City of Anaheim—The Mill Residential Townhome Project (DEV2023-00042) Initial Study/Mitigated Negative Declaration
FirstCarbon Solutions
Appendix I:
Transportation Supporting Information
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City of Anaheim—The Mill Residential Townhome Project (DEV2023-00042) Initial Study/Mitigated Negative Declaration
FirstCarbon Solutions
I.1 - Traffic Impact Analysis
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THE MILL
TRAFFIC ANALYSIS
Reference Number Agency Date
January 5, 2024 City of Anaheim 15477-06 TA Report
PREPARED BY: Charlene So, PE | [email protected] Aric Evatt | [email protected]
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TABLE OF CONTENTS
Table of Contents ............................................................................................................................................... ii Appendices ......................................................................................................................................................... iv List of Exhibits ..................................................................................................................................................... v List of Tables ...................................................................................................................................................... vi List of Abbreviated Terms ............................................................................................................................... vii 1 Introduction............................................................................................................................................... 1
1.1 Summary of Findings ............................................................................................................................................... 1
1.2 Project Overview ....................................................................................................................................................... 1
1.3 Analysis Scenarios ..................................................................................................................................................... 4
1.4 Study Area .................................................................................................................................................................... 5
1.5 Deficiencies .................................................................................................................................................................. 6
1.6 Recommendations .................................................................................................................................................... 8 2 Methodologies ........................................................................................................................................ 11
2.1 Level of Service ........................................................................................................................................................ 11
2.2 Intersection Capacity Analysis ........................................................................................................................... 11
2.3 Traffic Signal Warrant Analysis Methodology ............................................................................................ 13
2.4 Minimum Acceptable Levels of Service (LOS) ............................................................................................ 14
2.5 Deficiency Criteria .................................................................................................................................................. 14
2.6 Fair Share Contribution........................................................................................................................................ 14 3 Area Conditions ...................................................................................................................................... 15
3.1 Existing Circulation Network ............................................................................................................................. 15
3.2 City of Anaheim General Plan Circulation Element .................................................................................. 15
3.3 Bicycle and Pedestrian Facilities ....................................................................................................................... 18
3.4 Transit Service .......................................................................................................................................................... 18
3.5 Existing (2023) Traffic Counts ........................................................................................................................... 18
3.6 Intersection Operations Analysis ..................................................................................................................... 23
3.7 Traffic Signal Warrants Analysis ....................................................................................................................... 23
3.8 Existing Deficiencies and Improvements ...................................................................................................... 23 4 Projected Future Traffic ......................................................................................................................... 25
4.1 Project Trip Generation ....................................................................................................................................... 25
4.2 Project Trip Distribution ...................................................................................................................................... 26
4.3 Modal Split ................................................................................................................................................................. 26
4.4 Project Trip Assignment ....................................................................................................................................... 27
4.5 Background Traffic ................................................................................................................................................. 27
4.6 Cumulative Development Traffic ..................................................................................................................... 27
4.7 Near-Term Traffic Conditions ........................................................................................................................... 32
4.8 General Plan Buildout Volume Development ............................................................................................ 33 5 Existing Plus Approved Plus Ambient Growth (2027) Traffic Conditions ........................................ 35
5.1 Roadway Improvements ..................................................................................................................................... 35 The Mill Traffic Analysis
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5.2 Existing Plus Approved Plus Ambient Growth (2027) Traffic Volume Forecasts ....................... 35
5.3 Existing Plus Approved Plus Ambient Growth (2027) Traffic Volume Forecasts ....................... 35
5.4 Intersection Operations Analysis ..................................................................................................................... 35
5.5 Traffic Signal Warrants Analysis ....................................................................................................................... 38
5.6 Project Deficiencies and Recommended Improvements ...................................................................... 38 6 Future Conditions (2027) Traffic Conditions ....................................................................................... 39
6.1 Roadway Improvements ..................................................................................................................................... 39
6.2 Future Conditions (2027) Without Project Traffic Volume Forecasts ............................................. 39
6.3 Future Conditions (2027) With Project Traffic Volume Forecasts .................................................... 39
6.4 Intersection Operations Analysis ..................................................................................................................... 39
6.5 Traffic Signal Warrants Analysis ....................................................................................................................... 42
6.6 Project Deficiencies and Recommended Improvements ...................................................................... 42 7 General Buildout Traffic Conditions .................................................................................................... 43
7.1 Roadway Improvements ..................................................................................................................................... 43
7.2 Horizon Year (2040) Without Project Traffic Volume Forecasts ....................................................... 43
7.3 Horizon Year (2040) With Project Traffic Volume Forecasts .............................................................. 43
7.4 Intersection Operations Analysis ..................................................................................................................... 43
7.5 Traffic Signal Warrants Analysis ....................................................................................................................... 46
7.6 Project Deficiencies and Recommended Improvements ...................................................................... 46 8 Local and Regional Funding Mechanisms ........................................................................................... 47
8.1 City of Anaheim Development Impact Fee Program .............................................................................. 47
8.2 Fair Share Contribution........................................................................................................................................ 47 9 References ............................................................................................................................................... 49
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APPENDICES
Appendix 1.1: Approved Traffic Study Scoping Agreement
Appendix 1.2: Site Adjacent Queuing Analysis Worksheets Appendix 3.1: Traffic Counts – May 2023
Appendix 3.2: Existing (2023) Conditions Intersection Operations Analysis Worksheets Appendix 3.3: Existing (2023) Conditions Traffic Signal Warrant Analysis Worksheets Appendix 4.1: Post Processing Worksheets
Appendix 5.1: Existing Plus Approved Plus Ambient Growth (2027) Conditions Intersection Operations Analysis Worksheets
Appendix 5.2: Existing Plus Approved Plus Ambient Growth (2027) Plus Project Conditions Intersection Operations Analysis Worksheets
Appendix 5.3: Existing Plus Approved Plus Ambient Growth (2027) Traffic Signal Warrant Analysis Worksheets
Appendix 5.4: Existing Plus Approved Plus Ambient Growth (2027) Plus Project Traffic Signal Warrant Analysis Worksheets
Appendix 6.1: Future Conditions (2027) Without Project Conditions Intersection Operations Analysis Worksheets
Appendix 6.2: Future Conditions (2027) With Project Conditions Intersection Operations Analysis Worksheets
Appendix 6.3: Future Conditions (2027) Without Project Traffic Signal Warrant Analysis Worksheets Appendix 6.4: Future Conditions (2027) With Project Traffic Signal Warrant Analysis Worksheets Appendix 7.1: General Plan Buildout Conditions Intersection Operations Analysis Worksheets Appendix 7.2: General Plan Buildout Conditions Intersection Operations Analysis Worksheets Appendix 7.3: General Plan Buildout Without Project Traffic Signal Warrant Analysis Worksheets Appendix 7.4: General Plan Buildout With Project Traffic Signal Warrant Analysis Worksheets The Mill Traffic Analysis
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LIST OF EXHIBITS
Exhibit 1-1: Location Map .................................................................................................................................. 2 Exhibit 1-2: Preliminary Site Plan ..................................................................................................................... 2 Exhibit 1-3: Study Area ....................................................................................................................................... 3 Exhibit 1-4: Site Access Recommendations ................................................................................................... 9 Exhibit 3-1: Existing Number of Through Lanes and Intersection Controls ............................................. 16 Exhibit 3-2: City of Anaheim General Plan Circulation Element ................................................................. 17 Exhibit 3-3: City of Anaheim Existing and Planned Bicycle Facilities ......................................................... 19 Exhibit 3-4: Existing Pedestrian Facilities ...................................................................................................... 20 Exhibit 3-5: City of Anaheim Transit Facilitiies .............................................................................................. 21 Exhibit 3-6: Existing (2023) Traffic Volumes .................................................................................................. 22 Exhibit 4-1: Project Trip Distribution .............................................................................................................. 26 Exhibit 4-2: Project Only Traffic volumes ...................................................................................................... 28 Exhibit 4-3: Cumulative Development Location Map .................................................................................. 29 Exhibit 4-4: Cumulative Only Traffic Volumes .............................................................................................. 30 Exhibit 5-1: Existing Plus Approved Plus Ambient Growth (2027) Traffic Volumes ................................. 36 Exhibit 5-2: Existing Plus Approved Plus Ambient Growth (2027) Plus Project Traffic Volumes ........... 37 Exhibit 6-1: Future Conditions (2027) Without Project Traffic Volumes .................................................... 39 Exhibit 6-2: Future Conditions (2027) With Project Traffic Volumes ......................................................... 40 Exhibit 7-1: General Plan Buildout Without Project Traffic Volumes ........................................................ 44 Exhibit 7-2: General Plan Buildout With Project Traffic Volumes .............................................................. 45
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LIST OF TABLES
Table 1-1: Intersection Analysis Locations ...................................................................................................... 6 Table 1-2: Summary of LOS ............................................................................................................................... 7 Table 2-1: Signalized Intersection LOS Thresholds ...................................................................................... 11 Table 2-2: Unsignalized Intersection LOS Thresholds ................................................................................. 12 Table 2-3: Traffic Signal Warrant Analysis Locations ................................................................................... 13 Table 3-1: Intersection Analysis for Existing (2023) Conditions ................................................................. 23 Table 4-1: Proposed Project Trip Generation Rates .................................................................................... 25 Table 4-2: Proposed Project Trip Generation Summary ............................................................................. 25 Table 4-3: Cumulative Development land use Summary ........................................................................... 31 Table 5-1: Intersection Analysis for Existing Plus Approved Plus Ambient Growth (2027) Plus Project Conditions ......................................................................................................................................................... 38 Table 6-1: Intersection Analysis for Future Conditions (2027) Conditions ............................................... 41 Table 7-1: Intersection Analysis for General Plan Buildout Conditions .................................................... 46
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LIST OF ABBREVIATED TERMS
(1) Reference
ADT Average Daily Traffic
ATAM Anaheim Transportation Analysis Model
CA MUTCD California Manual on Uniform Traffic Control Devices Caltrans California Department of Transportation
CMP Congestion Management Program
HCM Highway Capacity Manual
ICU Intersection Capacity Utilization
ITE Institute of Transportation Engineers
LOS Level of Service
OCTA Orange County Transportation Authority
PHF Peak Hour Factor
Project The Mill
TA Traffic Analysis
TIIF Transportation Impact and Improvement Fee
v/c Volume to Capacity
VMT Vehicle Miles Traveled
vphgpl Vehicles per Hour Green per Lane
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1 1 INTRODUCTION
This report presents the results of the Traffic Analysis (TA) for The Mill (Project), which is located at 275 E. Santa Ana Street in the City of Anaheim, as shown on Exhibit 1 -1. The purpose of this TA is to evaluate the potential circulation system deficiencies that may result from the development of the proposed Project, and where necessary recommend improvements to achieve acceptable operations consistent with General Plan level of service goals and policies. This traffic study has been prepared in accordance with the City of Anaheim’s Criteria for Preparation of Traffic Impact Studies and consultation with City staff during the traffic study scoping process. (1) The City approved Project Traffic Study Scoping agreement is provided in Appendix 1.1 of this TA.
1.1 SUMMARY OF FINDINGS
The Project is to construct the following improvements as design features in conjunction with development of the site:
• Claudina Street, Philadelphia Street, Santa Ana Street, and Olive Street are currently built out to their ultimate half-section widths. However, the Project should make curb, gutter, sidewalk, and landscaping improvements along the Project’s frontage per City standards.
Additional details and intersection lane geometrics are provided in Section 1.6 Recommendations of this report. There are no off-site deficiencies anticipated at the study area intersections for any future analysis scenario. As such, off -site intersection improvements have not been recommended as part of this TA.
1.2 PROJECT OVERVIEW
A preliminary land use plan for the proposed Project is shown on Exhibit 1 -2. The site is currently vacant (no tenant) but is occupied by 40,644 square feet of warehousing/light industrial building space. The proposed Project is proposed to redevelop the site and replace the existing structures with 56 multifamily (low-rise) residential dwelling units. Ten percent (10%) of the units will be affordable.
The Project is proposing a General Plan Amendment to increase the currently adopted Land Use designation for the site (Low -Medium Density Residential which allows 0 -18.0 dwelling units to the acre) to Medium Density Residential. In order to develop the traffic characteristics of the proposed project, trip- generation statistics published in the Institute of Transportation Engineers ( ITE) Trip Generation Manual (11th Edition, 2021) for ITE land use code for Multifamily Housing (Low -Rise, 2-3 Floors) has been utilized. In order to conduct a conservative analysis, no trip credit has been taken for the existing allowable use. (2) The Project is anticipated to generate a total of 368 vehicle trip-ends per day with 23 AM peak hour trips and 28 PM peak hour trips. The assumptions and methods used to estimate the Project’s trip generation characteristics are discussed in greater detail in Section 4.1 Project Trip Generation of this report.
Access to the Project site will be provided via the alley on the north side of the Project. The alley intersects with Claudina Street, Philadelphia Street, and Olive Street and all intersections are assumed to have full access (no turn restrictions) . The Project will be developed within a single phase with an anticipated opening year of 2027. Exhibit 1-3 depicts the location of the proposed Project in relation to the existing roadway network and the study area intersections.
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2 EXHIBIT 1-1: LOCATION MAP
EXHIBIT 1-2: PRELIMINARY SITE PLAN
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3 EXHIBIT 1-3: STUDY AREA
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4 1.3 ANALYSIS SCENARIOS
Consistent with the City’s traffic study guidelines, for the purposes of this traffic study, potential deficiencies to traffic and circulation have been assessed for each of the following conditions:
• Existing (2023) Conditions
• Existing Plus Approved Plus Ambient Growth (2027) Conditions: Cumulative existing traffic conditions plus all developments within the study area which have not yet been constructed but has been approved through a discretionary action or building permit issuance. This alternative corresponds to the no project alternative for purposes of an EIR.
• Existing Plus Approved Plus Ambient Growth Plus Project (2027) Conditions • Future Conditions Without Project (2027 ) Conditions: Short-Range Impact Analysis ( 3–7-year horizon) without project
• Future Conditions (2027) With Project Conditions
• General Plan Buildout Without Project Conditions: Buildout of all developments anticipated in the City’s General Plan or implied by the City’s Zoning Ordinance. Anaheim Transportation Analysis Model (ATAM) Year 2025 or later projections shall be utilized for this purpose. • General Plan Buildout With Project Conditions
1.3.1 EXISTING (2023) CONDITIONS
Information for Existing ( 2023) conditions is disclosed to represent the baseline traffic conditions as they existed at the time this report was prepared.
1.3.2 EXISTING PLUS APPROVED PLUS AMBIENT GROWTH (2027) CONDITIONS The Existing Plus Approved Plus Ambient Growth (2027) conditions analysis determines the potential near-term cumulative circulation system deficiencies . The roadway network is similar to Existing conditions except for new connections to be constructed by the Project. To account for background traffic growth, an ambient growth factor from Existing (2023) conditions of 4.06 percent (1 percent per year, compounded over 4 years) is included for Existing Plus Approved Plus Ambient Growth (2027) conditions, in conjunction with traffic associated from approved cumulative development projects .
This comprehensive list was compiled from information provided by the City of Anaheim . The assumed ambient growth factor is based on the requirements per the City of Anaheim traffic study guidelines. The Existing Plus Approved Plus Ambient Growth (2027) conditions analysis is intended to identify “Opening Year” deficiencies associated with the development of the proposed Project based on the expected background growth within the study area.
The Existing Plus Approved Plus Ambient Growth Plus Project (202 7) conditions include the Existing Plus Approved Plus Ambient Growth (2027) conditions traffic forecasts plus the traffic generated by the proposed Project.
1.3.3 FUTURE CONDITIONS (2027) CONDITIONS
The Future Conditions (2027) Without Project conditions analysis determines the potential near-term cumulative circulation system deficiencies . The roadway network is similar to Existing conditions except for new connections to be constructed by the Project. To account for background traffic The Mill Traffic Analysis
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5 growth, an ambient growth factor from Existing (202 3) conditions of 4.06% ( 1 percent per year, compounded over 4 years) is included for Future Conditions (2027 ) Without Project conditions, in conjunction with traffic associated from both pending and approved cumulative development projects. This comprehensive list was compiled from information provided by the City of Anaheim .
The assumed ambient growth factor is based on the requirements per the City of Anaheim traffic study guidelines. The Future Conditions (202 7) analysis is intended to identify “Opening Year” deficiencies associated with the development of the proposed Project based on the expected background growth within the study area , plus traffic from known cumulative projects . The Future Conditions (2027) With Project conditions includes the Future Conditions (202 7) Without Project conditions traffic forecasts plus the traffic generated by the proposed Project.
1.3.4 GENERAL PLAN BUILDOUT CONDITIONS
Traffic projections for General Plan Buildout conditions were derived from the latest ATAM using accepted procedures for model forecast refinement and smoothing. The General Plan Buildout conditions volumes have been provided by the City’s traffic consultant. The General Plan Buildout conditions analysis has been utilized to determine if improvements funded through regional transportation mitigation fee programs can accommodate the long -range cumulative traffic at the target Level of Service (LOS) identified in the City of Anaheim (lead agency) General Plan. Each of the applicable transportation fee programs are discussed in more detail in Section 8 Local and Regional Funding Mechanisms.
1.4 STUDY AREA
To ensure that this TA satisfies the City of Anaheim ’s traffic study requirements, Urban Crossroads, Inc. prepared a Project traffic study scoping package for review by City of Anaheim staff prior to the preparation of this report. This agreement provides an outline of the Project study area, trip generation, trip distribution, and analysis methodology. The agreement approved by the City is included in Appendix 1.1 of this TA.
The following 5 study area intersections shown on Exhibit 1-3 and listed in Table 1-1 were selected for this TA based on consultation with City of Anaheim staff. The “50 peak hour trip” criterion utilized by the City of Anaheim is consistent with the methodology employed by the County of Orange, and generally represents a minimum number of trips at which a typical intersection would have the potential to be affected by a given development proposal. Although each intersection may have unique operating characteristics, this traffic engineering rule of thumb is a widely utilized tool for estimating a potential area of influence (i.e., study area). Other analysis intersections within the adjacent cities were not selected for evaluation as the Project is anticipated to contribute less than 50 peak hour trips.
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6 TABLE 1-1: INTERSECTION ANALYSIS LOCATIONS
The intent of a Congestion Management Program ( CMP) is to more directly link land use, transportation, and air quality, thereby prompting reasonable growth management programs that will effectively utilize new transportation funds, alleviate traffic congestion and related deficiencies, and improve air quality. Counties within California have developed CMPs with varying methods and strategies to meet the intent of the CMP legislation. There are no s tudy area intersections that are identified as CMP facilities in the County of Orange per the Orange County CMP. (3)
1.5 DEFICIENCIES
This section provides a summary of deficiencies by analysis scenario. Section 2 Methodologies provides information on the methodologies used in the analysis and Section 3 Area Conditions, Section 5 Existing Plus Approved Plus Ambient Growth (2027) Traffic Conditions, and Section 6 Future Year (2027) Conditions includes the detailed analysis. A summary of LOS results for all analysis scenarios is presented in Table 1-2.
1.5.1 EXISTING (2023) CONDITIONS
The study area intersections are currently operating at an acceptable LOS during the peak hours.
1.5.2 EXISTING PLUS APPROVED PLUS AMBIENT GROWTH (2027) CONDITIONS The study area intersections are anticipated to continue to operate at an acceptable LOS during the peak hours under both Existing Plus Approved Plus Ambient Growth (202 7) and Existing Plus Approved Plus Ambient Growth (2027) Plus Project traffic conditions.
1.5.3 FUTURE CONDITIONS (2027) CONDITIONS
The study area intersections are anticipated to continue to operate at an acceptable LOS during the peak hours under both Future Conditions (2027) Without Project and With Project traffic conditions.
1.5.4 GENERAL PLAN BUILDOUT CONDITIONS
The study area intersections are anticipated to continue to operate at an acceptable LOS during the peak hours under both General Plan Buildout Without Project and With Project traffic conditions. # Intersection Jurisdiction CMP Facility?
1 Anaheim Bl. & Santa Ana St. Anaheim No
2 Claudina St. & Santa Ana St. Anaheim No
3 Philadelphia St. & Santa Ana St. Anaheim No
4 Olive St. & Broadway Anaheim No
5 Olive St. & Santa Ana St. Anaheim No
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7 TABLE 1-2: SUMMARY OF LOS
# Intersection AM PM AM PM AM PM AM PM AM PM AM PM AM PM 1 Anaheim Bl. & Santa Ana St.
2 Claudina St. & Santa Ana St.
3 Philadelphia St. & Santa Ana St.
4 Olive St. & Broadway
5 Olive St. & Santa Ana St.
= A - D = E = F
General Plan
Buildout
Without Project
General Plan
Buildout With
ProjectExisting (2023)
Existing Plus
Approved Plus
Ambient Growth
(2027)
Existing Plus
Approved Plus
Ambient Growth
(2027) Plus Project
Future
Conditions
(2027) Without
Project
Future
Conditions
(2027) With
Project
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8 1.6 RECOMMENDATIONS
The following recommendations are based on the minimum improvements needed to accommodate site access and maintain acceptable peak hour operations for the proposed Project. The site adjacent recommendations are shown on Exhibit 1 -4. The site adjacent queu ing analysis worksheets are provided in Appendix 1.2.
The existing traffic control and intersection geometry should remain at the intersection s of Claudina Street & Santa Ana Street (#2), Philadelphia Street & Santa Ana Street (#3) , and Olive Street & Santa Ana Street (#5).
Recommendation 1 – Claudina Street is a north -south oriented roadway located on the Project’s western boundary. According to the City of Anaheim General Plan, Claudina Street is currently built out to its ultimate half -section width. However, the Project should make curb, gutter, sidewalk , and landscaping improvements on Claudina Street along the Project’s frontage per City standards.
Recommendation 2 – Philadelphia Street is a north-south oriented roadway that bisects the Project site. According to the City of Anaheim General Plan, Philadelphia Street is currently built out to its ultimate full-section width. However, the Project should make curb, gutter, sidewalk, and landscaping improvements on Philadelphia Street along the Project’s frontage per City standards.
Recommendation 3 – Olive Street is a north-south oriented roadway located on the Project’s eastern boundary. According to the City of Anaheim General Plan, Olive Street is currently built out to its ultimate half-section width. However, the Project should make curb, gutter, sidewalk, and landscaping improvements on Olive Street along the Project’s frontage per City standards.
On-site traffic signing and striping should be implemented agreeable with the provisions of the California Manual on Uniform Traffic Control Devices (CA MUTCD) and in conjunction with detailed construction plans for the Project site.
Sight distance at each project access point should be reviewed with respect to standard California Department of Transportation (Caltrans) and City of Anaheim sight distance standards at the time of preparation of final grading, landscape, and street improvement plans.
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9 EXHIBIT 1-4: SITE ACCESS RECOMMENDATIONS
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11 2 METHODOLOGIES
This section of the report presents the methodologies used to perform the traffic analyses summarized in this report. The methodologies described are consistent with the City of Anaheim’s traffic study guidelines.
2.1 LEVEL OF SERVICE
Traffic operations of roadway facilities are described using the term "Level of Service" (LOS). LOS is a qualitative description of traffic flow based on several factors , such as speed, travel time, delay, and freedom to maneuver. Six levels are typically defined ranging from LOS A, representing completely free-flow conditions, to LOS F, representing breakdown in flow resulting in stop- and-go conditions.
LOS E represents operations at or near capacity, an unstable level where vehicles are operating with the minimum spacing for maintaining uniform flow.
2.2 INTERSECTION CAPACITY ANALYSIS
The definitions of LOS for interrupted traffic flow (flow restrained by the existence of traffic signals and other traffic control devices) differ slightly depending on the type of traffic control. The LOS is typically dependent on the quality of traffic flow at the intersections along a roadway.
2.2.1 SIGNALIZED INTERSECTIONS
The City of Anaheim requires signalized intersection operations analysis to be evaluated through Intersection Capacity Utilization (ICU) methodology, which compares the peak hour traffic volumes to intersection capacity. Lane capacities of 1,700 vehicles per hour green per lane ( vphgpl) have been utilized for this analysis, consistent with the City’s traffic study guidelines. A 0.10 Volume-to-Capacity (V/C) ratio is assumed, which represents 12 seconds of delay for the yellow and all- red signal identification and inherent vehicle delay between cycles with an assumed cycle length of 120 seconds.
Typical minimum yellow and all- red values are based on posted speed limits (e.g., between 5 -6 seconds). The ICU LOS definitions based on V/C ratio are presented in Table 2-1.
TABLE 2-1: SIGNALIZED INTERSECTION LOS THRESHOLDS
Level of Service Critical Volume-to-Capacity (V/C) Ratio A 0.00 - 0.60
B 0.61 - 0.70
C 0.71 - 0.80
D 0.81 - 0.90
E 0.91 - 1.00
F > 1.00
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12 2.2.2 UNSIGNALIZED INTERSECTIONS
The City of Anaheim require the operations of unsignalized intersections be evaluated using the methodology described in t he 6 th Edition Highway Capacity Manual (HCM) methodology , which expresses the LOS at an intersection in terms of delay time for the various intersection approaches. (4) The LOS rating is based on the weighted average control delay expressed in seconds per vehicle (see Table 2 -2). At two- way or side -street stop -controlled intersections, LOS is calculated for each controlled movement and for the left turn movement from the major street, as well as for the intersection as a whole. For approaches composed of a single lane, the delay is computed as the average of all movements in that lane. Delay for the intersection is reported for the worst individual movement at a two-way stop-controlled intersection. For all-way stop controlled intersections, LOS is computed for the intersection as a whole (average delay).
TABLE 2-2: UNSIGNALIZED INTERSECTION LOS THRESHOLDS
The traffic modeling and signal timing optimization software package Synchro (Version 11) has been utilized to analyze unsignalized intersections. Synchro is a macroscopic traffic software program that is based on the signalized intersection capacity analysis as specified in the HCM. Macroscopic level models represent traffic in terms of aggregate measures for each movement at the study intersections. Equations are used to determine measures of effectiveness such as delay and queue length.
The peak hour traffic volumes have been adjusted using a peak hour factor (PHF ) to reflect peak 15- minute volumes. Customary practice for LOS analysis is to use a peak 15 -minute rate of flow.
However, flow rates are typically expressed in vehicles per hour. The PHF is the relationship between the peak 15-minute flow rate and the full hourly volume (e.g. , PHF = [Hourly Volume] / [4 x Peak 15 - minute Flow Rate]). The use of a 15-minute PHF produces a more detailed analysis as compared to analyzing vehicles per hour. Existing PHFs have been used for all analysis scenarios . Per the HCM, PHF values over 0.95 often are indicative of high traffic volumes with capacity constraints on peak hour flows while lower PHF values are indicative of greater variability of flow during the peak hour. (4)
Description
Average Control Delay
(Seconds), V/C ≤ 1.0
Level of Service,
V/C ≤ 1.01
Little or no delays. 0 to 10.00 A
Short traffic delays. 10.01 to 15.00 B
Average traffic delays. 15.01 to 25.00 C
Long traffic delays. 25.01 to 35.00 D
Very long traffic delays. 35.01 to 50.00 E
Extreme traffic delays with intersection capacity exceeded. > 50.00 F Source: HCM, 6th Edition
1 If V/C is greater than 1.0 then LOS is F per HCM.
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13 2.3 TRAFFIC SIGNAL WARRANT ANALYSIS METHODOLOGY
The term "signal warrants" refers to the list of established criteria used by Caltrans and other public agencies to quantitatively justify or determine the potential need for installation of a traffic signal at an otherwise unsignalized intersection. This TA uses the signal warrant criteria presented in the latest edition of the Caltrans California Manual on Uniform Traffic Control Devices (CA MUTCD). (5) The signal warrant criteria for Existing study area intersections are based upon several factors, including volume of vehicular and pedestrian traffic, frequency of accidents, and location of school areas. The CA MUTCD indicates that the installation of a traffic signal should be considered if one or more of the signal warrants are met. (5) Specifically, this TA utilizes the Peak Hour Volume -based Warrant 3 as the appropriate representative traffic signal warrant analysis for existing traffic conditions and for all future analysis scenarios for existing unsignalized intersections. Warrant 3 is appropriate to use for this TA because it provides specialized warrant criteria for intersections with rural characteristics. For the purposes of this study, the speed limit was the basis for determining whether Urban or Rural warrants were used for a given intersection. Urban warrants have been used as posted speed limits on the major roadways with unsignalized intersections are 40 miles per hour or below and rural warrants have been used where speeds exceed 40 miles per hour.
Future intersections that do not currently exist have been assessed regarding the potential need for new traffic signals based on future average daily traffic ( ADT) volumes, using the Caltrans planning level ADT-based signal warrant analysis worksheets. Similarly, the speed limit has been used as the basis for determining the use of Urban and Rural warrants. Traffic signal warrant analyses were performed for the following study area intersection shown in Table 2-3:
TABLE 2-3: TRAFFIC SIGNAL WARRANT ANALYSIS LOCATIONS
The Existing conditions traffic signal warrant analysis is presented in the subsequent section, Section 3 Area Conditions of this report. The traffic signal warrant analyses for future conditions are presented in Section 5 E xisting Plus Approved Plus Ambient Growth (2027) Traffic Conditions , Section 6 Future Conditions (2027) Conditions, and Section 7 General Plan Buildout Conditions of this report. It is important to note that a signal warrant defines the minimum condition under which the installation of a traffic signal might be warranted. Meeting this threshold condition does not require that a traffic control signal be installed at a particular location, but rather, that other traffic factors and conditions be evaluated in order to determine whether the signal is truly justified. It should also be noted that signal warrants do not necessarily correlate with LOS. An intersection may satisfy a sig nal warrant condition and operate at or above acceptable LOS or operate below acceptable LOS and not meet a signal warrant.
# Intersection
2 Claudina St. & Santa Ana St.
3 Philadelphia St. & Santa Ana St.
5 Olive St. & Santa Ana St.
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14 2.4 MINIMUM ACCEPTABLE LEVELS OF SERVICE (LOS)
The City’s Growth Management Element requires a V/C ratio of 0.90 (Level of Service or LOS D) shall be the lowest acceptable LOS at intersections following implementation of improvements.
Intersection improvement sufficient to bring intersections and roadway segments to the acceptable service levels must be identified. In order to maintain LOS D at intersections, arterial links should be maintained to LOS C or better.
2.5 DEFICIENCY CRITERIA
A transportation impact on an intersection shall be deemed significant in accordance with the following table (per the City’s Guidelines):
Cumulative traffic deficiencies are created as a result of a combination of the proposed Project together with other future developments contributing to the overall traffic deficiencies requiring additional improvements to maintain acceptable level of service operations with or without the Project. When the pre-Project condition is already below LOS D (i.e., unacceptable LOS), the Project will be responsible for contributing to the recommended improvements at intersections that receive 50 or more peak hour project-related trips through payment of fees into pre-existing fee programs or fair share contribution.
2.6 FAIR SHARE CONTRIBUTION
For study area intersections identified as meeting the City’s deficiency thresholds (see Section 2.5 Deficiency Criteria), Project's equitable share is to be calculated using the following equation:
𝑃𝑃 = 𝑇𝑇 / (𝑇𝑇𝑇𝑇 – 𝑇𝑇𝑇𝑇)
Where:
P = The equitable share for the proposed project's traffic impact.
T = The vehicle trips generated by the project during peak hour of adjacent street, vph.
To = Opening Year + Cumulative + Project traffic volume, vph.
Te = Existing traffic, vph.
LOS Final v/c Ratio Project-Related Increase in v/c
C > 0.701-0.800 ≥ 0.050
D > 0.801-0.900 ≥ 0.030
E, F > 0.901 ≥ 0.010
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15 3 AREA CONDITIONS
This section provides a summary of the existing circulation network, the City of Anaheim General Plan Circulation Network, and a review of existing peak hour intersection operations and traffic signal warrant analyses.
3.1 EXISTING CIRCULATION NETWORK
Pursuant to the agreement with City of Anaheim staff (Appendix 1.1), the study area includes a total of 5 existing and future intersections as shown previously on Exhibit 1 -3. Exhibit 3-1 illustrates the study area intersections located near the proposed Project and identifies the number of through traffic lanes for existing roadways and intersection traffic controls.
3.2 CITY OF ANAHEIM GENERAL PLAN CIRCULATION ELEMENT
Exhibit 3-2 shows the City of Anaheim General Plan Circulation Element. The City of Anaheim General Plan does not include roadway cross-sections.
Primary Arterials are four-to-six-lane divided roadways with a 106-foot right-of-way. Typical primary arterials with six-lanes do not include parking; four-lane primary arterials include left turn pockets and parking lanes. The following study area roadway within the City of Anaheim is classified as a Primary Arterial:
• Anaheim Boulevard
Secondary Arterials are four -lane undivided roadways that circulation traffic within the City.
Secondary arterials typically have with a 90-foot right-of-way. The following study area roadway within the City of Anaheim is classified as a Secondary Arterial:
• Broadway
Collector Streets are two-lane undivided roadways that distribute residential traffic to higher capacity facilities. Collector Streets typically have a 64-foot right-of-way. The following study area roadways within the City of Anaheim are classified as Collector Streets:
• Olive Street
• Santa Ana Street
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16 EXHIBIT 3-1: EXISTING NUMBER OF THROUGH LANES AND INTERSECTION CONTROLS
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17 EXHIBIT 3-2: CITY OF ANAHEIM GENERAL PLAN CIRCULATION ELEMENT
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18 3.3 BICYCLE AND PEDESTRIAN FACILITIES
Exhibit 3-3 illustrates the City of Anaheim existing and planned bicycle facilities. As shown on Exhibit 3-3, there are existing Class III bike routes on Anaheim Boulevard, south of Santa Ana Street, and on Santa Ana Street, west of Anaheim Boulevard. There is a planned Class III bike route along the Project’s frontage on Olive Street and Santa Ana Street, east of Anaheim Boulevard. Class III bike lanes are signed shared, on-road bike routes without dedicated bike lane striping. There is a planned Class II bike lane on Anaheim Boulevard in the vicinity of the Project. Class II bike lanes are signed and striped bike lanes on the roadway.
Existing pedestrian facilities within the study area are shown on Exhibit 3-4. As shown on Exhibit 3-4, there are existing pedestrian facilities along Anaheim Boulevard, Philadelphia Street, Olive Street, and along portions of Santa Ana Street in the vicinity of the Project site . Field observations and traffic counts conducted in May 2023 indicate moderate pedestrian and bicycle activity in the vicinity of the Project site due to the proximity of the adjacent businesses.
3.4 TRANSIT SERVICE
Exhibit 3-5 shows the City of Anaheim transit facilities. The study area within the City of Anaheim is currently served by Orange County Transit Agency ( OCTA), a public transit agency serving various jurisdictions within Orange County. The closest OCTA transit route runs along Anaheim Boulevard (near Santa Ana Street) which could potentially serve the proposed Project. Transit service is reviewed and updated by OC TA periodically to address ridership, budget, and community demand needs.
Changes in land use can affect these periodic adjustments which may lead to either enhanced or reduced service where appropriate.
3.5 EXISTING (2023) TRAFFIC COUNTS
The intersection LOS analysis is based on the traffic volumes observed during the peak hour conditions using traffic count data collected in May 2023. The following peak hours were selected for analysis:
• Weekday AM Peak Hour (peak hour between 7:00 AM and 9:00 AM) • Weekday PM Peak Hour (peak hour between 4:00 PM and 6:00 PM) The 2023 weekday AM and weekday PM peak hour count data is representative of typical weekday peak hour traffic conditions in the study area. There were no observations made in the field that would indicate atypical traffic conditions on the count dates, such as co nstruction activity or detour routes and near -by schools were in session and operating on normal schedules. As such, no additional adjustments were made to the traffic counts to establish the baseline condition. The raw manual peak hour turning movement traffic count data sheets are included in Appendix 3.1. Existing weekday ADT volumes are shown on Exhibit 3 -6. Where actual 24 -hour tube count data was not available, Existing ADT volumes were based upon factored intersection peak hour counts collected by Urban Crossroads, Inc. using the following formula for each intersection leg:
Weekday PM Peak Hour (Approach Volume + Exit Volume) x 11.35 = Leg Volume The Mill Traffic Analysis
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19 EXHIBIT 3-3: CITY OF ANAHEIM EXISTING AND PLANNED BICYCLE FACILITIES
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20 EXHIBIT 3-4: EXISTING PEDESTRIAN FACILITIES
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21 EXHIBIT 3-5: CITY OF ANAHEIM TRANSIT FACILITIIES
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22 EXHIBIT 3-6: EXISTING (2023) TRAFFIC VOLUMES
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23 A comparison of the PM peak hour and daily traffic volumes of various roadway segments within the study area indicated that the peak -to-daily relationship is approximately 8.81 percent. As such, the above equation utilizing a factor of 1 1.35 estimates the ADT volumes on the study area roadway segments assuming a peak -to-daily relationship of 8.81 percent (i.e., 1/0.0 881 = 1 1.35) and was assumed to sufficiently estimate ADT volumes for planning -level analyses. Existing weekday and weekend peak hour intersection volumes are also shown on Exhibit 3-6.
3.6 INTERSECTION OPERATIONS ANALYSIS
Existing peak hour traffic operations have been evaluated for the study area intersections based on the analysis methodologies presented in Section 2.2 Intersection Capacity Analysis of this report. The intersection operations analysis results are summarized in Table 3-1, which indicates that the study area intersections are currently operating at an acceptable LOS during the peak hours . The intersection operations analysis worksheets are included in Appendix 3.2 of this TA.
TABLE 3-1: INTERSECTION ANALYSIS FOR EXISTING (2023) CONDITIONS
3.7 TRAFFIC SIGNAL WARRANTS ANALYSIS
Traffic signal warrants for Existing traffic conditions are based on existing peak hour intersection turning volumes. The re are no unsignalized study area intersections that currently meet a traffic signal warrant under Existing (202 3) traffic conditions. Existing conditions traffic signal warrant analysis worksheets are provided in Appendix 3.3.
3.8 EXISTING DEFICIENCIES AND IMPROVEMENTS
All study area intersections currently operate at an acceptable LOS during the peak hours under Existing (2023) traffic conditions. As such, no improvements have been identified.
Level of
Traffic Service
# Intersection Control2
AM PM AM PM AM PM
1 Anaheim Bl. & Santa Ana St. TS --3 --3 0.452 0.513 A A 2 Claudina St. & Santa Ana St. AWS 9.7 9.6 --3 --3 A A
3 Philadelphia St. & Santa Ana St. CSS 11.2 10.4 --3 --3 B B 4 Olive St. & Broadway TS --3 --3 0.366 0.413 A A
5 Olive St. & Santa Ana St. AWS 11.3 10.9 --3 --3 B B
1 2 TS = Traffic Signal; AWS = All-way Stop; CSS = Cross-street Stop 3 Delay is only reported for unsignalized intersections; V/C is only reported for signalized intersections.
Per the Highway Capacity Manual (6th Edition), overall average intersection delay and level of service are shown for intersections with a traffic signal or all way stop control. For intersections with cross street stop control, the delay and level of service for the worst individual movement (or movements sharing a single lane) are shown. HCM delay reported in seconds.
Delay1
(secs.)
Volume-to-
Capacity (V/C)
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25 4 PROJECTED FUTURE TRAFFIC
This section presents the traffic volumes estimated to be generated by the Project, as well as the Project’s trip assignment onto the study area roadway network. The site is currently vacant (no tenant) but is occupied by 40,644 square feet of warehousing/light industrial building space. The preliminary site plan for the proposed Project is shown previously on Exhibit 1 -2. The proposed Project is to redevelop the site and replace the existing structures with 56 multifamily (low -rise) residential dwelling units. Ten percent (10%) of the units will be affordable. Access to the Project site will be provided via the alley on the north side of the Project. The alley intersects with Claudina Street, Philadelphia Street, and Olive Street and all intersections are assumed to have full access (no turn restrictions). The Project will be developed within a single phase with an anticipated opening year of 2027.
4.1 PROJECT TRIP GENERATION
Trip generation represents the amount of traffic which is both attracted to and produced by a development. Determining traffic generation for a specific project is therefore based upon forecasting the amount of traffic that is expected to be both attracted to and produced by the specific land uses being proposed for a given development.
The trip generation rates used the proposed Project are based upon information collected by the ITE as provided in their latest Trip Generation M anual, 11th Edition, 2021 for ITE land use code for Multifamily Housing (Low-Rise, 2-3 Floors, ITE 220) and Affordable Housing (ITE 223) have been used for the proposed Project (see Table 4-1). (2) The proposed Project trip generation summary is shown in Table 4-2.
TABLE 4-1: PROPOSED PROJECT TRIP GENERATION RATES
TABLE 4-2: PROPOSED PROJECT TRIP GENERATION SUMMARY
As shown in Table 4-2, the proposed Project is anticipated to generate a total of 368 two-way trips per day with 23 AM peak hour trips and 28 PM peak hour trips.
ITE AM Peak Hour PM Peak Hour
Land Use1 LU Code In Out Total In Out Total
Multifamily (Low-Rise) Residential 220 DU 0.10 0.30 0.40 0.32 0.19 0.51 6.74 Affordable Housing 223 DU 0.10 0.26 0.36 0.27 0.19 0.46 4.81 1 Trip Generation Source: Institute of Transportation Engineers (ITE), Trip Generation Manual , Eleventh Edition (2021). 2 DU = Dwelling Units
Units2 Daily
Daily
Land Use Quantity Units1 In Out Total In Out Total
Multifamily (Low-Rise) Residential 50 DU 5 15 20 16 9 25 338 Affordable Housing 6 DU 1 2 3 2 1 3 30
Project Total 6 17 23 18 10 28 368
1 DU = Dwelling Units
AM Peak Hour PM Peak Hour
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26 4.2 PROJECT TRIP DISTRIBUTION
The Project trip distribution and assignment process represents the directional orientation of traffic to and from the Project site. The trip distribution pattern is heavily influenced by the geographical location of the site, the location of surrounding uses, and the proximity to the regional freeway system. Exhibit 4-1 illustrates the Project trip distribution patterns for the proposed Project.
EXHIBIT 4-1: PROJECT TRIP DISTRIBUTION
4.3 MODAL SPLIT
The potential for Project trips to be reduced by the use of public transit, walking or bicycling have not been included as part of the Project’s estimated trip generation . Essentially, the Project’s traffic projections are "conservative" in that these alternative travel modes would reduce the forecasted traffic volumes.
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27 4.4 PROJECT TRIP ASSIGNMENT
The assignment of traffic from the Project area to the adjoining roadway system is based upon the Project trip generation, trip distribution, and the arterial highway and local street system improvements that would be in place by the time of initial occupancy of the Project. Based on the identified Project traffic generation and trip distribution patterns, Project weekday ADT and weekday peak hour intersection turning movement volumes are shown on Exhibit 4-2.
4.5 BACKGROUND TRAFFIC
Future year traffic forecasts have been based upon background (ambient) growth at 1 percent per year, compounded annually, for 2027 traffic conditions. The total ambient growth is 4.06 percent for 2027 traffic conditions. The ambient growth factor is intended to approximate regional traffic growth.
This ambient growth rate is added to existing traffic volumes to account for area -wide growth not reflected by cumulative development projects. Ambient growth has been added to daily and peak hour traffic volumes on surrounding roadways, in conjunction with traffic generated by the development of future projects that have been approved but not yet built and/or for which development applications have been filed and are under consideration by governing agencies. 2027 traffic volumes are provided in Section 5 and Section 6 of this report. The traffic generated by the proposed Project was then manually added to the base volume to determine With Project forecasts.
4.6 CUMULATIVE DEVELOPMENT TRAFFIC
A cumulative project list was developed for the purposes of this analysis through consultation with planning and engineering staff from the City of Anaheim . The cumulative projects listed are those that would generate traffic and would contribute traffic to study area intersections. Exhibit 4 -3 illustrates the cumulative development location map. A summary of cumulative development projects and their proposed land uses are shown i n Table 4 -3. Consistent with the City’s traffic study guidelines, traffic from approved cumulative development projects was added to the Existing Plus Approved Plus Ambient Growth (202 7) traffic forecasts and traffic from both pending and approved cumulative development projects were added to the Future Conditions (2027) traffic forecasts. In an effort to conduct a conservative analysis, the cumulative projects are added in conjunction with the ambient growth identified in Section 4.5 Background Traffic. It should be noted, there are no approved cumulative projects in the vicinity of the Project site that contribute traffic to the study area intersections. The pending Cumulative Only ADT and peak hour intersection turning movement volumes are shown on Exhibit 4-4.
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28 EXHIBIT 4-2: PROJECT ONLY TRAFFIC VOLUMES
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29 EXHIBIT 4-3: CUMULATIVE DEVELOPMENT LOCATION MAP
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30 EXHIBIT 4-4: CUMULATIVE ONLY TRAFFIC VOLUMES
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31 TABLE 4-3: CUMULATIVE DEVELOPMENT LAND USE SUMMARY
No. Project Name / Case Number Land Use Quantity Units1 Status Location
A1 Childtime 209 (DEV2019-00014) Daycare 2.301 TSF Pending A2 DEV2022-00054 Apartments 42 DU Pending 811 W Romenya Dr.
A3 In-N-Out (DEV2022-00005) Drive-Thru Restaurant 3.879 TSF Pending 540 N Euclid St.
A4 DEV2019-00179 Apartments 43 DU Approved 898 W Lincoln Av.
A5 DEV2019-00008 Insurance Agency 11.125 TSF Pending 222 S Harbor Blvd 900 A6 DEV2019-00003 Brewery 11.232 TSF Pending 405 W Center Street A7 1272 E La Palma Apartments (DEV2020-00098) Apartments 18 DU Pending 1272 E La Palma Av.
A8 Sunkist Lincoln Townhomes (DEV2021-00180) Townhomes 83 DU Pending 2420 E Lincoln Av.
A9 DEV2020-00143 Retail Store 11.899 TSF Pending 2230 E Lincoln Av.
A10 Pacific Resort Plaza (DEV2019-00161) Hotel 120 Rooms Pending 125 E. Ball Rd.
Drive-Thru Restaurant 2.800 TSF
A11 DEV2021-00064 Tilt-Up Warehouse 105.000 TSF Pending 900 E Ball Rd.
Townhomes 187 DU
Flats 36 DU
Commercial 4.586 TSF
A13 Broadway Tower Apartments (DEV2019-00168) Apartments 32 DU Pending 122 W Broadway A14 Anaheim A - Broadway Townhomes Townhomes 34 DU Pending 1661 W Broadway A15 Alexan Center City (DEV2020-00146) Apartments 11 DU Approved 255 N Anaheim Blvd A16 Starbucks (DEV2020-00083) Coffee Shop w/ Drive-Thru 2.500 TSF Approved 555 N Euclid St.
A17 Habitat for Humanity (DEV2022-00069) Townhomes 24 DU Pending 311 W. South St.
A18 Dutch Bros. Coffee (DEV2022-00066) Coffee Shop w/ Drive-Thru 0.950 TSF Pending 1425 E. Lincoln Av.
A19 McDonald's (DEV2022-00033) Drive-Thru Restaurant TSF Pending 801 S. State College Bl. 1 DU = Dwelling Units; TSF = Thousand Square Feet
A12 DEV2021-00123 Pending 1200 S Anaheim Blvd
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32 4.7 NEAR-TERM TRAFFIC CONDITIONS
The “buildup” approach combines existing traffic counts with a background ambient growth factor to forecast Opening Year Cumulative (202 7) traffic conditions. An ambient growth factor accounts for background (area-wide) traffic increases that occur over time up to the year 2027 from the year 2023.
Traffic volumes generated by the Project are then added to assess the near -term traffic conditions.
The 202 7 roadway networks are similar to the Existing conditions roadway network, with the exception of future driveways proposed to be developed by the Project. The near-term traffic analysis includes the following traffic conditions, with the various traffic components:
• Existing Plus Approved Plus Ambient Growth (2027) Conditions o Existing 2023 counts
o Ambient growth traffic (4.06%)
o Approved Cumulative Development Traffic
• Existing Plus Approved Plus Ambient Growth (2027) Plus Project Conditions o Existing 2023 counts
o Ambient growth traffic (4.06%)
o Approved Cumulative Development Traffic
o Project traffic
• Future Conditions (2027) Without Project Conditions
o Existing 2023 counts
o Ambient growth traffic (4.06%)
o Approved Cumulative Development Traffic
o Pending Cumulative Development Traffic
• Future Conditions (2027) With Project Conditions
o Existing 2023 counts
o Ambient growth traffic (4.06%)
o Approved Cumulative Development Traffic
o Pending Cumulative Development Traffic
o Project traffic
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33 4.8 GENERAL PLAN BUILDOUT VOLUME DEVELOPMENT
Traffic projections for Horizon Year (2040) without Project conditions were derived from the ATAM using accepted procedures for model forecast refinement and smoothing for study area intersections located within the City of Anaheim . The traffic forecasts reflect the area -wide growth anticipated in the City’s General Plan or implied by the City’s Zoning Ordinance.
The General Plan Buildout Without Project peak hour turning movements were then reviewed by Urban Crossroads, Inc. for reasonableness, and in some cases, were adjusted to achieve flow conservation, reasonable growth, and reasonable diversion between parallel routes. Flow conservation checks ensure that traffic flow between two closely spaced intersections, such as two adjacent driveway locations, is verified in order to make certain that vehicles leaving one intersection are entering the adjacent intersection and that there is no unexplained loss of vehicles. The result of this traffic forecasting procedure is a series of traffic volumes which are suitable for traffic operations analysis. Project traffic was then added for all With Project traffic conditions. The long-range traffic forecasts were developed by the City’s traffic consultant and are included in Appendix 4.1.
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35 5 EXISTING PLUS APPROVED PLUS AMBIENT GROWTH (2027) TRAFFIC
CONDITIONS
This section discusses the traffic forecasts for Existing Plus Approved Plus Ambient Growth (2027) conditions and the resulting intersection operations and traffic signal warrant analyses.
5.1 ROADWAY IMPROVEMENTS
The lane configurations and traffic controls assumed to be in place for Existing Plus Approved Plus Ambient Growth (2027) conditions are consistent with those shown previously on Exhibit 3-1, with the exception of the following:
• Project driveways and those facilities assumed to be constructed by the Project to provide site access are also assumed to be in place for Existing Plus Approved Plus Ambient Growth (202 7) conditions only (e.g., intersection and roadway improvements at the Project’s frontage and driveways).
5.2 EXISTING PLUS APPROVED PLUS AMBIENT GROWTH (2027) TRAFFIC VOLUME
FORECASTS
This scenario includes Existing traffic volumes with the application of a 4.06 percent growth adjustment factor plus the addition of traffic generated by approved cumulative development projects. The weekday ADT and weekday AM and PM peak hour volumes which can be expected for Existing Plus Approved Plus Ambient Growth (2027) traffic conditions are shown on Exhibit 5-1.
5.3 EXISTING PLUS APPROVED PLUS AMBIENT GROWTH (2027) TRAFFIC VOLUME
FORECASTS
This scenario includes Existing traffic volumes with the application of a 4.06 percent growth adjustment factor plus the addition of traffic generated by approved cumulative development projects plus the addition of traffic generated by the proposed Project. The weekday ADT and weekday AM and PM peak hour volumes which can be expected for Existing Plus Approved Plus Ambient Growth (2027) Plus Project traffic conditions are shown on Exhibit 5-2.
5.4 INTERSECTION OPERATIONS ANALYSIS
Existing Plus Approved Plus Ambient Growth (2027) peak hour traffic operations have been evaluated for the study area intersections based on the analysis methodologies presented in Section 2 Methodologies of this TA. The intersection analysis results are summarized in Table 5 -1 for Existing Plus Approved Plus Ambient Growth (202 7) traffic conditions, which indicate s that the study area intersections are anticipated to continue to operate at an acceptable LOS during the peak hours under both Existing Plus Approved Plus Ambient Growth (202 7) and Existing Plus Approved Plus Ambient Growth (2027) Plus Project traffic conditions, consistent with Existing (2023) traffic conditions . The intersection operations analysis worksheets for Existing Plus Approved Plus Ambient Growth (202 7) and Existing Plus Approved Plus Ambient Growth (2027) Plus Project traffic conditions are included in Appendices 5.1 and 5.2, respectively.
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36 EXHIBIT 5-1: EXISTING PLUS APPROVED PLUS AMBIENT GROWTH (2027) TRAFFIC VOLUMES
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37 EXHIBIT 5-2: EXISTING PLUS APPROVED PLUS AMBIENT GROWTH (2027) PLUS PROJECT TRAFFIC
VOLUMES
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38 TABLE 5-1: INTERSECTION ANALYSIS FOR EXISTING PLUS APPROVED PLUS AMBIENT GROWTH (2027) PLUS PROJECT CONDITIONS
5.5 TRAFFIC SIGNAL WARRANTS ANALYSIS
The traffic signal warrant analysis for Existing Plus Approved Plus Ambient Growth (2027) and Existing Plus Approved Plus Ambient Growth (202 7) Plus Project traffic conditions is based on the peak hour volumes or planning level ADT volume-based traffic signal warrants. There are no unsignalized study area intersections anticipated to meet a traffic signal warrant under both Existing Plus Approved Plus Ambient Growth (202 7) and Existing Plus Approved Plus Ambient Growth (202 7) Plus Project traffic conditions (see Appendices 5.3 and 5.4).
5.6 PROJECT DEFICIENCIES AND RECOMMENDED IMPROVEMENTS
All study area intersections are anticipated to operate at an acceptable LOS during the peak hours and the addition of Project-related traffic is not anticipated to meet the City’s deficiency criteria based on the increase in V/C ratio. As such, no improvements have been identified.
Level of Level of
Service Service
AM PM AM PM AM PM AM PM AM PM AM PM AM PM
1 Anaheim Bl. & Santa Ana St. TS --3 --3 0.466 0.531 A A --3 --3 0.468 0.534 A A 0.002 0.003 2 Claudina St. & Santa Ana St. AWS 9.8 9.7 --3 --3 A A 10.0 9.8 --3 --3 A A -- -- 3 Philadelphia St. & Santa Ana St. CSS 11.4 10.5 --3 --3 B B 11.4 10.6 --3 --3 B B -- -- 4 Olive St. & Broadway TS --3 --3 0.376 0.425 A A --3 --3 0.379 0.429 A A 0.003 0.004 5 Olive St. & Santa Ana St. AWS 11.8 11.2 --3 --3 B B 11.9 11.3 --3 --3 B B -- -- 1 2 TS = Traffic Signal; AWS = All-way Stop; CSS = Cross-street Stop 3 Delay is only reported for unsignalized intersections; V/C is only reported for signalized intersections. # Intersection
Traffic
Control2
Existing Plus Approved Plus Ambient
Growth (2027)
Existing Plus Approved Plus Ambient
Growth (2027) Plus Project
Delay1 Delay1
Volume-to-
Capacity (V/C)
Volume-to-
Capacity (V/C)
Project-
Related
Increase in
V/C
Per the Highway Capacity Manual (6th Edition), overall average intersection delay and level of service are shown for intersections with a traffic signal or all way stop control. For intersections with cross street stop control, the delay and level of service for the worst individual movement (or movements sharing a single lane) are shown. HCM delay reported in seconds. (secs.) (secs.)
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39 6 FUTURE CONDITIONS (2027) TRAFFIC CONDITIONS
This section discusses the traffic forecasts for Future Conditions (2027) conditions and the resulting intersection operations and traffic signal warrant analyses.
6.1 ROADWAY IMPROVEMENTS
The lane configurations and traffic controls assumed to be in place for Future Conditions (202 7) conditions are consistent with those shown previously on Exhibit 3- 1, with the exception of the following:
• Project driveways and those facilities assumed to be constructed by the Project to provide site access are also assumed to be in place for Future Conditions (202 7) conditions only (e.g., intersection and roadway improvements at the Project’s frontage and driveways).
6.2 FUTURE CONDITIONS (2027) WITHOUT PROJECT TRAFFIC VOLUME FORECASTS This scenario includes Existing traffic volumes with the application of a 4.06 percent growth adjustment factor plus the addition of traffic generated by both pending and approved cumulative development projects. The weekday ADT and weekday AM and PM peak hour volumes which can be expected for Future Conditions (2027) Without Project traffic conditions are shown on Exhibit 6-1.
6.3 FUTURE CONDITIONS (2027) WITH PROJECT TRAFFIC VOLUME FORECASTS This scenario includes Existing traffic volumes with the application of a 4.06 percent growth adjustment factor plus the addition of traffic generated by both pending and approved cumulative development projects plus the addition of traffic generated by the proposed Project. The weekday ADT and weekday AM and PM peak hour volumes which can be expected for Future Conditions (2027) With Project traffic conditions are shown on Exhibit 6-2.
6.4 INTERSECTION OPERATIONS ANALYSIS
Future Conditions (202 7) peak hour traffic operations have been evaluated for the study area intersections based on the analysis methodologies presented in Section 2 Methodologies of this TA.
The intersection analysis results are summarized in Table 6 -1 for Future Conditions (202 7) traffic conditions, which indicates that the study area intersections are anticipated to continue to operate at an acceptable LOS during the peak hours under both Future Conditions (2027) Without Project and Future Conditions (202 7) With Project traffic conditions, consistent with Existing (2023) traffic conditions. The intersection operations analysis worksheets for Future Conditions (202 7) Without Project and With Project traffic conditions are included in Appendices 6.1 and 6.2, respectively.
EXHIBIT 6-1: FUTURE CONDITIONS (2027) WITHOUT PROJECT TRAFFIC VOLUMES The Mill Traffic Analysis
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40 EXHIBIT 6-2: FUTURE CONDITIONS (2027) WITH PROJECT TRAFFIC VOLUMES
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41 TABLE 6-1: INTERSECTION ANALYSIS FOR FUTURE CONDITIONS (2027) CONDITIONS
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42 6.5 TRAFFIC SIGNAL WARRANTS ANALYSIS
The traffic signal warrant analysis for Future Conditions (2027) Without Project and With Project traffic conditions is based on the peak hour volumes or planning level ADT volume -based traffic signal warrants. There are no unsignalized study area intersections anticipated to meet a traffic signal warrant under both Future Conditions (2027) Without Project and With Project traffic conditions (see Appendices 6.3 and 6.4).
6.6 PROJECT DEFICIENCIES AND RECOMMENDED IMPROVEMENTS
All study area intersections are anticipated to operate at an acceptable LOS during the peak hours and the addition of Project-related traffic is not anticipated to meet the City’s deficiency criteria based on the increase in V/C ratio. As such, no improvements have been identified.
Level of Level of
Service Service
AM PM AM PM AM PM AM PM AM PM AM PM AM PM
1 Anaheim Bl. & Santa Ana St. TS --3 --3 0.479 0.549 A A --3 --3 0.481 0.550 A A 0.002 0.001 2 Claudina St. & Santa Ana St. AWS 10.6 10.6 --3 --3 B B 10.7 10.6 --3 --3 B B -- -- 3 Philadelphia St. & Santa Ana St. CSS 11.7 10.9 --3 --3 B B 11.8 11.0 --3 --3 B B -- -- 4 Olive St. & Broadway TS --3 --3 0.383 0.438 A A --3 --3 0.385 0.441 A A 0.002 0.003 5 Olive St. & Santa Ana St. AWS 12.4 12.0 --3 --3 B B 12.5 12.1 --3 --3 B B -- -- 1 2 TS = Traffic Signal; AWS = All-way Stop; CSS = Cross-street Stop 3 Delay is only reported for unsignalized intersections; V/C is only reported for signalized intersections. # Intersection
Traffic
Control2
Future Conditions (2027) Without
Project
Future Conditions (2027) With Project
Per the Highway Capacity Manual (6th Edition), overall average intersection delay and level of service are shown for intersections with a traffic signal or all way stop control. For intersections with cross street stop control, the delay and level of service for the worst individual movement (or movements sharing a single lane) are shown. HCM delay reported in seconds.
Project-
Related
Increase in
V/C
Delay1
Volume-to-
Capacity (V/C)
Delay1
Volume-to-
Capacity (V/C)(secs.) (secs.)
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43 7 GENERAL BUILDOUT TRAFFIC CONDITIONS
This section discusses the methods used to develop General Plan Buildout traffic forecasts, and the resulting intersection operations and traffic signal warrant analyses.
7.1 ROADWAY IMPROVEMENTS
The lane configurations and traffic controls assumed to be in place for General Plan Buildout conditions are consistent with those shown previously on Exhibit 3- 1, with the exception of the following:
• Project driveways and those facilities assumed to be constructed by the Project to provide site access are also assumed to be in place for General Plan Buildout conditions only (e.g., intersection and roadway improvements along the Project’s frontage and driveways). • If applicable, driveways and those facilities assumed to be constructed by cumulative developments to provide site access are also assumed to be in place for General Plan Buildout conditions only. • Other parallel facilities, that although not evaluated for the purposes of this analysis, are anticipated to be in place for General Plan Buildout traffic conditions and would affect the travel patterns within the study area.
7.2 HORIZON YEAR (2040) WITHOUT PROJECT TRAFFIC VOLUME FORECASTS This scenario includes the refined post -process volumes obtained from the ATAM (see Section 4. 8 General Plan Buildout Volume Development of this TA for additional discussion on the development of the long-range traffic forecasts). The weekday ADT and weekday peak hour volumes which can be expected for General Plan Buildout Without Project traffic conditions are shown on Exhibit 7-1.
7.3 HORIZON YEAR (2040) WITH PROJECT TRAFFIC VOLUME FORECASTS This scenario includes the refined post -process volumes obtained from the ATAM plus traffic generated by the proposed Project. The weekday ADT and weekday peak hour volumes which can be expected for General Plan Buildout With Project traffic conditions are shown on Exhibit 7-2.
7.4 INTERSECTION OPERATIONS ANALYSIS
General Plan Buildout peak hour traffic operations have been evaluated for the study area intersections based on the analysis methodologies presented in Section 2 Methodologies of this TA.
The intersection analysis results are summarized in Table 7 -1 for General Plan Buildout traffic conditions, which indicates that the study area intersections are anticipated to continue to operate at an acceptable LOS during the peak hours under both General Plan Buildout Without Project and With Project traffic conditio ns, consistent with Existing (2023) traffic conditions. The intersection operations analysis worksheets for General Plan Buildout Without Project and With Project traffic conditions are included in Appendices 7.1 and 7.2, respectively.
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44 EXHIBIT 7-1: GENERAL PLAN BUILDOUT WITHOUT PROJECT TRAFFIC VOLUMES
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45 EXHIBIT 7-2: GENERAL PLAN BUILDOUT WITH PROJECT TRAFFIC VOLUMES
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46 TABLE 7-1: INTERSECTION ANALYSIS FOR GENERAL PLAN BUILDOUT CONDITIONS
7.5 TRAFFIC SIGNAL WARRANTS ANALYSIS
The traffic signal warrant analysis for General Plan Buildout Without Project and With Project traffic conditions is based on the peak hour volumes or planning level ADT volume -based traffic signal warrants. There are no unsignalized study area intersections anticipated to meet a traffic signal warrant under both General Plan Buildout Without Project and With Project traffic conditions traffic conditions (see Appendices 7.3 and 7.4).
7.6 PROJECT DEFICIENCIES AND RECOMMENDED IMPROVEMENTS
All study area intersections are anticipated to operate at an acceptable LOS during the peak hours and the addition of Project-related traffic is not anticipated to meet the City’s deficiency criteria based on the increase in V/C ratio. As such, no improvements have been identified.
Level of Level of
Service Service
AM PM AM PM AM PM AM PM AM PM AM PM AM PM
1 Anaheim Bl. & Santa Ana St. TS --3 --3 0.760 0.874 C D --3 --3 0.761 0.875 C D 0.001 0.001 2 Claudina St. & Santa Ana St. AWS 11.7 11.8 --3 --3 B B 11.8 11.9 --3 --3 B B -- -- 3 Philadelphia St. & Santa Ana St. CSS 12.9 11.2 --3 --3 B B 12.9 11.4 --3 --3 B B -- -- 4 Olive St. & Broadway TS --3 --3 0.710 0.538 C A --3 --3 0.711 0.540 C A 0.001 0.002 5 Olive St. & Santa Ana St. AWS 29.4 20.0 --3 --3 D C 29.9 20.3 --3 --3 D C -- -- 1 2 TS = Traffic Signal; AWS = All-way Stop; CSS = Cross-street Stop 3 Delay is only reported for unsignalized intersections; V/C is only reported for signalized intersections. # Intersection
Traffic
Control2
General Plan Buildout Without Project General Plan Buildout With Project Per the Highway Capacity Manual (6th Edition), overall average intersection delay and level of service are shown for intersections with a traffic signal or all way stop control. For intersections with cross street stop control, the delay and level of service for the worst individual movement (or movements sharing a single lane) are shown. HCM delay reported in seconds.
Project-
Related
Increase in
V/C
Delay1
Volume-to-
Capacity (V/C)
Delay1
Volume-to-
Capacity (V/C)(secs.) (secs.)
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15477-06 TA Report
47 8 LOCAL AND REGIONAL FUNDING MECHANISMS
Transportation improvements within the City of Anaheim are funded through a combination of construction of improvements, development impact fee programs or fair share contributions, such as the City of Anaheim Transportation Impact and Improvement Fee ( TIIF) program. Identification and timing of needed improvements is generally determined through local jurisdictions based upon a variety of factors.
8.1 CITY OF ANAHEIM TRANSPORTATION IMPACT AND IMPROVEMENT FEE
PROGRAM
The Project will also be subject to City of Anaheim ’s TIIF program which includes a component for streets, traffic signals, and bridges. This program aims to mitigate the additional traffic burdens created by new development to the City’s arterial and collector street system. A transportation fee will be imposed on all new development in the City to finance the costs of street improvements, including widening and reconstruction, new traffic signals, street landscaping, intersection improvements, and freeway interchange improvements.
8.2 FAIR SHARE CONTRIBUTION
Project improvement may include a combination of fee payments to established programs, construction of specific improvements, payment of a fair share contribution toward future improvements or a combination of these approaches. Improvements constructed by development may be eligible for a fee credit or reimbursement through the program where appropriate (to be determined at the City’s discretion).
When off-site improvements are identified with a minor share of responsibility assigned to proposed development, the approving jurisdiction may elect to collect a fair share contribution or require the development to construct improvements. These fees are collected with the proceeds solely used as part of a funding mechanism aimed at ensuring that regional highways and arterial expansions keep pace with the projected population increases.
Based on the results of the TA, there are no off -site improvements identified and fair share contribution is not applicable.
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49 9 REFERENCES
1. City of Anaheim. Criteria for Preparation of Traffic Impact Studies. City of Anaheim : s.n.
2. Institute of Transportation Engineers. Trip Generation Manual. 11th Edition. 2021.
3. Orange County Transportation Commission. 2021 Orange County Congestion Management Program. County of Orange : s.n., November 2021.
4. Transportation Research Board. Highway Capacity Manual (HCM). 6th Edition. s.l. : National Academy of Sciences, 2016.
5. California Department of Transportation. California Manual on Uniform Traffic Control Devices (CA MUTCD). [book auth.] California Department of Transportation. California Manual on Uniform Traffic Control Devices (CA MUTCD). 2014, Updated March 30, 2021 (Revision 6).
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APPENDIX 1.1: APPROVED TRAFFIC STUDY SCOPING AGREEMENT
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D
ATE: July 3, 2023
TO: Rafael Cobian, City of Anaheim
FROM: Charlene So, Urban Crossroads
JOB NO: 15477-03 TA Scope
THE MILL TRAFFIC STUDY SCOPING AGREEMENT
Urban Crossroads, Inc. is pleased to submit this scoping letter to the City of Anaheim regarding the proposed The Mill development (Project), which is located 275 E. Santa Ana Street in the City of Anaheim. Our goal is to obtain comments from City of Anaheim staff, to ensure that the traffic analysis fully addresses the potential deficiencies of the proposed Project. The remainder of this letter describes the draft proposed analysis methodology, project trip generation, trip distribution, and project traffic assignment/project trips on the surrounding roadway network, which have been used to establish the draft proposed project study area and analysis locations. The following scope of work is consistent with the City of Anaheim ’s Criteria for Preparation of Traffic Impact Studies ( City Guidelines).
PROPOSED PROJECT
The existing site was formerly a lumberyard but is no longer in operation (no tenant) but is occupied by 40,644 square feet of warehousing/light industrial building space. It is our understanding that the Project would redevelop the site and replace the existing structures with 56 multifamily (low -rise) residential dwelling units. Ten percent (10%) of the units will be affordable. Access to the Project site will be provided via the alley on the north side of the Project. The alley intersects with Claudina Street, Philadelphia Street, and Olive Street and all intersections are assumed to have full access (no turn restrictions) . A preliminary site plan is shown on Exhibit 1. The Project will be developed within a single phase for the purposes of the Traffic Analysis with an anticipated opening year of 2027.
1.1-1
Rafael Cobian, City of Anaheim
July 3, 2023
15477-03 TA Scope
EXHIBIT 1: PRELIMINARY SITE PLAN
TRIP GENERATION
Trip generation rates for the proposed uses are shown on Table 1. The trip generation rates used for this analysis are based upon information collected by the Institute of Transportation Engineers (ITE) as provided in their Trip Generation Manual (11th Edition, 2021). For purposes of the trip generation assessment, ITE land use code for Multifamily Housing (Low-Rise, 2-3 Floors) and Affordable Housing have been used for the proposed Project (see Table 1).
TABLE 1: ITE TRIP GENERATION RATES
The site is currently vacant (no tenant) but is occupied by 40,644 square feet of warehousing/light industrial building space. The proposed Project will redevelop the site to replace the existing general light industrial uses with 56 multifamily (low-rise) residential dwelling units (of which 6 dwelling units are affordable) . The Project is proposing a General Plan Amendment to increase the currently adopted Land Use designation for the site (Low-Medium Density Residential which allows 0-18.0 dwelling units to the acre) to Medium Density Residential. In order to conduct a conservative analysis, no trip credit has been taken for the existing use.
The trip generation summary illustrating daily, and peak hour trip generation estimates for the proposed Project are shown on Table 2 based on the trip generation rates previously identified on Table 1. As shown on Table 2, the proposed Project is anticipated to generate 368 two-way trips per day with 23 AM peak hour trips and 28 PM peak hour trips.
ITE AM Peak Hour PM Peak Hour
Land Use1 LU Code In Out Total In Out Total
Multifamily (Low-Rise) Residential 220 DU 0.10 0.30 0.40 0.32 0.19 0.51 6.74 Affordable Housing 223 DU 0.10 0.26 0.36 0.27 0.19 0.46 4.81 1 Trip Generation Source: Institute of Transportation Engineers (ITE), Trip Generation Manual , Eleventh Edition (2021). 2 DU = Dwelling Units
Units2 Daily
1.1-2
Rafael Cobian, City of Anaheim
July 3, 2023
15477-03 TA Scope
TABLE 2: PROJECT TRIP GENERATION SUMMARY
TRIP DISTRIBUTION
The Project trip distribution and assignment process represents the directional orientation of traffic to and from the Project site. The trip distribution pattern is heavily influenced by the geographical location of the site, the location of surrounding land uses, and the proximity to the regional freeway system. Exhibit 2 illustrates the trip distribution patterns for the proposed Project.
EXHIBIT 2: PROJECT TRIP DISTRIBUTION
Daily
Land Use Quantity Units1 In Out Total In Out Total
Multifamily (Low-Rise) Residential 50 DU 5 15 20 16 9 25 338 Affordable Housing 6 DU 1 2 3 2 1 3 30
Total 6 17 23 18 10 28 368
1 DU = Dwelling Units
AM Peak Hour PM Peak Hour
1.1-3
Rafael Cobian, City of Anaheim
July 3, 2023
15477-03 TA Scope
ANALYSIS SCENARIOS
The following analysis scenarios will be analyzed for t his traffic study, consistent with the City’s guidelines (for projects processing a General Plan Amendment):
• Existing (2022)
• Existing Plus Approved Plus Ambient Growth (2026): Cumulative existing traffic conditions plus all developments within the study area which have not yet been constructed but have been approved through a discretionary action or building permit issuance. This alternative corresponds to the no project alternative for purposes of an EIR.
• Existing Plus Approved Plus Ambient Growth Plus Project (2026) • Future Conditions Without Project (2026): Short -Range Impact Analysis (3–7-year horizon) without project
• Future Conditions With Project
• General Plan Buildout Without Project : Buildout of all developments anticipated in the City’ s General Plan or implied by the City’s Zoning Ordinance. ATAM Year 2025 or later projections shall be utilized for this purpose.
• General Plan Buildout With Project
General Plan Buildout traffic forecasts will be derived from the latest Anaheim Transportation Analysis Model (ATAM). Project traffic will then be manually added for General Plan Buildout With Project traffic conditions.
METHODOLOGY
Capacity analysis will be conducted using the Intersection Capacity Utilization (ICU) for all signalized intersections and the Highway Capacity Manual (HCM, 6 th Edition) methodology for
unsignalized intersections. Per the City’s Guidelines, the minimum clearance interval of 0.05 will be used in conjunction with a lane capacity of 1,700 per hour green time for through and turn lanes.
STUDY AREA
The study area limits have been set based upon preliminary discussions with City staff as the Project would contribute fewer than 50 peak hour project trips to any off -site study area intersection. The proposed intersection analysis locations have been identified on Exhibit 3 and listed in Table 3.
1.1-4
Rafael Cobian, City of Anaheim
July 3, 2023
15477-03 TA Scope
EXHIBIT 3: STUDY AREA
TABLE 3: LIST OF STUDY INTERSECTIONS
The intersections of Anaheim Boulevard at E. Santa Ana Avenue and Olive Street at E. Broadway are General Plan intersections.
EXISTING COUNT DATA
Traffic counts were already conduct ed on May 9, 2023, when local schools were open and operating on normal bell schedules. No additional adjustments are proposed for the purpose of establishing the existing baseline conditions (except for adjustments needed for volume balancing).
# Intersection
1 Anaheim Bl. & E. Santa Ana St.
2 Claudina St. & E. Santa Ana St.
3 Philadelphia St. & E. Santa Ana St.
4 Olive St. & E. Broadway
5 Olive St. & E. Santa Ana St.
1.1-5
Rafael Cobian, City of Anaheim
July 3, 2023
15477-03 TA Scope
AMBIENT GROWTH
Consistent with other City of Anaheim traffic studies performed by Urban Crossroads, an ambient growth rate of 1 percent per year, compounded annually, will be used for this analysis (1% per year over 4 years or 4.06%).
LEVEL OF SERVICE (LOS) CRITERIA
The City’s Growth Management Element requires a volume/capacity (v/c) ratio of 0.90 (Level of Service or LOS D) shall be the lowest acceptable LOS at intersections following implementation of improvements. Intersection improvement sufficient to bring intersections and roadway segments to acceptab le service levels must be identified. In order to maintain LOS D at intersections, arterial links should be maintained to LOS C or better.
A transportation impact on an intersection shall be deemed significant in accordance with the following table (per the City’s Guidelines):
CUMULATIVE PROJECTS
It is requested that the City provide a list of cumulative projects in the immediate vicinity with applicable land use and intensity information for inclusion in our traffic study. We will also coordinate with the City of Corona to obtain a current list of cumulative projects.
SPECIAL ISSUES
The following special issues will also be addressed:
• Traffic Signal Warrant Analysis: Traffic signal warrant analysis will be performed for all full- access unsignalized study area intersections utilizing the California MUTCD peak -hour warrants for existing intersections, and the Caltrans daily (Planning level) warrant for new intersections.
• Vehicle Miles Traveled (VMT): A VMT analysis will be prepared under separate cover.
If you have any questions or comments, I can be reached at [email protected].
LOS Final v/c Ratio P roject-Related Increase in v/c
C > 0.701-0.800 ≥ 0.050
D > 0.801-0.900 ≥ 0.030
E, F > 0.901 ≥ 0.010
1.1-6
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15477-06 TA Report
APPENDIX 1.2: SITE ADJACENT QUEUING ANALYSIS WORKSHEETS
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Queuing and Blocking Report
General Plan Buildout With Project - AM Peak Hour 08/10/2023 GPBO WP AM The Mill (JN 15477) SimTraffic Report
Urban Crossroads, Inc. Page 1
Intersection: 2: Claudina St. & E. Santa Ana St.
Movement EB EB WB WB NB SB
Directions Served L TR L TR LTR LTR
Maximum Queue (ft) 31 104 31 77 31 58
Average Queue (ft) 4 50 6 47 11 28
95th Queue (ft) 22 82 26 71 34 51
Link Distance (ft) 399 327 502 784
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 90 55
Storage Blk Time (%) 0 2
Queuing Penalty (veh) 0 0
Intersection: 3: E. Santa Ana St. & Philadelphia St.
Movement EB SB
Directions Served LT LR
Maximum Queue (ft) 37 84
Average Queue (ft) 3 32
95th Queue (ft) 18 61
Link Distance (ft) 327 791
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 5: Olive St. & E. Santa Ana St.
Movement EB WB NB SB
Directions Served LTR LTR LTR LTR
Maximum Queue (ft) 127 186 103 151
Average Queue (ft) 61 76 51 74
95th Queue (ft) 103 133 85 121
Link Distance (ft) 340 319 524 773
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 0
1.2-1
Queuing and Blocking Report
General Plan Buildout With Project - PM Peak Hour 08/10/2023 GPBO WP PM The Mill (JN 15477) SimTraffic Report
Urban Crossroads, Inc. Page 1
Intersection: 2: Claudina St. & E. Santa Ana St.
Movement EB EB WB WB NB SB
Directions Served L TR L TR LTR LTR
Maximum Queue (ft) 80 130 31 90 67 64
Average Queue (ft) 26 66 9 50 31 31
95th Queue (ft) 56 103 32 79 54 51
Link Distance (ft) 399 327 502 784
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 90 55
Storage Blk Time (%) 1 4
Queuing Penalty (veh) 1 0
Intersection: 3: E. Santa Ana St. & Philadelphia St.
Movement EB WB SB
Directions Served LT TR LR
Maximum Queue (ft) 46 5 37
Average Queue (ft) 7 0 19
95th Queue (ft) 30 3 44
Link Distance (ft) 327 340 791
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 5: Olive St. & E. Santa Ana St.
Movement EB WB NB SB
Directions Served LTR LTR LTR LTR
Maximum Queue (ft) 98 153 133 110
Average Queue (ft) 57 76 63 58
95th Queue (ft) 86 122 101 94
Link Distance (ft) 340 319 524 773
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 1
1.2-2
The Mill Traffic Analysis
15477-06 TA Report
APPENDIX 3.1: TRAFFIC COUNTS – MAY 2023
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15477-06 TA Report
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T816
DATE: LOCATION: PROJECT #: SC4018
Tue, May 9, 23 NORTH & SOUTH: LOCATION #: 1
EAST & WEST: CONTROL: SIGNAL
NOTES: AM ▲
PM N
MD ◄ W E ►
OTHER S
OTHER ▼
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRR LANES: 1 2 0 1 2 0 1 1 0 1 1 0 0 0 0 0 0 0 0 0
7:00 AM 7 48 5 3 113 8 4 36 8 8 27 4 271 0 0 0 0 0 0 0 2 2 7:15 AM 9 92 5 4 163 4 9 34 13 17 34 7 391 0 1 0 0 1 1 1 2 2 7:30 AM 9 94 4 5 166 4 8 39 13 14 35 11 402 0 1 0 0 1 1 0 2 3 7:45 AM 6 129 8 4 142 6 8 47 16 8 46 8 428 0 0 0 0 0 0 1 3 4 8:00 AM 7 99 7 4 121 1 5 37 10 16 29 8 344 1 1 0 0 2 0 0 2 2 8:15 AM 3 97 3 5 134 2 2 33 15 13 29 8 344 1 0 0 0 1 0 0 3 2 8:30 AM 3 100 6 1 117 2 1 25 8 5 30 6 304 1 0 0 0 1 0 0 2 1 8:45 AM 6 100 9 3 112 2 7 25 6 12 22 7 311 1 0 0 0 1 2 0 2 1 VOLUMES 50 759 47 29 1,068 29 44 276 89 93 252 59 2,795 4 3 0 0 7 4 2 18 17 APPROACH % 6% 89% 5% 3% 95% 3% 11% 67% 22% 23% 62% 15%
APP/DEPART 856 / 865 1,126 / 1,254 409 / 349 404 / 327 0
BEGIN PEAK HR
VOLUMES 31 414 24 17 592 15 30 157 52 55 144 34 1,565 2 2 9 11 APPROACH % 7% 88% 5% 3% 95% 2% 13% 66% 22% 24% 62% 15%
PEAK HR FACTOR 0.820 0.891 0.842 0.940 0.914
APP/DEPART 469 / 481 624 / 700 239 / 195 233 / 189 0 4:00 PM 8 165 10 13 150 9 11 31 17 8 34 12 468 0 0 0 0 0 2 3 8 2 4:15 PM 11 179 12 12 146 6 7 50 10 7 35 14 489 0 3 0 0 3 2 2 2 6 4:30 PM 17 181 11 9 146 8 10 46 9 9 47 11 504 5 0 0 0 5 3 0 2 1 4:45 PM 7 187 10 10 179 3 7 45 10 13 40 11 522 1 2 0 0 3 0 0 2 1 5:00 PM 7 193 22 16 150 7 11 40 12 15 41 9 523 2 1 0 0 3 2 1 2 2 5:15 PM 8 183 24 10 179 11 7 35 12 6 38 10 523 0 2 0 0 2 1 1 6 1 5:30 PM 13 192 15 8 126 7 11 32 6 12 28 9 459 2 1 0 0 3 1 1 2 3 5:45 PM 13 161 11 15 128 9 3 42 5 13 27 13 440 3 1 0 0 4 0 1 1 3 VOLUMES 84 1,441 115 93 1,204 60 67 321 81 83 290 89 3,928 13 10 0 0 23 11 9 25 19 APPROACH % 5% 88% 7% 7% 89% 4% 14% 68% 17% 18% 63% 19%
APP/DEPART 1,640 / 1,607 1,357 / 1,381 469 / 519 462 / 421 0
BEGIN PEAK HR
VOLUMES 39 744 67 45 654 29 35 166 43 43 166 41 2,072 6 2 12 5 APPROACH % 5% 88% 8% 6% 90% 4% 14% 68% 18% 17% 66% 16%
PEAK HR FACTOR 0.957 0.910 0.938 0.933 0.990
APP/DEPART 850 / 825 728 / 748 244 / 273 250 / 226 0 Anaheim
NORTH SIDE
Santa Ana WEST SIDE EAST SIDE Santa Ana
SOUTH SIDE
Anaheim
E SIDE W SIDE S SIDE N SIDE TOTAL E SIDE W SIDE S SIDE N SIDE TOTAL ES WS SS NS TOTAL 7:00 AM 2 1 1 2 6 1 1 0 2 4 1 0 1 0 2 7:15 AM 1 0 1 0 2 0 0 0 0 0 1 0 1 0 2 7:30 AM 1 1 1 0 3 1 1 0 0 2 0 0 1 0 1 7:45 AM 4 2 1 0 7 3 0 1 0 4 1 2 0 0 3 8:00 AM 0 3 1 0 4 0 2 1 0 3 0 1 0 0 1 8:15 AM 2 2 4 1 9 1 1 2 1 5 1 1 2 0 4 8:30 AM 4 0 3 0 7 3 0 3 0 6 1 0 0 0 1 8:45 AM 1 0 1 2 4 1 0 1 1 3 0 0 0 1 1 TOTAL 15 9 13 5 42 10 5 8 4 27 5 4 5 1 15 4:00 PM 4 8 1 10 23 2 6 1 10 19 2 2 0 0 4 4:15 PM 6 5 3 1 15 4 3 2 0 9 2 2 1 1 6 4:30 PM 5 8 3 1 17 5 6 3 0 14 0 2 0 1 3 4:45 PM 7 4 3 0 14 4 2 3 0 9 3 2 0 0 5 5:00 PM 6 4 4 6 20 4 2 4 4 14 2 2 0 2 6 5:15 PM 6 2 2 3 13 6 1 1 1 9 0 1 1 2 4 5:30 PM 6 5 1 2 14 6 2 0 2 10 0 3 1 0 4 5:45 PM 7 4 2 6 19 6 3 2 4 15 1 1 0 2 4 TOTAL 47 40 19 29 135 37 25 16 21 99 10 15 3 8 36 RTOR
INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected] Anaheim
Anaheim
Santa Ana
U-TURNS
Anaheim Anaheim Santa Ana Santa Ana
PM AM
7:15 AM
PM
4:30 PM
ALL PED AND BIKE BICYCLE CROSSINGS
AM
PEDESTRIAN CROSSINGS
Add U-Turns to Left Turns
3.1-1
2,483 89 2,272 122 TOTAL 2,472
1,357 60 1,204 93 PM 1,607
1,126 29 1,068 29 AM 865
404
462
866
748
421
327
59 89
148
252
290
542
TOTAL
PM
AM
93 83
176
111
67 44
AM
PM
TOTAL
597
321
276
170
81 89
349
519
868
878
469
409
1,254 AM 50 759 47 856
1,381 PM 84 1,441 115 1,640
2,635 TOTAL 134 2,200 162 2,496
1,352 44 1,246 62 TOTAL 1,306
728 29 654 45 PM 825
624 15 592 17 AM 481
233
250
483
415
226
189
34 41
75 144
166
310
TOTAL
PM
AM AM 7:15 AM
8:45 AM
55 43
98 65
35 30
#N/A
AM
PM
TOTAL
323
166
157 PM 4:30 PM
3:45 PM
95 43
52 195
273
468
483
244
239
700 AM 31 414 24 469
748 PM 39 744 67 850
1,448 Total 70 1,158 91 1,319
Anaheim
AimTD LLC
TURNING MOVEMENT COUNTS
Anaheim
Santa Ana
Santa Ana
Anaheim
SC4018
ALL HOURS
Anaheim
Anaheim
Santa Ana
Santa Ana
PEAK HOUR
3.1-2
T816
DATE: LOCATION: PROJECT #: SC4018
Tue, May 9, 23 NORTH & SOUTH: LOCATION #: 2
EAST & WEST: CONTROL: STOP ALL
NOTES: AM ▲
PM N
MD ◄ W E ►
OTHER S
OTHER ▼
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRR LANES: 0 1 0 0 1 0 0 1 0 0 1 0 0 0 0 0 X X X X
7:00 AM 0 0 0 4 4 3 0 41 1 3 33 2 91 0 0 0 0 0 0 0 0 0 7:15 AM 1 2 1 3 0 4 0 38 2 0 61 5 117 0 0 0 0 0 0 0 0 0 7:30 AM 1 0 1 2 0 3 1 49 0 0 53 0 110 0 0 0 0 0 0 0 0 0 7:45 AM 0 1 1 1 0 1 2 57 2 2 65 2 134 0 0 0 0 0 0 0 0 0 8:00 AM 1 0 0 3 0 5 1 39 3 1 38 0 91 0 0 0 0 0 0 0 0 0 8:15 AM 2 0 2 0 1 1 0 33 3 1 40 3 86 0 0 0 0 0 0 0 0 0 8:30 AM 1 0 0 2 0 1 0 33 3 3 40 0 83 0 0 0 0 0 0 0 0 0 8:45 AM 3 1 2 0 0 2 2 31 6 1 41 0 89 0 0 0 0 0 0 0 0 0 VOLUMES 9 4 7 15 5 20 6 321 20 11 371 12 801 0 0 0 0 0 0 0 0 0 APPROACH % 45% 20% 35% 38% 13% 50% 2% 93% 6% 3% 94% 3%
APP/DEPART 20 / 22 40 / 36 347 / 343 394 / 400 0
BEGIN PEAK HR
VOLUMES 3 3 3 9 0 13 4 183 7 3 217 7 452 0 0 0 0 APPROACH % 33% 33% 33% 41% 0% 59% 2% 94% 4% 1% 96% 3%
PEAK HR FACTOR 0.563 0.500 0.795 0.822 0.843
APP/DEPART 9 / 14 22 / 10 194 / 195 227 / 233 0 4:00 PM 3 2 0 8 5 12 1 50 4 1 40 3 129 0 0 0 0 0 0 0 0 0 4:15 PM 5 0 1 3 2 6 8 54 6 0 52 6 143 0 0 0 0 0 0 0 0 0 4:30 PM 1 3 2 0 6 8 6 50 7 2 55 6 146 0 0 0 0 0 0 0 0 0 4:45 PM 2 1 1 2 2 9 7 50 5 0 50 1 130 0 0 0 0 0 0 0 0 0 5:00 PM 4 3 1 3 1 9 8 58 6 1 47 2 143 0 0 0 0 0 0 0 0 0 5:15 PM 2 2 2 7 1 8 12 49 4 4 46 2 139 0 0 0 0 0 0 0 0 0 5:30 PM 2 2 2 0 5 9 9 41 4 1 38 4 117 0 0 0 0 0 0 0 0 0 5:45 PM 2 0 2 3 7 21 12 47 12 1 30 4 141 0 0 0 0 0 0 0 0 0 VOLUMES 21 13 11 26 29 82 63 399 48 10 358 28 1,088 0 0 0 0 0 0 0 0 0 APPROACH % 47% 29% 24% 19% 21% 60% 12% 78% 9% 3% 90% 7% APP/DEPART 45 / 104 137 / 87 510 / 436 396 / 461 0
BEGIN PEAK HR
VOLUMES 12 7 5 8 11 32 29 212 24 3 204 15 562 0 0 0 0 APPROACH % 50% 29% 21% 16% 22% 63% 11% 80% 9% 1% 92% 7% PEAK HR FACTOR 0.750 0.911 0.920 0.881 0.962
APP/DEPART 24 / 51 51 / 38 265 / 225 222 / 248 0 Claudina
NORTH SIDE
Santa Ana WEST SIDE EAST SIDE Santa Ana
SOUTH SIDE
Claudina
E SIDE W SIDE S SIDE N SIDE TOTAL E SIDE W SIDE S SIDE N SIDE TOTAL ES WS SS NS TOTAL 7:00 AM 1 1 0 1 3 1 1 0 1 3 0 0 0 0 0 7:15 AM 0 0 1 1 2 0 0 0 1 1 0 0 1 0 1 7:30 AM 1 1 1 1 4 1 0 0 1 2 0 1 1 0 2 7:45 AM 0 2 1 0 3 0 2 1 0 3 0 0 0 0 0 8:00 AM 0 1 2 2 5 0 1 2 2 5 0 0 0 0 0 8:15 AM 2 6 4 3 15 2 5 3 2 12 0 1 1 1 3 8:30 AM 0 1 1 0 2 0 1 1 0 2 0 0 0 0 0 8:45 AM 0 3 0 3 6 0 3 0 2 5 0 0 0 1 1 TOTAL 4 15 10 11 40 2 3 1 3 33 0 1 2 0 7 4:00 PM 2 15 0 9 26 2 15 0 9 26 0 0 0 0 0 4:15 PM 0 5 1 1 7 0 5 0 1 6 0 0 1 0 1 4:30 PM 0 14 0 4 18 0 14 0 2 16 0 0 0 2 2 4:45 PM 4 7 1 0 12 4 7 1 0 12 0 0 0 0 0 5:00 PM 4 10 0 2 16 4 10 0 2 16 0 0 0 0 0 5:15 PM 6 13 0 2 21 6 12 0 1 19 0 1 0 1 2 5:30 PM 11 10 1 10 32 11 10 0 10 31 0 0 1 0 1 5:45 PM 1 31 0 4 36 1 31 0 3 35 0 0 0 1 1 TOTAL 28 105 3 32 168 8 36 1 5 161 0 0 1 2 7 RTOR
INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected] Anaheim
Claudina
Santa Ana
U-TURNS
Claudina Claudina Santa Ana Santa Ana
PM AM
7:00 AM
PM
4:15 PM
ALL PED AND BIKE BICYCLE CROSSINGS
AM
PEDESTRIAN CROSSINGS
Add U-Turns to Left Turns
3.1-3
177 102 34 41 TOTAL 126
137 82 29 26 PM 104
40 20 5 15 AM 22
394
396
790
861
461
400
12 28
40 371
358
729
TOTAL
PM
AM
11 10
21 69
63 6
AM
PM
TOTAL
720
399
321
68 48
20 343
436
779
857
510
347
36 AM 9 4 7 20
87 PM 21 13 11 45
123 TOTAL 30 17 18 65
73 45 11 17 TOTAL 65
51 32 11 8 PM 51
22 13 0 9 AM 14
227
222
449
481
248
233
7 15
22 217
204
421
TOTAL
PM
AM AM 7:00 AM
8:45 AM
3 3
6 33
29 4
#N/A
AM
PM
TOTAL
395
212
183 PM 4:15 PM
3:45 PM
31 24
7 195
225
420
459
265
194
10 AM 3 3 3 9
38 PM 12 7 5 24
48 Total 15 10 8 33
Claudina
AimTD LLC
TURNING MOVEMENT COUNTS
Claudina
Santa Ana
Santa Ana
Anaheim
SC4018
ALL HOURS
Claudina
Claudina
Santa Ana
Santa Ana
PEAK HOUR
3.1-4
T816
DATE: LOCATION: PROJECT #: SC4018
Tue, May 9, 23 NORTH & SOUTH: LOCATION #: 3
EAST & WEST: CONTROL: STOP S
NOTES: AM ▲
PM N
MD ◄ W E ►
OTHER S
OTHER ▼
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRR LANES: 0 1 0 0 1 0 0 1 0 0 1 0 0 0 0 0 X X X X
7:00 AM 0 0 0 1 0 3 0 43 1 0 35 1 84 0 0 0 0 0 0 0 0 0 7:15 AM 0 0 0 8 0 5 2 41 1 1 59 2 119 0 0 0 0 0 0 0 0 0 7:30 AM 0 0 0 6 0 2 0 52 0 0 56 7 123 0 0 0 0 0 0 0 0 0 7:45 AM 0 0 1 6 0 1 0 56 0 1 63 0 128 0 0 0 0 0 0 0 0 0 8:00 AM 0 1 0 1 0 5 1 43 0 0 41 2 94 0 0 0 0 0 0 0 0 0 8:15 AM 0 0 0 1 0 5 0 33 1 0 38 1 79 0 0 0 0 0 0 0 0 0 8:30 AM 0 0 0 0 0 3 1 34 0 0 39 0 77 0 0 0 0 0 0 0 0 0 8:45 AM 0 0 0 0 0 2 1 30 2 0 39 1 75 0 0 0 0 0 0 0 0 0 VOLUMES 0 1 1 23 0 26 5 332 5 2 370 14 779 0 0 0 0 0 0 0 0 0 APPROACH % 0% 50% 50% 47% 0% 53% 1% 97% 1% 1% 96% 4%
APP/DEPART 2 / 20 49 / 7 342 / 356 386 / 396 0
BEGIN PEAK HR
VOLUMES 0 1 1 21 0 13 3 192 1 2 219 11 464 0 0 0 0 APPROACH % 0% 50% 50% 62% 0% 38% 2% 98% 1% 1% 94% 5%
PEAK HR FACTOR 0.500 0.654 0.875 0.906 0.906
APP/DEPART 2 / 15 34 / 3 196 / 214 232 / 232 0 4:00 PM 0 0 0 0 0 2 3 60 0 0 42 2 109 0 0 0 0 0 0 0 0 0 4:15 PM 0 0 1 3 0 5 4 50 1 0 52 2 118 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 0 1 0 4 5 50 0 0 60 2 122 0 0 0 0 0 0 0 0 0 4:45 PM 0 0 0 1 0 7 4 51 0 0 45 2 110 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 0 2 0 0 5 52 0 0 53 2 114 0 0 0 0 0 0 0 0 0 5:15 PM 0 0 0 2 0 5 3 51 0 0 46 2 109 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 3 0 2 2 42 0 0 38 2 89 0 0 0 0 0 0 0 0 0 5:45 PM 0 0 0 4 0 1 7 40 0 0 37 3 92 0 0 1 0 1 0 0 0 0 VOLUMES 0 0 1 16 0 26 33 396 1 0 373 17 863 0 0 1 0 1 0 0 0 0 APPROACH % 0% 0% 100% 38% 0% 62% 8% 92% 0% 0% 96% 4%
APP/DEPART 1 / 49 42 / 1 430 / 413 390 / 400 0
BEGIN PEAK HR
VOLUMES 0 0 1 7 0 16 18 203 1 0 210 8 464 0 0 0 0 APPROACH % 0% 0% 100% 30% 0% 70% 8% 91% 0% 0% 96% 4%
PEAK HR FACTOR 0.250 0.719 0.974 0.879 0.951
APP/DEPART 1 / 26 23 / 1 222 / 211 218 / 226 0 Philadelhia
NORTH SIDE
Santa Ana WEST SIDE EAST SIDE Santa Ana
SOUTH SIDE
Philadelhia
E SIDE W SIDE S SIDE N SIDE TOTAL E SIDE W SIDE S SIDE N SIDE TOTAL ES WS SS NS TOTAL 7:00 AM 0 0 0 2 2 0 0 0 1 1 0 0 0 1 1 7:15 AM 1 0 0 1 2 1 0 0 1 2 0 0 0 0 0 7:30 AM 0 0 2 1 3 0 0 0 1 1 0 0 2 0 2 7:45 AM 0 0 1 0 1 0 0 1 0 1 0 0 0 0 0 8:00 AM 0 0 0 3 3 0 0 0 3 3 0 0 0 0 0 8:15 AM 1 1 5 6 13 1 1 3 5 10 0 0 2 1 3 8:30 AM 0 0 1 1 2 0 0 1 1 2 0 0 0 0 0 8:45 AM 0 0 0 4 4 0 0 0 3 3 0 0 0 1 1 TOTAL 2 1 9 18 30 1 0 1 5 23 0 0 2 0 7 4:00 PM 0 0 0 3 3 0 0 0 3 3 0 0 0 0 0 4:15 PM 0 0 3 0 3 0 0 2 0 2 0 0 1 0 1 4:30 PM 0 0 2 2 4 0 0 1 1 2 0 0 1 1 2 4:45 PM 0 2 0 3 5 0 2 0 3 5 0 0 0 0 0 5:00 PM 0 1 1 3 5 0 1 1 3 5 0 0 0 0 0 5:15 PM 0 0 1 5 6 0 0 1 5 6 0 0 0 0 0 5:30 PM 0 0 3 4 7 0 0 3 4 7 0 0 0 0 0 5:45 PM 0 3 0 3 6 0 3 0 2 5 0 0 0 1 1 TOTAL 0 6 10 23 39 0 3 4 7 35 0 0 2 1 4
BICYCLE CROSSINGS
AM
PEDESTRIAN CROSSINGS
PM AM
7:15 AM
PM
4:15 PM
ALL PED AND BIKE
RTOR
INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected] Anaheim
Philadelhia
Santa Ana
U-TURNS
Philadelhia Philadelhia Santa Ana Santa Ana
Add U-Turns to Left Turns
3.1-5
91 52 0 39 TOTAL 69
42 26 0 16 PM 49
49 26 0 23 AM 20
386
390
776
796
400
396
14 17
31 370
373
743
TOTAL
PM
AM
2 0
2 38
33 5
AM
PM
TOTAL
728
396
332
6 1
5 356
413
769
772
430
342
7 AM 0 1 1 2
1 PM 0 0 1 1
8 TOTAL 0 1 2 3
57 29 0 28 TOTAL 41
23 16 0 7 PM 26
34 13 0 21 AM 15
232
218
450
458
226
232
11 8
19 219
210
429
TOTAL
PM
AM AM 7:15 AM
8:45 AM
2 0
2 21
18 3
#N/A
AM
PM
TOTAL
395
203
192 PM 4:15 PM
3:45 PM
2 1
1 214
211
425
418
222
196
3 AM 0 1 1 2
1 PM 0 0 1 1
4 Total 0 1 2 3
Philadelhia
AimTD LLC
TURNING MOVEMENT COUNTS
Philadelhia
Santa Ana
Santa Ana
Anaheim
SC4018
ALL HOURS
Philadelhia
Philadelhia
Santa Ana
Santa Ana
PEAK HOUR
3.1-6
T816
DATE: LOCATION: PROJECT #: SC4018
Tue, May 9, 23 NORTH & SOUTH: LOCATION #: 4
EAST & WEST: CONTROL: SIGNAL
NOTES: AM ▲
PM N
MD ◄ W E ►
OTHER S
OTHER ▼
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRR LANES: 0 1 0 0 1 0 1 2 0 1 2 0 0 0 0 0 0 0 0 0
7:00 AM 10 14 3 2 17 19 6 59 7 9 81 3 230 0 0 0 0 0 1 11 2 1 7:15 AM 10 15 6 9 40 17 7 86 7 3 81 1 282 0 0 0 0 0 2 7 1 0 7:30 AM 9 20 0 6 18 12 7 84 4 5 99 1 265 0 0 0 0 0 0 3 0 0 7:45 AM 13 25 5 2 18 21 6 109 9 2 107 4 321 0 0 0 0 0 0 6 0 0 8:00 AM 10 24 2 3 21 10 8 96 8 8 112 5 307 0 0 0 0 0 1 3 3 0 8:15 AM 12 28 1 3 13 15 2 100 8 1 85 0 268 0 0 0 0 0 0 6 1 0 8:30 AM 6 15 1 7 32 21 6 77 8 0 70 2 245 0 0 0 0 0 0 7 2 1 8:45 AM 10 18 0 3 4 11 8 83 5 2 62 3 209 0 0 0 0 0 0 1 2 0 VOLUMES 80 159 18 35 163 126 50 694 56 30 697 19 2,127 0 0 0 0 0 4 44 11 2 APPROACH % 31% 62% 7% 11% 50% 39% 6% 87% 7% 4% 93% 3%
APP/DEPART 257 / 228 324 / 249 800 / 747 746 / 903 0
BEGIN PEAK HR
VOLUMES 42 84 13 20 97 60 28 375 28 18 399 11 1,175 3 19 4 0 APPROACH % 30% 60% 9% 11% 55% 34% 6% 87% 6% 4% 93% 3%
PEAK HR FACTOR 0.808 0.670 0.869 0.856 0.915
APP/DEPART 139 / 123 177 / 143 431 / 408 428 / 501 0 4:00 PM 9 22 2 6 31 10 21 117 7 5 105 2 337 0 0 0 0 0 1 0 2 0 4:15 PM 9 18 2 5 24 13 15 98 14 13 115 7 333 0 0 3 0 3 1 3 1 0 4:30 PM 14 17 7 11 30 13 10 100 7 2 124 2 337 0 0 0 0 0 4 4 3 0 4:45 PM 3 16 4 6 28 12 11 96 9 9 125 4 323 0 0 0 0 0 1 4 1 0 5:00 PM 4 16 5 10 29 12 15 121 9 3 120 4 348 0 0 0 0 0 2 3 1 0 5:15 PM 12 29 5 4 27 10 15 112 10 4 122 7 357 0 0 0 0 0 1 7 2 0 5:30 PM 14 25 5 8 24 12 12 110 11 5 123 5 354 0 0 0 0 0 2 3 2 0 5:45 PM 10 34 3 4 22 12 16 93 13 5 131 7 350 0 0 0 0 0 1 5 1 1 VOLUMES 75 177 33 54 215 94 115 847 80 46 965 38 2,739 0 0 3 0 3 13 29 13 1 APPROACH % 26% 62% 12% 15% 59% 26% 11% 81% 8% 4% 92% 4% APP/DEPART 285 / 327 363 / 341 1,042 / 934 1,049 / 1,137 0
BEGIN PEAK HR
VOLUMES 40 104 18 26 102 46 58 436 43 17 496 23 1,409 6 18 6 1 APPROACH % 25% 64% 11% 15% 59% 26% 11% 81% 8% 3% 93% 4% PEAK HR FACTOR 0.862 0.853 0.926 0.937 0.987
APP/DEPART 162 / 185 174 / 162 537 / 480 536 / 582 0 Olive
NORTH SIDE
Broadway WEST SIDE EAST SIDE Broadway
SOUTH SIDE
Olive
E SIDE W SIDE S SIDE N SIDE TOTAL E SIDE W SIDE S SIDE N SIDE TOTAL ES WS SS NS TOTAL 7:00 AM 0 2 2 2 6 0 2 2 1 5 0 0 0 1 1 7:15 AM 1 3 0 1 5 1 3 0 1 5 0 0 0 0 0 7:30 AM 1 3 2 0 6 1 2 2 0 5 0 1 0 0 1 7:45 AM 1 0 1 3 5 1 0 1 3 5 0 0 0 0 0 8:00 AM 0 3 3 4 10 0 2 1 2 5 0 1 2 2 5 8:15 AM 2 2 1 4 9 2 2 1 4 9 0 0 0 0 0 8:30 AM 0 0 0 2 2 0 0 0 2 2 0 0 0 0 0 8:45 AM 0 0 0 1 1 0 0 0 1 1 0 0 0 0 0 TOTAL 5 13 9 17 44 3 7 4 6 37 0 2 2 2 7 4:00 PM 1 4 5 3 13 0 4 4 1 9 1 0 1 2 4 4:15 PM 0 7 3 0 10 0 5 3 0 8 0 2 0 0 2 4:30 PM 1 4 4 20 29 1 3 3 20 27 0 1 1 0 2 4:45 PM 0 3 3 1 7 0 2 2 0 4 0 1 1 1 3 5:00 PM 5 5 2 5 17 4 4 2 4 14 1 1 0 1 3 5:15 PM 1 3 5 1 10 1 2 4 1 8 0 1 1 0 2 5:30 PM 2 1 5 3 11 1 0 5 3 9 1 1 0 0 2 5:45 PM 1 3 4 4 12 1 2 3 4 10 0 1 1 0 2 TOTAL 11 30 31 37 109 7 8 14 12 89 2 4 2 1 20
BICYCLE CROSSINGS
AM
PEDESTRIAN CROSSINGS
PM AM
7:15 AM
PM
5:00 PM
ALL PED AND BIKE
RTOR
INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected] Anaheim
Olive
Broadway
U-TURNS
Olive Olive Broadway Broadway
Add U-Turns to Left Turns
3.1-7
687 220 378 89 TOTAL 555
363 94 215 54 PM 327
324 126 163 35 AM 228
746
1,049
1,795
2,040
1,137
903
19 38
57 697
965
1,662
TOTAL
PM
AM
30 46
76 165
115
50 AM
PM
TOTAL
1,541
847
694
136
80 56
747
934
1,681
1,842
1,042
800
249 AM 80 159 18 257
341 PM 75 177 33 285
590 TOTAL 155 336 51 542
351 106 199 46 TOTAL 308
174 46 102 26 PM 185
177 60 97 20 AM 123
428
536
964
1,083
582
501
11 23
34 399
496
895
TOTAL
PM
AM AM 7:15 AM
8:45 AM
18 17
35 86
58 28
#N/A
AM
PM
TOTAL
811
436
375 PM 5:00 PM
3:45 PM
71 43
28 408
480
888
968
537
431
143 AM 42 84 13 139
162 PM 40 104 18 162
305 Total 82 188 31 301
Olive
AimTD LLC
TURNING MOVEMENT COUNTS
Olive
Broadway
Broadway
Anaheim
SC4018
ALL HOURS
Olive
Olive
Broadway
Broadway
PEAK HOUR
3.1-8
T816
DATE: LOCATION: PROJECT #: SC4018
Tue, May 9, 23 NORTH & SOUTH: LOCATION #: 5
EAST & WEST: CONTROL: STOP ALL
NOTES: AM ▲
PM N
MD ◄ W E ►
OTHER S
OTHER ▼
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL NRR SRR ERR WRR LANES: 0 1 0 0 1 0 1 2 0 1 2 0 0 0 0 0 X X X X
7:00 AM 2 16 6 0 29 2 5 35 4 8 33 5 145 0 0 0 0 0 0 0 0 0 7:15 AM 6 23 18 3 44 4 2 35 11 17 49 7 219 0 0 0 0 0 0 0 0 0 7:30 AM 8 17 11 6 22 4 5 47 5 8 50 8 191 0 0 0 0 0 0 0 0 0 7:45 AM 4 19 5 3 22 2 6 55 6 8 60 11 201 0 0 0 0 0 0 0 0 0 8:00 AM 2 22 7 6 20 1 4 30 3 7 40 14 156 0 0 0 0 0 0 0 0 0 8:15 AM 3 20 7 8 21 0 2 35 1 8 36 6 147 0 0 0 0 0 0 0 0 0 8:30 AM 2 16 6 6 10 2 1 30 3 5 34 12 127 0 0 0 0 0 0 0 0 0 8:45 AM 1 13 3 11 26 2 2 26 2 2 36 4 128 0 0 0 0 0 0 0 0 0 VOLUMES 28 146 63 43 194 17 27 293 35 63 338 67 1,314 0 0 0 0 0 0 0 0 0 APPROACH % 12% 62% 27% 17% 76% 7% 8% 83% 10% 13% 72% 14% APP/DEPART 237 / 240 254 / 292 355 / 399 468 / 383 0
BEGIN PEAK HR
VOLUMES 20 81 41 18 108 11 17 167 25 40 199 40 767 0 0 0 0 APPROACH % 14% 57% 29% 13% 79% 8% 8% 80% 12% 14% 71% 14% PEAK HR FACTOR 0.755 0.672 0.780 0.883 0.876
APP/DEPART 142 / 138 137 / 173 209 / 226 279 / 230 0 4:00 PM 4 19 12 9 34 0 2 51 9 13 42 12 207 0 0 0 0 0 0 0 0 0 4:15 PM 8 17 6 14 28 2 2 44 4 8 44 8 185 0 0 0 0 0 0 0 0 0 4:30 PM 9 26 5 15 23 3 4 41 5 7 52 8 198 0 0 0 0 0 0 0 0 0 4:45 PM 6 24 4 9 33 1 3 43 1 6 40 5 175 0 0 0 0 0 0 0 0 0 5:00 PM 3 10 7 9 18 3 5 42 7 3 54 7 168 0 0 0 0 0 0 0 0 0 5:15 PM 6 26 7 11 30 2 5 43 3 7 42 8 190 0 0 0 0 0 0 0 0 0 5:30 PM 5 24 11 16 21 3 2 41 5 7 32 11 178 0 0 0 0 0 0 0 0 0 5:45 PM 0 17 7 3 23 1 1 37 7 10 41 4 151 0 0 0 0 0 0 0 0 0 VOLUMES 41 163 59 86 210 15 24 342 41 61 347 63 1,452 0 0 0 0 0 0 0 0 0 APPROACH % 16% 62% 22% 28% 68% 5% 6% 84% 10% 13% 74% 13% APP/DEPART 263 / 250 311 / 312 407 / 487 471 / 403 0
BEGIN PEAK HR
VOLUMES 27 86 27 47 118 6 11 179 19 34 178 33 765 0 0 0 0 APPROACH % 19% 61% 19% 27% 69% 4% 5% 86% 9% 14% 73% 13% PEAK HR FACTOR 0.875 0.972 0.843 0.914 0.924
APP/DEPART 140 / 130 171 / 171 209 / 253 245 / 211 0 Olive
NORTH SIDE
Santa Ana WEST SIDE EAST SIDE Santa Ana
SOUTH SIDE
Olive
E SIDE W SIDE S SIDE N SIDE TOTAL E SIDE W SIDE S SIDE N SIDE TOTAL ES WS SS NS TOTAL 7:00 AM 7 0 0 8 15 7 0 0 7 14 0 0 0 1 1 7:15 AM 4 1 1 1 7 4 1 1 1 7 0 0 0 0 0 7:30 AM 4 2 4 4 14 4 1 1 4 10 0 1 3 0 4 7:45 AM 0 1 1 0 2 0 0 1 0 1 0 1 0 0 1 8:00 AM 0 2 0 3 5 0 2 0 3 5 0 0 0 0 0 8:15 AM 1 4 3 7 15 0 4 3 6 13 1 0 0 1 2 8:30 AM 1 2 0 0 3 0 1 0 0 1 1 1 0 0 2 8:45 AM 0 1 0 1 2 0 1 0 1 2 0 0 0 0 0 TOTAL 17 13 9 24 63 15 10 6 22 53 2 3 3 2 10 4:00 PM 3 1 0 6 10 3 0 0 6 9 0 1 0 0 1 4:15 PM 1 1 3 0 5 0 1 2 0 3 1 0 1 0 2 4:30 PM 4 1 3 1 9 4 0 2 1 7 0 1 1 0 2 4:45 PM 1 0 1 1 3 0 0 1 1 2 1 0 0 0 1 5:00 PM 1 5 4 0 10 0 4 3 0 7 1 1 1 0 3 5:15 PM 1 0 1 4 6 1 0 1 3 5 0 0 0 1 1 5:30 PM 0 7 4 0 11 0 7 3 0 10 0 0 1 0 1 5:45 PM 1 6 0 5 12 1 4 0 2 7 0 2 0 3 5 TOTAL 12 21 16 17 66 9 16 12 13 50 3 5 4 4 16 RTOR
INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected] Anaheim
Olive
Santa Ana
U-TURNS
Olive Olive Santa Ana Santa Ana
PM AM
7:15 AM
PM
4:00 PM
ALL PED AND BIKE BICYCLE CROSSINGS
AM
PEDESTRIAN CROSSINGS
Add U-Turns to Left Turns
3.1-9
565 32 404 129 TOTAL 490
311 15 210 86 PM 250
254 17 194 43 AM 240
468
471
939
786
403
383
67 63
130
338
347
685
TOTAL
PM
AM
63 61
124
51 24
27 AM
PM
TOTAL
635
342
293
76 41
35 399
487
886
762
407
355
292 AM 28 146 63 237
312 PM 41 163 59 263
604 TOTAL 69 309 122 500
308 17 226 65 TOTAL 268
171 6 118 47 PM 130
137 11 108 18 AM 138
279
245
524
441
211
230
40 33
73 199
178
377
TOTAL
PM
AM AM 7:15 AM
8:45 AM
40 34
74 28
11 17
#N/A
AM
PM
TOTAL
346
179
167 PM 4:00 PM
3:45 PM
44 19
25 226
253
479
418
209
209
173 AM 20 81 41 142
171 PM 27 86 27 140
344 Total 47 167 68 282
Olive
AimTD LLC
TURNING MOVEMENT COUNTS
Olive
Santa Ana
Santa Ana
Anaheim
SC4018
ALL HOURS
Olive
Olive
Santa Ana
Santa Ana
PEAK HOUR
3.1-10
CITY: Anaheim PROJECT:
AM Period EB WB PM Period EB WB
0:00 7 6 12:00 36 27
0:15 3 4 12:15 33 30
0:30 7 3 12:30 25 44
0:45 52 211 4 3 6 12:45 37 131 27 128 259
1:00 2 1 13:00 42 36
1:15 1 3 13:15 37 33
1:30 2 1 13:30 40 39
1:45 4916 1 5 13:45 35 154 44 152 306
2:00 0 0 14:00 56 52
2:15 1 0 14:15 45 45
2:30 2 3 14:30 46 54
2:45 1403 7 14:45 53 200 55 206 406
3:00 1 1 15:00 53 45
3:15 2 1 15:15 33 34
3:30 2 1 15:30 22 26
3:45 2725 1 2 15:45 50 158 43 148 306
4:00 2 3 16:00 62 46
4:15 2 1 16:15 50 54
4:30 2 6 16:30 50 64
4:45 7 1 31 02 0 3 3 16:45 47 209 47 211 420
5:00 5 1 0 17:00 54 60
5:15 7 1 0 17:15 51 50
5:30 6 1 6 17:30 48 40
5:45 14 32 12 48 80 17:45 45 198 42 192 390
6:00 14 18 18:00 29 43
6:15 18 20 18:15 40 35
6:30 14 30 18:30 49 38
6:45 25 71 33 101 172 18:45 34 152 24 140 292
7:00 44 37 19:00 36 27
7:15 48 59 19:15 38 41
7:30 57 62 19:30 32 30
7:45 67 216 66 224 440 19:45 29 135 26 124 259
8:00 37 43 20:00 34 24
8:15 38 39 20:15 30 24
8:30 34 38 20:30 33 18
8:45 30 139 39 159 298 20:45 27 124 24 90 214
9:00 26 40 21:00 31 13
9:15 26 41 21:15 31 19
9:30 23 22 21:30 33 12
9:45 23 98 31 134 232 21:45 23 118 18 62 180
10:00 29 27 22:00 12 10
10:15 23 24 22:15 19 13
10:30 26 29 22:30 8 9
10:45 16 94 30 110 204 22:45 15 54 9 41 95
11:00 22 31 23:00 3 4
11:15 16 27 23:15 77
11:30 25 33 23:30 7 4
11:45 30 93 40 131 224 23:45 10 27 4 19 46
Total Vol. 798 955 1753 1660 1513 3173
EB WB Combined
2458 2468 4926
Split % 45.5% 54.5% 35.6% 52.3% 47.7% 64.4%
Peak Hour 7:00 7:15 7:00 15:45 16:15 16:15
Volume 216 230 440 212 225 426
P.H.F. 0.81 0.87 0.83 0.85 0.88 0.93
Tuesday, May 09, 2023 SC4018
ADT1 Santa Ana east of Philadelphia. Prepared by AimTD LLC tel. 714 253 7888 Daily Totals
AM PM
[email protected] Tell. 714 253 7888
3.1-11
CITY: Anaheim PROJECT:
AM Period NB SB PM Period NB SB
0:00 4 3 12:00 24 28
0:15 3 1 12:15 20 21
0:30 1 2 12:30 22 30
0:45 1 9 2 8 1 7 12:45 22 88 20 99 187
1:00 0 2 13:00 24 24
1:15 2 1 13:15 23 27
1:30 0 0 13:30 14 37
1:45 1 3 2 5 8 13:45 28 89 35 123 212
2:00 0 0 14:00 48 31
2:15 0 2 14:15 28 37
2:30 1 1 14:30 34 28
2:45 0 1 0 3 4 14:45 39 149 36 132 281
3:00 0 1 15:00 40 30
3:15 1 1 15:15 19 29
3:30 1 1 15:30 11 22
3:45 2 4 1 4 8 15:45 33 103 48 129 232
4:00 1 2 16:00 33 43
4:15 1 2 16:15 27 44
4:30 0 7 16:30 38 41
4:45 0 2 7 18 20 16:45 32 130 43 171 301
5:00 5 11 17:00 22 30
5:15 4 5 17:15 39 43
5:30 9 8 17:30 37 40
5:45 18 36 11 35 71 17:45 22 120 27 140 260
6:00 6 17 18:00 19 32
6:15 20 11 18:15 23 46
6:30 11 17 18:30 20 28
6:45 22 59 33 78 137 18:45 29 91 32 138 229
7:00 26 31 19:00 22 24
7:15 32 51 19:15 18 18
7:30 30 32 19:30 20 16
7:45 36 124 27 141 265 19:45 13 73 19 77 150
8:00 40 27 20:00 18 16
8:15 28 29 20:15 12 23
8:30 29 18 20:30 14 14
8:45 19 116 39 113 229 20:45 14 58 11 64 122
9:00 22 19 21:00 10 13
9:15 20 22 21:15 8 13
9:30 20 11 21:30 15 11
9:45 13 75 14 66 141 21:45 8 41 17 54 95
10:00 15 18 22:00 9 11
10:15 15 14 22:15 14 9
10:30 28 21 22:30 3 9
10:45 17 75 16 69 144 22:45 7 33 8 37 70
11:00 22 20 23:00 2 6
11:15 21 24 23:15 5 5
11:30 13 12 23:30 2 5
11:45 22 78 21 77 155 23:45 2 11 4 20 31
Total Vol. 582 617 1199 986 1184 2170
NB SB Combined
1568 1801 3369
Split % 48.5% 51.5% 35.6% 45.4% 54.6% 64.4%
Peak Hour 7:15 6:45 7:15 14:00 15:45 15:45
Volume 138 147 275 149 176 307
P.H.F. 0.86 0.72 0.83 0.75 0.92 0.95
Tuesday, May 09, 2023 SC4018
ADT2 Olive north of Santa Ana. Prepared by AimTD LLC tel. 714 253 7888 Daily Totals
AM PM
[email protected] Tell. 714 253 7888
3.1-12
The Mill Traffic Analysis
15477-06 TA Report
APPENDIX 3.2: EXISTING (2023) CONDITIONS INTERSECTION
OPERATIONS ANALYSIS WORKSHEETS
The Mill Traffic Analysis
15477-06 TA Report
This Page Intentionally Left Blank
Existing AM Thu Jul 27, 2023 18:32:52 Page 2-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #1 Anaheim Bl. & E. Santa Ana St.
******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.452
Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 40 Level Of Service: A
******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Prot+Permit Prot+Permit Prot+Permit Prot+Permit Rights: Include Include Include Include
Min. Green: 5 10 10 5 10 10 5 10 10 5 10 10 Y+R: 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 Lanes: 1 0 1 1 0 1 0 1 1 0 1 0 0 1 0 1 0 0 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 31 414 24 17 592 15 30 157 52 55 144 34 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 31 414 24 17 592 15 30 157 52 55 144 34 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 31 414 24 17 592 15 30 157 52 55 144 34 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 31 414 24 17 592 15 30 157 52 55 144 34 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 31 414 24 17 592 15 30 157 52 55 144 34 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:
Sat/Lane: 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.89 0.11 1.00 1.95 0.05 1.00 0.75 0.25 1.00 0.81 0.19 Final Sat.: 1700 3214 186 1700 3316 84 1700 1277 423 1700 1375 325 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.02 0.13 0.13 0.01 0.18 0.18 0.02 0.12 0.12 0.03 0.10 0.10 Crit Moves: **** **** **** ****
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE
3.2-1
HCM 6th AWSC The Mill (JN 15477)
2: Claudina St. & E. Santa Ana St. 07/28/2023
Existing (2023) - AM Peak Hour Synchro 11 Report
Urban Crossroads, Inc. Page 1
Intersection
Intersection Delay, s/veh 9.7
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 4 183 7 3 217 733390 1 3
Future Vol, veh/h 4 183 7 3 217 733390 1 3
Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Heavy Vehicles, % 222222222222
Mvmt Flow 5 218 8 4 258 8444 1 10 1 5
Number of Lanes 110110010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2211
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1122
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1122
HCM Control Delay 9.5 10 8.1 8
HCM LOS AAAA
Lane NBLn1 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1
Vol Left, % 33% 100% 0% 100% 0% 41%
Vol Thru, % 33% 0% 96% 0% 97% 0%
Vol Right, % 33% 0% 4% 0% 3% 59%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 9 4 190 3 224 22
L T V o l 340309
Through Vol 3 0 183 0 217 0
R T V o l 30707 1 3
Lane Flow Rate 11 5 226 4 267 26
Geometry Grp 277772
Degree of Util (X) 0.015 0.007 0.296 0.005 0.347 0.035
Departure Headway (Hd) 5.02 5.333 4.705 5.213 4.69 4.857 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 717 675 753 679 757 741
Service Time 3.023 3.033 2.505 3.005 2.482 2.858
HCM Lane V/C Ratio 0.015 0.007 0.3 0.006 0.353 0.035
HCM Control Delay 8.1 8.1 9.5 8 10 8
HCM Lane LOS AAAAAA
HCM 95th-tile Q 0 0 1.2 0 1.6 0.1
3.2-2
HCM 6th TWSC The Mill (JN 15477)
3: E. Santa Ana St. & Philadelphia St. 07/28/2023
Existing (2023) - AM Peak Hour Synchro 11 Report
Urban Crossroads, Inc. Page 2
Intersection
Int Delay, s/veh 0.9
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 3 192 219 11 21 13
Future Vol, veh/h 3 192 219 11 21 13
Conflicting Peds, #/hr 0 00500
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 91 91 91 91 91 91
Heavy Vehicles, % 2 22222
Mvmt Flow 3 211 241 12 23 14
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 258 0 - 0 469 252
Stage 1 - - - - 252 -
Stage 2 - - - - 217 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver 1307 - - - 553 787
Stage 1 - - - - 790 -
Stage 2 - - - - 819 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1302 - - - 547 784
Mov Cap-2 Maneuver - - - - 547 -
Stage 1 - - - - 784 -
Stage 2 - - - - 816 -
Approach EB WB SB
HCM Control Delay, s 0.1 0 11.2
HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1302 - - - 618
HCM Lane V/C Ratio 0.003 - - - 0.06
HCM Control Delay (s) 7.8 0 - - 11.2
HCM Lane LOS A A - - B
HCM 95th %tile Q(veh) 0 - - - 0.2
3.2-3
Existing AM Thu Jul 27, 2023 18:32:52 Page 3-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #4 Olive St. & E. Broadway
******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.366 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 30 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Permitted Permitted Permitted Permitted Rights: Include Include Include Include Min. Green: 5 10 10 5 10 10 5 10 10 5 10 10 Y+R: 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 Lanes: 0 0 1! 0 0 0 0 1! 0 0 1 0 1 1 0 1 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 42 84 13 20 97 60 28 375 28 18 399 11 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 42 84 13 20 97 60 28 375 28 18 399 11 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 42 84 13 20 97 60 28 375 28 18 399 11 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 42 84 13 20 97 60 28 375 28 18 399 11 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 42 84 13 20 97 60 28 375 28 18 399 11 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:
Sat/Lane: 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.30 0.61 0.09 0.11 0.55 0.34 1.00 1.86 0.14 1.00 1.95 0.05 Final Sat.: 514 1027 159 192 932 576 1700 3164 236 1700 3309 91 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.02 0.08 0.08 0.01 0.10 0.10 0.02 0.12 0.12 0.01 0.12 0.12 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE
3.2-4
HCM 6th AWSC The Mill (JN 15477)
5: Olive St. & E. Santa Ana St. 07/28/2023
Existing (2023) - AM Peak Hour Synchro 11 Report
Urban Crossroads, Inc. Page 3
Intersection
Intersection Delay, s/veh 11.3
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 17 167 25 40 199 40 20 81 41 18 108 11 Future Vol, veh/h 17 167 25 40 199 40 20 81 41 18 108 11 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles, % 222222222222
Mvmt Flow 19 190 28 45 226 45 23 92 47 20 123 13
Number of Lanes 010010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1111
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1111
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1111
HCM Control Delay 11.1 12.4 10.4 10.5
HCM LOS BBBB
Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 14% 8% 14% 13%
Vol Thru, % 57% 80% 71% 79%
Vol Right, % 29% 12% 14% 8%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 142 209 279 137
LT Vol 20 17 40 18
Through Vol 81 167 199 108
RT Vol 41 25 40 11
Lane Flow Rate 161 238 317 156
Geometry Grp 1111
Degree of Util (X) 0.248 0.347 0.453 0.245
Departure Headway (Hd) 5.528 5.262 5.147 5.657
Convergence, Y/N Yes Yes Yes Yes
Cap 649 682 701 634
Service Time 3.573 3.304 3.184 3.702
HCM Lane V/C Ratio 0.248 0.349 0.452 0.246
HCM Control Delay 10.4 11.1 12.4 10.5
HCM Lane LOS BBBB
HCM 95th-tile Q 1 1.6 2.4 1
3.2-5
Existing PM Thu Jul 27, 2023 18:34:18 Page 2-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #1 Anaheim Bl. & E. Santa Ana St.
******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.513 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 40 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Prot+Permit Prot+Permit Prot+Permit Prot+Permit Rights: Include Include Include Include Min. Green: 5 10 10 5 10 10 5 10 10 5 10 10 Y+R: 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 Lanes: 1 0 1 1 0 1 0 1 1 0 1 0 0 1 0 1 0 0 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 39 744 67 45 654 29 35 166 43 43 166 41 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 39 744 67 45 654 29 35 166 43 43 166 41 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 39 744 67 45 654 29 35 166 43 43 166 41 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 39 744 67 45 654 29 35 166 43 43 166 41 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 39 744 67 45 654 29 35 166 43 43 166 41 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:
Sat/Lane: 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.83 0.17 1.00 1.92 0.08 1.00 0.79 0.21 1.00 0.80 0.20 Final Sat.: 1700 3119 281 1700 3256 144 1700 1350 350 1700 1363 337 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.02 0.24 0.24 0.03 0.20 0.20 0.02 0.12 0.12 0.03 0.12 0.12 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE
3.2-6
HCM 6th AWSC The Mill (JN 15477)
2: Claudina St. & E. Santa Ana St. 07/28/2023
Existing (2023) - PM Peak Hour Synchro 11 Report
Urban Crossroads, Inc. Page 1
Intersection
Intersection Delay, s/veh 9.6
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 29 212 24 3 204 15 12 7 5 8 11 32
Future Vol, veh/h 29 212 24 3 204 15 12 7 5 8 11 32
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles, % 222222222222
Mvmt Flow 30 221 25 3 213 16 13 7 5 8 11 33
Number of Lanes 110110010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2211
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1122
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1122
HCM Control Delay 9.8 9.8 8.4 8.2
HCM LOS AAAA
Lane NBLn1 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1
Vol Left, % 50% 100% 0% 100% 0% 16%
Vol Thru, % 29% 0% 90% 0% 93% 22%
Vol Right, % 21% 0% 10% 0% 7% 63%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 24 29 236 3 219 51
L T V o l 1 2 2 90308
Through Vol 7 0 212 0 204 11
RT Vol 5 0 24 0 15 32
Lane Flow Rate 25 30 246 3 228 53
Geometry Grp 277772
Degree of Util (X) 0.036 0.045 0.331 0.005 0.311 0.071
Departure Headway (Hd) 5.18 5.413 4.84 5.455 4.905 4.818 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 690 662 745 657 735 743
Service Time 3.22 3.138 2.565 3.181 2.631 2.853
HCM Lane V/C Ratio 0.036 0.045 0.33 0.005 0.31 0.071
HCM Control Delay 8.4 8.4 10 8.2 9.8 8.2
HCM Lane LOS AAAAAA
HCM 95th-tile Q 0.1 0.1 1.5 0 1.3 0.2
3.2-7
HCM 6th TWSC The Mill (JN 15477)
3: E. Santa Ana St. & Philadelphia St. 07/28/2023
Existing (2023) - PM Peak Hour Synchro 11 Report
Urban Crossroads, Inc. Page 2
Intersection
Int Delay, s/veh 0.8
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 18 203 210 8 7 16
Future Vol, veh/h 18 203 210 8 7 16
Conflicting Peds, #/hr 0 00703
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 95 95 95 95 95 95
Heavy Vehicles, % 2 22222
Mvmt Flow 19 214 221 8 7 17
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 236 0 - 0 484 235
Stage 1 - - - - 232 -
Stage 2 - - - - 252 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver 1331 - - - 542 804
Stage 1 - - - - 807 -
Stage 2 - - - - 790 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1323 - - - 527 797
Mov Cap-2 Maneuver - - - - 527 -
Stage 1 - - - - 789 -
Stage 2 - - - - 785 -
Approach EB WB SB
HCM Control Delay, s 0.6 0 10.4
HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1323 - - - 689
HCM Lane V/C Ratio 0.014 - - - 0.035
HCM Control Delay (s) 7.8 0 - - 10.4
HCM Lane LOS A A - - B
HCM 95th %tile Q(veh) 0 - - - 0.1
3.2-8
Existing PM Thu Jul 27, 2023 18:34:18 Page 3-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative) ******************************************************************************** Intersection #4 Olive St. & E. Broadway
******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.413 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 30 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Permitted Permitted Permitted Permitted Rights: Include Include Include Include Min. Green: 5 10 10 5 10 10 5 10 10 5 10 10 Y+R: 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 Lanes: 0 0 1! 0 0 0 0 1! 0 0 1 0 1 1 0 1 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 40 104 18 26 102 46 58 436 43 17 496 23 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 40 104 18 26 102 46 58 436 43 17 496 23 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 40 104 18 26 102 46 58 436 43 17 496 23 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 40 104 18 26 102 46 58 436 43 17 496 23 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 40 104 18 26 102 46 58 436 43 17 496 23 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:
Sat/Lane: 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.25 0.64 0.11 0.15 0.59 0.26 1.00 1.82 0.18 1.00 1.91 0.09 Final Sat.: 420 1091 189 254 997 449 1700 3095 305 1700 3249 151 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.02 0.10 0.10 0.02 0.10 0.10 0.03 0.14 0.14 0.01 0.15 0.15 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE
3.2-9
HCM 6th AWSC The Mill (JN 15477)
5: Olive St. & E. Santa Ana St. 07/28/2023
Existing (2023) - PM Peak Hour Synchro 11 Report
Urban Crossroads, Inc. Page 3
Intersection
Intersection Delay, s/veh 10.9
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 11 179 19 34 178 33 27 86 27 47 118 6 Future Vol, veh/h 11 179 19 34 178 33 27 86 27 47 118 6 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 222222222222
Mvmt Flow 12 195 21 37 193 36 29 93 29 51 128 7
Number of Lanes 010010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1111
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1111
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1111
HCM Control Delay 10.9 11.4 10.2 10.8
HCM LOS BBBB
Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 19% 5% 14% 27%
Vol Thru, % 61% 86% 73% 69%
Vol Right, % 19% 9% 13% 4%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 140 209 245 171
LT Vol 27 11 34 47
Through Vol 86 179 178 118
RT Vol 27 19 33 6
Lane Flow Rate 152 227 266 186
Geometry Grp 1111
Degree of Util (X) 0.232 0.332 0.384 0.286
Departure Headway (Hd) 5.492 5.254 5.188 5.539
Convergence, Y/N Yes Yes Yes Yes
Cap 653 684 692 649
Service Time 3.534 3.29 3.223 3.578
HCM Lane V/C Ratio 0.233 0.332 0.384 0.287
HCM Control Delay 10.2 10.9 11.4 10.8
HCM Lane LOS BBBB
HCM 95th-tile Q 0.9 1.5 1.8 1.2
3.2-10
The Mill Traffic Analysis
15477-06 TA Report
APPENDIX 3.3: EXISTING (2023) CONDITIONS TRAFFIC SIGNAL WARRANT
ANALYSIS WORKSHEETS
The Mill Traffic Analysis
15477-06 TA Report
This Page Intentionally Left Blank
California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-3. Warrant 3, Peak Hour
Traffic Conditions = Existing (2023) Conditions - Weekday PM Peak Hour Major Street Name = E. Santa Ana St. Total of Both Approaches (VPH) = 487 Number of Approach Lanes on Major Street = 1
Minor Street Name = Claudina St. High Volume Approach (VPH) = 51 Number of Approach Lanes On Minor Street = 1
*Note: 150 vph applies as the lower threshold for a minor-street approach with tw o or more lanes and 100 v
ph applies as the lower threshold for a minor-street approach with one lane
SIGNAL WARRANT NOT SATISFIED
487
51 0
100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street - Higher-Volume Approach (VPH)
Major Street - Total of Both Approaches (VPH)
1 Lane (Major) & 1 Lane (Minor)
2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor)
Major Street Approaches
Minor Street Approaches
3.3-1
California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-3. Warrant 3, Peak Hour
Traffic Conditions = Existing (2023) Conditions - Weekday AM Peak Hour Major Street Name = E. Santa Ana St. Total of Both Approaches (VPH) = 488 Number of Approach Lanes on Major Street = 1
Minor Street Name = Olive St. High Volume Approach (VPH) = 137 Number of Approach Lanes On Minor Street = 1
*Note: 150 vph applies as the lower threshold for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold for a minor-street approach with one lane
SIGNAL WARRANT NOT SATISFIED
488
137
0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street - Higher-Volume Approach (VPH)
Major Street - Total of Both Approaches (VPH)
1 Lane (Major) & 1 Lane (Minor)
2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor)
Major Street Approaches
Minor Street Approaches
3.3-2
California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-3. Warrant 3, Peak Hour
Traffic Conditions = Existing (2023) Conditions - Weekday PM Peak Hour Major Street Name = E. Santa Ana St. Total of Both Approaches (VPH) = 440 Number of Approach Lanes on Major Street = 1
Minor Street Name = Philadelphia St. High Volume Approach (VPH) = 23 Number of Approach Lanes On Minor Street = 1
*Note: 150 vph applies as the lower threshold for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold for a minor-street approach with one lane
SIGNAL WARRANT NOT SATISFIED
44023
0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street - Higher-Volume Approach (VPH)
Major Street - Total of Both Approaches (VPH)
1 Lane (Major) & 1 Lane (Minor)
2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor)
Major Street Approaches
Minor Street Approaches
3.3-3
This Page Intentionally Left Blank
3.3-4
The Mill Traffic Analysis
15477-06 TA Report
APPENDIX 4.1: POST PROCESSING WORKSHEETS
The Mill Traffic Analysis
15477-06 TA Report
This Page Intentionally Left Blank
PROJECT: Anaheim PROJECT: Anaheim
SCENARIO: Future General Plan Buildout SCENARIO: Future General Plan Buildout INTERSECTI 187 Anaheim Blvd / Santa Ana St INTERSECTI 204 Olive St / Broadway
MOVEMENT VOLUME VOLUME MOVEMENT VOLUME VOLUME
NBL 20 58 NBL 55 98
NBT 793 1,830 NBT 85 132
NBR 41 47 NBR 51 35
SBL 28 27 SBL 96 19
SBT 1,521 1,189 SBT 220 93
SBR 42 91 SBR 84 56
EBL 50 34 EBL 31 53
EBT 161 130 EBT 978 756
EBR 44 38 EBR 23 51
WBL 32 59 WBL 77 40
WBT 118 188 WBT 568 543
WBR 69 40 WBR 25 53
SCENARIO: Future General Plan Buildout SCENARIO: Future General Plan Buildout INTERSECTION: Claudina St / Santa Ana St INTERSECTION: Philadelphia St / Santa Ana St
MOVEMENT VOLUME VOLUME MOVEMENT VOLUME VOLUME
NBL 7 33 NBL 0 0
NBT 4 7 NBT 0 0
NBR 5 22 NBR 0 0
SBL 20 19 SBL 38 8
SBT 11 15 SBT 0 0
SBR 36 9 SBR 20 21
EBL 5 40 EBL 5 14
EBT 230 243 EBT 246 258
EBR 5 18 EBR 0 0
WBL 2 10 WBL 0 0
WBT 275 271 WBT 271 284
WBR 5 33 WBR 17 10
PM PEAK HOURAM PEAK HOUR AM PEAK HOUR PM PEAK HOUR
AM PEAK HOUR PM PEAK HOUR AM PEAK HOUR PM PEAK HOUR
4.1-1
SCENARIO: Future General Plan Buildout
INTERSECTION: Olive St / Santa Ana St
MOVEMENT VOLUME VOLUME
NBL 25 38
NBT 119 141
NBR 52 97
SBL 59 45
SBT 249 99
SBR 20 18
EBL 19 19
EBT 221 232
EBR 26 0
WBL 48 52
WBT 256 253
WBR 52 47
AM PEAK HOUR PM PEAK HOUR
4.1-2
The Mill Traffic Analysis
15477-06 TA Report
APPENDIX 5.1: EXISTING PLUS APPROVED PLUS AMBIENT GROWTH (2027) CONDITIONS INTERSECTION OPERATIONS ANALYSIS
WORKSHEETS
The Mill Traffic Analysis
15477-06 TA Report
This Page Intentionally Left Blank
EAA AM Fri Jul 28, 2023 16:03:26 Page 2-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #1 Anaheim Bl. & E. Santa Ana St.
******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.466
Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 40 Level Of Service: A
******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Prot+Permit Prot+Permit Prot+Permit Prot+Permit Rights: Include Include Include Include
Min. Green: 5 10 10 5 10 10 5 10 10 5 10 10 Y+R: 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 Lanes: 1 0 1 1 0 1 0 1 1 0 1 0 0 1 0 1 0 0 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 32 431 25 18 616 16 31 163 54 57 150 35 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 32 431 25 18 616 16 31 163 54 57 150 35 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 32 431 25 18 616 16 31 163 54 57 150 35 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 32 431 25 18 616 16 31 163 54 57 150 35 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 32 431 25 18 616 16 31 163 54 57 150 35 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 32 431 25 18 616 16 31 163 54 57 150 35 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:
Sat/Lane: 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.89 0.11 1.00 1.95 0.05 1.00 0.75 0.25 1.00 0.81 0.19 Final Sat.: 1700 3214 186 1700 3314 86 1700 1277 423 1700 1378 322 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.02 0.13 0.13 0.01 0.19 0.19 0.02 0.13 0.13 0.03 0.11 0.11 Crit Moves: **** **** **** ****
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE
5.1-1
HCM 6th AWSC The Mill (JN 15477)
2: Claudina St. & E. Santa Ana St. 07/28/2023
Existing plus Approved plus Ambient Growth (2027) - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 1
Intersection
Intersection Delay, s/veh 9.8
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 4 190 7 3 226 733390 1 4
Future Vol, veh/h 4 190 7 3 226 733390 1 4
Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Heavy Vehicles, % 222222222222
Mvmt Flow 5 226 8 4 269 8444 1 10 1 7
Number of Lanes 110110010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2211
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1122
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1122
HCM Control Delay 9.7 10.2 8.2 8.1
HCM LOS ABAA
Lane NBLn1 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1
Vol Left, % 33% 100% 0% 100% 0% 39%
Vol Thru, % 33% 0% 96% 0% 97% 0%
Vol Right, % 33% 0% 4% 0% 3% 61%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 9 4 197 3 233 23
L T V o l 340309
Through Vol 3 0 190 0 226 0
R T V o l 30707 1 4
Lane Flow Rate 11 5 235 4 277 27
Geometry Grp 277772
Degree of Util (X) 0.015 0.007 0.314 0.005 0.362 0.037
Departure Headway (Hd) 5.067 5.346 4.819 5.32 4.697 4.887 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 709 673 750 677 754 735
Service Time 3.082 3.046 2.519 3.02 2.497 2.9
HCM Lane V/C Ratio 0.016 0.007 0.313 0.006 0.367 0.037
HCM Control Delay 8.2 8.1 9.7 8 10.2 8.1
HCM Lane LOS AAAABA
HCM 95th-tile Q 0 0 1.3 0 1.7 0.1
5.1-2
HCM 6th TWSC The Mill (JN 15477)
3: E. Santa Ana St. & Philadelphia St. 07/28/2023
Existing plus Approved plus Ambient Growth (2027) - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 2
Intersection
Int Delay, s/veh 0.9
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 3 200 228 11 22 14
Future Vol, veh/h 3 200 228 11 22 14
Conflicting Peds, #/hr 0 00500
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 91 91 91 91 91 91
Heavy Vehicles, % 2 22222
Mvmt Flow 3 220 251 12 24 15
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 268 0 - 0 488 262
Stage 1 - - - - 262 -
Stage 2 - - - - 226 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver 1296 - - - 539 777
Stage 1 - - - - 782 -
Stage 2 - - - - 812 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1291 - - - 533 774
Mov Cap-2 Maneuver - - - - 533 -
Stage 1 - - - - 777 -
Stage 2 - - - - 809 -
Approach EB WB SB
HCM Control Delay, s 0.1 0 11.4
HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1291 - - - 606
HCM Lane V/C Ratio 0.003 - - - 0.065
HCM Control Delay (s) 7.8 0 - - 11.4
HCM Lane LOS A A - - B
HCM 95th %tile Q(veh) 0 - - - 0.2
5.1-3
EAA AM Fri Jul 28, 2023 16:03:26 Page 3-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #4 Olive St. & E. Broadway
******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.376 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 30 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Permitted Permitted Permitted Permitted Rights: Include Include Include Include Min. Green: 5 10 10 5 10 10 5 10 10 5 10 10 Y+R: 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 Lanes: 0 0 1! 0 0 0 0 1! 0 0 1 0 1 1 0 1 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 44 87 14 21 101 62 29 390 29 19 415 11 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 44 87 14 21 101 62 29 390 29 19 415 11 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 44 87 14 21 101 62 29 390 29 19 415 11 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 44 87 14 21 101 62 29 390 29 19 415 11 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 44 87 14 21 101 62 29 390 29 19 415 11 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 44 87 14 21 101 62 29 390 29 19 415 11 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:
Sat/Lane: 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.30 0.60 0.10 0.11 0.55 0.34 1.00 1.86 0.14 1.00 1.95 0.05 Final Sat.: 516 1020 164 194 933 573 1700 3165 235 1700 3312 88 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.03 0.09 0.09 0.01 0.11 0.11 0.02 0.12 0.12 0.01 0.13 0.13 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE
5.1-4
HCM 6th AWSC The Mill (JN 15477)
5: Olive St. & E. Santa Ana St. 07/28/2023
Existing plus Approved plus Ambient Growth (2027) - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 3
Intersection
Intersection Delay, s/veh 11.8
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 18 174 26 42 207 42 21 84 43 19 112 11 Future Vol, veh/h 18 174 26 42 207 42 21 84 43 19 112 11 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles, % 222222222222
Mvmt Flow 20 198 30 48 235 48 24 95 49 22 127 13
Number of Lanes 010010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1111
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1111
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1111
HCM Control Delay 11.5 13 10.7 10.8
HCM LOS BBBB
Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 14% 8% 14% 13%
Vol Thru, % 57% 80% 71% 79%
Vol Right, % 29% 12% 14% 8%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 148 218 291 142
LT Vol 21 18 42 19
Through Vol 84 174 207 112
RT Vol 43 26 42 11
Lane Flow Rate 168 248 331 161
Geometry Grp 1111
Degree of Util (X) 0.263 0.368 0.48 0.258
Departure Headway (Hd) 5.627 5.347 5.223 5.761
Convergence, Y/N Yes Yes Yes Yes
Cap 636 671 688 621
Service Time 3.68 3.393 3.264 3.816
HCM Lane V/C Ratio 0.264 0.37 0.481 0.259
HCM Control Delay 10.7 11.5 13 10.8
HCM Lane LOS BBBB
HCM 95th-tile Q 1.1 1.7 2.6 1
5.1-5
EAA PM Fri Jul 28, 2023 16:04:26 Page 2-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #1 Anaheim Bl. & E. Santa Ana St.
******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.531 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 40 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Prot+Permit Prot+Permit Prot+Permit Prot+Permit Rights: Include Include Include Include Min. Green: 5 10 10 5 10 10 5 10 10 5 10 10 Y+R: 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 Lanes: 1 0 1 1 0 1 0 1 1 0 1 0 0 1 0 1 0 0 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 41 774 70 47 681 30 36 173 45 45 173 43 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 41 774 70 47 681 30 36 173 45 45 173 43 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 41 774 70 47 681 30 36 173 45 45 173 43 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 41 774 70 47 681 30 36 173 45 45 173 43 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 41 774 70 47 681 30 36 173 45 45 173 43 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 41 774 70 47 681 30 36 173 45 45 173 43 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:
Sat/Lane: 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.83 0.17 1.00 1.92 0.08 1.00 0.79 0.21 1.00 0.80 0.20 Final Sat.: 1700 3118 282 1700 3257 143 1700 1349 351 1700 1362 338 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.02 0.25 0.25 0.03 0.21 0.21 0.02 0.13 0.13 0.03 0.13 0.13 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE
5.1-6
HCM 6th AWSC The Mill (JN 15477)
2: Claudina St. & E. Santa Ana St. 07/28/2023
Existing plus Approved plus Ambient Growth (2027) - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 1
Intersection
Intersection Delay, s/veh 9.7
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 30 221 25 3 212 16 12 7 5 8 11 33
Future Vol, veh/h 30 221 25 3 212 16 12 7 5 8 11 33
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles, % 222222222222
Mvmt Flow 31 230 26 3 221 17 13 7 5 8 11 34
Number of Lanes 110110010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2211
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1122
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1122
HCM Control Delay 9.9 10 8.5 8.3
HCM LOS AAAA
Lane NBLn1 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1
Vol Left, % 50% 100% 0% 100% 0% 15%
Vol Thru, % 29% 0% 90% 0% 93% 21%
Vol Right, % 21% 0% 10% 0% 7% 63%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 24 30 246 3 228 52
L T V o l 1 2 3 00308
Through Vol 7 0 221 0 212 11
RT Vol 5 0 25 0 16 33
Lane Flow Rate 25 31 256 3 238 54
Geometry Grp 277772
Degree of Util (X) 0.036 0.047 0.345 0.005 0.324 0.073
Departure Headway (Hd) 5.231 5.425 4.852 5.47 4.918 4.861 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 683 661 743 655 732 736
Service Time 3.271 3.151 2.577 3.196 2.645 2.896
HCM Lane V/C Ratio 0.037 0.047 0.345 0.005 0.325 0.073
HCM Control Delay 8.5 8.4 10.1 8.2 10 8.3
HCM Lane LOS AABAAA
HCM 95th-tile Q 0.1 0.1 1.5 0 1.4 0.2
5.1-7
HCM 6th TWSC The Mill (JN 15477)
3: E. Santa Ana St. & Philadelphia St. 07/28/2023
Existing plus Approved plus Ambient Growth (2027) - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 2
Intersection
Int Delay, s/veh 0.8
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 19 211 219 8 7 17
Future Vol, veh/h 19 211 219 8 7 17
Conflicting Peds, #/hr 0 00703
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 95 95 95 95 95 95
Heavy Vehicles, % 2 22222
Mvmt Flow 20 222 231 8 7 18
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 246 0 - 0 504 245
Stage 1 - - - - 242 -
Stage 2 - - - - 262 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver 1320 - - - 528 794
Stage 1 - - - - 798 -
Stage 2 - - - - 782 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1312 - - - 513 787
Mov Cap-2 Maneuver - - - - 513 -
Stage 1 - - - - 780 -
Stage 2 - - - - 777 -
Approach EB WB SB
HCM Control Delay, s 0.6 0 10.5
HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1312 - - - 681
HCM Lane V/C Ratio 0.015 - - - 0.037
HCM Control Delay (s) 7.8 0 - - 10.5
HCM Lane LOS A A - - B
HCM 95th %tile Q(veh) 0 - - - 0.1
5.1-8
EAA PM Fri Jul 28, 2023 16:04:26 Page 3-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #4 Olive St. & E. Broadway
******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.425 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 30 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Permitted Permitted Permitted Permitted Rights: Include Include Include Include Min. Green: 5 10 10 5 10 10 5 10 10 5 10 10 Y+R: 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 Lanes: 0 0 1! 0 0 0 0 1! 0 0 1 0 1 1 0 1 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 42 108 19 27 106 48 60 454 45 18 516 24 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 42 108 19 27 106 48 60 454 45 18 516 24 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 42 108 19 27 106 48 60 454 45 18 516 24 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 42 108 19 27 106 48 60 454 45 18 516 24 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 42 108 19 27 106 48 60 454 45 18 516 24 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 42 108 19 27 106 48 60 454 45 18 516 24 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:
Sat/Lane: 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.25 0.64 0.11 0.15 0.59 0.26 1.00 1.82 0.18 1.00 1.91 0.09 Final Sat.: 422 1086 191 254 996 451 1700 3093 307 1700 3249 151 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.02 0.10 0.10 0.02 0.11 0.11 0.04 0.15 0.15 0.01 0.16 0.16 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE
5.1-9
HCM 6th AWSC The Mill (JN 15477)
5: Olive St. & E. Santa Ana St. 07/28/2023
Existing plus Approved plus Ambient Growth (2027) - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 3
Intersection
Intersection Delay, s/veh 11.2
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 11 186 20 35 185 34 28 89 28 49 123 6 Future Vol, veh/h 11 186 20 35 185 34 28 89 28 49 123 6 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 222222222222
Mvmt Flow 12 202 22 38 201 37 30 97 30 53 134 7
Number of Lanes 010010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1111
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1111
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1111
HCM Control Delay 11.2 11.8 10.4 11.1
HCM LOS BBBB
Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 19% 5% 14% 28%
Vol Thru, % 61% 86% 73% 69%
Vol Right, % 19% 9% 13% 3%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 145 217 254 178
LT Vol 28 11 35 49
Through Vol 89 186 185 123
RT Vol 28 20 34 6
Lane Flow Rate 158 236 276 193
Geometry Grp 1111
Degree of Util (X) 0.244 0.349 0.403 0.302
Departure Headway (Hd) 5.577 5.326 5.258 5.618
Convergence, Y/N Yes Yes Yes Yes
Cap 643 675 685 638
Service Time 3.624 3.368 3.299 3.663
HCM Lane V/C Ratio 0.246 0.35 0.403 0.303
HCM Control Delay 10.4 11.2 11.8 11.1
HCM Lane LOS BBBB
HCM 95th-tile Q 1 1.6 2 1.3
5.1-10
The Mill Traffic Analysis
15477-06 TA Report
APPENDIX 5.2: EXISTING PLUS APPROVED PLUS AMBIENT GROWTH (2027) PLUS PROJECT CONDITIONS INTERSECTION OPERATIONS
ANALYSIS WORKSHEETS
The Mill Traffic Analysis
15477-06 TA Report
This Page Intentionally Left Blank
EAAP AM Fri Jul 28, 2023 16:07:51 Page 2-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #1 Anaheim Bl. & E. Santa Ana St.
******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.468
Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 40 Level Of Service: A
******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Prot+Permit Prot+Permit Prot+Permit Prot+Permit Rights: Include Include Include Include
Min. Green: 5 10 10 5 10 10 5 10 10 5 10 10 Y+R: 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 Lanes: 1 0 1 1 0 1 0 1 1 0 1 0 0 1 0 1 0 0 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 32 431 25 18 616 16 31 163 54 57 150 35 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 32 431 25 18 616 16 31 163 54 57 150 35 Added Vol: 0 0 1 0 0 0 0 0 0 3 1 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 32 431 26 18 616 16 31 163 54 60 151 35 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 32 431 26 18 616 16 31 163 54 60 151 35 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 32 431 26 18 616 16 31 163 54 60 151 35 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 32 431 26 18 616 16 31 163 54 60 151 35 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:
Sat/Lane: 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.89 0.11 1.00 1.95 0.05 1.00 0.75 0.25 1.00 0.81 0.19 Final Sat.: 1700 3207 193 1700 3314 86 1700 1277 423 1700 1380 320 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.02 0.13 0.13 0.01 0.19 0.19 0.02 0.13 0.13 0.04 0.11 0.11 Crit Moves: **** **** **** ****
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE
5.2-1
HCM 6th AWSC The Mill (JN 15477)
2: Claudina St. & E. Santa Ana St. 07/28/2023
Existing plus Approved plus Ambient Growth (2027) plus Project - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 1
Intersection
Intersection Delay, s/veh 10
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 5 191 7 3 228 7333 1 00 1 7
Future Vol, veh/h 5 191 7 3 228 7333 1 00 1 7
Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Heavy Vehicles, % 222222222222
Mvmt Flow 6 227 8 4 271 8444 1 20 2 0
Number of Lanes 110110010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2211
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1122
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1122
HCM Control Delay 9.8 10.4 8.2 8.1
HCM LOS ABAA
Lane NBLn1 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1
Vol Left, % 33% 100% 0% 100% 0% 37%
Vol Thru, % 33% 0% 96% 0% 97% 0%
Vol Right, % 33% 0% 4% 0% 3% 63%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 9 5 198 3 235 27
L T V o l 35030 1 0
Through Vol 3 0 191 0 228 0
R T V o l 30707 1 7
Lane Flow Rate 11 6 236 4 280 32
Geometry Grp 277772
Degree of Util (X) 0.015 0.009 0.317 0.005 0.374 0.044
Departure Headway (Hd) 5.087 5.353 4.837 5.334 4.812 4.882 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 703 671 747 674 753 733
Service Time 3.119 3.069 2.542 3.039 2.516 2.911
HCM Lane V/C Ratio 0.016 0.009 0.316 0.006 0.372 0.044
HCM Control Delay 8.2 8.1 9.8 8.1 10.4 8.1
HCM Lane LOS AAAABA
HCM 95th-tile Q 0 0 1.4 0 1.7 0.1
5.2-2
HCM 6th TWSC The Mill (JN 15477)
3: E. Santa Ana St. & Philadelphia St. 07/28/2023
Existing plus Approved plus Ambient Growth (2027) plus Project - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 2
Intersection
Int Delay, s/veh 1
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 4 201 228 12 24 16
Future Vol, veh/h 4 201 228 12 24 16
Conflicting Peds, #/hr 0 00500
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 91 91 91 91 91 91
Heavy Vehicles, % 2 22222
Mvmt Flow 4 221 251 13 26 18
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 269 0 - 0 492 263
Stage 1 - - - - 263 -
Stage 2 - - - - 229 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver 1295 - - - 536 776
Stage 1 - - - - 781 -
Stage 2 - - - - 809 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1290 - - - 530 773
Mov Cap-2 Maneuver - - - - 530 -
Stage 1 - - - - 775 -
Stage 2 - - - - 806 -
Approach EB WB SB
HCM Control Delay, s 0.2 0 11.4
HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1290 - - - 606
HCM Lane V/C Ratio 0.003 - - - 0.073
HCM Control Delay (s) 7.8 0 - - 11.4
HCM Lane LOS A A - - B
HCM 95th %tile Q(veh) 0 - - - 0.2
5.2-3
EAAP AM Fri Jul 28, 2023 16:07:51 Page 3-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #4 Olive St. & E. Broadway
******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.379 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 30 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Permitted Permitted Permitted Permitted Rights: Include Include Include Include Min. Green: 5 10 10 5 10 10 5 10 10 5 10 10 Y+R: 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 Lanes: 0 0 1! 0 0 0 0 1! 0 0 1 0 1 1 0 1 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 44 87 14 21 101 62 29 390 29 19 415 11 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 44 87 14 21 101 62 29 390 29 19 415 11 Added Vol: 0 2 1 0 1 1 2 1 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 44 89 15 21 102 63 31 391 29 19 415 11 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 44 89 15 21 102 63 31 391 29 19 415 11 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 44 89 15 21 102 63 31 391 29 19 415 11 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 44 89 15 21 102 63 31 391 29 19 415 11 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:
Sat/Lane: 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.30 0.60 0.10 0.11 0.55 0.34 1.00 1.86 0.14 1.00 1.95 0.05 Final Sat.: 505 1022 172 192 932 576 1700 3165 235 1700 3312 88 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.03 0.09 0.09 0.01 0.11 0.11 0.02 0.12 0.12 0.01 0.13 0.13 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE
5.2-4
HCM 6th AWSC The Mill (JN 15477)
5: Olive St. & E. Santa Ana St. 07/28/2023
Existing plus Approved plus Ambient Growth (2027) plus Project - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 3
Intersection
Intersection Delay, s/veh 11.9
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 18 175 28 42 207 42 22 84 43 19 113 11 Future Vol, veh/h 18 175 28 42 207 42 22 84 43 19 113 11 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles, % 222222222222
Mvmt Flow 20 199 32 48 235 48 25 95 49 22 128 13
Number of Lanes 010010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1111
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1111
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1111
HCM Control Delay 11.6 13.1 10.7 10.9
HCM LOS BBBB
Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 15% 8% 14% 13%
Vol Thru, % 56% 79% 71% 79%
Vol Right, % 29% 13% 14% 8%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 149 221 291 143
LT Vol 22 18 42 19
Through Vol 84 175 207 113
RT Vol 43 28 42 11
Lane Flow Rate 169 251 331 162
Geometry Grp 1111
Degree of Util (X) 0.265 0.373 0.481 0.261
Departure Headway (Hd) 5.644 5.352 5.236 5.775
Convergence, Y/N Yes Yes Yes Yes
Cap 635 671 688 619
Service Time 3.698 3.4 3.28 3.83
HCM Lane V/C Ratio 0.266 0.374 0.481 0.262
HCM Control Delay 10.7 11.6 13.1 10.9
HCM Lane LOS BBBB
HCM 95th-tile Q 1.1 1.7 2.6 1
5.2-5
EAAP PM Fri Jul 28, 2023 16:08:16 Page 2-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #1 Anaheim Bl. & E. Santa Ana St.
******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.534 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 40 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Prot+Permit Prot+Permit Prot+Permit Prot+Permit Rights: Include Include Include Include Min. Green: 5 10 10 5 10 10 5 10 10 5 10 10 Y+R: 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 Lanes: 1 0 1 1 0 1 0 1 1 0 1 0 0 1 0 1 0 0 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 41 774 70 47 681 30 36 173 45 45 173 43 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 41 774 70 47 681 30 36 173 45 45 173 43 Added Vol: 0 0 4 0 0 0 0 1 0 2 1 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 41 774 74 47 681 30 36 174 45 47 174 43 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 41 774 74 47 681 30 36 174 45 47 174 43 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 41 774 74 47 681 30 36 174 45 47 174 43 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 41 774 74 47 681 30 36 174 45 47 174 43 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:
Sat/Lane: 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.83 0.17 1.00 1.92 0.08 1.00 0.79 0.21 1.00 0.80 0.20 Final Sat.: 1700 3103 297 1700 3257 143 1700 1351 349 1700 1363 337 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.02 0.25 0.25 0.03 0.21 0.21 0.02 0.13 0.13 0.03 0.13 0.13 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE
5.2-6
HCM 6th AWSC The Mill (JN 15477)
2: Claudina St. & E. Santa Ana St. 07/28/2023
Existing plus Approved plus Ambient Growth (2027) plus Project - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 1
Intersection
Intersection Delay, s/veh 9.8
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 33 223 25 3 213 17 12 7 5 9 11 35
Future Vol, veh/h 33 223 25 3 213 17 12 7 5 9 11 35
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles, % 222222222222
Mvmt Flow 34 232 26 3 222 18 13 7 5 9 11 36
Number of Lanes 110110010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2211
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1122
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1122
HCM Control Delay 10 10.1 8.5 8.3
HCM LOS ABAA
Lane NBLn1 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1
Vol Left, % 50% 100% 0% 100% 0% 16%
Vol Thru, % 29% 0% 90% 0% 93% 20%
Vol Right, % 21% 0% 10% 0% 7% 64%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 24 33 248 3 230 55
L T V o l 1 2 3 30309
Through Vol 7 0 223 0 213 11
RT Vol 5 0 25 0 17 35
Lane Flow Rate 25 34 258 3 240 57
Geometry Grp 277772
Degree of Util (X) 0.036 0.052 0.349 0.005 0.328 0.078
Departure Headway (Hd) 5.254 5.438 4.865 5.487 4.933 4.88 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 680 659 739 653 731 733
Service Time 3.296 3.164 2.591 3.214 2.659 2.916
HCM Lane V/C Ratio 0.037 0.052 0.349 0.005 0.328 0.078
HCM Control Delay 8.5 8.5 10.2 8.2 10.1 8.3
HCM Lane LOS AABABA
HCM 95th-tile Q 0.1 0.2 1.6 0 1.4 0.3
5.2-7
HCM 6th TWSC The Mill (JN 15477)
3: E. Santa Ana St. & Philadelphia St. 07/28/2023
Existing plus Approved plus Ambient Growth (2027) plus Project - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 2
Intersection
Int Delay, s/veh 0.9
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 21 212 220 10 8 18
Future Vol, veh/h 21 212 220 10 8 18
Conflicting Peds, #/hr 0 00703
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 95 95 95 95 95 95
Heavy Vehicles, % 2 22222
Mvmt Flow 22 223 232 11 8 19
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 250 0 - 0 512 248
Stage 1 - - - - 245 -
Stage 2 - - - - 267 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver 1316 - - - 522 791
Stage 1 - - - - 796 -
Stage 2 - - - - 778 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1308 - - - 506 784
Mov Cap-2 Maneuver - - - - 506 -
Stage 1 - - - - 776 -
Stage 2 - - - - 773 -
Approach EB WB SB
HCM Control Delay, s 0.7 0 10.6
HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1308 - - - 671
HCM Lane V/C Ratio 0.017 - - - 0.041
HCM Control Delay (s) 7.8 0 - - 10.6
HCM Lane LOS A A - - B
HCM 95th %tile Q(veh) 0.1 - - - 0.1
5.2-8
EAAP PM Fri Jul 28, 2023 16:08:16 Page 3-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #4 Olive St. & E. Broadway
******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.429 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 30 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Permitted Permitted Permitted Permitted Rights: Include Include Include Include Min. Green: 5 10 10 5 10 10 5 10 10 5 10 10 Y+R: 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 Lanes: 0 0 1! 0 0 0 0 1! 0 0 1 0 1 1 0 1 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 42 108 19 27 106 48 60 454 45 18 516 24 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 42 108 19 27 106 48 60 454 45 18 516 24 Added Vol: 0 1 1 0 2 2 1 1 0 1 1 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 42 109 20 27 108 50 61 455 45 19 517 24 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 42 109 20 27 108 50 61 455 45 19 517 24 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 42 109 20 27 108 50 61 455 45 19 517 24 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 42 109 20 27 108 50 61 455 45 19 517 24 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:
Sat/Lane: 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.24 0.64 0.12 0.15 0.58 0.27 1.00 1.82 0.18 1.00 1.91 0.09 Final Sat.: 418 1084 199 248 992 459 1700 3094 306 1700 3249 151 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.02 0.10 0.10 0.02 0.11 0.11 0.04 0.15 0.15 0.01 0.16 0.16 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE
5.2-9
HCM 6th AWSC The Mill (JN 15477)
5: Olive St. & E. Santa Ana St. 07/28/2023
Existing plus Approved plus Ambient Growth (2027) plus Project - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 3
Intersection
Intersection Delay, s/veh 11.3
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 11 186 21 35 186 34 30 90 28 49 124 6 Future Vol, veh/h 11 186 21 35 186 34 30 90 28 49 124 6 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 222222222222
Mvmt Flow 12 202 23 38 202 37 33 98 30 53 135 7
Number of Lanes 010010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1111
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1111
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1111
HCM Control Delay 11.3 11.9 10.5 11.2
HCM LOS BBBB
Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 20% 5% 14% 27%
Vol Thru, % 61% 85% 73% 69%
Vol Right, % 19% 10% 13% 3%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 148 218 255 179
LT Vol 30 11 35 49
Through Vol 90 186 186 124
RT Vol 28 21 34 6
Lane Flow Rate 161 237 277 195
Geometry Grp 1111
Degree of Util (X) 0.25 0.352 0.406 0.305
Departure Headway (Hd) 5.594 5.343 5.277 5.635
Convergence, Y/N Yes Yes Yes Yes
Cap 640 673 682 636
Service Time 3.644 3.387 3.32 3.682
HCM Lane V/C Ratio 0.252 0.352 0.406 0.307
HCM Control Delay 10.5 11.3 11.9 11.2
HCM Lane LOS BBBB
HCM 95th-tile Q 1 1.6 2 1.3
5.2-10
The Mill Traffic Analysis
15477-06 TA Report
APPENDIX 5.3: EXISTING PLUS APPROVED PLUS AMBIENT GROWTH (2027) TRAFFIC SIGNAL WARRANT ANALYSIS WORKSHEETS
The Mill Traffic Analysis
15477-06 TA Report
This Page Intentionally Left Blank
California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-3. Warrant 3, Peak Hour
Traffic Conditions = EAA Conditions - Weekday PM Peak Hour Major Street Name = E. Santa Ana St. Total of Both Approaches (VPH) = 487 Number of Approach Lanes on Major Street = 1
Minor Street Name = Claudina St. High Volume Approach (VPH) = 51 Number of Approach Lanes On Minor Street = 1
*Note: 150 vph applies as the lower threshold for a minor-street approach with tw o or more lanes and 100 v
ph applies as the lower threshold for a minor-street approach with one lane
SIGNAL WARRANT NOT SATISFIED
487
51 0
100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street - Higher-Volume Approach (VPH)
Major Street - Total of Both Approaches (VPH)
1 Lane (Major) & 1 Lane (Minor)
2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor)
Major Street Approaches
Minor Street Approaches
5.3-1
California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-3. Warrant 3, Peak Hour
Traffic Conditions = EAA Conditions - Weekday PM Peak Hour Major Street Name = E. Santa Ana St. Total of Both Approaches (VPH) = 458 Number of Approach Lanes on Major Street = 1
Minor Street Name = Philadelphia St. High Volume Approach (VPH) = 24 Number of Approach Lanes On Minor Street = 1
*Note: 150 vph applies as the lower threshold for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold for a minor-street approach with one lane
SIGNAL WARRANT NOT SATISFIED
45824
0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street - Higher-Volume Approach (VPH)
Major Street - Total of Both Approaches (VPH)
1 Lane (Major) & 1 Lane (Minor)
2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor)
Major Street Approaches
Minor Street Approaches
5.3-2
California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-3. Warrant 3, Peak Hour
Traffic Conditions = EAA Conditions - Weekday AM Peak Hour Major Street Name = E. Santa Ana St. Total of Both Approaches (VPH) = 509 Number of Approach Lanes on Major Street = 1
Minor Street Name = Olive St. High Volume Approach (VPH) = 142 Number of Approach Lanes On Minor Street = 1
*Note: 150 vph applies as the lower threshold for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold for a minor-street approach with one lane
SIGNAL WARRANT NOT SATISFIED
509
142
0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street - Higher-Volume Approach (VPH)
Major Street - Total of Both Approaches (VPH)
1 Lane (Major) & 1 Lane (Minor)
2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor)
Major Street Approaches
Minor Street Approaches
5.3-3
This Page Intentionally Left Blank
5.3-4
The Mill Traffic Analysis
15477-06 TA Report
APPENDIX 5.4: EXISTING PLUS APPROVED PLUS AMBIENT GROWTH (2027) PLUS PROJECT TRAFFIC SIGNAL WARRANT ANALYSIS WORKSHEETS
The Mill Traffic Analysis
15477-06 TA Report
This Page Intentionally Left Blank
California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-3. Warrant 3, Peak Hour
Traffic Conditions = EAAP Conditions - Weekday PM Peak Hour Major Street Name = E. Santa Ana St. Total of Both Approaches (VPH) = 514 Number of Approach Lanes on Major Street = 1
Minor Street Name = Claudina St. High Volume Approach (VPH) = 55 Number of Approach Lanes On Minor Street = 1
*Note: 150 vph applies as the lower threshold for a minor-street approach with tw o or more lanes and 100 v
ph applies as the lower threshold for a minor-street approach with one lane
SIGNAL WARRANT NOT SATISFIED
514
55 0
100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street - Higher-Volume Approach (VPH)
Major Street - Total of Both Approaches (VPH)
1 Lane (Major) & 1 Lane (Minor)
2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor)
Major Street Approaches
Minor Street Approaches
5.4-1
California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-3. Warrant 3, Peak Hour
Traffic Conditions = EAAP Conditions - Weekday PM Peak Hour Major Street Name = E. Santa Ana St. Total of Both Approaches (VPH) = 464 Number of Approach Lanes on Major Street = 1
Minor Street Name = Philadelphia St. High Volume Approach (VPH) = 26 Number of Approach Lanes On Minor Street = 1
*Note: 150 vph applies as the lower threshold for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold for a minor-street approach with one lane
SIGNAL WARRANT NOT SATISFIED
46426
0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street - Higher-Volume Approach (VPH)
Major Street - Total of Both Approaches (VPH)
1 Lane (Major) & 1 Lane (Minor)
2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor)
Major Street Approaches
Minor Street Approaches
5.4-2
California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-3. Warrant 3, Peak Hour
Traffic Conditions = EAAP Conditions - Weekday AM Peak Hour Major Street Name = E. Santa Ana St. Total of Both Approaches (VPH) = 512 Number of Approach Lanes on Major Street = 1
Minor Street Name = Olive St. High Volume Approach (VPH) = 143 Number of Approach Lanes On Minor Street = 1
*Note: 150 vph applies as the lower threshold for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold for a minor-street approach with one lane
SIGNAL WARRANT NOT SATISFIED
512
143
0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street - Higher-Volume Approach (VPH)
Major Street - Total of Both Approaches (VPH)
1 Lane (Major) & 1 Lane (Minor)
2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor)
Major Street Approaches
Minor Street Approaches
5.4-3
This Page Intentionally Left Blank
5.4-4
The Mill Traffic Analysis
15477-06 TA Report
APPENDIX 6.1: FUTURE CONDITIONS (2027) WITHOUT PROJECT
CONDITIONS INTERSECTION OPERATIONS ANALYSIS WORKSHEETS
The Mill Traffic Analysis
15477-06 TA Report
This Page Intentionally Left Blank
OYC NP AM Fri Jul 28, 2023 16:13:43 Page 2-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #1 Anaheim Bl. & E. Santa Ana St.
******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.479
Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 40 Level Of Service: A
******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Prot+Permit Prot+Permit Prot+Permit Prot+Permit Rights: Include Include Include Include
Min. Green: 5 10 10 5 10 10 5 10 10 5 10 10 Y+R: 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 Lanes: 1 0 1 1 0 1 0 1 1 0 1 0 0 1 0 1 0 0 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 32 438 25 18 636 42 40 163 54 57 150 35 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 32 438 25 18 636 42 40 163 54 57 150 35 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 32 438 25 18 636 42 40 163 54 57 150 35 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 32 438 25 18 636 42 40 163 54 57 150 35 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 32 438 25 18 636 42 40 163 54 57 150 35 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 32 438 25 18 636 42 40 163 54 57 150 35 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:
Sat/Lane: 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.89 0.11 1.00 1.88 0.12 1.00 0.75 0.25 1.00 0.81 0.19 Final Sat.: 1700 3216 184 1700 3189 211 1700 1277 423 1700 1378 322 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.02 0.14 0.14 0.01 0.20 0.20 0.02 0.13 0.13 0.03 0.11 0.11 Crit Moves: **** **** **** ****
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE
6.1-1
HCM 6th AWSC The Mill (JN 15477)
2: Claudina St. & E. Santa Ana St. 07/28/2023
Opening Year Cumulative (2027) Without Project - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 1
Intersection
Intersection Delay, s/veh 10.6
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 4 206 7 8 272 733590 1 4
Future Vol, veh/h 4 206 7 8 272 733590 1 4
Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Heavy Vehicles, % 222222222222
Mvmt Flow 5 245 8 10 324 8446 1 10 1 7
Number of Lanes 110110010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2211
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1122
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1122
HCM Control Delay 10.1 11.3 8.3 8.3
HCM LOS BBAA
Lane NBLn1 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1
Vol Left, % 27% 100% 0% 100% 0% 39%
Vol Thru, % 27% 0% 97% 0% 97% 0%
Vol Right, % 45% 0% 3% 0% 3% 61%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 11 4 213 8 279 23
L T V o l 340809
Through Vol 3 0 206 0 272 0
R T V o l 50707 1 4
Lane Flow Rate 13 5 254 10 332 27
Geometry Grp 277772
Degree of Util (X) 0.019 0.007 0.343 0.014 0.446 0.039
Departure Headway (Hd) 5.164 5.395 4.87 5.35 4.831 5.071 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 692 665 740 673 751 706
Service Time 3.202 3.115 2.59 3.05 2.531 3.105
HCM Lane V/C Ratio 0.019 0.008 0.343 0.015 0.442 0.038
HCM Control Delay 8.3 8.2 10.1 8.1 11.4 8.3
HCM Lane LOS AABABA
HCM 95th-tile Q 0.1 0 1.5 0 2.3 0.1
6.1-2
HCM 6th TWSC The Mill (JN 15477)
3: E. Santa Ana St. & Philadelphia St. 07/28/2023
Opening Year Cumulative (2027) Without Project - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 2
Intersection
Int Delay, s/veh 0.8
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 3 233 242 11 22 14
Future Vol, veh/h 3 233 242 11 22 14
Conflicting Peds, #/hr 0 00500
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 91 91 91 91 91 91
Heavy Vehicles, % 2 22222
Mvmt Flow 3 256 266 12 24 15
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 283 0 - 0 539 277
Stage 1 - - - - 277 -
Stage 2 - - - - 262 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver 1279 - - - 503 762
Stage 1 - - - - 770 -
Stage 2 - - - - 782 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1274 - - - 497 759
Mov Cap-2 Maneuver - - - - 497 -
Stage 1 - - - - 765 -
Stage 2 - - - - 779 -
Approach EB WB SB
HCM Control Delay, s 0.1 0 11.7
HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1274 - - - 574
HCM Lane V/C Ratio 0.003 - - - 0.069
HCM Control Delay (s) 7.8 0 - - 11.7
HCM Lane LOS A A - - B
HCM 95th %tile Q(veh) 0 - - - 0.2
6.1-3
OYC NP AM Fri Jul 28, 2023 16:13:43 Page 3-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #4 Olive St. & E. Broadway
******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.383 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 30 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Permitted Permitted Permitted Permitted Rights: Include Include Include Include Min. Green: 5 10 10 5 10 10 5 10 10 5 10 10 Y+R: 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 Lanes: 0 0 1! 0 0 0 0 1! 0 0 1 0 1 1 0 1 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 44 105 14 21 112 62 29 390 29 19 415 11 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 44 105 14 21 112 62 29 390 29 19 415 11 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 44 105 14 21 112 62 29 390 29 19 415 11 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 44 105 14 21 112 62 29 390 29 19 415 11 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 44 105 14 21 112 62 29 390 29 19 415 11 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 44 105 14 21 112 62 29 390 29 19 415 11 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:
Sat/Lane: 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.27 0.64 0.09 0.11 0.57 0.32 1.00 1.86 0.14 1.00 1.95 0.05 Final Sat.: 459 1095 146 183 976 541 1700 3165 235 1700 3312 88 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.03 0.10 0.10 0.01 0.11 0.11 0.02 0.12 0.12 0.01 0.13 0.13 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE
6.1-4
HCM 6th AWSC The Mill (JN 15477)
5: Olive St. & E. Santa Ana St. 07/28/2023
Opening Year Cumulative (2027) Without Project - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 3
Intersection
Intersection Delay, s/veh 12.4
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 35 182 34 42 210 42 24 84 43 20 113 19 Future Vol, veh/h 35 182 34 42 210 42 24 84 43 20 113 19 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles, % 222222222222
Mvmt Flow 40 207 39 48 239 48 27 95 49 23 128 22
Number of Lanes 010010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1111
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1111
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1111
HCM Control Delay 12.6 13.6 11.1 11.3
HCM LOS BBBB
Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 16% 14% 14% 13%
Vol Thru, % 56% 73% 71% 74%
Vol Right, % 28% 14% 14% 12%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 151 251 294 152
LT Vol 24 35 42 20
Through Vol 84 182 210 113
RT Vol 43 34 42 19
Lane Flow Rate 172 285 334 173
Geometry Grp 1111
Degree of Util (X) 0.277 0.431 0.497 0.282
Departure Headway (Hd) 5.803 5.437 5.359 5.887
Convergence, Y/N Yes Yes Yes Yes
Cap 616 659 668 606
Service Time 3.871 3.494 3.415 3.956
HCM Lane V/C Ratio 0.279 0.432 0.5 0.285
HCM Control Delay 11.1 12.6 13.6 11.3
HCM Lane LOS BBBB
HCM 95th-tile Q 1.1 2.2 2.8 1.2
6.1-5
OYC NP PM Fri Jul 28, 2023 16:14:59 Page 2-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #1 Anaheim Bl. & E. Santa Ana St.
******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.549 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 40 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Prot+Permit Prot+Permit Prot+Permit Prot+Permit Rights: Include Include Include Include Min. Green: 5 10 10 5 10 10 5 10 10 5 10 10 Y+R: 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 Lanes: 1 0 1 1 0 1 0 1 1 0 1 0 0 1 0 1 0 0 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 41 797 70 47 694 48 66 173 45 45 173 43 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 41 797 70 47 694 48 66 173 45 45 173 43 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 41 797 70 47 694 48 66 173 45 45 173 43 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 41 797 70 47 694 48 66 173 45 45 173 43 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 41 797 70 47 694 48 66 173 45 45 173 43 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 41 797 70 47 694 48 66 173 45 45 173 43 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:
Sat/Lane: 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.84 0.16 1.00 1.87 0.13 1.00 0.79 0.21 1.00 0.80 0.20 Final Sat.: 1700 3125 275 1700 3180 220 1700 1349 351 1700 1362 338 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.02 0.25 0.26 0.03 0.22 0.22 0.04 0.13 0.13 0.03 0.13 0.13 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE
6.1-6
HCM 6th AWSC The Mill (JN 15477)
2: Claudina St. & E. Santa Ana St. 07/28/2023
Opening Year Cumulative (2027) Without Project - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 1
Intersection
Intersection Delay, s/veh 10.6
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 30 273 25 6 243 16 12 7 10 8 11 33
Future Vol, veh/h 30 273 25 6 243 16 12 7 10 8 11 33
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles, % 222222222222
Mvmt Flow 31 284 26 6 253 17 13 7 10 8 11 34
Number of Lanes 110110010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2211
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1122
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1122
HCM Control Delay 11 10.6 8.7 8.5
HCM LOS BBAA
Lane NBLn1 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1
Vol Left, % 41% 100% 0% 100% 0% 15%
Vol Thru, % 24% 0% 92% 0% 94% 21%
Vol Right, % 34% 0% 8% 0% 6% 63%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 29 30 298 6 259 52
L T V o l 1 2 3 00608
Through Vol 7 0 273 0 243 11
RT Vol 10 0 25 0 16 33
Lane Flow Rate 30 31 310 6 270 54
Geometry Grp 277772
Degree of Util (X) 0.045 0.048 0.424 0.01 0.374 0.076
Departure Headway (Hd) 5.342 5.479 4.917 5.539 4.993 5.076 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 667 653 733 646 720 703
Service Time 3.399 3.212 2.651 3.274 2.728 3.128
HCM Lane V/C Ratio 0.045 0.047 0.423 0.009 0.375 0.077
HCM Control Delay 8.7 8.5 11.2 8.3 10.7 8.5
HCM Lane LOS AABABA
HCM 95th-tile Q 0.1 0.2 2.1 0 1.7 0.2
6.1-7
HCM 6th TWSC The Mill (JN 15477)
3: E. Santa Ana St. & Philadelphia St. 07/28/2023
Opening Year Cumulative (2027) Without Project - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 2
Intersection
Int Delay, s/veh 0.8
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 19 236 257 8 7 17
Future Vol, veh/h 19 236 257 8 7 17
Conflicting Peds, #/hr 0 00703
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 95 95 95 95 95 95
Heavy Vehicles, % 2 22222
Mvmt Flow 20 248 271 8 7 18
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 286 0 - 0 570 285
Stage 1 - - - - 282 -
Stage 2 - - - - 288 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver 1276 - - - 483 754
Stage 1 - - - - 766 -
Stage 2 - - - - 761 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1269 - - - 469 748
Mov Cap-2 Maneuver - - - - 469 -
Stage 1 - - - - 748 -
Stage 2 - - - - 756 -
Approach EB WB SB
HCM Control Delay, s 0.6 0 10.9
HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1269 - - - 637
HCM Lane V/C Ratio 0.016 - - - 0.04
HCM Control Delay (s) 7.9 0 - - 10.9
HCM Lane LOS A A - - B
HCM 95th %tile Q(veh) 0 - - - 0.1
6.1-8
OYC NP PM Fri Jul 28, 2023 16:14:59 Page 3-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #4 Olive St. & E. Broadway
******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.438 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 30 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Permitted Permitted Permitted Permitted Rights: Include Include Include Include Min. Green: 5 10 10 5 10 10 5 10 10 5 10 10 Y+R: 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 Lanes: 0 0 1! 0 0 0 0 1! 0 0 1 0 1 1 0 1 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 42 125 19 27 128 48 60 454 45 18 516 24 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 42 125 19 27 128 48 60 454 45 18 516 24 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 42 125 19 27 128 48 60 454 45 18 516 24 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 42 125 19 27 128 48 60 454 45 18 516 24 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 42 125 19 27 128 48 60 454 45 18 516 24 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 42 125 19 27 128 48 60 454 45 18 516 24 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:
Sat/Lane: 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.23 0.67 0.10 0.13 0.63 0.24 1.00 1.82 0.18 1.00 1.91 0.09 Final Sat.: 384 1142 174 226 1072 402 1700 3093 307 1700 3249 151 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.02 0.11 0.11 0.02 0.12 0.12 0.04 0.15 0.15 0.01 0.16 0.16 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE
6.1-9
HCM 6th AWSC The Mill (JN 15477)
5: Olive St. & E. Santa Ana St. 07/28/2023
Opening Year Cumulative (2027) Without Project - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 3
Intersection
Intersection Delay, s/veh 12
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 25 191 25 35 194 35 37 90 28 50 124 26 Future Vol, veh/h 25 191 25 35 194 35 37 90 28 50 124 26 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 222222222222
Mvmt Flow 27 208 27 38 211 38 40 98 30 54 135 28
Number of Lanes 010010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1111
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1111
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1111
HCM Control Delay 12.2 12.7 11 11.8
HCM LOS BBBB
Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 24% 10% 13% 25%
Vol Thru, % 58% 79% 73% 62%
Vol Right, % 18% 10% 13% 13%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 155 241 264 200
LT Vol 37 25 35 50
Through Vol 90 191 194 124
RT Vol 28 25 35 26
Lane Flow Rate 168 262 287 217
Geometry Grp 1111
Degree of Util (X) 0.271 0.4 0.434 0.346
Departure Headway (Hd) 5.793 5.498 5.446 5.729
Convergence, Y/N Yes Yes Yes Yes
Cap 617 652 660 626
Service Time 3.859 3.554 3.502 3.79
HCM Lane V/C Ratio 0.272 0.402 0.435 0.347
HCM Control Delay 11 12.2 12.7 11.8
HCM Lane LOS BBBB
HCM 95th-tile Q 1.1 1.9 2.2 1.5
6.1-10
The Mill Traffic Analysis
15477-06 TA Report
APPENDIX 6.2: FUTURE CONDITIONS (2027) WITH PROJECT CONDITIONS
INTERSECTION OPERATIONS ANALYSIS WORKSHEETS
The Mill Traffic Analysis
15477-06 TA Report
This Page Intentionally Left Blank
OYC WP AM Fri Jul 28, 2023 16:16:53 Page 2-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #1 Anaheim Bl. & E. Santa Ana St.
******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.481
Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 40 Level Of Service: A
******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Prot+Permit Prot+Permit Prot+Permit Prot+Permit Rights: Include Include Include Include
Min. Green: 5 10 10 5 10 10 5 10 10 5 10 10 Y+R: 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 Lanes: 1 0 1 1 0 1 0 1 1 0 1 0 0 1 0 1 0 0 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 32 438 25 18 636 42 40 163 54 57 150 35 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 32 438 25 18 636 42 40 163 54 57 150 35 Added Vol: 0 0 1 0 0 0 0 0 0 3 1 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 32 438 26 18 636 42 40 163 54 60 151 35 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 32 438 26 18 636 42 40 163 54 60 151 35 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 32 438 26 18 636 42 40 163 54 60 151 35 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 32 438 26 18 636 42 40 163 54 60 151 35 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:
Sat/Lane: 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.89 0.11 1.00 1.88 0.12 1.00 0.75 0.25 1.00 0.81 0.19 Final Sat.: 1700 3209 191 1700 3189 211 1700 1277 423 1700 1380 320 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.02 0.14 0.14 0.01 0.20 0.20 0.02 0.13 0.13 0.04 0.11 0.11 Crit Moves: **** **** **** ****
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE
6.2-1
HCM 6th AWSC The Mill (JN 15477)
2: Claudina St. & E. Santa Ana St. 07/28/2023
Opening Year Cumulative (2027) With Project - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 1
Intersection
Intersection Delay, s/veh 10.7
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 5 207 7 8 274 7335 1 00 1 7
Future Vol, veh/h 5 207 7 8 274 7335 1 00 1 7
Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Heavy Vehicles, % 222222222222
Mvmt Flow 6 246 8 10 326 8446 1 20 2 0
Number of Lanes 110110010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2211
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1122
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1122
HCM Control Delay 10.2 11.3 8.3 8.3
HCM LOS BBAA
Lane NBLn1 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1
Vol Left, % 27% 100% 0% 100% 0% 37%
Vol Thru, % 27% 0% 97% 0% 98% 0%
Vol Right, % 45% 0% 3% 0% 2% 63%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 11 5 214 8 281 27
L T V o l 35080 1 0
Through Vol 3 0 207 0 274 0
R T V o l 50707 1 7
Lane Flow Rate 13 6 255 10 335 32
Geometry Grp 277772
Degree of Util (X) 0.019 0.009 0.346 0.014 0.449 0.045
Departure Headway (Hd) 5.185 5.411 4.886 5.348 4.829 5.066 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 690 663 739 671 749 706
Service Time 3.222 3.131 2.605 3.067 2.547 3.1
HCM Lane V/C Ratio 0.019 0.009 0.345 0.015 0.447 0.045
HCM Control Delay 8.3 8.2 10.2 8.1 11.4 8.3
HCM Lane LOS AABABA
HCM 95th-tile Q 0.1 0 1.5 0 2.3 0.1
6.2-2
HCM 6th TWSC The Mill (JN 15477)
3: E. Santa Ana St. & Philadelphia St. 07/28/2023
Opening Year Cumulative (2027) With Project - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 2
Intersection
Int Delay, s/veh 0.9
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 4 234 242 12 24 16
Future Vol, veh/h 4 234 242 12 24 16
Conflicting Peds, #/hr 0 00500
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 91 91 91 91 91 91
Heavy Vehicles, % 2 22222
Mvmt Flow 4 257 266 13 26 18
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 284 0 - 0 543 278
Stage 1 - - - - 278 -
Stage 2 - - - - 265 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver 1278 - - - 501 761
Stage 1 - - - - 769 -
Stage 2 - - - - 779 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1273 - - - 495 758
Mov Cap-2 Maneuver - - - - 495 -
Stage 1 - - - - 763 -
Stage 2 - - - - 776 -
Approach EB WB SB
HCM Control Delay, s 0.1 0 11.8
HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1273 - - - 575
HCM Lane V/C Ratio 0.003 - - - 0.076
HCM Control Delay (s) 7.8 0 - - 11.8
HCM Lane LOS A A - - B
HCM 95th %tile Q(veh) 0 - - - 0.2
6.2-3
OYC WP AM Fri Jul 28, 2023 16:16:53 Page 3-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #4 Olive St. & E. Broadway
******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.385 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 30 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Permitted Permitted Permitted Permitted Rights: Include Include Include Include Min. Green: 5 10 10 5 10 10 5 10 10 5 10 10 Y+R: 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 Lanes: 0 0 1! 0 0 0 0 1! 0 0 1 0 1 1 0 1 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 44 105 14 21 112 62 29 390 29 19 415 11 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 44 105 14 21 112 62 29 390 29 19 415 11 Added Vol: 0 2 1 0 1 1 2 1 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 44 107 15 21 113 63 31 391 29 19 415 11 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 44 107 15 21 113 63 31 391 29 19 415 11 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 44 107 15 21 113 63 31 391 29 19 415 11 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 44 107 15 21 113 63 31 391 29 19 415 11 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:
Sat/Lane: 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.27 0.64 0.09 0.11 0.57 0.32 1.00 1.86 0.14 1.00 1.95 0.05 Final Sat.: 451 1096 154 181 975 544 1700 3165 235 1700 3312 88 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.03 0.10 0.10 0.01 0.12 0.12 0.02 0.12 0.12 0.01 0.13 0.13 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE
6.2-4
HCM 6th AWSC The Mill (JN 15477)
5: Olive St. & E. Santa Ana St. 07/28/2023
Opening Year Cumulative (2027) With Project - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 3
Intersection
Intersection Delay, s/veh 12.5
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 35 183 36 42 210 42 25 84 43 20 114 19 Future Vol, veh/h 35 183 36 42 210 42 25 84 43 20 114 19 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles, % 222222222222
Mvmt Flow 40 208 41 48 239 48 28 95 49 23 130 22
Number of Lanes 010010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1111
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1111
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1111
HCM Control Delay 12.7 13.7 11.2 11.3
HCM LOS BBBB
Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 16% 14% 14% 13%
Vol Thru, % 55% 72% 71% 75%
Vol Right, % 28% 14% 14% 12%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 152 254 294 153
LT Vol 25 35 42 20
Through Vol 84 183 210 114
RT Vol 43 36 42 19
Lane Flow Rate 173 289 334 174
Geometry Grp 1111
Degree of Util (X) 0.279 0.437 0.499 0.285
Departure Headway (Hd) 5.821 5.445 5.376 5.905
Convergence, Y/N Yes Yes Yes Yes
Cap 613 658 668 605
Service Time 3.892 3.503 3.432 3.974
HCM Lane V/C Ratio 0.282 0.439 0.5 0.288
HCM Control Delay 11.2 12.7 13.7 11.3
HCM Lane LOS BBBB
HCM 95th-tile Q 1.1 2.2 2.8 1.2
6.2-5
OYC WP PM Fri Jul 28, 2023 16:17:50 Page 2-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #1 Anaheim Bl. & E. Santa Ana St.
******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.550 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 40 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Prot+Permit Prot+Permit Prot+Permit Prot+Permit Rights: Include Include Include Include Min. Green: 5 10 10 5 10 10 5 10 10 5 10 10 Y+R: 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 Lanes: 1 0 1 1 0 1 0 1 1 0 1 0 0 1 0 1 0 0 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 41 797 70 47 694 48 66 173 45 45 173 43 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 41 797 70 47 694 48 66 173 45 45 173 43 Added Vol: 0 0 4 0 0 0 0 1 0 2 1 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 41 797 74 47 694 48 66 174 45 47 174 43 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 41 797 74 47 694 48 66 174 45 47 174 43 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 41 797 74 47 694 48 66 174 45 47 174 43 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 41 797 74 47 694 48 66 174 45 47 174 43 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:
Sat/Lane: 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.83 0.17 1.00 1.87 0.13 1.00 0.79 0.21 1.00 0.80 0.20 Final Sat.: 1700 3111 289 1700 3180 220 1700 1351 349 1700 1363 337 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.02 0.26 0.26 0.03 0.22 0.22 0.04 0.13 0.13 0.03 0.13 0.13 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE
6.2-6
HCM 6th AWSC The Mill (JN 15477)
2: Claudina St. & E. Santa Ana St. 07/28/2023
Opening Year Cumulative (2027) With Project - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 1
Intersection
Intersection Delay, s/veh 10.6
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 33 275 25 6 244 17 12 7 10 9 11 35
Future Vol, veh/h 33 275 25 6 244 17 12 7 10 9 11 35
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles, % 222222222222
Mvmt Flow 34 286 26 6 254 18 13 7 10 9 11 36
Number of Lanes 110110010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2211
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1122
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1122
HCM Control Delay 11 10.7 8.7 8.6
HCM LOS BBAA
Lane NBLn1 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1
Vol Left, % 41% 100% 0% 100% 0% 16%
Vol Thru, % 24% 0% 92% 0% 93% 20%
Vol Right, % 34% 0% 8% 0% 7% 64%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 29 33 300 6 261 55
L T V o l 1 2 3 30609
Through Vol 7 0 275 0 244 11
RT Vol 10 0 25 0 17 35
Lane Flow Rate 30 34 313 6 272 57
Geometry Grp 277772
Degree of Util (X) 0.045 0.052 0.428 0.01 0.378 0.081
Departure Headway (Hd) 5.365 5.49 4.929 5.554 5.006 5.094 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 664 652 731 644 718 701
Service Time 3.423 3.226 2.665 3.292 2.743 3.146
HCM Lane V/C Ratio 0.045 0.052 0.428 0.009 0.379 0.081
HCM Control Delay 8.7 8.5 11.3 8.3 10.8 8.6
HCM Lane LOS AABABA
HCM 95th-tile Q 0.1 0.2 2.2 0 1.8 0.3
6.2-7
HCM 6th TWSC The Mill (JN 15477)
3: E. Santa Ana St. & Philadelphia St. 07/28/2023
Opening Year Cumulative (2027) With Project - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 2
Intersection
Int Delay, s/veh 0.8
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 21 237 258 10 8 18
Future Vol, veh/h 21 237 258 10 8 18
Conflicting Peds, #/hr 0 00703
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 95 95 95 95 95 95
Heavy Vehicles, % 2 22222
Mvmt Flow 22 249 272 11 8 19
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 290 0 - 0 578 288
Stage 1 - - - - 285 -
Stage 2 - - - - 293 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver 1272 - - - 478 751
Stage 1 - - - - 763 -
Stage 2 - - - - 757 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1265 - - - 463 745
Mov Cap-2 Maneuver - - - - 463 -
Stage 1 - - - - 743 -
Stage 2 - - - - 752 -
Approach EB WB SB
HCM Control Delay, s 0.6 0 11
HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1265 - - - 627
HCM Lane V/C Ratio 0.017 - - - 0.044
HCM Control Delay (s) 7.9 0 - - 11
HCM Lane LOS A A - - B
HCM 95th %tile Q(veh) 0.1 - - - 0.1
6.2-8
OYC WP PM Fri Jul 28, 2023 16:17:50 Page 3-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #4 Olive St. & E. Broadway
******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.441 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 30 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Permitted Permitted Permitted Permitted Rights: Include Include Include Include Min. Green: 5 10 10 5 10 10 5 10 10 5 10 10 Y+R: 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 Lanes: 0 0 1! 0 0 0 0 1! 0 0 1 0 1 1 0 1 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 42 125 19 27 128 48 60 454 45 18 516 24 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 42 125 19 27 128 48 60 454 45 18 516 24 Added Vol: 0 1 1 0 2 2 1 1 0 1 1 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 42 126 20 27 130 50 61 455 45 19 517 24 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 42 126 20 27 130 50 61 455 45 19 517 24 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 42 126 20 27 130 50 61 455 45 19 517 24 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 42 126 20 27 130 50 61 455 45 19 517 24 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:
Sat/Lane: 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.22 0.67 0.11 0.13 0.63 0.24 1.00 1.82 0.18 1.00 1.91 0.09 Final Sat.: 380 1139 181 222 1068 411 1700 3094 306 1700 3249 151 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.02 0.11 0.11 0.02 0.12 0.12 0.04 0.15 0.15 0.01 0.16 0.16 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE
6.2-9
HCM 6th AWSC The Mill (JN 15477)
5: Olive St. & E. Santa Ana St. 07/28/2023
Opening Year Cumulative (2027) With Project - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 3
Intersection
Intersection Delay, s/veh 12.1
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 25 191 26 35 195 35 39 91 28 50 125 26 Future Vol, veh/h 25 191 26 35 195 35 39 91 28 50 125 26 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 222222222222
Mvmt Flow 27 208 28 38 212 38 42 99 30 54 136 28
Number of Lanes 010010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1111
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1111
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1111
HCM Control Delay 12.3 12.7 11.1 11.9
HCM LOS BBBB
Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 25% 10% 13% 25%
Vol Thru, % 58% 79% 74% 62%
Vol Right, % 18% 11% 13% 13%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 158 242 265 201
LT Vol 39 25 35 50
Through Vol 91 191 195 125
RT Vol 28 26 35 26
Lane Flow Rate 172 263 288 218
Geometry Grp 1111
Degree of Util (X) 0.277 0.403 0.437 0.349
Departure Headway (Hd) 5.812 5.515 5.466 5.748
Convergence, Y/N Yes Yes Yes Yes
Cap 615 650 657 623
Service Time 3.879 3.574 3.524 3.81
HCM Lane V/C Ratio 0.28 0.405 0.438 0.35
HCM Control Delay 11.1 12.3 12.7 11.9
HCM Lane LOS BBBB
HCM 95th-tile Q 1.1 1.9 2.2 1.6
6.2-10
The Mill Traffic Analysis
15477-06 TA Report
APPENDIX 6.3: FUTURE CONDITIONS (2027) WITHOUT PROJECT TRAFFIC
SIGNAL WARRANT ANALYSIS WORKSHEETS
The Mill Traffic Analysis
15477-06 TA Report
This Page Intentionally Left Blank
California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-3. Warrant 3, Peak Hour
Traffic Conditions = 2027 Without Project Conditions - Weekday PM Peak Hour Major Street Name = E. Santa Ana St. Total of Both Approaches (VPH) = 593 Number of Approach Lanes on Major Street = 1
Minor Street Name = Claudina St. High Volume Approach (VPH) = 52 Number of Approach Lanes On Minor Street = 1
*Note: 150 vph applies as the lower threshold for a minor-street approach with tw o or more lanes and 100 v
ph applies as the lower threshold for a minor-street approach with one lane
SIGNAL WARRANT NOT SATISFIED
593
52 0
100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street - Higher-Volume Approach (VPH)
Major Street - Total of Both Approaches (VPH)
1 Lane (Major) & 1 Lane (Minor)
2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor)
Major Street Approaches
Minor Street Approaches
6.3-1
California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-3. Warrant 3, Peak Hour
Traffic Conditions = 2027 Without Project Conditions - Weekday PM Peak Hour Major Street Name = E. Santa Ana St. Total of Both Approaches (VPH) = 521 Number of Approach Lanes on Major Street = 1
Minor Street Name = Philadelphia St. High Volume Approach (VPH) = 24 Number of Approach Lanes On Minor Street = 1
*Note: 150 vph applies as the lower threshold for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold for a minor-street approach with one lane
SIGNAL WARRANT NOT SATISFIED
52124
0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street - Higher-Volume Approach (VPH)
Major Street - Total of Both Approaches (VPH)
1 Lane (Major) & 1 Lane (Minor)
2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor)
Major Street Approaches
Minor Street Approaches
6.3-2
California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-3. Warrant 3, Peak Hour
Traffic Conditions = 2027 Without Project Conditions - Weekday AM Peak Hour Major Street Name = E. Santa Ana St. Total of Both Approaches (VPH) = 545 Number of Approach Lanes on Major Street = 1
Minor Street Name = Olive St. High Volume Approach (VPH) = 152 Number of Approach Lanes On Minor Street = 1
*Note: 150 vph applies as the lower threshold for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold for a minor-street approach with one lane
SIGNAL WARRANT NOT SATISFIED
545
152
0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street - Higher-Volume Approach (VPH)
Major Street - Total of Both Approaches (VPH)
1 Lane (Major) & 1 Lane (Minor)
2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor)
Major Street Approaches
Minor Street Approaches
6.3-3
This Page Intentionally Left Blank
6.3-4
The Mill Traffic Analysis
15477-06 TA Report
APPENDIX 6.4: FUTURE CONDITIONS (2027) WITH PROJECT TRAFFIC
SIGNAL WARRANT ANALYSIS WORKSHEETS
The Mill Traffic Analysis
15477-06 TA Report
This Page Intentionally Left Blank
California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-3. Warrant 3, Peak Hour
Traffic Conditions = 2027 With Project Conditions - Weekday PM Peak Hour Major Street Name = E. Santa Ana St. Total of Both Approaches (VPH) = 600 Number of Approach Lanes on Major Street = 1
Minor Street Name = Claudina St. High Volume Approach (VPH) = 55 Number of Approach Lanes On Minor Street = 1
*Note: 150 vph applies as the lower threshold for a minor-street approach with tw o or more lanes and 100 v
ph applies as the lower threshold for a minor-street approach with one lane
SIGNAL WARRANT NOT SATISFIED
600
55 0
100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street - Higher-Volume Approach (VPH)
Major Street - Total of Both Approaches (VPH)
1 Lane (Major) & 1 Lane (Minor)
2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor)
Major Street Approaches
Minor Street Approaches
6.4-1
California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-3. Warrant 3, Peak Hour
Traffic Conditions = 2027 With Project Conditions - Weekday PM Peak Hour Major Street Name = E. Santa Ana St. Total of Both Approaches (VPH) = 527 Number of Approach Lanes on Major Street = 1
Minor Street Name = Philadelphia St. High Volume Approach (VPH) = 26 Number of Approach Lanes On Minor Street = 1
*Note: 150 vph applies as the lower threshold for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold for a minor-street approach with one lane
SIGNAL WARRANT NOT SATISFIED
52726
0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street - Higher-Volume Approach (VPH)
Major Street - Total of Both Approaches (VPH)
1 Lane (Major) & 1 Lane (Minor)
2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor)
Major Street Approaches
Minor Street Approaches
6.4-2
California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-3. Warrant 3, Peak Hour
Traffic Conditions = 2027 With Project Conditions - Weekday AM Peak Hour Major Street Name = E. Santa Ana St. Total of Both Approaches (VPH) = 548 Number of Approach Lanes on Major Street = 1
Minor Street Name = Olive St. High Volume Approach (VPH) = 153 Number of Approach Lanes On Minor Street = 1
*Note: 150 vph applies as the lower threshold for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold for a minor-street approach with one lane
SIGNAL WARRANT NOT SATISFIED
548
153
0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street - Higher-Volume Approach (VPH)
Major Street - Total of Both Approaches (VPH)
1 Lane (Major) & 1 Lane (Minor)
2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor)
Major Street Approaches
Minor Street Approaches
6.4-3
This Page Intentionally Left Blank
6.4-4
The Mill Traffic Analysis
15477-06 TA Report
APPENDIX 7.1: GENERAL PLAN BUILDOUT CONDITIONS INTERSECTION
OPERATIONS ANALYSIS WORKSHEETS
The Mill Traffic Analysis
15477-06 TA Report
This Page Intentionally Left Blank
HY NP AM Wed Aug 9, 2023 20:00:20 Page 2-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #1 Anaheim Bl. & E. Santa Ana St.
******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.760
Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 59 Level Of Service: C
******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Prot+Permit Prot+Permit Prot+Permit Prot+Permit Rights: Include Include Include Include
Min. Green: 5 10 10 5 10 10 5 10 10 5 10 10 Y+R: 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 Lanes: 1 0 1 1 0 1 0 1 1 0 1 0 0 1 0 1 0 0 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 35 793 41 28 1521 46 50 180 60 63 165 69 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 35 793 41 28 1521 46 50 180 60 63 165 69 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 35 793 41 28 1521 46 50 180 60 63 165 69 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 35 793 41 28 1521 46 50 180 60 63 165 69 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 35 793 41 28 1521 46 50 180 60 63 165 69 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 35 793 41 28 1521 46 50 180 60 63 165 69 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:
Sat/Lane: 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.90 0.10 1.00 1.94 0.06 1.00 0.75 0.25 1.00 0.71 0.29 Final Sat.: 1700 3233 167 1700 3300 100 1700 1275 425 1700 1199 501 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.02 0.25 0.25 0.02 0.46 0.46 0.03 0.14 0.14 0.04 0.14 0.14 Crit Moves: **** **** **** ****
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE
7.1-1
HCM 6th AWSC The Mill (JN 15477)
2: Claudina St. & E. Santa Ana St. 08/09/2023
General Plan Buildout Without Project - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 1
Intersection
Intersection Delay, s/veh 11.7
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 5 230 8 9 299 8746 2 0 1 1 3 6
Future Vol, veh/h 5 230 8 9 299 8746 2 0 1 1 3 6
Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Heavy Vehicles, % 222222222222
Mvmt Flow 6 274 10 11 356 10 8 5 7 24 13 43
Number of Lanes 110110010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2211
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1122
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1122
HCM Control Delay 11.1 12.8 8.8 9.1
HCM LOS BBAA
Lane NBLn1 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1
Vol Left, % 41% 100% 0% 100% 0% 30%
Vol Thru, % 24% 0% 97% 0% 97% 16%
Vol Right, % 35% 0% 3% 0% 3% 54%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 17 5 238 9 307 67
L T V o l 75090 2 0
Through Vol 4 0 230 0 299 11
R T V o l 60808 3 6
Lane Flow Rate 20 6 283 11 365 80
Geometry Grp 277772
Degree of Util (X) 0.031 0.009 0.401 0.017 0.51 0.117
Departure Headway (Hd) 5.538 5.622 5.095 5.548 5.027 5.291 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 642 635 706 644 716 674
Service Time 3.613 3.367 2.84 3.29 2.769 3.352
HCM Lane V/C Ratio 0.031 0.009 0.401 0.017 0.51 0.119
HCM Control Delay 8.8 8.4 11.2 8.4 12.9 9.1
HCM Lane LOS AABABA
HCM 95th-tile Q 0.1 0 1.9 0.1 2.9 0.4
7.1-2
HCM 6th TWSC The Mill (JN 15477)
3: E. Santa Ana St. & Philadelphia St. 08/09/2023
General Plan Buildout Without Project - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 2
Intersection
Int Delay, s/veh 1.3
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 5 256 271 17 38 20
Future Vol, veh/h 5 256 271 17 38 20
Conflicting Peds, #/hr 0 00500
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 91 91 91 91 91 91
Heavy Vehicles, % 2 22222
Mvmt Flow 5 281 298 19 42 22
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 322 0 - 0 604 313
Stage 1 - - - - 313 -
Stage 2 - - - - 291 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver 1238 - - - 461 727
Stage 1 - - - - 741 -
Stage 2 - - - - 759 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1233 - - - 455 724
Mov Cap-2 Maneuver - - - - 455 -
Stage 1 - - - - 734 -
Stage 2 - - - - 756 -
Approach EB WB SB
HCM Control Delay, s 0.2 0 12.9
HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1233 - - - 522
HCM Lane V/C Ratio 0.004 - - - 0.122
HCM Control Delay (s) 7.9 0 - - 12.9
HCM Lane LOS A A - - B
HCM 95th %tile Q(veh) 0 - - - 0.4
7.1-3
HY NP AM Wed Aug 9, 2023 20:00:20 Page 3-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #4 Olive St. & E. Broadway
******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.710 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 51 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Permitted Permitted Permitted Permitted Rights: Include Include Include Include Min. Green: 5 10 10 5 10 10 5 10 10 5 10 10 Y+R: 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 Lanes: 0 0 1! 0 0 0 0 1! 0 0 1 0 1 1 0 1 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 55 116 51 96 220 84 32 978 32 77 568 25 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 55 116 51 96 220 84 32 978 32 77 568 25 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 55 116 51 96 220 84 32 978 32 77 568 25 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 55 116 51 96 220 84 32 978 32 77 568 25 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 55 116 51 96 220 84 32 978 32 77 568 25 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 55 116 51 96 220 84 32 978 32 77 568 25 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:
Sat/Lane: 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.25 0.52 0.23 0.24 0.55 0.21 1.00 1.94 0.06 1.00 1.92 0.08 Final Sat.: 421 888 391 408 935 357 1700 3292 108 1700 3257 143 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.03 0.13 0.13 0.06 0.24 0.24 0.02 0.30 0.30 0.05 0.17 0.17 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE
7.1-4
HCM 6th AWSC The Mill (JN 15477)
5: Olive St. & E. Santa Ana St. 08/09/2023
General Plan Buildout Without Project - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 3
Intersection
Intersection Delay, s/veh 29.4
Intersection LOS D
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 38 221 37 48 256 52 26 119 52 59 249 21 Future Vol, veh/h 38 221 37 48 256 52 26 119 52 59 249 21 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles, % 222222222222
Mvmt Flow 43 251 42 55 291 59 30 135 59 67 283 24
Number of Lanes 010010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1111
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1111
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1111
HCM Control Delay 26.2 35.6 18.4 32.1
HCM LOS D E C D
Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 13% 13% 13% 18%
Vol Thru, % 60% 75% 72% 76%
Vol Right, % 26% 12% 15% 6%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 197 296 356 329
LT Vol 26 38 48 59
Through Vol 119 221 256 249
RT Vol 52 37 52 21
Lane Flow Rate 224 336 405 374
Geometry Grp 1111
Degree of Util (X) 0.49 0.698 0.819 0.777
Departure Headway (Hd) 7.881 7.466 7.285 7.484
Convergence, Y/N Yes Yes Yes Yes
Cap 454 481 498 486
Service Time 5.964 5.538 5.315 5.512
HCM Lane V/C Ratio 0.493 0.699 0.813 0.77
HCM Control Delay 18.4 26.2 35.6 32.1
HCM Lane LOS C D E D
HCM 95th-tile Q 2.6 5.3 7.9 6.9
7.1-5
HY NP PM Wed Aug 9, 2023 20:00:57 Page 2-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #1 Anaheim Bl. & E. Santa Ana St.
******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.874 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 88 Level Of Service: D ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Prot+Permit Prot+Permit Prot+Permit Prot+Permit Rights: Include Include Include Include Min. Green: 5 10 10 5 10 10 5 10 10 5 10 10 Y+R: 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 Lanes: 1 0 1 1 0 1 0 1 1 0 1 0 0 1 0 1 0 0 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 58 1830 77 52 1189 91 73 190 49 59 190 47 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 58 1830 77 52 1189 91 73 190 49 59 190 47 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 58 1830 77 52 1189 91 73 190 49 59 190 47 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 58 1830 77 52 1189 91 73 190 49 59 190 47 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 58 1830 77 52 1189 91 73 190 49 59 190 47 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 58 1830 77 52 1189 91 73 190 49 59 190 47 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:
Sat/Lane: 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.92 0.08 1.00 1.86 0.14 1.00 0.79 0.21 1.00 0.80 0.20 Final Sat.: 1700 3263 137 1700 3158 242 1700 1351 349 1700 1363 337 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.03 0.56 0.56 0.03 0.38 0.38 0.04 0.14 0.14 0.03 0.14 0.14 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE
7.1-6
HCM 6th AWSC The Mill (JN 15477)
2: Claudina St. & E. Santa Ana St. 08/09/2023
General Plan Buildout Without Project - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 1
Intersection
Intersection Delay, s/veh 11.8
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 40 300 27 10 271 33 33 8 22 19 15 37 Future Vol, veh/h 40 300 27 10 271 33 33 8 22 19 15 37
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles, % 222222222222
Mvmt Flow 42 313 28 10 282 34 34 8 23 20 16 39
Number of Lanes 110110010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2211
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1122
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1122
HCM Control Delay 12.4 12.2 9.4 9.3
HCM LOS BBAA
Lane NBLn1 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1
Vol Left, % 52% 100% 0% 100% 0% 27%
Vol Thru, % 13% 0% 92% 0% 89% 21%
Vol Right, % 35% 0% 8% 0% 11% 52%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 63 40 327 10 304 71
LT Vol 33 40 0 10 0 19
Through Vol 8 0 300 0 271 15
RT Vol 22 0 27 0 33 37
Lane Flow Rate 66 42 341 10 317 74
Geometry Grp 277772
Degree of Util (X) 0.105 0.066 0.488 0.017 0.457 0.114
Departure Headway (Hd) 5.738 5.715 5.153 5.776 5.195 5.571 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 628 622 695 615 687 647
Service Time 3.741 3.494 2.932 3.557 2.976 3.571
HCM Lane V/C Ratio 0.105 0.068 0.491 0.016 0.461 0.114
HCM Control Delay 9.4 8.9 12.8 8.7 12.3 9.3
HCM Lane LOS AABABA
HCM 95th-tile Q 0.4 0.2 2.7 0.1 2.4 0.4
7.1-7
HCM 6th TWSC The Mill (JN 15477)
3: E. Santa Ana St. & Philadelphia St. 08/09/2023
General Plan Buildout Without Project - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 2
Intersection
Int Delay, s/veh 0.8
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 21 260 284 10 8 21
Future Vol, veh/h 21 260 284 10 8 21
Conflicting Peds, #/hr 0 00703
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 95 95 95 95 95 95
Heavy Vehicles, % 2 22222
Mvmt Flow 22 274 299 11 8 22
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 317 0 - 0 630 315
Stage 1 - - - - 312 -
Stage 2 - - - - 318 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver 1243 - - - 446 725
Stage 1 - - - - 742 -
Stage 2 - - - - 738 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1236 - - - 431 719
Mov Cap-2 Maneuver - - - - 431 -
Stage 1 - - - - 722 -
Stage 2 - - - - 734 -
Approach EB WB SB
HCM Control Delay, s 0.6 0 11.2
HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1236 - - - 607
HCM Lane V/C Ratio 0.018 - - - 0.05
HCM Control Delay (s) 8 0 - - 11.2
HCM Lane LOS A A - - B
HCM 95th %tile Q(veh) 0.1 - - - 0.2
7.1-8
HY NP PM Wed Aug 9, 2023 20:00:57 Page 3-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #4 Olive St. & E. Broadway
******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.538 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 36 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Permitted Permitted Permitted Permitted Rights: Include Include Include Include Min. Green: 5 10 10 5 10 10 5 10 10 5 10 10 Y+R: 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 Lanes: 0 0 1! 0 0 0 0 1! 0 0 1 0 1 1 0 1 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 98 138 35 30 141 56 66 756 51 40 568 53 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 98 138 35 30 141 56 66 756 51 40 568 53 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 98 138 35 30 141 56 66 756 51 40 568 53 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 98 138 35 30 141 56 66 756 51 40 568 53 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 98 138 35 30 141 56 66 756 51 40 568 53 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 98 138 35 30 141 56 66 756 51 40 568 53 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:
Sat/Lane: 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.36 0.51 0.13 0.13 0.62 0.25 1.00 1.87 0.13 1.00 1.83 0.17 Final Sat.: 615 866 220 225 1056 419 1700 3185 215 1700 3110 290 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.06 0.16 0.16 0.02 0.13 0.13 0.04 0.24 0.24 0.02 0.18 0.18 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE
7.1-9
HCM 6th AWSC The Mill (JN 15477)
5: Olive St. & E. Santa Ana St. 08/09/2023
General Plan Buildout Without Project - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 3
Intersection
Intersection Delay, s/veh 20
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 28 232 27 52 253 47 41 141 97 55 136 29 Future Vol, veh/h 28 232 27 52 253 47 41 141 97 55 136 29 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 222222222222
Mvmt Flow 30 252 29 57 275 51 45 153 105 60 148 32
Number of Lanes 010010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1111
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1111
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1111
HCM Control Delay 19.2 24.1 18.6 16.5
HCM LOS CCCC
Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 15% 10% 15% 25%
Vol Thru, % 51% 81% 72% 62%
Vol Right, % 35% 9% 13% 13%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 279 287 352 220
LT Vol 41 28 52 55
Through Vol 141 232 253 136
RT Vol 97 27 47 29
Lane Flow Rate 303 312 383 239
Geometry Grp 1111
Degree of Util (X) 0.572 0.588 0.707 0.473
Departure Headway (Hd) 6.791 6.791 6.655 7.119
Convergence, Y/N Yes Yes Yes Yes
Cap 531 530 547 505
Service Time 4.851 4.853 4.655 5.184
HCM Lane V/C Ratio 0.571 0.589 0.7 0.473
HCM Control Delay 18.6 19.2 24.1 16.5
HCM Lane LOS CCCC
HCM 95th-tile Q 3.6 3.8 5.6 2.5
7.1-10
The Mill Traffic Analysis
15477-06 TA Report
APPENDIX 7.2: GENERAL PLAN BUILDOUT CONDITIONS INTERSECTION
OPERATIONS ANALYSIS WORKSHEETS
The Mill Traffic Analysis
15477-06 TA Report
This Page Intentionally Left Blank
HY WP AM Wed Aug 9, 2023 20:01:06 Page 2-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #1 Anaheim Bl. & E. Santa Ana St.
******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.761
Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 59 Level Of Service: C
******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Prot+Permit Prot+Permit Prot+Permit Prot+Permit Rights: Include Include Include Include
Min. Green: 5 10 10 5 10 10 5 10 10 5 10 10 Y+R: 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 Lanes: 1 0 1 1 0 1 0 1 1 0 1 0 0 1 0 1 0 0 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 35 793 41 28 1521 46 50 180 60 63 165 69 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 35 793 41 28 1521 46 50 180 60 63 165 69 Added Vol: 0 0 1 0 0 0 0 0 0 3 1 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 35 793 42 28 1521 46 50 180 60 66 166 69 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 35 793 42 28 1521 46 50 180 60 66 166 69 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 35 793 42 28 1521 46 50 180 60 66 166 69 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 35 793 42 28 1521 46 50 180 60 66 166 69 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:
Sat/Lane: 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.90 0.10 1.00 1.94 0.06 1.00 0.75 0.25 1.00 0.71 0.29 Final Sat.: 1700 3229 171 1700 3300 100 1700 1275 425 1700 1201 499 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.02 0.25 0.25 0.02 0.46 0.46 0.03 0.14 0.14 0.04 0.14 0.14 Crit Moves: **** **** **** ****
******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE
7.2-1
HCM 6th AWSC The Mill (JN 15477)
2: Claudina St. & E. Santa Ana St. 08/09/2023
General Plan Buildout With Project - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 1
Intersection
Intersection Delay, s/veh 11.8
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 6 231 8 9 301 8746 2 1 1 1 3 9
Future Vol, veh/h 6 231 8 9 301 8746 2 1 1 1 3 9
Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Heavy Vehicles, % 222222222222
Mvmt Flow 7 275 10 11 358 10 8 5 7 25 13 46
Number of Lanes 110110010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2211
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1122
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1122
HCM Control Delay 11.2 13 8.8 9.1
HCM LOS BBAA
Lane NBLn1 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1
Vol Left, % 41% 100% 0% 100% 0% 30%
Vol Thru, % 24% 0% 97% 0% 97% 15%
Vol Right, % 35% 0% 3% 0% 3% 55%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 17 6 239 9 309 71
L T V o l 76090 2 1
Through Vol 4 0 231 0 301 11
R T V o l 60808 3 9
Lane Flow Rate 20 7 285 11 368 85
Geometry Grp 277772
Degree of Util (X) 0.031 0.011 0.404 0.017 0.515 0.124
Departure Headway (Hd) 5.559 5.639 5.112 5.565 5.044 5.296 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 639 633 703 642 714 673
Service Time 3.639 3.387 2.86 3.31 2.789 3.36
HCM Lane V/C Ratio 0.031 0.011 0.405 0.017 0.515 0.126
HCM Control Delay 8.8 8.5 11.3 8.4 13.1 9.1
HCM Lane LOS AABABA
HCM 95th-tile Q 0.1 0 2 0.1 3 0.4
7.2-2
HCM 6th TWSC The Mill (JN 15477)
3: E. Santa Ana St. & Philadelphia St. 08/09/2023
General Plan Buildout With Project - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 2
Intersection
Int Delay, s/veh 1.4
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 6 257 271 18 40 22
Future Vol, veh/h 6 257 271 18 40 22
Conflicting Peds, #/hr 0 00500
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 91 91 91 91 91 91
Heavy Vehicles, % 2 22222
Mvmt Flow 7 282 298 20 44 24
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 323 0 - 0 609 313
Stage 1 - - - - 313 -
Stage 2 - - - - 296 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver 1237 - - - 458 727
Stage 1 - - - - 741 -
Stage 2 - - - - 755 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1232 - - - 451 724
Mov Cap-2 Maneuver - - - - 451 -
Stage 1 - - - - 733 -
Stage 2 - - - - 752 -
Approach EB WB SB
HCM Control Delay, s 0.2 0 12.9
HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1232 - - - 521
HCM Lane V/C Ratio 0.005 - - - 0.131
HCM Control Delay (s) 7.9 0 - - 12.9
HCM Lane LOS A A - - B
HCM 95th %tile Q(veh) 0 - - - 0.4
7.2-3
HY WP AM Wed Aug 9, 2023 20:01:06 Page 3-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #4 Olive St. & E. Broadway
******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.711 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 51 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Permitted Permitted Permitted Permitted Rights: Include Include Include Include Min. Green: 5 10 10 5 10 10 5 10 10 5 10 10 Y+R: 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 Lanes: 0 0 1! 0 0 0 0 1! 0 0 1 0 1 1 0 1 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 55 116 51 96 220 84 32 978 32 77 568 25 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 55 116 51 96 220 84 32 978 32 77 568 25 Added Vol: 0 2 1 0 1 1 2 1 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 55 118 52 96 221 85 34 979 32 77 568 25 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 55 118 52 96 221 85 34 979 32 77 568 25 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 55 118 52 96 221 85 34 979 32 77 568 25 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 55 118 52 96 221 85 34 979 32 77 568 25 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:
Sat/Lane: 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.24 0.53 0.23 0.24 0.55 0.21 1.00 1.94 0.06 1.00 1.92 0.08 Final Sat.: 416 892 393 406 935 359 1700 3292 108 1700 3257 143 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.03 0.13 0.13 0.06 0.24 0.24 0.02 0.30 0.30 0.05 0.17 0.17 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE
7.2-4
HCM 6th AWSC The Mill (JN 15477)
5: Olive St. & E. Santa Ana St. 08/09/2023
General Plan Buildout With Project - AM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 3
Intersection
Intersection Delay, s/veh 29.9
Intersection LOS D
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 38 222 39 48 256 52 27 119 52 59 250 21 Future Vol, veh/h 38 222 39 48 256 52 27 119 52 59 250 21 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles, % 222222222222
Mvmt Flow 43 252 44 55 291 59 31 135 59 67 284 24
Number of Lanes 010010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1111
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1111
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1111
HCM Control Delay 26.8 36.2 18.6 32.7
HCM LOS D E C D
Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 14% 13% 13% 18%
Vol Thru, % 60% 74% 72% 76%
Vol Right, % 26% 13% 15% 6%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 198 299 356 330
LT Vol 27 38 48 59
Through Vol 119 222 256 250
RT Vol 52 39 52 21
Lane Flow Rate 225 340 405 375
Geometry Grp 1111
Degree of Util (X) 0.495 0.707 0.823 0.783
Departure Headway (Hd) 7.925 7.496 7.326 7.52
Convergence, Y/N Yes Yes Yes Yes
Cap 452 482 494 484
Service Time 6.008 5.568 5.355 5.548
HCM Lane V/C Ratio 0.498 0.705 0.82 0.775
HCM Control Delay 18.6 26.8 36.2 32.7
HCM Lane LOS C D E D
HCM 95th-tile Q 2.7 5.5 8 7
7.2-5
HY WP PM Wed Aug 9, 2023 20:01:30 Page 2-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #1 Anaheim Bl. & E. Santa Ana St.
******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.875 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 89 Level Of Service: D ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Prot+Permit Prot+Permit Prot+Permit Prot+Permit Rights: Include Include Include Include Min. Green: 5 10 10 5 10 10 5 10 10 5 10 10 Y+R: 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 Lanes: 1 0 1 1 0 1 0 1 1 0 1 0 0 1 0 1 0 0 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 58 1830 77 52 1189 91 73 190 49 59 190 47 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 58 1830 77 52 1189 91 73 190 49 59 190 47 Added Vol: 0 0 1 0 0 0 0 0 0 3 1 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 58 1830 78 52 1189 91 73 190 49 62 191 47 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 58 1830 78 52 1189 91 73 190 49 62 191 47 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 58 1830 78 52 1189 91 73 190 49 62 191 47 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 58 1830 78 52 1189 91 73 190 49 62 191 47 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:
Sat/Lane: 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.92 0.08 1.00 1.86 0.14 1.00 0.79 0.21 1.00 0.80 0.20 Final Sat.: 1700 3261 139 1700 3158 242 1700 1351 349 1700 1364 336 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.03 0.56 0.56 0.03 0.38 0.38 0.04 0.14 0.14 0.04 0.14 0.14 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE
7.2-6
HCM 6th AWSC The Mill (JN 15477)
2: Claudina St. & E. Santa Ana St. 08/09/2023
General Plan Buildout With Project - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 1
Intersection
Intersection Delay, s/veh 11.9
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 43 302 27 10 272 34 33 8 22 20 15 39 Future Vol, veh/h 43 302 27 10 272 34 33 8 22 20 15 39
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles, % 222222222222
Mvmt Flow 45 315 28 10 283 35 34 8 23 21 16 41
Number of Lanes 110110010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2211
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1122
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1122
HCM Control Delay 12.4 12.3 9.4 9.3
HCM LOS BBAA
Lane NBLn1 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1
Vol Left, % 52% 100% 0% 100% 0% 27%
Vol Thru, % 13% 0% 92% 0% 89% 20%
Vol Right, % 35% 0% 8% 0% 11% 53%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 63 43 329 10 306 74
LT Vol 33 43 0 10 0 20
Through Vol 8 0 302 0 272 15
RT Vol 22 0 27 0 34 39
Lane Flow Rate 66 45 343 10 319 77
Geometry Grp 277772
Degree of Util (X) 0.105 0.071 0.492 0.017 0.461 0.12
Departure Headway (Hd) 5.763 5.727 5.165 5.791 5.209 5.582 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 625 620 692 613 685 646
Service Time 3.768 3.511 2.949 3.578 2.995 3.585
HCM Lane V/C Ratio 0.106 0.073 0.496 0.016 0.466 0.119
HCM Control Delay 9.4 9 12.9 8.7 12.4 9.3
HCM Lane LOS AABABA
HCM 95th-tile Q 0.4 0.2 2.7 0.1 2.4 0.4
7.2-7
HCM 6th TWSC The Mill (JN 15477)
3: E. Santa Ana St. & Philadelphia St. 08/09/2023
General Plan Buildout With Project - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 2
Intersection
Int Delay, s/veh 0.9
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 23 261 285 12 9 22
Future Vol, veh/h 23 261 285 12 9 22
Conflicting Peds, #/hr 0 00703
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 95 95 95 95 95 95
Heavy Vehicles, % 2 22222
Mvmt Flow 24 275 300 13 9 23
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 320 0 - 0 637 317
Stage 1 - - - - 314 -
Stage 2 - - - - 323 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver 1240 - - - 441 724
Stage 1 - - - - 741 -
Stage 2 - - - - 734 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1233 - - - 426 718
Mov Cap-2 Maneuver - - - - 426 -
Stage 1 - - - - 720 -
Stage 2 - - - - 730 -
Approach EB WB SB
HCM Control Delay, s 0.6 0 11.4
HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1233 - - - 599
HCM Lane V/C Ratio 0.02 - - - 0.054
HCM Control Delay (s) 8 0 - - 11.4
HCM Lane LOS A A - - B
HCM 95th %tile Q(veh) 0.1 - - - 0.2
7.2-8
HY WP PM Wed Aug 9, 2023 20:01:30 Page 3-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative) ******************************************************************************** Intersection #4 Olive St. & E. Broadway
******************************************************************************** Cycle (sec): 100 Critical Vol./Cap.(X): 0.540 Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx Optimal Cycle: 36 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------|---------------||---------------||---------------||---------------| Control: Permitted Permitted Permitted Permitted Rights: Include Include Include Include Min. Green: 5 10 10 5 10 10 5 10 10 5 10 10 Y+R: 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 4.7 Lanes: 0 0 1! 0 0 0 0 1! 0 0 1 0 1 1 0 1 0 1 1 0 ------------|---------------||---------------||---------------||---------------| Volume Module:
Base Vol: 98 138 35 30 141 56 66 756 51 40 568 53 Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 98 138 35 30 141 56 66 756 51 40 568 53 Added Vol: 0 2 1 0 1 1 2 1 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 98 140 36 30 142 57 68 757 51 40 568 53 User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 98 140 36 30 142 57 68 757 51 40 568 53 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 98 140 36 30 142 57 68 757 51 40 568 53 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 98 140 36 30 142 57 68 757 51 40 568 53 ------------|---------------||---------------||---------------||---------------| Saturation Flow Module:
Sat/Lane: 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 1700 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.36 0.51 0.13 0.13 0.62 0.25 1.00 1.87 0.13 1.00 1.83 0.17 Final Sat.: 608 869 223 223 1054 423 1700 3185 215 1700 3110 290 ------------|---------------||---------------||---------------||---------------| Capacity Analysis Module:
Vol/Sat: 0.06 0.16 0.16 0.02 0.13 0.13 0.04 0.24 0.24 0.02 0.18 0.18 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to URBAN CROSSROADS, IRVINE
7.2-9
HCM 6th AWSC The Mill (JN 15477)
5: Olive St. & E. Santa Ana St. 08/09/2023
General Plan Buildout With Project - PM Peak Hour Synchro 11 Report Urban Crossroads, Inc. Page 3
Intersection
Intersection Delay, s/veh 20.3
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 28 232 28 52 254 47 43 142 97 55 137 29 Future Vol, veh/h 28 232 28 52 254 47 43 142 97 55 137 29 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 222222222222
Mvmt Flow 30 252 30 57 276 51 47 154 105 60 149 32
Number of Lanes 010010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1111
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1111
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1111
HCM Control Delay 19.4 24.3 19 16.6
HCM LOS CCCC
Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 15% 10% 15% 25%
Vol Thru, % 50% 81% 72% 62%
Vol Right, % 34% 10% 13% 13%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 282 288 353 221
LT Vol 43 28 52 55
Through Vol 142 232 254 137
RT Vol 97 28 47 29
Lane Flow Rate 307 313 384 240
Geometry Grp 1111
Degree of Util (X) 0.581 0.594 0.708 0.477
Departure Headway (Hd) 6.821 6.829 6.642 7.154
Convergence, Y/N Yes Yes Yes Yes
Cap 527 529 545 502
Service Time 4.876 4.882 4.692 5.215
HCM Lane V/C Ratio 0.583 0.592 0.705 0.478
HCM Control Delay 19 19.4 24.3 16.6
HCM Lane LOS CCCC
HCM 95th-tile Q 3.7 3.8 5.6 2.5
7.2-10
The Mill Traffic Analysis
15477-06 TA Report
APPENDIX 7.3: GENERAL PLAN BUILDOUT WITHOUT PROJECT TRAFFIC
SIGNAL WARRANT ANALYSIS WORKSHEETS
The Mill Traffic Analysis
15477-06 TA Report
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California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-3. Warrant 3, Peak Hour
Traffic Conditions = GPBO Without Project Conditions - Weekday PM Peak Hour Major Street Name = E. Santa Ana St. Total of Both Approaches (VPH) = 681 Number of Approach Lanes on Major Street = 1
Minor Street Name = Claudina St. High Volume Approach (VPH) = 71 Number of Approach Lanes On Minor Street = 1
*Note: 150 vph applies as the lower threshold for a minor-street approach with tw o or more lanes and 100 v
ph applies as the lower threshold for a minor-street approach with one lane SIGNAL WARRANT NOT SATISFIED681
71 0
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400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street - Higher-Volume Approach (VPH)
Major Street - Total of Both Approaches (VPH)
1 Lane (Major) & 1 Lane (Minor)
2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor)
Major Street Approaches
Minor Street Approaches
7.3-1
California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-3. Warrant 3, Peak Hour
Traffic Conditions = GPBO Without Project Conditions - Weekday AM Peak Hour Major Street Name = E. Santa Ana St. Total of Both Approaches (VPH) = 549 Number of Approach Lanes on Major Street = 1
Minor Street Name = Philadelphia St. High Volume Approach (VPH) = 58 Number of Approach Lanes On Minor Street = 1
*Note: 150 vph applies as the lower threshold for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold for a minor-street approach with one lane
SIGNAL WARRANT NOT SATISFIED
549
58 0
100
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400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street - Higher-Volume Approach (VPH)
Major Street - Total of Both Approaches (VPH)
1 Lane (Major) & 1 Lane (Minor)
2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor)
Major Street Approaches
Minor Street Approaches
7.3-2
California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-3. Warrant 3, Peak Hour
Traffic Conditions = GPBO Without Project Conditions - Weekday AM Peak Hour Major Street Name = E. Santa Ana St. Total of Both Approaches (VPH) = 652 Number of Approach Lanes on Major Street = 1
Minor Street Name = Olive St. High Volume Approach (VPH) = 329 Number of Approach Lanes On Minor Street = 1
*Note: 150 vph applies as the lower threshold for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold for a minor-street approach with one lane
SIGNAL WARRANT NOT SATISFIED
652
329
0 100
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500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street - Higher-Volume Approach (VPH)
Major Street - Total of Both Approaches (VPH)
1 Lane (Major) & 1 Lane (Minor)
2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor)
Major Street Approaches
Minor Street Approaches
7.3-3
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7.3-4
The Mill Traffic Analysis
15477-06 TA Report
APPENDIX 7.4: GENERAL PLAN BUILDOUT WITH PROJECT TRAFFIC SIGNAL
WARRANT ANALYSIS WORKSHEETS
The Mill Traffic Analysis
15477-06 TA Report
This Page Intentionally Left Blank
California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-3. Warrant 3, Peak Hour
Traffic Conditions = GPBO With Project Conditions - Weekday PM Peak Hour Major Street Name = E. Santa Ana St. Total of Both Approaches (VPH) = 688 Number of Approach Lanes on Major Street = 1
Minor Street Name = Claudina St. High Volume Approach (VPH) = 74 Number of Approach Lanes On Minor Street = 1
*Note: 150 vph applies as the lower threshold for a minor-street approach with tw o or more lanes and 100 v
ph applies as the lower threshold for a minor-street approach with one lane SIGNAL WARRANT NOT SATISFIED688
74 0
100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street - Higher-Volume Approach (VPH)
Major Street - Total of Both Approaches (VPH)
1 Lane (Major) & 1 Lane (Minor)
2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor)
Major Street Approaches
Minor Street Approaches
7.4-1
California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-3. Warrant 3, Peak Hour
Traffic Conditions = GPBO With Project Conditions - Weekday AM Peak Hour Major Street Name = E. Santa Ana St. Total of Both Approaches (VPH) = 552 Number of Approach Lanes on Major Street = 1
Minor Street Name = Philadelphia St. High Volume Approach (VPH) = 62 Number of Approach Lanes On Minor Street = 1
*Note: 150 vph applies as the lower threshold for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold for a minor-street approach with one lane
SIGNAL WARRANT NOT SATISFIED
552
62 0
100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street - Higher-Volume Approach (VPH)
Major Street - Total of Both Approaches (VPH)
1 Lane (Major) & 1 Lane (Minor)
2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor)
Major Street Approaches
Minor Street Approaches
7.4-2
California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-3. Warrant 3, Peak Hour
Traffic Conditions = GPBO With Project Conditions - Weekday AM Peak Hour Major Street Name = E. Santa Ana St. Total of Both Approaches (VPH) = 655 Number of Approach Lanes on Major Street = 1
Minor Street Name = Olive St. High Volume Approach (VPH) = 330 Number of Approach Lanes On Minor Street = 1
*Note: 150 vph applies as the lower threshold for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold for a minor-street approach with one lane
SIGNAL WARRANT NOT SATISFIED
655
330
0 100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street - Higher-Volume Approach (VPH)
Major Street - Total of Both Approaches (VPH)
1 Lane (Major) & 1 Lane (Minor)
2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) 2+ Lanes (Major) & 2+ Lanes (Minor)
Major Street Approaches
Minor Street Approaches
7.4-3
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7.4-4
City of Anaheim—The Mill Residential Townhome Project (DEV2023-00042) Initial Study/Mitigated Negative Declaration
FirstCarbon Solutions
I.2 - Vehicle Miles Traveled Screening Evaluation
THIS PAGE INTENTIONALLY LEFT BLANK
DATE: November 22, 2023
TO: Johanna Crooker, MLC Holdings, Inc.
FROM: Alex So, Urban Crossroads, Inc.
JOB NO: 15477-01 VMT
THE MILL VEHICLE MILES TRAVELED (VMT) SCREENING
EVALUATION
Urban Crossroads, Inc. is pleased to provide the following Vehicle Miles Traveled (VMT) Screening Evaluation for The Mill (Project), which is located at 275 E. Santa Ana Street in the City of Anaheim.
PROJECT OVERVIEW
The site is currently vacant (no tenant) but is occupied by 40,644 square feet of warehousing/light industrial building space. The proposed Project is proposed to redevelop the site and replace the existing structures with 56 multifamily (low-rise) residential dwelling units. Ten percent (10%) of the units will be affordable. A preliminary site plan for the proposed Project is found in Attachment A.
BACKGROUND
The California Environmental Quality Act (CEQA) requires all lead agencies to adopt VMT as the measure for identifying transportation impacts for land use projects.
To comply with CEQA, the City of Anaheim. developed and adopted their own City of Anaheim Traffic Impact Analysis Guidelines for California Environmental Quality Act Analysis, (City Guidelines) (1). This VMT screening evaluation has been developed based on the adopted City Guidelines.
VMT SCREENING
The City Guidelines identify three types of project screening that can be applied to effectively screen projects from a project level VMT analysis. A project only needs to fulfill one of the screening types to qualify for screening. The City of Anaheim.
VMT screening types, as described within the City Guidelines, are listed below:
• Type 1: Transit Priority Area (TPA) Screening
• Type 2: Low VMT Area Screening
• Type 3: Project Type Screening
Johanna Crooker, MLC Holdings, Inc.
November 22, 2023