CC - Item 3A - Attachment G - Appendix F - Strathmore Garvey Traffic ReportTra!c Engineering # Transporta%on Planning # Parking # Noise & Vibra%on
Air Quality # Global Climate Change # Health Risk Assessment
STRATHMORE AND GARVEY
MIXED USE PROJECT
TRAFFIC IMPACT ANALYSIS
City of Rosemead
September 9, 2022
prepared by
Bryan Crawford
Giancarlo Ganddini, PE, PTP
GANDDINI GROUP, INC.
555 Parkcenter Drive, Suite 225
Santa Ana, California 92705
714.795.3100 | ganddini.com Project No. 19538
STRATHMORE AND GARVEY
MIXED USE PROJECT
TRAFFIC IMPACT ANALYSIS
City of Rosemead
September 9, 2022
Strathmore and Garvey Mixed Use Project
Traffic Impact Analysis
i 19538
TABLE OF CONTENTS
EXECUTIVE SUMMARY ................................................................................................................................................ IV
1. INTRODUCTION .................................................................................................................................................... 1
Purpose ..................................................................................................................................................................... 1
Project Description.................................................................................................................................................. 1
Scope of Analysis ..................................................................................................................................................... 1
Study Area ..................................................................................................................................................... 1
Analysis Scenarios ........................................................................................................................................ 2
2. METHODOLOGY ................................................................................................................................................... 5
Level of Service Analytical Methodology (Non-CEQA) .................................................................................... 5
Intersection Capacity Utilization (Signalized Intersections)................................................................... 5
Intersection Delay Methodology (Unsignalized Intersections) ............................................................. 5
Performance Standards ............................................................................................................................... 6
Vehicle Miles Traveled Analytical Methodology (CEQA) ................................................................................. 7
3. EXISTING CONDITIONS ...................................................................................................................................... 8
Existing Roadway System....................................................................................................................................... 8
Pedestrian Facilities ................................................................................................................................................. 8
Bicycle Routes .......................................................................................................................................................... 8
Transit Facilities ....................................................................................................................................................... 8
General Plan Context .............................................................................................................................................. 9
Existing Traffic Volumes ......................................................................................................................................... 9
Existing Intersection Level of Service .................................................................................................................. 9
4. PROJECT FORECASTS ....................................................................................................................................... 19
Project Trip Generation ........................................................................................................................................ 19
Other Factors Affecting Trip Generation .......................................................................................................... 19
Project Trip Distribution and Assignment ......................................................................................................... 19
5. FUTURE VOLUME FORECASTS ...................................................................................................................... 24
Other Development .............................................................................................................................................. 24
Ambient Growth .................................................................................................................................................... 24
Analysis Scenario Volume Forecasts .................................................................................................................. 24
Opening Year (2024) Without Project.................................................................................................... 24
Opening Year (2024) With Project.......................................................................................................... 24
6. FUTURE OPERATIONAL ANALYSIS ............................................................................................................... 34
Opening Year (2024) Without Project ............................................................................................................... 34
Opening Year (2024) With Project ..................................................................................................................... 34
Intersection Level of Service .................................................................................................................... 34
Traffic Signal Warrant Analysis ................................................................................................................ 34
Transportation Effect Assessment .......................................................................................................... 34
7. SITE ACCESS AND CIRCULATION .................................................................................................................. 39
Project Design Features ....................................................................................................................................... 39
Sight Distance Evaluation .................................................................................................................................... 39
8. CONGESTION MANAGEMENT PROGRAM ................................................................................................. 44
Criteria for Requiring a Traffic Impact Analysis for CMP ............................................................................... 44
CMP Transit Impact Review ................................................................................................................................ 44
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9. SPECIFIC PLAN AMENDMENT ANALYSIS ................................................................................................... 46
Specific Plan Background ..................................................................................................................................... 46
Specific Plan Baseline ........................................................................................................................................... 46
Affected Study Area .................................................................................................................................. 46
Relevant Thresholds of Significance ....................................................................................................... 46
Relevant Mitigation Measures.................................................................................................................. 47
Specific Plan Amendment Impact Assessment ................................................................................................. 47
10. VEHICLE MILES TRAVELED (VMT) ................................................................................................................. 49
VMT Background ................................................................................................................................................... 49
Screening Assessment .......................................................................................................................................... 49
11. CONCLUSIONS .................................................................................................................................................... 50
Project Trip Generation ........................................................................................................................................ 50
Forecast Levels of Service ................................................................................................................................... 50
Congestion Management Program..................................................................................................................... 50
Specific Plan Amendment .................................................................................................................................... 50
VMT Impacts .......................................................................................................................................................... 50
APPENDICES
Appendix A Glossary
Appendix B Scoping Agreement
Appendix C Volume Count Worksheets
Appendix D Level of Service Worksheets
Appendix E Traffic Signal Warrant Graphs
Appendix F SGVCOG VMT Evaluation Tool
Appendix G Level of Service Worksheets for Specific Plan Amendment Analysis
LIST OF TABLES
Table 1. Existing Intersection Level of Service ..................................................................................................... 10
Table 2. Project Trip Generation ............................................................................................................................. 20
Table 3. Other Development Trip Generation ..................................................................................................... 25
Table 4. Opening Year (2024) Without Project Intersection Level of Service ............................................... 36
Table 5. Opening Year (2024) With Project Intersection Level of Service...................................................... 37
Table 6. Opening Year (2024) With Project Operational Impact Evaluation .................................................. 38
Table 7. Significant Impact Assessment for Specific Plan Amendment .......................................................... 48
LIST OF FIGURES
Figure 1. Project Location Map ................................................................................................................................... 3
Figure 2. Site Plan.......................................................................................................................................................... 4
Figure 3. Existing Lane Geometry and Intersection Traffic Controls ................................................................. 11
Figure 4. Existing Pedestrian Facilities..................................................................................................................... 12
Figure 5. City of Rosemead Existing Bicycle Routes and Potential Future Routes ......................................... 13
Figure 6. Foothill Transit System Map ..................................................................................................................... 14
Figure 7. Los Angeles County Metropolitan Transportation Authority System Map...................................... 15
Figure 8. City of Rosemead Circulation Plan .......................................................................................................... 16
Figure 9. Existing AM Peak Hour Intersection Turning Movement Volumes ................................................... 17
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Figure 10. Existing PM Peak Hour Intersection Turning Movement Volumes ................................................... 18
Figure 11. Project Trip Distribution ............................................................................................................................ 21
Figure 12. Project AM Peak Hour Intersection Turning Movement Volumes .................................................... 22
Figure 13. Project PM Peak Hour Intersection Turning Movement Volumes .................................................... 23
Figure 14. Other Development Location Map ......................................................................................................... 27
Figure 15. Other Development AM Peak Hour Intersection Turning Movement Volumes ............................ 28
Figure 16. Other Development PM Peak Hour Intersection Turning Movement Volumes ............................. 29
Figure 17. Opening Year (2024) Without Project AM Peak Hour Intersection Turning Movement
Volumes ....................................................................................................................................................... 30
Figure 18. Opening Year (2024) Without Project PM Peak Hour Intersection Turning Movement
Volumes ....................................................................................................................................................... 31
Figure 19. Opening Year (2024) With Project AM Peak Hour Intersection Turning Movement
Volumes ....................................................................................................................................................... 32
Figure 20. Opening Year (2024) With Project PM Peak Hour Intersection Turning Movement
Volumes ....................................................................................................................................................... 33
Figure 21. Stopping Sight Distance for Southbound Brighton Street at Garvey Avenue ................................ 41
Figure 22. Stopping Sight Distance for Southbound Strathmore Avenue at Garvey Avenue ......................... 42
Figure 23. Recommended “No Parking” Zones ........................................................................................................ 43
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EXECUTIVE SUMMARY
The 1.21-acre project site is located at the northwest corner of the intersection of Strathmore Avenue and
Garvey Avenue in the City of Rosemead.
The project site is currently developed with retail and outdoor storage uses. The proposed project involves
redevelopment with a seven-story mixed-use development comprised of 93 apartment dwelling units
(including 26 live/work units), 6,040 square feet of retail, 12,801 square feet of office, a two-story parking
structure, and related landscaping improvements. Vehicle access is proposed at Strathmore Avenue, Virginia
Street, and a public alley connecting to Brighton Street at the west side of the property. The proposed project
is anticipated to be constructed and fully operational by year 2024.
Existing Conditions
The study intersections currently operate at acceptable Levels of Service (LOS) during the peak hours for
Existing conditions, except for the following study intersection which currently operates at an unacceptable
Level of Service (E or F) during the PM peak hour:
▪ Strathmore Avenue (NS) at Garvey Avenue (EW) - #6 (PM- LOS E)
Project Trip Generation
The proposed project is forecast to generate a total of approximately 864 daily trips, including 62 trips during
the AM peak hour and 74 trips during the PM peak hour
Forecast Levels of Service
The study intersections are forecast to operate at acceptable Levels of Service during the peak hours for
Opening Year (2024) Without Project conditions, except for the following study intersection:
▪ Strathmore Avenue (NS) at Garvey Avenue (EW) - #6 (AM-LOS E, PM-LOS F)
The study intersections are forecast to operate at acceptable Levels of Service during the peak hours for
Opening Year (2024) With Project conditions, except for the following study intersection which is forecast to
continue operating at an unacceptable Levels of Service:
▪ Strathmore Avenue (NS) at Garvey Avenue (EW) - #6 (AM-LOS E, PM-LOS F)
The proposed project is forecast to result in no adverse transportation effects based on the established
thresholds.
Congestion Management Program (CMP)
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 demand.
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Specific Plan Amendment
Relative to the 2035 without GASP condition, buildout of the GASP with the proposed Specific Plan
Amendment would not result in new significant impacts or mitigation in addition to those already identified in
the previously certified GASP EIR.
VMT Impacts
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.
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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.
PURPOSE
The purpose of this study is to evaluate the potential for transportation impacts resulting from development
of the proposed project both in the context of the City of Rosemead’s discretionary authority for conformance
with locally established operational standards and the California Environmental Quality Act (CEQA). Although
this is a technical report, effort has been made to write the report clearly and concisely. A glossary is provided
in to assist the reader with terms related to transportation engineering.
This study was prepared in consultation with City of Rosemead staff and in accordance with the procedures
and methodologies for assessing transportation impacts established by the City. To assess the project’s
conformance with local operational standards, this study evaluates the project’s effect on traffic operations
and, if necessary, identifies recommended improvements or corrective measures to alleviate operational
deficiencies substantially caused or worsened by the proposed project. For CEQA purposes, this study also
evaluates the significance of project-related transportation impacts as measured by vehicle miles traveled
(VMT) relative to thresholds established by the City of Rosemead as the lead agency and, if necessary,
identifies any feasible mitigation measures to mitigate any significant impacts.
PROJECT DESCRIPTION
The 1.21-acre project site is located at the northwest corner of the intersection of Strathmore Avenue and
Garvey Avenue in the City of Rosemead.
The project site is currently developed with retail and outdoor storage uses. The proposed project involves
redevelopment with a seven-story mixed-use development comprised of 93 apartment dwelling units
(including 26 live/work units), 6,040 square feet of retail, 12,801 square feet of office, a two-story parking
structure, and related landscaping improvements. Vehicle access is proposed at Strathmore Avenue, Virginia
Street, and a public alley connecting to Brighton Street at the west side of the property. The proposed project
is anticipated to be constructed and fully operational by year 2024.
SCOPE OF ANALYSIS
The scope of this analysis was determined in consultation with City of Rosemead staff as documented in the
City-approved scoping agreement provided in Appendix B.
Study Area
Based on the study intersections identified in the approved scoping agreement, the study area consists of the
following study intersections within the City of Rosemead:
Study Intersections Jurisdiction
1. Del Mar Avenue (NS) at Garvey Avenue (EW) Rosemead
2. Brighton Street (NS) at Garvey Avenue (EW) Rosemead
3. Project Driveway (NS) at Virginia Avenue (EW) Rosemead
4. Strathmore Avenue (NS) at Virginia Street (EW) Rosemead
5. Strathmore Avenue (NS) at Project Driveway (EW) Rosemead
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Study Intersections Jurisdiction
6. Strathmore Avenue (NS) at Garvey Avenue (EW) Rosemead
7. San Gabriel Boulevard (NS) at Garvey Avenue (EW) Rosemead
Notes: (NS) = north-south roadway; (EW) = east-west roadway
Analysis Scenarios
In accordance with City of Rosemead requirements, the following scenarios are analyzed for weekday AM and
PM peak hour conditions:
▪ Existing (2022);
▪ Opening Year (2024) Without Project (Existing + Growth Factor + Cumulative Projects); and
▪ Opening Year (2024) With Project (Existing + Growth Factor + Cumulative Projects + Project).
2
Figure 1Project Location MapStrathmore and Garvey Mixed Use ProjectTraffic Impact Analysis19538NSiteDEL MAR AVE
VIRGINIA STSTRATHMORE AVE
GARVEY AVESAN GABRIEL BLVDStudy IntersectionLegend#Project Driveway#1264753BRIGHTON ST
3
Figure 2
Site Plan
N
10'-0"10'-0"PUBLIC ALLEY
TRANS-FORMEROPEN TO SKY ABOVE
16% RAMPTRASH
R-2
N.A.P.
GSP (EXISTING )
N.A.P.
GSP (EXISTING )
N.A.P.
R-2
N.A.P.
R-2
N.A.P.
R-2
N.A.P.
R-2N.A.P.
R-2
N.A.P.
GSP / RC(EXISTING )
N.A.P.
GSP (EXISTING )GSP-MU ( PROPOSED )N.A.P.
GSP (EXISTING )
N.A.P.RAMP UP TO 2ND FLRSETBACKSETBACK
12'-0"
10'-0"
SETBACKTRANS: 60 °
LANDSCAPE (OS-1)
LANDSCAPE
(N)DRIVEWAY(N)DRIVEWAY
22'-0"
TRASH
LEASING
UTILITIES
PROPERTY LINELANDSCAPE(OS-1)LANDSCAPE (OS-2)LANDSCAPE (OS-1)BUILDING LINE ABOVELOBBY
B
A300
PROPERTY LINEPROPERTY LINETRASH
25'-0"25'-0"
24'-0"25'-0"6'-0"5'-0"COMMERCIAL
10'X20'LOADING
COMMERCIAL COMMERCIAL COMMERCIAL COMMERCIAL COMMERCIAL COMMERCIAL COMMERCIAL
COMMERCIAL COMMERCIAL COMMERCIAL COMMERCIAL COMMERCIAL COMMERCIAL COMMERCIAL COMMERCIALPUBLIC PARKINGHALL WAY25'-0"
(745 SF)PUBLICPARKINGPUBLICPARKINGRESIDENTIALBIKE STORAGE
SECURED
ENTRANCE/EXITROLL UPGATE
SECUREDENTRANCE/EXITROLL UPGATE
LIVE/WORKGUESTLIVE/WORKRESIDENTLIVE/WORKGUESTLIVE/WORKRESIDENTLIVE/WORKGUESTLIVE/WORKRESIDENTLIVE/WORKGUESTLIVE/WORKRESIDENTLIVE/WORKGUESTLIVE/WORKRESIDENTLIVE/WORKGUESTLIVE/WORKRESIDENTLIVE/WORKGUESTLIVE/WORKRESIDENTLIVE/WORKGUESTLIVE/WORKRESIDENTLIVE/WORKGUESTLIVE/WORKRESIDENTLIVE/WORKGUESTLIVE/WORKRESIDENTLIVE/WORKGUESTLIVE/WORKRESIDENTLIVE/WORKGUESTLIVE/WORKRESIDENTLIVE/WORKGUESTLIVE/WORKRESIDENTLIVE/WORKGUESTLIVE/WORKRESIDENTLIVE/WORKGUESTLIVE/WORKRESIDENTRESIDENTGUESTLIVE/WORKGUESTLIVE/WORKRESIDENTLIVE/WORKGUESTLIVE/WORKRESIDENTLIVE/WORKGUESTLIVE/WORKRESIDENTLIVE/WORKGUESTLIVE/WORKRESIDENTLIVE/WORKGUESTLIVE/WORKRESIDENTRESIDENTGUESTRESIDENTGUESTRESIDENTGUESTRESIDENTGUESTRESIDENTGUESTC
C
C
C
C
C
COMMERCIALCOMMERCIALCOMMERCIALCOMMERCIALCOMMERCIALCOMMERCIALCOMMERCIALCOMMERCIAL20'-8"RETAIL±6,040 SF 25'-0"LOBBY(724 SF)
EL303.7EL305.3 EL302.1
EL303.7
EL300.6
EL305.3
UP
EL303.7
EL305.3
8'-8"12'-0"156'-7"PUBLIC SIDEWALK PUBLIC SIDEWALKAA300(326 SF)20'-0"10'-0"
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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.
LEVEL OF SERVICE ANALYTICAL METHODOLOGY (NON-CEQA)
Level of Service analysis is performed for assessing conformance with General Plan and operational standards
established by the applicable agencies. In accordance with current CEQA provisions, a project’s effect on
automobile delay (as measured by Level of Service) shall not constitute a significant environmental impact.
Intersection Capacity Utilization (Signalized Intersections)
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.
In accordance with City of Rosemead requirements, 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.
It is common practice for a right turn lane to be considered “de facto” if the paved lane width of a shared
through/right turn lane is wide enough 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. Additionally, a de facto right turn lane
is only considered where on-street parking is prohibited near the intersection approach.
Intersection Delay Methodology (Unsignalized Intersections)
The methodology used to assess the performance of unsignalized intersections in the City of Rosemead 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
5
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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:
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: Highway Capacity Manual (Transportation Research Board, 7th 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. Additionally, a de facto right turn lane was only
considered where on-street parking is prohibited near the intersection approach.
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 the City of Rosemead guidelines, a project is considered to cause an adverse transportation
effect if the project-related increase in the volume-to-capacity ratio equals or exceeds the threshold shown
below:
Adverse Transportation Effect Threshold
Level of Service Volume/Capacity (V/C) V/C Incremental Increase
E/F 0.91 or more +0.02 or more
Although the City of Rosemead does not specify an adverse transportation effect threshold for unsignalized
intersections, the following criteria is commonly used to assess the need for improvements at unsignalized
intersections:
a) The addition of project trips causes the intersection to degrade from an acceptable Level of Service
(D or better) to deficient Level of Service (E or F).
OR
b) The project increases delay by two or more seconds at an intersection that is already operating at a
deficient Level of Service (E or F) prior to the addition of project trips;
AND
c) Peak hour volumes satisfy the California Manual on Uniform Traffic Controls (CA MUTCD) peak hour
traffic signal warrant.
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If a project is forecast to have an adverse transportation effect, feasible improvements that will reduce the
effect to an acceptable level should be identified, to the extent feasible. Improvements can be in many forms,
including the addition of lanes, traffic control modification, or transportation demand management measures.
VEHICLE MILES TRAVELED ANALYTICAL METHODOLOGY (CEQA)
The metric used to evaluate the transportation impact of land use and transportation projects under CEQA is
known as vehicle miles traveled (VMT). In general terms, VMT quantifies the amount and distance of
automobile travel attributable to a project or region. Additional information and a detailed project assessment
is provided in the Vehicle Miles Traveled section presented later in this report.
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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 Interstate 10 freeway
approximately 0.6 miles north of the project site. The key north-south roadways providing local circulation are
Del Mar Avenue, Brighton Street, Strathmore Avenue, and San Gabriel Boulevard. The key east-west
roadways providing local circulation are Virginia Street and Garvey Avenue.
Del Mar Avenue is a 4-lane undivided to 4-lane undivided roadway in the study area. Del Mar Avenue is
classified as a Major Arterial in the City of Rosemead Circulation Plan. On-street parking is intermittently
permitted in the project area. No bicycle facilities are provided in the study area, but Del Mar Avenue is a
potential future bicycle route. Sidewalks are provided on both sides of the roadway.
Brighton Street is a 2-lane undivided roadway in the study area. Brighton Street is not classified in the City
of Rosemead Circulation Plan. On-street parking is generally permitted in the project area. No bicycle facilities
are provided in the study area. Sidewalks are provided on both sides of the roadway north of Garvey Avenue
and intermittently provided on both sides of the roadway south of Garvey Avenue.
Strathmore Avenue is a 2-lane undivided roadway in the study area. Strathmore Avenue is not classified in
the City of Rosemead Circulation Plan. On-street parking is generally permitted in the project area. No bicycle
facilities are provided in the study area. Sidewalks are provided on both sides of the roadway.
San Gabriel Boulevard is a 4-lane divided roadway in the study area. San Gabriel Boulevard is classified as a
Major Arterial in the City of Rosemead Circulation Plan. On-street parking is generally prohibited in the project
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. No
bicycle facilities are provided in the study area, but Garvey Avenue is a potential future bicycle route.
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 Del Mar 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, Montebello Bus Line Route 20 services
San Gabriel Boulevard, and Los Angeles County Metropolitan Transportation Authority Route 70 and
Rosemead Explorer service Garvey Avenue. Bus stops are located along Garvey Avenue including on the
northwest and southeast corner of the Del Mar Avenue and Garvey Avenue intersection west of the project
site, and on the northwest and southwest corner of the Kelburn Avenue and Garvey Avenue intersection east
of the project site.
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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.
EXISTING TRAFFIC VOLUMES
Figure 9 and Figure 10 show the Existing AM and PM peak hour intersection turning movement volumes.
Existing peak hour intersection volumes are based upon AM peak period and PM peak period intersection
turning movement counts obtained in August 2022 during typical weekday conditions when schools were in
session. The weekday AM peak period was counted between 7:00 AM and 9:00 AM and the weekday PM
peak period was counted between 4:00 PM and 6:00 PM; these periods generally capture the peak times for
commuter traffic when the roadway system is typically experiencing peak demand. The actual peak hour within
each two-hour count period is determined based on the sum of 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 total volume and may vary at other intersections.
Intersection turning movement count worksheets are provided in Appendix C.
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.
As shown in Table 1, the study intersections currently operate at acceptable Levels of Service during the peak
hours for Existing conditions, except for the following study intersection which currently operates at an
unacceptable Level of Service (E or F) during the PM peak hour:
▪ Strathmore Avenue (NS) at Garvey Avenue (EW) - #6 (PM-LOS E)
.
9
ICU or
[Delay]2 LOS3
ICU or
[Delay]2 LOS3
1. Del Mar Ave at Garvey Ave TS 0.614 B 0.685 B
2. Brighton St at Garvey Ave CSS [14.7]B [16.9]C
4. Strathmore Ave at Virginia St CSS [8.4]A [8.5]A
6. Strathmore Ave at Garvey Ave CSS [30.2]D [37.9]E
7. San Gabriel Blvd at Garvey Ave TS 0.693 B 0.777 C
Notes:
(1) TS = Traffic Signal; CSS = Cross Street Stop
(2)
(3) LOS = Level of Service
ID
Table 1
Existing Intersection Level of Service
Traffic
Control1
AM Peak Hour PM Peak Hour
ICU = Intersection Capacity Utilization. For unsignalized intersections, delay is shown in [seconds/vehicle]. For intersections
with cross street stop control, delay and Level of Service are based on the worst individual minor street approach or major
street left turn movement.
Study Intersection
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Figure 3Existing Lane Geometry and Intersection Traffic ControlsStrathmore and Garvey Mixed Use ProjectTraffic Impact Analysis19538NSiteDEL MAR AVE
VIRGINIA STSTRATHMORE AVE
GARVEY AVESAN GABRIEL BLVD1264
753BRIGHTON ST 1Del Mar Ave (NS)/Garvey Ave (EW)2Brighton St (NS)/Garvey Ave (EW)3Project Dwy (NS)/Virginia St (EW)4Strathmore Ave (NS)/Virginia St (EW)5Strathmore Ave (NS)/Project Dwy (EW)6Strathmore Ave (NS)/Garvey Ave (EW)7San Gabriel Blvd (NS)/Garvey Ave (EW)dSTOPSTOPSTOPSTOP4D4D4D4D4D2U2U2U4D4U2U2U2U2U4DSTOPd#U#DLegendDe Facto Right Turn LaneExisting Lane#-Lane Undivided Roadway#-Lane Divided RoadwayStop SignTraffic Signal11
10'-0"10'-0"PUBLIC ALLEYTRANS
-FORMEROPEN TO SKY ABOVE16% RAMP
TRASHR-2N.A.P.GSP (EXISTI
NG )N.A.P.GSP (EXISTING )N.A.P.R-2N.A.P.R-2N.A.P.R-2N.A.P.R-2N.A.P.R-2N.A.P.GSP / RC(EXISTING )N.A.P.GSP (EXISTI
NG )GSP-MU ( PROPOSED )N.A.P.GSP (EXISTI
NG )N.A.P.RAMP UP TO 2ND FLR
SETBACK SETBACK
12'-0"10'-0"SET
BACKTRANS: 60 °LAND
SCAPE (OS-1)
LA
NDSC
APE
(N)DRIVEWAY(N)DRIV
EWAY22'-0"TRASHLEASIN
GUTILIT
IESPROPERTY LINE
LANDSCAPE(OS-1)
LANDSCAPE (OS-2)
LANDSCAPE (OS-1)
BUILDING LINE ABOVE
LOBBYBA30
0PROPERTY LINE
PROPERTY LINE
TRASH
25'-0"25'-0"24'-0"
25'-0"6'-0"
5'-0"
COMM
ERCIAL10'X20'
LOADING
COMMERCIAL
COMMERCIAL
COM
MERCIAL
COMMERCIAL
COMMERCIAL
COMMERCIAL
COMMERCIAL
CO
MMERCIAL
COMMERCIAL
COMMERCIAL
COMMERCIAL
COM
MERCIALCO
MMERCIAL
COM
MERCIALCO
MMERCIAL PUBLICPARKING
HALL WAY 25'-0"
(745 SF)PUBLICPARKING PUBLICPARKING
RESID
ENTIALBIKE STORAGESECUREDENTRANCE/EXITROLL UPGATE SE
CUREDE
NTR
ANCE/EXITROLL UPGATELIVE/WORKGUEST
LIVE/WORKRESIDENT
LIVE/WORKGUEST
LIVE/WORKRESIDENT
LIVE/WORKGUEST
LIVE/WORKRESIDENT
LIVE/WORKGUEST
LIVE/WORKRESIDENT
LIVE/WORKGUEST
LIVE/WORKRESIDENT
LIVE/WORKGUEST
LIVE/WORKRESIDENT
LIVE/WORKGUEST
LIVE/WORKRESIDENT
LIVE/WORKGUEST
LIVE/WORKRESIDENT
LIVE/WORKGUEST
LIVE/WORKRESIDENT
LIVE/WORKGUEST
LIVE/WORKRESIDENT
LIVE/WORKGUEST
LIVE/WORKRESIDENT
LIVE/WORKGUEST
LIVE/WORKRESIDENT
LIVE/WORKGUEST
LIVE/WORKRESIDENT
LIVE/WORKGUEST
LIVE/WORKRESIDENT
LIVE/WORKGUEST
LIVE/WORKRESIDENT
RESIDENTGUEST
LIVE/WORKGUEST
LIVE/WORKRESIDENT
LIVE/WORKGUEST
LIVE/WORKRESIDENT
LIVE/WORKGUEST
LIVE/WORKRESIDENT
LIVE/WORKGUEST
LIVE/WORKRESIDENT
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RESIDENTGUESTRESIDENTGUESTRESIDENTGUESTRESIDENTGUESTRESIDENTGUEST
CCCCCCCOMMERCIALCOMMERCIALCOMMERCIAL
COMMERCIALCOMMERCIALCOMMERCIAL COMMERCIALCOMMERCIAL
20'-8"RETAIL±6,040 SF25'-0"LOBBY(724 SF)EL303.7EL305.3EL302.1
EL303.7
EL300.6EL305.3UP
EL303.7EL305.3
8'-8"12'-0"156'-7"PUBLIC SIDE
WALK
PUBLIC SIDEWALK
AA300
(326 SF)20'-0"10'-0"Figure 4Existing Pedestrian FacilitiesStrathmore and Garvey Mixed Use ProjectTraffic Impact Analysis19538NGARVEY AVESTRATHMORE AVE
BRIGHTON ST
DEL MAR AVE
VIRGINIA STSidewalkLegendCross WalkBus StopBBB12
Figure 5
City of Rosemead Existing Bicycle Routes and Potential Future Routes
Strathmore and Garvey Mixed Use ProjectTraffic Impact Analysis
19538
N
Source: City of Rosemead
Site
13
Figure 6
Foothill Transit System Map
Strathmore and Garvey Mixed Use ProjectTraffic Impact Analysis
19538
N
Source: Foothill Transit
Site
14
Figure 7
Los Angeles County Metropolitan
Transportation Authority System Map
Strathmore and Garvey Mixed Use ProjectTraffic Impact Analysis
19538
N
Source: LA Metro
Site
15
Figure 8
City of Rosemead Circulation Plan
Strathmore and Garvey Mixed Use ProjectTraffic Impact Analysis
19538
N
Source: City of Rosemead
Site
16
Figure 9Existing AM Peak Hour Intersection Turning Movement VolumesStrathmore and Garvey Mixed Use ProjectTraffic Impact Analysis19538NSiteDEL MAR AVE
VIRGINIA STSTRATHMORE AVE
GARVEY AVESAN GABRIEL BLVDStudy IntersectionLegend#Project Driveway#1264753BRIGHTON ST 1Del Mar Ave (NS)/Garvey Ave (EW)11558444
168405138162574151
465632152Brighton St (NS)/Garvey Ave (EW)15026
5012766726
3284733Project Dwy (NS)/Virginia St (EW)0 04Strathmore Ave (NS)/Virginia St (EW)1
617 1315Strathmore Ave (NS)/Project Dwy (EW)012
19000
6Strathmore Ave (NS)/Garvey Ave (EW)42031
1009767530
1982957San Gabriel Blvd (NS)/Garvey Ave (EW)192660162
67745141137646179
1795057217
Figure 10Existing PM Peak Hour Intersection Turning Movement VolumesStrathmore and Garvey Mixed Use ProjectTraffic Impact Analysis19538NSiteDEL MAR AVE
VIRGINIA STSTRATHMORE AVE
GARVEY AVESAN GABRIEL BLVDStudy IntersectionLegend#Project Driveway#1264753BRIGHTON ST 1Del Mar Ave (NS)/Garvey Ave (EW)15053661
231567153155810122
576241982Brighton St (NS)/Garvey Ave (EW)9130
601111101322
3781643Project Dwy (NS)/Virginia St (EW)0 04Strathmore Ave (NS)/Virginia St (EW)5
714 915Strathmore Ave (NS)/Project Dwy (EW)011
7000
6Strathmore Ave (NS)/Garvey Ave (EW)16023
3046104130
2684257San Gabriel Blvd (NS)/Garvey Ave (EW)213893178
133859195194629150
19676511218
Strathmore and Garvey Mixed Use Project
Traffic Impact Analysis
19 19538
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 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 (11th Edition, 2021). Based on review of the ITE land
use descriptions, trip generation rates for Multifamily Housing (Mid-Rise) (Land Use Code 221), General Office
(Land Use Code 710), and Strip Retail Plaza (<40k)) (Land Use Code 822) were determined to adequately
represent the proposed uses and were used to calculate the project trip generation forecast. The project trip
generation forecast is determined by multiplying the trip generation rates by the land use quantities.
As shown in Table 2, the proposed project is forecast to generate a total of approximately 864 daily trips,
including 62 trips during the AM peak hour and 74 trips during the PM peak hour.
OTHER FACTORS AFFECTING TRIP GENERATION
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 or office 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 11 shows 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.
The project-generated AM and PM peak hour intersection turning movement volumes are shown on Figure
12 and Figure 13.
19
Land Use Source1 % In % Out Rate % In % Out Rate
Multifamily Housing (Mid-Rise, Not Close to Rail Transit)ITE 221 23%77%0.37 61%39%0.39 4.54
General Office Building ITE 710 88%12%1.52 17%83%1.44 10.84
Strip Retail Plaza (<40k)ITE 822 60%40%2.36 50%50%6.59 54.45
Land Use Source In Out Total In Out Total
Multifamily Housing (Mid-Rise, Not Close to Rail Transit)ITE 221 93 DU 8 26 34 22 14 36 422
Internal Capture 3 (AM: 0% In, 4% Out; PM: 23% In, 21% Out)0 -1 -1 -5 -3 -8 -9
Subtotal 8 25 33 17 11 28 413
General Office Building ITE 710 12.801 TSF 17 2 19 3 15 18 139
Internal Capture 3 (AM: 12% In, 50% Out; PM: 33% In, 13% Out)-2 -1 -3 -1 -2 -3 -6
Subtotal 15 1 16 2 13 15 133
Strip Retail Plaza (<40k)ITE 822 6.040 TSF 9 6 15 20 20 40 329
Internal Capture 3 (AM: 11% In, 17% Out; PM: 20% In, 25% Out)-1 -1 -2 -4 -5 -9 -11
Subtotal 8 5 13 16 15 31 318
TOTAL TRIPS GENERATED 31 31 62 35 39 74 864
Notes:
TSF
3. Internal capture calculated using the NCHRP 684 Internal Trip Capture Estimation Tool included in the ITE Trip Generation Handbook (3rd Edition, 2017).
Trips Generated
Quantity
AM Peak Hour PM Peak Hour
Daily
1. ITE = Institute of Transportation Engineers Trip Generation Manual (11th Edition, 2021); ### = Land Use Code.
All rates based on General Urban/Suburban setting unless otherwise noted.
2. DU = Dwelling Units; TSF = Thousand Square Feet
TSF
Land Use
Variable2
PM Peak HourAM Peak Hour
Table 2
Project Trip Generation
Trip Generation Rates
Daily
Rate
DU
Strathmore and Garvey Mixed Use Project
Traffic Impact Analysis
1953820
Figure 11Project Trip DistributionNSiteDEL MAR AVE
VIRGINIA STBRIGHTON ST
STRATHMORE AVE
GARVEY AVESAN GABRIEL BLVD55%15%20%20%5%20%10%15%45%Strathmore and Garvey Mixed Use ProjectTraffic Impact Analysis19538Percent To/From ProjectLegend10%60%35%95%40%21
Figure 12Project AM Peak Hour Intersection Turning Movement VolumesStrathmore and Garvey Mixed Use ProjectTraffic Impact Analysis19538NSiteDEL MAR AVE
VIRGINIA STSTRATHMORE AVE
GARVEY AVESAN GABRIEL BLVDStudy IntersectionLegend#Project Driveway#1264753BRIGHTON ST 1Del Mar Ave (NS)/Garvey Ave (EW)003
600050
3562Brighton St (NS)/Garvey Ave (EW)000
0022120
01203Project Dwy (NS)/Virginia St (EW)11 114Strathmore Ave (NS)/Virginia St (EW)11
0011 005Strathmore Ave (NS)/Project Dwy (EW)1811
110018
6Strathmore Ave (NS)/Garvey Ave (EW)000
170121200
00177San Gabriel Blvd (NS)/Garvey Ave (EW)500
006665
06022
Figure 13Project PM Peak Hour Intersection Turning Movement VolumesStrathmore and Garvey Mixed Use ProjectTraffic Impact Analysis19538NSiteDEL MAR AVE
VIRGINIA STSTRATHMORE AVE
GARVEY AVESAN GABRIEL BLVDStudy IntersectionLegend#Project Driveway#1264753BRIGHTON ST 1Del Mar Ave (NS)/Garvey Ave (EW)004
700050
4682Brighton St (NS)/Garvey Ave (EW)000
0022140
01603Project Dwy (NS)/Virginia St (EW)14 124Strathmore Ave (NS)/Virginia St (EW)12
0014 005Strathmore Ave (NS)/Project Dwy (EW)2112
140023
6Strathmore Ave (NS)/Garvey Ave (EW)000
210161400
00197San Gabriel Blvd (NS)/Garvey Ave (EW)500
007876
07023
Strathmore and Garvey Mixed Use Project
Traffic Impact Analysis
24 19538
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 other development projects in the
Cities of Rosemead, Monterey Park, and San Gabriel were added to the study area. Table 3 shows the trip
generation summary for other development projects. Figure 14 shows the other development location map.
Figure 15 and Figure 16 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 0.8-
percent per year over a two-year period for Cumulative [Opening Year (2024)] conditions; this equates to a
total growth factor of approximately 1.0161. The ambient growth rate was conservatively applied to all
movements at the study intersections.
ANALYSIS SCENARIO VOLUME FORECASTS
Opening Year (2024) Without Project
Opening Year (2024) Without Project volume forecasts were derived by adding the other development
generated trips to Existing volumes with ambient growth. Opening Year (2024) Without Project AM and PM
peak hour intersection turning movement volumes are shown on Figure 17 and Figure 18.
Opening Year (2024) With Project
Opening Year (2024) With Project volume forecasts were derived by adding project generated trips to
Opening Year (2024) Without Project volumes. Opening Year (2024) With Project AM and PM peak hour
intersection turning movement volumes are shown on Figure 19 and Figure 20.
24
Table 3 (1 of 2)
Other Development Trip Generation
In Out Total In Out Total
City of San Gabriel
Commercial ITE 821 50.495 TSF 54 33 87 128 134 262 3,409
- Pass-By (40% PM)-------51 -54 -105 -105
Apartment ITE 221 127 DU 11 36 47 30 19 49 577
Subtotal 65 69 134 107 99 206 3,881
Hotel ITE 310 225 RM 58 46 104 68 65 133 1,798
Commercial ITE 822 33.000 TSF 47 31 78 109 109 218 1,797
Condominiums ITE 220 87 DU 8 26 34 28 16 44 586
Subtotal 113 103 216 205 190 395 4,181
Condominiums ITE 220 81 DU 8 25 33 26 15 41 546
Office ITE 710 4.500 TSF 6 1 7 1 5 6 49
Commercial ITE 822 8.000 TSF 11 8 19 26 26 52 436
Restaurant ITE 930 5.000 TSF 4 4 8 35 28 63 486
Subtotal 29 38 67 88 74 162 1,517
Hotel ITE 310 316 RM 81 64 145 95 91 186 2,525
Commercial ITE 822 1.000 TSF 1 1 2 3 3 6 54
Restaurant ITE 930 10.000 TSF 7 7 14 69 56 125 971
Subtotal 89 72 161 167 150 317 3,550
Condominiums ITE 220 63 DU 6 19 25 20 12 32 425
Commercial ITE 822 4.000 TSF 6 4 10 13 13 26 218
Restaurant ITE 930 12.000 TSF 9 9 18 83 68 151 1,166
Subtotal 21 32 53 116 93 209 1,809
Condominiums ITE 220 127 DU 12 39 51 41 24 65 856
Office ITE 710 4.500 TSF 6 1 7 1 5 6 49
Commercial ITE 822 40.000 TSF 57 38 95 132 132 264 2,178
Restaurant ITE 930 3.000 TSF 2 2 4 21 17 38 291
Subtotal 77 80 157 195 178 373 3,374
SG7 1616 & 1619 Walnut St.Apartments ITE 220 38 DU 4 12 16 12 7 19 256
SG8 500 E. Valley Blvd.Commercial ITE 822 5.300 TSF 8 5 13 17 17 34 289
Condominiums ITE 220 7 DU 1 2 3 2 1 3 47
Commercial ITE 822 29.800 TSF 42 28 70 98 98 196 1,623
Subtotal 43 30 73 100 99 199 1,670
Condominiums ITE 220 49 DU 5 15 20 16 9 25 330
Commercial ITE 822 4.600 TSF 7 4 11 15 15 30 250
Restaurant ITE 930 4.600 TSF 3 3 6 32 26 58 447
Subtotal 15 22 37 63 50 113 1,027
SG11 1975 S. Del Mar Ave.Multi-Family Housing (Mid-Rise)ITE 221 35 DU 3 10 13 8 5 13 159
SG12 1920 Strathmore Ave.Multi-Family Housing (Low-Rise)ITE 220 3 DU 0 1 1 1 1 2 20
SG13 1956 Strathmore Ave.Multi-Family Housing (Low-Rise)ITE 220 3 DU 0 1 1 1 1 2 20
SG14 2029 Denton Ave.Multi-Family Housing (Low-Rise)ITE 220 3 DU 0 1 1 1 1 2 20
Quantity2
Map
ID Land Use Source1
AM Peak Hour PM Peak Hour
DailyAddress
400-420 W. Valley Blvd.SG1
SG2 101-111 W. Valley Blvd.
SG3 101 E. Valley Blvd.
221-303 E. Valley Blvd.SG4
SG5 300 E. Valley Blvd.
SG6 400-420 Valley Blvd.
SG9 810 E. Valley Blvd.
SG10 860 E Valley Blvd.
Strathmore and Garvey Mixed Use Project
Traffic Impact Analysis
1953825
Table 3 (2 of 2)
Other Development Trip Generation
In Out Total In Out TotalQuantity2
Map
ID Land Use Source1
AM Peak Hour PM Peak Hour
DailyAddress
City of Monterey Park
MP1 400 N. Garfield Ave.Church ITE 560 23 TSF 5 3 8 5 6 11 178
MP2 100 S. Garfield Ave.Mixed-Use3 ------108 105 213 84 63 147 5,904
MP3 126 N. New Ave.Multi-Family Housing (Low-Rise)ITE 220 66 DU 6 20 26 21 12 33 445
City of Rosemead
RO1 7419-7459 Garvey Ave.Multi-Family Housing (Mid-Rise)ITE 221 90 DU 8 26 34 21 14 35 409
Apartments ITE 221 75 DU 6 21 27 18 11 29 341
Commercial ITE 822 6.346 TSF 9 6 15 21 21 42 346
Subtotal 15 27 42 39 32 71 687
RO3 7801-7825 Garvey Ave.Multi-Family Housing (Mid-Rise)ITE 221 69 DU 6 20 26 16 10 26 313
RO4 8002 Garvey Ave.Multi-Family Housing (Mid-Rise)ITE 221 92 DU 8 26 34 22 14 36 418
Multi-Family Housing (Mid-Rise) ITE 221 160 DU 14 46 60 38 24 62 726
Commercial ITE 821 73.750 TSF 79 48 127 188 195 383 4,980
- Pass-By (40% PM)-------75 -78 -153 -153
Subtotal 93 94 187 151 141 292 5,553
RO6 8399 Garvey Ave.Medical Clinic ITE 720 15.000 TSF 37 98 135 18 41 59 540
Multi-Family Housing (Mid-Rise) ITE 221 26 DU 2 7 9 6 4 10 118
Commercial ITE 822 15.600 TSF 22 15 37 51 51 102 849
- Pass-By (40% PM)-------20 -20 -40 -40
Subtotal 24 22 46 37 35 72 927
RO8 3133-3141 Willard Ave.Residential ITE 220 31 DU 3 9 12 10 6 16 209
Multi-Family Housing (Mid-Rise) ITE 221 42 DU 4 12 16 10 6 16 191
Commercial ITE 822 17.394 TSF 25 16 41 57 57 114 947
- Pass-By (40% PM)-------23 -23 -46 -46
Subtotal 29 28 57 44 40 84 1,092
RO10 2562 River Ave. Warehouse ITE 221 36.596 TSF 5 1 6 2 5 7 63
814 955 1,769 1,551 1,384 2,935 38,511
Notes:
(2) TSF = Thousand Square Feet; DU = Dwelling Units; RM = Rooms
(3) Source: Traffic Impact Study for Garvey/Garfield Mixed-Use Development (August 2021, KOA).
Total
(1) ITE = Institute of Transportation Engineers Trip Generation Manual (11th Edition, 2021); ### = Land Use Code.
RO2 7539 & 7545
Garvey Ave.
RO9 3001 Walnut Grove Ave.
RO5 3035 San Gabriel Blvd.
RO7 8449 Garvey Ave.
Strathmore and Garvey Mixed Use Project
Traffic Impact Analysis
1953826
City of Monterey Park
City of Rosemead
City of San Gabriel
City of Monterey Park
City of Rosemead
City of San Gabriel
Legend
MAIN STSite
N
____________________________________________________________________________________________________________________________________________________________________________________________________
Figure 14
Other Development Locaon Map
Strathmore and Garvey Mixed Use Project
Traffic Impact Analysis
19538
#Other Development ID in:
10
10
27
Figure 15Other DevelopmentAM Peak Hour Intersection Turning Movement VolumesStrathmore and Garvey Mixed Use ProjectTraffic Impact Analysis19538NSiteDEL MAR AVE
VIRGINIA STSTRATHMORE AVE
GARVEY AVESAN GABRIEL BLVDStudy IntersectionLegend#Project Driveway#1264753BRIGHTON ST 1Del Mar Ave (NS)/Garvey Ave (EW)198
171069424
1148242Brighton St (NS)/Garvey Ave (EW)000
0000670
08303Project Dwy (NS)/Virginia St (EW)0 04Strathmore Ave (NS)/Virginia St (EW)0
000 005Strathmore Ave (NS)/Project Dwy (EW)00
0000
6Strathmore Ave (NS)/Garvey Ave (EW)000
0000670
08307San Gabriel Blvd (NS)/Garvey Ave (EW)2238
24242730405
13443028
Figure 16Other DevelopmentPM Peak Hour Intersection Turning Movement VolumesStrathmore and Garvey Mixed Use ProjectTraffic Impact Analysis19538NSiteDEL MAR AVE
VIRGINIA STSTRATHMORE AVE
GARVEY AVESAN GABRIEL BLVDStudy IntersectionLegend#Project Driveway#1264753BRIGHTON ST 1Del Mar Ave (NS)/Garvey Ave (EW)42212
31191414573
1158322Brighton St (NS)/Garvey Ave (EW)000
00001000
010103Project Dwy (NS)/Virginia St (EW)0 04Strathmore Ave (NS)/Virginia St (EW)0
000 005Strathmore Ave (NS)/Project Dwy (EW)00
0000
6Strathmore Ave (NS)/Garvey Ave (EW)000
00001000
010107San Gabriel Blvd (NS)/Garvey Ave (EW)4459
32404647463
10553629
Figure 17Opening Year (2024) Without ProjectAM Peak Hour Intersection Turning Movement VolumesStrathmore and Garvey Mixed Use ProjectTraffic Impact Analysis19538NSiteDEL MAR AVE
VIRGINIA STSTRATHMORE AVE
GARVEY AVESAN GABRIEL BLVDStudy IntersectionLegend#Project Driveway#1264753BRIGHTON ST 1Del Mar Ave (NS)/Garvey Ave (EW)11860253
188422146174625157
586202422Brighton St (NS)/Garvey Ave (EW)15026
5012774526
3394433Project Dwy (NS)/Virginia St (EW)0 04Strathmore Ave (NS)/Virginia St (EW)1
617 1315Strathmore Ave (NS)/Project Dwy (EW)012
19000
6Strathmore Ave (NS)/Garvey Ave (EW)43031
1009775330
1992557San Gabriel Blvd (NS)/Garvey Ave (EW)197694173
92781170169696187
19555710330
Figure 18Opening Year (2024) Without ProjectPM Peak Hour Intersection Turning Movement VolumesStrathmore and Garvey Mixed Use ProjectTraffic Impact Analysis19538NSiteDEL MAR AVE
VIRGINIA STSTRATHMORE AVE
GARVEY AVESAN GABRIEL BLVDStudy IntersectionLegend#Project Driveway#1264753BRIGHTON ST 1Del Mar Ave (NS)/Garvey Ave (EW)15656774
266595169171880127
696922332Brighton St (NS)/Garvey Ave (EW)9130
601111112922
3893043Project Dwy (NS)/Virginia St (EW)0 04Strathmore Ave (NS)/Virginia St (EW)5
714 915Strathmore Ave (NS)/Project Dwy (EW)011
7000
6Strathmore Ave (NS)/Garvey Ave (EW)16023
3046115830
2695757San Gabriel Blvd (NS)/Garvey Ave (EW)220952190
167913244244685155
20983215031
Figure 19Opening Year (2024) With ProjectAM Peak Hour Intersection Turning Movement VolumesStrathmore and Garvey Mixed Use ProjectTraffic Impact Analysis19538NSiteDEL MAR AVE
VIRGINIA STSTRATHMORE AVE
GARVEY AVESAN GABRIEL BLVDStudy IntersectionLegend#Project Driveway#1264753BRIGHTON ST 1Del Mar Ave (NS)/Garvey Ave (EW)11860256
194422146174630157
616252482Brighton St (NS)/Garvey Ave (EW)15026
5014975726
3395633Project Dwy (NS)/Virginia St (EW)11 114Strathmore Ave (NS)/Virginia St (EW)12
6118 1315Strathmore Ave (NS)/Project Dwy (EW)1823
300018
6Strathmore Ave (NS)/Garvey Ave (EW)43031
270211975330
19925227San Gabriel Blvd (NS)/Garvey Ave (EW)202694173
92781176175702192
19556310332
Figure 20Opening Year (2024) With ProjectPM Peak Hour Intersection Turning Movement VolumesStrathmore and Garvey Mixed Use ProjectTraffic Impact Analysis19538NSiteDEL MAR AVE
VIRGINIA STSTRATHMORE AVE
GARVEY AVESAN GABRIEL BLVDStudy IntersectionLegend#Project Driveway#1264753BRIGHTON ST 1Del Mar Ave (NS)/Garvey Ave (EW)15656778
273595169171885127
736982412Brighton St (NS)/Garvey Ave (EW)9130
601313114322
3894643Project Dwy (NS)/Virginia St (EW)14 124Strathmore Ave (NS)/Virginia St (EW)17
7118 915Strathmore Ave (NS)/Project Dwy (EW)2123
210023
6Strathmore Ave (NS)/Garvey Ave (EW)16023
2402020115830
26957247San Gabriel Blvd (NS)/Garvey Ave (EW)225952190
167913251252692161
20983915033
Strathmore and Garvey Mixed Use Project
Traffic Impact Analysis
34 19538
6. FUTURE OPERATIONAL ANALYSIS
Detailed intersection Level of Service calculation worksheets for each of the following analysis scenarios are
provided in Appendix D.
OPENING YEAR (2024) WITHOUT PROJECT
Intersection Levels of Service for Opening Year (2024) Without Project conditions are shown in Table 4. As
shown in Table 4, the study intersections are forecast to operate at acceptable Levels of Service during the
peak hours for Opening Year (2024) Without Project conditions, except for the following study intersection:
▪ Strathmore Avenue (NS) at Garvey Avenue (EW) - #6 (AM-LOS E, PM-LOS F)
OPENING YEAR (2024) WITH PROJECT
Intersection Level of Service
Intersection Levels of Service for Opening Year (2024) With Project conditions are shown in Table 5. As
shown in Table 5, the study intersections are forecast to operate at acceptable Levels of Service during the
peak hours for Opening Year (2024) With Project conditions, except for the following study intersection which
is forecast to continue operating at an unacceptable Levels of Service:
▪ Strathmore Avenue (NS) at Garvey Avenue (EW) - #6 (AM-LOS E, PM-LOS F)
The deficient Level of Service at the intersection of Strathmore Avenue/Garvey Avenue (#6) is associated
with the northbound left turn movement. The major street approaches along Garvey Avenue are forecast to
operate at Level of Service A and the southbound approach on Strathmore Avenue is forecast to operate at
Level of Service C.
Traffic Signal Warrant Analysis
Since the currently unsignalized intersection of Strathmore Avenue/Garvey Avenue is forecast to operate at
deficient Levels of Service, the need for installation of a traffic signal at this study intersection was evaluated
based on the CA MUTCD peak hour volume traffic signal warrant. The traffic signal warrant charts are
provided in Appendix E.
Installation of a traffic signal is not warranted at the intersection of Strathmore Avenue/Garvey Avenue based
on the forecast AM and PM peak hour volumes for Opening Year (2024) With Project conditions.
Transportation Effect Assessment
Table 6 evaluates the project’s transportation effect at the study intersections for Opening Year (2024) With
Project conditions. As shown in Table 6, the proposed project is forecast to result in no adverse transportation
effects based on the established thresholds.
Although the proposed project is forecast to worsen the Level of Service deficiency at the intersection of
Strathmore Avenue/Garvey Avenue, the peak hour volumes do not warrant installation of a traffic signal;
therefore, the project’s effect does not meet the established definition of an adverse effect at unsignalized
intersections.
34
Strathmore and Garvey Mixed Use Project
Traffic Impact Analysis
35 19538
Notwithstanding the above, the following improvements were identified to address the deficient Level of
Service at the study intersection of Strathmore Avenue/Garvey Avenue for Opening Year (2024) With Project
conditions:
▪ Remove the raised median on the west leg of Garvey Avenue and replace it with a two-way left turn
median.
OR
▪ Restrict the northbound approach to right turns only during the AM and PM peak hours.
35
ICU or
[Delay]2 LOS3
ICU or
[Delay]2 LOS3
1. Del Mar Ave at Garvey Ave TS 0.655 B 0.744 C
2. Brighton St at Garvey Ave CSS [15.9]C [18.8]C
3. Project Dwy at Virginia St CSS [0.0]A [0.0]A
4. Strathmore Ave at Virginia St CSS [8.4]A [8.5]A
5. Strathmore Ave at Project Dwy CSS [0.0]A [0.0]A
6. Strathmore Ave at Garvey Ave CSS [40.2]E [53.6]F
7. San Gabriel Blvd at Garvey Ave TS 0.728 C 0.843 D
Notes:
(1) TS = Traffic Signal; CSS = Cross Street Stop
(2)
(3) LOS = Level of Service
ID Study Intersection
Traffic
Control1
ICU = Intersection Capacity Utilization. For unsignalized intersections, delay is shown in [seconds/vehicle]. For
intersections with cross street stop control, delay and Level of Service are based on the worst individual minor street
approach or major street left turn movement.
Table 4
Opening Year (2024) Without Project Intersection Level of Service
AM Peak Hour PM Peak Hour
Strathmore and Garvey Mixed Use Project
Traffic Impact Analysis
1953836
ICU or
[Delay]2 LOS3
ICU or
[Delay]2 LOS3
1. Del Mar Ave at Garvey Ave TS 0.661 B 0.753 C
2. Brighton St at Garvey Ave CSS [15.8]C [19.1]C
3. Project Dwy at Virginia St CSS [0.0]A [0.0]A
4. Strathmore Ave at Virginia St CSS [8.7]A [8.7]A
5. Strathmore Ave at Project Dwy CSS [8.5]A [8.4]A
6. Strathmore Ave at Garvey Ave CSS [45.3]E [61.3]F
- With Improvements CSS [21.1]C [24.0]C
7. San Gabriel Blvd at Garvey Ave TS 0.733 C 0.852 D
Notes:
(1) TS = Traffic Signal; CSS = Cross Street Stop
(2)
(3) LOS = Level of Service
Table 5
Opening Year (2024) With Project Intersection Level of Service
Traffic
Control1
AM Peak Hour PM Peak Hour
ICU = Intersection Capacity Utilization. For unsignalized intersections, delay is shown in [seconds/vehicle]. For
intersections with cross street stop control, delay and Level of Service are based on the worst individual minor street
approach or major street left turn movement.
ID Study Intersection
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ICU or
[Delay]1 LOS2
ICU or
[Delay]2 LOS2
ICU or
[Delay]2 LOS2
ICU or
[Delay]2 LOS2
1. Del Mar Ave at Garvey Ave 0.655 B 0.661 B +0.006 No 0.744 C 0.753 C +0.009 No
2. Brighton St at Garvey Ave [15.9]C [15.8]C -0.100 No [18.8]C [19.1]C +0.300 No
3. Project Dwy at Virginia St [0.0]A [0.0]A 0.0 No [0.0]A [0.0]A 0.0 No
4. Strathmore Ave at Virginia St [8.4]A [8.7]A +0.300 No [8.5]A [8.7]A +0.200 No
5. Strathmore Ave at Project Dwy [0.0]A [8.5]A +8.500 No [0.0]A [8.4]A +8.400 No
6. Strathmore Ave at Garvey Ave [40.2]E [45.3]E +5.100 No3 [53.6]F [61.3]F +7.700 No3
- With Improvements4 --[21.1]C -19.100 No --[24.0]C -29.600 No
7. San Gabriel Blvd at Garvey Ave 0.728 C 0.733 C +0.005 No 0.843 D 0.852 D +0.009 No
Notes:
(4) Improvement reflects option to remove remove the raised median on the west leg of Garvey Avenue and replace it with a two-way left turn lane.
(3) AM and PM peak hour volumes are not forecast to satisfy the CA MUTCD peak hour traffic signal warrant; see Appendix E.
(1) ICU = Intersection Capacity Utilization; control delay for unsiganlized intersections shown as [seconds/vehicle].
(2) LOS = Level of Service
Table 6
Assessment of Transportation Effect for Opening Year (2024) With Project
ID Study Intersection
AM Peak Hour PM Peak Hour
Without
Project
With
Project Project-
Related
Change Adverse Effect?Without
Project
With
Project Project-
Related
Change Adverse Effect? Strathmore and Garvey Mixed Use Project
Traffic Impact Analysis
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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
▪ Construct the Project Driveway (NS) at Virginia Street (EW) (#3) to provide one inbound lane and one
outbound lane with northbound stop-control.
▪ Construct the Strathmore Avenue (NS) at Project Driveway (EW) (#5) to provide one inbound lane and
one outbound lane with eastbound stop-control and the following lane configurations:
□ Northbound: one shared left/through lane
□ Southbound: one shared through/right turn lane
□ Eastbound: one shared left/right turn lane
▪ Construct a driveway at the public alley connecting to Brighton Street.
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 sight distance standards.
SIGHT DISTANCE EVALUATION
Stopping sight distance is the length of roadway that is visible to the driver and should allow for a vehicle
traveling at or near the design speed to stop before reaching a stationary object in its path. At an intersection
with a stop-control on the minor street approach, sight distance should be sufficient to allow the driver on
the minor road to anticipate and avoid potential collisions. If the available sight distance is at least equal to the
appropriate stopping sight distance, then drivers on the intersecting roads should be visible to each other and
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can avoid potential collisions. In some cases, this may require the driver on the major road to substantially
slow down or stop to avoid the minor-road vehicle. Longer sight distances may be desirable to enhance traffic
operations; however, for minor roads with relatively low volumes, stopping sight distance is generally accepted
as the minimum line of sight that should be provided.
A sight distance evaluation was prepared for the project driveways based on guidance from the American
Association of State Highway and Transportation Officials (AASHTO) A Policy on Geometric Design of Highways
and Streets (2018) [“the AASHTO Greenbook”].
The stopping sight distance was determined in accordance with Table 3-1 of the AASHTO Greenbook. Garvey
Avenue has a posted speed limit of 35 miles per hour, which is the presumed design speed for this analysis
and correlates to a stopping sight distance of 250 feet per AASHTO guidance.
The AAHSTO Greenbook does not specify a location for the decision point (i.e., minor road driver’s eye) since
it depends on the placement of any marked stop line. In this case, there are marked stop lines on the
southbound approaches of the minor street roads; therefore, the decision point was assumed to be located
at an approximately 10-foot setback from the stop line. This allows sufficient space for the driver on the minor
road to wait without the front bumper intruding past the marked stop line on the major road.
Figure 21 shows the sight distance evaluation for southbound Brighton Street from both directions. Figure
22 shows the sight distance evaluation for southbound Strathmore Avenue from both directions. Each figure
also shows recommended “no parking” zones to prevent on-street parking from obstructing the line of sight.
As shown on Figure 21, “no parking” designation is recommended by installing red curb markings along the
north side of Garvey Avenue from Brighton Street to approximately 76 feet west and 170 feet east.
As shown on Figure 22, “no parking” designation is recommended by installing red curb markings along the
north side of Garvey Avenue from Strathmore Avenue to approximately 66 feet west and 160 feet east.
Figure 23 summarizes the recommended “no parking” designations for both intersections based on the sight
distance analysis.
40
41
42
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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 62 AM peak hour
trips and 74 PM peak hour trips, which are distributed to/from the project site. The intersections of Del Mar
Avenue/Garvey Avenue and San Gabriel Boulevard/Garvey Avenue are not CMP intersections. 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, 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: ((864 trips x 1.4) x 0.035) ≈ 42
▪ Morning Peak Hour: ((62 trips x 1.4) x 0.035) ≈ 3
▪ Evening Peak Hour: ((74 trips x 1.4) x 0.035) ≈ 4
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The proposed project is forecast to generate approximately three (3) transit trips during the AM peak hour
and approximately four (4) 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 demand.
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9. SPECIFIC PLAN AMENDMENT ANALYSIS
This section provides an assessment of potential impacts relating to the proposed Specific Plan Amendment
component of the proposed project.
SPECIFIC PLAN BACKGROUND
The project site is located within the Garvey Avenue Specific Plan (GASP) and involves a Specific Plan
Amendment. It is estimated the GASP will support development of 1,048 dwelling units and an additional
estimated population of 2,710 residents. Environmental impacts for the Garvey Avenue Specific Plan were
evaluated in the Environmental Impact Report Garvey Avenue Corridor Specific Plan (May 2017) [“GASP EIR”].
The proposed project involves a Zone Change from GSP-Residential/Commercial (GSP-R/C) to Incentivized
Mixed-Use (GSP-MU) to allow for greater development potential compared to the current zoning. Therefore,
the effect of the proposed project relative to the Specific Plan buildout scenario anticipated in the GASP EIR
was evaluated to identify whether the project would result in any new significant impacts.
SPECIFIC PLAN BASELINE
Baseline traffic conditions for the Specific Plan Amendment were obtained from the GASP EIR and supporting
traffic analysis contained in Appendix G of the GASP EIR (Traffic Impact Analysis for the Garvey Avenue Specific
Plan EIR (KOA Corporation, May 2016)). The GASP EIR traffic analysis evaluated traffic impacts associated
with buildout of the GASP based on a future year 2035 baseline.
Affected Study Area
The transportation section of the GASP EIR included evaluation of intersection Levels of Service at nine study
intersections, two freeway mainline segments, and six freeway ramp intersections. Based on the project trip
generation and assignment, the project is forecast to contribute more than 50 peak hour trips at the following
three intersections evaluated in the GASP EIR:
▪ Del Mar Avenue at Garvey Avenue (City of Rosemead)
▪ Kelburn Avenue at Garvey Avenue (City of Rosemead)
▪ San Gabriel Boulevard at Garvey Avenue (City of Rosemead)
The project trip contributions at other roadway elements evaluated in the GASP EIR would not exceed the
criteria for further evaluation (see Congestion Management Program section); therefore, the project would
have a negligible effect on those facilities.
Relevant Thresholds of Significance
The GASP EIR uses the following threshold to identify significant impacts at study intersections within City of
Rosemead jurisdiction:
Level of Service
Without Project
Volume/Capacity (V/C) Project-Related V/C Increase
F 1.00 or more Equal to or greater than 0.02
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Relevant Mitigation Measures
GASP EIR Mitigation Measure 13.A-1 includes the following mitigation measures for the three study
intersections at which the proposed project has the potential to cause new impacts:
▪ Del Mar Avenue (NS) at Garvey Avenue (EW)
□ Add a third through lane for the eastbound and westbound approaches
▪ Kelburn Avenue (NS) at Garvey Avenue (EW)
□ Add a third through lane for the eastbound and westbound approaches
▪ San Gabriel Boulevard (NS) at Garvey Avenue (EW)
□ Add a third through lane for the eastbound and westbound approaches
The GASP EIR concludes that impacts would remain significant and unavoidable at the intersections of Del
Mar Avenue/Garvey Avenue and San Gabriel Boulevard/Garvey Avenue with consideration of Mitigation
Measure 13.A-1.
SPECIFIC PLAN AMENDMENT IMPACT ASSESSMENT
Table 7 shows an assessment of the impacts associated with the proposed project/Specific Plan Amendment.
ICU and Levels of Service for baseline year 2035 without and with GASP were obtained from the GASP EIR.
ICU and Levels of Service for year 2035 with the proposed Specific Plan Amendment were calculated by
adding project trips the year 2035 with GASP traffic volume forecasts. This is a conservative assessment since
it does not take credit for the net change in trips between the proposed project and the current zoning. Level
of Service worksheets for the Specific Plan Amendment analysis are provided in Appendix G.
As shown in Table 7, consistent with the GASP EIR, traffic impacts associated with the proposed Specific Plan
Amendment are forecast to remain significant and unavoidable at the following study intersections with
consideration of Mitigation Measure 13.A-1:
▪ Del Mar Avenue at Garvey Avenue (AM peak hour)
▪ San Gabriel Boulevard at Garvey Avenue (AM and PM peak hours)
Amendment-related increases in ICU are generally marginal and would not exceed the threshold of
significance (+0.02 at Level of Service F) compared to buildout of the current GASP land uses. Relative to the
2035 without GASP condition, buildout of the GASP with the proposed Specific Plan Amendment would not
result in new significant impacts or mitigation in addition to those already identified in the previously certified
GASP EIR.
47
ICU LOS ICU LOS
Change
in ICU
Significant
Impact?ICU LOS
Change
in ICU
Significant
Impact?
Del Mar Ave at Garvey Ave AM 0.829 D 1.054 F +0.225 YES 1.061 F +0.232 YES
PM 0.810 D 0.938 E +0.128 No 0.946 E +0.136 No
Kelburn Ave at Garvey Ave AM 0.553 A 0.812 D +0.259 No 0.845 D +0.292 No
PM 0.589 A 0.686 B +0.097 No 0.720 C +0.131 No
San Gabriel Blvd at Garvey Ave AM 0.812 D 1.153 F +0.341 YES 1.161 F +0.349 YES
PM 0.895 D 1.072 F +0.177 YES 1.079 F +0.184 YES
Notes:
GASP = Garvey Avenue Specific Plan; ICU = Intersection Capacity Analysis; LOS = Level of Service
(1) Source: Draft Environmental Impact Report Garvey Avenue Corridor Specific Plan (May 2017); Table 13-3.
(2) Source: Draft Environmental Impact Report Garvey Avenue Corridor Specific Plan (May 2017); Table 13-8 (including mitigation).
(3) Source: Ganddini Group, September 2022; see Appendix G.
2035 With SPA32035 With GASP2
Peak
HourStudy Intersection
Significant Impact Assessment for Specific Plan Amendment
Table 7
2035 Without GASP1
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10. VEHICLE MILES TRAVELED (VMT)
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.
Agencies are required to apply the updated CEQA guidelines for VMT analysis and implementation was
required State-wide by 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 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 ASSESSMENT
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 San Gabriel Valley Council of Governments
(SGVCOG) VMT Evaluation Tool was used to determine if the project can be screened out and presumed to
result in a less than significant VMT impact in accordance with City of Rosemead VMT guidelines.
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 Tool findings are included in Appendix F.
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11. CONCLUSIONS
This section summarizes the findings and mitigation measures (if any) identified in previous sections of this
study.
PROJECT TRIP GENERATION
The proposed project is forecast to generate a total of approximately 864 daily trips, including 62 trips during
the AM peak hour and 74 trips during the PM peak hour
FORECAST LEVELS OF SERVICE
The study intersections are forecast to operate at acceptable Levels of Service during the peak hours for
Opening Year (2024) Without Project conditions, except for the following study intersection:
▪ Strathmore Avenue (NS) at Garvey Avenue (EW) - #6 (AM-LOS E, PM-LOS F)
The study intersections are forecast to operate at acceptable Levels of Service during the peak hours for
Opening Year (2024) With Project conditions, except for the following study intersection which is forecast to
continue operating at an unacceptable Levels of Service:
▪ Strathmore Avenue (NS) at Garvey Avenue (EW) - #6 (AM-LOS E, PM-LOS F)
The proposed project is forecast to result in no adverse transportation effects based on the established
thresholds.
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 demand.
SPECIFIC PLAN AMENDMENT
Relative to the 2035 without GASP condition, buildout of the GASP with the proposed Specific Plan
Amendment would not result in new significant impacts or mitigation in addition to those already identified in
the previously certified GASP EIR.
VMT IMPACTS
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.
50
APPENDICES
Appendix A Glossary
Appendix B Scoping Agreement
Appendix C Volume Count Worksheets
Appendix D Level of Service Worksheets
Appendix E Traffic Signal Warrant Graphs
Appendix F SGVCOG VMT Evaluation Tool
Appendix G Level of Service Worksheets for Specific Plan Amendment Analysis
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
Apx-7
550 Parkcenter Drive, Suite 202, Santa Ana, California 92705
714 795 3100 | www.ganddini.com
MEMORANDUM OF UNDERSTANDING
TO: CITY OF ROSEMEAD
FROM:Bryan Crawford, Senior Transportation Planner | GANDDINI GROUP, INC.
DATE: July 11, 2022
SUBJECT:Strathmore and Garvey Mixed Use Project Traffic Impact Analysis Scoping
INTRODUCTION
The purpose of this traffic study scoping document is to outline the proposed traffic analysis parameters and
assumptions for review/concurrence by City of Rosemead staff.
PROJECT DESCRIPTION
Figure 1 shows the project location map. The project site is located at the northwest corner of the intersection
of Strathmore Avenue and Garvey Avenue in the City of Rosemead, as exhibited in Figure 2.
The site plan is show in Appendix A. The 1.21-acre project site is currently developed with retail and outdoor
storage uses. The proposed project involves redevelopment with a seven-story mixed-use development
comprised of 93 apartment dwelling units (including 26 live/work units), 6,040 square feet of retail, 12,801
square feet of office, a two-story parking structure, and related landscaping improvements. The proposed
project is anticipated to be constructed and fully operational by year 2024.
Vehicle access is proposed at Strathmore Avenue, Virginia Street, and a public alley connecting to Brighton
Street at the west side of the property.
PROJECT TRIP GENERATION
Table 1 shows the project trip generation based upon rates obtained from the Institute of Transportation
Engineers (ITE) Trip Generation Manual (11th Edition, 2021). ITE land use codes 221 (Multifamily Housing
(Mid-Rise)) 710 (General Office Building), and 822 (Strip Retail Plaza (<40k)) have been used to estimate the
site-specific trip generation estimates for the project land uses.
Traffic volumes shown in Table 1 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 or office 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.
As shown in Table 1, the proposed project is forecast to generate approximately 864 daily trips, including 62
trips during the AM peak hour and 74 trips during the PM peak hour.
Apx-8
Strathmore and Garvey Mixed Use Project Traffic Impact Analysis Scoping
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Strathmore and Garvey Mixed Use Project Traffic Impact Analysis Scoping
2 19370
PROJECT TRIP DISTRIBUTION
Figure 3 illustrates the forecast directional distribution patterns of project-generated trips.
STUDY AREA
Based on City of Rosemead guidelines, intersections identified for analysis typically include signalized
intersections at which a project is forecast to contribute 50 or more trips during the AM or PM peak hours.
The study area is proposed to consist of the following seven (7) study intersections, even if the project may
not contribute 50 or more trips during either peak hour.
Study Intersections (Figure 1)
1.Del Mar Avenue (NS) at Garvey Avenue (EW)
2.Brighton Street (NS) at Garvey Avenue (EW)
3.Project Driveway (NS) at Virginia Street (EW)
4.Strathmore Avenue (NS) at Virginia Street (EW)
5.Strathmore Avenue (NS) at Project Driveway (EW)
6.Strathmore Avenue (NS) at Garvey Avenue (EW)
7.San Gabriel Boulevard (NS) at Garvey Avenue (EW)
TRAFFIC COUNTS
Intersection turning movement counts will be used at the study intersections during the AM peak period (7:00
AM – 9:00 AM) and PM peak period (4:00 PM – 6:00 PM) on a typical weekday (Tuesday, Wednesday, or
Thursday).
ANALYSIS SCENARIOS
The traffic study shall evaluate the following analysis scenarios for weekday AM and PM peak hour conditions:
Existing [2022]
Opening Year Without Project [2024]
Opening Year With Project [2024]
ANALYSIS METHODOLOGY
Signalized Intersections
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
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Strathmore and Garvey Mixed Use Project Traffic Impact Analysis Scoping
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Strathmore and Garvey Mixed Use Project Traffic Impact Analysis Scoping
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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.
Intersection Level of Service analysis shall be performed using the Vistro software.
Unsignalized Intersections
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:
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 Level of Service analysis shall be performed using the Vistro software.
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.
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Strathmore and Garvey Mixed Use Project Traffic Impact Analysis Scoping
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Strathmore and Garvey Mixed Use Project Traffic Impact Analysis Scoping
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OPERATIONAL THRESHOLDS
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.
FORECASTING METHODOLOGY
Ambient Growth Rate
To account for area-wide ambient growth, the Opening Year 2024 will include a 0.8% annual growth for 2
years (total growth factor = 1.0161) over the 2022 base volumes. City staff shall confirm that this growth rate
is applicable and refine as necessary.
Other Cumulative Projects
A list of pending and approved cumulative development projects will be obtained from Cities of Rosemead,
Monterey Park, San Gabriel, South San Gabriel, and Alhambra staff. These lists will be narrowed down to
include projects within a 1.5 mile radius of the project site.
Trip forecasts for other development projects within the project study area will be determined based on the
Institute of Transportation Engineers (ITE), Trip Generation Manual, 11th Edition, 2021 and will be added to
existing roadway volumes for the applicable analysis scenarios.
SIGHT DISTANCE ANALYSIS
A sight distance analysis will be performed at the intersections of Brighton Street at Garvey Avenue and
Strathmore Avenue at Garvey Avenue.
GARVEY AVENUE SPECIFIC PLAN
The proposed project is located within the Garvey Avenue Specific Plan. The proposed development will be
analyzed with the assumed uses within the Garvey Avenue Specific Plan (Study Area TAZ Boundary 2165-3)
to determine conformity with the assumptions within this TAZ within the Garvey Avenue Specific Plan.
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Strathmore and Garvey Mixed Use Project Traffic Impact Analysis Scoping
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Strathmore and Garvey Mixed Use Project Traffic Impact Analysis Scoping
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VEHICLES MILES TRAVELED (VMT) ANALYSIS
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.
Agencies are required to apply the updated CEQA guidelines for VMT analysis and implementation was
required State-wide by 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 Technical Advisory on Evaluating Transportation Impacts in CEQA (State of California,
December 2018) [“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.
The City of Rosemead has established VMT analysis guidelines at this time; therefore, the project-related VMT
impact has been assessed based on guidance from the City of Rosemead Adopting Resolution No. 2020-22
Establishing the Traffic Threshold of Significance for California Environmental Quality Act (CEQA) to Vehicle Miles
Traveled (VMT) Rather than Level of Service (LOS) (June 9, 2020).
VMT Screening Assessment
The project VMT impact has been assessed in accordance with guidance from the City of Rosemead Adopting
Resolution No. 2020-22 Establishing the Traffic Threshold of Significance for California Environmental Quality Act
(CEQA) to Vehicle Miles Traveled (VMT) Rather than Level of Service (LOS) (June 9, 2020).
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 San Gabriel Valley Council of Governments
(SGVCOG) VMT Evaluation Tool was used to determine if the project can be screened out and presumed to
result in a less than significant VMT impact in accordance with City of Rosemead VMT guidelines.
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.
Appendix C includes the SGVCOG VMT Evaluation Tool findings.
CONCLUSION
We appreciate the opportunity to provide this scoping document for your review. Should you have any
questions or comments regarding the proposed scope, please contact Bryan Crawford at (714) 795-3100 x
104 or bryan@ganddini.com.
Apx-12
Land Use Source1 % In % Out Rate % In % Out Rate
Multifamily Housing (Mid-Rise, Not Close to Rail Transit)ITE 221 23%77%0.37 61%39%0.39 4.54
General Office Building ITE 710 88%12%1.52 17%83%1.44 10.84
Strip Retail Plaza (<40k)ITE 822 60%40%2.36 50%50%6.59 54.45
Land Use Source In Out Total In Out Total
Multifamily Housing (Mid-Rise, Not Close to Rail Transit)ITE 221 93 DU 8 26 34 22 14 36 422
Internal Capture 3 (AM: 0% In, 4% Out; PM: 23% In, 21% Out)0 -1 -1 -5 -3 -8 -9
Subtotal 8 25 33 17 11 28 413
General Office Building ITE 710 12.801 TSF 17 2 19 3 15 18 139
Internal Capture 3 (AM: 12% In, 50% Out; PM: 33% In, 13% Out)-2 -1 -3 -1 -2 -3 -6
Subtotal 15 1 16 2 13 15 133
Strip Retail Plaza (<40k)ITE 822 6.040 TSF 9 6 15 20 20 40 329
Internal Capture 3 (AM: 11% In, 17% Out; PM: 20% In, 25% Out)-1 -1 -2 -4 -5 -9 -11
Subtotal 8 5 13 16 15 31 318
TOTAL TRIPS GENERATED 31 31 62 35 39 74 864
Notes:
3. Internal Capture calculated using the NCHRP 684 Internal Trip Capture Estimation Tool included in the ITE Trip Generation Handbook (3rd Edition, 2017).
2. DU = Dwelling Units; TSF = Thousand Square Feet
1. ITE = Institute of Transportation Engineers Trip Generation Manual (11th Edition, 2021); ### = Land Use Code.
All rates based on General Urban/Suburban setting unless otherwise noted.
Draft Project Trip Generation
Table 1
PM Peak Hour
Trip Generation Rates
Land Use
Variable2
AM Peak Hour Daily
Rate
TSF
DU
Trips Generated
Quantity
AM Peak Hour PM Peak Hour
Daily
TSF
Strathmore and Garvey Mixed Use Project
Scoping Agreement
19538
Apx-13
Figure 1Project Location MapStrathmore and Garvey Mixed Use ProjectScoping Agreement19538NSiteDEL MAR AVE
VIRGINIA STBRIGTON ST
STRATHMORE AVE
GARVEY AVESAN GABRIEL BLVDStudy IntersectionLegend#Project Driveway#1264753Apx-14
Figure 2
Site Plan
N
10'-0"10'-0"PUBLIC ALLEY
TRANS-FORMEROPEN TO SKY ABOVE
16% RAMPTRASH
R-2
N.A.P.
GSP (EXISTING )
N.A.P.
GSP (EXISTING )
N.A.P.
R-2
N.A.P.
R-2
N.A.P.
R-2
N.A.P.
R-2N.A.P.
R-2
N.A.P.
GSP / RC(EXISTING )N.A.P.
GSP (EXISTING )GSP-MU ( PROPOSED )N.A.P.
GSP (EXISTING )
N.A.P.RAMP UP TO 2ND FLRSETBACKSETBACK
12'-0"
10'-0"SETBACKTRANS: 60 °
LANDSCAPE (OS-1)
LANDSCAPE
(N)DRIVEWAY(N)DRIVEWAY
22'-0"
TRASH
LEASING
UTILITIES
PROPERTY LINELANDSCAPE(OS-1)LANDSCAPE (OS-2)LANDSCAPE (OS-1)BUILDING LINE ABOVELOBBY
B
A300
PROPERTY LINEPROPERTY LINETRASH
25'-0"25'-0"
24'-0"25'-0"6'-0"5'-0"COMMERCIAL
10'X20'LOADING
COMMERCIAL COMMERCIAL COMMERCIAL COMMERCIAL COMMERCIAL COMMERCIAL COMMERCIAL
COMMERCIAL COMMERCIAL COMMERCIAL COMMERCIAL COMMERCIAL COMMERCIAL COMMERCIAL COMMERCIALPUBLIC PARKINGHALL WAY25'-0"
(745 SF)PUBLICPARKINGPUBLICPARKINGRESIDENTIALBIKE STORAGE
SECURED
ENTRANCE/EXITROLL UPGATE
SECUREDENTRANCE/EXITROLL UPGATE
LIVE/WORKGUESTLIVE/WORKRESIDENTLIVE/WORKGUESTLIVE/WORKRESIDENTLIVE/WORKGUESTLIVE/WORKRESIDENTLIVE/WORKGUESTLIVE/WORKRESIDENTLIVE/WORKGUESTLIVE/WORKRESIDENTLIVE/WORKGUESTLIVE/WORKRESIDENTLIVE/WORKGUESTLIVE/WORKRESIDENTLIVE/WORKGUESTLIVE/WORKRESIDENTLIVE/WORKGUESTLIVE/WORKRESIDENTLIVE/WORKGUESTLIVE/WORKRESIDENTLIVE/WORKGUESTLIVE/WORKRESIDENTLIVE/WORKGUESTLIVE/WORKRESIDENTLIVE/WORKGUESTLIVE/WORKRESIDENTLIVE/WORKGUESTLIVE/WORKRESIDENTLIVE/WORKGUESTLIVE/WORKRESIDENTRESIDENTGUESTLIVE/WORKGUESTLIVE/WORKRESIDENTLIVE/WORKGUESTLIVE/WORKRESIDENTLIVE/WORKGUESTLIVE/WORKRESIDENTLIVE/WORKGUESTLIVE/WORKRESIDENTLIVE/WORKGUESTLIVE/WORKRESIDENTRESIDENTGUESTRESIDENTGUESTRESIDENTGUESTRESIDENTGUESTRESIDENTGUESTC
C
C
C
C
C
COMMERCIALCOMMERCIALCOMMERCIALCOMMERCIALCOMMERCIALCOMMERCIALCOMMERCIALCOMMERCIAL20'-8"RETAIL±6,040 SF 25'-0"LOBBY(724 SF)
EL303.7EL305.3 EL302.1
EL303.7
EL300.6
EL305.3
UP
EL303.7
EL305.3
8'-8"12'-0"156'-7"PUBLIC SIDEWALK PUBLIC SIDEWALKAA300(326 SF)20'-0"10'-0"
Strathmore and Garvey Mixed Use ProjectScoping Agreement
19538
Apx-15
Figure 3Project Trip DistributionNSiteDEL MAR AVE
VIRGINIA STBRIGTON ST
STRATHMORE AVE
GARVEY AVESAN GABRIEL BLVD55%15%20%20%60%35%95%5%20%10%15%40%45%Percent From ProjectLegend10%Strathmore and Garvey Mixed Use ProjectScoping Agreement19538Apx-16
Strathmore and Garvey Mixed Use Project Traffic Impact Analysis Scoping
19370
Appendix A
Site Plan
Apx-17
970 N. BROADWAY, SUITE 107LOS ANGELES, CA 90012p. 213.537.0910info@scaleslab.comwww.scaleslab.comPROJECTSTRATHMORE AND GARVEY MIXED-USE7849-7857 GARVEY AVE.7900 & 7916 VIRGINIA ST.ROSEMEAD, CA 91770OWNERGREEN PARK LLC120 E. VALLEY BLVD.SAN GABRIEL, CA 91776Apx-18
970 N. BROADWAY, SUITE 107
LOS ANGELES, CA 90012
p. 213.537.0910 info@scaleslab.com www.scaleslab.com
PROPOSED MIXED-USE
DATE:
SHEET:
DESCRIPTION:
DEVELOPER: GREEN PARK LLC.
7849-7857 GARVEY AVE.
7900 & 7916 VIRGINIA ST.
ROSEMEAD, CALIFORNIA 9177022-06-01
PROJECT DATA
A-001Apx-19
10'-0"10'-0"PUBLIC ALLEYTRANS-FORMEROPEN TO SKY ABOVE16% RAMP
TRASHR-2N.A.P.GSP (EXISTING )N.A.P.GSP (EXISTING )N.A.P.R-2N.A.P.R-2N.A.P.R-2N.A.P.R-2N.A.P.R-2N.A.P.GSP / RC(EXISTING )N.A.P.GSP (EXISTING )GSP-MU ( PROPOSED )N.A.P.GSP (EXISTING )N.A.P.RAMP UP TO 2ND FLR
SETBACK SETBACK12'-0"10'-0"SETBACKTRANS: 60 °LANDSCAPE (OS-1)LANDSCAPE(N)DRIVEWAY(N)DRIVEWAY(N
)DRIVEWAY25'-0
"22'-0"TRASHLEASINGUTILITIESPROPERTY LINE
LANDSCAPE (OS-1)
LANDSCAPE (OS-2)
LANDSCAPE (OS-1)
BUILDING LINE ABOVE
LOBBYBA300PROPERTY LINE
PROPERTY LINE
PROPERTY LINEPROPERTY L
INEPROPERTY LINEPROPERTY LINETRASH25'-0"25'-0"24'-0"25'-0"6'-0"5'-0"LANDSCAPE (OS-2)COMMERCIAL10'X20'LOADINGCOMMERCIALCOMMERCIALCOMMERCIALCOMMERCIALCOMMERCIALCOMMERCIALCOMMERCIALCOMMERCIALCOMMERCIALCOMMERCIALCOMMERCIALCOMMERCIALCOMMERCIALCOMMERCIALCOMMERCIALPUBLIC
PARKING
HALL WAY 25'-0"(745 SF)PUBLIC
PARKING
PUBLIC
PARKING
RESIDENTIALBIKE STORAGESECUREDENTRANCE/EXITROLL UPGATESECUREDENTRANCE/EXITROLL UPGATELIVE/WORK
GUEST
LIVE/WORK
RESIDENT
LIVE/WORK
GUEST
LIVE/WORK
RESIDENT
LIVE/WORK
GUEST
LIVE/WORK
RESIDENT
LIVE/WORK
GUEST
LIVE/WORK
RESIDENT
LIVE/WORK
GUEST
LIVE/WORK
RESIDENT
LIVE/WORK
GUEST
LIVE/WORK
RESIDENT
LIVE/WORK
GUEST
LIVE/WORK
RESIDENT
LIVE/WORK
GUEST
LIVE/WORK
RESIDENT
LIVE/WORK
GUEST
LIVE/WORK
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LIVE/WORK
GUEST
LIVE/WORK
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LIVE/WORK
GUEST
LIVE/WORK
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LIVE/WORK
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LIVE/WORK
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LIVE/WORK
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LIVE/WORK
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LIVE/WORK
GUEST
LIVE/WORK
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LIVE/WORK
GUEST
LIVE/WORK
RESIDENT
LIVE/WORK
GUEST
LIVE/WORK
RESIDENT
RESIDENT
GUEST
RESIDENT
GUEST
RESIDENT
GUEST
RESIDENT
GUEST
RESIDENT
GUEST
CCCCCCCOMMERCIALCOMMERCIALCOMMERCIAL
COMMERCIALCOMMERCIALCOMMERCIAL COMMERCIAL COMMERCIAL
20'-8"RETAIL±6,040 SF25'-0"LOBBY(724 SF)EL303.7EL305.3EL302.1EL303.7EL300.6EL305.3UPEL303.7EL305.38'-8"12'-0" (OS-3)156'-7"PUBLIC SIDEWALKPUBLIC SIDEWALK
A
A300
(326 SF)20'-0"10'-0"OFFICESRETAIL2 BEDROOM3 BEDROOMCOURTYARD/OPEN AREALIVE-WORK UNITSPLAN LEGENDSECURED PARKINGAREARESIDENTIALAMMENITIES1 BEDROOM2'-0" CLEAR8'-0"1'-0"8'-0"9'-0"9'-0"18'-0"2'-0" CLEARPARKING STALLS SHALL BE STRIPED WITHTHREE-INCH DOUBLE LINES, SIX INCHESAPART. THE STALL WIDTH SHALL BEMEASURED FROM THE CENTER POINT OFEACH DOUBLE STRIPED MARKING.WALL OROBSTRUCTION16'-0"
16'-0"
18'-0"3"6"3"3"6"3"3"
3"STALL WIDTHSTALL LENGHT
COMPACT PARKINGSTANDARD PARKING1'-0"WALL OROBSTRUCTION970 N. BROADWAY, SUITE 107
LOS ANGELES, CA 90012
p. 213.537.0910 info@scaleslab.com www.scaleslab.com
PROPOSED MIXED-USE
DATE:
SHEET:
DESCRIPTION:
DEVELOPER: GREEN PARK LLC.
7849-7857 GARVEY AVE.
7900 & 7916 VIRGINIA ST.
ROSEMEAD, CALIFORNIA 9177022-06-01
SITE PLAN
A-100NORTHSCALE:1/16" = 1'-0"SITE PLAN (GROUND FLOOR)1SCALE: 1/16"=1'-0"Apx-20
Strathmore and Garvey Mixed Use Project Traffic Impact Analysis Scoping
19370
Appendix B
Internal Capture Worksheets
Apx-21
Project Name:Organization:
Project Location:Performed By:
Scenario Description:Date:
Analysis Year:Checked By:
Analysis Period:Date:
ITE LUCs1 Quantity Units Total Entering Exiting
Office 19 17 2
Retail 15 9 6
Restaurant 0
Cinema/Entertainment 0
Residential 34 8 26
Hotel 0
All Other Land Uses2 0
68 34 34
Veh. Occ.4 % Transit % Non-Motorized Veh. Occ.4 % Transit % Non-Motorized
Office
Retail
Restaurant
Cinema/Entertainment
Residential
Hotel
All Other Land Uses2
Office Retail Restaurant Residential Hotel
Office
Retail
Restaurant
Cinema/Entertainment
Residential
Hotel
Office Retail Restaurant Residential Hotel
Office 1 0 0 0
Retail 1 0 0 0
Restaurant 0 0 0 0
Cinema/Entertainment 0 0 0 0 0
Residential 1 0 0 0
Hotel 0 0 0 0
Total Entering Exiting Land Use Entering Trips Exiting Trips
All Person-Trips 68 34 34 Office 12%50%
Internal Capture Percentage 9%9%9%Retail 11%17%
Restaurant N/A N/A
External Vehicle-Trips5 62 31 31 Cinema/Entertainment N/A N/A
External Transit-Trips6 0 0 0 Residential 0%4%
External Non-Motorized Trips6 0 0 0 Hotel N/A N/A
NCHRP 684 Internal Trip Capture Estimation Tool
Table 1-A: Base Vehicle-Trip Generation Estimates (Single-Use Site Estimate)
0
0
Cinema/Entertainment
Development Data (For Information Only)
0
0
0
Estimated Vehicle-Trips3Land Use
Strathmore and Garvey Mixed Use Project
Table 2-A: Mode Split and Vehicle Occupancy Estimates
Table 4-A: Internal Person-Trip Origin-Destination Matrix*
Destination (To)Origin (From)
Origin (From)Destination (To)
Cinema/Entertainment
Land Use Entering Trips Exiting Trips
Table 3-A: Average Land Use Interchange Distances (Feet Walking Distance)
Estimation Tool Developed by the Texas A&M Transportation Institute - Version 2013.1
Table 5-A: Computations Summary Table 6-A: Internal Trip Capture Percentages by Land Use
2Total estimate for all other land uses at mixed-use development site is not subject to internal trip capture computations in this estimator.
5Vehicle-trips computed using the mode split and vehicle occupancy values provided in Table 2-A.
1Land Use Codes (LUCs) from Trip Generation Manual, published by the Institute of Transportation Engineers.
6Person-Trips
*Indicates computation that has been rounded to the nearest whole number.
3Enter trips assuming no transit or non-motorized trips (as assumed in ITE Trip Generation Manual).
4Enter vehicle occupancy assumed in Table 1-A vehicle trips. If vehicle occupancy changes for proposed mixed-use project, manual adjustments must be made
to Tables 5-A, 9-A (O and D). Enter transit, non-motorized percentages that will result with proposed mixed-use project complete.
NW corner Strathmore/Garvey
AM Street Peak Hour
Ganddini Group, Inc.
Bryan Crawford
2022
7/11/2022Mixed-Use
Apx-22
Project Name:
Analysis Period:
Veh. Occ. Vehicle-Trips Person-Trips*Veh. Occ.Vehicle-Trips Person-Trips*
Office 1.00 17 17 1.00 2 2
Retail 1.00 9 9 1.00 6 6
Restaurant 1.00 0 0 1.00 0 0
Cinema/Entertainment 1.00 0 0 1.00 0 0
Residential 1.00 8 8 1.00 26 26
Hotel 1.00 0 0 1.00 0 0
Office Retail Restaurant Residential Hotel
Office 1 1 0 0
Retail 2 1 1 0
Restaurant 0 0 0 0
Cinema/Entertainment 0 0 0 0 0
Residential 1 0 5 0
Hotel 0 0 0 0
Office Retail Restaurant Residential Hotel
Office 3 0 0 0
Retail 1 0 0 0
Restaurant 2 1 0 0
Cinema/Entertainment 0 0 0 0 0
Residential 1 2 0 0
Hotel 1 0 0 0
Internal External Total Vehicles1 Transit2 Non-Motorized2
Office 2 15 17 15 0 0
Retail 1 8 9 8 0 0
Restaurant 0 0 0 0 0 0
Cinema/Entertainment 0 0 0 0 0 0
Residential 0 8 8 8 0 0
Hotel 0 0 0 0 0 0
All Other Land Uses3 0 0 0 0 0 0
Internal External Total Vehicles1 Transit2 Non-Motorized2
Office 1 1 2 1 0 0
Retail 1 5 6 5 0 0
Restaurant 0 0 0 0 0 0
Cinema/Entertainment 0 0 0 0 0 0
Residential 1 25 26 25 0 0
Hotel 0 0 0 0 0 0
All Other Land Uses3 0 0 0 0 0 0
0
*Indicates computation that has been rounded to the nearest whole number.
0
0
0
0
0
Destination (To)
Cinema/Entertainment
0
3Total estimate for all other land uses at mixed-use development site is not subject to internal trip capture computations in this estimator
Destination Land Use
Table 9-A (O): Internal and External Trips Summary (Exiting Trips)
Origin Land Use Person-Trip Estimates External Trips by Mode*
External Trips by Mode*
1Vehicle-trips computed using the mode split and vehicle occupancy values provided in Table 2-A
2Person-Trips
Person-Trip Estimates
Strathmore and Garvey Mixed Use Project
AM Street Peak Hour
Table 9-A (D): Internal and External Trips Summary (Entering Trips)
Table 8-A (O): Internal Person-Trip Origin-Destination Matrix (Computed at Origin)
Origin (From)Destination (To)
Cinema/Entertainment
Table 7-A: Conversion of Vehicle-Trip Ends to Person-Trip Ends
Table 7-A (O): Exiting Trips
0
0
0
Table 8-A (D): Internal Person-Trip Origin-Destination Matrix (Computed at Destination)
Origin (From)
Land Use Table 7-A (D): Entering Trips
Apx-23
Project Name:Organization:
Project Location:Performed By:
Scenario Description:Date:
Analysis Year:Checked By:
Analysis Period:Date:
ITE LUCs1 Quantity Units Total Entering Exiting
Office 18 3 15
Retail 40 20 20
Restaurant 0
Cinema/Entertainment 0
Residential 36 22 14
Hotel 0
All Other Land Uses2 0
94 45 49
Veh. Occ.4 % Transit % Non-Motorized Veh. Occ.4 % Transit % Non-Motorized
Office
Retail
Restaurant
Cinema/Entertainment
Residential
Hotel
All Other Land Uses2
Office Retail Restaurant Residential Hotel
Office
Retail
Restaurant
Cinema/Entertainment
Residential
Hotel
Office Retail Restaurant Residential Hotel
Office 2 0 0 0
Retail 0 0 5 0
Restaurant 0 0 0 0
Cinema/Entertainment 0 0 0 0 0
Residential 1 2 0 0
Hotel 0 0 0 0
Total Entering Exiting Land Use Entering Trips Exiting Trips
All Person-Trips 94 45 49 Office 33%13%
Internal Capture Percentage 21%22%20%Retail 20%25%
Restaurant N/A N/A
External Vehicle-Trips5 74 35 39 Cinema/Entertainment N/A N/A
External Transit-Trips6 0 0 0 Residential 23%21%
External Non-Motorized Trips6 0 0 0 Hotel N/A N/A
*Indicates computation that has been rounded to the nearest whole number.
Estimation Tool Developed by the Texas A&M Transportation Institute - Version 2013.1
Mixed-Use 44753
2022
PM Street Peak Hour
Table 1-P: Base Vehicle-Trip Generation Estimates (Single-Use Site Estimate)
Land Use Development Data (For Information Only)Estimated Vehicle-Trips3
Table 2-P: Mode Split and Vehicle Occupancy Estimates
Land Use Entering Trips Exiting Trips
NCHRP 684 Internal Trip Capture Estimation Tool
Strathmore and Garvey Mixed Use Project Ganddini Group, Inc.
NW corner Strathmore/Garvey Bryan Crawford
Table 3-P: Average Land Use Interchange Distances (Feet Walking Distance)
Origin (From)Destination (To)
Cinema/Entertainment
Table 4-P: Internal Person-Trip Origin-Destination Matrix*
Origin (From)Destination (To)
Cinema/Entertainment
0
0
0
0
0
Table 5-P: Computations Summary Table 6-P: Internal Trip Capture Percentages by Land Use
4Enter vehicle occupancy assumed in Table 1-P vehicle trips. If vehicle occupancy changes for proposed mixed-use project, manual adjustments must be
6Person-Trips
1Land Use Codes (LUCs) from Trip Generation Manual , published by the Institute of Transportation Engineers.
2Total estimate for all other land uses at mixed-use development site is not subject to internal trip capture computations in this estimator.
3Enter trips assuming no transit or non-motorized trips (as assumed in ITE Trip Generation Manual).
5Vehicle-trips computed using the mode split and vehicle occupancy values provided in Table 2-P.
Apx-24
Project Name:
Analysis Period:
Veh. Occ.Vehicle-Trips Person-Trips*Veh. Occ.Vehicle-Trips Person-Trips*
Office 1.00 3 3 1.00 15 15
Retail 1.00 20 20 1.00 20 20
Restaurant 1.00 0 0 1.00 0 0
Cinema/Entertainment 1.00 0 0 1.00 0 0
Residential 1.00 22 22 1.00 14 14
Hotel 1.00 0 0 1.00 0 0
Office Retail Restaurant Residential Hotel
Office 3 1 0 0
Retail 0 6 5 1
Restaurant 0 0 0 0
Cinema/Entertainment 0 0 0 0 0
Residential 1 6 3 0
Hotel 0 0 0 0
Office Retail Restaurant Residential Hotel
Office 2 0 1 0
Retail 1 0 10 0
Restaurant 1 10 4 0
Cinema/Entertainment 0 1 0 1 0
Residential 2 2 0 0
Hotel 0 0 0 0
Internal External Total Vehicles1 Transit2 Non-Motorized2
Office 1 2 3 2 0 0
Retail 4 16 20 16 0 0
Restaurant 0 0 0 0 0 0
Cinema/Entertainment 0 0 0 0 0 0
Residential 5 17 22 17 0 0
Hotel 0 0 0 0 0 0
All Other Land Uses3 0 0 0 0 0 0
Internal External Total Vehicles1 Transit2 Non-Motorized2
Office 2 13 15 13 0 0
Retail 5 15 20 15 0 0
Restaurant 0 0 0 0 0 0
Cinema/Entertainment 0 0 0 0 0 0
Residential 3 11 14 11 0 0
Hotel 0 0 0 0 0 0
All Other Land Uses3 0 0 0 0 0 0
*Indicates computation that has been rounded to the nearest whole number.
Strathmore and Garvey Mixed Use Project
PM Street Peak Hour
Table 7-P: Conversion of Vehicle-Trip Ends to Person-Trip Ends
Land Use Table 7-P (D): Entering Trips Table 7-P (O): Exiting Trips
Table 8-P (O): Internal Person-Trip Origin-Destination Matrix (Computed at Origin)
Origin (From)Destination (To)
Destination (To)
Cinema/Entertainment
Cinema/Entertainment
0
1
1Vehicle-trips computed using the mode split and vehicle occupancy values provided in Table 2-P
2Person-Trips
0
0
Table 9-P (D): Internal and External Trips Summary (Entering Trips)
Destination Land Use
3Total estimate for all other land uses at mixed-use development site is not subject to internal trip capture computations in this estimator
Table 9-P (O): Internal and External Trips Summary (Exiting Trips)
Origin Land Use Person-Trip Estimates External Trips by Mode*
Person-Trip Estimates External Trips by Mode*
0
Table 8-P (D): Internal Person-Trip Origin-Destination Matrix (Computed at Destination)
Origin (From)
0
0
0
0
0
Apx-25
Strathmore and Garvey Mixed Use Project Traffic Impact Analysis Scoping
19370
Appendix C
SGVCOG VMT Evaluation Tool Report
Apx-26
SGVCOG VMT Evaluation Tool Report Page 1
Project Details
Timestamp of Analysis: July 11, 2022, 11:15:49 AM
Project Name: Strathmore and Garvey Mized Use
PRoject
Project Description: Seven-Story Mixed-Use Development
Project Location
jurisdiction:
Rosemead
Inside a TPA?
No (Fail)
apn TAZ 5287-038-018 22165100 5287-038-019 22165100
5287-038-020 22165100 5287-038-029 22165100 5287-038-030 22165100
5287-038-031 22165100 5287-038-033 22165100
Analysis Details
Data Version: SCAG Regional Travel Demand Model
2016 RTP Base Year 2012
Analysis Methodology: TAZ
Baseline Year: 2022
Project Land Use
Residential:
Single Family DU: 26
Multifamily DU:
Total DUs: 26
Non-Residential:
OKce bSF: 12
Local Serving Retail bSF: 6
Industrial bSF:
Residential Affordawility (percent of all units):
Extremely Lo% Income: 0 k
Very Lo% Income: 0 k
Lo% Income: 0 k
ParWing:
Motor Vehicle ParWing:
Bicycle ParWing:
Apx-27
SGVCOG VMT Evaluation Tool Report Page 2
Residential Vehicle Miles Traveled (VMT) Screening Results
Land Use Type 1: Residential
VMT .ithout Project 1: Total VMT per Service Population
VMT Baseline Description 1: SGVCOG Average
VMT Baseline Value 1: 34/9
VMT Threshold Description 1: -15k
Land Use 1 has ween Pre-Screened wy the Local Jurisdiction: N&A
.ithout Project .ith Project F Tier 1-3 VMT
Reductions
.ith Project F All VMT Reductions
Project Generated Vehicle Miles
Traveled (VMT) Rate
25/1 25/1 25/1
Lo% VMT Screening Analysis Yes (Pass) Yes (Pass) Yes (Pass)
Apx-28
SGVCOG VMT Evaluation Tool Report Page 3
OKce Vehicle Miles Traveled (VMT) Screening Results
Land Use Type 2: OKce
VMT .ithout Project 2: Total VMT per Service Population
VMT Baseline Description 2: SGVCOG Average
VMT Baseline Value 2: 34/9
VMT Threshold Description 2: -15k
Land Use 2 has ween Pre-Screened wy the Local Jurisdiction: N&A
.ithout Project .ith Project F Tier 1-3 VMT
Reductions
.ith Project F All VMT Reductions
Project Generated Vehicle Miles
Traveled (VMT) Rate
25/1 25/1 25/1
Lo% VMT Screening Analysis Yes (Pass) Yes (Pass) Yes (Pass)
Apx-29
SGVCOG VMT Evaluation Tool Report Page 4
Commercial Vehicle Miles Traveled (VMT) Screening Results
Land Use Type 3: Commercial
VMT .ithout Project 3: Total VMT per Service Population
VMT Baseline Description 3: SGVCOG Average
VMT Baseline Value 3: 34/9
VMT Threshold Description 3: -15k
Land Use 3 has ween Pre-Screened wy the Local Jurisdiction: N&A
.ithout Project .ith Project F Tier 1-3 VMT
Reductions
.ith Project F All VMT Reductions
Project Generated Vehicle Miles
Traveled (VMT) Rate
25/1 25/1 25/1
Lo% VMT Screening Analysis Yes (Pass) Yes (Pass) Yes (Pass)
Apx-30
APPENDIX C
VOLUME COUNT WORKSHEETS
Apx-31
T218
DATE:LOCATION:PROJECT #:SC3570Tue, Aug 23, 22 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 TOTAL NB SB EB WB TTLLANES:1 2 0 1 2 0 1 2 0 1 2 0 0 0 0 0
7:00 AM 20 96 3 10 39 11 7 49 13 3 74 34 359 0 0 0 0 07:15 AM 19 149 6 14 76 12 14 71 14 5 89 27 496 0 0 0 0 0
7:30 AM 26 185 5 15 112 31 21 81 29 20 121 35 681 0 0 0 0 07:45 AM 34 170 4 37 133 51 52 112 49 9 162 71 884 0 0 0 0 0
8:00 AM 38 163 21 43 119 33 41 140 36 16 121 65 836 0 0 0 0 08:15 AM 29 123 13 45 92 23 34 149 37 5 141 42 733 0 0 0 0 08:30 AM 14 128 6 43 61 31 35 173 29 16 139 37 712 0 0 0 0 0
8:45 AM 35 133 13 44 70 29 22 177 12 7 148 35 725 0 0 0 0 0VOLUMES2151,147 71 251 702 221 226 952 219 81 995 346 5,426 0 0 0 0 0
APPROACH %15%80%5%21%60%19%16%68%16%6%70%24%APP/DEPART 1,433 /1,719 1,174 /1,002 1,397 /1,274 1,422 /1,431 0BEGIN PEAK HR
VOLUMES 115 584 44 168 405 138 162 574 151 46 563 215 3,165APPROACH %15%79%6%24%57%19%18%65%17%6%68%26%
PEAK HR FACTOR 0.837 0.804 0.936 0.851 0.895APP/DEPART 743 /961 711 /602 887 /786 824 /816 04:00 PM 23 101 11 40 118 28 25 166 29 8 125 39 713 0 0 0 0 0
4:15 PM 24 124 11 40 102 23 33 180 29 12 133 35 746 0 0 0 0 04:30 PM 34 97 9 46 111 28 32 170 26 8 132 37 730 0 0 1 0 1
4:45 PM 36 105 7 43 120 21 20 218 34 9 125 44 782 0 0 0 0 05:00 PM 40 110 16 56 102 38 39 190 27 11 142 52 823 0 0 0 0 05:15 PM 32 145 17 58 170 31 36 193 29 12 150 47 920 0 0 0 0 0
5:30 PM 36 120 13 53 138 38 38 213 35 16 184 57 941 0 0 0 0 05:45 PM 42 161 15 64 157 46 42 214 31 18 148 42 980 0 0 0 0 0
VOLUMES 267 963 99 400 1,018 253 265 1,544 240 94 1,139 353 6,635 0 0 1 0 1APPROACH %20%72%7%24%61%15%13%75%12%6%72%22%APP/DEPART 1,329 /1,580 1,671 /1,352 2,049 /2,043 1,586 /1,660 0
BEGIN PEAK HRVOLUMES 150 536 61 231 567 153 155 810 122 57 624 198 3,664
APPROACH %20%72%8%24%60%16%14%75%11%6%71%23%PEAK HR FACTOR 0.857 0.890 0.947 0.855 0.935APP/DEPART 747 /889 951 /746 1,087 /1,102 879 /927 0
Del Mar
NORTH SIDE
Garvey WEST SIDE EAST SIDE Garvey
SOUTH SIDE
Del Mar
INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 cs@aimtd.com
Rosemead
Del Mar
Garvey
U-TURNS
Del Mar Del Mar Garvey Garvey
AM7:45 AM
PM5:00 PM
Add U-Turns to Left Turns
Apx-32
2,845 474 1,720 651 TOTAL 3,299
1,671 253 1,018 400 PM 1,580
1,174 221 702 251 AM 1,719
1,422 1,586 3,008 3,091 1,660 1,431 346 353 699 995 1,139 2,134 TOTALPMAM81 94 175 491 265 226 AMPMTOTAL2,496 1,544 952 459 240 219 1,274 2,043 3,317 3,446 2,049 1,397 1,002 AM 215 1,147 71 1,433
1,352 PM 267 963 99 1,329
2,354 TOTAL 482 2,110 170 2,762
1,662 291 972 399 TOTAL 1,850
951 153 567 231 PM 889
711 138 405 168 AM 961
824 879 1,703 1,743 927 816 215 198 413 563 624 1,187 TOTALPMAMAM 7:45 AM
8:45 AM 46 57 103 317 155 162 #N/A AMPMTOTAL1,384 810 574 PM 5:00 PM
5:45 PM
273 122 151 786 1,102 1,888 1,974 1,087 887 602 AM 115 584 44 743
746 PM 150 536 61 747
1,348 Total 265 1,120 105 1,490
AimTD LLC
TURNING MOVEMENT COUNTS
Del Mar
GarveyGarveyRosemead
SC3570
ALL HOURS
Del Mar
Del Mar
Del Mar
GarveyGarveyPEAK HOUR
Apx-33
T218
DATE:LOCATION:PROJECT #:SC3570Wed, Aug 24, 22 NORTH & SOUTH:LOCATION #:2EAST & WEST:CONTROL:STOP N/S
NOTES:AM ▲
PM N
MD ◄ W E ►
OTHER S
OTHER ▼
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTLLANES:0 1 0 0 1 0 0 2 0 0 2 0 0 0 0 0
7:00 AM 4 0 3 0 0 0 0 51 1 2 102 0 163 0 0 0 0 07:15 AM 2 0 2 0 0 1 0 75 0 2 133 0 215 0 0 0 0 0
7:30 AM 6 0 5 0 0 3 1 87 2 7 158 0 269 0 0 0 0 07:45 AM 4 0 4 0 0 5 2 143 7 7 250 0 422 0 0 0 1 1
8:00 AM 4 0 12 1 0 1 3 171 5 7 230 1 435 0 0 0 0 08:15 AM 3 0 7 1 0 3 1 211 9 7 184 0 426 0 0 0 1 18:30 AM 4 0 3 3 0 3 1 142 5 11 183 2 357 0 0 0 3 3
8:45 AM 5 0 5 1 0 2 2 137 3 6 201 2 364 0 0 0 0 0VOLUMES320416018101,017 32 49 1,441 5 2,651 0 0 0 5 5
APPROACH %44%0%56%25%0%75%1%96%3%3%96%0%APP/DEPART 73 /15 24 /76 1,059 /1,069 1,495 /1,491 0BEGIN PEAK HR
VOLUMES 15 0 26 5 0 12 7 667 26 32 847 3 1,640APPROACH %37%0%63%29%0%71%1%95%4%4%96%0%
PEAK HR FACTOR 0.641 0.708 0.792 0.858 0.943APP/DEPART 41 /10 17 /53 700 /703 882 /874 04:00 PM 2 0 10 1 0 1 3 255 2 13 177 2 466 0 0 0 1 1
4:15 PM 0 0 10 3 0 2 2 250 5 5 169 1 447 0 0 2 1 34:30 PM 4 0 11 1 0 1 2 233 9 7 177 1 446 0 0 0 1 1
4:45 PM 5 0 10 3 0 2 3 251 6 6 182 3 471 0 0 0 0 05:00 PM 2 0 7 1 0 0 4 249 6 8 198 2 477 0 0 0 0 05:15 PM 1 1 11 4 0 6 3 273 7 8 208 1 523 0 0 0 0 0
5:30 PM 3 0 5 0 0 2 0 252 2 9 212 0 485 0 0 0 0 05:45 PM 3 0 7 1 0 3 4 239 7 12 198 1 475 0 0 0 0 0
VOLUMES 20 1 71 14 0 17 21 2,002 44 68 1,521 11 3,790 0 0 2 3 5APPROACH %22%1%77%45%0%55%1%97%2%4%95%1%APP/DEPART 92 /31 31 /109 2,067 /2,090 1,600 /1,560 0
BEGIN PEAK HRVOLUMES 9 1 30 6 0 11 11 1,013 22 37 816 4 1,960
APPROACH %23%3%75%35%0%65%1%97%2%4%95%0%PEAK HR FACTOR 0.769 0.425 0.924 0.969 0.937APP/DEPART 40 /16 17 /59 1,046 /1,049 857 /836 0
Brighton
NORTH SIDE
Garvey WEST SIDE EAST SIDE Garvey
SOUTH SIDE
Brighton
INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 cs@aimtd.com
Rosemead
Brighton
Garvey
U-TURNS
Brighton
Queue WB PM
Brighton Garvey Garvey
AM7:45 AM
PM5:00 PM
Add U-Turns to Left Turns
Apx-34
55 35 0 20 TOTAL 46
31 17 0 14 PM 31
24 18 0 6 AM 15
1,495 1,600 3,095 3,051 1,560 1,491 5 11 16 1,441 1,521 2,962 TOTALPMAM49 68 117 31 21 10 AMPMTOTAL3,019 2,002 1,017 76 44 32 1,069 2,090 3,159 3,126 2,067 1,059 76 AM 32 0 41 73
109 PM 20 1 71 92
185 TOTAL 52 1 112 165
34 23 0 11 TOTAL 26
17 11 0 6 PM 16
17 12 0 5 AM 10
882 857 1,739 1,710 836 874 3 4 7 847 816 1,663 TOTALPMAMAM 7:45 AM
8:45 AM 32 37 69 18 11 7 #N/A AMPMTOTAL1,680 1,013 667 PM 5:00 PM
5:45 PM
48 22 26 703 1,049 1,752 1,746 1,046 700 53 AM 15 0 26 41
59 PM 9 1 30 40
112 Total 24 1 56 81
AimTD LLC
TURNING MOVEMENT COUNTS
Brighton
GarveyGarveyRosemead
SC3570
ALL HOURS
Brighton
Brighton
Brighton
GarveyGarveyPEAK HOUR
Apx-35
T218
DATE:LOCATION:PROJECT #:SC3570Wed, Aug 24, 22 NORTH & SOUTH:LOCATION #:4EAST & WEST:CONTROL:NO CONTROL
NOTES:AM ▲
PM N
MD ◄ W E ►
OTHER S
OTHER ▼
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTLLANES:0 X 0 X X X X 1 0 0 1 X 0 0 0 0
7:00 AM 0 0 1 0 0 0 0 0 0 1 0 0 2 0 0 0 0 07:15 AM 0 0 2 0 0 0 0 0 0 3 0 0 5 0 0 0 0 0
7:30 AM 0 0 1 0 0 0 0 0 0 4 0 0 5 0 0 0 0 07:45 AM 0 0 4 0 0 0 0 0 2 5 0 0 11 0 0 0 0 0
8:00 AM 1 0 1 0 0 0 0 0 0 3 0 0 5 0 0 0 0 08:15 AM 0 0 1 0 0 0 0 0 4 1 0 0 6 0 0 0 0 08:30 AM 0 0 0 0 0 0 0 0 1 4 0 0 5 0 0 0 0 0
8:45 AM 4 0 0 0 0 0 0 0 4 1 0 0 9 1 0 0 0 1VOLUMES5010000001122004810001
APPROACH %33%0%67%0%0%0%0%0%100%100%0%0%APP/DEPART 15 /0 0 /34 11 /10 22 /4 0BEGIN PEAK HR
VOLUMES 1 0 6 0 0 0 0 0 7 13 0 0 27APPROACH %14%0%86%0%0%0%0%0%100%100%0%0%
PEAK HR FACTOR 0.438 0.000 0.438 0.650 0.614APP/DEPART 7 /0 0 /20 7 /6 13 /1 04:00 PM 3 0 4 0 0 0 0 1 1 2 0 0 11 1 0 0 0 1
4:15 PM 1 0 1 0 0 0 0 0 1 2 0 0 5 0 0 0 0 04:30 PM 1 0 2 0 0 0 0 0 2 3 0 0 8 0 0 0 0 0
4:45 PM 0 0 0 0 0 0 0 0 0 2 0 0 2 0 0 0 0 05:00 PM 0 0 2 0 0 0 0 1 1 1 0 0 5 0 0 0 0 05:15 PM 3 0 0 0 0 0 0 0 1 1 0 0 5 0 0 0 0 0
5:30 PM 1 0 4 0 0 0 0 0 0 2 0 0 7 0 0 0 0 05:45 PM 0 0 1 0 0 0 0 0 0 1 0 0 2 0 0 0 0 0
VOLUMES 9 0 14 0 0 0 0 2 6 14 0 0 45 1 0 0 0 1APPROACH %39%0%61%0%0%0%0%25%75%100%0%0%APP/DEPART 23 /0 0 /21 8 /16 14 /8 0
BEGIN PEAK HRVOLUMES 5 0 7 0 0 0 0 1 4 9 0 0 26
APPROACH %42%0%58%0%0%0%0%20%80%100%0%0%PEAK HR FACTOR 0.429 0.000 0.625 0.750 0.591APP/DEPART 12 /0 0 /14 5 /8 9 /4 0
Strathmore
NORTH SIDE
Virginia WEST SIDE EAST SIDE Virginia
SOUTH SIDE
Strathmore
INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 cs@aimtd.com
Rosemead
Strathmore
Virginia
U-TURNS
Strathmore Strathmore Virginia Virginia
AM7:45 AM
PM4:00 PM
Add U-Turns to Left Turns
Apx-36
0 0 0 0 TOTAL 0
0 0 0 0 PM 0
0 0 0 0 AM 0
22 14 36 12 8 4 0 0 0 0 0 0 TOTALPMAM22 14 36 0 0 0 AMPMTOTAL2 2 0 17 6 11 10 16 26 19 8 11 34 AM 5 0 10 15
21 PM 9 0 14 23
55 TOTAL 14 0 24 38
0 0 0 0 TOTAL 0
0 0 0 0 PM 0
0 0 0 0 AM 0
13 9 22 5 4 1 0 0 0 0 0 0 TOTALPMAMAM 7:45 AM
8:45 AM 13 9 22 0 0 0 #N/A AMPMTOTAL1 1 0 PM 4:00 PM
5:45 PM
11 4 7 6 8 14 12 5 7 20 AM 1 0 6 7
14 PM 5 0 7 12
34 Total 6 0 13 19
AimTD LLC
TURNING MOVEMENT COUNTS
Strathmore
VirginiaVirginiaRosemead
SC3570
ALL HOURS
Strathmore
Strathmore
Strathmore
VirginiaVirginiaPEAK HOUR
Apx-37
T218
DATE:LOCATION:PROJECT #:SC3570Wed, Aug 24, 22 NORTH & SOUTH:LOCATION #:3EAST & WEST:CONTROL:STOP N/S
NOTES:AM ▲
PM N
MD ◄ W E ►
OTHER S
OTHER ▼
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTLLANES:0 1 0 0 1 0 0 2 0 0 2 0 0 0 0 0
7:00 AM 6 0 4 0 0 1 1 61 2 3 92 1 171 0 0 0 0 07:15 AM 6 0 6 0 0 1 0 68 2 2 136 1 222 0 0 0 0 0
7:30 AM 13 2 12 0 0 2 0 89 6 0 149 1 274 0 0 0 0 07:45 AM 17 0 7 5 0 2 2 134 5 6 233 2 413 0 0 0 0 0
8:00 AM 11 0 9 2 0 3 1 187 9 2 223 3 450 0 0 0 0 08:15 AM 5 0 5 2 0 3 3 197 7 3 174 0 399 0 0 1 1 28:30 AM 9 0 10 1 0 1 1 157 9 8 199 0 395 0 0 1 1 2
8:45 AM 12 0 6 3 0 2 1 139 3 9 189 1 365 0 0 0 1 1VOLUMES792591301591,032 43 33 1,395 9 2,689 0 0 2 3 5
APPROACH %56%1%42%46%0%54%1%95%4%2%97%1%APP/DEPART 140 /18 28 /73 1,084 /1,107 1,437 /1,491 0BEGIN PEAK HR
VOLUMES 42 0 31 10 0 9 7 675 30 19 829 5 1,657APPROACH %58%0%42%53%0%47%1%95%4%2%97%1%
PEAK HR FACTOR 0.760 0.679 0.860 0.885 0.921APP/DEPART 73 /10 19 /47 712 /718 853 /882 04:00 PM 1 0 5 1 0 3 3 238 14 10 181 2 458 0 0 1 0 1
4:15 PM 2 0 14 2 0 0 2 253 8 6 180 5 472 0 0 0 3 34:30 PM 0 0 4 2 0 5 1 237 11 4 181 2 447 0 0 1 0 1
4:45 PM 1 0 6 2 0 3 2 250 11 9 189 2 475 0 0 1 0 15:00 PM 4 0 7 2 0 1 0 250 10 6 201 2 483 0 0 0 1 15:15 PM 3 0 2 0 0 2 2 281 9 4 218 2 523 0 0 0 0 0
5:30 PM 5 0 7 0 0 0 2 269 3 7 213 0 506 0 0 0 0 05:45 PM 4 0 7 1 0 1 2 241 8 9 210 1 484 0 0 0 0 0
VOLUMES 20 0 52 10 0 15 14 2,019 74 55 1,573 16 3,848 0 0 3 4 7APPROACH %28%0%72%40%0%60%1%96%4%3%96%1%APP/DEPART 72 /27 25 /125 2,107 /2,085 1,644 /1,611 0
BEGIN PEAK HRVOLUMES 16 0 23 3 0 4 6 1,041 30 26 842 5 1,996
APPROACH %41%0%59%43%0%57%1%97%3%3%96%1%PEAK HR FACTOR 0.813 0.583 0.922 0.974 0.954APP/DEPART 39 /11 7 /55 1,077 /1,068 873 /862 0
Strathmore
NORTH SIDE
Garvey WEST SIDE EAST SIDE Garvey
SOUTH SIDE
Strathmore
INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 cs@aimtd.com
Rosemead
Strathmore
Garvey
U-TURNS
Strathmore Strathmore Garvey Garvey
AM7:45 AM
PM5:00 PM
Add U-Turns to Left Turns
Apx-38
53 30 0 23 TOTAL 45
25 15 0 10 PM 27
28 15 0 13 AM 18
1,437 1,644 3,081 3,102 1,611 1,491 9 16 25 1,395 1,573 2,968 TOTALPMAM33 55 88 23 14 9 AMPMTOTAL3,051 2,019 1,032 117 74 43 1,107 2,085 3,192 3,191 2,107 1,084 73 AM 79 2 59 140
125 PM 20 0 52 72
198 TOTAL 99 2 111 212
26 13 0 13 TOTAL 21
7 4 0 3 PM 11
19 9 0 10 AM 10
853 873 1,726 1,744 862 882 5 5 10 829 842 1,671 TOTALPMAMAM 7:45 AM
8:45 AM 19 26 45 13 6 7 #N/A AMPMTOTAL1,716 1,041 675 PM 5:00 PM
5:45 PM
60 30 30 718 1,068 1,786 1,789 1,077 712 47 AM 42 0 31 73
55 PM 16 0 23 39
102 Total 58 0 54 112
AimTD LLC
TURNING MOVEMENT COUNTS
Strathmore
GarveyGarveyRosemead
SC3570
ALL HOURS
Strathmore
Strathmore
Strathmore
GarveyGarveyPEAK HOUR
Apx-39
T218
DATE:LOCATION:PROJECT #:SC3570Wed, Aug 24, 22 NORTH & SOUTH:LOCATION #:5EAST & WEST:CONTROL:SIGNAL
NOTES:AM ▲
PM N
MD ◄ W E ►
OTHER S
OTHER ▼
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTLLANES:1 2 1 1 2 1 1 2 1 1 2 1 0 0 0 0
7:00 AM 23 73 21 6 163 7 19 74 29 24 40 6 485 1 0 0 0 17:15 AM 20 96 18 7 177 24 20 104 29 34 64 6 599 0 0 0 0 0
7:30 AM 37 144 19 5 197 21 30 159 42 48 98 10 810 0 0 0 0 07:45 AM 42 147 43 21 232 41 36 185 56 45 119 16 983 0 0 0 0 0
8:00 AM 41 160 36 16 190 41 26 165 48 49 148 21 941 0 0 0 0 08:15 AM 59 175 39 14 165 40 39 124 34 46 128 13 876 0 0 0 0 08:30 AM 50 178 44 16 158 19 36 172 41 39 110 22 885 0 0 0 0 0
8:45 AM 34 183 46 17 136 18 34 133 45 44 102 14 806 0 0 0 1 1VOLUMES3061,156 266 102 1,418 211 240 1,116 324 329 809 108 6,385 1 0 0 1 2
APPROACH %18%67%15%6%82%12%14%66%19%26%65%9%APP/DEPART 1,728 /1,504 1,731 /2,071 1,680 /1,485 1,246 /1,325 0BEGIN PEAK HR
VOLUMES 192 660 162 67 745 141 137 646 179 179 505 72 3,685APPROACH %19%65%16%7%78%15%14%67%19%24%67%10%
PEAK HR FACTOR 0.929 0.810 0.868 0.867 0.937APP/DEPART 1,014 /869 953 /1,103 962 /875 756 /838 04:00 PM 54 190 57 24 181 43 46 147 45 55 177 23 1,042 0 1 0 0 1
4:15 PM 61 227 77 22 196 39 41 122 37 59 205 25 1,111 1 0 0 0 14:30 PM 55 253 52 38 184 39 60 145 38 46 187 29 1,126 0 0 0 0 0
4:45 PM 53 236 49 30 226 48 46 135 46 54 200 35 1,158 0 0 0 0 05:00 PM 52 194 38 41 192 50 50 164 19 41 163 24 1,028 0 0 0 0 05:15 PM 52 229 56 27 222 47 51 170 38 52 205 27 1,176 0 0 0 0 0
5:30 PM 56 234 35 35 219 50 47 160 47 49 197 26 1,155 0 0 0 0 05:45 PM 46 243 45 22 225 51 45 147 45 58 200 30 1,157 0 0 0 0 0
VOLUMES 429 1,806 409 239 1,645 367 386 1,190 315 414 1,534 219 8,953 1 1 0 0 2APPROACH %16%68%15%11%73%16%20%63%17%19%71%10%APP/DEPART 2,644 /2,412 2,251 /2,375 1,891 /1,837 2,167 /2,329 0
BEGIN PEAK HRVOLUMES 213 893 178 133 859 195 194 629 150 196 765 112 4,517
APPROACH %17%70%14%11%72%16%20%65%15%18%71%10%PEAK HR FACTOR 0.950 0.976 0.939 0.928 0.960APP/DEPART 1,284 /1,199 1,187 /1,205 973 /940 1,073 /1,173 0
San Gabriel
NORTH SIDE
Garvey WEST SIDE EAST SIDE Garvey
SOUTH SIDE
San Gabriel
INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 cs@aimtd.com
Rosemead
San Gabriel
Garvey
U-TURNS
San Gabriel San Gabriel Garvey Garvey
AM7:45 AM
PM4:45 PM
Add U-Turns to Left Turns
Apx-40
3,982 578 3,063 341 TOTAL 3,916
2,251 367 1,645 239 PM 2,412
1,731 211 1,418 102 AM 1,504
1,246 2,167 3,413 3,654 2,329 1,325 108 219 327 809 1,534 2,343 TOTALPMAM329 414 743 626 386 240 AMPMTOTAL2,306 1,190 1,116 639 315 324 1,485 1,837 3,322 3,571 1,891 1,680 2,071 AM 306 1,156 266 1,728
2,375 PM 429 1,806 409 2,644
4,446 TOTAL 735 2,962 675 4,372
2,140 336 1,604 200 TOTAL 2,068
1,187 195 859 133 PM 1,199
953 141 745 67 AM 869
756 1,073 1,829 2,011 1,173 838 72 112 184 505 765 1,270 TOTALPMAMAM 7:45 AM
8:45 AM 179 196 375 331 194 137 #N/A AMPMTOTAL1,275 629 646 PM 4:45 PM
5:45 PM
329 150 179 875 940 1,815 1,935 973 962 1,103 AM 192 660 162 1,014
1,205 PM 213 893 178 1,284
2,308 Total 405 1,553 340 2,298
AimTD LLC
TURNING MOVEMENT COUNTS
San Gabriel
GarveyGarveyRosemead
SC3570
ALL HOURS
San Gabriel
San Gabriel
San Gabriel
GarveyGarveyPEAK HOUR
Apx-41
APPENDIX D
LEVEL OF SERVICE WORKSHEETS
Apx-42
EXISTING
Apx-43
Intersection Analysis Summary
9/6/2022Report File: G:\...\AME.pdf
Scenario 1 Existing AM Peak HourVistro File: G:\...\AME.vistro
Strathmore and Garvey Mixed Use Project
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-0.693SB ThruICU 1SignalizedSan Gabriel Blvd (NS) at
Garvey Ave (EW)7
E38.50.291NB LeftHCM 7th
EditionTwo-way stopStrathmore Ave (NS) at
Garvey Ave (EW)6
A8.70.001NB LeftHCM 7th
EditionTwo-way stopStrathmore Ave (NS) at
Virginia St (EW)4
C21.90.023SB LeftHCM 7th
EditionTwo-way stopBrighton St (NS) at Garvey
Ave (EW)2
B-0.614EB ThruICU 1SignalizedDel Mar Ave (NS) at Garvey
Ave (EW)1
LOSDelay (s/veh)V/CWorst MvmtMethodControl TypeIntersection NameID
9/6/20221
Scenario 1: 1 Existing AM Peak Hour
Strathmore and Garvey Mixed Use Project
Version 2022 (SP 0-4)
Generated with
Apx-44
0.614Volume to Capacity (v/c):
BLevel Of Service:
-Delay (sec / veh):
1 hourAnalysis Period:
ICU 1Analysis Method:
SignalizedControl Type:
Intersection 1: Del Mar Ave (NS) at Garvey Ave (EW)
Intersection Level Of Service Report
YesYesYesYesCrosswalk
0.000.000.000.00Grade [%]
35.0035.0035.0035.00Speed [mph]
100.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft]
100000000000No. of Lanes in Exit Pocket
100.00100.00150.00100.00100.00190.00100.00100.00200.00100.00100.00100.00Entry Pocket Length [ft]
101101001001No. of Lanes in Entry 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]
2155634615157416213840516844584115Total Analysis Volume [veh/h]
5414112381444135101421114629Total 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
2155634615157416213840516844584115Total 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]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth 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
2155634615157416213840516844584115Base Volume Input [veh/h]
Name
Volumes
9/6/20222
Scenario 1: 1 Existing AM Peak Hour
Strathmore and Garvey Mixed Use Project
Version 2022 (SP 0-4)
Generated with
Apx-45
0.614Intersection V/C
BIntersection LOS
0.120.160.030.200.200.090.150.150.090.170.170.06V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
--Lead--Lead--Lead--LeadLead / Lag
Auxiliary Signal Groups
061025047083Signal Group
PermissPermissProtectePermissPermissProtectePermissPermissProtectePermissPermissProtecteControl Type
Phasing & Timing
10.00Lost time [s]
100Cycle Length [s]
Intersection Settings
9/6/20223
Scenario 1: 1 Existing AM Peak Hour
Strathmore and Garvey Mixed Use Project
Version 2022 (SP 0-4)
Generated with
Apx-46
0.023Volume to Capacity (v/c):
CLevel Of Service:
21.9Delay (sec / veh):
1 hourAnalysis Period:
HCM 7th EditionAnalysis Method:
Two-way stopControl Type:
Intersection 2: Brighton St (NS) at Garvey Ave (EW)
Intersection Level Of Service Report
YesYesNoNoCrosswalk
0.000.000.000.00Grade [%]
35.0035.0025.0025.00Speed [mph]
100.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft]
100000000000No. of Lanes in Exit Pocket
100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft]
001001000000No. of Lanes in Entry Pocket
12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]
RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement
Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Name
Intersection Setup
0000Pedestrian Volume [ped/h]
389834287077130528016Total Analysis Volume [veh/h]
1225871772301704Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor
0.94300.94300.94300.94300.94300.94300.94300.94300.94300.94300.94300.9430Peak Hour Factor
384732266677120526015Total 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]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth 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
384732266677120526015Base Volume Input [veh/h]
Name
Volumes
9/6/20224
Scenario 1: 1 Existing AM Peak Hour
Strathmore and Garvey Mixed Use Project
Version 2022 (SP 0-4)
Generated with
Apx-47
CIntersection LOS
0.73d_I, Intersection Delay [s/veh]
AABBApproach LOS
0.330.1014.6614.47d_A, Approach Delay [s/veh]
0.000.002.770.000.000.683.423.423.428.088.088.0895th-Percentile Queue Length [ft/ln]
0.000.000.110.000.000.030.140.140.140.320.320.3295th-Percentile Queue Length [veh/ln]
AAAAAABCCBCCMovement LOS
0.000.009.160.000.009.6311.6522.4421.8911.4622.5819.69d_M, Delay for Movement [s/veh]
0.000.010.040.000.010.010.020.000.020.040.000.06V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
0011Number of Storage Spaces in Median
YesYesTwo-Stage Gap Acceptance
0000Storage Area [veh]
NoNoFlared Lane
FreeFreeStopStopPriority Scheme
Intersection Settings
9/6/20225
Scenario 1: 1 Existing AM Peak Hour
Strathmore and Garvey Mixed Use Project
Version 2022 (SP 0-4)
Generated with
Apx-48
0.001Volume to Capacity (v/c):
ALevel Of Service:
8.7Delay (sec / veh):
1 hourAnalysis Period:
HCM 7th EditionAnalysis Method:
Two-way stopControl Type:
Intersection 4: Strathmore Ave (NS) at Virginia St (EW)
Intersection Level Of Service Report
YesNoNoCrosswalk
0.000.000.00Grade [%]
25.0025.0025.00Speed [mph]
0.000.000.000.000.000.00Exit Pocket Length [ft]
000000No. of Lanes in Exit Pocket
100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft]
000000No. of Lanes in Entry Pocket
12.0012.0012.0012.0012.0012.00Lane Width [ft]
ThruLeftRightThruRightLeftTurning Movement
Lane Configuration
WestboundEastboundNorthboundApproach
Name
Intersection Setup
000Pedestrian Volume [ped/h]
221112102Total Analysis Volume [veh/h]
053020Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.0000Other Adjustment Factor
0.61400.61400.61400.61400.61400.6140Peak Hour Factor
1137161Total 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]
1.00001.00001.00001.00001.00001.0000Growth Factor
2.002.002.002.002.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
1137161Base Volume Input [veh/h]
Name
Volumes
9/6/20226
Scenario 1: 1 Existing AM Peak Hour
Strathmore and Garvey Mixed Use Project
Version 2022 (SP 0-4)
Generated with
Apx-49
AIntersection LOS
5.28d_I, Intersection Delay [s/veh]
AAAApproach LOS
6.730.008.41d_A, Approach Delay [s/veh]
0.570.570.000.000.500.5095th-Percentile Queue Length [ft/ln]
0.020.020.000.000.020.0295th-Percentile Queue Length [veh/ln]
AAAAAAMovement LOS
0.007.250.000.008.368.72d_M, Delay for Movement [s/veh]
0.000.010.000.000.010.00V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
000Number of Storage Spaces in Median
NoTwo-Stage Gap Acceptance
000Storage Area [veh]
NoFlared Lane
FreeFreeStopPriority Scheme
Intersection Settings
9/6/20227
Scenario 1: 1 Existing AM Peak Hour
Strathmore and Garvey Mixed Use Project
Version 2022 (SP 0-4)
Generated with
Apx-50
0.291Volume to Capacity (v/c):
ELevel Of Service:
38.5Delay (sec / veh):
1 hourAnalysis Period:
HCM 7th EditionAnalysis Method:
Two-way stopControl Type:
Intersection 6: Strathmore Ave (NS) at Garvey Ave (EW)
Intersection Level Of Service Report
NoNoYesYesCrosswalk
0.000.000.000.00Grade [%]
35.0035.0025.0025.00Speed [mph]
100.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft]
100000000000No. of Lanes in Exit Pocket
100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft]
001000000000No. of Lanes in Entry Pocket
12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]
RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement
Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Name
Intersection Setup
0000Pedestrian Volume [ped/h]
5900213373381001134046Total Analysis Volume [veh/h]
12255818322038011Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor
0.92100.92100.92100.92100.92100.92100.92100.92100.92100.92100.92100.9210Peak Hour Factor
582919306757901031042Total 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]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth 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
582919306757901031042Base Volume Input [veh/h]
Name
Volumes
9/6/20228
Scenario 1: 1 Existing AM Peak Hour
Strathmore and Garvey Mixed Use Project
Version 2022 (SP 0-4)
Generated with
Apx-51
EIntersection LOS
1.67d_I, Intersection Delay [s/veh]
AACDApproach LOS
0.200.0916.7530.24d_A, Approach Delay [s/veh]
0.000.001.640.000.150.294.654.654.6537.6837.6837.6895th-Percentile Queue Length [ft/ln]
0.000.000.070.000.010.010.190.190.191.511.511.5195th-Percentile Queue Length [veh/ln]
AAAAAABCCCEEMovement LOS
0.000.009.140.000.009.5411.8421.9721.1719.1147.7538.45d_M, Delay for Movement [s/veh]
0.000.010.020.000.010.010.020.000.040.050.000.29V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
0010Number of Storage Spaces in Median
YesNoTwo-Stage Gap Acceptance
0000Storage Area [veh]
NoNoFlared Lane
FreeFreeStopStopPriority Scheme
Intersection Settings
9/6/20229
Scenario 1: 1 Existing AM Peak Hour
Strathmore and Garvey Mixed Use Project
Version 2022 (SP 0-4)
Generated with
Apx-52
0.693Volume to Capacity (v/c):
BLevel Of Service:
-Delay (sec / veh):
1 hourAnalysis Period:
ICU 1Analysis Method:
SignalizedControl Type:
Intersection 7: San Gabriel Blvd (NS) at Garvey Ave (EW)
Intersection Level Of Service Report
YesYesYesYesCrosswalk
0.000.000.000.00Grade [%]
35.0035.0040.0035.00Speed [mph]
0.000.000.00100.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft]
000100000000No. of Lanes in Exit Pocket
100.00100.00150.00100.00100.00200.00100.00100.00225.00100.00100.00100.00Entry Pocket Length [ft]
101101101101No. of Lanes in Entry 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]
7250517917964613714174567162660192Total Analysis Volume [veh/h]
1812645451623435186174116548Total 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
7250517917964613714174567162660192Total 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]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth 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
7250517917964613714174567162660192Base Volume Input [veh/h]
Name
Volumes
9/6/202210
Scenario 1: 1 Existing AM Peak Hour
Strathmore and Garvey Mixed Use Project
Version 2022 (SP 0-4)
Generated with
Apx-53
0.693Intersection V/C
BIntersection LOS
0.040.140.100.100.180.080.080.210.040.090.180.11V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
--Lead--Lead--Lead--LeadLead / Lag
Auxiliary Signal Groups
061025047083Signal Group
PermissPermissProtectePermissPermissProtectePermissPermissProtectePermissPermissProtecteControl Type
Phasing & Timing
10.00Lost time [s]
100Cycle Length [s]
Intersection Settings
9/6/202211
Scenario 1: 1 Existing AM Peak Hour
Strathmore and Garvey Mixed Use Project
Version 2022 (SP 0-4)
Generated with
Apx-54
Intersection Analysis Summary
9/6/2022Report File: G:\...\PME.pdf
Scenario 1 Existing PM Peak HourVistro File: G:\...\PME.vistro
Strathmore and Garvey Mixed Use Project
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-0.777NB ThruICU 1SignalizedSan Gabriel Blvd (NS) at
Garvey Ave (EW)7
F62.30.216NB LeftHCM 7th
EditionTwo-way stopStrathmore Ave (NS) at
Garvey Ave (EW)6
A8.70.005NB LeftHCM 7th
EditionTwo-way stopStrathmore Ave (NS) at
Virginia St (EW)4
D27.60.006NB ThruHCM 7th
EditionTwo-way stopBrighton St (NS) at Garvey
Ave (EW)2
B-0.685EB ThruICU 1SignalizedDel Mar Ave (NS) at Garvey
Ave (EW)1
LOSDelay (s/veh)V/CWorst MvmtMethodControl TypeIntersection NameID
9/6/20221
Scenario 1: 1 Existing PM Peak Hour
Strathmore and Garvey Mixed Use Project
Version 2022 (SP 0-4)
Generated with
Apx-55
0.685Volume to Capacity (v/c):
BLevel Of Service:
-Delay (sec / veh):
1 hourAnalysis Period:
ICU 1Analysis Method:
SignalizedControl Type:
Intersection 1: Del Mar Ave (NS) at Garvey Ave (EW)
Intersection Level Of Service Report
YesYesYesYesCrosswalk
0.000.000.000.00Grade [%]
35.0035.0035.0035.00Speed [mph]
100.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft]
100000000000No. of Lanes in Exit Pocket
100.00100.00150.00100.00100.00190.00100.00100.00200.00100.00100.00100.00Entry Pocket Length [ft]
101101001001No. of Lanes in Entry 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]
1986245712281015515356723161536150Total Analysis Volume [veh/h]
5015614312033938142581513438Total 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
1986245712281015515356723161536150Total 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]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth 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
1986245712281015515356723161536150Base Volume Input [veh/h]
Name
Volumes
9/6/20222
Scenario 1: 1 Existing PM Peak Hour
Strathmore and Garvey Mixed Use Project
Version 2022 (SP 0-4)
Generated with
Apx-56
0.685Intersection V/C
BIntersection LOS
0.110.170.030.260.260.090.200.200.130.170.170.08V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
--Lead--Lead--Lead--LeadLead / Lag
Auxiliary Signal Groups
061025047083Signal Group
PermissPermissProtectePermissPermissProtectePermissPermissProtectePermissPermissProtecteControl Type
Phasing & Timing
10.00Lost time [s]
100Cycle Length [s]
Intersection Settings
9/6/20223
Scenario 1: 1 Existing PM Peak Hour
Strathmore and Garvey Mixed Use Project
Version 2022 (SP 0-4)
Generated with
Apx-57
0.006Volume to Capacity (v/c):
DLevel Of Service:
27.6Delay (sec / veh):
1 hourAnalysis Period:
HCM 7th EditionAnalysis Method:
Two-way stopControl Type:
Intersection 2: Brighton St (NS) at Garvey Ave (EW)
Intersection Level Of Service Report
YesYesNoNoCrosswalk
0.000.000.000.00Grade [%]
35.0035.0025.0025.00Speed [mph]
100.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft]
100000000000No. of Lanes in Exit Pocket
100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft]
001001000000No. of Lanes in Entry Pocket
12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]
RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement
Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Name
Intersection Setup
0000Pedestrian Volume [ped/h]
48713923108112120632110Total Analysis Volume [veh/h]
12181062703302802Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor
0.93700.93700.93700.93700.93700.93700.93700.93700.93700.93700.93700.9370Peak Hour Factor
4816372210131111063019Total 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]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth 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
4816372210131111063019Base Volume Input [veh/h]
Name
Volumes
9/6/20224
Scenario 1: 1 Existing PM Peak Hour
Strathmore and Garvey Mixed Use Project
Version 2022 (SP 0-4)
Generated with
Apx-58
DIntersection LOS
0.74d_I, Intersection Delay [s/veh]
AACCApproach LOS
0.460.1016.0916.90d_A, Approach Delay [s/veh]
0.000.004.400.000.001.043.923.923.929.899.899.8995th-Percentile Queue Length [ft/ln]
0.000.000.180.000.000.040.160.160.160.400.400.4095th-Percentile Queue Length [veh/ln]
AABAAABDCBDDMovement LOS
0.000.0010.710.000.009.5411.6528.0024.2413.5527.5626.89d_M, Delay for Movement [s/veh]
0.000.010.060.000.010.010.020.000.030.060.010.05V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
0011Number of Storage Spaces in Median
YesYesTwo-Stage Gap Acceptance
0000Storage Area [veh]
NoNoFlared Lane
FreeFreeStopStopPriority Scheme
Intersection Settings
9/6/20225
Scenario 1: 1 Existing PM Peak Hour
Strathmore and Garvey Mixed Use Project
Version 2022 (SP 0-4)
Generated with
Apx-59
0.005Volume to Capacity (v/c):
ALevel Of Service:
8.7Delay (sec / veh):
1 hourAnalysis Period:
HCM 7th EditionAnalysis Method:
Two-way stopControl Type:
Intersection 4: Strathmore Ave (NS) at Virginia St (EW)
Intersection Level Of Service Report
YesNoNoCrosswalk
0.000.000.00Grade [%]
25.0025.0025.00Speed [mph]
0.000.000.000.000.000.00Exit Pocket Length [ft]
000000No. of Lanes in Exit Pocket
100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft]
000000No. of Lanes in Entry Pocket
12.0012.0012.0012.0012.0012.00Lane Width [ft]
ThruLeftRightThruRightLeftTurning Movement
Lane Configuration
WestboundEastboundNorthboundApproach
Name
Intersection Setup
000Pedestrian Volume [ped/h]
21572128Total Analysis Volume [veh/h]
042032Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.0000Other Adjustment Factor
0.59100.59100.59100.59100.59100.5910Peak Hour Factor
194175Total 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]
1.00001.00001.00001.00001.00001.0000Growth Factor
2.002.002.002.002.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
194175Base Volume Input [veh/h]
Name
Volumes
9/6/20226
Scenario 1: 1 Existing PM Peak Hour
Strathmore and Garvey Mixed Use Project
Version 2022 (SP 0-4)
Generated with
Apx-60
AIntersection LOS
6.19d_I, Intersection Delay [s/veh]
AAAApproach LOS
6.510.008.50d_A, Approach Delay [s/veh]
0.380.380.000.000.870.8795th-Percentile Queue Length [ft/ln]
0.020.020.000.000.030.0395th-Percentile Queue Length [veh/ln]
AAAAAAMovement LOS
0.007.240.000.008.378.68d_M, Delay for Movement [s/veh]
0.000.010.000.000.010.01V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
000Number of Storage Spaces in Median
NoTwo-Stage Gap Acceptance
000Storage Area [veh]
NoFlared Lane
FreeFreeStopPriority Scheme
Intersection Settings
9/6/20227
Scenario 1: 1 Existing PM Peak Hour
Strathmore and Garvey Mixed Use Project
Version 2022 (SP 0-4)
Generated with
Apx-61
0.216Volume to Capacity (v/c):
FLevel Of Service:
62.3Delay (sec / veh):
1 hourAnalysis Period:
HCM 7th EditionAnalysis Method:
Two-way stopControl Type:
Intersection 6: Strathmore Ave (NS) at Garvey Ave (EW)
Intersection Level Of Service Report
NoNoYesYesCrosswalk
0.000.000.000.00Grade [%]
35.0035.0025.0025.00Speed [mph]
100.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft]
100000000000No. of Lanes in Exit Pocket
100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft]
001000000000No. of Lanes in Entry Pocket
12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]
RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement
Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Name
Intersection Setup
0000Pedestrian Volume [ped/h]
588327311091640324017Total Analysis Volume [veh/h]
1221782732101604Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor
0.95400.95400.95400.95400.95400.95400.95400.95400.95400.95400.95400.9540Peak Hour Factor
584226301041640323016Total 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]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth 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
584226301041640323016Base Volume Input [veh/h]
Name
Volumes
9/6/20228
Scenario 1: 1 Existing PM Peak Hour
Strathmore and Garvey Mixed Use Project
Version 2022 (SP 0-4)
Generated with
Apx-62
FIntersection LOS
0.97d_I, Intersection Delay [s/veh]
AACEApproach LOS
0.320.0516.6537.92d_A, Approach Delay [s/veh]
0.000.003.140.000.130.251.701.701.7026.2926.2926.2995th-Percentile Queue Length [ft/ln]
0.000.000.130.000.010.010.070.070.071.051.051.0595th-Percentile Queue Length [veh/ln]
AABAAABDCCFFMovement LOS
0.000.0010.800.000.009.5911.4827.5623.5520.9874.7062.27d_M, Delay for Movement [s/veh]
0.000.010.040.000.010.010.010.000.020.050.000.22V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
0010Number of Storage Spaces in Median
YesNoTwo-Stage Gap Acceptance
0000Storage Area [veh]
NoNoFlared Lane
FreeFreeStopStopPriority Scheme
Intersection Settings
9/6/20229
Scenario 1: 1 Existing PM Peak Hour
Strathmore and Garvey Mixed Use Project
Version 2022 (SP 0-4)
Generated with
Apx-63
0.777Volume to Capacity (v/c):
CLevel Of Service:
-Delay (sec / veh):
1 hourAnalysis Period:
ICU 1Analysis Method:
SignalizedControl Type:
Intersection 7: San Gabriel Blvd (NS) at Garvey Ave (EW)
Intersection Level Of Service Report
YesYesYesYesCrosswalk
0.000.000.000.00Grade [%]
35.0035.0040.0035.00Speed [mph]
0.000.000.00100.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft]
000100000000No. of Lanes in Exit Pocket
100.00100.00150.00100.00100.00200.00100.00100.00225.00100.00100.00100.00Entry Pocket Length [ft]
101101101101No. of Lanes in Entry 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]
112765196150629194195859133178893213Total Analysis Volume [veh/h]
2819149381574949215334522353Total 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
112765196150629194195859133178893213Total 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]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth 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
112765196150629194195859133178893213Base Volume Input [veh/h]
Name
Volumes
9/6/202210
Scenario 1: 1 Existing PM Peak Hour
Strathmore and Garvey Mixed Use Project
Version 2022 (SP 0-4)
Generated with
Apx-64
0.777Intersection V/C
CIntersection LOS
0.060.210.110.080.170.110.110.240.070.100.250.12V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
--Lead--Lead--Lead--LeadLead / Lag
Auxiliary Signal Groups
061025047083Signal Group
PermissPermissProtectePermissPermissProtectePermissPermissProtectePermissPermissProtecteControl Type
Phasing & Timing
10.00Lost time [s]
100Cycle Length [s]
Intersection Settings
9/6/202211
Scenario 1: 1 Existing PM Peak Hour
Strathmore and Garvey Mixed Use Project
Version 2022 (SP 0-4)
Generated with
Apx-65
OPENING YEAR (2024) WITHOUT PROJECT
Apx-66
Intersection Analysis Summary
9/6/2022Report File: G:\...\AMOYWO.pdf
Scenario 2 Opening Year (2024) Without Project AM Peak
HourVistro File: G:\...\AME.vistro
Strathmore and Garvey Mixed Use Project
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-0.728SB ThruICU 1SignalizedSan Gabriel Blvd (NS) at
Garvey Ave (EW)7
F50.80.370NB LeftHCM 7th
EditionTwo-way stopStrathmore Ave (NS) at
Garvey Ave (EW)6
A8.70.001NB LeftHCM 7th
EditionTwo-way stopStrathmore Ave (NS) at
Virginia St (EW)4
C24.60.026SB LeftHCM 7th
EditionTwo-way stopBrighton St (NS) at Garvey
Ave (EW)2
B-0.655EB ThruICU 1SignalizedDel Mar Ave (NS) at Garvey
Ave (EW)1
LOSDelay (s/veh)V/CWorst MvmtMethodControl TypeIntersection NameID
9/6/20221
Scenario 2: 2 Opening Year (2024) Without Project AM Peak Hour
Strathmore and Garvey Mixed Use Project
Version 2022 (SP 0-4)
Generated with
Apx-67
0.655Volume to Capacity (v/c):
BLevel Of Service:
-Delay (sec / veh):
1 hourAnalysis Period:
ICU 1Analysis Method:
SignalizedControl Type:
Intersection 1: Del Mar Ave (NS) at Garvey Ave (EW)
Intersection Level Of Service Report
YesYesYesYesCrosswalk
0.000.000.000.00Grade [%]
35.0035.0035.0035.00Speed [mph]
100.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft]
100000000000No. of Lanes in Exit Pocket
100.00100.00150.00100.00100.00190.00100.00100.00200.00100.00100.00100.00Entry Pocket Length [ft]
101101001001No. of Lanes in Entry 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]
2426205815762517414642218853602118Total Analysis Volume [veh/h]
6115515391564437106471315130Total 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
2426205815762517414642218853602118Total Hourly Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
244811442961017891Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]
1.01611.01611.01611.01611.01611.01611.01611.01611.01611.01611.01611.0161Growth 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
2155634615157416213840516844584115Base Volume Input [veh/h]
Name
Volumes
9/6/20222
Scenario 2: 2 Opening Year (2024) Without Project AM Peak Hour
Strathmore and Garvey Mixed Use Project
Version 2022 (SP 0-4)
Generated with
Apx-68
0.655Intersection V/C
BIntersection LOS
0.130.170.030.220.220.100.160.160.100.180.180.07V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
--Lead--Lead--Lead--LeadLead / Lag
Auxiliary Signal Groups
061025047083Signal Group
PermissPermissProtectePermissPermissProtectePermissPermissProtectePermissPermissProtecteControl Type
Phasing & Timing
10.00Lost time [s]
100Cycle Length [s]
Intersection Settings
9/6/20223
Scenario 2: 2 Opening Year (2024) Without Project AM Peak Hour
Strathmore and Garvey Mixed Use Project
Version 2022 (SP 0-4)
Generated with
Apx-69
0.026Volume to Capacity (v/c):
CLevel Of Service:
24.6Delay (sec / veh):
1 hourAnalysis Period:
HCM 7th EditionAnalysis Method:
Two-way stopControl Type:
Intersection 2: Brighton St (NS) at Garvey Ave (EW)
Intersection Level Of Service Report
YesYesNoNoCrosswalk
0.000.000.000.00Grade [%]
35.0035.0025.0025.00Speed [mph]
100.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft]
100000000000No. of Lanes in Exit Pocket
100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft]
001001000000No. of Lanes in Entry Pocket
12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]
RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement
Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Name
Intersection Setup
0000Pedestrian Volume [ped/h]
3100135287907130528016Total Analysis Volume [veh/h]
1250971982301704Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor
0.94300.94300.94300.94300.94300.94300.94300.94300.94300.94300.94300.9430Peak Hour Factor
394433267457120526015Total Hourly Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
08300670000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]
1.01611.01611.01611.01611.01611.01611.01611.01611.01611.01611.01611.0161Growth 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
384732266677120526015Base Volume Input [veh/h]
Name
Volumes
9/6/20224
Scenario 2: 2 Opening Year (2024) Without Project AM Peak Hour
Strathmore and Garvey Mixed Use Project
Version 2022 (SP 0-4)
Generated with
Apx-70
CIntersection LOS
0.71d_I, Intersection Delay [s/veh]
AACCApproach LOS
0.320.0915.8715.56d_A, Approach Delay [s/veh]
0.000.003.070.000.000.743.853.853.859.009.009.0095th-Percentile Queue Length [ft/ln]
0.000.000.120.000.000.030.150.150.150.360.360.3695th-Percentile Queue Length [veh/ln]
AAAAABBCCBDCMovement LOS
0.000.009.460.000.0010.0512.2324.9824.6012.0125.1221.72d_M, Delay for Movement [s/veh]
0.000.010.040.000.010.010.020.000.030.040.000.06V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
0011Number of Storage Spaces in Median
YesYesTwo-Stage Gap Acceptance
0000Storage Area [veh]
NoNoFlared Lane
FreeFreeStopStopPriority Scheme
Intersection Settings
9/6/20225
Scenario 2: 2 Opening Year (2024) Without Project AM Peak Hour
Strathmore and Garvey Mixed Use Project
Version 2022 (SP 0-4)
Generated with
Apx-71
0.001Volume to Capacity (v/c):
ALevel Of Service:
8.7Delay (sec / veh):
1 hourAnalysis Period:
HCM 7th EditionAnalysis Method:
Two-way stopControl Type:
Intersection 4: Strathmore Ave (NS) at Virginia St (EW)
Intersection Level Of Service Report
YesNoNoCrosswalk
0.000.000.00Grade [%]
25.0025.0025.00Speed [mph]
0.000.000.000.000.000.00Exit Pocket Length [ft]
000000No. of Lanes in Exit Pocket
100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft]
000000No. of Lanes in Entry Pocket
12.0012.0012.0012.0012.0012.00Lane Width [ft]
ThruLeftRightThruRightLeftTurning Movement
Lane Configuration
WestboundEastboundNorthboundApproach
Name
Intersection Setup
000Pedestrian Volume [ped/h]
221112102Total Analysis Volume [veh/h]
053020Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.0000Other Adjustment Factor
0.61400.61400.61400.61400.61400.6140Peak Hour Factor
1137161Total 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]
1.01611.01611.01611.01611.01611.0161Growth Factor
2.002.002.002.002.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
1137161Base Volume Input [veh/h]
Name
Volumes
9/6/20226
Scenario 2: 2 Opening Year (2024) Without Project AM Peak Hour
Strathmore and Garvey Mixed Use Project
Version 2022 (SP 0-4)
Generated with
Apx-72
AIntersection LOS
5.28d_I, Intersection Delay [s/veh]
AAAApproach LOS
6.730.008.41d_A, Approach Delay [s/veh]
0.570.570.000.000.500.5095th-Percentile Queue Length [ft/ln]
0.020.020.000.000.020.0295th-Percentile Queue Length [veh/ln]
AAAAAAMovement LOS
0.007.250.000.008.368.72d_M, Delay for Movement [s/veh]
0.000.010.000.000.010.00V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
000Number of Storage Spaces in Median
NoTwo-Stage Gap Acceptance
000Storage Area [veh]
NoFlared Lane
FreeFreeStopPriority Scheme
Intersection Settings
9/6/20227
Scenario 2: 2 Opening Year (2024) Without Project AM Peak Hour
Strathmore and Garvey Mixed Use Project
Version 2022 (SP 0-4)
Generated with
Apx-73
0.370Volume to Capacity (v/c):
FLevel Of Service:
50.8Delay (sec / veh):
1 hourAnalysis Period:
HCM 7th EditionAnalysis Method:
Two-way stopControl Type:
Intersection 6: Strathmore Ave (NS) at Garvey Ave (EW)
Intersection Level Of Service Report
NoNoYesYesCrosswalk
0.000.000.000.00Grade [%]
35.0035.0025.0025.00Speed [mph]
100.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft]
100000000000No. of Lanes in Exit Pocket
100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft]
001000000000No. of Lanes in Entry Pocket
12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]
RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement
Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Name
Intersection Setup
0000Pedestrian Volume [ped/h]
51004213381881001134047Total Analysis Volume [veh/h]
12515820422038012Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor
0.92100.92100.92100.92100.92100.92100.92100.92100.92100.92100.92100.9210Peak Hour Factor
592519307537901031043Total Hourly Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
08300670000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]
1.01611.01611.01611.01611.01611.01611.01611.01611.01611.01611.01611.0161Growth 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
582919306757901031042Base Volume Input [veh/h]
Name
Volumes
9/6/20228
Scenario 2: 2 Opening Year (2024) Without Project AM Peak Hour
Strathmore and Garvey Mixed Use Project
Version 2022 (SP 0-4)
Generated with
Apx-74
FIntersection LOS
1.95d_I, Intersection Delay [s/veh]
AACEApproach LOS
0.190.0918.4040.24d_A, Approach Delay [s/veh]
0.000.001.750.000.150.295.295.295.2952.4852.4852.4895th-Percentile Queue Length [ft/ln]
0.000.000.070.000.010.010.210.210.212.102.102.1095th-Percentile Queue Length [veh/ln]
AAAAAABCCDFFMovement LOS
0.000.009.430.000.009.9312.5024.3823.7025.6663.7050.75d_M, Delay for Movement [s/veh]
0.000.010.020.000.010.010.020.000.050.050.000.37V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
0010Number of Storage Spaces in Median
YesNoTwo-Stage Gap Acceptance
0000Storage Area [veh]
NoNoFlared Lane
FreeFreeStopStopPriority Scheme
Intersection Settings
9/6/20229
Scenario 2: 2 Opening Year (2024) Without Project AM Peak Hour
Strathmore and Garvey Mixed Use Project
Version 2022 (SP 0-4)
Generated with
Apx-75
0.728Volume to Capacity (v/c):
CLevel Of Service:
-Delay (sec / veh):
1 hourAnalysis Period:
ICU 1Analysis Method:
SignalizedControl Type:
Intersection 7: San Gabriel Blvd (NS) at Garvey Ave (EW)
Intersection Level Of Service Report
YesYesYesYesCrosswalk
0.000.000.000.00Grade [%]
35.0035.0040.0035.00Speed [mph]
0.000.000.00100.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft]
000100000000No. of Lanes in Exit Pocket
100.00100.00150.00100.00100.00200.00100.00100.00225.00100.00100.00100.00Entry Pocket Length [ft]
101101101101No. of Lanes in Entry 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]
10355719518769616917078192173694197Total Analysis Volume [veh/h]
2613949471744243195234317449Total 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
10355719518769616917078192173694197Total Hourly Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
304413540302724248232Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]
1.01611.01611.01611.01611.01611.01611.01611.01611.01611.01611.01611.0161Growth 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
7250517917964613714174567162660192Base Volume Input [veh/h]
Name
Volumes
9/6/202210
Scenario 2: 2 Opening Year (2024) Without Project AM Peak Hour
Strathmore and Garvey Mixed Use Project
Version 2022 (SP 0-4)
Generated with
Apx-76
0.728Intersection V/C
CIntersection LOS
0.060.150.110.100.190.090.090.220.050.100.190.11V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
--Lead--Lead--Lead--LeadLead / Lag
Auxiliary Signal Groups
061025047083Signal Group
PermissPermissProtectePermissPermissProtectePermissPermissProtectePermissPermissProtecteControl Type
Phasing & Timing
10.00Lost time [s]
100Cycle Length [s]
Intersection Settings
9/6/202211
Scenario 2: 2 Opening Year (2024) Without Project AM Peak Hour
Strathmore and Garvey Mixed Use Project
Version 2022 (SP 0-4)
Generated with
Apx-77
Intersection Analysis Summary
9/6/2022Report File: G:\...\PMOYWO.pdf
Scenario 2 Opening Year (2024) Without Project PM Peak
HourVistro File: G:\...\PME.vistro
Strathmore and Garvey Mixed Use Project
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.
D-0.843NB ThruICU 1SignalizedSan Gabriel Blvd (NS) at
Garvey Ave (EW)7
F87.90.294NB LeftHCM 7th
EditionTwo-way stopStrathmore Ave (NS) at
Garvey Ave (EW)6
A8.70.005NB LeftHCM 7th
EditionTwo-way stopStrathmore Ave (NS) at
Virginia St (EW)4
D31.80.007NB ThruHCM 7th
EditionTwo-way stopBrighton St (NS) at Garvey
Ave (EW)2
C-0.744EB ThruICU 1SignalizedDel Mar Ave (NS) at Garvey
Ave (EW)1
LOSDelay (s/veh)V/CWorst MvmtMethodControl TypeIntersection NameID
9/6/20221
Scenario 2: 2 Opening Year (2024) Without Project PM Peak Hour
Strathmore and Garvey Mixed Use Project
Version 2022 (SP 0-4)
Generated with
Apx-78
0.744Volume to Capacity (v/c):
CLevel Of Service:
-Delay (sec / veh):
1 hourAnalysis Period:
ICU 1Analysis Method:
SignalizedControl Type:
Intersection 1: Del Mar Ave (NS) at Garvey Ave (EW)
Intersection Level Of Service Report
YesYesYesYesCrosswalk
0.000.000.000.00Grade [%]
35.0035.0035.0035.00Speed [mph]
100.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft]
100000000000No. of Lanes in Exit Pocket
100.00100.00150.00100.00100.00190.00100.00100.00200.00100.00100.00100.00Entry Pocket Length [ft]
101101001001No. of Lanes in Entry 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]
2336926912788017116959526674567156Total Analysis Volume [veh/h]
5817317322204342149671914239Total 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
2336926912788017116959526674567156Total Hourly Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
3258113571414193112224Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]
1.01611.01611.01611.01611.01611.01611.01611.01611.01611.01611.01611.0161Growth 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
1986245712281015515356723161536150Base Volume Input [veh/h]
Name
Volumes
9/6/20222
Scenario 2: 2 Opening Year (2024) Without Project PM Peak Hour
Strathmore and Garvey Mixed Use Project
Version 2022 (SP 0-4)
Generated with
Apx-79
0.744Intersection V/C
CIntersection LOS
0.130.190.040.280.280.100.210.210.150.180.180.09V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
--Lead--Lead--Lead--LeadLead / Lag
Auxiliary Signal Groups
061025047083Signal Group
PermissPermissProtectePermissPermissProtectePermissPermissProtectePermissPermissProtecteControl Type
Phasing & Timing
10.00Lost time [s]
100Cycle Length [s]
Intersection Settings
9/6/20223
Scenario 2: 2 Opening Year (2024) Without Project PM Peak Hour
Strathmore and Garvey Mixed Use Project
Version 2022 (SP 0-4)
Generated with
Apx-80
0.007Volume to Capacity (v/c):
DLevel Of Service:
31.8Delay (sec / veh):
1 hourAnalysis Period:
HCM 7th EditionAnalysis Method:
Two-way stopControl Type:
Intersection 2: Brighton St (NS) at Garvey Ave (EW)
Intersection Level Of Service Report
YesYesNoNoCrosswalk
0.000.000.000.00Grade [%]
35.0035.0025.0025.00Speed [mph]
100.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft]
100000000000No. of Lanes in Exit Pocket
100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft]
001001000000No. of Lanes in Entry Pocket
12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]
RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement
Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Name
Intersection Setup
0000Pedestrian Volume [ped/h]
49934123120512120632110Total Analysis Volume [veh/h]
12481063013302802Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor
0.93700.93700.93700.93700.93700.93700.93700.93700.93700.93700.93700.9370Peak Hour Factor
4930382211291111063019Total Hourly Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
0101001000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]
1.01611.01611.01611.01611.01611.01611.01611.01611.01611.01611.01611.0161Growth 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
4816372210131111063019Base Volume Input [veh/h]
Name
Volumes
9/6/20224
Scenario 2: 2 Opening Year (2024) Without Project PM Peak Hour
Strathmore and Garvey Mixed Use Project
Version 2022 (SP 0-4)
Generated with
Apx-81
DIntersection LOS
0.73d_I, Intersection Delay [s/veh]
AACCApproach LOS
0.440.0917.9018.79d_A, Approach Delay [s/veh]
0.000.005.040.000.001.154.564.564.5611.4511.4511.4595th-Percentile Queue Length [ft/ln]
0.000.000.200.000.000.050.180.180.180.460.460.4695th-Percentile Queue Length [veh/ln]
AABAABBDDBDDMovement LOS
0.000.0011.370.000.0010.0212.3832.4828.0214.6431.7931.16d_M, Delay for Movement [s/veh]
0.000.010.060.000.010.020.020.000.040.070.010.06V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
0011Number of Storage Spaces in Median
YesYesTwo-Stage Gap Acceptance
0000Storage Area [veh]
NoNoFlared Lane
FreeFreeStopStopPriority Scheme
Intersection Settings
9/6/20225
Scenario 2: 2 Opening Year (2024) Without Project PM Peak Hour
Strathmore and Garvey Mixed Use Project
Version 2022 (SP 0-4)
Generated with
Apx-82
0.005Volume to Capacity (v/c):
ALevel Of Service:
8.7Delay (sec / veh):
1 hourAnalysis Period:
HCM 7th EditionAnalysis Method:
Two-way stopControl Type:
Intersection 4: Strathmore Ave (NS) at Virginia St (EW)
Intersection Level Of Service Report
YesNoNoCrosswalk
0.000.000.00Grade [%]
25.0025.0025.00Speed [mph]
0.000.000.000.000.000.00Exit Pocket Length [ft]
000000No. of Lanes in Exit Pocket
100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft]
000000No. of Lanes in Entry Pocket
12.0012.0012.0012.0012.0012.00Lane Width [ft]
ThruLeftRightThruRightLeftTurning Movement
Lane Configuration
WestboundEastboundNorthboundApproach
Name
Intersection Setup
000Pedestrian Volume [ped/h]
21572128Total Analysis Volume [veh/h]
042032Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.0000Other Adjustment Factor
0.59100.59100.59100.59100.59100.5910Peak Hour Factor
194175Total 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]
1.01611.01611.01611.01611.01611.0161Growth Factor
2.002.002.002.002.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
194175Base Volume Input [veh/h]
Name
Volumes
9/6/20226
Scenario 2: 2 Opening Year (2024) Without Project PM Peak Hour
Strathmore and Garvey Mixed Use Project
Version 2022 (SP 0-4)
Generated with
Apx-83
AIntersection LOS
6.19d_I, Intersection Delay [s/veh]
AAAApproach LOS
6.510.008.50d_A, Approach Delay [s/veh]
0.380.380.000.000.870.8795th-Percentile Queue Length [ft/ln]
0.020.020.000.000.030.0395th-Percentile Queue Length [veh/ln]
AAAAAAMovement LOS
0.007.240.000.008.378.68d_M, Delay for Movement [s/veh]
0.000.010.000.000.010.01V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
000Number of Storage Spaces in Median
NoTwo-Stage Gap Acceptance
000Storage Area [veh]
NoFlared Lane
FreeFreeStopPriority Scheme
Intersection Settings
9/6/20227
Scenario 2: 2 Opening Year (2024) Without Project PM Peak Hour
Strathmore and Garvey Mixed Use Project
Version 2022 (SP 0-4)
Generated with
Apx-84
0.294Volume to Capacity (v/c):
FLevel Of Service:
87.9Delay (sec / veh):
1 hourAnalysis Period:
HCM 7th EditionAnalysis Method:
Two-way stopControl Type:
Intersection 6: Strathmore Ave (NS) at Garvey Ave (EW)
Intersection Level Of Service Report
NoNoYesYesCrosswalk
0.000.000.000.00Grade [%]
35.0035.0025.0025.00Speed [mph]
100.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft]
100000000000No. of Lanes in Exit Pocket
100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft]
001000000000No. of Lanes in Entry Pocket
12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]
RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement
Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Name
Intersection Setup
0000Pedestrian Volume [ped/h]
5100327311214640324017Total Analysis Volume [veh/h]
1251783032101604Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor
0.95400.95400.95400.95400.95400.95400.95400.95400.95400.95400.95400.9540Peak Hour Factor
595726301158640323016Total Hourly Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
0101001000000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]
1.01611.01611.01611.01611.01611.01611.01611.01611.01611.01611.01611.0161Growth 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
584226301041640323016Base Volume Input [veh/h]
Name
Volumes
9/6/20228
Scenario 2: 2 Opening Year (2024) Without Project PM Peak Hour
Strathmore and Garvey Mixed Use Project
Version 2022 (SP 0-4)
Generated with
Apx-85
FIntersection LOS
1.16d_I, Intersection Delay [s/veh]
AACFApproach LOS
0.300.0518.5153.55d_A, Approach Delay [s/veh]
0.000.003.500.000.130.251.971.971.9738.0738.0738.0795th-Percentile Queue Length [ft/ln]
0.000.000.140.000.010.010.080.080.081.521.521.5295th-Percentile Queue Length [veh/ln]
AABAABBDDDFFMovement LOS
0.000.0011.460.000.0010.0712.1231.7227.0329.67107.8287.88d_M, Delay for Movement [s/veh]
0.000.010.040.000.010.010.010.000.020.050.000.29V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
0010Number of Storage Spaces in Median
YesNoTwo-Stage Gap Acceptance
0000Storage Area [veh]
NoNoFlared Lane
FreeFreeStopStopPriority Scheme
Intersection Settings
9/6/20229
Scenario 2: 2 Opening Year (2024) Without Project PM Peak Hour
Strathmore and Garvey Mixed Use Project
Version 2022 (SP 0-4)
Generated with
Apx-86
0.843Volume to Capacity (v/c):
DLevel Of Service:
-Delay (sec / veh):
1 hourAnalysis Period:
ICU 1Analysis Method:
SignalizedControl Type:
Intersection 7: San Gabriel Blvd (NS) at Garvey Ave (EW)
Intersection Level Of Service Report
YesYesYesYesCrosswalk
0.000.000.000.00Grade [%]
35.0035.0040.0035.00Speed [mph]
0.000.000.00100.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft]
000100000000No. of Lanes in Exit Pocket
100.00100.00150.00100.00100.00200.00100.00100.00225.00100.00100.00100.00Entry Pocket Length [ft]
101101101101No. of Lanes in Entry 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]
150832209155685244244913167190952220Total Analysis Volume [veh/h]
3820852391716161228424823855Total 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
150832209155685244244913167190952220Total Hourly Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
365510346474640329454Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]
1.01611.01611.01611.01611.01611.01611.01611.01611.01611.01611.01611.0161Growth 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
112765196150629194195859133178893213Base Volume Input [veh/h]
Name
Volumes
9/6/202210
Scenario 2: 2 Opening Year (2024) Without Project PM Peak Hour
Strathmore and Garvey Mixed Use Project
Version 2022 (SP 0-4)
Generated with
Apx-87
0.843Intersection V/C
DIntersection LOS
0.080.230.120.090.190.140.140.250.090.110.260.12V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
--Lead--Lead--Lead--LeadLead / Lag
Auxiliary Signal Groups
061025047083Signal Group
PermissPermissProtectePermissPermissProtectePermissPermissProtectePermissPermissProtecteControl Type
Phasing & Timing
10.00Lost time [s]
100Cycle Length [s]
Intersection Settings
9/6/202211
Scenario 2: 2 Opening Year (2024) Without Project PM Peak Hour
Strathmore and Garvey Mixed Use Project
Version 2022 (SP 0-4)
Generated with
Apx-88
OPENING YEAR (2024) WITH PROJECT
Apx-89
Intersection Analysis Summary
9/6/2022Report File: G:\...\AMOYW.pdf
Scenario 3 Opening Year (2024) With Project AM Peak HourVistro File: G:\...\AME.vistro
Strathmore and Garvey Mixed Use Project
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-0.733SB ThruICU 1SignalizedSan Gabriel Blvd (NS) at
Garvey Ave (EW)7
F57.00.404NB LeftHCM 7th
EditionTwo-way stopStrathmore Ave (NS) at
Garvey Ave (EW)6
A8.50.017EB RightHCM 7th
EditionTwo-way stopStrathmore Ave (NS) at
Project Dwy (EW)5
A8.80.012NB LeftHCM 7th
EditionTwo-way stopStrathmore Ave (NS) at
Virginia St (EW)4
0.0HCM 7th
EditionTwo-way stopProject Dwy (NS) at Virginia
St (EW)3
D25.10.027SB LeftHCM 7th
EditionTwo-way stopBrighton St (NS) at Garvey
Ave (EW)2
B-0.661EB RightICU 1SignalizedDel Mar Ave (NS) at Garvey
Ave (EW)1
LOSDelay (s/veh)V/CWorst MvmtMethodControl TypeIntersection NameID
9/6/20221
Scenario 3: 3 Opening Year (2024) With Project AM Peak Hour
Strathmore and Garvey Mixed Use Project
Version 2022 (SP 0-4)
Generated with
Apx-90
0.661Volume to Capacity (v/c):
BLevel Of Service:
-Delay (sec / veh):
1 hourAnalysis Period:
ICU 1Analysis Method:
SignalizedControl Type:
Intersection 1: Del Mar Ave (NS) at Garvey Ave (EW)
Intersection Level Of Service Report
YesYesYesYesCrosswalk
0.000.000.000.00Grade [%]
35.0035.0035.0035.00Speed [mph]
100.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft]
100000000000No. of Lanes in Exit Pocket
100.00100.00150.00100.00100.00190.00100.00100.00200.00100.00100.00100.00Entry Pocket Length [ft]
101101001001No. of Lanes in Entry 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]
2486256115763017414642219456602118Total Analysis Volume [veh/h]
6215615391584437106491415130Total 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
2486256115763017414642219456602118Total Hourly Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
3053144479610231191Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]
1.01611.01611.01611.01611.01611.01611.01611.01611.01611.01611.01611.0161Growth 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
2155634615157416213840516844584115Base Volume Input [veh/h]
Name
Volumes
9/6/20222
Scenario 3: 3 Opening Year (2024) With Project AM Peak Hour
Strathmore and Garvey Mixed Use Project
Version 2022 (SP 0-4)
Generated with
Apx-91
0.661Intersection V/C
BIntersection LOS
0.140.170.030.220.220.100.160.160.110.180.180.07V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
--Lead--Lead--Lead--LeadLead / Lag
Auxiliary Signal Groups
061025047083Signal Group
PermissPermissProtectePermissPermissProtectePermissPermissProtectePermissPermissProtecteControl Type
Phasing & Timing
10.00Lost time [s]
100Cycle Length [s]
Intersection Settings
9/6/20223
Scenario 3: 3 Opening Year (2024) With Project AM Peak Hour
Strathmore and Garvey Mixed Use Project
Version 2022 (SP 0-4)
Generated with
Apx-92
0.027Volume to Capacity (v/c):
DLevel Of Service:
25.1Delay (sec / veh):
1 hourAnalysis Period:
HCM 7th EditionAnalysis Method:
Two-way stopControl Type:
Intersection 2: Brighton St (NS) at Garvey Ave (EW)
Intersection Level Of Service Report
YesYesNoNoCrosswalk
0.000.000.000.00Grade [%]
35.0035.0025.0025.00Speed [mph]
100.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft]
100000000000No. of Lanes in Exit Pocket
100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft]
001001000000No. of Lanes in Entry Pocket
12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]
RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement
Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Name
Intersection Setup
0000Pedestrian Volume [ped/h]
31014352880310150528016Total Analysis Volume [veh/h]
1253972012401704Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor
0.94300.94300.94300.94300.94300.94300.94300.94300.94300.94300.94300.9430Peak Hour Factor
395633267579140526015Total Hourly Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
09500792200000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]
1.01611.01611.01611.01611.01611.01611.01611.01611.01611.01611.01611.0161Growth 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
384732266677120526015Base Volume Input [veh/h]
Name
Volumes
9/6/20224
Scenario 3: 3 Opening Year (2024) With Project AM Peak Hour
Strathmore and Garvey Mixed Use Project
Version 2022 (SP 0-4)
Generated with
Apx-93
DIntersection LOS
0.73d_I, Intersection Delay [s/veh]
AACCApproach LOS
0.320.1115.6815.80d_A, Approach Delay [s/veh]
0.000.003.100.000.000.964.224.224.229.209.209.2095th-Percentile Queue Length [ft/ln]
0.000.000.120.000.000.040.170.170.170.370.370.3795th-Percentile Queue Length [veh/ln]
AAAAABBDDBDCMovement LOS
0.000.009.510.000.0010.1112.3325.4525.0512.1125.6422.19d_M, Delay for Movement [s/veh]
0.000.010.040.000.010.010.030.000.030.040.000.07V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
0011Number of Storage Spaces in Median
YesYesTwo-Stage Gap Acceptance
0000Storage Area [veh]
NoNoFlared Lane
FreeFreeStopStopPriority Scheme
Intersection Settings
9/6/20225
Scenario 3: 3 Opening Year (2024) With Project AM Peak Hour
Strathmore and Garvey Mixed Use Project
Version 2022 (SP 0-4)
Generated with
Apx-94
Level Of Service:
0.0Delay (sec / veh):
1 hourAnalysis Period:
HCM 7th EditionAnalysis Method:
Two-way stopControl Type:
Intersection 3: Project Dwy (NS) at Virginia St (EW)
Intersection Level Of Service Report
NoNoYesCrosswalk
0.000.000.00Grade [%]
25.0030.0025.00Speed [mph]
0.000.000.000.000.000.00Exit Pocket Length [ft]
000000No. of Lanes in Exit Pocket
100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft]
000000No. of Lanes in Entry Pocket
12.0012.0012.0012.0012.0012.00Lane Width [ft]
ThruLeftRightThruRightLeftTurning Movement
Lane Configuration
WestboundEastboundNorthboundApproach
Name
Intersection Setup
000Pedestrian Volume [ped/h]
01200120Total Analysis Volume [veh/h]
030030Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.0000Other Adjustment Factor
1.00000.95001.00001.00000.95001.0000Peak Hour Factor
01100110Total Hourly Volume [veh/h]
000000Other Volume [veh/h]
000000Existing Site Adjustment Volume [veh/h]
000000Pass-by Trips [veh/h]
000000Diverted Trips [veh/h]
01100110Site-Generated Trips [veh/h]
000000In-Process Volume [veh/h]
1.00001.01611.00001.00001.01611.0000Growth Factor
2.002.002.002.002.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
000000Base Volume Input [veh/h]
Name
Volumes
9/6/20226
Scenario 3: 3 Opening Year (2024) With Project AM Peak Hour
Strathmore and Garvey Mixed Use Project
Version 2022 (SP 0-4)
Generated with
Apx-95
Intersection LOS
0.00d_I, Intersection Delay [s/veh]
---Approach LOS
0.000.000.00d_A, Approach Delay [s/veh]
0.000.000.000.000.000.0095th-Percentile Queue Length [ft/ln]
0.000.000.000.000.000.0095th-Percentile Queue Length [veh/ln]
Movement LOS
0.000.000.000.000.000.00d_M, Delay for Movement [s/veh]
0.000.000.000.000.000.00V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
000Number of Storage Spaces in Median
NoTwo-Stage Gap Acceptance
000Storage Area [veh]
Flared Lane
FreeFreeStopPriority Scheme
Intersection Settings
9/6/20227
Scenario 3: 3 Opening Year (2024) With Project AM Peak Hour
Strathmore and Garvey Mixed Use Project
Version 2022 (SP 0-4)
Generated with
Apx-96
0.012Volume to Capacity (v/c):
ALevel Of Service:
8.8Delay (sec / veh):
1 hourAnalysis Period:
HCM 7th EditionAnalysis Method:
Two-way stopControl Type:
Intersection 4: Strathmore Ave (NS) at Virginia St (EW)
Intersection Level Of Service Report
YesNoNoCrosswalk
0.000.000.00Grade [%]
25.0025.0025.00Speed [mph]
0.000.000.000.000.000.00Exit Pocket Length [ft]
000000No. of Lanes in Exit Pocket
100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft]
000000No. of Lanes in Entry Pocket
12.0012.0012.0012.0012.0012.00Lane Width [ft]
ThruLeftRightThruRightLeftTurning Movement
Lane Configuration
WestboundEastboundNorthboundApproach
Name
Intersection Setup
000Pedestrian Volume [ped/h]
2212921020Total Analysis Volume [veh/h]
057025Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.0000Other Adjustment Factor
0.61400.61400.61400.61400.61400.6140Peak Hour Factor
113181612Total Hourly Volume [veh/h]
000000Other Volume [veh/h]
000000Existing Site Adjustment Volume [veh/h]
000000Pass-by Trips [veh/h]
000000Diverted Trips [veh/h]
00110011Site-Generated Trips [veh/h]
000000In-Process Volume [veh/h]
1.01611.01611.01611.01611.01611.0161Growth Factor
2.002.002.002.002.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
1137161Base Volume Input [veh/h]
Name
Volumes
9/6/20228
Scenario 3: 3 Opening Year (2024) With Project AM Peak Hour
Strathmore and Garvey Mixed Use Project
Version 2022 (SP 0-4)
Generated with
Apx-97
AIntersection LOS
4.91d_I, Intersection Delay [s/veh]
AAAApproach LOS
6.750.008.67d_A, Approach Delay [s/veh]
0.570.570.000.001.371.3795th-Percentile Queue Length [ft/ln]
0.020.020.000.000.050.0595th-Percentile Queue Length [veh/ln]
AAAAAAMovement LOS
0.007.270.000.008.438.79d_M, Delay for Movement [s/veh]
0.000.010.000.000.010.01V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
000Number of Storage Spaces in Median
NoTwo-Stage Gap Acceptance
000Storage Area [veh]
NoFlared Lane
FreeFreeStopPriority Scheme
Intersection Settings
9/6/20229
Scenario 3: 3 Opening Year (2024) With Project AM Peak Hour
Strathmore and Garvey Mixed Use Project
Version 2022 (SP 0-4)
Generated with
Apx-98
0.017Volume to Capacity (v/c):
ALevel Of Service:
8.5Delay (sec / veh):
1 hourAnalysis Period:
HCM 7th EditionAnalysis Method:
Two-way stopControl Type:
Intersection 5: Strathmore Ave (NS) at Project Dwy (EW)
Intersection Level Of Service Report
YesNoNoCrosswalk
0.000.000.00Grade [%]
25.0025.0025.00Speed [mph]
0.000.000.000.000.000.00Exit Pocket Length [ft]
000000No. of Lanes in Exit Pocket
100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft]
000000No. of Lanes in Entry Pocket
12.0012.0012.0012.0012.0012.00Lane Width [ft]
RightLeftRightThruThruLeftTurning Movement
Lane Configuration
EastboundSouthboundNorthboundApproach
Name
Intersection Setup
000Pedestrian Volume [ped/h]
1900322419Total Analysis Volume [veh/h]
500865Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.0000Other Adjustment Factor
0.95000.95000.95000.95000.95000.9500Peak Hour Factor
1800302318Total Hourly Volume [veh/h]
000000Other Volume [veh/h]
000000Existing Site Adjustment Volume [veh/h]
000000Pass-by Trips [veh/h]
000000Diverted Trips [veh/h]
1800111118Site-Generated Trips [veh/h]
000000In-Process Volume [veh/h]
1.01611.01611.01611.01611.01611.0161Growth Factor
2.002.002.002.002.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
00019120Base Volume Input [veh/h]
Name
Volumes
9/6/202210
Scenario 3: 3 Opening Year (2024) With Project AM Peak Hour
Strathmore and Garvey Mixed Use Project
Version 2022 (SP 0-4)
Generated with
Apx-99
AIntersection LOS
3.20d_I, Intersection Delay [s/veh]
AAAApproach LOS
8.510.003.20d_A, Approach Delay [s/veh]
1.321.320.000.000.760.7695th-Percentile Queue Length [ft/ln]
0.050.050.000.000.030.0395th-Percentile Queue Length [veh/ln]
AAAAAAMovement LOS
8.519.060.000.000.007.29d_M, Delay for Movement [s/veh]
0.020.000.000.000.000.01V/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
9/6/202211
Scenario 3: 3 Opening Year (2024) With Project AM Peak Hour
Strathmore and Garvey Mixed Use Project
Version 2022 (SP 0-4)
Generated with
Apx-100
0.404Volume to Capacity (v/c):
FLevel Of Service:
57.0Delay (sec / veh):
1 hourAnalysis Period:
HCM 7th EditionAnalysis Method:
Two-way stopControl Type:
Intersection 6: Strathmore Ave (NS) at Garvey Ave (EW)
Intersection Level Of Service Report
NoNoYesYesCrosswalk
0.000.000.000.00Grade [%]
35.0035.0025.0025.00Speed [mph]
100.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft]
100000000000No. of Lanes in Exit Pocket
100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft]
001000000000No. of Lanes in Entry Pocket
12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]
RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement
Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Name
Intersection Setup
0000Pedestrian Volume [ped/h]
2410042133818212302934047Total Analysis Volume [veh/h]
62515820456078012Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor
0.92100.92100.92100.92100.92100.92100.92100.92100.92100.92100.92100.9210Peak Hour Factor
229251930753192102731043Total Hourly Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
178300671212017000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]
1.01611.01611.01611.01611.01611.01611.01611.01611.01611.01611.01611.0161Growth 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
582919306757901031042Base Volume Input [veh/h]
Name
Volumes
9/6/202212
Scenario 3: 3 Opening Year (2024) With Project AM Peak Hour
Strathmore and Garvey Mixed Use Project
Version 2022 (SP 0-4)
Generated with
Apx-101
FIntersection LOS
2.51d_I, Intersection Delay [s/veh]
AACEApproach LOS
0.190.2421.1445.28d_A, Approach Delay [s/veh]
0.000.001.750.000.400.8016.0516.0516.0559.4359.4359.4395th-Percentile Queue Length [ft/ln]
0.000.000.070.000.020.030.640.640.642.382.382.3895th-Percentile Queue Length [veh/ln]
AAAAABBDDDFFMovement LOS
0.000.009.430.000.0010.0214.5627.0226.2629.0770.8256.96d_M, Delay for Movement [s/veh]
0.000.010.020.000.010.030.040.000.140.050.000.40V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
0010Number of Storage Spaces in Median
YesNoTwo-Stage Gap Acceptance
0000Storage Area [veh]
NoNoFlared Lane
FreeFreeStopStopPriority Scheme
Intersection Settings
9/6/202213
Scenario 3: 3 Opening Year (2024) With Project AM Peak Hour
Strathmore and Garvey Mixed Use Project
Version 2022 (SP 0-4)
Generated with
Apx-102
0.733Volume to Capacity (v/c):
CLevel Of Service:
-Delay (sec / veh):
1 hourAnalysis Period:
ICU 1Analysis Method:
SignalizedControl Type:
Intersection 7: San Gabriel Blvd (NS) at Garvey Ave (EW)
Intersection Level Of Service Report
YesYesYesYesCrosswalk
0.000.000.000.00Grade [%]
35.0035.0040.0035.00Speed [mph]
0.000.000.00100.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft]
000100000000No. of Lanes in Exit Pocket
100.00100.00150.00100.00100.00200.00100.00100.00225.00100.00100.00100.00Entry Pocket Length [ft]
101101101101No. of Lanes in Entry 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]
10356319519270217517678192173694202Total Analysis Volume [veh/h]
2614149481764444195234317451Total 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
10356319519270217517678192173694202Total Hourly Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
3050131046363324248237Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]
1.01611.01611.01611.01611.01611.01611.01611.01611.01611.01611.01611.0161Growth 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
7250517917964613714174567162660192Base Volume Input [veh/h]
Name
Volumes
9/6/202214
Scenario 3: 3 Opening Year (2024) With Project AM Peak Hour
Strathmore and Garvey Mixed Use Project
Version 2022 (SP 0-4)
Generated with
Apx-103
0.733Intersection V/C
CIntersection LOS
0.060.160.110.110.200.100.100.220.050.100.190.11V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
--Lead--Lead--Lead--LeadLead / Lag
Auxiliary Signal Groups
061025047083Signal Group
PermissPermissProtectePermissPermissProtectePermissPermissProtectePermissPermissProtecteControl Type
Phasing & Timing
10.00Lost time [s]
100Cycle Length [s]
Intersection Settings
9/6/202215
Scenario 3: 3 Opening Year (2024) With Project AM Peak Hour
Strathmore and Garvey Mixed Use Project
Version 2022 (SP 0-4)
Generated with
Apx-104
Intersection Analysis Summary
9/6/2022Report File: G:\...\PMOYW.pdf
Scenario 3 Opening Year (2024) With Project PM Peak HourVistro File: G:\...\PME.vistro
Strathmore and Garvey Mixed Use Project
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.
D-0.852NB ThruICU 1SignalizedSan Gabriel Blvd (NS) at
Garvey Ave (EW)7
F100.20.329NB LeftHCM 7th
EditionTwo-way stopStrathmore Ave (NS) at
Garvey Ave (EW)6
A8.50.022EB RightHCM 7th
EditionTwo-way stopStrathmore Ave (NS) at
Project Dwy (EW)5
A8.80.017NB LeftHCM 7th
EditionTwo-way stopStrathmore Ave (NS) at
Virginia St (EW)4
0.0HCM 7th
EditionTwo-way stopProject Dwy (NS) at Virginia
St (EW)3
D32.60.007NB ThruHCM 7th
EditionTwo-way stopBrighton St (NS) at Garvey
Ave (EW)2
C-0.753EB ThruICU 1SignalizedDel Mar Ave (NS) at Garvey
Ave (EW)1
LOSDelay (s/veh)V/CWorst MvmtMethodControl TypeIntersection NameID
9/6/20221
Scenario 3: 3 Opening Year (2024) With Project PM Peak Hour
Strathmore and Garvey Mixed Use Project
Version 2022 (SP 0-4)
Generated with
Apx-105
0.753Volume to Capacity (v/c):
CLevel Of Service:
-Delay (sec / veh):
1 hourAnalysis Period:
ICU 1Analysis Method:
SignalizedControl Type:
Intersection 1: Del Mar Ave (NS) at Garvey Ave (EW)
Intersection Level Of Service Report
YesYesYesYesCrosswalk
0.000.000.000.00Grade [%]
35.0035.0035.0035.00Speed [mph]
100.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft]
100000000000No. of Lanes in Exit Pocket
100.00100.00150.00100.00100.00190.00100.00100.00200.00100.00100.00100.00Entry Pocket Length [ft]
101101001001No. of Lanes in Entry 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]
2416987312788517116959527378567156Total Analysis Volume [veh/h]
6017518322214342149682014239Total 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
2416987312788517116959527378567156Total Hourly Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
4064153621414193816224Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]
1.01611.01611.01611.01611.01611.01611.01611.01611.01611.01611.01611.0161Growth 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
1986245712281015515356723161536150Base Volume Input [veh/h]
Name
Volumes
9/6/20222
Scenario 3: 3 Opening Year (2024) With Project PM Peak Hour
Strathmore and Garvey Mixed Use Project
Version 2022 (SP 0-4)
Generated with
Apx-106
0.753Intersection V/C
CIntersection LOS
0.130.190.040.280.280.100.210.210.150.180.180.09V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
--Lead--Lead--Lead--LeadLead / Lag
Auxiliary Signal Groups
061025047083Signal Group
PermissPermissProtectePermissPermissProtectePermissPermissProtectePermissPermissProtecteControl Type
Phasing & Timing
10.00Lost time [s]
100Cycle Length [s]
Intersection Settings
9/6/20223
Scenario 3: 3 Opening Year (2024) With Project PM Peak Hour
Strathmore and Garvey Mixed Use Project
Version 2022 (SP 0-4)
Generated with
Apx-107
0.007Volume to Capacity (v/c):
DLevel Of Service:
32.6Delay (sec / veh):
1 hourAnalysis Period:
HCM 7th EditionAnalysis Method:
Two-way stopControl Type:
Intersection 2: Brighton St (NS) at Garvey Ave (EW)
Intersection Level Of Service Report
YesYesNoNoCrosswalk
0.000.000.000.00Grade [%]
35.0035.0025.0025.00Speed [mph]
100.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft]
100000000000No. of Lanes in Exit Pocket
100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft]
001001000000No. of Lanes in Entry Pocket
12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]
RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement
Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Name
Intersection Setup
0000Pedestrian Volume [ped/h]
410104123122014140632110Total Analysis Volume [veh/h]
12521063053302802Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor
0.93700.93700.93700.93700.93700.93700.93700.93700.93700.93700.93700.9370Peak Hour Factor
4946382211431313063019Total Hourly Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
0117001142200000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]
1.01611.01611.01611.01611.01611.01611.01611.01611.01611.01611.01611.0161Growth 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
4816372210131111063019Base Volume Input [veh/h]
Name
Volumes
9/6/20224
Scenario 3: 3 Opening Year (2024) With Project PM Peak Hour
Strathmore and Garvey Mixed Use Project
Version 2022 (SP 0-4)
Generated with
Apx-108
DIntersection LOS
0.75d_I, Intersection Delay [s/veh]
AACCApproach LOS
0.440.1117.6119.12d_A, Approach Delay [s/veh]
0.000.005.110.000.001.384.984.984.9811.7211.7211.7295th-Percentile Queue Length [ft/ln]
0.000.000.200.000.000.060.200.200.200.470.470.4795th-Percentile Queue Length [veh/ln]
AABAABBDDBDDMovement LOS
0.000.0011.460.000.0010.1012.5033.2828.6714.8132.5831.99d_M, Delay for Movement [s/veh]
0.000.010.060.000.010.020.020.000.040.070.010.06V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
0011Number of Storage Spaces in Median
YesYesTwo-Stage Gap Acceptance
0000Storage Area [veh]
NoNoFlared Lane
FreeFreeStopStopPriority Scheme
Intersection Settings
9/6/20225
Scenario 3: 3 Opening Year (2024) With Project PM Peak Hour
Strathmore and Garvey Mixed Use Project
Version 2022 (SP 0-4)
Generated with
Apx-109
Level Of Service:
0.0Delay (sec / veh):
1 hourAnalysis Period:
HCM 7th EditionAnalysis Method:
Two-way stopControl Type:
Intersection 3: Project Dwy (NS) at Virginia St (EW)
Intersection Level Of Service Report
NoNoYesCrosswalk
0.000.000.00Grade [%]
25.0030.0025.00Speed [mph]
0.000.000.000.000.000.00Exit Pocket Length [ft]
000000No. of Lanes in Exit Pocket
100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft]
000000No. of Lanes in Entry Pocket
12.0012.0012.0012.0012.0012.00Lane Width [ft]
ThruLeftRightThruRightLeftTurning Movement
Lane Configuration
WestboundEastboundNorthboundApproach
Name
Intersection Setup
000Pedestrian Volume [ped/h]
01300150Total Analysis Volume [veh/h]
030040Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.0000Other Adjustment Factor
1.00000.95001.00001.00000.95001.0000Peak Hour Factor
01200140Total Hourly Volume [veh/h]
000000Other Volume [veh/h]
000000Existing Site Adjustment Volume [veh/h]
000000Pass-by Trips [veh/h]
000000Diverted Trips [veh/h]
01200140Site-Generated Trips [veh/h]
000000In-Process Volume [veh/h]
1.00001.01611.00001.00001.01611.0000Growth Factor
2.002.002.002.002.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
000000Base Volume Input [veh/h]
Name
Volumes
9/6/20226
Scenario 3: 3 Opening Year (2024) With Project PM Peak Hour
Strathmore and Garvey Mixed Use Project
Version 2022 (SP 0-4)
Generated with
Apx-110
Intersection LOS
0.00d_I, Intersection Delay [s/veh]
---Approach LOS
0.000.000.00d_A, Approach Delay [s/veh]
0.000.000.000.000.000.0095th-Percentile Queue Length [ft/ln]
0.000.000.000.000.000.0095th-Percentile Queue Length [veh/ln]
Movement LOS
0.000.000.000.000.000.00d_M, Delay for Movement [s/veh]
0.000.000.000.000.000.00V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
000Number of Storage Spaces in Median
NoTwo-Stage Gap Acceptance
000Storage Area [veh]
Flared Lane
FreeFreeStopPriority Scheme
Intersection Settings
9/6/20227
Scenario 3: 3 Opening Year (2024) With Project PM Peak Hour
Strathmore and Garvey Mixed Use Project
Version 2022 (SP 0-4)
Generated with
Apx-111
0.017Volume to Capacity (v/c):
ALevel Of Service:
8.8Delay (sec / veh):
1 hourAnalysis Period:
HCM 7th EditionAnalysis Method:
Two-way stopControl Type:
Intersection 4: Strathmore Ave (NS) at Virginia St (EW)
Intersection Level Of Service Report
YesNoNoCrosswalk
0.000.000.00Grade [%]
25.0025.0025.00Speed [mph]
0.000.000.000.000.000.00Exit Pocket Length [ft]
000000No. of Lanes in Exit Pocket
100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft]
000000No. of Lanes in Entry Pocket
12.0012.0012.0012.0012.0012.00Lane Width [ft]
ThruLeftRightThruRightLeftTurning Movement
Lane Configuration
WestboundEastboundNorthboundApproach
Name
Intersection Setup
000Pedestrian Volume [ped/h]
2153021229Total Analysis Volume [veh/h]
048037Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.0000Other Adjustment Factor
0.59100.59100.59100.59100.59100.5910Peak Hour Factor
19181717Total Hourly Volume [veh/h]
000000Other Volume [veh/h]
000000Existing Site Adjustment Volume [veh/h]
000000Pass-by Trips [veh/h]
000000Diverted Trips [veh/h]
00140012Site-Generated Trips [veh/h]
000000In-Process Volume [veh/h]
1.01611.01611.01611.01611.01611.0161Growth Factor
2.002.002.002.002.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
194175Base Volume Input [veh/h]
Name
Volumes
9/6/20228
Scenario 3: 3 Opening Year (2024) With Project PM Peak Hour
Strathmore and Garvey Mixed Use Project
Version 2022 (SP 0-4)
Generated with
Apx-112
AIntersection LOS
5.16d_I, Intersection Delay [s/veh]
AAAApproach LOS
6.540.008.67d_A, Approach Delay [s/veh]
0.380.380.000.001.831.8395th-Percentile Queue Length [ft/ln]
0.020.020.000.000.070.0795th-Percentile Queue Length [veh/ln]
AAAAAAMovement LOS
0.007.260.000.008.458.76d_M, Delay for Movement [s/veh]
0.000.010.000.000.010.02V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
000Number of Storage Spaces in Median
NoTwo-Stage Gap Acceptance
000Storage Area [veh]
NoFlared Lane
FreeFreeStopPriority Scheme
Intersection Settings
9/6/20229
Scenario 3: 3 Opening Year (2024) With Project PM Peak Hour
Strathmore and Garvey Mixed Use Project
Version 2022 (SP 0-4)
Generated with
Apx-113
0.022Volume to Capacity (v/c):
ALevel Of Service:
8.5Delay (sec / veh):
1 hourAnalysis Period:
HCM 7th EditionAnalysis Method:
Two-way stopControl Type:
Intersection 5: Strathmore Ave (NS) at Project Dwy (EW)
Intersection Level Of Service Report
YesNoNoCrosswalk
0.000.000.00Grade [%]
25.0025.0025.00Speed [mph]
0.000.000.000.000.000.00Exit Pocket Length [ft]
000000No. of Lanes in Exit Pocket
100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft]
000000No. of Lanes in Entry Pocket
12.0012.0012.0012.0012.0012.00Lane Width [ft]
RightLeftRightThruThruLeftTurning Movement
Lane Configuration
EastboundSouthboundNorthboundApproach
Name
Intersection Setup
000Pedestrian Volume [ped/h]
2400222422Total Analysis Volume [veh/h]
600666Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.0000Other Adjustment Factor
0.95000.95000.95000.95000.95000.9500Peak Hour Factor
2300212321Total Hourly Volume [veh/h]
000000Other Volume [veh/h]
000000Existing Site Adjustment Volume [veh/h]
000000Pass-by Trips [veh/h]
000000Diverted Trips [veh/h]
2300141221Site-Generated Trips [veh/h]
000000In-Process Volume [veh/h]
1.01611.01611.01611.01611.01611.0161Growth Factor
2.002.002.002.002.002.00Heavy Vehicles Percentage [%]
1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor
0007110Base Volume Input [veh/h]
Name
Volumes
9/6/202210
Scenario 3: 3 Opening Year (2024) With Project PM Peak Hour
Strathmore and Garvey Mixed Use Project
Version 2022 (SP 0-4)
Generated with
Apx-114
AIntersection LOS
3.95d_I, Intersection Delay [s/veh]
AAAApproach LOS
8.480.003.47d_A, Approach Delay [s/veh]
1.671.670.000.000.890.8995th-Percentile Queue Length [ft/ln]
0.070.070.000.000.040.0495th-Percentile Queue Length [veh/ln]
AAAAAAMovement LOS
8.489.060.000.000.007.28d_M, Delay for Movement [s/veh]
0.020.000.000.000.000.01V/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
9/6/202211
Scenario 3: 3 Opening Year (2024) With Project PM Peak Hour
Strathmore and Garvey Mixed Use Project
Version 2022 (SP 0-4)
Generated with
Apx-115
0.329Volume to Capacity (v/c):
FLevel Of Service:
100.2Delay (sec / veh):
1 hourAnalysis Period:
HCM 7th EditionAnalysis Method:
Two-way stopControl Type:
Intersection 6: Strathmore Ave (NS) at Garvey Ave (EW)
Intersection Level Of Service Report
NoNoYesYesCrosswalk
0.000.000.000.00Grade [%]
35.0035.0025.0025.00Speed [mph]
100.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft]
100000000000No. of Lanes in Exit Pocket
100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft]
001000000000No. of Lanes in Entry Pocket
12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]
RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement
Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Name
Intersection Setup
0000Pedestrian Volume [ped/h]
25100327311214212102524017Total Analysis Volume [veh/h]
6251783035506604Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor
0.95400.95400.95400.95400.95400.95400.95400.95400.95400.95400.95400.9540Peak Hour Factor
2495726301158202002423016Total Hourly Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
19101001001416021000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]
1.01611.01611.01611.01611.01611.01611.01611.01611.01611.01611.01611.0161Growth 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
584226301041640323016Base Volume Input [veh/h]
Name
Volumes
9/6/202212
Scenario 3: 3 Opening Year (2024) With Project PM Peak Hour
Strathmore and Garvey Mixed Use Project
Version 2022 (SP 0-4)
Generated with
Apx-116
FIntersection LOS
1.72d_I, Intersection Delay [s/veh]
AACFApproach LOS
0.300.1724.0861.30d_A, Approach Delay [s/veh]
0.000.003.500.000.420.8417.3717.3717.3743.6743.6743.6795th-Percentile Queue Length [ft/ln]
0.000.000.140.000.020.030.690.690.691.751.751.7595th-Percentile Queue Length [veh/ln]
AABAABCEDDFFMovement LOS
0.000.0011.460.000.0010.1715.4836.3831.2534.21121.48100.24d_M, Delay for Movement [s/veh]
0.000.010.040.000.010.030.040.000.150.050.000.33V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
0010Number of Storage Spaces in Median
YesNoTwo-Stage Gap Acceptance
0000Storage Area [veh]
NoNoFlared Lane
FreeFreeStopStopPriority Scheme
Intersection Settings
9/6/202213
Scenario 3: 3 Opening Year (2024) With Project PM Peak Hour
Strathmore and Garvey Mixed Use Project
Version 2022 (SP 0-4)
Generated with
Apx-117
0.852Volume to Capacity (v/c):
DLevel Of Service:
-Delay (sec / veh):
1 hourAnalysis Period:
ICU 1Analysis Method:
SignalizedControl Type:
Intersection 7: San Gabriel Blvd (NS) at Garvey Ave (EW)
Intersection Level Of Service Report
YesYesYesYesCrosswalk
0.000.000.000.00Grade [%]
35.0035.0040.0035.00Speed [mph]
0.000.000.00100.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft]
000100000000No. of Lanes in Exit Pocket
100.00100.00150.00100.00100.00200.00100.00100.00225.00100.00100.00100.00Entry Pocket Length [ft]
101101101101No. of Lanes in Entry 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]
150839209161692252251913167190952225Total Analysis Volume [veh/h]
3821052401736363228424823856Total 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
150839209161692252251913167190952225Total Hourly Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
366210953555340329459Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]
1.01611.01611.01611.01611.01611.01611.01611.01611.01611.01611.01611.0161Growth 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
112765196150629194195859133178893213Base Volume Input [veh/h]
Name
Volumes
9/6/202214
Scenario 3: 3 Opening Year (2024) With Project PM Peak Hour
Strathmore and Garvey Mixed Use Project
Version 2022 (SP 0-4)
Generated with
Apx-118
0.852Intersection V/C
DIntersection LOS
0.080.230.120.090.190.140.140.250.090.110.260.13V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
--Lead--Lead--Lead--LeadLead / Lag
Auxiliary Signal Groups
061025047083Signal Group
PermissPermissProtectePermissPermissProtectePermissPermissProtectePermissPermissProtecteControl Type
Phasing & Timing
10.00Lost time [s]
100Cycle Length [s]
Intersection Settings
9/6/202215
Scenario 3: 3 Opening Year (2024) With Project PM Peak Hour
Strathmore and Garvey Mixed Use Project
Version 2022 (SP 0-4)
Generated with
Apx-119
Intersection Analysis Summary
9/6/2022Report File: G:\...\AMOYWI.pdf
Scenario 4 Opening Year (2024) With Project AM Peak Hour
- With ImprovementsVistro File: G:\...\AME.vistro
Strathmore and Garvey Mixed Use Project
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.
D26.20.138SB LeftHCM 7th
EditionTwo-way stopStrathmore Ave (NS) at
Garvey Ave (EW)6
LOSDelay (s/veh)V/CWorst MvmtMethodControl TypeIntersection NameID
9/6/20221
Scenario 4: 4 Opening Year (2024) With Project AM Peak Hour - With Improvements
Strathmore and Garvey Mixed Use Project
Version 2022 (SP 0-4)
Generated with
Apx-120
0.138Volume to Capacity (v/c):
DLevel Of Service:
26.2Delay (sec / veh):
1 hourAnalysis Period:
HCM 7th EditionAnalysis Method:
Two-way stopControl Type:
Intersection 6: Strathmore Ave (NS) at Garvey Ave (EW)
Intersection Level Of Service Report
NoNoYesYesCrosswalk
0.000.000.000.00Grade [%]
35.0035.0025.0025.00Speed [mph]
100.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft]
100000000000No. of Lanes in Exit Pocket
100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft]
001001000000No. of Lanes in Entry Pocket
12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]
RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement
Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Name
Intersection Setup
0000Pedestrian Volume [ped/h]
2410042133818212302934047Total Analysis Volume [veh/h]
62515820456078012Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor
0.92100.92100.92100.92100.92100.92100.92100.92100.92100.92100.92100.9210Peak Hour Factor
229251930753192102731043Total Hourly Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
178300671212017000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]
1.01611.01611.01611.01611.01611.01611.01611.01611.01611.01611.01611.0161Growth 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
582919306757901031042Base Volume Input [veh/h]
Name
Volumes
9/6/20222
Scenario 4: 4 Opening Year (2024) With Project AM Peak Hour - With Improvements
Strathmore and Garvey Mixed Use Project
Version 2022 (SP 0-4)
Generated with
Apx-121
DIntersection LOS
1.54d_I, Intersection Delay [s/veh]
AACCApproach LOS
0.190.2421.0920.54d_A, Approach Delay [s/veh]
0.000.001.750.000.002.0316.0016.0016.0023.7823.7823.7895th-Percentile Queue Length [ft/ln]
0.000.000.070.000.000.080.640.640.640.950.950.9595th-Percentile Queue Length [veh/ln]
AAAAABBDDBDCMovement LOS
0.000.009.430.000.0010.1314.5426.9226.1814.6828.0224.76d_M, Delay for Movement [s/veh]
0.000.010.020.000.010.030.040.000.140.050.000.19V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
0011Number of Storage Spaces in Median
YesYesTwo-Stage Gap Acceptance
0000Storage Area [veh]
NoNoFlared Lane
FreeFreeStopStopPriority Scheme
Intersection Settings
9/6/20223
Scenario 4: 4 Opening Year (2024) With Project AM Peak Hour - With Improvements
Strathmore and Garvey Mixed Use Project
Version 2022 (SP 0-4)
Generated with
Apx-122
Intersection Analysis Summary
9/6/2022Report File: G:\...\PMOYWI.pdf
Scenario 4 Opening Year (2024) With Project PM Peak Hour
- With ImprovementsVistro File: G:\...\PME.vistro
Strathmore and Garvey Mixed Use Project
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.
D34.20.116NB LeftHCM 7th
EditionTwo-way stopStrathmore Ave (NS) at
Garvey Ave (EW)6
LOSDelay (s/veh)V/CWorst MvmtMethodControl TypeIntersection NameID
9/6/20221
Scenario 4: 4 Opening Year (2024) With Project PM Peak Hour - With Improvements
Strathmore and Garvey Mixed Use Project
Version 2022 (SP 0-4)
Generated with
Apx-123
0.116Volume to Capacity (v/c):
DLevel Of Service:
34.2Delay (sec / veh):
1 hourAnalysis Period:
HCM 7th EditionAnalysis Method:
Two-way stopControl Type:
Intersection 6: Strathmore Ave (NS) at Garvey Ave (EW)
Intersection Level Of Service Report
NoNoYesYesCrosswalk
0.000.000.000.00Grade [%]
35.0035.0025.0025.00Speed [mph]
100.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft]
100000000000No. of Lanes in Exit Pocket
100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft]
001001000000No. of Lanes in Entry Pocket
12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft]
RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement
Lane Configuration
WestboundEastboundSouthboundNorthboundApproach
Name
Intersection Setup
0000Pedestrian Volume [ped/h]
25100327311214212102524017Total Analysis Volume [veh/h]
6251783035506604Total 15-Minute Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor
0.95400.95400.95400.95400.95400.95400.95400.95400.95400.95400.95400.9540Peak Hour Factor
2495726301158202002423016Total Hourly Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
19101001001416021000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]
1.01611.01611.01611.01611.01611.01611.01611.01611.01611.01611.01611.0161Growth 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
584226301041640323016Base Volume Input [veh/h]
Name
Volumes
9/6/20222
Scenario 4: 4 Opening Year (2024) With Project PM Peak Hour - With Improvements
Strathmore and Garvey Mixed Use Project
Version 2022 (SP 0-4)
Generated with
Apx-124
DIntersection LOS
1.08d_I, Intersection Delay [s/veh]
AACCApproach LOS
0.300.1723.9523.53d_A, Approach Delay [s/veh]
0.000.003.500.000.002.2117.2517.2517.2514.9714.9714.9795th-Percentile Queue Length [ft/ln]
0.000.000.140.000.000.090.690.690.690.600.600.6095th-Percentile Queue Length [veh/ln]
AABAABCEDCDDMovement LOS
0.000.0011.460.000.0010.3015.4336.0231.0516.1334.6234.17d_M, Delay for Movement [s/veh]
0.000.010.040.000.010.030.040.000.150.050.000.12V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
0011Number of Storage Spaces in Median
YesYesTwo-Stage Gap Acceptance
0000Storage Area [veh]
NoNoFlared Lane
FreeFreeStopStopPriority Scheme
Intersection Settings
9/6/20223
Scenario 4: 4 Opening Year (2024) With Project PM Peak Hour - With Improvements
Strathmore and Garvey Mixed Use Project
Version 2022 (SP 0-4)
Generated with
Apx-125
APPENDIX E
TRAFFIC SIGNAL WARRANT GRAPHS
Apx-126
Based on California MUTCD, 2014 Edition
(FHWA's MUTCD 2009 Edition, as amended for use in California)
Major Street:Volume:1768
Minor Street:Volume:74
*Note: 150 vph applies as the lower threshold volume for a minor street approach with two or more lanes and 100 vph applies
as the lower threshold volume for a minor street approach with one lane.
Opening Year With Project
AM Peak Hour
Figure F-1
Strathmore Ave (NS) / Garvey Ave (EW) - #4
Garvey Ave
Strathmore Ave
Minor
Street
Higher-
Volume
Approach
(VPH)
Major Street - Total of Both Approaches (VPH)
Warrant 3, Peak Hour Vehicular Volume (100% Factor)
Traffic Signal Warrant Is NOT Satisfied
0
100
200
300
400
500
600
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800
150*
100*
2 or more lanes & 2 or more lanes
2 or more lanes & 1 lane
1 lane & 1 lane
Apx-127
Based on California MUTCD, 2014 Edition
(FHWA's MUTCD 2009 Edition, as amended for use in California)
Major Street:Volume:2215
Minor Street:Volume:44
*Note: 150 vph applies as the lower threshold volume for a minor street approach with two or more lanes and 100 vph applies
as the lower threshold volume for a minor street approach with one lane.
Traffic Signal Warrant Is NOT Satisfied
Minor
Street
Higher-
Volume
Approach
(VPH)
Major Street - Total of Both Approaches (VPH)
AM Peak Hour
Garvey Ave
Strathmore Ave
Warrant 3, Peak Hour Vehicular Volume (100% Factor)
Figure F-2
Strathmore Ave (NS) / Garvey Ave (EW) - #4
Opening Year With Project
0
100
200
300
400
500
600
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800
150*
100*
2 or more lanes & 2 or more lanes
2 or more lanes & 1 lane
1 lane & 1 lane
Apx-128
APPENDIX F
SGVCOG VMT EVALUATION TOOL
Apx-129
SGVCOG VMT Evaluation Tool Report Page 1
Project Details
Timestamp of Analysis: July 11, 2022, 11:15:49 AM
Project Name: Strathmore and Garvey Mized Use
PRoject
Project Description: Seven-Story Mixed-Use Development
Project Location
jurisdiction:
Rosemead
Inside a TPA?
No (Fail)
apn TAZ 5287-038-018 22165100 5287-038-019 22165100
5287-038-020 22165100 5287-038-029 22165100 5287-038-030 22165100
5287-038-031 22165100 5287-038-033 22165100
Analysis Details
Data Version: SCAG Regional Travel Demand Model
2016 RTP Base Year 2012
Analysis Methodology: TAZ
Baseline Year: 2022
Project Land Use
Residential:
Single Family DU: 26
Multifamily DU:
Total DUs: 26
Non-Residential:
OKce bSF: 12
Local Serving Retail bSF: 6
Industrial bSF:
Residential Affordawility (percent of all units):
Extremely Lo% Income: 0 k
Very Lo% Income: 0 k
Lo% Income: 0 k
ParWing:
Motor Vehicle ParWing:
Bicycle ParWing:
Apx-130
SGVCOG VMT Evaluation Tool Report Page 2
Residential Vehicle Miles Traveled (VMT) Screening Results
Land Use Type 1: Residential
VMT .ithout Project 1: Total VMT per Service Population
VMT Baseline Description 1: SGVCOG Average
VMT Baseline Value 1: 34/9
VMT Threshold Description 1: -15k
Land Use 1 has ween Pre-Screened wy the Local Jurisdiction: N&A
.ithout Project .ith Project F Tier 1-3 VMT
Reductions
.ith Project F All VMT Reductions
Project Generated Vehicle Miles
Traveled (VMT) Rate
25/1 25/1 25/1
Lo% VMT Screening Analysis Yes (Pass) Yes (Pass) Yes (Pass)
Apx-131
SGVCOG VMT Evaluation Tool Report Page 3
OKce Vehicle Miles Traveled (VMT) Screening Results
Land Use Type 2: OKce
VMT .ithout Project 2: Total VMT per Service Population
VMT Baseline Description 2: SGVCOG Average
VMT Baseline Value 2: 34/9
VMT Threshold Description 2: -15k
Land Use 2 has ween Pre-Screened wy the Local Jurisdiction: N&A
.ithout Project .ith Project F Tier 1-3 VMT
Reductions
.ith Project F All VMT Reductions
Project Generated Vehicle Miles
Traveled (VMT) Rate
25/1 25/1 25/1
Lo% VMT Screening Analysis Yes (Pass) Yes (Pass) Yes (Pass)
Apx-132
SGVCOG VMT Evaluation Tool Report Page 4
Commercial Vehicle Miles Traveled (VMT) Screening Results
Land Use Type 3: Commercial
VMT .ithout Project 3: Total VMT per Service Population
VMT Baseline Description 3: SGVCOG Average
VMT Baseline Value 3: 34/9
VMT Threshold Description 3: -15k
Land Use 3 has ween Pre-Screened wy the Local Jurisdiction: N&A
.ithout Project .ith Project F Tier 1-3 VMT
Reductions
.ith Project F All VMT Reductions
Project Generated Vehicle Miles
Traveled (VMT) Rate
25/1 25/1 25/1
Lo% VMT Screening Analysis Yes (Pass) Yes (Pass) Yes (Pass)
Apx-133
APPENDIX G
LEVEL OF SERVICE WORKSHEETS FOR
SPECIFIC PLAN AMENDMENT ANALYSIS
Apx-134
Intersection Analysis Summary
9/11/2022Report File: Z:\...\SPAP AM.pdf
Scenario 3 Year 2035 With Project - AMVistro File: Z:\...\SPA.vistro
Strathmore and Garvey Mixed Use Project
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.
F-1.161WB ThruICU 1SignalizedSan Gabriel Blvd (NS) at
Garvey Ave (EW)207
D-0.845EB ThruICU 1SignalizedKelburn Ave (NS) at Garvey
Ave (EW)206
F-1.061WB ThruICU 1SignalizedDel Mar Ave (NS) at Garvey
Ave (EW)205
LOSDelay (s/veh)V/CWorst MvmtMethodControl TypeIntersection NameID
Scenario 3: 3 Year 2035 With Project - AM
Strathmore and Garvey Mixed Use Project
Version 2022 (SP 0-4)
Generated with
Apx-135
1.061Volume to Capacity (v/c):
FLevel Of Service:
-Delay (sec / veh):
1 hourAnalysis Period:
ICU 1Analysis Method:
SignalizedControl Type:
Intersection 205: Del Mar Ave (NS) at Garvey Ave (EW)
Intersection Level Of Service Report
YesYesYesYesCrosswalk
0.000.000.000.00Grade [%]
35.0035.0035.0035.00Speed [mph]
100.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft]
100000000000No. of Lanes in Exit Pocket
100.00100.00150.00100.00100.00190.00100.00100.00200.00100.00100.00100.00Entry Pocket Length [ft]
101101001001No. of Lanes in Entry 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]
44414921591601360166191545381159533161Total Analysis Volume [veh/h]
11137340403404248136954013340Total 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
44414921591601360166191545381159533161Total Hourly Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
653050006300Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth 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
43814871561601355166191545375156533161Base Volume Input [veh/h]
Name
Volumes
Scenario 3: 3 Year 2035 With Project - AM
Strathmore and Garvey Mixed Use Project
Version 2022 (SP 0-4)
Generated with
Apx-136
1.061Intersection V/C
FIntersection LOS
0.400.400.100.320.320.100.230.230.240.220.220.10V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
--Lead--Lead--Lead--LeadLead / Lag
Auxiliary Signal Groups
061025047083Signal Group
PermissPermissProtectePermissPermissProtectePermissPermissProtectePermissPermissProtecteControl Type
Phasing & Timing
10.00Lost time [s]
100Cycle Length [s]
Intersection Settings
Scenario 3: 3 Year 2035 With Project - AM
Strathmore and Garvey Mixed Use Project
Version 2022 (SP 0-4)
Generated with
Apx-137
0.845Volume to Capacity (v/c):
DLevel Of Service:
-Delay (sec / veh):
1 hourAnalysis Period:
ICU 1Analysis Method:
SignalizedControl Type:
Intersection 206: Kelburn Ave (NS) at Garvey Ave (EW)
Intersection Level Of Service Report
YesYesYesYesCrosswalk
0.000.000.000.00Grade [%]
30.0030.0030.0030.00Speed [mph]
100.000.000.00100.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft]
100100000000No. of Lanes in Exit Pocket
100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft]
001001000100No. of Lanes in Entry 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]
66190119514218336953155117119220Total Analysis Volume [veh/h]
174754936458171341343555Total 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
66190119514218336953155117119220Total Hourly Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
01700170000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth 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
66188419514218166953155117119220Base Volume Input [veh/h]
Name
Volumes
Scenario 3: 3 Year 2035 With Project - AM
Strathmore and Garvey Mixed Use Project
Version 2022 (SP 0-4)
Generated with
Apx-138
0.845Intersection V/C
DIntersection LOS
0.410.410.120.410.410.040.070.070.030.110.150.14V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
------------Lead / Lag
Auxiliary Signal Groups
080040060020Signal Group
PermissPermissPermissPermissPermissPermissPermissPermissPermissPermissPermissPermissControl Type
Phasing & Timing
10.00Lost time [s]
100Cycle Length [s]
Intersection Settings
Scenario 3: 3 Year 2035 With Project - AM
Strathmore and Garvey Mixed Use Project
Version 2022 (SP 0-4)
Generated with
Apx-139
1.161Volume to Capacity (v/c):
FLevel Of Service:
-Delay (sec / veh):
1 hourAnalysis Period:
ICU 1Analysis Method:
SignalizedControl Type:
Intersection 207: San Gabriel Blvd (NS) at Garvey Ave (EW)
Intersection Level Of Service Report
YesYesYesYesCrosswalk
0.000.000.000.00Grade [%]
35.0035.0040.0035.00Speed [mph]
0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft]
000000000000No. of Lanes in Exit Pocket
100.00100.00150.00100.00100.00200.00100.00100.00225.00100.00100.00100.00Entry Pocket Length [ft]
101101101101No. of Lanes in Entry 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]
37314862702681308494446923285202697247Total Analysis Volume [veh/h]
933726867327124112231715117462Total 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
37314862702681308494446923285202697247Total Hourly Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
060566600005Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth 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
37314802702631302488440923285202697242Base Volume Input [veh/h]
Name
Volumes
Scenario 3: 3 Year 2035 With Project - AM
Strathmore and Garvey Mixed Use Project
Version 2022 (SP 0-4)
Generated with
Apx-140
1.161Intersection V/C
FIntersection LOS
0.230.310.170.170.270.310.280.290.180.130.220.15V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
--Lead--Lead--Lead--LeadLead / Lag
Auxiliary Signal Groups
061025047083Signal Group
PermissPermissProtectePermissPermissProtectePermissPermissProtectePermissPermissProtecteControl Type
Phasing & Timing
10.00Lost time [s]
100Cycle Length [s]
Intersection Settings
Scenario 3: 3 Year 2035 With Project - AM
Strathmore and Garvey Mixed Use Project
Version 2022 (SP 0-4)
Generated with
Apx-141
Intersection Analysis Summary
9/11/2022Report File: Z:\...\SPAP PM.pdf
Scenario 4 Year 2035 With Project - PMVistro File: Z:\...\SPA.vistro
Strathmore and Garvey Mixed Use Project
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.
F-1.079NB ThruICU 1SignalizedSan Gabriel Blvd (NS) at
Garvey Ave (EW)207
C-0.720EB ThruICU 1SignalizedKelburn Ave (NS) at Garvey
Ave (EW)206
E-0.946WB ThruICU 1SignalizedDel Mar Ave (NS) at Garvey
Ave (EW)205
LOSDelay (s/veh)V/CWorst MvmtMethodControl TypeIntersection NameID
Scenario 4: 4 Year 2035 With Project - PM
Strathmore and Garvey Mixed Use Project
Version 2022 (SP 0-4)
Generated with
Apx-142
0.946Volume to Capacity (v/c):
ELevel Of Service:
-Delay (sec / veh):
1 hourAnalysis Period:
ICU 1Analysis Method:
SignalizedControl Type:
Intersection 205: Del Mar Ave (NS) at Garvey Ave (EW)
Intersection Level Of Service Report
YesYesYesYesCrosswalk
0.000.000.000.00Grade [%]
35.0035.0035.0035.00Speed [mph]
100.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft]
100000000000No. of Lanes in Exit Pocket
100.00100.00150.00100.00100.00190.00100.00100.00200.00100.00100.00100.00Entry Pocket Length [ft]
101101001001No. of Lanes in Entry 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]
28512061181371313169184483356117547193Total Analysis Volume [veh/h]
7130230343284246121892913748Total 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
28512061181371313169184483356117547193Total Hourly Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
864050007400Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth 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
27712001141371308169184483349113547193Base Volume Input [veh/h]
Name
Volumes
Scenario 4: 4 Year 2035 With Project - PM
Strathmore and Garvey Mixed Use Project
Version 2022 (SP 0-4)
Generated with
Apx-143
0.946Intersection V/C
EIntersection LOS
0.310.310.070.300.300.110.210.210.220.210.210.12V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
--Lead--Lead--Lead--LeadLead / Lag
Auxiliary Signal Groups
061025047083Signal Group
PermissPermissProtectePermissPermissProtectePermissPermissProtectePermissPermissProtecteControl Type
Phasing & Timing
10.00Lost time [s]
100Cycle Length [s]
Intersection Settings
Scenario 4: 4 Year 2035 With Project - PM
Strathmore and Garvey Mixed Use Project
Version 2022 (SP 0-4)
Generated with
Apx-144
0.720Volume to Capacity (v/c):
CLevel Of Service:
-Delay (sec / veh):
1 hourAnalysis Period:
ICU 1Analysis Method:
SignalizedControl Type:
Intersection 206: Kelburn Ave (NS) at Garvey Ave (EW)
Intersection Level Of Service Report
YesYesYesYesCrosswalk
0.000.000.000.00Grade [%]
30.0030.0030.0030.00Speed [mph]
100.000.000.00100.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft]
100100000000No. of Lanes in Exit Pocket
100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft]
001001000100No. of Lanes in Entry 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]
42155512011817714539113811312155Total Analysis Volume [veh/h]
113893030443111031028339Total 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
42155512011817714539113811312155Total Hourly Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
01900210000000Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth 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
42153612011817504539113811312155Base Volume Input [veh/h]
Name
Volumes
Scenario 4: 4 Year 2035 With Project - PM
Strathmore and Garvey Mixed Use Project
Version 2022 (SP 0-4)
Generated with
Apx-145
0.720Intersection V/C
CIntersection LOS
0.330.330.080.390.390.030.060.060.020.070.100.10V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
------------Lead / Lag
Auxiliary Signal Groups
080040060020Signal Group
PermissPermissPermissPermissPermissPermissPermissPermissPermissPermissPermissPermissControl Type
Phasing & Timing
10.00Lost time [s]
100Cycle Length [s]
Intersection Settings
Scenario 4: 4 Year 2035 With Project - PM
Strathmore and Garvey Mixed Use Project
Version 2022 (SP 0-4)
Generated with
Apx-146
1.079Volume to Capacity (v/c):
FLevel Of Service:
-Delay (sec / veh):
1 hourAnalysis Period:
ICU 1Analysis Method:
SignalizedControl Type:
Intersection 207: San Gabriel Blvd (NS) at Garvey Ave (EW)
Intersection Level Of Service Report
YesYesYesYesCrosswalk
0.000.000.000.00Grade [%]
35.0035.0040.0035.00Speed [mph]
0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft]
000000000000No. of Lanes in Exit Pocket
100.00100.00150.00100.00100.00200.00100.00100.00225.00100.00100.00100.00Entry Pocket Length [ft]
101101101101No. of Lanes in Entry 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]
29911192292361178437374951263208986251Total Analysis Volume [veh/h]
75280575929510994238665224763Total 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
29911192292361178437374951263208986251Total Hourly Volume [veh/h]
000000000000Other Volume [veh/h]
000000000000Existing Site Adjustment Volume [veh/h]
000000000000Pass-by Trips [veh/h]
000000000000Diverted Trips [veh/h]
070678700005Site-Generated Trips [veh/h]
000000000000In-Process Volume [veh/h]
1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth 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
29911122292301171429367951263208986246Base Volume Input [veh/h]
Name
Volumes
Scenario 4: 4 Year 2035 With Project - PM
Strathmore and Garvey Mixed Use Project
Version 2022 (SP 0-4)
Generated with
Apx-147
1.079Intersection V/C
FIntersection LOS
0.190.230.140.150.250.270.230.300.160.130.310.16V/C, Movement V/C Ratio
Movement, Approach, & Intersection Results
--Lead--Lead--Lead--LeadLead / Lag
Auxiliary Signal Groups
061025047083Signal Group
PermissPermissProtectePermissPermissProtectePermissPermissProtectePermissPermissProtecteControl Type
Phasing & Timing
10.00Lost time [s]
100Cycle Length [s]
Intersection Settings
Scenario 4: 4 Year 2035 With Project - PM
Strathmore and Garvey Mixed Use Project
Version 2022 (SP 0-4)
Generated with
Apx-148
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