2023-07-18; City Council; 10; Selecting Intersection Traffic Control for the Carlsbad Boulevard and Tamarack Avenue Intersection Improvements Project — Carlsbad City Council, July 18, 2023 (part 1 of 2)

C A Review GH
Meeting Date: July 18, 2023
To: Mayor and City Council
From: Scott Chadwick, City Manager
Staff Contact: Lauren Ferrell, Associate Engineer
[email protected], 442-339-2558
Tom Frank, Transportation Director/City Engineer
[email protected], 442-339-2766
Subject: Selecting Intersection Traffic Control for the Carlsbad Boulevard and Tamarack Avenue Intersection Improvements Project
District: 1
Rec
ommended Action

1. Adopt a resolution approving a roundabout at the intersection of Carlsbad Boulevard and Tamarack Avenue as the preferred intersection traffic control option and authorizing staff to move forward with the environmental review, permitting and final engineering design of the Carlsbad Boulevard and Tamarack Avenue Intersection Improvements Project; or

2. Ado
pt a resolution approving a traffic signal at the intersection of Carlsbad Boulevard and Tamarack Avenue as the preferred intersection traffic control option and authorizing staff to move forward with the environmental review, permitting and final engineering design of the Carlsbad Boulevard and Tamarack Avenue Intersection Improvements Project.

Executive Summary
The area around Carlsbad Boulevard and Tamarack Avenue is one of Carlsbad’s best places to enjoy the coast, with an ocean-view restaurant, beach parking lot, restrooms, showers, a bus stop, walking paths and picnic areas. In its current design, drivers, bicyclists and pedestrians need to navigate four lanes of north-south traffic, which becomes backed up during peak times. Pedestrians routinely walk around a bus stop island when crossing Tamarack Avenue, only to be faced with a single-file sidewalk over the lagoon inlet bridge. There, people with dogs and strollers must stop to let others pass, while some hop the guardrail and walk in the bike lane.

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To improve this intersection, staff have sought input from the public, completed technical studies and reviewed traffic data to develop designs that not only work better but support the City Council policies related to traffic safety, mobility and environmental sustainability.

This report describes two intersection traffic control options for the City Council’s consideration for the Carlsbad Boulevard and Tamarack Avenue Intersection Improvements Project, Capital Improvement Program Project No. 6058.

Staff are recommending the roundabout because:
• A roundabout at this intersection will reduce the delay for drivers, resulting in a 13- second delay compared to a 30-second delay with a traffic signal intersection • Roundabouts force cars to slow down, which significantly reduces all types of injury collisions
• Roundabouts are self-enforcing, meaning the design causes drivers to use more caution
• Many other areas with high amounts of pedestrians and visitors have had success with roundabouts
• The San Diego County Bicycle Coalition supports the roundabout option as the best design for cyclists of all types
1 • The Traffic & Mobility Commission recommended the roundabout option

Explanation & Analysis
Guiding principles
The project’s improvements are proposed in accordance with local policies previously approved by the City Council, including the city’s Mobility Element of the General Plan, the Sustainable Mobility Plan, Climate Action Plan and the city’s Engineering Standards.

Mobility Element
The overarching document that identifies the city’s core transportation goals is the General Plan’s Mobility Element, which was approved by the City Council in 2015. This replaced what was previously called the Circulation Element, a plan largely based on the circulation needs of a single mode of travel – the car.

The Mobility Element sets forth several goals related to sustainable mobility:
• K eep the City of Carlsbad moving with complete streets that provide a safe, balanced, cost effective, multi-modal transportation system (vehicles, pedestrians, bikes and transit), accommodating the mobility needs of all community members, including children, the elderly and the disabled. (Goal 3-G.1)
• Provide for the safe and efficient movement of goods throughout the city. (Goal 3-G.7)

1 See Why We Love the Carlsbad and Tamarack Roundabout, sdbikecoalition.org/2023/01/why-we-love-the- carlsbad-and-tamarack-roundabout/
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Identity s treet and coastal stre et
Not all streets have the same purpose. Some serve residential neighborhoods; some are more traveled routes, and some are major thoroughfares. That dictates how they are designed.

In the Mobility Element, Carlsbad
Boulevard, north of the Tamarack
Avenue intersection, falls under the
category of an identity street. These
streets provide the primary access to
and from the heart of the city – the
Village. They are designed to safely
move all modes of travel, while
enhancing mobility for pedestrians
and bicyclists.

The identity street design elements
state:
• Vehicle speeds should be
managed to promote safe
pedestrian and bicycle
movement
• No pedestrian shall cross more
than five vehicular travel
and/or turn lanes
• Where feasible, bicycle lanes should be provided
• Traffic calming devices, such as curb extensions, also known as bulb-outs, or enhanced pedestrian crossings should be considered and evaluated for implementation • Pedestrians should typically be “buffered” from vehicle traffic using landscaping or parked vehicles
Carlsbad Boulevard, south of Tamarack Avenue, falls under the Mobility Element category of a coastal street, which is to have the following characteristics:
• Primary purpose is to move people along the city’s ocean waterfront and connect people to the beach, recreation, businesses and residences near the waterfront. The street serves as a destination for people, who seek to drive, walk and bicycle along the ocean waterfront
• Designed to safely move all modes of travel, while enhancing mobility for pedestrians and bicyclists
• Vehicle speeds shall be managed to support uses along the coast • Pedestrian facilities should be a minimum of five feet and shall strive for six to eight feet in width and shall conform to the Americans with Disabilities Act, or ADA, design requirements
• Pedestrian crossing distances should be minimized
• Transit facility and operation improvements should be encouraged July 18, 2023
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Sustainable Mobility Plan
The city’s Sustainable Mobility Plan includes specific guidance on the consideration of roundabouts for intersection traffic control. It states,
“The City of Carlsbad recognizes that roundabouts are an effective intersection traffic control measure to calm traffic and improve safety of intersections for pedestrians, bicyclists, and vehicles by reducing speeds and conflict points.

Roundabouts have added benefits of improving efficiency of vehicle operations of intersections, reducing greenhouse gas emissions from idling vehicles and enhancing aesthetics. Roundabouts will be considered on existing city streets where they could effectively address safety or traffic operations issues or in new development projects when intersection control is being considered…” Climate Action Plan
All California cities are required to reduce their greenhouse gas emissions to 40% below 1990 levels by 2030. The City of Carlsbad’s strategy to meet this goal is detailed in its Climate Action Plan.

The Climate Action Plan identifies transportation as the largest source of greenhouse gas emissions in the city. To reduce these emissions, the plan calls for encouraging more walking and biking and reducing vehicle speeds. Roundabouts, with their continual, slow-moving traffic, produce fewer greenhouse gas emissions than traffic signals.

City Engineering Standards
The ci ty’s Engineering Standards include the study of roundabouts in Volume 1, Chapter 3 – Public Street and Traffic Standards under Section 3.1:

C. Intersections may require special design and the study shall conform with the California Manual on Uniform Traffic Control Devices … Section 4C.01b and 01c regarding intersection control. An engineering study shall include consideration of a roundabout (yield control). If a roundabout is determined to provide a viable and practical solution, it shall be studied in lieu of, or in addition to a traffic control signal.

St
ate of emergency
Traffic safety is a top priority in the city. On Aug. 23, 2022, the city declared a local emergency following a more than 200% increase in collisions involving bikes and e-bikes since 2019. The City Council approved $2 million in emergency funding and asked staff to prioritize projects that would redesign streets to encourage safer behaviors.

Traffic dat
a analysis
Staff evaluated a traffic signal option and a roundabout option for the intersection of Carlsbad Boulevard and Tamarack Avenue to determine which option performed better based on specific metrics. The results of the intersection traffic control evaluation are provided in the Alternatives Analysis provided as Exhibit 3 and the Mobility Analysis provided as Exhibit 4.

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Less traffic delay for roundabout o ption
Staff conducted studies to project the average time vehicles would wait at the intersection during peak hours under three scenarios:
• The existing conditions, which serves as the baseline • The expected conditions, which consider traffic generated by other projects in the area
• The expected conditions in 2035, which consider traffic growth projections from the San Diego Association of Governments’ Regional Transportation Demand Model Under all three scenarios during all three peak periods, the roundabout option resulted in the shortest delay for drivers. This means traffic will move more efficiently through the roundabout compared to the intersection with a traffic signal, even during the highest levels of traffic and with a high number of pedestrians and bicyclists.

As the chart above shows, the roundabout would cause shorter delays for drivers under today’s conditions. During the Saturday peak hour, for example, the traffic signal would cause an average delay of 30.3 seconds per vehicle. With the roundabout option, during a Saturday peak hour, drivers would encounter on average, a 13.2-second delay, which results in a 57% reduction in delay.

The traffic signal option, on the other hand, would increase the number of crosswalks at the intersection from two to four, which would increase the amount of time drivers have to be stopped to wait for pedestrians.

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Efficiency during peak hours and other times of the day The peak hours of the day represent about 20% of the daily traffic: 7:45 a.m. to 8:45 a.m., 4 p.m. to 5 p.m., Monday through Friday, and 11:45 a.m. to 12:45 p.m. on Saturdays.

A traffic signal halts traffic even during non-peak hours as it cycles through red and green lights for each direction of travel. Roundabouts allow for a steadier traffic flow, because they can accommodate heavy traffic during peak hours and also allow traffic to pass through efficiently without stopping during non-peak hours.

Traffic safety
Roundabouts keep people moving at lower and more consistent speeds, which greatly reduces the risk of injury. According to the Transportation Research Board, which is a part of the National Academies of Sciences, Engineering, and Medicine, roundabouts have been found to provide:
• More than a 90% reduction in fatalities
• 67% reduction in injuries
• 35% reduction in all crashes
• Slower speeds that are generally safer for pedestrians The Federal Highway Administration reports that roundabouts reduce the frequency and severity of crashes by:
• Eliminating the most severe types of crashes: high-angle movements including right- angle, left-turn and head-on collisions
• Decreasing relative speeds approaching and through the intersection. Lower speed is associated with better yielding rates and reduced vehicle stopping distance • Minimizing the difference in speed between road users • Shortening the pedestrian crossing distances and having pedestrians cross only one direction of traffic at a time at each approach
• Decreasing vehicle-to-vehicle, pedestrian-to-vehicle and bicycle-to-vehicle conflict points
Environmental benefits - fewer idling vehicles
By reducing vehicle idling time at the intersections, roundabouts provide the additional advantage of reducing vehicle emissions and fuel consumption, which helps improve local air quality and reduce greenhouse gas emissions.
• Roundabouts on La Jolla Boulevard in the City of San Diego’s Bird Rock neighborhood are estimated to each save 20,000 gallons of gasoline annually, avoiding 9.9 pounds of particulate pollution2
• A single roundabout can eliminate 189 metric tons of what are known as carbon dioxide equivalent emissions annually, equivalent to taking 37 cars off the road 3

2Silva-Send, Nilmini (2009) Reducing Greenhouse Gases from On -Road Transportation in San Diego County.

Energy Policy Initiatives Center, University of San Diego. 3 US Environmental Protection Agency, (2008) Average Annual Emissions and Fuel Consumption for Gasoline - Fueled Passenger Cars and Light Trucks.

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• Installing roundabouts in place of traffic signals or stop signs has been found to reduce carbon monoxide emissions by 15%-45%, nitrous oxide emissions by 21%-44%, carbon dioxide emissions by 23%-34% and hydrocarbon emissions by up to 40% 4 Mo re space to walk and bike along the coast
For coastal and identity streets, the General Plan Mobility Element calls for:
• Sidewalks adjacent to residential uses, modified/new sidewalks should be a minimum of six feet in width. Elsewhere, such as the intersection of Carlsbad Boulevard and Tamarack Avenue, modified/new sidewalks should be a minimum of eight feet in width

Sidewalk north
of Tamarack
Ave
Sidewalk south
of Tamarack
Ave
Bike lane Bike lane buffers
Current 5 feet 5 feet 5 to 7 ½ feet 0 to 2-foot buffer Traffic signal option 5 feet 9 to 16 feet 6 to 8 feet 0 to 3-foot buffer Roundabout option 10 feet 14 to 16 feet 7 to 8 feet 3-foot buffer

4 Public opinion, traffic performance, the environment, and safety after the construction of double -lane roundabouts, Wen Hu, Anne T. McCartt, Jessica S.Jermakian, Srinivas Mandavilli, Transportation Research Record 2402 Truck and Bus Safety.

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Renderings of proposed traffic signal and roundabout options

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Traffic & Mobility Commission
When staff first presented the project design options to the Traffic & Mobility Commission on Feb. 6, 2023, the commission did not reach consensus on the preferred intersection design option. (The minutes of that meeting are provided as Exhibit 5.) The commission voted on April 3, 2023, to put the Carlsbad Boulevard and Tamarack Avenue Intersection Improvements Project on its May agenda with the goal of providing a recommendation to the City Council.

The second presentation to the Traffic & Mobility Commission on May 1, 2023, resulted in a unanimous vote to recommend the roundabout option (6/0/1, with one commissioner absent), as shown in Exhibit 6, the minutes of that meeting.

Community Engagement
Starting in 2016, staff have been gathering input from the community on this project. This included:
• Direct communication and meetings with residents and business owners in the area:
o Owner of the seafood and steakhouse restaurant at the northeast corner of the Tamarack Avenue and Carlsbad Boulevard intersection o Homeowners along Tamarack Avenue, Sequoia Avenue and Carlsbad Boulevard
o Homeowners and residents of the condominiums at the southeast corner of the Tamarack Avenue and Carlsbad Boulevard intersection • A pop-up information booth along the upper seawall during times of peak activity • A community-wide online survey
City staff have also worked with staff with the California Coastal Commission and California State Parks throughout the planning process for this project.

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Common questions
Community members have raised several questions about this project:

How does a roundabout work in areas with high pedestrian use? • With roundabouts, pedestrians need to cross shorter distances at a time – 17 feet for the roundabout compared to 66 feet for the signalized intersection–and traffic going in only one direction
• P edestrians have direct crossing paths from each corner of the roundabout • Unlike a crosswalk across a traffic signal intersection, when pedestrians cross a roundabout, traffic on the opposite side can continue flowing • Cars are forced to slow down to about 15 mph to 25 mph to navigate the roundabout, making pedestrians much safer. Speed is the No. 1 cause of injury collisions

Will heavy pedestrian use cause cars to back up?
The roundabout would be built with the option to have signals for all directions of traffic, meaning certain movements can be paused to clear the intersection and keep traffic flowing.

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How would a roundabout handle the cars coming and leaving the Tamarack State Beach parking lot?
To support peak entry and exit times, the roundabout option would include a metering signal at the entry of the parking lot with sensors that can tell if cars are getting backed up, which could also be designed to indicate when the lot is full Can large fire trucks and other emergency vehicles navigate th e roundabout? • Yes, the roundabouts will be designed with public safety needs in mind • A roundabout at this intersection is supported by the city’s Fire Department How would people get used to such a big change at this intersection? Is it too big of a change? • The City Council has already put policies in place that will change the entire length of Carlsbad Boulevard to reduce speeding, make more room for walking and biking along the coast and increase beach access. As more sections are redesigned, the changes will be very cohesive
• The city’s first roundabout on Carlsbad Boulevard is north of the project site at State Street and operates efficiently and effectively with multimodal traffic including vehicle volumes up to 19,600
• The City Council approved another roundabout at the intersection of Cannon Road and Carlsbad Boulevard, south of Tamarack Avenue, and the design for the roundabout is at approximately 90% complete
• Roundabouts are also among the options proposed on south Carlsbad Boulevard between Manzano Drive to Island Way, which were approved as the preferred option by the City Council on June 20, 2023, and supported by the Traffic & Mobility Commission on June 5, 2023, and the Beach Preservation Commission on June 6, 2023 How would bikes navigate the roundabout?
• The city has worked closely with the biking community in designing the Carlsbad Boulevard and Tamarack Avenue roundabout
• Cyclists will have two options. Because people drive slowly through roundabouts, cyclists can merge into the lane and proceed through the roundabout, if they feel comfortable doing so, or they can take one of the shared-use paths at all four corners of the intersection
• To make sure bikers enter the shared-use path at slower speeds from the bike lane, bike path entrances are designed at a 45-degree angle and are five feet wide How will visitors know what to do with a roundabout?
• Roundabouts are becoming more common overall and are utilized in many communities with large numbers of tourists, such as Encinitas, Del Mar, La Jolla, San Diego, Santa Cruz, San Clemente, San Juan Capistrano and Sedona • When people are unfamiliar with how to use them, they tend to slow down and proceed more cautiously
• Because the other cars in the roundabout are already moving slowly, this does not tend to affect traffic flow
• Pedestrians and cyclists unfamiliar with roundabouts tend to use the signs and follow others when going through a roundabout
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What would happen if In terstate 5 is blocked with traffic? Will people be able to use the coast as an alternate route?
• If this were to happen, a roundabout would not cause a greater delay than a traffic signal or existing conditions and could even help facilitate a steady flow of traffic • The roundabout option will result in less delay for all users • Use of El Camino Real is another option; it already handles a large volume of traffic, and the traffic signals can be adjusted during an emergency to help keep north-south traffic moving
Fiscal Analysis
There is no immediate, nor direct fiscal impact from selecting an intersection control design option for Carlsbad Boulevard and Tamarack Avenue. In March 2022, the City Council approved a professional services agreement with Wood Rodgers, Inc. to provide engineering design and environmental services for the project. Advancement to final design and environmental review is already included in Wood Rodgers, Inc.’s approved scope of services.

Most of the funding for the project design comes from the Active Transportation Grant Program, administered by SANDAG. The estimated cost for construction will be determined once the project moves to final engineering design.

Options
Staff provide the following options for the City Council’s consideration:

1. Adopt a resolution approving a roundabout as the preferred intersection traffic control option at the Carlsbad Boulevard and Tamarack Avenue intersection, along with improvements and authorizing staff to move forward with the environmental review, permitting and final engineering design of the Carlsbad Boulevard and Tamarack Avenue Intersection Improvements Project, Capital Improvement Program Project No. 6058 (Exhibit 1)
Pros
• This option is the most consistent with the City Council policies related to traffic safety mobility and environmental sustainability • Data show roundabouts are much safer than signalized intersections by reducing vehicle conflict points with other vehicles, pedestrians and bicycles as well as reducing vehicular speeds
• The roundabout most efficiently accommodates future traffic flow for horizon year 2035 and reduces delay
• The roundabout minimizes future infrastructure maintenance needs and long- term costs
• The roundabout will result in less air pollution and electricity usage • The roundabout will greatly decrease noise from motorcycles and other loud vehicles along the coast
Cons
• Roundabouts are relatively new to Carlsbad, and some community members have expressed serious concerns
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• While the data does not support these concerns, some residents feel strongly that roundabouts are not good for Carlsbad in general or for this intersection in particular

2. Adopt a resolution approving a traffic signal as the preferred intersection traffic control option at the Carlsbad Boulevard and Tamarack Avenue intersection, along with improvements and authorizing staff to move forward with the environmental review, permitting and final engineering design of the Carlsbad Boulevard and Tamarack Avenue Intersection Improvements Project, Capital Improvement Program Project No. 6058 (Exhibit 2)
Pros
• This option adequately meets the City Council policies related to traffic safety mobility and environmental sustainability
• Enhances safety slightly compared to the existing conditions • The traffic signal satisfactorily accommodates future traffic flow for horizon year 2035
• Drivers are more accustomed to traffic signals
Cons
• Does not best meet the City Council-approved policies of the city’s Mobility Element of the General Plan, Sustainable Mobility Plan and Climate Action Plan • Does not enhance safety as well as the roundabout option • Does not provide the best long-term financial savings • Does not reduce greenhouse gas emissions as much as the roundabout option • Does not reduce electricity use
• Noise from motorcycles and other loud vehicles along the coast would continue at present levels or increase
Staff recommend Option 1 for the City Council’s approval.

Next Steps
Upon the City Council’s selection of a preferred design option for the intersection, staff will complete the environmental review and permitting and final engineering design.

Once the environmental permitting and engineering design phases are complete, staff will return to the Traffic & Mobility Commission in mid-2025 to request its support of staff’s final engineering design and subsequently to the City Council to request its approval of the plans, specifications and contract documents and authorization to advertise for construction bids.

If construction starts in late 2025, the project could be completed by late 2026; however, the ultimate timing is contingent upon coordination with State Parks, completing environmental review under the California Environmental Quality Act and obtaining a coastal development permit.

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Env
ironmental Evaluation
This action to receive a presentation and approve a preferred traffic control design option does not constitute a project within the meaning of the California Environmental Quality Act under Public Resources Code section 21065 in that it has no potential to cause either a direct physical change in the environment or a reasonably foreseeable indirect physical change in the environment. The direction provided by City Council does not have a legally binding effect on future discretionary actions to approve the project. Public input received and technical information prepared will be used during the planning and environmental evaluation process.

Exhibits

1. City Council resolution to approve a roundabout as traffic control option

2. City Council resolution to approve a traffic signal as the traffic control option

3. Carlsbad Boulevard and Tamarack Avenue Intersection Improvement Project Alternatives Analysis

4. Carlsbad Boulevard and Tamarack Avenue Intersection Improvement Project Mobility Analysis

5. Traffic & Mobility Commission Feb. 6, 2023, meeting minutes (on file in the office of the City Clerk)

6. Traffic & Mobility Commission May 1, 2023, meeting minutes (on file in the office of the City Clerk)
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RESOLUTION NO. 2023-206

A RESOLUTION OF THE CITY COUNCIL OF THE CITY OF CARLSBAD,

CALIFORNIA, APPROVING A ROUNDABOUT AT THE INTERSECTION OF

CARLSBAD BOULEVARD AND TAMARACK AVENUE AS THE PREFERRED

INTERSECTION TRAFFIC CONTROL OPTION AND AUTHORIZING STAFF TO

MOVE FORWARD WITH THE ENVIRONMENTAL REVIEW, PERMITTING AND

FINAL ENGINEERING DESIGN OF THE CARLSBAD BOULEVARD AND

TAMARACK AVENUE INTERSECTION IMPROVEMENTS PROJECT
WHEREAS, the City Council of the City of Carlsbad, California has determined that it is necessary, desirable, and in the public interest to make improvements to the Carlsbad Boulevard and Tamarack Avenue intersection, Capital Improvement Program Project No. 6058, or Project; and WHEREAS, a roundabout and additional improvements as a part of this project would enhance coastal access, improve walking and biking infrastructure, and improve traffic flow along Carlsbad's coastline; and
WHEREAS, the project team has completed conceptual design options, traffic technical studies, and is ready to move forward with completing the environmental review, permitting and final engineering for the Project; and
WHEREAS, advancement to final design and environmental review is already included in the consultant's approved scope of services, so no additional funding is needed at this time; and WHEREAS, the City Planner has determined that this action does not constitute a project within the meaning of the California Environmental Quality Act under Public Resources Code Section 21065.

It has no potential to cause either a direct physical change in the environment or a reasonably foreseeable indirect physical change in the environment and therefore does not require environmental review. The direction provided by City Council to select a preferred traffic control design option does not have a legally binding effect on future discretionary actions to approve the project. Public input received and technical information prepared will be used during the planning and environmental evaluation process.

NOW, THEREFORE, BE IT RESOLVED by the City Council of the City of Carlsbad, California, as follows:

1. That the above recitations are true and correct.

2. That the City Council approves a roundabout at the Carlsbad Boulevard and Tamarack Avenue intersection, as the preferred intersection traffic control design option, subject Exhibit 1
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to staff returning to the City Council within five months of completion of the Cannon Road and Carlsbad Boulevard roundabout with data on the performance of the Cannon Road and Carlsbad Boulevard roundabout for the City Council to reevaluate and determine if changes are needed to the design of the Carlsbad Boulevard and Tamarack Avenue roundabout, or to pursue other options for this intersection.

3. That staff is authorized to move forward with environmental review, permitting, and final engineering for the selected design option of a roundabout for the Carlsbad Boulevard and Tamarack Avenue Intersection Improvements P�oject, Capital Improvement Program Project No. 6058.

PASSED, APPROVED AND ADOPTED at a Regular Meeting of the City Council of the City of Carlsbad on the 18th day of !!!!Y, 2023, by the following vote, to wit:

AYES:

NAYS:

ABSTAIN:

ABSENT:

Bhat-Patel, Acosta, Luna.

Blackburn, Burkholder.

None.

None.
r
l KEITH BLACKBURN, Mayor
SHERRY FREISINGER, City Clerk
(SEAL)
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July 18, 2023 Item #10 Page 17 of 356
Exhibit 2
RESOLUTION NO. .

RESOLUTION OF THE CITY COUNCIL OF THE CITY OF CARLSBAD,

CALIFORNIA, APPROVING A TRAFFIC SIGNAL AT THE INTERSECTION OF

CARLSBAD BOUL EVARD AND TAMARACK AVENUE AS THE PREFERRED

INTERSECTION TRAFFIC CONTROL OPTION AND AUTHORIZING STAFF TO

MOVE FORWARD WITH THE ENVIRONMENTAL REVIEW, PERMITTING AND

FINAL ENGINEERING DESIGN OF THE CARLSBAD BOULEVARD AND

TAMARACK AVENUE INTERSECTION IMPROVEMENTS PROJECT
W
HEREAS, the City Council of the City of Carlsbad, California has determined that it is necessary, desirable, and in the public interest to make improvements to the Carlsbad Boulevard and Tamarack Avenue intersection, Capital Improvement Program, or CIP, Project No. 6058, or Project; and WHEREAS, a traffic signal and additional improvements as a part of this project would enhance coastal access, improve walking and biking infrastructure, and improve traffic flow along Carlsbad’s coastline; and
WHEREAS, the project team has completed conceptual design options, traffic technical studies, and is ready to move forward with completing the environmental review, permitting and final engineering for the Project; and
WHEREAS, advancement to final design and environmental review is already included in the consultant’s approved scope of services, so no additional funding is needed at this time; and WHEREAS, the City Planner has determined that this action does not constitute a project within the meaning of the California Environmental Quality Act under Public Resources Code S ection 21065.

NOW, THEREFORE, BE IT RESOLVED by the City Council of the City of Carlsbad, California, as follows:

1. That the above recitations are true and correct.

2. That the City Council approves a traffic signal at the Carlsbad Boulevard and Tamarack Avenue intersection, as the preferred intersection traffic control design option.

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3. That staff is authorized to move forward with environmental review, permitting, and final engineering for the selected design option of a traffic signal for the C arlsbad Boulevard and Tamarack Avenue I ntersection Improvements Project , CIP Project No. 6058.

PASSED, APPROVED AND ADOPTED at a Regular Meeting of the City Council of the City of Carlsbad on the __ day of ________, 2023, by the following vote, to wit:

AYES:

NAYS:

ABSTAIN:

ABSENT:

______________________________________
KEITH BLACKBURN, Mayor

______________________________________
SHERRY FREISINGER, City Clerk
(SEAL)
July 18, 2023
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Final Carlsbad Boulevard and Tamarack Avenue Intersection Improvement Project Alternatives Analysis 1 of 27 To: Lauren Ferrell, PE, QSD/P - City of Carlsbad
Cc: Nathan Schmidt - City of Carlsbad
Scott Lyle - City of Carlsbad
From: Melissa Gomez, PE
Date: January 24, 2023
Subject: Carlsbad Boulevard and Tamarack Avenue Intersection Improvement Project Alternatives Analysis

INTRODUCTION
This memorandum has been prepared to present an Alternatives Analysis for the proposed Carlsbad Boul
evard and Tamarack Avenue Intersection Improvement Project located in the City of Carlsbad, California. This analysis evaluates four (4) project alternatives:
• No Build Alternative
• Alternative 1 – Signalized 3-Lane Intersection Alternative • Alternative 2 – Signalized 4-Lane Intersection Alternative • Alternative 3 – Roundabout Intersection Alternative
The results of this analysis are based on the city-approved Mobility Analysis, dated December 2, 2022.

PROJECT GOALS AND OBJECTIVES
As determined by the project development team, the City of Carlsbad, and the stakeholders of this project, the g
oal of the Carlsbad Boulevard and Tamarack Avenue Intersection Improvement Project is to accommodate all modes of transportation and improve beach access while promoting active transportation improvements and speed management at this heavily traveled segment of Carlsbad Blvd to make it safer for all modes of users. The city council aims to become a leader in multimodal transportation systems, implementing creative approaches to moving people and goods through and within Carlsbad to enhance Carlsbad’s coastline and ensure an exceptional experience in all the ways people want to enjoy it. The goal of the project is to also close a critical gap in the transportation network by improving the bicycle, pedestrian, and transit environment on Carlsbad Boulevard, thus promoting alternative modes as viable forms of transportation, and improving safety for users that choose those alternative modes. The project improvements provide operational enhancements for vehicles, bicycles, pedestrians, and riders consistent with the city’s General Plan Mobility Element and Climate Action Plan.

Improvement features will include:
• Reconfiguration of the intersection to ease traffic flow • Widening of the sidewalk, including to the south across the bridge • Relocating the North County Transit District bus stops to provide safer access • Improving pedestrian and bike facilities
Visit https://www.carlsbadca.gov/departments/public-works/proje cts/our-coastline/tamarack-area-
coastal-project for project status updates and information.

Exhibit 3
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Final Carlsbad Boulevard and Tamarack Avenue Intersection Improvement Project Alternatives Analysis 2 of 27

EXISTING CONDITIONS

STUDY INTERSECTION
This analysis focuses on the intersection of Carlsba d Boulevard and Tamarack Avenue. The project location and study limits are shown in Figure 1. Carlsbad Boulevard and Tamarack Avenue is currently a signalized intersection with 10-foot-wide pedestrian crosswalks on the north and east legs. There is a 4-foot-wide pedestrian refuge island through the north leg crossing. The sidewalk has visible cracks and spalling with minor settlement and uplift in some areas. The northbound and southbound approaches currently include protected left-turn phasing and the eastbound and westbound approaches include split phasing. The study area consists of the following roadway segments that make up the four approaches of the study intersection:

Carlsbad Boulevard: A four-lane roadway that runs north-south between the city limits. The posted speed limit is 30 miles per hour (mph) north of Tamarack Avenue and 35 mph south of Tamarack Avenue. Based on the City of Carlsbad General Plan Mobility Element (Mobility Element), Carlsbad Boulevard is designated as an Identity Street north of Tamarack Avenue and as a Coastal Street south of Tamarack Avenue. The southbound approach of the study intersection includes two through lanes, a southbound left-turn pocket, and a signal-controlled channelized southbound right-split lane. The northbound approach includes two through lanes and a northbound left-turn pocket.

Tamarack Avenue: Within the study area, Tamarack Avenue is a two-lane roadway with a two-way left- turn lane that generally runs east-west between Carlsbad Boulevard and College Boulevard. The posted speed limit is 30 miles per hour (mph) west of Skyline Road and 35 mph east of Skyline Road. Tamarack Avenue forms the westbound approach of the study intersection and contains one shared through-right turn lane and a left-turn pocket. Based on the Mobility Element, Tamarack Avenue is designated as a Neighborhood Connector Street.

Beach Access Road : The Beach Access Road is a local access road that provides access to the Tamarack State Beach parking lot, owned and operated by California Department of Parks and Recreation, State Parks. There is no posted speed on this road, however, speeds can be assumed to be 25 mph or less. The Beach Access Road forms the eastbound approach to the study intersection and contains a shared through- left turn lane, and a stop-controlled channelized right-turn lane.

DJACENT INTERSECTIONS
Redwood Avenue: Redwood Avenue is a two-lane east-west local roadway that forms a full access side- street stop-controlled intersection with Carlsbad Boulevard approximately 300 feet north of Tamarack Avenue. Redwood Avenue is designated as a “village street” in the Mobility Element.

Sequoia Avenue: Sequoia Avenue is a two-lane east-west local roadway that forms a full access side-street stop-controlled intersection with Carlsbad Boulevard approximately 300 feet south of Tamarack Avenue.

Sequoia Avenue is designated as a “local/neighborhood street” in the Mobility Element.

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Final Carlsbad Boulevard and Tamarack Avenue Intersection Improvement Project Alternatives Analysis 3 of 27 Figure 1. Project Location

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Final Carlsbad Boulevard and Tamarack Avenue Intersection Improvement Project Alternatives Analysis 4 of 27

PEDESTRIAN, BICYCLE, AND TRANSIT FACILITIES
Existing Pedestrian Facilities
Within the study area, sidewalks exist along both sides of Carlsbad Boulevard and Tamarack Avenue.

Sidewalk along the west side of Carlsbad Boulevard south of Tamarack Avenue is 4 to 5-feet-wide and buffered by a guardrail. Sidewalk along the west side of Carlsbad Boulevard north of Tamarack Avenue is 8- feet-wide buffered by a landscaped area. The Carlsbad Boulevard & Tamarack Avenue intersection contains pedestrian crosswalks with push buttons, countdown signal heads, curb ramps on the north and east legs of the intersection, and the Agua Hedionda trail head and Coastal Rail Trail facilities in the nearby vicinity.

Existing Bicycle Facilities
The City of Carlsbad General Plan Mobility Element and Carlsbad Bikeway Master Plan references three (3) bikeway facility types, consistent with Caltrans definitions, as follows:
• Class I Bikeway (bike path) – provides a separated corridor that is not served by streets and highways and is away from the influence of parallel streets. Class I bikeways are for non-vehicle use only with opportunities for direct access and recreational benefits, right-of-way for the exclusive use of bicycles and pedestrians, and cross flow conflicts are minimized. • Class II Bikeway (bike lane) – provides a delineated right-of-way assigned to bicyclists to enable more predictable movements, accommodating bicyclists through corridors where insufficient room exists for side-by-side sharing of existing streets by motorists and bicyclists. • Class III Bikeway (bike route) – shared facility that serves either continuity to other bicycle facilities or designates preferred routes through high demand corridors.

Class II bikeways (bike lanes) exist on the following facilities:
• Northbound and southbound Carlsbad Boulevard within the study area. • Eastbound and westbound Tamarack Avenue within the study area.

Existing Transit Facilities
Transit in the City of Carlsbad includes North County Transit District (NCTD) transit service, Americans with Disabilities Act (ADA) paratransit service, the COASTER commuter rail, and Amtrak rail service. Bus stops exist within the immediate study area on northbound Carlsbad Boulevard, approximately 170 feet north of Tamarack Avenue, and on southbound Carlsbad Boulevard within the porkchop island on the west leg of the intersection. Both stops contain signage and benches, however, there are currently no ADA- compliant pedestrian facilities providing access to the stop on southbound Carlsbad Boulevard. The bus stops are serviced by Route 101 of the NCTD (referred to as the “BREEZE”). Currently, Route 101 provides service along Highway 101 between Oceanside Transit Center in Oceanside and UTC Transit Center in San Diego. Service is provided seven days a week with approximately 30-minute headways throughout the day and hourly headways in the evenings.

CONCEPTUAL ALTERNATIVES

PROPOSED ALTERNATIVES
This analysis studies the following four project alt ernatives:

No Build Alternative: This alternative presents a baseline condition in which no improvements would be made to the study intersection and corridor.

Signalized 3-Lane Intersection Alternative: As seen on the attached Alternative 1 exhibit, this alternative represents a signalized condition in which the following improvements would be made:

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Final Carlsbad Boulevard and Tamarack Avenue Intersection Improvement Project Alternatives Analysis 5 of 27 • New striping along Carlsbad Boulevard between Hemlock Avenue and just south of the Agua Hedionda Lagoon bridge, along Tamarack Avenue approximately 175 feet east of Carlsbad Boulevard, and along the Beach Access Road approximately 100 feet west of Carlsbad Boulevard. • Addition of high visibility pedestrian crossings on all four legs of the study intersection and on the east leg of the Carlsbad Boulevard & Sequoia Avenue intersection. • Addition of green bike lane conflict zone striping that highlights the presence of bicyclists. • Bulb-outs/curb extensions with directional curb ramps at the southeast corner of Carlsbad Boulevard/Tamarack Ave intersection and east leg of the Carlsbad Boulevard/Sequoia Avenue intersection.
• A parking lane and pull-out bus stop alongside a buffered bike lane on the west side of Carlsbad Boulevard north of Tamarack Avenue.
• A pull-out bus stop on the east side of Carlsbad Boulevard south of Tamarack Avenue alongside a bike lane.
• 6-ft bike lane without a buffer on the east side of Carlsbad Boulevard north of Tamarack Avenue to Hemlock Avenue.
• 6-ft bike lane with a 2-ft buffer on both sides of the bike lane (with adjacent on-street parking) on the west side of Carlsbad Boulevard north of Tamarack Avenue. • 6-ft bike lane without a buffer on the west side of Carlsbad Boulevard south of Tamarack Avenue for approximately 420 feet which then transitions to an 8-ft bike lane with a 3-ft buffer as it continues south, ending south of the Agua Hedionda Lagoon bridge. • 6-ft bike lane without a buffer on the east side of Carlsbad Boulevard between Tamarack Avenue and Sequoia Avenue, followed by a 6-ft bike lane with a 2-ft buffer south of Sequoia Avenue to the project limits south of the Agua Hedionda Lagoon bridge. • 7-ft bike lane on both sides of Tamarack Avenue
• 10-ft western sidewalk to the north of Tamarack Avenue provided for the length of the proposed bus stop only, as there is already an existing meandering sidewalk that would remain in place. • Existing 5-ft eastern sidewalk would remain in place to the north of Tamarack Avenue. • 9-ft western sidewalk to the south of Tamarack Avenue, which would then widen to 11 feet to the south followed by a maximum 15.5-ft width on the bridge. • 10-ft eastern sidewalk between Tamarack Avenue and Sequoia Avenue followed by a 5 to 6-ft eastern sidewalk south of Sequoia Avenue.
• A new signalized midblock pedestrian crossing on Carlsbad Boulevard approximately 680 feet south of the study intersection with ADA curb ramps.
• New directional ADA curb ramps at all pedestrian crossings within the study intersection and on the east leg of the Carlsbad Boulevard & Sequoia Avenue intersection. All other curb ramps at adjacent intersections would remain protected in place. • One 10.5-ft to 11-ft through lane and one 10.5-ft to 11-ft through-right lane in the northbound direction
• One 10-ft to 10.5-ft through lane and one 10-ft to 10.5-ft through-right lane in the southbound direction
• A single 10-ft northbound and southbound exclusive left-turn lane • 11-ft through lanes on Tamarack Avenue in both eastbound and westbound directions • 11-ft left-turn lane on Tamarack Avenue
• Exclusive and separated 20-ft right-turn lane from Beach Access Road to southbound Carlsbad Boulevard, separated by a median with a Caltrans Type C Island Passageway. • A single through and receiving lane on the Beach Access Road of varying widths July 18, 2023
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Final Carlsbad Boulevard and Tamarack Avenue Intersection Improvement Project Alternatives Analysis 6 of 27 • Removal of the southbound channelized right-split lane and conversion of one southbound through lane to a shared-through right lane.
• Reduction of southbound Carlsbad Boulevard to one lane just north of the proposed midblock crossing with the merge taper beginning approximately 420 feet south of the Carlsbad Blvd/Tamarack Ave intersection.
• Signal modification to include pedestrian phases for the west and south legs. The signal is assumed to remain actuated uncoordinated.

Under the Signalized 3-Lane Intersection Alternative, the intersection of Carlsbad Boulevard and Redwood Avenue would remain full-access, however, the intersection of Carlsbad Boulevard and Sequoia Avenue would be converted to right-in/right-out only.

Signalized 4-Lane Intersection Alternative: As seen on the attached Alternative 2 exhibit, this alternative represents a signalized condition that consists of almost all the improvements included in the Signalized 3- Lane Intersection Alternative but omits the lane reduction on southbound Carlsbad Boulevard south of Tamarack Avenue. Carlsbad Boulevard would remain a 4-lane corridor throughout the project limits. Due to the inclusion of the 4
th lane, the western sidewalk to the south of Tamarack Avenue, would widen to a maximum 11-ft width to the south. Additionally, the southbound bike lane south of Tamarack Avenue would be 6 feet wide without a buffer. All other lane, sidewalk, and bike lane widths would remain the same as the Signalized 3-Lane Intersection Alternative.

Roundabout Intersection Alternative : As seen on the attached Alternative 3 exhibit, this alternative proposes many improvements similar to the Signalized 3-Lane Intersection Alternative but with additional buffered bike lanes, wider sidewalks, and would construct a single lane roundabout at the study intersection. In the southbound direction, a lane would be dropped starting just south of Cherry Avenue and would open back to two through lanes south of the Agua Hedionda Lagoon bridge. In the northbound direction, a lane would be dropped south of the Agua Hedionda Lagoon bridge and would open back to two through lanes north of Hemlock Avenue. This alternative proposes the following additional differentiators from the Signalized 3-Lane Intersection Alternative:
• An additional high visibility crosswalk on the east leg of Redwood Avenue. • ADA directional curb ramps at all pedestrian crossings within the roundabout • 8-ft bike lane with a 3-ft buffer on the east side of Carlsbad Boulevard north of Tamarack Avenue to Hemlock Avenue.
• 8-ft bike lane with a 3-ft buffer on both sides (with adjacent on-street parking) on the west side of Carlsbad Boulevard north of Tamarack Avenue.
• 8-ft bike lane with a 3-ft buffer on the west side of Carlsbad Boulevard south of Tamarack Avenue.

Figure 2. Signalized 3-Lane Intersection Alternative Cross-Section Looking South on Carlsbad Boulevard July 18, 2023
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Final Carlsbad Boulevard and Tamarack Avenue Intersection Improvement Project Alternatives Analysis 7 of 27 • 7-ft bike lane with a 3-ft buffer on the east side of Carlsbad Boulevard between Tamarack Avenue and Sequoia Avenue, followed by an 8-ft bike lane with a 3-ft buffer south of Sequoia Avenue to the project limits south of the Agua Hedionda Lagoon bridge. • 10-ft western sidewalk to the north of Tamarack Avenue. Existing meandering sidewalk would remain in place.
• 9.2 to 10-ft eastern sidewalks to the north of Tamarack Avenue. • 14-ft western sidewalk to the south of Tamarack Avenue, which would then widen to 16 feet to the south followed by a 15-ft sidewalk width on the bridge. • 10-ft eastern sidewalk between Tamarack Avenue and Sequoia Avenue followed by an 11-ft eastern sidewalk south of Sequoia Avenue, which widens to 14 feet to the south followed by a 13-ft sidewalk width on the bridge.
• 10.5-ft to 11-ft single through lane on southbound Carlsbad Boulevard, which would then widen as it approaches the roundabout.
• 11-ft single through lane on northbound Carlsbad Boulevard, which would then widen as it approaches the roundabout.
• 17-ft single lane within the roundabout.
• Truck apron interior circle of the roundabout.
• Additional truck apron in the southeast corner of the roundabout. • 10-ft medians on Carlsbad Boulevard both north and south of the roundabout. • 11-ft eastbound through lane and westbound through lane on Tamarack Ave, each of which would widen as it approaches the roundabout.
• 11.5-ft eastbound lane and 10-ft westbound lane within the Beach Access Road, each of which would widen as it approaches the roundabout.
• Exclusive and separated 22-ft right-turn lane from Beach Access Road to southbound Carlsbad Boulevard, separated by a median with a Caltrans Type C Island Passageway. • Varying width medians on Tamarack Avenue and the Beach Access Road. • Additional landscaping around roundabout perimeter.
• The intersection improvements will include conduit to facilitate each leg and pedestrian crossings could be signalized in the future as needed to address operational issues.

This alternative assumes installation of a metering signal on the eastbound approach (west leg) with queue detection on the northbound approach (south leg) located approximately 500 feet south of the yield line.

This means the vehicles approaching the roundabout from the Beach Access Road will be metered in a similar fashion to a freeway on-ramp to ensure the queue on Carlsbad Boulevard is clearing the intersection. The intersections of Carlsbad Boulevard with Redwood Avenue and Sequoia Avenue would Figure 3. Roundabout Intersection Alternative Cross-Section Looking South on Carlsbad Boulevard July 18, 2023
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Final Carlsbad Boulevard and Tamarack Avenue Intersection Improvement Project Alternatives Analysis 8 of 27 remain full access.

The three conceptual project alternatives are shown in Appendix A.

ALTERNATIVES ANALYSIS PROCESS
This section details the alternatives and criteria to meet the goals defined by the City of Carlsbad and all modes of transportation needs in a multi-step screening process as shown in the figure below.

EDESTRIAN, BICYCLE, AND TRANSIT ENHANCEMENTS
One of the main goals of this project is to enhance the public facilities provided for pedestrians and bicyclists. For pedestrians, this means creating wide and spacious sidewalks for pedestrians to both walk alongside each other while also being able to stop and admire the coastline.

Implementing curb extension at the corners of the intersection will enhance pedestrian safety by increasing pedestrian visibility and slowing vehicles. Curb extensions increase overall visibility by aligning pedestrians with the parking lane and by reducing the crossing distance for pedestrians. By physically and visually narrowing the roadway, vehicles are encouraged to slow down.

For bicyclists, this means providing bike lanes with buffers to separate bicyclists from vehicular traffic for an added level of safety. When the bike lane runs adjacent to the on-street parking, a buffer between the parking lane and the bike lane is also preferred. Bike lane widths should be a minimum of 6 feet, but 8 feet is preferred to provide bicyclists with plenty of space to ride without providing so much width that a motor vehicle could mistake the bike lane for a traffic lane.

For transit, this means providing near-side pull-out bus stop configurations. Near-side pull out stops benefit traffic flow by not blocking the through lane while buses are stopped at the station. Safety is also improved since transit riders come from the font, which is more visible to the transit operator. Pedestrian enhancements will also benefit transit users, as wider sidewalks provide additional space for waiting riders in addition to space for bus stop amenities.

To evaluate the pedestrian and bicycle enhancements, the Mobility Analysis performed for this project determined the Multimodal Level of Service (MMLOS) for pedestrians and bicyclists. MMLOS provides a qualitative “grade” assigned to specified travel modes, ranging from a LOS A to LOS F. As outlined in the city’s General Plan, LOS A reflects a high service standard for a travel mode (e.g., outstanding Figure 4. Alternatives Analysis Process
Evaluation Criteria
• Pedestrian and Bicycle
Enhancements
• Traffic Impacts &
Performance
• Environmental
Constraints
• Safety
• Beach Access
• Aesthetics
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Final Carlsbad Boulevard and Tamarack Avenue Intersection Improvement Project Alternatives Analysis 9 of 27 characteristics and experience for that mode) and LOS F reflects a poor service standard for a travel mode (e.g. congestion for vehicles, no bicycle, pedestrian, or transit facilities, etc.) MMLOS evaluates the safety and quality of access and mobility for pedestrian, bicyclist, and transit users using methods documented in the Carlsbad General Plan Mobility Element, Chapter 3. The City of Carlsbad MMLOS Tool takes into account inputs such as sidewalk and bike lane widths, speed limit, presence of pedestrian and bike lane buffers, and speed management features such as bulb-outs and high visibility crosswalks. Per Policy 3-P.4 in the General Plan Mobility Element, the study area pedestrian and bicycle facilities should maintain LOS D or better. As published in Table 3-1 of the city’s General Plan, Transit is not subject to a MMLOS standard.

Pedestrian and Bicycle MMLOS for the three main approaches of the Carlsbad Boulevard and Tamarack Avenue intersection, as well as the segment of Carlsbad Boulevard between Sequoia Avenue and the south end of the bridge, were evaluated for all alternatives under Existing conditions. Cumulative and Horizon Year scenario analysis was omitted because Cumulative ADT volumes showed only a very slight increase over Existing ADTs and projected Horizon Year ADTs were lower than Existing ADTs. As such, Horizon Year and Cumulative condition MMLOS results were projected to be the same as Existing MMLOS results.

Pedestrian LOS for the segment of Carlsbad Boulevard between Sequoia Avenue and the south end of the bridge is better under the Signalized 3-Lane Intersection Alternative and Roundabout Alternative than under the 4-Lane Alternative, as the roadway would be narrower at the midblock crossing, allowing pedestrians to cross fewer lanes. Table 1 shows the pedestrian and bicycle scores and LOS for each direction of the study segments. As shown in Table 1, all three proposed project alternatives were found to provide notably better pedestrian LOS and similar or better bicycle LOS over No Build conditions. See Appendix D for the MMLOS Worksheets used to determine these results.

In addition to the MMLOS analysis, it should be noted that each alternative provides different pedestrian and bicycle facilities. As noted in the alternative descriptions, these are:
• Pedestrian Facilities:
o No Build Alternative – Existing sidewalks are approximately 5 to 6 feet wide throughout the project area, except on the west side of Carlsbad Boulevard south of Tamarack Avenue where the sidewalk has metal beam guardrail followed by a barrier along the bridge, which shrinks the sidewalk to 4 to 5 feet. Additionally, there is no curb-adjacent sidewalk on the west side of Carlsbad Boulevard to the north of Tamarack Avenue; which instead has an offset meandering sidewalk 8 feet wide. Crosswalks exist only on the north and eastern leg of the Carlsbad Boulevard and Tamarack Avenue intersection with a maximum crossing width of 76 feet.
o Signalized 3-Lane Intersection Alternative – Proposed sidewalks on the west side of Carlsbad Boulevard to the north of Tamarack Avenue, and on the east side to the south between Tamarack Avenue and Sequoia Avenue, are 10 feet wide. The existing 5-ft sidewalk on the east side of Carlsbad Boulevard to the north of Tamarack Avenue would remain protected in place. The proposed sidewalk on the west side of Carlsbad Boulevard to the south of Tamarack Avenue is 9 feet minimum to 16 feet maximum. And the proposed sidewalk on the east side of Carlsbad Boulevard to the south of Sequoia Avenue is 5 feet minimum to 6 feet maximum. Crosswalks and directional curb ramps are proposed on all legs of the intersection with a maximum crossing width of 65 feet. A Caltrans Type C Island Passageway is proposed within the median island separating the exclusive right-turn lane coming from the Beach Access Road.
o Signalized 4-Lane Intersection Alternative – Proposed sidewalks are the same as the Signalized 3-Lane Intersection Alternative except on the west side of Carlsbad Boulevard to the south of Tamarack Avenue: here they are 9 feet minimum to 11 feet maximum.

Proposed crosswalks are the same as the Signalized 3-Lane Intersection Alternative.

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Final Carlsbad Boulevard and Tamarack Avenue Intersection Improvement Project Alternatives Analysis 10 of 27 o Roundabout Alternative – Proposed sidewalks on the west side of Carlsbad Boulevard to the north of Tamarack Avenue, on the east side to the north between Tamarack Avenue and Redwood Avenue, and on the east side to the south between Tamarack Avenue and Sequoia Avenue are 10 feet wide. On the east side of Carlsbad Boulevard to the north of Redwood Avenue, the proposed sidewalk is 9.2 feet wide. Proposed sidewalk on the west side of Carlsbad Boulevard to the south of Tamarack Avenue is 14 feet minimum to 16 feet maximum. And the proposed sidewalk on the east side of Carlsbad Boulevard to the south of Sequoia Avenue is 11 feet minimum to 14 feet maximum. Crosswalks are proposed on all legs of the roundabout with median refugee island further reducing the maximum crossing width to 22 feet. Each median refugee island includes a Caltrans Type A or B passageway. A Caltrans Type C Island Passageway is proposed within the median porkchop separating the exclusive right-turn lane coming from the Beach Access Road. • Bicycle Facilities:
o No Build Alternative – The existing bike lane on the west side of Carlsbad Boulevard to the north of Tamarack Avenue is 6.5 to 7.5 feet wide with no buffer. The existing bike lane on the east side of Carlsbad Boulevard to the north of Tamarack Avenue is 5 to 7 feet wide with no buffer. The existing bike lane on the west side of Carlsbad Boulevard to the south of Tamarack Avenue is approximately 7 feet wide with a 2-ft buffer that widens to a 5-ft buffer over the bridge. And the existing bike lane on the east side of Carlsbad Boulevard to the south of Tamarack Avenue is approximately 7 feet wide with a varying buffer that widens to 5 feet over the bridge. Bicyclists and vehicles have 65 potential conflict points. o Signalized 3-Lane Intersection Alternative - All 6-ft bike lanes, sometimes with 2-ft buffers and sometimes without buffers, with a 3-ft buffer for the southbound bike lane over the Agua Hedionda Lagoon bridge. Bicyclists and vehicles have 69 potential conflict points. o Signalized 4-Lane Intersection Alternative – All 6-ft bike lanes, half with 2-ft buffers and half without buffers. This alternative has the same number of potential bike and vehicle conflicts as the Signalized 3-lane intersection Alternative.
o Roundabout Alternative – All 8-ft bike lanes with 3-ft buffers, except alongside the adjacent parking where the bike lane is 7 feet with a 3-ft buffer on both sides. Bicyclists and vehicles have 27 potential conflict points, which is about 50% fewer conflict points compared to a signal-controlled intersection.
• Transit Facilities:
o No Build Alternative – The existing bus stop in the southbound direction of Carlsbad Boulevard is located within the median island refuge at the southwest corner of the Carlsbad Boulevard and Tamarack Avenue intersection. The pedestrian access ramp is not ADA-compliant and does not connect to the pedestrian traveled path. When stopped at this station, the bus is within the 8-foot bike lane and forces bicyclists into the vehicle lane to bypass the stopped bus, introducing a major conflict point. The existing bus stop in the northbound direction is located 120 feet north of the Carlsbad Boulevard and Tamarack Avenue intersection and located 5 feet from a driveway. The sidewalk is 5 feet wide which does not meet the minimum ramp deployment area (FHWA, 2015). When stopped at this station the bus will be within both the bike lane and vehicle lane, causing cars to stop or make unsafe maneuvers around the stopped bus.
o Signalized 3-Lane Intersection Alternative – Relocates bus stops to a near side configuration. 8-ft wide bus station pull out with 80-foot-long and 10-foot-wide bus station.

Along the length of the bus pull-out is a 6-foot-wide high visibility green painted bike lane with a 2-foot buffer on both sides.
o Signalized 4-Lane Intersection Alternative – Same transit enhancements as Signalized 3- lane Intersection Alternative.

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Final Carlsbad Boulevard and Tamarack Avenue Intersection Improvement Project Alternatives Analysis 11 of 27 o Roundabout Alternative – 8-ft wide bus station pull out with 80-foot-long and 10-foot-wide bus station. Along the length of the bus pull-out is a 7-ft high visibility green painted bike lane with a 3-foot buffer on both sides.

Although the three proposed alternatives all provide clear enhancements to the pedestrian, bicycle, and transit facilities compared to the No Build Alternative, the differences between the alternatives should be noted. The roundabout provides significant benefits over the two signalized alternatives, including shorter crossing distances, slower traffic speed, and lower number of potential conflict points. For sidewalk facilities, where the signalized alternatives maintain existing 5-ft sidewalks on the east side to the north of the intersection and proposed 5-ft sidewalks south of Sequoia Avenue on the east side, the roundabout replaces these with much wider 10-ft and 11 to 14-ft widths, respectively. Additionally, on the west side south of the intersection, the roundabout provides sidewalk widths between 14 to 16 feet, the signalized 3- Lane intersection alternative provides 9 to 16 feet, and the 4-lane provides 9 to 11 feet. In a populated and heavily traveled segment of a beachside location such as this, maximizing these widths is of extreme importance.

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Final Carlsbad Boulevard and Tamarack Avenue Intersection Improvement Project Alternatives Analysis 12 of 27

Table 1. MMLOS Results
Segment
No Build Signalized 3-Lane Intersection Alternative Signalized 4-Lane Intersection Alternative Roundabout Alternative Pedestrian Bicycle Pedestrian Bicycle Pedestrian Bicycle Pedestrian Bicycle

NB/EB SB/WB NB/EB SB/WB NB/EB SB/WB NB/EB SB/WB NB/EB SB/WB NB/EB SB/WB NB/EB SB/WB NB/EB SB/WB Score LOS Score LOS Score LOS Score LOS Score LOS Score LOS Score LOS Score LOS Score LOS Score LOS Score LOS Score LOS Score LOS Score LOS Score LOS Score LOS Carlsbad Blvd (south leg) –
Sequoia Ave to Tamarack Ave 45 F 55 E 100 A 100 A 100 A 100 A 90 A 90 A 100 A 100 A 90 A 90 A 100 A 100 A 100 A 100 A Carlsbad Blvd (north leg) –
Tamarack Ave to Redwood Ave 70 C 70 C 95 A 100 A 95 A 100 A 100 A 100 A 85 B 100 A 100 A 100 A 100 A 100 A 100 A 100 A Tamarack Ave (east leg) –
Carlsbad Blvd to Garfield St 80 B 80 B 95 A 95 A 100 A 100 A 95 A 95 A 100 A 100 A 95 A 95 A 100 A 100 A 95 A 95 A Carlsbad Blvd (bridge) –
Sequoia Ave to south end of
Bridge
45 F 45 F 100 A 100 A 95 A 100 A 100 A 100 A 85 B 95 A 100 A 90 A 100 A 100 A 100 A 100 A Notes:

Source: City of Carlsbad MMLOS Tool

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Draft Carlsbad Boulevard and Tamarack Avenue Intersection Improvement Project Alternatives Analysis 13 of 27

TRAFFIC IMPACTS AND PERFORMANCE
The Mobility Analysis performed for this project eva luated the following scenarios using the Traffic Counts included in Appendix B:
• Existing Conditions: Existing traffic volumes from counts taken in May and June of 2022 on Thursday’s and Saturday’s. These traffic counts are provided in Appendix B. • Cumulative Conditions: A near-term scenario representing existing traffic volumes plus traffic projected to be generated from approved and reasonably foreseeable pending projects that are expected to influence the study area and intersection.
• Horizon Year 2035 Conditions : a future year scenario based on growth found in the Transportation Forecast Information Center (TFIC) as part of the San Diego Association of Governments (SANDAG) ABM2+/2021 Regional Transportation Demand Model (RTDM).

The study intersection was evaluated under the following time periods:
• Typical Weekday AM peak hour
• Typical Weekday PM peak hour
• Summer Weekend (Saturday) midday peak hour
Level of Service
Traffic operations were quantified through the determination of “Level of Service” (LOS). Level of Service is a qualitative measure of traffic operating conditions, whereby a letter grade “A” through “F” is assigned to an intersection or roadway segment, representing progressively worsening traffic operations. LOS “A” represents free-flow conditions with little to no delays, while LOS “F” represents jammed or grid-lock conditions. For the Mobility Analysis performed, it was assumed that city roadways and intersections s
hould strive to maintain LOS D or better operations during peak periods, when possible.

Intersection LOS results are shown in Table 2 below for all alternatives and scenarios. As shown in Table 2, the study intersection would operate at LOS C or better under all scenarios.

Table 2. Carlsbad Boulevard & Tamarack Avenue Intersection LOS Alternative Control
Type
Peak
Hour
Existing Cumulative Horizon Year
Delay
(s/veh)1 LOS Delay
(s/veh) LOS2 Delay
(s/veh) LOS
No Build Alternative Signal
AM 13.9 B 13.7 B 13.3 B
PM 23.7 C 24.6 C 23.6 C
SAT 24.4 C 25.1 C 24.9 C
Signalized 3-Lane
Intersection
Alternative
Signal
AM 17.6 B 17.1 B 17.2 B
PM 26.9 C 26.8 C 26.6 C
SAT 30.3 C 30.8 C 29.8 C
Signalized 4-Lane
Intersection
Alternative
Signal
AM 17.4 B 17.8 B 17.1 B
PM 26.0 C 26.9 C 25.6 C
SAT 29.6 C 30.6 C 29.1 C
Roundabout
Intersection
Alternative
Roundabout
AM 3.9 A 4.0 A 3.6 A
PM 18.8 B 22.0 C 15.7 B
SAT 13.2 B 15.5 B 12.5 B
Notes:

Bold values indicate LOS E or F.
1Average control delay is reported for signalized and roundabout control types. 2 Level of Service (LOS) is a qualitative measure of traffic operating conditions, whereby a letter grade “A” through “F” July 18, 2023
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Final Carlsbad Boulevard and Tamarack Avenue Intersection Improvement Project Alternatives Analysis 14 of 27 Alternative Control
Type
Peak
Hour
Existing Cumulative Horizon Year
Delay
(s/veh)1 LOS Delay
(s/veh) LOS2 Delay
(s/veh) LOS
is assigned to an intersection or roadway segment, representing progressively worsening traffic operations. LOS is determined using methods documented in the Transportation Research Board Publication Highway Capacity Manual, 6th Edition (HCM).

Queuing
95th Percentile queuing for all movements at Carlsbad Boulevard and Tamarack Avenue was evaluated against existing and proposed available storage space using SimTraffic for signalized intersection control and Sidra software for roundabout control. Storage space for turn lanes was based on turn pocket length and storage space for through movement was based on the distance to the nearest cross street.

Table 3 below shows the 95 th percentile queueing at each movement compared to the available storage length.

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Final Carlsbad Boulevard and Tamarack Avenue Intersection Improvement Project Alternatives Analysis 15 of 27 Table 3. 95th Percentile Intersection Queueing
Alternative Movement Storage
(ft)1
95th Percentile Queues (ft)
Existing Cumulative Horizon Year

AM PM SAT AM PM SAT AM PM SAT
No Build
Alternative
NBL 70 37 119 109 30 122 143 31 112 110
NBT 230 89 488 291 93 502 321 88 446 294
SBL 115 61 136 132 59 137 143 61 131 151
SBT 235 113 145 194 115 142 215 111 150 206
SBR 70 15 23 90 0 23 89 0 24 101
EBT 235 36 64 69 33 61 78 31 69 76
EBR 30 5 22 24 0 24 29 4 27 28
WBL 75 124 115 124 124 118 133 113 117 124
WBT 450 65 97 123 80 103 138 76 117 114
Signalized 3-
Lane
Intersection
Alternative
NBL 115 38 133 133 39 133 129 32 119 105
NBT 230 105 539 314 98 535 332 103 495 305
SBL 97 75 162 209 78 165 213 74 167 213
SBT 235 177 209 336 166 203 348 167 222 325
EBT 235 34 64 75 34 63 75 40 59 74
EBR 30 0 7 28 4 18 26 0 4 29
WBL 93 163 138 176 169 140 178 158 127 162
WBT 450 121 126 178 143 135 194 140 108 157
Signalized 4-
Lane
Intersection
Alternative
NBL 115 38 137 124 37 130 136 34 118 132
NBT 230 104 536 316 109 535 335 102 500 317
SBL 97 73 146 159 69 137 192 69 137 168
SBT 235 129 171 234 139 152 272 120 154 260
EBT 235 37 60 78 37 65 70 32 58 68
EBR 30 0 10 36 4 19 26 0 13 23
WBL 93 165 136 171 171 143 172 160 132 157
WBT 450 133 126 160 150 127 190 130 119 137
Roundabout
Intersection
Alternative
NB 215 7 117 85 8 135 97 7 99 83
SB 220 44 24 109 46 25 122 41 23 106
EB 260 5 10 28 5 10 29 5 10 28
WB 450 23 25 28 24 25 75 21 22 61
Notes:

Bold values indicate queues that exceed storage length. 1Storage reported is available queueing length within a turn pocket or the length of a through lane before nearest conflicting cross- street.
2 Where multiple lanes exist for one movement, queue reported is the highest for that movement. 3 Movement abbreviations are as follows: Northbound (NB), Northbound Left (NBL), Northbound Through (NBT), Southbound (SB), Southbound Left (SBL), Southbound Right (SBR), Southbound Through (SBT), Eastbound (EB), Eastbound Through (EBT), Eastbound Right (EBR), Westbound (WB), Westbound Left (WBL), Westbound Through (WBT).

As shown in Table 3, under the Signalized 3-Lane and 4-Lane Intersection Alternatives, queueing would exceed the proposed turn pocket length for the northbound, southbound, and westbound left-turn movement during at least one peak hour under all scenarios. Minimum turn pocket lengths to accommodate maximum projected left-turn queues under the Signalized 3-Lane and 4-Lane Intersection Alternatives are as follows:

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Final Carlsbad Boulevard and Tamarack Avenue Intersection Improvement Project Alternatives Analysis 16 of 27 • Northbound Left-Turn:
o Signalized 3-Lane Intersection Alternative: 135 feet
o 4-Lane Alternative: 140 feet
 Proposed northbound left-turn queue lengths for the signalized alternatives can be maximized to 150 feet. The additional length would take some width from the western sidewalk; however, if selected this change would be implemented in final design.
• Southbound Left-Turn:
o Signalized 3-Lane Intersection Alternative: 215 feet
o Signalized 4-Lane Intersection Alternative: 195 feet
 Proposed southbound left-turn queue lengths for the signalized alternatives were maximized at 97 feet. This length cannot be increased without removing access from southbound Carlsbad Boulevard to Redwood Avenue.
• Westbound Left-Turn (from Tamarack Avenue):
o Signalized 3-Lane Intersection Alternative: 180 feet
o Signalized 4-Lane Intersection Alternative: 175 feet
 Proposed left-turn queue lengths for the signalized alternatives were maximized at 93 feet. This length cannot be increased without acquisition of right of way from adjacent properties.

Northbound and southbound queueing are projected to exceed available storage during at least one peak hour for all scenarios under the Signalized 3-Lane and 4-Lane Intersection Alternatives. Worst-case southbound queues under the Signalized 3-Lane Intersection Alternative would be 348 feet long (back of queue would pass Redwood Avenue). Worst-case southbound queues under the 4-Lane Alternative would be 272 feet long and are projected to be better than those under the Signalized 3-Lane Intersection Alternative since the lane reduction of southbound Carlsbad Avenue south of Tamarack Avenue would not occur under this Alternative.

Worst-case northbound queues are projected to be 539 feet and 536 feet long under the 3-Lane and 4-Lane Alternatives, respectively, reaching back to the northern end of the Agua Hedionda Lagoon bridge. As the intersection of Sequoia Avenue and Carlsbad Boulevard would be converted to right-in/right-out only under these Alternatives, no queueing-related improvements are recommended at the Carlsbad Boulevard & Sequoia Avenue intersection. Note that under worst-case conditions, both the northbound and southbound queues were observed to clear the intersection in one cycle.

Under the Roundabout Alternative, queueing on all approaches is shown to fit within the available storage space.

Eastbound (from beach parking driveway) shared left/through queueing is projected to fit within available storage under all scenarios and alternatives. Eastbound right-turn queueing is shown to slightly exceed the short, channelized right-turn pocket during the Existing Summer Saturday Peak Hour for the 4-Lane Alternative. However as there is additional storage space along the drive aisle before reaching the beach parking lot, queue storage is assumed to be adequate for this approach under all scenarios and alternatives.

Queueing at Redwood Avenue and Sequoia Avenue
As part of a previous outreach, the public expressed concern for the effect of the project alternatives on queueing at the intersections of Carlsbad Boulevard with Redwood Avenue and Sequoia Avenue. These potential queueing impacts were thus evaluated as part of the Mobility Analysis. Redwood Avenue is proposed to remain full-access under all alternatives and Sequoia Avenue is proposed to be converted to right-in/right-out only under the 3-Lane and 4-Lane Alternatives.

Results showed that maximum westbound and southbound left-turn queues at Redwood Avenue would both fit within available storage space. At Sequoia Avenue, results showed that maximum westbound July 18, 2023
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Final Carlsbad Boulevard and Tamarack Avenue Intersection Improvement Project Alternatives Analysis 17 of 27 queues are projected to fit within available storage space. As worst-case northbound left-turn queueing at Carlsbad Boulevard and Tamarack Avenue is projected to be 137 feet, there may not be enough space to retain the southbound left-turn pocket at Sequoia Avenue under the 3-Lane and 4-Lane Alternatives.

Therefore, it is recommended that Sequoia Avenue operate with right-in/right-out control under the 3- Lane and 4-Lane Alternatives as proposed.

Since there would be no northbound left-turn pocket at the Carlsbad Boulevard and Tamarack Avenue intersection under the Roundabout Alternative, there would be adequate room to provide a southbound left-turn pocket at Sequoia Avenue under the Roundabout Alternative. Maximum 95 th percentile southbound left-turn queues at Sequoia Avenue are projected to be 25 feet, which fits within available storage.

ENVIRONMENTAL CONSTRAINTS
Biological Resources
Early evaluation of the Biological Study Area and record searches of the surrounding areas identified disturbed coastal sage scrub habitat that exists in a small strip between Carlsbad Boulevard and Tamarack State Beach. There is potential for special status plant species in the project area based on the available coastal habitat types present. The No Build Alternative would result in no changes to the Biological Study Area. Each of the three build alternatives have potential to result in small, sliver impacts to adjacent habitat; however, the City of Carlsbad is committed to minimizing or avoiding impacts wherever feasible, and mitigating impacts when necessary. At this stage of the alternatives analysis, there is no substantive difference in the anticipated impacts to biological resources between the three build alternatives.

Cultural Resources
Review of cultural records and coordination with State Parks identified one built environmental cultural resource in the project area. State Parks has previously evaluated the Tamarack Beach Comfort Station building and determined that it should be considered eligible for inclusion on the National Register of Historic Places. None of the build alternatives are expected to result in direct or indirect impacts to the Comfort Station. Additional coordination with local Native American groups and State Parks relating to the protection of cultural and historic properties will occur during the environmental document phase of the project.

Air Quality/Greenhouse Gas Emissions
The data from the Mobility Analysis performed for this project allows for a qualitative analysis of long term air quality emissions as a result of the three build alternatives, when compared with the No Build Alternative. Vehicle emissions are generated proportionately with gasoline usage and gasoline usage is affected by changes in Vehicle Miles Traveled (VMT) and Vehicle Hours Traveled (VHT). Since this is an intersection improvement project, no new trips are expected to be generated as a result of this project.

Table 2 above shows that none of the proposed alternatives would result in failing Level of Service so no cut-through traffic or vehicles detouring around the intersection as a result of traffic congestion are expected. As a result, this alternatives evaluation considers that each of the four alternatives would have the same VMT.

According to the US Department of Transportation Federal Highways Administration’s Roundabouts: An Informal Guide: “Roundabouts may provide environmental benefits if they reduce vehicle delay and the number and duration of stops compared with an alternative. Even when there are heavy volumes, vehicles continue to advance slowly in moving queues rather than coming to a complete stop. This may reduce noise and air quality impacts and fuel consumption significantly by reducing the number of acceleration/deceleration cycles and the time spent idling. In general, if stop or yield control is insufficient, traffic through roundabouts generates less pollution and consumes less fuel than traffic at fixed-time signalized intersections.”
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Final Carlsbad Boulevard and Tamarack Avenue Intersection Improvement Project Alternatives Analysis 18 of 27 VHT is directly affected by level of service and delay. When considering the three build alternatives and comparing them to the No-Build Alternative, the 3-Lane and 4-Lane Alternatives provide variation in delay depending on the turn movement and time of day. As shown in Table 3 above, some delay values show improvement, and some are worse when compared to the No Build Alternative. If these signalized alternatives are selected, additional qualitative modeling is recommended to provide a more detailed representation of changes in air quality and greenhouse gas emissions that would occur in comparison with the No Build Alternative. The Roundabout Alternative shows improvement in delay and traffic congestion across the board when compared with the No Build Alternative. As a result, all emissions generated by gasoline vehicle usage would be improved with this alternative. Furthermore, the roundabout allows the normal flow of traffic to continue moving without stopping and idling at the intersection in non- peak times, which further would reduce VHT and avoids cold starts and stops which tend to generate more emissions compared with just slowing down. Qualitatively, the roundabout is the superior build alternative from an air quality and greenhouse gas emissions standpoint.

SAFETY
Collisions and Conflict Points
This section discusses the collision history in the vicinity of the study intersection and safety impacts of the different alternatives. Approximately fourteen years of crash data (January 2008 – July 2022) were provided by the city (included in Appendix E ) to identify high collision locations and common collision characteristics. Table 4 summarizes the collisions in the study area, including the collision severity (fatal, serious injury, other visible injury, complaint of pain, and property damage only (PDO)), the collision type (broadside, sideswipe, rear-end, hit object), the cause of the collision (driving under the influence, unsafe speed, improper turning, etc.), and the modes of transportation involved in the incident (vehicle to vehicle, vehicle to bicyclist, and vehicle to pedestrian).

Table 4. Project Area 2022 Crash Data Summary: Severity & Type Intersection
Total Crashes
Severity Type Cause Modes
Fatal
Serious Injury
Other Visible Injury
Complaint of Pain
PDO
Broadside
Sideswipe
Rear-End
Hit Object
Other
Not Stated
DUI
Unsafe Speed
Improper Turning
Unsafe Start/Backing
Traffic Signals & Signs
Mode of Transportation
Carlsbad Boulevard &
Redwood Avenue 3 0 0 0 1 2 0 1 1 1 0 0 0 1 1 0 0
Veh/Veh: 2
Veh/Bike: 0
Veh/Ped: 0
Carlsbad Boulevard &
Tamarack Avenue 11 0 0 4 5 2 1 2 5 1 1 1 3 1 1 2 1
Veh/Veh: 7
Veh/Bike: 1
Veh/Ped: 0
Carlsbad Boulevard &
Sequoia Avenue 3 0 0 1 1 1 0 1 2 0 0 0 0 1 1 0 0
Veh/Veh: 2
Veh/Bike: 0
Veh/Ped: 0
Tamarack Avenue &
Garfield Street 1 0 0 0 1 0 1 0 0 0 0 0 0 0 0 0 1
Veh/Veh: 1
Veh/Bike: 0
Veh/Ped: 0
Total 18 0 0 5 8 5 2 4 8 2 1 1 3 3 3 2 2
As shown in Table 4 , the majority of collisions occurred at the intersection of Carlsbad Boulevard and Tamarack Avenue. The most common type of collision was rear-end, followed by sideswipe collisions. The primary collision factors were driving under the influence, unsafe speed, improper turning, traffic signals July 18, 2023
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Final Carlsbad Boulevard and Tamarack Avenue Intersection Improvement Project Alternatives Analysis 19 of 27 Figure 5. Vehicle to vehicle conflict point comparison for conventional intersection versus a single-lane approach roundabout (FHWA, 2000).
and signs, and unsafe starting or backing. Implementation of speed management measures proposed in the project improvement alternatives would potentially help reduce the number of collisions caused by unsafe speed and improper turning.

When comparing the safety of the three proposed alternatives, the roundabout would provide the most dynamic speed management scenario with the most reduced injury and fatality rate. According to the Transportation Research Board (TRB) (2001) and National Cooperative Highway Research Program (NCHRP) (2007), the safety improvements provided by the roundabout include:
• More than 90% reduction in fatalities
• 67% reduction in injuries
• 35% reduction in all crashes
• Slower speeds are generally safer for pedestrians
In addition, according to FHWA (2000) roundabouts reduce the frequency and severity of crashes by:
• Eliminating the most severe types of crashes– high angle movements including right-angle, left- turn, and head on collisions.
• Decreasing relative speeds approaching and through the intersection. Lower speed is associated with better yielding rates and reduced vehicle stopping distance. • Minimizing the speed differential of most road users
• Shortening the pedestrian crossing distances and pedestrians only cross one direction of traffic at a time at each approach.
• Decreasing vehicle to vehicle, pedestrian to vehicle, and bicycle to vehicle conflict points The frequency of crashes at an intersection is related to the number of conflict points at an intersection as well as the magnitude of conflicting flows at each conflict point. A conflict point is a location where the paths of two vehicles, a vehicle and bicycle, or a vehicle and pedestrian diverge, merge, or cross each other.

Fewer conflict points means fewer opportunities for collisions. The severity of a collision is determined largely by the speed of
impact and the angle of
impact. The higher the
angle and higher the
speed, the more severe
a collision.

The following figures
compare the conflict
points from that of a
conventional
intersection to that of a
single-lane approach
roundabout
intersection.

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Final Carlsbad Boulevard and Tamarack Avenue Intersection Improvement Project Alternatives Analysis 20 of 27 Figure 7. Pedestrian to vehicle conflict point comparison for conventional intersection and single lane approach roundabout (FHWA, 2000).

A pedestrian is three times more likely to die when struck at 30 mph than at 20 mph, a difference of only 10 mph in speed. Typical commuter bicyclists’ speeds are in the range of 12 to 15 mph. Therefore, the difference in speed is critical to all users. The minor additional delay or inconvenience to drivers of lower- speed roundabout designs (as compared to higher-speed roundabout designs) is a tradeoff for the Figure 6. Bicycle to vehicle conflict point comparison for conventional intersection versus a single-lane approach roundabout (FHWA, 2000).

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Final Carlsbad Boulevard and Tamarack Avenue Intersection Improvement Project Alternatives Analysis 21 of 27 substantial safety benefit to pedestrians and bicyclists. Older drivers may benefit from the additional time to perceive, think, react, and correct for errors, as may all users (FHWA, 2000).

Speed Management Methods
While posted speeds will be the same for all alternatives, the roundabout provides the most effective speed management of the proposed alternatives by forcing drivers to merge to one lane in each direction followed by the smaller radius circular motion of the roundabout. Drivers must be more aware to navigate the circular motion, as they are forced to slow down.

In addition, the roundabout provides the widest sidewalks for pedestrians and the most buffer areas for bike lanes. It also forces bicyclists to slow down to enter 5-foot-wide bike ramps angled at approximately 45 degrees to their direction of travel before joining with pedestrians in the sidewalk. For the bicyclists that choose to stay within the roadway and enter the roundabout with the vehicular traffic, vehicle speeds will be dropped enough that they can position themselves amongst the vehicles (in front or behind) at similar speeds.

In comparison, the Signalized 3-Lane and 4-Lane Intersection Alternatives provide speed management through the use of bulb-outs/curb extensions at joining intersections as well as some widening of sidewalks and some buffers for bike lanes (similar to the existing condition). These two alternatives provide the same sidewalk and bike lane improvements throughout except in the southbound direction south of Tamarack Avenue, where space from the lane drop is given to these other facilities.

This lane drop in the southbound direction provides an additional speed management measure for the Signalized 3-Lane Intersection Alternative. As vehicles merge to one lane going southbound, they may also be forced to stop at the signalized pedestrian crossing with high visibility crosswalk prior to the bridge.

Although the Signalized 4-Lane Intersection Alternative also has this crossing, the two lanes heading southbound won’t be forced to slow down prior to the pedestrian signal. The Signalized 4-Lane Intersection Alternative is likely to produce vehicles traveling at the fastest speeds in the southbound direction. In addition, this pedestrian crossing in the Signalized 4-Lane Intersection Alternative has the longest crossing distance of the three proposed alternatives, making it the least safe crossing of the three.

In the northbound direction, the Signalized 3-Lane and 4-Lane Intersection Alternatives are the same and will therefore produce the same vehicle speeds. Both signalized alternatives, however, improve sidewalk and bicycle facilities over existing conditions, and therefore still provide a safer intersection and corridor compared to the No Build Alternative.

BEACH ACCESS
As discussed in the Safety section above, all three
proposed build alternatives provide safety improvements for pedestrians and bicyclists, and since many will be visiting the coastline and the beach, this means a safer route for beach access as well. As noted above, all three build alternatives improve access for pedestrian and bicyclists, but the roundabout alternative provides the safest scenario of the three by:
• Reducing vehicle conflicts with pedestrians and bicyclists • Reducing bike and vehicle speed differentials
• Reducing vehicle speed in general within and approaching the intersection • Widening the sidewalk to increase pedestrian capacity and comfort Widening the sidewalk will in turn enhance the coastline experience and beach activities as pedestrians will feel more comfortable, reclaiming the area. The roundabout alternative allows for the most sidewalk widening, although all of the proposed alternatives offer improvements to sidewalk widths. The roadway improvements proposed with this project are being coordinated with the City of Carlsbad Beach Access Repairs Project, in which the city is working to repair access stairways, existing sidewalks, and the seawall located along Carlsbad Boulevard, between Pine Ave and Tamarack Ave, and Carlsbad State Beach. Note that the proposed improvements for the Beach Access Repairs Project do not encroach into the proposed July 18, 2023
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Final Carlsbad Boulevard and Tamarack Avenue Intersection Improvement Project Alternatives Analysis 22 of 27 project limits for the subject project. However, the improvements are directly adjacent. With these two projects side-by-side, all modes of users can expect a safer experience during their visit to the coastline and Tamarack Beach upon these projects’ completion.

AESTHETICS
As would be expected with new construction, the thre e proposed alternatives would all improve the aesthetics of the corridor and subject intersection and introduce new landscape areas to offset proposed flatwork. The signalized alternatives would likely implement planters within the curb extensions/bulb-outs alongside and between each of the curb ramps. The roundabout would do the same, as well as provide a minimum 2-ft planter strip behind the curbs within the roundabout itself. There is an opportunity to provide further landscaping with potential for a large tree or piece of artwork within the center.

Additionally, the roundabout would provide a clearer unobstructed coastline view and maximize the public and private vista areas with the removal of the overhead traffic signals.

Although all build alternatives provide aesthetic benefits over the No Build Alternative, the roundabout would be the most charming and visually appealing alternative of the three, as depicted in the visual simulations below. These simulations include views from both north and south of the subject intersection on Carlsbad Boulevard of the proposed Signalized 3-Lane Intersection (which can be assumed to be an equal visual representation to the Signalized 4-Lane Intersection Alternative) as well as the Roundabout Intersection Alternative.

Figure 8. Visual rendering of the Signalized 3 -Lane Intersection Alternative from north of Tamarack Avenue looking south on Carlsbad Boulevard.

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Final Carlsbad Boulevard and Tamarack Avenue Intersection Improvement Project Alternatives Analysis 23 of 27

Figure 9. Visual rendering of the Signalized 3-Lane Intersection Alternative from south of Tamarack Avenue looking north on Carlsbad Boulevard.

Figure 10. Visual rendering of the Roundabout Intersection Alternative from north of Tamarack Avenue looking south on Carlsbad Boulevard.

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Final Carlsbad Boulevard and Tamarack Avenue Intersection Improvement Project Alternatives Analysis 24 of 27

PROJECT ALTERNATIVES OVERALL EVALUATION
In the Mobility Analysis, the project alternatives were evaluated based on a point system associated with the lowest projected vehicular, pedestrian, and bicycle LOS for each alternative, where LOS A represents 6 points, LOS B represents 5 points, LOS C represents 4 points, LOS D represents 3 points, LOS E represents 2 points, and LOS F represents 1 point. Additionally, queueing was evaluated by assigning points based on the worst-case 95 th percentile queues where 0-100 feet of queueing represents 6 points, 101-200 feet represents 5 points, 201-300 feet represents 4 points, 301-400 feet represents 3 points, 401-500 feet represents 2 points, and 501+ feet represent 1 point. Table 5 provides a comparison between each alternative based on this system.

As shown in Table 5 , the Roundabout Alternative received the best overall score (21 points) based on vehicle, pedestrian, and bicycle LOS and queueing. In addition to providing acceptable LOS and reasonable queueing, the Roundabout Alternative would also enhance the pedestrian and bicycle experience and improve safety in the study area. The second runner-up was the Signalized 3-Lane Intersection Alternative with 17 points, followed closely by the 4-lane Alternative with 16 points. Compared to the No Build Alternative at 12 points, all three build alternatives provide significant improvements compared to the existing condition.

Figure 11. Visual rendering of the Roundabout Intersection Alternative from south of Tamarack Avenue looking north on Carlsbad Boulevard.

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Final Carlsbad Boulevard and Tamarack Avenue Intersection Improvement Project Alternatives Analysis 25 of 27 Table 5. Alternatives Comparison
LOS Type
Points
No Build Alt Signalized 3-Lane
Intersection Alt
Signalized 4-Lane
Intersection Alt
Roundabout
Intersection Alt
Vehicular LOS 4 4 4 4
Pedestrian LOS 1 6 5 6
Bicycle LOS 6 6 6 6
Worst-Case
Queueing 1 1 1 5
Total 12 17 16 21
Notes:

LOS A = 6 points, LOS B = 5 points, LOS C = 4 points, LOS D = 3 points, LOS E = 2 points, LOS F = 1 point Queueing: 0-100 ft = 6 points, 101-200 ft = 5 points, 201-300 ft = 4 points, 301-400 ft = 3 points, 401-500 ft = 2 pts, 501+ ft = 1 point

Based on the parameters, the Roundabout Alternative provides the best overall score based on vehicle, pedestrian, and bicycle LOS and queueing. In addition to providing acceptable LOS and reasonable queueing, the Roundabout Alternative would also enhance the pedestrian and bicycle experience. By narrowing the roadway to one through lane in each direction followed by a sharp curve into the roundabout, vehicle speeds and pedestrian crossing distances will be significantly decreased. As discussed in the Safety section of this report, this would reduce the number of high-speed collisions and provide the safest scenario for all users. In addition, the roundabout also slows bicyclists’ speeds by using 5-foot-wide bike ramps angled at 45-degrees, forcing them to slow down as they join with pedestrians within the sidewalk. For bicyclists that choose to stay within the roadway and join with the vehicles entering the roundabout, vehicles are slowed enough that they’ll be traveling at similar speeds.

As discussed in each of the sections of this report, the enhancements provided by the roundabout are superior to the other alternatives in almost every category, including pedestrian and bicycle enhancements, traffic impacts and performance, environmental constraints, safety, and aesthetics. For the one remaining category: beach access, all three build alternatives were found to produce similar benefits by aligning with the adjacent Beach Access Repair Project. Overall, the roundabout was the front runner in almost every category, and overall provides the most benefits.

Displayed below in Table 6 is an overall alternatives comparison table outlining several aspects of the proposed design alternatives as well as the No Build Alternative. This table has been assembled as a tool for comparing many of the features offered from each alternative, although does not include every topic considered in this report. Items shown include:
• The sidewalk width over the Agua Hedionda Lagoon bridge is provided, showing that the Signalized 3-Lane Intersection Alternative and the Roundabout Intersection Alternative provide more space for coastline viewing from the bridge than the Signalized 4-Lane Intersection Alternative. • The existing 5-foot sidewalk on the east side of Carlsbad Blvd to the north of Tamarack Avenue will remain protected in place for the signalized alternatives, while it will be widened to 10 feet for the Roundabout Intersection Alternative.
• Bike lane and buffer widths are provided—the key being that the Roundabout Intersection Alternative provides the widest of both (generally the preferred 8-foot width with 3-foot buffer). • All proposed alternatives add additional parking spaces over the No Build Alternative.

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Final Carlsbad Boulevard and Tamarack Avenue Intersection Improvement Project Alternatives Analysis 26 of 27 • The left-turn from Carlsbad Boulevard onto Sequoia Avenue would be closed with the two signalized alternatives, while it would remain open in the No Build and Roundabout Intersection Alternatives.
• As discussed in the Safety section, the roundabout produces far less conflict points between all modes of transportation, including vehicles, bicyclists, and pedestrians. Displayed in the table is the total conflict points between vehicles and bicyclists at the subject intersection for each alternative.

The proposed signalized alternatives introduce some new conflict points at the bus pull-outs, so have a slightly higher count than the No Build Alternative, while the Roundabout Intersection Alternative is less than half the number of conflict points of all other alternatives. • As discussed in the Safety section, the signalized alternatives introduce some safety measures, which make them safer than the No Build Alternative. However, the Roundabout Intersection Alternative provides the highest improvement regarding safety. • All proposed alternatives achieved LOS A for Pedestrian MMLOS, compared to LOS D for the No Build Alternative. However, all alternatives (including the No Build Alternative) achieved LOS A for Bicycle MMLOS.
• In the Mobility Analysis, the Roundabout Intersection Alternative achieved the highest LOS of B for the peak-hour traffic, compared to LOS C for all other alternatives. This means traffic can be expected to perform better with the roundabout, even at the worst hour, compared to the other alternatives.

For the reasons outlined above and throughout this report, the design team suggests selection of the Roundabout Alternative as the preferred alternative for this project.

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Alternatives Analysis for
Carlsbad Blvd & Tamarack Ave Intersection Improvement Project

Sidewalk
over Bridge
Eastern
Sidewalk on
Carlsbad
Blvd
Bike Lane Safety Buffer for Bike
Lanes Adds
Parking
Spaces
Left turn to
Sequoia
Ave
Bike &
Vehicle
Conflict Points
Improves
Safety
Reduces Car
Emissions

Average MMLOS 2035
Worst-Case
Traffic Level of
Service (LOS) West Side
North of
Tamarack
Ave
Carlsbad
Blvd
Tamarack
Ave
Carlsbad
Blvd
Tamarack
Ave Ped. Bicycle

No Build
Alternative 6 ft 5 ft 5 ft –

7.5 ft 7 ft 0 ft - 2 ft 0 No Yes 65 No No
Improvement LOS D LOS A LOS C
Alternative 1 -
Signalized 3-Lane
Intersection
Alternative

15.5 ft 5 ft 6 ft - 8 ft 6 ft - 7 ft 0 ft - 3 ft 0 Yes No 69 Better Minor Improvement LOS A LOS A LOS C
Alternative 2 -
Signalized 4-Lane
Intersection
Alternative

9.5 ft - 11 ft 5 ft 6 ft 6 ft - 7 ft 0 ft - 2 ft 0 Yes No 69 Good Minor Improvement LOS A LOS A LOS C
Alternative 3 -
Roundabout
Intersection
Alternative
15 ft - 16 ft 10 ft 7 ft - 8 ft 5.5 ft - 7 ft 3 ft 0 ft - 4 ft Yes Yes 27 Best Highest Improvement LOS A LOS A LOS B

Table 6. Overall Alternatives Comparison
27 of 27
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Final Carlsbad Boulevard and Tamarack Avenue Intersection Improvement Project Alternatives Analysis APPENDICES:

Appendix A: Project Alternative Exhibits
Appendix B: Traffic Counts
Appendix C: Cumulative Project List, Trip Generation, Distribution, and Assignment Appendix D: MMLOS Worksheets
Appendix E: Collision Data

REFERENCES:

Final Mobility Analysis. Wood Rodgers, Inc., San Diego, C.A., 2022.

NCHRP Report 572: Roundabouts in the United States. National Cooperative Highway Research Program, TRB, NAS, Washington, D.C., 2007.
“Roundabouts, A Safer Choice.” Federal Highway Administration, FHWA-SA-08-006, https://highways.dot.gov/sites/fhwa.dot.gov/files/20 22-06/fhwasa08006.pdf Roundabouts: An Informational Guide. Federal Highway Administration, Washington, D.C., latest version, except as noted. https://www.fhwa.dot.gov/publications/research/safet y/00067/00067.pdf
“Safety Effect of Roundabout Conversions in the United States: Empirical Bayes Observational Before-After Study.” Transportation Research Record 1751, Transportation Research Board (TRB), National Academy of Sciences (NAS), Washington, D.C., 2001.

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Final Carlsbad Boulevard and Tamarack Avenue Intersection Improvement Project Alternatives Analysis Appendix A:

Project Alternative Exhibits

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BUILDING RELATIONSHIPS ONE PROJECT AT A TIME
2251 SAN DIEGO AVE. STE A-130Tel 619.819.9240
Fax 619.512.5599 SAN DIEGO, CA 92110
℄
℄
℄
℄
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BUILDING RELATIONSHIPS ONE PROJECT AT A TIME
2251 SAN DIEGO AVE. STE A-130Tel 619.819.9240
Fax 619.512.5599 SAN DIEGO, CA 92110
℄
℄
℄
℄
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BUILDING RELATIONSHIPS ONE PROJECT AT A TIME
2251 SAN DIEGO AVE. STE A-130Tel 619.819.9240
Fax 619.512.5599 SAN DIEGO, CA 92110
℄
℄
℄
℄
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Final Carlsbad Boulevard and Tamarack Avenue Intersection Improvement Project Alternatives Analysis Appendix B:

Traffic Counts

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File Name : CAR_Carl_Tam AM
Site Code : 99922433
Start Date : 5/12/2022
Page No : 1
City of Carlsbad
N/S: Carlsbad Boulevard
E/W: Tamrack Avenue
Weather: Clear
Groups Printed- Total Volume
Carlsbad Boulevard
Southbound
Tamrack Avenue
Westbound
Carlsbad Boulevard
Northbound
Beach Parking
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 8 71 0 79 26 3 6 35 1 24 8 33 1 2 0 3 150
07:15 AM 11 87 1 99 28 1 12 41 5 29 9 43 1 5 2 8 191
07:30 AM 9 113 2 124 48 2 14 64 3 43 17 63 1 0 1 2 253
07:45 AM 6 118 0 124 57 3 25 85 1 41 13 55 3 1 0 4 268
Total 34 389 3 426 159 9 57 225 10 137 47 194 6 8 3 17 862 08:00 AM 14 104 9 127 62 2 16 80 1 46 12 59 0 1 3 4 270 08:15 AM 12 94 3 109 54 12 11 77 4 53 19 76 1 3 4 8 270 08:30 AM 14 93 6 113 53 8 19 80 8 75 26 109 2 2 0 4 306 08:45 AM 16 93 4 113 29 5 13 47 8 71 20 99 1 2 5 8 267
Total 56 384 22 462 198 27 59 284 21 245 77 343 4 8 12 24 1113 Grand Total 90 773 25 888 357 36 116 509 31 382 124 537 10 16 15 41 1975 Apprch % 10.1 87 2.8 70.1 7.1 22.8 5.8 71.1 23.1 24.4 39 36.6 Total % 4.6 39.1 1.3 45 18.1 1.8 5.9 25.8 1.6 19.3 6.3 27.2 0.5 0.8 0.8 2.1 Carlsbad Boulevard
Southbound
Tamrack Avenue
Westbound
Carlsbad Boulevard
Northbound
Beach Parking
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:45 AM
07:45 AM 6 118 0 124 57 3 25 85 1 41 13 55 3 1 0 4 268
08:00 AM 14 104 9 127 62 2 16 80 1 46 12 59 0 1 3 4 270 08:15 AM 12 94 3 109 54 12 11 77 4 53 19 76 1 3 4 8 270 08:30 AM 14 93 6 113 53 8 19 80 8 75 26 109 2 2 0 4 306 Total Volume 46 409 18 473 226 25 71 322 14 215 70 299 6 7 7 20 1114 % App. Total 9.7 86.5 3.8 70.2 7.8 22 4.7 71.9 23.4 30 35 35 PHF .821 .867 .500 .931 .911 .521 .710 .947 .438 .717 .673 .686 .500 .583 .438 .625 .910 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
July 18, 2023
Item #10 Page 53 of 356
File Name : CAR_Carl_Tam AM
Site Code : 99922433
Start Date : 5/12/2022
Page No : 2
City of Carlsbad
N/S: Carlsbad Boulevard
E/W: Tamrack Avenue
Weather: Clear
Carlsbad Boulevard
Beach Parking
Tamrack Avenue
Carlsbad Boulevard
Right
18 Thru
409
Left
46 InOut Total
292 473 765
Right
71 Thru
25 Left
226
OutTotal In
123 322 445
Left
14 Thru
215
Right
70 Out TotalIn
642 299 941
Left
6 Thru
7 Right
7 TotalOut In
57 20 77
Peak Hour Begins at 07:45 AM

Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:30 AM 07:45 AM 08:00 AM 08:00 AM
+0 mins. 9 113 2 124 57 3 25 85 1 46 12 59 0 1 3 4
+15 mins. 6 118 0 124 62 2 16 80 4 53 19 76 1 3 4 8
+30 mins. 14 104 9 127 54 12 11 77 8 75 26 109 2 2 0 4
+45 mins. 12 94 3 109 53 8 19 80 8 71 20 99 1 2 5 8
Total Volume 41 429 14 484 226 25 71 322 21 245 77 343 4 8 12 24 % App. Total 8.5 88.6 2.9 70.2 7.8 22 6.1 71.4 22.4 16.7 33.3 50 PHF .732 .909 .389 .953 .911 .521 .710 .947 .656 .817 .740 .787 .500 .667 .600 .750 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
July 18, 2023
Item #10 Page 54 of 356
File Name : CAR_Carl_Tam PM
Site Code : 99922433
Start Date : 5/12/2022
Page No : 1
City of Carlsbad
N/S: Carlsbad Boulevard
E/W: Tamrack Avenue
Weather: Clear
Groups Printed- Total Volume
Carlsbad Boulevard
Southbound
Tamrack Avenue
Westbound
Carlsbad Boulevard
Northbound
Beach Parking
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 28 122 4 154 35 4 23 62 10 243 47 300 8 2 9 19 535 04:15 PM 24 113 2 139 24 3 33 60 6 244 71 321 4 3 10 17 537 04:30 PM 22 115 7 144 27 7 18 52 9 274 73 356 2 7 5 14 566 04:45 PM 24 101 2 127 24 1 5 30 7 215 98 320 2 3 3 8 485 Total 98 451 15 564 110 15 79 204 32 976 289 1297 16 15 27 58 2123 05:00 PM 27 97 3 127 33 4 17 54 14 243 66 323 2 6 5 13 517 05:15 PM 23 84 4 111 24 8 25 57 9 241 63 313 4 6 2 12 493 05:30 PM 20 103 5 128 28 1 20 49 12 227 74 313 4 4 3 11 501 05:45 PM 15 76 3 94 33 1 19 53 9 207 55 271 1 3 5 9 427 Total 85 360 15 460 118 14 81 213 44 918 258 1220 11 19 15 45 1938 Grand Total 183 811 30 1024 228 29 160 417 76 1894 547 2517 27 34 42 103 4061 Apprch % 17.9 79.2 2.9 54.7 7 38.4 3 75.2 21.7 26.2 33 40.8 Total % 4.5 20 0.7 25.2 5.6 0.7 3.9 10.3 1.9 46.6 13.5 62 0.7 0.8 1 2.5 Carlsbad Boulevard
Southbound
Tamrack Avenue
Westbound
Carlsbad Boulevard
Northbound
Beach Parking
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 04:00 PM
04:00 PM 28 122 4 154 35 4 23 62 10 243 47 300 8 2 9 19 535 04:15 PM 24 113 2 139 24 3 33 60 6 244 71 321 4 3 10 17 537 04:30 PM 22 115 7 144 27 7 18 52 9 274 73 356 2 7 5 14 566 04:45 PM 24 101 2 127 24 1 5 30 7 215 98 320 2 3 3 8 485 Total Volume 98 451 15 564 110 15 79 204 32 976 289 1297 16 15 27 58 2123 % App. Total 17.4 80 2.7 53.9 7.4 38.7 2.5 75.3 22.3 27.6 25.9 46.6 PHF .875 .924 .536 .916 .786 .536 .598 .823 .800 .891 .737 .911 .500 .536 .675 .763 .938 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
July 18, 2023
Item #10 Page 55 of 356
File Name : CAR_Carl_Tam PM
Site Code : 99922433
Start Date : 5/12/2022
Page No : 2
City of Carlsbad
N/S: Carlsbad Boulevard
E/W: Tamrack Avenue
Weather: Clear
Carlsbad Boulevard
Beach Parking
Tamrack Avenue
Carlsbad Boulevard
Right
15 Thru
451
Left
98 InOut Total
1071 564 1635
Right
79 Thru
15 Left
110
OutTotal In
402 204 606
Left
32 Thru
976
Right
289
Out TotalIn
588 1297 1885
Left
16 Thru
15 Right
27 TotalOut In
62 58 120
Peak Hour Begins at 04:00 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:
04:00 PM 05:00 PM 04:15 PM 04:00 PM
+0 mins. 28 122 4 154 33 4 17 54 6 244 71 321 8 2 9 19
+15 mins. 24 113 2 139 24 8 25 57 9 274 73 356 4 3 10 17 +30 mins. 22 115 7 144 28 1 20 49 7 215 98 320 2 7 5 14 +45 mins. 24 101 2 127 33 1 19 53 14 243 66 323 2 3 3 8 Total Volume 98 451 15 564 118 14 81 213 36 976 308 1320 16 15 27 58 % App. Total 17.4 80 2.7 55.4 6.6 38 2.7 73.9 23.3 27.6 25.9 46.6 PHF .875 .924 .536 .916 .894 .438 .810 .934 .643 .891 .786 .927 .500 .536 .675 .763 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
July 18, 2023
Item #10 Page 56 of 356
Location: Date: 5/12/2022
N/S: Day: Thursday
E/W:

North Leg East Leg South Leg West Leg
Carlsbad Boulevard Tamrack Avenue Carlsbad Boulevard Tamrack Avenue Pedestrians Pedestrians Pedestrians Pedestrians
15 3 0 14 32
15 0 0 10 25
13 4 0 16 33
730 1 2 22
12 5 1 24 42
15 4 0 22 41
13 13 0 26 52
12 8 0 30 50
102 40 1 154 297
North Leg East Leg South Leg West Leg
Carlsbad Boulevard Tamrack Avenue Carlsbad Boulevard Tamrack Avenue Pedestrians Pedestrians Pedestrians Pedestrians
21 6 0 15 42
23 4 0 19 46
10 1 2 25 38
22 10 0 26 58
18 3 0 33 54
42 12 0 25 79
38 12 0 20 70
16 4 0 17 37
190 52 2 180 424
5:15 PM
5:30 PM
5:45 PM
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
7:00 AM
7:15 AM
7:30 AM
7:45 AM
TOTAL VOLUMES:
8:00 AM
8:15 AM
8:30 AM
8:45 AM
Carlsbad
Carlsbad Boulevard
Tamrack Avenue

PEDESTRIANS
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
951‐268‐6268
July 18, 2023
Item #10 Page 57 of 356
Location: Date: 5/12/2022
N/S: Day: Thursday
E/W:

Left Thru Right Left Thru Right Left Thru Right Left Thru Right 060203011000 13
030101020000 7
030200002000 7
070000020000 9
020000024000 8
090250072000 25
030361170000 21
090000053010 18
0 42 0 10 11 5 1 26 12 0 1 0 108
Left Thru Right Left Thru Right Left Thru Right Left Thru Right 0 1 3 00001 1 1 0000 25
070100082000 18
0 1 5 0100054000 25
0 1 9 00030 1 6 1011 41
130404051000 18
0 1 0 05020 1 0 0000 27
1 2 9 03000 1 0 5000 48
0 1 7 14020 1 4 3110 43
2 113 1 18 0 11 1 79 16 1 2 1 245
Tamrack Avenue
TOTAL VOLUMES:

Carlsbad Boulevard Tamrack Avenue Carlsbad Boulevard Tamrack Avenue Southbound Westbound Northbound Eastbound
5:30 PM
5:45 PM
Carlsbad Boulevard Tamrack Avenue Carlsbad Boulevard
Eastbound
TOTAL VOLUMES:
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
5:15 PM
7:45 AM
8:00 AM
8:15 AM
8:30 AM
8:45 AM
Southbound
Westbound Northbound
Tamrack Avenue
Carlsbad Boulevard
Carlsbad

BICYCLES
7:30 AM
7:00 AM
7:15 AM
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
951‐268‐6268
July 18, 2023
Item #10 Page 58 of 356
File Name : CAR_Carl_Tam 6-18
Site Code : 99922433
Start Date : 6/18/2022
Page No : 1
City of Carlsbad
N/S: Carlsbad Boulevard
E/W: Tamrack Avenue
Weather: Clear
Groups Printed- Total Volume
Carlsbad Boulevard
Southbound
Tamrack Avenue
Westbound
Carlsbad Boulevard
Northbound
Beach Parking
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 20 151 14 185 54 10 30 94 17 129 32 178 6 6 11 23 480 11:15 AM 20 132 7 159 34 4 29 67 12 163 25 200 3 3 7 13 439 11:30 AM 24 142 9 175 27 6 18 51 15 172 40 227 8 6 5 19 472 11:45 AM 27 163 3 193 45 5 22 72 11 206 41 258 3 4 5 12 535 Total 91 588 33 712 160 25 99 284 55 670 138 863 20 19 28 67 1926 12:00 PM 30 125 4 159 44 12 32 88 8 164 50 222 2 4 10 16 485 12:15 PM 18 149 13 180 40 2 21 63 11 201 34 246 4 10 6 20 509 12:30 PM 29 168 11 208 41 0 36 77 10 230 37 277 0 0 17 17 579 12:45 PM 26 143 12 181 42 0 21 63 16 236 24 276 0 0 14 14 534 Total 103 585 40 728 167 14 110 291 45 831 145 1021 6 14 47 67 2107 Grand Total 194 1173 73 1440 327 39 209 575 100 1501 283 1884 26 33 75 134 4033 Apprch % 13.5 81.5 5.1 56.9 6.8 36.3 5.3 79.7 15 19.4 24.6 56 Total % 4.8 29.1 1.8 35.7 8.1 1 5.2 14.3 2.5 37.2 7 46.7 0.6 0.8 1.9 3.3 Carlsbad Boulevard
Southbound
Tamrack Avenue
Westbound
Carlsbad Boulevard
Northbound
Beach Parking
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 27 163 3 193 45 5 22 72 11 206 41 258 3 4 5 12 535 12:00 PM 30 125 4 159 44 12 32 88 8 164 50 222 2 4 10 16 485 12:15 PM 18 149 13 180 40 2 21 63 11 201 34 246 4 10 6 20 509 12:30 PM 29 168 11 208 41 0 36 77 10 230 37 277 0 0 17 17 579 Total Volume 104 605 31 740 170 19 111 300 40 801 162 1003 9 18 38 65 2108 % App. Total 14.1 81.8 4.2 56.7 6.3 37 4 79.9 16.2 13.8 27.7 58.5 PHF .867 .900 .596 .889 .944 .396 .771 .852 .909 .871 .810 .905 .563 .450 .559 .813 .910 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
July 18, 2023
Item #10 Page 59 of 356
File Name : CAR_Carl_Tam 6-18
Site Code : 99922433
Start Date : 6/18/2022
Page No : 2
City of Carlsbad
N/S: Carlsbad Boulevard
E/W: Tamrack Avenue
Weather: Clear
Carlsbad Boulevard
Beach Parking
Tamrack Avenue
Carlsbad Boulevard
Right
31 Thru
605
Left
104
InOut Total
921 740 1661
Right
111
Thru
19 Left
170
OutTotal In
284 300 584
Left
40 Thru
801
Right
162
Out TotalIn
813 1003 1816
Left
9 Thru
18 Right
38 TotalOut In
90 65 155
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:
11:45 AM 11:45 AM 12:00 PM 11:00 AM
+0 mins. 27 163 3 193 45 5 22 72 8 164 50 222 6 6 11 23 +15 mins. 30 125 4 159 44 12 32 88 11 201 34 246 3 3 7 13 +30 mins. 18 149 13 180 40 2 21 63 10 230 37 277 8 6 5 19 +45 mins. 29 168 11 208 41 0 36 77 16 236 24 276 3 4 5 12 Total Volume 104 605 31 740 170 19 111 300 45 831 145 1021 20 19 28 67 % App. Total 14.1 81.8 4.2 56.7 6.3 37 4.4 81.4 14.2 29.9 28.4 41.8 PHF .867 .900 .596 .889 .944 .396 .771 .852 .703 .880 .725 .921 .625 .792 .636 .728 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
July 18, 2023
Item #10 Page 60 of 356
Location:

N/S:

E/W:

Date: 6/18/2022
Day: Saturday
North Leg East Leg South Leg West Leg
Carlsbad Boulevard Tamrack Avenue Carlsbad Boulevard Beach Parking Driveway Pedestrians Pedestrians Pedestrians Pedestrians
28 11 0 8 47
57 12 0 4 73
49 16 0 12 77
26 7 0 10 43
41 11 0 15 67
36 17 0 4 57
58 23 0 1 82
39 12 0 1 52
334 109 0 55 498
11:00 AM
11:15 AM
11:30 AM
11:45 AM
TOTAL VOLUMES:
12:00 PM
12:15 PM
12:30 PM
12:45 PM
Carlsbad
Carlsbad Boulevard
Tamrack Avenue

PEDESTRIANS
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
951‐268‐6268
July 18, 2023
Item #10 Page 61 of 356
Location:

N/S:

E/W:

Date: 6/18/2022
Day: Saturday
Left Thru Right Left Thru Right Left Thru Right Left Thru Right 3 3 1 02010 3 4 1020 74
1 3 7 14010 4 0 6000 90
2 2 7 18032 2 1 1 0 100 75
3 2 3 02010 2 7 1000 57
0 1 8 01210 2 9 1000 52
2 2 2 24002 1 7 4011 55
0 2 2 06141 1 1 2000 47
4 2 8 85010 2 7 3023 81
15 208 12 32 3 12 5 206 28 1 5 4 531
Beach Parking Driveway
TOTAL VOLUMES:

Carlsbad Boulevard Tamrack Avenue Carlsbad Boulevard
Eastbound
11:45 AM
12:00 PM
12:15 PM
12:30 PM
12:45 PM
Southbound Westbound Northbound
Tamrack Avenue
Carlsbad Boulevard
Carlsbad

BICYCLES
11:30 AM
11:00 AM
11:15 AM
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
951‐268‐6268
July 18, 2023
Item #10 Page 62 of 356
File Name : CAR_Carl_Tam 6-25
Site Code : 99922433
Start Date : 6/25/2022
Page No : 1
City of Carlsbad
N/S: Carlsbad Boulevard
E/W: Tamrack Avenue
Weather: Clear
Groups Printed- Total Volume
Carlsbad Boulevard
Southbound
Tamrack Avenue
Westbound
Carlsbad Boulevard
Northbound
Beach Parking
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 27 136 9 172 49 7 24 80 15 100 25 140 4 7 9 20 412 11:15 AM 21 136 5 162 52 12 29 93 12 123 30 165 8 7 23 38 458 11:30 AM 21 143 12 176 45 6 32 83 12 128 29 169 3 6 21 30 458 11:45 AM 32 170 13 215 50 11 32 93 10 120 31 161 3 12 10 25 494 Total 101 585 39 725 196 36 117 349 49 471 115 635 18 32 63 113 1822 12:00 PM 18 157 13 188 29 6 33 68 8 136 38 182 10 9 12 31 469 12:15 PM 31 139 8 178 32 8 28 68 12 122 26 160 4 6 16 26 432 12:30 PM 27 183 13 223 36 5 33 74 12 140 24 176 9 3 9 21 494 12:45 PM 23 172 8 203 41 6 28 75 6 120 29 155 6 8 14 28 461 Total 99 651 42 792 138 25 122 285 38 518 117 673 29 26 51 106 1856 Grand Total 200 1236 81 1517 334 61 239 634 87 989 232 1308 47 58 114 219 3678 Apprch % 13.2 81.5 5.3 52.7 9.6 37.7 6.7 75.6 17.7 21.5 26.5 52.1 Total % 5.4 33.6 2.2 41.2 9.1 1.7 6.5 17.2 2.4 26.9 6.3 35.6 1.3 1.6 3.1 6 Carlsbad Boulevard
Southbound
Tamrack Avenue
Westbound
Carlsbad Boulevard
Northbound
Beach Parking
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 32 170 13 215 50 11 32 93 10 120 31 161 3 12 10 25 494 12:00 PM 18 157 13 188 29 6 33 68 8 136 38 182 10 9 12 31 469 12:15 PM 31 139 8 178 32 8 28 68 12 122 26 160 4 6 16 26 432 12:30 PM 27 183 13 223 36 5 33 74 12 140 24 176 9 3 9 21 494 Total Volume 108 649 47 804 147 30 126 303 42 518 119 679 26 30 47 103 1889 % App. Total 13.4 80.7 5.8 48.5 9.9 41.6 6.2 76.3 17.5 25.2 29.1 45.6 PHF .844 .887 .904 .901 .735 .682 .955 .815 .875 .925 .783 .933 .650 .625 .734 .831 .956 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
July 18, 2023
Item #10 Page 63 of 356
File Name : CAR_Carl_Tam 6-25
Site Code : 99922433
Start Date : 6/25/2022
Page No : 2
City of Carlsbad
N/S: Carlsbad Boulevard
E/W: Tamrack Avenue
Weather: Clear
Carlsbad Boulevard
Beach Parking
Tamrack Avenue
Carlsbad Boulevard
Right
47 Thru
649
Left
108
InOut Total
670 804 1474
Right
126
Thru
30 Left
147
OutTotal In
257 303 560
Left
42 Thru
518
Right
119
Out TotalIn
843 679 1522
Left
26 Thru
30 Right
47 TotalOut In
119 103 222
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:
11:45 AM 11:00 AM 11:45 AM 11:15 AM
+0 mins. 32 170 13 215 49 7 24 80 10 120 31 161 8 7 23 38 +15 mins. 18 157 13 188 52 12 29 93 8 136 38 182 3 6 21 30 +30 mins. 31 139 8 178 45 6 32 83 12 122 26 160 3 12 10 25 +45 mins. 27 183 13 223 50 11 32 93 12 140 24 176 10 9 12 31 Total Volume 108 649 47 804 196 36 117 349 42 518 119 679 24 34 66 124 % App. Total 13.4 80.7 5.8 56.2 10.3 33.5 6.2 76.3 17.5 19.4 27.4 53.2 PHF .844 .887 .904 .901 .942 .750 .914 .938 .875 .925 .783 .933 .600 .708 .717 .816 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
July 18, 2023
Item #10 Page 64 of 356
Location:

N/S:

E/W:

Date: 6/25/2022
Day: Saturday
North Leg East Leg South Leg West Leg
Carlsbad Boulevard Tamrack Avenue Carlsbad Boulevard Beach Parking Driveway Pedestrians Pedestrians Pedestrians Pedestrians
38 15 0 15 68
45 18 1 12 76
58 22 0 5 85
35 16 0 1 52
38 14 0 11 63
52 18 1 14 85
56 17 0 2 75
45 14 0 4 63
367 134 2 64 567
12:15 PM
12:30 PM
12:45 PM
TOTAL VOLUMES:
11:00 AM
11:15 AM
11:30 AM
11:45 AM
12:00 PM
Carlsbad
Carlsbad Boulevard
Tamrack Avenue

PEDESTRIANS
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
951‐268‐6268
July 18, 2023
Item #10 Page 65 of 356
Location:

N/S:

E/W:

Date: 6/25/2022
Day: Saturday
Left Thru Right Left Thru Right Left Thru Right Left Thru Right 5 3 5 44022 3 9 3212 99
3 3 1 36030 3 0 0000 76
1 2 6 01150 2 9 2000 65
4 3 4 06230 2 1 6100 77
1 3 0 2 1 0 000 3 4 4000 81
1 2 7 09320 2 2 1000 65
2 1 8 03121 2 9 3010 60
2 2 0 0402091122 43
19 221 9 43 7 19 3 213 20 4 4 4 566
Carlsbad Boulevard Tamrack Avenue Carlsbad Boulevard Beach Parking Driveway Southbound Westbound Northbound Eastbound
12:30 PM
12:45 PM
TOTAL VOLUMES:
11:00 AM
11:15 AM
11:30 AM
11:45 AM
12:00 PM
12:15 PM
Tamrack Avenue
Carlsbad Boulevard
Carlsbad

BICYCLES
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
951‐268‐6268
July 18, 2023
Item #10 Page 66 of 356

Page 1 ends

City of Carlsbad
Carlsbad Boulevard
B/ Sequoia Avenue - Bridge
24 Hour Directional Volume Count

CARCASE
Site Code: 999-22433

Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
Phone: (951) 268-6268
email: [email protected]

Start 6/30/2022 Northbound Hour Totals Southbound Hour Totals Combined Totals Time Thu Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon 12:00 10 170 12 228
12:15 6 202 16 222
12:30 14 162 6 219
12:45 5 176 35 710 7 216 41 885 76 1595
01:00 6 195 7 219
01:15 5 180 6 225
01:30 2 198 2 217
01:45 3 183 16 756 2 159 17 820 33 1576
02:00 2 205 5 193
02:15 1 189 1 172
02:30 7 233 2 186
02:45 1 251 11 878 2 160 10 711 21 1589
03:00 1 226 1 192
03:15 1 273 0 187
03:30 0 239 8 216
03:45 3 276 5 1014 5 196 14 791 19 1805
04:00 1 270 4 202
04:15 6 264 4 161
04:30 3 291 9 168
04:45 2 269 12 1094 8 193 25 724 37 1818
05:00 4 272 15 183
05:15 6 301 23 173
05:30 13 304 33 200
05:45 15 286 38 1163 62 158 133 714 171 1877
06:00 22 235 69 158
06:15 27 175 76 196
06:30 37 215 90 171
06:45 36 186 122 811 120 152 355 677 477 1488
07:00 51 197 95 156
07:15 37 169 102 148
07:30 56 173 143 138
07:45 67 173 211 712 121 148 461 590 672 1302
08:00 69 156 137 151
08:15 86 156 155 119
08:30 99 102 146 102
08:45 91 100 345 514 146 82 584 454 929 968
09:00 95 75 120 80
09:15 86 58 125 73
09:30 122 79 137 75
09:45 103 64 406 276 142 64 524 292 930 568
10:00 106 93 139 82
10:15 137 102 132 79
10:30 148 82 155 55
10:45 147 62 538 339 151 39 577 255 1115 594
11:00 154 54 181 31
11:15 163 42 176 15
11:30 166 25 178 14
11:45 152 17 635 138 261 19 796 79 1431 217
Total 2374 8405 2374 8405 3537 6992 3537 6992 5911 15397 Combined
Total 10779 10779 10529 10529 21308
AM Peak - 11:00 - - - 11:00 - - - - -
Vol. - 635 - - - 796 - - - - -
P.H.F. 0.956 0.762
PM Peak - - 05:00 - - - 12:00 - - - -
Vol. - - 1163 - - - 885 - - - -
P.H.F. 0.956 0.970

Percentag
e 22.0% 78.0% 33.6% 66.4%
ADT/AADT ADT 21,308 AADT 21,308
July 18, 2023
Item #10 Page 67 of 356

Page 1 ends

City of Carlsbad
Carlsbad Boulevard
B/ Sequoia Avenue - Bridge
24 Hour Directional Volume Count

CARCASE_Sat
Site Code: 999-22433

Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
Phone: (951) 268-6268
email: [email protected]

Start 6/18/2022 Northbound Hour Totals Southbound Hour Totals Combined Totals Time Sat Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon 12:00 26 211 25 184
12:15 18 231 28 198
12:30 19 237 13 228
12:45 13 240 76 919 13 203 79 813 155 1732
01:00 8 236 6 222
01:15 9 207 7 221
01:30 7 222 6 260
01:45 7 246 31 911 8 227 27 930 58 1841
02:00 9 205 5 241
02:15 8 229 8 234
02:30 7 202 5 184
02:45 8 229 32 865 7 229 25 888 57 1753
03:00 6 236 4 214
03:15 4 215 2 221
03:30 8 205 4 240
03:45 8 208 26 864 4 217 14 892 40 1756
04:00 5 203 3 243
04:15 3 198 5 178
04:30 3 181 6 232
04:45 4 202 15 784 8 205 22 858 37 1642
05:00 2 174 11 191
05:15 4 187 20 165
05:30 8 210 32 222
05:45 13 180 27 751 26 182 89 760 116 1511
06:00 16 185 29 160
06:15 20 178 35 161
06:30 29 157 64 169
06:45 33 158 98 678 48 145 176 635 274 1313
07:00 44 171 62 145
07:15 57 155 63 141
07:30 52 146 83 135
07:45 45 139 198 611 68 140 276 561 474 1172
08:00 52 143 84 138
08:15 62 140 94 131
08:30 105 131 89 124
08:45 85 119 304 533 113 108 380 501 684 1034
09:00 99 90 112 100
09:15 121 85 130 91
09:30 97 75 153 82
09:45 130 64 447 314 137 74 532 347 979 661
10:00 109 57 170 75
10:15 128 42 195 68
10:30 150 49 172 63
10:45 133 38 520 186 214 50 751 256 1271 442
11:00 178 35 222 46
11:15 194 29 169 35
11:30 214 25 185 27
11:45 248 23 834 112 225 20 801 128 1635 240
Total 2608 7528 2608 7528 3172 7569 3172 7569 5780 15097 Combined
Total 10136 10136 10741 10741 20877
AM Peak - 11:00 - - - 10:15 - - - - -
Vol. - 834 - - - 803 - - - - -
P.H.F. 0.841 0.904
PM Peak - - 00:15 - - - 01:30 - - - -
Vol. - - 944 - - - 962 - - - -
P.H.F. 0.983 0.925

Percentag
e 25.7% 74.3% 29.5% 70.5%
ADT/AADT ADT 20,877 AADT 20,877
July 18, 2023
Item #10 Page 68 of 356

Page 1 ends

City of Carlsbad
Carlsbad Boulevard
B/ Sequoia Avenue - Bridge
24 Hour Directional Volume Count

CARCASE_SAT2
Site Code: 999-22433

Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
Phone: (951) 268-6268
email: [email protected]

Start 6/25/2022 Northbound Hour Totals Southbound Hour Totals Combined Totals Time Sat Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon 12:00 26 202 25 184
12:15 17 162 27 171
12:30 22 182 10 204
12:45 13 154 78 700 14 201 76 760 154 1460
01:00 12 159 7 181
01:15 10 174 6 198
01:30 11 205 16 196
01:45 7 167 40 705 8 194 37 769 77 1474
02:00 6 169 9 256
02:15 8 201 7 216
02:30 5 194 3 187
02:45 8 210 27 774 6 218 25 877 52 1651
03:00 2 213 5 204
03:15 4 187 2 197
03:30 4 183 3 193
03:45 7 182 17 765 4 192 14 786 31 1551
04:00 2 215 4 184
04:15 3 161 5 189
04:30 5 240 11 199
04:45 4 253 14 869 9 206 29 778 43 1647
05:00 8 300 21 188
05:15 4 290 20 186
05:30 7 311 27 209
05:45 12 332 31 1233 30 181 98 764 129 1997
06:00 13 296 29 159
06:15 26 295 35 171
06:30 26 251 56 144
06:45 34 165 99 1007 66 146 186 620 285 1627
07:00 41 209 67 142
07:15 50 172 81 117
07:30 58 151 77 120
07:45 55 176 204 708 79 113 304 492 508 1200
08:00 85 145 98 136
08:15 101 137 88 132
08:30 107 127 117 112
08:45 111 61 404 470 121 106 424 486 828 956
09:00 115 57 126 91
09:15 117 67 129 81
09:30 125 75 143 82
09:45 137 64 494 263 152 71 550 325 1044 588
10:00 148 55 149 72
10:15 150 39 157 58
10:30 170 51 187 60
10:45 161 41 629 186 157 56 650 246 1279 432
11:00 146 33 187 43
11:15 171 26 196 30
11:30 167 25 202 24
11:45 147 33 631 117 230 28 815 125 1446 242
Total 2668 7797 2668 7797 3208 7028 3208 7028 5876 14825 Combined
Total 10465 10465 10236 10236 20701
AM Peak - 10:30 - - - 11:00 - - - - -
Vol. - 648 - - - 815 - - - - -
P.H.F. 0.947 0.886
PM Peak - - 05:30 - - - 02:00 - - - -
Vol. - - 1234 - - - 877 - - - -
P.H.F. 0.929 0.856

Percentag
e 25.5% 74.5% 31.3% 68.7%
ADT/AADT ADT 20,701 AADT 20,701
July 18, 2023
Item #10 Page 69 of 356
Intersection Turning Movement
Prepared by:

N-S STREET: DATE: LOCATION:

E-W STREET: DAY: PROJECT#

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL
LANES: 0 2 0 1 2 0 0 0 0 0 1 0
6:00 AM
6:15 AM
6:30 AM
6:45 AM
7:00 AM 0 59 1 1 161 0 0 0 0 2 0 1 225
7:15 AM 0 46 2 1 175 0 0 0 0 3 0 2 229
7:30 AM 0 77 1 0 228 0 0 0 0 1 0 0 307
7:45 AM 0 69 1 0 225 0 0 0 0 4 0 0 299
8:00 AM 0 89 2 0 164 0 0 0 0 4 0 0 259
8:15 AM 0 77 1 1 173 0 0 0 0 1 0 1 254
8:30 AM 0 82 0 2 155 0 0 0 0 1 0 1 241
8:45 AM 0 98 5 3 129 0 0 0 0 0 0 0 235
9:00 AM
9:15 AM
9:30 AM
9:45 AM
10:00 AM
10:15 AM
10:30 AM
10:45 AM
11:00 AM
11:15 AM
11:30 AM
11:45 AM

TOTAL NL NT NR SL ST SR EL ET ER WL WT WR TOTAL
Volumes 0 597 13 8 1410 0 0 0 0 16 0 5 2049
Approach % 0.00 97.87 2.13 0.56 99.44 0.00 #### #### #### 76.19 0.00 23.81 App/Depart 610 / 602 1418 / 1426 0 / 21 21 / 0
730 AM
PEAK
Volumes 0 312 5 1 790 0 0 0 0 10 0 1 1119
Approach % 0.00 98.42 1.58 0.13 99.87 0.00 #### #### #### 90.91 0.00 9.09 PEAK HR.

FACTOR: 0.911

33.146855, -117.344816
08/27/19

CarlsbadCarlsbad Blvd.

Sequoia Ave. 19-1419-002TUESDAY

0.867
AM Peak Hr Begins at:

0.688

WESTBOUND NORTHBOUND SOUTHBOUND EASTBOUND

0.0000.871
1-Way Stop (WB)
COMMENT 1:

GPS:

CONTROL:
veracity grouptraffic
July 18, 2023
Item #10 Page 70 of 356
Intersection Turning Movement
Prepared by:

N-S STREET: DATE: LOCATION:

E-W STREET: DAY: PROJECT#

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL
LANES: 0 2 0 1 2 0 0 0 0 0 1 0
6:00 AM
6:15 AM
6:30 AM
6:45 AM
7:00 AM 0 49 1 1 120 0 0 0 0 0 0 3 174
7:15 AM 0 42 2 1 114 0 0 0 0 2 0 2 163
7:30 AM 0 73 1 2 163 0 0 0 0 1 0 2 242
7:45 AM 0 67 0 0 184 0 0 0 0 2 0 1 254
8:00 AM 0 88 1 0 126 0 0 0 0 0 0 2 217
8:15 AM 0 83 0 3 133 0 0 0 0 1 0 0 220
8:30 AM 0 93 0 3 128 0 0 0 0 0 0 1 225
8:45 AM 0 87 3 1 99 0 0 0 0 3 0 4 197
9:00 AM
9:15 AM
9:30 AM
9:45 AM
10:00 AM
10:15 AM
10:30 AM
10:45 AM
11:00 AM
11:15 AM
11:30 AM
11:45 AM

TOTAL NL NT NR SL ST SR EL ET ER WL WT WR TOTAL
Volumes 0 582 8 11 1067 0 0 0 0 9 0 15 1692
Approach % 0.00 98.64 1.36 1.02 98.98 0.00 #### #### #### 37.50 0.00 62.50 App/Depart 590 / 597 1078 / 1076 0 / 19 24 / 0
730 AM
PEAK
Volumes 0 311 2 5 606 0 0 0 0 4 0 5 933
Approach % 0.00 99.36 0.64 0.82 99.18 0.00 #### #### #### 44.44 0.00 55.56 PEAK HR.

FACTOR: 0.918

33.148205, -117.345909
08/27/19

CarlsbadCarlsbad Blvd.

Redwood Ave. 19-1419-003TUESDAY

0.830
AM Peak Hr Begins at:

0.750

WESTBOUND NORTHBOUND SOUTHBOUND EASTBOUND

0.0000.879
1-Way Stop (WB)
COMMENT 1:

GPS:

CONTROL:
veracity grouptraffic
July 18, 2023
Item #10 Page 71 of 356

Final Carlsbad Boulevard and Tamarack Avenue Intersection Improvement Project Alternatives Analysis Appendix C:

Cumulative Project List, Trip Generation, Distribution, and Assignments

July 18, 2023
Item #10 Page 72 of 356
3060 STATE STREET RESTAURANT - 3060 STATE STREET
1,358 sf restaurant & outdoor patio converted from existing vacant commercial building.

In Out Total In Out Total In Out Total

1.358 1,000 Sq. Ft. GFA1 191 7 8 15 9 6 15 132 24 20 44 191 7 8 15 9 6 15 132 24 20 44
CARLSBAD BY THE SEA SUMMERHOUSE - 2710 OCEAN STREET
Carlsbad by the Sea Summerhouse: Consolodation of 5 parcels for new 40,000 sq ft professional services building for memory care and independent living.

In Out Total In Out Total In Out Total
56 beds
/40,000 sf
beds /1,000 Sq.

Ft. GFA1 168 7 5 12 5 7 12 168 6 13 19
168 7 5 12 5 7 12 168 6 13 19
CHINQUAPIN COASTAL HOMES - 330 CHINQUAPIN AVENUE
Chinquapin Coast Homes: Three Triplex buildings containing nine airspace condominium units.

In Out Total In Out Total In Out Total
9 DU1 72 1 5 6 5 2 7 79 2 3 7
72 1 5 6 5 2 7 79 2 3 7
GARFIELD BEACH HOMES - 3570 GARFIELD STREET
Construction of 12 single family dwelling units.

In Out Total In Out Total In Out Total
12 DU1 120 3 7 10 8 4 12 123 11 9 20
120 3 7 10 8 4 12 123 11 9 20
VIGILUCCI'S SEAFOOD & STEAKHOUSE - 3878 CARLSBAD BOULEVARD Addition of a 1,925 sf to the patio area to accommodate 104 seats for dining use.

In Out Total In Out Total In Out Total

1.925 sf
/104 seats
Seats /1,000 Sq.

Ft. GFA1 193 1 1 2 11 5 16 267 20 14 34
193 1 1 2 11 5 16 267 20 14 34
Land Use Category
Quality Restaurant
Quantity Units
Total Project Trips
Notes:
1 GFA = Gross Floor Area
2 Trip rates are calculated based on SANDAG's Brief Guid of Vehicular Trip Generation Rates for the San Diego Region (April 2002). Equivalent number of beds was calculated using ITE trip rates for 1,000 sf of Assisted Living. 3 Trip rates are calculated based on ITE Trip Generation (11th Edition) average rates.

Quantity Units
Weekday
2 SANDAG - Condominium (or any multi-family 6-20
DU/acre)
Summer Saturday3
ITE 215 Single-Family Attached
Housing
Daily AM Peak Hour PM Peak Hour Daily Midday Peak Hour
Midday Peak Hour
Weekday2
SANDAG - Convalescent/Nursing (56 Beds)
Notes:
1 GFA = Gross Floor Area
2 Trip rates are calculated based on SANDAG's Brief Guid of Vehicular Trip Generation Rates for the San Diego Region (April 2002) 3 Trip rates are calculated based on ITE Trip Generation (11th Edition) average rates.

Quantity Units
Weekday2
SANDAG - Sit-Down, High Turnover Restaurant (less 12%
pass-by trips)
Daily
Total Project Trips
PM Peak HourDaily AM Peak Hour Midday Peak Hour
Summer Saturday3
ITE 930 Fast Casual Restaurant
Restaurant
Land Use Category
Summer Saturday3
ITE 245 Assisted Living (40,000
square feet)
Single-Family Detached Housing
Daily AM Peak Hour PM Peak Hour Daily
Land Use Category
Condominium
Notes:
1 DU = Dwelling Units
2 Trip rates are calculated based on SANDAG's Brief Guid of Vehicular Trip Generation Rates for the San Diego Region (April 2002) 3 Trip rates are calculated based on ITE Trip Generation (11th Edition) average rates .

Quantity Units
Weekday2
SANDAG - Single-Family Detached (Average 3-6 DU/acre)
Summer Saturday3
ITE 210 Single-Family Detached
Housing
Daily AM Peak Hour PM Peak Hour Daily Midday Peak Hour
Land Use Category
Assisted Living
Total Project Trips
Notes:
1 GFA = Gross Floor Area
2 Trip rates are calculated based on SANDAG's Brief Guid of Vehicular Trip Generation Rates for the San Diego Region (April 2002) 3 Trip rates are calculated based on ITE Trip Generation (11th Edition) average rates .

Total Project Trips
Notes:
1 DU = Dwelling Units
2 Trip rates are calculated based on SANDAG's Brief Guid of Vehicular Trip Generation Rates for the San Diego Region (April 2002) 3 Trip rates are calculated based on ITE Trip Generation (11th Edition) fitted curve equations.

Quantity Units
Weekday2
SANDAG - Quality Restaurant (1.925 square feet)
Summer Saturday
3 ITE 931 Fine Dining Restaurant
(104 Seats)
Daily AM Peak Hour PM Peak Hour Daily
Land Use Category
Midday Peak Hour
Total Project Trips
Cumulative_Project_Volumes.xlsx
July 18, 2023
Item #10 Page 73 of 356
3060 STATE STREET RESTAURANT

INBOUND

INTID NBL NBT NBR SBL SBT SBR WBL WBT WBR EBL EBT EBR
1 20%

OUTBOUND

INTID NBL NBT NBR SBL SBT SBR WBL WBT WBR EBL EBT EBR
1 20%

CARLSBAD BY THE SEA SUMMERHOUSE

INBOUND

INTID NBL NBT NBR SBL SBT SBR WBL WBT WBR EBL EBT EBR
1 50% 20%

OUTBOUND

INTID NBL NBT NBR SBL SBT SBR WBL WBT WBR EBL EBT EBR
1 20% 50%

CHINQUAPIN COASTAL HOMES

INBOUND

INTID NBL NBT NBR SBL SBT SBR WBL WBT WBR EBL EBT EBR
1 20% 80%

OUTBOUND

INTID NBL NBT NBR SBL SBT SBR WBL WBT WBR EBL EBT EBR
1 50% 50%

GARFIELD BEACH HOMES

INBOUND

INTID NBL NBT NBR SBL SBT SBR WBL WBT WBR EBL EBT EBR
1 40% 20%

OUTBOUND

INTID NBL NBT NBR SBL SBT SBR WBL WBT WBR EBL EBT EBR
1 60%

VIGILUCCI'S SEAFOOD & STEAKHOUSE

INBOUND

INTID NBL NBT NBR SBL SBT SBR WBL WBT WBR EBL EBT EBR
1 40% 40%

OUTBOUND

INTID NBL NBT NBR SBL SBT SBR WBL WBT WBR EBL EBT EBR
1 40% 40%
July 18, 2023
Item #10 Page 74 of 356
3060 STATE STREET RESTAURANT
AM

INTID NBL NBT NBR SBL SBT SBR WBL WBT WBR EBL EBT EBR
1 0 1 0 0 2 0 0 0 0 0 0 0
PM

INTID NBL NBT NBR SBL SBT SBR WBL WBT WBR EBL EBT EBR
1 0 2 0 0 1 0 0 0 0 0 0 0
Summer Saturday

INTID NBL NBT NBR SBL SBT SBR WBL WBT WBR EBL EBT EBR
1 0 5 0 0 4 0 0 0 0 0 0 0

CARLSBAD BY THE SEA SUMMERHOUSE
AM

INTID NBL NBT NBR SBL SBT SBR WBL WBT WBR EBL EBT EBR
1 0 4 0 1 3 0 0 0 1 0 0 0
PM

INTID NBL NBT NBR SBL SBT SBR WBL WBT WBR EBL EBT EBR
1 0 3 0 1 4 0 0 0 1 0 0 0
Summer Saturday

INTID NBL NBT NBR SBL SBT SBR WBL WBT WBR EBL EBT EBR
1 0 3 0 3 7 0 0 0 1 0 0 0

CHINQUAPIN COASTAL HOMES
AM

INTID NBL NBT NBR SBL SBT SBR WBL WBT WBR EBL EBT EBR
1 0 0 0 1 0 0 3 0 3 0 0 0
PM

INTID NBL NBT NBR SBL SBT SBR WBL WBT WBR EBL EBT EBR
1 0 0 1 4 0 0 1 0 1 0 0 0
Summer Saturday

INTID NBL NBT NBR SBL SBT SBR WBL WBT WBR EBL EBT EBR
1 0 0 0 2 0 0 2 0 2 0 0 0

GARFIELD BEACH HOMES
AM

INTID NBL NBT NBR SBL SBT SBR WBL WBT WBR EBL EBT EBR
1 0 1 1 0 4 0 0 0 0 0 0 0
PM

INTID NBL NBT NBR SBL SBT SBR WBL WBT WBR EBL EBT EBR
1 0 3 2 0 2 0 0 0 0 0 0 0
Summer Saturday

INTID NBL NBT NBR SBL SBT SBR WBL WBT WBR EBL EBT EBR
1 0 4 2 0 5 0 0 0 0 0 0 0

VIGILUCCI'S SEAFOOD & STEAKHOUSE
AM

INTID NBL NBT NBR SBL SBT SBR WBL WBT WBR EBL EBT EBR
1 0 0 0 0 0 0 0 0 0 0 0 0
PM

INTID NBL NBT NBR SBL SBT SBR WBL WBT WBR EBL EBT EBR
1 0 0 4 4 0 0 2 0 2 0 0 0
Summer Saturday

INTID NBL NBT NBR SBL SBT SBR WBL WBT WBR EBL EBT EBR
1 0 0 8 8 0 0 6 0 6 0 0 0
July 18, 2023
Item #10 Page 75 of 356

Final Carlsbad Boulevard and Tamarack Avenue Intersection Improvement Project Alternatives Analysis Appendix D:

MMLOS Worksheets

July 18, 2023
Item #10 Page 76 of 356
Final Carlsbad Boulevard and Tamarack Avenue Intersection Improvement Project Alternatives Analysis No Build Alternative Conditions – Existing
July 18, 2023
Item #10 Page 77 of 356

ROADWAY INFO
Roadway Name
From
To
Street Typology from Mobility Element _
Average Daily Traffic (ADT) volume (2-way total)

PEDESTRIAN
Roadway Direction
NB SB
* Do pedestrian crossings appear consistent with the CA MUTCD? Yes No
* Minimum Sidewalk Unobstructed Width in Feet (Minimum
ADA unobstructed width requirement is 4'): 5 5
* Do sidewalks appear to meet ADA requirements (e.g.,
cross-slope and trip hazards)? No No
* Do ramps and landings appear to meet ADA
requirements? No No
* Do the street light locations appear adequate? Yes Yes Speed limit (miles per hour - mph): 30 mph 30 mph
Number of Through Lanes: 2 2
Are there 3 lanes or less to be crossed without pedestrian refuge? (Include turn lanes in count) No No
Width (ft.) of landscaped buffer between pedestrian
facility and vehicle travel way: 0' to 2' greater than 5' Does on-street parking or a bike lane provide 6' or more buffer between pedestrians and vehicle travel way? Yes Yes Any apparent sight distance issues at intersections and pedestrian crossings? No No
Are there any permanent speed control devices installed? No No Are there traffic calming measures that reduce crossing width (e.g., bulbouts, chokers, right-turn median island)? No No Do crosswalks appear to be high visibility? No No
Are there intersection enhancements provided for
pedestrians (e.g., pedestrian signal phasing, countdown heads)?
Yes Yes
Are there Rectangular Rapid Flashing Beacons (RRFBs) at street crossings? No No
Is there pedestrian scale lighting? No No
Do active building frontages appear to be present on 80% of street curb line? No No
Does the street furniture appear to be oriented towards businesses or attractions? No No
Do the street trees appear to provide shade over more
than 50% of the sidewalk length? No No
Carlsbad Blvd (North Leg)
Redwood Ave
Tamarack Ave
Coastals
18,500
* Indicates an essential feature that strongly supports and promotes the goals identifed in the Climate Action Plan (CAP). 70 | C
NB SCORE | LOS
70 | C
SB SCORE | LOS
May require improvements and
upgrades to fully support CAP goals!
X
July 18, 2023
Item #10 Page 78 of 356

ROADWAY INFO
Roadway Name
From
To
Street Typology from Mobility Element _
Average Daily Traffic (ADT) volume (2-way total)

BICYCLE
Roadway Direction
NB SB
* Do the roadway pavement conditions appear to be good
(e.g., no pot holes)? Yes Yes
* Does bike facility on roadway appear to be free of
obstructions (e.g., drainage grates)? Yes Yes
* Does the bicycle facility appear to meet MUTCD signing and striping design guidelines? Yes Yes
Is on-street parking provided? No No
Speed limit (miles per hour - mph): 30 mph 30 mph
Does the bikeway on the study segment and side
streets meet and/or exceed the Bicycle Master Plan? Both Both Is there enhanced bicycle detection or video detection
provided at intersections? No No
Any bicycle racks are provided along segment? No No
Bicycle Facility Provided: Bike Lane Bike Lane
Lane Width (ft) Lane Width (ft)
6 8
Bicycle Buffer Width (ft) Bicycle Buffer Width (ft)
0 0
Bike lanes are striped
continuously through
the study segment?
Bike lanes are striped
continuously through
the study segment?
Yes Yes
Carlsbad Blvd (North Leg)
Redwood Ave
Tamarack Ave
Coastals
18,500
95 | A
NB SCORE | LOS
100 | A
SB SCORE | LOS
X
* Indicates an essential feature that strongly supports and promotes the goals identifed in the Climate Action Plan (CAP).

July 18, 2023
Item #10 Page 79 of 356

ROADWAY INFO
Roadway Name
From
To
Street Typology from Mobility Element _
Average Daily Traffic (ADT) volume (2-way total)

PEDESTRIAN
Roadway Direction
NB SB
* Do pedestrian crossings appear consistent with the CA MUTCD? No No
* Minimum Sidewalk Unobstructed Width in Feet (Minimum
ADA unobstructed width requirement is 4'): 5 6
* Do sidewalks appear to meet ADA requirements (e.g.,
cross-slope and trip hazards)? No No
* Do ramps and landings appear to meet ADA requirements? No No * Do the street light locations appear adequate? Yes Yes Speed limit (miles per hour - mph): 35 mph 35 mph
Number of Through Lanes: 2 2
Are there 3 lanes or less to be crossed without pedestrian refuge? (Include turn lanes in count) No No
Width (ft.) of landscaped buffer between pedestrian
facility and vehicle travel way: 0' to 2' 0' to 2'
Does on-street parking or a bike lane provide 6' or more buffer between pedestrians and vehicle travel way? Yes Yes Any apparent sight distance issues at intersections and pedestrian crossings? No No
Are there any permanent speed control devices installed? No No Are there traffic calming measures that reduce crossing width (e.g., bulbouts, chokers, right-turn median island)? No No Do crosswalks appear to be high visibility? No No
Are there intersection enhancements provided for
pedestrians (e.g., pedestrian signal phasing, countdown heads)?
No No
Are there Rectangular Rapid Flashing Beacons (RRFBs) at street crossings? No No
Is there pedestrian scale lighting? No No
Do active building frontages appear to be present on 80% of street curb line? No No
Does the street furniture appear to be oriented towards businesses or attractions? No No
Do the street trees appear to provide shade over more
than 50% of the sidewalk length? No No
Carlsbad Blvd (South Leg)
Tamarack Ave
Sequoia Ave
Coastals
21,400
* Indicates an essential feature that strongly supports and promotes the goals identifed in the Climate Action Plan (CAP). 45 | F
NB SCORE | LOS
55 | E
SB SCORE | LOS
May require improvements and
upgrades to fully support CAP goals!
X
July 18, 2023
Item #10 Page 80 of 356

ROADWAY INFO
Roadway Name
From
To
Street Typology from Mobility Element _
Average Daily Traffic (ADT) volume (2-way total)

BICYCLE
Roadway Direction
NB SB
* Do the roadway pavement conditions appear to be good
(e.g., no pot holes)? Yes Yes
* Does bike facility on roadway appear to be free of
obstructions (e.g., drainage grates)? Yes Yes
* Does the bicycle facility appear to meet MUTCD signing and striping design guidelines? Yes Yes
Is on-street parking provided? No No
Speed limit (miles per hour - mph): 35 mph 35 mph
Does the bikeway on the study segment and side
streets meet and/or exceed the Bicycle Master Plan? Both Both Is there enhanced bicycle detection or video detection
provided at intersections? No No
Any bicycle racks are provided along segment? No No
Bicycle Facility Provided: Bike Lane Bike Lane
Lane Width (ft) Lane Width (ft)
6 6
Bicycle Buffer Width (ft) Bicycle Buffer Width (ft)
4 2
Bike lanes are striped
continuously through
the study segment?
Bike lanes are striped
continuously through
the study segment?
Yes Yes
Carlsbad Blvd (South Leg)
Tamarack Ave
Sequoia Ave
Coastals
21,400
100 | A
NB SCORE | LOS
100 | A
SB SCORE | LOS
X
* Indicates an essential feature that strongly supports and promotes the goals identifed in the Climate Action Plan (CAP).

July 18, 2023
Item #10 Page 81 of 356

ROADWAY INFO
Roadway Name
From
To
Street Typology from Mobility Element _
Average Daily Traffic (ADT) volume (2-way total)

PEDESTRIAN
Roadway Direction
EB WB
* Do pedestrian crossings appear consistent with the CA MUTCD? Yes Yes
* Minimum Sidewalk Unobstructed Width in Feet (Minimum
ADA unobstructed width requirement is 4'): 5 5
* Do sidewalks appear to meet ADA requirements (e.g.,
cross-slope and trip hazards)? No No
* Do ramps and landings appear to meet ADA requirements? No No * Do the street light locations appear adequate? Yes Yes Speed limit (miles per hour - mph): 30 mph 30 mph
Number of Through Lanes: 1 1
Are there 3 lanes or less to be crossed without pedestrian refuge? (Include turn lanes in count) Yes Yes
Width (ft.) of landscaped buffer between pedestrian
facility and vehicle travel way: 0' to 2' 0' to 2'
Does on-street parking or a bike lane provide 6' or more buffer between pedestrians and vehicle travel way? Yes Yes Any apparent sight distance issues at intersections and pedestrian crossings? No No
Are there any permanent speed control devices installed? No No Are there traffic calming measures that reduce crossing width (e.g., bulbouts, chokers, right-turn median island)? No No Do crosswalks appear to be high visibility? No No
Are there intersection enhancements provided for
pedestrians (e.g., pedestrian signal phasing, countdown heads)?
Yes Yes
Are there Rectangular Rapid Flashing Beacons (RRFBs) at street crossings? No No
Is there pedestrian scale lighting? No No
Do active building frontages appear to be present on 80% of street curb line? No No
Does the street furniture appear to be oriented towards businesses or attractions? No No
Do the street trees appear to provide shade over more
than 50% of the sidewalk length? No No
Tamarack Ave (East Leg)
Carlsbad Blvd
Garfield St
Neighborhood Connector
6,900
* Indicates an essential feature that strongly supports and promotes the goals identifed in the Climate Action Plan (CAP). 80 | B
EB SCORE | LOS
80 | B
WB SCORE | LOS
May require improvements and
upgrades to fully support CAP goals!
X
July 18, 2023
Item #10 Page 82 of 356

ROADWAY INFO
Roadway Name
From
To
Street Typology from Mobility Element _
Average Daily Traffic (ADT) volume (2-way total)

BICYCLE
Roadway Direction
EB WB
* Do the roadway pavement conditions appear to be good
(e.g., no pot holes)? Yes Yes
* Does bike facility on roadway appear to be free of
obstructions (e.g., drainage grates)? Yes Yes
* Does the bicycle facility appear to meet MUTCD signing and striping design guidelines? Yes Yes
Is on-street parking provided? No No
Speed limit (miles per hour - mph): 30 mph 30 mph
Does the bikeway on the study segment and side
streets meet and/or exceed the Bicycle Master Plan? Both Both Is there enhanced bicycle detection or video detection
provided at intersections? No No
Any bicycle racks are provided along segment? No No
Bicycle Facility Provided: Bike Lane Bike Lane
Lane Width (ft) Lane Width (ft)
6 6
Bicycle Buffer Width (ft) Bicycle Buffer Width (ft)
0 0
Bike lanes are striped
continuously through
the study segment?
Bike lanes are striped
continuously through
the study segment?
Yes Yes
Tamarack Ave (East Leg)
Carlsbad Blvd
Garfield St
Neighborhood Connector
6,900
95 | A
EB SCORE | LOS
95 | A
WB SCORE | LOS
X
* Indicates an essential feature that strongly supports and promotes the goals identifed in the Climate Action Plan (CAP).

July 18, 2023
Item #10 Page 83 of 356

ROADWAY INFO
Roadway Name
From
To
Street Typology from Mobility Element _
Average Daily Traffic (ADT) volume (2-way total)

PEDESTRIAN
Roadway Direction
NB SB
* Do pedestrian crossings appear consistent with the CA MUTCD? No No
* Minimum Sidewalk Unobstructed Width in Feet (Minimum
ADA unobstructed width requirement is 4'): 5 5
* Do sidewalks appear to meet ADA requirements (e.g.,
cross-slope and trip hazards)? No No
* Do ramps and landings appear to meet ADA requirements? No No * Do the street light locations appear adequate? Yes Yes Speed limit (miles per hour - mph): 35 mph 35 mph
Number of Through Lanes: 2 2
Are there 3 lanes or less to be crossed without pedestrian refuge? (Include turn lanes in count) No No
Width (ft.) of landscaped buffer between pedestrian
facility and vehicle travel way: 0' to 2' 0' to 2'
Does on-street parking or a bike lane provide 6' or more buffer between pedestrians and vehicle travel way? Yes Yes Any apparent sight distance issues at intersections and pedestrian crossings? No No
Are there any permanent speed control devices installed? No No Are there traffic calming measures that reduce crossing width (e.g., bulbouts, chokers, right-turn median island)? No No Do crosswalks appear to be high visibility? No No
Are there intersection enhancements provided for
pedestrians (e.g., pedestrian signal phasing, countdown heads)?
No No
Are there Rectangular Rapid Flashing Beacons (RRFBs) at street crossings? No No
Is there pedestrian scale lighting? No No
Do active building frontages appear to be present on 80% of street curb line? No No
Does the street furniture appear to be oriented towards businesses or attractions? No No
Do the street trees appear to provide shade over more
than 50% of the sidewalk length? No No
Carlsbad Blvd (Bridge Segment)
Sequoia Ave
South End of Bridge
Coastals
21,400
* Indicates an essential feature that strongly supports and promotes the goals identifed in the Climate Action Plan (CAP). 45 | F
NB SCORE | LOS
45 | F
SB SCORE | LOS
May require improvements and
upgrades to fully support CAP goals!
X
July 18, 2023
Item #10 Page 84 of 356

ROADWAY INFO
Roadway Name
From
To
Street Typology from Mobility Element _
Average Daily Traffic (ADT) volume (2-way total)

BICYCLE
Roadway Direction
NB SB
* Do the roadway pavement conditions appear to be good
(e.g., no pot holes)? Yes Yes
* Does bike facility on roadway appear to be free of
obstructions (e.g., drainage grates)? Yes Yes
* Does the bicycle facility appear to meet MUTCD signing and striping design guidelines? Yes Yes
Is on-street parking provided? No No
Speed limit (miles per hour - mph): 35 mph 35 mph
Does the bikeway on the study segment and side
streets meet and/or exceed the Bicycle Master Plan? Both Both Is there enhanced bicycle detection or video detection
provided at intersections? No No
Any bicycle racks are provided along segment? No No
Bicycle Facility Provided: Bike Lane Bike Lane
Lane Width (ft) Lane Width (ft)
6 6
Bicycle Buffer Width (ft) Bicycle Buffer Width (ft)
4 4
Bike lanes are striped
continuously through
the study segment?
Bike lanes are striped
continuously through
the study segment?
Yes Yes
Carlsbad Blvd (Bridge Segment)
Sequoia Ave
South End of Bridge
Coastals
21,400
100 | A
NB SCORE | LOS
100 | A
SB SCORE | LOS
X
* Indicates an essential feature that strongly supports and promotes the goals identifed in the Climate Action Plan (CAP).

July 18, 2023
Item #10 Page 85 of 356

Final Carlsbad Boulevard and Tamarack Avenue Intersection Improvement Project Alternatives Analysis Signalized 3- & 4-Lane Intersection Alternatives Conditions – Existing

July 18, 2023
Item #10 Page 86 of 356

ROADWAY INFO
Roadway Name
From
To
Street Typology from Mobility Element _
Average Daily Traffic (ADT) volume (2-way total)

PEDESTRIAN
Roadway Direction
NB SB
* Do pedestrian crossings appear consistent with the CA MUTCD? Yes Yes
* Minimum Sidewalk Unobstructed Width in Feet (Minimum
ADA unobstructed width requirement is 4'): 5 10
* Do sidewalks appear to meet ADA requirements (e.g.,
cross-slope and trip hazards)? Yes Yes
* Do ramps and landings appear to meet ADA
requirements? Yes Yes
* Do the street light locations appear adequate? Yes Yes Speed limit (miles per hour - mph): 30 mph 30 mph
Number of Through Lanes: 2 2
Are there 3 lanes or less to be crossed without pedestrian refuge? (Include turn lanes in count) No No
Width (ft.) of landscaped buffer between pedestrian
facility and vehicle travel way: 0' to 2' greater than 5' Does on-street parking or a bike lane provide 6' or more buffer between pedestrians and vehicle travel way? Yes Yes Any apparent sight distance issues at intersections and pedestrian crossings? No No
Are there any permanent speed control devices installed? No No Are there traffic calming measures that reduce crossing width (e.g., bulbouts, chokers, right-turn median island)? Yes Yes Do crosswalks appear to be high visibility? Yes No
Are there intersection enhancements provided for
pedestrians (e.g., pedestrian signal phasing, countdown heads)?
Yes Yes
Are there Rectangular Rapid Flashing Beacons (RRFBs) at street crossings? No No
Is there pedestrian scale lighting? No No
Do active building frontages appear to be present on 80% of street curb line? No No
Does the street furniture appear to be oriented towards businesses or attractions? No No
Do the street trees appear to provide shade over more
than 50% of the sidewalk length? No No
Carlsbad Boulevard (North Leg)
Tamarack Avenue
Redwood Avenue
Identity (adjacent to residential)
18,500
* Indicates an essential feature that strongly supports and promotes the goals identifed in the Climate Action Plan (CAP). 95 | A
NB SCORE | LOS
100 | A
SB SCORE | LOS
X
July 18, 2023
Item #10 Page 87 of 356

ROADWAY INFO
Roadway Name
From
To
Street Typology from Mobility Element _
Average Daily Traffic (ADT) volume (2-way total)

BICYCLE
Roadway Direction
NB SB
* Do the roadway pavement conditions appear to be good
(e.g., no pot holes)? Yes Yes
* Does bike facility on roadway appear to be free of
obstructions (e.g., drainage grates)? Yes Yes
* Does the bicycle facility appear to meet MUTCD signing and striping design guidelines? Yes Yes
Is on-street parking provided? No No
Speed limit (miles per hour - mph): 30 mph 30 mph
Does the bikeway on the study segment and side
streets meet and/or exceed the Bicycle Master Plan? Both Both Is there enhanced bicycle detection or video detection
provided at intersections? Yes Yes
Any bicycle racks are provided along segment? No No
Bicycle Facility Provided: Bike Lane Bike Lane
Lane Width (ft) Lane Width (ft)
6 6
Bicycle Buffer Width (ft) Bicycle Buffer Width (ft)
0 2
Bike lanes are striped
continuously through
the study segment?
Bike lanes are striped
continuously through
the study segment?
Yes Yes
Carlsbad Boulevard (North Leg)
Tamarack Avenue
Redwood Avenue
Identity (adjacent to residential)
18,500
100 | A
NB SCORE | LOS
100 | A
SB SCORE | LOS
X
* Indicates an essential feature that strongly supports and promotes the goals identifed in the Climate Action Plan (CAP).

July 18, 2023
Item #10 Page 88 of 356

ROADWAY INFO
Roadway Name
From
To
Street Typology from Mobility Element _
Average Daily Traffic (ADT) volume (2-way total)

PEDESTRIAN
Roadway Direction
NB SB
* Do pedestrian crossings appear consistent with the CA MUTCD? Yes Yes
* Minimum Sidewalk Unobstructed Width in Feet (Minimum
ADA unobstructed width requirement is 4'): 10 7
* Do sidewalks appear to meet ADA requirements (e.g.,
cross-slope and trip hazards)? Yes Yes
* Do ramps and landings appear to meet ADA
requirements? Yes Yes
* Do the street light locations appear adequate? Yes Yes Speed limit (miles per hour - mph): 35 mph 35 mph
Number of Through Lanes: 2 2
Are there 3 lanes or less to be crossed without pedestrian refuge? (Include turn lanes in count) No No
Width (ft.) of landscaped buffer between pedestrian
facility and vehicle travel way: 0' to 2' 0' to 2'
Does on-street parking or a bike lane provide 6' or more buffer between pedestrians and vehicle travel way? Yes Yes Any apparent sight distance issues at intersections and pedestrian crossings? No No
Are there any permanent speed control devices installed? No No Are there traffic calming measures that reduce crossing width (e.g., bulbouts, chokers, right-turn median island)? Yes Yes Do crosswalks appear to be high visibility? Yes Yes
Are there intersection enhancements provided for
pedestrians (e.g., pedestrian signal phasing, countdown heads)?
Yes Yes
Are there Rectangular Rapid Flashing Beacons (RRFBs) at street crossings? No No
Is there pedestrian scale lighting? No No
Do active building frontages appear to be present on 80% of street curb line? No No
Does the street furniture appear to be oriented towards businesses or attractions? No No
Do the street trees appear to provide shade over more
than 50% of the sidewalk length? No No
Carlsbad Boulevard (South Leg)
Tamarack Avenue
Sequoia Avenue
Coastals
21,400
* Indicates an essential feature that strongly supports and promotes the goals identifed in the Climate Action Plan (CAP). 100 | A
NB SCORE | LOS
100 | A
SB SCORE | LOS
X
July 18, 2023
Item #10 Page 89 of 356

ROADWAY INFO
Roadway Name
From
To
Street Typology from Mobility Element _
Average Daily Traffic (ADT) volume (2-way total)

BICYCLE
Roadway Direction
NB SB
* Do the roadway pavement conditions appear to be good
(e.g., no pot holes)? Yes Yes
* Does bike facility on roadway appear to be free of
obstructions (e.g., drainage grates)? Yes Yes
* Does the bicycle facility appear to meet MUTCD signing and striping design guidelines? Yes Yes
Is on-street parking provided? No No
Speed limit (miles per hour - mph): 35 mph 35 mph
Does the bikeway on the study segment and side
streets meet and/or exceed the Bicycle Master Plan? Both Both Is there enhanced bicycle detection or video detection
provided at intersections? Yes Yes
Any bicycle racks are provided along segment? No No
Bicycle Facility Provided: Bike Lane Bike Lane
Lane Width (ft) Lane Width (ft)
6 6
Bicycle Buffer Width (ft) Bicycle Buffer Width (ft)
0 0
Bike lanes are striped
continuously through
the study segment?
Bike lanes are striped
continuously through
the study segment?
Yes Yes
Carlsbad Boulevard (South Leg)
Tamarack Avenue
Sequoia Avenue
Coastals
21,400
90 | A
NB SCORE | LOS
90 | A
SB SCORE | LOS
X
* Indicates an essential feature that strongly supports and promotes the goals identifed in the Climate Action Plan (CAP).

July 18, 2023
Item #10 Page 90 of 356

ROADWAY INFO
Roadway Name
From
To
Street Typology from Mobility Element _
Average Daily Traffic (ADT) volume (2-way total)

PEDESTRIAN
Roadway Direction
EB WB
* Do pedestrian crossings appear consistent with the CA MUTCD? Yes Yes
* Minimum Sidewalk Unobstructed Width in Feet (Minimum
ADA unobstructed width requirement is 4'): 6 6
* Do sidewalks appear to meet ADA requirements (e.g.,
cross-slope and trip hazards)? No No
* Do ramps and landings appear to meet ADA
requirements? Yes Yes
* Do the street light locations appear adequate? Yes Yes Speed limit (miles per hour - mph): 30 mph 30 mph
Number of Through Lanes: 1 1
Are there 3 lanes or less to be crossed without pedestrian refuge? (Include turn lanes in count) Yes Yes
Width (ft.) of landscaped buffer between pedestrian
facility and vehicle travel way: 0' to 2' 0' to 2'
Does on-street parking or a bike lane provide 6' or more buffer between pedestrians and vehicle travel way? Yes Yes Any apparent sight distance issues at intersections and pedestrian crossings? No No
Are there any permanent speed control devices installed? No No Are there traffic calming measures that reduce crossing width (e.g., bulbouts, chokers, right-turn median island)? No Yes Do crosswalks appear to be high visibility? Yes Yes
Are there intersection enhancements provided for
pedestrians (e.g., pedestrian signal phasing, countdown heads)?
Yes Yes
Are there Rectangular Rapid Flashing Beacons (RRFBs) at street crossings? No No
Is there pedestrian scale lighting? No No
Do active building frontages appear to be present on 80% of street curb line? No No
Does the street furniture appear to be oriented towards businesses or attractions? No No
Do the street trees appear to provide shade over more
than 50% of the sidewalk length? No No
Tamarack Avenue (East Leg)
Carlsbad Boulevard
Garfield Street
Neighborhood Connector
6,900
* Indicates an essential feature that strongly supports and promotes the goals identifed in the Climate Action Plan (CAP). 100 | A
EB SCORE | LOS
100 | A
WB SCORE | LOS
May require improvements and
upgrades to fully support CAP goals!
X
July 18, 2023
Item #10 Page 91 of 356

ROADWAY INFO
Roadway Name
From
To
Street Typology from Mobility Element _
Average Daily Traffic (ADT) volume (2-way total)

BICYCLE
Roadway Direction
EB WB
* Do the roadway pavement conditions appear to be good
(e.g., no pot holes)? Yes Yes
* Does bike facility on roadway appear to be free of
obstructions (e.g., drainage grates)? Yes Yes
* Does the bicycle facility appear to meet MUTCD signing and striping design guidelines? Yes Yes
Is on-street parking provided? No No
Speed limit (miles per hour - mph): 30 mph 30 mph
Does the bikeway on the study segment and side
streets meet and/or exceed the Bicycle Master Plan? Both Both Is there enhanced bicycle detection or video detection
provided at intersections? No No
Any bicycle racks are provided along segment? No No
Bicycle Facility Provided: Bike Lane Bike Lane
Lane Width (ft) Lane Width (ft)
7 7
Bicycle Buffer Width (ft) Bicycle Buffer Width (ft)
0 0
Bike lanes are striped
continuously through
the study segment?
Bike lanes are striped
continuously through
the study segment?
Yes Yes
Tamarack Avenue (East Leg)
Carlsbad Boulevard
Garfield Street
Neighborhood Connector
6,900
95 | A
EB SCORE | LOS
95 | A
WB SCORE | LOS
X
* Indicates an essential feature that strongly supports and promotes the goals identifed in the Climate Action Plan (CAP).

July 18, 2023
Item #10 Page 92 of 356

ROADWAY INFO
Roadway Name
From
To
Street Typology from Mobility Element _
Average Daily Traffic (ADT) volume (2-way total)

PEDESTRIAN
Roadway Direction
NB SB
* Do pedestrian crossings appear consistent with the CA MUTCD? Yes Yes
* Minimum Sidewalk Unobstructed Width in Feet (Minimum
ADA unobstructed width requirement is 4'): 5 11
* Do sidewalks appear to meet ADA requirements (e.g.,
cross-slope and trip hazards)? Yes Yes
* Do ramps and landings appear to meet ADA requirements? Yes Yes * Do the street light locations appear adequate? Yes Yes Speed limit (miles per hour - mph): 35 mph 35 mph
Number of Through Lanes: 2 1
Are there 3 lanes or less to be crossed without pedestrian refuge? (Include turn lanes in count) Yes Yes
Width (ft.) of landscaped buffer between pedestrian
facility and vehicle travel way: 0' to 2' 0' to 2'
Does on-street parking or a bike lane provide 6' or more buffer between pedestrians and vehicle travel way? Yes Yes Any apparent sight distance issues at intersections and pedestrian crossings? No No
Are there any permanent speed control devices installed? No No Are there traffic calming measures that reduce crossing width (e.g., bulbouts, chokers, right-turn median island)? No No Do crosswalks appear to be high visibility? Yes Yes
Are there intersection enhancements provided for
pedestrians (e.g., pedestrian signal phasing, countdown heads)?
No No
Are there Rectangular Rapid Flashing Beacons (RRFBs) at street crossings? Yes Yes
Is there pedestrian scale lighting? No No
Do active building frontages appear to be present on 80% of street curb line? No No
Does the street furniture appear to be oriented towards businesses or attractions? No No
Do the street trees appear to provide shade over more
than 50% of the sidewalk length? No No
Carlsbad Boulevard (Bridge Segment-3-Ln Alt)
Sequoia Ave
South End of Bridge
Coastals
21,400
* Indicates an essential feature that strongly supports and promotes the goals identifed in the Climate Action Plan (CAP). 95 | A
NB SCORE | LOS
100 | A
SB SCORE | LOS
X
July 18, 2023
Item #10 Page 93 of 356

ROADWAY INFO
Roadway Name
From
To
Street Typology from Mobility Element _
Average Daily Traffic (ADT) volume (2-way total)

BICYCLE
Roadway Direction
NB SB
* Do the roadway pavement conditions appear to be good
(e.g., no pot holes)? Yes Yes
* Does bike facility on roadway appear to be free of
obstructions (e.g., drainage grates)? Yes Yes
* Does the bicycle facility appear to meet MUTCD signing and striping design guidelines? Yes Yes
Is on-street parking provided? No No
Speed limit (miles per hour - mph): 35 mph 35 mph
Does the bikeway on the study segment and side
streets meet and/or exceed the Bicycle Master Plan? Both Both Is there enhanced bicycle detection or video detection
provided at intersections? Yes Yes
Any bicycle racks are provided along segment? No No
Bicycle Facility Provided: Bike Lane Bike Lane
Lane Width (ft) Lane Width (ft)
6 6
Bicycle Buffer Width (ft) Bicycle Buffer Width (ft)
2 3
Bike lanes are striped
continuously through
the study segment?
Bike lanes are striped
continuously through
the study segment?
Yes Yes
Carlsbad Boulevard (Bridge Segment-3-Ln Alt)
Sequoia Ave
South End of Bridge
Coastals
21,400
100 | A
NB SCORE | LOS
100 | A
SB SCORE | LOS
X
* Indicates an essential feature that strongly supports and promotes the goals identifed in the Climate Action Plan (CAP).

July 18, 2023
Item #10 Page 94 of 356

ROADWAY INFO
Roadway Name
From
To
Street Typology from Mobility Element _
Average Daily Traffic (ADT) volume (2-way total)

PEDESTRIAN
Roadway Direction
NB SB
* Do pedestrian crossings appear consistent with the CA MUTCD? Yes Yes
* Minimum Sidewalk Unobstructed Width in Feet (Minimum
ADA unobstructed width requirement is 4'): 5 11
* Do sidewalks appear to meet ADA requirements (e.g.,
cross-slope and trip hazards)? Yes Yes
* Do ramps and landings appear to meet ADA requirements? Yes Yes * Do the street light locations appear adequate? Yes Yes Speed limit (miles per hour - mph): 35 mph 35 mph
Number of Through Lanes: 2 1
Are there 3 lanes or less to be crossed without pedestrian refuge? (Include turn lanes in count) No No
Width (ft.) of landscaped buffer between pedestrian
facility and vehicle travel way: 0' to 2' 0' to 2'
Does on-street parking or a bike lane provide 6' or more buffer between pedestrians and vehicle travel way? Yes Yes Any apparent sight distance issues at intersections and pedestrian crossings? No No
Are there any permanent speed control devices installed? No No Are there traffic calming measures that reduce crossing width (e.g., bulbouts, chokers, right-turn median island)? No No Do crosswalks appear to be high visibility? Yes Yes
Are there intersection enhancements provided for
pedestrians (e.g., pedestrian signal phasing, countdown heads)?
No No
Are there Rectangular Rapid Flashing Beacons (RRFBs) at street crossings? Yes Yes
Is there pedestrian scale lighting? No No
Do active building frontages appear to be present on 80% of street curb line? No No
Does the street furniture appear to be oriented towards businesses or attractions? No No
Do the street trees appear to provide shade over more
than 50% of the sidewalk length? No No
Carlsbad Boulevard (Bridge Segment-4-Ln Alt)
Sequoia Ave
South End of Bridge
Coastals
21,400
* Indicates an essential feature that strongly supports and promotes the goals identifed in the Climate Action Plan (CAP). 85 | B
NB SCORE | LOS
95 | A
SB SCORE | LOS
X
July 18, 2023
Item #10 Page 95 of 356

ROADWAY INFO
Roadway Name
From
To
Street Typology from Mobility Element _
Average Daily Traffic (ADT) volume (2-way total)

BICYCLE
Roadway Direction
NB SB
* Do the roadway pavement conditions appear to be good
(e.g., no pot holes)? Yes Yes
* Does bike facility on roadway appear to be free of
obstructions (e.g., drainage grates)? Yes Yes
* Does the bicycle facility appear to meet MUTCD signing and striping design guidelines? Yes Yes
Is on-street parking provided? No No
Speed limit (miles per hour - mph): 35 mph 35 mph
Does the bikeway on the study segment and side
streets meet and/or exceed the Bicycle Master Plan? Both Both Is there enhanced bicycle detection or video detection
provided at intersections? Yes Yes
Any bicycle racks are provided along segment? No No
Bicycle Facility Provided: Bike Lane Bike Lane
Lane Width (ft) Lane Width (ft)
6 6
Bicycle Buffer Width (ft) Bicycle Buffer Width (ft)
2 0
Bike lanes are striped
continuously through
the study segment?
Bike lanes are striped
continuously through
the study segment?
Yes Yes
Carlsbad Boulevard (Bridge Segment-4-Ln Alt)
Sequoia Ave
South End of Bridge
Coastals
21,400
100 | A
NB SCORE | LOS
90 | A
SB SCORE | LOS
X
* Indicates an essential feature that strongly supports and promotes the goals identifed in the Climate Action Plan (CAP).

July 18, 2023
Item #10 Page 96 of 356

Final Carlsbad Boulevard and Tamarack Avenue Intersection Improvement Project Alternatives Analysis Roundabout Intersection Alternative Conditions - Existing

July 18, 2023
Item #10 Page 97 of 356

ROADWAY INFO
Roadway Name
From
To
Street Typology from Mobility Element _
Average Daily Traffic (ADT) volume (2-way total)

PEDESTRIAN
Roadway Direction
NB SB
* Do pedestrian crossings appear consistent with the CA MUTCD? Yes Yes
* Minimum Sidewalk Unobstructed Width in Feet (Minimum
ADA unobstructed width requirement is 4'): 10 10
* Do sidewalks appear to meet ADA requirements (e.g.,
cross-slope and trip hazards)? Yes Yes
* Do ramps and landings appear to meet ADA requirements? Yes Yes * Do the street light locations appear adequate? Yes Yes Speed limit (miles per hour - mph): 30 mph 30 mph
Number of Through Lanes: 1 1
Are there 3 lanes or less to be crossed without pedestrian refuge? (Include turn lanes in count) Yes Yes
Width (ft.) of landscaped buffer between pedestrian
facility and vehicle travel way: 0' to 2' greater than 5' Does on-street parking or a bike lane provide 6' or more buffer between pedestrians and vehicle travel way? Yes Yes Any apparent sight distance issues at intersections and pedestrian crossings? No No
Are there any permanent speed control devices installed? No No Are there traffic calming measures that reduce crossing width (e.g., bulbouts, chokers, right-turn median island)? Yes Yes Do crosswalks appear to be high visibility? Yes Yes
Are there intersection enhancements provided for
pedestrians (e.g., pedestrian signal phasing, countdown heads)?
No No
Are there Rectangular Rapid Flashing Beacons (RRFBs) at street crossings? No No
Is there pedestrian scale lighting? No No
Do active building frontages appear to be present on 80% of street curb line? No No
Does the street furniture appear to be oriented towards businesses or attractions? No No
Do the street trees appear to provide shade over more
than 50% of the sidewalk length? No No
Carlsbad Boulevard (North Leg)
Tamarack Avenue
Redwood Avenue
Identity (adjacent to residential)
18,500
* Indicates an essential feature that strongly supports and promotes the goals identifed in the Climate Action Plan (CAP). 100 | A
NB SCORE | LOS
100 | A
SB SCORE | LOS
X
July 18, 2023
Item #10 Page 98 of 356

ROADWAY INFO
Roadway Name
From
To
Street Typology from Mobility Element _
Average Daily Traffic (ADT) volume (2-way total)

BICYCLE
Roadway Direction
NB SB
* Do the roadway pavement conditions appear to be good
(e.g., no pot holes)? Yes Yes
* Does bike facility on roadway appear to be free of
obstructions (e.g., drainage grates)? Yes Yes
* Does the bicycle facility appear to meet MUTCD signing and striping design guidelines? Yes Yes
Is on-street parking provided? No No
Speed limit (miles per hour - mph): 30 mph 30 mph
Does the bikeway on the study segment and side
streets meet and/or exceed the Bicycle Master Plan? Both Both Is there enhanced bicycle detection or video detection
provided at intersections? No No
Any bicycle racks are provided along segment? No No
Bicycle Facility Provided: Bike Lane Bike Lane
Lane Width (ft) Lane Width (ft)
8 7
Bicycle Buffer Width (ft) Bicycle Buffer Width (ft)
3 3
Bike lanes are striped
continuously through
the study segment?
Bike lanes are striped
continuously through
the study segment?
Yes Yes
Carlsbad Boulevard (North Leg)
Tamarack Avenue
Redwood Avenue
Identity (adjacent to residential)
18,500
100 | A
NB SCORE | LOS
100 | A
SB SCORE | LOS
X
* Indicates an essential feature that strongly supports and promotes the goals identifed in the Climate Action Plan (CAP).

July 18, 2023
Item #10 Page 99 of 356

ROADWAY INFO
Roadway Name
From
To
Street Typology from Mobility Element _
Average Daily Traffic (ADT) volume (2-way total)

PEDESTRIAN
Roadway Direction
NB SB
* Do pedestrian crossings appear consistent with the CA MUTCD? Yes Yes
* Minimum Sidewalk Unobstructed Width in Feet (Minimum
ADA unobstructed width requirement is 4'): 10 14
* Do sidewalks appear to meet ADA requirements (e.g.,
cross-slope and trip hazards)? Yes Yes
* Do ramps and landings appear to meet ADA requirements? Yes Yes * Do the street light locations appear adequate? Yes Yes Speed limit (miles per hour - mph): 35 mph 35 mph
Number of Through Lanes: 1 1
Are there 3 lanes or less to be crossed without pedestrian refuge? (Include turn lanes in count) Yes Yes
Width (ft.) of landscaped buffer between pedestrian
facility and vehicle travel way: 0' to 2' 0' to 2'
Does on-street parking or a bike lane provide 6' or more buffer between pedestrians and vehicle travel way? Yes Yes Any apparent sight distance issues at intersections and pedestrian crossings? No No
Are there any permanent speed control devices installed? No No Are there traffic calming measures that reduce crossing width (e.g., bulbouts, chokers, right-turn median island)? Yes Yes Do crosswalks appear to be high visibility? Yes Yes
Are there intersection enhancements provided for
pedestrians (e.g., pedestrian signal phasing, countdown heads)?
No No
Are there Rectangular Rapid Flashing Beacons (RRFBs) at street crossings? No No
Is there pedestrian scale lighting? No No
Do active building frontages appear to be present on 80% of street curb line? No No
Does the street furniture appear to be oriented towards businesses or attractions? No No
Do the street trees appear to provide shade over more
than 50% of the sidewalk length? No No
Carlsbad Boulevard (South Leg)
Tamarack Avenue
Sequoia Avenue
Coastals
21,400
* Indicates an essential feature that strongly supports and promotes the goals identifed in the Climate Action Plan (CAP). 100 | A
NB SCORE | LOS
100 | A
SB SCORE | LOS
X
July 18, 2023
Item #10 Page 100 of 356

ROADWAY INFO
Roadway Name
From
To
Street Typology from Mobility Element _
Average Daily Traffic (ADT) volume (2-way total)

BICYCLE
Roadway Direction
NB SB
* Do the roadway pavement conditions appear to be good
(e.g., no pot holes)? Yes Yes
* Does bike facility on roadway appear to be free of
obstructions (e.g., drainage grates)? Yes Yes
* Does the bicycle facility appear to meet MUTCD signing and striping design guidelines? Yes Yes
Is on-street parking provided? No No
Speed limit (miles per hour - mph): 35 mph 35 mph
Does the bikeway on the study segment and side
streets meet and/or exceed the Bicycle Master Plan? Both Both Is there enhanced bicycle detection or video detection
provided at intersections? No No
Any bicycle racks are provided along segment? No No
Bicycle Facility Provided: Bike Lane Bike Lane
Lane Width (ft) Lane Width (ft)
7 8
Bicycle Buffer Width (ft) Bicycle Buffer Width (ft)
3 3
Bike lanes are striped
continuously through
the study segment?
Bike lanes are striped
continuously through
the study segment?
Yes Yes
Carlsbad Boulevard (South Leg)
Tamarack Avenue
Sequoia Avenue
Coastals
21,400
100 | A
NB SCORE | LOS
100 | A
SB SCORE | LOS
X
* Indicates an essential feature that strongly supports and promotes the goals identifed in the Climate Action Plan (CAP).

July 18, 2023
Item #10 Page 101 of 356

ROADWAY INFO
Roadway Name
From
To
Street Typology from Mobility Element _
Average Daily Traffic (ADT) volume (2-way total)

PEDESTRIAN
Roadway Direction
EB WB
* Do pedestrian crossings appear consistent with the CA MUTCD? Yes Yes
* Minimum Sidewalk Unobstructed Width in Feet (Minimum
ADA unobstructed width requirement is 4'): 6 6
* Do sidewalks appear to meet ADA requirements (e.g.,
cross-slope and trip hazards)? No No
* Do ramps and landings appear to meet ADA requirements? Yes Yes * Do the street light locations appear adequate? Yes Yes Speed limit (miles per hour - mph): 30 mph 30 mph
Number of Through Lanes: 1 1
Are there 3 lanes or less to be crossed without pedestrian refuge? (Include turn lanes in count) Yes Yes
Width (ft.) of landscaped buffer between pedestrian
facility and vehicle travel way: 0' to 2' 0' to 2'
Does on-street parking or a bike lane provide 6' or more buffer between pedestrians and vehicle travel way? Yes Yes Any apparent sight distance issues at intersections and pedestrian crossings? No No
Are there any permanent speed control devices installed? No No Are there traffic calming measures that reduce crossing width (e.g., bulbouts, chokers, right-turn median island)? Yes Yes Do crosswalks appear to be high visibility? Yes Yes
Are there intersection enhancements provided for
pedestrians (e.g., pedestrian signal phasing, countdown heads)?
No No
Are there Rectangular Rapid Flashing Beacons (RRFBs) at street crossings? No No
Is there pedestrian scale lighting? No No
Do active building frontages appear to be present on 80% of street curb line? No No
Does the street furniture appear to be oriented towards businesses or attractions? No No
Do the street trees appear to provide shade over more
than 50% of the sidewalk length? No No
Tamarack Avenue (East Leg)
Carlsbad Boulevard
Garfield Street
Neighborhood Connector
6,900
* Indicates an essential feature that strongly supports and promotes the goals identifed in the Climate Action Plan (CAP). 100 | A
EB SCORE | LOS
100 | A
WB SCORE | LOS
May require improvements and
upgrades to fully support CAP goals!
X
July 18, 2023
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ROADWAY INFO
Roadway Name
From
To
Street Typology from Mobility Element _
Average Daily Traffic (ADT) volume (2-way total)

5.5 6
Bicycle Buffer Width (ft) Bicycle Buffer Width (ft)
0 0
Bike lanes are striped
continuously through
the study segment?
Bike lanes are striped
continuously through
the study segment?
Yes Yes
Tamarack Avenue (East Leg)
Carlsbad Boulevard
Garfield Street
Neighborhood Connector
6,900
95 | A
EB SCORE | LOS
95 | A
WB SCORE | LOS
X
* Indicates an essential feature that strongly supports and promotes the goals identifed in the Climate Action Plan (CAP).

July 18, 2023
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ROADWAY INFO
Roadway Name
From
To
Street Typology from Mobility Element _
Average Daily Traffic (ADT) volume (2-way total)

PEDESTRIAN
Roadway Direction
NB SB
* Do pedestrian crossings appear consistent with the CA MUTCD? Yes Yes
* Minimum Sidewalk Unobstructed Width in Feet (Minimum
ADA unobstructed width requirement is 4'): 13 14
* Do sidewalks appear to meet ADA requirements (e.g.,
cross-slope and trip hazards)? Yes Yes
* Do ramps and landings appear to meet ADA requirements? Yes Yes * Do the street light locations appear adequate? Yes Yes Speed limit (miles per hour - mph): 35 mph 35 mph
Number of Through Lanes: 1 1
Are there 3 lanes or less to be crossed without pedestrian refuge? (Include turn lanes in count) Yes Yes
Width (ft.) of landscaped buffer between pedestrian
facility and vehicle travel way: 0' to 2' 0' to 2'
Does on-street parking or a bike lane provide 6' or more buffer between pedestrians and vehicle travel way? Yes Yes Any apparent sight distance issues at intersections and pedestrian crossings? No No
Are there any permanent speed control devices installed? No No Are there traffic calming measures that reduce crossing width (e.g., bulbouts, chokers, right-turn median island)? No No Do crosswalks appear to be high visibility? Yes Yes
Are there intersection enhancements provided for
pedestrians (e.g., pedestrian signal phasing, countdown heads)?
No No
Are there Rectangular Rapid Flashing Beacons (RRFBs) at street crossings? Yes Yes
Is there pedestrian scale lighting? No No
Do active building frontages appear to be present on 80% of street curb line? No No
Does the street furniture appear to be oriented towards businesses or attractions? No No
Do the street trees appear to provide shade over more
than 50% of the sidewalk length? No No
Carlsbad Boulevard (Bridge Segment)
Sequoia Ave
South End of Bridge
Coastals
21,400
* Indicates an essential feature that strongly supports and promotes the goals identifed in the Climate Action Plan (CAP). 100 | A
NB SCORE | LOS
100 | A
SB SCORE | LOS
X
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ROADWAY INFO
Roadway Name
From
To
Street Typology from Mobility Element _
Average Daily Traffic (ADT) volume (2-way total)

BICYCLE
Roadway Direction
NB SB
* Do the roadway pavement conditions appear to be good
(e.g., no pot holes)? Yes Yes
* Does bike facility on roadway appear to be free of
obstructions (e.g., drainage grates)? Yes Yes
* Does the bicycle facility appear to meet MUTCD signing and striping design guidelines? Yes Yes
Is on-street parking provided? No No
Speed limit (miles per hour - mph): 35 mph 35 mph
Does the bikeway on the study segment and side
streets meet and/or exceed the Bicycle Master Plan? Both Both Is there enhanced bicycle detection or video detection
provided at intersections? No No
Any bicycle racks are provided along segment? No No
Bicycle Facility Provided: Bike Lane Bike Lane
Lane Width (ft) Lane Width (ft)
8 8
Bicycle Buffer Width (ft) Bicycle Buffer Width (ft)
3 3
Bike lanes are striped
continuously through
the study segment?
Bike lanes are striped
continuously through
the study segment?
Yes Yes
Carlsbad Boulevard (Bridge Segment)
Sequoia Ave
South End of Bridge
Coastals
21,400
100 | A
NB SCORE | LOS
100 | A
SB SCORE | LOS
X
* Indicates an essential feature that strongly supports and promotes the goals identifed in the Climate Action Plan (CAP).

July 18, 2023
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Final Carlsbad Boulevard and Tamarack Avenue Intersection Improvement Project Alternatives Analysis Appendix E:

Collision Data
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Public Works
Department/Traffic &
Mobility Division From 1/1/2008 to 8/17/2021 Total Collisions: 15 44425 Injury Collisions: 12 Fatal Collisions: 0 Text1 Text3 Text4 Text5 Text8 Text10 Text11 Text20 Text21 Text22 City Text6 Text7 Text9 Text18 Text19 Text12 Text13 Text14 Party No Party Type Dir of Travel Movement Gender Age Veh Type Sobriety Assoc Factor Safety Equip Special Info 15-05955 8/19/2015 11:35 Wednesday CARLSBAD BL - TAMARACK AV 137' Direction: South Daylight Clear Pty at Fault:1 In Area: CarlsbadRedwoodBridge Rear-End Other Motor Vehicle Unsafe Starting or Backing 22106 Hit & Run: No Complaint of Pain # Inj: 1 # Killed: 0 Party 1 Driver North Stopped In Road Male Age: 24 Veh Type: Passenger Car Sobriety: HNBD Assoc Factor: None Apparent Cell Phone Not In Use Party 2 Driver North Proceeding Straight Male Age: 58 Veh Type: Passenger Car Sobriety: HNBD Assoc Factor: None Apparent Cell Phone Not In Use 15-08388 11/21/2015 03:31 Saturday REDWOOD AV - CARLSBAD BL 15' Direction: East Dark - Street Lights Clear Pty at Fault: In Area: CarlsbadRedwoodBridge Hit Object Fixed Object Unknown Hit & Run: Misdemeanor Property Damage Only # Inj: 0 # Killed: 0 Party 1 Driver East Making U Turn Not Stated Age: Veh Type: Passenger Car Sobriety: Impairment Not Known Assoc Factor: None Apparent Not Stated 16-02044 3/26/2016 09:02 Saturday CARLSBAD BL - REDWOOD AV 20' Direction: North Daylight Clear Pty at Fault:1 In Area: CarlsbadRedwoodBridge Rear-End Other Motor Vehicle Unsafe Speed 22350 Hit & Run: No Complaint of Pain # Inj: 1 # Killed: 0 Party 1 Driver South Proceeding Straight Female Age: 85 Veh Type: Passenger Car Sobriety: HNBD Assoc Factor: None Apparent Cell Phone Not In Use Party 2 Driver South Stopped In Road Male Age: 51 Veh Type: Passenger Car Sobriety: HNBD Assoc Factor: None Apparent Cell Phone Not In Use 16-03420 5/14/2016 10:06 Saturday CARLSBAD BL - TAMARACK AV 0' Direction: Not Stated Daylight Cloudy Pty at Fault:1 In Area: CarlsbadRedwoodBridge Broadside Other Motor Vehicle Traffic Signals and Signs 21453A Hit & Run: No Complaint of Pain # Inj: 1 # Killed: 0 Party 1 Driver South Proceeding Straight Female Age: 26 Veh Type: Passenger Car Sobriety: HNBD Assoc Factor: Inattention Cell Phone Not In Use Party 2 Driver East Proceeding Straight Male Age: 61 Veh Type: Pickup Truck Sobriety: HNBD Assoc Factor: None Apparent Cell Phone Not In Use 16-06087 8/29/2016 20:08 Monday CARLSBAD BL - TAMARACK AV 3' Direction: North Dark - Street Lights Clear Pty at Fault:1 In Area: CarlsbadRedwoodBridge Other Bicycle Driving Under Influence 212005 Hit & Run: No Other Visible Injury # Inj: 1 # Killed: 0 Party 1 Bicyclist South Traveling Wrong Way Male Age: 29 Veh Type: Bicycle Sobriety: HBD Under Influence Assoc Factor: Violation Not Stated Party 2 Driver West Making Right Turn Female Age: 23 Veh Type: Passenger Car Sobriety: HNBD Assoc Factor: None Apparent Not Stated 16-06738 9/25/2016 20:31 Sunday TAMARACK AV - GARFIELD ST 0' Direction: Not Stated Dark - Street Lights Clear Pty at Fault:1 In Area: CarlsbadRedwoodBridge Broadside Other Motor Vehicle Traffic Signals and Signs 22450A Hit & Run: No Complaint of Pain # Inj: 1 # Killed: 0 Party 1 Driver East Proceeding Straight Female Age: 39 Veh Type: Passenger Car Sobriety: HNBD Assoc Factor: None Apparent Cell Phone Not In Use Party 2 Driver South Proceeding Straight Female Age: 34 Veh Type: Passenger Car Sobriety: HNBD Assoc Factor: None Apparent Cell Phone Not In Use 17-03791 6/13/2017 02:00 Tuesday CARLSBAD BL - TAMARACK AV 400' Direction: South Dark - Street Lights Clear Pty at Fault:1 In Area: CarlsbadRedwoodBridge Hit Object Fixed Object Driving Under Influence 23152A Hit & Run: No Other Visible Injury # Inj: 1 # Killed: 0 Party 1 Driver North Other Unsafe Turning Female Age: 20 Veh Type: Passenger Car Sobriety: HBD Under Influence Assoc Factor: None Apparent Not Stated 17-05644 9/2/2017 18:00 Saturday CARLSBAD BL - SEQUOIA AV 81' Direction: North Daylight Cloudy Pty at Fault:1 In Area: CarlsbadRedwoodBridge Rear-End Other Motor Vehicle Unsafe Speed 22350 Hit & Run: No Complaint of Pain # Inj: 2 # Killed: 0 Party 1 Driver North Proceeding Straight Male Age: 29 Veh Type: Passenger Car Sobriety: HNBD Assoc Factor: None Apparent Cell Phone Not In Use Party 2 Driver North Stopped In Road Male Age: 48 Veh Type: Passenger Car Sobriety: HNBD Assoc Factor: None Apparent Cell Phone Not In Use 19-00295 1/14/2019 13:20 Wednesday CARLSBAD BL - TAMARACK AV 60' Direction: SOUTH Daylight Raining Pty at Fault:1 In Area: CarlsbadRedwoodBridge Other Motor Vehicle Unsafe Speed 22350 Hit & Run: Other Visible Injury # Inj: 3 # Killed: 0 Party 1 Driver NORTH Proceeding Straight F Age: Veh Type: Sobriety: HNBD Assoc Factor: None Apparent Lap Belt Used Cell Phone Not In Use Party 2 Driver NORTH Stopped In Road F Age: Veh Type: Sobriety: HNBD Assoc Factor: None Apparent Lap Belt Used Cell Phone Not In Use Party 3 Driver NORTH Proceeding Straight F Age: Veh Type: Sobriety: HNBD Assoc Factor: None Apparent Lap Belt Used Cell Phone Not In Use 19-05635 8/22/2019 14:02 Thursday CARLSBAD BL - TAMARACK AV 0' Direction: Not Stated Daylight Cloudy Pty at Fault:1 In Area: CarlsbadRedwoodBridge Sideswipe Other Motor Vehicle Improper Turning 22100A Hit & Run: No Complaint of Pain # Inj: 1 # Killed: 0 Party 1 Driver NORTH Making Right Turn M Age: Veh Type: Sobriety: HNBD Assoc Factor: None Apparent Lap/Shoulder Harness Used Cell Phone Not In Use Party 2 Driver NORTH Making Right Turn M Age: Veh Type: Sobriety: Under Drug Influence Assoc Factor: None Apparent Lap/Shoulder Harness Used Cell Phone Not In Use 19-06000 9/8/2019 08:45 Sunday CARLSBAD BL - SEQUOIA AV 57' Direction: SOUTH Daylight Clear Pty at Fault:1 In Area: CarlsbadRedwoodBridge Sideswipe Motor Vehicle on Other Roadway Improper Turning 22107 Hit & Run: Misdemeanor Property Damage Only # Inj: 0 # Killed: 0 Party 1 Driver SOUTH Changing Lanes Not Stated Age: Veh Type: Sobriety: Impairment Not Known Assoc Factor: None Apparent Not Stated Party 2 Driver SOUTH Proceeding Straight F Age: Veh Type: Sobriety: HNBD Assoc Factor: None Apparent Lap/Shoulder Harness Used Cell Phone Not In Use 20-03812 6/27/2020 09:36 Saturday CARLSBAD BL - SEQUOIA AV 105' Direction: SOUTH Daylight Cloudy Pty at Fault:1 In Area: CarlsbadRedwoodBridge Rear-End Other Motor Vehicle Other Than Driver Hit & Run: No Other Visible Injury # Inj: 1 # Killed: 0 Party 1 Driver NORTH Proceeding Straight F Age: Veh Type: Sobriety: HNBD Assoc Factor: Other Lap/Shoulder Harness Used Cell Phone Not In Use Party 2 Driver NORTH Stopped In Road M Age: Veh Type: Sobriety: HNBD Assoc Factor: None Apparent Lap/Shoulder Harness Used Cell Phone Not In Use 21-00313 1/13/2021 16:45 Wednesday TAMARACK AV - CARLSBAD BL 79' Direction: EAST Daylight Clear Pty at Fault:1 In Area: CarlsbadRedwoodBridge Rear-End Other Motor Vehicle Unsafe Starting or Backing 22106 Hit & Run: No Complaint of Pain # Inj: 1 # Killed: 0 Party 1 Driver WEST Backing F Age: 63 Veh Type: Sobriety: HNBD Assoc Factor: None Apparent Unknown Not Stated Party 2 Driver WEST Stopped In Road F Age: 41 Veh Type: Sobriety: HNBD Assoc Factor: None Apparent Lap/Shoulder Harness Used Not Stated 21-01756 3/18/2021 18:11 Thursday CARLSBAD BL - TAMARACK AV 33' Direction: SOUTH Daylight Clear Pty at Fault:1 In Area: CarlsbadRedwoodBridge Rear-End Other Motor Vehicle Driving Under Influence 23152(a) Hit & Run: No Complaint of Pain # Inj: 1 # Killed: 0 Party 1 Driver NORTH Proceeding Straight F Age: 24 Veh Type: Sobriety: HBD Under Influence Assoc Factor: Violation Lap/Shoulder Harness Used Cell Phone Not In Use Party 2 Driver NORTH Stopped In Road M Age: 56 Veh Type: Sobriety: HNBD Assoc Factor: None Apparent Lap/Shoulder Harness Used Cell Phone Not In Use 21-03637 5/30/2021 18:30 Sunday REDWOOD AV - CARLSBAD BL 0' Direction: Not Stated Daylight Clear Pty at Fault:1 In Area: CarlsbadRedwoodBridge Sideswipe Parked Motor Vehicle Improper Turning 22107 Hit & Run: No Property Damage Only # Inj: 0 # Killed: 0 Party 1 Driver EAST Making Right Turn M Age: 31 Veh Type: Sobriety: Under Drug Influence Assoc Factor: None Apparent Lap/Shoulder Harness Used Cell Phone Not In Use Party 2 Parked Vehicle WEST Parked Not Stated Age: 0 Veh Type: Sobriety: Not Applicable Assoc Factor: None Apparent Not Stated Party 3 Parked Vehicle WEST Parked Not Stated Age: 0 Veh Type: Sobriety: Not Applicable Assoc Factor: None Apparent Not Stated July 18, 2023
Item #10 Page 107 of 356
Collision Summary Report
City of Carlsbad
Public Works Department/Traffic & Mobility Division
7/25/22
From 8/21/2021 to 7/25/2022
Total Collisions: 3
Injury Collisions: 1
Fatal Collisions: 0
CARLSBAD BL & TAMARACK AV Page 1 of 1
21-07741 11/19/2021 09:30 Friday
Rear-End Parked Motor Vehicle

CARLSBAD BL - TAMARACK AV
Driving Under Influence
27' Direction: SOUTH
Property Damage Only # Inj: 0 # Killed: 023152(a) Hit & Run: No Daylight Clear Pty at Fault:1
Cell Phone Not In UseLap/Shoulder Harness Used
Age: 56M
Assoc Factor: Violation
Proceeding Straight
Sobriety: HBD Under InfluencVeh Type:

NORTDriverParty 1 2015 CHEVROLET MALIBU Passenger Car, Station Wagon, Jeep Cell Phone Not In Use
Age: 0Not Sta
Assoc Factor: None Apparent
Stopped In Road
Sobriety: HNBDVeh Type:

NORTParked VehicleParty 2 2020 FORD EXPLORER Passenger Car, Station Wagon, Jeep 21-07914 11/25/2021 14:25 Thursday
Rear-End Other Motor Vehicle

CARLSBAD BL - TAMARACK AV
Unsafe Speed
13' Direction: SOUTH
Property Damage Only # Inj: 0 # Killed: 022350 Hit & Run: Misde Daylight Clear Pty at Fault:1
Not Stated
Age: 0Not Sta
Assoc Factor: None Apparent
Proceeding Straight
Sobriety: Impairment Not KnoVeh Type:

NORTDriverParty 1 1999 MAZDA PROTEGE Passenger Car, Station Wagon, Jeep Cell Phone Not In UseLap/Shoulder Harness Used
Age: 67F
Assoc Factor: None Apparent
Stopped In Road
Sobriety: HNBDVeh Type:

NORTDriverParty 2 2021 LEXUS RX350 Passenger Car, Station Wagon, Jeep 22-00200 1/10/2022 15:42 Monday
Sideswipe Other Motor Vehicle

CARLSBAD BL - TAMARACK AV
Improper Turning
181' Direction: NORTH
Other Visible Injury # Inj: 2 # Killed: 022107 Hit & Run: No Daylight Clear Pty at Fault:1
Cell Phone Not In UseLap/Shoulder Harness Used
Age: 28F
Assoc Factor: Violation
Proceeding Straight
Sobriety: HNBDVeh Type:

SOUTDriverParty 1 2018 LEXUS RX350 Passenger Car, Station Wagon, Jeep Cell Phone Not In UseLap/Shoulder Harness Used
Age: 65M
Assoc Factor: None Apparent
Slowing / Stopping
Sobriety: HNBDVeh Type:

SOUTDriverParty 2 2004 LINCOLN NAVIGATOR Sport Utility Vehicle Settings for Query:

Street: CARLSBAD BL
Cross Street: TAMARACK AV
Sorted By: Date and Time
July 18, 2023
Item #10 Page 108 of 356
Final Carlsbad Boulevard and Tamarack Avenue Intersection Improvement Project Mobility Analysis 1 of 19 Memorandum
To: Lauren Ferrell, PE, QSD/P - City of Carlsbad
Cc: Nathan Schmidt - City of Carlsbad
From: Mario Tambellini, PE, TE
Nicole Scappaticci, PE
Date: December 2, 2022
Subject: Carlsbad Boulevard and Tamarack Avenue Intersection Improvement Project Mobility Analysis

INTRODUCTION
This memorandum has been prepared to present a mobility analysis for the proposed Carlsbad Boulevard and Tamarack Avenue Intersection Improvement Project (Project) located in the City of Carlsbad, California (City). This analysis evaluates vehicle, bicycle, and pedestrian modes of travel through the study area. The mobility analysis includes evaluation of intersection level of service (LOS), queueing, operations, multimodal operations LOS (MMLOS) , and safety. Four (4) Project alternatives are evaluated and compared under baseline and future conditions. This memorandum includes the following sections:
• Existing Study Facilities
• Project Alternatives and Study Analysis Scenarios
• Analysis Methodology
• Intersection Operations
• Multimodal Level of Service
• Safety Evaluation
• Project Alternatives Evaluation
• Conclusion

EXISTING STUDY FACILITIES

STUDY INTERSECTION
This analysis focuses on the intersection Carlsbad Boulevard and Tamarack Avenue. The Project location and study limits are sh own in Figure 1. Carlsbad Boulevard and Tamarack Avenue is currently signalized and contains pedestrian crosswalks on the north and east legs. The northbound and southbound approaches currently include protected left -turn phasing and the eastbound and west bound approaches include split phasing. The study area consists of the following roadway segments that make up the four approaches of the study intersection:

Carlsbad Boulevard: A four-lane roadway that runs north-south between the City limits. The posted speed limit is 30 miles per hour (mph) north of Tamarack Avenue and 35 mph south of Tamarack Avenue. Based on the City of Carlsbad General Plan Mobility Element (Mobility Element), Carlsbad Boulevard is designated as an Iden tity Street north of Tamarack Avenue and as a Coastal Street south of Tamarack Avenue. The southbound approach of the study intersection includes two through lanes, a southbound left -turn pocket, Exhibit 4
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Final Carlsbad Boulevard and Tamarack Avenue Intersection Improvement Project Mobility Analysis 2 of 19 and a signal -controlled channelized southbound right -turn lane. The northbound approach includes one through lane, a shared through-right turn lane, and a northbound left-turn pocket.

Tamarack Avenue: Within the study area, Tamarack Avenue is a two-lane roadway with a two-way left-turn lane that generally runs east -west between Carlsbad Boulevard and College Boulevard. The posted speed limit is 30 mph west of Skylin e Road and 35 mph east of Skyline Road . Tamarack Avenue forms the westbound approach of the study intersection and contains one shared through -right turn lane and a left - turn pocket. Based on the Mobility Element, Tamarack Avenue is designated as a Neighborhood Connector Street.

Beach Access Road: The Beach Access Road is a local access road that provides access to a Tamarack State Beach parking lot. There is no posted speed on this road, however, speeds can be assumed to be 25 mph or less. The Beach Access Road forms the eastbound approach to the study intersection and contains a shared through-left turn lane, and a stop-controlled channelized right-turn lane.

Redwood Avenue: Redwood Avenue is a two -lane east-west roadway that forms a full access side -street stop-controlled intersection with Carlsbad Boulevard approximately 300 feet north of Tamarack Avenue.

Based on the Mobility Element, Redwood Avenue is designated as a Village Street.

Sequoia Avenue: Sequoia Avenue is a two-lane east-west roadway that forms a full access side-street stop- controlled intersection with Carlsbad Boulevard approximately 300 feet south of Tamarack Avenue. Based on the Mobility Element, Sequoia Avenue is designated as a Local/Neighborhood Street

MMLOS STUDY SEGMENTS
MMLOS analysis was performed for the following roadway segments:
• Carlsbad Boulevard between Tamarack Avenue and Sequoia Avenue (South Leg) • Carlsbad Boulevard between Redwood Avenue and Tamarack Avenue (North Leg) • Tamarack Avenue between Carlsbad Boulevard and Garfield Street (East Leg) • Carlsbad Boulevard between Sequoia Avenue and the south end of the Bridge (Bridge)

July 18, 2023
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Study Area and Project Location
Carlsbad Boulevard and Tamarack Avenue Mobility Analysis Carlsbad, CA
December 2022
\\woodrodgers.loc\ProductionData\Jobs\Jobs\8863_001_Carlsbad Tamarack\400_FunctionalUnits\480 Traffic\_GIS\Tasks\Location_and_Facilities_Map.mxd 9/1/2022 12:31:42 PM nscappaticci Figure 1
NORTH
0 500250
Feet
Legend
!( Study Intersection
*
*
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Final Carlsbad Boulevard and Tamarack Avenue Intersection Improvement Project Mobility Analysis 4 of 19

PEDESTRIAN, BICYCLE, AND TRANSIT FACILITIES
Existing Pedestrian Facilities
Within the study area, s idewalks exist along both sides of Carlsbad Boulevard and Tamarack Avenue.

Sidewalk along the west side of Carlsbad Boulevard south of Tamarack Avenue is relatively narrow and buffered by a guardrail. Sidewalk along the west side of Carlsbad Boulevard nort h of Tamarack Avenue is buffered by a landscaped area. Carlsbad Boulevard & Tamarack Avenue contains pedestrian crosswalks with push buttons, countdown signal heads, and curb ramps on the north and east legs of the intersection.

Existing Transit Facilities
Transit in the City of Carlsbad includes North County Transit District (NCTD) transit service, Americans with Disabilities Act (ADA) paratransit service, the COASTER commuter rail, and Amtrak rail service . Bus stops exist within the immediate study area on northbound Carlsbad Boulevard, approximately 170 feet north of Tamarack Avenue, and on southbound Carlsbad Boulevard within the porkchop island on the west leg of the intersection. Both stops contain signage and benches, however, there are currently no pedestrian facilities providing access to the stop on southbound Carlsbad Boulevard. The bus stops are serviced by Route 101 of the NCTD (referred to as the “BREEZE”). Currently, Route 101 provides service along Highway 101 between Oceanside Transit Center in Oceanside and UTC Transit Center in San Diego. Service is provided seven days a week with approximately 30-minute headways throughout the day and hourly headways in the evenings.

PROJECT ALTERNATIVES AND STUDY ANALYSIS SCENARIOS

PROPOSED ALTERNATIVES
This analysis studies the following four Project alternatives:

No Build: This alternative represents a baseline condition in which no improvements have been made to the study intersection.

Signalized 3-Lane Intersection Alternative: This alternative represents a signalized condition in which the following improvements have been made:
• New striping along Carlsbad Boulevard be tween Hemlock Avenue and just south of the Agua Hedionda Lagoon bridge, along Tamarack Avenue approximately 175 feet east of Carlsbad Boulevard, and along the Beach Access Road approximately 100 feet west of Carlsbad Boulevard.

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Final Carlsbad Boulevard and Tamarack Avenue Intersection Improvement Project Mobility Analysis 5 of 19 • Addition of high visibility pedestrian crossings on all four legs of the study intersection and on the east leg of the Carlsbad Boulevard & Sequoia Avenue intersection. • Bulb-outs at pedestrian curb ramps.
• A parking lane and buffered bike lane on the west side of Carls bad Boulevard north of Tamarack Avenue.
• Green-striped bike lane area.
• A new midblock pedestrian crossing with Rectangular Rapid Flashing Beacon (RRFB) on Carlsbad Boulevard, approximately 680 feet south of the study intersection. • New pedestrian curb ramp s at all crossings on the study intersection and on the east leg of the Carlsbad Boulevard & Sequoia Avenue intersection.
• Removal of the southbound channelized right-turn lane and conversion of one southbound through lane to a shared-through right lane.
• Bus stop pullouts on Carlsbad Boulevard north and south of Tamarack Avenue. • Reduction of southbound Carlsbad Boulevard to one lane just before the proposed midblock crossing. • Signal modification to include pedestrian phases for the west and south legs . The signal is assumed to remain actuated uncoordinated.

Under the Signalized 3-Lane Intersection Alternative, the intersection of Carlsbad Boulevard and Redwood Avenue would remain full -access, however, the intersection of Carlsbad Boulevard and Sequoia Avenue would be converted to right-in/right-out only.

Signalized 4-Lane Intersection Alternative: This alternative represents a signalized condition that consists of all the improvements included in the Signalized 3-Lane Intersection Alternative but omits the lane reduction on southbound Carlsbad Boulevard south of Tamarack Avenue. Carlsbad Boulevard would remain a 4-lane corridor throughout the project limits.

Roundabout Intersection Alternative: This alternative consists of all the improvements included in the Signalized 3 -Lane Intersection Alternative , plus additional buffered bike lanes and wider sidewalks, but would construct a single lane roundabout at the study intersection. Carlsbad Boulevard would narrow to two lanes starting at Cherry Avenue and would widen back to four lanes south of the bridge. This alternative assumes installation of a metering signal on the eastbound approach (west leg) with queue detection on the northbound approach (south leg) located approximately 500 feet south of the yield line. The intersections of Carlsbad Boulevard with Redwood Avenue and Sequoia Avenue would remain full access.

The three “improved” Project alternatives are shown in Attachment A.

STUDY ANALYSIS SCENARIOS
The Study intersection was evaluated under the following scenarios:
• Existing Conditions: Existing traffic volumes from counts. • Cumulative Conditions: A near-term scenario representing existing traffic volumes plus traffic projected to be generated from approved and reasonably foreseeable pending projects that are expected to influence the study area and intersection.
• Horizon Year 2035 Conditions : a future y ear scenario based on growth found in the Transportation Forecast Information Center (TFIC) as part of the San Diego Association of Governments (SANDAG) ABM2+/2021 Regional Transportation Demand Model (RTDM).

The study intersection was evaluated under the following time periods:
• Typical Weekday AM peak hour
• Typical Weekday PM peak hour
• Summer Weekend (Saturday) midday peak hour
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Final Carlsbad Boulevard and Tamarack Avenue Intersection Improvement Project Mobility Analysis 6 of 19

TRAFFIC VOLUMES
Existing Traffic Volumes
Vehicle, bicycle, and pedestrian counts were collected at all existing study intersections during weekday AM (7AM-9AM) and PM (4PM-6PM) peak periods and weekend midday (11AM-1PM) peak periods. Intersection counts were collected on Thursday, May 12, 2022, when school was in session, as well as during two (2) summer Saturdays, June 18, 2022 and June 25, 2022. The two summer Saturday counts were taken to satisfy the City’s Local Coastal Program requirement that quantitative analyses be prepared using data fr om peak beach use periods collected during two weekends between Memorial Day and Labor Day. Both days of summer Saturday midday intersection counts were averaged for use in this analysis. AM and PM peak period counts for the intersections of Carlsbad Boulevard with Redwood Avenue and Sequoia Avenue were provided by the City and were collected on Tuesday, August 27, 2019. The 2019 counts at Redwood Avenue and Sequoia Avenue were adjusted/balanced to match new 2022 counts at the adjacent Carlsbad Boulevard and Tamarack Avenue intersection.
24-hr Average daily traffic (ADT) counts were collected on the segment of Carlsbad Boulevard south of Tamarack Avenue on Thursday, June 30, 2022, and during two (2) summer Saturdays, June 18, 2022 and June 25, 2022 for use in the MMLOS analysis.

Traffic volume count sheets are included in Attachment B.

Cumulative Conditions Traffic Volumes
Cumulative conditions represent a future condition where traffic from approved and reasonably foreseeable pending projects is added to Existing volumes on the study roadway network. A list of cumulative projects was provided by City staff and is shown in Table 1 below. Trip generation, distribution, and assignment for each project is included in Attachment C.

Table 1. Cumulative Projects
Project Address Description
3060 State Street Restaurant 3060 State Street 1,358 sf restaurant & outdoor patio converted from existing vacant commercial building.

Carlsbad by the Sea Summerhouse 2710 Ocean Street
Consolidation of 5 Parcels for new 40,000 sq
ft professional services building for memory
care and independent living.

Chinquapin Coastal Homes 330 Chinquapin Avenue Three triplex buildings containing nine airspace condominium units.

Garfield Beach Homes 3570 Garfield Street Construction of 12 single family dwelling units.

Vigilucci’s Seafood & Steakhouse 3878 Carlsbad Boulevard Addition of a 1,925 sf to the patio area to accommodate 104 seats for dining use.

Horizon Year (2035) Conditions Traffic Volumes
Horizon Year conditions represent a year 2035 condition with traffic volumes dev eloped using SANDAG RTDM forecasts at the Project location. The current ABM2+/2021 model forecasts for 2016 and 2035 were used to find yearly growth rates for each leg of Carlsbad Boulevard & Tamarack Avenue. The model indicated no growth or negative growth at the intersection, ranging from -0.71% to 0.0% per year. Growth rates were applied to Cumulative conditions traffic volumes at the intersection between 2022 and 2035 to determine Horizon Year conditions traffic volumes. SANDAG RTDM ABM2+/2021 forecasts for 2016 and 2035 are contained in Attachment D.

Intersection volumes at Carlsbad Boulevard & Tamarack Avenue under weekday AM, PM, and Summer Saturday conditions for Existing, Cumulative, and Horizon Year scenarios are shown in Figures 2 and 3. Note July 18, 2023
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Final Carlsbad Boulevard and Tamarack Avenue Intersection Improvement Project Mobility Analysis 7 of 19 that under the Signalized 3-Lane and Signalized 4-Lane Intersection Alternatives, the westbound left -turn volumes and southbound left-turn volumes at the Carlsbad Boulevard and Sequoia Avenue intersection are re-routed to the Carlsbad Boulevard and Tamarack Avenue intersection.

Figure 2. Weekday AM and PM Peak Hour Traffic Volumes

Figure 3. Summer Saturday Midday Peak Hour Traffic Volumes

ANALYSIS METHODOLOGY

INTERSECTION LEVEL OF SERVICE THRESHOLDS
Traffic operations in this study have been quantified through the determination of “Level of Service” (LOS).

Level of Service is a qualitative measure of traffic operating conditions, whereby a letter grade “A” through “F” is assigned to an intersection or roadway segment, representing progressively worsening traffic Existing AM(PM) Cumulative AM(PM) Horizon Year AM(PM)
Existing SAT Cumulative SAT Horizon Year SAT
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Final Carlsbad Boulevard and Tamarack Avenue Intersection Improvement Project Mobility Analysis 8 of 19 operations. LOS “A” represents free-flow conditions with little to no delays, while LOS “F” represents jammed or grid-lock conditions.

Intersection LOS has been calculated for the roundabout and signalized intersection control types using methods documented in the Transportation Research Board Publication Highway Capacity Manual, 6th Edition (HCM). For signalized intersections and roundabouts, the intersection delays and LOS reported are the “average” values for the whole intersection. The delay based HCM 6th Edition LOS criteria are outlined in Table 2.

Table 2. HCM 6th Edition Intersection LOS Thresholds
Level of
Service Description
Intersection Control Delay
for Signals and
Roundabouts
(seconds/vehicle)
A Free-flow conditions with negligible to minimal delays. < 10 B Good progression with slight delays. > 10 – 20
C Relatively higher delays. > 20 – 35
D Somewhat congested conditions with longer but tolerable delays. > 35 – 55 E Congested conditions with significant delays. > 55 – 80 F Jammed or grid-lock type operating conditions. > 80
Source: HCM 6th Edition Exhibit 20-2.

This analysis adheres to the City of Carlsbad Transportation Impact Analysis Guidelines (April 2018). Table 3- 1 of the General Plan Mobility Element indicates that based on the typologies of the three main approaches of Carlsbad Boulevard and Tamarack Avenue, the intersection is not subject to vehicular LOS standards.

However, for the purposes of this analysis, it is assumed that City roadways and intersections should strive to maintain LOS D or better operations during peak periods, when possible.

SIMTRAFFIC SOFTWARE PARAMETERS
SimTraffic 11 microsimulation software was used to evaluate the study intersections under the signalized No Build, Signalized 3-Lane, and Signalized 4-Lane Intersection alternatives. SimTraffic software was chosen because it can more accurately model the interaction of the study intersection with the closely space d adjacent intersections of Redwood Avenue and Sequoia Avenue, as well as provide a more nuanced evaluation of the differences between the Signalized 3-Lane and Signalized 4-Lane Intersection Alternative operations. The model network included the side-street stop-controlled intersections of Carlsbad Boulevard with Redwood Avenue and Se quoia Avenue . Existing s ignal timing data at the study intersection was provided by City staff. Ten (10), 1-hour model runs (with a 10 -minute warm -up period) were run and averaged to obtain 95th percentile queueing results and intersection delay at all study intersections.

SIDRA SOFTWARE PARAMETERS
Sidra 9 roundabout analysis software was used to analyze the Roundabout Intersection Alternative. The HCM 6 Capacity Methodology in Sidra was used to analyze the intersection and includes various calibration factors. The Ent ry/Circulating Flow Adjustment calibration factor is a parameter that can be adjusted to avoid underestimation of capacities at low circulating flows and for Unbalanced Flow conditions. Higher values result in reduced follow-up headway and critical gap values (increased capacity). Page 244 of the Sidra Intersection 9 User Guide states that Unbalanced Flow occurs at a roundabout when the circulating flow mostly originates from one (dominant) approach and is highly queued on the approach before entering the roundabout. Unbalanced Flow is projected to occur under PM peak hour conditions, with the northbound approach being the dominant approach. This analysis utilized a “ High” Entry/Circulating Flow Adjustment factor as it better accounts for the projected Unbalanced Flow conditions and reflects local driver familiarity with roundabouts due to the recently constructed and planned roundabouts on Carlsbad Boulevard at State July 18, 2023
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Final Carlsbad Boulevard and Tamarack Avenue Intersection Improvement Project Mobility Analysis 9 of 19 Street and Canon Road, respectively. In addition, the “High” Entry/Circulating Flow Adjustment factor results in Critical Gap and Follow-Up Headway values that are generally in line with measured values from multiple California sites presented in the Roundabout Geometric Design Guidance Final Report (Prepared for Caltrans by the University of Nevada, Reno, June 2007). This analysis also checked the “SIDRA Model for Unbalanced Flow Conditions for HCM 6” option in the Options tab to better model Unbalanced Flow conditions consistent with recommendations in the Sidra Intersection 9 User Guide.

GENERAL MODELING ASSUMPTIONS
A peak hour factor of 1.0 was used for all model scenarios in order to design the project to peak hour conditions instead of peak 15-minute conditions, and consistent with existing observed study area peak hour factors that are close to 1.0. Pedestrian and bicycle volumes were included in all SimTraffic and Sidra models in order to capture the effects of the relatively large multimodal volumes.

QUEUEING ANALYSIS
95th Percentile queuing for all movements at Carlsbad Boulevard and Tamarack Avenue was evaluated against existing and proposed available storage space using SimTraffic and Sidra software. Storage space for turn lanes was based on turn pocket length and storage space for through movement was based on the distance to the nearest cross street.

MMLOS THRESHOLDS
MMLOS provides a qualitative “grade” assigned to specified travel modes, ranging from a LOS A to LOS F. As outlined in the City’s General Plan, LOS A reflects a high service standard for a travel mode (e.g., outstanding characteristics and experience for that mode) and LOS F would reflect a poor service standard for a travel mode (e.g. congestion for vehicles, no bicycle, pedestrian, or transit facilities, etc.) MMLOS evaluates the safety and quality of access and mobility for pedestrian, bicyclist, and transit users using methods documented in the Carlsbad General Plan Mobility Element, Chapter 3 . The General Plan Mobility Element classifies and identifies street typology for each street in the City.

As published in the General Plan Mobility Element, the MMLOS for the various travel modes were evaluated according to the following factors:
• Vehicular LOS: Level of service was determined by the most recent version of the HCM. This methodology evaluates vehicles based on their freedom to maneuver and overall delay experienced at intersections.
• Pedestrian LOS: Level of service was evaluated using the Carlsbad MMLOS method. This method evaluates the quality of the pedestrian system (e.g. , number of vehicle lanes that need to be crossed and the speed of adjacent traffic) and the friendliness of the infrastructure at intersections (e.g. pedestrian countdown heads, dedicated pedestrian phases (e.g. a sc ramble phase), curb extensions, refuge median).
• Bicycle LOS: Level of service was evaluated using the Carlsbad MMLOS method. This method evaluates the quality of the bicycle system (e.g. , bicycle route, bicycle lanes, or bicycle pathway; presence of bicycl e buffers from the vehicle travel way), the amenities of the system (e.g. , presence of bicycle parking), and the friendliness of the infrastructure (e.g. , bicycle detection at intersections, pavement conditions, presence of vehicle parking). • Transit LOS: Level of service was evaluated using the Carlsbad MMLOS method. This method evaluates the transit vehicle right -of-way (e.g., dedicated or shared, signal priority), hours and frequency of service (e.g., weekday/weekend hours, peak period headway); performance (e.g., on- time or late); amenities and safety (e.g., lighting, covered stop, bench, on -board bike/surfboard storage); and connectivity (e.g., to other transit routes, employment areas, schools, visi tor attractions, and other major destinations).

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Final Carlsbad Boulevard and Tamarack Avenue Intersection Improvement Project Mobility Analysis 10 of 19 The Carlsbad MMLOS Tool is an Excel based qualitative mobility analysis spreadsheet and was used to complete the MMLOS analysis for the Project . The Carlsbad MMLOS Tool calculates a score and corresponding LOS for each direction of travel on a study segment. The total score thresholds are outlined in Table 3.

Table 3. MMLOS Thresholds
Level of Service Point Score
A 90 – 100
B 80 – 89
C 70 – 79
D 60 – 69
E 50 – 59
F 0 – 49
Source: City of Carlsbad General Plan: Mobility Element The City’s General Plan classifies Carlsbad Boulevard as an Identity Street north of Tamarack Avenue and a Coastal Street south of Tamarack Avenue , and Tamarack Avenue is classified as a Neighborhood Connector Street.

Identity Street, Coastal Street, and Neighborhood Street typologies are subject to a MMLOS standard for the following modes: Pedestrian and Bicycle travel. Per Policy 3 -P.4 in the General Plan Mobility Element, the study area pedestrian and bicycle facilities should maintain LOS D or better. As published in Table 3-1 of the City’s General Plan, Transit is not subject to a MMLOS standard.

INTERSECTION OPERATIONS

INTERSECTION DELAY AND LOS
Intersection LOS results are shown in Table 4 for all alternatives and scenarios.

As shown in Table 4 , the study intersection would operate at LOS C or better under al l scenarios . The SimTraffic and Sidra delay outputs are included in Attachment E.

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Final Carlsbad Boulevard and Tamarack Avenue Intersection Improvement Project Mobility Analysis 11 of 19 Table 4. Carlsbad Boulevard & Tamarack Avenue Intersection LOS Alternative Control
Type
Peak
Hour
Existing Cumulative Horizon Year
Delay
(s/veh)1 LOS Delay
(s/veh) LOS Delay
(s/veh) LOS
No Build Signal
AM 13.9 B 13.7 B 13.3 B
PM 23.7 C 24.6 C 23.6 C
SAT 24.4 C 25.1 C 24.9 C
3-Lane Alt Signal
AM 17.6 B 17.1 B 17.2 B
PM 26.9 C 26.8 C 26.6 C
SAT 30.3 C 30.8 C 29.8 C
4-Lane Alt Signal
AM 17.4 B 17.8 B 17.1 B
PM 26.0 C 26.9 C 25.6 C
SAT 29.6 C 30.6 C 29.1 C
Roundabout Roundabout
AM 3.9 A 4.0 A 3.6 A
PM 18.8 B 22.0 C 15.7 B
SAT 13.2 B 15.5 B 12.5 B
Notes:

Bold values indicate LOS E or F.
1Average control delay is reported for signalized and roundabout control types.

INTERSECTION QUEUEING
Table 5 shows the 95th percentile queueing at each movement compared to the available storage length. In the SimTraffic model, when 95th percentile queues for the northbound and southbound through movements exceeded the available storage (i.e. , the distance between Tamarack Avenue and Redwood Avenue or between Tamarack Ave nue and Sequoia Avenue), through queues were calculated by combining the corresponding northbound or southbound queue lengths at the Carlsbad Boulevard and Tamarack Avenue intersection and the next adj acent intersection in the model . SimTraffic and Sidra q ueueing results are included in Attachment E.

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Final Carlsbad Boulevard and Tamarack Avenue Intersection Improvement Project Mobility Analysis 12 of 19 Table 5. 95th Percentile Intersection Queueing
Alternative Movement Storage
(ft)1
95th Percentile Queues (ft)
Existing Cumulative Horizon Year

AM PM SAT AM PM SAT AM PM SAT
No Build
NBL 70 37 119 109 30 122 143 31 112 110
NBT 230 89 488 291 93 502 321 88 446 294
SBL 115 61 136 132 59 137 143 61 131 151
SBT 235 113 145 194 115 142 215 111 150 206
SBR 70 15 23 90 0 23 89 0 24 101
EBT 235 36 64 69 33 61 78 31 69 76
EBR 30 5 22 24 0 24 29 4 27 28
WBL 75 124 115 124 124 118 133 113 117 124
WBT 450 65 97 123 80 103 138 76 117 114
3-Lane
Alternative
NBL 115 38 133 133 39 133 129 32 119 105
NBT 230 105 539 314 98 535 332 103 495 305
SBL 97 75 162 209 78 165 213 74 167 213
SBT 235 177 209 336 166 203 348 167 222 325
EBT 235 34 64 75 34 63 75 40 59 74
EBR 30 0 7 28 4 18 26 0 4 29
WBL 93 163 138 176 169 140 178 158 127 162
WBT 450 121 126 178 143 135 194 140 108 157
4-Lane
Alternative
NBL 115 38 137 124 37 130 136 34 118 132
NBT 230 104 536 316 109 535 335 102 500 317
SBL 97 73 146 159 69 137 192 69 137 168
SBT 235 129 171 234 139 152 272 120 154 260
EBT 235 37 60 78 37 65 70 32 58 68
EBR 30 0 10 36 4 19 26 0 13 23
WBL 93 165 136 171 171 143 172 160 132 157
WBT 450 133 126 160 150 127 190 130 119 137
Roundabout
Alternative
NB 215 7 117 85 8 135 97 7 99 83
SB 220 44 24 109 46 25 122 41 23 106
EB 260 5 10 28 5 10 29 5 10 28
WB 450 23 25 28 24 25 75 21 22 61
Notes:

Left-Turn Queueing
As shown in Table 5, under the Signalized 3-Lane and Signalized 4-Lane Intersection Alternatives, queueing would exceed proposed turn pocket length for the northbound, southbound, and westbound left -turn movement during at least one peak hour under all scenarios. Minimum turn pocket lengths to accommodate maximum projected left-turn queues under the Signalized 3 -Lane and Signalized 4 -Lane Intersection Alternatives are as follows:

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Final Carlsbad Boulevard and Tamarack Avenue Intersection Improvement Project Mobility Analysis 13 of 19 Northbound Left-Turn Pocket Length
o Signalized 3-Lane Intersection Alternative: 135 feet
o Signalized 4-Lane Intersection Alternative: 140 feet
• Southbound Left-Turn:
o Signalized 3-Lane Intersection Alternative: 215 feet
o Signalized 4-Lane Intersection Alternative: 195 feet
• Westbound Left-Turn:
o Signalized 3-Lane Intersection Alternative: 180 feet
o Signalized 4-Lane Intersection Alternative: 175 feet
If the above turn pocket lengths are not feasible to implement based on geometric constraints , it is recommended to make the turn pockets as long as feasible.

Note that as shown in Attachment A, the Signalized 3-Lane and Signalized 4-Lane Intersection Alternatives propose removal of the existing two-way left-turn median lane on Tamarack Avenue. Leaving a portion of the existing two-way left -turn lane could also accommodate southbound left -turn queueing without lengthening the turn pocket.

Northbound and Southbound Through Movement Queueing
Northbound and southbound queueing are projected to exceed available storage during at least one peak hour for all scenarios under the Signalized 3-Lane and Signalized 4-Lane Intersection Alternatives. Worst- case southbound queues under the Signalized 3-Lane Intersection Alternative would be 348 feet long (back of queue would pass Redwood Avenue Avenue) under Cumulative Summer Saturday conditions. Worst-case southbound queues under the Signalized 4-Lane Intersection Alternative would be 272 feet long and are projected to be better than those under the Signalized 3-Lane Intersection Alternative due to the fact that the lane reduction of southbound Carlsbad Avenue south of Tamarack Avenue would not occur under this Alternative. It is recommended that “Keep Clear” striping is used on Carlsbad boulevard at Redwood Avenue to allow for full access (left-turns in and out) to be maintained at Redwood Avenue.

Worst-case northbound queues are projected to be 539 feet and 536 feet long under the Signalized 3-Lane and Signalized 4-Lane Intersection Alternatives, respectively, reaching back to the northern end of the Agua Hedionda Lagoon bridge. As the intersection of Sequoia Avenue and Carlsbad Boulevard would be converted to right-in/right-out only under these Alternatives, no queueing-related improvements are recommended at the Carlsbad Boulevard & Sequoia Avenue intersection. It should be noted that under worst-case conditions, both the northbound and southbound queues were observed to clear the intersection in one cycle.

Under the Roundabout Intersection Alternative , queueing on all approaches is shown to fit within the available storage space.

Eastbound Queueing
Eastbound shared left/through queueing is projected to fit within available storage under all sc enarios and alternatives. Eastbound right -turn queueing is shown to slightly exceed the short, channelized right-turn pocket during the Existing Summer Saturday Peak Hour for the Signalized 4-Lane Intersection Alternative.

However as there is additional storage space along the drive aisle before reaching the beach parking lot, queue storage is assumed to be adequate for this approach under all scenarios and alternatives.

Queueing at Redwood Avenue and Sequoia Avenue
The effect of the Project alternatives on queueing at the intersections of Carlsbad Boulevard with Redwood Avenue and Sequoia Avenue was evaluated. Redwood Avenue is proposed to remain full -access under all alternatives and Sequoia Avenue is proposed to be converted to right-in/right-out only under the Signalized 3-Lane and Signalized 4-Lane Intersection Alternatives.

Results showed that worst -case queueing at Redwood Avenue occurred during the Existing Saturday peak hour under the Signalized 3-Lane Intersection Alternative conditions. Maximum 95th percentile westbound July 18, 2023
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Final Carlsbad Boulevard and Tamarack Avenue Intersection Improvement Project Mobility Analysis 14 of 19 and southbound left-turn queues at Redwood Avenue are projected to be 40 feet and 30 feet, respectively, which would both fit within available storage space. Results showed that worst -case queueing at Sequoia Avenue occurred during the Cumulative PM peak hour under the Signalized 3-Lane Intersection Alternative conditions. Maximum 95th percentile westbound queues at Sequoia Avenue are projected to be 26 feet, which would fit within available storage space. As worst-case northbound left-turn queueing at Carlsbad Boulevard and Tamarack Avenue is projected to be 137 feet, there may not be enough space to retain the southbound left-turn pocket at Sequoia Avenue under the Signalized 3 -Lane and Signalized 4 -Lane Intersection Alternatives. Therefore, it is recommended that Sequoia Avenue operate with right-in/right-out control under the Signalized 3-Lane and Signalized 4-Lane Intersection Alternatives as proposed. However, since there would be no northbound left-turn pocket at the Carlsbad Boulevard and Tamarack Avenue intersection under the Roundabout Intersection Alternative, there would be adequate room to provide a southbound left- turn pocket at Sequoia Avenue under the Roundabout Intersection Alternative . Maximum 95 th percentile southbound left-turn queues at Sequoia Avenue are projected to be 25 feet, which would fit within available storage.

MULTIMODAL LEVEL OF SERVICE
Pedestrian and Bicycle MMLOS for the three main approaches of the Carlsbad Boulevard and Tamarack Avenue intersection, as well as the segment of Carlsbad Boulevard between Sequoia Avenue and the south end of the bridge, were evaluated for all alternatives under Existing conditions. Cumulative and Horizon Year scenario analysis was omitted because Cumulative ADT volumes showed only a very slight increase over Existing ADTs and projected Horizon Year ADTs were lower than Existing ADTs. As such, Horizon Year a nd Cumulative condition MMLOS results were projected to be the same as Existing MMLOS results. In addition to roadway ADT, the City MMLOS Tool takes into account inputs such as sidewalk and bike lane widths, speed limit, presence of pedestrian and bike lan e buffers, and traffic calming features such as bulb -outs and high visibility crosswalks. MMLOS was evaluated for the No Build Alternative, the Signalized 3-Lane Intersection Alternative, the Signalized 4 -Lane Intersection Alternative, and the Roundabout Intersection Alternative .

As shown in Table 6, the Project improvement alternatives were found to provide notably better pedestrian LOS and similar or better bicycle LOS over No Build. MMLOS reports can be found in Attachment F.

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Final Carlsbad Boulevard and Tamarack Avenue Intersection Improvement Project Mobility Analysis 15 of 19

Table 6. MMLOS Results
Segment
No Build 3-Lane Alternative 4-Lane Alternative Roundabout Alternative Pedestrian Bicycle Pedestrian Bicycle Pedestrian Bicycle Pedestrian Bicycle

NB/EB SB/WB NB/EB SB/WB NB/EB SB/WB NB/EB SB/WB NB/EB SB/WB NB/EB SB/WB NB/EB SB/WB NB/EB SB/WB Score LOS Score LOS Score LOS Score LOS Score LOS Score LOS Score LOS Score LOS Score LOS Score LOS Score LOS Score LOS Score LOS Score LOS Score LOS Score LOS Carlsbad Blvd (south leg) –
Sequoia Ave to Tamarack Ave 45 F 55 E 100 A 100 A 100 A 100 A 90 A 90 A 100 A 100 A 90 A 90 A 100 A 100 A 100 A 100 A Carlsbad Blvd (north leg) –
Tamarack Ave to Redwood Ave 70 C 70 C 95 A 100 A 95 A 100 A 100 A 100 A 85 B 100 A 100 A 100 A 100 A 100 A 100 A 100 A Tamarack Ave (east leg) –
Carlsbad Blvd to Garfield St 80 B 80 B 95 A 95 A 100 A 100 A 95 A 95 A 100 A 100 A 95 A 95 A 100 A 100 A 95 A 95 A Carlsbad Blvd (bridge) –
Sequoia to south end of Bridge 45 F 45 F 100 A 100 A 95 A 100 A 100 A 100 A 85 B 95 A 100 A 90 A 100 A 100 A 100 A 100 A Notes:

Source: City of Carlsbad MMLOS Tool

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Final Carlsbad Boulevard and Tamarack Avenue Intersection Improvement Project Mobility Analysis 16 of 19

SAFETY EVALUATION
This section discusses the collision history in the vicinity of the study intersection. Approximately fourteen years of crash data (January 2008 – July 2022) were provided by the City to identify high collision locations and common collision characteristics. Table 7 summarizes the collisions in the study area and describes the collision severity (fatal, serious injury, other visible injury, complaint of pain, and property damage (PDO)) and the collision type (broadside, sideswipe, rear-end, hit object).

Table 7. Project Area Crash Data Summary: Severity & Type Intersection
Severity Type Primary Collision Factor
Crashes
Fatal
Serious Injury
Other Visible Injury
Complaint of Pain
PDO
Broadside
Sideswipe
Rear-End
Hit Object
Other
Not Stated
DUI
Unsafe Speed
Improper Turning
Unsafe
Start/Backing
Traffic Signals &
Signs
Other
Carlsbad Boulevard &
Redwood Avenue 3 0 0 0 1 2 0 1 1 1 0 0 0 1 1 0 0 1
Carlsbad Boulevard &
Tamarack Avenue 11 0 0 4 5 2 1 2 5 1 1 1 4 2 2 2 1 0
Carlsbad Boulevard &
Sequoia Avenue 3 0 0 1 1 1 0 1 2 0 0 0 0 1 1 0 0 1
Tamarack Avenue &
Garfield Street 1 0 0 0 1 0 1 0 0 0 0 0 0 0 0 0 1 0
Total 18 0 0 5 8 5 2 4 8 2 1 1 4 4 4 2 2 2
As shown in Table 7 , the majority of collisions occurred at the intersection of Carlsbad Boulevard and Tamarack Avenue. The most common type of collision was rear-end, followed by sideswipe collisions. The most common primary collision factors were driving under the influence, unsafe speed, improper turning, and unsafe starting or backing. Implementation of traffic calming measures proposed in the Project improvement alternatives would potentially help reduce the number of collisions caused by unsafe speed.

Installation of a roundabout at Carlsbad Boulevard & Tamarack Avenue could potentially reduce the number of collisions due to Traffic Signals and Signs. Attachment G contains raw collision data for the study area.

PROJECT ALTERNATIVES EVALUATION
The Project alternatives were evaluated based on a point system associated with the lowest projected vehicular, pedestrian, and bicycle LOS for each alternative, where LOS A represents 6 points, LOS B represents 5 points, LOS C represents 4 points, LOS D represents 3 points, LOS E represents 2 points, and LOS F represents 1 point. Additionally, queueing was evaluated by assigning points based on the worst-case 95th percentile queues where 0-100 feet of queueing represents 6 points, 101-200 feet represents 5 points, 201-300 feet represents 4 points, 301-400 feet represents 3 points, 401-500 feet represents 2 points, and 501+ feet represent 1 point. Table 8 provides a comparison between each alternative based on this system.

As shown in Table 8 , the Roundabout Intersection Alternative provides the best overall score based on vehicle, pedestrian, and bicycle LOS and queueing. In addition to providing acceptable LOS and reasonable queueing, the Roundabout Intersection Alternative would also enhance the pedestrian and bicycle experience and improve safety in the study area.

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Final Carlsbad Boulevard and Tamarack Avenue Intersection Improvement Project Mobility Analysis 17 of 19 Table 8. Alternatives Comparison
LOS Type
Points
No Build 3-Lane Alt 4-Lane Alt Roundabout
Vehicular LOS 4 4 4 4
Pedestrian LOS 1 6 5 6
Bicycle LOS 6 6 6 6
Worst-Case Queueing 1 1 1 5
Total 12 17 16 21
Notes:

LOS A = 6 points, LOS B = 5 points, LOS C = 4 points, LOS D = 3 points, LOS E = 2 points, LOS F = 1 point
Queueing: 0-100 ft = 6 points, 101-200 ft = 5 points, 201-300 ft = 4 points, 301-400 ft = 3 points, 401- 500 ft = 2 pts, 501+ ft = 1 point

CONCLUSION

INTERSECTION LOS
The intersection of Carlsbad Boulevard & Tamarack Avenue would operate at LOS D or better under all scenarios.

INTERSECTION QUEUEING
Under the Signalized 3 -Lane and Signalized 4 -Lane Intersection Alternatives, queueing would exceed proposed turn pocket length for the northbound, southbound, and westbound left-turn movement during at least one peak hour under all scenarios. Minimum turn pocket lengths to accommodate maximum projected left-turn queues under the Signalized 3-Lane and Signalized 4-Lane Intersection Alternatives are as follows:
o Signalized 3-Lane Intersection Alternative: 135 feet
o Signalized 4-Lane Intersection Alternative: 140 feet
• Southbound Left-Turn:
o Signalized 3-Lane Intersection Alternative: 215 feet
o Signalized 4-Lane Intersection Alternative: 195 feet
• Westbound Left-Turn:
o Signalized 3-Lane Intersection Alternative: 180 feet
o Signalized 4-Lane Intersection Alternative: 175 feet
If the above turn pocket lengths are not feasible to implement based on geometric constraints, it is recommended to make the turn pockets as long as feasible.

Worst-case northbound and southbound queues under the Signalized 3 -Lane and Signalized 4 -Lane Intersection Alternatives would extend to the north end of the Agua Hedionda Lagoon bridge and past Redwood Avenue, respectively. It is recommended that “Keep Clear” striping is used on Carlsbad Boulevard at Redwood Avenue to allow for full access (left -turns in and out) to be maintained at Re dwood Avenue. As the intersection of Sequoia Avenue and Carlsbad Boulevard would be converted to right -in/right-out only under these Alternatives, no queueing -related improvements are recommended at the Carlsbad Boulevard & Sequoia Avenue intersection. It should be noted that under worst -case conditions, both the northbound and southbound queues were observed to clear the intersection in one cycle.

Northbound Left-Turn
•
n:

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Final Carlsbad Boulevard and Tamarack Avenue Intersection Improvement Project Mobility Analysis 18 of 19 Under the Roundabout Intersection Alternative , queueing on all approaches are shown to fit within the available storage.

Redwood Avenue is proposed to remain full -access under all alternatives and Sequoia Avenue is proposed to be converted to right -in/right-out only under the Signalized 3-Lane and Signalized 4-Lane Intersection Alternatives. Worst-case queueing at Redwood Avenue and Sequoia Avenue was shown to fit within available storage space. As worst -case northbound left-turn queueing at Carlsbad Boulevard & Tamarack Avenue is projected to be 137 feet, there may not be enough space to retain the southbound left-turn pocket at Sequoia Avenue under the Signalized 3 -Lane and Signalized 4 -Lane Intersection Alternatives. Therefore, it is recommended that Sequoia Avenue operate with right-in/right-out control under the Signalized 3-Lane and Signalized 4-Lane Intersection Alternatives as proposed. However, since there would be no northbound left- turn pocket at the Carlsbad Boulevard and Tamarack Avenue intersection under the Roundabout Intersection Alternative, there would be adequate room to provide a southbound left-turn pocket at Sequoia Avenue under the Roundabout Intersection Alternative . Maximum 95 th percentile southbound left -turn queues at Sequoia Avenue are projected to be 25 feet, which would fit within available storage.

MMLOS
The Project improvement alternatives were found to provide notably better pedestrian LOS and similar or better bicycle LOS over No Build conditions.

SAFETY EVALUATION
The majority of collisions occurred at the intersection of Carlsbad Boulevard and Tamarack Avenue. The most common type of collision was rear -end, followed by sideswipe collisions. The most common primary collision factors were driving under the influence, unsaf e speed, improper turning, and unsafe starting or backing. Implementation of traffic calming measures proposed in the Project improvement alternatives would potentially help reduce the number of collisions caused by unsafe speed. Installation of a roundabout at Carlsbad Boulevard & Tamarack Avenue could potentially reduce the number of collisions due to Traffic Signals and Signs.

ALTERNATIVES EVALUATION
The Project alternatives were evaluated based on a point system associated with the lowest projected vehicular, pedestrian, and bicycle LOS for each alternative, where LOS A represents 6 points, LOS B represents 5 points, LOS C represents 4 points, LOS D re presents 3 points, LOS E represents 2 points, and LOS F represents 1 point. Additionally, queueing was evaluated by assigning points based on the worst-case 95th percentile queues where 0-100 feet of queueing represents 6 points, 101 -200 feet represents 5 points, 201-300 feet represents 4 points, 301 -400 feet represents 3 points, 401 -500 feet represents 2 points, and 501+ feet represent 1 point.

The Roundabout Intersection Alternative provides the best overall score based on vehicle, pedestrian, and bicycle LOS and queueing. In addition to providing acceptable LOS and reasonable queueing, the Roundabout Intersection Alternative would also enhance the pedestrian and bicycle experience and improve safety in the study area.

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Final Carlsbad Boulevard and Tamarack Avenue Intersection Improvement Project Mobility Analysis 19 of 19 ATTACHMENTS:

Attachment A: Project Alternative Exhibits
Attachment B: Traffic Counts
Attachment C: Cumulative Project List, Trip Generation, Distribution, and Assignment Attachment D: SANDAG RTDM ABM2/2019 Forecasts for 2016 and 2050 Attachment E: SimTraffic and Sidra Reports
Attachment F: MMLOS Reports
Attachment G: Collision Data

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Final Carlsbad Boulevard and Tamarack Avenue Pedestrian Improvement Project Mobility Analysis Attachment A:

Project Alternative Exhibits

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Final Carlsbad Boulevard and Tamarack Avenue Pedestrian Improvement Project Mobility Analysis

Attachment B:

Traffic Counts
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File Name : CAR_Carl_Tam AM
Site Code : 99922433
Start Date : 5/12/2022
Page No : 1
City of Carlsbad
N/S: Carlsbad Boulevard
E/W: Tamrack Avenue
Weather: Clear
Groups Printed- Total Volume
Carlsbad Boulevard
Southbound
Tamrack Avenue
Westbound
Carlsbad Boulevard
Northbound
Beach Parking
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 8 71 0 79 26 3 6 35 1 24 8 33 1 2 0 3 150
07:15 AM 11 87 1 99 28 1 12 41 5 29 9 43 1 5 2 8 191
07:30 AM 9 113 2 124 48 2 14 64 3 43 17 63 1 0 1 2 253
07:45 AM 6 118 0 124 57 3 25 85 1 41 13 55 3 1 0 4 268
Total 34 389 3 426 159 9 57 225 10 137 47 194 6 8 3 17 862 08:00 AM 14 104 9 127 62 2 16 80 1 46 12 59 0 1 3 4 270 08:15 AM 12 94 3 109 54 12 11 77 4 53 19 76 1 3 4 8 270 08:30 AM 14 93 6 113 53 8 19 80 8 75 26 109 2 2 0 4 306 08:45 AM 16 93 4 113 29 5 13 47 8 71 20 99 1 2 5 8 267
Total 56 384 22 462 198 27 59 284 21 245 77 343 4 8 12 24 1113 Grand Total 90 773 25 888 357 36 116 509 31 382 124 537 10 16 15 41 1975 Apprch % 10.1 87 2.8 70.1 7.1 22.8 5.8 71.1 23.1 24.4 39 36.6 Total % 4.6 39.1 1.3 45 18.1 1.8 5.9 25.8 1.6 19.3 6.3 27.2 0.5 0.8 0.8 2.1 Carlsbad Boulevard
Southbound
Tamrack Avenue
Westbound
Carlsbad Boulevard
Northbound
Beach Parking
Eastbound
Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:45 AM
07:45 AM 6 118 0 124 57 3 25 85 1 41 13 55 3 1 0 4 268
08:00 AM 14 104 9 127 62 2 16 80 1 46 12 59 0 1 3 4 270 08:15 AM 12 94 3 109 54 12 11 77 4 53 19 76 1 3 4 8 270 08:30 AM 14 93 6 113 53 8 19 80 8 75 26 109 2 2 0 4 306 Total Volume 46 409 18 473 226 25 71 322 14 215 70 299 6 7 7 20 1114 % App. Total 9.7 86.5 3.8 70.2 7.8 22 4.7 71.9 23.4 30 35 35 PHF .821 .867 .500 .931 .911 .521 .710 .947 .438 .717 .673 .686 .500 .583 .438 .625 .910 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
July 18, 2023
Item #10 Page 133 of 356
File Name : CAR_Carl_Tam AM
Site Code : 99922433
Start Date : 5/12/2022
Page No : 2
City of Carlsbad
N/S: Carlsbad Boulevard
E/W: Tamrack Avenue
Weather: Clear
Carlsbad Boulevard
Beach Parking
Tamrack Avenue
Carlsbad Boulevard
Right
18 Thru
409
Left
46 InOut Total
292 473 765
Right
71 Thru
25 Left
226
OutTotal In
123 322 445
Left
14 Thru
215
Right
70 Out TotalIn
642 299 941
Left
6 Thru
7 Right
7 TotalOut In
57 20 77
Peak Hour Begins at 07:45 AM

PO Box 1178
Corona, CA 92878
(951)268-6268
July 18, 2023
Item #10 Page 134 of 356
File Name : CAR_Carl_Tam PM
Site Code : 99922433
Start Date : 5/12/2022
Page No : 1
City of Carlsbad
N/S: Carlsbad Boulevard
E/W: Tamrack Avenue
Weather: Clear
Groups Printed- Total Volume
Carlsbad Boulevard
Southbound
Tamrack Avenue
Westbound
Carlsbad Boulevard
Northbound
Beach Parking
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 28 122 4 154 35 4 23 62 10 243 47 300 8 2 9 19 535 04:15 PM 24 113 2 139 24 3 33 60 6 244 71 321 4 3 10 17 537 04:30 PM 22 115 7 144 27 7 18 52 9 274 73 356 2 7 5 14 566 04:45 PM 24 101 2 127 24 1 5 30 7 215 98 320 2 3 3 8 485 Total 98 451 15 564 110 15 79 204 32 976 289 1297 16 15 27 58 2123 05:00 PM 27 97 3 127 33 4 17 54 14 243 66 323 2 6 5 13 517 05:15 PM 23 84 4 111 24 8 25 57 9 241 63 313 4 6 2 12 493 05:30 PM 20 103 5 128 28 1 20 49 12 227 74 313 4 4 3 11 501 05:45 PM 15 76 3 94 33 1 19 53 9 207 55 271 1 3 5 9 427 Total 85 360 15 460 118 14 81 213 44 918 258 1220 11 19 15 45 1938 Grand Total 183 811 30 1024 228 29 160 417 76 1894 547 2517 27 34 42 103 4061 Apprch % 17.9 79.2 2.9 54.7 7 38.4 3 75.2 21.7 26.2 33 40.8 Total % 4.5 20 0.7 25.2 5.6 0.7 3.9 10.3 1.9 46.6 13.5 62 0.7 0.8 1 2.5 Carlsbad Boulevard
Southbound
Tamrack Avenue
Westbound
Carlsbad Boulevard
Northbound
Beach Parking
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 04:00 PM
04:00 PM 28 122 4 154 35 4 23 62 10 243 47 300 8 2 9 19 535 04:15 PM 24 113 2 139 24 3 33 60 6 244 71 321 4 3 10 17 537 04:30 PM 22 115 7 144 27 7 18 52 9 274 73 356 2 7 5 14 566 04:45 PM 24 101 2 127 24 1 5 30 7 215 98 320 2 3 3 8 485 Total Volume 98 451 15 564 110 15 79 204 32 976 289 1297 16 15 27 58 2123 % App. Total 17.4 80 2.7 53.9 7.4 38.7 2.5 75.3 22.3 27.6 25.9 46.6 PHF .875 .924 .536 .916 .786 .536 .598 .823 .800 .891 .737 .911 .500 .536 .675 .763 .938 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
July 18, 2023
Item #10 Page 135 of 356
File Name : CAR_Carl_Tam PM
Site Code : 99922433
Start Date : 5/12/2022
Page No : 2
City of Carlsbad
N/S: Carlsbad Boulevard
E/W: Tamrack Avenue
Weather: Clear
Carlsbad Boulevard
Beach Parking
Tamrack Avenue
Carlsbad Boulevard
Right
15 Thru
451
Left
98 InOut Total
1071 564 1635
Right
79 Thru
15 Left
110
OutTotal In
402 204 606
Left
32 Thru
976
Right
289
Out TotalIn
588 1297 1885
Left
16 Thru
15 Right
27 TotalOut In
62 58 120
Peak Hour Begins at 04:00 PM

PO Box 1178
Corona, CA 92878
(951)268-6268
July 18, 2023
Item #10 Page 136 of 356
Location: Date: 5/12/2022
N/S: Day: Thursday
E/W:

PEDESTRIANS
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
951‐268‐6268
July 18, 2023
Item #10 Page 137 of 356
Location: Date: 5/12/2022
N/S: Day: Thursday
E/W:

BICYCLES
7:30 AM
7:00 AM
7:15 AM
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
951‐268‐6268
July 18, 2023
Item #10 Page 138 of 356
File Name : CAR_Carl_Tam 6-18
Site Code : 99922433
Start Date : 6/18/2022
Page No : 1
City of Carlsbad
N/S: Carlsbad Boulevard
E/W: Tamrack Avenue
Weather: Clear
Groups Printed- Total Volume
Carlsbad Boulevard
Southbound
Tamrack Avenue
Westbound
Carlsbad Boulevard
Northbound
Beach Parking
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 20 151 14 185 54 10 30 94 17 129 32 178 6 6 11 23 480 11:15 AM 20 132 7 159 34 4 29 67 12 163 25 200 3 3 7 13 439 11:30 AM 24 142 9 175 27 6 18 51 15 172 40 227 8 6 5 19 472 11:45 AM 27 163 3 193 45 5 22 72 11 206 41 258 3 4 5 12 535 Total 91 588 33 712 160 25 99 284 55 670 138 863 20 19 28 67 1926 12:00 PM 30 125 4 159 44 12 32 88 8 164 50 222 2 4 10 16 485 12:15 PM 18 149 13 180 40 2 21 63 11 201 34 246 4 10 6 20 509 12:30 PM 29 168 11 208 41 0 36 77 10 230 37 277 0 0 17 17 579 12:45 PM 26 143 12 181 42 0 21 63 16 236 24 276 0 0 14 14 534 Total 103 585 40 728 167 14 110 291 45 831 145 1021 6 14 47 67 2107 Grand Total 194 1173 73 1440 327 39 209 575 100 1501 283 1884 26 33 75 134 4033 Apprch % 13.5 81.5 5.1 56.9 6.8 36.3 5.3 79.7 15 19.4 24.6 56 Total % 4.8 29.1 1.8 35.7 8.1 1 5.2 14.3 2.5 37.2 7 46.7 0.6 0.8 1.9 3.3 Carlsbad Boulevard
Southbound
Tamrack Avenue
Westbound
Carlsbad Boulevard
Northbound
Beach Parking
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 27 163 3 193 45 5 22 72 11 206 41 258 3 4 5 12 535 12:00 PM 30 125 4 159 44 12 32 88 8 164 50 222 2 4 10 16 485 12:15 PM 18 149 13 180 40 2 21 63 11 201 34 246 4 10 6 20 509 12:30 PM 29 168 11 208 41 0 36 77 10 230 37 277 0 0 17 17 579 Total Volume 104 605 31 740 170 19 111 300 40 801 162 1003 9 18 38 65 2108 % App. Total 14.1 81.8 4.2 56.7 6.3 37 4 79.9 16.2 13.8 27.7 58.5 PHF .867 .900 .596 .889 .944 .396 .771 .852 .909 .871 .810 .905 .563 .450 .559 .813 .910 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
July 18, 2023
Item #10 Page 139 of 356
File Name : CAR_Carl_Tam 6-18
Site Code : 99922433
Start Date : 6/18/2022
Page No : 2
City of Carlsbad
N/S: Carlsbad Boulevard
E/W: Tamrack Avenue
Weather: Clear
Carlsbad Boulevard
Beach Parking
Tamrack Avenue
Carlsbad Boulevard
Right
31 Thru
605
Left
104
InOut Total
921 740 1661
Right
111
Thru
19 Left
170
OutTotal In
284 300 584
Left
40 Thru
801
Right
162
Out TotalIn
813 1003 1816
Left
9 Thru
18 Right
38 TotalOut In
90 65 155
Peak Hour Begins at 11:45 AM

PO Box 1178
Corona, CA 92878
(951)268-6268
July 18, 2023
Item #10 Page 140 of 356
Location:

N/S:

E/W:

PEDESTRIANS
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
951‐268‐6268
July 18, 2023
Item #10 Page 141 of 356
Location:

N/S:

E/W:

Carlsbad Boulevard Tamrack Avenue Carlsbad Boulevard
Eastbound
11:45 AM
12:00 PM
12:15 PM
12:30 PM
12:45 PM
Southbound Westbound Northbound
Tamrack Avenue
Carlsbad Boulevard
Carlsbad

BICYCLES
11:30 AM
11:00 AM
11:15 AM
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
951‐268‐6268
July 18, 2023
Item #10 Page 142 of 356
File Name : CAR_Carl_Tam 6-25
Site Code : 99922433
Start Date : 6/25/2022
Page No : 1
City of Carlsbad
N/S: Carlsbad Boulevard
E/W: Tamrack Avenue
Weather: Clear
Groups Printed- Total Volume
Carlsbad Boulevard
Southbound
Tamrack Avenue
Westbound
Carlsbad Boulevard
Northbound
Beach Parking
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 27 136 9 172 49 7 24 80 15 100 25 140 4 7 9 20 412 11:15 AM 21 136 5 162 52 12 29 93 12 123 30 165 8 7 23 38 458 11:30 AM 21 143 12 176 45 6 32 83 12 128 29 169 3 6 21 30 458 11:45 AM 32 170 13 215 50 11 32 93 10 120 31 161 3 12 10 25 494 Total 101 585 39 725 196 36 117 349 49 471 115 635 18 32 63 113 1822 12:00 PM 18 157 13 188 29 6 33 68 8 136 38 182 10 9 12 31 469 12:15 PM 31 139 8 178 32 8 28 68 12 122 26 160 4 6 16 26 432 12:30 PM 27 183 13 223 36 5 33 74 12 140 24 176 9 3 9 21 494 12:45 PM 23 172 8 203 41 6 28 75 6 120 29 155 6 8 14 28 461 Total 99 651 42 792 138 25 122 285 38 518 117 673 29 26 51 106 1856 Grand Total 200 1236 81 1517 334 61 239 634 87 989 232 1308 47 58 114 219 3678 Apprch % 13.2 81.5 5.3 52.7 9.6 37.7 6.7 75.6 17.7 21.5 26.5 52.1 Total % 5.4 33.6 2.2 41.2 9.1 1.7 6.5 17.2 2.4 26.9 6.3 35.6 1.3 1.6 3.1 6 Carlsbad Boulevard
Southbound
Tamrack Avenue
Westbound
Carlsbad Boulevard
Northbound
Beach Parking
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 32 170 13 215 50 11 32 93 10 120 31 161 3 12 10 25 494 12:00 PM 18 157 13 188 29 6 33 68 8 136 38 182 10 9 12 31 469 12:15 PM 31 139 8 178 32 8 28 68 12 122 26 160 4 6 16 26 432 12:30 PM 27 183 13 223 36 5 33 74 12 140 24 176 9 3 9 21 494 Total Volume 108 649 47 804 147 30 126 303 42 518 119 679 26 30 47 103 1889 % App. Total 13.4 80.7 5.8 48.5 9.9 41.6 6.2 76.3 17.5 25.2 29.1 45.6 PHF .844 .887 .904 .901 .735 .682 .955 .815 .875 .925 .783 .933 .650 .625 .734 .831 .956 Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951)268-6268
July 18, 2023
Item #10 Page 143 of 356
File Name : CAR_Carl_Tam 6-25
Site Code : 99922433
Start Date : 6/25/2022
Page No : 2
City of Carlsbad
N/S: Carlsbad Boulevard
E/W: Tamrack Avenue
Weather: Clear
Carlsbad Boulevard
Beach Parking
Tamrack Avenue
Carlsbad Boulevard
Right
47 Thru
649
Left
108
InOut Total
670 804 1474
Right
126
Thru
30 Left
147
OutTotal In
257 303 560
Left
42 Thru
518
Right
119
Out TotalIn
843 679 1522
Left
26 Thru
30 Right
47 TotalOut In
119 103 222
Peak Hour Begins at 11:45 AM

PO Box 1178
Corona, CA 92878
(951)268-6268
July 18, 2023
Item #10 Page 144 of 356
Location:

N/S:

E/W:

PEDESTRIANS
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
951‐268‐6268
July 18, 2023
Item #10 Page 145 of 356
Location:

N/S:

E/W:

BICYCLES
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
951‐268‐6268
July 18, 2023
Item #10 Page 146 of 356

Page 1 ends

City of Carlsbad
Carlsbad Boulevard
B/ Sequoia Avenue - Bridge
24 Hour Directional Volume Count

CARCASE
Site Code: 999-22433

Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
Phone: (951) 268-6268
email: [email protected]

Percentag
e 22.0% 78.0% 33.6% 66.4%
ADT/AADT ADT 21,308 AADT 21,308
July 18, 2023
Item #10 Page 147 of 356

Page 1 ends

City of Carlsbad
Carlsbad Boulevard
B/ Sequoia Avenue - Bridge
24 Hour Directional Volume Count

CARCASE_Sat
Site Code: 999-22433

Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
Phone: (951) 268-6268
email: [email protected]

Percentag
e 25.7% 74.3% 29.5% 70.5%
ADT/AADT ADT 20,877 AADT 20,877
July 18, 2023
Item #10 Page 148 of 356

Page 1 ends

City of Carlsbad
Carlsbad Boulevard
B/ Sequoia Avenue - Bridge
24 Hour Directional Volume Count

CARCASE_SAT2
Site Code: 999-22433

Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
Phone: (951) 268-6268
email: [email protected]

Percentag
e 25.5% 74.5% 31.3% 68.7%
ADT/AADT ADT 20,701 AADT 20,701
July 18, 2023
Item #10 Page 149 of 356
Intersection Turning Movement
Prepared by:

N-S STREET: DATE: LOCATION:

E-W STREET: DAY: PROJECT#

FACTOR: 0.911

33.146855, -117.344816
08/27/19

CarlsbadCarlsbad Blvd.

Sequoia Ave. 19-1419-002TUESDAY

0.867
AM Peak Hr Begins at:

0.688

WESTBOUND NORTHBOUND SOUTHBOUND EASTBOUND

0.0000.871
1-Way Stop (WB)
COMMENT 1:

GPS:

CONTROL:
veracity grouptraffic
July 18, 2023
Item #10 Page 150 of 356
Intersection Turning Movement
Prepared by:

N-S STREET: DATE: LOCATION:

E-W STREET: DAY: PROJECT#

FACTOR: 0.918

33.148205, -117.345909
08/27/19

CarlsbadCarlsbad Blvd.

Redwood Ave. 19-1419-003TUESDAY

0.830
AM Peak Hr Begins at:

0.750

WESTBOUND NORTHBOUND SOUTHBOUND EASTBOUND

0.0000.879
1-Way Stop (WB)
COMMENT 1:

GPS:

CONTROL:
veracity grouptraffic
July 18, 2023
Item #10 Page 151 of 356

Final Carlsbad Boulevard and Tamarack Avenue Pedestrian Improvement Project Mobility Analysis Attachment C:

Cumulative Projects List, Trip Generation, Distribution, and Assignment July 18, 2023
Item #10 Page 152 of 356
3060 STATE STREET RESTAURANT - 3060 STATE STREET
1,358 sf restaurant & outdoor patio converted from existing vacant commercial building.

In Out Total In Out Total In Out Total

In Out Total In Out Total In Out Total
56 beds
/40,000 sf
beds /1,000 Sq.

In Out Total In Out Total In Out Total
9 DU1 72 1 5 6 5 2 7 79 2 3 7
72 1 5 6 5 2 7 79 2 3 7
GARFIELD BEACH HOMES - 3570 GARFIELD STREET
Construction of 12 single family dwelling units.

In Out Total In Out Total In Out Total

1.925 sf
/104 seats
Seats /1,000 Sq.

INBOUND

INTID NBL NBT NBR SBL SBT SBR WBL WBT WBR EBL EBT EBR
1 20%

OUTBOUND

INTID NBL NBT NBR SBL SBT SBR WBL WBT WBR EBL EBT EBR
1 20%

CARLSBAD BY THE SEA SUMMERHOUSE

INBOUND

INTID NBL NBT NBR SBL SBT SBR WBL WBT WBR EBL EBT EBR
1 50% 20%

OUTBOUND

INTID NBL NBT NBR SBL SBT SBR WBL WBT WBR EBL EBT EBR
1 20% 50%

CHINQUAPIN COASTAL HOMES

INBOUND

INTID NBL NBT NBR SBL SBT SBR WBL WBT WBR EBL EBT EBR
1 20% 80%

OUTBOUND

INTID NBL NBT NBR SBL SBT SBR WBL WBT WBR EBL EBT EBR
1 50% 50%

GARFIELD BEACH HOMES

INBOUND

INTID NBL NBT NBR SBL SBT SBR WBL WBT WBR EBL EBT EBR
1 40% 20%

OUTBOUND

INTID NBL NBT NBR SBL SBT SBR WBL WBT WBR EBL EBT EBR
1 60%

VIGILUCCI'S SEAFOOD & STEAKHOUSE

INBOUND

INTID NBL NBT NBR SBL SBT SBR WBL WBT WBR EBL EBT EBR
1 40% 40%

OUTBOUND

INTID NBL NBT NBR SBL SBT SBR WBL WBT WBR EBL EBT EBR
1 40% 40%
July 18, 2023
Item #10 Page 154 of 356
3060 STATE STREET RESTAURANT
AM

INTID NBL NBT NBR SBL SBT SBR WBL WBT WBR EBL EBT EBR
1 0 1 0 0 2 0 0 0 0 0 0 0
PM

INTID NBL NBT NBR SBL SBT SBR WBL WBT WBR EBL EBT EBR
1 0 2 0 0 1 0 0 0 0 0 0 0
Summer Saturday

INTID NBL NBT NBR SBL SBT SBR WBL WBT WBR EBL EBT EBR
1 0 5 0 0 4 0 0 0 0 0 0 0

CARLSBAD BY THE SEA SUMMERHOUSE
AM

INTID NBL NBT NBR SBL SBT SBR WBL WBT WBR EBL EBT EBR
1 0 4 0 1 3 0 0 0 1 0 0 0
PM

INTID NBL NBT NBR SBL SBT SBR WBL WBT WBR EBL EBT EBR
1 0 3 0 1 4 0 0 0 1 0 0 0
Summer Saturday

INTID NBL NBT NBR SBL SBT SBR WBL WBT WBR EBL EBT EBR
1 0 3 0 3 7 0 0 0 1 0 0 0

CHINQUAPIN COASTAL HOMES
AM

INTID NBL NBT NBR SBL SBT SBR WBL WBT WBR EBL EBT EBR
1 0 0 0 1 0 0 3 0 3 0 0 0
PM

INTID NBL NBT NBR SBL SBT SBR WBL WBT WBR EBL EBT EBR
1 0 0 1 4 0 0 1 0 1 0 0 0
Summer Saturday

INTID NBL NBT NBR SBL SBT SBR WBL WBT WBR EBL EBT EBR
1 0 0 0 2 0 0 2 0 2 0 0 0

GARFIELD BEACH HOMES
AM

INTID NBL NBT NBR SBL SBT SBR WBL WBT WBR EBL EBT EBR
1 0 1 1 0 4 0 0 0 0 0 0 0
PM

INTID NBL NBT NBR SBL SBT SBR WBL WBT WBR EBL EBT EBR
1 0 3 2 0 2 0 0 0 0 0 0 0
Summer Saturday

INTID NBL NBT NBR SBL SBT SBR WBL WBT WBR EBL EBT EBR
1 0 4 2 0 5 0 0 0 0 0 0 0

VIGILUCCI'S SEAFOOD & STEAKHOUSE
AM

INTID NBL NBT NBR SBL SBT SBR WBL WBT WBR EBL EBT EBR
1 0 0 0 0 0 0 0 0 0 0 0 0
PM

INTID NBL NBT NBR SBL SBT SBR WBL WBT WBR EBL EBT EBR
1 0 0 4 4 0 0 2 0 2 0 0 0
Summer Saturday

INTID NBL NBT NBR SBL SBT SBR WBL WBT WBR EBL EBT EBR
1 0 0 8 8 0 0 6 0 6 0 0 0
July 18, 2023
Item #10 Page 155 of 356

Final Carlsbad Boulevard and Tamarack Avenue Pedestrian Improvement Project Mobility Analysis Attachment D:

SANDAG RTDM ABM2+/2021 Forecasts for 2016 and 2035
July 18, 2023
Item #10 Page 156 of 356

Final Carlsbad Boulevard and Tamarack Avenue Pedestrian Improvement Project Mobility Analysis ABM2+/2021 Forecasts for 2016
July 18, 2023
Item #10 Page 157 of 356

Final Carlsbad Boulevard and Tamarack Avenue Pedestrian Improvement Project Mobility Analysis ABM2+/2021 Forecasts for 2035
July 18, 2023
Item #10 Page 158 of 356

Final Carlsbad Boulevard and Tamarack Avenue Pedestrian Improvement Project Mobility Analysis Attachment E:

SimTraffic and Sidra Reports
July 18, 2023
Item #10 Page 159 of 356
SimTraffic Performance Report
Existing AM Pk Hr - No Build 08/26/2022
01 Exist AM Calrsbad Blvd/Tamarack Avenue Mobility Analysis SimTraffic Report Wood Rodgers, Inc. Page 1
1: Carlsbad Blvd & Beach Parking /Tamarack Ave Performance by movement Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Denied Del/Veh (s) 0.1 0.1 4.3 3.7 0.7 0.7 0.0 0.0 0.0 0.0 0.0 0.0 Total Del/Veh (s) 32.6 37.6 1.2 14.4 12.3 4.9 33.4 14.8 7.0 29.3 13.6 1.4 Travel Dist (mi) 0.3 0.5 0.4 39.4 3.8 12.0 0.7 11.2 3.7 2.4 22.8 0.8 Travel Time (hr) 0.1 0.1 0.0 2.6 0.2 0.6 0.2 1.3 0.3 0.5 2.3 0.0 Avg Speed (mph) 5 5 19 17 19 21 5 9 12 5 10 19
Fuel Used (gal) 0.0 0.0 0.0 1.4 0.1 0.3 0.0 0.4 0.1 0.1 0.9 0.0 Fuel Eff. (mpg) 15.3 15.5 30.7 29.2 30.9 35.6 17.3 25.2 38.4 18.3 25.0 50.7 HC Emissions (g) 0 0 0 11 1 3 0 2 0 0 6 0
CO Emissions (g) 2 3 2 329 24 78 4 76 10 17 162 2
NOx Emissions (g) 0 0 0 34 2 9 0 8 1 1 19 0
Density (ft/veh)
Occupancy (veh) 0 0 0 2 0 1 0 1 0 0 2 0
1: Carlsbad Blvd & Beach Parking /Tamarack Ave Performance by movement Movement All
Denied Del/Veh (s) 0.8
Total Del/Veh (s) 13.9
Travel Dist (mi) 98.1
Travel Time (hr) 8.1
Avg Speed (mph) 12
Fuel Used (gal) 3.5
Fuel Eff. (mpg) 27.9
HC Emissions (g) 24
CO Emissions (g) 710
NOx Emissions (g) 75
Density (ft/veh) 535
Occupancy (veh) 8
2: Carlsbad Blvd & Redwood Ave Performance by movement
Movement WBL WBR NBT NBR SBL SBT All
Denied Del/Veh (s) 0.1 0.1 0.0 0.0 0.3 0.1 0.1
Total Del/Veh (s) 6.1 3.4 1.3 1.3 4.0 1.5 1.5
Travel Dist (mi) 0.3 0.4 15.8 0.1 2.0 240.2 258.7
Travel Time (hr) 0.0 0.0 0.7 0.0 0.1 8.3 9.1
Avg Speed (mph) 16 17 22 17 27 29 28
Fuel Used (gal) 0.0 0.0 1.0 0.0 0.1 6.8 7.9
Fuel Eff. (mpg) 38.5 36.3 15.9 19.2 37.3 35.4 32.9
HC Emissions (g) 0 0 13 0 0 63 76
CO Emissions (g) 1 1 535 2 6 1140 1684
NOx Emissions (g) 0 0 47 0 1 173 222
Density (ft/veh) 1005
Occupancy (veh) 0 0 1 0 0 8 9
July 18, 2023
Item #10 Page 160 of 356
SimTraffic Performance Report
Existing AM Pk Hr - No Build 08/26/2022
01 Exist AM Calrsbad Blvd/Tamarack Avenue Mobility Analysis SimTraffic Report Wood Rodgers, Inc. Page 2
3: Carlsbad Blvd & Sequoia Ave Performance by movement
Movement WBL WBR NBT NBR SBL SBT All
Denied Del/Veh (s) 0.1 0.1 0.1 0.1 0.0 0.0
Total Del/Veh (s) 9.2 3.4 1.2 1.7 1.3 1.4
Travel Dist (mi) 1.1 0.1 190.6 3.9 0.0 37.4 233.1
Travel Time (hr) 0.1 0.0 6.5 0.1 0.0 1.7 8.4
Avg Speed (mph) 15 17 29 29 15 22 28
Fuel Used (gal) 0.0 0.0 5.3 0.1 0.0 2.3 7.8
Fuel Eff. (mpg) 34.1 33.8 35.8 36.5 19.6 16.3 30.0
HC Emissions (g) 0 0 47 1 0 29 77
CO Emissions (g) 2 0 820 12 1 1150 1986
NOx Emissions (g) 0 0 131 2 0 112 244
Density (ft/veh) 977
Occupancy (veh) 0 0 7 0 0 2 8
Total Network Performance
Denied Del/Veh (s) 0.9
Total Del/Veh (s) 18.0
Travel Dist (mi) 1200.6
Travel Time (hr) 47.3
Avg Speed (mph) 26
Fuel Used (gal) 36.9
Fuel Eff. (mpg) 32.6
HC Emissions (g) 342
CO Emissions (g) 7436
NOx Emissions (g) 993
Density (ft/veh) 459
Occupancy (veh) 47
July 18, 2023
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01 Exist AM Calrsbad Blvd/Tamarack Avenue Mobility Analysis SimTraffic Report Wood Rodgers, Inc. Page 3
Intersection: 1: Carlsbad Blvd & Beach Parking /Tamarack Ave Movement EB EB WB WB NB NB NB SB SB SB SB
Directions Served LT R L TR L T TR L T T R
Maximum Queue (ft) 46 10 137 110 45 96 107 73 135 136 15 Average Queue (ft) 11 0 69 24 12 45 45 28 60 65 1
95th Queue (ft) 36 5 124 65 37 83 89 61 110 113 15
Link Distance (ft) 288 916 221 221 227 227
Upstream Blk Time (%) 0
Queuing Penalty (veh) 0
Storage Bay Dist (ft) 30 75 70 115 70
Storage Blk Time (%) 9 6 0 0 3 0 1 8
Queuing Penalty (veh) 1 6 0 0 0 0 0 1
Intersection: 2: Carlsbad Blvd & Redwood Ave
Movement WB SB
Directions Served LR L
Maximum Queue (ft) 31 6
Average Queue (ft) 7 0
95th Queue (ft) 28 6
Link Distance (ft) 465
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 80
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: Carlsbad Blvd & Sequoia Ave
Movement WB SB
Directions Served LR L
Maximum Queue (ft) 35 6
Average Queue (ft) 9 0
95th Queue (ft) 31 4
Link Distance (ft) 497
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 75
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 9
July 18, 2023
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02 Exist PM Calrsbad Blvd/Tamarack Avenue Mobility Analysis SimTraffic Report Wood Rodgers, Inc. Page 1
1: Carlsbad Blvd & Beach Parking /Tamarack Ave Performance by movement Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Denied Del/Veh (s) 0.2 0.3 4.1 3.8 0.5 0.4 0.0 0.0 0.0 0.0 0.0 0.0 Total Del/Veh (s) 64.1 55.1 1.6 35.4 34.9 12.9 65.3 23.4 19.8 55.8 14.9 1.7 Travel Dist (mi) 0.8 0.9 1.4 19.1 2.6 15.0 1.8 51.7 15.2 5.3 24.8 0.6 Travel Time (hr) 0.3 0.3 0.1 1.9 0.2 0.9 0.7 8.1 2.3 1.8 2.7 0.0 Avg Speed (mph) 3 3 18 11 11 17 3 6 7 3 9 19
Fuel Used (gal) 0.1 0.1 0.1 0.8 0.1 0.5 0.2 3.1 0.8 0.5 1.1 0.0 Fuel Eff. (mpg) 9.7 10.4 23.8 22.7 24.8 31.2 9.2 16.5 19.7 11.0 23.0 52.4 HC Emissions (g) 0 0 0 6 0 6 0 19 5 1 7 0
CO Emissions (g) 9 10 15 195 15 137 17 525 127 53 191 2 NOx Emissions (g) 1 1 1 18 1 16 1 69 14 4 22 0
Density (ft/veh)
Occupancy (veh) 0 0 0 2 0 1 1 8 2 2 3 0
1: Carlsbad Blvd & Beach Parking /Tamarack Ave Performance by movement Movement All
Denied Del/Veh (s) 0.3
Total Del/Veh (s) 23.7
Travel Dist (mi) 139.3
Travel Time (hr) 19.3
Avg Speed (mph) 7
Fuel Used (gal) 7.3
Fuel Eff. (mpg) 19.0
HC Emissions (g) 46
CO Emissions (g) 1294
NOx Emissions (g) 150
Density (ft/veh) 219
Occupancy (veh) 19
2: Carlsbad Blvd & Redwood Ave Performance by movement
Movement WBL WBR NBT NBR SBL SBT All
Denied Del/Veh (s) 0.1 0.1 0.0 0.0 0.3 0.1 0.0
Total Del/Veh (s) 22.0 9.4 1.9 2.3 10.5 1.7 2.0
Travel Dist (mi) 0.4 0.8 60.5 0.6 3.8 282.6 348.6
Travel Time (hr) 0.0 0.1 2.7 0.0 0.2 9.8 12.8
Avg Speed (mph) 9 13 23 17 25 29 27
Fuel Used (gal) 0.0 0.0 3.7 0.0 0.1 8.0 11.9
Fuel Eff. (mpg) 24.8 30.1 16.4 20.0 35.0 35.3 29.4
HC Emissions (g) 0 0 45 0 0 76 122
CO Emissions (g) 1 3 1553 8 10 1401 2977
NOx Emissions (g) 0 0 191 1 1 212 406
Density (ft/veh) 718
Occupancy (veh) 0 0 3 0 0 10 13
July 18, 2023
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3: Carlsbad Blvd & Sequoia Ave Performance by movement
Movement WBL WBR NBT NBR SBL SBT All
Denied Del/Veh (s) 0.1 0.1 0.2 0.2 0.0 0.0 0.2
Total Del/Veh (s) 27.8 28.4 10.2 10.5 12.9 1.5 7.7
Travel Dist (mi) 0.6 0.4 827.9 39.2 0.4 32.9 901.3
Travel Time (hr) 0.1 0.1 31.6 1.5 0.0 1.5 34.8
Avg Speed (mph) 8 7 26 25 9 23 26
Fuel Used (gal) 0.0 0.0 23.9 1.1 0.0 1.8 26.9
Fuel Eff. (mpg) 22.9 22.3 34.7 34.8 19.7 17.9 33.5
HC Emissions (g) 0 0 238 15 0 23 276
CO Emissions (g) 2 1 4584 278 4 806 5676
NOx Emissions (g) 0 0 671 42 0 88 801
Density (ft/veh) 237
Occupancy (veh) 0 0 32 2 0 1 35
Total Network Performance
Denied Del/Veh (s) 0.4
Total Del/Veh (s) 33.8
Travel Dist (mi) 2414.9
Travel Time (hr) 104.3
Avg Speed (mph) 23
Fuel Used (gal) 77.0
Fuel Eff. (mpg) 31.4
HC Emissions (g) 763
CO Emissions (g) 16406
NOx Emissions (g) 2226
Density (ft/veh) 207
Occupancy (veh) 104
July 18, 2023
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02 Exist PM Calrsbad Blvd/Tamarack Avenue Mobility Analysis SimTraffic Report Wood Rodgers, Inc. Page 3
Intersection: 1: Carlsbad Blvd & Beach Parking /Tamarack Ave Movement EB EB WB WB NB NB NB SB SB SB SB
Directions Served LT R L TR L T TR L T T R
Maximum Queue (ft) 75 41 135 154 159 242 256 168 167 172 32 Average Queue (ft) 29 2 60 39 42 212 221 75 80 79 1
95th Queue (ft) 64 22 115 97 119 259 254 136 145 141 23 Link Distance (ft) 288 916 221 221 227 227
Upstream Blk Time (%) 10 15 0 0
Queuing Penalty (veh) 63 100 0 0
Storage Bay Dist (ft) 30 75 70 115 70
Storage Blk Time (%) 35 0 7 2 3 38 4 2 12
Queuing Penalty (veh) 9 0 7 2 16 12 9 2 2
Intersection: 2: Carlsbad Blvd & Redwood Ave
Movement WB NB SB SB
Directions Served LR TR L T
Maximum Queue (ft) 50 3 31 7
Average Queue (ft) 12 0 4 0
95th Queue (ft) 39 3 21 7
Link Distance (ft) 465 227 2686
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 80
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: Carlsbad Blvd & Sequoia Ave
Movement WB NB NB SB
Directions Served LR T TR L
Maximum Queue (ft) 43 268 314 37
Average Queue (ft) 10 81 120 6
95th Queue (ft) 34 214 267 26
Link Distance (ft) 497 3442 3442
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 75
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 223
July 18, 2023
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03 Exist SAT Calrsbad Blvd/Tamarack Avenue Mobility Analysis SimTraffic Report Wood Rodgers, Inc. Page 1
1: Carlsbad Blvd & Beach Parking /Tamarack Ave Performance by movement Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Denied Del/Veh (s) 0.2 0.2 4.0 3.6 0.5 0.6 0.0 0.0 0.0 0.0 0.0 0.0 Total Del/Veh (s) 47.2 45.3 1.6 24.9 25.9 13.2 52.6 26.9 22.2 45.9 20.3 2.6 Travel Dist (mi) 0.9 1.2 2.1 27.8 4.1 21.5 2.1 35.4 7.4 5.6 33.4 2.0 Travel Time (hr) 0.3 0.3 0.2 2.3 0.3 1.3 0.7 6.2 1.2 1.6 4.6 0.1 Avg Speed (mph) 4 4 18 13 14 17 3 6 6 4 7 17
Fuel Used (gal) 0.1 0.1 0.1 1.1 0.1 0.7 0.2 2.1 0.4 0.5 1.7 0.0 Fuel Eff. (mpg) 11.8 11.9 24.2 25.6 27.6 31.5 11.1 16.6 19.9 12.4 19.9 40.6 HC Emissions (g) 0 0 0 7 1 5 0 11 2 2 10 0
CO Emissions (g) 9 14 20 242 27 151 17 326 48 59 276 9
NOx Emissions (g) 1 1 2 22 2 15 2 37 5 5 32 1
Density (ft/veh)
Occupancy (veh) 0 0 0 2 0 1 1 6 1 2 5 0
1: Carlsbad Blvd & Beach Parking /Tamarack Ave Performance by movement Movement All
Denied Del/Veh (s) 0.4
Total Del/Veh (s) 24.4
Travel Dist (mi) 143.5
Travel Time (hr) 19.0
Avg Speed (mph) 8
Fuel Used (gal) 7.1
Fuel Eff. (mpg) 20.3
HC Emissions (g) 39
CO Emissions (g) 1198
NOx Emissions (g) 126
Density (ft/veh) 225
Occupancy (veh) 19
2: Carlsbad Blvd & Redwood Ave Performance by movement
Movement WBL WBR NBT NBR SBL SBT All
Denied Del/Veh (s) 0.1 0.1 0.0 0.0 0.3 0.2 0.1
Total Del/Veh (s) 13.6 5.8 1.9 1.8 7.6 2.3 2.1
Travel Dist (mi) 0.3 0.9 45.1 0.3 4.9 379.2 430.6
Travel Time (hr) 0.0 0.1 2.1 0.0 0.2 13.3 15.6
Avg Speed (mph) 11 15 22 17 26 29 28
Fuel Used (gal) 0.0 0.0 2.9 0.0 0.1 10.7 13.8
Fuel Eff. (mpg) 28.6 35.8 15.6 20.5 35.5 35.4 31.2
HC Emissions (g) 0 0 34 0 1 101 136
CO Emissions (g) 1 2 1272 4 14 1880 3173
NOx Emissions (g) 0 0 144 0 2 280 427
Density (ft/veh) 587
Occupancy (veh) 0 0 2 0 0 13 16
July 18, 2023
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3: Carlsbad Blvd & Sequoia Ave Performance by movement
Movement WBL WBR NBT NBR SBL SBT All
Denied Del/Veh (s) 0.1 0.1 0.2 0.1 0.0 0.0 0.1
Total Del/Veh (s) 16.9 10.3 4.1 4.1 7.9 1.9 3.2
Travel Dist (mi) 0.8 0.5 543.1 16.1 0.3 45.4 606.2
Travel Time (hr) 0.1 0.0 19.3 0.6 0.0 2.1 22.1
Avg Speed (mph) 11 13 28 28 12 22 27
Fuel Used (gal) 0.0 0.0 15.3 0.5 0.0 2.8 18.6
Fuel Eff. (mpg) 28.0 32.0 35.5 35.7 18.9 16.5 32.7
HC Emissions (g) 0 0 146 8 0 32 186
CO Emissions (g) 3 1 2703 135 4 1160 4005
NOx Emissions (g) 0 0 405 21 0 134 561
Density (ft/veh) 372
Occupancy (veh) 0 0 19 1 0 2 22
Total Network Performance
Denied Del/Veh (s) 0.5
Total Del/Veh (s) 31.2
Travel Dist (mi) 2194.6
Travel Time (hr) 93.7
Avg Speed (mph) 23
Fuel Used (gal) 69.5
Fuel Eff. (mpg) 31.6
HC Emissions (g) 653
CO Emissions (g) 14140
NOx Emissions (g) 1901
Density (ft/veh) 231
Occupancy (veh) 93
July 18, 2023
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03 Exist SAT Calrsbad Blvd/Tamarack Avenue Mobility Analysis SimTraffic Report Wood Rodgers, Inc. Page 3
Intersection: 1: Carlsbad Blvd & Beach Parking /Tamarack Ave Movement EB EB WB WB NB NB NB SB SB SB SB
Directions Served LT R L TR L T TR L T T R
Maximum Queue (ft) 80 36 149 169 159 233 243 165 217 222 159 Average Queue (ft) 31 4 66 53 40 168 183 71 119 123 15
95th Queue (ft) 69 24 124 123 109 246 255 132 191 194 90 Link Distance (ft) 288 916 221 221 227 227
Upstream Blk Time (%) 2 4 0 0
Queuing Penalty (veh) 8 17 1 1
Storage Bay Dist (ft) 30 75 70 115 70
Storage Blk Time (%) 33 0 9 3 3 37 3 8 26
Queuing Penalty (veh) 14 0 13 5 10 15 9 8 10
Intersection: 2: Carlsbad Blvd & Redwood Ave
Movement WB SB SB SB
Directions Served LR L T T
Maximum Queue (ft) 33 33 12 18
Average Queue (ft) 11 4 0 1
95th Queue (ft) 35 20 6 11
Link Distance (ft) 465 2686 2686
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 80
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: Carlsbad Blvd & Sequoia Ave
Movement WB NB NB SB
Directions Served LR T TR L
Maximum Queue (ft) 37 86 122 30
Average Queue (ft) 10 9 17 3
95th Queue (ft) 33 45 70 18
Link Distance (ft) 497 3442 3442
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 75
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 110
July 18, 2023
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04 Cuml AM Calrsbad Blvd/Tamarack Avenue Mobility Analysis SimTraffic Report Wood Rodgers, Inc. Page 1
1: Carlsbad Blvd & Beach Parking /Tamarack Ave Performance by movement Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Denied Del/Veh (s) 0.2 0.2 4.1 3.7 0.9 0.7 0.0 0.0 0.0 0.0 0.0 0.0 Total Del/Veh (s) 35.8 33.6 1.1 15.0 14.0 5.1 33.2 15.0 6.0 29.3 13.1 1.5 Travel Dist (mi) 0.2 0.4 0.3 38.6 4.4 13.1 0.5 11.6 3.8 2.6 23.1 0.8 Travel Time (hr) 0.1 0.1 0.0 2.5 0.3 0.6 0.1 1.3 0.3 0.5 2.3 0.0 Avg Speed (mph) 5 5 20 17 18 21 5 9 12 5 10 19
Fuel Used (gal) 0.0 0.0 0.0 1.3 0.1 0.4 0.0 0.5 0.1 0.1 0.9 0.0 Fuel Eff. (mpg) 16.8 16.2 31.7 29.0 31.0 35.4 18.0 25.1 39.7 18.3 25.2 49.2 HC Emissions (g) 0 0 0 13 1 4 0 3 0 0 6 0
CO Emissions (g) 2 2 1 350 23 103 2 83 10 15 162 3
NOx Emissions (g) 0 0 0 37 2 13 0 9 1 1 19 0
Density (ft/veh)
Occupancy (veh) 0 0 0 2 0 1 0 1 0 0 2 0
1: Carlsbad Blvd & Beach Parking /Tamarack Ave Performance by movement Movement All
Denied Del/Veh (s) 0.8
Total Del/Veh (s) 13.7
Travel Dist (mi) 99.5
Travel Time (hr) 8.2
Avg Speed (mph) 13
Fuel Used (gal) 3.6
Fuel Eff. (mpg) 28.0
HC Emissions (g) 28
CO Emissions (g) 757
NOx Emissions (g) 83
Density (ft/veh) 531
Occupancy (veh) 8
2: Carlsbad Blvd & Redwood Ave Performance by movement
Movement WBL WBR NBT NBR SBL SBT All
Denied Del/Veh (s) 0.1 0.1 0.0 0.0 0.2 0.1 0.1
Total Del/Veh (s) 8.5 3.3 1.4 1.7 5.1 1.4 1.5
Travel Dist (mi) 0.4 0.4 16.4 0.2 2.9 243.5 263.6
Travel Time (hr) 0.0 0.0 0.7 0.0 0.1 8.4 9.3
Avg Speed (mph) 15 17 22 17 27 29 28
Fuel Used (gal) 0.0 0.0 1.0 0.0 0.1 6.9 8.1
Fuel Eff. (mpg) 33.9 37.6 15.7 18.2 36.7 35.2 32.7
HC Emissions (g) 0 0 15 0 0 68 84
CO Emissions (g) 1 1 591 4 9 1216 1821
NOx Emissions (g) 0 0 54 0 1 188 244
Density (ft/veh) 983
Occupancy (veh) 0 0 1 0 0 8 9
July 18, 2023
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3: Carlsbad Blvd & Sequoia Ave Performance by movement
Movement WBL WBR NBT NBR SBL SBT All
Denied Del/Veh (s) 0.1 0.1 0.1 0.1 0.0 0.0 0.0
Total Del/Veh (s) 8.5 4.3 1.2 1.6 1.6 1.3 1.3
Travel Dist (mi) 0.8 0.1 192.9 3.4 0.0 37.4 234.6
Travel Time (hr) 0.1 0.0 6.6 0.1 0.0 1.7 8.5
Avg Speed (mph) 15 17 29 29 18 22 28
Fuel Used (gal) 0.0 0.0 5.4 0.1 0.0 2.3 7.8
Fuel Eff. (mpg) 35.0 38.8 35.5 35.3 21.7 16.4 29.9
HC Emissions (g) 0 0 54 0 0 32 86
CO Emissions (g) 2 0 936 10 0 1177 2125
NOx Emissions (g) 0 0 149 1 0 118 269
Density (ft/veh) 972
Occupancy (veh) 0 0 7 0 0 2 8
Total Network Performance
Denied Del/Veh (s) 0.9
Total Del/Veh (s) 17.9
Travel Dist (mi) 1213.7
Travel Time (hr) 47.8
Avg Speed (mph) 26
Fuel Used (gal) 37.4
Fuel Eff. (mpg) 32.5
HC Emissions (g) 372
CO Emissions (g) 7920
NOx Emissions (g) 1076
Density (ft/veh) 454
Occupancy (veh) 48
July 18, 2023
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04 Cuml AM Calrsbad Blvd/Tamarack Avenue Mobility Analysis SimTraffic Report Wood Rodgers, Inc. Page 3
Intersection: 1: Carlsbad Blvd & Beach Parking /Tamarack Ave Movement EB WB WB NB NB NB SB SB SB
Directions Served LT L TR L T TR L T T
Maximum Queue (ft) 41 144 140 37 100 119 67 130 137
Average Queue (ft) 10 69 27 9 43 49 30 59 65
95th Queue (ft) 33 124 80 30 81 93 59 109 115
Link Distance (ft) 288 916 221 221 227 227
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 75 70 115
Storage Blk Time (%) 8 6 0 3 1 8
Queuing Penalty (veh) 1 6 1 0 0 1
Intersection: 2: Carlsbad Blvd & Redwood Ave
Movement WB SB
Directions Served LR L
Maximum Queue (ft) 33 31
Average Queue (ft) 8 2
95th Queue (ft) 30 13
Link Distance (ft) 465
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 80
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: Carlsbad Blvd & Sequoia Ave
Movement WB SB
Directions Served LR L
Maximum Queue (ft) 31 3
Average Queue (ft) 8 0
95th Queue (ft) 29 3
Link Distance (ft) 497
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 75
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 9
July 18, 2023
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05 Cuml PM Calrsbad Blvd/Tamarack Avenue Mobility Analysis SimTraffic Report Wood Rodgers, Inc. Page 1
1: Carlsbad Blvd & Beach Parking /Tamarack Ave Performance by movement Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Denied Del/Veh (s) 0.2 0.2 4.0 3.8 0.6 0.5 0.0 0.0 0.0 0.0 0.0 0.0 Total Del/Veh (s) 60.2 62.0 1.6 36.6 41.9 14.6 70.3 24.4 20.9 55.8 15.0 1.7 Travel Dist (mi) 0.8 0.8 1.3 20.4 2.2 15.7 1.7 52.8 15.6 5.9 24.8 0.8 Travel Time (hr) 0.3 0.3 0.1 2.1 0.2 1.0 0.7 8.5 2.5 1.9 2.7 0.0 Avg Speed (mph) 3 3 18 11 10 16 2 6 6 3 9 19
Fuel Used (gal) 0.1 0.1 0.1 0.9 0.1 0.5 0.2 3.3 0.8 0.5 1.1 0.0 Fuel Eff. (mpg) 10.3 9.8 23.2 22.5 23.3 30.5 8.6 16.1 19.0 10.8 22.9 49.7 HC Emissions (g) 0 0 0 8 0 6 0 22 5 2 7 0
CO Emissions (g) 8 8 14 221 13 145 16 567 125 64 189 2
NOx Emissions (g) 1 1 1 21 1 16 1 73 14 5 22 0
Density (ft/veh)
Occupancy (veh) 0 0 0 2 0 1 1 9 2 2 3 0
1: Carlsbad Blvd & Beach Parking /Tamarack Ave Performance by movement Movement All
Denied Del/Veh (s) 0.3
Total Del/Veh (s) 24.6
Travel Dist (mi) 142.6
Travel Time (hr) 20.3
Avg Speed (mph) 7
Fuel Used (gal) 7.7
Fuel Eff. (mpg) 18.6
HC Emissions (g) 50
CO Emissions (g) 1371
NOx Emissions (g) 157
Density (ft/veh) 209
Occupancy (veh) 20
2: Carlsbad Blvd & Redwood Ave Performance by movement
Movement WBL WBR NBT NBR SBL SBT All
Denied Del/Veh (s) 0.1 0.1 0.0 0.0 0.2 0.2 0.1
Total Del/Veh (s) 22.2 10.1 1.9 2.4 13.9 1.8 2.0
Travel Dist (mi) 0.4 0.6 61.6 0.7 3.9 289.4 356.6
Travel Time (hr) 0.0 0.0 2.7 0.0 0.2 10.1 13.1
Avg Speed (mph) 9 13 22 17 24 29 27
Fuel Used (gal) 0.0 0.0 3.8 0.0 0.1 8.2 12.2
Fuel Eff. (mpg) 25.2 32.6 16.2 18.8 34.4 35.2 29.3
HC Emissions (g) 0 0 51 0 0 81 132
CO Emissions (g) 1 2 1682 11 11 1462 3168
NOx Emissions (g) 0 0 206 1 2 223 432
Density (ft/veh) 699
Occupancy (veh) 0 0 3 0 0 10 13
July 18, 2023
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3: Carlsbad Blvd & Sequoia Ave Performance by movement
Movement WBL WBR NBT NBR SBL SBT All
Denied Del/Veh (s) 0.1 0.1 0.2 0.2 0.0 0.0 0.2
Total Del/Veh (s) 26.0 40.0 11.1 10.2 17.6 1.4 8.4
Travel Dist (mi) 0.6 0.4 851.8 36.6 0.3 33.2 922.9
Travel Time (hr) 0.1 0.1 32.8 1.4 0.0 1.5 35.9
Avg Speed (mph) 8 6 26 25 7 23 26
Fuel Used (gal) 0.0 0.0 24.7 1.0 0.0 1.9 27.6
Fuel Eff. (mpg) 23.7 19.1 34.5 35.0 17.1 17.8 33.4
HC Emissions (g) 0 0 250 10 0 23 283
CO Emissions (g) 2 2 4814 195 4 818 5834
NOx Emissions (g) 0 0 702 28 0 89 820
Density (ft/veh) 230
Occupancy (veh) 0 0 33 1 0 1 36
Total Network Performance
Denied Del/Veh (s) 0.4
Total Del/Veh (s) 35.1
Travel Dist (mi) 2467.9
Travel Time (hr) 107.5
Avg Speed (mph) 23
Fuel Used (gal) 79.1
Fuel Eff. (mpg) 31.2
HC Emissions (g) 797
CO Emissions (g) 17054
NOx Emissions (g) 2307
Density (ft/veh) 201
Occupancy (veh) 107
July 18, 2023
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Cumulative PM Pk Hr - No Build 09/15/2022
05 Cuml PM Calrsbad Blvd/Tamarack Avenue Mobility Analysis SimTraffic Report Wood Rodgers, Inc. Page 3
Intersection: 1: Carlsbad Blvd & Beach Parking /Tamarack Ave Movement EB EB WB WB NB NB NB SB SB SB SB
Directions Served LT R L TR L T TR L T T R
Maximum Queue (ft) 83 35 144 150 159 246 251 159 170 159 31 Average Queue (ft) 26 2 64 43 44 216 224 80 80 79 1
95th Queue (ft) 61 24 118 103 122 256 253 137 142 138 23 Link Distance (ft) 288 916 221 221 227 227
Upstream Blk Time (%) 12 17 0
Queuing Penalty (veh) 78 115 0
Storage Bay Dist (ft) 30 75 70 115 70
Storage Blk Time (%) 28 0 9 2 6 40 6 2 13
Queuing Penalty (veh) 8 0 9 3 27 13 13 2 2
Intersection: 2: Carlsbad Blvd & Redwood Ave
Movement WB NB SB
Directions Served LR TR L
Maximum Queue (ft) 39 7 33
Average Queue (ft) 11 0 5
95th Queue (ft) 36 5 24
Link Distance (ft) 465 227
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 80
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: Carlsbad Blvd & Sequoia Ave
Movement WB NB NB SB
Directions Served LR T TR L
Maximum Queue (ft) 37 257 310 30
Average Queue (ft) 10 94 138 5
95th Queue (ft) 33 232 281 23
Link Distance (ft) 497 3442 3442
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 75
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 269
July 18, 2023
Item #10 Page 174 of 356
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Cumulative SAT Pk Hr - No Build 08/26/2022
06 Cuml SAT Calrsbad Blvd/Tamarack Avenue Mobility Analysis SimTraffic Report Wood Rodgers, Inc. Page 1
1: Carlsbad Blvd & Beach Parking /Tamarack Ave Performance by movement Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Denied Del/Veh (s) 0.3 0.3 4.1 3.6 0.6 0.6 0.0 0.0 0.0 0.0 0.0 0.0 Total Del/Veh (s) 48.6 51.1 1.8 27.7 26.9 12.3 54.8 27.6 23.3 47.3 20.2 2.7 Travel Dist (mi) 1.1 1.5 2.1 28.8 4.1 21.9 2.0 36.9 8.1 6.4 36.3 1.8 Travel Time (hr) 0.3 0.4 0.2 2.5 0.3 1.3 0.7 6.6 1.4 1.8 4.9 0.1 Avg Speed (mph) 4 3 18 12 13 17 3 6 6 4 7 17
Fuel Used (gal) 0.1 0.1 0.1 1.2 0.2 0.7 0.2 2.3 0.4 0.5 1.8 0.0 Fuel Eff. (mpg) 11.5 11.1 23.4 25.0 26.7 31.7 10.7 16.1 19.2 12.1 19.7 39.1 HC Emissions (g) 0 0 0 9 1 6 0 13 2 2 11 0
CO Emissions (g) 12 17 23 272 29 175 17 359 60 66 294 8 NOx Emissions (g) 1 1 2 26 2 19 2 42 6 6 35 1
Density (ft/veh)
Occupancy (veh) 0 0 0 2 0 1 1 7 1 2 5 0
1: Carlsbad Blvd & Beach Parking /Tamarack Ave Performance by movement Movement All
Denied Del/Veh (s) 0.4
Total Del/Veh (s) 25.1
Travel Dist (mi) 150.9
Travel Time (hr) 20.5
Avg Speed (mph) 7
Fuel Used (gal) 7.6
Fuel Eff. (mpg) 19.8
HC Emissions (g) 44
CO Emissions (g) 1331
NOx Emissions (g) 142
Density (ft/veh) 208
Occupancy (veh) 20
2: Carlsbad Blvd & Redwood Ave Performance by movement
Movement WBL WBR NBT NBR SBL SBT All
Denied Del/Veh (s) 0.1 0.1 0.0 0.0 0.3 0.2 0.1
Total Del/Veh (s) 17.5 6.5 1.9 2.4 10.5 2.5 2.3
Travel Dist (mi) 0.3 0.9 47.0 0.3 4.6 411.8 465.0
Travel Time (hr) 0.0 0.1 2.1 0.0 0.2 14.5 16.9
Avg Speed (mph) 10 15 22 17 25 29 28
Fuel Used (gal) 0.0 0.0 3.0 0.0 0.1 11.6 14.8
Fuel Eff. (mpg) 27.9 33.9 15.6 19.1 35.4 35.4 31.4
HC Emissions (g) 0 0 38 0 1 109 147
CO Emissions (g) 1 3 1360 6 13 2029 3411
NOx Emissions (g) 0 0 154 1 2 300 457
Density (ft/veh) 541
Occupancy (veh) 0 0 2 0 0 14 17
July 18, 2023
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Cumulative SAT Pk Hr - No Build 08/26/2022
06 Cuml SAT Calrsbad Blvd/Tamarack Avenue Mobility Analysis SimTraffic Report Wood Rodgers, Inc. Page 2
3: Carlsbad Blvd & Sequoia Ave Performance by movement
Movement WBL WBR NBT NBR SBL SBT All
Denied Del/Veh (s) 0.1 0.1 0.2 0.1 0.0 0.0 0.1
Total Del/Veh (s) 18.5 11.3 4.8 4.0 8.7 1.9 3.5
Travel Dist (mi) 0.7 0.5 566.7 16.9 0.3 48.9 633.9
Travel Time (hr) 0.1 0.0 20.3 0.6 0.0 2.3 23.3
Avg Speed (mph) 10 12 28 27 11 22 27
Fuel Used (gal) 0.0 0.0 16.0 0.5 0.0 2.9 19.4
Fuel Eff. (mpg) 27.3 31.0 35.5 35.4 18.7 16.7 32.6
HC Emissions (g) 0 0 157 7 0 32 196
CO Emissions (g) 2 1 2893 119 3 1168 4185
NOx Emissions (g) 0 0 434 18 0 138 590
Density (ft/veh) 354
Occupancy (veh) 0 0 20 1 0 2 23
Total Network Performance
Denied Del/Veh (s) 0.5
Total Del/Veh (s) 32.4
Travel Dist (mi) 2322.0
Travel Time (hr) 100.0
Avg Speed (mph) 23
Fuel Used (gal) 73.8
Fuel Eff. (mpg) 31.5
HC Emissions (g) 692
CO Emissions (g) 14981
NOx Emissions (g) 2008
Density (ft/veh) 217
Occupancy (veh) 100
July 18, 2023
Item #10 Page 176 of 356
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Cumulative SAT Pk Hr - No Build 08/26/2022
06 Cuml SAT Calrsbad Blvd/Tamarack Avenue Mobility Analysis SimTraffic Report Wood Rodgers, Inc. Page 3
Intersection: 1: Carlsbad Blvd & Beach Parking /Tamarack Ave Movement EB EB WB WB NB NB NB SB SB SB SB
Directions Served LT R L TR L T TR L T T R
Maximum Queue (ft) 99 57 155 207 160 243 246 170 210 240 142 Average Queue (ft) 37 4 74 55 45 175 190 80 127 135 14
95th Queue (ft) 78 29 133 138 120 254 261 143 196 215 89 Link Distance (ft) 288 916 221 221 227 227
Upstream Blk Time (%) 3 6 0 1
Queuing Penalty (veh) 15 25 0 2
Storage Bay Dist (ft) 30 75 70 115 70
Storage Blk Time (%) 35 0 10 3 3 39 4 9 28
Queuing Penalty (veh) 15 0 15 5 9 16 13 11 11
Intersection: 2: Carlsbad Blvd & Redwood Ave
Movement WB NB SB SB SB
Directions Served LR T L T T
Maximum Queue (ft) 37 6 33 17 28
Average Queue (ft) 12 0 5 1 1
95th Queue (ft) 36 0 24 11 12
Link Distance (ft) 465 227 2686 2686
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 80
Storage Blk Time (%) 0
Queuing Penalty (veh) 0
Intersection: 3: Carlsbad Blvd & Sequoia Ave
Movement WB NB NB SB SB
Directions Served LR T TR L T
Maximum Queue (ft) 39 100 136 33 6
Average Queue (ft) 11 15 27 4 0
95th Queue (ft) 35 69 100 20 6
Link Distance (ft) 497 3442 3442 221
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 75
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 138
July 18, 2023
Item #10 Page 177 of 356
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Horizon Year AM Pk Hr - No Build 09/15/2022
07 HY AM Calrsbad Blvd/Tamarack Avenue Mobility Analysis SimTraffic Report Wood Rodgers, Inc. Page 1
1: Carlsbad Blvd & Beach Parking /Tamarack Ave Performance by movement Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Denied Del/Veh (s) 0.1 0.1 4.5 3.7 0.7 0.6 0.0 0.0 0.0 0.0 0.0 0.0 Total Del/Veh (s) 29.9 37.4 1.0 13.6 13.0 4.8 29.7 14.3 5.6 28.1 13.5 1.3 Travel Dist (mi) 0.2 0.3 0.3 38.1 4.1 11.9 0.6 11.3 3.6 2.4 23.1 0.8 Travel Time (hr) 0.1 0.1 0.0 2.4 0.2 0.6 0.1 1.2 0.3 0.5 2.4 0.0 Avg Speed (mph) 5 4 19 17 18 22 5 9 13 5 10 20
Fuel Used (gal) 0.0 0.0 0.0 1.3 0.1 0.3 0.0 0.4 0.1 0.1 0.9 0.0 Fuel Eff. (mpg) 16.6 15.8 31.9 29.7 30.0 35.3 18.9 25.4 40.6 18.8 25.3 53.4 HC Emissions (g) 0 0 0 12 1 4 0 3 0 0 6 0
CO Emissions (g) 1 2 1 321 25 93 3 94 11 17 162 2
NOx Emissions (g) 0 0 0 34 2 11 0 10 1 1 20 0
Density (ft/veh)
Occupancy (veh) 0 0 0 2 0 1 0 1 0 0 2 0
1: Carlsbad Blvd & Beach Parking /Tamarack Ave Performance by movement Movement All
Denied Del/Veh (s) 0.8
Total Del/Veh (s) 13.3
Travel Dist (mi) 96.8
Travel Time (hr) 7.8
Avg Speed (mph) 13
Fuel Used (gal) 3.4
Fuel Eff. (mpg) 28.3
HC Emissions (g) 26
CO Emissions (g) 731
NOx Emissions (g) 79
Density (ft/veh) 553
Occupancy (veh) 8
2: Carlsbad Blvd & Redwood Ave Performance by movement
Movement WBL WBR NBT NBR SBL SBT All
Denied Del/Veh (s) 0.1 0.1 0.0 0.0 0.2 0.1 0.1
Total Del/Veh (s) 7.1 3.1 1.3 1.6 4.1 1.4 1.5
Travel Dist (mi) 0.3 0.5 15.8 0.1 2.9 241.2 260.9
Travel Time (hr) 0.0 0.0 0.7 0.0 0.1 8.3 9.2
Avg Speed (mph) 15 18 22 17 27 29 28
Fuel Used (gal) 0.0 0.0 1.0 0.0 0.1 6.8 7.9
Fuel Eff. (mpg) 35.3 39.5 15.7 18.2 34.7 35.5 32.9
HC Emissions (g) 0 0 16 0 0 64 80
CO Emissions (g) 1 1 577 2 8 1158 1747
NOx Emissions (g) 0 0 54 0 1 178 234
Density (ft/veh) 994
Occupancy (veh) 0 0 1 0 0 8 9
July 18, 2023
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Horizon Year AM Pk Hr - No Build 09/15/2022
07 HY AM Calrsbad Blvd/Tamarack Avenue Mobility Analysis SimTraffic Report Wood Rodgers, Inc. Page 2
3: Carlsbad Blvd & Sequoia Ave Performance by movement
Movement WBL WBR NBT NBR SBL SBT All
Denied Del/Veh (s) 0.1 0.1 0.1 0.1 0.0 0.0
Total Del/Veh (s) 9.1 3.5 1.2 1.1 1.3 1.4
Travel Dist (mi) 0.8 0.2 188.7 3.6 0.0 37.1 230.4
Travel Time (hr) 0.1 0.0 6.5 0.1 0.0 1.7 8.3
Avg Speed (mph) 15 17 29 29 16 22 28
Fuel Used (gal) 0.0 0.0 5.3 0.1 0.0 2.3 7.7
Fuel Eff. (mpg) 34.1 37.3 35.5 35.4 23.8 16.3 29.8
HC Emissions (g) 0 0 54 0 0 29 84
CO Emissions (g) 2 0 923 10 0 1136 2071
NOx Emissions (g) 0 0 150 1 0 112 264
Density (ft/veh) 987
Occupancy (veh) 0 0 6 0 0 2 8
Total Network Performance
Denied Del/Veh (s) 0.9
Total Del/Veh (s) 17.6
Travel Dist (mi) 1194.3
Travel Time (hr) 46.9
Avg Speed (mph) 26
Fuel Used (gal) 36.6
Fuel Eff. (mpg) 32.6
HC Emissions (g) 362
CO Emissions (g) 7693
NOx Emissions (g) 1049
Density (ft/veh) 462
Occupancy (veh) 47
July 18, 2023
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Horizon Year AM Pk Hr - No Build 09/15/2022
07 HY AM Calrsbad Blvd/Tamarack Avenue Mobility Analysis SimTraffic Report Wood Rodgers, Inc. Page 3
Intersection: 1: Carlsbad Blvd & Beach Parking /Tamarack Ave Movement EB EB WB WB NB NB NB SB SB SB
Directions Served LT R L TR L T TR L T T
Maximum Queue (ft) 42 4 140 149 36 102 107 78 123 125
Average Queue (ft) 9 0 62 25 9 42 45 28 61 65
95th Queue (ft) 31 4 113 76 31 80 88 61 108 111
Link Distance (ft) 288 916 221 221 227 227
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 30 75 70 115
Storage Blk Time (%) 8 5 0 0 2 0 1 8
Queuing Penalty (veh) 1 4 1 0 0 0 0 1
Intersection: 2: Carlsbad Blvd & Redwood Ave
Movement WB SB
Directions Served LR L
Maximum Queue (ft) 31 24
Average Queue (ft) 8 1
95th Queue (ft) 31 10
Link Distance (ft) 465
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 80
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: Carlsbad Blvd & Sequoia Ave
Movement WB SB
Directions Served LR L
Maximum Queue (ft) 35 6
Average Queue (ft) 8 0
95th Queue (ft) 30 4
Link Distance (ft) 497
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 75
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 8
July 18, 2023
Item #10 Page 180 of 356
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Horizon Year PM Pk Hr - No Build 09/15/2022
08 HY PM Calrsbad Blvd/Tamarack Avenue Mobility Analysis SimTraffic Report Wood Rodgers, Inc. Page 1
1: Carlsbad Blvd & Beach Parking /Tamarack Ave Performance by movement Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Denied Del/Veh (s) 0.2 0.1 4.2 3.9 0.4 0.4 0.0 0.0 0.0 0.0 0.0 0.0 Total Del/Veh (s) 60.4 57.9 1.7 35.4 44.5 13.3 58.9 23.0 20.7 52.2 15.4 1.6 Travel Dist (mi) 0.7 0.8 1.2 17.2 2.1 12.3 1.5 45.0 13.6 4.9 22.3 0.6 Travel Time (hr) 0.2 0.3 0.1 1.7 0.2 0.7 0.5 6.9 2.1 1.5 2.5 0.0 Avg Speed (mph) 3 3 18 11 10 17 3 6 6 3 9 19
Fuel Used (gal) 0.1 0.1 0.1 0.8 0.1 0.4 0.2 2.7 0.7 0.4 1.0 0.0 Fuel Eff. (mpg) 9.6 10.7 23.7 22.8 23.2 31.0 9.7 16.8 19.3 11.5 22.6 48.2 HC Emissions (g) 0 0 0 5 0 3 0 16 4 1 7 0
CO Emissions (g) 8 8 12 160 15 89 13 432 103 50 170 2
NOx Emissions (g) 1 1 1 15 1 9 1 55 11 4 20 0
Density (ft/veh)
Occupancy (veh) 0 0 0 2 0 1 1 8 2 2 3 0
1: Carlsbad Blvd & Beach Parking /Tamarack Ave Performance by movement Movement All
Denied Del/Veh (s) 0.3
Total Del/Veh (s) 23.6
Travel Dist (mi) 122.2
Travel Time (hr) 17.0
Avg Speed (mph) 7
Fuel Used (gal) 6.4
Fuel Eff. (mpg) 19.1
HC Emissions (g) 36
CO Emissions (g) 1061
NOx Emissions (g) 118
Density (ft/veh) 229
Occupancy (veh) 18
2: Carlsbad Blvd & Redwood Ave Performance by movement
Movement WBL WBR NBT NBR SBL SBT All
Denied Del/Veh (s) 0.1 0.1 0.0 0.0 0.2 0.1 0.1
Total Del/Veh (s) 26.6 7.0 1.9 2.4 12.9 1.8 2.0
Travel Dist (mi) 0.4 0.5 52.3 0.6 3.8 257.5 315.1
Travel Time (hr) 0.0 0.0 2.3 0.0 0.2 9.0 11.5
Avg Speed (mph) 8 14 23 17 24 29 27
Fuel Used (gal) 0.0 0.0 3.2 0.0 0.1 7.3 10.7
Fuel Eff. (mpg) 23.8 33.9 16.5 18.3 34.8 35.2 29.5
HC Emissions (g) 0 0 39 0 0 70 109
CO Emissions (g) 1 1 1350 11 12 1278 2653
NOx Emissions (g) 0 0 163 1 1 193 359
Density (ft/veh) 727
Occupancy (veh) 0 0 3 0 0 10 13
July 18, 2023
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08 HY PM Calrsbad Blvd/Tamarack Avenue Mobility Analysis SimTraffic Report Wood Rodgers, Inc. Page 2
3: Carlsbad Blvd & Sequoia Ave Performance by movement
Movement WBL WBR NBT NBR SBL SBT All
Denied Del/Veh (s) 0.1 0.1 0.2 0.2 0.0 0.0 0.1
Total Del/Veh (s) 24.9 26.5 9.1 8.6 13.9 1.6 6.9
Travel Dist (mi) 0.4 0.4 727.7 37.2 0.3 29.6 795.7
Travel Time (hr) 0.0 0.1 27.4 1.5 0.0 1.3 30.3
Avg Speed (mph) 9 8 27 26 9 22 26
Fuel Used (gal) 0.0 0.0 21.0 1.1 0.0 1.7 23.8
Fuel Eff. (mpg) 25.4 22.4 34.7 34.7 17.2 17.8 33.5
HC Emissions (g) 0 0 199 8 0 20 227
CO Emissions (g) 1 2 3878 155 4 711 4751
NOx Emissions (g) 0 0 567 22 0 79 669
Density (ft/veh) 249
Occupancy (veh) 0 0 30 2 0 1 33
Total Network Performance
Denied Del/Veh (s) 0.4
Total Del/Veh (s) 32.7
Travel Dist (mi) 2132.2
Travel Time (hr) 91.7
Avg Speed (mph) 23
Fuel Used (gal) 68.0
Fuel Eff. (mpg) 31.4
HC Emissions (g) 637
CO Emissions (g) 13923
NOx Emissions (g) 1874
Density (ft/veh) 216
Occupancy (veh) 100
July 18, 2023
Item #10 Page 182 of 356
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Horizon Year PM Pk Hr - No Build 09/15/2022
08 HY PM Calrsbad Blvd/Tamarack Avenue Mobility Analysis SimTraffic Report Wood Rodgers, Inc. Page 3
Intersection: 1: Carlsbad Blvd & Beach Parking /Tamarack Ave Movement EB EB WB WB NB NB NB SB SB SB SB
Directions Served LT R L TR L T TR L T T R
Maximum Queue (ft) 91 58 138 115 140 240 250 163 178 176 31 Average Queue (ft) 27 3 59 35 38 204 216 72 80 84 1
95th Queue (ft) 69 27 117 85 112 266 264 131 148 150 24 Link Distance (ft) 288 916 221 221 227 227
Upstream Blk Time (%) 8 14 0 0
Queuing Penalty (veh) 50 85 0 0
Storage Bay Dist (ft) 30 75 70 115 70
Storage Blk Time (%) 31 0 8 1 3 37 4 2 13
Queuing Penalty (veh) 8 0 7 1 14 11 8 2 2
Intersection: 2: Carlsbad Blvd & Redwood Ave
Movement WB NB SB
Directions Served LR TR L
Maximum Queue (ft) 39 2 44
Average Queue (ft) 10 0 5
95th Queue (ft) 34 2 24
Link Distance (ft) 465 227
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 80
Storage Blk Time (%) 0
Queuing Penalty (veh) 0
Intersection: 3: Carlsbad Blvd & Sequoia Ave
Movement WB NB NB SB
Directions Served LR T TR L
Maximum Queue (ft) 41 219 251 35
Average Queue (ft) 8 64 100 5
95th Queue (ft) 30 181 225 24
Link Distance (ft) 497 3442 3442
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 75
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 189
July 18, 2023
Item #10 Page 183 of 356
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Horizon Year SAT Pk Hr - No Build 08/26/2022
09 HY SAT Calrsbad Blvd/Tamarack Avenue Mobility Analysis SimTraffic Report Wood Rodgers, Inc. Page 1
1: Carlsbad Blvd & Beach Parking /Tamarack Ave Performance by movement Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Denied Del/Veh (s) 0.2 0.2 4.1 3.7 0.6 0.6 0.0 0.0 0.0 0.0 0.0 0.0 Total Del/Veh (s) 47.0 47.6 1.7 26.9 28.9 11.7 50.6 26.8 21.7 46.9 21.0 2.9 Travel Dist (mi) 1.0 1.5 2.0 27.1 4.0 20.5 2.0 33.9 7.4 6.1 34.5 1.9 Travel Time (hr) 0.3 0.4 0.2 2.3 0.3 1.2 0.6 5.9 1.2 1.8 4.8 0.1 Avg Speed (mph) 3 4 18 13 13 17 3 6 6 4 7 17
Fuel Used (gal) 0.1 0.1 0.1 1.1 0.2 0.6 0.2 2.0 0.4 0.5 1.8 0.0 Fuel Eff. (mpg) 11.2 11.5 23.4 25.1 26.3 31.6 11.5 16.7 19.9 12.1 19.6 39.3 HC Emissions (g) 0 0 0 8 1 6 0 10 2 2 9 0
CO Emissions (g) 12 17 23 260 28 163 16 296 52 65 265 8 NOx Emissions (g) 1 1 2 25 2 17 1 34 5 6 31 1
Density (ft/veh)
Occupancy (veh) 0 0 0 2 0 1 1 6 1 2 5 0
1: Carlsbad Blvd & Beach Parking /Tamarack Ave Performance by movement Movement All
Denied Del/Veh (s) 0.4
Total Del/Veh (s) 24.9
Travel Dist (mi) 142.0
Travel Time (hr) 19.1
Avg Speed (mph) 8
Fuel Used (gal) 7.1
Fuel Eff. (mpg) 20.0
HC Emissions (g) 39
CO Emissions (g) 1204
NOx Emissions (g) 126
Density (ft/veh) 222
Occupancy (veh) 19
2: Carlsbad Blvd & Redwood Ave Performance by movement
Movement WBL WBR NBT NBR SBL SBT All
Denied Del/Veh (s) 0.1 0.1 0.0 0.0 0.2 0.2 0.1
Total Del/Veh (s) 18.1 6.4 1.9 2.0 8.9 2.3 2.2
Travel Dist (mi) 0.3 0.7 43.3 0.3 5.6 393.2 443.3
Travel Time (hr) 0.0 0.0 2.0 0.0 0.2 13.8 16.1
Avg Speed (mph) 11 15 22 17 26 29 28
Fuel Used (gal) 0.0 0.0 2.8 0.0 0.2 11.1 14.1
Fuel Eff. (mpg) 29.3 34.5 15.6 19.5 35.4 35.5 31.6
HC Emissions (g) 0 0 33 0 1 103 137
CO Emissions (g) 1 2 1236 5 17 1905 3166
NOx Emissions (g) 0 0 139 1 2 280 423
Density (ft/veh) 570
Occupancy (veh) 0 0 2 0 0 14 16
July 18, 2023
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Horizon Year SAT Pk Hr - No Build 08/26/2022
09 HY SAT Calrsbad Blvd/Tamarack Avenue Mobility Analysis SimTraffic Report Wood Rodgers, Inc. Page 2
3: Carlsbad Blvd & Sequoia Ave Performance by movement
Movement WBL WBR NBT NBR SBL SBT All
Denied Del/Veh (s) 0.1 0.1 0.1 0.1 0.0 0.0 0.1
Total Del/Veh (s) 17.5 7.0 4.0 3.3 9.8 2.0 3.0
Travel Dist (mi) 0.6 0.6 523.7 15.0 0.3 46.5 586.6
Travel Time (hr) 0.1 0.0 18.5 0.5 0.0 2.2 21.4
Avg Speed (mph) 11 15 28 28 12 21 28
Fuel Used (gal) 0.0 0.0 14.8 0.4 0.0 2.8 18.0
Fuel Eff. (mpg) 28.4 34.2 35.5 36.2 19.6 16.6 32.6
HC Emissions (g) 0 0 133 2 0 32 167
CO Emissions (g) 1 1 2466 44 3 1149 3665
NOx Emissions (g) 0 0 374 6 0 134 514
Density (ft/veh) 386
Occupancy (veh) 0 0 19 1 0 2 21
Total Network Performance
Denied Del/Veh (s) 0.5
Total Del/Veh (s) 31.7
Travel Dist (mi) 2179.0
Travel Time (hr) 93.3
Avg Speed (mph) 23
Fuel Used (gal) 69.1
Fuel Eff. (mpg) 31.5
HC Emissions (g) 626
CO Emissions (g) 13668
NOx Emissions (g) 1828
Density (ft/veh) 232
Occupancy (veh) 93
July 18, 2023
Item #10 Page 185 of 356
Queuing and Blocking Report
Horizon Year SAT Pk Hr - No Build 08/26/2022
09 HY SAT Calrsbad Blvd/Tamarack Avenue Mobility Analysis SimTraffic Report Wood Rodgers, Inc. Page 3
Intersection: 1: Carlsbad Blvd & Beach Parking /Tamarack Ave Movement EB EB WB WB NB NB NB SB SB SB SB
Directions Served LT R L TR L T TR L T T R
Maximum Queue (ft) 90 56 145 148 150 236 240 191 218 233 141 Average Queue (ft) 36 3 66 48 41 162 177 82 125 132 18
95th Queue (ft) 76 28 124 114 110 243 250 151 193 206 101 Link Distance (ft) 288 916 221 221 227 227
Upstream Blk Time (%) 2 4 0 0
Queuing Penalty (veh) 7 15 0 1
Storage Bay Dist (ft) 30 75 70 115 70
Storage Blk Time (%) 35 0 9 2 2 35 4 9 28
Queuing Penalty (veh) 15 0 13 4 6 13 12 11 11
Intersection: 2: Carlsbad Blvd & Redwood Ave
Movement WB SB SB SB
Directions Served LR L T T
Maximum Queue (ft) 42 33 3 19
Average Queue (ft) 10 5 0 1
95th Queue (ft) 35 25 3 12
Link Distance (ft) 465 2686 2686
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 80
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: Carlsbad Blvd & Sequoia Ave
Movement WB NB NB SB
Directions Served LR T TR L
Maximum Queue (ft) 37 82 123 32
Average Queue (ft) 10 7 16 3
95th Queue (ft) 32 42 73 18
Link Distance (ft) 497 3442 3442
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 75
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 109
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1: Carlsbad Blvd & Beach Parking /Tamarack Ave Performance by movement Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Denied Del/Veh (s) 0.1 0.2 4.0 3.6 0.5 0.7 0.0 0.0 0.0 0.0 0.0 0.0 Total Del/Veh (s) 33.7 27.4 0.8 23.5 21.2 7.3 35.0 16.1 7.6 33.0 16.1 8.0 Travel Dist (mi) 0.3 0.3 0.4 41.8 4.2 12.4 0.8 11.7 3.9 2.5 21.9 0.9 Travel Time (hr) 0.1 0.1 0.0 3.3 0.3 0.6 0.2 1.4 0.3 0.5 2.6 0.1 Avg Speed (mph) 4 5 19 14 15 20 4 9 12 5 9 11
Fuel Used (gal) 0.0 0.0 0.0 1.6 0.1 0.4 0.0 0.5 0.1 0.2 1.0 0.0 Fuel Eff. (mpg) 16.2 16.9 34.7 26.3 28.4 34.2 17.0 24.4 37.8 16.0 21.8 35.4 HC Emissions (g) 0 0 0 12 1 4 0 3 1 1 7 0
CO Emissions (g) 2 2 1 364 25 96 4 88 15 22 202 3
NOx Emissions (g) 0 0 0 36 2 11 0 9 2 2 21 0
Density (ft/veh)
Occupancy (veh) 0 0 0 3 0 1 0 1 0 1 3 0
1: Carlsbad Blvd & Beach Parking /Tamarack Ave Performance by movement Movement All
Denied Del/Veh (s) 0.9
Total Del/Veh (s) 17.6
Travel Dist (mi) 101.1
Travel Time (hr) 9.4
Avg Speed (mph) 11
Fuel Used (gal) 4.0
Fuel Eff. (mpg) 25.5
HC Emissions (g) 28
CO Emissions (g) 823
NOx Emissions (g) 83
Density (ft/veh) 437
Occupancy (veh) 9
2: Carlsbad Blvd & Redwood Ave Performance by movement
Movement WBL WBR NBT NBR SBL SBT All
Denied Del/Veh (s) 0.1 0.1 0.0 0.0 0.3 0.1 0.1
Total Del/Veh (s) 7.0 3.2 1.3 1.0 3.6 1.8 1.7
Travel Dist (mi) 0.3 0.5 15.9 0.1 2.8 234.8 254.4
Travel Time (hr) 0.0 0.0 0.7 0.0 0.1 8.2 9.0
Avg Speed (mph) 15 18 22 18 27 29 28
Fuel Used (gal) 0.0 0.0 1.0 0.0 0.1 6.7 7.8
Fuel Eff. (mpg) 37.4 37.0 15.7 22.8 36.5 34.9 32.4
HC Emissions (g) 0 0 17 0 0 61 78
CO Emissions (g) 1 1 600 2 8 1171 1783
NOx Emissions (g) 0 0 57 0 1 175 233
Density (ft/veh) 1007
Occupancy (veh) 0 0 1 0 0 8 9
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3: Carlsbad Blvd & Sequoia Ave Performance by movement
Movement WBR NBT NBR SBT All
Denied Del/Veh (s) 0.1 0.0 0.0 0.0 0.0
Total Del/Veh (s) 3.0 0.2 0.0 2.0 1.4
Travel Dist (mi) 0.1 20.2 0.3 37.8 58.4
Travel Time (hr) 0.0 0.7 0.0 1.8 2.5
Avg Speed (mph) 17 29 22 21 23
Fuel Used (gal) 0.0 0.5 0.0 2.3 2.8
Fuel Eff. (mpg) 36.7 37.4 54.1 16.5 20.6
HC Emissions (g) 0 6 0 27 33
CO Emissions (g) 0 90 0 982 1073
NOx Emissions (g) 0 16 0 110 126
Density (ft/veh) 713
Occupancy (veh) 0 1 0 2 3
Total Network Performance
Denied Del/Veh (s) 0.9
Total Del/Veh (s) 23.7
Travel Dist (mi) 1193.6
Travel Time (hr) 48.9
Avg Speed (mph) 25
Fuel Used (gal) 37.6
Fuel Eff. (mpg) 31.8
HC Emissions (g) 371
CO Emissions (g) 8032
NOx Emissions (g) 1081
Density (ft/veh) 447
Occupancy (veh) 49
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Intersection: 1: Carlsbad Blvd & Beach Parking /Tamarack Ave Movement EB WB WB NB NB NB SB SB SB
Directions Served LT L TR L T TR L T TR
Maximum Queue (ft) 42 179 192 49 106 126 102 214 195
Average Queue (ft) 10 101 51 12 49 59 34 102 62
95th Queue (ft) 34 163 121 38 87 105 75 177 143
Link Distance (ft) 273 929 233 233 228 228
Upstream Blk Time (%) 0 0
Queuing Penalty (veh) 0 0
Storage Bay Dist (ft) 93 115 97
Storage Blk Time (%) 9 13 1 0 0 10
Queuing Penalty (veh) 1 13 1 0 1 5
Intersection: 2: Carlsbad Blvd & Redwood Ave
Movement WB SB SB
Directions Served LR L T
Maximum Queue (ft) 31 22 16
Average Queue (ft) 8 1 1
95th Queue (ft) 30 11 9
Link Distance (ft) 453 2676
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 95
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: Carlsbad Blvd & Sequoia Ave
Movement WB
Directions Served R
Maximum Queue (ft) 18
Average Queue (ft) 1
95th Queue (ft) 10
Link Distance (ft) 469
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 20
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1: Carlsbad Blvd & Beach Parking /Tamarack Ave Performance by movement Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Denied Del/Veh (s) 0.2 0.3 4.0 3.8 0.3 0.5 0.0 0.0 0.0 0.0 0.0 0.0 Total Del/Veh (s) 45.4 44.1 1.3 48.7 43.6 14.5 63.6 26.5 23.2 58.1 17.4 7.7 Travel Dist (mi) 0.9 0.7 1.4 20.5 2.1 14.4 1.8 54.6 15.4 5.5 24.7 0.9 Travel Time (hr) 0.3 0.2 0.1 2.5 0.2 0.9 0.7 9.3 2.6 1.9 3.0 0.1 Avg Speed (mph) 3 4 18 9 10 16 3 6 6 3 8 12
Fuel Used (gal) 0.1 0.1 0.1 1.0 0.1 0.5 0.2 3.5 0.8 0.5 1.2 0.0 Fuel Eff. (mpg) 12.0 12.2 25.8 20.6 22.8 30.4 9.3 15.7 18.1 10.3 20.1 35.5 HC Emissions (g) 0 0 0 6 0 5 0 18 5 1 8 0
CO Emissions (g) 8 6 11 194 16 130 20 510 127 54 253 3
NOx Emissions (g) 1 1 1 17 1 14 2 65 14 5 28 0
Density (ft/veh)
Occupancy (veh) 0 0 0 2 0 1 1 9 3 2 3 0
1: Carlsbad Blvd & Beach Parking /Tamarack Ave Performance by movement Movement All
Denied Del/Veh (s) 0.3
Total Del/Veh (s) 26.9
Travel Dist (mi) 142.8
Travel Time (hr) 21.6
Avg Speed (mph) 7
Fuel Used (gal) 8.0
Fuel Eff. (mpg) 17.8
HC Emissions (g) 44
CO Emissions (g) 1333
NOx Emissions (g) 149
Density (ft/veh) 187
Occupancy (veh) 21
2: Carlsbad Blvd & Redwood Ave Performance by movement
Movement WBL WBR NBT NBR SBL SBT All
Denied Del/Veh (s) 0.1 0.1 0.0 0.0 0.2 0.1 0.1
Total Del/Veh (s) 30.8 9.8 2.0 2.3 17.4 2.3 2.2
Travel Dist (mi) 0.4 0.7 61.9 0.6 3.3 287.7 354.6
Travel Time (hr) 0.0 0.1 2.8 0.0 0.1 10.1 13.1
Avg Speed (mph) 7 13 22 17 23 29 27
Fuel Used (gal) 0.0 0.0 3.8 0.0 0.1 8.2 12.2
Fuel Eff. (mpg) 22.5 31.8 16.3 20.2 34.3 35.0 29.1
HC Emissions (g) 0 0 43 0 0 76 119
CO Emissions (g) 1 2 1528 9 10 1478 3028
NOx Emissions (g) 0 0 188 1 1 214 405
Density (ft/veh) 691
Occupancy (veh) 0 0 3 0 0 10 13
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3: Carlsbad Blvd & Sequoia Ave Performance by movement
Movement WBR NBT NBR SBT All
Denied Del/Veh (s) 0.1 0.0 0.0 0.0 0.0
Total Del/Veh (s) 42.5 8.0 8.2 2.5 6.4
Travel Dist (mi) 0.4 88.3 4.0 34.6 127.4
Travel Time (hr) 0.1 5.9 0.3 1.7 8.0
Avg Speed (mph) 6 15 13 20 16
Fuel Used (gal) 0.0 2.7 0.1 1.9 4.8
Fuel Eff. (mpg) 18.4 32.4 34.5 18.2 26.7
HC Emissions (g) 0 19 1 21 41
CO Emissions (g) 2 485 23 738 1247
NOx Emissions (g) 0 59 3 83 145
Density (ft/veh) 225
Occupancy (veh) 0 6 0 2 8
Total Network Performance
Denied Del/Veh (s) 0.5
Total Del/Veh (s) 39.2
Travel Dist (mi) 2459.7
Travel Time (hr) 109.7
Avg Speed (mph) 22
Fuel Used (gal) 79.7
Fuel Eff. (mpg) 30.9
HC Emissions (g) 733
CO Emissions (g) 16320
NOx Emissions (g) 2165
Density (ft/veh) 198
Occupancy (veh) 109
July 18, 2023
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Intersection: 1: Carlsbad Blvd & Beach Parking /Tamarack Ave Movement EB EB WB WB NB NB NB SB SB SB
Directions Served LT R L TR L T TR L T TR
Maximum Queue (ft) 79 12 152 169 204 264 271 186 243 218 Average Queue (ft) 26 0 77 59 43 232 241 88 130 80
95th Queue (ft) 64 7 138 126 133 280 275 162 209 173
Link Distance (ft) 273 929 233 233 228 228
Upstream Blk Time (%) 15 21 0 0
Queuing Penalty (veh) 97 137 1 0
Storage Bay Dist (ft) 30 93 115 97
Storage Blk Time (%) 28 0 13 2 0 36 10 16
Queuing Penalty (veh) 8 0 13 3 2 11 22 17
Intersection: 2: Carlsbad Blvd & Redwood Ave
Movement WB NB SB SB
Directions Served LR TR L T
Maximum Queue (ft) 37 5 31 24
Average Queue (ft) 11 0 4 1
95th Queue (ft) 35 5 22 13
Link Distance (ft) 453 228 2676
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 95
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: Carlsbad Blvd & Sequoia Ave
Movement WB NB NB B6 B6 SB SB
Directions Served R T TR T T T T
Maximum Queue (ft) 36 314 356 22 48 20 9
Average Queue (ft) 6 112 148 1 3 1 0
95th Queue (ft) 25 264 306 17 27 12 7
Link Distance (ft) 469 303 303 3061 3061 233 233
Upstream Blk Time (%) 0 1
Queuing Penalty (veh) 0 0
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 311
July 18, 2023
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1: Carlsbad Blvd & Beach Parking /Tamarack Ave Performance by movement Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Denied Del/Veh (s) 0.2 0.3 4.0 3.7 0.6 0.6 0.0 0.0 0.0 0.0 0.0 0.0 Total Del/Veh (s) 38.6 38.7 1.6 41.1 38.1 15.6 58.7 30.8 25.6 57.8 26.1 12.6 Travel Dist (mi) 0.9 1.2 2.4 30.1 3.9 21.4 2.1 36.0 7.4 6.3 34.5 2.1 Travel Time (hr) 0.2 0.3 0.2 3.2 0.4 1.4 0.7 6.9 1.3 2.2 5.8 0.2 Avg Speed (mph) 4 4 17 10 11 16 3 5 6 3 6 9
Fuel Used (gal) 0.1 0.1 0.1 1.4 0.2 0.7 0.2 2.3 0.4 0.6 2.1 0.1 Fuel Eff. (mpg) 12.9 12.4 25.6 22.0 24.5 30.5 10.3 15.5 18.3 9.9 16.1 25.8 HC Emissions (g) 0 0 0 8 1 5 0 11 2 2 13 0
CO Emissions (g) 9 13 20 281 25 157 22 320 59 68 399 10 NOx Emissions (g) 1 1 2 25 2 16 2 36 6 7 45 1
Density (ft/veh)
Occupancy (veh) 0 0 0 3 0 1 1 7 1 2 6 0
1: Carlsbad Blvd & Beach Parking /Tamarack Ave Performance by movement Movement All
Denied Del/Veh (s) 0.5
Total Del/Veh (s) 30.3
Travel Dist (mi) 148.2
Travel Time (hr) 22.8
Avg Speed (mph) 7
Fuel Used (gal) 8.3
Fuel Eff. (mpg) 17.9
HC Emissions (g) 43
CO Emissions (g) 1384
NOx Emissions (g) 143
Density (ft/veh) 178
Occupancy (veh) 23
2: Carlsbad Blvd & Redwood Ave Performance by movement
Movement WBL WBR NBT NBR SBL SBT All
Denied Del/Veh (s) 0.1 0.1 0.0 0.0 0.3 0.2 0.1
Total Del/Veh (s) 25.0 7.0 1.9 1.6 9.3 4.1 3.1
Travel Dist (mi) 0.3 1.0 44.6 0.3 5.2 398.4 449.7
Travel Time (hr) 0.0 0.1 2.0 0.0 0.2 14.3 16.7
Avg Speed (mph) 8 14 22 17 25 28 27
Fuel Used (gal) 0.0 0.0 2.9 0.0 0.1 11.4 14.5
Fuel Eff. (mpg) 23.2 33.0 15.6 19.0 36.3 34.9 31.0
HC Emissions (g) 0 0 33 0 1 107 141
CO Emissions (g) 1 3 1225 4 16 2233 3482
NOx Emissions (g) 0 0 140 0 2 308 451
Density (ft/veh) 544
Occupancy (veh) 0 0 2 0 0 14 17
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3: Carlsbad Blvd & Sequoia Ave Performance by movement
Movement WBR NBT NBR SBT All
Denied Del/Veh (s) 0.1 0.0 0.0 0.0 0.0
Total Del/Veh (s) 13.2 1.7 1.2 4.2 3.0
Travel Dist (mi) 0.5 55.9 1.8 49.3 107.5
Travel Time (hr) 0.0 2.3 0.1 2.8 5.2
Avg Speed (mph) 12 25 20 18 21
Fuel Used (gal) 0.0 1.4 0.0 2.9 4.3
Fuel Eff. (mpg) 30.8 39.9 50.4 17.2 24.9
HC Emissions (g) 0 12 0 31 43
CO Emissions (g) 1 241 6 1106 1353
NOx Emissions (g) 0 33 1 125 159
Density (ft/veh) 345
Occupancy (veh) 0 2 0 3 5
Total Network Performance
Denied Del/Veh (s) 0.6
Total Del/Veh (s) 39.9
Travel Dist (mi) 2237.6
Travel Time (hr) 100.8
Avg Speed (mph) 22
Fuel Used (gal) 73.2
Fuel Eff. (mpg) 30.6
HC Emissions (g) 674
CO Emissions (g) 15104
NOx Emissions (g) 1992
Density (ft/veh) 216
Occupancy (veh) 100
July 18, 2023
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Intersection: 1: Carlsbad Blvd & Beach Parking /Tamarack Ave Movement EB EB WB WB NB NB NB SB SB SB
Directions Served LT R L TR L T TR L T TR
Maximum Queue (ft) 90 56 181 248 193 258 261 187 259 237 Average Queue (ft) 31 4 104 86 48 188 206 115 193 157
95th Queue (ft) 75 28 176 178 133 263 273 209 271 253
Link Distance (ft) 273 929 233 233 228 228
Upstream Blk Time (%) 2 5 5 1
Queuing Penalty (veh) 10 22 18 3
Storage Bay Dist (ft) 30 93 115 97
Storage Blk Time (%) 30 0 19 5 0 27 14 34
Queuing Penalty (veh) 13 0 27 8 0 11 43 38
Intersection: 2: Carlsbad Blvd & Redwood Ave
Movement WB SB SB SB
Directions Served LR L T T
Maximum Queue (ft) 44 48 182 105
Average Queue (ft) 13 5 26 5
95th Queue (ft) 40 30 108 51
Link Distance (ft) 453 2676 2676
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 95
Storage Blk Time (%) 2
Queuing Penalty (veh) 0
Intersection: 3: Carlsbad Blvd & Sequoia Ave
Movement WB NB NB SB SB
Directions Served R T TR T T
Maximum Queue (ft) 34 120 152 164 80
Average Queue (ft) 5 11 19 8 3
95th Queue (ft) 24 59 81 75 44
Link Distance (ft) 469 303 303 233 233
Upstream Blk Time (%) 0 0
Queuing Penalty (veh) 0 0
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
July 18, 2023
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1: Carlsbad Blvd & Beach Parking /Tamarack Ave Performance by movement Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Denied Del/Veh (s) 0.1 0.2 4.5 3.6 0.7 0.7 0.0 0.0 0.0 0.0 0.0 0.0 Total Del/Veh (s) 26.6 29.4 1.0 23.5 21.8 7.7 35.0 15.0 6.8 34.9 15.1 5.8 Travel Dist (mi) 0.2 0.4 0.4 42.9 4.1 12.7 0.7 11.7 3.6 2.4 22.4 0.9 Travel Time (hr) 0.0 0.1 0.0 3.4 0.3 0.7 0.2 1.3 0.3 0.5 2.5 0.1 Avg Speed (mph) 5 5 18 14 15 20 5 9 12 4 9 13
Fuel Used (gal) 0.0 0.0 0.0 1.6 0.1 0.4 0.0 0.5 0.1 0.2 1.0 0.0 Fuel Eff. (mpg) 18.5 17.7 31.0 26.4 28.4 34.1 17.1 25.0 38.7 15.6 22.3 38.0 HC Emissions (g) 0 0 0 14 1 4 0 3 0 1 8 0
CO Emissions (g) 1 2 2 393 26 102 4 81 10 20 219 3
NOx Emissions (g) 0 0 0 39 2 12 0 9 1 2 24 0
Density (ft/veh)
Occupancy (veh) 0 0 0 3 0 1 0 1 0 1 3 0
1: Carlsbad Blvd & Beach Parking /Tamarack Ave Performance by movement Movement All
Denied Del/Veh (s) 0.9
Total Del/Veh (s) 17.1
Travel Dist (mi) 102.3
Travel Time (hr) 9.4
Avg Speed (mph) 11
Fuel Used (gal) 4.0
Fuel Eff. (mpg) 25.8
HC Emissions (g) 30
CO Emissions (g) 864
NOx Emissions (g) 90
Density (ft/veh) 442
Occupancy (veh) 9
2: Carlsbad Blvd & Redwood Ave Performance by movement
Movement WBL WBR NBT NBR SBL SBT All
Denied Del/Veh (s) 0.1 0.1 0.0 0.0 0.2 0.1 0.1
Total Del/Veh (s) 7.9 3.2 1.3 1.5 4.0 1.9 1.7
Travel Dist (mi) 0.3 0.4 16.1 0.1 2.4 238.1 257.5
Travel Time (hr) 0.0 0.0 0.7 0.0 0.1 8.3 9.2
Avg Speed (mph) 14 18 23 17 27 29 28
Fuel Used (gal) 0.0 0.0 1.0 0.0 0.1 6.8 7.9
Fuel Eff. (mpg) 35.4 39.2 15.9 18.4 36.4 35.0 32.5
HC Emissions (g) 0 0 14 0 0 73 88
CO Emissions (g) 1 1 547 2 7 1376 1934
NOx Emissions (g) 0 0 51 0 1 204 256
Density (ft/veh) 993
Occupancy (veh) 0 0 1 0 0 8 9
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3: Carlsbad Blvd & Sequoia Ave Performance by movement
Movement WBR NBT NBR SBT All
Denied Del/Veh (s) 0.1 0.0 0.0 0.0 0.0
Total Del/Veh (s) 4.0 0.2 0.1 2.0 1.5
Travel Dist (mi) 0.1 19.7 0.5 38.9 59.2
Travel Time (hr) 0.0 0.7 0.0 1.9 2.6
Avg Speed (mph) 17 29 22 21 23
Fuel Used (gal) 0.0 0.5 0.0 2.3 2.9
Fuel Eff. (mpg) 35.1 37.2 54.4 16.6 20.5
HC Emissions (g) 0 5 0 29 34
CO Emissions (g) 0 77 1 1025 1103
NOx Emissions (g) 0 14 0 116 130
Density (ft/veh) 700
Occupancy (veh) 0 1 0 2 3
Total Network Performance
Denied Del/Veh (s) 0.9
Total Del/Veh (s) 23.2
Travel Dist (mi) 1209.7
Travel Time (hr) 49.4
Avg Speed (mph) 25
Fuel Used (gal) 38.0
Fuel Eff. (mpg) 31.9
HC Emissions (g) 381
CO Emissions (g) 8193
NOx Emissions (g) 1103
Density (ft/veh) 442
Occupancy (veh) 49
July 18, 2023
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Intersection: 1: Carlsbad Blvd & Beach Parking /Tamarack Ave Movement EB EB WB WB NB NB NB SB SB SB
Directions Served LT R L TR L T TR L T TR
Maximum Queue (ft) 39 4 180 216 49 105 120 129 192 167
Average Queue (ft) 10 0 102 58 12 47 55 35 101 59
95th Queue (ft) 34 4 169 143 39 84 98 78 166 129
Link Distance (ft) 273 929 233 233 228 228
Upstream Blk Time (%) 0 0
Queuing Penalty (veh) 0 0
Storage Bay Dist (ft) 30 93 115 97
Storage Blk Time (%) 9 0 14 1 0 0 10
Queuing Penalty (veh) 1 0 14 1 0 0 5
Intersection: 2: Carlsbad Blvd & Redwood Ave
Movement WB SB
Directions Served LR L
Maximum Queue (ft) 33 18
Average Queue (ft) 8 1
95th Queue (ft) 30 9
Link Distance (ft) 453
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 95
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: Carlsbad Blvd & Sequoia Ave
Movement WB
Directions Served R
Maximum Queue (ft) 18
Average Queue (ft) 1
95th Queue (ft) 11
Link Distance (ft) 469
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 21
July 18, 2023
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05 Cuml PM Calrsbad Blvd/Tamarack Avenue Mobility Analysis SimTraffic Report Wood Rodgers, Inc. Page 1
1: Carlsbad Blvd & Beach Parking /Tamarack Ave Performance by movement Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Denied Del/Veh (s) 0.2 0.2 4.2 3.8 0.5 0.5 0.0 0.0 0.0 0.1 0.0 0.0 Total Del/Veh (s) 42.4 49.0 1.4 47.2 45.2 15.2 66.8 26.1 23.0 61.3 16.4 9.3 Travel Dist (mi) 0.8 0.8 1.4 21.3 2.6 14.2 1.6 54.1 16.2 6.0 24.6 0.8 Travel Time (hr) 0.2 0.2 0.1 2.5 0.3 0.9 0.6 9.1 2.7 2.2 2.9 0.1 Avg Speed (mph) 4 3 18 9 9 16 3 6 6 3 8 10
Fuel Used (gal) 0.1 0.1 0.1 1.0 0.1 0.5 0.2 3.4 0.9 0.6 1.2 0.0 Fuel Eff. (mpg) 11.9 11.1 26.4 20.7 22.8 30.5 8.9 15.9 18.2 9.9 20.1 32.7 HC Emissions (g) 0 0 0 6 0 5 0 20 4 2 6 0
CO Emissions (g) 8 8 12 194 17 131 19 534 121 68 225 3
NOx Emissions (g) 1 1 1 17 1 14 2 68 14 6 24 0
Density (ft/veh)
Occupancy (veh) 0 0 0 2 0 1 1 9 3 2 3 0
1: Carlsbad Blvd & Beach Parking /Tamarack Ave Performance by movement Movement All
Denied Del/Veh (s) 0.3
Total Del/Veh (s) 26.8
Travel Dist (mi) 144.3
Travel Time (hr) 21.9
Avg Speed (mph) 7
Fuel Used (gal) 8.1
Fuel Eff. (mpg) 17.7
HC Emissions (g) 44
CO Emissions (g) 1340
NOx Emissions (g) 148
Density (ft/veh) 185
Occupancy (veh) 22
2: Carlsbad Blvd & Redwood Ave Performance by movement
Movement WBL WBR NBT NBR SBL SBT All
Denied Del/Veh (s) 0.1 0.1 0.0 0.0 0.2 0.2 0.1
Total Del/Veh (s) 24.9 11.7 2.0 2.1 12.2 2.4 2.2
Travel Dist (mi) 0.3 0.6 61.2 0.7 3.4 291.0 357.2
Travel Time (hr) 0.0 0.1 2.7 0.0 0.1 10.2 13.2
Avg Speed (mph) 8 12 22 17 23 29 27
Fuel Used (gal) 0.0 0.0 3.8 0.0 0.1 8.3 12.2
Fuel Eff. (mpg) 23.6 30.9 16.3 19.5 34.2 35.0 29.2
HC Emissions (g) 0 0 47 0 0 83 130
CO Emissions (g) 1 2 1594 11 10 1586 3203
NOx Emissions (g) 0 0 195 1 1 230 428
Density (ft/veh) 687
Occupancy (veh) 0 0 3 0 0 10 13
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3: Carlsbad Blvd & Sequoia Ave Performance by movement
Movement WBR NBT NBR SBT All
Denied Del/Veh (s) 0.1 0.0 0.0 0.0 0.0
Total Del/Veh (s) 39.0 8.2 7.6 2.4 6.5
Travel Dist (mi) 0.5 88.2 4.5 34.8 128.0
Travel Time (hr) 0.1 6.0 0.3 1.7 8.1
Avg Speed (mph) 6 15 13 21 16
Fuel Used (gal) 0.0 2.7 0.1 1.9 4.8
Fuel Eff. (mpg) 19.9 32.2 34.6 18.1 26.6
HC Emissions (g) 0 20 1 17 38
CO Emissions (g) 2 500 26 691 1218
NOx Emissions (g) 0 62 3 75 139
Density (ft/veh) 223
Occupancy (veh) 0 6 0 2 8
Total Network Performance
Denied Del/Veh (s) 0.5
Total Del/Veh (s) 38.9
Travel Dist (mi) 2462.3
Travel Time (hr) 110.0
Avg Speed (mph) 22
Fuel Used (gal) 79.9
Fuel Eff. (mpg) 30.8
HC Emissions (g) 748
CO Emissions (g) 16568
NOx Emissions (g) 2201
Density (ft/veh) 198
Occupancy (veh) 110
July 18, 2023
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Intersection: 1: Carlsbad Blvd & Beach Parking /Tamarack Ave Movement EB EB WB WB NB NB NB SB SB SB
Directions Served LT R L TR L T TR L T TR
Maximum Queue (ft) 77 34 170 192 204 267 274 185 234 212 Average Queue (ft) 27 2 80 63 43 231 241 95 126 80
95th Queue (ft) 63 18 140 135 133 281 275 165 203 170
Link Distance (ft) 273 929 233 233 228 228
Upstream Blk Time (%) 14 20 0 0
Queuing Penalty (veh) 93 133 1 0
Storage Bay Dist (ft) 30 93 115 97
Storage Blk Time (%) 29 0 12 3 0 35 13 15
Queuing Penalty (veh) 8 0 12 3 1 11 30 17
Intersection: 2: Carlsbad Blvd & Redwood Ave
Movement WB SB SB
Directions Served LR L T
Maximum Queue (ft) 42 31 26
Average Queue (ft) 10 3 1
95th Queue (ft) 35 19 13
Link Distance (ft) 453 2676
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 95
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: Carlsbad Blvd & Sequoia Ave
Movement WB NB NB B6 B6
Directions Served R T TR T T
Maximum Queue (ft) 34 327 346 35 47
Average Queue (ft) 6 115 146 2 3
95th Queue (ft) 26 274 302 28 38
Link Distance (ft) 469 303 303 3061 3061
Upstream Blk Time (%) 1 1
Queuing Penalty (veh) 0 0
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 309
July 18, 2023
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1: Carlsbad Blvd & Beach Parking /Tamarack Ave Performance by movement Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Denied Del/Veh (s) 0.2 0.3 4.0 3.6 0.6 0.6 0.0 0.0 0.0 0.0 0.0 0.0 Total Del/Veh (s) 40.9 40.2 1.7 40.8 40.0 16.0 60.1 31.2 25.7 61.1 26.2 12.8 Travel Dist (mi) 0.9 1.2 2.3 31.4 5.0 22.9 2.0 36.1 8.4 6.7 34.8 2.0 Travel Time (hr) 0.2 0.3 0.2 3.4 0.5 1.5 0.7 7.0 1.5 2.4 5.9 0.2 Avg Speed (mph) 4 4 17 10 10 16 3 5 6 3 6 9
Fuel Used (gal) 0.1 0.1 0.1 1.4 0.2 0.8 0.2 2.4 0.5 0.7 2.2 0.1 Fuel Eff. (mpg) 12.5 12.3 25.1 22.2 24.1 30.3 10.2 15.3 18.2 9.6 16.0 25.5 HC Emissions (g) 0 0 0 10 1 9 0 12 2 4 14 0
CO Emissions (g) 10 12 20 305 33 213 20 348 64 101 414 9 NOx Emissions (g) 1 1 2 28 3 24 2 39 6 10 46 1
Density (ft/veh)
Occupancy (veh) 0 0 0 3 0 1 1 7 2 2 6 0
1: Carlsbad Blvd & Beach Parking /Tamarack Ave Performance by movement Movement All
Denied Del/Veh (s) 0.5
Total Del/Veh (s) 30.8
Travel Dist (mi) 153.6
Travel Time (hr) 23.8
Avg Speed (mph) 7
Fuel Used (gal) 8.6
Fuel Eff. (mpg) 17.9
HC Emissions (g) 53
CO Emissions (g) 1549
NOx Emissions (g) 163
Density (ft/veh) 170
Occupancy (veh) 24
2: Carlsbad Blvd & Redwood Ave Performance by movement
Movement WBL WBR NBT NBR SBL SBT All
Denied Del/Veh (s) 0.1 0.1 0.0 0.0 0.3 0.2 0.1
Total Del/Veh (s) 30.2 7.8 1.9 1.9 10.1 4.3 3.2
Travel Dist (mi) 0.3 0.9 45.1 0.3 5.0 408.0 459.6
Travel Time (hr) 0.0 0.1 2.1 0.0 0.2 14.8 17.2
Avg Speed (mph) 7 14 22 17 25 28 27
Fuel Used (gal) 0.0 0.0 2.9 0.0 0.1 11.8 14.9
Fuel Eff. (mpg) 22.1 33.6 15.5 20.6 34.2 34.7 30.9
HC Emissions (g) 0 0 39 0 1 118 158
CO Emissions (g) 1 3 1354 4 16 2417 3794
NOx Emissions (g) 0 0 157 0 2 340 500
Density (ft/veh) 530
Occupancy (veh) 0 0 2 0 0 15 17
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3: Carlsbad Blvd & Sequoia Ave Performance by movement
Movement WBR NBT NBR SBT All
Denied Del/Veh (s) 0.1 0.0 0.0 0.0 0.0
Total Del/Veh (s) 12.2 1.9 1.0 4.1 3.0
Travel Dist (mi) 0.4 57.2 1.6 49.9 109.1
Travel Time (hr) 0.0 2.4 0.1 2.8 5.3
Avg Speed (mph) 12 24 21 18 20
Fuel Used (gal) 0.0 1.4 0.0 2.9 4.3
Fuel Eff. (mpg) 31.0 39.9 50.5 17.5 25.2
HC Emissions (g) 0 13 1 31 45
CO Emissions (g) 1 268 9 1100 1378
NOx Emissions (g) 0 36 1 126 164
Density (ft/veh) 338
Occupancy (veh) 0 2 0 3 5
Total Network Performance
Denied Del/Veh (s) 0.6
Total Del/Veh (s) 40.6
Travel Dist (mi) 2281.0
Travel Time (hr) 103.4
Avg Speed (mph) 22
Fuel Used (gal) 74.7
Fuel Eff. (mpg) 30.6
HC Emissions (g) 741
CO Emissions (g) 16224
NOx Emissions (g) 2167
Density (ft/veh) 211
Occupancy (veh) 103
July 18, 2023
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Intersection: 1: Carlsbad Blvd & Beach Parking /Tamarack Ave Movement EB EB WB WB NB NB NB SB SB SB
Directions Served LT R L TR L T TR L T TR
Maximum Queue (ft) 98 51 180 259 191 255 266 187 272 243 Average Queue (ft) 32 3 108 96 44 194 213 122 199 166
95th Queue (ft) 75 26 178 194 129 266 279 213 275 262
Link Distance (ft) 273 929 233 233 228 228
Upstream Blk Time (%) 3 7 5 1
Queuing Penalty (veh) 14 29 22 4
Storage Bay Dist (ft) 30 93 115 97
Storage Blk Time (%) 31 0 19 6 0 29 18 36
Queuing Penalty (veh) 13 0 30 11 1 12 58 45
Intersection: 2: Carlsbad Blvd & Redwood Ave
Movement WB SB SB SB
Directions Served LR L T T
Maximum Queue (ft) 39 36 207 125
Average Queue (ft) 12 4 29 7
95th Queue (ft) 37 21 120 59
Link Distance (ft) 453 2676 2676
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 95
Storage Blk Time (%) 2
Queuing Penalty (veh) 0
Intersection: 3: Carlsbad Blvd & Sequoia Ave
Movement WB NB NB SB SB
Directions Served R T TR T T
Maximum Queue (ft) 34 113 142 94 64
Average Queue (ft) 4 14 27 5 2
95th Queue (ft) 22 68 99 52 39
Link Distance (ft) 469 303 303 233 233
Upstream Blk Time (%) 0
Queuing Penalty (veh) 0
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 238
July 18, 2023
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1: Carlsbad Blvd & Beach Parking /Tamarack Ave Performance by movement Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Denied Del/Veh (s) 0.1 0.2 4.4 3.7 0.7 0.7 0.0 0.0 0.0 0.0 0.0 0.0 Total Del/Veh (s) 26.1 31.7 0.9 24.9 21.7 7.0 32.7 15.7 7.6 33.6 15.0 5.1 Travel Dist (mi) 0.4 0.4 0.4 38.6 4.2 12.5 0.6 11.4 3.9 2.4 22.7 1.0 Travel Time (hr) 0.1 0.1 0.0 3.1 0.3 0.6 0.1 1.3 0.3 0.5 2.5 0.1 Avg Speed (mph) 5 5 19 13 15 20 5 9 11 5 9 13
Fuel Used (gal) 0.0 0.0 0.0 1.5 0.2 0.4 0.0 0.5 0.1 0.2 1.0 0.0 Fuel Eff. (mpg) 18.3 16.2 32.2 25.9 27.7 34.3 17.7 24.9 37.1 15.9 22.4 40.7 HC Emissions (g) 0 0 0 11 1 4 0 3 0 0 7 0
CO Emissions (g) 3 3 2 333 30 108 3 76 11 18 212 3
NOx Emissions (g) 0 0 0 32 2 12 0 8 1 2 23 0
Density (ft/veh)
Occupancy (veh) 0 0 0 3 0 1 0 1 0 1 3 0
1: Carlsbad Blvd & Beach Parking /Tamarack Ave Performance by movement Movement All
Denied Del/Veh (s) 0.8
Total Del/Veh (s) 17.2
Travel Dist (mi) 98.5
Travel Time (hr) 9.1
Avg Speed (mph) 11
Fuel Used (gal) 3.9
Fuel Eff. (mpg) 25.6
HC Emissions (g) 26
CO Emissions (g) 800
NOx Emissions (g) 82
Density (ft/veh) 451
Occupancy (veh) 9
2: Carlsbad Blvd & Redwood Ave Performance by movement
Movement WBL WBR NBT NBR SBL SBT All
Denied Del/Veh (s) 0.1 0.1 0.0 0.0 0.2 0.1 0.1
Total Del/Veh (s) 7.9 3.4 1.3 1.3 4.1 1.8 1.7
Travel Dist (mi) 0.2 0.4 15.9 0.1 2.6 242.8 262.0
Travel Time (hr) 0.0 0.0 0.7 0.0 0.1 8.4 9.3
Avg Speed (mph) 14 17 22 18 27 29 28
Fuel Used (gal) 0.0 0.0 1.0 0.0 0.1 6.9 8.0
Fuel Eff. (mpg) 34.8 37.9 15.8 24.1 35.7 35.1 32.6
HC Emissions (g) 0 0 15 0 0 65 80
CO Emissions (g) 0 1 568 2 7 1247 1825
NOx Emissions (g) 0 0 53 0 1 186 240
Density (ft/veh) 980
Occupancy (veh) 0 0 1 0 0 8 9
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3: Carlsbad Blvd & Sequoia Ave Performance by movement
Movement WBR NBT NBR SBT All
Denied Del/Veh (s) 0.1 0.0 0.0 0.0 0.0
Total Del/Veh (s) 4.8 0.2 0.0 2.0 1.5
Travel Dist (mi) 0.1 19.5 0.3 37.8 57.7
Travel Time (hr) 0.0 0.7 0.0 1.8 2.5
Avg Speed (mph) 17 29 22 21 23
Fuel Used (gal) 0.0 0.5 0.0 2.2 2.8
Fuel Eff. (mpg) 38.3 37.3 54.4 16.8 20.7
HC Emissions (g) 0 5 0 27 31
CO Emissions (g) 0 72 0 965 1038
NOx Emissions (g) 0 13 0 107 120
Density (ft/veh) 722
Occupancy (veh) 0 1 0 2 2
Total Network Performance
Denied Del/Veh (s) 0.9
Total Del/Veh (s) 23.2
Travel Dist (mi) 1190.5
Travel Time (hr) 48.6
Avg Speed (mph) 25
Fuel Used (gal) 37.3
Fuel Eff. (mpg) 31.9
HC Emissions (g) 359
CO Emissions (g) 7829
NOx Emissions (g) 1052
Density (ft/veh) 450
Occupancy (veh) 48
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Intersection: 1: Carlsbad Blvd & Beach Parking /Tamarack Ave Movement EB WB WB NB NB NB SB SB SB
Directions Served LT L TR L T TR L T TR
Maximum Queue (ft) 50 174 210 40 102 123 105 196 178
Average Queue (ft) 13 97 56 10 48 56 33 102 62
95th Queue (ft) 40 158 140 32 86 103 74 167 140
Link Distance (ft) 273 929 233 233 228 228
Upstream Blk Time (%) 0 0
Queuing Penalty (veh) 0 0
Storage Bay Dist (ft) 93 115 97
Storage Blk Time (%) 10 12 1 0 0 10
Queuing Penalty (veh) 1 11 2 0 0 5
Intersection: 2: Carlsbad Blvd & Redwood Ave
Movement WB SB SB
Directions Served LR L T
Maximum Queue (ft) 31 19 3
Average Queue (ft) 7 1 0
95th Queue (ft) 27 10 3
Link Distance (ft) 453 2676
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 95
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: Carlsbad Blvd & Sequoia Ave
Movement WB SB SB
Directions Served R T T
Maximum Queue (ft) 24 20 16
Average Queue (ft) 1 1 1
95th Queue (ft) 11 20 16
Link Distance (ft) 469 233 233
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 18
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1: Carlsbad Blvd & Beach Parking /Tamarack Ave Performance by movement Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Denied Del/Veh (s) 0.2 0.2 4.1 3.8 0.5 0.4 0.0 0.0 0.0 0.0 0.0 0.0 Total Del/Veh (s) 45.8 44.2 1.3 44.3 43.1 13.2 62.8 26.5 22.6 56.8 17.9 7.7 Travel Dist (mi) 0.7 0.8 1.3 18.9 2.2 13.2 1.5 49.1 14.8 6.0 24.5 0.9 Travel Time (hr) 0.2 0.2 0.1 2.1 0.2 0.8 0.5 8.3 2.4 2.0 3.1 0.1 Avg Speed (mph) 3 3 18 9 10 17 3 6 6 3 8 11
Fuel Used (gal) 0.1 0.1 0.0 0.9 0.1 0.4 0.2 3.1 0.8 0.6 1.2 0.0 Fuel Eff. (mpg) 11.7 12.0 26.6 21.3 23.2 31.0 9.6 16.0 18.6 10.4 19.8 35.1 HC Emissions (g) 0 0 0 5 0 6 0 17 4 1 9 0
CO Emissions (g) 6 7 11 182 14 133 16 474 119 58 265 3
NOx Emissions (g) 0 1 1 16 1 16 1 59 13 5 29 0
Density (ft/veh)
Occupancy (veh) 0 0 0 2 0 1 1 8 2 2 3 0
1: Carlsbad Blvd & Beach Parking /Tamarack Ave Performance by movement Movement All
Denied Del/Veh (s) 0.3
Total Del/Veh (s) 26.6
Travel Dist (mi) 133.9
Travel Time (hr) 20.2
Avg Speed (mph) 7
Fuel Used (gal) 7.5
Fuel Eff. (mpg) 18.0
HC Emissions (g) 44
CO Emissions (g) 1287
NOx Emissions (g) 143
Density (ft/veh) 200
Occupancy (veh) 20
2: Carlsbad Blvd & Redwood Ave Performance by movement
Movement WBL WBR NBT NBR SBL SBT All
Denied Del/Veh (s) 0.1 0.1 0.0 0.0 0.3 0.1 0.1
Total Del/Veh (s) 24.0 9.0 1.9 2.3 12.2 2.5 2.3
Travel Dist (mi) 0.3 0.7 55.6 0.6 3.8 291.0 351.9
Travel Time (hr) 0.0 0.1 2.5 0.0 0.2 10.2 13.0
Avg Speed (mph) 9 13 22 17 24 29 27
Fuel Used (gal) 0.0 0.0 3.4 0.0 0.1 8.3 11.9
Fuel Eff. (mpg) 25.1 31.0 16.3 19.5 35.2 35.1 29.6
HC Emissions (g) 0 0 43 0 0 83 126
CO Emissions (g) 1 2 1462 9 10 1600 3084
NOx Emissions (g) 0 0 178 1 2 235 415
Density (ft/veh) 701
Occupancy (veh) 0 0 2 0 0 10 13
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3: Carlsbad Blvd & Sequoia Ave Performance by movement
Movement WBR NBT NBR SBT All
Denied Del/Veh (s) 0.1 0.0 0.0 0.0 0.0
Total Del/Veh (s) 21.5 5.8 5.9 2.6 4.8
Travel Dist (mi) 0.5 80.5 4.1 33.8 119.0
Travel Time (hr) 0.1 4.6 0.3 1.6 6.6
Avg Speed (mph) 8 17 14 21 18
Fuel Used (gal) 0.0 2.3 0.1 1.9 4.3
Fuel Eff. (mpg) 24.7 34.8 38.0 18.2 27.6
HC Emissions (g) 0 19 1 22 42
CO Emissions (g) 1 439 19 766 1226
NOx Emissions (g) 0 55 2 86 143
Density (ft/veh) 271
Occupancy (veh) 0 5 0 2 7
Total Network Performance
Denied Del/Veh (s) 0.4
Total Del/Veh (s) 37.1
Travel Dist (mi) 2308.9
Travel Time (hr) 101.8
Avg Speed (mph) 23
Fuel Used (gal) 74.6
Fuel Eff. (mpg) 31.0
HC Emissions (g) 732
CO Emissions (g) 15991
NOx Emissions (g) 2141
Density (ft/veh) 214
Occupancy (veh) 102
July 18, 2023
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Intersection: 1: Carlsbad Blvd & Beach Parking /Tamarack Ave Movement EB EB WB WB NB NB NB SB SB SB
Directions Served LT R L TR L T TR L T TR
Maximum Queue (ft) 74 8 153 148 204 253 273 183 244 226 Average Queue (ft) 25 0 73 53 38 220 233 91 134 89
95th Queue (ft) 59 4 127 108 119 285 279 167 222 189
Link Distance (ft) 273 929 233 233 228 228
Upstream Blk Time (%) 10 16 1 0
Queuing Penalty (veh) 63 100 2 0
Storage Bay Dist (ft) 30 93 115 97
Storage Blk Time (%) 28 0 9 2 33 11 17
Queuing Penalty (veh) 8 0 8 2 10 24 19
Intersection: 2: Carlsbad Blvd & Redwood Ave
Movement WB NB SB SB
Directions Served LR TR L T
Maximum Queue (ft) 35 4 33 68
Average Queue (ft) 10 0 4 4
95th Queue (ft) 34 4 21 33
Link Distance (ft) 453 228 2676
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 95
Storage Blk Time (%) 0
Queuing Penalty (veh) 0
Intersection: 3: Carlsbad Blvd & Sequoia Ave
Movement WB NB NB B6 B6 SB
Directions Served R T TR T T T
Maximum Queue (ft) 34 286 313 3 12 5
Average Queue (ft) 6 75 108 0 1 0
95th Queue (ft) 25 214 262 3 13 5
Link Distance (ft) 469 303 303 3061 3061 233
Upstream Blk Time (%) 0 0
Queuing Penalty (veh) 0 0
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 236
July 18, 2023
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09 HY SAT Calrsbad Blvd/Tamarack Avenue Mobility Analysis SimTraffic Report Wood Rodgers, Inc. Page 1
1: Carlsbad Blvd & Beach Parking /Tamarack Ave Performance by movement Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Denied Del/Veh (s) 0.3 0.2 4.0 3.7 0.6 0.6 0.0 0.0 0.0 0.0 0.0 0.0 Total Del/Veh (s) 37.4 36.3 1.6 40.0 37.1 14.1 54.7 30.8 24.8 56.9 25.8 12.3 Travel Dist (mi) 0.9 1.3 2.2 27.9 3.9 20.1 2.0 34.3 7.8 6.7 34.1 2.1 Travel Time (hr) 0.2 0.3 0.2 2.9 0.4 1.2 0.7 6.6 1.4 2.3 5.7 0.2 Avg Speed (mph) 4 4 17 10 11 17 3 5 6 3 6 9
Fuel Used (gal) 0.1 0.1 0.1 1.3 0.2 0.6 0.2 2.2 0.4 0.7 2.1 0.1 Fuel Eff. (mpg) 12.9 13.3 25.7 22.3 24.4 31.2 11.0 15.5 18.6 10.0 16.2 26.3 HC Emissions (g) 0 0 0 9 1 5 0 11 2 2 14 0
CO Emissions (g) 9 13 19 279 25 146 20 326 55 72 402 10 NOx Emissions (g) 1 1 2 26 2 15 2 37 6 7 45 1
Density (ft/veh)
Occupancy (veh) 0 0 0 3 0 1 1 7 1 2 6 0
1: Carlsbad Blvd & Beach Parking /Tamarack Ave Performance by movement Movement All
Denied Del/Veh (s) 0.4
Total Del/Veh (s) 29.8
Travel Dist (mi) 143.4
Travel Time (hr) 22.1
Avg Speed (mph) 7
Fuel Used (gal) 8.0
Fuel Eff. (mpg) 18.0
HC Emissions (g) 44
CO Emissions (g) 1375
NOx Emissions (g) 144
Density (ft/veh) 184
Occupancy (veh) 22
2: Carlsbad Blvd & Redwood Ave Performance by movement
Movement WBL WBR NBT NBR SBL SBT All
Denied Del/Veh (s) 0.1 0.1 0.0 0.0 0.3 0.2 0.1
Total Del/Veh (s) 28.4 7.3 1.8 2.1 9.6 4.0 3.1
Travel Dist (mi) 0.3 0.8 42.6 0.2 5.5 401.4 450.8
Travel Time (hr) 0.0 0.1 1.9 0.0 0.2 14.4 16.7
Avg Speed (mph) 8 14 22 17 25 28 27
Fuel Used (gal) 0.0 0.0 2.7 0.0 0.2 11.5 14.5
Fuel Eff. (mpg) 24.1 32.7 15.6 19.9 34.6 34.8 31.1
HC Emissions (g) 0 0 33 0 1 115 149
CO Emissions (g) 1 2 1218 3 18 2353 3594
NOx Emissions (g) 0 0 138 0 2 329 470
Density (ft/veh) 544
Occupancy (veh) 0 0 2 0 0 14 17
July 18, 2023
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3: Carlsbad Blvd & Sequoia Ave Performance by movement
Movement WBR NBT NBR SBT All
Denied Del/Veh (s) 0.1 0.0 0.0 0.0 0.0
Total Del/Veh (s) 8.4 1.5 1.0 4.0 2.8
Travel Dist (mi) 0.5 54.1 1.6 48.0 104.1
Travel Time (hr) 0.0 2.2 0.1 2.7 5.0
Avg Speed (mph) 14 25 20 18 21
Fuel Used (gal) 0.0 1.4 0.0 2.8 4.2
Fuel Eff. (mpg) 35.5 40.0 50.6 17.4 25.1
HC Emissions (g) 0 12 0 31 43
CO Emissions (g) 1 235 2 1085 1324
NOx Emissions (g) 0 32 0 123 156
Density (ft/veh) 363
Occupancy (veh) 0 2 0 3 5
Total Network Performance
Denied Del/Veh (s) 0.6
Total Del/Veh (s) 39.2
Travel Dist (mi) 2178.9
Travel Time (hr) 97.9
Avg Speed (mph) 22
Fuel Used (gal) 71.2
Fuel Eff. (mpg) 30.6
HC Emissions (g) 678
CO Emissions (g) 15005
NOx Emissions (g) 1989
Density (ft/veh) 223
Occupancy (veh) 98
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Intersection: 1: Carlsbad Blvd & Beach Parking /Tamarack Ave Movement EB EB WB WB NB NB NB SB SB SB
Directions Served LT R L TR L T TR L T TR
Maximum Queue (ft) 87 61 173 202 155 248 264 187 272 241 Average Queue (ft) 33 4 95 77 38 181 200 123 192 154
95th Queue (ft) 74 29 162 157 105 257 271 213 271 255
Link Distance (ft) 273 929 233 233 228 228
Upstream Blk Time (%) 2 5 4 1
Queuing Penalty (veh) 10 20 16 3
Storage Bay Dist (ft) 30 93 115 97
Storage Blk Time (%) 30 0 16 4 0 26 16 35
Queuing Penalty (veh) 13 0 23 7 0 10 49 43
Intersection: 2: Carlsbad Blvd & Redwood Ave
Movement WB SB SB SB
Directions Served LR L T T
Maximum Queue (ft) 42 36 159 61
Average Queue (ft) 11 4 21 3
95th Queue (ft) 36 23 97 31
Link Distance (ft) 453 2676 2676
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 95
Storage Blk Time (%) 1
Queuing Penalty (veh) 0
Intersection: 3: Carlsbad Blvd & Sequoia Ave
Movement WB NB NB SB SB
Directions Served R T TR T T
Maximum Queue (ft) 30 99 116 58 39
Average Queue (ft) 5 8 18 3 1
95th Queue (ft) 23 48 72 45 28
Link Distance (ft) 469 303 303 233 233
Upstream Blk Time (%) 0 0
Queuing Penalty (veh) 0 0
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 193
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1: Carlsbad Blvd & Beach Parking /Tamarack Ave Performance by movement Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Denied Del/Veh (s) 0.1 0.1 4.3 3.6 0.7 0.7 0.0 0.0 0.0 0.0 0.0 0.0 Total Del/Veh (s) 26.7 29.9 1.0 24.1 22.5 7.7 35.8 16.7 7.9 33.8 15.0 10.3 Travel Dist (mi) 0.2 0.4 0.4 41.5 4.2 13.5 0.8 11.6 3.8 2.5 22.4 1.0 Travel Time (hr) 0.0 0.1 0.0 3.3 0.3 0.7 0.2 1.4 0.3 0.5 2.5 0.1 Avg Speed (mph) 5 5 18 13 14 20 4 8 11 5 9 10
Fuel Used (gal) 0.0 0.0 0.0 1.6 0.2 0.4 0.0 0.5 0.1 0.2 0.9 0.0 Fuel Eff. (mpg) 16.5 17.3 31.6 26.3 28.1 34.3 16.8 24.1 36.8 16.5 23.8 32.1 HC Emissions (g) 0 0 0 15 1 4 0 3 0 0 6 0
CO Emissions (g) 1 2 2 400 26 105 4 78 12 17 162 3
NOx Emissions (g) 0 0 0 42 2 12 0 8 1 1 19 0
Density (ft/veh)
Occupancy (veh) 0 0 0 3 0 1 0 1 0 1 2 0
1: Carlsbad Blvd & Beach Parking /Tamarack Ave Performance by movement Movement All
Denied Del/Veh (s) 0.8
Total Del/Veh (s) 17.4
Travel Dist (mi) 102.3
Travel Time (hr) 9.5
Avg Speed (mph) 11
Fuel Used (gal) 3.9
Fuel Eff. (mpg) 26.1
HC Emissions (g) 29
CO Emissions (g) 814
NOx Emissions (g) 87
Density (ft/veh) 435
Occupancy (veh) 9
2: Carlsbad Blvd & Redwood Ave Performance by movement
Movement WBL WBR NBT NBR SBL SBT All
Denied Del/Veh (s) 0.1 0.1 0.0 0.0 0.3 0.1 0.1
Total Del/Veh (s) 9.3 3.8 1.3 1.5 3.7 1.5 1.5
Travel Dist (mi) 0.4 0.4 16.3 0.1 2.1 239.3 258.6
Travel Time (hr) 0.0 0.0 0.7 0.0 0.1 8.2 9.1
Avg Speed (mph) 14 17 22 17 27 29 28
Fuel Used (gal) 0.0 0.0 1.0 0.0 0.1 6.7 7.9
Fuel Eff. (mpg) 34.9 36.5 15.5 19.8 34.1 35.6 32.9
HC Emissions (g) 0 0 16 0 0 63 79
CO Emissions (g) 1 1 593 2 6 1146 1750
NOx Emissions (g) 0 0 55 0 1 178 234
Density (ft/veh) 998
Occupancy (veh) 0 0 1 0 0 8 9
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3: Carlsbad Blvd & Sequoia Ave Performance by movement
Movement WBR NBT NBR SBT All
Denied Del/Veh (s) 0.1 0.1 0.0 0.0
Total Del/Veh (s) 1.2 1.1 1.2 1.2
Travel Dist (mi) 0.0 191.2 3.7 38.4 233.4
Travel Time (hr) 0.0 6.5 0.1 1.7 8.4
Avg Speed (mph) 18 29 29 23 28
Fuel Used (gal) 0.0 5.4 0.1 2.3 7.8
Fuel Eff. (mpg) 35.8 35.6 36.5 16.4 29.9
HC Emissions (g) 0 50 0 32 82
CO Emissions (g) 0 872 11 1189 2072
NOx Emissions (g) 0 144 1 119 265
Density (ft/veh) 949
Occupancy (veh) 0 7 0 2 8
Total Network Performance
Denied Del/Veh (s) 0.9
Total Del/Veh (s) 21.5
Travel Dist (mi) 1205.4
Travel Time (hr) 48.6
Avg Speed (mph) 25
Fuel Used (gal) 37.3
Fuel Eff. (mpg) 32.3
HC Emissions (g) 368
CO Emissions (g) 7896
NOx Emissions (g) 1075
Density (ft/veh) 435
Occupancy (veh) 48
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Intersection: 1: Carlsbad Blvd & Beach Parking /Tamarack Ave Movement EB WB WB NB NB NB SB SB SB
Directions Served LT L TR L T TR L T TR
Maximum Queue (ft) 45 179 186 47 105 122 104 156 154
Average Queue (ft) 11 101 56 13 48 58 34 72 76
95th Queue (ft) 37 165 133 38 85 104 73 127 129
Link Distance (ft) 273 929 233 233 228 228
Upstream Blk Time (%) 0
Queuing Penalty (veh) 0
Storage Bay Dist (ft) 93 115 97
Storage Blk Time (%) 8 14 1 0 0 3
Queuing Penalty (veh) 1 13 2 0 0 1
Intersection: 2: Carlsbad Blvd & Redwood Ave
Movement WB SB
Directions Served LR L
Maximum Queue (ft) 33 22
Average Queue (ft) 8 1
95th Queue (ft) 31 10
Link Distance (ft) 453
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 95
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: Carlsbad Blvd & Sequoia Ave
Movement WB
Directions Served R
Maximum Queue (ft) 9
Average Queue (ft) 1
95th Queue (ft) 7
Link Distance (ft) 469
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 17
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1: Carlsbad Blvd & Beach Parking /Tamarack Ave Performance by movement Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Denied Del/Veh (s) 0.2 0.2 4.1 3.8 0.4 0.5 0.0 0.0 0.0 0.0 0.0 0.0 Total Del/Veh (s) 45.2 44.8 1.3 46.1 46.6 14.4 64.9 25.6 22.5 53.3 16.8 14.0 Travel Dist (mi) 0.8 0.7 1.4 20.2 2.4 13.9 1.8 53.6 15.8 5.6 25.3 0.8 Travel Time (hr) 0.2 0.2 0.1 2.3 0.3 0.9 0.7 8.8 2.6 1.8 3.0 0.1 Avg Speed (mph) 3 3 18 9 9 16 3 6 6 3 8 8
Fuel Used (gal) 0.1 0.1 0.1 1.0 0.1 0.5 0.2 3.3 0.9 0.5 1.2 0.0 Fuel Eff. (mpg) 11.7 11.4 26.5 20.9 22.1 30.6 9.2 16.0 18.5 11.1 21.7 27.0 HC Emissions (g) 0 0 0 6 0 6 0 17 4 2 9 0
CO Emissions (g) 7 7 11 202 18 140 21 490 113 60 227 3
NOx Emissions (g) 1 1 1 18 1 16 2 62 12 5 26 0
Density (ft/veh)
Occupancy (veh) 0 0 0 2 0 1 1 9 3 2 3 0
1: Carlsbad Blvd & Beach Parking /Tamarack Ave Performance by movement Movement All
Denied Del/Veh (s) 0.3
Total Del/Veh (s) 26.0
Travel Dist (mi) 142.3
Travel Time (hr) 21.1
Avg Speed (mph) 7
Fuel Used (gal) 7.8
Fuel Eff. (mpg) 18.2
HC Emissions (g) 45
CO Emissions (g) 1295
NOx Emissions (g) 144
Density (ft/veh) 192
Occupancy (veh) 21
2: Carlsbad Blvd & Redwood Ave Performance by movement
Movement WBL WBR NBT NBR SBL SBT All
Denied Del/Veh (s) 0.1 0.1 0.0 0.0 0.3 0.1 0.1
Total Del/Veh (s) 20.0 9.2 2.0 2.3 13.1 1.9 2.1
Travel Dist (mi) 0.4 0.6 60.4 0.7 4.2 293.4 359.7
Travel Time (hr) 0.0 0.1 2.7 0.0 0.2 10.2 13.2
Avg Speed (mph) 9 13 22 17 24 29 27
Fuel Used (gal) 0.0 0.0 3.7 0.0 0.1 8.3 12.2
Fuel Eff. (mpg) 25.3 31.6 16.2 18.8 34.9 35.4 29.5
HC Emissions (g) 0 0 43 0 1 89 133
CO Emissions (g) 1 2 1514 11 12 1599 3139
NOx Emissions (g) 0 0 185 1 2 245 433
Density (ft/veh) 687
Occupancy (veh) 0 0 3 0 0 10 13
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3: Carlsbad Blvd & Sequoia Ave Performance by movement
Movement WBR NBT NBR SBT All
Denied Del/Veh (s) 0.1 0.2 0.2 0.0 0.2
Total Del/Veh (s) 35.8 11.4 12.9 1.4 8.5
Travel Dist (mi) 0.4 841.8 40.2 35.4 917.8
Travel Time (hr) 0.1 32.7 1.6 1.5 35.9
Avg Speed (mph) 6 26 25 23 26
Fuel Used (gal) 0.0 24.5 1.2 2.0 27.6
Fuel Eff. (mpg) 19.1 34.4 34.5 17.9 33.2
HC Emissions (g) 0 212 16 26 255
CO Emissions (g) 1 4240 292 888 5421
NOx Emissions (g) 0 605 44 99 748
Density (ft/veh) 221
Occupancy (veh) 0 33 2 2 36
Total Network Performance
Denied Del/Veh (s) 0.5
Total Del/Veh (s) 36.7
Travel Dist (mi) 2461.2
Travel Time (hr) 108.2
Avg Speed (mph) 23
Fuel Used (gal) 79.1
Fuel Eff. (mpg) 31.1
HC Emissions (g) 747
CO Emissions (g) 16282
NOx Emissions (g) 2181
Density (ft/veh) 195
Occupancy (veh) 108
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Intersection: 1: Carlsbad Blvd & Beach Parking /Tamarack Ave Movement EB EB WB WB NB NB NB SB SB SB
Directions Served LT R L TR L T TR L T TR
Maximum Queue (ft) 73 17 160 170 180 264 271 174 193 198 Average Queue (ft) 26 1 75 61 46 228 239 81 98 99
95th Queue (ft) 60 10 136 126 137 281 273 146 171 170
Link Distance (ft) 273 929 233 233 228 228
Upstream Blk Time (%) 13 19 0 0
Queuing Penalty (veh) 82 123 0 0
Storage Bay Dist (ft) 30 93 115 97
Storage Blk Time (%) 28 0 10 2 0 34 8 8
Queuing Penalty (veh) 8 0 9 2 1 11 18 8
Intersection: 2: Carlsbad Blvd & Redwood Ave
Movement WB NB NB SB SB
Directions Served LR T TR L T
Maximum Queue (ft) 37 4 3 28 3
Average Queue (ft) 11 0 0 4 0
95th Queue (ft) 35 4 3 21 3
Link Distance (ft) 453 228 228 2676
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 95
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: Carlsbad Blvd & Sequoia Ave
Movement WB NB NB
Directions Served R T TR
Maximum Queue (ft) 29 316 341
Average Queue (ft) 5 96 138
95th Queue (ft) 24 253 303
Link Distance (ft) 469 3422 3422
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 261
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1: Carlsbad Blvd & Beach Parking /Tamarack Ave Performance by movement Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Denied Del/Veh (s) 0.2 0.2 4.1 3.7 0.6 0.6 0.0 0.0 0.0 0.0 0.0 0.0 Total Del/Veh (s) 37.5 34.3 2.0 37.4 38.4 14.9 56.0 31.4 25.8 52.1 25.2 19.7 Travel Dist (mi) 1.0 1.2 2.2 29.8 4.6 19.7 2.3 35.5 7.3 5.8 33.8 2.1 Travel Time (hr) 0.3 0.3 0.2 3.0 0.4 1.2 0.7 6.9 1.3 1.8 5.5 0.3 Avg Speed (mph) 4 4 17 10 11 16 3 5 6 3 6 7
Fuel Used (gal) 0.1 0.1 0.1 1.3 0.2 0.6 0.2 2.3 0.4 0.5 1.9 0.1 Fuel Eff. (mpg) 13.2 13.4 25.3 22.7 23.9 30.8 10.8 15.3 18.3 11.2 17.5 21.5 HC Emissions (g) 0 0 0 9 1 6 0 11 2 2 11 0
CO Emissions (g) 9 13 19 284 30 160 22 322 58 61 305 8
NOx Emissions (g) 1 1 2 26 2 18 2 36 6 5 34 1
Density (ft/veh)
Occupancy (veh) 0 0 0 3 0 1 1 7 1 2 6 0
1: Carlsbad Blvd & Beach Parking /Tamarack Ave Performance by movement Movement All
Denied Del/Veh (s) 0.5
Total Del/Veh (s) 29.6
Travel Dist (mi) 145.4
Travel Time (hr) 22.1
Avg Speed (mph) 7
Fuel Used (gal) 7.9
Fuel Eff. (mpg) 18.4
HC Emissions (g) 42
CO Emissions (g) 1292
NOx Emissions (g) 134
Density (ft/veh) 184
Occupancy (veh) 22
2: Carlsbad Blvd & Redwood Ave Performance by movement
Movement WBL WBR NBT NBR SBL SBT All
Denied Del/Veh (s) 0.1 0.1 0.0 0.0 0.3 0.2 0.1
Total Del/Veh (s) 17.7 6.1 1.9 1.7 8.5 2.5 2.3
Travel Dist (mi) 0.3 1.0 43.8 0.3 5.3 388.4 439.2
Travel Time (hr) 0.0 0.1 2.0 0.0 0.2 13.7 16.0
Avg Speed (mph) 11 15 22 17 25 28 28
Fuel Used (gal) 0.0 0.0 2.8 0.0 0.2 10.9 14.0
Fuel Eff. (mpg) 28.8 33.8 15.5 20.8 34.8 35.5 31.5
HC Emissions (g) 0 0 35 0 1 105 141
CO Emissions (g) 1 3 1253 4 16 1973 3250
NOx Emissions (g) 0 0 143 0 2 288 435
Density (ft/veh) 568
Occupancy (veh) 0 0 2 0 0 14 16
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3: Carlsbad Blvd & Sequoia Ave Performance by movement
Movement WBR NBT NBR SBT All
Denied Del/Veh (s) 0.1 0.2 0.2 0.0 0.1
Total Del/Veh (s) 8.4 4.2 4.3 1.8 3.0
Travel Dist (mi) 0.3 534.9 17.9 48.5 601.6
Travel Time (hr) 0.0 19.0 0.7 2.2 21.9
Avg Speed (mph) 14 28 27 22 27
Fuel Used (gal) 0.0 15.1 0.5 3.0 18.5
Fuel Eff. (mpg) 34.1 35.5 36.0 16.3 32.4
HC Emissions (g) 0 138 9 37 184
CO Emissions (g) 1 2558 159 1308 4025
NOx Emissions (g) 0 384 27 150 561
Density (ft/veh) 362
Occupancy (veh) 0 19 1 2 22
Total Network Performance
Denied Del/Veh (s) 0.6
Total Del/Veh (s) 36.1
Travel Dist (mi) 2203.2
Travel Time (hr) 97.1
Avg Speed (mph) 23
Fuel Used (gal) 70.7
Fuel Eff. (mpg) 31.2
HC Emissions (g) 668
CO Emissions (g) 14477
NOx Emissions (g) 1938
Density (ft/veh) 217
Occupancy (veh) 97
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Intersection: 1: Carlsbad Blvd & Beach Parking /Tamarack Ave Movement EB EB WB WB NB NB NB SB SB SB
Directions Served LT R L TR L T TR L T TR
Maximum Queue (ft) 97 63 181 212 193 248 265 183 234 252 Average Queue (ft) 33 6 98 79 46 184 202 87 145 154
95th Queue (ft) 78 36 171 160 124 263 277 159 219 234
Link Distance (ft) 273 929 233 233 228 228
Upstream Blk Time (%) 3 6 1 1
Queuing Penalty (veh) 12 23 2 5
Storage Bay Dist (ft) 30 93 115 97
Storage Blk Time (%) 29 1 15 4 0 28 8 21
Queuing Penalty (veh) 12 0 22 6 1 11 26 24
Intersection: 2: Carlsbad Blvd & Redwood Ave
Movement WB NB SB SB SB
Directions Served LR TR L T T
Maximum Queue (ft) 39 3 31 36 63
Average Queue (ft) 12 0 5 1 4
95th Queue (ft) 38 0 22 18 30
Link Distance (ft) 453 228 2676 2676
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 95
Storage Blk Time (%) 0
Queuing Penalty (veh) 0
Intersection: 3: Carlsbad Blvd & Sequoia Ave
Movement WB NB NB
Directions Served R T TR
Maximum Queue (ft) 27 81 130
Average Queue (ft) 3 9 21
95th Queue (ft) 19 48 83
Link Distance (ft) 469 3422 3422
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 145
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1: Carlsbad Blvd & Beach Parking /Tamarack Ave Performance by movement Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Denied Del/Veh (s) 0.1 0.1 4.1 3.6 0.9 0.8 0.0 0.0 0.0 0.0 0.0 0.0 Total Del/Veh (s) 33.1 29.2 1.1 24.4 22.6 8.0 35.5 17.1 8.1 36.4 15.2 9.9 Travel Dist (mi) 0.3 0.3 0.4 43.3 4.5 13.5 0.7 12.2 4.0 2.6 23.4 1.0 Travel Time (hr) 0.1 0.1 0.0 3.5 0.3 0.7 0.2 1.5 0.4 0.6 2.6 0.1 Avg Speed (mph) 5 5 18 13 14 20 5 8 11 4 9 10
Fuel Used (gal) 0.0 0.0 0.0 1.7 0.2 0.4 0.0 0.5 0.1 0.2 1.0 0.0 Fuel Eff. (mpg) 15.8 16.1 31.5 26.1 27.7 33.7 17.2 23.8 36.3 15.5 23.5 33.1 HC Emissions (g) 0 0 0 14 1 5 0 3 0 0 7 0
CO Emissions (g) 2 2 2 393 31 121 4 87 11 17 180 3
NOx Emissions (g) 0 0 0 39 2 15 0 9 1 1 21 0
Density (ft/veh)
Occupancy (veh) 0 0 0 3 0 1 0 1 0 1 3 0
1: Carlsbad Blvd & Beach Parking /Tamarack Ave Performance by movement Movement All
Denied Del/Veh (s) 0.9
Total Del/Veh (s) 17.8
Travel Dist (mi) 106.4
Travel Time (hr) 10.0
Avg Speed (mph) 11
Fuel Used (gal) 4.1
Fuel Eff. (mpg) 25.7
HC Emissions (g) 30
CO Emissions (g) 852
NOx Emissions (g) 91
Density (ft/veh) 412
Occupancy (veh) 10
2: Carlsbad Blvd & Redwood Ave Performance by movement
Movement WBL WBR NBT NBR SBL SBT All
Denied Del/Veh (s) 0.1 0.1 0.0 0.0 0.3 0.1 0.1
Total Del/Veh (s) 6.9 3.1 1.4 1.2 5.7 1.5 1.5
Travel Dist (mi) 0.3 0.4 16.9 0.1 2.2 250.1 270.2
Travel Time (hr) 0.0 0.0 0.8 0.0 0.1 8.6 9.5
Avg Speed (mph) 15 18 22 18 27 29 28
Fuel Used (gal) 0.0 0.0 1.1 0.0 0.1 7.0 8.2
Fuel Eff. (mpg) 35.6 38.4 15.6 20.0 36.2 35.6 32.9
HC Emissions (g) 0 0 17 0 0 72 89
CO Emissions (g) 1 1 620 3 7 1292 1924
NOx Emissions (g) 0 0 60 0 1 201 263
Density (ft/veh) 954
Occupancy (veh) 0 0 1 0 0 9 10
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3: Carlsbad Blvd & Sequoia Ave Performance by movement
Movement WBR NBT NBR SBT All
Denied Del/Veh (s) 0.1 0.1 0.1 0.0 0.0
Total Del/Veh (s) 4.1 1.2 0.9 1.2 1.2
Travel Dist (mi) 0.1 201.7 3.4 40.2 245.4
Travel Time (hr) 0.0 6.9 0.1 1.8 8.8
Avg Speed (mph) 18 29 28 23 28
Fuel Used (gal) 0.0 5.7 0.1 2.4 8.2
Fuel Eff. (mpg) 40.2 35.7 38.0 16.5 30.0
HC Emissions (g) 0 56 0 33 89
CO Emissions (g) 0 969 9 1220 2198
NOx Emissions (g) 0 160 1 122 283
Density (ft/veh) 902
Occupancy (veh) 0 7 0 2 9
Total Network Performance
Denied Del/Veh (s) 0.9
Total Del/Veh (s) 22.1
Travel Dist (mi) 1262.1
Travel Time (hr) 51.1
Avg Speed (mph) 25
Fuel Used (gal) 39.1
Fuel Eff. (mpg) 32.3
HC Emissions (g) 394
CO Emissions (g) 8385
NOx Emissions (g) 1148
Density (ft/veh) 414
Occupancy (veh) 51
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Intersection: 1: Carlsbad Blvd & Beach Parking /Tamarack Ave Movement EB EB WB WB NB NB NB SB SB SB
Directions Served LT R L TR L T TR L T TR
Maximum Queue (ft) 46 4 179 224 47 124 122 92 170 175
Average Queue (ft) 11 0 105 62 12 53 60 34 72 78
95th Queue (ft) 37 4 171 150 37 100 109 69 130 139
Link Distance (ft) 273 929 233 233 228 228
Upstream Blk Time (%) 0 0
Queuing Penalty (veh) 0 0
Storage Bay Dist (ft) 30 93 115 97
Storage Blk Time (%) 10 0 15 1 0 0 4
Queuing Penalty (veh) 1 0 15 2 0 0 2
Intersection: 2: Carlsbad Blvd & Redwood Ave
Movement WB SB
Directions Served LR L
Maximum Queue (ft) 33 18
Average Queue (ft) 8 1
95th Queue (ft) 30 9
Link Distance (ft) 453
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 95
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: Carlsbad Blvd & Sequoia Ave
Movement WB
Directions Served R
Maximum Queue (ft) 21
Average Queue (ft) 1
95th Queue (ft) 12
Link Distance (ft) 469
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 19
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05 Cuml PM Calrsbad Blvd/Tamarack Avenue Mobility Analysis SimTraffic Report Wood Rodgers, Inc. Page 1
1: Carlsbad Blvd & Beach Parking /Tamarack Ave Performance by movement Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Denied Del/Veh (s) 0.2 0.2 4.0 3.8 0.5 0.4 0.0 0.0 0.0 0.1 0.0 0.0 Total Del/Veh (s) 50.3 47.6 1.5 48.1 40.7 14.7 65.3 26.6 23.1 56.1 16.7 10.7 Travel Dist (mi) 0.8 0.8 1.4 21.8 2.6 14.9 1.8 53.8 15.8 5.8 24.5 0.7 Travel Time (hr) 0.2 0.2 0.1 2.6 0.3 0.9 0.7 9.1 2.6 2.0 3.0 0.1 Avg Speed (mph) 3 3 18 9 10 16 3 6 6 3 8 10
Fuel Used (gal) 0.1 0.1 0.1 1.1 0.1 0.5 0.2 3.4 0.9 0.5 1.1 0.0 Fuel Eff. (mpg) 11.2 11.3 27.0 20.6 23.4 30.6 9.1 15.8 18.2 10.8 21.5 32.2 HC Emissions (g) 0 0 0 7 0 5 0 20 4 2 5 0
CO Emissions (g) 7 9 11 226 17 134 21 537 121 66 165 2
NOx Emissions (g) 1 1 1 20 1 15 2 68 14 5 18 0
Density (ft/veh)
Occupancy (veh) 0 0 0 2 0 1 1 9 3 2 3 0
1: Carlsbad Blvd & Beach Parking /Tamarack Ave Performance by movement Movement All
Denied Del/Veh (s) 0.3
Total Del/Veh (s) 26.9
Travel Dist (mi) 144.9
Travel Time (hr) 21.8
Avg Speed (mph) 7
Fuel Used (gal) 8.0
Fuel Eff. (mpg) 18.0
HC Emissions (g) 45
CO Emissions (g) 1316
NOx Emissions (g) 146
Density (ft/veh) 185
Occupancy (veh) 22
2: Carlsbad Blvd & Redwood Ave Performance by movement
Movement WBL WBR NBT NBR SBL SBT All
Denied Del/Veh (s) 0.1 0.1 0.0 0.0 0.2 0.1 0.1
Total Del/Veh (s) 24.7 8.9 2.0 2.4 16.2 1.8 2.1
Travel Dist (mi) 0.4 0.7 61.1 0.6 3.6 288.9 355.2
Travel Time (hr) 0.1 0.1 2.7 0.0 0.2 10.0 13.1
Avg Speed (mph) 8 13 22 17 23 29 27
Fuel Used (gal) 0.0 0.0 3.8 0.0 0.1 8.2 12.1
Fuel Eff. (mpg) 23.4 31.8 16.2 19.6 34.2 35.4 29.4
HC Emissions (g) 0 0 47 0 0 87 135
CO Emissions (g) 2 2 1600 9 10 1550 3173
NOx Emissions (g) 0 0 196 1 1 238 437
Density (ft/veh) 695
Occupancy (veh) 0 0 3 0 0 10 13
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3: Carlsbad Blvd & Sequoia Ave Performance by movement
Movement WBR NBT NBR SBT All
Denied Del/Veh (s) 0.1 0.2 0.2 0.0 0.2
Total Del/Veh (s) 25.9 11.9 11.8 1.4 8.8
Travel Dist (mi) 0.3 846.3 40.5 34.8 921.9
Travel Time (hr) 0.0 33.0 1.6 1.5 36.1
Avg Speed (mph) 8 26 25 23 26
Fuel Used (gal) 0.0 24.6 1.2 2.0 27.8
Fuel Eff. (mpg) 23.4 34.4 33.8 17.6 33.2
HC Emissions (g) 0 233 12 20 265
CO Emissions (g) 1 4585 239 808 5633
NOx Emissions (g) 0 659 35 83 778
Density (ft/veh) 220
Occupancy (veh) 0 33 2 2 36
Total Network Performance
Denied Del/Veh (s) 0.5
Total Del/Veh (s) 37.5
Travel Dist (mi) 2464.2
Travel Time (hr) 109.0
Avg Speed (mph) 23
Fuel Used (gal) 79.3
Fuel Eff. (mpg) 31.1
HC Emissions (g) 758
CO Emissions (g) 16547
NOx Emissions (g) 2216
Density (ft/veh) 193
Occupancy (veh) 109
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05 Cuml PM Calrsbad Blvd/Tamarack Avenue Mobility Analysis SimTraffic Report Wood Rodgers, Inc. Page 3
Intersection: 1: Carlsbad Blvd & Beach Parking /Tamarack Ave Movement EB EB WB WB NB NB NB SB SB SB
Directions Served LT R L TR L T TR L T TR
Maximum Queue (ft) 76 29 163 182 204 263 277 154 178 171 Average Queue (ft) 27 2 83 61 44 234 241 81 90 91
95th Queue (ft) 65 19 143 127 130 279 279 137 152 150
Link Distance (ft) 273 929 233 233 228 228
Upstream Blk Time (%) 14 20 0 0
Queuing Penalty (veh) 91 132 0 0
Storage Bay Dist (ft) 30 93 115 97
Storage Blk Time (%) 29 0 13 2 35 10 6
Queuing Penalty (veh) 8 0 12 3 11 24 7
Intersection: 2: Carlsbad Blvd & Redwood Ave
Movement WB SB SB SB
Directions Served LR L T T
Maximum Queue (ft) 46 32 3 5
Average Queue (ft) 11 4 0 0
95th Queue (ft) 37 21 3 5
Link Distance (ft) 453 2676 2676
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 95
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: Carlsbad Blvd & Sequoia Ave
Movement WB NB NB
Directions Served R T TR
Maximum Queue (ft) 32 303 346
Average Queue (ft) 4 106 143
95th Queue (ft) 22 258 302
Link Distance (ft) 469 3422 3422
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 288
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06 Cuml SAT Calrsbad Blvd/Tamarack Avenue Mobility Analysis SimTraffic Report Wood Rodgers, Inc. Page 1
1: Carlsbad Blvd & Beach Parking /Tamarack Ave Performance by movement Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Denied Del/Veh (s) 0.2 0.2 4.0 3.6 0.7 0.6 0.0 0.0 0.0 0.0 0.0 0.0 Total Del/Veh (s) 37.9 38.8 1.5 40.9 39.6 17.1 56.8 31.9 27.7 55.9 25.1 18.3 Travel Dist (mi) 0.9 1.1 2.1 30.9 4.4 23.1 2.3 37.1 8.3 6.8 35.8 2.1 Travel Time (hr) 0.2 0.3 0.2 3.3 0.4 1.5 0.8 7.4 1.6 2.3 5.8 0.3 Avg Speed (mph) 4 4 17 10 10 15 3 5 5 3 6 7
Fuel Used (gal) 0.1 0.1 0.1 1.4 0.2 0.8 0.2 2.5 0.5 0.6 2.1 0.1 Fuel Eff. (mpg) 13.2 12.4 25.9 22.1 23.8 29.8 10.4 15.0 17.4 10.5 17.3 22.5 HC Emissions (g) 0 0 0 10 1 9 0 13 2 2 13 0
CO Emissions (g) 8 11 17 308 29 222 24 358 63 79 333 8
NOx Emissions (g) 1 1 2 29 2 25 2 41 6 7 38 1
Density (ft/veh)
Occupancy (veh) 0 0 0 3 0 2 1 7 2 2 6 0
1: Carlsbad Blvd & Beach Parking /Tamarack Ave Performance by movement Movement All
Denied Del/Veh (s) 0.4
Total Del/Veh (s) 30.6
Travel Dist (mi) 154.9
Travel Time (hr) 24.1
Avg Speed (mph) 7
Fuel Used (gal) 8.6
Fuel Eff. (mpg) 18.1
HC Emissions (g) 50
CO Emissions (g) 1461
NOx Emissions (g) 154
Density (ft/veh) 168
Occupancy (veh) 24
2: Carlsbad Blvd & Redwood Ave Performance by movement
Movement WBL WBR NBT NBR SBL SBT All
Denied Del/Veh (s) 0.1 0.1 0.0 0.0 0.4 0.2 0.1
Total Del/Veh (s) 19.0 8.1 1.9 2.0 11.2 2.8 2.5
Travel Dist (mi) 0.2 1.0 46.4 0.4 5.1 416.1 469.2
Travel Time (hr) 0.0 0.1 2.1 0.0 0.2 14.7 17.2
Avg Speed (mph) 9 14 22 17 24 28 27
Fuel Used (gal) 0.0 0.0 3.0 0.0 0.2 11.7 14.9
Fuel Eff. (mpg) 26.2 32.8 15.4 19.7 34.3 35.5 31.4
HC Emissions (g) 0 0 39 0 1 114 154
CO Emissions (g) 1 3 1378 6 14 2126 3527
NOx Emissions (g) 0 0 158 1 2 316 477
Density (ft/veh) 530
Occupancy (veh) 0 0 2 0 0 15 17
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3: Carlsbad Blvd & Sequoia Ave Performance by movement
Movement WBR NBT NBR SBT All
Denied Del/Veh (s) 0.1 0.2 0.2 0.0 0.1
Total Del/Veh (s) 12.8 4.8 4.3 1.8 3.3
Travel Dist (mi) 0.4 564.5 13.6 50.9 629.5
Travel Time (hr) 0.0 20.2 0.5 2.3 23.1
Avg Speed (mph) 11 28 27 22 27
Fuel Used (gal) 0.0 15.9 0.4 3.1 19.4
Fuel Eff. (mpg) 29.7 35.5 36.5 16.6 32.5
HC Emissions (g) 0 157 9 37 203
CO Emissions (g) 1 2882 153 1296 4331
NOx Emissions (g) 0 439 25 154 618
Density (ft/veh) 344
Occupancy (veh) 0 20 1 2 23
Total Network Performance
Denied Del/Veh (s) 0.6
Total Del/Veh (s) 37.9
Travel Dist (mi) 2327.3
Travel Time (hr) 103.5
Avg Speed (mph) 23
Fuel Used (gal) 74.8
Fuel Eff. (mpg) 31.1
HC Emissions (g) 729
CO Emissions (g) 15617
NOx Emissions (g) 2109
Density (ft/veh) 204
Occupancy (veh) 103
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06 Cuml SAT Calrsbad Blvd/Tamarack Avenue Mobility Analysis SimTraffic Report Wood Rodgers, Inc. Page 3
Intersection: 1: Carlsbad Blvd & Beach Parking /Tamarack Ave Movement EB EB WB WB NB NB NB SB SB SB
Directions Served LT R L TR L T TR L T TR
Maximum Queue (ft) 96 50 181 238 182 254 265 187 241 246 Average Queue (ft) 30 3 106 93 50 200 215 108 163 167
95th Queue (ft) 70 26 172 190 136 272 278 192 243 246
Link Distance (ft) 273 929 233 233 228 228
Upstream Blk Time (%) 4 8 1 2
Queuing Penalty (veh) 17 35 6 7
Storage Bay Dist (ft) 30 93 115 97
Storage Blk Time (%) 30 0 21 7 0 31 13 23
Queuing Penalty (veh) 13 0 32 12 1 13 42 29
Intersection: 2: Carlsbad Blvd & Redwood Ave
Movement WB NB SB SB SB
Directions Served LR TR L T T
Maximum Queue (ft) 42 8 36 67 91
Average Queue (ft) 12 0 5 4 7
95th Queue (ft) 37 6 24 32 44
Link Distance (ft) 453 228 2676 2676
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 95
Storage Blk Time (%) 0
Queuing Penalty (veh) 0
Intersection: 3: Carlsbad Blvd & Sequoia Ave
Movement WB NB NB SB
Directions Served R T TR T
Maximum Queue (ft) 30 122 146 30
Average Queue (ft) 5 16 31 1
95th Queue (ft) 23 72 102 31
Link Distance (ft) 469 3422 3422 233
Upstream Blk Time (%) 0
Queuing Penalty (veh) 0
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 206
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07 HY AM Calrsbad Blvd/Tamarack Avenue Mobility Analysis SimTraffic Report Wood Rodgers, Inc. Page 1
1: Carlsbad Blvd & Beach Parking /Tamarack Ave Performance by movement Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Denied Del/Veh (s) 0.1 0.2 3.9 3.7 0.7 0.7 0.0 0.0 0.0 0.0 0.0 0.0 Total Del/Veh (s) 28.9 25.5 0.9 24.5 22.6 7.0 35.0 16.5 8.0 34.5 13.9 10.5 Travel Dist (mi) 0.2 0.3 0.3 38.7 4.0 12.0 0.6 11.2 3.5 2.6 21.6 1.0 Travel Time (hr) 0.1 0.1 0.0 3.1 0.3 0.6 0.1 1.3 0.3 0.6 2.3 0.1 Avg Speed (mph) 5 5 18 13 14 20 5 8 11 4 10 10
Fuel Used (gal) 0.0 0.0 0.0 1.5 0.1 0.3 0.0 0.5 0.1 0.2 0.9 0.0 Fuel Eff. (mpg) 16.9 17.6 33.4 26.2 27.1 34.7 17.5 24.3 36.7 16.3 24.5 31.4 HC Emissions (g) 0 0 0 13 1 3 0 3 0 0 6 0
CO Emissions (g) 1 2 1 357 27 86 4 80 10 16 162 3
NOx Emissions (g) 0 0 0 36 2 10 0 9 1 1 19 0
Density (ft/veh)
Occupancy (veh) 0 0 0 3 0 1 0 1 0 1 2 0
1: Carlsbad Blvd & Beach Parking /Tamarack Ave Performance by movement Movement All
Denied Del/Veh (s) 0.8
Total Del/Veh (s) 17.1
Travel Dist (mi) 96.1
Travel Time (hr) 8.9
Avg Speed (mph) 11
Fuel Used (gal) 3.7
Fuel Eff. (mpg) 26.1
HC Emissions (g) 26
CO Emissions (g) 749
NOx Emissions (g) 80
Density (ft/veh) 465
Occupancy (veh) 9
2: Carlsbad Blvd & Redwood Ave Performance by movement
Movement WBL WBR NBT NBR SBL SBT All
Denied Del/Veh (s) 0.1 0.1 0.0 0.0 0.2 0.1 0.1
Total Del/Veh (s) 6.9 3.1 1.3 1.5 3.2 1.5 1.5
Travel Dist (mi) 0.3 0.3 15.4 0.1 2.3 233.9 252.3
Travel Time (hr) 0.0 0.0 0.7 0.0 0.1 8.1 8.9
Avg Speed (mph) 15 17 22 18 27 29 28
Fuel Used (gal) 0.0 0.0 1.0 0.0 0.1 6.6 7.6
Fuel Eff. (mpg) 35.7 38.8 15.8 19.9 36.6 35.5 33.0
HC Emissions (g) 0 0 14 0 0 62 77
CO Emissions (g) 1 1 544 2 7 1124 1678
NOx Emissions (g) 0 0 51 0 1 172 224
Density (ft/veh) 1022
Occupancy (veh) 0 0 1 0 0 8 9
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3: Carlsbad Blvd & Sequoia Ave Performance by movement
Movement WBR NBT NBR SBT All
Denied Del/Veh (s) 0.1 0.1 0.0 0.0
Total Del/Veh (s) 1.1 1.2 1.2 1.2
Travel Dist (mi) 0.0 181.8 3.2 36.7 221.8
Travel Time (hr) 0.0 6.2 0.1 1.6 7.9
Avg Speed (mph) 17 29 28 23 28
Fuel Used (gal) 0.0 5.1 0.1 2.2 7.4
Fuel Eff. (mpg) 36.1 35.5 36.9 16.7 30.0
HC Emissions (g) 0 53 0 31 84
CO Emissions (g) 0 908 10 1125 2043
NOx Emissions (g) 0 150 1 112 263
Density (ft/veh) 999
Occupancy (veh) 0 6 0 2 8
Total Network Performance
Denied Del/Veh (s) 0.9
Total Del/Veh (s) 21.1
Travel Dist (mi) 1150.9
Travel Time (hr) 46.3
Avg Speed (mph) 25
Fuel Used (gal) 35.6
Fuel Eff. (mpg) 32.4
HC Emissions (g) 357
CO Emissions (g) 7578
NOx Emissions (g) 1035
Density (ft/veh) 456
Occupancy (veh) 46
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07 HY AM Calrsbad Blvd/Tamarack Avenue Mobility Analysis SimTraffic Report Wood Rodgers, Inc. Page 3
Intersection: 1: Carlsbad Blvd & Beach Parking /Tamarack Ave Movement EB EB WB WB NB NB NB SB SB SB
Directions Served LT R L TR L T TR L T TR
Maximum Queue (ft) 41 4 175 190 43 112 118 80 134 139
Average Queue (ft) 9 0 96 53 10 49 55 35 65 71
95th Queue (ft) 32 0 160 130 34 91 102 69 116 120
Link Distance (ft) 273 929 233 233 228 228
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 30 93 115 97
Storage Blk Time (%) 8 0 13 1 0 0 2
Queuing Penalty (veh) 1 0 12 2 0 0 1
Intersection: 2: Carlsbad Blvd & Redwood Ave
Movement WB SB
Directions Served LR L
Maximum Queue (ft) 31 18
Average Queue (ft) 7 1
95th Queue (ft) 27 9
Link Distance (ft) 453
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 95
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: Carlsbad Blvd & Sequoia Ave
Movement WB
Directions Served R
Maximum Queue (ft) 15
Average Queue (ft) 1
95th Queue (ft) 7
Link Distance (ft) 469
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 16
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1: Carlsbad Blvd & Beach Parking /Tamarack Ave Performance by movement Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Denied Del/Veh (s) 0.1 0.1 4.1 3.9 0.4 0.4 0.0 0.0 0.0 0.0 0.0 0.0 Total Del/Veh (s) 44.7 42.1 1.4 45.5 38.7 12.1 59.6 25.7 22.0 53.2 16.4 11.6 Travel Dist (mi) 0.7 0.8 1.3 18.5 2.1 13.1 1.6 50.0 15.3 5.8 24.1 0.8 Travel Time (hr) 0.2 0.2 0.1 2.1 0.2 0.8 0.6 8.3 2.5 1.8 2.9 0.1 Avg Speed (mph) 3 4 18 9 11 18 3 6 6 3 8 9
Fuel Used (gal) 0.1 0.1 0.0 0.9 0.1 0.4 0.2 3.1 0.8 0.5 1.1 0.0 Fuel Eff. (mpg) 12.1 12.5 26.6 21.4 24.1 31.4 10.1 16.2 18.8 11.3 21.8 30.1 HC Emissions (g) 0 0 0 5 0 5 0 17 5 1 7 0
CO Emissions (g) 6 8 11 176 14 129 17 476 127 55 190 2
NOx Emissions (g) 0 1 1 16 1 15 1 58 14 4 22 0
Density (ft/veh)
Occupancy (veh) 0 0 0 2 0 1 1 8 2 2 3 0
1: Carlsbad Blvd & Beach Parking /Tamarack Ave Performance by movement Movement All
Denied Del/Veh (s) 0.3
Total Del/Veh (s) 25.6
Travel Dist (mi) 134.3
Travel Time (hr) 19.7
Avg Speed (mph) 7
Fuel Used (gal) 7.3
Fuel Eff. (mpg) 18.5
HC Emissions (g) 42
CO Emissions (g) 1210
NOx Emissions (g) 135
Density (ft/veh) 205
Occupancy (veh) 20
2: Carlsbad Blvd & Redwood Ave Performance by movement
Movement WBL WBR NBT NBR SBL SBT All
Denied Del/Veh (s) 0.1 0.1 0.0 0.0 0.2 0.1 0.1
Total Del/Veh (s) 21.7 10.4 2.0 2.2 11.6 1.8 2.1
Travel Dist (mi) 0.5 0.6 56.6 0.7 4.7 284.5 347.7
Travel Time (hr) 0.1 0.0 2.5 0.0 0.2 9.9 12.8
Avg Speed (mph) 9 13 22 17 25 29 27
Fuel Used (gal) 0.0 0.0 3.5 0.0 0.1 8.1 11.8
Fuel Eff. (mpg) 25.4 30.3 16.3 19.4 34.0 35.2 29.5
HC Emissions (g) 0 0 44 0 1 77 122
CO Emissions (g) 2 2 1486 11 14 1401 2916
NOx Emissions (g) 0 0 182 1 2 212 397
Density (ft/veh) 712
Occupancy (veh) 0 0 3 0 0 10 13
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3: Carlsbad Blvd & Sequoia Ave Performance by movement
Movement WBR NBT NBR SBT All
Denied Del/Veh (s) 0.1 0.2 0.2 0.0 0.2
Total Del/Veh (s) 36.2 9.9 11.2 1.4 7.4
Travel Dist (mi) 0.4 790.1 40.9 33.4 864.7
Travel Time (hr) 0.1 30.1 1.6 1.4 33.2
Avg Speed (mph) 6 26 25 23 26
Fuel Used (gal) 0.0 22.9 1.2 1.9 25.9
Fuel Eff. (mpg) 19.8 34.5 34.5 18.0 33.3
HC Emissions (g) 0 221 14 23 259
CO Emissions (g) 2 4297 269 822 5389
NOx Emissions (g) 0 625 40 90 756
Density (ft/veh) 239
Occupancy (veh) 0 30 2 1 33
Total Network Performance
Denied Del/Veh (s) 0.4
Total Del/Veh (s) 35.3
Travel Dist (mi) 2324.3
Travel Time (hr) 101.3
Avg Speed (mph) 23
Fuel Used (gal) 74.5
Fuel Eff. (mpg) 31.2
HC Emissions (g) 731
CO Emissions (g) 15776
NOx Emissions (g) 2128
Density (ft/veh) 208
Occupancy (veh) 101
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08 HY PM Calrsbad Blvd/Tamarack Avenue Mobility Analysis SimTraffic Report Wood Rodgers, Inc. Page 3
Intersection: 1: Carlsbad Blvd & Beach Parking /Tamarack Ave Movement EB EB WB WB NB NB NB SB SB SB
Directions Served LT R L TR L T TR L T TR
Maximum Queue (ft) 65 20 149 168 191 255 269 157 182 184 Average Queue (ft) 24 1 73 54 38 220 234 79 87 92
95th Queue (ft) 58 13 132 119 118 285 282 137 153 154
Link Distance (ft) 273 929 233 233 228 228
Upstream Blk Time (%) 11 17 0 0
Queuing Penalty (veh) 65 102 0 0
Storage Bay Dist (ft) 30 93 115 97
Storage Blk Time (%) 27 0 10 1 0 32 8 6
Queuing Penalty (veh) 7 0 9 1 0 10 18 6
Intersection: 2: Carlsbad Blvd & Redwood Ave
Movement WB NB SB
Directions Served LR TR L
Maximum Queue (ft) 44 5 35
Average Queue (ft) 12 0 4
95th Queue (ft) 38 4 22
Link Distance (ft) 453 228
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 95
Storage Blk Time (%)
Queuing Penalty (veh)
Intersection: 3: Carlsbad Blvd & Sequoia Ave
Movement WB NB NB
Directions Served R T TR
Maximum Queue (ft) 40 246 304
Average Queue (ft) 5 75 117
95th Queue (ft) 25 201 267
Link Distance (ft) 469 3422 3422
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 218
July 18, 2023
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Horizon Year SAT Pk Hr - 4-Lane Alt 08/29/2022
09 HY SAT Calrsbad Blvd/Tamarack Avenue Mobility Analysis SimTraffic Report Wood Rodgers, Inc. Page 1
1: Carlsbad Blvd & Beach Parking /Tamarack Ave Performance by movement Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Denied Del/Veh (s) 0.2 0.2 4.1 3.7 0.5 0.6 0.0 0.0 0.0 0.0 0.0 0.0 Total Del/Veh (s) 37.2 35.2 1.6 39.2 36.8 15.1 57.4 30.7 24.9 52.3 23.9 20.0 Travel Dist (mi) 0.8 1.1 1.9 27.1 4.2 20.8 2.1 35.2 7.7 6.4 34.5 1.9 Travel Time (hr) 0.2 0.3 0.2 2.8 0.4 1.3 0.7 6.7 1.4 2.0 5.4 0.3 Avg Speed (mph) 4 4 17 10 11 16 3 5 6 3 6 7
Fuel Used (gal) 0.1 0.1 0.1 1.2 0.2 0.7 0.2 2.3 0.4 0.6 1.9 0.1 Fuel Eff. (mpg) 13.5 13.3 26.6 22.3 24.7 30.3 10.5 15.6 18.7 11.1 17.9 21.6 HC Emissions (g) 0 0 0 8 1 6 0 12 2 2 11 0
CO Emissions (g) 7 10 16 253 29 174 21 343 52 67 309 7
NOx Emissions (g) 1 1 1 23 2 19 2 39 5 6 37 1
Density (ft/veh)
Occupancy (veh) 0 0 0 3 0 1 1 7 1 2 5 0
1: Carlsbad Blvd & Beach Parking /Tamarack Ave Performance by movement Movement All
Denied Del/Veh (s) 0.4
Total Del/Veh (s) 29.1
Travel Dist (mi) 143.8
Travel Time (hr) 21.7
Avg Speed (mph) 7
Fuel Used (gal) 7.8
Fuel Eff. (mpg) 18.5
HC Emissions (g) 43
CO Emissions (g) 1289
NOx Emissions (g) 137
Density (ft/veh) 187
Occupancy (veh) 21
2: Carlsbad Blvd & Redwood Ave Performance by movement
Movement WBL WBR NBT NBR SBL SBT All
Denied Del/Veh (s) 0.1 0.1 0.0 0.0 0.3 0.2 0.1
Total Del/Veh (s) 18.0 7.3 1.9 1.8 8.4 2.6 2.4
Travel Dist (mi) 0.4 0.9 43.6 0.3 4.2 398.1 447.5
Travel Time (hr) 0.0 0.1 2.0 0.0 0.2 14.0 16.3
Avg Speed (mph) 9 14 22 17 25 28 28
Fuel Used (gal) 0.0 0.0 2.8 0.0 0.1 11.2 14.2
Fuel Eff. (mpg) 26.3 33.4 15.5 19.8 34.9 35.4 31.4
HC Emissions (g) 0 0 36 0 1 112 148
CO Emissions (g) 1 2 1262 6 13 2077 3362
NOx Emissions (g) 0 0 148 1 2 307 457
Density (ft/veh) 558
Occupancy (veh) 0 0 2 0 0 14 16
July 18, 2023
Item #10 Page 238 of 356
SimTraffic Performance Report
Horizon Year SAT Pk Hr - 4-Lane Alt 08/29/2022
09 HY SAT Calrsbad Blvd/Tamarack Avenue Mobility Analysis SimTraffic Report Wood Rodgers, Inc. Page 2
3: Carlsbad Blvd & Sequoia Ave Performance by movement
Movement WBR NBT NBR SBT All
Denied Del/Veh (s) 0.1 0.1 0.1 0.0 0.1
Total Del/Veh (s) 10.0 4.2 4.1 1.8 3.0
Travel Dist (mi) 0.4 529.0 14.6 48.1 592.1
Travel Time (hr) 0.0 18.8 0.5 2.2 21.6
Avg Speed (mph) 13 28 27 22 27
Fuel Used (gal) 0.0 14.9 0.4 2.9 18.2
Fuel Eff. (mpg) 31.6 35.5 36.3 16.5 32.5
HC Emissions (g) 0 144 2 34 179
CO Emissions (g) 1 2633 45 1222 3902
NOx Emissions (g) 0 400 6 142 548
Density (ft/veh) 368
Occupancy (veh) 0 19 1 2 22
Total Network Performance
Denied Del/Veh (s) 0.5
Total Del/Veh (s) 35.8
Travel Dist (mi) 2192.6
Travel Time (hr) 96.3
Avg Speed (mph) 23
Fuel Used (gal) 70.3
Fuel Eff. (mpg) 31.2
HC Emissions (g) 679
CO Emissions (g) 14537
NOx Emissions (g) 1969
Density (ft/veh) 219
Occupancy (veh) 96
July 18, 2023
Item #10 Page 239 of 356
Queuing and Blocking Report
Horizon Year SAT Pk Hr - 4-Lane Alt 08/29/2022
09 HY SAT Calrsbad Blvd/Tamarack Avenue Mobility Analysis SimTraffic Report Wood Rodgers, Inc. Page 3
Intersection: 1: Carlsbad Blvd & Beach Parking /Tamarack Ave Movement EB EB WB WB NB NB NB SB SB SB
Directions Served LT R L TR L T TR L T TR
Maximum Queue (ft) 84 51 174 183 193 250 257 182 236 243 Average Queue (ft) 29 3 93 72 46 183 198 93 147 154
95th Queue (ft) 68 23 157 137 132 263 273 168 223 233
Link Distance (ft) 273 929 233 233 228 228
Upstream Blk Time (%) 2 5 1 1
Queuing Penalty (veh) 10 19 3 4
Storage Bay Dist (ft) 30 93 115 97
Storage Blk Time (%) 26 0 16 5 0 27 11 20
Queuing Penalty (veh) 11 0 22 8 0 10 33 25
Intersection: 2: Carlsbad Blvd & Redwood Ave
Movement WB NB SB SB SB
Directions Served LR TR L T T
Maximum Queue (ft) 46 2 35 55 66
Average Queue (ft) 13 0 4 2 3
95th Queue (ft) 39 2 20 27 32
Link Distance (ft) 453 228 2676 2676
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 95
Storage Blk Time (%) 0
Queuing Penalty (veh) 0
Intersection: 3: Carlsbad Blvd & Sequoia Ave
Movement WB NB NB SB
Directions Served R T TR T
Maximum Queue (ft) 30 118 132 28
Average Queue (ft) 4 12 22 1
95th Queue (ft) 22 64 84 28
Link Distance (ft) 469 3422 3422 233
Upstream Blk Time (%) 0
Queuing Penalty (veh) 0
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Network Summary
Network wide Queuing Penalty: 145
July 18, 2023
Item #10 Page 240 of 356

ROUNDABOUT
ANAL
YSIS
Site: 101 [Exist
AM Pk Hr
-
Signal (Site Folder: General)]
New Site
Site Category: (None)
Roundabout Metering
Roundabout Basic Parameters
Central
Island
Diam
Circ
Width
Insc
Diam
Entry
Radius
Entry
Angle
Circ
Lanes
Entry
Lanes
A
v
.Entry
Lane
Width
App.

Dist
Prop
Queued
Upstr
Signal
Extra
Bunching
Location
Name
ft
ft
ft
ft
°
ft
ft
%
South
Carlsbad Blvd

70.00 *

17.00 *
104.0
*

52.0 *

42.0 *
1 1

15.00 *
3773.0
NA
5 0.0
East
T
amarack
A
ve

70.00 *

17.00 *
104.0
*

50.0 *

12.0 *
1 1

16.00 *
985.0
NA
5 0.0
North
Carlsbad Blvd

70.00 *

17.00 *
104.0
*

40.0 *

26.0 *
1 1

14.00 *
3003.0
NA
5 0.0
W
est
Beach
Parking

70.00 *

17.00 *
104.0
*

46.0 *

39.0 *
1 2
18 18.00
*
349.0
NA
5 0.0
Roundabout Capacity Model:

US HCM 6
5 Not
Applicable (single Site analysis or unconnected Site in Network analysis). *
These parameters do not af
fect estimated capacity values in the HCM 6 Capacity Model. 18 Exclusive slip/bypass lane is included in Entry Lanes count.

Roundabout Entry and Circulating / Exiting Stream Parameters Critical Gap
T
o
Approach
T
urn
Lane
No
Lane
T
ype
Opng
Flow
Opng
Flow
In
-
Bunch
Hdwy
Prop.

Bunched
Cap
Const
Ef
fect
Priority
Sharing
OD
Factor
HVE for
Entry
Follow
-
up
Hdwy
[ Hdwy
Dist ]
veh/h
pcu/h
sec
sec
ft
sec
South: Carlsbad Blvd
Model Calibration Factor (HCM 6): 1.00
Entry/Circ Flow
Adj (HCM 6): High
W
est
L2
1 Dominant
59 60

0.00 0.000
No
No

0.989

1.00 4.35

93.5 2.28
North
T1
1 Dominant
59 60

0.00 0.000
No
No

0.989

1.02 4.35

93.5 2.28
East
R2
1 Dominant
59 60

0.00 0.000
No
No

0.989

1.02 4.35

93.5 2.28
East: T
amarack
A
ve
Model Calibration Factor (HCM 6): 1.00
Entry/Circ Flow
Adj (HCM 6): High
South
L2
1 Dominant
254
249

0.00 0.000
No
No

0.991

1.02 4.90
149.3

2.57 W
est
T1
1 Dominant
254
249

0.00 0.000
No
No

0.991

1.00 4.90
149.3

2.57 North
R2
1 Dominant
254
249

0.00 0.000
No
No

0.991

1.02 4.90
149.3

2.57 North: Carlsbad Blvd
Model Calibration Factor (HCM 6): 1.00
Entry/Circ Flow
Adj (HCM 6): High
East
L2
1 Dominant
282
278

0.00 0.000
No
No

0.974

1.02 4.80
103.6

2.52 South
T1
1 Dominant
282
278

0.00 0.000
No
No

0.974

1.02 4.80
103.6

2.52 W
est
R2
1 Dominant
282
278

0.00 0.000
No
No

0.974

1.00 4.80
103.6

2.52 W
est: Beach Parking
Model Calibration Factor (HCM 6): 1.00
Entry/Circ Flow
Adj (HCM 6): High
North
L2
1 Dominant
707
708

0.00 0.000
No
No

0.922

1.00 4.54
122.5

2.54 East
T1
1 Dominant
707
708

0.00 0.000
No
No

0.922

1.00 4.54
122.5

2.54 South
R2
2 Excl. Slip
661
661

0.00 0.000
No
No

0.932

1.00 4.54
124.7

2.54 Roundabout Capacity Model:

US HCM 6
Circulating Lane Flow Rates
Circulating Flow Rate
Circ.

Lane
No
July 18, 2023
Item #10 Page 241 of 356
veh/h
pcu/h
Percent
South: Carlsbad Blvd
Lane 1
59 60
100.0
Approach
59 60
East:

T
amarack
A
ve
Lane 1
254
249
100.0
Approach
254
249
North: Carlsbad Blvd
Lane 1
282
278
100.0
Approach
282
278
W
est: Beach Parking
Lane 1
707
708
100.0
Approach
707
708
Roundabout Capacity Model:

The US HCM 6 roundabout capacity model option is in use.

This model considers only the total circulating flow and not the flow rates in individual circulatin g lanes.

T
o
model
the
ef
fects
of
flow
distribution
in
circulating
lanes
on
the
entry
capacity
results,
you
sh
ould
use
the
SIDRA

Standa
rd
roundabout capacity model.

Gap
Acceptance Cycle Parameters (Lanes)
Cycle
T
ime
Blocked
T
ime
Unblocked
T
ime
Minimum
Delay
Opposed
Lane
Unblocked
T
ime Ratio
sec
sec
sec
sec
South: Carlsbad Blvd
1 10.23

0.84 9.39

0.918

0.0 East:

T
amarack
A
ve
1 10.22

2.50 7.72

0.755

0.0 North: Carlsbad Blvd
1 10.23

2.82 7.41

0.724

0.0 W
est: Beach Parking
1 5.17

2.75 2.42

0.468

0.0 2

10.40 9.13

1.28 0.123

0.0 Roundabout Capacity Model:

US HCM 6
Gap
Acceptance Cycle Parameters (Movements)
Cycle
T
ime
Blocked
T
ime
Unblocked
T
ime
Minimum
Delay
T
o
Approach
T
urn
Opsd
Lane
No
Unblocked
T
ime Ratio
sec
sec
sec
sec
South: Carlsbad Blvd
W
est
L2
1 10.23

0.84 9.39

0.918

0.0 North
T1
1 10.23

0.84 9.39

0.918

0.0 East
R2
1 10.23

0.84 9.39

0.918

0.0 East:

T
amarack
A
ve
South
L2
1 10.22

2.50 7.72

0.755

0.0 W
est
T1
1 10.22

2.50 7.72

0.755

0.0 North
R2
1 10.22

2.50 7.72

0.755

0.0 North: Carlsbad Blvd
East
L2
1 10.23

2.82 7.41

0.724

0.0 South
T1
1 10.23

2.82 7.41

0.724

0.0 W
est
R2
1 10.23

2.82 7.41

0.724

0.0 W
est: Beach Parking
North
L2
1 5.17

2.75 2.42

0.468

0.0 July 18, 2023
Item #10 Page 242 of 356
East
T1
1 5.17

2.75 2.42

0.468

0.0 South
R2
2 10.40

9.13 1.28

0.123

0.0 Roundabout Capacity Model:

US HCM 6
SIDRA
INTERSECTION 9.0
|
Copyright © 2000
-
2020
Akcelik and
Associates Pty Ltd
|
sidrasolutions.com
Organisation: WOOD RODGERS, INC.
|
Licence: PLUS / 1PC
|
Processed:

Thursday
, S
eptember 1, 2022 10:55:49
AM
Project:
\\woodrodgers.loc\ProductionData\Jobs\Jobs\8863_001_Carlsbad T
amarack\400_FunctionalU
nits\480
T
raf
fic\Models\S
idra\Carlsbad
-
T
amarack Signal.sip9
July 18, 2023
Item #10 Page 243 of 356

SITE LA
YOUT
Site: 101 [Exist
AM Pk Hr
-
Signal (Site Folder: General)]
New Site
Site Category: (None)
Roundabout Metering
Layout pictures are schematic functional drawings reflecting input data.

They are not design drawin
gs.

SIDRA
INTERSECTION 9.0
|
Copyright © 2000
-
2020
Akcelik and
Associates Pty Ltd
|
sidrasolutions.com
Organisation: WOOD RODGERS, INC.
|
Licence: PLUS / 1PC
|
Created:

Thursday
, Sep
tember 1, 2022 1
1:06:07
A
M
Project:
\\woodrodgers.loc\ProductionData\Jobs\Jobs\8863_001_Carlsbad T
amarack\400_FunctionalU
nits\480
T
raf
fic\Models\S
idra\Carlsbad
-
T
amarack Signal.sip9
July 18, 2023
Item #10 Page 244 of 356

INTERSECTION SUMMAR
Y
Site: 101 [Exist
AM Pk Hr
-
Signal (Site Folder: General)]
New Site
Site Category: (None)
Roundabout Metering
Intersection Performance
-
Hourly V
alues
Performance Measure
V
ehicles
Persons
T
ravel Speed (A
verage)

36.0 mph

36.0 mph
T
ravel Distance (T
otal)
1283.7
veh
-
mi/h
1527.4
pers
-
mi/h
T
ravel
T
ime (T
otal)

35.7 veh
-
h/h

42.5 pers
-
h/h
Desired Speed (Program)

38.1 mph
Speed Ef
ficiency

0.94 T
ravel
T
ime Index

9.39 Congestion Coef
ficient

1.06 Demand Flows (T
otal)
1 177
veh/h
1400
pers/h
Percent Heavy V
ehicles (Demand)

1.8 %
Degree of Saturation

0.477
Practical Spare Capacity

78.3 %
Ef
fective Intersection Capacity
2469
veh/h
Control Delay (T
otal)

1.26 veh
-
h/h

1.50 pers
-
h/h
Control Delay (A
verage)

3.9 sec

3.9 sec
Control Delay (W
orst Lane)

8.5 sec
Control Delay (W
orst Movement)

8.5 sec

8.5 sec
Geometric Delay (A
verage)

0.0 sec
Stop
-
Line Delay (A
verage)

3.9 sec
Idling
T
ime (A
verage)

0.6 sec
Intersection Level of Service (LOS)
LOS
A
95% Back of Queue
-
V
ehicles (W
orst Lane)

1.8 veh
95% Back of Queue
-
Distance (W
orst Lane)

43.6 ft
A
ve. Queue Storage Ratio (W
orst Lane)

0.01 T
otal Ef
fective Stops
429
veh/h
51 1
pers/h
Ef
fective Stop Rate

0.36 0.37
Proportion Queued

0.38 0.38
Performance Index

45.8 45.8
Cost (T
otal)
691.1
1 $/h
691.1
1 $/h
Fuel Consumption (T
otal)

39.8 gal/h
Carbon Dioxide (T
otal)
339.0
kg/h
Hydrocarbons (T
otal)

0.029
kg/h
Carbon Monoxide (T
otal)

0.456
kg/h
NOx (T
otal)

0.386
kg/h
Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parame ter Settings dialog (Site
tab).

Roundabout LOS Method: Same as Signalised Intersections.

Intersection LOS value for V
ehicles is based on average delay for all vehicle movements.

Roundabout Capacity Model: US HCM 6.

Delay Model: HCM Delay Formula (Geometric Delay is not included).

Queue Model: HCM Queue Formula.

Site Model V
ariability Index (Iterations 3 to N): 0.0 %
Number of Iterations: 2 (Maximum: 10)
Largest change in Lane Degrees of Saturation for the last three Flow -
Capacity Iterations: 0.0% 0.
0% 0.0%
Intersection Performance
-
Annual V
alues
Performance Measure
V
ehicles
Persons
Demand Flows (T
otal)
564,960
veh/y
671,906
pers/y
Delay
606
veh
-
h/y
721
pers
-
h/y
Ef
fective Stops
206,1
15 veh/y
245,444
pers/y
T
ravel Distance
616,197
veh
-
mi/y
733,147
pers
-
mi/y
T
ravel
T
ime
17,134
veh
-
h/y
20,385
pers
-
h/y
July 18, 2023
Item #10 Page 245 of 356
Cost
331,731
$/y
331,731
$/y
Fuel Consumption
19,120
gal/y
Carbon Dioxide
162,733
kg/y
Hydrocarbons
14 kg/y
Carbon Monoxide
219
kg/y
NOx
185
kg/y
SIDRA
INTERSECTION 9.0
|
Copyright © 2000
-
2020
Akcelik and
Associates Pty Ltd
|
sidrasolutions.com
Organisation: WOOD RODGERS, INC.
|
Licence: PLUS / 1PC
|
Processed:

MOVEMENT SUMMAR
Y
Site: 101 [Exist
AM Pk Hr
-
Signal (Site Folder: General)]
New Site
Site Category: (None)
Roundabout Metering
V
ehicle Movement Performance
INPUT

VOLUMES
DEMAND
FLOWS
95% BACK OF
QUEUE
Mov
ID
T
urn
Deg.

Satn
A
ver
.

Delay
Level of
Service
Prop.

Que
Ef
fective
Stop
Rate
A
ver
.

No.

Cycles
A
ver
.

Speed
[
T
otal
HV ]
[
T
otal
HV ]
[ V
eh.

Dist ]
veh/h
%
veh/h
%
v/c
sec
veh
ft
mph
South: Carlsbad Blvd
3 L2
15 0.0
15 0.0

0.224

1.8 LOS
A

0.3 6.9

0.14 0.1
1 0.14

25.6 8
T1
233

2.0 233

2.0 0.224

1.8 LOS
A

0.3 6.9

0.14 0.1
1 0.14

37.0 18
R2
76 2.0
76 2.0

0.224

1.8 LOS
A

0.3 6.9

0.14 0.1
1 0.14

35.7 Approach
324

1.9 324

1.9 0.224

0.8 LOS
A

0.3 6.9

0.14 0.1
1 0.14

36.3 East:

T
amarack
A
ve
1 L2
231

2.0 231

2.0 0.321

3.2 LOS
A

0.9 22.8

0.39 0.37

0.39 35.4
6 T1
36 0.0
36 0.0

0.321

3.2 LOS
A

0.9 22.8

0.39 0.37

0.39 28.6
16 R2
72 2.0
72 2.0

0.321

3.2 LOS
A

0.9 22.8

0.39 0.37

0.39 34.2
Approach
339

1.8 339

1.8 0.321

2.0 LOS
A

0.9 22.8

0.39 0.37

0.39 34.9
North: Carlsbad Blvd
7 L2
46 2.0
46 2.0

0.477

5.5 LOS
A

1.8 43.6

0.51 0.50

0.51 35.1
4 T1
430

2.0 430

2.0 0.477

5.5 LOS
A

1.8 43.6

0.51 0.50

0.51 36.6
14 R2
18 0.0
18 0.0

0.477

5.5 LOS
A

1.8 43.6

0.51 0.50

0.51 29.9
Approach
494

1.9 494

1.9 0.477

3.7 LOS
A

1.8 43.6

0.51 0.50

0.51 36.4
W
est: Beach Parking
5 L2
6 0.0
6 0.0

0.078

6.6 LOS
A

0.2 4.5

0.92 0.92

0.92 32.8
2 T1
7 0.0
7 0.0

0.078

6.6 LOS
A

0.2 4.5

0.92 0.92

0.92 26.3
12 R2
7 0.0
7 0.0

0.040

8.5 LOS
A

0.1 1.3

0.88 0.88

0.88 34.8
Approach
20 0.0
20 0.0

0.078

7.3 LOS
A

0.2 4.5

0.90 0.90

0.90 32.3
All V
ehicles
1 177

1.8 1
177

1.8 0.477

3.9 LOS
A

1.8 43.6

0.38 0.36

0.38 36.0
Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parame ter Settings dialog (Site
tab).

Roundabout LOS Method: Same as Signalised Intersections.

V
ehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per mov ement.

LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches an d intersection).

Intersection and
Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6).

Roundabout Capacity Model: US HCM 6.

Delay Model: HCM Delay Formula (Geometric Delay is not included).

Queue Model: HCM Queue Formula.

Gap
-
Acceptance Capacity:

T
raditional M1.

HV (%) values are calculated for
All Movement Classes of
All Heavy V
ehicle Model Designation.

SIDRA
INTERSECTION 9.0
|
Copyright © 2000
-
2020
Akcelik and
Associates Pty Ltd
|
sidrasolutions.com
Organisation: WOOD RODGERS, INC.
|
Licence: PLUS / 1PC
|
Processed:

LANE SUMMAR
Y
Site: 101 [Exist
AM Pk Hr
-
Signal (Site Folder: General)]
New Site
Site Category: (None)
Roundabout Metering
Lane Use and Performance
DEMAND
FLOWS
95% BACK OF
QUEUE
Cap.

Deg.

Satn
Lane
Util.

A
ver
.

Delay
Level of
Service
Lane
Config
Lane
Length
Cap.

Adj.

Prob.

Block.
[
T
otal
HV ]
[ V
eh
Dist ]
veh/h
%
veh/h
v/c
%
sec
ft
ft
%
%
South: Carlsbad Blvd
Lane 1
d
324

1.9 1448

0.224
100

0.8 LOS
A

0.3 6.9
Full
3773

0.0 0.0
Approach
324

1.9 0.224

0.8 LOS
A

0.3 6.9
East:

T
amarack
A
ve
Lane 1
d
339

1.8 1058

0.321
100

2.0 LOS
A

0.9 22.8
Full
985

0.0 0.0
Approach
339

1.8 0.321

2.0 LOS
A

0.9 22.8
North: Carlsbad Blvd
Lane 1
d
494

1.9 1036

0.477
100

3.7 LOS
A

1.8 43.6
Full
3003

0.0 0.0
Approach
494

1.9 0.477

3.7 LOS
A

1.8 43.6
W
est: Beach Parking
Lane 1
d
13 0.0
166

0.078
100

6.6 LOS
A

0.2 4.5
Full
349

0.0 0.0
Lane 2
7 0.0
174

0.040
100

8.5 LOS
A

0.1 1.3
Short
60 0.0
NA
Approach
20 0.0

0.078

7.3 LOS
A

0.2 4.5
Intersection
1 177

1.8 0.477

3.9 LOS
A

1.8 43.6
Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parame ter Settings dialog (Site
tab).

Roundabout LOS Method: Same as Signalised Intersections.

Lane LOS values are based on average delay and v/c ratio (degree of saturation) per lane.

LOS F will result if v/c > 1 irrespective of lane delay value (does not apply for approaches and in tersection).

Intersection and
Approach LOS values are based on average delay for all lanes (v/c not used as spec ified in HCM 6).

Roundabout Capacity Model: US HCM 6.

Delay Model: HCM Delay Formula (Geometric Delay is not included).

Queue Model: HCM Queue Formula.

Gap
-
Acceptance Capacity:

T
raditional M1.

HV (%) values are calculated for
All Movement Classes of
All Heavy V
ehicle Model Designation.
d
Dominant lane on roundabout approach
Approach Lane Flows (veh/h)
South: Carlsbad Blvd
Mov
.

L2
T1
R2
T
otal
%HV
Cap.
veh/h
Deg.

Satn
v/c
Lane
Util.
%
Prob.

SL
Ov
.
%
Ov
.

Lane
No.

From S
T
o Exit:

W
N
E
Lane 1
15 233
76 324

1.9 1448

0.224
100
NA
NA
Approach
15 233
76 324

1.9 0.224
East:

T
amarack
A
ve
Mov
.

L2
T1
R2
T
otal
%HV
Cap.
veh/h
Deg.

Satn
v/c
Lane
Util.
%
Prob.

SL
Ov
.
%
Ov
.

Lane
No.

From E
T
o Exit:

S
W
N
Lane 1
231
36 72
339

1.8 1058

0.321
100
NA
NA
July 18, 2023
Item #10 Page 248 of 356
Approach
231
36 72
339

1.8 0.321
North: Carlsbad Blvd
Mov
.

L2
T1
R2
T
otal
%HV
Cap.
veh/h
Deg.

Satn
v/c
Lane
Util.
%
Prob.

SL
Ov
.
%
Ov
.

Lane
No.

From N
T
o Exit:

E
S
W
Lane 1
46 430
18 494

1.9 1036

0.477
100
NA
NA
Approach
46 430
18 494

1.9 0.477
W
est: Beach Parking
Mov
.

L2
T1
R2
T
otal
%HV
Cap.
veh/h
Deg.

Satn
v/c
Lane
Util.
%
Prob.

SL
Ov
.
%
Ov
.

Lane
No.

From W
T
o Exit:

N
E
S
Lane 1
6 7
-
13 0.0
166

0.078
100
NA
NA
Lane 2
-
-
7 7

0.0 174

0.040
100

0.0 1
Approach
6 7
7 20

0.0 0.078
T
otal
%HV
Deg.Satn (v/c)
Intersection
1 177

1.8 0.477
Lane flow rates given in this report are based on the arrival flow rates subject to upstream capaci ty constraint where appli
cable.

Merge
Analysis
Exit
Lane
Number
Short
Lane
Length
Percent
Opng in
Lane
Opposing
Flow Rate
Critical
Gap
Follow
-
up
Headway
Lane
Flow
Rate
Capacity
Deg.

Satn
Min.

Delay
Merge
Delay
ft
%
veh/h
pcu/h
sec
sec
veh/h
veh/h
v/c
sec
sec
South Exit: Carlsbad Blvd
Merge
T
ype:

Not
Applied
Full Length Lane
1 Merge
Analysis not applied.

East Exit:

T
amarack
A
ve
Merge
T
ype:

Not
Applied
Full Length Lane
1 Merge
Analysis not applied.

North Exit: Carlsbad Blvd
Merge
T
ype:

Not
Applied
Full Length Lane
1 Merge
Analysis not applied.

W
est Exit: Beach Parking
Merge
T
ype:

Not
Applied
Full Length Lane
1 Merge
Analysis not applied.

SIDRA
INTERSECTION 9.0
|
Copyright © 2000
-
2020
Akcelik and
Associates Pty Ltd
|
sidrasolutions.com
Organisation: WOOD RODGERS, INC.
|
Licence: PLUS / 1PC
|
Processed:

ROUNDABOUT
ANAL
YSIS
Site: 101 [Exist PM Pk Hr
-
Signal (Site Folder: General)]
New Site
Site Category: (None)
Roundabout Metering
Roundabout Basic Parameters
Central
Island
Diam
Circ
Width
Insc
Diam
Entry
Radius
Entry
Angle
Circ
Lanes
Entry
Lanes
A
v
.Entry
Lane
Width
App.

Dist
Prop
Queued
Upstr
Signal
Extra
Bunching
Location
Name
ft
ft
ft
ft
°
ft
ft
%
South
Carlsbad Blvd

70.00 *

17.00 *
104.0
*

52.0 *

42.0 *
1 1

15.00 *
3773.0
NA
5 0.0
East
T
amarack
A
ve

70.00 *

17.00 *
104.0
*

50.0 *

12.0 *
1 1

16.00 *
985.0
NA
5 0.0
North
Carlsbad Blvd

70.00 *

17.00 *
104.0
*

40.0 *

26.0 *
1 1

14.00 *
3003.0
NA
5 0.0
W
est
Beach
Parking

70.00 *

17.00 *
104.0
*

46.0 *

39.0 *
1 2
18 18.00
*
349.0
NA
5 0.0
Roundabout Capacity Model:

Roundabout Entry and Circulating / Exiting Stream Parameters Critical Gap
T
o
Approach
T
urn
Lane
No
Lane
T
ype
Opng
Flow
Opng
Flow
In
-
Bunch
Hdwy
Prop.

0.00 0.000
No
No

0.944

1.00 4.07

87.7 2.13
North
T1
1 Dominant
130
131

0.00 0.000
No
No

0.944

1.02 4.07

87.7 2.13
East
R2
1 Dominant
130
131

0.00 0.000
No
No

0.944

1.02 4.07

87.7 2.13
East: T
amarack
A
ve
Model Calibration Factor (HCM 6): 1.00
Entry/Circ Flow
Adj (HCM 6): High
South
L2
1 Dominant
1031
1031

0.00 0.000
No
No

0.757

1.02 4.98
153.5

2.61 W
est
T1
1 Dominant
1031
1031

0.00 0.000
No
No

0.757

1.00 4.98
153.5

2.61 North
R2
1 Dominant
1031
1031

0.00 0.000
No
No

0.757

1.02 4.98
153.5

2.61 North: Carlsbad Blvd
Model Calibration Factor (HCM 6): 1.00
Entry/Circ Flow
Adj (HCM 6): High
East
L2
1 Dominant
159
160

0.00 0.000
No
No

0.968

1.02 4.50

95.5 2.36
South
T1
1 Dominant
159
160

0.00 0.000
No
No

0.968

1.02 4.50

95.5 2.36
W
est
R2
1 Dominant
159
160

0.00 0.000
No
No

0.968

1.00 4.50

95.5 2.36
W
est: Beach Parking
Model Calibration Factor (HCM 6): 1.00
Entry/Circ Flow
Adj (HCM 6): High
North
L2
1 Dominant
715
701

0.00 0.000
No
No

0.938

1.00 4.54
127.5

2.54 East
T1
1 Dominant
715
701

0.00 0.000
No
No

0.938

1.00 4.54
127.5

2.54 South
R2
2 Excl. Slip
617
601

0.00 0.000
No
No

0.953

1.00 4.54
133.3

2.54 Roundabout Capacity Model:

US HCM 6
Circulating Lane Flow Rates
Circulating Flow Rate
Circ.

Lane
No
July 18, 2023
Item #10 Page 250 of 356
veh/h
pcu/h
Percent
South: Carlsbad Blvd
Lane 1
130
131
100.0
Approach
130
131
East:

T
amarack
A
ve
Lane 1
1031
1031
100.0
Approach
1031
1031
North: Carlsbad Blvd
Lane 1
159
160
100.0
Approach
159
160
W
est: Beach Parking
Lane 1
715
701
100.0
Approach
715
701
Roundabout Capacity Model:

The US HCM 6 roundabout capacity model option is in use.

This model considers only the total circulating flow and not the flow rates in individual circulatin g lanes.

T
o
model
the
ef
fects
of
flow
distribution
in
circulating
lanes
on
the
entry
capacity
results,
you
sh
ould
use
the
SIDRA

Standa
rd
roundabout capacity model.

Gap
Acceptance Cycle Parameters (Lanes)
Cycle
T
ime
Blocked
T
ime
Unblocked
T
ime
Minimum
Delay
Opposed
Lane
Unblocked
T
ime Ratio
sec
sec
sec
sec
South: Carlsbad Blvd
1 6.15

0.85 5.30

0.861

0.0 East:

T
amarack
A
ve
1 6.1
1 4.64

1.48 0.242

1.2 North: Carlsbad Blvd
1 6.15

1.14 5.02

0.815

0.0 W
est: Beach Parking
1 1.03

0.54 0.50

0.479

0.0 2

6.29 6.02

0.28 0.044

0.0 Roundabout Capacity Model:

0.85 5.30

0.861

0.0 North
T1
1 6.15

0.85 5.30

0.861

0.0 East
R2
1 6.15

0.85 5.30

0.861

0.0 East:

T
amarack
A
ve
South
L2
1 6.1
1 4.64

1.48 0.242

1.2 W
est
T1
1 6.1
1 4.64

1.48 0.242

1.2 North
R2
1 6.1
1 4.64

1.48 0.242

1.2 North: Carlsbad Blvd
East
L2
1 6.15

1.14 5.02

0.815

0.0 South
T1
1 6.15

1.14 5.02

0.815

0.0 W
est
R2
1 6.15

1.14 5.02

0.815

0.0 W
est: Beach Parking
North
L2
1 1.03

0.54 0.50

0.479

0.0 July 18, 2023
Item #10 Page 251 of 356
East
T1
1 1.03

0.54 0.50

0.479

0.0 South
R2
2 6.29

6.02 0.28

0.044

0.0 Roundabout Capacity Model:

US HCM 6
SIDRA
INTERSECTION 9.0
|
Copyright © 2000
-
2020
Akcelik and
Associates Pty Ltd
|
sidrasolutions.com
Organisation: WOOD RODGERS, INC.
|
Licence: PLUS / 1PC
|
Processed:

Thursday
, S
eptember 1, 2022 10:34:55
AM
Project:
\\woodrodgers.loc\ProductionData\Jobs\Jobs\8863_001_Carlsbad T
amarack\400_FunctionalU
nits\480
T
raf
fic\Models\S
idra\Carlsbad
-
T
amarack Signal.sip9
July 18, 2023
Item #10 Page 252 of 356

SITE LA
YOUT
Site: 101 [Exist PM Pk Hr
-
Signal (Site Folder: General)]
New Site
Site Category: (None)
Roundabout Metering
Layout pictures are schematic functional drawings reflecting input data.

They are not design drawin
gs.

SIDRA
INTERSECTION 9.0
|
Copyright © 2000
-
2020
Akcelik and
Associates Pty Ltd
|
sidrasolutions.com
Organisation: WOOD RODGERS, INC.
|
Licence: PLUS / 1PC
|
Created:

Thursday
, Sep
tember 1, 2022 1
1:08:1
1 A
M
Project:
\\woodrodgers.loc\ProductionData\Jobs\Jobs\8863_001_Carlsbad T
amarack\400_FunctionalU
nits\480
T
raf
fic\Models\S
idra\Carlsbad
-
T
amarack Signal.sip9
July 18, 2023
Item #10 Page 253 of 356

INTERSECTION SUMMAR
Y
Site: 101 [Exist PM Pk Hr
-
Signal (Site Folder: General)]
New Site
Site Category: (None)
Roundabout Metering
Intersection Performance
-
Hourly V
alues
Performance Measure
V
ehicles
Persons
T
ravel Speed (A
verage)

32.6 mph

32.5 mph
T
ravel Distance (T
otal)
2571.1
veh
-
mi/h
3058.4
pers
-
mi/h
T
ravel
T
ime (T
otal)

79.0 veh
-
h/h

94.0 pers
-
h/h
Desired Speed (Program)

38.0 mph
Speed Ef
ficiency

0.86 T
ravel
T
ime Index

8.41 Congestion Coef
ficient

1.17 Demand Flows (T
otal)
2232
veh/h
2657
pers/h
Percent Heavy V
ehicles (Demand)

1.9 %
Degree of Saturation

0.926
Practical Spare Capacity
-

8.2 %
Ef
fective Intersection Capacity
2410
veh/h
Control Delay (T
otal)
1 1.68
veh
-
h/h

13.93 pers
-
h/h
Control Delay (A
verage)

18.8 sec

18.9 sec
Control Delay (W
orst Lane)

47.5 sec
Control Delay (W
orst Movement)

47.5 sec

47.5 sec
Geometric Delay (A
verage)

0.0 sec
Stop
-
Line Delay (A
verage)

18.8 sec
Idling
T
ime (A
verage)

12.0 sec
Intersection Level of Service (LOS)
LOS B
95% Back of Queue
-
V
ehicles (W
orst Lane)

4.7 veh
95% Back of Queue
-
Distance (W
orst Lane)
1 16.8
ft
A
ve. Queue Storage Ratio (W
orst Lane)

0.02 T
otal Ef
fective Stops
1490
veh/h
1775
pers/h
Ef
fective Stop Rate

0.67 0.67
Proportion Queued

0.66 0.67
Performance Index
108.7
108.7
Cost (T
otal)
1500.96
$/h
1500.96
$/h
Fuel Consumption (T
otal)

82.4 gal/h
Carbon Dioxide (T
otal)
701.2
kg/h
Hydrocarbons (T
otal)

0.062
kg/h
Carbon Monoxide (T
otal)

0.934
kg/h
NOx (T
otal)

0.785
kg/h
Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parame ter Settings dialog (Site
tab).

Roundabout LOS Method: Same as Signalised Intersections.

Intersection LOS value for V
ehicles is based on average delay for all vehicle movements.

Roundabout Capacity Model: US HCM 6.

Delay Model: HCM Delay Formula (Geometric Delay is not included).

Queue Model: HCM Queue Formula.

Site Model V
ariability Index (Iterations 3 to N): 0.0 %
Number of Iterations: 2 (Maximum: 10)
Largest change in Lane Degrees of Saturation for the last three Flow -
Capacity Iterations: 0.0% 0.
0% 0.0%
Intersection Performance
-
Annual V
alues
Performance Measure
V
ehicles
Persons
Demand Flows (T
otal)
1,071,360
veh/y
1,275,168
pers/y
Delay
5,606
veh
-
h/y
6,684
pers
-
h/y
Ef
fective Stops
715,075
veh/y
852,210
pers/y
T
ravel Distance
1,234,141
veh
-
mi/y
1,468,022
pers
-
mi/y
T
ravel
T
ime
37,913
veh
-
h/y
45,1
13 pers
-
h/y
July 18, 2023
Item #10 Page 254 of 356
Cost
720,459
$/y
720,459
$/y
Fuel Consumption
39,534
gal/y
Carbon Dioxide
336,563
kg/y
Hydrocarbons
30 kg/y
Carbon Monoxide
448
kg/y
NOx
377
kg/y
SIDRA
INTERSECTION 9.0
|
Copyright © 2000
-
2020
Akcelik and
Associates Pty Ltd
|
sidrasolutions.com
Organisation: WOOD RODGERS, INC.
|
Licence: PLUS / 1PC
|
Processed:

MOVEMENT SUMMAR
Y
Site: 101 [Exist PM Pk Hr
-
Signal (Site Folder: General)]
New Site
Site Category: (None)
Roundabout Metering
V
ehicle Movement Performance
INPUT

VOLUMES
DEMAND
FLOWS
95% BACK OF
QUEUE
Mov
ID
T
urn
Deg.

Satn
A
ver
.

Delay
Level of
Service
Prop.

Que
Ef
fective
Stop
Rate
A
ver
.

No.

Cycles
A
ver
.

Speed
[
T
otal
HV ]
[
T
otal
HV ]
[ V
eh.

Dist ]
veh/h
%
veh/h
%
v/c
sec
veh
ft
mph
South: Carlsbad Blvd
3 L2
33 0.0
33 0.0

0.926

24.2 LOS C

4.7 1

16.8 0.77

0.77 0.77

22.1 8
T1
1016

2.0 1016

2.0 0.926

24.2 LOS C

4.7 1

16.8 0.77

0.77 0.77

32.7 18
R2
296

2.0 296

2.0 0.926

24.2 LOS C

4.7 1

16.8 0.77

0.77 0.77

30.1 Approach
1345

2.0 1345

2.0 0.926

19.9 LOS B

4.7 1

16.8 0.77

0.77 0.77

32.0 East:

T
amarack
A
ve
1 L2
1 12

2.0 1
12 2.0

0.626

20.8 LOS C

1.0 24.4

0.89 0.91

0.98 30.4
6 T1
15 0.0
15 0.0

0.626

20.8 LOS C

1.0 24.4

0.89 0.91

0.98 12.0
16 R2
82 2.0
82 2.0

0.626

20.8 LOS C

1.0 24.4

0.89 0.91

0.98 28.6
Approach
209

1.9 209

1.9 0.626

18.5 LOS B

1.0 24.4

0.89 0.91

0.98 28.7
North: Carlsbad Blvd
7 L2
98 2.0
98 2.0

0.497

5.3 LOS
A

1.0 23.5

0.33 0.33

0.33 34.7
4 T1
505

2.0 505

2.0 0.497

5.3 LOS
A

1.0 23.5

0.33 0.33

0.33 35.9
14 R2
15 0.0
15 0.0

0.497

5.3 LOS
A

1.0 23.5

0.33 0.33

0.33 29.6
Approach
618

2.0 618

2.0 0.497

3.0 LOS
A

1.0 23.5

0.33 0.33

0.33 35.7
W
est: Beach Parking
5 L2
16 0.0
16 0.0

0.565

16.0 LOS B

0.4 9.2

1.00 1.08

1.70 28.9
2 T1
16 0.0
16 0.0

0.565

16.0 LOS B

0.4 9.2

1.00 1.08

1.70 20.8
12 R2
28 0.0
28 0.0

0.450

47.5 LOS D

0.1 3.5

0.98 0.98

0.98 23.4
Approach
60 0.0
60 0.0

0.565

30.7 LOS C

0.4 9.2

0.99 1.03

1.36 24.3
All V
ehicles
2232

1.9 2232

1.9 0.926

18.8 LOS B

4.7 1

16.8 0.66

0.67 0.68

32.6 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parame ter Settings dialog (Site
tab).

Roundabout LOS Method: Same as Signalised Intersections.

V
ehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per mov ement.

LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches an d intersection).

Intersection and
Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6).

Roundabout Capacity Model: US HCM 6.

Delay Model: HCM Delay Formula (Geometric Delay is not included).

Queue Model: HCM Queue Formula.

Gap
-
Acceptance Capacity:

T
raditional M1.

HV (%) values are calculated for
All Movement Classes of
All Heavy V
ehicle Model Designation.

SIDRA
INTERSECTION 9.0
|
Copyright © 2000
-
2020
Akcelik and
Associates Pty Ltd
|
sidrasolutions.com
Organisation: WOOD RODGERS, INC.
|
Licence: PLUS / 1PC
|
Processed:

LANE SUMMAR
Y
Site: 101 [Exist PM Pk Hr
-
Signal (Site Folder: General)]
New Site
Site Category: (None)
Roundabout Metering
Lane Use and Performance
DEMAND
FLOWS
95% BACK OF
QUEUE
Cap.

Deg.

Satn
Lane
Util.

A
ver
.

Delay
Level of
Service
Lane
Config
Lane
Length
Cap.

Adj.

Prob.

Block.
[
T
otal
HV ]
[ V
eh
Dist ]
veh/h
%
veh/h
v/c
%
sec
ft
ft
%
%
South: Carlsbad Blvd
Lane 1
d
1345

2.0 1452

0.926
100

19.9 LOS B

4.7 1

16.8 Full
3773

0.0 0.0
Approach
1345

2.0 0.926

19.9 LOS B

4.7 1

16.8 East:

T
amarack
A
ve
Lane 1
d
209

1.9 334

0.626
100

18.5 LOS B

1.0 24.4
Full
985

0.0 0.0
Approach
209

1.9 0.626

18.5 LOS B

1.0 24.4
North: Carlsbad Blvd
Lane 1
d
618

2.0 1243

0.497
100

3.0 LOS
A

1.0 23.5
Full
3003

0.0 0.0
Approach
618

2.0 0.497

3.0 LOS
A

1.0 23.5
W
est: Beach Parking
Lane 1
d
32 0.0
57 0.565
100

16.0 LOS B

0.4 9.2
Full
349

0.0 0.0
Lane 2
28 0.0
62 0.450
100

47.5 LOS D

0.1 3.5
Short
60 0.0
NA
Approach
60 0.0

0.565

30.7 LOS C

0.4 9.2
Intersection
2232

1.9 0.926

18.8 LOS B

4.7 1

16.8 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parame ter Settings dialog (Site
tab).

Roundabout LOS Method: Same as Signalised Intersections.

Lane LOS values are based on average delay and v/c ratio (degree of saturation) per lane.

LOS F will result if v/c > 1 irrespective of lane delay value (does not apply for approaches and in tersection).

Intersection and
Approach LOS values are based on average delay for all lanes (v/c not used as spec ified in HCM 6).

Roundabout Capacity Model: US HCM 6.

Delay Model: HCM Delay Formula (Geometric Delay is not included).

Queue Model: HCM Queue Formula.

Gap
-
Acceptance Capacity:

T
raditional M1.

HV (%) values are calculated for
All Movement Classes of
All Heavy V
ehicle Model Designation.
d
Dominant lane on roundabout approach
Approach Lane Flows (veh/h)
South: Carlsbad Blvd
Mov
.

L2
T1
R2
T
otal
%HV
Cap.
veh/h
Deg.

Satn
v/c
Lane
Util.
%
Prob.

SL
Ov
.
%
Ov
.

Lane
No.

From S
T
o Exit:

W
N
E
Lane 1
33 1016
296
1345

2.0 1452

0.926
100
NA
NA
Approach
33 1016
296
1345

2.0 0.926
East:

T
amarack
A
ve
Mov
.

L2
T1
R2
T
otal
%HV
Cap.
veh/h
Deg.

Satn
v/c
Lane
Util.
%
Prob.

SL
Ov
.
%
Ov
.

Lane
No.

From E
T
o Exit:

S
W
N
Lane 1
1 12
15 82
209

1.9 334

0.626
100
NA
NA
July 18, 2023
Item #10 Page 257 of 356
Approach
1 12
15 82
209

1.9 0.626
North: Carlsbad Blvd
Mov
.

L2
T1
R2
T
otal
%HV
Cap.
veh/h
Deg.

Satn
v/c
Lane
Util.
%
Prob.

SL
Ov
.
%
Ov
.

Lane
No.

From N
T
o Exit:

E
S
W
Lane 1
98 505
15 618

2.0 1243

0.497
100
NA
NA
Approach
98 505
15 618

2.0 0.497
W
est: Beach Parking
Mov
.

L2
T1
R2
T
otal
%HV
Cap.
veh/h
Deg.

Satn
v/c
Lane
Util.
%
Prob.

SL
Ov
.
%
Ov
.

Lane
No.

From W
T
o Exit:

N
E
S
Lane 1
16 16
-
32 0.0
57 0.565
100
NA
NA
Lane 2
-
-
28 28

0.0 62

0.450
100

0.0 1
Approach
16 16
28 60

0.0 0.565
T
otal
%HV
Deg.Satn (v/c)
Intersection
2232

1.9 0.926
Lane flow rates given in this report are based on the arrival flow rates subject to upstream capaci ty constraint where appli
cable.

Merge
Analysis
Exit
Lane
Number
Short
Lane
Length
Percent
Opng in
Lane
Opposing
Flow Rate
Critical
Gap
Follow
-
up
Headway
Lane
Flow
Rate
Capacity
Deg.

Satn
Min.

Delay
Merge
Delay
ft
%
veh/h
pcu/h
sec
sec
veh/h
veh/h
v/c
sec
sec
South Exit: Carlsbad Blvd
Merge
T
ype:

Not
Applied
Full Length Lane
1 Merge
Analysis not applied.

East Exit:

T
amarack
A
ve
Merge
T
ype:

Not
Applied
Full Length Lane
1 Merge
Analysis not applied.

North Exit: Carlsbad Blvd
Merge
T
ype:

Not
Applied
Full Length Lane
1 Merge
Analysis not applied.

W
est Exit: Beach Parking
Merge
T
ype:

Not
Applied
Full Length Lane
1 Merge
Analysis not applied.

SIDRA
INTERSECTION 9.0
|
Copyright © 2000
-
2020
Akcelik and
Associates Pty Ltd
|
sidrasolutions.com
Organisation: WOOD RODGERS, INC.
|
Licence: PLUS / 1PC
|
Processed:

ROUNDABOUT
ANAL
YSIS
Site: 101 [Exist SA
T Pk Hr
-
Signal (Site Folder: General)]
New Site
Site Category: (None)
Roundabout Metering
Roundabout Basic Parameters
Central
Island
Diam
Circ
Width
Insc
Diam
Entry
Radius
Entry
Angle
Circ
Lanes
Entry
Lanes
A
v
.Entry
Lane
Width
App.

Dist
Prop
Queued
Upstr
Signal
Extra
Bunching
Location
Name
ft
ft
ft
ft
°
ft
ft
%
South
Carlsbad Blvd

70.00 *

17.00 *
104.0
*

52.0 *

42.0 *
1 1

15.00 *
3773.0
NA
5 0.0
East
T
amarack
A
ve

70.00 *

17.00 *
104.0
*

50.0 *

12.0 *
1 1

16.00 *
985.0
NA
5 0.0
North
Carlsbad Blvd

70.00 *

17.00 *
104.0
*

40.0 *

26.0 *
1 1

14.00 *
3003.0
NA
5 0.0
W
est
Beach
Parking

70.00 *

17.00 *
104.0
*

46.0 *

39.0 *
1 2
18 18.00
*
349.0
NA
5 0.0
Roundabout Capacity Model:

Roundabout Entry and Circulating / Exiting Stream Parameters Critical Gap
T
o
Approach
T
urn
Lane
No
Lane
T
ype
Opng
Flow
Opng
Flow
In
-
Bunch
Hdwy
Prop.

0.00 0.000
No
No

0.966

1.00 4.28

93.9 2.24
North
T1
1 Dominant
157
155

0.00 0.000
No
No

0.966

1.02 4.28

93.9 2.24
East
R2
1 Dominant
157
155

0.00 0.000
No
No

0.966

1.02 4.28

93.9 2.24
East: T
amarack
A
ve
Model Calibration Factor (HCM 6): 1.00
Entry/Circ Flow
Adj (HCM 6): High
South
L2
1 Dominant
817
783

0.00 0.000
No
No

0.845

1.02 4.98
151.8

2.61 W
est
T1
1 Dominant
817
783

0.00 0.000
No
No

0.845

1.00 4.98
151.8

2.61 North
R2
1 Dominant
817
783

0.00 0.000
No
No

0.845

1.02 4.98
151.8

2.61 North: Carlsbad Blvd
Model Calibration Factor (HCM 6): 1.00
Entry/Circ Flow
Adj (HCM 6): High
East
L2
1 Dominant
253
243

0.00 0.000
No
No

0.958

1.02 4.53

97.3 2.37
South
T1
1 Dominant
253
243

0.00 0.000
No
No

0.958

1.02 4.53

97.3 2.37
W
est
R2
1 Dominant
253
243

0.00 0.000
No
No

0.958

1.00 4.53

97.3 2.37
W
est: Beach Parking
Model Calibration Factor (HCM 6): 1.00
Entry/Circ Flow
Adj (HCM 6): High
North
L2
1 Dominant
1017
975

0.00 0.000
No
No

0.768

1.00 4.54
127.8

2.54 East
T1
1 Dominant
1017
975

0.00 0.000
No
No

0.768

1.00 4.54
127.8

2.54 South
R2
2 Excl. Slip
904
863

0.00 0.000
No
No

0.809

1.00 4.54
132.4

2.54 Roundabout Capacity Model:

US HCM 6
Circulating Lane Flow Rates
Circulating Flow Rate
Circ.

Lane
No
July 18, 2023
Item #10 Page 259 of 356
veh/h
pcu/h
Percent
South: Carlsbad Blvd
Lane 1
157
155
100.0
Approach
157
155
East:

T
amarack
A
ve
Lane 1
817
783
100.0
Approach
817
783
North: Carlsbad Blvd
Lane 1
253
243
100.0
Approach
253
243
W
est: Beach Parking
Lane 1
1017
975
100.0
Approach
1017
975
Roundabout Capacity Model:

The US HCM 6 roundabout capacity model option is in use.

This model considers only the total circulating flow and not the flow rates in individual circulatin g lanes.

T
o
model
the
ef
fects
of
flow
distribution
in
circulating
lanes
on
the
entry
capacity
results,
you
sh
ould
use
the
SIDRA

Standa
rd
roundabout capacity model.

Gap
Acceptance Cycle Parameters (Lanes)
Cycle
T
ime
Blocked
T
ime
Unblocked
T
ime
Minimum
Delay
Opposed
Lane
Unblocked
T
ime Ratio
sec
sec
sec
sec
South: Carlsbad Blvd
1 10.32

1.85 8.48

0.821

0.0 East:

T
amarack
A
ve
1 10.28

6.46 3.81

0.371

2.4 North: Carlsbad Blvd
1 10.32

2.68 7.64

0.741

0.0 W
est: Beach Parking
1 5.00

3.42 1.58

0.316

0.0 2

10.03 9.1
1 0.92

0.092

0.0 Roundabout Capacity Model:

1.85 8.48

0.821

0.0 North
T1
1 10.32

1.85 8.48

0.821

0.0 East
R2
1 10.32

1.85 8.48

0.821

0.0 East:

T
amarack
A
ve
South
L2
1 10.28

6.46 3.81

0.371

2.4 W
est
T1
1 10.28

6.46 3.81

0.371

2.4 North
R2
1 10.28

6.46 3.81

0.371

2.4 North: Carlsbad Blvd
East
L2
1 10.32

2.68 7.64

0.741

0.0 South
T1
1 10.32

2.68 7.64

0.741

0.0 W
est
R2
1 10.32

2.68 7.64

0.741

0.0 W
est: Beach Parking
North
L2
1 5.00

3.42 1.58

0.316

0.0 July 18, 2023
Item #10 Page 260 of 356
East
T1
1 5.00

3.42 1.58

0.316

0.0 South
R2
2 10.03

9.1 1

0.92 0.092

0.0 Roundabout Capacity Model:

US HCM 6
SIDRA
INTERSECTION 9.0
|
Copyright © 2000
-
2020
Akcelik and
Associates Pty Ltd
|
sidrasolutions.com
Organisation: WOOD RODGERS, INC.
|
Licence: PLUS / 1PC
|
Processed:

Thursday
, S
eptember 1, 2022 10:56:24
AM
Project:
\\woodrodgers.loc\ProductionData\Jobs\Jobs\8863_001_Carlsbad T
amarack\400_FunctionalU
nits\480
T
raf
fic\Models\S
idra\Carlsbad
-
T
amarack Signal.sip9
July 18, 2023
Item #10 Page 261 of 356

SITE LA
YOUT
Site: 101 [Exist SA
T Pk Hr
-
Signal (Site Folder: General)]
New Site
Site Category: (None)
Roundabout Metering
Layout pictures are schematic functional drawings reflecting input data.

They are not design drawin
gs.

SIDRA
INTERSECTION 9.0
|
Copyright © 2000
-
2020
Akcelik and
Associates Pty Ltd
|
sidrasolutions.com
Organisation: WOOD RODGERS, INC.
|
Licence: PLUS / 1PC
|
Created:

Thursday
, Sep
tember 1, 2022 1
1:09:39
A
M
Project:
\\woodrodgers.loc\ProductionData\Jobs\Jobs\8863_001_Carlsbad T
amarack\400_FunctionalU
nits\480
T
raf
fic\Models\S
idra\Carlsbad
-
T
amarack Signal.sip9
July 18, 2023
Item #10 Page 262 of 356

INTERSECTION SUMMAR
Y
Site: 101 [Exist SA
T Pk Hr
-
Signal (Site Folder: General)]
New Site
Site Category: (None)
Roundabout Metering
Intersection Performance
-
Hourly V
alues
Performance Measure
V
ehicles
Persons
T
ravel Speed (A
verage)

32.9 mph

32.9 mph
T
ravel Distance (T
otal)
2540.3
veh
-
mi/h
2989.1
pers
-
mi/h
T
ravel
T
ime (T
otal)

77.2 veh
-
h/h

90.8 pers
-
h/h
Desired Speed (Program)

35.8 mph
Speed Ef
ficiency

0.92 T
ravel
T
ime Index

9.10 Congestion Coef
ficient

1.09 Demand Flows (T
otal)
2252
veh/h
2652
pers/h
Percent Heavy V
ehicles (Demand)

1.8 %
Degree of Saturation

0.782
Practical Spare Capacity

8.7 %
Ef
fective Intersection Capacity
2880
veh/h
Control Delay (T
otal)

8.28 veh
-
h/h

9.75 pers
-
h/h
Control Delay (A
verage)

13.2 sec

13.2 sec
Control Delay (W
orst Lane)

21.4 sec
Control Delay (W
orst Movement)

21.4 sec

21.4 sec
Geometric Delay (A
verage)

0.0 sec
Stop
-
Line Delay (A
verage)

13.2 sec
Idling
T
ime (A
verage)

6.7 sec
Intersection Level of Service (LOS)
LOS B
95% Back of Queue
-
V
ehicles (W
orst Lane)

4.6 veh
95% Back of Queue
-
Distance (W
orst Lane)
108.5
ft
A
ve. Queue Storage Ratio (W
orst Lane)

0.03 T
otal Ef
fective Stops
1582
veh/h
1864
pers/h
Ef
fective Stop Rate

0.70 0.70
Proportion Queued

0.71 0.71
Performance Index
125.4
125.4
Cost (T
otal)
1398.33
$/h
1398.33
$/h
Fuel Consumption (T
otal)

74.2 gal/h
Carbon Dioxide (T
otal)
590.7
kg/h
Hydrocarbons (T
otal)

0.053
kg/h
Carbon Monoxide (T
otal)

0.785
kg/h
NOx (T
otal)

0.744
kg/h
Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parame ter Settings dialog (Site
tab).

Roundabout LOS Method: Same as Signalised Intersections.

Intersection LOS value for V
ehicles is based on average delay for all vehicle movements.

Roundabout Capacity Model: US HCM 6.

Delay Model: HCM Delay Formula (Geometric Delay is not included).

Queue Model: HCM Queue Formula.

Site Model V
ariability Index (Iterations 3 to N): 0.0 %
Number of Iterations: 2 (Maximum: 10)
Largest change in Lane Degrees of Saturation for the last three Flow -
Capacity Iterations: 0.0% 0.
0% 0.0%
Intersection Performance
-
Annual V
alues
Performance Measure
V
ehicles
Persons
Demand Flows (T
otal)
1,080,960
veh/y
1,273,152
pers/y
Delay
3,974
veh
-
h/y
4,681
pers
-
h/y
Ef
fective Stops
759,599
veh/y
894,890
pers/y
T
ravel Distance
1,219,333
veh
-
mi/y
1,434,751
pers
-
mi/y
T
ravel
T
ime
37,045
veh
-
h/y
43,599
pers
-
h/y
July 18, 2023
Item #10 Page 263 of 356
Cost
671,199
$/y
671,199
$/y
Fuel Consumption
35,614
gal/y
Carbon Dioxide
283,533
kg/y
Hydrocarbons
25 kg/y
Carbon Monoxide
377
kg/y
NOx
357
kg/y
SIDRA
INTERSECTION 9.0
|
Copyright © 2000
-
2020
Akcelik and
Associates Pty Ltd
|
sidrasolutions.com
Organisation: WOOD RODGERS, INC.
|
Licence: PLUS / 1PC
|
Processed:

MOVEMENT SUMMAR
Y
Site: 101 [Exist SA
T Pk Hr
-
Signal (Site Folder: General)]
New Site
Site Category: (None)
Roundabout Metering
V
ehicle Movement Performance
INPUT

VOLUMES
DEMAND
FLOWS
95% BACK OF
QUEUE
Mov
ID
T
urn
Deg.

Satn
A
ver
.

Delay
Level of
Service
Prop.

Que
Ef
fective
Stop
Rate
A
ver
.

No.

Cycles
A
ver
.

Speed
[
T
otal
HV ]
[
T
otal
HV ]
[ V
eh.

Dist ]
veh/h
%
veh/h
%
v/c
sec
veh
ft
mph
South: Carlsbad Blvd
3 L2
43 0.0
43 0.0

0.721

10.3 LOS B

3.6 84.1

0.58 0.55

0.58 24.0
8 T1
755

2.0 755

2.0 0.721

10.3 LOS B

3.6 84.1

0.58 0.55

0.58 34.6
18 R2
152

2.0 152

2.0 0.721

10.3 LOS B

3.6 84.1

0.58 0.55

0.58 33.0
Approach
950

1.9 950

1.9 0.721

7.1 LOS
A

3.6 84.1

0.58 0.55

0.58 34.0
East:

T
amarack
A
ve
1 L2
180

2.0 180

2.0 0.656

18.1 LOS B

2.8 66.4

0.83 0.91

1.1 1

30.0 6
T1
30 0.0
30 0.0

0.656

18.1 LOS B

2.8 66.4

0.83 0.91

1.1 1

20.4 16
R2
126

2.0 126

2.0 0.656

18.1 LOS B

2.8 66.4

0.83 0.91

1.1 1

28.9 Approach
336

1.8 336

1.8 0.656

16.3 LOS B

2.8 66.4

0.83 0.91

1.1 1

29.2 North: Carlsbad Blvd
7 L2
1 13

2.0 1
13 2.0

0.782

14.3 LOS B

4.6 108.5

0.77 0.77

0.77 31.2
4 T1
724

2.0 724

2.0 0.782

14.3 LOS B

4.6 108.5

0.77 0.77

0.77 33.4
14 R2
41 0.0
41 0.0

0.782

14.3 LOS B

4.6 108.5

0.77 0.77

0.77 29.7
Approach
878

1.9 878

1.9 0.782
1 1.2
LOS B

4.6 108.5

0.77 0.77

0.77 33.1
W
est: Beach Parking
5 L2
19 0.0
19 0.0

0.392

9.2 LOS
A

1.1 27.6

0.99 1.00

1.04 31.2
2 T1
25 0.0
25 0.0

0.392

9.2 LOS
A

1.1 27.6

0.99 1.00

1.04 24.5
12 R2
44 0.0
44 0.0

0.337

21.4 LOS C

0.3 8.4

0.94 0.94

0.94 29.8
Approach
88 0.0
88 0.0

0.392

15.3 LOS B

1.1 27.6

0.96 0.97

0.99 29.3
All V
ehicles
2252

1.8 2252

1.8 0.782

13.2 LOS B

4.6 108.5

0.71 0.70

0.75 32.9
Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parame ter Settings dialog (Site
tab).

Roundabout LOS Method: Same as Signalised Intersections.

V
ehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per mov ement.

LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches an d intersection).

Intersection and
Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6).

Roundabout Capacity Model: US HCM 6.

Delay Model: HCM Delay Formula (Geometric Delay is not included).

Queue Model: HCM Queue Formula.

Gap
-
Acceptance Capacity:

T
raditional M1.

HV (%) values are calculated for
All Movement Classes of
All Heavy V
ehicle Model Designation.

SIDRA
INTERSECTION 9.0
|
Copyright © 2000
-
2020
Akcelik and
Associates Pty Ltd
|
sidrasolutions.com
Organisation: WOOD RODGERS, INC.
|
Licence: PLUS / 1PC
|
Processed:

LANE SUMMAR
Y
Site: 101 [Exist SA
T Pk Hr
-
Signal (Site Folder: General)]
New Site
Site Category: (None)
Roundabout Metering
Lane Use and Performance
DEMAND
FLOWS
95% BACK OF
QUEUE
Cap.

Deg.

Satn
Lane
Util.

A
ver
.

Delay
Level of
Service
Lane
Config
Lane
Length
Cap.

Adj.

Prob.

Block.
[
T
otal
HV ]
[ V
eh
Dist ]
veh/h
%
veh/h
v/c
%
sec
ft
ft
%
%
South: Carlsbad Blvd
Lane 1
d
950

1.9 1317

0.721
100

7.1 LOS
A

3.6 84.1
Full
3773

0.0 0.0
Approach
950

1.9 0.721

7.1 LOS
A

3.6 84.1
East:

T
amarack
A
ve
Lane 1
d
336

1.8 512

0.656
100

16.3 LOS B

2.8 66.4
Full
985

0.0 0.0
Approach
336

1.8 0.656

16.3 LOS B

2.8 66.4
North: Carlsbad Blvd
Lane 1
d
878

1.9 1
123

0.782
100
1 1.2
LOS B

4.6 108.5
Full
3003

0.0 0.0
Approach
878

1.9 0.782
1 1.2
LOS B

4.6 108.5
W
est: Beach Parking
Lane 1
d
44 0.0
1 12

0.392
100

9.2 LOS
A

1.1 27.6
Full
349

0.0 0.0
Lane 2
44 0.0
130

0.337
100

21.4 LOS C

0.3 8.4
Short
60 0.0
NA
Approach
88 0.0

0.392

15.3 LOS B

1.1 27.6
Intersection
2252

1.8 0.782

13.2 LOS B

4.6 108.5
Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parame ter Settings dialog (Site
tab).

Roundabout LOS Method: Same as Signalised Intersections.

Lane LOS values are based on average delay and v/c ratio (degree of saturation) per lane.

LOS F will result if v/c > 1 irrespective of lane delay value (does not apply for approaches and in tersection).

Intersection and
Approach LOS values are based on average delay for all lanes (v/c not used as spec ified in HCM 6).

Roundabout Capacity Model: US HCM 6.

Delay Model: HCM Delay Formula (Geometric Delay is not included).

Queue Model: HCM Queue Formula.

Gap
-
Acceptance Capacity:

T
raditional M1.

HV (%) values are calculated for
All Movement Classes of
All Heavy V
ehicle Model Designation.
d
Dominant lane on roundabout approach
Approach Lane Flows (veh/h)
South: Carlsbad Blvd
Mov
.

L2
T1
R2
T
otal
%HV
Cap.
veh/h
Deg.

Satn
v/c
Lane
Util.
%
Prob.

SL
Ov
.
%
Ov
.

Lane
No.

From S
T
o Exit:

W
N
E
Lane 1
43 755
152
950

1.9 1317

0.721
100
NA
NA
Approach
43 755
152
950

1.9 0.721
East:

T
amarack
A
ve
Mov
.

L2
T1
R2
T
otal
%HV
Cap.
veh/h
Deg.

Satn
v/c
Lane
Util.
%
Prob.

SL
Ov
.
%
Ov
.

Lane
No.

From E
T
o Exit:

S
W
N
Lane 1
180
30 126
336

1.8 512

0.656
100
NA
NA
July 18, 2023
Item #10 Page 266 of 356
Approach
180
30 126
336

1.8 0.656
North: Carlsbad Blvd
Mov
.

L2
T1
R2
T
otal
%HV
Cap.
veh/h
Deg.

Satn
v/c
Lane
Util.
%
Prob.

SL
Ov
.
%
Ov
.

Lane
No.

From N
T
o Exit:

E
S
W
Lane 1
1 13
724
41 878

1.9 1
123

0.782
100
NA
NA
Approach
1 13
724
41 878

1.9 0.782
W
est: Beach Parking
Mov
.

L2
T1
R2
T
otal
%HV
Cap.
veh/h
Deg.

Satn
v/c
Lane
Util.
%
Prob.

SL
Ov
.
%
Ov
.

Lane
No.

From W
T
o Exit:

N
E
S
Lane 1
19 25
-
44 0.0
1 12

0.392
100
NA
NA
Lane 2
-
-
44 44

0.0 130

0.337
100

0.0 1
Approach
19 25
44 88

0.0 0.392
T
otal
%HV
Deg.Satn (v/c)
Intersection
2252

1.8 0.782
Lane flow rates given in this report are based on the arrival flow rates subject to upstream capaci ty constraint where appli
cable.

Merge
Analysis
Exit
Lane
Number
Short
Lane
Length
Percent
Opng in
Lane
Opposing
Flow Rate
Critical
Gap
Follow
-
up
Headway
Lane
Flow
Rate
Capacity
Deg.

Satn
Min.

Delay
Merge
Delay
ft
%
veh/h
pcu/h
sec
sec
veh/h
veh/h
v/c
sec
sec
South Exit: Carlsbad Blvd
Merge
T
ype:

Not
Applied
Full Length Lane
1 Merge
Analysis not applied.

East Exit:

T
amarack
A
ve
Merge
T
ype:

Not
Applied
Full Length Lane
1 Merge
Analysis not applied.

North Exit: Carlsbad Blvd
Merge
T
ype:

Not
Applied
Full Length Lane
1 Merge
Analysis not applied.

W
est Exit: Beach Parking
Merge
T
ype:

Not
Applied
Full Length Lane
1 Merge
Analysis not applied.

SIDRA
INTERSECTION 9.0
|
Copyright © 2000
-
2020
Akcelik and
Associates Pty Ltd
|
sidrasolutions.com
Organisation: WOOD RODGERS, INC.
|
Licence: PLUS / 1PC
|
Processed:

ROUNDABOUT
ANAL
YSIS
Site: 101 [Cumulative
AM Pk Hr
-
Signal (Site Folder: General)]
New Site
Site Category: (None)
Roundabout Metering
Roundabout Basic Parameters
Central
Island
Diam
Circ
Width
Insc
Diam
Entry
Radius
Entry
Angle
Circ
Lanes
Entry
Lanes
A
v
.Entry
Lane
Width
App.

Dist
Prop
Queued
Upstr
Signal
Extra
Bunching
Location
Name
ft
ft
ft
ft
°
ft
ft
%
South
Carlsbad Blvd

70.00 *

17.00 *
104.0
*

52.0 *

42.0 *
1 1

15.00 *
3773.0
NA
5 0.0
East
T
amarack
A
ve

70.00 *

17.00 *
104.0
*

50.0 *

12.0 *
1 1

16.00 *
985.0
NA
5 0.0
North
Carlsbad Blvd

70.00 *

17.00 *
104.0
*

40.0 *

26.0 *
1 1

14.00 *
3003.0
NA
5 0.0
W
est
Beach
Parking

70.00 *

17.00 *
104.0
*

46.0 *

39.0 *
1 2
18 18.00
*
349.0
NA
5 0.0
Roundabout Capacity Model:

Roundabout Entry and Circulating / Exiting Stream Parameters Critical Gap
T
o
Approach
T
urn
Lane
No
Lane
T
ype
Opng
Flow
Opng
Flow
In
-
Bunch
Hdwy
Prop.

0.00 0.000
No
No

0.989

1.00 4.36

93.4 2.28
North
T1
1 Dominant
61 62

0.00 0.000
No
No

0.989

1.02 4.36

93.4 2.28
East
R2
1 Dominant
61 62

0.00 0.000
No
No

0.989

1.02 4.36

93.4 2.28
East: T
amarack
A
ve
Model Calibration Factor (HCM 6): 1.00
Entry/Circ Flow
Adj (HCM 6): High
South
L2
1 Dominant
260
255

0.00 0.000
No
No

0.991

1.02 4.91
149.4

2.57 W
est
T1
1 Dominant
260
255

0.00 0.000
No
No

0.991

1.00 4.91
149.4

2.57 North
R2
1 Dominant
260
255

0.00 0.000
No
No

0.991

1.02 4.91
149.4

2.57 North: Carlsbad Blvd
Model Calibration Factor (HCM 6): 1.00
Entry/Circ Flow
Adj (HCM 6): High
East
L2
1 Dominant
285
281

0.00 0.000
No
No

0.973

1.02 4.80
103.4

2.51 South
T1
1 Dominant
285
281

0.00 0.000
No
No

0.973

1.02 4.80
103.4

2.51 W
est
R2
1 Dominant
285
281

0.00 0.000
No
No

0.973

1.00 4.80
103.4

2.51 W
est: Beach Parking
Model Calibration Factor (HCM 6): 1.00
Entry/Circ Flow
Adj (HCM 6): High
North
L2
1 Dominant
721
722

0.00 0.000
No
No

0.918

1.00 4.54
122.6

2.54 East
T1
1 Dominant
721
722

0.00 0.000
No
No

0.918

1.00 4.54
122.6

2.54 South
R2
2 Excl. Slip
673
673

0.00 0.000
No
No

0.929

1.00 4.54
124.8

2.54 Roundabout Capacity Model:

US HCM 6
Circulating Lane Flow Rates
Circulating Flow Rate
Circ.

Lane
No
July 18, 2023
Item #10 Page 268 of 356
veh/h
pcu/h
Percent
South: Carlsbad Blvd
Lane 1
61 62
100.0
Approach
61 62
East:

T
amarack
A
ve
Lane 1
260
255
100.0
Approach
260
255
North: Carlsbad Blvd
Lane 1
285
281
100.0
Approach
285
281
W
est: Beach Parking
Lane 1
721
722
100.0
Approach
721
722
Roundabout Capacity Model:

The US HCM 6 roundabout capacity model option is in use.

This model considers only the total circulating flow and not the flow rates in individual circulatin g lanes.

T
o
model
the
ef
fects
of
flow
distribution
in
circulating
lanes
on
the
entry
capacity
results,
you
sh
ould
use
the
SIDRA

Standa
rd
roundabout capacity model.

Gap
Acceptance Cycle Parameters (Lanes)
Cycle
T
ime
Blocked
T
ime
Unblocked
T
ime
Minimum
Delay
Opposed
Lane
Unblocked
T
ime Ratio
sec
sec
sec
sec
South: Carlsbad Blvd
1 10.23

0.86 9.37

0.916

0.0 East:

T
amarack
A
ve
1 10.22

2.55 7.66

0.750

0.0 North: Carlsbad Blvd
1 10.23

2.85 7.38

0.722

0.0 W
est: Beach Parking
1 5.16

2.78 2.38

0.461

0.0 2

10.39 9.13

1.26 0.121

0.0 Roundabout Capacity Model:

0.86 9.37

0.916

0.0 North
T1
1 10.23

0.86 9.37

0.916

0.0 East
R2
1 10.23

0.86 9.37

0.916

0.0 East:

T
amarack
A
ve
South
L2
1 10.22

2.55 7.66

0.750

0.0 W
est
T1
1 10.22

2.55 7.66

0.750

0.0 North
R2
1 10.22

2.55 7.66

0.750

0.0 North: Carlsbad Blvd
East
L2
1 10.23

2.85 7.38

0.722

0.0 South
T1
1 10.23

2.85 7.38

0.722

0.0 W
est
R2
1 10.23

2.85 7.38

0.722

0.0 W
est: Beach Parking
North
L2
1 5.16

2.78 2.38

0.461

0.0 July 18, 2023
Item #10 Page 269 of 356
East
T1
1 5.16

2.78 2.38

0.461

0.0 South
R2
2 10.39

9.13 1.26

0.121

0.0 Roundabout Capacity Model:

US HCM 6
SIDRA
INTERSECTION 9.0
|
Copyright © 2000
-
2020
Akcelik and
Associates Pty Ltd
|
sidrasolutions.com
Organisation: WOOD RODGERS, INC.
|
Licence: PLUS / 1PC
|
Processed: Friday
, Sep
tember 16, 2022 10:57:26
AM
Project:
\\woodrodgers.loc\productiondata\Jobs\Jobs\8863_001_Carlsbad T
amarack\400_FunctionalU
nits\480
T
raf
fic\Models\S
idra\Carlsbad
-
T
amarack Signal.sip9
July 18, 2023
Item #10 Page 270 of 356

SITE LA
YOUT
Site: 101 [Cumulative
AM Pk Hr
-
Signal (Site Folder: General)]
New Site
Site Category: (None)
Roundabout Metering
Layout pictures are schematic functional drawings reflecting input data.

They are not design drawin
gs.

SIDRA
INTERSECTION 9.0
|
Copyright © 2000
-
2020
Akcelik and
Associates Pty Ltd
|
sidrasolutions.com
Organisation: WOOD RODGERS, INC.
|
Licence: PLUS / 1PC
|
Created: Friday
, Septe
mber 16, 2022 10:57:30
AM
Project:
\\woodrodgers.loc\productiondata\Jobs\Jobs\8863_001_Carlsbad T
amarack\400_FunctionalU
nits\480
T
raf
fic\Models\S
idra\Carlsbad
-
T
amarack Signal.sip9
July 18, 2023
Item #10 Page 271 of 356

INTERSECTION SUMMAR
Y
Site: 101 [Cumulative
AM Pk Hr
-
Signal (Site Folder: General)]
New Site
Site Category: (None)
Roundabout Metering
Intersection Performance
-
Hourly V
alues
Performance Measure
V
ehicles
Persons
T
ravel Speed (A
verage)

35.9 mph

35.9 mph
T
ravel Distance (T
otal)
131

1.6 veh
-
mi/h
1560.7
pers
-
mi/h
T
ravel
T
ime (T
otal)

36.5 veh
-
h/h

43.4 pers
-
h/h
Desired Speed (Program)

38.1 mph
Speed Ef
ficiency

0.94 T
ravel
T
ime Index

9.38 Congestion Coef
ficient

1.06 Demand Flows (T
otal)
1202
veh/h
1430
pers/h
Percent Heavy V
ehicles (Demand)

1.9 %
Degree of Saturation

0.489
Practical Spare Capacity

73.9 %
Ef
fective Intersection Capacity
2460
veh/h
Control Delay (T
otal)

1.34 veh
-
h/h

1.59 pers
-
h/h
Control Delay (A
verage)

4.0 sec

4.0 sec
Control Delay (W
orst Lane)

8.5 sec
Control Delay (W
orst Movement)

8.5 sec

8.5 sec
Geometric Delay (A
verage)

0.0 sec
Stop
-
Line Delay (A
verage)

4.0 sec
Idling
T
ime (A
verage)

0.7 sec
Intersection Level of Service (LOS)
LOS
A
95% Back of Queue
-
V
ehicles (W
orst Lane)

1.8 veh
95% Back of Queue
-
Distance (W
orst Lane)

45.5 ft
A
ve. Queue Storage Ratio (W
orst Lane)

0.01 T
otal Ef
fective Stops
450
veh/h
536
pers/h
Ef
fective Stop Rate

0.37 0.37
Proportion Queued

0.39 0.39
Performance Index

47.1 47.1
Cost (T
otal)
706.92
$/h
706.92
$/h
Fuel Consumption (T
otal)

40.8 gal/h
Carbon Dioxide (T
otal)
347.2
kg/h
Hydrocarbons (T
otal)

0.030
kg/h
Carbon Monoxide (T
otal)

0.467
kg/h
NOx (T
otal)

0.395
kg/h
Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parame ter Settings dialog (Site
tab).

Roundabout LOS Method: Same as Signalised Intersections.

Intersection LOS value for V
ehicles is based on average delay for all vehicle movements.

Roundabout Capacity Model: US HCM 6.

Delay Model: HCM Delay Formula (Geometric Delay is not included).

Queue Model: HCM Queue Formula.

Site Model V
ariability Index (Iterations 3 to N): 0.0 %
Number of Iterations: 2 (Maximum: 10)
Largest change in Lane Degrees of Saturation for the last three Flow -
Capacity Iterations: 0.0% 0.
0% 0.0%
Intersection Performance
-
Annual V
alues
Performance Measure
V
ehicles
Persons
Demand Flows (T
otal)
576,960
veh/y
686,267
pers/y
Delay
642
veh
-
h/y
764
pers
-
h/y
Ef
fective Stops
215,865
veh/y
257,072
pers/y
T
ravel Distance
629,571
veh
-
mi/y
749,146
pers
-
mi/y
T
ravel
T
ime
17,515
veh
-
h/y
20,841
pers
-
h/y
July 18, 2023
Item #10 Page 272 of 356
Cost
339,322
$/y
339,322
$/y
Fuel Consumption
19,569
gal/y
Carbon Dioxide
166,663
kg/y
Hydrocarbons
14 kg/y
Carbon Monoxide
224
kg/y
NOx
190
kg/y
SIDRA
INTERSECTION 9.0
|
Copyright © 2000
-
2020
Akcelik and
Associates Pty Ltd
|
sidrasolutions.com
Organisation: WOOD RODGERS, INC.
|
Licence: PLUS / 1PC
|
Processed: Friday
, Sep
tember 16, 2022 10:57:26
AM
Project:
\\woodrodgers.loc\productiondata\Jobs\Jobs\8863_001_Carlsbad T
amarack\400_FunctionalU
nits\480
T
raf
fic\Models\S
idra\Carlsbad
-
T
amarack Signal.sip9
July 18, 2023
Item #10 Page 273 of 356

MOVEMENT SUMMAR
Y
Site: 101 [Cumulative
AM Pk Hr
-
Signal (Site Folder: General)]
New Site
Site Category: (None)
Roundabout Metering
V
ehicle Movement Performance
INPUT

VOLUMES
DEMAND
FLOWS
95% BACK OF
QUEUE
Mov
ID
T
urn
Deg.

Satn
A
ver
.

Delay
Level of
Service
Prop.

Que
Ef
fective
Stop
Rate
A
ver
.

No.

Cycles
A
ver
.

Speed
[
T
otal
HV ]
[
T
otal
HV ]
[ V
eh.

Dist ]
veh/h
%
veh/h
%
v/c
sec
veh
ft
mph
South: Carlsbad Blvd
3 L2
15 0.0
15 0.0

0.229

1.9 LOS
A

0.3 7.2

0.15 0.12

0.15 25.6
8 T1
239

2.0 239

2.0 0.229

1.9 LOS
A

0.3 7.2

0.15 0.12

0.15 37.0
18 R2
77 2.0
77 2.0

0.229

1.9 LOS
A

0.3 7.2

0.15 0.12

0.15 35.7
Approach
331

1.9 331

1.9 0.229

0.8 LOS
A

0.3 7.2

0.15 0.12

0.15 36.3
East:

T
amarack
A
ve
1 L2
234

2.0 234

2.0 0.329

3.3 LOS
A

1.0 23.9

0.40 0.38

0.40 35.4
6 T1
36 0.0
36 0.0

0.329

3.3 LOS
A

1.0 23.9

0.40 0.38

0.40 28.5
16 R2
76 2.0
76 2.0

0.329

3.3 LOS
A

1.0 23.9

0.40 0.38

0.40 34.2
Approach
346

1.8 346

1.8 0.329

2.1 LOS
A

1.0 23.9

0.40 0.38

0.40 34.9
North: Carlsbad Blvd
7 L2
48 2.0
48 2.0

0.489

5.7 LOS
A

1.8 45.5

0.52 0.52

0.52 35.0
4 T1
439

2.0 439

2.0 0.489

5.7 LOS
A

1.8 45.5

0.52 0.52

0.52 36.6
14 R2
18 0.0
18 0.0

0.489

5.7 LOS
A

1.8 45.5

0.52 0.52

0.52 29.8
Approach
505

1.9 505

1.9 0.489

3.9 LOS
A

1.8 45.5

0.52 0.52

0.52 36.3
W
est: Beach Parking
5 L2
6 0.0
6 0.0

0.079

6.7 LOS
A

0.2 4.5

0.92 0.92

0.92 32.7
2 T1
7 0.0
7 0.0

0.079

6.7 LOS
A

0.2 4.5

0.92 0.92

0.92 26.3
12 R2
7 0.0
7 0.0

0.041

8.5 LOS
A

0.1 1.3

0.88 0.88

0.88 34.8
Approach
20 0.0
20 0.0

0.079

7.3 LOS
A

0.2 4.5

0.91 0.91

0.91 32.3
All V
ehicles
1202

1.9 1202

1.9 0.489

4.0 LOS
A

1.8 45.5

0.39 0.37

0.39 35.9
Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parame ter Settings dialog (Site
tab).

Roundabout LOS Method: Same as Signalised Intersections.

V
ehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per mov ement.

LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches an d intersection).

Intersection and
Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6).

Roundabout Capacity Model: US HCM 6.

Delay Model: HCM Delay Formula (Geometric Delay is not included).

Queue Model: HCM Queue Formula.

Gap
-
Acceptance Capacity:

T
raditional M1.

HV (%) values are calculated for
All Movement Classes of
All Heavy V
ehicle Model Designation.

SIDRA
INTERSECTION 9.0
|
Copyright © 2000
-
2020
Akcelik and
Associates Pty Ltd
|
sidrasolutions.com
Organisation: WOOD RODGERS, INC.
|
Licence: PLUS / 1PC
|
Processed: Friday
, Sep
tember 16, 2022 10:57:26
AM
Project:
\\woodrodgers.loc\productiondata\Jobs\Jobs\8863_001_Carlsbad T
amarack\400_FunctionalU
nits\480
T
raf
fic\Models\S
idra\Carlsbad
-
T
amarack Signal.sip9
July 18, 2023
Item #10 Page 274 of 356

LANE SUMMAR
Y
Site: 101 [Cumulative
AM Pk Hr
-
Signal (Site Folder: General)]
New Site
Site Category: (None)
Roundabout Metering
Lane Use and Performance
DEMAND
FLOWS
95% BACK OF
QUEUE
Cap.

Deg.

Satn
Lane
Util.

A
ver
.

Delay
Level of
Service
Lane
Config
Lane
Length
Cap.

Adj.

Prob.

Block.
[
T
otal
HV ]
[ V
eh
Dist ]
veh/h
%
veh/h
v/c
%
sec
ft
ft
%
%
South: Carlsbad Blvd
Lane 1
d
331

1.9 1443

0.229
100

0.8 LOS
A

0.3 7.2
Full
3773

0.0 0.0
Approach
331

1.9 0.229

0.8 LOS
A

0.3 7.2
East:

T
amarack
A
ve
Lane 1
d
346

1.8 1050

0.329
100

2.1 LOS
A

1.0 23.9
Full
985

0.0 0.0
Approach
346

1.8 0.329

2.1 LOS
A

1.0 23.9
North: Carlsbad Blvd
Lane 1
d
505

1.9 1033

0.489
100

3.9 LOS
A

1.8 45.5
Full
3003

0.0 0.0
Approach
505

1.9 0.489

3.9 LOS
A

1.8 45.5
W
est: Beach Parking
Lane 1
d
13 0.0
164

0.079
100

6.7 LOS
A

0.2 4.5
Full
349

0.0 0.0
Lane 2
7 0.0
172

0.041
100

8.5 LOS
A

0.1 1.3
Short
60 0.0
NA
Approach
20 0.0

0.079

7.3 LOS
A

0.2 4.5
Intersection
1202

1.9 0.489

4.0 LOS
A

1.8 45.5
Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parame ter Settings dialog (Site
tab).

Roundabout LOS Method: Same as Signalised Intersections.

Lane LOS values are based on average delay and v/c ratio (degree of saturation) per lane.

LOS F will result if v/c > 1 irrespective of lane delay value (does not apply for approaches and in tersection).

Intersection and
Approach LOS values are based on average delay for all lanes (v/c not used as spec ified in HCM 6).

Roundabout Capacity Model: US HCM 6.

Delay Model: HCM Delay Formula (Geometric Delay is not included).

Queue Model: HCM Queue Formula.

Gap
-
Acceptance Capacity:

T
raditional M1.

HV (%) values are calculated for
All Movement Classes of
All Heavy V
ehicle Model Designation.
d
Dominant lane on roundabout approach
Approach Lane Flows (veh/h)
South: Carlsbad Blvd
Mov
.

L2
T1
R2
T
otal
%HV
Cap.
veh/h
Deg.

Satn
v/c
Lane
Util.
%
Prob.

SL
Ov
.
%
Ov
.

Lane
No.

From S
T
o Exit:

W
N
E
Lane 1
15 239
77 331

1.9 1443

0.229
100
NA
NA
Approach
15 239
77 331

1.9 0.229
East:

T
amarack
A
ve
Mov
.

L2
T1
R2
T
otal
%HV
Cap.
veh/h
Deg.

Satn
v/c
Lane
Util.
%
Prob.

SL
Ov
.
%
Ov
.

Lane
No.

From E
T
o Exit:

S
W
N
Lane 1
234
36 76
346

1.8 1050

0.329
100
NA
NA
July 18, 2023
Item #10 Page 275 of 356
Approach
234
36 76
346

1.8 0.329
North: Carlsbad Blvd
Mov
.

L2
T1
R2
T
otal
%HV
Cap.
veh/h
Deg.

Satn
v/c
Lane
Util.
%
Prob.

SL
Ov
.
%
Ov
.

Lane
No.

From N
T
o Exit:

E
S
W
Lane 1
48 439
18 505

1.9 1033

0.489
100
NA
NA
Approach
48 439
18 505

1.9 0.489
W
est: Beach Parking
Mov
.

L2
T1
R2
T
otal
%HV
Cap.
veh/h
Deg.

Satn
v/c
Lane
Util.
%
Prob.

SL
Ov
.
%
Ov
.

Lane
No.

From W
T
o Exit:

N
E
S
Lane 1
6 7
-
13 0.0
164

0.079
100
NA
NA
Lane 2
-
-
7 7

0.0 172

0.041
100

0.0 1
Approach
6 7
7 20

0.0 0.079
T
otal
%HV
Deg.Satn (v/c)
Intersection
1202

1.9 0.489
Lane flow rates given in this report are based on the arrival flow rates subject to upstream capaci ty constraint where appli
cable.

Merge
Analysis
Exit
Lane
Number
Short
Lane
Length
Percent
Opng in
Lane
Opposing
Flow Rate
Critical
Gap
Follow
-
up
Headway
Lane
Flow
Rate
Capacity
Deg.

Satn
Min.

Delay
Merge
Delay
ft
%
veh/h
pcu/h
sec
sec
veh/h
veh/h
v/c
sec
sec
South Exit: Carlsbad Blvd
Merge
T
ype:

Not
Applied
Full Length Lane
1 Merge
Analysis not applied.

East Exit:

T
amarack
A
ve
Merge
T
ype:

Not
Applied
Full Length Lane
1 Merge
Analysis not applied.

North Exit: Carlsbad Blvd
Merge
T
ype:

Not
Applied
Full Length Lane
1 Merge
Analysis not applied.

W
est Exit: Beach Parking
Merge
T
ype:

Not
Applied
Full Length Lane
1 Merge
Analysis not applied.

ROUNDABOUT
ANAL
YSIS
Site: 101 [Cumulative PM Pk Hr
-
Signal (Site Folder: General)]
New Site
Site Category: (None)
Roundabout Metering
Roundabout Basic Parameters
Central
Island
Diam
Circ
Width
Insc
Diam
Entry
Radius
Entry
Angle
Circ
Lanes
Entry
Lanes
A
v
.Entry
Lane
Width
App.

Dist
Prop
Queued
Upstr
Signal
Extra
Bunching
Location
Name
ft
ft
ft
ft
°
ft
ft
%
South
Carlsbad Blvd

70.00 *

17.00 *
104.0
*

52.0 *

42.0 *
1 1

15.00 *
3773.0
NA
5 0.0
East
T
amarack
A
ve

70.00 *

17.00 *
104.0
*

50.0 *

12.0 *
1 1

16.00 *
985.0
NA
5 0.0
North
Carlsbad Blvd

70.00 *

17.00 *
104.0
*

40.0 *

26.0 *
1 1

14.00 *
3003.0
NA
5 0.0
W
est
Beach
Parking

70.00 *

17.00 *
104.0
*

46.0 *

39.0 *
1 2
18 18.00
*
349.0
NA
5 0.0
Roundabout Capacity Model:

Roundabout Entry and Circulating / Exiting Stream Parameters Critical Gap
T
o
Approach
T
urn
Lane
No
Lane
T
ype
Opng
Flow
Opng
Flow
In
-
Bunch
Hdwy
Prop.

0.00 0.000
No
No

0.944

1.00 4.10

87.9 2.15
North
T1
1 Dominant
139
141

0.00 0.000
No
No

0.944

1.02 4.10

87.9 2.15
East
R2
1 Dominant
139
141

0.00 0.000
No
No

0.944

1.02 4.10

87.9 2.15
East: T
amarack
A
ve
Model Calibration Factor (HCM 6): 1.00
Entry/Circ Flow
Adj (HCM 6): High
South
L2
1 Dominant
1038
1038

0.00 0.000
No
No

0.726

1.02 4.98
153.5

2.61 W
est
T1
1 Dominant
1038
1038

0.00 0.000
No
No

0.726

1.00 4.98
153.5

2.61 North
R2
1 Dominant
1038
1038

0.00 0.000
No
No

0.726

1.02 4.98
153.5

2.61 North: Carlsbad Blvd
Model Calibration Factor (HCM 6): 1.00
Entry/Circ Flow
Adj (HCM 6): High
East
L2
1 Dominant
162
163

0.00 0.000
No
No

0.967

1.02 4.50

95.4 2.36
South
T1
1 Dominant
162
163

0.00 0.000
No
No

0.967

1.02 4.50

95.4 2.36
W
est
R2
1 Dominant
162
163

0.00 0.000
No
No

0.967

1.00 4.50

95.4 2.36
W
est: Beach Parking
Model Calibration Factor (HCM 6): 1.00
Entry/Circ Flow
Adj (HCM 6): High
North
L2
1 Dominant
734
721

0.00 0.000
No
No

0.933

1.00 4.54
127.1

2.54 East
T1
1 Dominant
734
721

0.00 0.000
No
No

0.933

1.00 4.54
127.1

2.54 South
R2
2 Excl. Slip
627
612

0.00 0.000
No
No

0.950

1.00 4.54
133.2

2.54 Roundabout Capacity Model:

US HCM 6
Circulating Lane Flow Rates
Circulating Flow Rate
Circ.

Lane
No
July 18, 2023
Item #10 Page 277 of 356
veh/h
pcu/h
Percent
South: Carlsbad Blvd
Lane 1
139
141
100.0
Approach
139
141
East:

T
amarack
A
ve
Lane 1
1038
1038
100.0
Approach
1038
1038
North: Carlsbad Blvd
Lane 1
162
163
100.0
Approach
162
163
W
est: Beach Parking
Lane 1
734
721
100.0
Approach
734
721
Roundabout Capacity Model:

The US HCM 6 roundabout capacity model option is in use.

This model considers only the total circulating flow and not the flow rates in individual circulatin g lanes.

T
o
model
the
ef
fects
of
flow
distribution
in
circulating
lanes
on
the
entry
capacity
results,
you
sh
ould
use
the
SIDRA

Standa
rd
roundabout capacity model.

Gap
Acceptance Cycle Parameters (Lanes)
Cycle
T
ime
Blocked
T
ime
Unblocked
T
ime
Minimum
Delay
Opposed
Lane
Unblocked
T
ime Ratio
sec
sec
sec
sec
South: Carlsbad Blvd
1 6.15

0.90 5.25

0.853

0.0 East:

T
amarack
A
ve
1 6.1
1 4.73

1.38 0.226

0.9 North: Carlsbad Blvd
1 6.15

1.16 4.99

0.812

0.0 W
est: Beach Parking
1 1.03

0.55 0.48

0.469

0.0 2

6.29 6.01

0.27 0.043

0.0 Roundabout Capacity Model:

0.90 5.25

0.853

0.0 North
T1
1 6.15

0.90 5.25

0.853

0.0 East
R2
1 6.15

0.90 5.25

0.853

0.0 East:

T
amarack
A
ve
South
L2
1 6.1
1 4.73

1.38 0.226

0.9 W
est
T1
1 6.1
1 4.73

1.38 0.226

0.9 North
R2
1 6.1
1 4.73

1.38 0.226

0.9 North: Carlsbad Blvd
East
L2
1 6.15

1.16 4.99

0.812

0.0 South
T1
1 6.15

1.16 4.99

0.812

0.0 W
est
R2
1 6.15

1.16 4.99

0.812

0.0 W
est: Beach Parking
North
L2
1 1.03

0.55 0.48

0.469

0.0 July 18, 2023
Item #10 Page 278 of 356
East
T1
1 1.03

0.55 0.48

0.469

0.0 South
R2
2 6.29

6.01 0.27

0.043

0.0 Roundabout Capacity Model:

US HCM 6
SIDRA
INTERSECTION 9.0
|
Copyright © 2000
-
2020
Akcelik and
Associates Pty Ltd
|
sidrasolutions.com
Organisation: WOOD RODGERS, INC.
|
Licence: PLUS / 1PC
|
Processed: Friday
, Sep
tember 16, 2022 10:58:24
AM
Project:
\\woodrodgers.loc\productiondata\Jobs\Jobs\8863_001_Carlsbad T
amarack\400_FunctionalU
nits\480
T
raf
fic\Models\S
idra\Carlsbad
-
T
amarack Signal.sip9
July 18, 2023
Item #10 Page 279 of 356

SITE LA
YOUT
Site: 101 [Cumulative PM Pk Hr
-
Signal (Site Folder: General)]
New Site
Site Category: (None)
Roundabout Metering
Layout pictures are schematic functional drawings reflecting input data.

They are not design drawin
gs.

SIDRA
INTERSECTION 9.0
|
Copyright © 2000
-
2020
Akcelik and
Associates Pty Ltd
|
sidrasolutions.com
Organisation: WOOD RODGERS, INC.
|
Licence: PLUS / 1PC
|
Created: Friday
, Septe
mber 16, 2022 10:58:50
AM
Project:
\\woodrodgers.loc\productiondata\Jobs\Jobs\8863_001_Carlsbad T
amarack\400_FunctionalU
nits\480
T
raf
fic\Models\S
idra\Carlsbad
-
T
amarack Signal.sip9
July 18, 2023
Item #10 Page 280 of 356

INTERSECTION SUMMAR
Y
Site: 101 [Cumulative PM Pk Hr
-
Signal (Site Folder: General)]
New Site
Site Category: (None)
Roundabout Metering
Intersection Performance
-
Hourly V
alues
Performance Measure
V
ehicles
Persons
T
ravel Speed (A
verage)

31.8 mph

31.8 mph
T
ravel Distance (T
otal)
2609.9
veh
-
mi/h
3104.9
pers
-
mi/h
T
ravel
T
ime (T
otal)

82.1 veh
-
h/h

97.7 pers
-
h/h
Desired Speed (Program)

38.0 mph
Speed Ef
ficiency

0.84 T
ravel
T
ime Index

8.17 Congestion Coef
ficient

1.20 Demand Flows (T
otal)
2270
veh/h
2702
pers/h
Percent Heavy V
ehicles (Demand)

1.9 %
Degree of Saturation

0.951
Practical Spare Capacity
-

10.7 %
Ef
fective Intersection Capacity
2386
veh/h
Control Delay (T
otal)

13.85 veh
-
h/h

16.52 pers
-
h/h
Control Delay (A
verage)

22.0 sec

22.0 sec
Control Delay (W
orst Lane)

48.5 sec
Control Delay (W
orst Movement)

48.5 sec

48.5 sec
Geometric Delay (A
verage)

0.0 sec
Stop
-
Line Delay (A
verage)

22.0 sec
Idling
T
ime (A
verage)

14.7 sec
Intersection Level of Service (LOS)
LOS C
95% Back of Queue
-
V
ehicles (W
orst Lane)

5.4 veh
95% Back of Queue
-
Distance (W
orst Lane)
134.2
ft
A
ve. Queue Storage Ratio (W
orst Lane)

0.02 T
otal Ef
fective Stops
1660
veh/h
1979
pers/h
Ef
fective Stop Rate

0.73 0.73
Proportion Queued

0.73 0.73
Performance Index
1 15.3
1 15.3
Cost (T
otal)
1556.14
$/h
1556.14
$/h
Fuel Consumption (T
otal)

84.6 gal/h
Carbon Dioxide (T
otal)
720.9
kg/h
Hydrocarbons (T
otal)

0.064
kg/h
Carbon Monoxide (T
otal)

0.956
kg/h
NOx (T
otal)

0.805
kg/h
Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parame ter Settings dialog (Site
tab).

Roundabout LOS Method: Same as Signalised Intersections.

Intersection LOS value for V
ehicles is based on average delay for all vehicle movements.

Roundabout Capacity Model: US HCM 6.

Delay Model: HCM Delay Formula (Geometric Delay is not included).

Queue Model: HCM Queue Formula.

Site Model V
ariability Index (Iterations 3 to N): 0.0 %
Number of Iterations: 2 (Maximum: 10)
Largest change in Lane Degrees of Saturation for the last three Flow -
Capacity Iterations: 0.0% 0.
0% 0.0%
Intersection Performance
-
Annual V
alues
Performance Measure
V
ehicles
Persons
Demand Flows (T
otal)
1,089,600
veh/y
1,297,051
pers/y
Delay
6,649
veh
-
h/y
7,929
pers
-
h/y
Ef
fective Stops
797,028
veh/y
950,021
pers/y
T
ravel Distance
1,252,775
veh
-
mi/y
1,490,375
pers
-
mi/y
T
ravel
T
ime
39,422
veh
-
h/y
46,917
pers
-
h/y
July 18, 2023
Item #10 Page 281 of 356
Cost
746,949
$/y
746,949
$/y
Fuel Consumption
40,612
gal/y
Carbon Dioxide
346,023
kg/y
Hydrocarbons
31 kg/y
Carbon Monoxide
459
kg/y
NOx
387
kg/y
SIDRA
INTERSECTION 9.0
|
Copyright © 2000
-
2020
Akcelik and
Associates Pty Ltd
|
sidrasolutions.com
Organisation: WOOD RODGERS, INC.
|
Licence: PLUS / 1PC
|
Processed: Friday
, Sep
tember 16, 2022 10:58:24
AM
Project:
\\woodrodgers.loc\productiondata\Jobs\Jobs\8863_001_Carlsbad T
amarack\400_FunctionalU
nits\480
T
raf
fic\Models\S
idra\Carlsbad
-
T
amarack Signal.sip9
July 18, 2023
Item #10 Page 282 of 356

MOVEMENT SUMMAR
Y
Site: 101 [Cumulative PM Pk Hr
-
Signal (Site Folder: General)]
New Site
Site Category: (None)
Roundabout Metering
V
ehicle Movement Performance
INPUT

VOLUMES
DEMAND
FLOWS
95% BACK OF
QUEUE
Mov
ID
T
urn
Deg.

Satn
A
ver
.

Delay
Level of
Service
Prop.

Que
Ef
fective
Stop
Rate
A
ver
.

No.

Cycles
A
ver
.

Speed
[
T
otal
HV ]
[
T
otal
HV ]
[ V
eh.

Dist ]
veh/h
%
veh/h
%
v/c
sec
veh
ft
mph
South: Carlsbad Blvd
3 L2
33 0.0
33 0.0

0.951

28.4 LOS C

5.4 134.2

0.87 0.87

0.87 21.4
8 T1
1024

2.0 1024

2.0 0.951

28.4 LOS C

5.4 134.2

0.87 0.87

0.87 31.8
18 R2
303

2.0 303

2.0 0.951

28.4 LOS C

5.4 134.2

0.87 0.87

0.87 29.0
Approach
1360

2.0 1360

2.0 0.951

24.0 LOS C

5.4 134.2

0.87 0.87

0.87 31.0
East:

T
amarack
A
ve
1 L2
1 15

2.0 1
15 2.0

0.691

26.6 LOS C

1.0 25.8

0.92 0.93

1.00 28.9
6 T1
15 0.0
15 0.0

0.691

26.6 LOS C

1.0 25.8

0.92 0.93

1.00 1

1.2 16
R2
86 2.0
86 2.0

0.691

26.6 LOS C

1.0 25.8

0.92 0.93

1.00 27.0
Approach
216

1.9 216

1.9 0.691

24.4 LOS C

1.0 25.8

0.92 0.93

1.00 27.2
North: Carlsbad Blvd
7 L2
107

2.0 107

2.0 0.512

5.6 LOS
A

1.0 25.0

0.34 0.34

0.34 34.7
4 T1
512

2.0 512

2.0 0.512

5.6 LOS
A

1.0 25.0

0.34 0.34

0.34 35.8
14 R2
15 0.0
15 0.0

0.512

5.6 LOS
A

1.0 25.0

0.34 0.34

0.34 29.6
Approach
634

2.0 634

2.0 0.512

3.2 LOS
A

1.0 25.0

0.34 0.34

0.34 35.6
W
est: Beach Parking
5 L2
16 0.0
16 0.0

0.577

17.5 LOS B

0.4 9.2

1.00 1.08

1.75 28.4
2 T1
16 0.0
16 0.0

0.577

17.5 LOS B

0.4 9.2

1.00 1.08

1.75 20.2
12 R2
28 0.0
28 0.0

0.455

48.5 LOS D

0.1 3.5

0.98 0.98

0.98 23.2
Approach
60 0.0
60 0.0

0.577

32.0 LOS C

0.4 9.2

0.99 1.03

1.39 24.0
All V
ehicles
2270

1.9 2270

1.9 0.951

22.0 LOS C

5.4 134.2

0.73 0.73

0.75 31.8
Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parame ter Settings dialog (Site
tab).

Roundabout LOS Method: Same as Signalised Intersections.

V
ehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per mov ement.

LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches an d intersection).

Intersection and
Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6).

Roundabout Capacity Model: US HCM 6.

Delay Model: HCM Delay Formula (Geometric Delay is not included).

Queue Model: HCM Queue Formula.

Gap
-
Acceptance Capacity:

T
raditional M1.

HV (%) values are calculated for
All Movement Classes of
All Heavy V
ehicle Model Designation.

SIDRA
INTERSECTION 9.0
|
Copyright © 2000
-
2020
Akcelik and
Associates Pty Ltd
|
sidrasolutions.com
Organisation: WOOD RODGERS, INC.
|
Licence: PLUS / 1PC
|
Processed: Friday
, Sep
tember 16, 2022 10:58:24
AM
Project:
\\woodrodgers.loc\productiondata\Jobs\Jobs\8863_001_Carlsbad T
amarack\400_FunctionalU
nits\480
T
raf
fic\Models\S
idra\Carlsbad
-
T
amarack Signal.sip9
July 18, 2023
Item #10 Page 283 of 356

LANE SUMMAR
Y
Site: 101 [Cumulative PM Pk Hr
-
Signal (Site Folder: General)]
New Site
Site Category: (None)
Roundabout Metering
Lane Use and Performance
DEMAND
FLOWS
95% BACK OF
QUEUE
Cap.

Deg.

Satn
Lane
Util.

A
ver
.

Delay
Level of
Service
Lane
Config
Lane
Length
Cap.

Adj.

Prob.

Block.
[
T
otal
HV ]
[ V
eh
Dist ]
veh/h
%
veh/h
v/c
%
sec
ft
ft
%
%
South: Carlsbad Blvd
Lane 1
d
1360

2.0 1429

0.951
100

24.0 LOS C

5.4 134.2
Full
3773

0.0 0.0
Approach
1360

2.0 0.951

24.0 LOS C

5.4 134.2
East:

T
amarack
A
ve
Lane 1
d
216

1.9 312

0.691
100

24.4 LOS C

1.0 25.8
Full
985

0.0 0.0
Approach
216

1.9 0.691

24.4 LOS C

1.0 25.8
North: Carlsbad Blvd
Lane 1
d
634

2.0 1238

0.512
100

3.2 LOS
A

1.0 25.0
Full
3003

0.0 0.0
Approach
634

2.0 0.512

3.2 LOS
A

1.0 25.0
W
est: Beach Parking
Lane 1
d
32 0.0
56 0.577
100

17.5 LOS B

0.4 9.2
Full
349

0.0 0.0
Lane 2
28 0.0
61 0.455
100

48.5 LOS D

0.1 3.5
Short
60 0.0
NA
Approach
60 0.0

0.577

32.0 LOS C

0.4 9.2
Intersection
2270

1.9 0.951

22.0 LOS C

5.4 134.2
Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parame ter Settings dialog (Site
tab).

Roundabout LOS Method: Same as Signalised Intersections.

Lane LOS values are based on average delay and v/c ratio (degree of saturation) per lane.

LOS F will result if v/c > 1 irrespective of lane delay value (does not apply for approaches and in tersection).

Intersection and
Approach LOS values are based on average delay for all lanes (v/c not used as spec ified in HCM 6).

Roundabout Capacity Model: US HCM 6.

Delay Model: HCM Delay Formula (Geometric Delay is not included).

Queue Model: HCM Queue Formula.

Gap
-
Acceptance Capacity:

T
raditional M1.

HV (%) values are calculated for
All Movement Classes of
All Heavy V
ehicle Model Designation.
d
Dominant lane on roundabout approach
Approach Lane Flows (veh/h)
South: Carlsbad Blvd
Mov
.

L2
T1
R2
T
otal
%HV
Cap.
veh/h
Deg.

Satn
v/c
Lane
Util.
%
Prob.

SL
Ov
.
%
Ov
.

Lane
No.

From S
T
o Exit:

W
N
E
Lane 1
33 1024
303
1360

2.0 1429

0.951
100
NA
NA
Approach
33 1024
303
1360

2.0 0.951
East:

T
amarack
A
ve
Mov
.

L2
T1
R2
T
otal
%HV
Cap.
veh/h
Deg.

Satn
v/c
Lane
Util.
%
Prob.

SL
Ov
.
%
Ov
.

Lane
No.

From E
T
o Exit:

S
W
N
Lane 1
1 15
15 86
216

1.9 312

0.691
100
NA
NA
July 18, 2023
Item #10 Page 284 of 356
Approach
1 15
15 86
216

1.9 0.691
North: Carlsbad Blvd
Mov
.

L2
T1
R2
T
otal
%HV
Cap.
veh/h
Deg.

Satn
v/c
Lane
Util.
%
Prob.

SL
Ov
.
%
Ov
.

Lane
No.

From N
T
o Exit:

E
S
W
Lane 1
107
512
15 634

2.0 1238

0.512
100
NA
NA
Approach
107
512
15 634

2.0 0.512
W
est: Beach Parking
Mov
.

L2
T1
R2
T
otal
%HV
Cap.
veh/h
Deg.

Satn
v/c
Lane
Util.
%
Prob.

SL
Ov
.
%
Ov
.

Lane
No.

From W
T
o Exit:

N
E
S
Lane 1
16 16
-
32 0.0
56 0.577
100
NA
NA
Lane 2
-
-
28 28

0.0 61

0.455
100

0.0 1
Approach
16 16
28 60

0.0 0.577
T
otal
%HV
Deg.Satn (v/c)
Intersection
2270

1.9 0.951
Lane flow rates given in this report are based on the arrival flow rates subject to upstream capaci ty constraint where appli
cable.

Merge
Analysis
Exit
Lane
Number
Short
Lane
Length
Percent
Opng in
Lane
Opposing
Flow Rate
Critical
Gap
Follow
-
up
Headway
Lane
Flow
Rate
Capacity
Deg.

Satn
Min.

Delay
Merge
Delay
ft
%
veh/h
pcu/h
sec
sec
veh/h
veh/h
v/c
sec
sec
South Exit: Carlsbad Blvd
Merge
T
ype:

Not
Applied
Full Length Lane
1 Merge
Analysis not applied.

East Exit:

T
amarack
A
ve
Merge
T
ype:

Not
Applied
Full Length Lane
1 Merge
Analysis not applied.

North Exit: Carlsbad Blvd
Merge
T
ype:

Not
Applied
Full Length Lane
1 Merge
Analysis not applied.

W
est Exit: Beach Parking
Merge
T
ype:

Not
Applied
Full Length Lane
1 Merge
Analysis not applied.

SIDRA
INTERSECTION 9.0
|
Copyright © 2000
-
2020
Akcelik and
Associates Pty Ltd
|
sidrasolutions.com
Organisation: WOOD RODGERS, INC.
|
Licence: PLUS / 1PC
|
Processed: Friday
, Sep
tember 16, 2022 10:58:24
AM
Project:
\\woodrodgers.loc\productiondata\Jobs\Jobs\8863_001_Carlsbad T
amarack\400_FunctionalU
nits\480
T
raf
fic\Models\S
idra\Carlsbad
-
T
amarack Signal.sip9
July 18, 2023
Item #10 Page 285 of 356

ROUNDABOUT
ANAL
YSIS
Site: 101 [Cumulative SA
T Pk Hr
-
Signal (Site Folder: General)]
New Site
Site Category: (None)
Roundabout Metering
Roundabout Basic Parameters
Central
Island
Diam
Circ
Width
Insc
Diam
Entry
Radius
Entry
Angle
Circ
Lanes
Entry
Lanes
A
v
.Entry
Lane
Width
App.

Dist
Prop
Queued
Upstr
Signal
Extra
Bunching
Location
Name
ft
ft
ft
ft
°
ft
ft
%
South
Carlsbad Blvd

70.00 *

17.00 *
104.0
*

52.0 *

42.0 *
1 1

15.00 *
3773.0
NA
5 0.0
East
T
amarack
A
ve

70.00 *

17.00 *
104.0
*

50.0 *

12.0 *
1 1

16.00 *
985.0
NA
5 0.0
North
Carlsbad Blvd

70.00 *

17.00 *
104.0
*

40.0 *

26.0 *
1 1

14.00 *
3003.0
NA
5 0.0
W
est
Beach
Parking

70.00 *

17.00 *
104.0
*

46.0 *

39.0 *
1 2
18 18.00
*
349.0
NA
5 0.0
Roundabout Capacity Model:

Roundabout Entry and Circulating / Exiting Stream Parameters Critical Gap
T
o
Approach
T
urn
Lane
No
Lane
T
ype
Opng
Flow
Opng
Flow
In
-
Bunch
Hdwy
Prop.

0.00 0.000
No
No

0.964

1.00 4.31

94.0 2.26
North
T1
1 Dominant
170
168

0.00 0.000
No
No

0.964

1.02 4.31

94.0 2.26
East
R2
1 Dominant
170
168

0.00 0.000
No
No

0.964

1.02 4.31

94.0 2.26
East: T
amarack
A
ve
Model Calibration Factor (HCM 6): 1.00
Entry/Circ Flow
Adj (HCM 6): High
South
L2
1 Dominant
829
795

0.00 0.000
No
No

0.824

1.02 4.98
151.9

2.61 W
est
T1
1 Dominant
829
795

0.00 0.000
No
No

0.824

1.00 4.98
151.9

2.61 North
R2
1 Dominant
829
795

0.00 0.000
No
No

0.824

1.02 4.98
151.9

2.61 North: Carlsbad Blvd
Model Calibration Factor (HCM 6): 1.00
Entry/Circ Flow
Adj (HCM 6): High
East
L2
1 Dominant
261
251

0.00 0.000
No
No

0.954

1.02 4.53

97.1 2.37
South
T1
1 Dominant
261
251

0.00 0.000
No
No

0.954

1.02 4.53

97.1 2.37
W
est
R2
1 Dominant
261
251

0.00 0.000
No
No

0.954

1.00 4.53

97.1 2.37
W
est: Beach Parking
Model Calibration Factor (HCM 6): 1.00
Entry/Circ Flow
Adj (HCM 6): High
North
L2
1 Dominant
1054
1013

0.00 0.000
No
No

0.738

1.00 4.54
127.3

2.54 East
T1
1 Dominant
1054
1013

0.00 0.000
No
No

0.738

1.00 4.54
127.3

2.54 South
R2
2 Excl. Slip
928
888

0.00 0.000
No
No

0.787

1.00 4.54
132.2

2.54 Roundabout Capacity Model:

US HCM 6
Circulating Lane Flow Rates
Circulating Flow Rate
Circ.

Lane
No
July 18, 2023
Item #10 Page 286 of 356
veh/h
pcu/h
Percent
South: Carlsbad Blvd
Lane 1
170
168
100.0
Approach
170
168
East:

T
amarack
A
ve
Lane 1
829
795
100.0
Approach
829
795
North: Carlsbad Blvd
Lane 1
261
251
100.0
Approach
261
251
W
est: Beach Parking
Lane 1
1054
1013
100.0
Approach
1054
1013
Roundabout Capacity Model:

The US HCM 6 roundabout capacity model option is in use.

This model considers only the total circulating flow and not the flow rates in individual circulatin g lanes.

T
o
model
the
ef
fects
of
flow
distribution
in
circulating
lanes
on
the
entry
capacity
results,
you
sh
ould
use
the
SIDRA

Standa
rd
roundabout capacity model.

Gap
Acceptance Cycle Parameters (Lanes)
Cycle
T
ime
Blocked
T
ime
Unblocked
T
ime
Minimum
Delay
Opposed
Lane
Unblocked
T
ime Ratio
sec
sec
sec
sec
South: Carlsbad Blvd
1 10.32

1.98 8.34

0.808

0.0 East:

T
amarack
A
ve
1 10.28

6.61 3.67

0.357

2.3 North: Carlsbad Blvd
1 10.32

2.76 7.56

0.732

0.0 W
est: Beach Parking
1 5.00

3.53 1.47

0.294

0.0 2

10.02 9.14

0.88 0.088

0.0 Roundabout Capacity Model:

1.98 8.34

0.808

0.0 North
T1
1 10.32

1.98 8.34

0.808

0.0 East
R2
1 10.32

1.98 8.34

0.808

0.0 East:

T
amarack
A
ve
South
L2
1 10.28

6.61 3.67

0.357

2.3 W
est
T1
1 10.28

6.61 3.67

0.357

2.3 North
R2
1 10.28

6.61 3.67

0.357

2.3 North: Carlsbad Blvd
East
L2
1 10.32

2.76 7.56

0.732

0.0 South
T1
1 10.32

2.76 7.56

0.732

0.0 W
est
R2
1 10.32

2.76 7.56

0.732

0.0 W
est: Beach Parking
North
L2
1 5.00

3.53 1.47

0.294

0.0 July 18, 2023
Item #10 Page 287 of 356
East
T1
1 5.00

3.53 1.47

0.294

0.0 South
R2
2 10.02

9.14 0.88

0.088

0.0 Roundabout Capacity Model:

Thursday
, S
eptember 1, 2022 10:57:57
AM
Project:
\\woodrodgers.loc\ProductionData\Jobs\Jobs\8863_001_Carlsbad T
amarack\400_FunctionalU
nits\480
T
raf
fic\Models\S
idra\Carlsbad
-
T
amarack Signal.sip9
July 18, 2023
Item #10 Page 288 of 356

SITE LA
YOUT
Site: 101 [Cumulative SA
T Pk Hr
-
Signal (Site Folder: General)]
New Site
Site Category: (None)
Roundabout Metering
Layout pictures are schematic functional drawings reflecting input data.

They are not design drawin
gs.

Thursday
, Sep
tember 1, 2022 1
1:14:52
A
M
Project:
\\woodrodgers.loc\ProductionData\Jobs\Jobs\8863_001_Carlsbad T
amarack\400_FunctionalU
nits\480
T
raf
fic\Models\S
idra\Carlsbad
-
T
amarack Signal.sip9
July 18, 2023
Item #10 Page 289 of 356

INTERSECTION SUMMAR
Y
Site: 101 [Cumulative SA
T Pk Hr
-
Signal (Site Folder: General)]
New Site
Site Category: (None)
Roundabout Metering
Intersection Performance
-
Hourly V
alues
Performance Measure
V
ehicles
Persons
T
ravel Speed (A
verage)

32.4 mph

32.4 mph
T
ravel Distance (T
otal)
2610.4
veh
-
mi/h
3073.2
pers
-
mi/h
T
ravel
T
ime (T
otal)

80.6 veh
-
h/h

94.9 pers
-
h/h
Desired Speed (Program)

35.9 mph
Speed Ef
ficiency

0.90 T
ravel
T
ime Index

8.91 Congestion Coef
ficient

1.1 1
Demand Flows (T
otal)
2320
veh/h
2734
pers/h
Percent Heavy V
ehicles (Demand)

1.8 %
Degree of Saturation

0.817
Practical Spare Capacity

4.1 %
Ef
fective Intersection Capacity
2841
veh/h
Control Delay (T
otal)

9.96 veh
-
h/h
1 1.74
pers
-
h/h
Control Delay (A
verage)

15.5 sec

15.5 sec
Control Delay (W
orst Lane)

23.0 sec
Control Delay (W
orst Movement)

23.0 sec

23.0 sec
Geometric Delay (A
verage)

0.0 sec
Stop
-
Line Delay (A
verage)

15.5 sec
Idling
T
ime (A
verage)

8.5 sec
Intersection Level of Service (LOS)
LOS B
95% Back of Queue
-
V
ehicles (W
orst Lane)

5.2 veh
95% Back of Queue
-
Distance (W
orst Lane)
121.5
ft
A
ve. Queue Storage Ratio (W
orst Lane)

0.03 T
otal Ef
fective Stops
1769
veh/h
2085
pers/h
Ef
fective Stop Rate

0.76 0.76
Proportion Queued

0.76 0.76
Performance Index
134.4
134.4
Cost (T
otal)
1461.25
$/h
1461.25
$/h
Fuel Consumption (T
otal)

77.3 gal/h
Carbon Dioxide (T
otal)
617.2
kg/h
Hydrocarbons (T
otal)

0.056
kg/h
Carbon Monoxide (T
otal)

0.818
kg/h
NOx (T
otal)

0.773
kg/h
Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parame ter Settings dialog (Site
tab).

Roundabout LOS Method: Same as Signalised Intersections.

Intersection LOS value for V
ehicles is based on average delay for all vehicle movements.

Roundabout Capacity Model: US HCM 6.

Delay Model: HCM Delay Formula (Geometric Delay is not included).

Queue Model: HCM Queue Formula.

Site Model V
ariability Index (Iterations 3 to N): 0.0 %
Number of Iterations: 2 (Maximum: 10)
Largest change in Lane Degrees of Saturation for the last three Flow -
Capacity Iterations: 0.0% 0.
0% 0.0%
Intersection Performance
-
Annual V
alues
Performance Measure
V
ehicles
Persons
Demand Flows (T
otal)
1,1
13,600
veh/y
1,312,315
pers/y
Delay
4,781
veh
-
h/y
5,635
pers
-
h/y
Ef
fective Stops
849,042
veh/y
1,000,764
pers/y
T
ravel Distance
1,252,978
veh
-
mi/y
1,475,1
19 pers
-
mi/y
T
ravel
T
ime
38,688
veh
-
h/y
45,558
pers
-
h/y
July 18, 2023
Item #10 Page 290 of 356
Cost
701,400
$/y
701,400
$/y
Fuel Consumption
37,089
gal/y
Carbon Dioxide
296,257
kg/y
Hydrocarbons
27 kg/y
Carbon Monoxide
393
kg/y
NOx
371
kg/y
SIDRA
INTERSECTION 9.0
|
Copyright © 2000
-
2020
Akcelik and
Associates Pty Ltd
|
sidrasolutions.com
Organisation: WOOD RODGERS, INC.
|
Licence: PLUS / 1PC
|
Processed:

MOVEMENT SUMMAR
Y
Site: 101 [Cumulative SA
T Pk Hr
-
Signal (Site Folder: General)]
New Site
Site Category: (None)
Roundabout Metering
V
ehicle Movement Performance
INPUT

VOLUMES
DEMAND
FLOWS
95% BACK OF
QUEUE
Mov
ID
T
urn
Deg.

Satn
A
ver
.

Delay
Level of
Service
Prop.

Que
Ef
fective
Stop
Rate
A
ver
.

No.

Cycles
A
ver
.

Speed
[
T
otal
HV ]
[
T
otal
HV ]
[ V
eh.

Dist ]
veh/h
%
veh/h
%
v/c
sec
veh
ft
mph
South: Carlsbad Blvd
3 L2
43 0.0
43 0.0

0.755
1 1.8
LOS B

4.1 96.6

0.65 0.62

0.65 23.7
8 T1
767

2.0 767

2.0 0.755
1 1.8
LOS B

4.1 96.6

0.65 0.62

0.65 34.3
18 R2
162

2.0 162

2.0 0.755
1 1.8
LOS B

4.1 96.6

0.65 0.62

0.65 32.6
Approach
972

1.9 972

1.9 0.755

8.5 LOS
A

4.1 96.6

0.65 0.62

0.65 33.6
East:

T
amarack
A
ve
1 L2
188

2.0 188

2.0 0.716

22.3 LOS C

3.1 74.2

0.86 0.95

1.19 29.1
6 T1
30 0.0
30 0.0

0.716

22.3 LOS C

3.1 74.2

0.86 0.95

1.19 18.9
16 R2
135

2.0 135

2.0 0.716

22.3 LOS C

3.1 74.2

0.86 0.95

1.19 27.9
Approach
353

1.8 353

1.8 0.716

20.2 LOS C

3.1 74.2

0.86 0.95

1.19 28.2
North: Carlsbad Blvd
7 L2
126

2.0 126

2.0 0.817

16.6 LOS B

5.2 121.5

0.83 0.83

0.83 30.4
4 T1
740

2.0 740

2.0 0.817

16.6 LOS B

5.2 121.5

0.83 0.83

0.83 32.9
14 R2
41 0.0
41 0.0

0.817

16.6 LOS B

5.2 121.5

0.83 0.83

0.83 28.9
Approach
907

1.9 907

1.9 0.817

13.5 LOS B

5.2 121.5

0.83 0.83

0.83 32.5
W
est: Beach Parking
5 L2
19 0.0
19 0.0

0.422

9.7 LOS
A

1.2 28.5

0.99 1.01

1.1 1

31.0 2
T1
25 0.0
25 0.0

0.422

9.7 LOS
A

1.2 28.5

0.99 1.01

1.1 1

24.2 12
R2
44 0.0
44 0.0

0.354

23.0 LOS C

0.3 8.5

0.94 0.94

0.94 29.3
Approach
88 0.0
88 0.0

0.422

16.4 LOS B

1.2 28.5

0.97 0.98

1.03 28.9
All V
ehicles
2320

1.8 2320

1.8 0.817

15.5 LOS B

5.2 121.5

0.76 0.76

0.81 32.4
Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parame ter Settings dialog (Site
tab).

Roundabout LOS Method: Same as Signalised Intersections.

V
ehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per mov ement.

LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches an d intersection).

Intersection and
Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6).

Roundabout Capacity Model: US HCM 6.

Delay Model: HCM Delay Formula (Geometric Delay is not included).

Queue Model: HCM Queue Formula.

Gap
-
Acceptance Capacity:

T
raditional M1.

HV (%) values are calculated for
All Movement Classes of
All Heavy V
ehicle Model Designation.

LANE SUMMAR
Y
Site: 101 [Cumulative SA
T Pk Hr
-
Signal (Site Folder: General)]
New Site
Site Category: (None)
Roundabout Metering
Lane Use and Performance
DEMAND
FLOWS
95% BACK OF
QUEUE
Cap.

Deg.

Satn
Lane
Util.

A
ver
.

Delay
Level of
Service
Lane
Config
Lane
Length
Cap.

Adj.

Prob.

Block.
[
T
otal
HV ]
[ V
eh
Dist ]
veh/h
%
veh/h
v/c
%
sec
ft
ft
%
%
South: Carlsbad Blvd
Lane 1
d
972

1.9 1287

0.755
100

8.5 LOS
A

4.1 96.6
Full
3773

0.0 0.0
Approach
972

1.9 0.755

8.5 LOS
A

4.1 96.6
East:

T
amarack
A
ve
Lane 1
d
353

1.8 493

0.716
100

20.2 LOS C

3.1 74.2
Full
985

0.0 0.0
Approach
353

1.8 0.716

20.2 LOS C

3.1 74.2
North: Carlsbad Blvd
Lane 1
d
907

1.9 1
1 1
1 0.817
100

13.5 LOS B

5.2 121.5
Full
3003

0.0 0.0
Approach
907

1.9 0.817

13.5 LOS B

5.2 121.5
W
est: Beach Parking
Lane 1
d
44 0.0
104

0.422
100

9.7 LOS
A

1.2 28.5
Full
349

0.0 0.0
Lane 2
44 0.0
124

0.354
100

23.0 LOS C

0.3 8.5
Short
60 0.0
NA
Approach
88 0.0

0.422

16.4 LOS B

1.2 28.5
Intersection
2320

1.8 0.817

15.5 LOS B

5.2 121.5
Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parame ter Settings dialog (Site
tab).

Roundabout LOS Method: Same as Signalised Intersections.

Lane LOS values are based on average delay and v/c ratio (degree of saturation) per lane.

LOS F will result if v/c > 1 irrespective of lane delay value (does not apply for approaches and in tersection).

Intersection and
Approach LOS values are based on average delay for all lanes (v/c not used as spec ified in HCM 6).

Roundabout Capacity Model: US HCM 6.

Delay Model: HCM Delay Formula (Geometric Delay is not included).

Queue Model: HCM Queue Formula.

Gap
-
Acceptance Capacity:

T
raditional M1.

HV (%) values are calculated for
All Movement Classes of
All Heavy V
ehicle Model Designation.
d
Dominant lane on roundabout approach
Approach Lane Flows (veh/h)
South: Carlsbad Blvd
Mov
.

L2
T1
R2
T
otal
%HV
Cap.
veh/h
Deg.

Satn
v/c
Lane
Util.
%
Prob.

SL
Ov
.
%
Ov
.

Lane
No.

From S
T
o Exit:

W
N
E
Lane 1
43 767
162
972

1.9 1287

0.755
100
NA
NA
Approach
43 767
162
972

1.9 0.755
East:

T
amarack
A
ve
Mov
.

L2
T1
R2
T
otal
%HV
Cap.
veh/h
Deg.

Satn
v/c
Lane
Util.
%
Prob.

SL
Ov
.
%
Ov
.

Lane
No.

From E
T
o Exit:

S
W
N
Lane 1
188
30 135
353

1.8 493

0.716
100
NA
NA
July 18, 2023
Item #10 Page 293 of 356
Approach
188
30 135
353

1.8 0.716
North: Carlsbad Blvd
Mov
.

L2
T1
R2
T
otal
%HV
Cap.
veh/h
Deg.

Satn
v/c
Lane
Util.
%
Prob.

SL
Ov
.
%
Ov
.

Lane
No.

From N
T
o Exit:

E
S
W
Lane 1
126
740
41 907

1.9 1
1 1
1 0.817
100
NA
NA
Approach
126
740
41 907

1.9 0.817
W
est: Beach Parking
Mov
.

L2
T1
R2
T
otal
%HV
Cap.
veh/h
Deg.

Satn
v/c
Lane
Util.
%
Prob.

SL
Ov
.
%
Ov
.

Lane
No.

From W
T
o Exit:

N
E
S
Lane 1
19 25
-
44 0.0
104

0.422
100
NA
NA
Lane 2
-
-
44 44

0.0 124

0.354
100

0.0 1
Approach
19 25
44 88

0.0 0.422
T
otal
%HV
Deg.Satn (v/c)
Intersection
2320

1.8 0.817
Lane flow rates given in this report are based on the arrival flow rates subject to upstream capaci ty constraint where appli
cable.

Merge
Analysis
Exit
Lane
Number
Short
Lane
Length
Percent
Opng in
Lane
Opposing
Flow Rate
Critical
Gap
Follow
-
up
Headway
Lane
Flow
Rate
Capacity
Deg.

Satn
Min.

Delay
Merge
Delay
ft
%
veh/h
pcu/h
sec
sec
veh/h
veh/h
v/c
sec
sec
South Exit: Carlsbad Blvd
Merge
T
ype:

Not
Applied
Full Length Lane
1 Merge
Analysis not applied.

East Exit:

T
amarack
A
ve
Merge
T
ype:

Not
Applied
Full Length Lane
1 Merge
Analysis not applied.

North Exit: Carlsbad Blvd
Merge
T
ype:

Not
Applied
Full Length Lane
1 Merge
Analysis not applied.

W
est Exit: Beach Parking
Merge
T
ype:

Not
Applied
Full Length Lane
1 Merge
Analysis not applied.

ROUNDABOUT
ANAL
YSIS
Site: 101 [Horizon
Y
ear
AM Pk Hr
-
Signal (Site Folder: General)]
New Site
Site Category: (None)
Roundabout Metering
Roundabout Basic Parameters
Central
Island
Diam
Circ
Width
Insc
Diam
Entry
Radius
Entry
Angle
Circ
Lanes
Entry
Lanes
A
v
.Entry
Lane
Width
App.

Dist
Prop
Queued
Upstr
Signal
Extra
Bunching
Location
Name
ft
ft
ft
ft
°
ft
ft
%
South
Carlsbad Blvd

70.00 *

17.00 *
104.0
*

52.0 *

42.0 *
1 1

15.00 *
3773.0
NA
5 0.0
East
T
amarack
A
ve

70.00 *

17.00 *
104.0
*

50.0 *

12.0 *
1 1

16.00 *
985.0
NA
5 0.0
North
Carlsbad Blvd

70.00 *

17.00 *
104.0
*

40.0 *

26.0 *
1 1

14.00 *
3003.0
NA
5 0.0
W
est
Beach
Parking

70.00 *

17.00 *
104.0
*

46.0 *

39.0 *
1 2
18 18.00
*
349.0
NA
5 0.0
Roundabout Capacity Model:

Roundabout Entry and Circulating / Exiting Stream Parameters Critical Gap
T
o
Approach
T
urn
Lane
No
Lane
T
ype
Opng
Flow
Opng
Flow
In
-
Bunch
Hdwy
Prop.

0.00 0.000
No
No

0.989

1.00 4.37

93.8 2.29
North
T1
1 Dominant
60 61

0.00 0.000
No
No

0.989

1.02 4.37

93.8 2.29
East
R2
1 Dominant
60 61

0.00 0.000
No
No

0.989

1.02 4.37

93.8 2.29
East: T
amarack
A
ve
Model Calibration Factor (HCM 6): 1.00
Entry/Circ Flow
Adj (HCM 6): High
South
L2
1 Dominant
246
241

0.00 0.000
No
No

0.992

1.02 4.92
149.5

2.58 W
est
T1
1 Dominant
246
241

0.00 0.000
No
No

0.992

1.00 4.92
149.5

2.58 North
R2
1 Dominant
246
241

0.00 0.000
No
No

0.992

1.02 4.92
149.5

2.58 North: Carlsbad Blvd
Model Calibration Factor (HCM 6): 1.00
Entry/Circ Flow
Adj (HCM 6): High
East
L2
1 Dominant
263
259

0.00 0.000
No
No

0.977

1.02 4.77
103.1

2.50 South
T1
1 Dominant
263
259

0.00 0.000
No
No

0.977

1.02 4.77
103.1

2.50 W
est
R2
1 Dominant
263
259

0.00 0.000
No
No

0.977

1.00 4.77
103.1

2.50 W
est: Beach Parking
Model Calibration Factor (HCM 6): 1.00
Entry/Circ Flow
Adj (HCM 6): High
North
L2
1 Dominant
688
689

0.00 0.000
No
No

0.928

1.00 4.54
123.2

2.54 East
T1
1 Dominant
688
689

0.00 0.000
No
No

0.928

1.00 4.54
123.2

2.54 South
R2
2 Excl. Slip
641
641

0.00 0.000
No
No

0.938

1.00 4.54
125.5

2.54 Roundabout Capacity Model:

US HCM 6
Circulating Lane Flow Rates
Circulating Flow Rate
Circ.

Lane
No
July 18, 2023
Item #10 Page 295 of 356
veh/h
pcu/h
Percent
South: Carlsbad Blvd
Lane 1
60 61
100.0
Approach
60 61
East:

T
amarack
A
ve
Lane 1
246
241
100.0
Approach
246
241
North: Carlsbad Blvd
Lane 1
263
259
100.0
Approach
263
259
W
est: Beach Parking
Lane 1
688
689
100.0
Approach
688
689
Roundabout Capacity Model:

The US HCM 6 roundabout capacity model option is in use.

This model considers only the total circulating flow and not the flow rates in individual circulatin g lanes.

T
o
model
the
ef
fects
of
flow
distribution
in
circulating
lanes
on
the
entry
capacity
results,
you
sh
ould
use
the
SIDRA

Standa
rd
roundabout capacity model.

Gap
Acceptance Cycle Parameters (Lanes)
Cycle
T
ime
Blocked
T
ime
Unblocked
T
ime
Minimum
Delay
Opposed
Lane
Unblocked
T
ime Ratio
sec
sec
sec
sec
South: Carlsbad Blvd
1 10.23

0.85 9.38

0.917

0.0 East:

T
amarack
A
ve
1 10.22

2.44 7.78

0.761

0.0 North: Carlsbad Blvd
1 10.23

2.65 7.58

0.741

0.0 W
est: Beach Parking
1 5.18

2.70 2.48

0.478

0.0 2

10.43 9.12

1.31 0.125

0.0 Roundabout Capacity Model:

0.85 9.38

0.917

0.0 North
T1
1 10.23

0.85 9.38

0.917

0.0 East
R2
1 10.23

0.85 9.38

0.917

0.0 East:

T
amarack
A
ve
South
L2
1 10.22

2.44 7.78

0.761

0.0 W
est
T1
1 10.22

2.44 7.78

0.761

0.0 North
R2
1 10.22

2.44 7.78

0.761

0.0 North: Carlsbad Blvd
East
L2
1 10.23

2.65 7.58

0.741

0.0 South
T1
1 10.23

2.65 7.58

0.741

0.0 W
est
R2
1 10.23

2.65 7.58

0.741

0.0 W
est: Beach Parking
North
L2
1 5.18

2.70 2.48

0.478

0.0 July 18, 2023
Item #10 Page 296 of 356
East
T1
1 5.18

2.70 2.48

0.478

0.0 South
R2
2 10.43

9.12 1.31

0.125

0.0 Roundabout Capacity Model:

US HCM 6
SIDRA
INTERSECTION 9.0
|
Copyright © 2000
-
2020
Akcelik and
Associates Pty Ltd
|
sidrasolutions.com
Organisation: WOOD RODGERS, INC.
|
Licence: PLUS / 1PC
|
Processed: Friday
, Sep
tember 16, 2022 10:59:35
AM
Project:
\\woodrodgers.loc\productiondata\Jobs\Jobs\8863_001_Carlsbad T
amarack\400_FunctionalU
nits\480
T
raf
fic\Models\S
idra\Carlsbad
-
T
amarack Signal.sip9
July 18, 2023
Item #10 Page 297 of 356

SITE LA
YOUT
Site: 101 [Horizon
Y
ear
AM Pk Hr
-
Signal (Site Folder: General)]
New Site
Site Category: (None)
Roundabout Metering
Layout pictures are schematic functional drawings reflecting input data.

They are not design drawin
gs.

SIDRA
INTERSECTION 9.0
|
Copyright © 2000
-
2020
Akcelik and
Associates Pty Ltd
|
sidrasolutions.com
Organisation: WOOD RODGERS, INC.
|
Licence: PLUS / 1PC
|
Created: Friday
, Septe
mber 16, 2022 10:59:37
AM
Project:
\\woodrodgers.loc\productiondata\Jobs\Jobs\8863_001_Carlsbad T
amarack\400_FunctionalU
nits\480
T
raf
fic\Models\S
idra\Carlsbad
-
T
amarack Signal.sip9
July 18, 2023
Item #10 Page 298 of 356

INTERSECTION SUMMAR
Y
Site: 101 [Horizon
Y
ear
AM Pk Hr
-
Signal (Site Folder: General)]
New Site
Site Category: (None)
Roundabout Metering
Intersection Performance
-
Hourly V
alues
Performance Measure
V
ehicles
Persons
T
ravel Speed (A
verage)

36.0 mph

36.0 mph
T
ravel Distance (T
otal)
1247.3
veh
-
mi/h
1483.6
pers
-
mi/h
T
ravel
T
ime (T
otal)

34.6 veh
-
h/h

41.2 pers
-
h/h
Desired Speed (Program)

38.0 mph
Speed Ef
ficiency

0.95 T
ravel
T
ime Index

9.42 Congestion Coef
ficient

1.06 Demand Flows (T
otal)
1 140
veh/h
1355
pers/h
Percent Heavy V
ehicles (Demand)

1.8 %
Degree of Saturation

0.460
Practical Spare Capacity

84.6 %
Ef
fective Intersection Capacity
2476
veh/h
Control Delay (T
otal)

1.15 veh
-
h/h

1.37 pers
-
h/h
Control Delay (A
verage)

3.6 sec

3.6 sec
Control Delay (W
orst Lane)

8.4 sec
Control Delay (W
orst Movement)

8.4 sec

8.4 sec
Geometric Delay (A
verage)

0.0 sec
Stop
-
Line Delay (A
verage)

3.6 sec
Idling
T
ime (A
verage)

0.5 sec
Intersection Level of Service (LOS)
LOS
A
95% Back of Queue
-
V
ehicles (W
orst Lane)

1.6 veh
95% Back of Queue
-
Distance (W
orst Lane)

40.4 ft
A
ve. Queue Storage Ratio (W
orst Lane)

0.01 T
otal Ef
fective Stops
395
veh/h
470
pers/h
Ef
fective Stop Rate

0.35 0.35
Proportion Queued

0.36 0.36
Performance Index

43.9 43.9
Cost (T
otal)
669.40
$/h
669.40
$/h
Fuel Consumption (T
otal)

38.5 gal/h
Carbon Dioxide (T
otal)
327.3
kg/h
Hydrocarbons (T
otal)

0.028
kg/h
Carbon Monoxide (T
otal)

0.440
kg/h
NOx (T
otal)

0.373
kg/h
Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parame ter Settings dialog (Site
tab).

Roundabout LOS Method: Same as Signalised Intersections.

Intersection LOS value for V
ehicles is based on average delay for all vehicle movements.

Roundabout Capacity Model: US HCM 6.

Delay Model: HCM Delay Formula (Geometric Delay is not included).

Queue Model: HCM Queue Formula.

Site Model V
ariability Index (Iterations 3 to N): 0.0 %
Number of Iterations: 2 (Maximum: 10)
Largest change in Lane Degrees of Saturation for the last three Flow -
Capacity Iterations: 0.0% 0.
0% 0.0%
Intersection Performance
-
Annual V
alues
Performance Measure
V
ehicles
Persons
Demand Flows (T
otal)
547,200
veh/y
650,591
pers/y
Delay
554
veh
-
h/y
659
pers
-
h/y
Ef
fective Stops
189,366
veh/y
225,449
pers/y
T
ravel Distance
598,680
veh
-
mi/y
712,124
pers
-
mi/y
T
ravel
T
ime
16,622
veh
-
h/y
19,771
pers
-
h/y
July 18, 2023
Item #10 Page 299 of 356
Cost
321,312
$/y
321,312
$/y
Fuel Consumption
18,488
gal/y
Carbon Dioxide
157,1
10 kg/y
Hydrocarbons
14 kg/y
Carbon Monoxide
21 1
kg/y
NOx
179
kg/y
SIDRA
INTERSECTION 9.0
|
Copyright © 2000
-
2020
Akcelik and
Associates Pty Ltd
|
sidrasolutions.com
Organisation: WOOD RODGERS, INC.
|
Licence: PLUS / 1PC
|
Processed: Friday
, Sep
tember 16, 2022 10:59:35
AM
Project:
\\woodrodgers.loc\productiondata\Jobs\Jobs\8863_001_Carlsbad T
amarack\400_FunctionalU
nits\480
T
raf
fic\Models\S
idra\Carlsbad
-
T
amarack Signal.sip9
July 18, 2023
Item #10 Page 300 of 356

MOVEMENT SUMMAR
Y
Site: 101 [Horizon
Y
ear
AM Pk Hr
-
Signal (Site Folder: General)]
New Site
Site Category: (None)
Roundabout Metering
V
ehicle Movement Performance
INPUT

VOLUMES
DEMAND
FLOWS
95% BACK OF
QUEUE
Mov
ID
T
urn
Deg.

Satn
A
ver
.

Delay
Level of
Service
Prop.

Que
Ef
fective
Stop
Rate
A
ver
.

No.

Cycles
A
ver
.

Speed
[
T
otal
HV ]
[
T
otal
HV ]
[ V
eh.

Dist ]
veh/h
%
veh/h
%
v/c
sec
veh
ft
mph
South: Carlsbad Blvd
3 L2
15 0.0
15 0.0

0.217

1.8 LOS
A

0.3 6.6

0.14 0.1
1 0.14

25.5 8
T1
225

2.0 225

2.0 0.217

1.8 LOS
A

0.3 6.6

0.14 0.1
1 0.14

37.0 18
R2
72 2.0
72 2.0

0.217

1.8 LOS
A

0.3 6.6

0.14 0.1
1 0.14

35.7 Approach
312

1.9 312

1.9 0.217

0.7 LOS
A

0.3 6.6

0.14 0.1
1 0.14

36.2 East:

T
amarack
A
ve
1 L2
214

2.0 214

2.0 0.298

2.9 LOS
A

0.8 20.3

0.37 0.35

0.37 35.5
6 T1
34 0.0
34 0.0

0.298

2.9 LOS
A

0.8 20.3

0.37 0.35

0.37 28.7
16 R2
69 2.0
69 2.0

0.298

2.9 LOS
A

0.8 20.3

0.37 0.35

0.37 34.3
Approach
317

1.8 317

1.8 0.298

1.8 LOS
A

0.8 20.3

0.37 0.35

0.37 34.9
North: Carlsbad Blvd
7 L2
47 2.0
47 2.0

0.460

5.1 LOS
A

1.6 40.4

0.48 0.47

0.48 35.2
4 T1
427

2.0 427

2.0 0.460

5.1 LOS
A

1.6 40.4

0.48 0.47

0.48 36.7
14 R2
17 0.0
17 0.0

0.460

5.1 LOS
A

1.6 40.4

0.48 0.47

0.48 30.0
Approach
491

1.9 491

1.9 0.460

3.4 LOS
A

1.6 40.4

0.48 0.47

0.48 36.5
W
est: Beach Parking
5 L2
6 0.0
6 0.0

0.077

6.6 LOS
A

0.2 4.5

0.91 0.91

0.91 32.8
2 T1
7 0.0
7 0.0

0.077

6.6 LOS
A

0.2 4.5

0.91 0.91

0.91 26.3
12 R2
7 0.0
7 0.0

0.039

8.4 LOS
A

0.1 1.3

0.88 0.88

0.88 34.8
Approach
20 0.0
20 0.0

0.077

7.2 LOS
A

0.2 4.5

0.90 0.90

0.90 32.3
All V
ehicles
1 140

1.8 1
140

1.8 0.460

3.6 LOS
A

1.6 40.4

0.36 0.35

0.36 36.0
Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parame ter Settings dialog (Site
tab).

Roundabout LOS Method: Same as Signalised Intersections.

V
ehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per mov ement.

LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches an d intersection).

Intersection and
Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6).

Roundabout Capacity Model: US HCM 6.

Delay Model: HCM Delay Formula (Geometric Delay is not included).

Queue Model: HCM Queue Formula.

Gap
-
Acceptance Capacity:

T
raditional M1.

HV (%) values are calculated for
All Movement Classes of
All Heavy V
ehicle Model Designation.

SIDRA
INTERSECTION 9.0
|
Copyright © 2000
-
2020
Akcelik and
Associates Pty Ltd
|
sidrasolutions.com
Organisation: WOOD RODGERS, INC.
|
Licence: PLUS / 1PC
|
Processed: Friday
, Sep
tember 16, 2022 10:59:35
AM
Project:
\\woodrodgers.loc\productiondata\Jobs\Jobs\8863_001_Carlsbad T
amarack\400_FunctionalU
nits\480
T
raf
fic\Models\S
idra\Carlsbad
-
T
amarack Signal.sip9
July 18, 2023
Item #10 Page 301 of 356

LANE SUMMAR
Y
Site: 101 [Horizon
Y
ear
AM Pk Hr
-
Signal (Site Folder: General)]
New Site
Site Category: (None)
Roundabout Metering
Lane Use and Performance
DEMAND
FLOWS
95% BACK OF
QUEUE
Cap.

Deg.

Satn
Lane
Util.

A
ver
.

Delay
Level of
Service
Lane
Config
Lane
Length
Cap.

Adj.

Prob.

Block.
[
T
otal
HV ]
[ V
eh
Dist ]
veh/h
%
veh/h
v/c
%
sec
ft
ft
%
%
South: Carlsbad Blvd
Lane 1
d
312

1.9 1440

0.217
100

0.7 LOS
A

0.3 6.6
Full
3773

0.0 0.0
Approach
312

1.9 0.217

0.7 LOS
A

0.3 6.6
East:

T
amarack
A
ve
Lane 1
d
317

1.8 1063

0.298
100

1.8 LOS
A

0.8 20.3
Full
985

0.0 0.0
Approach
317

1.8 0.298

1.8 LOS
A

0.8 20.3
North: Carlsbad Blvd
Lane 1
d
491

1.9 1067

0.460
100

3.4 LOS
A

1.6 40.4
Full
3003

0.0 0.0
Approach
491

1.9 0.460

3.4 LOS
A

1.6 40.4
W
est: Beach Parking
Lane 1
d
13 0.0
170

0.077
100

6.6 LOS
A

0.2 4.5
Full
349

0.0 0.0
Lane 2
7 0.0
178

0.039
100

8.4 LOS
A

0.1 1.3
Short
60 0.0
NA
Approach
20 0.0

0.077

7.2 LOS
A

0.2 4.5
Intersection
1 140

1.8 0.460

3.6 LOS
A

1.6 40.4
Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parame ter Settings dialog (Site
tab).

Roundabout LOS Method: Same as Signalised Intersections.

Lane LOS values are based on average delay and v/c ratio (degree of saturation) per lane.

LOS F will result if v/c > 1 irrespective of lane delay value (does not apply for approaches and in tersection).

Intersection and
Approach LOS values are based on average delay for all lanes (v/c not used as spec ified in HCM 6).

Roundabout Capacity Model: US HCM 6.

Delay Model: HCM Delay Formula (Geometric Delay is not included).

Queue Model: HCM Queue Formula.

Gap
-
Acceptance Capacity:

T
raditional M1.

HV (%) values are calculated for
All Movement Classes of
All Heavy V
ehicle Model Designation.
d
Dominant lane on roundabout approach
Approach Lane Flows (veh/h)
South: Carlsbad Blvd
Mov
.

L2
T1
R2
T
otal
%HV
Cap.
veh/h
Deg.

Satn
v/c
Lane
Util.
%
Prob.

SL
Ov
.
%
Ov
.

Lane
No.

From S
T
o Exit:

W
N
E
Lane 1
15 225
72 312

1.9 1440

0.217
100
NA
NA
Approach
15 225
72 312

1.9 0.217
East:

T
amarack
A
ve
Mov
.

L2
T1
R2
T
otal
%HV
Cap.
veh/h
Deg.

Satn
v/c
Lane
Util.
%
Prob.

SL
Ov
.
%
Ov
.

Lane
No.

From E
T
o Exit:

S
W
N
Lane 1
214
34 69
317

1.8 1063

0.298
100
NA
NA
July 18, 2023
Item #10 Page 302 of 356
Approach
214
34 69
317

1.8 0.298
North: Carlsbad Blvd
Mov
.

L2
T1
R2
T
otal
%HV
Cap.
veh/h
Deg.

Satn
v/c
Lane
Util.
%
Prob.

SL
Ov
.
%
Ov
.

Lane
No.

From N
T
o Exit:

E
S
W
Lane 1
47 427
17 491

1.9 1067

0.460
100
NA
NA
Approach
47 427
17 491

1.9 0.460
W
est: Beach Parking
Mov
.

L2
T1
R2
T
otal
%HV
Cap.
veh/h
Deg.

Satn
v/c
Lane
Util.
%
Prob.

SL
Ov
.
%
Ov
.

Lane
No.

From W
T
o Exit:

N
E
S
Lane 1
6 7
-
13 0.0
170

0.077
100
NA
NA
Lane 2
-
-
7 7

0.0 178

0.039
100

0.0 1
Approach
6 7
7 20

0.0 0.077
T
otal
%HV
Deg.Satn (v/c)
Intersection
1 140

1.8 0.460
Lane flow rates given in this report are based on the arrival flow rates subject to upstream capaci ty constraint where appli
cable.

Merge
Analysis
Exit
Lane
Number
Short
Lane
Length
Percent
Opng in
Lane
Opposing
Flow Rate
Critical
Gap
Follow
-
up
Headway
Lane
Flow
Rate
Capacity
Deg.

Satn
Min.

Delay
Merge
Delay
ft
%
veh/h
pcu/h
sec
sec
veh/h
veh/h
v/c
sec
sec
South Exit: Carlsbad Blvd
Merge
T
ype:

Not
Applied
Full Length Lane
1 Merge
Analysis not applied.

East Exit:

T
amarack
A
ve
Merge
T
ype:

Not
Applied
Full Length Lane
1 Merge
Analysis not applied.

North Exit: Carlsbad Blvd
Merge
T
ype:

Not
Applied
Full Length Lane
1 Merge
Analysis not applied.

W
est Exit: Beach Parking
Merge
T
ype:

Not
Applied
Full Length Lane
1 Merge
Analysis not applied.

SIDRA
INTERSECTION 9.0
|
Copyright © 2000
-
2020
Akcelik and
Associates Pty Ltd
|
sidrasolutions.com
Organisation: WOOD RODGERS, INC.
|
Licence: PLUS / 1PC
|
Processed: Friday
, Sep
tember 16, 2022 10:59:35
AM
Project:
\\woodrodgers.loc\productiondata\Jobs\Jobs\8863_001_Carlsbad T
amarack\400_FunctionalU
nits\480
T
raf
fic\Models\S
idra\Carlsbad
-
T
amarack Signal.sip9
July 18, 2023
Item #10 Page 303 of 356

ROUNDABOUT
ANAL
YSIS
Site: 101 [Horizon
Y
ear PM Pk Hr
-
Signal (Site Folder: General)]
New Site
Site Category: (None)
Roundabout Metering
Roundabout Basic Parameters
Central
Island
Diam
Circ
Width
Insc
Diam
Entry
Radius
Entry
Angle
Circ
Lanes
Entry
Lanes
A
v
.Entry
Lane
Width
App.

Dist
Prop
Queued
Upstr
Signal
Extra
Bunching
Location
Name
ft
ft
ft
ft
°
ft
ft
%
South
Carlsbad Blvd

70.00 *

17.00 *
104.0
*

52.0 *

42.0 *
1 1

15.00 *
3773.0
NA
5 0.0
East
T
amarack
A
ve

70.00 *

17.00 *
104.0
*

50.0 *

12.0 *
1 1

16.00 *
985.0
NA
5 0.0
North
Carlsbad Blvd

70.00 *

17.00 *
104.0
*

40.0 *

26.0 *
1 1

14.00 *
3003.0
NA
5 0.0
W
est
Beach
Parking

70.00 *

17.00 *
104.0
*

46.0 *

39.0 *
1 2
18 18.00
*
349.0
NA
5 0.0
Roundabout Capacity Model:

Roundabout Entry and Circulating / Exiting Stream Parameters Critical Gap
T
o
Approach
T
urn
Lane
No
Lane
T
ype
Opng
Flow
Opng
Flow
In
-
Bunch
Hdwy
Prop.

0.00 0.000
No
No

0.944

1.00 4.1
1 88.3

2.15 North
T1
1 Dominant
136
138

0.00 0.000
No
No

0.944

1.02 4.1
1 88.3

2.15 East
R2
1 Dominant
136
138

0.00 0.000
No
No

0.944

1.02 4.1
1 88.3

2.15 East: T
amarack
A
ve
Model Calibration Factor (HCM 6): 1.00
Entry/Circ Flow
Adj (HCM 6): High
South
L2
1 Dominant
980
979

0.00 0.000
No
No

0.795

1.02 4.98
153.4

2.61 W
est
T1
1 Dominant
980
979

0.00 0.000
No
No

0.795

1.00 4.98
153.4

2.61 North
R2
1 Dominant
980
979

0.00 0.000
No
No

0.795

1.02 4.98
153.4

2.61 North: Carlsbad Blvd
Model Calibration Factor (HCM 6): 1.00
Entry/Circ Flow
Adj (HCM 6): High
East
L2
1 Dominant
151
152

0.00 0.000
No
No

0.972

1.02 4.48

95.0 2.35
South
T1
1 Dominant
151
152

0.00 0.000
No
No

0.972

1.02 4.48

95.0 2.35
W
est
R2
1 Dominant
151
152

0.00 0.000
No
No

0.972

1.00 4.48

95.0 2.35
W
est: Beach Parking
Model Calibration Factor (HCM 6): 1.00
Entry/Circ Flow
Adj (HCM 6): High
North
L2
1 Dominant
708
694

0.00 0.000
No
No

0.941

1.00 4.54
127.5

2.54 East
T1
1 Dominant
708
694

0.00 0.000
No
No

0.941

1.00 4.54
127.5

2.54 South
R2
2 Excl. Slip
604
588

0.00 0.000
No
No

0.956

1.00 4.54
133.6

2.54 Roundabout Capacity Model:

US HCM 6
Circulating Lane Flow Rates
Circulating Flow Rate
Circ.

Lane
No
July 18, 2023
Item #10 Page 304 of 356
veh/h
pcu/h
Percent
South: Carlsbad Blvd
Lane 1
136
138
100.0
Approach
136
138
East:

T
amarack
A
ve
Lane 1
980
979
100.0
Approach
980
979
North: Carlsbad Blvd
Lane 1
151
152
100.0
Approach
151
152
W
est: Beach Parking
Lane 1
708
694
100.0
Approach
708
694
Roundabout Capacity Model:

The US HCM 6 roundabout capacity model option is in use.

This model considers only the total circulating flow and not the flow rates in individual circulatin g lanes.

T
o
model
the
ef
fects
of
flow
distribution
in
circulating
lanes
on
the
entry
capacity
results,
you
sh
ould
use
the
SIDRA

Standa
rd
roundabout capacity model.

Gap
Acceptance Cycle Parameters (Lanes)
Cycle
T
ime
Blocked
T
ime
Unblocked
T
ime
Minimum
Delay
Opposed
Lane
Unblocked
T
ime Ratio
sec
sec
sec
sec
South: Carlsbad Blvd
1 6.15

0.89 5.27

0.856

0.0 East:

T
amarack
A
ve
1 6.1
1 4.45

1.67 0.272

1.4 North: Carlsbad Blvd
1 6.15

1.08 5.07

0.824

0.0 W
est: Beach Parking
1 1.04

0.54 0.50

0.483

0.0 2

6.31 6.03

0.28 0.044

0.0 Roundabout Capacity Model:

0.89 5.27

0.856

0.0 North
T1
1 6.15

0.89 5.27

0.856

0.0 East
R2
1 6.15

0.89 5.27

0.856

0.0 East:

T
amarack
A
ve
South
L2
1 6.1
1 4.45

1.67 0.272

1.4 W
est
T1
1 6.1
1 4.45

1.67 0.272

1.4 North
R2
1 6.1
1 4.45

1.67 0.272

1.4 North: Carlsbad Blvd
East
L2
1 6.15

1.08 5.07

0.824

0.0 South
T1
1 6.15

1.08 5.07

0.824

0.0 W
est
R2
1 6.15

1.08 5.07

0.824

0.0 W
est: Beach Parking
North
L2
1 1.04

0.54 0.50

0.483

0.0 July 18, 2023
Item #10 Page 305 of 356
East
T1
1 1.04

0.54 0.50

0.483

0.0 South
R2
2 6.31

6.03 0.28

0.044

0.0 Roundabout Capacity Model:

US HCM 6
SIDRA
INTERSECTION 9.0
|
Copyright © 2000
-
2020
Akcelik and
Associates Pty Ltd
|
sidrasolutions.com
Organisation: WOOD RODGERS, INC.
|
Licence: PLUS / 1PC
|
Processed: Friday
, Sep
tember 16, 2022 1
1:00:21
AM
Project:
\\woodrodgers.loc\productiondata\Jobs\Jobs\8863_001_Carlsbad T
amarack\400_FunctionalU
nits\480
T
raf
fic\Models\S
idra\Carlsbad
-
T
amarack Signal.sip9
July 18, 2023
Item #10 Page 306 of 356

SITE LA
YOUT
Site: 101 [Horizon
Y
ear PM Pk Hr
-
Signal (Site Folder: General)]
New Site
Site Category: (None)
Roundabout Metering
Layout pictures are schematic functional drawings reflecting input data.

They are not design drawin
gs.

SIDRA
INTERSECTION 9.0
|
Copyright © 2000
-
2020
Akcelik and
Associates Pty Ltd
|
sidrasolutions.com
Organisation: WOOD RODGERS, INC.
|
Licence: PLUS / 1PC
|
Created: Friday
, Septe
mber 16, 2022 1
1:00:27
AM
Project:
\\woodrodgers.loc\productiondata\Jobs\Jobs\8863_001_Carlsbad T
amarack\400_FunctionalU
nits\480
T
raf
fic\Models\S
idra\Carlsbad
-
T
amarack Signal.sip9
July 18, 2023
Item #10 Page 307 of 356

INTERSECTION SUMMAR
Y
Site: 101 [Horizon
Y
ear PM Pk Hr
-
Signal (Site Folder: General)]
New Site
Site Category: (None)
Roundabout Metering
Intersection Performance
-
Hourly V
alues
Performance Measure
V
ehicles
Persons
T
ravel Speed (A
verage)

33.3 mph

33.3 mph
T
ravel Distance (T
otal)
2476.4
veh
-
mi/h
2944.7
pers
-
mi/h
T
ravel
T
ime (T
otal)

74.4 veh
-
h/h

88.5 pers
-
h/h
Desired Speed (Program)

37.9 mph
Speed Ef
ficiency

0.88 T
ravel
T
ime Index

8.64 Congestion Coef
ficient

1.14 Demand Flows (T
otal)
2154
veh/h
2563
pers/h
Percent Heavy V
ehicles (Demand)

1.9 %
Degree of Saturation

0.894
Practical Spare Capacity
-

4.9 %
Ef
fective Intersection Capacity
2410
veh/h
Control Delay (T
otal)

9.39 veh
-
h/h
1 1.19
pers
-
h/h
Control Delay (A
verage)

15.7 sec

15.7 sec
Control Delay (W
orst Lane)

46.1 sec
Control Delay (W
orst Movement)

46.1 sec

46.1 sec
Geometric Delay (A
verage)

0.0 sec
Stop
-
Line Delay (A
verage)

15.7 sec
Idling
T
ime (A
verage)

9.3 sec
Intersection Level of Service (LOS)
LOS B
95% Back of Queue
-
V
ehicles (W
orst Lane)

4.0 veh
95% Back of Queue
-
Distance (W
orst Lane)

99.0 ft
A
ve. Queue Storage Ratio (W
orst Lane)

0.02 T
otal Ef
fective Stops
1300
veh/h
1548
pers/h
Ef
fective Stop Rate

0.60 0.60
Proportion Queued

0.60 0.60
Performance Index
100.3
100.3
Cost (T
otal)
1416.16
$/h
1416.16
$/h
Fuel Consumption (T
otal)

78.4 gal/h
Carbon Dioxide (T
otal)
665.8
kg/h
Hydrocarbons (T
otal)

0.058
kg/h
Carbon Monoxide (T
otal)

0.889
kg/h
NOx (T
otal)

0.749
kg/h
Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parame ter Settings dialog (Site
tab).

Roundabout LOS Method: Same as Signalised Intersections.

Intersection LOS value for V
ehicles is based on average delay for all vehicle movements.

Roundabout Capacity Model: US HCM 6.

Delay Model: HCM Delay Formula (Geometric Delay is not included).

Queue Model: HCM Queue Formula.

Site Model V
ariability Index (Iterations 3 to N): 0.0 %
Number of Iterations: 2 (Maximum: 10)
Largest change in Lane Degrees of Saturation for the last three Flow -
Capacity Iterations: 0.0% 0.
0% 0.0%
Intersection Performance
-
Annual V
alues
Performance Measure
V
ehicles
Persons
Demand Flows (T
otal)
1,033,920
veh/y
1,230,245
pers/y
Delay
4,507
veh
-
h/y
5,372
pers
-
h/y
Ef
fective Stops
623,801
veh/y
743,183
pers/y
T
ravel Distance
1,188,685
veh
-
mi/y
1,413,479
pers
-
mi/y
T
ravel
T
ime
35,700
veh
-
h/y
42,463
pers
-
h/y
July 18, 2023
Item #10 Page 308 of 356
Cost
679,755
$/y
679,755
$/y
Fuel Consumption
37,620
gal/y
Carbon Dioxide
319,603
kg/y
Hydrocarbons
28 kg/y
Carbon Monoxide
427
kg/y
NOx
359
kg/y
SIDRA
INTERSECTION 9.0
|
Copyright © 2000
-
2020
Akcelik and
Associates Pty Ltd
|
sidrasolutions.com
Organisation: WOOD RODGERS, INC.
|
Licence: PLUS / 1PC
|
Processed: Friday
, Sep
tember 16, 2022 1
1:00:21
AM
Project:
\\woodrodgers.loc\productiondata\Jobs\Jobs\8863_001_Carlsbad T
amarack\400_FunctionalU
nits\480
T
raf
fic\Models\S
idra\Carlsbad
-
T
amarack Signal.sip9
July 18, 2023
Item #10 Page 309 of 356

MOVEMENT SUMMAR
Y
Site: 101 [Horizon
Y
ear PM Pk Hr
-
Signal (Site Folder: General)]
New Site
Site Category: (None)
Roundabout Metering
V
ehicle Movement Performance
INPUT

VOLUMES
DEMAND
FLOWS
95% BACK OF
QUEUE
Mov
ID
T
urn
Deg.

Satn
A
ver
.

Delay
Level of
Service
Prop.

Que
Ef
fective
Stop
Rate
A
ver
.

No.

Cycles
A
ver
.

Speed
[
T
otal
HV ]
[
T
otal
HV ]
[ V
eh.

Dist ]
veh/h
%
veh/h
%
v/c
sec
veh
ft
mph
South: Carlsbad Blvd
3 L2
33 0.0
33 0.0

0.894

20.4 LOS C

4.0 99.0

0.68 0.68

0.68 22.7
8 T1
961

2.0 961

2.0 0.894

20.4 LOS C

4.0 99.0

0.68 0.68

0.68 33.5
18 R2
284

2.0 284

2.0 0.894

20.4 LOS C

4.0 99.0

0.68 0.68

0.68 31.1
Approach
1278

1.9 1278

1.9 0.894

16.2 LOS B

4.0 99.0

0.68 0.68

0.68 32.8
East:

T
amarack
A
ve
1 L2
105

2.0 105

2.0 0.527

14.2 LOS B

0.9 22.0

0.85 0.87

0.93 32.3
6 T1
14 0.0
14 0.0

0.527

14.2 LOS B

0.9 22.0

0.85 0.87

0.93 13.0
16 R2
79 2.0
79 2.0

0.527

14.2 LOS B

0.9 22.0

0.85 0.87

0.93 30.6
Approach
198

1.9 198

1.9 0.527

12.1 LOS B

0.9 22.0

0.85 0.87

0.93 30.6
North: Carlsbad Blvd
7 L2
104

2.0 104

2.0 0.490

5.2 LOS
A

0.9 22.3

0.31 0.31

0.31 34.8
4 T1
499

2.0 499

2.0 0.490

5.2 LOS
A

0.9 22.3

0.31 0.31

0.31 35.9
14 R2
15 0.0
15 0.0

0.490

5.2 LOS
A

0.9 22.3

0.31 0.31

0.31 29.7
Approach
618

2.0 618

2.0 0.490

2.9 LOS
A

0.9 22.3

0.31 0.31

0.31 35.7
W
est: Beach Parking
5 L2
16 0.0
16 0.0

0.560

15.4 LOS B

0.4 9.1

1.00 1.07

1.68 29.1
2 T1
16 0.0
16 0.0

0.560

15.4 LOS B

0.4 9.1

1.00 1.07

1.68 21.1
12 R2
28 0.0
28 0.0

0.444

46.1 LOS D

0.1 3.5

0.97 0.97

0.97 23.6
Approach
60 0.0
60 0.0

0.560

29.8 LOS C

0.4 9.1

0.99 1.03

1.35 24.6
All V
ehicles
2154

1.9 2154

1.9 0.894

15.7 LOS B

4.0 99.0

0.60 0.60

0.62 33.3
Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parame ter Settings dialog (Site
tab).

Roundabout LOS Method: Same as Signalised Intersections.

V
ehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per mov ement.

LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches an d intersection).

Intersection and
Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6).

Roundabout Capacity Model: US HCM 6.

Delay Model: HCM Delay Formula (Geometric Delay is not included).

Queue Model: HCM Queue Formula.

Gap
-
Acceptance Capacity:

T
raditional M1.

HV (%) values are calculated for
All Movement Classes of
All Heavy V
ehicle Model Designation.

SIDRA
INTERSECTION 9.0
|
Copyright © 2000
-
2020
Akcelik and
Associates Pty Ltd
|
sidrasolutions.com
Organisation: WOOD RODGERS, INC.
|
Licence: PLUS / 1PC
|
Processed: Friday
, Sep
tember 16, 2022 1
1:00:21
AM
Project:
\\woodrodgers.loc\productiondata\Jobs\Jobs\8863_001_Carlsbad T
amarack\400_FunctionalU
nits\480
T
raf
fic\Models\S
idra\Carlsbad
-
T
amarack Signal.sip9
July 18, 2023
Item #10 Page 310 of 356

LANE SUMMAR
Y
Site: 101 [Horizon
Y
ear PM Pk Hr
-
Signal (Site Folder: General)]
New Site
Site Category: (None)
Roundabout Metering
Lane Use and Performance
DEMAND
FLOWS
95% BACK OF
QUEUE
Cap.

Deg.

Satn
Lane
Util.

A
ver
.

Delay
Level of
Service
Lane
Config
Lane
Length
Cap.

Adj.

Prob.

Block.
[
T
otal
HV ]
[ V
eh
Dist ]
veh/h
%
veh/h
v/c
%
sec
ft
ft
%
%
South: Carlsbad Blvd
Lane 1
d
1278

1.9 1430

0.894
100

16.2 LOS B

4.0 99.0
Full
3773

0.0 0.0
Approach
1278

1.9 0.894

16.2 LOS B

4.0 99.0
East:

T
amarack
A
ve
Lane 1
d
198

1.9 376

0.527
100

12.1 LOS B

0.9 22.0
Full
985

0.0 0.0
Approach
198

1.9 0.527

12.1 LOS B

0.9 22.0
North: Carlsbad Blvd
Lane 1
d
618

2.0 1262

0.490
100

2.9 LOS
A

0.9 22.3
Full
3003

0.0 0.0
Approach
618

2.0 0.490

2.9 LOS
A

0.9 22.3
W
est: Beach Parking
Lane 1
d
32 0.0
57 0.560
100

15.4 LOS B

0.4 9.1
Full
349

0.0 0.0
Lane 2
28 0.0
63 0.444
100

46.1 LOS D

0.1 3.5
Short
60 0.0
NA
Approach
60 0.0

0.560

29.8 LOS C

0.4 9.1
Intersection
2154

1.9 0.894

15.7 LOS B

4.0 99.0
Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parame ter Settings dialog (Site
tab).

Roundabout LOS Method: Same as Signalised Intersections.

Lane LOS values are based on average delay and v/c ratio (degree of saturation) per lane.

LOS F will result if v/c > 1 irrespective of lane delay value (does not apply for approaches and in tersection).

Intersection and
Approach LOS values are based on average delay for all lanes (v/c not used as spec ified in HCM 6).

Roundabout Capacity Model: US HCM 6.

Delay Model: HCM Delay Formula (Geometric Delay is not included).

Queue Model: HCM Queue Formula.

Gap
-
Acceptance Capacity:

T
raditional M1.

HV (%) values are calculated for
All Movement Classes of
All Heavy V
ehicle Model Designation.
d
Dominant lane on roundabout approach
Approach Lane Flows (veh/h)
South: Carlsbad Blvd
Mov
.

L2
T1
R2
T
otal
%HV
Cap.
veh/h
Deg.

Satn
v/c
Lane
Util.
%
Prob.

SL
Ov
.
%
Ov
.

Lane
No.

From S
T
o Exit:

W
N
E
Lane 1
33 961
284
1278

1.9 1430

0.894
100
NA
NA
Approach
33 961
284
1278

1.9 0.894
East:

T
amarack
A
ve
Mov
.

L2
T1
R2
T
otal
%HV
Cap.
veh/h
Deg.

Satn
v/c
Lane
Util.
%
Prob.

SL
Ov
.
%
Ov
.

Lane
No.

From E
T
o Exit:

S
W
N
Lane 1
105
14 79
198

1.9 376

0.527
100
NA
NA
July 18, 2023
Item #10 Page 311 of 356
Approach
105
14 79
198

1.9 0.527
North: Carlsbad Blvd
Mov
.

L2
T1
R2
T
otal
%HV
Cap.
veh/h
Deg.

Satn
v/c
Lane
Util.
%
Prob.

SL
Ov
.
%
Ov
.

Lane
No.

From N
T
o Exit:

E
S
W
Lane 1
104
499
15 618

2.0 1262

0.490
100
NA
NA
Approach
104
499
15 618

2.0 0.490
W
est: Beach Parking
Mov
.

L2
T1
R2
T
otal
%HV
Cap.
veh/h
Deg.

Satn
v/c
Lane
Util.
%
Prob.

SL
Ov
.
%
Ov
.

Lane
No.

From W
T
o Exit:

N
E
S
Lane 1
16 16
-
32 0.0
57 0.560
100
NA
NA
Lane 2
-
-
28 28

0.0 63

0.444
100

0.0 1
Approach
16 16
28 60

0.0 0.560
T
otal
%HV
Deg.Satn (v/c)
Intersection
2154

1.9 0.894
Lane flow rates given in this report are based on the arrival flow rates subject to upstream capaci ty constraint where appli
cable.

Merge
Analysis
Exit
Lane
Number
Short
Lane
Length
Percent
Opng in
Lane
Opposing
Flow Rate
Critical
Gap
Follow
-
up
Headway
Lane
Flow
Rate
Capacity
Deg.

Satn
Min.

Delay
Merge
Delay
ft
%
veh/h
pcu/h
sec
sec
veh/h
veh/h
v/c
sec
sec
South Exit: Carlsbad Blvd
Merge
T
ype:

Not
Applied
Full Length Lane
1 Merge
Analysis not applied.

East Exit:

T
amarack
A
ve
Merge
T
ype:

Not
Applied
Full Length Lane
1 Merge
Analysis not applied.

North Exit: Carlsbad Blvd
Merge
T
ype:

Not
Applied
Full Length Lane
1 Merge
Analysis not applied.

W
est Exit: Beach Parking
Merge
T
ype:

Not
Applied
Full Length Lane
1 Merge
Analysis not applied.

SIDRA
INTERSECTION 9.0
|
Copyright © 2000
-
2020
Akcelik and
Associates Pty Ltd
|
sidrasolutions.com
Organisation: WOOD RODGERS, INC.
|
Licence: PLUS / 1PC
|
Processed: Friday
, Sep
tember 16, 2022 1
1:00:21
AM
Project:
\\woodrodgers.loc\productiondata\Jobs\Jobs\8863_001_Carlsbad T
amarack\400_FunctionalU
nits\480
T
raf
fic\Models\S
idra\Carlsbad
-
T
amarack Signal.sip9
July 18, 2023
Item #10 Page 312 of 356

ROUNDABOUT
ANAL
YSIS
Site: 101 [Horizon
Y
ear SA
T Pk Hr
-
Signal (Site Folder:

General)]
New Site
Site Category: (None)
Roundabout Metering
Roundabout Basic Parameters
Central
Island
Diam
Circ
Width
Insc
Diam
Entry
Radius
Entry
Angle
Circ
Lanes
Entry
Lanes
A
v
.Entry
Lane
Width
App.

Dist
Prop
Queued
Upstr
Signal
Extra
Bunching
Location
Name
ft
ft
ft
ft
°
ft
ft
%
South
Carlsbad Blvd

70.00 *

17.00 *
104.0
*

52.0 *

42.0 *
1 1

15.00 *
3773.0
NA
5 0.0
East
T
amarack
A
ve

70.00 *

17.00 *
104.0
*

50.0 *

12.0 *
1 1

16.00 *
985.0
NA
5 0.0
North
Carlsbad Blvd

70.00 *

17.00 *
104.0
*

40.0 *

26.0 *
1 1

14.00 *
3003.0
NA
5 0.0
W
est
Beach
Parking

70.00 *

17.00 *
104.0
*

46.0 *

39.0 *
1 2
18 18.00
*
349.0
NA
5 0.0
Roundabout Capacity Model:

Roundabout Entry and Circulating / Exiting Stream Parameters Critical Gap
T
o
Approach
T
urn
Lane
No
Lane
T
ype
Opng
Flow
Opng
Flow
In
-
Bunch
Hdwy
Prop.

0.00 0.000
No
No

0.966

1.00 4.32

94.4 2.27
North
T1
1 Dominant
167
165

0.00 0.000
No
No

0.966

1.02 4.32

94.4 2.27
East
R2
1 Dominant
167
165

0.00 0.000
No
No

0.966

1.02 4.32

94.4 2.27
East: T
amarack
A
ve
Model Calibration Factor (HCM 6): 1.00
Entry/Circ Flow
Adj (HCM 6): High
South
L2
1 Dominant
786
751

0.00 0.000
No
No

0.854

1.02 4.98
151.7

2.61 W
est
T1
1 Dominant
786
751

0.00 0.000
No
No

0.854

1.00 4.98
151.7

2.61 North
R2
1 Dominant
786
751

0.00 0.000
No
No

0.854

1.02 4.98
151.7

2.61 North: Carlsbad Blvd
Model Calibration Factor (HCM 6): 1.00
Entry/Circ Flow
Adj (HCM 6): High
East
L2
1 Dominant
244
233

0.00 0.000
No
No

0.961

1.02 4.51

96.7 2.37
South
T1
1 Dominant
244
233

0.00 0.000
No
No

0.961

1.02 4.51

96.7 2.37
W
est
R2
1 Dominant
244
233

0.00 0.000
No
No

0.961

1.00 4.51

96.7 2.37
W
est: Beach Parking
Model Calibration Factor (HCM 6): 1.00
Entry/Circ Flow
Adj (HCM 6): High
North
L2
1 Dominant
1017
975

0.00 0.000
No
No

0.771

1.00 4.54
127.7

2.54 East
T1
1 Dominant
1017
975

0.00 0.000
No
No

0.771

1.00 4.54
127.7

2.54 South
R2
2 Excl. Slip
894
853

0.00 0.000
No
No

0.815

1.00 4.54
132.6

2.54 Roundabout Capacity Model:

US HCM 6
Circulating Lane Flow Rates
Circulating Flow Rate
Circ.

Lane
July 18, 2023
Item #10 Page 313 of 356
No
veh/h
pcu/h
Percent
South: Carlsbad Blvd
Lane 1
167
165
100.0
Approach
167
165
East:

T
amarack
A
ve
Lane 1
786
751
100.0
Approach
786
751
North: Carlsbad Blvd
Lane 1
244
233
100.0
Approach
244
233
W
est: Beach Parking
Lane 1
1017
975
100.0
Approach
1017
975
Roundabout Capacity Model:

The US HCM 6 roundabout capacity model option is in use.

Carlsbad City CouncilJuly 18, 2023

Carlsbad City Council
July 18, 2023