HomeMy WebLinkAboutAppendix M.2 - Local Mobility AnalysisNakano (221 Dwelling Units]
Citv Of Chula Vista
450 Bloc k of Dennerv Rd
December 1, 2023
Citv of San Dieuo PTS# &4n&&
Local Mobilitv Analvsis Repon
Prepared for:
Tri Pointe Homes
13520 Evening Creek Dr N. #300
San Diego , CA 92128
Prepared by Justin Rasas (RCE 60690 & TR 2135) a principal with:
I LOS EngiRIJ/JliR!I, Inc.
11622 E l Camino Real , Suite 100 , San Diego , CA 92130
Phone 619-890-1253
Job #1930
LOS Engineering, Inc. Nakano 221 Homes LMA
Traffic and Transportation ii December 1, 2023
Table of Contents
Executive Summary ............................................................................................................................. v
1.0 Introduction .................................................................................................................................. 1
2.0 Local Mobility Analysis Methodology ...................................................................................... 4
3.0 Pedestrian Local Mobility Analysis ............................................................................................ 8
4.0 Bicycle Local Mobility Analysis ................................................................................................ 9
5.0 Transit Local Mobility Analysis ............................................................................................... 10
6.0 Systemic Safety Review ............................................................................................................ 11
6.1 Pedestrian Systemic Safety Review ..................................................................................... 11
6.2 Bicycle Systemic Safety Review .......................................................................................... 12
6.3 Vehicle Systemic Safety Review .......................................................................................... 12
6.4 Systemic Safety Review Recommended Countermeasures ................................................ 14
7.0 Traffic Local Mobility Analysis ............................................................................................... 15
7.1 Study Scenarios ..................................................................................................................... 15
7.2 Local Mobility Analysis Methodology ................................................................................ 15
7.2.1 Intersections ....................................................................................................................... 15
7.2.2 City of San Diego Intersection Queuing .......................................................................... 16
7.2.3 Freeway Off-Ramp Queuing ............................................................................................ 16
7.2.4 Street Segments ................................................................................................................. 16
7.2.5 Project Traffic Effect Thresholds ..................................................................................... 17
7.3 Existing Conditions ............................................................................................................... 18
7.3.1 Existing Street System ...................................................................................................... 18
7.3.2 Existing Traffic Volumes and LOS Analyses ................................................................. 20
7.4 Project .................................................................................................................................... 23
7.4.1 Project Access ................................................................................................................... 23
7.4.2 Project Trip Generation and Distribution ......................................................................... 23
7.5 Opening Year 2025 without Project Conditions .................................................................. 26
7.6 Opening Year 2025 plus Project Conditions ........................................................................ 33
7.7 Horizon Year 2062 without Project Conditions................................................................... 37
7.8 Horizon Year 2062 plus Project Conditions ........................................................................ 42
List of Figures
Figure 1: Project Location ....................................................................................................................... 2
Figure 2: Site Plan ................................................................................................................................... 3
Figure 3: LMA Study Area ..................................................................................................................... 7
Figure 4: City of San Diego Pedestrian Systemic Hotspot Map ......................................................... 11
Figure 5: Existing Conditions ............................................................................................................... 19
Figure 6: Existing Volumes .................................................................................................................. 21
Figure 7: Project Distribution ............................................................................................................... 24
Figure 8: Project Assignment ............................................................................................................... 25
Figure 9: Cumulative Project Locations ............................................................................................... 29
Figure 10: Cumulative Project Volumes .............................................................................................. 30
Figure 11: Opening Year 2025 without Project Volumes ................................................................... 31
Figure 12: Opening Year 2025 plus Project Volumes ......................................................................... 34
Figure 13: Horizon Year 2062 Conditions ........................................................................................... 39
Figure 14: Horizon Year 2062 without Project Volumes .................................................................... 40
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Figure 15: Horizon Year 2062 plus Project Volumes ......................................................................... 43
List of Tables
Table 1: Project Unadjusted Daily Trip Generation .............................................................................. 4
Table 2: Weekday Bus Service Operations and Frequency ................................................................ 10
Table 3: Weekend Bus Service Operations and Frequency ................................................................ 10
Table 4a: Bicycle Systemic Hotspot Matrix ........................................................................................ 12
Table 4b: Vehicle Systemic Hotspot Matrix ........................................................................................ 13
Table 5: Intersection Level of Service Definitions (6th Edition HCM) .............................................. 15
Table 6: Street Segment Daily Capacity and LOS (City of San Diego) ............................................. 16
Table 7: City of San Diego Traffic Thresholds for Potential Roadway Improvements .................... 17
Table 8: Existing Intersection LOS ...................................................................................................... 22
Table 9: Existing Intersection Turn Lane Queuing ............................................................................. 22
Table 10: Existing Segment ADT Volumes and LOS ........................................................................ 22
Table 11: Project Trip Generation ........................................................................................................ 23
Table 12: Cumulative Project Trip Generation .................................................................................... 28
Table 13: Opening Year 2025 without Project Intersection LOS ....................................................... 32
Table 14: Opening Year 2025 without Project Intersection Turn Lane Queuing .............................. 32
Table 15: Opening Year 2025 without Project Segment ADT Volumes and LOS ............................ 32
Table 16: Opening Year 2025 plus Project Intersection LOS ............................................................. 33
Table 17: Opening Year 2025 plus Project Intersection Turn Lane Queuing .................................... 33
Table 18: Opening Year 2025 Plus Project Segment ADT Volumes and LOS ................................. 35
Table 19: Horizon Year 2062 without Project Intersection LOS ........................................................ 41
Table 20: Horizon Year 2062 without Project Intersection Turn Lane Queuing ............................... 41
Table 21: Horizon Year 2062 without Project Segment ADT Volumes and LOS ............................ 41
Table 22: Horizon Year 2062 plus Project Intersection LOS ............................................................. 42
Table 23: Horizon Year 2062 plus Project Intersection Turn Lane Queuing ..................................... 42
Table 24: Horizon Year 2062 plus Project Segment ADT Volumes and LOS .................................. 44
Appendices
Appendix A ....................................................................................... Local Mobility ½ Mile Study Area
Appendix B ....... Excerpts from City of San Diego Bicycle Master Plan Update and Community Plan
Appendix C .................................................................................................... Transit Map and Schedules
Appendix D ........................................................ City of San Diego Roadway Segment Capacity Table
Appendix E ..................... Excerpts from City of San Diego TSM for Roadway Improvement Criteria
Appendix F ................. Otay Mesa and Otay Mesa-Nestor Community Plan Roadway Classifications
Appendix G .............................................................................................................................. Count Data
Appendix H ............................................................................................................. Signal Timing Sheets
Appendix I ......................................................................................... Existing LOS and Queuing Output
Appendix J .................................................. Excerpts from City of San Diego Trip Generation Manual
Appendix K ...................................................................................... SANDAG Select Zone Assignment
Appendix L ............................................................................................ Cumulative Project Information
Appendix M ......................................... Opening Year 2025 without Project LOS and Queuing Output
Appendix N ................................................ Opening Year 2025 plus Project LOS and Queuing Output
Appendix O .......................................................................... Proposed Improvement Concept Drawings
Appendix P .......................................................................................................... Fair Share Calculations
Appendix Q .................................................... Horizon Year Volumes and Growth Factor Calculations
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Appendix R ........................................................................................ SANDAG Horizon Year Volumes
Appendix S .................................... Excerpts from Caltrans EIR Palm Ave Interchange Improvements
Appendix T ........................................... Horizon Year 2062 without Project LOS and Queuing Output
Appendix U ................................................. Horizon Year 2062 plus Project LOS and Queuing Output
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Executive Summary
Nakano 221 Homes
The proposed project includes up to 221 residential dwelling units (mix of up to 67 detached
condominiums, 84 duplexes and 70 multi-family units) on vacant land that is located at the 450
block of Dennery Road Chula Vista, California. Project access is proposed from a single private
right-in/right-out driveway on Dennery Road (the existing driveway will be closed and replaced
with full height curb and gutter). A new driveway is proposed approximately 40 feet southwest of
the existing driveway that will be closed. No modification is proposed to the existing median on
Dennery Road at the project access location. The two-lane project access will include Class II bike
lanes and non-contiguous sidewalks on both sides. Project opening is forecasted to occur in 2025.
As part of the project, the applicant is proposing an amendment to change the 23.8-acre parcel from
an existing General Plan land use designation of Open Space (OS) to a General Plan land use
designation of Residential High (RH). The project requires a change from existing zone A-8
Agricultural to a proposed zone R3P Residential.
This Local Mobility Analysis is based on the City of San Diego Transportation Study Manual,
updated September 2022 because the project location is unique being located within the City of
Chula Vista with sole access to City of San Diego roadways. Furthermore, and based on a
SANDAG Select Zone Assignment, the project adds less than 10 peak hour trips to any City of
Chula Vista surface streets or intersections within 2 miles of the project site. For these reasons
and based on coordination with Chula Vista staff, the City of San Diego LMA criteria were
applied because all the study roadways are located within the City of San Diego. The LMA
includes the study of pedestrian, bicycle, transit, and traffic facilities. This LMA is to evaluate
the effects of the proposed development project on mobility, access, circulation, and related
safety elements in the proximate area of the project.
The Pedestrian facilities within the ½ mile walking shed along the study roadways did not have
any observed missing sidewalk sections, curb ramps, or major obstructions. The project will
incorporate sidewalks into the project site from Dennery Road. There is existing parkway and non-
contiguous sidewalk along the project frontage on Dennery Road.
The Bicycle facilities within a ½ mile bicycling distance along the study roadways were consistent
with the Class II bike lanes shown in the City of San Diego Bicycle Master Plan Update and the
Otay Mesa Community Plan Update. No bicycle lane improvements are recommended as part of
this project.
The Transit facilities within a ½ mile walking shed included four bus stops. The bus stops on Palm
Ave are approximately 100 feet west of Dennery Road with the north side stop having a combined
bench with open shelter and the south side stop having two benches. The bus stops on Dennery
Road are located on the east and west sides of the street approximately 1,100 feet south of Palm
Ave. The bus stop on the east side of Dennery Road has a bench. The bus stop on the west side of
Dennery Road includes a combined bench with open shelter. The bus stops are all in good
condition. No bus stop improvements are recommended as part of this project.
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Systemic Safety Review: The City of San Diego Systemic Safety The Data-Driven Path to Vision
Zero (April 2019) policy promotes safe roadway design with a goal toward preventing collisions.
As part of that goal, a systemic safety review provides an assessment of hotspots and recommended
countermeasures to align with Vision Zero. The systemic safety review identified the following
locations that match the criteria for potential improvements:
1) Palm Ave at Dennery Road. Three countermeasures are proposed: 1) For the pedestrian
criteria, the proposed countermeasure is for the owner/permittee to install audible
countdown pedestrian timers for each pedestrian phase. 2) For the vehicle criteria (Footprint
#2), the proposed countermeasure is for the owner/permittee to install backplates with
retroreflective borders for better visibility, and 3) Upgrade the traffic controller to provide
City of San Diego current 2070 signal controller including software update and
communications equipment per current City of San Diego standards, to the satisfaction of
the City of San Diego Engineer.
2) Dennery Rd at Red Fin Ln. For the bicycle criteria (Footprint #1), the proposed
countermeasure is for the owner/permittee to upgrade bicycle loop detectors along Dennery
Rd and install Type E Modified front loops on all approaches.
The Traffic facilities included the analysis of six (6) intersections, and five (5) roadway
segments under opening day 2025 and horizon year conditions. The intersections included:
1) Palm Ave/I-805 SB Ramps
2) Palm Ave/I-805 NB Ramps
3) Palm Ave/Dennery Rd
4) Dennery Rd/Project Driveway
5) Dennery Rd/The Landing Driveway
6) Dennery Rd/Red Coral Ln/Red Fin Ln
The street segments included:
1) Palm Ave between I-805 SB Ramps and I-805 NB Ramps
2) Palm Ave between I-805 NB Ramps and Dennery Rd
3) Dennery Rd between Palm Ave and Regatta Ln
4) Dennery Rd between Regatta Ln and Project Driveway
5) Dennery Rd between Project Driveway and Red Coral Ln/Red Fin Ln
A horizon year analysis is included because the project requires a zone change. The project trip
generation based on the City of San Diego Trip Generation Manual, May 2003 is expected to
generate approximately 1,902 ADT with 153 AM peak hour trips (31 inbound and 122
outbound) and 190 PM peak hour trips (133 inbound and 57 outbound). Under opening day
2025 and horizon year conditions, the project would add more than 50 peak hour turn trips or
more than 500 daily trips to the study locations forecasted to operate at LOS E/F; and/or has the
potential to exceed the existing turn lane storage capacities at the following locations:
1) Intersection of Palm Ave/I-805 SB Ramps:
a. Project would add 9 PM Westbound lefts under LOS E and continue to exceed existing
storage under Opening Year 2025 plus Project conditions.
b. No improvements are proposed because Caltrans has a circulated Environmental
Document (MND/EA) and a Ready to List (RTL) date of August 2023. The scope of
work and ultimate plan is as proposed in the MND/ED with details included in
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Appendix S. Per ECP, Phase 1 (widening of the south side of the bridge on Palm Ave) is
fully funded for design. Funding for construction has not been acquired. As of
4/14/2023, City was awarded a $24M federal grant. Per ECP, additional funding is
needed for Phase 1 construction.
2) Intersection of Palm Ave/Dennery Rd.
a. Project would add 25 AM & 109 PM Eastbound lefts under LOS F and exceed existing
storage under Opening Year 2025 plus Project and Horizon Year 2062 plus Project
conditions.
b. Project would add 100 AM & 47 PM Southbound rights under LOS F and exceed
existing storage under Opening Year 2025 plus Project and Horizon Year 2062 plus
Project conditions.
c. City criteria states if project adds traffic and causes the 95th percentile queue to exceed
storage, then consider lengthening the pocket. The Owner/Permittee proposes the
following improvements with conceptual designs to demonstrate feasibility included in
Appendix O:
i. Extend the eastbound dual left turn storage bay with 280 feet of storage per lane
by an additional 85 feet of storage with appropriate taper for a total of 365 feet of
storage per lane that will accommodate the highest forecasted 95th percentile
queue of 361 feet.
ii. Extend the southbound right turn lane with 95 feet of storage by an additional 50
feet of storage with appropriate taper for a total of 145 feet of storage to
accommodate the highest forecasted 95th percentile queue of 141 feet.
3) Intersection of Dennery Rd/Red Coral Ln/Red Fin Ln:
a. Project would add 130 PM peak hour EB u-turning vehicles and is forecasted to exceed
the left turn storage bay of approximately 190 feet under Horizon Year 2062 plus
Project conditions.
b. City criteria states if project adds traffic and causes the 95th percentile queue to exceed
storage, then consider lengthening the pocket. The Owner/Permittee proposes to extend
the eastbound left turn lane of 190 feet of storage by an additional 50 feet of storage with
appropriate taper for a total of 240 feet of storage to accommodate the highest forecasted
95th percentile queue of 207 feet (Conceptual design to demonstrate feasibility is
included in Appendix O).
4) Segment of Palm Ave between I-805 SB Ramps and I-805 NB Ramps:
a. Project adds 932 daily trips under forecasted LOS E conditions on the existing 4 lane
roadway under Opening Year 2025 Plus Project conditions.
b. Project adds 932 daily trips under forecasted LOS F conditions after the Caltrans
bridge widening under Horizon Year 2062 Plus Project conditions.
c. A fair share of 2.5% is proposed toward planned Caltrans Palm Ave bridge widening
to a 5 Lane Major configuration anticipated to be completed after year 2024 (fair
share calculations are included in Appendix P).
d. No improvements are proposed because Caltrans has a circulated Environmental
Document (MND/EA), and a Ready to List (RTL) date of August 2023. The scope of
work and ultimate plan is as proposed in the MND/ED with details included in
Appendix S. Per ECP, Phase 1 (widening of the south side of the bridge on Palm
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Traffic and Transportation viii December 1, 2023
Ave) is fully funded for design. Funding for construction has not been acquired. As of
4/14/2023, City was awarded a $24M federal grant. Per ECP, additional funding is
needed for Phase 1 construction.
Summary of off-site and frontage improvements to be implemented by Owner/Permittee:
1) Palm Ave/Dennery Road: Extend eastbound dual left turn bay by an additional 85 feet.
2) Palm Ave/Dennery Road: Extend southbound right turn lane by an additional 50 feet.
3) Palm Ave/Dennery Road: Install backplates with retroreflective borders on signal heads on
all approaches.
4) Palm Ave/Dennery Road: Install audible countdown pedestrian heads for each pedestrian
phase.
5) Palm Ave/Dennery Road: Upgrade the traffic controller to provide City of San Diego
current 2070 signal controller including software update and communications equipment per
current City of San Diego standards, to the satisfaction of the City of San Diego Engineer.
6) Dennery Road/Project Driveway: Replace existing driveway with full curb and gutter and
construct new 25-foot wide driveway approximately 40 feet southwest of the existing
driveway.
7) Dennery Rd/Red Fin Ln: Extend eastbound left turn lane by an additional 50 feet.
8) Dennery Rd/Red Fin Ln: Upgrade the existing bicycle loop detectors along Dennery Rd at
Red Fin and install Type E Modified front loops per Standard Drawing SDE-104 on all
approaches.
9) Palm Ave between I-805 SB and NB Ramps: Fair share of 2.5% toward bridge widening.
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1.0 Introduction
The proposed project includes up to 221 residential dwelling units (anticipated mix with up to 67
detached condominiums, 84 duplexes and 70 multi-family units) on vacant land that is located at the
450 block of Dennery Road Chula Vista, California. The project would include 22 affordable units
(11 low-income and 11 moderate-income affordable units). The overall project density is 9.3
dwelling units per acre. Project access is proposed from a single private right-in/right-out driveway
on Dennery Road (the existing driveway will be closed and replaced with full height curb and
gutter). A new 25-foot wide driveway is proposed approximately 40 feet southwest of the existing
driveway that will be closed. Project opening is forecasted to occur in 2025. The project is in the
City of Chula Vista and is proposed to be annexed into the City of San Diego. Therefore, this report
is being submitted to both agencies.
As part of the project, the applicant is proposing an amendment to change the 23.8-acre parcel from
an existing General Plan land use designation of Open Space (OS) to a General Plan land use
designation of Residential High (RH). The project requires a change from existing zone A-8
Agricultural to a proposed zone R3P Residential. The following discretionary approvals are
required by the City of Chula Vista as part of the project:
1) Amendment to the Chula Vista General Plan to remove the Open Space designation
and designate the project site as Residential High.
2) An Ordinance approving the Nakano Specific Plan. The Specific Plan would
implement a new residential zone and apply site-specific policies and development
standards.
3) Tentative Map.
4) Certification of the Final EIR including adoption of a Mitigation Monitoring and
Reporting Program and approval of required CEQA findings.
5) Annexation Agreement.
The site of approximately 23.8 acres is bordered to the north by the Otay River, to the south by
Kaiser Permanente medical center, to the east by Riveredge Terrace residential subdivision, and to
the west by I-805. The location of the project is shown in Figure 1 with a preliminary site plan
shown in Figure 2. The format of this study includes the following chapters:
1.0 Introduction
2.0 Local Mobility Analysis Methodology
3.0 Pedestrian Local Mobility Analysis
4.0 Bicycle Local Mobility Analysis
5.0 Transit Local Mobility Analysis
6.0 Systemic Safety Review
7.0 Traffic Local Mobility Analysis
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Figure 1: Project Location
Chula Vista
San Diego
No Scale
N
No vehicular
access to
project site from
City of Chula
Vista roadways
due to lack of
bridge crossing
over Otay River
Project access
requires use of
City of San Diego
roadways
Source: SANDAG
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Figure 2: Site Plan
Source: Civil Sense, Inc.
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Traffic and Transportation 4 December 1, 2023
2.0 Local Mobility Analysis Methodology
The project location is unique because it is located within the City of Chula Vista with sole
access to City of San Diego roadways. Furthermore, and based on a SANDAG Select Zone
Assignment, the project adds less than 10 peak hour trips to any City of Chula Vista surface
streets or intersections within 2 miles of the project site. For these reasons and based on
coordination with Chula Vista staff, the City of San Diego Local Mobility Analysis (LMA)
criteria were applied because all the study roadways are located within the City of San Diego.
The City of San Diego Transportation Study Manual, September 2020 states that all projects
must complete an LMA unless they meet the following trip generation screening criteria:
1) Land uses consistent with the Community Plan/Zoning Designation: Generate less than
1,000 daily unadjusted driveway vehicle trips,
2) Land uses inconsistent with the Community Plan/Zoning Designation: Generate less than
500 daily unadjusted driveway vehicle trips, or
3) Projects in the Downtown Community Planning Area that generate less than 2,400 daily
unadjusted trips.
As shown in Table 1, the project is calculated to generate 1,902 unadjusted daily trips and
requires a zone change; therefore, an LMA is required.
TABLE 1: PROJECT UNADJUSTED DAILY TRIP GENERATION
Proposed Land Use ADT
Residential - Single Family 10 /DU 67 DU 670
Residential - Multi Family 8 /DU 154 DU 1,232
Totals:1,902
Source: City of San Diego Trip Generation Manual , May 2003.
Rate Size & Units
The extent of the LMA is based on each mode as follows:
1) Pedestrian: Documentation of pedestrian facilities and basic deficiencies (missing sidewalk,
curb ramps, and major obstructions) within ½ walking distance measures from each
pedestrian access point to a public street.
2) Bicycle: Documentation of bicycle facilities and basic deficiencies (bike lane gaps,
obstructions) within ½ mile bicycling distance measured from the center of the intersection
formed by each project driveway.
3) Transit: Identification of the closest transit routes and stops to the project. If the transit stops
are within ½ mile walking distance of each pedestrian access point, the condition of the stop
amenities must be described/evaluated.
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4) Systemic Safety Review: Identification of study area intersections that satisfy the systemic
safety criteria.
5) Intersection Operations (projects with < 2,400 daily final driveway trips):
a. Signalized intersections within ½ mile path of travel from the project driveway AND
the project will add 50 or more peak hour trips to any TURNING movement.
b. Un-signalized intersections within ½ mile path of travel from the project driveway
AND the project will add 50 or more peak hour trips in EITHER direction.
c. Freeway ramp intersections where a project adds 50 or more peak hour trips
regardless of their distance from the project site.
6) Roadway Segments: The study area should include any roadway segments where the project
adds > 1,000 daily final driveway trips if consistent with the Community Plan, or > 500
daily final driveway trips if inconsistent with the Community Plan AND: the segment has
improvements identified in the Community Plan; OR the segment is not built to the
Community Plan ultimate classification (including planned new circulation element
roadways).
The study area is based on a ½ mile walking, biking, or driving distance from the project
driveway on Dennery Rd. The limit of the ½ mile extent is included in Appendix A. The
project does not conform to the community plan; therefore, the study area included:
Pedestrian Facilities
1) Dennery Rd from approximately 1,200 feet south of Palm Ave to approximately 250 feet
east of Black Coral Way.
2) Palm Ave from I-805 NB Ramps to Dennery Rd.
3) Ocean View Parkway from Dennery Rd to approximately 500 feet east of Kentmere
Terrace.
Bicycle Facilities
1) Dennery Rd from approximately 1,200 feet south of Palm Ave to approximately 250 feet
east of Black Coral Way.
2) Palm Ave from I-805 NB Ramps to Dennery Rd.
3) Ocean View Parkway from Dennery Rd to approximately 500 feet east of Kentmere
Terrace.
Transit Facilities
Metropolitan Transit System (MTS) lists Bus Routes 933 and 934 within ½ mile walking
distance from the project access. There are four bus stops within the ½ mile walking distance of
the project driveway with two on Palm Avenue and two on Dennery Road.
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Systemic Safety Review Facilities
The study area included the following intersections:
1) Palm Ave/I-805 SB Ramps
2) Palm Ave/I-805 NB Ramps
3) Palm Ave/Dennery Rd
4) Dennery Rd/Project Driveway
5) Dennery Rd/The Landing Driveway
6) Dennery Rd/Red Coral Ln/Red Fin Ln
Vehicular Facilities
The study area included the following intersections:
1) Palm Ave/I-805 SB Ramps (signalized with project adding > 50 peak hour turning
movements)
2) Palm Ave/I-805 NB Ramps (signalized with project adding > 50 peak hour turning
movements)
3) Palm Ave/Dennery Rd (signalized with project adding > 50 peak hour turning movements)
4) Dennery Rd/Project Driveway (un-signalized right-in/right-out only with project adding >
50 peak hour trips in either direction)
5) Dennery Rd/The Landing Driveway (un-signalized with project adding >50 peak hour trips
along Dennery Rd)
6) Dennery Rd/Red Coral Ln/Red Fin Ln (signalized with project adding > 50 peak hour
turning movements)
The study area included the following street segments because the project adds > 500 ADT:
1) Palm Ave between I-805 SB Ramps and I-805 NB Ramps
2) Palm Ave between I-805 NB Ramps and Dennery Rd
3) Dennery Rd between Palm Ave and Regatta Ln
4) Dennery Rd between Regatta Ln and Project Driveway
5) Dennery Rd between Project Driveway and Red Coral Ln/Red Fin Ln
The study area is shown in Figure 3.
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Traffic and Transportation 7 December 1, 2023
Figure 3: LMA Study Area
No Scale
N
LEGEND
S Signazlied study intersection where project
adds > 50 peak hour turning trips
Existing Roadways
Red
Coral
Ln
Ocean View
Hills Pkwy
Dennery
Rd
Dennery Rd
Palm Ave
Red
Fin Ln
SS S
Project
Location
Regatta Ln
U
S
The
Landing
Island
Breeze Ln
Admiral
Wy
Black
Coral
Wy
Kentmere
Terrace
Dennery
Rd
Project
Access
Rd
U Un-Signazlied study intersection where project
adds > 50 peak hour trips in either direction
Half a mile extent from project access
Study area roadways where project adds > 500 ADT
Bus StopB
B
B
B B
City of Chula Vista
City of San DIego
Power Line
Access Road
Existing right-in/right-out driveway will be closed
and replaced with full height curb and gutter. A
new 25-foot wide driveway is proposed
approximately 40 feet southwest of the existing
driveway that will be closed.
Approximate new
project driveway
location.
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Traffic and Transportation 8 December 1, 2023
3.0 Pedestrian Local Mobility Analysis
The pedestrian analysis consists of documenting existing pedestrian facilities and basic
deficiencies such as missing sidewalk sections, curb ramps, and major obstructions within ½
mile walking from the project access along the study roadways.
Dennery Road from approximately 1,200 feet south of Palm Ave to approximately 250
feet east of Black Coral Way currently has either contiguous or non-contiguous sidewalks
on both sides of the street and pedestrian curb ramps at intersections. There were no
major sidewalk obstructions observed along this segment.
Palm Avenue from I-805 NB Ramps to Dennery Road currently has contiguous
sidewalks on both sides of the street and pedestrian curb ramps at intersections. There
were no major sidewalk obstructions observed along this segment.
Ocean View Hills Parkway from Dennery Road to approximately 500 feet east of
Kentmere Terrace currently has either contiguous or non-contiguous sidewalks on both
sides of the street and pedestrian curb ramps at intersections. There were no major
sidewalk obstructions observed along this segment.
The pedestrian facilities within the ½ mile walking shed along the study roadways did not have any
observed missing sidewalk sections, curb ramps, or major obstructions. The project will incorporate
sidewalks into the project site from Dennery Road. There is existing parkway and non-contiguous
sidewalk along the project frontage on Dennery Road.
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4.0 Bicycle Local Mobility Analysis
The bicycle analysis consists of documenting existing bicycle facilities and basic deficiencies
such bike lane gaps or obstructions within a ½ mile bicycling distance from the project access
along the study roadways.
Dennery Road from approximately 1,200 feet south of Palm Ave to approximately 250
feet east of Black Coral Way currently has Class II bike lanes on both sides of the
roadway. There were no observed bike lane gaps nor major obstructions along this
segment. The observed Class II bike lane is consistent with what is shown in the City of
San Diego Bicycle Master Plan Update and the Otay Mesa Community Plan Update.
Palm Avenue from I-805 NB Ramps to Dennery Road currently has Class II bike lanes
on both sides of the roadway. There were no observed bike lane gaps nor major
obstructions along this segment. The observed Class II bike lane is consistent with what
is shown in the City of San Diego Bicycle Master Plan Update and the Otay Mesa
Community Plan Update.
Ocean View Hills Parkway from Dennery Road to approximately 500 feet east of
Kentmere Terrace currently has Class II bike lanes on both sides of the roadway. There
were no observed bike lane gaps nor major obstructions along this segment. The
observed Class II bike lane is consistent with what is shown in the City of San Diego
Bicycle Master Plan Update and the Otay Mesa Community Plan Update.
Excerpts from the City of San Diego Bicycle Master Plan Update and the Otay Mesa Community
Plan Update are included in Appendix B. The Class II bicycle facilities within a ½ mile bicycling
distance along the study roadways are consistent with what is shown in the City of San Diego
Bicycle Master Plan Update and the Otay Mesa Community Plan Update. No bicycle lane
improvements are recommended as part of this project.
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Traffic and Transportation 10 December 1, 2023
5.0 Transit Local Mobility Analysis
The transit analysis includes identifying the closest transit routes and stops to the project. If the
stops are within ½ mile walking distance of the project access, the condition of the stop
amenities must be describe/evaluated. The project location is technically within ½ mile (as a
crow flies) of Transit Priority Area (TPA) that is located within the City of Chula Vista.
However, there is no short nor easy path to reach the bus stops on Main Street; therefore, the
project is not considered to have reasonable access to a TPA.
Metropolitan Transit System (MTS) lists Bus Routes 933 and 934 within ½ mile walking
distance from the project access. There are four bus stops within the ½ mile walking distance of
the project driveway. Two are on Palm Avenue and two are on Dennery Road as shown on page
7 on Figure 3.
The bus stops on Palm Ave are located on the north and south sides of the street approximately 100
feet west of Dennery Road. The bus stop on the north side of the roadway includes a combined
bench with open air shelter. The bus stop on the south side of the roadway includes two benches.
The bus stops are in good condition.
The bus stops on Dennery Road are located on the east and west sides of the street approximately
1,100 feet south of Palm Ave. The bus stop on the east side of the roadway has a bench. The bus
stop on the west side of the roadway includes a combined bench with open air shelter. The bus stops
are in good condition. No bus stop improvements are recommended as part of this project.
A summary of the service times is shown in Table 2 for weekdays and Table 3 for weekend days.
A map showing the nearby transit routes and bus schedules are included in Appendix C.
TABLE 2: WEEKDAY BUS SERVICE OPERATIONS AND FREQUENCY
Bus Route Weekday (Mon-Fri) Service Operations
(Off-Peak Service Frequency Range)
7-9 AM Peak
Hour Service
Frequency
4-6 PM Peak
Hour Service
Frequency
Route 933-934 ≈ 4:40 AM to ≈ 12:30 AM (≈ 20-30 minutes)20 minutes 20 minutes
TABLE 3: WEEKEND BUS SERVICE OPERATIONS AND FREQUENCY
Bus Route Saturday Service Operations
(Service Frequency Range)
Sunday Service Operations
(Service Frequency Range)
Route 933-934 ≈ 5:10 AM to ≈ 12:30 AM (≈20-60 min.)≈ 5:30 AM to ≈ 1:00 PM (≈ 20-60 min.)
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6.0 Systemic Safety Review
The City of San Diego Systemic Safety: The Data-Driven Path to Vision Zero (April 2019) policy
promotes safe roadway design with a goal toward preventing collisions. As part of that goal, a
systemic safety review provides an assessment of hotspots and possible countermeasures to align
with Vision Zero. The City of San Diego Transportation Study Manual states on page 40:
“Study intersections should be compared to the City of San Diego Systemic Safety:
The Data-Driven Path to Vision Zero report to determine if a study intersection
meets any hot spot criteria identified in Appendix C: Identification of Systemic
Hotspots of the report.”
6.1 Pedestrian Systemic Safety Review
The City of San Diego pedestrian hotspot map includes the project study intersection of Palm Ave
at Dennery Rd as shown in Figure 4.
Figure 4: City of San Diego Pedestrian Systemic Hotspot Map
Source: City of San Diego
The intersection of Palm Ave/Dennery Road has an existing countermeasure of high visibility
crosswalks. Therefore, the project Owner/Permittee proposes to install audible countdown
pedestrian heads for each pedestrian phase as a countermeasure.
No Scale
N
Palm at
Dennery
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Traffic and Transportation 12 December 1, 2023
6.2 Bicycle Systemic Safety Review
The study intersections were evaluated to determine if the bicycle systemic criteria would be
satisfied. The bicycle systemic hotspot matrix findings are shown in Table 4a.
TABLE 4A: BICYCLE SYSTEMIC HOTSPOT MATRIX
Intersection Bicycle Footprint #1 Criteria Bicycle Footprint #2 Criteria
Signalized? 4 Ln x 2 Ln? OR 4 Ln x 4 Ln? SSSC? 2 Ln x 2 Ln?
#1 Palm Ave at
I-805 NB Ramps Yes No (a) No No No
#2 Palm Ave at
I-805 SB Ramps Yes No (a) No No No
#3 Palm Ave at
Dennery Rd Yes No No No No
#4 Dennery Rd at
Project Dwy No No No Yes No (b)
#5 Dennery Rd at
The Landing Dwy No No No Yes No (b)
#6 Dennery Rd at
Red Fin Ln YES YES No No Yes
Notes: Dwy = Driveway
4 Ln x 2 Ln = 4 lane (2-way) roadway intersects with a 2 lane (2-way) roadway.
4 Ln x 4 Ln = 4 lane (2-way) roadway intersects with a 4 lane (2-way) roadway.
SSSC = Side Street Stop Control
(a) Freeway ramps are one-way roads while criteria require 2-way roadway.
(b) Criterion is for crossing a full intersection; thus, side street approach cannot cross raised median on Dennery Rd.
BOLD indicates all criteria satisfied to consider implementing a countermeasure.
Bicycle countermeasures to address bicyclists approaching an intersection and proceeding through
the intersection against a red light include: 1) Bike loop detectors, 2) Public safety messaging
campaign, and 3) Bicycle red light running enforcement.
The intersection of Dennery Rd/Red Fin Ln satisfied the bicycle Footprint #1 systemic criteria for
potential countermeasures. The recommended bicycle countermeasure at the intersection of
Dennery Rd/Red Fin Ln is for the Owner/Permittee to upgrade the existing bicycle loop detectors
along Dennery Rd at Red Fin and install Type E Modified front loops per Standard Drawing SDE-
104 on all approaches.
6.3 Vehicle Systemic Safety Review
The study intersections were evaluated to determine if the vehicle systemic criteria would be
satisfied. The vehicle systemic hotspot matrix findings are shown in Table 4b.
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TABLE 4B: VEHICLE SYSTEMIC HOTSPOT MATRIX
Intersection
Vehicle Footprint #1 Criteria Vehicle Footprint #2 Criteria
Sig? 4 Ln x 2
Ln?
Major
>15k
ADT
Minor
<7k
ADT
Sig? 6 Ln x 4
Ln?
Major
>15k
ADT
Minor
>7k
ADT
#1 Palm Ave at
I-805 NB Ramps Yes No (a) Yes No (b) Yes No Yes Yes (b)
#2 Palm Ave at
I-805 SB Ramps Yes No (a) Yes No (b) Yes No Yes Yes (b)
#3 Palm Ave at
Dennery Rd Yes No Yes No YES YES YES YES
#4 Dennery Rd at
Project Dwy No No No No No No No No
#5 Dennery Rd at
The Landing Dwy No No No No No No No No
#6 Dennery Rd at
Red Fin Ln Yes No No No Yes No No No
Table continued
Intersection
Vehicle Footprint #3 Criteria Vehicle Footprint #4 Criteria
Sig? 4 Ln x
4 Ln?
Minor >7k
ADT Sig? 3 Ln (1-way) x 3
Ln (1-way)?
Major
>15k
ADT
Minor
>7k
ADT
#1 Palm Ave at
I-805 NB Ramps Yes No No (b) Yes No Yes Yes (b)
#2 Palm Ave at
I-805 SB Ramps Yes No No (b) Yes No Yes Yes (b)
#3 Palm Ave at
Dennery Rd Yes No Yes Yes No No No
#4 Dennery Rd at
Project Dwy No No No No No No No
#5 Dennery Rd at
The Landing Dwy No No No No No No No
#6 Dennery Rd at
Red Fin Ln Yes No No Yes No No No
Notes: Dwy = Driveway. Sig? = Signalized (yes or no)
4 Ln x 2 Ln = 4 lane (2-way) roadway intersects with a 2 lane (2-way) roadway.
4 Ln x 4 Ln = 4 lane (2-way) roadway intersects with a 4 lane (2-way) roadway.
(a) Freeway ramps are one-way roads while criteria require 2-way roadway.
(b) Volumes from SANDAG ABM2+ Year 2016
BOLD indicates all criteria satisfied to consider implementing a countermeasure.
Countermeasures to address vehicles proceeding through a red light: 1) Signal hardware updates
such as signal heads with backplates that have retroreflective borders for better visibility, 2) Convert
the signalized intersection to a roundabout, 3) Intersection control awareness campaign, or 4)
Vehicle red light enforcement.
The intersection of Palm Ave/Dennery Rd satisfied the vehicle Footprint #2 systemic criteria for
potential countermeasures. The recommended vehicle countermeasure is for the Owner/Permittee
to upgrade and install signal heads with backplates that have retroreflective borders for better
visibility and upgrade the traffic controller to provide City of San Diego current 2070 signal
controller including software update and communications equipment per current City of San Diego
standards, to the satisfaction of the City of San Diego Engineer.
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6.4 Systemic Safety Review Recommended Countermeasures
In summary, the systemic safety review identified the following locations that match the criteria for
potential improvements:
1) Palm Ave at Dennery Road. Three countermeasures are proposed: 1) For the pedestrian
criteria, the proposed countermeasure is for the Owner/Permittee to install audible
countdown pedestrian heads for each pedestrian phase. 2) For the vehicle criteria (Footprint
#2), the proposed countermeasure is for the Owner/Permittee to upgrade and install signal
heads with backplates that have retroreflective borders for better visibility, and 3) Upgrade
the traffic controller to provide City of San Diego current 2070 signal controller including
software update and communications equipment per current City of San Diego standards, to
the satisfaction of the City of San Diego Engineer.
2) Dennery Rd at Red Fin Ln. For the bicycle criteria (Footprint #1), the proposed
countermeasure is for the Owner/Permittee to upgrade the existing bicycle loop detectors
along Dennery Rd at Red Fin and install Type E Modified front loops per Standard Drawing
SDE-104 on all approaches.
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7.0 Traffic Local Mobility Analysis
The Local Mobility Analysis includes the analysis of specific study scenarios, methodology for the
analysis of roadway operations, and determination of potential off-site improvements triggered by
the project. Details for each of these parameters are include herein.
7.1 Study Scenarios
The number of study scenarios is dependent on the estimated trips generated by the project and
whether the project would require a Community Plan Amendment and/or re-zone. For this project,
the following scenarios were analyzed:
1) Existing Conditions
2) Opening Year 2025 without Project Conditions
3) Opening Year 2025 plus Project Conditions
4) Horizon Year 2062 without Project Conditions
5) Horizon Year 2062 plus Project Conditions
7.2 Local Mobility Analysis Methodology
The Local Mobility Analysis prepared for this study was based on the 6th Edition Highway Capacity
Manual (HCM) operations analysis using Level of Service (LOS) evaluation criteria. The operating
conditions of the study intersections, street segments, and freeway segments were measured using
the HCM LOS designations, which ranges from A through F. LOS A represents the best operating
condition and LOS F denotes the worst operating condition. The individual LOS criteria for each
roadway component are described below.
7.2.1 Intersections
The study intersections were analyzed based on the operational analysis outlined in the 6th Edition
HCM. This process defines LOS in terms of average control delay per vehicle, which is measured
in seconds. LOS at the intersections were calculated using the computer software program Synchro
11 (Trafficware Corporation). The 6th Edition HCM LOS for the range of delay by seconds for
intersections is shown in Table 5.
TABLE 5: INTERSECTION LEVEL OF SERVICE DEFINITIONS (6TH EDITION HCM)
Level of Service Un-Signalized Control Delay
for TWSC, AWSC, and Roundabout
(sec/veh where v/c < 1)
Signalized Control Delay
(sec/veh where v/c < 1)
A 0-10 < 10
B > 10-15 > 10-20
C > 15-25 > 20-35
D > 25-35 > 35-55
E > 35-50 > 55-80
F > 50 > 80
Source: 6th Edition HCM. TWSC: Two Way Stop Control. AWSC: All Way Stop Control. For unsignalized
intersections, the control delay is the worst movement delay in seconds/vehicle.
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7.2.2 City of San Diego Intersection Queuing
The 95th percentile queue for study intersections located within the City of San Diego with more
than 50 project peak hour turns were analyzed using SimTraffic 11 software. If only one peak hour
had > 50 trips, both peak hours were analyzed. The queue was calculated running ten 60-minute
simulations runs with a ten-minute seeding time. The 95th percentile queue was compared to the
turn pocket storage that is generally measured from the intersection stop bar to the end of the turn
pocket striping.
7.2.3 Freeway Off-Ramp Queuing
The 95th percentile queue for Interstate 805/Palm Avenue southbound off-ramp was analyzed using
SimTraffic 11 software because the project would add more than 50 project peak hour turns. If only
one peak hour had > 50 trips, both peak hours were analyzed. The queue was calculated running ten
60-minute simulations runs with a ten-minute seeding time. The 95th percentile queue was
compared to the off-ramp storage that is measured from the ramp gore to the off-ramp intersection
stop bar.
7.2.4 Street Segments
The street segments were analyzed based on the functional classification of the roadway using the
City of San Diego Roadway Segment LOS by Classification and Average Daily Traffic capacity
lookup table (Appendix D). The roadway segment capacity and LOS standards used to analyze
street segments are summarized in Table 6.
TABLE 6: STREET SEGMENT DAILY CAPACITY AND LOS (CITY OF SAN DIEGO)
Circulation Element
Road Classification
LOS
A
LOS
B
LOS
C
LOS
D
LOS
E
Prime Arterial – 7 Lanes <30,000 <42,500 <60,000 <65,000 <70,000
Prime Arterial – 6 Lanes <25,000 <35,000 <50,000 <55,000 <60,000
Prime Arterial – 5 Lanes <20,000 <28,000 <40,000 <45,000 <50,000
Major Arterial – 6 Lanes <20,000 <28,000 <40,000 <45,000 <50,000
Major Arterial – 5 Lanes <17,500 <24,500 <35,000 <40,000 <45,000
Major Arterial – 4 Lanes <15,000 <21,000 <30,000 <35,000 <40,000
Collector – 5 Lanes <12,500 <17,500 <25,000 <30,750 <37,500
Collector – 4 Lanes <10,000 <14,000 <20,000 <25,000 <30,000
Collector (no Center Ln) – 4 Lanes <5,000 <7,000 <10,000 <13,000 <15,000
Collector (with TWLTL) – 2 Lanes
Collector – 2 Lanes
(no fronting property)
<4,000 <5,500 <7,500 <9,000 <10,000
Collector – 2 Lanes
(without two-way left turn lane)
<2,500 <3,500 <5,000 <6,500 <8,000
Sub-Collector – 2 Lanes
(single-family)
<2,200
Source: City of San Diego Transportation Study Manual September 19, 2022.
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7.2.5 Project Traffic Effect Thresholds
A project Owner/Permittee should consider an improvement if the project traffic exceeds the
City of San Diego Transportation Study Manual (TSM) defined thresholds as shown in Table 7
(TSM excerpts included in Appendix E).
TABLE 7: CITY OF SAN DIEGO TRAFFIC THRESHOLDS FOR POTENTIAL ROADWAY IMPROVEMENTS
Facility Thresholds for Considering an Improvement
Transit Project causes transit movement to operate at LOS E or worse
Signalized
Intersection
No Existing Left-Turn Lane: If the project adds traffic to an individual left turn movement
causing the total number of peak hour left turns to exceed 100, consider adding a left
turn lane.
Existing Single Left-Turn Lane: If the project adds traffic to an individual left turn
movement causing the total number of peak hour left turns to exceed 300, consider
adding a second left turn lane.
No Existing Right Turn-Lane: If the addition of a right turn lane will not negatively affect
other roadway users, will maintain a comfortable roadway environment, AND the project
adds traffic to an individual right turn movement causing the total number of peak hour
right turns to exceed 500, consider adding a right turn lane.
Existing Single Right-Turn Lane: If the addition of a right turn lane will not negatively
affect other roadway users, will maintain a comfortable roadway environment, AND the
project adds traffic to an individual right turn movement causing the total number of peak
hour right turns to exceed 800, consider adding a second right turn lane.
Lengthening a Turn Pocket: If the project adds traffic to a turning movement and causes
the 95th percentile queue to exceed the available turn pocket length, consider
lengthening the turn pocket.
Signal Timing Improvements/Signal Modification should be considered for study
intersections within a ½ mile path of travel of a Major Transit Stop, if the project causes
or adds traffic to an LOS F intersection, or outside ½ mile path of travel of a Major Transit
Stop, if the project causes or adds traffic to an LOS E/F intersection.
Un-
Signalized
Intersection
An Intersection Control Evaluation should be prepared if:
All Way Stop Control: Within a ½ mile path of travel of a Major Transit Stop, if the project
causes intersection to degrade to LOS F, or if the project adds traffic to an intersection
already operating at LOS F.
All Way Stop Control: Outside of a ½ mile path of travel of a Major Transit Stop, if the
project causes intersection to degrade to LOS E or F, or if the project adds traffic to an
intersection already operating at LOS E or F.
Side Street Stop Control: Within a ½ mile path of travel of a Major Transit Stop, if the
project causes the worst movement to degrade to LOS F, or if the project adds traffic to
an intersection already operating at LOS F.
Side Street Stop Control: Outside a ½ mile path of travel of a Major Transit Stop, if the
project causes the worst movement to degrade to LOS E or F, or if the project adds
traffic to an intersection already operating at LOS E or F.
Roadway
Segment
If the project adds greater than 50% of total daily vehicle trips on the segment, the project
should consider implementing the improvements as identified in the community plan.
If the project adds less than or equal to 50% of total daily vehicle trips on the segment,
the project should evaluate its fair share toward the improvement.
Source: City of San Diego Transportation Study Manual, 9/19/2022.
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7.3 Existing Conditions
This section describes the existing study area street system, peak hour intersection volumes, daily
roadway volumes, existing LOS, and intersection turn bay queuing.
7.3.1 Existing Street System
Within the LMA study area, the following roadways were analyzed as part of this study.
Palm Avenue from I-805 SB Ramps to I-805 NB Ramps is classified as a 6-Lane Prime in the City
of San Diego Otay Mesa-Nestor Community Plan, December 1996. Palm Avenue from I-805 NB
Ramps to Dennery Road is classified as a 7-Lane Prime in the City of San Diego Otay Mesa
Community Plan Update, March 2014. Palm Avenue from I-805 SB Ramps to I-805 NB Ramps is
constructed as a four (4) lane undivided roadway with a center double-double yellow striping.
There are Class II bike lanes in each direction. On-street parking is prohibited on both side of the
roadway. From I-805 NB Ramps to Dennery Road, Palm Avenue is currently constructed as a
seven (7) lane divided roadway (four westbound travel lanes and three eastbound travel lanes).
There are Class II bike lanes in each direction and on-street parking prohibited on both sides of the
roadway. A posted speed limit was not observed on Palm Avenue between I-805 SB Ramps and
Dennery Road; however, west of I-805 the posted speed limit is 35 MPH.
Dennery Road is classified as a 4-Lane Major between Palm Avenue and Regatta Lane and as a 4-
Lane Collector between Regatta Lane and Red Fin Lane/Red Coral Lane in the Otay Mesa
Community Plan Update, March 2014. Dennery Road between Palm Avenue and Red Fin
Lane/Red Coral Lane is constructed as a four-lane divided roadway with Class II bike lanes in each
direction. On-street parking is prohibited on both sides of the roadway. The posted speed limit is
35 MPH.
Excerpts from the Otay Mesa Community Plan Update and Otay Mesa Nestor Community Plan are
included in Appendix F. The existing conditions are shown in Figure 5.
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Traffic and Transportation 19 December 1, 2023
Figure 5: Existing Conditions
Signal Signal Signal
Signal
4U
4D
7D
4D
4D
No Scale
N
Red Coral Ln
Ocean View
Hills Pkwy
Dennery
Rd
Dennery Rd
Palm Ave
Red
Fin Ln
21 3
Project
Location
Regatta Ln
4 5
6
4 6
2 31
Palm Ave
I-
8
0
5
SB
Ra
m
p
s
Project
Driveway
Palm Ave
I-
8
0
5
NB
Ra
m
p
s
Palm Ave
De
n
n
e
r
y
Rd
De
n
n
e
r
y
Rd
Dennery
Rd Re
d
Fi
n
Ln
Re
d
Co
r
a
l
Ln
The
Landing
Kentmere
Terrace
City of Chula Vista
City of San DIego
RTO
LEGEND
Analyzed with stop control
without physical sign in place
2U Two Lane Un-divided Roadway
Lane Geometry
MPH Miles Per Hour
4D Four Lane Divided Roadway
RTO Right Turn Overlap Phase
Existing Roadways
Proposed Roadways
Ocean View
Hills Pkwy
Ra
i
s
e
d
M
e
d
i
a
n
5
De
n
n
e
r
y
Rd
Ra
i
s
e
d
M
e
d
i
a
n
The Landing
Driveway
Power Line
Access Road
Approximate new
project driveway
location.
Existing right-in/right-out driveway will be closed
and replaced with full height curb and gutter. A
new 25-foot wide driveway is proposed
approximately 40 feet southwest of the existing
driveway that will be closed.
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7.3.2 Existing Traffic Volumes and LOS Analyses
Existing counts were collected between 7:00 AM and 9:00 AM for the AM commuter period and
from 4:00 PM to 6:00 PM for the PM commuter period on Wednesday, February 5, 2020. Street
segment counts were also collected on Wednesday, February 5, 2020. These counts were collected
before the State of California issued a mandatory statewide stay-at-home order on March 19, 2020
due to COVID-19. The intersections included:
1) Palm Ave/I-805 SB Ramps
2) Palm Ave/I-805 NB Ramps
3) Palm Ave/Dennery Rd
4) Dennery Rd/Project Driveway
5) Dennery Rd/The Landing Dwy
6) Dennery Rd/Red Coral Ln/Red Fin Ln
The street segments included:
1) Palm Ave between I-805 SB Ramps and I-805 NB Ramps
2) Palm Ave between I-805 NB Ramps and Dennery Rd
3) Dennery Rd between Palm Ave and Regatta Ln
4) Dennery Rd between Regatta Ln and Project Driveway
5) Dennery Rd between Project Driveway and Red Coral Ln/Red Fin Ln
The existing AM, PM, and daily volumes are shown on Figure 6, with count data included in
Appendix G.
The intersection LOS is shown in Table 8. The 95th percentile turning queues where the project
will add traffic, are shown in Table 9. The segment LOS is shown in Table 10. The intersections
were analyzed based on existing signal timing. The signal timing sheets are included in Appendix
H. The intersection LOS and queueing output are included in Appendix I.
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Figure 6: Existing Volumes
610 2 759 334 80 28
(813) (5) (1188)(419) (57) (62)
678 (471) 1102 (1266) 574 (553) 53 (58)
939 (817) 356 (444) 1100 (1514) 512 (740) 458 (304) 515 (651)
187 (149) 273 (394) 364 (227) 200 (182)
91 3 299 786 111 236
(130) (4) (454) (474) (54) (223)
0 486 486 70 5 1
() (254) (254) (38) (5) ()
30 (11) 37 (114) 3 (3)
75 (217) 246 (127)
0()6 (30) 1 (5)
162 145 17 56 5 1
(435) (394) (41) (36) (3) (4)
36,383
ADT
49,173
ADT
13,869
ADT
8,333
ADT
8,224
ADT
No Scale
N
LEGEND
XX AM peak hour volumes at intersections
(YY) PM peak hour volumes at intersections
Z,ZZZ ADT volumes shown along segments
#Intersection Reference Number
to LOS Tables
Existing Roadways
Red
Coral
Ln
Ocean View
Hills Pkwy
Dennery
Rd
Dennery Rd
Palm Ave
Red
Fin Ln
21 3
Project
Location
Regatta Ln
4
5
4
2 31
Palm Ave
I-
8
0
5
SB
Ra
m
p
s
Project
Driveway
Palm Ave
I-
8
0
5
NB
Ra
m
p
s
Palm Ave
De
n
n
-
er
y
R
d
De
n
n
e
r
y
Rd
The
Landing
Island
Breeze Ln
Admiral
Wy
Black
Coral
Wy
Kentmere
Terrace
Proposed Roadways
City of Chula Vista
City of San DIego
21 3
Project
Location
4 5
6
4
2 31
Ocean View
Hills Pkwy
5 6
Dennery
Rd Re
d
Fi
n
L
n
Re
d
Co
r
a
l
Ln
The Landing
Driveway
De
n
n
e
r
y
Rd
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Traffic and Transportation 22 December 1, 2023
TABLE 8: EXISTING INTERSECTION LOS
Intersection and Approach Peak
(Analysis)1 Hour Delay
2 LOS3
1) Palm Ave at All AM 35.3 D
I-805 SB Ramps (S) All PM 43.8 D
2) Palm Ave at All AM 29.1 C
I-805 NB Ramps (S) All PM 49.8 D
3) Palm Ave at All AM 70.6 E
Dennery Rd (S) All PM 72.4 E
4) Dennery Rd at EB AM 0.0 A
Project Driveway (U) EB PM 0.0 A
5) Dennery Rd at The WB AM 8.9 A
Landing Driveway (U) WB PM 9.8 A
6) Dennery Rd at All AM 16.6 B
Red Fin Ln (S) All PM 16.8 B
Notes: 1) Intersection Analysis - (S) Signalized, (U) Unsignalized. 2) Delay - HCM Average Control Delay in seconds. 3) LOS: Level of Service.
Existing
TABLE 9: EXISTING INTERSECTION TURN LANE QUEUING
Existing Distance
Intersection Peak Approach 95th %ile Exceeds Exceeding
Hour Queue1 (ft)Storage? Storage (ft)
1) Palm Ave at AM WBL 190 (2) 177 No NA
I-805 SB Ramps (S)AM SBL 1,850 (3) 448 No NA
PM WBL 190 (2)230 Yes 40
PM SBL 1,850 (3)604 No NA
2) Palm Ave at AM WBR 1,000 (4) 410 No NA
I-805 NB Ramps (S) AM NBR 1,450 (3) 245 No NA
PM WBR 1,000 (4)259 No NA
PM NBR 1,450 (3) 348
No NA
3) Palm Ave at AM EBL 280 (2)307 Yes 27
Dennery Rd (S) AM SBR 95 (2)136 Yes 41
PM EBL 280 (2)306 Yes 26
PM SBR 95 (2)132 Yes 37
6) Dennery Rd at AM EBL 190 (2) 47 No NA
Red Fin Ln (S)PM EBL 190 (2)98 No NA
Notes: WBL: Westbound Left. NBR: Northbound Right. EB: Eastbound. WB: Westbound. NBL: Northbound Left. NA: Not Applicable. (1)
Queue is 95th percentile from SimTraffic analysis. (2) Stop bar to end of turn lane striping. (3) Stop bar to ramp gore point. (4) Dual right turn
lanes are a continuation of two travel extending back 1,000 feet to Dennery Rd. BOLD = SimTraffic 95th %ile forecasted queue beyond
storage bay capacity.
Storage
Length in
feet (notes)
TABLE 10: EXISTING SEGMENT ADT VOLUMES AND LOS
Segment Functional LOS E Daily
Classification Capacity Volume V/C LOS
Dennery Road
Palm Ave to Regatta Ln 4 Lane Major 40,000 13,869 0.347 A
Regatta Ln to Landing Dwy 4 Lane Major 40,000 8,333 0.208 A
Landing Dwy to Red Coral 4 Lane Major 40,000 8,224 0.206 A
Palm Avenue
I-805 SB Ramps to NB Ramps 4 Lane Collector 30,000 36,383 1.213 E
I-805 NB Ramps to Dennery Rd 7 Lane Prime 70,000 49,173 0.702 C
Notes: Daily volume is a 24 hour volume. LOS: Level of Service. V/C: Volume to Capacity Ratio.
Existing
Under existing conditions, there are 95th percentile storage lane deficiencies at 1) I-805 SB
Ramps/Palm Ave WB left PM, 2) Dennery Road/Palm Avenue EB left and SB right AM & PM.
LOS Engineering, Inc. Nakano 221 Homes LMA
Traffic and Transportation 23 December 1, 2023
7.4 Project
The proposed project includes up to 221 residential dwelling units (a mix of up to 67 detached
condominiums, 84 duplexes and 70 multi-family units). The project site is currently vacant and is
located at the 450 block of Dennery Road. Project opening is forecasted to occur in 2025.
7.4.1 Project Access
Project access is proposed from a single private driveway that will connect to Dennery Road
with right-in/right-out movements due to an existing raised median. No modification is proposed
to the existing median on Dennery Road along the project frontage. The existing driveway
provides controlled access to utility transmission lines. The existing driveway will be closed and
replaced with full height curb and gutter. A new 25-foot driveway is proposed approximately 40
feet southwest of the existing driveway that will be closed. The existing utility access road will
have a new connection to the project’s driveway as shown on the site plan. The two-lane project
access will include non-contiguous sidewalks and bike lanes on both sides.
7.4.2 Project Trip Generation and Distribution
The trip generation for the project was calculated using trip rates from the City of San Diego Trip
Generation Manual, May 2003 (excerpt included in Appendix J). The project is calculated to
generate 1,902 ADT with 153 AM peak hour trips (31 inbound and 122 outbound) and 190 PM
peak hour trips (133 inbound and 57 outbound) as shown in Table 11.
TABLE 11: PROJECT TRIP GENERATION
Proposed
Land Use ADT % IN OUT % IN OUT
Residential - Single Family 10 /DU 67 DU 670 8% 0.2 0.8 11 43 10% 0.7 0.3 47 20
Residential - Multi Family 8 /DU 154 DU 1,232 8% 0.2 0.8 20 79 10% 0.7 0.3 86 37
Totals:1,902 8% 0.2 0.8 31 122 10% 0.7 0.3 133 57
AM Total: PM Total:
Source: City of San Diego Trip Generation Manual , May 2003. DU: Dwelling Unit. ADT: Average Daily Traffic. Split-% inbound and outbound.
153 190
PM Pk Hr
Rate Size & Units Split Split
AM Pk Hr
Project traffic was distributed to the adjacent roadway network based on a Series 13 Year 2012
SANDAG Select Zone Assignment (Appendix K). The project distribution is shown in Figure 7.
Please note that the SANDAG traffic model documented single digit distribution (<10%) to surface
streets in Chula Vista (i.e. the Main St distribution of 3% results in 4 or less peak hour directional
trips and 57 ADT). The project assignment is shown in Figure 8. Please note that two percent
(2%) of outbound project trips (3 AM and 1 PM) will make a southbound U-turn at Dennery
Rd/Regatta Ln for eastbound travel and 98% of inbound project trips would make a U-turn at
Dennery Rd/Red Fin/Red Coral intersection (30 AM and 130 PM).
LOS Engineering, Inc. Nakano 221 Homes LMA
Traffic and Transportation 24 December 1, 2023
Figure 7: Project Distribution
51%82% 9% 7%
51% 82% 7%
16% 16% 67% 31%
15%
15% 9%
100% 100%
98%
2% 2%
100%
100% 100%
No Scale
N
LEGEND
#Intersection Reference Number
to LOS Tables
Existing Roadways
Distribution
Red
Coral
Ln
Ocean View
Hills Pkwy
Dennery
Rd
Dennery Rd
Palm Ave
Red
Fin Ln
21 3
Project
Location
Regatta Ln
4 5
6
64
2 31
Palm Ave
I-
8
0
5
SB
Ra
m
p
s
Project
Driveway
Palm Ave
I-
8
0
5
NB
Ra
m
p
s
Palm Ave
De
n
n
-
er
y
R
d
De
n
n
e
r
y
Rd
The
Landing
Island
Breeze Ln
Admiral
Wy
Black
Coral
Wy
Kentmere
Terrace
Dennery
Rd Re
d
Fi
n
L
n
Re
d
Co
r
a
l
Ln
7%
16%
2%
9%
15%
51%
100%
Proposed Roadways
82%
49%
98%
100%
100%
City of Chula Vista
City of San DIego
3%3%Main St
45%
2% U-Turn
5
De
n
n
e
r
y
Rd
The Landing
Driveway
LOS Engineering, Inc. Nakano 221 Homes LMA
Traffic and Transportation 25 December 1, 2023
Figure 8: Project Assignment
Chula Vista Main St (first interchange north of Palm) is forecasted to receive 4 directional peak hour trips and 57 daily trips based on 3% distribution.
SB U-Turns at
Dennery/Regatta
AM 3
PM (1)
0016 100 10 9
() () (68)(47) (5) (4)
0 () 62 (29) 25 (109) 2 (9)
5 (21) 19 (9) 21 (89) 38 (18) 0 () 0 ()
0() 18(9) 0() 0()
004 030
() () (20) () (12) ()
31 0 31 0 0 0
(133) () (133) () () ()
0 () 30 (130) 0 ()
3(1) 1(3)
122 (57)0() 0()
33 33 0 0 0 0
(131) (131) () () () ()
ADT
38
ADT
1,902
ADT
1,902
932 ADT
ADT
ADT
304
171
ADT
133
ADT
1,864
ADT
1,560
No Scale
N
LEGEND
XX AM peak hour volumes at intersections
(YY) PM peak hour volumes at intersections
Z,ZZZ ADT volumes shown along segments
#Intersection Reference Number
to LOS Tables
Existing Roadways
Red
Coral
Ln
Ocean View
Hills Pkwy
Dennery
Rd
Dennery Rd
Palm Ave
Red
Fin Ln
21 3
Project
Location
Regatta Ln
4
5
4
2 31
Palm Ave
I-
8
0
5
SB
Ra
m
p
s
Project
Driveway
Palm Ave
I-
8
0
5
NB
Ra
m
p
s
Palm Ave
De
n
n
-
er
y
R
d
De
n
n
e
r
y
Rd
The
Landing
Island
Breeze Ln
Admiral
Wy
Black
Coral
Wy
Kentmere
Terrace
Proposed Roadways
City of Chula Vista
City of San DIego
21 3
Project
Location
4 5
6
4
2 31
Ocean View
Hills Pkwy
5 6
Dennery
Rd Re
d
Fi
n
L
n
Re
d
Co
r
a
l
Ln
The Landing
Driveway
De
n
n
e
r
y
Rd
1 3
LOS Engineering, Inc. Nakano 221 Homes LMA
Traffic and Transportation 26 December 1, 2023
7.5 Opening Year 2025 without Project Conditions
The Opening Year 2025 without Project conditions describe the anticipated roadway operations
during the opening year of the project anticipated to be in 2025. This scenario includes surrounding
reasonably foreseeable projects added to the existing traffic volumes. Due to the location of the
project, no City of Chula Vista projects are anticipated to contribute traffic to the study area.
Upon review of available cumulative project information in Open DSD and discussion with City of
San Diego staff, the following cumulative projects were identified that are anticipated to add traffic
to the study area roadways used by the project:
1) AMC-Amendment (PTS# 569517) – An existing retail center that is proposed to have a
portion of the existing movie theater repurposed with additional retail uses and two drive-thru
restaurants. The project is located on the southwest corner of Palm Ave at Dennery Rd. This project
has been approved by City of San Diego decision-makers. This project was under construction in
February 2020 when traffic data was collected.
2) Azul Playa Del Sol/Luna (California Terraces PA 6) and SCR (PTS# 605702) – A
residential project with up to 739 multi-family units located on the south corner of Ocean View
Hills Parkway and Del Sol Blvd. Approximately 369 units were occupied when counts were
collected in February 2020; therefore, 370 units are yet to be constructed.
3) California Terraces PA61 (PTS# 605191) – A mixed use (residential + commercial) project
with up to 267 multi-family units, up to 45,000 sf of commercial, and a 0.19 acre private park
located on the southeast corner of Otay Mesa Road and Caliente Avenue. This project has been
approved by City of San Diego decision-makers. An amendment to change the 45,000 square feet of
commercial on the western portion of the site to 79 multi-family dwelling units was approved by
City Council on 11/15/2022 under PTS# 690358. The 79 multi-family dwelling units are forecasted
to have an overall reduction in weekday trip generation from the original analysis and a negligible
change in peak hour trips at the SR-905/Caliente Ave interchange. The original trip generation for
this project was included to provide a conservative analysis.
4) Candlelight (PTS# 40329) – A multi-family project with 475 units located on Caliente
Avenue south of Airway Road. This project has been approved by City of San Diego decision-
makers, although an amendment to existing permit PTS# 691625 is currently under review.
5) Central Village Specific Plan (Total Project) – A mixed use (residential + commercial)
project with 425 multi-family units (<20 du/ac), 4,060 multi-family units (>20 du/ac), 139,700 sf of
community commercial, 16.1 acres of active park space, and 1 elementary school (K-8) ; however,
the initial phase for Central Village is Lumina TM (described below) planned in year 2027, after the
planned opening of Nakano, thus no cumulative trips were included in the year 2024 opening day
scenario. This Specific Plan has been approved by City of San Diego decision-makers.
6) Dennery Park (Project ID: RD22001) – A 9-acre city park generally located on the north
side of Dennery Road at Black Coral Way. This project has been approved by City of San Diego
decision-makers. Per the City of San Diego CIP Project Map Viewer, construction is anticipated to
begin in 2023.
LOS Engineering, Inc. Nakano 221 Homes LMA
Traffic and Transportation 27 December 1, 2023
7) Handler Retail Center (PTS# 659064) – A retail center with 24,000 sf restaurant, 6,000 sf
fast food, and 189 room motel located on the south side of Otay Mesa Road between Emerald Crest
Court and Corporate Center Drive. This project has been approved by City of San Diego decision-
makers, although a CPA/Rezone is currently in process to change the land use designation from
“Community Commercial – Residential Prohibited” to “Community Commercial – Residential
Permitted”, and rezone from existing CC-2-3 zone to CC-3-6 and change the project to 430 multi-
family units and 6,000 SF of retail/commercial uses. This cumulative project is being analyzed with
the original trip generation to provide a more conservative analysis.
8) Lumina TM (PTS# 555609 subset of Central Village SP) – A subset of the Central Village
Specific Plan; however, the phases for Lumina II & III are planned to open in 2027 after the planned
opening of Nakano. Therefore, no cumulative trips from Lumina II & III were included in the year
2025 opening day scenario. This project has been approved by City of San Diego decision-makers.
9) Metropolitan Airpark (PTS# 559378) SCR (PTS# 664354) – An aviation and commercial
project with expansion of existing aviation uses, commercial office, industrial, restaurants, and hotel
located on the northeast corner of Otay Mesa Road and Heritage Road. By year 2024, Phase 1 of the
Metropolitan Airpark is anticipated to add traffic to the study area. This project has been approved
by City of San Diego decision-makers.
10) Southview (PTS# 370044) – A multi-family project with 277 units located on Airway Road
east of Caliente Avenue. This project has been approved by City of San Diego decision-makers.
11) Southview East (PTS# 371807) – A multi-family project with 136 units located on Airway
Road east of Caliente Avenue. This project has been approved by City of San Diego decision-
makers. The total trip generation for this project was included to provide a conservative analysis
because the number of occupied units were unknown at the time of the data collection in February
2020.
12) Southwind (Previous PTS# 412529) – A multi-family project with 100 units located west of
Caliente Avenue and south of Airway Road. This project has been approved by City of San Diego
decision-makers. While this project has been closed and no permit was issued, the traffic from this
cumulative project was included to provide a conservative analysis.
13) Southwest Village VTM-1 (PTS# 614791) – A residential project with up to 920 units
located south of Airway Road and Caliente Avenue. This project is under review by City of San
Diego decision-makers. VTM-1 is anticipated to open in year 2025.
Cumulative project trip assignments that are anticipated to add traffic to the study area roadways
are included in Appendix L. The cumulative project trip generation is summarized below in
Table 12.
LOS Engineering, Inc. Nakano 221 Homes LMA
Traffic and Transportation 28 December 1, 2023
TABLE 12: CUMULATIVE PROJECT TRIP GENERATION
Cumulative Status ADT
Project In Out Total In Out Total
1 AMC-Amendment (PTS#
569517)Approved 2,511 85 60 145 111 192 303
2
Azul Playa Del Sol (CA
Terraces PA 6) SCR PTS#
605702
Approved, 370 du
remaining during
data collection
2,960 47 189 236 207 89 296
3 California Terraces PA61
Residential (PTS# 690358)
Modification Under
Review 4,716 101 151 252 271 215 486
4
Candlellight Residential
(PTS# 40329) Amdnemdnt
(PTS# 691625)_
Approved 2,850 46 182 228 180 77 257
5 Central Village Specific Plan Approved
6 Dennery Park Approved 450 11 7 18 14 22 36
7
Handler Mixed-Use (PTS#
659064) CPA/Rezone I
process
Approved 9,021 280 274 554 379 360 739
8 Lumina TM Approved
9
Metorpolitan Airpark Phase 1
(PTS 559378) SCR (PTS#
664354)
Approved 9617520953171102
10 Southview (PTS# 371807) Approved 2,216 35 142 177 155 66 221
11 Southview East (PTS#
371807)Approved 1,088 17 70 87 76 33 109
12 Southwind (PTS# 415529) Approved 800 13 51 64 56 24 80
13 Southwest Village VTM-1
(PTS# 619791)Proposed 7,084 114 454 568 484 208 692
34,657 824 1,600 2,424 1,964 1,357 3,321
AM Peak Hour AM Peak Hour
No phases proposed for completion by 2024
No phases proposed for completion by 2024
Cumulative vol. during data collection (Feb 2020):
A map showing the cumulative project locations are shown on Figure 9. The combined
cumulative project traffic volumes are shown on Figure 10.
Opening Year 2025 traffic volumes (existing + cumulative) without the project are shown on
Figure 11. The intersection LOS is shown in Table 13. The 95th percentile turning queues
where the project will add traffic are shown in Table 14. The segment LOS is shown in Table
15. The intersection LOS and queueing output are included in Appendix M.
LOS Engineering, Inc. Nakano 221 Homes LMA
Traffic and Transportation 29 December 1, 2023
Figure 9: Cumulative Project Locations
Dennery Park
CA PA61
Azul Playa
Del Sol
Candlelight
Southview
Handler
Southview
East
South -
wind
SWV
VTM-1
Google Maps
Metropolitan
Airpark
Central Village
SP & Lumina
No Scale
N
AMC
Amendment
Project
Location
LOS Engineering, Inc. Nakano 221 Homes LMA
Traffic and Transportation 30 December 1, 2023
Figure 10: Cumulative Project Volumes
0030 050
() () (67)() (9) ()
0 () 51 (65) 0 () 0 ()
26 (44) 29 (52) 56 (111) 38 (82) 18 (61) 52 (28)
3 (1) 10 (33) 40 (52) 52 (43)
1 0 14 37 4 23
(3) () (19) (119) (11) (77)
03 3 001
() (7) (7) () () (1)
0()0() 0(1)
3(4) 3(6)
0()0() 2(5)
330002
(5) (5) () () () (3)
1,648
ADT
2,440
ADT
125
ADT
140
ADT
130
ADT
No Scale
N
LEGEND
XX AM peak hour volumes at intersections
(YY) PM peak hour volumes at intersections
Z,ZZZ ADT volumes shown along segments
#Intersection Reference Number
to LOS Tables
Existing Roadways
Red
Coral
Ln
Ocean View
Hills Pkwy
Dennery
Rd
Dennery Rd
Palm Ave
Red
Fin Ln
21 3
Project
Location
Regatta Ln
4
5
4
2 31
Palm Ave
I-
8
0
5
SB
Ra
m
p
s
Project
Driveway
Palm Ave
I-
8
0
5
NB
Ra
m
p
s
Palm Ave
De
n
n
-
er
y
R
d
De
n
n
e
r
y
Rd
The
Landing
Island
Breeze Ln
Admiral
Wy
Black
Coral
Wy
Kentmere
Terrace
Proposed Roadways
City of Chula Vista
City of San DIego
21 3
Project
Location
4 5
6
4
2 31
Ocean View
Hills Pkwy
5 6
Dennery
Rd Re
d
Fi
n
L
n
Re
d
Co
r
a
l
Ln
The Landing
Driveway
De
n
n
e
r
y
Rd
LOS Engineering, Inc. Nakano 221 Homes LMA
Traffic and Transportation 31 December 1, 2023
Figure 11: Opening Year 2025 without Project Volumes
610 2 789 334 85 28
(813) (5) (1255)(419) (66) (62)
678 (471) 1153 (1331) 574 (553) 53 (58)
965 (861) 385 (496) 1156 (1625) 550 (822) 476 (365) 567 (679)
190 (150) 283 (427) 404 (279) 252 (225)
92 3 313 823 115 259
(133) (4) (473) (593) (65) (300)
0 489 489 70 5 2
() (261) (261) (38) (5) (1)
30 (11) 37 (114) 3 (4)
78 (221) 249 (133)
0()6 (30) 3 (10)
165 148 17 56 5 3
(440) (399) (41) (36) (3) (7)
38,031
ADT
51,613
ADT
13,994
ADT
8,473
ADT
8,354
ADT
No Scale
N
LEGEND
XX AM peak hour volumes at intersections
(YY) PM peak hour volumes at intersections
Z,ZZZ ADT volumes shown along segments
#Intersection Reference Number
to LOS Tables
Existing Roadways
Red
Coral
Ln
Ocean View
Hills Pkwy
Dennery
Rd
Dennery Rd
Palm Ave
Red
Fin Ln
21 3
Project
Location
Regatta Ln
4
5
4
2 31
Palm Ave
I-
8
0
5
SB
Ra
m
p
s
Project
Driveway
Palm Ave
I-
8
0
5
NB
Ra
m
p
s
Palm Ave
De
n
n
-
er
y
R
d
De
n
n
e
r
y
Rd
The
Landing
Island
Breeze Ln
Admiral
Wy
Black
Coral
Wy
Kentmere
Terrace
Proposed Roadways
City of Chula Vista
City of San DIego
21 3
Project
Location
4 5
6
4
2 31
Ocean View
Hills Pkwy
5 6
Dennery
Rd Re
d
Fi
n
L
n
Re
d
Co
r
a
l
Ln
The Landing
Driveway
De
n
n
e
r
y
Rd
LOS Engineering, Inc. Nakano 221 Homes LMA
Traffic and Transportation 32 December 1, 2023
TABLE 13: OPENING YEAR 2025 WITHOUT PROJECT INTERSECTION LOS
Intersection and Approach Peak
(Analysis)1 Hour Delay
2 LOS3
1) Palm Ave at All AM 35.6 D
I-805 SB Ramps (S) All PM 56.4 E
2) Palm Ave at All AM 33.3 C
I-805 NB Ramps (S) All PM 60.0 E
3) Palm Ave at All AM 77.1 E
Dennery Rd (S) All PM 91.0 F
4) Dennery Rd at EB AM 0.0 A
Project Driveway (U) EB PM 0.0 A
5) Dennery Rd at The WB AM 8.9 A
Landing Driveway (U) WB PM 9.8 A
6) Dennery Rd at All AM 17.0 B
Red Fin Ln (S) All PM 17.0 B
Opening Year
Notes: 1) Intersection Analysis - (S) Signalized, (U) Unsignali zed. 2) Delay - HCM Average Control Delay in seconds. 3) LOS: Level of Service.
TABLE 14: OPENING YEAR 2025 WITHOUT PROJECT INTERSECTION TURN LANE QUEUING
Opening Year Distance
Intersection Peak Approach 95th %ile Exceeds Exceeding
Hour Queue1 (ft)Storage? Storage (ft)
1) Palm Ave at AM WBL 190 (2)183 No NA
I-805 SB Ramps (S)AM SBL 1,850 (3)491 No NA
PM WBL 190 (2)230 Yes 40
PM SBL 1,850 (3)811 No NA
2) Palm Ave at AM WBR 1,000 (4) 422 No NA
I-805 NB Ramps (S) AM NBR 1,450 (3) 278 No NA
PM WBR 1,000 (4)309 No NA
PM NBR 1,450 (3) 366
No NA
3) Palm Ave at AM EBL 280 (2)348 Yes 68
Dennery Rd (S) AM SBR 95 (2)136 Yes 41
PM EBL 280 (2)307 Yes 27
PM SBR 95 (2)140 Yes 45
6) Dennery Rd at AM EBL 190 (2)51 No NA
Red Fin Ln (S)PM EBL 190 (2)108 No NA
Storage
Notes: WBL: Westbound Left. NBR: Northbound Right. EB: Eastbound. WB: Westbound. NBL: Northbound Left. NA: Not Applicable. (1)
Queue is 95th percentile from SimTraffic analysis. (2) Stop bar to end of turn lane striping. (3) Stop bar to ramp gore point. (4) Dual right turn
lanes are a continuation of two travel extending back 1,000 feet to Dennery Rd. BOLD = SimTraffic 95th %ile forecasted queue beyond
storage bay capacity.
Length in
feet (notes)
TABLE 15: OPENING YEAR 2025 WITHOUT PROJECT SEGMENT ADT VOLUMES AND LOS
Daily Functional LOS E Daily
Classification Capacity Volume V/C LOS
Dennery Road
Palm Ave to Regatta Ln 4 Lane Major 40,000 13,994 0.350 A
Regatta Ln to Landing Dwy 4 Lane Major 40,000 8,473 0.212 A
Landing Dwy to Red Coral 4 Lane Major 40,000 8,354 0.209 A
Palm Avenue
I-805 SB Ramps to NB Ramps 4 Lane Collector 30,000 38,031 1.268 E
I-805 NB Ramps to Dennery Rd 7 Lane Prime 70,000 51,613 0.737 C
Notes: Daily volume is a 24 hour volume. LOS: Level of Service. V/C: Volume to Capacity Ratio.
Opening Year
Under Opening Year 2025 without Project conditions, there are calculated 95th percentile storage
lane deficiencies at: 1) I-805 SB Ramps/Palm Ave WB left PM, 2) Dennery Road/Palm Avenue EB
left and SB right AM & PM.
LOS Engineering, Inc. Nakano 221 Homes LMA
Traffic and Transportation 33 December 1, 2023
7.6 Opening Year 2025 plus Project Conditions
This scenario documents the addition of project traffic onto Opening Year 2025 conditions. The
volumes shown in Figure 12. The intersection LOS is shown in Table 16. The 95th percentile
turning queues where the project will add traffic, are shown in Table 17. The segment LOS is
shown in Table 18. The intersection LOS and queueing output are included in Appendix N.
TABLE 16: OPENING YEAR 2025 PLUS PROJECT INTERSECTION LOS
Intersection and Approach Peak
(Analysis)1 Hour Delay
2 LOS3 Delay2 LOS3 Delta4
1) Palm Ave at All AM 35.6 D 36.1 D 0.5
I-805 SB Ramps (S) All PM 56.4 E 58.9 E 2.5
2) Palm Ave at All AM 33.3 C 39.2 D 5.9
I-805 NB Ramps (S) All PM 60.0 E 66.3 E 6.3
3) Palm Ave at All AM 77.1 E 91.6 F 14.5
Dennery Rd (S) All PM 91.0 F 111.7 F 20.7
4) Dennery Rd at EB AM 0.0 A 11.2 B 11.2
Project Driveway (U) EB PM 0.0 A 10.0 B 10.0
5) Dennery Rd at The WB AM 8.9 A 9.0 A 0.1
Landing Driveway (U) WB PM 9.8 A 10.4 B 0.6
6) Dennery Rd at All AM 17.0 B 18.5 B 1.5
Red Fin Ln (S) All PM 17.0 B 18.5 B 1.5
Opening Year Opening Year plus Project
Notes: 1) Intersection Analysis - (S) Signalized, (U) Unsignalized. 2) Delay - HCM Average Control Delay in seconds.
3) LOS: Level of Service. 4) Delta is the increase in delay.
TABLE 17: OPENING YEAR 2025 PLUS PROJECT INTERSECTION TURN LANE QUEUING
Opening Year
Intersection Peak Approach 95th %ile 95
th %ile Exceeds Distance
Hour Queue1 (ft) Queue
1 (ft)Storage? in feet
1) Palm Ave at AM WBL 190 (2)183 186 No NA
I-805 SB Ramps (S)AM SBL 1,850 (3)491 510 No NA
PM WBL 190 (2)230 238 Yes 48
PM SBL 1,850 (3)811 1,060 No NA
2) Palm Ave at AM WBR 1,000 (4)422 426 No NA
I-805 NB Ramps (S)AM NBR 1,450 (3)278 282 No NA
PM WBR 1,000 (4)309 334 No NA
PM NBR 1,450 (3) 366 652 No NA
3) Palm Ave at AM EBL 280 (2)348 361 Yes 81
Dennery Rd (S) AM SBR 95 (2)136 137 Yes 42
PM EBL 280 (2)307 335 Yes 55
PM SBR 95 (2)140 141 Yes 46
6) Dennery Rd at AM EBL 190 (2)51 77 No NA
Red Fin Ln (S)PM EBL 190 (2)108 178 No NA
Storage
Notes: WBL: Westbound Left. NBR: Northbound Right. EB: Eastbound. WB: Westbound. NBL: Northbound Left. NA: Not Applicable. (1)
Queue is 95th percentile from SimTraffic analysis. (2) Stop bar to end of turn lane striping. (3) Stop bar to ramp gore point. (4) Dual right turn
lanes are a continuation of two travel extending back 1,000 fee t to Dennery Rd. BOLD = SimTraffic 95th %ile forecasted queue b eyond storage
bay ca pacity.
Opening Year + Project
Length in
feet (notes)
LOS Engineering, Inc. Nakano 221 Homes LMA
Traffic and Transportation 34 December 1, 2023
Figure 12: Opening Year 2025 plus Project Volumes
610 2 805 434 95 37
(813) (5) (1323)(466) (71) (66)
678 (471) 1215 (1360) 599 (662) 55 (67)
970 (882) 404 (505) 1177 (1714) 588 (840) 476 (365) 567 (679)
190 (150) 301 (436) 404 (279) 252 (225)
92 3 317 823 118 259
(133) (4) (493) (593) (77) (300)
31 489 520 70 5 2
(133) (261) (394) (38) (5) (1)
30 (11) 67 (244) 3 (4)
81 (222) 250 (136)
122 (57)6 (30) 3 (10)
198 181 17 56 5 3
(571) (530) (41) (36) (3) (7)
38,963
ADT
53,173
ADT
15,858
ADT
10,375
ADT
10,256
ADT
No Scale
N
LEGEND
XX AM peak hour volumes at intersections
(YY) PM peak hour volumes at intersections
Z,ZZZ ADT volumes shown along segments
#Intersection Reference Number
to LOS Tables
Existing Roadways
Red
Coral
Ln
Ocean View
Hills Pkwy
Dennery
Rd
Dennery Rd
Palm Ave
Red
Fin Ln
21 3
Project
Location
Regatta Ln
4
5
4
2 31
Palm Ave
I-
8
0
5
SB
Ra
m
p
s
Project
Driveway
Palm Ave
I-
8
0
5
NB
Ra
m
p
s
Palm Ave
De
n
n
-
er
y
R
d
De
n
n
e
r
y
Rd
The
Landing
Island
Breeze Ln
Admiral
Wy
Black
Coral
Wy
Kentmere
Terrace
Proposed Roadways
City of Chula Vista
City of San DIego
21 3
Project
Location
4 5
6
4
2 31
Ocean View
Hills Pkwy
5 6
Dennery
Rd Re
d
Fi
n
L
n
Re
d
Co
r
a
l
Ln
The Landing
Driveway
De
n
n
e
r
y
Rd
LOS Engineering, Inc. Nakano 221 Homes LMA
Traffic and Transportation 35 December 1, 2023
TABLE 18: OPENING YEAR 2025 PLUS PROJECT SEGMENT ADT VOLUMES AND LOS
Opening Year Project
Segment Functional LOS E Daily Daily Daily Project %
Classification Capacity Volume V/C LOS Volume Volume V/C LOS of Total ADT
Dennery Road
Palm Ave to Regatta Ln 4 Lane Major 40,000 13,994 0.350 A 1,864 15,858 0.396 B 12%
Regatta Ln to Landing Dwy 4 Lane Major 40,000 8,473 0.212 A 1,902 10,375 0.259 A 18%
Landing Dwy to Red Coral 4 Lane Major 40,000 8,354 0.209 A 1,902 10,256 0.256 A 19%
Palm Avenue
I-805 SB Ramps to NB Ramps 4 Lane Collector 30,000 38,031 1.268 E 932 38,963 1.299 E 2%
I-805 NB Ramps to Dennery Rd 7 Lane Prime 70,000 51,613 0.737 C 1,560 53,173 0.760 C 3%
Notes: Daily volume is a 24 hour volume. LOS: Level of Service. V/C: Volume to Capacity Ratio.
Opening Year plus Project
Under Opening Year 2025 plus Project conditions, the project adds more than 50 peak hour turn
moves or more than 500 daily trips to the study locations forecasted to operate at LOS E/F; and/or
has the potential to exceed the existing turn lane storage capacities at the following locations:
1) Intersection of Palm Ave/I-805 SB Ramps:
a. Project would add 9 PM WB lefts under LOS E and continue to exceed existing storage.
b. No improvements are proposed because Caltrans has a circulated Environmental
Document (MND/EA) and a Ready to List (RTL) date of August 2023. The scope of
work and ultimate plan is as proposed in the MND/ED with details included in
Appendix S. Per ECP, Phase 1 (widening of the south side of the bridge on Palm Ave) is
fully funded for design. Funding for construction has not been acquired. As of
4/14/2023, City was awarded a $24M federal grant. Per ECP, additional funding is
needed for Phase 1 construction.
2) Intersection of Palm Ave/Dennery Rd:
a. Project would add 25 AM & 109 PM EB lefts under LOS F and exceed existing storage.
b. Project would add 100 AM & 47 PM SB rights under LOS F and exceed existing
storage.
c. City criteria states if project adds traffic and causes the 95th percentile queue to exceed
storage, then consider lengthening the pocket. The Owner/Permittee proposes the
following improvements:
i. Extend the eastbound dual left turn bay with 280 feet of storage per lane by an
additional 85 feet of storage per lane with appropriate taper for a total of 365 feet
of storage per lane under Opening Year conditions that will accommodate the
Opening Year 2025 Plus Project forecasted 95th percentile queue of 361 feet.
ii. Extend the southbound right turn lane with 95 feet of storage by an additional 50
feet of storage with appropriate taper for a total of 145 feet of storage to
accommodate the forecasted 95th percentile queue of 141 feet.
3) Intersection of Dennery Rd/Red Coral Ln/Red Fin Ln:
a. Project would add 130 PM peak hour EB u-turning vehicles.
b. The Owner/Permittee proposes to extend the eastbound left turn lane with 190 feet of
storage by an additional 50 feet of storage with appropriate tape for a total of 240 feet of
storage to accommodate the project traffic.
LOS Engineering, Inc. Nakano 221 Homes LMA
Traffic and Transportation 36 December 1, 2023
4) Segment of Palm Ave between I-805 SB Ramps and I-805 NB Ramps:
a. Project adds 932 daily trips under forecasted LOS E conditions on the existing 4 lane
roadway.
b. A fair share of 2.5% is proposed toward planned Caltrans Palm Ave bridge widening
to a 5 Lane Major configuration anticipated to be completed after year 2024.
Concept drawings for the proposed improvements at Palm Ave/Dennery Rd and Dennery Rd/Red
Coral Ln/Red Fin Ln are included in Appendix O. The fair share calculations for Palm Ave are
included in Appendix P.
LOS Engineering, Inc. Nakano 221 Homes LMA
Traffic and Transportation 37 December 1, 2023
7.7 Horizon Year 2062 without Project Conditions
A Horizon Year 2062 scenario was prepared because the project site is currently designated as
open space and zoned A-8 Agricultural and will be redesignated Residential High (RH). The
project requires a change from existing zone A-8 Agricultural to a proposed zone R3P Resident.
The Horizon Year volumes were obtained from multiple sources that included: 1) Otay Mesa
Community Plan Update (OMCPU), 2) factored up using a growth factor, or 3) SANDAG
horizon year traffic model as follows:
Study intersections and volumes source:
1) Palm Ave/I-805 SB Ramps (OMCPU)
2) Palm Ave/I-805 NB Ramps (OMCPU)
3) Palm Ave/Dennery Rd (OMCPU)
4) Dennery Rd/Project Driveway (Growth Factor on Major Rd)
5) Dennery Rd/The Landing Driveway (Growth Factor on Major Rd)
6) Dennery Rd/Red Coral Ln/Red Fin Ln (Growth Factor on Major Rd)
The street segments and volume source:
1) Palm Ave between I-805 SB Ramps and I-805 NB Ramps (SANDAG)
2) Palm Ave between I-805 NB Ramps and Dennery Rd (OMCPU)
3) Dennery Rd between Palm Ave and Regatta Ln (OMCPU)
4) Dennery Rd between Regatta Ln and Project Driveway (OMCPU)
5) Dennery Rd between Project Driveway and Red Coral Ln/Red Fin Ln (OMCPU)
The growth factor for intersections #4) Dennery Rd/Project Dwy #5) Dennery Rd/The Landing
Dwy and #6) Dennery Rd/Red Coral Ln/Red Fin Ln were calculated from the increase in the
segment volumes on Dennery Road between existing year 2020 and year 2062 ADTs. The
calculated growth factor of 52% was applied to the existing through movements along Dennery Rd
at these three intersections. The minor legs did not have the growth factor applied because they
serve existing communities that are built-out. The growth factor accounts for the horizon year
connection of Dennery Road easterly to Avenida de Las Vistas, that also connects to Otay Valley
Road providing a connection into Chula Vista and Otay Mesa. The Horizon Year volumes and
growth factor calculations are included in Appendix Q.
The segment of Palm Ave between I-805 SB Ramps and I-805 NB Ramps did not have a
documented horizon year volume in the OMCPU; therefore, the latest available (at the time of
the analysis) was obtained from the SANDAG Series 13 horizon highest year 2050 volume. The
SANDAG year 2050 daily volume of 46,000 on the bridge was considered to be reasonable and
slightly conservative because the same Series 13 year 2050 SANDAG Palm Ave volume just
east of the bridge is 61,700, which is higher than the OMCPU Palm Ave year 2062 volume of
59,500 for the same segment just east of the bridge. The SANDAG year 2050 volume is
included in Appendix R.
LOS Engineering, Inc. Nakano 221 Homes LMA
Traffic and Transportation 38 December 1, 2023
The Horizon Year 2062 analysis is based on the geometry shown in Figure 13, which incorporates
the Caltrans’ EIR Palm Ave interchange improvements (Appendix S). Per ECP, Phase 1 (widening
of the south side of the bridge on Palm Ave) is fully funded for design. Funding for construction has
not been acquired. As of 4/14/2023, City was awarded a $24M federal grant. Per ECP, additional
funding is needed for Phase 1 construction. The Horizon Year 2062 volumes without the project are
shown in Figure 14. The intersection LOS is shown in Table 19. The 95th percentile turning
queues, for three intersections where the project will be adding more than 50 peak hour turns, are
shown in Table 20. The segment LOS is shown in Table 21. The intersection LOS and queueing
output are included in Appendix T.
LOS Engineering, Inc. Nakano 221 Homes LMA
Traffic and Transportation 39 December 1, 2023
Figure 13: Horizon Year 2062 Conditions
*Configuration from Caltrans planned interchange improvements.
Signal Signal Signal
Configuration from Configuration from
Caltrans planned interchange improvements Caltrans planned interchange improvements
Signal
4D
5U*
4D
4D
7D
No Scale
N
Red Coral Ln
Ocean View
Hills Pkwy
Dennery
Rd
Dennery Rd
Palm Ave
Red
Fin Ln
21 3
Project
Location
Regatta Ln
4 5
6
4 6
3
Project
Driveway
Palm Ave
De
n
n
e
r
y
Rd
De
n
n
e
r
y
Rd
Dennery
Rd Re
d
Fi
n
Ln
Re
d
Co
r
a
l
Ln
The
Landing
Kentmere
Terrace
City of Chula Vista
City of San DIego
RTO
LEGEND
Analyzed with stop control
without physical sign in place
2U Two Lane Un-divided Roadway
Lane Geometry
MPH Miles Per Hour
4D Four Lane Divided Roadway
RTO Right Turn Overlap Phase
Existing Roadways
Proposed Roadways
Ocean View
Hills Pkwy
Ra
i
s
e
d
M
e
d
i
a
n
Power Line
Access Road
5
De
n
n
e
r
y
Rd
Ra
i
s
e
d
M
e
d
i
a
n
The Landing
Driveway
21
Palm Ave
I-
8
0
5
SB
Ra
m
p
s
Palm Ave
I-
8
0
5
NB
Ra
m
p
s
Existing right-in/right-out driveway will be closed
and replaced with full height curb and gutter. A
new driveway is proposed approximately 40 feet
south of the existing driveway that will be closed.
Approximate new
project driveway
location.
LOS Engineering, Inc. Nakano 221 Homes LMA
Traffic and Transportation 40 December 1, 2023
Figure 14: Horizon Year 2062 without Project Volumes
570 1 1095 500 200 50
(770) (1) (1400)(400) (190) (50)
655 (540) 1280 (1380) 600 (600) 60 (50)
890 (900) 355 (615) 1330 (1760) 575 (1000) 515 (630) 790 (490)
175 (145) 280 (500) 450 (900) 200 (150)
60 1 385 600 50 110
(115) (1) (620) (750) (150) (250)
0 740 740 70 5 2
() (390) (390) (38) (5) (1)
30 (11) 37 (114) 3 (4)
110 (330) 370 (190)
0()6 (30) 3 (10)
250 220 17 56 5 3
(660) (600) (41) (36) (3) (7)
46,000
ADT
59,500
ADT
19,500
ADT
12,500
ADT
12,500
ADT
No Scale
N
LEGEND
XX AM peak hour volumes at intersections
(YY) PM peak hour volumes at intersections
Z,ZZZ ADT volumes shown along segments
#Intersection Reference Number
to LOS Tables
Existing Roadways
Red
Coral
Ln
Ocean View
Hills Pkwy
Dennery
Rd
Dennery Rd
Palm Ave
Red
Fin Ln
21 3
Project
Location
Regatta Ln
4
5
4
2 31
Palm Ave
I-
8
0
5
SB
Ra
m
p
s
Project
Driveway
Palm Ave
I-
8
0
5
NB
Ra
m
p
s
Palm Ave
De
n
n
-
er
y
R
d
De
n
n
e
r
y
Rd
The
Landing
Island
Breeze Ln
Admiral
Wy
Black
Coral
Wy
Kentmere
Terrace
Proposed Roadways
City of Chula Vista
City of San DIego
21 3
Project
Location
4 5
6
4
2 31
Ocean View
Hills Pkwy
5 6
Dennery
Rd Re
d
Fi
n
L
n
Re
d
Co
r
a
l
Ln
The Landing
Driveway
De
n
n
e
r
y
Rd
LOS Engineering, Inc. Nakano 221 Homes LMA
Traffic and Transportation 41 December 1, 2023
TABLE 19: HORIZON YEAR 2062 WITHOUT PROJECT INTERSECTION LOS
Intersection and Approach Peak
(Analysis)1 Hour Delay
2 LOS3
1) Palm Ave at All AM 24.4 C
-805 SB Ramps (S) All PM 37.9 D
2) Palm Ave at All AM 41.4 D
-805 NB Ramps (S) All PM 66.2 E
3) Palm Ave at All AM 119.7 F
Dennery Rd (S) All PM 188.4 F
4) Dennery Rd at EB AM 0.0 A
Project Driveway (U) EB PM 0.0 A
5) Dennery Rd at The EB AM 9.2 A
Landing Driveway (U) EB PM 10.7 B
6) Dennery Rd at All AM 16.5 B
Red Fin Ln (S) All PM 16.4 B
Horizon Year
Notes: 1) Intersection Analysis - (S) Signalized, (U) Unsignalized. 2) Delay - HCM Average Control Delay in seconds. 3) LOS: Level of Service.
TABLE 20: HORIZON YEAR 2062 WITHOUT PROJECT INTERSECTION TURN LANE QUEUING
Horizon Year Distance
Intersection Peak Approach 95th %ile Exceeds Exceeding
Hour Queue1 (feet)Storage? Storage (ft)
1) Palm Ave at AM WBL 500 (2)156 No NA
I-805 SB Ramps (S)AM SBL 1,850 (3)471 No NA
PM WBL 500 (2)217 No NA
PM SBL 1,850 (3)509 No NA
2) Palm Ave at AM WBR 1,000 (4)203 No NA
I-805 NB Ramps (S)AM NBR 1,450 (5)123 No NA
PM WBR 1,000 (4)202 No NA
PM NBR 1,450 (5)
230 No NA
3) Palm Ave at AM EBL 280 (2)328 Yes 48
Dennery Rd (S) AM SBR 95 (2)121 Yes 26
PM EBL 280 (2)301 Yes 21
PM SBR 95 (2)136 Yes 41
6) Dennery Rd at AM EBL 190 (2)58 No NA
Red Fin Ln (S)PM EBL 190 (2)115 No NA
Length in
Storage
feet (notes)
Notes: WBL: Westbound Left. NBR: Northbound Right. EB: Eastbound. WB: Westbound. NBL: Northbound Left. NA: Not Applicable. (1)
Queue is 95th percentile from SimTraffic analysis. (2) Stop bar to end of turn lane striping. (3) The SB left and left-through lanes both extend
back to off-ramp gore approximately 1,850 feet from stop bar. (4) One of the dual right turn lanes is a continuation of one travel extending
back approximately 1,000 feet to Dennery Rd. (5) The NB dual right turn lanes extend back to off-ramp gore approximately 1,450 feet from
stop bar. BOLD = SimTraffic 95th %ile forecasted queue beyond storage bay capacity.
TABLE 21: HORIZON YEAR 2062 WITHOUT PROJECT SEGMENT ADT VOLUMES AND LOS
Segment Functional LOS E Daily
Classification Capacity Volume V/C LOS
Dennery Road
Palm Ave to Regatta Ln 4 Lane Major 40,000 19,500 0.488 B
Regatta Ln to Landing Dwy 4 Lane Major 40,000 12,500 0.313 A
Landing Dwy to Red Coral 4 Lane Major 40,000 12,500 0.313 A
Palm Avenue
I-805 SB Ramps to NB Ramps 5 Lane Major 45,000 46,000 1.022 F
I-805 NB Ramps to Dennery Rd 7 Lane Prime 70,000 59,500 0.850 C
Notes: Daily volume is a 24 hour volume. LOS: Level of Service. V/C: Volume to Capacity Ratio.
Horizon Year
Under Horizon Year 2062 without Project conditions, there is a calculated 95th percentile storage
lane deficiency at Dennery Road/Palm Avenue EB left AM & PM and SB right AM & PM.
LOS Engineering, Inc. Nakano 221 Homes LMA
Traffic and Transportation 42 December 1, 2023
7.8 Horizon Year 2062 plus Project Conditions
The Horizon Year 2062 plus Project conditions were analyzed by adding the project traffic onto
Horizon Year volumes. Horizon Year 2062 volumes plus project traffic are shown in Figure 15.
The intersection LOS is shown in Table 22. The 95th percentile turning queues for intersections
where the project will add traffic are shown in Table 23. The segment LOS is shown in Table 24.
The intersection LOS and queueing output are included in Appendix U.
TABLE 22: HORIZON YEAR 2062 PLUS PROJECT INTERSECTION LOS
Intersection and Approach Peak
(Analysis)1 Hour Delay
2 LOS3 Delay2 LOS3 Delta4
1) Palm Ave at All AM 24.4 C 24.5 C 0.1
I-805 SB Ramps (S) All PM 37.9 D 39.7 D 1.8
2) Palm Ave at All AM 41.4 D 48.9 D 7.5
I-805 NB Ramps (S) All PM 66.2 E 69.7 E 3.5
3) Palm Ave at All AM 119.7 F 133.1 F 13.4
Dennery Rd (S) All PM 188.4 F 218.5 F 30.1
4) Dennery Rd at EB AM 0.0 A 13.3 B 13.3
Project Driveway (U) EB PM 0.0 A 10.7 B 10.7
5) Dennery Rd at The EB AM 9.2 A 9.3 A 0.1
Landing Driveway (U) EB PM 10.7 B 11.3 B 0.6
6) Dennery Rd at All AM 16.5 B 17.6 B 1.1
Red Fin Ln (S) All PM 16.4 B 17.9 B 1.5
3) LOS: Level of Service. 4) Delta is the increase in delay.
Horizon Year Horizon Year plus Project
Notes: 1) Intersection Analysis - (S) Signalized, (U) Unsignalized. 2) Delay - HCM Average Control Delay in seconds.
TABLE 23: HORIZON YEAR 2062 PLUS PROJECT INTERSECTION TURN LANE QUEUING
Horizon Year
Intersection Peak Approach 95th %ile 95
th %ile Exceeds Distance
Hour Queue1 (feet) Queue
1 (feet)Storage? in feet
1) Palm Ave at AM WBL 500 (2)156 156 No NA
I-805 SB Ramps (S)AM SBL 1,850 (3)471 483 No NA
PM WBL 500 (2)217 234 No NA
PM SBL 1,850 (3)509 916 No NA
2) Palm Ave at AM WBR 1,000 (4)203 207 No NA
I-805 NB Ramps (S)AM NBR 1,450 (5)123 124 No NA
PM WBR 1,000 (4)202 330 No NA
PM NBR 1,450 (5)
230 354 No NA
3) Palm Ave at AM EBL 280 (2)328 331 Yes 51
Dennery Rd (S) AM SBR 95 (2)121 124 Yes 29
PM EBL 280 (2)301 308 Yes 28
PM SBR 95 (2)136 139 Yes 44
6) Dennery Rd at AM EBL 190 (2)58 79 No NA
Red Fin Ln (S)PM EBL 190 (2)115 207 Yes 17
Length in
Storage Horizon Year + Project
feet (notes)
Notes: WBL: Westbound Left. NBR: Northbound Right. EB: Eastbound. WB: Westbound. NBL: Northbound Left. NA: Not Applicable. (1)
Queue is 95th percentile from SimTraffic analysis. (2) Stop bar to end of turn lane striping. (3) The SB left and left-through lanes both extend
back to off-ramp gore approximately 1,850 feet from stop bar. (4) One of the dual right turn lanes is a continuation of one travel extending back
approximately 1,000 feet to Dennery Rd. (5) The NB dual right turn lanes extend back to off-ramp gore approximately 1,450 feet from stop bar.
BOLD = SimTraffic 95th %ile forecasted queue beyond storage bay capacity.
LOS Engineering, Inc. Nakano 221 Homes LMA
Traffic and Transportation 43 December 1, 2023
Figure 15: Horizon Year 2062 plus Project Volumes
570 1 1111 600 210 59
(770) (1) (1468)(447) (195) (54)
655 (540) 1342 (1409) 625 (709) 62 (59)
895 (921) 374 (624) 1351 (1849) 613 (1018) 515 (630) 790 (490)
175 (145) 298 (509) 450 (900) 200 (150)
60 1 389 600 53 110
(115) (1) (640) (750) (162) (250)
31 740 771 70 5 2
(133) (390) (523) (38) (5) (1)
30 (11) 67 (244) 3 (4)
113 (331) 371 (193)
122 (57)6 (30) 3 (10)
283 253 17 56 5 3
(791) (731) (41) (36) (3) (7)
46,932
ADT
61,060
ADT
21,364
ADT
14,402
ADT
14,402
ADT
No Scale
N
LEGEND
XX AM peak hour volumes at intersections
(YY) PM peak hour volumes at intersections
Z,ZZZ ADT volumes shown along segments
#Intersection Reference Number
to LOS Tables
Existing Roadways
Red
Coral
Ln
Ocean View
Hills Pkwy
Dennery
Rd
Dennery Rd
Palm Ave
Red
Fin Ln
21 3
Project
Location
Regatta Ln
4
5
4
2 31
Palm Ave
I-
8
0
5
SB
Ra
m
p
s
Project
Driveway
Palm Ave
I-
8
0
5
NB
Ra
m
p
s
Palm Ave
De
n
n
-
er
y
R
d
De
n
n
e
r
y
Rd
The
Landing
Island
Breeze Ln
Admiral
Wy
Black
Coral
Wy
Kentmere
Terrace
Proposed Roadways
City of Chula Vista
City of San DIego
21 3
Project
Location
4 5
6
4
2 31
Ocean View
Hills Pkwy
5 6
Dennery
Rd Re
d
Fi
n
L
n
Re
d
Co
r
a
l
Ln
The Landing
Driveway
De
n
n
e
r
y
Rd
LOS Engineering, Inc. Nakano 221 Homes LMA
Traffic and Transportation 44 December 1, 2023
TABLE 24: HORIZON YEAR 2062 PLUS PROJECT SEGMENT ADT VOLUMES AND LOS
Project
Segment Functional LOS E Daily Daily Daily Project %
Classification Capacity Volume V/C LOS Volume Volume V/C LOS of Total ADT
Dennery Road
Palm Ave to Regatta Ln 4 Lane Major 40,000 19,500 0.488 B 1,864 21,364 0.534 C 9%
Regatta Ln to Landing Dwy 4 Lane Major 40,000 12,500 0.313 A 1,902 14,402 0.360 A 13%
Landing Dwy to Red Coral 4 Lane Major 40,000 12,500 0.313 A 1,902 14,402 0.360 A 13%
Palm Avenue
I-805 SB Ramps to NB Ramps 5 Lane Major 45,000 46,000 1.022 F 932 46,932 1.043 F 2%
I-805 NB Ramps to Dennery Rd 7 Lane Prime 70,000 59,500 0.850 C 1,560 61,060 0.872 D 3%
Notes: Daily volume is a 24 hour volume. LOS: Level of Service. V/C: Volume to Capacity Ratio.
Horizon Year Horizon Year plus Project
Under Horizon Year 2062 plus Project conditions, the project adds more than 50 peak hour turn
moves or more than 500 daily trips to the study locations forecasted to operate at LOS E/F; and/or
has the potential to exceed the existing turn lane storage capacities at the following locations:
1) Intersection of Palm Ave/Dennery Rd.
a. Project would add 25 AM & 109 PM EB lefts under LOS F and exceed existing storage.
b. Project would add 100 AM & 47 PM SB rights under LOS F and exceed existing
storage.
c. City criteria states if project adds traffic and causes the 95th percentile queue to exceed
storage, then consider lengthening the pocket. The Owner/Permittee proposes the
following improvements with conceptual designs to demonstrate feasibility included in
Appendix O:
i. Extend the eastbound dual left turn storage bay with 280 feet of storage per lane
by an additional 85 feet of storage with appropriate taper for a total of 365 feet of
storage per lane under near-term conditions that will also accommodate the year
2062 forecasted 95th percentile queue of 331 feet.
ii. Extend the southbound right turn lane with 95 feet of storage by an additional 50
feet of storage with appropriate taper for a total of 145 feet of storage to
accommodate the maximum forecasted 95th percentile queue of 141 feet.
2) Intersection of Dennery Rd/Red Coral Ln/Red Fin Ln:
a. Project would add 130 PM peak hour EB u-turning vehicles and is forecasted to exceed
the existing left turn lane.
b. Owner/Permittee proposes to extend the eastbound left turn lane of 190 feet of storage
by an additional 50 feet of storage for a total of 240 feet of storage under Opening Year
2025 plus project conditions, which is forecasted to accommodate the forecasted 95th
percentile queue of 207 feet under Horizon Year 2062 plus Project traffic conditions.
3) Segment of Palm Ave between I-805 SB Ramps and I-805 NB Ramps:
a. Project adds 932 daily trips under forecasted LOS F conditions after the Caltrans
bridge widening.
b. No improvements are proposed because Caltrans has a circulated Environmental
Document (MND/EA) and a Ready to List (RTL) date of August 2023. The scope of
work and ultimate plan is as proposed in the MND/ED with details included in
Appendix S. Per ECP, Phase 1 (widening of the south side of the bridge on Palm
Ave) is fully funded for design. Funding for construction has not been acquired. As of
LOS Engineering, Inc. Nakano 221 Homes LMA
Traffic and Transportation 45 December 1, 2023
4/14/2023, City was awarded a $24M federal grant. Per ECP, additional funding is
needed for Phase 1 construction.
# # #
Appendix A
Local Mobility ½ Mile Study Area
Nakano LMA Appendix Page 1 of 194
NORTH Distance Mapping for Study Area (1/2 mile from center of project driveway intersection)
Nakano LMA Appendix Page 2 of 194
SOUTH Distance Mapping for Study Area (1/2 mile from center of project driveway intersection)
Nakano LMA Appendix Page 3 of 194
EAST Distance Mapping for Study Area (1/2 mile from center of project driveway intersection)
Nakano LMA Appendix Page 4 of 194
WEST Distance Mapping for Study Area (1/2 mile from center of project driveway intersection)
Nakano LMA Appendix Page 5 of 194
Appendix B
Excerpts from City of San Diego Bicycle Master Plan Update and Community Plan
Nakano LMA Appendix Page 6 of 194
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Nakano LMA Appendix Page 7 of 194
City of San Diego Bicycle Master Plan, December 2013
Existing Bicycle Routes
Nakano LMA Appendix Page 8 of 194
Nakano LMA Appendix Page 9 of 194
OTAY MESA COMMUNITY PLAN
Amendment
Date Approved by
Planning
Commission
Resolution
Number
Date Adopted by
City Council
Resolution Number
Otay Mesa Community Plan
Adopted
February 13, 2014 March 11, 2014 R-308810
Corrections to address
inconsistencies between the
Land Use and Zoning Map.
Minor map and text
corrections to show land use
and the removal of paper
streets from map figures
April 30, 2015 R-4685 June 2, 2015 R-309773
Otay Mesa Central Village February 23, 2017 April 13, 2017 R-311020
Specific Plan Adopted
Editor’s note: After the adoption of the Otay Mesa Community Plan, it was noticed that Figure 3-2 depicted the street classifications for Otay Pacific Drive,
Otay Pacific Place, and Las Californias incorrectly; these streets were classified pursuant to City Council Resolution R-307235 on January 10, 2012, which the
reclassification was not captured in all places in the Otay Mesa Community Update documents, including Figure 3-2; and therefore, Figure 3-2 in Document
Number R-308810 is replaced with Figure 3-2.
Nakano LMA Appendix Page 10 of 194
Otay Mesa Community Plan ME- 16
Nakano LMA Appendix Page 11 of 194
Appendix C
Transit Map and Schedules
Nakano LMA Appendix Page 12 of 194
Nakano LMA Appendix Page 13 of 194
Otay Mesa °Palm City °Imperial Beach °Nestor °Otay Mesa
A
Iris Ave.
Transit Center
DEPART
B
Dennery
Rd. @
Walmart
C
Palm Av.
&
Beyer Way
D
Palm Av.
Trolley
Station
E
Palm Av.
&
9th St.
F
Imperial
Beach Bl.
& 4th St.
G
13th St.
&
Iris Av.
H
Coronado
Av. &
Hollister St.
A
Iris Ave.
Transit Center
ARRIVE
5:08a 5:17a 5:24a 5:29a 5:36a 5:43a — 5:52a 6:02a
6:08 6:17 6:24 6:29 6:36 6:43 — 6:52 7:03
7:08 7:17 7:25 7:30 7:38 7:46 — 7:55 8:06
7:58 8:07 8:15 8:20 8:28 8:36 — 8:45 8:56
8:48 8:57 9:05 9:10 9:19 9:27 —9:36 9:47
9:38 9:48 9:56 10:01 10:10 10:18 — 10:27 10:39
10:18 10:28 10:36 10:41 10:50 10:58 — 11:07 11:19
10:48 10:58 11:06 11:11 11:20 11:28 —11:37 11:49
11:18 11:28 11:36 11:41 11:50 11:58 —12:08p 12:20p
11:47 11:57 12:05p 12:10p 12:19p 12:28p — 12:38 12:50
12:17p 12:27p 12:35 12:40 12:49 12:58 —1:08 1:20
12:47 12:57 1:05 1:10 1:19 1:28 — 1:38 1:50
1:17 1:27 1:35 1:40 1:49 1:58 — 2:08 2:20
1:45 1:56 2:04 2:09 2:19 2:28 — 2:38 2:50
2:15 2:26 2:35 2:40 2:50 2:59 —3:09 3:22
2:45 2:56 3:05 3:10 3:20 3:29 — 3:39 3:52
3:16 3:27 3:36 3:41 3:51 4:00 — 4:10 4:23
3:46 3:57 4:06 4:11 4:21 4:30 — 4:39 4:52
4:16 4:27 4:36 4:41 4:51 5:00 — 5:09 5:22
5:16 5:27 5:36 5:41 5:51 6:00 — 6:09 6:21
6:23 6:33 6:41 6:46 6:56 7:04 — 7:13 7:24
7:23 7:33 7:40 7:45 7:53 8:01 8:10 8:20
8:23 8:33 8:40 8:45 8:52 9:00 — 9:09 9:19
Otay Mesa °Nestor °Imperial Beach °Palm City °Otay Mesa
A
Iris Ave.
Transit Center
DEPART
H
Coronado
Av. &
Hollister St.
G
13th St.
&
Iris Av.
F
Imperial
Beach Bl.
& 4th St.
E
Palm Av.
&
9th St.
D
Palm Av.
Trolley
Station
C
Palm Av.
&
Beyer Way
B
Dennery
Rd. @
Walmart
A
Iris Ave.
Transit Center
ARRIVE
————6:50a 6:59a 7:04a 7:10a 7:22a
7:23a 7:32a — 7:41a 7:50 7:59 8:04 8:10 8:22
8:28 8:37 — 8:46 8:55 9:04 9:09 9:15 9:27
9:28 9:37 — 9:46 9:55 10:05 10:10 10:17 10:29
10:28 10:37 — 10:46 10:55 11:05 11:10 11:17 11:29
11:03 11:12 — 11:21 11:31 11:42 11:47 11:54 12:06p
11:32 11:41 — 11:50 12:00p 12:12p 12:17p 12:24p 12:36
12:01p 12:10p — 12:20p 12:30 12:42 12:47 12:54 1:06
12:30 12:39 — 12:49 12:59 1:11 1:16 1:23 1:35
1:00 1:09 — 1:19 1:29 1:41 1:46 1:53 2:05
1:30 1:39 — 1:49 1:59 2:11 2:16 2:24 2:36
2:00 2:09 — 2:19 2:29 2:41 2:46 2:54 3:06
2:30 2:39 — 2:49 2:59 3:11 3:16 3:24 3:36
3:00 3:09 — 3:19 3:29 3:41 3:46 3:54 4:06
3:32 3:41 — 3:51 4:01 4:13 4:18 4:26 4:38
4:02 4:11 — 4:21 4:31 4:41 4:46 4:54 5:06
5:02 5:11 — 5:20 5:30 5:40 5:45 5:53 6:05
5:58 6:07 — 6:16 6:25 6:35 6:40 6:48 6:59
6:58 7:07 — 7:16 7:25 7:34 7:39 7:46 7:57
7:59 8:08 — 8:17 8:25 8:33 8:38 8:45 8:56
9:00 9:08 — 9:17 9:25 9:32 9:37 9:43 9:54
Route 933A – Sunday / domingo Route 934A – Sunday / domingo
Imperial
Beach
pp
Fishing
Pier
San Diego
Bay
Sports
Park
pp
Mar Vista
H.S.
Southland hla
Plazaza
South Bay u
Community m
Park
Montgomery
H.S.
Front
Gate
Southwest
H.S.
Palmlm
Promenaderde
(Walmart)(rt)
Kaiser K
PermanenteermPark & Ride
Pa
c
i
f
i
c
O
c
e
a
n
O ta y R i v e r
Naval
Auxiliary Aux
Landing FieldLanding F
Montgomery- ontgomeo
Waller ParkWaller ParWa
Imperial
Beach
pp
Promenade
City
HallTijuana
Estuary
raryLibribrary
4t
h
S
t
4t
h
S
t
9t
h
S
t
Sa
t
u
r
n
B
l
Coronado Av
Satellite Bl
Del Sol Bl
Palm AvPalm Av
Tocay o Av Or
o
Vi
s
t
a
Rd
Iris Av
Iris AvIris Av
Imperial Beach Bl
Leon Av
Beyer Bl
Ho
l
l
i
s
t
e
r
S
t
9t
h
S
t
7t
h
S
t
13
t
h
S
t
Ho
l
l
i
s
t
e
r
S
t
B
e
y
e
r
B
l
Th
e
r
m
a
l
A
v
11
t
h
S
t
15
t
h
S
t
27
t
h
S
t
Pi
c
c
a
r
d
A
v
Se
a
c
o
a
s
t
D
r
3r
d
S
t
Ra
i
n
b
o
w
D
r
934A
933A
B
e
y
e
r
Bl
S
i
l
v
e
r
S
t
r
a
n
d
B
l
Oro V
i
s
t
a
R
d
2
5
t
h
S
t
B e y er W a y
Beyer Way
D
e
n
n
e
r
y
R
d
Smythe
A
v
O ta y M e s a Rd
P
i
c
a
d
or B
l
View Hills
Ocean
Pkwy
U
C
S
a
n
D
ie
g
o
Blu
e
L
i
n
e
5
5
805
805
905
75
IMPERIAL
BEACH
Palm
City
Nestors
Palm
City
Otay
Mesa
933
933
933
933
934
934
934
933
934
934
901
901 901 901
Iris Avenue Transit Center
UC San Diego Blue Line
901
929
905
932 950
906 907
Palm Avenue Trolley Station
, UC San Diego Blue Line932
F H
G
A
B
E D C
933
934
Timepoint and/or transfer point
Transfer point
A
Weekdays and Saturday only
Sunday only N
Thank you for riding MTS! ¡Gracias por viajar con MTS!
For more information on riding MTS services, pick up a Rider’s
Guide on a bus or at the Transit Store, or visit sdmts.com.
Para obtener más información sobre el uso de los servicios de
MTS, recoja un ‘Rider’s Guide’ en un autobús o en la Transit
Store, o visita a sdmts.com.
DIRECTORY / Directorio
MTS Information & Trip Planning
MTS Información y planeo de viaje
511
or/ó
(619) 233-3004
TTY/TDD (teletype for hearing impaired)
Teletipo para sordos
(619) 234-5005
or/ó
(888) 722-4889
InfoExpress (24-hour info via Touch-Tone phone)
Información las 24 horas (via teléfono de teclas)(619) 685-4900
Customer Service / Suggestions
Servicio al cliente / Sugerencias (619) 557-4555
MTS Security
MTS Seguridad (619) 595-4960
Lost & Found
Objetos extraviados (619) 233-3004
Transit Store
(619) 234-1060
12th & Imperial Transit Center
M–F 8am–5pm
For MTS online trip planning
Planifi cación de viajes por Internet sdmts.com
Alternative formats available upon request. Please call: (619) 557-4555 / Formato alternativo disponible al preguntar. Favor de llamar: (619) 557-4555
The schedules and other information shown in this timetable are subject to change. MTS does not assume responsibility for errors in timetables nor for any inconvenience caused by delayed buses.
Los horarios e información que se indican en este itinerario están sujetos a cambios. MTS no asume responsabilidad por errores en los itinerarios, ni por ningún perjuicio que se origine por los autobuses demorados.
A Saturday or Sunday schedule will be operated on the following holidays and observed holidays
Se operará con horario de sábado o domingo durante los siguientes días festivos y feriados observados
New Year’s Day, Presidents’ Day, Memorial Day, Independence Day,
Labor Day, Thanksgiving, Christmas>>>
ONE-WAY FARES / Tarifas Sencillas
Exact fare, please / Favor de pagar la cantidad exacta
Adult / Adulto $2.50
Senior/Disabled/Medicare*Personas Mayores/con Discapacidades/Medicare*$1.25
Youth (ages 6-18)*
Jóvenes (edades 6-18)*$2.50
DAY PASS (Regional) / Pase diario (Regional)
Adult / Adulto $6.00
Senior/Disabled/Medicare*Personas Mayores/con Discapacidades/Medicare*$3.00
Youth (ages 6-18)*
Jóvenes (edades 6-18)*$3.00
MONTHLY PASSES / Pases mensual
Adult / Adulto $72.00
Senior/Disabled/Medicare*Personas Mayores/con Discapacidades/Medicare*$23.00
Youth (ages 6-18)*
Jóvenes (edades 6-18)*$23.00
*Proof of eligibility required. Senior Eligibility: Age 65+ or born on or before September 1, 1959.
:LYLX\PLYL]LYPÄJHJP}UKLLSLNPIPSPKHK,SLNPIPSPKHKWHYH7LYZVUHZ4H`VYLZ!,KHK V
nacido en o antes del 1 de septiembre, 1959.
COMPASS CARDS / Tarjeta Compass
There is a $2 charge for Compass Cards, which can be reloaded for future use.
Hay un costo de $2 por la tarjeta Compass Card, la cual puede ser
recargada para usos futuros.
COMPASS CLOUD
Download the free Compass Cloud app on your Apple or Android phone.
Descargue la aplicación gratis Compass Cloud en su teléfono Apple o Android.
Visit sdmts.com/fares for more info. Visite sdmts.com/fares para más información.
sdmts.com
Route Alerts, Updated Schedules,
Connections & More
04/20
933
Iris Transit Center – Seacoast
via Imperial Beach Bl. or Palm Av.
°°°
°
Effective APRIL 12, 2020
934
DESTINATIONS
•°0TWLYPHS)LHJO7PLY
•°2HPZLY7LYTHULU[L
•°4HY=PZ[H/PNO:JOVVS
•°4VU[NVTLY`/PNO:JOVVS
•°5H]HS(\_PSPHY`3HUKPUN-PLSK
•°7HST7YVTLUHKL>HSTHY[
•°:V\[O^LZ[/PNO:JOVVS
•°0YPZ(]L
•°7HST(]L
TROLLEY
CONNECTIONS
Nakano LMA Appendix Page 14 of 194
Otay Mesa °Palm City °Imperial Beach °Nestor °Otay Mesa
A
Iris Ave.
Transit Center
DEPART
B
Dennery
Rd. @
Walmart
C
Palm Av.
&
Beyer Way
D
Palm Av.
Trolley
Station
E
Palm Av.
&
9th St.
F
Imperial
Beach Bl.
& 4th St.
G
13th St.
&
Iris Av.
H
Coronado
Av. &
Hollister St.
A
Iris Ave.
Transit Center
ARRIVE
4:38a 4:47a 4:54a 4:59a 5:05a 5:11a 5:17a 5:23a 5:33a
5:08 5:17 5:24 5:29 5:36 5:43 5:49 5:55 6:07
5:38 5:47 5:54 5:59 6:06 6:14 6:20 6:26 6:39
6:08 6:17 6:24 6:29 6:37 6:45 6:51 6:58 7:12
6:38 6:48 6:56 7:02 7:10 7:19 7:25 7:32 7:46
7:08 7:18 7:27 7:33 7:42 7:51 7:57 8:04 8:18
7:38 7:48 7:57 8:03 8:12 8:21 8:27 8:34 8:48
7:58 8:08 8:17 8:23 8:32 8:41 8:47 8:54 9:08
8:22 8:32 8:40 8:45 8:54 9:02 9:08 9:15 9:28
8:39 8:49 8:57 9:02 9:11 9:19 9:25 9:32 9:45
8:58 9:08 9:16 9:21 9:30 9:38 9:44 9:51 10:04
9:18 9:28 9:36 9:41 9:50 9:58 10:04 10:11 10:24
9:38 9:48 9:56 10:01 10:10 10:18 10:24 10:31 10:44
9:58 10:08 10:16 10:21 10:30 10:38 10:44 10:51 11:04
10:18 10:28 10:36 10:41 10:50 10:58 11:04 11:11 11:24
10:38 10:48 10:56 11:01 11:10 11:18 11:24 11:31 11:44
10:58 11:08 11:16 11:21 11:30 11:38 11:44 11:51 12:04p
11:18 11:28 11:36 11:41 11:50 11:58 12:04p 12:11p 12:24
11:38 11:48 11:56 12:01p 12:10p 12:18p 12:24 12:31 12:44
11:58 12:08p 12:16p 12:21 12:30 12:38 12:44 12:51 1:04
12:18p 12:28 12:36 12:41 12:50 12:58 1:04 1:11 1:24
12:38 12:48 12:56 1:01 1:10 1:18 1:24 1:31 1:44
12:58 1:08 1:16 1:21 1:30 1:38 1:44 1:51 2:04
1:18 1:28 1:36 1:41 1:50 1:58 2:04 2:11 2:24
1:38 1:49 1:57 2:02 2:12 2:20 2:26 2:34 2:47
1:58 2:09 2:17 2:22 2:32 2:40 2:46 2:54 3:07
2:15 2:26 2:35 2:40 2:50 2:59 3:06 3:15 3:29
2:35 2:46 2:55 3:01 3:11 3:20 3:28 3:37 3:52
2:55 3:06 3:15 3:21 3:31 3:40 3:48 3:57 4:12
3:14 3:25 3:34 3:40 3:50 3:59 4:07 4:16 4:31
3:34 3:45 3:54 4:00 4:10 4:19 4:27 4:36 4:51
3:54 4:05 4:14 4:20 4:30 4:39 4:47 4:56 5:11
4:14 4:25 4:34 4:40 4:50 4:59 5:07 5:16 5:31
4:34 4:45 4:54 5:00 5:11 5:19 5:26 5:34 5:48
4:54 5:05 5:14 5:20 5:31 5:39 5:46 5:54 6:08
5:14 5:25 5:34 5:40 5:51 5:59 6:06 6:14 6:28
5:34 5:45 5:54 5:59 6:09 6:17 6:23 6:31 6:43
5:54 6:05 6:13 6:18 6:28 6:36 6:42 6:49 7:00
6:14 6:25 6:33 6:38 6:48 6:56 7:02 7:09 7:20
6:38 6:49 6:57 7:02 7:11 7:19 7:25 7:32 7:42
7:08 7:18 7:26 7:31 7:39 7:47 7:53 8:00 8:10
7:38 7:48 7:55 8:00 8:08 8:16 8:22 8:28 8:38
8:08 8:18 8:25 8:30 8:38 8:46 8:52 8:58 9:08
8:38 8:48 8:55 9:00 9:07 9:15 9:21 9:27 9:37
9:38 9:48 9:55 10:00 10:07 10:15 10:21 10:27 10:37
10:39 10:48 10:54 10:59 11:05 11:12 11:18 11:24 11:34
11:39 11:48 11:54 11:59 12:05a 12:12a 12:18a 12:24a 12:34a
Otay Mesa °Palm City °Imperial Beach °Nestor °Otay Mesa
A
Iris Ave.
Transit Center
DEPART
B
Dennery
Rd. @
Walmart
C
Palm Av.
&
Beyer Way
D
Palm Av.
Trolley
Station
E
Palm Av.
&
9th St.
F
Imperial
Beach Bl.
& 4th St.
G
13th St.
&
Iris Av.
H
Coronado
Av. &
Hollister St.
A
Iris Ave.
Transit Center
ARRIVE
5:08a 5:17a 5:24a 5:29a 5:36a 5:43a 5:49a 5:55a 6:05a
6:08 6:17 6:24 6:29 6:36 6:43 6:49 6:56 7:07
6:38 6:47 6:55 7:00 7:08 7:16 7:22 7:29 7:40
7:08 7:17 7:25 7:30 7:38 7:46 7:52 7:59 8:10
7:38 7:47 7:55 8:00 8:08 8:16 8:22 8:29 8:40
7:58 8:07 8:15 8:20 8:28 8:36 8:42 8:49 9:00
8:22 8:31 8:39 8:44 8:53 9:01 9:07 9:14 9:25
8:39 8:48 8:56 9:01 9:10 9:18 9:24 9:31 9:42
8:58 9:07 9:15 9:20 9:29 9:37 9:43 9:50 10:01
9:18 9:28 9:36 9:41 9:50 9:58 10:04 10:11 10:23
9:38 9:48 9:56 10:01 10:10 10:18 10:24 10:31 10:43
9:58 10:08 10:16 10:21 10:30 10:38 10:44 10:51 11:03
10:18 10:28 10:36 10:41 10:50 10:58 11:04 11:11 11:23
10:38 10:48 10:56 11:01 11:10 11:18 11:24 11:31 11:43
10:58 11:08 11:16 11:21 11:30 11:38 11:44 11:51 12:03p
11:18 11:28 11:36 11:41 11:50 11:58 12:04p 12:11p 12:23
11:38 11:48 11:56 12:01p 12:10p 12:19p 12:25 12:32 12:44
11:58 12:08p 12:16p 12:21 12:30 12:39 12:45 12:52 1:04
12:18p 12:28 12:36 12:41 12:50 12:59 1:05 1:12 1:24
12:38 12:48 12:56 1:01 1:10 1:19 1:25 1:32 1:44
12:58 1:08 1:16 1:21 1:30 1:39 1:45 1:52 2:04
1:18 1:28 1:36 1:41 1:50 1:59 2:05 2:12 2:24
1:38 1:49 1:57 2:02 2:12 2:21 2:27 2:34 2:46
1:58 2:09 2:17 2:22 2:32 2:41 2:47 2:54 3:06
2:18 2:29 2:38 2:43 2:53 3:02 3:08 3:15 3:28
2:38 2:49 2:58 3:03 3:13 3:22 3:28 3:35 3:48
2:58 3:09 3:18 3:23 3:33 3:42 3:48 3:55 4:08
3:18 3:29 3:38 3:43 3:53 4:02 4:08 4:15 4:28
3:38 3:49 3:58 4:03 4:13 4:22 4:28 4:35 4:48
3:58 4:09 4:18 4:23 4:33 4:42 4:48 4:55 5:08
4:18 4:29 4:38 4:43 4:53 5:02 5:08 5:15 5:28
4:38 4:49 4:58 5:03 5:13 5:22 5:28 5:35 5:47
4:58 5:09 5:18 5:23 5:33 5:42 5:48 5:55 6:07
5:18 5:29 5:38 5:43 5:53 6:02 6:08 6:15 6:27
5:38 5:48 5:56 6:01 6:11 6:19 6:25 6:32 6:43
5:58 6:08 6:16 6:21 6:31 6:39 6:45 6:52 7:03
6:18 6:28 6:36 6:41 6:51 6:59 7:05 7:12 7:23
6:38 6:48 6:56 7:01 7:10 7:18 7:24 7:30 7:40
7:08 7:18 7:25 7:30 7:38 7:46 7:52 7:58 8:08
7:38 7:48 7:55 8:00 8:08 8:16 8:22 8:28 8:38
8:08 8:18 8:25 8:30 8:37 8:45 8:51 8:57 9:07
8:38 8:48 8:55 9:00 9:07 9:15 9:21 9:27 9:37
9:38 9:48 9:55 10:00 10:07 10:15 10:21 10:27 10:37
10:39 10:48 10:54 10:59 11:05 11:12 11:18 11:24 11:34
11:39 11:48 11:54 11:59 12:05a 12:12a 12:18a 12:24a 12:34a
Otay Mesa °Nestor °Imperial Beach °Palm City °Otay Mesa
A
Iris Ave.
Transit Center
DEPART
H
Coronado
Av. &
Hollister St.
G
13th St.
&
Iris Av.
F
Imperial
Beach Bl.
& 4th St.
E
Palm Av.
&
9th St.
D
Palm Av.
Trolley
Station
C
Palm Av.
&
Beyer Way
B
Dennery
Rd. @
Walmart
A
Iris Ave.
Transit Center
ARRIVE
4:38a 4:47a 4:54a 4:59a 5:05a 5:11a 5:17a 5:23a 5:33a
5:08 5:17 5:24 5:29 5:36 5:43 5:49 5:55 6:07
5:38 5:47 5:54 5:59 6:06 6:14 6:20 6:26 6:39
6:08 6:17 6:24 6:29 6:37 6:45 6:51 6:58 7:12
6:38 6:48 6:56 7:02 7:10 7:19 7:25 7:32 7:46
7:08 7:18 7:27 7:33 7:42 7:51 7:57 8:04 8:18
7:38 7:48 7:57 8:03 8:12 8:21 8:27 8:34 8:48
7:58 8:08 8:17 8:23 8:32 8:41 8:47 8:54 9:08
8:22 8:32 8:40 8:45 8:54 9:02 9:08 9:15 9:28
8:39 8:49 8:57 9:02 9:11 9:19 9:25 9:32 9:45
8:58 9:08 9:16 9:21 9:30 9:38 9:44 9:51 10:04
9:18 9:28 9:36 9:41 9:50 9:58 10:04 10:11 10:24
9:38 9:48 9:56 10:01 10:10 10:18 10:24 10:31 10:44
9:58 10:08 10:16 10:21 10:30 10:38 10:44 10:51 11:04
10:18 10:28 10:36 10:41 10:50 10:58 11:04 11:11 11:24
10:38 10:48 10:56 11:01 11:10 11:18 11:24 11:31 11:44
10:58 11:08 11:16 11:21 11:30 11:38 11:44 11:51 12:04p
11:18 11:28 11:36 11:41 11:50 11:58 12:04p 12:11p 12:24
11:38 11:48 11:56 12:01p 12:10p 12:18p 12:24 12:31 12:44
11:58 12:08p 12:16p 12:21 12:30 12:38 12:44 12:51 1:04
12:18p 12:28 12:36 12:41 12:50 12:58 1:04 1:11 1:24
12:38 12:48 12:56 1:01 1:10 1:18 1:24 1:31 1:44
12:58 1:08 1:16 1:21 1:30 1:38 1:44 1:51 2:04
1:18 1:28 1:36 1:41 1:50 1:58 2:04 2:11 2:24
1:38 1:49 1:57 2:02 2:12 2:20 2:26 2:34 2:47
1:58 2:09 2:17 2:22 2:32 2:40 2:46 2:54 3:07
2:15 2:26 2:35 2:40 2:50 2:59 3:06 3:15 3:29
2:35 2:46 2:55 3:01 3:11 3:20 3:28 3:37 3:52
2:55 3:06 3:15 3:21 3:31 3:40 3:48 3:57 4:12
3:14 3:25 3:34 3:40 3:50 3:59 4:07 4:16 4:31
3:34 3:45 3:54 4:00 4:10 4:19 4:27 4:36 4:51
3:54 4:05 4:14 4:20 4:30 4:39 4:47 4:56 5:11
4:14 4:25 4:34 4:40 4:50 4:59 5:07 5:16 5:31
4:34 4:45 4:54 5:00 5:11 5:19 5:26 5:34 5:48
4:54 5:05 5:14 5:20 5:31 5:39 5:46 5:54 6:08
5:14 5:25 5:34 5:40 5:51 5:59 6:06 6:14 6:28
5:34 5:45 5:54 5:59 6:09 6:17 6:23 6:31 6:43
5:54 6:05 6:13 6:18 6:28 6:36 6:42 6:49 7:00
6:14 6:25 6:33 6:38 6:48 6:56 7:02 7:09 7:20
6:38 6:49 6:57 7:02 7:11 7:19 7:25 7:32 7:42
7:08 7:18 7:26 7:31 7:39 7:47 7:53 8:00 8:10
7:38 7:48 7:55 8:00 8:08 8:16 8:22 8:28 8:38
8:08 8:18 8:25 8:30 8:38 8:46 8:52 8:58 9:08
8:38 8:48 8:55 9:00 9:07 9:15 9:21 9:27 9:37
9:38 9:48 9:55 10:00 10:07 10:15 10:21 10:27 10:37
10:39 10:48 10:54 10:59 11:05 11:12 11:18 11:24 11:34
11:39 11:48 11:54 11:59 12:05a 12:12a 12:18a 12:24a 12:34a
Otay Mesa °Nestor °Imperial Beach °Palm City °Otay Mesa
A
Iris Ave.
Transit Center
DEPART
H
Coronado
Av. &
Hollister St.
G
13th St.
&
Iris Av.
F
Imperial
Beach Bl.
& 4th St.
E
Palm Av.
&
9th St.
D
Palm Av.
Trolley
Station
C
Palm Av.
&
Beyer Way
B
Dennery
Rd. @
Walmart
A
Iris Ave.
Transit Center
ARRIVE
5:29a 5:36a 5:42a 5:48a 5:55a 6:02a 6:06a 6:12a 6:22a
5:59 6:06 6:12 6:18 6:25 6:33 6:37 6:43 6:54
6:28 6:36 6:42 6:48 6:56 7:05 7:10 7:16 7:27
6:58 7:06 7:12 7:19 7:27 7:36 7:41 7:47 7:59
7:18 7:27 7:33 7:40 7:49 7:58 8:03 8:09 8:21
7:38 7:47 7:53 8:00 8:09 8:18 8:23 8:29 8:41
7:58 8:07 8:13 8:20 8:29 8:38 8:43 8:49 9:01
8:18 8:27 8:33 8:40 8:49 8:58 9:03 9:09 9:21
8:38 8:47 8:53 9:00 9:09 9:18 9:23 9:29 9:41
8:58 9:07 9:13 9:20 9:29 9:38 9:43 9:49 10:01
9:18 9:27 9:34 9:41 9:50 10:00 10:05 10:12 10:24
9:38 9:47 9:54 10:01 10:10 10:20 10:25 10:32 10:44
9:58 10:07 10:14 10:21 10:30 10:40 10:45 10:52 11:04
10:18 10:27 10:34 10:41 10:50 11:00 11:05 11:12 11:24
10:38 10:47 10:54 11:01 11:10 11:20 11:25 11:32 11:44
10:58 11:07 11:14 11:21 11:30 11:40 11:45 11:52 12:04p
11:18 11:27 11:34 11:41 11:51 12:02p 12:07p 12:14p 12:26
11:38 11:47 11:54 12:01p 12:11p 12:23 12:28 12:35 12:47
11:58 12:07p 12:14p 12:21 12:31 12:43 12:48 12:55 1:07
12:18p 12:27 12:34 12:41 12:51 1:03 1:08 1:15 1:27
12:38 12:47 12:54 1:01 1:11 1:23 1:28 1:35 1:47
12:58 1:07 1:14 1:21 1:31 1:43 1:48 1:55 2:07
1:18 1:27 1:34 1:41 1:51 2:03 2:08 2:15 2:27
1:38 1:47 1:54 2:01 2:11 2:23 2:28 2:36 2:48
1:58 2:07 2:14 2:21 2:31 2:43 2:48 2:56 3:08
2:18 2:27 2:34 2:41 2:51 3:03 3:08 3:16 3:28
2:38 2:47 2:54 3:01 3:11 3:23 3:28 3:36 3:48
2:58 3:07 3:14 3:21 3:31 3:43 3:48 3:56 4:08
3:18 3:27 3:34 3:41 3:51 4:03 4:08 4:16 4:28
3:38 3:47 3:54 4:01 4:11 4:23 4:28 4:36 4:48
3:58 4:07 4:14 4:21 4:31 4:41 4:46 4:54 5:06
4:18 4:27 4:34 4:41 4:51 5:01 5:06 5:14 5:26
4:38 4:47 4:54 5:01 5:11 5:21 5:26 5:34 5:46
4:58 5:07 5:14 5:21 5:31 5:41 5:46 5:54 6:06
5:18 5:27 5:34 5:40 5:50 6:00 6:05 6:13 6:25
5:38 5:47 5:54 6:00 6:10 6:20 6:25 6:33 6:45
5:58 6:07 6:14 6:20 6:29 6:39 6:44 6:52 7:03
6:18 6:27 6:34 6:40 6:49 6:59 7:04 7:12 7:23
6:38 6:47 6:54 7:00 7:09 7:19 7:24 7:32 7:43
6:58 7:07 7:14 7:20 7:29 7:38 7:43 7:50 8:01
7:28 7:37 7:44 7:50 7:58 8:07 8:12 8:19 8:30
7:58 8:07 8:13 8:19 8:27 8:35 — — —
8:44 8:52 8:58 9:04 9:12 9:20 9:25 9:31 9:42
9:43 9:51 9:57 10:03 10:11 10:18 10:23 10:29 10:40
10:43 10:51 10:57 11:03 11:11 11:18 11:23 11:29 11:40
11:59 12:06a 12:12a 12:17a 12:25a 12:32a 12:37a 12:43a 12:54a
Route 933 – Monday through Friday / lunes a viernes
Route 933 – Saturday / sábado
Route 934 – Monday through Friday / lunes a viernes
Route 934 – Saturday / sábado
EASY FARES!
WAY
Load money on your Compass Card.
COMPASS CASH
Compass Service Center
(619) 595-5636
sdmts.com
Great for One-Ways.
Follow prompts on machine
to load value.
Just tap and ride!
CHANGING THE WAY
SAN DIEGO MOVES
Free mobile ticketing app
COMPASS CLOUD
• One-Day & 30-Day Passes, Special Events
• Good on Buses, Trolley, SPRINTER & COASTER
• Multiple Riders per Phone
• Fast. Easy. Convenient.
sdmts.com/compass-cloud
Nakano LMA Appendix Page 15 of 194
Appendix D
City of San Diego Roadway Segment Capacity Table
Nakano LMA Appendix Page 16 of 194
Appendix B: 1
TSM: APPENDIX F
Roadway Segment LOS by Classification and
Average Daily Traffic (ADT)
Table Appendix F-1 provides street classifications and associated LOS thresholds dependent on
the roadway’s average daily traffic (ADT).
TABLE APPENDIX F-1
ROADWAY CLASSIFICATIONS, LOS, AND AVERAGE DAILY TRAFFIC (ADT)
STREET
CLASSIFICATION LANES
LEVEL OF SERVICE
A B C D E
Expressway 8 lanes 40,000 56,000 80,000 93,500 107,000
Expressway 7 lanes 35,000 49,000 70,000 82,000 93,500
Expressway 6 lanes 30,000 42,000 60,000 70,000 80,000
Prime Arterial1 8 lanes 35,000 50,000 70,000 75,000 80,000
Prime Arterial1 7 lanes 30,000 42,500 60,000 65,000 70,000
Prime Arterial 6 lanes 25,000 35,000 50,000 55,000 60,000
Prime Arterial10 5 lanes 20,000 28,000 40,000 45,000 50,000
Prime Arterial11 4 lanes 17,500 24,500 35,000 40,000 45,000
Major Arterial2 7 lanes 22,500 31,500 45,000 50,000 55,000
Major Arterial 6 lanes 20,000 28,000 40,000 45,000 50,000
Major Arterial3 5 lanes 17,500 24,500 35,000 40,000 45,000
Major Arterial 4 lanes 15,000 21,000 30,000 35,000 40,000
Major Arterial 3 lanes 11,250 15,750 22,500 26,250 30,000
Major Arterial 2 lanes 7,500 10,500 15,000 17,500 20,000
Major Arterial
(one-way)4 3 lanes 12,500 16,500 22,500 25,000 27,500
Major Arterial
(one-way)5 2 lanes 10,000 13,000 17,500 20,000 22,500
Nakano LMA Appendix Page 17 of 194
Appendix B: 2
TSM: APPENDIX F
STREET
CLASSIFICATION LANES
LEVEL OF SERVICE
A B C D E
Collector
(with two-way left turn
lane)
5 lanes 12,500 17,500 25,000 30,750 37,500
Collector
(with two-way left turn
lane)
4 lanes 10,000 14,000 20,000 25,000 30,000
Collector
(with two-way left turn
lane)
3 lanes 7,500 10,500 15,000 18,750 22,500
Collector
(with two-way left turn
lane)
2 lanes 5,000 7,000 10,000 13,000 15,000
Collector (without two-way
left turn lane) 4 lanes 5,000 7,000 10,000 13,000 15,000
Collector (without two-way
left turn lane)6 3 lanes 4,000 5,000 7,500 10,000 11,000
Collector (without two-way
left turn lane) 2 lanes 2,500 3,500 5,000 6,500 8,000
Collector (with no fronting
property) 2 lanes 4,000 5,500 7,500 9,000 10,000
Collector (one-way)7 3 lanes 11,000 14,000 19,000 22,500 26,000
Collector (one-way)8 2 lanes 7,500 9,500 12,500 15,000 17,500
Collector (one-way)9 1 lane 2,500 3,500 5,000 6,500 7,500
Sub-Collector (Single-
family) 2 lanes -- -- 2,200 -- --
Notes:
The volumes and the average daily level of service listed above are only intended as a general planning guideline. Levels of
service are not applied to residential streets since their primary purpose is to serve abutting lots, not carry through traffic.
Levels of service normally apply to roads carrying through traffic between major trip generators and attractors.
1Calculated assuming that each additional lane above a 6-Ln Arterial adds 5,000 ADT for LOS A, 7,500 ADT for LOS B and
10,000 ADT for LOS C, D, and E
2Calculated assuming that ADT is 1/2 way between steps of a 6-Ln Major Arterial & 6 Ln Prime Arterial
3Calculated assuming that ADT is 1/2 way between steps of a 4-Ln Major Arterial & 6 Ln Major Arterial
4Calculated using: Capacity = 0.5 (6-Ln Major (2-way) + Added Capacity of 2,500 ADT)
5Calculated using: Capacity = 0.5 (4-Ln Major (2-way) + Added Capacity of 2,500 ADT)
6Calculated using: Capacity = 4-Ln Collector (no center lane) * (3/4)
7Calculated using: Capacity = 2-Ln Collector (one-way) * (3/2)
8Calculated using: Capacity = 0.5 (4-Ln Collector w/continuous left turn lane) + Added Capacity of 2,500 ADT)
9Calculated using: Capacity = 0.5 (2-Ln Collector w/ continuous left turn lane). Capacity took into account parking friction
from both sides of roadway
10 Calculated by applying same differences between 8-Ln Prime & 7-Ln Prime & 7-Ln Prime & 6-Ln Prime
11 Calculated assuming ratio between 6-Ln Prime & 6-Ln Major applied to 4-Ln Major
Nakano LMA Appendix Page 18 of 194
Appendix E
Excerpts from City of San Diego TSM for Roadway Improvement Criteria
Nakano LMA Appendix Page 19 of 194
Transportation
Study Manual (TSM)
DATE: 09/29/2020
Nakano LMA Appendix Page 20 of 194
33
TSM
Local Mobility Analysis (LMA)
The Local Mobility Analysis (LMA) evaluates the effects of a development project on mobility, access,
circulation, and related safety elements in the proximate area of the project. The LMA has the
following objectives:
• Ensures that improvements identified in the Community Plan that support multi-modal
circulation and access are constructed when needed.
• Identifies improvements needed to support and promote active transportation and transit
modes.
• Ensures the project provides connections to the active transportation network and transit
system.
• Addresses issues related to operations and safety for all transportation modes.
DETERMINING STUDY REQUIREMENTS
Screening Criteria
All projects must complete an LMA unless they meet the following screening criteria:
• Consistent with community plan and zoning designation and generates less than 1,000 daily
unadjusted driveway vehicle trips
• Inconsistent with community plan or zoning designation and generates less than 500 daily
unadjusted driveway vehicle trips
• Within the Downtown Community Planning Area and generates less than 2,400 daily
unadjusted trips.5
The screening criteria provided serve as a guide to determine study requirements. City staff may
determine additional study requirements apply due to location, project complexity, local
transportation system complexity, or other local context. City staff will provide a written response to
5 Projects that exceed this threshold shall comply with mitigation measure TRF-A.1.1-2 of the Downtown
Community Plan & Downtown Mobility Plan FEIR/SEIR Mitigation Monitoring and Reporting Program.
Nakano LMA Appendix Page 21 of 194
34
TSM
the PIF and request a meeting with the applicant/consultant if the City has identified the need to
perform an LMA despite meeting the screening criteria listed above.
Extents of Study
The extents of the LMA study will be determined for each mode as follows:
• Pedestrian: Documentation of pedestrian facilities and basic deficiencies (missing sidewalk,
curb ramps, and major obstructions) within ½ mile walking distance measured from each
pedestrian access point (for example, driveways, internal project sidewalk connections to the
street, etc.).
• Bicycle: Documentation of bicycle facilities and basic deficiencies (bike lane gaps, obstructions)
within ½ mile bicycling distance measured from the center of the intersection formed by each
project driveway.
• Transit: Identification of the closest transit routes and stops to the project. If the transit stops
are within ½ mile walking distance of each pedestrian access point, the condition of the stop
amenities must be described/evaluated.
• Intersection Operations: Intersections are focal points within a mobility network where
multiple modes interact and at times, conflict, in their movements. Understanding
intersection operations is essential for understanding circulation and safety for all modes
that traverse through the intersection.
o For Projects that generate less than 2,400 daily final driveway 6 trips the typical study
intersections are as follows:
All signalized intersections and signalized project driveways located within ½
mile path of travel distance measured from the center of the intersection
formed by each project driveway AND the project will add 50 or more peak
hour final primary (cumulative) trips6 to any turning movement at the
intersection.
All unsignalized intersections (side street stop controlled, all-way stop-
controlled, and roundabouts) and unsignalized project driveways located
within ½ mile path of travel distance measured from the center of the
6 Refer to the trip generation chart in the Study Initiation chapter for trip generation definitions.
Nakano LMA Appendix Page 22 of 194
35
TSM
intersection formed by each project driveway AND the project will add 50 or
more peak hour final primary (cumulative) trips6 in either direction.
All freeway ramp terminal intersections where a project adds 50 or more
peak hour final primary (cumulative) (AM or PM)6 net new trips in either
direction must be analyzed regardless of their distance from the project site.
o For Projects that generate more than 2,400 daily final driveway6 trips the typical
study intersections are as follows:
All signalized intersections and signalized project driveways where the project
will add 50 or more peak hour final primary (cumulative) trips6 to any turning
movement at the intersection.
All unsignalized intersections (side street stop controlled, all-way stop-
controlled, and roundabouts) and unsignalized project driveways where the
project will add 50 or more peak hour final primary (cumulative) trips6 on any
approach.
All freeway ramp terminal intersections where a project adds 50 or more peak
hour final primary (cumulative) (AM or PM)6 net new trips on any approach
must be analyzed regardless of their distance from the project site.
• Roadway Segments: The study area should include any roadway segments where the project
adds 1,000 or more daily final primary trips (cumulative trips)6 if consistent with the
Community Plan, or 500 or more daily final primary trips (cumulative trips) 6 if inconsistent
with the Community Plan AND:
o Have improvements identified in the community plan; OR
o Not built to the community plan ultimate classification (including planned new
circulation element roadways).
• City staff may determine additional study requirements apply due to location, project
complexity, local transportation system complexity, or other local context.
For purposes of determining the extent of a the LMA, a project applicant may not segment or
piecemeal project submittals to avoid studying a greater project area. If two or more adjacent and
similar (in land uses and/or applicant/owner) are submitted as two separate projects within a two-
year timeframe of each other, City staff may determine if a larger study area is needed based on the
combined trip generation of the projects.
Nakano LMA Appendix Page 23 of 194
36
TSM
The following graphic provides additional guidance on determining the extents of the study for a
project that generates less than 2,400 final daily driveway trips.
Study Scenarios
The following scenarios should be evaluated for the LMA:
• Existing Conditions
• Opening Year No Project Conditions: Analysis of the project’s opening year. The traffic volumes
should include any reasonably foreseeable projects and/or other ambient growth
(background traffic that occurs naturally due to general population growth). Historical growth
rates should be used to estimate ambient growth.
Nakano LMA Appendix Page 24 of 194
37
TSM
• Opening Year Plus Project Conditions: Analysis of the opening year volumes generated in the
step above plus the project generated traffic.
• Phased Analysis: If the project is a large multi-phased development in which several stages of
development activity are planned, each phase of the project may need to be evaluated to
coincide with each major stage of development or increment of area transportation
improvements. For example: Existing, Opening Year of Phase 1, Opening Year of Phase 2, etc.
• Horizon Year Analysis (Community Plan Amendments or Rezones): If the project requires a
Community Plan Amendment or a rezone, community buildout horizon year analysis may be
required. Coordinate with the Development Services Department’s Transportation
Development Section staff for study scenario requirements related to Community Plan
Amendments or rezones.
Study Periods
The following study periods shall be analyzed:
• The morning and afternoon peak commute hours are analyzed, unless the land use is atypical
and an alternate/additional study period is identified by City Staff. The peak hours are based
on traffic counts (the procedure for collecting counts is described in the following section). For
typical commute hours, the peak hour will fall between 7:00-9:00 AM and 4:00-6:00 PM.
• For areas near beaches or Mission Bay, the peak hours are during summer months (between
Memorial Day and Labor Day, when public schools are not in session).
• Other timeframes may be required based on the project land uses and unique
characteristics of the project.
Nakano LMA Appendix Page 25 of 194
38
TSM
CONDUCTING THE LOCAL MOBILITY ANALYSIS
Identifying Existing Conditions
A project is required to document the existing conditions of the local mobility system in the study area
as identified in the “Extents of Study” section above, including field observations of biking, walking,
transit, and roadway conditions/operations during study periods.
Existing conditions may include, but are not limited to, the following areas:
• Field Reconnaissance of:
o Pedestrian facilities and observations on use of facilities
o Bicycle facilities and observations on use of facilities
o Location of nearby transit stops and observations of use of facilities
o Roadway configurations, geometric features, sight distance, intersection lane
configurations, intersection operations, presence of closely spaced or offset driveways or
intersections, uneven lane utilization
o Length of available turn lane storage and observations of typical maximum vehicle queues
o Confirmation of traffic signal phasing and timing (from plans obtained from the City or
Caltrans)
o Adjacent land uses
o Ramp meter queues and spill back onto local streets
• Transportation Data Collection
o New transportation data is required if available data is older than two years, or if
warranted by other changes in built environment conditions.
o Pedestrian Counts: For each crosswalk leg at each study intersection.
o Bicycle Counts: Turning movement counts at each study intersection.
o Transit stations, routes, provision of bus-only lanes and/or turn-outs, and schedules.
o Study period traffic counts: For typical commute hours, intersection turning movement
data should be collected on Tuesday, Wednesday, or Thursday between 7:00-9:00 AM and
4:00-6:00 PM during non-holiday periods and not on the week of a holiday under fair
Nakano LMA Appendix Page 26 of 194
39
TSM
weather conditions. Counts should be taken when school is in session. Any intersection
counts should include pedestrian and bicycle counts. For areas near beaches or Mission
Bay, counts should be taken during summer months (between Memorial Day and Labor
Day when public school is not in session) or should be adjusted to reflect typical summer
conditions. Any deviation should be discussed with City Staff.
o If the project is a redevelopment project of which the existing uses are in operation at the
time that the transportation data is collected, the trips associated with the existing use
should be calculated by conducting driveway counts at all existing site driveways. The site
trips should then be distributed to the study intersections and subtracted from the
intersection traffic counts to represent the traffic volumes that would be present if the
existing use were not in operation.
Analysis Methodology
Pedestrian Analysis
Pedestrian analysis should primarily focus on pedestrian connectivity, walkshed analysis, presence of
adequate facilities, etc. However, in dense, urban environments featuring substantial pedestrian
volumes, analysis of pedestrian facilities (i.e., sidewalks and crosswalks) may be required in
accordance with the latest version of the HCM. Mid-block pedestrian crossing treatments should also
be evaluated using available research and recommendations. Applicants should coordinate with the
Development Services Department’s Transportation Development Section on the need to perform
HCM pedestrian analysis.
Bicycle Analysis
Project effects on existing and proposed bicycle facilities should be reviewed in consideration of the
following:
• Bicycle analysis should primarily focus on bicycle connectivity, bikeshed analysis, presence of
adequate facilities, etc.
• Consistency with the City’s Bicycle Master Plan and the Community’s Bicycle Mobility Element
• On-site bike parking supply as well as bikeshare bicycles that may be parked/stored on public
sidewalks
Nakano LMA Appendix Page 27 of 194
40
TSM
Transit Analysis
Project effects on the transportation system should be evaluated in consideration of the following:
• Increased travel time for buses that could adversely affect on-time performance (intersection
delay, corridor delay, movement delay (for transit))
• Conflicts (e.g., weaving, sight distance, etc.) involving buses at stop due to nearby driveways
• Planned and/or proposed transit improvements and stops identified in community plans,
the RTIP and/or RTP within the study area
Project effects on transit system ridership is not typically considered an issue but may be evaluated
under special circumstances (e.g., new office building along a bus line that already has substantial
peak period ridership).
Systemic Safety Review
Study intersections should be compared to the City of San Diego Systemic Safety: The Data-Driven
Path to Vision Zero 7 report to determine if a study intersection meets any hot spot criteria identified
in Appendix C: Identification of Systemic Hotspots of the report. If a study intersection meets any of
the criteria, the applicant should evaluate any potential countermeasures and coordinate with the
Development Services Department Transportation Development Section staff to determine
appropriate intersection improvements.
Signalized Intersections
Traffic operational impacts at signalized intersections shall be analyzed using standard or state-of-
the-practice procedures consistent with the latest edition of the Highway Capacity Manual (HCM)
published by the Transportation Research Board.
The following provides general guidelines for the parameters necessary to perform the analysis. For
existing and opening year conditions within five years of commencement of the LMA, the parameters
should generally be based on field measurements taken during traffic data collection or field
7 https://www.sandiego.gov/sites/default/files/systemic-safety-the-data-driven-path-to-vision-zero.pdf
Nakano LMA Appendix Page 28 of 194
Appendix F
Otay Mesa and Otay Mesa-Nestor Community Plan Roadway Classifications
Nakano LMA Appendix Page 29 of 194
Nakano LMA Appendix Page 30 of 194
OTAY MESA COMMUNITY PLAN
Amendment
Date Approved by
Planning
Commission
Resolution
Number
Date Adopted by
City Council
Resolution Number
Otay Mesa Community Plan
Adopted
February 13, 2014 March 11, 2014 R-308810
Corrections to address
inconsistencies between the
Land Use and Zoning Map.
Minor map and text
corrections to show land use
and the removal of paper
streets from map figures
April 30, 2015 R-4685 June 2, 2015 R-309773
Otay Mesa Central Village February 23, 2017 April 13, 2017 R-311020
Specific Plan Adopted
Editor’s note: After the adoption of the Otay Mesa Community Plan, it was noticed that Figure 3-2 depicted the street classifications for Otay Pacific Drive,
Otay Pacific Place, and Las Californias incorrectly; these streets were classified pursuant to City Council Resolution R-307235 on January 10, 2012, which the
reclassification was not captured in all places in the Otay Mesa Community Update documents, including Figure 3-2; and therefore, Figure 3-2 in Document
Number R-308810 is replaced with Figure 3-2.
Nakano LMA Appendix Page 31 of 194
Nakano LMA Appendix Page 32 of 194
- i -
OTAY MESA-NESTOR
COMMUNITY PLAN
Printed on recycled paper.
This information, or this document (or portions thereof), will be made available in alternative formats upon request.
Nakano LMA Appendix Page 33 of 194
Otay Mesa-Nestor Community Plan
- ii -
OTAY MESA-NESTOR COMMUNITY PLAN
The following amendments have been incorporated into this March 2007 posting of this Plan:
Amendment
Date Approved
by Planning
Commission
Resolution
Number
Date Adopted by
City Council
Resolution
Number
Adopted the Otay Mesa-Nestor
Community Plan Update
December 12, 1996 2331-PC May 6, 1997 R-288632
Certified Environmental Negative Declaration No. 95-0233 on May 6, 1997 by R-288630
Certified by the California Coastal Commission on August 13, 1997
by Amendment No. 1-97B/Otay Mesa-Nestor Community Plan
(Editors Note: In an effort to create a single, comprehensive document, this Otay Mesa-
Nestor Community Plan has been reformatted.)
Nakano LMA Appendix Page 34 of 194
APPENDIX 6 TRANSPORTATION FACILITIES
Figure 5. Street Classification with Future Traffic Volumes
Nakano LMA Appendix Page 35 of 194
Appendix G
Count Data
Nakano LMA Appendix Page 36 of 194
PO Box 1178
Corona, CA 92880
951-268-6268
Location: 2/5/2020
N/S: WEDNESDAY
E/W:143‐20078
NL NT NR SL ST SR EL ET ER WL WT WR TOTAL
0 0 0 108 0 99 0 165 30 69 61 0 532
0 0 0 157 1 174 0 217 35 71 87 0 742
0 0 0 185 1 145 0 217 43 77 107 0 775
0 0 0 197 0 149 0 252 57 69 77 0 801
0 0 0 220 0 142 0 253 52 56 85 0 808
0 0 0 234 0 99 0 215 46 59 72 0 725
0 0 0 167 0 81 0 190 34 52 78 0 602
0 0 0 222 0 115 0 139 40 54 53 0 623
0 0 0 1490 2 1004 0 1648 337 507 620 0 5608
715 AM
NL NT NR SL ST SR EL ET ER WL WT WR TOTAL
0 0 0 759 2 610 0 939 187 273 356 0 3126
0.967
NL NT NR SL ST SR EL ET ER WL WT WR TOTAL
000000030000 3
000000010030 4
000000000000 0
000000000000 0
000000000000 0
000000000000 0
000000000000 0
000000000000 0
000000040030 7
NL NT NR SL ST SR EL ET ER WL WT WR TOTAL
000000010030 4
TOTAL
0
1
1
0
1
2
1
0
6
TOTAL
3
4200
2100
North Leg South Leg East Leg West Leg
0
0
0
0
0
0
0
0
0
0
0
0
0
0
1
0
1
0
TOTAL VOLUMES:
PEAK VOLUMES:
0
1
1
0
0
2
0
0
7:45 AM
8:00 AM
8:15 AM
8:30 AM
8:45 AM
7:00 AM
7:15 AM
7:30 AM
Pedestrian Counts
I‐805 SB Ramps I‐805 SB Ramps Palm Avenue Palm Avenue
0
0
0
North Leg South Leg East Leg West Leg
0
0
0
Vehicle Counts
Bicycle Counts
PEAK VOLUMES:
I‐805 SB Ramps I‐805 SB Ramps Palm Avenue Palm Avenue
Northbound Southbound Eastbound Westbound
TOTAL VOLUMES:
Count Period:
Peak Hour:
7:00 AM to 9:00 AM
7:15 AM to 8:15 AM
Date:
Day:
Project #
TURNING MOVEMENT COUNT
San Diego
I‐805 SB Ramps
Palm Avenue
Palm Avenue
Eastbound Westbound
I‐805 SB Ramps
Northbound
I‐805 SB Ramps
Southbound
Palm Avenue
8:45 AM
7:00 AM
7:15 AM
7:30 AM
7:45 AM
8:00 AM
8:15 AM
8:30 AM
TOTAL VOLUMES:
PEAK VOLUMES:
PEAK HR FACTOR:
AM Peak Hr Begins at:
8:30 AM
8:45 AM
7:45 AM
8:00 AM
8:15 AM
0.000 0.947 0.911 0.855
7:00 AM
7:15 AM
7:30 AM
Nakano LMA Appendix Page 37 of 194
PO Box 1178
Corona, CA 92880
951-268-6268
Location: 2/5/2020
N/S: WEDNESDAY
E/W:143‐20078
NL NT NR SL ST SR EL ET ER WL WT WR TOTAL
0 0 0 255 2 172 0 194 31 106 124 0 884
0 0 0 261 0 191 0 210 47 109 128 0 946
0 0 0 277 1 210 0 226 41 83 118 0 956
0 0 0 296 0 192 0 205 26 91 115 0 925
0 0 0 295 2 196 0 224 39 115 112 0 983
0 0 0 308 0 207 0 189 48 83 109 0 944
0 0 0 289 3 218 0 199 36 105 108 0 958
0 0 0 294 2 190 0 197 31 101 100 0 915
0 0 0 2275 10 1576 0 1644 299 793 914 0 7511
445 PM
NL NT NR SL ST SR EL ET ER WL WT WR TOTAL
0 0 0 1188 5 813 0 817 149 394 444 0 3810
0.969
NL NT NR SL ST SR EL ET ER WL WT WR TOTAL
000000000000 0
000000000000 0
000000000000 0
000000000000 0
000000010020 3
000000000000 0
000000010000 1
000000000000 0
000000020020 4
NL NT NR SL ST SR EL ET ER WL WT WR TOTAL
000000020020 4
.
TOTAL
0
2
2
1
0
0
1
0
6
TOTAL
2
Peak Hour: 4:45 PM to 5:45 PM
San Diego Date:
I‐805 SB Ramps Day:
Palm Avenue Project #
TURNING MOVEMENT COUNT
Count Period: 4:00 PM to 6:00 PM
WestboundNorthbound Southbound Eastbound
Vehicle Counts
I‐805 SB Ramps I‐805 SB Ramps Palm Avenue Palm Avenue
4:00 PM
4:15 PM
4:30 PM
TOTAL VOLUMES:
PM Peak Hr Begins at:
PEAK VOLUMES:
4:45 PM
5:00 PM
5:15 PM
5:30 PM
5:45 PM
Palm Avenue
Northbound Southbound Eastbound Westbound
PEAK HR FACTOR:0.000 0.974 0.918 0.923
Bicycle Counts
I‐805 SB Ramps I‐805 SB Ramps Palm Avenue
4:00 PM
5:45 PM
TOTAL VOLUMES:
4:15 PM
4:30 PM
4:45 PM
5:00 PM
5:15 PM
5:30 PM
North Leg South Leg East Leg West Leg
PEAK VOLUMES:
Pedestrian Counts
I‐805 SB Ramps I‐805 SB Ramps Palm Avenue Palm Avenue
4:00 PM 0000
4:15 PM 1100
4:30 PM 2000
4:45 PM 1000
5:00 PM 0000
5:15 PM 0000
5:30 PM 1000
5:45 PM 0000
PEAK VOLUMES:2000
TOTAL VOLUMES:5100
North Leg South Leg East Leg West Leg
Nakano LMA Appendix Page 38 of 194
PO Box 1178
Corona, CA 92880
951-268-6268
Location: 2/5/2020
N/S: WEDNESDAY
E/W:143‐20078
NL NT NR SL ST SR EL ET ER WL WT WR TOTAL
15 0 71 0 0 0 137 143 0 0 120 253 739
23 0 70 0 0 0 169 195 0 0 138 271 866
33 2 67 0 0 0 174 229 0 0 151 266 922
17 0 72 0 0 0 172 271 0 0 129 289 950
22 0 80 0 0 0 177 297 0 0 119 246 941
19 1 80 0 0 0 155 303 0 0 113 301 972
21 1 87 0 0 0 127 228 0 0 103 210 777
14 1 84 0 0 0 89 262 0 0 96 204 750
164 5 611 0 0 0 1200 1928 0 0 969 2040 6917
730 AM
NL NT NR SL ST SR EL ET ER WL WT WR TOTAL
91 3 299 0 0 0 678 1100 0 0 512 1102 3785
0.974
NL NT NR SL ST SR EL ET ER WL WT WR TOTAL
000000030000 3
000000010020 3
000000000000 0
000000000000 0
000000000000 0
000000000000 0
000000000000 0
000000000000 0
000000040020 6
NL NT NR SL ST SR EL ET ER WL WT WR TOTAL
000000000000 0
TOTAL
0
0
0
0
1
0
1
2
4
TOTAL
1
0400
0100
North Leg South Leg East Leg West Leg
0
0
0
0
0
0
0
0
0
0
0
0
0
0
1
0
1
2
TOTAL VOLUMES:
PEAK VOLUMES:
0
0
0
0
0
0
0
0
7:45 AM
8:00 AM
8:15 AM
8:30 AM
8:45 AM
7:00 AM
7:15 AM
7:30 AM
Pedestrian Counts
I‐805 NB Ramps I‐805 NB Ramps Palm Avenue Palm Avenue
0
0
0
North Leg South Leg East Leg West Leg
0
0
0
Vehicle Counts
Bicycle Counts
PEAK VOLUMES:
I‐805 NB Ramps I‐805 NB Ramps Palm Avenue Palm Avenue
Northbound Southbound Eastbound Westbound
TOTAL VOLUMES:
Count Period:
Peak Hour:
7:00 AM to 9:00 AM
7:30 AM to 8:30 AM
Date:
Day:
Project #
TURNING MOVEMENT COUNT
San Diego
I‐805 NB Ramps
Palm Avenue
Palm Avenue
Eastbound Westbound
I‐805 NB Ramps
Northbound
I‐805 NB Ramps
Southbound
Palm Avenue
8:45 AM
7:00 AM
7:15 AM
7:30 AM
7:45 AM
8:00 AM
8:15 AM
8:30 AM
TOTAL VOLUMES:
PEAK VOLUMES:
PEAK HR FACTOR:
AM Peak Hr Begins at:
8:30 AM
8:45 AM
7:45 AM
8:00 AM
8:15 AM
0.963 0.000 0.938 0.965
7:00 AM
7:15 AM
7:30 AM
Nakano LMA Appendix Page 39 of 194
PO Box 1178
Corona, CA 92880
951-268-6268
Location: 2/5/2020
N/S: WEDNESDAY
E/W:143‐20078
NL NT NR SL ST SR EL ET ER WL WT WR TOTAL
37 0 100 0 0 0 129 329 0 0 202 341 1138
31 0 122 0 0 0 105 359 0 0 202 339 1158
33 0 106 0 0 0 119 375 0 0 171 308 1112
34 2 134 0 0 0 131 379 0 0 169 283 1132
32 2 92 0 0 0 116 401 0 0 198 336 1177
33 0 103 0 0 0 105 389 0 0 153 345 1128
30 0 94 0 0 0 107 385 0 0 184 267 1067
32 0 95 0 0 0 111 380 0 0 171 275 1064
262 4 846 0 0 0 923 2997 0 0 1450 2494 8976
415 PM
NL NT NR SL ST SR EL ET ER WL WT WR TOTAL
130 4 454 0 0 0 471 1514 0 0 740 1266 4579
0.973
NL NT NR SL ST SR EL ET ER WL WT WR TOTAL
000000000000 0
000000000000 0
000000000000 0
000000000000 0
000000100000 1
000000000001 1
000000000000 0
000000000000 0
000000100001 2
NL NT NR SL ST SR EL ET ER WL WT WR TOTAL
000000100000 1
TOTAL
0
1
0
0
0
0
0
0
1
TOTAL
1
Peak Hour: 4:15 PM to 5:15 PM
San Diego Date:
I‐805 NB Ramps Day:
Palm Avenue Project #
TURNING MOVEMENT COUNT
Count Period: 4:00 PM to 6:00 PM
WestboundNorthbound Southbound Eastbound
Vehicle Counts
I‐805 NB Ramps I‐805 NB Ramps Palm Avenue Palm Avenue
4:00 PM
4:15 PM
4:30 PM
TOTAL VOLUMES:
PM Peak Hr Begins at:
PEAK VOLUMES:
4:45 PM
5:00 PM
5:15 PM
5:30 PM
5:45 PM
Palm Avenue
Northbound Southbound Eastbound Westbound
PEAK HR FACTOR:0.865 0.000 0.960 0.927
Bicycle Counts
I‐805 NB Ramps I‐805 NB Ramps Palm Avenue
4:00 PM
5:45 PM
TOTAL VOLUMES:
4:15 PM
4:30 PM
4:45 PM
5:00 PM
5:15 PM
5:30 PM
North Leg South Leg East Leg West Leg
PEAK VOLUMES:
Pedestrian Counts
I‐805 NB Ramps I‐805 NB Ramps Palm Avenue Palm Avenue
4:00 PM 0000
4:15 PM 0100
4:30 PM 0000
4:45 PM 0000
5:00 PM 0000
5:15 PM 0000
5:30 PM 0000
5:45 PM 0000
PEAK VOLUMES:0100
TOTAL VOLUMES:0100
North Leg South Leg East Leg West Leg
Nakano LMA Appendix Page 40 of 194
PO Box 1178
Corona, CA 92880
951-268-6268
Location: 2/5/2020
N/S: WEDNESDAY
E/W:143‐20078
NL NT NR SL ST SR EL ET ER WL WT WR TOTAL
188 25 69 13 18 75 130 95 63 79 178 16 949
198 17 61 3 18 70 119 109 92 68 175 12 942
182 21 58 3 22 87 164 107 87 48 100 19 898
220 27 57 8 13 81 135 102 101 42 112 13 911
189 30 61 11 28 96 127 112 88 46 123 6 917
195 33 60 6 17 70 148 137 88 64 180 15 1013
194 22 63 10 17 58 124 132 77 41 125 10 873
215 18 64 6 15 63 118 128 83 45 120 10 885
1581 193 493 60 148 600 1065 922 679 433 1113 101 7388
730 AM
NL NT NR SL ST SR EL ET ER WL WT WR TOTAL
786 111 236 28 80 334 574 458 364 200 515 53 3739
0.923
NL NT NR SL ST SR EL ET ER WL WT WR TOTAL
000000000000 0
001000000000 1
003010000000 4
000010000000 1
001010000020 4
010000000010 2
000000000000 0
000000000000 0
015030000030 12
NL NT NR SL ST SR EL ET ER WL WT WR TOTAL
014030000030 11
TOTAL
11
6
3
1
2
2
5
1
31
TOTAL
8
02227
0116
North Leg South Leg East Leg West Leg
11
5
2
1
2
1
5
0
0
0
1
0
1
0
0
0
0
0
TOTAL VOLUMES:
PEAK VOLUMES:
0
0
0
0
0
0
0
0
7:45 AM
8:00 AM
8:15 AM
8:30 AM
8:45 AM
7:00 AM
7:15 AM
7:30 AM
Pedestrian Counts
Dennery Road Dennery Road Palm Avenue Palm Avenue
0
0
0
North Leg South Leg East Leg West Leg
0
1
1
Vehicle Counts
Bicycle Counts
PEAK VOLUMES:
Dennery Road Dennery Road Palm Avenue Palm Avenue
Northbound Southbound Eastbound Westbound
TOTAL VOLUMES:
Count Period:
Peak Hour:
7:00 AM to 9:00 AM
7:30 AM to 8:30 AM
Date:
Day:
Project #
TURNING MOVEMENT COUNT
San Diego
Dennery Road
Palm Avenue
Palm Avenue
Eastbound Westbound
Dennery Road
Northbound
Dennery Road
Southbound
Palm Avenue
8:45 AM
7:00 AM
7:15 AM
7:30 AM
7:45 AM
8:00 AM
8:15 AM
8:30 AM
TOTAL VOLUMES:
PEAK VOLUMES:
PEAK HR FACTOR:
AM Peak Hr Begins at:
8:30 AM
8:45 AM
7:45 AM
8:00 AM
8:15 AM
0.932 0.819 0.936 0.741
7:00 AM
7:15 AM
7:30 AM
Nakano LMA Appendix Page 41 of 194
PO Box 1178
Corona, CA 92880
951-268-6268
Location: 2/5/2020
N/S: WEDNESDAY
E/W:143‐20078
NL NT NR SL ST SR EL ET ER WL WT WR TOTAL
105 6 31 11 10 119 66 37 37 18 144 5 589
109 8 52 21 11 128 82 67 54 23 143 9 707
129 6 47 19 10 128 93 75 57 39 187 10 800
109 20 57 17 17 108 139 77 48 42 148 15 797
115 16 76 14 16 107 147 94 52 44 126 11 818
121 12 43 12 14 76 174 58 70 57 190 22 849
94 12 26 7 7 56 150 50 75 54 124 9 664
132 9 32 1 12 66 145 47 61 19 83 6 613
914 89 364 102 97 788 996 505 454 296 1145 87 5837
430 PM
NL NT NR SL ST SR EL ET ER WL WT WR TOTAL
474 54 223 62 57 419 553 304 227 182 651 58 3264
0.961
NL NT NR SL ST SR EL ET ER WL WT WR TOTAL
000000030000 3
000000000020 2
000010010000 2
001000000000 1
000000000000 0
000000000000 0
001000000000 1
000000000000 0
002010040020 9
NL NT NR SL ST SR EL ET ER WL WT WR TOTAL
001010010000 3
TOTAL
2
0
1
2
3
0
2
3
13
TOTAL
6
Peak Hour: 4:30 PM to 5:30 PM
San Diego Date:
Dennery Road Day:
Palm Avenue Project #
TURNING MOVEMENT COUNT
Count Period: 4:00 PM to 6:00 PM
WestboundNorthbound Southbound Eastbound
Vehicle Counts
Dennery Road Dennery Road Palm Avenue Palm Avenue
4:00 PM
4:15 PM
4:30 PM
TOTAL VOLUMES:
PM Peak Hr Begins at:
PEAK VOLUMES:
4:45 PM
5:00 PM
5:15 PM
5:30 PM
5:45 PM
Palm Avenue
Northbound Southbound Eastbound Westbound
PEAK HR FACTOR:0.907 0.857 0.897 0.828
Bicycle Counts
Dennery Road Dennery Road Palm Avenue
4:00 PM
5:45 PM
TOTAL VOLUMES:
4:15 PM
4:30 PM
4:45 PM
5:00 PM
5:15 PM
5:30 PM
North Leg South Leg East Leg West Leg
PEAK VOLUMES:
Pedestrian Counts
Dennery Road Dennery Road Palm Avenue Palm Avenue
4:00 PM 0002
4:15 PM 0000
4:30 PM 0001
4:45 PM 0101
5:00 PM 0003
5:15 PM 0000
5:30 PM 0002
5:45 PM 0102
PEAK VOLUMES:0105
TOTAL VOLUMES:0 2 0 11
North Leg South Leg East Leg West Leg
Nakano LMA Appendix Page 42 of 194
PO Box 1178
Corona, CA 92880
951-268-6268
Location: 2/5/2020
N/S: WEDNESDAY
E/W:143‐20078
NL NT NR SL ST SR EL ET ER WL WT WR TOTAL
026401110000005 146
030101310000007 169
026301270000008 164
0488012200000011 189
041501060000004 156
05850780000001 142
03760540000006 103
03330550000001 92
029935078400000043 1161
715 AM
NL NT NR SL ST SR EL ET ER WL WT WR TOTAL
014517048600000030 678
0.897
NL NT NR SL ST SR EL ET ER WL WT WR TOTAL
000000000000 0
000010000100 2
000000000000 0
000000000000 0
000000000000 0
000000000000 0
000000000000 0
000000000000 0
000010000100 2
NL NT NR SL ST SR EL ET ER WL WT WR TOTAL
000010000100 2
TOTAL
3
2
1
1
0
0
3
1
11
TOTAL
4
01100
0040
North Leg South Leg East Leg West Leg
0
0
0
0
0
0
0
0
1
0
0
3
1
0
0
0
0
0
TOTAL VOLUMES:
PEAK VOLUMES:
0
0
0
0
0
0
0
0
7:45 AM
8:00 AM
8:15 AM
8:30 AM
8:45 AM
7:00 AM
7:15 AM
7:30 AM
Pedestrian Counts
Dennery Road Dennery Road The Landing The Landing
2
2
1
North Leg South Leg East Leg West Leg
1
0
0
Vehicle Counts
Bicycle Counts
PEAK VOLUMES:
Dennery Road Dennery Road The Landing The Landing
Northbound Southbound Eastbound Westbound
TOTAL VOLUMES:
Count Period:
Peak Hour:
7:00 AM to 9:00 AM
7:15 AM to 8:15 AM
Date:
Day:
Project #
TURNING MOVEMENT COUNT
San Diego
Dennery Road
The Landing
The Landing
Eastbound Westbound
Dennery Road
Northbound
Dennery Road
Southbound
The Landing
8:45 AM
7:00 AM
7:15 AM
7:30 AM
7:45 AM
8:00 AM
8:15 AM
8:30 AM
TOTAL VOLUMES:
PEAK VOLUMES:
PEAK HR FACTOR:
AM Peak Hr Begins at:
8:30 AM
8:45 AM
7:45 AM
8:00 AM
8:15 AM
0.723 0.927 0.000 0.682
7:00 AM
7:15 AM
7:30 AM
Nakano LMA Appendix Page 43 of 194
PO Box 1178
Corona, CA 92880
951-268-6268
Location: 2/5/2020
N/S: WEDNESDAY
E/W:143‐20078
NL NT NR SL ST SR EL ET ER WL WT WR TOTAL
087140540000002 157
08250500000002 139
010390700000005 187
09380590000003 163
087120650000001 165
0111120600000002 185
081120540000005 152
08980630000003 163
073380047500000023 1311
430 PM
NL NT NR SL ST SR EL ET ER WL WT WR TOTAL
039441025400000011 700
0.936
NL NT NR SL ST SR EL ET ER WL WT WR TOTAL
000000000000 0
010010000000 2
000000000000 0
000010000000 1
000010000000 1
000000000000 0
000000000000 0
000000000000 0
010030000000 4
NL NT NR SL ST SR EL ET ER WL WT WR TOTAL
000020000000 2
TOTAL
1
0
2
2
0
1
1
1
8
TOTAL
5
Peak Hour: 4:30 PM to 5:30 PM
San Diego Date:
Dennery Road Day:
The Landing Project #
TURNING MOVEMENT COUNT
Count Period: 4:00 PM to 6:00 PM
WestboundNorthbound Southbound Eastbound
Vehicle Counts
Dennery Road Dennery Road The Landing The Landing
4:00 PM
4:15 PM
4:30 PM
TOTAL VOLUMES:
PM Peak Hr Begins at:
PEAK VOLUMES:
4:45 PM
5:00 PM
5:15 PM
5:30 PM
5:45 PM
The Landing
Northbound Southbound Eastbound Westbound
PEAK HR FACTOR:0.884 0.907 0.000 0.550
Bicycle Counts
Dennery Road Dennery Road The Landing
4:00 PM
5:45 PM
TOTAL VOLUMES:
4:15 PM
4:30 PM
4:45 PM
5:00 PM
5:15 PM
5:30 PM
North Leg South Leg East Leg West Leg
PEAK VOLUMES:
Pedestrian Counts
Dennery Road Dennery Road The Landing The Landing
4:00 PM 0010
4:15 PM 0000
4:30 PM 0020
4:45 PM 0020
5:00 PM 0000
5:15 PM 0010
5:30 PM 0010
5:45 PM 0010
PEAK VOLUMES:0050
TOTAL VOLUMES:0080
North Leg South Leg East Leg West Leg
Nakano LMA Appendix Page 44 of 194
PO Box 1178
Corona, CA 92880
951-268-6268
Location: 2/5/2020
N/S: WEDNESDAY
E/W:143‐20078
NL NT NR SL ST SR EL ET ER WL WT WR TOTAL
1221001841711600 116
16000017101930670 132
12200319131200600 121
16101216102720593 137
901005122140630 115
400007203230500 116
60000382130280 69
71100452320300 73
82631589821721814173 879
700 AM
NL NT NR SL ST SR EL ET ER WL WT WR TOTAL
565115703775612463 506
0.923
NL NT NR SL ST SR EL ET ER WL WT WR TOTAL
000000000000 0
000000000000 0
000000000010 1
000000000000 0
000000000000 0
000000000000 0
000000000000 0
000000000000 0
000000000010 1
NL NT NR SL ST SR EL ET ER WL WT WR TOTAL
000000000010 1
TOTAL
5
9
11
7
0
4
6
2
44
TOTAL
32
918125
315122
North Leg South Leg East Leg West Leg
0
1
1
0
0
1
1
1
4
0
0
0
0
2
0
1
1
1
TOTAL VOLUMES:
PEAK VOLUMES:
1
1
0
1
0
2
4
0
7:45 AM
8:00 AM
8:15 AM
8:30 AM
8:45 AM
7:00 AM
7:15 AM
7:30 AM
Pedestrian Counts
Red Fin Lane Red Fin Lane Dennery Road Dennery Road
1
0
7
North Leg South Leg East Leg West Leg
3
7
3
Vehicle Counts
Bicycle Counts
PEAK VOLUMES:
Red Fin Lane Red Fin Lane Dennery Road Dennery Road
Northbound Southbound Eastbound Westbound
TOTAL VOLUMES:
Count Period:
Peak Hour:
7:00 AM to 9:00 AM
7:00 AM to 8:00 AM
Date:
Day:
Project #
TURNING MOVEMENT COUNT
San Diego
Red Fin Lane
Dennery Road
Dennery Road
Eastbound Westbound
Red Fin Lane
Northbound
Red Fin Lane
Southbound
Dennery Road
8:45 AM
7:00 AM
7:15 AM
7:30 AM
7:45 AM
8:00 AM
8:15 AM
8:30 AM
TOTAL VOLUMES:
PEAK VOLUMES:
PEAK HR FACTOR:
AM Peak Hr Begins at:
8:30 AM
8:45 AM
7:45 AM
8:00 AM
8:15 AM
0.912 0.864 0.756 0.933
7:00 AM
7:15 AM
7:30 AM
Nakano LMA Appendix Page 45 of 194
PO Box 1178
Corona, CA 92880
951-268-6268
Location: 2/5/2020
N/S: WEDNESDAY
E/W:143‐20078
NL NT NR SL ST SR EL ET ER WL WT WR TOTAL
50000102441130281 122
401008155590280 120
9110110285180350 144
50201102757101342 149
12010011284794310 143
1020037316230271 146
513036204980291 125
7000110264850311 129
574809721994106552436 1078
430 PM
NL NT NR SL ST SR EL ET ER WL WT WR TOTAL
363405381142173051273 582
0.977
NL NT NR SL ST SR EL ET ER WL WT WR TOTAL
000000000000 0
000000010010 2
000000000000 0
000000000020 2
000000000000 0
000100000000 1
010000000000 1
000000010000 1
010100020030 7
NL NT NR SL ST SR EL ET ER WL WT WR TOTAL
000100000020 3
TOTAL
1
6
6
8
3
6
1
3
34
TOTAL
23
Peak Hour: 4:30 PM to 5:30 PM
San Diego Date:
Red Fin Lane Day:
Dennery Road Project #
TURNING MOVEMENT COUNT
Count Period: 4:00 PM to 6:00 PM
WestboundNorthbound Southbound Eastbound
Vehicle Counts
Red Fin Lane Red Fin Lane Dennery Road Dennery Road
4:00 PM
4:15 PM
4:30 PM
TOTAL VOLUMES:
PM Peak Hr Begins at:
PEAK VOLUMES:
4:45 PM
5:00 PM
5:15 PM
5:30 PM
5:45 PM
Dennery Road
Northbound Southbound Eastbound Westbound
PEAK HR FACTOR:0.827 0.977 0.940 0.912
Bicycle Counts
Red Fin Lane Red Fin Lane Dennery Road
4:00 PM
5:45 PM
TOTAL VOLUMES:
4:15 PM
4:30 PM
4:45 PM
5:00 PM
5:15 PM
5:30 PM
North Leg South Leg East Leg West Leg
PEAK VOLUMES:
Pedestrian Counts
Red Fin Lane Red Fin Lane Dennery Road Dennery Road
4:00 PM 1000
4:15 PM 3120
4:30 PM 1221
4:45 PM 2015
5:00 PM 3000
5:15 PM 1221
5:30 PM 1000
5:45 PM 2001
PEAK VOLUMES:7457
TOTAL VOLUMES:14 5 7 8
North Leg South Leg East Leg West Leg
Nakano LMA Appendix Page 46 of 194
Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
Start Time 2/5/2020
12:00 AM 65
1:00 AM 32
2:00 AM 38
3:00 AM 58
4:00 AM 136
5:00 AM 335
6:00 AM 533
7:00 AM 934
8:00 AM 910
9:00 AM 797
10:00 AM 735
11:00 AM 760
12:00 PM 869
1:00 PM 833
2:00 PM 932
3:00 PM 1006
4:00 PM 1040
5:00 PM 1003
6:00 PM 911
7:00 PM 690
8:00 PM 561
9:00 PM 341
10:00 PM 235
11:00 PM 115
Total 13869
Volumes represent the combined totals for both directions
Dennery Road
2/5/2020
24 Hour Volume Plot
B/ Palm Avenue - Regatta Lane
65
32 38 58
136
335
533
934 910
797
735 760
869
833
932
1006
1040
1003
911
690
561
341
235
115
0
200
400
600
800
1000
1200
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Total Vehicle Volume
Number of Vehicles
Phone: 951-268-6268 counts@countsunlimited.com Phone: 951-268-6268Nakano LMA Appendix Page 47 of 194
Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
Start Time 2/5/2020
12:00 AM 50
1:00 AM 26
2:00 AM 32
3:00 AM 43
4:00 AM 106
5:00 AM 271
6:00 AM 399
7:00 AM 638
8:00 AM 485
9:00 AM 348
10:00 AM 316
11:00 AM 346
12:00 PM 438
1:00 PM 431
2:00 PM 545
3:00 PM 581
4:00 PM 631
5:00 PM 639
6:00 PM 593
7:00 PM 491
8:00 PM 378
9:00 PM 254
10:00 PM 192
11:00 PM 100
Total 8333
Volumes represent the combined totals for both directions
Dennery Road
2/5/2020
24 Hour Volume Plot
B/ Regatta Lane - The Landing
50
26 32 43
106
271
399
638
485
348
316
346
438 431
545
581
631 639
593
491
378
254
192
100
0
100
200
300
400
500
600
700
12
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Total Vehicle Volume
Number of Vehicles
Phone: 951-268-6268 counts@countsunlimited.com Phone: 951-268-6268Nakano LMA Appendix Page 48 of 194
Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
Start Time 2/5/2020
12:00 AM 49
1:00 AM 18
2:00 AM 32
3:00 AM 45
4:00 AM 113
5:00 AM 284
6:00 AM 411
7:00 AM 652
8:00 AM 474
9:00 AM 336
10:00 AM 315
11:00 AM 341
12:00 PM 447
1:00 PM 420
2:00 PM 535
3:00 PM 566
4:00 PM 610
5:00 PM 621
6:00 PM 575
7:00 PM 478
8:00 PM 372
9:00 PM 250
10:00 PM 187
11:00 PM 93
Total 8224
Volumes represent the combined totals for both directions
Dennery Road
2/5/2020
24 Hour Volume Plot
B/ The Landing - Red Coral Lane
49
18 32 45
113
284
411
652
474
336
315
341
447
420
535
566
610 621
575
478
372
250
187
93
0
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300
400
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600
700
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Total Vehicle Volume
Number of Vehicles
Phone: 951-268-6268 counts@countsunlimited.com Phone: 951-268-6268Nakano LMA Appendix Page 49 of 194
Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
Start Time 2/5/2020
12:00 AM 125
1:00 AM 61
2:00 AM 84
3:00 AM 156
4:00 AM 323
5:00 AM 745
6:00 AM 1332
7:00 AM 2126
8:00 AM 2145
9:00 AM 1824
10:00 AM 1736
11:00 AM 1998
12:00 PM 2286
1:00 PM 2293
2:00 PM 2531
3:00 PM 2802
4:00 PM 2805
5:00 PM 2817
6:00 PM 2479
7:00 PM 2059
8:00 PM 1656
9:00 PM 1168
10:00 PM 571
11:00 PM 261
Total 36383
Volumes represent the combined totals for both directions
Palm Avenue
2/5/2020
24 Hour Volume Plot
B/ I-805 Southbound Ramps - I-805 Northbound Ramps
125 61 84
156
323
745
1332
2126 2145
1824
1736
1998
2286 2293
2531
2802 2805 2817
2479
2059
1656
1168
571
261
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Total Vehicle Volume
Number of Vehicles
Phone: 951-268-6268 counts@countsunlimited.com Phone: 951-268-6268Nakano LMA Appendix Page 50 of 194
Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
Start Time 2/5/2020
12:00 AM 186
1:00 AM 103
2:00 AM 146
3:00 AM 207
4:00 AM 463
5:00 AM 1027
6:00 AM 1782
7:00 AM 2745
8:00 AM 2813
9:00 AM 2533
10:00 AM 2552
11:00 AM 2779
12:00 PM 3239
1:00 PM 3083
2:00 PM 3504
3:00 PM 3797
4:00 PM 3919
5:00 PM 3858
6:00 PM 3147
7:00 PM 2583
8:00 PM 2089
9:00 PM 1417
10:00 PM 814
11:00 PM 387
Total 49173
Volumes represent the combined totals for both directions
Palm Avenue
2/5/2020
24 Hour Volume Plot
B/ I-805 Northbound Ramps - Dennery Road
186 103 146 207
463
1027
1782
2745 2813
2533 2552
2779
3239
3083
3504
3797
3919 3858
3147
2583
2089
1417
814
387
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Total Vehicle Volume
Number of Vehicles
Phone: 951-268-6268 counts@countsunlimited.com Phone: 951-268-6268Nakano LMA Appendix Page 51 of 194
Appendix H
Signal Timing Sheets
Nakano LMA Appendix Page 52 of 194
Nakano LMA Appendix Page 53 of 194
Nakano LMA Appendix Page 54 of 194
Nakano LMA Appendix Page 55 of 194
Caltrans signal timings were used to code Synchro; however, the timing sheets are not included
within this appendix as Caltrans specified that the sheets were not to be reproduced.
Therefore, timing sheets are on file at Caltrans.
Nakano LMA Appendix Page 56 of 194
AM Existing
1: I-805 SB Ramp & Palm Ave HCM 6th Signalized Intersection Summary
LOS Engineering, Inc.
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 0 939 187 273 356 00007592610
Future Volume (veh/h) 0 939 187 273 356 00007592610
Initial Q (Qb), veh 000000 000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 0.98
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 0 1856 1856 1856 1856 0 1856 1856 1856
Adj Flow Rate, veh/h 0 1032 205 317 414 0 1000 0 429
Peak Hour Factor 0.91 0.91 0.91 0.86 0.86 0.86 0.95 0.95 0.95
Percent Heavy Veh, %033330 333
Cap, veh/h 0 1465 641 371 2019 0 1138 0 496
Arrive On Green 0.00 0.42 0.42 0.22 1.00 0.00 0.32 0.00 0.32
Sat Flow, veh/h 0 3618 1544 3428 3618 0 3534 0 1541
Grp Volume(v), veh/h 0 1032 205 317 414 0 1000 0 429
Grp Sat Flow(s),veh/h/ln 0 1763 1544 1714 1763 0 1767 0 1541
Q Serve(g_s), s 0.0 28.1 10.4 10.3 0.0 0.0 31.0 0.0 30.3
Cycle Q Clear(g_c), s 0.0 28.1 10.4 10.3 0.0 0.0 31.0 0.0 30.3
Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 1465 641 371 2019 0 1138 0 496
V/C Ratio(X)0.00 0.70 0.32 0.85 0.21 0.00 0.88 0.00 0.86
Avail Cap(c_a), veh/h 0 1465 641 423 2019 0 1307 0 570
HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.00 1.00 1.00 0.94 0.94 0.00 1.00 0.00 1.00
Uniform Delay (d), s/veh 0.0 28.0 22.9 44.6 0.0 0.0 37.2 0.0 36.9
Incr Delay (d2), s/veh 0.0 2.9 1.3 13.5 0.2 0.0 6.5 0.0 11.8
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.0 12.2 4.0 4.6 0.1 0.0 14.2 0.0 12.9
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 30.9 24.2 58.1 0.2 0.0 43.6 0.0 48.8
LnGrp LOS A C C E A A D A D
Approach Vol, veh/h 1237 731 1429
Approach Delay, s/veh 29.8 25.3 45.2
Approach LOS C C D
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 18.3 54.3 43.5 72.5
Change Period (Y+Rc), s * 5.7 6.1 6.1 6.1
Max Green Setting (Gmax), s* 14 40.9 42.9 60.9
Max Q Clear Time (g_c+I1), s12.3 30.1 33.0 2.0
Green Ext Time (p_c), s 0.2 5.8 4.3 3.1
Intersection Summary
HCM 6th Ctrl Delay 35.3
HCM 6th LOS D
Nakano LMA Appendix Page 57 of 194
AM Existing
2: I-805 NB Ramp & Palm Ave HCM 6th Signalized Intersection Summary
LOS Engineering, Inc.
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 678 1100 0 0 512 1102 91 3 299 0 0 0
Future Volume (veh/h)678 1100 0 0 512 1102 91 3 299 0 0 0
Initial Q (Qb), veh 0 00000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.97 1.00 0.97
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln1856 1856 0 0 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 721 1170 0 0 528 1136 95 163 204
Peak Hour Factor 0.94 0.94 0.94 0.97 0.97 0.97 0.96 0.96 0.96
Percent Heavy Veh, % 3 30033333
Cap, veh/h 772 2496 0 0 1528 1164 125 215 286
Arrive On Green 0.45 1.00 0.00 0.00 0.43 0.43 0.19 0.19 0.19
Sat Flow, veh/h 3428 3618 0 0 3618 2685 671 1151 1532
Grp Volume(v), veh/h 721 1170 0 0 528 1136 258 0 204
Grp Sat Flow(s),veh/h/ln1714 1763 0 0 1763 1342 1822 0 1532
Q Serve(g_s), s 23.1 0.0 0.0 0.0 11.6 48.2 15.6 0.0 14.5
Cycle Q Clear(g_c), s 23.1 0.0 0.0 0.0 11.6 48.2 15.6 0.0 14.5
Prop In Lane 1.00 0.00 0.00 1.00 0.37 1.00
Lane Grp Cap(c), veh/h772 2496 0 0 1528 1164 341 0 286
V/C Ratio(X) 0.93 0.47 0.00 0.00 0.35 0.98 0.76 0.00 0.71
Avail Cap(c_a), veh/h 836 2496 0 0 1528 1164 675 0 568
HCM Platoon Ratio 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.48 0.48 0.00 0.00 0.57 0.57 1.00 0.00 1.00
Uniform Delay (d), s/veh31.1 0.0 0.0 0.0 21.9 32.3 44.7 0.0 44.2
Incr Delay (d2), s/veh 9.4 0.3 0.0 0.0 0.4 15.0 3.5 0.0 3.3
Initial Q Delay(d3),s/veh0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln8.4 0.1 0.0 0.0 4.8 17.6 7.3 0.0 5.8
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 40.5 0.3 0.0 0.0 22.2 47.3 48.1 0.0 47.5
LnGrp LOS D A A A C D D A D
Approach Vol, veh/h 1891 1664 462
Approach Delay, s/veh 15.6 39.3 47.9
Approach LOS B D D
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 88.2 31.8 56.4 27.8
Change Period (Y+Rc), s 6.1 * 5.7 6.1 6.1
Max Green Setting (Gmax), s60.8 * 28 26.8 43.0
Max Q Clear Time (g_c+I1), s2.0 25.1 50.2 17.6
Green Ext Time (p_c), s 12.2 1.0 0.0 2.3
Intersection Summary
HCM 6th Ctrl Delay 29.1
HCM 6th LOS C
Nakano LMA Appendix Page 58 of 194
AM Existing
3: Dennery Rd & Palm Ave/Ocean View Hills Pkwy HCM 6th Signalized Intersection Summary
LOS Engineering, Inc.
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 574 458 364 200 515 53 786 111 236 28 80 334
Future Volume (veh/h)574 458 364 200 515 53 786 111 236 28 80 334
Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 0.98 1.00 0.98
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 611 487 387 270 696 72 845 119 254 34 98 407
Peak Hour Factor 0.94 0.94 0.94 0.74 0.74 0.74 0.93 0.93 0.93 0.82 0.82 0.82
Percent Heavy Veh, % 3 33333333333
Cap, veh/h 564 1524 473 324 1169 358 782 223 475 74 1027 449
Arrive On Green 0.16 0.30 0.30 0.09 0.23 0.23 0.16 0.43 0.43 0.02 0.29 0.29
Sat Flow, veh/h 3428 5066 1571 3428 5066 1549 4983 522 1113 3428 3526 1541
Grp Volume(v), veh/h 611 487 387 270 696 72 845 0 373 34 98 407
Grp Sat Flow(s),veh/h/ln1714 1689 1571 1714 1689 1549 1661 0 1635 1714 1763 1541
Q Serve(g_s), s 21.6 9.8 30.0 10.2 16.1 4.9 20.6 0.0 22.2 1.3 2.7 33.4
Cycle Q Clear(g_c), s 21.6 9.8 30.0 10.2 16.1 4.9 20.6 0.0 22.2 1.3 2.7 33.4
Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.68 1.00 1.00
Lane Grp Cap(c), veh/h564 1524 473 324 1169 358 782 0 698 74 1027 449
V/C Ratio(X) 1.08 0.32 0.82 0.83 0.60 0.20 1.08 0.00 0.53 0.46 0.10 0.91
Avail Cap(c_a), veh/h 564 1524 473 449 1169 358 782 0 729 107 1128 493
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh54.8 35.5 42.6 58.4 45.0 40.7 55.3 0.0 27.9 63.4 33.9 44.8
Incr Delay (d2), s/veh 62.3 0.6 14.6 6.8 2.2 1.3 56.1 0.0 1.0 1.6 0.1 21.4
Initial Q Delay(d3),s/veh0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln14.2 4.1 13.5 4.7 7.0 2.0 12.7 0.0 8.9 0.6 1.2 15.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh117.1 36.0 57.1 65.2 47.2 42.0 111.4 0.0 28.9 65.1 34.0 66.2
LnGrp LOS F D E E D D F A C E C E
Approach Vol, veh/h 1485 1038 1218 539
Approach Delay, s/veh 74.9 51.5 86.2 60.2
Approach LOS E D F E
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s16.8 45.9 25.0 43.5 26.0 36.7 7.2 61.3
Change Period (Y+Rc), s4.4 * 6.4 4.4 5.3 4.4 6.4 4.4 5.3
Max Green Setting (Gmax), s17.2 * 36 20.6 42.0 21.6 30.3 4.1 58.5
Max Q Clear Time (g_c+I1), s12.2 32.0 22.6 35.4 23.6 18.1 3.3 24.2
Green Ext Time (p_c), s0.2 2.9 0.0 2.3 0.0 5.5 0.0 4.1
Intersection Summary
HCM 6th Ctrl Delay 70.6
HCM 6th LOS E
Nakano LMA Appendix Page 59 of 194
AM Existing
4: Dennery Rd & Project Access HCM 6th TWSC
LOS Engineering, Inc.
Intersection
Int Delay, s/veh 0
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 0 0 162 486 0
Future Vol, veh/h 0 0 0 162 486 0
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - - - -
Veh in Median Storage, #0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 72 72 93 93
Heavy Vehicles, % 3 33333
Mvmt Flow 0 0 0 225 523 0
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 262 - 0 - 0
Stage 1 - - - - - -
Stage 2 - - - - - -
Critical Hdwy - 6.96 - - - -
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy - 3.33 - - - -
Pot Cap-1 Maneuver 0 734 0 - - -
Stage 1 0 - 0 - - -
Stage 2 0 - 0 - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 734 - - - -
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Approach EB NB SB
HCM Control Delay, s 0 0 0
HCM LOS A
Minor Lane/Major Mvmt NBTEBLn1 SBT SBR
Capacity (veh/h)- - - -
HCM Lane V/C Ratio - - - -
HCM Control Delay (s) - 0 - -
HCM Lane LOS - A - -
HCM 95th %tile Q(veh) - - - -
Nakano LMA Appendix Page 60 of 194
AM Existing
5: Dennery Rd & The Landing Dwy HCM 6th TWSC
LOS Engineering, Inc.
Intersection
Int Delay, s/veh 0.4
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 30 145 17 0 486
Future Vol, veh/h 0 30 145 17 0 486
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - - - -
Veh in Median Storage, #0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 3 33333
Mvmt Flow 0 33 158 18 0 528
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 88 0 0 - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Critical Hdwy - 6.96 - - - -
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy - 3.33 - - - -
Pot Cap-1 Maneuver 0 950 - - 0 -
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 950 - - - -
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Approach WB NB SB
HCM Control Delay, s 8.9 0 0
HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBT
Capacity (veh/h)- - 950 -
HCM Lane V/C Ratio - - 0.034 -
HCM Control Delay (s) - - 8.9 -
HCM Lane LOS - - A -
HCM 95th %tile Q(veh) - - 0.1 -
Nakano LMA Appendix Page 61 of 194
AM Existing
6: Red Coral Ln/Red Fin Ln & Dennery Rd HCM 6th Signalized Intersection Summary
LOS Engineering, Inc.
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 37 75 6 1 246 3 56 5 1 1 5 70
Future Volume (veh/h) 37 75 6 1 246 3 56 5 1 1 5 70
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 0.99 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 49 99 8 1 265 3 61 5 1 1 6 81
Peak Hour Factor 0.76 0.76 0.76 0.93 0.93 0.93 0.92 0.92 0.92 0.86 0.86 0.86
Percent Heavy Veh, %333333333333
Cap, veh/h 73 976 78 4 913 10 85 378 76 4 22 304
Arrive On Green 0.04 0.30 0.30 0.00 0.26 0.26 0.05 0.25 0.25 0.00 0.21 0.21
Sat Flow, veh/h 1767 3300 263 1767 3569 40 1767 1497 299 1767 109 1476
Grp Volume(v), veh/h 49 52 55 1 131 137 61 0 6 1 0 87
Grp Sat Flow(s),veh/h/ln 1767 1763 1800 1767 1763 1847 1767 0 1797 1767 0 1585
Q Serve(g_s), s 1.2 0.9 1.0 0.0 2.6 2.6 1.5 0.0 0.1 0.0 0.0 2.0
Cycle Q Clear(g_c), s 1.2 0.9 1.0 0.0 2.6 2.6 1.5 0.0 0.1 0.0 0.0 2.0
Prop In Lane 1.00 0.15 1.00 0.02 1.00 0.17 1.00 0.93
Lane Grp Cap(c), veh/h 73 522 533 4 451 472 85 0 454 4 0 326
V/C Ratio(X) 0.67 0.10 0.10 0.24 0.29 0.29 0.72 0.00 0.01 0.24 0.00 0.27
Avail Cap(c_a), veh/h 180 894 913 168 865 907 205 0 1285 168 0 1101
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00
Uniform Delay (d), s/veh 20.4 11.0 11.0 21.5 12.9 12.9 20.3 0.0 12.1 21.5 0.0 14.4
Incr Delay (d2), s/veh 10.3 0.1 0.1 28.4 0.4 0.3 10.8 0.0 0.0 28.4 0.0 0.4
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.6 0.3 0.3 0.0 0.9 0.9 0.8 0.0 0.0 0.0 0.0 0.7
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 30.7 11.1 11.1 49.9 13.3 13.3 31.0 0.0 12.1 49.9 0.0 14.8
LnGrp LOS C B B D B B C A B D A B
Approach Vol, veh/h 156 269 67 88
Approach Delay, s/veh 17.3 13.4 29.3 15.2
Approach LOS B B C B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 4.4 18.5 6.5 13.8 6.2 16.7 4.4 15.8
Change Period (Y+Rc), s 4.4 * 5.7 4.4 4.9 4.4 5.7 4.4 4.9
Max Green Setting (Gmax), s 4.1 * 22 5.0 30.0 4.4 21.2 4.1 30.9
Max Q Clear Time (g_c+I1), s 2.0 3.0 3.5 4.0 3.2 4.6 2.0 2.1
Green Ext Time (p_c), s 0.0 0.5 0.0 0.5 0.0 1.3 0.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 16.6
HCM 6th LOS B
Nakano LMA Appendix Page 62 of 194
PM Existing
1: I-805 SB Ramp & Palm Ave HCM 6th Signalized Intersection Summary
LOS Engineering, Inc.
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 0 817 149 394 444 00001188 5 813
Future Volume (veh/h) 0 817 149 394 444 00001188 5 813
Initial Q (Qb), veh 000000 000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 0 1856 1856 1856 1856 0 1856 1856 1856
Adj Flow Rate, veh/h 0 888 162 428 483 0 1488 0 560
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.97 0.97 0.97
Percent Heavy Veh, %033330 333
Cap, veh/h 0 979 431 423 1586 0 1572 0 699
Arrive On Green 0.00 0.28 0.28 0.25 0.90 0.00 0.44 0.00 0.44
Sat Flow, veh/h 0 3618 1551 3428 3618 0 3534 0 1570
Grp Volume(v), veh/h 0 888 162 428 483 0 1488 0 560
Grp Sat Flow(s),veh/h/ln 0 1763 1551 1714 1763 0 1767 0 1570
Q Serve(g_s), s 0.0 28.2 9.8 14.3 2.2 0.0 46.8 0.0 35.7
Cycle Q Clear(g_c), s 0.0 28.2 9.8 14.3 2.2 0.0 46.8 0.0 35.7
Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 979 431 423 1586 0 1572 0 699
V/C Ratio(X)0.00 0.91 0.38 1.01 0.30 0.00 0.95 0.00 0.80
Avail Cap(c_a), veh/h 0 979 431 423 1586 0 1600 0 711
HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.00 1.00 1.00 0.79 0.79 0.00 1.00 0.00 1.00
Uniform Delay (d), s/veh 0.0 40.5 33.8 43.7 3.3 0.0 30.9 0.0 27.8
Incr Delay (d2), s/veh 0.0 13.6 2.5 42.1 0.4 0.0 12.0 0.0 6.5
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.0 13.9 4.0 7.6 0.8 0.0 21.9 0.0 14.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 54.0 36.3 85.8 3.7 0.0 42.9 0.0 34.3
LnGrp LOS A D D F A A D A C
Approach Vol, veh/h 1050 911 2048
Approach Delay, s/veh 51.3 42.3 40.5
Approach LOS D D D
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 20.0 38.3 57.7 58.3
Change Period (Y+Rc), s * 5.7 6.1 6.1 6.1
Max Green Setting (Gmax), s* 14 31.3 52.5 51.3
Max Q Clear Time (g_c+I1), s16.3 30.2 48.8 4.2
Green Ext Time (p_c), s 0.0 0.7 2.8 3.7
Intersection Summary
HCM 6th Ctrl Delay 43.8
HCM 6th LOS D
Nakano LMA Appendix Page 63 of 194
PM Existing
2: I-805 NB Ramp & Palm Ave HCM 6th Signalized Intersection Summary
LOS Engineering, Inc.
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 471 1514 0 0 740 1266 130 4 454 0 0 0
Future Volume (veh/h)471 1514 0 0 740 1266 130 4 454 0 0 0
Initial Q (Qb), veh 0 00000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln1856 1856 0 0 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 491 1577 0 0 796 1361 149 281 338
Peak Hour Factor 0.96 0.96 0.96 0.93 0.93 0.93 0.87 0.87 0.87
Percent Heavy Veh, % 3 30033333
Cap, veh/h 544 2190 0 0 1457 1144 173 326 424
Arrive On Green 0.32 1.00 0.00 0.00 0.41 0.41 0.27 0.27 0.27
Sat Flow, veh/h 3428 3618 0 0 3618 2768 632 1192 1551
Grp Volume(v), veh/h 491 1577 0 0 796 1361 430 0 338
Grp Sat Flow(s),veh/h/ln1714 1763 0 0 1763 1384 1824 0 1551
Q Serve(g_s), s 15.9 0.0 0.0 0.0 19.8 48.0 26.0 0.0 23.5
Cycle Q Clear(g_c), s 15.9 0.0 0.0 0.0 19.8 48.0 26.0 0.0 23.5
Prop In Lane 1.00 0.00 0.00 1.00 0.35 1.00
Lane Grp Cap(c), veh/h544 2190 0 0 1457 1144 499 0 424
V/C Ratio(X) 0.90 0.72 0.00 0.00 0.55 1.19 0.86 0.00 0.80
Avail Cap(c_a), veh/h 600 2190 0 0 1457 1144 676 0 575
HCM Platoon Ratio 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.21 0.21 0.00 0.00 0.59 0.59 1.00 0.00 1.00
Uniform Delay (d), s/veh38.8 0.0 0.0 0.0 25.8 34.0 40.0 0.0 39.1
Incr Delay (d2), s/veh 4.2 0.4 0.0 0.0 0.9 90.8 8.5 0.0 5.5
Initial Q Delay(d3),s/veh0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln5.9 0.1 0.0 0.0 8.4 30.0 12.7 0.0 9.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 43.0 0.4 0.0 0.0 26.7 124.8 48.5 0.0 44.7
LnGrp LOS D A A A C F D A D
Approach Vol, veh/h 2068 2157 768
Approach Delay, s/veh 10.5 88.6 46.8
Approach LOS B F D
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 78.1 24.1 54.1 37.9
Change Period (Y+Rc), s 6.1 * 5.7 6.1 6.1
Max Green Setting (Gmax), s60.8 * 20 34.8 43.0
Max Q Clear Time (g_c+I1), s2.0 17.9 50.0 28.0
Green Ext Time (p_c), s 20.7 0.5 0.0 3.6
Intersection Summary
HCM 6th Ctrl Delay 49.8
HCM 6th LOS D
Nakano LMA Appendix Page 64 of 194
PM Existing
3: Dennery Rd & Palm Ave/Ocean View Hills Pkwy HCM 6th Signalized Intersection Summary
LOS Engineering, Inc.
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 553 304 227 182 651 58 474 54 223 62 57 419
Future Volume (veh/h)553 304 227 182 651 58 474 54 223 62 57 419
Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 0.99 1.00 0.98
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 614 338 252 219 784 70 521 59 245 72 66 487
Peak Hour Factor 0.90 0.90 0.90 0.83 0.83 0.83 0.91 0.91 0.91 0.86 0.86 0.86
Percent Heavy Veh, % 3 33333333333
Cap, veh/h 541 1672 512 275 1278 397 466 122 505 116 1168 512
Arrive On Green 0.16 0.33 0.33 0.08 0.25 0.25 0.09 0.39 0.39 0.03 0.33 0.33
Sat Flow, veh/h 3428 5066 1551 3428 5066 1572 4983 311 1292 3428 3526 1546
Grp Volume(v), veh/h 614 338 252 219 784 70 521 0 304 72 66 487
Grp Sat Flow(s),veh/h/ln1714 1689 1551 1714 1689 1572 1661 0 1604 1714 1763 1546
Q Serve(g_s), s 19.6 5.9 16.1 7.8 17.0 4.3 11.6 0.0 17.7 2.6 1.6 38.2
Cycle Q Clear(g_c), s 19.6 5.9 16.1 7.8 17.0 4.3 11.6 0.0 17.7 2.6 1.6 38.2
Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.81 1.00 1.00
Lane Grp Cap(c), veh/h541 1672 512 275 1278 397 466 0 627 116 1168 512
V/C Ratio(X) 1.13 0.20 0.49 0.80 0.61 0.18 1.12 0.00 0.49 0.62 0.06 0.95
Avail Cap(c_a), veh/h 541 1672 512 381 1278 397 466 0 627 180 1193 523
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh52.2 29.8 33.2 56.1 41.0 36.3 56.2 0.0 28.4 59.2 28.3 40.5
Incr Delay (d2), s/veh 81.2 0.3 3.4 5.3 2.2 1.0 78.2 0.0 0.9 2.0 0.0 28.1
Initial Q Delay(d3),s/veh0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln14.5 2.5 6.6 3.6 7.3 1.8 8.2 0.0 6.9 1.2 0.7 18.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh133.4 30.1 36.6 61.4 43.3 37.3 134.4 0.0 29.3 61.2 28.3 68.6
LnGrp LOS F C D E D D F A C E C E
Approach Vol, veh/h 1204 1073 825 625
Approach Delay, s/veh 84.2 46.6 95.7 63.5
Approach LOS F D F E
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s14.3 47.4 16.0 46.4 24.0 37.7 8.6 53.8
Change Period (Y+Rc), s4.4 * 6.4 4.4 5.3 4.4 6.4 4.4 5.3
Max Green Setting (Gmax), s13.8 * 39 11.6 42.0 19.6 31.3 6.5 47.1
Max Q Clear Time (g_c+I1), s9.8 18.1 13.6 40.2 21.6 19.0 4.6 19.7
Green Ext Time (p_c), s0.2 6.9 0.0 0.8 0.0 6.1 0.0 3.0
Intersection Summary
HCM 6th Ctrl Delay 72.4
HCM 6th LOS E
Nakano LMA Appendix Page 65 of 194
PM Existing
4: Dennery Rd & Project Access HCM 6th TWSC
LOS Engineering, Inc.
Intersection
Int Delay, s/veh 0
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 0 0 435 254 0
Future Vol, veh/h 0 0 0 435 254 0
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - - - -
Veh in Median Storage, #0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 88 88 91 91
Heavy Vehicles, % 3 33333
Mvmt Flow 0 0 0 494 279 0
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 140 - 0 - 0
Stage 1 - - - - - -
Stage 2 - - - - - -
Critical Hdwy - 6.96 - - - -
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy - 3.33 - - - -
Pot Cap-1 Maneuver 0 879 0 - - -
Stage 1 0 - 0 - - -
Stage 2 0 - 0 - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 879 - - - -
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Approach EB NB SB
HCM Control Delay, s 0 0 0
HCM LOS A
Minor Lane/Major Mvmt NBTEBLn1 SBT SBR
Capacity (veh/h)- - - -
HCM Lane V/C Ratio - - - -
HCM Control Delay (s) - 0 - -
HCM Lane LOS - A - -
HCM 95th %tile Q(veh) - - - -
Nakano LMA Appendix Page 66 of 194
PM Existing
5: Dennery Rd & The Landing Dwy HCM 6th TWSC
LOS Engineering, Inc.
Intersection
Int Delay, s/veh 0.2
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 11 394 41 0 254
Future Vol, veh/h 0 11 394 41 0 254
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - - - -
Veh in Median Storage, #0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 3 33333
Mvmt Flow 0 12 428 45 0 276
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 237 0 0 - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Critical Hdwy - 6.96 - - - -
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy - 3.33 - - - -
Pot Cap-1 Maneuver 0 761 - - 0 -
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 761 - - - -
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Approach WB NB SB
HCM Control Delay, s 9.8 0 0
HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBT
Capacity (veh/h)- - 761 -
HCM Lane V/C Ratio - - 0.016 -
HCM Control Delay (s) - - 9.8 -
HCM Lane LOS - - A -
HCM 95th %tile Q(veh) - - 0 -
Nakano LMA Appendix Page 67 of 194
PM Existing
6: Red Coral Ln/Red Fin Ln & Dennery Rd HCM 6th Signalized Intersection Summary
LOS Engineering, Inc.
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 114 217 30 5 127 3 36 3 4 0 5 38
Future Volume (veh/h) 114 217 30 5 127 3 36 3 4 0 5 38
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.96 1.00 1.00 1.00 0.98
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 121 231 32 5 140 3 43 4 5 0 5 39
Peak Hour Factor 0.94 0.94 0.94 0.91 0.91 0.91 0.83 0.83 0.83 0.98 0.98 0.98
Percent Heavy Veh, %333333333333
Cap, veh/h 158 1011 138 10 848 18 66 248 310 4 35 271
Arrive On Green 0.09 0.32 0.32 0.01 0.24 0.24 0.04 0.33 0.33 0.00 0.20 0.20
Sat Flow, veh/h 1767 3113 426 1767 3526 75 1767 748 935 1767 178 1388
Grp Volume(v), veh/h 121 129 134 5 70 73 43 0 9 0 0 44
Grp Sat Flow(s),veh/h/ln 1767 1763 1776 1767 1763 1839 1767 0 1682 1767 0 1566
Q Serve(g_s), s 3.0 2.4 2.4 0.1 1.4 1.4 1.1 0.0 0.2 0.0 0.0 1.0
Cycle Q Clear(g_c), s 3.0 2.4 2.4 0.1 1.4 1.4 1.1 0.0 0.2 0.0 0.0 1.0
Prop In Lane 1.00 0.24 1.00 0.04 1.00 0.56 1.00 0.89
Lane Grp Cap(c), veh/h 158 573 577 10 424 442 66 0 558 4 0 306
V/C Ratio(X) 0.76 0.23 0.23 0.53 0.16 0.17 0.66 0.00 0.02 0.00 0.00 0.14
Avail Cap(c_a), veh/h 510 1208 1217 163 846 883 259 0 1229 163 0 1059
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 0.00 1.00
Uniform Delay (d), s/veh 19.7 10.9 10.9 22.0 13.3 13.3 21.1 0.0 10.0 0.0 0.0 14.8
Incr Delay (d2), s/veh 7.4 0.2 0.2 38.3 0.2 0.2 10.6 0.0 0.0 0.0 0.0 0.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.4 0.8 0.8 0.1 0.5 0.5 0.6 0.0 0.1 0.0 0.0 0.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 27.2 11.1 11.1 60.3 13.5 13.5 31.7 0.0 10.0 0.0 0.0 15.0
LnGrp LOS C BBEBBCAAAAB
Approach Vol, veh/h 384 148 52 44
Approach Delay, s/veh 16.2 15.1 27.9 15.0
Approach LOS B B C B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 4.6 20.1 6.0 13.6 8.4 16.4 0.0 19.6
Change Period (Y+Rc), s 4.4 * 5.7 4.4 4.9 4.4 5.7 4.4 4.9
Max Green Setting (Gmax), s 4.1 * 30 6.5 30.0 12.8 21.3 4.1 32.4
Max Q Clear Time (g_c+I1), s 2.1 4.4 3.1 3.0 5.0 3.4 0.0 2.2
Green Ext Time (p_c), s 0.0 1.5 0.0 0.2 0.2 0.6 0.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 16.8
HCM 6th LOS B
Nakano LMA Appendix Page 68 of 194
AM Existing Queuing and Blocking Report
LOS Engineering, Inc.SimTraffic Report
Intersection: 1: I-805 SB Ramp & Palm Ave
Movement EB EB EB WB WB WB WB SB SB SB
Directions Served T T R L L T T L LTR R
Maximum Queue (ft) 517 498 175 191 172 95 74 551 515 500
Average Queue (ft) 407 317 79 109 124 28 33 294 310 254
95th Queue (ft)556 508 176 177 172 69 68 437 448 377
Link Distance (ft)483 483 394 394 928
Upstream Blk Time (%) 14 2
Queuing Penalty (veh) 0 0
Storage Bay Dist (ft)150 190 190 800 800
Storage Blk Time (%)15 0 0 0
Queuing Penalty (veh)28 1 0 0
Intersection: 2: I-805 NB Ramp & Palm Ave
Movement EB EB EB EB WB WB WB WB NB NB
Directions Served L L TTTTRRLTRR
Maximum Queue (ft) 242 255 412 411 246 201 414 474 310 183
Average Queue (ft) 209 224 243 179 129 104 205 225 146 42
95th Queue (ft)283 288 446 352 234 191 384 410 245 100
Link Distance (ft)394 394 1132 1132 1132 1132 881
Upstream Blk Time (%)1 0
Queuing Penalty (veh)12 1
Storage Bay Dist (ft) 230 230 250
Storage Blk Time (%)2 8 1 1
Queuing Penalty (veh) 11 45 9 1
Nakano LMA Appendix Page 69 of 194
AM Existing Queuing and Blocking Report
LOS Engineering, Inc.SimTraffic Report
Intersection: 3: Dennery Rd & Palm Ave/Ocean View Hills Pkwy
Movement EB EB EB EB EB EB WB WB WB WB WB WB
Directions Served L L T T T R L L T T T R
Maximum Queue (ft) 292 304 1143 1122 158 186 189 197 140 212 286 243
Average Queue (ft) 291 303 897 479 46 85 76 104 89 125 176 36
95th Queue (ft)294 307 1279 1129 128 154 154 174 134 221 276 105
Link Distance (ft)1132 1132 1132 400 400 400
Upstream Blk Time (%)4 0
Queuing Penalty (veh)19 0
Storage Bay Dist (ft) 280 280 190 230 230 230
Storage Blk Time (%) 14 65 0 0 3 0
Queuing Penalty (veh) 22 99 1 0 1 0
Intersection: 3: Dennery Rd & Palm Ave/Ocean View Hills Pkwy
Movement NB NB NB NB SB SB SB SB SB
Directions Served L L L TR L L T T R
Maximum Queue (ft) 283 292 300 810 31 72 92 227 120
Average Queue (ft) 229 289 299 732 3 22 36 83 101
95th Queue (ft)291 293 301 915 17 52 71 194 136
Link Distance (ft)758 1884 1884
Upstream Blk Time (%)32
Queuing Penalty (veh)0
Storage Bay Dist (ft) 275 275 275 125 125 95
Storage Blk Time (%)1 7 42 4 0 14
Queuing Penalty (veh) 2 25 145 28 0 6
Intersection: 6: Red Coral Ln/Red Fin Ln & Dennery Rd
Movement EB EB EB WB WB NB NB SB SB
Directions Served L T TR T TR L TR L TR
Maximum Queue (ft)54 52 74 139 133 79 31 30 70
Average Queue (ft)22 17 19 44 52 35 2 1 30
95th Queue (ft)47 43 52 87 103 66 15 10 61
Link Distance (ft)413 413 873 873 390 231 231
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 190 75
Storage Blk Time (%)1
Queuing Penalty (veh)0
Network Summary
Network wide Queuing Penalty: 827
Nakano LMA Appendix Page 70 of 194
PM Existing Queuing and Blocking Report
LOS Engineering, Inc.SimTraffic Report
Intersection: 1: I-805 SB Ramp & Palm Ave
Movement EB EB EB WB WB WB WB SB SB SB
Directions Served T T R L L T T L LTR R
Maximum Queue (ft) 498 498 175 202 212 325 179 607 845 818
Average Queue (ft) 413 339 111 164 170 74 64 327 406 336
95th Queue (ft)543 468 216 230 226 179 116 480 604 534
Link Distance (ft)483 483 394 394 928
Upstream Blk Time (%) 4 0
Queuing Penalty (veh) 0 0
Storage Bay Dist (ft)150 190 190 800 800
Storage Blk Time (%)28 0 2 12 0 0
Queuing Penalty (veh)42 0 5 28 2 0
Intersection: 2: I-805 NB Ramp & Palm Ave
Movement EB EB EB EB WB WB WB WB NB NB
Directions Served L L TTTTRRLTRR
Maximum Queue (ft) 240 255 419 420 380 315 324 334 393 275
Average Queue (ft) 153 220 317 321 202 147 153 158 231 166
95th Queue (ft)236 298 463 459 316 249 259 257 348 309
Link Distance (ft)394 394 1132 1132 1132 1132 881
Upstream Blk Time (%)3 3
Queuing Penalty (veh)29 29
Storage Bay Dist (ft) 230 230 250
Storage Blk Time (%)0 1 13 6 0
Queuing Penalty (veh) 3 9 59 13 0
Nakano LMA Appendix Page 71 of 194
PM Existing Queuing and Blocking Report
LOS Engineering, Inc.SimTraffic Report
Intersection: 3: Dennery Rd & Palm Ave/Ocean View Hills Pkwy
Movement EB EB EB EB EB EB WB WB WB WB WB WB
Directions Served L L T T T R L L T T T R
Maximum Queue (ft) 292 305 1015 890 73 106 152 165 202 233 340 250
Average Queue (ft) 291 303 595 150 22 52 63 106 128 153 200 69
95th Queue (ft)295 306 908 479 64 90 139 164 181 224 294 202
Link Distance (ft)1132 1132 1132 400 400 400
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 280 280 190 230 230 230
Storage Blk Time (%) 13 62 0 2 0
Queuing Penalty (veh) 13 63 1 1 0
Intersection: 3: Dennery Rd & Palm Ave/Ocean View Hills Pkwy
Movement NB NB NB NB SB SB SB SB SB
Directions Served L L L TR L L T T R
Maximum Queue (ft) 276 290 300 450 95 110 74 249 120
Average Queue (ft) 147 210 232 117 21 49 28 65 95
95th Queue (ft)251 321 329 295 64 90 66 204 132
Link Distance (ft)758 1884 1884
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 275 275 275 125 125 95
Storage Blk Time (%)0261 0 014
Queuing Penalty (veh) 0 5 16 4 0 0 4
Intersection: 6: Red Coral Ln/Red Fin Ln & Dennery Rd
Movement EB EB EB WB WB WB NB NB SB
Directions Served L T TR L T TR L TR TR
Maximum Queue (ft) 114 93 115 31 92 114 70 31 31
Average Queue (ft) 60 29 45 4 36 37 27 3 20
95th Queue (ft)98 66 99 21 69 75 59 18 43
Link Distance (ft)413 413 873 873 390 231
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 190 160 75
Storage Blk Time (%)0
Queuing Penalty (veh)0
Network Summary
Network wide Queuing Penalty: 332
Nakano LMA Appendix Page 72 of 194
Appendix I
Existing LOS and Queuing Output
Nakano LMA Appendix Page 73 of 194
AM Existing
1: I-805 SB Ramp & Palm Ave HCM 6th Signalized Intersection Summary
LOS Engineering, Inc.
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 0 939 187 273 356 00007592610
Future Volume (veh/h) 0 939 187 273 356 00007592610
Initial Q (Qb), veh 000000 000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 0.98
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 0 1856 1856 1856 1856 0 1856 1856 1856
Adj Flow Rate, veh/h 0 1032 205 317 414 0 1000 0 429
Peak Hour Factor 0.91 0.91 0.91 0.86 0.86 0.86 0.95 0.95 0.95
Percent Heavy Veh, %033330 333
Cap, veh/h 0 1465 641 371 2019 0 1138 0 496
Arrive On Green 0.00 0.42 0.42 0.22 1.00 0.00 0.32 0.00 0.32
Sat Flow, veh/h 0 3618 1544 3428 3618 0 3534 0 1541
Grp Volume(v), veh/h 0 1032 205 317 414 0 1000 0 429
Grp Sat Flow(s),veh/h/ln 0 1763 1544 1714 1763 0 1767 0 1541
Q Serve(g_s), s 0.0 28.1 10.4 10.3 0.0 0.0 31.0 0.0 30.3
Cycle Q Clear(g_c), s 0.0 28.1 10.4 10.3 0.0 0.0 31.0 0.0 30.3
Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 1465 641 371 2019 0 1138 0 496
V/C Ratio(X)0.00 0.70 0.32 0.85 0.21 0.00 0.88 0.00 0.86
Avail Cap(c_a), veh/h 0 1465 641 423 2019 0 1307 0 570
HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.00 1.00 1.00 0.94 0.94 0.00 1.00 0.00 1.00
Uniform Delay (d), s/veh 0.0 28.0 22.9 44.6 0.0 0.0 37.2 0.0 36.9
Incr Delay (d2), s/veh 0.0 2.9 1.3 13.5 0.2 0.0 6.5 0.0 11.8
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.0 12.2 4.0 4.6 0.1 0.0 14.2 0.0 12.9
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 30.9 24.2 58.1 0.2 0.0 43.6 0.0 48.8
LnGrp LOS A C C E A A D A D
Approach Vol, veh/h 1237 731 1429
Approach Delay, s/veh 29.8 25.3 45.2
Approach LOS C C D
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 18.3 54.3 43.5 72.5
Change Period (Y+Rc), s * 5.7 6.1 6.1 6.1
Max Green Setting (Gmax), s* 14 40.9 42.9 60.9
Max Q Clear Time (g_c+I1), s12.3 30.1 33.0 2.0
Green Ext Time (p_c), s 0.2 5.8 4.3 3.1
Intersection Summary
HCM 6th Ctrl Delay 35.3
HCM 6th LOS D
Nakano LMA Appendix Page 74 of 194
AM Existing
2: I-805 NB Ramp & Palm Ave HCM 6th Signalized Intersection Summary
LOS Engineering, Inc.
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 678 1100 0 0 512 1102 91 3 299 0 0 0
Future Volume (veh/h)678 1100 0 0 512 1102 91 3 299 0 0 0
Initial Q (Qb), veh 0 00000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.97 1.00 0.97
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln1856 1856 0 0 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 721 1170 0 0 528 1136 95 163 204
Peak Hour Factor 0.94 0.94 0.94 0.97 0.97 0.97 0.96 0.96 0.96
Percent Heavy Veh, % 3 30033333
Cap, veh/h 772 2496 0 0 1528 1164 125 215 286
Arrive On Green 0.45 1.00 0.00 0.00 0.43 0.43 0.19 0.19 0.19
Sat Flow, veh/h 3428 3618 0 0 3618 2685 671 1151 1532
Grp Volume(v), veh/h 721 1170 0 0 528 1136 258 0 204
Grp Sat Flow(s),veh/h/ln1714 1763 0 0 1763 1342 1822 0 1532
Q Serve(g_s), s 23.1 0.0 0.0 0.0 11.6 48.2 15.6 0.0 14.5
Cycle Q Clear(g_c), s 23.1 0.0 0.0 0.0 11.6 48.2 15.6 0.0 14.5
Prop In Lane 1.00 0.00 0.00 1.00 0.37 1.00
Lane Grp Cap(c), veh/h772 2496 0 0 1528 1164 341 0 286
V/C Ratio(X) 0.93 0.47 0.00 0.00 0.35 0.98 0.76 0.00 0.71
Avail Cap(c_a), veh/h 836 2496 0 0 1528 1164 675 0 568
HCM Platoon Ratio 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.48 0.48 0.00 0.00 0.57 0.57 1.00 0.00 1.00
Uniform Delay (d), s/veh31.1 0.0 0.0 0.0 21.9 32.3 44.7 0.0 44.2
Incr Delay (d2), s/veh 9.4 0.3 0.0 0.0 0.4 15.0 3.5 0.0 3.3
Initial Q Delay(d3),s/veh0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln8.4 0.1 0.0 0.0 4.8 17.6 7.3 0.0 5.8
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 40.5 0.3 0.0 0.0 22.2 47.3 48.1 0.0 47.5
LnGrp LOS D A A A C D D A D
Approach Vol, veh/h 1891 1664 462
Approach Delay, s/veh 15.6 39.3 47.9
Approach LOS B D D
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 88.2 31.8 56.4 27.8
Change Period (Y+Rc), s 6.1 * 5.7 6.1 6.1
Max Green Setting (Gmax), s60.8 * 28 26.8 43.0
Max Q Clear Time (g_c+I1), s2.0 25.1 50.2 17.6
Green Ext Time (p_c), s 12.2 1.0 0.0 2.3
Intersection Summary
HCM 6th Ctrl Delay 29.1
HCM 6th LOS C
Nakano LMA Appendix Page 75 of 194
AM Existing
3: Dennery Rd & Palm Ave/Ocean View Hills Pkwy HCM 6th Signalized Intersection Summary
LOS Engineering, Inc.
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 574 458 364 200 515 53 786 111 236 28 80 334
Future Volume (veh/h)574 458 364 200 515 53 786 111 236 28 80 334
Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 0.98 1.00 0.98
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 611 487 387 270 696 72 845 119 254 34 98 407
Peak Hour Factor 0.94 0.94 0.94 0.74 0.74 0.74 0.93 0.93 0.93 0.82 0.82 0.82
Percent Heavy Veh, % 3 33333333333
Cap, veh/h 564 1524 473 324 1169 358 782 223 475 74 1027 449
Arrive On Green 0.16 0.30 0.30 0.09 0.23 0.23 0.16 0.43 0.43 0.02 0.29 0.29
Sat Flow, veh/h 3428 5066 1571 3428 5066 1549 4983 522 1113 3428 3526 1541
Grp Volume(v), veh/h 611 487 387 270 696 72 845 0 373 34 98 407
Grp Sat Flow(s),veh/h/ln1714 1689 1571 1714 1689 1549 1661 0 1635 1714 1763 1541
Q Serve(g_s), s 21.6 9.8 30.0 10.2 16.1 4.9 20.6 0.0 22.2 1.3 2.7 33.4
Cycle Q Clear(g_c), s 21.6 9.8 30.0 10.2 16.1 4.9 20.6 0.0 22.2 1.3 2.7 33.4
Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.68 1.00 1.00
Lane Grp Cap(c), veh/h564 1524 473 324 1169 358 782 0 698 74 1027 449
V/C Ratio(X) 1.08 0.32 0.82 0.83 0.60 0.20 1.08 0.00 0.53 0.46 0.10 0.91
Avail Cap(c_a), veh/h 564 1524 473 449 1169 358 782 0 729 107 1128 493
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh54.8 35.5 42.6 58.4 45.0 40.7 55.3 0.0 27.9 63.4 33.9 44.8
Incr Delay (d2), s/veh 62.3 0.6 14.6 6.8 2.2 1.3 56.1 0.0 1.0 1.6 0.1 21.4
Initial Q Delay(d3),s/veh0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln14.2 4.1 13.5 4.7 7.0 2.0 12.7 0.0 8.9 0.6 1.2 15.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh117.1 36.0 57.1 65.2 47.2 42.0 111.4 0.0 28.9 65.1 34.0 66.2
LnGrp LOS F D E E D D F A C E C E
Approach Vol, veh/h 1485 1038 1218 539
Approach Delay, s/veh 74.9 51.5 86.2 60.2
Approach LOS E D F E
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s16.8 45.9 25.0 43.5 26.0 36.7 7.2 61.3
Change Period (Y+Rc), s4.4 * 6.4 4.4 5.3 4.4 6.4 4.4 5.3
Max Green Setting (Gmax), s17.2 * 36 20.6 42.0 21.6 30.3 4.1 58.5
Max Q Clear Time (g_c+I1), s12.2 32.0 22.6 35.4 23.6 18.1 3.3 24.2
Green Ext Time (p_c), s0.2 2.9 0.0 2.3 0.0 5.5 0.0 4.1
Intersection Summary
HCM 6th Ctrl Delay 70.6
HCM 6th LOS E
Nakano LMA Appendix Page 76 of 194
AM Existing
4: Dennery Rd & Project Access HCM 6th TWSC
LOS Engineering, Inc.
Intersection
Int Delay, s/veh 0
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 0 0 162 486 0
Future Vol, veh/h 0 0 0 162 486 0
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - - - -
Veh in Median Storage, #0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 72 72 93 93
Heavy Vehicles, % 3 33333
Mvmt Flow 0 0 0 225 523 0
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 262 - 0 - 0
Stage 1 - - - - - -
Stage 2 - - - - - -
Critical Hdwy - 6.96 - - - -
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy - 3.33 - - - -
Pot Cap-1 Maneuver 0 734 0 - - -
Stage 1 0 - 0 - - -
Stage 2 0 - 0 - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 734 - - - -
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Approach EB NB SB
HCM Control Delay, s 0 0 0
HCM LOS A
Minor Lane/Major Mvmt NBTEBLn1 SBT SBR
Capacity (veh/h)- - - -
HCM Lane V/C Ratio - - - -
HCM Control Delay (s) - 0 - -
HCM Lane LOS - A - -
HCM 95th %tile Q(veh) - - - -
Nakano LMA Appendix Page 77 of 194
AM Existing
5: Dennery Rd & The Landing Dwy HCM 6th TWSC
LOS Engineering, Inc.
Intersection
Int Delay, s/veh 0.4
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 30 145 17 0 486
Future Vol, veh/h 0 30 145 17 0 486
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - - - -
Veh in Median Storage, #0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 3 33333
Mvmt Flow 0 33 158 18 0 528
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 88 0 0 - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Critical Hdwy - 6.96 - - - -
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy - 3.33 - - - -
Pot Cap-1 Maneuver 0 950 - - 0 -
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 950 - - - -
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Approach WB NB SB
HCM Control Delay, s 8.9 0 0
HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBT
Capacity (veh/h)- - 950 -
HCM Lane V/C Ratio - - 0.034 -
HCM Control Delay (s) - - 8.9 -
HCM Lane LOS - - A -
HCM 95th %tile Q(veh) - - 0.1 -
Nakano LMA Appendix Page 78 of 194
AM Existing
6: Red Coral Ln/Red Fin Ln & Dennery Rd HCM 6th Signalized Intersection Summary
LOS Engineering, Inc.
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 37 75 6 1 246 3 56 5 1 1 5 70
Future Volume (veh/h) 37 75 6 1 246 3 56 5 1 1 5 70
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 0.99 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 49 99 8 1 265 3 61 5 1 1 6 81
Peak Hour Factor 0.76 0.76 0.76 0.93 0.93 0.93 0.92 0.92 0.92 0.86 0.86 0.86
Percent Heavy Veh, %333333333333
Cap, veh/h 73 976 78 4 913 10 85 378 76 4 22 304
Arrive On Green 0.04 0.30 0.30 0.00 0.26 0.26 0.05 0.25 0.25 0.00 0.21 0.21
Sat Flow, veh/h 1767 3300 263 1767 3569 40 1767 1497 299 1767 109 1476
Grp Volume(v), veh/h 49 52 55 1 131 137 61 0 6 1 0 87
Grp Sat Flow(s),veh/h/ln 1767 1763 1800 1767 1763 1847 1767 0 1797 1767 0 1585
Q Serve(g_s), s 1.2 0.9 1.0 0.0 2.6 2.6 1.5 0.0 0.1 0.0 0.0 2.0
Cycle Q Clear(g_c), s 1.2 0.9 1.0 0.0 2.6 2.6 1.5 0.0 0.1 0.0 0.0 2.0
Prop In Lane 1.00 0.15 1.00 0.02 1.00 0.17 1.00 0.93
Lane Grp Cap(c), veh/h 73 522 533 4 451 472 85 0 454 4 0 326
V/C Ratio(X) 0.67 0.10 0.10 0.24 0.29 0.29 0.72 0.00 0.01 0.24 0.00 0.27
Avail Cap(c_a), veh/h 180 894 913 168 865 907 205 0 1285 168 0 1101
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00
Uniform Delay (d), s/veh 20.4 11.0 11.0 21.5 12.9 12.9 20.3 0.0 12.1 21.5 0.0 14.4
Incr Delay (d2), s/veh 10.3 0.1 0.1 28.4 0.4 0.3 10.8 0.0 0.0 28.4 0.0 0.4
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.6 0.3 0.3 0.0 0.9 0.9 0.8 0.0 0.0 0.0 0.0 0.7
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 30.7 11.1 11.1 49.9 13.3 13.3 31.0 0.0 12.1 49.9 0.0 14.8
LnGrp LOS C B B D B B C A B D A B
Approach Vol, veh/h 156 269 67 88
Approach Delay, s/veh 17.3 13.4 29.3 15.2
Approach LOS B B C B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 4.4 18.5 6.5 13.8 6.2 16.7 4.4 15.8
Change Period (Y+Rc), s 4.4 * 5.7 4.4 4.9 4.4 5.7 4.4 4.9
Max Green Setting (Gmax), s 4.1 * 22 5.0 30.0 4.4 21.2 4.1 30.9
Max Q Clear Time (g_c+I1), s 2.0 3.0 3.5 4.0 3.2 4.6 2.0 2.1
Green Ext Time (p_c), s 0.0 0.5 0.0 0.5 0.0 1.3 0.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 16.6
HCM 6th LOS B
Nakano LMA Appendix Page 79 of 194
PM Existing
1: I-805 SB Ramp & Palm Ave HCM 6th Signalized Intersection Summary
LOS Engineering, Inc.
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 0 817 149 394 444 00001188 5 813
Future Volume (veh/h) 0 817 149 394 444 00001188 5 813
Initial Q (Qb), veh 000000 000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 0 1856 1856 1856 1856 0 1856 1856 1856
Adj Flow Rate, veh/h 0 888 162 428 483 0 1488 0 560
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.97 0.97 0.97
Percent Heavy Veh, %033330 333
Cap, veh/h 0 979 431 423 1586 0 1572 0 699
Arrive On Green 0.00 0.28 0.28 0.25 0.90 0.00 0.44 0.00 0.44
Sat Flow, veh/h 0 3618 1551 3428 3618 0 3534 0 1570
Grp Volume(v), veh/h 0 888 162 428 483 0 1488 0 560
Grp Sat Flow(s),veh/h/ln 0 1763 1551 1714 1763 0 1767 0 1570
Q Serve(g_s), s 0.0 28.2 9.8 14.3 2.2 0.0 46.8 0.0 35.7
Cycle Q Clear(g_c), s 0.0 28.2 9.8 14.3 2.2 0.0 46.8 0.0 35.7
Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 979 431 423 1586 0 1572 0 699
V/C Ratio(X)0.00 0.91 0.38 1.01 0.30 0.00 0.95 0.00 0.80
Avail Cap(c_a), veh/h 0 979 431 423 1586 0 1600 0 711
HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.00 1.00 1.00 0.79 0.79 0.00 1.00 0.00 1.00
Uniform Delay (d), s/veh 0.0 40.5 33.8 43.7 3.3 0.0 30.9 0.0 27.8
Incr Delay (d2), s/veh 0.0 13.6 2.5 42.1 0.4 0.0 12.0 0.0 6.5
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.0 13.9 4.0 7.6 0.8 0.0 21.9 0.0 14.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 54.0 36.3 85.8 3.7 0.0 42.9 0.0 34.3
LnGrp LOS A D D F A A D A C
Approach Vol, veh/h 1050 911 2048
Approach Delay, s/veh 51.3 42.3 40.5
Approach LOS D D D
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 20.0 38.3 57.7 58.3
Change Period (Y+Rc), s * 5.7 6.1 6.1 6.1
Max Green Setting (Gmax), s* 14 31.3 52.5 51.3
Max Q Clear Time (g_c+I1), s16.3 30.2 48.8 4.2
Green Ext Time (p_c), s 0.0 0.7 2.8 3.7
Intersection Summary
HCM 6th Ctrl Delay 43.8
HCM 6th LOS D
Nakano LMA Appendix Page 80 of 194
PM Existing
2: I-805 NB Ramp & Palm Ave HCM 6th Signalized Intersection Summary
LOS Engineering, Inc.
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 471 1514 0 0 740 1266 130 4 454 0 0 0
Future Volume (veh/h)471 1514 0 0 740 1266 130 4 454 0 0 0
Initial Q (Qb), veh 0 00000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln1856 1856 0 0 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 491 1577 0 0 796 1361 149 281 338
Peak Hour Factor 0.96 0.96 0.96 0.93 0.93 0.93 0.87 0.87 0.87
Percent Heavy Veh, % 3 30033333
Cap, veh/h 544 2190 0 0 1457 1144 173 326 424
Arrive On Green 0.32 1.00 0.00 0.00 0.41 0.41 0.27 0.27 0.27
Sat Flow, veh/h 3428 3618 0 0 3618 2768 632 1192 1551
Grp Volume(v), veh/h 491 1577 0 0 796 1361 430 0 338
Grp Sat Flow(s),veh/h/ln1714 1763 0 0 1763 1384 1824 0 1551
Q Serve(g_s), s 15.9 0.0 0.0 0.0 19.8 48.0 26.0 0.0 23.5
Cycle Q Clear(g_c), s 15.9 0.0 0.0 0.0 19.8 48.0 26.0 0.0 23.5
Prop In Lane 1.00 0.00 0.00 1.00 0.35 1.00
Lane Grp Cap(c), veh/h544 2190 0 0 1457 1144 499 0 424
V/C Ratio(X) 0.90 0.72 0.00 0.00 0.55 1.19 0.86 0.00 0.80
Avail Cap(c_a), veh/h 600 2190 0 0 1457 1144 676 0 575
HCM Platoon Ratio 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.21 0.21 0.00 0.00 0.59 0.59 1.00 0.00 1.00
Uniform Delay (d), s/veh38.8 0.0 0.0 0.0 25.8 34.0 40.0 0.0 39.1
Incr Delay (d2), s/veh 4.2 0.4 0.0 0.0 0.9 90.8 8.5 0.0 5.5
Initial Q Delay(d3),s/veh0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln5.9 0.1 0.0 0.0 8.4 30.0 12.7 0.0 9.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 43.0 0.4 0.0 0.0 26.7 124.8 48.5 0.0 44.7
LnGrp LOS D A A A C F D A D
Approach Vol, veh/h 2068 2157 768
Approach Delay, s/veh 10.5 88.6 46.8
Approach LOS B F D
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 78.1 24.1 54.1 37.9
Change Period (Y+Rc), s 6.1 * 5.7 6.1 6.1
Max Green Setting (Gmax), s60.8 * 20 34.8 43.0
Max Q Clear Time (g_c+I1), s2.0 17.9 50.0 28.0
Green Ext Time (p_c), s 20.7 0.5 0.0 3.6
Intersection Summary
HCM 6th Ctrl Delay 49.8
HCM 6th LOS D
Nakano LMA Appendix Page 81 of 194
PM Existing
3: Dennery Rd & Palm Ave/Ocean View Hills Pkwy HCM 6th Signalized Intersection Summary
LOS Engineering, Inc.
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 553 304 227 182 651 58 474 54 223 62 57 419
Future Volume (veh/h)553 304 227 182 651 58 474 54 223 62 57 419
Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 0.99 1.00 0.98
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 614 338 252 219 784 70 521 59 245 72 66 487
Peak Hour Factor 0.90 0.90 0.90 0.83 0.83 0.83 0.91 0.91 0.91 0.86 0.86 0.86
Percent Heavy Veh, % 3 33333333333
Cap, veh/h 541 1672 512 275 1278 397 466 122 505 116 1168 512
Arrive On Green 0.16 0.33 0.33 0.08 0.25 0.25 0.09 0.39 0.39 0.03 0.33 0.33
Sat Flow, veh/h 3428 5066 1551 3428 5066 1572 4983 311 1292 3428 3526 1546
Grp Volume(v), veh/h 614 338 252 219 784 70 521 0 304 72 66 487
Grp Sat Flow(s),veh/h/ln1714 1689 1551 1714 1689 1572 1661 0 1604 1714 1763 1546
Q Serve(g_s), s 19.6 5.9 16.1 7.8 17.0 4.3 11.6 0.0 17.7 2.6 1.6 38.2
Cycle Q Clear(g_c), s 19.6 5.9 16.1 7.8 17.0 4.3 11.6 0.0 17.7 2.6 1.6 38.2
Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.81 1.00 1.00
Lane Grp Cap(c), veh/h541 1672 512 275 1278 397 466 0 627 116 1168 512
V/C Ratio(X) 1.13 0.20 0.49 0.80 0.61 0.18 1.12 0.00 0.49 0.62 0.06 0.95
Avail Cap(c_a), veh/h 541 1672 512 381 1278 397 466 0 627 180 1193 523
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh52.2 29.8 33.2 56.1 41.0 36.3 56.2 0.0 28.4 59.2 28.3 40.5
Incr Delay (d2), s/veh 81.2 0.3 3.4 5.3 2.2 1.0 78.2 0.0 0.9 2.0 0.0 28.1
Initial Q Delay(d3),s/veh0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln14.5 2.5 6.6 3.6 7.3 1.8 8.2 0.0 6.9 1.2 0.7 18.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh133.4 30.1 36.6 61.4 43.3 37.3 134.4 0.0 29.3 61.2 28.3 68.6
LnGrp LOS F C D E D D F A C E C E
Approach Vol, veh/h 1204 1073 825 625
Approach Delay, s/veh 84.2 46.6 95.7 63.5
Approach LOS F D F E
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s14.3 47.4 16.0 46.4 24.0 37.7 8.6 53.8
Change Period (Y+Rc), s4.4 * 6.4 4.4 5.3 4.4 6.4 4.4 5.3
Max Green Setting (Gmax), s13.8 * 39 11.6 42.0 19.6 31.3 6.5 47.1
Max Q Clear Time (g_c+I1), s9.8 18.1 13.6 40.2 21.6 19.0 4.6 19.7
Green Ext Time (p_c), s0.2 6.9 0.0 0.8 0.0 6.1 0.0 3.0
Intersection Summary
HCM 6th Ctrl Delay 72.4
HCM 6th LOS E
Nakano LMA Appendix Page 82 of 194
PM Existing
4: Dennery Rd & Project Access HCM 6th TWSC
LOS Engineering, Inc.
Intersection
Int Delay, s/veh 0
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 0 0 435 254 0
Future Vol, veh/h 0 0 0 435 254 0
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - - - -
Veh in Median Storage, #0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 88 88 91 91
Heavy Vehicles, % 3 33333
Mvmt Flow 0 0 0 494 279 0
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 140 - 0 - 0
Stage 1 - - - - - -
Stage 2 - - - - - -
Critical Hdwy - 6.96 - - - -
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy - 3.33 - - - -
Pot Cap-1 Maneuver 0 879 0 - - -
Stage 1 0 - 0 - - -
Stage 2 0 - 0 - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 879 - - - -
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Approach EB NB SB
HCM Control Delay, s 0 0 0
HCM LOS A
Minor Lane/Major Mvmt NBTEBLn1 SBT SBR
Capacity (veh/h)- - - -
HCM Lane V/C Ratio - - - -
HCM Control Delay (s) - 0 - -
HCM Lane LOS - A - -
HCM 95th %tile Q(veh) - - - -
Nakano LMA Appendix Page 83 of 194
PM Existing
5: Dennery Rd & The Landing Dwy HCM 6th TWSC
LOS Engineering, Inc.
Intersection
Int Delay, s/veh 0.2
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 11 394 41 0 254
Future Vol, veh/h 0 11 394 41 0 254
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - - - -
Veh in Median Storage, #0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 3 33333
Mvmt Flow 0 12 428 45 0 276
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 237 0 0 - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Critical Hdwy - 6.96 - - - -
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy - 3.33 - - - -
Pot Cap-1 Maneuver 0 761 - - 0 -
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 761 - - - -
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Approach WB NB SB
HCM Control Delay, s 9.8 0 0
HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBT
Capacity (veh/h)- - 761 -
HCM Lane V/C Ratio - - 0.016 -
HCM Control Delay (s) - - 9.8 -
HCM Lane LOS - - A -
HCM 95th %tile Q(veh) - - 0 -
Nakano LMA Appendix Page 84 of 194
PM Existing
6: Red Coral Ln/Red Fin Ln & Dennery Rd HCM 6th Signalized Intersection Summary
LOS Engineering, Inc.
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 114 217 30 5 127 3 36 3 4 0 5 38
Future Volume (veh/h) 114 217 30 5 127 3 36 3 4 0 5 38
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.96 1.00 1.00 1.00 0.98
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 121 231 32 5 140 3 43 4 5 0 5 39
Peak Hour Factor 0.94 0.94 0.94 0.91 0.91 0.91 0.83 0.83 0.83 0.98 0.98 0.98
Percent Heavy Veh, %333333333333
Cap, veh/h 158 1011 138 10 848 18 66 248 310 4 35 271
Arrive On Green 0.09 0.32 0.32 0.01 0.24 0.24 0.04 0.33 0.33 0.00 0.20 0.20
Sat Flow, veh/h 1767 3113 426 1767 3526 75 1767 748 935 1767 178 1388
Grp Volume(v), veh/h 121 129 134 5 70 73 43 0 9 0 0 44
Grp Sat Flow(s),veh/h/ln 1767 1763 1776 1767 1763 1839 1767 0 1682 1767 0 1566
Q Serve(g_s), s 3.0 2.4 2.4 0.1 1.4 1.4 1.1 0.0 0.2 0.0 0.0 1.0
Cycle Q Clear(g_c), s 3.0 2.4 2.4 0.1 1.4 1.4 1.1 0.0 0.2 0.0 0.0 1.0
Prop In Lane 1.00 0.24 1.00 0.04 1.00 0.56 1.00 0.89
Lane Grp Cap(c), veh/h 158 573 577 10 424 442 66 0 558 4 0 306
V/C Ratio(X) 0.76 0.23 0.23 0.53 0.16 0.17 0.66 0.00 0.02 0.00 0.00 0.14
Avail Cap(c_a), veh/h 510 1208 1217 163 846 883 259 0 1229 163 0 1059
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 0.00 1.00
Uniform Delay (d), s/veh 19.7 10.9 10.9 22.0 13.3 13.3 21.1 0.0 10.0 0.0 0.0 14.8
Incr Delay (d2), s/veh 7.4 0.2 0.2 38.3 0.2 0.2 10.6 0.0 0.0 0.0 0.0 0.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.4 0.8 0.8 0.1 0.5 0.5 0.6 0.0 0.1 0.0 0.0 0.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 27.2 11.1 11.1 60.3 13.5 13.5 31.7 0.0 10.0 0.0 0.0 15.0
LnGrp LOS C BBEBBCAAAAB
Approach Vol, veh/h 384 148 52 44
Approach Delay, s/veh 16.2 15.1 27.9 15.0
Approach LOS B B C B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 4.6 20.1 6.0 13.6 8.4 16.4 0.0 19.6
Change Period (Y+Rc), s 4.4 * 5.7 4.4 4.9 4.4 5.7 4.4 4.9
Max Green Setting (Gmax), s 4.1 * 30 6.5 30.0 12.8 21.3 4.1 32.4
Max Q Clear Time (g_c+I1), s 2.1 4.4 3.1 3.0 5.0 3.4 0.0 2.2
Green Ext Time (p_c), s 0.0 1.5 0.0 0.2 0.2 0.6 0.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 16.8
HCM 6th LOS B
Nakano LMA Appendix Page 85 of 194
AM Existing Queuing and Blocking Report
LOS Engineering, Inc.SimTraffic Report
Intersection: 1: I-805 SB Ramp & Palm Ave
Movement EB EB EB WB WB WB WB SB SB SB
Directions Served T T R L L T T L LTR R
Maximum Queue (ft) 517 498 175 191 172 95 74 551 515 500
Average Queue (ft) 407 317 79 109 124 28 33 294 310 254
95th Queue (ft)556 508 176 177 172 69 68 437 448 377
Link Distance (ft)483 483 394 394 928
Upstream Blk Time (%) 14 2
Queuing Penalty (veh) 0 0
Storage Bay Dist (ft)150 190 190 800 800
Storage Blk Time (%)15 0 0 0
Queuing Penalty (veh)28 1 0 0
Intersection: 2: I-805 NB Ramp & Palm Ave
Movement EB EB EB EB WB WB WB WB NB NB
Directions Served L L TTTTRRLTRR
Maximum Queue (ft) 242 255 412 411 246 201 414 474 310 183
Average Queue (ft) 209 224 243 179 129 104 205 225 146 42
95th Queue (ft)283 288 446 352 234 191 384 410 245 100
Link Distance (ft)394 394 1132 1132 1132 1132 881
Upstream Blk Time (%)1 0
Queuing Penalty (veh)12 1
Storage Bay Dist (ft) 230 230 250
Storage Blk Time (%)2 8 1 1
Queuing Penalty (veh) 11 45 9 1
Nakano LMA Appendix Page 86 of 194
AM Existing Queuing and Blocking Report
LOS Engineering, Inc.SimTraffic Report
Intersection: 3: Dennery Rd & Palm Ave/Ocean View Hills Pkwy
Movement EB EB EB EB EB EB WB WB WB WB WB WB
Directions Served L L T T T R L L T T T R
Maximum Queue (ft) 292 304 1143 1122 158 186 189 197 140 212 286 243
Average Queue (ft) 291 303 897 479 46 85 76 104 89 125 176 36
95th Queue (ft)294 307 1279 1129 128 154 154 174 134 221 276 105
Link Distance (ft)1132 1132 1132 400 400 400
Upstream Blk Time (%)4 0
Queuing Penalty (veh)19 0
Storage Bay Dist (ft) 280 280 190 230 230 230
Storage Blk Time (%) 14 65 0 0 3 0
Queuing Penalty (veh) 22 99 1 0 1 0
Intersection: 3: Dennery Rd & Palm Ave/Ocean View Hills Pkwy
Movement NB NB NB NB SB SB SB SB SB
Directions Served L L L TR L L T T R
Maximum Queue (ft) 283 292 300 810 31 72 92 227 120
Average Queue (ft) 229 289 299 732 3 22 36 83 101
95th Queue (ft)291 293 301 915 17 52 71 194 136
Link Distance (ft)758 1884 1884
Upstream Blk Time (%)32
Queuing Penalty (veh)0
Storage Bay Dist (ft) 275 275 275 125 125 95
Storage Blk Time (%)1 7 42 4 0 14
Queuing Penalty (veh) 2 25 145 28 0 6
Intersection: 6: Red Coral Ln/Red Fin Ln & Dennery Rd
Movement EB EB EB WB WB NB NB SB SB
Directions Served L T TR T TR L TR L TR
Maximum Queue (ft)54 52 74 139 133 79 31 30 70
Average Queue (ft)22 17 19 44 52 35 2 1 30
95th Queue (ft)47 43 52 87 103 66 15 10 61
Link Distance (ft)413 413 873 873 390 231 231
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 190 75
Storage Blk Time (%)1
Queuing Penalty (veh)0
Network Summary
Network wide Queuing Penalty: 827
Nakano LMA Appendix Page 87 of 194
PM Existing Queuing and Blocking Report
LOS Engineering, Inc.SimTraffic Report
Intersection: 1: I-805 SB Ramp & Palm Ave
Movement EB EB EB WB WB WB WB SB SB SB
Directions Served T T R L L T T L LTR R
Maximum Queue (ft) 498 498 175 202 212 325 179 607 845 818
Average Queue (ft) 413 339 111 164 170 74 64 327 406 336
95th Queue (ft)543 468 216 230 226 179 116 480 604 534
Link Distance (ft)483 483 394 394 928
Upstream Blk Time (%) 4 0
Queuing Penalty (veh) 0 0
Storage Bay Dist (ft)150 190 190 800 800
Storage Blk Time (%)28 0 2 12 0 0
Queuing Penalty (veh)42 0 5 28 2 0
Intersection: 2: I-805 NB Ramp & Palm Ave
Movement EB EB EB EB WB WB WB WB NB NB
Directions Served L L TTTTRRLTRR
Maximum Queue (ft) 240 255 419 420 380 315 324 334 393 275
Average Queue (ft) 153 220 317 321 202 147 153 158 231 166
95th Queue (ft)236 298 463 459 316 249 259 257 348 309
Link Distance (ft)394 394 1132 1132 1132 1132 881
Upstream Blk Time (%)3 3
Queuing Penalty (veh)29 29
Storage Bay Dist (ft) 230 230 250
Storage Blk Time (%)0 1 13 6 0
Queuing Penalty (veh) 3 9 59 13 0
Nakano LMA Appendix Page 88 of 194
PM Existing Queuing and Blocking Report
LOS Engineering, Inc.SimTraffic Report
Intersection: 3: Dennery Rd & Palm Ave/Ocean View Hills Pkwy
Movement EB EB EB EB EB EB WB WB WB WB WB WB
Directions Served L L T T T R L L T T T R
Maximum Queue (ft) 292 305 1015 890 73 106 152 165 202 233 340 250
Average Queue (ft) 291 303 595 150 22 52 63 106 128 153 200 69
95th Queue (ft)295 306 908 479 64 90 139 164 181 224 294 202
Link Distance (ft)1132 1132 1132 400 400 400
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 280 280 190 230 230 230
Storage Blk Time (%) 13 62 0 2 0
Queuing Penalty (veh) 13 63 1 1 0
Intersection: 3: Dennery Rd & Palm Ave/Ocean View Hills Pkwy
Movement NB NB NB NB SB SB SB SB SB
Directions Served L L L TR L L T T R
Maximum Queue (ft) 276 290 300 450 95 110 74 249 120
Average Queue (ft) 147 210 232 117 21 49 28 65 95
95th Queue (ft)251 321 329 295 64 90 66 204 132
Link Distance (ft)758 1884 1884
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 275 275 275 125 125 95
Storage Blk Time (%)0261 0 014
Queuing Penalty (veh) 0 5 16 4 0 0 4
Intersection: 6: Red Coral Ln/Red Fin Ln & Dennery Rd
Movement EB EB EB WB WB WB NB NB SB
Directions Served L T TR L T TR L TR TR
Maximum Queue (ft) 114 93 115 31 92 114 70 31 31
Average Queue (ft) 60 29 45 4 36 37 27 3 20
95th Queue (ft)98 66 99 21 69 75 59 18 43
Link Distance (ft)413 413 873 873 390 231
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 190 160 75
Storage Blk Time (%)0
Queuing Penalty (veh)0
Network Summary
Network wide Queuing Penalty: 332
Nakano LMA Appendix Page 89 of 194
Appendix J
Excerpts from City of San Diego Trip Generation Manual
Nakano LMA Appendix Page 90 of 194
TABLE 1 (Continued) May 2003
TRIP GENERATION RATE SUMMARY
(WEEKDAY)
6
LAND USE
DRIVEWAY (1) (2)
VEHICLE TRIP RATE
CUMULATIVE (8)
VEHICLE TRIP RATE
PEAK HOUR AND
IN/OUT RATIO
AM (IN:OUT) PM (IN:OUT)
RESIDENTIAL (3)
Congregate Care Facility 2 trips/dwelling unit 2 trips/dwelling unit 3% (6:4) 8% (5:5)
Estate Housing 12 trips/dwelling unit 12 trips/dwelling unit - - - -
Mobile Home 5 trips/dwelling unit; 40 trips/acre 5 trips/dwelling unit; 40 trips/acre 9% (3:7) 12% (6:4)
Multiple Dwelling Unit:
Under 20 dwelling units/acre 8 trips/dwelling unit 8 trips/dwelling unit 8% (2:8) 10% (7:3)
Over 20 dwelling units/acre 6 trips/dwelling unit 6 trips/dwelling unit 8% (2:8) 9% (7:3)
Retirement/Senior Citizen Housing 4 trips/dwelling unit 4 trips/dwelling unit - - - -
Single Family Detached:
Urbanized Area (1) 9 trips/dwelling unit 9 trips/dwelling unit 8% (2:8) 10% (7:3)
Urbanizing Area (1) 10 trips/dwelling unit 10 trips/dwelling unit 8% (2:8) 10% (7:3)
TRANSPORTATION FACILITIES (3)
Bus Depot 25 trips/1,000 sq. ft. 25 trips/1,000 sq. ft.
Park & Ride Lots 400 trips/acre; 600 trips/paved acre 400 trips/acre; 600 trips/paved acre 14% (7:3) 15% (3:7)
Transit Station (rail) 300 trips/acre 300 trips/acre 14% (7:3) 15% (3:7)
Notes:
(1) From the 1990 Trip Generation Manual. Driveway rates reflect trips that are generated by a site. These rates are used to calculate the total number of trips that impact the project and its immediate
vicinity.
(2) Does not include trip rates for Centre City area. See Table 5.
(3) San Diego Association of Governments (SANDAG), "Traffic Generators," San Diego, California, December 1996, and July 1998.
(4) City of San Diego memo, "Trip Generation Rate for Churches," December 9, 1992.
(5) Refer to Cumulative Vehicle Trip Rate column for reduced trip rates.
(6) Ln = Natural logarithm; fitted curve logarithmic equation is used for Commercial Office and Regional Shopping Center. For example, the trip generation of an Office Building with 100,000 sq. ft.
of GLA is: Ln(T) = 0.756 Ln(100) + 3.95, or Ln(T) = 0.756 (4.60517) + 3.95, or Ln(T) = 3.481509 + 3.95, or Ln(T) = 7.431509, which is 1,688 trips. The trip generation of a Regional Shopping
Center with 1,000,000 sq. ft. of GLA is: Ln(T) = 0.756 Ln(1,000) + 5.25, or Ln(T) = 0.756 (6.907755) + 5.25, or Ln(T) = 5.222263 + 5.25, or Ln(T) = 10.47226, which is 35,322 trips. See Table
2 for calculated trip generation for selected sizes of Regional Shopping Centers, and Table 3 for calculated trip generation for selected sizes of Commercial Offices. GLA = Gross Leasable Area; T
= trips; x = GLA in 1,000 square feet.
(7) Institute of Transportation Engineers, "Trip Generation," 5th and 6th Editions, Washington, District of Columbia, 1991 and 1998.
(8) Trips made to a site are Pass-By and Cumulative trips. See Appendix A for definitions of these trips. Cumulative rates are used to determine the community-wide impact of a new project.
Nakano LMA Appendix Page 91 of 194
Appendix K
SANDAG Select Zone Assignment
Nakano LMA Appendix Page 92 of 194
1
45
7
1015
781
69
2
9
8
2
6
1
1
8
9318
26
1
9
1
1
4
9
3
4
6
18737
9685
7
18737
0 0%
0
0
%
0
0
%
0 0%
4 0
2
0
%
1 0
4793
4774
4740
4759
4804
4792
4766
SANDAG
Series13
version13_3_2
Scenario ID 1209
2012
Nakano
Select Zone Run
TAZ 4826
Nakano LMA Appendix Page 93 of 194
27
27
7
55
69
9
418
62
6
0
9
34
6
7
5
0
31
5
447
60
9
32
68
9
7
6
362
1
1192
8
1 205
82
963
1 596
29
7
19
446
7
5605
11147
11261
72
4
15 50
791
6
3
3
4
9858
3
8
1
9
2
48
54
72
8
5
9
28
72
18
9
21
7
21
14824
317
4
181
0
16
5
6
3615
10
9
9
22
2
0
27
8
9
24
122
1
2
5
8
0
14
2
2
81 6
12
3
4
523
4
825
1727
6360
144
8
4
7
7
8
4366
89
2
9
6
7
6
2
165
5
4
1
2
3
2
70
27
5708
4980
17
1
6
0
2027 5
42
8
8
848 3
19305
39
1
6
3
6
7
3212
5838
1
8
0
9
1225
1293
6
5
9
0
3808316654
2625
34
3
7
298 66
14
1
1
92
18
9
2008
42 88
9379
781
97
9
2
2
7
452
12
9
3
17
1
6
0
20
3
4
315
0
1727
1221
15
5
0
0
0
1571
3
1
5
7
1
29866
346
4366
5708
5 838
781
1232
44
6
7
52
3
4
31
7
4
63
6
7
277
3212
40
0
96
3
7042
4366
34
37
18
6
1448
362
1
3
9
1
82
816
0
3
19
0
16
5
5
4
43
3
%
77
6
%
87 7
%
11
1
9
%
66
5
%
36 3%
32
0
2
6
%
4
0
%
31
1
2
5
%
39
3
%
1 205 9 8%
12
1
%
27 2
%
22
2
%
13 1 %
29 2%
1232 100%
158 13%
26
2%
186 15%136 11%7 10%
1 6 1%
20 2%
192 16%622 50%
41 3%
1036 84%1011 82%
0
0
%
6 1%13 1%
2
0
%
%
0
0
%
72
6
%
0 0%
2 0%
36
3%
22 2%
0
0
%
0
0
%
6
0
%
00%
0 0%
28
2
%
0
%
9 1%
2
0
%
7
1
%
0%
0
0
%
0 0%
7
0
6
%
0 0
%
66
5
%
4817
4825
4835
4809
4865
4856
4823
4867
4855
4824
4834
4826
4854
4816
52
4814
4869 4870
4813
4815
4
Nakano LMA Appendix Page 94 of 194
83
3
109
4
2
499
3
8
500
10
20
115
27
35835
12
1
1
1
36
50474
5
9
5
1
11
0
27
7
55
6
9
9
418
1628
3868
61
4
6
9
29730
40204
0
75
9
7
62
6
0
9
34
6
7
5
0
3709
7
63
4
8
0
31
5
611
3542
8
3217
50472
125
43
8
1732
2
3
3
0
9
447
24
6
1080
69
3
7
1
18
7
6
6152
576
4271722795
60
9
3
2
68
9
7
6
2008
42
1
36
2
1
25880
119
2
8
2
2
1205
407
66
11
6
1
7
82
6443
4
6
2
9
963
19
1596
29
7
1
9
9
7
0
542
2897
1
6
0
4
2871
10
3
7
8
44
6
7
63
10
3
8
5
74
7
22
5
17
2
9
15039
5605
562
0
1441
33
8
5
7101
4516
37
0
1
1858
5571
915
12
4
1
8
33
3
4
2
5721
17935
37
7
3
5199
89
4
6025
1114
7
80
4
5
3
3931
15540
11261
18662
2821
7
6
6
26
29
0
1
2
213
448
6
45
7
73
4
7
1
72
4
177
76
45
1
8
155
0
5687
98
6
11
9
3
1307
79
1
6
3
12
0
0
2
453
728
35
2
1
8
2
0
3
4
11
7
6
3086
22
9
9858
21
5
4
2
298
9
14737
1
1
4
3
4
3
8
1
9
44
4
8
6417
308
8
4299
19
2
11452
48
5
4
46
4
0
1015
704
72
8
5
9
28
7
2
2612
40
18
9
19
0
3
1
6
0
3
6105
614
21
7
2
1
33
4
6
0
14824
502
1
6
0
0
317
4
90
1
7
181
0
781
16
5
6
39
2
5
7
69
31567
3
1
0
3
1899
15
9
4
8
3615
12
1
0
5
10
9
9
2
9
8
2
856
1
5
6
2
7
285
22
2
0
121
4
15
7
1
12
7
0
7
100
8
9239
25264
199
6
7828
1629
5161
27
8
9
7
5
8
9
8
63
9
3
0
5098
6
1
9
5
275
8
14693
2456
172
122
1
3
5
7
9
16597
607
30
5
6
20930
2
5
8
0
1
8
0
2
1
8
1
2
2155
14
2
2
3
8
4
7
4776
816
14
7
7
46
8
6
19516
2371
12
3
4
52
3
4
326527795
825
1727
1
4
8
7
6360
270
9
5
4
1
144
8
57
7
6
15619
24
8
9
4
7
7
8
4366
7
7
0
9
6
17
8
4
2074
73
8
50641
52370
1
8
6
15
89
2
9
2721
18056
6
1
1
8
7
0
4
2
5880
1749
6
7
6
2
128
5
8
3791
3623
13904
9318
25
5
3
78
4
8469
16
5
5
4
56
9
9
155
9
96
9
3
13439
26
1
9
1
2
3
2
70
2
7
161
9
10367
21
4999
9
7
9
2
3755
0
2
6
4
6
5708
80
0
37
4
3764
19
0
6873
1
6
9
7
3
87
8
7
12568
4980
17
1
6
0
40447
25
7
8
27177
20275
12
5
2
4
54
1
6
1
1
3
0
6
1
2
6
6
6
4
9
42
8
8
47
1
3
34
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1
1
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9
8483
18
4
9
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3
4
6
3
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28
9
1
57886
27
8
0
1
0
8
6
0
87
7
39
1
2
8
1
8
5226
12254
88
0
11
0
8
2
6
3
6
7
11386
124
4
0
19
1
1
62
4
6
4975
4
6
5
7
3212
25
1502
549
39
8
2
5
8
0
5838
82
8
9
2677
1
8
0
9
3
2
5
9
1225
2205
2
27
6
6
4203
17758
9379
79
2
4
12
7
8
3
450
33
2
8
7
5
8
7
4
0
0
4
129
3
26
4
7
60
2
7
1
2
2
5
3
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5
9
0
38083
310
7
18737
478
27
7
2
16654
15
4
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13941
2
5
2
5
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1
3
2
0
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2625
3131
30139
34
3
7
43
1
3
55
8
8
1913
42
2
29866
9685
88
3
1
14
1
1
59
2
68
0
26
5
9
1
5
4
0
9
6
3
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0
3
0
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2
26271
60
6
108
543
31106
1
6
2
9
44
8
6
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0592
22
5
18
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0
160
4
0
1749
2008
4020
4
0
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47
8
66
4288
60
2
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0
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7
3
308
6
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0
36
12
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1
58
0
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0
3
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9
7
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44
8
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63
9
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3
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9
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4
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17
1
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0
0
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0
1
2
37550
11452
781
20
3
4
46
8
6
70
4
986
8469
29
0
1
2
19
315
0
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1727
27177
1
9
9
6
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4
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9
2553
1899
15
27
5
8
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21542
37550
0
1221
10367
2
9
8
9
15
5
0
1
0
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0
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0
19
0
1810
3615
0
1
6
2
8
91
5
0
1
1
4
3
4
18737
1571
76
56
9
9
2897
15540
1
2
1
4
3701
19
2
37550
36
2
3
49
9
35835
1
5
7
1
15
4
0
9
29866
346
27
7
2
4366
478 1008
0
5708
5838
781
362
3
56
9
9
0
1749
1232
5571
44
6
7
26
1
2
52
3
4
42
1
7
8
4
0
4776
022
5
31
7
4
12
5
63
6
7
26
9
5
4
1
4999
225
277
78
2
8
3212
7
4
7
46
4
0
2
5
7
8
6
6
4
9
1571
0
543
15948
192
191
1
14737
96
3
0
7042
2
1
5
4
2
0
3
4
2
6
35835
3
1
0
3
747
6873
40
4366
0
18
9
9
34
3
7
18
6
19
2
6
8
0
2
6
1
2
1448
11
0
8
2
607
1802
10378
36
2
1
580
11
3
0
1876
18
4
9
3
9
1
82
766
816
0
0
17
7
22
9
766
9
8
6
37
4
0
4
6
2
9
15540
6105
11452
13439
4271
7
19
1729
453
17
4
9
0
16
5
5
4
3 0%
7 1%
0 0%
44
4
%
46
4
%
28
2
%
70 6%
35 3%
2 0%
1
0
%
43
3
%
8 1%
77
6
%
87 7
%
6 1%
60 5%
27
5
2
2
%
11
1
9
%
28
7
2
3
%
22
0
1
8
%
2
1
5
1
7
%
66 5%
36 3%
9
1
%
32
0
2
6
%
4
0
%
55 4%
21 2%
31
1
2
5
%
39
3
%
1205 98
%
12
1
%
85 7%
27
2
%
6
0
%
15
1
%
10
1
%
22
2
%
13 1%
19
2
%
5 0%
29 2%
17 1%
42 3%
1232 100%
158 13%
26
2
%
11
1
%
7
2
6
%
25 2%
3
3
3
%
18 1%31 3%
186 15%136 11%
65
5
%
73 6%
93 8%
127 10%
37 3%
16 1%
34 3
%
20 2%
192 16%622 50%
41 3%
1036 84%1011 82%
5
0
%
1 0%
0
0
%
6
1
%
0 0%
8 1%
1 0%
6 1%
0 0%
1
0
%
0
0
%
2 0
%
13 1%
0
0
%
0 0%
9 1%
2 0%
0 0%
5
0
%
2 0%
55
4
%
2
0
%
0
0
%
13 1%
10
1
%
0
0
%
4 0%
0
0
%
7
2
6
%
11
1
%
3 0%
0 0%
9
1
%
2 0%
4 0%
36
3
%
8
1
%
0
0
%
1
0
%
22 2%
7 1%
3 0%
0 0%
1 0%
0 0%
0
0
%
0 0%
0
0
%
0
0
%
0
0
%
0
0
%
6
0
%
11 1%
0 0%
0 0%
8
1
%
0 0%
0 0%
7 1%
0
0
%
1 0%
6
0
%
0 0%
7
1
%
6
1
%
28
2
%
0
0
%
0 0%
2
0
%
2 0
%
0
0
%
0 0%
3 0%
2
0
%
1
0
%
1
9
2
%
0 0%
10 1
%
0
0
%
0 0
%
9 1%
0 0%
2
0
%
2
0
%
5
0
%
4
0
%
7
1
%
0 0
%
0
0
%
0 0%
0 0%
0
0
%
0
0
%
5
0
%
0
0
%
0 0%
0 0%
0 0%
0 0%
0
0
%
0
0
%
0 0
%
0 0%
8 1%
36 3%
0 0%
6
1
%
7
0
6
%
0 0%
2
0
%
1
0
%
4 0%
0 0
%
3
0
%
0 0%
0 0
%
46 4%
11
1
%
0
0
%
0 0%
0 0%
0
0
%
29 2%
66
5
%
15 1%
0 0%
4 0
%
3 0
%
1 0%2 0%
0
0
%
2
0
%
1
0
%
6
0
%
1 0%
0
0
%
0 0%
4784
4758
4761
4862
4818
4817
4825
4835
4861
4809
4865
4909
4697
4897
4802
4875
4856
4823
4751
4867
4855
4889
4938
4894
4754
4824
4936
4728
4771
4915
4908
4834
4769
4826
4729
4734
4868
4775
4937
4948
4757
4790
4853
4744
4777
4854
4912
4780
4720
4918
4800
4816
4920
4934
4852
4794
4939
4814
4869
4747
4935
4770
4870
4793
4917
4931
4916
4813
47724774
49544947
4815
4740
4921
4759
4898
4804
4951
4914
4952
4943
49534950
4945
4902
4812
4946
4956
4913
4741
4874
4792
4713
4753
4715
4893
4925
4719
49674960 49694969
4766
Date: May 18, 2020
±
Portions of this map contain information from the
San Diego Association of Governments (SANDAG)
Regional Information System. This product cannot
be reproduced without the written permission
of SANDAG.
SAN DIEGO ASSOCIATION OF GOVERNMENTS
401 B STREET, SUITE 800
SAN DIEGO, CALIFORNIA 92101 USA
(619) 699-1900
E-mail: sandag@sandag.org
Web site: www.sandag.org
0 0.075 0.15 0.225
Miles
# Select Zone Vol and %
# Model Estimated ADT
Selected Zone(s)
SANDAG
Series13
version13_3_2
Scenario ID 1209
2012
Nakano
Select Zone Run
TAZ 4826
Nakano LMA Appendix Page 95 of 194
Appendix L
Cumulative Project Information
Nakano LMA Appendix Page 96 of 194
1) Palm/805 SB
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR
AM TOTAL 0003000026310290
Azul Playa Del Sol x x x 9 x 3 13 x
California PA 61 x x x x x
Canlelight x x x x x
Dennery Park x x x x x
Handler x x x x 6 3 x
Metropolitan Airpark x x x x 3 1 x
Palm Prominade x x x 21 x 17 10 12 x
Southview&Southview East x x x x x
Southwind x x x x x
Southwest Village VTM-1 x x x x x
xxx x x
xxx x x
xxx x x
xxx x x
xxx x x
xxx x x
xxx x x
xxx x x
xxx x x
xxx x x
PM TOTAL () () () (67) () () () (44) (1) (33) (52) ()
Azul Playa Del Sol x x x (39) x (15) (6) x
California PA 61 x x x x x
Canlelight x x x x x
Dennery Park x x x x x
Handler x x x x (7) (4) x
Metropolitan Airpark x x x x (1) (4) x
Palm Prominade x x x (28) x (22) (33) (38) x
Southview&Southview East x x x x x
Southwind x x x x x
Southwest Village VTM-1 x x x x x
xxx x x
xxx x x
xxx x x
xxx x x
xxx x x
xxx x x
xxx x x
xxx x x
xxx x x
xxx x x
Nakano LMA Appendix Page 97 of 194
2) Palm/805 NB
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR
AM TOTAL 1 0 14 0 0 0 0 56 0 0 38 51
Azul Playa Del Sol x x x 12 x x 13 36
California PA 61 x x x x x
Canlelight x x x x x
Dennery Park x x x x x
Handler x x x 6 x x 3
Metropolitan Airpark 1 x x x x x
Palm Prominade 14 x x x 38 x x 22 15
Southview&Southview East x x x x x
Southwind x x x x x
Southwest Village VTM-1 x x x x x
0xxxxx
0xxxxx
0xxxxx
0xxxxx
0xxxxx
xxx xx
xxx xx
xxx xx
xxx xx
xxx xx
PM TOTAL (3) () (19) () () () () (111) () () (82) (65)
Azul Playa Del Sol x x x (54) x x (6) (17)
California PA 61 x x x x x
Canlelight x x x x x
Dennery Park x x x x x
Handler x x x (7) x x (4)
Metropolitan Airpark (3) x x x x x (1)
Palm Prominade (19) x x x (50) x x (71) (48)
Southview&Southview East x x x x x
Southwind x x x x x
Southwest Village VTM-1 x x x x x
() x x x x x
() x x x x x
() x x x x x
() x x x x x
() x x x x x
xxx xx
xxx xx
xxx xx
xxx xx
xxx xx
Nakano LMA Appendix Page 98 of 194
3) Palm/Dennery
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR
AM TOTAL 374230500184052520
Azul Playa Del Sol 5 12 19 49
California PA 61 7 11
Canlelight 1
Dennery Park 1 1
Handler 63
Metropolitan Airpark
Palm Prominade 37 3 8 4 40 11
Southview&Southview East 1 1
Southwind 1
Southwest Village VTM-1 2 8
0
0
0
0
0
PM TOTAL (119) (11) (77) () (9) () () (61) (52) (43) (28) ()
Azul Playa Del Sol (21) (54) (9) (23)
California PA 61 (19) (15)
Canlelight (1)
Dennery Park (1) (2)
Handler (7) (4)
Metropolitan Airpark (1)
Palm Prominade (119) (10) (25) (7) (52) (14)
Southview&Southview East (1) (1)
Southwind (1)
Southwest Village VTM-1 (9) (4)
()
()
()
()
()
Nakano LMA Appendix Page 99 of 194
4) Dennery/The Landing
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR
AM TOTAL 030030000000
Azul Playa Del Sol x x x x x x
California PA 61 x x x x x x
Canlelight x x x x x x
Dennery Park x 2 x 2 x x x x
Handler x x x x x x
Metropolitan Airpark x x x x x x
Palm Prominade x 1 x 1 x x x x
Southview&Southview East x x x x x x
Southwind x x x x x x
Southwest Village VTM-1 x x x x x x
0 xxxxxx
0 xxxxxx
0 xxxxxx
0 xxxxxx
0 xxxxxx
xxxxxx
xxxxxx
xxxxxx
xxxxxx
xxxxxx
PM TOTAL () (5) () () (7) () () () () () () ()
Azul Playa Del Sol x x x x x x
California PA 61 x x x x x x
Canlelight x x x x x x
Dennery Park x (3) x (5) x x x x
Handler x x x x x x
Metropolitan Airpark x x x x x x
Palm Prominade x (2) x (2) x x x x
Southview&Southview East x x x x x x
Southwind x x x x x x
Southwest Village VTM-1 x x x x x x
() xxxxxx
() xxxxxx
() xxxxxx
() xxxxxx
() xxxxxx
xxxxxx
xxxxxx
xxxxxx
xxxxxx
xxxxxx
Nakano LMA Appendix Page 100 of 194
5) Dennery/Red Fin
NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR
AM TOTAL 002100030230
Azul Playa Del Sol
California PA 61
Canlelight
Dennery Park 2 1 2 2 2
Handler
Metropolitan Airpark
Palm Prominade 1 1
Southview&Southview East
Southwind
Southwest Village VTM-1
0
0
0
0
0
PM TOTAL () () (3) (1) () () () (4) () (5) (6) (1)
Azul Playa Del Sol
California PA 61
Canlelight
Dennery Park (3) (1) (3) (5) (5) (1)
Handler
Metropolitan Airpark
Palm Prominade (1) (1)
Southview&Southview East
Southwind
Southwest Village VTM-1
()
()
()
()
()
Nakano LMA Appendix Page 101 of 194
Roadway Cumu-Azul CA Candle- Dennery Handler Metro- Palm S. Wiew South SWV
Segment lative Playa PA61 light Park Commer- politan Promenade SV E. wind VTM-1
Total Del Sol cial Airpark
Dennery Road
Palm Ave to Regatta Ln 125 75 50
Regatta Ln to Landing Dwy 140 100 40
Landing Dwy to Red Coral 130 100 30
Palm Avenue
I-805 SB Ramps to NB Ramps 1648 488 90 40 1030
I-805 NB Ramps to Dennery Rd 2440 770 90 20 1560
Nakano LMA Appendix Page 102 of 194
Appendix M
Opening Year 2025 without Project LOS and Queuing Output
Nakano LMA Appendix Page 103 of 194
AM Existing + Cumulative
1: I-805 SB Ramp & Palm Ave HCM 6th Signalized Intersection Summary
LOS Engineering, Inc.
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 0 965 190 283 385 00007892610
Future Volume (veh/h) 0 965 190 283 385 00007892610
Initial Q (Qb), veh 000000 000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 0.98
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 0 1856 1856 1856 1856 0 1856 1856 1856
Adj Flow Rate, veh/h 0 1060 209 329 448 0 1032 0 429
Peak Hour Factor 0.91 0.91 0.91 0.86 0.86 0.86 0.95 0.95 0.95
Percent Heavy Veh, %033330 333
Cap, veh/h 0 1428 625 382 1993 0 1164 0 508
Arrive On Green 0.00 0.40 0.40 0.22 1.00 0.00 0.33 0.00 0.33
Sat Flow, veh/h 0 3618 1544 3428 3618 0 3534 0 1541
Grp Volume(v), veh/h 0 1060 209 329 448 0 1032 0 429
Grp Sat Flow(s),veh/h/ln 0 1763 1544 1714 1763 0 1767 0 1541
Q Serve(g_s), s 0.0 29.7 10.8 10.7 0.0 0.0 32.1 0.0 30.0
Cycle Q Clear(g_c), s 0.0 29.7 10.8 10.7 0.0 0.0 32.1 0.0 30.0
Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 1428 625 382 1993 0 1164 0 508
V/C Ratio(X)0.00 0.74 0.33 0.86 0.22 0.00 0.89 0.00 0.84
Avail Cap(c_a), veh/h 0 1428 625 423 1993 0 1307 0 570
HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.00 1.00 1.00 0.92 0.92 0.00 1.00 0.00 1.00
Uniform Delay (d), s/veh 0.0 29.4 23.8 44.2 0.0 0.0 36.8 0.0 36.1
Incr Delay (d2), s/veh 0.0 3.5 1.4 14.4 0.2 0.0 7.1 0.0 10.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.0 13.1 4.2 4.8 0.1 0.0 14.8 0.0 12.6
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 32.9 25.2 58.6 0.2 0.0 43.9 0.0 46.4
LnGrp LOS A C C E A A D A D
Approach Vol, veh/h 1269 777 1461
Approach Delay, s/veh 31.6 25.0 44.7
Approach LOS C C D
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 18.6 53.1 44.3 71.7
Change Period (Y+Rc), s * 5.7 6.1 6.1 6.1
Max Green Setting (Gmax), s* 14 40.9 42.9 60.9
Max Q Clear Time (g_c+I1), s12.7 31.7 34.1 2.0
Green Ext Time (p_c), s 0.2 5.3 4.1 3.4
Intersection Summary
HCM 6th Ctrl Delay 35.6
HCM 6th LOS D
Nakano LMA Appendix Page 104 of 194
AM Existing + Cumulative
2: I-805 NB Ramp & Palm Ave HCM 6th Signalized Intersection Summary
LOS Engineering, Inc.
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 678 1156 0 0 550 1153 92 3 313 0 0 0
Future Volume (veh/h)678 1156 0 0 550 1153 92 3 313 0 0 0
Initial Q (Qb), veh 0 00000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.97 1.00 0.97
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln1856 1856 0 0 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 721 1230 0 0 567 1189 96 173 212
Peak Hour Factor 0.94 0.94 0.94 0.97 0.97 0.97 0.96 0.96 0.96
Percent Heavy Veh, % 3 30033333
Cap, veh/h 772 2475 0 0 1508 1148 125 226 296
Arrive On Green 0.45 1.00 0.00 0.00 0.43 0.43 0.19 0.19 0.19
Sat Flow, veh/h 3428 3618 0 0 3618 2684 651 1172 1533
Grp Volume(v), veh/h 721 1230 0 0 567 1189 269 0 212
Grp Sat Flow(s),veh/h/ln1714 1763 0 0 1763 1342 1823 0 1533
Q Serve(g_s), s 23.1 0.0 0.0 0.0 12.7 49.6 16.2 0.0 15.0
Cycle Q Clear(g_c), s 23.1 0.0 0.0 0.0 12.7 49.6 16.2 0.0 15.0
Prop In Lane 1.00 0.00 0.00 1.00 0.36 1.00
Lane Grp Cap(c), veh/h772 2475 0 0 1508 1148 352 0 296
V/C Ratio(X) 0.93 0.50 0.00 0.00 0.38 1.04 0.77 0.00 0.72
Avail Cap(c_a), veh/h 836 2475 0 0 1508 1148 676 0 568
HCM Platoon Ratio 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.45 0.45 0.00 0.00 0.52 0.52 1.00 0.00 1.00
Uniform Delay (d), s/veh31.1 0.0 0.0 0.0 22.6 33.2 44.3 0.0 43.8
Incr Delay (d2), s/veh 8.9 0.3 0.0 0.0 0.4 29.1 3.5 0.0 3.3
Initial Q Delay(d3),s/veh0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln8.4 0.1 0.0 0.0 5.3 20.2 7.6 0.0 6.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 40.0 0.3 0.0 0.0 23.0 62.3 47.8 0.0 47.1
LnGrp LOS D A A A C F D A D
Approach Vol, veh/h 1951 1756 481
Approach Delay, s/veh 15.0 49.6 47.5
Approach LOS B D D
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 87.5 31.8 55.7 28.5
Change Period (Y+Rc), s 6.1 * 5.7 6.1 6.1
Max Green Setting (Gmax), s60.8 * 28 26.8 43.0
Max Q Clear Time (g_c+I1), s2.0 25.1 51.6 18.2
Green Ext Time (p_c), s 13.3 1.0 0.0 2.4
Intersection Summary
HCM 6th Ctrl Delay 33.3
HCM 6th LOS C
Nakano LMA Appendix Page 105 of 194
AM Existing + Cumulative
3: Dennery Rd & Palm Ave/Ocean View Hills Pkwy HCM 6th Signalized Intersection Summary
LOS Engineering, Inc.
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 574 476 404 252 567 53 823 115 259 28 85 334
Future Volume (veh/h)574 476 404 252 567 53 823 115 259 28 85 334
Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 0.98 1.00 0.98
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 611 506 430 341 766 72 885 124 278 34 104 407
Peak Hour Factor 0.94 0.94 0.94 0.74 0.74 0.74 0.93 0.93 0.93 0.82 0.82 0.82
Percent Heavy Veh, % 3 33333333333
Cap, veh/h 564 1423 441 392 1169 358 782 215 482 74 1028 449
Arrive On Green 0.16 0.28 0.28 0.11 0.23 0.23 0.16 0.43 0.43 0.02 0.29 0.29
Sat Flow, veh/h 3428 5066 1571 3428 5066 1549 4983 503 1128 3428 3526 1541
Grp Volume(v), veh/h 611 506 430 341 766 72 885 0 402 34 104 407
Grp Sat Flow(s),veh/h/ln1714 1689 1571 1714 1689 1549 1661 0 1632 1714 1763 1541
Q Serve(g_s), s 21.6 10.5 35.6 12.8 18.0 4.9 20.6 0.0 24.6 1.3 2.8 33.4
Cycle Q Clear(g_c), s 21.6 10.5 35.6 12.8 18.0 4.9 20.6 0.0 24.6 1.3 2.8 33.4
Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.69 1.00 1.00
Lane Grp Cap(c), veh/h564 1423 441 392 1169 358 782 0 697 74 1028 449
V/C Ratio(X) 1.08 0.36 0.97 0.87 0.66 0.20 1.13 0.00 0.58 0.46 0.10 0.91
Avail Cap(c_a), veh/h 564 1423 441 449 1169 358 782 0 727 107 1128 493
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh54.8 37.7 46.7 57.2 45.8 40.7 55.3 0.0 28.6 63.5 33.9 44.8
Incr Delay (d2), s/veh 62.4 0.7 37.0 13.7 2.9 1.3 74.9 0.0 1.4 1.6 0.1 21.3
Initial Q Delay(d3),s/veh0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln14.2 4.5 18.3 6.3 7.9 2.0 14.0 0.0 9.9 0.6 1.2 15.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh117.2 38.4 83.7 70.9 48.6 42.0 130.3 0.0 30.0 65.1 34.0 66.1
LnGrp LOS F D F E D D F A C E C E
Approach Vol, veh/h 1547 1179 1287 545
Approach Delay, s/veh 82.1 54.7 98.9 59.9
Approach LOS F D F E
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s19.4 43.3 25.0 43.6 26.0 36.7 7.2 61.3
Change Period (Y+Rc), s4.4 * 6.4 4.4 5.3 4.4 6.4 4.4 5.3
Max Green Setting (Gmax), s17.2 * 36 20.6 42.0 21.6 30.3 4.1 58.5
Max Q Clear Time (g_c+I1), s14.8 37.6 22.6 35.4 23.6 20.0 3.3 26.6
Green Ext Time (p_c), s0.2 0.0 0.0 2.4 0.0 5.3 0.0 4.4
Intersection Summary
HCM 6th Ctrl Delay 77.1
HCM 6th LOS E
Nakano LMA Appendix Page 106 of 194
AM Existing + Cumulative
4: Dennery Rd & Project Access HCM 6th TWSC
LOS Engineering, Inc.
Intersection
Int Delay, s/veh 0
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 0 0 165 489 0
Future Vol, veh/h 0 0 0 165 489 0
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - - - -
Veh in Median Storage, #0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 72 72 93 93
Heavy Vehicles, % 3 33333
Mvmt Flow 0 0 0 229 526 0
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 263 - 0 - 0
Stage 1 - - - - - -
Stage 2 - - - - - -
Critical Hdwy - 6.96 - - - -
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy - 3.33 - - - -
Pot Cap-1 Maneuver 0 732 0 - - -
Stage 1 0 - 0 - - -
Stage 2 0 - 0 - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 732 - - - -
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Approach EB NB SB
HCM Control Delay, s 0 0 0
HCM LOS A
Minor Lane/Major Mvmt NBTEBLn1 SBT SBR
Capacity (veh/h)- - - -
HCM Lane V/C Ratio - - - -
HCM Control Delay (s) - 0 - -
HCM Lane LOS - A - -
HCM 95th %tile Q(veh) - - - -
Nakano LMA Appendix Page 107 of 194
AM Existing + Cumulative
5: Dennery Rd & The Landing Dwy HCM 6th TWSC
LOS Engineering, Inc.
Intersection
Int Delay, s/veh 0.4
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 30 148 17 0 489
Future Vol, veh/h 0 30 148 17 0 489
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - - - -
Veh in Median Storage, #0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 3 33333
Mvmt Flow 0 33 161 18 0 532
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 90 0 0 - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Critical Hdwy - 6.96 - - - -
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy - 3.33 - - - -
Pot Cap-1 Maneuver 0 947 - - 0 -
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 947 - - - -
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Approach WB NB SB
HCM Control Delay, s 8.9 0 0
HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBT
Capacity (veh/h)- - 947 -
HCM Lane V/C Ratio - - 0.034 -
HCM Control Delay (s) - - 8.9 -
HCM Lane LOS - - A -
HCM 95th %tile Q(veh) - - 0.1 -
Nakano LMA Appendix Page 108 of 194
AM Existing + Cumulative
6: Red Coral Ln/Red Fin Ln & Dennery Rd HCM 6th Signalized Intersection Summary
LOS Engineering, Inc.
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 37 78 6 3 249 3 56 5 3 2 5 70
Future Volume (veh/h) 37 78 6 3 249 3 56 5 3 2 5 70
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 0.99 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 49 103 8 3 268 3 61 5 3 2 6 81
Peak Hour Factor 0.76 0.76 0.76 0.93 0.93 0.93 0.92 0.92 0.92 0.86 0.86 0.86
Percent Heavy Veh, %333333333333
Cap, veh/h 73 973 75 6 914 10 85 272 163 4 22 304
Arrive On Green 0.04 0.29 0.29 0.00 0.26 0.26 0.05 0.25 0.25 0.00 0.21 0.21
Sat Flow, veh/h 1767 3311 254 1767 3570 40 1767 1080 648 1767 109 1476
Grp Volume(v), veh/h 49 54 57 3 132 139 61 0 8 2 0 87
Grp Sat Flow(s),veh/h/ln 1767 1763 1802 1767 1763 1847 1767 0 1728 1767 0 1585
Q Serve(g_s), s 1.2 1.0 1.0 0.1 2.6 2.6 1.5 0.0 0.2 0.0 0.0 2.0
Cycle Q Clear(g_c), s 1.2 1.0 1.0 0.1 2.6 2.6 1.5 0.0 0.2 0.0 0.0 2.0
Prop In Lane 1.00 0.14 1.00 0.02 1.00 0.38 1.00 0.93
Lane Grp Cap(c), veh/h 73 518 530 6 451 473 85 0 435 4 0 326
V/C Ratio(X) 0.67 0.10 0.11 0.52 0.29 0.29 0.72 0.00 0.02 0.49 0.00 0.27
Avail Cap(c_a), veh/h 180 894 913 168 865 906 205 0 1236 168 0 1101
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00
Uniform Delay (d), s/veh 20.4 11.1 11.1 21.5 12.9 12.9 20.3 0.0 12.2 21.5 0.0 14.4
Incr Delay (d2), s/veh 10.3 0.1 0.1 57.3 0.4 0.3 10.8 0.0 0.0 69.8 0.0 0.4
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.6 0.3 0.3 0.1 0.9 1.0 0.8 0.0 0.1 0.1 0.0 0.7
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 30.7 11.2 11.2 78.7 13.3 13.3 31.0 0.0 12.2 91.3 0.0 14.9
LnGrp LOS C BBEBBCABFAB
Approach Vol, veh/h 160 274 69 89
Approach Delay, s/veh 17.2 14.0 28.8 16.6
Approach LOS B B C B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 4.5 18.4 6.5 13.8 6.2 16.8 4.5 15.8
Change Period (Y+Rc), s 4.4 * 5.7 4.4 4.9 4.4 5.7 4.4 4.9
Max Green Setting (Gmax), s 4.1 * 22 5.0 30.0 4.4 21.2 4.1 30.9
Max Q Clear Time (g_c+I1), s 2.1 3.0 3.5 4.0 3.2 4.6 2.0 2.2
Green Ext Time (p_c), s 0.0 0.5 0.0 0.5 0.0 1.3 0.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 17.0
HCM 6th LOS B
Nakano LMA Appendix Page 109 of 194
PM Existing + Cumulative
1: I-805 SB Ramp & Palm Ave HCM 6th Signalized Intersection Summary
LOS Engineering, Inc.
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 0 861 150 427 496 00001255 5 813
Future Volume (veh/h) 0 861 150 427 496 00001255 5 813
Initial Q (Qb), veh 000000 000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 0 1856 1856 1856 1856 0 1856 1856 1856
Adj Flow Rate, veh/h 0 936 163 464 539 0 1557 0 560
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.97 0.97 0.97
Percent Heavy Veh, %033330 333
Cap, veh/h 0 1061 467 393 1638 0 1520 0 675
Arrive On Green 0.00 0.30 0.30 0.23 0.93 0.00 0.43 0.00 0.43
Sat Flow, veh/h 0 3618 1551 3428 3618 0 3534 0 1570
Grp Volume(v), veh/h 0 936 163 464 539 0 1557 0 560
Grp Sat Flow(s),veh/h/ln 0 1763 1551 1714 1763 0 1767 0 1570
Q Serve(g_s), s 0.0 29.3 9.5 13.3 1.8 0.0 49.9 0.0 36.6
Cycle Q Clear(g_c), s 0.0 29.3 9.5 13.3 1.8 0.0 49.9 0.0 36.6
Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 1061 467 393 1638 0 1520 0 675
V/C Ratio(X)0.00 0.88 0.35 1.18 0.33 0.00 1.02 0.00 0.83
Avail Cap(c_a), veh/h 0 1061 467 393 1638 0 1520 0 675
HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.00 1.00 1.00 0.71 0.71 0.00 1.00 0.00 1.00
Uniform Delay (d), s/veh 0.0 38.6 31.7 44.7 2.3 0.0 33.0 0.0 29.3
Incr Delay (d2), s/veh 0.0 10.6 2.1 98.7 0.4 0.0 29.4 0.0 8.5
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.0 14.1 3.8 10.3 0.6 0.0 26.8 0.0 15.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 49.2 33.7 143.4 2.6 0.0 62.4 0.0 37.8
LnGrp LOS A D C F A A F A D
Approach Vol, veh/h 1099 1003 2117
Approach Delay, s/veh 46.9 67.8 55.9
Approach LOS D E E
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 19.0 41.0 56.0 60.0
Change Period (Y+Rc), s * 5.7 6.1 6.1 6.1
Max Green Setting (Gmax), s* 13 34.9 49.9 53.9
Max Q Clear Time (g_c+I1), s15.3 31.3 51.9 3.8
Green Ext Time (p_c), s 0.0 2.2 0.0 4.2
Intersection Summary
HCM 6th Ctrl Delay 56.4
HCM 6th LOS E
Nakano LMA Appendix Page 110 of 194
PM Existing + Cumulative
2: I-805 NB Ramp & Palm Ave HCM 6th Signalized Intersection Summary
LOS Engineering, Inc.
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 471 1625 0 0 822 1331 133 4 473 0 0 0
Future Volume (veh/h)471 1625 0 0 822 1331 133 4 473 0 0 0
Initial Q (Qb), veh 0 00000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln1856 1856 0 0 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 491 1693 0 0 884 1431 153 294 351
Peak Hour Factor 0.96 0.96 0.96 0.93 0.93 0.93 0.87 0.87 0.87
Percent Heavy Veh, % 3 30033333
Cap, veh/h 544 2158 0 0 1425 1119 177 339 439
Arrive On Green 0.32 1.00 0.00 0.00 0.40 0.40 0.28 0.28 0.28
Sat Flow, veh/h 3428 3618 0 0 3618 2768 624 1200 1551
Grp Volume(v), veh/h 491 1693 0 0 884 1431 447 0 351
Grp Sat Flow(s),veh/h/ln1714 1763 0 0 1763 1384 1824 0 1551
Q Serve(g_s), s 15.9 0.0 0.0 0.0 23.1 46.9 27.0 0.0 24.3
Cycle Q Clear(g_c), s 15.9 0.0 0.0 0.0 23.1 46.9 27.0 0.0 24.3
Prop In Lane 1.00 0.00 0.00 1.00 0.34 1.00
Lane Grp Cap(c), veh/h544 2158 0 0 1425 1119 516 0 439
V/C Ratio(X) 0.90 0.78 0.00 0.00 0.62 1.28 0.87 0.00 0.80
Avail Cap(c_a), veh/h 600 2158 0 0 1425 1119 676 0 575
HCM Platoon Ratio 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.20 0.20 0.00 0.00 0.42 0.42 1.00 0.00 1.00
Uniform Delay (d), s/veh38.8 0.0 0.0 0.0 27.5 34.5 39.5 0.0 38.6
Incr Delay (d2), s/veh 4.0 0.6 0.0 0.0 0.9 128.5 9.2 0.0 6.0
Initial Q Delay(d3),s/veh0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln5.9 0.2 0.0 0.0 9.8 35.3 13.3 0.0 9.9
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 42.8 0.6 0.0 0.0 28.3 163.1 48.7 0.0 44.6
LnGrp LOS D A A A C F D A D
Approach Vol, veh/h 2184 2315 798
Approach Delay, s/veh 10.1 111.6 46.9
Approach LOS B F D
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 77.1 24.1 53.0 38.9
Change Period (Y+Rc), s 6.1 * 5.7 6.1 6.1
Max Green Setting (Gmax), s60.8 * 20 34.8 43.0
Max Q Clear Time (g_c+I1), s2.0 17.9 48.9 29.0
Green Ext Time (p_c), s 23.7 0.5 0.0 3.6
Intersection Summary
HCM 6th Ctrl Delay 60.0
HCM 6th LOS E
Nakano LMA Appendix Page 111 of 194
PM Existing + Cumulative
3: Dennery Rd & Palm Ave/Ocean View Hills Pkwy HCM 6th Signalized Intersection Summary
LOS Engineering, Inc.
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 553 365 279 225 679 58 593 65 300 62 66 419
Future Volume (veh/h)553 365 279 225 679 58 593 65 300 62 66 419
Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 0.99 1.00 0.98
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 614 406 310 271 818 70 652 71 330 72 77 487
Peak Hour Factor 0.90 0.90 0.90 0.83 0.83 0.83 0.91 0.91 0.91 0.86 0.86 0.86
Percent Heavy Veh, % 3 33333333333
Cap, veh/h 541 1597 489 325 1278 397 466 111 514 116 1168 512
Arrive On Green 0.16 0.32 0.32 0.09 0.25 0.25 0.09 0.39 0.39 0.03 0.33 0.33
Sat Flow, veh/h 3428 5066 1551 3428 5066 1572 4983 283 1316 3428 3526 1546
Grp Volume(v), veh/h 614 406 310 271 818 70 652 0 401 72 77 487
Grp Sat Flow(s),veh/h/ln1714 1689 1551 1714 1689 1572 1661 0 1599 1714 1763 1546
Q Serve(g_s), s 19.6 7.4 21.2 9.6 17.9 4.3 11.6 0.0 25.3 2.6 1.9 38.2
Cycle Q Clear(g_c), s 19.6 7.4 21.2 9.6 17.9 4.3 11.6 0.0 25.3 2.6 1.9 38.2
Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.82 1.00 1.00
Lane Grp Cap(c), veh/h541 1597 489 325 1278 397 466 0 625 116 1168 512
V/C Ratio(X) 1.13 0.25 0.63 0.83 0.64 0.18 1.40 0.00 0.64 0.62 0.07 0.95
Avail Cap(c_a), veh/h 541 1597 489 381 1278 397 466 0 625 180 1193 523
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh52.3 31.6 36.4 55.2 41.4 36.3 56.3 0.0 30.7 59.2 28.4 40.5
Incr Delay (d2), s/veh 81.2 0.4 6.1 11.3 2.5 1.0 192.6 0.0 2.6 2.0 0.1 28.1
Initial Q Delay(d3),s/veh0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln14.5 3.1 8.9 4.7 7.7 1.8 13.2 0.0 10.2 1.2 0.8 18.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh133.5 32.0 42.5 66.5 43.9 37.3 248.8 0.0 33.3 61.2 28.4 68.6
LnGrp LOS F C D E D D F A C E C E
Approach Vol, veh/h 1330 1159 1053 636
Approach Delay, s/veh 81.3 48.8 166.8 62.9
Approach LOS F D F E
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s16.2 45.5 16.0 46.4 24.0 37.7 8.6 53.8
Change Period (Y+Rc), s4.4 * 6.4 4.4 5.3 4.4 6.4 4.4 5.3
Max Green Setting (Gmax), s13.8 * 39 11.6 42.0 19.6 31.3 6.5 47.1
Max Q Clear Time (g_c+I1), s11.6 23.2 13.6 40.2 21.6 19.9 4.6 27.3
Green Ext Time (p_c), s0.1 7.1 0.0 0.8 0.0 6.0 0.0 3.8
Intersection Summary
HCM 6th Ctrl Delay 91.0
HCM 6th LOS F
Nakano LMA Appendix Page 112 of 194
PM Existing + Cumulative
4: Dennery Rd & Project Access HCM 6th TWSC
LOS Engineering, Inc.
Intersection
Int Delay, s/veh 0
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 0 0 440 261 0
Future Vol, veh/h 0 0 0 440 261 0
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - - - -
Veh in Median Storage, #0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 88 88 91 91
Heavy Vehicles, % 3 33333
Mvmt Flow 0 0 0 500 287 0
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 144 - 0 - 0
Stage 1 - - - - - -
Stage 2 - - - - - -
Critical Hdwy - 6.96 - - - -
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy - 3.33 - - - -
Pot Cap-1 Maneuver 0 874 0 - - -
Stage 1 0 - 0 - - -
Stage 2 0 - 0 - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 874 - - - -
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Approach EB NB SB
HCM Control Delay, s 0 0 0
HCM LOS A
Minor Lane/Major Mvmt NBTEBLn1 SBT SBR
Capacity (veh/h)- - - -
HCM Lane V/C Ratio - - - -
HCM Control Delay (s) - 0 - -
HCM Lane LOS - A - -
HCM 95th %tile Q(veh) - - - -
Nakano LMA Appendix Page 113 of 194
PM Existing + Cumulative
5: Dennery Rd & The Landing Dwy HCM 6th TWSC
LOS Engineering, Inc.
Intersection
Int Delay, s/veh 0.2
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 11 399 41 0 261
Future Vol, veh/h 0 11 399 41 0 261
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - - - -
Veh in Median Storage, #0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 3 33333
Mvmt Flow 0 12 434 45 0 284
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 240 0 0 - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Critical Hdwy - 6.96 - - - -
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy - 3.33 - - - -
Pot Cap-1 Maneuver 0 758 - - 0 -
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 758 - - - -
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Approach WB NB SB
HCM Control Delay, s 9.8 0 0
HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBT
Capacity (veh/h)- - 758 -
HCM Lane V/C Ratio - - 0.016 -
HCM Control Delay (s) - - 9.8 -
HCM Lane LOS - - A -
HCM 95th %tile Q(veh) - - 0 -
Nakano LMA Appendix Page 114 of 194
PM Existing + Cumulative
6: Red Coral Ln/Red Fin Ln & Dennery Rd HCM 6th Signalized Intersection Summary
LOS Engineering, Inc.
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 114 221 30 10 133 4 36 3 7 1 5 38
Future Volume (veh/h) 114 221 30 10 133 4 36 3 7 1 5 38
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.96 1.00 0.99 1.00 0.98
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 121 235 32 11 146 4 43 4 8 1 5 39
Peak Hour Factor 0.94 0.94 0.94 0.91 0.91 0.91 0.83 0.83 0.83 0.98 0.98 0.98
Percent Heavy Veh, %333333333333
Cap, veh/h 158 995 134 20 843 23 66 127 254 4 35 271
Arrive On Green 0.09 0.32 0.32 0.01 0.24 0.24 0.04 0.23 0.23 0.00 0.20 0.20
Sat Flow, veh/h 1767 3120 420 1767 3501 96 1767 550 1099 1767 178 1388
Grp Volume(v), veh/h 121 131 136 11 73 77 43 0 12 1 0 44
Grp Sat Flow(s),veh/h/ln 1767 1763 1777 1767 1763 1834 1767 0 1649 1767 0 1566
Q Serve(g_s), s 3.0 2.4 2.5 0.3 1.5 1.5 1.1 0.0 0.3 0.0 0.0 1.0
Cycle Q Clear(g_c), s 3.0 2.4 2.5 0.3 1.5 1.5 1.1 0.0 0.3 0.0 0.0 1.0
Prop In Lane 1.00 0.24 1.00 0.05 1.00 0.67 1.00 0.89
Lane Grp Cap(c), veh/h 158 562 567 20 424 442 66 0 382 4 0 306
V/C Ratio(X) 0.76 0.23 0.24 0.54 0.17 0.17 0.66 0.00 0.03 0.25 0.00 0.14
Avail Cap(c_a), veh/h 510 1207 1217 163 846 880 259 0 1204 163 0 1059
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00
Uniform Delay (d), s/veh 19.7 11.1 11.1 21.8 13.3 13.3 21.1 0.0 13.2 22.1 0.0 14.8
Incr Delay (d2), s/veh 7.4 0.2 0.2 20.9 0.2 0.2 10.6 0.0 0.0 30.1 0.0 0.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.4 0.8 0.8 0.2 0.5 0.5 0.6 0.0 0.1 0.0 0.0 0.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 27.2 11.3 11.4 42.7 13.5 13.5 31.7 0.0 13.2 52.2 0.0 15.0
LnGrp LOS C B B D B B C A B D A B
Approach Vol, veh/h 388 161 55 45
Approach Delay, s/veh 16.3 15.5 27.7 15.8
Approach LOS B B C B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 4.9 19.9 6.0 13.6 8.4 16.4 4.4 15.2
Change Period (Y+Rc), s 4.4 * 5.7 4.4 4.9 4.4 5.7 4.4 4.9
Max Green Setting (Gmax), s 4.1 * 30 6.5 30.0 12.8 21.3 4.1 32.4
Max Q Clear Time (g_c+I1), s 2.3 4.5 3.1 3.0 5.0 3.5 2.0 2.3
Green Ext Time (p_c), s 0.0 1.5 0.0 0.2 0.2 0.7 0.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 17.0
HCM 6th LOS B
Nakano LMA Appendix Page 115 of 194
AM Existing + Cumulative Queuing and Blocking Report
LOS Engineering, Inc.SimTraffic Report
Intersection: 1: I-805 SB Ramp & Palm Ave
Movement EB EB EB WB WB WB WB SB SB SB
Directions Served T T R L L T T L LTR R
Maximum Queue (ft) 517 526 175 202 210 122 144 474 501 468
Average Queue (ft) 439 362 95 106 123 34 38 326 346 279
95th Queue (ft)568 546 203 176 183 82 103 453 491 425
Link Distance (ft)483 483 394 394 928
Upstream Blk Time (%) 15 3
Queuing Penalty (veh) 0 0
Storage Bay Dist (ft)150 190 190 800 800
Storage Blk Time (%)20 0 0 1
Queuing Penalty (veh)37 0 0 2
Intersection: 2: I-805 NB Ramp & Palm Ave
Movement EB EB EB EB WB WB WB WB NB NB
Directions Served L L TTTTRRLTRR
Maximum Queue (ft) 242 255 427 442 286 226 414 460 353 275
Average Queue (ft) 195 217 286 222 158 123 222 246 160 69
95th Queue (ft)284 297 501 410 272 216 387 422 278 194
Link Distance (ft)394 394 1132 1132 1132 1132 881
Upstream Blk Time (%)6 1
Queuing Penalty (veh)52 11
Storage Bay Dist (ft) 230 230 250
Storage Blk Time (%)2 11 4 2 0
Queuing Penalty (veh) 13 66 30 3 0
Nakano LMA Appendix Page 116 of 194
AM Existing + Cumulative Queuing and Blocking Report
LOS Engineering, Inc.SimTraffic Report
Intersection: 3: Dennery Rd & Palm Ave/Ocean View Hills Pkwy
Movement EB EB EB EB EB EB WB WB WB WB WB WB
Directions Served L L T T T R L L T T T R
Maximum Queue (ft) 292 305 1151 1143 1132 174 222 251 159 234 334 255
Average Queue (ft) 268 279 673 518 201 88 110 141 97 144 184 59
95th Queue (ft)336 348 1440 1263 783 159 186 204 150 218 282 187
Link Distance (ft)1132 1132 1132 400 400 400
Upstream Blk Time (%)12 1 0
Queuing Penalty (veh) 61 5 0
Storage Bay Dist (ft) 280 280 190 230 230 230
Storage Blk Time (%)6 44 0 0 0 1 4 0
Queuing Penalty (veh) 9 70 0 0 0 2 2 0
Intersection: 3: Dennery Rd & Palm Ave/Ocean View Hills Pkwy
Movement NB NB NB NB SB SB SB SB SB
Directions Served L L L TR L L T T R
Maximum Queue (ft) 280 292 300 810 31 88 74 205 120
Average Queue (ft) 225 288 299 756 6 33 36 57 94
95th Queue (ft)313 295 300 908 26 66 61 170 136
Link Distance (ft)758 1884 1884
Upstream Blk Time (%)44
Queuing Penalty (veh)0
Storage Bay Dist (ft) 275 275 275 125 125 95
Storage Blk Time (%)1 9 44 3 1 12
Queuing Penalty (veh) 3 35 164 22 4 5
Intersection: 6: Red Coral Ln/Red Fin Ln & Dennery Rd
Movement EB EB EB WB WB WB NB NB SB SB
Directions Served L T TR L T TR L TR L TR
Maximum Queue (ft)56 52 52 31 116 89 53 32 30 54
Average Queue (ft)22 12 18 2 45 44 32 4 1 29
95th Queue (ft)51 37 49 15 83 79 55 21 10 54
Link Distance (ft)413 413 873 873 390 231 231
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 190 160 75
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 799
Nakano LMA Appendix Page 117 of 194
PM Existing + Cumulative Queuing and Blocking Report
LOS Engineering, Inc.SimTraffic Report
Intersection: 1: I-805 SB Ramp & Palm Ave
Movement EB EB EB WB WB WB WB SB SB SB
Directions Served T T R L L T T L LTR R
Maximum Queue (ft) 517 498 175 202 214 407 115 817 943 724
Average Queue (ft) 404 328 92 168 175 134 57 509 569 479
95th Queue (ft)549 481 207 229 230 330 102 700 811 682
Link Distance (ft)483 483 394 394 928
Upstream Blk Time (%) 8 3 1 1
Queuing Penalty (veh) 0 0 4 0
Storage Bay Dist (ft)150 190 190 800 800
Storage Blk Time (%)28 0 1 19 0 1
Queuing Penalty (veh)41 0 3 46 0 7
Intersection: 2: I-805 NB Ramp & Palm Ave
Movement EB EB EB EB WB WB WB WB NB NB
Directions Served L L TTTTRRLTRR
Maximum Queue (ft) 236 255 428 420 440 365 337 326 477 275
Average Queue (ft) 157 239 386 382 222 173 198 204 240 161
95th Queue (ft)226 297 477 476 382 315 293 309 366 306
Link Distance (ft)394 394 1132 1132 1132 1132 881
Upstream Blk Time (%)7 9
Queuing Penalty (veh)79 94
Storage Bay Dist (ft) 230 230 250
Storage Blk Time (%)0 2 19 6 0
Queuing Penalty (veh) 1 15 91 14 0
Nakano LMA Appendix Page 118 of 194
PM Existing + Cumulative Queuing and Blocking Report
LOS Engineering, Inc.SimTraffic Report
Intersection: 3: Dennery Rd & Palm Ave/Ocean View Hills Pkwy
Movement EB EB EB EB EB EB WB WB WB WB WB WB
Directions Served L L T T T R L L T T T R
Maximum Queue (ft) 292 305 1147 1164 70 121 217 252 224 259 351 255
Average Queue (ft) 291 302 581 233 20 61 88 125 142 153 212 30
95th Queue (ft)294 307 1110 770 57 106 182 211 215 227 300 105
Link Distance (ft)1132 1132 1132 400 400 400
Upstream Blk Time (%)2 0
Queuing Penalty (veh)13 1
Storage Bay Dist (ft) 280 280 190 230 230 230
Storage Blk Time (%) 12 52 1 0 1 0 3
Queuing Penalty (veh) 14 63 4 0 2 1 2
Intersection: 3: Dennery Rd & Palm Ave/Ocean View Hills Pkwy
Movement NB NB NB NB SB SB SB SB SB
Directions Served L L L TR L L T T R
Maximum Queue (ft) 282 291 300 797 78 116 228 246 120
Average Queue (ft) 222 267 277 545 24 52 47 86 103
95th Queue (ft)313 338 348 1001 52 91 118 234 140
Link Distance (ft)758 1884 1884
Upstream Blk Time (%)32
Queuing Penalty (veh)0
Storage Bay Dist (ft) 275 275 275 125 125 95
Storage Blk Time (%)2 14 34 7 1 0 2 18
Queuing Penalty (veh) 7 49 125 43 0076
Intersection: 6: Red Coral Ln/Red Fin Ln & Dennery Rd
Movement EB EB EB WB WB WB NB NB SB
Directions Served L T TR L T TR L TR TR
Maximum Queue (ft) 133 116 139 51 111 53 87 31 55
Average Queue (ft) 65 41 60 10 38 26 28 3 19
95th Queue (ft)108 91 107 34 82 56 68 17 45
Link Distance (ft)413 413 873 873 390 231
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 190 160 75
Storage Blk Time (%)1
Queuing Penalty (veh)0
Network Summary
Network wide Queuing Penalty: 710
Nakano LMA Appendix Page 119 of 194
Appendix N
Opening Year 2025 plus Project LOS and Queuing Output
Nakano LMA Appendix Page 120 of 194
AM Existing + Cumulative + Project
1: I-805 SB Ramp & Palm Ave HCM 6th Signalized Intersection Summary
LOS Engineering, Inc.
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 0 970 190 301 404 00008052610
Future Volume (veh/h) 0 970 190 301 404 00008052610
Initial Q (Qb), veh 000000 000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 0.98
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 0 1856 1856 1856 1856 0 1856 1856 1856
Adj Flow Rate, veh/h 0 1066 209 350 470 0 1048 0 429
Peak Hour Factor 0.91 0.91 0.91 0.86 0.86 0.86 0.95 0.95 0.95
Percent Heavy Veh, %033330 333
Cap, veh/h 0 1396 611 400 1981 0 1177 0 513
Arrive On Green 0.00 0.40 0.40 0.23 1.00 0.00 0.33 0.00 0.33
Sat Flow, veh/h 0 3618 1543 3428 3618 0 3534 0 1541
Grp Volume(v), veh/h 0 1066 209 350 470 0 1048 0 429
Grp Sat Flow(s),veh/h/ln 0 1763 1543 1714 1763 0 1767 0 1541
Q Serve(g_s), s 0.0 30.4 11.0 11.4 0.0 0.0 32.6 0.0 29.8
Cycle Q Clear(g_c), s 0.0 30.4 11.0 11.4 0.0 0.0 32.6 0.0 29.8
Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 1396 611 400 1981 0 1177 0 513
V/C Ratio(X)0.00 0.76 0.34 0.87 0.24 0.00 0.89 0.00 0.84
Avail Cap(c_a), veh/h 0 1396 611 423 1981 0 1307 0 570
HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.00 1.00 1.00 0.91 0.91 0.00 1.00 0.00 1.00
Uniform Delay (d), s/veh 0.0 30.3 24.5 43.6 0.0 0.0 36.7 0.0 35.8
Incr Delay (d2), s/veh 0.0 4.0 1.5 16.2 0.3 0.0 7.4 0.0 9.7
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.0 13.4 4.3 5.2 0.1 0.0 15.1 0.0 12.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 34.3 26.0 59.9 0.3 0.0 44.1 0.0 45.4
LnGrp LOS A C C E A A D A D
Approach Vol, veh/h 1275 820 1477
Approach Delay, s/veh 33.0 25.7 44.5
Approach LOS C C D
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 19.2 52.0 44.7 71.3
Change Period (Y+Rc), s * 5.7 6.1 6.1 6.1
Max Green Setting (Gmax), s* 14 40.9 42.9 60.9
Max Q Clear Time (g_c+I1), s13.4 32.4 34.6 2.0
Green Ext Time (p_c), s 0.1 5.0 4.0 3.6
Intersection Summary
HCM 6th Ctrl Delay 36.1
HCM 6th LOS D
Nakano LMA Appendix Page 121 of 194
AM Existing + Cumulative + Project
2: I-805 NB Ramp & Palm Ave HCM 6th Signalized Intersection Summary
LOS Engineering, Inc.
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 678 1177 0 0 588 1215 92 3 317 0 0 0
Future Volume (veh/h)678 1177 0 0 588 1215 92 3 317 0 0 0
Initial Q (Qb), veh 0 00000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.97 1.00 0.97
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln1856 1856 0 0 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 721 1252 0 0 606 1253 96 176 214
Peak Hour Factor 0.94 0.94 0.94 0.97 0.97 0.97 0.96 0.96 0.96
Percent Heavy Veh, % 3 30033333
Cap, veh/h 772 2469 0 0 1502 1144 125 229 298
Arrive On Green 0.45 1.00 0.00 0.00 0.43 0.43 0.19 0.19 0.19
Sat Flow, veh/h 3428 3618 0 0 3618 2684 644 1180 1533
Grp Volume(v), veh/h 721 1252 0 0 606 1253 272 0 214
Grp Sat Flow(s),veh/h/ln1714 1763 0 0 1763 1342 1823 0 1533
Q Serve(g_s), s 23.1 0.0 0.0 0.0 13.8 49.4 16.4 0.0 15.2
Cycle Q Clear(g_c), s 23.1 0.0 0.0 0.0 13.8 49.4 16.4 0.0 15.2
Prop In Lane 1.00 0.00 0.00 1.00 0.35 1.00
Lane Grp Cap(c), veh/h772 2469 0 0 1502 1144 355 0 298
V/C Ratio(X) 0.93 0.51 0.00 0.00 0.40 1.10 0.77 0.00 0.72
Avail Cap(c_a), veh/h 836 2469 0 0 1502 1144 676 0 568
HCM Platoon Ratio 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.42 0.42 0.00 0.00 0.38 0.38 1.00 0.00 1.00
Uniform Delay (d), s/veh31.1 0.0 0.0 0.0 23.1 33.3 44.2 0.0 43.7
Incr Delay (d2), s/veh 8.4 0.3 0.0 0.0 0.3 49.1 3.5 0.0 3.2
Initial Q Delay(d3),s/veh0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln8.3 0.1 0.0 0.0 5.8 23.3 7.7 0.0 6.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 39.5 0.3 0.0 0.0 23.4 82.4 47.7 0.0 47.0
LnGrp LOS D A A A C F D A D
Approach Vol, veh/h 1973 1859 486
Approach Delay, s/veh 14.6 63.1 47.4
Approach LOS B E D
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 87.3 31.8 55.5 28.7
Change Period (Y+Rc), s 6.1 * 5.7 6.1 6.1
Max Green Setting (Gmax), s60.8 * 28 26.8 43.0
Max Q Clear Time (g_c+I1), s2.0 25.1 51.4 18.4
Green Ext Time (p_c), s 13.7 1.0 0.0 2.4
Intersection Summary
HCM 6th Ctrl Delay 39.2
HCM 6th LOS D
Nakano LMA Appendix Page 122 of 194
AM Existing + Cumulative + Project
3: Dennery Rd & Palm Ave/Ocean View Hills Pkwy HCM 6th Signalized Intersection Summary
LOS Engineering, Inc.
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 599 476 404 252 567 55 823 118 259 37 95 434
Future Volume (veh/h)599 476 404 252 567 55 823 118 259 37 95 434
Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 0.98 1.00 0.98
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 637 506 430 341 766 74 885 127 278 45 116 529
Peak Hour Factor 0.94 0.94 0.94 0.74 0.74 0.74 0.93 0.93 0.93 0.82 0.82 0.82
Percent Heavy Veh, % 3 33333333333
Cap, veh/h 549 1371 425 390 1137 348 760 225 493 83 1097 480
Arrive On Green 0.16 0.27 0.27 0.11 0.22 0.22 0.15 0.44 0.44 0.02 0.31 0.31
Sat Flow, veh/h 3428 5066 1571 3428 5066 1549 4983 512 1121 3428 3526 1541
Grp Volume(v), veh/h 637 506 430 341 766 74 885 0 405 45 116 529
Grp Sat Flow(s),veh/h/ln1714 1689 1571 1714 1689 1549 1661 0 1633 1714 1763 1541
Q Serve(g_s), s 21.6 10.9 36.5 13.2 18.7 5.3 20.6 0.0 24.9 1.8 3.2 42.0
Cycle Q Clear(g_c), s 21.6 10.9 36.5 13.2 18.7 5.3 20.6 0.0 24.9 1.8 3.2 42.0
Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.69 1.00 1.00
Lane Grp Cap(c), veh/h549 1371 425 390 1137 348 760 0 718 83 1097 480
V/C Ratio(X) 1.16 0.37 1.01 0.87 0.67 0.21 1.16 0.00 0.56 0.54 0.11 1.10
Avail Cap(c_a), veh/h 549 1371 425 437 1137 348 760 0 718 104 1097 480
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh56.7 39.9 49.2 58.9 47.8 42.6 57.2 0.0 28.2 65.1 33.1 46.5
Incr Delay (d2), s/veh 91.3 0.8 46.7 15.0 3.2 1.4 87.8 0.0 1.3 2.1 0.1 72.2
Initial Q Delay(d3),s/veh0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln16.3 4.7 19.8 6.6 8.2 2.2 14.8 0.0 10.0 0.8 1.4 25.6
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh148.0 40.7 95.9 73.9 51.0 44.0 145.0 0.0 29.5 67.2 33.2 118.7
LnGrp LOS F D F E D D F A C E C F
Approach Vol, veh/h 1573 1181 1290 690
Approach Delay, s/veh 99.2 57.2 108.8 101.0
Approach LOS F E F F
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s19.8 42.9 25.0 47.3 26.0 36.7 7.7 64.6
Change Period (Y+Rc), s4.4 * 6.4 4.4 5.3 4.4 6.4 4.4 5.3
Max Green Setting (Gmax), s17.2 * 36 20.6 42.0 21.6 30.3 4.1 58.5
Max Q Clear Time (g_c+I1), s15.2 38.5 22.6 44.0 23.6 20.7 3.8 26.9
Green Ext Time (p_c), s0.2 0.0 0.0 0.0 0.0 5.0 0.0 4.4
Intersection Summary
HCM 6th Ctrl Delay 91.6
HCM 6th LOS F
Nakano LMA Appendix Page 123 of 194
AM Existing + Cumulative + Project
4: Dennery Rd & Project Access HCM 6th TWSC
LOS Engineering, Inc.
Intersection
Int Delay, s/veh 1.5
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 122 0 198 489 31
Future Vol, veh/h 0 122 0 198 489 31
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - - - -
Veh in Median Storage, #0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 72 72 93 93
Heavy Vehicles, % 3 33333
Mvmt Flow 0 133 0 275 526 33
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 280 - 0 - 0
Stage 1 - - - - - -
Stage 2 - - - - - -
Critical Hdwy - 6.96 - - - -
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy - 3.33 - - - -
Pot Cap-1 Maneuver 0 714 0 - - -
Stage 1 0 - 0 - - -
Stage 2 0 - 0 - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 714 - - - -
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Approach EB NB SB
HCM Control Delay, s11.2 0 0
HCM LOS B
Minor Lane/Major Mvmt NBTEBLn1 SBT SBR
Capacity (veh/h)- 714 - -
HCM Lane V/C Ratio - 0.186 - -
HCM Control Delay (s) - 11.2 - -
HCM Lane LOS - B - -
HCM 95th %tile Q(veh) - 0.7 - -
Nakano LMA Appendix Page 124 of 194
AM Existing + Cumulative + Project
5: Dennery Rd & The Landing Dwy HCM 6th TWSC
LOS Engineering, Inc.
Intersection
Int Delay, s/veh 0.4
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 30 181 17 0 520
Future Vol, veh/h 0 30 181 17 0 520
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - - - -
Veh in Median Storage, #0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 3 33333
Mvmt Flow 0 33 197 18 0 565
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 108 0 0 - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Critical Hdwy - 6.96 - - - -
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy - 3.33 - - - -
Pot Cap-1 Maneuver 0 922 - - 0 -
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 922 - - - -
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Approach WB NB SB
HCM Control Delay, s 9 0 0
HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBT
Capacity (veh/h)- - 922 -
HCM Lane V/C Ratio - - 0.035 -
HCM Control Delay (s) - - 9 -
HCM Lane LOS - - A -
HCM 95th %tile Q(veh) - - 0.1 -
Nakano LMA Appendix Page 125 of 194
AM Existing + Cumulative + Project
6: Red Coral Ln/Red Fin Ln & Dennery Rd HCM 6th Signalized Intersection Summary
LOS Engineering, Inc.
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 67 81 6 3 250 3 56 5 3 2 5 70
Future Volume (veh/h) 67 81 6 3 250 3 56 5 3 2 5 70
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.97 1.00 0.99 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 88 107 8 3 269 3 61 5 3 2 6 81
Peak Hour Factor 0.76 0.76 0.76 0.93 0.93 0.93 0.92 0.92 0.92 0.86 0.86 0.86
Percent Heavy Veh, %333333333333
Cap, veh/h 110 1029 76 6 894 10 84 267 160 4 22 297
Arrive On Green 0.06 0.31 0.31 0.00 0.25 0.25 0.05 0.25 0.25 0.00 0.20 0.20
Sat Flow, veh/h 1767 3321 245 1767 3570 40 1767 1080 648 1767 109 1475
Grp Volume(v), veh/h 88 56 59 3 133 139 61 0 8 2 0 87
Grp Sat Flow(s),veh/h/ln 1767 1763 1804 1767 1763 1847 1767 0 1728 1767 0 1585
Q Serve(g_s), s 2.2 1.0 1.0 0.1 2.7 2.7 1.5 0.0 0.2 0.1 0.0 2.1
Cycle Q Clear(g_c), s 2.2 1.0 1.0 0.1 2.7 2.7 1.5 0.0 0.2 0.1 0.0 2.1
Prop In Lane 1.00 0.14 1.00 0.02 1.00 0.38 1.00 0.93
Lane Grp Cap(c), veh/h 110 546 559 6 442 463 84 0 427 4 0 320
V/C Ratio(X) 0.80 0.10 0.11 0.52 0.30 0.30 0.72 0.00 0.02 0.50 0.00 0.27
Avail Cap(c_a), veh/h 175 871 892 163 843 884 199 0 1205 163 0 1073
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00
Uniform Delay (d), s/veh 20.5 10.9 10.9 22.1 13.5 13.5 20.8 0.0 12.6 22.1 0.0 14.9
Incr Delay (d2), s/veh 12.4 0.1 0.1 57.3 0.4 0.4 11.1 0.0 0.0 73.8 0.0 0.5
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.2 0.3 0.4 0.1 1.0 1.0 0.8 0.0 0.1 0.1 0.0 0.7
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 32.9 11.0 11.0 79.4 13.8 13.8 31.9 0.0 12.6 95.9 0.0 15.4
LnGrp LOS C BBEBBCABFAB
Approach Vol, veh/h 203 275 69 89
Approach Delay, s/veh 20.5 14.5 29.7 17.2
Approach LOS C B C B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 4.5 19.4 6.5 13.8 7.2 16.8 4.5 15.9
Change Period (Y+Rc), s 4.4 * 5.7 4.4 4.9 4.4 5.7 4.4 4.9
Max Green Setting (Gmax), s 4.1 * 22 5.0 30.0 4.4 21.2 4.1 30.9
Max Q Clear Time (g_c+I1), s 2.1 3.0 3.5 4.1 4.2 4.7 2.1 2.2
Green Ext Time (p_c), s 0.0 0.5 0.0 0.5 0.0 1.3 0.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 18.5
HCM 6th LOS B
Nakano LMA Appendix Page 126 of 194
PM Existing + Cumulative + Project
1: I-805 SB Ramp & Palm Ave HCM 6th Signalized Intersection Summary
LOS Engineering, Inc.
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 0 882 150 436 505 00001323 5 813
Future Volume (veh/h) 0 882 150 436 505 00001323 5 813
Initial Q (Qb), veh 000000 000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 0 1856 1856 1856 1856 0 1856 1856 1856
Adj Flow Rate, veh/h 0 959 163 474 549 0 1627 0 560
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.97 0.97 0.97
Percent Heavy Veh, %033330 333
Cap, veh/h 0 1000 440 423 1608 0 1551 0 689
Arrive On Green 0.00 0.28 0.28 0.25 0.91 0.00 0.44 0.00 0.44
Sat Flow, veh/h 0 3618 1551 3428 3618 0 3534 0 1570
Grp Volume(v), veh/h 0 959 163 474 549 0 1627 0 560
Grp Sat Flow(s),veh/h/ln 0 1763 1551 1714 1763 0 1767 0 1570
Q Serve(g_s), s 0.0 31.1 9.8 14.3 2.3 0.0 50.9 0.0 36.1
Cycle Q Clear(g_c), s 0.0 31.1 9.8 14.3 2.3 0.0 50.9 0.0 36.1
Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 1000 440 423 1608 0 1551 0 689
V/C Ratio(X)0.00 0.96 0.37 1.12 0.34 0.00 1.05 0.00 0.81
Avail Cap(c_a), veh/h 0 1000 440 423 1608 0 1551 0 689
HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.00 1.00 1.00 0.67 0.67 0.00 1.00 0.00 1.00
Uniform Delay (d), s/veh 0.0 40.9 33.3 43.7 2.9 0.0 32.5 0.0 28.4
Incr Delay (d2), s/veh 0.0 20.1 2.4 74.1 0.4 0.0 36.9 0.0 7.4
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.0 16.1 4.0 9.5 0.8 0.0 28.9 0.0 14.6
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 61.0 35.6 117.8 3.3 0.0 69.5 0.0 35.8
LnGrp LOS A E D F A A F A D
Approach Vol, veh/h 1122 1023 2187
Approach Delay, s/veh 57.3 56.3 60.8
Approach LOS E E E
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 20.0 39.0 57.0 59.0
Change Period (Y+Rc), s * 5.7 6.1 6.1 6.1
Max Green Setting (Gmax), s* 14 32.9 50.9 52.9
Max Q Clear Time (g_c+I1), s16.3 33.1 52.9 4.3
Green Ext Time (p_c), s 0.0 0.0 0.0 4.3
Intersection Summary
HCM 6th Ctrl Delay 58.9
HCM 6th LOS E
Nakano LMA Appendix Page 127 of 194
PM Existing + Cumulative + Project
2: I-805 NB Ramp & Palm Ave HCM 6th Signalized Intersection Summary
LOS Engineering, Inc.
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 471 1714 0 0 840 1360 133 4 493 0 0 0
Future Volume (veh/h)471 1714 0 0 840 1360 133 4 493 0 0 0
Initial Q (Qb), veh 0 00000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln1856 1856 0 0 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 491 1785 0 0 903 1462 153 312 362
Peak Hour Factor 0.96 0.96 0.96 0.93 0.93 0.93 0.87 0.87 0.87
Percent Heavy Veh, % 3 30033333
Cap, veh/h 544 2125 0 0 1393 1093 175 358 453
Arrive On Green 0.32 1.00 0.00 0.00 0.40 0.40 0.29 0.29 0.29
Sat Flow, veh/h 3428 3618 0 0 3618 2768 601 1225 1551
Grp Volume(v), veh/h 491 1785 0 0 903 1462 465 0 362
Grp Sat Flow(s),veh/h/ln1714 1763 0 0 1763 1384 1826 0 1551
Q Serve(g_s), s 15.9 0.0 0.0 0.0 24.2 45.8 28.1 0.0 25.0
Cycle Q Clear(g_c), s 15.9 0.0 0.0 0.0 24.2 45.8 28.1 0.0 25.0
Prop In Lane 1.00 0.00 0.00 1.00 0.33 1.00
Lane Grp Cap(c), veh/h544 2125 0 0 1393 1093 533 0 453
V/C Ratio(X) 0.90 0.84 0.00 0.00 0.65 1.34 0.87 0.00 0.80
Avail Cap(c_a), veh/h 600 2125 0 0 1393 1093 677 0 575
HCM Platoon Ratio 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.09 0.09 0.00 0.00 0.36 0.36 1.00 0.00 1.00
Uniform Delay (d), s/veh38.8 0.0 0.0 0.0 28.5 35.1 39.0 0.0 37.9
Incr Delay (d2), s/veh 1.9 0.4 0.0 0.0 0.9 154.0 10.0 0.0 6.2
Initial Q Delay(d3),s/veh0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln5.7 0.1 0.0 0.0 10.2 38.4 13.9 0.0 10.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 40.7 0.4 0.0 0.0 29.4 189.1 49.0 0.0 44.1
LnGrp LOS D A A A C F D A D
Approach Vol, veh/h 2276 2365 827
Approach Delay, s/veh 9.1 128.1 46.9
Approach LOS A F D
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 76.0 24.1 51.9 40.0
Change Period (Y+Rc), s 6.1 * 5.7 6.1 6.1
Max Green Setting (Gmax), s60.8 * 20 34.8 43.0
Max Q Clear Time (g_c+I1), s2.0 17.9 47.8 30.1
Green Ext Time (p_c), s 26.2 0.5 0.0 3.7
Intersection Summary
HCM 6th Ctrl Delay 66.3
HCM 6th LOS E
Nakano LMA Appendix Page 128 of 194
PM Existing + Cumulative + Project
3: Dennery Rd & Palm Ave/Ocean View Hills Pkwy HCM 6th Signalized Intersection Summary
LOS Engineering, Inc.
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 662 365 279 225 679 67 593 77 300 66 71 466
Future Volume (veh/h)662 365 279 225 679 67 593 77 300 66 71 466
Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 0.99 1.00 0.98
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 736 406 310 271 818 81 652 85 330 77 83 542
Peak Hour Factor 0.90 0.90 0.90 0.83 0.83 0.83 0.91 0.91 0.91 0.86 0.86 0.86
Percent Heavy Veh, % 3 33333333333
Cap, veh/h 538 1583 485 325 1268 394 462 129 502 122 1185 519
Arrive On Green 0.16 0.31 0.31 0.09 0.25 0.25 0.09 0.39 0.39 0.04 0.34 0.34
Sat Flow, veh/h 3428 5066 1551 3428 5066 1572 4983 329 1277 3428 3526 1546
Grp Volume(v), veh/h 736 406 310 271 818 81 652 0 415 77 83 542
Grp Sat Flow(s),veh/h/ln1714 1689 1551 1714 1689 1572 1661 0 1606 1714 1763 1546
Q Serve(g_s), s 19.6 7.5 21.5 9.7 18.0 5.1 11.6 0.0 26.4 2.8 2.0 42.0
Cycle Q Clear(g_c), s 19.6 7.5 21.5 9.7 18.0 5.1 11.6 0.0 26.4 2.8 2.0 42.0
Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.80 1.00 1.00
Lane Grp Cap(c), veh/h538 1583 485 325 1268 394 462 0 632 122 1185 519
V/C Ratio(X) 1.37 0.26 0.64 0.83 0.64 0.21 1.41 0.00 0.66 0.63 0.07 1.04
Avail Cap(c_a), veh/h 538 1583 485 378 1268 394 462 0 632 178 1185 519
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh52.7 32.1 36.9 55.6 41.9 37.0 56.7 0.0 31.0 59.5 28.2 41.5
Incr Delay (d2), s/veh177.7 0.4 6.3 11.6 2.5 1.2 197.0 0.0 2.9 2.0 0.1 51.3
Initial Q Delay(d3),s/veh0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln21.7 3.1 9.0 4.7 7.8 2.1 13.3 0.0 10.7 1.2 0.9 23.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh230.4 32.5 43.3 67.2 44.4 38.2 253.7 0.0 33.9 61.5 28.3 92.8
LnGrp LOS F C D E D D F A C E C F
Approach Vol, veh/h 1452 1170 1067 702
Approach Delay, s/veh 135.1 49.3 168.2 81.8
Approach LOS F D F F
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s16.2 45.5 16.0 47.3 24.0 37.7 8.9 54.4
Change Period (Y+Rc), s4.4 * 6.4 4.4 5.3 4.4 6.4 4.4 5.3
Max Green Setting (Gmax), s13.8 * 39 11.6 42.0 19.6 31.3 6.5 47.1
Max Q Clear Time (g_c+I1), s11.7 23.5 13.6 44.0 21.6 20.0 4.8 28.4
Green Ext Time (p_c), s0.1 7.0 0.0 0.0 0.0 6.0 0.0 3.8
Intersection Summary
HCM 6th Ctrl Delay 111.7
HCM 6th LOS F
Nakano LMA Appendix Page 129 of 194
PM Existing + Cumulative + Project
4: Dennery Rd & Project Access HCM 6th TWSC
LOS Engineering, Inc.
Intersection
Int Delay, s/veh 0.5
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 57 0 571 261 133
Future Vol, veh/h 0 57 0 571 261 133
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - - - -
Veh in Median Storage, #0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 88 88 91 91
Heavy Vehicles, % 3 33333
Mvmt Flow 0 62 0 649 287 146
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 217 - 0 - 0
Stage 1 - - - - - -
Stage 2 - - - - - -
Critical Hdwy - 6.96 - - - -
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy - 3.33 - - - -
Pot Cap-1 Maneuver 0 784 0 - - -
Stage 1 0 - 0 - - -
Stage 2 0 - 0 - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 784 - - - -
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Approach EB NB SB
HCM Control Delay, s 10 0 0
HCM LOS B
Minor Lane/Major Mvmt NBTEBLn1 SBT SBR
Capacity (veh/h)- 784 - -
HCM Lane V/C Ratio - 0.079 - -
HCM Control Delay (s) - 10 - -
HCM Lane LOS - B - -
HCM 95th %tile Q(veh) - 0.3 - -
Nakano LMA Appendix Page 130 of 194
PM Existing + Cumulative + Project
5: Dennery Rd & The Landing Dwy HCM 6th TWSC
LOS Engineering, Inc.
Intersection
Int Delay, s/veh 0.1
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 11 530 41 0 394
Future Vol, veh/h 0 11 530 41 0 394
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - - - -
Veh in Median Storage, #0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 3 33333
Mvmt Flow 0 12 576 45 0 428
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 311 0 0 - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Critical Hdwy - 6.96 - - - -
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy - 3.33 - - - -
Pot Cap-1 Maneuver 0 682 - - 0 -
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 682 - - - -
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Approach WB NB SB
HCM Control Delay, s10.4 0 0
HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1 SBT
Capacity (veh/h)- - 682 -
HCM Lane V/C Ratio - - 0.018 -
HCM Control Delay (s) - - 10.4 -
HCM Lane LOS - - B -
HCM 95th %tile Q(veh) - - 0.1 -
Nakano LMA Appendix Page 131 of 194
PM Existing + Cumulative + Project
6: Red Coral Ln/Red Fin Ln & Dennery Rd HCM 6th Signalized Intersection Summary
LOS Engineering, Inc.
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 244 222 30 10 136 4 36 3 7 1 5 38
Future Volume (veh/h) 244 222 30 10 136 4 36 3 7 1 5 38
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.96 1.00 0.99 1.00 0.98
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 260 236 32 11 149 4 43 4 8 1 5 39
Peak Hour Factor 0.94 0.94 0.94 0.91 0.91 0.91 0.83 0.83 0.83 0.98 0.98 0.98
Percent Heavy Veh, %333333333333
Cap, veh/h 324 1211 162 20 756 20 64 117 233 4 32 246
Arrive On Green 0.18 0.39 0.39 0.01 0.22 0.22 0.04 0.21 0.21 0.00 0.18 0.18
Sat Flow, veh/h 1767 3122 418 1767 3503 94 1767 549 1099 1767 178 1387
Grp Volume(v), veh/h 260 132 136 11 75 78 43 0 12 1 0 44
Grp Sat Flow(s),veh/h/ln 1767 1763 1778 1767 1763 1834 1767 0 1648 1767 0 1564
Q Serve(g_s), s 7.1 2.5 2.5 0.3 1.7 1.8 1.2 0.0 0.3 0.0 0.0 1.2
Cycle Q Clear(g_c), s 7.1 2.5 2.5 0.3 1.7 1.8 1.2 0.0 0.3 0.0 0.0 1.2
Prop In Lane 1.00 0.24 1.00 0.05 1.00 0.67 1.00 0.89
Lane Grp Cap(c), veh/h 324 683 689 20 380 396 64 0 350 4 0 277
V/C Ratio(X) 0.80 0.19 0.20 0.55 0.20 0.20 0.68 0.00 0.03 0.28 0.00 0.16
Avail Cap(c_a), veh/h 516 1155 1165 145 771 803 145 0 988 145 0 938
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00
Uniform Delay (d), s/veh 19.6 10.1 10.2 24.6 16.1 16.1 23.8 0.0 15.6 25.0 0.0 17.4
Incr Delay (d2), s/veh 4.8 0.1 0.1 21.4 0.2 0.2 11.8 0.0 0.0 38.8 0.0 0.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 3.0 0.8 0.9 0.2 0.7 0.7 0.7 0.0 0.1 0.0 0.0 0.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 24.4 10.3 10.3 46.0 16.3 16.3 35.7 0.0 15.7 63.8 0.0 17.7
LnGrp LOS C B B D B B D ABEAB
Approach Vol, veh/h 528 164 55 45
Approach Delay, s/veh 17.2 18.3 31.3 18.7
Approach LOS B B C B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 5.0 25.1 6.2 13.8 13.6 16.5 4.5 15.5
Change Period (Y+Rc), s 4.4 * 5.7 4.4 4.9 4.4 5.7 4.4 4.9
Max Green Setting (Gmax), s 4.1 * 33 4.1 30.0 14.6 21.9 4.1 30.0
Max Q Clear Time (g_c+I1), s 2.3 4.5 3.2 3.2 9.1 3.8 2.0 2.3
Green Ext Time (p_c), s 0.0 1.6 0.0 0.2 0.4 0.7 0.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 18.5
HCM 6th LOS B
Nakano LMA Appendix Page 132 of 194
AM Existing + Cumulative + Project Queuing and Blocking Report
LOS Engineering, Inc.SimTraffic Report
Intersection: 1: I-805 SB Ramp & Palm Ave
Movement EB EB EB WB WB WB WB SB SB SB
Directions Served T T R L L T T L LTR R
Maximum Queue (ft) 535 513 175 198 211 96 96 596 594 532
Average Queue (ft) 503 488 118 96 121 33 41 332 339 262
95th Queue (ft)520 534 219 170 186 74 88 510 492 417
Link Distance (ft)483 483 394 394 928
Upstream Blk Time (%) 67 25
Queuing Penalty (veh) 0 0
Storage Bay Dist (ft)150 190 190 800 800
Storage Blk Time (%)41 0 0 2
Queuing Penalty (veh)78 1 0 4
Intersection: 2: I-805 NB Ramp & Palm Ave
Movement EB EB EB EB WB WB WB WB NB NB
Directions Served L L TTTTRRLTRR
Maximum Queue (ft) 242 255 418 427 273 225 467 459 401 275
Average Queue (ft) 196 235 313 249 155 129 232 245 157 73
95th Queue (ft)272 290 497 449 237 215 418 426 282 181
Link Distance (ft)394 394 1132 1132 1132 1132 881
Upstream Blk Time (%)7 2
Queuing Penalty (veh)60 18
Storage Bay Dist (ft) 230 230 250
Storage Blk Time (%)2 9 8 1 0
Queuing Penalty (veh) 9 51 53 2 0
Nakano LMA Appendix Page 133 of 194
AM Existing + Cumulative + Project Queuing and Blocking Report
LOS Engineering, Inc.SimTraffic Report
Intersection: 3: Dennery Rd & Palm Ave/Ocean View Hills Pkwy
Movement EB EB EB EB EB EB WB WB WB WB WB WB
Directions Served L L T T T R L L T T T R
Maximum Queue (ft) 292 305 1150 1171 1132 178 234 253 288 301 358 255
Average Queue (ft) 264 280 894 706 251 79 105 144 115 149 204 48
95th Queue (ft)353 361 1574 1491 896 148 193 222 207 235 305 166
Link Distance (ft)1132 1132 1132 400 400 400
Upstream Blk Time (%)24 5 0
Queuing Penalty (veh) 119 25 0
Storage Bay Dist (ft) 280 280 190 230 230 230
Storage Blk Time (%) 12 57 2 0001 60
Queuing Penalty (veh) 19 90 14 0003 40
Intersection: 3: Dennery Rd & Palm Ave/Ocean View Hills Pkwy
Movement NB NB NB NB SB SB SB SB SB
Directions Served L L L TR L L T T R
Maximum Queue (ft) 283 292 300 821 80 92 96 270 120
Average Queue (ft) 207 289 298 786 5 25 47 128 109
95th Queue (ft)287 292 303 810 31 62 80 268 137
Link Distance (ft)758 1884 1884
Upstream Blk Time (%)53
Queuing Penalty (veh)0
Storage Bay Dist (ft) 275 275 275 125 125 95
Storage Blk Time (%)0 9 45 4 1 21
Queuing Penalty (veh) 1 33 169 32 4 10
Intersection: 6: Red Coral Ln/Red Fin Ln & Dennery Rd
Movement EB EB EB WB WB WB NB NB SB SB
Directions Served L T TR L T TR L TR L TR
Maximum Queue (ft) 116 52 73 31 74 93 70 31 31 53
Average Queue (ft) 33 15 20 3 43 42 38 3 2 29
95th Queue (ft)77 44 52 18 71 70 70 18 14 50
Link Distance (ft)413 413 873 873 390 231 231
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 190 160 75
Storage Blk Time (%)2
Queuing Penalty (veh)0
Network Summary
Network wide Queuing Penalty: 1421
Nakano LMA Appendix Page 134 of 194
PM Existing + Cumulative + Project Queuing and Blocking Report
LOS Engineering, Inc.SimTraffic Report
Intersection: 1: I-805 SB Ramp & Palm Ave
Movement EB EB EB WB WB WB WB SB SB SB
Directions Served T T R L L T T L LTR R
Maximum Queue (ft) 546 522 175 202 214 282 478 825 967 825
Average Queue (ft) 503 496 132 158 172 119 95 543 607 506
95th Queue (ft)522 536 236 228 238 249 240 931 1060 894
Link Distance (ft)483 483 394 394 928
Upstream Blk Time (%) 76 51 9
Queuing Penalty (veh) 0 0 0
Storage Bay Dist (ft)150 190 190 800 800
Storage Blk Time (%)69 0 2 15 0 2 8 0
Queuing Penalty (veh)104 1 5 37 0 26 89 2
Intersection: 2: I-805 NB Ramp & Palm Ave
Movement EB EB EB EB WB WB WB WB NB NB
Directions Served L L TTTTRRLTRR
Maximum Queue (ft) 240 255 419 427 393 330 378 404 833 275
Average Queue (ft) 144 232 375 372 249 190 195 205 347 215
95th Queue (ft)222 300 467 477 355 290 324 334 652 312
Link Distance (ft)394 394 1132 1132 1132 1132 881
Upstream Blk Time (%)18 17
Queuing Penalty (veh) 199 185
Storage Bay Dist (ft) 230 230 250
Storage Blk Time (%)1 2 34 21 1
Queuing Penalty (veh) 8 20 162 51 3
Nakano LMA Appendix Page 135 of 194
PM Existing + Cumulative + Project Queuing and Blocking Report
LOS Engineering, Inc.SimTraffic Report
Intersection: 3: Dennery Rd & Palm Ave/Ocean View Hills Pkwy
Movement EB EB EB EB EB EB WB WB WB WB WB WB
Directions Served L L T T T R L L T T T R
Maximum Queue (ft) 292 305 1156 1157 1107 154 194 244 298 288 331 255
Average Queue (ft) 284 297 915 560 137 64 92 136 145 159 204 47
95th Queue (ft)321 335 1541 1344 645 116 172 217 228 252 293 163
Link Distance (ft)1132 1132 1132 400 400 400
Upstream Blk Time (%)18 1
Queuing Penalty (veh) 132 9
Storage Bay Dist (ft) 280 280 190 230 230 230
Storage Blk Time (%) 26 62 0 1 4 0
Queuing Penalty (veh) 31 75 0 1 3 0
Intersection: 3: Dennery Rd & Palm Ave/Ocean View Hills Pkwy
Movement NB NB NB NB SB SB SB SB SB
Directions Served L L L TR L L T T R
Maximum Queue (ft) 283 291 300 797 119 96 117 290 120
Average Queue (ft) 241 287 298 781 18 47 31 113 106
95th Queue (ft)306 298 303 798 65 87 75 278 141
Link Distance (ft)758 1884 1884
Upstream Blk Time (%)64
Queuing Penalty (veh)0
Storage Bay Dist (ft) 275 275 275 125 125 95
Storage Blk Time (%)2 22 57 8 0 0 1 28
Queuing Penalty (veh) 7 83 214 47 0 0 3 10
Intersection: 6: Red Coral Ln/Red Fin Ln & Dennery Rd
Movement EB EB EB WB WB WB NB NB SB
Directions Served L T TR L T TR L TR TR
Maximum Queue (ft) 207 235 93 31 119 73 72 31 76
Average Queue (ft) 105 29 44 11 37 31 29 4 23
95th Queue (ft)178 100 87 34 84 68 60 21 52
Link Distance (ft)413 413 873 873 390 231
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 190 160 75
Storage Blk Time (%)0 0
Queuing Penalty (veh) 0 0
Network Summary
Network wide Queuing Penalty: 1261
Nakano LMA Appendix Page 136 of 194
Appendix O
Proposed Improvement Concept Drawings
Nakano LMA Appendix Page 137 of 194
CIVIL SENSE INC
13475 Danielson Street, Suite 150
Poway, CA 92064
INTERSECTION OF
DENNERY RD AT
PALM AVE
Nakano LMA Appendix Page 138 of 194
CIVIL SENSE INC
13475 Danielson Street, Suite 150
Poway, CA 92064
INTERSECTION OF
DENNERY RD AT
PALM AVENakano LMA Appendix Page 139 of 194
CIVIL SENSE INC
13475 Danielson Street, Suite 150
Poway, CA 92064
INTERSECTION OF
DENNERY RD AT
RED FIN / RED CORAL LN
Nakano LMA Appendix Page 140 of 194
Appendix P
Fair Share Calculations
Nakano LMA Appendix Page 141 of 194
The fair share is calculated based on the proportional amount of project traffic being added to the
Palm Ave bridge. While the fair share is not required by CEQA, the fair share calculation
approach is based on the following section in CEQA:
15041. AUTHORITY TO MITIGATE
Within the limitations described in Section 15040:
(a) A lead agency for a project has authority to require feasible changes in any or all
activities involved in the project in order to substantially lessen or avoid significant effects
on the environment, consistent with applicable constitutional requirements such as the
“nexus” and “rough proportionality” standards established by case law (Nollan v.
California Coastal Commission (1987) 483 U.S. 825, Dolan v. City of Tigard, (1994) 512
U.S. 374, Ehrlich v. City of Culver City, (1996) 12 Cal. 4th 854.).
Using rough proportionality, the segment fair share amount is based on the percentage of project
traffic compared to the total traffic as follows:
Opening Year 2024: 932 project ADT/38,031 background ADT = 2.5%
The horizon year fair share calculation:
Horizon Year 2062: 932 project ADT/46,000 background ADT = 2.0%
The higher Opening Year fair share of 2.5% is the controlling fair share to be paid by the
Owner/Permittee.
Nakano LMA Appendix Page 142 of 194
Appendix Q
Horizon Year Volumes and Growth Factor Calculations
Nakano LMA Appendix Page 143 of 194
5.12 Transportation/Circulation
This section analyzes the potential transportation-related impacts associated with the
adoption of the CPU. The study area boundaries for the purposes of the traffic analysis
include the CPU area and extend to those areas outside the CPU area to roads that are
common to other communities in the City of San Diego and other jurisdictions such as
the City of Chula Vista and the County of San Diego. The analysis in this section is
based on the Traffic Impact Analysis (TIA) prepared by Urban Systems Associates
(USA), Inc. (June 14, 2012), which is contained in Appendix J.
Traffic analysis was conducted in support of the CPU in order to identify the
recommended roadway classifications and other recommended transportation
improvements to support buildout of the CPU land uses and proposed zoning, and to
identify any significant traffic impacts that would remain unmitigated at the programmatic
level.
Future traffic volumes were forecasted using SANDAG’s Series 11 regional
transportation model calibrated for the Otay Mesa area. Land uses within the CPU area
were assumed to be built out within the traffic model. The CPU transportation model
network included the future improvements from the Adopted Community Plan that were
assumed to be completed at buildout of the CPU and included the Year 2030 Regional
Transportation Plan “Reasonably Expected” projects in the region such as SR-11 and
the SR-905/SR-125/SR-11 freeway interchange. Also, the model was modified to
include a half -diamond interchange (instead of a full interchange) at SR-125/Lone Star
Road and a portion of SR-125 was modeled as a toll facility.
Due to the undeveloped nature of much of the community, a majority of the circulation
element roadways are not built, are only partially built, or are not operating near
capacity. Therefore, for many facilities, an analysis of the CPU buildout traffic volumes
on the existing transportation network was not possible or meaningful. So, although the
existing condition is considered the baseline for identifying significant impacts, in order to
identify the recommended roadway classifications and other transportation
improvements, the proposed CPU land use buildout traffic volumes were initially
analyzed on the CPU transportation network. Based on those level of service analysis
results and other considerations, where possible, recommendations were made for the
CPU roadway classifications, intersection lane configurations, and freeway and ramp
improvements that would mitigate or reduce impacts by bringing the facilities to Level of
Service D or better operation at buildout.
All but 24 potential roadway segment significant impacts would be mitigated at the
programmatic level by incorporating the recommended roadway segment classifications
(refer to Table 5.12-4 CPU Classification column) in the CPU Figure 3-2 Otay Mesa
Roadway Classification Map and Public Facilities Financing Plan, and through future
Nakano LMA Appendix Page 144 of 194
FIGURE 5.12-3a
Horizon Year Plus CPU Condition Roadway Segment Volumes (West)
Map Source: Urban Systems Associates, Inc. 2012
Not to Scale
Nakano LMA Appendix Page 145 of 194
TABLE 5.12-5
CPU HORIZON YEAR ROADWAY SEGMENT LEVEL OF SERVICE
(continued)
Street Segment
Horizon Year Horizon Year with CPU
Sig? Class1
LOS E
ADT2
Segment
ADT V/C LOS
New
Class
New
V/C
New
LOS
Palm Ave. I-805 to Dennery Rd. 7-PA 65,000 59,500 0.92 D - - - N
Ocean View Hills
Parkway
Dennery Rd. to Del Sol Blvd.
Del Sol Blvd. to Street “A”
Street “A” to Otay Mesa Rd.
4-M
6-M
6-M
40,000
50,000
50,000
22,000
35,000
23,500
0.55
0.70
0.42
C
C
B
-
-
-
-
-
-
-
-
-
N
N
N
Caliente Avenue
Otay Mesa Rd. to SR-905
SR-905 to Airway Rd.
Airway Rd. to Beyer Blvd.
Beyer Blvd. to Siempre Viva Rd.
6-M
6-M
4-M
4-M
50,000
50,000
40,000
40,000
38,000
32,000
46,000
41,000
0.76
0.64
1.15
1.03
C
C
F
F
6-PA
6-PA
6-M
-
0.63
0.53
0.92
-
C
B
E
-
N
N
Y
Y
Beyer Boulevard Alaquinas Dr. to Old Otay Mesa Rd. Old Otay
Mesa Rd. to Caliente Ave. 3
4-M
4-M
40,000
40,000
32,500
31,000
0.81
0.78
D
D
-
-
-
-
-
-
N
N
Heritage Road/ Otay
Valley Road
Main St. to Avenida de Las Vistas**
Avenida De Las Vistas to Datsun St.
Datsun St. to Otay Mesa Rd.
Otay Mesa Rd. to SR-905
SR-905 to Airway Rd.
6-PA
6-M
6-M
6-M
6-M
60,000
50,000
50,000
50,000
50,000
83,000
75,500
48,000
23,500
35,000
1.38
1.51
0.96
0.47
0.70
F
F
E
B
C
-
6-PA
6-PA
6-PA
6-PA
-
1.26
0.80
0.39
0.58
-
F
C
A
B
Y
Y
N
N
N
Cactus Road
Otay Mesa Rd. to Airway Rd.
Airway Rd. to Siempre Viva Rd.
Siempre Viva Rd. to South End
4-CL
4-CL
2-CL
30,000
30,000
15,000
40,500
40,500
11,000
1.35
1.35
0.73
F
F
D
4-M
4-M
-
1.01
1.01
-
F
F
-
Y
Y
N
Britannia Boulevard
Otay Mesa Rd. to SR-905
SR-905 to Airway Rd.
Airway Rd. to Siempre Viva Rd.
Siempre Viva Rd. to South End
4-M
4-M
4-M
2-C
40,000
40,000
40,000
8,000
17,500
63,000
44,500
22,000
0.44
1.58
1.11
2.75
B
F
F
F
6-PA
6-PA
6-M
4-CL
0.29
1.05
0.89
0.73
A
F
D
D
N
Y
N
N
La Media Road
Birch Rd. to Lone Star Rd.**
Lone Star Rd. to Aviator Rd.
Aviator Rd. to Otay Mesa Rd.
Otay Mesa Rd. to SR-905
SR-905 to Airway Rd.
Airway Rd. to Siempre Viva Rd.
6-PA
6-PA
6-PA
6-PA
6-PA
4-M
60,000
60,000
60,000
60,000
60,000
40,000
N/A
19,500
22,500
37,500
64,000
33,000
N/A
0.33
0.38
0.63
1.06
0.83
N/A
A
A
C
F
D
N/A
4-M
4-M
-
-
5-M
N/A
0.49
0.56
-
-
0.73
N/A
B
C
-
-
C
N/A
N
N
N
Y
N
Harvest Road
South of Otay Mesa Rd.
Airway Rd. to Otay Center Dr.
Otay Center Dr. to Siempre Viva Rd.
4-M
4-M
4-M
40,000
40,000
40,000
8,500
16,000
10,000
0.21
0.40
0.25
A
B
A
2-CL
4-CL
4-CL
0.57
0.53
0.33
C
C
A
N
N
N
Enrico Fermi Drive
SR-11 to Airway Rd.*
Airway Rd. to Siempre Viva Rd.
Siempre Viva Rd. to Via de la Amistad
4-M
4-M
4-M
40,000
40,000
40,000
15,500
8,000
10,500
0.62
0.20
0.26
B
A
A
-
4-CL
4-CL
-
0.27
0.35
-
A
B
N
N
N
Nakano LMA Appendix Page 146 of 194
TABLE 5.12-5
CPU HORIZON YEAR ROADWAY SEGMENT LEVEL OF SERVICE
(continued)
Street Segment
Horizon Year Horizon Year with CPU
Sig? Class1
LOS E
ADT2
Segment
ADT V/C LOS
New
Class
New
V/C
New
LOS
Lone Star Road SR-125 to Piper Ranch Rd.
Piper Ranch Rd. to City/County Boundary
4-M
4-M
40,000
40,000
35,000
36,000
0.88
0.90
D
E
6-PA
6-PA
0.58
0.60
B
C
N
N
Aviator Road Heritage Rd. to La Media Rd. 3 2-C 8,000 23,000 2.88 F 4-CL 0.77 D N
Dennery Road
Palm Ave. to Del Sol Blvd.
Palm Ave. to Regatta Ln.
Regatta Ln. to Red Coral Ln.
Red Coral Ln. to Black Coral Ln.
Black Coral Ln. to East End
4-M
4-M
4-CL
2-CL
2-CN
40,000
40,000
30,000
15,000
10,000
28,000
19,500
12,500
12,500
16,500
0.70
0.49
0.42
0.83
1.65
C
B
B
D
F
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
N
N
N
N
Y
Avenida De Las
Vistas
Otay Valley Rd. to Vista Santo Domingo
Vis ta Santo Domingo to Dennery Rd.
2-CN
2-CN
10,000
10,000
7,000
19,500
0.70
1.95
C
F
-
-
-
-
-
-
N
Y
Del Sol Boulevard
Ocean View Hills Pkwy. to Surf Crest Dr.
Surf Crest Dr. to Riviera Pointe
Riviera Pointe to Dennery Rd.
Dennery Rd. to I-805
4-CL
2-CN
2-CL
4-CL
30,000
10,000
15,000
30,000
19,500
23,000
23,000
16,000
0.65
2.30
1.53
0.53
C
F
F
C
-
-
-
-
-
-
-
-
-
-
-
-
N
Y
Y
N
Street A Ocean View Hills Pkwy. to Otay Mesa Rd. 4-M 40,000 13,500 0.34 A - - - N
Old Otay Mesa Road
Otay Mesa Rd. to Airway Rd.
Airway Rd. to Crescent Bay Dr.
Crescent Bay Dr. to Beyer Blvd.
4-CL
4-CL
2-C
30,000
30,000
8,000
22,000
14,500
16,000
0.73
0.48
2.00
D
C
F
-
-
-
-
-
-
-
-
-
N
N
Y
Emerald Crest Dr. Otay Mesa Rd. to South End 3 4-CL 30,000 25,000 0.83 D - - - N
Corporate Center Drive
South End to Otay Mesa Rd. 3
Otay Mesa Rd. to Progressive Ave.
Progressive Ave. to Innovative Dr.
4-CL
4-CL
2-C
30,000
30,000
8,000
17,500
19,500
8,000
0.58
0.65
1.00
C
C
E
-
-
2-CL
-
-
0.53
-
-
C
N
N
N
Innovative Drive Otay Mesa Rd. to Corporate Center Dr. 4-CL 30,000 15,000 0.50 C - - - N
Piper Ranch Road Lone Star Rd. to Otay Mesa Rd. 4-CL 30,000 20,500 0.68 D - - - N
Sanyo Avenue Otay Mesa Rd. to Airway Rd. 4 4-C 15,000 24,500 1.63 F 4-CL 0.82 D N
Heinrich Hertz Drive Airway Rd. to Paseo de las Americas4 2-CL 15,000 12,000 0.80 D - - - N
Paseo de las Americas Airway Rd. to Siempre Viva Rd.
Siempre Viva Rd. to Marconi Dr.
2-C
2-C
8,000
8,000
16,500
15,000
2.06
1.88
F
F
4-CL
4-CL
0.55
0.50
C
C
N
N
Marconi Drive Paseo de las Americas to Enrico Fermi Dr. 2-C 8,000 8,000 1.00 E 2-CL 0.53 C N
Otay Center Drive Harvest Rd. to Siempre Viva Rd.4 4-C 15,000 15,500 1.03 F 4-CL 0.52 C N
Michael Faraday
Drive
Airway Rd. to Siempre Viva Rd. 4
Siempre Viva Rd. to Marconi Dr. 4
2-CL
2-CL
15,000
15,000
6,500
8,000
0.43
0.53
B
C
-
-
-
-
-
-
N
N
St. Andrews Avenue Otay Mesa Center Rd. to La Media Rd. 2-C 8,000 13,500 1.69 F 4-CL 0.45 C N
Nakano LMA Appendix Page 147 of 194
Intersections
With the specified proposed classifications the following intersections would be expected
to operate at unacceptable levels of service in the Horizon Year Plus CPU condition
(Table 5.12-6):
1. Palm Ave./I-805 NB Ramps (LOS F in the AM and PM peak hours)
2. Palm Ave./Dennery Rd. (LOS E in the PM peak hour)
3. Otay Mesa Rd./Caliente Ave. (LOS F in the AM and PM peak hours)
4. Caliente Ave./SR-905 WB Ramps (LOS F in the AM peak hour and LOS D with
excessive queues blocking the intersection in the PM peak hour)
5. Caliente Ave./SR-905 EB Ramps (LOS F in the AM and PM peak hours)
6. Caliente Ave./Airway Rd. (LOS F in the AM and PM peak hours)
7. Caliente Ave./Beyer Blvd. (LOS F in the AM and PM peak hours)
8. Otay Mesa Rd./Heritage Rd. (LOS F in the AM and PM peak hours)
9. Heritage Rd./SR-905 WB Ramps (LOS E in the AM peak hour and LOS F in the
PM peak hour)
10. Heritage Rd./SR-905 EB Ramps (LOS F in the AM and PM peak hours)
11. Heritage Rd./Airway Rd. (LOS F in the AM and PM peak hours)
12. Otay Mesa Rd./Cactus Rd. (LOS F in the AM and PM peak hours)
13. Airway Rd./Cactus Rd. (LOS F in the AM and PM peak hours)
14. Siempre Viva Rd./Cactus Rd. (LOS F in the PM peak hour)
15. Otay Mesa Rd./Britannia Blvd. (LOS F in the AM and PM peak hours)
16. Britannia Blvd./SR-905 WB Ramps (LOS F in the AM and PM peak hours)
17. Britannia Blvd./SR-905 EB Ramps (LOS F in the AM and PM peak hours)
18. Britannia Blvd./Airway Rd. (LOS F in the AM and PM peak hours)
19. Siempre Viva Rd./Britannia Blvd. (LOS F in the AM and PM peak hours)
20. Otay Mesa Rd./La Media Rd. (LOS F in the AM and PM peak hours)
21. La Media Rd./SR-905 WB Ramps (LOS F in the AM and PM peak hours)
22. La Media Rd./SR-905 EB Ramps (LOS F in the AM and PM peak hours)
23. La Media Rd./Airway Rd. (LOS F in the AM and PM peak hours)
24. La Media Rd./Siempre Viva Rd. (LOS F in the AM and PM peak hours)
25. Lone Star Rd./SR-125 SB Off Ramp (LOS E in the AM peak hour and LOS F in
the PM peak hours)
26. Lone Star Rd./SR-125 NB On Ramp (LOS A with excessive queues blocking the
intersection in the AM peak hour and LOS F in the PM peak hour)
27. Lone Star Rd./Piper Ranch Rd. (LOS A with excessive queues blocking the
intersection in the PM peak hour)
28. Otay Mesa Rd./Piper Ranch Rd. (LOS F in the AM and PM peak hours)
29. Otay Mesa Rd./SR-125 SB Off Ramp (LOS F in the AM peak hour and LOS B
with excessive queues blocking the intersection in the PM peak hour)
30. Otay Mesa Rd./Harvest Rd. (LOS F in the PM peak hour)
31. Siempre Viva Rd./Otay Center Dr. (LOS F in the AM and PM peak hours)
Nakano LMA Appendix Page 148 of 194
TABLE 5.12-6
CPU HORIZON YEAR INTERSECTION LEVELS OF SERVICE
Intersection
Horizon Year Plus CPU
Mitigation
Horizon Year Plus CPU With
Mitigation Significant
After
Mitigation?
AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour
CD LOS CD LOS CD LOS CD LOS
1 Palm Ave./I-805 SB Ramps 48.9 D 51.3 D Revise SB-LTR to LT; +1 SB-R* 24.8 C 35.7 D -
2 Palm Ave./I-805 NB Ramps 116.1 F 122.6 F +1 dedicated NB-L; +1EB-T; +1EB-R;
+1WB-T; +1WB-R
4.6 A 5.5 A No
3 Palm Ave./Dennery Rd. 33.5 C 67.2 E - - - - - Yes
4 Otay Mes a Rd./Caliente Ave. 263.5 F 146.0 F +1 dedicated NB-R 205.9 F 87.2 F Yes
5 Caliente Ave./SR-905 W B Ramps 83.1 F 43.2 D1 +1 NB-L; +1 dedicated SB-R 34.0 C1 34.0 C1 Yes
6 Caliente Ave./SR-905 EB Ramps 165.7 F 150.5 F +1 dedicated NB-R; +1SB-L; +1
dedicated EB-R
55.0 E 70.2 E Yes
7 Caliente Ave./Airway Rd. 228.5 F 223.0 F +1 dedicated NB-L; +1 dedicated
EB-R
143.0 F 200.5 F Yes
8 Caliente Ave./Beyer Blvd. 252.0 F 429.8 F +2 dedicated SB-R; +1 dedicated
EB-R
212.7 F 122.4 F Yes
9 Otay Mes a Rd./Heritage Rd. 367.5 F 257.4 F +1 dedicated NB-R; +1 dedicated
SB-R; +1WB-R
272.0 F 161.2 F Yes
10 Heritage Rd./SR-905 W B Ramps 69.9 E 81.1 F +2 dedicated NB-R 15.9 B1 28.4 C1 Yes
11 Heritage Rd./SR-905 EB Ramps 113.0 F 86.4 F +1 dedicated NB-L; +1 dedicated
WB-R
39.5 D1 25.5 C1 Yes
12 Heritage Rd./Airway Rd. 162.7 F 402.8 F +2 dedicated WB-R 144.5 F 88.3 F Yes
13 Heritage Rd./Siempre Viva Rd. N/A N/A N/A N/A - N/A N/A N/A N/A -
14 Otay Mes a Rd./Cactus Rd. 437.9 F 290.5 F +2 dedicated EB-R; +1 dedicated
WB-R
139.6 F 199.7 F Yes
15 Airway Rd./Cac tus Rd. 361.5 F 437.7 F +1 dedicated NB-R; +1 dedicated
SB-R; +1 dedicated EB-R; +2
dedicated WB-R
188.6 F 306.2 F Yes
16 Siempre Viva Rd./Cactus Rd. 48.7 D 127.7 F +1 dedicated NB-R 47.6 D 117.3 F Yes
17 Otay Mes a Rd./Britannia Blvd. 108.5 F 117.2 F +1 dedicated EB-R; +1 dedicated
WB-R
63.1 E 47.5 D Yes
18 Britannia Blvd./SR-905 W B Ramps 240.5 F 577.4 F Restripe 3rd SB-T to SB-TR; +1
dedicated SB-R; Restripe WB-T to
LTR
65.0 E 547.1 F Yes
19 Britannia Blvd./SR-905 EB Ramps 353.3 F 235.1 F +2 dedicated NB-R 305.9 F 67.1 E Yes
20 Britannia Blvd./Airway Rd. 618.2 F 615.8 F +1 dedicated NB-R; +2 dedicated
SB-R; +1 dedicated EB-R; +2
dedicated WB-R
184.9 F 241.1 F Yes
21 Siempre Viva Rd./Britannia Blvd. 363.3 F 362.8 F +1 dedicated NB-R; +2 dedicated
SB-R; +1 dedicated EB-R; +2
dedicated WB-R
177.5 F 143.2 F Yes
Nakano LMA Appendix Page 149 of 194
Nakano LMA Appendix Page 150 of 194
Growth between Existing and Horizon Years
Existing Horizon Percent
Dennery Road Yr 2015 Yr 2062 Growth
Regatta Ln to Landing Dwy 8,333 12,500 50.0%
Landing Dwy to Red Coral 8,224 12,500 52.0%
Higher Growth Rate Applied: 52.0%
Nakano LMA Appendix Page 151 of 194
Appendix R
SANDAG Horizon Year Volumes
Nakano LMA Appendix Page 152 of 194
SANDAG Series 13 Year 2050
Nakano LMA Appendix Page 153 of 194
Appendix S
Excerpts from Caltrans EIR Palm Ave Interchange Improvements
Nakano LMA Appendix Page 154 of 194
Interstate 805/Palm Avenue
Interchange Improvements
SAN DIEGO COUNTY, CALIFORNIA
DISTRICT 11 – SD – 805 (PM I-805 2.6/3.2)
EA No. 11-173700
SCH# 2018101025
Initial Study with Mitigated Negative
Declaration/Environmental Assessment with
Finding of No Significant Impact and Section 4(f)
De Minimis Determination
Prepared by the
State of California, Department of Transportation
in Coordination with the City of San Diego
The environmental review, consultation, and any other actions required by applicable Federal
environmental laws for this project are being, or have been, carried out by Caltrans pursuant to
23 USC 327 and the Memorandum of Understanding dated December 23, 2016 and executed
by FHWA and Caltrans.
JUNE 2019
Nakano LMA Appendix Page 155 of 194
Figure 1.4.2
Alternative 2 + IV Project Features
Nakano LMA Appendix Page 156 of 194
Road Widening East of the Bridge
Between the bridge and the proposed Project end near Dennery Road, two right-turn lanes to the I-805
North on-ramp and three through lanes would be constructed for WB traffic; three through lanes would
be constructed for EB traffic.
A roadway typical section for Palm Avenue is shown in Figure 1.4.4.
Retaining Walls
Three retaining walls would be unique to Alternative 1 + IV, as follows:
• West of the bridge, a retaining wall (RW2A) with a proposed maximum height of approximately 10
feet would be constructed along the EB side of Palm Avenue within Palm Ridge Neighborhood
Park and Caltrans Right-of -Way;
• The loop on-ramp would require a retaining wall (RW1B) within Caltrans Right-of-Way east of the
freeway main lanes; and
• The realignment of the I-805 North off-ramp to accommodate the new loop on-ramp would require
a retaining wall (RW1A) along the off-ramp in the slope below Palm Promenade Shopping Center.
Utility Relocation
Alternative 1 + IV would affect 6 utilities: gas pipelines (SDG&E), telecommunication lines (AT&T), fiber
optic lines (Cox Communication), water pipelines (California American Water), and water and sewer
pipelines and storm drain facilities (City of San Diego).
Hazardous Waste
Alternative 1 + IV would have a potential hazardous waste issue due to the presence of the former
South Bay Burn Site in the slope below Palm Promenade Shopping Center where this alternative would
construct a retaining wall.
Property Acquisition
Alternative 1 + IV would impact several properties within the project boundaries. Palm Ridge
Neighborhood Park would be impacted by a permanent easement that would require 0.09 acres of
property acquisition. Palm Promenade Shopping Center would be impacted by a partial acquisition and
permanent easement on the slope adjacent to the I-805 North off-ramp that would require 0.286 acres
of property acquisition. This information can be found in Table 2.1.8.
Unique Features of Alternative 2 + IV: Spread Diamond with Class IV Separated Bikeway
Alternative 2 + IV would address the proposed Project purpose and need by widening the Palm Avenue
bridge to provide additional lanes and longer turn pockets and widening various ramps and roadway
approaches to provide additional turn lanes.
In addition to the common design features of both Build Alternatives listed previously, Alternative 2 + IV
would reduce congestion by constructing the proposed unique Project features summarized below.
Bridge Widening
The Palm Avenue bridge structure would be widened to the north and south to accommodate additional
vehicular travel lanes, a center median, and other features outside the vehicular travel way. The
widening to the south would involve a new concrete column and concrete box girder, and the widening
to the north would involve a new column on a concrete pile, similar to Alternative 1 + IV. The main
difference between the design of Alternative 1 + IV and Alternative 2 + IV is the width of the bridge deck
that is being provided. Alternative 2 + IV will have a wider bridge deck than Alternative 1 + IV. The
Nakano LMA Appendix Page 157 of 194
typical section for Alternative 2 + IV bridge widening is shown in Figure 1.4.5. The number of lanes in
each direction would be as follows:
• For WB Palm Avenue, the widened bridge would have two through lanes plus two left-turn lanes
to I-805 South, a Class IV Separated Bikeway, and pedestrian walkways; and
• For EB Palm Avenue, the widened bridge would have three through lanes plus two left-turn lanes
to I-805 North, a Class IV Separated Bikeway, and pedestrian walkways.
Road Widening West of the Bridge
Between the bridge and Firethorn Street, two through lanes would accommodate WB traffic; three
through lanes plus a longer right-turn lane to the I-805 South on-ramp would accommodate EB traffic.
Road Widening East of the Bridge
Between the bridge and the proposed Project end near Dennery Road, two right-turn lanes to I-805
North on-ramp and three through lanes for WB traffic would be constructed; three through lanes would
be constructed for EB traffic.
A roadway typical section for Alternative 2 + IV is shown in Figure 1.4.6.
Retaining Walls
Two retaining walls would be unique to Alternative 2 + IV, as follows:
• West of the bridge, a retaining wall (RW2A) with a proposed maximum height of approximately 17
feet would be constructed along EB Palm Avenue within Palm Ridge Neighborhood Park and
Caltrans Right-of-W ay.
• East of the bridge, a ground anchor retaining wall (RW2C) would be constructed in place of the
existing crib wall along the EB side of Palm Avenue within Palm Promenade Shopping Center.
Utility Relocation
In addition to the utilities affected by Alternative 1 + IV, Alternative 2 + IV would result in relocation of a
69 kV SDG&E overhead electrical pole in EB Palm Avenue, North of Palm Promenade Shopping
Center.
Property Acquisition
Alternative 2 + IV would impact several properties within the project boundaries. Palm Ridge
Neighborhood Park would be impacted by a permanent easement that would require 0.22 acres of
property acquisition. Palm Promenade Shopping Center would be impacted by a permanent easement
on the slope parallel to Palm Avenue that would require 0.078 acres of partial acquisition and property
acquisition. This information can be found in Table 2.1.8.
Transportation Demand Management, Transportation System Management, and Mass Transit
Alternatives
Transportation Demand Management (TDM), Transportation System Management (TSM), and Mass
Transit strategies are required for consideration on proposed major highway projects in urban areas
over 200,000 population.
Although Transportation System Management measures alone could not satisfy the purpose and need
of the proposed Project, the following Transportation System Management measures have been
incorporated into the Build Alternatives for this proposed Project:
• Addition of HOV lanes to ramps;
Nakano LMA Appendix Page 158 of 194
Figure 1.4.5
Alternative 2 + IV Palm Avenue Bridge Typical Cross-Section
Nakano LMA Appendix Page 159 of 194
From: Jus n Rasas <jus n@losengineering.com>
Sent: Monday, January 23, 2023 8:03 AM
To: Sanchez Rangel, Rogelio@DOT <roger.sanchez-rangel@dot.ca.gov>
Cc: Santos, Mary Rose Ann <MCSantos@sandiego.gov>
Subject: Palm Ave/I-805 RTL date and scope ques ons
Nakano LMA Appendix Page 160 of 194
Appendix T
Horizon Year 2062 without Project LOS and Queuing Output
Nakano LMA Appendix Page 161 of 194
AM Horizon Year
1: I-805 SB Ramp & Palm Ave HCM 6th Signalized Intersection Summary
LOS Engineering, Inc.
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 0 890 175 280 355 00001095 1 570
Future Volume (veh/h) 0 890 175 280 355 00001095 1 570
Initial Q (Qb), veh 000000 000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 0.97
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 0 1856 1856 1856 1856 0 1856 1856 1856
Adj Flow Rate, veh/h 0 967 190 304 386 0 1191 0 620
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, %033330 333
Cap, veh/h 0 1735 528 373 1768 0 1409 0 1215
Arrive On Green 0.00 0.34 0.34 0.22 1.00 0.00 0.40 0.00 0.40
Sat Flow, veh/h 0 5233 1542 3428 3618 0 3534 0 3048
Grp Volume(v), veh/h 0 967 190 304 386 0 1191 0 620
Grp Sat Flow(s),veh/h/ln 0 1689 1542 1714 1763 0 1767 0 1524
Q Serve(g_s), s 0.0 14.0 8.3 7.6 0.0 0.0 27.5 0.0 13.8
Cycle Q Clear(g_c), s 0.0 14.0 8.3 7.6 0.0 0.0 27.5 0.0 13.8
Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 1735 528 373 1768 0 1409 0 1215
V/C Ratio(X)0.00 0.56 0.36 0.81 0.22 0.00 0.85 0.00 0.51
Avail Cap(c_a), veh/h 0 1735 528 438 1768 0 1630 0 1406
HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.00 1.00 1.00 0.93 0.93 0.00 1.00 0.00 1.00
Uniform Delay (d), s/veh 0.0 24.0 22.2 34.3 0.0 0.0 24.5 0.0 20.4
Incr Delay (d2), s/veh 0.0 1.3 1.9 9.2 0.3 0.0 3.8 0.0 0.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.0 5.6 3.2 3.3 0.1 0.0 11.7 0.0 4.8
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 25.3 24.1 43.5 0.3 0.0 28.4 0.0 20.8
LnGrp LOS A C C D A A C A C
Approach Vol, veh/h 1157 690 1811
Approach Delay, s/veh 25.1 19.3 25.8
Approach LOS C B C
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 14.3 35.3 40.4 49.6
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s11.5 23.5 41.5 39.5
Max Q Clear Time (g_c+I1), s 9.6 16.0 29.5 2.0
Green Ext Time (p_c), s 0.2 4.2 6.4 2.8
Intersection Summary
HCM 6th Ctrl Delay 24.4
HCM 6th LOS C
Nakano LMA Appendix Page 162 of 194
AM Horizon Year
2: I-805 NB Ramp & Palm Ave HCM 6th Signalized Intersection Summary
LOS Engineering, Inc.
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 655 1330 0 0 575 1280 60 1 385 0 0 0
Future Volume (veh/h)655 1330 0 0 575 1280 60 1 385 0 0 0
Initial Q (Qb), veh 0 00000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.97 1.00 0.97
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln1856 1856 0 0 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 712 1446 0 0 625 1391 65 1 418
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 3 30033333
Cap, veh/h 771 3673 0 0 1587 1209 305 5 471
Arrive On Green 0.45 1.00 0.00 0.00 0.45 0.45 0.17 0.17 0.17
Sat Flow, veh/h 3428 5233 0 0 3618 2686 1742 27 2694
Grp Volume(v), veh/h 712 1446 0 0 625 1391 66 0 418
Grp Sat Flow(s),veh/h/ln1714 1689 0 0 1763 1343 1768 0 1347
Q Serve(g_s), s 17.6 0.0 0.0 0.0 10.7 40.5 2.9 0.0 13.6
Cycle Q Clear(g_c), s 17.6 0.0 0.0 0.0 10.7 40.5 2.9 0.0 13.6
Prop In Lane 1.00 0.00 0.00 1.00 0.98 1.00
Lane Grp Cap(c), veh/h771 3673 0 0 1587 1209 309 0 471
V/C Ratio(X) 0.92 0.39 0.00 0.00 0.39 1.15 0.21 0.00 0.89
Avail Cap(c_a), veh/h 819 3673 0 0 1587 1209 314 0 479
HCM Platoon Ratio 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.61 0.61 0.00 0.00 0.28 0.28 1.00 0.00 1.00
Uniform Delay (d), s/veh24.0 0.0 0.0 0.0 16.5 24.7 31.8 0.0 36.3
Incr Delay (d2), s/veh 10.5 0.2 0.0 0.0 0.2 70.7 0.3 0.0 17.8
Initial Q Delay(d3),s/veh0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln6.0 0.1 0.0 0.0 4.2 23.8 1.2 0.0 5.6
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 34.6 0.2 0.0 0.0 16.7 95.4 32.2 0.0 54.0
LnGrp LOS C AAABFCAD
Approach Vol, veh/h 2158 2016 484
Approach Delay, s/veh 11.5 71.0 51.0
Approach LOS B E D
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 69.8 24.7 45.0 20.2
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s65.0 21.5 39.0 16.0
Max Q Clear Time (g_c+I1), s2.0 19.6 42.5 15.6
Green Ext Time (p_c), s 16.7 0.6 0.0 0.1
Intersection Summary
HCM 6th Ctrl Delay 41.4
HCM 6th LOS D
Nakano LMA Appendix Page 163 of 194
AM Horizon Year
3: Dennery Rd & Palm Ave/Ocean View Hills Pkwy HCM 6th Signalized Intersection Summary
LOS Engineering, Inc.
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 600 515 450 200 790 60 600 50 110 50 200 500
Future Volume (veh/h)600 515 450 200 790 60 600 50 110 50 200 500
Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 0.98 1.00 0.98
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 652 560 489 217 859 65 652 54 120 54 217 543
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 3 33333333333
Cap, veh/h 443 1596 485 271 1341 407 438 206 459 95 1227 537
Arrive On Green 0.13 0.31 0.31 0.08 0.26 0.26 0.09 0.41 0.41 0.03 0.35 0.35
Sat Flow, veh/h 3428 5066 1541 3428 5066 1538 4983 505 1123 3428 3526 1542
Grp Volume(v), veh/h 652 560 489 217 859 65 652 0 174 54 217 543
Grp Sat Flow(s),veh/h/ln1714 1689 1541 1714 1689 1538 1661 0 1629 1714 1763 1542
Q Serve(g_s), s 15.6 10.3 38.0 7.5 18.1 3.9 10.6 0.0 8.5 1.9 5.2 42.0
Cycle Q Clear(g_c), s 15.6 10.3 38.0 7.5 18.1 3.9 10.6 0.0 8.5 1.9 5.2 42.0
Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.69 1.00 1.00
Lane Grp Cap(c), veh/h443 1596 485 271 1341 407 438 0 665 95 1227 537
V/C Ratio(X) 1.47 0.35 1.01 0.80 0.64 0.16 1.49 0.00 0.26 0.57 0.18 1.01
Avail Cap(c_a), veh/h 443 1596 485 296 1341 407 438 0 665 151 1227 537
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh52.5 31.8 41.3 54.6 39.3 34.0 55.0 0.0 23.6 57.9 27.3 39.3
Incr Delay (d2), s/veh223.8 0.6 42.7 12.0 2.4 0.8 231.9 0.0 0.3 2.0 0.2 41.7
Initial Q Delay(d3),s/veh0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln20.5 4.3 20.0 3.7 7.8 1.6 13.8 0.0 3.4 0.8 2.2 21.8
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh276.4 32.4 84.1 66.6 41.6 34.9 287.0 0.0 24.0 59.9 27.5 81.1
LnGrp LOS F C F E D C F A C E C F
Approach Vol, veh/h 1701 1141 826 814
Approach Delay, s/veh 140.8 46.0 231.6 65.4
Approach LOS F D F E
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s13.9 44.4 15.0 47.3 20.0 38.3 7.7 54.6
Change Period (Y+Rc), s4.4 * 6.4 4.4 5.3 4.4 6.4 4.4 5.3
Max Green Setting (Gmax), s10.4 * 38 10.6 42.0 15.6 31.3 5.3 47.3
Max Q Clear Time (g_c+I1), s9.5 40.0 12.6 44.0 17.6 20.1 3.9 10.5
Green Ext Time (p_c), s0.0 0.0 0.0 0.0 0.0 6.2 0.0 1.7
Intersection Summary
HCM 6th Ctrl Delay 119.7
HCM 6th LOS F
Nakano LMA Appendix Page 164 of 194
AM Horizon Year
4: Dennery Rd & Project Access HCM 6th TWSC
LOS Engineering, Inc.
Intersection
Int Delay, s/veh 0
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 0 0 250 740 0
Future Vol, veh/h 0 0 0 250 740 0
Conflicting Peds, #/hr 0 50005
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - - - -
Veh in Median Storage, #0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 3 33333
Mvmt Flow 0 0 0 272 804 0
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 412 - 0 - 0
Stage 1 - - - - - -
Stage 2 - - - - - -
Critical Hdwy - 6.96 - - - -
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy - 3.33 - - - -
Pot Cap-1 Maneuver 0 586 0 - - -
Stage 1 0 - 0 - - -
Stage 2 0 - 0 - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 581 - - - -
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Approach EB NB SB
HCM Control Delay, s 0 0 0
HCM LOS A
Minor Lane/Major Mvmt NBTEBLn1 SBT SBR
Capacity (veh/h)- - - -
HCM Lane V/C Ratio - - - -
HCM Control Delay (s) - 0 - -
HCM Lane LOS - A - -
HCM 95th %tile Q(veh) - - - -
Nakano LMA Appendix Page 165 of 194
AM Horizon Year
5: Dennery Rd & The Landing Dwy HCM 6th TWSC
LOS Engineering, Inc.
Intersection
Int Delay, s/veh 0.3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 30 220 17 0 740
Future Vol, veh/h 0 30 220 17 0 740
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - - - -
Veh in Median Storage, #0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 3 33333
Mvmt Flow 0 33 239 18 0 804
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 129 0 0 - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Critical Hdwy - 6.96 - - - -
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy - 3.33 - - - -
Pot Cap-1 Maneuver 0 894 - - 0 -
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 894 - - - -
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Approach WB NB SB
HCM Control Delay, s 9.2 0 0
HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBT
Capacity (veh/h)- - 894 -
HCM Lane V/C Ratio - - 0.036 -
HCM Control Delay (s) - - 9.2 -
HCM Lane LOS - - A -
HCM 95th %tile Q(veh) - - 0.1 -
Nakano LMA Appendix Page 166 of 194
AM Horizon Year
6: Red Coral Ln/Red Fin Ln & Dennery Rd HCM 6th Signalized Intersection Summary
LOS Engineering, Inc.
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 37 110 6 3 370 3 56 5 3 2 5 70
Future Volume (veh/h) 37 110 6 3 370 3 56 5 3 2 5 70
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.95 1.00 0.98 1.00 0.97
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 40 120 7 3 402 3 61 5 3 2 5 76
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, %333333333333
Cap, veh/h 62 970 56 6 914 7 85 275 165 4 20 303
Arrive On Green 0.04 0.29 0.29 0.00 0.25 0.25 0.05 0.26 0.26 0.00 0.21 0.21
Sat Flow, veh/h 1767 3379 195 1767 3585 27 1767 1076 646 1767 95 1445
Grp Volume(v), veh/h 40 62 65 3 198 207 61 0 8 2 0 81
Grp Sat Flow(s),veh/h/ln 1767 1763 1812 1767 1763 1849 1767 0 1722 1767 0 1540
Q Serve(g_s), s 1.0 1.1 1.1 0.1 4.0 4.0 1.5 0.0 0.1 0.0 0.0 1.9
Cycle Q Clear(g_c), s 1.0 1.1 1.1 0.1 4.0 4.0 1.5 0.0 0.1 0.0 0.0 1.9
Prop In Lane 1.00 0.11 1.00 0.01 1.00 0.38 1.00 0.94
Lane Grp Cap(c), veh/h 62 506 520 6 449 471 85 0 440 4 0 323
V/C Ratio(X) 0.64 0.12 0.12 0.52 0.44 0.44 0.72 0.00 0.02 0.49 0.00 0.25
Avail Cap(c_a), veh/h 272 1096 1127 189 998 1047 395 0 1408 189 0 1080
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00
Uniform Delay (d), s/veh 20.4 11.3 11.3 21.4 13.4 13.4 20.1 0.0 11.9 21.4 0.0 14.2
Incr Delay (d2), s/veh 10.4 0.1 0.1 57.2 0.7 0.6 10.7 0.0 0.0 68.8 0.0 0.4
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.5 0.4 0.4 0.1 1.4 1.5 0.8 0.0 0.1 0.1 0.0 0.6
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 30.9 11.4 11.4 78.6 14.1 14.1 30.8 0.0 12.0 90.2 0.0 14.6
LnGrp LOS C BBEBBCABFAB
Approach Vol, veh/h 167 408 69 83
Approach Delay, s/veh 16.1 14.6 28.6 16.4
Approach LOS B B C B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 4.5 18.0 6.5 13.9 5.9 16.6 4.5 15.9
Change Period (Y+Rc), s 4.4 * 5.7 4.4 4.9 4.4 5.7 4.4 4.9
Max Green Setting (Gmax), s 4.6 * 27 9.6 30.1 6.6 24.3 4.6 35.1
Max Q Clear Time (g_c+I1), s 2.1 3.1 3.5 3.9 3.0 6.0 2.0 2.1
Green Ext Time (p_c), s 0.0 0.6 0.0 0.4 0.0 2.2 0.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 16.5
HCM 6th LOS B
Nakano LMA Appendix Page 167 of 194
PM Horizon Year
1: I-805 SB Ramp & Palm Ave HCM 6th Signalized Intersection Summary
LOS Engineering, Inc.
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 0 900 145 500 615 00001400 1 770
Future Volume (veh/h) 0 900 145 500 615 00001400 1 770
Initial Q (Qb), veh 000000 000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 0.97
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 0 1856 1856 1856 1856 0 1856 1856 1856
Adj Flow Rate, veh/h 0 978 158 543 668 0 1523 0 837
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, %033330 333
Cap, veh/h 0 1236 375 596 1606 0 1660 0 1434
Arrive On Green 0.00 0.24 0.24 0.17 0.46 0.00 0.47 0.00 0.47
Sat Flow, veh/h 0 5233 1537 3428 3618 0 3534 0 3053
Grp Volume(v), veh/h 0 978 158 543 668 0 1523 0 837
Grp Sat Flow(s),veh/h/ln 0 1689 1537 1714 1763 0 1767 0 1527
Q Serve(g_s), s 0.0 21.7 10.4 18.7 15.3 0.0 48.2 0.0 24.0
Cycle Q Clear(g_c), s 0.0 21.7 10.4 18.7 15.3 0.0 48.2 0.0 24.0
Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 1236 375 596 1606 0 1660 0 1434
V/C Ratio(X)0.00 0.79 0.42 0.91 0.42 0.00 0.92 0.00 0.58
Avail Cap(c_a), veh/h 0 1236 375 614 1606 0 1723 0 1489
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.00 1.00 1.00 0.59 0.59 0.00 1.00 0.00 1.00
Uniform Delay (d), s/veh 0.0 42.5 38.2 48.6 22.0 0.0 29.7 0.0 23.3
Incr Delay (d2), s/veh 0.0 5.2 3.4 11.5 0.5 0.0 8.1 0.0 0.6
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.0 9.6 4.3 8.9 6.4 0.0 21.7 0.0 8.6
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 47.7 41.7 60.2 22.4 0.0 37.8 0.0 23.8
LnGrp LOS A D D E C A D A C
Approach Vol, veh/h 1136 1211 2360
Approach Delay, s/veh 46.9 39.4 32.8
Approach LOS D D C
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 25.4 33.8 60.9 59.1
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s21.5 26.5 58.5 52.5
Max Q Clear Time (g_c+I1), s20.7 23.7 50.2 17.3
Green Ext Time (p_c), s 0.2 1.8 6.2 5.3
Intersection Summary
HCM 6th Ctrl Delay 37.9
HCM 6th LOS D
Nakano LMA Appendix Page 168 of 194
PM Horizon Year
2: I-805 NB Ramp & Palm Ave HCM 6th Signalized Intersection Summary
LOS Engineering, Inc.
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 540 1760 0 0 1000 1380 115 1 620 0 0 0
Future Volume (veh/h)540 1760 0 0 1000 1380 115 1 620 0 0 0
Initial Q (Qb), veh 0 00000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.97 1.00 0.98
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln1856 1856 0 0 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 587 1913 0 0 1087 1500 125 1 674
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 3 30033333
Cap, veh/h 654 3343 0 0 1478 1125 421 3 649
Arrive On Green 0.19 0.66 0.00 0.00 0.42 0.42 0.24 0.24 0.24
Sat Flow, veh/h 3428 5233 0 0 3618 2684 1754 14 2705
Grp Volume(v), veh/h 587 1913 0 0 1087 1500 126 0 674
Grp Sat Flow(s),veh/h/ln1714 1689 0 0 1763 1342 1768 0 1352
Q Serve(g_s), s 15.0 18.6 0.0 0.0 23.3 37.7 5.2 0.0 21.6
Cycle Q Clear(g_c), s 15.0 18.6 0.0 0.0 23.3 37.7 5.2 0.0 21.6
Prop In Lane 1.00 0.00 0.00 1.00 0.99 1.00
Lane Grp Cap(c), veh/h654 3343 0 0 1478 1125 424 0 649
V/C Ratio(X) 0.90 0.57 0.00 0.00 0.74 1.33 0.30 0.00 1.04
Avail Cap(c_a), veh/h 667 3343 0 0 1478 1125 424 0 649
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.32 0.32 0.00 0.00 0.30 0.30 1.00 0.00 1.00
Uniform Delay (d), s/veh35.5 8.4 0.0 0.0 22.0 26.1 28.0 0.0 34.2
Incr Delay (d2), s/veh 5.6 0.2 0.0 0.0 1.0 151.9 0.4 0.0 45.6
Initial Q Delay(d3),s/veh0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln6.7 5.8 0.0 0.0 9.3 35.0 2.2 0.0 11.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 41.1 8.6 0.0 0.0 23.0 178.1 28.4 0.0 79.8
LnGrp LOS D A A A C F C A F
Approach Vol, veh/h 2500 2587 800
Approach Delay, s/veh 16.2 112.9 71.7
Approach LOS B F E
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 63.9 21.7 42.2 26.1
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s59.4 17.5 37.4 21.6
Max Q Clear Time (g_c+I1), s20.6 17.0 39.7 23.6
Green Ext Time (p_c), s 22.1 0.1 0.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 66.2
HCM 6th LOS E
Nakano LMA Appendix Page 169 of 194
PM Horizon Year
3: Dennery Rd & Palm Ave/Ocean View Hills Pkwy HCM 6th Signalized Intersection Summary
LOS Engineering, Inc.
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 600 630 900 150 490 50 750 150 250 50 190 400
Future Volume (veh/h)600 630 900 150 490 50 750 150 250 50 190 400
Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 0.98 1.00 0.98
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 652 685 978 163 533 54 815 163 272 54 207 435
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 3 33333333333
Cap, veh/h 427 1805 550 134 1373 417 535 248 413 97 1136 496
Arrive On Green 0.12 0.36 0.36 0.04 0.27 0.27 0.11 0.40 0.40 0.03 0.32 0.32
Sat Flow, veh/h 3428 5066 1542 3428 5066 1539 4983 617 1030 3428 3526 1541
Grp Volume(v), veh/h 652 685 978 163 533 54 815 0 435 54 207 435
Grp Sat Flow(s),veh/h/ln1714 1689 1542 1714 1689 1539 1661 0 1647 1714 1763 1541
Q Serve(g_s), s 14.6 11.8 41.8 4.6 10.1 3.1 12.6 0.0 25.2 1.8 5.0 31.3
Cycle Q Clear(g_c), s 14.6 11.8 41.8 4.6 10.1 3.1 12.6 0.0 25.2 1.8 5.0 31.3
Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.63 1.00 1.00
Lane Grp Cap(c), veh/h427 1805 550 134 1373 417 535 0 661 97 1136 496
V/C Ratio(X) 1.53 0.38 1.78 1.21 0.39 0.13 1.52 0.00 0.66 0.56 0.18 0.88
Avail Cap(c_a), veh/h 427 1805 550 134 1373 417 535 0 692 155 1263 552
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh51.3 28.1 37.7 56.3 34.8 32.3 52.3 0.0 28.6 56.3 28.6 37.5
Incr Delay (d2), s/veh249.1 0.6 358.0 145.6 0.8 0.6 244.4 0.0 2.5 1.9 0.2 15.8
Initial Q Delay(d3),s/veh0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln21.0 4.9 70.1 4.7 4.2 1.2 17.4 0.0 10.3 0.8 2.1 13.8
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh300.5 28.7 395.7 202.0 35.6 32.9 296.8 0.0 31.1 58.1 28.8 53.4
LnGrp LOS F C F F D C F A C E C D
Approach Vol, veh/h 2315 750 1250 696
Approach Delay, s/veh 260.3 71.6 204.3 46.4
Approach LOS F E F D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s9.0 48.2 17.0 43.1 19.0 38.2 7.7 52.4
Change Period (Y+Rc), s4.4 * 6.4 4.4 5.3 4.4 6.4 4.4 5.3
Max Green Setting (Gmax), s4.6 * 42 12.6 42.0 14.6 30.3 5.3 49.3
Max Q Clear Time (g_c+I1), s6.6 43.8 14.6 33.3 16.6 12.1 3.8 27.2
Green Ext Time (p_c), s0.0 0.0 0.0 3.8 0.0 5.3 0.0 4.3
Intersection Summary
HCM 6th Ctrl Delay 188.4
HCM 6th LOS F
Nakano LMA Appendix Page 170 of 194
PM Horizon Year
4: Dennery Rd & Project Access HCM 6th TWSC
LOS Engineering, Inc.
Intersection
Int Delay, s/veh 0
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 0 0 660 390 0
Future Vol, veh/h 0 0 0 660 390 0
Conflicting Peds, #/hr 0 50005
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - - - -
Veh in Median Storage, #0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 3 33333
Mvmt Flow 0 0 0 717 424 0
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 222 - 0 - 0
Stage 1 - - - - - -
Stage 2 - - - - - -
Critical Hdwy - 6.96 - - - -
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy - 3.33 - - - -
Pot Cap-1 Maneuver 0 779 0 - - -
Stage 1 0 - 0 - - -
Stage 2 0 - 0 - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 773 - - - -
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Approach EB NB SB
HCM Control Delay, s 0 0 0
HCM LOS A
Minor Lane/Major Mvmt NBTEBLn1 SBT SBR
Capacity (veh/h)- - - -
HCM Lane V/C Ratio - - - -
HCM Control Delay (s) - 0 - -
HCM Lane LOS - A - -
HCM 95th %tile Q(veh) - - - -
Nakano LMA Appendix Page 171 of 194
PM Horizon Year
5: Dennery Rd & The Landing Dwy HCM 6th TWSC
LOS Engineering, Inc.
Intersection
Int Delay, s/veh 0.1
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 11 600 41 0 390
Future Vol, veh/h 0 11 600 41 0 390
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - - - -
Veh in Median Storage, #0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 3 33333
Mvmt Flow 0 12 652 45 0 424
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 349 0 0 - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Critical Hdwy - 6.96 - - - -
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy - 3.33 - - - -
Pot Cap-1 Maneuver 0 644 - - 0 -
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 644 - - - -
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Approach WB NB SB
HCM Control Delay, s10.7 0 0
HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1 SBT
Capacity (veh/h)- - 644 -
HCM Lane V/C Ratio - - 0.019 -
HCM Control Delay (s) - - 10.7 -
HCM Lane LOS - - B -
HCM 95th %tile Q(veh) - - 0.1 -
Nakano LMA Appendix Page 172 of 194
PM Horizon Year
6: Red Coral Ln/Red Fin Ln & Dennery Rd HCM 6th Signalized Intersection Summary
LOS Engineering, Inc.
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 114 330 30 10 190 4 36 3 7 1 5 38
Future Volume (veh/h) 114 330 30 10 190 4 36 3 7 1 5 38
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.95 1.00 0.98 1.00 0.97
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 124 359 33 11 207 4 39 3 8 1 5 41
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, %333333333333
Cap, veh/h 163 1055 96 20 860 17 61 103 275 4 34 279
Arrive On Green 0.09 0.32 0.32 0.01 0.24 0.24 0.03 0.23 0.23 0.00 0.20 0.20
Sat Flow, veh/h 1767 3256 297 1767 3534 68 1767 440 1172 1767 169 1384
Grp Volume(v), veh/h 124 193 199 11 103 108 39 0 11 1 0 46
Grp Sat Flow(s),veh/h/ln 1767 1763 1790 1767 1763 1839 1767 0 1612 1767 0 1553
Q Serve(g_s), s 3.1 3.8 3.8 0.3 2.1 2.1 1.0 0.0 0.2 0.0 0.0 1.1
Cycle Q Clear(g_c), s 3.1 3.8 3.8 0.3 2.1 2.1 1.0 0.0 0.2 0.0 0.0 1.1
Prop In Lane 1.00 0.17 1.00 0.04 1.00 0.73 1.00 0.89
Lane Grp Cap(c), veh/h 163 571 580 20 429 448 61 0 378 4 0 313
V/C Ratio(X) 0.76 0.34 0.34 0.55 0.24 0.24 0.64 0.00 0.03 0.26 0.00 0.15
Avail Cap(c_a), veh/h 531 1243 1263 160 858 895 195 0 1101 160 0 1030
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00
Uniform Delay (d), s/veh 20.0 11.6 11.6 22.2 13.8 13.8 21.6 0.0 13.3 22.6 0.0 14.9
Incr Delay (d2), s/veh 7.2 0.3 0.3 21.0 0.3 0.3 10.9 0.0 0.0 31.3 0.0 0.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.5 1.3 1.3 0.2 0.8 0.8 0.6 0.0 0.1 0.0 0.0 0.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 27.2 12.0 12.0 43.2 14.0 14.0 32.5 0.0 13.4 53.9 0.0 15.1
LnGrp LOS C B B D B B C A B D A B
Approach Vol, veh/h 516 222 50 47
Approach Delay, s/veh 15.6 15.5 28.3 15.9
Approach LOS B B C B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 4.9 20.4 5.9 14.0 8.6 16.7 4.4 15.5
Change Period (Y+Rc), s 4.4 * 5.7 4.4 4.9 4.4 5.7 4.4 4.9
Max Green Setting (Gmax), s 4.1 * 32 5.0 30.0 13.6 22.0 4.1 30.9
Max Q Clear Time (g_c+I1), s 2.3 5.8 3.0 3.1 5.1 4.1 2.0 2.2
Green Ext Time (p_c), s 0.0 2.4 0.0 0.2 0.2 1.0 0.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 16.4
HCM 6th LOS B
Nakano LMA Appendix Page 173 of 194
AM Horizon Year Queuing and Blocking Report
LOS Engineering, Inc.SimTraffic Report
Intersection: 1: I-805 SB Ramp & Palm Ave
Movement EB EB EB EB WB WB WB WB SB SB SB SB
Directions Served T T T R L L T T L LT R R
Maximum Queue (ft) 225 500 482 100 178 184 95 94 534 362 95 74
Average Queue (ft) 216 281 175 44 82 101 43 55 326 232 60 43
95th Queue (ft)244 485 365 76 151 156 76 87 471 358 91 73
Link Distance (ft)469 469 506 506 506 506 1650 1650
Upstream Blk Time (%)4 0
Queuing Penalty (veh)0 0
Storage Bay Dist (ft) 200 350 700 700
Storage Blk Time (%) 30 0 0
Queuing Penalty (veh) 90 1 0
Intersection: 2: I-805 NB Ramp & Palm Ave
Movement EB EB EB EB EB WB WB WB WB WB NB NB
Directions Served L L TTTTTTRRLTR
Maximum Queue (ft) 268 258 176 151 174 281 157 129 200 212 114 178
Average Queue (ft) 163 182 73 71 96 83 45 57 114 128 50 76
95th Queue (ft)238 251 148 138 170 182 111 96 193 203 89 123
Link Distance (ft)506 506 506 506 506 1118 1118 1118 1118 1450
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)200 550
Storage Blk Time (%) 0 0
Queuing Penalty (veh)1 2
Intersection: 2: I-805 NB Ramp & Palm Ave
Movement NB
Directions Served R
Maximum Queue (ft) 113
Average Queue (ft) 50
95th Queue (ft)90
Link Distance (ft)1450
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Nakano LMA Appendix Page 174 of 194
AM Horizon Year Queuing and Blocking Report
LOS Engineering, Inc.SimTraffic Report
Intersection: 3: Dennery Rd & Palm Ave
Movement EB EB EB EB EB EB WB WB WB WB WB WB
Directions Served L L T T T R L L T T T R
Maximum Queue (ft) 292 305 1136 1178 1117 215 162 254 472 400 522 255
Average Queue (ft) 285 295 610 363 130 122 71 115 207 360 479 130
95th Queue (ft)320 328 1174 988 471 210 147 206 413 505 499 324
Link Distance (ft)1118 1118 1118 400 400 400
Upstream Blk Time (%)7 1 0 3 1 76
Queuing Penalty (veh)39 7 0 0 0 0
Storage Bay Dist (ft) 280 280 190 230 230 230
Storage Blk Time (%)5 43 0 0 4 1 83 0
Queuing Penalty (veh) 9 74 0 0 6 1 50 0
Intersection: 3: Dennery Rd & Palm Ave
Movement B14 B14 NB NB NB NB SB SB SB SB SB
Directions Served T T L L L TR L L T T R
Maximum Queue (ft) 333 369 274 291 300 810 52 149 468 653 120
Average Queue (ft) 286 325 67 273 298 778 9 42 93 354 120
95th Queue (ft)415 395 189 363 303 793 33 87 255 601 121
Link Distance (ft)306 306 758 1884 1884
Upstream Blk Time (%) 24 78 88
Queuing Penalty (veh) 0 0 0
Storage Bay Dist (ft)275 275 275 125 125 95
Storage Blk Time (%)0 6 83 0 0 1 1 60
Queuing Penalty (veh)0 10 133 0 0 0 3 60
Intersection: 6: Red Coral Ln/Red Fin Ln & Dennery Rd
Movement EB EB EB WB WB WB NB NB SB SB
Directions Served L T TR L T TR L TR L TR
Maximum Queue (ft)74 48 73 31 155 177 54 29 31 70
Average Queue (ft)24 17 30 3 70 69 38 4 2 27
95th Queue (ft)58 42 65 19 120 129 56 21 15 60
Link Distance (ft)413 413 873 873 390 231 231
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 190 160 75
Storage Blk Time (%)1
Queuing Penalty (veh)0
Network Summary
Network wide Queuing Penalty: 518
Nakano LMA Appendix Page 175 of 194
PM Horizon Year Queuing and Blocking Report
LOS Engineering, Inc.SimTraffic Report
Intersection: 1: I-805 SB Ramp & Palm Ave
Movement EB EB EB EB WB WB WB WB SB SB SB SB
Directions Served T T T R L L T T L LT R R
Maximum Queue (ft) 225 484 469 67 208 225 200 206 545 504 155 178
Average Queue (ft) 200 273 223 39 143 159 117 131 356 314 86 78
95th Queue (ft)265 508 381 60 203 217 191 205 509 452 135 140
Link Distance (ft)469 469 506 506 506 506 1650 1650
Upstream Blk Time (%)6 0
Queuing Penalty (veh)0 0
Storage Bay Dist (ft) 200 350 700 700
Storage Blk Time (%) 31 3 0
Queuing Penalty (veh) 92 10 0
Intersection: 2: I-805 NB Ramp & Palm Ave
Movement EB EB EB EB EB WB WB WB WB WB NB NB
Directions Served L L TTTTTTRRLTR
Maximum Queue (ft) 223 237 259 293 360 235 213 178 235 224 141 258
Average Queue (ft) 145 150 152 154 221 132 100 90 127 118 66 146
95th Queue (ft)198 208 230 253 318 232 179 155 202 192 120 230
Link Distance (ft)506 506 506 506 506 1118 1118 1118 1118 1450
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)200 550
Storage Blk Time (%) 0 0
Queuing Penalty (veh)3 1
Intersection: 2: I-805 NB Ramp & Palm Ave
Movement NB
Directions Served R
Maximum Queue (ft) 201
Average Queue (ft) 114
95th Queue (ft)182
Link Distance (ft)1450
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Nakano LMA Appendix Page 176 of 194
PM Horizon Year Queuing and Blocking Report
LOS Engineering, Inc.SimTraffic Report
Intersection: 3: Dennery Rd & Palm Ave
Movement EB EB EB EB EB EB WB WB WB WB WB WB
Directions Served L L T T T R L L T T T R
Maximum Queue (ft) 292 304 1142 1143 1158 215 172 192 174 263 285 255
Average Queue (ft) 207 227 287 753 1087 215 100 130 83 93 181 48
95th Queue (ft)296 301 824 1494 1268 215 153 177 141 169 272 167
Link Distance (ft)1118 1118 1118 400 400 400
Upstream Blk Time (%)0 1 12
Queuing Penalty (veh)1 10 91
Storage Bay Dist (ft) 280 280 190 230 230 230
Storage Blk Time (%)1 2 2 65 4 0
Queuing Penalty (veh) 2 5 15 136 2 0
Intersection: 3: Dennery Rd & Palm Ave
Movement NB NB NB NB SB SB SB SB SB
Directions Served L L L TR L L T T R
Maximum Queue (ft) 282 292 300 810 50 71 180 431 120
Average Queue (ft) 152 284 299 779 8 36 83 142 107
95th Queue (ft)283 328 302 797 31 65 130 300 136
Link Distance (ft)758 1884 1884
Upstream Blk Time (%)80
Queuing Penalty (veh)0
Storage Bay Dist (ft) 275 275 275 125 125 95
Storage Blk Time (%)0 23 76 9 1 1 23
Queuing Penalty (veh) 1 90 306 65 1 6 22
Intersection: 6: Red Coral Ln/Red Fin Ln & Dennery Rd
Movement EB EB EB WB WB WB NB NB SB
Directions Served L T TR L T TR L TR TR
Maximum Queue (ft) 129 118 135 31 77 93 81 31 94
Average Queue (ft) 66 44 58 4 44 41 26 6 26
95th Queue (ft)115 104 122 21 75 85 63 25 60
Link Distance (ft)413 413 873 873 390 231
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 190 160 75
Storage Blk Time (%)2
Queuing Penalty (veh)0
Network Summary
Network wide Queuing Penalty: 1130
Nakano LMA Appendix Page 177 of 194
Appendix U
Horizon Year 2062 plus Project LOS and Queuing Output
Nakano LMA Appendix Page 178 of 194
AM Horizon Year + Project
1: I-805 SB Ramp & Palm Ave HCM 6th Signalized Intersection Summary
LOS Engineering, Inc.
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 0 895 175 298 374 00001111 1 570
Future Volume (veh/h) 0 895 175 298 374 00001111 1 570
Initial Q (Qb), veh 000000 000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 0.97
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 0 1856 1856 1856 1856 0 1856 1856 1856
Adj Flow Rate, veh/h 0 973 190 324 407 0 1209 0 620
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, %033330 333
Cap, veh/h 0 1683 512 395 1753 0 1423 0 1227
Arrive On Green 0.00 0.33 0.33 0.23 0.99 0.00 0.40 0.00 0.40
Sat Flow, veh/h 0 5233 1541 3428 3618 0 3534 0 3049
Grp Volume(v), veh/h 0 973 190 324 407 0 1209 0 620
Grp Sat Flow(s),veh/h/ln 0 1689 1541 1714 1763 0 1767 0 1524
Q Serve(g_s), s 0.0 14.3 8.4 8.1 0.1 0.0 28.0 0.0 13.7
Cycle Q Clear(g_c), s 0.0 14.3 8.4 8.1 0.1 0.0 28.0 0.0 13.7
Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 1683 512 395 1753 0 1423 0 1227
V/C Ratio(X)0.00 0.58 0.37 0.82 0.23 0.00 0.85 0.00 0.51
Avail Cap(c_a), veh/h 0 1683 512 476 1753 0 1630 0 1406
HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.00 1.00 1.00 0.91 0.91 0.00 1.00 0.00 1.00
Uniform Delay (d), s/veh 0.0 24.8 22.9 33.8 0.1 0.0 24.4 0.0 20.2
Incr Delay (d2), s/veh 0.0 1.5 2.1 8.6 0.3 0.0 4.0 0.0 0.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.0 5.8 3.3 3.4 0.1 0.0 11.9 0.0 4.7
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 26.3 24.9 42.3 0.4 0.0 28.4 0.0 20.5
LnGrp LOS A C C D A A C A C
Approach Vol, veh/h 1163 731 1829
Approach Delay, s/veh 26.1 19.0 25.7
Approach LOS C B C
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 14.9 34.4 40.7 49.3
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s12.5 22.5 41.5 39.5
Max Q Clear Time (g_c+I1), s10.1 16.3 30.0 2.1
Green Ext Time (p_c), s 0.3 3.6 6.3 3.0
Intersection Summary
HCM 6th Ctrl Delay 24.5
HCM 6th LOS C
Nakano LMA Appendix Page 179 of 194
AM Horizon Year + Project
2: I-805 NB Ramp & Palm Ave HCM 6th Signalized Intersection Summary
LOS Engineering, Inc.
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 655 1351 0 0 613 1342 60 1 389 0 0 0
Future Volume (veh/h)655 1351 0 0 613 1342 60 1 389 0 0 0
Initial Q (Qb), veh 0 00000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.97 1.00 0.97
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln1856 1856 0 0 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 712 1468 0 0 666 1459 65 1 423
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 3 30033333
Cap, veh/h 764 3666 0 0 1589 1211 307 5 475
Arrive On Green 0.45 1.00 0.00 0.00 0.45 0.45 0.18 0.18 0.18
Sat Flow, veh/h 3428 5233 0 0 3618 2686 1742 27 2694
Grp Volume(v), veh/h 712 1468 0 0 666 1459 66 0 423
Grp Sat Flow(s),veh/h/ln1714 1689 0 0 1763 1343 1768 0 1347
Q Serve(g_s), s 17.7 0.0 0.0 0.0 11.5 40.6 2.9 0.0 13.8
Cycle Q Clear(g_c), s 17.7 0.0 0.0 0.0 11.5 40.6 2.9 0.0 13.8
Prop In Lane 1.00 0.00 0.00 1.00 0.98 1.00
Lane Grp Cap(c), veh/h764 3666 0 0 1589 1211 312 0 475
V/C Ratio(X) 0.93 0.40 0.00 0.00 0.42 1.21 0.21 0.00 0.89
Avail Cap(c_a), veh/h 789 3666 0 0 1589 1211 314 0 479
HCM Platoon Ratio 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.58 0.58 0.00 0.00 0.13 0.13 1.00 0.00 1.00
Uniform Delay (d), s/veh24.3 0.0 0.0 0.0 16.7 24.7 31.7 0.0 36.2
Incr Delay (d2), s/veh 11.5 0.2 0.0 0.0 0.1 93.4 0.3 0.0 18.4
Initial Q Delay(d3),s/veh0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln6.2 0.1 0.0 0.0 4.5 27.7 1.2 0.0 5.7
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 35.8 0.2 0.0 0.0 16.8 118.1 32.0 0.0 54.6
LnGrp LOS D AAABFCAD
Approach Vol, veh/h 2180 2125 489
Approach Delay, s/veh 11.8 86.4 51.5
Approach LOS B F D
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 69.6 24.6 45.1 20.4
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s65.0 20.7 39.8 16.0
Max Q Clear Time (g_c+I1), s2.0 19.7 42.6 15.8
Green Ext Time (p_c), s 17.1 0.3 0.0 0.1
Intersection Summary
HCM 6th Ctrl Delay 48.9
HCM 6th LOS D
Nakano LMA Appendix Page 180 of 194
AM Horizon Year + Project
3: Dennery Rd & Palm Ave/Ocean View Hills Pkwy HCM 6th Signalized Intersection Summary
LOS Engineering, Inc.
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 625 515 450 200 790 62 600 53 110 59 210 600
Future Volume (veh/h)625 515 450 200 790 62 600 53 110 59 210 600
Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 0.98 1.00 0.98
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 679 560 489 217 859 67 652 58 120 64 228 652
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 3 33333333333
Cap, veh/h 443 1596 485 271 1341 407 438 216 446 106 1227 537
Arrive On Green 0.13 0.31 0.31 0.08 0.26 0.26 0.09 0.41 0.41 0.03 0.35 0.35
Sat Flow, veh/h 3428 5066 1541 3428 5066 1538 4983 532 1101 3428 3526 1542
Grp Volume(v), veh/h 679 560 489 217 859 67 652 0 178 64 228 652
Grp Sat Flow(s),veh/h/ln1714 1689 1541 1714 1689 1538 1661 0 1633 1714 1763 1542
Q Serve(g_s), s 15.6 10.3 38.0 7.5 18.1 4.0 10.6 0.0 8.8 2.2 5.4 42.0
Cycle Q Clear(g_c), s 15.6 10.3 38.0 7.5 18.1 4.0 10.6 0.0 8.8 2.2 5.4 42.0
Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.67 1.00 1.00
Lane Grp Cap(c), veh/h443 1596 485 271 1341 407 438 0 661 106 1227 537
V/C Ratio(X) 1.53 0.35 1.01 0.80 0.64 0.16 1.49 0.00 0.27 0.60 0.19 1.21
Avail Cap(c_a), veh/h 443 1596 485 296 1341 407 438 0 661 151 1227 537
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh52.5 31.8 41.3 54.6 39.3 34.1 55.0 0.0 24.0 57.7 27.4 39.3
Incr Delay (d2), s/veh250.4 0.6 42.7 12.0 2.4 0.9 231.9 0.0 0.3 2.0 0.2 112.8
Initial Q Delay(d3),s/veh0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln22.1 4.3 20.0 3.7 7.8 1.6 13.8 0.0 3.5 1.0 2.3 32.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh302.9 32.4 84.1 66.6 41.6 35.0 287.0 0.0 24.3 59.8 27.6 152.1
LnGrp LOS F C F E D C F A C E C F
Approach Vol, veh/h 1728 1143 830 944
Approach Delay, s/veh 153.3 46.0 230.6 115.8
Approach LOS F D F F
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s13.9 44.4 15.0 47.3 20.0 38.3 8.1 54.2
Change Period (Y+Rc), s4.4 * 6.4 4.4 5.3 4.4 6.4 4.4 5.3
Max Green Setting (Gmax), s10.4 * 38 10.6 42.0 15.6 31.3 5.3 47.3
Max Q Clear Time (g_c+I1), s9.5 40.0 12.6 44.0 17.6 20.1 4.2 10.8
Green Ext Time (p_c), s0.0 0.0 0.0 0.0 0.0 6.2 0.0 1.7
Intersection Summary
HCM 6th Ctrl Delay 133.1
HCM 6th LOS F
Nakano LMA Appendix Page 181 of 194
AM Horizon Year + Project
4: Dennery Rd & Project Access HCM 6th TWSC
LOS Engineering, Inc.
Intersection
Int Delay, s/veh 1.4
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 122 0 283 740 31
Future Vol, veh/h 0 122 0 283 740 31
Conflicting Peds, #/hr 0 50005
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - - - -
Veh in Median Storage, #0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 3 33333
Mvmt Flow 0 133 0 308 804 34
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 429 - 0 - 0
Stage 1 - - - - - -
Stage 2 - - - - - -
Critical Hdwy - 6.96 - - - -
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy - 3.33 - - - -
Pot Cap-1 Maneuver 0 571 0 - - -
Stage 1 0 - 0 - - -
Stage 2 0 - 0 - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 566 - - - -
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Approach EB NB SB
HCM Control Delay, s13.3 0 0
HCM LOS B
Minor Lane/Major Mvmt NBTEBLn1 SBT SBR
Capacity (veh/h)- 566 - -
HCM Lane V/C Ratio - 0.234 - -
HCM Control Delay (s) - 13.3 - -
HCM Lane LOS - B - -
HCM 95th %tile Q(veh) - 0.9 - -
Nakano LMA Appendix Page 182 of 194
AM Horizon Year + Project
5: Dennery Rd & The Landing Dwy HCM 6th TWSC
LOS Engineering, Inc.
Intersection
Int Delay, s/veh 0.3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 30 253 17 0 771
Future Vol, veh/h 0 30 253 17 0 771
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - - - -
Veh in Median Storage, #0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 3 33333
Mvmt Flow 0 33 275 18 0 838
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 147 0 0 - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Critical Hdwy - 6.96 - - - -
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy - 3.33 - - - -
Pot Cap-1 Maneuver 0 870 - - 0 -
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 870 - - - -
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Approach WB NB SB
HCM Control Delay, s 9.3 0 0
HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBT
Capacity (veh/h)- - 870 -
HCM Lane V/C Ratio - - 0.037 -
HCM Control Delay (s) - - 9.3 -
HCM Lane LOS - - A -
HCM 95th %tile Q(veh) - - 0.1 -
Nakano LMA Appendix Page 183 of 194
AM Horizon Year + Project
6: Red Coral Ln/Red Fin Ln & Dennery Rd HCM 6th Signalized Intersection Summary
LOS Engineering, Inc.
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 67 113 6 3 371 3 56 5 3 2 5 70
Future Volume (veh/h) 67 113 6 3 371 3 56 5 3 2 5 70
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.95 1.00 0.98 1.00 0.97
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 73 123 7 3 403 3 61 5 3 2 5 76
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, %333333333333
Cap, veh/h 95 1017 57 6 896 7 85 271 163 4 20 298
Arrive On Green 0.05 0.30 0.30 0.00 0.25 0.25 0.05 0.25 0.25 0.00 0.21 0.21
Sat Flow, veh/h 1767 3385 191 1767 3585 27 1767 1076 646 1767 95 1445
Grp Volume(v), veh/h 73 64 66 3 198 208 61 0 8 2 0 81
Grp Sat Flow(s),veh/h/ln 1767 1763 1813 1767 1763 1849 1767 0 1722 1767 0 1540
Q Serve(g_s), s 1.8 1.1 1.2 0.1 4.2 4.2 1.5 0.0 0.2 0.0 0.0 1.9
Cycle Q Clear(g_c), s 1.8 1.1 1.2 0.1 4.2 4.2 1.5 0.0 0.2 0.0 0.0 1.9
Prop In Lane 1.00 0.11 1.00 0.01 1.00 0.38 1.00 0.94
Lane Grp Cap(c), veh/h 95 530 545 6 441 462 85 0 434 4 0 318
V/C Ratio(X) 0.77 0.12 0.12 0.52 0.45 0.45 0.72 0.00 0.02 0.50 0.00 0.26
Avail Cap(c_a), veh/h 165 860 885 165 844 885 222 0 1233 165 0 1053
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00
Uniform Delay (d), s/veh 20.5 11.1 11.1 21.8 13.9 13.9 20.6 0.0 12.3 21.9 0.0 14.6
Incr Delay (d2), s/veh 12.2 0.1 0.1 57.3 0.7 0.7 11.0 0.0 0.0 72.2 0.0 0.4
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.0 0.4 0.4 0.1 1.5 1.6 0.8 0.0 0.1 0.1 0.0 0.6
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 32.7 11.2 11.2 79.1 14.6 14.6 31.6 0.0 12.4 94.0 0.0 15.0
LnGrp LOS C BBEBBCABFAB
Approach Vol, veh/h 203 409 69 83
Approach Delay, s/veh 19.0 15.1 29.3 16.9
Approach LOS B B C B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 4.5 18.9 6.5 13.9 6.8 16.7 4.5 15.9
Change Period (Y+Rc), s 4.4 * 5.7 4.4 4.9 4.4 5.7 4.4 4.9
Max Green Setting (Gmax), s 4.1 * 21 5.5 30.0 4.1 21.0 4.1 31.4
Max Q Clear Time (g_c+I1), s 2.1 3.2 3.5 3.9 3.8 6.2 2.0 2.2
Green Ext Time (p_c), s 0.0 0.6 0.0 0.4 0.0 2.0 0.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 17.6
HCM 6th LOS B
Nakano LMA Appendix Page 184 of 194
PM Horizon Year + Project
1: I-805 SB Ramp & Palm Ave HCM 6th Signalized Intersection Summary
LOS Engineering, Inc.
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 0 921 145 509 624 00001468 1 770
Future Volume (veh/h) 0 921 145 509 624 00001468 1 770
Initial Q (Qb), veh 000000 000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 0.97
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 0 1856 1856 1856 1856 0 1856 1856 1856
Adj Flow Rate, veh/h 0 1001 158 553 678 0 1597 0 837
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, %033330 333
Cap, veh/h 0 1177 357 586 1554 0 1712 0 1479
Arrive On Green 0.00 0.23 0.23 0.17 0.44 0.00 0.48 0.00 0.48
Sat Flow, veh/h 0 5233 1536 3428 3618 0 3534 0 3054
Grp Volume(v), veh/h 0 1001 158 553 678 0 1597 0 837
Grp Sat Flow(s),veh/h/ln 0 1689 1536 1714 1763 0 1767 0 1527
Q Serve(g_s), s 0.0 22.7 10.6 19.1 16.0 0.0 51.0 0.0 23.4
Cycle Q Clear(g_c), s 0.0 22.7 10.6 19.1 16.0 0.0 51.0 0.0 23.4
Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 1177 357 586 1554 0 1712 0 1479
V/C Ratio(X)0.00 0.85 0.44 0.94 0.44 0.00 0.93 0.00 0.57
Avail Cap(c_a), veh/h 0 1177 357 586 1554 0 1752 0 1514
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.00 1.00 1.00 0.57 0.57 0.00 1.00 0.00 1.00
Uniform Delay (d), s/veh 0.0 44.1 39.4 49.2 23.2 0.0 29.1 0.0 22.0
Incr Delay (d2), s/veh 0.0 7.8 3.9 16.4 0.5 0.0 9.6 0.0 0.5
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.0 10.3 4.4 9.5 6.7 0.0 23.1 0.0 8.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 51.9 43.4 65.6 23.8 0.0 38.7 0.0 22.4
LnGrp LOS A D D E C A D A C
Approach Vol, veh/h 1159 1231 2434
Approach Delay, s/veh 50.7 42.5 33.1
Approach LOS D D C
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 25.0 32.4 62.6 57.4
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s20.5 26.5 59.5 51.5
Max Q Clear Time (g_c+I1), s21.1 24.7 53.0 18.0
Green Ext Time (p_c), s 0.0 1.2 5.1 5.3
Intersection Summary
HCM 6th Ctrl Delay 39.7
HCM 6th LOS D
Nakano LMA Appendix Page 185 of 194
PM Horizon Year + Project
2: I-805 NB Ramp & Palm Ave HCM 6th Signalized Intersection Summary
LOS Engineering, Inc.
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 540 1849 0 0 1018 1409 115 1 640 0 0 0
Future Volume (veh/h)540 1849 0 0 1018 1409 115 1 640 0 0 0
Initial Q (Qb), veh 0 00000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.97 1.00 0.98
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln1856 1856 0 0 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 587 2010 0 0 1107 1532 125 1 696
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 3 30033333
Cap, veh/h 640 3321 0 0 1477 1124 429 3 661
Arrive On Green 0.19 0.66 0.00 0.00 0.42 0.42 0.24 0.24 0.24
Sat Flow, veh/h 3428 5233 0 0 3618 2684 1754 14 2705
Grp Volume(v), veh/h 587 2010 0 0 1107 1532 126 0 696
Grp Sat Flow(s),veh/h/ln1714 1689 0 0 1763 1342 1768 0 1353
Q Serve(g_s), s 15.1 20.4 0.0 0.0 23.9 37.7 5.2 0.0 22.0
Cycle Q Clear(g_c), s 15.1 20.4 0.0 0.0 23.9 37.7 5.2 0.0 22.0
Prop In Lane 1.00 0.00 0.00 1.00 0.99 1.00
Lane Grp Cap(c), veh/h640 3321 0 0 1477 1124 432 0 661
V/C Ratio(X) 0.92 0.61 0.00 0.00 0.75 1.36 0.29 0.00 1.05
Avail Cap(c_a), veh/h 640 3321 0 0 1477 1124 432 0 661
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.25 0.25 0.00 0.00 0.23 0.23 1.00 0.00 1.00
Uniform Delay (d), s/veh35.9 8.9 0.0 0.0 22.2 26.1 27.7 0.0 34.0
Incr Delay (d2), s/veh 5.9 0.2 0.0 0.0 0.8 164.6 0.4 0.0 49.6
Initial Q Delay(d3),s/veh0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln6.7 6.4 0.0 0.0 9.5 37.0 2.2 0.0 11.6
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 41.8 9.1 0.0 0.0 23.0 190.7 28.0 0.0 83.6
LnGrp LOS D A A A C F C A F
Approach Vol, veh/h 2597 2639 822
Approach Delay, s/veh 16.5 120.4 75.1
Approach LOS B F E
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 63.5 21.3 42.2 26.5
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s59.0 16.8 37.7 22.0
Max Q Clear Time (g_c+I1), s22.4 17.1 39.7 24.0
Green Ext Time (p_c), s 22.8 0.0 0.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 69.7
HCM 6th LOS E
Nakano LMA Appendix Page 186 of 194
PM Horizon Year + Project
3: Dennery Rd & Palm Ave/Ocean View Hills Pkwy HCM 6th Signalized Intersection Summary
LOS Engineering, Inc.
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 709 630 900 150 490 59 750 162 250 54 195 447
Future Volume (veh/h)709 630 900 150 490 59 750 162 250 54 195 447
Initial Q (Qb), veh 0 00000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 0.98 1.00 0.98
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 771 685 978 163 533 64 815 176 272 59 212 486
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 3 33333333333
Cap, veh/h 416 1762 536 131 1340 407 522 269 416 99 1194 522
Arrive On Green 0.12 0.35 0.35 0.04 0.26 0.26 0.10 0.41 0.41 0.03 0.34 0.34
Sat Flow, veh/h 3428 5066 1542 3428 5066 1538 4983 649 1004 3428 3526 1542
Grp Volume(v), veh/h 771 685 978 163 533 64 815 0 448 59 212 486
Grp Sat Flow(s),veh/h/ln1714 1689 1542 1714 1689 1538 1661 0 1653 1714 1763 1542
Q Serve(g_s), s 14.6 12.3 41.8 4.6 10.4 3.8 12.6 0.0 26.2 2.0 5.1 36.6
Cycle Q Clear(g_c), s 14.6 12.3 41.8 4.6 10.4 3.8 12.6 0.0 26.2 2.0 5.1 36.6
Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.61 1.00 1.00
Lane Grp Cap(c), veh/h416 1762 536 131 1340 407 522 0 685 99 1194 522
V/C Ratio(X) 1.85 0.39 1.82 1.24 0.40 0.16 1.56 0.00 0.65 0.59 0.18 0.93
Avail Cap(c_a), veh/h 416 1762 536 131 1340 407 522 0 685 151 1232 539
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh52.8 29.6 39.2 57.8 36.3 33.9 53.8 0.0 28.3 57.7 28.0 38.4
Incr Delay (d2), s/veh392.3 0.6 378.0 157.7 0.9 0.8 261.3 0.0 2.6 2.1 0.2 23.8
Initial Q Delay(d3),s/veh0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln29.0 5.1 71.8 4.9 4.4 1.5 17.9 0.0 10.7 0.9 2.2 17.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh445.1 30.2 417.2 215.5 37.2 34.7 315.1 0.0 30.9 59.8 28.1 62.2
LnGrp LOS F C F F D C F A C E C E
Approach Vol, veh/h 2434 760 1263 757
Approach Delay, s/veh 317.1 75.2 214.3 52.5
Approach LOS F E F D
Timer - Assigned Phs 1 2345678
Phs Duration (G+Y+Rc), s9.0 48.2 17.0 46.0 19.0 38.2 7.9 55.1
Change Period (Y+Rc), s4.4 * 6.4 4.4 5.3 4.4 6.4 4.4 5.3
Max Green Setting (Gmax), s4.6 * 42 12.6 42.0 14.6 30.3 5.3 49.3
Max Q Clear Time (g_c+I1), s6.6 43.8 14.6 38.6 16.6 12.4 4.0 28.2
Green Ext Time (p_c), s0.0 0.0 0.0 1.9 0.0 5.3 0.0 4.4
Intersection Summary
HCM 6th Ctrl Delay 218.5
HCM 6th LOS F
Nakano LMA Appendix Page 187 of 194
PM Horizon Year + Project
4: Dennery Rd & Project Access HCM 6th TWSC
LOS Engineering, Inc.
Intersection
Int Delay, s/veh 0.4
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 57 0 791 390 133
Future Vol, veh/h 0 57 0 791 390 133
Conflicting Peds, #/hr 0 50005
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - - - -
Veh in Median Storage, #0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 3 33333
Mvmt Flow 0 62 0 860 424 145
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 295 - 0 - 0
Stage 1 - - - - - -
Stage 2 - - - - - -
Critical Hdwy - 6.96 - - - -
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy - 3.33 - - - -
Pot Cap-1 Maneuver 0 698 0 - - -
Stage 1 0 - 0 - - -
Stage 2 0 - 0 - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 692 - - - -
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Approach EB NB SB
HCM Control Delay, s10.7 0 0
HCM LOS B
Minor Lane/Major Mvmt NBTEBLn1 SBT SBR
Capacity (veh/h)- 692 - -
HCM Lane V/C Ratio - 0.09 - -
HCM Control Delay (s) - 10.7 - -
HCM Lane LOS - B - -
HCM 95th %tile Q(veh) - 0.3 - -
Nakano LMA Appendix Page 188 of 194
PM Horizon Year + Project
5: Dennery Rd & The Landing Dwy HCM 6th TWSC
LOS Engineering, Inc.
Intersection
Int Delay, s/veh 0.1
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 11 731 41 0 523
Future Vol, veh/h 0 11 731 41 0 523
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - - - -
Veh in Median Storage, #0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 3 33333
Mvmt Flow 0 12 795 45 0 568
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 420 0 0 - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Critical Hdwy - 6.96 - - - -
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy - 3.33 - - - -
Pot Cap-1 Maneuver 0 579 - - 0 -
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 579 - - - -
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Approach WB NB SB
HCM Control Delay, s11.3 0 0
HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1 SBT
Capacity (veh/h)- - 579 -
HCM Lane V/C Ratio - - 0.021 -
HCM Control Delay (s) - - 11.3 -
HCM Lane LOS - - B -
HCM 95th %tile Q(veh) - - 0.1 -
Nakano LMA Appendix Page 189 of 194
PM Horizon Year + Project
6: Red Coral Ln/Red Fin Ln & Dennery Rd HCM 6th Signalized Intersection Summary
LOS Engineering, Inc.
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 244 331 30 10 193 4 36 3 7 1 5 38
Future Volume (veh/h) 244 331 30 10 193 4 36 3 7 1 5 38
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.95 1.00 0.98 1.00 0.97
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 265 360 33 11 210 4 39 3 8 1 5 41
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, %333333333333
Cap, veh/h 329 1278 116 20 770 15 59 95 252 3 31 253
Arrive On Green 0.19 0.39 0.39 0.01 0.22 0.22 0.03 0.22 0.22 0.00 0.18 0.18
Sat Flow, veh/h 1767 3257 297 1767 3535 67 1767 439 1171 1767 168 1381
Grp Volume(v), veh/h 265 194 199 11 104 110 39 0 11 1 0 46
Grp Sat Flow(s),veh/h/ln 1767 1763 1791 1767 1763 1839 1767 0 1611 1767 0 1550
Q Serve(g_s), s 7.3 3.8 3.9 0.3 2.5 2.5 1.1 0.0 0.3 0.0 0.0 1.3
Cycle Q Clear(g_c), s 7.3 3.8 3.9 0.3 2.5 2.5 1.1 0.0 0.3 0.0 0.0 1.3
Prop In Lane 1.00 0.17 1.00 0.04 1.00 0.73 1.00 0.89
Lane Grp Cap(c), veh/h 329 692 703 20 384 401 59 0 347 3 0 284
V/C Ratio(X) 0.81 0.28 0.28 0.55 0.27 0.27 0.66 0.00 0.03 0.29 0.00 0.16
Avail Cap(c_a), veh/h 519 1132 1150 142 742 774 142 0 946 142 0 910
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00
Uniform Delay (d), s/veh 19.9 10.6 10.6 25.1 16.6 16.6 24.4 0.0 15.8 25.5 0.0 17.6
Incr Delay (d2), s/veh 5.0 0.2 0.2 21.5 0.4 0.4 12.1 0.0 0.0 40.6 0.0 0.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 3.2 1.3 1.3 0.2 1.0 1.0 0.6 0.0 0.1 0.1 0.0 0.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 25.0 10.8 10.8 46.6 17.0 17.0 36.5 0.0 15.9 66.1 0.0 17.8
LnGrp LOS C B B D B B D ABEAB
Approach Vol, veh/h 658 225 50 47
Approach Delay, s/veh 16.5 18.4 31.9 18.9
Approach LOS B B C B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 5.0 25.8 6.1 14.3 13.9 16.8 4.5 15.9
Change Period (Y+Rc), s 4.4 * 5.7 4.4 4.9 4.4 5.7 4.4 4.9
Max Green Setting (Gmax), s 4.1 * 33 4.1 30.0 15.0 21.5 4.1 30.0
Max Q Clear Time (g_c+I1), s 2.3 5.9 3.1 3.3 9.3 4.5 2.0 2.3
Green Ext Time (p_c), s 0.0 2.4 0.0 0.2 0.4 1.0 0.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 17.9
HCM 6th LOS B
Nakano LMA Appendix Page 190 of 194
AM Horizon Year + Project Queuing and Blocking Report
LOS Engineering, Inc.SimTraffic Report
Intersection: 1: I-805 SB Ramp & Palm Ave
Movement EB EB EB EB WB WB WB WB SB SB SB SB
Directions Served T T T R L L T T L LT R R
Maximum Queue (ft) 225 484 482 74 180 179 90 115 521 473 94 92
Average Queue (ft) 220 370 252 44 79 100 35 48 350 262 59 47
95th Queue (ft)234 584 471 68 144 156 77 90 483 417 91 81
Link Distance (ft)469 469 506 506 506 506 1650 1650
Upstream Blk Time (%)8 0
Queuing Penalty (veh)0 0
Storage Bay Dist (ft) 200 350 700 700
Storage Blk Time (%) 42 0 0
Queuing Penalty (veh) 127 0 0
Intersection: 2: I-805 NB Ramp & Palm Ave
Movement EB EB EB EB EB WB WB WB WB WB NB NB
Directions Served L L TTTTTTRRLTR
Maximum Queue (ft) 261 295 154 138 171 137 115 114 305 225 138 139
Average Queue (ft) 167 178 58 59 89 61 35 47 113 133 49 75
95th Queue (ft)249 255 123 116 168 128 82 85 198 207 109 124
Link Distance (ft)506 506 506 506 506 1118 1118 1118 1118 1450
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)200 550
Storage Blk Time (%) 0 0
Queuing Penalty (veh)3 1
Intersection: 2: I-805 NB Ramp & Palm Ave
Movement NB
Directions Served R
Maximum Queue (ft) 111
Average Queue (ft) 52
95th Queue (ft)82
Link Distance (ft)1450
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Nakano LMA Appendix Page 191 of 194
AM Horizon Year + Project Queuing and Blocking Report
LOS Engineering, Inc.SimTraffic Report
Intersection: 3: Dennery Rd & Palm Ave
Movement EB EB EB EB EB EB WB WB WB WB WB WB
Directions Served L L T T T R L L T T T R
Maximum Queue (ft) 292 305 1151 1132 1173 178 185 254 472 413 512 255
Average Queue (ft) 278 294 956 489 393 97 56 96 233 381 479 114
95th Queue (ft)329 331 1570 1253 1228 169 139 188 461 445 500 317
Link Distance (ft)1118 1118 1118 400 400 400
Upstream Blk Time (%)35 3 1 5 2 79
Queuing Penalty (veh)203 19 7 0 0 0
Storage Bay Dist (ft) 280 280 190 230 230 230
Storage Blk Time (%) 13 58 0 0 0 0 2 84 0
Queuing Penalty (veh) 22 99 0 0 0 1 5 52 0
Intersection: 3: Dennery Rd & Palm Ave
Movement B14 B14 NB NB NB NB SB SB SB SB SB
Directions Served T T L L L TR L L T T R
Maximum Queue (ft) 345 358 272 292 300 821 68 150 517 868 120
Average Queue (ft) 300 323 90 281 299 778 11 42 171 519 119
95th Queue (ft)400 358 221 344 301 796 41 117 392 865 124
Link Distance (ft)306 306 758 1884 1884
Upstream Blk Time (%) 42 77 89
Queuing Penalty (veh) 0 0 0
Storage Bay Dist (ft)275 275 275 125 125 95
Storage Blk Time (%)0 12 84 0 0 7 6 65
Queuing Penalty (veh)0 19 137 1 0 4 34 69
Intersection: 6: Red Coral Ln/Red Fin Ln & Dennery Rd
Movement EB EB EB WB WB WB NB NB SB SB
Directions Served L T TR L T TR L TR L TR
Maximum Queue (ft)73 52 97 31 140 126 71 31 31 56
Average Queue (ft)42 17 30 6 70 63 40 1 2 33
95th Queue (ft)79 43 77 26 119 113 69 10 14 54
Link Distance (ft)413 413 873 873 390 231 231
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 190 160 75
Storage Blk Time (%)2
Queuing Penalty (veh)0
Network Summary
Network wide Queuing Penalty: 811
Nakano LMA Appendix Page 192 of 194
PM Horizon Year + Project Queuing and Blocking Report
LOS Engineering, Inc.SimTraffic Report
Intersection: 1: I-805 SB Ramp & Palm Ave
Movement EB EB EB EB WB WB WB WB SB SB SB SB
Directions Served T T T R L L T T L LT R R
Maximum Queue (ft) 225 484 406 375 241 303 224 231 1028 1013 725 155
Average Queue (ft) 196 281 228 52 149 162 99 113 557 496 141 84
95th Queue (ft)268 468 353 154 214 234 174 179 916 859 463 137
Link Distance (ft)469 469 506 506 506 506 1650 1650
Upstream Blk Time (%)4
Queuing Penalty (veh)0
Storage Bay Dist (ft) 200 350 700 700
Storage Blk Time (%) 28 3 0 1 0
Queuing Penalty (veh) 87 8 0 8 0
Intersection: 2: I-805 NB Ramp & Palm Ave
Movement EB EB EB EB EB WB WB WB WB WB NB NB
Directions Served L L TTTTTTRRLTR
Maximum Queue (ft) 280 498 506 532 513 265 247 141 619 225 144 501
Average Queue (ft) 148 201 254 238 263 131 108 89 159 128 72 195
95th Queue (ft)225 394 460 427 421 218 187 142 330 215 129 354
Link Distance (ft)506 506 506 506 506 1118 1118 1118 1118 1450
Upstream Blk Time (%)0010
Queuing Penalty (veh)0131
Storage Bay Dist (ft)200 550
Storage Blk Time (%) 1 0
Queuing Penalty (veh)7 1
Intersection: 2: I-805 NB Ramp & Palm Ave
Movement NB
Directions Served R
Maximum Queue (ft) 459
Average Queue (ft) 179
95th Queue (ft)330
Link Distance (ft)1450
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Nakano LMA Appendix Page 193 of 194
PM Horizon Year + Project Queuing and Blocking Report
LOS Engineering, Inc.SimTraffic Report
Intersection: 3: Dennery Rd & Palm Ave
Movement EB EB EB EB EB EB WB WB WB WB WB WB
Directions Served L L T T T R L L T T T R
Maximum Queue (ft) 292 305 1142 1167 1168 215 140 156 136 266 304 255
Average Queue (ft) 288 302 1088 710 739 207 65 102 75 95 179 55
95th Queue (ft)302 308 1258 1487 1331 254 134 150 126 186 274 183
Link Distance (ft)1118 1118 1118 400 400 400
Upstream Blk Time (%)36 9 2
Queuing Penalty (veh) 300 78 18
Storage Bay Dist (ft) 280 280 190 230 230 230
Storage Blk Time (%) 24 64 3 1 49 4 0
Queuing Penalty (veh) 50 135 19 13 104 3 0
Intersection: 3: Dennery Rd & Palm Ave
Movement NB NB NB NB SB SB SB SB SB
Directions Served L L L TR L L T T R
Maximum Queue (ft) 282 292 300 810 130 149 270 435 120
Average Queue (ft) 99 274 298 780 13 49 92 150 109
95th Queue (ft)242 363 303 798 56 103 181 322 139
Link Distance (ft)758 1884 1884
Upstream Blk Time (%)81
Queuing Penalty (veh)0
Storage Bay Dist (ft) 275 275 275 125 125 95
Storage Blk Time (%)0 14 79 0003528
Queuing Penalty (veh) 1 59 326 10022427
Intersection: 6: Red Coral Ln/Red Fin Ln & Dennery Rd
Movement EB EB EB WB WB WB NB NB SB
Directions Served L T TR L T TR L TR TR
Maximum Queue (ft) 215 302 139 31 94 75 68 31 50
Average Queue (ft) 126 50 64 11 45 42 30 5 19
95th Queue (ft)207 143 126 34 73 85 61 24 45
Link Distance (ft)413 413 873 873 390 231
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 190 160 75
Storage Blk Time (%)3 0
Queuing Penalty (veh) 6 0
Network Summary
Network wide Queuing Penalty: 1653
Nakano LMA Appendix Page 194 of 194