September 7, 2022
Dr. Marilyn Uvero
COO/VP of Operations and Development
American University of Health Sciences (AUHS)
1600 E. Hill Street
Signal Hill, California 90755
LLG Reference: 2.20.4324.1
Subject: Revised Focused Traffic Impact Assessment for the Proposed American University of Health Sciences (AUHS) Master Plan Signal Hill, California
Dear Ms. Uvero:
Linscott, Law & Greenspan, Engineers (LLG) is pleased to present the findings of this Revised Focused Traffic Impact Assessment for the American University of Health Sciences (AUHS) Master Plan (“Project”) in the City of Signal Hill (revision to the May 23, 2021 Focused Traffic Impact Assessment).
AUHS is located at 1600 East Hill Street and is situated in a mixed industrialresidential area. The university campus sits on a rectangular-shaped, six-acre parcel of land that is located south of East Hill Street, between Walnut Avenue and Gaviota Avenue. AUHS has three separate buildings totaling 72,000 square feet (SF), with 237 surface parking spaces on site. The University has only one main campus and no branch locations. There is one remote learning site, Valley High School, where AUHS leases for science laboratory practice in Chemistry and Microbiology.
Pursuant to the City of Signal Hill’s requirements, a focused traffic impact assessment is required to address the potential traffic impacts and circulation needs associated with the Project. As part of their Master Plan, AUHS proposes to offer new programs to supplement the programs of study now offered: Bachelor of Science in Nursing (SON-BSN) and Doctorate of Science in Pharmaceutical Sciences (SOP).
The proposed new programs are the Master of Science in Nursing and Doctor of Nursing Practice within the School of Nursing (SON-MSN), American University Research Academy Private High School (AURA), AUHS School of Medicine (SOM), and The Outpatient Pediatrics Clinic and Pharmacy. It is anticipated that the current enrollment of 180 students would be increased to 470 students in the future, of which 231 students would be the maximum on-site attendance (239 students would be off campus enrolled in off-site instruction and online programs). Attachment D Dr. Marilyn Uvero
September 7, 2022
N:\4300\2204324 - American University of Health Sciences, Signal Hill\Report\4324 - American University of Health Sciences Focused Revised Traffic Impact Analysis 9-7-2022.docx The Focused Traffic Impact Assessment for the proposed Project will satisfy the traffic impact requirements of the City of Signal Hill and will focus to the following three (3) key study intersections:
1. Walnut Avenue at Hill Street (City of Signal Hill)
2. Cherry Avenue at Hill Street (City of Signal Hill)
3. Walnut Avenue at E. 20th St/Alamitos Ave (Cities of Signal Hill/Long Beach) Included in this traffic assessment are:
1) Existing traffic counts,
2) Estimated Project traffic generation/distribution/assignment, 3) AM and PM peak hour analyses for existing traffic conditions, 4) AM and PM peak hour analyses for existing plus project traffic conditions, 5) AM and PM peak hour analyses for Year 2040 buildout without and with project traffic conditions
6) Intersection Vehicle Queueing Analyses, and
7) Vehicle Miles Traveled (VMT) Assessment.
PROJECT DESCRIPTION
Figure 1 presents the vicinity map. Figure 2 presents an aerial image of the existing site. Figure 3 illustrates the site plan. In addition to the programs listed above, the University plans to offer these additional programs and community services:
A. School of Nursing (SON-MSN)
Offering the addition of Master of Science in Nursing and Doctor of Nursing Practice programs (SON-MSN) within the School of Nursing, B. The School of Medicine (SOM)
The AUHS School of Medicine will offer Doctorate degree education to students of diverse background.
C. American University Research Academy (AURA) Private High School The Private High School (AURA) will be an institution of learning where students of diverse background will be taught by a diverse faculty equipped with mastery in delivering quality instructions based on required curriculum.
So as not to add to the peak commute morning and afternoon traffic congestion, AURA’s starting and ending bells will not coincide with the Signal Hill Elementary School also near the intersection of E. Hill and Walnut Avenue, and the typical PM peak hour from 5:00 PM to 6:00 PM. In addition, students who Dr. Marilyn Uvero
September 7, 2022
N:\4300\2204324 - American University of Health Sciences, Signal Hill\Report\4324 - American University of Health Sciences Focused Revised Traffic Impact Analysis 9-7-2022.docx attend the High School will only be allowed a total of 20 parking permits. Permit preference will go first to seniors and then by birth date if additional spots are available. Based on this, student vehicle trips generated by AURA, including drop-off and pick-up trips, would therefore not occur during the typical AM and PM peak commute periods analyzed in this traffic study.
D. Outpatient Pediatrics Clinic and Pharmacy
American University of Health Sciences Outpatient Pediatrics Clinic will provide an interdisciplinary delivery of pediatric patient care, support the School of Nursing and School of Pharmacy students in their pediatric clinical rotation at a university-based services. An AUHS Care Model will be launched to provide care to the under-served pediatric patient population from the communities that it serves. The Pharmacy will provide services that utilize the knowledge and skills of pharmaceuticals, and drugs systems (within accepted professional standards and ethics) in support the School of Pharmacy students and as a service to the City of Signal Hill. The Pediatric Clinic and Pharmacy will be open on Friday and Saturday between 7:00 AM and 6:00 PM.
AUHS anticipates that the current enrollment of 180 students would be increased to 470 students in the future (inclusive of 5 minor patients for the clinic), corresponding to a net addition of 290 students. In consideration of the Project’s anticipated operational characteristics that would include future off-campus clinical/lab studies and internships, independent study programs, and online instruction, it was necessary to estimate the maximum number of students and employees that would be on campus. AUHS provided information with regards to total student enrollment versus on-site student and staff/faculty attendance under existing/current conditions and in the future. AUHS indicated that, of the anticipated enrollment of 470 students (including 5 minor patients for the clinic), only 231 students are expected to be on campus (because 239 students will be enrolled in off campus instruction and online programs). The 231-student on-campus attendance was used as basis for estimating the Project’s trip generation potential in this traffic study.
SITE ACCESS
As illustrated on Figure 3, vehicular access to the project site is currently provided via four (4) full-access driveways located along Walnut Avenue (i.e., numbered accordingly starting from the north as Project Driveway No. 1, No. 2, No. 3, and No. 4). Under future conditions with completion of the Project, these driveways will be restricted to the following one-way movements into or out of the project site:
Dr. Marilyn Uvero
September 7, 2022
N:\4300\2204324 - American University of Health Sciences, Signal Hill\Report\4324 - American University of Health Sciences Focused Revised Traffic Impact Analysis 9-7-2022.docx Driveway No. 1: will be an exit-only driveway restricted to right-turn movements out of the project and onto northbound Walnut Avenue (left-turns out of the driveway are not allowed so as not to create conflicts with southbound traffic along Walnut Avenue)
Driveway No. 2: will be an entry-only driveway (outbound movements from this driveway are restricted to eliminate conflicts with traffic exiting the project site at Driveway 1)
Driveway No. 3: will be an exit-only driveway
Driveway No. 4: will be opened for entry only (no exiting traffic allowed) during the High School drop-off and pick-up time periods of 9:00 AM to 10:00 AM and 3:00 PM to 4:00 PM, and will be closed during all other times; Figure 3 shows the drop-off/pick-up route and zones in green; all dropoff/pick-up activity will be accommodated on site, and will not occur off site on public streets
The northernmost driveway located along Gaviota Avenue (south of E. Hill Street) will provide access to the 10-space parking lot located on the northeastern corner of the site for AUHS faculty, and the Pediatric Clinic and Pharmacy that will be open on Fridays and Saturdays between 7:00 AM and 6:00 PM. The two other existing driveways along Gaviota Avenue will be permanently gated/closed and will not provide access to the Project.
It should be noted that the 10-space northeastern lot is an existing parking facility currently in operation. Existing trips attributable to this lot are inherent in the traffic volumes used in the baseline analysis of key intersections in this study. As described in the latter sections of this report, AUHS is expected to generate a net increase of up to 7 trips during each of the AM and PM peak hours, which were distributed using AUHS driveways along Walnut Avenue (none on Gaviota Avenue), so there would be nominal project-generated trips at the Gaviota Avenue and Hill Street intersection related to the use of the northeastern lot for faculty and Clinic/Pharmacy parking in the future. Furthermore, significant traffic impacts are not expected to occur at the intersection during the AM and PM peak commute hours (on a typical weekday) as a result of continued use of the existing 10-space northeastern lot given that the Clinic/Pharmacy’s operating hours will not coincide with peak commute periods on a typical weekday (Tuesday, Wednesday, Thursday) because it will only be open Fridays and Saturdays from 7:00 AM to 6:00 PM.
Dr. Marilyn Uvero
September 7, 2022
N:\4300\2204324 - American University of Health Sciences, Signal Hill\Report\4324 - American University of Health Sciences Focused Revised Traffic Impact Analysis 9-7-2022.docx Based on our review of the Signal Hill Business Center Traffic Impact Analysis (prepared by Kunzman Associates in July 2019), a business park totaling 139,080 SF of gross floor area is proposed to the west and south of AUHS. That future business park will be constructing four driveways along Walnut Avenue, one of which will be located approximately 40 feet south of AUHS’ Driveway 3, and another located approximately 140 feet south of AUHS’ Driveway 4.
Based on the business park project’s 2019 traffic study, approximately 20% of their AM and PM peak hour traffic may use each of their driveways along Walnut Avenue, translating to approximately 49 trips during each of the AM and PM peak hours at each driveway. As mentioned above, AUHS is expected to generate a net increase of up to 7 trips during each of the AM and PM peak hours. In consideration of these peak hour traffic volumes, potential vehicular conflicts between AUHS’ Project and the proposed business park at driveways located along Walnut Avenue are considered insignificant during typical peak commute hours.
As indicated previously, AUHS’ Driveway No. 4 will be opened for entry only (no exiting traffic allowed) during the AURA High School drop-off and pick-up time periods of 9:00 AM to 10:00 AM and 3:00 PM to 4:00 PM. The proposed business park is expected to generate significantly less traffic during those same hours.
Conservatively presuming that 50% of the business park’s peak hour trips (resulting in 25 trips per hour, or 1 vehicle every 2.4 minutes) would occur at the same time as AURA’s drop-off and pick-up trips (estimated as 60 inbound trips and 60 outbound trips during a 30-minute period, or 4 vehicles every minute), the potential traffic conflicts during AURA student drop-off and pick-up activities may also be considered insignificant.
EXISTING CONDITIONS
Existing Roadway Conditions
Figure 4 presents an inventory of the existing roadway conditions for the three (3) key study intersections. This figure identifies the number of travel lanes and controls for the key study intersection.
Existing (Year 2021) Traffic Volumes
Per City of Signal Hill direction, existing traffic volumes for the three (3) key study intersections are derived from the Opening Year (Year 2020) With Project Peak Hour Turning Movement Volumes (Figures 33 & 34) from the Signal Hill Business Center Traffic Impact Analysis (prepared by Kunzman Associates in July 2019). These Year 2020 AM and PM peak hour traffic volumes have been grown at the city-approved Dr. Marilyn Uvero
September 7, 2022
N:\4300\2204324 - American University of Health Sciences, Signal Hill\Report\4324 - American University of Health Sciences Focused Revised Traffic Impact Analysis 9-7-2022.docx growth rate of one percent (1%) per year to establish Year 2021 existing traffic volumes (i.e. 1% total growth).
Figures 5A and 5B illustrate the existing AM and PM peak hour traffic volumes, respectively, at the three (3) key study intersections. Appendix A contains the appropriate backup data from the Signal Hill Business Center Traffic Impact Analysis (prepared by Kunzman Associates in July 2019).
Intersection Peak Hour Level of Service Methodology
Pursuant to the City of Signal Hill guidelines, existing AM and PM peak hour operating conditions for the key study intersections were evaluated using the Intersection Capacity Utilization (ICU) methodology for signalized intersections and the Highway Capacity Manual 6th Edition (HCM 6) methodology for unsignalized intersections.
Pursuant to the City of Long Beach guidelines, existing AM and PM peak hour operating conditions for the key signalized study intersections were evaluated using the Highway Capacity Manual 6th Edition (HCM 6) methodology.
Intersection Capacity Utilization (ICU) Method of Analysis In conformance with City of Signal Hill and LA County CMP requirements, existing weekday peak hour operating conditions for the key signalized study intersections were evaluated using the Intersection Capacity Utilization (ICU) method. The ICU technique is intended for signalized intersection analysis and estimates the volume to capacity (V/C) relationship for an intersection based on the individual V/C ratios for key conflicting traffic movements. The ICU numerical value represents the percent signal (green) time, and thus capacity, required by existing and/or future traffic. It should be noted that the ICU methodology assumes uniform traffic distribution per intersection approach lane and optimal signal timing.
Per LA County CMP requirements, the ICU calculations use a lane capacity of 1,600 vehicles per hour (vph) for left-turn, through, and right-turn lanes, and dual left turn capacity of 2,880 vph. A clearance interval of 0.10 is also added to each Level of Service calculation.
The ICU value translates to a Level of Service (LOS) estimate, which is a relative measure of the intersection performance. The six qualitative categories of Level of Service have been defined along with the corresponding ICU value range and are shown in Table 1. The ICU value is the sum of the critical volume to capacity ratios at an intersection; it is not intended to be indicative of the LOS of each of the individual turning movements.
Dr. Marilyn Uvero
September 7, 2022
N:\4300\2204324 - American University of Health Sciences, Signal Hill\Report\4324 - American University of Health Sciences Focused Revised Traffic Impact Analysis 9-7-2022.docx HCM 6 Method of Analysis (Signalized Intersections)
Based on the HCM operations method of analysis, level of service for signalized intersections and approaches is defined in terms of control delay, which is a measure of the increase in travel time due to traffic signal control, driver discomfort and fuel consumption. Control delay includes the delay associated with vehicles slowing in advance of an intersection, the time spent stopped on an intersection approach, the time spent as vehicles move up in the queue and the time needed for vehicles to accelerate to their desired speed. LOS criteria for traffic signals are stated in terms of the control delay in seconds per vehicle. The LOS thresholds established for the automobile mode at a signalized intersection are shown in Table 2.
HCM 6 Method of Analysis (Unsignalized Intersections)
The HCM unsignalized methodology for stop-controlled intersections was utilized for the analysis of the unsignalized intersections. LOS criteria for unsignalized intersections differ from LOS criteria for signalized intersections as signalized intersections are designed for heavier traffic and therefore a greater delay.
Two-way stop-controlled intersections are comprised of a major street, which is uncontrolled, and a minor street, which is controlled by stop signs. Level of service for a two-way stop-controlled intersection is determined by the computed or measured control delay. The control delay by movement, by approach, and for the intersection as a whole is estimated by the computed capacity for each movement.
LOS is determined for each minor-street movement (or shared movement) as well as major-street left turns. The worst side street approach delay is reported. LOS is not defined for the intersection as a whole or for major-street approaches, as it is assumed that major-street through vehicles experience zero delay. The HCM control delay value range for two-way stop-controlled intersections is shown in Table 3.
City of Signal Hill Level of Service Criteria
According to the City of Signal Hill significant impact criteria, impacts to local and regional transportation systems are considered significant if:
Signalized Intersections:
Intersection with more than 40 project trips, and
An unacceptable peak hour LOS (i.e. LOS E or F) at any of the key study intersections is projected. The City of Signal Hill considers LOS D (ICU = 0.801 - 0.900) to be the minimum acceptable LOS for all intersections, and The project increases traffic demand at the study intersection by 2% of capacity (ICU increase 0.020), causing or worsening LOS E or F (ICU > 0.901). Intersection left-turn queue lengths exceed the existing storage lengths.
Dr. Marilyn Uvero
September 7, 2022
N:\4300\2204324 - American University of Health Sciences, Signal Hill\Report\4324 - American University of Health Sciences Focused Revised Traffic Impact Analysis 9-7-2022.docx Unsignalized Intersections:
The project causes an intersection operating at LOS D or better to degrade to LOS E or F, and the traffic signal warrant analysis determines that a traffic signal is justified.
City of Long Beach Level of Service Criteria
According to the City of Long Beach significant impact criteria, impacts to local and regional transportation systems are considered significant if:
Signalized Intersections:
The project causes a study intersection to deteriorate from Level of Service (LOS) D to LOS E or F. The City of Long Beach considers LOS D to be the minimum acceptable LOS for all intersections; or
The project increases average control delay at the study intersection by 2.5 seconds or more when an intersection is operating at LOS E or F in the baseline condition.
The 95th percentile queue length exceeds the available storage length at any turn bay under project conditions.
Unsignalized Intersections:
The intersection operates at LOS E or F, and the intersection meets the peak-hour traffic signal warrant after the addition of project traffic.
TRAFFIC FORECASTING METHOD OF ANALYSIS
In order to estimate the traffic impact characteristics of the proposed Project, a multi-step process has been utilized. The first step is traffic generation, which estimates the total arriving and departing traffic on a peak hour and daily basis. The traffic generation potential is forecast by applying the appropriate vehicle trip generation equations or rates to the Project development tabulation.
The second step of the forecasting process is traffic distribution, which identifies the origins and destinations of inbound and outbound project traffic. These origins and destinations are typically based on demographics and existing/expected future travel patterns in the study area.
The third step is traffic assignment, which involves the allocation of Project traffic to study area streets and intersections. Traffic assignment is typically based on minimization of travel time, which may or may not involve the shortest route, depending on prevailing operating conditions and travel speeds. Traffic distribution patterns are indicated by general percentage orientation, while traffic assignment Dr. Marilyn Uvero
September 7, 2022
N:\4300\2204324 - American University of Health Sciences, Signal Hill\Report\4324 - American University of Health Sciences Focused Revised Traffic Impact Analysis 9-7-2022.docx allocates specific volume forecasts to individual roadway links and intersection turning movements throughout the study area.
With the forecasting process complete and Project traffic assignments developed, the impact of the Project is isolated by comparing operational (LOS) conditions at selected key intersections and road segment using expected future traffic volumes with and without forecast Project traffic. The need for site-specific and/or cumulative local area traffic improvements can then be evaluated.
PROJECT TRAFFIC CHARACTERISTICS
Project Trip Generation
Table 4 presents the trip generation assessment for the Project. Based on the application of ITE trip generation rates for “Junior Community College”, and empirical trip rates from a prior LLG study for Orange Coast College in Costa Mesa, trip generation estimates were calculated for the existing and future student enrollment to estimate potential increases in trips due to the Project. As Table 4 indicates, the application of ITE and empirical trip rates for Junior/Community Colleges would result in a nominal increase in trips generated by the Project.
A review of the middle portion of Table 4 indicates that the proposed Project, utilizing ITE trip rates, is forecast to generate a net increase of approximately 59 daily trips, with 5 trips (4 inbound, 1 outbound) produced in the AM peak hour and 5 trips (3 inbound, 2 outbound) produced in the PM peak hour on a “typical” weekday.
Similarly, the proposed Project, utilizing empirical trip rates, is forecast to generate a net increase of approximately 65 daily trips, with 7 trips (6 inbound, 1 outbound) produced in the AM peak hour and 7 trips (4 inbound, 3 outbound) produced in the PM peak hour on a “typical” weekday. As a conservative step, the potential impact of the Project has been analyzed using the greater net increase in trips (i.e. utilizing the empirical trip rates; 7 trips during the AM peak hour and 7 trips during the PM peak hour).
So as not to add to the peak commute morning and afternoon traffic congestion, AURA’s starting and ending bells will not coincide with the Signal Hill Elementary School also near the intersection of E. Hill and Walnut Avenue, and the typical PM peak hour from 5:00 PM to 6:00 PM. In addition, students who attend the High School will only be allowed a total of 20 parking permits. Permit preference will go first to seniors and then by birth date if additional spots are available. Based on this, student vehicle trips generated by AURA, including drop-off and pick-up trips, would therefore not occur during the typical AM and PM peak commute periods analyzed in this traffic study.
Dr. Marilyn Uvero
September 7, 2022
N:\4300\2204324 - American University of Health Sciences, Signal Hill\Report\4324 - American University of Health Sciences Focused Revised Traffic Impact Analysis 9-7-2022.docx Project Trip Distribution and Assignment
The directional traffic distribution pattern for the proposed Project is presented in Figure 6. It should be noted that the distribution traffic distribution pattern presented in Figure 6 has been derived from the passenger car distribution patterns (i.e. Figures 14 & 15) from the Signal Hill Business Center Traffic Impact Analysis (prepared by Kunzman Associates in July 2019). Project traffic volumes both entering and exiting the site have been distributed and assigned to the adjacent street system based on the following considerations:
the site's proximity to major traffic carriers and regional access routes, expected localized traffic flow patterns based on adjacent street channelization, and presence of traffic signals,
existing traffic volumes, and
ingress/egress availability at the Project site.
The anticipated AM and PM peak hour traffic volumes associated with the proposed Project at the three (3) key study intersection are presented in Figures 7A and 7B, respectively. The traffic volume assignments presented in Figures 7A and 7B reflect the traffic distribution characteristics shown in Figure 6 and the traffic generation forecast presented in Table 4 (i.e. 7 AM peak hour trips and 7 PM peak hour trips).
Additionally, Table 5 presents a summary of the project-related added peak hour traffic volumes at the three (3) study intersections, based on the traffic distribution characteristics shown in Figure 6 and the traffic generation forecast presented in Table 4, and indicates whether the project trips exceed either the City of Signal Hill’s peak hour trip threshold of 40 trips or the City of Long Beach’s peak hour trip threshold of 50 trips. Review of Table 5 shows that the three (3) intersections do not meet the peak hour trip threshold for analysis. However, they have been included in this analysis per the City’s requirements to fully assess the potential impact in the immediate area of the Project.
FUTURE TRAFFIC CONDITIONS
Existing (Year 2021) Plus Project Traffic Volumes
The Existing (Year 2021) Plus Project traffic conditions have been generated based upon existing conditions and the estimated Project traffic. These forecast traffic conditions have been prepared pursuant to the City’s requirement, which requires that the potential impacts of a Project be evaluated upon the circulation system, as it currently exists. This traffic volume scenario and the related analysis will identify the roadway improvements necessary to mitigate the direct traffic impacts of the Project, if any.
Dr. Marilyn Uvero
September 7, 2022
N:\4300\2204324 - American University of Health Sciences, Signal Hill\Report\4324 - American University of Health Sciences Focused Revised Traffic Impact Analysis 9-7-2022.docx Figures 8A and 8B present the projected AM and PM peak hour traffic volumes, respectively, at the three (3) key study intersections with the addition of the trips generated by the proposed Project to existing peak hour traffic volumes.
General Plan Buildout (Year 2040) Plus Project Traffic Volumes Per City of Signal Hill direction, General Plan Buildout (Year 2040) traffic volumes for the three (3) key study intersections are taken from the General Plan Buildout (Year 2040) With Project Peak Hour Turning Movement Volumes (Figures 37 & 38) from the Signal Hill Business Center Traffic Impact Analysis (prepared by Kunzman Associates in July 2019).
Figures 9A and 9B illustrate the General Plan Buildout (Year 2040) AM and PM peak hour traffic volumes, respectively, at the three (3) key study intersections.
Figures 10A and 10B illustrate the General Plan Buildout (Year 2040) AM and PM peak hour traffic volumes, respectively, with the inclusion of the trips generated by the proposed Project.
EXISTING (YEAR 2021) PLUS PROJECT CAPACITY ANALYSIS
Table 6 summarizes the peak hour level of service results at the three (3) key study intersections for Existing (Year 2021) Plus Project traffic conditions. Review of column (1) of Table 6 indicates that all of the key study intersections currently operate at LOS C or better during the weekday AM and PM peak hours. Review of columns (2) and (3) of Table 6 indicates that all of the key study intersections are forecast to operate at acceptable LOS C or better during the weekday AM and PM peak hours under Existing Plus Project traffic conditions.
G.P.B. (YEAR 2040) PLUS PROJECT CAPACITY ANALYSIS
Table 7 summarizes the peak hour level of service results at the three (3) key study intersections for General Plan Buildout (Year 2040) Plus Project traffic conditions.
Review of column (2) of Table 7 indicates that all of the key study intersections are forecast to continue to operate at acceptable LOS C or better during the weekday AM and PM peak hours under General Plan Buildout (Year 2040) traffic conditions.
Review of columns (3) and (4) of Table 7 indicates that all of the key study intersections are forecast to operate at acceptable LOS C or better during the weekday AM and PM peak hours under General Plan Buildout (Year 2040) Plus Project traffic conditions.
Dr. Marilyn Uvero
September 7, 2022
N:\4300\2204324 - American University of Health Sciences, Signal Hill\Report\4324 - American University of Health Sciences Focused Revised Traffic Impact Analysis 9-7-2022.docx Appendix B contains the detailed peak hour level of service worksheets for the study intersections evaluated in this report utilizing the ICU methodology. Appendix C contains the detailed peak hour level of service worksheets for the study intersections evaluated in this report utilizing the HCM methodology.
INTERSECTION VEHICLE QUEUEING ANALYSES
Excessive left-turn vehicle queuing which extends into and/or blocks adjacent through travel lanes may have detrimental effects on intersection operations and the roadway network as a whole in ways not otherwise accounted for by the ICU methodology. Therefore, left-turn vehicle queuing at the two (2) signalized study intersections were evaluated in order to identify the effects of project traffic on leftturn queuing at the intersections. Additionally, to address the City’s concerns, vehicle queueing at the one (1) unsignalized study intersection (Walnut Avenue at Hill Street) was also evaluated to ensure the queues do not impact the intersection of Gaviota Avenue at Hill Street (i.e. westbound approach queue).
The left-turn vehicle queuing analysis was prepared utilizing the HCM methodology for signalized intersections using Vistro 2020 software. The HCM methodology considers traffic volume data, lane configurations, and traffic signal phasing in order to calculate the 95th percentile queues for the respective traffic movements. The 95th percentile queue represents the maximum back of vehicle queue with 95th percentile traffic volumes (i.e., actual traffic volumes will exceed the 95th percentile volumes 5 percent of the time) and is commonly used for design purposes.
The left-turn vehicle queuing analysis was based on the forecast weekday AM and PM intersection turning movement volumes utilized in the level of service analyses.
The existing left-turn lane configurations and storage lengths were determined based on a review of aerial maps of the subject intersections obtained from Google Earth and on field reviews conducted by LLG Engineers. A minimum vehicle length of 25 feet is assumed for purposes of this analysis.
Table 8 presents the left-turn queueing analyses results for the three (3) study intersections. Column 1 presents the queuing results for existing traffic conditions.
Column 2 presents the results for existing plus project traffic conditions. Table 9 presents the left-turn queueing analyses results for the three (3) study intersections.
Column 1 presents the queuing results for General Plan Buildout (Year 2040) traffic conditions. Column 2 presents the results for General Plan Buildout (Year 2040) Plus Project traffic conditions.
Dr. Marilyn Uvero
September 7, 2022
N:\4300\2204324 - American University of Health Sciences, Signal Hill\Report\4324 - American University of Health Sciences Focused Revised Traffic Impact Analysis 9-7-2022.docx Existing (Year 2021) Traffic Conditions
Review of Column 1 of Table 8 indicates that the three (3) study intersections have queues that are adequately accommodated by the existing storage space.
Existing (Year 2021) Plus Project Traffic Conditions
Review of Column 2 of Table 8 indicates that the three (3) study intersections have queues that are adequately accommodated by the existing storage space.
General Plan Buildout (Year 2040) Traffic Conditions
Review of Column 1 of Table 9 indicates that the three (3) study intersections have queues that are adequately accommodated by the existing storage space.
General Plan Buildout (Year 2040) Plus Project Traffic Conditions Review of Column 2 of Table 9 indicates that the three (3) study intersections have queues that are adequately accommodated by the existing storage space.
SIGHT DISTANCE ANALYSIS
In support of evaluating the Project’s site access, a sight line assessment was prepared to validate the adequacy of sight lines at the Project’s four (4) driveways located along Walnut Avenue.
The line-of-sight evaluation was prepared according to the general engineering practices for stopping sight distance analysis as documented in the State of California Department of Transportation (Caltrans) Highway Design Manual (HDM).
This assessment is based on the intersection sight distance requirements as published in the Caltrans HDM and focuses on the sight distance requirements for the Project’s driveways located along Walnut Avenue. The Sight Distance Evaluation prepared for the proposed driveways was based on the criteria and procedures set forth by the California Department of Transportation (Caltrans) in the State’s Highway Design Manual for “Private Road Intersections”.
The Highway Design Manual (HDM)U, in Section 405.1(2)(c), page 400-22, indicates that for Private Road Intersections, “The minimum corner sight distance shall be equal to the stopping sight distance as given in Table 201.1...”, where stopping sight distance is defined as the distance required by the driver of a vehicle, traveling at a given speed, to bring his vehicle to a stop after an object on the road becomes visible.
Stopping sight distance is measured from the driver’s eyes, which are assumed to be
3.5 feet above the pavement surface, to an object 0.5-foot high on the roadway. The speed used in determining stopping sight distance is defined as the “critical speed” or 85th percentile speed which is the speed at which 85% of the vehicles are traveling at Dr. Marilyn Uvero
September 7, 2022
N:\4300\2204324 - American University of Health Sciences, Signal Hill\Report\4324 - American University of Health Sciences Focused Revised Traffic Impact Analysis 9-7-2022.docx or less. The critical speed is the single most important factor in determining stopping sight distance. Table 201.1 in the HDM is used in determining stopping sight distance based on the critical speed of vehicles on the affected roadway. For this analysis, a design speed of 30 miles per hour (mph) for Walnut Avenue, which is the existing posted speed limit for these roadways, was utilized. Using Table 201.1, titled Sight Distance Standards, in the State’s HDM Hfor stopping, a minimum stopping sight distance of 200 feet is required.
To provide a conservative assessment, the “corner sight distance” criteria in Section 405.1(2)(b) of the HDM was also utilized. Based on the criteria set forth in Table 405.1A of the HDM and a posted speed limit of 30 mph on Walnut Avenue, a corner sight distance of 331 feet is required for exiting vehicles looking right (i.e. leftturning vehicles) and 287 feet is required for exiting vehicles looking left (i.e. leftturning and right-turning vehicles).
Figures 11 and 12 illustrate a schematic of the sight distance evaluation for the four (4) Project driveways along Walnut Avenue. These figures illustrate the limited use areas. Review of Figures 11 and 12 indicate that sight distances at the four (4) Project Driveways along Walnut Avenue are expected to be adequate if obstructions within the sight triangles are minimized.
VEHICLE MILES TRAVELED (VMT) ASSESSMENT
The purpose of this Vehicle Miles Traveled (VMT) analysis is to evaluate the Project based on Senate Bill 743 (SB 743) requirements consistent with the Technical Advisory on Evaluating Transportation Impacts In California Environmental Quality Act (CEQA), December 2018, prepared by the State of California Governor’s Office of Planning and Research (OPR). The OPR Technical Advisory provides project screening criteria and guidance for analysis of VMT assessments under SB 743. With the adopted guidelines, transportation impacts are to be evaluated based on a project’s effect on vehicle miles traveled. Lead agencies are allowed to continue using their current impact criteria, or to opt into the revised transportation guidelines. However, the new guidelines must be used starting July 1, 2020, as required in CEQA section 15064.3.
The City of Signal Hill has yet to adopt criteria for evaluating VMT impacts under CEQA. However, it is our understanding that the City of Signal Hill may likely utilize criteria consistent with the OPR Technical Advisory, and may be open to considering the criteria which has been adopted by neighboring jurisdiction of the City of Long Beach.
Dr. Marilyn Uvero
September 7, 2022
N:\4300\2204324 - American University of Health Sciences, Signal Hill\Report\4324 - American University of Health Sciences Focused Revised Traffic Impact Analysis 9-7-2022.docx For the VMT screening analysis, the presumption of less than significant impact near Transit Stations was applied to the proposed Project. Proposed CEQA Guideline Section 5064.3, subdivision (b), states that “generally, [land use] projects within onehalf mile of either an existing major transit stop or an existing high-quality transit corridor should be presumed to cause a less than significant transportation impact”. A high-quality transit corridor is defined as a corridor with fixed route bus service with service intervals no longer than 15 minutes during peak commute hours. Review of the Long Beach Transit Priority Areas Map from the City of Long Beach Traffic Impact Analysis Guidelines dated June 2020 shows the Project falls within half a mile from high quality transit corridor or major transit stop. Since the proposed Project is considered to be located within half a mile of an existing high-quality transit corridor, this project can be screened from further VMT analysis and can be presumed to have a less than significant impact on VMT.
In addition, screening for small projects was also applied to the proposed Project.
Consistent with the OPR Technical Advisory Section E.1 Threshold for Small Projects, projects that generate or attract fewer than 110 trips per day generally may be assumed to cause a less than significant transportation impact. Review of the trip generation estimates presented in Table 4, the proposed Project is forecast to generate 65 daily trips which is less than 110 daily trip threshold for small projects. As such the Project can be screened from further VMT analysis and can be presumed to have a less than significant impact on VMT.
CONCLUSIONS
The proposed Project site is located at 1600 East Hill Street and is situated in a mixed industrial-residential area. The university campus sits on a rectangularshaped, six-acre parcel of land that is located south of East Hill Street, between Walnut Avenue and Gaviota Avenue. AUHS has three separate buildings totaling 72,000 square feet (SF), with 237 surface parking spaces on site. The University has only one main campus and no branch locations. There is one remote learning site, Valley High School, where AUHS leases for science laboratory practice in Chemistry and Microbiology. As part of their Master Plan, AUHS proposes to offer new programs to supplement the programs of study now offered: Bachelor of Science in Nursing (SON-BSN) and Doctorate of Science in Pharmaceutical Sciences (SOP). The proposed new programs are the Master of Science in Nursing and Doctor of Nursing Practice within the School of Nursing (SONMSN), American University Research Academy Private High School (AURA), AUHS School of Medicine (SOM), and The Outpatient Pediatrics Clinic and Pharmacy. It is anticipated that the current enrollment of 180 students would be increased to 470 students in the future, of which 231 students would be the Dr. Marilyn Uvero
September 7, 2022
N:\4300\2204324 - American University of Health Sciences, Signal Hill\Report\4324 - American University of Health Sciences Focused Revised Traffic Impact Analysis 9-7-2022.docx maximum on-site attendance (239 students would be off-campus enrolled in offsite instruction and online programs). The proposed Project, utilizing empirical rates, is forecast to generate a net increase of approximately 65 daily trips, with 7 trips (6 inbound, 1 outbound) produced in the AM peak hour and 7 trips (4 inbound, 3 outbound) produced in the PM peak hour on a “typical” weekday. As a conservative step, the potential impact of the Project has been analyzed using the greater net increase in trips (i.e. utilizing the empirical trip rates instead of ITE trip rates). All of the key study intersections are forecast to operate at acceptable LOS C or better during the weekday AM and PM peak hours under Existing (Year 2021) Plus Project and General Plan Buildout (Year 2040) Plus Project traffic conditions.
The three (3) study intersections have queues that are adequately accommodated by the existing storage space.
The sight distances at the four (4) Project Driveways along Walnut Avenue are expected to be adequate if obstructions within the sight triangles are minimized. Since the proposed Project is considered to be located within half a mile of an existing high-quality transit corridor, this project can be screened from further VMT analysis and can be presumed to have a less than significant impact on VMT. In addition, screening for small projects was also applied to the proposed Project. Consistent with the OPR Technical Advisory Section E.1 Threshold for Small Projects, projects that generate or attract fewer than 110 trips per day generally may be assumed to cause a less than significant transportation impact.
The proposed Project is forecast to generate 65 daily trips which is less than 110 daily trip threshold for small projects. As such the Project can be screened from further VMT analysis and can be presumed to have a less than significant impact on VMT.
● ● ● ● ●
Dr. Marilyn Uvero
September 7, 2022
N:\4300\2204324 - American University of Health Sciences, Signal Hill\Report\4324 - American University of Health Sciences Focused Revised Traffic Impact Analysis 9-7-2022.docx We appreciate the opportunity to provide this Focused Traffic Impact Assessment report for the proposed AUHS Master Plan. If you have any questions regarding this letter, please do not hesitate to call us at (949) 825-6175.
Very truly yours,
Linscott, Law & Greenspan, Engineers
Trissa (de Jesus) Allen, P.E.
Senior Transportation Engineer
Attachments
TABLE 1
LEVEL OF SERVICE CRITERIA FOR SIGNALIZED INTERSECTIONS1 (ICU METHODOLOGY)
AUHS, SIGNAL HILL
Level of Service
(LOS)
Intersection Capacity
Utilization Value (V/C) Level of Service Description
A 0.600
EXCELLENT. No vehicle waits longer
than one red light, and no approach phase is
fully used.
B 0.601 – 0.700
VERY GOOD. An occasional approach
phase is fully utilized; many drivers begin
to feel somewhat restricted within groups
of vehicles.
C 0.701 – 0.800
GOOD. Occasionally drivers may have to
wait through more than one red light;
backups may develop behind turning
vehicles.
D 0.801 – 0.900
FAIR. Delays may be substantial during
portions of the rush hours, but enough
lower volume periods occur to permit
clearing of developing lines, preventing
excessive backups.
E 0.901 – 1.000
POOR. Represents the most vehicles
intersection approaches can accommodate;
may be long lines of waiting vehicles
through several signal cycles.
F > 1.000
FAILURE. Backups from nearby locations
or on cross streets may restrict or prevent
movement of vehicles out of the
intersection approaches. Potentially very
long delays with continuously increasing
queue lengths.
1 Source: Transportation Research Board Circular 212 – Interim Materials on Highway Capacity.
TABLE 2
LEVEL OF SERVICE CRITERIA FOR SIGNALIZED INTERSECTIONS (HCM 6 METHODOLOGY)2
AUHS, SIGNAL HILL
Level of Service
(LOS)
Control Delay Per Vehicle
(seconds/vehicle) Level of Service Description
A < 10.0
This level of service occurs when progression is
extremely favorable and most vehicles arrive during the green phase. Most vehicles do not stop at all. Short cycle lengths may also contribute to low delay.
B > 10.0 and < 20.0
This level generally occurs with good progression, short cycle lengths, or both. More vehicles stop than with LOS A, causing higher levels of average delay.
C > 20.0 and < 35.0
Average traffic delays. These higher delays may result
from fair progression, longer cycle lengths, or both.
Individual cycle failures may begin to appear at this level.
The number of vehicles stopping is significant at this
level, though many still pass through the intersection
without stopping.
D > 35.0 and < 55.0
Long traffic delays At level D, the influence of
congestion becomes more noticeable. Longer delays may
result from some combination of unfavorable progression, long cycle lengths, or high v/c ratios. Many vehicles stop and the proportion of vehicles not stopping declines.
Individual cycle failures are noticeable.
E > 55.0 and < 80.0
Very long traffic delays This level is considered by many agencies to be the limit of acceptable delay. These high delay values generally indicate poor progression, long
cycle lengths and high v/c ratios. Individual cycle failures are frequent occurrences.
F 80.0
Severe congestion This level, considered to be
unacceptable to most drivers, often occurs with over
saturation, that is, when arrival flow rates exceed the capacity of the intersection. It may also occur at high v/c ratios below 1.0 with many individual cycle failures. Poor progression and long cycle lengths may also be major
contributing factors to such delay levels.
2 Source: Highway Capacity Manual 6, Chapter 19: Signalized Intersections.
TABLE 3
LEVEL OF SERVICE CRITERIA FOR UNSIGNALIZED INTERSECTIONS (HCM 6 METHODOLOGY)3,4
AUHS, SIGNAL HILL
Level of Service
(LOS)
Highway Capacity Manual
Delay Value (sec/veh) Level of Service Description
A 10.0 Little or no delay
B > 10.0 and 15.0 Short traffic delays
C > 15.0 and 25.0 Average traffic delays
D > 25.0 and 35.0 Long traffic delays
E > 35.0 and 50.0 Very long traffic delays
F > 50.0 Severe congestion
3 Source: Highway Capacity Manual 6, Chapter 20: Two-Way Stop-Controlled Intersections. The LOS criteria apply to each lane on a given approach and to each approach on the minor street. LOS is not calculated for major-street approaches or for the intersection as a whole. 4 Source: Highway Capacity Manual 6, Chapter 21: All-Way Stop-Controlled Intersections. For approaches and intersection-wide assessment, LOS is defined solely by control delay.
TABLE 4
PROJECT TRIP GENERATION
AUHS, SIGNAL HILL
AM Peak Hour PM Peak Hour
Description Daily Enter Exit Total Enter Exit Total
Trip Generation Factors:
ITE 540: Junior Community College (TE/Student) 5
Empirical Rate for OCC, Costa Mesa (TE/Student) [a]
1.15 1.271
81%
0.107
19%
0.018
0.11 0.125
56%
0.076
4%
0.065
0.11 0.141
ITE Project Trip Generation Forecast:
Future Enrollment (231 Students) 266 20 5 25 14 11 25 Existing Enrollment (180 Students) 207 16 4 20 11 9 20 Net Increase in Trips: 59 4 1 5 3 2 5
Empirical Project Trip Generation Forecast:
Future Enrollment (231 Students) 294 25 4 29 18 15 33 Existing Enrollment (180 Students) 229 19 3 22 14 12 26 Net Increase in Trips: 65 6 1 7 4 3 7
Notes:
TE/Student = Trip end per student
[a] Orange Coast College Vision 2020 Facilities Master Plan Traffic Impact Study, prepared by LLG Engineers in June 2015
5 Source: Trip Generation, 10th Edition, Institute of Transportation Engineers, (ITE) [Washington, D.C. (2017)].
TABLE 5
PROJECT-RELATED ADDED PEAK HOUR TRAFFIC VOLUMES
AUHS, SIGNAL HILL
Key Intersection Jurisdiction
Time
Period
Added Peak
Hour Project
Trips
Exceed City of Signal
Hill “40 Peak Hour
Trip” Threshold
(Yes/No)
Exceed City of Long
Beach “50 Peak Hour
Trip” Threshold
(Yes/No)
1. Walnut Avenue at
Signal Hill
AM 6 No --
Hill Street PM 6 No --
2. Cherry Avenue at Signal Hill AM 2 No -- Hill Street PM 2 No -- 3.
Walnut Avenue at Signal Hill/
Long Beach
AM 2 No No
E. 20th Street/Alamitos Avenue PM 3 No No
TABLE 6
EXISTING PLUS PROJECT PEAK HOUR INTERSECTION CAPACITY ANALYSIS
AUHS, SIGNAL HILL
Key Intersection Jurisdiction
Time
Period
(1)
Existing
Traffic Conditions
(2)
Existing Plus Project
Traffic Conditions
(3)
Significant
Impact
(4)
Existing Plus Project Traffic Conditions
with Improvements
ICU LOS Delay (s/v) LOS ICU LOS Delay (s/v) LOS
ICU
Increase Yes/No
Delay
Increase
(s/v) Yes/No ICU LOS Delay (s/v) LOS
1. Walnut Avenue at
Signal Hill
AM -- -- 15.8 s/v C -- -- 16.0 s/v C -- -- 0.2 s/v No -- -- -- -- Hill Street PM -- -- 14.5 s/v B -- -- 14.6 s/v B -- -- 0.1 s/v No -- -- -- --
2. Cherry Avenue at Signal Hill AM 0.622 B -- -- 0.622 B -- -- 0.000 No -- -- -- -- -- -- Hill Street PM 0.678 B -- -- 0.679 B -- -- 0.001 No -- -- -- -- -- --
3. Walnut Avenue at Signal Hill/
Long Beach
AM 0.601 B 27.8 s/v C 0.603 B 27.8 s/v C 0.002 No 0.0 s/v No -- -- -- -- E. 20th Street/Alamitos Avenue PM 0.533 A 20.4 s/v C 0.534 A 20.4 s/v C 0.001 No 0.0 s/v No -- -- -- -- Notes:
s/v = seconds per vehicle (delay)
TABLE 7
YEAR 2040 BUILDOUT PLUS PROJECT PEAK HOUR INTERSECTION CAPACITY ANALYSIS
AUHS, SIGNAL HILL
Key Intersection Jurisdiction
Time
Period
(1)
Existing
Traffic Conditions
(2)
Year 2040 Buildout
Traffic Conditions
(3)
Year 2040 Buildout Plus Project
Traffic Conditions
(4)
Significant
Impact
(5)
Year 2040 Buildout Plus Project
Traffic Conditions with Improvements
ICU LOS
Delay
(s/v) LOS ICU LOS
Delay
(s/v) LOS ICU LOS
Delay
(s/v) LOS
ICU
Increase Yes/No
Delay
Increase
(s/v) Yes/No ICU LOS
Delay
(s/v) LOS
1. Walnut Avenue at
Signal Hill
AM -- -- 15.8 s/v C -- -- 24.4 s/v C -- -- 25.0 s/v C -- -- 0.6 s/v No -- -- -- -- Hill Street PM -- -- 14.5 s/v B -- -- 20.1 s/v C -- -- 20.4 s/v C -- -- 0.3 s/v No -- -- -- --
2. Cherry Avenue at Signal Hill AM 0.622 B -- -- 0.715 C -- -- 0.715 C -- -- 0.000 No -- -- -- -- -- -- Hill Street PM 0.678 B -- -- 0.778 C -- -- 0.779 C -- -- 0.001 No -- -- -- -- -- --
3. Walnut Avenue at Signal Hill/
Long Beach
AM 0.601 B 27.8 s/v C 0.666 B 31.7 s/v C 0.668 B 31.8 s/v C 0.002 No 0.1 s/v No -- -- -- -- E. 20th Street/Alamitos Avenue PM 0.533 A 20.4 s/v C 0.586 A 21.5 s/v C 0.586 A 21.5 s/v C 0.000 No 0.0 s/v No -- -- -- -- Notes:
s/v = seconds per vehicle (delay)
TABLE 8
EXISTING PLUS PROJECT PEAK HOUR INTERSECTION QUEUING ANALYSIS6
AUHS, SIGNAL HILL
Key Intersection
(1)
Existing (Year 2021) Traffic Conditions
(2)
Existing (Year 2021) Plus Project Traffic Conditions
AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour
Storage
Provided
(feet)
Max. Queue/
Min. Storage
Required
Adequate
Storage
(Yes/No)
Max. Queue/
Min. Storage
Required
Adequate
Storage
(Yes/No)
Max. Queue/
Min. Storage
Required
Adequate
Storage
(Yes/No)
Max. Queue/
Min. Storage
Required
Adequate
Storage
(Yes/No)
1. Walnut Avenue at
Hill Street
Westbound Left/Through/Right 280’ 60’ Yes 37’ Yes 62’ Yes 37’ Yes
2. Cherry Avenue at
Hill Street
Northbound Left-Turn 200’ 48’ Yes 57’ Yes 48’ Yes 57’ Yes Southbound Left-Turn 190’ 25’ Yes 25’ Yes 25’ Yes 25’ Yes Eastbound Left/Through/Right 270’ 198’ Yes 231’ Yes 198’ Yes 231’ Yes Westbound Left/Through/Right 90’ 29’ Yes 25’ Yes 29’ Yes 25’ Yes
3. Walnut Avenue at
E. 20th Street/Alamitos Avenue
Northbound Left-Turn 60’ 52’ Yes 25’ Yes 52’ Yes 25’ Yes Southbound Left-Turn 60’ 40’ Yes 25’ Yes 40’ Yes 25’ Yes Eastbound Left/Through/Right 400’ 311’ Yes 171’ Yes 311’ Yes 171’ Yes Westbound Left/Through/Right 330’ 206’ Yes 98’ Yes 206’ Yes 98’ Yes 6 Queues are based on HCM 6 95th Percentile methodology.
TABLE 9
YEAR 2040 BUILDOUT PLUS PROJECT PEAK HOUR INTERSECTION QUEUING ANALYSIS7
AUHS, SIGNAL HILL
Key Intersection
(1)
Year 2040 Buildout Traffic Conditions
(2)
Year 2040 Buildout Plus Project Traffic Conditions
AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour
Storage
Provided
(feet)
Max. Queue/
Min. Storage
Required
Adequate
Storage
(Yes/No)
Max. Queue/
Min. Storage
Required
Adequate
Storage
(Yes/No)
Max. Queue/
Min. Storage
Required
Adequate
Storage
(Yes/No)
Max. Queue/
Min. Storage
Required
Adequate
Storage
(Yes/No)
1. Walnut Avenue at
Hill Street
Westbound Left/Through/Right 280’ 94’ Yes 55’ Yes 97’ Yes 56’ Yes
2. Cherry Avenue at
Hill Street
Northbound Left-Turn 200’ 56’ Yes 68’ Yes 56’ Yes 68’ Yes Southbound Left-Turn 190’ 25’ Yes 31’ Yes 25’ Yes 31’ Yes Eastbound Left/Through/Right 270’ 222’ Yes 256’ Yes 222’ Yes 257’ Yes Westbound Left/Through/Right 90’ 35’ Yes 25’ Yes 35’ Yes 25’ Yes
3. Walnut Avenue at
E. 20th Street/Alamitos Avenue
Northbound Left-Turn 60’ 73’ Yes [a] 25’ Yes 73’ Yes [a] 25’ Yes Southbound Left-Turn 60’ 57’ Yes 25’ Yes 57’ Yes 25’ Yes Eastbound Left/Through/Right 400’ 370’ Yes 198’ Yes 370’ Yes 198’ Yes Westbound Left/Through/Right 330’ 232’ Yes 116’ Yes 232’ Yes 116’ Yes Notes:
[a] = The excess storage can be contained within the existing 55-foot transition (i.e. 115 feet of total storage). 7 Queues are based on HCM 6 95th Percentile methodology.
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 2-20-4324-1 American University of Health Sciences, Signal Hill
N:\4300\2204324 - American University of Health Sciences, Signal Hill\Report\4324 Dividers.doc
APPENDIX A
BACK UP DATA FROM
SIGNAL HILL BUSINESS CENTER TRAFFIC IMPACT ANALYSIS
(PREPARED BY KUNZMAN ASSOCIATES IN JULY 2019)
!
"
!#
$
#%
"
SIGNAL HILL BUSINESS CENTER
TRAFFIC IMPACT ANALYSIS
Final (July 2019)
A-1
3 A-2
12 A-3
26A-4
27A-5
48 A-6
49 A-7
52 A-8
53 A-9
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 2-20-4324-1 American University of Health Sciences, Signal Hill
N:\4300\2204324 - American University of Health Sciences, Signal Hill\Report\4324 Dividers.doc
APPENDIX B
LEVEL OF SERVICE CALCULATION WORKSHEETS
(ICU METHODOLOGY)
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 2-16-3695-1 Kendall-Palm Commercial, San Bernardino
N:\4300\2204324 - American University of Health Sciences, Signal Hill\Report\4324 Sub-Dividers.doc
APPENDIX B-I
EXISTING (YEAR 2021) TRAFFIC CONDITIONS
B-1
Volume to Capacity (v/c): 0.622
Level Of Service: B
Delay (sec / veh): -
Analysis Period: 15 minutes
Analysis Method: ICU 1
Control Type: Signalized
Intersection 2: Cherry Avenue at Hill Street
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 200.0 100.0 100.0 186.0 100.0 89.00 100.0 100.0 100.0 100.0 100.0 100.0 No. of Lanes in Entry Pocket 1 0 0 1 0 1 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Cherry Avenue Cherry Avenue Hill Street Hill Street Intersection Setup
Bicycle Volume [bicycles/h] 0 0 0 0
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 42 1256 4 11 906 147 132 1 57 6 3 23 Total 15-Minute Volume [veh/h] 11 314 1 3 227 37 33 0 14 2 1 6 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 42 1256 4 11 906 147 132 1 57 6 3 23 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 42 1256 4 11 906 147 132 1 57 6 3 23 Name Cherry Avenue Cherry Avenue Hill Street Hill Street Volumes
Scenario 1: 1 AM Existing (Year 2021)
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
B-2
Intersection V/C 0.622
Intersection LOS B
V/C, Movement V/C Ratio 0.03 0.39 0.00 0.01 0.28 0.09 0.08 0.12 0.12 0.00 0.02 0.02 Movement, Approach, & Intersection Results
Lead / Lag Lead - - Lead - - - - - - - -
Auxiliary Signal Groups
Signal Group 1 6 0 5 2 0 0 8 0 0 4 0
Control Type Protec Permi Permi Protec Permi Permi Permi Permi Permi Permi Permi Permi Phasing & Timing
Lost time [s] 10.00
Cycle Length [s] 100
Intersection Settings
Scenario 1: 1 AM Existing (Year 2021)
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
B-3
Volume to Capacity (v/c): 0.601
Level Of Service: B
Delay (sec / veh): -
Analysis Period: 15 minutes
Analysis Method: ICU 1
Control Type: Signalized
Intersection 3: Walnut Avenue at E. 20th Street/Alamitos Avenue Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 60.00 100.0 100.0 60.00 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 No. of Lanes in Entry Pocket 1 0 0 1 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Walnut Avenue Walnut Avenue E. 20th Street Alamitos Avenue Intersection Setup
Bicycle Volume [bicycles/h] 0 0 0 0
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 51 253 45 35 151 45 66 110 85 48 108 26 Total 15-Minute Volume [veh/h] 13 63 11 9 38 11 17 28 21 12 27 7 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 51 253 45 35 151 45 66 110 85 48 108 26 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 51 253 45 35 151 45 66 110 85 48 108 26 Name Walnut Avenue Walnut Avenue E. 20th Street Alamitos Avenue Volumes
Scenario 1: 1 AM Existing (Year 2021)
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
B-4
Intersection V/C 0.601
Intersection LOS B
V/C, Movement V/C Ratio 0.03 0.19 0.19 0.02 0.12 0.12 0.04 0.16 0.16 0.03 0.11 0.11 Movement, Approach, & Intersection Results
Lead / Lag - - - - - - - - - - - -
Auxiliary Signal Groups
Signal Group 0 6 0 0 2 0 0 8 0 0 4 0
Control Type Permi Permi Permi Permi Permi Permi Permi Permi Permi Permi Permi Permi Phasing & Timing
Lost time [s] 20.00
Cycle Length [s] 100
Intersection Settings
Scenario 1: 1 AM Existing (Year 2021)
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
B-5
Volume to Capacity (v/c): 0.678
Level Of Service: B
Delay (sec / veh): -
Analysis Period: 15 minutes
Analysis Method: ICU 1
Control Type: Signalized
Intersection 2: Cherry Avenue at Hill Street
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 200.0 100.0 100.0 186.0 100.0 89.00 100.0 100.0 100.0 100.0 100.0 100.0 No. of Lanes in Entry Pocket 1 0 0 1 0 1 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Cherry Avenue Cherry Avenue Hill Street Hill Street Intersection Setup
Bicycle Volume [bicycles/h] 0 0 0 0
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 51 1046 9 21 1272 158 163 2 68 5 2 10 Total 15-Minute Volume [veh/h] 13 262 2 5 318 40 41 1 17 1 1 3 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 51 1046 9 21 1272 158 163 2 68 5 2 10 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 51 1046 9 21 1272 158 163 2 68 5 2 10 Name Cherry Avenue Cherry Avenue Hill Street Hill Street Volumes
Scenario 2: 2 PM Existing (Year 2021)
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
B-6
Intersection V/C 0.678
Intersection LOS B
V/C, Movement V/C Ratio 0.03 0.33 0.01 0.01 0.40 0.10 0.10 0.15 0.15 0.00 0.01 0.01 Movement, Approach, & Intersection Results
Lead / Lag Lead - - Lead - - - - - - - -
Auxiliary Signal Groups
Signal Group 1 6 0 5 2 0 0 8 0 0 4 0
Control Type Protec Permi Permi Protec Permi Permi Permi Permi Permi Permi Permi Permi Phasing & Timing
Lost time [s] 10.00
Cycle Length [s] 100
Intersection Settings
Scenario 2: 2 PM Existing (Year 2021)
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
B-7
Volume to Capacity (v/c): 0.533
Level Of Service: A
Delay (sec / veh): -
Analysis Period: 15 minutes
Analysis Method: ICU 1
Control Type: Signalized
Intersection 3: Walnut Avenue at E. 20th Street/Alamitos Avenue Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 60.00 100.0 100.0 60.00 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 No. of Lanes in Entry Pocket 1 0 0 1 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Walnut Avenue Walnut Avenue E. 20th Street Alamitos Avenue Intersection Setup
Bicycle Volume [bicycles/h] 0 0 0 0
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 27 236 45 29 270 32 48 86 30 40 38 21 Total 15-Minute Volume [veh/h] 7 59 11 7 68 8 12 22 8 10 10 5 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 27 236 45 29 270 32 48 86 30 40 38 21 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 27 236 45 29 270 32 48 86 30 40 38 21 Name Walnut Avenue Walnut Avenue E. 20th Street Alamitos Avenue Volumes
Scenario 2: 2 PM Existing (Year 2021)
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
B-8
Intersection V/C 0.533
Intersection LOS A
V/C, Movement V/C Ratio 0.02 0.18 0.18 0.02 0.19 0.19 0.03 0.10 0.10 0.03 0.06 0.06 Movement, Approach, & Intersection Results
Lead / Lag - - - - - - - - - - - -
Auxiliary Signal Groups
Signal Group 0 6 0 0 2 0 0 8 0 0 4 0
Control Type Permi Permi Permi Permi Permi Permi Permi Permi Permi Permi Permi Permi Phasing & Timing
Lost time [s] 20.00
Cycle Length [s] 100
Intersection Settings
Scenario 2: 2 PM Existing (Year 2021)
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
B-9
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 2-16-3695-1 Kendall-Palm Commercial, San Bernardino
N:\4300\2204324 - American University of Health Sciences, Signal Hill\Report\4324 Sub-Dividers.doc
APPENDIX B-II
EXISTING (YEAR 2021) PLUS PROJECT
TRAFFIC CONDITIONS
B-10
Volume to Capacity (v/c): 0.622
Level Of Service: B
Delay (sec / veh): -
Analysis Period: 15 minutes
Analysis Method: ICU 1
Control Type: Signalized
Intersection 2: Cherry Avenue at Hill Street
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 200.0 100.0 100.0 186.0 100.0 89.00 100.0 100.0 100.0 100.0 100.0 100.0 No. of Lanes in Entry Pocket 1 0 0 1 0 1 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Cherry Avenue Cherry Avenue Hill Street Hill Street Intersection Setup
Bicycle Volume [bicycles/h] 0 0 0 0
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 42 1256 4 11 906 149 132 1 57 6 3 23 Total 15-Minute Volume [veh/h] 11 314 1 3 227 37 33 0 14 2 1 6 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 42 1256 4 11 906 149 132 1 57 6 3 23 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 42 1256 4 11 906 149 132 1 57 6 3 23 Name Cherry Avenue Cherry Avenue Hill Street Hill Street Volumes
Scenario 3: 3 AM Existing (Year 2021) + Project
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
B-11
Intersection V/C 0.622
Intersection LOS B
V/C, Movement V/C Ratio 0.03 0.39 0.00 0.01 0.28 0.09 0.08 0.12 0.12 0.00 0.02 0.02 Movement, Approach, & Intersection Results
Lead / Lag Lead - - Lead - - - - - - - -
Auxiliary Signal Groups
Signal Group 1 6 0 5 2 0 0 8 0 0 4 0
Control Type Protec Permi Permi Protec Permi Permi Permi Permi Permi Permi Permi Permi Phasing & Timing
Lost time [s] 10.00
Cycle Length [s] 100
Intersection Settings
Scenario 3: 3 AM Existing (Year 2021) + Project
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
B-12
Volume to Capacity (v/c): 0.603
Level Of Service: B
Delay (sec / veh): -
Analysis Period: 15 minutes
Analysis Method: ICU 1
Control Type: Signalized
Intersection 3: Walnut Avenue at E. 20th Street/Alamitos Avenue Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 60.00 100.0 100.0 60.00 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 No. of Lanes in Entry Pocket 1 0 0 1 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Walnut Avenue Walnut Avenue E. 20th Street Alamitos Avenue Intersection Setup
Bicycle Volume [bicycles/h] 0 0 0 0
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 51 255 45 35 151 45 66 110 85 48 108 26 Total 15-Minute Volume [veh/h] 13 64 11 9 38 11 17 28 21 12 27 7 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 51 255 45 35 151 45 66 110 85 48 108 26 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 51 255 45 35 151 45 66 110 85 48 108 26 Name Walnut Avenue Walnut Avenue E. 20th Street Alamitos Avenue Volumes
Scenario 3: 3 AM Existing (Year 2021) + Project
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
B-13
Intersection V/C 0.603
Intersection LOS B
V/C, Movement V/C Ratio 0.03 0.19 0.19 0.02 0.12 0.12 0.04 0.16 0.16 0.03 0.11 0.11 Movement, Approach, & Intersection Results
Lead / Lag - - - - - - - - - - - -
Auxiliary Signal Groups
Signal Group 0 6 0 0 2 0 0 8 0 0 4 0
Control Type Permi Permi Permi Permi Permi Permi Permi Permi Permi Permi Permi Permi Phasing & Timing
Lost time [s] 20.00
Cycle Length [s] 100
Intersection Settings
Scenario 3: 3 AM Existing (Year 2021) + Project
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
B-14
Volume to Capacity (v/c): 0.679
Level Of Service: B
Delay (sec / veh): -
Analysis Period: 15 minutes
Analysis Method: ICU 1
Control Type: Signalized
Intersection 2: Cherry Avenue at Hill Street
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 200.0 100.0 100.0 186.0 100.0 89.00 100.0 100.0 100.0 100.0 100.0 100.0 No. of Lanes in Entry Pocket 1 0 0 1 0 1 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Cherry Avenue Cherry Avenue Hill Street Hill Street Intersection Setup
Bicycle Volume [bicycles/h] 0 0 0 0
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 51 1046 9 21 1272 159 164 2 68 5 2 10 Total 15-Minute Volume [veh/h] 13 262 2 5 318 40 41 1 17 1 1 3 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 51 1046 9 21 1272 159 164 2 68 5 2 10 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 51 1046 9 21 1272 159 164 2 68 5 2 10 Name Cherry Avenue Cherry Avenue Hill Street Hill Street Volumes
Scenario 4: 4 PM Existing (Year 2021) + Project
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
B-15
Intersection V/C 0.679
Intersection LOS B
V/C, Movement V/C Ratio 0.03 0.33 0.01 0.01 0.40 0.10 0.10 0.15 0.15 0.00 0.01 0.01 Movement, Approach, & Intersection Results
Lead / Lag Lead - - Lead - - - - - - - -
Auxiliary Signal Groups
Signal Group 1 6 0 5 2 0 0 8 0 0 4 0
Control Type Protec Permi Permi Protec Permi Permi Permi Permi Permi Permi Permi Permi Phasing & Timing
Lost time [s] 10.00
Cycle Length [s] 100
Intersection Settings
Scenario 4: 4 PM Existing (Year 2021) + Project
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
B-16
Volume to Capacity (v/c): 0.534
Level Of Service: A
Delay (sec / veh): -
Analysis Period: 15 minutes
Analysis Method: ICU 1
Control Type: Signalized
Intersection 3: Walnut Avenue at E. 20th Street/Alamitos Avenue Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 60.00 100.0 100.0 60.00 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 No. of Lanes in Entry Pocket 1 0 0 1 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Walnut Avenue Walnut Avenue E. 20th Street Alamitos Avenue Intersection Setup
Bicycle Volume [bicycles/h] 0 0 0 0
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 27 238 45 29 271 32 48 86 30 40 38 21 Total 15-Minute Volume [veh/h] 7 60 11 7 68 8 12 22 8 10 10 5 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 27 238 45 29 271 32 48 86 30 40 38 21 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 27 238 45 29 271 32 48 86 30 40 38 21 Name Walnut Avenue Walnut Avenue E. 20th Street Alamitos Avenue Volumes
Scenario 4: 4 PM Existing (Year 2021) + Project
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
B-17
Intersection V/C 0.534
Intersection LOS A
V/C, Movement V/C Ratio 0.02 0.18 0.18 0.02 0.19 0.19 0.03 0.10 0.10 0.03 0.06 0.06 Movement, Approach, & Intersection Results
Lead / Lag - - - - - - - - - - - -
Auxiliary Signal Groups
Signal Group 0 6 0 0 2 0 0 8 0 0 4 0
Control Type Permi Permi Permi Permi Permi Permi Permi Permi Permi Permi Permi Permi Phasing & Timing
Lost time [s] 20.00
Cycle Length [s] 100
Intersection Settings
Scenario 4: 4 PM Existing (Year 2021) + Project
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
B-18
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 2-16-3695-1 Kendall-Palm Commercial, San Bernardino
N:\4300\2204324 - American University of Health Sciences, Signal Hill\Report\4324 Sub-Dividers.doc
APPENDIX B-III
GENERAL PLAN BUILDOUT (YEAR 2040)
TRAFFIC CONDITIONS
B-19
Volume to Capacity (v/c): 0.715
Level Of Service: C
Delay (sec / veh): -
Analysis Period: 15 minutes
Analysis Method: ICU 1
Control Type: Signalized
Intersection 2: Cherry Avenue at Hill Street
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 200.0 100.0 100.0 186.0 100.0 89.00 100.0 100.0 100.0 100.0 100.0 100.0 No. of Lanes in Entry Pocket 1 0 0 1 0 1 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Cherry Avenue Cherry Avenue Hill Street Hill Street Intersection Setup
Bicycle Volume [bicycles/h] 0 0 0 0
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 50 1484 5 13 1066 163 154 1 67 7 4 28 Total 15-Minute Volume [veh/h] 13 371 1 3 267 41 39 0 17 2 1 7 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 50 1484 5 13 1066 163 154 1 67 7 4 28 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 50 1484 5 13 1066 163 154 1 67 7 4 28 Name Cherry Avenue Cherry Avenue Hill Street Hill Street Volumes
Scenario 5: 5 AM 2040 GPB
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
B-20
Intersection V/C 0.715
Intersection LOS C
V/C, Movement V/C Ratio 0.03 0.46 0.00 0.01 0.33 0.10 0.10 0.14 0.14 0.00 0.02 0.02 Movement, Approach, & Intersection Results
Lead / Lag Lead - - Lead - - - - - - - -
Auxiliary Signal Groups
Signal Group 1 6 0 5 2 0 0 8 0 0 4 0
Control Type Protec Permi Permi Protec Permi Permi Permi Permi Permi Permi Permi Permi Phasing & Timing
Lost time [s] 10.00
Cycle Length [s] 100
Intersection Settings
Scenario 5: 5 AM 2040 GPB
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
B-21
Volume to Capacity (v/c): 0.666
Level Of Service: B
Delay (sec / veh): -
Analysis Period: 15 minutes
Analysis Method: ICU 1
Control Type: Signalized
Intersection 3: Walnut Avenue at E. 20th Street/Alamitos Avenue Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 60.00 100.0 100.0 60.00 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 No. of Lanes in Entry Pocket 1 0 0 1 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Walnut Avenue Walnut Avenue E. 20th Street Alamitos Avenue Intersection Setup
Bicycle Volume [bicycles/h] 0 0 0 0
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 60 285 54 41 175 54 78 131 100 57 128 31 Total 15-Minute Volume [veh/h] 15 71 14 10 44 14 20 33 25 14 32 8 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 60 285 54 41 175 54 78 131 100 57 128 31 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 60 285 54 41 175 54 78 131 100 57 128 31 Name Walnut Avenue Walnut Avenue E. 20th Street Alamitos Avenue Volumes
Scenario 5: 5 AM 2040 GPB
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
B-22
Intersection V/C 0.666
Intersection LOS B
V/C, Movement V/C Ratio 0.04 0.21 0.21 0.03 0.14 0.14 0.05 0.19 0.19 0.04 0.14 0.14 Movement, Approach, & Intersection Results
Lead / Lag - - - - - - - - - - - -
Auxiliary Signal Groups
Signal Group 0 6 0 0 2 0 0 8 0 0 4 0
Control Type Permi Permi Permi Permi Permi Permi Permi Permi Permi Permi Permi Permi Phasing & Timing
Lost time [s] 20.00
Cycle Length [s] 100
Intersection Settings
Scenario 5: 5 AM 2040 GPB
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
B-23
Volume to Capacity (v/c): 0.778
Level Of Service: C
Delay (sec / veh): -
Analysis Period: 15 minutes
Analysis Method: ICU 1
Control Type: Signalized
Intersection 2: Cherry Avenue at Hill Street
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 200.0 100.0 100.0 186.0 100.0 89.00 100.0 100.0 100.0 100.0 100.0 100.0 No. of Lanes in Entry Pocket 1 0 0 1 0 1 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Cherry Avenue Cherry Avenue Hill Street Hill Street Intersection Setup
Bicycle Volume [bicycles/h] 0 0 0 0
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 60 1231 11 26 1502 184 185 2 81 6 2 12 Total 15-Minute Volume [veh/h] 15 308 3 7 376 46 46 1 20 2 1 3 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 60 1231 11 26 1502 184 185 2 81 6 2 12 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 60 1231 11 26 1502 184 185 2 81 6 2 12 Name Cherry Avenue Cherry Avenue Hill Street Hill Street Volumes
Scenario 6: 6 PM 2040 GPB
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
B-24
Intersection V/C 0.778
Intersection LOS C
V/C, Movement V/C Ratio 0.04 0.38 0.01 0.02 0.47 0.12 0.12 0.17 0.17 0.00 0.01 0.01 Movement, Approach, & Intersection Results
Lead / Lag Lead - - Lead - - - - - - - -
Auxiliary Signal Groups
Signal Group 1 6 0 5 2 0 0 8 0 0 4 0
Control Type Protec Permi Permi Protec Permi Permi Permi Permi Permi Permi Permi Permi Phasing & Timing
Lost time [s] 10.00
Cycle Length [s] 100
Intersection Settings
Scenario 6: 6 PM 2040 GPB
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
B-25
Volume to Capacity (v/c): 0.586
Level Of Service: A
Delay (sec / veh): -
Analysis Period: 15 minutes
Analysis Method: ICU 1
Control Type: Signalized
Intersection 3: Walnut Avenue at E. 20th Street/Alamitos Avenue Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 60.00 100.0 100.0 60.00 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 No. of Lanes in Entry Pocket 1 0 0 1 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Walnut Avenue Walnut Avenue E. 20th Street Alamitos Avenue Intersection Setup
Bicycle Volume [bicycles/h] 0 0 0 0
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 32 274 54 34 306 38 57 101 35 48 45 26 Total 15-Minute Volume [veh/h] 8 69 14 9 77 10 14 25 9 12 11 7 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 32 274 54 34 306 38 57 101 35 48 45 26 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 32 274 54 34 306 38 57 101 35 48 45 26 Name Walnut Avenue Walnut Avenue E. 20th Street Alamitos Avenue Volumes
Scenario 6: 6 PM 2040 GPB
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
B-26
Intersection V/C 0.586
Intersection LOS A
V/C, Movement V/C Ratio 0.02 0.21 0.21 0.02 0.22 0.22 0.04 0.12 0.12 0.03 0.07 0.07 Movement, Approach, & Intersection Results
Lead / Lag - - - - - - - - - - - -
Auxiliary Signal Groups
Signal Group 0 6 0 0 2 0 0 8 0 0 4 0
Control Type Permi Permi Permi Permi Permi Permi Permi Permi Permi Permi Permi Permi Phasing & Timing
Lost time [s] 20.00
Cycle Length [s] 100
Intersection Settings
Scenario 6: 6 PM 2040 GPB
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
B-27
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 2-16-3695-1 Kendall-Palm Commercial, San Bernardino
N:\4300\2204324 - American University of Health Sciences, Signal Hill\Report\4324 Sub-Dividers.doc
APPENDIX B-IV
GENERAL PLAN BUILDOUT (YEAR 2040) PLUS PROJECT
TRAFFIC CONDITIONS
B-28
Volume to Capacity (v/c): 0.715
Level Of Service: C
Delay (sec / veh): -
Analysis Period: 15 minutes
Analysis Method: ICU 1
Control Type: Signalized
Intersection 2: Cherry Avenue at Hill Street
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 200.0 100.0 100.0 186.0 100.0 89.00 100.0 100.0 100.0 100.0 100.0 100.0 No. of Lanes in Entry Pocket 1 0 0 1 0 1 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Cherry Avenue Cherry Avenue Hill Street Hill Street Intersection Setup
Bicycle Volume [bicycles/h] 0 0 0 0
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 50 1484 5 13 1066 165 154 1 67 7 4 28 Total 15-Minute Volume [veh/h] 13 371 1 3 267 41 39 0 17 2 1 7 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 50 1484 5 13 1066 165 154 1 67 7 4 28 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 50 1484 5 13 1066 165 154 1 67 7 4 28 Name Cherry Avenue Cherry Avenue Hill Street Hill Street Volumes
Scenario 7: 7 AM 2040 GPB + Project
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
B-29
Intersection V/C 0.715
Intersection LOS C
V/C, Movement V/C Ratio 0.03 0.46 0.00 0.01 0.33 0.10 0.10 0.14 0.14 0.00 0.02 0.02 Movement, Approach, & Intersection Results
Lead / Lag Lead - - Lead - - - - - - - -
Auxiliary Signal Groups
Signal Group 1 6 0 5 2 0 0 8 0 0 4 0
Control Type Protec Permi Permi Protec Permi Permi Permi Permi Permi Permi Permi Permi Phasing & Timing
Lost time [s] 10.00
Cycle Length [s] 100
Intersection Settings
Scenario 7: 7 AM 2040 GPB + Project
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
B-30
Volume to Capacity (v/c): 0.668
Level Of Service: B
Delay (sec / veh): -
Analysis Period: 15 minutes
Analysis Method: ICU 1
Control Type: Signalized
Intersection 3: Walnut Avenue at E. 20th Street/Alamitos Avenue Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 60.00 100.0 100.0 60.00 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 No. of Lanes in Entry Pocket 1 0 0 1 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Walnut Avenue Walnut Avenue E. 20th Street Alamitos Avenue Intersection Setup
Bicycle Volume [bicycles/h] 0 0 0 0
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 60 287 54 41 175 54 78 131 100 57 128 31 Total 15-Minute Volume [veh/h] 15 72 14 10 44 14 20 33 25 14 32 8 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 60 287 54 41 175 54 78 131 100 57 128 31 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 60 287 54 41 175 54 78 131 100 57 128 31 Name Walnut Avenue Walnut Avenue E. 20th Street Alamitos Avenue Volumes
Scenario 7: 7 AM 2040 GPB + Project
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
B-31
Intersection V/C 0.668
Intersection LOS B
V/C, Movement V/C Ratio 0.04 0.21 0.21 0.03 0.14 0.14 0.05 0.19 0.19 0.04 0.14 0.14 Movement, Approach, & Intersection Results
Lead / Lag - - - - - - - - - - - -
Auxiliary Signal Groups
Signal Group 0 6 0 0 2 0 0 8 0 0 4 0
Control Type Permi Permi Permi Permi Permi Permi Permi Permi Permi Permi Permi Permi Phasing & Timing
Lost time [s] 20.00
Cycle Length [s] 100
Intersection Settings
Scenario 7: 7 AM 2040 GPB + Project
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
B-32
Volume to Capacity (v/c): 0.779
Level Of Service: C
Delay (sec / veh): -
Analysis Period: 15 minutes
Analysis Method: ICU 1
Control Type: Signalized
Intersection 2: Cherry Avenue at Hill Street
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 200.0 100.0 100.0 186.0 100.0 89.00 100.0 100.0 100.0 100.0 100.0 100.0 No. of Lanes in Entry Pocket 1 0 0 1 0 1 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Cherry Avenue Cherry Avenue Hill Street Hill Street Intersection Setup
Bicycle Volume [bicycles/h] 0 0 0 0
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 60 1231 11 26 1502 185 186 2 81 6 2 12 Total 15-Minute Volume [veh/h] 15 308 3 7 376 46 47 1 20 2 1 3 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 60 1231 11 26 1502 185 186 2 81 6 2 12 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 60 1231 11 26 1502 185 186 2 81 6 2 12 Name Cherry Avenue Cherry Avenue Hill Street Hill Street Volumes
Scenario 8: 8 PM 2040 GPB + Project
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
B-33
Intersection V/C 0.779
Intersection LOS C
V/C, Movement V/C Ratio 0.04 0.38 0.01 0.02 0.47 0.12 0.12 0.17 0.17 0.00 0.01 0.01 Movement, Approach, & Intersection Results
Lead / Lag Lead - - Lead - - - - - - - -
Auxiliary Signal Groups
Signal Group 1 6 0 5 2 0 0 8 0 0 4 0
Control Type Protec Permi Permi Protec Permi Permi Permi Permi Permi Permi Permi Permi Phasing & Timing
Lost time [s] 10.00
Cycle Length [s] 100
Intersection Settings
Scenario 8: 8 PM 2040 GPB + Project
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
B-34
Volume to Capacity (v/c): 0.586
Level Of Service: A
Delay (sec / veh): -
Analysis Period: 15 minutes
Analysis Method: ICU 1
Control Type: Signalized
Intersection 3: Walnut Avenue at E. 20th Street/Alamitos Avenue Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 60.00 100.0 100.0 60.00 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 No. of Lanes in Entry Pocket 1 0 0 1 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Walnut Avenue Walnut Avenue E. 20th Street Alamitos Avenue Intersection Setup
Bicycle Volume [bicycles/h] 0 0 0 0
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 32 276 54 34 307 38 57 101 35 48 45 26 Total 15-Minute Volume [veh/h] 8 69 14 9 77 10 14 25 9 12 11 7 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 32 276 54 34 307 38 57 101 35 48 45 26 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 32 276 54 34 307 38 57 101 35 48 45 26 Name Walnut Avenue Walnut Avenue E. 20th Street Alamitos Avenue Volumes
Scenario 8: 8 PM 2040 GPB + Project
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
B-35
Intersection V/C 0.586
Intersection LOS A
V/C, Movement V/C Ratio 0.02 0.21 0.21 0.02 0.22 0.22 0.04 0.12 0.12 0.03 0.07 0.07 Movement, Approach, & Intersection Results
Lead / Lag - - - - - - - - - - - -
Auxiliary Signal Groups
Signal Group 0 6 0 0 2 0 0 8 0 0 4 0
Control Type Permi Permi Permi Permi Permi Permi Permi Permi Permi Permi Permi Permi Phasing & Timing
Lost time [s] 20.00
Cycle Length [s] 100
Intersection Settings
Scenario 8: 8 PM 2040 GPB + Project
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
B-36
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 2-20-4324-1 American University of Health Sciences, Signal Hill
N:\4300\2204324 - American University of Health Sciences, Signal Hill\Report\4324 Dividers.doc
APPENDIX C
LEVEL OF SERVICE CALCULATION WORKSHEETS
(ICU METHODOLOGY)
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 2-16-3695-1 Kendall-Palm Commercial, San Bernardino
N:\4300\2204324 - American University of Health Sciences, Signal Hill\Report\4324 Sub-Dividers.doc
APPENDIX C-I
EXISTING (YEAR 2021) TRAFFIC CONDITIONS
C-1
Volume to Capacity (v/c): 0.627
Level Of Service: C
Delay (sec / veh): 15.8
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: All-way stop
Intersection 1: Walnut Avenue at Hill Street
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.0 100.0 100.0 100.0 100.0 54.00 100.0 100.0 100.0 100.0 100.0 100.0 No. of Lanes in Entry Pocket 0 0 0 0 0 1 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Walnut Avenue Walnut Avenue Hill Street Hill Street Intersection Setup
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 34 289 33 65 195 186 28 105 59 104 95 47 Total 15-Minute Volume [veh/h] 9 72 8 16 49 46 7 26 15 26 24 12 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 0.759 0.759 0.759 0.759 0.759 0.759 0.759 0.759 0.759 0.759 0.759 0.759 Total Hourly Volume [veh/h] 26 219 25 49 148 141 21 80 45 79 72 36 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 26 219 25 49 148 141 21 80 45 79 72 36 Name Walnut Avenue Walnut Avenue Hill Street Hill Street Volumes
Scenario 1: 1 AM Existing (Year 2021)
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
C-2
Intersection LOS C
Intersection Delay [s/veh] 15.78
Approach LOS C B B C
Approach Delay [s/veh] 19.41 14.16 13.50 15.24
95th-Percentile Queue Length [ft] 108.40 68.11 33.02 40.64 59.48 95th-Percentile Queue Length [veh] 4.34 2.72 1.32 1.63 2.38 Movement, Approach, & Intersection Results
Degree of Utilization, x 0.63 0.50 0.31 0.36 0.46
Capacity per Entry Lane [veh/h] 568 525 597 533 538
Lanes
Intersection Settings
Scenario 1: 1 AM Existing (Year 2021)
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
C-3
Volume to Capacity (v/c): 0.592
Level Of Service: B
Delay (sec / veh): 11.0
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 2: Cherry Avenue at Hill Street
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 200.0 100.0 100.0 186.0 100.0 89.00 100.0 100.0 100.0 100.0 100.0 100.0 No. of Lanes in Entry Pocket 1 0 0 1 0 1 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Cherry Avenue Cherry Avenue Hill Street Hill Street Intersection Setup
Scenario 1: 1 AM Existing (Year 2021)
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
C-4
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 45 1333 4 12 962 156 140 1 61 6 3 24 Total 15-Minute Volume [veh/h] 11 333 1 3 240 39 35 0 15 2 1 6 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 0.942 0.942 0.942 0.942 0.942 0.942 0.942 0.942 0.942 0.942 0.942 0.942 Total Hourly Volume [veh/h] 42 1256 4 11 906 147 132 1 57 6 3 23 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 42 1256 4 11 906 147 132 1 57 6 3 23 Name Cherry Avenue Cherry Avenue Hill Street Hill Street Volumes
Scenario 1: 1 AM Existing (Year 2021)
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
C-5
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No
Maximum Recall No No No No No No
Minimum Recall No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 12 0 0 18 0 0 25 0 0 25 0
Walk [s] 0 7 0 0 7 0 0 7 0 0 7 0
Vehicle Extension [s] 3.0 3.0 0.0 3.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 Split [s] 11 29 0 11 29 0 0 50 0 0 50 0
All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 0.0 1.0 0.0 0.0 1.0 0.0 Amber [s] 3.0 3.0 0.0 3.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 Maximum Green [s] 30 30 0 30 30 0 0 30 0 0 30 0
Minimum Green [s] 7 7 0 7 7 0 0 7 0 0 7 0
Lead / Lag Lead - - Lead - - - - - - - -
Auxiliary Signal Groups
Signal Group 1 6 0 5 2 0 0 8 0 0 4 0
Control Type Protec Permi Permi Protec Permi Permi Permi Permi Permi Permi Permi Permi Phasing & Timing
Lost time [s] 12.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Scenario 1: 1 AM Existing (Year 2021)
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
C-6
95th-Percentile Queue Length [ft/ln] 47.55 230.4 0.95 14.04 174.0 47.57 197.79 28.28 95th-Percentile Queue Length [veh/ln] 1.90 9.22 0.04 0.56 6.96 1.90 7.91 1.13 50th-Percentile Queue Length [ft/ln] 26.42 135.1 0.53 7.80 96.69 26.43 111.28 15.71 50th-Percentile Queue Length [veh/ln] 1.06 5.40 0.02 0.31 3.87 1.06 4.45 0.63 Critical Lane Group No Yes No Yes No No Yes No
Lane Group LOS D A A D A A D C
d, Delay for Lane Group [s/veh] 45.08 7.68 4.29 48.40 7.68 6.08 39.29 33.02 X, volume / capacity 0.48 0.54 0.00 0.32 0.41 0.15 0.67 0.11 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 3.67 0.86 0.01 4.95 0.53 0.30 2.52 0.15 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.50 0.50 0.11 0.50 0.50 0.11 0.11 d1, Uniform Delay [s] 41.40 6.83 4.28 43.45 7.14 5.78 36.78 32.87 c, Capacity [veh/h] 95 2464 1100 37 2349 1048 303 311
s, saturation flow rate [veh/h] 1781 3560 1589 1781 3560 1589 1530 1712 (v / s)_i Volume / Saturation Flow Rate 0.03 0.37 0.00 0.01 0.27 0.10 0.13 0.02 g / C, Green / Cycle 0.05 0.69 0.69 0.02 0.66 0.66 0.15 0.15 g_i, Effective Green Time [s] 5 62 62 2 59 59 14 14
l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 2.00 2.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 90 90 90 90 90 90 90 90
Lane Group L C R L C R C C
Lane Group Calculations
Scenario 1: 1 AM Existing (Year 2021)
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
C-7
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 45.08 7.68 4.29 48.40 7.68 6.08 39.29 39.29 39.29 33.02 33.02 33.02 Movement LOS D A A D A A D D D C C C
d_A, Approach Delay [s/veh] 8.89 7.89 39.29 33.02
Approach LOS A A D C
d_I, Intersection Delay [s/veh] 11.00
Intersection LOS B
Intersection V/C 0.592
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 11.0 11.0 11.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 34.67 34.67 34.67 34.67
I_p,int, Pedestrian LOS Score for Intersection 2.853 3.078 1.912 1.739 Crosswalk LOS C C A A
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 556 556 1022 1022 d_b, Bicycle Delay [s] 23.47 23.47 10.76 10.76
I_b,int, Bicycle LOS Score for Intersection 2.700 2.492 1.893 1.614 Bicycle LOS B B A A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 - 8 - - - - - - - - - - - -
Ring 1 1 2 - 4 - - - - - - - - - - - -
Sequence
Scenario 1: 1 AM Existing (Year 2021)
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
C-8
Volume to Capacity (v/c): 0.488
Level Of Service: C
Delay (sec / veh): 27.8
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 3: Walnut Avenue at E. 20th Street/Alamitos Avenue Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 60.00 100.0 100.0 60.00 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 No. of Lanes in Entry Pocket 1 0 0 1 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Walnut Avenue Walnut Avenue E. 20th Street Alamitos Avenue Intersection Setup
Scenario 1: 1 AM Existing (Year 2021)
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
C-9
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 67 334 59 46 199 59 87 145 112 63 143 34 Total 15-Minute Volume [veh/h] 17 84 15 12 50 15 22 36 28 16 36 9 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 0.757 0.757 0.757 0.757 0.757 0.757 0.757 0.757 0.757 0.757 0.757 0.757 Total Hourly Volume [veh/h] 51 253 45 35 151 45 66 110 85 48 108 26 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 51 253 45 35 151 45 66 110 85 48 108 26 Name Walnut Avenue Walnut Avenue E. 20th Street Alamitos Avenue Volumes
Scenario 1: 1 AM Existing (Year 2021)
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
C-10
Pedestrian Clearance [s] 22
Pedestrian Walk [s] 7
Pedestrian Signal Group 9
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No
Maximum Recall No No No No
Minimum Recall No No No No
l2, Clearance Lost Time [s] 0.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 l1, Start-Up Lost Time [s] 0.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 Rest In Walk
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 14 0 0 14 0 0 13 0 0 13 0
Walk [s] 0 7 0 0 7 0 0 7 0 0 7 0
Vehicle Extension [s] 0.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 Split [s] 0 25 0 0 25 0 0 36 0 0 36 0
All red [s] 0.0 1.0 0.0 0.0 1.0 0.0 0.0 1.0 0.0 0.0 1.0 0.0 Amber [s] 0.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 Maximum Green [s] 0 30 0 0 30 0 0 30 0 0 30 0
Minimum Green [s] 0 7 0 0 7 0 0 7 0 0 7 0
Lead / Lag - - - - - - - - - - - -
Auxiliary Signal Groups
Signal Group 0 6 0 0 2 0 0 8 0 0 4 0
Control Type Permi Permi Permi Permi Permi Permi Permi Permi Permi Permi Permi Permi Phasing & Timing
Lost time [s] 8.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Scenario 1: 1 AM Existing (Year 2021)
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
C-11
95th-Percentile Queue Length [ft/ln] 51.65 264.45 39.33 171.12 310.45 205.44 95th-Percentile Queue Length [veh/ln] 2.07 10.58 1.57 6.84 12.42 8.22 50th-Percentile Queue Length [ft/ln] 28.69 160.55 21.85 95.07 195.73 116.82 50th-Percentile Queue Length [veh/ln] 1.15 6.42 0.87 3.80 7.83 4.67 Critical Lane Group No Yes No No Yes No
Lane Group LOS C C C B D C
d, Delay for Lane Group [s/veh] 24.58 22.13 28.78 19.21 38.95 31.15 X, volume / capacity 0.16 0.52 0.15 0.35 0.81 0.60
Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00
Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00
d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 0.85 2.53 1.00 1.26 6.26 1.49 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.50 0.50 0.50 0.50 0.19 0.11
d1, Uniform Delay [s] 23.73 19.60 27.78 17.95 32.70 29.67 c, Capacity [veh/h] 412 757 311 747 427 397
s, saturation flow rate [veh/h] 1121 1822 991 1797 1503 1383 (v / s)_i Volume / Saturation Flow Rate 0.06 0.22 0.05 0.14 0.23 0.17 g / C, Green / Cycle 0.41 0.41 0.41 0.41 0.25 0.25
g_i, Effective Green Time [s] 37 37 37 37 23 23
l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 2.00 0.00 2.00 0.00 2.00 2.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 90 90 90 90 90 90
Lane Group L C L C C C
Lane Group Calculations
Scenario 1: 1 AM Existing (Year 2021)
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
C-12
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 24.58 22.13 22.13 28.78 19.21 19.21 38.95 38.95 38.95 31.15 31.15 31.15 Movement LOS C C C C B B D D D C C C
d_A, Approach Delay [s/veh] 22.49 20.66 38.95 31.15
Approach LOS C C D C
d_I, Intersection Delay [s/veh] 27.82
Intersection LOS C
Intersection V/C 0.488
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 11.0 11.0 11.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 34.67 34.67 34.67 34.67
I_p,int, Pedestrian LOS Score for Intersection 2.300 2.310 2.109 2.019 Crosswalk LOS B B B B
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 467 467 711 711 d_b, Bicycle Delay [s] 26.45 26.45 18.69 18.69
I_b,int, Bicycle LOS Score for Intersection 2.319 2.061 2.127 1.956 Bicycle LOS B B B A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - 6 - 8 - - - - - - - - - - - -
Ring 1 - 2 - 4 9 - - - - - - - - - - -
Sequence
Scenario 1: 1 AM Existing (Year 2021)
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
C-13
Volume to Capacity (v/c): 0.582
Level Of Service: B
Delay (sec / veh): 14.5
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: All-way stop
Intersection 1: Walnut Avenue at Hill Street
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.0 100.0 100.0 100.0 100.0 54.00 100.0 100.0 100.0 100.0 100.0 100.0 No. of Lanes in Entry Pocket 0 0 0 0 0 1 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Walnut Avenue Walnut Avenue Hill Street Hill Street Intersection Setup
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 43 241 77 38 251 65 38 113 30 44 108 37 Total 15-Minute Volume [veh/h] 11 60 19 10 63 16 10 28 7 11 27 9 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 0.914 0.914 0.914 0.914 0.914 0.914 0.914 0.914 0.914 0.914 0.914 0.914 Total Hourly Volume [veh/h] 39 220 70 35 229 59 35 103 27 40 99 34 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 39 220 70 35 229 59 35 103 27 40 99 34 Name Walnut Avenue Walnut Avenue Hill Street Hill Street Volumes
Scenario 2: 2 PM Existing (Year 2021)
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
C-14
Intersection LOS B
Intersection Delay [s/veh] 14.47
Approach LOS C B B B
Approach Delay [s/veh] 16.58 14.44 12.37 12.49
95th-Percentile Queue Length [ft] 93.71 73.03 8.43 34.45 36.37 95th-Percentile Queue Length [veh] 3.75 2.92 0.34 1.38 1.45 Movement, Approach, & Intersection Results
Degree of Utilization, x 0.58 0.51 0.10 0.32 0.33
Capacity per Entry Lane [veh/h] 620 563 641 564 567
Lanes
Intersection Settings
Scenario 2: 2 PM Existing (Year 2021)
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
C-15
Volume to Capacity (v/c): 0.661
Level Of Service: B
Delay (sec / veh): 13.6
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 2: Cherry Avenue at Hill Street
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 200.0 100.0 100.0 186.0 100.0 89.00 100.0 100.0 100.0 100.0 100.0 100.0 No. of Lanes in Entry Pocket 1 0 0 1 0 1 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Cherry Avenue Cherry Avenue Hill Street Hill Street Intersection Setup
Scenario 2: 2 PM Existing (Year 2021)
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
C-16
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 54 1110 10 22 1350 168 173 2 72 5 2 11 Total 15-Minute Volume [veh/h] 14 278 2 6 338 42 43 1 18 1 1 3 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 0.942 0.942 0.942 0.942 0.942 0.942 0.942 0.942 0.942 0.942 0.942 0.942 Total Hourly Volume [veh/h] 51 1046 9 21 1272 158 163 2 68 5 2 10 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 51 1046 9 21 1272 158 163 2 68 5 2 10 Name Cherry Avenue Cherry Avenue Hill Street Hill Street Volumes
Scenario 2: 2 PM Existing (Year 2021)
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
C-17
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No
Maximum Recall No No No No No No
Minimum Recall No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 12 0 0 18 0 0 25 0 0 25 0
Walk [s] 0 7 0 0 7 0 0 7 0 0 7 0
Vehicle Extension [s] 3.0 3.0 0.0 3.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 Split [s] 11 25 0 15 29 0 0 50 0 0 50 0
All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 0.0 1.0 0.0 0.0 1.0 0.0 Amber [s] 3.0 3.0 0.0 3.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 Maximum Green [s] 30 30 0 30 30 0 0 30 0 0 30 0
Minimum Green [s] 7 7 0 7 7 0 0 7 0 0 7 0
Lead / Lag Lead - - Lead - - - - - - - -
Auxiliary Signal Groups
Signal Group 1 6 0 5 2 0 0 8 0 0 4 0
Control Type Protec Permi Permi Protec Permi Permi Permi Permi Permi Permi Permi Permi Phasing & Timing
Lost time [s] 12.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Scenario 2: 2 PM Existing (Year 2021)
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
C-18
95th-Percentile Queue Length [ft/ln] 56.88 217.7 2.92 24.06 300.7 60.13 230.17 14.55 95th-Percentile Queue Length [veh/ln] 2.28 8.71 0.12 0.96 12.03 2.41 9.21 0.58 50th-Percentile Queue Length [ft/ln] 31.60 125.7 1.62 13.36 188.2 33.40 134.92 8.08 50th-Percentile Queue Length [veh/ln] 1.26 5.03 0.06 0.53 7.53 1.34 5.40 0.32 Critical Lane Group Yes No No No Yes No Yes No
Lane Group LOS D A A D B A D C
d, Delay for Lane Group [s/veh] 45.03 8.95 5.71 46.11 11.69 7.61 37.91 30.13 X, volume / capacity 0.52 0.48 0.01 0.36 0.61 0.17 0.71 0.05 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 3.89 0.73 0.02 3.58 1.27 0.37 2.61 0.06 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.50 0.50 0.11 0.50 0.50 0.11 0.11 d1, Uniform Delay [s] 41.14 8.22 5.69 42.53 10.42 7.23 35.30 30.08 c, Capacity [veh/h] 105 2298 1026 61 2211 987 350 365
s, saturation flow rate [veh/h] 1781 3560 1589 1781 3560 1589 1508 1679 (v / s)_i Volume / Saturation Flow Rate 0.03 0.31 0.01 0.01 0.38 0.11 0.16 0.01 g / C, Green / Cycle 0.06 0.65 0.65 0.03 0.62 0.62 0.19 0.19 g_i, Effective Green Time [s] 5 58 58 3 56 56 17 17
l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 2.00 2.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 90 90 90 90 90 90 90 90
Lane Group L C R L C R C C
Lane Group Calculations
Scenario 2: 2 PM Existing (Year 2021)
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
C-19
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 45.03 8.95 5.71 46.11 11.69 7.61 37.91 37.91 37.91 30.13 30.13 30.13 Movement LOS D A A D B A D D D C C C
d_A, Approach Delay [s/veh] 10.58 11.74 37.91 30.13
Approach LOS B B D C
d_I, Intersection Delay [s/veh] 13.56
Intersection LOS B
Intersection V/C 0.661
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 11.0 11.0 11.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 34.67 34.67 34.67 34.67
I_p,int, Pedestrian LOS Score for Intersection 2.882 3.159 1.944 1.740 Crosswalk LOS C C A A
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 467 556 1022 1022 d_b, Bicycle Delay [s] 26.45 23.47 10.76 10.76
I_b,int, Bicycle LOS Score for Intersection 2.528 2.830 1.967 1.589 Bicycle LOS B C A A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 - 8 - - - - - - - - - - - -
Ring 1 1 2 - 4 - - - - - - - - - - - -
Sequence
Scenario 2: 2 PM Existing (Year 2021)
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
C-20
Volume to Capacity (v/c): 0.293
Level Of Service: C
Delay (sec / veh): 20.4
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 3: Walnut Avenue at E. 20th Street/Alamitos Avenue Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 60.00 100.0 100.0 60.00 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 No. of Lanes in Entry Pocket 1 0 0 1 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Walnut Avenue Walnut Avenue E. 20th Street Alamitos Avenue Intersection Setup
Scenario 2: 2 PM Existing (Year 2021)
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
C-21
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 28 243 46 30 278 33 49 89 31 41 39 22 Total 15-Minute Volume [veh/h] 7 61 12 7 70 8 12 22 8 10 10 5 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 0.971 0.971 0.971 0.971 0.971 0.971 0.971 0.971 0.971 0.971 0.971 0.971 Total Hourly Volume [veh/h] 27 236 45 29 270 32 48 86 30 40 38 21 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 27 236 45 29 270 32 48 86 30 40 38 21 Name Walnut Avenue Walnut Avenue E. 20th Street Alamitos Avenue Volumes
Scenario 2: 2 PM Existing (Year 2021)
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
C-22
Pedestrian Clearance [s] 22
Pedestrian Walk [s] 7
Pedestrian Signal Group 9
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No
Maximum Recall No No No No
Minimum Recall No No No No
l2, Clearance Lost Time [s] 0.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 l1, Start-Up Lost Time [s] 0.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 Rest In Walk
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 14 0 0 14 0 0 13 0 0 13 0
Walk [s] 0 7 0 0 7 0 0 7 0 0 7 0
Vehicle Extension [s] 0.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 Split [s] 0 25 0 0 25 0 0 36 0 0 36 0
All red [s] 0.0 1.0 0.0 0.0 1.0 0.0 0.0 1.0 0.0 0.0 1.0 0.0 Amber [s] 0.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 Maximum Green [s] 0 30 0 0 30 0 0 30 0 0 30 0
Minimum Green [s] 0 7 0 0 7 0 0 7 0 0 7 0
Lead / Lag - - - - - - - - - - - -
Auxiliary Signal Groups
Signal Group 0 6 0 0 2 0 0 8 0 0 4 0
Control Type Permi Permi Permi Permi Permi Permi Permi Permi Permi Permi Permi Permi Phasing & Timing
Lost time [s] 8.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Scenario 2: 2 PM Existing (Year 2021)
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
C-23
95th-Percentile Queue Length [ft/ln] 16.16 139.37 17.06 151.94 170.32 97.42 95th-Percentile Queue Length [veh/ln] 0.65 5.57 0.68 6.08 6.81 3.90 50th-Percentile Queue Length [ft/ln] 8.98 77.43 9.48 84.41 94.62 54.12 50th-Percentile Queue Length [veh/ln] 0.36 3.10 0.38 3.38 3.78 2.16 Critical Lane Group No No No Yes Yes No
Lane Group LOS B B B B D D
d, Delay for Lane Group [s/veh] 15.57 11.70 15.21 11.90 41.50 38.41 X, volume / capacity 0.05 0.29 0.05 0.31 0.66 0.43
Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00
Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00
d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 0.19 0.74 0.19 0.80 2.87 1.22 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.50 0.50 0.50 0.50 0.11 0.11
d1, Uniform Delay [s] 15.38 10.96 15.03 11.10 38.63 37.19 c, Capacity [veh/h] 532 996 549 1005 257 238
s, saturation flow rate [veh/h] 1068 1819 1090 1836 1725 1531 (v / s)_i Volume / Saturation Flow Rate 0.03 0.16 0.03 0.17 0.10 0.07 g / C, Green / Cycle 0.55 0.55 0.55 0.55 0.12 0.12
g_i, Effective Green Time [s] 49 49 49 49 11 11
l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 2.00 0.00 2.00 0.00 2.00 2.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 90 90 90 90 90 90
Lane Group L C L C C C
Lane Group Calculations
Scenario 2: 2 PM Existing (Year 2021)
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
C-24
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 15.57 11.70 11.70 15.21 11.90 11.90 41.50 41.50 41.50 38.41 38.41 38.41 Movement LOS B B B B B B D D D D D D
d_A, Approach Delay [s/veh] 12.04 12.20 41.50 38.41
Approach LOS B B D D
d_I, Intersection Delay [s/veh] 20.35
Intersection LOS C
Intersection V/C 0.293
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 11.0 11.0 11.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 34.67 34.67 34.67 34.67
I_p,int, Pedestrian LOS Score for Intersection 2.215 2.222 1.885 1.887 Crosswalk LOS B B A A
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 467 467 711 711 d_b, Bicycle Delay [s] 26.45 26.45 18.69 18.69
I_b,int, Bicycle LOS Score for Intersection 2.083 2.122 1.838 1.728 Bicycle LOS B B A A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - 6 - 8 - - - - - - - - - - - -
Ring 1 - 2 - 4 9 - - - - - - - - - - -
Sequence
Scenario 2: 2 PM Existing (Year 2021)
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
C-25
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 2-16-3695-1 Kendall-Palm Commercial, San Bernardino
N:\4300\2204324 - American University of Health Sciences, Signal Hill\Report\4324 Sub-Dividers.doc
APPENDIX C-II
EXISTING (YEAR 2021) PLUS PROJECT
TRAFFIC CONDITIONS
C-26
Volume to Capacity (v/c): 0.635
Level Of Service: C
Delay (sec / veh): 16.0
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: All-way stop
Intersection 1: Walnut Avenue at Hill Street
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 54.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 1 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Walnut Avenue Walnut Avenue Hill Street Hill Street Intersection Setup
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 36 289 33 65 195 186 28 105 63 107 95 47 Total 15-Minute Volume [veh/h] 9 72 8 16 49 46 7 26 16 27 24 12 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.7590 0.7590 0.7590 0.7590 0.7590 0.7590 0.7590 0.7590 0.7590 0.7590 0.7590 0.7590 Total Hourly Volume [veh/h] 27 219 25 49 148 141 21 80 48 81 72 36 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 27 219 25 49 148 141 21 80 48 81 72 36 Name Walnut Avenue Walnut Avenue Hill Street Hill Street Volumes
Scenario 3: 3 AM Existing (Year 2021) + Project
AUHS, Signal Hill
Version 2021 (SP 0-6)
Generated with
C-27
Intersection LOS C
Intersection Delay [s/veh] 16.03
Approach LOS C B B C
Approach Delay [s/veh] 19.83 14.30 13.68 15.49
95th-Percentile Queue Length [ft] 111.25 68.88 33.36 42.15 61.30 95th-Percentile Queue Length [veh] 4.45 2.76 1.33 1.69 2.45 Movement, Approach, & Intersection Results
Degree of Utilization, x 0.64 0.50 0.31 0.37 0.47
Capacity per Entry Lane [veh/h] 564 521 593 531 534
Lanes
Intersection Settings
Scenario 3: 3 AM Existing (Year 2021) + Project
AUHS, Signal Hill
Version 2021 (SP 0-6)
Generated with
C-28
Volume to Capacity (v/c): 0.592
Level Of Service: B
Delay (sec / veh): 11.0
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 2: Cherry Avenue at Hill Street
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 200.0 100.0 100.0 186.0 100.0 89.00 100.0 100.0 100.0 100.0 100.0 100.0 No. of Lanes in Entry Pocket 1 0 0 1 0 1 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Cherry Avenue Cherry Avenue Hill Street Hill Street Intersection Setup
Scenario 3: 3 AM Existing (Year 2021) + Project
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
C-29
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 45 1333 4 12 962 158 140 1 61 6 3 24 Total 15-Minute Volume [veh/h] 11 333 1 3 240 40 35 0 15 2 1 6 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 0.942 0.942 0.942 0.942 0.942 0.942 0.942 0.942 0.942 0.942 0.942 0.942 Total Hourly Volume [veh/h] 42 1256 4 11 906 149 132 1 57 6 3 23 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 42 1256 4 11 906 149 132 1 57 6 3 23 Name Cherry Avenue Cherry Avenue Hill Street Hill Street Volumes
Scenario 3: 3 AM Existing (Year 2021) + Project
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
C-30
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No
Maximum Recall No No No No No No
Minimum Recall No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 12 0 0 18 0 0 25 0 0 25 0
Walk [s] 0 7 0 0 7 0 0 7 0 0 7 0
Vehicle Extension [s] 3.0 3.0 0.0 3.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 Split [s] 11 29 0 11 29 0 0 50 0 0 50 0
All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 0.0 1.0 0.0 0.0 1.0 0.0 Amber [s] 3.0 3.0 0.0 3.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 Maximum Green [s] 30 30 0 30 30 0 0 30 0 0 30 0
Minimum Green [s] 7 7 0 7 7 0 0 7 0 0 7 0
Lead / Lag Lead - - Lead - - - - - - - -
Auxiliary Signal Groups
Signal Group 1 6 0 5 2 0 0 8 0 0 4 0
Control Type Protec Permi Permi Protec Permi Permi Permi Permi Permi Permi Permi Permi Phasing & Timing
Lost time [s] 12.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Scenario 3: 3 AM Existing (Year 2021) + Project
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
C-31
95th-Percentile Queue Length [ft/ln] 47.55 230.4 0.95 14.04 174.0 48.25 197.79 28.28 95th-Percentile Queue Length [veh/ln] 1.90 9.22 0.04 0.56 6.96 1.93 7.91 1.13 50th-Percentile Queue Length [ft/ln] 26.42 135.1 0.53 7.80 96.69 26.80 111.28 15.71 50th-Percentile Queue Length [veh/ln] 1.06 5.40 0.02 0.31 3.87 1.07 4.45 0.63 Critical Lane Group No Yes No Yes No No Yes No
Lane Group LOS D A A D A A D C
d, Delay for Lane Group [s/veh] 45.08 7.68 4.29 48.40 7.68 6.09 39.29 33.02 X, volume / capacity 0.48 0.54 0.00 0.32 0.41 0.15 0.67 0.11 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 3.67 0.86 0.01 4.95 0.53 0.30 2.52 0.15 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.50 0.50 0.11 0.50 0.50 0.11 0.11 d1, Uniform Delay [s] 41.40 6.83 4.28 43.45 7.14 5.79 36.78 32.87 c, Capacity [veh/h] 95 2464 1100 37 2349 1048 303 311
s, saturation flow rate [veh/h] 1781 3560 1589 1781 3560 1589 1530 1712 (v / s)_i Volume / Saturation Flow Rate 0.03 0.37 0.00 0.01 0.27 0.10 0.13 0.02 g / C, Green / Cycle 0.05 0.69 0.69 0.02 0.66 0.66 0.15 0.15 g_i, Effective Green Time [s] 5 62 62 2 59 59 14 14
l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 2.00 2.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 90 90 90 90 90 90 90 90
Lane Group L C R L C R C C
Lane Group Calculations
Scenario 3: 3 AM Existing (Year 2021) + Project
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
C-32
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 45.08 7.68 4.29 48.40 7.68 6.09 39.29 39.29 39.29 33.02 33.02 33.02 Movement LOS D A A D A A D D D C C C
d_A, Approach Delay [s/veh] 8.89 7.89 39.29 33.02
Approach LOS A A D C
d_I, Intersection Delay [s/veh] 11.00
Intersection LOS B
Intersection V/C 0.592
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 11.0 11.0 11.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 34.67 34.67 34.67 34.67
I_p,int, Pedestrian LOS Score for Intersection 2.853 3.079 1.913 1.739 Crosswalk LOS C C A A
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 556 556 1022 1022 d_b, Bicycle Delay [s] 23.47 23.47 10.76 10.76
I_b,int, Bicycle LOS Score for Intersection 2.700 2.494 1.893 1.614 Bicycle LOS B B A A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 - 8 - - - - - - - - - - - -
Ring 1 1 2 - 4 - - - - - - - - - - - -
Sequence
Scenario 3: 3 AM Existing (Year 2021) + Project
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
C-33
Volume to Capacity (v/c): 0.490
Level Of Service: C
Delay (sec / veh): 27.8
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 3: Walnut Avenue at E. 20th Street/Alamitos Avenue Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 60.00 100.0 100.0 60.00 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 No. of Lanes in Entry Pocket 1 0 0 1 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Walnut Avenue Walnut Avenue E. 20th Street Alamitos Avenue Intersection Setup
Scenario 3: 3 AM Existing (Year 2021) + Project
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
C-34
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 67 337 59 46 199 59 87 145 112 63 143 34 Total 15-Minute Volume [veh/h] 17 84 15 12 50 15 22 36 28 16 36 9 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 0.757 0.757 0.757 0.757 0.757 0.757 0.757 0.757 0.757 0.757 0.757 0.757 Total Hourly Volume [veh/h] 51 255 45 35 151 45 66 110 85 48 108 26 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 51 255 45 35 151 45 66 110 85 48 108 26 Name Walnut Avenue Walnut Avenue E. 20th Street Alamitos Avenue Volumes
Scenario 3: 3 AM Existing (Year 2021) + Project
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
C-35
Pedestrian Clearance [s] 22
Pedestrian Walk [s] 7
Pedestrian Signal Group 9
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No
Maximum Recall No No No No
Minimum Recall No No No No
l2, Clearance Lost Time [s] 0.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 l1, Start-Up Lost Time [s] 0.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 Rest In Walk
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 14 0 0 14 0 0 13 0 0 13 0
Walk [s] 0 7 0 0 7 0 0 7 0 0 7 0
Vehicle Extension [s] 0.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 Split [s] 0 25 0 0 25 0 0 36 0 0 36 0
All red [s] 0.0 1.0 0.0 0.0 1.0 0.0 0.0 1.0 0.0 0.0 1.0 0.0 Amber [s] 0.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 Maximum Green [s] 0 30 0 0 30 0 0 30 0 0 30 0
Minimum Green [s] 0 7 0 0 7 0 0 7 0 0 7 0
Lead / Lag - - - - - - - - - - - -
Auxiliary Signal Groups
Signal Group 0 6 0 0 2 0 0 8 0 0 4 0
Control Type Permi Permi Permi Permi Permi Permi Permi Permi Permi Permi Permi Permi Phasing & Timing
Lost time [s] 8.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Scenario 3: 3 AM Existing (Year 2021) + Project
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
C-36
95th-Percentile Queue Length [ft/ln] 51.65 266.61 39.45 171.12 310.45 205.44 95th-Percentile Queue Length [veh/ln] 2.07 10.66 1.58 6.84 12.42 8.22 50th-Percentile Queue Length [ft/ln] 28.69 162.18 21.91 95.07 195.73 116.82 50th-Percentile Queue Length [veh/ln] 1.15 6.49 0.88 3.80 7.83 4.67 Critical Lane Group No Yes No No Yes No
Lane Group LOS C C C B D C
d, Delay for Lane Group [s/veh] 24.58 22.21 28.91 19.21 38.95 31.15 X, volume / capacity 0.16 0.52 0.15 0.35 0.81 0.60
Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00
Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00
d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 0.85 2.57 1.02 1.26 6.26 1.49 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.50 0.50 0.50 0.50 0.19 0.11
d1, Uniform Delay [s] 23.73 19.64 27.89 17.95 32.70 29.67 c, Capacity [veh/h] 412 757 309 747 427 397
s, saturation flow rate [veh/h] 1121 1822 988 1797 1503 1383 (v / s)_i Volume / Saturation Flow Rate 0.06 0.22 0.05 0.14 0.23 0.17 g / C, Green / Cycle 0.41 0.41 0.41 0.41 0.25 0.25
g_i, Effective Green Time [s] 37 37 37 37 23 23
l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 2.00 0.00 2.00 0.00 2.00 2.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 90 90 90 90 90 90
Lane Group L C L C C C
Lane Group Calculations
Scenario 3: 3 AM Existing (Year 2021) + Project
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
C-37
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 24.58 22.21 22.21 28.91 19.21 19.21 38.95 38.95 38.95 31.15 31.15 31.15 Movement LOS C C C C B B D D D C C C
d_A, Approach Delay [s/veh] 22.55 20.68 38.95 31.15
Approach LOS C C D C
d_I, Intersection Delay [s/veh] 27.84
Intersection LOS C
Intersection V/C 0.490
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 11.0 11.0 11.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 34.67 34.67 34.67 34.67
I_p,int, Pedestrian LOS Score for Intersection 2.301 2.311 2.109 2.019 Crosswalk LOS B B B B
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 467 467 711 711 d_b, Bicycle Delay [s] 26.45 26.45 18.69 18.69
I_b,int, Bicycle LOS Score for Intersection 2.324 2.061 2.127 1.956 Bicycle LOS B B B A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - 6 - 8 - - - - - - - - - - - -
Ring 1 - 2 - 4 9 - - - - - - - - - - -
Sequence
Scenario 3: 3 AM Existing (Year 2021) + Project
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
C-38
Volume to Capacity (v/c): 0.589
Level Of Service: B
Delay (sec / veh): 14.6
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: All-way stop
Intersection 1: Walnut Avenue at Hill Street
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 54.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 1 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Walnut Avenue Walnut Avenue Hill Street Hill Street Intersection Setup
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 45 241 78 38 251 65 38 113 32 45 108 37 Total 15-Minute Volume [veh/h] 11 60 19 10 63 16 10 28 8 11 27 9 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9140 0.9140 0.9140 0.9140 0.9140 0.9140 0.9140 0.9140 0.9140 0.9140 0.9140 0.9140 Total Hourly Volume [veh/h] 41 220 71 35 229 59 35 103 29 41 99 34 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 41 220 71 35 229 59 35 103 29 41 99 34 Name Walnut Avenue Walnut Avenue Hill Street Hill Street Volumes
Scenario 4: 4 PM Existing (Year 2021) + Project
AUHS, Signal Hill
Version 2021 (SP 0-6)
Generated with
C-39
Intersection LOS B
Intersection Delay [s/veh] 14.60
Approach LOS C B B B
Approach Delay [s/veh] 16.83 14.52 12.45 12.57
95th-Percentile Queue Length [ft] 95.89 73.48 8.47 35.10 36.85 95th-Percentile Queue Length [veh] 3.84 2.94 0.34 1.40 1.47 Movement, Approach, & Intersection Results
Degree of Utilization, x 0.59 0.52 0.10 0.33 0.34
Capacity per Entry Lane [veh/h] 618 560 638 563 565
Lanes
Intersection Settings
Scenario 4: 4 PM Existing (Year 2021) + Project
AUHS, Signal Hill
Version 2021 (SP 0-6)
Generated with
C-40
Volume to Capacity (v/c): 0.662
Level Of Service: B
Delay (sec / veh): 13.6
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 2: Cherry Avenue at Hill Street
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 200.0 100.0 100.0 186.0 100.0 89.00 100.0 100.0 100.0 100.0 100.0 100.0 No. of Lanes in Entry Pocket 1 0 0 1 0 1 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Cherry Avenue Cherry Avenue Hill Street Hill Street Intersection Setup
Scenario 4: 4 PM Existing (Year 2021) + Project
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
C-41
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 54 1110 10 22 1350 169 174 2 72 5 2 11 Total 15-Minute Volume [veh/h] 14 278 2 6 338 42 44 1 18 1 1 3 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 0.942 0.942 0.942 0.942 0.942 0.942 0.942 0.942 0.942 0.942 0.942 0.942 Total Hourly Volume [veh/h] 51 1046 9 21 1272 159 164 2 68 5 2 10 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 51 1046 9 21 1272 159 164 2 68 5 2 10 Name Cherry Avenue Cherry Avenue Hill Street Hill Street Volumes
Scenario 4: 4 PM Existing (Year 2021) + Project
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
C-42
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No
Maximum Recall No No No No No No
Minimum Recall No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 12 0 0 18 0 0 25 0 0 25 0
Walk [s] 0 7 0 0 7 0 0 7 0 0 7 0
Vehicle Extension [s] 3.0 3.0 0.0 3.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 Split [s] 11 25 0 15 29 0 0 50 0 0 50 0
All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 0.0 1.0 0.0 0.0 1.0 0.0 Amber [s] 3.0 3.0 0.0 3.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 Maximum Green [s] 30 30 0 30 30 0 0 30 0 0 30 0
Minimum Green [s] 7 7 0 7 7 0 0 7 0 0 7 0
Lead / Lag Lead - - Lead - - - - - - - -
Auxiliary Signal Groups
Signal Group 1 6 0 5 2 0 0 8 0 0 4 0
Control Type Protec Permi Permi Protec Permi Permi Permi Permi Permi Permi Permi Permi Phasing & Timing
Lost time [s] 12.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Scenario 4: 4 PM Existing (Year 2021) + Project
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
C-43
95th-Percentile Queue Length [ft/ln] 56.88 218.2 2.92 24.06 301.4 60.69 230.87 14.53 95th-Percentile Queue Length [veh/ln] 2.28 8.73 0.12 0.96 12.06 2.43 9.23 0.58 50th-Percentile Queue Length [ft/ln] 31.60 126.1 1.62 13.36 188.7 33.72 135.44 8.07 50th-Percentile Queue Length [veh/ln] 1.26 5.05 0.06 0.53 7.55 1.35 5.42 0.32 Critical Lane Group Yes No No No Yes No Yes No
Lane Group LOS D A A D B A D C
d, Delay for Lane Group [s/veh] 45.03 8.98 5.73 46.11 11.73 7.64 37.88 30.08 X, volume / capacity 0.52 0.48 0.01 0.36 0.61 0.17 0.71 0.05 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 3.89 0.73 0.02 3.58 1.27 0.38 2.61 0.05 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.50 0.50 0.11 0.50 0.50 0.11 0.11 d1, Uniform Delay [s] 41.14 8.25 5.72 42.53 10.46 7.27 35.26 30.02 c, Capacity [veh/h] 105 2296 1025 61 2208 986 351 366
s, saturation flow rate [veh/h] 1781 3560 1589 1781 3560 1589 1508 1679 (v / s)_i Volume / Saturation Flow Rate 0.03 0.31 0.01 0.01 0.38 0.11 0.16 0.01 g / C, Green / Cycle 0.06 0.65 0.65 0.03 0.62 0.62 0.19 0.19 g_i, Effective Green Time [s] 5 58 58 3 56 56 17 17
l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 2.00 2.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 90 90 90 90 90 90 90 90
Lane Group L C R L C R C C
Lane Group Calculations
Scenario 4: 4 PM Existing (Year 2021) + Project
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
C-44
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 45.03 8.98 5.73 46.11 11.73 7.64 37.88 37.88 37.88 30.08 30.08 30.08 Movement LOS D A A D B A D D D C C C
d_A, Approach Delay [s/veh] 10.61 11.78 37.88 30.08
Approach LOS B B D C
d_I, Intersection Delay [s/veh] 13.60
Intersection LOS B
Intersection V/C 0.662
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 11.0 11.0 11.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 34.67 34.67 34.67 34.67
I_p,int, Pedestrian LOS Score for Intersection 2.882 3.161 1.945 1.740 Crosswalk LOS C C A A
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 467 556 1022 1022 d_b, Bicycle Delay [s] 26.45 23.47 10.76 10.76
I_b,int, Bicycle LOS Score for Intersection 2.528 2.831 1.969 1.589 Bicycle LOS B C A A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 - 8 - - - - - - - - - - - -
Ring 1 1 2 - 4 - - - - - - - - - - - -
Sequence
Scenario 4: 4 PM Existing (Year 2021) + Project
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
C-45
Volume to Capacity (v/c): 0.294
Level Of Service: C
Delay (sec / veh): 20.3
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 3: Walnut Avenue at E. 20th Street/Alamitos Avenue Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 60.00 100.0 100.0 60.00 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 No. of Lanes in Entry Pocket 1 0 0 1 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Walnut Avenue Walnut Avenue E. 20th Street Alamitos Avenue Intersection Setup
Scenario 4: 4 PM Existing (Year 2021) + Project
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
C-46
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 28 245 46 30 279 33 49 89 31 41 39 22 Total 15-Minute Volume [veh/h] 7 61 12 7 70 8 12 22 8 10 10 5 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 0.971 0.971 0.971 0.971 0.971 0.971 0.971 0.971 0.971 0.971 0.971 0.971 Total Hourly Volume [veh/h] 27 238 45 29 271 32 48 86 30 40 38 21 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 27 238 45 29 271 32 48 86 30 40 38 21 Name Walnut Avenue Walnut Avenue E. 20th Street Alamitos Avenue Volumes
Scenario 4: 4 PM Existing (Year 2021) + Project
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
C-47
Pedestrian Clearance [s] 22
Pedestrian Walk [s] 7
Pedestrian Signal Group 9
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No
Maximum Recall No No No No
Minimum Recall No No No No
l2, Clearance Lost Time [s] 0.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 l1, Start-Up Lost Time [s] 0.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 Rest In Walk
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 14 0 0 14 0 0 13 0 0 13 0
Walk [s] 0 7 0 0 7 0 0 7 0 0 7 0
Vehicle Extension [s] 0.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 Split [s] 0 37 0 0 37 0 0 24 0 0 24 0
All red [s] 0.0 1.0 0.0 0.0 1.0 0.0 0.0 1.0 0.0 0.0 1.0 0.0 Amber [s] 0.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 Maximum Green [s] 0 30 0 0 30 0 0 30 0 0 30 0
Minimum Green [s] 0 7 0 0 7 0 0 7 0 0 7 0
Lead / Lag - - - - - - - - - - - -
Auxiliary Signal Groups
Signal Group 0 6 0 0 2 0 0 8 0 0 4 0
Control Type Permi Permi Permi Permi Permi Permi Permi Permi Permi Permi Permi Permi Phasing & Timing
Lost time [s] 8.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Scenario 4: 4 PM Existing (Year 2021) + Project
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
C-48
95th-Percentile Queue Length [ft/ln] 16.09 140.23 16.99 152.21 170.77 97.62 95th-Percentile Queue Length [veh/ln] 0.64 5.61 0.68 6.09 6.83 3.90 50th-Percentile Queue Length [ft/ln] 8.94 77.90 9.44 84.56 94.87 54.23 50th-Percentile Queue Length [veh/ln] 0.36 3.12 0.38 3.38 3.79 2.17 Critical Lane Group No No No Yes Yes No
Lane Group LOS B B B B D D
d, Delay for Lane Group [s/veh] 15.44 11.68 15.11 11.87 41.69 38.53 X, volume / capacity 0.05 0.29 0.05 0.31 0.66 0.43
Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00
Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00
d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 0.19 0.74 0.19 0.80 2.97 1.26 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.50 0.50 0.50 0.50 0.11 0.11
d1, Uniform Delay [s] 15.26 10.93 14.92 11.07 38.72 37.28 c, Capacity [veh/h] 534 998 550 1007 254 235
s, saturation flow rate [veh/h] 1067 1819 1088 1836 1720 1521 (v / s)_i Volume / Saturation Flow Rate 0.03 0.16 0.03 0.17 0.10 0.07 g / C, Green / Cycle 0.55 0.55 0.55 0.55 0.12 0.12
g_i, Effective Green Time [s] 49 49 49 49 11 11
l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 2.00 0.00 2.00 0.00 2.00 2.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 90 90 90 90 90 90
Lane Group L C L C C C
Lane Group Calculations
Scenario 4: 4 PM Existing (Year 2021) + Project
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
C-49
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 15.44 11.68 11.68 15.11 11.87 11.87 41.69 41.69 41.69 38.53 38.53 38.53 Movement LOS B B B B B B D D D D D D
d_A, Approach Delay [s/veh] 12.01 12.15 41.69 38.53
Approach LOS B B D D
d_I, Intersection Delay [s/veh] 20.35
Intersection LOS C
Intersection V/C 0.294
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 11.0 11.0 11.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 34.67 34.67 34.67 34.67
I_p,int, Pedestrian LOS Score for Intersection 2.216 2.223 1.885 1.887 Crosswalk LOS B B A A
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 733 733 444 444 d_b, Bicycle Delay [s] 18.05 18.05 27.22 27.22
I_b,int, Bicycle LOS Score for Intersection 2.086 2.124 1.838 1.728 Bicycle LOS B B A A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - 6 - 8 - - - - - - - - - - - -
Ring 1 - 2 - 4 9 - - - - - - - - - - -
Sequence
Scenario 4: 4 PM Existing (Year 2021) + Project
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
C-50
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 2-16-3695-1 Kendall-Palm Commercial, San Bernardino
N:\4300\2204324 - American University of Health Sciences, Signal Hill\Report\4324 Sub-Dividers.doc
APPENDIX C-III
GENERAL PLAN BUILDOUT (YEAR 2040)
TRAFFIC CONDITIONS
C-51
Volume to Capacity (v/c): 0.829
Level Of Service: C
Delay (sec / veh): 24.4
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: All-way stop
Intersection 1: Walnut Avenue at Hill Street
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.0 100.0 100.0 100.0 100.0 54.00 100.0 100.0 100.0 100.0 100.0 100.0 No. of Lanes in Entry Pocket 0 0 0 0 0 1 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Walnut Avenue Walnut Avenue Hill Street Hill Street Intersection Setup
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 41 341 36 78 228 220 34 124 66 111 112 57 Total 15-Minute Volume [veh/h] 10 85 9 19 57 55 9 31 16 28 28 14 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 0.759 0.759 0.759 0.759 0.759 0.759 0.759 0.759 0.759 0.759 0.759 0.759 Total Hourly Volume [veh/h] 31 259 27 59 173 167 26 94 50 84 85 43 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 31 259 27 59 173 167 26 94 50 84 85 43 Name Walnut Avenue Walnut Avenue Hill Street Hill Street Volumes
Scenario 5: 5 AM 2040 GPB
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
C-52
Intersection LOS C
Intersection Delay [s/veh] 24.42
Approach LOS E C C C
Approach Delay [s/veh] 36.08 19.83 17.71 21.01
95th-Percentile Queue Length [ft] 206.19 115.33 51.12 64.16 93.92 95th-Percentile Queue Length [veh] 8.25 4.61 2.04 2.57 3.76 Movement, Approach, & Intersection Results
Degree of Utilization, x 0.83 0.65 0.42 0.48 0.59
Capacity per Entry Lane [veh/h] 504 468 527 465 473
Lanes
Intersection Settings
Scenario 5: 5 AM 2040 GPB
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
C-53
Volume to Capacity (v/c): 0.698
Level Of Service: B
Delay (sec / veh): 13.1
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 2: Cherry Avenue at Hill Street
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 200.0 100.0 100.0 186.0 100.0 89.00 100.0 100.0 100.0 100.0 100.0 100.0 No. of Lanes in Entry Pocket 1 0 0 1 0 1 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Cherry Avenue Cherry Avenue Hill Street Hill Street Intersection Setup
Scenario 5: 5 AM 2040 GPB
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
C-54
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 53 1575 5 14 1132 173 163 1 71 7 4 30 Total 15-Minute Volume [veh/h] 13 394 1 3 283 43 41 0 18 2 1 7 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 0.942 0.942 0.942 0.942 0.942 0.942 0.942 0.942 0.942 0.942 0.942 0.942 Total Hourly Volume [veh/h] 50 1484 5 13 1066 163 154 1 67 7 4 28 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 50 1484 5 13 1066 163 154 1 67 7 4 28 Name Cherry Avenue Cherry Avenue Hill Street Hill Street Volumes
Scenario 5: 5 AM 2040 GPB
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
C-55
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No
Maximum Recall No No No No No No
Minimum Recall No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 12 0 0 18 0 0 25 0 0 25 0
Walk [s] 0 7 0 0 7 0 0 7 0 0 7 0
Vehicle Extension [s] 3.0 3.0 0.0 3.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 Split [s] 11 29 0 11 29 0 0 50 0 0 50 0
All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 0.0 1.0 0.0 0.0 1.0 0.0 Amber [s] 3.0 3.0 0.0 3.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 Maximum Green [s] 30 30 0 30 30 0 0 30 0 0 30 0
Minimum Green [s] 7 7 0 7 7 0 0 7 0 0 7 0
Lead / Lag Lead - - Lead - - - - - - - -
Auxiliary Signal Groups
Signal Group 1 6 0 5 2 0 0 8 0 0 4 0
Control Type Protec Permi Permi Protec Permi Permi Permi Permi Permi Permi Permi Permi Phasing & Timing
Lost time [s] 12.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Scenario 5: 5 AM 2040 GPB
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
C-56
95th-Percentile Queue Length [ft/ln] 55.93 321.4 1.33 16.07 232.7 59.64 221.68 34.15 95th-Percentile Queue Length [veh/ln] 2.24 12.86 0.05 0.64 9.31 2.39 8.87 1.37 50th-Percentile Queue Length [ft/ln] 31.07 204.2 0.74 8.93 136.8 33.13 128.67 18.97 50th-Percentile Queue Length [veh/ln] 1.24 8.17 0.03 0.36 5.47 1.33 5.15 0.76 Critical Lane Group No Yes No Yes No No Yes No
Lane Group LOS D B A D A A D C
d, Delay for Lane Group [s/veh] 45.16 10.47 5.04 47.80 9.73 7.20 38.31 31.43 X, volume / capacity 0.52 0.66 0.00 0.33 0.50 0.17 0.70 0.12 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 3.96 1.48 0.01 4.55 0.81 0.37 2.62 0.15 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.50 0.50 0.11 0.50 0.50 0.11 0.11 d1, Uniform Delay [s] 41.19 8.99 5.03 43.25 8.93 6.83 35.69 31.28 c, Capacity [veh/h] 103 2372 1059 42 2251 1005 337 349
s, saturation flow rate [veh/h] 1781 3560 1589 1781 3560 1589 1522 1708 (v / s)_i Volume / Saturation Flow Rate 0.03 0.44 0.00 0.01 0.32 0.11 0.15 0.02 g / C, Green / Cycle 0.06 0.67 0.67 0.02 0.63 0.63 0.18 0.18 g_i, Effective Green Time [s] 5 60 60 2 57 57 16 16
l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 2.00 2.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 90 90 90 90 90 90 90 90
Lane Group L C R L C R C C
Lane Group Calculations
Scenario 5: 5 AM 2040 GPB
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
C-57
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 45.16 10.47 5.04 47.80 9.73 7.20 38.31 38.31 38.31 31.43 31.43 31.43 Movement LOS D B A D A A D D D C C C
d_A, Approach Delay [s/veh] 11.58 9.80 38.31 31.43
Approach LOS B A D C
d_I, Intersection Delay [s/veh] 13.05
Intersection LOS B
Intersection V/C 0.698
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 11.0 11.0 11.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 34.67 34.67 34.67 34.67
I_p,int, Pedestrian LOS Score for Intersection 2.924 3.186 1.941 1.744 Crosswalk LOS C C A A
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 556 556 1022 1022 d_b, Bicycle Delay [s] 23.47 23.47 10.76 10.76
I_b,int, Bicycle LOS Score for Intersection 2.907 2.648 1.947 1.627 Bicycle LOS C B A A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 - 8 - - - - - - - - - - - -
Ring 1 1 2 - 4 - - - - - - - - - - - -
Sequence
Scenario 5: 5 AM 2040 GPB
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
C-58
Volume to Capacity (v/c): 0.578
Level Of Service: C
Delay (sec / veh): 31.7
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 3: Walnut Avenue at E. 20th Street/Alamitos Avenue Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 60.00 100.0 100.0 60.00 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 No. of Lanes in Entry Pocket 1 0 0 1 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Walnut Avenue Walnut Avenue E. 20th Street Alamitos Avenue Intersection Setup
Scenario 5: 5 AM 2040 GPB
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
C-59
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 79 376 71 54 231 71 103 173 132 75 169 41 Total 15-Minute Volume [veh/h] 20 94 18 14 58 18 26 43 33 19 42 10 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 0.757 0.757 0.757 0.757 0.757 0.757 0.757 0.757 0.757 0.757 0.757 0.757 Total Hourly Volume [veh/h] 60 285 54 41 175 54 78 131 100 57 128 31 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 60 285 54 41 175 54 78 131 100 57 128 31 Name Walnut Avenue Walnut Avenue E. 20th Street Alamitos Avenue Volumes
Scenario 5: 5 AM 2040 GPB
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
C-60
Pedestrian Clearance [s] 22
Pedestrian Walk [s] 7
Pedestrian Signal Group 9
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No
Maximum Recall No No No No
Minimum Recall No No No No
l2, Clearance Lost Time [s] 0.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 l1, Start-Up Lost Time [s] 0.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 Rest In Walk
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 14 0 0 14 0 0 13 0 0 13 0
Walk [s] 0 7 0 0 7 0 0 7 0 0 7 0
Vehicle Extension [s] 0.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 Split [s] 0 25 0 0 25 0 0 36 0 0 36 0
All red [s] 0.0 1.0 0.0 0.0 1.0 0.0 0.0 1.0 0.0 0.0 1.0 0.0 Amber [s] 0.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 Maximum Green [s] 0 30 0 0 30 0 0 30 0 0 30 0
Minimum Green [s] 0 7 0 0 7 0 0 7 0 0 7 0
Lead / Lag - - - - - - - - - - - -
Auxiliary Signal Groups
Signal Group 0 6 0 0 2 0 0 8 0 0 4 0
Control Type Permi Permi Permi Permi Permi Permi Permi Permi Permi Permi Permi Permi Phasing & Timing
Lost time [s] 8.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Scenario 5: 5 AM 2040 GPB
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
C-61
95th-Percentile Queue Length [ft/ln] 72.14 339.28 56.25 222.08 369.10 231.85 95th-Percentile Queue Length [veh/ln] 2.89 13.57 2.25 8.88 14.76 9.27 50th-Percentile Queue Length [ft/ln] 40.08 218.17 31.25 128.96 241.63 136.16 50th-Percentile Queue Length [veh/ln] 1.60 8.73 1.25 5.16 9.67 5.45 Critical Lane Group No Yes No No Yes No
Lane Group LOS C C D C D C
d, Delay for Lane Group [s/veh] 32.06 29.59 38.80 24.24 40.41 29.17 X, volume / capacity 0.26 0.67 0.26 0.46 0.84 0.64
Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00
Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00
d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 1.98 5.44 3.04 2.34 9.89 2.31 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.50 0.50 0.50 0.50 0.30 0.17
d1, Uniform Delay [s] 30.08 24.15 35.76 21.90 30.52 26.86 c, Capacity [veh/h] 310 662 207 654 488 447
s, saturation flow rate [veh/h] 1077 1819 943 1795 1453 1316 (v / s)_i Volume / Saturation Flow Rate 0.07 0.25 0.06 0.17 0.28 0.22 g / C, Green / Cycle 0.36 0.36 0.36 0.36 0.30 0.30
g_i, Effective Green Time [s] 33 33 33 33 27 27
l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 2.00 0.00 2.00 0.00 2.00 2.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 90 90 90 90 90 90
Lane Group L C L C C C
Lane Group Calculations
Scenario 5: 5 AM 2040 GPB
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
C-62
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 32.06 29.59 29.59 38.80 24.24 24.24 40.41 40.41 40.41 29.17 29.17 29.17 Movement LOS C C C D C C D D D C C C
d_A, Approach Delay [s/veh] 29.96 26.45 40.41 29.17
Approach LOS C C D C
d_I, Intersection Delay [s/veh] 31.73
Intersection LOS C
Intersection V/C 0.578
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 11.0 11.0 11.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 34.67 34.67 34.67 34.67
I_p,int, Pedestrian LOS Score for Intersection 2.360 2.371 2.181 2.075 Crosswalk LOS B B B B
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 467 467 711 711 d_b, Bicycle Delay [s] 26.45 26.45 18.69 18.69
I_b,int, Bicycle LOS Score for Intersection 2.428 2.147 2.233 2.030 Bicycle LOS B B B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - 6 - 8 - - - - - - - - - - - -
Ring 1 - 2 - 4 9 - - - - - - - - - - -
Sequence
Scenario 5: 5 AM 2040 GPB
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
C-63
Volume to Capacity (v/c): 0.736
Level Of Service: C
Delay (sec / veh): 20.1
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: All-way stop
Intersection 1: Walnut Avenue at Hill Street
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.0 100.0 100.0 100.0 100.0 54.00 100.0 100.0 100.0 100.0 100.0 100.0 No. of Lanes in Entry Pocket 0 0 0 0 0 1 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Walnut Avenue Walnut Avenue Hill Street Hill Street Intersection Setup
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 48 282 82 45 296 77 45 133 35 49 128 44 Total 15-Minute Volume [veh/h] 12 71 21 11 74 19 11 33 9 12 32 11 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 0.914 0.914 0.914 0.914 0.914 0.914 0.914 0.914 0.914 0.914 0.914 0.914 Total Hourly Volume [veh/h] 44 258 75 41 271 70 41 122 32 45 117 40 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 44 258 75 41 271 70 41 122 32 45 117 40 Name Walnut Avenue Walnut Avenue Hill Street Hill Street Volumes
Scenario 6: 6 PM 2040 GPB
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
C-64
Intersection LOS C
Intersection Delay [s/veh] 20.13
Approach LOS D C C C
Approach Delay [s/veh] 25.23 20.12 15.19 15.38
95th-Percentile Queue Length [ft] 156.12 120.78 11.42 51.62 54.26 95th-Percentile Queue Length [veh] 6.24 4.83 0.46 2.06 2.17 Movement, Approach, & Intersection Results
Degree of Utilization, x 0.74 0.66 0.13 0.42 0.43
Capacity per Entry Lane [veh/h] 560 514 579 506 510
Lanes
Intersection Settings
Scenario 6: 6 PM 2040 GPB
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
C-65
Volume to Capacity (v/c): 0.776
Level Of Service: B
Delay (sec / veh): 16.7
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 2: Cherry Avenue at Hill Street
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 200.0 100.0 100.0 186.0 100.0 89.00 100.0 100.0 100.0 100.0 100.0 100.0 No. of Lanes in Entry Pocket 1 0 0 1 0 1 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Cherry Avenue Cherry Avenue Hill Street Hill Street Intersection Setup
Scenario 6: 6 PM 2040 GPB
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
C-66
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 64 1307 12 28 1594 195 196 2 86 6 2 13 Total 15-Minute Volume [veh/h] 16 327 3 7 399 49 49 1 21 2 1 3 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 0.942 0.942 0.942 0.942 0.942 0.942 0.942 0.942 0.942 0.942 0.942 0.942 Total Hourly Volume [veh/h] 60 1231 11 26 1502 184 185 2 81 6 2 12 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 60 1231 11 26 1502 184 185 2 81 6 2 12 Name Cherry Avenue Cherry Avenue Hill Street Hill Street Volumes
Scenario 6: 6 PM 2040 GPB
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
C-67
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No
Maximum Recall No No No No No No
Minimum Recall No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 12 0 0 18 0 0 25 0 0 25 0
Walk [s] 0 7 0 0 7 0 0 7 0 0 7 0
Vehicle Extension [s] 3.0 3.0 0.0 3.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 Split [s] 11 25 0 15 29 0 0 50 0 0 50 0
All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 0.0 1.0 0.0 0.0 1.0 0.0 Amber [s] 3.0 3.0 0.0 3.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 Maximum Green [s] 30 30 0 30 30 0 0 30 0 0 30 0
Minimum Green [s] 7 7 0 7 7 0 0 7 0 0 7 0
Lead / Lag Lead - - Lead - - - - - - - -
Auxiliary Signal Groups
Signal Group 1 6 0 5 2 0 0 8 0 0 4 0
Control Type Protec Permi Permi Protec Permi Permi Permi Permi Permi Permi Permi Permi Phasing & Timing
Lost time [s] 12.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Scenario 6: 6 PM 2040 GPB
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
C-68
95th-Percentile Queue Length [ft/ln] 67.67 294.1 3.95 30.11 420.6 79.01 255.95 16.37 95th-Percentile Queue Length [veh/ln] 2.71 11.77 0.16 1.20 16.83 3.16 10.24 0.65 50th-Percentile Queue Length [ft/ln] 37.60 183.1 2.19 16.73 282.7 43.89 154.15 9.09 50th-Percentile Queue Length [veh/ln] 1.50 7.33 0.09 0.67 11.31 1.76 6.17 0.36 Critical Lane Group Yes No No No Yes No Yes No
Lane Group LOS D B A D B A D C
d, Delay for Lane Group [s/veh] 45.44 11.81 6.78 45.53 16.22 9.07 36.85 28.34 X, volume / capacity 0.57 0.60 0.01 0.39 0.76 0.21 0.73 0.05 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 4.45 1.22 0.02 3.41 2.60 0.50 2.71 0.05 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.50 0.50 0.11 0.50 0.50 0.11 0.11 d1, Uniform Delay [s] 40.99 10.59 6.76 42.12 13.62 8.57 34.14 28.29 c, Capacity [veh/h] 113 2186 976 72 2105 940 387 404
s, saturation flow rate [veh/h] 1781 3560 1589 1781 3560 1589 1504 1663 (v / s)_i Volume / Saturation Flow Rate 0.04 0.37 0.01 0.02 0.45 0.12 0.19 0.01 g / C, Green / Cycle 0.06 0.62 0.62 0.04 0.59 0.59 0.21 0.21 g_i, Effective Green Time [s] 6 55 55 4 53 53 19 19
l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 2.00 2.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 90 90 90 90 90 90 90 90
Lane Group L C R L C R C C
Lane Group Calculations
Scenario 6: 6 PM 2040 GPB
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
C-69
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 45.44 11.81 6.78 45.53 16.22 9.07 36.85 36.85 36.85 28.34 28.34 28.34 Movement LOS D B A D B A D D D C C C
d_A, Approach Delay [s/veh] 13.32 15.91 36.85 28.34
Approach LOS B B D C
d_I, Intersection Delay [s/veh] 16.66
Intersection LOS B
Intersection V/C 0.776
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 11.0 11.0 11.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 34.67 34.67 34.67 34.67
I_p,int, Pedestrian LOS Score for Intersection 2.960 3.273 1.980 1.745 Crosswalk LOS C C A A
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 467 556 1022 1022 d_b, Bicycle Delay [s] 26.45 23.47 10.76 10.76
I_b,int, Bicycle LOS Score for Intersection 2.701 3.059 2.028 1.594 Bicycle LOS B C B A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 - 8 - - - - - - - - - - - -
Ring 1 1 2 - 4 - - - - - - - - - - - -
Sequence
Scenario 6: 6 PM 2040 GPB
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
C-70
Volume to Capacity (v/c): 0.341
Level Of Service: C
Delay (sec / veh): 21.5
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 3: Walnut Avenue at E. 20th Street/Alamitos Avenue Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 60.00 100.0 100.0 60.00 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 No. of Lanes in Entry Pocket 1 0 0 1 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Walnut Avenue Walnut Avenue E. 20th Street Alamitos Avenue Intersection Setup
Scenario 6: 6 PM 2040 GPB
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
C-71
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 33 282 56 35 315 39 59 104 36 49 46 27 Total 15-Minute Volume [veh/h] 8 71 14 9 79 10 15 26 9 12 12 7 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 0.971 0.971 0.971 0.971 0.971 0.971 0.971 0.971 0.971 0.971 0.971 0.971 Total Hourly Volume [veh/h] 32 274 54 34 306 38 57 101 35 48 45 26 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 32 274 54 34 306 38 57 101 35 48 45 26 Name Walnut Avenue Walnut Avenue E. 20th Street Alamitos Avenue Volumes
Scenario 6: 6 PM 2040 GPB
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
C-72
Pedestrian Clearance [s] 22
Pedestrian Walk [s] 7
Pedestrian Signal Group 9
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No
Maximum Recall No No No No
Minimum Recall No No No No
l2, Clearance Lost Time [s] 0.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 l1, Start-Up Lost Time [s] 0.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 Rest In Walk
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 14 0 0 14 0 0 13 0 0 13 0
Walk [s] 0 7 0 0 7 0 0 7 0 0 7 0
Vehicle Extension [s] 0.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 Split [s] 0 25 0 0 25 0 0 36 0 0 36 0
All red [s] 0.0 1.0 0.0 0.0 1.0 0.0 0.0 1.0 0.0 0.0 1.0 0.0 Amber [s] 0.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 Maximum Green [s] 0 30 0 0 30 0 0 30 0 0 30 0
Minimum Green [s] 0 7 0 0 7 0 0 7 0 0 7 0
Lead / Lag - - - - - - - - - - - -
Auxiliary Signal Groups
Signal Group 0 6 0 0 2 0 0 8 0 0 4 0
Control Type Permi Permi Permi Permi Permi Permi Permi Permi Permi Permi Permi Permi Phasing & Timing
Lost time [s] 8.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Scenario 6: 6 PM 2040 GPB
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
C-73
95th-Percentile Queue Length [ft/ln] 21.24 179.35 22.30 189.40 197.16 115.16 95th-Percentile Queue Length [veh/ln] 0.85 7.17 0.89 7.58 7.89 4.61 50th-Percentile Queue Length [ft/ln] 11.80 99.64 12.39 105.27 110.83 63.98 50th-Percentile Queue Length [veh/ln] 0.47 3.99 0.50 4.21 4.43 2.56 Critical Lane Group No No No Yes Yes No
Lane Group LOS B B B B D D
d, Delay for Lane Group [s/veh] 18.45 13.43 18.17 13.58 40.65 37.31 X, volume / capacity 0.07 0.35 0.07 0.37 0.69 0.46
Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00
Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00
d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 0.29 1.02 0.30 1.07 2.97 1.28 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.50 0.50 0.50 0.50 0.11 0.11
d1, Uniform Delay [s] 18.15 12.40 17.87 12.51 37.67 36.03 c, Capacity [veh/h] 466 957 477 966 288 263
s, saturation flow rate [veh/h] 1027 1817 1042 1834 1694 1484 (v / s)_i Volume / Saturation Flow Rate 0.03 0.19 0.03 0.19 0.12 0.08 g / C, Green / Cycle 0.53 0.53 0.53 0.53 0.14 0.14
g_i, Effective Green Time [s] 47 47 47 47 13 13
l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 2.00 0.00 2.00 0.00 2.00 2.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 90 90 90 90 90 90
Lane Group L C L C C C
Lane Group Calculations
Scenario 6: 6 PM 2040 GPB
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
C-74
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 18.45 13.43 13.43 18.17 13.58 13.58 40.65 40.65 40.65 37.31 37.31 37.31 Movement LOS B B B B B B D D D D D D
d_A, Approach Delay [s/veh] 13.87 14.00 40.65 37.31
Approach LOS B B D D
d_I, Intersection Delay [s/veh] 21.49
Intersection LOS C
Intersection V/C 0.341
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 11.0 11.0 11.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 34.67 34.67 34.67 34.67
I_p,int, Pedestrian LOS Score for Intersection 2.260 2.270 1.916 1.919 Crosswalk LOS B B A A
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 467 467 711 711 d_b, Bicycle Delay [s] 26.45 26.45 18.69 18.69
I_b,int, Bicycle LOS Score for Intersection 2.172 2.201 1.888 1.761 Bicycle LOS B B A A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - 6 - 8 - - - - - - - - - - - -
Ring 1 - 2 - 4 9 - - - - - - - - - - -
Sequence
Scenario 6: 6 PM 2040 GPB
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
C-75
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 2-16-3695-1 Kendall-Palm Commercial, San Bernardino
N:\4300\2204324 - American University of Health Sciences, Signal Hill\Report\4324 Sub-Dividers.doc
APPENDIX C-IV
GENERAL PLAN BUILDOUT (YEAR 2040) PLUS PROJECT
TRAFFIC CONDITIONS
C-76
Volume to Capacity (v/c): 0.837
Level Of Service: C
Delay (sec / veh): 25.0
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: All-way stop
Intersection 1: Walnut Avenue at Hill Street
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 54.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 1 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Walnut Avenue Walnut Avenue Hill Street Hill Street Intersection Setup
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 42 341 36 78 228 220 34 124 70 113 112 57 Total 15-Minute Volume [veh/h] 11 85 9 19 57 55 9 31 17 28 28 14 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.7590 0.7590 0.7590 0.7590 0.7590 0.7590 0.7590 0.7590 0.7590 0.7590 0.7590 0.7590 Total Hourly Volume [veh/h] 32 259 27 59 173 167 26 94 53 86 85 43 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 32 259 27 59 173 167 26 94 53 86 85 43 Name Walnut Avenue Walnut Avenue Hill Street Hill Street Volumes
Scenario 7: 7 AM 2040 GPB + Project
AUHS, Signal Hill
Version 2021 (SP 0-6)
Generated with
C-77
Intersection LOS C
Intersection Delay [s/veh] 24.95
Approach LOS E C C C
Approach Delay [s/veh] 37.17 20.10 18.06 21.43
95th-Percentile Queue Length [ft] 210.76 116.86 51.71 66.60 96.35 95th-Percentile Queue Length [veh] 8.43 4.67 2.07 2.66 3.85 Movement, Approach, & Intersection Results
Degree of Utilization, x 0.84 0.66 0.42 0.49 0.60
Capacity per Entry Lane [veh/h] 501 465 523 464 471
Lanes
Intersection Settings
Scenario 7: 7 AM 2040 GPB + Project
AUHS, Signal Hill
Version 2021 (SP 0-6)
Generated with
C-78
Volume to Capacity (v/c): 0.698
Level Of Service: B
Delay (sec / veh): 13.0
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 2: Cherry Avenue at Hill Street
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 200.0 100.0 100.0 186.0 100.0 89.00 100.0 100.0 100.0 100.0 100.0 100.0 No. of Lanes in Entry Pocket 1 0 0 1 0 1 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Cherry Avenue Cherry Avenue Hill Street Hill Street Intersection Setup
Scenario 7: 7 AM 2040 GPB + Project
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
C-79
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 53 1575 5 14 1132 175 163 1 71 7 4 30 Total 15-Minute Volume [veh/h] 13 394 1 3 283 44 41 0 18 2 1 7 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 0.942 0.942 0.942 0.942 0.942 0.942 0.942 0.942 0.942 0.942 0.942 0.942 Total Hourly Volume [veh/h] 50 1484 5 13 1066 165 154 1 67 7 4 28 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 50 1484 5 13 1066 165 154 1 67 7 4 28 Name Cherry Avenue Cherry Avenue Hill Street Hill Street Volumes
Scenario 7: 7 AM 2040 GPB + Project
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
C-80
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No
Maximum Recall No No No No No No
Minimum Recall No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 12 0 0 18 0 0 25 0 0 25 0
Walk [s] 0 7 0 0 7 0 0 7 0 0 7 0
Vehicle Extension [s] 3.0 3.0 0.0 3.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 Split [s] 11 29 0 11 29 0 0 50 0 0 50 0
All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 0.0 1.0 0.0 0.0 1.0 0.0 Amber [s] 3.0 3.0 0.0 3.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 Maximum Green [s] 30 30 0 30 30 0 0 30 0 0 30 0
Minimum Green [s] 7 7 0 7 7 0 0 7 0 0 7 0
Lead / Lag Lead - - Lead - - - - - - - -
Auxiliary Signal Groups
Signal Group 1 6 0 5 2 0 0 8 0 0 4 0
Control Type Protec Permi Permi Protec Permi Permi Permi Permi Permi Permi Permi Permi Phasing & Timing
Lost time [s] 12.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Scenario 7: 7 AM 2040 GPB + Project
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
C-81
95th-Percentile Queue Length [ft/ln] 55.93 321.4 1.33 16.07 232.7 60.42 221.68 34.15 95th-Percentile Queue Length [veh/ln] 2.24 12.86 0.05 0.64 9.31 2.42 8.87 1.37 50th-Percentile Queue Length [ft/ln] 31.07 204.2 0.74 8.93 136.8 33.57 128.67 18.97 50th-Percentile Queue Length [veh/ln] 1.24 8.17 0.03 0.36 5.47 1.34 5.15 0.76 Critical Lane Group No Yes No Yes No No Yes No
Lane Group LOS D B A D A A D C
d, Delay for Lane Group [s/veh] 45.16 10.47 5.04 47.80 9.73 7.22 38.31 31.43 X, volume / capacity 0.52 0.66 0.00 0.33 0.50 0.17 0.70 0.12 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 3.96 1.48 0.01 4.55 0.81 0.38 2.62 0.15 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.50 0.50 0.11 0.50 0.50 0.11 0.11 d1, Uniform Delay [s] 41.19 8.99 5.03 43.25 8.93 6.84 35.69 31.28 c, Capacity [veh/h] 103 2372 1059 42 2251 1005 337 349
s, saturation flow rate [veh/h] 1781 3560 1589 1781 3560 1589 1522 1708 (v / s)_i Volume / Saturation Flow Rate 0.03 0.44 0.00 0.01 0.32 0.11 0.15 0.02 g / C, Green / Cycle 0.06 0.67 0.67 0.02 0.63 0.63 0.18 0.18 g_i, Effective Green Time [s] 5 60 60 2 57 57 16 16
l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 2.00 2.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 90 90 90 90 90 90 90 90
Lane Group L C R L C R C C
Lane Group Calculations
Scenario 7: 7 AM 2040 GPB + Project
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
C-82
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 45.16 10.47 5.04 47.80 9.73 7.22 38.31 38.31 38.31 31.43 31.43 31.43 Movement LOS D B A D A A D D D C C C
d_A, Approach Delay [s/veh] 11.58 9.80 38.31 31.43
Approach LOS B A D C
d_I, Intersection Delay [s/veh] 13.05
Intersection LOS B
Intersection V/C 0.698
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 11.0 11.0 11.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 34.67 34.67 34.67 34.67
I_p,int, Pedestrian LOS Score for Intersection 2.924 3.186 1.942 1.744 Crosswalk LOS C C A A
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 556 556 1022 1022 d_b, Bicycle Delay [s] 23.47 23.47 10.76 10.76
I_b,int, Bicycle LOS Score for Intersection 2.907 2.649 1.947 1.627 Bicycle LOS C B A A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 - 8 - - - - - - - - - - - -
Ring 1 1 2 - 4 - - - - - - - - - - - -
Sequence
Scenario 7: 7 AM 2040 GPB + Project
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
C-83
Volume to Capacity (v/c): 0.580
Level Of Service: C
Delay (sec / veh): 31.8
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 3: Walnut Avenue at E. 20th Street/Alamitos Avenue Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 60.00 100.0 100.0 60.00 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 No. of Lanes in Entry Pocket 1 0 0 1 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Walnut Avenue Walnut Avenue E. 20th Street Alamitos Avenue Intersection Setup
Scenario 7: 7 AM 2040 GPB + Project
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
C-84
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 79 379 71 54 231 71 103 173 132 75 169 41 Total 15-Minute Volume [veh/h] 20 95 18 14 58 18 26 43 33 19 42 10 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 0.757 0.757 0.757 0.757 0.757 0.757 0.757 0.757 0.757 0.757 0.757 0.757 Total Hourly Volume [veh/h] 60 287 54 41 175 54 78 131 100 57 128 31 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 60 287 54 41 175 54 78 131 100 57 128 31 Name Walnut Avenue Walnut Avenue E. 20th Street Alamitos Avenue Volumes
Scenario 7: 7 AM 2040 GPB + Project
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
C-85
Pedestrian Clearance [s] 22
Pedestrian Walk [s] 7
Pedestrian Signal Group 9
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No
Maximum Recall No No No No
Minimum Recall No No No No
l2, Clearance Lost Time [s] 0.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 l1, Start-Up Lost Time [s] 0.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 Rest In Walk
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 14 0 0 14 0 0 13 0 0 13 0
Walk [s] 0 7 0 0 7 0 0 7 0 0 7 0
Vehicle Extension [s] 0.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 Split [s] 0 25 0 0 25 0 0 36 0 0 36 0
All red [s] 0.0 1.0 0.0 0.0 1.0 0.0 0.0 1.0 0.0 0.0 1.0 0.0 Amber [s] 0.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 Maximum Green [s] 0 30 0 0 30 0 0 30 0 0 30 0
Minimum Green [s] 0 7 0 0 7 0 0 7 0 0 7 0
Lead / Lag - - - - - - - - - - - -
Auxiliary Signal Groups
Signal Group 0 6 0 0 2 0 0 8 0 0 4 0
Control Type Permi Permi Permi Permi Permi Permi Permi Permi Permi Permi Permi Permi Phasing & Timing
Lost time [s] 8.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Scenario 7: 7 AM 2040 GPB + Project
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
C-86
95th-Percentile Queue Length [ft/ln] 72.14 342.08 56.47 222.08 369.10 231.85 95th-Percentile Queue Length [veh/ln] 2.89 13.68 2.26 8.88 14.76 9.27 50th-Percentile Queue Length [ft/ln] 40.08 220.36 31.37 128.96 241.63 136.16 50th-Percentile Queue Length [veh/ln] 1.60 8.81 1.25 5.16 9.67 5.45 Critical Lane Group No Yes No No Yes No
Lane Group LOS C C D C D C
d, Delay for Lane Group [s/veh] 32.06 29.75 39.02 24.24 40.41 29.17 X, volume / capacity 0.26 0.68 0.26 0.46 0.84 0.64
Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00
Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00
d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 1.98 5.54 3.10 2.34 9.89 2.31 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.50 0.50 0.50 0.50 0.30 0.17
d1, Uniform Delay [s] 30.08 24.21 35.91 21.90 30.52 26.86 c, Capacity [veh/h] 310 662 205 654 488 447
s, saturation flow rate [veh/h] 1077 1819 940 1795 1453 1316 (v / s)_i Volume / Saturation Flow Rate 0.07 0.25 0.06 0.17 0.28 0.22 g / C, Green / Cycle 0.36 0.36 0.36 0.36 0.30 0.30
g_i, Effective Green Time [s] 33 33 33 33 27 27
l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 2.00 0.00 2.00 0.00 2.00 2.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 90 90 90 90 90 90
Lane Group L C L C C C
Lane Group Calculations
Scenario 7: 7 AM 2040 GPB + Project
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
C-87
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 32.06 29.75 29.75 39.02 24.24 24.24 40.41 40.41 40.41 29.17 29.17 29.17 Movement LOS C C C D C C D D D C C C
d_A, Approach Delay [s/veh] 30.09 26.48 40.41 29.17
Approach LOS C C D C
d_I, Intersection Delay [s/veh] 31.78
Intersection LOS C
Intersection V/C 0.580
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 11.0 11.0 11.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 34.67 34.67 34.67 34.67
I_p,int, Pedestrian LOS Score for Intersection 2.361 2.372 2.181 2.075 Crosswalk LOS B B B B
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 467 467 711 711 d_b, Bicycle Delay [s] 26.45 26.45 18.69 18.69
I_b,int, Bicycle LOS Score for Intersection 2.432 2.147 2.233 2.030 Bicycle LOS B B B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - 6 - 8 - - - - - - - - - - - -
Ring 1 - 2 - 4 9 - - - - - - - - - - -
Sequence
Scenario 7: 7 AM 2040 GPB + Project
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
C-88
Volume to Capacity (v/c): 0.744
Level Of Service: C
Delay (sec / veh): 20.4
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: All-way stop
Intersection 1: Walnut Avenue at Hill Street
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 54.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 1 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Walnut Avenue Walnut Avenue Hill Street Hill Street Intersection Setup
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 50 282 83 45 296 77 45 133 37 50 128 44 Total 15-Minute Volume [veh/h] 13 71 21 11 74 19 11 33 9 13 32 11 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9140 0.9140 0.9140 0.9140 0.9140 0.9140 0.9140 0.9140 0.9140 0.9140 0.9140 0.9140 Total Hourly Volume [veh/h] 46 258 76 41 271 70 41 122 34 46 117 40 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 46 258 76 41 271 70 41 122 34 46 117 40 Name Walnut Avenue Walnut Avenue Hill Street Hill Street Volumes
Scenario 8: 8 PM 2040 GPB + Project
AUHS, Signal Hill
Version 2021 (SP 0-6)
Generated with
C-89
Intersection LOS C
Intersection Delay [s/veh] 20.44
Approach LOS D C C C
Approach Delay [s/veh] 25.85 20.30 15.34 15.52
95th-Percentile Queue Length [ft] 160.27 121.82 11.48 52.66 55.04 95th-Percentile Queue Length [veh] 6.41 4.87 0.46 2.11 2.20 Movement, Approach, & Intersection Results
Degree of Utilization, x 0.74 0.67 0.13 0.43 0.44
Capacity per Entry Lane [veh/h] 558 512 576 505 507
Lanes
Intersection Settings
Scenario 8: 8 PM 2040 GPB + Project
AUHS, Signal Hill
Version 2021 (SP 0-6)
Generated with
C-90
Volume to Capacity (v/c): 0.777
Level Of Service: B
Delay (sec / veh): 16.7
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 2: Cherry Avenue at Hill Street
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 200.0 100.0 100.0 186.0 100.0 89.00 100.0 100.0 100.0 100.0 100.0 100.0 No. of Lanes in Entry Pocket 1 0 0 1 0 1 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Cherry Avenue Cherry Avenue Hill Street Hill Street Intersection Setup
Scenario 8: 8 PM 2040 GPB + Project
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
C-91
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 64 1307 12 28 1594 196 197 2 86 6 2 13 Total 15-Minute Volume [veh/h] 16 327 3 7 399 49 49 1 21 2 1 3 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 0.942 0.942 0.942 0.942 0.942 0.942 0.942 0.942 0.942 0.942 0.942 0.942 Total Hourly Volume [veh/h] 60 1231 11 26 1502 185 186 2 81 6 2 12 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 60 1231 11 26 1502 185 186 2 81 6 2 12 Name Cherry Avenue Cherry Avenue Hill Street Hill Street Volumes
Scenario 8: 8 PM 2040 GPB + Project
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
C-92
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No
Maximum Recall No No No No No No
Minimum Recall No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 12 0 0 18 0 0 25 0 0 25 0
Walk [s] 0 7 0 0 7 0 0 7 0 0 7 0
Vehicle Extension [s] 3.0 3.0 0.0 3.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 Split [s] 11 25 0 15 29 0 0 50 0 0 50 0
All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 0.0 1.0 0.0 0.0 1.0 0.0 Amber [s] 3.0 3.0 0.0 3.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 Maximum Green [s] 30 30 0 30 30 0 0 30 0 0 30 0
Minimum Green [s] 7 7 0 7 7 0 0 7 0 0 7 0
Lead / Lag Lead - - Lead - - - - - - - -
Auxiliary Signal Groups
Signal Group 1 6 0 5 2 0 0 8 0 0 4 0
Control Type Protec Permi Permi Protec Permi Permi Permi Permi Permi Permi Permi Permi Phasing & Timing
Lost time [s] 12.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Scenario 8: 8 PM 2040 GPB + Project
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
C-93
95th-Percentile Queue Length [ft/ln] 67.67 294.8 3.96 30.11 421.5 79.66 256.63 16.35 95th-Percentile Queue Length [veh/ln] 2.71 11.79 0.16 1.20 16.86 3.19 10.27 0.65 50th-Percentile Queue Length [ft/ln] 37.60 183.6 2.20 16.73 283.5 44.26 154.66 9.08 50th-Percentile Queue Length [veh/ln] 1.50 7.35 0.09 0.67 11.34 1.77 6.19 0.36 Critical Lane Group Yes No No No Yes No Yes No
Lane Group LOS D B A D B A D C
d, Delay for Lane Group [s/veh] 45.44 11.85 6.80 45.53 16.28 9.11 36.82 28.29 X, volume / capacity 0.57 0.60 0.01 0.39 0.76 0.21 0.73 0.05 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 4.45 1.22 0.02 3.41 2.62 0.51 2.72 0.05 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.50 0.50 0.11 0.50 0.50 0.11 0.11 d1, Uniform Delay [s] 40.99 10.63 6.78 42.12 13.66 8.61 34.11 28.24 c, Capacity [veh/h] 113 2184 975 72 2103 939 388 406
s, saturation flow rate [veh/h] 1781 3560 1589 1781 3560 1589 1504 1664 (v / s)_i Volume / Saturation Flow Rate 0.04 0.37 0.01 0.02 0.45 0.12 0.19 0.01 g / C, Green / Cycle 0.06 0.61 0.61 0.04 0.59 0.59 0.21 0.21 g_i, Effective Green Time [s] 6 55 55 4 53 53 19 19
l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 2.00 2.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 90 90 90 90 90 90 90 90
Lane Group L C R L C R C C
Lane Group Calculations
Scenario 8: 8 PM 2040 GPB + Project
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
C-94
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 45.44 11.85 6.80 45.53 16.28 9.11 36.82 36.82 36.82 28.29 28.29 28.29 Movement LOS D B A D B A D D D C C C
d_A, Approach Delay [s/veh] 13.36 15.96 36.82 28.29
Approach LOS B B D C
d_I, Intersection Delay [s/veh] 16.71
Intersection LOS B
Intersection V/C 0.777
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 11.0 11.0 11.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 34.67 34.67 34.67 34.67
I_p,int, Pedestrian LOS Score for Intersection 2.960 3.275 1.981 1.745 Crosswalk LOS C C A A
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 467 556 1022 1022 d_b, Bicycle Delay [s] 26.45 23.47 10.76 10.76
I_b,int, Bicycle LOS Score for Intersection 2.701 3.059 2.030 1.594 Bicycle LOS B C B A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 - 8 - - - - - - - - - - - -
Ring 1 1 2 - 4 - - - - - - - - - - - -
Sequence
Scenario 8: 8 PM 2040 GPB + Project
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
C-95
Volume to Capacity (v/c): 0.341
Level Of Service: C
Delay (sec / veh): 21.5
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 3: Walnut Avenue at E. 20th Street/Alamitos Avenue Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 60.00 100.0 100.0 60.00 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 No. of Lanes in Entry Pocket 1 0 0 1 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Walnut Avenue Walnut Avenue E. 20th Street Alamitos Avenue Intersection Setup
Scenario 8: 8 PM 2040 GPB + Project
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
C-96
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 33 284 56 35 316 39 59 104 36 49 46 27 Total 15-Minute Volume [veh/h] 8 71 14 9 79 10 15 26 9 12 12 7 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 0.971 0.971 0.971 0.971 0.971 0.971 0.971 0.971 0.971 0.971 0.971 0.971 Total Hourly Volume [veh/h] 32 276 54 34 307 38 57 101 35 48 45 26 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 32 276 54 34 307 38 57 101 35 48 45 26 Name Walnut Avenue Walnut Avenue E. 20th Street Alamitos Avenue Volumes
Scenario 8: 8 PM 2040 GPB + Project
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
C-97
Pedestrian Clearance [s] 22
Pedestrian Walk [s] 7
Pedestrian Signal Group 9
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No
Maximum Recall No No No No
Minimum Recall No No No No
l2, Clearance Lost Time [s] 0.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 l1, Start-Up Lost Time [s] 0.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 Rest In Walk
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 14 0 0 14 0 0 13 0 0 13 0
Walk [s] 0 7 0 0 7 0 0 7 0 0 7 0
Vehicle Extension [s] 0.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 Split [s] 0 25 0 0 25 0 0 36 0 0 36 0
All red [s] 0.0 1.0 0.0 0.0 1.0 0.0 0.0 1.0 0.0 0.0 1.0 0.0 Amber [s] 0.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 Maximum Green [s] 0 30 0 0 30 0 0 30 0 0 30 0
Minimum Green [s] 0 7 0 0 7 0 0 7 0 0 7 0
Lead / Lag - - - - - - - - - - - -
Auxiliary Signal Groups
Signal Group 0 6 0 0 2 0 0 8 0 0 4 0
Control Type Permi Permi Permi Permi Permi Permi Permi Permi Permi Permi Permi Permi Phasing & Timing
Lost time [s] 8.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Scenario 8: 8 PM 2040 GPB + Project
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
C-98
95th-Percentile Queue Length [ft/ln] 21.26 180.67 22.34 189.92 197.16 115.16 95th-Percentile Queue Length [veh/ln] 0.85 7.23 0.89 7.60 7.89 4.61 50th-Percentile Queue Length [ft/ln] 11.81 100.37 12.41 105.64 110.83 63.98 50th-Percentile Queue Length [veh/ln] 0.47 4.01 0.50 4.23 4.43 2.56 Critical Lane Group No No No Yes Yes No
Lane Group LOS B B B B D D
d, Delay for Lane Group [s/veh] 18.48 13.45 18.22 13.60 40.65 37.31 X, volume / capacity 0.07 0.36 0.07 0.37 0.69 0.46
Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00
Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00
d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 0.30 1.03 0.30 1.08 2.97 1.28 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.50 0.50 0.50 0.50 0.11 0.11
d1, Uniform Delay [s] 18.18 12.42 17.92 12.52 37.67 36.03 c, Capacity [veh/h] 465 957 475 966 288 263
s, saturation flow rate [veh/h] 1026 1817 1040 1834 1694 1484 (v / s)_i Volume / Saturation Flow Rate 0.03 0.19 0.03 0.19 0.12 0.08 g / C, Green / Cycle 0.53 0.53 0.53 0.53 0.14 0.14
g_i, Effective Green Time [s] 47 47 47 47 13 13
l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 2.00 0.00 2.00 0.00 2.00 2.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 90 90 90 90 90 90
Lane Group L C L C C C
Lane Group Calculations
Scenario 8: 8 PM 2040 GPB + Project
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
C-99
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 18.48 13.45 13.45 18.22 13.60 13.60 40.65 40.65 40.65 37.31 37.31 37.31 Movement LOS B B B B B B D D D D D D
d_A, Approach Delay [s/veh] 13.90 14.01 40.65 37.31
Approach LOS B B D D
d_I, Intersection Delay [s/veh] 21.48
Intersection LOS C
Intersection V/C 0.341
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 11.0 11.0 11.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 34.67 34.67 34.67 34.67
I_p,int, Pedestrian LOS Score for Intersection 2.261 2.271 1.916 1.919 Crosswalk LOS B B A A
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 467 467 711 711 d_b, Bicycle Delay [s] 26.45 26.45 18.69 18.69
I_b,int, Bicycle LOS Score for Intersection 2.175 2.203 1.888 1.761 Bicycle LOS B B A A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - 6 - 8 - - - - - - - - - - - -
Ring 1 - 2 - 4 9 - - - - - - - - - - -
Sequence
Scenario 8: 8 PM 2040 GPB + Project
AUHS, Signal Hill
Version 2020 (SP 0-8)
Generated with
C-100