 25
Table 4-1: Project Trip Genreation Summary ............................................................................................... 27
Table 4-4: Cumulative Development land use Summary ........................................................................... 33
Table 5-1: Intersection Analysis for EAP (2024) Conditions ........................................................................ 35
Table 6-1: Intersection Analysis for Opening year Cumulative (2024) Conditions .................................. 42
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LIST OF ABBREVIATED TERMS
(1) Reference
ADT Average Daily Traffic
CAMUTCD 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
EAP Existing Plus Ambient Growth Plus Project
HCM Highway Capacity Manual
ITE Institute of Transportation Engineers
LOS Level of Service
NCHRP National Cooperative Highway Research Program
NP Without Project
OD Origination-Destination
OPR Office of Planning and Research
OYC Opening Year Cumulative
PCE Passenger Car Equivalent
PHF Peak Hour Factor
Project Fontana Foothill Apartments
SB 743 Senate Bill 743
SBCTA San Bernardino County Transportation Authority
SBTAM San Bernardino Transportation Analysis Model
SCAG Southern California Association of Governments
sf Square Feet
SHS State Highway System
TA Traffic Analysis
TAZ Traffic Analysis Zone
TPA Transit Priority Area
v/c Volume to Capacity
VMT Vehicle Miles Traveled
vphgpl Vehicles per Hour Green per Lane
WP With Project
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Fontana Foothill Apartments Traffic Analysis
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1 INTRODUCTION
This report presents the results of the Traffic Analysis (TA) for Fontana Foothill Apartments (“Project”),
which is located on the southeast corner of Alder Avenue and Foothill Boulevard (SR-66) in the City of
Fontana, as shown on Exhibit 1-1. The purpose of this TA is to evaluate the potential circulation system
deficiencies that may result from the development of the proposed Project, and where necessary
recommend improvements to achieve acceptable operations consistent with General Plan level of
service goals and policies. This TA 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 TA, which has been
reviewed and approved by City of Fontana staff.
1.1 SUMMARY OF FINDINGS
1.1.1 VEHICLE MILES TRAVELED
Changes to California Environmental Quality Act (CEQA) Guidelines were adopted in December 2018,
which require all lead agencies to adopt Vehicle Miles Traveled (VMT) as a replacement for automobile
delay-based level of service (LOS) as the new measure for identifying transportation impacts for land
use projects. This statewide mandate went into effect July 1, 2020. To aid in the transition from LOS
to VMT, the Governor’s Office of Planning and Research (OPR) published its Technical Advisory on
Evaluating Transportation Impacts in CEQA (Technical Advisory). (2) 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. Based on our findings, the Project was found to meet the Low VMT Area screening
criteria and is presumed to result in a less than significant impact for VMT; no further VMT analysis
required.
1.1.2 LEVEL OF SERVICE (LOS) ANALYSIS
The Project is to construct the following improvements as design features in conjunction with
development of the site:
• Project to construct driveway on Alder Avenue with a stop control for egress traffic from the Project with
free flow traffic along Alder Avenue. This driveway will align with the existing Vine Street and will
accommodate full access (no turn restrictions). The southbound left turn pocket should accommodate a
minimum of 50-feet.
• Project to construct driveway on Foothill Boulevard (SR-66) with a stop control for egress traffic from the
Project with free flow traffic along Foothill Boulevard (SR-66). This driveway will align with an existing
private driveway on the north side of the street and will accommodate full access. The westbound left
turn pocket should accommodate a minimum of 50-feet within the painted two-way left turn median.
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EXHIBIT 1-1: LOCATION MAP
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Additional details and intersection lane geometrics are provided in Section 1.6 Recommendations of
this report. The proposed Project is not anticipated to require the construction of any off-site
improvements; however, the Project Applicant will contribute towards future regional improvements
through payment into pre-existing fee programs (if applicable). The Project Applicant would be
required to pay requisite fees and/or fair share contributions consistent with the City’s requirements
(see Section 7 Local and Regional Funding Mechanisms).
1.2 PROJECT OVERVIEW
A preliminary site plan for the proposed Project is shown on Exhibit 1-2. The Project is proposed to
consist of 210 multifamily (low-rise) residential dwelling units. The Project will be evaluated in a single
phase. As indicated on Exhibit 1-2, vehicular access will be provided via one driveway on Alder Avenue
and one driveway on Foothill Boulevard (SR-66) (both will have full access with no turn restrictions).
Regional access to the Project site is available from Foothill Boulevard (SR-66), the I-210 Freeway to
the north, or the I-10 Freeway to the south. Exhibit 1-3 depicts the location of the proposed Project in
relation to the existing roadway network and the study area intersections.
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 (11th Edition, 2021) using the
multifamily (low-rise) residential land use (3). The Project is anticipated to generate a total of 1,416 actual
vehicle trip-ends per day with 84 AM peak hour trips and 107 PM peak hour trips. 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 (2022) Conditions
• Existing plus Ambient Growth plus Project (EAP) (2024) Conditions
• Opening Year Cumulative (2024) Without Project Conditions
• Opening Year Cumulative (2024) With Project Conditions
1.3.1 EXISTING (2022) CONDITIONS
Information for Existing (2022) conditions is disclosed to represent the baseline traffic conditions as
they existed at the time this report was prepared.
1.3.2 EAP (2024) CONDITIONS
The Existing plus Ambient Growth plus Project (EAP) conditions analysis determines the potential circulation
system deficiencies based on a comparison of the EAP traffic conditions to Existing conditions. The roadway
network is similar to Existing conditions except for new connections to be constructed by the Project.
Cumulative development projects and ambient growth are not included for EAP traffic conditions. The
ambient growth is consistent with the City’s guidelines (2% per year, compounded annually over 2 years).
The EAP traffic conditions scenario includes traffic generated by the proposed Project.
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EXHIBIT 1-2: PRELIMINARY SITE PLAN
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1.3.3 OPENING YEAR CUMULATIVE (2024) CONDITIONS
The Opening Year Cumulative (2024) traffic conditions analysis determines the potential near-term
cumulative circulation system deficiencies. The roadway network is similar to Existing conditions
except for new connections to be constructed by the Project. To account for background traffic
growth, an ambient growth factor from Existing (2022) conditions of 4.04% (2 percent per year over 2
years) is included for Opening Year Cumulative (2024) traffic conditions. Conservatively, this TA
estimates the area ambient traffic growth and then adds traffic generated by other known or probable
related projects. These related projects are at least in part already accounted for in the assumed
ambient growth rates; and some of these related projects may not be implemented and operational
within the 2024 Opening Year time frame assumed for the Project. The resulting traffic growth utilized
in the TA (ambient growth factor plus traffic generated by related projects) would therefore tend to
overstate rather than understate background cumulative traffic deficiencies under 2024 traffic
conditions. Traffic generated by the proposed Project is added for Opening Year Cumulative (2024)
With Project traffic conditions.
1.4 STUDY AREA
To ensure that this TA 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 is
included in Appendix 1.1 of this TA. The 3 study area intersections shown on Exhibit 1-3 and listed in
Table 1-1 were selected for evaluation in this TA based on consultation with City of Fontana staff. At
a minimum, the study area includes intersections where the Project is anticipated to contribute 50 or
more peak hour trips per the City’s traffic study guidelines. (1) The “50 peak hour trip” criterion
represents a minimum number of trips at which a typical intersection would have the potential to be
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).
The intent of a Congestion Management Program (CMP) is to more 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.
The County of San Bernardino CMP became effective with the passage of Proposition 111 in 1990 and
last updated in 2016 with an updated Nexus Study completed in 2020. (5) There is no CMP intersection
in the study area.
TABLE 1-1: INTERSECTION ANALYSIS LOCATIONS
#Intersections
1 Alder Av. & Foothill Bl. (SR-66)
2 Alder Av. & Vine St./Driveway 1
3 Driveway 2 & Foothill Bl. (SR-66)
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EXHIBIT 1-3: STUDY AREA
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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 EAP (2024) Traffic
Conditions and Section 6 Opening Year Cumulative (2024) 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
1.5.1 EXISTING (2022) CONDITIONS
All of the study area intersections are currently operating at an acceptable LOS during the weekday
AM and PM peak hours.
1.5.2 EAP (2024) CONDITIONS
The study area intersections are anticipated to continue to operate at an acceptable LOS under EAP
(2024) traffic conditions with the addition of Project traffic. All study area intersections are anticipated
to operate at an acceptable LOS, as such, no improvements have been recommended.
1.5.3 OPENING YEAR CUMULATIVE (2024) CONDITIONS
The study area intersections are anticipated to continue operate at an acceptable LOS under Opening
Year Cumulative (2024) traffic conditions, for both without and with Project traffic conditions. All study
area intersections are anticipated to operate at an acceptable LOS, as such, no improvements have
been recommended.
#Intersection AM PM AM PM AM PM AM PM
1 Alder Av. & Foothill Bl. (SR-66)
2 Alder Av. & Vine St./Driveway 1
3 Driveway 2 & Foothill Bl. (SR-66)
= A - D = E = F
Existing EAP (2024)2024 NP 2024 WP
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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 for the proposed Project. The site adjacent
recommendations are shown on Exhibit 1-4. The site adjacent queuing analysis worksheets are
provided in Appendix 1.2. No site adjacent queues are anticipated with the proposed improvements
Recommendation 1 – Alder Avenue & Vine Street/Driveway 1 (#2) – The following improvements are
necessary to accommodate site access:
• Project to install a stop sign on the westbound approach.
• Project to accommodate/stripe a southbound left turn lane with a minimum of 50-feet of storage.
• Project to construct a westbound shared left-through-right turn lane (Project Driveway 1).
Recommendation 2 – Driveway 2 & Foothill Boulevard (SR-66) (#3) – The following improvements are
necessary to accommodate site access:
• Project to install a stop sign on the northbound approach.
• Project to construct a northbound shared left-through-right turn lane (Project Driveway 2).
• Project to accommodate/stripe a westbound left turn lane with a minimum of 50-feet of storage.
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.
1.6.2 OFF-SITE RECOMMENDATIONS
The proposed Project is not anticipated to require the construction of any off-site study area
intersection improvements. However, the Project Applicant will participate in the implementation of
future regional improvements through payment of fees for the applicable pre-existing fee programs
(see Section 7 Local and Regional Funding Mechanisms).
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EXHIBIT 1-4: SITE ACCESS RECOMMENDATIONS
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1.6.3 QUEUING ANALYSIS
A queuing analysis was conducted along the site adjacent roadways of Alder Avenue, and Foothill
Boulevard (SR-66) with Project’s driveways for Opening Year Cumulative (2024) 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 Horizon Year (2040) queuing results are provided in Table 1-4 and Appendix
1.2 of this TA.
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.
1.7 VEHICLE MILES TRAVELED (VMT) ANALYSIS
Based on our findings, the Project was found to meet the Low VMT Area screening criteria and is presumed
to result in a less than significant impact for VMT; no further VMT analysis required. Detailed analysis can
be found in Section 8 Vehicle Miles Traveled Analysis of this TA.
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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 consistent with City of Fontana’s Traffic
Study Guidelines.
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 6th Edition
Highway Capacity Manual (HCM) methodology expresses the LOS at an intersection in terms of delay
time for the various intersection approaches. (6) 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. (6) 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 related to the average control delay per vehicle
and is correlated to a LOS designation as described on Table 2-1.
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
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 have been adjusted using a peak hour factor (PHF) to reflect
peak 15-minute volumes. Customary 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.
(6)
Existing PHFs have been utilized for the EAP (2024) and Opening Year Cumulative (2024) traffic
conditions analyses. Traffic patterns are not anticipated to change within a 2-year period to alter the
existing PHF. Additionally, per the City of Fontana traffic study guidelines, the PHF should be based
on existing conditions for analysis scenarios less than 5 years beyond the existing baseline.
Description Average Control Delay
(Seconds), V/C ≤ 1.0
Level of Service,
V/C ≤ 1.01
Operations with very low delay occurring with favorable
progression and/or short cycle length.0 to 10.00 A
Operations with low delay occurring with good progression
and/or short cycle lengths.10.01 to 20.00 B
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
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
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
Operation with delays unacceptable to most drivers
occurring due to over saturation, poor progression, or very
long cycle lengths.
80.01 and up F
Source: HCM, 6th Edition
1 If V/C is greater than 1.0 then LOS is F per HCM.
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2.2.2 UNSIGNALIZED INTERSECTIONS
The City of Fontana requires the operations of unsignalized intersections be evaluated using the
methodology described in the HCM. (6) The LOS rating is based on the weighted average control delay
expressed in seconds per vehicle (see Table 2-2). 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. Delay for the intersection is
reported for the worst individual movement at a two-way stop-controlled intersection. For all-way
stop controlled intersections, LOS is computed for the intersection as a whole (average delay).
TABLE 2-2: UNSIGNALIZED INTERSECTION LOS THRESHOLDS
2.3 TRAFFIC SIGNAL WARRANT ANALYSIS METHODOLOGY
The term "signal warrants" refers to the list of established criteria used by Caltrans and other public
agencies to quantitatively justify or determine the potential need for installation of a traffic signal at
an otherwise unsignalized intersection. This TA uses the signal warrant criteria presented in the latest
edition of the Caltrans California Manual on Uniform Traffic Control Devices (CA MUTCD). (7)
The signal warrant criteria for Existing study area intersections are based upon several factors,
including volume of vehicular and pedestrian traffic, frequency of accidents, and location of school
areas. The CA MUTCD indicates that the installation of a traffic signal should be considered if one or
more of the signal warrants are met. (7) Specifically, this TA utilizes the Peak Hour Volume-based
Warrant 3 as the appropriate representative traffic signal warrant analysis for existing traffic
conditions and for all future analysis scenarios for existing unsignalized intersections. Warrant 3 is
appropriate to use for this TA because it provides specialized warrant criteria for intersections with
rural characteristics. 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. Rural warrants have been used
as posted speed limits on the major roadways with unsignalized intersections are above 40 miles per
hour while urban warrants have been used for speed limits of 40 miles per hour or less.
Future intersections that do not currently exist have been assessed regarding the potential need for
new traffic signals based on future average daily traffic (ADT) volumes, using the Caltrans planning
Description Average Control Delay
(Seconds), V/C ≤ 1.0
Level of Service,
V/C ≤ 1.01
Little or no delays.0 to 10.00 A
Short traffic delays.10.01 to 15.00 B
Average traffic delays.15.01 to 25.00 C
Long traffic delays.25.01 to 35.00 D
Very long traffic delays.35.01 to 50.00 E
Extreme traffic delays with intersection capacity exceeded.> 50.00 F
Source: HCM, 6th Edition
1 If V/C is greater than 1.0 then LOS is F per HCM.
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level ADT-based signal warrant analysis worksheets. Similarly, the speed limit has been used as the
basis for determining the use of Urban and Rural warrants. Traffic signal warrant analyses were
performed for the following study area intersection shown on Table 2-3:
TABLE 2-3: TRAFFIC SIGNAL WARRANT ANALYSIS LOCATIONS
Per the CA MUTCD, roadway segments with a posted speed limit of 40 miles per hour or less should
utilize Warrant 3A, whereas Warrant 3B should be utilized if the major roadway posted speed limit is
above 40 miles per hour. The posted speed limit of Alder Avenue is currently 40 miles per hour
whereas the posted speed limit of Foothill Boulevard (SR-66) is currently 45 miles per hour. Therefore,
Warrant 3A has been utilized for the intersection of Alder Avenue & Vine Street while Warrant 3B has
been utilized for the future intersection of Driveway 2 & Foothill Boulevard (SR-66).
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 EAP (2024) Traffic Conditions and Section 6 Opening Year Cumulative (2024) 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.
2.4 MINIMUM ACCEPTABLE LEVELS OF SERVICE (LOS)
Minimum Acceptable LOS and associated definitions of intersection deficiencies has been obtained
from each of the applicable surrounding jurisdictions.
2.4.1 CITY OF FONTANA
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)
2.4.2 CMP
The CMP definition of deficiency is based on maintaining a level of service standard of LOS E or better,
where feasible, except where an existing LOS F condition is identified in the CMP document. There
are no CMP intersections located within this study area.
#Intersections
2 Alder Av. & Vine St./Driveway 1
3 Driveway 2 & Foothill Bl. (SR-66)
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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: THRESHOLDS OF SIGNIFICANT IMPACT
Cumulative traffic impacts are deficiencies that are not directly caused by the Project but occur as a
result of regional growth combined with that or other nearby cumulative development projects.
Cumulative impacts utilize the same thresholds of significant impacts as shown on Table 2-4. The
Project’s contribution to a particular cumulative transportation deficiency is deemed cumulatively
considerable if the Project adds significant traffic to the forecasted deficiency (Per Table 2-4). A
Project’s contribution to a cumulatively considerable impact can be reduced to less than significant if
the Project is required to implement or fund its fair share of improvements designed to alleviate the
potential cumulative impact. If full funding of future cumulative improvements is not reasonably
assured, a temporary unmitigated cumulative impact may occur until the needed improvement is fully
funded and constructed.
Pre-Project LOS Significant Impact Threshold1
A/B 10.0 Seconds
C 8.0 Seconds
D 5.0 Seconds
E 2.0 Seconds
F 1.0 Second
Source: Fontana Traffic Study Guidelines, October 2020
1 Increase in delay
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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 agreement with City of Fontana staff (Appendix 1.1), the study area includes a total of
3 existing and future intersections as shown previously on Exhibit 1-3. 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 CITY OF FONTANA GENERAL PLAN CIRCULATION ELEMENT
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 the City of Fontana General Plan Circulation Element, 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.
Major Highways are four-to-six-lane divided roadways (typically divided by a raised median or
painted two-way turn-lane). These roadways serve both regional through-traffic and inter-city traffic
and typically direct traffic onto and off-of the freeways. The following study area roadway within the
City of Fontana is classified as a Major Highways:
• Foothill Boulevard (SR-66) (modified major highway)
Secondary 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:
• Alder Avenue (north and south of Foothill Boulevard)
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EXHIBIT 3-1: EXISTING NUMBER OF THROUGH LANES AND INTERSECTION CONTROLS
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EXHIBIT 3-2: CITY OF FONTANA GENERAL PLAN CIRCULATION ELEMENT
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3.3 BICYCLE, EQUESTRIAN, & PEDESTRIAN FACILITIES
The City of Fontana bike facilities are shown on Exhibit 3-3. Alder Avenue is an existing Class III bike
facility (shared on-street bike lanes but not striped but signed). Foothill Boulevard (SR-66) is proposed
to accommodate Class II bike lanes (on-street, and striped) within the study area. Existing pedestrian
facilities are shown on Exhibit 3-4. As shown on Exhibit 3-4, There are existing sidewalks in place
around the site with connections to adjacent pedestrian facilities (crosswalks, etc.).
3.4 TRANSIT SERVICE
The study area is currently served by Omnitrans Transit Agency with bus services along Foothill
Boulevard (SR-66). The transit services are illustrated on Exhibit 3-5. As shown, Omnitrans Route 14
would likely serve the proposed Project and there are existing stops on the north and south sides of
the road at Alder Avenue. 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.
3.5 EXISTING (2022) TRAFFIC COUNTS
The intersection LOS analysis is based on the traffic volumes observed during the peak hour
conditions using traffic count data collected in March 2022. 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)
The 2022 weekday AM and weekday PM peak hour count data is representative of typical weekday
peak hour traffic conditions in the study area. 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. As such, no
additional adjustments were made to the traffic counts to establish the baseline condition. The raw
manual peak hour turning movement traffic count data sheets are included in Appendix 3.1.
Existing weekday ADT volumes are shown on Exhibit 3-6. 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 11.64 = Leg Volume
A comparison of the PM peak hour and daily traffic volumes of various roadway segments within the
study area indicated that the peak-to-daily relationship is approximately 8.59 percent. As such, the
above equation utilizing a factor of 11.64 estimates the ADT volumes on the study area roadway
segments assuming a peak-to-daily relationship of 8.59 percent (i.e., 1/0.0859 = 11.64) and was
assumed to sufficiently estimate average daily traffic (ADT) volumes for planning-level analyses.
Existing weekday peak hour intersection volumes are also shown on Exhibit 3-6. Daily traffic counts
were collected along Alder Avenue, south of Foothill Boulevard (SR-66), and along Foothill Boulevard
(SR-66), east of Alder Avenue, and were utilized to determine the 11.64 factor.
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EXHIBIT 3-3: CITY OF FONTANA BICYCLE FACILITIES
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EXHIBIT 3-4: EXISTING PEDESTRIAN FACILITIES
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EXHIBIT 3-5: EXISTING TRANSIT ROUTES
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EXHIBIT 3-6: EXISTING (2022) TRAFFIC VOLUMES
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3.6 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 on Table 3-1, which indicates that all existing
study area intersections are currently operating at acceptable LOS during the peak hours. The
intersection operations analysis worksheets are included in Appendix 3.2 of this TA.
TABLE 3-1: INTERSECTION ANALYSIS FOR EXISTING (2022) CONDITIONS
3.7 TRAFFIC SIGNAL WARRANTS ANALYSIS
Traffic signal warrants for Existing traffic conditions are based on existing peak hour intersection
turning volumes. There are no unsignalized study area intersections that currently warrant a traffic
signal for Existing traffic conditions. Existing conditions traffic signal warrant analysis worksheets are
provided in Appendix 3.3.
Traffic
#Intersection Control2 AM PM AM PM
1 Alder Av. & Foothill Bl. (SR-66)TS 19.5 22.4 B C
2 Alder Av. & Vine St./Driveway 1 CSS 10.6 9.5 B A
3 Driveway 2 & Foothill Bl. (SR-66)CSS 0.0 10.3 A B
1
2 CSS = Cross-street Stop; TS = Traffic Signal
(secs.)
Delay1 Level of
Service
Per the Highway Capacity Manual (6th Edition), overall average intersection delay and level of
service are shown for intersections with a traffic signal or all way stop control. For intersections
with cross street stop control, the delay and level of service for the worst individual movement (or
movements sharing a single lane) are shown.
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4 PROJECTED FUTURE TRAFFIC
This section presents the traffic volumes estimated to be generated by the Project, as well as the
Project’s trip assignment onto the study area roadway network. The Project is proposed to consist of
210 multifamily (low-rise) residential dwelling units. The Project will be evaluated in a single phase
with an anticipated Opening Year of 2024. Vehicular access will be provided via one driveway on Alder
Avenue and one driveway on Foothill Boulevard (SR-66) (all will have full access with no turn
restrictions).
4.1 PROJECT TRIP GENERATION
Trip generation represents the amount of traffic which is both attracted to and produced by a
development. Determining traffic generation for a specific project is therefore based upon forecasting
the amount of traffic that is expected to be both attracted to and produced by the specific land uses
being proposed for a given development. In order to develop the traffic characteristics of the
proposed project, trip-generation statistics published in the ITE Trip Generation Manual (11th Edition,
2021) using the multifamily (low-rise) residential (ITE Land Use Code 220) land use (see also Table 4-
1). (3)
TABLE 4-1: PROJECT TRIP GENREATION SUMMARY
Trip generation for the proposed Project are also summarized on Table 4-1. As shown in Table 4-1,
the proposed Project is anticipated to generate a total of 1,416 actual vehicle trip-ends per day with
84 AM peak hour trips and 107 PM peak hour trips.
4.2 PROJECT TRIP DISTRIBUTION
The Project trip distribution and assignment process represents the directional orientation of traffic
to and from the Project site. The trip distribution pattern is heavily influenced by the geographical
location of the site, the location of surrounding uses, and the proximity to the regional freeway
system. Exhibit 4-1 illustrates the distribution patterns for the proposed Project.
ITE
Land Use1 Code Units2 In Out Total In Out Total Daily
Multifamily (Low-Rise) Residential 220 DU 0.10 0.30 0.40 0.32 0.19 0.51 6.74
1 Trip Generation Source: Institute of Transportation Engineers (ITE), Trip Generation Manual, Eleventh Edition (2021).
2 DU = dwelling units
Land Use Quantity Units1 In Out Total In Out Total Daily
Fontana Foothill Apartments 210 DU 20 64 84 67 40 107 1,416
1 DU = dwelling units
AM Peak Hour PM Peak Hour
AM Peak Hour PM Peak Hour
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EXHIBIT 4-1: PROJECT TRIP DISTRIBUTION
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4.3 MODAL SPLIT
The potential for Project trips (non-truck) to be reduced by the use of public transit, walking or
bicycling have not been included as part of the Project’s estimated trip generation. Essentially, the
Project’s traffic projections are "conservative" in that these alternative travel modes would 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, Project weekday ADT and weekday
peak hour intersection turning movement volumes are shown on Exhibit 4-2.
4.5 BACKGROUND TRAFFIC
Future year traffic forecasts have been based upon background (ambient) growth at 2% per year for
2024 traffic conditions. The total ambient growth is 4.04% for 2024 traffic conditions. 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 conjunction with 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 (2024) traffic volumes are provided in
Section 6 of this report. The traffic generated by the proposed Project was then manually added to
the base volume to determine Opening Year Cumulative “With Project” forecasts for each applicable
phase.
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. Cumulative projects from the adjacent City
of Rialto have also been considered and included if they are anticipated to contribute traffic to our
study area intersections. 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 traffic to study area intersections have been manually added to the study
area network to generate Opening Year Cumulative (2024) 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). Exhibit 4-3 illustrates the cumulative development location
map. A summary of cumulative development projects and their proposed land uses are shown on
Table 4-2. In an effort to conduct a conservative analysis, the cumulative projects are added in
conjunction with the ambient growth identified in Section 4.5 Background Traffic. Cumulative ADT and
peak hour intersection turning movement volumes are shown on Exhibit 4-4 for near-term traffic
conditions. The trip generation for the cumulative development projects is provided in Appendix 4.1
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EXHIBIT 4-2: PROJECT ONLY TRAFFIC VOLUMES
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EXHIBIT 4-3: CUMULATIVE DEVELOPMENT LOCATION MAP
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EXHIBIT 4-4: CUMULATIVE ONLY TRAFFIC VOLUMES
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TABLE 4-4: 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 EAP (2024) and Opening Year Cumulative (2024) traffic conditions. An ambient
growth factor of 2.0% per year, compounded annually, accounts for background (area-wide) traffic
increases that occur over time up to the year 2024 from the year 2022. Traffic volumes generated by
cumulative development projects are then added to assess the Opening Year Cumulative (2024) traffic
conditions. Lastly, Project traffic is added to assess “With Project” traffic conditions. The 2024 roadway
network are similar to the existing conditions roadway network with the exception of future roadways
and intersections proposed to be developed by the Project. The near-term traffic analysis includes the
following traffic conditions, with the various traffic components:
• EAP (2024)
o Existing 2022 volumes
o Ambient growth traffic (4.04%)
o Project Traffic
• Opening Year Cumulative (2024) Without Project
o Existing 2022 volumes
o Ambient growth traffic (4.04%)
o Cumulative Traffic
• Opening Year Cumulative (2024) With Project
o Existing 2022 volumes
o Ambient growth traffic (4.04%)
o Cumulative Traffic
o Project Traffic
#Project Land Use
F1 United Gas Station/Car Wash Gas Station w/ Market 16 VFP
F2 Rock of Salvation Building w/ Wedding Garden 15.000 TSF
F3 Tasneem Apartments Multifamily (Low-Rise) Residential 21 DU
F4 Stoneridge Prepartory School Existing Church Remodel 15.593 TSF
R1 1230 Durst Drive Warehouse 235.000 TSF
R2 165 Spruce Avenue Warehouse 136.013 TSF
R3 Rialto & Lilac Warehouse Warehouse 308.070 TSF
R4 Foothill Apartments Multifamily (Low-Rise) Residential 21 DU
1 VFP = Vehicle Fueling Position; TSF = Thousand Square Feet; DU = Dwelling Units
Quantity1
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5 EAP (2024) TRAFFIC CONDITIONS
This section discusses the traffic forecasts for Existing plus Ambient Growth plus Project (EAP)
conditions 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 EAP 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 EAP conditions only (e.g., intersection and roadway improvements
at the Project’s frontage and driveways).
5.2 EAP (2024) TRAFFIC VOLUME FORECASTS
This scenario includes Existing traffic volumes plus ambient growth (4.04%) with the addition of Project
traffic. The weekday ADT and weekday peak hour intersection turning movement volumes which can
be expected for EAP (2024) traffic conditions are shown on Exhibit 5-1.
5.3 INTERSECTION OPERATIONS ANALYSIS
E+P peak hour traffic operations have been evaluated for the study area intersections based on the
analysis methodologies presented in Section 2 Methodologies of this TA. The intersection analysis
results are summarized on Table 5-1 for E+P traffic conditions, which indicates the study area
intersections are anticipated to continue to operate at an acceptable LOS under EAP traffic conditions,
consistent with Existing traffic conditions. The intersection operations analysis worksheets for EAP
(2024) traffic conditions are included in Appendix 5.1 of this TA.
TABLE 5-1: INTERSECTION ANALYSIS FOR EAP (2024) CONDITIONS
Traffic
#Intersection Control2 AM PM AM PM
1 Alder Av. & Foothill Bl. (SR-66)TS 20.0 23.7 B C
2 Alder Av. & Vine St./Driveway 1 CSS 12.0 13.9 B B
3 Driveway 2 & Foothill Bl. (SR-66)CSS 15.7 18.2 C C
1
2 CSS = Cross-street Stop; TS = Traffic Signal
Delay1 Level of
Service(secs.)
Per the Highway Capacity Manual (6th Edition), overall average intersection delay and level of
service are shown for intersections with a traffic signal or all way stop control. For intersections
with cross street stop control, the delay and level of service for the worst individual movement (or
movements sharing a single lane) are shown.
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EXHIBIT 5-1: EAP (2024) TRAFFIC VOLUMES
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5.4 TRAFFIC SIGNAL WARRANTS ANALYSIS
The traffic signal warrant analysis for EAP traffic conditions is based on the peak hour volumes or
planning level ADT volume-based traffic signal warrants. No study area intersections are anticipated
to meet peak hour volume-based warrants with the addition of Project traffic (see Appendix 5.2).
5.5 PROJECT DEFICIENCIES AND RECOMMENDED IMPROVEMENTS
Based on the City of Fontana deficiency criteria discussed in Section 2.4 Minimum Acceptable Levels of
Service (LOS) and Section 2.5 Deficiency Criteria, the study area intersections are all operating at an
acceptable LOS. As such, no improvements have been recommended.
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6 OPENING YEAR CUMULATIVE (2024) TRAFFIC CONDITIONS
This section discusses the methods used to develop Opening Year Cumulative (2024) Without and
With Project traffic forecasts, and the resulting intersection operations and traffic signal warrant
analyses.
6.1 ROADWAY IMPROVEMENTS
The lane configurations and traffic controls assumed to be in place for Opening Year Cumulative
(2024) 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).
• If applicable, 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.
6.2 WITHOUT PROJECT TRAFFIC VOLUME FORECASTS
This scenario includes Existing traffic volumes plus an ambient growth factor of 4.04% plus traffic from
pending and approved but not yet constructed known development projects in the area. The weekday
ADT and weekday peak hour volumes which can be expected for Opening Year Cumulative (2024)
Without Project traffic conditions are shown on Exhibit 6-1.
6.3 WITH PROJECT TRAFFIC VOLUME FORECASTS
This scenario includes Opening Year Cumulative (2024) Without Project traffic in conjunction with the
addition of Project traffic. The weekday ADT and weekday peak hour volumes which can be expected
for Opening Year Cumulative (2024) With Project traffic conditions are shown on Exhibit 6-2.
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EXHIBIT 6-1: OPENING YEAR CUMULATIVE (2024) WITHOUT PROJECT TRAFFIC VOLUMES
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EXHIBIT 6-2: OPENING YEAR CUMULATIVE (2024) WITH PROJECT TRAFFIC VOLUMES
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6.4 INTERSECTION OPERATIONS ANALYSIS
6.4.1 OPENING YEAR CUMULATIVE (2024) WITHOUT PROJECT TRAFFIC CONDITIONS
LOS calculations were conducted for the study intersections to evaluate their operations under
Opening Year Cumulative (2024) Without Project conditions with roadway and intersection geometrics
consistent with Section 6.1 Roadway Improvements. As shown on Table 6-1, the study area
intersections operate at an acceptable LOS under Opening Year Cumulative (2024) Without Project
traffic conditions. The intersection operations analysis worksheets for Opening Year Cumulative
(2024) Without Project traffic conditions are included in Appendix 6.1 of this TA.
TABLE 6-1: INTERSECTION ANALYSIS FOR OPENING YEAR CUMULATIVE (2024) CONDITIONS
6.4.2 OPENING YEAR CUMULATIVE (2024) WITH PROJECT TRAFFIC CONDITIONS
As shown on Table 6-1, the study area intersections are anticipated to continue to operate at an
acceptable LOS with the addition of Project traffic for Opening Year Cumulative (2024) With Project
traffic conditions. The intersection operations analysis worksheets for Opening Year Cumulative
(2024) With Project traffic conditions are included in Appendix 6.2 of this TA.
6.5 TRAFFIC SIGNAL WARRANTS ANALYSIS
The traffic signal warrant analysis for Opening Year Cumulative (2024) traffic conditions are based on
the peak hour volume-based traffic signal warrants. There are no study area intersections anticipated
to meet traffic signal warrants for Opening Year Cumulative (2024) Without and With Project traffic
conditions (see Appendix 6.3 and Appendix 6.4).
6.6 NEAR-TERM DEFICIENCIES AND RECOMMENDED IMPROVEMENTS
Based on the City of Fontana deficiency criteria discussed in Section 2.4 Minimum Acceptable Levels of
Service (LOS) and Section 2.5 Deficiency Criteria, the study area intersections are all operating at an
acceptable LOS. As such, no improvements have been recommended.
Delay1 Level of Delay1 Level of
Traffic (secs.)Service (secs.)Service
Control2 AM PM AM PM AM PM AM PM
1 Alder Av. & Foothill Bl. (SR-66)TS 20.3 23.8 C C 20.4 24.5 C C
2 Alder Av. & Vine St./Driveway 1 CSS 10.8 9.6 B A 12.1 14.0 B B
3 Driveway 2 & Foothill Bl. (SR-66)CSS 0.0 10.7 A B 17.4 19.6 C C
1
2 CSS = Cross-street Stop; TS = Traffic Signal
Per the Highway Capacity Manual (6th Edition), overall average intersection delay and level of service are shown for intersections
with a traffic signal or all way stop control. For intersections with cross street stop control, the delay and level of service for the
worst individual movement (or movements sharing a single lane) are shown.
#Intersection
2024 Without Project 2024 With Project
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7 LOCAL AND REGIONAL FUNDING MECHANISMS
Transportation improvements within the City of Fontana are funded through a combination of project
mitigation, development impact fee programs or fair share contributions, such as the City of Fontana
Development Impact Fee (DIF) program. Identification and timing of needed improvements is
determined through local jurisdictions based upon a variety of factors.
7.1 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.
7.2 CITY OF FONTANA DEVELOPMENT IMPACT FEE (DIF)
The City of Fontana adopted the latest update to their DIF program in September 2019. 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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8 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 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). (2) 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. (1) The VMT screening evaluation presented in this report has been developed based on
the adopted City Guidelines.
8.1 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. 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 City Guidelines.
Screening thresholds are described in the following four steps:
• Step 1: Transit Priority Area (TPA) Screening
• Step 2: Low VMT Area Screening
• Step 3: Low (Local Serving) 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.
8.1.1 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.”).
Fontana Foothill Apartments Traffic Analysis
14740-03 TA Report REV
46
• 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 B, 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.
8.1.2 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 service population that is similar to the existing land uses in the low VMT area.” 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 is selected by 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 (SP) or 28.3
VMT per SP). Based on the Screening Tool results, the Project is located in TAZ 53736102 and the
Project’s TAZ has a VMT per SP of 26.1. The Project TAZ 53736102 was further examined in SBTAM and
TAZ 53736102 was found to contain existing population and households similar to the Project’s land
uses. Therefore, the Project is located in a low VMT area and has a VMT per SP below the City’s adopted
threshold of 15% below baseline County of San Bernardino VMT per service population and there is
nothing unique about the Project that would alter trip lengths and travel patterns to the surrounding
existing area (See Attachment B).
Low VMT Area screening criteria is met.
8.1.3 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.6 The Project does not intend to develop local serving retail or local serving essential
services land use types.
Low (Local Serving) Project Type screening criteria is not met.
6 City Guidelines; Page 13.
Fontana Foothill Apartments Traffic Analysis
14740-03 TA Report REV
47
8.1.4 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.8 The trip generation rates used for the proposed
Project are based on the trip generation statistics published in the Institute of Transportation
Engineers (ITE) Trip Generation Manual (11th Edition, 2021) (8). The proposed Project is estimated to
generate daily vehicle trips that would exceed the City’s screening threshold of 500 ADT (See
Attachment 8-1).
Project net daily trips less than 500 ADT screening criteria is not met.
8.2 FINDINGS
In summary, the Project was evaluated consistent with the City’s available screening criteria. The
Project was found to meet the Low VMT Area screening criteria and is presumed to result in a less
than significant impact for VMT; no further VMT analysis required.
8 City Guidelines; Appendix B.
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9 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. Office of Planning and Research. Technical Advisory on Evaluating Transportation Impacts in CEQA.
State of California : s.n., December 2018.
3. Institute of Transportation Engineers. Trip Generation Manual. 11th Edition. 2021.
4. City of Fontana. Traffic Impact Analysis (TIA) Guidelines for Vehicle Miles Traveled (VMT) and Level of
Service Assessment. Fontana : s.n., October 21, 2020.
5. San Bernardino Associated Governments. Congestion Management Program for County of San
Bernardino. County of San Bernardino : s.n., Updated June 2016.
6. Transportation Research Board. Highway Capacity Manual (HCM). 6th Edition. s.l. : National
Academy of Sciences, 2016.
7. California Department of Transportation. California Manual on Uniform Traffic Control Devices
(CA MUTCD). [book auth.] California Department of Transportation. California Manual on Uniform
Traffic Control Devices (CA MUTCD). 2014, Updated March 30, 2021 (Revision 6).
8. Institute of Transportation Engineers. Trip Generation Manual. 11th Edition. 2021.
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Fontana Foothill Apartments Traffic Analysis
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APPENDIX 1.1: APPROVED TRAFFIC STUDY SCOPING AGREEMENT
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Traffic Impact Analysis -14-Al 2008
Preparation Guide
Exhibit B
SCOPING AGREEMENT FOR TRAFFIC IMPACT STUDY
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. Provide SP No. and list of other approved or active projects within the SP.
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 Provide General Plan Land
Use Designation (e.g.: MDR, CR, etc)
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 pass-by trip discount is allowed for appropriate land uses per ITE trip generation handbook 3rd edition. The pass-by trips at adjacent study area intersections and project driveways shall be
indicated on a report figure. (Attach table for detailed trip generation)
B.Trip Geographic Distribution:N % S % E % W %
(attach exhibit for detailed assignment)
C. Background Traffic
Project Opening & Future Build-Out Year:
Phase Year(s) _________________
Annual Ambient Growth Rate: %
Other area projects to be analyzed:
Model/Forecast methodology
April 20211.1-1
Traffic Impact Analysis -5-April 2021
Preparation Guide
Exhibit B – Scoping Agreement – Page 2
D. Study intersections: (NOTE: Subject to revision after other projects, trip generation and distribution
are determined, or comments from other agencies.)
1.
2.
3.
4.
5.
E. Study Roadway Segments: (NOTE: Subject to revision after other projects, trip generation anddistribution are determined, or comments from other agencies.)
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)
(NOTE: If the traffic study states that “a traffic signal is warranted” (or “a traffic signal appears to be warranted,” orsimilar statement) at an existing unsignalized intersection under existing conditions, 8-hour approach traffic volume
information must be submitted in addition to the peak hourly turning movement counts for that intersection.)
H. Existing Conditions
Traffic count data must be new or recent. Provide traffic count dates if using other than new counts.
Date of counts______________________________________________________________________
I. VMT Assessment
Provide VMT screening/assessment per the latest TIA & VMT Guidelines.
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
14740-02 TA Scope
March 4, 2022
Mr. Salvador Quintanilla & Mr. Keith Tolliver
City of Fontana
8353 Sierra Avenue
Fontana, CA 92335
SUBJECT: SCOPING AGREEMENT FOR THE FONTANA FOOTHILL APARTMENTS TRAFFIC STUDY
Dear Mr. Salvador Quintanilla & Mr. Keith Tolliver:
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 Foothill Apartments
development (Project), which is located south of Foothill Boulevard and east of Alder Avenue (17795
Foothill Boulevard) in the City of Fontana. Exhibit 1 depicts the location of the proposed Project in
relation to the existing roadway network.
EXHIBIT 1: LOCATION MAP
Our goal is to obtain comments from City of Fontana staff, to ensure that the traffic assessment fully
addresses the potential effects 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. The following scoping agreement has been
1.1-3
14740-02 TA Scope
Mr. Salvador Quintanilla & Mr. Keith Tolliver
City of Fontana
March 4, 2022
Page 2 of 8
prepared consistent with the City’s Traffic Impact Analysis Guidelines for VMT and LOS Assessment
(October 2020, referred to as City’s Guidelines).
The Project is to consist of up to 210 multi-family (low-rise) residential dwelling units. 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 Alder Avenue and Foothill Boulevard. Both Project driveways will
allow for full access (no turn restrictions).
EXHIBIT 2: PRELIMINARY SITE PLAN
1.1-4
Mr. Salvador Quintanilla & Mr. Keith Tolliver
City of Fontana
March 4, 2022
Page 3 of 8
14740-02 TA Scope
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 and roadway segment analysis locations (and listed on Table 1). The study area
intersections will be evaluated using the HCM 6th Edition methodology.
TABLE 1: STUDY AREA INTERSECTIONS
EXHIBIT 3: STUDY AREA
#Intersections
1 Alder Av. & Foothill Bl. (SR-66)
2 Alder Av. & Vine St./Driveway 1
3 Driveway 2 & Foothill Bl. (SR-66)
1.1-5
Mr. Salvador Quintanilla & Mr. Keith Tolliver
City of Fontana
March 4, 2022
Page 4 of 8
14740-02 TA Scope
PROJECT TRIP GENERATION
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 (11th Edition, 2021) was used to estimate the
trip generation. Trip generation rates for the Project are shown in Table 2.
TABLE 2: PROJECT TRIP GENERATION SUMMARY
The trip generation summary for the Project is also shown in Table 2. As shown on Table 2, the Project
is anticipated to generate a total of 1,416 two-way trips per day with 84 AM peak hour trips and 107 PM
peak hour trips.
According to the City’s Guidelines:
•If a project generates between 100 and 249 two-way peak hour trips, a traffic impact analysis
will be required, but the extent of the analysis will be lesser than that required for a full SBCTA
Congestion Management Plan (CMP) Traffic Study (for projects generating more than 250-two-
way peak hour 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. Exhibit 4 illustrates the Project’s trip distribution patterns through the study area
intersections.
ITE
Land Use1 Code Units2 In Out Total In Out Total Daily
Multifamily (Low-Rise) Residential 220 DU 0.10 0.30 0.40 0.32 0.19 0.51 6.74
1 Trip Generation Source: Institute of Transportation Engineers (ITE), Trip Generation Manual, Eleventh Edition (2021).
2 DU = dwelling units
Land Use Quantity Units1 In Out Total In Out Total Daily
Fontana Foothill Apartments 210 DU 20 64 84 67 40 107 1,416
1 DU = dwelling units
AM Peak Hour PM Peak Hour
AM Peak Hour PM Peak Hour
1.1-6
Mr. Salvador Quintanilla & Mr. Keith Tolliver
City of Fontana
March 4, 2022
Page 5 of 8
14740-02 TA Scope
EXHIBIT 4: PROJECT TRIP DISTRIBUTION
1.1-7
Mr. Salvador Quintanilla & Mr. Keith Tolliver
City of Fontana
March 4, 2022
Page 6 of 8
14740-02 TA Scope
ANALYSIS SCENARIOS
The analysis of peak hour operations at study area intersections will be provided for the following
analysis scenarios:
• Existing (2022) Conditions
• Existing plus Ambient Growth plus Project (2026)
• Opening Year Cumulative (2026) Without Project Conditions
• Opening Year Cumulative (2026) With Project Conditions
EXISTING COUNT DATA
New traffic counts will be conducted for the study area intersections as identified in Table 1 since the
local Fontana Unified School District is back to in-person instruction. 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).
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.
DEFICIENCY CRITERIA
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 3. 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).
1.1-8
Mr. Salvador Quintanilla & Mr. Keith Tolliver
City of Fontana
March 4, 2022
Page 7 of 8
14740-02 TA Scope
TABLE 3: INTERSECTION DEFICIENCY CRITERIA
AMBIENT GROWTH
Consistent with other studies performed in the area, an ambient growth rate of 2.0% 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 five-year period (i.e.,
1.024years = 1.0824 or 8.24% for 2026).
SPECIAL ISSUES
The following special issues will also be addressed as part of the focused traffic assessment:
• Conduct traffic signal warrant analysis for all existing and future unsignalized study area
intersections.
• Provide a queuing analysis for Project driveways.
• Vehicle miles traveled (VMT) will be addressed under separate cover, but the findings will also
be summarized in the traffic study.
CUMULATIVE DEVELOPMENT PROJECTS (OPEN ITEM)
We request that City Planning staff provide an updated list of cumulative projects for inclusion 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. Salvador Quintanilla & Mr. Keith Tolliver
City of Fontana
March 4, 2022
Page 8 of 8
14740-02 TA Scope
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
Principal
1.1-10
Fontana Foothill Apartments Traffic Analysis
14740-03 TA Report
APPENDIX 1.2: SITE ADJACENT QUEUES
Fontana Foothill Apartments Traffic Analysis
14740-03 TA Report
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Queuing and Blocking Report
Opening Year Cumulative (2024) With Project - AM Peak Hour 04/26/2022
2024 WP AM Fontana Foothill Apartments (JN 14740)SimTraffic Report
Urban Crossroads, Inc.Page 1
Intersection: 1: Alder Av. & Foothill Bl. (SR-66)
Movement EB EB EB EB EB WB WB WB WB NB NB NB
Directions Served L T T T R L T T R L T TR
Maximum Queue (ft)68 213 192 63 59 141 214 206 49 113 126 99
Average Queue (ft)21 95 44 5 25 45 123 97 12 38 47 23
95th Queue (ft)58 158 116 31 54 95 189 170 40 84 93 67
Link Distance (ft)735 735 735 472 472 472 392 392
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 150 150 150 100
Storage Blk Time (%)1 0 3 1 1
Queuing Penalty (veh)0 0 2 1 1
Intersection: 1: Alder Av. & Foothill Bl. (SR-66)
Movement SB SB SB
Directions Served L T TR
Maximum Queue (ft)90 150 131
Average Queue (ft)34 66 32
95th Queue (ft)72 117 80
Link Distance (ft)938 938
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)90
Storage Blk Time (%)1 4
Queuing Penalty (veh) 1 2
Intersection: 2: Alder Av. & Vine St./Driveway 1
Movement EB WB SB SB
Directions Served LTR LTR L T
Maximum Queue (ft)31 43 15 8
Average Queue (ft)4 18 1 0
95th Queue (ft)20 43 11 5
Link Distance (ft)300 128 392
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)100
Storage Blk Time (%)
Queuing Penalty (veh)
1.2-1
Queuing and Blocking Report
Opening Year Cumulative (2024) With Project - AM Peak Hour 04/26/2022
2024 WP AM Fontana Foothill Apartments (JN 14740)SimTraffic Report
Urban Crossroads, Inc.Page 2
Intersection: 3: Driveway 2/Driveway & Foothill Bl. (SR-66)
Movement WB NB
Directions Served L LTR
Maximum Queue (ft)14 42
Average Queue (ft)1 22
95th Queue (ft)9 46
Link Distance (ft) 155
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)50
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 7
1.2-2
Queuing and Blocking Report
Opening Year Cumulative (2024) With Project - PM Peak Hour 04/26/2022
2024 WP PM Fontana Foothill Apartments (JN 14740)SimTraffic Report
Urban Crossroads, Inc.Page 1
Intersection: 1: Alder Av. & Foothill Bl. (SR-66)
Movement EB EB EB EB EB WB WB WB WB NB NB NB
Directions Served L T T T R L T T R L T TR
Maximum Queue (ft) 199 368 317 265 143 154 255 228 85 141 163 143
Average Queue (ft) 91 222 182 102 31 42 160 133 23 61 88 62
95th Queue (ft)197 331 283 224 92 97 238 210 56 114 148 123
Link Distance (ft)735 735 735 472 472 472 392 392
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 150 150 150 100
Storage Blk Time (%)0 28 5 10 2 6
Queuing Penalty (veh) 1 26 4 5 4 7
Intersection: 1: Alder Av. & Foothill Bl. (SR-66)
Movement SB SB SB
Directions Served L T TR
Maximum Queue (ft) 116 179 151
Average Queue (ft) 47 96 58
95th Queue (ft)93 154 119
Link Distance (ft)938 938
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)90
Storage Blk Time (%)2 12
Queuing Penalty (veh) 3 8
Intersection: 2: Alder Av. & Vine St./Driveway 1
Movement EB WB NB NB SB SB
Directions Served LTR LTR L T L TR
Maximum Queue (ft)15 42 7 8 31 8
Average Queue (ft)1 11 0070
95th Queue (ft)8 36 4 5 28 5
Link Distance (ft) 300 128 640 392
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)100 100
Storage Blk Time (%)
Queuing Penalty (veh)
1.2-3
Queuing and Blocking Report
Opening Year Cumulative (2024) With Project - PM Peak Hour 04/26/2022
2024 WP PM Fontana Foothill Apartments (JN 14740)SimTraffic Report
Urban Crossroads, Inc.Page 2
Intersection: 3: Driveway 2/Driveway & Foothill Bl. (SR-66)
Movement EB EB EB WB NB SB
Directions Served L T TR L LTR LTR
Maximum Queue (ft)23 13 10 33 59 13
Average Queue (ft)1018220
95th Queue (ft)10 8 7 29 48 6
Link Distance (ft)472 472 155 67
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)50 50
Storage Blk Time (%)0 0 0
Queuing Penalty (veh) 0 0 1
Network Summary
Network wide Queuing Penalty: 59
1.2-4
Fontana Foothill Apartments Traffic Analysis
14740-03 TA Report
APPENDIX 3.1: TRAFFIC COUNTS – MARCH 2022
Fontana Foothill Apartments Traffic Analysis
14740-03 TA Report
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T42321
DATE:LOCATION:PROJECT #:SC3344Tue, Mar 22, 22 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:1 2 0 1 2 0 1 3 1 1 2 1 0 0 0 0 0 0 0 0
7:00 AM 6 45 5 9 33 7 4 44 9 10 91 10 273 0 0 0 2 2 0 5 3 27:15 AM 17 48 8 17 39 12 5 63 15 12 100 9 345 0 0 0 0 0 3 1 5 27:30 AM 16 28 9 7 46 14 1 64 8 14 121 1 329 0 0 0 0 0 5 10 4 07:45 AM 15 31 3 15 59 6 5 82 20 18 116 7 377 0 0 0 0 0 1 4 5 08:00 AM 13 33 12 8 50 6 3 58 10 8 116 1 318 0 0 0 0 0 3 2 4 08:15 AM 22 39 5 5 36 9 4 59 10 5 109 4 307 0 0 0 0 0 2 3 4 08:30 AM 7 40 9 10 36 13 2 77 6 6 119 5 330 0 0 0 0 0 6 6 0 08:45 AM 18 36 13 7 42 13 5 81 9 5 97 5 331 0 0 0 0 0 8 4 4 1VOLUMES114 300 64 78 341 80 29 528 87 78 869 42 2,610 0 0 0 2 2 28 35 29 5APPROACH %24%63%13%16%68%16%5%82%14%8%88%4%APP/DEPART 478 /371 499 /504 644 /672 989 /1,063 0 BEGIN PEAK HRVOLUMES 61 140 32 47 194 38 14 267 53 52 453 18 1,369 12 17 18 2APPROACH %26%60%14%17%70%14%4%80%16%10%87%3%PEAK HR FACTOR 0.798 0.872 0.780 0.927 0.908 APP/DEPART 233 /172 279 /299 334 /346 523 /552 0 4:00 PM 30 74 27 16 50 11 17 195 25 9 122 7 583 0 0 0 0 0 7 1 9 44:15 PM 21 59 15 18 58 17 22 208 22 11 118 12 581 0 0 1 0 1 5 4 5 64:30 PM 26 96 22 23 55 19 16 167 18 8 144 10 604 0 0 0 0 0 3 4 1 64:45 PM 24 81 17 12 76 10 21 170 15 13 122 15 576 0 0 0 0 0 4 1 3 45:00 PM 23 91 23 8 68 16 16 207 16 7 121 6 602 0 0 0 0 0 3 6 10 45:15 PM 16 91 24 14 67 16 23 172 18 12 132 12 597 0 0 0 0 0 2 6 8 65:30 PM 30 98 17 24 59 14 21 172 22 11 157 11 636 0 0 0 0 0 2 5 7 35:45 PM 16 64 14 17 59 23 15 164 26 13 123 9 543 0 0 1 0 1 3 3 12 6VOLUMES186 654 159 132 492 126 151 1,455 162 84 1,039 82 4,722 0 0 2 0 2 29 30 55 39APPROACH %19%65%16%18%66%17%9%82%9%7%86%7%APP/DEPART 999 /885 750 /738 1,768 /1,746 1,205 /1,353 0 BEGIN PEAK HRVOLUMES 93 361 81 58 270 56 81 721 71 43 532 44 2,411 11 18 28 17APPROACH %17%67%15%15%70%15%9%83%8%7%86%7%PEAK HR FACTOR 0.922 0.980 0.913 0.865 0.948 APP/DEPART 535 /486 384 /384 873 /860 619 /681 0
Alder
NORTH SIDE
Foothill WEST SIDE EAST SIDE Foothill
SOUTH SIDE
Alder
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 1 1 0 1 3 1 0 0 1 2 0 1 0 0 1 7:15 AM 1 0 0 0 1 1 0 0 0 1 0 0 0 0 0 7:30 AM 0 1 2 2 5 0 0 2 0 2 0 1 0 2 3 7:45 AM 0 0 0 1 1 0 0 0 1 1 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 1 0 1 0 0 1 0 1 0 0 0 0 0
8:30 AM 0 0 1 0 1 0 0 0 0 0 0 0 1 0 1 8:45 AM 0 0 0 1 1 0 0 0 0 0 0 0 0 1 1 TOTAL 2 2 4 5 13 1 0 2 1 7 0 1 0 2 6 4:00 PM 0 1 1 1 3 0 1 1 0 2 0 0 0 1 1 4:15 PM 2 0 1 0 3 2 0 1 0 3 0 0 0 0 0 4:30 PM 1 2 2 7 12 1 2 2 7 12 0 0 0 0 0
4:45 PM 0 0 2 0 2 0 0 2 0 2 0 0 0 0 0
5:00 PM 0 0 1 0 1 0 0 1 0 1 0 0 0 0 0 5:15 PM 0 0 1 0 1 0 0 0 0 0 0 0 1 0 1 5:30 PM 0 3 7 1 11 0 2 6 0 8 0 1 1 1 3 5:45 PM 0 4 3 3 10 0 4 3 3 10 0 0 0 0 0 TOTAL 3 10 18 12 43 0 2 9 0 38 0 1 2 1 5
RTOR
INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY: AimTD LLC. tel: 714 253 7888 cs@aimtd.com
Fontana
AlderFoothill
U-TURNS
Alder Alder Foothill Foothill
BICYCLE CROSSINGS
AMPMAM7:15 AM
PM4:45 PM
ALL PED AND BIKE PEDESTRIAN CROSSINGS
Add U-Turns to Left Turns
3.1-1
1,249 206 833 210 TOTAL 1,256
750 126 492 132 PM 885
499 80 341 78 AM 371 989 1,205 2,194 2,416 1,353 1,063 42 82 124 869 1,039 1,908 TOTALPMAM78 84 162 180 151 29 AMPMTOTAL1,983 1,455 528 249 162 87 672 1,746 2,418 2,412 1,768 644 504 AM 114 300 64 478
738 PM 186 654 159 999
1,242 TOTAL 300 954 223 1,477
663 94 464 105 TOTAL 658
384 56 270 58 PM 486
279 38 194 47 AM 172 523 619 1,142 1,233 681 552 18 44 62 453 532 985 TOTALPMAMAM 7:15 AM
8:45 AM 52 43 95 95 81 14 #N/A AMPMTOTAL988 721 267 PM 4:45 PM
3:45 PM
124 71 53 346 860 1,206 1,207 873 334 299 AM 61 140 32 233
384 PM 93 361 81 535
683 Total 154 501 113 768
Alder
AimTD LLC
TURNING MOVEMENT COUNTS
Alder
FoothillFoothillFontana
SC3344
ALL HOURS
Alder
Alder
FoothillFoothillPEAK HOUR
3.1-2
DATE:LOCATION:Fontana PROJECT #: SC33443/22/22 NORTH & SOUTH:Alder LOCATION #: 1 TUESDAY EAST & WEST:Foothill 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:120120131121 0000
7:00 AM 0 4 0 1 3 0 1 1 0 0 2 1 13 00000 00017:15 AM 0 4 1 2 2 0 0 4 3 0 1 1 18 00000 00007:30 AM 0 2 2 1 0 1 0 4 1 0 4 0 15 00000 21007:45 AM 1 0 0 1 4 0 0 2 1 2 7 0 18 00000 00008:00 AM 1 4 2 0 2 0 0 3 2 1 6 0 21 00000 00208:15 AM 0 0 0 1 2 0 0 6 0 0 7 0 16 00000 00008:30 AM 1 2 1 0 1 0 0 7 0 0 3 1 16 00000 10008:45 AM 0 3 1 1 4 0 1 4 0 0 6 0 20 00000 0000VOLUMES3 19 7 7 18 1 2 31 7 3 36 3 137 0000 0 3121APPROACH % 10% 66% 24% 27% 69% 4% 5% 78% 18% 7% 86% 7%APP/DEPART 29 /24 26 /28 40 /45 42 /40 0 BEGIN PEAK HRVOLUMES 2 10 5 4 8 1 0 13 7 3 18 1 72 2120APPROACH % 12% 59% 29% 31% 62% 8% 0% 65% 35% 14% 82% 5%PEAK HR FACTOR 0.607 0.650 0.714 0.611 0.857 APP/DEPART 17 /11 13 /18 20 /22 22 /21 0 4:00 PM 1 2 0 2 3 2 1 3 1 0 3 0 18 00000 00004:15 PM 0 3 0 0 2 0 0 3 2 0 4 1 15 00000 00204:30 PM 2 0 1 1 4 1 0 3 0 0 2 0 14 00000 00004:45 PM 0 2 0 0 6 2 0 3 1 0 1 0 15 00000 00005:00 PM 3 1 4 0 1 0 1 8 0 0 4 1 23 00000 10015:15 PM 0 1 2 2 2 2 0 3 1 0 2 0 15 00000 00105:30 PM 0 1 0 0 0 0 0 2 2 0 1 2 8 00000 00115:45 PM 1 2 0 1 4 1 0 4 0 0 1 0 14 00000 0000VOLUMES7 12 7 6 22 8 2 29 7 0 18 4 122 0000 0 1042APPROACH % 27% 46% 27% 17% 61% 22% 5% 76% 18% 0% 82% 18%APP/DEPART 26 /18 36 /29 38 /42 22 /33 0 BEGIN PEAK HRVOLUMES 3 5 6 2 9 4 1 16 4 0 8 3 61 1022APPROACH % 21% 36% 43% 13% 60% 27% 5% 76% 19% 0% 73% 27%
PEAK HR FACTOR 0.438 0.469 0.583 0.550 0.663
APP/DEPART 14 /9 15 /13 21 /24 11 /15 0
Alder
NORTH SIDE
Foothill WEST SIDE EAST SIDE Foothill
SOUTH SIDE
Alder
RTORU-TURNS
Alder Alder Foothill Foothill
AM7:15 AM
PM4:45 PM
INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 cs@aimtd.com
3.1-3
DATE:LOCATION:Fontana PROJECT #: SC3344
3/22/22 NORTH & SOUTH:Alder LOCATION #: 1
TUESDAY EAST & WEST:Foothill CONTROL: SIGNAL
CLASS 3: NOTES:AM ▲
3-AXLE PM N
TRUCKS 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:120120131121 0000
7:00 AM 1 1 0 0 0 0 0 1 1 0 2 0 6 0000 0 00007:15 AM 0 1 0 0 1 0 0 0 1 0 0 0 3 0000 0 00007:30 AM 0 0 0 0 1 0 0 0 0 0 0 0 1 0000 0 00007:45 AM 1 0 0 0 0 0 0 0 0 1 1 0 3 0000 0 00008:00 AM 0 3 0 0 2 0 0 2 0 0 1 0 8 0000 0 00008:15 AM 0 0 0 0 0 0 0 1 0 0 1 0 2 0000 0 00008:30 AM 0 1 0 0 0 0 0 1 0 0 1 0 3 0000 0 00008:45 AM 0 1 0 0 0 0 0 0 0 0 1 0 2 0000 0 0000VOLUMES 2 7 0 0 4 0 0 5 2 1 7 0 28 0000 0 0000APPROACH % 22% 78% 0% 0% 100% 0% 0% 71% 29% 13% 88% 0%APP/DEPART 9 /7 4 /7 7 /5 8 /9 0 BEGIN PEAK HRVOLUMES 1 4 0 0 4 0 0 2 1 1 2 0 15 0000APPROACH % 20% 80% 0% 0% 100% 0% 0% 67% 33% 33% 67% 0%PEAK HR FACTOR 0.417 0.500 0.375 0.375 0.469
APP/DEPART 5 /4 4 /6 3 /2 3 /3 0
4:00 PM 0 0 0 0 0 0 0 0 1 0 1 0 2 0000 0 0000
4:15 PM 0 2 0 0 0 0 0 1 1 0 0 0 4 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 1 0 0 0 0 0 1 0 2 0000 0 0000
5:00 PM 0 0 0 0 1 0 0 0 0 0 1 0 2 0000 0 0000
5:15 PM 0 0 0 0 1 0 0 1 0 0 1 0 3 0000 0 0000
5:30 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 1 0 1 0000 0 0000
VOLUMES 0 2 0 0 3 0 0 2 2 0 5 0 14 0000 0 0000
APPROACH % 0% 100% 0% 0% 100% 0% 0% 50% 50% 0% 100% 0%
APP/DEPART 2 /2 3 /5 4 /2 5 /5 0
BEGIN PEAK HRVOLUMES 0 0 0 0 3 0 0 1 0 0 3 0 7 0000APPROACH % 0% 0% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0%PEAK HR FACTOR 0.000 0.750 0.250 0.750 0.583 APP/DEPART 0 /0 3 /3 1 /1 3 /3 0
Alder
NORTH SIDE
Foothill WEST SIDE EAST SIDE Foothill
SOUTH SIDE
Alder
RTORU-TURNS
Alder Alder Foothill Foothill
AM7:15 AM
PM4:45 PM
INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 cs@aimtd.com
3.1-4
DATE:LOCATION:Fontana PROJECT #: SC33443/22/22 NORTH & SOUTH:Alder LOCATION #: 1 TUESDAY EAST & WEST:Foothill 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:120120131121 0000
7:00 AM 1 0 0 0 0 0 0 0 0 0 2 0 3 00000 00007:15 AM 0 1 0 0 0 0 0 3 0 0 0 1 5 00000 00007:30 AM 1 0 0 1 1 0 0 0 0 0 0 0 3 00000 00007:45 AM 1 0 0 1 0 0 0 1 0 1 0 0 4 00000 00008:00 AM 0 0 0 0 0 0 1 0 0 0 0 0 1 00000 00008:15 AM 0 1 0 0 1 1 0 1 0 0 2 0 6 00000 01008:30 AM 0 0 0 0 0 1 0 1 0 0 0 0 2 00000 00008:45 AM 0 0 0 0 0 0 0 2 0 1 0 1 4 00000 0000VOLUMES 3 2 0 2 2 2 1 8 0 2 4 2 28 0000 0 0100APPROACH % 60% 40% 0% 33% 33% 33% 11% 89% 0% 25% 50% 25%APP/DEPART 5 /5 6 /4 9 /10 8 /9 0 BEGIN PEAK HRVOLUMES 2 1 0 2 1 0 1 4 0 1 0 1 13 0000APPROACH % 67% 33% 0% 67% 33% 0% 20% 80% 0% 50% 0% 50%PEAK HR FACTOR 0.750 0.375 0.417 0.500 0.650 APP/DEPART 3 /3 3 /2 5 /6 2 /2 0 4:00 PM 0 2 0 0 2 0 0 0 0 0 0 0 4 00000 00004:15 PM 0 0 0 0 1 0 0 0 0 0 2 0 3 00000 00004:30 PM 0 0 0 0 2 0 0 1 0 0 0 0 3 00000 00004:45 PM 1 0 0 0 2 0 0 1 0 0 1 0 5 00000 00005:00 PM 0 1 0 0 0 0 0 0 0 0 2 0 3 00000 00005:15 PM 0 1 0 0 0 0 0 0 0 0 1 0 2 00000 00005:30 PM 0 1 0 0 1 0 0 0 0 0 0 0 2 00000 00005:45 PM 0 0 0 0 1 0 0 2 0 0 0 0 3 00000 0000VOLUMES 1 5 0 0 9 0 0 4 0 0 6 0 25 0000 0 0000APPROACH % 17% 83% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0%APP/DEPART 6 /5 9 /9 4 /4 6 /7 0 BEGIN PEAK HRVOLUMES 1 3 0 0 3 0 0 1 0 0 4 0 12 0000APPROACH % 25% 75% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0%
PEAK HR FACTOR 1.000 0.375 0.250 0.500 0.600
APP/DEPART 4 /3 3 /3 1 /1 4 /5 0
Alder
NORTH SIDE
Foothill WEST SIDE EAST SIDE Foothill
SOUTH SIDE
Alder
RTORU-TURNS
Alder Alder Foothill Foothill
AM7:15 AM
PM4:45 PM
INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 cs@aimtd.com
3.1-5
T42321
DATE:LOCATION:PROJECT #:SC3344Tue, Mar 22, 22 NORTH & SOUTH:LOCATION #:2 EAST & WEST:CONTROL:STOP E
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 2 X X 2 0 0 X 0 X X X 0 0 0 0 X X X X
7:00 AM 0 57 0 0 46 1 1 0 0 0 0 0 105 0 0 0 0 0 0 0 0 07:15 AM 0 65 0 0 62 0 0 0 0 0 0 0 127 0 0 0 0 0 0 0 0 07:30 AM 0 63 0 0 72 0 2 0 0 0 0 0 137 0 0 0 0 0 0 0 0 07:45 AM 0 48 0 0 96 0 0 0 0 0 0 0 144 0 0 0 0 0 0 0 0 08:00 AM 0 65 0 0 69 0 1 0 1 0 0 0 136 0 0 0 0 0 0 0 0 08:15 AM 0 55 0 0 54 0 1 0 0 0 0 0 110 0 0 0 0 0 0 0 0 08:30 AM 0 61 0 0 47 0 0 0 0 0 0 0 108 0 0 0 0 0 0 0 0 08:45 AM 0 68 0 0 57 1 0 0 0 0 0 0 126 0 0 0 0 0 0 0 0 0VOLUMES0 482 0 0 503 2 5 0 1 0 0 0 993 0 0 0 0 0 0 0 0 0APPROACH %0%100%0%0%100%0%83%0%17%0%0%0%APP/DEPART 482 /487 505 /504 6 /0 0 /2 0 BEGIN PEAK HRVOLUMES 0 241 0 0 299 0 3 0 1 0 0 0 544 0 0 0 0APPROACH %0%100%0%0%100%0%75%0%25%0%0%0%PEAK HR FACTOR 0.927 0.779 0.500 0.000 0.944 APP/DEPART 241 /244 299 /300 4 /0 0 /0 0 4:00 PM 0 134 0 0 84 1 1 0 1 0 0 0 221 0 0 0 0 0 0 0 0 04:15 PM 1 112 0 0 94 1 1 0 0 0 0 0 209 0 0 0 0 0 0 0 0 04:30 PM 1 131 0 0 86 0 1 0 3 0 0 0 222 0 0 0 0 0 0 0 0 04:45 PM 0 137 0 0 105 0 0 0 0 0 0 0 242 0 0 0 0 0 0 0 0 05:00 PM 1 135 0 0 98 1 0 0 1 0 0 0 236 0 0 0 0 0 0 0 0 05:15 PM 0 126 0 0 99 1 0 0 0 0 0 0 226 0 0 0 0 0 0 0 0 05:30 PM 0 134 0 0 96 1 0 0 0 0 0 0 231 0 0 0 0 0 0 0 0 05:45 PM 1 90 0 0 99 0 0 0 0 0 0 0 190 0 1 0 0 1 0 0 0 0VOLUMES4 999 0 0 761 5 3 0 5 0 0 0 1,778 0 1 0 0 1 0 0 0 0APPROACH %0%100%0%0%99%1%38%0%63%0%0%0%APP/DEPART 1,003 /1,003 767 /766 8 /0 0 /9 0 BEGIN PEAK HRVOLUMES 1 532 0 0 398 3 0 0 1 0 0 0 935 0 0 0 0APPROACH %0%100%0%0%99%1%0%0%100%0%0%0%PEAK HR FACTOR 0.973 0.955 0.250 0.000 0.966 APP/DEPART 533 /532 401 /399 1 /0 0 /4 0
Alder
NORTH SIDE
Vine WEST SIDE EAST SIDE Vine
SOUTH SIDE
Alder
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 2 0 0 2 0 1 0 0 1 0 1 0 0 1 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 1 1 0 2 0 0 1 0 1 0 1 0 0 1 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 1 0 0 1 0 1 0 0 1 0 0 0 0 0 TOTAL 0 4 1 0 5 0 0 1 0 3 0 1 0 0 2 4:00 PM 0 1 0 0 1 0 1 0 0 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 1 1 0 2 0 1 1 0 2 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 1 0 1 0 0 1 0 1 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 2 2 0 4 0 1 2 0 4 0 0 0 0 0
BICYCLE CROSSINGS
AMPMAM7:15 AM
PM4:45 PM
ALL PED AND BIKE PEDESTRIAN CROSSINGS
RTOR
INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY: AimTD LLC. tel: 714 253 7888 cs@aimtd.com
Fontana
AlderVine
U-TURNS
Alder Alder Vine Vine
Add U-Turns to Left Turns
3.1-6
1,272 7 1,264 0 TOTAL 1,490
767 5 761 0 PM 1,003
505 2 503 0 AM 487 0 0 0 11 9 2 0 0 0 0 0 0 TOTALPMAM0 0 0 8 3 5 AMPMTOTAL0 0 0 6 5 1 0 0 0 14 8 6 504 AM 0 482 0 482
766 PM 4 999 0 1,003
1,270 TOTAL 4 1,481 0 1,485
700 3 697 0 TOTAL 776
401 3 398 0 PM 532
299 0 299 0 AM 244 0 0 0 4 4 0 0 0 0 0 0 0 TOTALPMAMAM 7:15 AM
8:45 AM 0 0 0 3 0 3 #N/A AMPMTOTAL0 0 0 PM 4:45 PM
3:45 PM
2 1 1 0 0 0 5 1 4 300 AM 0 241 0 241
399 PM 1 532 0 533
699 Total 1 773 0 774
Alder
AimTD LLC
TURNING MOVEMENT COUNTS
Alder
VineVineFontana
SC3344
ALL HOURS
Alder
Alder
VineVinePEAK HOUR
3.1-7
DATE:LOCATION:Fontana PROJECT #: SC33443/22/22 NORTH & SOUTH:Alder LOCATION #: 2 TUESDAY EAST & WEST:Vine CONTROL: STOP E
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:12XX200X0XXX X X X X
7:00 AM 0 4 0 0 0 0 0 0 0 0 0 0 4 00000 00007:15 AM 0 2 0 0 4 0 0 0 0 0 0 0 6 00000 00007:30 AM 0 4 0 0 1 0 0 0 0 0 0 0 5 00000 00007:45 AM 0 0 0 0 7 0 0 0 0 0 0 0 7 00000 00008:00 AM 0 2 0 0 5 0 0 0 0 0 0 0 7 00000 00008:15 AM 0 0 0 0 2 0 0 0 0 0 0 0 2 00000 00008:30 AM 0 4 0 0 1 0 0 0 0 0 0 0 5 00000 00008:45 AM 0 4 0 0 2 0 0 0 0 0 0 0 6 00000 0000VOLUMES 0 20 0 0 22 0 0 0 0 0 0 0 42 0000 0 0000APPROACH % 0% 100% 0% 0% 100% 0% 0% 0% 0% 0% 0% 0%APP/DEPART 20 /20 22 /22 0 /0 0 /0 0 BEGIN PEAK HRVOLUMES 0 8 0 0 17 0 0 0 0 0 0 0 25 0000APPROACH % 0% 100% 0% 0% 100% 0% 0% 0% 0% 0% 0% 0%PEAK HR FACTOR 0.500 0.607 0.000 0.000 0.893 APP/DEPART 8 /8 17 /17 0 /0 0 /0 0 4:00 PM 0 2 0 0 4 0 0 0 0 0 0 0 6 00000 00004:15 PM 0 3 0 0 3 0 0 0 0 0 0 0 6 00000 00004:30 PM 0 2 0 0 4 0 0 0 0 0 0 0 6 00000 00004:45 PM 0 4 0 0 6 0 0 0 0 0 0 0 10 00000 00005:00 PM 0 7 0 0 1 0 0 0 0 0 0 0 8 00000 00005:15 PM 0 4 0 0 5 0 0 0 0 0 0 0 9 00000 00005:30 PM 0 3 0 0 1 0 0 0 0 0 0 0 4 00000 00005:45 PM 0 3 0 0 4 0 0 0 0 0 0 0 7 00000 0000VOLUMES 0 28 0 0 28 0 0 0 0 0 0 0 56 0000 0 0000APPROACH % 0% 100% 0% 0% 100% 0% 0% 0% 0% 0% 0% 0%APP/DEPART 28 /28 28 /28 0 /0 0 /0 0 BEGIN PEAK HRVOLUMES 0 18 0 0 13 0 0 0 0 0 0 0 31 0000APPROACH % 0% 100% 0% 0% 100% 0% 0% 0% 0% 0% 0% 0%
PEAK HR FACTOR 0.643 0.542 0.000 0.000 0.775
APP/DEPART 18 /18 13 /13 0 /0 0 /0 0
Alder
NORTH SIDE
Vine WEST SIDE EAST SIDE Vine
SOUTH SIDE
AlderAM7:15 AM
PM4:45 PM
INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 cs@aimtd.com
RTORU-TURNS
Alder Alder Vine Vine
3.1-8
DATE:LOCATION:Fontana PROJECT #: SC3344
3/22/22 NORTH & SOUTH:Alder LOCATION #: 2
TUESDAY EAST & WEST:Vine CONTROL: STOP E
CLASS 3: NOTES:AM ▲
3-AXLE PM N
TRUCKS 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:12XX2 00X0XXX X X X X
7:00 AM 0 2 0 0 1 0 0 0 0 0 0 0 3 00000 00007:15 AM 0 2 0 0 2 0 0 0 0 0 0 0 4 00000 00007:30 AM 0 0 0 0 1 0 0 0 0 0 0 0 1 00000 00007:45 AM 0 1 0 0 1 0 0 0 0 0 0 0 2 00000 00008:00 AM 0 2 0 0 2 0 0 0 0 0 0 0 4 00000 00008:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 00000 00008:30 AM 0 1 0 0 0 0 0 0 0 0 0 0 1 00000 00008:45 AM 0 1 0 0 0 0 0 0 0 0 0 0 1 00000 0000VOLUMES 0 9 0 0 7 0 0 0 0 0 0 0 16 0000 0 0000APPROACH % 0% 100% 0% 0% 100% 0% 0% 0% 0% 0% 0% 0%APP/DEPART 9 /9 7 /7 0 /0 0 /0 0 BEGIN PEAK HRVOLUMES 0 5 0 0 6 0 0 0 0 0 0 0 11 0000APPROACH % 0% 100% 0% 0% 100% 0% 0% 0% 0% 0% 0% 0%PEAK HR FACTOR 0.625 0.750 0.000 0.000 0.688
APP/DEPART 5 /5 6 /6 0 /0 0 /0 0
4:00 PM 0 0 0 0 1 0 0 0 0 0 0 0 1 00000 0000
4:15 PM 0 2 0 0 1 0 0 0 0 0 0 0 3 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 1 0 0 0 0 0 0 0 1 00000 0000
5:00 PM 0 0 0 0 1 0 0 0 0 0 0 0 1 00000 0000
5:15 PM 0 0 0 0 1 0 0 0 0 0 0 0 1 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 2 0 0 5 0 0 0 0 0 0 0 7 0000 0 0000
APPROACH % 0% 100% 0% 0% 100% 0% 0% 0% 0% 0% 0% 0%
APP/DEPART 2 /2 5 /5 0 /0 0 /0 0
BEGIN PEAK HRVOLUMES 0 0 0 0 3 0 0 0 0 0 0 0 3 0000APPROACH % 0% 0% 0% 0% 100% 0% 0% 0% 0% 0% 0% 0%PEAK HR FACTOR 0.000 0.750 0.000 0.000 0.750 APP/DEPART 0 /0 3 /3 0 /0 0 /0 0
Alder
NORTH SIDE
Vine WEST SIDE EAST SIDE Vine
SOUTH SIDE
AlderAM7:15 AM
PM4:45 PM
INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 cs@aimtd.com
RTORU-TURNS
Alder Alder Vine Vine
3.1-9
DATE:LOCATION:Fontana PROJECT #: SC33443/22/22 NORTH & SOUTH:Alder LOCATION #: 2 TUESDAY EAST & WEST:Vine CONTROL: STOP E
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:12XX200X0XXX X X X X
7:00 AM 0 1 0 0 0 0 0 0 0 0 0 0 1 00000 00007:15 AM 0 1 0 0 0 0 0 0 0 0 0 0 1 00000 00007:30 AM 0 1 0 0 2 0 0 0 0 0 0 0 3 00000 00007:45 AM 0 1 0 0 0 0 0 0 0 0 0 0 1 00000 00008:00 AM 0 1 0 0 1 0 0 0 0 0 0 0 2 00000 00008:15 AM 0 1 0 0 1 0 0 0 0 0 0 0 2 00000 00008:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 00000 00008:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 00000 0000VOLUMES 0 6 0 0 4 0 0 0 0 0 0 0 10 0000 0 0000APPROACH % 0% 100% 0% 0% 100% 0% 0% 0% 0% 0% 0% 0%APP/DEPART 6 /6 4 /4 0 /0 0 /0 0 BEGIN PEAK HRVOLUMES 0 4 0 0 3 0 0 0 0 0 0 0 7 0000APPROACH % 0% 100% 0% 0% 100% 0% 0% 0% 0% 0% 0% 0%PEAK HR FACTOR 1.000 0.375 0.000 0.000 0.583 APP/DEPART 4 /4 3 /3 0 /0 0 /0 0 4:00 PM 0 2 0 0 1 0 0 0 0 0 0 0 3 00000 00004:15 PM 0 0 0 0 2 0 0 0 0 0 0 0 2 00000 00004:30 PM 0 0 0 0 2 0 0 0 0 0 0 0 2 00000 00004:45 PM 0 1 0 0 2 0 0 0 0 0 0 0 3 00000 00005:00 PM 0 1 0 0 0 0 0 0 0 0 0 0 1 00000 00005:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 00000 00005:30 PM 0 1 0 0 1 0 0 0 0 0 0 0 2 00000 00005:45 PM 0 0 0 0 1 0 0 0 0 0 0 0 1 00000 0000VOLUMES 0 5 0 0 9 0 0 0 0 0 0 0 14 0000 0 0000APPROACH % 0% 100% 0% 0% 100% 0% 0% 0% 0% 0% 0% 0%APP/DEPART 5 /5 9 /9 0 /0 0 /0 0 BEGIN PEAK HRVOLUMES 0 3 0 0 3 0 0 0 0 0 0 0 6 0000APPROACH % 0% 100% 0% 0% 100% 0% 0% 0% 0% 0% 0% 0%
PEAK HR FACTOR 0.750 0.375 0.000 0.000 0.500
APP/DEPART 3 /3 3 /3 0 /0 0 /0 0
Alder
NORTH SIDE
Vine WEST SIDE EAST SIDE Vine
SOUTH SIDE
AlderAM7:15 AM
PM4:45 PM
INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 cs@aimtd.com
RTORU-TURNS
Alder Alder Vine Vine
3.1-10
T42321
DATE:LOCATION:PROJECT #:SC3344Tue, Mar 22, 22 NORTH & SOUTH:LOCATION #:3 EAST & WEST:CONTROL:NO CONTROL
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:X X X 0 X 0 0 2 X X 2 0 0 0 0 0 X X X X
7:00 AM 0 0 0 0 0 1 0 61 0 0 111 0 173 0 0 0 0 0 0 0 0 07:15 AM 0 0 0 0 0 0 0 88 0 0 113 0 201 0 0 0 0 0 0 0 0 07:30 AM 0 0 0 0 0 0 0 82 0 0 155 0 237 0 0 0 0 0 0 0 0 07:45 AM 0 0 0 0 0 0 0 97 0 0 151 0 248 0 0 0 0 0 0 0 0 08:00 AM 0 0 0 0 0 0 0 81 0 0 125 0 206 0 0 0 0 0 0 0 0 08:15 AM 0 0 0 0 0 0 0 70 0 0 123 0 193 0 0 0 0 0 0 0 0 08:30 AM 0 0 0 0 0 0 0 100 0 0 121 0 221 0 0 0 0 0 0 0 0 08:45 AM 0 0 0 0 0 0 0 99 0 0 109 0 208 0 0 0 0 0 0 0 0 0VOLUMES0 0 0 0 0 1 0 678 0 0 1,008 0 1,687 0 0 0 0 0 0 0 0 0APPROACH %0%0%0%0%0%100%0%100%0%0%100%0%APP/DEPART 0 /0 1 /0 678 /678 1,008 /1,009 0 BEGIN PEAK HRVOLUMES 0 0 0 0 0 0 0 348 0 0 544 0 892 0 0 0 0APPROACH %0%0%0%0%0%0%0%100%0%0%100%0%PEAK HR FACTOR 0.000 0.000 0.897 0.877 0.899 APP/DEPART 0 /0 0 /0 348 /348 544 /544 0 4:00 PM 0 0 0 0 0 1 0 242 0 0 141 0 384 0 0 0 0 0 0 0 0 04:15 PM 0 0 0 0 0 0 0 240 0 0 138 0 378 0 0 0 0 0 0 0 0 04:30 PM 0 0 0 0 0 0 0 215 0 0 163 0 378 0 0 0 0 0 0 0 0 04:45 PM 0 0 0 0 0 0 1 212 0 0 152 0 365 0 0 1 0 1 0 0 0 05:00 PM 0 0 0 0 0 0 2 235 0 0 151 0 388 0 0 0 0 0 0 0 0 05:15 PM 0 0 0 0 0 1 0 219 0 0 158 0 378 0 0 0 0 0 0 0 0 05:30 PM 0 0 0 0 0 1 1 198 0 0 150 0 350 0 0 1 0 1 0 0 0 05:45 PM 0 0 0 0 0 0 0 185 0 0 152 0 337 0 0 0 0 0 0 0 0 0VOLUMES0 0 0 0 0 3 4 1,746 0 0 1,205 0 2,958 0 0 2 0 2 0 0 0 0APPROACH %0%0%0%0%0%100%0%100%0%0%100%0%APP/DEPART 0 /2 3 /0 1,750 /1,746 1,205 /1,210 0 BEGIN PEAK HRVOLUMES 0 0 0 0 0 1 3 881 0 0 624 0 1,509 0 0 0 0APPROACH %0%0%0%0%0%100%0%100%0%0%100%0%PEAK HR FACTOR 0.000 0.250 0.932 0.957 0.972 APP/DEPART 0 /2 1 /0 884 /881 624 /626 0
Auto Center Dwy
NORTH SIDE
Foothill WEST SIDE EAST SIDE Foothill
SOUTH SIDE
Auto Center Dwy
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 1 1 2 0 0 1 0 1 0 0 0 1 1 7:45 AM 0 0 0 1 1 0 0 0 1 1 0 0 0 0 0 8:00 AM 0 0 1 0 1 0 0 1 0 1 0 0 0 0 0
8:15 AM 0 0 1 0 1 0 0 1 0 1 0 0 0 0 0
8:30 AM 0 0 1 0 1 0 0 0 0 0 0 0 1 0 1 8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 0 4 2 6 0 0 2 1 4 0 0 0 1 2 4:00 PM 0 0 0 1 1 0 0 0 0 0 0 0 0 1 1 4:15 PM 0 0 2 2 4 0 0 2 2 4 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 1 0 1 0 0 1 0 1 0 0 0 0 0
5:00 PM 0 0 2 0 2 0 0 1 0 1 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 2 1 3 0 0 1 0 1 0 0 1 1 2 5:45 PM 0 0 2 2 4 0 0 2 2 4 0 0 0 0 0 TOTAL 0 0 9 6 15 0 0 2 0 11 0 0 1 0 4
RTOR
INTERSECTION TURNING MOVEMENT COUNTSPREPARED BY: AimTD LLC. tel: 714 253 7888 cs@aimtd.com
Fontana
Auto Center DwyFoothill
U-TURNS
Auto Center Dwy Auto Center Dwy Foothill Foothill
BICYCLE CROSSINGS
AMPMAM7:15 AM
PM4:30 PM
ALL PED AND BIKE PEDESTRIAN CROSSINGS
Add U-Turns to Left Turns
3.1-11
4 4 0 0 TOTAL 2
3 3 0 0 PM 2
1 1 0 0 AM 0 1,008 1,205 2,213 2,219 1,210 1,009 0 0 0 1,008 1,205 2,213 TOTALPMAM0 0 0 4 4 0 AMPMTOTAL2,424 1,746 678 0 0 0 678 1,746 2,424 2,428 1,750 678 0 AM 0 0 0 0
0 PM 0 0 0 0
0 TOTAL 0 0 0 0
1 1 0 0 TOTAL 2
1 1 0 0 PM 2
0 0 0 0 AM 0 544 624 1,168 1,170 626 544 0 0 0 544 624 1,168 TOTALPMAMAM 7:15 AM
8:45 AM 0 0 0 3 3 0 #N/A AMPMTOTAL1,229 881 348 PM 4:30 PM
3:45 PM
0 0 0 348 881 1,229 1,232 884 348 0 AM 0 0 0 0
0 PM 0 0 0 0
0 Total 0 0 0 0
Auto Center Dwy
AimTD LLC
TURNING MOVEMENT COUNTS
Auto Center Dwy
FoothillFoothillFontana
SC3344
ALL HOURS
Auto Center Dwy
Auto Center Dwy
FoothillFoothillPEAK HOUR
3.1-12
DATE:LOCATION:Fontana PROJECT #: SC33443/22/22 NORTH & SOUTH:Auto Center Dwy LOCATION #: 3 TUESDAY EAST & WEST: Foothill CONTROL: NO CONTROL
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:XXX0X002XX20 X X X X
7:00 AM 0 0 0 0 0 0 0 3 0 0 3 0 6 00000 00007:15 AM 0 0 0 0 0 0 0 6 0 0 2 0 8 00000 00007:30 AM 0 0 0 0 0 0 0 8 0 0 6 0 14 00000 00007:45 AM 0 0 0 0 0 0 0 1 0 0 10 0 11 00000 00008:00 AM 0 0 0 0 0 0 0 6 0 0 6 0 12 00000 00008:15 AM 0 0 0 0 0 0 0 6 0 0 8 0 14 00000 00008:30 AM 0 0 0 0 0 0 0 8 0 0 4 0 12 00000 00008:45 AM 0 0 0 0 0 0 0 5 0 0 7 0 12 00000 0000VOLUMES 0 0 0 0 0 0 0 43 0 0 46 0 89 0000 0 0000APPROACH % 0% 0% 0% 0% 0% 0% 0% 100% 0% 0% 100% 0%APP/DEPART 0 /0 0 /0 43 /43 46 /46 0 BEGIN PEAK HRVOLUMES 0 0 0 0 0 0 0 21 0 0 24 0 45 0000APPROACH % 0% 0% 0% 0% 0% 0% 0% 100% 0% 0% 100% 0%PEAK HR FACTOR 0.000 0.000 0.656 0.600 0.804 APP/DEPART 0 /0 0 /0 21 /21 24 /24 0 4:00 PM 0 0 0 0 0 0 0 5 0 0 3 0 8 00000 00004:15 PM 0 0 0 0 0 0 0 2 0 0 5 0 7 00000 00004:30 PM 0 0 0 0 0 0 0 5 0 0 3 0 8 00000 00004:45 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 10 0 0 5 0 15 00000 00005:15 PM 0 0 0 0 0 0 0 6 0 0 2 0 8 00000 00005:30 PM 0 0 0 0 0 0 0 2 0 0 3 0 5 00000 00005:45 PM 0 0 0 0 0 0 0 4 0 0 3 0 7 00000 0000VOLUMES 0 0 0 0 0 0 0 37 0 0 24 0 61 0000 0 0000APPROACH % 0% 0% 0% 0% 0% 0% 0% 100% 0% 0% 100% 0%APP/DEPART 0 /0 0 /0 37 /37 24 /24 0 BEGIN PEAK HRVOLUMES 0 0 0 0 0 0 0 24 0 0 10 0 34 0000APPROACH % 0% 0% 0% 0% 0% 0% 0% 100% 0% 0% 100% 0%
PEAK HR FACTOR 0.000 0.000 0.600 0.500 0.567
APP/DEPART 0 /0 0 /0 24 /24 10 /10 0
Auto Center Dwy
NORTH SIDE
Foothill WEST SIDE EAST SIDE Foothill
SOUTH SIDE
Auto Center Dwy
RTORU-TURNS
Auto Center Dwy Auto Center Dwy Foothill Foothill
AM7:15 AM
PM4:30 PM
INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 cs@aimtd.com
3.1-13
DATE:LOCATION:Fontana PROJECT #: SC3344
3/22/22 NORTH & SOUTH:Auto Center Dwy LOCATION #: 3
TUESDAY EAST & WEST:Foothill CONTROL: NO CONTROL
CLASS 3: NOTES:AM ▲
3-AXLE PM N
TRUCKS 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:XXX0 X 002XX20 X X X X
7:00 AM 0 0 0 0 0 0 0 2 0 0 2 0 4 00000 00007:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 00000 00007:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 00000 00007:45 AM 0 0 0 0 0 0 0 0 0 0 4 0 4 00000 00008:00 AM 0 0 0 0 0 0 0 2 0 0 0 0 2 00000 00008:15 AM 0 0 0 0 0 0 0 1 0 0 0 0 1 00000 00008:30 AM 0 0 0 0 0 0 0 1 0 0 1 0 2 00000 00008:45 AM 0 0 0 0 0 0 0 0 0 0 1 0 1 00000 0000VOLUMES 0 0 0 0 0 0 0 6 0 0 8 0 14 0000 0 0000APPROACH % 0% 0% 0% 0% 0% 0% 0% 100% 0% 0% 100% 0%APP/DEPART 0 /0 0 /0 6 /6 8 /8 0 BEGIN PEAK HRVOLUMES 0 0 0 0 0 0 0 2 0 0 4 0 6 0000APPROACH % 0% 0% 0% 0% 0% 0% 0% 100% 0% 0% 100% 0%PEAK HR FACTOR 0.000 0.000 0.250 0.250 0.375
APP/DEPART 0 /0 0 /0 2 /2 4 /4 0
4:00 PM 0 0 0 0 0 0 0 0 0 0 1 0 1 00000 0000
4:15 PM 0 0 0 0 0 0 0 1 0 0 0 0 1 00000 0000
4:30 PM 0 0 0 0 0 0 0 0 0 0 1 0 1 00000 0000
4:45 PM 0 0 0 0 0 0 0 0 0 0 1 0 1 00000 0000
5:00 PM 0 0 0 0 0 0 0 0 0 0 1 0 1 00000 0000
5:15 PM 0 0 0 0 0 0 0 1 0 0 1 0 2 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 2 0 0 5 0 7 0000 0 0000
APPROACH % 0% 0% 0% 0% 0% 0% 0% 100% 0% 0% 100% 0%
APP/DEPART 0 /0 0 /0 2 /2 5 /5 0
BEGIN PEAK HRVOLUMES 0 0 0 0 0 0 0 1 0 0 4 0 5 0000APPROACH % 0% 0% 0% 0% 0% 0% 0% 100% 0% 0% 100% 0%PEAK HR FACTOR 0.000 0.000 0.250 1.000 0.625 APP/DEPART 0 /0 0 /0 1 /1 4 /4 0
Auto Center Dwy
NORTH SIDE
Foothill WEST SIDE EAST SIDE Foothill
SOUTH SIDE
Auto Center Dwy
RTORU-TURNS
Auto Center Dwy Auto Center Dwy Foothill Foothill
AM7:15 AM
PM4:30 PM
INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 cs@aimtd.com
3.1-14
DATE:LOCATION:Fontana PROJECT #: SC33443/22/22 NORTH & SOUTH:Auto Center Dwy LOCATION #: 3 TUESDAY EAST & WEST:Foothill CONTROL: NO CONTROL
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:XXX0X002XX20 X X X X
7:00 AM 0 0 0 0 0 0 0 0 0 0 2 0 2 00000 00007:15 AM 0 0 0 0 0 0 0 3 0 0 1 0 4 00000 00007:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 00000 00007:45 AM 0 0 0 0 0 0 0 2 0 0 1 0 3 00000 00008:00 AM 0 0 0 0 0 0 0 1 0 0 0 0 1 00000 00008:15 AM 0 0 0 0 0 0 0 1 0 0 2 0 3 00000 00008:30 AM 0 0 0 0 0 0 0 1 0 0 0 0 1 00000 00008:45 AM 0 0 0 0 0 0 0 2 0 0 2 0 4 00000 0000VOLUMES 0 0 0 0 0 0 0 10 0 0 8 0 18 0000 0 0000APPROACH % 0% 0% 0% 0% 0% 0% 0% 100% 0% 0% 100% 0%APP/DEPART 0 /0 0 /0 10 /10 8 /8 0 BEGIN PEAK HRVOLUMES 0 0 0 0 0 0 0 6 0 0 2 0 8 0000APPROACH % 0% 0% 0% 0% 0% 0% 0% 100% 0% 0% 100% 0%PEAK HR FACTOR 0.000 0.000 0.500 0.500 0.500 APP/DEPART 0 /0 0 /0 6 /6 2 /2 0 4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 00000 00004:15 PM 0 0 0 0 0 0 0 0 0 0 2 0 2 00000 00004:30 PM 0 0 0 0 0 0 0 1 0 0 0 0 1 00000 00004:45 PM 0 0 0 0 0 0 0 1 0 0 1 0 2 00000 00005:00 PM 0 0 0 0 0 0 0 0 0 0 2 0 2 00000 00005:15 PM 0 0 0 0 0 0 0 0 0 0 1 0 1 00000 00005:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 00000 00005:45 PM 0 0 0 0 0 0 0 2 0 0 0 0 2 00000 0000VOLUMES 0 0 0 0 0 0 0 4 0 0 6 0 10 0000 0 0000APPROACH % 0% 0% 0% 0% 0% 0% 0% 100% 0% 0% 100% 0%APP/DEPART 0 /0 0 /0 4 /4 6 /6 0 BEGIN PEAK HRVOLUMES 0 0 0 0 0 0 0 2 0 0 4 0 6 0000APPROACH % 0% 0% 0% 0% 0% 0% 0% 100% 0% 0% 100% 0%
PEAK HR FACTOR 0.000 0.000 0.500 0.500 0.750
APP/DEPART 0 /0 0 /0 2 /2 4 /4 0
Auto Center Dwy
NORTH SIDE
Foothill WEST SIDE EAST SIDE Foothill
SOUTH SIDE
Auto Center Dwy
RTORU-TURNS
Auto Center Dwy Auto Center Dwy Foothill Foothill
AM7:15 AM
PM4:30 PM
INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 cs@aimtd.com
3.1-15
A816DATE:CITY:FontanaJOB #:SC3344LOCATION:CLASS1 Alder south of FoothillAMNORTHBOUNDPMNORTHBOUNDTIME1 2 3 45678910111213TOTALTime 1 2 3 4 5 6 7 8 9 10 11 12 13 TOTAL0:000 6 10000000000712:000 62140 3 00010000800:150 7 00000000000712:150 68130 3 00100000850:300 5 00000000000512:300 75110 0 00000000860:450 11 000000000001112:450 64161 0 10000000821:000 7 10010000000913:000 63130 0 00110000781:150 8 10000000000913:150 71160 2 10100000911:300 11 100000000001213:300 63140 3 00000000801:450 6 10000000000713:451 75140 2 00000000922:000 5 10000000000614:000 74170 1 00000000922:150 4 40000000000814:150 77181 2 00000000982:300 3 20000000000514:300 66180 4 10000000892:450 5 20000000000714:450 60180 2 00000000803:000 2 00000000000215:000 88120 0 100000001013:150 14 001000000001515:150 77110 3 00000000913:300 17 501000100002415:300 84101 0 10000000963:450 25 200000000002715:450 87130 2 100000001034:000 18 300000000002116:000 111170 0 000100001294:15024 100000000002516:150 82140 1 20000000994:300 23 600000000002916:300 130170 1 000000001484:450 36 401000100004216:451 104170 0 000100001235:001 14 800000000002317:000 112270 4 000000001435:150 24 600000000003017:150 104210 1 000000001265:300 38 902000000004917:300 120140 0 000100001355:451 42 1101000000005517:450 82120 2 00000000966:000 23 600000100003018:000 58130 0 00000000716:150 27 1102000000004018:150 69110 0 00000000806:300 45 700000000005218:301 66 70 0 10000000756:450 50 1006000000006618:450 70100 0 00000000807:000 46 304100000005419:000 68 50 0 00000000737:151 56 1003001000007119:150 63 60 0 10000000707:300 47 504001000005719:300 60120 0 00000000727:450 39 801000000004819:452 46 70 1 00000000568:000 43 1004101000005920:000 42 60 1 00000000498:150 55 1100000000006620:150 46 30 0 00000000498:30047 702000000005620:300 41 20 0 00000000438:450 52 1104000000006720:450 34 60 1 00000000419:000 43 410000200005021:000 38 60 0 00000000449:150 60 1213000000007621:151 34 90 0 00000000449:300 56 801000000006521:301 36 60 0 00000000439:450 48 1200200000006221:450 25 10 0 100100002810:000 67 1202100000008222:000 33 60 0 000000003910:150 46 1803000000006722:150 13 00 0 000000001310:300 57 1100100000006922:300 18 10 0 000000001910:450 55 900001000006522:450 16 00 0 100000001711:000 52 803100200006623:000 14 00 1 000000001511:150 67 2103000000009123:150 17 00 1 000000001811:300 68 1803000100009023:300 14 10 0 000100001611:450 81 17031010000010323:450 13 10 0 0000000014TOTAL31,585318257905800001,987TOTAL72,9334863 411203700003,492AM PEAK HOUR11:00 AMPM PEAK HOUR4:30 PMAM PEAK VOLUME350PM PEAK VOLUME540CLASS 1Class 1 — MotorcyclesCLASS 83 to 4 Axles, Single TrailerTOTAL: AM+PM10 4,518804598 21081500005,479CLASS 2Passenger CarsCLASS 95 Axles, Single Trailer% OF TOTAL0.2% 82.5% 14.7% 0.1% 1.8% 0.4% 0.0% 0.1% 0.3% 0.0% 0.0% 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: ALL22 8,6201,57292014601834000010,522CLASS 74 or More Axles, Single Unit% OF TOTAL0.4% 157.3% 28.7% 0.2% 3.7% 0.8% 0.0% 0.3% 0.6% 0.0% 0.0% 0.0% 0.0% 100.0% 24-HOUR ROADWAY SEGMENT COUNTS (WITH FHWA CLASSIFICATION)PREPARED BY: AimTD LLC. tel: 714 253 7888 cs@aimtd.comTuesday, March 22, 20223.1-16
DATE:CITY:FontanaJOB #:SC3344LOCATION:CLASS1 Alder south of FoothillAMSOUTHBOUNDPMSOUTHBOUNDTIME 1 2 345678910111213TOTALTime 1 2 3 4 5678910111213TOTAL0:00012 000000000001212:00052 90 300000000640:15017 201000000002012:15055 100 200000000670:30010 000000000001012:30069 191 200100000920:45014 400000000001812:45074 120 000000000861:00010 100100000001213:00073 120 200200000891:150 6 20000000000813:15053 70 100000000611:300 4 00000000000413:30057 150 100000000731:45010 000000000001013:45160 101 100000000732:000 2 10000000000314:00082 70 110010000922:150 5 00000000000514:15067 140 200000000832:300 9 00000000000914:30075 140 310010000942:450 7 00010000000814:45075 200 300000000983:000 6 10000000000715:00073 120 310000000893:150 4 10000010000615:15061 190 200020000843:30012 100000000001315:30067 150 210000000853:45013 400000000001715:45061 180 200000000814:00018 400000100002316:00064 140 310000000824:15119 500000000002516:15073 170 110000000924:30029 501000000003516:30060 180 200010000814:45023 202000100002816:45083 150 5100000001045:00026 200000000002817:00075 150 010000000915:15023 700000000003017:15085 100 210000000985:30027 301000100003217:30180 90 000010000915:45018 800100000002717:45077 190 200100000996:00126 901000000003718:00065 120 200010000806:15131 401000000003718:15168 140 200000000856:300201000101000003218:30052 110 000000000636:450411005100000005718:45159 90 010000000707:00044 402000000005019:00066 90 300000000787:15052 714000000006419:15265 90 000000000767:30055 700001100006419:30042 40 000100000477:450821302101000009919:45065 150 110000000828:00056 901200000006820:00060 120 000000000728:15041 802000000005120:15041 80 000000000498:30043 601000000005020:30046 40 100000000518:450461001000100005820:45239 60 100000000489:000461101001000005921:00042 70 000000000499:15042 803100000005421:15142 10 000010000459:30051 803000000006221:30040 40 000010000459:450471003000000006021:45034 80 0000000004210:000451301001100006122:00032 50 0000000003710:15038 802000100004922:15033 20 1000000003610:300531002000000006522:30023 40 0000000002710:45055 902200000006822:45025 70 0000000003211:000451602000000006323:00019 20 0000000002111:150521400100100006823:15013 10 0000000001411:300471803100100007023:30028 00 0000000002811:45058 910100000006923:45012 00 00000000012TOTAL3 1,440 284 2 47 14 0 5 1000001,805TOTAL9 2,662 484 2 56 1105900003,238AM PEAK HOUR7:15 AMPM PEAK HOUR4:45 PMAM PEAK VOLUME295PM PEAK VOLUME384CLASS 1Class 1 — MotorcyclesCLASS 83 to 4 Axles, Single TrailerTOTAL: AM+PM12 4,102 768 4 103 25 0 10 1900005,043CLASS 2Passenger CarsCLASS 95 Axles, Single Trailer% OF TOTAL0.2% 81.3% 15.2% 0.1% 2.0% 0.5% 0.0% 0.2% 0.4% 0.0% 0.0% 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 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.comTuesday, March 22, 20223.1-17
A816DATE:CITY:FontanaJOB #:SC3344LOCATION:CLASS2 Foothill east of AlderAMEASTBOUNDPMEASTBOUNDTIME1 2 3 45678910111213TOTALTime 1 2 3 4 5 6 7 8 9 10 11 12 13 TOTAL0:000 30 200000000003212:000 141201 3 000000001650:150 30 100000000003112:150 116191 0 000000001360:300 17 301000200002312:300 124170 2 000200001450:451 17 000000000001812:450 132161 4 000100001541:000 16 200100000001913:001 141232 1 000100001691:150 14 100000000001513:151 146180 1 000000001661:300 21 000100000002213:300 170161 5 000000001921:450 12 000000100001313:450 150211 1 000000001732:000 15 000000000001514:000 150140 3 000000001672:151 8 100100200001314:150 151110 1 100000001642:300 11 300000000001414:301 139181 4 100000001642:451 15 100000000001714:450 163191 2 100100001873:000 11 000000000001115:000 169161 0 000000001863:150 13 101000000001515:150 166 90 4 000200001813:300 13 000000100001415:301 166131 1 000100001833:450 10 300000000001315:450 163 71 3 000400001784:000 16 200001000001916:000 221121 1 000000002354:15011 410000000001616:150 226142 0 000000002424:300 22 400000000002616:300 193190 0 000100002134:450 20 401000000002516:450 190131 1 100000002065:000 9 300000100001317:000 219111 3 000000002345:150 23 510000000002917:151 200 90 0 000000002105:300 23 511001000003117:300 199101 1 000000002115:450 20 700100100002917:450 179141 0 000100001956:000 37 611100200004818:000 161 61 1 000100001706:150 41 410000000004618:150 165 91 0 000000001756:300 32 901000000004218:300 130101 1 000100001436:451 40 912000100005418:450 140 80 1 000000001497:000 52 710100000006119:002 149121 1 000100001667:150 67 1310200200008519:150 143 30 1 000000001477:300 68 1401000000008319:301 162 62 0 000000001717:451 86 910000200009919:452 112 20 1 000000001178:000 68 710100000007720:001 118 42 0 000000001258:150 58 700100100006720:150 115 50 0 000000001208:30174 1613001100009720:301 96 51 0 000000001038:450 80 19110002000010320:451 65 31 1 00000000719:000 87 15131001000010821:000 73 10 0 00000000749:150 88 21221000000011421:150 84 30 0 00000000879:300 71 1501000000008721:300 84 31 0 00000000889:450 76 813100200009121:450 55 50 0 100000006110:001 100 19100000000012122:000 64 31 1 000000006910:150 90 13020000000010522:150 54 10 1 100200005910:300 112 13130001000013022:300 44 41 0 000000004910:450 95 14100000000011022:450 40 00 0 000000004011:000 126 15111000000014423:000 46 01 0 100000004811:151 124 11141012000014523:150 36 10 0 000300004011:300 105 22010001000012923:300 45 00 0 000000004511:450 97 14120001000011523:451 34 00 0 0001000036TOTAL82,271352223515042700002,734TOTAL146,22945333 50 7002300006,809AM PEAK HOUR11:00 AMPM PEAK HOUR4:00 PMAM PEAK VOLUME533PM PEAK VOLUME896CLASS 1Class 1 — MotorcyclesCLASS 83 to 4 Axles, Single TrailerTOTAL: AM+PM22 8,5008055585 22045000009,543CLASS 2Passenger CarsCLASS 95 Axles, Single Trailer% OF TOTAL0.2% 89.1% 8.4% 0.6% 0.9% 0.2% 0.0% 0.0% 0.5% 0.0% 0.0% 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: ALL4216,1341,610111172450783100018,205CLASS 74 or More Axles, Single Unit% OF TOTAL0.4% 169.1% 16.9% 1.2% 1.8% 0.5% 0.0% 0.1% 0.9% 0.0% 0.0% 0.0% 0.0% 100.0% 24-HOUR ROADWAY SEGMENT COUNTS (WITH FHWA CLASSIFICATION)PREPARED BY: AimTD LLC. tel: 714 253 7888 cs@aimtd.comTuesday, March 22, 20223.1-18
DATE:CITY:FontanaJOB #:SC3344LOCATION:CLASS2 Foothill east of AlderAMWESTBOUNDPMWESTBOUNDTIME1 2 3 45678910111213TOTALTime1 2 3 4 5 678910111213TOTAL0:00016 000000000001612:000111 130 3000200001290:15018 101100000002112:150111 151 2000000001290:30013 000000000001312:300110 131 3100000001280:45017 200000000001912:450130 162 1000100001501:00016 000000100001713:000116 200 2000000001381:150 9 00000000000913:150118 161 1000000001361:30013 000100000001413:300111 171 1000000001301:45012 100000000001313:451145 201 2000000001692:00012 000000000001214:000105 170 3000200001272:15013 100100000001514:150129 101 0000000001402:300 9 000100000001014:300128 141 2000100001462:450 9 000100000001014:450124 121 3100000001413:00010 200001000001315:001132 190 3000200001573:150 8 10000000000915:150111 61 1100100001213:30017 102000000002015:301104 101 2100000001193:45028 410000000003315:450136 121 0100000001504:00022 200000000002416:000126 160 1000000001434:15017 600000000002316:151126 121 0000200001424:30041 610000100004916:300147 181 0000000001664:45055 800000000006316:450142 91 0100000001535:00026 501000100003317:001115 200 1100000001385:15062 620000000007017:155140 111 0100000001585:30054 701000100006317:300144 101 0000000001555:450641010000000007517:450138 111 0000000001506:000411101000200005518:000122 141 1000000001386:15157 311000000006318:151109 100 3100100001256:3028215101010000010218:300106 81 1000000001166:45073 801000200008418:450113 70 2100000001237:0018616221001000010919:00093 20 5000000001007:15094 8100000000010319:151120 91 0000000001317:30014014030000000015719:30288 61 100000000987:45011820131000000014319:45088 31 200020000968:00011013121000000012720:000117 80 0000000001258:15010211310001000011820:15083 40 000000000878:300119 5000000000012420:30076 51 000000000828:4508719100001000010820:45062 51 100000000699:0008613200001000010221:00051 60 000000000579:1519311020000000010721:15054 00 000000000549:3009713221000000011521:30067 10 100000000699:45011216130002000013421:45044 21 0000000004710:0008613102001100010422:00048 00 0000000004810:15011315001010000013022:15050 00 1000000005110:30010818100000000012722:30030 10 0000000003110:450111 9130001000012522:45136 31 0000000004111:00011910110001000013223:00029 00 1000000003011:15012114130001000014023:15032 00 0000000003211:30011022130000000013623:30035 00 0000000003511:45013114110001000014823:45025 00 00000000025TOTAL52,957374283713031910003,437TOTAL154,677431285010001400005,225AM PEAK HOUR11:00 AMPM PEAK HOUR4:30 PMAM PEAK VOLUME556PM PEAK VOLUME615CLASS 1Class 1 — MotorcyclesCLASS 83 to 4 Axles, Single TrailerTOTAL: AM+PM207,634805568723033310008,662CLASS 2Passenger CarsCLASS 95 Axles, Single Trailer% OF TOTAL0.2% 88.1% 9.3% 0.6% 1.0% 0.3% 0.0% 0.0% 0.4% 0.0% 0.0% 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 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.comTuesday, March 22, 20223.1-19
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Fontana Foothill Apartments Traffic Analysis
14740-03 TA Report
APPENDIX 3.2: EXISTING (2022) CONDITIONS INTERSECTION
OPERATIONS ANALYSIS WORKSHEETS
Fontana Foothill Apartments Traffic Analysis
14740-03 TA Report
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Timings Fontana Foothill Apartments (JN 14740)
1: Alder Av. & Foothill Bl. (SR-66)04/26/2022
Existing (2022) - AM Peak Hour Synchro 11 Report
Urban Crossroads, Inc.Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph)14 269 53 52 474 18 61 151 47 194
Future Volume (vph)14 269 53 52 474 18 61 151 47 194
Turn Type Prot NA Perm Prot NA Perm Prot NA Prot NA
Protected Phases 5 2 1 6 3874
Permitted Phases 2 6
Detector Phase 5221663874
Switch Phase
Minimum Initial (s) 7.0 15.0 15.0 7.0 15.0 15.0 7.0 10.0 7.0 10.0
Minimum Split (s)13.0 26.0 26.0 13.0 26.0 26.0 13.0 31.0 13.0 36.0
Total Split (s)13.0 26.0 26.0 13.0 26.0 26.0 15.0 38.0 13.0 36.0
Total Split (%)14.4% 28.9% 28.9% 14.4% 28.9% 28.9% 16.7% 42.2% 14.4% 40.0%
Yellow Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
All-Red Time (s)2.0 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 0.0 0.0 0.0
Total Lost Time (s)6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0
Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None None None None None None None None None None
Act Effct Green (s)7.9 17.5 17.5 7.9 22.3 22.3 8.5 14.6 7.9 14.0
Actuated g/C Ratio 0.14 0.30 0.30 0.14 0.38 0.38 0.15 0.25 0.14 0.24
v/c Ratio 0.07 0.20 0.11 0.26 0.40 0.03 0.28 0.25 0.24 0.31
Control Delay 33.4 20.8 0.4 34.8 18.1 0.1 33.3 18.0 34.6 20.0
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 33.4 20.8 0.4 34.8 18.1 0.1 33.3 18.0 34.6 20.0
LOS CCACBACBCB
Approach Delay 18.1 19.1 21.8 22.5
Approach LOS B B C C
Intersection Summary
Cycle Length: 90
Actuated Cycle Length: 58.5
Natural Cycle: 90
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.40
Intersection Signal Delay: 20.0 Intersection LOS: B
Intersection Capacity Utilization 53.6%ICU Level of Service A
Analysis Period (min) 15
Splits and Phases: 1: Alder Av. & Foothill Bl. (SR-66)
3.2-1
HCM 6th Signalized Intersection Summary Fontana Foothill Apartments (JN 14740)
1: Alder Av. & Foothill Bl. (SR-66)04/26/2022
Existing (2022) - 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) 14 269 53 52 474 18 61 151 32 47 194 38
Future Volume (veh/h) 14 269 53 52 474 18 61 151 32 47 194 38
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 1.00 1.00 0.99
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 1796 1796 1678 1752 1826 1737 1781 1737 1663 1707 1796 1856
Adj Flow Rate, veh/h 15 296 38 57 521 18 67 166 22 52 213 23
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91
Percent Heavy Veh, % 7 7 15 10 5 11 8 11 16 13 7 3
Cap, veh/h 44 1279 370 121 1067 446 136 531 69 112 527 56
Arrive On Green 0.03 0.26 0.26 0.07 0.31 0.31 0.08 0.18 0.18 0.07 0.17 0.17
Sat Flow, veh/h 1711 4904 1419 1668 3469 1451 1697 2934 383 1626 3106 332
Grp Volume(v), veh/h 15 296 38 57 521 18 67 92 96 52 116 120
Grp Sat Flow(s),veh/h/ln 1711 1635 1419 1668 1735 1451 1697 1650 1667 1626 1706 1731
Q Serve(g_s), s 0.5 2.7 1.2 1.9 7.0 0.5 2.2 2.8 2.9 1.8 3.5 3.6
Cycle Q Clear(g_c), s 0.5 2.7 1.2 1.9 7.0 0.5 2.2 2.8 2.9 1.8 3.5 3.6
Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.23 1.00 0.19
Lane Grp Cap(c), veh/h 44 1279 370 121 1067 446 136 299 302 112 290 294
V/C Ratio(X) 0.34 0.23 0.10 0.47 0.49 0.04 0.49 0.31 0.32 0.47 0.40 0.41
Avail Cap(c_a), veh/h 208 1704 493 203 1205 504 265 917 927 198 889 902
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 27.6 16.7 16.2 25.6 16.2 14.0 25.4 20.5 20.5 25.8 21.3 21.3
Incr Delay (d2), s/veh 3.3 0.1 0.1 2.1 0.3 0.0 2.1 0.6 0.6 2.2 0.9 0.9
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 0.2 0.9 0.3 0.7 2.4 0.1 0.9 1.0 1.0 0.7 1.3 1.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 30.8 16.8 16.3 27.7 16.6 14.0 27.4 21.0 21.1 28.0 22.2 22.2
LnGrp LOS C B B C B B CCCCCC
Approach Vol, veh/h 349 596 255 288
Approach Delay, s/veh 17.4 17.6 22.7 23.3
Approach LOS B B C C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 10.2 21.0 10.6 15.8 7.5 23.7 10.0 16.4
Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0
Max Green Setting (Gmax), s 7.0 20.0 9.0 30.0 7.0 20.0 7.0 32.0
Max Q Clear Time (g_c+I1), s 3.9 4.7 4.2 5.6 2.5 9.0 3.8 4.9
Green Ext Time (p_c), s 0.0 1.6 0.0 1.2 0.0 2.4 0.0 1.0
Intersection Summary
HCM 6th Ctrl Delay 19.5
HCM 6th LOS B
3.2-2
HCM 6th TWSC Fontana Foothill Apartments (JN 14740)
2: Alder Av. & Vine St./Driveway 1 04/26/2022
Existing (2022) - AM Peak Hour Synchro 11 Report
Urban Crossroads, Inc.Page 3
Intersection
Int Delay, s/veh 0.1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 3 010000241002990
Future Vol, veh/h 3 010000241002990
Conflicting Peds, #/hr 0 01000000000
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free
RT Channelized - - None - - None - - None - - None
Storage Length ------100-----
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94
Heavy Vehicles, % 0 000000110090
Mvmt Flow 3 010000256003180
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 446 574 160 318 0 0 - - 0
Stage 1 318 318 -------
Stage 2 128 256 -------
Critical Hdwy 6.8 6.5 6.9 4.1 -----
Critical Hdwy Stg 1 5.8 5.5 -------
Critical Hdwy Stg 2 5.8 5.5 -------
Follow-up Hdwy 3.5 4 3.3 2.2 -----
Pot Cap-1 Maneuver 546 432 863 1253 - - 0 - -
Stage 1 716 657 -- - - 0 - -
Stage 2 890 699 -- - - 0 - -
Platoon blocked, %- -- -
Mov Cap-1 Maneuver 546 0 862 1253 -----
Mov Cap-2 Maneuver 602 0 -------
Stage 1 716 0 -------
Stage 2 890 0 -------
Approach EB NB SB
HCM Control Delay, s 10.6 0 0
HCM LOS B
Minor Lane/Major Mvmt NBL NBT NBREBLn1 SBT SBR
Capacity (veh/h)1253 - - 651 - -
HCM Lane V/C Ratio - - - 0.007 - -
HCM Control Delay (s) 0 - - 10.6 - -
HCM Lane LOS A - - B - -
HCM 95th %tile Q(veh) 0 - - 0 - -
3.2-3
HCM 6th TWSC Fontana Foothill Apartments (JN 14740)
3: Driveway 2/Driveway & Foothill Bl. (SR-66)04/26/2022
Existing (2022) - AM Peak Hour Synchro 11 Report
Urban Crossroads, Inc.Page 4
Intersection
Int Delay, s/veh 0
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 348 0 0 544 0000000
Future Vol, veh/h 0 348 0 0 544 0000000
Conflicting Peds, #/hr 0 02001000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized - - None - - None - - None - - None
Storage Length 50 -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90
Heavy Vehicles, % 0 90060000000
Mvmt Flow 0 387 0 0 604 0000000
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 605 0 0 - - 0 799 994 303
Stage 1 ------ 605605-
Stage 2 ------ 194389-
Critical Hdwy 4.1 ----- 6.86.56.9
Critical Hdwy Stg 1 ------ 5.85.5-
Critical Hdwy Stg 2 ------ 5.85.5-
Follow-up Hdwy 2.2 ----- 3.543.3
Pot Cap-1 Maneuver 983 - - 0 - -327 247 699
Stage 1 - - - 0 - -513 491 -
Stage 2 - - - 0 - -826 612 -
Platoon blocked, %- -- -
Mov Cap-1 Maneuver 982 ----- 3260698
Mov Cap-2 Maneuver ------ 4210-
Stage 1 ------ 5120-
Stage 2 ------ 8250-
Approach EB WB SB
HCM Control Delay, s 0 0 0
HCM LOS A
Minor Lane/Major Mvmt EBL EBT EBR WBT WBRSBLn1
Capacity (veh/h)982 -----
HCM Lane V/C Ratio ------
HCM Control Delay (s) 0 ----0
HCM Lane LOS A ----A
HCM 95th %tile Q(veh) 0 -----
3.2-4
Timings Fontana Foothill Apartments (JN 14740)
1: Alder Av. & Foothill Bl. (SR-66)04/26/2022
Existing (2022) - PM Peak Hour Synchro 11 Report
Urban Crossroads, Inc.Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph)81 745 71 43 538 44 93 361 58 287
Future Volume (vph)81 745 71 43 538 44 93 361 58 287
Turn Type Prot NA Perm Prot NA Perm Prot NA Prot NA
Protected Phases 5 2 1 6 3874
Permitted Phases 2 6
Detector Phase 5221663874
Switch Phase
Minimum Initial (s) 7.0 15.0 15.0 7.0 15.0 15.0 7.0 10.0 7.0 10.0
Minimum Split (s)13.0 26.0 26.0 13.0 26.0 26.0 13.0 31.0 13.0 36.0
Total Split (s)13.0 27.0 27.0 13.0 27.0 27.0 14.0 36.0 14.0 36.0
Total Split (%)14.4% 30.0% 30.0% 14.4% 30.0% 30.0% 15.6% 40.0% 15.6% 40.0%
Yellow Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
All-Red Time (s)2.0 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 0.0 0.0 0.0
Total Lost Time (s)6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0
Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None None None None None None None None None None
Act Effct Green (s)7.7 21.7 21.7 7.7 18.9 18.9 8.3 19.2 8.1 16.2
Actuated g/C Ratio 0.11 0.32 0.32 0.11 0.28 0.28 0.12 0.28 0.12 0.24
v/c Ratio 0.42 0.49 0.13 0.22 0.58 0.08 0.46 0.47 0.29 0.44
Control Delay 42.6 23.5 0.4 37.5 27.4 0.3 42.6 22.5 38.0 23.7
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 42.6 23.5 0.4 37.5 27.4 0.3 42.6 22.5 38.0 23.7
LOS DCADCADCDC
Approach Delay 23.4 26.2 26.0 25.8
Approach LOS C C C C
Intersection Summary
Cycle Length: 90
Actuated Cycle Length: 67.9
Natural Cycle: 90
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.58
Intersection Signal Delay: 25.0 Intersection LOS: C
Intersection Capacity Utilization 59.2%ICU Level of Service B
Analysis Period (min) 15
Splits and Phases: 1: Alder Av. & Foothill Bl. (SR-66)
3.2-5
HCM 6th Signalized Intersection Summary Fontana Foothill Apartments (JN 14740)
1: Alder Av. & Foothill Bl. (SR-66)04/26/2022
Existing (2022) - 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) 81 745 71 43 538 44 93 361 81 58 287 56
Future Volume (veh/h) 81 745 71 43 538 44 93 361 81 58 287 56
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.99 1.00 1.00 1.00 0.98
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1856 1811 1900 1856 1796 1841 1856 1796 1856 1826 1796
Adj Flow Rate, veh/h 85 784 46 45 566 28 98 380 73 61 302 40
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Percent Heavy Veh, %136037437357
Cap, veh/h 158 1390 411 111 874 372 164 572 109 131 536 70
Arrive On Green 0.09 0.27 0.27 0.06 0.25 0.25 0.09 0.19 0.19 0.07 0.17 0.17
Sat Flow, veh/h 1795 5066 1499 1810 3526 1503 1753 2955 562 1767 3077 403
Grp Volume(v), veh/h 85 784 46 45 566 28 98 225 228 61 169 173
Grp Sat Flow(s),veh/h/ln 1795 1689 1499 1810 1763 1503 1753 1763 1754 1767 1735 1745
Q Serve(g_s), s 2.7 8.0 1.4 1.4 8.7 0.9 3.2 7.2 7.3 2.0 5.4 5.5
Cycle Q Clear(g_c), s 2.7 8.0 1.4 1.4 8.7 0.9 3.2 7.2 7.3 2.0 5.4 5.5
Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.32 1.00 0.23
Lane Grp Cap(c), veh/h 158 1390 411 111 874 372 164 341 339 131 302 304
V/C Ratio(X) 0.54 0.56 0.11 0.41 0.65 0.08 0.60 0.66 0.67 0.47 0.56 0.57
Avail Cap(c_a), veh/h 208 1758 520 209 1223 521 232 874 870 234 860 865
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 26.4 18.8 16.4 27.3 20.4 17.4 26.3 22.6 22.6 26.9 22.9 22.9
Incr Delay (d2), s/veh 2.1 0.4 0.1 1.8 0.8 0.1 2.6 2.2 2.3 1.9 1.6 1.7
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.1 2.7 0.4 0.6 3.2 0.3 1.4 2.8 2.9 0.8 2.1 2.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 28.5 19.2 16.6 29.1 21.2 17.5 28.9 24.8 24.9 28.8 24.5 24.6
LnGrp LOS C B B C C B CCCCCC
Approach Vol, veh/h 915 639 551 403
Approach Delay, s/veh 19.9 21.6 25.6 25.2
Approach LOS B C C C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 9.7 22.6 11.7 16.5 11.3 21.0 10.5 17.7
Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0
Max Green Setting (Gmax), s 7.0 21.0 8.0 30.0 7.0 21.0 8.0 30.0
Max Q Clear Time (g_c+I1), s 3.4 10.0 5.2 7.5 4.7 10.7 4.0 9.3
Green Ext Time (p_c), s 0.0 3.8 0.0 1.8 0.0 2.6 0.0 2.4
Intersection Summary
HCM 6th Ctrl Delay 22.4
HCM 6th LOS C
3.2-6
HCM 6th TWSC Fontana Foothill Apartments (JN 14740)
2: Alder Av. & Vine St./Driveway 1 04/26/2022
Existing (2022) - PM Peak Hour Synchro 11 Report
Urban Crossroads, Inc.Page 3
Intersection
Int Delay, s/veh 0
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 010001535003983
Future Vol, veh/h 0 010001535003983
Conflicting Peds, #/hr 0 02000000001
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free
RT Channelized - - None - - None - - None - - None
Storage Length ------100-----
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 97 97 97 97 97 97 97 97 97 97 97 97
Heavy Vehicles, % 0 00000040050
Mvmt Flow 0 010001552004103
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 691 967 210 414 0 0 - - 0
Stage 1 413 413 -------
Stage 2 278 554 -------
Critical Hdwy 6.8 6.5 6.9 4.1 -----
Critical Hdwy Stg 1 5.8 5.5 -------
Critical Hdwy Stg 2 5.8 5.5 -------
Follow-up Hdwy 3.5 4 3.3 2.2 -----
Pot Cap-1 Maneuver 383 256 802 1156 - - 0 - -
Stage 1 642 597 -- - - 0 - -
Stage 2 750 517 -- - - 0 - -
Platoon blocked, %- -- -
Mov Cap-1 Maneuver 382 0 800 1155 -----
Mov Cap-2 Maneuver 487 0 -------
Stage 1 641 0 -------
Stage 2 749 0 -------
Approach EB NB SB
HCM Control Delay, s 9.5 0 0
HCM LOS A
Minor Lane/Major Mvmt NBL NBT NBREBLn1 SBT SBR
Capacity (veh/h)1155 - - 800 - -
HCM Lane V/C Ratio 0.001 - - 0.001 - -
HCM Control Delay (s) 8.1 - - 9.5 - -
HCM Lane LOS A - - A - -
HCM 95th %tile Q(veh) 0 - - 0 - -
3.2-7
HCM 6th TWSC Fontana Foothill Apartments (JN 14740)
3: Driveway 2/Driveway & Foothill Bl. (SR-66)04/26/2022
Existing (2022) - PM Peak Hour Synchro 11 Report
Urban Crossroads, Inc.Page 4
Intersection
Int Delay, s/veh 0
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 3 881 0 0 624 0000001
Future Vol, veh/h 3 881 0 0 624 0000001
Conflicting Peds, #/hr 0 02000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized - - None - - None - - None - - None
Storage Length 50 -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 97 97 97 97 97 97 97 97 97 97 97 97
Heavy Vehicles, % 0 30030000000
Mvmt Flow 3 908 0 0 643 0000001
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 643 0 0 - - 0 1103 1559 322
Stage 1 ------ 643643-
Stage 2 ------ 460916-
Critical Hdwy 4.1 ----- 6.86.56.9
Critical Hdwy Stg 1 ------ 5.85.5-
Critical Hdwy Stg 2 ------ 5.85.5-
Follow-up Hdwy 2.2 ----- 3.543.3
Pot Cap-1 Maneuver 951 - - 0 - -209 113 680
Stage 1 - - - 0 - -491 472 -
Stage 2 - - - 0 - -608 354 -
Platoon blocked, %- -- -
Mov Cap-1 Maneuver 951 ----- 2080680
Mov Cap-2 Maneuver ------ 3410-
Stage 1 ------ 4900-
Stage 2 ------ 6080-
Approach EB WB SB
HCM Control Delay, s 0 0 10.3
HCM LOS B
Minor Lane/Major Mvmt EBL EBT EBR WBT WBRSBLn1
Capacity (veh/h)951 ----680
HCM Lane V/C Ratio 0.003 ----0.002
HCM Control Delay (s) 8.8 ----10.3
HCM Lane LOS A ----B
HCM 95th %tile Q(veh) 0 ----0
3.2-8
Fontana Foothill Apartments Traffic Analysis
14740-03 TA Report
APPENDIX 3.3: EXISTING (2022) CONDITIONS TRAFFIC SIGNAL
WARRANT ANALYSIS WORKSHEETS
Fontana Foothill Apartments Traffic Analysis
14740-03 TA Report
This Page Intentionally Left Blank
California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-3. Warrant 3, Peak Hour
Traffic Conditions = Existing (2022) Conditions - Weekday AM Peak Hour
Major Street Name =Alder Av.Total of Both Approaches (VPH) =540
Number of Approach Lanes on Major Street =2
Minor Street Name =Vine St.High Volume Approach (VPH) =4
Number of Approach Lanes On Minor Street =1
*Note: 150 vph applies as the lower threshold for a minor-street approach with two or more lanes
and 100 vph applies as the lower threshold for a minor-street approach with one lane
SIGNAL WARRANT NOT SATISFIED
5404
0
100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800Minor 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
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 (2022) Conditions - Weekday PM Peak Hour
Major Street Name =Foothill Bl.Total of Both Approaches (VPH) =1508
Number of Approach Lanes Major Street =2
Minor Street Name =Driveway 2 High Volume Approach (VPH) =1
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)
SIGNAL WARRANT NOT SATISFIED
*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 lane 130010
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
3.3-2
Fontana Foothill Apartments Traffic Analysis
14740-03 TA Report REV
APPENDIX 4.1: CUMULATIVE DEVELOPMENT PROJECT TRIP
GENERATION
Fontana Foothill Apartments Traffic Analysis
14740-03 TA Report REV
This Page Intentionally Left Blank
ITE
Land Use1 Code Units2 In Out Total In Out Total Daily
Multifamily (Low-Rise) Residential 220 DU 0.10 0.30 0.40 0.32 0.19 0.51 6.74
Church 560 TSF 0.20 0.12 0.32 0.22 0.27 0.49 7.60
Gasoline/Service Station with Convenience Market 945 VFP 8.03 8.03 16.06 9.21 9.21 18.42 265.12
Warehousing3 150 TSF 0.24 0.06 0.30 0.08 0.24 0.32 3.56
Passenger Cars (60.0%)0.14 0.04 0.18 0.05 0.14 0.19 2.14
2-Axle Trucks (0.8%)0.00 0.00 0.00 0.00 0.00 0.00 0.03
3-Axle Trucks (11.2%)0.03 0.01 0.03 0.01 0.03 0.04 0.40
4+-Axle Trucks (28.0%)0.07 0.02 0.08 0.02 0.07 0.09 1.00
1 Trip Generation Source: Institute of Transportation Engineers (ITE), Trip Generation Manual, Eleventh Edition (2021).
2 DU = dwelling units; VFP = Vehicle Fueling Positions; STU = Students; TSF = Thousand Square Feet
3 Vehicle/Truck Mix Source: City of Rialto Public Works Department Traffic Impact Analysis Report Guidelines and Requirements (2014).
Land Use Quantity Units1 In Out Total In Out Total Daily
F1 - United Gas Station/Car Wash 16 VFP 128 128 147 147 4,242
Pass-By (76% AM; 75% PM/Daily)-98 -98 -111 -111 -3,182
Total F1 31 31 37 37 1,060
F2 - Rock of Salvation 15.000 TSF 3 2 3 4 114
F3 - Tasneem Apartments 21 DU 2 6 7 4 142
F4 - Stoneridge Prepartory School 15.593 TSF 3 2 3 4 120
R1 - 1230 Durst Drive 235.000 TSF
Passenger Cars 34 8 11 34 502
2-Axle Trucks 0 0 0 0 8
3-Axle Trucks 6 2 2 6 94
4+-Axle Trucks 16 4 5 16 236
R2 - 165 Spruce Avenue 136.013 TSF
Passenger Cars 20 5 7 20 292
2-Axle Trucks 0 0 0 0 4
3-Axle Trucks 4 1 1 4 56
4+-Axle Trucks 9 2 3 9 136
R3 - Rialto & Lilac Warehouse 308.070 TSF
Passenger Cars 44 11 15 44 660
2-Axle Trucks 1 0 0 1 10
3-Axle Trucks 8 2 3 8 124
4+-Axle Trucks 21 5 7 21 308
R4 - Foothill Apartments 21 DU 2 6 7 4 142
1 DU = dwelling units; VFP = Vehicle Fueling Positions; STU = Students; TSF = Thousand Square Feet
Cumulative Development Projects Trip Generation Summary
AM Peak Hour PM Peak Hour
AM Peak Hour PM Peak Hour
4.1-1
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4.1-2
Fontana Foothill Apartments Traffic Analysis
14740-03 TA Report REV
APPENDIX 5.1: EAP (2024) CONDITIONS INTERSECTION OPERATIONS
ANALYSIS WORKSHEETS
Fontana Foothill Apartments Traffic Analysis
14740-03 TA Report REV
This Page Intentionally Left Blank
Timings Fontana Foothill Apartments (JN 14740)
1: Alder Av. & Foothill Bl. (SR-66)06/06/2022
EAP (2024) - AM Peak Hour Synchro 11 Report
Urban Crossroads, Inc.Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph)15 289 57 56 516 32 68 170 54 209
Future Volume (vph)15 289 57 56 516 32 68 170 54 209
Turn Type Prot NA Perm Prot NA Perm Prot NA Prot NA
Protected Phases 5 2 1 6 3874
Permitted Phases 2 6
Detector Phase 5221663874
Switch Phase
Minimum Initial (s) 7.0 15.0 15.0 7.0 15.0 15.0 7.0 10.0 7.0 10.0
Minimum Split (s)13.0 26.0 26.0 13.0 26.0 26.0 13.0 31.0 13.0 36.0
Total Split (s)13.0 26.0 26.0 13.0 26.0 26.0 15.0 38.0 13.0 36.0
Total Split (%)14.4% 28.9% 28.9% 14.4% 28.9% 28.9% 16.7% 42.2% 14.4% 40.0%
Yellow Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
All-Red Time (s)2.0 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 0.0 0.0 0.0
Total Lost Time (s)6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0
Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None None None None None None None None None None
Act Effct Green (s)7.6 17.1 17.1 7.6 22.0 22.0 8.4 17.9 7.6 13.9
Actuated g/C Ratio 0.12 0.28 0.28 0.12 0.36 0.36 0.14 0.29 0.12 0.23
v/c Ratio 0.08 0.24 0.12 0.30 0.46 0.06 0.33 0.24 0.30 0.36
Control Delay 33.7 21.9 0.5 36.2 19.9 0.2 34.7 17.6 36.2 21.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 33.7 21.9 0.5 36.2 19.9 0.2 34.7 17.6 36.2 21.4
LOS CCADBACBDC
Approach Delay 19.0 20.4 21.9 24.0
Approach LOS B C C C
Intersection Summary
Cycle Length: 90
Actuated Cycle Length: 61.4
Natural Cycle: 90
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.46
Intersection Signal Delay: 21.0 Intersection LOS: C
Intersection Capacity Utilization 54.8%ICU Level of Service A
Analysis Period (min) 15
Splits and Phases: 1: Alder Av. & Foothill Bl. (SR-66)
5.1-1
HCM 6th Signalized Intersection Summary Fontana Foothill Apartments (JN 14740)
1: Alder Av. & Foothill Bl. (SR-66)06/06/2022
EAP (2024) - 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) 15 289 57 56 516 32 68 170 37 54 209 40
Future Volume (veh/h) 15 289 57 56 516 32 68 170 37 54 209 40
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 1.00 1.00 0.99
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 1796 1796 1678 1752 1826 1737 1781 1737 1663 1707 1796 1856
Adj Flow Rate, veh/h 16 318 43 62 567 33 75 187 28 59 230 25
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91
Percent Heavy Veh, % 7 7 15 10 5 11 8 11 16 13 7 3
Cap, veh/h 47 1267 366 127 1065 445 143 518 76 120 524 56
Arrive On Green 0.03 0.26 0.26 0.08 0.31 0.31 0.08 0.18 0.18 0.07 0.17 0.17
Sat Flow, veh/h 1711 4904 1418 1668 3469 1451 1697 2885 425 1626 3104 334
Grp Volume(v), veh/h 16 318 43 62 567 33 75 106 109 59 125 130
Grp Sat Flow(s),veh/h/ln 1711 1635 1418 1668 1735 1451 1697 1650 1660 1626 1706 1731
Q Serve(g_s), s 0.5 3.0 1.4 2.1 7.9 0.9 2.5 3.3 3.4 2.0 3.8 3.9
Cycle Q Clear(g_c), s 0.5 3.0 1.4 2.1 7.9 0.9 2.5 3.3 3.4 2.0 3.8 3.9
Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.26 1.00 0.19
Lane Grp Cap(c), veh/h 47 1267 366 127 1065 445 143 296 298 120 288 292
V/C Ratio(X) 0.34 0.25 0.12 0.49 0.53 0.07 0.52 0.36 0.37 0.49 0.43 0.44
Avail Cap(c_a), veh/h 206 1684 487 201 1192 498 262 907 912 195 879 892
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 27.8 17.1 16.5 25.8 16.7 14.3 25.5 20.9 21.0 25.9 21.7 21.7
Incr Delay (d2), s/veh 3.2 0.1 0.1 2.1 0.4 0.1 2.2 0.7 0.8 2.3 1.0 1.1
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 0.2 1.0 0.4 0.8 2.6 0.3 1.0 1.2 1.2 0.8 1.4 1.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 31.0 17.2 16.7 28.0 17.1 14.4 27.7 21.7 21.7 28.2 22.7 22.8
LnGrp LOS C B B C B B CCCCCC
Approach Vol, veh/h 377 662 290 314
Approach Delay, s/veh 17.7 18.0 23.3 23.8
Approach LOS B B C C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 10.4 21.0 10.9 15.8 7.6 23.9 10.3 16.5
Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0
Max Green Setting (Gmax), s 7.0 20.0 9.0 30.0 7.0 20.0 7.0 32.0
Max Q Clear Time (g_c+I1), s 4.1 5.0 4.5 5.9 2.5 9.9 4.0 5.4
Green Ext Time (p_c), s 0.0 1.7 0.0 1.3 0.0 2.5 0.0 1.1
Intersection Summary
HCM 6th Ctrl Delay 20.0
HCM 6th LOS B
5.1-2
HCM 6th TWSC Fontana Foothill Apartments (JN 14740)
2: Alder Av. & Vine St./Driveway 1 06/06/2022
EAP (2024) - AM Peak Hour Synchro 11 Report
Urban Crossroads, Inc.Page 3
Intersection
Int Delay, s/veh 0.6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 3 0 1 10 0 16 0 256 3 5 317 0
Future Vol, veh/h 3 0 1 10 0 16 0 256 3 5 317 0
Conflicting Peds, #/hr 0 01000000000
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free
RT Channelized - - None - - None - - None - - None
Storage Length ------100--100--
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94
Heavy Vehicles, % 0 000000110090
Mvmt Flow 3 0 1 11 0 17 0 272 3 5 337 0
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 483 622 170 454 621 138 337 0 0 275 0 0
Stage 1 347 347 - 274 274 -------
Stage 2 136 275 - 180 347 -------
Critical Hdwy 7.5 6.5 6.9 7.5 6.5 6.9 4.1 - - 4.1 - -
Critical Hdwy Stg 1 6.5 5.5 - 6.5 5.5 -------
Critical Hdwy Stg 2 6.5 5.5 - 6.5 5.5 -------
Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.2 - - 2.2 - -
Pot Cap-1 Maneuver 471 405 851 494 406 891 1234 - - 1300 - -
Stage 1 648 638 - 714 687 -------
Stage 2 859 686 - 810 638 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 461 403 850 492 404 891 1234 - - 1300 - -
Mov Cap-2 Maneuver 461 403 - 492 404 -------
Stage 1 648 635 - 714 687 -------
Stage 2 843 686 - 805 635 -------
Approach EB WB NB SB
HCM Control Delay, s 12 10.5 0 0.1
HCM LOS B B
Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR
Capacity (veh/h)1234 - - 521 679 1300 - -
HCM Lane V/C Ratio - - - 0.008 0.041 0.004 - -
HCM Control Delay (s) 0 - - 12 10.5 7.8 - -
HCM Lane LOS A - - B B A - -
HCM 95th %tile Q(veh) 0 - - 0 0.1 0 - -
5.1-3
HCM 6th TWSC Fontana Foothill Apartments (JN 14740)
3: Driveway 2/Driveway & Foothill Bl. (SR-66)06/06/2022
EAP (2024) - AM Peak Hour Synchro 11 Report
Urban Crossroads, Inc.Page 4
Intersection
Int Delay, s/veh 0.7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 372 8 4 578 0 26 0 13 0 0 0
Future Vol, veh/h 0 372 8 4 578 0 26 0 13 0 0 0
Conflicting Peds, #/hr 0 02001000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized - - None - - None - - None - - None
Storage Length 50 - - 50 --------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90
Heavy Vehicles, % 0 90060000000
Mvmt Flow 0 413 9 4 642 0 29 0 14 0 0 0
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 643 0 0 424 0 0 749 1071 213 858 1075 322
Stage 1 ------420420-651651-
Stage 2 ------329651-207424-
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 951 - - 1146 - - 304 223 798 254 221 680
Stage 1 ------587593-429468-
Stage 2 ------664468-781590-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 950 - - 1144 - - 302 222 796 248 220 679
Mov Cap-2 Maneuver ------302222-248220-
Stage 1 ------586592-429466-
Stage 2 ------662466-767589-
Approach EB WB NB SB
HCM Control Delay, s 0 0.1 15.7 0
HCM LOS C A
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1
Capacity (veh/h)381 950 - - 1144 - - -
HCM Lane V/C Ratio 0.114 - - - 0.004 - - -
HCM Control Delay (s) 15.7 0 - - 8.2 - - 0
HCM Lane LOS C A - - A - - A
HCM 95th %tile Q(veh) 0.4 0 - - 0 - - -
5.1-4
Timings Fontana Foothill Apartments (JN 14740)
1: Alder Av. & Foothill Bl. (SR-66)06/06/2022
EAP (2024) - PM Peak Hour Synchro 11 Report
Urban Crossroads, Inc.Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph)86 804 78 49 579 55 101 389 75 315
Future Volume (vph)86 804 78 49 579 55 101 389 75 315
Turn Type Prot NA Perm Prot NA Perm Prot NA Prot NA
Protected Phases 5 2 1 6 3874
Permitted Phases 2 6
Detector Phase 5221663874
Switch Phase
Minimum Initial (s) 7.0 15.0 15.0 7.0 15.0 15.0 7.0 10.0 7.0 10.0
Minimum Split (s)13.0 26.0 26.0 13.0 26.0 26.0 13.0 31.0 13.0 36.0
Total Split (s)13.0 27.0 27.0 13.0 27.0 27.0 14.0 36.0 14.0 36.0
Total Split (%)14.4% 30.0% 30.0% 14.4% 30.0% 30.0% 15.6% 40.0% 15.6% 40.0%
Yellow Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
All-Red Time (s)2.0 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 0.0 0.0 0.0
Total Lost Time (s)6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0
Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None None None None None None None None None None
Act Effct Green (s)7.7 22.3 22.3 7.7 19.6 19.6 8.4 17.3 8.2 17.1
Actuated g/C Ratio 0.11 0.32 0.32 0.11 0.28 0.28 0.12 0.25 0.12 0.25
v/c Ratio 0.46 0.52 0.14 0.26 0.62 0.11 0.50 0.58 0.38 0.47
Control Delay 44.9 24.2 0.5 38.9 28.3 0.4 45.1 25.7 40.6 24.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 44.9 24.2 0.5 38.9 28.3 0.4 45.1 25.7 40.6 24.3
LOS DCADCADCDC
Approach Delay 24.1 26.8 29.1 27.0
Approach LOS C C C C
Intersection Summary
Cycle Length: 90
Actuated Cycle Length: 69.5
Natural Cycle: 90
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.62
Intersection Signal Delay: 26.4 Intersection LOS: C
Intersection Capacity Utilization 61.2%ICU Level of Service B
Analysis Period (min) 15
Splits and Phases: 1: Alder Av. & Foothill Bl. (SR-66)
5.1-5
HCM 6th Signalized Intersection Summary Fontana Foothill Apartments (JN 14740)
1: Alder Av. & Foothill Bl. (SR-66)06/06/2022
EAP (2024) - 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) 86 804 78 49 579 55 101 389 88 75 315 59
Future Volume (veh/h) 86 804 78 49 579 55 101 389 88 75 315 59
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.99 1.00 1.00 1.00 0.98
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1856 1811 1900 1856 1796 1841 1856 1796 1856 1826 1796
Adj Flow Rate, veh/h 91 846 53 52 609 40 106 409 81 79 332 43
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Percent Heavy Veh, %136037437357
Cap, veh/h 160 1328 393 120 845 360 165 599 118 148 597 77
Arrive On Green 0.09 0.26 0.26 0.07 0.24 0.24 0.09 0.20 0.20 0.08 0.19 0.19
Sat Flow, veh/h 1795 5066 1498 1810 3526 1503 1753 2938 577 1767 3086 396
Grp Volume(v), veh/h 91 846 53 52 609 40 106 244 246 79 185 190
Grp Sat Flow(s),veh/h/ln 1795 1689 1498 1810 1763 1503 1753 1763 1752 1767 1735 1747
Q Serve(g_s), s 3.0 9.3 1.7 1.7 9.9 1.3 3.6 8.0 8.1 2.7 6.0 6.1
Cycle Q Clear(g_c), s 3.0 9.3 1.7 1.7 9.9 1.3 3.6 8.0 8.1 2.7 6.0 6.1
Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.33 1.00 0.23
Lane Grp Cap(c), veh/h 160 1328 393 120 845 360 165 360 357 148 335 338
V/C Ratio(X) 0.57 0.64 0.13 0.43 0.72 0.11 0.64 0.68 0.69 0.54 0.55 0.56
Avail Cap(c_a), veh/h 201 1701 503 203 1184 504 224 846 840 226 832 838
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 27.3 20.4 17.7 28.1 21.8 18.6 27.3 23.0 23.1 27.5 22.8 22.8
Incr Delay (d2), s/veh 2.4 0.5 0.2 1.8 1.3 0.1 3.1 2.2 2.4 2.2 1.4 1.5
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.3 3.2 0.5 0.7 3.7 0.4 1.5 3.2 3.2 1.1 2.3 2.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 29.7 21.0 17.8 29.9 23.1 18.7 30.4 25.2 25.4 29.7 24.2 24.3
LnGrp LOS C C B C C B CCCCCC
Approach Vol, veh/h 990 701 596 454
Approach Delay, s/veh 21.6 23.4 26.2 25.2
Approach LOS CCCC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 10.2 22.4 11.9 18.1 11.6 21.0 11.2 18.8
Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0
Max Green Setting (Gmax), s 7.0 21.0 8.0 30.0 7.0 21.0 8.0 30.0
Max Q Clear Time (g_c+I1), s 3.7 11.3 5.6 8.1 5.0 11.9 4.7 10.1
Green Ext Time (p_c), s 0.0 3.8 0.0 2.0 0.0 2.6 0.0 2.6
Intersection Summary
HCM 6th Ctrl Delay 23.7
HCM 6th LOS C
5.1-6
HCM 6th TWSC Fontana Foothill Apartments (JN 14740)
2: Alder Av. & Vine St./Driveway 1 06/06/2022
EAP (2024) - PM Peak Hour Synchro 11 Report
Urban Crossroads, Inc.Page 3
Intersection
Int Delay, s/veh 0.4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 016010156810174223
Future Vol, veh/h 0 016010156810174223
Conflicting Peds, #/hr 0 02000000001
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free
RT Channelized - - None - - None - - None - - None
Storage Length ------100--100--
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 97 97 97 97 97 97 97 97 97 97 97 97
Heavy Vehicles, % 0 00000040050
Mvmt Flow 0 016010158610184353
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 769 1072 222 849 1068 298 439 0 0 596 0 0
Stage 1 474 474 - 593 593 -------
Stage 2 295 598 - 256 475 -------
Critical Hdwy 7.5 6.5 6.9 7.5 6.5 6.9 4.1 - - 4.1 - -
Critical Hdwy Stg 1 6.5 5.5 - 6.5 5.5 -------
Critical Hdwy Stg 2 6.5 5.5 - 6.5 5.5 -------
Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.2 - - 2.2 - -
Pot Cap-1 Maneuver 294 222 788 258 223 704 1132 - - 990 - -
Stage 1 545 561 - 464 497 -------
Stage 2 695 494 - 732 561 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 285 218 786 253 219 704 1131 - - 990 - -
Mov Cap-2 Maneuver 285 218 - 253 219 -------
Stage 1 544 550 - 464 497 -------
Stage 2 684 494 - 716 550 -------
Approach EB WB NB SB
HCM Control Delay, s 9.6 13.9 0 0.3
HCM LOS A B
Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR
Capacity (veh/h)1131 - - 786 422 990 - -
HCM Lane V/C Ratio 0.001 - - 0.001 0.039 0.018 - -
HCM Control Delay (s) 8.2 - - 9.6 13.9 8.7 - -
HCM Lane LOS A - - A B A - -
HCM 95th %tile Q(veh) 0 - - 0 0.1 0.1 - -
5.1-7
HCM 6th TWSC Fontana Foothill Apartments (JN 14740)
3: Driveway 2/Driveway & Foothill Bl. (SR-66)06/06/2022
EAP (2024) - PM Peak Hour Synchro 11 Report
Urban Crossroads, Inc.Page 4
Intersection
Int Delay, s/veh 0.3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 3 937 27 13 665 0 16 08001
Future Vol, veh/h 3 937 27 13 665 0 16 08001
Conflicting Peds, #/hr 0 02000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized - - None - - None - - None - - None
Storage Length 50 - - 50 --------
Veh in Median Storage, # - 0 - - 0 - - 2 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 97 97 97 97 97 97 97 97 97 97 97 97
Heavy Vehicles, % 0 30030000000
Mvmt Flow 3 966 28 13 686 0 16 08001
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 686 0 0 996 0 0 1357 1700 499 1201 1714 343
Stage 1 ------988988-712712-
Stage 2 ------369712-4891002 -
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 917 - - 703 - - 110 93 522 143 91 659
Stage 1 ------269328-394439-
Stage 2 ------629439-534323-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 917 - - 702 - - 108 91 521 138 89 659
Mov Cap-2 Maneuver ------244260-13889-
Stage 1 ------268326-393431-
Stage 2 ------616431-524321-
Approach EB WB NB SB
HCM Control Delay, s 0 0.2 18.2 10.5
HCM LOS C B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1
Capacity (veh/h)297 917 - - 702 - - 659
HCM Lane V/C Ratio 0.083 0.003 - - 0.019 - - 0.002
HCM Control Delay (s) 18.2 8.9 - - 10.2 - - 10.5
HCM Lane LOS C A - - B - - B
HCM 95th %tile Q(veh) 0.3 0 - - 0.1 - - 0
5.1-8
Fontana Foothill Apartments Traffic Analysis
14740-03 TA Report REV
APPENDIX 5.2: EAP (2024) CONDITIONS TRAFFIC SIGNAL WARRANT
ANALYSIS WORKSHEETS
Fontana Foothill Apartments Traffic Analysis
14740-03 TA Report REV
This Page Intentionally Left Blank
California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-3. Warrant 3, Peak Hour
Traffic Conditions = EAP (2024) Conditions - Weekday AM Peak Hour
Major Street Name =Alder Av.Total of Both Approaches (VPH) =581
Number of Approach Lanes on Major Street =2
Minor Street Name =Vine St.High Volume Approach (VPH) =26
Number of Approach Lanes On Minor Street =1
*Note: 150 vph applies as the lower threshold for a minor-street approach with two or more lanes
and 100 vph applies as the lower threshold for a minor-street approach with one lane
SIGNAL WARRANT NOT SATISFIED
58126
0
100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800Minor 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
5.2-1
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 = EAP (2024) Conditions - Weekday AM Peak Hour
Major Street Name =Foothill Bl.Total of Both Approaches (VPH) =963
Number of Approach Lanes Major Street =2
Minor Street Name =Driveway 2 High Volume Approach (VPH) =39
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)
SIGNAL WARRANT NOT SATISFIED
*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 lane96339
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
5.2-2
Fontana Foothill Apartments Traffic Analysis
14740-03 TA Report
APPENDIX 6.1: OPENING YEAR CUMULATIVE (2024) WITHOUT
PROJECT CONDITIONS INTERSECTION OPERATIONS ANALYSIS
WORKSHEETS
Fontana Foothill Apartments Traffic Analysis
14740-03 TA Report
This Page Intentionally Left Blank
Timings Fontana Foothill Apartments (JN 14740)
1: Alder Av. & Foothill Bl. (SR-66)04/26/2022
Opening Year Cumulative (2024) Without Project - AM Peak Hour Synchro 11 Report
Urban Crossroads, Inc.Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph)21 338 62 55 557 19 71 160 50 206
Future Volume (vph)21 338 62 55 557 19 71 160 50 206
Turn Type Prot NA Perm Prot NA Perm Prot NA Prot NA
Protected Phases 5 2 1 6 3874
Permitted Phases 2 6
Detector Phase 5221663874
Switch Phase
Minimum Initial (s) 7.0 15.0 15.0 7.0 15.0 15.0 7.0 10.0 7.0 10.0
Minimum Split (s)13.0 26.0 26.0 13.0 26.0 26.0 13.0 31.0 13.0 36.0
Total Split (s)13.0 26.0 26.0 13.0 26.0 26.0 15.0 38.0 13.0 36.0
Total Split (%)14.4% 28.9% 28.9% 14.4% 28.9% 28.9% 16.7% 42.2% 14.4% 40.0%
Yellow Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
All-Red Time (s)2.0 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 0.0 0.0 0.0
Total Lost Time (s)6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0
Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None None None None None None None None None None
Act Effct Green (s)7.7 18.0 18.0 7.7 20.6 20.6 8.5 18.1 7.7 14.1
Actuated g/C Ratio 0.12 0.29 0.29 0.12 0.33 0.33 0.14 0.29 0.12 0.23
v/c Ratio 0.11 0.27 0.13 0.30 0.54 0.04 0.35 0.23 0.28 0.36
Control Delay 34.8 21.6 0.5 37.1 23.3 0.1 35.9 18.0 36.8 21.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 34.8 21.6 0.5 37.1 23.3 0.1 35.9 18.0 36.8 21.5
LOS CCADCADBDC
Approach Delay 19.2 23.8 22.8 24.1
Approach LOS B C C C
Intersection Summary
Cycle Length: 90
Actuated Cycle Length: 62.5
Natural Cycle: 90
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.54
Intersection Signal Delay: 22.5 Intersection LOS: C
Intersection Capacity Utilization 55.8%ICU Level of Service B
Analysis Period (min) 15
Splits and Phases: 1: Alder Av. & Foothill Bl. (SR-66)
6.1-1
HCM 6th Signalized Intersection Summary Fontana Foothill Apartments (JN 14740)
1: Alder Av. & Foothill Bl. (SR-66)04/26/2022
Opening Year Cumulative (2024) 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) 21 338 62 55 557 19 71 160 34 50 206 46
Future Volume (veh/h) 21 338 62 55 557 19 71 160 34 50 206 46
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 1.00 1.00 0.99
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 1796 1796 1678 1752 1826 1737 1781 1737 1663 1707 1796 1856
Adj Flow Rate, veh/h 23 371 48 60 612 19 78 176 24 55 226 32
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91
Percent Heavy Veh, % 7 7 15 10 5 11 8 11 16 13 7 3
Cap, veh/h 64 1268 367 125 1026 429 146 539 72 115 507 71
Arrive On Green 0.04 0.26 0.26 0.07 0.30 0.30 0.09 0.18 0.18 0.07 0.17 0.17
Sat Flow, veh/h 1711 4904 1418 1668 3469 1451 1697 2923 393 1626 3002 419
Grp Volume(v), veh/h 23 371 48 60 612 19 78 98 102 55 127 131
Grp Sat Flow(s),veh/h/ln 1711 1635 1418 1668 1735 1451 1697 1650 1666 1626 1706 1714
Q Serve(g_s), s 0.8 3.5 1.5 2.0 8.8 0.5 2.6 3.0 3.1 1.9 3.9 4.0
Cycle Q Clear(g_c), s 0.8 3.5 1.5 2.0 8.8 0.5 2.6 3.0 3.1 1.9 3.9 4.0
Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.24 1.00 0.24
Lane Grp Cap(c), veh/h 64 1268 367 125 1026 429 146 304 307 115 288 290
V/C Ratio(X) 0.36 0.29 0.13 0.48 0.60 0.04 0.53 0.32 0.33 0.48 0.44 0.45
Avail Cap(c_a), veh/h 205 1683 487 200 1190 498 262 906 914 195 878 882
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 27.4 17.3 16.6 25.9 17.5 14.6 25.5 20.6 20.7 26.0 21.7 21.8
Incr Delay (d2), s/veh 2.5 0.1 0.2 2.1 0.6 0.0 2.2 0.6 0.6 2.3 1.1 1.1
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 0.3 1.1 0.4 0.8 3.0 0.2 1.0 1.1 1.1 0.7 1.5 1.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 29.9 17.5 16.7 28.0 18.2 14.7 27.7 21.2 21.3 28.3 22.8 22.9
LnGrp LOS C B B C B B CCCCCC
Approach Vol, veh/h 442 691 278 313
Approach Delay, s/veh 18.0 18.9 23.1 23.8
Approach LOS B B C C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 10.4 21.1 11.0 15.8 8.2 23.2 10.1 16.7
Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0
Max Green Setting (Gmax), s 7.0 20.0 9.0 30.0 7.0 20.0 7.0 32.0
Max Q Clear Time (g_c+I1), s 4.0 5.5 4.6 6.0 2.8 10.8 3.9 5.1
Green Ext Time (p_c), s 0.0 2.0 0.0 1.3 0.0 2.6 0.0 1.0
Intersection Summary
HCM 6th Ctrl Delay 20.3
HCM 6th LOS C
6.1-2
HCM 6th TWSC Fontana Foothill Apartments (JN 14740)
2: Alder Av. & Vine St./Driveway 1 04/26/2022
Opening Year Cumulative (2024) Without Project - AM Peak Hour Synchro 11 Report
Urban Crossroads, Inc.Page 3
Intersection
Int Delay, s/veh 0.1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 3 010000262003230
Future Vol, veh/h 3 010000262003230
Conflicting Peds, #/hr 0 01000000000
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free
RT Channelized - - None - - None - - None - - None
Storage Length ------100-----
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94
Heavy Vehicles, % 0 000000110090
Mvmt Flow 3 010000279003440
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 484 623 173 344 0 0 - - 0
Stage 1 344 344 -------
Stage 2 140 279 -------
Critical Hdwy 6.8 6.5 6.9 4.1 -----
Critical Hdwy Stg 1 5.8 5.5 -------
Critical Hdwy Stg 2 5.8 5.5 -------
Follow-up Hdwy 3.5 4 3.3 2.2 -----
Pot Cap-1 Maneuver 517 405 847 1226 - - 0 - -
Stage 1 695 640 -- - - 0 - -
Stage 2 878 683 -- - - 0 - -
Platoon blocked, %- -- -
Mov Cap-1 Maneuver 517 0 846 1226 -----
Mov Cap-2 Maneuver 581 0 -------
Stage 1 695 0 -------
Stage 2 878 0 -------
Approach EB NB SB
HCM Control Delay, s 10.8 0 0
HCM LOS B
Minor Lane/Major Mvmt NBL NBT NBREBLn1 SBT SBR
Capacity (veh/h)1226 - - 630 - -
HCM Lane V/C Ratio - - - 0.007 - -
HCM Control Delay (s) 0 - - 10.8 - -
HCM Lane LOS A - - B - -
HCM 95th %tile Q(veh) 0 - - 0 - -
6.1-3
HCM 6th TWSC Fontana Foothill Apartments (JN 14740)
3: Driveway 2/Driveway & Foothill Bl. (SR-66)04/26/2022
Opening Year Cumulative (2024) Without Project - AM Peak Hour Synchro 11 Report
Urban Crossroads, Inc.Page 4
Intersection
Int Delay, s/veh 0
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 422 0 0 631 0000000
Future Vol, veh/h 0 422 0 0 631 0000000
Conflicting Peds, #/hr 0 02001000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized - - None - - None - - None - - None
Storage Length 50 -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90
Heavy Vehicles, % 0 90060000000
Mvmt Flow 0 469 0 0 701 0000000
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 702 0 0 - - 0 937 1173 352
Stage 1 ------ 702702-
Stage 2 ------ 235471-
Critical Hdwy 4.1 ----- 6.86.56.9
Critical Hdwy Stg 1 ------ 5.85.5-
Critical Hdwy Stg 2 ------ 5.85.5-
Follow-up Hdwy 2.2 ----- 3.543.3
Pot Cap-1 Maneuver 905 - - 0 - -267 194 650
Stage 1 - - - 0 - -458 443 -
Stage 2 - - - 0 - -788 563 -
Platoon blocked, %- -- -
Mov Cap-1 Maneuver 904 ----- 2660649
Mov Cap-2 Maneuver ------ 3710-
Stage 1 ------ 4580-
Stage 2 ------ 7870-
Approach EB WB SB
HCM Control Delay, s 0 0 0
HCM LOS A
Minor Lane/Major Mvmt EBL EBT EBR WBT WBRSBLn1
Capacity (veh/h)904 -----
HCM Lane V/C Ratio ------
HCM Control Delay (s) 0 ----0
HCM Lane LOS A ----A
HCM 95th %tile Q(veh) 0 -----
6.1-4
Timings Fontana Foothill Apartments (JN 14740)
1: Alder Av. & Foothill Bl. (SR-66)04/26/2022
Opening Year Cumulative (2024) Without Project - PM Peak Hour Synchro 11 Report
Urban Crossroads, Inc.Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph)93 857 82 46 636 47 106 383 62 305
Future Volume (vph)93 857 82 46 636 47 106 383 62 305
Turn Type Prot NA Perm Prot NA Perm Prot NA Prot NA
Protected Phases 5 2 1 6 3874
Permitted Phases 2 6
Detector Phase 5221663874
Switch Phase
Minimum Initial (s) 7.0 15.0 15.0 7.0 15.0 15.0 7.0 10.0 7.0 10.0
Minimum Split (s)13.0 26.0 26.0 13.0 26.0 26.0 13.0 31.0 13.0 36.0
Total Split (s)13.0 27.0 27.0 13.0 27.0 27.0 14.0 36.0 14.0 36.0
Total Split (%)14.4% 30.0% 30.0% 14.4% 30.0% 30.0% 15.6% 40.0% 15.6% 40.0%
Yellow Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
All-Red Time (s)2.0 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 0.0 0.0 0.0
Total Lost Time (s)6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0
Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None None None None None None None None None None
Act Effct Green (s)7.3 22.1 22.1 7.3 19.4 19.4 8.0 20.7 7.7 16.7
Actuated g/C Ratio 0.10 0.30 0.30 0.10 0.27 0.27 0.11 0.29 0.11 0.23
v/c Ratio 0.55 0.59 0.15 0.27 0.71 0.09 0.58 0.50 0.35 0.50
Control Delay 49.3 25.4 0.5 39.3 31.2 0.3 49.5 24.5 40.3 25.0
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 49.3 25.4 0.5 39.3 31.2 0.3 49.5 24.5 40.3 25.0
LOS DCADCADCDC
Approach Delay 25.6 29.7 29.1 27.2
Approach LOS C C C C
Intersection Summary
Cycle Length: 90
Actuated Cycle Length: 72.5
Natural Cycle: 90
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.71
Intersection Signal Delay: 27.7 Intersection LOS: C
Intersection Capacity Utilization 62.6%ICU Level of Service B
Analysis Period (min) 15
Splits and Phases: 1: Alder Av. & Foothill Bl. (SR-66)
6.1-5
HCM 6th Signalized Intersection Summary Fontana Foothill Apartments (JN 14740)
1: Alder Av. & Foothill Bl. (SR-66)04/26/2022
Opening Year Cumulative (2024) 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) 93 857 82 46 636 47 106 383 86 62 305 66
Future Volume (veh/h) 93 857 82 46 636 47 106 383 86 62 305 66
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.99 1.00 1.00 1.00 0.98
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1856 1811 1900 1856 1796 1841 1856 1796 1856 1826 1796
Adj Flow Rate, veh/h 98 902 57 48 669 31 112 403 79 65 321 50
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Percent Heavy Veh, %136037437357
Cap, veh/h 164 1405 416 114 879 375 168 592 115 134 544 84
Arrive On Green 0.09 0.28 0.28 0.06 0.25 0.25 0.10 0.20 0.20 0.08 0.18 0.18
Sat Flow, veh/h 1795 5066 1499 1810 3526 1503 1753 2943 572 1767 3005 463
Grp Volume(v), veh/h 98 902 57 48 669 31 112 240 242 65 184 187
Grp Sat Flow(s),veh/h/ln 1795 1689 1499 1810 1763 1503 1753 1763 1753 1767 1735 1733
Q Serve(g_s), s 3.3 9.8 1.8 1.6 11.0 1.0 3.9 7.9 8.0 2.2 6.1 6.2
Cycle Q Clear(g_c), s 3.3 9.8 1.8 1.6 11.0 1.0 3.9 7.9 8.0 2.2 6.1 6.2
Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.33 1.00 0.27
Lane Grp Cap(c), veh/h 164 1405 416 114 879 375 168 354 352 134 314 314
V/C Ratio(X) 0.60 0.64 0.14 0.42 0.76 0.08 0.67 0.68 0.69 0.49 0.59 0.60
Avail Cap(c_a), veh/h 200 1696 502 202 1180 503 224 843 838 225 830 829
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 27.4 19.9 17.0 28.3 21.8 18.0 27.4 23.2 23.2 27.8 23.5 23.6
Incr Delay (d2), s/veh 2.6 0.6 0.1 1.8 2.1 0.1 3.4 2.3 2.4 2.0 1.7 1.8
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.4 3.4 0.6 0.7 4.2 0.3 1.6 3.2 3.2 0.9 2.4 2.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 30.0 20.5 17.2 30.1 23.9 18.1 30.8 25.4 25.6 29.8 25.3 25.4
LnGrp LOS C C B C C B CCCCCC
Approach Vol, veh/h 1057 748 594 436
Approach Delay, s/veh 21.2 24.0 26.5 26.0
Approach LOS CCCC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 10.0 23.4 12.0 17.4 11.7 21.6 10.7 18.6
Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0
Max Green Setting (Gmax), s 7.0 21.0 8.0 30.0 7.0 21.0 8.0 30.0
Max Q Clear Time (g_c+I1), s 3.6 11.8 5.9 8.2 5.3 13.0 4.2 10.0
Green Ext Time (p_c), s 0.0 3.9 0.0 2.0 0.0 2.6 0.0 2.6
Intersection Summary
HCM 6th Ctrl Delay 23.8
HCM 6th LOS C
6.1-6
HCM 6th TWSC Fontana Foothill Apartments (JN 14740)
2: Alder Av. & Vine St./Driveway 1 04/26/2022
Opening Year Cumulative (2024) Without Project - PM Peak Hour Synchro 11 Report
Urban Crossroads, Inc.Page 3
Intersection
Int Delay, s/veh 0
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 010001575004293
Future Vol, veh/h 0 010001575004293
Conflicting Peds, #/hr 0 02000000001
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free
RT Channelized - - None - - None - - None - - None
Storage Length ------100-----
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 97 97 97 97 97 97 97 97 97 97 97 97
Heavy Vehicles, % 0 00000040050
Mvmt Flow 0 010001593004423
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 744 1040 226 446 0 0 - - 0
Stage 1 445 445 -------
Stage 2 299 595 -------
Critical Hdwy 6.8 6.5 6.9 4.1 -----
Critical Hdwy Stg 1 5.8 5.5 -------
Critical Hdwy Stg 2 5.8 5.5 -------
Follow-up Hdwy 3.5 4 3.3 2.2 -----
Pot Cap-1 Maneuver 354 232 783 1125 - - 0 - -
Stage 1 619 578 -- - - 0 - -
Stage 2 732 496 -- - - 0 - -
Platoon blocked, %- -- -
Mov Cap-1 Maneuver 353 0 781 1124 -----
Mov Cap-2 Maneuver 464 0 -------
Stage 1 618 0 -------
Stage 2 731 0 -------
Approach EB NB SB
HCM Control Delay, s 9.6 0 0
HCM LOS A
Minor Lane/Major Mvmt NBL NBT NBREBLn1 SBT SBR
Capacity (veh/h)1124 - - 781 - -
HCM Lane V/C Ratio 0.001 - - 0.001 - -
HCM Control Delay (s) 8.2 - - 9.6 - -
HCM Lane LOS A - - A - -
HCM 95th %tile Q(veh) 0 - - 0 - -
6.1-7
HCM 6th TWSC Fontana Foothill Apartments (JN 14740)
3: Driveway 2/Driveway & Foothill Bl. (SR-66)04/26/2022
Opening Year Cumulative (2024) Without Project - PM Peak Hour Synchro 11 Report
Urban Crossroads, Inc.Page 4
Intersection
Int Delay, s/veh 0
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 3 1001 0 0 727 0000001
Future Vol, veh/h 3 1001 0 0 727 0000001
Conflicting Peds, #/hr 0 02000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized - - None - - None - - None - - None
Storage Length 50 -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 97 97 97 97 97 97 97 97 97 97 97 97
Heavy Vehicles, % 0 30030000000
Mvmt Flow 3 1032 0 0 749 0000001
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 749 0 0 - - 0 1271 1789 375
Stage 1 ------ 749749-
Stage 2 ------ 5221040 -
Critical Hdwy 4.1 ----- 6.86.56.9
Critical Hdwy Stg 1 ------ 5.85.5-
Critical Hdwy Stg 2 ------ 5.85.5-
Follow-up Hdwy 2.2 ----- 3.543.3
Pot Cap-1 Maneuver 869 - - 0 - -162 82 628
Stage 1 - - - 0 - -433 422 -
Stage 2 - - - 0 - -566 310 -
Platoon blocked, %- -- -
Mov Cap-1 Maneuver 869 ----- 1620628
Mov Cap-2 Maneuver ------ 2960-
Stage 1 ------ 4320-
Stage 2 ------ 5660-
Approach EB WB SB
HCM Control Delay, s 0 0 10.7
HCM LOS B
Minor Lane/Major Mvmt EBL EBT EBR WBT WBRSBLn1
Capacity (veh/h)869 ----628
HCM Lane V/C Ratio 0.004 ----0.002
HCM Control Delay (s) 9.2 ----10.7
HCM Lane LOS A ----B
HCM 95th %tile Q(veh) 0 ----0
6.1-8
Fontana Foothill Apartments Traffic Analysis
14740-03 TA Report REV
APPENDIX 6.2: OPENING YEAR CUMULATIVE (2024) WITH PROJECT
CONDITIONS INTERSECTION OPERATIONS ANALYSIS WORKSHEETS
Fontana Foothill Apartments Traffic Analysis
14740-03 TA Report REV
This Page Intentionally Left Blank
Timings Fontana Foothill Apartments (JN 14740)
1: Alder Av. & Foothill Bl. (SR-66)06/06/2022
Opening Year Cumulative (2024) With Project - AM Peak Hour Synchro 11 Report
Urban Crossroads, Inc.Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph)21 342 63 56 570 32 74 170 54 209
Future Volume (vph)21 342 63 56 570 32 74 170 54 209
Turn Type Prot NA Perm Prot NA Perm Prot NA Prot NA
Protected Phases 5 2 1 6 3874
Permitted Phases 2 6
Detector Phase 5221663874
Switch Phase
Minimum Initial (s) 7.0 15.0 15.0 7.0 15.0 15.0 7.0 10.0 7.0 10.0
Minimum Split (s)13.0 26.0 26.0 13.0 26.0 26.0 13.0 31.0 13.0 36.0
Total Split (s)13.0 26.0 26.0 13.0 26.0 26.0 15.0 38.0 13.0 36.0
Total Split (%)14.4% 28.9% 28.9% 14.4% 28.9% 28.9% 16.7% 42.2% 14.4% 40.0%
Yellow Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
All-Red Time (s)2.0 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 0.0 0.0 0.0
Total Lost Time (s)6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0
Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None None None None None None None None None None
Act Effct Green (s)7.7 18.0 18.0 7.7 20.6 20.6 8.5 18.2 7.7 14.1
Actuated g/C Ratio 0.12 0.29 0.29 0.12 0.33 0.33 0.14 0.29 0.12 0.23
v/c Ratio 0.11 0.27 0.13 0.31 0.55 0.06 0.36 0.24 0.30 0.37
Control Delay 34.9 21.7 0.5 37.3 23.6 0.2 36.2 18.1 37.2 21.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 34.9 21.7 0.5 37.3 23.6 0.2 36.2 18.1 37.2 21.6
LOS CCADCADBDC
Approach Delay 19.2 23.7 22.9 24.3
Approach LOS B C C C
Intersection Summary
Cycle Length: 90
Actuated Cycle Length: 62.6
Natural Cycle: 90
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.55
Intersection Signal Delay: 22.5 Intersection LOS: C
Intersection Capacity Utilization 56.2%ICU Level of Service B
Analysis Period (min) 15
Splits and Phases: 1: Alder Av. & Foothill Bl. (SR-66)
6.2-1
HCM 6th Signalized Intersection Summary Fontana Foothill Apartments (JN 14740)
1: Alder Av. & Foothill Bl. (SR-66)06/06/2022
Opening Year Cumulative (2024) 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) 21 342 63 56 570 32 74 170 37 54 209 46
Future Volume (veh/h) 21 342 63 56 570 32 74 170 37 54 209 46
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 1.00 1.00 0.99
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 1796 1796 1678 1752 1826 1737 1781 1737 1663 1707 1796 1856
Adj Flow Rate, veh/h 23 376 49 62 626 33 81 187 28 59 230 32
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91
Percent Heavy Veh, % 7 7 15 10 5 11 8 11 16 13 7 3
Cap, veh/h 64 1263 365 127 1028 430 149 526 78 120 507 70
Arrive On Green 0.04 0.26 0.26 0.08 0.30 0.30 0.09 0.18 0.18 0.07 0.17 0.17
Sat Flow, veh/h 1711 4904 1418 1668 3469 1451 1697 2885 425 1626 3009 413
Grp Volume(v), veh/h 23 376 49 62 626 33 81 106 109 59 129 133
Grp Sat Flow(s),veh/h/ln 1711 1635 1418 1668 1735 1451 1697 1650 1660 1626 1706 1715
Q Serve(g_s), s 0.8 3.6 1.6 2.1 9.1 1.0 2.7 3.3 3.4 2.0 4.0 4.1
Cycle Q Clear(g_c), s 0.8 3.6 1.6 2.1 9.1 1.0 2.7 3.3 3.4 2.0 4.0 4.1
Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.26 1.00 0.24
Lane Grp Cap(c), veh/h 64 1263 365 127 1028 430 149 301 303 120 288 289
V/C Ratio(X) 0.36 0.30 0.13 0.49 0.61 0.08 0.55 0.35 0.36 0.49 0.45 0.46
Avail Cap(c_a), veh/h 205 1677 485 200 1186 496 261 903 908 195 875 880
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 27.5 17.5 16.7 25.9 17.7 14.8 25.6 20.9 20.9 26.0 21.9 21.9
Incr Delay (d2), s/veh 2.5 0.1 0.2 2.2 0.7 0.1 2.3 0.7 0.7 2.3 1.1 1.1
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 0.3 1.2 0.5 0.8 3.1 0.3 1.1 1.2 1.2 0.8 1.5 1.6
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 30.0 17.6 16.9 28.1 18.4 14.9 27.9 21.6 21.7 28.3 23.0 23.1
LnGrp LOS C B B C B B CCCCCC
Approach Vol, veh/h 448 721 296 321
Approach Delay, s/veh 18.1 19.1 23.3 24.0
Approach LOS B B C C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 10.4 21.1 11.1 15.9 8.2 23.3 10.3 16.7
Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0
Max Green Setting (Gmax), s 7.0 20.0 9.0 30.0 7.0 20.0 7.0 32.0
Max Q Clear Time (g_c+I1), s 4.1 5.6 4.7 6.1 2.8 11.1 4.0 5.4
Green Ext Time (p_c), s 0.0 2.1 0.0 1.4 0.0 2.6 0.0 1.1
Intersection Summary
HCM 6th Ctrl Delay 20.4
HCM 6th LOS C
6.2-2
HCM 6th TWSC Fontana Foothill Apartments (JN 14740)
2: Alder Av. & Vine St./Driveway 1 06/06/2022
Opening Year Cumulative (2024) With Project - AM Peak Hour Synchro 11 Report
Urban Crossroads, Inc.Page 3
Intersection
Int Delay, s/veh 0.6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 3 0 1 10 0 16 0 262 3 5 323 0
Future Vol, veh/h 3 0 1 10 0 16 0 262 3 5 323 0
Conflicting Peds, #/hr 0 01000000000
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free
RT Channelized - - None - - None - - None - - None
Storage Length ------100--100--
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94
Heavy Vehicles, % 0 000000110090
Mvmt Flow 3 0 1 11 0 17 0 279 3 5 344 0
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 494 636 173 464 635 141 344 0 0 282 0 0
Stage 1 354 354 - 281 281 -------
Stage 2 140 282 - 183 354 -------
Critical Hdwy 7.5 6.5 6.9 7.5 6.5 6.9 4.1 - - 4.1 - -
Critical Hdwy Stg 1 6.5 5.5 - 6.5 5.5 -------
Critical Hdwy Stg 2 6.5 5.5 - 6.5 5.5 -------
Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.2 - - 2.2 - -
Pot Cap-1 Maneuver 463 398 847 486 399 888 1226 - - 1292 - -
Stage 1 642 634 - 708 682 -------
Stage 2 854 681 - 807 634 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 453 396 846 484 397 888 1226 - - 1292 - -
Mov Cap-2 Maneuver 453 396 - 484 397 -------
Stage 1 642 631 - 708 682 -------
Stage 2 838 681 - 802 631 -------
Approach EB WB NB SB
HCM Control Delay, s 12.1 10.6 0 0.1
HCM LOS B B
Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR
Capacity (veh/h)1226 - - 513 672 1292 - -
HCM Lane V/C Ratio - - - 0.008 0.041 0.004 - -
HCM Control Delay (s) 0 - - 12.1 10.6 7.8 - -
HCM Lane LOS A - - B B A - -
HCM 95th %tile Q(veh) 0 - - 0 0.1 0 - -
6.2-3
HCM 6th TWSC Fontana Foothill Apartments (JN 14740)
3: Driveway 2/Driveway & Foothill Bl. (SR-66)06/06/2022
Opening Year Cumulative (2024) With Project - AM Peak Hour Synchro 11 Report
Urban Crossroads, Inc.Page 4
Intersection
Int Delay, s/veh 0.7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 425 8 4 632 0 26 0 13 0 0 0
Future Vol, veh/h 0 425 8 4 632 0 26 0 13 0 0 0
Conflicting Peds, #/hr 0 02001000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized - - None - - None - - None - - None
Storage Length 50 - - 50 --------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90
Heavy Vehicles, % 0 90060000000
Mvmt Flow 0 472 9 4 702 0 29 0 14 0 0 0
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 703 0 0 483 0 0 838 1190 243 947 1194 352
Stage 1 ------479479-711711-
Stage 2 ------359711-236483-
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 904 - - 1090 - - 262 189 764 219 188 650
Stage 1 ------542558-395439-
Stage 2 ------637439-752556-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 903 - - 1088 - - 261 188 763 214 187 649
Mov Cap-2 Maneuver ------261188-214187-
Stage 1 ------541557-395437-
Stage 2 ------635437-738555-
Approach EB WB NB SB
HCM Control Delay, s 0 0.1 17.4 0
HCM LOS C A
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1
Capacity (veh/h)334 903 - - 1088 - - -
HCM Lane V/C Ratio 0.13 - - - 0.004 - - -
HCM Control Delay (s) 17.4 0 - - 8.3 - - 0
HCM Lane LOS C A - - A - - A
HCM 95th %tile Q(veh) 0.4 0 - - 0 - - -
6.2-4
Timings Fontana Foothill Apartments (JN 14740)
1: Alder Av. & Foothill Bl. (SR-66)06/06/2022
Opening Year Cumulative (2024) With Project - PM Peak Hour Synchro 11 Report
Urban Crossroads, Inc.Page 1
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph)93 870 85 49 644 55 108 389 75 315
Future Volume (vph)93 870 85 49 644 55 108 389 75 315
Turn Type Prot NA Perm Prot NA Perm Prot NA Prot NA
Protected Phases 5 2 1 6 3874
Permitted Phases 2 6
Detector Phase 5221663874
Switch Phase
Minimum Initial (s) 7.0 15.0 15.0 7.0 15.0 15.0 7.0 10.0 7.0 10.0
Minimum Split (s)13.0 26.0 26.0 13.0 26.0 26.0 13.0 31.0 13.0 36.0
Total Split (s)13.0 27.0 27.0 13.0 27.0 27.0 14.0 36.0 14.0 36.0
Total Split (%)14.4% 30.0% 30.0% 14.4% 30.0% 30.0% 15.6% 40.0% 15.6% 40.0%
Yellow Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
All-Red Time (s)2.0 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 0.0 0.0 0.0
Total Lost Time (s)6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0
Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None None None None None None None None None None
Act Effct Green (s)7.3 22.2 22.2 7.3 19.5 19.5 8.0 20.8 7.8 16.9
Actuated g/C Ratio 0.10 0.30 0.30 0.10 0.27 0.27 0.11 0.29 0.11 0.23
v/c Ratio 0.55 0.60 0.15 0.29 0.72 0.11 0.60 0.51 0.42 0.51
Control Delay 49.5 25.6 0.6 39.9 31.6 0.4 50.4 24.6 42.3 25.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 49.5 25.6 0.6 39.9 31.6 0.4 50.4 24.6 42.3 25.3
LOS DCADCADCDC
Approach Delay 25.7 29.8 29.4 28.1
Approach LOS C C C C
Intersection Summary
Cycle Length: 90
Actuated Cycle Length: 72.8
Natural Cycle: 90
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.72
Intersection Signal Delay: 27.9 Intersection LOS: C
Intersection Capacity Utilization 63.0%ICU Level of Service B
Analysis Period (min) 15
Splits and Phases: 1: Alder Av. & Foothill Bl. (SR-66)
6.2-5
HCM 6th Signalized Intersection Summary Fontana Foothill Apartments (JN 14740)
1: Alder Av. & Foothill Bl. (SR-66)06/06/2022
Opening Year Cumulative (2024) 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) 93 870 85 49 644 55 108 389 88 75 315 66
Future Volume (veh/h) 93 870 85 49 644 55 108 389 88 75 315 66
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.99 1.00 1.00 1.00 0.98
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1856 1811 1900 1856 1796 1841 1856 1796 1856 1826 1796
Adj Flow Rate, veh/h 98 916 60 52 678 40 114 409 81 79 332 50
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Percent Heavy Veh, %136037437357
Cap, veh/h 162 1389 411 119 881 376 166 595 117 146 574 86
Arrive On Green 0.09 0.27 0.27 0.07 0.25 0.25 0.09 0.20 0.20 0.08 0.19 0.19
Sat Flow, veh/h 1795 5066 1499 1810 3526 1503 1753 2938 577 1767 3021 450
Grp Volume(v), veh/h 98 916 60 52 678 40 114 244 246 79 189 193
Grp Sat Flow(s),veh/h/ln 1795 1689 1499 1810 1763 1503 1753 1763 1752 1767 1735 1736
Q Serve(g_s), s 3.4 10.3 1.9 1.8 11.4 1.3 4.0 8.2 8.3 2.7 6.3 6.5
Cycle Q Clear(g_c), s 3.4 10.3 1.9 1.8 11.4 1.3 4.0 8.2 8.3 2.7 6.3 6.5
Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.33 1.00 0.26
Lane Grp Cap(c), veh/h 162 1389 411 119 881 376 166 357 355 146 330 330
V/C Ratio(X) 0.61 0.66 0.15 0.44 0.77 0.11 0.69 0.68 0.69 0.54 0.57 0.58
Avail Cap(c_a), veh/h 196 1661 492 198 1156 493 219 826 821 221 813 813
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 28.0 20.6 17.6 28.8 22.3 18.5 28.0 23.6 23.7 28.2 23.6 23.6
Incr Delay (d2), s/veh 2.7 0.7 0.2 1.9 2.3 0.1 4.4 2.3 2.4 2.3 1.6 1.6
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.4 3.6 0.6 0.8 4.4 0.4 1.8 3.3 3.3 1.2 2.5 2.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 30.7 21.3 17.7 30.6 24.6 18.6 32.5 26.0 26.1 30.5 25.2 25.3
LnGrp LOS C C B C C B CCCCCC
Approach Vol, veh/h 1074 770 604 461
Approach Delay, s/veh 22.0 24.7 27.3 26.1
Approach LOS CCCC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 10.2 23.6 12.1 18.2 11.8 22.0 11.3 19.0
Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0
Max Green Setting (Gmax), s 7.0 21.0 8.0 30.0 7.0 21.0 8.0 30.0
Max Q Clear Time (g_c+I1), s 3.8 12.3 6.0 8.5 5.4 13.4 4.7 10.3
Green Ext Time (p_c), s 0.0 3.9 0.0 2.0 0.0 2.6 0.0 2.6
Intersection Summary
HCM 6th Ctrl Delay 24.5
HCM 6th LOS C
6.2-6
HCM 6th TWSC Fontana Foothill Apartments (JN 14740)
2: Alder Av. & Vine St./Driveway 1 06/06/2022
Opening Year Cumulative (2024) With Project - PM Peak Hour Synchro 11 Report
Urban Crossroads, Inc.Page 3
Intersection
Int Delay, s/veh 0.4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 016010157510174293
Future Vol, veh/h 0 016010157510174293
Conflicting Peds, #/hr 0 02000000001
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free
RT Channelized - - None - - None - - None - - None
Storage Length ------100--100--
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 97 97 97 97 97 97 97 97 97 97 97 97
Heavy Vehicles, % 0 00000040050
Mvmt Flow 0 016010159310184423
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 780 1086 226 859 1082 302 446 0 0 603 0 0
Stage 1 481 481 - 600 600 -------
Stage 2 299 605 - 259 482 -------
Critical Hdwy 7.5 6.5 6.9 7.5 6.5 6.9 4.1 - - 4.1 - -
Critical Hdwy Stg 1 6.5 5.5 - 6.5 5.5 -------
Critical Hdwy Stg 2 6.5 5.5 - 6.5 5.5 -------
Follow-up Hdwy 3.5 4 3.3 3.5 4 3.3 2.2 - - 2.2 - -
Pot Cap-1 Maneuver 289 218 783 253 219 700 1125 - - 984 - -
Stage 1 540 557 - 459 493 -------
Stage 2 691 491 - 729 557 -------
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 280 214 781 248 215 700 1124 - - 984 - -
Mov Cap-2 Maneuver 280 214 - 248 215 -------
Stage 1 539 546 - 459 493 -------
Stage 2 680 491 - 713 546 -------
Approach EB WB NB SB
HCM Control Delay, s 9.6 14 0 0.3
HCM LOS A B
Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR
Capacity (veh/h)1124 - - 781 416 984 - -
HCM Lane V/C Ratio 0.001 - - 0.001 0.04 0.018 - -
HCM Control Delay (s) 8.2 - - 9.6 14 8.7 - -
HCM Lane LOS A - - A B A - -
HCM 95th %tile Q(veh) 0 - - 0 0.1 0.1 - -
6.2-7
HCM 6th TWSC Fontana Foothill Apartments (JN 14740)
3: Driveway 2/Driveway & Foothill Bl. (SR-66)06/06/2022
Opening Year Cumulative (2024) With Project - PM Peak Hour Synchro 11 Report
Urban Crossroads, Inc.Page 4
Intersection
Int Delay, s/veh 0.3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 3 1003 27 13 730 0 16 08001
Future Vol, veh/h 3 1003 27 13 730 0 16 08001
Conflicting Peds, #/hr 0 02000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized - - None - - None - - None - - None
Storage Length 50 - - 50 --------
Veh in Median Storage, # - 0 - - 0 - - 2 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 97 97 97 97 97 97 97 97 97 97 97 97
Heavy Vehicles, % 0 30030000000
Mvmt Flow 3 1034 28 13 753 0 16 08001
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 753 0 0 1064 0 0 1459 1835 533 1302 1849 377
Stage 1 ------1056 1056 - 779 779 -
Stage 2 ------403779-5231070 -
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 866 - - 662 - - 92 77 496 120 75 626
Stage 1 ------244305-359409-
Stage 2 ------601409-510300-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 866 - - 661 - - 90 75 495 116 73 626
Mov Cap-2 Maneuver ------221239-11673-
Stage 1 ------243303-358401-
Stage 2 ------588401-500299-
Approach EB WB NB SB
HCM Control Delay, s 0 0.2 19.6 10.8
HCM LOS C B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1
Capacity (veh/h)271 866 - - 661 - - 626
HCM Lane V/C Ratio 0.091 0.004 - - 0.02 - - 0.002
HCM Control Delay (s) 19.6 9.2 - - 10.6 - - 10.8
HCM Lane LOS C A - - B - - B
HCM 95th %tile Q(veh) 0.3 0 - - 0.1 - - 0
6.2-8
Fontana Foothill Apartments Traffic Analysis
14740-03 TA Report
APPENDIX 6.3: OPENING YEAR CUMULATIVE (2024) WITHOUT
PROJECT CONDITIONS TRAFFIC SIGNAL WARRANT ANALYSIS
WORKSHEETS
Fontana Foothill Apartments Traffic Analysis
14740-03 TA Report
This Page Intentionally Left Blank
California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-3. Warrant 3, Peak Hour
Traffic Conditions = 2024 Without Project Conditions - Weekday AM Peak Hour
Major Street Name =Alder Av.Total of Both Approaches (VPH) =585
Number of Approach Lanes on Major Street =2
Minor Street Name =Vine St.High Volume Approach (VPH) =4
Number of Approach Lanes On Minor Street =1
*Note: 150 vph applies as the lower threshold for a minor-street approach with two or more lanes
and 100 vph applies as the lower threshold for a minor-street approach with one lane
SIGNAL WARRANT NOT SATISFIED
5854
0
100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800Minor 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
6.3-1
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 = 2024 Without Project Conditions - Weekday PM Peak Hour
Major Street Name =Foothill Bl.Total of Both Approaches (VPH) =1731
Number of Approach Lanes Major Street =2
Minor Street Name =Driveway 2 High Volume Approach (VPH) =1
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)
SIGNAL WARRANT NOT SATISFIED
*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 lane 130010
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
6.3-2
Fontana Foothill Apartments Traffic Analysis
14740-03 TA Report REV
APPENDIX 6.4: OPENING YEAR CUMULATIVE (2024) WITH PROJECT
CONDITIONS TRAFFIC SIGNAL WARRANT ANALYSIS WORKSHEETS
Fontana Foothill Apartments Traffic Analysis
14740-03 TA Report REV
This Page Intentionally Left Blank
California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-3. Warrant 3, Peak Hour
Traffic Conditions = 2024 With Project Conditions - Weekday AM Peak Hour
Major Street Name =Alder Av.Total of Both Approaches (VPH) =593
Number of Approach Lanes on Major Street =2
Minor Street Name =Vine St.High Volume Approach (VPH) =26
Number of Approach Lanes On Minor Street =1
*Note: 150 vph applies as the lower threshold for a minor-street approach with two or more lanes
and 100 vph applies as the lower threshold for a minor-street approach with one lane
SIGNAL WARRANT NOT SATISFIED
59326
0
100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800Minor 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
6.4-1
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 = 2024 With Project Conditions - Weekday AM Peak Hour
Major Street Name =Foothill Bl.Total of Both Approaches (VPH) =1070
Number of Approach Lanes Major Street =2
Minor Street Name =Driveway 2 High Volume Approach (VPH) =39
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)
SIGNAL WARRANT NOT SATISFIED
*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 lane107039
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
6.4-2
Fontana Foothill Apartments Traffic Analysis
14740-03 TA Report
APPENDIX 8.1: SBCTA VMT SCREENING TOOL
Fontana Foothill Apartments Traffic Analysis
14740-03 TA Report
This Page Intentionally Left Blank
8.1-1
This Page Intentionally Left Blank
8.1-2