PC - Item 3A - Exhibit E - Appendix F - Garvey Walnut Grove Mixed Use Traffic ReportTra!c Engineering # Transporta%on Planning # Parking # Noise & Vibra%on
Air Quality # Global Climate Change # Health Risk Assessment
GARVEY WALNUT
MIXED USE PROJECT
TRAFFIC IMPACT ANALYSIS
City of Rosemead
May 3, 2021
prepared by
Bryan Crawford
Giancarlo Ganddini, PE, PTP
GANDDINI GROUP, INC.
550 Parkcenter Drive, Suite 202
Santa Ana, California 92705
714.795.3100 | ganddini.com Project No. 19302
GARVEY WALNUT
MIXED USE PROJECT
TRAFFIC IMPACT ANALYSIS
City of Rosemead
May 3, 2021
Garvey Walnut Mixed Use Project Traffic Impact Analysis
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TABLE OF CONTENTS
EXECUTIVE SUMMARY
1. INTRODUCTION .................................................................................................................................................... 3
Project Description .......................................................................................................................................................... 3
Study Area ......................................................................................................................................................................... 3
Analysis Scenarios ........................................................................................................................................................... 3
2. METHODOLOGY ................................................................................................................................................... 6
Intersection Capacity Utilization .................................................................................................................................. 6
Intersection Delay Methodology ................................................................................................................................. 6
Performance Standards .................................................................................................................................................. 7
Need for Improvements ................................................................................................................................................. 7
3. EXISTING CONDITIONS ...................................................................................................................................... 8
Existing Roadway System .............................................................................................................................................. 8
Pedestrian Facilities ......................................................................................................................................................... 8
Bicycle Routes .................................................................................................................................................................. 8
Transit Facilities ................................................................................................................................................................ 8
General Plan Context ..................................................................................................................................................... 8
Existing Traffic Volumes ................................................................................................................................................ 9
Existing Intersection Level of Service......................................................................................................................... 9
4. PROJECT FORECASTS ....................................................................................................................................... 21
Project Description ....................................................................................................................................................... 21
Project Design Features .............................................................................................................................................. 21
Project Trip Generation .............................................................................................................................................. 21
Other Factors Affecting Trip Generation ............................................................................................................... 21
Project Trip Distribution and Assignment .............................................................................................................. 22
Transit Trip Generation ............................................................................................................................................... 22
5. FUTURE VOLUME FORECASTS ...................................................................................................................... 33
Other Development ..................................................................................................................................................... 33
Ambient Growth ........................................................................................................................................................... 33
Analysis Scenario Volume Forecasts ....................................................................................................................... 33
Existing Plus Project ......................................................................................................................................... 33
Opening Year (2022) Without Project ........................................................................................................ 33
Opening Year (2022) With Project............................................................................................................... 33
6. FUTURE OPERATIONAL ANALYSIS ............................................................................................................... 48
Existing Plus Project ..................................................................................................................................................... 48
Intersection Levels of Service ........................................................................................................................ 48
Operational Impact Evaluation ...................................................................................................................... 48
Opening Year (2022) Without Project .................................................................................................................... 48
Intersection Levels of Service ........................................................................................................................ 48
Opening Year (2022) With Project .......................................................................................................................... 48
Intersection Levels of Service ........................................................................................................................ 48
Operational Impact Evaluation ...................................................................................................................... 48
7. SITE ACCESS AND CIRCULATION .................................................................................................................. 54
Project Design Features .............................................................................................................................................. 54
Community Hall Operations ...................................................................................................................................... 54
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Queueing Analysis ........................................................................................................................................................ 55
On-Site Parking ............................................................................................................................................................. 56
Trash Truck Circulation ............................................................................................................................................... 56
Truck Access Points and Turning Templates ......................................................................................................... 57
Truck Delivery Schedule ............................................................................................................................................. 57
On-Site Vehicular Stacking......................................................................................................................................... 57
8. CONGESTION MANAGEMENT PROGRAM ................................................................................................. 65
Criteria for Requiring a Traffic Impact Analysis for CMP ................................................................................... 65
CMP Transit Impact Review ...................................................................................................................................... 65
9. VEHICLE MILES TRAVELED (VMT) ................................................................................................................. 67
Background .................................................................................................................................................................... 67
Screening Criteria ......................................................................................................................................................... 67
10. CONCLUSIONS .................................................................................................................................................... 68
Forecast Levels of Service .......................................................................................................................................... 68
Congestion Management Program .......................................................................................................................... 68
Site Access and Circulation ........................................................................................................................................ 68
VMT Evaluation ............................................................................................................................................................. 68
APPENDICES
Appendix A Glossary
Appendix B Scoping Agreement
Appendix C Volume Count Worksheets
Appendix D Level of Service Worksheets
LIST OF TABLES
Table 1. Existing Intersection Level of Service .......................................................................................................... 11
Table 2. Project Trip Generation ................................................................................................................................... 23
Table 3. Other Development Trip Generation .......................................................................................................... 34
Table 4. Existing Plus Project Intersection Level of Service .................................................................................. 49
Table 5. Existing Plus Project Operational Impact Evaluation ............................................................................... 50
Table 6. Opening Year (2022) Without Project Intersection Level of Service ................................................. 51
Table 7. Opening Year (2022) With Project Intersection Level of Service ........................................................ 52
Table 8. Opening Year (2022) With Project Operational Impact Evaluation .................................................... 53
Table 9. Queuing Analysis Summary ............................................................................................................................ 58
Table 10. Opening Year (2022) With Project Intersection Level of Service – With Driveway
Restrictions ......................................................................................................................................................... 59
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LIST OF FIGURES
Figure 1. Project Location Map .......................................................................................................................................... 4
Figure 2. Site Plan .................................................................................................................................................................. 5
Figure 3. Existing Lane Geometry and Intersection Traffic Controls .................................................................... 12
Figure 4. Existing Pedestrian Facilities .......................................................................................................................... 13
Figure 5. City of Rosemead Existing Bicycle Routes and Potential Future Routes ........................................... 14
Figure 6. Foothill Transit System Map .......................................................................................................................... 15
Figure 7. Los Angeles County Metropolitan Transportation Authority System Map ....................................... 16
Figure 8. City of Rosemead Circulation Plan ............................................................................................................... 17
Figure 9. Existing Average Daily Traffic Volumes ...................................................................................................... 18
Figure 10. Existing AM Peak Hour Intersection Turning Movement Volumes ..................................................... 19
Figure 11. Existing PM Peak Hour Intersection Turning Movement Volumes ..................................................... 20
Figure 12. Project Outbound Trip Distribution - Residential .................................................................................... 24
Figure 13. Project Inbound Trip Distribution – Residential ....................................................................................... 25
Figure 14. Project Outbound Trip Distribution - Office ............................................................................................. 26
Figure 15. Project Inbound Trip Distribution - Office ................................................................................................. 27
Figure 16. Project Outbound Trip Distribution – Retail/Restaurant ....................................................................... 28
Figure 17. Project Inbound Trip Distribution – Retail/Restaurant ........................................................................... 29
Figure 18. Project Average Daily Traffic Volumes ....................................................................................................... 30
Figure 19. Project AM Peak Hour Intersection Turning Movement Volumes ...................................................... 31
Figure 20. Project PM Peak Hour Intersection Turning Movement Volumes ...................................................... 32
Figure 21. Other Development Location Map .............................................................................................................. 35
Figure 22. Other Development Average Daily Traffic Volumes ............................................................................... 36
Figure 23. Other Development AM Peak Hour Intersection Turning Movement Volumes ............................. 37
Figure 24. Other Development PM Peak Hour Intersection Turning Movement Volumes .............................. 38
Figure 25. Existing Plus Project Average Daily Traffic Volumes ............................................................................... 39
Figure 26. Existing Plus Project AM Peak Hour Intersection Turning Movement Volumes ............................. 40
Figure 27. Existing Plus Project PM Peak Hour Intersection Turning Movement Volumes.............................. 41
Figure 28. Opening Year (2022) Without Project Average Daily Traffic Volumes .............................................. 42
Figure 29. Opening Year (2022) Without Project AM Peak Hour Intersection Turning Movement
Volumes ............................................................................................................................................................... 43
Figure 30. Opening Year (2022) Without Project PM Peak Hour Intersection Turning Movement
Volumes ............................................................................................................................................................... 44
Figure 31. Opening Year (2022) With Project Average Daily Traffic Volumes .................................................... 45
Figure 32. Opening Year (2022) With Project AM Peak Hour Intersection Turning Movement
Volumes ............................................................................................................................................................... 46
Figure 33. Opening Year (2022) With Project PM Peak Hour Intersection Turning Movement
Volumes ............................................................................................................................................................... 47
Figure 34. Trash Truck Circulation - Inbound ................................................................................................................ 60
Figure 35. Trash Truck Circulation - Outbound ............................................................................................................ 61
Figure 36. Truck Turning Templates – Inbound ............................................................................................................ 62
Figure 37. Truck Turning Templates - Outbound ......................................................................................................... 63
Figure 38. On-Site Stacking for Outbound Vehicles ................................................................................................... 64
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EXECUTIVE SUMMARY
The purpose of this Traffic Impact Analysis is to provide an assessment of traffic operations resulting from
development of the proposed Garvey Walnut Mixed Use Project and to identify measures necessary to
mitigate potentially significant traffic impacts. This report analyzes traffic impacts for the anticipated project
opening year in Year 2022. Although this is a technical report, effort has been made to write the report clearly
and concisely. A glossary is provided in Appendix A to assist the reader with terms related to transportation
engineering.
Project Description
The project site is located at the northwest corner of Walnut Grove Avenue and Garvey Avenue in the City
of Rosemead. The project site is currently occupied with office land uses.
The project is proposing to develop the site with 42 condominium dwelling units, 5,470 square feet of office,
5,500 square feet of community hall (plus 1,272 square feet storage area), 1,130 square feet of café/food
service, 5,274 square feet of retail/service and ancillary uses including a recreation room, gym, library, and
manager’s office. As a project design feature, the project is proposing full access to Walnut Grove Avenue.
The proposed project is anticipated to be constructed and fully operational by year 2022.
Existing Conditions
The study intersections currently operate at Levels of Service C or better during the peak hours for Existing
conditions (see Table 1).
Project Trips
The proposed project is forecast to generate a total of approximately 1,009 daily trips, including 143 trips
during the AM peak hour and 65 trips during the PM peak hour (see Table 2).
Forecast Levels of Service
The proposed project is forecast to result in no Level of Service operational impacts at the off-site study
intersections during the weekday AM and PM peak hours for the scenarios evaluated.
Congestion Management Program
The proposed project would result in no operational CMP impact as it does not meet the thresholds requiring
a traffic impact analysis for CMP purposes and no further CMP analysis is warranted. A transit impact review
was conducted for compliance with the CMP requirements and found that the proposed project is forecast
to have a nominal impact on transit service.
Site Access and Circulation
The proposed project shall construct the following improvements as project design features to provide project
site access:
▪ Construct the Walnut Grove Avenue (NS) at Project Driveway (EW) to provide one inbound lane and one
outbound lane with eastbound stop-control and the following lane configurations:
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□ Northbound: two through lanes
□ Southbound: one through lane and shared through/right turn lane
□ Eastbound: one shared left/ right turn lane
□ Westbound: not applicable
Operational Improvements
No off-site operational improvements were identified since the proposed project is forecast to result in no
operational traffic impact at the off-site study intersections for the scenarios analyzed.
VMT Assessment
The proposed project satisfies the screening criteria for low-VMT area and may be presumed to result in a
less than significant VMT impact in accordance with City of Rosemead VMT guidelines.
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1. INTRODUCTION
This section describes the purpose of this traffic impact analysis, project location, proposed development, and
study area. Figure 1 shows the project location map. Figure 2 illustrates the project site plan.
PROJECT DESCRIPTION
The project site is located at the northwest corner of Walnut Grove Avenue and Garvey Avenue in the City
of Rosemead. The project site is currently occupied with office land uses.
The project is proposing to develop the site with 42 condominium dwelling units, 5,470 square feet of office,
5,500 square feet of community hall (plus 1,272 square feet storage area), 1,130 square feet of café/food
service, 5,274 square feet of retail/service and ancillary uses including a recreation room, gym, library, and
manager’s office. Vehicular access is proposed at Walnut Grove Avenue. The proposed project is anticipated
to be constructed and fully operational by year 2022.
STUDY AREA
Based on the study intersections identified in the approved scoping agreement (Appendix B), the study area
consists of the following study intersections within the City of Rosemead:
Study Intersections Jurisdiction
1. I-10 Eastbound Ramps (NS) at Hellman Avenue (EW) Caltrans
2. Walnut Grove Avenue (NS) at Hellman Avenue (EW) Rosemead
3. Walnut Grove Avenue (NS) at Project Driveway (EW) Rosemead
4. Walnut Grove Avenue (NS) at Garvey Avenue (EW) Rosemead
ANALYSIS SCENARIOS
According to the preliminary review of the scoping agreement by the City of Rosemead (see Appendix B, the
following traffic conditions shall be included in a traffic impact analysis:
a) Existing Conditions;
b) Existing Plus Project Conditions;
c) Opening Year (Existing + Growth Factor + Cumulative Projects) Conditions; and
d) Opening Year Plus Project Conditions
Accordingly, the following scenarios are analyzed during typical weekday AM and PM peak hour conditions
(with mitigation as necessary):
▪ Existing Conditions
▪ Existing Plus Project Conditions
▪ Opening Year (2022) Without Project Conditions
▪ Opening Year (2022) With Project Conditions
3
Figure 1
Project Location Map
Garvey Walnut Mixed Use ProjectTraffic Impact Analysis
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WILLARD AVEWALNUT GROVE AVEBURTON AVELA PRESA AVE
GARVEY AVE
HELLMAN AVE 1 2
4
Site
Study Intersection
Legend
#
3
4
Figure 2
Site Plan
N
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2. METHODOLOGY
This section discusses the analysis methodologies used to assess transportation facility performance as
adopted by the respective jurisdictional agencies.
INTERSECTION CAPACITY UTILIZATION
In accordance with City of Rosemead guidelines, analysis of signalized intersections is based on the
Intersection Capacity Utilization (ICU) methodology. The ICU methodology compares the volume of traffic
using the intersection to the capacity of the intersection. The resulting volume-to-capacity (V/C) ratio
represents that portion of the hour required to provide sufficient capacity to accommodate all intersection
traffic if all approaches operate at capacity. The volume-to-capacity ratio is then correlated to a performance
measure known as Level of Service based on the following thresholds:
Level of Service Volume/Capacity Ratio
A ≤ 0.600
B 0.601 to 0.700
C 0.701 to 0.800
D 0.801 to 0.900
E 0.901 to 1.000
F > 1.000
Source: Transportation Research Board, Interim Materials on Highway Capacity, Transportation Research Circular No. 212, January 1980.
Level of Service is used to qualitatively describe the performance of a roadway facility, ranging from Level of
Service A (free-flow conditions) to Level of Service F (extreme congestion and system failure). ICU analysis
was performed using the Vistro software.
Consistent with City of Rosemead guidelines, this analysis uses the following input parameters for the ICU
analysis: 1,800 vehicles per hour per lane for through and turn lanes, 3,240 vehicles per hour for dual left-
turn lanes, and a total clearance time of 10 percent.
If the paved lane width of a shared through/right turn lane is wide enough to permit a separate right turn, it
is common practice for a right turn lane to be considered “de facto.” To function as a de facto right turn lane
there must be sufficient width for right turning vehicles to travel outside the through lane. This analysis uses
a minimum lane width of 19 feet from curb to lane stripe. Additionally, a de facto right turn lane was only
considered where on-street parking is prohibited near the intersection approach.
INTERSECTION DELAY METHODOLOGY
The technique used to assess the performance of unsignalized intersections in the City of Rosemead and
California Department of Transportation (Caltrans) freeway ramp intersections is known as the intersection
delay methodology based on the procedures contained in the Highway Capacity Manual. The methodology
compares the traffic volume using the intersection to the capacity of the intersection to calculate the delay
associated with the traffic control at the intersection. The intersection delay is then correlated to a
performance measure known as Level of Service based on the following thresholds:
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Level of Service
Intersection Control Delay (Seconds / Vehicle)
Signalized Intersection Unsignalized Intersection
A ≤ 10.0 ≤ 10.0
B > 10.0 to ≤ 20.0 > 10.0 to ≤ 15.0
C > 20.0 to ≤ 35.0 > 15.0 to ≤ 25.0
D > 35.0 to ≤ 55.0 > 25.0 to ≤ 35.0
E > 55.0 to ≤ 80.0 > 35.0 to ≤ 50.0
F > 80.0 > 50.0
Source: Transportation Research Board, Highway Capacity Manual (6th Edition).
Level of Service is used to qualitatively describe the performance of a roadway facility, ranging from Level of
Service A (free-flow conditions) to Level of Service F (extreme congestion and system failure). Intersection
delay analysis was performed using the Vistro software.
If the paved lane width of a shared through/right turn lane is wide enough to permit a separate right turn, it
is common practice for a right turn lane to be considered “de facto.” To function as a de facto right turn lane
there must be sufficient width for right turning vehicles to travel outside the through lane. This analysis uses
a minimum lane width of 20 feet from curb to lane stripe.
PERFORMANCE STANDARDS
The City of Rosemead has established minimum acceptable Level of Service standards during peak hour
conditions of LOS D or better for intersections. In accordance with CEQA provision, any Level of Service
impacts identified are solely for General Plan consistency and would not constitute a significant impact under
CEQA.
NEED FOR IMPROVEMENTS
In accordance with the City of Rosemead guidelines, a project operational traffic impact occurs if the project
related increase in the volume-to-capacity ratio equals or exceeds the thresholds shown below:
Significant Impact Threshold for Intersections
Level of Service Volume/Capacity Incremental Increase
F 1.01 or more 0.02 or more
Based on the California Department of Transportation established performance standards, a potentially
operational traffic impact is defined to occur if the addition of project generated trips is forecast to cause the
performance of a State Highway study intersection to change from acceptable Level of Service (D or better)
to unacceptable Level of Service (E or F).
If a project is forecast to cause an operational traffic impact, feasible improvements that will reduce the
operational impact to an acceptable LOS are identified. Improvements can be in many forms, including the
addition of lanes, traffic control modification, or demand management measures. If no feasible improvements
can be identified for an operationally deficient facility, the operational traffic impact will remain deficient.
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3. EXISTING CONDITIONS
EXISTING ROADWAY SYSTEM
Figure 3 identifies the lane geometry and intersection traffic controls for Existing conditions based on a field
survey of the study area. Regional access to the project area is provided by the I-10 Freeway north of the
project site. The key north-south roadway providing local circulation is Walnut Grove Avenue. The key east-
west roadways providing local circulation are Hellman Avenue and Garvey Avenue.
Walnut Grove Avenue is a 4-lane undivided to divided roadway in the study area. Walnut Grove Avenue is
classified as a Major Arterial in the City of Rosemead Circulation Plan. On-street parking is generally permitted
in the project area south of Hellman Avenue and prohibited north of Hellman Avenue. No bicycle facilities are
provided in the study area. Sidewalks are provided on both sides of the roadway south of Hellman Avenue
and on the west side of the roadway north of Hellman Avenue.
Hellman Avenue is a 2-lane undivided roadway in the study area. Hellman Avenue is classified as a Collector
in the City of Rosemead Circulation Plan. On-street parking is intermittently permitted in the project area. On-
street bicycle facilities are provided in the study area. No bicycle facilities are provided in the study area.
Sidewalks are provided on both sides of the roadway.
Garvey Avenue is a 4-lane divided roadway in the study area. Garvey Avenue is classified as a Major Arterial
in the City of Rosemead Circulation Plan. On-street parking is intermittently permitted in the project area. On-
street bicycle facilities are provided in the study area. No bicycle facilities are provided in the study area.
Sidewalks are provided on both sides of the roadway.
PEDESTRIAN FACILITIES
Existing pedestrian facilities in the project vicinity are shown on Figure 4.
BICYCLE ROUTES
No on-street bicycle facilities are provided in the project area. The City of Rosemead Existing Bicycle Routes
and Potential Future Routes is depicted on Figure 5, and shows potential future bicycle facilities in the project
area along Walnut Grove Avenue and Garvey Avenue.
TRANSIT FACILITIES
Figure 6 and Figure 7 show the existing transit routes available in the project vicinity. As shown on Figure 6,
Foothill Transit does not service the study area. As shown on Figure 7, Los Angeles County Metropolitan
Transportation Authority Routes 176 and Rosemead Explorer service Walnut Grove Avenue, and Routes 70,
770, and Rosemead Explorer service Garvey Avenue. Bus stops are located along Garvey Avenue including
on at the southwest corner of the Walnut Grove Avenue and Garvey Avenue intersection.
GENERAL PLAN CONTEXT
Figure 8 shows the City of Rosemead Circulation Plan roadway classifications map. This figure shows the
nature and extent of arterial and collector highways that are needed to adequately serve the ultimate
development depicted by the Land Use Element of the General Plan.
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EXISTING TRAFFIC VOLUMES
Figure 9 shows the Existing average daily traffic volumes. The Existing average daily traffic volumes have been
factored from peak hour intersection turning movement volumes using the following formula for each
intersection leg:
Evening Peak Hour (Approach Volume + Exit Volume) x 10 = Leg Volume.
Existing peak hour volumes are based upon AM peak period and PM peak period intersection turning
movement counts. The AM peak period was counted between 7:00 AM and 9:00 AM and the PM peak period
was counted between 4:00 PM and 6:00 PM. The actual peak hour within the peak period is the four
consecutive 15-minute periods with the highest total volume. Thus, the weekday PM peak hour at one
intersection may be 4:45 PM to 5:45 PM if those four consecutive 15-minute periods have the highest
combined volume. Intersection turning movement count worksheets are provided in Appendix C.
The current COVID-19 pandemic and related stay-at-home orders imposed by state and local municipalities
have resulted in a substantial decrease in traffic volumes. In addition to the current public health restrictions,
it is anticipated that the pandemic may have a lasting effect on travel behaviors, such as an increase
telecommuting. To provide a conservative analysis, the Existing conditions traffic volumes used in this analysis
are based on historic counts provided by City of Rosemead staff with adjustments applied with the intent to
represent pre-pandemic conditions for the current year. This approach is likely to overestimate actual volumes
for the near future since many commuters are expected to continue working from home even as stay-at-home
orders are eased.
Historical intersection turning movement counts conducted in 2018 were obtained for the study intersections
of Walnut Grove Avenue at Hellman Avenue and Walnut Grove Avenue at Hellman Avenue. The AM and PM
peak hour traffic volumes based on these historical counts were adjusted by a growth rate of 0.8 percent per
year over a two-year period to reflect existing year 2020 conditions prior to issuance of statewide stay-at-
home orders. The growth rate was obtained from the County of Los Angeles Congestion Management
Program.
The combined AM and PM peak hour turning movement volumes from these modified traffic counts were
then compared to the combined AM and PM peak hour turning movement volumes for the current traffic
counts conducted in October 2020. An AM Peak hour increase of 91.91% was applied to bring the current
traffic counts (October 2020) to a comparable level as calculated using the historic 2018 traffic counts with
annual ambient growth rate (0.8%) applied. A PM Peak hour increase of 33.96% was applied to bring the
current traffic counts (October 2020) to a comparable level as calculated using the historic 2018 traffic counts
with annual ambient growth rate (0.8%) applied.
Therefore, all of the current October 2020 turning movement counts were increased by 91.91% during the
AM Peak Hour and 33.96% during the PM peak hour to reflect pre-pandemic conditions. These spreadsheets,
and the growth rate increased intersection turning movement counts, are included in Appendix C.
Figure 10 and Figure 11 show the Existing AM peak hour and PM peak hour intersection turning movement
volumes. Peak hour volumes shown in the figures and Level of Service calculations throughout this report are
based on the measured count data with adjustments described above.
EXISTING INTERSECTION LEVEL OF SERVICE
The intersection Levels of Service for Existing conditions have been calculated and are shown in Table 1.
Existing intersection Level of Service worksheets are provided in Appendix D.
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As shown in Table 1, the study intersections currently operate at Levels of Service C or better during the peak
hours for Existing conditions.
10
ICU2 LOS3 ICU2 LOS3
1. I-10 EB Ramps at Hellman Ave TS 0.591 A 0.583 A
2. Walnut Grove Ave at Hellman Ave TS 0.685 B 0.726 C
4. Walnut Grove Ave at Garvey Ave TS 0.696 B 0.765 C
Delay2 LOS3 Delay2 LOS3
1. I-10 EB Ramps at Hellman Ave TS 34.3 C 34.0 C
Notes:
(1) TS = Traffic Signal
(2)
(3) LOS = Level of Service
ICU = Intersection Capacity Utilization. Per the Highway Capacity Manual, overall average intersection delay and Level of
Service are shown for intersections with all way stop control.
Caltrans Highway Capacity Methodology Analysis
ID Study Intersection
Traffic
Control1
AM Peak Hour PM Peak Hour
Study IntersectionID
Table 1
Existing Intersection Level of Service
Traffic
Control1
AM Peak Hour PM Peak Hour
Walnut Garvey Mixed Use Project
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Figure 3
Existing Lane Geometry and Intersection Traffic Controls
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WILLARD AVEWALNUT GROVE AVEBURTON AVELA PRESA AVE
GARVEY AVE
HELLMAN AVE 1 2
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Site 3
1
2
3
4
4D4D
4U
4U
4D
2U 2U2U
Traffic Signal
#-Lane Divided Roadway
#-Lane Undivided Roadway
Existing Lane
Legend
#D
#U
I-10 EB Ramps (NS)/
Hellman Ave (EW)
Walnut Grove Ave (NS)/
Hellman Ave (EW)
Walnut Grove Ave (NS)/
Project Dwy (EW)
Walnut Grove Ave (NS)/
Garvey Ave (EW)
12
Figure 4
Existing Pedestrian Facilities
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Site
Sidewalk
Legend
Cross Walk
Bus StopB
B
B
B
BWALNUT GROVE AVEGARVEY AVE
13
Figure 5
City of Rosemead Existing Bicycle Routes and Potential Future Routes
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Source: City of Rosemead
Site
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Figure 6
Foothill Transit System Map
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Site
Source: Foothill Transit Agency
15
Figure 7
Los Angeles County Metropolitan
Transportation Authority System Map
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Site
Source: L.A. Metro
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Figure 8
City of Rosemead Circulation Plan
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Source: City of Rosemead
Site
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Figure 9
Existing Average Daily Traffic Volumes
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WILLARD AVEWALNUT GROVE AVEBURTON AVELA PRESA AVE
GARVEY AVE
HELLMAN AVE
Site
15.5
16.2
15.9
21.4
4.9 8.1 5.5
23.0 25.0
Vehicles Per Day (1,000's)
Legend
##
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Figure 10
Existing AM Peak Hour IntersectionTurning Movement Volumes
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WILLARD AVEWALNUT GROVE AVEBURTON AVELA PRESA AVE
GARVEY AVE
HELLMAN AVE 1 2
4
Site
Study Intersection
Legend
#
3
1
I-10 EB Ramps (NS)/
Hellman Ave (EW)25313115154
159190
2
Walnut Grove Ave (NS)/
Hellman Ave (EW)1464701312757811523259115
086269
3
Walnut Grove Ave (NS)/
Project Dwy (EW)059486800
0
4
Walnut Grove Ave (NS)/
Garvey Ave (EW)10234713824642619611381869
102808134
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Figure 11
Existing PM Peak Hour IntersectionTurning Movement Volumes
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WILLARD AVEWALNUT GROVE AVEBURTON AVELA PRESA AVE
GARVEY AVE
HELLMAN AVE 1 2
4
Site
Study Intersection
Legend
#
3
1
I-10 EB Ramps (NS)/
Hellman Ave (EW)2521747221
202130
2
Walnut Grove Ave (NS)/
Hellman Ave (EW)1256461916669915128510286
1158189
3
Walnut Grove Ave (NS)/
Project Dwy (EW)085177100
0
4
Walnut Grove Ave (NS)/
Garvey Ave (EW)117513165159505107141910102
146920197
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4. PROJECT FORECASTS
This section describes how project trip generation, trip distribution, and trip assignment forecasts were
developed. The forecast project volumes are illustrated on figures contained in this section.
PROJECT DESCRIPTION
The project site is located at the northwest corner of Walnut Grove Avenue and Garvey Avenue in the City
of Rosemead. The project site is currently occupied with office land uses.
The project is proposing to develop the site with 42 condominium dwelling units, 5,470 square feet of office,
5,500 square feet of community hall (plus 1,272 square feet storage area), 1,130 square feet of café/food
service, 5,274 square feet of retail/service and ancillary uses including a recreation room, gym, library, and
manager’s office. As a project design feature, the project is proposing full access to Walnut Grove Avenue.
The proposed project is anticipated to be constructed and fully operational by year 2022.
PROJECT DESIGN FEATURES
The proposed project shall construct the following improvements as project design features to provide project
site access:
▪ Construct the Walnut Grove Avenue (NS) at Project Driveway (EW) to provide one inbound lane and one
outbound lane with eastbound stop-control and the following lane configurations:
□ Northbound: two through lanes
□ Southbound: one through lane and shared through/right turn lane
□ Eastbound: one shared left/ right turn lane
□ Westbound: not applicable
PROJECT TRIP GENERATION
Table 2 shows the project trip generation based upon trip generation rates obtained from the Institute of
Transportation Engineers (ITE) Trip Generation Manual (10th Edition, 2017). The project trip generation
forecast is determined by multiplying the trip generation rates by the land use quantity. Trip generation rates
for multifamily housing (low-rise) (Land Use Code 221), recreational community center (Land Use Code 495),
general office (Land Use Code 710), shopping center (Land Use Code 820), and coffee/donut shop without
drive-through window (Land Use Code 936) were used.
As shown in Table 2, the proposed project is forecast to generate a total of approximately 1,009 daily trips,
including 143 trips during the AM peak hour and 65 trips during the PM peak hour.
OTHER FACTORS AFFECTING TRIP GENERATION
Land uses such as shopping centers, restaurants, gasoline stations, and convenience stores will often locate
next to busy roadways to attract motorists already on the street. Since the trip generation rates contained in
the ITE Trip Generation Manual represent vehicles entering and exiting at the site driveway(s), it is appropriate
to reduce the initial trip generation forecast by the applicable pass-by trip rate when calculating the net new
trips that will be added to the surrounding street system. This analysis applies a pass-by trip reduction for the
commercial retail land use based upon rates from the ITE Trip Generation Handbook (3rd Edition, 2017).
21
Garvey Walnut Mixed Use Project Traffic Impact Analysis
22 19302
Traffic volumes shown in Table 2 consist of the total trips generated for each project land use. As a residential
trip generated by the project may also interact with the commercial retail, office, or restaurant land uses within
the project, a double counting of those trips occurs. To account for this internal interaction, the trips generated
by the project site have been adjusted in accordance with procedures developed by the National Cooperative
Highway Research Program 684 Internal Capture Estimation Tool as incorporated into the ITE Trip Generation
Handbook (3rd Edition). Detailed internal capture worksheets are provided in the scoping agreement in
Appendix B.
PROJECT TRIP DISTRIBUTION AND ASSIGNMENT
Figure 12 to Figure 17 show the forecast directional distribution patterns for the project generated trips. The
project trip distribution patterns are based on review of existing volume data, surrounding land uses, and the
local and regional roadway facilities in the project vicinity.
Based on the identified project trip generation and distributions, project average daily traffic volumes have
been calculated and shown on Figure 18. The project-generated AM and PM peak hour intersection turning
movement volumes are shown on Figure 19 and Figure 20.
TRANSIT TRIP GENERATION
The Los Angeles County Metropolitan Transportation Authority 2010 Congestion Management Program,
Appendix D - Guidelines for CMP Transportation Impact Analysis, utilizes a conversion factor based on the
daily and AM and PM peak hour trip generation to provide for a transit analysis. The conversion is as follows:
Multiply the total trips generated by 1.4 to convert vehicle trips to person trips;
For each time period, multiply the result by one of the following factors:
3.5% of Total Person Trips Generated for most cases, except:
10% primarily Residential within 1/4 mile of a CMP transit center
15% primarily Commercial within 1/4 mile of a CMP transit center
7% primarily Residential within 1/4 mile of a CMP multi-modal transportation center
9% primarily Commercial within 1/4 mile of a CMP multi-modal transportation center
5% primarily Residential within 1/4 mile of a CMP transit corridor
7% primarily Commercial within 1/4 mile of a CMP transit corridor
0% if no fixed route transit services operate within one mile of the project
Accordingly, the proposed project-generated transit trips are calculated as follows:
Daily: ((1,009 trips x 1.4) x 0.035) ≈ 49
Morning Peak Hour: ((143 trips x 1.4) x 0.035) ≈ 7
Evening Peak Hour: ((65 trips x 1.4) x 0.035) ≈ 3
The proposed project is forecast to generate approximately seven (7) transit trips during the AM peak hour
and approximately three (3) transit trips during the PM peak hour. Based on the existing transit services
available in the project vicinity and the relatively low transit trip generation, the proposed project is forecast
to have a nominal impact on transit service.
22
% In % Out Rate % In % Out Rate
Multifamily Housing (Mid-Rise)ITE 221 DU 26%74%0.36 61%39%0.44 5.44
Recreational Community Center ITE 495 TSF 66%34%1.76 47%53%2.31 28.82
General Office ITE 710 TSF 86%14%1.16 16%84%1.15 9.74
Shopping Center ITE 820 TSF 62%38%0.94 48%52%3.81 37.75
Coffee/Donut Shop without Drive-Through Window ITE 936 TSF 51%49%101.14 50%50%36.31 363.1
In Out Total In Out Total
Condominiums 42 DU 4 11 15 11 7 18 228
Internal Capture 3 0 -2 -2 -5 -2 -7 -9
Community Hall4 5.500 TSF 6 3 9 6 7 13 159
Office 5.470 TSF 5 1 6 1 5 6 53
Internal Capture 3 -1 0 -1 0 -1 -1 -2
Retail5 5.274 TSF 3 2 5 10 10 20 199
Internal Capture 3 0 0 0 -7 -6 -13 -13
Pass-by Trips (34% PM)6 0 0 0 -1 -1 -2 -2
Café/Food Service 1.130 TSF 58 56 114 21 21 42 410
Internal Capture 3 -2 -1 -3 -4 -7 -11 -14
73 70 143 32 33 65 1,009
Notes:
(1) ITE = Institute of Transportation Engineers Trip Generation Manual (10th Edition, 2017); ### = Land Use Code
(2) TSF = Thousand Square Feet
(3) Internal Capture calculated using the NCHRP 684 Internal Trip Capture Estimation Tool included in the ITE Trip Generation Handbook (3rd Edition, 2017).
(6) Pass-by rates obtained from ITE Trip Generation Handbook (3rd Edition, 2017).
Land Use
(4) Trip generation for the community hall is based on the floor area used for occupancy and parking calculations; the additional 1,272 square feet
of storage areas are considered ancillary and will not generate additional new trips.
(5) The retail floor area includes 1,021 square feet of commercial manager's office.
Source1 Unit2
Net New Trips Generated
Daily
Table 2
Project Trip Generation
Trip Generation Rates
Trips Generated
Land Use Quantity Unit
2
AM Peak Hour PM Peak Hour
AM Peak Hour PM Peak Hour Daily
Rate
Walnut Garvey Mixed Use Project
Traffic Impact Analysis
1930223
Figure 12
Project Outbound Trip Distributon - Residential
Garvey Walnut Mixed Use ProjectTraffic Impact Analysis
19302
N WILLARD AVEWALNUT GROVE AVEBURTON AVELA PRESA AVE
GARVEY AVE
HELLMAN AVE
Site
10
20%
30%
20%
70%
100%
10% 20%
10%
10%
30%
Percent From Project
Legend
10%
24
Figure 13
Project Inbound Trip Distributon - Residential
Garvey Walnut Mixed Use ProjectTraffic Impact Analysis
19302
N WILLARD AVEWALNUT GROVE AVEBURTON AVELA PRESA AVE
GARVEY AVE
HELLMAN AVE
Site
10
Percent To Project
Legend
10%
20%
30%
20%
70%
30%
10%
10%
20%
20%
10%
100%
25
Figure 14
Project Outbound Trip Distributon - Office
Garvey Walnut Mixed Use ProjectTraffic Impact Analysis
19302
N WILLARD AVEWALNUT GROVE AVEBURTON AVELA PRESA AVE
GARVEY AVE
HELLMAN AVE
Site
10
10%
30%
10%
50%
100%
15% 30%
15%
15%
50%
Percent From Project
Legend
10%
5%
26
Figure 15
Project Inbound Trip Distributon - Office
Garvey Walnut Mixed Use ProjectTraffic Impact Analysis
19302
N WILLARD AVEWALNUT GROVE AVEBURTON AVELA PRESA AVE
GARVEY AVE
HELLMAN AVE
Site
10
Percent To Project
Legend
10%
30%
10%
50%
50%
15%
15%
10%
30%
15%
100%
5%
20%
27
Figure 16
Project Outbound Trip Distributon - Retail/Restaurant
Garvey Walnut Mixed Use ProjectTraffic Impact Analysis
19302
N WILLARD AVEWALNUT GROVE AVEBURTON AVELA PRESA AVE
GARVEY AVE
HELLMAN AVE
Site
10
20%
20%
20%
70%
100%
5% 20%
5%
5%
30%
Percent From Project
Legend
10%
5%
3%
2%
25%
2%
25%
3%
28
Figure 17
Project Inbound Trip Distributon - Retail/Restaurant
Garvey Walnut Mixed Use ProjectTraffic Impact Analysis
19302
N WILLARD AVEWALNUT GROVE AVEBURTON AVELA PRESA AVE
GARVEY AVE
HELLMAN AVE
Site
10
Percent To Project
Legend
10%
20%
20%
20%
70%
30%
5%
5%
20%
20%
5%
100%
5%
2%2%
25%
3%
25%
3%
29
Figure 18
Project Average Daily Traffic Volumes
Garvey Walnut Mixed Use ProjectTraffic Impact Analysis
19302
N
10
WILLARD AVEWALNUT GROVE AVEBURTON AVELA PRESA AVE
GARVEY AVE
HELLMAN AVE
Site
0.2
0.7
0.3
0.2
NOM 0.1
0.2 0.2
Vehicles Per Day (1,000's)
Legend
##
Nominal; Less Than 50 Vehicles Per DayNOM
30
Figure 19
Project AM Peak Hour IntersectionTurning Movement Volumes
Garvey Walnut Mixed Use ProjectTraffic Impact Analysis
19302
N
10
WILLARD AVEWALNUT GROVE AVEBURTON AVELA PRESA AVE
GARVEY AVE
HELLMAN AVE 1 2
4
Site
Study Intersection
Legend
#
3
1
I-10 EB Ramps (NS)/
Hellman Ave (EW)5004
35
2
Walnut Grove Ave (NS)/
Hellman Ave (EW)81400160009
000
3
Walnut Grove Ave (NS)/
Project Dwy (EW)50002522
48
4
Walnut Grove Ave (NS)/
Garvey Ave (EW)01601715161700
0017
31
Figure 20
Project PM Peak Hour IntersectionTurning Movement Volumes
Garvey Walnut Mixed Use ProjectTraffic Impact Analysis
19302
N
10
WILLARD AVEWALNUT GROVE AVEBURTON AVELA PRESA AVE
GARVEY AVE
HELLMAN AVE 1 2
4
Site
Study Intersection
Legend
#
3
1
I-10 EB Ramps (NS)/
Hellman Ave (EW)3001
24
2
Walnut Grove Ave (NS)/
Hellman Ave (EW)670070004
000
3
Walnut Grove Ave (NS)/
Project Dwy (EW)22001113
20
4
Walnut Grove Ave (NS)/
Garvey Ave (EW)080776700
007
32
Garvey Walnut Mixed Use Project Traffic Impact Analysis
33 19302
5. FUTURE VOLUME FORECASTS
This section describes how future volume forecasts for each analysis scenario were developed. Forecast study
area volumes are illustrated on figures contained in this section.
OTHER DEVELOPMENT
To account for trips generated by future development, trips generated by approved other development
projects in the Cities of Rosemead and Montebello were added to the study area. Table 3 shows the trip
generation summary for other development projects. Figure 21 shows the other development location map.
Figure 22 shows the forecast average daily traffic volumes for the other development. Figure 23 and Figure
24 show the forecast AM and PM peak hour intersection turning movement volumes for trips generated by
other developments.
AMBIENT GROWTH
To account for ambient growth on roadways, existing traffic volumes were increased by a growth rate of one
percent (0.8%) per year over a two-year period for Cumulative [Opening Year (2022)] conditions. This equates
to a total growth factor of approximately 1.02 for Cumulative conditions. The ambient growth rate was
conservatively applied to all movements at the study intersections.
ANALYSIS SCENARIO VOLUME FORECASTS
Existing Plus Project
Existing Plus Project volume forecasts were derived by adding the project generated trips to Existing volumes.
Existing Plus Project average daily traffic volumes are shown on Figure 25. Existing Plus Project AM and PM
peak hour intersection turning movement volumes are shown on Figure 26 and Figure 27.
Opening Year (2022) Without Project
Opening Year (2022) Without Project volume forecasts were derived by adding the other development
generated trips to Existing volumes with ambient growth. Opening Year (2020) Without Project average daily
traffic volumes are shown on Figure 28. Opening Year (2020) Without Project AM and PM peak hour
intersection turning movement volumes are shown on Figure 29 and Figure 30.
Opening Year (2022) With Project
Opening Year (2020) With Project volume forecasts were derived by adding project generated trips to
Opening Year (2020) Without Project volumes. Opening Year (2020) With Project average daily traffic
volumes are shown on Figure 31. Opening Year (2020) With Project AM and PM peak hour intersection
turning movement volumes are shown on Figure 32 and Figure 33.
33
In Out Total In Out Total
7419 - 7459 Garvey Avenue Commercial ITE 820 20.000 TSF 12 7 19 37 40 77 755
- Pass-By (34% PM)3 -------13 -14 -27 -27
Residential ITE 220 218 DU 23 77 100 77 45 122 1,596
Subtotal 35 84 119 101 71 172 2,324
7801 - 7825 Garvey Avenue Commercial ITE 820 15.903 TSF 9 6 15 29 32 61 600
- Pass-By (34% PM)3 -------10 -11 -21 -21
Residential ITE 220 60 DU 6 21 27 21 12 33 439
Subtotal 15 27 42 40 33 73 1,018
8002 Garvey Avenue Commercial ITE 820 87.919 TSF 51 31 82 161 174 335 3,319
- Pass-By (34% PM)3 -------55 -59 -114 -114
Residential ITE 220 92 DU 10 33 43 32 19 51 673
Subtotal 61 64 125 138 134 272 3,878
8408 Garvey Avenue Commercial ITE 820 11.500 TSF 7 4 11 21 23 44 434
- Pass-By (34% PM)3 -------7 -8 -15 -15
Residential ITE 220 53 DU 6 19 25 19 11 30 388
Subtotal 13 23 36 33 26 59 807
8449 Garvey Avenue Commercial ITE 820 7.200 TSF 4 3 7 13 14 27 272
- Pass-By (34% PM)3 -------4 -5 -9 -9
Residential ITE 220 41 DU 4 15 19 14 8 22 300
Subtotal 8 18 26 23 17 40 563
6 8900 Glendon Way Hotel ITE 310 123 RM 34 24 58 38 36 74 1,028
7 3133 - 3141 Willard Avenue Residential ITE 220 31 DU 3 11 14 11 6 17 227
8 500 Montebello Boulevard Hotel ITE 310 199 RM 55 38 93 61 59 120 1,664
3001 Walnut Grove Avenue Commercial ITE 820 17.394 TSF 10 6 16 32 34 66 657
- Pass-By (34% PM)3 -------11 -12 -23 -23
Residential ITE 220 42 DU 4 15 19 15 9 24 307
Subtotal 14 21 35 36 31 67 941
3035 San Gabriel Boulevard Commercial ITE 820 56.258 TSF 33 20 53 103 111 214 2,124
- Pass-By (34% PM)3 -------35 -38 -73 -73
Residential ITE 220 144 DU 15 51 66 51 30 81 1,054
Subtotal 48 71 119 119 103 222 3,105
11 4316 Muscatel Avenue Residential ITE 220 10 DU 1 4 5 4 2 6 73
12 8399 Garvey Avenue Medical Clinic ITE 720 15.000 TSF 33 9 42 15 37 52 522
320 394 714 619 555 1,174 16,150
Notes:
(2) DU = Dwelling Units; TSF = Thousand Square Feet
4
5
9
10
(3) ITE Trip Generation Handbook (3rd Edition, 2017).
Total
(1) ITE = Institute of Transportation Engineers Trip Generation Manual (10th Edition, 2017); ### = Land Use Code.
1
2
3
Table 3
Other Development Trip Generation
Traffic
Analysis
Zone Land Use Source1 Quantity
AM Peak Hour PM Peak Hour
DailyUnits2Address
Walnut Garvey Mixed Use Project
Traffic Impact Analysis
1930234
Other Development LocationOther Development Location
Legend
N
____________________________________________________________________________________________________________________________________________________________________________________________________
Figure 21
Other Development Locaon Map
Garvey Walnut Mixed Use Project
Traffic Impact Analysis
19302
MAIN STSite
35
Figure 22
Other Development Average Daily Traffic Volumes
Garvey Walnut Mixed Use ProjectTraffic Impact Analysis
19302
N
10
WILLARD AVEWALNUT GROVE AVEBURTON AVELA PRESA AVE
GARVEY AVE
HELLMAN AVE
Site
0.4
0.3
0.3
0.7
0.8 0.4
1.3 0.7
Vehicles Per Day (1,000's)
Legend
##
36
Figure 23
Other Development
AM Peak Hour IntersectionTurning Movement Volumes
Garvey Walnut Mixed Use ProjectTraffic Impact Analysis
19302
N
10
WILLARD AVEWALNUT GROVE AVEBURTON AVELA PRESA AVE
GARVEY AVE
HELLMAN AVE 1 2
4
Site
Study Intersection
Legend
#
3
1
I-10 EB Ramps (NS)/
Hellman Ave (EW)00187
100
2
Walnut Grove Ave (NS)/
Hellman Ave (EW)03001110700
000
3
Walnut Grove Ave (NS)/
Project Dwy (EW)031100
0
4
Walnut Grove Ave (NS)/
Garvey Ave (EW)6300290187
0150
37
Figure 24
Other Development
PM Peak Hour IntersectionTurning Movement Volumes
Garvey Walnut Mixed Use ProjectTraffic Impact Analysis
19302
N
10
WILLARD AVEWALNUT GROVE AVEBURTON AVELA PRESA AVE
GARVEY AVE
HELLMAN AVE 1 2
4
Site
Study Intersection
Legend
#
3
1
I-10 EB Ramps (NS)/
Hellman Ave (EW)00269
200
2
Walnut Grove Ave (NS)/
Hellman Ave (EW)03002120900
000
3
Walnut Grove Ave (NS)/
Project Dwy (EW)032100
0
4
Walnut Grove Ave (NS)/
Garvey Ave (EW)1230031802810
0290
38
Figure 25
Existing Plus Project Average Daily Traffic Volumes
Garvey Walnut Mixed Use ProjectTraffic Impact Analysis
19302
N
10
WILLARD AVEWALNUT GROVE AVEBURTON AVELA PRESA AVE
GARVEY AVE
HELLMAN AVE
Site
15.7
16.9
16.2
21.6
4.9 8.2 5.5
23.2 25.2
Vehicles Per Day (1,000's)
Legend
##
39
Figure 26
Existing Plus Project
AM Peak Hour IntersectionTurning Movement Volumes
Garvey Walnut Mixed Use ProjectTraffic Impact Analysis
19302
N
10
WILLARD AVEWALNUT GROVE AVEBURTON AVELA PRESA AVE
GARVEY AVE
HELLMAN AVE 1 2
4
Site
Study Intersection
Legend
#
3
1
I-10 EB Ramps (NS)/
Hellman Ave (EW)25813115158
162195
2
Walnut Grove Ave (NS)/
Hellman Ave (EW)1544841312759411523259124
086269
3
Walnut Grove Ave (NS)/
Project Dwy (EW)505948682522
48
4
Walnut Grove Ave (NS)/
Garvey Ave (EW)10236313826344121213081869
102808151
40
Figure 27
Existing Plus Project
PM Peak Hour IntersectionTurning Movement Volumes
Garvey Walnut Mixed Use ProjectTraffic Impact Analysis
19302
N
10
WILLARD AVEWALNUT GROVE AVEBURTON AVELA PRESA AVE
GARVEY AVE
HELLMAN AVE 1 2
4
Site
Study Intersection
Legend
#
3
1
I-10 EB Ramps (NS)/
Hellman Ave (EW)2551747222
204134
2
Walnut Grove Ave (NS)/
Hellman Ave (EW)1316531916670615128510290
1158189
3
Walnut Grove Ave (NS)/
Project Dwy (EW)228517711113
20
4
Walnut Grove Ave (NS)/
Garvey Ave (EW)117521165166512113148910102
146920204
41
Figure 28
Opening Year (2022) Without Project Average Daily Traffic Volumes
Garvey Walnut Mixed Use ProjectTraffic Impact Analysis
19302
N
10
WILLARD AVEWALNUT GROVE AVEBURTON AVELA PRESA AVE
GARVEY AVE
HELLMAN AVE
Site
16.1
16.8
16.5
22.4
5.8 8.6 5.6
24.7 26.1
Vehicles Per Day (1,000's)
Legend
##
42
Figure 29
Opening Year (2022) Without Project
AM Peak Hour IntersectionTurning Movement Volumes
Garvey Walnut Mixed Use ProjectTraffic Impact Analysis
19302
N
10
WILLARD AVEWALNUT GROVE AVEBURTON AVELA PRESA AVE
GARVEY AVE
HELLMAN AVE 1 2
4
Site
Study Intersection
Legend
#
3
1
I-10 EB Ramps (NS)/
Hellman Ave (EW)25813135164
172194
2
Walnut Grove Ave (NS)/
Hellman Ave (EW)1494821313060112724460117
088274
3
Walnut Grove Ave (NS)/
Project Dwy (EW)060989600
0
4
Walnut Grove Ave (NS)/
Garvey Ave (EW)11035714125143720911585277
104839137
43
Figure 30
Opening Year (2022) Without Project
PM Peak Hour IntersectionTurning Movement Volumes
Garvey Walnut Mixed Use ProjectTraffic Impact Analysis
19302
N
10
WILLARD AVEWALNUT GROVE AVEBURTON AVELA PRESA AVE
GARVEY AVE
HELLMAN AVE 1 2
4
Site
Study Intersection
Legend
#
3
1
I-10 EB Ramps (NS)/
Hellman Ave (EW)2571774234
226133
2
Walnut Grove Ave (NS)/
Hellman Ave (EW)1286621916973417430010488
1159193
3
Walnut Grove Ave (NS)/
Project Dwy (EW)087180700
0
4
Walnut Grove Ave (NS)/
Garvey Ave (EW)131526168162518127144956114
149967201
44
Figure 31
Opening Year (2022) With Project Average Daily Traffic Volumes
Garvey Walnut Mixed Use ProjectTraffic Impact Analysis
19302
N
10
WILLARD AVEWALNUT GROVE AVEBURTON AVELA PRESA AVE
GARVEY AVE
HELLMAN AVE
Site
16.3
17.5
16.8
22.6
5.8 8.7 5.6
24.9 26.3
Vehicles Per Day (1,000's)
Legend
##
45
Figure 32
Opening Year (2022) With Project
AM Peak Hour IntersectionTurning Movement Volumes
Garvey Walnut Mixed Use ProjectTraffic Impact Analysis
19302
N
10
WILLARD AVEWALNUT GROVE AVEBURTON AVELA PRESA AVE
GARVEY AVE
HELLMAN AVE 1 2
4
Site
Study Intersection
Legend
#
3
1
I-10 EB Ramps (NS)/
Hellman Ave (EW)26313135168
175199
2
Walnut Grove Ave (NS)/
Hellman Ave (EW)1574961313061712724460126
088274
3
Walnut Grove Ave (NS)/
Project Dwy (EW)506098962522
48
4
Walnut Grove Ave (NS)/
Garvey Ave (EW)11037314126845222513285277
104839154
46
Figure 33
Opening Year (2022) With Project
PM Peak Hour IntersectionTurning Movement Volumes
Garvey Walnut Mixed Use ProjectTraffic Impact Analysis
19302
N
10
WILLARD AVEWALNUT GROVE AVEBURTON AVELA PRESA AVE
GARVEY AVE
HELLMAN AVE 1 2
4
Site
Study Intersection
Legend
#
3
1
I-10 EB Ramps (NS)/
Hellman Ave (EW)2601774235
228137
2
Walnut Grove Ave (NS)/
Hellman Ave (EW)1346691916974117430010492
1159193
3
Walnut Grove Ave (NS)/
Project Dwy (EW)228718071113
20
4
Walnut Grove Ave (NS)/
Garvey Ave (EW)131534168169525133151956114
149967208
47
Garvey Walnut Mixed Use Project Traffic Impact Analysis
48 19302
6. FUTURE OPERATIONAL ANALYSIS
Detailed intersection Level of Service calculation worksheets for each of the following analysis scenarios are
provided in Appendix D.
EXISTING PLUS PROJECT
Intersection Levels of Service
The delay and Levels of Service for Existing Plus Project conditions are shown in Table 4. As shown in Table
4, the study intersections are forecast to operate at Levels of Service D or better during the peak hours for
Existing Plus Project conditions.
Operational Impact Evaluation
Table 5 evaluates the project impact at the study intersections for Existing Plus Project conditions. As shown
in Table 5, the proposed project is forecast to result in no operational traffic impacts at the study intersections
for Existing Plus Project conditions.
OPENING YEAR (2022) WITHOUT PROJECT
Intersection Levels of Service
The delay and Levels of Service for Opening Year (2022) Without Project conditions are shown in Table 6. As
shown in Table 6, the study intersections are forecast to operate at Levels of Service D or better during the
peak hours for Opening Year (2022) Without Project conditions.
OPENING YEAR (2022) WITH PROJECT
Intersection Levels of Service
The delay and Levels of Service for Opening Year (2022) With Project conditions are shown in Table 7. As
shown in Table 7, the study intersections are forecast to operate at Levels of Service D or better during the
peak hours for Opening Year (2022) With Project conditions, except for the intersection of Walnut Grove
Avenue at Project Driveway which is forecast to operate at LOS E during the AM peak hour.
Operational Impact Evaluation
Table 8 evaluates the project impact at the study intersections for Opening Year (2022) With Project
conditions. As shown in Table 8, the proposed project is forecast to result in no operational traffic impacts at
the study intersections for Opening Year (2022) With Project conditions.
48
ICU/Delay2 LOS3 ICU/Delay2 LOS3
1. I-10 EB Ramps at Hellman Ave TS 0.601 B 0.588 A
2. Walnut Grove Ave at Hellman Ave TS 0.694 B 0.731 C
3.Walnut Grove Ave at Project Dwy CSS 33.5 D 29.1 D
4. Walnut Grove Ave at Garvey Ave TS 0.724 C 0.777 C
Delay2 LOS3 Delay2 LOS3
1. I-10 EB Ramps at Hellman Ave TS 34.6 C 34.1 C
Notes:
(1) TS = Traffic Signal; CSS = Cross Street Stop
(2)
(3) LOS = Level of Service
ICU = Intersection Capacity Utilization. Per the Highway Capacity Manual, overall average intersection delay and Level of
Service are shown for intersections with 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.
Caltrans Highway Capacity Methodology Analysis
ID Study Intersection
Traffic
Control1
AM Peak Hour PM Peak Hour
ID Study Intersection
Table 4
Existing Plus Project Intersection Level of Service
Traffic
Control1
AM Peak Hour PM Peak Hour
Walnut Garvey Mixed Use Project
Traffic Impact Analysis
1930249
ICU1 LOS2 ICU1 LOS2 ICU1 LOS2 ICU1 LOS2
1. I-10 EB Ramps at Hellman Ave 0.591 A 0.601 B +0.010 No 0.583 A 0.588 A +0.005 No
2. Walnut Grove Ave at Hellman Ave 0.685 B 0.694 B +0.009 No 0.726 C 0.731 C +0.005 No
4. Walnut Grove Ave at Garvey Ave 0.696 B 0.724 C +0.028 No 0.765 C 0.777 C +0.012 No
Notes:
Table 5
Existing Plus Project Operational Impact Assessment
AM Peak Hour
Operational Impact?3Project-
Related
ChangeStudy IntersectionID
PM Peak Hour
(3) In the Citiy of Rosemead, an operational impact occurs if the project-related increase in ICU equals or exceeds 0.02 when an intersection is operating at
Level of Service F in the baseline.
Existing
Existing
Plus Project
(1) ICU = Intersection Capacity Utilization
(2) LOS = Level of Service
Project-
Related
Change Operational Impact?3Existing
Plus ProjectExisting
Walnut Garvey Mixed Use Project
Traffic Impact Analysis
1930250
ICU/Delay2 LOS3 ICU/Delay2 LOS3
1. I-10 EB Ramps at Hellman Ave TS 0.620 B 0.623 B
2. Walnut Grove Ave at Hellman Ave TS 0.706 C 0.755 C
4. Walnut Grove Ave at Garvey Ave TS 0.713 C 0.787 C
Delay2 LOS3 Delay2 LOS3
1. I-10 EB Ramps at Hellman Ave TS 34.7 C 34.5 C
Notes:
(1) TS = Traffic Signal
(2)
(3) LOS = Level of Service
ICU = Intersection Capacity Utilization. Per the Highway Capacity Manual, overall average intersection delay and Level of
Service are shown for intersections with all way stop control.
Caltrans Highway Capacity Methodology Analysis
ID Study Intersection
Traffic
Control1
AM Peak Hour PM Peak Hour
Table 6
Opening Year (2022) Without Project Intersection Level of Service
AM Peak Hour PM Peak Hour
ID Study Intersection
Traffic
Control1
Walnut Garvey Mixed Use Project
Traffic Impact Analysis
1930251
ICU/Delay2 LOS3 ICU/Delay2 LOS3
1. I-10 EB Ramps at Hellman Ave TS 0.629 B 0.628 B
2. Walnut Grove Ave at Hellman Ave TS 0.715 C 0.760 C
3.Walnut Grove Ave at Project Dwy CSS 35.3 E 30.9 D
4. Walnut Grove Ave at Garvey Ave TS 0.741 C 0.799 C
Delay2 LOS3 Delay2 LOS3
1. I-10 EB Ramps at Hellman Ave TS 35.0 D 34.7 C
Notes:
(1) TS = Traffic Signal; CSS = Cross Street Stop
(2)
(3) LOS = Level of Service
ICU = Intersection Capacity Utilization. Per the Highway Capacity Manual, overall average intersection delay and Level of
Service are shown for intersections with 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.
Caltrans Highway Capacity Methodology Analysis
ID Study Intersection
Traffic
Control1
AM Peak Hour PM Peak Hour
ID Study Intersection
Table 7
Opening Year (2022) With Project Intersection Level of Service
Traffic
Control1
AM Peak Hour PM Peak Hour
Walnut Garvey Mixed Use Project
Traffic Impact Analysis
1930252
ICU1 LOS2 ICU1 LOS2 ICU1 LOS2 ICU1 LOS2
1. I-10 EB Ramps at Hellman Ave 0.620 B 0.629 B +0.009 No 0.623 B 0.628 B +0.005 No
2. Walnut Grove Ave at Hellman Ave 0.706 C 0.715 C +0.009 No 0.755 C 0.760 C +0.005 No
3. Walnut Grove Ave at Project Dwy 33.5 D 35.3 E +1.800 No 29.1 D 30.9 D +1.800 No
4. Walnut Grove Ave at Garvey Ave 0.713 C 0.741 C +0.028 No 0.787 C 0.799 C +0.012 No
Notes:
(3) In the Citiy of Rosemead, an operational impact occurs if the project-related increase in ICU equals or exceeds 0.02 when an intersection is operating at
Level of Service F in the baseline.
(1) ICU = Intersection Capacity Utilization
(2) LOS = Level of Service
Table 8
Opening Year (2022) With Project Operational Impact Assessment
ID Study Intersection
AM Peak Hour PM Peak Hour
Without
Project
With
Project Project-
Related
Change Operational Impact?3Without
Project
With
Project Project-
Related
Change Operational Impact?3 Walnut Garvey Mixed Use Project
Traffic Impact Analysis
1930253
Garvey Walnut Mixed Use Project Traffic Impact Analysis
54 19302
7. SITE ACCESS AND CIRCULATION
This section includes a description of project improvements necessary to provide site access and an evaluation
of site access and circulation.
PROJECT DESIGN FEATURES
The proposed project shall construct the following improvements as project design features to provide project
site access:
Construct the Walnut Grove Avenue (NS) at Project Driveway (EW) to provide one inbound lane and one
outbound lane with eastbound stop-control and the following lane configurations:
□ Northbound: two through lanes
□ Southbound: one through lane and shared through/right turn lane
□ Eastbound: one shared left/ right turn lane
□ Westbound: not applicable
This analysis also assumes the project shall comply with the following conditions as part of the City of
Rosemead standard development review process:
A construction work site traffic control plan shall comply with State standards set forth in the California
Manual of Uniform Traffic Control Devices and shall be submitted to the City for review and approval
prior to the issuance of a grading permit or start of construction. The plan shall identify any roadway,
sidewalk, bike route, or bus stop closures and detours as well as haul routes and hours of operation. All
construction related trips shall be restricted to off-peak hours to the extent possible.
All on-site and off-site roadway design, traffic signing and striping, and traffic control improvements
relating to the proposed project shall be constructed in accordance with applicable State/Federal
engineering standards and to the satisfaction of the City of Rosemead.
Site-adjacent roadways shall be constructed or repaired at their ultimate half-section width, including
landscaping and parkway improvements in conjunction with development, or as otherwise required by
the City of Rosemead.
Adequate off-street parking shall be provided to the satisfaction of City of Rosemead.
Adequate emergency vehicle access shall be provided to the satisfaction of the Rosemead Fire
Department.
The final grading, landscaping, and street improvement plans shall demonstrate that sight distance
requirements are met in accordance with applicable City of Rosemead/California Department of
Transportation sight distance standards.
COMMUNITY HALL OPERATIONS
The community hall proposed for the project site has a total floor area of 5,500 square feet, including non-
fixed stage area. As designed, the total occupancy could be up to 300 non-fixed seats. The existing Taiwan
Center hours of operation are 9:00 AM to 5:00 PM daily, except for Mondays when it is closed. The hours of
operation for the new community hall are expected to be the same. While the community hall can be rented
54
Garvey Walnut Mixed Use Project Traffic Impact Analysis
55 19302
out to the public, it is not expected to be rented out with any frequency since the existing hall rarely gets
rented out by the public.
The community hall will typically be used for lectures about once a month, and once a week painting and
dancing classes. The estimated attendance for lectures is up to 120 people and up to 30 people for classes.
Lectures and classes are typically done during the daytime in off-peak hours. An annual event of the Taiwan
Center will continue to be held in the outside Hotel Convention Hall each year. Last year it was held at the
San Gabriel Hilton and thus will not take place at this location. Holiday events occur 2 to 3 times per year,
including New Year and Moon Festival. Attendees for these events are up to 200 people maximum. Hours of
operation for event days are from 9:00 AM to 9:00 PM.
The project applicant has stated that valet parking can be provided whenever it is needed. Although large
scale events are only expected twice a year, it is recommended that a valet parking plan be prepared and
submitted to the City for review. This valet parking plan will need to be approved by the City of Rosemead
Fire Department.
QUEUEING ANALYSIS
A queuing analysis has been performed for Opening Year (2022) With Project conditions for the southbound
through/right turn movements at the intersection of Walnut Grove Avenue at Garvey Avenue, which is a key
movement for project access since the project driveway is located approximately 155 feet north of this
intersection. The queuing analysis is based on a Poisson probability distribution for random vehicle arrivals
and a uniform Los Angeles County 100 second cycle length. Queue calculation worksheets provided in
Appendix E.
Table 9 shows the queuing analysis summary based on the 95th-percentile queue length. The 95th-percentile
queue length effectively represents the maximum queue length expected (to a 95 percent confidence level)
and is an industry accepted standard for determining turning lane storage and intersection spacing
requirements.
Based on the queuing analysis shown in Table 9, the southbound through/right turn movements at the
intersection of Walnut Grove Avenue at Garvey Avenue are forecast to queue past the project driveway.
Therefore, there is potential for southbound vehicles to queue northbound along Walnut Grove Avenue from
the Garvey Avenue intersection and block vehicular access in/out of the project driveway. Outbound trips at
the project driveway would queue internally and not affect operations on Walnut Grove Avenue; however,
vehicles heading northbound on Walnut Grove Avenue turning left into the project site may need to stop and
wait for southbound vehicles to clear the project driveway. Since the northbound left turning vehicles would
be doing so from a shared through/left turn lane, northbound motorists on Walnut Grove Avenue may be
forced to stop and queue behind these northbound left turning vehicles into the project site. This would be a
less than ideal situation for efficient traffic operations.
Table 10 shows an Opening Year (2022) With Project intersection level of service analysis with driveway
restrictions. For this analysis, the project driveway is assumed to provide right turns in/out only access. The
project trip distributions were manually adjusted and are included in Appendix F. As shown in Table 10, the
project driveway is forecast to operate at LOS B during both the AM and PM peak hours with these
restrictions. As a full access driveway, the project driveway was forecast to operate at LOS E during the AM
peak hour. Thus, the driveway is forecast to operate within acceptable LOS during the peak hours, while
removing the opportunity for northbound left turning vehicles into the project site from stopping on Walnut
Grove Avenue creating potential stacking and safety issues on this roadway, with these project driveway
restrictions. It should be noted, a raised median would be required to effectively preclude the northbound left
turn in movement.
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Garvey Walnut Mixed Use Project Traffic Impact Analysis
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If the project driveway is restricted to right turns in/out only access, vehicles exiting the project intending to
go northbound, and vehicles entering the project site coming northbound would need to change travel
patterns circuitously around the roadway network near the project site. This would increase traffic volumes
on nearby roadway segments and intersections while also increasing Vehicle Miles Traveled (VMT) since the
direct routes to/from the project site that a full access driveway allows would be removed.
Therefore, it is recommended that the project applicant and City of Rosemead evaluate the positives and
negatives that project access restrictions would create and determine the best course of action regarding
project access restrictions.
ON-SITE PARKING
The City of Rosemead Municipal Code Section 17.112.040.1 lists off-street parking requirements. Below are
the parking spaces required and parking spaces provided for the project site based on the City of Rosemead
Municipal Code:
The proposed project is required to provide 200 parking spaces. The project site is proposing 204 parking
spaces. Therefore, adequate parking is provided per City requirements. In addition, the project is providing 24
bicycle parking stalls with 21 bicycle parking stalls required. Appendix G exhibits the site plans for each floor
showing parking space locations and allocation.
TRASH TRUCK CIRCULATION
Figure 34 and Figure 35 show trash truck circulation for the trash enclosures located on the project site. A
modern garbage truck will not be able to access the trash enclosures within the project site. For mixed-use
projects with parking garages, a contract is made with the trash company in which the trash company uses
pickup trucks equipped to lift dumpsters to move the trash from the trash enclosures to the roadway. These
pickup trucks will remove the trash from the enclosure and drop it off on Walnut Grove Avenue near the
project driveway for a normal modern trash truck to pick up and dispose of the trash. The pickup truck will
then return the dumpsters to the trash enclosure. Figure 34 and Figure 35 show what pickup trucks equipped
to lift dumpsters.
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Garvey Walnut Mixed Use Project Traffic Impact Analysis
57 19302
TRUCK ACCESS POINTS AND TURNING TEMPLATES
Figure 36 and Figure 37 show the truck turning templates to access the project site to/from the loading area.
Truck turning templates are provided for both inbound and outbound truck turning movements on Walnut
Grove Avenue to/from the project site. As shown on Figure 36, inbound trucks servicing the project site will
enter the driveway from Walnut Grove Avenue and proceed to the loading area. Trucks will then drive
northbound through the drive aisle to the northwest portion of the project site. They will then leave the
loading area and proceed to the driveway using the same path of travel they used to get to the loading area
(see Figure 37). The truck turning templates used a common DL-23 delivery truck.
Trucks can also temporarily use the fire lane on the northern portion of the project site for larger items and/or
if the vehicles are too large to enter the parking garage.
TRUCK DELIVERY SCHEDULE
Truck deliveries shall occur only during off-peak hours so that any potential conflict between trucks and
customers of the project site land uses will be minimal.
ON-SITE VEHICULAR STACKING
Figure 38 shows the on-site stacking for outbound vehicles leaving the project site.
57
AM Peak Hour PM Peak Hour
4. Walnut Grove Ave at Garvey Ave SBTR 155 325 325
Notes:
(1) SB = Southbound; TR = Through/Right
Existing
Storage
Length
(Feet/Lane)
Opening Year With Project
Table 9
Queuing Analysis Summary
ID Study Intersection Lane1
95th-Percentile
Queue Length (Feet/Lane)
Walnut Garvey Mixed Use Project
Traffic Impact Analysis
1930258
ICU/Delay2 LOS3 ICU/Delay2 LOS3
1. I-10 EB Ramps at Hellman Ave TS 0.641 B 0.633 B
2. Walnut Grove Ave at Hellman Ave TS 0.718 C 0.761 C
3.Walnut Grove Ave at Project Dwy CSS 12.9 B 11.6 B
4. Walnut Grove Ave at Garvey Ave TS 0.726 C 0.793 C
Notes:
(1) TS = Traffic Signal; CSS = Cross Street Stop
(2)
(3) LOS = Level of Service
ICU = Intersection Capacity Utilization. Per the Highway Capacity Manual, overall average intersection delay and Level of
Service are shown for intersections with 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.
Table 10
Opening Year (2022) With Project Intersection Level of Service - With Driveway Restrictions
ID Study Intersection
Traffic
Control1
AM Peak Hour PM Peak Hour
Walnut Garvey Mixed Use Project
Traffic Impact Analysis
1930259
Figure 34
Trash Truck Circulation - Inbound
Garvey Walnut Mixed Use ProjectTraffic Impact Analysis
19302
N
Vehicle Centerline
Vehicle Overhang
Legend
Vehicle Wheel Path
Trash Enclosure
60
Figure 35
Trash Truck Circulation - Outbound
Garvey Walnut Mixed Use ProjectTraffic Impact Analysis
19302
N
Vehicle Centerline
Vehicle Overhang
Legend
Vehicle Wheel Path
Trash Enclosure
61
Figure 36
Truck Turning Templates - Inbound
Garvey Walnut Mixed Use ProjectTraffic Impact Analysis
19302
N
Vehicle Centerline
Vehicle Overhang
Legend
Vehicle Wheel Path
62
Figure 37
Truck Turning Templates - Outbound
Garvey Walnut Mixed Use ProjectTraffic Impact Analysis
19302
N
Vehicle Centerline
Vehicle Overhang
Legend
Vehicle Wheel Path
63
Figure 38
On-Site Stacking for Outbound Vehicles
Garvey Walnut Mixed Use ProjectTraffic Impact Analysis
19302
N
64
Garvey Walnut Mixed Use Project Traffic Impact Analysis
65 19302
8. CONGESTION MANAGEMENT PROGRAM
This section provides analysis of the project impacts at County facilities in accordance with typical Los Angeles
County Congestion Management Program (CMP) requirements.
CRITERIA FOR REQUIRING A TRAFFIC IMPACT ANALYSIS FOR CMP
The Los Angeles County 2010 CMP provides the following thresholds for requiring a CMP-compliant traffic
impact analysis:
All CMP arterial monitoring intersections, including monitored freeway on or off-ramp intersections,
where the proposed project will add 50 or more trips during either the AM or PM weekday peak hours
(of adjacent street traffic)
If CMP arterial segments are being analyzed rather than intersections, the study area must include all
segments where the proposed project will add 50 or more peak hour trips (total of both directions).
Mainline freeway monitoring locations were the project will add 150 or more trips, in either direction,
during either the AM or PM weekday peak hours.
As previously shown in Table 2, the proposed project is forecast to generate approximately 143 AM peak
hour trips and 65 PM peak hour trips, which are distributed from the project site. The intersection of Walnut
Grove Avenue at Garvey Avenue is not a CMP intersection. The project will not add 150 or more peak hour
trips to the I-10 Freeway since the project generates less than this threshold in total during each peak hour.
Therefore, the proposed project would not result in a CMP impact as it does not meet the thresholds requiring
a traffic impact analysis for CMP purposes and no further CMP traffic analysis is warranted.
CMP TRANSIT IMPACT REVIEW
The Los Angeles County Metropolitan Transportation Authority 2010 Congestion Management Program
Appendix D - Guidelines for CMP Transportation Impact Analysis 8.4 utilizes a conversion factor based on the
daily and AM and PM peak hour trip generation to provide for a transit analysis. The conversion is as follows:
Multiply the total trips generated by 1.4 to convert vehicle trips to person trips;
For each time period, multiply the result by one of the following factors:
3.5% of Total Person Trips Generated for most cases, except:
10% primarily Residential within 1/4 mile of a CMP transit center
15% primarily Commercial within 1/4 mile of a CMP transit center
7% primarily Residential within 1/4 mile of a CMP multi-modal transportation center
9% primarily Commercial within 1/4 mile of a CMP multi-modal transportation center
5% primarily Residential within 1/4 mile of a CMP transit corridor
7% primarily Commercial within 1/4 mile of a CMP transit corridor
0% if no fixed route transit services operate within one mile of the project
Accordingly, the proposed project-generated transit trips are calculated as follows:
Daily: ((1,009 trips x 1.4) x 0.035) ≈ 49
Morning Peak Hour: ((143 trips x 1.4) x 0.035) ≈ 7
Evening Peak Hour: ((65 trips x 1.4) x 0.035) ≈ 3
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Garvey Walnut Mixed Use Project Traffic Impact Analysis
66 19302
The proposed project is forecast to generate approximately seven (7) transit trips during the AM peak hour
and approximately three (3) transit trips during the PM peak hour. Based on the existing transit services
available in the project vicinity and the relatively low transit trip generation, the proposed project is forecast
to have a nominal impact on transit service.
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Garvey Walnut Mixed Use Project Traffic Impact Analysis
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9. VEHICLE MILES TRAVELED (VMT)
BACKGROUND
California Senate Bill 743 (SB 743) directs the State Office of Planning and Research (OPR) to amend the
California Environmental Quality Act (CEQA) Guidelines for evaluating transportation impacts to provide
alternatives to Level of Service that “promote the reduction of greenhouse gas emissions, the development
of multimodal transportation networks, and a diversity of land uses.” In December 2018, the California Natural
Resources Agency certified and adopted the updated CEQA Guidelines package. The amended CEQA
Guidelines, specifically Section 15064.3, recommend the use of Vehicle Miles Travelled (VMT) as the primary
metric for the evaluation of transportation impacts associated with land use and transportation projects. In
general terms, VMT quantifies the amount and distance of automobile travel attributable to a project or region.
All agencies and projects State-wide are required to utilize the updated CEQA guidelines recommending use
of VMT for evaluating transportation impacts as of July 1, 2020.
The updated CEQA Guidelines allow for lead agency discretion in establishing methodologies and thresholds
provided there is substantial evidence to demonstrate that the established procedures promote the intended
goals of the legislation. Where quantitative models or methods are unavailable, Section 15064.3 allows
agencies to assess VMT qualitatively using factors such as availability of transit and proximity to other
destinations. The Office of Planning and Research (OPR) Technical Advisory on Evaluating Transportation
Impacts in CEQA (State of California, December 2018) [“OPR Technical Advisory”] provides technical
considerations regarding methodologies and thresholds with a focus on office, residential, and retail
developments as these projects tend to have the greatest influence on VMT.
SCREENING CRITERIA
The City of Rosemead adopted its VMT guidelines and the City has provided this information for use in this
analysis. Therefore, the project VMT impact has been assessed in accordance with the City of Rosemead VMT
guidelines and guidance from City staff.
Consistent with recommendations in the OPR Technical Advisory, the City of Rosemead has established
screening criteria for certain projects that may be presumed to have a less than significant VMT impact,
including projects located in low-VMT generating areas.
The proposed project is located in a low-VMT generating area. Therefore, the proposed project satisfies the
screening criteria for low-VMT generating area and may be presumed to result in a less than significant VMT
impact in accordance with City of Rosemead VMT guidelines.
The SGVCOG VMT Evaluation Report has been provided by the City of Rosemead staff and is included in
Appendix H.
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Garvey Walnut Mixed Use Project Traffic Impact Analysis
68 19302
10. CONCLUSIONS
This section summarizes the findings and mitigation measures (if any) identified in previous sections of this
study.
FORECAST LEVELS OF SERVICE
The proposed project is forecast to result in no Level of Service operational impacts at the off-site study
intersections during the weekday AM and PM peak hours for the scenarios evaluated.
No off-site operational improvements were identified since the proposed project is forecast to result in no
operational traffic impact at the off-site study intersections for Opening Year (2022) With Project conditions.
CONGESTION MANAGEMENT PROGRAM
The proposed project would result in no operational CMP impact as it does not meet the thresholds requiring
a traffic impact analysis for CMP purposes and no further CMP analysis is warranted. A transit impact review
was conducted for compliance with the CMP requirements and found that the proposed project is forecast
to have a nominal impact on transit service.
SITE ACCESS AND CIRCULATION
The proposed project shall construct the following improvements as project design features to provide project
site access:
Construct the Walnut Grove Avenue (NS) at Project Driveway (EW) to provide one inbound lane and one
outbound lane with eastbound stop-control and the following lane configurations:
□ Northbound: two through lanes
□ Southbound: one through lane and shared through/right turn lane
□ Eastbound: one shared left/ right turn lane
□ Westbound: not applicable
Due to the potential for queued vehicles on Walnut Grove Avenue to block the project driveway, an access
alternative access analysis assuming right in/out only access was performed. While right in/out only access
would improve Level of Service operations at the project driveway and preclude the potential for project trips
entering from northbound Walnut Grove Avenue to block northbound through traffic, such access restrictions
would require construction of a raised median and result in more circuitous travel for project trips accessing
the site.
It is recommended that the project applicant and City of Rosemead evaluate the positives and negatives that
project access restrictions would create and determine the best course of action regarding project access
restrictions.
VMT EVALUATION
The proposed project satisfies the screening criteria for low-VMT generating area and may be presumed to
result in a less than significant VMT impact in accordance with City of Rosemead VMT guidelines.
68
APPENDICES
Appendix A Glossary
Appendix B Scoping Agreement
Appendix C Volume Count Worksheets
Appendix D Level of Service Worksheets
Appendix E Queuing Worksheets
Appendix F Project Trip Distributions – Driveway Restrictions
Appendix G Site Plans
Appendix H VMT Worksheets
Apx - 1
APPENDIX A
GLOSSARY
Apx - 2
GLOSSARY OF TERMS
ACRONYMS
AC Acres
ADT Average Daily Traffic
Caltrans California Department of Transportation
DU Dwelling Unit
ICU Intersection Capacity Utilization
LOS Level of Service
TSF Thousand Square Feet
V/C Volume/Capacity
VMT Vehicle Miles Traveled
TERMS
AVERAGE DAILY TRAFFIC: The average 24-hour volume for a stated period divided by the number of days
in that period. For example, Annual Average Daily Traffic is the total volume during a year divided by 365
days.
BANDWIDTH: The number of seconds of green time available for through traffic in a signal progression.
BOTTLENECK: A point of constriction along a roadway that limits the amount of traffic that can proceed
downstream from its location.
CAPACITY: The maximum number of vehicles that can be reasonably expected to pass over a given section
of a lane or a roadway in a given time period.
CHANNELIZATION: The separation or regulation of conflicting traffic movements into definite paths of travel
by the use of pavement markings, raised islands, or other suitable means to facilitate the safe and orderly
movements of both vehicles and pedestrians.
CLEARANCE INTERVAL: Nearly same as yellow time. If there is an all red interval after the end of a yellow,
then that is also added into the clearance interval.
CONTROL DELAY: The component of delay, typically expressed in seconds per vehicle, resulting from the
type of traffic control at an intersection. Control delay is measured by comparison with the uncontrolled
condition; it includes delay incurred by slowing down, stopping/waiting, and speeding up.
CORDON: An imaginary line around an area across which vehicles, persons, or other items are counted (in
and out).
CORNER SIGHT DISTANCE: The minimum sight distance required by the driver of a vehicle to cross or enter
the lanes of the major roadway without requiring approaching traffic travelling at a given speed to radically
alter their speed or trajectory. Corner sight distance is measured from the driver’s eye at 42 inches above the
pavement to an object height of 36 inches above the pavement in the center of the nearest approach lane.
CYCLE LENGTH: The time period in seconds required for a traffic signal to complete one full cycle of
indications.
CUL-DE-SAC: A local street open at one end only and with special provisions for turning around.
Apx - 3
DAILY CAPACITY: A theoretical value representing the daily traffic volume that will typically result in a peak
hour volume equal to the capacity of the roadway.
DELAY: The time consumed while traffic is impeded in its movement by some element over which it has no
control, usually expressed in seconds per vehicle.
DEMAND RESPONSIVE SIGNAL: Same as traffic-actuated signal.
DENSITY: The number of vehicles occupying in a unit length of the through traffic lanes of a roadway at any
given instant. Usually expressed in vehicles per mile.
DETECTOR: A device that responds to a physical stimulus and transmits a resulting impulse to the signal
controller.
DESIGN SPEED: A speed selected for purposes of design. Features of a highway, such as curvature,
superelevation, and sight distance (upon which the safe operation of vehicles is dependent) are correlated to
design speed.
DIRECTIONAL SPLIT: The percent of traffic in the peak direction at any point in time.
DIVERSION: The rerouting of peak hour traffic to avoid congestion.
FORCED FLOW: Opposite of free flow.
FREE FLOW: Volumes are well below capacity. Vehicles can maneuver freely and travel is unimpeded by other
traffic.
GAP: Time or distance between successive vehicles in a traffic stream, rear bumper to front bumper.
HEADWAY: Time or distance spacing between successive vehicles in a traffic stream, front bumper to front
bumper.
INTERCONNECTED SIGNAL SYSTEM: A number of intersections that are connected to achieve signal
progression.
LEVEL OF SERVICE: A qualitative measure of a number of factors, which include speed and travel time, traffic
interruptions, freedom to maneuver, safety, driving comfort and convenience, and operating costs.
LOOP DETECTOR: A vehicle detector consisting of a loop of wire embedded in the roadway, energized by
alternating current and producing an output circuit closure when passed over by a vehicle.
MINIMUM ACCEPTABLE GAP: Smallest time headway between successive vehicles in a traffic stream into
which another vehicle is willing and able to cross or merge.
MULTI-MODAL: More than one mode; such as automobile, bus transit, rail rapid transit, and bicycle
transportation modes.
OFFSET: The time interval in seconds between the beginning of green at one intersection and the beginning
of green at an adjacent intersection.
PLATOON: A closely grouped component of traffic that is composed of several vehicles moving, or standing
ready to move, with clear spaces ahead and behind.
Apx - 4
PASSENGER CAR EQUIVALENT (PCE): A metric used to assess the impact of larger vehicles, such as trucks,
recreational vehicles, and buses, by converting the traffic volume of larger vehicles to an equivalent number
of passenger cars.
PEAK HOUR: The 60 consecutive minutes with the highest number of vehicles.
PRETIMED SIGNAL: A type of traffic signal that directs traffic to stop and go on a predetermined time
schedule without regard to traffic conditions. Also, fixed time signal.
PROGRESSION: A term used to describe the progressive movement of traffic through several signalized
intersections.
QUEUE: The number of vehicles waiting at a service area such as a traffic signal, stop sign, or access gate.
QUEUE LENGTH: The length of vehicle queue, typically expressed in feet, waiting at a service area such as a
traffic signal, stop sign, or access gate.
SCREEN-LINE: An imaginary line or physical feature across which all trips are counted, normally to verify the
validity of mathematical traffic models.
SHARED/RECIPROCAL PARKING AGREEMENT: A written binding document executed between property
owners to provide a designated number of off-street parking stalls within a designated area to be available for
specified businesses or land uses.
SIGHT DISTANCE: The continuous length of roadway visible to a driver or roadway user.
SIGNAL CYCLE: The time period in seconds required for one complete sequence of signal indications.
SIGNAL PHASE: The part of the signal cycle allocated to one or more traffic movements.
STACKING DISTANCE: The length of area available behind a service area, such as a traffic signal or gate, for
vehicle queueing to occur.
STARTING DELAY: The delay experienced in initiating the movement of queued traffic from a stop to an
average running speed through an intersection.
STOPPING SIGHT DISTANCE: The minimum distance required by the driver of a vehicle on the major roadway
travelling at a given speed to bring the vehicle to a stop after an object on the road becomes visible. Stopping
sight distance is measured from the driver’s eye at 42 inches above the pavement to an object height of 6
inches above the pavement.
TRAFFIC-ACTUATED SIGNAL: A type of traffic signal that directs traffic to stop and go in accordance with
the demands of traffic, as registered by the actuation of detectors.
TRIP: The movement of a person or vehicle from one location (origin) to another (destination). For example,
from home to store to home is two trips, not one.
TRIP-END: One end of a trip at either the origin or destination (i.e., each trip has two trip-ends). A trip-end
occurs when a person, object, or message is transferred to or from a vehicle.
TRIP GENERATION RATE: The quantity of trips produced and/or attracted by a specific land use stated in
terms of units such as per dwelling, per acre, and per 1,000 square feet of floor space.
TRUCK: A vehicle having dual tires on one or more axles, or having more than two axles.
Apx - 5
TURNING RADIUS: The circular arc formed by the smallest turning path radius of the front outside tire of a
vehicle, such as that performed by a U-turn maneuver. This is based on the length and width of the wheel
base as well as the steering mechanism of the vehicle.
UNBALANCED FLOW: Heavier traffic flow in one direction than the other. On a daily basis, most facilities
have balanced flow. During the peak hours, flow is seldom balanced in an urban area.
VEHICLE MILES OF TRAVEL: A measure of the amount of usage of a section of highway, obtained by
multiplying the average daily traffic by length of facility in miles.
Apx - 6
APPENDIX B
SCOPING AGREEMENT
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Date: October 12, 2020
To: Annie Lao
Associate Planner
alao@cityofrosemead.org
Office: (626) 569-2144
Pages: 3
From: Jana Robbins, PTP, RSP
jana.robbins@transtech.org;
T: 909-595-8599, 133
Job #: Jn#20967
Re: Traffic Scoping for the Proposed Mixed Use
Development to be Located at the NW
Corner of Walnut Grove Avenue and Garvey
Avenue in the City of Rosemead
Cc: Lily Valenzuela: Planning and
Economic Dev Manager
Chris Daste: PW Director
Angelica Frausto-Lupo: CDD Dir
Michael Ackerman: City Engineer
Transtech Engineers has completed a review of the preliminary Traffic Scoping that was submitted to the
City by the applicants Traffic Consultant Ganddini Group, Inc with Mr. Bryan Crawford. The proposed
project as we understand will be comprised of the following:
• 42 Condo Units
• 5,470 sqf of Office
• 5,520 sqf of Community Hall
• 1,130 sqf of Café/Food Service
• 5,274 sqf of Retail/Service
• Ancillary uses such as a recreation room, gym, library and managers office for the condo units
The project is projected to generate, after taking allowances for internal trips and pass-by allowances for
the retail use, 1,009 daily trips with 143 trips in the AM peak and 65 trips in the PM Peak.
The City of Rosemead in July 2020 adopted VMT thresholds to be in line with State mandates for SB 743
using Vehicle Miles Travelled (VMT) as the matrix to determine traffic impacts under CEQA. However, the
City also chose to continue using LOS for transportation planning and analysis purposes. There are three
ways a project can be screened from providing a project level VMT assessment. One: The project is located
in a Transit Priority Area (TPA); two can be considered as located in a LOW VMT Area; or three a Project
Type Screening where, based on OPR guidelines, certain types of projects have been identified as having
the presumption of a less than significant VMT impact. The SGVCOG’s traffic consultant Fehr and Peers is
in the process of finalizing the Traffic Study Guidelines for the City of Rosemead. As part of these
guidelines a screening tool will be available for applicants to use to see if their project can be screened.
Until the City gets the final TIA guidelines, the City ran the project through the Screening Tool and found
that this project is eligible for screening from a full VMT analysis based on being located in a LOW VMT
Area. The output is provided for your review as an attachment. However, the project will still need to
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provide a traffic study as well as provide justification that the project is consistent with existing land use
and that there is nothing unique that would otherwise preclude the project from being screened.
The following should be included in the Traffic Analysis for this project:
1. Existing Traffic Counts should be taken on a weekday during AM and PM peak hours. Depending
on the description and types of events to be held at the Community Center additional counts may
need to be taken either in the evening or on a weekend. Due to Covid, traffic has been lighter
with schools not doing in-person classes and more people working at home. If no Historical counts
are available from the City then new counts will need to be taken with a growth factor applied to
account for these conditions. (recent counts show that there has been on average a 30% reduction
in AM peak and 20% reduction in PM peak travel due to Covid). Consultant should submit to the
City the factors and method they will be using for counts for this project. The following
intersections should be included:
a. Walnut Grove Avenue at Garvey Avenue
b. Walnut Grove Avenue at Hellman Avenue
c. I-10 EB Ramp at Hellman Avenue
d. Proposed Driveway (for trip generation, and queuing)
The Circulation Element of the City’s General Plan has established maintaining level of service D
or better at intersections. The City uses the Intersection Capacity Utilization (ICU) methodology
to evaluate AM and PM peak hour LOS at signalized intersections. The following parameters
should be used in determining the LOS at the intersections within the City. (note that lane
capacities have changed from previous ICU standards)
ICU Methodology (signalized intersections)
• A minimum clearance interval of 0.10 of green time.
• Lane capacities of 1,800 per hour per lane for through and turn lanes.
• Lane capacities of 3,240 per hour for dual turn lanes
2. Trip Generation of Project Traffic using the 10th Edition Trip Generation Manual. The report should
include justification for any internal capture and pass-by credits. Credits taken for existing use
must demonstrate that the existing use is open and occupied.
3. Trip Distribution of Project Traffic (project trips and percent assignment)
4. Analysis Scenarios:
a. Existing Conditions
b. Existing Plus Project
c. Opening Year (existing + growth factor + cumulative projects within 1 to 1.5 miles of
project)
d. Opening Year + Project
5. On-Site Parking and Circulation (parking per code versus supply and the locations dedicated to
retail versus residential spaces)
6. Description of the project in general
7. Description of the Community Hall to include
i. Types of uses/events
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ii. Occupancy levels
iii. Typical days and hours will be utilizing for events – this may require a separate
analysis at the driveway and the intersection of Walnut Grove Avenue and Garvey
Avenue
iv. Parking on event days (number of spaces needed and circulation at driveway)
8. Access and Circulation at Project Driveway. If applicant is proposing full access than it must be
demonstrated that striping and lane widths on Walnut Grove Avenue can accommodate full
movements in and out as well as sufficient space from main signal.
9. Queue analysis for NB left entering the driveway and the relationship between the SB left turn
pocket at Walnut Grove Avenue and Garvey Avenue.
10. On-site stacking for vehicles leaving the site
11. Truck access to loading/unloading and trash pickup – Truck Turning Templates into, on and out of
site driveway.
12. Construction discussion – staging and hours
13. Justification for screening from a full VMT analysis
We look forward to working with the applicant on this project. If there are questions or comments please
contact me at jana.robbins@transtech.org
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APPENDIX C
VOLUME COUNT WORKSHEETS
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91.91%
33.96%
Left Through Right Left Through Right Left Through Right Left Through Right
0 0 0 132 0 7 60 80 0 0 83 99 461
Left Through Right Left Through Right Left Through Right Left Through Right
0 0 0 188 0 13 35 165 0 0 151 97 649
Left Through Right Left Through Right Left Through Right Left Through Right
0 0 0 253 0 13 115 154 0 0 159 190 884
Left Through Right Left Through Right Left Through Right Left Through Right
0 0 0 252 0 17 47 221 0 0 202 130 869
Left Through Right Left Through Right Left Through Right Left Through Right
76 245 7 66 301 60 121 31 60 0 45 140 1,152
Left Through Right Left Through Right Left Through Right Left Through Right
93 482 14 124 522 113 213 76 64 8 43 141 1,893
Left Through Right Left Through Right Left Through Right Left Through Right
146 470 13 127 578 115 232 59 115 0 86 269 2,210
Left Through Right Left Through Right Left Through Right Left Through Right
125 646 19 166 699 151 285 102 86 11 58 189 2,537
PM Peak Hour
Northbound Southbound Eastbound Westbound
Total
Walnut Grove Avenue (NS) at Hellman Avenue (EW)
Northbound Southbound Eastbound Westbound
Total
PM Peak Hour
Northbound Southbound Eastbound Westbound
Total
Modified 2020 Traffic Count
AM Peak Hour
Northbound Southbound Eastbound Westbound
Total
Southbound Eastbound Westbound
AM Peak Hour
I-10 EB Ramps (NS) at Hellman Avenue (EW)
Modified 2020 Traffic Count
AM Peak Hour
Modified Traffic Counts to Convert Existing Traffic Counts to Pre Pandemic Conditions
AM Peak Hour Growth Rate to Convert Existing Traffic Counts to Pre Pandemic Conditions:
PM Peak Hour Growth Rate to Convert Existing Traffic Counts to Pre Pandemic Conditions:
Existing 2020 Traffic Count (Pandemic Conditions)
AM Peak Hour
Existing 2020 Traffic Count (Pandemic Conditions)
Total
PM Peak Hour
Northbound Southbound Eastbound Westbound
Total
Northbound
Northbound Southbound Eastbound Westbound
Total
PM Peak Hour
Northbound Southbound Eastbound Westbound
Total
Walnut Garvey Mixed Use Project
Traffic Impact Analysis
19302
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Left Through Right Left Through Right Left Through Right Left Through Right
53 181 72 128 222 55 59 426 36 53 421 70 1,776
Left Through Right Left Through Right Left Through Right Left Through Right
87 383 123 119 377 80 105 679 76 109 687 147 2,972
Left Through Right Left Through Right Left Through Right Left Through Right
102 347 138 246 426 106 113 818 69 102 808 134 3,409
Left Through Right Left Through Right Left Through Right Left Through Right
117 513 165 159 505 107 141 910 102 146 920 197 3,982
Walnut Grove Avenue (NS) at Garvey Avenue (EW)
Existing 2020 Traffic Count (Pandemic Conditions)
AM Peak Hour
Northbound Southbound Eastbound Westbound
Total
PM Peak Hour
Northbound Southbound Eastbound Westbound
Total
Modified 2020 Traffic Count
AM Peak Hour
Northbound Southbound Eastbound Westbound
Total
PM Peak Hour
Northbound Southbound Eastbound Westbound
Total
Walnut Garvey Mixed Use Project
Traffic Impact Analysis
19302
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Walnut Grove Ave
at Hellman Ave
Walnut Grove Ave
at Garvey Ave
AM 2,296 3,323 5,619
PM 2,734 3,783 6,517
Walnut Grove Ave
at Hellman Ave
Walnut Grove Ave
at Garvey Ave
AM 1,152 1,776 2,928
PM 1,893 2,972 4,865
91.91%
33.96%
AM Peak Hour Growth Rate to Factor Modified Historical
Traffic Count and Existing Traffic Count (Pandemic
Conditions) to 2020 Pre-Pandemic Conditions:
PM Peak Hour Growth Rate to Factor Modified Historical
Traffic Count and Existing Traffic Count (Pandemic
Conditions) to 2020 Pre-Pandemic Conditions:
Pandemic Factorization Calculation Summary
Modified Historical Traffic Count
Intersection
Peak Hour Total
Turning Movement
Volumes Total
Existing Traffic Count (Pandemic Conditions)
Peak Hour Total
Turning Movement
Volumes
Intersection
Total
Garvey Walnut Mixed Use Project
Traffic Impact Analysis
19302
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Left Through Right Left Through Right Left Through Right Left Through Right
136 516 13 60 654 101 143 58 115 1 247 216 2,260
Left Through Right Left Through Right Left Through Right Left Through Right
127 880 13 160 669 127 287 71 79 7 33 237 2,690
Left Through Right Left Through Right Left Through Right Left Through Right
138 524 13 61 665 103 145 59 117 1 251 219 2,296
Left Through Right Left Through Right Left Through Right Left Through Right
129 894 13 163 680 129 292 72 80 7 34 241 2,734
Left Through Right Left Through Right Left Through Right Left Through Right
76 245 7 66 301 60 121 31 60 0 45 140 1,152
Left Through Right Left Through Right Left Through Right Left Through Right
93 482 14 124 522 113 213 76 64 8 43 141 1,893
99.31%
44.43%
AM Peak Hour Growth Rate to Factor Modified Historical Traffic Count and Existing Traffic Count (Pandemic Conditions) to 2020 Pre-
Pandemic Conditions:
PM Peak Hour Growth Rate to Factor Modified Historical Traffic Count and Existing Traffic Count (Pandemic Conditions) to 2020 Pre-
Pandemic Conditions:
PM Peak Hour
Northbound Southbound Eastbound Westbound
Total
Existing Traffic Count (Pandemic Conditions)
2020
AM Peak Hour
Northbound Southbound Eastbound Westbound
Total
(1) Provided by City of Rosemead Staff.
Notes:
PM Peak Hour
Northbound Southbound Eastbound Westbound
Total
AM Peak Hour
Northbound Southbound Eastbound Westbound
Total
Walnut Grove Ave (NS) at Hellman Ave (EW)
Modified Traffic Count
0.800%Annual Ambient Growth Rate:
Modified Historical Traffic Count
2020
Historical Traffic Count1
2018
Total
PM Peak Hour
Northbound Southbound Eastbound Westbound
Total
Northbound Southbound Eastbound Westbound
AM Peak Hour
Garvey Walnut Mixed Use Project
Traffic Impact Analysis
19302
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Left Through Right Left Through Right Left Through Right Left Through Right
124 377 102 196 592 102 90 682 83 130 676 116 3,270
Left Through Right Left Through Right Left Through Right Left Through Right
122 727 128 154 462 98 135 743 78 136 766 175 3,724
Left Through Right Left Through Right Left Through Right Left Through Right
126 383 104 199 602 104 91 693 84 132 687 118 3,323
Left Through Right Left Through Right Left Through Right Left Through Right
124 739 130 156 469 100 137 755 79 138 778 178 3,783
Left Through Right Left Through Right Left Through Right Left Through Right
53 181 72 128 222 55 59 426 36 53 421 70 1,776
Left Through Right Left Through Right Left Through Right Left Through Right
87 383 123 119 377 80 105 679 76 109 687 147 2,972
87.11%
27.29%
AM Peak Hour Growth Rate to Factor Modified Historical Traffic Count and Existing Traffic Count (Pandemic Conditions) to 2020 Pre-
Pandemic Conditions:
PM Peak Hour Growth Rate to Factor Modified Historical Traffic Count and Existing Traffic Count (Pandemic Conditions) to 2020 Pre-
Pandemic Conditions:
PM Peak Hour
Northbound Southbound Eastbound Westbound
Total
Notes:
(1) Provided by City of Rosemead Staff.
Existing Traffic Count (Pandemic Conditions)
2020
AM Peak Hour
Northbound Southbound Eastbound Westbound
Total
PM Peak Hour
Northbound Southbound Eastbound Westbound
Total
Annual Ambient Growth Rate:0.800%
Modified Historical Traffic Count
2020
AM Peak Hour
Northbound Southbound Eastbound Westbound
Total
PM Peak Hour
Northbound Southbound Eastbound Westbound
Total
Walnut Grove Ave (NS) at Garvey Ave (EW)
Modified Traffic Count
Historical Traffic Count1
2018
AM Peak Hour
Northbound Southbound Eastbound Westbound
Total
Garvey Walnut Mixed Use Project
Traffic Impact Analysis
19302
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DATE:LOCATION:PROJECT #:SC2702
Wed, Oct 21, 20 NORTH & SOUTH:LOCATION #:3EAST & WEST:CONTROL:SIGNAL
NOTES:AM ▲
PM N
MD ◄ W E ►
OTHER S
OTHER ▼
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
NL NT NR SL ST SR EL ET ER WL WT WR TOTALLANES:X X X 0.5 X 0.5 0 1 X X 1 0
7:00 AM 0 0 0 21 0 4 6 10 0 0 5 20 66
7:15 AM 0 0 0 28 0 2 6 10 0 0 11 14 71
7:30 AM 0 0 0 19 0 2 12 10 0 0 17 24 84
7:45 AM 0 0 0 28 0 2 13 23 0 0 20 27 113
8:00 AM 0 0 0 33 0 0 12 22 0 0 19 21 107
8:15 AM 0 0 0 34 0 1 18 20 0 0 18 26 117
8:30 AM 0 0 0 28 0 2 15 15 0 0 26 31 117
8:45 AM 0 0 0 37 0 4 15 23 0 0 20 21 120
VOLUMES 0 0 0 228 0 17 97 133 0 0 136 184 795
APPROACH %0%0%0%93%0%7%42%58%0%0%43%58%
APP/DEPART 0 /282 245 /0 230 /360 320 /153 0
BEGIN PEAK HR
VOLUMES 0 0 0 132 0 7 60 80 0 0 83 99 461
APPROACH %0%0%0%95%0%5%43%57%0%0%46%54%
PEAK HR FACTOR 0.000 0.848 0.921 0.798 0.960
APP/DEPART 0 /159 139 /0 140 /212 182 /90 0
4:00 PM 0 0 0 44 0 0 11 40 0 0 25 18 138
4:15 PM 0 0 0 37 0 1 10 40 0 0 43 28 159
4:30 PM 0 0 0 40 0 4 9 30 0 0 25 20 128
4:45 PM 0 0 0 31 0 5 13 34 0 0 24 23 130
5:00 PM 0 0 0 35 0 5 16 45 0 0 27 30 158
5:15 PM 0 0 0 50 0 1 7 45 0 0 43 20 166
5:30 PM 0 0 0 49 0 3 7 44 0 0 38 25 166
5:45 PM 0 0 0 54 0 4 5 31 0 0 43 22 159
VOLUMES 0 0 0 340 0 23 78 309 0 0 268 186 1,204
APPROACH %0%0%0%94%0%6%20%80%0%0%59%41%
APP/DEPART 0 /264 363 /0 387 /649 454 /291 0
BEGIN PEAK HR
VOLUMES 0 0 0 188 0 13 35 165 0 0 151 97 649
APPROACH %0%0%0%94%0%6%18%83%0%0%61%39%
PEAK HR FACTOR 0.000 0.866 0.820 0.954 0.977
APP/DEPART 0 /132 201 /0 200 /353 248 /164 0AM8:00 AM
PM5:00 PM
I-10 EB Ramps I-10 EB Ramps Hellman Hellman
INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 cs@aimtd.com
Rosemead
I-10 EB Ramps
Hellman
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608 40 0 568 TOTAL 546
363 23 0 340 PM 264
245 17 0 228 AM 282
320 454 774 444 291 153 184 186 370 136 268 404 TOTALPMAM0 0 0 175 78 97 AMPMTOTAL442 309 133 0 0 0 360 649 1,009 617 387 230 0 AM 0 0 0 0
0 PM 0 0 0 0
0 TOTAL 0 0 0 0
340 20 0 320 TOTAL 291
201 13 0 188 PM 132
139 7 0 132 AM 159
182 248 430 254 164 90 99 97 196 83 151 234 TOTALPMAMAM 8:00 AM
8:45 AM 0 0 0 95 35 60 #N/A AMPMTOTAL245 165 80 PM 5:00 PM
5:45 PM
0 0 0 212 353 565 340 200 140 0 AM 0 0 0 0
0 PM 0 0 0 0
0 Total 0 0 0 0
I-10 EB Ramps
I-10 EB Ramps
I-10 EB Ramps
HellmanHellmanPEAK HOUR
AimTD LLC
TURNING MOVEMENT COUNTS
I-10 EB Ramps
HellmanHellmanSC2702
ALL HOURS
Rosemead
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DATE:LOCATION:PROJECT #:SC2702
Wed, Oct 21, 20 NORTH & SOUTH:LOCATION #:2EAST & WEST:CONTROL:SIGNAL
NOTES:AM ▲
PM N
MD ◄ W E ►
OTHER S
OTHER ▼
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
NL NT NR SL ST SR EL ET ER WL WT WR TOTALLANES:1 2 0 1 2 0 0.5 0.5 1 0.5 0.5 1
7:00 AM 13 48 3 10 39 4 14 10 7 0 8 27 183
7:15 AM 9 40 0 7 33 6 18 4 14 0 11 29 171
7:30 AM 15 58 0 12 51 10 18 0 9 1 15 32 221
7:45 AM 21 62 2 12 60 15 31 6 16 0 10 40 275
8:00 AM 16 51 0 19 77 17 31 6 18 0 7 27 269
8:15 AM 19 57 3 12 74 11 32 6 15 0 14 32 275
8:30 AM 25 78 3 22 76 19 23 5 15 0 13 28 307
8:45 AM 16 59 1 13 74 13 35 14 12 0 11 53 301
VOLUMES 134 453 12 107 484 95 202 51 106 1 89 268 2,002
APPROACH %22%76%2%16%71%14%56%14%30%0%25%75%
APP/DEPART 599 /925 686 /591 359 /168 358 /318 0
BEGIN PEAK HR
VOLUMES 76 245 7 66 301 60 121 31 60 0 45 140 1,152
APPROACH %23%75%2%15%70%14%57%15%28%0%24%76%
PEAK HR FACTOR 0.774 0.912 0.869 0.723 0.938
APP/DEPART 328 /507 427 /361 212 /103 185 /181 0
4:00 PM 23 124 7 22 120 13 45 12 28 0 7 27 428
4:15 PM 27 110 5 27 131 29 40 12 25 1 16 31 454
4:30 PM 16 144 5 33 139 20 47 13 9 2 8 27 463
4:45 PM 24 107 3 37 120 20 41 12 12 2 3 25 406
5:00 PM 23 111 4 39 124 23 51 16 13 2 13 38 457
5:15 PM 23 135 7 23 114 28 52 24 19 1 11 26 463
5:30 PM 20 111 2 27 140 29 55 23 16 3 14 42 482
5:45 PM 27 125 1 35 144 33 55 13 16 2 5 35 491
VOLUMES 183 967 34 243 1,032 195 386 125 138 13 77 251 3,644
APPROACH %15%82%3%17%70%13%59%19%21%4%23%74%
APP/DEPART 1,184 /1,604 1,470 /1,183 649 /402 341 /455 0
BEGIN PEAK HR
VOLUMES 93 482 14 124 522 113 213 76 64 8 43 141 1,893
APPROACH %16%82%2%16%69%15%60%22%18%4%22%73%
PEAK HR FACTOR 0.892 0.895 0.929 0.814 0.964
APP/DEPART 589 /836 759 /594 353 /214 192 /249 0AM8:00 AM
PM5:00 PM
Walnut Grove Walnut Grove Hellman-Ramona Hellman-Ramona
INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 cs@aimtd.com
Rosemead
Walnut Grove
Hellman
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2,156 290 1,516 350 TOTAL 2,529
1,470 195 1,032 243 PM 1,604
686 95 484 107 AM 925
358 341 699 773 455 318 268 251 519 89 77 166 TOTALPMAM1 13 14 588 386 202 AMPMTOTAL176 125 51 244 138 106 168 402 570 1,008 649 359 591 AM 134 453 12 599
1,183 PM 183 967 34 1,184
1,774 TOTAL 317 1,420 46 1,783
1,186 173 823 190 TOTAL 1,343
759 113 522 124 PM 836
427 60 301 66 AM 507
185 192 377 430 249 181 140 141 281 45 43 88 TOTALPMAMAM 8:00 AM
8:45 AM 0 8 8 334 213 121 #N/A AMPMTOTAL107 76 31 PM 5:00 PM
5:45 PM
124 64 60 103 214 317 565 353 212 361 AM 76 245 7 328
594 PM 93 482 14 589
955 Total 169 727 21 917
Walnut Grove
Walnut Grove
Walnut Grove
Hellman-RamonaHellman-RamonaPEAK HOUR
AimTD LLC
TURNING MOVEMENT COUNTS
Walnut Grove
Hellman-RamonaHellman-RamonaSC2702
ALL HOURS
Rosemead
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DATE:LOCATION:PROJECT #:SC2702
Wed, Oct 21, 20 NORTH & SOUTH:LOCATION #:1EAST & WEST:CONTROL:SIGNAL
NOTES:AM ▲
PM N
MD ◄ W E ►
OTHER S
OTHER ▼
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
NL NT NR SL ST SR EL ET ER WL WT WR TOTALLANES:1 2 0 1 2 0 1 2 0 1 2 0
7:00 AM 6 42 6 7 43 5 7 52 10 6 51 18 253
7:15 AM 9 28 9 8 26 11 7 80 3 8 73 17 279
7:30 AM 12 44 7 20 47 10 16 94 6 10 70 13 349
7:45 AM 14 36 11 17 41 10 14 106 8 17 88 19 381
8:00 AM 20 47 15 35 64 11 10 99 7 10 74 8 400
8:15 AM 9 42 17 29 60 13 11 117 8 18 110 17 451
8:30 AM 11 54 23 34 42 14 21 95 8 10 116 21 449
8:45 AM 13 38 17 30 56 17 17 115 13 15 121 24 476
VOLUMES 94 331 105 180 379 91 103 758 63 94 703 137 3,038
APPROACH %18%62%20%28%58%14%11%82%7%10%75%15%
APP/DEPART 530 /571 650 /536 924 /1,043 934 /888 0
BEGIN PEAK HR
VOLUMES 53 181 72 128 222 55 59 426 36 53 421 70 1,776
APPROACH %17%59%24%32%55%14%11%82%7%10%77%13%
PEAK HR FACTOR 0.869 0.920 0.898 0.850 0.933
APP/DEPART 306 /310 405 /311 521 /626 544 /529 0
4:00 PM 26 77 30 37 80 27 35 178 16 20 175 39 740
4:15 PM 21 78 30 40 86 23 25 187 17 37 131 28 703
4:30 PM 16 114 34 27 106 14 24 161 16 29 167 41 749
4:45 PM 17 77 25 25 101 18 19 159 24 23 179 32 699
5:00 PM 30 96 32 26 81 24 35 185 20 22 170 41 762
5:15 PM 24 96 32 41 89 24 27 174 16 35 171 33 762
5:30 PM 21 76 39 34 100 22 22 160 14 26 177 43 734
5:45 PM 19 92 21 36 90 28 31 154 21 19 162 36 709
VOLUMES 174 706 243 266 733 180 218 1,358 144 211 1,332 293 5,858
APPROACH %15%63%22%23%62%15%13%79%8%11%73%16%
APP/DEPART 1,123 /1,216 1,179 /1,085 1,720 /1,870 1,836 /1,687 0
BEGIN PEAK HR
VOLUMES 87 383 123 119 377 80 105 679 76 109 687 147 2,972
APPROACH %15%65%21%21%65%14%12%79%9%12%73%16%
PEAK HR FACTOR 0.904 0.935 0.896 0.986 0.975
APP/DEPART 593 /634 576 /561 860 /922 943 /855 0
INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 cs@aimtd.com
Rosemead
Walnut Grove
Garvey
Walnut Grove Walnut Grove Garvey Garvey
AM8:00 AM
PM4:30 PM
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1,829 271 1,112 446 TOTAL 1,787
1,179 180 733 266 PM 1,216
650 91 379 180 AM 571
934 1,836 2,770 2,575 1,687 888 137 293 430 703 1,332 2,035 TOTALPMAM94 211 305 321 218 103 AMPMTOTAL2,116 1,358 758 207 144 63 1,043 1,870 2,913 2,644 1,720 924 536 AM 94 331 105 530
1,085 PM 174 706 243 1,123
1,621 TOTAL 268 1,037 348 1,653
981 135 599 247 TOTAL 944
576 80 377 119 PM 634
405 55 222 128 AM 310
544 943 1,487 1,384 855 529 70 147 217 421 687 1,108 TOTALPMAMAM 8:00 AM
8:45 AM 53 109 162 164 105 59 #N/A AMPMTOTAL1,105 679 426 PM 4:30 PM
5:45 PM
112 76 36 626 922 1,548 1,381 860 521 311 AM 53 181 72 306
561 PM 87 383 123 593
872 Total 140 564 195 899
AimTD LLC
TURNING MOVEMENT COUNTS
Walnut Grove
GarveyGarveySC2702
ALL HOURS
Rosemead
Walnut Grove
Walnut Grove
Walnut Grove
GarveyGarveyPEAK HOUR
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Turning Movement Count Prepared by: G.E. Traffic Surveys
AM PEAK COUNT TURNING MOVEMENT COUNT
PROJECT NAME:CITY OF ROSEMEAD TRAFFIC ANALYSIS
PROJECT NO:18480
DATE:26-Sep-18
PASSENGER CARS
N-S STREET:WALNUT GROVE AVE E-W STREET:HELLMAN AVE
TIME NORTH BOUND SOUTH BOUND N-S EAST BOUND WEST BOUND E-W ADULT PED COUNT
LEFT THRU RIGHT LEFT THRU RIGHT TOTAL LEFT THRU RIGHT LEFT THRU RIGHT TOTAL NL SL EL WL
07:00-07:15 18 52 1 11 72 15 169 16 7 25 18 31 97 1
07:15-07:30 16 91 1 12 93 6 219 26 4 14 1 10 50 105
07:30-07:45 32 115 2 8 114 18 289 32 10 24 1 202 74 343
07:45-08:00 36 156 2 17 160 27 398 39 7 33 20 58 157 2
08:00-08:15 30 123 1 21 195 23 393 39 15 33 13 40 140 2 2 1
08:15-08:30 36 119 8 14 183 32 392 33 26 25 12 44 140 1
08:30-08:45 28 99 4 15 188 24 358 47 23 21 1 14 51 157
08:45-09:00 33 102 3 22 177 25 362 46 12 31 1 19 45 154
SCHOOL AGE PED COUNT3+ AXLE TRUCKS
NL SL EL WL
07:00-07:15 1 1 2 0
07:15-07:30 0 0 1
07:30-07:45 0 0
07:45-08:00 0 0
08:00-08:15 2 1 1 1 5 0
08:15-08:30 0 0
08:30-08:45 1 1 2 0
08:45-09:00 1 1 0
BIKE COUNT
NL SL EL WL
07:00-07:15 0 0 1
07:15-07:30 0 0 1
07:30-07:45 0 0 1 1
07:45-08:00 0 0 2 3
08:00-08:15 0 0 2
08:15-08:30 0 0 5
08:30-08:45 0 0
08:45-09:00 0 0
1
PEAK-HOUR VOLUME ANALYSIS
CALCULATED PEAK HOUR VOLUMES-AM ADJUSTED PEAK HOUR VOLUMES- TOTAL PCE AM
100 652 60 102 656 60
SR ST SL SR ST SL
143 EL WR 216 143 EL WR 216
58 ET 07:30-08:30 WT 247 58 ET TOTAL PCE WT 247
115 ER CARS WL 1 115 ER ALL VEHICLES WITH PCE WL 1
NL NT NR \NL NT NR
134 513 13 138 519 13
CALCULATED PEAK HOUR VOLUMES- 3 AXLE TRUCKS ADJUSTED PEAK HOUR VOLUMES AFTER PCE OF 2.0
1 2 0 2 4 0
SR ST SL SR ST SL
0 EL WR 0 0 EL WR 0
0 ET 08:00-09:00 WT 0 0 ET 08:00-09:00 WT 0
0 ER WL 0 0 ER PCE 3 AXLE TRUCKS WL 0
NL NT NR NL NT NR
2 3 0 4 6 0
CALCULATED PEAK HOUR VOLUMES ADJUSTED PEAK HOUR VOLUMES AFTER PCE OF 3.0
0 0 0 0 0 0
SR ST SL SR ST SL
0 EL WR 0 0 EL WR 0
0 ET 07:00-08:00 WT 0 0 ET 07:00-08:00 WT 0
0 ER WL 0 0 ER WL 0
NL NT NR NL NT NR
0 0 0 0 0 0
Apx - 39
Turning Movement Count Prepared by: G.E. Traffic Surveys
PM PEAK COUNT TURNING MOVEMENT COUNT
PROJECT NAME:CITY OF ROSEMEAD TRAFFIC ANALYSIS
PROJECT NO:18480
DATE:26-Sep-18
PASSENGER CARS
N-S STREET:WALNUT GROVE AVE E-W STREET:HELLMAN AVE
TIME NORTH BOUND SOUTH BOUND N-S EAST BOUND WEST BOUND E-W ADULT PED COUNT
LEFT THRU RIGHT LEFT THRU RIGHT TOTAL LEFT THRU RIGHT LEFT THRU RIGHT TOTAL NL SL EL WL
16:00-16:15 35 174 2 28 162 23 424 55 27 16 1 8 35 142 2 1
16:15-16:30 22 197 1 30 176 21 447 57 18 23 1 6 34 139
16:30-16:45 36 139 3 22 137 26 363 60 21 18 2 8 41 150
16:45-17:00 24 167 1 30 153 20 395 70 22 19 4 47 162
17:00-17:15 36 223 3 39 155 26 482 63 13 16 2 6 52 152
17:15-17:30 34 220 4 43 174 36 511 60 18 17 1 11 53 160 1 1
17:30-17:45 26 210 2 27 148 28 441 76 21 31 3 3 64 198
17:45-18:00 31 227 4 51 192 37 542 88 19 15 1 13 68 204 2
SCHOOL AGE PED COUNT3+ AXLE TRUCKS
NL SL EL WL
16:00-16:15 0 0 2 2
16:15-16:30 0 0
16:30-16:45 0 0
16:45-17:00 0 0 1 1 1
17:00-17:15 0 0
17:15-17:30 0 0 1
17:30-17:45 0 0
17:45-18:00 0 0
BIKE COUNT
NL SL EL WL
16:00-16:15 1 1 0 1
16:15-16:30 0 0 1
16:30-16:45 0 1 1
16:45-17:00 0 0 1
17:00-17:15 0 1 1
17:15-17:30 0 0 1
17:30-17:45 0 0 1
17:45-18:00 0 1 1
PEAK-HOUR VOLUME ANALYSIS
CALCULATED PEAK HOUR VOLUMES-PM ADJUSTED PEAK HOUR VOLUMES- TOTAL PCE PM
127 669 160 127 672 160
SR ST SL SR ST SL
287 EL WR 237 287 EL WR 237
71 ET 17:00-18:00 WT 33 71 ET TOTAL PCE WT 33
79 ER CARS WL 7 79 ER ALL VEHICLES PCE WL 10
NL NT NR NL NT NR
127 880 13 127 880 13
CALCULATED PEAK HOUR VOLUMES-TRUCKS ADJUSTED PEAK HOUR VOLUMES AFTER PCE OF 2.0
0 0 0 0 0 0
SR ST SL SR ST SL
0 EL WR 0 0 EL WR 0
0 ET 16:00-17:00 WT 0 0 ET 16:00-17:00 WT 0
0 ER WL 0 0 ER PCE 3 AXLE TRUCKS WL 0
NL NT NR NL NT NR
0 0 0 0 0 0
CALCULATED PEAK HOUR VOLUMES ADJUSTED PEAK HOUR VOLUMES AFTER PCE OF 3.0
0 1 0 0 3 0
SR ST SL SR ST SL
0 EL WR 0 0 EL WR 0
0 ET 16:00-17:00 WT 0 0 ET 16:00-17:00 WT 0
0 ER WL 1 0 ER WL 3
NL NT NR NL NT NR
0 0 0 0 0 0
Apx - 40
Turning Movement Count Prepared by: G.E. Traffic Surveys
AM PEAK COUNT TURNING MOVEMENT COUNT
PROJECT NAME:CITY OF ROSEMEAD TRAFFIC ANALYSIS
PROJECT NO:18480
DATE:26-Sep-18
PASSENGER CARS
N-S STREET:WALNUT GROVE AVE E-W STREET:GARVEY AVE
TIME NORTH BOUND SOUTH BOUND N-S EAST BOUND WEST BOUND E-W ADULT PED COUNT
LEFT THRU RIGHT LEFT THRU RIGHT TOTAL LEFT THRU RIGHT LEFT THRU RIGHT TOTAL NL SL EL WL
07:00-07:15 13 69 8 8 93 11 202 8 67 9 17 144 24 269 3 5 2 4
07:15-07:30 23 104 16 32 77 24 276 19 68 6 17 155 32 297 8 6 1 5
07:30-07:45 21 107 22 31 131 33 345 23 105 17 36 190 34 405 7 5 2 3
07:45-08:00 50 113 21 43 148 30 405 29 141 24 35 165 35 429 5 9 3 3
08:00-08:15 34 82 19 54 144 33 366 26 190 21 46 182 20 485 15 5 6 6
08:15-08:30 23 113 40 56 153 19 404 14 186 21 21 143 29 414 7 3 5 4
08:30-08:45 17 67 21 43 145 20 313 21 165 16 28 184 32 446 1 9 4
08:45-09:00 15 88 21 58 166 31 379 24 146 17 35 175 22 419 4 11 1 7
SCHOOL AGE PED COUNT3+ AXLE TRUCKS
NL SL EL WL
07:00-07:15 1 1 2 0 1
07:15-07:30 1 1 2 2 2 1 1
07:30-07:45 0 1 1 4 2 9
07:45-08:00 1 1 0 3 1
08:00-08:15 0 2 2 2
08:15-08:30 0 1 1 2 1
08:30-08:45 1 1 1 1 1 1
08:45-09:00 0 0
BIKE COUNT
NL SL EL WL
07:00-07:15 0 0 1 2 1
07:15-07:30 0 0 2 1 1
07:30-07:45 0 0 1 1 1 2
07:45-08:00 0 0 3 5 2 1
08:00-08:15 0 0 2 4
08:15-08:30 0 0 1 3
08:30-08:45 0 0 2 2 1
08:45-09:00 0 0 4 2 3
PEAK-HOUR VOLUME ANALYSIS
CALCULATED PEAK HOUR VOLUMES-AM ADJUSTED PEAK HOUR VOLUMES- TOTAL PCE AM
102 590 196 102 594 196
SR ST SL SR ST SL
90 EL WR 116 90 EL WR 116
682 ET 07:45-08:45 WT 674 682 ET TOTAL PCE WT 678
82 ER CARS WL 130 84 ER ALL VEHICLES WITH PCE WL 130
NL NT NR \NL NT NR
124 375 101 124 379 103
CALCULATED PEAK HOUR VOLUMES- 3 AXLE TRUCKS ADJUSTED PEAK HOUR VOLUMES AFTER PCE OF 2.0
0 2 0 0 4 0
SR ST SL SR ST SL
0 EL WR 0 0 EL WR 0
0 ET 07:00-08:00 WT 2 0 ET 07:00-08:00 WT 4
1 ER WL 0 2 ER PCE 3 AXLE TRUCKS WL 0
NL NT NR NL NT NR
0 2 1 0 4 2
CALCULATED PEAK HOUR VOLUMES ADJUSTED PEAK HOUR VOLUMES AFTER PCE OF 3.0
0 0 0 0 0 0
SR ST SL SR ST SL
0 EL WR 0 0 EL WR 0
0 ET 07:00-08:00 WT 0 0 ET 07:00-08:00 WT 0
0 ER WL 0 0 ER WL 0
NL NT NR NL NT NR
0 0 0 0 0 0
Apx - 41
Turning Movement Count Prepared by: G.E. Traffic Surveys
PM PEAK COUNT TURNING MOVEMENT COUNT
PROJECT NAME:CITY OF ROSEMEAD TRAFFIC ANALYSIS
PROJECT NO:18480
DATE:26-Sep-18
PASSENGER CARS
N-S STREET:WALNUT GROVE AVE E-W STREET:GARVEY AVE
TIME NORTH BOUND SOUTH BOUND N-S EAST BOUND WEST BOUND E-W ADULT PED COUNT
LEFT THRU RIGHT LEFT THRU RIGHT TOTAL LEFT THRU RIGHT LEFT THRU RIGHT TOTAL NL SL EL WL
16:00-16:15 16 150 23 50 110 19 368 24 155 21 31 159 48 438 5 1 6 1
16:15-16:30 14 144 33 39 112 25 367 27 196 24 22 159 34 462 5 3 6 8
16:30-16:45 17 146 26 43 119 19 370 32 190 19 38 149 48 476 3 5 1 2
16:45-17:00 23 156 37 39 103 20 378 28 184 20 23 159 51 465 2 1
17:00-17:15 26 164 25 38 109 20 382 35 166 22 28 192 59 502 4 1 3 7
17:15-17:30 25 189 35 28 117 33 427 31 206 18 33 211 44 543 3 4 3 3
17:30-17:45 37 189 30 49 116 31 452 27 184 21 48 186 28 494 3 6 2 4
17:45-18:00 34 185 38 38 119 13 427 42 186 16 27 176 44 491 9 4 7 5
SCHOOL AGE PED COUNT3+ AXLE TRUCKS
NL SL EL WL
16:00-16:15 1 1 1 1
16:15-16:30 1 1 0 2
16:30-16:45 1 1 0 1 3 2 1
16:45-17:00 0 1 1 2 2 1
17:00-17:15 0 1 1 1 3
17:15-17:30 0 0
17:30-17:45 0 0
17:45-18:00 0 1 1 5 1
BIKE COUNT
NL SL EL WL
16:00-16:15 0 0 2
16:15-16:30 0 0 2 2 1 2
16:30-16:45 0 0 1
16:45-17:00 0 0 5 1 2
17:00-17:15 0 0 3 2 1
17:15-17:30 0 0 4 1 3
17:30-17:45 0 0 3 1 1
17:45-18:00 0 0 3 1 6
PEAK-HOUR VOLUME ANALYSIS
CALCULATED PEAK HOUR VOLUMES-PM ADJUSTED PEAK HOUR VOLUMES- TOTAL PCE PM
97 461 153 99 463 155
SR ST SL SR ST SL
135 EL WR 175 135 EL WR 175
742 ET 17:00-18:00 WT 765 744 ET TOTAL PCE WT 767
77 ER CARS WL 136 79 ER ALL VEHICLES PCE WL 136
NL NT NR NL NT NR
122 727 128 122 727 128
CALCULATED PEAK HOUR VOLUMES-TRUCKS ADJUSTED PEAK HOUR VOLUMES AFTER PCE OF 2.0
1 1 1 2 2 2
SR ST SL SR ST SL
0 EL WR 0 0 EL WR 0
1 ET 16:00-17:00 WT 1 2 ET 16:00-17:00 WT 2
1 ER WL 0 2 ER PCE 3 AXLE TRUCKS WL 0
NL NT NR NL NT NR
0 0 0 0 0 0
CALCULATED PEAK HOUR VOLUMES ADJUSTED PEAK HOUR VOLUMES AFTER PCE OF 3.0
0 0 0 0 0 0
SR ST SL SR ST SL
0 EL WR 0 0 EL WR 0
0 ET 16:00-17:00 WT 0 0 ET 16:00-17:00 WT 0
0 ER WL 0 0 ER WL 0
NL NT NR NL NT NR
0 0 0 0 0 0
Apx - 42
APPENDIX D
LEVEL OF SERVICE WORKSHEETS
Apx - 43
EXISTING
Apx - 44
Intersection Analysis Summary
11/12/2020Report File: C:\...\AME.pdf
Scenario 1 Existing AM Peak HourVistro File: C:\...\AME.vistro
V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. For
all other control types, they are taken for the whole intersection.
B-0.696WB RightICU 1SignalizedWalnut Grove Ave (NS) at
Garvey Ave (EW)4
B-0.685SB ThruICU 1SignalizedWalnut Grove Ave (NS) at
Hellman Ave (EW)2
A-0.591WB ThruICU 1SignalizedI-10 EB Ramps (NS) at
Hellman Ave (EW)1
LOSDelay (s/veh)V/CWorst MvmtMethodControl TypeIntersection NameID
11/12/20201
Scenario 1: 1 Existing AM Peak HourVersion 6.00-03
Generated with
Apx - 45
0.591Volume to Capacity (v/c):
ALevel Of Service:
-Delay (sec / veh):
15 minutesAnalysis Period:
ICU 1Analysis Method:
SignalizedControl Type:
Intersection 1: I-10 EB Ramps (NS) at Hellman Ave (EW)
Intersection Level Of Service Report
YesYesNoCrosswalk
0.000.000.00Grade [%]
30.0030.0030.00Speed [mph]
100.00100.00100.00100.00100.00100.00Pocket Length [ft]
000000No. of Lanes in Pocket
12.0012.0012.0012.0012.0012.00Lane Width [ft]
RightThruThruLeftRightLeftTurning Movement
Lane Configuration
WestboundEastboundSouthboundApproach
Name
Intersection Setup
000Bicycle Volume [bicycles/h]
000Pedestrian Volume [ped/h]
19015915411513253Total Analysis Volume [veh/h]
48403929363Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.0000Other Adjustment Factor
1.00001.00001.00001.00001.00001.0000Peak Hour Factor
19015915411513253Total Hourly Volume [veh/h]
000000Other Volume [veh/h]
000000Existing Site Adjustment Volume [veh/h]
000000Pass-by Trips [veh/h]
000000Diverted Trips [veh/h]
000000Site-Generated Trips [veh/h]
000000In-Process Volume [veh/h]
1.001.001.001.001.001.00Growth Factor
2.002.002.002.002.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
19015915411513253Base Volume Input [veh/h]
Name
Volumes
11/12/20202
Scenario 1: 1 Existing AM Peak HourVersion 6.00-03
Generated with
Apx - 46
0.591Intersection V/C
AIntersection LOS
0.190.190.150.060.150.14V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
-----LeadLead / Lag
Auxiliary Signal Groups
048001Signal group
SplitSplitSplitSplitPermissivePermissiveControl Type
Phasing & Timing
10.00Lost time [s]
100Cycle Length [s]
Intersection Settings
11/12/20203
Scenario 1: 1 Existing AM Peak HourVersion 6.00-03
Generated with
Apx - 47
0.685Volume to Capacity (v/c):
BLevel Of Service:
-Delay (sec / veh):
15 minutesAnalysis Period:
ICU 1Analysis Method:
SignalizedControl Type:
Intersection 2: Walnut Grove Ave (NS) at Hellman Ave (EW)
Intersection Level Of Service Report
YesYesNoYesCrosswalk
0.000.000.000.00Grade [%]
30.0030.0030.0030.00Speed [mph]
100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Pocket Length [ft]
000000000000No. of Lanes in Pocket
12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]
RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement
Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Name
Intersection Setup
0000Bicycle Volume [bicycles/h]
0000Pedestrian Volume [ped/h]
2698601155923211557812713470146Total Analysis Volume [veh/h]
672202915582914532311837Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Peak Hour Factor
2698601155923211557812713470146Total Hourly Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]
1.001.001.001.001.001.001.001.001.001.001.001.00Growth Factor
2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
2698601155923211557812713470146Base Volume Input [veh/h]
Name
Volumes
11/12/20204
Scenario 1: 1 Existing AM Peak HourVersion 6.00-03
Generated with
Apx - 48
0.685Intersection V/C
BIntersection LOS
0.150.050.000.060.160.130.190.190.070.130.130.08V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
--------Lead--LeadLead / Lag
Auxiliary Signal Groups
040080061025Signal group
SplitSplitSplitSplitSplitSplitPermissPermissProtectePermissPermissProtecteControl Type
Phasing & Timing
10.00Lost time [s]
100Cycle Length [s]
Intersection Settings
11/12/20205
Scenario 1: 1 Existing AM Peak HourVersion 6.00-03
Generated with
Apx - 49
0.696Volume to Capacity (v/c):
BLevel Of Service:
-Delay (sec / veh):
15 minutesAnalysis Period:
ICU 1Analysis Method:
SignalizedControl Type:
Intersection 4: Walnut Grove Ave (NS) at Garvey Ave (EW)
Intersection Level Of Service Report
YesYesYesYesCrosswalk
0.000.000.000.00Grade [%]
30.0030.0030.0030.00Speed [mph]
100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Pocket Length [ft]
000000000000No. of Lanes in Pocket
12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]
RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement
Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Name
Intersection Setup
0000Bicycle Volume [bicycles/h]
0000Pedestrian Volume [ped/h]
13480810269818113196426246138347102Total Analysis Volume [veh/h]
342022617205284910762358726Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Peak Hour Factor
13480810269818113196426246138347102Total Hourly Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]
1.001.001.001.001.001.001.001.001.001.001.001.00Growth Factor
2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
13480810269818113196426246138347102Base Volume Input [veh/h]
Name
Volumes
11/12/20206
Scenario 1: 1 Existing AM Peak HourVersion 6.00-03
Generated with
Apx - 50
0.696Intersection V/C
BIntersection LOS
0.260.260.060.250.250.060.170.170.140.130.130.06V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
--Lead--Lead--Lead--LeadLead / Lag
Auxiliary Signal Groups
047083061025Signal group
PermissPermissProtectePermissPermissProtectePermissPermissProtectePermissPermissProtecteControl Type
Phasing & Timing
10.00Lost time [s]
100Cycle Length [s]
Intersection Settings
11/12/20207
Scenario 1: 1 Existing AM Peak HourVersion 6.00-03
Generated with
Apx - 51
Intersection Analysis Summary
11/12/2020Report File: C:\...\PME.pdf
Scenario 1 Existing PM Peak HourVistro File: C:\...\PME.vistro
V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. For
all other control types, they are taken for the whole intersection.
C-0.765WB RightICU 1SignalizedWalnut Grove Ave (NS) at
Garvey Ave (EW)4
C-0.726SB RightICU 1SignalizedWalnut Grove Ave (NS) at
Hellman Ave (EW)2
A-0.583WB RightICU 1SignalizedI-10 EB Ramps (NS) at
Hellman Ave (EW)1
LOSDelay (s/veh)V/CWorst MvmtMethodControl TypeIntersection NameID
11/12/20201
Scenario 1: 1 Existing PM Peak HourVersion 6.00-03
Generated with
Apx - 52
0.583Volume to Capacity (v/c):
ALevel Of Service:
-Delay (sec / veh):
15 minutesAnalysis Period:
ICU 1Analysis Method:
SignalizedControl Type:
Intersection 1: I-10 EB Ramps (NS) at Hellman Ave (EW)
Intersection Level Of Service Report
YesYesNoCrosswalk
0.000.000.00Grade [%]
30.0030.0030.00Speed [mph]
100.00100.00100.00100.00100.00100.00Pocket Length [ft]
000000No. of Lanes in Pocket
12.0012.0012.0012.0012.0012.00Lane Width [ft]
RightThruThruLeftRightLeftTurning Movement
Lane Configuration
WestboundEastboundSouthboundApproach
Name
Intersection Setup
000Bicycle Volume [bicycles/h]
000Pedestrian Volume [ped/h]
1302022214717252Total Analysis Volume [veh/h]
33515512463Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.0000Other Adjustment Factor
1.00001.00001.00001.00001.00001.0000Peak Hour Factor
1302022214717252Total Hourly Volume [veh/h]
000000Other Volume [veh/h]
000000Existing Site Adjustment Volume [veh/h]
000000Pass-by Trips [veh/h]
000000Diverted Trips [veh/h]
000000Site-Generated Trips [veh/h]
000000In-Process Volume [veh/h]
1.001.001.001.001.001.00Growth Factor
2.002.002.002.002.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
1302022214717252Base Volume Input [veh/h]
Name
Volumes
11/12/20202
Scenario 1: 1 Existing PM Peak HourVersion 6.00-03
Generated with
Apx - 53
0.583Intersection V/C
AIntersection LOS
0.180.180.150.030.150.14V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
-----LeadLead / Lag
Auxiliary Signal Groups
048001Signal group
SplitSplitSplitSplitPermissivePermissiveControl Type
Phasing & Timing
10.00Lost time [s]
100Cycle Length [s]
Intersection Settings
11/12/20203
Scenario 1: 1 Existing PM Peak HourVersion 6.00-03
Generated with
Apx - 54
0.726Volume to Capacity (v/c):
CLevel Of Service:
-Delay (sec / veh):
15 minutesAnalysis Period:
ICU 1Analysis Method:
SignalizedControl Type:
Intersection 2: Walnut Grove Ave (NS) at Hellman Ave (EW)
Intersection Level Of Service Report
YesYesNoYesCrosswalk
0.000.000.000.00Grade [%]
30.0030.0030.0030.00Speed [mph]
100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Pocket Length [ft]
000000000000No. of Lanes in Pocket
12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]
RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement
Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Name
Intersection Setup
0000Bicycle Volume [bicycles/h]
0000Pedestrian Volume [ped/h]
18958118610228515169916619646125Total Analysis Volume [veh/h]
471532226713817542516231Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Peak Hour Factor
18958118610228515169916619646125Total Hourly Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]
1.001.001.001.001.001.001.001.001.001.001.001.00Growth Factor
2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
18958118610228515169916619646125Base Volume Input [veh/h]
Name
Volumes
11/12/20204
Scenario 1: 1 Existing PM Peak HourVersion 6.00-03
Generated with
Apx - 55
0.726Intersection V/C
CIntersection LOS
0.110.040.010.050.220.160.240.240.090.180.180.07V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
--------Lead--LeadLead / Lag
Auxiliary Signal Groups
040080061025Signal group
SplitSplitSplitSplitSplitSplitPermissPermissProtectePermissPermissProtecteControl Type
Phasing & Timing
10.00Lost time [s]
100Cycle Length [s]
Intersection Settings
11/12/20205
Scenario 1: 1 Existing PM Peak HourVersion 6.00-03
Generated with
Apx - 56
0.765Volume to Capacity (v/c):
CLevel Of Service:
-Delay (sec / veh):
15 minutesAnalysis Period:
ICU 1Analysis Method:
SignalizedControl Type:
Intersection 4: Walnut Grove Ave (NS) at Garvey Ave (EW)
Intersection Level Of Service Report
YesYesYesYesCrosswalk
0.000.000.000.00Grade [%]
30.0030.0030.0030.00Speed [mph]
100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Pocket Length [ft]
000000000000No. of Lanes in Pocket
12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]
RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement
Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Name
Intersection Setup
0000Bicycle Volume [bicycles/h]
0000Pedestrian Volume [ped/h]
197920146102910141107505159165513117Total Analysis Volume [veh/h]
4923037262283527126404112829Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Peak Hour Factor
197920146102910141107505159165513117Total Hourly Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]
1.001.001.001.001.001.001.001.001.001.001.001.00Growth Factor
2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
197920146102910141107505159165513117Base Volume Input [veh/h]
Name
Volumes
11/12/20206
Scenario 1: 1 Existing PM Peak HourVersion 6.00-03
Generated with
Apx - 57
0.765Intersection V/C
CIntersection LOS
0.310.310.080.280.280.080.170.170.090.190.190.07V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
--Lead--Lead--Lead--LeadLead / Lag
Auxiliary Signal Groups
047083061025Signal group
PermissPermissProtectePermissPermissProtectePermissPermissProtectePermissPermissProtecteControl Type
Phasing & Timing
10.00Lost time [s]
100Cycle Length [s]
Intersection Settings
11/12/20207
Scenario 1: 1 Existing PM Peak HourVersion 6.00-03
Generated with
Apx - 58
EXISTING PLUS PROJECT
Apx - 59
Intersection Analysis Summary
11/12/2020Report File: C:\...\AMEP.pdf
Scenario 2 Existing Plus Projct AM Peak HourVistro File: C:\...\AME.vistro
V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. For
all other control types, they are taken for the whole intersection.
C-0.724WB ThruICU 1SignalizedWalnut Grove Ave (NS) at
Garvey Ave (EW)4
D33.50.151EB LeftHCM 6th
EditionTwo-way stopWalnut Grove Ave (NS) at
Project Dwy (EW)3
B-0.694SB RightICU 1SignalizedWalnut Grove Ave (NS) at
Hellman Ave (EW)2
B-0.601WB RightICU 1SignalizedI-10 EB Ramps (NS) at
Hellman Ave (EW)1
LOSDelay (s/veh)V/CWorst MvmtMethodControl TypeIntersection NameID
11/12/20201
Scenario 2: 2 Existing Plus Projct AM Peak HourVersion 6.00-03
Generated with
Apx - 60
0.601Volume to Capacity (v/c):
BLevel Of Service:
-Delay (sec / veh):
15 minutesAnalysis Period:
ICU 1Analysis Method:
SignalizedControl Type:
Intersection 1: I-10 EB Ramps (NS) at Hellman Ave (EW)
Intersection Level Of Service Report
YesYesNoCrosswalk
0.000.000.00Grade [%]
30.0030.0030.00Speed [mph]
100.00100.00100.00100.00100.00100.00Pocket Length [ft]
000000No. of Lanes in Pocket
12.0012.0012.0012.0012.0012.00Lane Width [ft]
RightThruThruLeftRightLeftTurning Movement
Lane Configuration
WestboundEastboundSouthboundApproach
Name
Intersection Setup
000Bicycle Volume [bicycles/h]
000Pedestrian Volume [ped/h]
19516215811513258Total Analysis Volume [veh/h]
49414029365Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.0000Other Adjustment Factor
1.00001.00001.00001.00001.00001.0000Peak Hour Factor
19516215811513258Total Hourly Volume [veh/h]
000000Other Volume [veh/h]
000000Existing Site Adjustment Volume [veh/h]
000000Pass-by Trips [veh/h]
000000Diverted Trips [veh/h]
534005Site-Generated Trips [veh/h]
000000In-Process Volume [veh/h]
1.001.001.001.001.001.00Growth Factor
2.002.002.002.002.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
19015915411513253Base Volume Input [veh/h]
Name
Volumes
11/12/20202
Scenario 2: 2 Existing Plus Projct AM Peak HourVersion 6.00-03
Generated with
Apx - 61
0.601Intersection V/C
BIntersection LOS
0.200.200.150.060.150.14V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
-----LeadLead / Lag
Auxiliary Signal Groups
048001Signal group
SplitSplitSplitSplitPermissivePermissiveControl Type
Phasing & Timing
10.00Lost time [s]
100Cycle Length [s]
Intersection Settings
11/12/20203
Scenario 2: 2 Existing Plus Projct AM Peak HourVersion 6.00-03
Generated with
Apx - 62
0.694Volume to Capacity (v/c):
BLevel Of Service:
-Delay (sec / veh):
15 minutesAnalysis Period:
ICU 1Analysis Method:
SignalizedControl Type:
Intersection 2: Walnut Grove Ave (NS) at Hellman Ave (EW)
Intersection Level Of Service Report
YesYesNoYesCrosswalk
0.000.000.000.00Grade [%]
30.0030.0030.0030.00Speed [mph]
100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Pocket Length [ft]
000000000000No. of Lanes in Pocket
12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]
RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement
Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Name
Intersection Setup
0000Bicycle Volume [bicycles/h]
0000Pedestrian Volume [ped/h]
2698601245923211559412713484154Total Analysis Volume [veh/h]
672203115582914932312139Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Peak Hour Factor
2698601245923211559412713484154Total Hourly Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
00090001600148Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]
1.001.001.001.001.001.001.001.001.001.001.001.00Growth Factor
2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
2698601155923211557812713470146Base Volume Input [veh/h]
Name
Volumes
11/12/20204
Scenario 2: 2 Existing Plus Projct AM Peak HourVersion 6.00-03
Generated with
Apx - 63
0.694Intersection V/C
BIntersection LOS
0.150.050.000.070.160.130.200.200.070.140.140.09V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
--------Lead--LeadLead / Lag
Auxiliary Signal Groups
040080061025Signal group
SplitSplitSplitSplitSplitSplitPermissPermissProtectePermissPermissProtecteControl Type
Phasing & Timing
10.00Lost time [s]
100Cycle Length [s]
Intersection Settings
11/12/20205
Scenario 2: 2 Existing Plus Projct AM Peak HourVersion 6.00-03
Generated with
Apx - 64
0.151Volume to Capacity (v/c):
DLevel Of Service:
33.5Delay (sec / veh):
15 minutesAnalysis Period:
HCM 6th EditionAnalysis Method:
Two-way stopControl Type:
Intersection 3: Walnut Grove Ave (NS) at Project Dwy (EW)
Intersection Level Of Service Report
YesYesYesCrosswalk
0.000.000.00Grade [%]
30.0030.0030.00Speed [mph]
100.00100.00100.00100.00100.00100.00Pocket Length [ft]
000000No. of Lanes in Pocket
12.0012.0012.0012.0012.0012.00Lane Width [ft]
RightLeftRightThruThruLeftTurning Movement
Lane Configuration
EastboundSouthboundNorthboundApproach
Name
Intersection Setup
000Pedestrian Volume [ped/h]
48222586859450Total Analysis Volume [veh/h]
126621714913Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.0000Other Adjustment Factor
1.00001.00001.00001.00001.00001.0000Peak Hour Factor
48222586859450Total Hourly Volume [veh/h]
000000Other Volume [veh/h]
000000Existing Site Adjustment Volume [veh/h]
000000Pass-by Trips [veh/h]
000000Diverted Trips [veh/h]
4822250050Site-Generated Trips [veh/h]
000000In-Process Volume [veh/h]
1.001.001.001.001.001.00Growth Factor
2.002.002.002.002.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
0008685940Base Volume Input [veh/h]
Name
Volumes
11/12/20206
Scenario 2: 2 Existing Plus Projct AM Peak HourVersion 6.00-03
Generated with
Apx - 65
DIntersection LOS
1.23d_I, Intersection Delay [s/veh]
CAAApproach LOS
20.930.000.78d_A, Approach Delay [s/veh]
22.5622.560.000.002.655.3095th-Percentile Queue Length [ft/ln]
0.900.900.000.000.110.2195th-Percentile Queue Length [veh/ln]
CDAAABMovement LOS
15.1833.470.000.000.0010.10d_M, Delay for Movement [s/veh]
0.090.150.000.010.010.07V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
000Number of Storage Spaces in Median
NoTwo-Stage Gap Acceptance
000Storage Area [veh]
NoFlared Lane
StopFreeFreePriority Scheme
Intersection Settings
11/12/20207
Scenario 2: 2 Existing Plus Projct AM Peak HourVersion 6.00-03
Generated with
Apx - 66
0.724Volume to Capacity (v/c):
CLevel Of Service:
-Delay (sec / veh):
15 minutesAnalysis Period:
ICU 1Analysis Method:
SignalizedControl Type:
Intersection 4: Walnut Grove Ave (NS) at Garvey Ave (EW)
Intersection Level Of Service Report
YesYesYesYesCrosswalk
0.000.000.000.00Grade [%]
30.0030.0030.0030.00Speed [mph]
100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Pocket Length [ft]
000000000000No. of Lanes in Pocket
12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]
RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement
Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Name
Intersection Setup
0000Bicycle Volume [bicycles/h]
0000Pedestrian Volume [ped/h]
15180810269818130212441263138363102Total Analysis Volume [veh/h]
382022617205335311066359126Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Peak Hour Factor
15180810269818130212441263138363102Total Hourly Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
170000171615170160Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]
1.001.001.001.001.001.001.001.001.001.001.001.00Growth Factor
2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
13480810269818113196426246138347102Base Volume Input [veh/h]
Name
Volumes
11/12/20208
Scenario 2: 2 Existing Plus Projct AM Peak HourVersion 6.00-03
Generated with
Apx - 67
0.724Intersection V/C
CIntersection LOS
0.270.270.060.250.250.070.180.180.150.140.140.06V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
--Lead--Lead--Lead--LeadLead / Lag
Auxiliary Signal Groups
047083061025Signal group
PermissPermissProtectePermissPermissProtectePermissPermissProtectePermissPermissProtecteControl Type
Phasing & Timing
10.00Lost time [s]
100Cycle Length [s]
Intersection Settings
11/12/20209
Scenario 2: 2 Existing Plus Projct AM Peak HourVersion 6.00-03
Generated with
Apx - 68
Intersection Analysis Summary
11/12/2020Report File: C:\...\PMEP.pdf
Scenario 2 Existing Plus Project PM Peak HourVistro File: C:\...\PME.vistro
V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. For
all other control types, they are taken for the whole intersection.
C-0.777WB RightICU 1SignalizedWalnut Grove Ave (NS) at
Garvey Ave (EW)4
D29.10.081EB LeftHCM 6th
EditionTwo-way stopWalnut Grove Ave (NS) at
Project Dwy (EW)3
C-0.731SB ThruICU 1SignalizedWalnut Grove Ave (NS) at
Hellman Ave (EW)2
A-0.588WB ThruICU 1SignalizedI-10 EB Ramps (NS) at
Hellman Ave (EW)1
LOSDelay (s/veh)V/CWorst MvmtMethodControl TypeIntersection NameID
11/12/20201
Scenario 2: 2 Existing Plus Project PM Peak HourVersion 6.00-03
Generated with
Apx - 69
0.588Volume to Capacity (v/c):
ALevel Of Service:
-Delay (sec / veh):
15 minutesAnalysis Period:
ICU 1Analysis Method:
SignalizedControl Type:
Intersection 1: I-10 EB Ramps (NS) at Hellman Ave (EW)
Intersection Level Of Service Report
YesYesNoCrosswalk
0.000.000.00Grade [%]
30.0030.0030.00Speed [mph]
100.00100.00100.00100.00100.00100.00Pocket Length [ft]
000000No. of Lanes in Pocket
12.0012.0012.0012.0012.0012.00Lane Width [ft]
RightThruThruLeftRightLeftTurning Movement
Lane Configuration
WestboundEastboundSouthboundApproach
Name
Intersection Setup
000Bicycle Volume [bicycles/h]
000Pedestrian Volume [ped/h]
1342042224717255Total Analysis Volume [veh/h]
34515612464Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.0000Other Adjustment Factor
1.00001.00001.00001.00001.00001.0000Peak Hour Factor
1342042224717255Total Hourly Volume [veh/h]
000000Other Volume [veh/h]
000000Existing Site Adjustment Volume [veh/h]
000000Pass-by Trips [veh/h]
000000Diverted Trips [veh/h]
421003Site-Generated Trips [veh/h]
000000In-Process Volume [veh/h]
1.001.001.001.001.001.00Growth Factor
2.002.002.002.002.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
1302022214717252Base Volume Input [veh/h]
Name
Volumes
11/12/20202
Scenario 2: 2 Existing Plus Project PM Peak HourVersion 6.00-03
Generated with
Apx - 70
0.588Intersection V/C
AIntersection LOS
0.190.190.150.030.150.14V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
-----LeadLead / Lag
Auxiliary Signal Groups
048001Signal group
SplitSplitSplitSplitPermissivePermissiveControl Type
Phasing & Timing
10.00Lost time [s]
100Cycle Length [s]
Intersection Settings
11/12/20203
Scenario 2: 2 Existing Plus Project PM Peak HourVersion 6.00-03
Generated with
Apx - 71
0.731Volume to Capacity (v/c):
CLevel Of Service:
-Delay (sec / veh):
15 minutesAnalysis Period:
ICU 1Analysis Method:
SignalizedControl Type:
Intersection 2: Walnut Grove Ave (NS) at Hellman Ave (EW)
Intersection Level Of Service Report
YesYesNoYesCrosswalk
0.000.000.000.00Grade [%]
30.0030.0030.0030.00Speed [mph]
100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Pocket Length [ft]
000000000000No. of Lanes in Pocket
12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]
RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement
Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Name
Intersection Setup
0000Bicycle Volume [bicycles/h]
0000Pedestrian Volume [ped/h]
18958119010228515170616619653131Total Analysis Volume [veh/h]
471532326713817742516333Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Peak Hour Factor
18958119010228515170616619653131Total Hourly Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000400070076Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]
1.001.001.001.001.001.001.001.001.001.001.001.00Growth Factor
2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
18958118610228515169916619646125Base Volume Input [veh/h]
Name
Volumes
11/12/20204
Scenario 2: 2 Existing Plus Project PM Peak HourVersion 6.00-03
Generated with
Apx - 72
0.731Intersection V/C
CIntersection LOS
0.110.040.010.050.220.160.240.240.090.190.190.07V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
--------Lead--LeadLead / Lag
Auxiliary Signal Groups
040080061025Signal group
SplitSplitSplitSplitSplitSplitPermissPermissProtectePermissPermissProtecteControl Type
Phasing & Timing
10.00Lost time [s]
100Cycle Length [s]
Intersection Settings
11/12/20205
Scenario 2: 2 Existing Plus Project PM Peak HourVersion 6.00-03
Generated with
Apx - 73
0.081Volume to Capacity (v/c):
DLevel Of Service:
29.1Delay (sec / veh):
15 minutesAnalysis Period:
HCM 6th EditionAnalysis Method:
Two-way stopControl Type:
Intersection 3: Walnut Grove Ave (NS) at Project Dwy (EW)
Intersection Level Of Service Report
YesYesYesCrosswalk
0.000.000.00Grade [%]
30.0030.0030.00Speed [mph]
100.00100.00100.00100.00100.00100.00Pocket Length [ft]
000000No. of Lanes in Pocket
12.0012.0012.0012.0012.0012.00Lane Width [ft]
RightLeftRightThruThruLeftTurning Movement
Lane Configuration
EastboundSouthboundNorthboundApproach
Name
Intersection Setup
000Pedestrian Volume [ped/h]
20131177185122Total Analysis Volume [veh/h]
5331932136Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.0000Other Adjustment Factor
1.00001.00001.00001.00001.00001.0000Peak Hour Factor
20131177185122Total Hourly Volume [veh/h]
000000Other Volume [veh/h]
000000Existing Site Adjustment Volume [veh/h]
000000Pass-by Trips [veh/h]
000000Diverted Trips [veh/h]
2013110022Site-Generated Trips [veh/h]
000000In-Process Volume [veh/h]
1.001.001.001.001.001.00Growth Factor
2.002.002.002.002.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
0007718510Base Volume Input [veh/h]
Name
Volumes
11/12/20206
Scenario 2: 2 Existing Plus Project PM Peak HourVersion 6.00-03
Generated with
Apx - 74
DIntersection LOS
0.50d_I, Intersection Delay [s/veh]
CAAApproach LOS
19.050.000.24d_A, Approach Delay [s/veh]
9.559.550.000.001.022.0495th-Percentile Queue Length [ft/ln]
0.380.380.000.000.040.0895th-Percentile Queue Length [veh/ln]
BDAAAAMovement LOS
12.5229.090.000.000.009.45d_M, Delay for Movement [s/veh]
0.030.080.000.010.010.03V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
000Number of Storage Spaces in Median
NoTwo-Stage Gap Acceptance
000Storage Area [veh]
NoFlared Lane
StopFreeFreePriority Scheme
Intersection Settings
11/12/20207
Scenario 2: 2 Existing Plus Project PM Peak HourVersion 6.00-03
Generated with
Apx - 75
0.777Volume to Capacity (v/c):
CLevel Of Service:
-Delay (sec / veh):
15 minutesAnalysis Period:
ICU 1Analysis Method:
SignalizedControl Type:
Intersection 4: Walnut Grove Ave (NS) at Garvey Ave (EW)
Intersection Level Of Service Report
YesYesYesYesCrosswalk
0.000.000.000.00Grade [%]
30.0030.0030.0030.00Speed [mph]
100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Pocket Length [ft]
000000000000No. of Lanes in Pocket
12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]
RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement
Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Name
Intersection Setup
0000Bicycle Volume [bicycles/h]
0000Pedestrian Volume [ped/h]
204920146102910148113512166165521117Total Analysis Volume [veh/h]
5123037262283728128424113029Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Peak Hour Factor
204920146102910148113512166165521117Total Hourly Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
700007677080Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]
1.001.001.001.001.001.001.001.001.001.001.001.00Growth Factor
2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
197920146102910141107505159165513117Base Volume Input [veh/h]
Name
Volumes
11/12/20208
Scenario 2: 2 Existing Plus Project PM Peak HourVersion 6.00-03
Generated with
Apx - 76
0.777Intersection V/C
CIntersection LOS
0.310.310.080.280.280.080.170.170.090.190.190.07V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
--Lead--Lead--Lead--LeadLead / Lag
Auxiliary Signal Groups
047083061025Signal group
PermissPermissProtectePermissPermissProtectePermissPermissProtectePermissPermissProtecteControl Type
Phasing & Timing
10.00Lost time [s]
100Cycle Length [s]
Intersection Settings
11/12/20209
Scenario 2: 2 Existing Plus Project PM Peak HourVersion 6.00-03
Generated with
Apx - 77
OPENING YEAR (2022) WITHOUT PROJECT
Apx - 78
Intersection Analysis Summary
11/12/2020Report File: C:\...\AMOYWO.pdf
Scenario 3 Opening Year (2022) Without Project AM Peak
HourVistro File: C:\...\AME.vistro
V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. For
all other control types, they are taken for the whole intersection.
C-0.713WB ThruICU 1SignalizedWalnut Grove Ave (NS) at
Garvey Ave (EW)4
C-0.706SB ThruICU 1SignalizedWalnut Grove Ave (NS) at
Hellman Ave (EW)2
B-0.620WB ThruICU 1SignalizedI-10 EB Ramps (NS) at
Hellman Ave (EW)1
LOSDelay (s/veh)V/CWorst MvmtMethodControl TypeIntersection NameID
11/12/20201
Scenario 3: 3 Opening Year (2022) Without Project AM Peak HourVersion 6.00-03
Generated with
Apx - 79
0.620Volume to Capacity (v/c):
BLevel Of Service:
-Delay (sec / veh):
15 minutesAnalysis Period:
ICU 1Analysis Method:
SignalizedControl Type:
Intersection 1: I-10 EB Ramps (NS) at Hellman Ave (EW)
Intersection Level Of Service Report
YesYesNoCrosswalk
0.000.000.00Grade [%]
30.0030.0030.00Speed [mph]
100.00100.00100.00100.00100.00100.00Pocket Length [ft]
000000No. of Lanes in Pocket
12.0012.0012.0012.0012.0012.00Lane Width [ft]
RightThruThruLeftRightLeftTurning Movement
Lane Configuration
WestboundEastboundSouthboundApproach
Name
Intersection Setup
000Bicycle Volume [bicycles/h]
000Pedestrian Volume [ped/h]
19417216413513258Total Analysis Volume [veh/h]
49434134365Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.0000Other Adjustment Factor
1.00001.00001.00001.00001.00001.0000Peak Hour Factor
19417216413513258Total Hourly Volume [veh/h]
000000Other Volume [veh/h]
000000Existing Site Adjustment Volume [veh/h]
000000Pass-by Trips [veh/h]
000000Diverted Trips [veh/h]
01071800Site-Generated Trips [veh/h]
000000In-Process Volume [veh/h]
1.021.021.021.021.021.02Growth Factor
2.002.002.002.002.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
19015915411513253Base Volume Input [veh/h]
Name
Volumes
11/12/20202
Scenario 3: 3 Opening Year (2022) Without Project AM Peak HourVersion 6.00-03
Generated with
Apx - 80
0.620Intersection V/C
BIntersection LOS
0.200.200.170.080.150.14V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
-----LeadLead / Lag
Auxiliary Signal Groups
048001Signal group
SplitSplitSplitSplitPermissivePermissiveControl Type
Phasing & Timing
10.00Lost time [s]
100Cycle Length [s]
Intersection Settings
11/12/20203
Scenario 3: 3 Opening Year (2022) Without Project AM Peak HourVersion 6.00-03
Generated with
Apx - 81
0.706Volume to Capacity (v/c):
CLevel Of Service:
-Delay (sec / veh):
15 minutesAnalysis Period:
ICU 1Analysis Method:
SignalizedControl Type:
Intersection 2: Walnut Grove Ave (NS) at Hellman Ave (EW)
Intersection Level Of Service Report
YesYesNoYesCrosswalk
0.000.000.000.00Grade [%]
30.0030.0030.0030.00Speed [mph]
100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Pocket Length [ft]
000000000000No. of Lanes in Pocket
12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]
RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement
Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Name
Intersection Setup
0000Bicycle Volume [bicycles/h]
0000Pedestrian Volume [ped/h]
2748801176024412760113013482149Total Analysis Volume [veh/h]
692202915613215033312137Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Peak Hour Factor
2748801176024412760113013482149Total Hourly Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
00000710110030Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]
1.021.021.021.021.021.021.021.021.021.021.021.02Growth Factor
2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
2698601155923211557812713470146Base Volume Input [veh/h]
Name
Volumes
11/12/20204
Scenario 3: 3 Opening Year (2022) Without Project AM Peak HourVersion 6.00-03
Generated with
Apx - 82
0.706Intersection V/C
CIntersection LOS
0.150.050.000.070.170.140.200.200.070.140.140.08V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
--------Lead--LeadLead / Lag
Auxiliary Signal Groups
040080061025Signal group
SplitSplitSplitSplitSplitSplitPermissPermissProtectePermissPermissProtecteControl Type
Phasing & Timing
10.00Lost time [s]
100Cycle Length [s]
Intersection Settings
11/12/20205
Scenario 3: 3 Opening Year (2022) Without Project AM Peak HourVersion 6.00-03
Generated with
Apx - 83
0.713Volume to Capacity (v/c):
CLevel Of Service:
-Delay (sec / veh):
15 minutesAnalysis Period:
ICU 1Analysis Method:
SignalizedControl Type:
Intersection 4: Walnut Grove Ave (NS) at Garvey Ave (EW)
Intersection Level Of Service Report
YesYesYesYesCrosswalk
0.000.000.000.00Grade [%]
30.0030.0030.0030.00Speed [mph]
100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Pocket Length [ft]
000000000000No. of Lanes in Pocket
12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]
RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement
Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Name
Intersection Setup
0000Bicycle Volume [bicycles/h]
0000Pedestrian Volume [ped/h]
13783910477852115209437251141357110Total Analysis Volume [veh/h]
342102619213295210963358928Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Peak Hour Factor
13783910477852115209437251141357110Total Hourly Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
01507180920036Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]
1.021.021.021.021.021.021.021.021.021.021.021.02Growth Factor
2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
13480810269818113196426246138347102Base Volume Input [veh/h]
Name
Volumes
11/12/20206
Scenario 3: 3 Opening Year (2022) Without Project AM Peak HourVersion 6.00-03
Generated with
Apx - 84
0.713Intersection V/C
CIntersection LOS
0.270.270.060.260.260.060.180.180.140.140.140.06V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
--Lead--Lead--Lead--LeadLead / Lag
Auxiliary Signal Groups
047083061025Signal group
PermissPermissProtectePermissPermissProtectePermissPermissProtectePermissPermissProtecteControl Type
Phasing & Timing
10.00Lost time [s]
100Cycle Length [s]
Intersection Settings
11/12/20207
Scenario 3: 3 Opening Year (2022) Without Project AM Peak HourVersion 6.00-03
Generated with
Apx - 85
Intersection Analysis Summary
11/12/2020Report File: C:\...\PMOYWO.pdf
Scenario 3 Opening Year (2022) Without Project PM Peak
HourVistro File: C:\...\PME.vistro
V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. For
all other control types, they are taken for the whole intersection.
C-0.787WB ThruICU 1SignalizedWalnut Grove Ave (NS) at
Garvey Ave (EW)4
C-0.755SB ThruICU 1SignalizedWalnut Grove Ave (NS) at
Hellman Ave (EW)2
B-0.623WB ThruICU 1SignalizedI-10 EB Ramps (NS) at
Hellman Ave (EW)1
LOSDelay (s/veh)V/CWorst MvmtMethodControl TypeIntersection NameID
11/12/20201
Scenario 3: 3 Opening Year (2022) Without Project PM Peak HourVersion 6.00-03
Generated with
Apx - 86
0.623Volume to Capacity (v/c):
BLevel Of Service:
-Delay (sec / veh):
15 minutesAnalysis Period:
ICU 1Analysis Method:
SignalizedControl Type:
Intersection 1: I-10 EB Ramps (NS) at Hellman Ave (EW)
Intersection Level Of Service Report
YesYesNoCrosswalk
0.000.000.00Grade [%]
30.0030.0030.00Speed [mph]
100.00100.00100.00100.00100.00100.00Pocket Length [ft]
000000No. of Lanes in Pocket
12.0012.0012.0012.0012.0012.00Lane Width [ft]
RightThruThruLeftRightLeftTurning Movement
Lane Configuration
WestboundEastboundSouthboundApproach
Name
Intersection Setup
000Bicycle Volume [bicycles/h]
000Pedestrian Volume [ped/h]
1332262347417257Total Analysis Volume [veh/h]
33575919464Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.0000Other Adjustment Factor
1.00001.00001.00001.00001.00001.0000Peak Hour Factor
1332262347417257Total Hourly Volume [veh/h]
000000Other Volume [veh/h]
000000Existing Site Adjustment Volume [veh/h]
000000Pass-by Trips [veh/h]
000000Diverted Trips [veh/h]
02092600Site-Generated Trips [veh/h]
000000In-Process Volume [veh/h]
1.021.021.021.021.021.02Growth Factor
2.002.002.002.002.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
1302022214717252Base Volume Input [veh/h]
Name
Volumes
11/12/20202
Scenario 3: 3 Opening Year (2022) Without Project PM Peak HourVersion 6.00-03
Generated with
Apx - 87
0.623Intersection V/C
BIntersection LOS
0.200.200.170.040.150.14V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
-----LeadLead / Lag
Auxiliary Signal Groups
048001Signal group
SplitSplitSplitSplitPermissivePermissiveControl Type
Phasing & Timing
10.00Lost time [s]
100Cycle Length [s]
Intersection Settings
11/12/20203
Scenario 3: 3 Opening Year (2022) Without Project PM Peak HourVersion 6.00-03
Generated with
Apx - 88
0.755Volume to Capacity (v/c):
CLevel Of Service:
-Delay (sec / veh):
15 minutesAnalysis Period:
ICU 1Analysis Method:
SignalizedControl Type:
Intersection 2: Walnut Grove Ave (NS) at Hellman Ave (EW)
Intersection Level Of Service Report
YesYesNoYesCrosswalk
0.000.000.000.00Grade [%]
30.0030.0030.0030.00Speed [mph]
100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Pocket Length [ft]
000000000000No. of Lanes in Pocket
12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]
RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement
Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Name
Intersection Setup
0000Bicycle Volume [bicycles/h]
0000Pedestrian Volume [ped/h]
19359118810430017473416919662128Total Analysis Volume [veh/h]
481532226754418442516632Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Peak Hour Factor
19359118810430017473416919662128Total Hourly Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
00000920210030Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]
1.021.021.021.021.021.021.021.021.021.021.021.02Growth Factor
2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
18958118610228515169916619646125Base Volume Input [veh/h]
Name
Volumes
11/12/20204
Scenario 3: 3 Opening Year (2022) Without Project PM Peak HourVersion 6.00-03
Generated with
Apx - 89
0.755Intersection V/C
CIntersection LOS
0.110.040.010.050.220.170.250.250.090.190.190.07V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
--------Lead--LeadLead / Lag
Auxiliary Signal Groups
040080061025Signal group
SplitSplitSplitSplitSplitSplitPermissPermissProtectePermissPermissProtecteControl Type
Phasing & Timing
10.00Lost time [s]
100Cycle Length [s]
Intersection Settings
11/12/20205
Scenario 3: 3 Opening Year (2022) Without Project PM Peak HourVersion 6.00-03
Generated with
Apx - 90
0.787Volume to Capacity (v/c):
CLevel Of Service:
-Delay (sec / veh):
15 minutesAnalysis Period:
ICU 1Analysis Method:
SignalizedControl Type:
Intersection 4: Walnut Grove Ave (NS) at Garvey Ave (EW)
Intersection Level Of Service Report
YesYesYesYesCrosswalk
0.000.000.000.00Grade [%]
30.0030.0030.0030.00Speed [mph]
100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Pocket Length [ft]
000000000000No. of Lanes in Pocket
12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]
RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement
Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Name
Intersection Setup
0000Bicycle Volume [bicycles/h]
0000Pedestrian Volume [ped/h]
201967149114956144127518162168526131Total Analysis Volume [veh/h]
5024237292393632130414213233Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Peak Hour Factor
201967149114956144127518162168526131Total Hourly Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
02901028018300312Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]
1.021.021.021.021.021.021.021.021.021.021.021.02Growth Factor
2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
197920146102910141107505159165513117Base Volume Input [veh/h]
Name
Volumes
11/12/20206
Scenario 3: 3 Opening Year (2022) Without Project PM Peak HourVersion 6.00-03
Generated with
Apx - 91
0.787Intersection V/C
CIntersection LOS
0.320.320.080.300.300.080.180.180.090.190.190.07V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
--Lead--Lead--Lead--LeadLead / Lag
Auxiliary Signal Groups
047083061025Signal group
PermissPermissProtectePermissPermissProtectePermissPermissProtectePermissPermissProtecteControl Type
Phasing & Timing
10.00Lost time [s]
100Cycle Length [s]
Intersection Settings
11/12/20207
Scenario 3: 3 Opening Year (2022) Without Project PM Peak HourVersion 6.00-03
Generated with
Apx - 92
OPENING YEAR (2022) WITH PROJECT
Apx - 93
Intersection Analysis Summary
11/12/2020Report File: C:\...\AMOYW.pdf
Scenario 4 Opening Year (2022) With Project AM Peak HourVistro File: C:\...\AME.vistro
V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. For
all other control types, they are taken for the whole intersection.
C-0.741WB RightICU 1SignalizedWalnut Grove Ave (NS) at
Garvey Ave (EW)4
E35.30.160EB LeftHCM 6th
EditionTwo-way stopWalnut Grove Ave (NS) at
Project Dwy (EW)3
C-0.715SB ThruICU 1SignalizedWalnut Grove Ave (NS) at
Hellman Ave (EW)2
B-0.629WB ThruICU 1SignalizedI-10 EB Ramps (NS) at
Hellman Ave (EW)1
LOSDelay (s/veh)V/CWorst MvmtMethodControl TypeIntersection NameID
11/12/20201
Scenario 4: 4 Opening Year (2022) With Project AM Peak HourVersion 6.00-03
Generated with
Apx - 94
0.629Volume to Capacity (v/c):
BLevel Of Service:
-Delay (sec / veh):
15 minutesAnalysis Period:
ICU 1Analysis Method:
SignalizedControl Type:
Intersection 1: I-10 EB Ramps (NS) at Hellman Ave (EW)
Intersection Level Of Service Report
YesYesNoCrosswalk
0.000.000.00Grade [%]
30.0030.0030.00Speed [mph]
100.00100.00100.00100.00100.00100.00Pocket Length [ft]
000000No. of Lanes in Pocket
12.0012.0012.0012.0012.0012.00Lane Width [ft]
RightThruThruLeftRightLeftTurning Movement
Lane Configuration
WestboundEastboundSouthboundApproach
Name
Intersection Setup
000Bicycle Volume [bicycles/h]
000Pedestrian Volume [ped/h]
19917516813513263Total Analysis Volume [veh/h]
50444234366Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.0000Other Adjustment Factor
1.00001.00001.00001.00001.00001.0000Peak Hour Factor
19917516813513263Total Hourly Volume [veh/h]
000000Other Volume [veh/h]
000000Existing Site Adjustment Volume [veh/h]
000000Pass-by Trips [veh/h]
000000Diverted Trips [veh/h]
513111805Site-Generated Trips [veh/h]
000000In-Process Volume [veh/h]
1.021.021.021.021.021.02Growth Factor
2.002.002.002.002.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
19015915411513253Base Volume Input [veh/h]
Name
Volumes
11/12/20202
Scenario 4: 4 Opening Year (2022) With Project AM Peak HourVersion 6.00-03
Generated with
Apx - 95
0.629Intersection V/C
BIntersection LOS
0.210.210.170.080.150.15V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
-----LeadLead / Lag
Auxiliary Signal Groups
048001Signal group
SplitSplitSplitSplitPermissivePermissiveControl Type
Phasing & Timing
10.00Lost time [s]
100Cycle Length [s]
Intersection Settings
11/12/20203
Scenario 4: 4 Opening Year (2022) With Project AM Peak HourVersion 6.00-03
Generated with
Apx - 96
0.715Volume to Capacity (v/c):
CLevel Of Service:
-Delay (sec / veh):
15 minutesAnalysis Period:
ICU 1Analysis Method:
SignalizedControl Type:
Intersection 2: Walnut Grove Ave (NS) at Hellman Ave (EW)
Intersection Level Of Service Report
YesYesNoYesCrosswalk
0.000.000.000.00Grade [%]
30.0030.0030.0030.00Speed [mph]
100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Pocket Length [ft]
000000000000No. of Lanes in Pocket
12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]
RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement
Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Name
Intersection Setup
0000Bicycle Volume [bicycles/h]
0000Pedestrian Volume [ped/h]
2748801266024412761713013496157Total Analysis Volume [veh/h]
692203215613215433312439Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Peak Hour Factor
2748801266024412761713013496157Total Hourly Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000907102700178Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]
1.021.021.021.021.021.021.021.021.021.021.021.02Growth Factor
2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
2698601155923211557812713470146Base Volume Input [veh/h]
Name
Volumes
11/12/20204
Scenario 4: 4 Opening Year (2022) With Project AM Peak HourVersion 6.00-03
Generated with
Apx - 97
0.715Intersection V/C
CIntersection LOS
0.150.050.000.070.170.140.210.210.070.140.140.09V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
--------Lead--LeadLead / Lag
Auxiliary Signal Groups
040080061025Signal group
SplitSplitSplitSplitSplitSplitPermissPermissProtectePermissPermissProtecteControl Type
Phasing & Timing
10.00Lost time [s]
100Cycle Length [s]
Intersection Settings
11/12/20205
Scenario 4: 4 Opening Year (2022) With Project AM Peak HourVersion 6.00-03
Generated with
Apx - 98
0.160Volume to Capacity (v/c):
ELevel Of Service:
35.3Delay (sec / veh):
15 minutesAnalysis Period:
HCM 6th EditionAnalysis Method:
Two-way stopControl Type:
Intersection 3: Walnut Grove Ave (NS) at Project Dwy (EW)
Intersection Level Of Service Report
YesYesYesCrosswalk
0.000.000.00Grade [%]
30.0030.0030.00Speed [mph]
100.00100.00100.00100.00100.00100.00Pocket Length [ft]
000000No. of Lanes in Pocket
12.0012.0012.0012.0012.0012.00Lane Width [ft]
RightLeftRightThruThruLeftTurning Movement
Lane Configuration
EastboundSouthboundNorthboundApproach
Name
Intersection Setup
000Pedestrian Volume [ped/h]
48222589660950Total Analysis Volume [veh/h]
126622415213Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.0000Other Adjustment Factor
1.00001.00001.00001.00001.00001.0000Peak Hour Factor
48222589660950Total Hourly Volume [veh/h]
000000Other Volume [veh/h]
000000Existing Site Adjustment Volume [veh/h]
000000Pass-by Trips [veh/h]
000000Diverted Trips [veh/h]
48222511350Site-Generated Trips [veh/h]
000000In-Process Volume [veh/h]
1.021.021.021.021.021.02Growth Factor
2.002.002.002.002.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
0008685940Base Volume Input [veh/h]
Name
Volumes
11/12/20206
Scenario 4: 4 Opening Year (2022) With Project AM Peak HourVersion 6.00-03
Generated with
Apx - 99
EIntersection LOS
1.24d_I, Intersection Delay [s/veh]
CAAApproach LOS
21.860.000.78d_A, Approach Delay [s/veh]
23.8123.810.000.002.725.4495th-Percentile Queue Length [ft/ln]
0.950.950.000.000.110.2295th-Percentile Queue Length [veh/ln]
CEAAABMovement LOS
15.7135.290.000.000.0010.24d_M, Delay for Movement [s/veh]
0.090.160.000.010.010.07V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
000Number of Storage Spaces in Median
NoTwo-Stage Gap Acceptance
000Storage Area [veh]
NoFlared Lane
StopFreeFreePriority Scheme
Intersection Settings
11/12/20207
Scenario 4: 4 Opening Year (2022) With Project AM Peak HourVersion 6.00-03
Generated with
Apx - 100
0.741Volume to Capacity (v/c):
CLevel Of Service:
-Delay (sec / veh):
15 minutesAnalysis Period:
ICU 1Analysis Method:
SignalizedControl Type:
Intersection 4: Walnut Grove Ave (NS) at Garvey Ave (EW)
Intersection Level Of Service Report
YesYesYesYesCrosswalk
0.000.000.000.00Grade [%]
30.0030.0030.0030.00Speed [mph]
100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Pocket Length [ft]
000000000000No. of Lanes in Pocket
12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]
RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement
Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Name
Intersection Setup
0000Bicycle Volume [bicycles/h]
0000Pedestrian Volume [ped/h]
15483910477852132225452268141373110Total Analysis Volume [veh/h]
392102619213335611367359328Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Peak Hour Factor
15483910477852132225452268141373110Total Hourly Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
17150718172517170196Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]
1.021.021.021.021.021.021.021.021.021.021.021.02Growth Factor
2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
13480810269818113196426246138347102Base Volume Input [veh/h]
Name
Volumes
11/12/20208
Scenario 4: 4 Opening Year (2022) With Project AM Peak HourVersion 6.00-03
Generated with
Apx - 101
0.741Intersection V/C
CIntersection LOS
0.280.280.060.260.260.070.190.190.150.140.140.06V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
--Lead--Lead--Lead--LeadLead / Lag
Auxiliary Signal Groups
047083061025Signal group
PermissPermissProtectePermissPermissProtectePermissPermissProtectePermissPermissProtecteControl Type
Phasing & Timing
10.00Lost time [s]
100Cycle Length [s]
Intersection Settings
11/12/20209
Scenario 4: 4 Opening Year (2022) With Project AM Peak HourVersion 6.00-03
Generated with
Apx - 102
Intersection Analysis Summary
11/12/2020Report File: C:\...\PMOYW.pdf
Scenario 4 Opening Year (2022) With Project PM Peak HourVistro File: C:\...\PME.vistro
V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. For
all other control types, they are taken for the whole intersection.
C-0.799WB RightICU 1SignalizedWalnut Grove Ave (NS) at
Garvey Ave (EW)4
D30.90.087EB LeftHCM 6th
EditionTwo-way stopWalnut Grove Ave (NS) at
Project Dwy (EW)3
C-0.760SB RightICU 1SignalizedWalnut Grove Ave (NS) at
Hellman Ave (EW)2
B-0.628WB ThruICU 1SignalizedI-10 EB Ramps (NS) at
Hellman Ave (EW)1
LOSDelay (s/veh)V/CWorst MvmtMethodControl TypeIntersection NameID
11/12/20201
Scenario 4: 4 Opening Year (2022) With Project PM Peak HourVersion 6.00-03
Generated with
Apx - 103
0.628Volume to Capacity (v/c):
BLevel Of Service:
-Delay (sec / veh):
15 minutesAnalysis Period:
ICU 1Analysis Method:
SignalizedControl Type:
Intersection 1: I-10 EB Ramps (NS) at Hellman Ave (EW)
Intersection Level Of Service Report
YesYesNoCrosswalk
0.000.000.00Grade [%]
30.0030.0030.00Speed [mph]
100.00100.00100.00100.00100.00100.00Pocket Length [ft]
000000No. of Lanes in Pocket
12.0012.0012.0012.0012.0012.00Lane Width [ft]
RightThruThruLeftRightLeftTurning Movement
Lane Configuration
WestboundEastboundSouthboundApproach
Name
Intersection Setup
000Bicycle Volume [bicycles/h]
000Pedestrian Volume [ped/h]
1372282357417260Total Analysis Volume [veh/h]
34575919465Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.0000Other Adjustment Factor
1.00001.00001.00001.00001.00001.0000Peak Hour Factor
1372282357417260Total Hourly Volume [veh/h]
000000Other Volume [veh/h]
000000Existing Site Adjustment Volume [veh/h]
000000Pass-by Trips [veh/h]
000000Diverted Trips [veh/h]
422102603Site-Generated Trips [veh/h]
000000In-Process Volume [veh/h]
1.021.021.021.021.021.02Growth Factor
2.002.002.002.002.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
1302022214717252Base Volume Input [veh/h]
Name
Volumes
11/12/20202
Scenario 4: 4 Opening Year (2022) With Project PM Peak HourVersion 6.00-03
Generated with
Apx - 104
0.628Intersection V/C
BIntersection LOS
0.200.200.170.040.150.14V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
-----LeadLead / Lag
Auxiliary Signal Groups
048001Signal group
SplitSplitSplitSplitPermissivePermissiveControl Type
Phasing & Timing
10.00Lost time [s]
100Cycle Length [s]
Intersection Settings
11/12/20203
Scenario 4: 4 Opening Year (2022) With Project PM Peak HourVersion 6.00-03
Generated with
Apx - 105
0.760Volume to Capacity (v/c):
CLevel Of Service:
-Delay (sec / veh):
15 minutesAnalysis Period:
ICU 1Analysis Method:
SignalizedControl Type:
Intersection 2: Walnut Grove Ave (NS) at Hellman Ave (EW)
Intersection Level Of Service Report
YesYesNoYesCrosswalk
0.000.000.000.00Grade [%]
30.0030.0030.0030.00Speed [mph]
100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Pocket Length [ft]
000000000000No. of Lanes in Pocket
12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]
RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement
Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Name
Intersection Setup
0000Bicycle Volume [bicycles/h]
0000Pedestrian Volume [ped/h]
19359119210430017474116919669134Total Analysis Volume [veh/h]
481532326754418542516734Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Peak Hour Factor
19359119210430017474116919669134Total Hourly Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000409202800106Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]
1.021.021.021.021.021.021.021.021.021.021.021.02Growth Factor
2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
18958118610228515169916619646125Base Volume Input [veh/h]
Name
Volumes
11/12/20204
Scenario 4: 4 Opening Year (2022) With Project PM Peak HourVersion 6.00-03
Generated with
Apx - 106
0.760Intersection V/C
CIntersection LOS
0.110.040.010.050.220.170.250.250.090.190.190.07V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
--------Lead--LeadLead / Lag
Auxiliary Signal Groups
040080061025Signal group
SplitSplitSplitSplitSplitSplitPermissPermissProtectePermissPermissProtecteControl Type
Phasing & Timing
10.00Lost time [s]
100Cycle Length [s]
Intersection Settings
11/12/20205
Scenario 4: 4 Opening Year (2022) With Project PM Peak HourVersion 6.00-03
Generated with
Apx - 107
0.087Volume to Capacity (v/c):
DLevel Of Service:
30.9Delay (sec / veh):
15 minutesAnalysis Period:
HCM 6th EditionAnalysis Method:
Two-way stopControl Type:
Intersection 3: Walnut Grove Ave (NS) at Project Dwy (EW)
Intersection Level Of Service Report
YesYesYesCrosswalk
0.000.000.00Grade [%]
30.0030.0030.00Speed [mph]
100.00100.00100.00100.00100.00100.00Pocket Length [ft]
000000No. of Lanes in Pocket
12.0012.0012.0012.0012.0012.00Lane Width [ft]
RightLeftRightThruThruLeftTurning Movement
Lane Configuration
EastboundSouthboundNorthboundApproach
Name
Intersection Setup
000Pedestrian Volume [ped/h]
20131180787122Total Analysis Volume [veh/h]
5332022186Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.0000Other Adjustment Factor
1.00001.00001.00001.00001.00001.0000Peak Hour Factor
20131180787122Total Hourly Volume [veh/h]
000000Other Volume [veh/h]
000000Existing Site Adjustment Volume [veh/h]
000000Pass-by Trips [veh/h]
000000Diverted Trips [veh/h]
20131121322Site-Generated Trips [veh/h]
000000In-Process Volume [veh/h]
1.021.021.021.021.021.02Growth Factor
2.002.002.002.002.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
0007718510Base Volume Input [veh/h]
Name
Volumes
11/12/20206
Scenario 4: 4 Opening Year (2022) With Project PM Peak HourVersion 6.00-03
Generated with
Apx - 108
DIntersection LOS
0.50d_I, Intersection Delay [s/veh]
CAAApproach LOS
20.010.000.24d_A, Approach Delay [s/veh]
10.1810.180.000.001.052.1095th-Percentile Queue Length [ft/ln]
0.410.410.000.000.040.0895th-Percentile Queue Length [veh/ln]
BDAAAAMovement LOS
12.8930.950.000.000.009.59d_M, Delay for Movement [s/veh]
0.030.090.000.010.010.03V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
000Number of Storage Spaces in Median
NoTwo-Stage Gap Acceptance
000Storage Area [veh]
NoFlared Lane
StopFreeFreePriority Scheme
Intersection Settings
11/12/20207
Scenario 4: 4 Opening Year (2022) With Project PM Peak HourVersion 6.00-03
Generated with
Apx - 109
0.799Volume to Capacity (v/c):
CLevel Of Service:
-Delay (sec / veh):
15 minutesAnalysis Period:
ICU 1Analysis Method:
SignalizedControl Type:
Intersection 4: Walnut Grove Ave (NS) at Garvey Ave (EW)
Intersection Level Of Service Report
YesYesYesYesCrosswalk
0.000.000.000.00Grade [%]
30.0030.0030.0030.00Speed [mph]
100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Pocket Length [ft]
000000000000No. of Lanes in Pocket
12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]
RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement
Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Name
Intersection Setup
0000Bicycle Volume [bicycles/h]
0000Pedestrian Volume [ped/h]
208967149114956151133525169168534131Total Analysis Volume [veh/h]
5224237292393833131424213433Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Peak Hour Factor
208967149114956151133525169168534131Total Hourly Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
7290102872410701112Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]
1.021.021.021.021.021.021.021.021.021.021.021.02Growth Factor
2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
197920146102910141107505159165513117Base Volume Input [veh/h]
Name
Volumes
11/12/20208
Scenario 4: 4 Opening Year (2022) With Project PM Peak HourVersion 6.00-03
Generated with
Apx - 110
0.799Intersection V/C
CIntersection LOS
0.330.330.080.300.300.080.180.180.090.200.200.07V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
--Lead--Lead--Lead--LeadLead / Lag
Auxiliary Signal Groups
047083061025Signal group
PermissPermissProtectePermissPermissProtectePermissPermissProtectePermissPermissProtecteControl Type
Phasing & Timing
10.00Lost time [s]
100Cycle Length [s]
Intersection Settings
11/12/20209
Scenario 4: 4 Opening Year (2022) With Project PM Peak HourVersion 6.00-03
Generated with
Apx - 111
CALTRANS
Apx - 112
Intersection Analysis Summary
11/12/2020Report File: C:\...\AME.pdf
Scenario 1 Existing AM Peak HourVistro File: C:\...\AME.vistro
V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. For
all other control types, they are taken for the whole intersection.
C34.30.545SB LeftHCM 6th
EditionSignalizedI-10 EB Ramps (NS) at
Hellman Ave (EW)1
LOSDelay (s/veh)V/CWorst MvmtMethodControl TypeIntersection NameID
11/12/20201
Scenario 1: 1 Existing AM Peak HourVersion 6.00-03
Generated with
Apx - 113
0.545Volume to Capacity (v/c):
CLevel Of Service:
34.3Delay (sec / veh):
15 minutesAnalysis Period:
HCM 6th EditionAnalysis Method:
SignalizedControl Type:
Intersection 1: I-10 EB Ramps (NS) at Hellman Ave (EW)
Intersection Level Of Service Report
YesYesNoCrosswalk
NoNoNoCurb Present
0.000.000.00Grade [%]
30.0030.0030.00Speed [mph]
100.00100.00100.00100.00100.00100.00Pocket Length [ft]
000000No. of Lanes in Pocket
12.0012.0012.0012.0012.0012.00Lane Width [ft]
RightThruThruLeftRightLeftTurning Movement
Lane Configuration
WestboundEastboundSouthboundApproach
Name
Intersection Setup
000Bicycle Volume [bicycles/h]
000v_ab, Corner Pedestrian Volume [ped/h]
000v_ci, Inbound Pedestrian Volume crossing mi
000v_co, Outbound Pedestrian Volume crossing
000v_di, Inbound Pedestrian Volume crossing m
000v_do, Outbound Pedestrian Volume crossing
000000Local Bus Stopping Rate [/h]
000000On-Street Parking Maneuver Rate [/h]
NoNoNoNoNoNoPresence of On-Street Parking
19015915411513253Total Analysis Volume [veh/h]
48403929363Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.0000Other Adjustment Factor
1.00001.00001.00001.00001.00001.0000Peak Hour Factor
19015915411513253Total Hourly Volume [veh/h]
000000Right-Turn on Red Volume [veh/h]
000000Other Volume [veh/h]
000000Existing Site Adjustment Volume [veh/h]
000000Pass-by Trips [veh/h]
000000Diverted Trips [veh/h]
000000Site-Generated Trips [veh/h]
000000In-Process Volume [veh/h]
1.001.001.001.001.001.00Growth Factor
2.002.002.002.002.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
19015915411513253Base Volume Input [veh/h]
Name
Volumes
11/12/20202
Scenario 1: 1 Existing AM Peak HourVersion 6.00-03
Generated with
Apx - 114
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
Exclusive Pedestrian Phase
1.001.001.001.001.001.00I, Upstream Filtering Factor
0.00.00.00.00.00.0Detector Length [ft]
0.00.00.00.00.00.0Detector Location [ft]
NoNoNoPedestrian Recall
NoNoNoMaximum Recall
NoNoNoMinimum Recall
0.02.02.00.00.02.0l2, Clearance Lost Time [s]
0.02.02.00.00.02.0l1, Start-Up Lost Time [s]
NoNoNoRest In Walk
010100010Pedestrian Clearance [s]
055005Walk [s]
0.03.03.00.00.03.0Vehicle Extension [s]
030230047Split [s]
0.01.01.00.00.01.0All red [s]
0.03.03.00.00.03.0Amber [s]
030300030Maximum Green [s]
077007Minimum Green [s]
-----LeadLead / Lag
Auxiliary Signal Groups
048001Signal group
SplitSplitSplitSplitPermissivePermissiveControl Type
Phasing & Timing
8.00Lost time [s]
SingleBandPermissive Mode
LeadGreenOffset Reference
0.0Offset [s]
Fully actuatedActuation Type
Time of Day Pattern IsolatedCoordination Type
100Cycle Length [s]
-Signal Coordination Group
NoLocated in CBD
Intersection Settings
11/12/20203
Scenario 1: 1 Existing AM Peak HourVersion 6.00-03
Generated with
Apx - 115
292.95220.38280.4395th-Percentile Queue Length [ft/ln]
11.728.8211.2295th-Percentile Queue Length [veh/ln]
182.25127.71172.6750th-Percentile Queue Length [ft/ln]
7.295.116.9150th-Percentile Queue Length [veh/ln]
YesYesYesCritical Lane Group
CCDLane Group LOS
30.3426.5147.41d, Delay for Lane Group [s/veh]
0.580.420.86X, volume / capacity
Lane Group Results
1.001.001.00PF, progression factor
1.001.001.00Rp, platoon ratio
0.000.000.00d3, Initial Queue Delay [s]
4.031.977.21d2, Incremental Delay [s]
1.001.001.00I, Upstream Filtering Factor
0.500.500.11k, delay calibration
26.3224.5440.19d1, Uniform Delay [s]
602647308c, Capacity [veh/h]
170618311771s, saturation flow rate [veh/h]
0.200.150.15(v / s)_i Volume / Saturation Flow Rate
0.350.350.17g / C, Green / Cycle
353517g_i, Effective Green Time [s]
2.002.002.00l2, Clearance Lost Time [s]
0.000.000.00l1_p, Permitted Start-Up Lost Time [s]
4.004.004.00L, Total Lost Time per Cycle [s]
100100100C, Cycle Length [s]
CCCLane Group
Lane Group Calculations
11/12/20204
Scenario 1: 1 Existing AM Peak HourVersion 6.00-03
Generated with
Apx - 116
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh]47.41 47.41 26.51 26.51 30.34 30.34
Movement LOS D D C C C C
d_A, Approach Delay [s/veh]47.41 26.51 30.34
Approach LOS D C C
d_I, Intersection Delay [s/veh]34.31
Intersection LOS C
Intersection V/C 0.545
Other Modes
g_Walk,mi, Effective Walk Time [s]0.0 9.0 9.0
M_corner, Corner Circulation Area [ft²/ped]0.00 0.00 0.00
M_CW, Crosswalk Circulation Area [ft²/ped]0.00 0.00 0.00
d_p, Pedestrian Delay [s]0.00 41.41 41.41
I_p,int, Pedestrian LOS Score for Intersection 0.000 1.936 2.193
Crosswalk LOS F A B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000
c_b, Capacity of the bicycle lane [bicycles/h]0 0 0
d_b, Bicycle Delay [s]50.00 50.00 50.00
I_b,int, Bicycle LOS Score for Intersection 4.571 4.576 4.708
Bicycle LOS E E E
----------------Ring 4
----------------Ring 3
----------------Ring 2
-------------841Ring 1
Sequence
11/12/20205
Scenario 1: 1 Existing AM Peak HourVersion 6.00-03
Generated with
Apx - 117
Intersection Analysis Summary
11/12/2020Report File: C:\...\PME.pdf
Scenario 1 Existing PM Peak HourVistro File: C:\...\PME.vistro
V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. For
all other control types, they are taken for the whole intersection.
C34.00.529SB LeftHCM 6th
EditionSignalizedI-10 EB Ramps (NS) at
Hellman Ave (EW)1
LOSDelay (s/veh)V/CWorst MvmtMethodControl TypeIntersection NameID
11/12/20201
Scenario 1: 1 Existing PM Peak HourVersion 6.00-03
Generated with
Apx - 118
0.529Volume to Capacity (v/c):
CLevel Of Service:
34.0Delay (sec / veh):
15 minutesAnalysis Period:
HCM 6th EditionAnalysis Method:
SignalizedControl Type:
Intersection 1: I-10 EB Ramps (NS) at Hellman Ave (EW)
Intersection Level Of Service Report
YesYesNoCrosswalk
NoNoNoCurb Present
0.000.000.00Grade [%]
30.0030.0030.00Speed [mph]
100.00100.00100.00100.00100.00100.00Pocket Length [ft]
000000No. of Lanes in Pocket
12.0012.0012.0012.0012.0012.00Lane Width [ft]
RightThruThruLeftRightLeftTurning Movement
Lane Configuration
WestboundEastboundSouthboundApproach
Name
Intersection Setup
000Bicycle Volume [bicycles/h]
000v_ab, Corner Pedestrian Volume [ped/h]
000v_ci, Inbound Pedestrian Volume crossing mi
000v_co, Outbound Pedestrian Volume crossing
000v_di, Inbound Pedestrian Volume crossing m
000v_do, Outbound Pedestrian Volume crossing
000000Local Bus Stopping Rate [/h]
000000On-Street Parking Maneuver Rate [/h]
NoNoNoNoNoNoPresence of On-Street Parking
1302022214717252Total Analysis Volume [veh/h]
33515512463Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.0000Other Adjustment Factor
1.00001.00001.00001.00001.00001.0000Peak Hour Factor
1302022214717252Total Hourly Volume [veh/h]
000000Right-Turn on Red Volume [veh/h]
000000Other Volume [veh/h]
000000Existing Site Adjustment Volume [veh/h]
000000Pass-by Trips [veh/h]
000000Diverted Trips [veh/h]
000000Site-Generated Trips [veh/h]
000000In-Process Volume [veh/h]
1.001.001.001.001.001.00Growth Factor
2.002.002.002.002.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
1302022214717252Base Volume Input [veh/h]
Name
Volumes
11/12/20202
Scenario 1: 1 Existing PM Peak HourVersion 6.00-03
Generated with
Apx - 119
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
Exclusive Pedestrian Phase
1.001.001.001.001.001.00I, Upstream Filtering Factor
0.00.00.00.00.00.0Detector Length [ft]
0.00.00.00.00.00.0Detector Location [ft]
NoNoNoPedestrian Recall
NoNoNoMaximum Recall
NoNoNoMinimum Recall
0.02.02.00.00.02.0l2, Clearance Lost Time [s]
0.02.02.00.00.02.0l1, Start-Up Lost Time [s]
NoNoNoRest In Walk
010100010Pedestrian Clearance [s]
055005Walk [s]
0.03.03.00.00.03.0Vehicle Extension [s]
029230048Split [s]
0.01.01.00.00.01.0All red [s]
0.03.03.00.00.03.0Amber [s]
030300030Maximum Green [s]
077007Minimum Green [s]
-----LeadLead / Lag
Auxiliary Signal Groups
048001Signal group
SplitSplitSplitSplitPermissivePermissiveControl Type
Phasing & Timing
8.00Lost time [s]
SingleBandPermissive Mode
LeadGreenOffset Reference
0.0Offset [s]
Fully actuatedActuation Type
Time of Day Pattern IsolatedCoordination Type
100Cycle Length [s]
-Signal Coordination Group
NoLocated in CBD
Intersection Settings
11/12/20203
Scenario 1: 1 Existing PM Peak HourVersion 6.00-03
Generated with
Apx - 120
275.78219.36282.9195th-Percentile Queue Length [ft/ln]
11.038.7711.3295th-Percentile Queue Length [veh/ln]
169.14126.96174.5750th-Percentile Queue Length [ft/ln]
6.775.086.9850th-Percentile Queue Length [veh/ln]
YesYesYesCritical Lane Group
CCDLane Group LOS
29.2826.4547.33d, Delay for Lane Group [s/veh]
0.540.410.87X, volume / capacity
Lane Group Results
1.001.001.00PF, progression factor
1.001.001.00Rp, platoon ratio
0.000.000.00d3, Initial Queue Delay [s]
3.361.917.23d2, Incremental Delay [s]
1.001.001.00I, Upstream Filtering Factor
0.500.500.11k, delay calibration
25.9224.5540.10d1, Uniform Delay [s]
616653311c, Capacity [veh/h]
174918541767s, saturation flow rate [veh/h]
0.190.140.15(v / s)_i Volume / Saturation Flow Rate
0.350.350.17g / C, Green / Cycle
353518g_i, Effective Green Time [s]
2.002.002.00l2, Clearance Lost Time [s]
0.000.000.00l1_p, Permitted Start-Up Lost Time [s]
4.004.004.00L, Total Lost Time per Cycle [s]
100100100C, Cycle Length [s]
CCCLane Group
Lane Group Calculations
11/12/20204
Scenario 1: 1 Existing PM Peak HourVersion 6.00-03
Generated with
Apx - 121
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh]47.33 47.33 26.45 26.45 29.28 29.28
Movement LOS D D C C C C
d_A, Approach Delay [s/veh]47.33 26.45 29.28
Approach LOS D C C
d_I, Intersection Delay [s/veh]33.99
Intersection LOS C
Intersection V/C 0.529
Other Modes
g_Walk,mi, Effective Walk Time [s]0.0 9.0 9.0
M_corner, Corner Circulation Area [ft²/ped]0.00 0.00 0.00
M_CW, Crosswalk Circulation Area [ft²/ped]0.00 0.00 0.00
d_p, Pedestrian Delay [s]0.00 41.41 41.41
I_p,int, Pedestrian LOS Score for Intersection 0.000 1.959 2.208
Crosswalk LOS F A B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000
c_b, Capacity of the bicycle lane [bicycles/h]0 0 0
d_b, Bicycle Delay [s]50.00 50.00 50.00
I_b,int, Bicycle LOS Score for Intersection 4.576 4.575 4.680
Bicycle LOS E E E
----------------Ring 4
----------------Ring 3
----------------Ring 2
-------------841Ring 1
Sequence
11/12/20205
Scenario 1: 1 Existing PM Peak HourVersion 6.00-03
Generated with
Apx - 122
Intersection Analysis Summary
11/12/2020Report File: C:\...\AMEP.pdf
Scenario 2 Existing Plus Projct AM Peak HourVistro File: C:\...\AME.vistro
V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. For
all other control types, they are taken for the whole intersection.
C34.60.556SB LeftHCM 6th
EditionSignalizedI-10 EB Ramps (NS) at
Hellman Ave (EW)1
LOSDelay (s/veh)V/CWorst MvmtMethodControl TypeIntersection NameID
11/12/20201
Scenario 2: 2 Existing Plus Projct AM Peak HourVersion 6.00-03
Generated with
Apx - 123
0.556Volume to Capacity (v/c):
CLevel Of Service:
34.6Delay (sec / veh):
15 minutesAnalysis Period:
HCM 6th EditionAnalysis Method:
SignalizedControl Type:
Intersection 1: I-10 EB Ramps (NS) at Hellman Ave (EW)
Intersection Level Of Service Report
YesYesNoCrosswalk
NoNoNoCurb Present
0.000.000.00Grade [%]
30.0030.0030.00Speed [mph]
100.00100.00100.00100.00100.00100.00Pocket Length [ft]
000000No. of Lanes in Pocket
12.0012.0012.0012.0012.0012.00Lane Width [ft]
RightThruThruLeftRightLeftTurning Movement
Lane Configuration
WestboundEastboundSouthboundApproach
Name
Intersection Setup
000Bicycle Volume [bicycles/h]
000v_ab, Corner Pedestrian Volume [ped/h]
000v_ci, Inbound Pedestrian Volume crossing mi
000v_co, Outbound Pedestrian Volume crossing
000v_di, Inbound Pedestrian Volume crossing m
000v_do, Outbound Pedestrian Volume crossing
000000Local Bus Stopping Rate [/h]
000000On-Street Parking Maneuver Rate [/h]
NoNoNoNoNoNoPresence of On-Street Parking
19516215811513258Total Analysis Volume [veh/h]
49414029365Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.0000Other Adjustment Factor
1.00001.00001.00001.00001.00001.0000Peak Hour Factor
19516215811513258Total Hourly Volume [veh/h]
000000Right-Turn on Red Volume [veh/h]
000000Other Volume [veh/h]
000000Existing Site Adjustment Volume [veh/h]
000000Pass-by Trips [veh/h]
000000Diverted Trips [veh/h]
534005Site-Generated Trips [veh/h]
000000In-Process Volume [veh/h]
1.001.001.001.001.001.00Growth Factor
2.002.002.002.002.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
19015915411513253Base Volume Input [veh/h]
Name
Volumes
11/12/20202
Scenario 2: 2 Existing Plus Projct AM Peak HourVersion 6.00-03
Generated with
Apx - 124
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
Exclusive Pedestrian Phase
1.001.001.001.001.001.00I, Upstream Filtering Factor
0.00.00.00.00.00.0Detector Length [ft]
0.00.00.00.00.00.0Detector Location [ft]
NoNoNoPedestrian Recall
NoNoNoMaximum Recall
NoNoNoMinimum Recall
0.02.02.00.00.02.0l2, Clearance Lost Time [s]
0.02.02.00.00.02.0l1, Start-Up Lost Time [s]
NoNoNoRest In Walk
010100010Pedestrian Clearance [s]
055005Walk [s]
0.03.03.00.00.03.0Vehicle Extension [s]
030220048Split [s]
0.01.01.00.00.01.0All red [s]
0.03.03.00.00.03.0Amber [s]
030300030Maximum Green [s]
077007Minimum Green [s]
-----LeadLead / Lag
Auxiliary Signal Groups
048001Signal group
SplitSplitSplitSplitPermissivePermissiveControl Type
Phasing & Timing
8.00Lost time [s]
SingleBandPermissive Mode
LeadGreenOffset Reference
0.0Offset [s]
Fully actuatedActuation Type
Time of Day Pattern IsolatedCoordination Type
100Cycle Length [s]
-Signal Coordination Group
NoLocated in CBD
Intersection Settings
11/12/20203
Scenario 2: 2 Existing Plus Projct AM Peak HourVersion 6.00-03
Generated with
Apx - 125
301.21224.01284.5395th-Percentile Queue Length [ft/ln]
12.058.9611.3895th-Percentile Queue Length [veh/ln]
188.60130.38175.8050th-Percentile Queue Length [ft/ln]
7.545.227.0350th-Percentile Queue Length [veh/ln]
YesYesYesCritical Lane Group
CCDLane Group LOS
30.9026.7547.28d, Delay for Lane Group [s/veh]
0.600.420.87X, volume / capacity
Lane Group Results
1.001.001.00PF, progression factor
1.001.001.00Rp, platoon ratio
0.000.000.00d3, Initial Queue Delay [s]
4.312.047.23d2, Incremental Delay [s]
1.001.001.00I, Upstream Filtering Factor
0.500.500.11k, delay calibration
26.5924.7140.05d1, Uniform Delay [s]
600644313c, Capacity [veh/h]
170618311771s, saturation flow rate [veh/h]
0.210.150.15(v / s)_i Volume / Saturation Flow Rate
0.350.350.18g / C, Green / Cycle
353518g_i, Effective Green Time [s]
2.002.002.00l2, Clearance Lost Time [s]
0.000.000.00l1_p, Permitted Start-Up Lost Time [s]
4.004.004.00L, Total Lost Time per Cycle [s]
100100100C, Cycle Length [s]
CCCLane Group
Lane Group Calculations
11/12/20204
Scenario 2: 2 Existing Plus Projct AM Peak HourVersion 6.00-03
Generated with
Apx - 126
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh]47.28 47.28 26.75 26.75 30.90 30.90
Movement LOS D D C C C C
d_A, Approach Delay [s/veh]47.28 26.75 30.90
Approach LOS D C C
d_I, Intersection Delay [s/veh]34.57
Intersection LOS C
Intersection V/C 0.556
Other Modes
g_Walk,mi, Effective Walk Time [s]0.0 9.0 9.0
M_corner, Corner Circulation Area [ft²/ped]0.00 0.00 0.00
M_CW, Crosswalk Circulation Area [ft²/ped]0.00 0.00 0.00
d_p, Pedestrian Delay [s]0.00 41.41 41.41
I_p,int, Pedestrian LOS Score for Intersection 0.000 1.940 2.198
Crosswalk LOS F A B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000
c_b, Capacity of the bicycle lane [bicycles/h]0 0 0
d_b, Bicycle Delay [s]50.00 50.00 50.00
I_b,int, Bicycle LOS Score for Intersection 4.580 4.583 4.721
Bicycle LOS E E E
----------------Ring 4
----------------Ring 3
----------------Ring 2
-------------841Ring 1
Sequence
11/12/20205
Scenario 2: 2 Existing Plus Projct AM Peak HourVersion 6.00-03
Generated with
Apx - 127
Intersection Analysis Summary
11/12/2020Report File: C:\...\PMEP.pdf
Scenario 2 Existing Plus Project PM Peak HourVistro File: C:\...\PME.vistro
V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. For
all other control types, they are taken for the whole intersection.
C34.10.535SB LeftHCM 6th
EditionSignalizedI-10 EB Ramps (NS) at
Hellman Ave (EW)1
LOSDelay (s/veh)V/CWorst MvmtMethodControl TypeIntersection NameID
11/12/20201
Scenario 2: 2 Existing Plus Project PM Peak HourVersion 6.00-03
Generated with
Apx - 128
0.535Volume to Capacity (v/c):
CLevel Of Service:
34.1Delay (sec / veh):
15 minutesAnalysis Period:
HCM 6th EditionAnalysis Method:
SignalizedControl Type:
Intersection 1: I-10 EB Ramps (NS) at Hellman Ave (EW)
Intersection Level Of Service Report
YesYesNoCrosswalk
NoNoNoCurb Present
0.000.000.00Grade [%]
30.0030.0030.00Speed [mph]
100.00100.00100.00100.00100.00100.00Pocket Length [ft]
000000No. of Lanes in Pocket
12.0012.0012.0012.0012.0012.00Lane Width [ft]
RightThruThruLeftRightLeftTurning Movement
Lane Configuration
WestboundEastboundSouthboundApproach
Name
Intersection Setup
000Bicycle Volume [bicycles/h]
000v_ab, Corner Pedestrian Volume [ped/h]
000v_ci, Inbound Pedestrian Volume crossing mi
000v_co, Outbound Pedestrian Volume crossing
000v_di, Inbound Pedestrian Volume crossing m
000v_do, Outbound Pedestrian Volume crossing
000000Local Bus Stopping Rate [/h]
000000On-Street Parking Maneuver Rate [/h]
NoNoNoNoNoNoPresence of On-Street Parking
1342042224717255Total Analysis Volume [veh/h]
34515612464Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.0000Other Adjustment Factor
1.00001.00001.00001.00001.00001.0000Peak Hour Factor
1342042224717255Total Hourly Volume [veh/h]
000000Right-Turn on Red Volume [veh/h]
000000Other Volume [veh/h]
000000Existing Site Adjustment Volume [veh/h]
000000Pass-by Trips [veh/h]
000000Diverted Trips [veh/h]
421003Site-Generated Trips [veh/h]
000000In-Process Volume [veh/h]
1.001.001.001.001.001.00Growth Factor
2.002.002.002.002.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
1302022214717252Base Volume Input [veh/h]
Name
Volumes
11/12/20202
Scenario 2: 2 Existing Plus Project PM Peak HourVersion 6.00-03
Generated with
Apx - 129
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
Exclusive Pedestrian Phase
1.001.001.001.001.001.00I, Upstream Filtering Factor
0.00.00.00.00.00.0Detector Length [ft]
0.00.00.00.00.00.0Detector Location [ft]
NoNoNoPedestrian Recall
NoNoNoMaximum Recall
NoNoNoMinimum Recall
0.02.02.00.00.02.0l2, Clearance Lost Time [s]
0.02.02.00.00.02.0l1, Start-Up Lost Time [s]
NoNoNoRest In Walk
010100010Pedestrian Clearance [s]
055005Walk [s]
0.03.03.00.00.03.0Vehicle Extension [s]
029230048Split [s]
0.01.01.00.00.01.0All red [s]
0.03.03.00.00.03.0Amber [s]
030300030Maximum Green [s]
077007Minimum Green [s]
-----LeadLead / Lag
Auxiliary Signal Groups
048001Signal group
SplitSplitSplitSplitPermissivePermissiveControl Type
Phasing & Timing
8.00Lost time [s]
SingleBandPermissive Mode
LeadGreenOffset Reference
0.0Offset [s]
Fully actuatedActuation Type
Time of Day Pattern IsolatedCoordination Type
100Cycle Length [s]
-Signal Coordination Group
NoLocated in CBD
Intersection Settings
11/12/20203
Scenario 2: 2 Existing Plus Project PM Peak HourVersion 6.00-03
Generated with
Apx - 130
281.57220.44285.3795th-Percentile Queue Length [ft/ln]
11.268.8211.4195th-Percentile Queue Length [veh/ln]
173.55127.75176.4450th-Percentile Queue Length [ft/ln]
6.945.117.0650th-Percentile Queue Length [veh/ln]
YesYesYesCritical Lane Group
CCDLane Group LOS
29.6326.5547.25d, Delay for Lane Group [s/veh]
0.550.410.87X, volume / capacity
Lane Group Results
1.001.001.00PF, progression factor
1.001.001.00Rp, platoon ratio
0.000.000.00d3, Initial Queue Delay [s]
3.531.937.24d2, Incremental Delay [s]
1.001.001.00I, Upstream Filtering Factor
0.500.500.11k, delay calibration
26.1024.6240.01d1, Uniform Delay [s]
614651314c, Capacity [veh/h]
174818541768s, saturation flow rate [veh/h]
0.190.150.15(v / s)_i Volume / Saturation Flow Rate
0.350.350.18g / C, Green / Cycle
353518g_i, Effective Green Time [s]
2.002.002.00l2, Clearance Lost Time [s]
0.000.000.00l1_p, Permitted Start-Up Lost Time [s]
4.004.004.00L, Total Lost Time per Cycle [s]
100100100C, Cycle Length [s]
CCCLane Group
Lane Group Calculations
11/12/20204
Scenario 2: 2 Existing Plus Project PM Peak HourVersion 6.00-03
Generated with
Apx - 131
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh]47.25 47.25 26.55 26.55 29.63 29.63
Movement LOS D D C C C C
d_A, Approach Delay [s/veh]47.25 26.55 29.63
Approach LOS D C C
d_I, Intersection Delay [s/veh]34.14
Intersection LOS C
Intersection V/C 0.535
Other Modes
g_Walk,mi, Effective Walk Time [s]0.0 9.0 9.0
M_corner, Corner Circulation Area [ft²/ped]0.00 0.00 0.00
M_CW, Crosswalk Circulation Area [ft²/ped]0.00 0.00 0.00
d_p, Pedestrian Delay [s]0.00 41.41 41.41
I_p,int, Pedestrian LOS Score for Intersection 0.000 1.960 2.212
Crosswalk LOS F A B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000
c_b, Capacity of the bicycle lane [bicycles/h]0 0 0
d_b, Bicycle Delay [s]50.00 50.00 50.00
I_b,int, Bicycle LOS Score for Intersection 4.581 4.576 4.690
Bicycle LOS E E E
----------------Ring 4
----------------Ring 3
----------------Ring 2
-------------841Ring 1
Sequence
11/12/20205
Scenario 2: 2 Existing Plus Project PM Peak HourVersion 6.00-03
Generated with
Apx - 132
Intersection Analysis Summary
11/12/2020Report File: C:\...\AMOYWO.pdf
Scenario 3 Opening Year (2022) Without Project AM Peak
HourVistro File: C:\...\AME.vistro
V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. For
all other control types, they are taken for the whole intersection.
C34.70.577SB LeftHCM 6th
EditionSignalizedI-10 EB Ramps (NS) at
Hellman Ave (EW)1
LOSDelay (s/veh)V/CWorst MvmtMethodControl TypeIntersection NameID
11/12/20201
Scenario 3: 3 Opening Year (2022) Without Project AM Peak HourVersion 6.00-03
Generated with
Apx - 133
0.577Volume to Capacity (v/c):
CLevel Of Service:
34.7Delay (sec / veh):
15 minutesAnalysis Period:
HCM 6th EditionAnalysis Method:
SignalizedControl Type:
Intersection 1: I-10 EB Ramps (NS) at Hellman Ave (EW)
Intersection Level Of Service Report
YesYesNoCrosswalk
NoNoNoCurb Present
0.000.000.00Grade [%]
30.0030.0030.00Speed [mph]
100.00100.00100.00100.00100.00100.00Pocket Length [ft]
000000No. of Lanes in Pocket
12.0012.0012.0012.0012.0012.00Lane Width [ft]
RightThruThruLeftRightLeftTurning Movement
Lane Configuration
WestboundEastboundSouthboundApproach
Name
Intersection Setup
000Bicycle Volume [bicycles/h]
000v_ab, Corner Pedestrian Volume [ped/h]
000v_ci, Inbound Pedestrian Volume crossing mi
000v_co, Outbound Pedestrian Volume crossing
000v_di, Inbound Pedestrian Volume crossing m
000v_do, Outbound Pedestrian Volume crossing
000000Local Bus Stopping Rate [/h]
000000On-Street Parking Maneuver Rate [/h]
NoNoNoNoNoNoPresence of On-Street Parking
19417216413513258Total Analysis Volume [veh/h]
49434134365Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.0000Other Adjustment Factor
1.00001.00001.00001.00001.00001.0000Peak Hour Factor
19417216413513258Total Hourly Volume [veh/h]
000000Right-Turn on Red Volume [veh/h]
000000Other Volume [veh/h]
000000Existing Site Adjustment Volume [veh/h]
000000Pass-by Trips [veh/h]
000000Diverted Trips [veh/h]
01071800Site-Generated Trips [veh/h]
000000In-Process Volume [veh/h]
1.021.021.021.021.021.02Growth Factor
2.002.002.002.002.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
19015915411513253Base Volume Input [veh/h]
Name
Volumes
11/12/20202
Scenario 3: 3 Opening Year (2022) Without Project AM Peak HourVersion 6.00-03
Generated with
Apx - 134
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
Exclusive Pedestrian Phase
1.001.001.001.001.001.00I, Upstream Filtering Factor
0.00.00.00.00.00.0Detector Length [ft]
0.00.00.00.00.00.0Detector Location [ft]
NoNoNoPedestrian Recall
NoNoNoMaximum Recall
NoNoNoMinimum Recall
0.02.02.00.00.02.0l2, Clearance Lost Time [s]
0.02.02.00.00.02.0l1, Start-Up Lost Time [s]
NoNoNoRest In Walk
010100010Pedestrian Clearance [s]
055005Walk [s]
0.03.03.00.00.03.0Vehicle Extension [s]
029230048Split [s]
0.01.01.00.00.01.0All red [s]
0.03.03.00.00.03.0Amber [s]
030300030Maximum Green [s]
077007Minimum Green [s]
-----LeadLead / Lag
Auxiliary Signal Groups
048001Signal group
SplitSplitSplitSplitPermissivePermissiveControl Type
Phasing & Timing
8.00Lost time [s]
SingleBandPermissive Mode
LeadGreenOffset Reference
0.0Offset [s]
Fully actuatedActuation Type
Time of Day Pattern IsolatedCoordination Type
100Cycle Length [s]
-Signal Coordination Group
NoLocated in CBD
Intersection Settings
11/12/20203
Scenario 3: 3 Opening Year (2022) Without Project AM Peak HourVersion 6.00-03
Generated with
Apx - 135
309.43244.88284.5395th-Percentile Queue Length [ft/ln]
12.389.8011.3895th-Percentile Queue Length [veh/ln]
194.94145.85175.8050th-Percentile Queue Length [ft/ln]
7.805.837.0350th-Percentile Queue Length [veh/ln]
YesYesYesCritical Lane Group
CCDLane Group LOS
31.2827.5447.28d, Delay for Lane Group [s/veh]
0.610.460.87X, volume / capacity
Lane Group Results
1.001.001.00PF, progression factor
1.001.001.00Rp, platoon ratio
0.000.000.00d3, Initial Queue Delay [s]
4.532.417.23d2, Incremental Delay [s]
1.001.001.00I, Upstream Filtering Factor
0.500.500.11k, delay calibration
26.7525.1340.05d1, Uniform Delay [s]
602643313c, Capacity [veh/h]
171018291771s, saturation flow rate [veh/h]
0.210.160.15(v / s)_i Volume / Saturation Flow Rate
0.350.350.18g / C, Green / Cycle
353518g_i, Effective Green Time [s]
2.002.002.00l2, Clearance Lost Time [s]
0.000.000.00l1_p, Permitted Start-Up Lost Time [s]
4.004.004.00L, Total Lost Time per Cycle [s]
100100100C, Cycle Length [s]
CCCLane Group
Lane Group Calculations
11/12/20204
Scenario 3: 3 Opening Year (2022) Without Project AM Peak HourVersion 6.00-03
Generated with
Apx - 136
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh]47.28 47.28 27.54 27.54 31.28 31.28
Movement LOS D D C C C C
d_A, Approach Delay [s/veh]47.28 27.54 31.28
Approach LOS D C C
d_I, Intersection Delay [s/veh]34.72
Intersection LOS C
Intersection V/C 0.577
Other Modes
g_Walk,mi, Effective Walk Time [s]0.0 9.0 9.0
M_corner, Corner Circulation Area [ft²/ped]0.00 0.00 0.00
M_CW, Crosswalk Circulation Area [ft²/ped]0.00 0.00 0.00
d_p, Pedestrian Delay [s]0.00 41.41 41.41
I_p,int, Pedestrian LOS Score for Intersection 0.000 1.957 2.203
Crosswalk LOS F A B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000
c_b, Capacity of the bicycle lane [bicycles/h]0 0 0
d_b, Bicycle Delay [s]50.00 50.00 50.00
I_b,int, Bicycle LOS Score for Intersection 4.580 4.626 4.736
Bicycle LOS E E E
----------------Ring 4
----------------Ring 3
----------------Ring 2
-------------841Ring 1
Sequence
11/12/20205
Scenario 3: 3 Opening Year (2022) Without Project AM Peak HourVersion 6.00-03
Generated with
Apx - 137
Intersection Analysis Summary
11/12/2020Report File: C:\...\PMOYWO.pdf
Scenario 3 Opening Year (2022) Without Project PM Peak
HourVistro File: C:\...\PME.vistro
V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. For
all other control types, they are taken for the whole intersection.
C34.50.572SB LeftHCM 6th
EditionSignalizedI-10 EB Ramps (NS) at
Hellman Ave (EW)1
LOSDelay (s/veh)V/CWorst MvmtMethodControl TypeIntersection NameID
11/12/20201
Scenario 3: 3 Opening Year (2022) Without Project PM Peak HourVersion 6.00-03
Generated with
Apx - 138
0.572Volume to Capacity (v/c):
CLevel Of Service:
34.5Delay (sec / veh):
15 minutesAnalysis Period:
HCM 6th EditionAnalysis Method:
SignalizedControl Type:
Intersection 1: I-10 EB Ramps (NS) at Hellman Ave (EW)
Intersection Level Of Service Report
YesYesNoCrosswalk
NoNoNoCurb Present
0.000.000.00Grade [%]
30.0030.0030.00Speed [mph]
100.00100.00100.00100.00100.00100.00Pocket Length [ft]
000000No. of Lanes in Pocket
12.0012.0012.0012.0012.0012.00Lane Width [ft]
RightThruThruLeftRightLeftTurning Movement
Lane Configuration
WestboundEastboundSouthboundApproach
Name
Intersection Setup
000Bicycle Volume [bicycles/h]
000v_ab, Corner Pedestrian Volume [ped/h]
000v_ci, Inbound Pedestrian Volume crossing mi
000v_co, Outbound Pedestrian Volume crossing
000v_di, Inbound Pedestrian Volume crossing m
000v_do, Outbound Pedestrian Volume crossing
000000Local Bus Stopping Rate [/h]
000000On-Street Parking Maneuver Rate [/h]
NoNoNoNoNoNoPresence of On-Street Parking
1332262347417257Total Analysis Volume [veh/h]
33575919464Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.0000Other Adjustment Factor
1.00001.00001.00001.00001.00001.0000Peak Hour Factor
1332262347417257Total Hourly Volume [veh/h]
000000Right-Turn on Red Volume [veh/h]
000000Other Volume [veh/h]
000000Existing Site Adjustment Volume [veh/h]
000000Pass-by Trips [veh/h]
000000Diverted Trips [veh/h]
02092600Site-Generated Trips [veh/h]
000000In-Process Volume [veh/h]
1.021.021.021.021.021.02Growth Factor
2.002.002.002.002.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
1302022214717252Base Volume Input [veh/h]
Name
Volumes
11/12/20202
Scenario 3: 3 Opening Year (2022) Without Project PM Peak HourVersion 6.00-03
Generated with
Apx - 139
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
Exclusive Pedestrian Phase
1.001.001.001.001.001.00I, Upstream Filtering Factor
0.00.00.00.00.00.0Detector Length [ft]
0.00.00.00.00.00.0Detector Location [ft]
NoNoNoPedestrian Recall
NoNoNoMaximum Recall
NoNoNoMinimum Recall
0.02.02.00.00.02.0l2, Clearance Lost Time [s]
0.02.02.00.00.02.0l1, Start-Up Lost Time [s]
NoNoNoRest In Walk
010100010Pedestrian Clearance [s]
055005Walk [s]
0.03.03.00.00.03.0Vehicle Extension [s]
028240048Split [s]
0.01.01.00.00.01.0All red [s]
0.03.03.00.00.03.0Amber [s]
030300030Maximum Green [s]
077007Minimum Green [s]
-----LeadLead / Lag
Auxiliary Signal Groups
048001Signal group
SplitSplitSplitSplitPermissivePermissiveControl Type
Phasing & Timing
8.00Lost time [s]
SingleBandPermissive Mode
LeadGreenOffset Reference
0.0Offset [s]
Fully actuatedActuation Type
Time of Day Pattern IsolatedCoordination Type
100Cycle Length [s]
-Signal Coordination Group
NoLocated in CBD
Intersection Settings
11/12/20203
Scenario 3: 3 Opening Year (2022) Without Project PM Peak HourVersion 6.00-03
Generated with
Apx - 140
300.43251.96287.0095th-Percentile Queue Length [ft/ln]
12.0210.0811.4895th-Percentile Queue Length [veh/ln]
188.00151.15177.7050th-Percentile Queue Length [ft/ln]
7.526.057.1150th-Percentile Queue Length [veh/ln]
YesYesYesCritical Lane Group
CCDLane Group LOS
30.5127.7947.20d, Delay for Lane Group [s/veh]
0.580.480.87X, volume / capacity
Lane Group Results
1.001.001.00PF, progression factor
1.001.001.00Rp, platoon ratio
0.000.000.00d3, Initial Queue Delay [s]
4.002.497.24d2, Incremental Delay [s]
1.001.001.00I, Upstream Filtering Factor
0.500.500.11k, delay calibration
26.5125.3139.96d1, Uniform Delay [s]
616648316c, Capacity [veh/h]
175518481768s, saturation flow rate [veh/h]
0.200.170.16(v / s)_i Volume / Saturation Flow Rate
0.350.350.18g / C, Green / Cycle
353518g_i, Effective Green Time [s]
2.002.002.00l2, Clearance Lost Time [s]
0.000.000.00l1_p, Permitted Start-Up Lost Time [s]
4.004.004.00L, Total Lost Time per Cycle [s]
100100100C, Cycle Length [s]
CCCLane Group
Lane Group Calculations
11/12/20204
Scenario 3: 3 Opening Year (2022) Without Project PM Peak HourVersion 6.00-03
Generated with
Apx - 141
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh]47.20 47.20 27.79 27.79 30.51 30.51
Movement LOS D D C C C C
d_A, Approach Delay [s/veh]47.20 27.79 30.51
Approach LOS D C C
d_I, Intersection Delay [s/veh]34.48
Intersection LOS C
Intersection V/C 0.572
Other Modes
g_Walk,mi, Effective Walk Time [s]0.0 9.0 9.0
M_corner, Corner Circulation Area [ft²/ped]0.00 0.00 0.00
M_CW, Crosswalk Circulation Area [ft²/ped]0.00 0.00 0.00
d_p, Pedestrian Delay [s]0.00 41.41 41.41
I_p,int, Pedestrian LOS Score for Intersection 0.000 1.990 2.223
Crosswalk LOS F A B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000
c_b, Capacity of the bicycle lane [bicycles/h]0 0 0
d_b, Bicycle Delay [s]50.00 50.00 50.00
I_b,int, Bicycle LOS Score for Intersection 4.585 4.641 4.725
Bicycle LOS E E E
----------------Ring 4
----------------Ring 3
----------------Ring 2
-------------841Ring 1
Sequence
11/12/20205
Scenario 3: 3 Opening Year (2022) Without Project PM Peak HourVersion 6.00-03
Generated with
Apx - 142
Intersection Analysis Summary
11/12/2020Report File: C:\...\AMOYW.pdf
Scenario 4 Opening Year (2022) With Project AM Peak HourVistro File: C:\...\AME.vistro
V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. For
all other control types, they are taken for the whole intersection.
D35.00.587SB LeftHCM 6th
EditionSignalizedI-10 EB Ramps (NS) at
Hellman Ave (EW)1
LOSDelay (s/veh)V/CWorst MvmtMethodControl TypeIntersection NameID
11/12/20201
Scenario 4: 4 Opening Year (2022) With Project AM Peak HourVersion 6.00-03
Generated with
Apx - 143
0.587Volume to Capacity (v/c):
DLevel Of Service:
35.0Delay (sec / veh):
15 minutesAnalysis Period:
HCM 6th EditionAnalysis Method:
SignalizedControl Type:
Intersection 1: I-10 EB Ramps (NS) at Hellman Ave (EW)
Intersection Level Of Service Report
YesYesNoCrosswalk
NoNoNoCurb Present
0.000.000.00Grade [%]
30.0030.0030.00Speed [mph]
100.00100.00100.00100.00100.00100.00Pocket Length [ft]
000000No. of Lanes in Pocket
12.0012.0012.0012.0012.0012.00Lane Width [ft]
RightThruThruLeftRightLeftTurning Movement
Lane Configuration
WestboundEastboundSouthboundApproach
Name
Intersection Setup
000Bicycle Volume [bicycles/h]
000v_ab, Corner Pedestrian Volume [ped/h]
000v_ci, Inbound Pedestrian Volume crossing mi
000v_co, Outbound Pedestrian Volume crossing
000v_di, Inbound Pedestrian Volume crossing m
000v_do, Outbound Pedestrian Volume crossing
000000Local Bus Stopping Rate [/h]
000000On-Street Parking Maneuver Rate [/h]
NoNoNoNoNoNoPresence of On-Street Parking
19917516813513263Total Analysis Volume [veh/h]
50444234366Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.0000Other Adjustment Factor
1.00001.00001.00001.00001.00001.0000Peak Hour Factor
19917516813513263Total Hourly Volume [veh/h]
000000Right-Turn on Red Volume [veh/h]
000000Other Volume [veh/h]
000000Existing Site Adjustment Volume [veh/h]
000000Pass-by Trips [veh/h]
000000Diverted Trips [veh/h]
513111805Site-Generated Trips [veh/h]
000000In-Process Volume [veh/h]
1.021.021.021.021.021.02Growth Factor
2.002.002.002.002.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
19015915411513253Base Volume Input [veh/h]
Name
Volumes
11/12/20202
Scenario 4: 4 Opening Year (2022) With Project AM Peak HourVersion 6.00-03
Generated with
Apx - 144
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
Exclusive Pedestrian Phase
1.001.001.001.001.001.00I, Upstream Filtering Factor
0.00.00.00.00.00.0Detector Length [ft]
0.00.00.00.00.00.0Detector Location [ft]
NoNoNoPedestrian Recall
NoNoNoMaximum Recall
NoNoNoMinimum Recall
0.02.02.00.00.02.0l2, Clearance Lost Time [s]
0.02.02.00.00.02.0l1, Start-Up Lost Time [s]
NoNoNoRest In Walk
010100010Pedestrian Clearance [s]
055005Walk [s]
0.03.03.00.00.03.0Vehicle Extension [s]
029230048Split [s]
0.01.01.00.00.01.0All red [s]
0.03.03.00.00.03.0Amber [s]
030300030Maximum Green [s]
077007Minimum Green [s]
-----LeadLead / Lag
Auxiliary Signal Groups
048001Signal group
SplitSplitSplitSplitPermissivePermissiveControl Type
Phasing & Timing
8.00Lost time [s]
SingleBandPermissive Mode
LeadGreenOffset Reference
0.0Offset [s]
Fully actuatedActuation Type
Time of Day Pattern IsolatedCoordination Type
100Cycle Length [s]
-Signal Coordination Group
NoLocated in CBD
Intersection Settings
11/12/20203
Scenario 4: 4 Opening Year (2022) With Project AM Peak HourVersion 6.00-03
Generated with
Apx - 145
318.05248.70288.6295th-Percentile Queue Length [ft/ln]
12.729.9511.5495th-Percentile Queue Length [veh/ln]
201.62148.71178.9350th-Percentile Queue Length [ft/ln]
8.065.957.1650th-Percentile Queue Length [veh/ln]
YesYesYesCritical Lane Group
CCDLane Group LOS
31.8827.8047.15d, Delay for Lane Group [s/veh]
0.620.470.87X, volume / capacity
Lane Group Results
1.001.001.00PF, progression factor
1.001.001.00Rp, platoon ratio
0.000.000.00d3, Initial Queue Delay [s]
4.862.497.24d2, Incremental Delay [s]
1.001.001.00I, Upstream Filtering Factor
0.500.500.11k, delay calibration
27.0325.3139.92d1, Uniform Delay [s]
599641318c, Capacity [veh/h]
170918291771s, saturation flow rate [veh/h]
0.220.170.16(v / s)_i Volume / Saturation Flow Rate
0.350.350.18g / C, Green / Cycle
353518g_i, Effective Green Time [s]
2.002.002.00l2, Clearance Lost Time [s]
0.000.000.00l1_p, Permitted Start-Up Lost Time [s]
4.004.004.00L, Total Lost Time per Cycle [s]
100100100C, Cycle Length [s]
CCCLane Group
Lane Group Calculations
11/12/20204
Scenario 4: 4 Opening Year (2022) With Project AM Peak HourVersion 6.00-03
Generated with
Apx - 146
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh]47.15 47.15 27.80 27.80 31.88 31.88
Movement LOS D D C C C C
d_A, Approach Delay [s/veh]47.15 27.80 31.88
Approach LOS D C C
d_I, Intersection Delay [s/veh]35.01
Intersection LOS D
Intersection V/C 0.587
Other Modes
g_Walk,mi, Effective Walk Time [s]0.0 9.0 9.0
M_corner, Corner Circulation Area [ft²/ped]0.00 0.00 0.00
M_CW, Crosswalk Circulation Area [ft²/ped]0.00 0.00 0.00
d_p, Pedestrian Delay [s]0.00 41.41 41.41
I_p,int, Pedestrian LOS Score for Intersection 0.000 1.961 2.208
Crosswalk LOS F A B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000
c_b, Capacity of the bicycle lane [bicycles/h]0 0 0
d_b, Bicycle Delay [s]50.00 50.00 50.00
I_b,int, Bicycle LOS Score for Intersection 4.588 4.632 4.750
Bicycle LOS E E E
----------------Ring 4
----------------Ring 3
----------------Ring 2
-------------841Ring 1
Sequence
11/12/20205
Scenario 4: 4 Opening Year (2022) With Project AM Peak HourVersion 6.00-03
Generated with
Apx - 147
Intersection Analysis Summary
11/12/2020Report File: C:\...\PMOYW.pdf
Scenario 4 Opening Year (2022) With Project PM Peak HourVistro File: C:\...\PME.vistro
V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. For
all other control types, they are taken for the whole intersection.
C34.70.578SB LeftHCM 6th
EditionSignalizedI-10 EB Ramps (NS) at
Hellman Ave (EW)1
LOSDelay (s/veh)V/CWorst MvmtMethodControl TypeIntersection NameID
11/12/20201
Scenario 4: 4 Opening Year (2022) With Project PM Peak HourVersion 6.00-03
Generated with
Apx - 148
0.578Volume to Capacity (v/c):
CLevel Of Service:
34.7Delay (sec / veh):
15 minutesAnalysis Period:
HCM 6th EditionAnalysis Method:
SignalizedControl Type:
Intersection 1: I-10 EB Ramps (NS) at Hellman Ave (EW)
Intersection Level Of Service Report
YesYesNoCrosswalk
NoNoNoCurb Present
0.000.000.00Grade [%]
30.0030.0030.00Speed [mph]
100.00100.00100.00100.00100.00100.00Pocket Length [ft]
000000No. of Lanes in Pocket
12.0012.0012.0012.0012.0012.00Lane Width [ft]
RightThruThruLeftRightLeftTurning Movement
Lane Configuration
WestboundEastboundSouthboundApproach
Name
Intersection Setup
000Bicycle Volume [bicycles/h]
000v_ab, Corner Pedestrian Volume [ped/h]
000v_ci, Inbound Pedestrian Volume crossing mi
000v_co, Outbound Pedestrian Volume crossing
000v_di, Inbound Pedestrian Volume crossing m
000v_do, Outbound Pedestrian Volume crossing
000000Local Bus Stopping Rate [/h]
000000On-Street Parking Maneuver Rate [/h]
NoNoNoNoNoNoPresence of On-Street Parking
1372282357417260Total Analysis Volume [veh/h]
34575919465Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.0000Other Adjustment Factor
1.00001.00001.00001.00001.00001.0000Peak Hour Factor
1372282357417260Total Hourly Volume [veh/h]
000000Right-Turn on Red Volume [veh/h]
000000Other Volume [veh/h]
000000Existing Site Adjustment Volume [veh/h]
000000Pass-by Trips [veh/h]
000000Diverted Trips [veh/h]
422102603Site-Generated Trips [veh/h]
000000In-Process Volume [veh/h]
1.021.021.021.021.021.02Growth Factor
2.002.002.002.002.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
1302022214717252Base Volume Input [veh/h]
Name
Volumes
11/12/20202
Scenario 4: 4 Opening Year (2022) With Project PM Peak HourVersion 6.00-03
Generated with
Apx - 149
0Pedestrian Clearance [s]
0Pedestrian Walk [s]
0Pedestrian Signal Group
Exclusive Pedestrian Phase
1.001.001.001.001.001.00I, Upstream Filtering Factor
0.00.00.00.00.00.0Detector Length [ft]
0.00.00.00.00.00.0Detector Location [ft]
NoNoNoPedestrian Recall
NoNoNoMaximum Recall
NoNoNoMinimum Recall
0.02.02.00.00.02.0l2, Clearance Lost Time [s]
0.02.02.00.00.02.0l1, Start-Up Lost Time [s]
NoNoNoRest In Walk
010100010Pedestrian Clearance [s]
055005Walk [s]
0.03.03.00.00.03.0Vehicle Extension [s]
028240048Split [s]
0.01.01.00.00.01.0All red [s]
0.03.03.00.00.03.0Amber [s]
030300030Maximum Green [s]
077007Minimum Green [s]
-----LeadLead / Lag
Auxiliary Signal Groups
048001Signal group
SplitSplitSplitSplitPermissivePermissiveControl Type
Phasing & Timing
8.00Lost time [s]
SingleBandPermissive Mode
LeadGreenOffset Reference
0.0Offset [s]
Fully actuatedActuation Type
Time of Day Pattern IsolatedCoordination Type
100Cycle Length [s]
-Signal Coordination Group
NoLocated in CBD
Intersection Settings
11/12/20203
Scenario 4: 4 Opening Year (2022) With Project PM Peak HourVersion 6.00-03
Generated with
Apx - 150
306.56253.14289.4595th-Percentile Queue Length [ft/ln]
12.2610.1311.5895th-Percentile Queue Length [veh/ln]
192.73152.03179.5750th-Percentile Queue Length [ft/ln]
7.716.087.1850th-Percentile Queue Length [veh/ln]
YesYesYesCritical Lane Group
CCDLane Group LOS
30.9027.9147.12d, Delay for Lane Group [s/veh]
0.590.480.87X, volume / capacity
Lane Group Results
1.001.001.00PF, progression factor
1.001.001.00Rp, platoon ratio
0.000.000.00d3, Initial Queue Delay [s]
4.212.527.25d2, Incremental Delay [s]
1.001.001.00I, Upstream Filtering Factor
0.500.500.11k, delay calibration
26.7025.3939.87d1, Uniform Delay [s]
614647319c, Capacity [veh/h]
175418481768s, saturation flow rate [veh/h]
0.210.170.16(v / s)_i Volume / Saturation Flow Rate
0.350.350.18g / C, Green / Cycle
353518g_i, Effective Green Time [s]
2.002.002.00l2, Clearance Lost Time [s]
0.000.000.00l1_p, Permitted Start-Up Lost Time [s]
4.004.004.00L, Total Lost Time per Cycle [s]
100100100C, Cycle Length [s]
CCCLane Group
Lane Group Calculations
11/12/20204
Scenario 4: 4 Opening Year (2022) With Project PM Peak HourVersion 6.00-03
Generated with
Apx - 151
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh]47.12 47.12 27.91 27.91 30.90 30.90
Movement LOS D D C C C C
d_A, Approach Delay [s/veh]47.12 27.91 30.90
Approach LOS D C C
d_I, Intersection Delay [s/veh]34.65
Intersection LOS C
Intersection V/C 0.578
Other Modes
g_Walk,mi, Effective Walk Time [s]0.0 9.0 9.0
M_corner, Corner Circulation Area [ft²/ped]0.00 0.00 0.00
M_CW, Crosswalk Circulation Area [ft²/ped]0.00 0.00 0.00
d_p, Pedestrian Delay [s]0.00 41.41 41.41
I_p,int, Pedestrian LOS Score for Intersection 0.000 1.992 2.226
Crosswalk LOS F A B
s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000
c_b, Capacity of the bicycle lane [bicycles/h]0 0 0
d_b, Bicycle Delay [s]50.00 50.00 50.00
I_b,int, Bicycle LOS Score for Intersection 4.589 4.642 4.735
Bicycle LOS E E E
----------------Ring 4
----------------Ring 3
----------------Ring 2
-------------841Ring 1
Sequence
11/12/20205
Scenario 4: 4 Opening Year (2022) With Project PM Peak HourVersion 6.00-03
Generated with
Apx - 152
DRIVEWAY RESTRICTIONS
Apx - 153
Intersection Analysis Summary
11/12/2020Report File: C:\...\AMOYW.pdf
Scenario 4 Opening Year (2022) With Project AM Peak HourVistro File: C:\...\AME.vistro
V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. For
all other control types, they are taken for the whole intersection.
C-0.726WB ThruICU 1SignalizedWalnut Grove Ave (NS) at
Garvey Ave (EW)4
B12.90.133EB RightHCM 6th
EditionTwo-way stopWalnut Grove Ave (NS) at
Project Dwy (EW)3
C-0.718SB ThruICU 1SignalizedWalnut Grove Ave (NS) at
Hellman Ave (EW)2
B-0.641WB ThruICU 1SignalizedI-10 EB Ramps (NS) at
Hellman Ave (EW)1
LOSDelay (s/veh)V/CWorst MvmtMethodControl TypeIntersection NameID
11/12/20201
Scenario 4: 4 Opening Year (2022) With Project AM Peak HourVersion 6.00-03
Generated with
Apx - 154
0.641Volume to Capacity (v/c):
BLevel Of Service:
-Delay (sec / veh):
15 minutesAnalysis Period:
ICU 1Analysis Method:
SignalizedControl Type:
Intersection 1: I-10 EB Ramps (NS) at Hellman Ave (EW)
Intersection Level Of Service Report
YesYesNoCrosswalk
0.000.000.00Grade [%]
30.0030.0030.00Speed [mph]
100.00100.00100.00100.00100.00100.00Pocket Length [ft]
000000No. of Lanes in Pocket
12.0012.0012.0012.0012.0012.00Lane Width [ft]
RightThruThruLeftRightLeftTurning Movement
Lane Configuration
WestboundEastboundSouthboundApproach
Name
Intersection Setup
000Bicycle Volume [bicycles/h]
000Pedestrian Volume [ped/h]
19417219114013263Total Analysis Volume [veh/h]
49434835366Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.0000Other Adjustment Factor
1.00001.00001.00001.00001.00001.0000Peak Hour Factor
19417219114013263Total Hourly Volume [veh/h]
000000Other Volume [veh/h]
000000Existing Site Adjustment Volume [veh/h]
000000Pass-by Trips [veh/h]
000000Diverted Trips [veh/h]
010342305Site-Generated Trips [veh/h]
000000In-Process Volume [veh/h]
1.021.021.021.021.021.02Growth Factor
2.002.002.002.002.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
19015915411513253Base Volume Input [veh/h]
Name
Volumes
11/12/20202
Scenario 4: 4 Opening Year (2022) With Project AM Peak HourVersion 6.00-03
Generated with
Apx - 155
0.641Intersection V/C
BIntersection LOS
0.200.200.180.080.150.15V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
-----LeadLead / Lag
Auxiliary Signal Groups
048001Signal group
SplitSplitSplitSplitPermissivePermissiveControl Type
Phasing & Timing
10.00Lost time [s]
100Cycle Length [s]
Intersection Settings
11/12/20203
Scenario 4: 4 Opening Year (2022) With Project AM Peak HourVersion 6.00-03
Generated with
Apx - 156
0.718Volume to Capacity (v/c):
CLevel Of Service:
-Delay (sec / veh):
15 minutesAnalysis Period:
ICU 1Analysis Method:
SignalizedControl Type:
Intersection 2: Walnut Grove Ave (NS) at Hellman Ave (EW)
Intersection Level Of Service Report
YesYesNoYesCrosswalk
0.000.000.000.00Grade [%]
30.0030.0030.0030.00Speed [mph]
100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Pocket Length [ft]
000000000000No. of Lanes in Pocket
12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]
RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement
Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Name
Intersection Setup
0000Bicycle Volume [bicycles/h]
0000Pedestrian Volume [ped/h]
2748801356025812761713013482149Total Analysis Volume [veh/h]
692203415653215433312137Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Peak Hour Factor
2748801356025812761713013482149Total Hourly Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
0001802110270030Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]
1.021.021.021.021.021.021.021.021.021.021.021.02Growth Factor
2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
2698601155923211557812713470146Base Volume Input [veh/h]
Name
Volumes
11/12/20204
Scenario 4: 4 Opening Year (2022) With Project AM Peak HourVersion 6.00-03
Generated with
Apx - 157
0.718Intersection V/C
CIntersection LOS
0.150.050.000.080.180.140.210.210.070.140.140.08V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
--------Lead--LeadLead / Lag
Auxiliary Signal Groups
040080061025Signal group
SplitSplitSplitSplitSplitSplitPermissPermissProtectePermissPermissProtecteControl Type
Phasing & Timing
10.00Lost time [s]
100Cycle Length [s]
Intersection Settings
11/12/20205
Scenario 4: 4 Opening Year (2022) With Project AM Peak HourVersion 6.00-03
Generated with
Apx - 158
0.133Volume to Capacity (v/c):
BLevel Of Service:
12.9Delay (sec / veh):
15 minutesAnalysis Period:
HCM 6th EditionAnalysis Method:
Two-way stopControl Type:
Intersection 3: Walnut Grove Ave (NS) at Project Dwy (EW)
Intersection Level Of Service Report
YesYesYesCrosswalk
0.000.000.00Grade [%]
30.0030.0030.00Speed [mph]
100.00100.00100.00100.00100.00100.00Pocket Length [ft]
000000No. of Lanes in Pocket
12.0012.0012.0012.0012.0012.00Lane Width [ft]
RightLeftRightThruThruLeftTurning Movement
Lane Configuration
EastboundSouthboundNorthboundApproach
Name
Intersection Setup
000Pedestrian Volume [ped/h]
700758966090Total Analysis Volume [veh/h]
180192241520Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.0000Other Adjustment Factor
1.00001.00001.00001.00001.00001.0000Peak Hour Factor
700758966090Total Hourly Volume [veh/h]
000000Other Volume [veh/h]
000000Existing Site Adjustment Volume [veh/h]
000000Pass-by Trips [veh/h]
000000Diverted Trips [veh/h]
700751130Site-Generated Trips [veh/h]
000000In-Process Volume [veh/h]
1.021.021.021.021.021.02Growth Factor
2.002.002.002.002.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
0008685940Base Volume Input [veh/h]
Name
Volumes
11/12/20206
Scenario 4: 4 Opening Year (2022) With Project AM Peak HourVersion 6.00-03
Generated with
Apx - 159
BIntersection LOS
0.55d_I, Intersection Delay [s/veh]
BAAApproach LOS
12.860.000.00d_A, Approach Delay [s/veh]
11.380.000.000.000.000.0095th-Percentile Queue Length [ft/ln]
0.460.000.000.000.000.0095th-Percentile Queue Length [veh/ln]
BAAAMovement LOS
12.860.000.000.000.000.00d_M, Delay for Movement [s/veh]
0.130.000.000.010.010.00V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
000Number of Storage Spaces in Median
NoTwo-Stage Gap Acceptance
000Storage Area [veh]
Flared Lane
StopFreeFreePriority Scheme
Intersection Settings
11/12/20207
Scenario 4: 4 Opening Year (2022) With Project AM Peak HourVersion 6.00-03
Generated with
Apx - 160
0.726Volume to Capacity (v/c):
CLevel Of Service:
-Delay (sec / veh):
15 minutesAnalysis Period:
ICU 1Analysis Method:
SignalizedControl Type:
Intersection 4: Walnut Grove Ave (NS) at Garvey Ave (EW)
Intersection Level Of Service Report
YesYesYesYesCrosswalk
0.000.000.000.00Grade [%]
30.0030.0030.0030.00Speed [mph]
100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Pocket Length [ft]
000000000000No. of Lanes in Pocket
12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]
RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement
Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Name
Intersection Setup
0000Bicycle Volume [bicycles/h]
0000Pedestrian Volume [ped/h]
13785610477852115249451267141357126Total Analysis Volume [veh/h]
342142619213296211367358932Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Peak Hour Factor
13785610477852115249451267141357126Total Hourly Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
032071804916160322Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]
1.021.021.021.021.021.021.021.021.021.021.021.02Growth Factor
2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
13480810269818113196426246138347102Base Volume Input [veh/h]
Name
Volumes
11/12/20208
Scenario 4: 4 Opening Year (2022) With Project AM Peak HourVersion 6.00-03
Generated with
Apx - 161
0.726Intersection V/C
CIntersection LOS
0.280.280.060.260.260.060.190.190.150.140.140.07V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
--Lead--Lead--Lead--LeadLead / Lag
Auxiliary Signal Groups
047083061025Signal group
PermissPermissProtectePermissPermissProtectePermissPermissProtectePermissPermissProtecteControl Type
Phasing & Timing
10.00Lost time [s]
100Cycle Length [s]
Intersection Settings
11/12/20209
Scenario 4: 4 Opening Year (2022) With Project AM Peak HourVersion 6.00-03
Generated with
Apx - 162
Intersection Analysis Summary
11/12/2020Report File: C:\...\PMOYW.pdf
Scenario 4 Opening Year (2022) With Project PM Peak HourVistro File: C:\...\PME.vistro
V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. For
all other control types, they are taken for the whole intersection.
C-0.793WB RightICU 1SignalizedWalnut Grove Ave (NS) at
Garvey Ave (EW)4
B11.60.057EB RightHCM 6th
EditionTwo-way stopWalnut Grove Ave (NS) at
Project Dwy (EW)3
C-0.761SB RightICU 1SignalizedWalnut Grove Ave (NS) at
Hellman Ave (EW)2
B-0.633WB ThruICU 1SignalizedI-10 EB Ramps (NS) at
Hellman Ave (EW)1
LOSDelay (s/veh)V/CWorst MvmtMethodControl TypeIntersection NameID
11/12/20201
Scenario 4: 4 Opening Year (2022) With Project PM Peak HourVersion 6.00-03
Generated with
Apx - 163
0.633Volume to Capacity (v/c):
BLevel Of Service:
-Delay (sec / veh):
15 minutesAnalysis Period:
ICU 1Analysis Method:
SignalizedControl Type:
Intersection 1: I-10 EB Ramps (NS) at Hellman Ave (EW)
Intersection Level Of Service Report
YesYesNoCrosswalk
0.000.000.00Grade [%]
30.0030.0030.00Speed [mph]
100.00100.00100.00100.00100.00100.00Pocket Length [ft]
000000No. of Lanes in Pocket
12.0012.0012.0012.0012.0012.00Lane Width [ft]
RightThruThruLeftRightLeftTurning Movement
Lane Configuration
WestboundEastboundSouthboundApproach
Name
Intersection Setup
000Bicycle Volume [bicycles/h]
000Pedestrian Volume [ped/h]
1332262457817260Total Analysis Volume [veh/h]
33576120465Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.0000Other Adjustment Factor
1.00001.00001.00001.00001.00001.0000Peak Hour Factor
1332262457817260Total Hourly Volume [veh/h]
000000Other Volume [veh/h]
000000Existing Site Adjustment Volume [veh/h]
000000Pass-by Trips [veh/h]
000000Diverted Trips [veh/h]
020203003Site-Generated Trips [veh/h]
000000In-Process Volume [veh/h]
1.021.021.021.021.021.02Growth Factor
2.002.002.002.002.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
1302022214717252Base Volume Input [veh/h]
Name
Volumes
11/12/20202
Scenario 4: 4 Opening Year (2022) With Project PM Peak HourVersion 6.00-03
Generated with
Apx - 164
0.633Intersection V/C
BIntersection LOS
0.200.200.180.040.150.14V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
-----LeadLead / Lag
Auxiliary Signal Groups
048001Signal group
SplitSplitSplitSplitPermissivePermissiveControl Type
Phasing & Timing
10.00Lost time [s]
100Cycle Length [s]
Intersection Settings
11/12/20203
Scenario 4: 4 Opening Year (2022) With Project PM Peak HourVersion 6.00-03
Generated with
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0.761Volume to Capacity (v/c):
CLevel Of Service:
-Delay (sec / veh):
15 minutesAnalysis Period:
ICU 1Analysis Method:
SignalizedControl Type:
Intersection 2: Walnut Grove Ave (NS) at Hellman Ave (EW)
Intersection Level Of Service Report
YesYesNoYesCrosswalk
0.000.000.000.00Grade [%]
30.0030.0030.0030.00Speed [mph]
100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Pocket Length [ft]
000000000000No. of Lanes in Pocket
12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]
RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement
Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Name
Intersection Setup
0000Bicycle Volume [bicycles/h]
0000Pedestrian Volume [ped/h]
19359119510430717474116919662128Total Analysis Volume [veh/h]
481532426774418542516632Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Peak Hour Factor
19359119510430717474116919662128Total Hourly Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
000701620280030Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]
1.021.021.021.021.021.021.021.021.021.021.021.02Growth Factor
2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
18958118610228515169916619646125Base Volume Input [veh/h]
Name
Volumes
11/12/20204
Scenario 4: 4 Opening Year (2022) With Project PM Peak HourVersion 6.00-03
Generated with
Apx - 166
0.761Intersection V/C
CIntersection LOS
0.110.040.010.050.230.170.250.250.090.190.190.07V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
--------Lead--LeadLead / Lag
Auxiliary Signal Groups
040080061025Signal group
SplitSplitSplitSplitSplitSplitPermissPermissProtectePermissPermissProtecteControl Type
Phasing & Timing
10.00Lost time [s]
100Cycle Length [s]
Intersection Settings
11/12/20205
Scenario 4: 4 Opening Year (2022) With Project PM Peak HourVersion 6.00-03
Generated with
Apx - 167
0.057Volume to Capacity (v/c):
BLevel Of Service:
11.6Delay (sec / veh):
15 minutesAnalysis Period:
HCM 6th EditionAnalysis Method:
Two-way stopControl Type:
Intersection 3: Walnut Grove Ave (NS) at Project Dwy (EW)
Intersection Level Of Service Report
YesYesYesCrosswalk
0.000.000.00Grade [%]
30.0030.0030.00Speed [mph]
100.00100.00100.00100.00100.00100.00Pocket Length [ft]
000000No. of Lanes in Pocket
12.0012.0012.0012.0012.0012.00Lane Width [ft]
RightLeftRightThruThruLeftTurning Movement
Lane Configuration
EastboundSouthboundNorthboundApproach
Name
Intersection Setup
000Pedestrian Volume [ped/h]
330328078710Total Analysis Volume [veh/h]
8082022180Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.0000Other Adjustment Factor
1.00001.00001.00001.00001.00001.0000Peak Hour Factor
330328078710Total Hourly Volume [veh/h]
000000Other Volume [veh/h]
000000Existing Site Adjustment Volume [veh/h]
000000Pass-by Trips [veh/h]
000000Diverted Trips [veh/h]
330322130Site-Generated Trips [veh/h]
000000In-Process Volume [veh/h]
1.021.021.021.021.021.02Growth Factor
2.002.002.002.002.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
0007718510Base Volume Input [veh/h]
Name
Volumes
11/12/20206
Scenario 4: 4 Opening Year (2022) With Project PM Peak HourVersion 6.00-03
Generated with
Apx - 168
BIntersection LOS
0.22d_I, Intersection Delay [s/veh]
BAAApproach LOS
11.550.000.00d_A, Approach Delay [s/veh]
4.490.000.000.000.000.0095th-Percentile Queue Length [ft/ln]
0.180.000.000.000.000.0095th-Percentile Queue Length [veh/ln]
BAAAMovement LOS
11.550.000.000.000.000.00d_M, Delay for Movement [s/veh]
0.060.000.000.010.010.00V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
000Number of Storage Spaces in Median
NoTwo-Stage Gap Acceptance
000Storage Area [veh]
Flared Lane
StopFreeFreePriority Scheme
Intersection Settings
11/12/20207
Scenario 4: 4 Opening Year (2022) With Project PM Peak HourVersion 6.00-03
Generated with
Apx - 169
0.793Volume to Capacity (v/c):
CLevel Of Service:
-Delay (sec / veh):
15 minutesAnalysis Period:
ICU 1Analysis Method:
SignalizedControl Type:
Intersection 4: Walnut Grove Ave (NS) at Garvey Ave (EW)
Intersection Level Of Service Report
YesYesYesYesCrosswalk
0.000.000.000.00Grade [%]
30.0030.0030.0030.00Speed [mph]
100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Pocket Length [ft]
000000000000No. of Lanes in Pocket
12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]
RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement
Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Name
Intersection Setup
0000Bicycle Volume [bicycles/h]
0000Pedestrian Volume [ped/h]
201974149114956144147525168168526139Total Analysis Volume [veh/h]
5024437292393637131424213235Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Peak Hour Factor
201974149114956144147525168168526139Total Hourly Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
036010280381060320Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]
1.021.021.021.021.021.021.021.021.021.021.021.02Growth Factor
2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
197920146102910141107505159165513117Base Volume Input [veh/h]
Name
Volumes
11/12/20208
Scenario 4: 4 Opening Year (2022) With Project PM Peak HourVersion 6.00-03
Generated with
Apx - 170
0.793Intersection V/C
CIntersection LOS
0.330.330.080.300.300.080.190.190.090.190.190.08V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
--Lead--Lead--Lead--LeadLead / Lag
Auxiliary Signal Groups
047083061025Signal group
PermissPermissProtectePermissPermissProtectePermissPermissProtectePermissPermissProtecteControl Type
Phasing & Timing
10.00Lost time [s]
100Cycle Length [s]
Intersection Settings
11/12/20209
Scenario 4: 4 Opening Year (2022) With Project PM Peak HourVersion 6.00-03
Generated with
Apx - 171
APPENDIX E
QUEUING WORKSHEETS
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Project Name:Walnut Garvey Mixed Use Project
Project Number: 19302
Study Intersection: Walnut Grove Avenue at Garvey Avenue
Scenario:Opening Year With Project - AM
Street Name:
Direction:
Movement:
100 sec
339 veh/ln/hr
0.95
25 feet
0.0942 veh/ln/sec
9.4167 veh/ln/cycle
325 feet
Poisson Distribution Formula:
Output
Input
P(x) =
x!
(λT)x * e-λT
13Vehicles/Cycle at
Avg. Veh/Cycle, λ * T =
Avg. Veh/Sec, λ =
0.95 probability vehicle(s)
95th-Percentile Queue =
Based on Poisson Probability Distribution
Queue Length Calculation
SB
Queue length / car
Probability
Volume
Cycle Length
E-WN-S
Garvey Avenue
Minor Street
Walnut Grove Avenue
Major Street
Walnut Garvey Mixed Use Project
Traffic Impact Analysis
19302
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Project Name:Walnut Garvey Mixed Use Project
Project Number: 19302
Study Intersection: Walnut Grove Avenue at Garvey Avenue
Scenario:Opening Year With Project - PM
Street Name:
Direction:
Movement:
100 sec
329 veh/ln/hr
0.95
25 feet
0.0914 veh/ln/sec
9.1389 veh/ln/cycle
325 feet
Poisson Distribution Formula:
95th-Percentile Queue =
P(x) =(λT)x * e-λT
x!
Probability
Queue length / car
Output
Avg. Veh/Sec, λ =
Avg. Veh/Cycle, λ * T =
Vehicles/Cycle at 13 vehicle(s)0.95 probability
Volume
Queue Length Calculation
Based on Poisson Probability Distribution
Major Street Minor Street
Walnut Grove Avenue Garvey Avenue
N-S E-W
SB
Input
Cycle Length
Walnut Garvey Mixed Use Project
Traffic Impact Analysis
19302
Apx - 174
APPENDIX F
PROJECT TRIP DISTRIBUTIONS – DRIVEWAY RESTRICTIONS
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Figure A
Project Outbound Trip Distributon - Residential
With Driveway Restrictions
Garvey Walnut Mixed Use ProjectTraffic Impact Analysis
19302
N WILLARD AVEWALNUT GROVE AVEBURTON AVELA PRESA AVE
GARVEY AVE
HELLMAN AVE
Site
10
20%
30%
20%
100%
10% 20%
10%
10%
Percent From Project
Legend
10%
50%
30%
Apx - 176
Figure B
Project Inbound Trip Distributon - Residential
With Driveway Restrictions
Garvey Walnut Mixed Use ProjectTraffic Impact Analysis
19302
N WILLARD AVEWALNUT GROVE AVEBURTON AVELA PRESA AVE
GARVEY AVE
HELLMAN AVE
Site
10
Percent To Project
Legend
10%
20%
30%
20%
10%
10%
20%
20%
10%
100%
50%
70%
30%
Apx - 177
Figure C
Project Outbound Trip Distributon - Office
With Driveway Restrictions
Garvey Walnut Mixed Use ProjectTraffic Impact Analysis
19302
N WILLARD AVEWALNUT GROVE AVEBURTON AVELA PRESA AVE
GARVEY AVE
HELLMAN AVE
Site
10
15%
30%
10%
100%
15%30%
15%
15%
Percent From Project
Legend
10%
60%
45%
Apx - 178
Figure D
Project Inbound Trip Distributon - Office
With Driveway Restrictions
Garvey Walnut Mixed Use ProjectTraffic Impact Analysis
19302
N WILLARD AVEWALNUT GROVE AVEBURTON AVELA PRESA AVE
GARVEY AVE
HELLMAN AVE
Site
10
Percent To Project
Legend
10%
30%
10%
15%
15%30%
15%
100%
40%
60%
15%
Apx - 179
Figure E
Project Outbound Trip Distributon - Retail/Restaurant
With Driveway Restrictions
Garvey Walnut Mixed Use ProjectTraffic Impact Analysis
19302
N WILLARD AVEWALNUT GROVE AVEBURTON AVELA PRESA AVE
GARVEY AVE
HELLMAN AVE
Site
10
25%
20%
20%
100%
5%20%
5%
5%
Percent From Project
Legend
10%
55%
28%
2%2%
3%
25%
3%
25%
Apx - 180
Figure F
Project Inbound Trip Distributon - Retail/Restaurant
With Driveway Restrictions
Garvey Walnut Mixed Use ProjectTraffic Impact Analysis
19302
N WILLARD AVEWALNUT GROVE AVEBURTON AVELA PRESA AVE
GARVEY AVE
HELLMAN AVE
Site
10
Percent To Project
Legend
10%
20%
20%
5%
5%
10%
20%
5%
100%
45%
57%
43%
2%2%
3%
25%
3%
15%
Apx - 181
APPENDIX G
SITE PLANS
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APPENDIX H
VMT WORKSHEETS
Apx - 201
SGVCOG VMT Evaluation Tool Report Page 1
Project Details
Timestamp of Analysis: October 08, 2020, 10:06:45 AM
Project Name: Walnut Grove Mixed Use Housing
Community Development
Project Description: NW corner of Walnut Grove and Garvey42
Condos, 5,470 sqf O3ce, 1,1/0 Cafe,
5,274 RetailLGymLJibrary and 5,520
Community Center
Project Jocation
Iurisdiction:
Rosemead
?nside a TPA(
No F)ailZ
APN TA-5288B001B040 22176200 5288B001B041 22176200
5288B001B042 22176200 5288B001B04/22176200
Analysis Details
Data Version: SCAG Regional Travel Demand Model
2016 RTP Yase hear 2012
Analysis MetKodology: TA-
Yaseline hear: 2020
Project Jand Use
Residential:
Single )amily DU:
Multifamily DU: 42
Total DUs: 42
NonBResidential:
O3ce wS): 5
Jocal Serving Retail wS): 11
?ndustrial wS):
Residential Affordability Fpercent of all unitsZ:
Extremely Jo% ?ncome: 0 k
Very Jo% ?ncome: 0 k
Jo% ?ncome: 0 k
Par.ing:
Motor VeKicle Par.ing: 204
Yicycle Par.ing: /1
Apx - 202
SGVCOG VMT Evaluation Tool Report Page 2
Residential VeKicle Miles Traveled FVMTZ Screening Results
Jand Use Type 1: Residential
VMT WitKout Project 1: Total VMT per Service Population
VMT Yaseline Description 1: SGVCOG Average
VMT Yaseline Value 1: /5&14
VMT TKresKold Description 1: B15k
Jand Use 1 Kas been PreBScreened by tKe Jocal Iurisdiction: NLA
WitKout Project WitK Project 9 Tier 1B/ VMT
Reductions
WitK Project 9 All VMT Reductions
Project Generated VeKicle Miles
Traveled FVMTZ Rate
27&G 27&G 27&G
Jo% VMT Screening Analysis hes FPassZ hes FPassZ hes FPassZ
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SGVCOG VMT Evaluation Tool Report Page /
Commercial VeKicle Miles Traveled FVMTZ Screening Results
Jand Use Type 2: Commercial
VMT WitKout Project 2: Total VMT per Service Population
VMT Yaseline Description 2: SGVCOG Average
VMT Yaseline Value 2: /5&14
VMT TKresKold Description 2: B15k
Jand Use 2 Kas been PreBScreened by tKe Jocal Iurisdiction: NLA
WitKout Project WitK Project 9 Tier 1B/ VMT
Reductions
WitK Project 9 All VMT Reductions
Project Generated VeKicle Miles
Traveled FVMTZ Rate
27&G 27&G 27&G
Jo% VMT Screening Analysis hes FPassZ hes FPassZ hes FPassZ
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GANDDINI GROUP, INC.
550 Parkcenter Drive, Suite 202, Santa Ana, CA 92705
714.795.3100 | www.ganddini.com