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CC - Item 3A - Attachment H - Appendix F. Willard & Garvey TrafficRK1603716037
JN:1445-2019-01
WILLARD & GARVEY RESIDENTIAL DEVELOPMENT
TRAFFIC STUDY & ON-STREET PARKING EVALUATION
City of Rosemead, California
Prepared for:
THE OLSON COMPANY
3010 Old Ranch Parkway, Suite 100
Seal Beach, CA 90740-2751
Prepared by:
RK ENGINEERING GROUP, INC.
4000 Westerly Place, Suite 280
Newport Beach, CA 92660
Alex Tabrizi, PE, TE
Elias Bandek, EIT
Michael Torres, EIT
July 24, 2020
Table of Contents
Section Page
1.0 Introduction ........................................................................................... 1-1
1.1 Purpose of Report & Study Objectives 1-1
1.2 Site Location & Project Description 1-1
1.3 Traffic Study Area & Analysis Scenarios 1-2
2.0 Analysis Methodologies, Performance Criteria &
Thresholds of Significance ..................................................................... 2-1
2.1 Intersection Peak Hour Level of Service Analysis Methodology 2-1
2.1.1 HCM Methodology 2-2
2.2 Level of Service Performance Criteria 2-3
2.3 Thresholds of Significance 2-3
3.0 Existing Traffic Volumes & Circulation System ..................................... 3-1
3.1 Existing Traffic Controls & Intersection Geometrics 3-1
3.2 Existing Traffic Volumes 3-1
3.3 Average Daily Traffic 3-1
3.4 Radar Speed Survey 3-2
4.0 Projected & Future Traffic Volumes ...................................................... 4-1
4.1 Project Traffic Conditions 4-1
4.1.1 Trip Generation 4-1
4.1.2 Trip Distribution 4-2
4.1.3 Modal Split 4-2
4.1.4 Project Peak Hour Traffic Volumes/Assignment 4-2
4.2 Existing Plus Project Conditions Traffic Volumes 4-3
4.3 Background Traffic 4-3
4.3.1 Method of Projection 4-3
4.3.2 Cumulative Projects Traffic 4-3
Table of Contents (continued)
Section Page
4.4 Opening Year With Ambient Growth Without Project Conditions
Traffic Volumes 4-4
4.5 Opening Year With Ambient Growth With Project Conditions
Traffic Volumes 4-4
4.6 Opening Year With Ambient Growth With Related Projects
Without Project Conditions Traffic Volumes 4-4
4.7 Opening Year With Ambient Growth With Related Projects
With Project Conditions Traffic Volumes 4-5
5.0 MUTCD Traffic Signal Warrant Analysis ................................................ 5-1
6.0 Traffic Level of Service Analysis ............................................................. 6-1
6.1 Existing Conditions Level of Service 6-1
6.2 Existing Plus Project Conditions Level of Service 6-1
6.3 Opening Year With Ambient Growth Without Project Conditions
Level of Service 6-2
6.4 Opening Year With Ambient Growth With Project Conditions
Level of Service 6-2
6.5 Opening Year With Ambient Growth With Related Projects Without Project
Conditions Level of Service 6-3
6.6 Opening Year With Ambient Growth With Related Projects
With Project Conditions Level of Service 6-3
7.0 On-Street Parking Evaluation ................................................................ 7-1
7.1 Observed Parking Demand 7-1
8.0 Review of Existing Parking Signs & School Traffic ................................ 8-1
8.1 No Parking Zones and Loading Zones 8-1
9.0 Vehicle Miles Traveled (VMT) Analysis .................................................. 9-1
10.0 Construction Traffic ............................................................................... 10-1
Table of Contents (continued)
Section Page
11.0 Findings, Recommendations & Conclusions ......................................... 11-1
11.1 Proposed Project 11-1
11.2 Project Trip Generation 11-1
11.3 Study Area & Conditions 11-2
11.4 MUTCD Traffic Signal Warrant Analysis Summary 11-2
11.5 LOS Analysis & Significant Impact Summary 11-3
11.6 On-Street Parking Evaluation Summary 11-3
11.7 Review of Existing Parking Signs & School Traffic 11-4
11.8 Vehicle Miles Traveled (VMT) Analysis 11-5
11.9 Construction Traffic 11-5
11.10 Site Access & Other Recommendations 11-7
List of Attachments
Exhibits
Location Map ........................................................................................................... 1-1
Site Plan ................................................................................................................... 1-2
Existing Lane Geometry and Traffic Controls .............................................................. 3-1
Existing Traffic Volumes ............................................................................................ 3-2
Existing Adult Pedestrian Traffic Volumes .................................................................. 3-3A
Existing School Age Pedestrian Traffic Volumes ......................................................... 3-3B
Project Trip Distribution ............................................................................................ 4-1
Project Traffic Volumes ............................................................................................. 4-2
Existing Plus Project Conditions Traffic Volumes......................................................... 4-3
Cumulative Projects Location Map ............................................................................. 4-4
Cumulative Projects Traffic Volumes .......................................................................... 4-5
Opening Year With Ambient Growth Without Project Conditions Traffic Volumes ...... 4-6
Opening Year With Ambient Growth With Project Conditions Traffic Volumes ........... 4-7
Opening Year With Ambient Growth With Related Projects Without Project Conditions
Traffic Volumes ......................................................................................................... 4-8
Opening Year With Ambient Growth With Related Projects With Project Conditions
Traffic Volumes ......................................................................................................... 4-9
Existing Signage & Parking Conditions ....................................................................... 8-1
City of Rosemead Residential Home-Based VMT per Capita ........................................ 9-1
List of Attachments (continued)
Tables
Radar Speed Survey Summary ................................................................................... 3-1
ITE Trip Generation Rates .......................................................................................... 4-1
Project Trip Generation ............................................................................................. 4-2
Cumulative Projects Trip Generation .......................................................................... 4-3
MUTCD Peak Hour Signal Warrant Analysis Summary ................................................ 5-1
Existing Conditions Study Intersection LOS Analysis Summary .................................... 6-1
Existing Plus Project Conditions Study Intersection LOS Analysis Summary .................. 6-2
Opening Year With Ambient Growth Without Project Conditions Study Intersection
LOS Analysis Summary .............................................................................................. 6-3
Opening Year With Ambient Growth With Project Conditions Study Intersection
LOS Analysis Summary .............................................................................................. 6-4
Opening Year With Ambient Growth With Related Projects Without Project Conditions
Study Intersection LOS Analysis Summary .................................................................. 6-5
Opening Year With Ambient Growth With Related Projects With Project Conditions
Study Intersection LOS Analysis Summary .................................................................. 6-6
Willard Avenue (East Side) Observed Parking Demand Summary ................................ 7-1
Willard Avenue (West Side) Observed Parking Demand Summary .............................. 7-2
List of Attachments (continued)
Appendices
Existing Traffic & Parking Count Worksheets ............................................................. A
MUTCD Signal Warrant Analysis Worksheets ............................................................. B
Existing Conditions Intersection Analysis Worksheets ................................................ C
Existing Plus Project Conditions Intersection Analysis Worksheets .............................. D
Opening Year With Ambient Growth Without Project Conditions Intersection Analysis
Worksheets ............................................................................................................. E
Opening Year With Ambient Growth With Project Conditions Intersection Analysis
Worksheets ............................................................................................................. F
Opening Year With Ambient Growth With Related Projects Without Project Conditions
Intersection Analysis Worksheets .............................................................................. G
Opening Year With Ambient Growth With Related Projects With Project Conditions
Intersection Analysis Worksheets .............................................................................. H
On-Street Parking Evaluation Photos ......................................................................... I
Page 1-1
1.0 Introduction
1.1 Purpose of Report & Study Objectives
The purpose of this traffic study and on-street parking evaluation is to evaluate the
proposed Willard & Garvey Residential development from a traffic and parking circulation
standpoint. The proposed development is located along the west side of Willard Avenue, in
the City of Rosemead. The project is planned to open in 2022 and has been analyzed in
one (1) complete phase.
City of Rosemead has adopted the traffic study guidelines and criteria of the County of Los
Angeles. Hence, this traffic study has been prepared in accordance with the County of Los
Angeles traffic study guidelines, requirements and thresholds of significance for the County
of Los Angeles.
This study has been prepared in accordance with a City-approved scope of work.
1.2 Site Location & Project Description
The project site is located along the west side of Willard Avenue, in the City of Rosemead.
The proposed project is planned to displace an existing residential unit and consist of the
following land uses:
31 dwelling units of three-story residential condominium/townhome.
The proposed project is to provide a total of 73 parking spaces.
Based on the site plan, the proposed project will have access via one (1) proposed
unsignalized full-access driveway on Willard Avenue.
The project is planned to open in 2022 and has been analyzed in one (1) complete phase.
Exhibit 1-1 shows the project site location and traffic analysis study area.
Exhibit 1-2 shows the latest project site plan.
Page 1-2
1.3 Traffic Study Area & Analysis Scenarios
The study area has been identified based on discussion with the City of Rosemead traffic
consultant, review of the project’s trip generation, geographical area, and circulation
system, and includes the following intersections:
1. Rockhold Avenue (NS) / Dorothy Street (EW) – Unsignalized; and
2. Willard Avenue (NS) / Garvey Avenue (EW) – Unsignalized.
The analysis evaluates traffic conditions of the study intersections for the following
scenarios in accordance with the County of Los Angeles requirements and guidelines:
Existing Conditions;
Existing Plus Project Conditions;
Opening Year With Ambient Growth Without Project Conditions;
Opening Year With Ambient Growth With Project Conditions;
Opening Year With Ambient Growth With Related Projects Without Project
Conditions; and
Opening Year With Ambient Growth With Related Projects With Project
Conditions.
Page 2-1
2.0 Analysis Methodologies, Performance Criteria &
Thresholds of Significance
This section of the report presents the methodologies used to perform the traffic analyses
summarized in this report in accordance with the City of Rosemead and County of Los
Angeles requirements.
This section also discusses the agency-established applicable performance criteria and
thresholds of significance for the study facilities.
2.1 Intersection Peak Hour Level of Service Analysis Methodology
Unsignalized study intersections are evaluated utilizing the Highway Capacity Manual
(HCM) methodology. The HCM methodology defines level of service as a qualitative
measure which describes operational conditions within a traffic stream, generally in terms
of such factors as speed and travel time, freedom to maneuver, traffic interruptions,
comfort and convenience, and safety. The criteria used to evaluate LOS (Level of Service)
conditions vary based on the type of roadway and whether the traffic flow is considered
interrupted or uninterrupted. For intersections with stop control on the minor street only,
the calculation of level of service is dependent on the occurrence of gaps occurring in the
traffic flow of the main street, and the level of service is determined based on the worst
individual movements or movements sharing a single lane.
The methodology used to assess the operation of signalized study intersections is the
Intersection Capacity Utilization (ICU) methodology. To calculate the ICU, the volume of
traffic using the intersection is compared with the capacity of the intersection. ICU is
usually expressed as a ratio. This ratio represents that portion of the hour required to
provide sufficient capacity to accommodate all intersection traffic if all approaches operate
at capacity.
The definitions of level of service for uninterrupted flow (flow unrestrained by the existence
of traffic control devices) are:
LOS A represents free flow. Individual users are virtually unaffected by the
presence of others in the traffic stream.
Page 2-2
LOS B is in the range of stable flow, but the presence of other users in the traffic
stream begins to be noticeable. Freedom to select desired speeds is relatively
unaffected, but there is a slight decline in the freedom to maneuver.
LOS C is in the range of stable flow, but marks the beginning of the range of
flow in which the operation of individual users becomes significantly affected by
interactions with others in the traffic stream.
LOS D represents high-density but stable flow. Speed and freedom to maneuver
are severely restricted, and the driver experiences a generally poor level of
comfort and convenience.
LOS E represents operating conditions at or near the capacity level. All speeds
are reduced to a low, but relatively uniform value. Small increases in flow will
cause breakdowns in traffic movement.
LOS F is used to define forced or breakdown flow. This condition exists wherever
the amount of traffic approaching a point exceeds the amount which can
traverse the point. Queues form behind such locations.
2.1.1 HCM Methodology
The HCM methodology was used to analyze unsignalized study area intersections.
The levels of service are defined in the table below.
HCM Unsignalized Intersection LOS & Delay Ranges
LOS Control Delay Per Vehicle (Seconds)
A 0.00 - 10.00
B 10.01 - 15.00
C 15.01 - 25.00
D 25.01 - 35.00
E 35.01 - 50.00
F >50.00
Page 2-3
For this study, the HCM level of service grades will be determined utilizing the HCM
2010 Methodology and the Synchro analysis software.
All analysis parameters utilized in this analysis are in accordance with the County of
Los Angeles Traffic Impact Analysis Report Guidelines (December 2013).
2.2 Level of Service Performance Criteria
The acceptable Level of Service (LOS) for intersections within the City of Rosemead/County
of Los Angeles is LOS D or better. Therefore, any intersections operating at a LOS E or LOS
F will be considered deficient.
2.3 Thresholds of Significance
According to the Los Angeles County guidelines, for intersections, the impact is considered
significant if the project-related increase in the volume-to-capacity (v/c) ratio equals or
exceeds the thresholds shown below:
INTERSECTIONS
Pre-Project Project V/C Increase LOS V/C
C 0.71 to 0.80 0.04 or more
D 0.81 to 0.90 0.02 or more
E/F 0.91 or more 0.01 or more
Page 3-1
3.0 Existing Traffic Volumes & Circulation System
This section provides a discussion of existing study area conditions and traffic volumes.
3.1 Existing Traffic Controls & Intersection Geometrics
Exhibit 3-1 identifies the existing roadway conditions for the study area roadways. The
number of through traffic lanes for existing roadways and the existing intersection controls
are identified.
3.2 Existing Traffic Volumes
Existing Conditions intersection level of service calculations are based upon manual AM,
Mid-day, and PM peak hour turning movement counts taken in February 2020 when
school was in full and session. The AM peak hour traffic volumes were determined by
counting the two-hour period between 7:00 AM and 9:00 AM. To capture the school
release traffic conditions, the Mid-day peak hour traffic volumes were determined by
counting the three-hour period between 12:30 PM and 3:30 PM. The PM peak hour traffic
volumes were determined by counting the two-hour period between 4:00 PM and 6:00
PM.
As requested by the City of Rosemead, in addition to the vehicular counts, pedestrian
counts at the study intersections were collected during the same time periods as the
vehicular counts.
The vehicular and pedestrian traffic count worksheets are included in Appendix A.
Existing traffic volumes for the study area intersections are shown on Exhibit 3-2.
Existing adult and school age pedestrian volumes are shown on Exhibit 3-3A and
Exhibit 3-3B, respectively.
3.3 Average Daily Traffic
As part of this study, an average daily traffic (ADT) count of vehicular traffic was taken at
one location along Willard Avenue between Dorothy Street and Garvey Avenue during one
typical weekday. The total ADT (both directions combined) is 1,636 vehicles.
The ADT count worksheet is included in Appendix A.
Page 3-2
3.4 Radar Speed Survey
As part of this study, a radar speed survey of existing vehicle speeds was taken at one
location along Willard Avenue between Dorothy Street and Garvey Avenue during one
typical weekday during mid-day non-peak traffic conditions to assess the travel speeds
during free-flow conditions.
Table 3-1 summarizes the results of the radar speed survey.
As shown in Table 3-1, the 85th Percentile speed was measured to be 33 MPH and the 10-
MPH pace speed was 23-32 MPH.
The radar speed survey worksheet is included in Appendix A.
Willard Avenue between Dorothy Street and Garvey Avenue 25 MPH 33 MPH 23-32 MPHTable 3-1Radar Speed Survey SummaryRoadway SegmentExisting Speed Limit85th Percentile Speed10-MPH Pace Speedj:\rktables\RK16037BJN:1445-2019-01
Page 4-1
4.0 Projected & Future Traffic Volumes
This section provides a discussion on methodologies utilized to derive future traffic volumes
for the study area.
4.1 Project Traffic Conditions
As previously noted, the proposed project is planned to consist of the following land uses:
31 dwelling units of 3-story residential condominium/townhome.
4.1.1 Trip Generation
Trip generation represents the amount of traffic that is attracted and produced by a
development. The trip generation for the project is based upon the specific land
uses that have been planned for this development.
Trip generation rates for the proposed development are shown in Table 4-1 and are
from the Institute of Transportation Engineers (ITE) Trip Generation, 10th Edition,
2017. This publication provides a comprehensive evaluation of trip generation rates
for a variety of land uses.
It should be noted that because the proposed project is three (3) stories in height, it
is considered a mid-rise multi-family residential development for the purposes of trip
generation.
Utilizing the ITE trip generation rates shown in Table 4-1, Table 4-2 summarizes the
daily and peak hour trip generation for the proposed project.
As shown in Table 4-2, the proposed project is forecast to generate approximately
169 trip-ends per day, including approximately 11 trips during the AM peak hour,
approximately 13 trips during the Mid-day peak hour, and approximately 13 trips
during the PM peak hour.
Page 4-2
4.1.2 Trip Distribution
Trip distribution represents the directional orientation of traffic to and from the
project site. Trip distribution is heavily influenced by the geographical location of the
site, the location of residential, employment and recreational opportunities, and the
proximity to the regional freeway system. The directional orientation of traffic was
determined by evaluating existing and proposed land uses, and highways within the
community and existing traffic volumes.
Trip distribution for this study has been reviewed by the City during the scoping
process and is based upon near-term conditions and those highway facilities, which
are either in place or will be implemented over the next few years, which represents
the buildout occupancy for the proposed development.
The trip distribution for the project is graphically depicted on Exhibit 4-1.
4.1.3 Modal Split
Modal split denotes the proportion of traffic generated by a project that would use
any of the transportation modes, namely buses, cars, bicycles, motorcycles, trains,
carpools, etc. The traffic reducing potential of public transit and other modes is
significant. However, the traffic projections are "conservative" in that public transit
and alternative transportation may be able to reduce the traffic volumes. Thus, no
modal split reduction is applied to the projections. With the implementation of
transit service and provision of alternative transportation ideas and incentives, the
automobile traffic demand can potentially be reduced significantly.
4.1.4 Project Peak Hour Traffic Volumes/Assignment
The assignment of traffic from the project site to the adjoining roadway system has
been based upon the project's trip generation, trip distribution, and proposed
arterial highway and local street systems that this traffic study assumes would be in
place by the time of occupancy of the site.
Project traffic volumes are shown on Exhibit 4-2.
Page 4-3
4.2 Existing Plus Project Conditions Traffic Volumes
Existing Plus Project Conditions traffic volumes are derived by adding project-generated
traffic volumes shown on Exhibit 4-2 to existing traffic volumes shown on Exhibit 3-2.
Existing Plus Project Conditions traffic volumes are shown in Exhibit 4-3.
4.3 Background Traffic
4.3.1 Method of Projection
To assess future conditions, project traffic is combined with existing traffic, area-
wide/ambient growth, and cumulative projects’ traffic.
For opening year conditions, to account for area-wide/ambient growth in the study
area, an annual growth rate of one percent (1%) has been applied to existing traffic
volumes over a two-year period as directed by City staff.
4.3.2 Cumulative Projects Traffic
Information on future projects in the vicinity of the study area has been obtained
from the City of Rosemead staff for inclusion in this analysis.
“Probable future projects” include projects that have been filed with the City but are
not yet approved or projects that the City reasonably anticipates will be submitted in
the foreseeable future.
Table 4-3 shows the proposed land uses as well as the daily and peak hour trip
generation for the cumulative projects.
Exhibit 4-4 shows the location of the cumulative projects.
Exhibit 4-5 shows the cumulative projects’ traffic volumes.
As shown in Table 4-3, the cumulative projects are forecast to generate
approximately 17,725 trip-ends per day, including approximately 1,214 trips during
the AM peak hour, approximately 1,990 trips during the Mid-day peak hour, and
approximately 1,502 trips during the PM peak hour.
Page 4-4
4.4 Opening Year With Ambient Growth Without Project Conditions Traffic
Volumes
Opening Year With Ambient Growth Without Project Conditions traffic volumes consist of
existing traffic volumes and a 2% growth rate (to account for two years of annual growth
at 1%).
Opening Year With Ambient Growth Without Project Conditions traffic volumes do not
include traffic forecast to be generated by the cumulative projects or proposed project.
Opening Year With Ambient Growth Without Project Conditions traffic volumes are shown
on Exhibit 4-6.
4.5 Opening Year With Ambient Growth With Project Conditions Traffic
Volumes
Opening Year With Ambient Growth With Project Conditions traffic volumes consist of
existing traffic volumes and a 2% growth rate (to account for two years of annual growth
at 1%) and also the traffic forecast to be generated by the proposed project.
Opening Year With Ambient Growth With Project Conditions traffic volumes do not include
traffic forecast to be generated by the cumulative projects.
Opening Year With Ambient Growth With Project Conditions traffic volumes are shown on
Exhibit 4-7.
4.6 Opening Year With Ambient Growth With Related Projects Without Project
Conditions Traffic Volumes
Opening Year With Ambient Growth With Related Projects Without Project Conditions
traffic volumes consist of existing traffic volumes and a 2% growth rate (to account for two
years of annual growth at 1%) and also the traffic forecast to be generated by the
cumulative projects.
Opening Year With Ambient Growth With Related Projects Without Project Conditions
traffic volumes do not include traffic forecast to be generated by the proposed project.
Page 4-5
Opening Year With Ambient Growth With Related Project Without Project Conditions
traffic volumes are shown on Exhibit 4-8.
4.7 Opening Year With Ambient Growth With Related Projects With Project
Conditions Traffic Volumes
Opening Year With Ambient Growth With Related Projects With Project Conditions traffic
volumes consist of existing traffic volumes and a 2% growth rate (to account for two years
of annual growth at 1%) and also the traffic forecast to be generated by the cumulative
projects and proposed project.
Opening Year With Ambient Growth With Related Projects With Project Conditions traffic
volumes are shown on Exhibit 4-9.
In Out Total In Out Total In Out TotalMulti-family Housing (Mid-Rise) DU 221 0.09 0.27 0.36 0.25 0.16 0.41 0.27 0.17 0.44 5.441 Source: 2017 ITE Trip Generation Manual (10th Edition).2 DU = dwelling units.Table 4-1ITE Trip Generation Rates1Land UseUnits2ITE CodeAM PMDailyMIDj:\rktables\RK16037BJN:1445-2019-01
In Out Total In Out Total In Out TotalMulti-family Housing (Mid-Rise) (221) 31 DU 3 8 11 8 5 13 8 5 13 169Table 4-2Project Trip Generation1Land Use (ITE Code) QuantityUnits2AM PMDailyMIDj:\rktables\RK16037BJN:1445-2019-01
In Out Total In Out Total In Out TotalMulti-family Housing (Low-Rise) 220 90 DU 10 32 42 35 25 60 32 19 51 659General Office 710 7.500 TSF718291117873Supermarket 850 22.500 TSF 52 34 86 89 82 171 106 102 208 2,403High Turnover/Sit Down Restaurant 932 10.750 TSF 59 48 107 97 90 187 65 40 105 1,206Multi-family Housing (Low-Rise) 220 60 DU 6 21 27 24 16 40 21 12 33 439General Office 710 4.600 TSF51616714545Shopping Center 820 3.000 TSF21367135611113High Turnover/Sit Down Restaurant 932 6.600 TSF 36 30 66 60 55 115 40 25 65 740Multi-family Housing (Low-Rise) 220 92 DU 10 33 43 37 25 62 32 19 51 673Hotel 310 83 RM 23 16 39 29 22 51 25 24 49 694General Office 710 46.011 TSF 46 7 53 12 53 65 8 44 52 448Multi-family Housing (Low-Rise) 220 144 DU 15 51 66 57 39 96 51 30 81 1,054Shopping Center 820 10.483 TSF 6 4 10 22 22 44 19 21 40 396High Turnover/Sit Down Restaurant 932 35.812 TSF 196 160 356 324 299 623 217 133 350 4,017473 439 912 795 750 1,545 623 486 1,109 12,9605 City of Rosemead2605-2607 San Gabriel Boulevard Daycare Center 565 2.520 TSF 15 13 28 14 16 30 13 15 28 12015 13 28 14 16 30 13 15 28 120Multi-family Housing (Low-Rise) 220 46 DU 5 16 21 18 13 31 16 10 26 337General Office 710 3.670 TSF41514514536Shopping Center 820 8.125 TSF 5 3 8 17 17 34 15 16 31 307Multi-family Housing (Low-Rise) 220 35 DU 4 12 16 14 9 23 12 7 19 256General Office 710 5.000 TSF51616715649High Turnover/Sit Down Restaurant 932 2.200 TSF 12 10 22 20 18 38 13 8 21 24735 43 78 71 67 138 58 50 108 1,232Multi-family Housing (Low-Rise) 220 42 DU 4 15 19 17 11 28 15 9 24 307General Office 710 5.470 TSF51626815653Shopping Center 820 4.253 TSF22499188816161High Turnover/Sit Down Restaurant 932 1.130 TSF 6 5 11 10 10 20 7 4 11 12717 23 40 38 36 74 31 26 57 6489 City of Rosemead4316 Muscatel Avenue Multi-family Housing (Low-Rise) 220 10 DU145437426731454374267310 City of Rosemead8900 Glendon Way Hotel 310 123 RM 34 24 58 43 32 75 38 36 74 1,02834 24 58 43 32 75 38 36 74 1,02811 City of Rosemead500 Montebello Boulevard Hotel 310 199 RM 55 38 93 69 52 121 61 59 120 1,66455 38 93 69 52 121 61 59 120 1,664630 584 1,214 1,034 956 1,990 828 674 1,502 17,725127801-7825 Garvey Avenue8002 Garvey Avenue38408 Garvey Avenue68449 Garvey Avenue73035 San Gabriel Boulevard4TAZ 6TAZ 71 Cumulative Projects information provided by the City of Rosemead.TAZ 5TAZ 1Total Cumulative Projects Trip GenerationTAZ 7 TotalCity of RosemeadCity of Rosemead7419-7459 Garvey Avenue83001 Walnut Grove AvenueTAZ 1 TotalCity of RosemeadTAZ 2 TotalTAZ 2TAZ 3TAZ 3 TotalTAZ 4TAZ 4 TotalTAZ 5 TotalTAZ 6 TotalTable 4-3Cumulative Projects Trip Generation1No. Jurisdiction Address Land UseITE Trip CodeQuantityUnits2Peak HourDailyAM PMMIDj:\rktables\RK16037BJN:1445-2019-01
Page 5-1
5.0 MUTCD Traffic Signal Warrant Analysis
The following unsignalized study intersections have been evaluated for signalization based
on the peak hour warrants and procedures contained in the California Manual on Uniform
Traffic Control Devices (CA MUTCD), 2014 Edition:
Int 1 – Rockhold Avenue / Dorothy Street; and
Int 2 – Willard Avenue / Garvey Avenue.
Table 5-1 summarizes the results of the MUTCD peak hour signal warrant analysis at the
full-access unsignalized study intersections for the analysis scenarios evaluated as part of
this report.
Detailed MUTCD signal warrant analysis sheets are included in Appendix B.
As shown in Table 5-1, none of the unsignalized study intersections satisfy the MUTCD
peak hour signal warrants for the analysis scenarios evaluated as part of this report, with
the exception of the following study intersections:
Int 2 – Willard Avenue / Garvey Avenue (AM peak hour only; all analysis scenarios).
AM MID PM AM MID PM AM MID PM AM MID PM AM MID PM AM MID PM1. Rockhold Avenue (NS) / Dorothy Avenue (EW) No No No No No No No No No No No No No No No No No No2. Willard Avenue (NS) / Garvey Avenue (EW)YesNo NoYesNo NoYesNo NoYesNo NoYesNo NoYesNo NoOpening Year (2022) With Ambient Growth With Related Projects WithoutProject ConditionsOpening Year (2022) With Ambient Growth With Related Projects WithProject ConditionsSignal Warrant Met?Table 5-1MUTCD Peak Hour Signal Warrant Analysis SummaryIntersectionExisting ConditionsExisting PlusProject ConditionsOpening Year (2022) With Ambient Growth Without Project ConditionsOpening Year (2022) With Ambient Growth With Project Conditionsj:\rktables\RK16037BJN:1445-2019-01
Page 6-1
6.0 Traffic Level of Service Analysis
This section provides a discussion on the study intersection peak hour level of service
analysis and findings.
6.1 Existing Conditions Level of Service
Existing Conditions Level of Service (LOS) calculations for the study intersections are shown
in Table 6-1 and are based upon manual peak hour turning movement counts compiled for
RK and shown in Exhibit 3-2 and the existing geometry shown in Exhibit 3-1.
As shown in Table 6-1, all study intersections are currently operating at an acceptable LOS
(LOS D or better) during the peak hours for Existing Conditions, with the exception of the
following study intersections which are currently operating at a deficient LOS (LOS E or F):
Int 2 – Willard Avenue / Garvey Avenue (AM, Mid-day, & PM peak hours).
Detailed LOS analysis worksheets for Existing Conditions are included in Appendix C.
6.2 Existing Plus Project Conditions Level of Service
Existing Plus Project Conditions Level of Service (LOS) calculations for the study intersections
are shown in Table 6-2 and are based upon the Existing Plus Project Conditions traffic
volumes shown in Exhibit 4-3.
As shown in Table 6-2, all study intersections are forecast to continue to operate at an
acceptable LOS (LOS D or better) during the peak hours for Existing Plus Project Conditions,
with the exception of the following study intersections which are forecast to operate at a
deficient LOS (LOS E or F):
Int 2 – Willard Avenue / Garvey Avenue (AM, Mid-day, & PM peak hours).
As also shown in Table 6-2, based on agency-established thresholds of significance, the
proposed project is forecast to not result in a significant traffic impact at the study
intersections for Existing Plus Project Conditions.
Page 6-2
Detailed LOS analysis worksheets for Existing Plus Project Conditions are included in
Appendix D.
6.3 Opening Year With Ambient Growth Without Project Conditions Level of
Service
Opening Year With Ambient Growth Without Project Conditions Level of Service (LOS)
calculations for the study intersections are shown in Table 6-3 and are based upon the
Opening Year With Ambient Growth Without Project Conditions traffic volumes shown in
Exhibit 4-6.
As shown in Table 6-3, all study intersections are forecast to continue to operate at an
acceptable LOS (LOS D or better) during the peak hours for Opening Year With Ambient
Growth Without Project Conditions, with the exception of the following study intersections
which are forecast to operate at a deficient LOS (LOS E or F):
Int 2 – Willard Avenue / Garvey Avenue (AM, Mid-day, & PM peak hours).
Detailed LOS analysis worksheets for Opening Year With Ambient Growth Without Project
Conditions are included in Appendix E.
6.4 Opening Year With Ambient Growth With Project Conditions Level of
Service
Opening Year With Ambient Growth With Project Conditions Level of Service (LOS)
calculations for the study intersections are shown in Table 6-4 and are based upon the
Opening Year With Ambient Growth With Project Conditions traffic volumes shown in
Exhibit 4-7.
As shown in Table 6-4, all study intersections are forecast to continue to operate at an
acceptable LOS (LOS D or better) during the peak hours for Opening Year With Ambient
Growth With Project Conditions, with the exception of the following study intersections
which are forecast to operate at a deficient LOS (LOS E or F):
Int 2 – Willard Avenue / Garvey Avenue (AM, Mid-day, & PM peak hours).
Page 6-3
As also shown in Table 6-4, based on agency-established thresholds of significance, the
proposed project is forecast to not result in a significant traffic impact at the study
intersections for Opening Year With Ambient Growth With Project Conditions.
Detailed LOS analysis worksheets for Opening Year With Ambient Growth With Project
Conditions are included in Appendix F.
6.5 Opening Year With Ambient Growth With Related Projects Without Project
Conditions Level of Service
Opening Year With Ambient Growth With Related Projects Without Project Conditions
Level of Service (LOS) calculations for the study intersections are shown in Table 6-5 and
are based upon the Opening Year With Ambient Growth With Related Projects Without
Project Conditions traffic volumes shown in Exhibit 4-8.
As shown in Table 6-5, all study intersections are forecast to continue to operate at an
acceptable LOS (LOS D or better) during the peak hours for Opening Year With Ambient
Growth With Related Projects Without Project Conditions, with the exception of the
following study intersections which are forecast to operate at a deficient LOS (LOS E or F):
Int 2 – Willard Avenue / Garvey Avenue (AM, Mid-day, & PM peak hours).
Detailed LOS analysis worksheets for Opening Year With Ambient Growth With Related
Projects Without Project Conditions are included in Appendix G.
6.6 Opening Year With Ambient Growth With Related Projects With Project
Conditions Level of Service
Opening Year With Ambient Growth With Related Projects With Project Conditions Level of
Service (LOS) calculations for the study intersections are shown in Table 6-6 and are based
upon the Opening Year With Ambient Growth With Related Projects With Project
Conditions traffic volumes shown in Exhibit 4-9.
As shown in Table 6-6, all study intersections are forecast to continue to operate at an
acceptable LOS (LOS D or better) during the peak hours for Opening Year With Ambient
Growth With Related Projects With Project Conditions, with the exception of the following
study intersections which are forecast to operate at a deficient LOS (LOS E or F):
Page 6-4
Int 2 – Willard Avenue / Garvey Avenue (AM, Mid-day, & PM peak hours).
As also shown in Table 6-6, based on agency-established thresholds of significance, the
proposed project is forecast to not result in a significant traffic impact at the study
intersections for Opening Year With Ambient Growth With Related Projects With Project
Conditions.
Detailed LOS analysis worksheets for Opening Year With Ambient Growth With Related
Projects With Project Conditions are included in Appendix H.
AM MID PM AM MID PM AM MID PM1. AWS 9.9 8.4 8.1 A A A 0.338 0.245 0.2642. CSS387.0 40.8 55.2 F E F0.514 0.457 0.4763. CSS -- -- -- -- -- -- -- -- --123CSS = Cross-Street Stop4Traffic Control3Delay (Secs)1,2Level of ServiceV/C Ratio 4V/C = Volume to Capacity Ratio/ V/C is calculated utilizing the Traffix analysis software and Intersection Capacity Utilization (ICU) methodology.Table 6-1Study Intersection LOS Analysis SummaryExisting ConditionsAWS = All-Way StopRockhold Avenue (NS) / Dorothy Street (EW)Willard Avenue (NS) / Garvey Avenue (EW)Deficient operation shown in Bold.HCM Analysis Software: Synchro, Version 10.0. Per the 2010 Highway Capacity Manual, overall average intersection delay and level of service are shown for intersections with 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.Willard Avenue (NS) / Project Access (EW)Intersectionj:\rktables\RK16037BJN:1445-2019-01
AM MID PM AM MID PM AM MID PM AM MID PM AM MID PM AM MID PM AM MID PM AM MID PM1. AWS 9.9 8.4 8.1 A A A 0.338 0.245 0.264 10.1 8.5 8.2 B A A 0.342 0.249 0.268 0.004 0.004 0.004 No No No2. CSS387.0 40.8 55.2 F E F0.514 0.457 0.476387.0 42.3 55.2 F E F0.518 0.459 0.477 0.004 0.002 0.001 No No No3. CSS -- -- -- -- -- -- -- -- -- 10.5 9.5 9.2 B A A 0.192 0.156 0.159 --- --- --- No No No123CSS = Cross-Street Stop4V/C = Volume to Capacity Ratio/ V/C is calculated utilizing the Traffix analysis software and the ICU methodology.AWS = All-Way StopRockhold Avenue (NS) / Dorothy Street (EW)Willard Avenue (NS) / Project Access (EW)Deficient operation shown in Bold.Delay (Secs)1,2Level of ServiceHCM Analysis Software: Synchro, Version 10.0. Per the 2010 Highway Capacity Manual, overall average intersection delay and level of service are shown for intersections with 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.IntersectionTraffic Control3Delay (Secs)1,2SignificantImpact?Existing Plus Project ConditionsWillard Avenue (NS) / Garvey Avenue (EW)Table 6-2Study Intersection LOS Analysis SummaryExisting Plus Project ConditionsLevel of ServiceV/C Ratio 4V/C Ratio 4Change in V/C RatioExisting Conditionsj:\rktables\RK16037BJN:1445-2019-01
AM MID PM AM MID PM AM MID PM1. AWS 10.1 8.5 8.1 B A A 0.343 0.248 0.2672. CSS440.8 44.3 58.9 F E F0.523 0.465 0.4833. CSS -- -- -- -- -- -- -- -- --123CSS = Cross-Street Stop4Table 6-3Study Intersection LOS Analysis SummaryOpening Year (2022) With Ambient Growth Without Project ConditionsIntersectionTraffic Control3Delay (Secs)1,2Level of ServiceWillard Avenue (NS) / Garvey Avenue (EW)Willard Avenue (NS) / Project Access (EW)Deficient operation shown in Bold.V/C Ratio 4V/C = Volume to Capacity Ratio/ V/C is calculated utilizing the Traffix analysis software and Intersection Capacity Utilization (ICU) methodology.HCM Analysis Software: Synchro, Version 10.0. Per the 2010 Highway Capacity Manual, overall average intersection delay and level of service are shown for intersections with 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.AWS = All-Way StopRockhold Avenue (NS) / Dorothy Street (EW)j:\rktables\RK16037BJN:1445-2019-01
AM MID PM AM MID PM AM MID PM AM MID PM AM MID PM AM MID PM AM MID PM AM MID PM1. AWS 10.1 8.5 8.1 B A A 0.343 0.248 0.267 10.2 8.5 8.3 B A A 0.347 0.252 0.271 0.004 0.004 0.004 No No No2. CSS440.8 44.3 58.9 F E F0.523 0.465 0.483452.1 44.3 59.7 F E F0.526 0.466 0.484 0.003 0.001 0.001 No No No3. CSS -- -- -- -- -- -- -- -- -- 10.6 9.6 9.2 B A A 0.199 0.157 0.160 --- --- --- No No No123CSS = Cross-Street Stop4Opening Year (2022)With Ambient GrowthWithout Project ConditionsV/C Ratio 4Change in V/C RatioV/C = Volume to Capacity Ratio/ V/C is calculated utilizing the Traffix analysis software and the ICU methodology.Table 6-4Study Intersection LOS Analysis SummaryOpening Year (2022) With Ambient Growth With Project ConditionsIntersectionTraffic Control3Opening Year (2022)With Ambient GrowthWith Project ConditionsDelay (Secs)1,2Level of ServiceAWS = All-Way StopDelay (Secs)1,2Level of ServiceSignigicantImpact?Willard Avenue (NS) / Project Access (EW)Deficient operation shown in Bold.HCM Analysis Software: Synchro, Version 10.0. Per the 2010 Highway Capacity Manual, overall average intersection delay and level of service are shown for intersections with 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.Rockhold Avenue (NS) / Dorothy Street (EW)Willard Avenue (NS) / Garvey Avenue (EW)V/C Ratio 4j:\rktables\RK16037BJN:1445-2019-01
AM MID PM AM MID PM AM MID PM1. AWS 10.2 8.6 8.2 B A A 0.346 0.253 0.2712. CSS711.1 83.8 86.0 F F F0.553 0.510 0.5163. CSS -- -- -- -- -- -- -- -- --123CSS = Cross-Street Stop4Table 6-5Study Intersection LOS Analysis SummaryOpening Year (2022) With Ambient Growth With Related ProjectsWithout Project ConditionsIntersectionTraffic Control3Delay (Secs)1,2Level of ServiceWillard Avenue (NS) / Garvey Avenue (EW)Willard Avenue (NS) / Project Access (EW)Deficient operation shown in Bold.V/C Ratio 4V/C = Volume to Capacity Ratio/ V/C is calculated utilizing the Traffix analysis software and Intersection Capacity Utilization (ICU) methodology.HCM Analysis Software: Synchro, Version 10.0. Per the 2010 Highway Capacity Manual, overall average intersection delay and level of service are shown for intersections with 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.AWS = All-Way StopRockhold Avenue (NS) / Dorothy Street (EW)j:\rktables\RK16037BJN:1445-2019-01
AM MID PM AM MID PM AM MID PM AM MID PM AM MID PM AM MID PM AM MID PM AM MID PM1. AWS 10.2 8.6 8.2 B A A 0.346 0.253 0.271 10.3 8.6 8.2 B A A 0.350 0.257 0.275 0.004 0.004 0.004 No No No2. CSS711.1 83.8 86.0 F F F0.553 0.510 0.516711.1 85.3 86 F F F0.554 0.511 0.517 0.001 0.001 0.001 No No No3. CSS -- -- -- -- -- -- -- -- -- 10.7 9.7 9.3 B A A 0.202 0.162 0.164 --- --- --- No No No123CSS = Cross-Street Stop4Opening Year (2022)With Ambient GrowthWith Related ProjectsWithout Project ConditionsV/C Ratio 4Change in V/C RatioV/C = Volume to Capacity Ratio/ V/C is calculated utilizing the Traffix analysis software and the ICU methodology.Table 6-6Study Intersection LOS Analysis SummaryOpening Year (2022) With Ambient Growth With Related Projects With Project ConditionsIntersectionTraffic Control3Opening Year (2022)With Ambient GrowthWith Related ProjectsWith Project ConditionsDelay (Secs)1,2Level of ServiceAWS = All-Way StopDelay (Secs)1,2Level of ServiceSignigicantImpact?Willard Avenue (NS) / Project Access (EW)Deficient operation shown in Bold.HCM Analysis Software: Synchro, Version 10.0. Per the 2010 Highway Capacity Manual, overall average intersection delay and level of service are shown for intersections with 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.Rockhold Avenue (NS) / Dorothy Street (EW)Willard Avenue (NS) / Garvey Avenue (EW)V/C Ratio 4j:\rktables\RK16037BJN:1445-2019-01
Page 7-1
7.0 On-Street Parking Evaluation
As requested by the City of Rosemead during the scoping process, this study includes a
parking count of existing on-street parking along both sides of Willard Avenue, between
Dorothy Street and Garvey Avenue.
The existing parking counts, taken in February 2020, document the number of vehicles
parked on both sides of Willard Avenue between Dorothy Street and Garvey Avenue in
half-hour intervals from 7:00 AM to 7:00 PM during one typical weekday (Wednesday) and
one typical Saturday.
The parking count worksheets are included in Appendix A.
7.1 Observed Parking Demand
Table 7-1 summarizes the peak observed parking demand along the east side of Willard
Avenue.
As shown in Table 7-1, the peak observed parking demand for typical weekday
(Wednesday) conditions occurs at 1:30 PM, with 36 vehicles parked, or 113% of the east
side of the street occupied.
As also shown in Table 7-1, the peak observed parking demand for typical Saturday
conditions occurs at 1:30 PM, with 19 vehicles parked, or 59% of the east side of the street
occupied.
It should be noted that the peak observed parking demand for typical weekday
(Wednesday) conditions along the east side of Willard Avenue exceeds the parking capacity
of 32 spaces due to the following reasons:
A conservative length of 25 feet is allotted for each one vehicle to park on the
curb. However, because some vehicles are shorter in length, they parked more
tightly close to one another, and therefore creating room for more vehicles than
the expected capacity.
Some vehicles parked in front of driveways and in no parking zones.
Page 7-2
Table 7-2 summarizes the peak observed parking demand along the west side of Willard
Avenue.
As shown in Table 7-2, the peak observed parking demand for typical weekday
(Wednesday) conditions occurs at 1:30 PM, with 31 vehicles parked, or 97% of the west
side of the street occupied.
As also shown in Table 7-2, the peak observed parking demand for typical Saturday
conditions occurs at 7:00 AM, with 11 vehicles parked, or 34% of the west side of the
street occupied.
Photographs of vehicles parked in undesignated areas along Willard Avenue are included in
Appendix I.
Observed Date Peak Parking
Demand Time
Peak Parking
Demand
Parking Spaces
Provided
Percent
Occupied
Parking Spaces
Available
Wednesday, February 26, 2020 1:30 - 2:00 PM 36 32 113% 2 0
Saturday, February 29, 2020 1:30 - 2:00 PM 19 32 59% 13
Table 7-1
Willard Avenue (East Side) Observed Parking Demand Summary1
1 The observed parking counts were obtained during typical conditions in half-hour intervals from 7:00 AM to 7:00 PM for a typical Wednesday and a
typical Saturday.
2 The peak parking demand exceeds the parking capacity due to vehicles parking tightly close together in a more crowded manner, and some vehicles parking in
front of driveways and in no parking zones.
j:\rktables\RK16037B
JN:1445-2019-01
Observed Date Peak Parking
Demand Time
Peak Parking
Demand
Parking Spaces
Provided
Percent
Occupied
Parking Spaces
Available
Wednesday, February 26, 2020 1:30 - 2:00 PM 31 32 97% 1
Saturday, February 29, 2020 7:00 - 7:30 AM 11 32 34% 21
Table 7-2
Willard Avenue (West Side) Observed Parking Demand Summary1
1 The observed parking counts were obtained during typical conditions in half-hour intervals from 7:00 AM to 7:00 PM for a typical Wednesday and a
typical Saturday.
j:\rktables\RK16037B
JN:1445-2019-01
Page 8-1
8.0 Review of Existing Parking Signs & School Traffic
As part of this study, a field review was conducted to review and document the existing
parking signage and parking/loading zones along Willard Avenue between Dorothy Street
and Garvey Avenue.
The majority of the roadway segment offers curb parking on both sides of Willard Avenue
during all days of the week, with the exception of Thursdays from 8:00 AM to 12:00 noon
when street sweeping occurs in the entire block on both sides.
RK has also conducted an observation of the school pick-up and drop-off traffic during a
typical weekday. The observations showed the following related to the school pick-
up/drop-off traffic operations:
Vehicles currently double parking and waiting in the middle of the roadway to
conduct drop-off/pick-up of students.
Vehicles currently parking or stopping across the street from the school and
conducting pick-up/drop-off of students requiring the students to cross the street
mid-segment.
8.1 No Parking Zones and Loading Zones
There are existing no parking zones (red curb) along Willard Avenue located in front of the
elementary school (east side), and in front of the commercial buildings near the Willard
Avenue / Garvey Avenue intersection (west side).
There are existing student loading zones (white curb) along Willard Avenue located in front
of the elementary school entrance and parking lot (east side).
There are existing 15-min loading zones (green curb) along Willard Avenue located in front
of the commercial buildings near the Willard Avenue / Garvey Avenue intersection (both
sides).
The existing parking signage and curb designation along Willard Avenue is graphically
depicted in Exhibit 8-1.
Page 9-1
9.0 Vehicle Miles Traveled (VMT) Analysis
On September 27, 2013, Governor Jerry Brown signed SB 743 into law and started a
process intended to fundamentally change how transportation impact analysis is
conducted as part of the CEQA review of projects. SB 743 eliminates Level of Service (LOS)
as the basis for determining transportation impacts under CEQA and requires the use of
Vehicle Miles Traveled (VMT) instead. The state is shifting the focus of CEQA traffic analysis
from measuring a project' s impact on automobile delay (LOS) to measuring the amount
and distance of automobile travel that is attributable to a project (VMT). The State' s goal in
changing the metric used to determine a significant transportation impact is to encourage
land use and transportation decisions that reduce greenhouse gas emissions, encourage
infill development, and improve public health through active transportation.
The City of Rosemead has adopted VMT traffic thresholds of impact via a City Council
Resolution on June 9, 2020.
The State allows cities to filter out regions of the City that are already considered " low
VMT" traffic analysis zones (TAZs). The rationale here is that the area likely already has a
good mix of uses and adding additional uses in this area provides for less and/ or shorter
trips and bundling of trips. Staff is recommending that to be consistent with OPR guidance
to screen out residential and office projects located in low VMT areas. Low VMT is defined
as areas of the City where the VMT falls below the City' s adopted threshold of significance.
Exhibit 9-1 shows the City of Rosemead Residential Home-Based VMT per Capita.
As shown in Exhibit 9-1, the proposed project is located within a low VMT area where the
VMT is the zero to 15 percent below the regional average.
Hence, the proposed project is considered to have a less than significant VMT impact.
Page 10-1
10.0 Construction Traffic
The project site is located directly in front of the existing Willard Elementary School. To
continue to provide adequate circulation for the existing elementary school, the following
recommendations should be considered for the project’s construction phase, as requested
by the Garvey School District:
Minimize construction traffic during peak traffic periods of weekday 7:00 AM to
9:00 AM, weekday mid-day school pick-up periods, and weekday PM peak
period of 4:00 PM to 6:00 PM.
Contact the Garvey School District at (626) 307-3400 regarding the potential
impact upon existing school bus routes.
The Construction Manager or designee should notify the Garvey School District
of the expected start and end dates for various portions of the project that may
affect traffic within nearby school areas.
Provide unrestricted access to schools for school buses.
Avoid delays to transported students resulted by truck and construction traffic.
Avoid adverse impacts on school buses’ on-time performance and passenger
safety resulting from changed traffic patterns, lane adjustment, traffic light
patterns, and altered bus stops during and after construction.
Construction trucks and other vehicles are required to stop when encountering
school buses using red-flashing-lights must-stop-indicators per the California
Vehicle Code (CVC).
Contractors must install and maintain appropriate traffic controls (signs and
signals) to ensure vehicular and pedestrian safety.
Contractors must maintain ongoing communication with Garvey School District
school administrators, providing sufficient notice to forewarn children and
parents when existing vehicle routes to school may be impacted.
Page 10-2
Continue to maintain access to the passenger loading areas for parents dropping
off their children.
Contractors must maintain safe and convenient pedestrian routes to all nearby
schools. The District will provide School Pedestrian Route Maps upon request.
No staging or parking of construction-related vehicles, including worker-
transport vehicles, should occur on the east of Willard Avenue adjacent to a
school property.
Barriers and/or fencing must be installed to secure construction equipment and
to minimize trespassing, vandalism, short-cut attractions, and attractive
nuisances.
Additionally, the school’s hours are from 7:55 AM to 2:35 PM. It is
recommended that the school not be hampered from 7:30 AM to 8:00 AM and
from 2:30 PM to 3:00 PM so that faculty and parents can enter and leave the
site as needed.
Page 10-1
11.0 Findings, Recommendations & Conclusions
The purpose of this traffic study and on-street parking evaluation is to evaluate the
proposed Willard & Garvey Residential development from a traffic and parking circulation
standpoint. The proposed development is located along the west side of Willard Avenue, in
the City of Rosemead. The project is planned to open in 2022 and has been analyzed in
one (1) complete phase.
City of Rosemead has adopted the traffic study guidelines and criteria of the County of Los
Angeles. Hence, this traffic study has been prepared in accordance with the County of Los
Angeles traffic study guidelines, requirements and thresholds of significance for the County
of Los Angeles.
This study has been prepared in accordance with a City-approved scope of work.
11.1 Proposed Project
The project site is located along the west side of Willard Avenue, in the City of Rosemead.
The proposed project is planned to displace an existing residential unit and consist of the
following land uses:
31 dwelling units of three-story residential condominium/townhome.
The proposed project is to provide a total of 73 parking spaces.
Based on the site plan, the proposed project will have access via one (1) proposed
unsignalized full-access driveway on Willard Avenue.
The project is planned to open in 2022 and has been analyzed in one (1) complete phase.
11.2 Project Trip Generation
Trip generation for the proposed project is determined based on ITE trip generation rates
for the proposed land uses.
Page 10-2
The proposed project is forecast to generate approximately 169 trip-ends per day,
including approximately 11 trips during the AM peak hour, approximately 13 trips during
the Mid-day peak hour, and approximately 13 trips during the PM peak hour.
11.3 Study Area & Conditions
The study area has been identified based on discussion with the City of Rosemead traffic
consultant, review of the project’s trip generation, geographical area, and circulation
system, and includes the following intersections:
1. Rockhold Avenue (NS) / Dorothy Street (EW) – Unsignalized; and
2. Willard Avenue (NS) / Garvey Avenue (EW) – Unsignalized.
The analysis evaluates traffic conditions of the study intersections for the following
scenarios in accordance with the County of Los Angeles requirements and guidelines:
Existing Conditions;
Existing Plus Project Conditions;
Opening Year With Ambient Growth Without Project Conditions;
Opening Year With Ambient Growth With Project Conditions;
Opening Year With Ambient Growth With Related Projects Without Project
Conditions; and
Opening Year With Ambient Growth With Related Projects With Project
Conditions.
11.4 MUTCD Traffic Signal Warrant Analysis Summary
The following unsignalized study intersections have been evaluated for signalization based
on the peak hour warrants and procedures contained in the California Manual on Uniform
Traffic Control Devices (CA MUTCD), 2014 Edition:
Int 1 – Rockhold Avenue / Dorothy Street; and
Page 10-3
Int 2 – Willard Avenue / Garvey Avenue.
Based on the analysis, none of the full-access unsignalized study intersections satisfy the
MUTCD peak hour signal warrants for the analysis scenarios evaluated as part of this
report, with the exception of the following study intersections:
Int 2 – Willard Avenue / Garvey Avenue (AM peak hour only; all analysis scenarios).
11.5 LOS Analysis & Significant Impact Summary
All study intersections are currently operating at an acceptable LOS (LOS D or better) during
the peak hours for Existing Conditions and continue to do so for all the analysis scenarios
evaluated as part of this report, with the exception of the following study intersection
which is currently operating at a deficient LOS (LOS E or F) and is forecast to continue to
operate at a deficient LOS (LOS E or F) for the scenarios evaluated as part of this report:
Int 2 – Willard Avenue / Garvey Avenue (AM, Mid-day, & PM peak hours).
Based on agency-established thresholds of significance, the proposed project is forecast to
not result in a significant traffic impact at the study intersections for any of the analysis
scenarios evaluated as part of this report.
11.6 On-Street Parking Evaluation Summary
As requested by the City of Rosemead during the scoping process, this study includes a
parking count of existing on-street parking along both sides of Willard Avenue, between
Dorothy Street and Garvey Avenue.
The existing parking counts, taken in February 2020, document the number of vehicles
parked on both sides of Willard Avenue between Dorothy Street and Garvey Avenue in
half-hour intervals from 7:00 AM to 7:00 PM during one typical weekday (Wednesday) and
one typical Saturday.
Page 10-4
The peak observed parking demand for typical weekday (Wednesday) conditions occurs at
1:30 PM, with 36 vehicles parked, or 113% of the east side of the street occupied.
The peak observed parking demand for typical Saturday conditions occurs at 1:30 PM, with
19 vehicles parked, or 59% of the east side of the street occupied.
It should be noted that the peak observed parking demand for typical weekday
(Wednesday) conditions along the east side of Willard Avenue exceeds the parking capacity
of 32 spaces due to the following reasons:
A conservative length of 25 feet is allotted for each one vehicle to park on the
curb. However, because some vehicles are shorter in length, they parked more
tightly close to one another, and therefore creating room for more vehicles than
the expected capacity.
Some vehicles parked in front of driveways and in no parking zones.
The peak observed parking demand for typical weekday (Wednesday) conditions occurs at
1:30 PM, with 31 vehicles parked, or 97% of the west side of the street occupied.
The peak observed parking demand for typical Saturday conditions occurs at 7:00 AM,
with 11 vehicles parked, or 34% of the west side of the street occupied.
11.7 Review of Existing Parking Signs & School Traffic
As part of this study, a field review was conducted to review and document the existing
parking signage and parking/loading zones along Willard Avenue between Dorothy Street
and Garvey Avenue.
The majority of the roadway segment offers curb parking on both sides of Willard Avenue
during all days of the week, with the exception of Thursdays from 8:00 AM to 12:00 noon
when street sweeping occurs in the entire block on both sides.
RK has also conducted an observation of the school pick-up and drop-off traffic during a
typical weekday. The observations showed the following related to the school pick-
up/drop-off traffic operations:
Page 10-5
Vehicles currently double parking and waiting in the middle of the roadway to
conduct drop-off/pick-up of students.
Vehicles currently parking or stopping across the street from the school and
conducting pick-up/drop-off of students requiring the students to cross the street
mid-segment.
There are existing no parking zones (red curb) along Willard Avenue located in front of the
elementary school (east side), and in front of the commercial buildings near the Willard
Avenue / Garvey Avenue intersection (west side).
There are existing student loading zones (white curb) along Willard Avenue located in front
of the elementary school entrance and parking lot (east side).
There are existing 15-min loading zones (green curb) along Willard Avenue located in front
of the commercial buildings near the Willard Avenue / Garvey Avenue intersection (both
sides).
The existing parking signage and curb designation along Willard Avenue is graphically
depicted in Exhibit 8-1.
11.8 Vehicle Miles Traveled (VMT) Analysis
Exhibit 9-1 shows the City of Rosemead Residential Home-Based VMT per Capita.
As shown in Exhibit 9-1, the proposed project is located within a low VMT area where the
VMT is the zero to 15 percent below the regional average.
Hence, the proposed project is considered to have a less than significant VMT impact.
11.9 Construction Traffic
The project site is located directly in front of the existing Willard Elementary School. To
continue to provide adequate circulation for the existing elementary school, the following
recommendations should be considered for the project’s construction phase, as requested
by the Garvey School District:
Page 10-6
Minimize construction traffic during peak traffic periods of weekday 7:00 AM to
9:00 AM, weekday mid-day school pick-up periods, and weekday PM peak
period of 4:00 PM to 6:00 PM.
Contact the Garvey School District at (626) 307-3400 regarding the potential
impact upon existing school bus routes.
The Construction Manager or designee should notify the Garvey School District
of the expected start and end dates for various portions of the project that may
affect traffic within nearby school areas.
Provide unrestricted access to schools for school buses.
Avoid delays to transported students resulted by truck and construction traffic.
Avoid adverse impacts on school buses’ on-time performance and passenger
safety resulting from changed traffic patterns, lane adjustment, traffic light
patterns, and altered bus stops during and after construction.
Construction trucks and other vehicles are required to stop when encountering
school buses using red-flashing-lights must-stop-indicators per the California
Vehicle Code (CVC).
Contractors must install and maintain appropriate traffic controls (signs and
signals) to ensure vehicular and pedestrian safety.
Contractors must maintain ongoing communication with Garvey School District
school administrators, providing sufficient notice to forewarn children and
parents when existing vehicle routes to school may be impacted.
Continue to maintain access to the passenger loading areas for parents dropping
off their children.
Contractors must maintain safe and convenient pedestrian routes to all nearby
schools. The District will provide School Pedestrian Route Maps upon request.
Page 10-7
No staging or parking of construction-related vehicles, including worker-
transport vehicles, should occur on the east of Willard Avenue adjacent to a
school property.
Barriers and/or fencing must be installed to secure construction equipment and
to minimize trespassing, vandalism, short-cut attractions, and attractive
nuisances.
Additionally, the school’s hours are from 7:55 AM to 2:35 PM. It is
recommended that the school not be hampered from 7:30 AM to 8:00 AM and
from 2:30 PM to 3:00 PM so that faculty and parents can enter and leave the
site as needed.
11.10 Site Access & Other Recommendations
I. Sight distance at all project access points should be reviewed with respect to City
of Rosemead sight distance standards at the time of preparation of final
grading, landscape, and street improvement plans.
II. Provide appropriate signage and pavement markings at the project site
driveways, including stop bars and stop signs, and restrict project access through
clear signage and other means as follows:
One (1) proposed unsignalized full-access driveway on Willard Avenue.
III. Participate in any approved transportation or development impact fees
established by the City of Rosemead.
IV. To facilitate existing school crossings along Willard Avenue, the project applicant
proposes to work with the City and School District to explore the feasibility of
installing a crosswalk and/or crossing guard along Willard Avenue in front of the
school.
Appendix A
Existing Traffic & Parking Count Worksheets
File Name : 01_RSM_Rockhold_Dorothy AM
Site Code : 10520124
Start Date : 2/26/2020
Page No : 1
City of Rosemead
N/S: Rockhold Avenue
E/W: Dorothy Street
Weather: Clear
Groups Printed- Total Volume
Rockhold Avenue
Southbound
Dorothy Street
Westbound
Rockhold Avenue
Northbound
Dorothy Street
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total
07:00 AM 3 8 1 12 1 7 6 14 4 7 3 14 0 4 4 8 48
07:15 AM 2 1 0 3 9 3 1 13 4 5 4 13 0 5 2 7 36
07:30 AM 9 5 2 16 9 10 9 28 9 17 4 30 4 8 8 20 94
07:45 AM 7 17 0 24 14 12 6 32 14 16 12 42 1 10 20 31 129
Total 21 31 3 55 33 32 22 87 31 45 23 99 5 27 34 66 307
08:00 AM 5 16 1 22 16 12 1 29 31 29 26 86 0 17 27 44 181
08:15 AM 5 3 0 8 2 10 2 14 10 18 11 39 3 17 2 22 83
08:30 AM 8 1 1 10 4 9 3 16 1 9 1 11 0 10 0 10 47
08:45 AM 5 2 1 8 1 9 1 11 0 8 5 13 2 15 0 17 49
Total 23 22 3 48 23 40 7 70 42 64 43 149 5 59 29 93 360
Grand Total 44 53 6 103 56 72 29 157 73 109 66 248 10 86 63 159 667
Apprch %42.7 51.5 5.8 35.7 45.9 18.5 29.4 44 26.6 6.3 54.1 39.6
Total %6.6 7.9 0.9 15.4 8.4 10.8 4.3 23.5 10.9 16.3 9.9 37.2 1.5 12.9 9.4 23.8
Rockhold Avenue
Southbound
Dorothy Street
Westbound
Rockhold Avenue
Northbound
Dorothy Street
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 07:30 AM
07:30 AM 9 5 2 16 9 10 9 28 9 17 4 30 4 8 8 20 94
07:45 AM 7 17 0 24 14 12 6 32 14 16 12 42 1 10 20 31 129
08:00 AM 5 16 1 22 16 12 1 29 31 29 26 86 0 17 27 44 181
08:15 AM 5 3 0 8 2 10 2 14 10 18 11 39 3 17 2 22 83
Total Volume 26 41 3 70 41 44 18 103 64 80 53 197 8 52 57 117 487
% App. Total 37.1 58.6 4.3 39.8 42.7 17.5 32.5 40.6 26.9 6.8 44.4 48.7
PHF .722 .603 .375 .729 .641 .917 .500 .805 .516 .690 .510 .573 .500 .765 .528 .665 .673
Counts Unlimited
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 01_RSM_Rockhold_Dorothy AM
Site Code : 10520124
Start Date : 2/26/2020
Page No : 2
City of Rosemead
N/S: Rockhold Avenue
E/W: Dorothy Street
Weather: Clear
Rockhold Avenue Dorothy Street Dorothy Street Rockhold Avenue
Right
3
Thru
41
Left
26
InOut Total
106 70 176 Right18 Thru44 Left41 OutTotalIn131 103 234 Left
64
Thru
80
Right
53
Out TotalIn
139 197 336 Left8 Thru52 Right57 TotalOutIn111 117 228 Peak Hour Begins at 07:30 AM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1
Peak Hour for Each Approach Begins at:
07:30 AM 07:30 AM 07:30 AM 07:30 AM
+0 mins.9 5 2 16 9 10 9 28 9 17 4 30 4 8 8 20
+15 mins.7 17 0 24 14 12 6 32 14 16 12 42 1 10 20 31
+30 mins.5 16 1 22 16 12 1 29 31 29 26 86 0 17 27 44
+45 mins.5 3 0 8 2 10 2 14 10 18 11 39 3 17 2 22
Total Volume 26 41 3 70 41 44 18 103 64 80 53 197 8 52 57 117
% App. Total 37.1 58.6 4.3 39.8 42.7 17.5 32.5 40.6 26.9 6.8 44.4 48.7
PHF .722 .603 .375 .729 .641 .917 .500 .805 .516 .690 .510 .573 .500 .765 .528 .665
Counts Unlimited
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 01_RSM_Rockhold_Dorothy MD
Site Code : 10520124
Start Date : 2/26/2020
Page No : 1
City of Rosemead
N/S: Rockhold Avenue
E/W: Dorothy Street
Weather: Clear
Groups Printed- Total Volume
Rockhold Avenue
Southbound
Dorothy Street
Westbound
Rockhold Avenue
Northbound
Dorothy Street
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total
12:30 PM 2 1 0 3 3 7 2 12 2 5 1 8 3 12 1 16 39
12:45 PM 8 5 1 14 4 5 0 9 0 7 4 11 0 6 3 9 43
Total 10 6 1 17 7 12 2 21 2 12 5 19 3 18 4 25 82
01:00 PM 2 2 1 5 1 10 1 12 2 5 2 9 1 7 3 11 37
01:15 PM 6 8 1 15 4 8 4 16 0 3 1 4 1 10 9 20 55
01:30 PM 5 11 0 16 9 9 6 24 25 13 18 56 0 11 13 24 120
01:45 PM 2 8 1 11 2 8 2 12 12 11 6 29 3 21 3 27 79
Total 15 29 3 47 16 35 13 64 39 32 27 98 5 49 28 82 291
02:00 PM 3 5 0 8 3 8 3 14 6 9 4 19 9 7 3 19 60
02:15 PM 3 2 0 5 1 5 5 11 2 9 1 12 5 10 3 18 46
02:30 PM 6 9 0 15 1 7 8 16 2 9 11 22 1 6 4 11 64
02:45 PM 3 4 0 7 1 6 2 9 2 8 1 11 0 9 1 10 37
Total 15 20 0 35 6 26 18 50 12 35 17 64 15 32 11 58 207
03:00 PM 2 2 0 4 3 8 4 15 2 4 3 9 5 13 1 19 47
03:15 PM 7 4 1 12 3 11 3 17 3 5 1 9 0 14 1 15 53
Grand Total 49 61 5 115 35 92 40 167 58 88 53 199 28 126 45 199 680
Apprch %42.6 53 4.3 21 55.1 24 29.1 44.2 26.6 14.1 63.3 22.6
Total %7.2 9 0.7 16.9 5.1 13.5 5.9 24.6 8.5 12.9 7.8 29.3 4.1 18.5 6.6 29.3
Rockhold Avenue
Southbound
Dorothy Street
Westbound
Rockhold Avenue
Northbound
Dorothy Street
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total
Peak Hour Analysis From 12:30 PM to 03:15 PM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 01:15 PM
01:15 PM 6 8 1 15 4 8 4 16 0 3 1 4 1 10 9 20 55
01:30 PM 5 11 0 16 9 9 6 24 25 13 18 56 0 11 13 24 120
01:45 PM 2 8 1 11 2 8 2 12 12 11 6 29 3 21 3 27 79
02:00 PM 3 5 0 8 3 8 3 14 6 9 4 19 9 7 3 19 60
Total Volume 16 32 2 50 18 33 15 66 43 36 29 108 13 49 28 90 314
% App. Total 32 64 4 27.3 50 22.7 39.8 33.3 26.9 14.4 54.4 31.1
PHF .667 .727 .500 .781 .500 .917 .625 .688 .430 .692 .403 .482 .361 .583 .538 .833 .654
Counts Unlimited
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 01_RSM_Rockhold_Dorothy MD
Site Code : 10520124
Start Date : 2/26/2020
Page No : 2
City of Rosemead
N/S: Rockhold Avenue
E/W: Dorothy Street
Weather: Clear
Rockhold Avenue Dorothy Street Dorothy Street Rockhold Avenue
Right
2
Thru
32
Left
16
InOut Total
64 50 114 Right15 Thru33 Left18 OutTotalIn94 66 160 Left
43
Thru
36
Right
29
Out TotalIn
78 108 186 Left13 Thru49 Right28 TotalOutIn78 90 168 Peak Hour Begins at 01:15 PM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 12:30 PM to 03:15 PM - Peak 1 of 1
Peak Hour for Each Approach Begins at:
12:45 PM 01:15 PM 01:30 PM 01:15 PM
+0 mins.8 5 1 14 4 8 4 16 25 13 18 56 1 10 9 20
+15 mins.2 2 1 5 9 9 6 24 12 11 6 29 0 11 13 24
+30 mins.6 8 1 15 2 8 2 12 6 9 4 19 3 21 3 27
+45 mins.5 11 0 16 3 8 3 14 2 9 1 12 9 7 3 19
Total Volume 21 26 3 50 18 33 15 66 45 42 29 116 13 49 28 90
% App. Total 42 52 6 27.3 50 22.7 38.8 36.2 25 14.4 54.4 31.1
PHF .656 .591 .750 .781 .500 .917 .625 .688 .450 .808 .403 .518 .361 .583 .538 .833
Counts Unlimited
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 01_RSM_Rockhold_Dorothy PM
Site Code : 10520124
Start Date : 2/26/2020
Page No : 1
City of Rosemead
N/S: Rockhold Avenue
E/W: Dorothy Street
Weather: Clear
Groups Printed- Total Volume
Rockhold Avenue
Southbound
Dorothy Street
Westbound
Rockhold Avenue
Northbound
Dorothy Street
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total
04:00 PM 8 3 0 11 2 7 4 13 2 8 2 12 1 8 2 11 47
04:15 PM 4 2 1 7 4 10 0 14 4 12 2 18 1 8 1 10 49
04:30 PM 7 2 0 9 4 11 3 18 3 14 6 23 1 21 2 24 74
04:45 PM 6 2 1 9 2 9 7 18 4 11 1 16 5 16 7 28 71
Total 25 9 2 36 12 37 14 63 13 45 11 69 8 53 12 73 241
05:00 PM 7 3 2 12 6 10 6 22 4 10 1 15 0 20 3 23 72
05:15 PM 4 3 0 7 4 11 6 21 4 15 3 22 1 22 2 25 75
05:30 PM 6 3 1 10 8 13 8 29 7 9 2 18 8 19 16 43 100
05:45 PM 7 4 1 12 5 12 6 23 16 16 7 39 7 15 8 30 104
Total 24 13 4 41 23 46 26 95 31 50 13 94 16 76 29 121 351
Grand Total 49 22 6 77 35 83 40 158 44 95 24 163 24 129 41 194 592
Apprch %63.6 28.6 7.8 22.2 52.5 25.3 27 58.3 14.7 12.4 66.5 21.1
Total %8.3 3.7 1 13 5.9 14 6.8 26.7 7.4 16 4.1 27.5 4.1 21.8 6.9 32.8
Rockhold Avenue
Southbound
Dorothy Street
Westbound
Rockhold Avenue
Northbound
Dorothy Street
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 05:00 PM
05:00 PM 7 3 2 12 6 10 6 22 4 10 1 15 0 20 3 23 72
05:15 PM 4 3 0 7 4 11 6 21 4 15 3 22 1 22 2 25 75
05:30 PM 6 3 1 10 8 13 8 29 7 9 2 18 8 19 16 43 100
05:45 PM 7 4 1 12 5 12 6 23 16 16 7 39 7 15 8 30 104
Total Volume 24 13 4 41 23 46 26 95 31 50 13 94 16 76 29 121 351
% App. Total 58.5 31.7 9.8 24.2 48.4 27.4 33 53.2 13.8 13.2 62.8 24
PHF .857 .813 .500 .854 .719 .885 .813 .819 .484 .781 .464 .603 .500 .864 .453 .703 .844
Counts Unlimited
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 01_RSM_Rockhold_Dorothy PM
Site Code : 10520124
Start Date : 2/26/2020
Page No : 2
City of Rosemead
N/S: Rockhold Avenue
E/W: Dorothy Street
Weather: Clear
Rockhold Avenue Dorothy Street Dorothy Street Rockhold Avenue
Right
4
Thru
13
Left
24
InOut Total
92 41 133 Right26 Thru46 Left23 OutTotalIn113 95 208 Left
31
Thru
50
Right
13
Out TotalIn
65 94 159 Left16 Thru76 Right29 TotalOutIn81 121 202 Peak Hour Begins at 05:00 PM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1
Peak Hour for Each Approach Begins at:
05:00 PM 05:00 PM 05:00 PM 05:00 PM
+0 mins.7 3 2 12 6 10 6 22 4 10 1 15 0 20 3 23
+15 mins.4 3 0 7 4 11 6 21 4 15 3 22 1 22 2 25
+30 mins.6 3 1 10 8 13 8 29 7 9 2 18 8 19 16 43
+45 mins.7 4 1 12 5 12 6 23 16 16 7 39 7 15 8 30
Total Volume 24 13 4 41 23 46 26 95 31 50 13 94 16 76 29 121
% App. Total 58.5 31.7 9.8 24.2 48.4 27.4 33 53.2 13.8 13.2 62.8 24
PHF .857 .813 .500 .854 .719 .885 .813 .819 .484 .781 .464 .603 .500 .864 .453 .703
Counts Unlimited
PO Box 1178
Corona, CA 92878
(951) 268-6268
Location: Date: 2/26/2020
N/S: Day: Wednesday
E/W:
North Leg East Leg South Leg West Leg
Rockhold Avenue Dorothy Street Rockhold Avenue Dorothy Street
Pedestrians Pedestrians Pedestrians Pedestrians
00000
00011
01012
01427
468119
22149
03014
02103
6 15141045
North Leg East Leg South Leg West Leg
Rockhold Avenue Dorothy Street Rockhold Avenue Dorothy Street
Pedestrians Pedestrians Pedestrians Pedestrians
00000
00000
11013
03014
03205
41117
00000
20013
00314
00011
00112
00000
787729
North Leg East Leg South Leg West Leg
Rockhold Avenue Dorothy Street Rockhold Avenue Dorothy Street
Pedestrians Pedestrians Pedestrians Pedestrians
00000
00000
00000
10023
01001
00000
00000
00022
11046TOTAL VOLUMES:
4:45 PM
5:00 PM
5:15 PM
5:30 PM
5:45 PM
4:00 PM
4:15 PM
4:30 PM
Rosemead
Rockhold Avenue
Dorothy Street
TOTAL VOLUMES:
2:45 PM
3:00 PM
3:15 PM
TOTAL VOLUMES:
ADULT PEDESTRIANS
7:00 AM
7:15 AM
8:30 AM
8:45 AM
7:30 AM
7:45 AM
8:00 AM
8:15 AM
12:30 PM
12:45 PM
2:00 PM
2:15 PM
2:30 PM
1:00 PM
1:15 PM
1:30 PM
1:45 PM
Location: Date: 2/26/2020
N/S: Day: Wednesday
E/W:
North Leg East Leg South Leg West Leg
Rockhold Avenue Dorothy Street Rockhold Avenue Dorothy Street
Pedestrians Pedestrians Pedestrians Pedestrians
00000
00101
01001
12227
164011
03003
01001
00000
2137 224
North Leg East Leg South Leg West Leg
Rockhold Avenue Dorothy Street Rockhold Avenue Dorothy Street
Pedestrians Pedestrians Pedestrians Pedestrians
00000
00000
00000
00000
292013
01405
00000
00303
00303
00000
00000
00000
21012024
North Leg East Leg South Leg West Leg
Rockhold Avenue Dorothy Street Rockhold Avenue Dorothy Street
Pedestrians Pedestrians Pedestrians Pedestrians
00000
00000
00000
00000
00000
00000
00000
00000
00000
5:15 PM
5:30 PM
5:45 PM
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
TOTAL VOLUMES:
2:00 PM
2:15 PM
2:30 PM
2:45 PM
3:00 PM
3:15 PM
1:45 PM
8:45 AM
TOTAL VOLUMES:
12:30 PM
12:45 PM
1:00 PM
1:15 PM
1:30 PM
SCHOOL AGE PEDESTRIANS
7:00 AM
8:30 AM
Rosemead
Rockhold Avenue
Dorothy Street
7:15 AM
7:30 AM
7:45 AM
8:00 AM
8:15 AM
File Name : 02_RSM_Willard_Garvey AM
Site Code : 10520124
Start Date : 2/26/2020
Page No : 1
City of Rosemead
N/S: Willard Avenue
E/W: Garvey Avenue
Weather: Clear
Groups Printed- Total Volume
Willard Avenue
Southbound
Garvey Avenue
Westbound
Willard Avenue
Northbound
Garvey Avenue
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total
07:00 AM 2 0 2 4 3 144 3 150 6 0 1 7 6 67 4 77 238
07:15 AM 1 1 6 8 4 230 0 234 1 1 4 6 2 109 8 119 367
07:30 AM 1 0 4 5 16 242 8 266 7 5 9 21 14 137 12 163 455
07:45 AM 4 0 26 30 17 237 20 274 14 4 19 37 20 220 25 265 606
Total 8 1 38 47 40 853 31 924 28 10 33 71 42 533 49 624 1666
08:00 AM 2 1 18 21 15 206 32 253 6 4 21 31 23 197 5 225 530
08:15 AM 2 0 17 19 7 235 8 250 1 2 9 12 9 230 4 243 524
08:30 AM 3 0 4 7 7 185 4 196 3 1 3 7 6 166 2 174 384
08:45 AM 1 0 3 4 2 176 2 180 5 2 5 12 6 180 2 188 384
Total 8 1 42 51 31 802 46 879 15 9 38 62 44 773 13 830 1822
Grand Total 16 2 80 98 71 1655 77 1803 43 19 71 133 86 1306 62 1454 3488
Apprch %16.3 2 81.6 3.9 91.8 4.3 32.3 14.3 53.4 5.9 89.8 4.3
Total %0.5 0.1 2.3 2.8 2 47.4 2.2 51.7 1.2 0.5 2 3.8 2.5 37.4 1.8 41.7
Willard Avenue
Southbound
Garvey Avenue
Westbound
Willard Avenue
Northbound
Garvey Avenue
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 07:30 AM
07:30 AM 1 0 4 5 16 242 8 266 7 5 9 21 14 137 12 163 455
07:45 AM 4 0 26 30 17 237 20 274 14 4 19 37 20 220 25 265 606
08:00 AM 2 1 18 21 15 206 32 253 6 4 21 31 23 197 5 225 530
08:15 AM 2 0 17 19 7 235 8 250 1 2 9 12 9 230 4 243 524
Total Volume 9 1 65 75 55 920 68 1043 28 15 58 101 66 784 46 896 2115
% App. Total 12 1.3 86.7 5.3 88.2 6.5 27.7 14.9 57.4 7.4 87.5 5.1
PHF .563 .250 .625 .625 .809 .950 .531 .952 .500 .750 .690 .682 .717 .852 .460 .845 .873
Counts Unlimited
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 02_RSM_Willard_Garvey AM
Site Code : 10520124
Start Date : 2/26/2020
Page No : 2
City of Rosemead
N/S: Willard Avenue
E/W: Garvey Avenue
Weather: Clear
Willard Avenue Garvey Avenue Garvey Avenue Willard Avenue
Right
65
Thru
1
Left
9
InOut Total
149 75 224 Right68 Thru920 Left55 OutTotalIn851 1043 1894 Left
28
Thru
15
Right
58
Out TotalIn
102 101 203 Left66 Thru784 Right46 TotalOutIn1013 896 1909 Peak Hour Begins at 07:30 AM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1
Peak Hour for Each Approach Begins at:
07:45 AM 07:30 AM 07:30 AM 07:45 AM
+0 mins.4 0 26 30 16 242 8 266 7 5 9 21 20 220 25 265
+15 mins.2 1 18 21 17 237 20 274 14 4 19 37 23 197 5 225
+30 mins.2 0 17 19 15 206 32 253 6 4 21 31 9 230 4 243
+45 mins.3 0 4 7 7 235 8 250 1 2 9 12 6 166 2 174
Total Volume 11 1 65 77 55 920 68 1043 28 15 58 101 58 813 36 907
% App. Total 14.3 1.3 84.4 5.3 88.2 6.5 27.7 14.9 57.4 6.4 89.6 4
PHF .688 .250 .625 .642 .809 .950 .531 .952 .500 .750 .690 .682 .630 .884 .360 .856
Counts Unlimited
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 02_RSM_Willard_Garvey MD
Site Code : 10520124
Start Date : 2/26/2020
Page No : 1
City of Rosemead
N/S: Willard Avenue
E/W: Garvey Avenue
Weather: Clear
Groups Printed- Total Volume
Willard Avenue
Southbound
Garvey Avenue
Westbound
Willard Avenue
Northbound
Garvey Avenue
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total
12:30 PM 1 0 2 3 2 202 4 208 1 0 4 5 5 177 3 185 401
12:45 PM 3 0 7 10 8 182 2 192 3 0 3 6 7 183 5 195 403
Total 4 0 9 13 10 384 6 400 4 0 7 11 12 360 8 380 804
01:00 PM 1 0 4 5 11 194 5 210 4 1 1 6 8 190 5 203 424
01:15 PM 0 0 5 5 5 178 9 192 3 1 3 7 14 189 2 205 409
01:30 PM 1 1 20 22 11 208 19 238 1 1 11 13 13 226 12 251 524
01:45 PM 2 0 16 18 8 193 9 210 10 1 17 28 6 231 5 242 498
Total 4 1 45 50 35 773 42 850 18 4 32 54 41 836 24 901 1855
02:00 PM 1 1 8 10 7 186 7 200 0 0 6 6 9 201 6 216 432
02:15 PM 2 2 12 16 5 168 5 178 1 1 1 3 9 236 9 254 451
02:30 PM 3 0 14 17 2 168 9 179 1 0 6 7 9 230 6 245 448
02:45 PM 1 0 6 7 3 202 4 209 1 1 4 6 5 217 4 226 448
Total 7 3 40 50 17 724 25 766 3 2 17 22 32 884 25 941 1779
03:00 PM 1 0 4 5 3 186 0 189 1 0 1 2 5 209 4 218 414
03:15 PM 0 0 10 10 6 162 8 176 1 0 1 2 6 231 8 245 433
Grand Total 16 4 108 128 71 2229 81 2381 27 6 58 91 96 2520 69 2685 5285
Apprch %12.5 3.1 84.4 3 93.6 3.4 29.7 6.6 63.7 3.6 93.9 2.6
Total %0.3 0.1 2 2.4 1.3 42.2 1.5 45.1 0.5 0.1 1.1 1.7 1.8 47.7 1.3 50.8
Willard Avenue
Southbound
Garvey Avenue
Westbound
Willard Avenue
Northbound
Garvey Avenue
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total
Peak Hour Analysis From 12:30 PM to 03:15 PM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 01:30 PM
01:30 PM 1 1 20 22 11 208 19 238 1 1 11 13 13 226 12 251 524
01:45 PM 2 0 16 18 8 193 9 210 10 1 17 28 6 231 5 242 498
02:00 PM 1 1 8 10 7 186 7 200 0 0 6 6 9 201 6 216 432
02:15 PM 2 2 12 16 5 168 5 178 1 1 1 3 9 236 9 254 451
Total Volume 6 4 56 66 31 755 40 826 12 3 35 50 37 894 32 963 1905
% App. Total 9.1 6.1 84.8 3.8 91.4 4.8 24 6 70 3.8 92.8 3.3
PHF .750 .500 .700 .750 .705 .907 .526 .868 .300 .750 .515 .446 .712 .947 .667 .948 .909
Counts Unlimited
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 02_RSM_Willard_Garvey MD
Site Code : 10520124
Start Date : 2/26/2020
Page No : 2
City of Rosemead
N/S: Willard Avenue
E/W: Garvey Avenue
Weather: Clear
Willard Avenue Garvey Avenue Garvey Avenue Willard Avenue
Right
56
Thru
4
Left
6
InOut Total
80 66 146 Right40 Thru755 Left31 OutTotalIn935 826 1761 Left
12
Thru
3
Right
35
Out TotalIn
67 50 117 Left37 Thru894 Right32 TotalOutIn823 963 1786 Peak Hour Begins at 01:30 PM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 12:30 PM to 03:15 PM - Peak 1 of 1
Peak Hour for Each Approach Begins at:
01:30 PM 01:00 PM 01:00 PM 01:30 PM
+0 mins.1 1 20 22 11 194 5 210 4 1 1 6 13 226 12 251
+15 mins.2 0 16 18 5 178 9 192 3 1 3 7 6 231 5 242
+30 mins.1 1 8 10 11 208 19 238 1 1 11 13 9 201 6 216
+45 mins.2 2 12 16 8 193 9 210 10 1 17 28 9 236 9 254
Total Volume 6 4 56 66 35 773 42 850 18 4 32 54 37 894 32 963
% App. Total 9.1 6.1 84.8 4.1 90.9 4.9 33.3 7.4 59.3 3.8 92.8 3.3
PHF .750 .500 .700 .750 .795 .929 .553 .893 .450 1.000 .471 .482 .712 .947 .667 .948
Counts Unlimited
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 02_RSM_Willard_Garvey PM
Site Code : 10520124
Start Date : 2/26/2020
Page No : 1
City of Rosemead
N/S: Willard Avenue
E/W: Garvey Avenue
Weather: Clear
Groups Printed- Total Volume
Willard Avenue
Southbound
Garvey Avenue
Westbound
Willard Avenue
Northbound
Garvey Avenue
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total
04:00 PM 1 0 2 3 4 202 7 213 0 1 5 6 7 262 5 274 496
04:15 PM 2 1 9 12 7 184 7 198 0 0 7 7 10 253 7 270 487
04:30 PM 1 0 7 8 2 196 9 207 1 0 1 2 17 221 6 244 461
04:45 PM 3 1 9 13 5 192 7 204 4 1 4 9 5 248 7 260 486
Total 7 2 27 36 18 774 30 822 5 2 17 24 39 984 25 1048 1930
05:00 PM 0 0 10 10 3 229 5 237 1 1 5 7 5 242 7 254 508
05:15 PM 1 0 5 6 7 240 10 257 2 0 2 4 12 277 6 295 562
05:30 PM 2 0 5 7 8 257 9 274 2 0 2 4 19 250 8 277 562
05:45 PM 3 1 16 20 6 208 11 225 3 1 5 9 15 253 9 277 531
Total 6 1 36 43 24 934 35 993 8 2 14 24 51 1022 30 1103 2163
Grand Total 13 3 63 79 42 1708 65 1815 13 4 31 48 90 2006 55 2151 4093
Apprch %16.5 3.8 79.7 2.3 94.1 3.6 27.1 8.3 64.6 4.2 93.3 2.6
Total %0.3 0.1 1.5 1.9 1 41.7 1.6 44.3 0.3 0.1 0.8 1.2 2.2 49 1.3 52.6
Willard Avenue
Southbound
Garvey Avenue
Westbound
Willard Avenue
Northbound
Garvey Avenue
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 05:00 PM
05:00 PM 0 0 10 10 3 229 5 237 1 1 5 7 5 242 7 254 508
05:15 PM 1 0 5 6 7 240 10 257 2 0 2 4 12 277 6 295 562
05:30 PM 2 0 5 7 8 257 9 274 2 0 2 4 19 250 8 277 562
05:45 PM 3 1 16 20 6 208 11 225 3 1 5 9 15 253 9 277 531
Total Volume 6 1 36 43 24 934 35 993 8 2 14 24 51 1022 30 1103 2163
% App. Total 14 2.3 83.7 2.4 94.1 3.5 33.3 8.3 58.3 4.6 92.7 2.7
PHF .500 .250 .563 .538 .750 .909 .795 .906 .667 .500 .700 .667 .671 .922 .833 .935 .962
Counts Unlimited
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 02_RSM_Willard_Garvey PM
Site Code : 10520124
Start Date : 2/26/2020
Page No : 2
City of Rosemead
N/S: Willard Avenue
E/W: Garvey Avenue
Weather: Clear
Willard Avenue Garvey Avenue Garvey Avenue Willard Avenue
Right
36
Thru
1
Left
6
InOut Total
88 43 131 Right35 Thru934 Left24 OutTotalIn1042 993 2035 Left
8
Thru
2
Right
14
Out TotalIn
55 24 79 Left51 Thru1022 Right30 TotalOutIn978 1103 2081 Peak Hour Begins at 05:00 PM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1
Peak Hour for Each Approach Begins at:
04:15 PM 05:00 PM 04:15 PM 05:00 PM
+0 mins.2 1 9 12 3 229 5 237 0 0 7 7 5 242 7 254
+15 mins.1 0 7 8 7 240 10 257 1 0 1 2 12 277 6 295
+30 mins.3 1 9 13 8 257 9 274 4 1 4 9 19 250 8 277
+45 mins.0 0 10 10 6 208 11 225 1 1 5 7 15 253 9 277
Total Volume 6 2 35 43 24 934 35 993 6 2 17 25 51 1022 30 1103
% App. Total 14 4.7 81.4 2.4 94.1 3.5 24 8 68 4.6 92.7 2.7
PHF .500 .500 .875 .827 .750 .909 .795 .906 .375 .500 .607 .694 .671 .922 .833 .935
Counts Unlimited
PO Box 1178
Corona, CA 92878
(951) 268-6268
Location: Date: 2/26/2020
N/S: Day: Wednesday
E/W:
North Leg East Leg South Leg West Leg
Willard Avenue Garvey Avenue Willard Avenue Garvey Avenue
Pedestrians Pedestrians Pedestrians Pedestrians
506011
30306
20507
804012
704011
614011
805013
606012
45137083
North Leg East Leg South Leg West Leg
Willard Avenue Garvey Avenue Willard Avenue Garvey Avenue
Pedestrians Pedestrians Pedestrians Pedestrians
31408
1101012
506011
608014
41308
21609
70209
406010
30609
406010
30407
20305
543550112
North Leg East Leg South Leg West Leg
Willard Avenue Garvey Avenue Willard Avenue Garvey Avenue
Pedestrians Pedestrians Pedestrians Pedestrians
41308
706013
40307
805013
50409
608014
10011021
906116
531461101
12:30 PM
12:45 PM
2:00 PM
2:15 PM
2:30 PM
1:00 PM
1:15 PM
1:30 PM
1:45 PM
ADULT PEDESTRIANS
7:00 AM
7:15 AM
8:30 AM
8:45 AM
7:30 AM
7:45 AM
8:00 AM
8:15 AM
4:00 PM
4:15 PM
4:30 PM
Rosemead
Willard Avenue
Garvey Avenue
TOTAL VOLUMES:
2:45 PM
3:00 PM
3:15 PM
TOTAL VOLUMES:
TOTAL VOLUMES:
4:45 PM
5:00 PM
5:15 PM
5:30 PM
5:45 PM
Location: Date: 2/26/2020
N/S: Day: Wednesday
E/W:
North Leg East Leg South Leg West Leg
Willard Avenue Garvey Avenue Willard Avenue Garvey Avenue
Pedestrians Pedestrians Pedestrians Pedestrians
00000
00000
00000
00000
20002
00000
10102
10001
40105
North Leg East Leg South Leg West Leg
Willard Avenue Garvey Avenue Willard Avenue Garvey Avenue
Pedestrians Pedestrians Pedestrians Pedestrians
00000
20002
00000
00101
10001
01102
00000
00000
10001
10001
00000
00000
51208
North Leg East Leg South Leg West Leg
Willard Avenue Garvey Avenue Willard Avenue Garvey Avenue
Pedestrians Pedestrians Pedestrians Pedestrians
00000
10001
30003
00000
00000
10203
30003
00202
804012
SCHOOL AGE PEDESTRIANS
7:00 AM
8:30 AM
Rosemead
Willard Avenue
Garvey Avenue
7:15 AM
7:30 AM
7:45 AM
8:00 AM
8:15 AM
1:45 PM
8:45 AM
TOTAL VOLUMES:
12:30 PM
12:45 PM
1:00 PM
1:15 PM
1:30 PM
TOTAL VOLUMES:
2:00 PM
2:15 PM
2:30 PM
2:45 PM
3:00 PM
3:15 PM
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
5:15 PM
5:30 PM
5:45 PM
TOTAL VOLUMES:
32 32
7:00 AM 8 1 9 28% 10 0 10 31%
7:30 AM 12 2 14 44% 10 0 10 31%
8:00 AM 13 8 21 66% 13 9 22 69%
8:30 AM 12 0 12 38% 12 5 17 53%
9:00 AM 12 1 13 41% 11 5 16 50%
9:30 AM 10 2 12 38% 13 5 18 56%
10:00 AM 12 1 13 41% 15 5 20 63%
10:30 AM 11 0 11 34% 13 5 18 56%
11:00 AM 9 1 10 31% 13 3 16 50%
11:30 AM 10 1 11 34% 14 4 18 56%
12:00 PM 9 3 12 38% 11 4 15 47%
12:30 PM 11 3 14 44% 12 1 13 41%
1:00 PM 12 4 16 50% 14 2 16 50%
1:30 PM 12 24 36 113% 14 17 31 97%
2:00 PM 13 8 21 66% 14 3 17 53%
2:30 PM 14 2 16 50% 12 1 13 41%
3:00 PM 16 1 17 53% 10 0 10 31%
3:30 PM 17 1 18 56% 10 0 10 31%
4:00 PM 16 2 18 56% 8 0 8 25%
4:30 PM 17 1 18 56% 8 0 8 25%
5:00 PM 13 1 14 44% 8 0 8 25%
5:30 PM 14 1 15 47% 8 0 8 25%
6:00 PM 14 1 15 47% 8 0 8 25%
6:30 PM 11 1 12 38% 10 0 10 31%
7:00 PM 15 1 16 50% 9 0 9 28%
Rockhold Avenue - Willard Avenue
Wednesday, February 26th, 2020
East Side West Side
Total Percent
Occupied Total Percent
Occupied
Rockhold Ave - Willard Ave
Rosemead, CA
Regular School Regular School
Time
Willard Street Parking.xlsx
32 32
7:00 AM 11 0 11 34% 11 0 11 34%
7:30 AM 11 0 11 34% 11 0 11 34%
8:00 AM 13 0 13 41% 8 0 8 25%
8:30 AM 15 0 15 47% 7 0 7 22%
9:00 AM 17 0 17 53% 8 0 8 25%
9:30 AM 15 0 15 47% 8 0 8 25%
10:00 AM 13 0 13 41% 7 0 7 22%
10:30 AM 13 0 13 41% 8 0 8 25%
11:00 AM 14 0 14 44% 9 0 9 28%
11:30 AM 13 0 13 41% 9 0 9 28%
12:00 PM 15 0 15 47% 7 0 7 22%
12:30 PM 17 0 17 53% 9 0 9 28%
1:00 PM 15 0 15 47% 9 0 9 28%
1:30 PM 19 0 19 59% 8 0 8 25%
2:00 PM 17 0 17 53% 8 0 8 25%
2:30 PM 18 0 18 56% 8 0 8 25%
3:00 PM 18 0 18 56% 9 0 9 28%
3:30 PM 16 0 16 50% 7 0 7 22%
4:00 PM 16 0 16 50% 7 0 7 22%
4:30 PM 15 0 15 47% 7 0 7 22%
5:00 PM 15 0 15 47% 6 0 6 19%
5:30 PM 15 0 15 47% 8 0 8 25%
6:00 PM 16 0 16 50% 8 0 8 25%
6:30 PM 12 0 12 38% 9 0 9 28%
7:00 PM 10 0 10 31% 10 0 10 31%
Rockhold Avenue - Willard Avenue
Rosemead, CA
Saturday, February 29th, 2020
Time
Rockhold Ave - Willard Ave
East Side
Total Percent
Occupied
West Side
Total Percent
OccupiedRegular School Regular School
Willard Street Parking.xlsx
Page 1
City of Rosemead
Willard Avenue
S/ Dorothy Street
24 Hour Directional Volume Count
RMDWISDO
Site Code: 105-20124
Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
Phone: (951) 268-6268
email: counts@countsunlimited.com
Start 26-Feb-20 Northbound Hour Totals Southbound Hour Totals Combined Totals
Time Wed Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon
12:00 2 11 1 4
12:15 1 18 1 6
12:30 0 7 2 7
12:45 1 11 4 47 2 12 6 29 10 76
01:00 1 11 2 10
01:15 0 5 0 20
01:30 2 69 1 33
01:45 0 23 3 108 0 11 3 74 6 182
02:00 0 19 0 11
02:15 1 12 1 8
02:30 1 21 1 14
02:45 2 10 4 62 1 5 3 38 7 100
03:00 1 8 0 8
03:15 0 10 0 7
03:30 2 16 0 9
03:45 1 9 4 43 1 9 1 33 5 76
04:00 0 13 0 8
04:15 0 19 1 5
04:30 2 23 1 8
04:45 3 15 5 70 3 10 5 31 10 101
05:00 0 16 0 13
05:15 3 21 0 11
05:30 5 23 0 24
05:45 2 40 10 100 1 19 1 67 11 167
06:00 3 18 2 10
06:15 3 12 0 13
06:30 5 13 3 4
06:45 13 10 24 53 16 7 21 34 45 87
07:00 17 8 12 9
07:15 11 3 14 2
07:30 32 9 21 5
07:45 50 5 110 25 52 3 99 19 209 44
08:00 85 4 59 9
08:15 29 2 5 7
08:30 10 6 5 2
08:45 12 4 136 16 4 6 73 24 209 40
09:00 10 3 2 4
09:15 9 5 8 4
09:30 4 6 6 4
09:45 9 6 32 20 8 4 24 16 56 36
10:00 14 5 8 5
10:15 5 3 5 3
10:30 9 3 4 1
10:45 6 2 34 13 4 1 21 10 55 23
11:00 6 2 2 1
11:15 9 1 11 7
11:30 19 0 6 0
11:45 10 2 44 5 5 0 24 8 68 13
Total 410 562 410 562 281 383 281 383 691 945
Combined
Total 972 972 664 664 1636
AM Peak -07:30 ---07:15 -----
Vol.-196 ---146 -----
P.H.F. 0.576 0.619
PM Peak --01:30 ---00:45 ----
Vol.--123 ---75 ----
P.H.F. 0.446 0.568
Percentag
e 42.2%57.8% 42.3%57.7%
ADT/AADT ADT 1,636 AADT 1,636
MPHVehicles SurveyedTOT.Speed NB SBVEH.Location:Willard Avenue550 0550540 0540530 0530Between:Dorothy Street - Garvey Avenue520 0520510 0510500 0500Weather:Clear490 0490480 0480470 0470Date:460 0460450 0450440 0440Time430 0430From:9:00420 0420410 141X1Time400 0400To:11:30390 139X1380 138X1Existing370 0370Speed Limit:25MPH 361 336XXXX4352 235XXXX4342 134XXX3334 133XXXXX5324 332XXXXXXX7*312 231XXXX4*NorthboundSouthboundCombined Statistics304 630XXXXXXXXXX10*% Over Pace:18%16%19%292 729XXXXXXXXX9P282 828XXXXXXXXXX10A% In Pace:70%74%72%276 327XXXXXXXXX9C261 326XXXX4E% Under Pace:12%10%9%254 325XXXXXXX7*245 024XXXXX5*Average Speed:28MPH29MPH29MPH235 223XXXXXXX7*222 222XXXX4Pace Speed:23 - 32MPH25 - 34MPH23 - 32MPH212 121XXX3201 020X1191 019X115th Percentile / Critical Speed:23 MPH25 MPH23 MPH180 0180170 017050th Percentile / Critical Speed:27 MPH29 MPH28 MPH160 0160150 015085th Percentile / Critical Speed:33 MPH35 MPH33 MPH140 0140130 0130120 0120110 0110100 010090 09080 08070 07060 06050 050Total50 50GRAND TOTALS100 Corona, CA 92880T 951-268-6268 F 951-268-6267Northbound SouthboundCity of RosemeadRadar Speed SurveyRadar Survey Conducted By:Counts Unlimited, Inc.PO Box 11782/26/20
Appendix B
MUTCD Signal Warrant Analysis Worksheets
2014 Edition
WARRANT 3, PEAK HOUR
(Urban Areas)
Traffic Conditions =
Major Street Name = Total of Both Approaches (VPH) =267
Number of Approach Lanes on Major Street =1
Minor Street Name = High Volume Approach (VPH) =117
Number of Approach Lanes On Minor Street =1
* Note: 150 vph applies as the lower threshold volume for a minor-street
approach with two or more lanes and 100 vph applies as the lower
threshold volume for a minor-street approach with one lane. Minor Street - Higher-Volume Approach - VPHSIGNAL WARRANT NOT SATISFIED
Rockhold Avenue
Dorothy Avenue
Existing Conditions - AM Peak Hour
0
100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800
Major Street - Total of Both Approaches - Vehicles Per Hour (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
*150
*100
November 2003
Int 01_EX_AM.XLS Sect. 4C.06
2014 Edition
WARRANT 3, PEAK HOUR
(Urban Areas)
Traffic Conditions =
Major Street Name = Total of Both Approaches (VPH) =158
Number of Approach Lanes on Major Street =1
Minor Street Name = High Volume Approach (VPH) =90
Number of Approach Lanes On Minor Street =1
* Note: 150 vph applies as the lower threshold volume for a minor-street
approach with two or more lanes and 100 vph applies as the lower
threshold volume for a minor-street approach with one lane. Minor Street - Higher-Volume Approach - VPHSIGNAL WARRANT NOT SATISFIED
Rockhold Avenue
Dorothy Avenue
Existing Conditions - MIDDAY Peak Hour
0
100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800
Major Street - Total of Both Approaches - Vehicles Per Hour (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
*150
*100
November 2003
Int 01_EX_MID.XLS Sect. 4C.06
2014 Edition
WARRANT 3, PEAK HOUR
(Urban Areas)
Traffic Conditions =
Major Street Name = Total of Both Approaches (VPH) =216
Number of Approach Lanes on Major Street =1
Minor Street Name = High Volume Approach (VPH) =94
Number of Approach Lanes On Minor Street =1
* Note: 150 vph applies as the lower threshold volume for a minor-street
approach with two or more lanes and 100 vph applies as the lower
threshold volume for a minor-street approach with one lane. Minor Street - Higher-Volume Approach - VPHSIGNAL WARRANT NOT SATISFIED
Dorothy Avenue
Rockhold Avenue
Existing Conditions - PM Peak Hour
0
100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800
Major Street - Total of Both Approaches - Vehicles Per Hour (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
*150
*100
November 2003
Int 01_EX_PM.XLS Sect. 4C.06
2014 Edition
WARRANT 3, PEAK HOUR
(Urban Areas)
Traffic Conditions =
Major Street Name = Total of Both Approaches (VPH) =273
Number of Approach Lanes on Major Street =1
Minor Street Name = High Volume Approach (VPH) =118
Number of Approach Lanes On Minor Street =1
* Note: 150 vph applies as the lower threshold volume for a minor-street
approach with two or more lanes and 100 vph applies as the lower
threshold volume for a minor-street approach with one lane. Minor Street - Higher-Volume Approach - VPHSIGNAL WARRANT NOT SATISFIED
Rockhold Avenue
Dorothy Avenue
Existing Plus Project Conditions - AM Peak Hour
0
100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800
Major Street - Total of Both Approaches - Vehicles Per Hour (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
*150
*100
November 2003
Int 01_E+P_AM.XLS Sect. 4C.06
2014 Edition
WARRANT 3, PEAK HOUR
(Urban Areas)
Traffic Conditions =
Major Street Name = Total of Both Approaches (VPH) =164
Number of Approach Lanes on Major Street =1
Minor Street Name = High Volume Approach (VPH) =92
Number of Approach Lanes On Minor Street =1
* Note: 150 vph applies as the lower threshold volume for a minor-street
approach with two or more lanes and 100 vph applies as the lower
threshold volume for a minor-street approach with one lane. Minor Street - Higher-Volume Approach - VPHSIGNAL WARRANT NOT SATISFIED
Rockhold Avenue
Dorothy Avenue
Existing Plus Project Conditions - MIDDAY Peak H
0
100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800
Major Street - Total of Both Approaches - Vehicles Per Hour (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
*150
*100
November 2003
Int 01_E+P_MID.XLS Sect. 4C.06
2014 Edition
WARRANT 3, PEAK HOUR
(Urban Areas)
Traffic Conditions =
Major Street Name = Total of Both Approaches (VPH) =219
Number of Approach Lanes on Major Street =1
Minor Street Name = High Volume Approach (VPH) =98
Number of Approach Lanes On Minor Street =1
* Note: 150 vph applies as the lower threshold volume for a minor-street
approach with two or more lanes and 100 vph applies as the lower
threshold volume for a minor-street approach with one lane. Minor Street - Higher-Volume Approach - VPHSIGNAL WARRANT NOT SATISFIED
Dorothy Avenue
Rockhold Avenue
Existing Plus Project Conditions - PM Peak Hour
0
100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800
Major Street - Total of Both Approaches - Vehicles Per Hour (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
*150
*100
November 2003
Int 01_E+P_PM.XLS Sect. 4C.06
2014 Edition
WARRANT 3, PEAK HOUR
(Urban Areas)
Traffic Conditions =
Major Street Name = Total of Both Approaches (VPH) =273
Number of Approach Lanes on Major Street =1
Minor Street Name = High Volume Approach (VPH) =119
Number of Approach Lanes On Minor Street =1
* Note: 150 vph applies as the lower threshold volume for a minor-street
approach with two or more lanes and 100 vph applies as the lower
threshold volume for a minor-street approach with one lane. Minor Street - Higher-Volume Approach - VPHSIGNAL WARRANT NOT SATISFIED
Rockhold Avenue
Dorothy Avenue
Opening Year (2022) Conditions - AM Peak Hour
0
100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800
Major Street - Total of Both Approaches - Vehicles Per Hour (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
*150
*100
November 2003
Int 01_OY_AM.XLS Sect. 4C.06
2014 Edition
WARRANT 3, PEAK HOUR
(Urban Areas)
Traffic Conditions =
Major Street Name = Total of Both Approaches (VPH) =162
Number of Approach Lanes on Major Street =1
Minor Street Name = High Volume Approach (VPH) =92
Number of Approach Lanes On Minor Street =1
* Note: 150 vph applies as the lower threshold volume for a minor-street
approach with two or more lanes and 100 vph applies as the lower
threshold volume for a minor-street approach with one lane. Minor Street - Higher-Volume Approach - VPHSIGNAL WARRANT NOT SATISFIED
Rockhold Avenue
Dorothy Avenue
Opening Year (2022) Conditions - MIDDAY Peak Ho
0
100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800
Major Street - Total of Both Approaches - Vehicles Per Hour (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
*150
*100
November 2003
Int 01_OY_MID.XLS Sect. 4C.06
2014 Edition
WARRANT 3, PEAK HOUR
(Urban Areas)
Traffic Conditions =
Major Street Name = Total of Both Approaches (VPH) =221
Number of Approach Lanes on Major Street =1
Minor Street Name = High Volume Approach (VPH) =96
Number of Approach Lanes On Minor Street =1
* Note: 150 vph applies as the lower threshold volume for a minor-street
approach with two or more lanes and 100 vph applies as the lower
threshold volume for a minor-street approach with one lane. Minor Street - Higher-Volume Approach - VPHSIGNAL WARRANT NOT SATISFIED
Dorothy Avenue
Rockhold Avenue
Opening Year (2022) Conditions - PM Peak Hour
0
100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800
Major Street - Total of Both Approaches - Vehicles Per Hour (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
*150
*100
November 2003
Int 01_OY_PM.XLS Sect. 4C.06
2014 Edition
WARRANT 3, PEAK HOUR
(Urban Areas)
Traffic Conditions =
Major Street Name = Total of Both Approaches (VPH) =279
Number of Approach Lanes on Major Street =1
Minor Street Name = High Volume Approach (VPH) =120
Number of Approach Lanes On Minor Street =1
* Note: 150 vph applies as the lower threshold volume for a minor-street
approach with two or more lanes and 100 vph applies as the lower
threshold volume for a minor-street approach with one lane. Minor Street - Higher-Volume Approach - VPHSIGNAL WARRANT NOT SATISFIED
Rockhold Avenue
Dorothy Avenue
Opening Year (2022) Plus Project Conditions - AM
0
100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800
Major Street - Total of Both Approaches - Vehicles Per Hour (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
*150
*100
November 2003
Int 01_OY+P_AM.XLS Sect. 4C.06
2014 Edition
WARRANT 3, PEAK HOUR
(Urban Areas)
Traffic Conditions =
Major Street Name = Total of Both Approaches (VPH) =168
Number of Approach Lanes on Major Street =1
Minor Street Name = High Volume Approach (VPH) =94
Number of Approach Lanes On Minor Street =1
* Note: 150 vph applies as the lower threshold volume for a minor-street
approach with two or more lanes and 100 vph applies as the lower
threshold volume for a minor-street approach with one lane. Minor Street - Higher-Volume Approach - VPHSIGNAL WARRANT NOT SATISFIED
Rockhold Avenue
Dorothy Avenue
Opening Year (2022) Plus Project Conditions - MID
0
100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800
Major Street - Total of Both Approaches - Vehicles Per Hour (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
*150
*100
November 2003
Int 01_OY+P_MID.XLS Sect. 4C.06
2014 Edition
WARRANT 3, PEAK HOUR
(Urban Areas)
Traffic Conditions =
Major Street Name = Total of Both Approaches (VPH) =224
Number of Approach Lanes on Major Street =1
Minor Street Name = High Volume Approach (VPH) =100
Number of Approach Lanes On Minor Street =1
* Note: 150 vph applies as the lower threshold volume for a minor-street
approach with two or more lanes and 100 vph applies as the lower
threshold volume for a minor-street approach with one lane. Minor Street - Higher-Volume Approach - VPHSIGNAL WARRANT NOT SATISFIED
Dorothy Avenue
Rockhold Avenue
Opening Year (2022) Plus Project Conditions - PM
0
100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800
Major Street - Total of Both Approaches - Vehicles Per Hour (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
*150
*100
November 2003
Int 01_OY+P_PM.XLS Sect. 4C.06
2014 Edition
WARRANT 3, PEAK HOUR
(Urban Areas)
Traffic Conditions =
Major Street Name = Total of Both Approaches (VPH) =282
Number of Approach Lanes on Major Street =1
Minor Street Name = High Volume Approach (VPH) =119
Number of Approach Lanes On Minor Street =1
* Note: 150 vph applies as the lower threshold volume for a minor-street
approach with two or more lanes and 100 vph applies as the lower
threshold volume for a minor-street approach with one lane. Minor Street - Higher-Volume Approach - VPHSIGNAL WARRANT NOT SATISFIED
Rockhold Avenue
Dorothy Avenue
Opening Year (2022) Plus Cumulative Projects Con
0
100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800
Major Street - Total of Both Approaches - Vehicles Per Hour (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
*150
*100
November 2003
Int 01_OY+C_AM.XLS Sect. 4C.06
2014 Edition
WARRANT 3, PEAK HOUR
(Urban Areas)
Traffic Conditions =
Major Street Name = Total of Both Approaches (VPH) =178
Number of Approach Lanes on Major Street =1
Minor Street Name = High Volume Approach (VPH) =92
Number of Approach Lanes On Minor Street =1
* Note: 150 vph applies as the lower threshold volume for a minor-street
approach with two or more lanes and 100 vph applies as the lower
threshold volume for a minor-street approach with one lane. Minor Street - Higher-Volume Approach - VPHSIGNAL WARRANT NOT SATISFIED
Rockhold Avenue
Dorothy Avenue
Opening Year (2022) Plus Cumulatives Project Con
0
100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800
Major Street - Total of Both Approaches - Vehicles Per Hour (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
*150
*100
November 2003
Int 01_OY+C_MID.XLS Sect. 4C.06
2014 Edition
WARRANT 3, PEAK HOUR
(Urban Areas)
Traffic Conditions =
Major Street Name = Total of Both Approaches (VPH) =221
Number of Approach Lanes on Major Street =1
Minor Street Name = High Volume Approach (VPH) =124
Number of Approach Lanes On Minor Street =1
* Note: 150 vph applies as the lower threshold volume for a minor-street
approach with two or more lanes and 100 vph applies as the lower
threshold volume for a minor-street approach with one lane. Minor Street - Higher-Volume Approach - VPHSIGNAL WARRANT NOT SATISFIED
Dorothy Avenue
Rockhold Avenue
Opening Year (2022) Plus Cumulative Projects Con
0
100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800
Major Street - Total of Both Approaches - Vehicles Per Hour (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
*150
*100
November 2003
Int 01_OY+C_PM.XLS Sect. 4C.06
2014 Edition
WARRANT 3, PEAK HOUR
(Urban Areas)
Traffic Conditions =
Major Street Name = Total of Both Approaches (VPH) =288
Number of Approach Lanes on Major Street =1
Minor Street Name = High Volume Approach (VPH) =120
Number of Approach Lanes On Minor Street =1
* Note: 150 vph applies as the lower threshold volume for a minor-street
approach with two or more lanes and 100 vph applies as the lower
threshold volume for a minor-street approach with one lane. Minor Street - Higher-Volume Approach - VPHSIGNAL WARRANT NOT SATISFIED
Rockhold Avenue
Dorothy Avenue
Opening Year (2022) Plus Cumulative Projects Plu
0
100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800
Major Street - Total of Both Approaches - Vehicles Per Hour (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
*150
*100
November 2003
Int 01_OY+C+P_AM.XLS Sect. 4C.06
2014 Edition
WARRANT 3, PEAK HOUR
(Urban Areas)
Traffic Conditions =
Major Street Name = Total of Both Approaches (VPH) =183
Number of Approach Lanes on Major Street =1
Minor Street Name = High Volume Approach (VPH) =94
Number of Approach Lanes On Minor Street =1
* Note: 150 vph applies as the lower threshold volume for a minor-street
approach with two or more lanes and 100 vph applies as the lower
threshold volume for a minor-street approach with one lane. Minor Street - Higher-Volume Approach - VPHSIGNAL WARRANT NOT SATISFIED
Rockhold Avenue
Dorothy Avenue
Opening Year (2022) Plus Cumulatives Project Plu
0
100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800
Major Street - Total of Both Approaches - Vehicles Per Hour (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
*150
*100
November 2003
Int 01_OY+C+P_MID.XLS Sect. 4C.06
2014 Edition
WARRANT 3, PEAK HOUR
(Urban Areas)
Traffic Conditions =
Major Street Name = Total of Both Approaches (VPH) =224
Number of Approach Lanes on Major Street =1
Minor Street Name = High Volume Approach (VPH) =126
Number of Approach Lanes On Minor Street =1
* Note: 150 vph applies as the lower threshold volume for a minor-street
approach with two or more lanes and 100 vph applies as the lower
threshold volume for a minor-street approach with one lane. Minor Street - Higher-Volume Approach - VPHSIGNAL WARRANT NOT SATISFIED
Dorothy Avenue
Rockhold Avenue
Opening Year (2022) Plus Cumulative Projects Plu
0
100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800
Major Street - Total of Both Approaches - Vehicles Per Hour (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
*150
*100
November 2003
Int 01_OY+C+P_PM.XLS Sect. 4C.06
2014 Edition
WARRANT 3, PEAK HOUR
(Urban Areas)
Traffic Conditions =
Major Street Name = Total of Both Approaches (VPH) =1939
Number of Approach Lanes on Major Street =2
Minor Street Name = High Volume Approach (VPH) =101
Number of Approach Lanes On Minor Street =1
* Note: 150 vph applies as the lower threshold volume for a minor-street
approach with two or more lanes and 100 vph applies as the lower
threshold volume for a minor-street approach with one lane. Minor Street - Higher-Volume Approach - VPHWARRANTED FOR A SIGNAL
Garvey Avenue
Willard Avenue
Existing Conditions - AM Peak Hour
1800101
0
100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800
Major Street - Total of Both Approaches - Vehicles Per Hour (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
*150
*100
November 2003
Int 02_EX_AM.XLS Sect. 4C.06
2014 Edition
WARRANT 3, PEAK HOUR
(Urban Areas)
Traffic Conditions =
Major Street Name = Total of Both Approaches (VPH) =1789
Number of Approach Lanes on Major Street =2
Minor Street Name = High Volume Approach (VPH) =66
Number of Approach Lanes On Minor Street =1
* Note: 150 vph applies as the lower threshold volume for a minor-street
approach with two or more lanes and 100 vph applies as the lower
threshold volume for a minor-street approach with one lane. Minor Street - Higher-Volume Approach - VPHSIGNAL WARRANT NOT SATISFIED
Garvey Avenue
Willard Avenue
Existing Conditions - MIDDAY Peak Hour
178966
0
100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800
Major Street - Total of Both Approaches - Vehicles Per Hour (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
*150
*100
November 2003
Int 02_EX_MID.XLS Sect. 4C.06
2014 Edition
WARRANT 3, PEAK HOUR
(Urban Areas)
Traffic Conditions =
Major Street Name = Total of Both Approaches (VPH) =2096
Number of Approach Lanes on Major Street =2
Minor Street Name = High Volume Approach (VPH) =43
Number of Approach Lanes On Minor Street =1
* Note: 150 vph applies as the lower threshold volume for a minor-street
approach with two or more lanes and 100 vph applies as the lower
threshold volume for a minor-street approach with one lane. Minor Street - Higher-Volume Approach - VPHSIGNAL WARRANT NOT SATISFIED
Garvey Avenue
Willard Avenue
Existing Conditions - PM Peak Hour
180043
0
100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800
Major Street - Total of Both Approaches - Vehicles Per Hour (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
*150
*100
November 2003
Int 02_EX_PM.XLS Sect. 4C.06
2014 Edition
WARRANT 3, PEAK HOUR
(Urban Areas)
Traffic Conditions =
Major Street Name = Total of Both Approaches (VPH) =1941
Number of Approach Lanes on Major Street =2
Minor Street Name = High Volume Approach (VPH) =101
Number of Approach Lanes On Minor Street =1
* Note: 150 vph applies as the lower threshold volume for a minor-street
approach with two or more lanes and 100 vph applies as the lower
threshold volume for a minor-street approach with one lane. Minor Street - Higher-Volume Approach - VPHWARRANTED FOR A SIGNAL
Garvey Avenue
Willard Avenue
Existing Plus Project Conditions - AM Peak Hour
1800101
0
100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800
Major Street - Total of Both Approaches - Vehicles Per Hour (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
*150
*100
November 2003
Int 02_E+P_AM.XLS Sect. 4C.06
2014 Edition
WARRANT 3, PEAK HOUR
(Urban Areas)
Traffic Conditions =
Major Street Name = Total of Both Approaches (VPH) =1793
Number of Approach Lanes on Major Street =2
Minor Street Name = High Volume Approach (VPH) =68
Number of Approach Lanes On Minor Street =1
* Note: 150 vph applies as the lower threshold volume for a minor-street
approach with two or more lanes and 100 vph applies as the lower
threshold volume for a minor-street approach with one lane. Minor Street - Higher-Volume Approach - VPHSIGNAL WARRANT NOT SATISFIED
Garvey Avenue
Willard Avenue
Existing Plus Project Conditions - MIDDAY Peak H
179368
0
100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800
Major Street - Total of Both Approaches - Vehicles Per Hour (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
*150
*100
November 2003
Int 02_E+P_MID.XLS Sect. 4C.06
2014 Edition
WARRANT 3, PEAK HOUR
(Urban Areas)
Traffic Conditions =
Major Street Name = Total of Both Approaches (VPH) =2100
Number of Approach Lanes on Major Street =2
Minor Street Name = High Volume Approach (VPH) =45
Number of Approach Lanes On Minor Street =1
* Note: 150 vph applies as the lower threshold volume for a minor-street
approach with two or more lanes and 100 vph applies as the lower
threshold volume for a minor-street approach with one lane. Minor Street - Higher-Volume Approach - VPHSIGNAL WARRANT NOT SATISFIED
Garvey Avenue
Willard Avenue
Existing Plus Project Conditions - PM Peak Hour
180045
0
100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800
Major Street - Total of Both Approaches - Vehicles Per Hour (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
*150
*100
November 2003
Int 02_E+P_PM.XLS Sect. 4C.06
2014 Edition
WARRANT 3, PEAK HOUR
(Urban Areas)
Traffic Conditions =
Major Street Name = Total of Both Approaches (VPH) =1977
Number of Approach Lanes on Major Street =2
Minor Street Name = High Volume Approach (VPH) =103
Number of Approach Lanes On Minor Street =1
* Note: 150 vph applies as the lower threshold volume for a minor-street
approach with two or more lanes and 100 vph applies as the lower
threshold volume for a minor-street approach with one lane. Minor Street - Higher-Volume Approach - VPHWARRANTED FOR A SIGNAL
Garvey Avenue
Willard Avenue
Opening Year (2022) Conditions - AM Peak Hour
1800103
0
100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800
Major Street - Total of Both Approaches - Vehicles Per Hour (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
*150
*100
November 2003
Int 02_OY_AM.XLS Sect. 4C.06
2014 Edition
WARRANT 3, PEAK HOUR
(Urban Areas)
Traffic Conditions =
Major Street Name = Total of Both Approaches (VPH) =1826
Number of Approach Lanes on Major Street =2
Minor Street Name = High Volume Approach (VPH) =67
Number of Approach Lanes On Minor Street =1
* Note: 150 vph applies as the lower threshold volume for a minor-street
approach with two or more lanes and 100 vph applies as the lower
threshold volume for a minor-street approach with one lane. Minor Street - Higher-Volume Approach - VPHSIGNAL WARRANT NOT SATISFIED
Garvey Avenue
Willard Avenue
Opening Year (2022) Conditions - MIDDAY Peak Ho
180067
0
100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800
Major Street - Total of Both Approaches - Vehicles Per Hour (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
*150
*100
November 2003
Int 02_OY_MID.XLS Sect. 4C.06
2014 Edition
WARRANT 3, PEAK HOUR
(Urban Areas)
Traffic Conditions =
Major Street Name = Total of Both Approaches (VPH) =2139
Number of Approach Lanes on Major Street =2
Minor Street Name = High Volume Approach (VPH) =44
Number of Approach Lanes On Minor Street =1
* Note: 150 vph applies as the lower threshold volume for a minor-street
approach with two or more lanes and 100 vph applies as the lower
threshold volume for a minor-street approach with one lane. Minor Street - Higher-Volume Approach - VPHSIGNAL WARRANT NOT SATISFIED
Garvey Avenue
Willard Avenue
Opening Year (2022) Conditions - PM Peak Hour
180044
0
100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800
Major Street - Total of Both Approaches - Vehicles Per Hour (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
*150
*100
November 2003
Int 02_OY_PM.XLS Sect. 4C.06
2014 Edition
WARRANT 3, PEAK HOUR
(Urban Areas)
Traffic Conditions =
Major Street Name = Total of Both Approaches (VPH) =1979
Number of Approach Lanes on Major Street =2
Minor Street Name = High Volume Approach (VPH) =103
Number of Approach Lanes On Minor Street =1
* Note: 150 vph applies as the lower threshold volume for a minor-street
approach with two or more lanes and 100 vph applies as the lower
threshold volume for a minor-street approach with one lane. Minor Street - Higher-Volume Approach - VPHWARRANTED FOR A SIGNAL
Garvey Avenue
Willard Avenue
Opening Year (2022) Plus Project Conditions - AM 1800103
0
100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800
Major Street - Total of Both Approaches - Vehicles Per Hour (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
*150
*100
November 2003
Int 02_OY+P_AM.XLS Sect. 4C.06
2014 Edition
WARRANT 3, PEAK HOUR
(Urban Areas)
Traffic Conditions =
Major Street Name = Total of Both Approaches (VPH) =1830
Number of Approach Lanes on Major Street =2
Minor Street Name = High Volume Approach (VPH) =69
Number of Approach Lanes On Minor Street =1
* Note: 150 vph applies as the lower threshold volume for a minor-street
approach with two or more lanes and 100 vph applies as the lower
threshold volume for a minor-street approach with one lane. Minor Street - Higher-Volume Approach - VPHSIGNAL WARRANT NOT SATISFIED
Garvey Avenue
Willard Avenue
Opening Year (2022) Plus Project Conditions - MID
180069
0
100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800
Major Street - Total of Both Approaches - Vehicles Per Hour (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
*150
*100
November 2003
Int 02_OY+P_MID.XLS Sect. 4C.06
2014 Edition
WARRANT 3, PEAK HOUR
(Urban Areas)
Traffic Conditions =
Major Street Name = Total of Both Approaches (VPH) =2143
Number of Approach Lanes on Major Street =2
Minor Street Name = High Volume Approach (VPH) =46
Number of Approach Lanes On Minor Street =1
* Note: 150 vph applies as the lower threshold volume for a minor-street
approach with two or more lanes and 100 vph applies as the lower
threshold volume for a minor-street approach with one lane. Minor Street - Higher-Volume Approach - VPHSIGNAL WARRANT NOT SATISFIED
Garvey Avenue
Willard Avenue
Opening Year (2022) Plus Project Conditions - PM 180046
0
100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800
Major Street - Total of Both Approaches - Vehicles Per Hour (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
*150
*100
November 2003
Int 02_OY+P_PM.XLS Sect. 4C.06
2014 Edition
WARRANT 3, PEAK HOUR
(Urban Areas)
Traffic Conditions =
Major Street Name = Total of Both Approaches (VPH) =2135
Number of Approach Lanes on Major Street =2
Minor Street Name = High Volume Approach (VPH) =103
Number of Approach Lanes On Minor Street =1
* Note: 150 vph applies as the lower threshold volume for a minor-street
approach with two or more lanes and 100 vph applies as the lower
threshold volume for a minor-street approach with one lane. Minor Street - Higher-Volume Approach - VPHWARRANTED FOR A SIGNAL
Garvey Avenue
Willard Avenue
Opening Year (2022) Plus Cumulative Projects Con
1800103
0
100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800
Major Street - Total of Both Approaches - Vehicles Per Hour (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
*150
*100
November 2003
Int 02_OY+C_AM.XLS Sect. 4C.06
2014 Edition
WARRANT 3, PEAK HOUR
(Urban Areas)
Traffic Conditions =
Major Street Name = Total of Both Approaches (VPH) =2095
Number of Approach Lanes on Major Street =2
Minor Street Name = High Volume Approach (VPH) =75
Number of Approach Lanes On Minor Street =1
* Note: 150 vph applies as the lower threshold volume for a minor-street
approach with two or more lanes and 100 vph applies as the lower
threshold volume for a minor-street approach with one lane. Minor Street - Higher-Volume Approach - VPHSIGNAL WARRANT NOT SATISFIED
Garvey Avenue
Willard Avenue
Opening Year (2022) Plus Cumulatives Project Con
180075
0
100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800
Major Street - Total of Both Approaches - Vehicles Per Hour (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
*150
*100
November 2003
Int 02_OY+C_MID.XLS Sect. 4C.06
2014 Edition
WARRANT 3, PEAK HOUR
(Urban Areas)
Traffic Conditions =
Major Street Name = Total of Both Approaches (VPH) =2339
Number of Approach Lanes on Major Street =2
Minor Street Name = High Volume Approach (VPH) =51
Number of Approach Lanes On Minor Street =1
* Note: 150 vph applies as the lower threshold volume for a minor-street
approach with two or more lanes and 100 vph applies as the lower
threshold volume for a minor-street approach with one lane. Minor Street - Higher-Volume Approach - VPHSIGNAL WARRANT NOT SATISFIED
Garvey Avenue
Willard Avenue
Opening Year (2022) Plus Cumulative Projects Con
180051
0
100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800
Major Street - Total of Both Approaches - Vehicles Per Hour (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
*150
*100
November 2003
Int 02_OY+C_PM.XLS Sect. 4C.06
2014 Edition
WARRANT 3, PEAK HOUR
(Urban Areas)
Traffic Conditions =
Major Street Name = Total of Both Approaches (VPH) =2136
Number of Approach Lanes on Major Street =2
Minor Street Name = High Volume Approach (VPH) =103
Number of Approach Lanes On Minor Street =1
* Note: 150 vph applies as the lower threshold volume for a minor-street
approach with two or more lanes and 100 vph applies as the lower
threshold volume for a minor-street approach with one lane. Minor Street - Higher-Volume Approach - VPHWARRANTED FOR A SIGNAL
Garvey Avenue
Willard Avenue
Opening Year (2022) Plus Cumulative Projects Plu
1800103
0
100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800
Major Street - Total of Both Approaches - Vehicles Per Hour (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
*150
*100
November 2003
Int 02_OY+C+P_AM.XLS Sect. 4C.06
2014 Edition
WARRANT 3, PEAK HOUR
(Urban Areas)
Traffic Conditions =
Major Street Name = Total of Both Approaches (VPH) =2098
Number of Approach Lanes on Major Street =2
Minor Street Name = High Volume Approach (VPH) =77
Number of Approach Lanes On Minor Street =1
* Note: 150 vph applies as the lower threshold volume for a minor-street
approach with two or more lanes and 100 vph applies as the lower
threshold volume for a minor-street approach with one lane. Minor Street - Higher-Volume Approach - VPHSIGNAL WARRANT NOT SATISFIED
Garvey Avenue
Willard Avenue
Opening Year (2022) Plus Cumulatives Project Plu
180077
0
100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800
Major Street - Total of Both Approaches - Vehicles Per Hour (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
*150
*100
November 2003
Int 02_OY+C+P_MID.XLS Sect. 4C.06
2014 Edition
WARRANT 3, PEAK HOUR
(Urban Areas)
Traffic Conditions =
Major Street Name = Total of Both Approaches (VPH) =2343
Number of Approach Lanes on Major Street =2
Minor Street Name = High Volume Approach (VPH) =53
Number of Approach Lanes On Minor Street =1
* Note: 150 vph applies as the lower threshold volume for a minor-street
approach with two or more lanes and 100 vph applies as the lower
threshold volume for a minor-street approach with one lane. Minor Street - Higher-Volume Approach - VPHSIGNAL WARRANT NOT SATISFIED
Garvey Avenue
Willard Avenue
Opening Year (2022) Plus Cumulative Projects Plu
180053
0
100
200
300
400
500
600
700
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800
Major Street - Total of Both Approaches - Vehicles Per Hour (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
*150
*100
November 2003
Int 02_OY+C+P_PM.XLS Sect. 4C.06
Appendix C
Existing Conditions Intersection Analysis Worksheets
Lanes and Geometrics Willard and Garvey Residential Development TIA
1: Rockhold Avenue & Dorothy Avenue 06/19/2020
Existing Conditions Synchro 10 Report
AM Peak Hour
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 0 0 0 0 0 0 0 0
Storage Lanes 0 0 0 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.934 0.976 0.964 0.995
Flt Protected 0.997 0.981 0.984 0.982
Satd. Flow (prot) 0 1769 0 0 1819 0 0 1802 0 0 1856 0
Flt Permitted 0.997 0.981 0.984 0.982
Satd. Flow (perm) 0 1769 0 0 1819 0 0 1802 0 0 1856 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 1494 1132 402 429
Travel Time (s) 34.0 25.7 9.1 9.8
Intersection Summary
Area Type: Other
Volume Willard and Garvey Residential Development TIA
1: Rockhold Avenue & Dorothy Avenue 06/19/2020
Existing Conditions Synchro 10 Report
AM Peak Hour
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Traffic Volume (vph) 8 52 57 41 44 18 64 80 53 26 41 3
Future Volume (vph) 8 52 57 41 44 18 64 80 53 26 41 3
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67
Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%) 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Adj. Flow (vph) 12 78 85 61 66 27 96 119 79 39 61 4
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 175 0 0 154 0 0 294 0 0 104 0
Intersection Summary
HCM 2010 AWSC Willard and Garvey Residential Development TIA
1: Rockhold Avenue & Dorothy Avenue 06/19/2020
Existing Conditions Synchro 10 Report
AM Peak Hour
Intersection
Intersection Delay, s/veh 9.9
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 8 52 57 41 44 18 64 80 53 26 41 3
Future Vol, veh/h 8 52 57 41 44 18 64 80 53 26 41 3
Peak Hour Factor 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67
Heavy Vehicles, % 0 0 0 0 0 0 0 0 0 0 0 0
Mvmt Flow 12 78 85 61 66 27 96 119 79 39 61 4
Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 9.3 9.6 10.8 9.1
HCM LOS A A B A
Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 32% 7% 40% 37%
Vol Thru, % 41% 44% 43% 59%
Vol Right, % 27% 49% 17% 4%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 197 117 103 70
LT Vol 64 8 41 26
Through Vol 80 52 44 41
RT Vol 53 57 18 3
Lane Flow Rate 294 175 154 104
Geometry Grp 1 1 1 1
Degree of Util (X) 0.387 0.232 0.216 0.149
Departure Headway (Hd) 4.734 4.789 5.06 5.119
Convergence, Y/N Yes Yes Yes Yes
Cap 753 742 703 693
Service Time 2.806 2.871 3.145 3.209
HCM Lane V/C Ratio 0.39 0.236 0.219 0.15
HCM Control Delay 10.8 9.3 9.6 9.1
HCM Lane LOS B A A A
HCM 95th-tile Q 1.8 0.9 0.8 0.5
Lanes and Geometrics Willard and Garvey Residential Development TIA
2: Willard Avenue & Garvey Avenue 06/19/2020
Existing Conditions Synchro 10 Report
AM Peak Hour
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 0 100 110 100 0 0 0 0
Storage Lanes 1 0 1 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.992 0.990 0.922 0.882
Flt Protected 0.950 0.950 0.986 0.994
Satd. Flow (prot) 1805 3511 0 1770 3509 0 0 1727 0 0 1666 0
Flt Permitted 0.950 0.950 0.986 0.994
Satd. Flow (perm) 1805 3511 0 1770 3509 0 0 1727 0 0 1666 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 1391 1227 333 982
Travel Time (s) 31.6 27.9 7.6 22.3
Intersection Summary
Area Type: Other
Volume Willard and Garvey Residential Development TIA
2: Willard Avenue & Garvey Avenue 06/19/2020
Existing Conditions Synchro 10 Report
AM Peak Hour
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Traffic Volume (vph) 66 784 46 55 920 68 28 15 58 9 1 65
Future Volume (vph) 66 784 46 55 920 68 28 15 58 9 1 65
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87
Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%) 0% 2% 2% 2% 2% 0% 0% 0% 0% 0% 0% 0%
Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Adj. Flow (vph) 76 901 53 63 1057 78 32 17 67 10 1 75
Shared Lane Traffic (%)
Lane Group Flow (vph) 76 954 0 63 1135 0 0 116 0 0 86 0
Intersection Summary
HCM 2010 TWSC Willard and Garvey Residential Development TIA
2: Willard Avenue & Garvey Avenue 06/19/2020
Existing Conditions Synchro 10 Report
AM Peak Hour
Intersection
Int Delay, s/veh 22.3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 66 784 46 55 920 68 28 15 58 9 1 65
Future Vol, veh/h 66 784 46 55 920 68 28 15 58 9 1 65
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized - - None - - None - - None - - None
Storage Length 0 - - 110 - - - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 87 87 87 87 87 87 87 87 87 87 87 87
Heavy Vehicles, % 0 2 2 2 2 0 0 0 0 0 0 0
Mvmt Flow 76 901 53 63 1057 78 32 17 67 10 1 75
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 1135 0 0 954 0 0 1735 2341 477 1833 2328 568
Stage 1 - - - - - - 1080 1080 - 1222 1222 -
Stage 2 - - - - - - 655 1261 - 611 1106 -
Critical Hdwy 4.1 - - 4.14 - - 7.5 6.5 6.9 7.5 6.5 6.9
Critical Hdwy Stg 1 - - - - - - 6.5 5.5 - 6.5 5.5 -
Critical Hdwy Stg 2 - - - - - - 6.5 5.5 - 6.5 5.5 -
Follow-up Hdwy 2.2 - - 2.22 - - 3.5 4 3.3 3.5 4 3.3
Pot Cap-1 Maneuver 623 - - 716 - - 57 37 540 48 38 471
Stage 1 - - - - - - 236 297 - 194 254 -
Stage 2 - - - - - - 426 244 - 453 289 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 623 - - 716 - - 39 30 540 20 30 471
Mov Cap-2 Maneuver - - - - - - 39 30 - 20 30 -
Stage 1 - - - - - - 207 261 - 170 232 -
Stage 2 - - - - - - 325 223 - 326 254 -
Approach EB WB NB SB
HCM Control Delay, s 0.9 0.6 $ 387 87.2
HCM LOS F F
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h) 76 623 - - 716 - - 121
HCM Lane V/C Ratio 1.528 0.122 - - 0.088 - - 0.712
HCM Control Delay (s) $ 387 11.6 - - 10.5 - - 87.2
HCM Lane LOS F B - - B - - F
HCM 95th %tile Q(veh) 9.6 0.4 - - 0.3 - - 3.9
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
Lanes and Geometrics Willard and Garvey Residential Development TIA
3: Willard Avenue & Project Access 1 06/19/2020
Existing Conditions Synchro 10 Report
AM Peak Hour
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Width (ft) 12 12 12 12 12 12
Grade (%) 0% 0% 0%
Storage Length (ft) 0 0 0 0
Storage Lanes 1 0 0 0
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt
Flt Protected
Satd. Flow (prot) 1900 0 0 1900 1900 0
Flt Permitted
Satd. Flow (perm) 1900 0 0 1900 1900 0
Link Speed (mph) 30 30 30
Link Distance (ft) 228 982 512
Travel Time (s) 5.2 22.3 11.6
Intersection Summary
Area Type: Other
Volume Willard and Garvey Residential Development TIA
3: Willard Avenue & Project Access 1 06/19/2020
Existing Conditions Synchro 10 Report
AM Peak Hour
Lane Group EBL EBR NBL NBT SBT SBR
Traffic Volume (vph) 0 0 0 149 139 0
Future Volume (vph) 0 0 0 149 139 0
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.92 0.92 0.67 0.67 0.67 0.67
Growth Factor 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%) 0% 0% 0% 0% 0% 0%
Bus Blockages (#/hr) 0 0 0 0 0 0
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0%
Adj. Flow (vph) 0 0 0 222 207 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 0 222 207 0
Intersection Summary
HCM 2010 TWSC Willard and Garvey Residential Development TIA
3: Willard Avenue & Project Access 1 06/19/2020
Existing Conditions Synchro 10 Report
AM Peak Hour
Intersection
Int Delay, s/veh 0
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 0 0 149 139 0
Future Vol, veh/h 0 0 0 149 139 0
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 67 67 67 67
Heavy Vehicles, % 0 0 0 0 0 0
Mvmt Flow 0 0 0 222 207 0
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 429 207 207 0 - 0
Stage 1 207 - - - - -
Stage 2 222 - - - - -
Critical Hdwy 6.4 6.2 4.1 - - -
Critical Hdwy Stg 1 5.4 - - - - -
Critical Hdwy Stg 2 5.4 - - - - -
Follow-up Hdwy 3.5 3.3 2.2 - - -
Pot Cap-1 Maneuver 587 839 1376 - - -
Stage 1 832 - - - - -
Stage 2 820 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 587 839 1376 - - -
Mov Cap-2 Maneuver 587 - - - - -
Stage 1 832 - - - - -
Stage 2 820 - - - - -
Approach EB NB SB
HCM Control Delay, s 0 0 0
HCM LOS A
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1376 - - - -
HCM Lane V/C Ratio - - - - -
HCM Control Delay (s) 0 - 0 - -
HCM Lane LOS A - A - -
HCM 95th %tile Q(veh) 0 - - - -
EX_AM Fri Jun 19, 2020 15:31:00 Page 3-1
--------------------------------------------------------------------------------
WILLARD AND GARVEY RESIDENTIAL DEVELOPMENT TRAFFIC STUDY
EXISTING CONDITIONS
AM PEAK HOUR
--------------------------------------------------------------------------------
Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative)
********************************************************************************
Intersection #1 Rockhold Avenue (NS) / Dorothy Avenue
********************************************************************************
Cycle (sec): 100 Critical Vol./Cap.(X): 0.338
Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 26 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: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 0 0 1! 0 0 0 0 1! 0 0 0 0 1! 0 0 0 0 1! 0 0
------------|---------------||---------------||---------------||---------------|
Volume Module:
Base Vol: 64 80 53 26 41 3 8 52 57 41 44 18
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: 64 80 53 26 41 3 8 52 57 41 44 18
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: 64 80 53 26 41 3 8 52 57 41 44 18
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 64 80 53 26 41 3 8 52 57 41 44 18
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: 64 80 53 26 41 3 8 52 57 41 44 18
------------|---------------||---------------||---------------||---------------|
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
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: 0.32 0.41 0.27 0.37 0.59 0.04 0.07 0.44 0.49 0.40 0.43 0.17
Final Sat.: 520 650 430 594 937 69 109 711 779 637 683 280
------------|---------------||---------------||---------------||---------------|
Capacity Analysis Module:
Vol/Sat: 0.04 0.12 0.12 0.02 0.04 0.04 0.01 0.07 0.07 0.03 0.06 0.06
Crit Moves: **** **** **** ****
********************************************************************************
Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to RK ENGINEERING GROUP
EX_AM Fri Jun 19, 2020 15:31:00 Page 4-1
--------------------------------------------------------------------------------
WILLARD AND GARVEY RESIDENTIAL DEVELOPMENT TRAFFIC STUDY
EXISTING CONDITIONS
AM PEAK HOUR
--------------------------------------------------------------------------------
Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative)
********************************************************************************
Intersection #2 Willard Avenue (NS) / Garvey Avenue (EW)
********************************************************************************
Cycle (sec): 100 Critical Vol./Cap.(X): 0.514
Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 34 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: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
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: 28 15 58 9 1 65 66 784 46 55 920 68
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: 28 15 58 9 1 65 66 784 46 55 920 68
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: 28 15 58 9 1 65 66 784 46 55 920 68
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 28 15 58 9 1 65 66 784 46 55 920 68
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: 28 15 58 9 1 65 66 784 46 55 920 68
------------|---------------||---------------||---------------||---------------|
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
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: 0.28 0.15 0.57 0.12 0.01 0.87 1.00 1.89 0.11 1.00 1.86 0.14
Final Sat.: 444 238 919 192 21 1387 1600 3023 177 1600 2980 220
------------|---------------||---------------||---------------||---------------|
Capacity Analysis Module:
Vol/Sat: 0.02 0.06 0.06 0.01 0.05 0.05 0.04 0.26 0.26 0.03 0.31 0.31
Crit Moves: **** **** **** ****
********************************************************************************
Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to RK ENGINEERING GROUP
EX_AM Fri Jun 19, 2020 15:31:00 Page 5-1
--------------------------------------------------------------------------------
WILLARD AND GARVEY RESIDENTIAL DEVELOPMENT TRAFFIC STUDY
EXISTING CONDITIONS
AM PEAK HOUR
--------------------------------------------------------------------------------
Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative)
********************************************************************************
Intersection #3 Willard Avenue (NS) / Project Driveway 1 (EW)
********************************************************************************
Cycle (sec): 100 Critical Vol./Cap.(X): 0.187
Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 22 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: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 0 0 1 0 0 0 0 1 0 0 0 0 1! 0 0 0 0 0 0 0
------------|---------------||---------------||---------------||---------------|
Volume Module:
Base Vol: 0 149 0 0 139 0 0 0 0 0 0 0
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: 0 149 0 0 139 0 0 0 0 0 0 0
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: 0 149 0 0 139 0 0 0 0 0 0 0
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 0 149 0 0 139 0 0 0 0 0 0 0
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: 0 149 0 0 139 0 0 0 0 0 0 0
------------|---------------||---------------||---------------||---------------|
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
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: 0.00 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00
Final Sat.: 0 1600 0 0 1600 0 0 1600 0 0 0 0
------------|---------------||---------------||---------------||---------------|
Capacity Analysis Module:
Vol/Sat: 0.00 0.09 0.00 0.00 0.09 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Crit Moves: **** ****
********************************************************************************
Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to RK ENGINEERING GROUP
Lanes and Geometrics Willard and Garvey Residential Development TIA
1: Rockhold Avenue & Dorothy Avenue 06/19/2020
Existing Conditions Synchro 10 Report
MIDDAY Peak Hour
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 0 0 0 0 0 0 0 0
Storage Lanes 0 0 0 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.958 0.970 0.963 0.995
Flt Protected 0.993 0.986 0.981 0.984
Satd. Flow (prot) 0 1807 0 0 1817 0 0 1795 0 0 1860 0
Flt Permitted 0.993 0.986 0.981 0.984
Satd. Flow (perm) 0 1807 0 0 1817 0 0 1795 0 0 1860 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 1494 1132 402 429
Travel Time (s) 34.0 25.7 9.1 9.8
Intersection Summary
Area Type: Other
Volume Willard and Garvey Residential Development TIA
1: Rockhold Avenue & Dorothy Avenue 06/19/2020
Existing Conditions Synchro 10 Report
MIDDAY Peak Hour
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Traffic Volume (vph) 13 49 28 18 33 15 43 36 29 16 32 2
Future Volume (vph) 13 49 28 18 33 15 43 36 29 16 32 2
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65
Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%) 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Adj. Flow (vph) 20 75 43 28 51 23 66 55 45 25 49 3
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 138 0 0 102 0 0 166 0 0 77 0
Intersection Summary
HCM 2010 AWSC Willard and Garvey Residential Development TIA
1: Rockhold Avenue & Dorothy Avenue 06/19/2020
Existing Conditions Synchro 10 Report
MIDDAY Peak Hour
Intersection
Intersection Delay, s/veh 8.4
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 13 49 28 18 33 15 43 36 29 16 32 2
Future Vol, veh/h 13 49 28 18 33 15 43 36 29 16 32 2
Peak Hour Factor 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65
Heavy Vehicles, % 0 0 0 0 0 0 0 0 0 0 0 0
Mvmt Flow 20 75 43 28 51 23 66 55 45 25 49 3
Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 8.4 8.2 8.6 8.2
HCM LOS A A A A
Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 40% 14% 27% 32%
Vol Thru, % 33% 54% 50% 64%
Vol Right, % 27% 31% 23% 4%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 108 90 66 50
LT Vol 43 13 18 16
Through Vol 36 49 33 32
RT Vol 29 28 15 2
Lane Flow Rate 166 138 102 77
Geometry Grp 1 1 1 1
Degree of Util (X) 0.206 0.17 0.128 0.1
Departure Headway (Hd) 4.458 4.425 4.54 4.68
Convergence, Y/N Yes Yes Yes Yes
Cap 806 810 789 765
Service Time 2.485 2.453 2.571 2.712
HCM Lane V/C Ratio 0.206 0.17 0.129 0.101
HCM Control Delay 8.6 8.4 8.2 8.2
HCM Lane LOS A A A A
HCM 95th-tile Q 0.8 0.6 0.4 0.3
Lanes and Geometrics Willard and Garvey Residential Development TIA
2: Willard Avenue & Garvey Avenue 06/19/2020
Existing Conditions Synchro 10 Report
MIDDAY Peak Hour
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 0 100 110 100 0 0 0 0
Storage Lanes 1 0 1 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.995 0.992 0.905 0.885
Flt Protected 0.950 0.950 0.988 0.995
Satd. Flow (prot) 1805 3522 0 1770 3514 0 0 1699 0 0 1673 0
Flt Permitted 0.950 0.950 0.988 0.995
Satd. Flow (perm) 1805 3522 0 1770 3514 0 0 1699 0 0 1673 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 1391 1227 333 982
Travel Time (s) 31.6 27.9 7.6 22.3
Intersection Summary
Area Type: Other
Volume Willard and Garvey Residential Development TIA
2: Willard Avenue & Garvey Avenue 06/19/2020
Existing Conditions Synchro 10 Report
MIDDAY Peak Hour
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Traffic Volume (vph) 37 894 32 31 755 40 12 3 35 6 4 56
Future Volume (vph) 37 894 32 31 755 40 12 3 35 6 4 56
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91
Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%) 0% 2% 2% 2% 2% 0% 0% 0% 0% 0% 0% 0%
Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Adj. Flow (vph) 41 982 35 34 830 44 13 3 38 7 4 62
Shared Lane Traffic (%)
Lane Group Flow (vph) 41 1017 0 34 874 0 0 54 0 0 73 0
Intersection Summary
HCM 2010 TWSC Willard and Garvey Residential Development TIA
2: Willard Avenue & Garvey Avenue 06/19/2020
Existing Conditions Synchro 10 Report
MIDDAY Peak Hour
Intersection
Int Delay, s/veh 2.3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 37 894 32 31 755 40 12 3 35 6 4 56
Future Vol, veh/h 37 894 32 31 755 40 12 3 35 6 4 56
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized - - None - - None - - None - - None
Storage Length 0 - - 110 - - - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 91 91 91 91 91 91 91 91 91 91 91 91
Heavy Vehicles, % 0 2 2 2 2 0 0 0 0 0 0 0
Mvmt Flow 41 982 35 34 830 44 13 3 38 7 4 62
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 874 0 0 1017 0 0 1567 2024 509 1495 2019 437
Stage 1 - - - - - - 1082 1082 - 920 920 -
Stage 2 - - - - - - 485 942 - 575 1099 -
Critical Hdwy 4.1 - - 4.14 - - 7.5 6.5 6.9 7.5 6.5 6.9
Critical Hdwy Stg 1 - - - - - - 6.5 5.5 - 6.5 5.5 -
Critical Hdwy Stg 2 - - - - - - 6.5 5.5 - 6.5 5.5 -
Follow-up Hdwy 2.2 - - 2.22 - - 3.5 4 3.3 3.5 4 3.3
Pot Cap-1 Maneuver 781 - - 678 - - 77 59 515 87 59 573
Stage 1 - - - - - - 236 296 - 296 352 -
Stage 2 - - - - - - 537 344 - 475 291 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 781 - - 678 - - 60 53 515 71 53 573
Mov Cap-2 Maneuver - - - - - - 60 53 - 71 53 -
Stage 1 - - - - - - 224 281 - 281 334 -
Stage 2 - - - - - - 449 327 - 412 276 -
Approach EB WB NB SB
HCM Control Delay, s 0.4 0.4 40.8 24.5
HCM LOS E C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h) 154 781 - - 678 - - 256
HCM Lane V/C Ratio 0.357 0.052 - - 0.05 - - 0.283
HCM Control Delay (s) 40.8 9.9 - - 10.6 - - 24.5
HCM Lane LOS E A - - B - - C
HCM 95th %tile Q(veh) 1.5 0.2 - - 0.2 - - 1.1
Lanes and Geometrics Willard and Garvey Residential Development TIA
3: Willard Avenue & Project Access 1 06/19/2020
Existing Conditions Synchro 10 Report
MIDDAY Peak Hour
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Width (ft) 12 12 12 12 12 12
Grade (%) 0% 0% 0%
Storage Length (ft) 0 0 0 0
Storage Lanes 1 0 0 0
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt
Flt Protected
Satd. Flow (prot) 1900 0 0 1900 1900 0
Flt Permitted
Satd. Flow (perm) 1900 0 0 1900 1900 0
Link Speed (mph) 30 30 30
Link Distance (ft) 228 982 512
Travel Time (s) 5.2 22.3 11.6
Intersection Summary
Area Type: Other
Volume Willard and Garvey Residential Development TIA
3: Willard Avenue & Project Access 1 06/19/2020
Existing Conditions Synchro 10 Report
MIDDAY Peak Hour
Lane Group EBL EBR NBL NBT SBT SBR
Traffic Volume (vph) 0 0 0 80 78 0
Future Volume (vph) 0 0 0 80 78 0
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.92 0.92 0.65 0.65 0.65 0.65
Growth Factor 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%) 0% 0% 0% 0% 0% 0%
Bus Blockages (#/hr) 0 0 0 0 0 0
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0%
Adj. Flow (vph) 0 0 0 123 120 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 0 123 120 0
Intersection Summary
HCM 2010 TWSC Willard and Garvey Residential Development TIA
3: Willard Avenue & Project Access 1 06/19/2020
Existing Conditions Synchro 10 Report
MIDDAY Peak Hour
Intersection
Int Delay, s/veh 0
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 0 0 80 78 0
Future Vol, veh/h 0 0 0 80 78 0
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 65 65 65 65
Heavy Vehicles, % 0 0 0 0 0 0
Mvmt Flow 0 0 0 123 120 0
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 243 120 120 0 - 0
Stage 1 120 - - - - -
Stage 2 123 - - - - -
Critical Hdwy 6.4 6.2 4.1 - - -
Critical Hdwy Stg 1 5.4 - - - - -
Critical Hdwy Stg 2 5.4 - - - - -
Follow-up Hdwy 3.5 3.3 2.2 - - -
Pot Cap-1 Maneuver 750 937 1480 - - -
Stage 1 910 - - - - -
Stage 2 907 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 750 937 1480 - - -
Mov Cap-2 Maneuver 750 - - - - -
Stage 1 910 - - - - -
Stage 2 907 - - - - -
Approach EB NB SB
HCM Control Delay, s 0 0 0
HCM LOS A
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1480 - - - -
HCM Lane V/C Ratio - - - - -
HCM Control Delay (s) 0 - 0 - -
HCM Lane LOS A - A - -
HCM 95th %tile Q(veh) 0 - - - -
EX_MID Fri Jun 19, 2020 15:31:09 Page 3-1
--------------------------------------------------------------------------------
WILLARD AND GARVEY RESIDENTIAL DEVELOPMENT TRAFFIC STUDY
EXISTING CONDITIONS
MIDDAY PEAK HOUR
--------------------------------------------------------------------------------
Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative)
********************************************************************************
Intersection #1 Rockhold Avenue (NS) / Dorothy Avenue
********************************************************************************
Cycle (sec): 100 Critical Vol./Cap.(X): 0.245
Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 23 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: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 0 0 1! 0 0 0 0 1! 0 0 0 0 1! 0 0 0 0 1! 0 0
------------|---------------||---------------||---------------||---------------|
Volume Module:
Base Vol: 43 36 29 16 32 2 13 49 28 18 33 15
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: 43 36 29 16 32 2 13 49 28 18 33 15
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: 43 36 29 16 32 2 13 49 28 18 33 15
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 43 36 29 16 32 2 13 49 28 18 33 15
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: 43 36 29 16 32 2 13 49 28 18 33 15
------------|---------------||---------------||---------------||---------------|
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
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: 0.40 0.33 0.27 0.32 0.64 0.04 0.14 0.55 0.31 0.27 0.50 0.23
Final Sat.: 637 533 430 512 1024 64 231 871 498 436 800 364
------------|---------------||---------------||---------------||---------------|
Capacity Analysis Module:
Vol/Sat: 0.03 0.07 0.07 0.01 0.03 0.03 0.01 0.06 0.06 0.01 0.04 0.04
Crit Moves: **** **** **** ****
********************************************************************************
Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to RK ENGINEERING GROUP
EX_MID Fri Jun 19, 2020 15:31:09 Page 4-1
--------------------------------------------------------------------------------
WILLARD AND GARVEY RESIDENTIAL DEVELOPMENT TRAFFIC STUDY
EXISTING CONDITIONS
MIDDAY PEAK HOUR
--------------------------------------------------------------------------------
Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative)
********************************************************************************
Intersection #2 Willard Avenue (NS) / Garvey Avenue (EW)
********************************************************************************
Cycle (sec): 100 Critical Vol./Cap.(X): 0.457
Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 31 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: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
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: 12 3 35 6 4 56 37 894 32 31 755 40
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: 12 3 35 6 4 56 37 894 32 31 755 40
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: 12 3 35 6 4 56 37 894 32 31 755 40
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 12 3 35 6 4 56 37 894 32 31 755 40
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: 12 3 35 6 4 56 37 894 32 31 755 40
------------|---------------||---------------||---------------||---------------|
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
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 0.06 0.70 0.09 0.06 0.85 1.00 1.93 0.07 1.00 1.90 0.10
Final Sat.: 384 96 1120 145 97 1358 1600 3089 111 1600 3039 161
------------|---------------||---------------||---------------||---------------|
Capacity Analysis Module:
Vol/Sat: 0.01 0.03 0.03 0.00 0.04 0.04 0.02 0.29 0.29 0.02 0.25 0.25
Crit Moves: **** **** **** ****
********************************************************************************
Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to RK ENGINEERING GROUP
EX_MID Fri Jun 19, 2020 15:31:09 Page 5-1
--------------------------------------------------------------------------------
WILLARD AND GARVEY RESIDENTIAL DEVELOPMENT TRAFFIC STUDY
EXISTING CONDITIONS
MIDDAY PEAK HOUR
--------------------------------------------------------------------------------
Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative)
********************************************************************************
Intersection #3 Willard Avenue (NS) / Project Driveway 1 (EW)
********************************************************************************
Cycle (sec): 100 Critical Vol./Cap.(X): 0.149
Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 21 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: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 0 0 1 0 0 0 0 1 0 0 0 0 1! 0 0 0 0 0 0 0
------------|---------------||---------------||---------------||---------------|
Volume Module:
Base Vol: 0 80 0 0 78 0 0 0 0 0 0 0
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: 0 80 0 0 78 0 0 0 0 0 0 0
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: 0 80 0 0 78 0 0 0 0 0 0 0
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 0 80 0 0 78 0 0 0 0 0 0 0
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: 0 80 0 0 78 0 0 0 0 0 0 0
------------|---------------||---------------||---------------||---------------|
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
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: 0.00 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00
Final Sat.: 0 1600 0 0 1600 0 0 1600 0 0 0 0
------------|---------------||---------------||---------------||---------------|
Capacity Analysis Module:
Vol/Sat: 0.00 0.05 0.00 0.00 0.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Crit Moves: **** ****
********************************************************************************
Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to RK ENGINEERING GROUP
Lanes and Geometrics Willard and Garvey Residential Development TIA
1: Rockhold Avenue & Dorothy Avenue 06/19/2020
Existing Conditions Synchro 10 Report
PM Peak Hour
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 0 0 0 0 0 0 0 0
Storage Lanes 0 0 0 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.967 0.963 0.982 0.986
Flt Protected 0.993 0.988 0.984 0.971
Satd. Flow (prot) 0 1824 0 0 1808 0 0 1836 0 0 1819 0
Flt Permitted 0.993 0.988 0.984 0.971
Satd. Flow (perm) 0 1824 0 0 1808 0 0 1836 0 0 1819 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 1494 1132 402 429
Travel Time (s) 34.0 25.7 9.1 9.8
Intersection Summary
Area Type: Other
Volume Willard and Garvey Residential Development TIA
1: Rockhold Avenue & Dorothy Avenue 06/19/2020
Existing Conditions Synchro 10 Report
PM Peak Hour
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Traffic Volume (vph) 16 76 29 23 46 26 31 50 13 24 13 4
Future Volume (vph) 16 76 29 23 46 26 31 50 13 24 13 4
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
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
Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%) 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Adj. Flow (vph) 19 90 35 27 55 31 37 60 15 29 15 5
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 144 0 0 113 0 0 112 0 0 49 0
Intersection Summary
HCM 2010 AWSC Willard and Garvey Residential Development TIA
1: Rockhold Avenue & Dorothy Avenue 06/19/2020
Existing Conditions Synchro 10 Report
PM Peak Hour
Intersection
Intersection Delay, s/veh 8.1
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 16 76 29 23 46 26 31 50 13 24 13 4
Future Vol, veh/h 16 76 29 23 46 26 31 50 13 24 13 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, % 0 0 0 0 0 0 0 0 0 0 0 0
Mvmt Flow 19 90 35 27 55 31 37 60 15 29 15 5
Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 8.2 8 8.3 8
HCM LOS A A A A
Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 33% 13% 24% 59%
Vol Thru, % 53% 63% 48% 32%
Vol Right, % 14% 24% 27% 10%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 94 121 95 41
LT Vol 31 16 23 24
Through Vol 50 76 46 13
RT Vol 13 29 26 4
Lane Flow Rate 112 144 113 49
Geometry Grp 1 1 1 1
Degree of Util (X) 0.14 0.171 0.136 0.063
Departure Headway (Hd) 4.51 4.284 4.318 4.66
Convergence, Y/N Yes Yes Yes Yes
Cap 797 840 832 769
Service Time 2.531 2.3 2.334 2.683
HCM Lane V/C Ratio 0.141 0.171 0.136 0.064
HCM Control Delay 8.3 8.2 8 8
HCM Lane LOS A A A A
HCM 95th-tile Q 0.5 0.6 0.5 0.2
Lanes and Geometrics Willard and Garvey Residential Development TIA
2: Willard Avenue & Garvey Avenue 06/19/2020
Existing Conditions Synchro 10 Report
PM Peak Hour
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 0 100 110 100 0 0 0 0
Storage Lanes 1 0 1 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.996 0.995 0.919 0.886
Flt Protected 0.950 0.950 0.984 0.993
Satd. Flow (prot) 1805 3525 0 1770 3524 0 0 1718 0 0 1672 0
Flt Permitted 0.950 0.950 0.984 0.993
Satd. Flow (perm) 1805 3525 0 1770 3524 0 0 1718 0 0 1672 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 1391 1227 333 982
Travel Time (s) 31.6 27.9 7.6 22.3
Intersection Summary
Area Type: Other
Volume Willard and Garvey Residential Development TIA
2: Willard Avenue & Garvey Avenue 06/19/2020
Existing Conditions Synchro 10 Report
PM Peak Hour
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Traffic Volume (vph) 51 1022 30 24 934 35 8 2 14 6 1 36
Future Volume (vph) 51 1022 30 24 934 35 8 2 14 6 1 36
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
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
Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%) 0% 2% 2% 2% 2% 0% 0% 0% 0% 0% 0% 0%
Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Adj. Flow (vph) 53 1065 31 25 973 36 8 2 15 6 1 38
Shared Lane Traffic (%)
Lane Group Flow (vph) 53 1096 0 25 1009 0 0 25 0 0 45 0
Intersection Summary
HCM 2010 TWSC Willard and Garvey Residential Development TIA
2: Willard Avenue & Garvey Avenue 06/19/2020
Existing Conditions Synchro 10 Report
PM Peak Hour
Intersection
Int Delay, s/veh 1.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 51 1022 30 24 934 35 8 2 14 6 1 36
Future Vol, veh/h 51 1022 30 24 934 35 8 2 14 6 1 36
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized - - None - - None - - None - - None
Storage Length 0 - - 110 - - - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 96 96 96 96 96 96 96 96 96 96 96 96
Heavy Vehicles, % 0 2 2 2 2 0 0 0 0 0 0 0
Mvmt Flow 53 1065 31 25 973 36 8 2 15 6 1 38
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 1009 0 0 1096 0 0 1724 2246 548 1681 2243 505
Stage 1 - - - - - - 1187 1187 - 1041 1041 -
Stage 2 - - - - - - 537 1059 - 640 1202 -
Critical Hdwy 4.1 - - 4.14 - - 7.5 6.5 6.9 7.5 6.5 6.9
Critical Hdwy Stg 1 - - - - - - 6.5 5.5 - 6.5 5.5 -
Critical Hdwy Stg 2 - - - - - - 6.5 5.5 - 6.5 5.5 -
Follow-up Hdwy 2.2 - - 2.22 - - 3.5 4 3.3 3.5 4 3.3
Pot Cap-1 Maneuver 695 - - 633 - - 58 42 485 63 43 518
Stage 1 - - - - - - 203 264 - 250 310 -
Stage 2 - - - - - - 501 304 - 435 260 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 695 - - 633 - - 48 37 485 53 38 518
Mov Cap-2 Maneuver - - - - - - 48 37 - 53 38 -
Stage 1 - - - - - - 188 244 - 231 298 -
Stage 2 - - - - - - 445 292 - 386 240 -
Approach EB WB NB SB
HCM Control Delay, s 0.5 0.3 55.2 27.3
HCM LOS F D
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h) 96 695 - - 633 - - 206
HCM Lane V/C Ratio 0.26 0.076 - - 0.039 - - 0.217
HCM Control Delay (s) 55.2 10.6 - - 10.9 - - 27.3
HCM Lane LOS F B - - B - - D
HCM 95th %tile Q(veh) 1 0.2 - - 0.1 - - 0.8
Lanes and Geometrics Willard and Garvey Residential Development TIA
3: Willard Avenue & Project Access 1 06/19/2020
Existing Conditions Synchro 10 Report
PM Peak Hour
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Width (ft) 12 12 12 12 12 12
Grade (%) 0% 0% 0%
Storage Length (ft) 0 0 0 0
Storage Lanes 1 0 0 0
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt
Flt Protected
Satd. Flow (prot) 1900 0 0 1900 1900 0
Flt Permitted
Satd. Flow (perm) 1900 0 0 1900 1900 0
Link Speed (mph) 30 30 30
Link Distance (ft) 228 982 512
Travel Time (s) 5.2 22.3 11.6
Intersection Summary
Area Type: Other
Volume Willard and Garvey Residential Development TIA
3: Willard Avenue & Project Access 1 06/19/2020
Existing Conditions Synchro 10 Report
PM Peak Hour
Lane Group EBL EBR NBL NBT SBT SBR
Traffic Volume (vph) 0 0 0 88 65 0
Future Volume (vph) 0 0 0 88 65 0
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.92 0.92 0.84 0.84 0.84 0.84
Growth Factor 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%) 0% 0% 0% 0% 0% 0%
Bus Blockages (#/hr) 0 0 0 0 0 0
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0%
Adj. Flow (vph) 0 0 0 105 77 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 0 105 77 0
Intersection Summary
HCM 2010 TWSC Willard and Garvey Residential Development TIA
3: Willard Avenue & Project Access 1 06/19/2020
Existing Conditions Synchro 10 Report
PM Peak Hour
Intersection
Int Delay, s/veh 0
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 0 0 88 65 0
Future Vol, veh/h 0 0 0 88 65 0
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 84 84 84 84
Heavy Vehicles, % 0 0 0 0 0 0
Mvmt Flow 0 0 0 105 77 0
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 182 77 77 0 - 0
Stage 1 77 - - - - -
Stage 2 105 - - - - -
Critical Hdwy 6.4 6.2 4.1 - - -
Critical Hdwy Stg 1 5.4 - - - - -
Critical Hdwy Stg 2 5.4 - - - - -
Follow-up Hdwy 3.5 3.3 2.2 - - -
Pot Cap-1 Maneuver 812 990 1535 - - -
Stage 1 951 - - - - -
Stage 2 924 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 812 990 1535 - - -
Mov Cap-2 Maneuver 812 - - - - -
Stage 1 951 - - - - -
Stage 2 924 - - - - -
Approach EB NB SB
HCM Control Delay, s 0 0 0
HCM LOS A
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1535 - - - -
HCM Lane V/C Ratio - - - - -
HCM Control Delay (s) 0 - 0 - -
HCM Lane LOS A - A - -
HCM 95th %tile Q(veh) 0 - - - -
EX_PM Fri Jun 19, 2020 15:31:37 Page 3-1
--------------------------------------------------------------------------------
WILLARD AND GARVEY RESIDENTIAL DEVELOPMENT TRAFFIC STUDY
EXISTING CONDITIONS
PM PEAK HOUR
--------------------------------------------------------------------------------
Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative)
********************************************************************************
Intersection #1 Rockhold Avenue (NS) / Dorothy Avenue
********************************************************************************
Cycle (sec): 100 Critical Vol./Cap.(X): 0.264
Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 24 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: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 0 0 1! 0 0 0 0 1! 0 0 0 0 1! 0 0 0 0 1! 0 0
------------|---------------||---------------||---------------||---------------|
Volume Module:
Base Vol: 31 50 13 24 13 4 16 76 29 23 46 26
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 50 13 24 13 4 16 76 29 23 46 26
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 50 13 24 13 4 16 76 29 23 46 26
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 31 50 13 24 13 4 16 76 29 23 46 26
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 50 13 24 13 4 16 76 29 23 46 26
------------|---------------||---------------||---------------||---------------|
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
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: 0.33 0.53 0.14 0.58 0.32 0.10 0.13 0.63 0.24 0.24 0.49 0.27
Final Sat.: 528 851 221 937 507 156 212 1005 383 387 775 438
------------|---------------||---------------||---------------||---------------|
Capacity Analysis Module:
Vol/Sat: 0.02 0.06 0.06 0.02 0.03 0.03 0.01 0.08 0.08 0.01 0.06 0.06
Crit Moves: **** **** **** ****
********************************************************************************
Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to RK ENGINEERING GROUP
EX_PM Fri Jun 19, 2020 15:31:37 Page 4-1
--------------------------------------------------------------------------------
WILLARD AND GARVEY RESIDENTIAL DEVELOPMENT TRAFFIC STUDY
EXISTING CONDITIONS
PM PEAK HOUR
--------------------------------------------------------------------------------
Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative)
********************************************************************************
Intersection #2 Willard Avenue (NS) / Garvey Avenue (EW)
********************************************************************************
Cycle (sec): 100 Critical Vol./Cap.(X): 0.476
Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 32 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: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
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: 8 2 14 6 1 36 51 1022 30 24 934 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: 8 2 14 6 1 36 51 1022 30 24 934 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: 8 2 14 6 1 36 51 1022 30 24 934 35
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 8 2 14 6 1 36 51 1022 30 24 934 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: 8 2 14 6 1 36 51 1022 30 24 934 35
------------|---------------||---------------||---------------||---------------|
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
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: 0.33 0.08 0.59 0.14 0.02 0.84 1.00 1.94 0.06 1.00 1.93 0.07
Final Sat.: 533 133 933 223 37 1340 1600 3109 91 1600 3084 116
------------|---------------||---------------||---------------||---------------|
Capacity Analysis Module:
Vol/Sat: 0.01 0.02 0.02 0.00 0.03 0.03 0.03 0.33 0.33 0.02 0.30 0.30
Crit Moves: **** **** **** ****
********************************************************************************
Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to RK ENGINEERING GROUP
EX_PM Fri Jun 19, 2020 15:31:37 Page 5-1
--------------------------------------------------------------------------------
WILLARD AND GARVEY RESIDENTIAL DEVELOPMENT TRAFFIC STUDY
EXISTING CONDITIONS
PM PEAK HOUR
--------------------------------------------------------------------------------
Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Base Volume Alternative)
********************************************************************************
Intersection #3 Willard Avenue (NS) / Project Driveway 1 (EW)
********************************************************************************
Cycle (sec): 100 Critical Vol./Cap.(X): 0.155
Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 21 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: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 0 0 1 0 0 0 0 1 0 0 0 0 1! 0 0 0 0 0 0 0
------------|---------------||---------------||---------------||---------------|
Volume Module:
Base Vol: 0 88 0 0 65 0 0 0 0 0 0 0
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: 0 88 0 0 65 0 0 0 0 0 0 0
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: 0 88 0 0 65 0 0 0 0 0 0 0
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 0 88 0 0 65 0 0 0 0 0 0 0
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: 0 88 0 0 65 0 0 0 0 0 0 0
------------|---------------||---------------||---------------||---------------|
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
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: 0.00 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00
Final Sat.: 0 1600 0 0 1600 0 0 1600 0 0 0 0
------------|---------------||---------------||---------------||---------------|
Capacity Analysis Module:
Vol/Sat: 0.00 0.06 0.00 0.00 0.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Crit Moves: **** ****
********************************************************************************
Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to RK ENGINEERING GROUP
Appendix D
Existing Plus Project Conditions Intersection Analysis Worksheets
Lanes and Geometrics Willard and Garvey Residential Development TIA
1: Rockhold Avenue & Dorothy Avenue 06/19/2020
Existing Plus Project Conditions Synchro 10 Report
AM Peak Hour
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 0 0 0 0 0 0 0 0
Storage Lanes 0 0 0 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.934 0.976 0.964 0.995
Flt Protected 0.997 0.981 0.984 0.982
Satd. Flow (prot) 0 1769 0 0 1819 0 0 1802 0 0 1856 0
Flt Permitted 0.997 0.981 0.984 0.982
Satd. Flow (perm) 0 1769 0 0 1819 0 0 1802 0 0 1856 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 1494 1132 402 429
Travel Time (s) 34.0 25.7 9.1 9.8
Intersection Summary
Area Type: Other
Volume Willard and Garvey Residential Development TIA
1: Rockhold Avenue & Dorothy Avenue 06/19/2020
Existing Plus Project Conditions Synchro 10 Report
AM Peak Hour
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Traffic Volume (vph) 8 52 58 41 44 18 66 82 54 26 42 3
Future Volume (vph) 8 52 58 41 44 18 66 82 54 26 42 3
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67
Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%) 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Adj. Flow (vph) 12 78 87 61 66 27 99 122 81 39 63 4
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 177 0 0 154 0 0 302 0 0 106 0
Intersection Summary
HCM 2010 AWSC Willard and Garvey Residential Development TIA
1: Rockhold Avenue & Dorothy Avenue 06/19/2020
Existing Plus Project Conditions Synchro 10 Report
AM Peak Hour
Intersection
Intersection Delay, s/veh 10.1
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 8 52 58 41 44 18 66 82 54 26 42 3
Future Vol, veh/h 8 52 58 41 44 18 66 82 54 26 42 3
Peak Hour Factor 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67
Heavy Vehicles, % 0 0 0 0 0 0 0 0 0 0 0 0
Mvmt Flow 12 78 87 61 66 27 99 122 81 39 63 4
Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 9.4 9.6 11 9.2
HCM LOS A A B A
Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 33% 7% 40% 37%
Vol Thru, % 41% 44% 43% 59%
Vol Right, % 27% 49% 17% 4%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 202 118 103 71
LT Vol 66 8 41 26
Through Vol 82 52 44 42
RT Vol 54 58 18 3
Lane Flow Rate 301 176 154 106
Geometry Grp 1 1 1 1
Degree of Util (X) 0.397 0.235 0.217 0.151
Departure Headway (Hd) 4.745 4.808 5.085 5.136
Convergence, Y/N Yes Yes Yes Yes
Cap 751 738 698 690
Service Time 2.818 2.893 3.173 3.227
HCM Lane V/C Ratio 0.401 0.238 0.221 0.154
HCM Control Delay 11 9.4 9.6 9.2
HCM Lane LOS B A A A
HCM 95th-tile Q 1.9 0.9 0.8 0.5
Lanes and Geometrics Willard and Garvey Residential Development TIA
2: Willard Avenue & Garvey Avenue 06/19/2020
Existing Plus Project Conditions Synchro 10 Report
AM Peak Hour
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 0 100 110 100 0 0 0 0
Storage Lanes 1 0 1 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.992 0.990 0.922 0.886
Flt Protected 0.950 0.950 0.986 0.993
Satd. Flow (prot) 1805 3511 0 1770 3509 0 0 1727 0 0 1672 0
Flt Permitted 0.950 0.950 0.986 0.993
Satd. Flow (perm) 1805 3511 0 1770 3509 0 0 1727 0 0 1672 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 1391 1227 333 982
Travel Time (s) 31.6 27.9 7.6 22.3
Intersection Summary
Area Type: Other
Volume Willard and Garvey Residential Development TIA
2: Willard Avenue & Garvey Avenue 06/19/2020
Existing Plus Project Conditions Synchro 10 Report
AM Peak Hour
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Traffic Volume (vph) 67 784 46 55 920 69 28 15 58 11 1 67
Future Volume (vph) 67 784 46 55 920 69 28 15 58 11 1 67
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87
Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%) 0% 2% 2% 2% 2% 0% 0% 0% 0% 0% 0% 0%
Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Adj. Flow (vph) 77 901 53 63 1057 79 32 17 67 13 1 77
Shared Lane Traffic (%)
Lane Group Flow (vph) 77 954 0 63 1136 0 0 116 0 0 91 0
Intersection Summary
HCM 2010 TWSC Willard and Garvey Residential Development TIA
2: Willard Avenue & Garvey Avenue 06/19/2020
Existing Plus Project Conditions Synchro 10 Report
AM Peak Hour
Intersection
Int Delay, s/veh 23.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 67 784 46 55 920 69 28 15 58 11 1 67
Future Vol, veh/h 67 784 46 55 920 69 28 15 58 11 1 67
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized - - None - - None - - None - - None
Storage Length 0 - - 110 - - - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 87 87 87 87 87 87 87 87 87 87 87 87
Heavy Vehicles, % 0 2 2 2 2 0 0 0 0 0 0 0
Mvmt Flow 77 901 53 63 1057 79 32 17 67 13 1 77
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 1136 0 0 954 0 0 1737 2344 477 1836 2331 568
Stage 1 - - - - - - 1082 1082 - 1223 1223 -
Stage 2 - - - - - - 655 1262 - 613 1108 -
Critical Hdwy 4.1 - - 4.14 - - 7.5 6.5 6.9 7.5 6.5 6.9
Critical Hdwy Stg 1 - - - - - - 6.5 5.5 - 6.5 5.5 -
Critical Hdwy Stg 2 - - - - - - 6.5 5.5 - 6.5 5.5 -
Follow-up Hdwy 2.2 - - 2.22 - - 3.5 4 3.3 3.5 4 3.3
Pot Cap-1 Maneuver 622 - - 716 - - 57 37 540 48 37 471
Stage 1 - - - - - - 236 296 - 193 254 -
Stage 2 - - - - - - 426 243 - 451 288 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 622 - - 716 - - 39 30 540 20 30 471
Mov Cap-2 Maneuver - - - - - - 39 30 - 20 30 -
Stage 1 - - - - - - 207 259 - 169 232 -
Stage 2 - - - - - - 323 222 - 323 252 -
Approach EB WB NB SB
HCM Control Delay, s 0.9 0.6 $ 387 117.9
HCM LOS F F
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h) 76 622 - - 716 - - 109
HCM Lane V/C Ratio 1.528 0.124 - - 0.088 - - 0.833
HCM Control Delay (s) $ 387 11.6 - - 10.5 - - 117.9
HCM Lane LOS F B - - B - - F
HCM 95th %tile Q(veh) 9.6 0.4 - - 0.3 - - 4.8
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
Lanes and Geometrics Willard and Garvey Residential Development TIA
3: Willard Avenue & Project Access 1 06/19/2020
Existing Plus Project Conditions Synchro 10 Report
AM Peak Hour
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Width (ft) 12 12 12 12 12 12
Grade (%) 0% 0% 0%
Storage Length (ft) 0 0 0 0
Storage Lanes 1 0 0 0
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.949 0.998
Flt Protected 0.970
Satd. Flow (prot) 1749 0 0 1900 1896 0
Flt Permitted 0.970
Satd. Flow (perm) 1749 0 0 1900 1896 0
Link Speed (mph) 30 30 30
Link Distance (ft) 228 982 512
Travel Time (s) 5.2 22.3 11.6
Intersection Summary
Area Type: Other
Volume Willard and Garvey Residential Development TIA
3: Willard Avenue & Project Access 1 06/19/2020
Existing Plus Project Conditions Synchro 10 Report
AM Peak Hour
Lane Group EBL EBR NBL NBT SBT SBR
Traffic Volume (vph) 5 3 1 149 139 2
Future Volume (vph) 5 3 1 149 139 2
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.92 0.92 0.67 0.67 0.67 0.67
Growth Factor 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%) 0% 0% 0% 0% 0% 0%
Bus Blockages (#/hr) 0 0 0 0 0 0
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0%
Adj. Flow (vph) 5 3 1 222 207 3
Shared Lane Traffic (%)
Lane Group Flow (vph) 8 0 0 223 210 0
Intersection Summary
HCM 2010 TWSC Willard and Garvey Residential Development TIA
3: Willard Avenue & Project Access 1 06/19/2020
Existing Plus Project Conditions Synchro 10 Report
AM Peak Hour
Intersection
Int Delay, s/veh 0.3
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 5 3 1 149 139 2
Future Vol, veh/h 5 3 1 149 139 2
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 67 67 67 67
Heavy Vehicles, % 0 0 0 0 0 0
Mvmt Flow 5 3 1 222 207 3
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 433 209 210 0 - 0
Stage 1 209 - - - - -
Stage 2 224 - - - - -
Critical Hdwy 6.4 6.2 4.1 - - -
Critical Hdwy Stg 1 5.4 - - - - -
Critical Hdwy Stg 2 5.4 - - - - -
Follow-up Hdwy 3.5 3.3 2.2 - - -
Pot Cap-1 Maneuver 584 836 1373 - - -
Stage 1 831 - - - - -
Stage 2 818 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 583 836 1373 - - -
Mov Cap-2 Maneuver 583 - - - - -
Stage 1 830 - - - - -
Stage 2 818 - - - - -
Approach EB NB SB
HCM Control Delay, s 10.5 0.1 0
HCM LOS B
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1373 - 658 - -
HCM Lane V/C Ratio 0.001 - 0.013 - -
HCM Control Delay (s) 7.6 0 10.5 - -
HCM Lane LOS A A B - -
HCM 95th %tile Q(veh) 0 - 0 - -
E+P_AM Fri Jun 19, 2020 15:32:53 Page 4-1
--------------------------------------------------------------------------------
WILLARD AND GARVEY RESIDENTIAL DEVELOPMENT TRAFFIC STUDY
EXISTING PLUS PROJECT CONDITIONS
AM PEAK HOUR
--------------------------------------------------------------------------------
Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative)
********************************************************************************
Intersection #1 Rockhold Avenue (NS) / Dorothy Avenue
********************************************************************************
Cycle (sec): 100 Critical Vol./Cap.(X): 0.342
Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 26 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: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 0 0 1! 0 0 0 0 1! 0 0 0 0 1! 0 0 0 0 1! 0 0
------------|---------------||---------------||---------------||---------------|
Volume Module:
Base Vol: 64 80 53 26 41 3 8 52 57 41 44 18
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: 64 80 53 26 41 3 8 52 57 41 44 18
Added Vol: 2 2 1 0 1 0 0 0 1 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 66 82 54 26 42 3 8 52 58 41 44 18
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: 66 82 54 26 42 3 8 52 58 41 44 18
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 66 82 54 26 42 3 8 52 58 41 44 18
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: 66 82 54 26 42 3 8 52 58 41 44 18
------------|---------------||---------------||---------------||---------------|
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
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: 0.33 0.40 0.27 0.37 0.59 0.04 0.07 0.44 0.49 0.40 0.43 0.17
Final Sat.: 523 650 428 586 946 68 108 705 786 637 683 280
------------|---------------||---------------||---------------||---------------|
Capacity Analysis Module:
Vol/Sat: 0.04 0.13 0.13 0.02 0.04 0.04 0.01 0.07 0.07 0.03 0.06 0.06
Crit Moves: **** **** **** ****
********************************************************************************
Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to RK ENGINEERING GROUP
E+P_AM Fri Jun 19, 2020 15:32:53 Page 5-1
--------------------------------------------------------------------------------
WILLARD AND GARVEY RESIDENTIAL DEVELOPMENT TRAFFIC STUDY
EXISTING PLUS PROJECT CONDITIONS
AM PEAK HOUR
--------------------------------------------------------------------------------
Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative)
********************************************************************************
Intersection #2 Willard Avenue (NS) / Garvey Avenue (EW)
********************************************************************************
Cycle (sec): 100 Critical Vol./Cap.(X): 0.518
Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 34 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: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
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: 28 15 58 9 1 65 66 784 46 55 920 68
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: 28 15 58 9 1 65 66 784 46 55 920 68
Added Vol: 0 0 0 2 0 2 1 0 0 0 0 1
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 28 15 58 11 1 67 67 784 46 55 920 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: 28 15 58 11 1 67 67 784 46 55 920 69
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 28 15 58 11 1 67 67 784 46 55 920 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: 28 15 58 11 1 67 67 784 46 55 920 69
------------|---------------||---------------||---------------||---------------|
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
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: 0.28 0.15 0.57 0.14 0.01 0.85 1.00 1.89 0.11 1.00 1.86 0.14
Final Sat.: 444 238 919 223 20 1357 1600 3023 177 1600 2977 223
------------|---------------||---------------||---------------||---------------|
Capacity Analysis Module:
Vol/Sat: 0.02 0.06 0.06 0.01 0.05 0.05 0.04 0.26 0.26 0.03 0.31 0.31
Crit Moves: **** **** **** ****
********************************************************************************
Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to RK ENGINEERING GROUP
E+P_AM Fri Jun 19, 2020 15:32:53 Page 6-1
--------------------------------------------------------------------------------
WILLARD AND GARVEY RESIDENTIAL DEVELOPMENT TRAFFIC STUDY
EXISTING PLUS PROJECT CONDITIONS
AM PEAK HOUR
--------------------------------------------------------------------------------
Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative)
********************************************************************************
Intersection #3 Willard Avenue (NS) / Project Driveway 1 (EW)
********************************************************************************
Cycle (sec): 100 Critical Vol./Cap.(X): 0.192
Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 22 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: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 0 1 0 0 0 0 0 0 1 0 0 0 1! 0 0 0 0 0 0 0
------------|---------------||---------------||---------------||---------------|
Volume Module:
Base Vol: 0 149 0 0 139 0 0 0 0 0 0 0
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: 0 149 0 0 139 0 0 0 0 0 0 0
Added Vol: 1 0 0 0 0 2 5 0 3 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 1 149 0 0 139 2 5 0 3 0 0 0
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: 1 149 0 0 139 2 5 0 3 0 0 0
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 1 149 0 0 139 2 5 0 3 0 0 0
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: 1 149 0 0 139 2 5 0 3 0 0 0
------------|---------------||---------------||---------------||---------------|
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
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: 0.01 0.99 0.00 0.00 0.99 0.01 0.62 0.00 0.38 0.00 0.00 0.00
Final Sat.: 11 1589 0 0 1577 23 1000 0 600 0 0 0
------------|---------------||---------------||---------------||---------------|
Capacity Analysis Module:
Vol/Sat: 0.00 0.09 0.00 0.00 0.09 0.09 0.00 0.00 0.01 0.00 0.00 0.00
Crit Moves: **** **** ****
********************************************************************************
Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to RK ENGINEERING GROUP
Lanes and Geometrics Willard and Garvey Residential Development TIA
1: Rockhold Avenue & Dorothy Avenue 06/19/2020
Existing Plus Project Conditions Synchro 10 Report
MIDDAY Peak Hour
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 0 0 0 0 0 0 0 0
Storage Lanes 0 0 0 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.956 0.970 0.964 0.995
Flt Protected 0.993 0.986 0.981 0.985
Satd. Flow (prot) 0 1804 0 0 1817 0 0 1797 0 0 1862 0
Flt Permitted 0.993 0.986 0.981 0.985
Satd. Flow (perm) 0 1804 0 0 1817 0 0 1797 0 0 1862 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 1494 1132 402 429
Travel Time (s) 34.0 25.7 9.1 9.8
Intersection Summary
Area Type: Other
Volume Willard and Garvey Residential Development TIA
1: Rockhold Avenue & Dorothy Avenue 06/19/2020
Existing Plus Project Conditions Synchro 10 Report
MIDDAY Peak Hour
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Traffic Volume (vph) 13 49 30 19 33 15 44 38 30 16 34 2
Future Volume (vph) 13 49 30 19 33 15 44 38 30 16 34 2
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65
Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%) 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Adj. Flow (vph) 20 75 46 29 51 23 68 58 46 25 52 3
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 141 0 0 103 0 0 172 0 0 80 0
Intersection Summary
HCM 2010 AWSC Willard and Garvey Residential Development TIA
1: Rockhold Avenue & Dorothy Avenue 06/19/2020
Existing Plus Project Conditions Synchro 10 Report
MIDDAY Peak Hour
Intersection
Intersection Delay, s/veh 8.5
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 13 49 30 19 33 15 44 38 30 16 34 2
Future Vol, veh/h 13 49 30 19 33 15 44 38 30 16 34 2
Peak Hour Factor 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65
Heavy Vehicles, % 0 0 0 0 0 0 0 0 0 0 0 0
Mvmt Flow 20 75 46 29 51 23 68 58 46 25 52 3
Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 8.4 8.3 8.7 8.3
HCM LOS A A A A
Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 39% 14% 28% 31%
Vol Thru, % 34% 53% 49% 65%
Vol Right, % 27% 33% 22% 4%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 112 92 67 52
LT Vol 44 13 19 16
Through Vol 38 49 33 34
RT Vol 30 30 15 2
Lane Flow Rate 172 142 103 80
Geometry Grp 1 1 1 1
Degree of Util (X) 0.214 0.175 0.131 0.104
Departure Headway (Hd) 4.473 4.44 4.572 4.699
Convergence, Y/N Yes Yes Yes Yes
Cap 801 808 783 762
Service Time 2.504 2.469 2.603 2.734
HCM Lane V/C Ratio 0.215 0.176 0.132 0.105
HCM Control Delay 8.7 8.4 8.3 8.3
HCM Lane LOS A A A A
HCM 95th-tile Q 0.8 0.6 0.4 0.3
Lanes and Geometrics Willard and Garvey Residential Development TIA
2: Willard Avenue & Garvey Avenue 06/19/2020
Existing Plus Project Conditions Synchro 10 Report
MIDDAY Peak Hour
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 0 100 110 100 0 0 0 0
Storage Lanes 1 0 1 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.995 0.992 0.905 0.887
Flt Protected 0.950 0.950 0.988 0.995
Satd. Flow (prot) 1805 3522 0 1770 3515 0 0 1699 0 0 1677 0
Flt Permitted 0.950 0.950 0.988 0.995
Satd. Flow (perm) 1805 3522 0 1770 3515 0 0 1699 0 0 1677 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 1391 1227 333 982
Travel Time (s) 31.6 27.9 7.6 22.3
Intersection Summary
Area Type: Other
Volume Willard and Garvey Residential Development TIA
2: Willard Avenue & Garvey Avenue 06/19/2020
Existing Plus Project Conditions Synchro 10 Report
MIDDAY Peak Hour
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Traffic Volume (vph) 39 894 32 31 755 42 12 3 35 7 4 57
Future Volume (vph) 39 894 32 31 755 42 12 3 35 7 4 57
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91
Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%) 0% 2% 2% 2% 2% 0% 0% 0% 0% 0% 0% 0%
Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Adj. Flow (vph) 43 982 35 34 830 46 13 3 38 8 4 63
Shared Lane Traffic (%)
Lane Group Flow (vph) 43 1017 0 34 876 0 0 54 0 0 75 0
Intersection Summary
HCM 2010 TWSC Willard and Garvey Residential Development TIA
2: Willard Avenue & Garvey Avenue 06/19/2020
Existing Plus Project Conditions Synchro 10 Report
MIDDAY Peak Hour
Intersection
Int Delay, s/veh 2.4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 39 894 32 31 755 42 12 3 35 7 4 57
Future Vol, veh/h 39 894 32 31 755 42 12 3 35 7 4 57
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized - - None - - None - - None - - None
Storage Length 0 - - 110 - - - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 91 91 91 91 91 91 91 91 91 91 91 91
Heavy Vehicles, % 0 2 2 2 2 0 0 0 0 0 0 0
Mvmt Flow 43 982 35 34 830 46 13 3 38 8 4 63
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 876 0 0 1017 0 0 1571 2030 509 1500 2024 438
Stage 1 - - - - - - 1086 1086 - 921 921 -
Stage 2 - - - - - - 485 944 - 579 1103 -
Critical Hdwy 4.1 - - 4.14 - - 7.5 6.5 6.9 7.5 6.5 6.9
Critical Hdwy Stg 1 - - - - - - 6.5 5.5 - 6.5 5.5 -
Critical Hdwy Stg 2 - - - - - - 6.5 5.5 - 6.5 5.5 -
Follow-up Hdwy 2.2 - - 2.22 - - 3.5 4 3.3 3.5 4 3.3
Pot Cap-1 Maneuver 779 - - 678 - - 76 58 515 86 59 572
Stage 1 - - - - - - 234 295 - 295 352 -
Stage 2 - - - - - - 537 344 - 473 290 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 779 - - 678 - - 58 52 515 70 53 572
Mov Cap-2 Maneuver - - - - - - 58 52 - 70 53 -
Stage 1 - - - - - - 221 279 - 279 334 -
Stage 2 - - - - - - 448 327 - 409 274 -
Approach EB WB NB SB
HCM Control Delay, s 0.4 0.4 42.3 25.8
HCM LOS E D
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h) 150 779 - - 678 - - 247
HCM Lane V/C Ratio 0.366 0.055 - - 0.05 - - 0.303
HCM Control Delay (s) 42.3 9.9 - - 10.6 - - 25.8
HCM Lane LOS E A - - B - - D
HCM 95th %tile Q(veh) 1.5 0.2 - - 0.2 - - 1.2
Lanes and Geometrics Willard and Garvey Residential Development TIA
3: Willard Avenue & Project Access 1 06/19/2020
Existing Plus Project Conditions Synchro 10 Report
MIDDAY Peak Hour
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Width (ft) 12 12 12 12 12 12
Grade (%) 0% 0% 0%
Storage Length (ft) 0 0 0 0
Storage Lanes 1 0 0 0
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.946 0.992
Flt Protected 0.971 0.998
Satd. Flow (prot) 1745 0 0 1896 1885 0
Flt Permitted 0.971 0.998
Satd. Flow (perm) 1745 0 0 1896 1885 0
Link Speed (mph) 30 30 30
Link Distance (ft) 228 982 512
Travel Time (s) 5.2 22.3 11.6
Intersection Summary
Area Type: Other
Volume Willard and Garvey Residential Development TIA
3: Willard Avenue & Project Access 1 06/19/2020
Existing Plus Project Conditions Synchro 10 Report
MIDDAY Peak Hour
Lane Group EBL EBR NBL NBT SBT SBR
Traffic Volume (vph) 3 2 3 80 78 5
Future Volume (vph) 3 2 3 80 78 5
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.92 0.92 0.65 0.65 0.65 0.65
Growth Factor 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%) 0% 0% 0% 0% 0% 0%
Bus Blockages (#/hr) 0 0 0 0 0 0
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0%
Adj. Flow (vph) 3 2 5 123 120 8
Shared Lane Traffic (%)
Lane Group Flow (vph) 5 0 0 128 128 0
Intersection Summary
HCM 2010 TWSC Willard and Garvey Residential Development TIA
3: Willard Avenue & Project Access 1 06/19/2020
Existing Plus Project Conditions Synchro 10 Report
MIDDAY Peak Hour
Intersection
Int Delay, s/veh 0.3
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 3 2 3 80 78 5
Future Vol, veh/h 3 2 3 80 78 5
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 65 65 65 65
Heavy Vehicles, % 0 0 0 0 0 0
Mvmt Flow 3 2 5 123 120 8
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 257 124 128 0 - 0
Stage 1 124 - - - - -
Stage 2 133 - - - - -
Critical Hdwy 6.4 6.2 4.1 - - -
Critical Hdwy Stg 1 5.4 - - - - -
Critical Hdwy Stg 2 5.4 - - - - -
Follow-up Hdwy 3.5 3.3 2.2 - - -
Pot Cap-1 Maneuver 736 932 1470 - - -
Stage 1 907 - - - - -
Stage 2 898 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 733 932 1470 - - -
Mov Cap-2 Maneuver 733 - - - - -
Stage 1 903 - - - - -
Stage 2 898 - - - - -
Approach EB NB SB
HCM Control Delay, s 9.5 0.3 0
HCM LOS A
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1470 - 801 - -
HCM Lane V/C Ratio 0.003 - 0.007 - -
HCM Control Delay (s) 7.5 0 9.5 - -
HCM Lane LOS A A A - -
HCM 95th %tile Q(veh) 0 - 0 - -
E+P_MID Fri Jun 19, 2020 15:33:12 Page 4-1
--------------------------------------------------------------------------------
WILLARD AND GARVEY RESIDENTIAL DEVELOPMENT TRAFFIC STUDY
EXISTING PLUS PROJECT CONDITIONS
MIDDAY PEAK HOUR
--------------------------------------------------------------------------------
Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative)
********************************************************************************
Intersection #1 Rockhold Avenue (NS) / Dorothy Avenue
********************************************************************************
Cycle (sec): 100 Critical Vol./Cap.(X): 0.249
Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 24 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: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 0 0 1! 0 0 0 0 1! 0 0 0 0 1! 0 0 0 0 1! 0 0
------------|---------------||---------------||---------------||---------------|
Volume Module:
Base Vol: 43 36 29 16 32 2 13 49 28 18 33 15
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: 43 36 29 16 32 2 13 49 28 18 33 15
Added Vol: 1 2 1 0 2 0 0 0 2 1 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 44 38 30 16 34 2 13 49 30 19 33 15
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 38 30 16 34 2 13 49 30 19 33 15
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 44 38 30 16 34 2 13 49 30 19 33 15
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 38 30 16 34 2 13 49 30 19 33 15
------------|---------------||---------------||---------------||---------------|
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
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: 0.39 0.34 0.27 0.31 0.65 0.04 0.14 0.53 0.33 0.28 0.50 0.22
Final Sat.: 629 543 429 492 1046 62 226 852 522 454 788 358
------------|---------------||---------------||---------------||---------------|
Capacity Analysis Module:
Vol/Sat: 0.03 0.07 0.07 0.01 0.03 0.03 0.01 0.06 0.06 0.01 0.04 0.04
Crit Moves: **** **** **** ****
********************************************************************************
Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to RK ENGINEERING GROUP
E+P_MID Fri Jun 19, 2020 15:33:12 Page 5-1
--------------------------------------------------------------------------------
WILLARD AND GARVEY RESIDENTIAL DEVELOPMENT TRAFFIC STUDY
EXISTING PLUS PROJECT CONDITIONS
MIDDAY PEAK HOUR
--------------------------------------------------------------------------------
Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative)
********************************************************************************
Intersection #2 Willard Avenue (NS) / Garvey Avenue (EW)
********************************************************************************
Cycle (sec): 100 Critical Vol./Cap.(X): 0.459
Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 31 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: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
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: 12 3 35 6 4 56 37 894 32 31 755 40
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: 12 3 35 6 4 56 37 894 32 31 755 40
Added Vol: 0 0 0 1 0 1 2 0 0 0 0 2
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 12 3 35 7 4 57 39 894 32 31 755 42
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: 12 3 35 7 4 57 39 894 32 31 755 42
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 12 3 35 7 4 57 39 894 32 31 755 42
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: 12 3 35 7 4 57 39 894 32 31 755 42
------------|---------------||---------------||---------------||---------------|
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
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 0.06 0.70 0.10 0.06 0.84 1.00 1.93 0.07 1.00 1.89 0.11
Final Sat.: 384 96 1120 165 94 1341 1600 3089 111 1600 3031 169
------------|---------------||---------------||---------------||---------------|
Capacity Analysis Module:
Vol/Sat: 0.01 0.03 0.03 0.00 0.04 0.04 0.02 0.29 0.29 0.02 0.25 0.25
Crit Moves: **** **** **** ****
********************************************************************************
Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to RK ENGINEERING GROUP
E+P_MID Fri Jun 19, 2020 15:33:12 Page 6-1
--------------------------------------------------------------------------------
WILLARD AND GARVEY RESIDENTIAL DEVELOPMENT TRAFFIC STUDY
EXISTING PLUS PROJECT CONDITIONS
MIDDAY PEAK HOUR
--------------------------------------------------------------------------------
Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative)
********************************************************************************
Intersection #3 Willard Avenue (NS) / Project Driveway 1 (EW)
********************************************************************************
Cycle (sec): 100 Critical Vol./Cap.(X): 0.156
Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 21 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: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 0 1 0 0 0 0 0 0 1 0 0 0 1! 0 0 0 0 0 0 0
------------|---------------||---------------||---------------||---------------|
Volume Module:
Base Vol: 0 80 0 0 78 0 0 0 0 0 0 0
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: 0 80 0 0 78 0 0 0 0 0 0 0
Added Vol: 3 0 0 0 0 5 3 0 2 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 3 80 0 0 78 5 3 0 2 0 0 0
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: 3 80 0 0 78 5 3 0 2 0 0 0
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 3 80 0 0 78 5 3 0 2 0 0 0
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: 3 80 0 0 78 5 3 0 2 0 0 0
------------|---------------||---------------||---------------||---------------|
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
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: 0.04 0.96 0.00 0.00 0.94 0.06 0.60 0.00 0.40 0.00 0.00 0.00
Final Sat.: 58 1542 0 0 1504 96 960 0 640 0 0 0
------------|---------------||---------------||---------------||---------------|
Capacity Analysis Module:
Vol/Sat: 0.00 0.05 0.00 0.00 0.05 0.05 0.00 0.00 0.00 0.00 0.00 0.00
Crit Moves: **** **** ****
********************************************************************************
Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to RK ENGINEERING GROUP
Lanes and Geometrics Willard and Garvey Residential Development TIA
1: Rockhold Avenue & Dorothy Avenue 06/19/2020
Existing Plus Project Conditions Synchro 10 Report
PM Peak Hour
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 0 0 0 0 0 0 0 0
Storage Lanes 0 0 0 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.966 0.964 0.980 0.987
Flt Protected 0.994 0.988 0.984 0.973
Satd. Flow (prot) 0 1824 0 0 1810 0 0 1832 0 0 1825 0
Flt Permitted 0.994 0.988 0.984 0.973
Satd. Flow (perm) 0 1824 0 0 1810 0 0 1832 0 0 1825 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 1494 1132 402 429
Travel Time (s) 34.0 25.7 9.1 9.8
Intersection Summary
Area Type: Other
Volume Willard and Garvey Residential Development TIA
1: Rockhold Avenue & Dorothy Avenue 06/19/2020
Existing Plus Project Conditions Synchro 10 Report
PM Peak Hour
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Traffic Volume (vph) 16 76 31 24 46 26 32 52 14 24 15 4
Future Volume (vph) 16 76 31 24 46 26 32 52 14 24 15 4
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
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
Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%) 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Adj. Flow (vph) 19 90 37 29 55 31 38 62 17 29 18 5
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 146 0 0 115 0 0 117 0 0 52 0
Intersection Summary
HCM 2010 AWSC Willard and Garvey Residential Development TIA
1: Rockhold Avenue & Dorothy Avenue 06/19/2020
Existing Plus Project Conditions Synchro 10 Report
PM Peak Hour
Intersection
Intersection Delay, s/veh 8.2
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 16 76 31 24 46 26 32 52 14 24 15 4
Future Vol, veh/h 16 76 31 24 46 26 32 52 14 24 15 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, % 0 0 0 0 0 0 0 0 0 0 0 0
Mvmt Flow 19 90 37 29 55 31 38 62 17 29 18 5
Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 8.2 8.1 8.3 8
HCM LOS A A A A
Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 33% 13% 25% 56%
Vol Thru, % 53% 62% 48% 35%
Vol Right, % 14% 25% 27% 9%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 98 123 96 43
LT Vol 32 16 24 24
Through Vol 52 76 46 15
RT Vol 14 31 26 4
Lane Flow Rate 117 146 114 51
Geometry Grp 1 1 1 1
Degree of Util (X) 0.146 0.175 0.138 0.066
Departure Headway (Hd) 4.519 4.295 4.342 4.673
Convergence, Y/N Yes Yes Yes Yes
Cap 794 838 827 767
Service Time 2.542 2.312 2.359 2.698
HCM Lane V/C Ratio 0.147 0.174 0.138 0.066
HCM Control Delay 8.3 8.2 8.1 8
HCM Lane LOS A A A A
HCM 95th-tile Q 0.5 0.6 0.5 0.2
Lanes and Geometrics Willard and Garvey Residential Development TIA
2: Willard Avenue & Garvey Avenue 06/19/2020
Existing Plus Project Conditions Synchro 10 Report
PM Peak Hour
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 0 100 110 100 0 0 0 0
Storage Lanes 1 0 1 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.996 0.994 0.919 0.888
Flt Protected 0.950 0.950 0.984 0.993
Satd. Flow (prot) 1805 3525 0 1770 3521 0 0 1718 0 0 1675 0
Flt Permitted 0.950 0.950 0.984 0.993
Satd. Flow (perm) 1805 3525 0 1770 3521 0 0 1718 0 0 1675 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 1391 1227 333 982
Travel Time (s) 31.6 27.9 7.6 22.3
Intersection Summary
Area Type: Other
Volume Willard and Garvey Residential Development TIA
2: Willard Avenue & Garvey Avenue 06/19/2020
Existing Plus Project Conditions Synchro 10 Report
PM Peak Hour
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Traffic Volume (vph) 53 1022 30 24 934 37 8 2 14 7 1 37
Future Volume (vph) 53 1022 30 24 934 37 8 2 14 7 1 37
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
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
Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%) 0% 2% 2% 2% 2% 0% 0% 0% 0% 0% 0% 0%
Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Adj. Flow (vph) 55 1065 31 25 973 39 8 2 15 7 1 39
Shared Lane Traffic (%)
Lane Group Flow (vph) 55 1096 0 25 1012 0 0 25 0 0 47 0
Intersection Summary
HCM 2010 TWSC Willard and Garvey Residential Development TIA
2: Willard Avenue & Garvey Avenue 06/19/2020
Existing Plus Project Conditions Synchro 10 Report
PM Peak Hour
Intersection
Int Delay, s/veh 1.6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 53 1022 30 24 934 37 8 2 14 7 1 37
Future Vol, veh/h 53 1022 30 24 934 37 8 2 14 7 1 37
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized - - None - - None - - None - - None
Storage Length 0 - - 110 - - - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 96 96 96 96 96 96 96 96 96 96 96 96
Heavy Vehicles, % 0 2 2 2 2 0 0 0 0 0 0 0
Mvmt Flow 55 1065 31 25 973 39 8 2 15 7 1 39
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 1012 0 0 1096 0 0 1728 2253 548 1687 2249 506
Stage 1 - - - - - - 1191 1191 - 1043 1043 -
Stage 2 - - - - - - 537 1062 - 644 1206 -
Critical Hdwy 4.1 - - 4.14 - - 7.5 6.5 6.9 7.5 6.5 6.9
Critical Hdwy Stg 1 - - - - - - 6.5 5.5 - 6.5 5.5 -
Critical Hdwy Stg 2 - - - - - - 6.5 5.5 - 6.5 5.5 -
Follow-up Hdwy 2.2 - - 2.22 - - 3.5 4 3.3 3.5 4 3.3
Pot Cap-1 Maneuver 693 - - 633 - - 58 42 485 62 42 517
Stage 1 - - - - - - 202 263 - 249 309 -
Stage 2 - - - - - - 501 303 - 433 259 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 693 - - 633 - - 48 37 485 53 37 517
Mov Cap-2 Maneuver - - - - - - 48 37 - 53 37 -
Stage 1 - - - - - - 186 242 - 229 297 -
Stage 2 - - - - - - 444 291 - 383 239 -
Approach EB WB NB SB
HCM Control Delay, s 0.5 0.3 55.2 29.2
HCM LOS F D
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h) 96 693 - - 633 - - 195
HCM Lane V/C Ratio 0.26 0.08 - - 0.039 - - 0.24
HCM Control Delay (s) 55.2 10.6 - - 10.9 - - 29.2
HCM Lane LOS F B - - B - - D
HCM 95th %tile Q(veh) 1 0.3 - - 0.1 - - 0.9
Lanes and Geometrics Willard and Garvey Residential Development TIA
3: Willard Avenue & Project Access 1 06/19/2020
Existing Plus Project Conditions Synchro 10 Report
PM Peak Hour
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Width (ft) 12 12 12 12 12 12
Grade (%) 0% 0% 0%
Storage Length (ft) 0 0 0 0
Storage Lanes 1 0 0 0
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.946 0.990
Flt Protected 0.971 0.998
Satd. Flow (prot) 1745 0 0 1896 1881 0
Flt Permitted 0.971 0.998
Satd. Flow (perm) 1745 0 0 1896 1881 0
Link Speed (mph) 30 30 30
Link Distance (ft) 228 982 512
Travel Time (s) 5.2 22.3 11.6
Intersection Summary
Area Type: Other
Volume Willard and Garvey Residential Development TIA
3: Willard Avenue & Project Access 1 06/19/2020
Existing Plus Project Conditions Synchro 10 Report
PM Peak Hour
Lane Group EBL EBR NBL NBT SBT SBR
Traffic Volume (vph) 3 2 3 88 65 5
Future Volume (vph) 3 2 3 88 65 5
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.92 0.92 0.84 0.84 0.84 0.84
Growth Factor 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%) 0% 0% 0% 0% 0% 0%
Bus Blockages (#/hr) 0 0 0 0 0 0
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0%
Adj. Flow (vph) 3 2 4 105 77 6
Shared Lane Traffic (%)
Lane Group Flow (vph) 5 0 0 109 83 0
Intersection Summary
HCM 2010 TWSC Willard and Garvey Residential Development TIA
3: Willard Avenue & Project Access 1 06/19/2020
Existing Plus Project Conditions Synchro 10 Report
PM Peak Hour
Intersection
Int Delay, s/veh 0.4
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 3 2 3 88 65 5
Future Vol, veh/h 3 2 3 88 65 5
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 84 84 84 84
Heavy Vehicles, % 0 0 0 0 0 0
Mvmt Flow 3 2 4 105 77 6
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 193 80 83 0 - 0
Stage 1 80 - - - - -
Stage 2 113 - - - - -
Critical Hdwy 6.4 6.2 4.1 - - -
Critical Hdwy Stg 1 5.4 - - - - -
Critical Hdwy Stg 2 5.4 - - - - -
Follow-up Hdwy 3.5 3.3 2.2 - - -
Pot Cap-1 Maneuver 800 986 1527 - - -
Stage 1 948 - - - - -
Stage 2 917 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 798 986 1527 - - -
Mov Cap-2 Maneuver 798 - - - - -
Stage 1 945 - - - - -
Stage 2 917 - - - - -
Approach EB NB SB
HCM Control Delay, s 9.2 0.2 0
HCM LOS A
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1527 - 864 - -
HCM Lane V/C Ratio 0.002 - 0.006 - -
HCM Control Delay (s) 7.4 0 9.2 - -
HCM Lane LOS A A A - -
HCM 95th %tile Q(veh) 0 - 0 - -
E+P_PM Fri Jun 19, 2020 15:33:32 Page 4-1
--------------------------------------------------------------------------------
WILLARD AND GARVEY RESIDENTIAL DEVELOPMENT TRAFFIC STUDY
EXISTING PLUS PROJECT CONDITIONS
PM PEAK HOUR
--------------------------------------------------------------------------------
Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative)
********************************************************************************
Intersection #1 Rockhold Avenue (NS) / Dorothy Avenue
********************************************************************************
Cycle (sec): 100 Critical Vol./Cap.(X): 0.268
Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 24 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: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 0 0 1! 0 0 0 0 1! 0 0 0 0 1! 0 0 0 0 1! 0 0
------------|---------------||---------------||---------------||---------------|
Volume Module:
Base Vol: 31 50 13 24 13 4 16 76 29 23 46 26
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 50 13 24 13 4 16 76 29 23 46 26
Added Vol: 1 2 1 0 2 0 0 0 2 1 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 32 52 14 24 15 4 16 76 31 24 46 26
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 52 14 24 15 4 16 76 31 24 46 26
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 32 52 14 24 15 4 16 76 31 24 46 26
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 52 14 24 15 4 16 76 31 24 46 26
------------|---------------||---------------||---------------||---------------|
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
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: 0.33 0.53 0.14 0.56 0.35 0.09 0.13 0.62 0.25 0.25 0.48 0.27
Final Sat.: 522 849 229 893 558 149 208 989 403 400 767 433
------------|---------------||---------------||---------------||---------------|
Capacity Analysis Module:
Vol/Sat: 0.02 0.06 0.06 0.02 0.03 0.03 0.01 0.08 0.08 0.02 0.06 0.06
Crit Moves: **** **** **** ****
********************************************************************************
Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to RK ENGINEERING GROUP
E+P_PM Fri Jun 19, 2020 15:33:32 Page 5-1
--------------------------------------------------------------------------------
WILLARD AND GARVEY RESIDENTIAL DEVELOPMENT TRAFFIC STUDY
EXISTING PLUS PROJECT CONDITIONS
PM PEAK HOUR
--------------------------------------------------------------------------------
Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative)
********************************************************************************
Intersection #2 Willard Avenue (NS) / Garvey Avenue (EW)
********************************************************************************
Cycle (sec): 100 Critical Vol./Cap.(X): 0.477
Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 32 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: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
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: 8 2 14 6 1 36 51 1022 30 24 934 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: 8 2 14 6 1 36 51 1022 30 24 934 35
Added Vol: 0 0 0 1 0 1 2 0 0 0 0 2
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 8 2 14 7 1 37 53 1022 30 24 934 37
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: 8 2 14 7 1 37 53 1022 30 24 934 37
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 8 2 14 7 1 37 53 1022 30 24 934 37
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: 8 2 14 7 1 37 53 1022 30 24 934 37
------------|---------------||---------------||---------------||---------------|
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
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: 0.33 0.08 0.59 0.16 0.02 0.82 1.00 1.94 0.06 1.00 1.92 0.08
Final Sat.: 533 133 933 249 36 1316 1600 3109 91 1600 3078 122
------------|---------------||---------------||---------------||---------------|
Capacity Analysis Module:
Vol/Sat: 0.01 0.02 0.02 0.00 0.03 0.03 0.03 0.33 0.33 0.02 0.30 0.30
Crit Moves: **** **** **** ****
********************************************************************************
Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to RK ENGINEERING GROUP
E+P_PM Fri Jun 19, 2020 15:33:32 Page 6-1
--------------------------------------------------------------------------------
WILLARD AND GARVEY RESIDENTIAL DEVELOPMENT TRAFFIC STUDY
EXISTING PLUS PROJECT CONDITIONS
PM PEAK HOUR
--------------------------------------------------------------------------------
Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative)
********************************************************************************
Intersection #3 Willard Avenue (NS) / Project Driveway 1 (EW)
********************************************************************************
Cycle (sec): 100 Critical Vol./Cap.(X): 0.159
Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 21 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: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 0 1 0 0 0 0 0 0 1 0 0 0 1! 0 0 0 0 0 0 0
------------|---------------||---------------||---------------||---------------|
Volume Module:
Base Vol: 0 88 0 0 65 0 0 0 0 0 0 0
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: 0 88 0 0 65 0 0 0 0 0 0 0
Added Vol: 3 0 0 0 0 5 3 0 2 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 3 88 0 0 65 5 3 0 2 0 0 0
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: 3 88 0 0 65 5 3 0 2 0 0 0
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 3 88 0 0 65 5 3 0 2 0 0 0
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: 3 88 0 0 65 5 3 0 2 0 0 0
------------|---------------||---------------||---------------||---------------|
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
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: 0.03 0.97 0.00 0.00 0.93 0.07 0.60 0.00 0.40 0.00 0.00 0.00
Final Sat.: 53 1547 0 0 1486 114 960 0 640 0 0 0
------------|---------------||---------------||---------------||---------------|
Capacity Analysis Module:
Vol/Sat: 0.00 0.06 0.00 0.00 0.04 0.04 0.00 0.00 0.00 0.00 0.00 0.00
Crit Moves: **** **** ****
********************************************************************************
Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to RK ENGINEERING GROUP
Appendix E
Opening Year With Ambient Growth Without Project Conditions
Intersection Analysis Worksheets
Lanes and Geometrics Willard and Garvey Residential Development TIA
1: Rockhold Avenue & Dorothy Avenue 06/19/2020
Opening Year (2022) With Ambient Growth Without Project Conditions Synchro 10 Report
AM Peak Hour
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 0 0 0 0 0 0 0 0
Storage Lanes 0 0 0 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.934 0.977 0.964 0.995
Flt Protected 0.997 0.980 0.984 0.982
Satd. Flow (prot) 0 1769 0 0 1819 0 0 1802 0 0 1856 0
Flt Permitted 0.997 0.980 0.984 0.982
Satd. Flow (perm) 0 1769 0 0 1819 0 0 1802 0 0 1856 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 1494 1132 402 429
Travel Time (s) 34.0 25.7 9.1 9.8
Intersection Summary
Area Type: Other
Volume Willard and Garvey Residential Development TIA
1: Rockhold Avenue & Dorothy Avenue 06/19/2020
Opening Year (2022) With Ambient Growth Without Project Conditions Synchro 10 Report
AM Peak Hour
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Traffic Volume (vph) 8 53 58 42 45 18 65 82 54 27 42 3
Future Volume (vph) 8 53 58 42 45 18 65 82 54 27 42 3
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67
Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%) 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Adj. Flow (vph) 12 79 87 63 67 27 97 122 81 40 63 4
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 178 0 0 157 0 0 300 0 0 107 0
Intersection Summary
HCM 2010 AWSC Willard and Garvey Residential Development TIA
1: Rockhold Avenue & Dorothy Avenue 06/19/2020
Opening Year (2022) With Ambient Growth Without Project Conditions Synchro 10 Report
AM Peak Hour
Intersection
Intersection Delay, s/veh 10.1
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 8 53 58 42 45 18 65 82 54 27 42 3
Future Vol, veh/h 8 53 58 42 45 18 65 82 54 27 42 3
Peak Hour Factor 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67
Heavy Vehicles, % 0 0 0 0 0 0 0 0 0 0 0 0
Mvmt Flow 12 79 87 63 67 27 97 122 81 40 63 4
Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 9.4 9.7 11 9.2
HCM LOS A A B A
Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 32% 7% 40% 38%
Vol Thru, % 41% 45% 43% 58%
Vol Right, % 27% 49% 17% 4%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 201 119 105 72
LT Vol 65 8 42 27
Through Vol 82 53 45 42
RT Vol 54 58 18 3
Lane Flow Rate 300 178 157 107
Geometry Grp 1 1 1 1
Degree of Util (X) 0.397 0.238 0.222 0.154
Departure Headway (Hd) 4.758 4.819 5.093 5.149
Convergence, Y/N Yes Yes Yes Yes
Cap 750 737 697 688
Service Time 2.835 2.907 3.184 3.246
HCM Lane V/C Ratio 0.4 0.242 0.225 0.156
HCM Control Delay 11 9.4 9.7 9.2
HCM Lane LOS B A A A
HCM 95th-tile Q 1.9 0.9 0.8 0.5
Lanes and Geometrics Willard and Garvey Residential Development TIA
2: Willard Avenue & Garvey Avenue 06/19/2020
Opening Year (2022) With Ambient Growth Without Project Conditions Synchro 10 Report
AM Peak Hour
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 0 100 110 100 0 0 0 0
Storage Lanes 1 0 1 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.992 0.990 0.922 0.882
Flt Protected 0.950 0.950 0.986 0.994
Satd. Flow (prot) 1805 3511 0 1770 3509 0 0 1727 0 0 1666 0
Flt Permitted 0.950 0.950 0.986 0.994
Satd. Flow (perm) 1805 3511 0 1770 3509 0 0 1727 0 0 1666 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 1391 1227 333 982
Travel Time (s) 31.6 27.9 7.6 22.3
Intersection Summary
Area Type: Other
Volume Willard and Garvey Residential Development TIA
2: Willard Avenue & Garvey Avenue 06/19/2020
Opening Year (2022) With Ambient Growth Without Project Conditions Synchro 10 Report
AM Peak Hour
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Traffic Volume (vph) 67 800 47 56 938 69 29 15 59 9 1 66
Future Volume (vph) 67 800 47 56 938 69 29 15 59 9 1 66
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87
Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%) 0% 2% 2% 2% 2% 0% 0% 0% 0% 0% 0% 0%
Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Adj. Flow (vph) 77 920 54 64 1078 79 33 17 68 10 1 76
Shared Lane Traffic (%)
Lane Group Flow (vph) 77 974 0 64 1157 0 0 118 0 0 87 0
Intersection Summary
HCM 2010 TWSC Willard and Garvey Residential Development TIA
2: Willard Avenue & Garvey Avenue 06/19/2020
Opening Year (2022) With Ambient Growth Without Project Conditions Synchro 10 Report
AM Peak Hour
Intersection
Int Delay, s/veh 25.8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 67 800 47 56 938 69 29 15 59 9 1 66
Future Vol, veh/h 67 800 47 56 938 69 29 15 59 9 1 66
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized - - None - - None - - None - - None
Storage Length 0 - - 110 - - - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 87 87 87 87 87 87 87 87 87 87 87 87
Heavy Vehicles, % 0 2 2 2 2 0 0 0 0 0 0 0
Mvmt Flow 77 920 54 64 1078 79 33 17 68 10 1 76
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 1157 0 0 974 0 0 1769 2386 487 1869 2374 579
Stage 1 - - - - - - 1101 1101 - 1246 1246 -
Stage 2 - - - - - - 668 1285 - 623 1128 -
Critical Hdwy 4.1 - - 4.14 - - 7.5 6.5 6.9 7.5 6.5 6.9
Critical Hdwy Stg 1 - - - - - - 6.5 5.5 - 6.5 5.5 -
Critical Hdwy Stg 2 - - - - - - 6.5 5.5 - 6.5 5.5 -
Follow-up Hdwy 2.2 - - 2.22 - - 3.5 4 3.3 3.5 4 3.3
Pot Cap-1 Maneuver 611 - - 704 - - 54 35 532 45 35 463
Stage 1 - - - - - - 230 290 - 187 248 -
Stage 2 - - - - - - 419 237 - 445 282 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 611 - - 704 - - 37 28 532 17 28 463
Mov Cap-2 Maneuver - - - - - - 37 28 - 17 28 -
Stage 1 - - - - - - 201 253 - 163 225 -
Stage 2 - - - - - - 317 215 - 316 246 -
Approach EB WB NB SB
HCM Control Delay, s 0.9 0.6 $ 440.8 115.9
HCM LOS F F
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h) 72 611 - - 704 - - 107
HCM Lane V/C Ratio 1.644 0.126 - - 0.091 - - 0.816
HCM Control Delay (s) $ 440.8 11.7 - - 10.6 - - 115.9
HCM Lane LOS F B - - B - - F
HCM 95th %tile Q(veh) 10.2 0.4 - - 0.3 - - 4.6
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
Lanes and Geometrics Willard and Garvey Residential Development TIA
3: Willard Avenue & Project Access 1 06/19/2020
Opening Year (2022) With Ambient Growth Without Project Conditions Synchro 10 Report
AM Peak Hour
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Width (ft) 12 12 12 12 12 12
Grade (%) 0% 0% 0%
Storage Length (ft) 0 0 0 0
Storage Lanes 1 0 0 0
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt
Flt Protected
Satd. Flow (prot) 1900 0 0 1900 1900 0
Flt Permitted
Satd. Flow (perm) 1900 0 0 1900 1900 0
Link Speed (mph) 30 30 30
Link Distance (ft) 228 982 512
Travel Time (s) 5.2 22.3 11.6
Intersection Summary
Area Type: Other
Volume Willard and Garvey Residential Development TIA
3: Willard Avenue & Project Access 1 06/19/2020
Opening Year (2022) With Ambient Growth Without Project Conditions Synchro 10 Report
AM Peak Hour
Lane Group EBL EBR NBL NBT SBT SBR
Traffic Volume (vph) 0 0 0 152 142 0
Future Volume (vph) 0 0 0 152 142 0
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.92 0.92 0.67 0.67 0.67 0.67
Growth Factor 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%) 0% 0% 0% 0% 0% 0%
Bus Blockages (#/hr) 0 0 0 0 0 0
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0%
Adj. Flow (vph) 0 0 0 227 212 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 0 227 212 0
Intersection Summary
HCM 2010 TWSC Willard and Garvey Residential Development TIA
3: Willard Avenue & Project Access 1 06/19/2020
Opening Year (2022) With Ambient Growth Without Project Conditions Synchro 10 Report
AM Peak Hour
Intersection
Int Delay, s/veh 0
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 0 0 152 142 0
Future Vol, veh/h 0 0 0 152 142 0
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 67 67 67 67
Heavy Vehicles, % 0 0 0 0 0 0
Mvmt Flow 0 0 0 227 212 0
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 439 212 212 0 - 0
Stage 1 212 - - - - -
Stage 2 227 - - - - -
Critical Hdwy 6.4 6.2 4.1 - - -
Critical Hdwy Stg 1 5.4 - - - - -
Critical Hdwy Stg 2 5.4 - - - - -
Follow-up Hdwy 3.5 3.3 2.2 - - -
Pot Cap-1 Maneuver 579 833 1370 - - -
Stage 1 828 - - - - -
Stage 2 815 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 579 833 1370 - - -
Mov Cap-2 Maneuver 579 - - - - -
Stage 1 828 - - - - -
Stage 2 815 - - - - -
Approach EB NB SB
HCM Control Delay, s 0 0 0
HCM LOS A
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1370 - - - -
HCM Lane V/C Ratio - - - - -
HCM Control Delay (s) 0 - 0 - -
HCM Lane LOS A - A - -
HCM 95th %tile Q(veh) 0 - - - -
OY_AM Fri Jun 19, 2020 15:34:22 Page 3-1
--------------------------------------------------------------------------------
WILLARD AND GARVEY RESIDENTIAL DEVELOPMENT TRAFFIC STUDY
OPENING YEAR (2022) WITH AMBIENT GROWTH WITHOUT PROJECT CONDITIONS
AM PEAK HOUR
--------------------------------------------------------------------------------
Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative)
********************************************************************************
Intersection #1 Rockhold Avenue (NS) / Dorothy Avenue
********************************************************************************
Cycle (sec): 100 Critical Vol./Cap.(X): 0.343
Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 26 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: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 0 0 1! 0 0 0 0 1! 0 0 0 0 1! 0 0 0 0 1! 0 0
------------|---------------||---------------||---------------||---------------|
Volume Module:
Base Vol: 64 80 53 26 41 3 8 52 57 41 44 18
Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02
Initial Bse: 65 82 54 27 42 3 8 53 58 42 45 18
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: 65 82 54 27 42 3 8 53 58 42 45 18
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: 65 82 54 27 42 3 8 53 58 42 45 18
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 65 82 54 27 42 3 8 53 58 42 45 18
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: 65 82 54 27 42 3 8 53 58 42 45 18
------------|---------------||---------------||---------------||---------------|
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
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: 0.32 0.41 0.27 0.37 0.59 0.04 0.07 0.44 0.49 0.40 0.43 0.17
Final Sat.: 520 650 430 594 937 69 109 711 779 637 683 280
------------|---------------||---------------||---------------||---------------|
Capacity Analysis Module:
Vol/Sat: 0.04 0.13 0.13 0.02 0.04 0.04 0.01 0.07 0.07 0.03 0.07 0.07
Crit Moves: **** **** **** ****
********************************************************************************
Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to RK ENGINEERING GROUP
OY_AM Fri Jun 19, 2020 15:34:22 Page 4-1
--------------------------------------------------------------------------------
WILLARD AND GARVEY RESIDENTIAL DEVELOPMENT TRAFFIC STUDY
OPENING YEAR (2022) WITH AMBIENT GROWTH WITHOUT PROJECT CONDITIONS
AM PEAK HOUR
--------------------------------------------------------------------------------
Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative)
********************************************************************************
Intersection #2 Willard Avenue (NS) / Garvey Avenue (EW)
********************************************************************************
Cycle (sec): 100 Critical Vol./Cap.(X): 0.523
Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 35 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: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
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: 28 15 58 9 1 65 66 784 46 55 920 68
Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02
Initial Bse: 29 15 59 9 1 66 67 800 47 56 938 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: 29 15 59 9 1 66 67 800 47 56 938 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: 29 15 59 9 1 66 67 800 47 56 938 69
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 29 15 59 9 1 66 67 800 47 56 938 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: 29 15 59 9 1 66 67 800 47 56 938 69
------------|---------------||---------------||---------------||---------------|
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
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: 0.28 0.15 0.57 0.12 0.01 0.87 1.00 1.89 0.11 1.00 1.86 0.14
Final Sat.: 444 238 919 192 21 1387 1600 3023 177 1600 2980 220
------------|---------------||---------------||---------------||---------------|
Capacity Analysis Module:
Vol/Sat: 0.02 0.06 0.06 0.01 0.05 0.05 0.04 0.26 0.26 0.04 0.31 0.31
Crit Moves: **** **** **** ****
********************************************************************************
Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to RK ENGINEERING GROUP
OY_AM Fri Jun 19, 2020 15:34:22 Page 5-1
--------------------------------------------------------------------------------
WILLARD AND GARVEY RESIDENTIAL DEVELOPMENT TRAFFIC STUDY
OPENING YEAR (2022) WITH AMBIENT GROWTH WITHOUT PROJECT CONDITIONS
AM PEAK HOUR
--------------------------------------------------------------------------------
Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative)
********************************************************************************
Intersection #3 Willard Avenue (NS) / Project Driveway 1 (EW)
********************************************************************************
Cycle (sec): 100 Critical Vol./Cap.(X): 0.189
Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 22 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: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 0 0 1 0 0 0 0 1 0 0 0 0 1! 0 0 0 0 0 0 0
------------|---------------||---------------||---------------||---------------|
Volume Module:
Base Vol: 0 149 0 0 139 0 0 0 0 0 0 0
Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02
Initial Bse: 0 152 0 0 142 0 0 0 0 0 0 0
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: 0 152 0 0 142 0 0 0 0 0 0 0
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: 0 152 0 0 142 0 0 0 0 0 0 0
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 0 152 0 0 142 0 0 0 0 0 0 0
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: 0 152 0 0 142 0 0 0 0 0 0 0
------------|---------------||---------------||---------------||---------------|
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
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: 0.00 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00
Final Sat.: 0 1600 0 0 1600 0 0 1600 0 0 0 0
------------|---------------||---------------||---------------||---------------|
Capacity Analysis Module:
Vol/Sat: 0.00 0.09 0.00 0.00 0.09 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Crit Moves: **** ****
********************************************************************************
Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to RK ENGINEERING GROUP
Lanes and Geometrics Willard and Garvey Residential Development TIA
1: Rockhold Avenue & Dorothy Avenue 06/19/2020
Opening Year (2022) With Ambient Growth Without Project Conditions Synchro 10 Report
MIDDAY Peak Hour
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 0 0 0 0 0 0 0 0
Storage Lanes 0 0 0 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.957 0.970 0.964 0.995
Flt Protected 0.993 0.987 0.981 0.984
Satd. Flow (prot) 0 1806 0 0 1819 0 0 1797 0 0 1860 0
Flt Permitted 0.993 0.987 0.981 0.984
Satd. Flow (perm) 0 1806 0 0 1819 0 0 1797 0 0 1860 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 1494 1132 402 429
Travel Time (s) 34.0 25.7 9.1 9.8
Intersection Summary
Area Type: Other
Volume Willard and Garvey Residential Development TIA
1: Rockhold Avenue & Dorothy Avenue 06/19/2020
Opening Year (2022) With Ambient Growth Without Project Conditions Synchro 10 Report
MIDDAY Peak Hour
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Traffic Volume (vph) 13 50 29 18 34 15 44 37 30 16 33 2
Future Volume (vph) 13 50 29 18 34 15 44 37 30 16 33 2
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65
Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%) 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Adj. Flow (vph) 20 77 45 28 52 23 68 57 46 25 51 3
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 142 0 0 103 0 0 171 0 0 79 0
Intersection Summary
HCM 2010 AWSC Willard and Garvey Residential Development TIA
1: Rockhold Avenue & Dorothy Avenue 06/19/2020
Opening Year (2022) With Ambient Growth Without Project Conditions Synchro 10 Report
MIDDAY Peak Hour
Intersection
Intersection Delay, s/veh 8.5
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 13 50 29 18 34 15 44 37 30 16 33 2
Future Vol, veh/h 13 50 29 18 34 15 44 37 30 16 33 2
Peak Hour Factor 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65
Heavy Vehicles, % 0 0 0 0 0 0 0 0 0 0 0 0
Mvmt Flow 20 77 45 28 52 23 68 57 46 25 51 3
Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 8.4 8.3 8.7 8.3
HCM LOS A A A A
Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 40% 14% 27% 31%
Vol Thru, % 33% 54% 51% 65%
Vol Right, % 27% 32% 22% 4%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 111 92 67 51
LT Vol 44 13 18 16
Through Vol 37 50 34 33
RT Vol 30 29 15 2
Lane Flow Rate 171 142 103 78
Geometry Grp 1 1 1 1
Degree of Util (X) 0.212 0.175 0.131 0.102
Departure Headway (Hd) 4.471 4.439 4.561 4.697
Convergence, Y/N Yes Yes Yes Yes
Cap 803 808 785 762
Service Time 2.501 2.468 2.593 2.733
HCM Lane V/C Ratio 0.213 0.176 0.131 0.102
HCM Control Delay 8.7 8.4 8.3 8.3
HCM Lane LOS A A A A
HCM 95th-tile Q 0.8 0.6 0.4 0.3
Lanes and Geometrics Willard and Garvey Residential Development TIA
2: Willard Avenue & Garvey Avenue 06/19/2020
Opening Year (2022) With Ambient Growth Without Project Conditions Synchro 10 Report
MIDDAY Peak Hour
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 0 100 110 100 0 0 0 0
Storage Lanes 1 0 1 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.995 0.992 0.904 0.885
Flt Protected 0.950 0.950 0.989 0.995
Satd. Flow (prot) 1805 3522 0 1770 3514 0 0 1699 0 0 1673 0
Flt Permitted 0.950 0.950 0.989 0.995
Satd. Flow (perm) 1805 3522 0 1770 3514 0 0 1699 0 0 1673 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 1391 1227 333 982
Travel Time (s) 31.6 27.9 7.6 22.3
Intersection Summary
Area Type: Other
Volume Willard and Garvey Residential Development TIA
2: Willard Avenue & Garvey Avenue 06/19/2020
Opening Year (2022) With Ambient Growth Without Project Conditions Synchro 10 Report
MIDDAY Peak Hour
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Traffic Volume (vph) 38 912 33 32 770 41 12 3 36 6 4 57
Future Volume (vph) 38 912 33 32 770 41 12 3 36 6 4 57
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91
Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%) 0% 2% 2% 2% 2% 0% 0% 0% 0% 0% 0% 0%
Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Adj. Flow (vph) 42 1002 36 35 846 45 13 3 40 7 4 63
Shared Lane Traffic (%)
Lane Group Flow (vph) 42 1038 0 35 891 0 0 56 0 0 74 0
Intersection Summary
HCM 2010 TWSC Willard and Garvey Residential Development TIA
2: Willard Avenue & Garvey Avenue 06/19/2020
Opening Year (2022) With Ambient Growth Without Project Conditions Synchro 10 Report
MIDDAY Peak Hour
Intersection
Int Delay, s/veh 2.4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 38 912 33 32 770 41 12 3 36 6 4 57
Future Vol, veh/h 38 912 33 32 770 41 12 3 36 6 4 57
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized - - None - - None - - None - - None
Storage Length 0 - - 110 - - - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 91 91 91 91 91 91 91 91 91 91 91 91
Heavy Vehicles, % 0 2 2 2 2 0 0 0 0 0 0 0
Mvmt Flow 42 1002 36 35 846 45 13 3 40 7 4 63
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 891 0 0 1038 0 0 1599 2065 519 1526 2061 446
Stage 1 - - - - - - 1104 1104 - 939 939 -
Stage 2 - - - - - - 495 961 - 587 1122 -
Critical Hdwy 4.1 - - 4.14 - - 7.5 6.5 6.9 7.5 6.5 6.9
Critical Hdwy Stg 1 - - - - - - 6.5 5.5 - 6.5 5.5 -
Critical Hdwy Stg 2 - - - - - - 6.5 5.5 - 6.5 5.5 -
Follow-up Hdwy 2.2 - - 2.22 - - 3.5 4 3.3 3.5 4 3.3
Pot Cap-1 Maneuver 769 - - 665 - - 72 55 507 82 56 565
Stage 1 - - - - - - 229 289 - 288 345 -
Stage 2 - - - - - - 530 337 - 468 284 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 769 - - 665 - - 55 49 507 66 50 565
Mov Cap-2 Maneuver - - - - - - 55 49 - 66 50 -
Stage 1 - - - - - - 216 273 - 272 327 -
Stage 2 - - - - - - 440 319 - 403 268 -
Approach EB WB NB SB
HCM Control Delay, s 0.4 0.4 44.3 25.6
HCM LOS E D
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h) 146 769 - - 665 - - 247
HCM Lane V/C Ratio 0.384 0.054 - - 0.053 - - 0.298
HCM Control Delay (s) 44.3 9.9 - - 10.7 - - 25.6
HCM Lane LOS E A - - B - - D
HCM 95th %tile Q(veh) 1.6 0.2 - - 0.2 - - 1.2
Lanes and Geometrics Willard and Garvey Residential Development TIA
3: Willard Avenue & Project Access 1 06/19/2020
Opening Year (2022) With Ambient Growth Without Project Conditions Synchro 10 Report
MIDDAY Peak Hour
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Width (ft) 12 12 12 12 12 12
Grade (%) 0% 0% 0%
Storage Length (ft) 0 0 0 0
Storage Lanes 1 0 0 0
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt
Flt Protected
Satd. Flow (prot) 1900 0 0 1900 1900 0
Flt Permitted
Satd. Flow (perm) 1900 0 0 1900 1900 0
Link Speed (mph) 30 30 30
Link Distance (ft) 228 982 512
Travel Time (s) 5.2 22.3 11.6
Intersection Summary
Area Type: Other
Volume Willard and Garvey Residential Development TIA
3: Willard Avenue & Project Access 1 06/19/2020
Opening Year (2022) With Ambient Growth Without Project Conditions Synchro 10 Report
MIDDAY Peak Hour
Lane Group EBL EBR NBL NBT SBT SBR
Traffic Volume (vph) 0 0 0 82 80 0
Future Volume (vph) 0 0 0 82 80 0
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.92 0.92 0.65 0.65 0.65 0.65
Growth Factor 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%) 0% 0% 0% 0% 0% 0%
Bus Blockages (#/hr) 0 0 0 0 0 0
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0%
Adj. Flow (vph) 0 0 0 126 123 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 0 126 123 0
Intersection Summary
HCM 2010 TWSC Willard and Garvey Residential Development TIA
3: Willard Avenue & Project Access 1 06/19/2020
Opening Year (2022) With Ambient Growth Without Project Conditions Synchro 10 Report
MIDDAY Peak Hour
Intersection
Int Delay, s/veh 0
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 0 0 82 80 0
Future Vol, veh/h 0 0 0 82 80 0
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 65 65 65 65
Heavy Vehicles, % 0 0 0 0 0 0
Mvmt Flow 0 0 0 126 123 0
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 249 123 123 0 - 0
Stage 1 123 - - - - -
Stage 2 126 - - - - -
Critical Hdwy 6.4 6.2 4.1 - - -
Critical Hdwy Stg 1 5.4 - - - - -
Critical Hdwy Stg 2 5.4 - - - - -
Follow-up Hdwy 3.5 3.3 2.2 - - -
Pot Cap-1 Maneuver 744 933 1477 - - -
Stage 1 907 - - - - -
Stage 2 905 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 744 933 1477 - - -
Mov Cap-2 Maneuver 744 - - - - -
Stage 1 907 - - - - -
Stage 2 905 - - - - -
Approach EB NB SB
HCM Control Delay, s 0 0 0
HCM LOS A
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1477 - - - -
HCM Lane V/C Ratio - - - - -
HCM Control Delay (s) 0 - 0 - -
HCM Lane LOS A - A - -
HCM 95th %tile Q(veh) 0 - - - -
OY_MID Fri Jun 19, 2020 15:34:36 Page 3-1
--------------------------------------------------------------------------------
WILLARD AND GARVEY RESIDENTIAL DEVELOPMENT TRAFFIC STUDY
OPENING YEAR (2022) WITH AMBIENT GROWTH WITHOUT PROJECT CONDITIONS
MIDDAY PEAK HOUR
--------------------------------------------------------------------------------
Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative)
********************************************************************************
Intersection #1 Rockhold Avenue (NS) / Dorothy Avenue
********************************************************************************
Cycle (sec): 100 Critical Vol./Cap.(X): 0.248
Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 23 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: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 0 0 1! 0 0 0 0 1! 0 0 0 0 1! 0 0 0 0 1! 0 0
------------|---------------||---------------||---------------||---------------|
Volume Module:
Base Vol: 43 36 29 16 32 2 13 49 28 18 33 15
Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02
Initial Bse: 44 37 30 16 33 2 13 50 29 18 34 15
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 37 30 16 33 2 13 50 29 18 34 15
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 37 30 16 33 2 13 50 29 18 34 15
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 44 37 30 16 33 2 13 50 29 18 34 15
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 37 30 16 33 2 13 50 29 18 34 15
------------|---------------||---------------||---------------||---------------|
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
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: 0.40 0.33 0.27 0.32 0.64 0.04 0.14 0.55 0.31 0.27 0.50 0.23
Final Sat.: 637 533 430 512 1024 64 231 871 498 436 800 364
------------|---------------||---------------||---------------||---------------|
Capacity Analysis Module:
Vol/Sat: 0.03 0.07 0.07 0.01 0.03 0.03 0.01 0.06 0.06 0.01 0.04 0.04
Crit Moves: **** **** **** ****
********************************************************************************
Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to RK ENGINEERING GROUP
OY_MID Fri Jun 19, 2020 15:34:36 Page 4-1
--------------------------------------------------------------------------------
WILLARD AND GARVEY RESIDENTIAL DEVELOPMENT TRAFFIC STUDY
OPENING YEAR (2022) WITH AMBIENT GROWTH WITHOUT PROJECT CONDITIONS
MIDDAY PEAK HOUR
--------------------------------------------------------------------------------
Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative)
********************************************************************************
Intersection #2 Willard Avenue (NS) / Garvey Avenue (EW)
********************************************************************************
Cycle (sec): 100 Critical Vol./Cap.(X): 0.465
Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 31 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: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
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: 12 3 35 6 4 56 37 894 32 31 755 40
Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02
Initial Bse: 12 3 36 6 4 57 38 912 33 32 770 41
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: 12 3 36 6 4 57 38 912 33 32 770 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: 12 3 36 6 4 57 38 912 33 32 770 41
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 12 3 36 6 4 57 38 912 33 32 770 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: 12 3 36 6 4 57 38 912 33 32 770 41
------------|---------------||---------------||---------------||---------------|
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
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 0.06 0.70 0.09 0.06 0.85 1.00 1.93 0.07 1.00 1.90 0.10
Final Sat.: 384 96 1120 145 97 1358 1600 3089 111 1600 3039 161
------------|---------------||---------------||---------------||---------------|
Capacity Analysis Module:
Vol/Sat: 0.01 0.03 0.03 0.00 0.04 0.04 0.02 0.30 0.30 0.02 0.25 0.25
Crit Moves: **** **** **** ****
********************************************************************************
Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to RK ENGINEERING GROUP
OY_MID Fri Jun 19, 2020 15:34:36 Page 5-1
--------------------------------------------------------------------------------
WILLARD AND GARVEY RESIDENTIAL DEVELOPMENT TRAFFIC STUDY
OPENING YEAR (2022) WITH AMBIENT GROWTH WITHOUT PROJECT CONDITIONS
MIDDAY PEAK HOUR
--------------------------------------------------------------------------------
Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative)
********************************************************************************
Intersection #3 Willard Avenue (NS) / Project Driveway 1 (EW)
********************************************************************************
Cycle (sec): 100 Critical Vol./Cap.(X): 0.150
Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 21 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: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 0 0 1 0 0 0 0 1 0 0 0 0 1! 0 0 0 0 0 0 0
------------|---------------||---------------||---------------||---------------|
Volume Module:
Base Vol: 0 80 0 0 78 0 0 0 0 0 0 0
Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02
Initial Bse: 0 82 0 0 80 0 0 0 0 0 0 0
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: 0 82 0 0 80 0 0 0 0 0 0 0
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: 0 82 0 0 80 0 0 0 0 0 0 0
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 0 82 0 0 80 0 0 0 0 0 0 0
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: 0 82 0 0 80 0 0 0 0 0 0 0
------------|---------------||---------------||---------------||---------------|
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
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: 0.00 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00
Final Sat.: 0 1600 0 0 1600 0 0 1600 0 0 0 0
------------|---------------||---------------||---------------||---------------|
Capacity Analysis Module:
Vol/Sat: 0.00 0.05 0.00 0.00 0.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Crit Moves: **** ****
********************************************************************************
Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to RK ENGINEERING GROUP
Lanes and Geometrics Willard and Garvey Residential Development TIA
1: Rockhold Avenue & Dorothy Avenue 06/19/2020
Opening Year (2022) With Ambient Growth Without Project Conditions Synchro 10 Report
PM Peak Hour
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 0 0 0 0 0 0 0 0
Storage Lanes 0 0 0 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.967 0.962 0.982 0.986
Flt Protected 0.994 0.988 0.984 0.971
Satd. Flow (prot) 0 1826 0 0 1806 0 0 1836 0 0 1819 0
Flt Permitted 0.994 0.988 0.984 0.971
Satd. Flow (perm) 0 1826 0 0 1806 0 0 1836 0 0 1819 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 1494 1132 402 429
Travel Time (s) 34.0 25.7 9.1 9.8
Intersection Summary
Area Type: Other
Volume Willard and Garvey Residential Development TIA
1: Rockhold Avenue & Dorothy Avenue 06/19/2020
Opening Year (2022) With Ambient Growth Without Project Conditions Synchro 10 Report
PM Peak Hour
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Traffic Volume (vph) 16 78 30 23 47 27 32 51 13 24 13 4
Future Volume (vph) 16 78 30 23 47 27 32 51 13 24 13 4
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
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
Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%) 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Adj. Flow (vph) 19 93 36 27 56 32 38 61 15 29 15 5
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 148 0 0 115 0 0 114 0 0 49 0
Intersection Summary
HCM 2010 AWSC Willard and Garvey Residential Development TIA
1: Rockhold Avenue & Dorothy Avenue 06/19/2020
Opening Year (2022) With Ambient Growth Without Project Conditions Synchro 10 Report
PM Peak Hour
Intersection
Intersection Delay, s/veh 8.1
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 16 78 30 23 47 27 32 51 13 24 13 4
Future Vol, veh/h 16 78 30 23 47 27 32 51 13 24 13 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, % 0 0 0 0 0 0 0 0 0 0 0 0
Mvmt Flow 19 93 36 27 56 32 38 61 15 29 15 5
Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 8.2 8 8.3 8
HCM LOS A A A A
Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 33% 13% 24% 59%
Vol Thru, % 53% 63% 48% 32%
Vol Right, % 14% 24% 28% 10%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 96 124 97 41
LT Vol 32 16 23 24
Through Vol 51 78 47 13
RT Vol 13 30 27 4
Lane Flow Rate 114 148 115 49
Geometry Grp 1 1 1 1
Degree of Util (X) 0.144 0.176 0.139 0.063
Departure Headway (Hd) 4.526 4.291 4.324 4.676
Convergence, Y/N Yes Yes Yes Yes
Cap 793 837 830 766
Service Time 2.548 2.309 2.343 2.702
HCM Lane V/C Ratio 0.144 0.177 0.139 0.064
HCM Control Delay 8.3 8.2 8 8
HCM Lane LOS A A A A
HCM 95th-tile Q 0.5 0.6 0.5 0.2
Lanes and Geometrics Willard and Garvey Residential Development TIA
2: Willard Avenue & Garvey Avenue 06/19/2020
Opening Year (2022) With Ambient Growth Without Project Conditions Synchro 10 Report
PM Peak Hour
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 0 100 110 100 0 0 0 0
Storage Lanes 1 0 1 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.996 0.994 0.919 0.886
Flt Protected 0.950 0.950 0.984 0.994
Satd. Flow (prot) 1805 3525 0 1770 3521 0 0 1718 0 0 1673 0
Flt Permitted 0.950 0.950 0.984 0.994
Satd. Flow (perm) 1805 3525 0 1770 3521 0 0 1718 0 0 1673 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 1391 1227 333 982
Travel Time (s) 31.6 27.9 7.6 22.3
Intersection Summary
Area Type: Other
Volume Willard and Garvey Residential Development TIA
2: Willard Avenue & Garvey Avenue 06/19/2020
Opening Year (2022) With Ambient Growth Without Project Conditions Synchro 10 Report
PM Peak Hour
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Traffic Volume (vph) 52 1043 31 24 953 36 8 2 14 6 1 37
Future Volume (vph) 52 1043 31 24 953 36 8 2 14 6 1 37
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
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
Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%) 0% 2% 2% 2% 2% 0% 0% 0% 0% 0% 0% 0%
Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Adj. Flow (vph) 54 1086 32 25 993 38 8 2 15 6 1 39
Shared Lane Traffic (%)
Lane Group Flow (vph) 54 1118 0 25 1031 0 0 25 0 0 46 0
Intersection Summary
HCM 2010 TWSC Willard and Garvey Residential Development TIA
2: Willard Avenue & Garvey Avenue 06/19/2020
Opening Year (2022) With Ambient Growth Without Project Conditions Synchro 10 Report
PM Peak Hour
Intersection
Int Delay, s/veh 1.6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 52 1043 31 24 953 36 8 2 14 6 1 37
Future Vol, veh/h 52 1043 31 24 953 36 8 2 14 6 1 37
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized - - None - - None - - None - - None
Storage Length 0 - - 110 - - - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 96 96 96 96 96 96 96 96 96 96 96 96
Heavy Vehicles, % 0 2 2 2 2 0 0 0 0 0 0 0
Mvmt Flow 54 1086 32 25 993 38 8 2 15 6 1 39
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 1031 0 0 1118 0 0 1757 2291 559 1714 2288 516
Stage 1 - - - - - - 1210 1210 - 1062 1062 -
Stage 2 - - - - - - 547 1081 - 652 1226 -
Critical Hdwy 4.1 - - 4.14 - - 7.5 6.5 6.9 7.5 6.5 6.9
Critical Hdwy Stg 1 - - - - - - 6.5 5.5 - 6.5 5.5 -
Critical Hdwy Stg 2 - - - - - - 6.5 5.5 - 6.5 5.5 -
Follow-up Hdwy 2.2 - - 2.22 - - 3.5 4 3.3 3.5 4 3.3
Pot Cap-1 Maneuver 682 - - 620 - - 55 40 478 59 40 509
Stage 1 - - - - - - 197 258 - 242 303 -
Stage 2 - - - - - - 494 296 - 428 253 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 682 - - 620 - - 45 35 478 50 35 509
Mov Cap-2 Maneuver - - - - - - 45 35 - 50 35 -
Stage 1 - - - - - - 181 238 - 223 291 -
Stage 2 - - - - - - 437 284 - 379 233 -
Approach EB WB NB SB
HCM Control Delay, s 0.5 0.3 58.9 28.4
HCM LOS F D
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h) 91 682 - - 620 - - 199
HCM Lane V/C Ratio 0.275 0.079 - - 0.04 - - 0.23
HCM Control Delay (s) 58.9 10.7 - - 11.1 - - 28.4
HCM Lane LOS F B - - B - - D
HCM 95th %tile Q(veh) 1 0.3 - - 0.1 - - 0.9
Lanes and Geometrics Willard and Garvey Residential Development TIA
3: Willard Avenue & Project Access 1 06/19/2020
Opening Year (2022) With Ambient Growth Without Project Conditions Synchro 10 Report
PM Peak Hour
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Width (ft) 12 12 12 12 12 12
Grade (%) 0% 0% 0%
Storage Length (ft) 0 0 0 0
Storage Lanes 1 0 0 0
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt
Flt Protected
Satd. Flow (prot) 1900 0 0 1900 1900 0
Flt Permitted
Satd. Flow (perm) 1900 0 0 1900 1900 0
Link Speed (mph) 30 30 30
Link Distance (ft) 228 982 512
Travel Time (s) 5.2 22.3 11.6
Intersection Summary
Area Type: Other
Volume Willard and Garvey Residential Development TIA
3: Willard Avenue & Project Access 1 06/19/2020
Opening Year (2022) With Ambient Growth Without Project Conditions Synchro 10 Report
PM Peak Hour
Lane Group EBL EBR NBL NBT SBT SBR
Traffic Volume (vph) 0 0 0 90 66 0
Future Volume (vph) 0 0 0 90 66 0
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.92 0.92 0.84 0.84 0.84 0.84
Growth Factor 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%) 0% 0% 0% 0% 0% 0%
Bus Blockages (#/hr) 0 0 0 0 0 0
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0%
Adj. Flow (vph) 0 0 0 107 79 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 0 107 79 0
Intersection Summary
HCM 2010 TWSC Willard and Garvey Residential Development TIA
3: Willard Avenue & Project Access 1 06/19/2020
Opening Year (2022) With Ambient Growth Without Project Conditions Synchro 10 Report
PM Peak Hour
Intersection
Int Delay, s/veh 0
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 0 0 90 66 0
Future Vol, veh/h 0 0 0 90 66 0
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 84 84 84 84
Heavy Vehicles, % 0 0 0 0 0 0
Mvmt Flow 0 0 0 107 79 0
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 186 79 79 0 - 0
Stage 1 79 - - - - -
Stage 2 107 - - - - -
Critical Hdwy 6.4 6.2 4.1 - - -
Critical Hdwy Stg 1 5.4 - - - - -
Critical Hdwy Stg 2 5.4 - - - - -
Follow-up Hdwy 3.5 3.3 2.2 - - -
Pot Cap-1 Maneuver 808 987 1532 - - -
Stage 1 949 - - - - -
Stage 2 922 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 808 987 1532 - - -
Mov Cap-2 Maneuver 808 - - - - -
Stage 1 949 - - - - -
Stage 2 922 - - - - -
Approach EB NB SB
HCM Control Delay, s 0 0 0
HCM LOS A
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1532 - - - -
HCM Lane V/C Ratio - - - - -
HCM Control Delay (s) 0 - 0 - -
HCM Lane LOS A - A - -
HCM 95th %tile Q(veh) 0 - - - -
OY_PM Fri Jun 19, 2020 15:34:51 Page 3-1
--------------------------------------------------------------------------------
WILLARD AND GARVEY RESIDENTIAL DEVELOPMENT TRAFFIC STUDY
OPENING YEAR (2022) WITH AMBIENT GROWTH WITHOUT PROJECT CONDITIONS
PM PEAK HOUR
--------------------------------------------------------------------------------
Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative)
********************************************************************************
Intersection #1 Rockhold Avenue (NS) / Dorothy Avenue
********************************************************************************
Cycle (sec): 100 Critical Vol./Cap.(X): 0.267
Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 24 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: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 0 0 1! 0 0 0 0 1! 0 0 0 0 1! 0 0 0 0 1! 0 0
------------|---------------||---------------||---------------||---------------|
Volume Module:
Base Vol: 31 50 13 24 13 4 16 76 29 23 46 26
Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02
Initial Bse: 32 51 13 24 13 4 16 78 30 23 47 27
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 51 13 24 13 4 16 78 30 23 47 27
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 51 13 24 13 4 16 78 30 23 47 27
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 32 51 13 24 13 4 16 78 30 23 47 27
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 51 13 24 13 4 16 78 30 23 47 27
------------|---------------||---------------||---------------||---------------|
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
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: 0.33 0.53 0.14 0.58 0.32 0.10 0.13 0.63 0.24 0.24 0.49 0.27
Final Sat.: 528 851 221 937 507 156 212 1005 383 387 775 438
------------|---------------||---------------||---------------||---------------|
Capacity Analysis Module:
Vol/Sat: 0.02 0.06 0.06 0.02 0.03 0.03 0.01 0.08 0.08 0.01 0.06 0.06
Crit Moves: **** **** **** ****
********************************************************************************
Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to RK ENGINEERING GROUP
OY_PM Fri Jun 19, 2020 15:34:51 Page 4-1
--------------------------------------------------------------------------------
WILLARD AND GARVEY RESIDENTIAL DEVELOPMENT TRAFFIC STUDY
OPENING YEAR (2022) WITH AMBIENT GROWTH WITHOUT PROJECT CONDITIONS
PM PEAK HOUR
--------------------------------------------------------------------------------
Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative)
********************************************************************************
Intersection #2 Willard Avenue (NS) / Garvey Avenue (EW)
********************************************************************************
Cycle (sec): 100 Critical Vol./Cap.(X): 0.483
Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 32 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: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
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: 8 2 14 6 1 36 51 1022 30 24 934 35
Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02
Initial Bse: 8 2 14 6 1 37 52 1043 31 24 953 36
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: 8 2 14 6 1 37 52 1043 31 24 953 36
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: 8 2 14 6 1 37 52 1043 31 24 953 36
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 8 2 14 6 1 37 52 1043 31 24 953 36
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: 8 2 14 6 1 37 52 1043 31 24 953 36
------------|---------------||---------------||---------------||---------------|
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
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: 0.33 0.08 0.59 0.14 0.02 0.84 1.00 1.94 0.06 1.00 1.93 0.07
Final Sat.: 533 133 933 223 37 1340 1600 3109 91 1600 3084 116
------------|---------------||---------------||---------------||---------------|
Capacity Analysis Module:
Vol/Sat: 0.01 0.02 0.02 0.00 0.03 0.03 0.03 0.34 0.34 0.02 0.31 0.31
Crit Moves: **** **** **** ****
********************************************************************************
Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to RK ENGINEERING GROUP
OY_PM Fri Jun 19, 2020 15:34:51 Page 5-1
--------------------------------------------------------------------------------
WILLARD AND GARVEY RESIDENTIAL DEVELOPMENT TRAFFIC STUDY
OPENING YEAR (2022) WITH AMBIENT GROWTH WITHOUT PROJECT CONDITIONS
PM PEAK HOUR
--------------------------------------------------------------------------------
Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative)
********************************************************************************
Intersection #3 Willard Avenue (NS) / Project Driveway 1 (EW)
********************************************************************************
Cycle (sec): 100 Critical Vol./Cap.(X): 0.156
Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 21 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: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 0 0 1 0 0 0 0 1 0 0 0 0 1! 0 0 0 0 0 0 0
------------|---------------||---------------||---------------||---------------|
Volume Module:
Base Vol: 0 88 0 0 65 0 0 0 0 0 0 0
Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02
Initial Bse: 0 90 0 0 66 0 0 0 0 0 0 0
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: 0 90 0 0 66 0 0 0 0 0 0 0
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: 0 90 0 0 66 0 0 0 0 0 0 0
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 0 90 0 0 66 0 0 0 0 0 0 0
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: 0 90 0 0 66 0 0 0 0 0 0 0
------------|---------------||---------------||---------------||---------------|
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
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: 0.00 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00
Final Sat.: 0 1600 0 0 1600 0 0 1600 0 0 0 0
------------|---------------||---------------||---------------||---------------|
Capacity Analysis Module:
Vol/Sat: 0.00 0.06 0.00 0.00 0.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Crit Moves: **** ****
********************************************************************************
Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to RK ENGINEERING GROUP
Appendix F
Opening Year With Ambient Growth With Project Conditions
Intersection Analysis Worksheets
Lanes and Geometrics Willard and Garvey Residential Development TIA
1: Rockhold Avenue & Dorothy Avenue 06/19/2020
Opening Year (2022) With Ambient Growth With Project Conditions Synchro 10 Report
AM Peak Hour
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 0 0 0 0 0 0 0 0
Storage Lanes 0 0 0 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.934 0.977 0.964 0.995
Flt Protected 0.997 0.980 0.984 0.982
Satd. Flow (prot) 0 1769 0 0 1819 0 0 1802 0 0 1856 0
Flt Permitted 0.997 0.980 0.984 0.982
Satd. Flow (perm) 0 1769 0 0 1819 0 0 1802 0 0 1856 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 1494 1132 402 429
Travel Time (s) 34.0 25.7 9.1 9.8
Intersection Summary
Area Type: Other
Volume Willard and Garvey Residential Development TIA
1: Rockhold Avenue & Dorothy Avenue 06/19/2020
Opening Year (2022) With Ambient Growth With Project Conditions Synchro 10 Report
AM Peak Hour
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Traffic Volume (vph) 8 53 59 42 45 18 67 84 55 27 43 3
Future Volume (vph) 8 53 59 42 45 18 67 84 55 27 43 3
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67
Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%) 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Adj. Flow (vph) 12 79 88 63 67 27 100 125 82 40 64 4
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 179 0 0 157 0 0 307 0 0 108 0
Intersection Summary
HCM 2010 AWSC Willard and Garvey Residential Development TIA
1: Rockhold Avenue & Dorothy Avenue 06/19/2020
Opening Year (2022) With Ambient Growth With Project Conditions Synchro 10 Report
AM Peak Hour
Intersection
Intersection Delay, s/veh 10.2
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 8 53 59 42 45 18 67 84 55 27 43 3
Future Vol, veh/h 8 53 59 42 45 18 67 84 55 27 43 3
Peak Hour Factor 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67
Heavy Vehicles, % 0 0 0 0 0 0 0 0 0 0 0 0
Mvmt Flow 12 79 88 63 67 27 100 125 82 40 64 4
Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 9.5 9.7 11.1 9.2
HCM LOS A A B A
Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 33% 7% 40% 37%
Vol Thru, % 41% 44% 43% 59%
Vol Right, % 27% 49% 17% 4%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 206 120 105 73
LT Vol 67 8 42 27
Through Vol 84 53 45 43
RT Vol 55 59 18 3
Lane Flow Rate 307 179 157 109
Geometry Grp 1 1 1 1
Degree of Util (X) 0.407 0.241 0.223 0.156
Departure Headway (Hd) 4.767 4.841 5.119 5.165
Convergence, Y/N Yes Yes Yes Yes
Cap 747 733 693 685
Service Time 2.846 2.929 3.211 3.265
HCM Lane V/C Ratio 0.411 0.244 0.227 0.159
HCM Control Delay 11.1 9.5 9.7 9.2
HCM Lane LOS B A A A
HCM 95th-tile Q 2 0.9 0.9 0.6
Lanes and Geometrics Willard and Garvey Residential Development TIA
2: Willard Avenue & Garvey Avenue 06/19/2020
Opening Year (2022) With Ambient Growth With Project Conditions Synchro 10 Report
AM Peak Hour
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 0 100 110 100 0 0 0 0
Storage Lanes 1 0 1 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.992 0.990 0.922 0.886
Flt Protected 0.950 0.950 0.986 0.993
Satd. Flow (prot) 1805 3511 0 1770 3509 0 0 1727 0 0 1672 0
Flt Permitted 0.950 0.950 0.986 0.993
Satd. Flow (perm) 1805 3511 0 1770 3509 0 0 1727 0 0 1672 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 1391 1227 333 982
Travel Time (s) 31.6 27.9 7.6 22.3
Intersection Summary
Area Type: Other
Volume Willard and Garvey Residential Development TIA
2: Willard Avenue & Garvey Avenue 06/19/2020
Opening Year (2022) With Ambient Growth With Project Conditions Synchro 10 Report
AM Peak Hour
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Traffic Volume (vph) 68 800 47 56 938 70 29 15 59 11 1 68
Future Volume (vph) 68 800 47 56 938 70 29 15 59 11 1 68
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87
Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%) 0% 2% 2% 2% 2% 0% 0% 0% 0% 0% 0% 0%
Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Adj. Flow (vph) 78 920 54 64 1078 80 33 17 68 13 1 78
Shared Lane Traffic (%)
Lane Group Flow (vph) 78 974 0 64 1158 0 0 118 0 0 92 0
Intersection Summary
HCM 2010 TWSC Willard and Garvey Residential Development TIA
2: Willard Avenue & Garvey Avenue 06/19/2020
Opening Year (2022) With Ambient Growth With Project Conditions Synchro 10 Report
AM Peak Hour
Intersection
Int Delay, s/veh 28.2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 68 800 47 56 938 70 29 15 59 11 1 68
Future Vol, veh/h 68 800 47 56 938 70 29 15 59 11 1 68
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized - - None - - None - - None - - None
Storage Length 0 - - 110 - - - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 87 87 87 87 87 87 87 87 87 87 87 87
Heavy Vehicles, % 0 2 2 2 2 0 0 0 0 0 0 0
Mvmt Flow 78 920 54 64 1078 80 33 17 68 13 1 78
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 1158 0 0 974 0 0 1771 2389 487 1871 2376 579
Stage 1 - - - - - - 1103 1103 - 1246 1246 -
Stage 2 - - - - - - 668 1286 - 625 1130 -
Critical Hdwy 4.1 - - 4.14 - - 7.5 6.5 6.9 7.5 6.5 6.9
Critical Hdwy Stg 1 - - - - - - 6.5 5.5 - 6.5 5.5 -
Critical Hdwy Stg 2 - - - - - - 6.5 5.5 - 6.5 5.5 -
Follow-up Hdwy 2.2 - - 2.22 - - 3.5 4 3.3 3.5 4 3.3
Pot Cap-1 Maneuver 611 - - 704 - - 54 34 532 45 35 463
Stage 1 - - - - - - 229 290 - 187 248 -
Stage 2 - - - - - - 419 237 - 444 281 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 611 - - 704 - - 37 27 532 17 28 463
Mov Cap-2 Maneuver - - - - - - 37 27 - 17 28 -
Stage 1 - - - - - - 200 253 - 163 225 -
Stage 2 - - - - - - 315 215 - 315 245 -
Approach EB WB NB SB
HCM Control Delay, s 0.9 0.6 $ 452.1 160.5
HCM LOS F F
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h) 71 611 - - 704 - - 96
HCM Lane V/C Ratio 1.667 0.128 - - 0.091 - - 0.958
HCM Control Delay (s) $ 452.1 11.8 - - 10.6 - - 160.5
HCM Lane LOS F B - - B - - F
HCM 95th %tile Q(veh) 10.3 0.4 - - 0.3 - - 5.6
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
Lanes and Geometrics Willard and Garvey Residential Development TIA
3: Willard Avenue & Project Access 1 06/19/2020
Opening Year (2022) With Ambient Growth With Project Conditions Synchro 10 Report
AM Peak Hour
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Width (ft) 12 12 12 12 12 12
Grade (%) 0% 0% 0%
Storage Length (ft) 0 0 0 0
Storage Lanes 1 0 0 0
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.949 0.998
Flt Protected 0.970
Satd. Flow (prot) 1749 0 0 1900 1896 0
Flt Permitted 0.970
Satd. Flow (perm) 1749 0 0 1900 1896 0
Link Speed (mph) 30 30 30
Link Distance (ft) 228 982 512
Travel Time (s) 5.2 22.3 11.6
Intersection Summary
Area Type: Other
Volume Willard and Garvey Residential Development TIA
3: Willard Avenue & Project Access 1 06/19/2020
Opening Year (2022) With Ambient Growth With Project Conditions Synchro 10 Report
AM Peak Hour
Lane Group EBL EBR NBL NBT SBT SBR
Traffic Volume (vph) 5 3 1 152 142 2
Future Volume (vph) 5 3 1 152 142 2
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.92 0.92 0.67 0.67 0.67 0.67
Growth Factor 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%) 0% 0% 0% 0% 0% 0%
Bus Blockages (#/hr) 0 0 0 0 0 0
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0%
Adj. Flow (vph) 5 3 1 227 212 3
Shared Lane Traffic (%)
Lane Group Flow (vph) 8 0 0 228 215 0
Intersection Summary
HCM 2010 TWSC Willard and Garvey Residential Development TIA
3: Willard Avenue & Project Access 1 06/19/2020
Opening Year (2022) With Ambient Growth With Project Conditions Synchro 10 Report
AM Peak Hour
Intersection
Int Delay, s/veh 0.2
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 5 3 1 152 142 2
Future Vol, veh/h 5 3 1 152 142 2
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 67 67 67 67
Heavy Vehicles, % 0 0 0 0 0 0
Mvmt Flow 5 3 1 227 212 3
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 443 214 215 0 - 0
Stage 1 214 - - - - -
Stage 2 229 - - - - -
Critical Hdwy 6.4 6.2 4.1 - - -
Critical Hdwy Stg 1 5.4 - - - - -
Critical Hdwy Stg 2 5.4 - - - - -
Follow-up Hdwy 3.5 3.3 2.2 - - -
Pot Cap-1 Maneuver 576 831 1367 - - -
Stage 1 826 - - - - -
Stage 2 814 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 575 831 1367 - - -
Mov Cap-2 Maneuver 575 - - - - -
Stage 1 825 - - - - -
Stage 2 814 - - - - -
Approach EB NB SB
HCM Control Delay, s 10.6 0 0
HCM LOS B
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1367 - 650 - -
HCM Lane V/C Ratio 0.001 - 0.013 - -
HCM Control Delay (s) 7.6 0 10.6 - -
HCM Lane LOS A A B - -
HCM 95th %tile Q(veh) 0 - 0 - -
OY+P_AM Fri Jun 19, 2020 15:36:03 Page 4-1
--------------------------------------------------------------------------------
WILLARD AND GAREY RESIDENTIAL DEVELOPMENT TRAFFIC STUDY
OPENING YEAR (2022) WITH AMBIENT GROWTH WITH PROJECT CONDITIONS
AM PEAK HOUR
--------------------------------------------------------------------------------
Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative)
********************************************************************************
Intersection #1 Rockhold Avenue (NS) / Dorothy Avenue
********************************************************************************
Cycle (sec): 100 Critical Vol./Cap.(X): 0.347
Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 27 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: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 0 0 1! 0 0 0 0 1! 0 0 0 0 1! 0 0 0 0 1! 0 0
------------|---------------||---------------||---------------||---------------|
Volume Module:
Base Vol: 64 80 53 26 41 3 8 52 57 41 44 18
Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02
Initial Bse: 65 82 54 27 42 3 8 53 58 42 45 18
Added Vol: 2 2 1 0 1 0 0 0 1 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 67 84 55 27 43 3 8 53 59 42 45 18
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: 67 84 55 27 43 3 8 53 59 42 45 18
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 67 84 55 27 43 3 8 53 59 42 45 18
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: 67 84 55 27 43 3 8 53 59 42 45 18
------------|---------------||---------------||---------------||---------------|
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
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: 0.33 0.40 0.27 0.37 0.59 0.04 0.07 0.44 0.49 0.40 0.43 0.17
Final Sat.: 523 650 428 586 946 68 108 705 786 637 683 280
------------|---------------||---------------||---------------||---------------|
Capacity Analysis Module:
Vol/Sat: 0.04 0.13 0.13 0.02 0.05 0.05 0.01 0.08 0.08 0.03 0.07 0.07
Crit Moves: **** **** **** ****
********************************************************************************
Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to RK ENGINEERING GROUP
OY+P_AM Fri Jun 19, 2020 15:36:03 Page 5-1
--------------------------------------------------------------------------------
WILLARD AND GAREY RESIDENTIAL DEVELOPMENT TRAFFIC STUDY
OPENING YEAR (2022) WITH AMBIENT GROWTH WITH PROJECT CONDITIONS
AM PEAK HOUR
--------------------------------------------------------------------------------
Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative)
********************************************************************************
Intersection #2 Willard Avenue (NS) / Garvey Avenue (EW)
********************************************************************************
Cycle (sec): 100 Critical Vol./Cap.(X): 0.526
Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 35 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: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
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: 28 15 58 9 1 65 66 784 46 55 920 68
Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02
Initial Bse: 29 15 59 9 1 66 67 800 47 56 938 69
Added Vol: 0 0 0 2 0 2 1 0 0 0 0 1
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 29 15 59 11 1 68 68 800 47 56 938 70
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: 29 15 59 11 1 68 68 800 47 56 938 70
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 29 15 59 11 1 68 68 800 47 56 938 70
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: 29 15 59 11 1 68 68 800 47 56 938 70
------------|---------------||---------------||---------------||---------------|
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
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: 0.28 0.15 0.57 0.14 0.01 0.85 1.00 1.89 0.11 1.00 1.86 0.14
Final Sat.: 444 238 919 222 20 1358 1600 3023 177 1600 2977 223
------------|---------------||---------------||---------------||---------------|
Capacity Analysis Module:
Vol/Sat: 0.02 0.06 0.06 0.01 0.05 0.05 0.04 0.26 0.26 0.04 0.32 0.32
Crit Moves: **** **** **** ****
********************************************************************************
Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to RK ENGINEERING GROUP
OY+P_AM Fri Jun 19, 2020 15:36:03 Page 6-1
--------------------------------------------------------------------------------
WILLARD AND GAREY RESIDENTIAL DEVELOPMENT TRAFFIC STUDY
OPENING YEAR (2022) WITH AMBIENT GROWTH WITH PROJECT CONDITIONS
AM PEAK HOUR
--------------------------------------------------------------------------------
Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative)
********************************************************************************
Intersection #3 Willard Avenue (NS) / Project Driveway 1 (EW)
********************************************************************************
Cycle (sec): 100 Critical Vol./Cap.(X): 0.199
Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 22 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: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 0 1 0 0 0 0 0 0 1 0 0 0 1! 0 0 0 0 0 0 0
------------|---------------||---------------||---------------||---------------|
Volume Module:
Base Vol: 0 149 0 0 139 0 0 0 0 0 0 0
Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02
Initial Bse: 0 152 0 0 142 0 0 0 0 0 0 0
Added Vol: 1 0 0 0 0 2 5 0 3 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 1 152 0 0 142 2 5 0 3 0 0 0
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: 1 152 0 0 142 2 5 0 3 0 0 0
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 1 152 0 0 142 2 5 0 3 0 0 0
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: 1 152 0 0 142 2 5 0 3 0 0 0
------------|---------------||---------------||---------------||---------------|
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
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: 0.01 0.99 0.00 0.00 0.99 0.01 0.62 0.00 0.38 0.00 0.00 0.00
Final Sat.: 10 1590 0 0 1578 22 1000 0 600 0 0 0
------------|---------------||---------------||---------------||---------------|
Capacity Analysis Module:
Vol/Sat: 0.00 0.10 0.00 0.00 0.09 0.09 0.00 0.00 0.01 0.00 0.00 0.00
Crit Moves: **** **** ****
********************************************************************************
Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to RK ENGINEERING GROUP
Lanes and Geometrics Willard and Garvey Residential Development TIA
1: Rockhold Avenue & Dorothy Avenue 06/19/2020
Opening Year (2022) With Ambient Growth With Project Conditions Synchro 10 Report
MIDDAY Peak Hour
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 0 0 0 0 0 0 0 0
Storage Lanes 0 0 0 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.955 0.970 0.963 0.995
Flt Protected 0.993 0.986 0.981 0.985
Satd. Flow (prot) 0 1802 0 0 1817 0 0 1795 0 0 1862 0
Flt Permitted 0.993 0.986 0.981 0.985
Satd. Flow (perm) 0 1802 0 0 1817 0 0 1795 0 0 1862 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 1494 1132 402 429
Travel Time (s) 34.0 25.7 9.1 9.8
Intersection Summary
Area Type: Other
Volume Willard and Garvey Residential Development TIA
1: Rockhold Avenue & Dorothy Avenue 06/19/2020
Opening Year (2022) With Ambient Growth With Project Conditions Synchro 10 Report
MIDDAY Peak Hour
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Traffic Volume (vph) 13 50 31 19 34 15 45 39 31 16 35 2
Future Volume (vph) 13 50 31 19 34 15 45 39 31 16 35 2
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65
Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%) 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Adj. Flow (vph) 20 77 48 29 52 23 69 60 48 25 54 3
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 145 0 0 104 0 0 177 0 0 82 0
Intersection Summary
HCM 2010 AWSC Willard and Garvey Residential Development TIA
1: Rockhold Avenue & Dorothy Avenue 06/19/2020
Opening Year (2022) With Ambient Growth With Project Conditions Synchro 10 Report
MIDDAY Peak Hour
Intersection
Intersection Delay, s/veh 8.5
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 13 50 31 19 34 15 45 39 31 16 35 2
Future Vol, veh/h 13 50 31 19 34 15 45 39 31 16 35 2
Peak Hour Factor 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65
Heavy Vehicles, % 0 0 0 0 0 0 0 0 0 0 0 0
Mvmt Flow 20 77 48 29 52 23 69 60 48 25 54 3
Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 8.5 8.3 8.8 8.3
HCM LOS A A A A
Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 39% 14% 28% 30%
Vol Thru, % 34% 53% 50% 66%
Vol Right, % 27% 33% 22% 4%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 115 94 68 53
LT Vol 45 13 19 16
Through Vol 39 50 34 35
RT Vol 31 31 15 2
Lane Flow Rate 177 145 105 82
Geometry Grp 1 1 1 1
Degree of Util (X) 0.22 0.179 0.133 0.107
Departure Headway (Hd) 4.485 4.455 4.593 4.716
Convergence, Y/N Yes Yes Yes Yes
Cap 800 804 779 759
Service Time 2.517 2.486 2.626 2.751
HCM Lane V/C Ratio 0.221 0.18 0.135 0.108
HCM Control Delay 8.8 8.5 8.3 8.3
HCM Lane LOS A A A A
HCM 95th-tile Q 0.8 0.6 0.5 0.4
Lanes and Geometrics Willard and Garvey Residential Development TIA
2: Willard Avenue & Garvey Avenue 06/19/2020
Opening Year (2022) With Ambient Growth With Project Conditions Synchro 10 Report
MIDDAY Peak Hour
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 0 100 110 100 0 0 0 0
Storage Lanes 1 0 1 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.995 0.992 0.904 0.886
Flt Protected 0.950 0.950 0.989 0.995
Satd. Flow (prot) 1805 3522 0 1770 3515 0 0 1699 0 0 1675 0
Flt Permitted 0.950 0.950 0.989 0.995
Satd. Flow (perm) 1805 3522 0 1770 3515 0 0 1699 0 0 1675 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 1391 1227 333 982
Travel Time (s) 31.6 27.9 7.6 22.3
Intersection Summary
Area Type: Other
Volume Willard and Garvey Residential Development TIA
2: Willard Avenue & Garvey Avenue 06/19/2020
Opening Year (2022) With Ambient Growth With Project Conditions Synchro 10 Report
MIDDAY Peak Hour
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Traffic Volume (vph) 40 912 33 32 770 43 12 3 36 7 4 58
Future Volume (vph) 40 912 33 32 770 43 12 3 36 7 4 58
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91
Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%) 0% 2% 2% 2% 2% 0% 0% 0% 0% 0% 0% 0%
Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Adj. Flow (vph) 44 1002 36 35 846 47 13 3 40 8 4 64
Shared Lane Traffic (%)
Lane Group Flow (vph) 44 1038 0 35 893 0 0 56 0 0 76 0
Intersection Summary
HCM 2010 TWSC Willard and Garvey Residential Development TIA
2: Willard Avenue & Garvey Avenue 06/19/2020
Opening Year (2022) With Ambient Growth With Project Conditions Synchro 10 Report
MIDDAY Peak Hour
Intersection
Int Delay, s/veh 2.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 40 912 33 32 770 43 12 3 36 7 4 58
Future Vol, veh/h 40 912 33 32 770 43 12 3 36 7 4 58
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized - - None - - None - - None - - None
Storage Length 0 - - 110 - - - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 91 91 91 91 91 91 91 91 91 91 91 91
Heavy Vehicles, % 0 2 2 2 2 0 0 0 0 0 0 0
Mvmt Flow 44 1002 36 35 846 47 13 3 40 8 4 64
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 893 0 0 1038 0 0 1603 2071 519 1531 2066 447
Stage 1 - - - - - - 1108 1108 - 940 940 -
Stage 2 - - - - - - 495 963 - 591 1126 -
Critical Hdwy 4.1 - - 4.14 - - 7.5 6.5 6.9 7.5 6.5 6.9
Critical Hdwy Stg 1 - - - - - - 6.5 5.5 - 6.5 5.5 -
Critical Hdwy Stg 2 - - - - - - 6.5 5.5 - 6.5 5.5 -
Follow-up Hdwy 2.2 - - 2.22 - - 3.5 4 3.3 3.5 4 3.3
Pot Cap-1 Maneuver 768 - - 665 - - 72 55 507 81 55 564
Stage 1 - - - - - - 227 288 - 287 345 -
Stage 2 - - - - - - 530 337 - 465 282 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 768 - - 665 - - 55 49 507 65 49 564
Mov Cap-2 Maneuver - - - - - - 55 49 - 65 49 -
Stage 1 - - - - - - 214 272 - 271 327 -
Stage 2 - - - - - - 439 319 - 399 266 -
Approach EB WB NB SB
HCM Control Delay, s 0.4 0.4 44.3 27.3
HCM LOS E D
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h) 146 768 - - 665 - - 236
HCM Lane V/C Ratio 0.384 0.057 - - 0.053 - - 0.321
HCM Control Delay (s) 44.3 10 - - 10.7 - - 27.3
HCM Lane LOS E A - - B - - D
HCM 95th %tile Q(veh) 1.6 0.2 - - 0.2 - - 1.3
Lanes and Geometrics Willard and Garvey Residential Development TIA
3: Willard Avenue & Project Access 1 06/19/2020
Opening Year (2022) With Ambient Growth With Project Conditions Synchro 10 Report
MIDDAY Peak Hour
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Width (ft) 12 12 12 12 12 12
Grade (%) 0% 0% 0%
Storage Length (ft) 0 0 0 0
Storage Lanes 1 0 0 0
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.946 0.992
Flt Protected 0.971 0.998
Satd. Flow (prot) 1745 0 0 1896 1885 0
Flt Permitted 0.971 0.998
Satd. Flow (perm) 1745 0 0 1896 1885 0
Link Speed (mph) 30 30 30
Link Distance (ft) 228 982 512
Travel Time (s) 5.2 22.3 11.6
Intersection Summary
Area Type: Other
Volume Willard and Garvey Residential Development TIA
3: Willard Avenue & Project Access 1 06/19/2020
Opening Year (2022) With Ambient Growth With Project Conditions Synchro 10 Report
MIDDAY Peak Hour
Lane Group EBL EBR NBL NBT SBT SBR
Traffic Volume (vph) 3 2 3 82 80 5
Future Volume (vph) 3 2 3 82 80 5
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.92 0.92 0.65 0.65 0.65 0.65
Growth Factor 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%) 0% 0% 0% 0% 0% 0%
Bus Blockages (#/hr) 0 0 0 0 0 0
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0%
Adj. Flow (vph) 3 2 5 126 123 8
Shared Lane Traffic (%)
Lane Group Flow (vph) 5 0 0 131 131 0
Intersection Summary
HCM 2010 TWSC Willard and Garvey Residential Development TIA
3: Willard Avenue & Project Access 1 06/19/2020
Opening Year (2022) With Ambient Growth With Project Conditions Synchro 10 Report
MIDDAY Peak Hour
Intersection
Int Delay, s/veh 0.3
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 3 2 3 82 80 5
Future Vol, veh/h 3 2 3 82 80 5
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 65 65 65 65
Heavy Vehicles, % 0 0 0 0 0 0
Mvmt Flow 3 2 5 126 123 8
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 263 127 131 0 - 0
Stage 1 127 - - - - -
Stage 2 136 - - - - -
Critical Hdwy 6.4 6.2 4.1 - - -
Critical Hdwy Stg 1 5.4 - - - - -
Critical Hdwy Stg 2 5.4 - - - - -
Follow-up Hdwy 3.5 3.3 2.2 - - -
Pot Cap-1 Maneuver 730 929 1467 - - -
Stage 1 904 - - - - -
Stage 2 895 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 727 929 1467 - - -
Mov Cap-2 Maneuver 727 - - - - -
Stage 1 900 - - - - -
Stage 2 895 - - - - -
Approach EB NB SB
HCM Control Delay, s 9.6 0.3 0
HCM LOS A
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1467 - 796 - -
HCM Lane V/C Ratio 0.003 - 0.007 - -
HCM Control Delay (s) 7.5 0 9.6 - -
HCM Lane LOS A A A - -
HCM 95th %tile Q(veh) 0 - 0 - -
OY+P_MID Fri Jun 19, 2020 15:36:13 Page 4-1
--------------------------------------------------------------------------------
WILLARD AND GAREY RESIDENTIAL DEVELOPMENT TRAFFIC STUDY
OPENING YEAR (2022) WITH AMBIENT GROWTH WITH PROJECT CONDITIONS
MIDDAY PEAK HOUR
--------------------------------------------------------------------------------
Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative)
********************************************************************************
Intersection #1 Rockhold Avenue (NS) / Dorothy Avenue
********************************************************************************
Cycle (sec): 100 Critical Vol./Cap.(X): 0.252
Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 24 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: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 0 0 1! 0 0 0 0 1! 0 0 0 0 1! 0 0 0 0 1! 0 0
------------|---------------||---------------||---------------||---------------|
Volume Module:
Base Vol: 43 36 29 16 32 2 13 49 28 18 33 15
Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02
Initial Bse: 44 37 30 16 33 2 13 50 29 18 34 15
Added Vol: 1 2 1 0 2 0 0 0 2 1 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 45 39 31 16 35 2 13 50 31 19 34 15
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: 45 39 31 16 35 2 13 50 31 19 34 15
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 45 39 31 16 35 2 13 50 31 19 34 15
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: 45 39 31 16 35 2 13 50 31 19 34 15
------------|---------------||---------------||---------------||---------------|
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
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: 0.39 0.34 0.27 0.31 0.65 0.04 0.14 0.53 0.33 0.28 0.50 0.22
Final Sat.: 629 543 429 493 1046 62 226 853 521 453 788 358
------------|---------------||---------------||---------------||---------------|
Capacity Analysis Module:
Vol/Sat: 0.03 0.07 0.07 0.01 0.03 0.03 0.01 0.06 0.06 0.01 0.04 0.04
Crit Moves: **** **** **** ****
********************************************************************************
Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to RK ENGINEERING GROUP
OY+P_MID Fri Jun 19, 2020 15:36:13 Page 5-1
--------------------------------------------------------------------------------
WILLARD AND GAREY RESIDENTIAL DEVELOPMENT TRAFFIC STUDY
OPENING YEAR (2022) WITH AMBIENT GROWTH WITH PROJECT CONDITIONS
MIDDAY PEAK HOUR
--------------------------------------------------------------------------------
Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative)
********************************************************************************
Intersection #2 Willard Avenue (NS) / Garvey Avenue (EW)
********************************************************************************
Cycle (sec): 100 Critical Vol./Cap.(X): 0.466
Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 32 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: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
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: 12 3 35 6 4 56 37 894 32 31 755 40
Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02
Initial Bse: 12 3 36 6 4 57 38 912 33 32 770 41
Added Vol: 0 0 0 1 0 1 2 0 0 0 0 2
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 12 3 36 7 4 58 40 912 33 32 770 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: 12 3 36 7 4 58 40 912 33 32 770 43
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 12 3 36 7 4 58 40 912 33 32 770 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: 12 3 36 7 4 58 40 912 33 32 770 43
------------|---------------||---------------||---------------||---------------|
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
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 0.06 0.70 0.10 0.06 0.84 1.00 1.93 0.07 1.00 1.89 0.11
Final Sat.: 384 96 1120 164 94 1341 1600 3089 111 1600 3032 168
------------|---------------||---------------||---------------||---------------|
Capacity Analysis Module:
Vol/Sat: 0.01 0.03 0.03 0.00 0.04 0.04 0.02 0.30 0.30 0.02 0.25 0.25
Crit Moves: **** **** **** ****
********************************************************************************
Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to RK ENGINEERING GROUP
OY+P_MID Fri Jun 19, 2020 15:36:13 Page 6-1
--------------------------------------------------------------------------------
WILLARD AND GAREY RESIDENTIAL DEVELOPMENT TRAFFIC STUDY
OPENING YEAR (2022) WITH AMBIENT GROWTH WITH PROJECT CONDITIONS
MIDDAY PEAK HOUR
--------------------------------------------------------------------------------
Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative)
********************************************************************************
Intersection #3 Willard Avenue (NS) / Project Driveway 1 (EW)
********************************************************************************
Cycle (sec): 100 Critical Vol./Cap.(X): 0.157
Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 21 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: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 0 1 0 0 0 0 0 0 1 0 0 0 1! 0 0 0 0 0 0 0
------------|---------------||---------------||---------------||---------------|
Volume Module:
Base Vol: 0 80 0 0 78 0 0 0 0 0 0 0
Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02
Initial Bse: 0 82 0 0 80 0 0 0 0 0 0 0
Added Vol: 3 0 0 0 0 5 3 0 2 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 3 82 0 0 80 5 3 0 2 0 0 0
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: 3 82 0 0 80 5 3 0 2 0 0 0
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 3 82 0 0 80 5 3 0 2 0 0 0
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: 3 82 0 0 80 5 3 0 2 0 0 0
------------|---------------||---------------||---------------||---------------|
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
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: 0.04 0.96 0.00 0.00 0.94 0.06 0.60 0.00 0.40 0.00 0.00 0.00
Final Sat.: 57 1543 0 0 1505 95 960 0 640 0 0 0
------------|---------------||---------------||---------------||---------------|
Capacity Analysis Module:
Vol/Sat: 0.00 0.05 0.00 0.00 0.05 0.05 0.00 0.00 0.00 0.00 0.00 0.00
Crit Moves: **** **** ****
********************************************************************************
Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to RK ENGINEERING GROUP
Lanes and Geometrics Willard and Garvey Residential Development TIA
1: Rockhold Avenue & Dorothy Avenue 06/19/2020
Opening Year (2022) With Ambient Growth With Project Conditions Synchro 10 Report
PM Peak Hour
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 0 0 0 0 0 0 0 0
Storage Lanes 0 0 0 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.966 0.963 0.981 0.987
Flt Protected 0.994 0.988 0.984 0.973
Satd. Flow (prot) 0 1824 0 0 1808 0 0 1834 0 0 1825 0
Flt Permitted 0.994 0.988 0.984 0.973
Satd. Flow (perm) 0 1824 0 0 1808 0 0 1834 0 0 1825 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 1494 1132 402 429
Travel Time (s) 34.0 25.7 9.1 9.8
Intersection Summary
Area Type: Other
Volume Willard and Garvey Residential Development TIA
1: Rockhold Avenue & Dorothy Avenue 06/19/2020
Opening Year (2022) With Ambient Growth With Project Conditions Synchro 10 Report
PM Peak Hour
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Traffic Volume (vph) 16 78 32 24 47 27 33 53 14 24 15 4
Future Volume (vph) 16 78 32 24 47 27 33 53 14 24 15 4
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
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
Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%) 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Adj. Flow (vph) 19 93 38 29 56 32 39 63 17 29 18 5
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 150 0 0 117 0 0 119 0 0 52 0
Intersection Summary
HCM 2010 AWSC Willard and Garvey Residential Development TIA
1: Rockhold Avenue & Dorothy Avenue 06/19/2020
Opening Year (2022) With Ambient Growth With Project Conditions Synchro 10 Report
PM Peak Hour
Intersection
Intersection Delay, s/veh 8.3
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 16 78 32 24 47 27 33 53 14 24 15 4
Future Vol, veh/h 16 78 32 24 47 27 33 53 14 24 15 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, % 0 0 0 0 0 0 0 0 0 0 0 0
Mvmt Flow 19 93 38 29 56 32 39 63 17 29 18 5
Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 8.3 8.1 8.4 8.1
HCM LOS A A A A
Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 33% 13% 24% 56%
Vol Thru, % 53% 62% 48% 35%
Vol Right, % 14% 25% 28% 9%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 100 126 98 43
LT Vol 33 16 24 24
Through Vol 53 78 47 15
RT Vol 14 32 27 4
Lane Flow Rate 119 150 117 51
Geometry Grp 1 1 1 1
Degree of Util (X) 0.15 0.179 0.141 0.067
Departure Headway (Hd) 4.535 4.302 4.348 4.689
Convergence, Y/N Yes Yes Yes Yes
Cap 792 836 826 764
Service Time 2.558 2.323 2.369 2.715
HCM Lane V/C Ratio 0.15 0.179 0.142 0.067
HCM Control Delay 8.4 8.3 8.1 8.1
HCM Lane LOS A A A A
HCM 95th-tile Q 0.5 0.6 0.5 0.2
Lanes and Geometrics Willard and Garvey Residential Development TIA
2: Willard Avenue & Garvey Avenue 06/19/2020
Opening Year (2022) With Ambient Growth With Project Conditions Synchro 10 Report
PM Peak Hour
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 0 100 110 100 0 0 0 0
Storage Lanes 1 0 1 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.996 0.994 0.919 0.887
Flt Protected 0.950 0.950 0.984 0.993
Satd. Flow (prot) 1805 3525 0 1770 3521 0 0 1718 0 0 1674 0
Flt Permitted 0.950 0.950 0.984 0.993
Satd. Flow (perm) 1805 3525 0 1770 3521 0 0 1718 0 0 1674 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 1391 1227 333 982
Travel Time (s) 31.6 27.9 7.6 22.3
Intersection Summary
Area Type: Other
Volume Willard and Garvey Residential Development TIA
2: Willard Avenue & Garvey Avenue 06/19/2020
Opening Year (2022) With Ambient Growth With Project Conditions Synchro 10 Report
PM Peak Hour
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Traffic Volume (vph) 54 1043 31 24 953 38 8 2 14 7 1 38
Future Volume (vph) 54 1043 31 24 953 38 8 2 14 7 1 38
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
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
Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%) 0% 2% 2% 2% 2% 0% 0% 0% 0% 0% 0% 0%
Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Adj. Flow (vph) 56 1086 32 25 993 40 8 2 15 7 1 40
Shared Lane Traffic (%)
Lane Group Flow (vph) 56 1118 0 25 1033 0 0 25 0 0 48 0
Intersection Summary
HCM 2010 TWSC Willard and Garvey Residential Development TIA
2: Willard Avenue & Garvey Avenue 06/19/2020
Opening Year (2022) With Ambient Growth With Project Conditions Synchro 10 Report
PM Peak Hour
Intersection
Int Delay, s/veh 1.7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 54 1043 31 24 953 38 8 2 14 7 1 38
Future Vol, veh/h 54 1043 31 24 953 38 8 2 14 7 1 38
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized - - None - - None - - None - - None
Storage Length 0 - - 110 - - - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 96 96 96 96 96 96 96 96 96 96 96 96
Heavy Vehicles, % 0 2 2 2 2 0 0 0 0 0 0 0
Mvmt Flow 56 1086 32 25 993 40 8 2 15 7 1 40
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 1033 0 0 1118 0 0 1761 2297 559 1719 2293 517
Stage 1 - - - - - - 1214 1214 - 1063 1063 -
Stage 2 - - - - - - 547 1083 - 656 1230 -
Critical Hdwy 4.1 - - 4.14 - - 7.5 6.5 6.9 7.5 6.5 6.9
Critical Hdwy Stg 1 - - - - - - 6.5 5.5 - 6.5 5.5 -
Critical Hdwy Stg 2 - - - - - - 6.5 5.5 - 6.5 5.5 -
Follow-up Hdwy 2.2 - - 2.22 - - 3.5 4 3.3 3.5 4 3.3
Pot Cap-1 Maneuver 681 - - 620 - - 55 39 478 59 40 509
Stage 1 - - - - - - 196 257 - 242 302 -
Stage 2 - - - - - - 494 296 - 426 252 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 681 - - 620 - - 45 34 478 50 35 509
Mov Cap-2 Maneuver - - - - - - 45 34 - 50 35 -
Stage 1 - - - - - - 180 236 - 222 290 -
Stage 2 - - - - - - 436 284 - 376 231 -
Approach EB WB NB SB
HCM Control Delay, s 0.5 0.3 59.7 30.4
HCM LOS F D
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h) 90 681 - - 620 - - 189
HCM Lane V/C Ratio 0.278 0.083 - - 0.04 - - 0.254
HCM Control Delay (s) 59.7 10.8 - - 11.1 - - 30.4
HCM Lane LOS F B - - B - - D
HCM 95th %tile Q(veh) 1 0.3 - - 0.1 - - 1
Lanes and Geometrics Willard and Garvey Residential Development TIA
3: Willard Avenue & Project Access 1 06/19/2020
Opening Year (2022) With Ambient Growth With Project Conditions Synchro 10 Report
PM Peak Hour
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Width (ft) 12 12 12 12 12 12
Grade (%) 0% 0% 0%
Storage Length (ft) 0 0 0 0
Storage Lanes 1 0 0 0
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.946 0.990
Flt Protected 0.971 0.998
Satd. Flow (prot) 1745 0 0 1896 1881 0
Flt Permitted 0.971 0.998
Satd. Flow (perm) 1745 0 0 1896 1881 0
Link Speed (mph) 30 30 30
Link Distance (ft) 228 982 512
Travel Time (s) 5.2 22.3 11.6
Intersection Summary
Area Type: Other
Volume Willard and Garvey Residential Development TIA
3: Willard Avenue & Project Access 1 06/19/2020
Opening Year (2022) With Ambient Growth With Project Conditions Synchro 10 Report
PM Peak Hour
Lane Group EBL EBR NBL NBT SBT SBR
Traffic Volume (vph) 3 2 3 90 66 5
Future Volume (vph) 3 2 3 90 66 5
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.92 0.92 0.84 0.84 0.84 0.84
Growth Factor 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%) 0% 0% 0% 0% 0% 0%
Bus Blockages (#/hr) 0 0 0 0 0 0
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0%
Adj. Flow (vph) 3 2 4 107 79 6
Shared Lane Traffic (%)
Lane Group Flow (vph) 5 0 0 111 85 0
Intersection Summary
HCM 2010 TWSC Willard and Garvey Residential Development TIA
3: Willard Avenue & Project Access 1 06/19/2020
Opening Year (2022) With Ambient Growth With Project Conditions Synchro 10 Report
PM Peak Hour
Intersection
Int Delay, s/veh 0.4
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 3 2 3 90 66 5
Future Vol, veh/h 3 2 3 90 66 5
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 84 84 84 84
Heavy Vehicles, % 0 0 0 0 0 0
Mvmt Flow 3 2 4 107 79 6
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 197 82 85 0 - 0
Stage 1 82 - - - - -
Stage 2 115 - - - - -
Critical Hdwy 6.4 6.2 4.1 - - -
Critical Hdwy Stg 1 5.4 - - - - -
Critical Hdwy Stg 2 5.4 - - - - -
Follow-up Hdwy 3.5 3.3 2.2 - - -
Pot Cap-1 Maneuver 796 983 1524 - - -
Stage 1 946 - - - - -
Stage 2 915 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 794 983 1524 - - -
Mov Cap-2 Maneuver 794 - - - - -
Stage 1 943 - - - - -
Stage 2 915 - - - - -
Approach EB NB SB
HCM Control Delay, s 9.2 0.2 0
HCM LOS A
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1524 - 860 - -
HCM Lane V/C Ratio 0.002 - 0.006 - -
HCM Control Delay (s) 7.4 0 9.2 - -
HCM Lane LOS A A A - -
HCM 95th %tile Q(veh) 0 - 0 - -
OY+P_PM Fri Jun 19, 2020 15:36:25 Page 4-1
--------------------------------------------------------------------------------
WILLARD AND GAREY RESIDENTIAL DEVELOPMENT TRAFFIC STUDY
OPENING YEAR (2022) WITH AMBIENT GROWTH WITH PROJECT CONDITIONS
PM PEAK HOUR
--------------------------------------------------------------------------------
Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative)
********************************************************************************
Intersection #1 Rockhold Avenue (NS) / Dorothy Avenue
********************************************************************************
Cycle (sec): 100 Critical Vol./Cap.(X): 0.271
Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 24 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: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 0 0 1! 0 0 0 0 1! 0 0 0 0 1! 0 0 0 0 1! 0 0
------------|---------------||---------------||---------------||---------------|
Volume Module:
Base Vol: 31 50 13 24 13 4 16 76 29 23 46 26
Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02
Initial Bse: 32 51 13 24 13 4 16 78 30 23 47 27
Added Vol: 1 2 1 0 2 0 0 0 2 1 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 33 53 14 24 15 4 16 78 32 24 47 27
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: 33 53 14 24 15 4 16 78 32 24 47 27
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 33 53 14 24 15 4 16 78 32 24 47 27
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: 33 53 14 24 15 4 16 78 32 24 47 27
------------|---------------||---------------||---------------||---------------|
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
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: 0.33 0.53 0.14 0.56 0.35 0.09 0.13 0.62 0.25 0.25 0.48 0.27
Final Sat.: 523 849 228 894 557 149 208 989 403 400 767 433
------------|---------------||---------------||---------------||---------------|
Capacity Analysis Module:
Vol/Sat: 0.02 0.06 0.06 0.02 0.03 0.03 0.01 0.08 0.08 0.02 0.06 0.06
Crit Moves: **** **** **** ****
********************************************************************************
Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to RK ENGINEERING GROUP
OY+P_PM Fri Jun 19, 2020 15:36:25 Page 5-1
--------------------------------------------------------------------------------
WILLARD AND GAREY RESIDENTIAL DEVELOPMENT TRAFFIC STUDY
OPENING YEAR (2022) WITH AMBIENT GROWTH WITH PROJECT CONDITIONS
PM PEAK HOUR
--------------------------------------------------------------------------------
Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative)
********************************************************************************
Intersection #2 Willard Avenue (NS) / Garvey Avenue (EW)
********************************************************************************
Cycle (sec): 100 Critical Vol./Cap.(X): 0.484
Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 32 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: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
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: 8 2 14 6 1 36 51 1022 30 24 934 35
Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02
Initial Bse: 8 2 14 6 1 37 52 1043 31 24 953 36
Added Vol: 0 0 0 1 0 1 2 0 0 0 0 2
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 8 2 14 7 1 38 54 1043 31 24 953 38
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: 8 2 14 7 1 38 54 1043 31 24 953 38
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 8 2 14 7 1 38 54 1043 31 24 953 38
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: 8 2 14 7 1 38 54 1043 31 24 953 38
------------|---------------||---------------||---------------||---------------|
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
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: 0.33 0.08 0.59 0.16 0.02 0.82 1.00 1.94 0.06 1.00 1.92 0.08
Final Sat.: 533 133 933 248 36 1316 1600 3109 91 1600 3078 122
------------|---------------||---------------||---------------||---------------|
Capacity Analysis Module:
Vol/Sat: 0.01 0.02 0.02 0.00 0.03 0.03 0.03 0.34 0.34 0.02 0.31 0.31
Crit Moves: **** **** **** ****
********************************************************************************
Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to RK ENGINEERING GROUP
OY+P_PM Fri Jun 19, 2020 15:36:25 Page 6-1
--------------------------------------------------------------------------------
WILLARD AND GAREY RESIDENTIAL DEVELOPMENT TRAFFIC STUDY
OPENING YEAR (2022) WITH AMBIENT GROWTH WITH PROJECT CONDITIONS
PM PEAK HOUR
--------------------------------------------------------------------------------
Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative)
********************************************************************************
Intersection #3 Willard Avenue (NS) / Project Driveway 1 (EW)
********************************************************************************
Cycle (sec): 100 Critical Vol./Cap.(X): 0.160
Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 21 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: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 0 1 0 0 0 0 0 0 1 0 0 0 1! 0 0 0 0 0 0 0
------------|---------------||---------------||---------------||---------------|
Volume Module:
Base Vol: 0 88 0 0 65 0 0 0 0 0 0 0
Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02
Initial Bse: 0 90 0 0 66 0 0 0 0 0 0 0
Added Vol: 3 0 0 0 0 5 3 0 2 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 3 90 0 0 66 5 3 0 2 0 0 0
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: 3 90 0 0 66 5 3 0 2 0 0 0
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 3 90 0 0 66 5 3 0 2 0 0 0
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: 3 90 0 0 66 5 3 0 2 0 0 0
------------|---------------||---------------||---------------||---------------|
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
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: 0.03 0.97 0.00 0.00 0.93 0.07 0.60 0.00 0.40 0.00 0.00 0.00
Final Sat.: 52 1548 0 0 1488 112 960 0 640 0 0 0
------------|---------------||---------------||---------------||---------------|
Capacity Analysis Module:
Vol/Sat: 0.00 0.06 0.00 0.00 0.04 0.04 0.00 0.00 0.00 0.00 0.00 0.00
Crit Moves: **** **** ****
********************************************************************************
Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to RK ENGINEERING GROUP
Appendix G
Opening Year With Ambient Growth With Related Projects
Without Project Conditions Intersection Analysis Worksheets
Lanes and Geometrics Willard and Garvey Residential Development TIA
1: Rockhold Avenue & Dorothy Avenue 06/19/2020
Opening Year (2022) With Ambient Growth With Related Projects Without Project Conditions Synchro 10 Report
AM Peak Hour
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 0 0 0 0 0 0 0 0
Storage Lanes 0 0 0 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.934 0.977 0.964 0.995
Flt Protected 0.997 0.980 0.984 0.983
Satd. Flow (prot) 0 1769 0 0 1819 0 0 1802 0 0 1858 0
Flt Permitted 0.997 0.980 0.984 0.983
Satd. Flow (perm) 0 1769 0 0 1819 0 0 1802 0 0 1858 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 1494 1132 402 429
Travel Time (s) 34.0 25.7 9.1 9.8
Intersection Summary
Area Type: Other
Volume Willard and Garvey Residential Development TIA
1: Rockhold Avenue & Dorothy Avenue 06/19/2020
Opening Year (2022) With Ambient Growth With Related Projects Without Project Conditions Synchro 10 Report
AM Peak Hour
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Traffic Volume (vph) 8 53 58 42 45 18 65 87 54 27 46 3
Future Volume (vph) 8 53 58 42 45 18 65 87 54 27 46 3
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67
Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%) 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Adj. Flow (vph) 12 79 87 63 67 27 97 130 81 40 69 4
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 178 0 0 157 0 0 308 0 0 113 0
Intersection Summary
HCM 2010 AWSC Willard and Garvey Residential Development TIA
1: Rockhold Avenue & Dorothy Avenue 06/19/2020
Opening Year (2022) With Ambient Growth With Related Projects Without Project Conditions Synchro 10 Report
AM Peak Hour
Intersection
Intersection Delay, s/veh 10.2
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 8 53 58 42 45 18 65 87 54 27 46 3
Future Vol, veh/h 8 53 58 42 45 18 65 87 54 27 46 3
Peak Hour Factor 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67
Heavy Vehicles, % 0 0 0 0 0 0 0 0 0 0 0 0
Mvmt Flow 12 79 87 63 67 27 97 130 81 40 69 4
Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 9.5 9.8 11.2 9.3
HCM LOS A A B A
Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 32% 7% 40% 36%
Vol Thru, % 42% 45% 43% 61%
Vol Right, % 26% 49% 17% 4%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 206 119 105 76
LT Vol 65 8 42 27
Through Vol 87 53 45 46
RT Vol 54 58 18 3
Lane Flow Rate 307 178 157 113
Geometry Grp 1 1 1 1
Degree of Util (X) 0.408 0.24 0.228 0.166
Departure Headway (Hd) 4.773 4.958 5.231 5.262
Convergence, Y/N Yes Yes Yes Yes
Cap 744 728 691 684
Service Time 2.865 2.958 3.231 3.272
HCM Lane V/C Ratio 0.413 0.245 0.227 0.165
HCM Control Delay 11.2 9.5 9.8 9.3
HCM Lane LOS B A A A
HCM 95th-tile Q 2 0.9 0.9 0.6
Lanes and Geometrics Willard and Garvey Residential Development TIA
2: Willard Avenue & Garvey Avenue 06/19/2020
Opening Year (2022) With Ambient Growth With Related Projects Without Project Conditions Synchro 10 Report
AM Peak Hour
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 0 100 110 100 0 0 0 0
Storage Lanes 1 0 1 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.992 0.990 0.922 0.885
Flt Protected 0.950 0.950 0.986 0.993
Satd. Flow (prot) 1805 3511 0 1770 3508 0 0 1727 0 0 1670 0
Flt Permitted 0.950 0.950 0.986 0.993
Satd. Flow (perm) 1805 3511 0 1770 3508 0 0 1727 0 0 1670 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 1391 1227 333 982
Travel Time (s) 31.6 27.9 7.6 22.3
Intersection Summary
Area Type: Other
Volume Willard and Garvey Residential Development TIA
2: Willard Avenue & Garvey Avenue 06/19/2020
Opening Year (2022) With Ambient Growth With Related Projects Without Project Conditions Synchro 10 Report
AM Peak Hour
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Traffic Volume (vph) 70 875 47 56 1016 71 29 15 59 11 1 69
Future Volume (vph) 70 875 47 56 1016 71 29 15 59 11 1 69
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87
Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%) 0% 2% 2% 2% 2% 0% 0% 0% 0% 0% 0% 0%
Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Adj. Flow (vph) 80 1006 54 64 1168 82 33 17 68 13 1 79
Shared Lane Traffic (%)
Lane Group Flow (vph) 80 1060 0 64 1250 0 0 118 0 0 93 0
Intersection Summary
HCM 2010 TWSC Willard and Garvey Residential Development TIA
2: Willard Avenue & Garvey Avenue 06/19/2020
Opening Year (2022) With Ambient Growth With Related Projects Without Project Conditions Synchro 10 Report
AM Peak Hour
Intersection
Int Delay, s/veh 55.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 70 875 47 56 1016 71 29 15 59 11 1 69
Future Vol, veh/h 70 875 47 56 1016 71 29 15 59 11 1 69
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized - - None - - None - - None - - None
Storage Length 0 - - 110 - - - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 87 87 87 87 87 87 87 87 87 87 87 87
Heavy Vehicles, % 0 2 2 2 2 0 0 0 0 0 0 0
Mvmt Flow 80 1006 54 64 1168 82 33 17 68 13 1 79
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 1250 0 0 1060 0 0 1906 2571 530 2009 2557 625
Stage 1 - - - - - - 1193 1193 - 1337 1337 -
Stage 2 - - - - - - 713 1378 - 672 1220 -
Critical Hdwy 4.1 - - 4.14 - - 7.5 6.5 6.9 7.5 6.5 6.9
Critical Hdwy Stg 1 - - - - - - 6.5 5.5 - 6.5 5.5 -
Critical Hdwy Stg 2 - - - - - - 6.5 5.5 - 6.5 5.5 -
Follow-up Hdwy 2.2 - - 2.22 - - 3.5 4 3.3 3.5 4 3.3
Pot Cap-1 Maneuver 564 - - 653 - - 43 26 499 36 27 433
Stage 1 - - - - - - 202 263 - 164 224 -
Stage 2 - - - - - - 394 214 - 416 255 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 564 - - 653 - - ~ 28 20 499 ~ 7 21 433
Mov Cap-2 Maneuver - - - - - - ~ 28 20 - ~ 7 21 -
Stage 1 - - - - - - 173 226 - 141 202 -
Stage 2 - - - - - - 289 193 - 285 219 -
Approach EB WB NB SB
HCM Control Delay, s 0.9 0.5 $ 711.1 $ 666.3
HCM LOS F F
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h) 54 564 - - 653 - - 46
HCM Lane V/C Ratio 2.192 0.143 - - 0.099 - - 2.024
HCM Control Delay (s) $ 711.1 12.4 - - 11.1 - -$ 666.3
HCM Lane LOS F B - - B - - F
HCM 95th %tile Q(veh) 11.8 0.5 - - 0.3 - - 9.5
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
Lanes and Geometrics Willard and Garvey Residential Development TIA
3: Willard Avenue & Project Access 1 06/19/2020
Opening Year (2022) With Ambient Growth With Related Projects Without Project Conditions Synchro 10 Report
AM Peak Hour
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Width (ft) 12 12 12 12 12 12
Grade (%) 0% 0% 0%
Storage Length (ft) 0 0 0 0
Storage Lanes 1 0 0 0
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt
Flt Protected
Satd. Flow (prot) 1900 0 0 1900 1900 0
Flt Permitted
Satd. Flow (perm) 1900 0 0 1900 1900 0
Link Speed (mph) 30 30 30
Link Distance (ft) 228 982 512
Travel Time (s) 5.2 22.3 11.6
Intersection Summary
Area Type: Other
Volume Willard and Garvey Residential Development TIA
3: Willard Avenue & Project Access 1 06/19/2020
Opening Year (2022) With Ambient Growth With Related Projects Without Project Conditions Synchro 10 Report
AM Peak Hour
Lane Group EBL EBR NBL NBT SBT SBR
Traffic Volume (vph) 0 0 0 157 146 0
Future Volume (vph) 0 0 0 157 146 0
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.92 0.92 0.67 0.67 0.67 0.67
Growth Factor 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%) 0% 0% 0% 0% 0% 0%
Bus Blockages (#/hr) 0 0 0 0 0 0
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0%
Adj. Flow (vph) 0 0 0 234 218 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 0 234 218 0
Intersection Summary
HCM 2010 TWSC Willard and Garvey Residential Development TIA
3: Willard Avenue & Project Access 1 06/19/2020
Opening Year (2022) With Ambient Growth With Related Projects Without Project Conditions Synchro 10 Report
AM Peak Hour
Intersection
Int Delay, s/veh 0
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 0 0 157 146 0
Future Vol, veh/h 0 0 0 157 146 0
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 67 67 67 67
Heavy Vehicles, % 0 0 0 0 0 0
Mvmt Flow 0 0 0 234 218 0
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 452 218 218 0 - 0
Stage 1 218 - - - - -
Stage 2 234 - - - - -
Critical Hdwy 6.4 6.2 4.1 - - -
Critical Hdwy Stg 1 5.4 - - - - -
Critical Hdwy Stg 2 5.4 - - - - -
Follow-up Hdwy 3.5 3.3 2.2 - - -
Pot Cap-1 Maneuver 569 827 1364 - - -
Stage 1 823 - - - - -
Stage 2 810 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 569 827 1364 - - -
Mov Cap-2 Maneuver 569 - - - - -
Stage 1 823 - - - - -
Stage 2 810 - - - - -
Approach EB NB SB
HCM Control Delay, s 0 0 0
HCM LOS A
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1364 - - - -
HCM Lane V/C Ratio - - - - -
HCM Control Delay (s) 0 - 0 - -
HCM Lane LOS A - A - -
HCM 95th %tile Q(veh) 0 - - - -
OY+C_AM Fri Jun 19, 2020 15:35:00 Page 4-1
--------------------------------------------------------------------------------
WILLARD AND GARVEY RESIDENTIAL DEVELOPMENT TRAFFIC STUDY
OPENING YEAR (2022) WITH AMBIENT GROWTH WITH RELATED PROJECTS WITHOUT PROJECT C
AM PEAK HOUR
--------------------------------------------------------------------------------
Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative)
********************************************************************************
Intersection #1 Rockhold Avenue (NS) / Dorothy Avenue
********************************************************************************
Cycle (sec): 100 Critical Vol./Cap.(X): 0.346
Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 27 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: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 0 0 1! 0 0 0 0 1! 0 0 0 0 1! 0 0 0 0 1! 0 0
------------|---------------||---------------||---------------||---------------|
Volume Module:
Base Vol: 64 80 53 26 41 3 8 52 57 41 44 18
Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02
Initial Bse: 65 82 54 27 42 3 8 53 58 42 45 18
Added Vol: 0 5 0 0 4 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 65 87 54 27 46 3 8 53 58 42 45 18
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: 65 87 54 27 46 3 8 53 58 42 45 18
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 65 87 54 27 46 3 8 53 58 42 45 18
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: 65 87 54 27 46 3 8 53 58 42 45 18
------------|---------------||---------------||---------------||---------------|
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
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: 0.32 0.42 0.26 0.35 0.61 0.04 0.07 0.44 0.49 0.40 0.43 0.17
Final Sat.: 507 673 420 563 972 65 109 711 779 637 683 280
------------|---------------||---------------||---------------||---------------|
Capacity Analysis Module:
Vol/Sat: 0.04 0.13 0.13 0.02 0.05 0.05 0.01 0.07 0.07 0.03 0.07 0.07
Crit Moves: **** **** **** ****
********************************************************************************
Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to RK ENGINEERING GROUP
OY+C_AM Fri Jun 19, 2020 15:35:00 Page 5-1
--------------------------------------------------------------------------------
WILLARD AND GARVEY RESIDENTIAL DEVELOPMENT TRAFFIC STUDY
OPENING YEAR (2022) WITH AMBIENT GROWTH WITH RELATED PROJECTS WITHOUT PROJECT C
AM PEAK HOUR
--------------------------------------------------------------------------------
Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative)
********************************************************************************
Intersection #2 Willard Avenue (NS) / Garvey Avenue (EW)
********************************************************************************
Cycle (sec): 100 Critical Vol./Cap.(X): 0.553
Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 37 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: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
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: 28 15 58 9 1 65 66 784 46 55 920 68
Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02
Initial Bse: 29 15 59 9 1 66 67 800 47 56 938 69
Added Vol: 0 0 0 2 0 3 3 75 0 0 78 2
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 29 15 59 11 1 69 70 875 47 56 1016 71
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: 29 15 59 11 1 69 70 875 47 56 1016 71
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 29 15 59 11 1 69 70 875 47 56 1016 71
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: 29 15 59 11 1 69 70 875 47 56 1016 71
------------|---------------||---------------||---------------||---------------|
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
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: 0.28 0.15 0.57 0.14 0.01 0.85 1.00 1.90 0.10 1.00 1.87 0.13
Final Sat.: 444 238 919 219 20 1360 1600 3037 163 1600 2990 210
------------|---------------||---------------||---------------||---------------|
Capacity Analysis Module:
Vol/Sat: 0.02 0.06 0.06 0.01 0.05 0.05 0.04 0.29 0.29 0.04 0.34 0.34
Crit Moves: **** **** **** ****
********************************************************************************
Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to RK ENGINEERING GROUP
OY+C_AM Fri Jun 19, 2020 15:35:00 Page 6-1
--------------------------------------------------------------------------------
WILLARD AND GARVEY RESIDENTIAL DEVELOPMENT TRAFFIC STUDY
OPENING YEAR (2022) WITH AMBIENT GROWTH WITH RELATED PROJECTS WITHOUT PROJECT C
AM PEAK HOUR
--------------------------------------------------------------------------------
Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative)
********************************************************************************
Intersection #3 Willard Avenue (NS) / Project Driveway 1 (EW)
********************************************************************************
Cycle (sec): 100 Critical Vol./Cap.(X): 0.198
Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 22 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: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 0 0 1 0 0 0 0 1 0 0 0 0 1! 0 0 0 0 0 0 0
------------|---------------||---------------||---------------||---------------|
Volume Module:
Base Vol: 0 149 0 0 139 0 0 0 0 0 0 0
Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02
Initial Bse: 0 152 0 0 142 0 0 0 0 0 0 0
Added Vol: 0 5 0 0 4 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 0 157 0 0 146 0 0 0 0 0 0 0
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: 0 157 0 0 146 0 0 0 0 0 0 0
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 0 157 0 0 146 0 0 0 0 0 0 0
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: 0 157 0 0 146 0 0 0 0 0 0 0
------------|---------------||---------------||---------------||---------------|
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
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: 0.00 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00
Final Sat.: 0 1600 0 0 1600 0 0 1600 0 0 0 0
------------|---------------||---------------||---------------||---------------|
Capacity Analysis Module:
Vol/Sat: 0.00 0.10 0.00 0.00 0.09 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Crit Moves: **** ****
********************************************************************************
Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to RK ENGINEERING GROUP
Lanes and Geometrics Willard and Garvey Residential Development TIA
1: Rockhold Avenue & Dorothy Avenue 06/19/2020
Opening Year (2022) With Ambient Growth With Related Projects Without Project Conditions Synchro 10 Report
MIDDAY Peak Hour
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 0 0 0 0 0 0 0 0
Storage Lanes 0 0 0 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.957 0.970 0.966 0.996
Flt Protected 0.993 0.987 0.982 0.986
Satd. Flow (prot) 0 1806 0 0 1819 0 0 1802 0 0 1866 0
Flt Permitted 0.993 0.987 0.982 0.986
Satd. Flow (perm) 0 1806 0 0 1819 0 0 1802 0 0 1866 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 1494 1132 402 429
Travel Time (s) 34.0 25.7 9.1 9.8
Intersection Summary
Area Type: Other
Volume Willard and Garvey Residential Development TIA
1: Rockhold Avenue & Dorothy Avenue 06/19/2020
Opening Year (2022) With Ambient Growth With Related Projects Without Project Conditions Synchro 10 Report
MIDDAY Peak Hour
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Traffic Volume (vph) 13 50 29 18 34 15 44 45 30 16 41 2
Future Volume (vph) 13 50 29 18 34 15 44 45 30 16 41 2
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65
Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%) 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Adj. Flow (vph) 20 77 45 28 52 23 68 69 46 25 63 3
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 142 0 0 103 0 0 183 0 0 91 0
Intersection Summary
HCM 2010 AWSC Willard and Garvey Residential Development TIA
1: Rockhold Avenue & Dorothy Avenue 06/19/2020
Opening Year (2022) With Ambient Growth With Related Projects Without Project Conditions Synchro 10 Report
MIDDAY Peak Hour
Intersection
Intersection Delay, s/veh 8.6
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 13 50 29 18 34 15 44 45 30 16 41 2
Future Vol, veh/h 13 50 29 18 34 15 44 45 30 16 41 2
Peak Hour Factor 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65
Heavy Vehicles, % 0 0 0 0 0 0 0 0 0 0 0 0
Mvmt Flow 20 77 45 28 52 23 68 69 46 25 63 3
Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 8.5 8.4 8.9 8.4
HCM LOS A A A A
Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 37% 14% 27% 27%
Vol Thru, % 38% 54% 51% 69%
Vol Right, % 25% 32% 22% 3%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 119 92 67 59
LT Vol 44 13 18 16
Through Vol 45 50 34 41
RT Vol 30 29 15 2
Lane Flow Rate 183 142 103 91
Geometry Grp 1 1 1 1
Degree of Util (X) 0.229 0.177 0.132 0.119
Departure Headway (Hd) 4.498 4.502 4.626 4.714
Convergence, Y/N Yes Yes Yes Yes
Cap 798 795 774 759
Service Time 2.529 2.535 2.661 2.75
HCM Lane V/C Ratio 0.229 0.179 0.133 0.12
HCM Control Delay 8.9 8.5 8.4 8.4
HCM Lane LOS A A A A
HCM 95th-tile Q 0.9 0.6 0.5 0.4
Lanes and Geometrics Willard and Garvey Residential Development TIA
2: Willard Avenue & Garvey Avenue 06/19/2020
Opening Year (2022) With Ambient Growth With Related Projects Without Project Conditions Synchro 10 Report
MIDDAY Peak Hour
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 0 100 110 100 0 0 0 0
Storage Lanes 1 0 1 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.995 0.993 0.904 0.890
Flt Protected 0.950 0.950 0.989 0.993
Satd. Flow (prot) 1805 3522 0 1770 3518 0 0 1699 0 0 1679 0
Flt Permitted 0.950 0.950 0.989 0.993
Satd. Flow (perm) 1805 3522 0 1770 3518 0 0 1699 0 0 1679 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 1391 1227 333 982
Travel Time (s) 31.6 27.9 7.6 22.3
Intersection Summary
Area Type: Other
Volume Willard and Garvey Residential Development TIA
2: Willard Avenue & Garvey Avenue 06/19/2020
Opening Year (2022) With Ambient Growth With Related Projects Without Project Conditions Synchro 10 Report
MIDDAY Peak Hour
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Traffic Volume (vph) 42 1040 33 32 903 45 12 3 36 10 4 61
Future Volume (vph) 42 1040 33 32 903 45 12 3 36 10 4 61
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91
Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%) 0% 2% 2% 2% 2% 0% 0% 0% 0% 0% 0% 0%
Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Adj. Flow (vph) 46 1143 36 35 992 49 13 3 40 11 4 67
Shared Lane Traffic (%)
Lane Group Flow (vph) 46 1179 0 35 1041 0 0 56 0 0 82 0
Intersection Summary
HCM 2010 TWSC Willard and Garvey Residential Development TIA
2: Willard Avenue & Garvey Avenue 06/19/2020
Opening Year (2022) With Ambient Growth With Related Projects Without Project Conditions Synchro 10 Report
MIDDAY Peak Hour
Intersection
Int Delay, s/veh 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 42 1040 33 32 903 45 12 3 36 10 4 61
Future Vol, veh/h 42 1040 33 32 903 45 12 3 36 10 4 61
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized - - None - - None - - None - - None
Storage Length 0 - - 110 - - - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 91 91 91 91 91 91 91 91 91 91 91 91
Heavy Vehicles, % 0 2 2 2 2 0 0 0 0 0 0 0
Mvmt Flow 46 1143 36 35 992 49 13 3 40 11 4 67
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 1041 0 0 1179 0 0 1821 2364 590 1752 2358 521
Stage 1 - - - - - - 1253 1253 - 1087 1087 -
Stage 2 - - - - - - 568 1111 - 665 1271 -
Critical Hdwy 4.1 - - 4.14 - - 7.5 6.5 6.9 7.5 6.5 6.9
Critical Hdwy Stg 1 - - - - - - 6.5 5.5 - 6.5 5.5 -
Critical Hdwy Stg 2 - - - - - - 6.5 5.5 - 6.5 5.5 -
Follow-up Hdwy 2.2 - - 2.22 - - 3.5 4 3.3 3.5 4 3.3
Pot Cap-1 Maneuver 676 - - 588 - - 49 36 456 56 36 505
Stage 1 - - - - - - 185 246 - 234 295 -
Stage 2 - - - - - - 480 287 - 420 241 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 676 - - 588 - - 34 32 456 43 32 505
Mov Cap-2 Maneuver - - - - - - 34 32 - 43 32 -
Stage 1 - - - - - - 172 229 - 218 277 -
Stage 2 - - - - - - 385 270 - 352 225 -
Approach EB WB NB SB
HCM Control Delay, s 0.4 0.4 83.8 50.8
HCM LOS F F
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h) 97 676 - - 588 - - 157
HCM Lane V/C Ratio 0.578 0.068 - - 0.06 - - 0.525
HCM Control Delay (s) 83.8 10.7 - - 11.5 - - 50.8
HCM Lane LOS F B - - B - - F
HCM 95th %tile Q(veh) 2.7 0.2 - - 0.2 - - 2.6
Lanes and Geometrics Willard and Garvey Residential Development TIA
3: Willard Avenue & Project Access 1 06/19/2020
Opening Year (2022) With Ambient Growth With Related Projects Without Project Conditions Synchro 10 Report
MIDDAY Peak Hour
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Width (ft) 12 12 12 12 12 12
Grade (%) 0% 0% 0%
Storage Length (ft) 0 0 0 0
Storage Lanes 1 0 0 0
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt
Flt Protected
Satd. Flow (prot) 1900 0 0 1900 1900 0
Flt Permitted
Satd. Flow (perm) 1900 0 0 1900 1900 0
Link Speed (mph) 30 30 30
Link Distance (ft) 228 982 512
Travel Time (s) 5.2 22.3 11.6
Intersection Summary
Area Type: Other
Volume Willard and Garvey Residential Development TIA
3: Willard Avenue & Project Access 1 06/19/2020
Opening Year (2022) With Ambient Growth With Related Projects Without Project Conditions Synchro 10 Report
MIDDAY Peak Hour
Lane Group EBL EBR NBL NBT SBT SBR
Traffic Volume (vph) 0 0 0 90 88 0
Future Volume (vph) 0 0 0 90 88 0
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.92 0.92 0.65 0.65 0.65 0.65
Growth Factor 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%) 0% 0% 0% 0% 0% 0%
Bus Blockages (#/hr) 0 0 0 0 0 0
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0%
Adj. Flow (vph) 0 0 0 138 135 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 0 138 135 0
Intersection Summary
HCM 2010 TWSC Willard and Garvey Residential Development TIA
3: Willard Avenue & Project Access 1 06/19/2020
Opening Year (2022) With Ambient Growth With Related Projects Without Project Conditions Synchro 10 Report
MIDDAY Peak Hour
Intersection
Int Delay, s/veh 0
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 0 0 90 88 0
Future Vol, veh/h 0 0 0 90 88 0
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 65 65 65 65
Heavy Vehicles, % 0 0 0 0 0 0
Mvmt Flow 0 0 0 138 135 0
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 273 135 135 0 - 0
Stage 1 135 - - - - -
Stage 2 138 - - - - -
Critical Hdwy 6.4 6.2 4.1 - - -
Critical Hdwy Stg 1 5.4 - - - - -
Critical Hdwy Stg 2 5.4 - - - - -
Follow-up Hdwy 3.5 3.3 2.2 - - -
Pot Cap-1 Maneuver 721 919 1462 - - -
Stage 1 896 - - - - -
Stage 2 894 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 721 919 1462 - - -
Mov Cap-2 Maneuver 721 - - - - -
Stage 1 896 - - - - -
Stage 2 894 - - - - -
Approach EB NB SB
HCM Control Delay, s 0 0 0
HCM LOS A
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1462 - - - -
HCM Lane V/C Ratio - - - - -
HCM Control Delay (s) 0 - 0 - -
HCM Lane LOS A - A - -
HCM 95th %tile Q(veh) 0 - - - -
OY+C_MID Fri Jun 19, 2020 15:35:11 Page 4-1
--------------------------------------------------------------------------------
WILLARD AND GARVEY RESIDENTIAL DEVELOPMENT TRAFFIC STUDY
OPENING YEAR (2022) WITH AMBIENT GROWTH WITH RELATED PROJECTS WITHOUT PROJECT C
MIDDAY PEAK HOUR
--------------------------------------------------------------------------------
Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative)
********************************************************************************
Intersection #1 Rockhold Avenue (NS) / Dorothy Avenue
********************************************************************************
Cycle (sec): 100 Critical Vol./Cap.(X): 0.253
Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 24 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: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 0 0 1! 0 0 0 0 1! 0 0 0 0 1! 0 0 0 0 1! 0 0
------------|---------------||---------------||---------------||---------------|
Volume Module:
Base Vol: 43 36 29 16 32 2 13 49 28 18 33 15
Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02
Initial Bse: 44 37 30 16 33 2 13 50 29 18 34 15
Added Vol: 0 8 0 0 8 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 44 45 30 16 41 2 13 50 29 18 34 15
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 45 30 16 41 2 13 50 29 18 34 15
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 44 45 30 16 41 2 13 50 29 18 34 15
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 45 30 16 41 2 13 50 29 18 34 15
------------|---------------||---------------||---------------||---------------|
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
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: 0.37 0.38 0.25 0.28 0.69 0.03 0.14 0.55 0.31 0.27 0.50 0.23
Final Sat.: 594 606 401 443 1102 55 231 871 498 436 800 364
------------|---------------||---------------||---------------||---------------|
Capacity Analysis Module:
Vol/Sat: 0.03 0.07 0.07 0.01 0.04 0.04 0.01 0.06 0.06 0.01 0.04 0.04
Crit Moves: **** **** **** ****
********************************************************************************
Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to RK ENGINEERING GROUP
OY+C_MID Fri Jun 19, 2020 15:35:12 Page 5-1
--------------------------------------------------------------------------------
WILLARD AND GARVEY RESIDENTIAL DEVELOPMENT TRAFFIC STUDY
OPENING YEAR (2022) WITH AMBIENT GROWTH WITH RELATED PROJECTS WITHOUT PROJECT C
MIDDAY PEAK HOUR
--------------------------------------------------------------------------------
Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative)
********************************************************************************
Intersection #2 Willard Avenue (NS) / Garvey Avenue (EW)
********************************************************************************
Cycle (sec): 100 Critical Vol./Cap.(X): 0.510
Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 34 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: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
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: 12 3 35 6 4 56 37 894 32 31 755 40
Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02
Initial Bse: 12 3 36 6 4 57 38 912 33 32 770 41
Added Vol: 0 0 0 4 0 4 4 128 0 0 133 4
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 12 3 36 10 4 61 42 1040 33 32 903 45
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: 12 3 36 10 4 61 42 1040 33 32 903 45
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 12 3 36 10 4 61 42 1040 33 32 903 45
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: 12 3 36 10 4 61 42 1040 33 32 903 45
------------|---------------||---------------||---------------||---------------|
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
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 0.06 0.70 0.13 0.05 0.82 1.00 1.94 0.06 1.00 1.91 0.09
Final Sat.: 384 96 1120 215 87 1298 1600 3103 97 1600 3049 151
------------|---------------||---------------||---------------||---------------|
Capacity Analysis Module:
Vol/Sat: 0.01 0.03 0.03 0.01 0.05 0.05 0.03 0.34 0.34 0.02 0.30 0.30
Crit Moves: **** **** **** ****
********************************************************************************
Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to RK ENGINEERING GROUP
OY+C_MID Fri Jun 19, 2020 15:35:12 Page 6-1
--------------------------------------------------------------------------------
WILLARD AND GARVEY RESIDENTIAL DEVELOPMENT TRAFFIC STUDY
OPENING YEAR (2022) WITH AMBIENT GROWTH WITH RELATED PROJECTS WITHOUT PROJECT C
MIDDAY PEAK HOUR
--------------------------------------------------------------------------------
Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative)
********************************************************************************
Intersection #3 Willard Avenue (NS) / Project Driveway 1 (EW)
********************************************************************************
Cycle (sec): 100 Critical Vol./Cap.(X): 0.156
Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 21 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: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 0 0 1 0 0 0 0 1 0 0 0 0 1! 0 0 0 0 0 0 0
------------|---------------||---------------||---------------||---------------|
Volume Module:
Base Vol: 0 80 0 0 78 0 0 0 0 0 0 0
Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02
Initial Bse: 0 82 0 0 80 0 0 0 0 0 0 0
Added Vol: 0 8 0 0 8 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 0 90 0 0 88 0 0 0 0 0 0 0
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: 0 90 0 0 88 0 0 0 0 0 0 0
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 0 90 0 0 88 0 0 0 0 0 0 0
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: 0 90 0 0 88 0 0 0 0 0 0 0
------------|---------------||---------------||---------------||---------------|
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
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: 0.00 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00
Final Sat.: 0 1600 0 0 1600 0 0 1600 0 0 0 0
------------|---------------||---------------||---------------||---------------|
Capacity Analysis Module:
Vol/Sat: 0.00 0.06 0.00 0.00 0.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Crit Moves: **** ****
********************************************************************************
Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to RK ENGINEERING GROUP
Lanes and Geometrics Willard and Garvey Residential Development TIA
1: Rockhold Avenue & Dorothy Avenue 06/19/2020
Opening Year (2022) With Ambient Growth With Related Projects Without Project Conditions Synchro 10 Report
PM Peak Hour
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 0 0 0 0 0 0 0 0
Storage Lanes 0 0 0 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.967 0.962 0.983 0.988
Flt Protected 0.994 0.988 0.985 0.976
Satd. Flow (prot) 0 1826 0 0 1806 0 0 1840 0 0 1832 0
Flt Permitted 0.994 0.988 0.985 0.976
Satd. Flow (perm) 0 1826 0 0 1806 0 0 1840 0 0 1832 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 1494 1132 402 429
Travel Time (s) 34.0 25.7 9.1 9.8
Intersection Summary
Area Type: Other
Volume Willard and Garvey Residential Development TIA
1: Rockhold Avenue & Dorothy Avenue 06/19/2020
Opening Year (2022) With Ambient Growth With Related Projects Without Project Conditions Synchro 10 Report
PM Peak Hour
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Traffic Volume (vph) 16 78 30 23 47 27 32 57 13 24 20 4
Future Volume (vph) 16 78 30 23 47 27 32 57 13 24 20 4
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
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
Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%) 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Adj. Flow (vph) 19 93 36 27 56 32 38 68 15 29 24 5
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 148 0 0 115 0 0 121 0 0 58 0
Intersection Summary
HCM 2010 AWSC Willard and Garvey Residential Development TIA
1: Rockhold Avenue & Dorothy Avenue 06/19/2020
Opening Year (2022) With Ambient Growth With Related Projects Without Project Conditions Synchro 10 Report
PM Peak Hour
Intersection
Intersection Delay, s/veh 8.2
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 16 78 30 23 47 27 32 57 13 24 20 4
Future Vol, veh/h 16 78 30 23 47 27 32 57 13 24 20 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, % 0 0 0 0 0 0 0 0 0 0 0 0
Mvmt Flow 19 93 36 27 56 32 38 68 15 29 24 5
Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 8.3 8.1 8.4 8.1
HCM LOS A A A A
Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 31% 13% 24% 50%
Vol Thru, % 56% 63% 48% 42%
Vol Right, % 13% 24% 28% 8%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 102 124 97 48
LT Vol 32 16 23 24
Through Vol 57 78 47 20
RT Vol 13 30 27 4
Lane Flow Rate 121 148 115 57
Geometry Grp 1 1 1 1
Degree of Util (X) 0.153 0.178 0.14 0.074
Departure Headway (Hd) 4.54 4.329 4.362 4.68
Convergence, Y/N Yes Yes Yes Yes
Cap 790 830 822 765
Service Time 2.566 2.349 2.385 2.709
HCM Lane V/C Ratio 0.153 0.178 0.14 0.075
HCM Control Delay 8.4 8.3 8.1 8.1
HCM Lane LOS A A A A
HCM 95th-tile Q 0.5 0.6 0.5 0.2
Lanes and Geometrics Willard and Garvey Residential Development TIA
2: Willard Avenue & Garvey Avenue 06/19/2020
Opening Year (2022) With Ambient Growth With Related Projects Without Project Conditions Synchro 10 Report
PM Peak Hour
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 0 100 110 100 0 0 0 0
Storage Lanes 1 0 1 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.996 0.995 0.919 0.890
Flt Protected 0.950 0.950 0.984 0.992
Satd. Flow (prot) 1805 3525 0 1770 3524 0 0 1718 0 0 1677 0
Flt Permitted 0.950 0.950 0.984 0.992
Satd. Flow (perm) 1805 3525 0 1770 3524 0 0 1718 0 0 1677 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 1391 1227 333 982
Travel Time (s) 31.6 27.9 7.6 22.3
Intersection Summary
Area Type: Other
Volume Willard and Garvey Residential Development TIA
2: Willard Avenue & Garvey Avenue 06/19/2020
Opening Year (2022) With Ambient Growth With Related Projects Without Project Conditions Synchro 10 Report
PM Peak Hour
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Traffic Volume (vph) 55 1133 31 24 1058 39 8 2 14 9 1 41
Future Volume (vph) 55 1133 31 24 1058 39 8 2 14 9 1 41
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
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
Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%) 0% 2% 2% 2% 2% 0% 0% 0% 0% 0% 0% 0%
Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Adj. Flow (vph) 57 1180 32 25 1102 41 8 2 15 9 1 43
Shared Lane Traffic (%)
Lane Group Flow (vph) 57 1212 0 25 1143 0 0 25 0 0 53 0
Intersection Summary
HCM 2010 TWSC Willard and Garvey Residential Development TIA
2: Willard Avenue & Garvey Avenue 06/19/2020
Opening Year (2022) With Ambient Growth With Related Projects Without Project Conditions Synchro 10 Report
PM Peak Hour
Intersection
Int Delay, s/veh 2.2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 55 1133 31 24 1058 39 8 2 14 9 1 41
Future Vol, veh/h 55 1133 31 24 1058 39 8 2 14 9 1 41
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized - - None - - None - - None - - None
Storage Length 0 - - 110 - - - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 96 96 96 96 96 96 96 96 96 96 96 96
Heavy Vehicles, % 0 2 2 2 2 0 0 0 0 0 0 0
Mvmt Flow 57 1180 32 25 1102 41 8 2 15 9 1 43
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 1143 0 0 1212 0 0 1912 2503 606 1878 2499 572
Stage 1 - - - - - - 1310 1310 - 1173 1173 -
Stage 2 - - - - - - 602 1193 - 705 1326 -
Critical Hdwy 4.1 - - 4.14 - - 7.5 6.5 6.9 7.5 6.5 6.9
Critical Hdwy Stg 1 - - - - - - 6.5 5.5 - 6.5 5.5 -
Critical Hdwy Stg 2 - - - - - - 6.5 5.5 - 6.5 5.5 -
Follow-up Hdwy 2.2 - - 2.22 - - 3.5 4 3.3 3.5 4 3.3
Pot Cap-1 Maneuver 619 - - 571 - - 42 29 445 45 29 468
Stage 1 - - - - - - 171 231 - 207 268 -
Stage 2 - - - - - - 458 263 - 398 227 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 619 - - 571 - - 33 25 445 37 25 468
Mov Cap-2 Maneuver - - - - - - 33 25 - 37 25 -
Stage 1 - - - - - - 155 210 - 188 256 -
Stage 2 - - - - - - 396 251 - 346 206 -
Approach EB WB NB SB
HCM Control Delay, s 0.5 0.2 86 46.6
HCM LOS F E
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h) 68 619 - - 571 - - 138
HCM Lane V/C Ratio 0.368 0.093 - - 0.044 - - 0.385
HCM Control Delay (s) 86 11.4 - - 11.6 - - 46.6
HCM Lane LOS F B - - B - - E
HCM 95th %tile Q(veh) 1.4 0.3 - - 0.1 - - 1.6
Lanes and Geometrics Willard and Garvey Residential Development TIA
3: Willard Avenue & Project Access 1 06/19/2020
Opening Year (2022) With Ambient Growth With Related Projects Without Project Conditions Synchro 10 Report
PM Peak Hour
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Width (ft) 12 12 12 12 12 12
Grade (%) 0% 0% 0%
Storage Length (ft) 0 0 0 0
Storage Lanes 1 0 0 0
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt
Flt Protected
Satd. Flow (prot) 1900 0 0 1900 1900 0
Flt Permitted
Satd. Flow (perm) 1900 0 0 1900 1900 0
Link Speed (mph) 30 30 30
Link Distance (ft) 228 982 512
Travel Time (s) 5.2 22.3 11.6
Intersection Summary
Area Type: Other
Volume Willard and Garvey Residential Development TIA
3: Willard Avenue & Project Access 1 06/19/2020
Opening Year (2022) With Ambient Growth With Related Projects Without Project Conditions Synchro 10 Report
PM Peak Hour
Lane Group EBL EBR NBL NBT SBT SBR
Traffic Volume (vph) 0 0 0 96 73 0
Future Volume (vph) 0 0 0 96 73 0
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.92 0.92 0.84 0.84 0.84 0.84
Growth Factor 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%) 0% 0% 0% 0% 0% 0%
Bus Blockages (#/hr) 0 0 0 0 0 0
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0%
Adj. Flow (vph) 0 0 0 114 87 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 0 114 87 0
Intersection Summary
HCM 2010 TWSC Willard and Garvey Residential Development TIA
3: Willard Avenue & Project Access 1 06/19/2020
Opening Year (2022) With Ambient Growth With Related Projects Without Project Conditions Synchro 10 Report
PM Peak Hour
Intersection
Int Delay, s/veh 0
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 0 0 96 73 0
Future Vol, veh/h 0 0 0 96 73 0
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 84 84 84 84
Heavy Vehicles, % 0 0 0 0 0 0
Mvmt Flow 0 0 0 114 87 0
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 201 87 87 0 - 0
Stage 1 87 - - - - -
Stage 2 114 - - - - -
Critical Hdwy 6.4 6.2 4.1 - - -
Critical Hdwy Stg 1 5.4 - - - - -
Critical Hdwy Stg 2 5.4 - - - - -
Follow-up Hdwy 3.5 3.3 2.2 - - -
Pot Cap-1 Maneuver 792 977 1522 - - -
Stage 1 941 - - - - -
Stage 2 916 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 792 977 1522 - - -
Mov Cap-2 Maneuver 792 - - - - -
Stage 1 941 - - - - -
Stage 2 916 - - - - -
Approach EB NB SB
HCM Control Delay, s 0 0 0
HCM LOS A
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1522 - - - -
HCM Lane V/C Ratio - - - - -
HCM Control Delay (s) 0 - 0 - -
HCM Lane LOS A - A - -
HCM 95th %tile Q(veh) 0 - - - -
OY+C_PM Fri Jun 19, 2020 15:35:23 Page 4-1
--------------------------------------------------------------------------------
WILLARD AND GARVEY RESIDENTIAL DEVELOPMENT TRAFFIC STUDY
OPENING YEAR (2022) WITH AMBIENT GROWTH WITH RELATED PROJECTS WITHOUT PROJECT C
PM PEAK HOUR
--------------------------------------------------------------------------------
Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative)
********************************************************************************
Intersection #1 Rockhold Avenue (NS) / Dorothy Avenue
********************************************************************************
Cycle (sec): 100 Critical Vol./Cap.(X): 0.271
Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 24 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: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 0 0 1! 0 0 0 0 1! 0 0 0 0 1! 0 0 0 0 1! 0 0
------------|---------------||---------------||---------------||---------------|
Volume Module:
Base Vol: 31 50 13 24 13 4 16 76 29 23 46 26
Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02
Initial Bse: 32 51 13 24 13 4 16 78 30 23 47 27
Added Vol: 0 6 0 0 7 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 32 57 13 24 20 4 16 78 30 23 47 27
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 57 13 24 20 4 16 78 30 23 47 27
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 32 57 13 24 20 4 16 78 30 23 47 27
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 57 13 24 20 4 16 78 30 23 47 27
------------|---------------||---------------||---------------||---------------|
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
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: 0.31 0.56 0.13 0.51 0.41 0.08 0.13 0.63 0.24 0.24 0.49 0.27
Final Sat.: 497 895 208 802 664 134 212 1005 383 387 775 438
------------|---------------||---------------||---------------||---------------|
Capacity Analysis Module:
Vol/Sat: 0.02 0.06 0.06 0.02 0.03 0.03 0.01 0.08 0.08 0.01 0.06 0.06
Crit Moves: **** **** **** ****
********************************************************************************
Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to RK ENGINEERING GROUP
OY+C_PM Fri Jun 19, 2020 15:35:23 Page 5-1
--------------------------------------------------------------------------------
WILLARD AND GARVEY RESIDENTIAL DEVELOPMENT TRAFFIC STUDY
OPENING YEAR (2022) WITH AMBIENT GROWTH WITH RELATED PROJECTS WITHOUT PROJECT C
PM PEAK HOUR
--------------------------------------------------------------------------------
Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative)
********************************************************************************
Intersection #2 Willard Avenue (NS) / Garvey Avenue (EW)
********************************************************************************
Cycle (sec): 100 Critical Vol./Cap.(X): 0.516
Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 34 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: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
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: 8 2 14 6 1 36 51 1022 30 24 934 35
Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02
Initial Bse: 8 2 14 6 1 37 52 1043 31 24 953 36
Added Vol: 0 0 0 3 0 4 3 90 0 0 105 3
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 8 2 14 9 1 41 55 1133 31 24 1058 39
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: 8 2 14 9 1 41 55 1133 31 24 1058 39
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 8 2 14 9 1 41 55 1133 31 24 1058 39
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: 8 2 14 9 1 41 55 1133 31 24 1058 39
------------|---------------||---------------||---------------||---------------|
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
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: 0.33 0.08 0.59 0.18 0.02 0.80 1.00 1.95 0.05 1.00 1.93 0.07
Final Sat.: 533 133 933 287 32 1281 1600 3116 84 1600 3087 113
------------|---------------||---------------||---------------||---------------|
Capacity Analysis Module:
Vol/Sat: 0.01 0.02 0.02 0.01 0.03 0.03 0.03 0.36 0.36 0.02 0.34 0.34
Crit Moves: **** **** **** ****
********************************************************************************
Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to RK ENGINEERING GROUP
OY+C_PM Fri Jun 19, 2020 15:35:23 Page 6-1
--------------------------------------------------------------------------------
WILLARD AND GARVEY RESIDENTIAL DEVELOPMENT TRAFFIC STUDY
OPENING YEAR (2022) WITH AMBIENT GROWTH WITH RELATED PROJECTS WITHOUT PROJECT C
PM PEAK HOUR
--------------------------------------------------------------------------------
Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative)
********************************************************************************
Intersection #3 Willard Avenue (NS) / Project Driveway 1 (EW)
********************************************************************************
Cycle (sec): 100 Critical Vol./Cap.(X): 0.160
Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 21 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: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 0 0 1 0 0 0 0 1 0 0 0 0 1! 0 0 0 0 0 0 0
------------|---------------||---------------||---------------||---------------|
Volume Module:
Base Vol: 0 88 0 0 65 0 0 0 0 0 0 0
Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02
Initial Bse: 0 90 0 0 66 0 0 0 0 0 0 0
Added Vol: 0 6 0 0 7 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 0 96 0 0 73 0 0 0 0 0 0 0
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: 0 96 0 0 73 0 0 0 0 0 0 0
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 0 96 0 0 73 0 0 0 0 0 0 0
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: 0 96 0 0 73 0 0 0 0 0 0 0
------------|---------------||---------------||---------------||---------------|
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
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: 0.00 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00
Final Sat.: 0 1600 0 0 1600 0 0 1600 0 0 0 0
------------|---------------||---------------||---------------||---------------|
Capacity Analysis Module:
Vol/Sat: 0.00 0.06 0.00 0.00 0.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Crit Moves: **** ****
********************************************************************************
Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to RK ENGINEERING GROUP
Appendix H
Opening Year With Ambient Growth With Related Projects
With Project Conditions Intersection Analysis Worksheets
Lanes and Geometrics Willard and Garvey Residential Development TIA
1: Rockhold Avenue & Dorothy Avenue 06/19/2020
Opening Year (2022) With Ambient Growth With Related Projects With Project Conditions Synchro 10 Report
AM Peak Hour
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 0 0 0 0 0 0 0 0
Storage Lanes 0 0 0 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.934 0.977 0.965 0.995
Flt Protected 0.997 0.980 0.984 0.983
Satd. Flow (prot) 0 1769 0 0 1819 0 0 1804 0 0 1858 0
Flt Permitted 0.997 0.980 0.984 0.983
Satd. Flow (perm) 0 1769 0 0 1819 0 0 1804 0 0 1858 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 1494 1132 402 429
Travel Time (s) 34.0 25.7 9.1 9.8
Intersection Summary
Area Type: Other
Volume Willard and Garvey Residential Development TIA
1: Rockhold Avenue & Dorothy Avenue 06/19/2020
Opening Year (2022) With Ambient Growth With Related Projects With Project Conditions Synchro 10 Report
AM Peak Hour
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Traffic Volume (vph) 8 53 59 42 45 18 67 89 55 27 47 3
Future Volume (vph) 8 53 59 42 45 18 67 89 55 27 47 3
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67
Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%) 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Adj. Flow (vph) 12 79 88 63 67 27 100 133 82 40 70 4
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 179 0 0 157 0 0 315 0 0 114 0
Intersection Summary
HCM 2010 AWSC Willard and Garvey Residential Development TIA
1: Rockhold Avenue & Dorothy Avenue 06/19/2020
Opening Year (2022) With Ambient Growth With Related Projects With Project Conditions Synchro 10 Report
AM Peak Hour
Intersection
Intersection Delay, s/veh 10.3
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 8 53 59 42 45 18 67 89 55 27 47 3
Future Vol, veh/h 8 53 59 42 45 18 67 89 55 27 47 3
Peak Hour Factor 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67
Heavy Vehicles, % 0 0 0 0 0 0 0 0 0 0 0 0
Mvmt Flow 12 79 88 63 67 27 100 133 82 40 70 4
Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 9.6 9.8 11.3 9.4
HCM LOS A A B A
Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 32% 7% 40% 35%
Vol Thru, % 42% 44% 43% 61%
Vol Right, % 26% 49% 17% 4%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 211 120 105 77
LT Vol 67 8 42 27
Through Vol 89 53 45 47
RT Vol 55 59 18 3
Lane Flow Rate 315 179 157 115
Geometry Grp 1 1 1 1
Degree of Util (X) 0.418 0.243 0.229 0.169
Departure Headway (Hd) 4.782 4.981 5.26 5.28
Convergence, Y/N Yes Yes Yes Yes
Cap 743 725 686 683
Service Time 2.877 2.981 3.26 3.291
HCM Lane V/C Ratio 0.424 0.247 0.229 0.168
HCM Control Delay 11.3 9.6 9.8 9.4
HCM Lane LOS B A A A
HCM 95th-tile Q 2.1 0.9 0.9 0.6
Lanes and Geometrics Willard and Garvey Residential Development TIA
2: Willard Avenue & Garvey Avenue 06/19/2020
Opening Year (2022) With Ambient Growth With Related Projects With Project Conditions Synchro 10 Report
AM Peak Hour
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 0 100 110 100 0 0 0 0
Storage Lanes 1 0 1 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.992 0.990 0.922 0.886
Flt Protected 0.950 0.950 0.986 0.993
Satd. Flow (prot) 1805 3511 0 1770 3508 0 0 1727 0 0 1672 0
Flt Permitted 0.950 0.950 0.986 0.993
Satd. Flow (perm) 1805 3511 0 1770 3508 0 0 1727 0 0 1672 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 1391 1227 333 982
Travel Time (s) 31.6 27.9 7.6 22.3
Intersection Summary
Area Type: Other
Volume Willard and Garvey Residential Development TIA
2: Willard Avenue & Garvey Avenue 06/19/2020
Opening Year (2022) With Ambient Growth With Related Projects With Project Conditions Synchro 10 Report
AM Peak Hour
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Traffic Volume (vph) 70 875 47 56 1016 72 29 15 59 12 1 70
Future Volume (vph) 70 875 47 56 1016 72 29 15 59 12 1 70
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87
Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%) 0% 2% 2% 2% 2% 0% 0% 0% 0% 0% 0% 0%
Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Adj. Flow (vph) 80 1006 54 64 1168 83 33 17 68 14 1 80
Shared Lane Traffic (%)
Lane Group Flow (vph) 80 1060 0 64 1251 0 0 118 0 0 95 0
Intersection Summary
HCM 2010 TWSC Willard and Garvey Residential Development TIA
2: Willard Avenue & Garvey Avenue 06/19/2020
Opening Year (2022) With Ambient Growth With Related Projects With Project Conditions Synchro 10 Report
AM Peak Hour
Intersection
Int Delay, s/veh 59.4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 70 875 47 56 1016 72 29 15 59 12 1 70
Future Vol, veh/h 70 875 47 56 1016 72 29 15 59 12 1 70
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized - - None - - None - - None - - None
Storage Length 0 - - 110 - - - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 87 87 87 87 87 87 87 87 87 87 87 87
Heavy Vehicles, % 0 2 2 2 2 0 0 0 0 0 0 0
Mvmt Flow 80 1006 54 64 1168 83 33 17 68 14 1 80
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 1251 0 0 1060 0 0 1906 2572 530 2010 2558 626
Stage 1 - - - - - - 1193 1193 - 1338 1338 -
Stage 2 - - - - - - 713 1379 - 672 1220 -
Critical Hdwy 4.1 - - 4.14 - - 7.5 6.5 6.9 7.5 6.5 6.9
Critical Hdwy Stg 1 - - - - - - 6.5 5.5 - 6.5 5.5 -
Critical Hdwy Stg 2 - - - - - - 6.5 5.5 - 6.5 5.5 -
Follow-up Hdwy 2.2 - - 2.22 - - 3.5 4 3.3 3.5 4 3.3
Pot Cap-1 Maneuver 563 - - 653 - - 43 26 499 36 27 432
Stage 1 - - - - - - 202 263 - 164 224 -
Stage 2 - - - - - - 394 214 - 416 255 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 563 - - 653 - - ~ 28 20 499 ~ 7 21 432
Mov Cap-2 Maneuver - - - - - - ~ 28 20 - ~ 7 21 -
Stage 1 - - - - - - 173 226 - 141 202 -
Stage 2 - - - - - - 288 193 - 285 219 -
Approach EB WB NB SB
HCM Control Delay, s 0.9 0.5 $ 711.1 $ 761.4
HCM LOS F F
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h) 54 563 - - 653 - - 43
HCM Lane V/C Ratio 2.192 0.143 - - 0.099 - - 2.219
HCM Control Delay (s) $ 711.1 12.5 - - 11.1 - -$ 761.4
HCM Lane LOS F B - - B - - F
HCM 95th %tile Q(veh) 11.8 0.5 - - 0.3 - - 10.1
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
Lanes and Geometrics Willard and Garvey Residential Development TIA
3: Willard Avenue & Project Access 1 06/19/2020
Opening Year (2022) With Ambient Growth With Related Projects With Project Conditions Synchro 10 Report
AM Peak Hour
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Width (ft) 12 12 12 12 12 12
Grade (%) 0% 0% 0%
Storage Length (ft) 0 0 0 0
Storage Lanes 1 0 0 0
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.949 0.998
Flt Protected 0.970
Satd. Flow (prot) 1749 0 0 1900 1896 0
Flt Permitted 0.970
Satd. Flow (perm) 1749 0 0 1900 1896 0
Link Speed (mph) 30 30 30
Link Distance (ft) 228 982 512
Travel Time (s) 5.2 22.3 11.6
Intersection Summary
Area Type: Other
Volume Willard and Garvey Residential Development TIA
3: Willard Avenue & Project Access 1 06/19/2020
Opening Year (2022) With Ambient Growth With Related Projects With Project Conditions Synchro 10 Report
AM Peak Hour
Lane Group EBL EBR NBL NBT SBT SBR
Traffic Volume (vph) 5 3 1 157 146 2
Future Volume (vph) 5 3 1 157 146 2
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.92 0.92 0.67 0.67 0.67 0.67
Growth Factor 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%) 0% 0% 0% 0% 0% 0%
Bus Blockages (#/hr) 0 0 0 0 0 0
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0%
Adj. Flow (vph) 5 3 1 234 218 3
Shared Lane Traffic (%)
Lane Group Flow (vph) 8 0 0 235 221 0
Intersection Summary
HCM 2010 TWSC Willard and Garvey Residential Development TIA
3: Willard Avenue & Project Access 1 06/19/2020
Opening Year (2022) With Ambient Growth With Related Projects With Project Conditions Synchro 10 Report
AM Peak Hour
Intersection
Int Delay, s/veh 0.2
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 5 3 1 157 146 2
Future Vol, veh/h 5 3 1 157 146 2
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 67 67 67 67
Heavy Vehicles, % 0 0 0 0 0 0
Mvmt Flow 5 3 1 234 218 3
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 456 220 221 0 - 0
Stage 1 220 - - - - -
Stage 2 236 - - - - -
Critical Hdwy 6.4 6.2 4.1 - - -
Critical Hdwy Stg 1 5.4 - - - - -
Critical Hdwy Stg 2 5.4 - - - - -
Follow-up Hdwy 3.5 3.3 2.2 - - -
Pot Cap-1 Maneuver 566 825 1360 - - -
Stage 1 821 - - - - -
Stage 2 808 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 565 825 1360 - - -
Mov Cap-2 Maneuver 565 - - - - -
Stage 1 820 - - - - -
Stage 2 808 - - - - -
Approach EB NB SB
HCM Control Delay, s 10.7 0 0
HCM LOS B
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1360 - 641 - -
HCM Lane V/C Ratio 0.001 - 0.014 - -
HCM Control Delay (s) 7.7 0 10.7 - -
HCM Lane LOS A A B - -
HCM 95th %tile Q(veh) 0 - 0 - -
OY+C+P_AM Fri Jun 19, 2020 15:35:32 Page 5-1
--------------------------------------------------------------------------------
WILLARD AND GARVEY RESIDENTIAL DEVELOPMENT TRAFFIC STUDY
OPENING YEAR (2022) WITH AMBIENT GROWTH WITH RELATED PROJECTS WITH PROJECT COND
AM PEAK HOUR
--------------------------------------------------------------------------------
Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative)
********************************************************************************
Intersection #1 Rockhold Avenue (NS) / Dorothy Avenue
********************************************************************************
Cycle (sec): 100 Critical Vol./Cap.(X): 0.350
Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 27 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: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 0 0 1! 0 0 0 0 1! 0 0 0 0 1! 0 0 0 0 1! 0 0
------------|---------------||---------------||---------------||---------------|
Volume Module:
Base Vol: 64 80 53 26 41 3 8 52 57 41 44 18
Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02
Initial Bse: 65 82 54 27 42 3 8 53 58 42 45 18
Added Vol: 2 7 1 0 5 0 0 0 1 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 67 89 55 27 47 3 8 53 59 42 45 18
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: 67 89 55 27 47 3 8 53 59 42 45 18
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 67 89 55 27 47 3 8 53 59 42 45 18
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: 67 89 55 27 47 3 8 53 59 42 45 18
------------|---------------||---------------||---------------||---------------|
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
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: 0.32 0.42 0.26 0.35 0.61 0.04 0.07 0.44 0.49 0.40 0.43 0.17
Final Sat.: 510 672 418 555 981 64 108 705 786 637 683 280
------------|---------------||---------------||---------------||---------------|
Capacity Analysis Module:
Vol/Sat: 0.04 0.13 0.13 0.02 0.05 0.05 0.01 0.08 0.08 0.03 0.07 0.07
Crit Moves: **** **** **** ****
********************************************************************************
Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to RK ENGINEERING GROUP
OY+C+P_AM Fri Jun 19, 2020 15:35:32 Page 6-1
--------------------------------------------------------------------------------
WILLARD AND GARVEY RESIDENTIAL DEVELOPMENT TRAFFIC STUDY
OPENING YEAR (2022) WITH AMBIENT GROWTH WITH RELATED PROJECTS WITH PROJECT COND
AM PEAK HOUR
--------------------------------------------------------------------------------
Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative)
********************************************************************************
Intersection #2 Willard Avenue (NS) / Garvey Avenue (EW)
********************************************************************************
Cycle (sec): 100 Critical Vol./Cap.(X): 0.554
Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 37 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: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
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: 28 15 58 9 1 65 66 784 46 55 920 68
Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02
Initial Bse: 29 15 59 9 1 66 67 800 47 56 938 69
Added Vol: 0 0 0 3 0 4 3 75 0 0 78 3
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 29 15 59 12 1 70 70 875 47 56 1016 72
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: 29 15 59 12 1 70 70 875 47 56 1016 72
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 29 15 59 12 1 70 70 875 47 56 1016 72
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: 29 15 59 12 1 70 70 875 47 56 1016 72
------------|---------------||---------------||---------------||---------------|
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
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: 0.28 0.15 0.57 0.15 0.01 0.84 1.00 1.90 0.10 1.00 1.87 0.13
Final Sat.: 444 238 919 233 20 1347 1600 3037 163 1600 2987 213
------------|---------------||---------------||---------------||---------------|
Capacity Analysis Module:
Vol/Sat: 0.02 0.06 0.06 0.01 0.05 0.05 0.04 0.29 0.29 0.04 0.34 0.34
Crit Moves: **** **** **** ****
********************************************************************************
Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to RK ENGINEERING GROUP
OY+C+P_AM Fri Jun 19, 2020 15:35:32 Page 7-1
--------------------------------------------------------------------------------
WILLARD AND GARVEY RESIDENTIAL DEVELOPMENT TRAFFIC STUDY
OPENING YEAR (2022) WITH AMBIENT GROWTH WITH RELATED PROJECTS WITH PROJECT COND
AM PEAK HOUR
--------------------------------------------------------------------------------
Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative)
********************************************************************************
Intersection #3 Willard Avenue (NS) / Project Driveway 1 (EW)
********************************************************************************
Cycle (sec): 100 Critical Vol./Cap.(X): 0.202
Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 22 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: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 0 1 0 0 0 0 0 0 1 0 0 0 1! 0 0 0 0 0 0 0
------------|---------------||---------------||---------------||---------------|
Volume Module:
Base Vol: 0 149 0 0 139 0 0 0 0 0 0 0
Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02
Initial Bse: 0 152 0 0 142 0 0 0 0 0 0 0
Added Vol: 1 5 0 0 4 2 5 0 3 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 1 157 0 0 146 2 5 0 3 0 0 0
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: 1 157 0 0 146 2 5 0 3 0 0 0
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 1 157 0 0 146 2 5 0 3 0 0 0
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: 1 157 0 0 146 2 5 0 3 0 0 0
------------|---------------||---------------||---------------||---------------|
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
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: 0.01 0.99 0.00 0.00 0.99 0.01 0.62 0.00 0.38 0.00 0.00 0.00
Final Sat.: 10 1590 0 0 1578 22 1000 0 600 0 0 0
------------|---------------||---------------||---------------||---------------|
Capacity Analysis Module:
Vol/Sat: 0.00 0.10 0.00 0.00 0.09 0.09 0.00 0.00 0.01 0.00 0.00 0.00
Crit Moves: **** **** ****
********************************************************************************
Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to RK ENGINEERING GROUP
Lanes and Geometrics Willard and Garvey Residential Development TIA
1: Rockhold Avenue & Dorothy Avenue 06/19/2020
Opening Year (2022) With Ambient Growth With Related Projects With Project Conditions Synchro 10 Report
MIDDAY Peak Hour
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 0 0 0 0 0 0 0 0
Storage Lanes 0 0 0 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.955 0.970 0.966 0.996
Flt Protected 0.993 0.986 0.982 0.987
Satd. Flow (prot) 0 1802 0 0 1817 0 0 1802 0 0 1868 0
Flt Permitted 0.993 0.986 0.982 0.987
Satd. Flow (perm) 0 1802 0 0 1817 0 0 1802 0 0 1868 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 1494 1132 402 429
Travel Time (s) 34.0 25.7 9.1 9.8
Intersection Summary
Area Type: Other
Volume Willard and Garvey Residential Development TIA
1: Rockhold Avenue & Dorothy Avenue 06/19/2020
Opening Year (2022) With Ambient Growth With Related Projects With Project Conditions Synchro 10 Report
MIDDAY Peak Hour
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Traffic Volume (vph) 13 50 31 19 34 15 45 46 31 16 43 2
Future Volume (vph) 13 50 31 19 34 15 45 46 31 16 43 2
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65
Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%) 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Adj. Flow (vph) 20 77 48 29 52 23 69 71 48 25 66 3
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 145 0 0 104 0 0 188 0 0 94 0
Intersection Summary
HCM 2010 AWSC Willard and Garvey Residential Development TIA
1: Rockhold Avenue & Dorothy Avenue 06/19/2020
Opening Year (2022) With Ambient Growth With Related Projects With Project Conditions Synchro 10 Report
MIDDAY Peak Hour
Intersection
Intersection Delay, s/veh 8.6
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 13 50 31 19 34 15 45 46 31 16 43 2
Future Vol, veh/h 13 50 31 19 34 15 45 46 31 16 43 2
Peak Hour Factor 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65
Heavy Vehicles, % 0 0 0 0 0 0 0 0 0 0 0 0
Mvmt Flow 20 77 48 29 52 23 69 71 48 25 66 3
Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 8.5 8.4 8.9 8.4
HCM LOS A A A A
Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 37% 14% 28% 26%
Vol Thru, % 38% 53% 50% 70%
Vol Right, % 25% 33% 22% 3%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 122 94 68 61
LT Vol 45 13 19 16
Through Vol 46 50 34 43
RT Vol 31 31 15 2
Lane Flow Rate 188 145 105 94
Geometry Grp 1 1 1 1
Degree of Util (X) 0.235 0.181 0.135 0.123
Departure Headway (Hd) 4.514 4.514 4.653 4.732
Convergence, Y/N Yes Yes Yes Yes
Cap 794 794 769 756
Service Time 2.546 2.547 2.689 2.769
HCM Lane V/C Ratio 0.237 0.183 0.137 0.124
HCM Control Delay 8.9 8.5 8.4 8.4
HCM Lane LOS A A A A
HCM 95th-tile Q 0.9 0.7 0.5 0.4
Lanes and Geometrics Willard and Garvey Residential Development TIA
2: Willard Avenue & Garvey Avenue 06/19/2020
Opening Year (2022) With Ambient Growth With Related Projects With Project Conditions Synchro 10 Report
MIDDAY Peak Hour
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 0 100 110 100 0 0 0 0
Storage Lanes 1 0 1 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.995 0.993 0.904 0.891
Flt Protected 0.950 0.950 0.989 0.993
Satd. Flow (prot) 1805 3522 0 1770 3518 0 0 1699 0 0 1681 0
Flt Permitted 0.950 0.950 0.989 0.993
Satd. Flow (perm) 1805 3522 0 1770 3518 0 0 1699 0 0 1681 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 1391 1227 333 982
Travel Time (s) 31.6 27.9 7.6 22.3
Intersection Summary
Area Type: Other
Volume Willard and Garvey Residential Development TIA
2: Willard Avenue & Garvey Avenue 06/19/2020
Opening Year (2022) With Ambient Growth With Related Projects With Project Conditions Synchro 10 Report
MIDDAY Peak Hour
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Traffic Volume (vph) 44 1040 33 32 903 46 12 3 36 11 4 62
Future Volume (vph) 44 1040 33 32 903 46 12 3 36 11 4 62
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91
Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%) 0% 2% 2% 2% 2% 0% 0% 0% 0% 0% 0% 0%
Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Adj. Flow (vph) 48 1143 36 35 992 51 13 3 40 12 4 68
Shared Lane Traffic (%)
Lane Group Flow (vph) 48 1179 0 35 1043 0 0 56 0 0 84 0
Intersection Summary
HCM 2010 TWSC Willard and Garvey Residential Development TIA
2: Willard Avenue & Garvey Avenue 06/19/2020
Opening Year (2022) With Ambient Growth With Related Projects With Project Conditions Synchro 10 Report
MIDDAY Peak Hour
Intersection
Int Delay, s/veh 4.3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 44 1040 33 32 903 46 12 3 36 11 4 62
Future Vol, veh/h 44 1040 33 32 903 46 12 3 36 11 4 62
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized - - None - - None - - None - - None
Storage Length 0 - - 110 - - - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 91 91 91 91 91 91 91 91 91 91 91 91
Heavy Vehicles, % 0 2 2 2 2 0 0 0 0 0 0 0
Mvmt Flow 48 1143 36 35 992 51 13 3 40 12 4 68
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 1043 0 0 1179 0 0 1825 2370 590 1757 2363 522
Stage 1 - - - - - - 1257 1257 - 1088 1088 -
Stage 2 - - - - - - 568 1113 - 669 1275 -
Critical Hdwy 4.1 - - 4.14 - - 7.5 6.5 6.9 7.5 6.5 6.9
Critical Hdwy Stg 1 - - - - - - 6.5 5.5 - 6.5 5.5 -
Critical Hdwy Stg 2 - - - - - - 6.5 5.5 - 6.5 5.5 -
Follow-up Hdwy 2.2 - - 2.22 - - 3.5 4 3.3 3.5 4 3.3
Pot Cap-1 Maneuver 675 - - 588 - - 49 35 456 55 36 505
Stage 1 - - - - - - 184 245 - 234 294 -
Stage 2 - - - - - - 480 286 - 418 240 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 675 - - 588 - - 34 31 456 42 31 505
Mov Cap-2 Maneuver - - - - - - 34 31 - 42 31 -
Stage 1 - - - - - - 171 228 - 217 276 -
Stage 2 - - - - - - 384 269 - 349 223 -
Approach EB WB NB SB
HCM Control Delay, s 0.4 0.4 85.3 56.3
HCM LOS F F
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h) 96 675 - - 588 - - 150
HCM Lane V/C Ratio 0.584 0.072 - - 0.06 - - 0.564
HCM Control Delay (s) 85.3 10.7 - - 11.5 - - 56.3
HCM Lane LOS F B - - B - - F
HCM 95th %tile Q(veh) 2.7 0.2 - - 0.2 - - 2.9
Lanes and Geometrics Willard and Garvey Residential Development TIA
3: Willard Avenue & Project Access 1 06/19/2020
Opening Year (2022) With Ambient Growth With Related Projects With Project Conditions Synchro 10 Report
MIDDAY Peak Hour
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Width (ft) 12 12 12 12 12 12
Grade (%) 0% 0% 0%
Storage Length (ft) 0 0 0 0
Storage Lanes 1 0 0 0
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.946 0.992
Flt Protected 0.971 0.998
Satd. Flow (prot) 1745 0 0 1896 1885 0
Flt Permitted 0.971 0.998
Satd. Flow (perm) 1745 0 0 1896 1885 0
Link Speed (mph) 30 30 30
Link Distance (ft) 228 982 512
Travel Time (s) 5.2 22.3 11.6
Intersection Summary
Area Type: Other
Volume Willard and Garvey Residential Development TIA
3: Willard Avenue & Project Access 1 06/19/2020
Opening Year (2022) With Ambient Growth With Related Projects With Project Conditions Synchro 10 Report
MIDDAY Peak Hour
Lane Group EBL EBR NBL NBT SBT SBR
Traffic Volume (vph) 3 2 3 90 88 5
Future Volume (vph) 3 2 3 90 88 5
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.92 0.92 0.65 0.65 0.65 0.65
Growth Factor 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%) 0% 0% 0% 0% 0% 0%
Bus Blockages (#/hr) 0 0 0 0 0 0
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0%
Adj. Flow (vph) 3 2 5 138 135 8
Shared Lane Traffic (%)
Lane Group Flow (vph) 5 0 0 143 143 0
Intersection Summary
HCM 2010 TWSC Willard and Garvey Residential Development TIA
3: Willard Avenue & Project Access 1 06/19/2020
Opening Year (2022) With Ambient Growth With Related Projects With Project Conditions Synchro 10 Report
MIDDAY Peak Hour
Intersection
Int Delay, s/veh 0.3
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 3 2 3 90 88 5
Future Vol, veh/h 3 2 3 90 88 5
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 65 65 65 65
Heavy Vehicles, % 0 0 0 0 0 0
Mvmt Flow 3 2 5 138 135 8
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 287 139 143 0 - 0
Stage 1 139 - - - - -
Stage 2 148 - - - - -
Critical Hdwy 6.4 6.2 4.1 - - -
Critical Hdwy Stg 1 5.4 - - - - -
Critical Hdwy Stg 2 5.4 - - - - -
Follow-up Hdwy 3.5 3.3 2.2 - - -
Pot Cap-1 Maneuver 708 915 1452 - - -
Stage 1 893 - - - - -
Stage 2 884 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 705 915 1452 - - -
Mov Cap-2 Maneuver 705 - - - - -
Stage 1 889 - - - - -
Stage 2 884 - - - - -
Approach EB NB SB
HCM Control Delay, s 9.7 0.2 0
HCM LOS A
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1452 - 776 - -
HCM Lane V/C Ratio 0.003 - 0.007 - -
HCM Control Delay (s) 7.5 0 9.7 - -
HCM Lane LOS A A A - -
HCM 95th %tile Q(veh) 0 - 0 - -
OY+C+P_MID Fri Jun 19, 2020 15:35:43 Page 5-1
--------------------------------------------------------------------------------
WILLARD AND GARVEY RESIDENTIAL DEVELOPMENT TRAFFIC STUDY
OPENING YEAR (2022) WITH AMBIENT GROWTH WITH RELATED PROJECTS WITH PROJECT COND
MIDDAY PEAK HOUR
--------------------------------------------------------------------------------
Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative)
********************************************************************************
Intersection #1 Rockhold Avenue (NS) / Dorothy Avenue
********************************************************************************
Cycle (sec): 100 Critical Vol./Cap.(X): 0.257
Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 24 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: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 0 0 1! 0 0 0 0 1! 0 0 0 0 1! 0 0 0 0 1! 0 0
------------|---------------||---------------||---------------||---------------|
Volume Module:
Base Vol: 43 36 29 16 32 2 13 49 28 18 33 15
Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02
Initial Bse: 44 37 30 16 33 2 13 50 29 18 34 15
Added Vol: 1 9 1 0 10 0 0 0 2 1 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 45 46 31 16 43 2 13 50 31 19 34 15
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: 45 46 31 16 43 2 13 50 31 19 34 15
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 45 46 31 16 43 2 13 50 31 19 34 15
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: 45 46 31 16 43 2 13 50 31 19 34 15
------------|---------------||---------------||---------------||---------------|
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
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: 0.37 0.38 0.25 0.27 0.70 0.03 0.14 0.53 0.33 0.28 0.50 0.22
Final Sat.: 592 604 404 428 1118 54 226 853 521 453 788 358
------------|---------------||---------------||---------------||---------------|
Capacity Analysis Module:
Vol/Sat: 0.03 0.08 0.08 0.01 0.04 0.04 0.01 0.06 0.06 0.01 0.04 0.04
Crit Moves: **** **** **** ****
********************************************************************************
Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to RK ENGINEERING GROUP
OY+C+P_MID Fri Jun 19, 2020 15:35:43 Page 6-1
--------------------------------------------------------------------------------
WILLARD AND GARVEY RESIDENTIAL DEVELOPMENT TRAFFIC STUDY
OPENING YEAR (2022) WITH AMBIENT GROWTH WITH RELATED PROJECTS WITH PROJECT COND
MIDDAY PEAK HOUR
--------------------------------------------------------------------------------
Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative)
********************************************************************************
Intersection #2 Willard Avenue (NS) / Garvey Avenue (EW)
********************************************************************************
Cycle (sec): 100 Critical Vol./Cap.(X): 0.511
Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 34 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: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
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: 12 3 35 6 4 56 37 894 32 31 755 40
Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02
Initial Bse: 12 3 36 6 4 57 38 912 33 32 770 41
Added Vol: 0 0 0 5 0 5 6 128 0 0 133 5
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 12 3 36 11 4 62 44 1040 33 32 903 46
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: 12 3 36 11 4 62 44 1040 33 32 903 46
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 12 3 36 11 4 62 44 1040 33 32 903 46
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: 12 3 36 11 4 62 44 1040 33 32 903 46
------------|---------------||---------------||---------------||---------------|
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
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 0.06 0.70 0.14 0.05 0.81 1.00 1.94 0.06 1.00 1.90 0.10
Final Sat.: 384 96 1120 230 84 1285 1600 3103 97 1600 3046 154
------------|---------------||---------------||---------------||---------------|
Capacity Analysis Module:
Vol/Sat: 0.01 0.03 0.03 0.01 0.05 0.05 0.03 0.34 0.34 0.02 0.30 0.30
Crit Moves: **** **** **** ****
********************************************************************************
Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to RK ENGINEERING GROUP
OY+C+P_MID Fri Jun 19, 2020 15:35:43 Page 7-1
--------------------------------------------------------------------------------
WILLARD AND GARVEY RESIDENTIAL DEVELOPMENT TRAFFIC STUDY
OPENING YEAR (2022) WITH AMBIENT GROWTH WITH RELATED PROJECTS WITH PROJECT COND
MIDDAY PEAK HOUR
--------------------------------------------------------------------------------
Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative)
********************************************************************************
Intersection #3 Willard Avenue (NS) / Project Driveway 1 (EW)
********************************************************************************
Cycle (sec): 100 Critical Vol./Cap.(X): 0.162
Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 21 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: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 0 1 0 0 0 0 0 0 1 0 0 0 1! 0 0 0 0 0 0 0
------------|---------------||---------------||---------------||---------------|
Volume Module:
Base Vol: 0 80 0 0 78 0 0 0 0 0 0 0
Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02
Initial Bse: 0 82 0 0 80 0 0 0 0 0 0 0
Added Vol: 3 8 0 0 8 5 3 0 2 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 3 90 0 0 88 5 3 0 2 0 0 0
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: 3 90 0 0 88 5 3 0 2 0 0 0
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 3 90 0 0 88 5 3 0 2 0 0 0
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: 3 90 0 0 88 5 3 0 2 0 0 0
------------|---------------||---------------||---------------||---------------|
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
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: 0.03 0.97 0.00 0.00 0.95 0.05 0.60 0.00 0.40 0.00 0.00 0.00
Final Sat.: 52 1548 0 0 1514 86 960 0 640 0 0 0
------------|---------------||---------------||---------------||---------------|
Capacity Analysis Module:
Vol/Sat: 0.00 0.06 0.00 0.00 0.06 0.06 0.00 0.00 0.00 0.00 0.00 0.00
Crit Moves: **** **** ****
********************************************************************************
Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to RK ENGINEERING GROUP
Lanes and Geometrics Willard and Garvey Residential Development TIA
1: Rockhold Avenue & Dorothy Avenue 06/19/2020
Opening Year (2022) With Ambient Growth With Related Projects With Project Conditions Synchro 10 Report
PM Peak Hour
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 0 0 0 0 0 0 0 0
Storage Lanes 0 0 0 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.966 0.963 0.982 0.989
Flt Protected 0.994 0.988 0.985 0.976
Satd. Flow (prot) 0 1824 0 0 1808 0 0 1838 0 0 1834 0
Flt Permitted 0.994 0.988 0.985 0.976
Satd. Flow (perm) 0 1824 0 0 1808 0 0 1838 0 0 1834 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 1494 1132 402 429
Travel Time (s) 34.0 25.7 9.1 9.8
Intersection Summary
Area Type: Other
Volume Willard and Garvey Residential Development TIA
1: Rockhold Avenue & Dorothy Avenue 06/19/2020
Opening Year (2022) With Ambient Growth With Related Projects With Project Conditions Synchro 10 Report
PM Peak Hour
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Traffic Volume (vph) 16 78 32 24 47 27 33 58 14 24 22 4
Future Volume (vph) 16 78 32 24 47 27 33 58 14 24 22 4
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
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
Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%) 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Adj. Flow (vph) 19 93 38 29 56 32 39 69 17 29 26 5
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 150 0 0 117 0 0 125 0 0 60 0
Intersection Summary
HCM 2010 AWSC Willard and Garvey Residential Development TIA
1: Rockhold Avenue & Dorothy Avenue 06/19/2020
Opening Year (2022) With Ambient Growth With Related Projects With Project Conditions Synchro 10 Report
PM Peak Hour
Intersection
Intersection Delay, s/veh 8.2
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 16 78 32 24 47 27 33 58 14 24 22 4
Future Vol, veh/h 16 78 32 24 47 27 33 58 14 24 22 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, % 0 0 0 0 0 0 0 0 0 0 0 0
Mvmt Flow 19 93 38 29 56 32 39 69 17 29 26 5
Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 8.3 8.1 8.4 8.1
HCM LOS A A A A
Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 31% 13% 24% 48%
Vol Thru, % 55% 62% 48% 44%
Vol Right, % 13% 25% 28% 8%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 105 126 98 50
LT Vol 33 16 24 24
Through Vol 58 78 47 22
RT Vol 14 32 27 4
Lane Flow Rate 125 150 117 60
Geometry Grp 1 1 1 1
Degree of Util (X) 0.158 0.181 0.142 0.078
Departure Headway (Hd) 4.55 4.339 4.384 4.692
Convergence, Y/N Yes Yes Yes Yes
Cap 789 828 819 764
Service Time 2.576 2.361 2.408 2.721
HCM Lane V/C Ratio 0.158 0.181 0.143 0.079
HCM Control Delay 8.4 8.3 8.1 8.1
HCM Lane LOS A A A A
HCM 95th-tile Q 0.6 0.7 0.5 0.3
Lanes and Geometrics Willard and Garvey Residential Development TIA
2: Willard Avenue & Garvey Avenue 06/19/2020
Opening Year (2022) With Ambient Growth With Related Projects With Project Conditions Synchro 10 Report
PM Peak Hour
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12
Grade (%) 0% 0% 0% 0%
Storage Length (ft) 0 100 110 100 0 0 0 0
Storage Lanes 1 0 1 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.996 0.994 0.919 0.892
Flt Protected 0.950 0.950 0.984 0.991
Satd. Flow (prot) 1805 3525 0 1770 3521 0 0 1718 0 0 1680 0
Flt Permitted 0.950 0.950 0.984 0.991
Satd. Flow (perm) 1805 3525 0 1770 3521 0 0 1718 0 0 1680 0
Link Speed (mph) 30 30 30 30
Link Distance (ft) 1391 1227 333 982
Travel Time (s) 31.6 27.9 7.6 22.3
Intersection Summary
Area Type: Other
Volume Willard and Garvey Residential Development TIA
2: Willard Avenue & Garvey Avenue 06/19/2020
Opening Year (2022) With Ambient Growth With Related Projects With Project Conditions Synchro 10 Report
PM Peak Hour
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Traffic Volume (vph) 57 1133 31 24 1058 40 8 2 14 10 1 42
Future Volume (vph) 57 1133 31 24 1058 40 8 2 14 10 1 42
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
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
Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%) 0% 2% 2% 2% 2% 0% 0% 0% 0% 0% 0% 0%
Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0% 0%
Adj. Flow (vph) 59 1180 32 25 1102 42 8 2 15 10 1 44
Shared Lane Traffic (%)
Lane Group Flow (vph) 59 1212 0 25 1144 0 0 25 0 0 55 0
Intersection Summary
HCM 2010 TWSC Willard and Garvey Residential Development TIA
2: Willard Avenue & Garvey Avenue 06/19/2020
Opening Year (2022) With Ambient Growth With Related Projects With Project Conditions Synchro 10 Report
PM Peak Hour
Intersection
Int Delay, s/veh 2.3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 57 1133 31 24 1058 40 8 2 14 10 1 42
Future Vol, veh/h 57 1133 31 24 1058 40 8 2 14 10 1 42
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized - - None - - None - - None - - None
Storage Length 0 - - 110 - - - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 96 96 96 96 96 96 96 96 96 96 96 96
Heavy Vehicles, % 0 2 2 2 2 0 0 0 0 0 0 0
Mvmt Flow 59 1180 32 25 1102 42 8 2 15 10 1 44
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 1144 0 0 1212 0 0 1916 2508 606 1882 2503 572
Stage 1 - - - - - - 1314 1314 - 1173 1173 -
Stage 2 - - - - - - 602 1194 - 709 1330 -
Critical Hdwy 4.1 - - 4.14 - - 7.5 6.5 6.9 7.5 6.5 6.9
Critical Hdwy Stg 1 - - - - - - 6.5 5.5 - 6.5 5.5 -
Critical Hdwy Stg 2 - - - - - - 6.5 5.5 - 6.5 5.5 -
Follow-up Hdwy 2.2 - - 2.22 - - 3.5 4 3.3 3.5 4 3.3
Pot Cap-1 Maneuver 618 - - 571 - - 42 29 445 44 29 468
Stage 1 - - - - - - 170 230 - 207 268 -
Stage 2 - - - - - - 458 262 - 396 226 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 618 - - 571 - - 33 25 445 36 25 468
Mov Cap-2 Maneuver - - - - - - 33 25 - 36 25 -
Stage 1 - - - - - - 154 208 - 187 256 -
Stage 2 - - - - - - 395 250 - 343 205 -
Approach EB WB NB SB
HCM Control Delay, s 0.5 0.2 86 51.7
HCM LOS F F
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h) 68 618 - - 571 - - 130
HCM Lane V/C Ratio 0.368 0.096 - - 0.044 - - 0.425
HCM Control Delay (s) 86 11.4 - - 11.6 - - 51.7
HCM Lane LOS F B - - B - - F
HCM 95th %tile Q(veh) 1.4 0.3 - - 0.1 - - 1.8
Lanes and Geometrics Willard and Garvey Residential Development TIA
3: Willard Avenue & Project Access 1 06/19/2020
Opening Year (2022) With Ambient Growth With Related Projects With Project Conditions Synchro 10 Report
PM Peak Hour
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Width (ft) 12 12 12 12 12 12
Grade (%) 0% 0% 0%
Storage Length (ft) 0 0 0 0
Storage Lanes 1 0 0 0
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.946 0.991
Flt Protected 0.971 0.998
Satd. Flow (prot) 1745 0 0 1896 1883 0
Flt Permitted 0.971 0.998
Satd. Flow (perm) 1745 0 0 1896 1883 0
Link Speed (mph) 30 30 30
Link Distance (ft) 228 982 512
Travel Time (s) 5.2 22.3 11.6
Intersection Summary
Area Type: Other
Volume Willard and Garvey Residential Development TIA
3: Willard Avenue & Project Access 1 06/19/2020
Opening Year (2022) With Ambient Growth With Related Projects With Project Conditions Synchro 10 Report
PM Peak Hour
Lane Group EBL EBR NBL NBT SBT SBR
Traffic Volume (vph) 3 2 3 96 73 5
Future Volume (vph) 3 2 3 96 73 5
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Peak Hour Factor 0.92 0.92 0.84 0.84 0.84 0.84
Growth Factor 100% 100% 100% 100% 100% 100%
Heavy Vehicles (%) 0% 0% 0% 0% 0% 0%
Bus Blockages (#/hr) 0 0 0 0 0 0
Parking (#/hr)
Mid-Block Traffic (%) 0% 0% 0%
Adj. Flow (vph) 3 2 4 114 87 6
Shared Lane Traffic (%)
Lane Group Flow (vph) 5 0 0 118 93 0
Intersection Summary
HCM 2010 TWSC Willard and Garvey Residential Development TIA
3: Willard Avenue & Project Access 1 06/19/2020
Opening Year (2022) With Ambient Growth With Related Projects With Project Conditions Synchro 10 Report
PM Peak Hour
Intersection
Int Delay, s/veh 0.3
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 3 2 3 96 73 5
Future Vol, veh/h 3 2 3 96 73 5
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 84 84 84 84
Heavy Vehicles, % 0 0 0 0 0 0
Mvmt Flow 3 2 4 114 87 6
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 212 90 93 0 - 0
Stage 1 90 - - - - -
Stage 2 122 - - - - -
Critical Hdwy 6.4 6.2 4.1 - - -
Critical Hdwy Stg 1 5.4 - - - - -
Critical Hdwy Stg 2 5.4 - - - - -
Follow-up Hdwy 3.5 3.3 2.2 - - -
Pot Cap-1 Maneuver 781 973 1514 - - -
Stage 1 939 - - - - -
Stage 2 908 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 779 973 1514 - - -
Mov Cap-2 Maneuver 779 - - - - -
Stage 1 936 - - - - -
Stage 2 908 - - - - -
Approach EB NB SB
HCM Control Delay, s 9.3 0.2 0
HCM LOS A
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1514 - 847 - -
HCM Lane V/C Ratio 0.002 - 0.006 - -
HCM Control Delay (s) 7.4 0 9.3 - -
HCM Lane LOS A A A - -
HCM 95th %tile Q(veh) 0 - 0 - -
OY+C+P_PM Fri Jun 19, 2020 15:35:53 Page 5-1
--------------------------------------------------------------------------------
WILLARD AND GARVEY RESIDENTIAL DEVELOPMENT TRAFFIC STUDY
OPENING YEAR (2022) WITH AMBIENT GROWTH WITH RELATED PROJECTS WITH PROJECT COND
PM PEAK HOUR
--------------------------------------------------------------------------------
Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative)
********************************************************************************
Intersection #1 Rockhold Avenue (NS) / Dorothy Avenue
********************************************************************************
Cycle (sec): 100 Critical Vol./Cap.(X): 0.275
Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 24 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: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 0 0 1! 0 0 0 0 1! 0 0 0 0 1! 0 0 0 0 1! 0 0
------------|---------------||---------------||---------------||---------------|
Volume Module:
Base Vol: 31 50 13 24 13 4 16 76 29 23 46 26
Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02
Initial Bse: 32 51 13 24 13 4 16 78 30 23 47 27
Added Vol: 1 7 1 0 9 0 0 0 2 1 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 33 58 14 24 22 4 16 78 32 24 47 27
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: 33 58 14 24 22 4 16 78 32 24 47 27
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 33 58 14 24 22 4 16 78 32 24 47 27
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: 33 58 14 24 22 4 16 78 32 24 47 27
------------|---------------||---------------||---------------||---------------|
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
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: 0.31 0.55 0.14 0.48 0.44 0.08 0.13 0.62 0.25 0.25 0.48 0.27
Final Sat.: 498 885 218 771 701 128 208 989 403 400 767 433
------------|---------------||---------------||---------------||---------------|
Capacity Analysis Module:
Vol/Sat: 0.02 0.07 0.07 0.02 0.03 0.03 0.01 0.08 0.08 0.02 0.06 0.06
Crit Moves: **** **** **** ****
********************************************************************************
Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to RK ENGINEERING GROUP
OY+C+P_PM Fri Jun 19, 2020 15:35:53 Page 6-1
--------------------------------------------------------------------------------
WILLARD AND GARVEY RESIDENTIAL DEVELOPMENT TRAFFIC STUDY
OPENING YEAR (2022) WITH AMBIENT GROWTH WITH RELATED PROJECTS WITH PROJECT COND
PM PEAK HOUR
--------------------------------------------------------------------------------
Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative)
********************************************************************************
Intersection #2 Willard Avenue (NS) / Garvey Avenue (EW)
********************************************************************************
Cycle (sec): 100 Critical Vol./Cap.(X): 0.517
Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 34 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: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
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: 8 2 14 6 1 36 51 1022 30 24 934 35
Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02
Initial Bse: 8 2 14 6 1 37 52 1043 31 24 953 36
Added Vol: 0 0 0 4 0 5 5 90 0 0 105 4
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 8 2 14 10 1 42 57 1133 31 24 1058 40
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: 8 2 14 10 1 42 57 1133 31 24 1058 40
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 8 2 14 10 1 42 57 1133 31 24 1058 40
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: 8 2 14 10 1 42 57 1133 31 24 1058 40
------------|---------------||---------------||---------------||---------------|
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
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: 0.33 0.08 0.59 0.19 0.02 0.79 1.00 1.95 0.05 1.00 1.93 0.07
Final Sat.: 533 133 933 306 31 1263 1600 3116 84 1600 3084 116
------------|---------------||---------------||---------------||---------------|
Capacity Analysis Module:
Vol/Sat: 0.01 0.02 0.02 0.01 0.03 0.03 0.04 0.36 0.36 0.02 0.34 0.34
Crit Moves: **** **** **** ****
********************************************************************************
Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to RK ENGINEERING GROUP
OY+C+P_PM Fri Jun 19, 2020 15:35:53 Page 7-1
--------------------------------------------------------------------------------
WILLARD AND GARVEY RESIDENTIAL DEVELOPMENT TRAFFIC STUDY
OPENING YEAR (2022) WITH AMBIENT GROWTH WITH RELATED PROJECTS WITH PROJECT COND
PM PEAK HOUR
--------------------------------------------------------------------------------
Level Of Service Computation Report
ICU 1(Loss as Cycle Length %) Method (Future Volume Alternative)
********************************************************************************
Intersection #3 Willard Avenue (NS) / Project Driveway 1 (EW)
********************************************************************************
Cycle (sec): 100 Critical Vol./Cap.(X): 0.164
Loss Time (sec): 10 Average Delay (sec/veh): xxxxxx
Optimal Cycle: 21 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: 0 0 0 0 0 0 0 0 0 0 0 0
Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Lanes: 0 1 0 0 0 0 0 0 1 0 0 0 1! 0 0 0 0 0 0 0
------------|---------------||---------------||---------------||---------------|
Volume Module:
Base Vol: 0 88 0 0 65 0 0 0 0 0 0 0
Growth Adj: 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02
Initial Bse: 0 90 0 0 66 0 0 0 0 0 0 0
Added Vol: 3 6 0 0 7 5 3 0 2 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 3 96 0 0 73 5 3 0 2 0 0 0
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: 3 96 0 0 73 5 3 0 2 0 0 0
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 3 96 0 0 73 5 3 0 2 0 0 0
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: 3 96 0 0 73 5 3 0 2 0 0 0
------------|---------------||---------------||---------------||---------------|
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
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: 0.03 0.97 0.00 0.00 0.94 0.06 0.60 0.00 0.40 0.00 0.00 0.00
Final Sat.: 49 1551 0 0 1498 102 960 0 640 0 0 0
------------|---------------||---------------||---------------||---------------|
Capacity Analysis Module:
Vol/Sat: 0.00 0.06 0.00 0.00 0.05 0.05 0.00 0.00 0.00 0.00 0.00 0.00
Crit Moves: **** **** ****
********************************************************************************
Traffix 8.0.0715 (c) 2008 Dowling Assoc. Licensed to RK ENGINEERING GROUP
Appendix I
On-Street Parking Evaluation Photos
