STC Traffic, Inc
Mailing and Business Address:
5973 Avenida Encinas, Suite 218
Carlsbad, CA 92008
Principal Contact: Jason Stack, President
P: (760) 602-4290
Submitted By:
Mole D Public Boat Launch
Transportation Impact and Parking Study
Final Report
City of Redondo Beach | September 12, 2025
City of Redondo Beach
Mole D Public Boat Launch
Transportation Impact and Parking Study
Final Report
September 2025
Prepared for:
City of Redondo Beach
415 Diamond Street
Redondo Beach, CA 90277
Moffatt & Nichol
4225 E Conant Street
Long Beach, CA 90808
Prepared by:
STC Traffic
5973 Avenida Encinas, Suite 218
Carlsbad, CA 92008
STC Traffic, Inc.
Mole D Public Boat Launch TIS and Parking Study Report i
TABLE OF CONTENTS
1 INTRODUCTION............................................................................................................................ 1
1.1 PROJECT DESCRIPTION........................................................................................................................ 1
1.2 BACKGROUND................................................................................................................................... 2
1.3 DOCUMENT ORGANIZATION................................................................................................................ 2 2 LOCAL TRANSPORTATION ASSESSMENT ....................................................................................... 5
2.1 STUDY AREA ..................................................................................................................................... 5
2.2 STUDY SCENARIOS.............................................................................................................................. 5
2.3 EXISTING ROADWAY CONDITIONS ......................................................................................................... 7
2.4 TRAFFIC VOLUMES ............................................................................................................................. 9
2.4.1 Existing Traffic Volume Data............................................................................................... 9
2.4.2 Opening Year 2027 Without Project Traffic Volume ........................................................ 12
2.4.3 Opening Year 2027 With Project Traffic Volume.............................................................. 15
2.5 TRAFFIC ANALYSIS ............................................................................................................................ 21
2.5.1 Analysis Methodology....................................................................................................... 21
2.5.2 Performance Criteria ........................................................................................................ 22
2.5.3 General Plan Consistency.................................................................................................. 22
2.5.4 Analysis Results................................................................................................................. 22 3 PARKING EVALUATION............................................................................................................... 24
3.1 EXISTING PARKING ASSESSMENT ......................................................................................................... 24
3.2 PROPOSED PARKING EVALUATION....................................................................................................... 25
3.3 CITY PARKING REQUIREMENTS .......................................................................................................... 28 4 PROJECT ACCESS, ON-SITE AND PEDESTRIAN CIRCULATION ASSESSMENT .................................. 30
4.1 PROJECT ACCESS.............................................................................................................................. 30
4.1.1 Operations and Queue Analysis........................................................................................ 30
4.1.2 Project Access Design Assessment ................................................................................... 31
4.2 ON-SITE VEHICLE CIRCULATION .......................................................................................................... 31
4.3 PEDESTRIAN CIRCULATION................................................................................................................. 31 5 SUMMARY AND CONCLUSION.................................................................................................... 32 STC Traffic, Inc.
Mole D Public Boat Launch TIS and Parking Study Report ii
LIST OF FIGURES
Figure 1-1 Project Location ........................................................................................................................... 3 Figure 1-2 Proposed Site Design Concept..................................................................................................... 4 Figure 2-1 Project Study Area ....................................................................................................................... 6 Figure 2-2 Existing Intersection Geometry ................................................................................................... 8 Figure 2-3: Existing AM and MD Peak Hour Intersection Volumes ............................................................ 10 Figure 2-4: Existing PM Peak Hour Intersection Volumes .......................................................................... 11 Figure 2-5: Opening Year 2027 Without Project AM and MD Peak Hour Intersection Volumes ...............13 Figure 2-6: Opening Year 2027 Without Project PM Peak Hour Intersection Volumes .............................14 Figure 2-7: Project Trip Distribution ........................................................................................................... 16 Figure 2-8: AM and MD Peak Hour Project Trip Assignment...................................................................... 17 Figure 2-9: PM Peak Hour Project Trip Assignment.................................................................................... 18 Figure 2-10: Opening Year 2027 With Project AM and MD Peak Hour Intersection Volumes...................19 Figure 2-11: Opening Year 2027 With Project PM Peak Hour Intersection Volumes.................................20 Figure 3-1 Other Waterfront Parking Locations ......................................................................................... 27
LIST OF TABLES
Table 2-1: Project Trip Generation ............................................................................................................. 15 Table 2-2: HCM LOS Threshold ................................................................................................................... 21 Table 2-3: City of Redondo Beach Significant Degradation Criteria ........................................................... 22 Table 2-4: Existing Intersection LOS Analysis Summary ............................................................................. 22 Table 2-5: Opening Year 2027 Without Project Intersection LOS Analysis Summary ................................23 Table 2-6: Opening Year 2027 With Project Intersection LOS Analysis Summary......................................23 Table 3-1: Existing Parking Condition ......................................................................................................... 24 Table 3-2: Proposed Parking Condition ...................................................................................................... 25 Table 3-3 Existing and Proposed Parking Comparison (North + South Lots)..............................................26 Table 3-4 Parking Requirements for Existing Uses ..................................................................................... 28 Table 3-5 Parking Requirements for Existing + Proposed Land Uses vs Parking Supply.............................29 Table 4-1: Opening Year 2027 With Project Access Analysis...................................................................... 30
APPENDICES
Appendix A: Traffic Count Data and Placer.ai Data
Appendix B: SCAG Data
Appendix C: Intersection Analysis Worksheets
Appendix D: Parking Data
Appendix E: Proposed Project Site Design Layout Turn Templates STC Traffic, Inc.
Mole D Public Boat Launch TIS and Parking Study Report 1 1 INTRODUCTION
The City of Redondo Beach is proposing to construct a new public boat launch ramp (“Project”) on Mole D of the City of Redondo Beach King Harbor. The project location is shown in Figure 1-1 This report has been prepared to evaluate the following:
• Operating condition of the surrounding intersections, that will likely be affected by the project, with the addition of the project.
• Parking adequacy of the proposed project site design layout. • Project access and on-site circulation.
• Pedestrian connectivity and pedestrian-vehicle conflict areas.
This report was prepared in consultation with the project development team including the City of Redondo Beach and Moffatt & Nichol.
1.1 PROJECT DESCRIPTION
Project Site Location: The project site is located south of Herondo Street, north of Torrance Boulevard and west of Pacific Coast Highway (State Route 1) and Catalina Avenue. The Seaside Lagoon is located north, and the Redondo Beach Pier is located south of the project site.
Project Site: The project site consists of the parking lot (Mole D) located south of the Redondo Beach Marina entrance. The site consists of a 10,000 square-feet restaurant, 5,000 square-feet restaurant and event building, 3,000 square-feet of office space and a boat hoist. All land uses share the parking lot within the project site. In addition, the project proposes reconfiguration of the parking lot (north parking lot) located between Portofino Way and the Redondo Beach Marina entrance.
Proposed Project Description: The project proposes the following:
• Construct two lane boat launch ramp on Mole D and include necessary vehicle + trailer parking, boat launch queueing area, turn-around area and new tenant restrooms. • Reconfigure the south parking lot (Mole D) and the north parking lot to accommodate the new boat launch facility, vehicle + trailer parking and to provide an optimum number of parking spaces. • The access to the project site will be retained, which is from the Redondo Beach Marina entrance on Harbor Drive. The project proposes to reduce the number of outbound lanes from the current two lanes to one lane. This should reduce the conflict zone between vehicles, bicyclists and pedestrians at the driveway access/ egress. The existing one inbound lane will be retained • The existing pedestrian promenade shall be retained.
• The existing boat hoist facility will be removed.
STC Traffic, Inc.
Mole D Public Boat Launch TIS and Parking Study Report 2 It should be noted that during the preparation of this report, the site design was in the planning and development stages and several alternative site design concepts were developed by Moffat and Nichol.
This report evaluates the design preferred at the time of preparation of this report. The preferred alternative site design concept is shown in Figure 1-2.
1.2 BACKGROUND
As part of the “Public Amenities Plan” approved by the City Council in 2022, the boat launch ramp was proposed along with vehicle + trailer parking stalls, wash down area, launching queue area, turn-around circle, employee office, restroom/shower, security cameras, striped pedestrian crossings and emergency call boxes. The King Harbor Coastal Access, Revitalization, and Enhancement Act (Measure C), passed in 2015 is meant to preserve and expand public access to King Harbor and to ensure safety and maintain aquatic recreational activity. To achieve its objectives, Measure C established specific design requirements for boat launches. These include provisions for the number of launch lanes and vehicle-plus-trailer parking spaces and ensuring safety. Additionally, the measure mandates the strategic placement of launch lanes to support safe operations and protect against high waves.
1.3 DOCUMENT ORGANIZATION
The report is organized into the following sections described below:
• Local Transportation Assessment: Presents the operating condition of the study intersections with the project. The subsections present a description of the study area,study scenarios, existing roadway conditions, existing traffic data, traffic volume forecast, project trip generation, trip distribution and, intersection analysis methodology and results. • Parking Evaluation: Presents an evaluation of the parking adequacy of the proposed site design layout. The subsections present the existing parking assessment, proposed parking evaluation and City Parking Requirements.
• City Parking Requirements: Compares City parking requirements with proposed parking supply. • Project Access, On-Site and Pedestrian Circulation Assessment: Presents an evaluation of the project access and on-site circulation of the proposed site design layout.
Mole D Public Boat Launch Project
Figure 1-1
Project LocaƟon
Herondo St
Yacht Club Way
Hermosa Ave
Marina Way
N Harbor Dr
Beryl St
Portofino Way
N Catalina Ave
Project Driveway
N Pacific Ave
405
INTERSTATE
110
INTERSTATE
1 107
213
Torrance Blvd
Camino Real - Sepulveda Blvd
Ripley Ave
Artesia Blvd
Anita/190th St
LEGEND
Project Area
North Parking Lot
Mole D Public Boat Launch Project
EXISTING
RESTAURANT,
PROTECT
IN PLACE
EXISTING
RESTAURANT,
PROTECT
IN PLACE
EXISTING
BUILDING,
PROTECT
IN PLACE
NEW MARINA TENANT
RESTROOMS
N. HARBOR DR
MINIMUM AREA OF
EXISTING DOCK TO
BE DEMOLISHED
POTENTIALLY
REPURPOSE FOR
FOSS DOCK
75'-0"
CHAN
N
EL WIDTH
50'-0" FAIRWAY LENGTH
126'-8"
30'-0" 75'-0"
8'-0"
15% SLOPE
LANE #1
LANE #2
20'-0" 40'-0" 40'-0"
APPROXIMATE LOCATION OF
DISCHARGE STRUCTURE
MARINA BOAT
TRAFFIC PATH
GREEN SPACE
EXISTING
RESTAURANT,
PROTECT
IN PLACE
GREEN SPACE
Area to the north of the plan (not a part) currently
includes 24 Boat + Trailer parking spaces and
206 regular spaces. It is anticipated that the 24
boat + trailer spaces can be re-striped to provide
48 regular parking spaces for a total of 254
regular spaces in this area.
Lock to Lock TimeCar WidthSteering AngleTrailer TrackTrailer WidthCar Track ::::::
feet
P-B
31.66.08.006.008.007.00
3.00 20.00
3.00 11.00 5.00 15.00
19.00 Articulating Angle 70.0:
Trailer WidthMH TrackMH Width
:::
Steering AngleArticulating AngleLock to Lock Time
:::
feet
MH-B
70.025.86.0
8.008.008.00
15.00 3.00 20.00
4.00 20.00 6.00
30.00 Trailer Track 8.00:
Figure 1-2
Proposed Site Design Concept
Not for construcƟon. Further design required.
STC Traffic, Inc.
Mole D Public Boat Launch TIS and Parking Study Report 5 2 LOCAL TRANSPORTATION ASSESSMENT
This section presents the operating conditions of the study intersections with the project.
2.1 STUDY AREA
The study intersections evaluated in this traffic study are listed below and shown in Figure 2-1:
1. Harbor Drive/ Hermosa Avenue and Herondo Street (Signal).
2. Harbor Drive and Yacht Club Way (Signal).
3. Harbor Drive and Marina Way (Signal).
4. Harbor Drive and Beryl Street/ Portofino Way (Signal).
5. Harbor Drive and Redondo Beach Marina Entrance (All-Way Stop).
6. Harbor Drive and N Pacific Avenue (All-Way Stop).
2.2 STUDY SCENARIOS
The intersection conditions were evaluated for the following scenarios:
• Existing Conditions (Year 2024): This scenario evaluates the intersection conditions for the year 2024 with the existing roadway geometry and the peak season traffic volumes. • Opening Year 2027 Without Project Conditions: This scenario forecasts the intersection conditions in the project opening year 2027, with existing roadway geometry and projected year 2027 traffic volumes.
• Opening Year 2027 With Project Conditions: This scenario forecasts the roadway conditions in the project opening Year 2027 with the project constructed and operational. The project trips was added to the Opening Year 2027 Without Project traffic volumes to derive the traffic volumes for this scenario.
Mole D Public Boat Launch Project
NOT TO SCALE
1 N Harbor Dr
Marina Way
Herondo St
N Catalina Ave
Hermosa Ave
Yacht Club Way
N Pacific Ave
Beryl St
Portofino Way
Project Driveway
1 2 3
4 5
6 LEGEND
# Study Intersection a
Project Area a
North Parking Lot
Figure 2-1
Project Study Area
STC Traffic, Inc.
Mole D Public Boat Launch TIS and Parking Study Report 7
2.3 EXISTING ROADWAY CONDITIONS
The existing roadway conditions are summarized in this section. The existing intersection geometry is shown in Figure 2-2.
Harbor Drive, within the project study area is oriented in the north-south direction. In the City’s General Plan, the roadway is classified as a Collector north of Beryl Street/ Portofino Way and unclassified to the south. This unclassified section provides access to the project site. The roadway between Herondo Street and Pacific Avenue has two travel lanes with a center two-way-left-turn-lane. The posted speed limit is 30 MPH. On-street parallel parking exists on the west side of the roadway north of Beryl Street/ Portofino Way and on the east side of the roadway south of Beryl Street/ Portofino Way. A two-way Class IV cycle track exists along the west side of the roadway. Sidewalks exist on both sides of the roadway.
Herondo Street, within the project study area is oriented in the east-west direction. In the City’s General Plan, the roadway is classified as a Secondary Arterial between Harbor Drive and Pacific Coast Highway and as a Major Arterial east of Pacific Coast Highway. The section of Herondo Street closest to the project, west of Pacific Coast Highway, the posted speed limit is 30 MPH. Here the roadway has two travel lanes separated by a raised median and back-in-only, angled on-street parking is provided on both sides of the roadway. Class II bike lanes and sidewalks exist on both sides of the roadway.
Beryl Street, within the project study area is oriented in the east-west direction. In the City’s General Plan, the roadway is classified as a Secondary Arterial. West of Catalina Avenue, the roadway has two travel lanes in each direction with a center two-way-left-turn-lane. East of Catalina there is one travel lane in each direction, on-street parallel parking, Class II bike lanes and sidewalks on both sides of the roadway.
West of Pacific Coast Highway the posted speed limit is 25 MPH.
Mole D Public Boat Launch Project
NOT TO SCALE
Figure 2-2
ExisƟng IntersecƟon Geometry
1 N Harbor Dr
Marina Way
Herondo St
N Catalina Ave
Hermosa Ave
Yacht Club Way N Pacific Ave
Beryl St
Portofi
no Way
Project Driveway
1 2 3
4 5
6 6 N Harbor Dr & N Pacific Avenue
N Harbor Dr
5 N Harbor Dr & Project Driveway
N Harbor Dr
Project Driveway
N Pacific Ave
4 N Harbor Dr & Beryl St/Portofino Way
Beryl St
N Harbor Dr
Portofino Way
3 N Harbor Dr & Marina Way
Marina Way
N Harbor Dr
2 N Harbor Dr & Yacht Club Way
Yacht Club Way
N Harbor Dr
1 N Harbor Dr - Hermosa Ave & Herondo St
Herondo St
Hermosa Ave N Harbor Dr
LEGEND
Movement
#
Project LocaƟonStudy IntersecƟon
Stop Control
Traffic Signal
North Parking Lot
STC Traffic, Inc.
Mole D Public Boat Launch TIS and Parking Study Report 9
2.4 TRAFFIC VOLUMES
This section provides a description of the existing traffic volume data and the Opening Year 2027 traffic volume forecast.
2.4.1 Existing Traffic Volume Data
The peak hour count data was collected on Saturday, October 5, 2024, at the study intersections. The count data consists of vehicle and bicycle turning movement count and pedestrian counts on each leg of the intersection. The counts were collected during the following peak periods:
• Morning (7:00 AM – 9:00 AM)
• Midday (11:00 AM – 1:00 PM)
• Evening (4:00 PM – 6:00 PM)
Peak Season Adjustment: To evaluate the intersection condition during peak season, Placer.ai data was provided by the City and utilized to determine the peak season of the year. The data, provided in Appendix A, shows an 80% increase in visitors to the Waterfront area in the month of July when compared to October. For a conservative estimate, the October peak hour intersection vehicle turning movement volumes were increased by a factor of 80% to reflect peak season volumes.
The adjusted peak hour intersection turning movement volumes for AM and mid-day (MD) peak hours are shown in Figure 2-3 and the volume for PM peak hour is shown in Figure 2-4. The count data and the Placer.ai data are included in Appendix A.
Mole D Public Boat Launch Project
NOT TO SCALE
Figure 2-3
Existing AM and MD Peak Hour Intersection Volumes
1 N Harbor Dr
Marina Way
Herondo St
N Catalina Ave
Hermosa Ave
Yacht Club Way
N Pacific Ave
Beryl St
Portofino Way
Project Driveway
1 2 3
4 5
6 6 N Harbor Dr &
N Pacific Avenue N Harbor Dr
9/32
7/11
49/131
2/2
9/27
2/23
20/56
61/121 5/14
0/2
0/0
0/0
5 N Harbor Dr &
Project Driveway
N Harbor Dr
Project Driveway
N Pacific Ave
50/90
13/41
49/130
16/45
9/47 7/38
4 N Harbor Dr &
Beryl St - Portofino Way Beryl St
N Harbor Dr
Portofino Way
43/135
25/63
5/7
115/292
47/103
16/25
9/16
52/88
4/9
234/38095/67 47/113
3 N Harbor Dr & Marina Way Marina Way
N Harbor Dr
157/259
103/275
115/218
81/149
76/155
74/124
2 N Harbor Dr &
Yacht Club Way Yacht Club Way
N Harbor Dr
0/0
223/443
4/5
0/4
216/450
20/18
5/18
0/0
5/14
0/0 0/0 0/0
1 N Harbor Dr - Hermosa Ave &
Herondo St Herondo St
Hermosa Ave N Harbor Dr
81/283
126/238184/274
160/187
155/293
74/160
LEGEND
Movement
#
Project Location
Study Intersection
Stop Control
Traffic Signal
North Parking Lot
XX/XX AM/MD Volumes Note: Volumes shown are October (o -peak) volumes adjusted for peak season (July).
Mole D Public Boat Launch Project
NOT TO SCALE
Figure 2-4
Existing PM Peak Hour Intersection Volumes
1 N Harbor Dr
Marina Way
Herondo St
N Catalina Ave
Hermosa Ave
Yacht Club Way
N Pacific Ave
Beryl St
Portofino Way
Project Driveway
1 2 3
4 5
6 6 N Harbor Dr &
N Pacific Avenue N Harbor Dr
72 14
169
2 38
13 32
229
72 0
0 5 N Harbor Dr &
Project Driveway
N Harbor Dr
Project Driveway
N Pacific Ave
185
63 176
38 5631
4 N Harbor Dr &
Beryl St - Portofino Way Beryl St
N Harbor Dr
Portofino Way
115
99 5
382
139
61 50
103
7 517 85209
3 N Harbor Dr & Marina Way Marina Way
N Harbor Dr
317
131
187171
212
383
2 N Harbor Dr &
Yacht Club Way Yacht Club Way
N Harbor Dr
0 495
23 0
547
34 16 049
0 00
1 N Harbor Dr - Hermosa Ave &
Herondo St Herondo St
Hermosa Ave N Harbor Dr
342
232 279
239
328
184
LEGEND
PM Volumes
Movement
#
Project Location
Study Intersection
Stop Control
Traffic Signal
North Parking Lot
Note: Volumes shown are October (o -peak) volumes adjusted for XX peak season (July).
STC Traffic, Inc.
Mole D Public Boat Launch TIS and Parking Study Report 12
2.4.2 Opening Year 2027 Without Project Traffic Volume
The Opening Year 2027 Without Project traffic volumes were forecasted by applying an annual growth to the existing peak season traffic volumes (adjusted volumes). The growth factor was calculated using the employment data from the Southern California Association of Governments (SCAG) Demographics and Growth Forecast Technical Report (September 3, 2020) and confirmed as appropriate during scoping discussions with the City on Wednesday November 13, 2024. Based on the comparison of the year 2016 and year 2045 employment data for the City of Redondo Beach, the employment is forecast to grow 0.39% per year. A total growth factor of 1.17% was applied to the existing traffic volume to forecast the Opening Year 2027 Without Project traffic volumes. The AM and MD peak hour intersection turning movement volumes are shown in Figure 2-5 and the volumesfor the PM peak hour are shown in Figure 2-6. The SCAG data is included in Appendix B.
Mole D Public Boat Launch Project
NOT TO SCALE
Figure 2-5
Opening Year 2027 Without Project AM and MD Peak Hour Intersection Volumes 1 N Harbor Dr
Marina Way
Herondo St
N Catalina Ave
Hermosa Ave
Yacht Club Way
N Pacific Ave
Beryl St
Portofino Way
Project Driveway
1 2 3
4 5
6 6 N Harbor Dr &
N Pacific Avenue N Harbor Dr
9/32
7/11
50/133
2/2
9/27
2/23
20/57
62/122 5/14
0/2
0/0
0/0
5 N Harbor Dr &
Project Driveway
N Harbor Dr
Project Driveway
N Pacific Ave
51/91
13/41
50/132
16/46
9/48 7/38
4 N Harbor Dr &
Beryl St/Portofino Way Beryl St
N Harbor Dr
Portofino Way
44/137
25/64
5/7
116/295
48/104
16/25
9/16
53/89
4/9
237/38496/68 48/114
3 N Harbor Dr & Marina Way Marina Way
N Harbor Dr
159/262
104/278
116/221
82/151
77/157
75/125
2 N Harbor Dr &
Yacht Club Way Yacht Club Way
N Harbor Dr
0/0
226/448
4/5
0/4
219/455
20/18
5/18
0/0
5/14
0/0 0/0 0/0
1 N Harbor Dr - Hermosa Ave &
Herondo St Herondo St
Hermosa Ave N Harbor Dr
82/286
127/241186/277
162/189
157/296
75/162
LEGEND
Movement
#
Project Location
Study Intersection
Stop Control
Traffic Signal
North Parking Lot
XX/XX AM/MD Volumes
Mole D Public Boat Launch Project
NOT TO SCALE
Figure 2-6
Opening Year 2027 Without Project PM Peak Hour Intersection Volumes 1 N Harbor Dr
Marina Way
Herondo St
N Catalina Ave
Hermosa Ave
Yacht Club Way
N Pacific Ave
Beryl St
Portofino Way
Project Driveway
1 2 3
4 5
6 6 N Harbor Dr &
N Pacific Avenue N Harbor Dr
73 14
171
2 38
13 32
232 7
2 0
0 5 N Harbor Dr &
Project Driveway
N Harbor Dr
Project Driveway
N Pacific Ave
187
64 178
38 57 31
4 N Harbor Dr &
Beryl St - Portofino Way Beryl St
N Harbor Dr
Portofino Way
116
100
5 386
141
62 51
104
7 523 86 211
3 N Harbor Dr & Marina Way Marina Way
N Harbor Dr 189
321
387
214
173
133
2 N Harbor Dr &
Yacht Club Way Yacht Club Way
N Harbor Dr
0 501
23 0
553
34 16
0 50
0 0 0
1 N Harbor Dr - Hermosa Ave &
Herondo St Herondo St
Hermosa Ave N Harbor Dr
346
235 282
242
332
186
LEGEND
Movement
#
Project Location
Study Intersection
Stop Control
Traffic Signal
North Parking Lot
XX PM Volumes
STC Traffic, Inc.
Mole D Public Boat Launch TIS and Parking Study Report 15
2.4.3 Opening Year 2027 With Project Traffic Volume
The Opening Year 2027 With Project traffic volumes were derived by adding the project trips to the Opening Year 2027 Without Project traffic volumes. The project trips at the study intersections were estimated based on the peak hour project trip generation estimate and the anticipated distribution of trips through the roadway network.
Project Trip Generation: Since there is no trip generation manual that provides trip estimates for a boat launch facility, the following are the assumptions were made to derive project trips as shown in Table 2-1:
• The Boat Ramp Demand Study (Moffatt & Nichol, 2025) anticipates a normal peak day average of 27 boat launches and 27 boat retrievals per launch lane per day. This trip generation was derived from California Department of Parks and Recreation Division of Boating and Waterways Layout & Design Guidelines for Boat Launching Facilities (2021) and equates to 54 trips per launch lane per day.
• The normal peak day was assumed to be a Saturday.
• The actual trip generation as seen in the table below is higher than the trip generation in the VMT Screening Evaluation (STC Traffic, 2025) which uses updated information. This provides a conservative approach for the level of service (LOS) analysis. • For a worse-case scenario all trips were assumed to occur during the peak hour, with maximum inbound trips occurring during the AM and MD peak hours and the maximum outbound trips occurring during the PM peak hour.
Table 2-1: Project Trip Generation
Land Use Daily
Trips
Time
Period
Trip Rates Trip Generation
IN Out IN OUT
Boat Launch Ramp
(2 lanes)
120
AM 50% 0% 30 0
MD 45% 10% 27 6
PM 5% 90% 3 54
Total 100% 100% 60 601
1 LOS Analysis Trip Generation is conservative as it is higher than the VMT Screening Evaluation which used updated information.
Project Trip Distribution and Assignment: Project trip distribution is the anticipated travel pattern of the project trips based on the existing traffic pattern and the surrounding roadway network. The project trip distribution is shown in Figure 2-7.
The project trip assignment for the AM and MD peak hour are shown in Figure 2-8 and for the PM peak hour in Figure 2-9. The Opening Year 2027 With Project traffic volumes for the AM and MD peak hour are shown in Figure 2-10 and for the PM peak hour in Figure 2-11.
Mole D Public Boat Launch Project
NOT TO SCALE
Figure 2-7
Project Trip DistribuƟon
1 N Harbor Dr
Marina Way
Herondo St
N Catalina Ave
Hermosa Ave
Yacht Club Way N Pacific Ave
Beryl St
Portofi
no Way
Project Driveway
1 2 3
4 5
6 6 N Harbor Dr & N Pacific Avenue
N Harbor Dr (10%) 10%
5 N Harbor Dr & Project Driveway
N Harbor Dr
Project Driveway
N Pacific Ave
10%
90%
(90%)
(10%)
4 N Harbor Dr & Beryl St/Portofino Way
Beryl St
N Harbor Dr
Portofino Way
(50%)(40%)
40%
50%
3 N Harbor Dr & Marina Way
Marina Way
N Harbor Dr
(40%)
40%
2 N Harbor Dr & Yacht Club Way
Yacht Club Way
N Harbor Dr
(40%)
40%
1 N Harbor Dr - Hermosa Ave & Herondo St
Herondo St
Hermosa Ave N Harbor Dr
15%
25%
(15%)
(25%)
LEGEND
Movement
#
Project LocaƟon
Study IntersecƟon
Stop Control
Traffic Signal
North Parking Lot
XX Inbound Project Trips
(XX) Outbound Project Trips
Mole D Public Boat Launch Project
NOT TO SCALE
Figure 2-8
AM and MD Peak Hour Project Trip Assignment
1 N Harbor Dr
Marina Way
Herondo St
N Catalina Ave
Hermosa Ave
Yacht Club Way
N Pacific Ave
Beryl St
Portofino Way
Project Driveway
1 2 3
4 5
6 6 N Harbor Dr &
N Pacific Avenue N Harbor Dr (0)/(1)
3/3
5 N Harbor Dr &
Project Driveway
N Harbor Dr
Project Driveway
N Pacific Ave
3/3
27/24
(0)/(5) (0)/(1)
4 N Harbor Dr &
Beryl St/Portofino Way Beryl St
N Harbor Dr
Portofino Way
(0)/(3)
(0)/(2)
12/11
15/13
3 N Harbor Dr & Marina Way Marina Way
N Harbor Dr
(0)/(2)
12/11
2 N Harbor Dr &
Yacht Club Way Yacht Club Way
N Harbor Dr
(0)/(2)
12/11
1 N Harbor Dr - Hermosa Ave &
Herondo St Herondo St
Hermosa Ave N Harbor Dr
5/4
7/7
(0)/(1)
(0)/(1)
LEGEND
Movement
#
Project Location
Study Intersection
Stop Control
Traffic Signal
North Parking Lot
XX/XX AM/MD Volumes
XX Inbound Project Trips
(XX) Outbound Project Trips
Mole D Public Boat Launch Project
NOT TO SCALE
Figure 2-9
PM Peak Hour Project Trip Assignment
1 N Harbor Dr
Marina Way
Herondo St
N Catalina Ave
Hermosa Ave
Yacht Club Way
N Pacific Ave
Beryl St
Portofino Way
Project Driveway
1 2 3
4 5
6 6 N Harbor Dr &
N Pacific Avenue N Harbor Dr
0 (5)
5 N Harbor Dr &
Project Driveway
N Harbor Dr
Project Driveway
N Pacific Ave
0 3
(49)
(5)
4 N Harbor Dr &
Beryl St/Portofino Way Beryl St
N Harbor Dr
Portofino Way
(27)
(22)
1 2
3 N Harbor Dr & Marina Way Marina Way
N Harbor Dr
(22)
1 2 N Harbor Dr &
Yacht Club Way Yacht Club Way
N Harbor Dr
(22)
1 1 N Harbor Dr - Hermosa Ave &
Herondo St Herondo St
Hermosa Ave N Harbor Dr
0 1
(8)
(14)
LEGEND
Movement
#
Project Location
Study Intersection
Stop Control
Traffic Signal
North Parking Lot
XX
XX Inbound Project Trips
(XX) Outbound Project Trips
PM Volumes
Mole D Public Boat Launch Project
NOT TO SCALE
Figure 2-10
Opening Year 2027 With Project AM and MD Peak Hour Intersection Volumes 1 N Harbor Dr
Marina Way
Herondo St
N Catalina Ave
Hermosa Ave
Yacht Club Way
N Pacific Ave
Beryl St
Portofino Way
Project Driveway
1 2 3
4 5
6 6 N Harbor Dr &
N Pacific Avenue N Harbor Dr
9/32
7/11
50/134
2/2
9/27
2/23
20/57
65/125 5/14
0/2
0/0
0/0
5 N Harbor Dr &
Project Driveway
N Harbor Dr
Project Driveway
N Pacific Ave
51/91
16/44
50/132
43/70
9/53 7/39
4 N Harbor Dr &
Beryl St - Portofino Way Beryl St
N Harbor Dr
Portofino Way
44/140
25/66
5/7
116/295
60/115
16/25
9/16
53/89
4/9
237/38496/68 63/127
3 N Harbor Dr & Marina Way Marina Way
N Harbor Dr
159/264
116/289
116/221
82/151 77/157 75/125
2 N Harbor Dr &
Yacht Club Way Yacht Club Way
N Harbor Dr
0/0
226/450
4/5
0/4
231/466
20/18
5/18
0/0
5/14
0/0 0/0 0/0
1 N Harbor Dr - Hermosa Ave &
Herondo St Herondo St
Hermosa Ave N Harbor Dr
87/290
127/241186/277
169/196
157/297
75/163
LEGEND
Movement
#
Project Location
Study Intersection
Stop Control
Traffic Signal
North Parking Lot
XX/XX AM/MD Volumes
Mole D Public Boat Launch Project
NOT TO SCALE
Figure 2-11
Opening Year 2027 With Project PM Peak Hour Intersection Volumes 1 N Harbor Dr
Marina Way
Herondo St
N Catalina Ave
Hermosa Ave
Yacht Club Way
N Pacific Ave
Beryl St
Portofino Way
Project Driveway
1 2 3
4 5
6 6 N Harbor Dr &
N Pacific Avenue N Harbor Dr
73 14
176
2 38
13 32
232 7
2 0
0 5 N Harbor Dr &
Project Driveway
N Harbor Dr
Project Driveway
N Pacific Ave
187
64 178
41 106
36 4 N Harbor Dr &
Beryl St - Portofino Way Beryl St
N Harbor Dr
Portofino Way
143
122
5 386
142
62 51
104
7 523 86 213
3 N Harbor Dr & Marina Way Marina Way
N Harbor Dr 189
343
388
214
173
133
2 N Harbor Dr &
Yacht Club Way Yacht Club Way
N Harbor Dr
0 523
23 0
554
34 16
0 50
0 0 0
1 N Harbor Dr - Hermosa Ave &
Herondo St Herondo St
Hermosa Ave N Harbor Dr
346
235 282
243
340
200
LEGEND
Movement
#
Project Location
Study Intersection
Stop Control
Traffic Signal
North Parking Lot
XX PM Volumes
STC Traffic, Inc.
Mole D Public Boat Launch TIS and Parking Study Report 21
2.5 TRAFFIC ANALYSIS
This section presents the LOS traffic analysis methodology and the analysis results for the study intersections. The analysis was conducted for the AM, MD, and PM peak hours on a Saturday (busiest day of the week) during the peak season (July). The analysis methodology was established in reference to the City of Redondo Beach Transportation Impact Study (TIS) Guidelines (May 5, 2021) and in consultation with the City of Redondo Beach staff.
Project Changes: At the project access, the project proposes to reduce the number of outbound lanes from the current two lanes to one lane. Hence, at the Harbor Drive and Redondo Beach Marina entrance intersection the eastbound approach was analyzed with one shared left turn/right turn lane.
2.5.1 Analysis Methodology
Intersection LOS analysis was conducted using the Synchro 11 analysis software. Existing roadway geometry was obtained from Google Earth aerial imagery and verified in the field. Existing traffic signal timing sheets were used for signal timing inputs. Traffic volume (vehicle, pedestrian and bicycle) and peak hour factor (PHF) data inputs were based on count data.
Highway Capacity Manual (HCM) 6th Edition methodology was used to report intersection conditions for unsignalized intersections. Due to HCM 6th Edition methodology not supporting non – standard NEMA phasing and clustered intersections on one common traffic signal controller, HCM 2000 methodology was used to report intersection condition for all signalized intersections. Delay (in seconds) and corresponding LOS are reported for intersection conditions. The LOS thresholds are shown in Table 2-2.
Table 2-2: HCM LOS Threshold
LOS
Control Delay (sec/veh)
Signalized Description
Intersection
Unsignalized
Intersection
A <10 <10 Operations with very low delay and most vehicles do not stop.
B >10 and <20 >10 and <15 Operations with good progression but with some restricted movements.
C >20 and <35 >15 and <25 Operations where a significant number of vehicles are stopping with some backup and light congestion.
D >35 and <55 >25 and <35
Operations where congestion is noticeable, longer delays occur, and many vehicles stop. The proportion of vehicles not stopping declines.
E >55 and <80 >35 and <50 Operations where there is significant delay, extensive queuing, and poor progression.
F >80 >50 Operations that are unacceptable to most drivers, when the arrival rates exceed the capacity of the intersection.
Source: Highway Capacity Manual (HCM).
STC Traffic, Inc.
Mole D Public Boat Launch TIS and Parking Study Report 22
2.5.2 Performance Criteria
The City of Redondo Beach has identified significant degradation criteria for intersection conditions, which is shown in Table 2-3. If the project results in degradation of the intersection conditions, improvements should be identified to offset degraded roadway operations.
Table 2-3: City of Redondo Beach Significant Degradation Criteria LOS
Project-Related Increase in Seconds of Average Total Delay Signalized Intersection Unsignalized (All-Way Stop) Intersection D Equal to or greater than 10.0 seconds Equal to or greater than 4.0 seconds E or F Equal to or greater than 5.0 seconds Equal to or greater than 3.0 seconds
2.5.3 General Plan Consistency
Section 1.2, Page 12 of the Redondo Beach Circulation Element (Adopted July 2021) states that the City of Redondo Beach has expressed a goal for City intersections not to degrade beyond LOS D. Where intersections currently exceed LOS D, the City will pursue mitigation measures to achieve LOS D.
2.5.4 Analysis Results
The existing intersection conditions are summarized in Table 2-4. The Opening Year 2027 Without Project and the Opening Year 2027 With Project conditions are summarized in Table 2-5 and Table 2-6 respectively. The analysis worksheets are included in Appendix C.
Table 2-4: Existing Intersection LOS Analysis Summary
Study Intersection Control
AM MD PM
Delay LOS Delay LOS Delay LOS
1 Harbor Dr/ Hermosa Ave and Herondo St 1 Signal 17.6 B 21.1 C 27.9 C 2 Harbor Dr and Yacht Club Way1 Signal 11.3 B 15.6 B 20.3 C 3 Harbor Dr and Marina Way 1 Signal 13.2 B 15.1 B 15.4 B 4 Harbor Dr and Beryl St - Portofino Way 1 Signal 21.8 C 31.3 C 45.1 D 5 Harbor Dr and RB Marina Entrance AWS 7.9 A 8.9 A 9.8 A 6 Harbor Dr and N Pacific Ave AWS 7.9 A 9.3 A 10.0 A
Delay reported in seconds. LOS – Level of Service. AWS – All-Way Stop Control 1Reported HCM 2000 methodology results.
STC Traffic, Inc.
Mole D Public Boat Launch TIS and Parking Study Report 23 Table 2-5: Opening Year 2027 Without Project Intersection LOS Analysis Summary Study Intersection Control
AM MD PM
Delay LOS Delay LOS Delay LOS
1 Harbor Dr/ Hermosa Ave and Herondo St 1 Signal 17.6 B 21.3 C 28.8 C 2 Harbor Dr and Yacht Club Way1 Signal 11.3 B 15.8 B 20.7 C 3 Harbor Dr and Marina Way 1 Signal 13.3 B 15.2 B 15.7 B 4 Harbor Dr and Beryl St - Portofino Way 1 Signal 21.8 C 31.6 C 46.4 D 5 Harbor Dr and RB Marina Entrance AWS 7.9 A 8.9 A 9.8 A 6 Harbor Dr and N Pacific Ave AWS 7.9 A 9.3 A 10.1 B
Delay reported in seconds. LOS – Level of Service. AWS – All-Way Stop Control 1Reported HCM 2000 methodology results.
Table 2-6: Opening Year 2027 With Project Intersection LOS Analysis Summary Study Intersection Control
AM MD PM
Delay LOS Delay LOS Delay LOS
1 Harbor Dr/ Hermosa Ave and Herondo St 1 Signal 17.8 B 21.6 C 30.4 C 2 Harbor Dr and Yacht Club Way1 Signal 11.3 B 16.0 B 22.4 C 3 Harbor Dr and Marina Way 1 Signal 13.2 B 15.1 B 15.6 B 4 Harbor Dr and Beryl St - Portofino Way 1 Signal 21.9 C 32.0 C 49.1 D 5 Harbor Dr and RB Marina Entrance AWS 7.7 A 8.7 A 10.0 A 6 Harbor Dr and N Pacific Ave AWS 7.9 A 9.3 A 10.2 B
Delay reported in seconds. LOS – Level of Service. AWS – All-Way Stop Control 1Reported HCM 2000 methodology results.
As shown in Table 2-4, Table 2-5 and Table 2-6, all intersections operate at an acceptable LOS D or better during all peak hours for all scenarios. The addition of the project trips does not result in degradation of the intersection conditions at any of the study intersections.
STC Traffic, Inc.
Mole D Public Boat Launch TIS and Parking Study Report 24 3 PARKING EVALUATION
The parking evaluation was performed to determine parking adequacy of the proposed projectsite design layout and to compare future parking requirements and supply. With the addition of the boat launch ramp and vehicle + trailer parking, the project proposes reconfiguring the south parking lot (Mole D) and the north parking lot to provide an optimum number of parking spaces and efficient circulation.
The following tasks were performed as part of the study:
• Assessment of the existing parking supply.
• Evaluation of proposed conceptual parking layout and circulation. • City Parking Requirements
• Recommendations
3.1 EXISTING PARKING ASSESSMENT
This section provides an assessment of the existing parking spaces available (parking supply) and the existing demand. Existing parking conditions were evaluated during field visits on Wednesday September 25, 2024. Some spaces were inaccessible as they were being used by facilities and maintenance crews.
Parking space counts were also conducted using aerial imagery. The Parking occupancy surveys were conducted on Friday October 4, Saturday October 5, and Sunday October 6, 2024. Results are provided in Appendix D. The existing parking space counts are summarized in Table 3-1.
Table 3-1: Existing Parking Condition
Parking Lot Parking Spaces Land Use/Activity Served
North Parking Lot Regular & ADA – 333
Vehicle + Trailer – 49
Total = 382
- Seaside Lagoon
- California Surf Club & Restaurant
South Parking Lot Regular & ADA – 337
Total = 337
- Captain Kidd’s Fish Market and Restaurant
- Riviera Mexican Cantina
- R/10 Social House Restaurant
- Boat Hoist
- FOSS Marine Services
Total (North + South
Lots)
Regular & ADA – 670
Vehicle + Trailer – 49
Total = 719
- All waterfront land uses
The parking lots may also be utilized by visitors for other activities including walking, running, biking and water activities.
The Captain Kidds’s Fish Market and Restaurant, which is located north-east of the south parking lot has an additional 27 parking spaces within the property of the restaurant, which is reserved to its customers.
Vehicle access between the south parking lot and the restaurant is restricted.
STC Traffic, Inc.
Mole D Public Boat Launch TIS and Parking Study Report 25 Results from the parking occupancy survey showed that in terms of parking space utilization, the busiest time was 10:00 AM on Sunday October 6, 2024 with 136 spaces occupied in the north and south lot.
However, the count could have been influenced by the 19th Annual Car Show. The second busiest time was 5:00 PM on Saturday October 5, when 124 spaces were occupied in both lots. Both counts mean that the north and south lots were less than 20% utilized at these times. It should be noted that the seaside lagoon is not open in October when the counts were conducted.
3.2 PROPOSED PARKING EVALUATION
The project proposes the following changes to the parking:
• Install a total of 54 vehicle + trailer parking spaces and 6 RV + trailer parking spaces. • Reconfigure both parking lots to provide an optimum number of parking spaces.
The proposed site design layout is shown in Figure 1-2. The proposed parking conditions are summarized in Table 3-2.
Table 3-2: Proposed Parking Condition
Parking Lot Parking Spaces Land Use/Activity Served
North Parking Lot Regular – 346
Regular ADA – 3
Vehicle +Trailer – 20
Vehicle +Trailer ADA – 2
RV +Trailer - 6
Total = 377
- Seaside Lagoon
- California Surf Club & Restaurant
South Parking Lot Regular – 110
Regular ADA – 6
Vehicle + Trailer – 30
Vehicle + Trailer ADA - 2
Total = 148
- Captain Kidd’s Fish Market and Restaurant
- R/10 Social House Restaurant
- FOSS Marine Services
- Boat Launch Ramp (2 lanes)
Total (North + South
Lots)
Regular – 456
Regular ADA – 9
Vehicle + Trailer – 50
Vehicle + Trailer ADA – 4
RV + Trailer - 6
Total = 525
- All waterfront land uses
The parking lots may also be utilized by visitors for other activities including walking, running, biking and water activities.
STC Traffic, Inc.
Mole D Public Boat Launch TIS and Parking Study Report 26 A comparison of existing and proposed parking is shown in Table 3-3.
Table 3-3 Existing and Proposed Parking Comparison (North + South Lots) Type Existing Proposed Increase (+) / Decrease (-)
Regular Parking Spaces (including ADA) 670 465 -205
Vehicle + Trailer Spaces (including ADA) 49 54 +6
RV + Trailer Parking 0 6 +5
Total 719 525 -194
Table 3-3 shows that the project will result in a reduction of 194 parking spaces.
There are an additional 346 parking spaces available in the vicinity of the project site at the following locations. These are shown in Figure 3-1 and are less than 600 feet from the project site (measured from the center of the south parking lot on Mole D).
• 331 parking spaces within the Redondo Beach Waterfront multi-story parking garage which is located east of the project site and accessed off the Harbor Drive and N Pacific Avenue stop controlled intersection. Pedestrian access exists between the parking garage, the south parking lot and the International Boardwalk.
• 15 on-street parking spaces along east side of Harbor Drive between Beryl Street and Redondo Beach Marina entrance.
Mole D Public Boat Launch Project
Figure 3-1
Other Waterfront Parking LocaƟons
LEGEND
N Harbor Drive On-Street Parking (15 Spaces)aRedondo Beach Water Front Parking Garage (331 Spaces) N Harbor Dr
N Pacific Ave
Project Driveway
STC Traffic, Inc.
Mole D Public Boat Launch TIS and Parking Study Report 28
3.3 CITY PARKING REQUIREMENTS
This section considers the parking space requirements for existing businesses within Mole D, the parking requirements for the project, and whether the proposed parking supply is sufficient to meet these requirements. The following information, shown in Table 3-4, was provided by the City and includes floor area, parking space rate, and the number of parking spaces required based on the municipal code. The City does not have a parking requirement for open space so the data for Seaside Lagoon was provided by the City and is based on adult visitors paying for entry at the Seaside Lagoon between its open season of Memorial Day weekend through Labor Day Weekend. This data is provided in Appendix D.
Table 3-4 Parking Requirements for Existing Uses
Location Business Name and
Type of Use Parking Rate Building Square Footage or Number of Seats Parking
Spaces
Required
181 N Harbor Drive Redondo Beach
Marina Office 1 space per 300 SF 1491 SF 5
181 N Harbor Drive
Basin 3 Commercial
Vessel Operators.
Boat Slips.
3/4 space per boat slip 15 slips 11
161 N Harbor Drive Foss Building Office 1 space per 300 SF 1,216 SF 4 179 N Harbor Drive R10 Sitdown
Restaurant
1 per 4 seats but not less than 1
space per 50 SF of seating area 90 seats or 1,178 SF 24 Outdoor Seating - No additional
parking required for first 12
seats. Thereafter, 1 per 6 seats
20 seats 3
209 N Harbor Drive Captain Kidd's
Sitdown Restaurant
1 per 4 seats but not less than 1
space per 50 SF of seating area 216 seats or 2,835.41 SF 301 Outdoor Seating - No additional
parking required for first 12
seats. Thereafter, 1 per 6 seats
12 seats 0
239 N Harbor
Drive
CA Surf Club.
Commercial
Recreation
1 per 250 SF 5,867 SF 25
245 N Harbor
Drive
CA Surf Club
Sitdown Restaurant
1 per 4 seats but not less
than 1 space per 50 SF of
seating area
44 seats or 1,321 SF 26
Outdoor Seating - No
additional parking required
for first 12 seats. Thereafter,
1 per 6 seats
61 seats 8
200 Portofino
Way Seaside Lagoon 213 peak season demand based on 2024 open season 2132 Total 349
1 A total of 57 spaces are required but 27 spaces are provided in purpose-built parking lot. 2 The seaside lagoon number of spaces is based on open season demand since the City does not have a parking requirement for this land use.
Table 3-4 shows that 349 spaces are required for the existing uses based on City parking requirements.
STC Traffic, Inc.
Mole D Public Boat Launch TIS and Parking Study Report 29 Project Parking Requirements
Per the California Department of Parks and Recreation Division of Boating and Waterways Layout & Design Guidelines for Boat Launching Facilities (2021) the minimum parking space ratio for the project should be between 20 and 30 vehicle and trailer parking spaces per launch lane. Sixty (60) spaces in total were assumed for a conservative estimate for the two proposed launch lanes and to comply with Measure C requirements. Table 3-5 compares the Existing + Project parking requirements with the proposed parking supply.
Table 3-5 Parking Requirements for Existing + Proposed Land Uses vs Parking Supply Parking Spaces Total
Existing Municipal Code Requirement 349
Project Requirement 60
Existing + Project Requirement 409
Total Proposed Parking Supply North & South Parking Lots 525 Parking Space Surplus 116
Table 3-2 shows that 525 parking spaces are proposed in Mole D following the completion of the project.
Table 3-5 shows that with the completion of the project a total of 409 parking spaces will be required resulting in a surplus of 116 parking spaces. Therefore, it can be concluded that the proposed parking supply will accommodate municipal code parking requirements for the existing land uses plus the proposed project.
STC Traffic, Inc.
Mole D Public Boat Launch TIS and Parking Study Report 30 4 PROJECT ACCESS, ON-SITE AND PEDESTRIAN CIRCULATION
ASSESSMENT
This section presents an evaluation of the project access, on-site vehicle and pedestrian circulation of the proposed project site design layout.
4.1 PROJECT ACCESS
The access to the project site will be retained at the Redondo Beach Marina entrance on Harbor Drive with the following changes:
• The outbound lanes will be reduced from the current two lanes to one lane. This should reduce the conflict zone between vehicles, bicyclists and pedestrians at the driveway access/ egress. The existing one inbound lane will be retained.
• Parking fees will be collected through pay over cell phone or pay stations within the parking lot. • We understand that the City would like to modify curb returns and make lanes as narrow as possible to shrink the intersection and turning templates at the Harbor Drive access are provided in Appendix E.
4.1.1 Operations and Queue Analysis
The queue length is based on the Synchro analysis software and is reported as 95th percentile queue length in number of vehicles. The intersection operations and queue analysis for the Harbor Drive and Redondo Beach Marina entrance for the Opening Year 2027 With Project is summarized in Table 4-1.
Table 4-1: Opening Year 2027 With Project Access Analysis Mov
AM MD PM
QL App
D/LOS
Int
D/LOS QL App D/LOS
Int
D/LOS QL App D/LOS
Int
D/LOS
EB LR 1 7.4 / A
7.7 / A
1 8.6 / A
8.7 / A
1 9.9 / A
10.0 / A
NB L 1
7.8 / A
1 8.6 / A
1 10.2 / B
NB T 1 1 2
SB TR 1 7.7 / A 1 8.9 / A 2 9.9 / A
- Mov-Movement, QL-Queue Length, App-Approach, D-Delay, LOS-Level of Service, EB-Eastbound, NB-Northbound, SB-Southbound, L-Left Turn, T-Through, R-Right Turn
- 95th Percentile queue length reported in vehicles.
- Delay reported in seconds.
As shown in Table 4-1 for all the peak hours, with the addition of project trips to the project access intersection, all approaches and the whole intersection is forecast to operate at a LOS B or better. Excess queueing is not anticipated at the intersection approaches.
STC Traffic, Inc.
Mole D Public Boat Launch TIS and Parking Study Report 31
4.1.2 Project Access Design Assessment
The existing curb returns at the project access will be retained which are designed per the applicable standards to accommodate large vehicles with trailer maneuvers. In addition, the reduction in the number of outbound lanes and the removal of the roadway median and the parking ticket booths at the entrance, more room is provided for maneuvering through the parking lots. This will also reduce the number of potential conflict points with the bike lane on Harbor Drive. It should also be noted that vehicles with trailers are currently accessing the project site through this access under existing conditions.
4.2 ON-SITE VEHICLE CIRCULATION
The following is a summary of the on-site vehicle circulation elements of the proposed project site design layout:
• As per the applicable design standard, a minimum parking drive aisle width and internal circulation roadway width of 26 feet will be provided for one-way traffic and a width of 28 feet for two-way traffic. The width for two-way traffic is sufficient for safe passage of vehicles in both directions.
• The parking aisle and internal circulation roadway width are adequate for vehicles with trailers maneuvering, including driving into and out of the parking space and turnaround from one parking drive aisle to the other.
• The end of the parking aisle may consist of raised median island or striping, the corners of which are designed to accommodate vehicles with trailers turning maneuvers. • Excess queuing and delay are not anticipated within the internal circulation roadways, that will result in adverse impact on internal circulation.
The adequacy of the proposed project site design layout for vehicles with trailers maneuver is demonstrated with turn template and included in Appendix E.
4.3 PEDESTRIAN CIRCULATION
The following is a summary of the on-site pedestrian circulation for the proposed project site design layout:
• The project will retain the pedestrian pathway from the Redondo Beach Marina entrance, which connects the sidewalk on Harbor Drive to the pedestrian promenade. • The project will modify the pedestrian pathway connecting the International Boardwalk and the pedestrian promenade, to include a minimum of 8 feet pedestrian pathway and planter area on either side of the pathway.
• Pedestrian crosswalk markings will be provided at the stop control locations within the parking lot drive aisles. This provides a comfortable pedestrian connection from the pedestrian promenade along the waterfront to the International Boardwalk and may be more attractive to pedestrians than the existing conditions.
STC Traffic, Inc.
Mole D Public Boat Launch TIS and Parking Study Report 32 5 SUMMARY AND CONCLUSION
A summary of the project and analysis findings are as follows:
Project Description
• The project proposes constructing a two-lane boat launch ramp on Mole D and includes vehicle + trailer parking, a boat launch queueing area, a turn-around area and new tenant restrooms. • The project will reconfigure the south parking lot (Mole D) and the north parking lot to accommodate the new boat launch facility, vehicle + trailer parking and to provide an optimum number of parking spaces.
• At the project access at the Redondo Beach Marina entrance on Harbor Drive, the project proposes to reduce the number of outbound lanes from two to one and retain the one inbound lane. The parking ticket booths have been removed.
Local Transportation Assessment
• The new boat launch facility is estimated to generate a total of 120 daily trips (60 inbound and 60 outbound). Most trips were assumed to occur during the peak hours. The VMT Screening Evaluation (STC Traffic, 2025) shows a lower trip generation using updated information. The level of service analysis used the higher trip generation for a conservative analysis. • Six intersections, including the project access intersection, were evaluated for project impacts in the project opening year 2027, for the AM, MD, and PM peak hours on a Saturday (busiest day of the week) during the peak season (July) by applying a seasonal growth factor to existing volumes. All intersections were forecast to operate at an acceptable LOS D or better and the addition of the project trips does not result in degradation of the intersection conditions.
Parking Evaluation
• The existing north and south parking lots provide a total of 719 spaces. The proposed project site design layout will include a total of 525 parking spaces (377 north parking lot and 148 south parking lot), resulting in a decrease in 194 parking spaces from the current condition. • The total parking requirement (Existing Plus Project) is estimated to be 409. This can be accommodated using the proposed 525 spaces in the north and south lots resulting in a surplus of 116 parking spaces following completion of the project. • In addition, there are 346 parking spaces available in the vicinity of the project site, including the Beach Waterfront multi-story parking garage (331 spaces) and on-street parking (15 spaces).
Project Access, On-Site and Pedestrian Circulation Assessment • With the addition of project trips to the project access intersection, all approaches and the intersection as a whole, are forecast to operate at a LOS B or better. Excess queuing is not anticipated at the intersection approaches.
• The project site access and the on-site circulation layout are designed to accommodate vehicles with trailers maneuvering through the parking lots.
STC Traffic, Inc.
Mole D Public Boat Launch TIS and Parking Study Report 33 • The proposed project site design layout consists of pedestrian pathways that connect the pedestrian promenade to the sidewalk on Harbor Drive and the International Boardwalk. Pedestrian crosswalk markings will be provided where required.
STC Traffic, Inc.
Mold D Public Boat Launch TIS and Parking Study Report
Appendix A
Traffic Count Data
Placer.ai Data
File Name : 01_RDB_Har_Her AM
Site Code : 23224873
Start Date : 10/5/2024
Page No : 1
City of Redondo Beach
N/S: Hermosa Avenue/N Harbor Drive
E/W: Herondo Street
Weather: Clear
Groups Printed- Total Volume
Hermosa Avenue
Southbound
Herondo Street
Westbound
N Harbor Drive
Northbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total 07:00 AM 7 9 16 16 17 33 12 2 14 63
07:15 AM 4 9 13 8 21 29 11 2 13 55
07:30 AM 14 7 21 21 9 30 13 9 22 73
07:45 AM 8 15 23 18 17 35 20 15 35 93
Total 33 40 73 63 64 127 56 28 84 284
08:00 AM 18 8 26 22 28 50 18 5 23 99
08:15 AM 11 10 21 18 24 42 23 14 37 100
08:30 AM 16 13 29 24 22 46 20 11 31 106
08:45 AM 25 14 39 25 28 53 25 11 36 128
Total 70 45 115 89 102 191 86 41 127 433
Grand Total 103 85 188 152 166 318 142 69 211 717
Apprch % 54.8 45.2 47.8 52.2 67.3 32.7
Total % 14.4 11.9 26.2 21.2 23.2 44.4 19.8 9.6 29.4
Hermosa Avenue
Southbound
Herondo Street
Westbound
N Harbor Drive
Northbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM
08:00 AM 18 8 26 22 28 50 18 5 23 99
08:15 AM 11 10 21 18 24 42 23 14 37 100
08:30 AM 16 13 29 24 22 46 20 11 31 106
08:45 AM 25 14 39 25 28 53 25 11 36 128
Total Volume 70 45 115 89 102 191 86 41 127 433
% App. Total 60.9 39.1 46.6 53.4 67.7 32.3
PHF .700 .804 .737 .890 .911 .901 .860 .732 .858 .846
Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 01_RDB_Har_Her AM
Site Code : 23224873
Start Date : 10/5/2024
Page No : 2
City of Redondo Beach
N/S: Hermosa Avenue/N Harbor Drive
E/W: Herondo Street
Weather: Clear
Hermosa Avenue
Herondo Street
N Harbor Drive
Thru
45 Left
70 Out In Total
188 115 303
Right
102
Left
89 Out Total In
111 191 302
Thru
86 Right
41 Out In Total
134 127 261
Peak Hour Begins at 08:00 AM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
08:00 AM 08:00 AM 08:00 AM
+0 mins. 18 8 26 22 28 50 18 5 23
+15 mins. 11 10 21 18 24 42 23 14 37
+30 mins. 16 13 29 24 22 46 20 11 31
+45 mins. 25 14 39 25 28 53 25 11 36
Total Volume 70 45 115 89 102 191 86 41 127
% App. Total 60.9 39.1 46.6 53.4 67.7 32.3
PHF .700 .804 .737 .890 .911 .901 .860 .732 .858
Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 01_RDB_Har_Her MD
Site Code : 23224873
Start Date : 10/5/2024
Page No : 1
City of Redondo Beach
N/S: Hermosa Avenue/N Harbor Drive
E/W: Herondo Street
Weather: Clear
Groups Printed- Total Volume
Hermosa Avenue
Southbound
Herondo Street
Westbound
N Harbor Drive
Northbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total 11:00 AM 30 32 62 22 39 61 33 19 52 175
11:15 AM 27 32 59 35 28 63 34 20 54 176
11:30 AM 37 39 76 29 33 62 39 15 54 192
11:45 AM 35 30 65 36 15 51 50 11 61 177
Total 129 133 262 122 115 237 156 65 221 720
12:00 PM 24 46 70 29 34 63 42 23 65 198
12:15 PM 29 34 63 23 38 61 37 22 59 183
12:30 PM 35 36 71 30 41 71 45 25 70 212
12:45 PM 44 41 85 22 39 61 39 19 58 204
Total 132 157 289 104 152 256 163 89 252 797
Grand Total 261 290 551 226 267 493 319 154 473 1517
Apprch % 47.4 52.6 45.8 54.2 67.4 32.6
Total % 17.2 19.1 36.3 14.9 17.6 32.5 21 10.2 31.2
Hermosa Avenue
Southbound
Herondo Street
Westbound
N Harbor Drive
Northbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total Peak Hour Analysis From 11:00 AM to 12:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 12:00 PM
12:00 PM 24 46 70 29 34 63 42 23 65 198
12:15 PM 29 34 63 23 38 61 37 22 59 183
12:30 PM 35 36 71 30 41 71 45 25 70 212
12:45 PM 44 41 85 22 39 61 39 19 58 204
Total Volume 132 157 289 104 152 256 163 89 252 797
% App. Total 45.7 54.3 40.6 59.4 64.7 35.3
PHF .750 .853 .850 .867 .927 .901 .906 .890 .900 .940
Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 01_RDB_Har_Her MD
Site Code : 23224873
Start Date : 10/5/2024
Page No : 2
City of Redondo Beach
N/S: Hermosa Avenue/N Harbor Drive
E/W: Herondo Street
Weather: Clear
Hermosa Avenue
Herondo Street
N Harbor Drive
Thru
157
Left
132
Out In Total
315 289 604
Right
152
Left
104
Out Total In
221 256 477
Thru
163
Right
89 Out In Total
261 252 513
Peak Hour Begins at 12:00 PM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 11:00 AM to 12:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
12:00 PM 12:00 PM 11:45 AM
+0 mins. 24 46 70 29 34 63 50 11 61
+15 mins. 29 34 63 23 38 61 42 23 65
+30 mins. 35 36 71 30 41 71 37 22 59
+45 mins. 44 41 85 22 39 61 45 25 70
Total Volume 132 157 289 104 152 256 174 81 255
% App. Total 45.7 54.3 40.6 59.4 68.2 31.8
PHF .750 .853 .850 .867 .927 .901 .870 .810 .911
Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 01_RDB_Har_Her PM
Site Code : 23224873
Start Date : 10/5/2024
Page No : 1
City of Redondo Beach
N/S: Hermosa Avenue/N Harbor Drive
E/W: Herondo Street
Weather: Clear
Groups Printed- Total Volume
Hermosa Avenue
Southbound
Herondo Street
Westbound
N Harbor Drive
Northbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total 04:00 PM 28 47 75 37 31 68 39 19 58 201
04:15 PM 25 42 67 32 36 68 49 27 76 211
04:30 PM 37 33 70 28 40 68 44 23 67 205
04:45 PM 29 38 67 41 45 86 49 26 75 228
Total 119 160 279 138 152 290 181 95 276 845
05:00 PM 38 60 98 32 34 66 40 26 66 230
05:15 PM 22 47 69 31 36 67 45 25 70 206
05:30 PM 29 39 68 34 38 72 42 26 68 208
05:45 PM 28 39 67 29 22 51 39 24 63 181
Total 117 185 302 126 130 256 166 101 267 825
Grand Total 236 345 581 264 282 546 347 196 543 1670
Apprch % 40.6 59.4 48.4 51.6 63.9 36.1
Total % 14.1 20.7 34.8 15.8 16.9 32.7 20.8 11.7 32.5
Hermosa Avenue
Southbound
Herondo Street
Westbound
N Harbor Drive
Northbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:15 PM
04:15 PM 25 42 67 32 36 68 49 27 76 211
04:30 PM 37 33 70 28 40 68 44 23 67 205
04:45 PM 29 38 67 41 45 86 49 26 75 228
05:00 PM 38 60 98 32 34 66 40 26 66 230
Total Volume 129 173 302 133 155 288 182 102 284 874
% App. Total 42.7 57.3 46.2 53.8 64.1 35.9
PHF .849 .721 .770 .811 .861 .837 .929 .944 .934 .950
Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 01_RDB_Har_Her PM
Site Code : 23224873
Start Date : 10/5/2024
Page No : 2
City of Redondo Beach
N/S: Hermosa Avenue/N Harbor Drive
E/W: Herondo Street
Weather: Clear
Hermosa Avenue
Herondo Street
N Harbor Drive
Thru
173
Left
129
Out In Total
337 302 639
Right
155
Left
133
Out Total In
231 288 519
Thru
182
Right
102
Out In Total
306 284 590
Peak Hour Begins at 04:15 PM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:30 PM 04:45 PM 04:15 PM
+0 mins. 37 33 70 41 45 86 49 27 76
+15 mins. 29 38 67 32 34 66 44 23 67
+30 mins. 38 60 98 31 36 67 49 26 75
+45 mins. 22 47 69 34 38 72 40 26 66
Total Volume 126 178 304 138 153 291 182 102 284
% App. Total 41.4 58.6 47.4 52.6 64.1 35.9
PHF .829 .742 .776 .841 .850 .846 .929 .944 .934
Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
Location: Date: 10/5/2024
N/S: Day: Saturday
E/W:
North Leg East Leg South Leg West Leg
Hermosa Avenue Herondo Street N Harbor Drive Gateway Parkette Pedestrians Pedestrians Pedestrians Pedestrians
6 1 17 20 44
8 2 5 8 23
16 2 5 6 29
12 1 2 5 20
7 4 14 16 41
8 3 4 6 21
14 3 19 23 59
11 1 10 14 36
82 17 76 98 273
North Leg East Leg South Leg West Leg
Hermosa Avenue Herondo Street N Harbor Drive Gateway Parkette Pedestrians Pedestrians Pedestrians Pedestrians
8 3 9 11 31
14 2 8 20 44
9 1 5 10 25
6 7 13 7 33
8 5 8 10 31
7 1 1 3 12
15 5 3 6 29
7 5 7 9 28
74 29 54 76 233
North Leg East Leg South Leg West Leg
Hermosa Avenue Herondo Street N Harbor Drive Gateway Parkette Pedestrians Pedestrians Pedestrians Pedestrians
9 5 6 6 26
12 2 11 9 34
5 3 7 10 25
5 7 7 6 25
4 1 4 5 14
5 4 6 14 29
9 2 2 8 21
5 1 5 7 18
54 25 48 65 192
12:15 PM
12:30 PM
12:45 PM
Redondo Beach
Hermosa Ave/Harbor Dr
Herondo Street
PEDESTRIANS
7:00 AM
7:15 AM
7:30 AM
TOTAL VOLUMES:
7:45 AM
8:00 AM
8:15 AM
8:30 AM
8:45 AM
TOTAL VOLUMES:
11:00 AM
11:15 AM
11:30 AM
11:45 AM
12:00 PM
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
5:15 PM
5:30 PM
5:45 PM
TOTAL VOLUMES:
Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
951-268-6268
Location:
N/S: Date: 10/5/2024
E/W: Day: Saturday
Left Thru Right Left Thru Right Left Thru Right Left Thru Right 0 0 0 0 0 0 0 0 0 0 0 0 0
2 9 0 0 3 7 3 5 1 0 0 3 33
3 3 0 0 0 2 15 8 1 0 0 0 32
1 22 0 3 2 3 19 2 1 0 1 8 62
0 13 0 1 2 2 11 3 0 0 1 10 43
0 33 0 2 0 0 20 7 0 0 0 14 76
1 15 0 5 2 2 13 22 1 0 0 9 70
2 17 0 2 0 5 17 5 1 0 0 10 59
9 112 0 13 9 21 98 52 5 0 2 54 375
Left Thru Right Left Thru Right Left Thru Right Left Thru Right 1 31 0 3 1 1 31 9 2 0 0 22 101
3 12 0 2 4 1 41 11 1 0 4 14 93
1 15 0 0 0 2 30 12 0 0 0 16 76
1 16 0 2 0 3 51 9 1 1 1 24 109
6 24 0 2 0 3 18 6 3 0 0 35 97
2 27 0 2 0 2 60 6 3 0 2 22 126
5 20 0 0 0 2 47 7 1 0 0 36 118
2 8 0 3 7 0 43 7 2 0 2 37 111
21 153 0 14 12 14 321 67 13 1 9 206 831
Left Thru Right Left Thru Right Left Thru Right Left Thru Right 5 11 0 2 0 0 24 5 0 0 2 26 75
1 10 0 1 0 0 27 5 1 1 0 24 70
1 10 0 1 0 1 29 4 5 0 5 19 75
1 6 0 2 0 1 31 3 0 0 0 31 75
2 14 0 0 0 0 10 3 0 0 0 17 46
2 6 0 0 0 1 25 6 0 0 1 19 60
2 16 0 2 0 1 10 3 0 0 5 23 62
3 6 0 1 0 1 26 1 0 1 4 13 56
17 79 0 9 0 5 182 30 6 2 17 172 519
12:00 PM
12:15 PM
12:30 PM
12:45 PM
Herondo Street
Hermosa Ave/Harbor Dr
Redondo Beach
BICYCLES
7:30 AM
7:00 AM
7:15 AM
Eastbound
TOTAL VOLUMES:
11:00 AM
11:15 AM
11:30 AM
7:45 AM
Southbound Westbound Northbound
Hermosa Avenue Herondo Street N Harbor Drive
8:00 AM
11:45 AM
8:15 AM
8:30 AM
8:45 AM
Gateway Parkette
TOTAL VOLUMES:
Hermosa Avenue Herondo Street N Harbor Drive Gateway Parkette Southbound Westbound Northbound Eastbound
Southbound Westbound Northbound Eastbound
Hermosa Avenue Herondo Street N Harbor Drive Gateway Parkette 4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
5:15 PM
5:30 PM
5:45 PM
TOTAL VOLUMES:
Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
951-268-6268
File Name : 02_RDB_Har_YC AM
Site Code : 23224873
Start Date : 10/5/2024
Page No : 1
City of Redondo Beach
N/S: N Harbor Drive
E/W: Yacht Club Way
Weather: Clear
Groups Printed- Total Volume
N Harbor Drive
Southbound
Yacht Club Way
Westbound
N Harbor Drive
Northbound
Yacht Club Way
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 0 20 4 24 0 0 0 0 0 12 0 12 1 0 2 3 39
07:15 AM 0 15 1 16 0 0 0 0 0 13 0 13 1 0 0 1 30
07:30 AM 0 25 3 28 0 0 0 0 0 20 0 20 1 0 1 2 50
07:45 AM 0 33 0 33 0 0 0 0 0 34 0 34 1 0 0 1 68
Total 0 93 8 101 0 0 0 0 0 79 0 79 4 0 3 7 187
08:00 AM 0 23 4 27 0 0 0 0 1 21 0 22 1 0 0 1 50
08:15 AM 0 27 1 28 0 0 0 0 1 39 0 40 0 0 1 1 69
08:30 AM 0 32 4 36 0 0 0 0 0 30 0 30 2 0 1 3 69
08:45 AM 0 38 2 40 0 0 0 0 0 34 0 34 0 0 1 1 75
Total 0 120 11 131 0 0 0 0 2 124 0 126 3 0 3 6 263
Grand Total 0 213 19 232 0 0 0 0 2 203 0 205 7 0 6 13 450 Apprch % 0 91.8 8.2 0 0 0 1 99 0 53.8 0 46.2
Total % 0 47.3 4.2 51.6 0 0 0 0 0.4 45.1 0 45.6 1.6 0 1.3 2.9 N Harbor Drive
Southbound
Yacht Club Way
Westbound
N Harbor Drive
Northbound
Yacht Club Way
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM
08:00 AM 0 23 4 27 0 0 0 0 1 21 0 22 1 0 0 1 50
08:15 AM 0 27 1 28 0 0 0 0 1 39 0 40 0 0 1 1 69
08:30 AM 0 32 4 36 0 0 0 0 0 30 0 30 2 0 1 3 69
08:45 AM 0 38 2 40 0 0 0 0 0 34 0 34 0 0 1 1 75
Total Volume 0 120 11 131 0 0 0 0 2 124 0 126 3 0 3 6 263 % App. Total 0 91.6 8.4 0 0 0 1.6 98.4 0 50 0 50
PHF .000 .789 .688 .819 .000 .000 .000 .000 .500 .795 .000 .788 .375 .000 .750 .500 .877 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 02_RDB_Har_YC AM
Site Code : 23224873
Start Date : 10/5/2024
Page No : 2
City of Redondo Beach
N/S: N Harbor Drive
E/W: Yacht Club Way
Weather: Clear
N Harbor Drive
Yacht Club Way
Yacht Club Way
N Harbor Drive
Right
11 Thru
120
Left
0 Out In Total
127 131 258
Right
0 Thru
0 Left
0 Out Total In
0 0 0
Left
2 Thru
124
Right
0 Out In Total
123 126 249
Left
3 Thru
0 Right
3 Total Out In
13 6 19
Peak Hour Begins at 08:00 AM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
08:00 AM 07:00 AM 07:45 AM 07:00 AM
+0 mins. 0 23 4 27 0 0 0 0 0 34 0 34 1 0 2 3
+15 mins. 0 27 1 28 0 0 0 0 1 21 0 22 1 0 0 1
+30 mins. 0 32 4 36 0 0 0 0 1 39 0 40 1 0 1 2
+45 mins. 0 38 2 40 0 0 0 0 0 30 0 30 1 0 0 1
Total Volume 0 120 11 131 0 0 0 0 2 124 0 126 4 0 3 7
% App. Total 0 91.6 8.4 0 0 0 1.6 98.4 0 57.1 0 42.9
PHF .000 .789 .688 .819 .000 .000 .000 .000 .500 .795 .000 .788 1.000 .000 .375 .583 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 02_RDB_Har_YC MD
Site Code : 23224873
Start Date : 10/5/2024
Page No : 1
City of Redondo Beach
N/S: N Harbor Drive
E/W: Yacht Club Way
Weather: Clear
Groups Printed- Total Volume
N Harbor Drive
Southbound
Yacht Club Way
Westbound
N Harbor Drive
Northbound
Yacht Club Way
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 11:00 AM 0 52 3 55 0 0 0 0 1 51 0 52 5 0 3 8 115
11:15 AM 0 64 3 67 0 0 0 0 1 49 0 50 2 0 4 6 123
11:30 AM 2 61 5 68 0 0 0 0 0 52 0 52 1 0 3 4 124
11:45 AM 1 59 4 64 0 0 0 0 1 61 0 62 2 0 2 4 130
Total 3 236 15 254 0 0 0 0 3 213 0 216 10 0 12 22 492
12:00 PM 1 76 0 77 0 0 0 0 2 61 0 63 4 0 3 7 147
12:15 PM 0 56 1 57 0 0 0 0 0 55 0 55 3 0 1 4 116
12:30 PM 0 59 5 64 0 0 0 0 0 69 0 69 1 0 2 3 136
12:45 PM 0 60 3 63 0 0 0 0 3 58 1 62 1 0 1 2 127
Total 1 251 9 261 0 0 0 0 5 243 1 249 9 0 7 16 526
Grand Total 4 487 24 515 0 0 0 0 8 456 1 465 19 0 19 38 1018 Apprch % 0.8 94.6 4.7 0 0 0 1.7 98.1 0.2 50 0 50
Total % 0.4 47.8 2.4 50.6 0 0 0 0 0.8 44.8 0.1 45.7 1.9 0 1.9 3.7 N Harbor Drive
Southbound
Yacht Club Way
Westbound
N Harbor Drive
Northbound
Yacht Club Way
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 11:00 AM to 12:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 11:45 AM
11:45 AM 1 59 4 64 0 0 0 0 1 61 0 62 2 0 2 4 130
12:00 PM 1 76 0 77 0 0 0 0 2 61 0 63 4 0 3 7 147
12:15 PM 0 56 1 57 0 0 0 0 0 55 0 55 3 0 1 4 116
12:30 PM 0 59 5 64 0 0 0 0 0 69 0 69 1 0 2 3 136
Total Volume 2 250 10 262 0 0 0 0 3 246 0 249 10 0 8 18 529 % App. Total 0.8 95.4 3.8 0 0 0 1.2 98.8 0 55.6 0 44.4
PHF .500 .822 .500 .851 .000 .000 .000 .000 .375 .891 .000 .902 .625 .000 .667 .643 .900 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 02_RDB_Har_YC MD
Site Code : 23224873
Start Date : 10/5/2024
Page No : 2
City of Redondo Beach
N/S: N Harbor Drive
E/W: Yacht Club Way
Weather: Clear
N Harbor Drive
Yacht Club Way
Yacht Club Way
N Harbor Drive
Right
10 Thru
250
Left
2 Out In Total
256 262 518
Right
0 Thru
0 Left
0 Out Total In
2 0 2
Left
3 Thru
246
Right
0 Out In Total
258 249 507
Left
10 Thru
0 Right
8 Total Out In
13 18 31
Peak Hour Begins at 11:45 AM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 11:00 AM to 12:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
11:15 AM 11:00 AM 11:45 AM 11:00 AM
+0 mins. 0 64 3 67 0 0 0 0 1 61 0 62 5 0 3 8
+15 mins. 2 61 5 68 0 0 0 0 2 61 0 63 2 0 4 6
+30 mins. 1 59 4 64 0 0 0 0 0 55 0 55 1 0 3 4
+45 mins. 1 76 0 77 0 0 0 0 0 69 0 69 2 0 2 4
Total Volume 4 260 12 276 0 0 0 0 3 246 0 249 10 0 12 22 % App. Total 1.4 94.2 4.3 0 0 0 1.2 98.8 0 45.5 0 54.5
PHF .500 .855 .600 .896 .000 .000 .000 .000 .375 .891 .000 .902 .500 .000 .750 .688 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 02_RDB_Har_YC PM
Site Code : 23224873
Start Date : 10/5/2024
Page No : 1
City of Redondo Beach
N/S: N Harbor Drive
E/W: Yacht Club Way
Weather: Clear
Groups Printed- Total Volume
N Harbor Drive
Southbound
Yacht Club Way
Westbound
N Harbor Drive
Northbound
Yacht Club Way
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 0 79 3 82 0 0 1 1 1 53 0 54 3 0 1 4 141
04:15 PM 0 71 3 74 0 0 0 0 1 73 1 75 3 0 2 5 154
04:30 PM 0 58 2 60 0 0 0 0 1 66 0 67 1 0 6 7 134
04:45 PM 0 76 2 78 0 0 0 0 3 72 0 75 5 0 6 11 164
Total 0 284 10 294 0 0 1 1 6 264 1 271 12 0 15 27 593
05:00 PM 0 89 4 93 0 0 0 0 2 62 0 64 2 0 3 5 162
05:15 PM 0 72 7 79 0 0 0 0 1 68 0 69 2 0 6 8 156
05:30 PM 0 67 6 73 0 0 0 0 7 68 0 75 0 0 12 12 160
05:45 PM 0 58 9 67 1 0 0 1 0 62 1 63 3 0 3 6 137
Total 0 286 26 312 1 0 0 1 10 260 1 271 7 0 24 31 615
Grand Total 0 570 36 606 1 0 1 2 16 524 2 542 19 0 39 58 1208 Apprch % 0 94.1 5.9 50 0 50 3 96.7 0.4 32.8 0 67.2
Total % 0 47.2 3 50.2 0.1 0 0.1 0.2 1.3 43.4 0.2 44.9 1.6 0 3.2 4.8 N Harbor Drive
Southbound
Yacht Club Way
Westbound
N Harbor Drive
Northbound
Yacht Club Way
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM
04:45 PM 0 76 2 78 0 0 0 0 3 72 0 75 5 0 6 11 164
05:00 PM 0 89 4 93 0 0 0 0 2 62 0 64 2 0 3 5 162
05:15 PM 0 72 7 79 0 0 0 0 1 68 0 69 2 0 6 8 156
05:30 PM 0 67 6 73 0 0 0 0 7 68 0 75 0 0 12 12 160
Total Volume 0 304 19 323 0 0 0 0 13 270 0 283 9 0 27 36 642 % App. Total 0 94.1 5.9 0 0 0 4.6 95.4 0 25 0 75
PHF .000 .854 .679 .868 .000 .000 .000 .000 .464 .938 .000 .943 .450 .000 .563 .750 .979 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 02_RDB_Har_YC PM
Site Code : 23224873
Start Date : 10/5/2024
Page No : 2
City of Redondo Beach
N/S: N Harbor Drive
E/W: Yacht Club Way
Weather: Clear
N Harbor Drive
Yacht Club Way
Yacht Club Way
N Harbor Drive
Right
19 Thru
304
Left
0 Out In Total
279 323 602
Right
0 Thru
0 Left
0 Out Total In
0 0 0
Left
13 Thru
270
Right
0 Out In Total
331 283 614
Left
9 Thru
0 Right
27 Total Out In
32 36 68
Peak Hour Begins at 04:45 PM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:45 PM 04:00 PM 04:45 PM 04:45 PM
+0 mins. 0 76 2 78 0 0 1 1 3 72 0 75 5 0 6 11
+15 mins. 0 89 4 93 0 0 0 0 2 62 0 64 2 0 3 5
+30 mins. 0 72 7 79 0 0 0 0 1 68 0 69 2 0 6 8
+45 mins. 0 67 6 73 0 0 0 0 7 68 0 75 0 0 12 12
Total Volume 0 304 19 323 0 0 1 1 13 270 0 283 9 0 27 36 % App. Total 0 94.1 5.9 0 0 100 4.6 95.4 0 25 0 75
PHF .000 .854 .679 .868 .000 .000 .250 .250 .464 .938 .000 .943 .450 .000 .563 .750 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
Location: Date: 10/5/2024
N/S: Day: Saturday
E/W:
North Leg East Leg South Leg West Leg
N Harbor Drive Yacht Club Way N Harbor Drive Yacht Club Way Pedestrians Pedestrians Pedestrians Pedestrians
0 4 1 31 36
0 4 0 25 29
0 5 0 23 28
0 2 1 36 39
0 3 2 24 29
0 6 1 38 45
0 4 0 45 49
0 5 0 42 47
0 33 5 264 302
North Leg East Leg South Leg West Leg
N Harbor Drive Yacht Club Way N Harbor Drive Yacht Club Way Pedestrians Pedestrians Pedestrians Pedestrians
0 5 0 41 46
0 3 0 59 62
0 0 2 24 26
0 6 1 21 28
1 9 1 39 50
0 2 1 32 35
0 2 0 27 29
0 4 0 28 32
1 31 5 271 308
North Leg East Leg South Leg West Leg
N Harbor Drive Yacht Club Way N Harbor Drive Yacht Club Way Pedestrians Pedestrians Pedestrians Pedestrians
0 7 0 23 30
0 3 0 17 20
0 1 0 16 17
0 2 0 13 15
0 1 0 12 13
0 0 0 15 15
0 1 0 17 18
0 4 0 16 20
0 19 0 129 148
12:15 PM
12:30 PM
12:45 PM
Redondo Beach
N Harbor Drive
Yacht Club Way
PEDESTRIANS
7:00 AM
7:15 AM
7:30 AM
TOTAL VOLUMES:
7:45 AM
8:00 AM
8:15 AM
8:30 AM
8:45 AM
TOTAL VOLUMES:
11:00 AM
11:15 AM
11:30 AM
11:45 AM
12:00 PM
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
5:15 PM
5:30 PM
5:45 PM
TOTAL VOLUMES:
Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
951-268-6268
Location:
N/S: Date: 10/5/2024
E/W: Day: Saturday
Left Thru Right Left Thru Right Left Thru Right Left Thru Right 0 11 0 0 0 0 0 12 0 0 0 0 23
0 4 0 0 0 0 0 24 0 0 0 0 28
1 29 0 0 0 0 0 19 0 0 0 0 49
0 24 0 0 0 0 0 16 0 0 0 0 40
0 46 0 0 0 0 1 27 0 0 0 0 74
0 26 2 0 0 0 0 37 0 0 0 1 66
0 30 1 0 0 0 0 24 0 0 0 1 56
0 41 0 0 0 0 0 37 0 0 0 0 78
1 211 3 0 0 0 1 196 0 0 0 2 414
Left Thru Right Left Thru Right Left Thru Right Left Thru Right 0 51 0 0 0 0 0 42 0 0 0 0 93
0 29 1 0 0 0 0 49 0 0 0 1 80
0 29 0 0 0 0 0 42 0 0 0 0 71
0 38 0 0 0 0 0 60 0 0 0 0 98
0 63 0 0 0 0 0 29 0 0 0 2 94
0 47 0 0 0 0 0 56 0 0 0 0 103
0 59 0 0 0 0 0 48 0 0 0 1 108
0 50 0 0 0 0 1 49 0 0 0 1 101
0 366 1 0 0 0 1 375 0 0 0 5 748
Left Thru Right Left Thru Right Left Thru Right Left Thru Right 0 34 1 0 0 0 2 32 0 0 0 1 70
0 34 0 0 0 0 0 30 0 0 0 0 64
0 28 0 0 0 0 0 33 0 0 0 0 61
0 33 3 0 0 0 0 34 0 1 0 0 71
1 25 1 0 0 0 1 13 0 0 0 0 41
0 24 0 0 0 0 1 27 0 0 0 0 52
0 43 0 0 0 0 0 13 0 0 0 0 56
0 19 0 0 0 0 0 27 0 0 0 0 46
1 240 5 0 0 0 4 209 0 1 0 1 461
12:00 PM
12:15 PM
12:30 PM
12:45 PM
Yacht Club Way
N Harbor Drive
Redondo Beach
BICYCLES
7:30 AM
7:00 AM
7:15 AM
Eastbound
TOTAL VOLUMES:
11:00 AM
11:15 AM
11:30 AM
7:45 AM
Southbound Westbound Northbound
N Harbor Drive Yacht Club Way N Harbor Drive
8:00 AM
11:45 AM
8:15 AM
8:30 AM
8:45 AM
Yacht Club Way
TOTAL VOLUMES:
N Harbor Drive Yacht Club Way N Harbor Drive Yacht Club Way Southbound Westbound Northbound Eastbound
Southbound Westbound Northbound Eastbound
N Harbor Drive Yacht Club Way N Harbor Drive Yacht Club Way 4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
5:15 PM
5:30 PM
5:45 PM
TOTAL VOLUMES:
Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
951-268-6268
File Name : 03_RDB_Har_Mar AM
Site Code : 23224873
Start Date : 10/5/2024
Page No : 1
City of Redondo Beach
N/S: N Harbor Drive
E/W: Marina Way
Weather: Clear
Groups Printed- Total Volume
N Harbor Drive
Southbound
Gated Driveway
Westbound
N Harbor Drive
Northbound
Marina Way
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 0 7 18 25 0 0 0 0 10 11 0 21 1 0 3 4 50
07:15 AM 0 9 8 17 0 0 0 0 11 11 0 22 4 0 0 4 43
07:30 AM 0 6 20 26 0 0 0 0 10 15 0 25 4 0 1 5 56
07:45 AM 0 10 20 30 0 0 0 0 22 20 0 42 12 0 6 18 90
Total 0 32 66 98 0 0 0 0 53 57 0 110 21 0 10 31 239
08:00 AM 0 8 18 26 0 0 0 0 9 17 0 26 7 0 7 14 66
08:15 AM 0 13 11 24 0 0 0 0 8 24 0 32 16 0 11 27 83
08:30 AM 0 14 19 33 0 0 0 0 12 20 0 32 8 0 9 17 82
08:45 AM 0 22 16 38 0 0 0 0 16 26 0 42 11 0 14 25 105
Total 0 57 64 121 0 0 0 0 45 87 0 132 42 0 41 83 336
Grand Total 0 89 130 219 0 0 0 0 98 144 0 242 63 0 51 114 575 Apprch % 0 40.6 59.4 0 0 0 40.5 59.5 0 55.3 0 44.7
Total % 0 15.5 22.6 38.1 0 0 0 0 17 25 0 42.1 11 0 8.9 19.8 N Harbor Drive
Southbound
Gated Driveway
Westbound
N Harbor Drive
Northbound
Marina Way
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM
08:00 AM 0 8 18 26 0 0 0 0 9 17 0 26 7 0 7 14 66
08:15 AM 0 13 11 24 0 0 0 0 8 24 0 32 16 0 11 27 83
08:30 AM 0 14 19 33 0 0 0 0 12 20 0 32 8 0 9 17 82
08:45 AM 0 22 16 38 0 0 0 0 16 26 0 42 11 0 14 25 105
Total Volume 0 57 64 121 0 0 0 0 45 87 0 132 42 0 41 83 336 % App. Total 0 47.1 52.9 0 0 0 34.1 65.9 0 50.6 0 49.4
PHF .000 .648 .842 .796 .000 .000 .000 .000 .703 .837 .000 .786 .656 .000 .732 .769 .800 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 03_RDB_Har_Mar AM
Site Code : 23224873
Start Date : 10/5/2024
Page No : 2
City of Redondo Beach
N/S: N Harbor Drive
E/W: Marina Way
Weather: Clear
N Harbor Drive
Marina Way
Gated Driveway
N Harbor Drive
Right
64 Thru
57 Left
0 Out In Total
129 121 250
Right
0 Thru
0 Left
0 Out Total In
0 0 0
Left
45 Thru
87 Right
0 Out In Total
98 132 230
Left
42 Thru
0 Right
41 Total Out In
109 83 192
Peak Hour Begins at 08:00 AM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
08:00 AM 07:00 AM 07:45 AM 08:00 AM
+0 mins. 0 8 18 26 0 0 0 0 22 20 0 42 7 0 7 14
+15 mins. 0 13 11 24 0 0 0 0 9 17 0 26 16 0 11 27
+30 mins. 0 14 19 33 0 0 0 0 8 24 0 32 8 0 9 17
+45 mins. 0 22 16 38 0 0 0 0 12 20 0 32 11 0 14 25
Total Volume 0 57 64 121 0 0 0 0 51 81 0 132 42 0 41 83 % App. Total 0 47.1 52.9 0 0 0 38.6 61.4 0 50.6 0 49.4
PHF .000 .648 .842 .796 .000 .000 .000 .000 .580 .844 .000 .786 .656 .000 .732 .769 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 03_RDB_Har_Mar MD
Site Code : 23224873
Start Date : 10/5/2024
Page No : 1
City of Redondo Beach
N/S: N Harbor Drive
E/W: Marina Way
Weather: Clear
Groups Printed- Total Volume
N Harbor Drive
Southbound
Gated Driveway
Westbound
N Harbor Drive
Northbound
Marina Way
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 11:00 AM 0 39 15 54 0 0 0 0 16 26 0 42 23 0 15 38 134
11:15 AM 0 42 25 67 0 0 0 0 19 37 0 56 15 0 15 30 153
11:30 AM 0 36 28 64 0 0 0 0 22 31 0 53 24 0 21 45 162
11:45 AM 0 38 25 63 0 0 0 0 27 40 0 67 24 0 16 40 170
Total 0 155 93 248 0 0 0 0 84 134 0 218 86 0 67 153 619 12:00 PM 0 37 43 80 0 0 0 0 15 36 0 51 23 0 17 40 171
12:15 PM 0 44 18 62 0 0 0 0 18 37 0 55 18 0 13 31 148
12:30 PM 0 39 21 60 0 0 0 0 10 44 0 54 27 0 23 50 164
12:45 PM 0 39 15 54 0 0 0 0 22 41 0 63 21 0 13 34 151
Total 0 159 97 256 0 0 0 0 65 158 0 223 89 0 66 155 634 Grand Total 0 314 190 504 0 0 0 0 149 292 0 441 175 0 133 308 1253 Apprch % 0 62.3 37.7 0 0 0 33.8 66.2 0 56.8 0 43.2
Total % 0 25.1 15.2 40.2 0 0 0 0 11.9 23.3 0 35.2 14 0 10.6 24.6 N Harbor Drive
Southbound
Gated Driveway
Westbound
N Harbor Drive
Northbound
Marina Way
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 11:00 AM to 12:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 11:15 AM
11:15 AM 0 42 25 67 0 0 0 0 19 37 0 56 15 0 15 30 153
11:30 AM 0 36 28 64 0 0 0 0 22 31 0 53 24 0 21 45 162
11:45 AM 0 38 25 63 0 0 0 0 27 40 0 67 24 0 16 40 170
12:00 PM 0 37 43 80 0 0 0 0 15 36 0 51 23 0 17 40 171
Total Volume 0 153 121 274 0 0 0 0 83 144 0 227 86 0 69 155 656 % App. Total 0 55.8 44.2 0 0 0 36.6 63.4 0 55.5 0 44.5
PHF .000 .911 .703 .856 .000 .000 .000 .000 .769 .900 .000 .847 .896 .000 .821 .861 .959 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 03_RDB_Har_Mar MD
Site Code : 23224873
Start Date : 10/5/2024
Page No : 2
City of Redondo Beach
N/S: N Harbor Drive
E/W: Marina Way
Weather: Clear
N Harbor Drive
Marina Way
Gated Driveway
N Harbor Drive
Right
121
Thru
153
Left
0 Out In Total
230 274 504
Right
0 Thru
0 Left
0 Out Total In
0 0 0
Left
83 Thru
144
Right
0 Out In Total
222 227 449
Left
86 Thru
0 Right
69 Total Out In
204 155 359
Peak Hour Begins at 11:15 AM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 11:00 AM to 12:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
11:15 AM 11:00 AM 11:15 AM 11:45 AM
+0 mins. 0 42 25 67 0 0 0 0 19 37 0 56 24 0 16 40
+15 mins. 0 36 28 64 0 0 0 0 22 31 0 53 23 0 17 40
+30 mins. 0 38 25 63 0 0 0 0 27 40 0 67 18 0 13 31
+45 mins. 0 37 43 80 0 0 0 0 15 36 0 51 27 0 23 50
Total Volume 0 153 121 274 0 0 0 0 83 144 0 227 92 0 69 161 % App. Total 0 55.8 44.2 0 0 0 36.6 63.4 0 57.1 0 42.9
PHF .000 .911 .703 .856 .000 .000 .000 .000 .769 .900 .000 .847 .852 .000 .750 .805 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 03_RDB_Har_Mar PM
Site Code : 23224873
Start Date : 10/5/2024
Page No : 1
City of Redondo Beach
N/S: N Harbor Drive
E/W: Marina Way
Weather: Clear
Groups Printed- Total Volume
N Harbor Drive
Southbound
Gated Driveway
Westbound
N Harbor Drive
Northbound
Marina Way
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 0 52 19 71 0 0 0 0 18 39 0 57 18 0 13 31 159
04:15 PM 0 50 19 69 0 0 0 0 18 54 0 72 22 0 15 37 178
04:30 PM 0 40 25 65 0 0 0 0 19 46 0 65 18 0 18 36 166
04:45 PM 0 47 37 84 0 0 0 0 16 47 0 63 26 0 25 51 198
Total 0 189 100 289 0 0 0 0 71 186 0 257 84 0 71 155 701 05:00 PM 0 58 28 86 0 0 0 0 21 34 0 55 24 0 26 50 191
05:15 PM 0 56 25 81 0 0 0 0 13 52 0 65 18 0 24 42 188
05:30 PM 0 52 28 80 0 0 0 0 23 43 0 66 36 0 20 56 202
05:45 PM 0 40 25 65 0 0 0 0 29 43 0 72 18 0 16 34 171
Total 0 206 106 312 0 0 0 0 86 172 0 258 96 0 86 182 752 Grand Total 0 395 206 601 0 0 0 0 157 358 0 515 180 0 157 337 1453 Apprch % 0 65.7 34.3 0 0 0 30.5 69.5 0 53.4 0 46.6
Total % 0 27.2 14.2 41.4 0 0 0 0 10.8 24.6 0 35.4 12.4 0 10.8 23.2 N Harbor Drive
Southbound
Gated Driveway
Westbound
N Harbor Drive
Northbound
Marina Way
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM
04:45 PM 0 47 37 84 0 0 0 0 16 47 0 63 26 0 25 51 198
05:00 PM 0 58 28 86 0 0 0 0 21 34 0 55 24 0 26 50 191
05:15 PM 0 56 25 81 0 0 0 0 13 52 0 65 18 0 24 42 188
05:30 PM 0 52 28 80 0 0 0 0 23 43 0 66 36 0 20 56 202
Total Volume 0 213 118 331 0 0 0 0 73 176 0 249 104 0 95 199 779 % App. Total 0 64.4 35.6 0 0 0 29.3 70.7 0 52.3 0 47.7
PHF .000 .918 .797 .962 .000 .000 .000 .000 .793 .846 .000 .943 .722 .000 .913 .888 .964 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 03_RDB_Har_Mar PM
Site Code : 23224873
Start Date : 10/5/2024
Page No : 2
City of Redondo Beach
N/S: N Harbor Drive
E/W: Marina Way
Weather: Clear
N Harbor Drive
Marina Way
Gated Driveway
N Harbor Drive
Right
118
Thru
213
Left
0 Out In Total
280 331 611
Right
0 Thru
0 Left
0 Out Total In
0 0 0
Left
73 Thru
176
Right
0 Out In Total
308 249 557
Left
104
Thru
0 Right
95 Total Out In
191 199 390
Peak Hour Begins at 04:45 PM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:45 PM 04:00 PM 05:00 PM 04:45 PM
+0 mins. 0 47 37 84 0 0 0 0 21 34 0 55 26 0 25 51
+15 mins. 0 58 28 86 0 0 0 0 13 52 0 65 24 0 26 50
+30 mins. 0 56 25 81 0 0 0 0 23 43 0 66 18 0 24 42
+45 mins. 0 52 28 80 0 0 0 0 29 43 0 72 36 0 20 56
Total Volume 0 213 118 331 0 0 0 0 86 172 0 258 104 0 95 199 % App. Total 0 64.4 35.6 0 0 0 33.3 66.7 0 52.3 0 47.7
PHF .000 .918 .797 .962 .000 .000 .000 .000 .741 .827 .000 .896 .722 .000 .913 .888 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
Location: Date: 10/5/2024
N/S: Day: Saturday
E/W:
North Leg East Leg South Leg West Leg
N Harbor Drive Gated Driveway N Harbor Drive Marina Way Pedestrians Pedestrians Pedestrians Pedestrians
0 5 0 25 30
0 2 0 31 33
0 4 0 21 25
1 0 1 32 34
1 3 0 19 23
0 6 0 46 52
1 1 0 35 37
6 8 0 32 46
9 29 1 241 280
North Leg East Leg South Leg West Leg
N Harbor Drive Gated Driveway N Harbor Drive Marina Way Pedestrians Pedestrians Pedestrians Pedestrians
1 2 0 44 47
0 2 2 46 50
0 0 0 38 38
0 2 0 22 24
0 0 0 39 39
0 1 0 32 33
0 2 0 35 37
2 1 0 32 35
3 10 2 288 303
North Leg East Leg South Leg West Leg
N Harbor Drive Gated Driveway N Harbor Drive Marina Way Pedestrians Pedestrians Pedestrians Pedestrians
3 4 0 27 34
0 3 0 24 27
0 0 0 14 14
0 2 1 17 20
0 1 0 18 19
0 0 0 10 10
0 2 1 10 13
0 2 0 13 15
3 14 2 133 152
12:15 PM
12:30 PM
12:45 PM
Redondo Beach
N Harbor Drive
Marina Way
PEDESTRIANS
7:00 AM
7:15 AM
7:30 AM
TOTAL VOLUMES:
7:45 AM
8:00 AM
8:15 AM
8:30 AM
8:45 AM
TOTAL VOLUMES:
11:00 AM
11:15 AM
11:30 AM
11:45 AM
12:00 PM
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
5:15 PM
5:30 PM
5:45 PM
TOTAL VOLUMES:
Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
951-268-6268
Location:
N/S: Date: 10/5/2024
E/W: Day: Saturday
Left Thru Right Left Thru Right Left Thru Right Left Thru Right 0 10 0 0 0 0 0 12 0 0 0 1 23
0 4 0 0 0 0 2 26 0 0 0 0 32
0 23 1 0 0 0 0 17 0 0 0 0 41
0 22 2 0 0 0 1 16 0 0 0 1 42
0 42 1 0 0 0 0 24 0 0 0 0 67
0 22 3 0 0 0 4 40 0 0 0 0 69
0 27 2 0 0 0 0 23 0 0 0 0 52
0 39 3 0 0 0 0 36 0 1 0 0 79
0 189 12 0 0 0 7 194 0 1 0 2 405
Left Thru Right Left Thru Right Left Thru Right Left Thru Right 0 47 0 0 0 0 1 44 0 0 0 4 96
0 31 1 0 0 0 2 46 0 2 0 0 82
0 22 1 0 0 0 1 42 0 4 0 1 71
0 35 2 0 0 0 1 52 0 0 0 3 93
0 68 0 0 0 0 1 33 0 1 0 2 105
0 40 0 0 0 0 1 47 0 1 0 1 90
0 57 1 0 0 0 0 49 0 1 0 1 109
0 49 1 0 0 0 0 46 0 0 0 1 97
0 349 6 0 0 0 7 359 0 9 0 13 743
Left Thru Right Left Thru Right Left Thru Right Left Thru Right 0 33 0 0 0 0 5 27 0 0 0 0 65
0 26 6 0 0 0 0 30 0 0 0 4 66
0 31 2 0 0 0 0 29 0 0 0 3 65
0 30 2 0 0 0 0 31 0 0 0 1 64
0 25 0 0 0 0 1 17 0 1 0 2 46
0 21 3 0 0 0 0 25 0 1 0 0 50
0 35 4 0 0 0 0 15 0 0 0 2 56
0 18 2 0 0 0 0 20 0 2 0 5 47
0 219 19 0 0 0 6 194 0 4 0 17 459
12:00 PM
12:15 PM
12:30 PM
12:45 PM
Marina Way
N Harbor Drive
Redondo Beach
BICYCLES
7:30 AM
7:00 AM
7:15 AM
Eastbound
TOTAL VOLUMES:
11:00 AM
11:15 AM
11:30 AM
7:45 AM
Southbound Westbound Northbound
N Harbor Drive Gated Driveway N Harbor Drive
8:00 AM
11:45 AM
8:15 AM
8:30 AM
8:45 AM
Marina Way
TOTAL VOLUMES:
N Harbor Drive Gated Driveway N Harbor Drive Marina Way Southbound Westbound Northbound Eastbound
Southbound Westbound Northbound Eastbound
N Harbor Drive Gated Driveway N Harbor Drive Marina Way 4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
5:15 PM
5:30 PM
5:45 PM
TOTAL VOLUMES:
Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
951-268-6268
File Name : 04_RDB_Har_Beryl AM
Site Code : 23224873
Start Date : 10/5/2024
Page No : 1
City of Redondo Beach
N/S: N Harbor Drive
E/W: Portofino Way/Beryl Street
Weather: Clear
Groups Printed- Total Volume
N Harbor Drive
Southbound
Beryl Street
Westbound
N Harbor Drive
Northbound
Portofino Way
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 6 2 0 8 3 5 22 30 0 5 2 7 0 6 0 6 51
07:15 AM 5 4 0 9 2 10 17 29 0 0 3 3 0 2 0 2 43
07:30 AM 8 3 0 11 1 4 27 32 0 5 7 12 0 0 0 0 55
07:45 AM 12 3 0 15 2 17 35 54 0 4 8 12 0 2 0 2 83
Total 31 12 0 43 8 36 101 145 0 14 20 34 0 10 0 10 232
08:00 AM 15 1 1 17 2 12 31 45 0 4 5 9 0 5 0 5 76
08:15 AM 19 4 1 24 13 11 25 49 2 3 3 8 1 8 1 10 91
08:30 AM 11 9 3 23 2 15 30 47 1 3 6 10 2 5 1 8 88
08:45 AM 19 12 4 35 9 15 44 68 0 4 10 14 2 11 0 13 130
Total 64 26 9 99 26 53 130 209 3 14 24 41 5 29 2 36 385 Grand Total 95 38 9 142 34 89 231 354 3 28 44 75 5 39 2 46 617 Apprch % 66.9 26.8 6.3 9.6 25.1 65.3 4 37.3 58.7 10.9 84.8 4.3 Total % 15.4 6.2 1.5 23 5.5 14.4 37.4 57.4 0.5 4.5 7.1 12.2 0.8 6.3 0.3 7.5 N Harbor Drive
Southbound
Beryl Street
Westbound
N Harbor Drive
Northbound
Portofino Way
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM
08:00 AM 15 1 1 17 2 12 31 45 0 4 5 9 0 5 0 5 76
08:15 AM 19 4 1 24 13 11 25 49 2 3 3 8 1 8 1 10 91
08:30 AM 11 9 3 23 2 15 30 47 1 3 6 10 2 5 1 8 88
08:45 AM 19 12 4 35 9 15 44 68 0 4 10 14 2 11 0 13 130
Total Volume 64 26 9 99 26 53 130 209 3 14 24 41 5 29 2 36 385 % App. Total 64.6 26.3 9.1 12.4 25.4 62.2 7.3 34.1 58.5 13.9 80.6 5.6 PHF .842 .542 .563 .707 .500 .883 .739 .768 .375 .875 .600 .732 .625 .659 .500 .692 .740 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 04_RDB_Har_Beryl AM
Site Code : 23224873
Start Date : 10/5/2024
Page No : 2
City of Redondo Beach
N/S: N Harbor Drive
E/W: Portofino Way/Beryl Street
Weather: Clear
N Harbor Drive
Portofino Way
Beryl Street
N Harbor Drive
Right
9 Thru
26 Left
64 Out In Total
149 99 248
Right
130
Thru
53 Left
26 Out Total In
117 209 326
Left
3 Thru
14 Right
24 Out In Total
54 41 95
Left
5 Thru
29 Right
2 Total Out In
65 36 101
Peak Hour Begins at 08:00 AM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
08:00 AM 08:00 AM 07:30 AM 08:00 AM
+0 mins. 15 1 1 17 2 12 31 45 0 5 7 12 0 5 0 5
+15 mins. 19 4 1 24 13 11 25 49 0 4 8 12 1 8 1 10
+30 mins. 11 9 3 23 2 15 30 47 0 4 5 9 2 5 1 8
+45 mins. 19 12 4 35 9 15 44 68 2 3 3 8 2 11 0 13
Total Volume 64 26 9 99 26 53 130 209 2 16 23 41 5 29 2 36 % App. Total 64.6 26.3 9.1 12.4 25.4 62.2 4.9 39 56.1 13.9 80.6 5.6 PHF .842 .542 .563 .707 .500 .883 .739 .768 .250 .800 .719 .854 .625 .659 .500 .692 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 04_RDB_Har_Beryl MD
Site Code : 23224873
Start Date : 10/5/2024
Page No : 1
City of Redondo Beach
N/S: N Harbor Drive
E/W: Portofino Way/Beryl Street
Weather: Clear
Groups Printed- Total Volume
N Harbor Drive
Southbound
Beryl Street
Westbound
N Harbor Drive
Northbound
Portofino Way
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 11:00 AM 37 14 8 59 7 15 44 66 0 8 14 22 2 12 0 14 161
11:15 AM 34 16 4 54 13 19 58 90 0 5 10 15 5 12 0 17 176 11:30 AM 33 20 6 59 7 11 62 80 0 6 8 14 5 13 2 20 173
11:45 AM 33 13 7 53 13 8 61 82 0 5 13 18 9 12 1 22 175
Total 137 63 25 225 40 53 225 318 0 24 45 69 21 49 3 73 685 12:00 PM 38 12 4 54 11 11 51 73 1 7 10 18 2 11 2 15 160 12:15 PM 38 18 6 62 20 8 49 77 2 8 16 26 3 11 1 15 180
12:30 PM 50 12 3 65 15 10 52 77 0 7 30 37 2 13 2 17 196 12:45 PM 36 15 1 52 17 8 59 84 1 13 19 33 2 14 0 16 185 Total 162 57 14 233 63 37 211 311 4 35 75 114 9 49 5 63 721 Grand Total 299 120 39 458 103 90 436 629 4 59 120 183 30 98 8 136 1406 Apprch % 65.3 26.2 8.5 16.4 14.3 69.3 2.2 32.2 65.6 22.1 72.1 5.9 Total % 21.3 8.5 2.8 32.6 7.3 6.4 31 44.7 0.3 4.2 8.5 13 2.1 7 0.6 9.7 N Harbor Drive
Southbound
Beryl Street
Westbound
N Harbor Drive
Northbound
Portofino Way
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 11:00 AM to 12:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 12:00 PM
12:00 PM 38 12 4 54 11 11 51 73 1 7 10 18 2 11 2 15 160 12:15 PM 38 18 6 62 20 8 49 77 2 8 16 26 3 11 1 15 180
12:30 PM 50 12 3 65 15 10 52 77 0 7 30 37 2 13 2 17 196 12:45 PM 36 15 1 52 17 8 59 84 1 13 19 33 2 14 0 16 185 Total Volume 162 57 14 233 63 37 211 311 4 35 75 114 9 49 5 63 721 % App. Total 69.5 24.5 6 20.3 11.9 67.8 3.5 30.7 65.8 14.3 77.8 7.9 PHF .810 .792 .583 .896 .788 .841 .894 .926 .500 .673 .625 .770 .750 .875 .625 .926 .920 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 04_RDB_Har_Beryl MD
Site Code : 23224873
Start Date : 10/5/2024
Page No : 2
City of Redondo Beach
N/S: N Harbor Drive
E/W: Portofino Way/Beryl Street
Weather: Clear
N Harbor Drive
Portofino Way
Beryl Street
N Harbor Drive
Right
14 Thru
57 Left
162
Out In Total
255 233 488
Right
211
Thru
37 Left
63 Out Total In
286 311 597
Left
4 Thru
35 Right
75 Out In Total
125 114 239
Left
9 Thru
49 Right
5 Total Out In
55 63 118
Peak Hour Begins at 12:00 PM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 11:00 AM to 12:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
11:45 AM 11:15 AM 12:00 PM 11:15 AM
+0 mins. 33 13 7 53 13 19 58 90 1 7 10 18 5 12 0 17
+15 mins. 38 12 4 54 7 11 62 80 2 8 16 26 5 13 2 20
+30 mins. 38 18 6 62 13 8 61 82 0 7 30 37 9 12 1 22
+45 mins. 50 12 3 65 11 11 51 73 1 13 19 33 2 11 2 15
Total Volume 159 55 20 234 44 49 232 325 4 35 75 114 21 48 5 74 % App. Total 67.9 23.5 8.5 13.5 15.1 71.4 3.5 30.7 65.8 28.4 64.9 6.8 PHF .795 .764 .714 .900 .846 .645 .935 .903 .500 .673 .625 .770 .583 .923 .625 .841 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 04_RDB_Har_Beryl PM
Site Code : 23224873
Start Date : 10/5/2024
Page No : 1
City of Redondo Beach
N/S: N Harbor Drive
E/W: Portofino Way/Beryl Street
Weather: Clear
Groups Printed- Total Volume
N Harbor Drive
Southbound
Beryl Street
Westbound
N Harbor Drive
Northbound
Portofino Way
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 49 19 2 70 24 9 59 92 1 14 19 34 4 16 2 22 218 04:15 PM 52 21 6 79 12 12 68 92 1 7 17 25 4 11 3 18 214 04:30 PM 47 16 13 76 11 11 58 80 2 11 16 29 5 13 1 19 204 04:45 PM 46 17 4 67 18 8 73 99 2 10 17 29 3 12 1 16 211 Total 194 73 25 292 65 40 258 363 6 42 69 117 16 52 7 75 847 05:00 PM 57 24 15 96 25 18 66 109 0 9 11 20 3 19 1 23 248 05:15 PM 62 18 10 90 36 9 69 114 2 16 15 33 2 13 0 15 252 05:30 PM 43 18 5 66 33 7 74 114 0 13 17 30 4 17 1 22 232 05:45 PM 50 17 4 71 22 13 78 113 1 17 21 39 19 8 2 29 252 Total 212 77 34 323 116 47 287 450 3 55 64 122 28 57 4 89 984 Grand Total 406 150 59 615 181 87 545 813 9 97 133 239 44 109 11 164 1831 Apprch % 66 24.4 9.6 22.3 10.7 67 3.8 40.6 55.6 26.8 66.5 6.7 Total % 22.2 8.2 3.2 33.6 9.9 4.8 29.8 44.4 0.5 5.3 7.3 13.1 2.4 6 0.6 9 N Harbor Drive
Southbound
Beryl Street
Westbound
N Harbor Drive
Northbound
Portofino Way
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM
05:00 PM 57 24 15 96 25 18 66 109 0 9 11 20 3 19 1 23 248 05:15 PM 62 18 10 90 36 9 69 114 2 16 15 33 2 13 0 15 252 05:30 PM 43 18 5 66 33 7 74 114 0 13 17 30 4 17 1 22 232 05:45 PM 50 17 4 71 22 13 78 113 1 17 21 39 19 8 2 29 252 Total Volume 212 77 34 323 116 47 287 450 3 55 64 122 28 57 4 89 984 % App. Total 65.6 23.8 10.5 25.8 10.4 63.8 2.5 45.1 52.5 31.5 64 4.5 PHF .855 .802 .567 .841 .806 .653 .920 .987 .375 .809 .762 .782 .368 .750 .500 .767 .976 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 04_RDB_Har_Beryl PM
Site Code : 23224873
Start Date : 10/5/2024
Page No : 2
City of Redondo Beach
N/S: N Harbor Drive
E/W: Portofino Way/Beryl Street
Weather: Clear
N Harbor Drive
Portofino Way
Beryl Street
N Harbor Drive
Right
34 Thru
77 Left
212
Out In Total
370 323 693
Right
287
Thru
47 Left
116
Out Total In
333 450 783
Left
3 Thru
55 Right
64 Out In Total
197 122 319
Left
28 Thru
57 Right
4 Total Out In
84 89 173
Peak Hour Begins at 05:00 PM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:30 PM 05:00 PM 05:00 PM 05:00 PM
+0 mins. 47 16 13 76 25 18 66 109 0 9 11 20 3 19 1 23
+15 mins. 46 17 4 67 36 9 69 114 2 16 15 33 2 13 0 15
+30 mins. 57 24 15 96 33 7 74 114 0 13 17 30 4 17 1 22
+45 mins. 62 18 10 90 22 13 78 113 1 17 21 39 19 8 2 29 Total Volume 212 75 42 329 116 47 287 450 3 55 64 122 28 57 4 89 % App. Total 64.4 22.8 12.8 25.8 10.4 63.8 2.5 45.1 52.5 31.5 64 4.5 PHF .855 .781 .700 .857 .806 .653 .920 .987 .375 .809 .762 .782 .368 .750 .500 .767 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
Location: Date: 10/5/2024
N/S: Day: Saturday
E/W:
North Leg East Leg South Leg West Leg
N Harbor Drive Beryl Street N Harbor Drive Portofino Way Pedestrians Pedestrians Pedestrians Pedestrians
5 1 1 17 24
6 5 2 32 45
3 0 2 26 31
6 1 4 16 27
10 7 4 26 47
12 7 8 45 72
6 6 4 31 47
7 7 3 34 51
55 34 28 227 344
North Leg East Leg South Leg West Leg
N Harbor Drive Beryl Street N Harbor Drive Portofino Way Pedestrians Pedestrians Pedestrians Pedestrians
20 8 6 36 70
5 2 6 32 45
16 1 0 36 53
3 3 2 27 35
7 7 5 32 51
9 9 8 39 65
5 4 12 30 51
5 3 5 36 49
70 37 44 268 419
North Leg East Leg South Leg West Leg
N Harbor Drive Beryl Street N Harbor Drive Portofino Way Pedestrians Pedestrians Pedestrians Pedestrians
10 13 15 41 79
2 11 6 13 32
12 6 2 18 38
12 5 2 29 48
8 2 3 11 24
4 2 7 17 30
7 12 7 35 61
19 11 6 22 58
TOTAL VOLUMES: 74 62 48 186 370
5:15 PM
5:30 PM
5:45 PM
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
TOTAL VOLUMES:
11:00 AM
11:15 AM
11:30 AM
11:45 AM
12:00 PM
7:00 AM
7:15 AM
7:30 AM
TOTAL VOLUMES:
7:45 AM
8:00 AM
8:15 AM
8:30 AM
8:45 AM
Redondo Beach
N Harbor Drive
Portofino Way/Beryl St
PEDESTRIANS
12:15 PM
12:30 PM
12:45 PM
Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
951-268-6268
Location:
N/S: Date: 10/5/2024
E/W: Day: Saturday
Left Thru Right Left Thru Right Left Thru Right Left Thru Right 3 8 0 1 0 5 0 12 0 0 0 0 29
0 5 0 0 0 6 0 19 0 0 0 0 30
2 22 0 0 0 5 0 13 0 1 0 0 43
1 20 0 0 0 1 0 15 0 0 1 0 38
3 43 0 0 0 11 0 25 0 1 0 0 83
1 20 0 0 0 3 0 22 0 3 0 0 49
5 23 2 0 0 5 0 17 0 1 0 0 53
4 29 0 0 0 4 0 29 0 1 0 0 67
19 170 2 1 0 40 0 152 0 7 1 0 392
Left Thru Right Left Thru Right Left Thru Right Left Thru Right 3 42 0 1 0 6 0 41 1 2 0 0 96
0 38 0 1 0 10 1 35 0 0 1 0 86
2 23 0 0 0 8 0 29 2 4 1 0 69
4 31 0 0 0 14 0 39 3 0 0 1 92
6 60 5 2 0 8 0 34 4 0 0 0 119
1 43 0 1 0 9 0 32 1 1 0 0 88
5 49 2 0 0 7 0 38 0 0 0 2 103
6 35 6 0 1 7 2 32 0 6 0 0 95
27 321 13 5 1 69 3 280 11 13 2 3 748
Left Thru Right Left Thru Right Left Thru Right Left Thru Right 1 24 1 0 0 1 0 22 0 1 0 0 50
2 30 1 0 0 3 0 36 0 0 0 0 72
8 15 6 0 0 1 2 23 4 0 0 2 61
2 25 0 0 0 4 0 25 4 2 0 0 62
5 28 0 0 0 2 0 10 0 0 0 0 45
1 18 0 0 0 0 0 21 1 0 0 1 42
2 33 1 1 0 2 0 16 0 0 0 0 55
4 19 0 2 0 0 0 20 0 0 0 0 45
TOTAL VOLUMES: 25 192 9 3 0 13 2 173 9 3 0 3 432
5:15 PM
5:30 PM
5:45 PM
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
Southbound Westbound Northbound Eastbound
N Harbor Drive Beryl Street N Harbor Drive Portofino Way Portofino Way
TOTAL VOLUMES:
N Harbor Drive Beryl Street N Harbor Drive Portofino Way Southbound Westbound Northbound Eastbound
N Harbor Drive Beryl Street N Harbor Drive
8:00 AM
11:45 AM
8:15 AM
8:30 AM
8:45 AM
Eastbound
TOTAL VOLUMES:
11:00 AM
11:15 AM
11:30 AM
7:45 AM
Southbound Westbound Northbound
N Harbor Drive
Redondo Beach
BICYCLES
7:30 AM
7:00 AM
7:15 AM
12:00 PM
12:15 PM
12:30 PM
12:45 PM
Portofino Way/Beryl St
Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
951-268-6268
File Name : 05_RDB_Har_Project DW AM
Site Code : 23224873
Start Date : 10/5/2024
Page No : 1
City of Redondo Beach
N/S: N Harbor Drive
E/W: Project Driveway
Weather: Clear
Groups Printed- Total Volume
N Harbor Drive
Southbound
N Harbor Drive
Northbound
Project Driveway
Eastbound
Start Time Thru Right App. Total Left Thru App. Total Left Right App. Total Int. Total 07:00 AM 3 2 5 4 3 7 0 0 0 12
07:15 AM 4 1 5 2 0 2 2 3 5 12
07:30 AM 1 1 2 4 5 9 3 1 4 15
07:45 AM 3 1 4 6 6 12 3 1 4 20
Total 11 5 16 16 14 30 8 5 13 59
08:00 AM 2 1 3 2 8 10 2 1 3 16
08:15 AM 7 2 9 4 5 9 1 1 2 20
08:30 AM 8 1 9 1 5 6 1 1 2 17
08:45 AM 10 5 15 0 10 10 1 1 2 27
Total 27 9 36 7 28 35 5 4 9 80
Grand Total 38 14 52 23 42 65 13 9 22 139
Apprch % 73.1 26.9 35.4 64.6 59.1 40.9
Total % 27.3 10.1 37.4 16.5 30.2 46.8 9.4 6.5 15.8
N Harbor Drive
Southbound
N Harbor Drive
Northbound
Project Driveway
Eastbound
Start Time Thru Right App. Total Left Thru App. Total Left Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM
08:00 AM 2 1 3 2 8 10 2 1 3 16
08:15 AM 7 2 9 4 5 9 1 1 2 20
08:30 AM 8 1 9 1 5 6 1 1 2 17
08:45 AM 10 5 15 0 10 10 1 1 2 27
Total Volume 27 9 36 7 28 35 5 4 9 80
% App. Total 75 25 20 80 55.6 44.4
PHF .675 .450 .600 .438 .700 .875 .625 1.00 .750 .741
Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 05_RDB_Har_Project DW AM
Site Code : 23224873
Start Date : 10/5/2024
Page No : 2
City of Redondo Beach
N/S: N Harbor Drive
E/W: Project Driveway
Weather: Clear
N Harbor Drive
Project Driveway
N Harbor Drive
Right
9 Thru
27 Out In Total
33 36 69
Left
7 Thru
28 Out In Total
31 35 66
Left
5 Right
4 Total Out In
16 9 25
Peak Hour Begins at 08:00 AM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
08:00 AM 07:30 AM 07:15 AM
+0 mins. 2 1 3 4 5 9 2 3 5
+15 mins. 7 2 9 6 6 12 3 1 4
+30 mins. 8 1 9 2 8 10 3 1 4
+45 mins. 10 5 15 4 5 9 2 1 3
Total Volume 27 9 36 16 24 40 10 6 16
% App. Total 75 25 40 60 62.5 37.5
PHF .675 .450 .600 .667 .750 .833 .833 .500 .800
Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 05_RDB_Har_Project DW MD
Site Code : 23224873
Start Date : 10/5/2024
Page No : 1
City of Redondo Beach
N/S: N Harbor Drive
E/W: Project Driveway
Weather: Clear
Groups Printed- Total Volume
N Harbor Drive
Southbound
N Harbor Drive
Northbound
Project Driveway
Eastbound
Start Time Thru Right App. Total Left Thru App. Total Left Right App. Total Int. Total 11:00 AM 11 4 15 2 13 15 1 2 3 33
11:15 AM 17 7 24 7 7 14 1 6 7 45
11:30 AM 22 4 26 2 7 9 3 3 6 41
11:45 AM 16 10 26 5 10 15 1 6 7 48
Total 66 25 91 16 37 53 6 17 23 167
12:00 PM 19 5 24 4 10 14 1 7 8 46
12:15 PM 22 5 27 9 9 18 4 4 8 53
12:30 PM 11 9 20 5 16 21 11 5 16 57
12:45 PM 20 6 26 5 15 20 10 5 15 61
Total 72 25 97 23 50 73 26 21 47 217
Grand Total 138 50 188 39 87 126 32 38 70 384
Apprch % 73.4 26.6 31 69 45.7 54.3
Total % 35.9 13 49 10.2 22.7 32.8 8.3 9.9 18.2
N Harbor Drive
Southbound
N Harbor Drive
Northbound
Project Driveway
Eastbound
Start Time Thru Right App. Total Left Thru App. Total Left Right App. Total Int. Total Peak Hour Analysis From 11:00 AM to 12:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 12:00 PM
12:00 PM 19 5 24 4 10 14 1 7 8 46
12:15 PM 22 5 27 9 9 18 4 4 8 53
12:30 PM 11 9 20 5 16 21 11 5 16 57
12:45 PM 20 6 26 5 15 20 10 5 15 61
Total Volume 72 25 97 23 50 73 26 21 47 217
% App. Total 74.2 25.8 31.5 68.5 55.3 44.7
PHF .818 .694 .898 .639 .781 .869 .591 .750 .734 .889
Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 05_RDB_Har_Project DW MD
Site Code : 23224873
Start Date : 10/5/2024
Page No : 2
City of Redondo Beach
N/S: N Harbor Drive
E/W: Project Driveway
Weather: Clear
N Harbor Drive
Project Driveway
N Harbor Drive
Right
25 Thru
72 Out In Total
76 97 173
Left
23 Thru
50 Out In Total
93 73 166
Left
26 Right
21 Total Out In
48 47 95
Peak Hour Begins at 12:00 PM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 11:00 AM to 12:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
11:30 AM 12:00 PM 12:00 PM
+0 mins. 22 4 26 4 10 14 1 7 8
+15 mins. 16 10 26 9 9 18 4 4 8
+30 mins. 19 5 24 5 16 21 11 5 16
+45 mins. 22 5 27 5 15 20 10 5 15
Total Volume 79 24 103 23 50 73 26 21 47
% App. Total 76.7 23.3 31.5 68.5 55.3 44.7
PHF .898 .600 .954 .639 .781 .869 .591 .750 .734
Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 05_RDB_Har_Project DW PM
Site Code : 23224873
Start Date : 10/5/2024
Page No : 1
City of Redondo Beach
N/S: N Harbor Drive
E/W: Project Driveway
Weather: Clear
Groups Printed- Total Volume
N Harbor Drive
Southbound
N Harbor Drive
Northbound
Project Driveway
Eastbound
Start Time Thru Right App. Total Left Thru App. Total Left Right App. Total Int. Total 04:00 PM 27 12 39 10 18 28 9 5 14 81
04:15 PM 21 6 27 11 13 24 3 9 12 63
04:30 PM 15 7 22 8 19 27 8 3 11 60
04:45 PM 21 5 26 8 25 33 7 2 9 68
Total 84 30 114 37 75 112 27 19 46 272
05:00 PM 27 5 32 6 17 23 9 5 14 69
05:15 PM 21 8 29 11 29 40 7 4 11 80
05:30 PM 29 3 32 10 32 42 8 6 14 88
05:45 PM 14 3 17 5 23 28 12 7 19 64
Total 91 19 110 32 101 133 36 22 58 301
Grand Total 175 49 224 69 176 245 63 41 104 573
Apprch % 78.1 21.9 28.2 71.8 60.6 39.4
Total % 30.5 8.6 39.1 12 30.7 42.8 11 7.2 18.2
N Harbor Drive
Southbound
N Harbor Drive
Northbound
Project Driveway
Eastbound
Start Time Thru Right App. Total Left Thru App. Total Left Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM
04:45 PM 21 5 26 8 25 33 7 2 9 68
05:00 PM 27 5 32 6 17 23 9 5 14 69
05:15 PM 21 8 29 11 29 40 7 4 11 80
05:30 PM 29 3 32 10 32 42 8 6 14 88
Total Volume 98 21 119 35 103 138 31 17 48 305
% App. Total 82.4 17.6 25.4 74.6 64.6 35.4
PHF .845 .656 .930 .795 .805 .821 .861 .708 .857 .866
Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 05_RDB_Har_Project DW PM
Site Code : 23224873
Start Date : 10/5/2024
Page No : 2
City of Redondo Beach
N/S: N Harbor Drive
E/W: Project Driveway
Weather: Clear
N Harbor Drive
Project Driveway
N Harbor Drive
Right
21 Thru
98 Out In Total
134 119 253
Left
35 Thru
103
Out In Total
115 138 253
Left
31 Right
17 Total Out In
56 48 104
Peak Hour Begins at 04:45 PM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:45 PM 04:45 PM 05:00 PM
+0 mins. 21 5 26 8 25 33 9 5 14
+15 mins. 27 5 32 6 17 23 7 4 11
+30 mins. 21 8 29 11 29 40 8 6 14
+45 mins. 29 3 32 10 32 42 12 7 19
Total Volume 98 21 119 35 103 138 36 22 58
% App. Total 82.4 17.6 25.4 74.6 62.1 37.9
PHF .845 .656 .930 .795 .805 .821 .750 .786 .763
Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
Location: Date: 10/5/2024
N/S: Day: Saturday
E/W:
North Leg East Leg South Leg West Leg
N Harbor Drive Dead End N Harbor Drive Project Driveway Pedestrians Pedestrians Pedestrians Pedestrians
0 0 1 12 13
0 1 1 29 31
0 2 0 29 31
2 5 5 15 27
0 3 3 24 30
2 2 1 29 34
1 4 3 35 43
2 8 6 41 57
7 25 20 214 266
North Leg East Leg South Leg West Leg
N Harbor Drive Dead End N Harbor Drive Project Driveway Pedestrians Pedestrians Pedestrians Pedestrians
0 4 11 39 54
3 12 13 34 62
1 6 6 33 46
1 8 9 20 38
1 9 10 37 57
1 12 11 39 63
1 6 9 24 40
0 13 8 39 60
8 70 77 265 420
North Leg East Leg South Leg West Leg
N Harbor Drive Dead End N Harbor Drive Project Driveway Pedestrians Pedestrians Pedestrians Pedestrians
0 14 16 28 58
1 8 10 22 41
0 19 20 16 55
5 20 21 24 70
0 10 8 18 36
1 11 13 14 39
2 16 7 23 48
0 14 19 30 63
9 112 114 175 410
12:15 PM
12:30 PM
12:45 PM
Redondo Beach
N Harbor Drive
Project Driveway
PEDESTRIANS
7:00 AM
7:15 AM
7:30 AM
TOTAL VOLUMES:
7:45 AM
8:00 AM
8:15 AM
8:30 AM
8:45 AM
TOTAL VOLUMES:
11:00 AM
11:15 AM
11:30 AM
11:45 AM
12:00 PM
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
5:15 PM
5:30 PM
5:45 PM
TOTAL VOLUMES:
Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
951-268-6268
Location:
N/S: Date: 10/5/2024
E/W: Day: Saturday
Left Thru Right Left Thru Right Left Thru Right Left Thru Right 0 5 2 0 0 0 0 13 0 0 0 0 20
0 4 0 0 0 0 0 16 0 1 0 0 21
0 18 0 0 0 0 1 13 0 0 0 1 33
0 22 0 0 0 0 0 16 0 0 0 0 38
0 38 1 0 0 0 0 24 0 0 0 0 63
0 23 0 0 0 0 0 22 0 0 0 0 45
0 24 0 0 0 0 0 18 0 0 0 0 42
0 24 0 0 0 0 0 27 0 0 0 0 51
0 158 3 0 0 0 1 149 0 1 0 1 313
Left Thru Right Left Thru Right Left Thru Right Left Thru Right 0 34 1 0 0 0 1 33 0 4 0 0 73
0 34 0 0 0 0 0 36 0 2 0 0 72
0 27 1 0 0 0 0 29 0 0 0 0 57
0 32 0 0 0 0 0 38 0 2 0 0 72
2 51 3 0 0 0 0 36 0 1 0 1 94
0 32 2 0 0 0 0 35 0 0 0 0 69
2 61 0 0 0 0 0 34 0 0 0 0 97
0 36 0 0 0 0 0 36 0 0 0 0 72
4 307 7 0 0 0 1 277 0 9 0 1 606
Left Thru Right Left Thru Right Left Thru Right Left Thru Right 0 21 0 0 0 0 0 31 0 0 0 0 52
0 32 0 0 0 0 0 30 0 0 0 0 62
0 17 0 0 0 0 0 31 0 0 0 0 48
0 25 0 0 0 0 1 28 0 0 0 0 54
0 21 0 0 0 0 1 13 0 0 0 0 35
0 22 0 0 0 0 0 18 0 3 0 0 43
0 34 0 0 0 0 0 17 0 0 0 0 51
0 12 2 0 0 0 0 15 0 0 0 0 29
0 184 2 0 0 0 2 183 0 3 0 0 374
12:00 PM
12:15 PM
12:30 PM
12:45 PM
Project Driveway
N Harbor Drive
Redondo Beach
BICYCLES
7:30 AM
7:00 AM
7:15 AM
Eastbound
TOTAL VOLUMES:
11:00 AM
11:15 AM
11:30 AM
7:45 AM
Southbound Westbound Northbound
N Harbor Drive Dead End N Harbor Drive
8:00 AM
11:45 AM
8:15 AM
8:30 AM
8:45 AM
Project Driveway
TOTAL VOLUMES:
N Harbor Drive Dead End N Harbor Drive Project Driveway Southbound Westbound Northbound Eastbound
Southbound Westbound Northbound Eastbound
N Harbor Drive Dead End N Harbor Drive Project Driveway 4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
5:15 PM
5:30 PM
5:45 PM
TOTAL VOLUMES:
Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
951-268-6268
File Name : 06_RDB_Pac_Har AM
Site Code : 23224873
Start Date : 10/5/2024
Page No : 1
City of Redondo Beach
N/S: N Pacific Avenue
E/W: N Harbor Drive
Weather: Clear
Groups Printed- Total Volume
N Pacific Avenue
Southbound
Seascape Two
Condominiums DW
Westbound
Parking Lot Driveway
Northbound
N Harbor Drive
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 0 0 8 8 0 0 0 0 1 0 0 1 1 0 1 2 11
07:15 AM 1 1 3 5 0 0 0 0 0 0 0 0 7 0 0 7 12
07:30 AM 1 1 6 8 0 1 0 1 0 0 0 0 2 0 0 2 11
07:45 AM 0 3 11 14 0 1 1 2 0 0 0 0 4 0 0 4 20
Total 2 5 28 35 0 2 1 3 1 0 0 1 14 0 1 15 54
08:00 AM 0 4 9 13 0 0 0 0 2 0 0 2 2 0 2 4 19
08:15 AM 0 1 8 9 0 0 1 1 1 3 0 4 5 1 2 8 22
08:30 AM 1 2 6 9 0 0 1 1 1 1 0 2 8 0 1 9 21
08:45 AM 0 4 11 15 0 0 1 1 0 1 0 1 12 0 0 12 29
Total 1 11 34 46 0 0 3 3 4 5 0 9 27 1 5 33 91
Grand Total 3 16 62 81 0 2 4 6 5 5 0 10 41 1 6 48 145
Apprch % 3.7 19.8 76.5 0 33.3 66.7 50 50 0 85.4 2.1 12.5 Total % 2.1 11 42.8 55.9 0 1.4 2.8 4.1 3.4 3.4 0 6.9 28.3 0.7 4.1 33.1 N Pacific Avenue
Southbound
Seascape Two
Condominiums DW
Westbound
Parking Lot Driveway
Northbound
N Harbor Drive
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM
08:00 AM 0 4 9 13 0 0 0 0 2 0 0 2 2 0 2 4 19
08:15 AM 0 1 8 9 0 0 1 1 1 3 0 4 5 1 2 8 22
08:30 AM 1 2 6 9 0 0 1 1 1 1 0 2 8 0 1 9 21
08:45 AM 0 4 11 15 0 0 1 1 0 1 0 1 12 0 0 12 29
Total Volume 1 11 34 46 0 0 3 3 4 5 0 9 27 1 5 33 91
% App. Total 2.2 23.9 73.9 0 0 100 44.4 55.6 0 81.8 3 15.2 PHF .250 .688 .773 .767 .000 .000 .750 .750 .500 .417 .000 .563 .563 .250 .625 .688 .784 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 06_RDB_Pac_Har AM
Site Code : 23224873
Start Date : 10/5/2024
Page No : 2
City of Redondo Beach
N/S: N Pacific Avenue
E/W: N Harbor Drive
Weather: Clear
N Pacific Avenue
N Harbor Drive
Seascape Two Condominiums DW
Parking Lot Driveway
Right
34 Thru
11 Left
1 Out In Total
35 46 81
Right
3 Thru
0 Left
0 Out Total In
2 3 5
Left
4 Thru
5 Right
0 Out In Total
16 9 25
Left
27 Thru
1 Right
5 Total Out In
38 33 71
Peak Hour Begins at 08:00 AM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
08:00 AM 07:30 AM 08:00 AM 08:00 AM
+0 mins. 0 4 9 13 0 1 0 1 2 0 0 2 2 0 2 4
+15 mins. 0 1 8 9 0 1 1 2 1 3 0 4 5 1 2 8
+30 mins. 1 2 6 9 0 0 0 0 1 1 0 2 8 0 1 9
+45 mins. 0 4 11 15 0 0 1 1 0 1 0 1 12 0 0 12
Total Volume 1 11 34 46 0 2 2 4 4 5 0 9 27 1 5 33
% App. Total 2.2 23.9 73.9 0 50 50 44.4 55.6 0 81.8 3 15.2 PHF .250 .688 .773 .767 .000 .500 .500 .500 .500 .417 .000 .563 .563 .250 .625 .688 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 06_RDB_Pac_Har MD
Site Code : 23224873
Start Date : 10/5/2024
Page No : 1
City of Redondo Beach
N/S: N Pacific Avenue
E/W: N Harbor Drive
Weather: Clear
Groups Printed- Total Volume
N Pacific Avenue
Southbound
Seascape Two
Condominiums DW
Westbound
Parking Lot Driveway
Northbound
N Harbor Drive
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 11:00 AM 0 10 14 24 0 0 0 0 2 3 0 5 13 0 1 14 43
11:15 AM 0 2 14 16 0 0 1 1 0 4 0 4 17 1 3 21 42
11:30 AM 1 6 5 12 0 1 1 2 3 5 0 8 18 0 6 24 46
11:45 AM 0 5 14 19 0 0 0 0 2 0 0 2 15 1 4 20 41
Total 1 23 47 71 0 1 2 3 7 12 0 19 63 2 14 79 172
12:00 PM 2 9 14 25 0 0 2 2 1 3 0 4 22 0 2 24 55
12:15 PM 6 8 20 34 0 1 3 4 0 4 0 4 22 0 6 28 70
12:30 PM 3 9 19 31 0 0 2 2 3 2 0 5 11 1 4 16 54
12:45 PM 2 5 14 21 0 0 1 1 2 9 0 11 18 0 3 21 54
Total 13 31 67 111 0 1 8 9 6 18 0 24 73 1 15 89 233
Grand Total 14 54 114 182 0 2 10 12 13 30 0 43 136 3 29 168 405 Apprch % 7.7 29.7 62.6 0 16.7 83.3 30.2 69.8 0 81 1.8 17.3 Total % 3.5 13.3 28.1 44.9 0 0.5 2.5 3 3.2 7.4 0 10.6 33.6 0.7 7.2 41.5 N Pacific Avenue
Southbound
Seascape Two
Condominiums DW
Westbound
Parking Lot Driveway
Northbound
N Harbor Drive
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 11:00 AM to 12:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 12:00 PM
12:00 PM 2 9 14 25 0 0 2 2 1 3 0 4 22 0 2 24 55
12:15 PM 6 8 20 34 0 1 3 4 0 4 0 4 22 0 6 28 70
12:30 PM 3 9 19 31 0 0 2 2 3 2 0 5 11 1 4 16 54
12:45 PM 2 5 14 21 0 0 1 1 2 9 0 11 18 0 3 21 54
Total Volume 13 31 67 111 0 1 8 9 6 18 0 24 73 1 15 89 233 % App. Total 11.7 27.9 60.4 0 11.1 88.9 25 75 0 82 1.1 16.9 PHF .542 .861 .838 .816 .000 .250 .667 .563 .500 .500 .000 .545 .830 .250 .625 .795 .832 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 06_RDB_Pac_Har MD
Site Code : 23224873
Start Date : 10/5/2024
Page No : 2
City of Redondo Beach
N/S: N Pacific Avenue
E/W: N Harbor Drive
Weather: Clear
N Pacific Avenue
N Harbor Drive
Seascape Two Condominiums DW
Parking Lot Driveway
Right
67 Thru
31 Left
13 Out In Total
99 111 210
Right
8 Thru
1 Left
0 Out Total In
14 9 23
Left
6 Thru
18 Right
0 Out In Total
46 24 70
Left
73 Thru
1 Right
15 Total Out In
74 89 163
Peak Hour Begins at 12:00 PM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 11:00 AM to 12:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
12:00 PM 12:00 PM 12:00 PM 11:30 AM
+0 mins. 2 9 14 25 0 0 2 2 1 3 0 4 18 0 6 24
+15 mins. 6 8 20 34 0 1 3 4 0 4 0 4 15 1 4 20
+30 mins. 3 9 19 31 0 0 2 2 3 2 0 5 22 0 2 24
+45 mins. 2 5 14 21 0 0 1 1 2 9 0 11 22 0 6 28
Total Volume 13 31 67 111 0 1 8 9 6 18 0 24 77 1 18 96
% App. Total 11.7 27.9 60.4 0 11.1 88.9 25 75 0 80.2 1 18.8 PHF .542 .861 .838 .816 .000 .250 .667 .563 .500 .500 .000 .545 .875 .250 .750 .857 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 06_RDB_Pac_Har PM
Site Code : 23224873
Start Date : 10/5/2024
Page No : 1
City of Redondo Beach
N/S: N Pacific Avenue
E/W: N Harbor Drive
Weather: Clear
Groups Printed- Total Volume
N Pacific Avenue
Southbound
Seascape Two
Condominiums DW
Westbound
Parking Lot Driveway
Northbound
N Harbor Drive
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 1 6 26 33 0 0 0 0 5 16 0 21 32 0 5 37 91
04:15 PM 1 13 19 33 0 0 1 1 1 13 0 14 29 1 3 33 81
04:30 PM 2 3 25 30 0 0 0 0 3 16 0 19 19 0 3 22 71
04:45 PM 2 2 30 34 0 0 1 1 2 10 0 12 18 1 5 24 71
Total 6 24 100 130 0 0 2 2 11 55 0 66 98 2 16 116 314
05:00 PM 4 9 25 38 0 0 1 1 1 12 0 13 25 0 7 32 84
05:15 PM 0 1 35 36 0 0 0 0 3 8 0 11 24 0 4 28 75
05:30 PM 1 6 37 44 0 1 2 3 2 10 0 12 27 0 5 32 91
05:45 PM 0 6 20 26 0 0 0 0 7 10 0 17 19 1 2 22 65
Total 5 22 117 144 0 1 3 4 13 40 0 53 95 1 18 114 315
Grand Total 11 46 217 274 0 1 5 6 24 95 0 119 193 3 34 230 629 Apprch % 4 16.8 79.2 0 16.7 83.3 20.2 79.8 0 83.9 1.3 14.8 Total % 1.7 7.3 34.5 43.6 0 0.2 0.8 1 3.8 15.1 0 18.9 30.7 0.5 5.4 36.6 N Pacific Avenue
Southbound
Seascape Two
Condominiums DW
Westbound
Parking Lot Driveway
Northbound
N Harbor Drive
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM
04:45 PM 2 2 30 34 0 0 1 1 2 10 0 12 18 1 5 24 71
05:00 PM 4 9 25 38 0 0 1 1 1 12 0 13 25 0 7 32 84
05:15 PM 0 1 35 36 0 0 0 0 3 8 0 11 24 0 4 28 75
05:30 PM 1 6 37 44 0 1 2 3 2 10 0 12 27 0 5 32 91
Total Volume 7 18 127 152 0 1 4 5 8 40 0 48 94 1 21 116 321 % App. Total 4.6 11.8 83.6 0 20 80 16.7 83.3 0 81 0.9 18.1 PHF .438 .500 .858 .864 .000 .250 .500 .417 .667 .833 .000 .923 .870 .250 .750 .906 .882 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
File Name : 06_RDB_Pac_Har PM
Site Code : 23224873
Start Date : 10/5/2024
Page No : 2
City of Redondo Beach
N/S: N Pacific Avenue
E/W: N Harbor Drive
Weather: Clear
N Pacific Avenue
N Harbor Drive
Seascape Two Condominiums DW
Parking Lot Driveway
Right
127
Thru
18 Left
7 Out In Total
138 152 290
Right
4 Thru
1 Left
0 Out Total In
8 5 13
Left
8 Thru
40 Right
0 Out In Total
39 48 87
Left
94 Thru
1 Right
21 Total Out In
136 116 252
Peak Hour Begins at 04:45 PM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:45 PM 04:45 PM 04:00 PM 04:00 PM
+0 mins. 2 2 30 34 0 0 1 1 5 16 0 21 32 0 5 37
+15 mins. 4 9 25 38 0 0 1 1 1 13 0 14 29 1 3 33
+30 mins. 0 1 35 36 0 0 0 0 3 16 0 19 19 0 3 22
+45 mins. 1 6 37 44 0 1 2 3 2 10 0 12 18 1 5 24
Total Volume 7 18 127 152 0 1 4 5 11 55 0 66 98 2 16 116 % App. Total 4.6 11.8 83.6 0 20 80 16.7 83.3 0 84.5 1.7 13.8 PHF .438 .500 .858 .864 .000 .250 .500 .417 .550 .859 .000 .786 .766 .500 .800 .784 Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
(951) 268-6268
Location: Date: 10/5/2024
N/S: Day: Saturday
E/W:
North Leg East Leg South Leg West Leg
N Pacific Avenue Seascape 2 Driveway Parking Lot Driveway N Harbor Drive Pedestrians Pedestrians Pedestrians Pedestrians
1 0 2 1 4
0 0 2 0 2
0 0 2 2 4
0 0 3 1 4
0 0 1 0 1
0 0 5 1 6
1 0 3 4 8
2 0 3 1 6
4 0 21 10 35
North Leg East Leg South Leg West Leg
N Pacific Avenue Seascape 2 Driveway Parking Lot Driveway N Harbor Drive Pedestrians Pedestrians Pedestrians Pedestrians
4 0 1 1 6
0 0 4 0 4
0 0 4 3 7
1 0 4 1 6
1 0 4 3 8
0 0 0 1 1
3 2 6 1 12
0 0 4 0 4
9 2 27 10 48
North Leg East Leg South Leg West Leg
N Pacific Avenue Seascape 2 Driveway Parking Lot Driveway N Harbor Drive Pedestrians Pedestrians Pedestrians Pedestrians
0 0 0 0 0
0 2 2 2 6
0 0 0 1 1
0 0 5 0 5
9 4 5 6 24
0 0 4 0 4
0 0 7 7 14
4 0 0 0 4
13 6 23 16 58
12:15 PM
12:30 PM
12:45 PM
Redondo Beach
N Pacific Avenue
N Harbor Drive
PEDESTRIANS
7:00 AM
7:15 AM
7:30 AM
TOTAL VOLUMES:
7:45 AM
8:00 AM
8:15 AM
8:30 AM
8:45 AM
TOTAL VOLUMES:
11:00 AM
11:15 AM
11:30 AM
11:45 AM
12:00 PM
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
5:15 PM
5:30 PM
5:45 PM
TOTAL VOLUMES:
Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
951-268-6268
Location:
N/S: Date: 10/5/2024
E/W: Day: Saturday
Left Thru Right Left Thru Right Left Thru Right Left Thru Right 0 0 5 0 0 0 1 0 0 0 0 0 6
0 0 1 0 0 1 2 0 0 2 0 0 6
0 0 3 0 0 0 1 0 0 5 0 1 10
0 1 0 0 0 0 0 0 0 4 0 0 5
0 0 1 0 0 0 0 0 0 9 0 0 10
0 0 4 0 0 0 1 0 0 5 0 0 10
0 0 6 0 0 0 0 0 0 6 0 0 12
0 0 6 0 0 0 0 0 0 4 0 0 10
0 1 26 0 0 1 5 0 0 35 0 1 69
Left Thru Right Left Thru Right Left Thru Right Left Thru Right 0 0 2 0 0 0 2 0 0 9 0 3 16
0 0 1 0 0 0 4 0 0 5 0 0 10
0 0 1 0 0 0 0 0 0 2 0 0 3
1 0 2 0 0 0 2 0 0 5 0 0 10
0 0 12 0 0 0 3 0 0 5 0 0 20
0 0 0 0 0 0 1 0 0 4 0 1 6
0 0 2 0 0 0 2 0 0 11 0 3 18
0 0 0 0 0 0 0 0 0 3 0 5 8
1 0 20 0 0 0 14 0 0 44 0 12 91
Left Thru Right Left Thru Right Left Thru Right Left Thru Right 0 0 2 0 0 0 1 0 0 0 0 2 5
0 0 1 0 0 0 2 0 0 2 0 4 9
0 0 0 0 0 0 0 0 0 3 0 3 6
0 0 0 0 0 0 1 0 0 2 0 0 3
0 0 2 0 0 0 3 0 0 1 0 4 10
0 0 0 0 0 0 0 0 0 1 0 0 1
0 0 0 0 0 0 0 1 0 0 0 5 6
0 0 0 0 0 0 0 0 0 1 0 3 4
0 0 5 0 0 0 7 1 0 10 0 21 44
12:00 PM
12:15 PM
12:30 PM
12:45 PM
N Harbor Drive
N Pacific Avenue
Redondo Beach
BICYCLES
7:30 AM
7:00 AM
7:15 AM
Eastbound
TOTAL VOLUMES:
11:00 AM
11:15 AM
11:30 AM
7:45 AM
Southbound Westbound Northbound
N Pacific Avenue Seascape 2 Driveway Parking Lot Driveway 8:00 AM
11:45 AM
8:15 AM
8:30 AM
8:45 AM
N Harbor Drive
TOTAL VOLUMES:
N Pacific Avenue Seascape 2 Driveway Parking Lot Driveway N Harbor Drive Southbound Westbound Northbound Eastbound
Southbound Westbound Northbound Eastbound
N Pacific Avenue Seascape 2 Driveway Parking Lot Driveway N Harbor Drive 4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
5:15 PM
5:30 PM
5:45 PM
TOTAL VOLUMES:
Counts Unlimited, Inc.
PO Box 1178
Corona, CA 92878
951-268-6268
Mole D 12- Month Analysis
Nov 1, 2023 - Oct 31, 2024
Visitation data for Mole D - Redondo Beach is adjusted to exclude restricted locations.For additional info, please visit https://www.placer.ai/company/privacy-faq 2024 Placer Labs, Inc. | More insights at placer.ai 2 / 12 Mole D 12- Month Analysis
Nov 1, 2023 - Oct 31, 2024
Visitation data for Mole D - Redondo Beach is adjusted to exclude restricted locations.For additional info, please visit https://www.placer.ai/company/privacy-faq 2024 Placer Labs, Inc. | More insights at placer.ai 3 / 12 Mole D 12- Month Analysis
Nov 1, 2023 - Oct 31, 2024
Visitation data for Mole D - Redondo Beach is adjusted to exclude restricted locations.For additional info, please visit https://www.placer.ai/company/privacy-faq 2024 Placer Labs, Inc. | More insights at placer.ai 4 / 12 Mole D 12- Month Analysis
Nov 1, 2023 - Oct 31, 2024
Visitation data for Mole D - Redondo Beach is adjusted to exclude restricted locations.For additional info, please visit https://www.placer.ai/company/privacy-faq 2024 Placer Labs, Inc. | More insights at placer.ai 5 / 12 Mole D 12- Month Analysis
Nov 1, 2023 - Oct 31, 2024
Visitation data for Mole D - Redondo Beach is adjusted to exclude restricted locations.For additional info, please visit https://www.placer.ai/company/privacy-faq 2024 Placer Labs, Inc. | More insights at placer.ai 6 / 12 Mole D 12- Month Analysis
Nov 1, 2023 - Oct 31, 2024
Visitation data for Mole D - Redondo Beach is adjusted to exclude restricted locations.For additional info, please visit https://www.placer.ai/company/privacy-faq 2024 Placer Labs, Inc. | More insights at placer.ai 7 / 12 Mole D 12- Month Analysis
Nov 1, 2023 - Oct 31, 2024
Visitation data for Mole D - Redondo Beach is adjusted to exclude restricted locations.For additional info, please visit https://www.placer.ai/company/privacy-faq 2024 Placer Labs, Inc. | More insights at placer.ai 8 / 12 Mole D 12- Month Analysis
Nov 1, 2023 - Oct 31, 2024
Visitation data for Mole D - Redondo Beach is adjusted to exclude restricted locations.For additional info, please visit https://www.placer.ai/company/privacy-faq 2024 Placer Labs, Inc. | More insights at placer.ai 9 / 12 Mole D 12- Month Analysis
Nov 1, 2023 - Oct 31, 2024
Visitation data for Mole D - Redondo Beach is adjusted to exclude restricted locations.For additional info, please visit https://www.placer.ai/company/privacy-faq 2024 Placer Labs, Inc. | More insights at placer.ai 10 / 12 Mole D 12- Month Analysis
Nov 1, 2023 - Oct 31, 2024
Visitation data for Mole D - Redondo Beach is adjusted to exclude restricted locations.For additional info, please visit https://www.placer.ai/company/privacy-faq 2024 Placer Labs, Inc. | More insights at placer.ai 11 / 12 Mole D 12- Month Analysis
Nov 1, 2023 - Oct 31, 2024
Visitation data for Mole D - Redondo Beach is adjusted to exclude restricted locations.For additional info, please visit https://www.placer.ai/company/privacy-faq 2024 Placer Labs, Inc. | More insights at placer.ai 12 / 12 STC Traffic, Inc.
Mold D Public Boat Launch TIS and Parking Study Report
Appendix B
SCAG Data
Connect SoCal 4 Demographics and Growth Forecast
employment growth reflecting different land use scenarios. As part of the SB375’s Sustainable Communities Strategy guidelines, SCAG held twenty-seven public outreach meetings to solicit input on these alternatives. The goal of this scenario planning exercise is to maximize the benefits of Greenhouse Gas/ Vehicle Miles Travelled (GHG/VMT) reductions, public health, and other cobenefits from large transportation investments in the region. Following public input and SCAG’s analysis of the GHG/VMT benefits of the alternative scenarios, a preferred growth forecast scenario was chosen which prioritizes growth in areas such as job centers and transit priority areas which have regional transportation benefits. See the Sustainable Communities Strategy Technical Report for additional details (see EXHIBITS 1-9).
After developing the draft 2020 RTP/SCS between July 2019 and October 2019, SCAG released the draft 2020 RTP/SCS in November 2019. The Regional Council adopted the 2020 RTP/SCS, including the regional growth forecast at the county and jurisdictional-levels.
GROWTH TRENDS
POPULATION
According to the January 1, 2019 population estimates from the California Department of Finance (DOF), the population of the SCAG region is 19,155,405.
This represents 5.8 percent of the 328 million people in the United States and
48.0 percent of California’s population. The SCAG region is the nation’s secondlargest combined statistical area (CSA) behind the New York-Newark CSA. If the SCAG region were its own state, it would rank fifth in population just behind New York (19.2 million) and well ahead of Pennsylvania (12.8 million) (TABLE 2).
While job growth and unemployment drops have characterized the recovery from the Great Recession, slower population growth is anticipated not just in the SCAG region but across California and nationwide. Historically, the SCAG region’s population growth has dramatically outpaced the United States—1.7 percent compared to 1.1 percent for the period from 1970 to 2000. However, since 2000 average annual growth rates in the region have been comparable with the United States at roughly 0.8 percent annually.
Population growth dipped noticeably during the Great Recession reaching a low of 0.5 percent in 2009 before rebounding to nearly 1.0 percent by 2012 (FIGURE 1). Despite this, the annual rate of population growth has continued Table 2 Annual Average Population Growth Rate, 1970-2045 1970-2000 2000-2016 2016-2045
SCAG Region 1.65% 0.82% 0.61%
California 1.76% 0.93% 0.66%
United States 1.09% 0.86% 0.57%
Source: U.S. Census Bureau, CA DOF, SCAG
Figure 1 SCAG Region Population (in Millions) and Annual Growth Rate, 2000-2019
Source: CA DOF
0.0%
0.2%
0.4%
0.6%
0.8%
1.0%
1.2%
1.4%
1.6%
15.0 15.5
16.0 16.5
17.0 17.5
18.0 18.5
19.0 19.5
2000 2002 2004 2006 2008 2010 2012 2014 2016 2018
SCAG Region Population Annual Growth Rate
Connect SoCal 35 Demographics and Growth Forecast
County Jurisdiction Population Households Employment
2016 2045 2016 2045 2016 2045
Los Angeles Lancaster city 157,800 213,300 46,900 74,600 56,300 65,500 Los Angeles La Puente city 40,400 41,600 9,400 9,900 6,600 8,200 Los Angeles La Verne city 33,100 34,400 11,700 12,400 17,000 18,300 Los Angeles Lawndale city 33,400 34,400 9,700 10,200 7,400 8,300 Los Angeles Lomita city 20,400 21,200 8,000 8,500 5,600 6,100 Los Angeles Long Beach city 470,900 489,600 168,600 198,200 155,900 185,400 Los Angeles Los Angeles city 3,933,800 4,771,300 1,367,000 1,793,000 1,848,300 2,135,900 Los Angeles Lynwood city 71,900 76,900 14,900 16,500 12,000 13,100 Los Angeles Malibu city 12,700 13,000 5,200 5,400 9,900 11,000 Los Angeles Manhattan Beach city 35,400 35,600 13,900 14,000 22,000 23,600 Los Angeles Maywood city 28,000 29,000 6,600 7,000 4,000 4,300 Los Angeles Monrovia city 38,000 42,100 14,000 16,700 22,700 24,800 Los Angeles Montebello city 63,900 67,800 19,100 21,100 29,300 31,300 Los Angeles Monterey Park city 61,500 65,600 20,000 22,200 45,500 48,000 Los Angeles Norwalk city 105,500 107,000 26,700 27,300 25,700 28,100 Los Angeles Palmdale city 158,600 207,000 43,800 61,800 36,700 45,900 Los Angeles Palos Verdes Estates city 13,700 14,000 5,100 5,300 3,000 3,300 Los Angeles Paramount city 55,900 57,500 14,100 14,500 21,400 23,000 Los Angeles Pasadena city 142,100 155,500 56,300 65,100 116,200 140,200 Los Angeles Pico Rivera city 63,500 67,400 16,600 18,500 24,900 27,200 Los Angeles Pomona city 154,700 187,600 39,300 52,800 55,700 63,400 Los Angeles Rancho Palos Verdes city 42,800 43,000 15,700 15,800 8,000 8,200 Los Angeles Redondo Beach city 68,200 72,900 29,200 31,100 25,400 28,300 Los Angeles Rolling Hills city 1,900 2,000 700 700 100 100 Los Angeles Rolling Hills Estates city 8,100 8,500 2,900 3,200 7,100 7,600 TABLE 14 Jurisdiction-Level Growth Forecast - Continued Population = 0.24% / Year (Total=6.9%) Employment = 0.39% / Year (Total=11.4%) STC Traffic, Inc.
Mold D Public Boat Launch TIS and Parking Study Report
Appendix C
Intersection Analysis Worksheets
HCM Signalized Intersection Capacity Analysis Ex Sat AM 1: Harbor Dr/Hermosa Ave & Herondo St Peak Season (July) Synchro 11 Report
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 160 184 155 74 126 81
Future Volume (vph) 160 184 155 74 126 81
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 5.0 5.0 5.5 4.0 5.5
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 0.98 1.00 1.00
Flpb, ped/bikes 0.90 1.00 1.00 1.00 1.00
Frt 1.00 0.85 0.96 1.00 1.00
Flt Protected 0.95 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1597 1583 1742 1762 1863
Flt Permitted 0.95 1.00 1.00 0.48 1.00
Satd. Flow (perm) 1597 1583 1742 890 1863
Peak-hour factor, PHF 0.90 0.90 0.86 0.86 0.74 0.74
Adj. Flow (vph) 178 204 180 86 170 109
RTOR Reduction (vph) 0 133 8000
Lane Group Flow (vph) 178 71 258 0 170 109
Confl. Peds. (#/hr) 47 11 11
Confl. Bikes (#/hr) 37
Turn Type Perm Perm NA pm+pt NA
Protected Phases 2 1 12 6
Permitted Phases 3 3 6
Actuated Green, G (s) 18.0 18.0 36.9 62.9 42.7
Effective Green, g (s) 18.0 18.0 36.9 57.9 42.7
Actuated g/C Ratio 0.20 0.20 0.40 0.63 0.47
Clearance Time (s) 5.0 5.0 5.5 5.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 314 311 703 725 870
v/s Ratio Prot c0.15 c0.04 0.06
v/s Ratio Perm c0.11 0.04 0.10
v/c Ratio 0.57 0.23 0.37 0.23 0.13
Uniform Delay, d1 33.2 30.9 19.1 7.2 13.8
Progression Factor 1.00 1.00 0.15 1.00 1.00
Incremental Delay, d2 2.3 0.4 0.3 0.2 0.1
Delay (s) 35.5 31.2 3.2 7.4 13.8
Level of Service D C A A B
Approach Delay (s) 33.2 3.2 9.9
Approach LOS C A A
Intersection Summary
HCM 2000 Control Delay 17.6 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.42
Actuated Cycle Length (s) 91.4 Sum of lost time (s) 24.5 Intersection Capacity Utilization 55.4% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis Ex Sat AM 2: Harbor Dr & Yacht Club Way Peak Season (July)
Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 5 0 5 0 0 0 4 223 0 0 216 20
Future Volume (vph) 5 0 5 0 0 0 4 223 0 0 216 20
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 4.0 5.5 5.5 5.5
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00
Frpb, ped/bikes 0.99 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Frt 0.93 1.00 1.00 1.00 0.85
Flt Protected 0.98 0.95 1.00 1.00 1.00
Satd. Flow (prot) 1672 1770 1863 1863 1583
Flt Permitted 0.95 0.95 1.00 1.00 1.00
Satd. Flow (perm) 1628 1770 1863 1863 1583
Peak-hour factor, PHF 0.50 0.50 0.50 0.92 0.92 0.92 0.79 0.79 0.79 0.82 0.82 0.82 Adj. Flow (vph) 10 0 10 0 0 0 5 282 0 0 263 24
RTOR Reduction (vph) 0 18 0000000000
Lane Group Flow (vph) 0 2 0 0 0 0 5 282 0 0 263 24
Confl. Peds. (#/hr) 3 3 18 18 149
Confl. Bikes (#/hr) 125 143
Turn Type custom NA Prot NA Perm NA custom
Protected Phases 5 2 6 3 6 3 4
Permitted Phases 12 12 11 11 6 3
Actuated Green, G (s) 9.9 1.3 36.9 66.2 81.1
Effective Green, g (s) 9.9 1.3 36.9 66.2 76.1
Actuated g/C Ratio 0.11 0.01 0.40 0.72 0.83
Clearance Time (s) 5.0 4.0 5.5
Vehicle Extension (s) 3.0 1.5 3.0
Lane Grp Cap (vph) 176 25 752 1349 1318
v/s Ratio Prot c0.00 c0.15 c0.14 c0.02
v/s Ratio Perm 0.00
v/c Ratio 0.01 0.20 0.38 0.19 0.02
Uniform Delay, d1 36.4 44.5 19.1 4.0 1.3
Progression Factor 1.00 1.00 1.00 0.21 0.00
Incremental Delay, d2 0.0 1.4 0.3 0.1 0.0
Delay (s) 36.4 46.0 19.5 0.9 0.0
Level of Service D D B A A
Approach Delay (s) 36.4 0.0 19.9 0.8
Approach LOS D A B A
Intersection Summary
HCM 2000 Control Delay 11.3 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.28
Actuated Cycle Length (s) 91.4 Sum of lost time (s) 24.5 Intersection Capacity Utilization 43.0% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis Ex Sat AM 3: Harbor Dr & Marina Way Peak Season (July)
Synchro 11 Report
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 76 74 81 157 103 115
Future Volume (vph) 76 74 81 157 103 115
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.5 4.5 4.5 5.0 5.0 4.5
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 0.90
Flpb, ped/bikes 0.99 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 1.00 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00
Satd. Flow (prot) 1749 1583 1770 1863 1863 1419
Flt Permitted 0.95 1.00 0.95 1.00 1.00 1.00
Satd. Flow (perm) 1749 1583 1770 1863 1863 1419
Peak-hour factor, PHF 0.77 0.77 0.79 0.79 0.80 0.80
Adj. Flow (vph) 99 96 103 199 129 144
RTOR Reduction (vph) 000000
Lane Group Flow (vph) 99 96 103 199 129 144
Confl. Peds. (#/hr) 8 132
Confl. Bikes (#/hr) 130
Turn Type Perm Perm Prot NA NA custom
Protected Phases 5268
Permitted Phases 4 4 6
Actuated Green, G (s) 9.0 9.0 6.9 45.3 33.9 42.9
Effective Green, g (s) 9.0 9.0 6.9 45.3 33.9 42.9
Actuated g/C Ratio 0.14 0.14 0.11 0.71 0.53 0.67
Clearance Time (s) 4.5 4.5 4.5 5.0 5.0 4.5
Vehicle Extension (s) 3.0 3.0 1.5 3.0 3.0 0.2
Lane Grp Cap (vph) 246 223 191 1322 989 954
v/s Ratio Prot c0.06 c0.11 0.07 0.02
v/s Ratio Perm 0.06 c0.06 0.08
v/c Ratio 0.40 0.43 0.54 0.15 0.13 0.15
Uniform Delay, d1 25.0 25.1 26.9 3.0 7.5 3.8
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 1.1 1.3 1.5 0.1 0.1 0.0
Delay (s) 26.0 26.4 28.4 3.1 7.6 3.8
Level of Service C C C A A A
Approach Delay (s) 26.2 11.7 5.6
Approach LOS C B A
Intersection Summary
HCM 2000 Control Delay 13.2 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.26
Actuated Cycle Length (s) 63.8 Sum of lost time (s) 14.0 Intersection Capacity Utilization 39.6% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis Ex Sat AM 4: Harbor Dr & Portofino Way/Beryl St Peak Season (July) Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 9 52 4 47 95 234 5 25 43 115 47 16 Future Volume (vph) 9 52 4 47 95 234 5 25 43 115 47 16
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.5 3.5 4.5 4.5 3.5 5.5 4.5 5.5 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.98 1.00 0.92 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.99 1.00 1.00 0.85 1.00 0.90 1.00 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1770 1835 1770 1863 1544 1770 1554 1770 1863 1583 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1770 1835 1770 1863 1544 1770 1554 1770 1863 1583 Peak-hour factor, PHF 0.69 0.69 0.69 0.77 0.77 0.77 0.73 0.73 0.73 0.71 0.71 0.71 Adj. Flow (vph) 13 75 6 61 123 304 7 34 59 162 66 23
RTOR Reduction (vph) 0 0 0 0 0 176 0 46 0 0 0 0
Lane Group Flow (vph) 13 81 0 61 123 128 7 47 0 162 66 23 Confl. Peds. (#/hr) 19 35 27 136
Confl. Bikes (#/hr) 93 115
Turn Type Prot NA Prot NA pm+ov Prot NA Prot NA custom
Protected Phases 7 4 3 8 1 5 2 9 1 6 9 7 9
Permitted Phases 8
Actuated Green, G (s) 2.5 9.1 4.0 10.1 30.6 0.7 16.3 20.5 37.1 7.1 Effective Green, g (s) 2.5 9.1 4.0 10.1 30.6 0.7 16.3 20.5 37.1 7.1 Actuated g/C Ratio 0.03 0.12 0.05 0.14 0.42 0.01 0.22 0.28 0.51 0.10 Clearance Time (s) 4.0 4.5 3.5 4.5 4.5 3.5 4.5
Vehicle Extension (s) 1.5 1.5 1.5 1.5 3.0 1.5 3.0
Lane Grp Cap (vph) 60 229 97 258 648 16 347 497 948 154 v/s Ratio Prot 0.01 0.04 c0.03 c0.07 0.06 0.00 c0.03 c0.09 0.04 c0.01 v/s Ratio Perm 0.03
v/c Ratio 0.22 0.35 0.63 0.48 0.20 0.44 0.14 0.33 0.07 0.15 Uniform Delay, d1 34.2 29.2 33.7 29.0 13.4 35.9 22.7 20.7 9.1 30.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.7 0.3 8.8 0.5 0.1 6.8 0.2 0.4 0.0 0.2 Delay (s) 34.9 29.6 42.6 29.5 13.5 42.7 22.9 21.1 9.2 30.3 Level of Service C C D C B D C C A C
Approach Delay (s) 30.3 21.2 24.3 18.8
Approach LOS C C C B
Intersection Summary
HCM 2000 Control Delay 21.8 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.33
Actuated Cycle Length (s) 72.9 Sum of lost time (s) 23.5 Intersection Capacity Utilization 49.5% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM 6th AWSC Ex Sat AM
5: Harbor Dr & Redondo Beach Marina Drwy Peak Season (July) Synchro 11 Report
Intersection
Intersection Delay, s/veh 7.9
Intersection LOS A
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 9 7 13 50 49 16
Future Vol, veh/h 9 7 13 50 49 16
Peak Hour Factor 0.75 0.75 0.88 0.88 0.60 0.60
Heavy Vehicles, % 222222
Mvmt Flow 12 9 15 57 82 27
Number of Lanes 111110
Approach EB NB SB
Opposing Approach SB NB
Opposing Lanes 0 1 2
Conflicting Approach Left SB EB
Conflicting Lanes Left 1 2 0
Conflicting Approach Right NB EB
Conflicting Lanes Right 2 0 2
HCM Control Delay 7.7 7.8 8
HCM LOS A A A
Lane NBLn1 NBLn2 EBLn1 EBLn2 SBLn1
Vol Left, % 100% 0% 100% 0% 0%
Vol Thru, % 0% 100% 0% 0% 75%
Vol Right, % 0% 0% 0% 100% 25%
Sign Control Stop Stop Stop Stop Stop
Traffic Vol by Lane 13 50 9 7 65
LT Vol 13 0 9 0 0
Through Vol 0 50 0 0 49
RT Vol 0 0 0 7 16
Lane Flow Rate 15 57 12 9 108
Geometry Grp 5 5 5 5 3b
Degree of Util (X) 0.021 0.073 0.018 0.011 0.129
Departure Headway (Hd) 5.125 4.624 5.457 4.254 4.276
Convergence, Y/N Yes Yes Yes Yes Yes
Cap 697 773 660 846 835
Service Time 2.863 2.363 3.157 1.954 2.32
HCM Lane V/C Ratio 0.022 0.074 0.018 0.011 0.129
HCM Control Delay 8 7.7 8.3 7 8
HCM Lane LOS AAAAA
HCM 95th-tile Q 0.1 0.2 0.1 0 0.4
HCM 6th AWSC Ex Sat AM
6: Parking Structure Drwy/Pacific Ave & Harbor Dr/Seascape Cond Drwy Peak Season (July) Synchro 11 Report
Intersection
Intersection Delay, s/veh 7.9
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 49 2 9 0 0 5 7 9 0 2 20 61
Future Vol, veh/h 49 2 9 0 0 5 7 9 0 2 20 61
Peak Hour Factor 0.69 0.69 0.69 0.75 0.75 0.75 0.56 0.56 0.56 0.77 0.77 0.77 Heavy Vehicles, % 222222222222
Mvmt Flow 71 3 13 0 0 7 13 16 0 3 26 79
Number of Lanes 110010010011
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 2 2 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2 1 2 1
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 2 1 2
HCM Control Delay 8.4 7.4 8.2 7.4
HCM LOS A A A A
Lane NBLn1 EBLn1 EBLn2 WBLn1 SBLn1 SBLn2
Vol Left, % 44% 100% 0% 0% 9% 0%
Vol Thru, % 56% 0% 18% 0% 91% 0%
Vol Right, % 0% 0% 82% 100% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 16 49 11 5 22 61
LT Vol 7 49 0 0 2 0
Through Vol 9 0 2 0 20 0
RT Vol 0 0 9 5 0 61
Lane Flow Rate 29 71 16 7 29 79
Geometry Grp 4b 5 5 4b 5 5
Degree of Util (X) 0.04 0.104 0.019 0.008 0.039 0.09
Departure Headway (Hd) 4.982 5.268 4.194 4.355 4.856 4.109 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 723 673 840 825 742 877
Service Time 2.985 3.061 1.986 2.362 2.556 1.809
HCM Lane V/C Ratio 0.04 0.105 0.019 0.008 0.039 0.09
HCM Control Delay 8.2 8.7 7.1 7.4 7.8 7.2
HCM Lane LOS AAAAAA
HCM 95th-tile Q 0.1 0.3 0.1 0 0.1 0.3
HCM Signalized Intersection Capacity Analysis Ex Sat MD 1: Harbor Dr/Hermosa Ave & Herondo St Peak Season (July) Synchro 11 Report
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 187 274 293 160 238 283
Future Volume (vph) 187 274 293 160 238 283
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 5.0 5.0 5.5 4.0 5.5
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 0.98 1.00 1.00
Flpb, ped/bikes 0.96 1.00 1.00 1.00 1.00
Frt 1.00 0.85 0.95 1.00 1.00
Flt Protected 0.95 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1690 1583 1731 1767 1863
Flt Permitted 0.95 1.00 1.00 0.22 1.00
Satd. Flow (perm) 1690 1583 1731 417 1863
Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.85 0.85
Adj. Flow (vph) 208 304 326 178 280 333
RTOR Reduction (vph) 0 165 10 0 0 0
Lane Group Flow (vph) 208 139 494 0 280 333
Confl. Peds. (#/hr) 19 16 16
Confl. Bikes (#/hr) 26
Turn Type Perm Perm NA pm+pt NA
Protected Phases 2 1 12 6
Permitted Phases 3 3 6
Actuated Green, G (s) 22.7 22.7 39.9 70.5 45.7
Effective Green, g (s) 22.7 22.7 39.9 65.5 45.7
Actuated g/C Ratio 0.22 0.22 0.38 0.63 0.44
Clearance Time (s) 5.0 5.0 5.5 5.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 369 346 666 544 821
v/s Ratio Prot c0.29 c0.11 0.18
v/s Ratio Perm c0.12 0.09 0.22
v/c Ratio 0.56 0.40 0.74 0.51 0.41
Uniform Delay, d1 36.1 34.7 27.5 12.2 19.8
Progression Factor 1.00 1.00 0.27 1.00 1.00
Incremental Delay, d2 2.0 0.8 3.2 0.8 0.3
Delay (s) 38.1 35.5 10.6 13.0 20.1
Level of Service D D B B C
Approach Delay (s) 36.5 10.6 16.8
Approach LOS D B B
Intersection Summary
HCM 2000 Control Delay 21.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.68
Actuated Cycle Length (s) 103.7 Sum of lost time (s) 24.5 Intersection Capacity Utilization 63.1% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis Ex Sat MD 2: Harbor Dr & Yacht Club Way Peak Season (July)
Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 18 0 14 0 0 0 5 443 0 4 450 18
Future Volume (vph) 18 0 14 0 0 0 5 443 0 4 450 18
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 4.0 5.5 5.5 5.5 5.5
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frpb, ped/bikes 0.99 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 1.00
Frt 0.94 1.00 1.00 1.00 1.00 0.85
Flt Protected 0.97 0.95 1.00 0.95 1.00 1.00
Satd. Flow (prot) 1683 1770 1863 1753 1863 1583
Flt Permitted 0.95 0.95 1.00 0.32 1.00 1.00
Satd. Flow (perm) 1644 1770 1863 599 1863 1583
Peak-hour factor, PHF 0.64 0.64 0.64 0.92 0.92 0.92 0.90 0.90 0.90 0.85 0.85 0.85 Adj. Flow (vph) 28 0 22 0 0 0 6 492 0 5 529 21
RTOR Reduction (vph) 0 43 0000000000
Lane Group Flow (vph) 0 7 0 0 0 0 6 492 0 5 529 21
Confl. Peds. (#/hr) 3 3 19 19 119
Confl. Bikes (#/hr) 193 207
Turn Type custom NA Prot NA Perm NA custom
Protected Phases 5 2 6 3 6 3 4
Permitted Phases 12 12 11 11 6 3
Actuated Green, G (s) 14.5 1.3 39.9 73.9 73.9 93.4
Effective Green, g (s) 14.5 1.3 39.9 73.9 73.9 88.4
Actuated g/C Ratio 0.14 0.01 0.38 0.71 0.71 0.85
Clearance Time (s) 5.0 4.0 5.5
Vehicle Extension (s) 3.0 1.5 3.0
Lane Grp Cap (vph) 229 22 716 426 1327 1349
v/s Ratio Prot c0.00 c0.26 c0.28 0.01
v/s Ratio Perm c0.00 0.01
v/c Ratio 0.03 0.27 0.69 0.01 0.40 0.02
Uniform Delay, d1 38.5 50.7 26.7 4.3 6.0 1.1
Progression Factor 1.00 1.00 1.00 0.16 0.11 0.01
Incremental Delay, d2 0.1 2.4 2.8 0.0 0.2 0.0
Delay (s) 38.6 53.2 29.4 0.7 0.9 0.0
Level of Service D D C A A A
Approach Delay (s) 38.6 0.0 29.7 0.8
Approach LOS D A C A
Intersection Summary
HCM 2000 Control Delay 15.6 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.50
Actuated Cycle Length (s) 103.7 Sum of lost time (s) 24.5 Intersection Capacity Utilization 43.0% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis Ex Sat MD 3: Harbor Dr & Marina Way Peak Season (July)
Synchro 11 Report
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 155 124 149 259 275 218
Future Volume (vph) 155 124 149 259 275 218
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.5 4.5 4.5 5.0 5.0 4.5
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 0.98 1.00 1.00 1.00 0.89
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 1.00 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00
Satd. Flow (prot) 1770 1547 1770 1863 1863 1411
Flt Permitted 0.95 1.00 0.95 1.00 1.00 1.00
Satd. Flow (perm) 1770 1547 1770 1863 1863 1411
Peak-hour factor, PHF 0.86 0.86 0.85 0.85 0.86 0.86
Adj. Flow (vph) 180 144 175 305 320 253
RTOR Reduction (vph) 000000
Lane Group Flow (vph) 180 144 175 305 320 253
Confl. Peds. (#/hr) 2 145
Confl. Bikes (#/hr) 156
Turn Type Perm Perm Prot NA NA custom
Protected Phases 5268
Permitted Phases 4 4 6
Actuated Green, G (s) 13.0 13.0 11.1 46.1 30.5 43.5
Effective Green, g (s) 13.0 13.0 11.1 46.1 30.5 43.5
Actuated g/C Ratio 0.19 0.19 0.16 0.67 0.44 0.63
Clearance Time (s) 4.5 4.5 4.5 5.0 5.0 4.5
Vehicle Extension (s) 3.0 3.0 1.5 3.0 3.0 0.2
Lane Grp Cap (vph) 335 293 286 1251 828 894
v/s Ratio Prot c0.10 0.16 c0.17 0.05
v/s Ratio Perm c0.10 0.09 0.13
v/c Ratio 0.54 0.49 0.61 0.24 0.39 0.28
Uniform Delay, d1 25.1 24.8 26.7 4.4 12.8 5.6
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 1.7 1.3 2.7 0.1 0.3 0.1
Delay (s) 26.7 26.1 29.5 4.5 13.1 5.7
Level of Service C C C A B A
Approach Delay (s) 26.5 13.6 9.8
Approach LOS C B A
Intersection Summary
HCM 2000 Control Delay 15.1 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.47
Actuated Cycle Length (s) 68.6 Sum of lost time (s) 14.0 Intersection Capacity Utilization 54.1% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis Ex Sat MD 4: Harbor Dr & Portofino Way/Beryl St Peak Season (July) Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 16 88 9 113 67 380 7 63 135 292 103 25 Future Volume (vph) 16 88 9 113 67 380 7 63 135 292 103 25 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.5 3.5 4.5 4.5 3.5 5.5 4.5 5.5 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 0.99 1.00 1.00 0.97 1.00 0.91 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.99 1.00 1.00 0.85 1.00 0.90 1.00 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1770 1821 1770 1863 1531 1770 1524 1770 1863 1583 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1770 1821 1770 1863 1531 1770 1524 1770 1863 1583 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.77 0.77 0.77 0.90 0.90 0.90 Adj. Flow (vph) 17 95 10 122 72 409 9 82 175 324 114 28 RTOR Reduction (vph) 0 0 0 0 0 242 0 67 0 0 0 0
Lane Group Flow (vph) 17 105 0 122 72 167 9 190 0 324 114 28 Confl. Peds. (#/hr) 30 26 23 137
Confl. Bikes (#/hr) 1 136 187
Turn Type Prot NA Prot NA pm+ov Prot NA Prot NA custom
Protected Phases 7 4 3 8 1 5 2 9 1 6 9 7 9
Permitted Phases 8
Actuated Green, G (s) 3.1 10.9 10.1 17.4 38.6 0.9 29.2 21.2 50.5 11.9 Effective Green, g (s) 3.1 10.9 10.1 17.4 38.6 0.9 29.2 21.2 50.5 11.9 Actuated g/C Ratio 0.03 0.12 0.11 0.18 0.41 0.01 0.31 0.22 0.53 0.13 Clearance Time (s) 4.0 4.5 3.5 4.5 4.5 3.5 4.5
Vehicle Extension (s) 1.5 1.5 1.5 1.5 3.0 1.5 3.0
Lane Grp Cap (vph) 58 210 189 343 626 16 471 397 996 199 v/s Ratio Prot 0.01 c0.06 c0.07 0.04 0.06 0.01 c0.12 c0.18 0.06 0.02 v/s Ratio Perm 0.05
v/c Ratio 0.29 0.50 0.65 0.21 0.27 0.56 0.40 0.82 0.11 0.14 Uniform Delay, d1 44.6 39.2 40.4 32.7 18.5 46.6 25.7 34.7 10.9 36.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.0 0.7 5.6 0.1 0.2 24.2 0.8 12.2 0.1 0.1 Delay (s) 45.6 39.9 46.0 32.8 18.7 70.8 26.5 47.0 10.9 36.8 Level of Service D D D C B E C D B D
Approach Delay (s) 40.7 25.9 28.0 37.5
Approach LOS DCCD
Intersection Summary
HCM 2000 Control Delay 31.3 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.58
Actuated Cycle Length (s) 94.4 Sum of lost time (s) 23.5 Intersection Capacity Utilization 62.5% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM 6th AWSC Ex Sat MD
5: Harbor Dr & Redondo Beach Marina Drwy Peak Season (July) Synchro 11 Report
Intersection
Intersection Delay, s/veh 8.9
Intersection LOS A
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 47 38 41 90 130 45
Future Vol, veh/h 47 38 41 90 130 45
Peak Hour Factor 0.73 0.73 0.87 0.87 0.90 0.90
Heavy Vehicles, % 222222
Mvmt Flow 64 52 47 103 144 50
Number of Lanes 111110
Approach EB NB SB
Opposing Approach SB NB
Opposing Lanes 0 1 2
Conflicting Approach Left SB EB
Conflicting Lanes Left 1 2 0
Conflicting Approach Right NB EB
Conflicting Lanes Right 2 0 2
HCM Control Delay 8.6 8.6 9.3
HCM LOS A A A
Lane NBLn1 NBLn2 EBLn1 EBLn2 SBLn1
Vol Left, % 100% 0% 100% 0% 0%
Vol Thru, % 0% 100% 0% 0% 74%
Vol Right, % 0% 0% 0% 100% 26%
Sign Control Stop Stop Stop Stop Stop
Traffic Vol by Lane 41 90 47 38 175
LT Vol 41 0 47 0 0
Through Vol 0 90 0 0 130
RT Vol 0 0 0 38 45
Lane Flow Rate 47 103 64 52 194
Geometry Grp 5 5 5 5 3b
Degree of Util (X) 0.072 0.144 0.105 0.067 0.252
Departure Headway (Hd) 5.509 5.006 5.868 4.662 4.668
Convergence, Y/N Yes Yes Yes Yes Yes
Cap 652 718 612 768 770
Service Time 3.231 2.728 3.596 2.389 2.689
HCM Lane V/C Ratio 0.072 0.143 0.105 0.068 0.252
HCM Control Delay 8.7 8.6 9.3 7.7 9.3
HCM Lane LOS AAAAA
HCM 95th-tile Q 0.2 0.5 0.4 0.2 1
HCM 6th AWSC Ex Sat MD
6: Parking Structure Drwy/Pacific Ave & Harbor Dr/Seascape Cond Drwy Peak Season (July) Synchro 11 Report
Intersection
Intersection Delay, s/veh 9.3
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 131 2 27 0 2 14 11 32 0 23 56 121
Future Vol, veh/h 131 2 27 0 2 14 11 32 0 23 56 121
Peak Hour Factor 0.80 0.80 0.80 0.56 0.56 0.56 0.55 0.55 0.55 0.82 0.82 0.82 Heavy Vehicles, % 222222222222
Mvmt Flow 164 3 34 0 4 25 20 58 0 28 68 148
Number of Lanes 110010010011
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 2 2 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2 1 2 1
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 2 1 2
HCM Control Delay 10.2 8.3 9.3 8.6
HCM LOS B A A A
Lane NBLn1 EBLn1 EBLn2 WBLn1 SBLn1 SBLn2
Vol Left, % 26% 100% 0% 0% 29% 0%
Vol Thru, % 74% 0% 7% 12% 71% 0%
Vol Right, % 0% 0% 93% 88% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 43 131 29 16 79 121
LT Vol 11 131 0 0 23 0
Through Vol 32 0 2 2 56 0
RT Vol 0 0 27 14 0 121
Lane Flow Rate 78 164 36 29 96 148
Geometry Grp 4b 5 5 4b 5 5
Degree of Util (X) 0.119 0.266 0.047 0.04 0.145 0.187
Departure Headway (Hd) 5.498 5.841 4.683 5.066 5.4 4.55 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 650 614 761 703 664 787
Service Time 3.548 3.591 2.432 3.127 3.138 2.287
HCM Lane V/C Ratio 0.12 0.267 0.047 0.041 0.145 0.188
HCM Control Delay 9.3 10.7 7.7 8.3 9.1 8.3
HCM Lane LOS ABAAAA
HCM 95th-tile Q 0.4 1.1 0.1 0.1 0.5 0.7
HCM Signalized Intersection Capacity Analysis Ex Sat PM 1: Harbor Dr/Hermosa Ave & Herondo St Peak Season (July) Synchro 11 Report
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 239 279 328 184 232 342
Future Volume (vph) 239 279 328 184 232 342
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 5.0 5.0 5.5 4.0 5.5
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 0.98 1.00 1.00
Flpb, ped/bikes 0.93 1.00 1.00 1.00 1.00
Frt 1.00 0.85 0.95 1.00 1.00
Flt Protected 0.95 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1637 1583 1736 1769 1863
Flt Permitted 0.95 1.00 1.00 0.15 1.00
Satd. Flow (perm) 1637 1583 1736 272 1863
Peak-hour factor, PHF 0.84 0.84 0.93 0.93 0.77 0.77
Adj. Flow (vph) 285 332 353 198 301 444
RTOR Reduction (vph) 0 125 11 0 0 0
Lane Group Flow (vph) 285 207 540 0 301 444
Confl. Peds. (#/hr) 29 13 13
Confl. Bikes (#/hr) 15
Turn Type Perm Perm NA pm+pt NA
Protected Phases 2 1 12 6
Permitted Phases 3 3 6
Actuated Green, G (s) 28.9 28.9 40.4 72.5 43.0
Effective Green, g (s) 28.9 28.9 40.4 67.5 43.0
Actuated g/C Ratio 0.26 0.26 0.36 0.60 0.38
Clearance Time (s) 5.0 5.0 5.5 5.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 417 403 619 485 707
v/s Ratio Prot c0.31 c0.13 0.24
v/s Ratio Perm c0.17 0.13 0.23
v/c Ratio 0.68 0.51 0.87 0.62 0.63
Uniform Delay, d1 38.1 36.2 34.0 19.0 28.6
Progression Factor 1.00 1.00 0.24 1.00 1.00
Incremental Delay, d2 4.6 1.1 8.2 2.5 1.8
Delay (s) 42.7 37.3 16.3 21.4 30.4
Level of Service D D B C C
Approach Delay (s) 39.8 16.3 26.8
Approach LOS D B C
Intersection Summary
HCM 2000 Control Delay 27.9 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.79
Actuated Cycle Length (s) 113.3 Sum of lost time (s) 24.5 Intersection Capacity Utilization 67.1% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis Ex Sat PM 2: Harbor Dr & Yacht Club Way Peak Season (July)
Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 16 0 49 0 0 0 23 495 0 0 547 34
Future Volume (vph) 16 0 49 0 0 0 23 495 0 0 547 34
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 4.0 5.5 5.5 5.5
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Frt 0.90 1.00 1.00 1.00 0.85
Flt Protected 0.99 0.95 1.00 1.00 1.00
Satd. Flow (prot) 1653 1770 1863 1863 1583
Flt Permitted 0.95 0.95 1.00 1.00 1.00
Satd. Flow (perm) 1589 1770 1863 1863 1583
Peak-hour factor, PHF 0.75 0.75 0.75 0.92 0.92 0.92 0.94 0.94 0.94 0.87 0.87 0.87 Adj. Flow (vph) 21 0 65 0 0 0 24 527 0 0 629 39
RTOR Reduction (vph) 0 73 0000000000
Lane Group Flow (vph) 0 13 0 0 0 0 24 527 0 0 629 39
Confl. Peds. (#/hr) 57 57 4
Confl. Bikes (#/hr) 87 125
Turn Type custom NA Prot NA Perm NA custom
Protected Phases 5 2 6 3 6 3 4
Permitted Phases 12 12 11 11 6 3
Actuated Green, G (s) 17.4 4.5 40.4 77.4 99.8
Effective Green, g (s) 17.4 4.5 40.4 77.4 94.8
Actuated g/C Ratio 0.15 0.04 0.36 0.68 0.84
Clearance Time (s) 5.0 4.0 5.5
Vehicle Extension (s) 3.0 1.5 3.0
Lane Grp Cap (vph) 244 70 664 1272 1324
v/s Ratio Prot c0.01 c0.28 c0.34 0.02
v/s Ratio Perm c0.01
v/c Ratio 0.05 0.34 0.79 0.49 0.03
Uniform Delay, d1 40.9 53.0 32.7 8.6 1.5
Progression Factor 1.00 1.00 1.00 0.15 0.00
Incremental Delay, d2 0.1 1.1 6.5 0.2 0.0
Delay (s) 41.0 54.0 39.2 1.5 0.0
Level of Service D D D A A
Approach Delay (s) 41.0 0.0 39.8 1.4
Approach LOS D A D A
Intersection Summary
HCM 2000 Control Delay 20.3 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.56
Actuated Cycle Length (s) 113.3 Sum of lost time (s) 24.5 Intersection Capacity Utilization 43.4% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis Ex Sat PM 3: Harbor Dr & Marina Way Peak Season (July)
Synchro 11 Report
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 187 171 131 317 383 212
Future Volume (vph) 187 171 131 317 383 212
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.5 4.5 4.5 5.0 5.0 4.5
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 0.98 1.00 1.00 1.00 0.94
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 1.00 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00
Satd. Flow (prot) 1770 1547 1770 1863 1863 1493
Flt Permitted 0.95 1.00 0.95 1.00 1.00 1.00
Satd. Flow (perm) 1770 1547 1770 1863 1863 1493
Peak-hour factor, PHF 0.89 0.89 0.94 0.94 0.96 0.96
Adj. Flow (vph) 210 192 139 337 399 221
RTOR Reduction (vph) 000000
Lane Group Flow (vph) 210 192 139 337 399 221
Confl. Peds. (#/hr) 2 55
Confl. Bikes (#/hr) 111
Turn Type Perm Perm Prot NA NA custom
Protected Phases 5268
Permitted Phases 4 4 6
Actuated Green, G (s) 14.0 14.0 8.0 43.7 31.2 45.2
Effective Green, g (s) 14.0 14.0 8.0 43.7 31.2 45.2
Actuated g/C Ratio 0.21 0.21 0.12 0.65 0.46 0.67
Clearance Time (s) 4.5 4.5 4.5 5.0 5.0 4.5
Vehicle Extension (s) 3.0 3.0 1.5 3.0 3.0 0.2
Lane Grp Cap (vph) 368 322 210 1211 864 1004
v/s Ratio Prot c0.08 0.18 c0.21 0.05
v/s Ratio Perm 0.12 c0.12 0.10
v/c Ratio 0.57 0.60 0.66 0.28 0.46 0.22
Uniform Delay, d1 23.9 24.0 28.3 5.0 12.3 4.2
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 2.1 3.0 5.9 0.1 0.4 0.0
Delay (s) 26.0 27.0 34.2 5.1 12.7 4.3
Level of Service C C C A B A
Approach Delay (s) 26.5 13.6 9.7
Approach LOS C B A
Intersection Summary
HCM 2000 Control Delay 15.4 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.53
Actuated Cycle Length (s) 67.2 Sum of lost time (s) 14.0 Intersection Capacity Utilization 54.8% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis Ex Sat PM 4: Harbor Dr & Portofino Way/Beryl St Peak Season (July) Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 50 103 7 209 85 517 5 99 115 382 139 61 Future Volume (vph) 50 103 7 209 85 517 5 99 115 382 139 61 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.5 3.5 4.5 4.5 3.5 5.5 4.5 5.5 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 0.99 1.00 1.00 0.95 1.00 0.95 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.99 1.00 1.00 0.85 1.00 0.92 1.00 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1770 1836 1770 1863 1507 1770 1622 1770 1863 1583 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1770 1836 1770 1863 1507 1770 1622 1770 1863 1583 Peak-hour factor, PHF 0.77 0.77 0.77 0.99 0.99 0.99 0.78 0.78 0.78 0.84 0.84 0.84 Adj. Flow (vph) 65 134 9 211 86 522 6 127 147 455 165 73 RTOR Reduction (vph) 0 0 0 0 0 251 0 34 0 0 0 0
Lane Group Flow (vph) 65 143 0 211 86 271 6 240 0 455 165 73 Confl. Peds. (#/hr) 23 38 27 85
Confl. Bikes (#/hr) 67 98
Turn Type Prot NA Prot NA pm+ov Prot NA Prot NA custom
Protected Phases 7 4 3 8 1 5 2 9 1 6 9 7 9
Permitted Phases 8
Actuated Green, G (s) 6.5 14.6 15.2 22.8 53.3 1.0 30.3 30.5 60.8 16.5 Effective Green, g (s) 6.5 14.6 15.2 22.8 53.3 1.0 30.3 30.5 60.8 16.5 Actuated g/C Ratio 0.06 0.13 0.13 0.20 0.47 0.01 0.27 0.27 0.54 0.15 Clearance Time (s) 4.0 4.5 3.5 4.5 4.5 3.5 4.5
Vehicle Extension (s) 1.5 1.5 1.5 1.5 3.0 1.5 3.0
Lane Grp Cap (vph) 101 235 236 373 707 15 432 475 997 229 v/s Ratio Prot 0.04 c0.08 c0.12 0.05 0.10 0.00 c0.15 c0.26 0.09 0.05 v/s Ratio Perm 0.08
v/c Ratio 0.64 0.61 0.89 0.23 0.38 0.40 0.55 0.96 0.17 0.32 Uniform Delay, d1 52.4 46.8 48.4 38.0 19.5 56.0 35.8 40.9 13.5 43.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 10.1 3.0 31.2 0.1 0.3 6.3 1.9 30.4 0.1 0.3 Delay (s) 62.5 49.8 79.6 38.2 19.9 62.3 37.7 71.4 13.6 43.8 Level of Service E D E D B E D E B D
Approach Delay (s) 53.8 37.2 38.3 54.7
Approach LOS DDDD
Intersection Summary
HCM 2000 Control Delay 45.1 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.76
Actuated Cycle Length (s) 113.6 Sum of lost time (s) 23.5 Intersection Capacity Utilization 70.5% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM 6th AWSC Ex Sat PM
5: Harbor Dr & Redondo Beach Marina Drwy Peak Season (July) Synchro 11 Report
Intersection
Intersection Delay, s/veh 9.8
Intersection LOS A
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 56 31 63 185 176 38
Future Vol, veh/h 56 31 63 185 176 38
Peak Hour Factor 0.86 0.86 0.82 0.82 0.93 0.93
Heavy Vehicles, % 222222
Mvmt Flow 65 36 77 226 189 41
Number of Lanes 111110
Approach EB NB SB
Opposing Approach SB NB
Opposing Lanes 0 1 2
Conflicting Approach Left SB EB
Conflicting Lanes Left 1 2 0
Conflicting Approach Right NB EB
Conflicting Lanes Right 2 0 2
HCM Control Delay 9.3 9.8 10.1
HCM LOS A A B
Lane NBLn1 NBLn2 EBLn1 EBLn2 SBLn1
Vol Left, % 100% 0% 100% 0% 0%
Vol Thru, % 0% 100% 0% 0% 82%
Vol Right, % 0% 0% 0% 100% 18%
Sign Control Stop Stop Stop Stop Stop
Traffic Vol by Lane 63 185 56 31 214
LT Vol 63 0 56 0 0
Through Vol 0 185 0 0 176
RT Vol 0 0 0 31 38
Lane Flow Rate 77 226 65 36 230
Geometry Grp 5 5 5 5 3b
Degree of Util (X) 0.118 0.315 0.114 0.051 0.311
Departure Headway (Hd) 5.523 5.021 6.3 5.089 4.861
Convergence, Y/N Yes Yes Yes Yes Yes
Cap 649 715 568 701 739
Service Time 3.257 2.754 4.052 2.841 2.895
HCM Lane V/C Ratio 0.119 0.316 0.114 0.051 0.311
HCM Control Delay 9 10.1 9.9 8.1 10.1
HCM Lane LOS ABAAB
HCM 95th-tile Q 0.4 1.3 0.4 0.2 1.3
HCM 6th AWSC Ex Sat PM
6: Parking Structure Drwy/Pacific Ave & Harbor Dr/Seascape Cond Drwy Peak Season (July) Synchro 11 Report
Intersection
Intersection Delay, s/veh 10
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 169 2 38 0 2 7 14 72 0 13 32 229
Future Vol, veh/h 169 2 38 0 2 7 14 72 0 13 32 229
Peak Hour Factor 0.91 0.91 0.91 0.42 0.42 0.42 0.92 0.92 0.92 0.86 0.86 0.86 Heavy Vehicles, % 222222222222
Mvmt Flow 186 2 42 0 5 17 15 78 0 15 37 266
Number of Lanes 110010010011
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 2 2 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2 1 2 1
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 2 1 2
HCM Control Delay 10.8 8.7 9.7 9.6
HCM LOS B A A A
Lane NBLn1 EBLn1 EBLn2 WBLn1 SBLn1 SBLn2
Vol Left, % 16% 100% 0% 0% 29% 0%
Vol Thru, % 84% 0% 5% 22% 71% 0%
Vol Right, % 0% 0% 95% 78% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 86 169 40 9 45 229
LT Vol 14 169 0 0 13 0
Through Vol 72 0 2 2 32 0
RT Vol 0 0 38 7 0 229
Lane Flow Rate 93 186 44 21 52 266
Geometry Grp 4b 5 5 4b 5 5
Degree of Util (X) 0.147 0.311 0.059 0.032 0.08 0.344
Departure Headway (Hd) 5.646 6.032 4.858 5.391 5.504 4.654 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 632 592 731 657 649 770
Service Time 3.713 3.806 2.632 3.486 3.252 2.402
HCM Lane V/C Ratio 0.147 0.314 0.06 0.032 0.08 0.345
HCM Control Delay 9.7 11.5 7.9 8.7 8.7 9.8
HCM Lane LOS ABAAAA
HCM 95th-tile Q 0.5 1.3 0.2 0.1 0.3 1.5
HCM Signalized Intersection Capacity Analysis OY AM
1: Harbor Dr/Hermosa Ave & Herondo St Saturday Peak Season Synchro 11 Report
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 162 186 157 75 127 82
Future Volume (vph) 162 186 157 75 127 82
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 5.0 5.0 5.5 4.0 5.5
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 0.98 1.00 1.00
Flpb, ped/bikes 0.90 1.00 1.00 1.00 1.00
Frt 1.00 0.85 0.96 1.00 1.00
Flt Protected 0.95 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1597 1583 1742 1762 1863
Flt Permitted 0.95 1.00 1.00 0.47 1.00
Satd. Flow (perm) 1597 1583 1742 880 1863
Peak-hour factor, PHF 0.90 0.90 0.86 0.86 0.74 0.74
Adj. Flow (vph) 180 207 183 87 172 111
RTOR Reduction (vph) 0 133 8000
Lane Group Flow (vph) 180 74 262 0 172 111
Confl. Peds. (#/hr) 47 11 11
Confl. Bikes (#/hr) 37
Turn Type Perm Perm NA pm+pt NA
Protected Phases 2 1 12 6
Permitted Phases 3 3 6
Actuated Green, G (s) 18.2 18.2 36.8 62.8 42.6
Effective Green, g (s) 18.2 18.2 36.8 57.8 42.6
Actuated g/C Ratio 0.20 0.20 0.40 0.63 0.47
Clearance Time (s) 5.0 5.0 5.5 5.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 317 314 700 719 867
v/s Ratio Prot c0.15 c0.04 0.06
v/s Ratio Perm c0.11 0.05 0.11
v/c Ratio 0.57 0.24 0.37 0.24 0.13
Uniform Delay, d1 33.1 30.8 19.2 7.3 13.9
Progression Factor 1.00 1.00 0.15 1.00 1.00
Incremental Delay, d2 2.3 0.4 0.3 0.2 0.1
Delay (s) 35.4 31.2 3.2 7.5 14.0
Level of Service D C A A B
Approach Delay (s) 33.2 3.2 10.0
Approach LOS C A B
Intersection Summary
HCM 2000 Control Delay 17.6 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.42
Actuated Cycle Length (s) 91.5 Sum of lost time (s) 24.5 Intersection Capacity Utilization 55.6% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis OY AM
2: Harbor Dr & Yacht Club Way Saturday Peak Season
Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 5 0 5 0 0 0 4 226 0 0 219 20
Future Volume (vph) 5 0 5 0 0 0 4 226 0 0 219 20
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 4.0 5.5 5.5 5.5
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00
Frpb, ped/bikes 0.99 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Frt 0.93 1.00 1.00 1.00 0.85
Flt Protected 0.98 0.95 1.00 1.00 1.00
Satd. Flow (prot) 1672 1770 1863 1863 1583
Flt Permitted 0.95 0.95 1.00 1.00 1.00
Satd. Flow (perm) 1628 1770 1863 1863 1583
Peak-hour factor, PHF 0.50 0.50 0.50 0.92 0.92 0.92 0.79 0.79 0.79 0.82 0.82 0.82 Adj. Flow (vph) 10 0 10 0 0 0 5 286 0 0 267 24
RTOR Reduction (vph) 0 18 0000000000
Lane Group Flow (vph) 0 2 0 0 0 0 5 286 0 0 267 24
Confl. Peds. (#/hr) 3 3 18 18 149
Confl. Bikes (#/hr) 125 143
Turn Type custom NA Prot NA Perm NA custom
Protected Phases 5 2 6 3 6 3 4
Permitted Phases 12 12 11 11 6 3
Actuated Green, G (s) 9.9 1.3 36.8 66.3 81.2
Effective Green, g (s) 9.9 1.3 36.8 66.3 76.2
Actuated g/C Ratio 0.11 0.01 0.40 0.72 0.83
Clearance Time (s) 5.0 4.0 5.5
Vehicle Extension (s) 3.0 1.5 3.0
Lane Grp Cap (vph) 176 25 749 1349 1318
v/s Ratio Prot c0.00 c0.15 c0.14 c0.02
v/s Ratio Perm 0.00
v/c Ratio 0.01 0.20 0.38 0.20 0.02
Uniform Delay, d1 36.4 44.6 19.3 4.1 1.3
Progression Factor 1.00 1.00 1.00 0.20 0.00
Incremental Delay, d2 0.0 1.4 0.3 0.1 0.0
Delay (s) 36.5 46.0 19.6 0.9 0.0
Level of Service D D B A A
Approach Delay (s) 36.5 0.0 20.1 0.8
Approach LOS D A C A
Intersection Summary
HCM 2000 Control Delay 11.3 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.29
Actuated Cycle Length (s) 91.5 Sum of lost time (s) 24.5 Intersection Capacity Utilization 43.0% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis OY AM
3: Harbor Dr & Marina Way Saturday Peak Season
Synchro 11 Report
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 77 75 82 159 104 116
Future Volume (vph) 77 75 82 159 104 116
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.5 4.5 4.5 5.0 5.0 4.5
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 0.90
Flpb, ped/bikes 0.99 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 1.00 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00
Satd. Flow (prot) 1749 1583 1770 1863 1863 1419
Flt Permitted 0.95 1.00 0.95 1.00 1.00 1.00
Satd. Flow (perm) 1749 1583 1770 1863 1863 1419
Peak-hour factor, PHF 0.77 0.77 0.79 0.79 0.80 0.80
Adj. Flow (vph) 100 97 104 201 130 145
RTOR Reduction (vph) 000000
Lane Group Flow (vph) 100 97 104 201 130 145
Confl. Peds. (#/hr) 8 132
Confl. Bikes (#/hr) 130
Turn Type Perm Perm Prot NA NA custom
Protected Phases 5268
Permitted Phases 4 4 6
Actuated Green, G (s) 9.0 9.0 6.9 45.2 33.8 42.8
Effective Green, g (s) 9.0 9.0 6.9 45.2 33.8 42.8
Actuated g/C Ratio 0.14 0.14 0.11 0.71 0.53 0.67
Clearance Time (s) 4.5 4.5 4.5 5.0 5.0 4.5
Vehicle Extension (s) 3.0 3.0 1.5 3.0 3.0 0.2
Lane Grp Cap (vph) 247 223 191 1321 988 953
v/s Ratio Prot c0.06 c0.11 0.07 0.02
v/s Ratio Perm 0.06 c0.06 0.08
v/c Ratio 0.40 0.43 0.54 0.15 0.13 0.15
Uniform Delay, d1 24.9 25.0 26.9 3.0 7.5 3.8
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 1.1 1.4 1.7 0.1 0.1 0.0
Delay (s) 26.0 26.4 28.6 3.1 7.6 3.8
Level of Service C C C A A A
Approach Delay (s) 26.2 11.8 5.6
Approach LOS C B A
Intersection Summary
HCM 2000 Control Delay 13.3 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.26
Actuated Cycle Length (s) 63.7 Sum of lost time (s) 14.0 Intersection Capacity Utilization 39.6% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis OY AM
4: Harbor Dr & Portofino Way/Beryl St Saturday Peak Season Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 9 53 4 48 96 237 5 25 44 116 48 16 Future Volume (vph) 9 53 4 48 96 237 5 25 44 116 48 16
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.5 3.5 4.5 4.5 3.5 5.5 4.5 5.5 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.98 1.00 0.92 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.99 1.00 1.00 0.85 1.00 0.90 1.00 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1770 1836 1770 1863 1544 1770 1552 1770 1863 1583 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1770 1836 1770 1863 1544 1770 1552 1770 1863 1583 Peak-hour factor, PHF 0.69 0.69 0.69 0.77 0.77 0.77 0.73 0.73 0.73 0.71 0.71 0.71 Adj. Flow (vph) 13 77 6 62 125 308 7 34 60 163 68 23
RTOR Reduction (vph) 0 0 0 0 0 179 0 47 0 0 0 0
Lane Group Flow (vph) 13 83 0 62 125 129 7 47 0 163 68 23 Confl. Peds. (#/hr) 19 35 27 136
Confl. Bikes (#/hr) 93 115
Turn Type Prot NA Prot NA pm+ov Prot NA Prot NA custom
Protected Phases 7 4 3 8 1 5 2 9 1 6 9 7 9
Permitted Phases 8
Actuated Green, G (s) 2.5 9.0 4.1 10.1 30.6 0.7 16.4 20.5 37.2 7.1 Effective Green, g (s) 2.5 9.0 4.1 10.1 30.6 0.7 16.4 20.5 37.2 7.1 Actuated g/C Ratio 0.03 0.12 0.06 0.14 0.42 0.01 0.22 0.28 0.51 0.10 Clearance Time (s) 4.0 4.5 3.5 4.5 4.5 3.5 4.5
Vehicle Extension (s) 1.5 1.5 1.5 1.5 3.0 1.5 3.0
Lane Grp Cap (vph) 60 226 99 257 647 16 348 497 949 153 v/s Ratio Prot 0.01 0.05 c0.04 c0.07 0.06 0.00 c0.03 c0.09 0.04 c0.01 v/s Ratio Perm 0.03
v/c Ratio 0.22 0.37 0.63 0.49 0.20 0.44 0.14 0.33 0.07 0.15 Uniform Delay, d1 34.3 29.4 33.7 29.1 13.4 36.0 22.6 20.8 9.1 30.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.7 0.4 8.6 0.5 0.2 6.8 0.2 0.4 0.0 0.2 Delay (s) 35.0 29.8 42.3 29.6 13.6 42.8 22.9 21.2 9.2 30.4 Level of Service C C D C B D C C A C
Approach Delay (s) 30.5 21.2 24.3 18.8
Approach LOS C C C B
Intersection Summary
HCM 2000 Control Delay 21.8 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.33
Actuated Cycle Length (s) 73.0 Sum of lost time (s) 23.5 Intersection Capacity Utilization 49.7% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM 6th AWSC OY AM
5: Harbor Dr & Redondo Beach Marina Drwy Saturday Peak Season Synchro 11 Report
Intersection
Intersection Delay, s/veh 7.9
Intersection LOS A
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 9 7 13 51 50 16
Future Vol, veh/h 9 7 13 51 50 16
Peak Hour Factor 0.75 0.75 0.88 0.88 0.60 0.60
Heavy Vehicles, % 222222
Mvmt Flow 12 9 15 58 83 27
Number of Lanes 111110
Approach EB NB SB
Opposing Approach SB NB
Opposing Lanes 0 1 2
Conflicting Approach Left SB EB
Conflicting Lanes Left 1 2 0
Conflicting Approach Right NB EB
Conflicting Lanes Right 2 0 2
HCM Control Delay 7.7 7.8 8
HCM LOS A A A
Lane NBLn1 NBLn2 EBLn1 EBLn2 SBLn1
Vol Left, % 100% 0% 100% 0% 0%
Vol Thru, % 0% 100% 0% 0% 76%
Vol Right, % 0% 0% 0% 100% 24%
Sign Control Stop Stop Stop Stop Stop
Traffic Vol by Lane 13 51 9 7 66
LT Vol 13 0 9 0 0
Through Vol 0 51 0 0 50
RT Vol 0 0 0 7 16
Lane Flow Rate 15 58 12 9 110
Geometry Grp 5 5 5 5 3b
Degree of Util (X) 0.021 0.074 0.018 0.011 0.131
Departure Headway (Hd) 5.126 4.625 5.463 4.26 4.279
Convergence, Y/N Yes Yes Yes Yes Yes
Cap 697 773 659 845 835
Service Time 2.865 2.364 3.163 1.96 2.323
HCM Lane V/C Ratio 0.022 0.075 0.018 0.011 0.132
HCM Control Delay 8 7.7 8.3 7 8
HCM Lane LOS AAAAA
HCM 95th-tile Q 0.1 0.2 0.1 0 0.5
HCM 6th AWSC OY AM
6: Parking Structure Drwy/Pacific Ave & Harbor Dr/Seascape Cond Drwy Saturday Peak Season Synchro 11 Report
Intersection
Intersection Delay, s/veh 7.9
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 50 2 9 0 0 5 7 9 0 2 20 62
Future Vol, veh/h 50 2 9 0 0 5 7 9 0 2 20 62
Peak Hour Factor 0.69 0.69 0.69 0.75 0.75 0.75 0.56 0.56 0.56 0.77 0.77 0.77 Heavy Vehicles, % 222222222222
Mvmt Flow 72 3 13 0 0 7 13 16 0 3 26 81
Number of Lanes 110010010011
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 2 2 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2 1 2 1
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 2 1 2
HCM Control Delay 8.4 7.4 8.2 7.4
HCM LOS A A A A
Lane NBLn1 EBLn1 EBLn2 WBLn1 SBLn1 SBLn2
Vol Left, % 44% 100% 0% 0% 9% 0%
Vol Thru, % 56% 0% 18% 0% 91% 0%
Vol Right, % 0% 0% 82% 100% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 16 50 11 5 22 62
LT Vol 7 50 0 0 2 0
Through Vol 9 0 2 0 20 0
RT Vol 0 0 9 5 0 62
Lane Flow Rate 29 72 16 7 29 81
Geometry Grp 4b 5 5 4b 5 5
Degree of Util (X) 0.04 0.106 0.019 0.008 0.039 0.092
Departure Headway (Hd) 4.988 5.272 4.197 4.36 4.86 4.113 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 722 672 839 824 741 877
Service Time 2.99 3.065 1.99 2.368 2.56 1.813
HCM Lane V/C Ratio 0.04 0.107 0.019 0.008 0.039 0.092
HCM Control Delay 8.2 8.7 7.1 7.4 7.8 7.2
HCM Lane LOS AAAAAA
HCM 95th-tile Q 0.1 0.4 0.1 0 0.1 0.3
HCM Signalized Intersection Capacity Analysis OY MD
1: Harbor Dr/Hermosa Ave & Herondo St Saturday Peak Season Synchro 11 Report
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 189 277 296 162 241 286
Future Volume (vph) 189 277 296 162 241 286
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 5.0 5.0 5.5 4.0 5.5
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 0.98 1.00 1.00
Flpb, ped/bikes 0.96 1.00 1.00 1.00 1.00
Frt 1.00 0.85 0.95 1.00 1.00
Flt Protected 0.95 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1690 1583 1730 1767 1863
Flt Permitted 0.95 1.00 1.00 0.22 1.00
Satd. Flow (perm) 1690 1583 1730 407 1863
Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.85 0.85
Adj. Flow (vph) 210 308 329 180 284 336
RTOR Reduction (vph) 0 166 10 0 0 0
Lane Group Flow (vph) 210 142 499 0 284 336
Confl. Peds. (#/hr) 19 16 16
Confl. Bikes (#/hr) 26
Turn Type Perm Perm NA pm+pt NA
Protected Phases 2 1 12 6
Permitted Phases 3 3 6
Actuated Green, G (s) 22.8 22.8 40.0 70.8 45.8
Effective Green, g (s) 22.8 22.8 40.0 65.8 45.8
Actuated g/C Ratio 0.22 0.22 0.38 0.63 0.44
Clearance Time (s) 5.0 5.0 5.5 5.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 370 346 664 542 819
v/s Ratio Prot c0.29 c0.11 0.18
v/s Ratio Perm c0.12 0.09 0.22
v/c Ratio 0.57 0.41 0.75 0.52 0.41
Uniform Delay, d1 36.3 34.9 27.8 12.4 19.9
Progression Factor 1.00 1.00 0.27 1.00 1.00
Incremental Delay, d2 2.0 0.8 3.4 0.9 0.3
Delay (s) 38.3 35.7 10.8 13.3 20.3
Level of Service D D B B C
Approach Delay (s) 36.7 10.8 17.1
Approach LOS D B B
Intersection Summary
HCM 2000 Control Delay 21.3 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.69
Actuated Cycle Length (s) 104.1 Sum of lost time (s) 24.5 Intersection Capacity Utilization 63.4% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis OY MD
2: Harbor Dr & Yacht Club Way Saturday Peak Season
Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 18 0 14 0 0 0 5 448 0 4 455 18
Future Volume (vph) 18 0 14 0 0 0 5 448 0 4 455 18
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 4.0 5.5 5.5 5.5 5.5
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frpb, ped/bikes 0.99 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 1.00
Frt 0.94 1.00 1.00 1.00 1.00 0.85
Flt Protected 0.97 0.95 1.00 0.95 1.00 1.00
Satd. Flow (prot) 1683 1770 1863 1753 1863 1583
Flt Permitted 0.95 0.95 1.00 0.32 1.00 1.00
Satd. Flow (perm) 1644 1770 1863 590 1863 1583
Peak-hour factor, PHF 0.64 0.64 0.64 0.92 0.92 0.92 0.90 0.90 0.90 0.85 0.85 0.85 Adj. Flow (vph) 28 0 22 0 0 0 6 498 0 5 535 21
RTOR Reduction (vph) 0 43 0000000000
Lane Group Flow (vph) 0 7 0 0 0 0 6 498 0 5 535 21
Confl. Peds. (#/hr) 3 3 19 19 119
Confl. Bikes (#/hr) 193 207
Turn Type custom NA Prot NA Perm NA custom
Protected Phases 5 2 6 3 6 3 4
Permitted Phases 12 12 11 11 6 3
Actuated Green, G (s) 14.7 1.3 40.0 74.1 74.1 93.8
Effective Green, g (s) 14.7 1.3 40.0 74.1 74.1 88.8
Actuated g/C Ratio 0.14 0.01 0.38 0.71 0.71 0.85
Clearance Time (s) 5.0 4.0 5.5
Vehicle Extension (s) 3.0 1.5 3.0
Lane Grp Cap (vph) 232 22 715 419 1326 1350
v/s Ratio Prot c0.00 c0.27 c0.29 0.01
v/s Ratio Perm c0.00 0.01
v/c Ratio 0.03 0.27 0.70 0.01 0.40 0.02
Uniform Delay, d1 38.6 50.9 26.9 4.4 6.1 1.1
Progression Factor 1.00 1.00 1.00 0.16 0.11 0.01
Incremental Delay, d2 0.1 2.4 3.0 0.0 0.2 0.0
Delay (s) 38.6 53.4 29.9 0.7 0.9 0.0
Level of Service D D C A A A
Approach Delay (s) 38.6 0.0 30.2 0.8
Approach LOS D A C A
Intersection Summary
HCM 2000 Control Delay 15.8 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.50
Actuated Cycle Length (s) 104.1 Sum of lost time (s) 24.5 Intersection Capacity Utilization 43.0% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis OY MD
3: Harbor Dr & Marina Way Saturday Peak Season
Synchro 11 Report
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 157 125 151 262 278 221
Future Volume (vph) 157 125 151 262 278 221
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.5 4.5 4.5 5.0 5.0 4.5
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 0.98 1.00 1.00 1.00 0.89
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 1.00 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00
Satd. Flow (prot) 1770 1547 1770 1863 1863 1411
Flt Permitted 0.95 1.00 0.95 1.00 1.00 1.00
Satd. Flow (perm) 1770 1547 1770 1863 1863 1411
Peak-hour factor, PHF 0.86 0.86 0.85 0.85 0.86 0.86
Adj. Flow (vph) 183 145 178 308 323 257
RTOR Reduction (vph) 000000
Lane Group Flow (vph) 183 145 178 308 323 257
Confl. Peds. (#/hr) 2 145
Confl. Bikes (#/hr) 156
Turn Type Perm Perm Prot NA NA custom
Protected Phases 5268
Permitted Phases 4 4 6
Actuated Green, G (s) 13.1 13.1 11.2 46.2 30.5 43.6
Effective Green, g (s) 13.1 13.1 11.2 46.2 30.5 43.6
Actuated g/C Ratio 0.19 0.19 0.16 0.67 0.44 0.63
Clearance Time (s) 4.5 4.5 4.5 5.0 5.0 4.5
Vehicle Extension (s) 3.0 3.0 1.5 3.0 3.0 0.2
Lane Grp Cap (vph) 337 294 288 1251 825 894
v/s Ratio Prot c0.10 0.17 c0.17 0.05
v/s Ratio Perm c0.10 0.09 0.13
v/c Ratio 0.54 0.49 0.62 0.25 0.39 0.29
Uniform Delay, d1 25.1 24.9 26.8 4.4 12.9 5.6
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 1.8 1.3 2.8 0.1 0.3 0.1
Delay (s) 26.9 26.2 29.6 4.6 13.2 5.7
Level of Service C C C A B A
Approach Delay (s) 26.6 13.7 9.9
Approach LOS C B A
Intersection Summary
HCM 2000 Control Delay 15.2 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.47
Actuated Cycle Length (s) 68.8 Sum of lost time (s) 14.0 Intersection Capacity Utilization 54.4% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis OY MD
4: Harbor Dr & Portofino Way/Beryl St Saturday Peak Season Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 16 89 9 114 68 384 7 64 137 295 104 25 Future Volume (vph) 16 89 9 114 68 384 7 64 137 295 104 25 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.5 3.5 4.5 4.5 3.5 5.5 4.5 5.5 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 0.99 1.00 1.00 0.97 1.00 0.91 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.99 1.00 1.00 0.85 1.00 0.90 1.00 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1770 1821 1770 1863 1531 1770 1524 1770 1863 1583 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1770 1821 1770 1863 1531 1770 1524 1770 1863 1583 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.77 0.77 0.77 0.90 0.90 0.90 Adj. Flow (vph) 17 96 10 123 73 413 9 83 178 328 116 28 RTOR Reduction (vph) 0 0 0 0 0 244 0 67 0 0 0 0
Lane Group Flow (vph) 17 106 0 123 73 169 9 194 0 328 116 28 Confl. Peds. (#/hr) 30 26 23 137
Confl. Bikes (#/hr) 1 136 187
Turn Type Prot NA Prot NA pm+ov Prot NA Prot NA custom
Protected Phases 7 4 3 8 1 5 2 9 1 6 9 7 9
Permitted Phases 8
Actuated Green, G (s) 3.1 11.0 10.1 17.5 38.7 0.9 29.2 21.2 50.5 11.9 Effective Green, g (s) 3.1 11.0 10.1 17.5 38.7 0.9 29.2 21.2 50.5 11.9 Actuated g/C Ratio 0.03 0.12 0.11 0.19 0.41 0.01 0.31 0.22 0.53 0.13 Clearance Time (s) 4.0 4.5 3.5 4.5 4.5 3.5 4.5
Vehicle Extension (s) 1.5 1.5 1.5 1.5 3.0 1.5 3.0
Lane Grp Cap (vph) 58 211 189 345 626 16 470 397 995 199 v/s Ratio Prot 0.01 c0.06 c0.07 0.04 0.06 0.01 c0.13 c0.19 0.06 0.02 v/s Ratio Perm 0.05
v/c Ratio 0.29 0.50 0.65 0.21 0.27 0.56 0.41 0.83 0.12 0.14 Uniform Delay, d1 44.6 39.2 40.5 32.6 18.5 46.6 25.9 34.9 10.9 36.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.0 0.7 6.0 0.1 0.2 24.2 0.8 13.1 0.1 0.1 Delay (s) 45.7 39.9 46.5 32.8 18.8 70.8 26.7 48.0 11.0 36.9 Level of Service D D D C B E C D B D
Approach Delay (s) 40.7 26.0 28.1 38.3
Approach LOS DCCD
Intersection Summary
HCM 2000 Control Delay 31.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.59
Actuated Cycle Length (s) 94.5 Sum of lost time (s) 23.5 Intersection Capacity Utilization 62.8% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM 6th AWSC OY MD
5: Harbor Dr & Redondo Beach Marina Drwy Saturday Peak Season Synchro 11 Report
Intersection
Intersection Delay, s/veh 8.9
Intersection LOS A
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 48 38 41 91 132 46
Future Vol, veh/h 48 38 41 91 132 46
Peak Hour Factor 0.73 0.73 0.87 0.87 0.90 0.90
Heavy Vehicles, % 222222
Mvmt Flow 66 52 47 105 147 51
Number of Lanes 111110
Approach EB NB SB
Opposing Approach SB NB
Opposing Lanes 0 1 2
Conflicting Approach Left SB EB
Conflicting Lanes Left 1 2 0
Conflicting Approach Right NB EB
Conflicting Lanes Right 2 0 2
HCM Control Delay 8.6 8.6 9.3
HCM LOS A A A
Lane NBLn1 NBLn2 EBLn1 EBLn2 SBLn1
Vol Left, % 100% 0% 100% 0% 0%
Vol Thru, % 0% 100% 0% 0% 74%
Vol Right, % 0% 0% 0% 100% 26%
Sign Control Stop Stop Stop Stop Stop
Traffic Vol by Lane 41 91 48 38 178
LT Vol 41 0 48 0 0
Through Vol 0 91 0 0 132
RT Vol 0 0 0 38 46
Lane Flow Rate 47 105 66 52 198
Geometry Grp 5 5 5 5 3b
Degree of Util (X) 0.072 0.146 0.107 0.068 0.257
Departure Headway (Hd) 5.517 5.015 5.879 4.672 4.674
Convergence, Y/N Yes Yes Yes Yes Yes
Cap 650 716 610 766 769
Service Time 3.24 2.738 3.609 2.402 2.695
HCM Lane V/C Ratio 0.072 0.147 0.108 0.068 0.257
HCM Control Delay 8.7 8.6 9.3 7.7 9.3
HCM Lane LOS AAAAA
HCM 95th-tile Q 0.2 0.5 0.4 0.2 1
HCM 6th AWSC OY MD
6: Parking Structure Drwy/Pacific Ave & Harbor Dr/Seascape Cond Drwy Saturday Peak Season Synchro 11 Report
Intersection
Intersection Delay, s/veh 9.3
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 133 2 27 0 2 14 11 32 0 23 57 122
Future Vol, veh/h 133 2 27 0 2 14 11 32 0 23 57 122
Peak Hour Factor 0.80 0.80 0.80 0.56 0.56 0.56 0.55 0.55 0.55 0.82 0.82 0.82 Heavy Vehicles, % 222222222222
Mvmt Flow 166 3 34 0 4 25 20 58 0 28 70 149
Number of Lanes 110010010011
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 2 2 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2 1 2 1
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 2 1 2
HCM Control Delay 10.2 8.4 9.3 8.7
HCM LOS B A A A
Lane NBLn1 EBLn1 EBLn2 WBLn1 SBLn1 SBLn2
Vol Left, % 26% 100% 0% 0% 29% 0%
Vol Thru, % 74% 0% 7% 12% 71% 0%
Vol Right, % 0% 0% 93% 88% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 43 133 29 16 80 122
LT Vol 11 133 0 0 23 0
Through Vol 32 0 2 2 57 0
RT Vol 0 0 27 14 0 122
Lane Flow Rate 78 166 36 29 98 149
Geometry Grp 4b 5 5 4b 5 5
Degree of Util (X) 0.12 0.27 0.047 0.04 0.147 0.188
Departure Headway (Hd) 5.509 5.847 4.688 5.075 5.406 4.558 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 649 613 760 701 662 786
Service Time 3.558 3.598 2.439 3.138 3.145 2.296
HCM Lane V/C Ratio 0.12 0.271 0.047 0.041 0.148 0.19
HCM Control Delay 9.3 10.8 7.7 8.4 9.1 8.4
HCM Lane LOS ABAAAA
HCM 95th-tile Q 0.4 1.1 0.1 0.1 0.5 0.7
HCM Signalized Intersection Capacity Analysis OY PM
1: Harbor Dr/Hermosa Ave & Herondo St Saturday Peak Season Synchro 11 Report
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 242 282 332 186 235 346
Future Volume (vph) 242 282 332 186 235 346
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 5.0 5.0 5.5 4.0 5.5
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 0.98 1.00 1.00
Flpb, ped/bikes 0.92 1.00 1.00 1.00 1.00
Frt 1.00 0.85 0.95 1.00 1.00
Flt Protected 0.95 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1637 1583 1736 1769 1863
Flt Permitted 0.95 1.00 1.00 0.14 1.00
Satd. Flow (perm) 1637 1583 1736 257 1863
Peak-hour factor, PHF 0.84 0.84 0.93 0.93 0.77 0.77
Adj. Flow (vph) 288 336 357 200 305 449
RTOR Reduction (vph) 0 126 11 0 0 0
Lane Group Flow (vph) 288 210 546 0 305 449
Confl. Peds. (#/hr) 29 13 13
Confl. Bikes (#/hr) 15
Turn Type Perm Perm NA pm+pt NA
Protected Phases 2 1 12 6
Permitted Phases 3 3 6
Actuated Green, G (s) 29.0 29.0 40.4 72.9 43.0
Effective Green, g (s) 29.0 29.0 40.4 67.9 43.0
Actuated g/C Ratio 0.25 0.25 0.36 0.60 0.38
Clearance Time (s) 5.0 5.0 5.5 5.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 417 403 616 484 703
v/s Ratio Prot c0.31 c0.14 0.24
v/s Ratio Perm c0.18 0.13 0.24
v/c Ratio 0.69 0.52 0.89 0.63 0.64
Uniform Delay, d1 38.3 36.4 34.5 20.6 29.0
Progression Factor 1.00 1.00 0.24 1.00 1.00
Incremental Delay, d2 4.9 1.2 9.0 2.7 1.9
Delay (s) 43.2 37.7 17.2 23.3 30.9
Level of Service D D B C C
Approach Delay (s) 40.2 17.2 27.8
Approach LOS D B C
Intersection Summary
HCM 2000 Control Delay 28.8 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.80
Actuated Cycle Length (s) 113.8 Sum of lost time (s) 24.5 Intersection Capacity Utilization 67.8% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis OY PM
2: Harbor Dr & Yacht Club Way Saturday Peak Season
Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 16 0 50 0 0 0 23 501 0 0 553 34
Future Volume (vph) 16 0 50 0 0 0 23 501 0 0 553 34
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 4.0 5.5 5.5 5.5
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Frt 0.90 1.00 1.00 1.00 0.85
Flt Protected 0.99 0.95 1.00 1.00 1.00
Satd. Flow (prot) 1652 1770 1863 1863 1583
Flt Permitted 0.95 0.95 1.00 1.00 1.00
Satd. Flow (perm) 1588 1770 1863 1863 1583
Peak-hour factor, PHF 0.75 0.75 0.75 0.92 0.92 0.92 0.94 0.94 0.94 0.87 0.87 0.87 Adj. Flow (vph) 21 0 67 0 0 0 24 533 0 0 636 39
RTOR Reduction (vph) 0 74 0000000000
Lane Group Flow (vph) 0 14 0 0 0 0 24 533 0 0 636 39
Confl. Peds. (#/hr) 57 57 4
Confl. Bikes (#/hr) 87 125
Turn Type custom NA Prot NA Perm NA custom
Protected Phases 5 2 6 3 6 3 4
Permitted Phases 12 12 11 11 6 3
Actuated Green, G (s) 17.8 4.5 40.4 77.5 100.3
Effective Green, g (s) 17.8 4.5 40.4 77.5 95.3
Actuated g/C Ratio 0.16 0.04 0.36 0.68 0.84
Clearance Time (s) 5.0 4.0 5.5
Vehicle Extension (s) 3.0 1.5 3.0
Lane Grp Cap (vph) 248 69 661 1268 1325
v/s Ratio Prot c0.01 c0.29 c0.34 0.02
v/s Ratio Perm c0.01
v/c Ratio 0.06 0.35 0.81 0.50 0.03
Uniform Delay, d1 40.8 53.2 33.2 8.8 1.5
Progression Factor 1.00 1.00 1.00 0.15 0.00
Incremental Delay, d2 0.1 1.1 7.1 0.2 0.0
Delay (s) 40.9 54.3 40.3 1.6 0.0
Level of Service D D D A A
Approach Delay (s) 40.9 0.0 40.9 1.5
Approach LOS D A D A
Intersection Summary
HCM 2000 Control Delay 20.7 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.57
Actuated Cycle Length (s) 113.8 Sum of lost time (s) 24.5 Intersection Capacity Utilization 43.7% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis OY PM
3: Harbor Dr & Marina Way Saturday Peak Season
Synchro 11 Report
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 189 173 133 321 387 214
Future Volume (vph) 189 173 133 321 387 214
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.5 4.5 4.5 5.0 5.0 4.5
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 0.98 1.00 1.00 1.00 0.94
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 1.00 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00
Satd. Flow (prot) 1770 1547 1770 1863 1863 1491
Flt Permitted 0.95 1.00 0.95 1.00 1.00 1.00
Satd. Flow (perm) 1770 1547 1770 1863 1863 1491
Peak-hour factor, PHF 0.89 0.89 0.94 0.94 0.96 0.96
Adj. Flow (vph) 212 194 141 341 403 223
RTOR Reduction (vph) 000000
Lane Group Flow (vph) 212 194 141 341 403 223
Confl. Peds. (#/hr) 2 55
Confl. Bikes (#/hr) 111
Turn Type Perm Perm Prot NA NA custom
Protected Phases 5268
Permitted Phases 4 4 6
Actuated Green, G (s) 14.2 14.2 10.2 45.5 30.8 45.0
Effective Green, g (s) 14.2 14.2 10.2 45.5 30.8 45.0
Actuated g/C Ratio 0.21 0.21 0.15 0.66 0.45 0.65
Clearance Time (s) 4.5 4.5 4.5 5.0 5.0 4.5
Vehicle Extension (s) 3.0 3.0 1.5 3.0 3.0 0.2
Lane Grp Cap (vph) 363 317 260 1224 829 969
v/s Ratio Prot c0.08 0.18 c0.22 0.05
v/s Ratio Perm 0.12 c0.13 0.10
v/c Ratio 0.58 0.61 0.54 0.28 0.49 0.23
Uniform Delay, d1 24.8 25.0 27.3 5.0 13.6 5.0
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 2.4 3.5 1.2 0.1 0.5 0.0
Delay (s) 27.2 28.5 28.6 5.1 14.0 5.0
Level of Service C C C A B A
Approach Delay (s) 27.8 12.0 10.8
Approach LOS C B B
Intersection Summary
HCM 2000 Control Delay 15.7 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.53
Actuated Cycle Length (s) 69.2 Sum of lost time (s) 14.0 Intersection Capacity Utilization 55.0% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis OY PM
4: Harbor Dr & Portofino Way/Beryl St Saturday Peak Season Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 51 104 7 211 86 523 5 100 116 386 141 62 Future Volume (vph) 51 104 7 211 86 523 5 100 116 386 141 62 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.5 3.5 4.5 4.5 3.5 5.5 4.5 5.5 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 0.99 1.00 1.00 0.95 1.00 0.95 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.99 1.00 1.00 0.85 1.00 0.92 1.00 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1770 1836 1770 1863 1507 1770 1621 1770 1863 1583 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1770 1836 1770 1863 1507 1770 1621 1770 1863 1583 Peak-hour factor, PHF 0.77 0.77 0.77 0.99 0.99 0.99 0.78 0.78 0.78 0.84 0.84 0.84 Adj. Flow (vph) 66 135 9 213 87 528 6 128 149 460 168 74 RTOR Reduction (vph) 0 0 0 0 0 250 0 34 0 0 0 0
Lane Group Flow (vph) 66 144 0 213 87 278 6 243 0 460 168 74 Confl. Peds. (#/hr) 23 38 27 85
Confl. Bikes (#/hr) 67 98
Turn Type Prot NA Prot NA pm+ov Prot NA Prot NA custom
Protected Phases 7 4 3 8 1 5 2 9 1 6 9 7 9
Permitted Phases 8
Actuated Green, G (s) 6.5 14.6 15.2 22.8 53.3 1.0 30.6 30.5 61.1 16.8 Effective Green, g (s) 6.5 14.6 15.2 22.8 53.3 1.0 30.6 30.5 61.1 16.8 Actuated g/C Ratio 0.06 0.13 0.13 0.20 0.47 0.01 0.27 0.27 0.54 0.15 Clearance Time (s) 4.0 4.5 3.5 4.5 4.5 3.5 4.5
Vehicle Extension (s) 1.5 1.5 1.5 1.5 3.0 1.5 3.0
Lane Grp Cap (vph) 101 235 236 372 705 15 435 473 999 233 v/s Ratio Prot 0.04 c0.08 c0.12 0.05 0.11 0.00 c0.15 c0.26 0.09 0.05 v/s Ratio Perm 0.08
v/c Ratio 0.65 0.61 0.90 0.23 0.39 0.40 0.56 0.97 0.17 0.32 Uniform Delay, d1 52.6 47.0 48.6 38.2 19.8 56.2 35.8 41.3 13.5 43.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 11.0 3.3 33.0 0.1 0.4 6.3 1.9 34.1 0.1 0.3 Delay (s) 63.6 50.3 81.7 38.3 20.1 62.4 37.7 75.4 13.6 43.7 Level of Service E D F D C E D E B D
Approach Delay (s) 54.5 37.9 38.3 57.3
Approach LOS D D D E
Intersection Summary
HCM 2000 Control Delay 46.4 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.77
Actuated Cycle Length (s) 113.9 Sum of lost time (s) 23.5 Intersection Capacity Utilization 70.8% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM 6th AWSC OY PM
5: Harbor Dr & Redondo Beach Marina Drwy Saturday Peak Season Synchro 11 Report
Intersection
Intersection Delay, s/veh 9.8
Intersection LOS A
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 57 31 64 187 178 38
Future Vol, veh/h 57 31 64 187 178 38
Peak Hour Factor 0.86 0.86 0.82 0.82 0.93 0.93
Heavy Vehicles, % 222222
Mvmt Flow 66 36 78 228 191 41
Number of Lanes 111110
Approach EB NB SB
Opposing Approach SB NB
Opposing Lanes 0 1 2
Conflicting Approach Left SB EB
Conflicting Lanes Left 1 2 0
Conflicting Approach Right NB EB
Conflicting Lanes Right 2 0 2
HCM Control Delay 9.3 9.8 10.1
HCM LOS A A B
Lane NBLn1 NBLn2 EBLn1 EBLn2 SBLn1
Vol Left, % 100% 0% 100% 0% 0%
Vol Thru, % 0% 100% 0% 0% 82%
Vol Right, % 0% 0% 0% 100% 18%
Sign Control Stop Stop Stop Stop Stop
Traffic Vol by Lane 64 187 57 31 216
LT Vol 64 0 57 0 0
Through Vol 0 187 0 0 178
RT Vol 0 0 0 31 38
Lane Flow Rate 78 228 66 36 232
Geometry Grp 5 5 5 5 3b
Degree of Util (X) 0.12 0.318 0.116 0.051 0.314
Departure Headway (Hd) 5.529 5.027 6.313 5.102 4.87
Convergence, Y/N Yes Yes Yes Yes Yes
Cap 649 714 567 699 739
Service Time 3.263 2.76 4.064 2.853 2.904
HCM Lane V/C Ratio 0.12 0.319 0.116 0.052 0.314
HCM Control Delay 9 10.1 9.9 8.1 10.1
HCM Lane LOS ABAAB
HCM 95th-tile Q 0.4 1.4 0.4 0.2 1.3
HCM 6th AWSC OY PM
6: Parking Structure Drwy/Pacific Ave & Harbor Dr/Seascape Cond Drwy Saturday Peak Season Synchro 11 Report
Intersection
Intersection Delay, s/veh 10.1
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 171 2 38 0 2 7 14 73 0 13 32 232
Future Vol, veh/h 171 2 38 0 2 7 14 73 0 13 32 232
Peak Hour Factor 0.91 0.91 0.91 0.42 0.42 0.42 0.92 0.92 0.92 0.86 0.86 0.86 Heavy Vehicles, % 222222222222
Mvmt Flow 188 2 42 0 5 17 15 79 0 15 37 270
Number of Lanes 110010010011
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 2 2 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2 1 2 1
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 2 1 2
HCM Control Delay 10.9 8.7 9.7 9.7
HCM LOS B A A A
Lane NBLn1 EBLn1 EBLn2 WBLn1 SBLn1 SBLn2
Vol Left, % 16% 100% 0% 0% 29% 0%
Vol Thru, % 84% 0% 5% 22% 71% 0%
Vol Right, % 0% 0% 95% 78% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 87 171 40 9 45 232
LT Vol 14 171 0 0 13 0
Through Vol 73 0 2 2 32 0
RT Vol 0 0 38 7 0 232
Lane Flow Rate 95 188 44 21 52 270
Geometry Grp 4b 5 5 4b 5 5
Degree of Util (X) 0.149 0.315 0.059 0.032 0.08 0.349
Departure Headway (Hd) 5.657 6.042 4.869 5.407 5.513 4.663 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 630 592 729 654 648 769
Service Time 3.725 3.818 2.644 3.504 3.262 2.411
HCM Lane V/C Ratio 0.151 0.318 0.06 0.032 0.08 0.351
HCM Control Delay 9.7 11.6 8 8.7 8.7 9.9
HCM Lane LOS ABAAAA
HCM 95th-tile Q 0.5 1.3 0.2 0.1 0.3 1.6
HCM Signalized Intersection Capacity Analysis OY + P AM 1: Harbor Dr/Hermosa Ave & Herondo St Saturday Peak Season Synchro 11 Report
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 169 186 157 75 127 87
Future Volume (vph) 169 186 157 75 127 87
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 5.0 5.0 5.5 4.0 5.5
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 0.98 1.00 1.00
Flpb, ped/bikes 0.90 1.00 1.00 1.00 1.00
Frt 1.00 0.85 0.96 1.00 1.00
Flt Protected 0.95 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1595 1583 1742 1762 1863
Flt Permitted 0.95 1.00 1.00 0.47 1.00
Satd. Flow (perm) 1595 1583 1742 877 1863
Peak-hour factor, PHF 0.90 0.90 0.86 0.86 0.74 0.74
Adj. Flow (vph) 188 207 183 87 172 118
RTOR Reduction (vph) 0 127 8000
Lane Group Flow (vph) 188 80 262 0 172 118
Confl. Peds. (#/hr) 47 11 11
Confl. Bikes (#/hr) 37
Turn Type Perm Perm NA pm+pt NA
Protected Phases 2 1 12 6
Permitted Phases 3 3 6
Actuated Green, G (s) 18.8 18.8 36.8 62.9 42.6
Effective Green, g (s) 18.8 18.8 36.8 57.9 42.6
Actuated g/C Ratio 0.20 0.20 0.40 0.63 0.46
Clearance Time (s) 5.0 5.0 5.5 5.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 325 322 695 714 860
v/s Ratio Prot c0.15 c0.04 0.06
v/s Ratio Perm c0.12 0.05 0.11
v/c Ratio 0.58 0.25 0.38 0.24 0.14
Uniform Delay, d1 33.1 30.8 19.6 7.5 14.2
Progression Factor 1.00 1.00 0.15 1.00 1.00
Incremental Delay, d2 2.5 0.4 0.3 0.2 0.1
Delay (s) 35.6 31.2 3.2 7.7 14.3
Level of Service D C A A B
Approach Delay (s) 33.3 3.2 10.4
Approach LOS C A B
Intersection Summary
HCM 2000 Control Delay 17.8 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.43
Actuated Cycle Length (s) 92.2 Sum of lost time (s) 24.5 Intersection Capacity Utilization 56.0% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis OY + P AM 2: Harbor Dr & Yacht Club Way Saturday Peak Season
Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 5 0 5 0 0 0 4 226 0 0 231 20
Future Volume (vph) 5 0 5 0 0 0 4 226 0 0 231 20
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 4.0 5.5 5.5 5.5
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00
Frpb, ped/bikes 0.99 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Frt 0.93 1.00 1.00 1.00 0.85
Flt Protected 0.98 0.95 1.00 1.00 1.00
Satd. Flow (prot) 1672 1770 1863 1863 1583
Flt Permitted 0.95 0.95 1.00 1.00 1.00
Satd. Flow (perm) 1628 1770 1863 1863 1583
Peak-hour factor, PHF 0.50 0.50 0.50 0.92 0.92 0.92 0.79 0.79 0.79 0.82 0.82 0.82 Adj. Flow (vph) 10 0 10 0 0 0 5 286 0 0 282 24
RTOR Reduction (vph) 0 18 0000000000
Lane Group Flow (vph) 0 2 0 0 0 0 5 286 0 0 282 24
Confl. Peds. (#/hr) 3 3 18 18 149
Confl. Bikes (#/hr) 125 143
Turn Type custom NA Prot NA Perm NA custom
Protected Phases 5 2 6 3 6 3 4
Permitted Phases 12 12 11 11 6 3
Actuated Green, G (s) 10.0 1.3 36.8 66.9 81.9
Effective Green, g (s) 10.0 1.3 36.8 66.9 76.9
Actuated g/C Ratio 0.11 0.01 0.40 0.73 0.83
Clearance Time (s) 5.0 4.0 5.5
Vehicle Extension (s) 3.0 1.5 3.0
Lane Grp Cap (vph) 176 24 743 1351 1320
v/s Ratio Prot c0.00 c0.15 c0.15 c0.02
v/s Ratio Perm 0.00
v/c Ratio 0.01 0.21 0.38 0.21 0.02
Uniform Delay, d1 36.7 44.9 19.7 4.1 1.3
Progression Factor 1.00 1.00 1.00 0.20 0.00
Incremental Delay, d2 0.0 1.6 0.3 0.1 0.0
Delay (s) 36.7 46.5 20.0 0.9 0.0
Level of Service D D B A A
Approach Delay (s) 36.7 0.0 20.5 0.8
Approach LOS D A C A
Intersection Summary
HCM 2000 Control Delay 11.3 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.29
Actuated Cycle Length (s) 92.2 Sum of lost time (s) 24.5 Intersection Capacity Utilization 43.0% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis OY + P AM 3: Harbor Dr & Marina Way Saturday Peak Season
Synchro 11 Report
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 77 75 82 159 116 116
Future Volume (vph) 77 75 82 159 116 116
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.5 4.5 4.5 5.0 5.0 4.5
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 0.90
Flpb, ped/bikes 0.99 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 1.00 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00
Satd. Flow (prot) 1749 1583 1770 1863 1863 1419
Flt Permitted 0.95 1.00 0.95 1.00 1.00 1.00
Satd. Flow (perm) 1749 1583 1770 1863 1863 1419
Peak-hour factor, PHF 0.77 0.77 0.79 0.79 0.80 0.80
Adj. Flow (vph) 100 97 104 201 145 145
RTOR Reduction (vph) 000000
Lane Group Flow (vph) 100 97 104 201 145 145
Confl. Peds. (#/hr) 8 132
Confl. Bikes (#/hr) 130
Turn Type Perm Perm Prot NA NA custom
Protected Phases 5268
Permitted Phases 4 4 6
Actuated Green, G (s) 9.0 9.0 6.9 45.2 33.8 42.8
Effective Green, g (s) 9.0 9.0 6.9 45.2 33.8 42.8
Actuated g/C Ratio 0.14 0.14 0.11 0.71 0.53 0.67
Clearance Time (s) 4.5 4.5 4.5 5.0 5.0 4.5
Vehicle Extension (s) 3.0 3.0 1.5 3.0 3.0 0.2
Lane Grp Cap (vph) 247 223 191 1321 988 953
v/s Ratio Prot c0.06 c0.11 0.08 0.02
v/s Ratio Perm 0.06 c0.06 0.08
v/c Ratio 0.40 0.43 0.54 0.15 0.15 0.15
Uniform Delay, d1 24.9 25.0 26.9 3.0 7.6 3.8
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 1.1 1.4 1.7 0.1 0.1 0.0
Delay (s) 26.0 26.4 28.6 3.1 7.7 3.8
Level of Service C C C A A A
Approach Delay (s) 26.2 11.8 5.8
Approach LOS C B A
Intersection Summary
HCM 2000 Control Delay 13.2 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.26
Actuated Cycle Length (s) 63.7 Sum of lost time (s) 14.0 Intersection Capacity Utilization 39.6% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis OY + P AM 4: Harbor Dr & Portofino Way/Beryl St Saturday Peak Season Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 9 53 4 63 96 237 5 25 44 116 60 16 Future Volume (vph) 9 53 4 63 96 237 5 25 44 116 60 16
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.5 3.5 4.5 4.5 3.5 5.5 4.5 5.5 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.97 1.00 0.92 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.99 1.00 1.00 0.85 1.00 0.90 1.00 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1770 1835 1770 1863 1538 1770 1547 1770 1863 1583 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1770 1835 1770 1863 1538 1770 1547 1770 1863 1583 Peak-hour factor, PHF 0.69 0.69 0.69 0.77 0.77 0.77 0.73 0.73 0.73 0.71 0.71 0.71 Adj. Flow (vph) 13 77 6 82 125 308 7 34 60 163 85 23
RTOR Reduction (vph) 0 0 0 0 0 172 0 47 0 0 0 0
Lane Group Flow (vph) 13 83 0 82 125 136 7 47 0 163 85 23 Confl. Peds. (#/hr) 19 35 27 136
Confl. Bikes (#/hr) 93 115
Turn Type Prot NA Prot NA pm+ov Prot NA Prot NA custom
Protected Phases 7 4 3 8 1 5 2 9 1 6 9 7 9
Permitted Phases 8
Actuated Green, G (s) 2.6 9.5 6.1 12.5 33.3 0.7 16.2 20.8 37.3 7.3 Effective Green, g (s) 2.6 9.5 6.1 12.5 33.3 0.7 16.2 20.8 37.3 7.3 Actuated g/C Ratio 0.03 0.13 0.08 0.17 0.44 0.01 0.21 0.28 0.49 0.10 Clearance Time (s) 4.0 4.5 3.5 4.5 4.5 3.5 4.5
Vehicle Extension (s) 1.5 1.5 1.5 1.5 3.0 1.5 3.0
Lane Grp Cap (vph) 60 230 142 308 677 16 331 486 919 152 v/s Ratio Prot 0.01 0.05 c0.05 c0.07 0.06 0.00 c0.03 c0.09 0.05 c0.01 v/s Ratio Perm 0.03
v/c Ratio 0.22 0.36 0.58 0.41 0.20 0.44 0.14 0.34 0.09 0.15 Uniform Delay, d1 35.5 30.3 33.5 28.2 13.0 37.3 24.1 21.9 10.2 31.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.7 0.4 3.5 0.3 0.1 6.8 0.3 0.4 0.1 0.2 Delay (s) 36.2 30.6 37.0 28.5 13.1 44.1 24.3 22.3 10.2 31.5 Level of Service D C D C B D C C B C
Approach Delay (s) 31.4 20.7 25.7 19.3
Approach LOS C C C B
Intersection Summary
HCM 2000 Control Delay 21.9 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.32
Actuated Cycle Length (s) 75.6 Sum of lost time (s) 23.5 Intersection Capacity Utilization 49.7% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM 6th AWSC OY + P AM
5: Harbor Dr & Redondo Beach Marina Drwy Saturday Peak Season Synchro 11 Report
Intersection
Intersection Delay, s/veh 7.7
Intersection LOS A
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 9 7 16 51 50 43
Future Vol, veh/h 9 7 16 51 50 43
Peak Hour Factor 0.75 0.75 0.88 0.88 0.60 0.60
Heavy Vehicles, % 222222
Mvmt Flow 12 9 18 58 83 72
Number of Lanes 101110
Approach EB NB SB
Opposing Approach SB NB
Opposing Lanes 0 1 2
Conflicting Approach Left SB EB
Conflicting Lanes Left 1 1 0
Conflicting Approach Right NB EB
Conflicting Lanes Right 2 0 1
HCM Control Delay 7.4 7.8 7.7
HCM LOS A A A
Lane NBLn1 NBLn2 EBLn1 SBLn1
Vol Left, % 100% 0% 56% 0%
Vol Thru, % 0% 100% 0% 54%
Vol Right, % 0% 0% 44% 46%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 16 51 16 93
LT Vol 16 0 9 0
Through Vol 0 51 0 50
RT Vol 0 0 7 43
Lane Flow Rate 18 58 21 155
Geometry Grp 5 5 2 4a
Degree of Util (X) 0.026 0.075 0.025 0.166
Departure Headway (Hd) 5.149 4.648 4.284 3.85
Convergence, Y/N Yes Yes Yes Yes
Cap 696 771 841 928
Service Time 2.877 2.376 2.284 1.888
HCM Lane V/C Ratio 0.026 0.075 0.025 0.167
HCM Control Delay 8 7.8 7.4 7.7
HCM Lane LOS AAAA
HCM 95th-tile Q 0.1 0.2 0.1 0.6
HCM 6th AWSC OY + P AM
6: Parking Structure Drwy/Pacific Ave & Harbor Dr/Seascape Cond Drwy Saturday Peak Season Synchro 11 Report
Intersection
Intersection Delay, s/veh 7.9
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 50 2 9 0 0 5 7 9 0 2 20 65
Future Vol, veh/h 50 2 9 0 0 5 7 9 0 2 20 65
Peak Hour Factor 0.69 0.69 0.69 0.75 0.75 0.75 0.56 0.56 0.56 0.77 0.77 0.77 Heavy Vehicles, % 222222222222
Mvmt Flow 72 3 13 0 0 7 13 16 0 3 26 84
Number of Lanes 110010010011
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 2 2 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2 1 2 1
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 2 1 2
HCM Control Delay 8.4 7.4 8.2 7.4
HCM LOS A A A A
Lane NBLn1 EBLn1 EBLn2 WBLn1 SBLn1 SBLn2
Vol Left, % 44% 100% 0% 0% 9% 0%
Vol Thru, % 56% 0% 18% 0% 91% 0%
Vol Right, % 0% 0% 82% 100% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 16 50 11 5 22 65
LT Vol 7 50 0 0 2 0
Through Vol 9 0 2 0 20 0
RT Vol 0 0 9 5 0 65
Lane Flow Rate 29 72 16 7 29 84
Geometry Grp 4b 5 5 4b 5 5
Degree of Util (X) 0.04 0.106 0.019 0.008 0.039 0.096
Departure Headway (Hd) 4.991 5.278 4.203 4.368 4.86 4.113 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 721 671 838 823 741 876
Service Time 2.994 3.072 1.997 2.375 2.56 1.813
HCM Lane V/C Ratio 0.04 0.107 0.019 0.009 0.039 0.096
HCM Control Delay 8.2 8.7 7.1 7.4 7.8 7.2
HCM Lane LOS AAAAAA
HCM 95th-tile Q 0.1 0.4 0.1 0 0.1 0.3
HCM Signalized Intersection Capacity Analysis OY + P MD 1: Harbor Dr/Hermosa Ave & Herondo St Saturday Peak Season Synchro 11 Report
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 196 277 297 163 241 290
Future Volume (vph) 196 277 297 163 241 290
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 5.0 5.0 5.5 4.0 5.5
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 0.98 1.00 1.00
Flpb, ped/bikes 0.95 1.00 1.00 1.00 1.00
Frt 1.00 0.85 0.95 1.00 1.00
Flt Protected 0.95 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1690 1583 1730 1767 1863
Flt Permitted 0.95 1.00 1.00 0.21 1.00
Satd. Flow (perm) 1690 1583 1730 398 1863
Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.85 0.85
Adj. Flow (vph) 218 308 330 181 284 341
RTOR Reduction (vph) 0 158 11 0 0 0
Lane Group Flow (vph) 218 150 500 0 284 341
Confl. Peds. (#/hr) 19 16 16
Confl. Bikes (#/hr) 26
Turn Type Perm Perm NA pm+pt NA
Protected Phases 2 1 12 6
Permitted Phases 3 3 6
Actuated Green, G (s) 23.4 23.4 40.0 70.9 45.8
Effective Green, g (s) 23.4 23.4 40.0 65.9 45.8
Actuated g/C Ratio 0.22 0.22 0.38 0.63 0.44
Clearance Time (s) 5.0 5.0 5.5 5.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 377 353 660 536 814
v/s Ratio Prot c0.29 c0.11 0.18
v/s Ratio Perm c0.13 0.09 0.22
v/c Ratio 0.58 0.42 0.76 0.53 0.42
Uniform Delay, d1 36.3 34.9 28.2 12.7 20.3
Progression Factor 1.00 1.00 0.26 1.00 1.00
Incremental Delay, d2 2.1 0.8 3.4 0.9 0.4
Delay (s) 38.4 35.7 10.9 13.7 20.7
Level of Service D D B B C
Approach Delay (s) 36.9 10.9 17.5
Approach LOS D B B
Intersection Summary
HCM 2000 Control Delay 21.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.69
Actuated Cycle Length (s) 104.8 Sum of lost time (s) 24.5 Intersection Capacity Utilization 63.8% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis OY + P MD 2: Harbor Dr & Yacht Club Way Saturday Peak Season
Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 18 0 14 0 0 0 5 450 0 4 466 18
Future Volume (vph) 18 0 14 0 0 0 5 450 0 4 466 18
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 4.0 5.5 5.5 5.5 5.5
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frpb, ped/bikes 0.99 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 1.00
Frt 0.94 1.00 1.00 1.00 1.00 0.85
Flt Protected 0.97 0.95 1.00 0.95 1.00 1.00
Satd. Flow (prot) 1683 1770 1863 1753 1863 1583
Flt Permitted 0.95 0.95 1.00 0.32 1.00 1.00
Satd. Flow (perm) 1644 1770 1863 587 1863 1583
Peak-hour factor, PHF 0.64 0.64 0.64 0.92 0.92 0.92 0.90 0.90 0.90 0.85 0.85 0.85 Adj. Flow (vph) 28 0 22 0 0 0 6 500 0 5 548 21
RTOR Reduction (vph) 0 43 0000000000
Lane Group Flow (vph) 0 7 0 0 0 0 6 500 0 5 548 21
Confl. Peds. (#/hr) 3 3 19 19 119
Confl. Bikes (#/hr) 193 207
Turn Type custom NA Prot NA Perm NA custom
Protected Phases 5 2 6 3 6 3 4
Permitted Phases 12 12 11 11 6 3
Actuated Green, G (s) 14.8 1.3 40.0 74.7 74.7 94.5
Effective Green, g (s) 14.8 1.3 40.0 74.7 74.7 89.5
Actuated g/C Ratio 0.14 0.01 0.38 0.71 0.71 0.85
Clearance Time (s) 5.0 4.0 5.5
Vehicle Extension (s) 3.0 1.5 3.0
Lane Grp Cap (vph) 232 21 711 418 1327 1351
v/s Ratio Prot c0.00 c0.27 c0.29 0.01
v/s Ratio Perm c0.00 0.01
v/c Ratio 0.03 0.29 0.70 0.01 0.41 0.02
Uniform Delay, d1 38.8 51.3 27.4 4.4 6.1 1.1
Progression Factor 1.00 1.00 1.00 0.16 0.11 0.01
Incremental Delay, d2 0.1 2.7 3.2 0.0 0.2 0.0
Delay (s) 38.9 54.0 30.5 0.7 0.9 0.0
Level of Service D D C A A A
Approach Delay (s) 38.9 0.0 30.8 0.9
Approach LOS D A C A
Intersection Summary
HCM 2000 Control Delay 16.0 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.51
Actuated Cycle Length (s) 104.8 Sum of lost time (s) 24.5 Intersection Capacity Utilization 43.0% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis OY + P MD 3: Harbor Dr & Marina Way Saturday Peak Season
Synchro 11 Report
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 157 125 151 264 289 221
Future Volume (vph) 157 125 151 264 289 221
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.5 4.5 4.5 5.0 5.0 4.5
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 0.98 1.00 1.00 1.00 0.89
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 1.00 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00
Satd. Flow (prot) 1770 1547 1770 1863 1863 1411
Flt Permitted 0.95 1.00 0.95 1.00 1.00 1.00
Satd. Flow (perm) 1770 1547 1770 1863 1863 1411
Peak-hour factor, PHF 0.86 0.86 0.85 0.85 0.86 0.86
Adj. Flow (vph) 183 145 178 311 336 257
RTOR Reduction (vph) 000000
Lane Group Flow (vph) 183 145 178 311 336 257
Confl. Peds. (#/hr) 2 145
Confl. Bikes (#/hr) 156
Turn Type Perm Perm Prot NA NA custom
Protected Phases 5268
Permitted Phases 4 4 6
Actuated Green, G (s) 13.1 13.1 11.2 46.2 30.5 43.6
Effective Green, g (s) 13.1 13.1 11.2 46.2 30.5 43.6
Actuated g/C Ratio 0.19 0.19 0.16 0.67 0.44 0.63
Clearance Time (s) 4.5 4.5 4.5 5.0 5.0 4.5
Vehicle Extension (s) 3.0 3.0 1.5 3.0 3.0 0.2
Lane Grp Cap (vph) 337 294 288 1251 825 894
v/s Ratio Prot c0.10 0.17 c0.18 0.05
v/s Ratio Perm c0.10 0.09 0.13
v/c Ratio 0.54 0.49 0.62 0.25 0.41 0.29
Uniform Delay, d1 25.1 24.9 26.8 4.5 13.0 5.6
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 1.8 1.3 2.8 0.1 0.3 0.1
Delay (s) 26.9 26.2 29.6 4.6 13.3 5.7
Level of Service C C C A B A
Approach Delay (s) 26.6 13.7 10.0
Approach LOS C B B
Intersection Summary
HCM 2000 Control Delay 15.1 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.48
Actuated Cycle Length (s) 68.8 Sum of lost time (s) 14.0 Intersection Capacity Utilization 54.4% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis OY + P MD 4: Harbor Dr & Portofino Way/Beryl St Saturday Peak Season Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 16 89 9 127 68 384 7 66 140 295 115 25 Future Volume (vph) 16 89 9 127 68 384 7 66 140 295 115 25 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.5 3.5 4.5 4.5 3.5 5.5 4.5 5.5 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 0.99 1.00 1.00 0.97 1.00 0.91 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.99 1.00 1.00 0.85 1.00 0.90 1.00 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1770 1821 1770 1863 1530 1770 1524 1770 1863 1583 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1770 1821 1770 1863 1530 1770 1524 1770 1863 1583 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.77 0.77 0.77 0.90 0.90 0.90 Adj. Flow (vph) 17 96 10 137 73 413 9 86 182 328 128 28 RTOR Reduction (vph) 0 0 0 0 0 242 0 67 0 0 0 0
Lane Group Flow (vph) 17 106 0 137 73 171 9 201 0 328 128 28 Confl. Peds. (#/hr) 30 26 23 137
Confl. Bikes (#/hr) 1 136 187
Turn Type Prot NA Prot NA pm+ov Prot NA Prot NA custom
Protected Phases 7 4 3 8 1 5 2 9 1 6 9 7 9
Permitted Phases 8
Actuated Green, G (s) 3.1 11.0 10.7 18.1 39.3 0.9 29.2 21.2 50.5 12.0 Effective Green, g (s) 3.1 11.0 10.7 18.1 39.3 0.9 29.2 21.2 50.5 12.0 Actuated g/C Ratio 0.03 0.12 0.11 0.19 0.41 0.01 0.31 0.22 0.53 0.13 Clearance Time (s) 4.0 4.5 3.5 4.5 4.5 3.5 4.5
Vehicle Extension (s) 1.5 1.5 1.5 1.5 3.0 1.5 3.0
Lane Grp Cap (vph) 57 210 199 354 632 16 467 394 989 199 v/s Ratio Prot 0.01 c0.06 c0.08 0.04 0.06 0.01 c0.13 c0.19 0.07 0.02 v/s Ratio Perm 0.05
v/c Ratio 0.30 0.50 0.69 0.21 0.27 0.56 0.43 0.83 0.13 0.14 Uniform Delay, d1 44.9 39.5 40.6 32.4 18.4 46.9 26.3 35.3 11.2 37.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.1 0.7 7.7 0.1 0.2 24.2 0.9 13.9 0.1 0.1 Delay (s) 46.0 40.2 48.3 32.6 18.7 71.1 27.2 49.2 11.3 37.1 Level of Service D D D C B E C D B D
Approach Delay (s) 41.0 26.8 28.6 38.5
Approach LOS DCCD
Intersection Summary
HCM 2000 Control Delay 32.0 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.60
Actuated Cycle Length (s) 95.1 Sum of lost time (s) 23.5 Intersection Capacity Utilization 63.2% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM 6th AWSC OY + P MD
5: Harbor Dr & Redondo Beach Marina Drwy Saturday Peak Season Synchro 11 Report
Intersection
Intersection Delay, s/veh 8.7
Intersection LOS A
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 53 39 44 91 132 70
Future Vol, veh/h 53 39 44 91 132 70
Peak Hour Factor 0.73 0.73 0.87 0.87 0.90 0.90
Heavy Vehicles, % 222222
Mvmt Flow 73 53 51 105 147 78
Number of Lanes 101110
Approach EB NB SB
Opposing Approach SB NB
Opposing Lanes 0 1 2
Conflicting Approach Left SB EB
Conflicting Lanes Left 1 1 0
Conflicting Approach Right NB EB
Conflicting Lanes Right 2 0 1
HCM Control Delay 8.6 8.6 8.9
HCM LOS A A A
Lane NBLn1 NBLn2 EBLn1 SBLn1
Vol Left, % 100% 0% 58% 0%
Vol Thru, % 0% 100% 0% 65%
Vol Right, % 0% 0% 42% 35%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 44 91 92 202
LT Vol 44 0 53 0
Through Vol 0 91 0 132
RT Vol 0 0 39 70
Lane Flow Rate 51 105 126 224
Geometry Grp 5 5 2 4a
Degree of Util (X) 0.077 0.146 0.163 0.269
Departure Headway (Hd) 5.514 5.011 4.661 4.318
Convergence, Y/N Yes Yes Yes Yes
Cap 651 716 770 833
Service Time 3.237 2.734 2.685 2.338
HCM Lane V/C Ratio 0.078 0.147 0.164 0.269
HCM Control Delay 8.7 8.6 8.6 8.9
HCM Lane LOS AAAA
HCM 95th-tile Q 0.2 0.5 0.6 1.1
HCM 6th AWSC OY + P MD
6: Parking Structure Drwy/Pacific Ave & Harbor Dr/Seascape Cond Drwy Saturday Peak Season Synchro 11 Report
Intersection
Intersection Delay, s/veh 9.3
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 134 2 27 0 2 14 11 32 0 23 57 125
Future Vol, veh/h 134 2 27 0 2 14 11 32 0 23 57 125
Peak Hour Factor 0.80 0.80 0.80 0.56 0.56 0.56 0.55 0.55 0.55 0.82 0.82 0.82 Heavy Vehicles, % 222222222222
Mvmt Flow 168 3 34 0 4 25 20 58 0 28 70 152
Number of Lanes 110010010011
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 2 2 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2 1 2 1
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 2 1 2
HCM Control Delay 10.2 8.4 9.3 8.7
HCM LOS B A A A
Lane NBLn1 EBLn1 EBLn2 WBLn1 SBLn1 SBLn2
Vol Left, % 26% 100% 0% 0% 29% 0%
Vol Thru, % 74% 0% 7% 12% 71% 0%
Vol Right, % 0% 0% 93% 88% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 43 134 29 16 80 125
LT Vol 11 134 0 0 23 0
Through Vol 32 0 2 2 57 0
RT Vol 0 0 27 14 0 125
Lane Flow Rate 78 168 36 29 98 152
Geometry Grp 4b 5 5 4b 5 5
Degree of Util (X) 0.12 0.272 0.047 0.04 0.147 0.193
Departure Headway (Hd) 5.517 5.855 4.697 5.086 5.41 4.561 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 648 611 759 700 662 785
Service Time 3.566 3.606 2.447 3.149 3.149 2.3
HCM Lane V/C Ratio 0.12 0.275 0.047 0.041 0.148 0.194
HCM Control Delay 9.3 10.8 7.7 8.4 9.1 8.4
HCM Lane LOS ABAAAA
HCM 95th-tile Q 0.4 1.1 0.1 0.1 0.5 0.7
HCM Signalized Intersection Capacity Analysis OY + P PM 1: Harbor Dr/Hermosa Ave & Herondo St Saturday Peak Season Synchro 11 Report
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 243 282 340 200 235 346
Future Volume (vph) 243 282 340 200 235 346
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 5.0 5.0 5.5 4.0 5.5
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 0.98 1.00 1.00
Flpb, ped/bikes 0.92 1.00 1.00 1.00 1.00
Frt 1.00 0.85 0.95 1.00 1.00
Flt Protected 0.95 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1637 1583 1732 1769 1863
Flt Permitted 0.95 1.00 1.00 0.11 1.00
Satd. Flow (perm) 1637 1583 1732 210 1863
Peak-hour factor, PHF 0.84 0.84 0.93 0.93 0.77 0.77
Adj. Flow (vph) 289 336 366 215 305 449
RTOR Reduction (vph) 0 125 12 0 0 0
Lane Group Flow (vph) 289 211 569 0 305 449
Confl. Peds. (#/hr) 29 13 13
Confl. Bikes (#/hr) 15
Turn Type Perm Perm NA pm+pt NA
Protected Phases 2 1 12 6
Permitted Phases 3 3 6
Actuated Green, G (s) 29.1 29.1 40.4 72.9 43.0
Effective Green, g (s) 29.1 29.1 40.4 67.9 43.0
Actuated g/C Ratio 0.26 0.26 0.35 0.60 0.38
Clearance Time (s) 5.0 5.0 5.5 5.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 418 404 614 466 703
v/s Ratio Prot c0.33 c0.14 0.24
v/s Ratio Perm c0.18 0.13 0.25
v/c Ratio 0.69 0.52 0.93 0.65 0.64
Uniform Delay, d1 38.3 36.4 35.3 24.7 29.1
Progression Factor 1.00 1.00 0.24 1.00 1.00
Incremental Delay, d2 4.9 1.2 12.3 3.3 1.9
Delay (s) 43.2 37.6 20.8 27.9 31.0
Level of Service D D C C C
Approach Delay (s) 40.2 20.8 29.8
Approach LOS D C C
Intersection Summary
HCM 2000 Control Delay 30.4 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.83
Actuated Cycle Length (s) 113.9 Sum of lost time (s) 24.5 Intersection Capacity Utilization 69.1% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis OY + P PM 2: Harbor Dr & Yacht Club Way Saturday Peak Season
Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 16 0 50 0 0 0 23 523 0 0 554 34
Future Volume (vph) 16 0 50 0 0 0 23 523 0 0 554 34
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 4.0 5.5 5.5 5.5
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00
Frt 0.90 1.00 1.00 1.00 0.85
Flt Protected 0.99 0.95 1.00 1.00 1.00
Satd. Flow (prot) 1652 1770 1863 1863 1583
Flt Permitted 0.95 0.95 1.00 1.00 1.00
Satd. Flow (perm) 1588 1770 1863 1863 1583
Peak-hour factor, PHF 0.75 0.75 0.75 0.92 0.92 0.92 0.94 0.94 0.94 0.87 0.87 0.87 Adj. Flow (vph) 21 0 67 0 0 0 24 556 0 0 637 39
RTOR Reduction (vph) 0 74 0000000000
Lane Group Flow (vph) 0 14 0 0 0 0 24 556 0 0 637 39
Confl. Peds. (#/hr) 57 57 4
Confl. Bikes (#/hr) 87 125
Turn Type custom NA Prot NA Perm NA custom
Protected Phases 5 2 6 3 6 3 4
Permitted Phases 12 12 11 11 6 3
Actuated Green, G (s) 17.8 4.5 40.4 77.6 100.4
Effective Green, g (s) 17.8 4.5 40.4 77.6 95.4
Actuated g/C Ratio 0.16 0.04 0.35 0.68 0.84
Clearance Time (s) 5.0 4.0 5.5
Vehicle Extension (s) 3.0 1.5 3.0
Lane Grp Cap (vph) 248 69 660 1269 1325
v/s Ratio Prot c0.01 c0.30 c0.34 0.02
v/s Ratio Perm c0.01
v/c Ratio 0.06 0.35 0.84 0.50 0.03
Uniform Delay, d1 40.9 53.3 33.8 8.8 1.5
Progression Factor 1.00 1.00 1.00 0.15 0.00
Incremental Delay, d2 0.1 1.1 9.6 0.2 0.0
Delay (s) 41.0 54.4 43.4 1.6 0.0
Level of Service D D D A A
Approach Delay (s) 41.0 0.0 43.8 1.5
Approach LOS D A D A
Intersection Summary
HCM 2000 Control Delay 22.4 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.59
Actuated Cycle Length (s) 113.9 Sum of lost time (s) 24.5 Intersection Capacity Utilization 43.7% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis OY + P PM 3: Harbor Dr & Marina Way Saturday Peak Season
Synchro 11 Report
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 189 173 133 343 388 214
Future Volume (vph) 189 173 133 343 388 214
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.5 4.5 4.5 5.0 5.0 4.5
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 0.98 1.00 1.00 1.00 0.94
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.85 1.00 1.00 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00
Satd. Flow (prot) 1770 1547 1770 1863 1863 1491
Flt Permitted 0.95 1.00 0.95 1.00 1.00 1.00
Satd. Flow (perm) 1770 1547 1770 1863 1863 1491
Peak-hour factor, PHF 0.89 0.89 0.94 0.94 0.96 0.96
Adj. Flow (vph) 212 194 141 365 404 223
RTOR Reduction (vph) 000000
Lane Group Flow (vph) 212 194 141 365 404 223
Confl. Peds. (#/hr) 2 55
Confl. Bikes (#/hr) 111
Turn Type Perm Perm Prot NA NA custom
Protected Phases 5268
Permitted Phases 4 4 6
Actuated Green, G (s) 14.2 14.2 10.2 45.5 30.8 45.0
Effective Green, g (s) 14.2 14.2 10.2 45.5 30.8 45.0
Actuated g/C Ratio 0.21 0.21 0.15 0.66 0.45 0.65
Clearance Time (s) 4.5 4.5 4.5 5.0 5.0 4.5
Vehicle Extension (s) 3.0 3.0 1.5 3.0 3.0 0.2
Lane Grp Cap (vph) 363 317 260 1224 829 969
v/s Ratio Prot c0.08 0.20 c0.22 0.05
v/s Ratio Perm 0.12 c0.13 0.10
v/c Ratio 0.58 0.61 0.54 0.30 0.49 0.23
Uniform Delay, d1 24.8 25.0 27.3 5.0 13.6 5.0
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 2.4 3.5 1.2 0.1 0.5 0.0
Delay (s) 27.2 28.5 28.6 5.2 14.1 5.0
Level of Service C C C A B A
Approach Delay (s) 27.8 11.7 10.8
Approach LOS C B B
Intersection Summary
HCM 2000 Control Delay 15.6 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.53
Actuated Cycle Length (s) 69.2 Sum of lost time (s) 14.0 Intersection Capacity Utilization 55.0% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis OY + P PM 4: Harbor Dr & Portofino Way/Beryl St Saturday Peak Season Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 51 104 7 213 86 523 5 122 143 386 142 62 Future Volume (vph) 51 104 7 213 86 523 5 122 143 386 142 62 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.5 3.5 4.5 4.5 3.5 5.5 4.5 5.5 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 0.99 1.00 1.00 0.95 1.00 0.95 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.99 1.00 1.00 0.85 1.00 0.92 1.00 1.00 0.85
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1770 1836 1770 1863 1506 1770 1622 1770 1863 1583 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1770 1836 1770 1863 1506 1770 1622 1770 1863 1583 Peak-hour factor, PHF 0.77 0.77 0.77 0.99 0.99 0.99 0.78 0.78 0.78 0.84 0.84 0.84 Adj. Flow (vph) 66 135 9 215 87 528 6 156 183 460 169 74 RTOR Reduction (vph) 0 0 0 0 0 228 0 34 0 0 0 0
Lane Group Flow (vph) 66 144 0 215 87 300 6 305 0 460 169 74 Confl. Peds. (#/hr) 23 38 27 85
Confl. Bikes (#/hr) 67 98
Turn Type Prot NA Prot NA pm+ov Prot NA Prot NA custom
Protected Phases 7 4 3 8 1 5 2 9 1 6 9 7 9
Permitted Phases 8
Actuated Green, G (s) 6.6 14.8 15.2 22.9 53.3 1.0 32.2 30.4 62.6 17.6 Effective Green, g (s) 6.6 14.8 15.2 22.9 53.3 1.0 32.2 30.4 62.6 17.6 Actuated g/C Ratio 0.06 0.13 0.13 0.20 0.46 0.01 0.28 0.26 0.54 0.15 Clearance Time (s) 4.0 4.5 3.5 4.5 4.5 3.5 4.5
Vehicle Extension (s) 1.5 1.5 1.5 1.5 3.0 1.5 3.0
Lane Grp Cap (vph) 101 235 232 369 694 15 451 465 1008 241 v/s Ratio Prot 0.04 c0.08 c0.12 0.05 0.11 0.00 c0.19 c0.26 0.09 0.05 v/s Ratio Perm 0.09
v/c Ratio 0.65 0.61 0.93 0.24 0.43 0.40 0.68 0.99 0.17 0.31 Uniform Delay, d1 53.4 47.7 49.6 39.0 21.0 57.0 37.1 42.4 13.4 43.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 11.0 3.3 38.7 0.1 0.4 6.3 4.4 38.5 0.1 0.3 Delay (s) 64.4 51.0 88.3 39.1 21.4 63.3 41.4 80.9 13.5 43.8 Level of Service E D F D C E D F B D
Approach Delay (s) 55.2 40.6 41.8 60.8
Approach LOS E D D E
Intersection Summary
HCM 2000 Control Delay 49.1 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.81
Actuated Cycle Length (s) 115.6 Sum of lost time (s) 23.5 Intersection Capacity Utilization 72.0% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
HCM 6th AWSC OY + P PM
5: Harbor Dr & Redondo Beach Marina Drwy Saturday Peak Season Synchro 11 Report
Intersection
Intersection Delay, s/veh 10
Intersection LOS A
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 106 36 64 187 178 41
Future Vol, veh/h 106 36 64 187 178 41
Peak Hour Factor 0.86 0.86 0.82 0.82 0.93 0.93
Heavy Vehicles, % 222222
Mvmt Flow 123 42 78 228 191 44
Number of Lanes 101110
Approach EB NB SB
Opposing Approach SB NB
Opposing Lanes 0 1 2
Conflicting Approach Left SB EB
Conflicting Lanes Left 1 1 0
Conflicting Approach Right NB EB
Conflicting Lanes Right 2 0 1
HCM Control Delay 9.9 10.2 9.9
HCM LOS A B A
Lane NBLn1 NBLn2 EBLn1 SBLn1
Vol Left, % 100% 0% 75% 0%
Vol Thru, % 0% 100% 0% 81%
Vol Right, % 0% 0% 25% 19%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 64 187 142 219
LT Vol 64 0 106 0
Through Vol 0 187 0 178
RT Vol 0 0 36 41
Lane Flow Rate 78 228 165 235
Geometry Grp 5 5 2 4a
Degree of Util (X) 0.123 0.328 0.238 0.309
Departure Headway (Hd) 5.677 5.174 5.182 4.721
Convergence, Y/N Yes Yes Yes Yes
Cap 629 693 690 758
Service Time 3.43 2.926 3.239 2.775
HCM Lane V/C Ratio 0.124 0.329 0.239 0.31
HCM Control Delay 9.2 10.5 9.9 9.9
HCM Lane LOS ABAA
HCM 95th-tile Q 0.4 1.4 0.9 1.3
HCM 6th AWSC OY + P PM
6: Parking Structure Drwy/Pacific Ave & Harbor Dr/Seascape Cond Drwy Saturday Peak Season Synchro 11 Report
Intersection
Intersection Delay, s/veh 10.2
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 176 2 38 0 2 7 14 73 0 13 32 232
Future Vol, veh/h 176 2 38 0 2 7 14 73 0 13 32 232
Peak Hour Factor 0.91 0.91 0.91 0.42 0.42 0.42 0.92 0.92 0.92 0.86 0.86 0.86 Heavy Vehicles, % 222222222222
Mvmt Flow 193 2 42 0 5 17 15 79 0 15 37 270
Number of Lanes 110010010011
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 2 2 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2 1 2 1
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 2 1 2
HCM Control Delay 11 8.7 9.8 9.8
HCM LOS B A A A
Lane NBLn1 EBLn1 EBLn2 WBLn1 SBLn1 SBLn2
Vol Left, % 16% 100% 0% 0% 29% 0%
Vol Thru, % 84% 0% 5% 22% 71% 0%
Vol Right, % 0% 0% 95% 78% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 87 176 40 9 45 232
LT Vol 14 176 0 0 13 0
Through Vol 73 0 2 2 32 0
RT Vol 0 0 38 7 0 232
Lane Flow Rate 95 193 44 21 52 270
Geometry Grp 4b 5 5 4b 5 5
Degree of Util (X) 0.149 0.325 0.059 0.032 0.08 0.351
Departure Headway (Hd) 5.678 6.045 4.872 5.418 5.532 4.682 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 628 592 728 653 646 766
Service Time 3.747 3.822 2.647 3.518 3.281 2.431
HCM Lane V/C Ratio 0.151 0.326 0.06 0.032 0.08 0.352
HCM Control Delay 9.8 11.7 8 8.7 8.8 10
HCM Lane LOS ABAAAA
HCM 95th-tile Q 0.5 1.4 0.2 0.1 0.3 1.6
STC Traffic, Inc.
Mold D Public Boat Launch TIS and Parking Study Report
Appendix D
Existing Parking Data
2024 Season: Paid Seaside Lagoon Visitors
Visit Date CHILD Count ADULT Count
5/25/2024 63 68
5/26/2024 82 114
5/27/2024 159 138
5/30/2024 72 24
5/31/2024 94 24
6/1/2024 73 49
6/2/2024 73 85
6/3/2024 87
6/4/2024 135 39
6/5/2024 24 19
6/6/2024 44 23
6/7/2024 45 52
6/8/2024 108 127
6/9/2024 132 132
6/10/2024 27 22
6/11/2024 18 12
6/12/2024 103 54
6/13/2024 111 126
6/14/2024 102 79
6/15/2024 416 391
6/16/2024 220 260
6/17/2024 63 47
6/18/2024 81 80
6/19/2024 413 350
6/20/2024 138 103
6/21/2024 321 308
6/22/2024 463 502
6/23/2024 594 712
6/24/2024 181 168
6/25/2024 272 213
6/26/2024 234 189
6/27/2024 314 263
6/28/2024 474 293
6/29/2024 456 526
6/30/2024 537 583
7/1/2024 187 256
7/2/2024 235 301
7/3/2024 248 268
7/4/2024 637 534
7/5/2024 534 562
7/6/2024 574 519
7/7/2024 656 541
7/8/2024 120 176
7/9/2024 134 174
7/10/2024 219 260
7/11/2024 157 219
7/12/2024 153 172
7/13/2024 593 500
7/14/2024 622 460
7/15/2024 156 182
7/16/2024 164 187
7/17/2024 171 213
7/18/2024 240 291
7/19/2024 276 362
7/20/2024 593 498
7/21/2024 586 564
7/22/2024 151 192
7/23/2024 187 266
7/24/2024 188 249
7/25/2024 176 269
7/26/2024 249 297
7/27/2024 623 508
7/28/2024 662 519
7/29/2024 175 165
7/30/2024 136 175
7/31/2024 151 162
8/1/2024 107 145
8/2/2024 268 292
8/3/2024 418 362
8/4/2024 398 328
8/5/2024 206 226
8/6/2024 193 235
8/7/2024 151 226
8/8/2024 185 272
8/9/2024 210 264
8/10/2024 437 378
8/11/2024 422 296
8/12/2024 95 146
8/13/2024 91 110
8/14/2024 116 131
8/15/2024 103 145
8/16/2024 203 196
8/17/2024 374 276
8/18/2024 393 285
8/19/2024 112 154
8/20/2024 72 87
8/21/2024 101 139
8/22/2024 69 54
8/23/2024 63 57
8/24/2024 375 267
8/25/2024 438 327
8/26/2024 62 68
8/27/2024 42 34
8/28/2024 20 12
8/29/2024 15 19
8/30/2024 136 53
8/31/2024 308 222
9/1/2024 332 278
9/2/2024 391 332
Median 213
Parking Zone Parking Zone
North Lot South Lot
6:00 AM 2 2 4
6:10 AM 2 4 6
6:20 AM 3 3 6
6:30 AM 3 3 6
6:40 AM 4 2 6
6:50 AM 4 2 6
7:00 AM 4 6 10
7:10 AM 4 8 12
7:20 AM 6 10 16
7:30 AM 8 10 18
7:40 AM 10 6 16
7:50 AM 11 11 22
8:00 AM 12 12 24
8:10 AM 12 12 24
8:20 AM 12 12 24
8:30 AM 13 14 27
8:40 AM 13 15 28
8:50 AM 13 15 28
9:00 AM 15 13 28
9:10 AM 16 13 29
9:20 AM 18 12 30
9:30 AM 19 12 31
9:40 AM 20 13 33
9:50 AM 19 14 33
10:00 AM 19 15 34
10:10 AM 23 17 40
10:20 AM 24 19 43
10:30 AM 25 22 47
10:40 AM 26 25 51
10:50 AM 28 23 51
11:00 AM 26 28 54
11:10 AM 25 26 51
11:20 AM 24 28 52
11:30 AM 23 30 53
11:40 AM 20 33 53
11:50 AM 21 39 60
12:00 PM 25 40 65
12:10 PM 21 46 67
12:20 PM 21 54 75
12:30 PM 22 60 82
12:40 PM 24 65 89
12:50 PM 24 72 96
1:00 PM 23 72 95
1:10 PM 23 72 95
1:20 PM 23 74 97
1:30 PM 24 76 100
1:40 PM 24 73 97
1:50 PM 23 75 98
2:00 PM 23 81 104
2:10 PM 23 77 100
2:20 PM 20 81 101
2:30 PM 19 78 97
2:40 PM 17 81 98
2:50 PM 19 77 96
3:00 PM 17 72 89
3:10 PM 16 78 94
3:20 PM 16 81 97
3:30 PM 12 80 92
3:40 PM 11 80 91
3:50 PM 8 78 86
4:00 PM 7 80 87
4:10 PM 8 78 86
4:20 PM 6 83 89
4:30 PM 6 81 87
4:40 PM 6 83 89
4:50 PM 6 85 91
5:00 PM 6 91 97
5:10 PM 6 92 98
5:20 PM 6 92 98
5:30 PM 7 101 108
5:40 PM 6 103 109
5:50 PM 6 108 114
6:00 PM 4 107 111
Redondo Beach Marina
Parking Lot Utilization
Friday, October 4th, 2024
Time
Parking Occupancy Data_Oct 24
Parking Zone Parking Zone
North Lot South Lot Total
6:00 AM 4 11 15
6:10 AM 4 16 20
6:20 AM 4 17 21
6:30 AM 4 19 23
6:40 AM 5 21 26
6:50 AM 6 25 31
7:00 AM 5 30 35
7:10 AM 5 34 39
7:20 AM 5 37 42
7:30 AM 5 32 37
7:40 AM 5 32 37
7:50 AM 6 31 37
8:00 AM 7 31 38
8:10 AM 7 30 37
8:20 AM 7 31 38
8:30 AM 7 32 39
8:40 AM 7 33 40
8:50 AM 7 33 40
9:00 AM 7 35 42
9:10 AM 7 35 42
9:20 AM 7 34 41
9:30 AM 8 39 47
9:40 AM 9 40 49
9:50 AM 11 42 53
10:00 AM 13 43 56
10:10 AM 13 43 56
10:20 AM 13 47 60
10:30 AM 13 50 63
10:40 AM 13 52 65
10:50 AM 12 55 67
11:00 AM 12 57 69
11:10 AM 12 57 69
11:20 AM 12 59 71
11:30 AM 12 67 79
11:40 AM 12 67 79
11:50 AM 12 69 81
12:00 PM 13 74 87
12:10 PM 11 76 87
12:20 PM 9 82 91
12:30 PM 6 89 95
12:40 PM 6 90 96
12:50 PM 6 81 87
1:00 PM 7 81 88
1:10 PM 8 77 85
1:20 PM 8 79 87
1:30 PM 9 85 94
1:40 PM 9 85 94
1:50 PM 9 85 94
2:00 PM 9 91 100
2:10 PM 7 96 103
2:20 PM 7 97 104
2:30 PM 7 99 106
2:40 PM 6 97 103
2:50 PM 6 94 100
3:00 PM 6 96 102
3:10 PM 5 90 95
3:20 PM 5 90 95
3:30 PM 5 91 96
3:40 PM 5 95 100
3:50 PM 4 100 104
4:00 PM 4 106 110
4:10 PM 4 112 116
4:20 PM 3 116 119
4:30 PM 3 17 20
4:40 PM 3 18 21
4:50 PM 4 16 20
5:00 PM 4 120 124
5:10 PM 3 119 122
5:20 PM 3 114 117
5:30 PM 4 118 122
5:40 PM 4 19 23
5:50 PM 5 111 116
6:00 PM 5 101 106
Redondo Beach Marina
Parking Lot Utilization
Saturday, October 5th, 2024
Time
Parking Occupancy Data_Oct 24
Parking Zone Parking Zone
North Lot South Lot
6:00 AM 3 9 12
6:10 AM 3 12 15
6:20 AM 3 14 17
6:30 AM 3 16 19
6:40 AM 3 19 22
6:50 AM 3 24 27
7:00 AM 3 26 29
7:10 AM 3 31 34
7:20 AM 4 37 41
7:30 AM 4 37 41
7:40 AM 5 39 44
7:50 AM 8 37 45
8:00 AM 8 37 45
8:10 AM 10 36 46
8:20 AM 13 35 48
8:30 AM 18 34 52
8:40 AM 24 34 58
8:50 AM 31 34 65
9:00 AM 34 38 72
9:10 AM 58 40 98
9:20 AM 65 45 110
9:30 AM 75 46 121
9:40 AM 81 47 128
9:50 AM 83 50 133
10:00 AM 80 56 136
10:10 AM 75 59 134
10:20 AM 62 66 128
10:30 AM 54 71 125
10:40 AM 47 74 121
10:50 AM 28 84 112
11:00 AM 20 90 110
11:10 AM 13 93 106
11:20 AM 10 89 99
11:30 AM 10 86 96
11:40 AM 9 87 96
11:50 AM 8 88 96
12:00 PM 7 92 99
12:10 PM 8 99 107
12:20 PM 7 106 113
12:30 PM 6 101 107
12:40 PM 6 100 106
12:50 PM 6 103 109
1:00 PM 8 103 111
1:10 PM 10 103 113
1:20 PM 8 103 111
1:30 PM 8 102 110
1:40 PM 7 102 109
1:50 PM 7 103 110
2:00 PM 9 104 113
2:10 PM 10 105 115
2:20 PM 10 99 109
2:30 PM 10 89 99
2:40 PM 10 96 106
2:50 PM 10 86 96
3:00 PM 9 88 97
3:10 PM 9 89 98
3:20 PM 9 85 94
3:30 PM 11 86 97
3:40 PM 10 85 95
3:50 PM 10 90 100
4:00 PM 10 89 99
4:10 PM 7 92 99
4:20 PM 6 95 101
4:30 PM 6 96 102
4:40 PM 6 97 103
4:50 PM 5 98 103
5:00 PM 5 98 103
5:10 PM 5 97 102
5:20 PM 5 106 111
5:30 PM 5 107 112
5:40 PM 4 105 109
5:50 PM 4 101 105
6:00 PM 4 99 103
Redondo Beach Marina
Parking Lot Utilization
Sunday, October 6th, 2024
Time
Parking Occupancy Data_Oct 24
STC Traffic, Inc.
Mold D Public Boat Launch TIS and Parking Study Report
Appendix E
Proposed Project Site Design Layout - Turn Template
PARKING LOT ACCESS N HARBOR DR
PARKING LOT ACCESS N HARBOR DRPARKING LOT ACCESS N HARBOR DRPARKING LOT ACCESS N HARBOR DR
PARKING LOT ACCESS N HARBOR DRPARKING LOT ACCESS N HARBOR DR Trailer Width
MH Track
MH Width
:
:
:
Steering Angle
Articulating Angle
Lock to Lock Time
:
:
:
feet
MH-B
70.0 25.8
6.0 8.00
8.00 8.00
15.00 3.00 20.00
4.00 20.00 6.00
30.00 Trailer Track : 8.00
EASTBOUND LEFT MOVEMENT EASTBOUND RIGHT MOVEMENT NORTHBOUND LEFT MOVEMENT SOUTHBOUND RIGHT MOVEMENT
EASTBOUND LEFT AND
SOUTHBOUND RIGHT
MOVEMENTS
EASTBOUND RIGHT AND
NORTHBOUND LEFT
MOVEMENTS
EXISTING
RESTAURANT,
PROTECT
IN PLACE
EXISTING
RESTAURANT,
PROTECT
IN PLACE
EXISTING
BUILDING,
PROTECT
IN PLACE
NEW MARINA TENANT
RESTROOMS
N. HARBOR DR
MINIMUM AREA OF
EXISTING DOCK TO
BE DEMOLISHED
POTENTIALLY
REPURPOSE FOR
FOSS DOCK
75'-0" CHANNEL WIDTH
50'-0" FAIRWAY LENGTH
126'-8"
30'-0" 75'-0"
8'-0"
15% SLOPE
LANE #1
LANE #2
20'-0" 40'-0" 40'-0"
APPROXIMATE LOCATION OF
DISCHARGE STRUCTURE
MARINA BOAT
TRAFFIC PATH
GREEN SPACE
EXISTING
RESTAURANT,
PROTECT
IN PLACE
GREEN SPACE
Area to the north of the plan (not a part)
currently includes 24 Boat + Trailer
parking spaces and 206 regular spaces.
GREEN SPACE
Lock to Lock Time
Car Width
Steering Angle
Trailer Track
Trailer Width
Car Track
:
:
:
:
:
:
feet
P-B
31.6 6.0
8.00 6.00
8.00 7.00
3.00 20.00
3.00 11.00 5.00 15.00
19.00 Articulating Angle 70.0:
Trailer Width
MH Track
MH Width
:
:
:
Steering Angle
Articulating Angle
Lock to Lock Time
:
:
:
feet
MH-B
70.0 25.8
6.0 8.00
8.00 8.00
15.00 3.00 20.00
4.00 20.00 6.00
30.00 Trailer Track 8.00:
Not for construction. Further design required