HomeMy WebLinkAboutAppendix K5 - Caltrans Safety Evaluation
14283-02 CT Safety Eval
June 21, 2022
Rosa Clark
Department of Transportation, District 8
464 W. 4th Street, 6th Floor
San Bernardino, CA 92401
SIERRA INDUSTRIAL CALTRANS SAFETY EVALUATION
Rosa Clark,
Urban Crossroads, Inc. is pleased to provide the following Caltrans Safety Evaluation for the Sierra
Industrial development (Project), which is located east of Sierra Avenue and south of Duncan
Canyon Road in the City of Fontana. The purpose of this work effort is to provide a safety
evaluation for the proposed Project based on the Caltrans Interim Local Development
Intergovernmental Review (LDIGR) Safety Review Practitioners Guidance (dated December 18,
2020) (Caltrans Guidelines).
PROPOSED PROJECT
The Project is proposed to consist of 2 project sites with a Project total of 585,042 square feet.
1. Acacia Site (see Exhibit 1) - consisting of two buildings: a 296,297 square foot warehouse building
(Building 1) and a smaller 88,746 square foot warehouse building (Building 2) for a total of 385,043
square feet.
2. Shea Site (see Exhibit 2) - consisting of a single a 199,999 square foot warehouse building.
Exhibit 3 shows the preliminary site plans of the Acacia and Shea sites. It is anticipated that the
Project would be developed in a single phase with an anticipated Opening Year of 2024. For the
purposes of this analysis, the following driveways will be assumed to provide access to the Project
site:
• Driveway 1 on Sierra Avenue – Right-in/Right-out access (passenger cars and trucks)
• Driveway 2 on Sierra Avenue – Right-in/Right-out access (passenger cars and trucks)
• Driveway 3 on Sierra Avenue – Right-in/Right-out access (passenger cars only)
• Driveway 4 on Sierra Avenue – Right-in/Right-out access (passenger cars and trucks)
• Driveway 5 on Duncan Canyon Road – Full access (passenger cars only)
Regional access to the Project site is available from the I-15 Freeway via Sierra Avenue and the I-
210 Freeway via Sierra Avenue to the south.
Rosa Clark
Department of Transportation, District 8
June 21, 2022
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14283-02 CT Safety Eval
EXHIBIT 1: LOCATION MAP (ACACIA SITE)
Rosa Clark
Department of Transportation, District 8
June 21, 2022
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14283-02 CT Safety Eval
EXHIBIT 2: LOCATION MAP (SHEA SITE)
Rosa Clark
Department of Transportation, District 8
June 21, 2022
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14283-02 CT Safety Eval
EXHIBIT 3: PRELIMINARY SITE PLAN
Rosa Clark
Department of Transportation, District 8
June 21, 2022
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14283-02 CT Safety Eval
VEHICLE MILES TRAVELED (VMT)
The VMT Screening Evaluation was previously prepared under the Sierra Industrial Vehicle Miles
Traveled (VMT) Analysis (Urban Crossroads, June 2022). Based on the results of this analysis the
following findings are made:
• The Project’s was evaluated against screening criteria as outlined in the City of Fontana Traffic
Impact Analysis Guidelines for Vehicle Miles Traveled and Level of Service Assessment. The Project
was not found to meet any available screening criteria, and a model based VMT analysis was
performed.
• The Project’s VMT analysis found the Project to exceed the City’s VMT per employee threshold by
33.49% in baseline conditions and 12.79% in cumulative conditions. The Project is determined to
have a potentially significant transportation impact.
• Since the future tenants are unknown at this time, implementation of the feasible TDM measures
discussed in the VMT analysis cannot be guaranteed to reduce the Project generated VMT per
employee; the Project’s VMT impact is considered significant and unavoidable.
Implementation of potential TDM measures are not anticipated to significantly affect elements
of the safety review.
SAFETY REVIEW METHODOLOGY
The Interim Land Development and Intergovernmental Review (LDIGR) practitioner guidance for
safety review was utilized to determine methodology for the safety review. The safety
assessment completed for this project included the following elements:
• Review of available systemic safety plans
• Review of available collision data
• Review of potential increase presence of pedestrians and bicyclist
• Degradation of the walking and bicycling environment and experience.
• New pedestrian and bicyclist connection desires
• Multimodal conflict points, especially at intersections and project access locations.
• Change in traffic mix such as an increase in bicyclists or pedestrians where features such as
shoulders or sidewalks may not exist or are inconsistent with facility design (sidewalks, bike and
multi-user paths, multimodal roadways, etc.)
• Increased vehicular speeds
• Transition between free flow and metered flow
• Increased traffic volumes
• Queuing at off-ramps resulting in slow or stopped traffic on mainline, or speed differentials
between adjacent lanes
• Queuing exceeding turn pocket that impedes through-traffic
• Site access management (i.e., driveway sight distance, driveway or intersection spacing, project
access queuing, multimodal conflict points, incomplete pedestrian and bicycle connections)
Rosa Clark
Department of Transportation, District 8
June 21, 2022
Page 6 of 13
14283-02 CT Safety Eval
PROPOSED 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 Institute of Transportation Engineers (ITE) Trip Generation Manual (11th Edition,
2021) for the following land uses has been utilized:
• Warehousing (ITE Land Use Code 150)
• High-Cube Cold Storage Warehouse (ITE Land Use Code 157)
• High-Cube Fulfillment Center Warehouse (ITE Land Use Code 155)
Additional details on the proposed Project trip generation can be found under the North Fontana
Industrial Complex (Shea & Acacia) Trip Generation Evaluation (Urban Crossroads, June 2022).
PROPOSED PROJECT TRIP GENERATION
The proposed Project consists of the development of both the Shea site the Acacia site. The
proposed Project (Shea site) is to consist of a 203,000 square foot warehouse building (this
includes a 3,000 square foot mezzanine). The proposed Project (Acacia Site) includes the
development of two buildings: a 296,297 square foot warehouse building (Building 1) and a
smaller 88,746 square foot warehouse building (Building 2). Table 1 provides the trip generation
rates utilized for both sites while Table 2 provides the combined trip generation summary for the
proposed Project in actual vehicles. As shown in Table 2, the proposed Project (Shea site) is
anticipated to generate a total of 1,082 two-way trips per day with 87 AM peak hour trips and 90
PM peak hour trips.
Rosa Clark
Department of Transportation, District 8
June 21, 2022
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14283-02 CT Safety Eval
TABLE 1: PROPOSED PROJECT TRIP GENERATION RATES
TABLE 2: PROPOSED PROJECT TRIP GENERATION SUMMARY (ACTUAL VEHICLES)
Rosa Clark
Department of Transportation, District 8
June 21, 2022
Page 8 of 13
14283-02 CT Safety Eval
SYSTEMIC SAFETY PLANS
The City of Fontana prepared a Systemic Safety Analysis Report (SSAR) and published the Final
Systemic Safety Analysis Report (prepared by KOA, January 2020). The purpose of the SSAR is to
identify safety projects through an inventory of existing roadway system elements and a data-
driven step-by-step. The SSAR report identified safety projects for 35 intersections and five
roadway segments. The SSAR report does not include any of the study area intersections under
the list of priority zones for improvements.
COLLISION DATA
The collision data analysis is based on the collision data received from Caltrans during a five-year
period (see Attachment A). The five-years of collision data from Caltrans’ Traffic Accident
Surveillance and Analysis System (TASAS) includes the Sierra Avenue and I-15 Interchange (Post
Mile (PM) 12.614 to PM 13.050) and the Sierra Avenue and SR-210 Interchange (PM 14.668 to PM
15.182). For both interchange locations, only a three- year period was provided (a five-year period
was requested). Table 3 presents a summary of the TASAS Table B data provided by Caltrans and
Table 4 presents a summary of the collision type.
Analysis of the TASAS Table B records shows a total of 22 crashes within the Sierra Avenue and I-
15 Interchange and a total of 38 crashes within the Sierra Avenue and SR-210 Interchange. The
TASAS Table B shows a comparison between actual collision rates of the facility to the average
rate of similar facilities statewide.1 The following facilities had a higher actual collision rate than
the state average:
• I-15 PM 12.614 (NB OFF TO SIERRA/LYTLE) – fatal plus injury related collisions
• SR-210 PM 14.668 (EB OFF TO SIERRA AVE) – fatal plus injury related collisions and total rate of
collisions
• SR-210 PM 15.106 (EB ON FROM NB SIERRA AVE) – fatal plus injury related collisions and total rate
of collisions
• SR-210 PM 15.182 (WB OFF TO SIERRA AVE) – fatal plus injury related collisions and total rate of
collisions
Table 4 provides a summary of the type of collision by area. Type of collision data was not
provided for the Sierra Avenue and I-15 Interchange. It is not anticipated that the addition of the
proposed Project will result in a significant change in collisions due to the number of trips
generated or vehicle type (e.g. trucks).
1 Based on a review of the 2018 Crash Data on California State Highways (Caltrans, October 2020). Latest available
edition at the time of preparation of this study.
Rosa Clark
Department of Transportation, District 8
June 21, 2022
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14283-02 CT Safety Eval
TABLE 3: COLLISION RATES (# OF COLLISIONS/MILLION VEHICLE, MV) SUMMARY
Location Actual Collision Rates (MV) Average Collision Rates (MV)
Fatal Fat+Inj Total Fatal Fat+Inj Total
I-15 PM 12.614 (NB
OFF TO SIERRA/LYTLE)
0.000 0.39 0.59 0.003 0.38 1.04
I-15 PM 12.709 (SB ON
FR SIERRA/LYTLE)
0.000 0.00 0.26 0.002 0.23 0.63
I-15 PM 13.027 (NB ON
FR SIERRA/LYTLE)
0.000 0.12 0.24 0.002 0.23 0.63
I-15 PM 13.050 (SB OFF
TO SIERRA/LYTLE)
0.000 0.13 0.53 0.009 0.48 1.31
SR-210 PM 14.668 (EB
OFF TO SIERRA AVE)
0.000 0.62 1.51 0.003 0.38 1.04
SR-210 PM 14.748 (WB
ON FROM SB SIERRA
AVE)
0.000 0.00 0.19 0.002 0.23 0.63
SR-210 PM 14.881 (EB
ON FROM SB SIERRA
AVE)
0.000 0.00 0.00 0.002 0.23 0.77
SR-210 PM 14.904 (WB
ON FROM NB SIERRA
AVE)
0.000 0.00 0.42 0.002 0.23 0.77
SR-210 PM 15.106 (EB
ON FROM NB SIERRA
AVE)
0.000 0.41 1.01 0.002 0.23 0.63
SR-210 PM 15.182 (WB
OFF TO SIERRA AVE)
0.000 2.73 10.94 0.003 0.38 1.04
BOLD = Actual collision rates are above the average for similar facilities statewide
Rosa Clark
Department of Transportation, District 8
June 21, 2022
Page 10 of 13
14283-02 CT Safety Eval
TABLE 4: TYPE OF COLLISIONS SUMMARY
Head-
On
Sideswipe Rear-
End
Broadside Hit-
Object
Overturn Auto-
Ped
Other Not
Stated
SR-210 PM 14.668 (EB OFF TO SIERRA AVE) (Total: 17 Collisions)
1
(5.9%)
1
(5.9%)
5
(29.4%)
9
(52.9%)
0
(0.0%)
0
(0.0%)
0
(0.0%)
1
(5.9%)
0
(0.0%)
SR-210 PM 14.748 (WB ON FROM SB SIERRA AVE) (Total: 1 Collision)
0
(0.0%)
0
(0.0%)
1
(100.0%)
0
(0.0%)
0
(0.0%)
0
(0.0%)
0
(0.0%)
0
(0.0%)
0
(0.0%)
SR-210 PM 14.881 (EB ON FROM SB SIERRA AVE) (Total: 0 Collisions)
0
(0.0%)
0
(0.0%)
0
(0.0%)
0
(0.0%)
0
(0.0%)
0
(0.0%)
0
(0.0%)
0
(0.0%)
0
(0.0%)
SR-210 PM 14.904 (WB ON FROM NB SIERRA AVE) (Total: 3 Collisions)
0
(0.0%)
0
(0.0%)
2
(66.7%)
0
(0.0%)
1
(33.3%)
0
(0.0%)
0
(0.0%)
0
(0.0%)
0
(0.0%)
SR-210 PM 15.106 (EB ON FROM NB SIERRA AVE) (Total: 5 Collisions)
0
(0.0%)
0
(0.0%)
5
(100.0%)
0
(0.0%)
0
(0.0%)
0
(0.0%)
0
(0.0%)
0
(0.0%)
0
(0.0%)
SR-210 PM 15.182 (WB OFF TO SIERRA AVE) (Total: 12 Collisions)
0
(0.0%)
1
(8.3%)
5
(41.7%)
3
(25.0%)
2
(16.7%)
0
(0.0%)
1
(8.3%)
0
(0.0%)
0
(0.0%)
Rosa Clark
Department of Transportation, District 8
June 21, 2022
Page 11 of 13
14283-02 CT Safety Eval
BICYCLE & PEDESTRIAN FACILITIES
In an effort to promote alternative modes of transportation, the City of Fontana has several
existing and planned bicycle routes. There is a planned Class II bicycle route along Sierra Avenue.
However, there are currently no existing bike lanes along Sierra Avenue.
Pedestrian facilities do not currently exist along the Project frontage. There are limited
pedestrian ramps and crosswalks along the Sierra Avenue and I-15 Interchange and Sierra
Avenue and SR-210 Interchange. The Project driveways shall comply with ADA standards and City
of Fontana standards prior to occupancy. Existing count data indicates that there are nominal
pedestrian and bicyclist activity in the study area. It is not anticipated that the addition of the
proposed Project will significantly increase pedestrian and bicyclist activity.
VEHICULAR SPEEDS
Project to construct Sierra Avenue at its ultimate half-width (east side) as a Major Highway (132-
foot right-of-way) from the southern Project boundary to the northern Project boundary
consistent with the City’s standards. This includes the construction of a raised median which will
be used to physically prohibit left turns into and out of the Project at the two driveways proposed
on Sierra Avenue. The City of Fontana should conduct speed surveys to evaluate 85th percentile
speeds along Sierra Avenue once the roadway widening is constructed. Roadway construction
shall comply with applicable CA MUTCD or Highway Design Manual standards.
QUEUING ANALYSIS
A queuing analysis was performed for the following intersections to assess vehicle queues that
may potentially result in deficient peak hour operations at the ramp-to-arterial intersections or
may potentially “spill back” and affect traffic operations:
• Sierra Av. & I-15 SB Ramps (#1)
• Sierra Av. & I-15 NB Ramps (#2)
• Sierra Av. & SR-210 WB Ramps (#3)
• Sierra Av. & SR-210 EB Ramps (#4)
Queuing analysis findings are presented in Table 5. It is important to note that off-ramp lengths
are consistent with the measured distance between the intersection and the freeway mainline.
As shown in Table 5, the following movements are currently experiencing queuing issues during
the weekday AM or weekday PM peak 95th percentile Existing (2021) traffic flows:
• Sierra Av. & I-15 SB Ramps (#1) – northbound left turn movement
Consistent with Existing (2021) traffic conditions, there are no additional movements anticipated
to experience queuing issues during the weekday AM or weekday PM peak 95th percentile EAP
(2024), Opening Year Cumulative (2024) Without Project and With Project traffic flows. The
addition of the proposed Project is not anticipated to significantly increase traffic queues.
Worksheets for queuing analysis, by scenario, are provided in Appendix B.
Rosa Clark
Department of Transportation, District 8
June 21, 2022
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TABLE 5: QUEUING ANALYSIS
Rosa Clark
Department of Transportation, District 8
June 21, 2022
Page 13 of 13
14283-02 CT Safety Eval
SITE ACCESS
The Project is to construct the following improvements as design features in conjunction with
development of the site:
• Project to construct four driveways on Sierra Avenue with stop controls for egress traffic from the
Project with free flow traffic along Sierra Avenue. These driveways will be restricted to right-in/right-
out access only.
• Project to construct driveway on Duncan Canyon Road with stop controls for egress traffic from the
Project with free flow traffic along Duncan Canyon Road. This driveway is proposed to have full
access (no turn restrictions).
• Project to construct Sierra Avenue at its ultimate half-width (east side) as a Major Highway (132-
foot right-of-way) from the southern Project boundary to the northern Project boundary consistent
with the City’s standards. This includes the construction of a raised median which will be used to
physically prohibit left turns into and out of the Project at the two driveways proposed on Sierra
Avenue.
It is recommended that the proposed Project coordinate with City staff to meet City of Fontana
driveway and sight distance standards.
CONCLUSION
Based on the Project’s VMT analysis, the Project’s VMT impact is considered significant and
unavoidable. The Project is anticipated to generate fewer than 50 peak hour trips (actual and
PCE based) to any off-site study area intersection. It is anticipated that a large majority of Project-
related truck traffic will occur outside of AM and PM peak hours. The proposed Project is
anticipated to contribute to existing queuing deficiencies along Sierra Avenue; however, Project-
related traffic is not anticipated to cause additional queuing deficiencies. It is recommended that
the proposed Project coordinate with City staff to meet City of Fontana driveway and sight
distance standards.
If you have any questions or comments, I can be reached at (714) 336-1982.
Respectfully submitted,
URBAN CROSSROADS, INC.
Jose Alire, P.E. Robert Vu, P.E.
Senior Traffic Engineer Transportation Engineer
14283-02 CT Safety Eval
ATTACHMENT A
CALTRANS COLLISION DATA
State of California California State Transportation Agency DEPARTMENT OF TRANSPORTATION
“Provide a safe, sustainable, integrated and efficient transportation system to enhance California’s economy and livability”
M e m o r a n d u m Making Conservation
a California Way of Life.
“The information released here is protected by 23 U.S.C. § 409, and the data shall not be subject to discovery nor admitted as evidence in any applicable legal proceeding
against the State of California. The State of California does not, by allowing use of this Database, waive any rights it has under 23 U.S.C. § 409.”
This Traffic Accident Surveillance and Analysis System (TASAS) covers the ramp segments
of I-15 in San Bernardino County from Post Mile 12.614 to Post Mile 13.050.
CRASH DATA:
Caltrans Traffic Accident Surveillance & Analysis System (TASAS) Table B and TSAR
indicate the following summaries for the ramp segments of I-15 in San Bernardino County from Post Mile 12.614 to Post Mile 13.050 during the three-year period between July 1,
2018, to June 30, 2021. Data Retrieved 6/1/2022.
Collision Rates
Collision Rates (# of Collisions/Million Vehicle, MV)
Location I-15 # of Collisions Actual Collision Rates (MV) Average Collision Rates (MV)
Fatal Injury Total Fatal Fat+Inj Total Fatal Fat+Inj Total
PM 12.614
(NBOFF TO SIERRA/
LYTLE)
0 4 6 0.000 0.39 0.59 0.003 0.38 1.04
PM 12.709 (SB ON FR
SIERRA/ LYTLE)
0 0 6 0.000 0.00 0.59 0.002 0.23 0.63
To: ROBERT VU
Transportation Engineer
Urban Crossroads, Inc.
Date: June 2, 2022
File: 08-SBD-15,
PM 12.863
From: MARY PADRES
Office Chief
District 8 Traffic Operations
Surveillance Region C
Subject: CRASH DATA FOR TRAFFIC SAFETY REVIEW AT THE I-15 AND SIERRA AVENUE NORTHBOUND/SOUTHBOUND RAMPS IN THE COUNTY OF SAN BERNARDINO
MP
ROBERT VU June 2, 2022
Page 2 of 2
“Provide a safe, sustainable, integrated and efficient transportation system to enhance California’s economy and livability”
Collision Rates
Collision Rates (# of Collisions/Million Vehicle, MV)
Location I-15
# of Collisions Actual Collision Rates (MV) Average Collision Rates (MV)
Fatal Injury Total Fatal Fat+Inj Total Fatal Fat+Inj Total
PM 13.027
(NB ON FR SIERRA/ LYTLE)
0 1 2 0.000 0.12 0.24 0.002 0.23 0.63
PM 13.050 (SB OFF TO
SIERRA/ LYTLE)
0 2 8 0.000 0.13 0.53 0.009 0.48 1.31
Analysis of the TASAS Table B record shows a total of six crashes within the ramp segment
of I-15 in San Bernardino County at Post Mile 12.614 and study period summarized above;
with a total rate of fatal related collisions that is below the average for similar facilities
statewide; a total rate of fatal plus injury related collisions that is above the average for
similar facilities statewide; and a total rate of collisions that is below the average for similar
facilities statewide.
Analysis of the TASAS Table B record shows a total of six crashes within the ramp segment
of I-15 in San Bernardino County at Post Mile 12.709 and study period summarized above;
with a total rate of fatal related collisions that is below the average for similar facilities
statewide; a total rate of fatal plus injury related collisions that is below the average for
similar facilities statewide; and a total rate of collisions that is below the average for similar
facilities statewide.
Analysis of the TASAS Table B record shows a total of two crashes within the ramp segment
of I-15 in San Bernardino County at Post Mile 13.027 and study period summarized above; with a total rate of fatal related collisions that is below the average for similar facilities
statewide; a total rate of fatal plus injury related collisions that is below the average for similar facilities statewide; and a total rate of collisions that is below the average for similar
facilities statewide.
Analysis of the TASAS Table B record shows a total of eight crashes within the ramp segment of I-15 in San Bernardino County at Post Mile 13.050 and study period
summarized above; with a total rate of fatal related collisions that is below the average for similar facilities statewide; a total rate of fatal plus injury related collisions that is below
the average for similar facilities statewide; and a total rate of collisions that is below the average for similar facilities statewide.
If you have any questions, please call me at 909-226-0913 or contact my staff via email
at D8.TrafficOps.SurvC@dot.ca.gov.
State of California California State Transportation Agency DEPARTMENT OF TRANSPORTATION
“Provide a safe, sustainable, integrated and efficient transportation system to enhance California’s economy and livability”
M e m o r a n d u m Making Conservation
a California Way of Life.
“The information released here is protected by 23 U.S.C. § 409, and the data shall not be subject to discovery nor admitted as evidence in any applicable legal proceeding
against the State of California. The State of California does not, by allowing use of this Database, waive any rights it has under 23 U.S.C. § 409.”
This Traffic Accident Surveillance and Analysis System (TASAS) covers the ramp segments
of SR-210 in San Bernardino County from Post Mile 14.668 to Post Mile 15.182.
CRASH DATA:
Caltrans Traffic Accident Surveillance & Analysis System (TASAS) Table B and TSAR
indicate the following summaries for the ramp segments of SR-210 in San Bernardino County from Post Mile 14.668 to Post Mile 15.182 during the three-year period between
July 1, 2018, to June 30, 2021. Data Retrieved 6/2/2022. Collision Rates
Collision Rates (# of Collisions/Million Vehicle, MV)
Location SR-210
# of Collisions Actual Collision Rates (MV) Average Collision Rates (MV)
Fatal Injury Total Fatal Fat+Inj Total Fatal Fat+Inj Total
PM 14.668
(EB OFF TO SIERRA AVE) 0 7 17 0.000 0.62 1.51 0.003 0.38 1.04
PM 14.748
(WB ON FROM SB
SIERRA AVE)
0 0 1 0.000 0.00 0.19 0.002 0.23 0.63
PM 14.881 (EB ON
FROM SB SIERRA AVE)
0 0 0 0.000 0.00 0.00 0.002 0.23 0.77
To: ROBERT VU
Transportation Engineer
Urban Crossroads, Inc.
Date:
June 9, 2022
File: 08-SBD-210,
PM 14.929
From: MARY PADRES
Office Chief
District 8 Traffic Operations
Surveillance Region C
Subject: CRASH DATA FOR TRAFFIC SAFETY REVIEW AT THE SR-210 AND SIERRA AVENUE EASTBOUND/WESTBOUND RAMPS IN THE COUNTY OF SAN BERNARDINO
for
ROBERT VU June 9, 2022
Page 2 of 4
“Provide a safe, sustainable, integrated and efficient transportation system to enhance California’s economy and livability”
Collision Rates
Collision Rates (# of Collisions/Million Vehicle, MV)
Location SR-210
# of Collisions Actual Collision Rates (MV) Average Collision Rates (MV) Fatal Injury Total Fatal Fat+Inj Total Fatal Fat+Inj Total
PM 14.904 (WB ON
FROM NB SIERRA AVE)
0 0 3 0.000 0.00 0.42 0.002 0.23 0.77
PM 15.106
(EB ON FROM NB
SIERRA AVE)
0 2 5 0.000 0.41 1.01 0.002 0.23 0.63
PM 15.182 (WB OFF TO
SIERRA AVE)
0 3 12 0.000 2.73 10.94 0.003 0.38 1.04
Analysis of the TASAS Table B record shows a total of seventeen crashes within the ramp
segment of SR-210 in San Bernardino County at Post Mile 14.668 and study period
summarized above; with a total rate of fatal related collisions that is below the average
for similar facilities statewide; a total rate of fatal plus injury related collisions that is above
the average for similar facilities statewide; and a total rate of collisions that is above the
average for similar facilities statewide.
Detailed analysis of the types of reported collisions shows that:
• 1 (5.9%) crash was head-on;
• 1 (5.9%) crash was sideswipe;
• 5 (29.4%) crashes were rear end;
• 9 (52.9%) crashes were broadside; and
• 1 (5.9%) crash was other.
The primary crash factors were:
• 1 (5.9%) due to failure to yield;
• 1 (5.9%) due to improper turn; • 6 (35.3%) due to speeding;
• 8 (47.1%) due to other violations; and • 1 (5.9%) due to other than driver.
Analysis of the TASAS Table B record shows a total of seventeen crashes within the ramp
segment of SR-210 in San Bernardino County at Post Mile 14.748 and study period summarized above; with a total rate of fatal related collisions that is below the average
for similar facilities statewide; a total rate of fatal plus injury related collisions that is below
ROBERT VU June 9, 2022
Page 3 of 4
“Provide a safe, sustainable, integrated and efficient transportation system to enhance California’s economy and livability”
the average for similar facilities statewide; and a total rate of collisions that is below the
average for similar facilities statewide.
Detailed analysis of the types of reported collisions shows that:
• 1 (100.0%) crash was rear end.
The primary crash factors were:
• 1 (100.0%) due to speeding.
Analysis of the TASAS Table B record shows a total of zero crashes within the ramp
segment of SR-210 in San Bernardino County at Post Mile 14.881 and study period
summarized above.
Analysis of the TASAS Table B record shows a total of three crashes within the ramp
segment of SR-210 in San Bernardino County at Post Mile 14.904 and study period
summarized above; with a total rate of fatal related collisions that is below the average
for similar facilities statewide; a total rate of fatal plus injury related collisions that is below
the average for similar facilities statewide; and a total rate of collisions that is below the
average for similar facilities statewide.
Detailed analysis of the types of reported collisions shows that:
• 2 (66.7 %) crashes were rear end; and
• 1 (33.3 %) crash was hit object.
The primary crash factors were:
• 1 (33.3 %) due to improper turn; and • 2 (66.7 %) due to speeding.
Analysis of the TASAS Table B record shows a total of five crashes within the ramp segment
of SR-210 in San Bernardino County at Post Mile 15.106 and study period summarized above; with a total rate of fatal related collisions that is below the average for similar
facilities statewide; a total rate of fatal plus injury related collisions that is above the average for similar facilities statewide; and a total rate of collisions that is above the
average for similar facilities statewide.
Detailed analysis of the types of reported collisions shows that:
• 5 (100.0%) crashes were rear end.
The primary crash factors were:
• 1 (100.0%) due to speeding.
ROBERT VU June 9, 2022
Page 4 of 4
“Provide a safe, sustainable, integrated and efficient transportation system to enhance California’s economy and livability”
Analysis of the TASAS Table B record shows a total of twelve crashes within the ramp
segment of SR-210 in San Bernardino County at Post Mile 15.182 and study period
summarized above; with a total rate of fatal related collisions that is below the average
for similar facilities statewide; a total rate of fatal plus injury related collisions that is above
the average for similar facilities statewide; and a total rate of collisions that is above the
average for similar facilities statewide.
Detailed analysis of the types of reported collisions shows that:
• 1 (8.3%) crash was sideswipe;
• 5 (41.7%) crashes were rear end;
• 3 (25.0%) crashes were broadside;
• 2 (16.7%) crashes were hit object; and
• 1 (8.3%) crash was auto-pedestrian.
The primary crash factors were:
• 2 (16.7%) due to failure to yield;
• 3 (25.0%) due to improper turn;
• 3 (25.0%) due to speeding; and
• 4 (33.3%) due to other violations.
If you have any questions, please call me at 909-226-0913 or contact my staff via email
at D8.TrafficOps.SurvC@dot.ca.gov.
14283-02 CT Safety Eval
ATTACHMENT B
QUEUING ANALYSIS WORKSHEETS
Queues North Fontana Industrial Complex (JN 14283)
1: Sierra Ave. & I-15 SB Ramps 06/17/2022
Existing (2021) - AM Peak Hour Synchro 10 Report
Urban Crossroads, Inc.Page 1
Lane Group WBL WBT WBR NBL NBT SBT SBR
Lane Group Flow (vph) 260 261 105 256 488 402 849
v/c Ratio 0.62 0.62 0.21 0.62 0.24 0.42 0.82
Control Delay 30.1 30.2 4.6 38.9 4.0 21.0 8.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 30.1 30.2 4.6 38.9 4.0 21.0 8.9
Queue Length 50th (ft) 98 98 0 108 39 77 4
Queue Length 95th (ft) #189 #190 27 #291 2 82 64
Internal Link Dist (ft) 1211 567 1206
Turn Bay Length (ft) 185 190 215 200
Base Capacity (vph) 445 446 511 414 2144 1587 1171
Starvation Cap Reductn 0000000
Spillback Cap Reductn 0000000
Storage Cap Reductn 0000000
Reduced v/c Ratio 0.58 0.59 0.21 0.62 0.23 0.25 0.73
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Queues North Fontana Industrial Complex (JN 14283)
2: Sierra Ave. & I-15 NB Ramps 06/17/2022
Existing (2021) - AM Peak Hour Synchro 10 Report
Urban Crossroads, Inc.Page 2
Lane Group EBL EBT EBR NBT NBR SBL SBT
Lane Group Flow (vph) 137 134 125 513 416 73 840
v/c Ratio 0.49 0.47 0.35 0.28 0.41 0.39 0.36
Control Delay 32.2 25.3 8.3 11.9 3.0 42.0 6.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 32.2 25.3 8.3 11.9 3.0 42.0 6.2
Queue Length 50th (ft) 56 43 0 66 0 34 91
Queue Length 95th (ft) 106 94 42 113 48 m63 109
Internal Link Dist (ft) 1462 661 567
Turn Bay Length (ft) 365 360 135 200
Base Capacity (vph) 338 339 402 1817 1015 445 2349
Starvation Cap Reductn 0000000
Spillback Cap Reductn 0000000
Storage Cap Reductn 0000000
Reduced v/c Ratio 0.41 0.40 0.31 0.28 0.41 0.16 0.36
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.
Queues North Fontana Industrial Complex (JN 14283)
3: Sierra Av. & SR-210 WB Off Ramp 06/17/2022
Existing (2021) - AM Peak Hour Synchro 10 Report
Urban Crossroads, Inc.Page 1
Lane Group WBL WBR NBT SBT
Lane Group Flow (vph) 574 258 751 1150
v/c Ratio 0.55 0.51 0.28 0.43
Control Delay 21.5 14.9 6.7 11.6
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 21.5 14.9 6.7 11.6
Queue Length 50th (ft) 103 58 40 102
Queue Length 95th (ft) 126 109 46 165
Internal Link Dist (ft) 1764 962 603
Turn Bay Length (ft) 810 450
Base Capacity (vph) 1423 654 2686 2686
Starvation Cap Reductn 0000
Spillback Cap Reductn 0000
Storage Cap Reductn 0000
Reduced v/c Ratio 0.40 0.39 0.28 0.43
Intersection Summary
Queues North Fontana Industrial Complex (JN 14283)
4: Sierra Av. & SR-210 EB Off Ramp 06/17/2022
Existing (2021) - AM Peak Hour Synchro 10 Report
Urban Crossroads, Inc.Page 2
Lane Group EBL EBR NBT SBT
Lane Group Flow (vph) 406 262 1074 1313
v/c Ratio 0.43 0.61 0.39 0.48
Control Delay 19.6 25.0 11.2 8.3
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 19.6 25.0 11.2 8.3
Queue Length 50th (ft) 69 98 92 91
Queue Length 95th (ft) 87 148 155 118
Internal Link Dist (ft) 1873 427 962
Turn Bay Length (ft) 960 960
Base Capacity (vph) 1337 605 2719 2719
Starvation Cap Reductn 0000
Spillback Cap Reductn 0000
Storage Cap Reductn 0000
Reduced v/c Ratio 0.30 0.43 0.39 0.48
Intersection Summary
Queues North Fontana Industiral Complex (JN 14283)
1: Sierra Ave. & I-15 SB Ramps 06/17/2022
Existing (2021) - PM Peak Hour Synchro 10 Report
Urban Crossroads, Inc.Page 1
Lane Group WBL WBT WBR NBL NBT SBT SBR
Lane Group Flow (vph) 224 226 96 188 1456 366 348
v/c Ratio 0.60 0.61 0.21 0.63 0.68 0.28 0.43
Control Delay 31.6 31.7 4.1 45.3 10.6 15.5 3.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 31.6 31.7 4.1 45.3 10.6 15.5 3.4
Queue Length 50th (ft) 87 88 0 68 287 59 0
Queue Length 95th (ft) 160 160 23 m#174 m67 74 41
Internal Link Dist (ft) 1211 567 1206
Turn Bay Length (ft) 185 190 215 200
Base Capacity (vph) 406 407 477 299 2168 1587 901
Starvation Cap Reductn 0000000
Spillback Cap Reductn 0000000
Storage Cap Reductn 0000000
Reduced v/c Ratio 0.55 0.56 0.20 0.63 0.67 0.23 0.39
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
Queues North Fontana Industiral Complex (JN 14283)
2: Sierra Ave. & I-15 NB Ramps 06/17/2022
Existing (2021) - PM Peak Hour Synchro 10 Report
Urban Crossroads, Inc.Page 2
Lane Group EBL EBT EBR NBT NBR SBL SBT
Lane Group Flow (vph) 426 428 290 825 389 100 715
v/c Ratio 0.96 1.00 0.53 0.58 0.45 0.47 0.36
Control Delay 62.6 73.2 10.8 19.6 4.0 39.2 11.8
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 62.6 73.2 10.8 19.6 4.0 39.2 11.8
Queue Length 50th (ft) 191 ~210 27 146 0 33 82
Queue Length 95th (ft) #372 #403 96 222 54 m83 103
Internal Link Dist (ft) 1462 661 567
Turn Bay Length (ft) 365 360 135 200
Base Capacity (vph) 444 428 549 1421 868 442 2022
Starvation Cap Reductn 0000000
Spillback Cap Reductn 0000000
Storage Cap Reductn 0000000
Reduced v/c Ratio 0.96 1.00 0.53 0.58 0.45 0.23 0.35
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
Queues North Fontana Industiral Complex (JN 14283)
3: Sierra Av. & SR-210 WB Off Ramp 06/17/2022
Existing (2021) - PM Peak Hour Synchro 10 Report
Urban Crossroads, Inc.Page 1
Lane Group WBL WBR NBT SBT
Lane Group Flow (vph) 539 249 1253 1264
v/c Ratio 0.54 0.56 0.46 0.47
Control Delay 21.1 23.2 7.8 12.0
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 21.1 23.2 7.8 12.0
Queue Length 50th (ft) 97 92 72 110
Queue Length 95th (ft) 114 136 82 191
Internal Link Dist (ft) 1764 962 603
Turn Bay Length (ft) 810 450
Base Capacity (vph) 1380 607 2700 2700
Starvation Cap Reductn 0000
Spillback Cap Reductn 0000
Storage Cap Reductn 0000
Reduced v/c Ratio 0.39 0.41 0.46 0.47
Intersection Summary
Queues North Fontana Industiral Complex (JN 14283)
4: Sierra Av. & SR-210 EB Off Ramp 06/17/2022
Existing (2021) - PM Peak Hour Synchro 10 Report
Urban Crossroads, Inc.Page 2
Lane Group EBL EBR NBT SBT
Lane Group Flow (vph) 388 204 1587 1169
v/c Ratio 0.47 0.55 0.54 0.39
Control Delay 22.1 24.7 10.6 6.3
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 22.1 24.7 10.6 6.3
Queue Length 50th (ft) 69 74 133 56
Queue Length 95th (ft) 90 120 225 97
Internal Link Dist (ft) 1873 427 962
Turn Bay Length (ft) 960 960
Base Capacity (vph) 1361 611 2960 2960
Starvation Cap Reductn 0000
Spillback Cap Reductn 0000
Storage Cap Reductn 0000
Reduced v/c Ratio 0.29 0.33 0.54 0.39
Intersection Summary
Queues North Fontana Industrial Complex (JN 14283)
1: Sierra Ave. & I-15 SB Ramps 06/21/2022
EAP (Acacia + Shea Sites) - AM Peak Hour Synchro 10 Report
Urban Crossroads, Inc.Page 1
Lane Group WBL WBT WBR NBL NBT SBT SBR
Lane Group Flow (vph) 279 280 112 277 518 426 901
v/c Ratio 0.66 0.66 0.23 0.75 0.25 0.41 0.85
Control Delay 32.4 32.3 5.2 48.0 4.4 19.6 11.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 32.4 32.3 5.2 48.0 4.4 19.6 11.2
Queue Length 50th (ft) 105 105 0 121 62 81 22
Queue Length 95th (ft) #221 #221 31 #317 6 86 113
Internal Link Dist (ft) 1211 567 1206
Turn Bay Length (ft) 185 190 215 200
Base Capacity (vph) 440 442 507 370 2132 1587 1170
Starvation Cap Reductn 0000000
Spillback Cap Reductn 0000000
Storage Cap Reductn 0000000
Reduced v/c Ratio 0.63 0.63 0.22 0.75 0.24 0.27 0.77
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Queues North Fontana Industrial Complex (JN 14283)
2: Sierra Ave. & I-15 NB Ramps 06/21/2022
EAP (Acacia + Shea Sites) - AM Peak Hour Synchro 10 Report
Urban Crossroads, Inc.Page 2
Lane Group EBL EBT EBR NBT NBR SBL SBT
Lane Group Flow (vph) 145 142 132 550 444 77 897
v/c Ratio 0.52 0.50 0.37 0.30 0.43 0.40 0.38
Control Delay 33.1 26.6 8.4 12.1 3.0 41.0 6.1
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 33.1 26.6 8.4 12.1 3.0 41.0 6.1
Queue Length 50th (ft) 60 47 0 73 0 36 96
Queue Length 95th (ft) 113 103 44 119 49 m64 113
Internal Link Dist (ft) 1462 661 567
Turn Bay Length (ft) 365 360 135 200
Base Capacity (vph) 321 322 393 1809 1026 442 2362
Starvation Cap Reductn 0000000
Spillback Cap Reductn 0000000
Storage Cap Reductn 0000000
Reduced v/c Ratio 0.45 0.44 0.34 0.30 0.43 0.17 0.38
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.
Queues North Fontana Industrial Complex (JN 14283)
3: Sierra Av. & SR-210 WB Off Ramp 06/21/2022
EAP (Acacia + Shea Sites) - AM Peak Hour Synchro 10 Report
Urban Crossroads, Inc.Page 1
Lane Group WBL WBR NBT SBT
Lane Group Flow (vph) 625 281 833 1198
v/c Ratio 0.57 0.55 0.32 0.46
Control Delay 20.8 17.6 7.3 12.6
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 20.8 17.6 7.3 12.6
Queue Length 50th (ft) 111 78 45 111
Queue Length 95th (ft) 133 130 54 179
Internal Link Dist (ft) 1764 962 603
Turn Bay Length (ft) 810 450
Base Capacity (vph) 1423 640 2599 2599
Starvation Cap Reductn 0000
Spillback Cap Reductn 0000
Storage Cap Reductn 0000
Reduced v/c Ratio 0.44 0.44 0.32 0.46
Intersection Summary
Queues North Fontana Industrial Complex (JN 14283)
4: Sierra Av. & SR-210 EB Off Ramp 06/21/2022
EAP (Acacia + Shea Sites) - AM Peak Hour Synchro 10 Report
Urban Crossroads, Inc.Page 2
Lane Group EBL EBR NBT SBT
Lane Group Flow (vph) 454 278 1152 1395
v/c Ratio 0.46 0.62 0.43 0.52
Control Delay 19.7 25.4 12.0 9.1
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 19.7 25.4 12.0 9.1
Queue Length 50th (ft) 77 106 104 99
Queue Length 95th (ft) 96 158 171 136
Internal Link Dist (ft) 1873 427 962
Turn Bay Length (ft) 960 960
Base Capacity (vph) 1340 603 2665 2665
Starvation Cap Reductn 0000
Spillback Cap Reductn 0000
Storage Cap Reductn 0000
Reduced v/c Ratio 0.34 0.46 0.43 0.52
Intersection Summary
Queues North Fontana Industrial Complex (JN 14283)
1: Sierra Ave. & I-15 SB Ramps 06/21/2022
EAP (Acacia + Shea Sites) - PM Peak Hour Synchro 10 Report
Urban Crossroads, Inc.Page 1
Lane Group WBL WBT WBR NBL NBT SBT SBR
Lane Group Flow (vph) 239 242 101 216 1544 388 369
v/c Ratio 0.64 0.64 0.22 0.70 0.72 0.31 0.46
Control Delay 32.7 32.9 4.6 48.1 10.8 15.7 3.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 32.7 32.9 4.6 48.1 10.8 15.7 3.5
Queue Length 50th (ft) 92 94 0 ~120 272 56 0
Queue Length 95th (ft) 169 171 25 m#196 m68 78 42
Internal Link Dist (ft) 1211 567 1206
Turn Bay Length (ft) 185 190 215 200
Base Capacity (vph) 407 408 478 309 2159 1587 913
Starvation Cap Reductn 0000000
Spillback Cap Reductn 0000000
Storage Cap Reductn 0000000
Reduced v/c Ratio 0.59 0.59 0.21 0.70 0.72 0.24 0.40
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
Queues North Fontana Industrial Complex (JN 14283)
2: Sierra Ave. & I-15 NB Ramps 06/21/2022
EAP (Acacia + Shea Sites) - PM Peak Hour Synchro 10 Report
Urban Crossroads, Inc.Page 2
Lane Group EBL EBT EBR NBT NBR SBL SBT
Lane Group Flow (vph) 451 454 307 892 419 105 761
v/c Ratio 1.04 1.09 0.59 0.62 0.48 0.49 0.38
Control Delay 84.4 99.4 14.1 20.4 4.8 41.4 13.0
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 84.4 99.4 14.1 20.4 4.8 41.4 13.0
Queue Length 50th (ft) ~227 ~246 42 163 7 45 87
Queue Length 95th (ft) #402 #435 121 246 66 m83 109
Internal Link Dist (ft) 1462 661 567
Turn Bay Length (ft) 365 360 135 200
Base Capacity (vph) 432 416 523 1438 876 442 2022
Starvation Cap Reductn 0000000
Spillback Cap Reductn 0000000
Storage Cap Reductn 0000000
Reduced v/c Ratio 1.04 1.09 0.59 0.62 0.48 0.24 0.38
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
Queues North Fontana Industrial Complex (JN 14283)
3: Sierra Av. & SR-210 WB Off Ramp 06/21/2022
EAP (Acacia + Shea Sites) - PM Peak Hour Synchro 10 Report
Urban Crossroads, Inc.Page 1
Lane Group WBL WBR NBT SBT
Lane Group Flow (vph) 577 271 1348 1354
v/c Ratio 0.55 0.59 0.51 0.52
Control Delay 20.8 23.7 9.1 13.1
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 20.8 23.7 9.1 13.1
Queue Length 50th (ft) 102 101 80 131
Queue Length 95th (ft) 124 151 114 209
Internal Link Dist (ft) 1764 962 603
Turn Bay Length (ft) 810 450
Base Capacity (vph) 1375 604 2619 2619
Starvation Cap Reductn 0000
Spillback Cap Reductn 0000
Storage Cap Reductn 0000
Reduced v/c Ratio 0.42 0.45 0.51 0.52
Intersection Summary
Queues North Fontana Industrial Complex (JN 14283)
4: Sierra Av. & SR-210 EB Off Ramp 06/21/2022
EAP (Acacia + Shea Sites) - PM Peak Hour Synchro 10 Report
Urban Crossroads, Inc.Page 2
Lane Group EBL EBR NBT SBT
Lane Group Flow (vph) 423 216 1690 1245
v/c Ratio 0.49 0.55 0.59 0.43
Control Delay 21.9 24.8 11.9 7.1
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 21.9 24.8 11.9 7.1
Queue Length 50th (ft) 76 81 152 58
Queue Length 95th (ft) 95 126 260 114
Internal Link Dist (ft) 1873 427 962
Turn Bay Length (ft) 960 960
Base Capacity (vph) 1359 607 2879 2879
Starvation Cap Reductn 0000
Spillback Cap Reductn 0000
Storage Cap Reductn 0000
Reduced v/c Ratio 0.31 0.36 0.59 0.43
Intersection Summary
Queues North Fontana Industrial Complex (JN 14283)
1: Sierra Ave. & I-15 SB Ramps 06/21/2022
OYC (2024) NP - AM Peak Hour Synchro 10 Report
Urban Crossroads, Inc.Page 1
Lane Group WBL WBT WBR NBL NBT SBT SBR
Lane Group Flow (vph) 295 297 161 325 646 489 934
v/c Ratio 0.70 0.70 0.31 1.01 0.32 0.43 0.87
Control Delay 34.7 34.8 6.0 88.9 4.3 18.6 12.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 34.7 34.8 6.0 88.9 4.3 18.6 12.5
Queue Length 50th (ft) 108 109 0 ~192 42 89 32
Queue Length 95th (ft) #240 #241 42 #374 6 99 155
Internal Link Dist (ft) 1211 567 1206
Turn Bay Length (ft) 185 190 215 200
Base Capacity (vph) 437 438 530 323 2125 1587 1170
Starvation Cap Reductn 0000000
Spillback Cap Reductn 0000000
Storage Cap Reductn 0000000
Reduced v/c Ratio 0.68 0.68 0.30 1.01 0.30 0.31 0.80
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Queues North Fontana Industrial Complex (JN 14283)
2: Sierra Ave. & I-15 NB Ramps 06/21/2022
OYC (2024) NP - AM Peak Hour Synchro 10 Report
Urban Crossroads, Inc.Page 2
Lane Group EBL EBT EBR NBT NBR SBL SBT
Lane Group Flow (vph) 185 184 169 644 510 99 1038
v/c Ratio 0.61 0.60 0.45 0.37 0.49 0.47 0.45
Control Delay 35.3 30.6 12.7 13.8 3.4 41.5 8.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 35.3 30.6 12.7 13.8 3.4 41.5 8.4
Queue Length 50th (ft) 74 64 16 97 0 42 120
Queue Length 95th (ft) 140 131 68 150 55 m77 141
Internal Link Dist (ft) 1462 661 567
Turn Bay Length (ft) 365 360 135 200
Base Capacity (vph) 339 339 402 1722 1032 442 2300
Starvation Cap Reductn 0000000
Spillback Cap Reductn 0000000
Storage Cap Reductn 0000000
Reduced v/c Ratio 0.55 0.54 0.42 0.37 0.49 0.22 0.45
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.
Queues North Fontana Industrial Complex (JN 14283)
3: Sierra Av. & SR-210 WB Off Ramp 06/21/2022
OYC (2024) NP - AM Peak Hour Synchro 10 Report
Urban Crossroads, Inc.Page 1
Lane Group WBL WBR NBT SBT
Lane Group Flow (vph) 705 320 1013 1327
v/c Ratio 0.60 0.61 0.41 0.54
Control Delay 19.4 21.2 8.5 14.4
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 19.4 21.2 8.5 14.4
Queue Length 50th (ft) 117 105 61 140
Queue Length 95th (ft) 149 172 81 204
Internal Link Dist (ft) 1764 962 603
Turn Bay Length (ft) 810 450
Base Capacity (vph) 1420 621 2469 2469
Starvation Cap Reductn 0000
Spillback Cap Reductn 0000
Storage Cap Reductn 0000
Reduced v/c Ratio 0.50 0.52 0.41 0.54
Intersection Summary
Queues North Fontana Industrial Complex (JN 14283)
4: Sierra Av. & SR-210 EB Off Ramp 06/21/2022
OYC (2024) NP - AM Peak Hour Synchro 10 Report
Urban Crossroads, Inc.Page 2
Lane Group EBL EBR NBT SBT
Lane Group Flow (vph) 575 278 1213 1438
v/c Ratio 0.55 0.60 0.47 0.56
Control Delay 20.6 24.0 12.8 9.7
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 20.6 24.0 12.8 9.7
Queue Length 50th (ft) 101 105 115 97
Queue Length 95th (ft) 125 158 182 150
Internal Link Dist (ft) 1873 427 962
Turn Bay Length (ft) 960 960
Base Capacity (vph) 1358 602 2587 2587
Starvation Cap Reductn 0000
Spillback Cap Reductn 0000
Storage Cap Reductn 0000
Reduced v/c Ratio 0.42 0.46 0.47 0.56
Intersection Summary
Queues North Fontana Industrial Complex (JN 14283)
1: Sierra Ave. & I-15 SB Ramps 06/21/2022
OYC (2024) NP - PM Peak Hour Synchro 10 Report
Urban Crossroads, Inc.Page 1
Lane Group WBL WBT WBR NBL NBT SBT SBR
Lane Group Flow (vph) 292 295 151 244 1673 452 402
v/c Ratio 0.74 0.75 0.32 1.07 0.79 0.32 0.46
Control Delay 38.5 38.8 8.7 97.6 10.9 14.6 3.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 38.5 38.8 8.7 97.6 10.9 14.6 3.4
Queue Length 50th (ft) 123 124 9 ~164 246 61 0
Queue Length 95th (ft) #236 #240 51 m#202 m61 92 44
Internal Link Dist (ft) 1211 567 1206
Turn Bay Length (ft) 185 190 215 200
Base Capacity (vph) 408 409 478 228 2126 1587 931
Starvation Cap Reductn 0000000
Spillback Cap Reductn 0000000
Storage Cap Reductn 0000000
Reduced v/c Ratio 0.72 0.72 0.32 1.07 0.79 0.28 0.43
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
Queues North Fontana Industrial Complex (JN 14283)
2: Sierra Ave. & I-15 NB Ramps 06/21/2022
OYC (2024) NP - PM Peak Hour Synchro 10 Report
Urban Crossroads, Inc.Page 2
Lane Group EBL EBT EBR NBT NBR SBL SBT
Lane Group Flow (vph) 489 494 350 976 482 127 908
v/c Ratio 1.20 1.26 0.75 0.67 0.54 0.54 0.44
Control Delay 138.7 163.4 26.4 21.9 5.9 44.8 11.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 138.7 163.4 26.4 21.9 5.9 44.8 11.2
Queue Length 50th (ft) ~274 ~301 86 184 17 60 96
Queue Length 95th (ft) #454 #493 #217 #308 93 m88 124
Internal Link Dist (ft) 1462 661 567
Turn Bay Length (ft) 365 360 135 200
Base Capacity (vph) 408 392 467 1450 896 442 2072
Starvation Cap Reductn 0000000
Spillback Cap Reductn 0000000
Storage Cap Reductn 0000000
Reduced v/c Ratio 1.20 1.26 0.75 0.67 0.54 0.29 0.44
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
Queues North Fontana Industrial Complex (JN 14283)
3: Sierra Av. & SR-210 WB Off Ramp 06/21/2022
OYC (2024) NP - PM Peak Hour Synchro 10 Report
Urban Crossroads, Inc.Page 1
Lane Group WBL WBR NBT SBT
Lane Group Flow (vph) 666 310 1541 1471
v/c Ratio 0.59 0.62 0.63 0.60
Control Delay 20.3 23.7 11.1 15.4
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 20.3 23.7 11.1 15.4
Queue Length 50th (ft) 116 115 85 161
Queue Length 95th (ft) 147 181 169 233
Internal Link Dist (ft) 1764 962 603
Turn Bay Length (ft) 810 450
Base Capacity (vph) 1359 600 2456 2456
Starvation Cap Reductn 0000
Spillback Cap Reductn 0000
Storage Cap Reductn 0000
Reduced v/c Ratio 0.49 0.52 0.63 0.60
Intersection Summary
Queues North Fontana Industrial Complex (JN 14283)
4: Sierra Av. & SR-210 EB Off Ramp 06/21/2022
OYC (2024) NP - PM Peak Hour Synchro 10 Report
Urban Crossroads, Inc.Page 2
Lane Group EBL EBR NBT SBT
Lane Group Flow (vph) 524 242 1754 1284
v/c Ratio 0.54 0.56 0.64 0.47
Control Delay 21.3 23.5 14.1 8.9
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 21.3 23.5 14.1 8.9
Queue Length 50th (ft) 95 91 176 69
Queue Length 95th (ft) 112 132 297 129
Internal Link Dist (ft) 1873 427 962
Turn Bay Length (ft) 960 960
Base Capacity (vph) 1380 606 2726 2726
Starvation Cap Reductn 0000
Spillback Cap Reductn 0000
Storage Cap Reductn 0000
Reduced v/c Ratio 0.38 0.40 0.64 0.47
Intersection Summary
Queues North Fontana Industrial Complex (JN 14283)
1: Sierra Ave. & I-15 SB Ramps 06/21/2022
OYC (2024) WP - AM Peak Hour Synchro 10 Report
Urban Crossroads, Inc.Page 1
Lane Group WBL WBT WBR NBL NBT SBT SBR
Lane Group Flow (vph) 298 300 161 332 646 489 934
v/c Ratio 0.70 0.71 0.31 1.03 0.32 0.43 0.87
Control Delay 34.9 35.0 6.0 95.3 4.3 18.6 12.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 34.9 35.0 6.0 95.3 4.3 18.6 12.5
Queue Length 50th (ft) 109 110 0 ~199 45 89 32
Queue Length 95th (ft) #244 #245 42 #381 6 99 155
Internal Link Dist (ft) 1211 567 1206
Turn Bay Length (ft) 185 190 215 200
Base Capacity (vph) 437 439 531 321 2124 1587 1170
Starvation Cap Reductn 0000000
Spillback Cap Reductn 0000000
Storage Cap Reductn 0000000
Reduced v/c Ratio 0.68 0.68 0.30 1.03 0.30 0.31 0.80
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Queues North Fontana Industrial Complex (JN 14283)
2: Sierra Ave. & I-15 NB Ramps 06/21/2022
OYC (2024) WP - AM Peak Hour Synchro 10 Report
Urban Crossroads, Inc.Page 2
Lane Group EBL EBT EBR NBT NBR SBL SBT
Lane Group Flow (vph) 185 184 169 650 514 99 1044
v/c Ratio 0.61 0.60 0.45 0.38 0.50 0.47 0.46
Control Delay 35.3 30.6 12.7 13.9 3.4 41.6 8.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 35.3 30.6 12.7 13.9 3.4 41.6 8.4
Queue Length 50th (ft) 74 64 16 98 0 41 120
Queue Length 95th (ft) 140 131 68 152 55 m78 141
Internal Link Dist (ft) 1462 661 567
Turn Bay Length (ft) 365 360 135 200
Base Capacity (vph) 339 339 402 1722 1034 442 2300
Starvation Cap Reductn 0000000
Spillback Cap Reductn 0000000
Storage Cap Reductn 0000000
Reduced v/c Ratio 0.55 0.54 0.42 0.38 0.50 0.22 0.45
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.
Queues North Fontana Industrial Complex (JN 14283)
3: Sierra Av. & SR-210 WB Off Ramp 06/21/2022
OYC (2024) WP - AM Peak Hour Synchro 10 Report
Urban Crossroads, Inc.Page 1
Lane Group WBL WBR NBT SBT
Lane Group Flow (vph) 722 328 1049 1331
v/c Ratio 0.60 0.62 0.43 0.55
Control Delay 19.5 21.6 8.8 14.8
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 19.5 21.6 8.8 14.8
Queue Length 50th (ft) 120 109 64 143
Queue Length 95th (ft) 154 180 87 205
Internal Link Dist (ft) 1764 962 603
Turn Bay Length (ft) 810 450
Base Capacity (vph) 1415 618 2439 2439
Starvation Cap Reductn 0000
Spillback Cap Reductn 0000
Storage Cap Reductn 0000
Reduced v/c Ratio 0.51 0.53 0.43 0.55
Intersection Summary
Queues North Fontana Industrial Complex (JN 14283)
4: Sierra Av. & SR-210 EB Off Ramp 06/21/2022
OYC (2024) WP - AM Peak Hour Synchro 10 Report
Urban Crossroads, Inc.Page 2
Lane Group EBL EBR NBT SBT
Lane Group Flow (vph) 594 284 1225 1440
v/c Ratio 0.56 0.60 0.48 0.56
Control Delay 20.6 23.9 13.1 9.9
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 20.6 23.9 13.1 9.9
Queue Length 50th (ft) 105 107 117 98
Queue Length 95th (ft) 129 162 184 150
Internal Link Dist (ft) 1873 427 962
Turn Bay Length (ft) 960 960
Base Capacity (vph) 1362 602 2564 2564
Starvation Cap Reductn 0000
Spillback Cap Reductn 0000
Storage Cap Reductn 0000
Reduced v/c Ratio 0.44 0.47 0.48 0.56
Intersection Summary
Queues North Fontana Industrial Complex (JN 14283)
1: Sierra Ave. & I-15 SB Ramps 06/21/2022
OYC (2024) WP - PM Peak Hour Synchro 10 Report
Urban Crossroads, Inc.Page 1
Lane Group WBL WBT WBR NBL NBT SBT SBR
Lane Group Flow (vph) 294 296 151 261 1673 452 402
v/c Ratio 0.75 0.75 0.32 1.15 0.79 0.32 0.46
Control Delay 38.8 38.9 8.7 120.9 10.8 14.6 3.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 38.8 38.9 8.7 120.9 10.8 14.6 3.4
Queue Length 50th (ft) 123 124 9 ~179 238 61 0
Queue Length 95th (ft) #237 #241 51 m#219 m50 92 44
Internal Link Dist (ft) 1211 567 1206
Turn Bay Length (ft) 185 190 215 200
Base Capacity (vph) 408 409 478 227 2125 1587 931
Starvation Cap Reductn 0000000
Spillback Cap Reductn 0000000
Storage Cap Reductn 0000000
Reduced v/c Ratio 0.72 0.72 0.32 1.15 0.79 0.28 0.43
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
Queues North Fontana Industrial Complex (JN 14283)
2: Sierra Ave. & I-15 NB Ramps 06/21/2022
OYC (2024) WP - PM Peak Hour Synchro 10 Report
Urban Crossroads, Inc.Page 2
Lane Group EBL EBT EBR NBT NBR SBL SBT
Lane Group Flow (vph) 489 494 350 993 488 127 912
v/c Ratio 1.27 1.34 0.77 0.66 0.53 0.54 0.43
Control Delay 169.6 195.0 28.1 20.8 5.7 44.9 10.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 169.6 195.0 28.1 20.8 5.7 44.9 10.6
Queue Length 50th (ft) ~286 ~313 84 183 16 59 94
Queue Length 95th (ft) #466 #505 #221 #305 90 m91 122
Internal Link Dist (ft) 1462 661 567
Turn Bay Length (ft) 365 360 135 200
Base Capacity (vph) 384 370 453 1501 917 442 2123
Starvation Cap Reductn 0000000
Spillback Cap Reductn 0000000
Storage Cap Reductn 0000000
Reduced v/c Ratio 1.27 1.34 0.77 0.66 0.53 0.29 0.43
Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
Queues North Fontana Industrial Complex (JN 14283)
3: Sierra Av. & SR-210 WB Off Ramp 06/21/2022
OYC (2024) WP - PM Peak Hour Synchro 10 Report
Urban Crossroads, Inc.Page 1
Lane Group WBL WBR NBT SBT
Lane Group Flow (vph) 672 316 1559 1484
v/c Ratio 0.59 0.63 0.64 0.61
Control Delay 20.2 23.8 11.5 15.6
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 20.2 23.8 11.5 15.6
Queue Length 50th (ft) 117 117 86 165
Queue Length 95th (ft) 149 185 173 236
Internal Link Dist (ft) 1764 962 603
Turn Bay Length (ft) 810 450
Base Capacity (vph) 1358 600 2445 2445
Starvation Cap Reductn 0000
Spillback Cap Reductn 0000
Storage Cap Reductn 0000
Reduced v/c Ratio 0.49 0.53 0.64 0.61
Intersection Summary
Queues North Fontana Industrial Complex (JN 14283)
4: Sierra Av. & SR-210 EB Off Ramp 06/21/2022
OYC (2024) WP - PM Peak Hour Synchro 10 Report
Urban Crossroads, Inc.Page 2
Lane Group EBL EBR NBT SBT
Lane Group Flow (vph) 531 247 1760 1289
v/c Ratio 0.53 0.56 0.65 0.48
Control Delay 21.1 23.4 14.5 9.3
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 21.1 23.4 14.5 9.3
Queue Length 50th (ft) 96 92 178 70
Queue Length 95th (ft) 112 135 301 131
Internal Link Dist (ft) 1873 427 962
Turn Bay Length (ft) 960 960
Base Capacity (vph) 1383 606 2705 2705
Starvation Cap Reductn 0000
Spillback Cap Reductn 0000
Storage Cap Reductn 0000
Reduced v/c Ratio 0.38 0.41 0.65 0.48
Intersection Summary