HomeMy WebLinkAbout2019-06-03; Traffic Safety Commission; ; ROADWAY SEGMENT CAPACITY OVERVIEWItem # 2
Meeting Date: June 3, 2019
To: Traffic Safety Commission
Staff Contact: Doug Bilse, Senior Engineer
doug.bilse@carlsbadca.gov or 760-602-7504
Subject: Informational item on level of service (LOS)
Recommended Action
Information only.
Executive Summary
On May 6, 2019, the Traffic Safety Commission asked staff to make a presentation on the
methods used to evaluate automobile traffic conditions. The General Plan Mobility Element
requires all evaluations of auto traffic to be consistent with the Highway Capacity Manual
(HCM). The HCM establishes the industry standard for traffic analysis, defining reliable
procedures and performance measures. Staff has been revising the methods used to evaluate
traffic conditions to be consistent with the HCM. This report gives an introduction and general
overview of the basic methods expected to be used as part of Growth Management Program
(GMP) monitoring, design projects, and traffic impact analysis of proposed development.
Background and Discussion
The transportation industry has historically evaluated traffic conditions representing the peak
hour (or peak 15-minutes) that commonly occurs during the morning and afternoon commute
hours on weekdays. Roads are traditionally designed to meet the current peak hour traffic with
capacity remaining to serve forecasted traffic demand.
Performance Measures
The HCM uses two predominant performance measures to evaluating traffic conditions:
• Level of Service (LOS)1: a qualitative evaluation of a driver’s experience
• Capacity: a quantitative evaluation of the road’s ability to meet anticipated traffic
The LOS measurements are based on a grading system that is often associated with academic
achievement: A (free flow traffic), B, C, D, E, F (heavy congestion). The HCM identifies different
LOS methods based on the traffic data being targeted for evaluation (e.g., delay, travel time).
The threshold for each LOS grade is intended to correlate with a driver’s assessment of the
traveling conditions as it relates to the LOS method chosen. The City of Carlsbad has established
1 This is also referenced as Quality of Service
LOS D as the standard that traffic operations are expected to meet; the point at which LOS E
occurs defines deficient traffic conditions.
The capacity of a roadway segment is defined as the maximum mid-block traffic flow without
consideration of the impact of the downstream traffic signal. The capacity is used in planning
studies to quickly determine if the roadway facility has an adequate number of through lanes
without accounting for the impact of signal timing along the roadway segment. Roadway
segment analysis takes into consideration signal timing delay and is recommended when
signalized intersections are spaced less than 2 miles apart.
The point at which traffic volume reaches capacity and the threshold at which LOS F is reached
are both considered the definition of failing traffic operations. For that reason, regardless of the
calculated LOS results, a roadway facility is reported as LOS F if the volume reaches capacity.
Research has found that performance measures can accurately report results for uncongested
conditions, but the results tend to break down under extreme congestion, or “stop-and-go”
traffic flows.
Analysis Levels
Traffic operations analysis can be performed at different levels of detail, depending on the
purpose of the analysis and the amount of information available. More detailed analysis
typically improves the precision of the results, but it also requires more data and shrinks the
study area. The availability of data determines the degree to which assumed (i.e., default)
parameters are used, and therefore defines the LOS analysis level. The levels of analysis are
defined in the HCM as follows (from most to least detailed):
Level of Analysis Level of detail Typical applications
Operational
Analysis
High level of detail using costly field
data. Minimal use of default values.
Extensive cost of data collection can
limit evaluation to typical weekday
conditions.
Focused on current or near-
term conditions. Often used for
alternatives analysis.
Sometimes used for limited
operational adjustments.
Design Analysis Fairly detailed data used in analysis.
Default parameters needed for future
scenarios. Focused on identifying
improvements needed to meet a
desired LOS.
Defines basic design
parameters like number of
lanes needed for mid-term and
long-term needs.
Planning and
Preliminary
Design Analysis
Low level of detail that do not rely on
much field data. Commonly apply
default values. Focused on initial
problem identification.
Long-range needs assessment.
Monitoring to identify initial
problems.
Intersection LOS
LOS at intersections has historically been done in Carlsbad using two approaches: the HCM
method and the intersection capacity utilization (ICU) method. The HCM method is based on an
estimate of the average delay experienced by all drivers through the intersection. The ICU
method measures how close the volume of traffic is to the capacity of that intersection.
Intersection LOS methods are covered in Volume 3, Chapter 19 of the HCM and does not
discuss the ICU method. The ICU analysis conducted in Carlsbad has historically used default
parameters in place since the GMP was implemented in the 1980s. The SYNCHRO software
program is considered an industry standard and reports LOS using both the HCM and ICU
methodologies. The parameters used in the SYNCHRO software for the ICU calculations reflect
current industry standards that differ from those historically used in Carlsbad. Staff hired a
consulting firm, Fehr & Peers, to evaluate 2014 traffic data using three different methods:
Carlsbad ICU method, SYNCHRO ICU and HCM (see attachment 1). LOS results varied
significantly between the alternative methods selected. Future intersection LOS analysis is
expected to be conducted using the HCM method to comply with the Mobility Element.
Road Segment LOS
The HCM uses the term urban road segment to define the section of road restricted between
two intersections spaced no farther than 2 miles apart. El Camino Real from Palomar Airport
Road to the closest signalized intersection at Faraday Avenue defines one urban road segment.
The HCM covers the analysis of urban road segments in Volume 3, Chapter 18 and explains the
LOS approach as follows:
Two performance measures are used to characterize vehicular LOS for a given direction
of travel along an urban street segment. One measure is travel speed for through
vehicles. This speed reflects the factors that influence running time along the link and the
delay incurred by through vehicles at the boundary intersection. The second measure is
the volume-to-capacity ratio for the through movement at the downstream boundary
intersection.
The LOS reflects the speed reduction caused by congestion between intersections in addition to
the delay caused by each traffic signal. The LOS is based on travel speed which is not sensitive
to increased volume until approaching capacity in addition to typical delay occurring at the
signalized intersection that defines the downstream end of the segment. Here is a rough
approximation of how the LOS along a signalized arterial is correlated to the posted speed limit
defined as the critical (or 85th percentile) speed:
LOS Traffic Flow Characteristics Intersection Delay Speed as percent
of Speed Limit
A Free Flow Minimal 100%
B Reasonably unimpeded Not significant 67%-80%
C Stable flow Longer queues at intersections 50%-67%
D Small increases in volume
significantly reduce speed
Adverse signal progression 40%-50%
E Unstable with significant delay May take 2 cycles to serve
through traffic
30%-40%
F Severe congestion Extensive queues Under 30%
Signalized Arterial LOS
The HCM uses the term urban street facility to define a series of contiguous urban road
segments with signalized intersections spaced no farther than 2 miles apart. A long arterial like
El Camino Real is broken down for analysis purposes into several urban street facilities with
consistent characteristics (e.g., number of lanes and median type). The LOS for an urban street
facility is covered in Volume 3 Chapter 16 of the HCM. The vehicle speed of the through traffic
in a given direction of travel is used to determine LOS.
Volume-to-Capacity (v/c) Ratio
As noted above, capacity gives a qualitative assessment of traffic, and not a qualitative
assessment associated with LOS. This measurement is used in planning studies to quickly
determine if a roadway facility has an adequate number of through lanes, and it does this
evaluation without including the negative impacts of downstream traffic signal operations. The
capacity is a constant value commonly set at 1,800 vehicles per hour (vph) per lane. Volume
exceeding capacity (v/c > 1) is considered deficient traffic operations, and the road does not
have an adequate number of lanes to serve demand. Analysis of a signalized roadway segment
should reflect the fact that through traffic can only be served during the percentage of time
that movement is served by a green indication at the downstream intersection. A LOS result for
a signalized arterial based on this simple v/c ratio method is inconsistent with the HCM because
it does not include the impacts of the downstream signalized intersection. The HCM states:
…the HCM often uses a v/c (d/c) ratio of greater than 1.0 (i.e., capacity) as an additional
test for defining when LOS F occurs but does not use these ratios to define other LOS
ranges.
Service Volume Tables
Service volume is a term closely related to capacity, but it is used for LOS purposes. Service
volumes are thresholds established for each LOS grade. Unlike capacity measurements, the
service volumes reflect the negative impacts of downstream traffic signal operations. The HCM
defines the service volume LOS method as a planning level analysis that:
…provides a means of quickly assessing one or more urban street facilities to determine
which facilities need to be more carefully evaluated (with operational analysis) to
ameliorate existing or pending problems. Their application in practice is typically at the
facility level rather than the segment level.
The method used to develop the service volumes adjusts the midblock capacity value to
account for the following characteristics that impact travel speed along a signalized arterial:
- Existence of right and left turn lanes
- Median Type (raised/striped)
- Signal spacing (distance between intersections)
- Platoon arrival type (are signals effectively coordinated)
- Signal Cycle Length (seconds needed to serve all movements on cycle)
- Effective green/Cycle (percentage of time thru movement gets a green light)
- Peak hour factor (how heavy is the highest 15-minute traffic flow during the peak hour)
- Percent heavy vehicles
Staff has developed service volume tables in the attached Carlsbad Roadway Capacity Tables
Report consistent with the HCM to reflect the specific characteristics of each facility (i.e.,
signalized arterial) based on field-measured values. The difference between the mid-block
capacity and LOS F service volume threshold is illustrated in the following table:
Roadway Segment LOS F Threshold (vph)
Mid-Block
Capacity
Service Volume
(LOS F)
Service Flow/
Capacity
ECR: Marron Road to Carlsbad Village
Drive
5,400 2,520 47%
ECR: Poinsettia Ln. to Aviara Prkwy. 5,400 2,900 53%
Rancho Santa Fe: La Costa Ave to Calle
Barcelona
5,400 2,480 46%
Palomar Airport Road: Armada to Paseo
del Norte
7,200 3,680 51%
Palomar Airport Road: El Fuerte to
Melrose
5,400 2,940 54%
The new Carlsbad Roadway Capacity Tables provides LOS results cost effectively using mid-
block counts. This allows staff to monitor traffic conditions throughout the year and all times of
the day including weekends and holidays. This is opposed to intersection LOS analysis that
requires extensive turning movement counts that are collected on week each year only on
weekdays.
Staff will continue to evaluate the service volume tables against field observations and adjust
values as needed. For example, the “arrival type” is an evaluation of the percentage of vehicles
that arrive at an intersection during a green light. This value typically reflects professional
judgement and not statistical data. The new traffic signal controllers being installed as part of
the Adaptive CIP project will report the actual percentage of vehicles arriving during a green
light. Staff recommends using the new service volume tables to monitor the roadway system
for the GMP monitoring program with subsequent intersection LOS analysis as needed.
Necessary Council Action
None.
Next Steps
Staff will bring future reports explaining the methodology used to analyze other transportation
modes (pedestrian, bicycle and transit).
Exhibits
1. Memorandum from Fehr & Peers on LOS Assessment
2. Carlsbad Roadway Capacity Tables Report
401 West A Street | Suite 900 | San Diego, CA 92101 | (619) 234-3190 | Fax (619) 702-9345
www.fehrandpeers.com
MEMORANDUM
Date: September 9, 2015 Date: August 31, 2015
To: Doug Blise, City of Carlsbad To:
From: Christine Mercado & Sohrab Rashid, Fehr & Peers From: Christine Mercado & Sohrab Rashid
Subject: LOS Assessment of the City of Carlsbad’s Traffic Monitoring Program Study
Intersections
Subject:
SD14-0133
The City of Carlsbad has commissioned Fehr & Peers to conduct a traffic operations analysis of the
49 key signalized intersections annually monitored as part of the City’s Growth Management Plan
using PM peak hour intersection turning movement volumes provided in the 2014 Annual Traffic
Monitoring Program (2014 TMP), the most current signal timing plans, and analysis procedures
outlined in the Highway Capacity Manual (HCM) 2000. The results of this intersection operations
analysis are presented in this memorandum along with an intersection level of service (LOS)
comparison with the Intersection Capacity Utilization (ICU)-based LOS results reported in 2014 TMP
as well as Synchro ICU-based LOS results.
BACKGROUND
Under current guidelines and for consistency with the City of Carlsbad’s Growth Management Plan,
the City utilizes the ICU methodology for analysis of existing conditions, while the HCM
methodology is used for analysis of signalized intersections in future scenarios. However, with the
City’s upcoming General Plan Update, the Mobility Element establishes a Carlsbad-specific multi-
modal level of service (MMLOS) methodology that evaluates LOS for pedestrians, bicyclists, and
transit users and outlines that the auto LOS be determined using the HCM.
ICU METHODOLOGY VERSUS HCM METHODOLOGY
While both the ICU and HCM methodology provide information about the performance of an
intersection, the specific way in which each method grades an intersection is different. Highlighted
in this section are key differences between the two methodologies.
City of Carlsbad
September 9, 2015
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City’s ICU Methodology
The City’s ICU methodology reports LOS based on volume-to-capacity (V/C) ratios ranging from
0.0 to 1.0, which are shown in Table 1. Specifically, ICU calculates the V/C ratio and critical
movements based on per lane capacity and intersection movement volumes. For the City of
Carlsbad, ICU calculations are performed assuming 1,800 vehicles per hour (vph) for each turn lane
and 2,000 vph for each through-lane. In some cases, even higher capacities were used on some
facilities (e.g., El Camino Real) by some consultants, but a consistent policy was not followed for
adjusting lane capacities. The intersection LOS is then determined by summing the V/C ratio of
critical movements, plus a factor for yellow signal time. The City’s process for calculating ICU is
typically conducted using a spreadsheet and not through a dedicated software.
The ICU methodology is timing plan independent, and signal coordination, progression of through
traffic, and queue spillback are not accounted for or measured in the analysis. This methodology is
better suited for isolated signalized intersections that are not influenced by the traffic operations
of adjacent intersections or high levels of congestion. If the ICU methodology is used for closely
spaced and/or congested intersections, it is possible that the resulting LOS is better than what
actually occurs at these intersections during the peak hours. In addition, this method is best suited
for long-range, high-level planning efforts to help identify street cross-sections at intersections
where signal timing may change substantially in the future.
Synchro ICU Methodology
ICU is also provided as one of the outputs from Synchro 8.0, which is a software that calculates
intersection operations. The ICU analysis from Synchro assumes an ideal saturation flow rate of
1,900 vehicles per hour per lane for all lanes, but this flow rate is then adjusted based on several
factors. Because of these adjustments, the results of the Synchro ICU may or not be similar to the
results using the City’s ICU methodology. In addition, the threshold ranges for Synchro ICU are
different (and slightly more conservative) than the City’s method (see Table 1).
HCM Methodology
The HCM methodology calculates LOS based on average stopped delay experienced per vehicle.
Driver and/or passenger discomfort, frustration, and lost travel time are measures of delay. Table
1 shows the delay ranges for each LOS value. For closely-spaced intersections or congested
locations, the queue length estimates are used to better understand traffic operating conditions
and whether queuing may extend between intersections. If this occurs, traffic operations may be
worse than reported by conventional analysis techniques that do not consider queuing.
City of Carlsbad
September 9, 2015
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TABLE 1 – SIGNALIZED INTERSECTION LOS THRESHOLDS
LOS City ICU Ratio Synchro ICU Ratio Delay (sec/veh)
A 0.00 – 0.60 0.00 – 0.55 ≤ 10.0
B 0.61 – 0.70 0.55 – 0.64 > 10.0 to 20.0
C 0.71 – 0.80 0.65 – 0.73 > 20.0 to 35.0
D 0.81 – 0.90 0.74 – 0.82 > 35.0 to 55.0
E 0.91 – 1.00 0.83 – 0.91 > 55.0 to 80.0
F > 1.0 >0.91(1) > 80.0
City’s ICU Source: 2014 Traffic Monitoring Program, City of Carlsbad, 2014.
Synchro ICU Source: Intersection Capacity Utilization 2003 Edition, Trafficware, 2003.
HCM Source: Highway Capacity Manual, Transportation Research Board, 2000.
(1)Synchro ICU includes LOS G and H thresholds for ICU ranges above 1.0.
INPUT DATA AND RESULTS
Fehr & Peers conducted the intersection operations analysis of the 49 key study intersections in the
City using PM peak hour intersection count data provided in the 2014 TMP and the latest signal
timings and lane geometry, as appropriate. For the Synchro ICU and delay calculations, Synchro
8.0 analysis software was used to calculate the average control delay and Synchro ICU ratios (the
latter of which is provided for comparison purposes only).
Table 2 presents the PM peak hour intersection LOS results using all three methodologies for the
49 signalized intersections that are monitored. Based upon the City’s ICU analysis, all 49
intersections are currently operating at LOS D or better; however, using the HCM methodology, the
following intersections are operating deficiently (LOS E or LOS F):
7. El Camino Real/Faraday Avenue (HCM LOS E; City’s ICU LOS C)
8. El Camino Real/Palomar Airport Road (HCM LOS E; City’s ICU LOS C)
11. El Camino Real/Alga Road/Aviara Parkway (HCM LOS F; City’s ICU LOS B)
12. El Camino Real/La Costa Avenue (HCM LOS F; City’s ICU LOS C)
21. Palomar Airport Road/ Melrose Drive (HCM LOS E; City’s ICU LOS C)
Overall, the results demonstrate how the HCM methodology provides more conservative and
appropriate existing condition results. In general, the HCM results appear to be more realistic in
terms of driver experience at most locations. At the five locations listed above, heavy traffic volumes
City of Carlsbad
September 9, 2015
Page 4 of 8
on El Camino Real and/or Palomar Airport Road at these intersections cause substantial delays
during the PM peak period on all intersection approaches.
As noted above, the Synchro ICU method generally results in a worse LOS than the City ICU
approach. In some cases, the Synchro ICU actually shows a worse LOS than the delay method.
Overall, Synchro ICU is not used by many jurisdictions for quantifying existing or future intersection
operations and is not recommended for use by the City of Carlsbad. The delay approach provides
the most accurate representation of existing traffic operations and provides a metric that is most
easily understood by the driver: time.
TABLE 2 – INTERSECTION OPERATIONS ANALYSIS METHODOLOGY COMPARISON
# Intersection
City ICU Method(1) Synchro ICU
Method(2)
HCM Delay
Method(3)
PM PM PM
ICU Ratio LOS ICU Ratio LOS Delay
(sec/veh) LOS
1 El Camino
Real Plaza Dr 0.64 B 0.661 C 31.1 C
2 El Camino
Real Marron Rd 0.56 A 0.636 B 36.9 D
3 El Camino
Real
Carlsbad
Village Dr 0.60 A 0.714 C 38.9 D
4 El Camino
Real
Tamarack
Ave 0.61 B 0.664 C 29.6 C
5 El Camino
Real
Cannon
Rd 0.81 D 0.984 F 47.1 D
6 El Camino
Real
College
Blvd 0.67 B 0.755 D 44.6 D
7 El Camino
Real
Faraday
Ave 0.78 C 0.808 D 58.1 E
8 El Camino
Real
Palomar
Airport Rd 0.80 C 0.955 F 68.4 E
9 El Camino
Real Cassia Rd 0.70 B 0.844 E 44.1 D
City of Carlsbad
September 9, 2015
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TABLE 2 – INTERSECTION OPERATIONS ANALYSIS METHODOLOGY COMPARISON
# Intersection
City ICU Method(1) Synchro ICU
Method(2)
HCM Delay
Method(3)
PM PM PM
ICU Ratio LOS ICU Ratio LOS Delay
(sec/veh) LOS
10 El Camino
Real
Poinsettia
Ln 0.48 A 0.669 C 29.7 C
11 El Camino
Real
Alga Rd-
Aviara
Pkwy
0.70 B 0.831 E 82.2 F
12 El Camino
Real
La Costa
Ave 0.79 C 0.912 F 80.8 F
13 El Camino
Real
Calle
Barcelona 0.61 B 0.664 C 39.5 D
14 Palomar
Airport Rd
Avenida
Encinas 0.75 C 0.632 B 34.3 C
15 Palomar
Airport Rd
Paseo Del
Norte 0.72 C 0.725 C 31.8 C
16 Palomar
Airport Rd Armada Dr 0.71 C 0.849 E 38.5 D
17 Palomar
Airport Rd
College
Blvd-
Aviara
Pkwy
0.70 B 0.856 E 54.1 D
18 Palomar
Airport Rd Yarrow Dr 0.68 B 0.727 C 35.4 D
19 Palomar
Airport Rd
Loker Ave
W. 0.66 B 0.703 C 20.6 C
20 Palomar
Airport Rd
El Fuerte
St 0.82 D 0.917 F 29.2 C
21 Palomar
Airport Rd
Melrose
Dr 0.71 C 0.815 D 61.3 E
City of Carlsbad
September 9, 2015
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TABLE 2 – INTERSECTION OPERATIONS ANALYSIS METHODOLOGY COMPARISON
# Intersection
City ICU Method(1) Synchro ICU
Method(2)
HCM Delay
Method(3)
PM PM PM
ICU Ratio LOS ICU Ratio LOS Delay
(sec/veh) LOS
22 Carlsbad
Blvd
Carlsbad
Village Dr 0.46 A 0.486 A 32.9 C
23 Carlsbad
Blvd
Tamarack
Ave 0.49 A 0.613 B 24.4 C
24 Carlsbad
Blvd
Cannon
Rd 0.70 B 0.716 C 21.1 C
25 Carlsbad
Blvd
Poinsettia
Ln 0.42 A 0.498 A 20.1 C
26 Carlsbad
Blvd
Avenida
Encinas 0.38 A 0.492 A 8.3 A
27
Rancho
Sante Fe
Rd
San Elijo
Rd 0.75 C 0.868 E 38.8 D
28
Rancho
Sante Fe
Rd
La Costa
Ave 0.61 B 0.79 D 49.7 D
29 Olivenhain
Rd
Rancho
Santa Fe
Rd-
Camino
Alvaro
0.63 B 0.752 D 24 C
30 Carlsbad
Village Dr State St 0.34 A 0.434 A 17.9 B
31 Carlsbad
Village Dr Harding St 0.64 B 0.601 B 23.1 C
32 Poinsettia
Ln
Aviara
Pkwy 0.58 A 0.707 C 34 C
City of Carlsbad
September 9, 2015
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TABLE 2 – INTERSECTION OPERATIONS ANALYSIS METHODOLOGY COMPARISON
# Intersection
City ICU Method(1) Synchro ICU
Method(2)
HCM Delay
Method(3)
PM PM PM
ICU Ratio LOS ICU Ratio LOS Delay
(sec/veh) LOS
33 Poinsettia
Ln
Paseo Del
Norte 0.66 B 0.737 D 23.3 C
34 Poinsettia
Ln
Avenida
Encinas 0.69 B 0.645 C 32.4 C
35 Melrose Dr Alga Rd 0.62 B 0.66 C 30.2 C
36 Jefferson
St Marron Rd 0.62 B 0.501 A 35.6 D
37 Monroe St Marron Rd 0.34 A 0.465 A 33.8 C
38 Cannon Rd Paseo Del
Norte 0.52 A 0.583 B 14.5 B
39 Cannon Rd Faraday
Ave(1) 0.85 D 0.61 B 27.9 C
40 College
Blvd
Carlsbad
Village Dr 0.55 A 0.669 C 31.3 C
41 College
Blvd
Faraday
Ave(1) 0.63 B 0.559 B 23.6 C
42 I-5 SB
Ramps
Carlsbad
Village Dr 0.72 C 0.788 D 41.2 D
43 I-5 NB
Ramps
Carlsbad
Village Dr 0.71 C 0.788 D 29.8 C
44 I-5 SB
Ramps
Cannon
Rd 0.46 A 0.687 C 14.9 B
45 I-5 NB
Ramps
Cannon
Rd 0.63 B 0.687 C 19.8 B
46 I-5 SB
Ramps
Palomar
Airport Rd 0.47 A 0.498 A 8.5 A
City of Carlsbad
September 9, 2015
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TABLE 2 – INTERSECTION OPERATIONS ANALYSIS METHODOLOGY COMPARISON
# Intersection
City ICU Method(1) Synchro ICU
Method(2)
HCM Delay
Method(3)
PM PM PM
ICU Ratio LOS ICU Ratio LOS Delay
(sec/veh) LOS
47 I-5 NB
Ramps
Palomar
Airport Rd 0.67 B 0.644 C 23.9 C
48 I-5 SB
Ramps
La Costa
Ave 0.58 A 0.634 B 24.6 C
49 I-5 NB
Ramps
La Costa
Ave 0.66 B 0.634 B 22.6 C
(1) City ICU calculations based on an ideal saturation flow rate of 2000 vphpl for through movements and 1,800 vphpl
for turn lanes (i.e., left and right).
(2) Synchro ICU based on a default ideal saturation flow rate of 1900 vphpl, which the software then adjusts using
other factors (e.g., lane utilization, etc.).
(3) HCM delay method based on a default ideal saturation flow rate of 1900 vphpl, which the Synchro software then
adjusts using other factors (e.g., lane utilization, etc.).
CITY OF CARLSBAD
ROADWAY CAPACITY TABLES REPORT
February 2019
( City of
Carlsbad
ROADWAY CAPACITY TABLE
February 2019 i | Page
TABLE OF CONTENTS
INTRODUCTION ......................................................................................................................................... 1
WHY CHANGES WERE NEEDED ................................................................................................................... 1
PREVIOUS METHODOLOGY ........................................................................................................................ 1
ROADWAY CAPACITY TABLE DEVELOPMENT .............................................................................................. 1
APPLICATION ............................................................................................................................................. 2
HCM 2010 CONFORMITY ............................................................................................................................ 3
NEXT STEP ................................................................................................................................................. 4
REFERENCES .............................................................................................................................................. 4
LIST OF FIGURES
Figure 1: Roadway Capacity Table ‐ Specific Corridor Segment Limits ......................................................................... 5
LIST OF TABLES
Table 1: Roadway Capacity Table ‐ Specific Corridors .................................................................................................. 6
Table 2: Roadway Capacity Table ‐ Generalized Data ................................................................................................... 7
APPENDICES
Appendix A: Generalized Input Parameters
Appendix B: Roadway Capacity Tables – Specific Corridor ARTPLAN Worksheets
Appendix C: Roadway Capacity Tables – Generalized Data ARTPLAN Worksheets
Appendix D: HCM 2010 Excerpts
(city of __________________________ Carlsbad
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8.
California
ROADWAY CAPACITY TABLES
February 2019 1 | Page
INTRODUCTION
This document describes the development and application of the roadway capacity tables used to
evaluate roadway conditions in the City of Carlsbad. Roadway capacity tables will serve two primary
purposes: 1) evaluating traffic conditions in environmental documents, and 2) monitoring the
transportation facilities as required by the Growth Management Program (GMP)1, established by the City
of Carlsbad in 1986. This report documents how the new roadway capacity tables will be used to evaluate
roadway segments to prepare environmental documents and also monitor the roadway system to meet
the GMP requirements.
WHY CHANGES WERE NEEDED
The new roadway segment approach to evaluate roadway sections complies with new State laws and
changes to the California Environmental Quality Act (CEQA)2 that essentially end the use of intersection
level of service (LOS) methodologies based on auto delay to define environmental impacts. The City of
Carlsbad recently produced the Transportation Impact Analysis (TIA) Guidelines3 that governs the contents
of environmental documents reviewing the potential environmental impacts of development. TIAs in the
City will no longer be required to evaluate roadway intersections using methodologies based on auto
delay. The City of Carlsbad General Plan Update requires all analysis to be consistent with the most recent
version of the Highway Capacity Manual (HCM)4.
PREVIOUS METHODOLOGY
The City historically used the Intersection Capacity Utilization (ICU) methodology to evaluate existing
conditions for environmental reviews and GMP monitoring purposes. Carlsbad’s unique approach to
applying the ICU methodology evaluated peak hour roadway conditions using the following unadjusted
ideal roadway capacities of: a) 2,000 vehicles‐per‐hour ‐per‐lane (vphpl) for thru movements, and b) 1,800
vphpl for left turning movements. This “Carlsbad ICU Methodology” was not consistent with the HCM
because it did not adjust these capacities to account for factors that typically reduce ideal roadway
capacity (e.g., signal spacing, lost time). Results using the Carlsbad ICU Methodology did not adequately
reflect the actual conditions observed in the field.
The City historically used the HCM methodology based on auto delay to evaluate future conditions in all
environmental documents. As noted above delay‐based evaluations can no longer be considered as
environmental impacts and comply with CEQA. The previous approach to evaluating traffic using the
Carlsbad ICU methodology to evaluate existing conditions and the HCM intersection methodology to
evaluate future conditions resulted in inconsistencies.
ROADWAY CAPACITY TABLE DEVELOPMENT
The new methodology to evaluate roadway facilities using the Carlsbad Roadway Capacity Tables is
consistent with Volume 3 of the HCM 2010. The City of Carlsbad developed roadway segment capacity
thresholds using ARTPLAN5 software which is based on HCM 2010 methodology (described in Chapters 16
and 17). The ARTPLAN software is used by planners as a traffic analysis tool to predict the performance of
transportation facilities. The roadway segment capacity table considers key geometric and operational
factors including: type of facility, number of lanes, intersection cycle length, distance between
intersections, and other factors related to lane capacity and signal operations. Roadway segment capacity
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ROADWAY CAPACITY TABLES
February 2019 2 | Page
values were developed for each roadway classification based on characteristics including: the number of
lanes on the roadway segment, posted speed limit, and presence and type of roadway median. The
capacities in the table were calibrated for specific roadway segments to reflect actual field conditions. The
newly developed roadway segment capacity tables will be used for the new City of Carlsbad TIA Guidelines
and the GMP monitoring program.
Input parameters were obtained from various sources to populate the ARTPLAN software fields.
Intersection and roadway geometry data was obtained from Google Earth6 and from field investigations.
Record traffic counts were reviewed to determine parameters including: K factor, D factor, peak hour
factor (PHF), and left turn and right turn percentages. Record signal timing sheets were reviewed to
determine signal timing information including: coordinated or non‐coordinated operation, cycle lengths,
and green time per cycle length ratio (g/C). Appendix A contains a summary of the generalized input
parameters. The Roadway Capacity Tables were divided into two roadway segment categories:
1. Roadway Capacity Table ‐ Specific Corridor: This table was developed for each roadway segment
subject to Auto Multi Modal Level of Service (MMLOS) in the City of Carlsbad’s General Plan
Mobility Element7. The Roadway Capacity Table ‐ Specific Corridor provides peak hour roadway
capacities in the peak direction of travel. The Roadway Capacity Table ‐ Specific Corridor is shown
on Table 1 and the roadway segment limits for each corridor is shown in Figure 1. The ARTPLAN
worksheets are included in Appendix B.
2. Roadway Capacity Table ‐ Generalized Data: This table defines general capacities for roadway
classifications including arterial and industrial streets. The Roadway Capacity Table – Generalized
Data include the hourly volume roadway capacities in the peak direction of travel and in both
directions of travel and provides annual average daily traffic roadway capacities. The peak hour
roadway capacity in the peak direction of travel is the only capacity table that is utilized for
analysis. The hourly roadway capacities in both directions of travel and the annual average daily
traffic roadway capacities provided should be avoided if peak hour directional traffic data is
available, but can be used if this peak hour directional data is not available (e.g., proposed roads
in a new development). The Roadway Capacity Table – Generalized Data is shown on Table 2 and
the ARTPLAN worksheets are included in Appendix C.
Traffic count data collected between the year 2016 and 2018 were used to calibrate the model and
validate the results. Adjustments to model inputs were made to generate roadway capacities that more
closely reflect actual field conditions.
APPLICATION
The roadway segment capacity tables will be utilized to evaluate roadway segment conditions for the TIA
Guidelines and the GMP Annual Monitoring Program. The Roadway Capacity Table ‐ Specific Corridor is
utilized to evaluate the level of service of roadway segments subject to Auto MMLOS. The Roadway
Capacity Table – Generalized Data are used to evaluate roadway segment conditions for roadway
segments that are not subject to Auto MMLOS, or proposed roadway facilities. The Roadway Capacity
Table – Generalized Data is a high‐level analysis tool and is appropriate to use as a quick reference for
roadway capacity by classification, or for long‐range planning estimates.
(city of __________________________ Carlsbad
California
5.
ROADWAY CAPACITY TABLES
February 2019 3 | Page
Peak hour directional roadway segment volumes are compared to the corresponding peak hour
directional roadway capacities to evaluate the operating conditions along a study corridor. The
corresponding letter grade is reported. If the peak hour roadway segment volume is less than the
minimum reported operating capacity, then the roadway LOS would be the corresponding LOS of the
minimum reported operating capacity.
A double asterisk (**) symbol indicates that in the peak hour these LOS categories cannot be
achieved because traffic congestion occurs at very low volumes; for example, the traffic signal
spacing is so dense that drivers experience congestion in very light traffic.
A double hash (##) symbol indicates that the capacity jumps to LOS F from the maximum reported
operating capacity LOS; for example, once traffic exceeds the threshold of LOS D the driver
experiences extreme LOS F congestion and essentially jumps LOS E conditions.
HCM 2010 CONFORMITY
The Roadway Capacity Tables are based on the methodologies found in the HCM 2010 Chapters 16 and
17. Chapter 16, Section 3 “APPLICATIONS”, has a detailed description of the roadway service volume table.
Exhibit 16‐14 in Chapter 16 (page 16‐27), shows the Generalized Daily Service Volumes table for Urban
Street Facilities. Excerpts from HCM 2010 used to develop the roadway segment capacity thresholds are
included in Appendix D.
HCM (page 16‐27) recommends developing roadway capacity tables using local input values to better
represent capacity of a specific roadway. Effort was made to collect local data and validate the accuracy.
The data was evaluated through an iterative process to validate input parameters (i.e. Arrival Type and
g/C ratio) and generate results that reflect actual field conditions. The City is currently implementing new
state‐of‐the‐art 2070 traffic controllers that provide functionality for collecting and validating the local
input values. The data collection will be automated through the system including analysis, storage, and
reporting. The 2070 traffic controller data collection capabilities will be tested and validated as a source
for roadway capacity table input parameters.
Corridor limits are based on common characteristics that define a roadway classification type. Some
intersections within a corridor may operate worse than the overall corridor analysis results indicate. For
instance, a roadway segment that is level of service D may contain intersections with a better or worse
level of service. This reflects the planning level view of roadway segment analysis and the variations in
localized intersection operation.
The HCM (page 16‐27) states the Roadway Capacity Tables are an appropriate tool for general planning
purposes (i.e. EIR reviews and GMP monitoring). The tables should not be used for design and intersection
operations analysis to support decisions on important design features. A full operational analysis is
required for design applications. The tables are useful in evaluating the overall performance of an urban
street as a first pass to determine where problems might exist or arise, or to determine where
improvements might be needed. Any urban street identified as likely to experience problems or need
improvements, however, should then be subject to a full operational analysis to support decisions on
implementing specific improvements.
(city of __________________________ Carlsbad
California
6.
ROADWAY CAPACITY TABLES
February 2019 4 | Page
NEXT STEP
As previously mentioned, the latest version of ARTPAN used to develop the Roadway Capacity Tables is
based on the HCM 2010 methodology. ARTPLAN has not been updated to support HCM 6th Edition
methodology. Other software tools which support HCM 6th Edition methodology were unable to generate
generalized roadway capacities at the time the Roadway Capacity Tables were in development. The City
of Carlsbad will update the Roadway Capacity Tables when a software tool that generates generalized
roadway capacity in compliance with HCM 6th Edition (or a subsequent published version thereof) is
available.
New 2070 Advanced Traffic Controllers (2070 ATC) currently being deployed as part of the Citywide
Advanced Traffic Management System (ATMS) improvement project will provide automated collection of
field data. This new source of data will be used to better determine and refine input parameters such as
cycle length, g/C ratio and arrival type for future updates of the Roadway Capacity Tables.
REFERENCES
1. Growth Management Program – http://www.carlsbadca.gov/cityhall/clerk/gmp.asp
2. Transportation Impacts SB 743 – http://opr.ca.gov/ceqa/updates/sb‐743/
3. City of Carlsbad Transportation Impact Analysis Guidelines –
http://www.carlsbadca.gov/civicax/filebank/blobdload.aspx?BlobID=22758
4. Highway Capacity Manual: HCM 2010 by TRB Publications
5. ARTPLAN – http://www.fdot.gov/planning/systems/programs/sm/los/los_sw2M2.shtm
6. Google Earth – https://www.google.com/earth/
7. City of Carlsbad General Plan Mobility Element –
http://www.carlsbadca.gov/services/depts/planning/general.asp
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ROADWAY CAPACITY TABLES
February 2019 6 | Page
Table 1: Roadway Capacity Table ‐ Specific Corridors
ABCDE
City Limits to Marron Road 6/35/D ** ** ** ** 1400
Marron Road to Carlsbad Village Drive 6/35/D ** 140 2070 2520 ##
Carlsbad Village Drive to Tamarack Avenue 6/55/D 1930 2850 2900 ## ##
Tamarack Avenue to Cannon Road 6/55/D ** ** 2400 2800 ##
2/55/D ‐ NB ** 1060 1860 ## ##
3/55/D ‐ SB ** 2150 2900 ## ##
College Boulevard to Palomar Airport Road 6/55/D 270 2750 2940 ## ##
Palomar Airport Road to Camino Vida Roble 6/55/D ** ** 1330 2510 2580
2/55/D ‐ NB ** 970 2020 2100 ##
3/55/D ‐ SB ** 1470 2820 2900 ##
Poinsettia Lane to Aviara Parkway‐Alga Road 6/55/D ** ** 2100 2820 2900
3/55/D ‐ NB ** 1390 2580 ## ##
2/55/D ‐ SB ** 800 1920 ## ##
La Costa Avenue to Leucadia Boulevard 6/55/D ** ** 1880 2820 2880
City Limits to Carlsbad Village Drive 4/45/D ** ** 930 1680 1770
Carlsbad Village Drive to Cannon Road 4/45/D ** ** 1040 1760 1800
El Camino Real to Aston Avenue 4/50/D ** ** 390 1440 1810
2/50/D ‐ NB 880 1680 ## ## ##
2/50/D ‐ SB 80 970 1040 ## ##
Aviara Parkway Palomar Aiport Road to Poinsettia Lane 4/45/D ** ** ** 1130 1630
4/55/D ‐ NB ** ** 1710 2740 2830
3/55/D ‐ SB ** ** ** 930 1630
Palomar Airport Road to Poinsettia Lane 6/55/D ** 490 2720 2880 ##
Poinsettia Lane to Rancho Santa Fe Road 6/55/D ** ** 1400 2100 ##
City Limits to Camino Junipero 6/55/D ** 2520 3160 ## ##
Camino Junipero to La Costa Avenue 6/55/D ** 1400 2660 2700 ##
La Costa Avenue to Calle Barcelona 6/50/D ** 460 2410 2480 ##
Calle Barcelona to Olivenhain Road 6/50/D ** 540 2810 3040 ##
ABCDE
Avenida Encinas to Paseo del Norte 4/35/D ** ** ** 730 1320
Paseo del Norte to Car Country 4/50/D ** 390 1630 1770 1800
Car Country to Legoland Drive 4/50/D ** 1170 1660 1700 ##
Legoland Drive to Faraday Avenue 4/50/D ** 270 1280 1320 ##
Faraday Avenue to El Camino Real 4/50/D ** ** 1280 1620 ##
El Camino Real to College Boulevard 4/50/D ** ** 280 1310 1690
Van Allen Way to El Camino Real 4/40/D ** ** 220 1400 1680
El Camino Real to Melrose Drive 4/50/D ** ** 1370 1640 ##
Carlsbad Boulevard to Avenida Encinas 2/35/U ** 520 760 ## ##
3/35/D ‐ EB ** ** ** ** 250
2/35/D ‐ WB ** ** ** ** 650
3/45/D ‐ EB ** ** 1640 2660 2740
4/45/D ‐ WB ** ** 2250 3570 3680
Armada to Aviara Parkway 6/55/D ** 650 2760 2940 ##
Aviara Parkway to Camino Vida Roble 6/55/D 440 2720 2900 ## ##
Camino Vida Roble to El Camino Real 6/55/D ** 790 2140 ## ##
El Camino Real to El Fuerte 6/55/D ** 1290 2830 2900 ##
El Fuerte to Melrose Drive 6/55/D ** 1230 2860 2940 ##
Melrose Drive to City Limits 6/55/D ** 340 2590 2900 ##
Avenida Encinas to Paseo del Norte 4/35/D ** ** ** 180 1190
Paseo del Norte to Aviara Parkway 4/50/D ** ** 1330 1770 1840
La Costa Avenue Piraeus Street to El Camino Real 4/55/D ** 1450 1700 ## ##
** Indicates LOS cannot be achieved during peak hour.(e.g., signal spacing is too close to achieve smooth traffic flows even at low volumes).
## Indicates the capacity jumps to LOS F because intersection capacities have been reached. (i.e., travel speeds quickly degrade to LOS F).
Roadway
Classification
Peak Direction
Roadway
Classification
El Camino Real
Cannon Road to College Boulevard
Camino Vida Roble to Poinsettia Lane
Aviara Parkway‐Alga Road to La Costa Avenue
College Boulevard
Melrose Drive
Rancho Santa Fe Road
E/W Streets Limits
N/S Streets Limits
City Limits to Palomar Airport Road
Aston Avenue to Palomar Airport Road
Poinsettia Lane
Peak Direction
Cannon Road
Faraday Avenue
Palomar Airport Road
Avenida Encinas to Paseo del Norte
Paseo del Norte to Armada
(city of __________________________ Carlsbad
California
ROADWAY CAPACITY TABLES February 2019 7 | Page Table 2: Roadway Capacity Table ‐ Generalized Data {city of ______________________________________ Carlsbad California Segment Capacity Threshold for Arterial Streets Segment Capacity Threshold for Industrial Streets Hourly Volume in Peak Direction Hourly Volume in Peak Direction Speed Speed Lanes Limit Median B C D E Lanes Limit Median B C D E 35 Undivided ** 180 590 740 1 35 Divided ** 190 630 780 25 Undivided ** 110 450 560 25 Divided ** 140 610 720 35 Divided ** 520 1390 1540 45 Divided ** 600 1560 1760 2 so Divided ** 850 1690 1820 35 Undivided ** 180 590 740 1 35 Divided ** 190 630 780 40 Undivided ** 216 708 888 55 Divided ** 1050 1800 1890 40 Divided ** 228 756 936 35 Divided ** 680 2230 2540 45 Divided ** 2040 2660 2700 3 ** so Divided 2360 2760 2800 55 Divided 390 2600 2870 2900 4 45 Divided ** 2780 3560 3620 Hourly Volume in Both Direction Hourly Volume in Both Direction Speed Speed Lanes Limit Median B C D E Lanes Limit Median B C D E 35 Undivided ** 340 1100 1380 2 ** 35 Divided 360 1170 1450 25 Undivided ** 200 800 990 25 Divided ** 250 1080 1270 35 Divided ** 970 2580 2860 45 Divided ** 1120 2890 3260 4 ** so Divided 1580 3130 3380 35 Undivided ** 340 1100 1380 2 35 Divided ** 360 1170 1450 40 Undivided ** 408 1320 1656 55 Divided ** 1950 3340 3500 40 Divided ** 432 1404 1740 5 55 Divided ** 3395 4343 4455 35 Divided ** 1260 4130 4720 6 so Divided ** 4380 5120 5180 55 Divided 730 4820 5320 5360 7 45 Divided ** 4483 5785 5878 Annual Average Daily Traffic Annual Average Daily Traffic Speed Speed Lanes Limit Median B C D E Lanes Limit Median B C D E 35 Undivided ** 4200 13700 17200 2 35 Divided ** 4400 14600 18100 25 Undivided ** 2200 8900 11000 25 Divided ** 2800 12000 14100 35 Divided ** 12100 32200 35800 45 Divided ** 13900 36200 40800 4 so Divided ** 19700 39200 42200 35 Undivided ** 4200 13700 17200 2 ** 35 Divided 4400 14600 18100 40 Undivided ** 5040 16440 20640 55 Divided ** 24400 41700 43800 40 Divided ** 5280 17520 21720 35 Divided ** 15800 51700 59000 6 so Divided ** 54700 63900 64800 55 Divided 9100 60200 66500 67000
ROADWAY CAPACITY TABLES
APPENDIX A
GENERALIZED INPUT PARAMETERS
(city of __________________________ Carlsbad
California
ROADWAY CAPACITY TABLES RaisedStripedNoneLeftThruRight% LT% RTARTERIAL2 Urban 35X Y 1 N 0.18 C 120 0.45 3 11 15 8% 54% 0.97 2%Urban 35XY 2 N 0.20 A 120 0.42 3 11 15 8% 54% 0.97 2%Urban 45 XY 2 N 0.24 C 150 0.45 4 11 15 8% 54% 0.97 2%Urban 50 XY 2 N 0.24 C 150 0.45 4 11 15 8% 54% 0.97 2%Urban 55 XY 2 N 0.24 C 150 0.45 4 11 15 8% 54% 0.97 2%Urban 35 XY 3 N 0.22 C 150 0.45 3 11 15 8% 54% 0.97 2%Urban 50 XY 3 N 0.32 C 150 0.45 4 11 15 8% 54% 0.97 2%Urban 55 XY 3 N 0.32 C 150 0.45 4 11 15 8% 54% 0.97 2%INDUSTRIALUrban 25X N 1 NUrban 25XY 1 NUrban 35X N 1 NUrban 35XY 1 NUrban 40X N 1 NUrban 40XY 1 N1 Y ‐ YES, N ‐ NO2 A ‐ Actuated, C ‐ Coordinated46k Factor D FactorPHF% Heavy Vehicle2Signal Type 2Signal Cycle LengthEffective g/CArrival TypeTurn MovemenLanesArea TypeSpeed LimitMedian TypeLane Assumption 1Signal Spacing (miles){city of ______________________________________ Carlsbad California
ROADWAY CAPACITY TABLES
APPENDIX B
ROADWAY CAPACITY TABLES – SPECIFIC CORRIDOR
ARTPLAN WORKSHEETS
(city of __________________________ Carlsbad
California
ARTPLAN 2012 Conceptual Planning Analysis
Project Information
Analyst Arterial Name
ECR_City
Limits-
Marron
Study Period Kother
Date Prepared 6/13/2018 3:00:45 PM From Modal Analysis Auto Only
Agency Carlsbad To Marron Program ARTPLAN 2012
Area Type Large Urbanized Peak Direction Southbound Version Date 12/12/2012
Arterial Class 2
File Name T:\Projects\Carlsbad\0343_Traffic Engineering and Design Services\0343.0013_Develop LOS
Tables\Analysis\Carlsbad HCM Tables\Segment Specific Capacity Table\ARTPLAN\ECR_City Limits-Marron.xap
User Notes ECR/Plaza ECR/Marron
Arterial Data
K 0.08 PHF 0.97 Control Type CoordinatedActuated
D 0.54 % Heavy Vehicles 2 Base Sat. Flow Rate 1900
Automobile Intersection Data
Cross Street
Cycle
Length
Thru
g/C
Arr.
Type
INT# Dir.Lanes
% Left Turns
% Right Turns
Left Turn Lanes
Left Turn Phasing
# Left Turn Lanes
LT Storage Length
Left
g/C
Right Turn Lanes
Plaza 150 0.45 3 3 11 15 Yes Protected 2 235 0.15 No
Marron 150 0.45 3 3 11 15 Yes Protected 2 235 0.15 No
Automobile Segment Data
Segment #
Length AADT
HourlyVol.
SEG
#
Dir.Lanes
Posted Speed
Free
Flow
Speed
Median Type On-Street Parking Parking Activity
1 (to Plaza)600 34000 1469 3 35 40 Restrictive No N/A
2 (to Marron)620 34000 1469 3 35 40 Restrictive No N/A
Automobile LOS
Segment # Thru Mvmt Flow Rate Adj. Sat. Flow Rate v/c ControlDelay Int. Approach LOS Queue Ratio Speed(mph)SegmentLOS
1 (to Plaza)1348 4969 0.603 32.06 C 0.35 9.77 F
2 (to Marron)1348 4969 0.603 32.06 C 0.35 10.01 E
Arterial
Length 0.2538 Weighted
g/C 0.45 FFS
Delay 71.60 Threshold
Delay 22.12 Auto
Speed 9.89 Auto
LOS F
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D D D D D D
* Service Volumes for the specific facility being analyzed, based on # of lanes from the intersection and segment data
screens. ** Cannot be achieved based on input data provided.*** Not applicable for that level of service letter grade. See generalized tables notes for more details.# Under the given conditions, left turn lane storage is highly likely to overflow. The number of directional thru lanes
should be reduced accordingly.
## Facility weighted g/C exceeds normally acceptable upper range (0.5); verify that g/C inputs are correct.
### Intersection capacity (ies) are exceeded for the full hour; an operational level analysis tool is more appropriate for this situation.
Automobile Service Volumes
Note: The maximum normally acceptable directional service volume for LOS E in Florida for this facility type and area type is 1000 veh/h/ln.
A B C D E
Lanes Hourly Volume In Peak Direction
1 ********400
2 ********900
3 ********1400
4 ********1910
*********1400
Lanes Hourly Volume In Both Directions
2 ********750
4 ********1670
6 ********2600
8 ********3540
*********2600
Lanes Annual Average Daily Traffic
2 ********9300
4 ********20900
6 ********32500
8 ********44300
*********32500
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I I II I I
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I
ARTPLAN 2012 Conceptual Planning Analysis
Project Information
Analyst Arterial Name
ECR_Marron-
Carlsbad
Village
Study Period Kother
Date Prepared 6/13/2018 3:00:45 PM From Modal Analysis Auto Only
Agency Carlsbad To Carlsbad
Village Program ARTPLAN 2012
Area Type Other Urbanized Peak Direction Southbound Version Date 12/12/2012
Arterial Class 2
File Name
T:\Projects\Carlsbad\0343_Traffic Engineering and Design Services\0343.0013_Develop LOS
Tables\Analysis\Carlsbad HCM Tables\Segment Specific Capacity Table\ARTPLAN\ECR_Marron-Carlsbad
Village.xap
User Notes ECR/Hosp ECR/Carlsbad Village
Arterial Data
K 0.08 PHF 0.97 Control Type Pretimed
D 0.54 % Heavy Vehicles 2 Base Sat. Flow Rate 1900
Automobile Intersection Data
Cross Street
Cycle Length Thru g/C Arr.Type
INT
#
Dir.Lanes
%
Left
Turns
%
Right
Turns
Left
Turn
Lanes
Left
Turn
Phasing
# Left
Turn
Lanes
LT
Storage
Length
Left g/C
Right
Turn
Lanes
Hosp 150 0.45 4 3 11 15 Yes Protected 1 235 0.15 No
Carlsbad Village 150 0.45 4 3 11 15 Yes Protected 1 235 0.15 No
Automobile Segment Data
Segment #Length AADT
Hourly
Vol.
SEG# Dir.Lanes
Posted
Speed
Free Flow Speed Median Type On-Street
Parking
Parking
Activity
1 (to Hosp) 1000 20000 864 3 35 40 Restrictive No N/A
2 (to Carlsbad
Village)1500 20000 864 3 35 40 Restrictive No N/A
Automobile LOS
Segment #
Thru Mvmt
Flow Rate
Adj. Sat.
Flow Rate v/c
Control
Delay
Int. Approach
LOS Queue Ratio
Speed
(mph)
Segment
LOS
1 (to Hosp)793 4736 0.372 19.56 B 0.44 18.30 C
2 (to Carlsbad Village)793 4736 0.372 19.56 B 0.44 22.30 B
Arterial Length 0.4962 Weighted g/C 0.45 FFS Delay 44.59 Threshold Delay 0.00 Auto Speed 20.49 Auto LOS C
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D D D D D D
* Service Volumes for the specific facility being analyzed, based on # of lanes from the intersection and segment data
screens.
** Cannot be achieved based on input data provided.*** Not applicable for that level of service letter grade. See generalized tables notes for more details.# Under the given conditions, left turn lane storage is highly likely to overflow. The number of directional thru lanes should be reduced accordingly.
## Facility weighted g/C exceeds normally acceptable upper range (0.5); verify that g/C inputs are correct.
### Intersection capacity (ies) are exceeded for the full hour; an operational level analysis tool is more appropriate
for this situation.
Automobile Service Volumes
Note: The maximum normally acceptable directional service volume for LOS E in Florida for this facility type and area
type is 1000 veh/h/ln.
A B C D E
Lanes Hourly Volume In Peak Direction
1 ****580 810 840
2 **90 1320 1670 ***
3 **140 2070 2520 ***
4 **200 2830 3370 3400
***140 2070 2520 ***
Lanes Hourly Volume In Both Directions
2 ****1080 1500 1550
4 **170 2450 3100 ***
6 **260 3840 4670 ***
8 **380 5250 6250 6300
***260 3840 4670 ***
Lanes Annual Average Daily Traffic
2 ****13500 18800 19300
4 **2100 30600 38700 ***
6 **3300 48000 58400 ***
8 **4700 65600 78100 78800
***3300 48000 58400 ***
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ARTPLAN 2012 Conceptual Planning Analysis
Project Information
Analyst Arterial Name
ECR_Carlsbad
Village-
Tamarack
Study Period Kother
Date Prepared 6/13/2018 3:00:45 PM From Modal Analysis Auto Only
Agency Carlsbad To Tamarack Program ARTPLAN 2012
Area Type Other Urbanized Peak Direction Northbound Version Date 12/12/2012
Arterial Class 1
File Name
T:\Projects\Carlsbad\0343_Traffic Engineering and Design Services\0343.0013_Develop LOS
Tables\Analysis\Carlsbad HCM Tables\Segment Specific Capacity Table\ARTPLAN\ECR_Carlsbad Village-
Tamarack.xap
User Notes ECR/Chestnut ECR/Tamarack
Arterial Data
K 0.08 PHF 0.97 Control Type FullyActuated
D 0.54 % Heavy Vehicles 2 Base Sat. Flow Rate 1900
Automobile Intersection Data
Cross Street
Cycle
Length
Thru
g/C
Arr.
Type
INT#
Dir.Lanes
% Left
Turns
% Right
Turns
Left Turn
Lanes
Left Turn
Phasing
# Left Turn
Lanes
LT Storage
Length
Left
g/C
Right Turn
Lanes
Chestnut 120 0.45 4 3 11 15 Yes Protected 1 235 0.15 No
Tamarack 120 0.45 4 3 11 15 Yes Protected 1 235 0.15 No
Automobile Segment Data
Segment #Length AADT
Hourly
Vol.
SEG
# Dir.Lanes
Posted
Speed
Free
Flow Speed Median Type On-Street
Parking
Parking
Activity
1 (to Chestnut)2850 30000 1296 3 55 60 Restrictive No N/A
2 (to Tamarack) 4500 30000 1296 3 55 60 Restrictive No N/A
Automobile LOS
Segment # Thru Mvmt Flow Rate Adj. Sat. Flow Rate v/c ControlDelay Int. Approach LOS Queue Ratio Speed(mph)SegmentLOS
1 (to Chestnut)1189 5419 0.488 16.23 B 0.53 39.15 B
2 (to Tamarack)1189 5419 0.488 16.23 B 0.53 44.61 A
Arterial
Length 1.4148 Weighted
g/C 0.45 FFS
Delay 36.85 Threshold
Delay 0.00 Auto
Speed 42.31 Auto
LOS A
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DI
I
II
II
I
I
1~1==~1~1=~1~1==~1~1=~1~1===1:~1=~11
_I II II II II II I_
1:=::====:::::::11 ~□□□□□□□□□□□ i:====::::::11 11 ~CJ~I ======:II II IC 11 11 11 ll~CJ 11 ll~CII 11 11 ICII 11 11 ll~c=J
I l□□□D□□I II II I I II II II 11 II 11 11 II II I
I 11 11 11 11 11 11 11 11 11 I
I II II IDOi II IOI I
II 11 11 II 11 11 11 II I II 11 11 11 11 II 11 11 I
D D D D D D
* Service Volumes for the specific facility being analyzed, based on # of lanes from the intersection and segment data
screens. ** Cannot be achieved based on input data provided.*** Not applicable for that level of service letter grade. See generalized tables notes for more details.# Under the given conditions, left turn lane storage is highly likely to overflow. The number of directional thru lanes
should be reduced accordingly.
## Facility weighted g/C exceeds normally acceptable upper range (0.5); verify that g/C inputs are correct.
### Intersection capacity (ies) are exceeded for the full hour; an operational level analysis tool is more appropriate for this situation.
Automobile Service Volumes
Note: The maximum normally acceptable directional service volume for LOS E in Florida for this facility type and area type is 1000 veh/h/ln.
A B C D E
Lanes Hourly Volume In Peak Direction
1 580 920 *********
2 1240 1880 1920 ******
3 1930 2850 2900 ******
4 2610 3820 3860 ******
*1930 2850 2900 ******
Lanes Hourly Volume In Both Directions
2 1080 1710 *********
4 2300 3490 3550 ******
6 3580 5280 5360 ******
8 4840 7080 7160 ******
*3580 5280 5360 ******
Lanes Annual Average Daily Traffic
2 13500 21300 *********
4 28800 43600 44400 ******
6 44700 66000 66900 ******
8 60500 88500 89500 ******
*44700 66000 66900 ******
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ARTPLAN 2012 Conceptual Planning Analysis
Project Information
Analyst Arterial Name ECR_Tamarack-
Cannon Study Period Kother
Date Prepared 6/13/2018 3:00:45 PM From Modal Analysis Auto Only
Agency Carlsbad To Cannon Program ARTPLAN 2012
Area Type Other Urbanized Peak Direction Southbound Version Date 12/12/2012
Arterial Class 1
File Name
T:\Projects\Carlsbad\0343_Traffic Engineering and Design Services\0343.0013_Develop LOS Tables\Analysis\Carlsbad HCM Tables\Roadway Capacity Table-Specific Corridor\ARTPLAN\ECR_Tamarack-
Cannon.xap
User Notes ECR/Kelly Dr ECR/Lisa St-West Ranch ECR/Cannon
Arterial Data
K 0.08 PHF 0.97 Control Type CoordinatedActuated
D 0.54 % Heavy Vehicles 2 Base Sat. Flow Rate 1900
Automobile Intersection Data
Cross Street
Cycle Length Thru g/C Arr.Type
INT
#
Dir.Lanes
%
Left
Turns
%
Right
Turns
Left
Turn
Lanes
Left
Turn
Phasing
# Left
Turn
Lanes
LT
Storage
Length
Left g/C
Right
Turn
Lanes
Kelly 150 0.45 4 3 11 15 Yes Protected 1 235 0.15 Yes
Lisa-West Ranch 150 0.45 4 3 11 15 Yes Protected 1 235 0.15 No
Cannon 150 0.4 4 3 11 15 Yes Protected 1 235 0.15 Yes
Automobile Segment Data
Segment #Length AADT
Hourly
Vol.
SEG# Dir.Lanes
Posted
Speed
Free Flow Speed Median Type On-Street
Parking
Parking
Activity
1 (to Kelly)950 30000 1296 3 55 60 Restrictive No N/A
2 (to Lisa-West
Ranch)2100 30000 1296 3 55 60 Restrictive No N/A
3 (to Cannon)2000 30000 1296 3 55 60 Restrictive No N/A
Automobile LOS
Segment #
Thru Mvmt
Flow Rate
Adj. Sat.
Flow Rate v/c
Control
Delay
Int. Approach
LOS Queue Ratio
Speed
(mph)
Segment
LOS
1 (to Kelly)989 4917 0.447 20.39 C 0.67 20.41 D
2 (to Lisa-West Ranch)1189 5476 0.483 20.78 C 0.66 31.55 B
3 (to Cannon)989 4917 0.503 26.30 C 0.67 27.50 C
Arterial
Length 0.9905 Weighted
g/C 0.43 FFS
Delay 74.10 Threshold
Delay 0.00 Auto
Speed 27.12 Auto
LOS C
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I
I
1~1==~1~1=~1:1==~1~1=~1~1==~1~1==~11
_I II II II II II I_
IO□□D□□□□□□DD i:::::========:11 II ~C 11 11 11 IC 11 11 11 11=:=Jc=J
ll~D□DDDDDDDDD i:=========:11 II ~C 11 11 11 IC 11 11 11 11=:=Jc=J
11~□□□□[]1 DI
11 II II 11 II 11 11 II ll~DDDDCII II
11 II 11 11 II 11 11 II
I IDOi CII
I ICJI 11 II
I ICJI II II
I ICJI 11 II
D D D D D D
* Service Volumes for the specific facility being analyzed, based on # of lanes from the intersection and segment data
screens.
** Cannot be achieved based on input data provided.*** Not applicable for that level of service letter grade. See generalized tables notes for more details.# Under the given conditions, left turn lane storage is highly likely to overflow. The number of directional thru lanes should be reduced accordingly.
## Facility weighted g/C exceeds normally acceptable upper range (0.5); verify that g/C inputs are correct.
### Intersection capacity (ies) are exceeded for the full hour; an operational level analysis tool is more appropriate
for this situation.
Automobile Service Volumes
Note: The maximum normally acceptable directional service volume for LOS E in Florida for this facility type and area
type is 1000 veh/h/ln.
A B C D E
Lanes Hourly Volume In Peak Direction
1 ****700 920 ***
2 ****1530 1860 ***
3 ****2400 2800 ***
4 ****3280 3740 ***
*****2400 2800 ***
Lanes Hourly Volume In Both Directions
2 ****1300 1710 ***
4 ****2840 3440 ***
6 ****4450 5180 ***
8 ****6080 6930 ***
*****4450 5180 ***
Lanes Annual Average Daily Traffic
2 ****16300 21300 ***
4 ****35500 43000 ***
6 ****55600 64800 ***
8 ****76000 86600 ***
*****55600 64800 ***
Page 2 of 2
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I 11 II 11 11
II I
II II I II
II II I II
II II I II
II II I II
II II I II
II II I II
II II I II
II II I II
II I
I
II II I II
II II I II
II I
II II I II
II II I II
ARTPLAN 2012 Conceptual Planning Analysis
Project Information
Analyst Arterial Name ECR_Cannon-
College (NB)Study Period Kother
Date Prepared 6/13/2018 3:00:45 PM From Modal Analysis Auto Only
Agency Carlsbad To Cannon Program ARTPLAN 2012
Area Type Other Urbanized Peak Direction Northbound Version Date 12/12/2012
Arterial Class 1
File Name
T:\Projects\Carlsbad\0343_Traffic Engineering and Design Services\0343.0013_Develop LOS Tables\Analysis\Carlsbad HCM Tables\Roadway Capacity Table-Specific Corridor\ARTPLAN\ECR_Cannon-
College (NB).xap
User Notes ECR/Jackspar ECR/Cannon
Arterial Data
K 0.08 PHF 0.97 Control Type CoordinatedActuated
D 0.54 % Heavy Vehicles 2 Base Sat. Flow Rate 1900
Automobile Intersection Data
Cross Street
Cycle
Length
Thru
g/C
Arr.
Type
INT# Dir.Lanes
% Left Turns
% Right Turns
Left Turn Lanes
Left Turn Phasing
# Left Turn Lanes
LT Storage Length
Left
g/C
Right Turn Lanes
Jackspar 150 0.45 4 2 11 15 Yes Protected 1 235 0.15 Yes
Cannon 150 0.4 4 2 11 15 Yes Protected 1 425 0.15 Yes
Automobile Segment Data
Segment #
Length AADT
HourlyVol.
SEG
#
Dir.Lanes
Posted Speed
Free
Flow
Speed
Median Type On-Street Parking Parking Activity
1 (to Jackspar)2330 30000 1296 2 55 60 Restrictive No N/A
2 (to Cannon)2600 30000 1296 3 55 60 Restrictive No N/A
Automobile LOS
Segment # Thru Mvmt Flow Rate Adj. Sat. Flow Rate v/c ControlDelay Int. Approach LOS Queue Ratio Speed(mph)SegmentLOS
1 (to Jackspar)989 3334 0.659 24.01 C 0.66 30.75 C
2 (to Cannon)989 3334 0.741 31.68 C 0.36 28.67 C
Arterial
Length 0.9564 Weighted
g/C 0.43 FFS
Delay 60.23 Threshold
Delay 0.00 Auto
Speed 29.62 Auto
LOS C
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I
I
1~1==~1~1=~1:1==~1~1=~1~1==~1~1==~11
_I II II II II II I_
l~IO□□D□□□□□□DD i:====::::::::11 11 ~CJ:==1 ======:11 11 IC 11 11 11 ll~c=J 11 ll~CII 11 11 ICII 11 11 ll~CJ
I l□□□D□□I II II I I 11 II II 11 II 11 11 11 II I
I 11 II 11 11 II 11 11 11 II I
I II II IDOi II IOI I
I 11 11 11 11 11 11 11 11 I
I II II 11 11 II 11 II 11 I
D D D D D D
* Service Volumes for the specific facility being analyzed, based on # of lanes from the intersection and segment data
screens. ** Cannot be achieved based on input data provided.*** Not applicable for that level of service letter grade. See generalized tables notes for more details.# Under the given conditions, left turn lane storage is highly likely to overflow. The number of directional thru lanes
should be reduced accordingly.
## Facility weighted g/C exceeds normally acceptable upper range (0.5); verify that g/C inputs are correct.
### Intersection capacity (ies) are exceeded for the full hour; an operational level analysis tool is more appropriate for this situation.
Automobile Service Volumes
Note: The maximum normally acceptable directional service volume for LOS E in Florida for this facility type and area type is 1000 veh/h/ln.
A B C D E
Lanes Hourly Volume In Peak Direction
1 **470 920 960 ***
2 **1040 1840 ******
3 **1660 2800 ******
4 **2270 3740 ******
***1060 1860 ******
Lanes Hourly Volume In Both Directions
2 **880 1710 1770 ***
4 **1930 3410 ******
6 **3080 5180 ******
8 **4210 6930 ******
***1970 3440 ******
Lanes Annual Average Daily Traffic
2 **10900 21300 22100 ***
4 **24100 42600 ******
6 **38500 64800 ******
8 **52600 86600 ******
***24600 43000 ******
Page 2 of 2
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I I II I I
I
II I
I
I
ARTPLAN 2012 Conceptual Planning Analysis
Project Information
Analyst Arterial Name ECR_Cannon-
College (SB)Study Period Kother
Date Prepared 6/13/2018 3:00:45 PM From Modal Analysis Auto Only
Agency Carlsbad To College Program ARTPLAN 2012
Area Type Other Urbanized Peak Direction Northbound Version Date 12/12/2012
Arterial Class 1
File Name
T:\Projects\Carlsbad\0343_Traffic Engineering and Design Services\0343.0013_Develop LOS Tables\Analysis\Carlsbad HCM Tables\Roadway Capacity Table-Specific Corridor\ARTPLAN\ECR_Cannon-
College (SB).xap
User Notes ECR/Jackspar ECR/College
Arterial Data
K 0.08 PHF 0.97 Control Type CoordinatedActuated
D 0.54 % Heavy Vehicles 2 Base Sat. Flow Rate 1900
Automobile Intersection Data
Cross Street
Cycle
Length
Thru
g/C
Arr.
Type
INT# Dir.Lanes
% Left Turns
% Right Turns
Left Turn Lanes
Left Turn Phasing
# Left Turn Lanes
LT Storage Length
Left
g/C
Right Turn Lanes
Jackspar 150 0.45 4 3 11 15 Yes Protected 1 235 0.15 No
College 150 0.45 4 3 11 15 Yes Protected 1 235 0.15 Yes
Automobile Segment Data
Segment #
Length AADT
HourlyVol.
SEG
#
Dir.Lanes
Posted Speed
Free
Flow
Speed
Median Type On-Street Parking Parking Activity
1 (to Jackspar)2600 30000 1296 3 55 60 Restrictive No N/A
2 (to College)2350 30000 1296 3 55 60 Restrictive No N/A
Automobile LOS
Segment # Thru Mvmt Flow Rate Adj. Sat. Flow Rate v/c ControlDelay Int. Approach LOS Queue Ratio Speed(mph)SegmentLOS
1 (to Jackspar)1189 5476 0.483 20.77 C 0.65 34.64 B
2 (to College)989 4917 0.447 20.38 C 0.67 33.46 B
Arterial
Length 0.9602 Weighted
g/C 0.45 FFS
Delay 45.21 Threshold
Delay 0.00 Auto
Speed 34.07 Auto
LOS B
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I
I
1~1==~1~1=~1:1==~1~1=~1~1==~1~1==~11
_I II II II II II I_
l~IO□□D□□□□□□DD i:====::::::::11 11 ~CJ:==1 ======:11 11 IC 11 11 11 ll~c=J 11 ll~CII 11 11 ICII 11 11 ll~CJ
I l□□□D□□I II II I I 11 II II 11 II 11 11 11 II I
I 11 II 11 11 II 11 11 11 II I
I II II IDOi II IOI I
I 11 11 11 11 11 11 11 11 I
I II II 11 11 II 11 II 11 I
D D D D D D
* Service Volumes for the specific facility being analyzed, based on # of lanes from the intersection and segment data
screens. ** Cannot be achieved based on input data provided.*** Not applicable for that level of service letter grade. See generalized tables notes for more details.# Under the given conditions, left turn lane storage is highly likely to overflow. The number of directional thru lanes
should be reduced accordingly.
## Facility weighted g/C exceeds normally acceptable upper range (0.5); verify that g/C inputs are correct.
### Intersection capacity (ies) are exceeded for the full hour; an operational level analysis tool is more appropriate for this situation.
Automobile Service Volumes
Note: The maximum normally acceptable directional service volume for LOS E in Florida for this facility type and area type is 1000 veh/h/ln.
A B C D E
Lanes Hourly Volume In Peak Direction
1 **620 940 ******
2 **1360 1920 ******
3 **2150 2900 ******
4 **2940 3860 ******
***2150 2900 ******
Lanes Hourly Volume In Both Directions
2 **1150 1750 ******
4 **2520 3560 ******
6 **3990 5360 ******
8 **5450 7160 ******
***3990 5360 ******
Lanes Annual Average Daily Traffic
2 **14400 21900 ******
4 **31500 44400 ******
6 **49800 67000 ******
8 **68100 89500 ******
***49800 67000 ******
Page 2 of 2
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I I II I I
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ARTPLAN 2012 Conceptual Planning Analysis
Project Information
Analyst Arterial Name ECR_College-
PAR Study Period Kother
Date Prepared 6/13/2018 3:00:45 PM From Modal Analysis Auto Only
Agency Carlsbad To Palomar
Airport Program ARTPLAN 2012
Area Type Other Urbanized Peak Direction Southbound Version Date 12/12/2012
Arterial Class 1
File Name T:\Projects\Carlsbad\0343_Traffic Engineering and Design Services\0343.0013_Develop LOS
Tables\Analysis\Carlsbad HCM Tables\Segment Specific Capacity Table\ARTPLAN\ECR_College-Palomar.xap
User Notes ECR/Faraday ECR/Palomar Airport
Arterial Data
K 0.08 PHF 0.97 Control Type CoordinatedActuated
D 0.54 % Heavy Vehicles 2 Base Sat. Flow Rate 1900
Automobile Intersection Data
Cross Street
Cycle Length Thru g/C Arr.Type
INT
#
Dir.Lanes
%
Left
Turns
%
Right
Turns
Left
Turn
Lanes
Left
Turn
Phasing
# Left
Turn
Lanes
LT
Storage
Length
Left g/C
Right
Turn
Lanes
Faraday 120 0.45 4 3 11 15 Yes Protected 2 470 0.15 Yes
Palomar Airport 150 0.42 3 3 11 15 Yes Protected 2 470 0.15 Yes
Automobile Segment Data
Segment #
Length AADT
HourlyVol.
SEG
#
Dir.Lanes
Posted Speed
Free
Flow
Speed
Median Type On-Street Parking Parking Activity
1 (to Faraday)4000 30000 1296 3 55 60 Restrictive No N/A
2 (to Palomar Airport)3200 30000 1296 3 55 60 Restrictive No N/A
Automobile LOS
Segment # Thru Mvmt Flow Rate Adj. Sat. Flow Rate v/c ControlDelay Int. Approach LOS Queue Ratio Speed(mph)SegmentLOS
1 (to Faraday)989 4875 0.451 16.47 B 0.12 43.15 A
2 (to Palomar Airport)989 4917 0.479 32.29 C 0.15 31.41 B
Arterial
Length 1.3864 Weighted
g/C 0.44 FFS
Delay 53.10 Threshold
Delay 0.00 Auto
Speed 36.99 Auto
LOS B
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ICJI I
CJI II
II
11
l~I =~l~I =~l~l==~l~I ~l~I ==~1~1=~11
_I II II II II II I_
IO□□D□□□□□□DD i:::::========:11 II ~C II II II IC II II II 11=:=Jc=J
ll~D□DDDDDDDDD
I 11~□□□□[]1 DI I I II II II II II II II II I
I IDDDDDDI II I
I II II ll~DI II IOI I
II II 11=11 II II II II I
ii II ICJI II II II II I
D D D D D D
* Service Volumes for the specific facility being analyzed, based on # of lanes from the intersection and segment data
screens. ** Cannot be achieved based on input data provided.*** Not applicable for that level of service letter grade. See generalized tables notes for more details.# Under the given conditions, left turn lane storage is highly likely to overflow. The number of directional thru lanes
should be reduced accordingly.
## Facility weighted g/C exceeds normally acceptable upper range (0.5); verify that g/C inputs are correct.
### Intersection capacity (ies) are exceeded for the full hour; an operational level analysis tool is more appropriate for this situation.
Automobile Service Volumes
Note: The maximum normally acceptable directional service volume for LOS E in Florida for this facility type and area type is 1000 veh/h/ln.
A B C D E
Lanes Hourly Volume In Peak Direction
1 70 840 1000 ******
2 170 1770 1960 ******
3 270 2750 2940 ******
4 380 3730 3940 ******
*270 2750 2940 ******
Lanes Hourly Volume In Both Directions
2 130 1560 1860 ******
4 320 3280 3620 ******
6 500 5100 5450 ******
8 710 6910 7280 ******
*500 5100 5450 ******
Lanes Annual Average Daily Traffic
2 1700 19500 23200 ******
4 4000 41000 45200 ******
6 6300 63700 68100 ******
8 8800 86400 91000 ******
*6300 63700 68100 ******
Page 2 of 2
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I I II I I
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ARTPLAN 2012 Conceptual Planning Analysis
Project Information
Analyst Arterial Name
ECR_PAR-
Camino Vida
Roble
Study Period Kother
Date Prepared 6/13/2018 3:00:45 PM From Modal Analysis Auto Only
Agency Carlsbad To Camino Vida
Roble Program ARTPLAN 2012
Area Type Other Urbanized Peak Direction Southbound Version Date 12/12/2012
Arterial Class 1
File Name
T:\Projects\Carlsbad\0343_Traffic Engineering and Design Services\0343.0013_Develop LOS
Tables\Analysis\Carlsbad HCM Tables\Segment Specific Capacity Table\ARTPLAN\ECR_Palomar-Camino Vida
Roble.xap
User Notes ECR/Gateway ECR/Town Garden ECR/Camino Vida Roble
Arterial Data
K 0.08 PHF 0.97 Control Type CoordinatedActuated
D 0.54 % Heavy Vehicles 2 Base Sat. Flow Rate 1900
Automobile Intersection Data
Cross Street
Cycle Length Thru g/C Arr.Type
INT
#
Dir.Lanes
%
Left
Turns
%
Right
Turns
Left
Turn
Lanes
Left
Turn
Phasing
# Left
Turn
Lanes
LT
Storage
Length
Left g/C
Right
Turn
Lanes
Gateway 150 0.45 4 3 0 15 No None N/A N/A N/A No
Town Garden 150 0.45 4 3 11 15 Yes Protected 1 235 0.15 Yes
Camino Vida
Roble 150 0.45 4 3 11 15 Yes Protected 1 235 0.15 No
Automobile Segment Data
Segment #Length AADT
Hourly
Vol.
SEG
# Dir.Lanes
Posted
Speed
Free
Flow Speed Median Type On-Street
Parking
Parking
Activity
1 (to Gateway)1000 30000 1296 3 55 60 Restrictive No N/A
2 (to Town
Garden)1150 30000 1296 3 55 60 Restrictive No N/A
3 (to Camino Vida
Roble)1400 30000 1296 3 55 60 Restrictive No N/A
Automobile LOS
Segment #
Thru Mvmt
Flow Rate
Adj. Sat.
Flow Rate v/c
Control
Delay
Int. Approach
LOS Queue Ratio
Speed
(mph)
Segment
LOS
1 (to Gateway)1336 5512 0.539 21.51 C 0.00 20.44 D
2 (to Town Garden)989 4917 0.447 20.35 C 0.67 23.07 C
3 (to Camino Vida Roble)1189 5476 0.483 20.78 C 0.66 25.60 C
Arterial 0.7064 Weighted 0.45 FFS 69.66 Threshold 0.00 Auto 23.12 Auto C
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DI
I
I
l~I =~l~I =~1~1==~1~1 ~l~I ==~1~1=~11
_I II II II II II I_
IO□□D□□□□□□DD i:::::========:11 11 ~C 11 11 11 IC 11 11 11 11=:=Jc=J
i:::::========:11 11 ~C 11 11 11 IC 11 11 11 11=:=Jc=J 11~□c11 ll~DDDDDDD
11~□□□□[]1 DI
11 II II 11 II 11 11 II 11 ll~CII ll~CII 11
IDDDDDDI II
I IDOi ID
11=11 11
11=11 11
1CJ1 II n I I I I I I I
Length g/C Delay Delay Speed LOS
Page 2 of 3
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11
* Service Volumes for the specific facility being analyzed, based on # of lanes from the intersection and segment data
screens. ** Cannot be achieved based on input data provided.*** Not applicable for that level of service letter grade. See generalized tables notes for more details.# Under the given conditions, left turn lane storage is highly likely to overflow. The number of directional thru lanes
should be reduced accordingly.
## Facility weighted g/C exceeds normally acceptable upper range (0.5); verify that g/C inputs are correct.
### Intersection capacity (ies) are exceeded for the full hour; an operational level analysis tool is more appropriate for this situation.
Automobile Service Volumes
Note: The maximum normally acceptable directional service volume for LOS E in Florida for this facility type and area type is 1000 veh/h/ln.
A B C D E
Lanes Hourly Volume In Peak Direction
1 ****360 770 840
2 ****830 1650 1700
3 ****1330 2510 2580
4 ****1820 3370 3440
*****1330 2510 2580
Lanes Hourly Volume In Both Directions
2 ****670 1430 1560
4 ****1540 3060 3170
6 ****2470 4650 4770
8 ****3380 6250 6380
*****2470 4650 4770
Lanes Annual Average Daily Traffic
2 ****8400 17900 19500
4 ****19300 38200 39600
6 ****30800 58200 59600
8 ****42200 78100 79700
*****30800 58200 59600
Page 3 of 3
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I I II I I
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I
ARTPLAN 2012 Conceptual Planning Analysis
Project Information
Analyst Arterial Name
ECR_Camino
Vida Roble-
Poinsettia
(NB)
Study Period Kother
Date Prepared 6/13/2018 3:00:45 PM From Modal Analysis Auto Only
Agency Carlsbad To Camino Vida
Roble Program ARTPLAN 2012
Area Type Other Urbanized Peak Direction Northbound Version Date 12/12/2012
Arterial Class 1
File Name
T:\Projects\Carlsbad\0343_Traffic Engineering and Design Services\0343.0013_Develop LOS
Tables\Analysis\Carlsbad HCM Tables\Roadway Capacity Table-Specific Corridor\ARTPLAN\ECR_Camino Vida
Roble-Poinsettia (NB).xap
User Notes ECR/Cassia ECR/Camino Vida Roble
Arterial Data
K 0.08 PHF 0.97 Control Type CoordinatedActuated
D 0.54 % Heavy Vehicles 2 Base Sat. Flow Rate 1900
Automobile Intersection Data
Cross Street
Cycle Length Thru g/C Arr.Type
INT
#
Dir.Lanes
%
Left
Turns
%
Right
Turns
Left
Turn
Lanes
Left
Turn
Phasing
# Left
Turn
Lanes
LT
Storage
Length
Left g/C
Right
Turn
Lanes
Cassia 150 0.45 4 2 11 15 Yes Protected 1 270 0.15 Yes
Camino Vida Roble 150 0.45 4 2 11 15 Yes Protected 2 470 0.15 Yes
Automobile Segment Data
Segment #
Length AADT
Hourly
Vol.
SEG#
Dir.Lanes
Posted
Speed
Free Flow
Speed
Median Type On-Street
Parking
Parking
Activity
1 (to Cassia)1750 30000 1296 2 55 60 Restrictive No N/A
2 (to Camino Vida Roble)2450 30000 1296 2 55 60 Restrictive No N/A
Automobile LOS
Segment # Thru Mvmt Flow Rate Adj. Sat. Flow Rate v/c ControlDelay Int. Approach LOS Queue Ratio Speed(mph)SegmentLOS
1 (to Cassia)989 3334 0.659 24.01 C 0.57 26.63 C
2 (to Camino Vida Roble)989 3334 0.659 24.01 C 0.15 31.47 B
Arterial
Length 0.8182 Weighted
g/C 0.45 FFS
Delay 52.99 Threshold
Delay 0.00 Auto
Speed 29.24 Auto
LOS C
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CJ CJ□CII
I
I
l~I =~1~1 =~1~1==~1~1 ~1~1 ==~1~1=~11
_I II II II II II I_
IO□□D□□□□□□DD i:=========:11 11 ~C 11 11 11 IC 11 11 11 ll~c=J
ll~D□DDDDDDDDD
I ID□□D□□I I
I 11 II II 11 II 11 11 I
I II IDOi IDOi I
I II II ll~CII II IOI I
II 11 11=11 11 II 11 II I
II 11 ICJI 11 II 11 II I
D D D D D D
* Service Volumes for the specific facility being analyzed, based on # of lanes from the intersection and segment data
screens.
** Cannot be achieved based on input data provided.*** Not applicable for that level of service letter grade. See generalized tables notes for more details.# Under the given conditions, left turn lane storage is highly likely to overflow. The number of directional thru lanes should be reduced accordingly.
## Facility weighted g/C exceeds normally acceptable upper range (0.5); verify that g/C inputs are correct.
### Intersection capacity (ies) are exceeded for the full hour; an operational level analysis tool is more appropriate
for this situation.
Automobile Service Volumes
Note: The maximum normally acceptable directional service volume for LOS E in Florida for this facility type and area
type is 1000 veh/h/ln.
A B C D E
Lanes Hourly Volume In Peak Direction
1 **440 1010 1080 ***
2 **970 2020 2100 ***
3 **1550 3070 3160 ***
4 **2120 4110 4220 ***
***970 2020 2100 ***
Lanes Hourly Volume In Both Directions
2 **820 1880 1990 ***
4 **1800 3750 3880 ***
6 **2880 5690 5840 ***
8 **3930 7620 7800 ***
***1800 3750 3880 ***
Lanes Annual Average Daily Traffic
2 **10200 23400 24900 ***
4 **22500 46800 48500 ***
6 **35900 71100 73000 ***
8 **49100 95200 97600 ***
***22500 46800 48500 ***
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I 11 II 11 11
II I
II II I II
II II I II
II II I II
II II I II
II II I II
II II I II
II II I II
II II I II
II I
I
II II I II
II II I II
II I
II II I II
II II I II
ARTPLAN 2012 Conceptual Planning Analysis
Project Information
Analyst Arterial Name
ECR_Camino
Vida Roble-
Poinsettia
(SB)
Study Period Kother
Date Prepared 6/13/2018 3:00:45 PM From Modal Analysis Auto Only
Agency Carlsbad To Poinsettia Program ARTPLAN 2012
Area Type Other Urbanized Peak Direction Southbound Version Date 12/12/2012
Arterial Class 1
File Name
T:\Projects\Carlsbad\0343_Traffic Engineering and Design Services\0343.0013_Develop LOS
Tables\Analysis\Carlsbad HCM Tables\Roadway Capacity Table-Specific Corridor\ARTPLAN\ECR_Camino Vida
Roble-Poinsettia (SB).xap
User Notes ECR/Cassia ECR/Poinsettia
Arterial Data
K 0.08 PHF 0.97 Control Type CoordinatedActuated
D 0.54 % Heavy Vehicles 2 Base Sat. Flow Rate 1900
Automobile Intersection Data
Cross Street
Cycle Length Thru g/C Arr.Type
INT
#
Dir.Lanes
%
Left
Turns
%
Right
Turns
Left
Turn
Lanes
Left
Turn
Phasing
# Left
Turn
Lanes
LT
Storage
Length
Left g/C
Right
Turn
Lanes
Cassia 150 0.45 4 3 11 15 Yes Protected 1 275 0.15 No
Poinsettia 150 0.45 4 3 11 15 Yes Protected 2 500 0.15 No
Automobile Segment Data
Segment #Length AADT
Hourly
Vol.
SEG# Dir.Lanes
Posted
Speed
Free Flow Speed Median Type On-Street
Parking
Parking
Activity
1 (to Cassia)2450 30000 1296 3 55 60 Restrictive No N/A
2 (to Poinsettia)1770 30000 1296 3 55 60 Restrictive No N/A
Automobile LOS
Segment #
Thru Mvmt
Flow Rate
Adj. Sat.
Flow Rate v/c
Control
Delay
Int. Approach
LOS Queue Ratio
Speed
(mph)
Segment
LOS
1 (to Cassia)1189 5476 0.483 20.77 C 0.56 33.79 B
2 (to Poinsettia)1189 5476 0.483 20.77 C 0.14 29.05 C
Arterial Length 0.8220 Weighted g/C 0.45 FFS Delay 45.64 Threshold Delay 0.00 Auto Speed 31.62 Auto LOS B
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CJ CJ□CII
I I II
II II II
II II II
I
I
l~l==~l~l=~l:l==~l~l=~l~l==~l:1~=~11
_I II II II II II I_
IO□□D□□□□□□DD 1~======:11 11 ~C 11 11 11 IC 11 11 11 11=:=Jc=J
11 11~C11 11 11 1c11 11 11 11=:=Jc=J
I ll~□□D□CII II II I
I II II II II II II II II II I
I 11 II 11 11 II 11 11 11 II I
I II II IDOi II IOI I
II 11 11=11 11 II 11 11 I II 11 1c=J1 11 II 11 11 I
D D D D D D
* Service Volumes for the specific facility being analyzed, based on # of lanes from the intersection and segment data
screens. ** Cannot be achieved based on input data provided.*** Not applicable for that level of service letter grade. See generalized tables notes for more details.# Under the given conditions, left turn lane storage is highly likely to overflow. The number of directional thru lanes
should be reduced accordingly.
## Facility weighted g/C exceeds normally acceptable upper range (0.5); verify that g/C inputs are correct.
### Intersection capacity (ies) are exceeded for the full hour; an operational level analysis tool is more appropriate for this situation.
Automobile Service Volumes
Note: The maximum normally acceptable directional service volume for LOS E in Florida for this facility type and area type is 1000 veh/h/ln.
A B C D E
Lanes Hourly Volume In Peak Direction
1 **400 900 940 ***
2 **920 1860 1920 ***
3 **1470 2820 2900 ***
4 **2020 3780 3860 ***
***1470 2820 2900 ***
Lanes Hourly Volume In Both Directions
2 **750 1670 1750 ***
4 **1710 3450 3560 ***
6 **2730 5230 5360 ***
8 **3750 7000 7160 ***
***2730 5230 5360 ***
Lanes Annual Average Daily Traffic
2 **9300 20900 21900 ***
4 **21300 43100 44400 ***
6 **34100 65300 67000 ***
8 **46800 87600 89500 ***
***34100 65300 67000 ***
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I I II I I
I
II I
I
I
ARTPLAN 2012 Conceptual Planning Analysis
Project Information
Analyst Arterial Name ECR_Poinsettia-
Aviara Study Period Kother
Date Prepared 6/13/2018 3:00:45 PM From Modal Analysis Auto Only
Agency Carlsbad To Aviara Pkwy Program ARTPLAN 2012
Area Type Other Urbanized Peak Direction Southbound Version Date 12/12/2012
Arterial Class 1
File Name
T:\Projects\Carlsbad\0343_Traffic Engineering and Design Services\0343.0013_Develop LOS Tables\Analysis\Carlsbad HCM Tables\Roadway Capacity Table-Specific Corridor\ARTPLAN\ECR_Poinsettia-
Aviara Pkwy.xap
User Notes ECR/Dove ECR/Aviara Pkwy
Arterial Data
K 0.08 PHF 0.97 Control Type CoordinatedActuated
D 0.54 % Heavy Vehicles 2 Base Sat. Flow Rate 1900
Automobile Intersection Data
Cross Street
Cycle
Length
Thru
g/C
Arr.
Type
INT# Dir.Lanes
% Left Turns
% Right Turns
Left Turn Lanes
Left Turn Phasing
# Left Turn Lanes
LT Storage Length
Left
g/C
Right Turn Lanes
Dove 150 0.45 4 3 11 15 Yes Protected 1 235 0.15 No
Aviara Pkwy 150 0.45 4 3 11 15 Yes Protected 2 470 0.15 No
Automobile Segment Data
Segment #
Length AADT
HourlyVol.
SEG
#
Dir.Lanes
Posted Speed
Free
Flow
Speed
Median Type On-Street Parking Parking Activity
1 (to Dove)1800 30000 1296 3 55 60 Restrictive No N/A
2 (to Aviara Pkwy) 1050 30000 1296 3 55 60 Restrictive No N/A
Automobile LOS
Segment # Thru Mvmt Flow Rate Adj. Sat. Flow Rate v/c ControlDelay Int. Approach LOS Queue Ratio Speed(mph)SegmentLOS
1 (to Dove)1189 5476 0.483 20.77 C 0.65 29.29 C
2 (to Aviara Pkwy)1189 5476 0.483 20.77 C 0.15 21.54 D
Arterial
Length 0.5625 Weighted
g/C 0.45 FFS
Delay 46.04 Threshold
Delay 0.00 Auto
Speed 25.82 Auto
LOS C
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I
I
1~1==~1~1=~1:1==~1~1=~1~1==~1~1==~11
_I II II II II II I_
l~IO□□D□□□□□□DD i:====::::::::11 11 ~CJ:==1 ======:11 11 IC 11 11 11 ll~c=J 11 ll~CII 11 11 ICII 11 11 ll~CJ
I l□□□D□□I II II I I 11 II II 11 II 11 11 11 II I
I 11 II 11 11 II 11 11 11 II I
I II II 11~□1 II IOI I
II 11 11=11 11 11 11 11 I II II 1c=J1 11 11 11 11 I
D D D D D D
* Service Volumes for the specific facility being analyzed, based on # of lanes from the intersection and segment data
screens. ** Cannot be achieved based on input data provided.*** Not applicable for that level of service letter grade. See generalized tables notes for more details.# Under the given conditions, left turn lane storage is highly likely to overflow. The number of directional thru lanes
should be reduced accordingly.
## Facility weighted g/C exceeds normally acceptable upper range (0.5); verify that g/C inputs are correct.
### Intersection capacity (ies) are exceeded for the full hour; an operational level analysis tool is more appropriate for this situation.
Automobile Service Volumes
Note: The maximum normally acceptable directional service volume for LOS E in Florida for this facility type and area type is 1000 veh/h/ln.
A B C D E
Lanes Hourly Volume In Peak Direction
1 ****590 890 940
2 ****1330 1860 1920
3 ****2100 2820 2900
4 ****2870 3780 3860
*****2100 2820 2900
Lanes Hourly Volume In Both Directions
2 ****1100 1650 1750
4 ****2470 3450 3560
6 ****3890 5230 5360
8 ****5320 7000 7160
*****3890 5230 5360
Lanes Annual Average Daily Traffic
2 ****13700 20700 21900
4 ****30800 43100 44400
6 ****48700 65300 67000
8 ****66500 87600 89500
*****48700 65300 67000
Page 2 of 2
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I I II I I
I
II I
I
I
ARTPLAN 2012 Conceptual Planning Analysis
Project Information
Analyst Arterial Name
ECR_Aviara-
La Costa
(NB)
Study Period Kother
Date Prepared 6/13/2018 3:00:45 PM From Modal Analysis Auto Only
Agency Carlsbad To Aviara Pkwy Program ARTPLAN 2012
Area Type Other Urbanized Peak Direction Northbound Version Date 12/12/2012
Arterial Class 1
File Name
T:\Projects\Carlsbad\0343_Traffic Engineering and Design Services\0343.0013_Develop LOS
Tables\Analysis\Carlsbad HCM Tables\Segment Specific Capacity Table\ARTPLAN\ECR_Aviara Pkwy-La Costa
(NB).xap
User Notes ECR/Estrella De Mar ECR/Arenal ECR/Aviara Pkwy
Arterial Data
K 0.08 PHF 0.97 Control Type CoordinatedActuated
D 0.54 % Heavy Vehicles 2 Base Sat. Flow Rate 1900
Automobile Intersection Data
Cross Street
Cycle
Length
Thru
g/C
Arr.
Type
INT#
Dir.Lanes
% Left
Turns
% Right
Turns
Left Turn
Lanes
Left Turn
Phasing
# Left Turn
Lanes
LT Storage
Length
Left
g/C
Right Turn
Lanes
Estrella de Mar 150 0.45 4 3 0 15 No None N/A N/A N/A No
Arenal 150 0.45 4 3 11 15 Yes Protected 1 235 0.15 No
Aviara Pkwy 150 0.45 4 3 11 15 Yes Protected 2 470 0.15 No
Automobile Segment Data
Segment #
Length AADT
HourlyVol.
SEG
#
Dir.Lanes
Posted Speed
Free
Flow
Speed
Median Type On-Street Parking Parking Activity
1 (to Estrella de
Mar)1400 30000 1296 3 55 60 Restrictive No N/A
2 (to Arenal)2000 30000 1296 3 55 60 Restrictive No N/A
3 (to Aviara Pkwy) 2900 30000 1296 3 55 60 Restrictive No N/A
Automobile LOS
Segment #
Thru Mvmt
Flow Rate
Adj. Sat.
Flow Rate v/c
Control
Delay
Int. Approach
LOS Queue Ratio
Speed
(mph)
Segment
LOS
1 (to Estrella de Mar)1336 5512 0.539 21.51 C 0.00 25.14 C
2 (to Arenal)1189 5476 0.483 20.74 C 0.65 30.86 C
3 (to Aviara Pkwy)1189 5476 0.483 20.77 C 0.15 36.18 B
Arterial
Length 1.2273 Weighted
g/C 0.45 FFS
Delay 69.30 Threshold
Delay 0.00 Auto
Speed 31.36 Auto
LOS B
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DI
I
II
II
I
I
1~1==~1~1=~1:1==~1~1=~1~1======:1:1~=~11
_I II II II II II I_
1:=::====:::::::11 ~□□□□□□□□□□□ i:====::::::11 11 ~CJ:==1 ======:II II ICJ:==1 =====:1:==1 =1::=1 ======:II ~CJ i:====::::::11 11 ~C 11 11 11 IC 11 11 11 ll~c=J
11 ll~CII 11 11 ICII 11 11 ll~c=J
ll~□□D□CII ll~DDDDCII
11 II II 11 II 11 11
11 II 11 11 II 11 11
I ll~CII DI
11=11 11 11
11=11 11 11 ICJI II 11
D D D D D D
* Service Volumes for the specific facility being analyzed, based on # of lanes from the intersection and segment data
screens. ** Cannot be achieved based on input data provided.*** Not applicable for that level of service letter grade. See generalized tables notes for more details.# Under the given conditions, left turn lane storage is highly likely to overflow. The number of directional thru lanes
should be reduced accordingly.
## Facility weighted g/C exceeds normally acceptable upper range (0.5); verify that g/C inputs are correct.
### Intersection capacity (ies) are exceeded for the full hour; an operational level analysis tool is more appropriate for this situation.
Automobile Service Volumes
Note: The maximum normally acceptable directional service volume for LOS E in Florida for this facility type and area type is 1000 veh/h/ln.
A B C D E
Lanes Hourly Volume In Peak Direction
1 **380 830 ******
2 **870 1700 ******
3 **1390 2580 ******
4 **1910 3440 ******
***1390 2580 ******
Lanes Hourly Volume In Both Directions
2 **710 1540 ******
4 **1620 3170 ******
6 **2580 4770 ******
8 **3540 6380 ******
***2580 4770 ******
Lanes Annual Average Daily Traffic
2 **8800 19300 ******
4 **20200 39600 ******
6 **32200 59600 ******
8 **44300 79700 ******
***32200 59600 ******
Page 2 of 2
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I I II I I
I
II I
I
I
ARTPLAN 2012 Conceptual Planning Analysis
Project Information
Analyst Arterial Name
ECR_Aviara-
La Costa
(SB)
Study Period Kother
Date Prepared 6/13/2018 3:00:45 PM From Modal Analysis Auto Only
Agency Carlsbad To La Costa Program ARTPLAN 2012
Area Type Other Urbanized Peak Direction Southbound Version Date 12/12/2012
Arterial Class 1
File Name
T:\Projects\Carlsbad\0343_Traffic Engineering and Design Services\0343.0013_Develop LOS
Tables\Analysis\Carlsbad HCM Tables\Segment Specific Capacity Table\ARTPLAN\ECR_Aviara Pkwy-La Costa
(SB).xap
User Notes ECR/Arenal ECR/Estrella De Mar ECR/La Costa
Arterial Data
K 0.08 PHF 0.97 Control Type CoordinatedActuated
D 0.54 % Heavy Vehicles 2 Base Sat. Flow Rate 1900
Automobile Intersection Data
Cross Street
Cycle
Length
Thru
g/C
Arr.
Type
INT#
Dir.Lanes
% Left
Turns
% Right
Turns
Left Turn
Lanes
Left Turn
Phasing
# Left Turn
Lanes
LT Storage
Length
Left
g/C
Right Turn
Lanes
Arenal 150 0.45 4 2 11 15 Yes Protected 1 235 0.15 Yes
Estrella de Mar 150 0.45 4 2 11 15 Yes Protected 1 235 0.15 No
La Costa 150 0.4 4 3 11 15 Yes Protected 2 470 0.15 Yes
Automobile Segment Data
Segment #
Length AADT
HourlyVol.
SEG
#
Dir.Lanes
Posted Speed
Free
Flow
Speed
Median Type On-Street Parking Parking Activity
1 (to Arenal)2900 30000 1296 3 55 60 Restrictive No N/A
2 (to Estrella de Mar)2000 30000 1296 2 55 60 Restrictive No N/A
3 (to La Costa)1400 30000 1296 2 55 60 Restrictive No N/A
Automobile LOS
Segment #
Thru Mvmt
Flow Rate
Adj. Sat.
Flow Rate v/c
Control
Delay
Int. Approach
LOS Queue Ratio
Speed
(mph)
Segment
LOS
1 (to Arenal)989 3334 0.659 24.01 C 0.66 34.19 B
2 (to Estrella de Mar)1189 3730 0.708 24.97 C 0.64 28.01 C
3 (to La Costa)989 4917 0.503 26.08 C 0.15 22.38 D
Arterial
Length 1.2273 Weighted
g/C 0.43 FFS
Delay 82.06 Threshold
Delay 0.00 Auto
Speed 28.75 Auto
LOS C
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DI
I
II
II
I
I
1~1==~1~1=~1:1==~1~1=~1~1======:1:1~=~11
_I II II II II II I_
1:=::====:::::::11 ~□□□□□□□□□□□ i:====::::::11 11 ~CJ:==1 ======:II II ICJ:==1 =====:1:==1 =1::=1 ======:II ~CJ i:====::::::11 11 ~C 11 11 11 IC 11 11 11 ll~c=J
11 ll~CII 11 11 ICII 11 11 ll~c=J
ll~□□D□CII 11 11 II 11 11 11 11 II li~CII IDOi
11 II 11 11 II 11 11
I ll~CII DI
11=11 11 11
11=11 11 11 ICJI II 11
D D D D D D
* Service Volumes for the specific facility being analyzed, based on # of lanes from the intersection and segment data
screens. ** Cannot be achieved based on input data provided.*** Not applicable for that level of service letter grade. See generalized tables notes for more details.# Under the given conditions, left turn lane storage is highly likely to overflow. The number of directional thru lanes
should be reduced accordingly.
## Facility weighted g/C exceeds normally acceptable upper range (0.5); verify that g/C inputs are correct.
### Intersection capacity (ies) are exceeded for the full hour; an operational level analysis tool is more appropriate for this situation.
Automobile Service Volumes
Note: The maximum normally acceptable directional service volume for LOS E in Florida for this facility type and area type is 1000 veh/h/ln.
A B C D E
Lanes Hourly Volume In Peak Direction
1 **300 870 940 ***
2 **680 1790 1860 ***
3 **1100 2750 2800 ***
4 **1510 3690 3740 ***
***800 1920 ******
Lanes Hourly Volume In Both Directions
2 **560 1620 1750 ***
4 **1260 3320 3440 ***
6 **2040 5100 5180 ***
8 **2800 6840 6930 ***
***1490 3560 ******
Lanes Annual Average Daily Traffic
2 **7000 20200 21900 ***
4 **15800 41500 43000 ***
6 **25500 63700 64800 ***
8 **35000 85500 86600 ***
***18600 44400 ******
Page 2 of 2
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I I II I I
I
II I
I
I
ARTPLAN 2012 Conceptual Planning Analysis
Project Information
Analyst Arterial Name
ECR_La
Costa-
Leucadia
Study Period Kother
Date Prepared 6/13/2018 3:00:45 PM From Modal Analysis Auto Only
Agency Carlsbad To Leucadia Program ARTPLAN 2012
Area Type Other Urbanized Peak Direction Southbound Version Date 12/12/2012
Arterial Class 1
File Name T:\Projects\Carlsbad\0343_Traffic Engineering and Design Services\0343.0013_Develop LOS
Tables\Analysis\Carlsbad HCM Tables\Segment Specific Capacity Table\ARTPLAN\ECR_La Costa-Leucadia.xap
User Notes ECR/La Costa Town Center ECR/Levante ECR/Calle Barcelona ECR/Leucadia
Arterial Data
K 0.08 PHF 0.97 Control Type CoordinatedActuated
D 0.54 % Heavy Vehicles 2 Base Sat. Flow Rate 1900
Automobile Intersection Data
Cross Street
Cycle
Length
Thru
g/C
Arr.
Type
INT# Dir.Lanes
% Left Turns
% Right Turns
Left Turn Lanes
Left Turn Phasing
# Left Turn Lanes
LT Storage Length
Left
g/C
Right Turn Lanes
La Costa Town Center 140 0.45 3 3 11 15 Yes Protected 1 235 0.15 No
Levante 140 0.45 3 3 11 15 Yes Protected 1 235 0.15 No
Calle
Barcelona 120 0.45 3 3 11 15 Yes Protected 2 470 0.15 No
Leucadia 140 0.45 3 3 11 15 Yes Protected 2 470 0.15 No
Automobile Segment Data
Segment #
Length AADT
Hourly
Vol.
SEG#
Dir.Lanes
Posted
Speed
Free Flow
Speed
Median Type On-Street
Parking
Parking
Activity
1 (to La Costa Town Center)1470 30000 1296 3 55 60 Restrictive No N/A
2 (to Levante) 1230 30000 1296 3 55 60 Restrictive No N/A
3 (to Calle
Barcelona)2150 30000 1296 3 55 60 Restrictive No N/A
4 (to Leucadia) 2000 30000 1296 3 55 60 Restrictive No N/A
Automobile LOS
Segment #
Thru Mvmt
Flow Rate
Adj. Sat.
Flow Rate v/c
Control
Delay
Int. Approach
LOS Queue Ratio
Speed
(mph)
Segment
LOS
1 (to La Costa Town Center)1189 5457 0.484 27.67 C 0.61 22.42 D
2 (to Levante)1189 5457 0.484 27.67 C 0.61 20.02 D
3 (to Calle Barcelona)1189 5419 0.488 23.86 C 0.12 29.94 C
Page 1 of 3
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DI
I
II
II
II
II
1
~1==~1~1=~1:1==~1~1 ~1~1==~1:1~=~11
_I II II II II II I_
IO□□D□□□□□□DD ll~D□DDDDDDDDD
II ll~CII II II ICII II II ll~c=J ll~DLII ll~DDDDDDD
II lc=JCJI II II ICJI II II lc=Jc=J
11~□□□□[]1 DI IDOi IDOi
II II II II II II
DDDDDCII
II II II II II II
I ll~CII DI
I 11=11 II II
I 11=11 II II
I 11=11 II II .. .----------, ..
4 (to Leucadia)1189 5457 0.484 27.67 C 0.14 26.78 C
Arterial
Length 1.3428 Weighted
g/C 0.45 FFS
Delay 115.39 Threshold
Delay 0.00 Auto
Speed 25.02 Auto
LOS C
Page 2 of 3
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D □II 011 II□ II di llcil
* Service Volumes for the specific facility being analyzed, based on # of lanes from the intersection and segment data
screens. ** Cannot be achieved based on input data provided.*** Not applicable for that level of service letter grade. See generalized tables notes for more details.# Under the given conditions, left turn lane storage is highly likely to overflow. The number of directional thru lanes
should be reduced accordingly.
## Facility weighted g/C exceeds normally acceptable upper range (0.5); verify that g/C inputs are correct.
### Intersection capacity (ies) are exceeded for the full hour; an operational level analysis tool is more appropriate for this situation.
Automobile Service Volumes
Note: The maximum normally acceptable directional service volume for LOS E in Florida for this facility type and area type is 1000 veh/h/ln.
A B C D E
Lanes Hourly Volume In Peak Direction
1 ****540 900 940
2 ****1200 1860 1920
3 ****1880 2820 2880
4 ****2570 3780 3860
*****1880 2820 2880
Lanes Hourly Volume In Both Directions
2 ****1000 1670 1750
4 ****2230 3450 3550
6 ****3490 5230 5350
8 ****4760 7000 7150
*****3490 5230 5350
Lanes Annual Average Daily Traffic
2 ****12600 20900 21900
4 ****27800 43100 44400
6 ****43600 65300 66900
8 ****59500 87600 89400
*****43600 65300 66900
Page 3 of 3
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I I II I I
I
II I
I
I
ARTPLAN 2012 Conceptual Planning Analysis
Project Information
Analyst Arterial Name
College_City
Limits-
Carlsbad
Village
Study Period Kother
Date Prepared 6/13/2018 3:00:45 PM From Modal Analysis Auto Only
Agency Carlsbad To Carlsbad
Village Program ARTPLAN 2012
Area Type Other Urbanized Peak Direction Southbound Version Date 12/12/2012
Arterial Class 1
File Name
T:\Projects\Carlsbad\0343_Traffic Engineering and Design Services\0343.0013_Develop LOS
Tables\Analysis\Carlsbad HCM Tables\Segment Specific Capacity Table\ARTPLAN\College_City Limits-Carlsbad
Village.xap
User Notes College/Tamarack (N) College/Tamarack (S) College/Carlsbad Village
Arterial Data
K 0.08 PHF 0.97 Control Type CoordinatedActuated
D 0.54 % Heavy Vehicles 2 Base Sat. Flow Rate 1900
Automobile Intersection Data
Cross Street
Cycle Length Thru g/C Arr.Type
INT
#
Dir.Lanes
%
Left
Turns
%
Right
Turns
Left
Turn
Lanes
Left
Turn
Phasing
# Left
Turn
Lanes
LT
Storage
Length
Left g/C
Right
Turn
Lanes
Tamarack (N)130 0.45 4 2 11 15 Yes Protected 1 235 0.15 No
Tamarack (S)130 0.45 4 2 11 15 Yes Protected 1 235 0.15 No
Carlsbad
Village 130 0.45 4 2 11 15 Yes Protected 1 235 0.15 No
Automobile Segment Data
Segment #Length AADT
Hourly
Vol.
SEG# Dir.Lanes
Posted
Speed
Free Flow Speed Median Type On-Street
Parking
Parking
Activity
1 (to Tamarack (N))1400 30000 1296 2 45 50 Restrictive No N/A
2 (to Tamarack
(S))1200 30000 1296 2 45 50 Restrictive No N/A
3 (to Carlsbad
Village)1200 30000 1296 2 45 50 Restrictive No N/A
Automobile LOS
Segment #
Thru Mvmt
Flow Rate
Adj. Sat.
Flow Rate v/c
Control
Delay
Int. Approach
LOS Queue Ratio
Speed
(mph)
Segment
LOS
1 (to Tamarack (N))1189 3455 0.765 22.98 C 0.56 22.18 D
2 (to Tamarack (S))1189 3455 0.765 22.98 C 0.56 20.35 D
3 (to Carlsbad Village)1189 3455 0.765 22.98 C 0.56 20.35 D
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CJ CJ□CII
I
I
l~I =~1~1 =~1~1==~1~1 ~1~1 ==~1~1=~11
_I II II II II II I_
IO□□D□□□□□□DD i:=========:11 11 ~C 11 11 11 IC 11 11 11 ll~c=J
i:=========:11 11 ~C 11 11 11 IC 11 11 11 ll~c=J ll~D□DDDDDDDDD
l□□□D□□I II ll~CII ll~CII
ll~DDDDCII
II IDOi IDOi
I IDOi DI
I ICJI II II
I ICJI II II
I ICJI 11 II
Arterial Length 0.7538 Weighted g/C 0.45 FFS Delay 77.48 Threshold Delay 0.00 Auto Speed 20.99 Auto LOS D
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DDDDDDI
* Service Volumes for the specific facility being analyzed, based on # of lanes from the intersection and segment data
screens. ** Cannot be achieved based on input data provided.*** Not applicable for that level of service letter grade. See generalized tables notes for more details.# Under the given conditions, left turn lane storage is highly likely to overflow. The number of directional thru lanes
should be reduced accordingly.
## Facility weighted g/C exceeds normally acceptable upper range (0.5); verify that g/C inputs are correct.
### Intersection capacity (ies) are exceeded for the full hour; an operational level analysis tool is more appropriate for this situation.
Automobile Service Volumes
Note: The maximum normally acceptable directional service volume for LOS E in Florida for this facility type and area type is 1000 veh/h/ln.
A B C D E
Lanes Hourly Volume In Peak Direction
1 ****390 770 860
2 ****930 1680 1770
3 ****1480 2580 2680
4 ****2030 3470 3590
*****930 1680 1770
Lanes Hourly Volume In Both Directions
2 ****730 1430 1600
4 ****1730 3120 3280
6 ****2750 4780 4970
8 ****3760 6430 6650
*****1730 3120 3280
Lanes Annual Average Daily Traffic
2 ****9100 17900 20000
4 ****21600 38900 41000
6 ****34300 59800 62100
8 ****47000 80400 83200
*****21600 38900 41000
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ARTPLAN 2012 Conceptual Planning Analysis
Project Information
Analyst Arterial Name College_Carlsbad
Village-Cannon Study Period Kother
Date Prepared 6/13/2018 3:00:45 PM From Modal Analysis Auto Only
Agency Carlsbad To Cannon Program ARTPLAN 2012
Area Type Other Urbanized Peak Direction Southbound Version Date 12/12/2012
Arterial Class 1
File Name
T:\Projects\Carlsbad\0343_Traffic Engineering and Design Services\0343.0013_Develop LOS Tables\Analysis\Carlsbad HCM Tables\Segment Specific Capacity Table\ARTPLAN\College_Carlsbad Village-
Cannon.xap
User Notes College/Red Bluff-Inlet College/Rich Field-Rift College/Cannon
Arterial Data
K 0.08 PHF 0.97 Control Type CoordinatedActuated
D 0.54 % Heavy Vehicles 2 Base Sat. Flow Rate 1900
Automobile Intersection Data
Cross Street
Cycle
Length
Thru
g/C
Arr.
Type
INT# Dir.Lanes
% Left Turns
% Right Turns
Left Turn Lanes
Left Turn Phasing
# Left Turn Lanes
LT Storage Length
Left
g/C
Right Turn Lanes
Red Bluff-Inlet 130 0.45 3 2 11 15 Yes Protected 1 235 0.15 No
Rich Field-Rich 130 0.45 3 2 11 15 Yes Protected 1 235 0.15 No
Cannon 130 0.45 3 2 11 15 Yes Protected 1 235 0.15 Yes
Automobile Segment Data
Segment #
Length AADT
Hourly
Vol.
SEG#
Dir.Lanes
Posted
Speed
Free Flow
Speed
Median Type On-Street
Parking
Parking
Activity
1 (to Red Bluff-Inlet)1500 30000 1296 2 45 50 Restrictive No N/A
2 (to Rich Field-Rich)2000 30000 1296 2 45 50 Restrictive No N/A
3 (to Cannon) 2000 30000 1296 2 45 50 Restrictive No N/A
Automobile LOS
Segment #
Thru Mvmt
Flow Rate
Adj. Sat.
Flow Rate v/c
Control
Delay
Int. Approach
LOS Queue Ratio
Speed
(mph)
Segment
LOS
1 (to Red Bluff-Inlet)1189 3455 0.765 32.04 C 0.56 19.23 D
2 (to Rich Field-Rich)1189 3455 0.765 32.04 C 0.56 22.59 D
3 (to Cannon)989 3094 0.710 30.64 C 0.57 23.11 C
Arterial
Length 1.0758 Weighted
g/C 0.45 FFS
Delay 103.26 Threshold
Delay 0.00 Auto
Speed 21.73 Auto
LOS D
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I
I
I
1~1==~1~1=~1:1==~1~1=~1~1==~1~1==~11
_I II II II II II I_
l~IO□□D□□□□□□DD i:====::::::::11 11 ~CJ:==1 ======:11 11 1CJ:==1 =====:1:==1 =1::=1 ======:11 ~c=J
i:====::::::::11 11 ~C 11 11 11 IC 11 11 11 ll~CJ 11 11~c11 11 11 1c11 11 11 ll~c=J
l□□□D□□I ll~DDDDCII
II ll~CII IDOi
11 II 11 11 II 11 11
I ll~CII DI
11=11 11 11
11=11 11 11
1CJ1 II 11
D D D D D D
* Service Volumes for the specific facility being analyzed, based on # of lanes from the intersection and segment data
screens. ** Cannot be achieved based on input data provided.*** Not applicable for that level of service letter grade. See generalized tables notes for more details.# Under the given conditions, left turn lane storage is highly likely to overflow. The number of directional thru lanes
should be reduced accordingly.
## Facility weighted g/C exceeds normally acceptable upper range (0.5); verify that g/C inputs are correct.
### Intersection capacity (ies) are exceeded for the full hour; an operational level analysis tool is more appropriate for this situation.
Automobile Service Volumes
Note: The maximum normally acceptable directional service volume for LOS E in Florida for this facility type and area type is 1000 veh/h/ln.
A B C D E
Lanes Hourly Volume In Peak Direction
1 ****470 860 ***
2 ****1040 1760 1800
3 ****1640 2670 2700
4 ****2240 3570 3620
*****1040 1760 1800
Lanes Hourly Volume In Both Directions
2 ****880 1600 ***
4 ****1930 3260 3330
6 ****3040 4950 5020
8 ****4150 6620 6700
*****1930 3260 3330
Lanes Annual Average Daily Traffic
2 ****10900 20000 ***
4 ****24100 40800 41600
6 ****38000 61900 62700
8 ****51900 82700 83800
*****24100 40800 41600
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ARTPLAN 2012 Conceptual Planning Analysis
Project Information
Analyst Arterial Name College_ECR-
Aston Study Period Kother
Date Prepared 6/13/2018 3:00:45 PM From Modal Analysis Auto Only
Agency Carlsbad To Aston Program ARTPLAN 2012
Area Type Other Urbanized Peak Direction Southbound Version Date 12/12/2012
Arterial Class 1
File Name T:\Projects\Carlsbad\0343_Traffic Engineering and Design Services\0343.0013_Develop LOS
Tables\Analysis\Carlsbad HCM Tables\Segment Specific Capacity Table\ARTPLAN\College_ECR-Aston.xap
User Notes College/Salk College/Faraday College/Aston
Arterial Data
K 0.08 PHF 0.97 Control Type CoordinatedActuated
D 0.54 % Heavy Vehicles 2 Base Sat. Flow Rate 1900
Automobile Intersection Data
Cross Street
Cycle
Length
Thru
g/C
Arr.
Type
INT
# Dir.Lanes
%
Left Turns
%
Right Turns
Left
Turn Lanes
Left
Turn Phasing
# Left
Turn Lanes
LT
Storage Length
Left
g/C
Right
Turn Lanes
Salk 150 0.45 3 2 11 15 Yes Protected 2 470 0.15 No
Faraday 150 0.45 3 2 11 15 Yes Protected 2 470 0.15 No
Aston 150 0.45 3 2 11 15 Yes Protected 1 235 0.15 No
Automobile Segment Data
Segment #Length AADT
Hourly
Vol.
SEG# Dir.Lanes
Posted
Speed
Free Flow Speed Median Type On-Street
Parking
Parking
Activity
1 (to Salk) 1370 30000 1296 2 50 55 Restrictive No N/A
2 (to Faraday) 1650 30000 1296 2 50 55 Restrictive No N/A
3 (to Aston) 1500 30000 1296 2 50 55 Restrictive No N/A
Automobile LOS
Segment # Thru Mvmt Flow Rate Adj. Sat. Flow Rate v/c ControlDelay Int. Approach LOS Queue Ratio Speed(mph)SegmentLOS
1 (to Salk)1189 3607 0.733 35.65 D 0.15 17.64 E
2 (to Faraday)1189 3607 0.733 35.65 D 0.15 19.86 D
3 (to Aston)1189 3607 0.733 35.65 D 0.64 18.71 D
Arterial
Length 0.8902 Weighted
g/C 0.45 FFS
Delay 114.81 Threshold
Delay 0.00 Auto
Speed 18.76 Auto
LOS D
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c=11
I
II
II
I
I
1~1==~1~1=~1~1==~1~1=~1~1==~1~1==~11
_I II II II II II I_
1~11 ~□□□□□□□□□DD i::::===~1~1 =====:11 ~CJ~I ~1~1 ~1:::::::1 ~ICJ:::::::1 =::II~ =:::::11~=::::::ll~c=J i:========:11 11 ~C 11 11 11 IC 11 11 11 ll~c=J 11 11~c11 11 11 1c11 11 11 ll~CJ
□□□□□[] DI
II II 11 II 11 11 II II II 11 II 11 11 II
11 11 11 11 11 11 11
IDOi DI
11=11 11 11
11=11 11 11
lc=JI 11 11
D D D D D D
* Service Volumes for the specific facility being analyzed, based on # of lanes from the intersection and segment data
screens. ** Cannot be achieved based on input data provided.*** Not applicable for that level of service letter grade. See generalized tables notes for more details.# Under the given conditions, left turn lane storage is highly likely to overflow. The number of directional thru lanes
should be reduced accordingly.
## Facility weighted g/C exceeds normally acceptable upper range (0.5); verify that g/C inputs are correct.
### Intersection capacity (ies) are exceeded for the full hour; an operational level analysis tool is more appropriate for this situation.
Automobile Service Volumes
Note: The maximum normally acceptable directional service volume for LOS E in Florida for this facility type and area type is 1000 veh/h/ln.
A B C D E
Lanes Hourly Volume In Peak Direction
1 ****170 650 870
2 ****390 1440 1810
3 ****620 2260 2730
4 ****840 3070 3660
*****390 1440 1810
Lanes Hourly Volume In Both Directions
2 ****320 1210 1620
4 ****730 2670 3360
6 ****1150 4190 5060
8 ****1560 5690 6780
*****730 2670 3360
Lanes Annual Average Daily Traffic
2 ****4000 15100 20200
4 ****9100 33400 41900
6 ****14400 52400 63200
8 ****19500 71100 84800
*****9100 33400 41900
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ARTPLAN 2012 Conceptual Planning Analysis
Project Information
Analyst Arterial Name College_Aston-
PAR Study Period Kother
Date Prepared 6/13/2018 3:00:45 PM From Modal Analysis Auto Only
Agency Carlsbad To Aston Program ARTPLAN 2012
Area Type Other Urbanized Peak Direction Northbound Version Date 12/12/2012
Arterial Class 1
File Name
T:\Projects\Carlsbad\0343_Traffic Engineering and Design Services\0343.0013_Develop LOS Tables\Analysis\Carlsbad HCM Tables\Segment Specific Capacity Table\ARTPLAN\College_Aston-Palomar
(NB).xap
User Notes College/Palomar Airport
Arterial Data
K 0.08 PHF 0.97 Control Type FullyActuated
D 0.54 % Heavy Vehicles 2 Base Sat. Flow Rate 1900
Automobile Intersection Data
Cross Street
Cycle
Length
Thru
g/C
Arr.
Type
INT# Dir.Lanes
% Left Turns
% Right Turns
Left Turn Lanes
Left Turn Phasing
# Left Turn Lanes
LT Storage Length
Left
g/C
Right Turn Lanes
Aston 100 0.42 3 2 11 15 Yes Protected 1 280 0.15 No
Automobile Segment Data
Segment #Length AADT
Hourly
Vol.
SEG# Dir.Lanes
Posted
Speed
Free Flow Speed Median Type On-Street
Parking
Parking
Activity
1 (to Aston) 5200 30000 1296 2 50 55 Restrictive No N/A
Automobile LOS
Segment #
Thru Mvmt
Flow Rate
Adj. Sat.
Flow Rate v/c
Control
Delay
Int. Approach
LOS Queue Ratio
Speed
(mph)
Segment
LOS
1 (to Aston)1189 3513 0.806 26.99 C 0.36 37.60 B
Arterial
Length 0.9962 Weighted
g/C 0.42 FFS
Delay 30.91 Threshold
Delay 0.00 Auto
Speed 37.60 Auto
LOS B
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I
I
1~1==~11~~1~1==~1~1 ~11~==1:~1=~11
_I II II II II II I_
I II II IOI II II IOI I
I II II II II 11 II II II I
D D D D D D
* Service Volumes for the specific facility being analyzed, based on # of lanes from the intersection and segment data
screens. ** Cannot be achieved based on input data provided.*** Not applicable for that level of service letter grade. See generalized tables notes for more details.# Under the given conditions, left turn lane storage is highly likely to overflow. The number of directional thru lanes
should be reduced accordingly.
## Facility weighted g/C exceeds normally acceptable upper range (0.5); verify that g/C inputs are correct.
### Intersection capacity (ies) are exceeded for the full hour; an operational level analysis tool is more appropriate for this situation.
Automobile Service Volumes
Note: The maximum normally acceptable directional service volume for LOS E in Florida for this facility type and area type is 1000 veh/h/ln.
A B C D E
Lanes Hourly Volume In Peak Direction
1 430 820 *********
2 880 1680 *********
3 1370 2540 *********
4 1840 3400 *********
*880 1680 *********
Lanes Hourly Volume In Both Directions
2 800 1540 *********
4 1630 3130 *********
6 2540 4710 *********
8 3410 6290 *********
*1630 3130 *********
Lanes Annual Average Daily Traffic
2 10000 19200 *********
4 20400 39100 *********
6 31800 58800 *********
8 42600 78600 *********
*20400 39100 *********
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ARTPLAN 2012 Conceptual Planning Analysis
Project Information
Analyst Arterial Name College_Aston-
PAR Study Period Kother
Date Prepared 6/13/2018 3:00:45 PM From Modal Analysis Auto Only
Agency Carlsbad To Palomar
Airport Program ARTPLAN 2012
Area Type Other Urbanized Peak Direction Southbound Version Date 12/12/2012
Arterial Class 1
File Name T:\Projects\Carlsbad\0343_Traffic Engineering and Design Services\0343.0013_Develop LOS
Tables\Analysis\Carlsbad HCM Tables\Segment Specific Capacity Table\ARTPLAN\College_Aston-Palomar.xap
User Notes College/Palomar Airport
Arterial Data
K 0.08 PHF 0.97 Control Type CoordinatedActuated
D 0.54 % Heavy Vehicles 2 Base Sat. Flow Rate 1900
Automobile Intersection Data
Cross Street
Cycle
Length
Thru
g/C
Arr.
Type
INT# Dir.Lanes
% Left Turns
% Right Turns
Left Turn Lanes
Left Turn Phasing
# Left Turn Lanes
LT Storage Length
Left
g/C
Right Turn Lanes
Palomar Airport 150 0.45 3 1 11 15 Yes Protected 1 235 0.15 Yes
Automobile Segment Data
Segment #Length AADT
Hourly
Vol.
SEG# Dir.Lanes
Posted
Speed
Free Flow Speed Median Type On-Street
Parking
Parking
Activity
1 (to Palomar Airport)5200 30000 1296 2 50 55 Restrictive No N/A
Automobile LOS
Segment # Thru Mvmt Flow Rate Adj. Sat. Flow Rate v/c ControlDelay Int. Approach LOS Queue Ratio Speed(mph)SegmentLOS
1 (to Palomar Airport)989 1704 1.205 143.17 F 0.61 16.95 E
Arterial Length 0.9962 Weighted g/C 0.45 FFS Delay 147.08 Threshold Delay 12.30 Auto Speed ###Auto LOS ###
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II
II
11
II II II II II
11 II II II II II I I
11 I II ~□□□□□□□□□WI IDD□DDDDDDDDD
11 11 l□□□D□□I II II
II IDOi IDOi II II I I
I II II 11~□1 II IOI I
11 II ICJI II II II II I
D D D D D D
* Service Volumes for the specific facility being analyzed, based on # of lanes from the intersection and segment data
screens. ** Cannot be achieved based on input data provided.*** Not applicable for that level of service letter grade. See generalized tables notes for more details.# Under the given conditions, left turn lane storage is highly likely to overflow. The number of directional thru lanes
should be reduced accordingly.
## Facility weighted g/C exceeds normally acceptable upper range (0.5); verify that g/C inputs are correct.
### Intersection capacity (ies) are exceeded for the full hour; an operational level analysis tool is more appropriate for this situation.
Automobile Service Volumes
Note: The maximum normally acceptable directional service volume for LOS E in Florida for this facility type and area type is 1000 veh/h/ln.
A B C D E
Lanes Hourly Volume In Peak Direction
1 60 930 1040 ******
2 160 1920 2020 ******
3 260 2930 3040 ******
4 350 3940 4080 ******
*80 970 1040 ******
Lanes Hourly Volume In Both Directions
2 120 1730 1930 ******
4 300 3560 3750 ******
6 490 5430 5650 ******
8 650 7300 7550 ******
*150 1800 1930 ******
Lanes Annual Average Daily Traffic
2 1400 21600 24100 ******
4 3800 44500 46800 ******
6 6100 67900 70600 ******
8 8200 91300 94300 ******
*1900 22500 24100 ******
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ARTPLAN 2012 Conceptual Planning Analysis
Project Information
Analyst Arterial Name Aviara_PAR-
Poinsettia Study Period Kother
Date Prepared 6/13/2018 3:00:45 PM From Modal Analysis Auto Only
Agency Carlsbad To Poinsettia Program ARTPLAN 2012
Area Type Other Urbanized Peak Direction Southbound Version Date 12/12/2012
Arterial Class 1
File Name
T:\Projects\Carlsbad\0343_Traffic Engineering and Design Services\0343.0013_Develop LOS Tables\Analysis\Carlsbad HCM Tables\Segment Specific Capacity Table\ARTPLAN\Aviara_Palomar-
Poinsettia.xap
User Notes Aviara/Laurel Tree Aviara/Cobblestone-Mariposa Aviara/Plum Tree Aviara/Camino De Las Ondes
Aviara/Poinsettia
Arterial Data
K 0.08 PHF 0.97 Control Type FullyActuated
D 0.54 % Heavy Vehicles 2 Base Sat. Flow Rate 1900
Automobile Intersection Data
Cross Street
Cycle
Length
Thru
g/C
Arr.
Type
INT#
Dir.Lanes
% Left
Turns
% Right
Turns
Left Turn
Lanes
Left Turn
Phasing
# Left Turn
Lanes
LT Storage
Length
Left
g/C
Right Turn
Lanes
Laurel Tree 120 0.45 3 2 11 15 Yes Protected 1 235 0.15 No
Cobblestone-
Mariposa 120 0.45 3 2 11 15 Yes Protected 1 235 0.15 No
Plum Tree 120 0.45 3 2 11 15 Yes Protected 1 235 0.15 No
Camino De Las
Ondes 120 0.45 3 2 11 15 Yes Protected 1 235 0.15 No
Poinsettia 120 0.45 3 2 11 15 Yes Protected 1 235 0.15 No
Automobile Segment Data
Segment #Length AADT
Hourly
Vol.
SEG# Dir.Lanes
Posted
Speed
Free Flow Speed Median Type On-Street
Parking
Parking
Activity
1 (to Laurel Tree) 930 30000 1296 2 45 50 Restrictive No N/A
2 (to Cobblestone-
Mariposa)1000 30000 1296 2 45 50 Restrictive No N/A
3 (to Plum Tree) 1200 30000 1296 2 45 50 Restrictive No N/A
4 (to Camino De Las Ondes)1300 30000 1296 2 45 50 Restrictive No N/A
5 (to Poinsettia)1200 30000 1296 2 45 50 Restrictive No N/A
Automobile LOS
Segment # Thru Mvmt Flow Rate Adj. Sat. Flow Rate v/c ControlDelay Int. Approach LOS Queue Ratio Speed(mph)SegmentLOS
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I
I
1~1==~1~1=~1~1==~1~1=~1~1===1:~1=~11
_I 11 11 11 11 11 I_
II~□□□□□□□□□□□ II ll~CII II II ICII II II ll~CJ ll~DLII ll~DDDDDDD II ll~CII II II ICII II II ll~c=J
ll~D□DDDDDDDDD II lc=JCJI II II ICJI II II lc=Jc=J
ll~□□D□CII II II II II II II II ll~DDDDCII
II II II II II II II
ll~DDDDCII
II II II II II II II
I....__I __ ___.I....__I ____.l .... 1 ______.ll~D.___I ______.l,_____I _____.II ~DI
1 (to Laurel Tree)1189 3437 0.769 28.96 C 0.52 15.11 E
2 (to Cobblestone-Mariposa)1189 3437 0.769 28.96 C 0.52 15.86 E
3 (to Plum Tree)1189 3437 0.769 28.96 C 0.52 17.83 E
4 (to Camino De Las Ondes)1189 3437 0.769 28.96 C 0.52 18.72 D
5 (to Poinsettia)1189 3437 0.769 28.96 C 0.52 17.83 E
Arterial
Length 1.1231 Weighted
g/C 0.45 FFS
Delay 159.40 Threshold
Delay 11.55 Auto
Speed 17.12 Auto
LOS E
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11=11
11=11 11=11 11=11 ICJI
D D D D D D
* Service Volumes for the specific facility being analyzed, based on # of lanes from the intersection and segment data
screens. ** Cannot be achieved based on input data provided.*** Not applicable for that level of service letter grade. See generalized tables notes for more details.# Under the given conditions, left turn lane storage is highly likely to overflow. The number of directional thru lanes
should be reduced accordingly.
## Facility weighted g/C exceeds normally acceptable upper range (0.5); verify that g/C inputs are correct.
### Intersection capacity (ies) are exceeded for the full hour; an operational level analysis tool is more appropriate for this situation.
Automobile Service Volumes
Note: The maximum normally acceptable directional service volume for LOS E in Florida for this facility type and area type is 1000 veh/h/ln.
A B C D E
Lanes Hourly Volume In Peak Direction
1 ******530 750
2 ******1130 1630
3 ******1730 2510
4 ******2340 3400
*******1130 1630
Lanes Hourly Volume In Both Directions
2 ******990 1390
4 ******2100 3020
6 ******3210 4650
8 ******4340 6300
*******2100 3020
Lanes Annual Average Daily Traffic
2 ******12300 17400
4 ******26200 37800
6 ******40100 58200
8 ******54200 78800
*******26200 37800
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ARTPLAN 2012 Conceptual Planning Analysis
Project Information
Analyst Arterial Name Melrose_City
Limits-PAR Study Period Kother
Date Prepared 6/13/2018 3:00:45 PM From Modal Analysis Auto Only
Agency Carlsbad To Lionshead Program ARTPLAN 2012
Area Type Other Urbanized Peak Direction Northbound Version Date 12/12/2012
Arterial Class 1
File Name
T:\Projects\Carlsbad\0343_Traffic Engineering and Design Services\0343.0013_Develop LOS Tables\Analysis\Carlsbad HCM Tables\Segment Specific Capacity Table\ARTPLAN\Melrose_City Limits-Palomar
(NB).xap
User Notes Melrose/Palomar Airport
Arterial Data
K 0.08 PHF 0.97 Control Type FullyActuated
D 0.54 % Heavy Vehicles 2 Base Sat. Flow Rate 1900
Automobile Intersection Data
Cross Street
Cycle
Length
Thru
g/C
Arr.
Type
INT# Dir.Lanes
% Left Turns
% Right Turns
Left Turn Lanes
Left Turn Phasing
# Left Turn Lanes
LT Storage Length
Left
g/C
Right Turn Lanes
Lionshead 100 0.42 3 3 11 15 Yes Protected 1 300 0.15 Yes
Automobile Segment Data
Segment #Length AADT
Hourly
Vol.
SEG# Dir.Lanes
Posted
Speed
Free Flow Speed Median Type On-Street
Parking
Parking
Activity
1 (to Lionshead) 1300 30000 1296 4 55 60 Restrictive No N/A
Automobile LOS
Segment #
Thru Mvmt
Flow Rate
Adj. Sat.
Flow Rate v/c
Control
Delay
Int. Approach
LOS Queue Ratio
Speed
(mph)
Segment
LOS
1 (to Lionshead)989 4848 0.486 21.19 C 0.36 24.34 C
Arterial
Length 0.2576 Weighted
g/C 0.42 FFS
Delay 23.33 Threshold
Delay 0.00 Auto
Speed 24.34 Auto
LOS C
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I
I
1~1==~1~1=~1~1==~1~1 ~1~1===1:~1=~11
_I II II II II II I_
I II II IDOi II IOI I
11 II lc=JI II II II II I
D D D D D D
* Service Volumes for the specific facility being analyzed, based on # of lanes from the intersection and segment data
screens. ** Cannot be achieved based on input data provided.*** Not applicable for that level of service letter grade. See generalized tables notes for more details.# Under the given conditions, left turn lane storage is highly likely to overflow. The number of directional thru lanes
should be reduced accordingly.
## Facility weighted g/C exceeds normally acceptable upper range (0.5); verify that g/C inputs are correct.
### Intersection capacity (ies) are exceeded for the full hour; an operational level analysis tool is more appropriate for this situation.
Automobile Service Volumes
Note: The maximum normally acceptable directional service volume for LOS E in Florida for this facility type and area type is 1000 veh/h/ln.
A B C D E
Lanes Hourly Volume In Peak Direction
1 ****540 870 950
2 ****1090 1790 1870
3 ****1680 2740 2830
4 ****2270 3680 3790
*****1710 2740 2830
Lanes Hourly Volume In Both Directions
2 ****1000 1620 1760
4 ****2020 3320 3470
6 ****3120 5080 5250
8 ****4210 6820 7020
*****3170 5080 5250
Lanes Annual Average Daily Traffic
2 ****12600 20200 22000
4 ****25300 41500 43300
6 ****38900 63500 65600
8 ****52600 85200 87800
*****39600 63500 65600
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ARTPLAN 2012 Conceptual Planning Analysis
Project Information
Analyst Arterial Name Melrose_City
Limits-PAR Study Period Kother
Date Prepared 6/13/2018 3:00:45 PM From Modal Analysis Auto Only
Agency Carlsbad To Palomar
Airport Program ARTPLAN 2012
Area Type Other Urbanized Peak Direction Southbound Version Date 12/12/2012
Arterial Class 1
File Name
T:\Projects\Carlsbad\0343_Traffic Engineering and Design Services\0343.0013_Develop LOS
Tables\Analysis\Carlsbad HCM Tables\Segment Specific Capacity Table\ARTPLAN\Melrose_City Limits-
Palomar.xap
User Notes Melrose/Palomar Airport
Arterial Data
K 0.08 PHF 0.97 Control Type CoordinatedActuated
D 0.54 % Heavy Vehicles 2 Base Sat. Flow Rate 1900
Automobile Intersection Data
Cross Street
Cycle
Length
Thru
g/C
Arr.
Type
INT#
Dir.Lanes
% Left
Turns
% Right
Turns
Left Turn
Lanes
Left Turn
Phasing
# Left Turn
Lanes
LT Storage
Length
Left
g/C
Right Turn
Lanes
Palomar Airport 150 0.41 3 2 11 15 Yes Protected 2 470 0.15 Yes
Automobile Segment Data
Segment #
Length AADT
Hourly
Vol.
SEG#
Dir.Lanes
Posted
Speed
Free Flow
Speed
Median Type On-Street
Parking
Parking
Activity
1 (to Palomar Airport)1300 30000 1296 3 55 60 Restrictive No N/A
Automobile LOS
Segment #
Thru Mvmt
Flow Rate
Adj. Sat.
Flow Rate v/c
Control
Delay
Int. Approach
LOS Queue Ratio
Speed
(mph)
Segment
LOS
1 (to Palomar Airport)989 3334 0.723 39.21 D 0.15 16.49 E
Arterial Length 0.2576 Weighted g/C 0.41 FFS Delay 41.45 Threshold Delay 4.71 Auto Speed 16.49 Auto LOS E
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I
I
l::==I =====:11::======:1:=1 ==11 l::==I =======:1:==1 =====:11
_I II II II II II I_
l:===1 ======:II jBBBBBBBBBBBI
II II BDBBBCII 11=11 II
I II II l[~JDI II IOI I
II II ICJI II II II II I
D D D D D D
* Service Volumes for the specific facility being analyzed, based on # of lanes from the intersection and segment data
screens. ** Cannot be achieved based on input data provided.*** Not applicable for that level of service letter grade. See generalized tables notes for more details.# Under the given conditions, left turn lane storage is highly likely to overflow. The number of directional thru lanes
should be reduced accordingly.
## Facility weighted g/C exceeds normally acceptable upper range (0.5); verify that g/C inputs are correct.
### Intersection capacity (ies) are exceeded for the full hour; an operational level analysis tool is more appropriate for this situation.
Automobile Service Volumes
Note: The maximum normally acceptable directional service volume for LOS E in Florida for this facility type and area type is 1000 veh/h/ln.
A B C D E
Lanes Hourly Volume In Peak Direction
1 ******420 760
2 ******910 1610
3 ******1440 2530
4 ******1960 3440
*******930 1630
Lanes Hourly Volume In Both Directions
2 ******780 1410
4 ******1690 2990
6 ******2670 4690
8 ******3630 6380
*******1730 3020
Lanes Annual Average Daily Traffic
2 ******9800 17600
4 ******21100 37300
6 ******33400 58600
8 ******45400 79700
*******21600 37800
Page 2 of 2
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ARTPLAN 2012 Conceptual Planning Analysis
Project Information
Analyst Arterial Name Melrose_PAR-
Poinsettia Study Period Kother
Date Prepared 6/13/2018 3:00:45 PM From Modal Analysis Auto Only
Agency Carlsbad To Poinsettia Program ARTPLAN 2012
Area Type Other Urbanized Peak Direction Southbound Version Date 12/12/2012
Arterial Class 1
File Name
T:\Projects\Carlsbad\0343_Traffic Engineering and Design Services\0343.0013_Develop LOS Tables\Analysis\Carlsbad HCM Tables\Segment Specific Capacity Table\ARTPLAN\Melrose_Palomar -
Poinsettia.xap
User Notes Melrose/Rancho Bravado Melrose/Poinsettia
Arterial Data
K 0.08 PHF 0.97 Control Type FullyActuated
D 0.54 % Heavy Vehicles 2 Base Sat. Flow Rate 1900
Automobile Intersection Data
Cross Street
Cycle
Length
Thru
g/C
Arr.
Type
INT# Dir.Lanes
% Left Turns
% Right Turns
Left Turn Lanes
Left Turn Phasing
# Left Turn Lanes
LT Storage Length
Left
g/C
Right Turn Lanes
Rancho Bravado 120 0.45 3 3 11 15 Yes Protected 1 235 0.15 No
Poinsettia 120 0.45 3 3 11 15 Yes Protected 1 235 0.15 Yes
Automobile Segment Data
Segment #Length AADT
Hourly
Vol.
SEG
# Dir.Lanes
Posted
Speed
Free
Flow Speed Median Type On-Street
Parking
Parking
Activity
1 (to Rancho
Bravado)2000 30000 1296 3 55 60 Restrictive No N/A
2 (to Poinsettia)1800 30000 1296 3 55 60 Restrictive No N/A
Automobile LOS
Segment #
Thru Mvmt
Flow Rate
Adj. Sat.
Flow Rate v/c
Control
Delay
Int. Approach
LOS Queue Ratio
Speed
(mph)
Segment
LOS
1 (to Rancho Bravado)1189 5419 0.488 23.30 C 0.53 29.22 C
2 (to Poinsettia)989 4875 0.451 22.81 C 0.54 27.97 C
Arterial Length 0.7424 Weighted g/C 0.45 FFS Delay 50.22 Threshold Delay 0.00 Auto Speed 28.61 Auto LOS C
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I
I
1~1==~1~1=~1~1==~1~1 ~1~1===1:~1=~11
_I II II II II II I_
1:=:====:::::::IO□□D□□□□□□DD ll~D□DDDDDDDDD i:=========:11 11 ~C 11 11 11 IC 11 11 11 ll~c=J
I l□□□D□□I I
I IDDDDDDI I
I II II 11 11 II 11 11 I
I II II IDOi II IOI I
II II ICII 11 11 II II I II II ICJI 11 11 II II I
D D D D D D
* Service Volumes for the specific facility being analyzed, based on # of lanes from the intersection and segment data
screens. ** Cannot be achieved based on input data provided.*** Not applicable for that level of service letter grade. See generalized tables notes for more details.# Under the given conditions, left turn lane storage is highly likely to overflow. The number of directional thru lanes
should be reduced accordingly.
## Facility weighted g/C exceeds normally acceptable upper range (0.5); verify that g/C inputs are correct.
### Intersection capacity (ies) are exceeded for the full hour; an operational level analysis tool is more appropriate for this situation.
Automobile Service Volumes
Note: The maximum normally acceptable directional service volume for LOS E in Florida for this facility type and area type is 1000 veh/h/ln.
A B C D E
Lanes Hourly Volume In Peak Direction
1 **150 830 940 ***
2 **320 1760 1920 ***
3 **490 2720 2880 ***
4 **660 3680 3860 ***
***490 2720 2880 ***
Lanes Hourly Volume In Both Directions
2 **280 1540 1750 ***
4 **600 3260 3550 ***
6 **910 5040 5350 ***
8 **1230 6820 7150 ***
***910 5040 5350 ***
Lanes Annual Average Daily Traffic
2 **3500 19300 21900 ***
4 **7500 40800 44400 ***
6 **11400 63000 66900 ***
8 **15300 85200 89400 ***
***11400 63000 66900 ***
Page 2 of 2
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ARTPLAN 2012 Conceptual Planning Analysis
Project Information
Analyst Arterial Name Melrose_Poinsettia-
RSF Study Period Kother
Date Prepared 6/13/2018 3:00:45 PM From Modal Analysis Auto Only
Agency Carlsbad To Rancho Santa Fe Program ARTPLAN 2012
Area Type Other Urbanized Peak Direction Southbound Version Date 12/12/2012
Arterial Class 1
File Name
T:\Projects\Carlsbad\0343_Traffic Engineering and Design Services\0343.0013_Develop LOS Tables\Analysis\Carlsbad HCM Tables\Segment Specific Capacity Table\ARTPLAN\Melrose_Poinsettia-Rancho
Santa Fe.xap
User Notes Melrose/Carillo Melrose/Via Patron Melrose/Alga Melrose/Rancho Santa Fe
Arterial Data
K 0.08 PHF 0.97 Control Type CoordinatedActuated
D 0.54 % Heavy Vehicles 2 Base Sat. Flow Rate 1900
Automobile Intersection Data
Cross Street
Cycle Length Thru g/C Arr.Type
INT
#
Dir.Lanes
%
Left
Turns
%
Right
Turns
Left
Turn
Lanes
Left
Turn
Phasing
# Left
Turn
Lanes
LT
Storage
Length
Left g/C
Right
Turn
Lanes
Carillo 150 0.45 3 3 11 15 Yes Protected 1 235 0.15 No
Via Patron 150 0.45 3 3 0 15 No None N/A N/A N/A No
Alga 150 0.45 3 3 11 15 Yes Protected 1 235 0.15 No
Rancho Santa
Fe 150 0.45 3 2 11 15 Yes Protected 2 470 0.15 Yes
Automobile Segment Data
Segment #Length AADT
HourlyVol.
SEG
# Dir.Lanes
Posted Speed
Free
Flow Speed Median Type On-Street Parking Parking Activity
1 (to Carillo) 1700 30000 1296 3 55 60 Restrictive No N/A
2 (to Via Patron) 1800 30000 1296 3 55 60 Restrictive No N/A
3 (to Alga) 1300 30000 1296 3 55 60 Restrictive No N/A
4 (to Rancho Santa
Fe)2280 30000 1296 3 55 60 Restrictive No N/A
Automobile LOS
Segment #
Thru Mvmt
Flow Rate
Adj. Sat.
Flow Rate v/c
Control
Delay
Int. Approach
LOS Queue Ratio
Speed
(mph)
Segment
LOS
1 (to Carillo)1189 5476 0.483 29.57 C 0.65 23.54 C
2 (to Via Patron)1336 5512 0.539 30.68 C 0.00 23.84 C
3 (to Alga)1189 5476 0.483 29.54 C 0.65 19.92 D
4 (to Rancho Santa Fe)989 3334 0.659 34.25 C 0.15 25.66 C
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1~1==~1~1=~1:1==~1~1=~1~1==~1~1==~11
_I II II II II II I_
IO□□D□□□□□□DD 11~C11 II 1c11 11 II 11=:=]c=J
11~C11 II 1c11 11 II 11=:=Jc=J ll~CII 11 ICII II II ll~CJ DD□I DDDDDDDD
ll~□□D□CII II II 11 11
11 11
DD DD
I ll~CII DI
I 11~1 11 II
I 11~1 11 II
I 11~1 11 II
I 1CJ1 11 II
I I I I I I I I I I I
Arterial Length 1.3864 Weighted g/C 0.45 FFS Delay 132.47 Threshold Delay 0.00 Auto Speed 23.44 Auto LOS C
Page 2 of 3
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LJ LJ LJ LJ LJ LJI
* Service Volumes for the specific facility being analyzed, based on # of lanes from the intersection and segment data
screens. ** Cannot be achieved based on input data provided.*** Not applicable for that level of service letter grade. See generalized tables notes for more details.# Under the given conditions, left turn lane storage is highly likely to overflow. The number of directional thru lanes
should be reduced accordingly.
## Facility weighted g/C exceeds normally acceptable upper range (0.5); verify that g/C inputs are correct.
### Intersection capacity (ies) are exceeded for the full hour; an operational level analysis tool is more appropriate for this situation.
Automobile Service Volumes
Note: The maximum normally acceptable directional service volume for LOS E in Florida for this facility type and area type is 1000 veh/h/ln.
A B C D E
Lanes Hourly Volume In Peak Direction
1 ****460 830 ***
2 ****1020 1700 ***
3 ****1600 2580 ***
4 ****2180 3440 ***
*****1400 2100 ***
Lanes Hourly Volume In Both Directions
2 ****860 1540 ***
4 ****1890 3170 ***
6 ****2970 4770 ***
8 ****4040 6380 ***
*****2600 3880 ***
Lanes Annual Average Daily Traffic
2 ****10700 19300 ***
4 ****23700 39600 ***
6 ****37100 59600 ***
8 ****50500 79700 ***
*****32500 48500 ***
Page 3 of 3
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I I II I I
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ARTPLAN 2012 Conceptual Planning Analysis
Project Information
Analyst Arterial Name
RSF_City
Limits-
Camino
Junipero
Study Period Kother
Date Prepared 6/13/2018 3:00:45 PM From Modal Analysis Auto Only
Agency Carlsbad To Camino
Junipero Program ARTPLAN 2012
Area Type Other Urbanized Peak Direction Southbound Version Date 12/12/2012
Arterial Class 1
File Name
T:\Projects\Carlsbad\0343_Traffic Engineering and Design Services\0343.0013_Develop LOS
Tables\Analysis\Carlsbad HCM Tables\Segment Specific Capacity Table\ARTPLAN\RSF_City Limits-Camino
Junipero.xap
User Notes RSF/San Elijo RSF/Avenida Soledad RSF/Camino Junipero
Arterial Data
K 0.08 PHF 0.97 Control Type CoordinatedActuated
D 0.54 % Heavy Vehicles 2 Base Sat. Flow Rate 1900
Automobile Intersection Data
Cross Street
Cycle Length Thru g/C Arr.Type
INT
#
Dir.Lanes
%
Left
Turns
%
Right
Turns
Left
Turn
Lanes
Left
Turn
Phasing
# Left
Turn
Lanes
LT
Storage
Length
Left g/C
Right
Turn
Lanes
San Elijo 140 0.45 4 3 11 15 Yes Protected 1 235 0.15 Yes
Avenida Soledad 140 0.45 4 3 11 15 Yes Protected 1 235 0.15 Yes
Camino Junipero 140 0.45 4 3 11 15 Yes Protected 1 235 0.15 Yes
Automobile Segment Data
Segment #
Length AADT
Hourly
Vol.
SEG#
Dir.Lanes
Posted
Speed
Free Flow
Speed
Median Type On-Street
Parking
Parking
Activity
1 (to San Elijo)2900 30000 1296 3 55 60 Restrictive No N/A
2 (to Avenida
Soledad)1500 30000 1296 3 55 60 Restrictive No N/A
3 (to Camino
Junipero)3300 30000 1296 3 55 60 Restrictive No N/A
Automobile LOS
Segment #
Thru Mvmt
Flow Rate
Adj. Sat.
Flow Rate v/c
Control
Delay
Int. Approach
LOS Queue Ratio
Speed
(mph)
Segment
LOS
1 (to San Elijo)989 4903 0.448 19.09 B 0.63 37.30 B
2 (to Avenida Soledad)989 4903 0.448 19.09 B 0.63 27.79 C
3 (to Camino Junipero)989 4903 0.448 19.09 B 0.63 39.03 B
Page 1 of 3
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CJ CJ□CII
I
I
l~I =~1~1 =~1~1==~1~1 ~1~1 ==~1~1=~11
_I II II II II II I_
IO□□D□□□□□□DD i:=========:11 11 ~C 11 11 11 IC 11 11 11 ll~c=J
ll~D□DDDDDDDDD i::========:ll~DLII ll~DDDDDDD
ll~□□D□CII
11 II II 11 II 11 11
ll~DDDDCII
11 IDOi IDOi
I IDOi CII
I IC] 11 II
I ICJI 11 II
I ICJI 11 II
Arterial Length 1.4924 Weighted g/C 0.45 FFS Delay 63.59 Threshold Delay 0.00 Auto Speed 35.56 Auto LOS B
Page 2 of 3
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DDDDDDI
* Service Volumes for the specific facility being analyzed, based on # of lanes from the intersection and segment data
screens. ** Cannot be achieved based on input data provided.*** Not applicable for that level of service letter grade. See generalized tables notes for more details.# Under the given conditions, left turn lane storage is highly likely to overflow. The number of directional thru lanes
should be reduced accordingly.
## Facility weighted g/C exceeds normally acceptable upper range (0.5); verify that g/C inputs are correct.
### Intersection capacity (ies) are exceeded for the full hour; an operational level analysis tool is more appropriate for this situation.
Automobile Service Volumes
Note: The maximum normally acceptable directional service volume for LOS E in Florida for this facility type and area type is 1000 veh/h/ln.
A B C D E
Lanes Hourly Volume In Peak Direction
1 **740 1060 ******
2 **1600 2080 ******
3 **2520 3160 ******
4 **3450 4220 ******
***2520 3160 ******
Lanes Hourly Volume In Both Directions
2 **1380 1970 ******
4 **2970 3860 ******
6 **4670 5840 ******
8 **6390 7800 ******
***4670 5840 ******
Lanes Annual Average Daily Traffic
2 **17200 24600 ******
4 **37100 48200 ******
6 **58400 73000 ******
8 **79900 97600 ******
***58400 73000 ******
Page 3 of 3
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ARTPLAN 2012 Conceptual Planning Analysis
Project Information
Analyst Arterial Name
RSF_Camino
Junipero-La
Costa
Study Period Kother
Date Prepared 6/13/2018 3:00:45 PM From Modal Analysis Auto Only
Agency Carlsbad To La Costa Program ARTPLAN 2012
Area Type Other Urbanized Peak Direction Southbound Version Date 12/12/2012
Arterial Class 1
File Name
T:\Projects\Carlsbad\0343_Traffic Engineering and Design Services\0343.0013_Develop LOS
Tables\Analysis\Carlsbad HCM Tables\Segment Specific Capacity Table\ARTPLAN\RSF_Camino Junipero-La
Costa.xap
User Notes RSF/Paseo Lupino RSF/La Costa
Arterial Data
K 0.08 PHF 0.97 Control Type CoordinatedActuated
D 0.54 % Heavy Vehicles 2 Base Sat. Flow Rate 1900
Automobile Intersection Data
Cross Street
Cycle
Length
Thru
g/C
Arr.
Type
INT#
Dir.Lanes
% Left
Turns
% Right
Turns
Left Turn
Lanes
Left Turn
Phasing
# Left Turn
Lanes
LT Storage
Length
Left
g/C
Right Turn
Lanes
Paseo Lupino 140 0.45 4 3 11 15 Yes Protected 2 470 0.15 Yes
La Costa 140 0.42 4 3 11 15 Yes Protected 2 470 0.15 No
Automobile Segment Data
Segment #Length AADT
Hourly
Vol.
SEG
# Dir.Lanes
Posted
Speed
Free
Flow Speed Median Type On-Street
Parking
Parking
Activity
1 (to Paseo
Lupino)2230 30000 1296 3 55 60 Restrictive No N/A
2 (to La Costa)1950 30000 1296 3 55 60 Restrictive No N/A
Automobile LOS
Segment #
Thru Mvmt
Flow Rate
Adj. Sat.
Flow Rate v/c
Control
Delay
Int. Approach
LOS Queue Ratio
Speed
(mph)
Segment
LOS
1 (to Paseo Lupino)989 4903 0.448 19.09 B 0.14 33.61 B
2 (to La Costa)1189 5457 0.519 22.79 C 0.14 29.16 C
Arterial Length 0.8144 Weighted g/C 0.44 FFS Delay 45.95 Threshold Delay 0.00 Auto Speed 31.37 Auto LOS B
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DI
I
II
II
I
I
1~1==~1~1=~1:1==~1~1=~1~1==~1:1~=~11
_I II II II II II I_
II~□□□□□□□□□□□ 1~======:11 11 ~C 11 11 11 IC 11 11 11 ll~CJ
11 ll~CII 11 11 ICII 11 11 ll~c=J
I l□□□D□□I I
I IDDDDDDI I
I II II 11 11 II 11 11 I
I II II IDOi II IOI I
II 11 1c=11 11 11 11 11 I II 11 lc=JI 11 11 11 11 I
D D D D D D
* Service Volumes for the specific facility being analyzed, based on # of lanes from the intersection and segment data
screens. ** Cannot be achieved based on input data provided.*** Not applicable for that level of service letter grade. See generalized tables notes for more details.# Under the given conditions, left turn lane storage is highly likely to overflow. The number of directional thru lanes
should be reduced accordingly.
## Facility weighted g/C exceeds normally acceptable upper range (0.5); verify that g/C inputs are correct.
### Intersection capacity (ies) are exceeded for the full hour; an operational level analysis tool is more appropriate for this situation.
Automobile Service Volumes
Note: The maximum normally acceptable directional service volume for LOS E in Florida for this facility type and area type is 1000 veh/h/ln.
A B C D E
Lanes Hourly Volume In Peak Direction
1 **380 820 880 ***
2 **870 1750 1800 ***
3 **1400 2660 2700 ***
4 **1920 3580 ******
***1400 2660 2700 ***
Lanes Hourly Volume In Both Directions
2 **710 1520 1640 ***
4 **1620 3250 3320 ***
6 **2600 4930 5000 ***
8 **3560 6630 ******
***2600 4930 5000 ***
Lanes Annual Average Daily Traffic
2 **8800 19000 20500 ***
4 **20200 40600 41500 ***
6 **32500 61600 62600 ***
8 **44500 82900 ******
***32500 61600 62600 ***
Page 2 of 2
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I I II I I
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ARTPLAN 2012 Conceptual Planning Analysis
Project Information
Analyst Arterial Name
RSF_La
Costa-Calle
Barcelona
Study Period Kother
Date Prepared 6/13/2018 3:00:45 PM From Modal Analysis Auto Only
Agency Carlsbad To La Costa Program ARTPLAN 2012
Area Type Other Urbanized Peak Direction Northbound Version Date 12/12/2012
Arterial Class 1
File Name
T:\Projects\Carlsbad\0343_Traffic Engineering and Design Services\0343.0013_Develop LOS
Tables\Analysis\Carlsbad HCM Tables\Segment Specific Capacity Table\ARTPLAN\RSF_La Costa-Calle
Barcelona.xap
User Notes RSF/Camino De Los Coches RSF/Calle Barcelona
Arterial Data
K 0.08 PHF 0.97 Control Type CoordinatedActuated
D 0.54 % Heavy Vehicles 2 Base Sat. Flow Rate 1900
Automobile Intersection Data
Cross Street
Cycle
Length
Thru
g/C
Arr.
Type
INT#
Dir.Lanes
% Left
Turns
% Right
Turns
Left Turn
Lanes
Left Turn
Phasing
# Left Turn
Lanes
LT Storage
Length
Left
g/C
Right Turn
Lanes
Camino De Los Coches 140 0.45 4 3 0 15 No None N/A N/A N/A No
La Costa 140 0.42 4 3 11 15 Yes Protected 2 470 0.15 No
Automobile Segment Data
Segment #Length AADT
Hourly
Vol.
SEG# Dir.Lanes
Posted
Speed
Free Flow Speed Median Type On-Street
Parking
Parking
Activity
1 (to Camino De Los Coches)1780 30000 1296 3 50 55 Restrictive No N/A
2 (to La Costa)2080 30000 1296 3 50 55 Restrictive No N/A
Automobile LOS
Segment #
Thru Mvmt
Flow Rate
Adj. Sat.
Flow Rate v/c
Control
Delay
Int. Approach
LOS Queue Ratio
Speed
(mph)
Segment
LOS
1 (to Camino De Los Coches)1336 5309 0.559 20.42 C 0.00 28.07 C
2 (to La Costa)1189 5277 0.537 22.99 C 0.14 28.64 C
Arterial Length 0.7538 Weighted g/C 0.44 FFS Delay 47.79 Threshold Delay 0.00 Auto Speed 28.37 Auto LOS C
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DI
I
II
II
I
I
l~I =~l~I =~l~l==~l~I ~l~l==~l:1~=~11
_I II II II II II I_
1~11~□□□□□□□□□□□ ll~D□DDDDDDDDD
1~======:11 11 ~C 11 11 11 IC 11 11 11 ll~c=J
I ll~□□D□CII I
I IDDDDDDI I
I 11 II 11 11 II 11 11 I
I II II IDOi II IOI I
11 II ICil II 11 11 II I
11 II lc=JI II II II II I
D D D D D D
* Service Volumes for the specific facility being analyzed, based on # of lanes from the intersection and segment data
screens. ** Cannot be achieved based on input data provided.*** Not applicable for that level of service letter grade. See generalized tables notes for more details.# Under the given conditions, left turn lane storage is highly likely to overflow. The number of directional thru lanes
should be reduced accordingly.
## Facility weighted g/C exceeds normally acceptable upper range (0.5); verify that g/C inputs are correct.
### Intersection capacity (ies) are exceeded for the full hour; an operational level analysis tool is more appropriate for this situation.
Automobile Service Volumes
Note: The maximum normally acceptable directional service volume for LOS E in Florida for this facility type and area type is 1000 veh/h/ln.
A B C D E
Lanes Hourly Volume In Peak Direction
1 **120 720 820 ***
2 **280 1570 1660 ***
3 **460 2410 2480 ***
4 **630 3230 3320 ***
***460 2410 2480 ***
Lanes Hourly Volume In Both Directions
2 **230 1340 1510 ***
4 **520 2910 3060 ***
6 **860 4470 4610 ***
8 **1170 5990 6170 ***
***860 4470 4610 ***
Lanes Annual Average Daily Traffic
2 **2800 16700 18900 ***
4 **6500 36400 38300 ***
6 **10700 55800 57700 ***
8 **14600 74800 77100 ***
***10700 55800 57700 ***
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ARTPLAN 2012 Conceptual Planning Analysis
Project Information
Analyst Arterial Name
RSF_Calle
Barcelona-
Olivenhain
Study Period Kother
Date Prepared 6/13/2018 3:00:45 PM From Modal Analysis Auto Only
Agency Carlsbad To Olivenhain Program ARTPLAN 2012
Area Type Other Urbanized Peak Direction Southbound Version Date 12/12/2012
Arterial Class 1
File Name
T:\Projects\Carlsbad\0343_Traffic Engineering and Design Services\0343.0013_Develop LOS
Tables\Analysis\Carlsbad HCM Tables\Segment Specific Capacity Table\ARTPLAN\RSF_Calle Barcelona-
Olivenhain.xap
User Notes RSF/Olivenhain
Arterial Data
K 0.08 PHF 0.97 Control Type CoordinatedActuated
D 0.54 % Heavy Vehicles 2 Base Sat. Flow Rate 1900
Automobile Intersection Data
Cross Street
Cycle
Length
Thru
g/C
Arr.
Type
INT#
Dir.Lanes
% Left
Turns
% Right
Turns
Left Turn
Lanes
Left Turn
Phasing
# Left Turn
Lanes
LT Storage
Length
Left
g/C
Right Turn
Lanes
Olivenhain 140 0.45 4 3 11 15 Yes Protected 2 470 0.15 Yes
Automobile Segment Data
Segment #Length AADT
Hourly
Vol.
SEG# Dir.Lanes
Posted
Speed
Free Flow Speed Median Type On-Street
Parking
Parking
Activity
1 (to Olivenhain) 1800 30000 1296 3 50 55 Restrictive No N/A
Automobile LOS
Segment # Thru Mvmt Flow Rate Adj. Sat. Flow Rate v/c ControlDelay Int. Approach LOS Queue Ratio Speed(mph)SegmentLOS
1 (to Olivenhain)989 4741 0.463 19.29 B 0.14 28.96 C
Arterial
Length 0.3523 Weighted
g/C 0.45 FFS
Delay 21.48 Threshold
Delay 0.00 Auto
Speed 28.96 Auto
LOS C
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DI
I
II
II
I
I
l~I =~l~I =~l~l==~l~I ~l~I ==~1~1=~11
_I II II II II II I_
I II II IDCII II IOI I
II II lc=JI II II II II I
D D D D D D
* Service Volumes for the specific facility being analyzed, based on # of lanes from the intersection and segment data
screens. ** Cannot be achieved based on input data provided.*** Not applicable for that level of service letter grade. See generalized tables notes for more details.# Under the given conditions, left turn lane storage is highly likely to overflow. The number of directional thru lanes
should be reduced accordingly.
## Facility weighted g/C exceeds normally acceptable upper range (0.5); verify that g/C inputs are correct.
### Intersection capacity (ies) are exceeded for the full hour; an operational level analysis tool is more appropriate for this situation.
Automobile Service Volumes
Note: The maximum normally acceptable directional service volume for LOS E in Florida for this facility type and area type is 1000 veh/h/ln.
A B C D E
Lanes Hourly Volume In Peak Direction
1 **140 850 1020 ***
2 **330 1800 2010 ***
3 **540 2810 3040 ***
4 **740 3810 4080 ***
***540 2810 3040 ***
Lanes Hourly Volume In Both Directions
2 **260 1580 1890 ***
4 **620 3340 3730 ***
6 **1000 5210 5650 ***
8 **1380 7060 7550 ***
***1000 5210 5650 ***
Lanes Annual Average Daily Traffic
2 **3300 19700 23700 ***
4 **7700 41700 46600 ***
6 **12600 65100 70600 ***
8 **17200 88200 94300 ***
***12600 65100 70600 ***
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ARTPLAN 2012 Conceptual Planning Analysis
Project Information
Analyst Arterial Name Cannon_Avenida
Encinas-PDN Study Period Kother
Date Prepared 6/13/2018 3:00:45 PM From Modal Analysis Auto Only
Agency Carlsbad To Paseo del Norte Program ARTPLAN 2012
Area Type Other Urbanized Peak Direction Eastbound Version Date 12/12/2012
Arterial Class 2
File Name
T:\Projects\Carlsbad\0343_Traffic Engineering and Design Services\0343.0013_Develop LOS Tables\Analysis\Carlsbad HCM Tables\Segment Specific Capacity Table\ARTPLAN\Cannon_Avenida Encinas-
Paseo del Norte.xap
User Notes Cannon/SB Ramp Cannon/NB Ramp Cannon/PDN
Arterial Data
K 0.08 PHF 0.97 Control Type Pretimed
D 0.54 % Heavy Vehicles 2 Base Sat. Flow Rate 1900
Automobile Intersection Data
Cross Street
Cycle
Length
Thru
g/C
Arr.
Type
INT# Dir.Lanes
% Left Turns
% Right Turns
Left Turn Lanes
Left Turn Phasing
# Left Turn Lanes
LT Storage Length
Left
g/C
Right Turn Lanes
SB Ramp 90 0.45 4 2 0 20 No None N/A N/A N/A Yes
NB Ramp 90 0.45 4 2 20 0 Yes Protected 2 380 0.20 No
Paseo del
Norte 90 0.45 4 2 0 15 No None N/A N/A N/A No
Automobile Segment Data
Segment #
Length AADT
HourlyVol.
SEG
#
Dir.Lanes
Posted Speed
Free
Flow
Speed
Median Type On-Street Parking Parking Activity
1 (to SB Ramp)230 20000 864 2 35 40 Non-Restrictive No N/A
2 (to NB Ramp)570 30000 1296 2 35 40 Non-Restrictive No N/A
3 (to Paseo del
Norte)480 30000 1296 2 35 40 Restrictive No N/A
Automobile LOS
Segment #
Thru Mvmt
Flow Rate
Adj. Sat.
Flow Rate v/c
Control
Delay
Int. Approach
LOS Queue Ratio
Speed
(mph)
Segment
LOS
1 (to SB Ramp)713 2644 0.599 14.66 B 0.00 7.83 F
2 (to NB Ramp)1069 3179 0.642 15.01 B 0.21 14.96 D
3 (to Paseo del Norte)1336 3198 0.928 25.82 C 0.00 9.61 F
Arterial
Length 0.2765 Weighted
g/C 0.45 FFS
Delay 70.44 Threshold
Delay 15.69 Auto
Speed 10.79 Auto
LOS E
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I
I
I
1~1==~1~1=~1~1==~1~1=~1~1===1:~1=~11
_I II II II II II I_
1:=:====:::::::IO□□D□□□□□□DD i:=========:11 11 ~CJ::==1 ====:11 11 IC 11 11 11 ll~c=J
i:=========:11 11 ~C 11 11 11 IC 11 11 11 ll~CJ ll~DLII ll~DDDDDDD
ll~□□D□CII
11 11 II 11 11 11 11
11 II II 11 II 11 11
11 IDOi IDOi
I ll~DI DI
11=11 11 11
11=11 11 11
1CJ1 11 11
D D D D D D
* Service Volumes for the specific facility being analyzed, based on # of lanes from the intersection and segment data
screens. ** Cannot be achieved based on input data provided.*** Not applicable for that level of service letter grade. See generalized tables notes for more details.# Under the given conditions, left turn lane storage is highly likely to overflow. The number of directional thru lanes
should be reduced accordingly.
## Facility weighted g/C exceeds normally acceptable upper range (0.5); verify that g/C inputs are correct.
### Intersection capacity (ies) are exceeded for the full hour; an operational level analysis tool is more appropriate for this situation.
Automobile Service Volumes
Note: The maximum normally acceptable directional service volume for LOS E in Florida for this facility type and area type is 1000 veh/h/ln.
A B C D E
Lanes Hourly Volume In Peak Direction
1 ******300 590
2 ******730 1320
3 ******1200 2060
4 ******1680 2790
*******730 1320
Lanes Hourly Volume In Both Directions
2 ******560 1100
4 ******1360 2450
6 ******2230 3820
8 ******3120 5170
*******1360 2450
Lanes Annual Average Daily Traffic
2 ******7000 13700
4 ******16900 30600
6 ******27800 47700
8 ******38900 64600
*******16900 30600
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ARTPLAN 2012 Conceptual Planning Analysis
Project Information
Analyst Arterial Name Cannon_PDN-
Car Country Study Period Kother
Date Prepared 6/13/2018 3:00:45 PM From Modal Analysis Auto Only
Agency Carlsbad To Car Country Program ARTPLAN 2012
Area Type Other Urbanized Peak Direction Eastbound Version Date 12/12/2012
Arterial Class 1
File Name
T:\Projects\Carlsbad\0343_Traffic Engineering and Design Services\0343.0013_Develop LOS Tables\Analysis\Carlsbad HCM Tables\Segment Specific Capacity Table\ARTPLAN\Cannon_Paseo Del Norte-
Car Country.xap
User Notes Cannon/Car Country
Arterial Data
K 0.08 PHF 0.97 Control Type CoordinatedActuated
D 0.54 % Heavy Vehicles 2 Base Sat. Flow Rate 1900
Automobile Intersection Data
Cross Street
Cycle
Length
Thru
g/C
Arr.
Type
INT# Dir.Lanes
% Left Turns
% Right Turns
Left Turn Lanes
Left Turn Phasing
# Left Turn Lanes
LT Storage Length
Left
g/C
Right Turn Lanes
Car Country 90 0.45 4 2 11 15 Yes Protected 1 235 0.15 No
Automobile Segment Data
Segment #Length AADT
Hourly
Vol.
SEG# Dir.Lanes
Posted
Speed
Free Flow Speed Median Type On-Street
Parking
Parking
Activity
1 (to Car Country) 1250 30000 1296 2 50 55 Restrictive No N/A
Automobile LOS
Segment #
Thru Mvmt
Flow Rate
Adj. Sat.
Flow Rate v/c
Control
Delay
Int. Approach
LOS Queue Ratio
Speed
(mph)
Segment
LOS
1 (to Car Country)1189 3495 0.756 16.38 B 0.39 25.86 C
Arterial
Length 0.2481 Weighted
g/C 0.45 FFS
Delay 19.05 Threshold
Delay 0.00 Auto
Speed 25.86 Auto
LOS C
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I
I
l~I =~11~~1~1==~1~1 ~l~I ==~1~1=~11
_I II II II II II I_
I II II 11~□1 II IOI I
II II ICJI II II II II I
D D D D D D
* Service Volumes for the specific facility being analyzed, based on # of lanes from the intersection and segment data
screens. ** Cannot be achieved based on input data provided.*** Not applicable for that level of service letter grade. See generalized tables notes for more details.# Under the given conditions, left turn lane storage is highly likely to overflow. The number of directional thru lanes
should be reduced accordingly.
## Facility weighted g/C exceeds normally acceptable upper range (0.5); verify that g/C inputs are correct.
### Intersection capacity (ies) are exceeded for the full hour; an operational level analysis tool is more appropriate for this situation.
Automobile Service Volumes
Note: The maximum normally acceptable directional service volume for LOS E in Florida for this facility type and area type is 1000 veh/h/ln.
A B C D E
Lanes Hourly Volume In Peak Direction
1 **150 720 860 ***
2 **390 1630 1770 1800
3 **640 2530 2690 2720
4 **890 3430 3600 ***
***390 1630 1770 1800
Lanes Hourly Volume In Both Directions
2 **280 1340 1600 ***
4 **730 3020 3280 3340
6 **1190 4690 4990 5030
8 **1650 6360 6670 ***
***730 3020 3280 3340
Lanes Annual Average Daily Traffic
2 **3500 16700 20000 ***
4 **9100 37800 41000 41700
6 **14900 58600 62300 62900
8 **20700 79400 83400 ***
***9100 37800 41000 41700
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ARTPLAN 2012 Conceptual Planning Analysis
Project Information
Analyst Arterial Name
Cannon_Car
Country-
Legoland
Study Period Kother
Date Prepared 6/13/2018 3:00:45 PM From Modal Analysis Auto Only
Agency Carlsbad To Legoland Program ARTPLAN 2012
Area Type Other Urbanized Peak Direction Eastbound Version Date 12/12/2012
Arterial Class 1
File Name
T:\Projects\Carlsbad\0343_Traffic Engineering and Design Services\0343.0013_Develop LOS
Tables\Analysis\Carlsbad HCM Tables\Segment Specific Capacity Table\ARTPLAN\Cannon_Car Country-
Legoland.xap
User Notes Cannon/Legoland
Arterial Data
K 0.08 PHF 0.97 Control Type Pretimed
D 0.54 % Heavy Vehicles 2 Base Sat. Flow Rate 1900
Automobile Intersection Data
Cross Street
Cycle
Length
Thru
g/C
Arr.
Type
INT
# Dir.Lanes
%
Left Turns
%
Right Turns
Left
Turn Lanes
Left
Turn Phasing
# Left
Turn Lanes
LT
Storage Length
Left
g/C
Right
Turn Lanes
Legoland 90 0.45 4 2 0 15 No None N/A N/A N/A Yes
Automobile Segment Data
Segment #
Length AADT
HourlyVol.
SEG
#
Dir.Lanes
Posted Speed
Free
Flow
Speed
Median Type On-Street Parking Parking Activity
1 (to Legoland)1800 30000 1296 2 50 55 Restrictive No N/A
Automobile LOS
Segment #
Thru Mvmt
Flow Rate
Adj. Sat.
Flow Rate v/c
Control
Delay
Int. Approach
LOS Queue Ratio
Speed
(mph)
Segment
LOS
1 (to Legoland)1136 3159 0.799 17.33 B 0.00 30.01 C
Arterial
Length 0.3523 Weighted
g/C 0.45 FFS
Delay 19.94 Threshold
Delay 0.00 Auto
Speed 30.01 Auto
LOS C
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DI
I
II
II
I
I
l~l==~l~l=~l~l==~l~I ~l~l===l:~1=~11
_I II II II II II I_
I::===! ======:l~P=====:1HHHH~!I II II II
I II II IDOi II IOI I
II II II II II II II II I
D D D D D D
* Service Volumes for the specific facility being analyzed, based on # of lanes from the intersection and segment data
screens. ** Cannot be achieved based on input data provided.*** Not applicable for that level of service letter grade. See generalized tables notes for more details.# Under the given conditions, left turn lane storage is highly likely to overflow. The number of directional thru lanes
should be reduced accordingly.
## Facility weighted g/C exceeds normally acceptable upper range (0.5); verify that g/C inputs are correct.
### Intersection capacity (ies) are exceeded for the full hour; an operational level analysis tool is more appropriate for this situation.
Automobile Service Volumes
Note: The maximum normally acceptable directional service volume for LOS E in Florida for this facility type and area type is 1000 veh/h/ln.
A B C D E
Lanes Hourly Volume In Peak Direction
1 **510 840 880 ***
2 **1170 1660 1700 ***
3 **1880 2520 2560 ***
4 **2600 3380 3420 ***
***1170 1660 1700 ***
Lanes Hourly Volume In Both Directions
2 **950 1560 1620 ***
4 **2170 3080 3150 ***
6 **3490 4670 4740 ***
8 **4820 6260 6330 ***
***2170 3080 3150 ***
Lanes Annual Average Daily Traffic
2 **11900 19500 20200 ***
4 **27100 38500 39300 ***
6 **43600 58400 59200 ***
8 **60200 78300 79200 ***
***27100 38500 39300 ***
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ARTPLAN 2012 Conceptual Planning Analysis
Project Information
Analyst Arterial Name
Cannon-
Legoland-
Faraday
Study Period Kother
Date Prepared 6/13/2018 3:00:45 PM From Modal Analysis Auto Only
Agency Carlsbad To Faraday Program ARTPLAN 2012
Area Type Other Urbanized Peak Direction Eastbound Version Date 12/12/2012
Arterial Class 1
File Name
T:\Projects\Carlsbad\0343_Traffic Engineering and Design Services\0343.0013_Develop LOS
Tables\Analysis\Carlsbad HCM Tables\Segment Specific Capacity Table\ARTPLAN\Cannon_Legoland-
Faraday.xap
User Notes Cannon/Grand Pacific Cannon/Faraday
Arterial Data
K 0.08 PHF 0.97 Control Type FullyActuated
D 0.54 % Heavy Vehicles 2 Base Sat. Flow Rate 1900
Automobile Intersection Data
Cross Street
Cycle
Length
Thru
g/C
Arr.
Type
INT#
Dir.Lanes
% Left
Turns
% Right
Turns
Left Turn
Lanes
Left Turn
Phasing
# Left Turn
Lanes
LT Storage
Length
Left
g/C
Right Turn
Lanes
Grand Pacific 100 0.44 3 2 11 15 No None N/A N/A N/A Yes
Faraday 100 0.44 3 2 11 15 Yes Protected 1 235 0.15 No
Automobile Segment Data
Segment #Length AADT
Hourly
Vol.
SEG
# Dir.Lanes
Posted
Speed
Free
Flow Speed Median Type On-Street
Parking
Parking
Activity
1 (to Grand
Pacific)1300 30000 1296 2 50 55 Restrictive No N/A
2 (to Faraday)2400 30000 1296 2 50 55 Restrictive No N/A
Automobile LOS
Segment #
Thru Mvmt
Flow Rate
Adj. Sat.
Flow Rate v/c
Control
Delay
Int. Approach
LOS Queue Ratio
Speed
(mph)
Segment
LOS
1 (to Grand Pacific)1136 2540 1.016 40.96 D 0.00 15.53 E
2 (to Faraday)1189 3513 0.769 23.90 C 0.41 29.75 C
Arterial Length 0.7235 Weighted g/C 0.44 FFS Delay 70.24 Threshold Delay 0.00 Auto Speed 22.43 Auto LOS D
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DI
I
II
II
I
I
1~1==~1~1=~1~1==~1~1=~1~1===1:~1=~11
_I II II II II II I_
II~□□□□□□□□□□□ i:=========:11 11 ~C 11 11 11 IC 11 11 11 ll~CJ
11 ll~CII 11 11 ICII 11 11 ll~c=J
I l□□□D□□I I
I IDDDDDDI I
I II II 11 11 II 11 11 I
I II II IDOi II IOI I
II 11 1c=11 11 11 11 11 I II 11 lc=JI 11 11 11 11 I
D D D D D D
* Service Volumes for the specific facility being analyzed, based on # of lanes from the intersection and segment data
screens. ** Cannot be achieved based on input data provided.*** Not applicable for that level of service letter grade. See generalized tables notes for more details.# Under the given conditions, left turn lane storage is highly likely to overflow. The number of directional thru lanes
should be reduced accordingly.
## Facility weighted g/C exceeds normally acceptable upper range (0.5); verify that g/C inputs are correct.
### Intersection capacity (ies) are exceeded for the full hour; an operational level analysis tool is more appropriate for this situation.
Automobile Service Volumes
Note: The maximum normally acceptable directional service volume for LOS E in Florida for this facility type and area type is 1000 veh/h/ln.
A B C D E
Lanes Hourly Volume In Peak Direction
1 **130 640 680 ***
2 **270 1280 1320 ***
3 **420 1940 1980 ***
4 **560 2600 2660 ***
***270 1280 1320 ***
Lanes Hourly Volume In Both Directions
2 **250 1190 1260 ***
4 **500 2380 2440 ***
6 **780 3600 3680 ***
8 **1040 4820 4920 ***
***500 2380 2440 ***
Lanes Annual Average Daily Traffic
2 **3100 14900 15700 ***
4 **6300 29700 30500 ***
6 **9800 45000 46000 ***
8 **13000 60200 61400 ***
***6300 29700 30500 ***
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ARTPLAN 2012 Conceptual Planning Analysis
Project Information
Analyst Arterial Name Cannon_Faraday-
ECR Study Period Kother
Date Prepared 6/13/2018 3:00:45 PM From Modal Analysis Auto Only
Agency Carlsbad To ECR Program ARTPLAN 2012
Area Type Other Urbanized Peak Direction Eastbound Version Date 12/12/2012
Arterial Class 1
File Name T:\Projects\Carlsbad\0343_Traffic Engineering and Design Services\0343.0013_Develop LOS
Tables\Analysis\Carlsbad HCM Tables\Segment Specific Capacity Table\ARTPLAN\Cannon_Faraday-ECR.xap
User Notes Cannon/Hemingway Cannon/Frost Cannon/ECR
Arterial Data
K 0.08 PHF 0.97 Control Type FullyActuated
D 0.54 % Heavy Vehicles 2 Base Sat. Flow Rate 1900
Automobile Intersection Data
Cross Street
Cycle
Length
Thru
g/C
Arr.
Type
INT
# Dir.Lanes
%
Left Turns
%
Right Turns
Left
Turn Lanes
Left
Turn Phasing
# Left
Turn Lanes
LT
Storage Length
Left
g/C
Right
Turn Lanes
Hemingway 100 0.45 3 2 0 15 No None N/A N/A N/A No
Frost 100 0.45 3 2 0 15 No None N/A N/A N/A No
ECR 150 0.45 3 2 11 15 Yes Protected 2 470 0.15 No
Automobile Segment Data
Segment #Length AADT
Hourly
Vol.
SEG# Dir.Lanes
Posted
Speed
Free Flow Speed Median Type On-Street
Parking
Parking
Activity
1 (to Hemingway) 1800 30000 1296 2 50 55 Restrictive No N/A
2 (to Frost) 2100 30000 1296 2 50 55 Restrictive No N/A
3 (to ECR) 1250 30000 1296 2 50 55 Restrictive No N/A
Automobile LOS
Segment # Thru Mvmt Flow Rate Adj. Sat. Flow Rate v/c ControlDelay Int. Approach LOS Queue Ratio Speed(mph)SegmentLOS
1 (to Hemingway)1336 3536 0.840 26.07 C 0.00 24.87 C
2 (to Frost)1336 3536 0.840 26.07 C 0.00 26.90 C
3 (to ECR)1189 3607 0.733 34.51 C 0.15 16.96 E
Arterial
Length 1.0095 Weighted
g/C 0.45 FFS
Delay 94.57 Threshold
Delay 0.00 Auto
Speed 22.94 Auto
LOS D
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I
I
I
1~1==~1~1=~1~1==~1~1=~1~1==~1~1=~11
_I II II II II II I_
1:::::====::::::II ~□□□□□□□□□DD i::::===~1~1 ~II ~CJ:::::=1 ~1~1 ~1:::::::1 ~ICJ:::::::1 =::II~ =~11~=::::::ll~c=J i:========:11 11 ~C 11 11 11 IC 11 11 11 ll~c=J 11 11~c11 11 11 1c11 11 11 ll~CJ
□□□□□[] DI
II II 11 II 11 11 II II II 11 II 11 11 II
11 11 11 11 11 11 11
I IDOi DI
11=11 II 11
11=11 II 11
lc=JI II 11
D D D D D D
* Service Volumes for the specific facility being analyzed, based on # of lanes from the intersection and segment data
screens. ** Cannot be achieved based on input data provided.*** Not applicable for that level of service letter grade. See generalized tables notes for more details.# Under the given conditions, left turn lane storage is highly likely to overflow. The number of directional thru lanes
should be reduced accordingly.
## Facility weighted g/C exceeds normally acceptable upper range (0.5); verify that g/C inputs are correct.
### Intersection capacity (ies) are exceeded for the full hour; an operational level analysis tool is more appropriate for this situation.
Automobile Service Volumes
Note: The maximum normally acceptable directional service volume for LOS E in Florida for this facility type and area type is 1000 veh/h/ln.
A B C D E
Lanes Hourly Volume In Peak Direction
1 ****600 800 ***
2 ****1280 1620 ***
3 ****1990 2440 ***
4 ****2700 3260 ***
*****1280 1620 ***
Lanes Hourly Volume In Both Directions
2 ****1120 1480 ***
4 ****2380 3000 ***
6 ****3690 4510 ***
8 ****5000 6030 ***
*****2380 3000 ***
Lanes Annual Average Daily Traffic
2 ****13900 18500 ***
4 ****29700 37400 ***
6 ****46100 56400 ***
8 ****62600 75400 ***
*****29700 37400 ***
Page 2 of 2
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ARTPLAN 2012 Conceptual Planning Analysis
Project Information
Analyst Arterial Name Cannon_ECR-
College Study Period Kother
Date Prepared 6/13/2018 3:00:45 PM From Modal Analysis Auto Only
Agency Carlsbad To ECR Program ARTPLAN 2012
Area Type Other Urbanized Peak Direction Westbound Version Date 12/12/2012
Arterial Class 1
File Name T:\Projects\Carlsbad\0343_Traffic Engineering and Design Services\0343.0013_Develop LOS
Tables\Analysis\Carlsbad HCM Tables\Segment Specific Capacity Table\ARTPLAN\Cannon_ECR-College.xap
User Notes Cannon/Wind Trail Cannon/Hilltop Cannon/College
Arterial Data
K 0.08 PHF 0.97 Control Type CoordinatedActuated
D 0.54 % Heavy Vehicles 2 Base Sat. Flow Rate 1900
Automobile Intersection Data
Cross Street
Cycle
Length
Thru
g/C
Arr.
Type
INT
# Dir.Lanes
%
Left Turns
%
Right Turns
Left
Turn Lanes
Left
Turn Phasing
# Left
Turn Lanes
LT
Storage Length
Left
g/C
Right
Turn Lanes
Hilltop 130 0.45 3 2 11 15 Yes Protected 1 235 0.15 No
Wind Trail
Way 130 0.45 3 2 11 15 Yes Protected 1 235 0.15 No
ECR 130 0.42 3 2 11 15 Yes Protected 2 470 0.15 No
Automobile Segment Data
Segment #
Length AADT
Hourly
Vol.
SEG#
Dir.Lanes
Posted
Speed
Free Flow
Speed
Median Type On-Street
Parking
Parking
Activity
1 (to Hilltop)1400 30000 1296 2 50 55 Restrictive No N/A
2 (to Wind Trail Way)1370 30000 1296 2 50 55 Restrictive No N/A
3 (to ECR)1170 30000 1296 2 50 55 Restrictive No N/A
Automobile LOS
Segment #
Thru Mvmt
Flow Rate
Adj. Sat.
Flow Rate v/c
Control
Delay
Int. Approach
LOS Queue Ratio
Speed
(mph)
Segment
LOS
1 (to Hilltop)1189 3569 0.740 31.36 C 0.56 19.39 D
2 (to Wind Trail Way)1189 3569 0.740 31.36 C 0.56 19.13 D
3 (to ECR)1189 3569 0.793 35.45 D 0.13 15.93 E
Arterial
Length 0.7803 Weighted
g/C 0.44 FFS
Delay 106.13 Threshold
Delay 0.00 Auto
Speed 18.13 Auto
LOS D
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I
I
1~1==~1~1=~1~1==~1~1=~1~1==~1~1==~11
_I II II II II II I_
II ~□□□□□□□□□DD i:::::===~11 11 ~C 11 11 11 IC 11 11 11 ll~c=J
ll~D□DDDDDDDDD i:====:::::11 11 ~C 11 11 11 IC 11 11 11 ll~c=J
l□□□D□□I
11 II II 11 II 11 11 ll~DDDDCII
II II 11 11 II 11 11
I ll~CII DI
I 11=11 II 11
I 11=11 II 11
I ICJI II II
D D D D D D
* Service Volumes for the specific facility being analyzed, based on # of lanes from the intersection and segment data
screens.
** Cannot be achieved based on input data provided.*** Not applicable for that level of service letter grade. See generalized tables notes for more details.# Under the given conditions, left turn lane storage is highly likely to overflow. The number of directional thru lanes should be reduced accordingly.
## Facility weighted g/C exceeds normally acceptable upper range (0.5); verify that g/C inputs are correct.
### Intersection capacity (ies) are exceeded for the full hour; an operational level analysis tool is more appropriate
for this situation.
Automobile Service Volumes
Note: The maximum normally acceptable directional service volume for LOS E in Florida for this facility type and area
type is 1000 veh/h/ln.
A B C D E
Lanes Hourly Volume In Peak Direction
1 ****120 580 800
2 ****280 1310 1690
3 ****440 2070 2600
4 ****610 2820 3480
*****280 1310 1690
Lanes Hourly Volume In Both Directions
2 ****230 1080 1490
4 ****520 2430 3130
6 ****820 3840 4820
8 ****1130 5230 6440
*****520 2430 3130
Lanes Annual Average Daily Traffic
2 ****2800 13500 18600
4 ****6500 30400 39200
6 ****10200 48000 60200
8 ****14200 65300 80500
*****6500 30400 39200
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I 11 II 11 11
II I
II II I II
II II I II
II II I II
II II I II
II II I II
II II I II
II II I II
II II I II
II I
I
II II I II
II II I II
II I
II II I II
II II I II
ARTPLAN 2012 Conceptual Planning Analysis
Project Information
Analyst Arterial Name Faraday_Van
Allen-ECR Study Period Kother
Date Prepared 6/13/2018 3:00:45 PM From Modal Analysis Auto Only
Agency Carlsbad To ECR Program ARTPLAN 2012
Area Type Other Urbanized Peak Direction Eastbound Version Date 12/12/2012
Arterial Class 1
File Name T:\Projects\Carlsbad\0343_Traffic Engineering and Design Services\0343.0013_Develop LOS
Tables\Analysis\Carlsbad HCM Tables\Segment Specific Capacity Table\ARTPLAN\Faraday_Van Allen-ECR.xap
User Notes Faraday/College Faraday/Rutherford Faraday/Priestly Faraday/ECR
Arterial Data
K 0.08 PHF 0.97 Control Type FullyActuated
D 0.54 % Heavy Vehicles 2 Base Sat. Flow Rate 1900
Automobile Intersection Data
Cross Street
Cycle
Length
Thru
g/C
Arr.
Type
INT
# Dir.Lanes
%
Left Turns
%
Right Turns
Left
Turn Lanes
Left
Turn Phasing
# Left
Turn Lanes
LT
Storage Length
Left
g/C
Right
Turn Lanes
College 120 0.45 4 2 11 15 Yes Protected 1 235 0.15 No
Rutherford 120 0.45 4 2 11 15 Yes Protected 1 235 0.15 No
Priestly 120 0.45 4 2 11 15 Yes Protected 1 235 0.15 No
ECR 150 0.45 3 2 11 15 Yes Protected 1 235 0.15 Yes
Automobile Segment Data
Segment #Length AADT
Hourly
Vol.
SEG
# Dir.Lanes
Posted
Speed
Free
Flow Speed Median Type On-Street
Parking
Parking
Activity
1 (to College)600 30000 1296 2 40 45 Non-Restrictive No N/A
2 (to Rutherford)620 30000 1296 2 40 45 Non-Restrictive No N/A
3 (to Priestly)2600 30000 1296 2 40 45 Non-Restrictive No N/A
4 (to ECR)1000 30000 1296 2 40 45 Non-Restrictive No N/A
Automobile LOS
Segment #
Thru Mvmt
Flow Rate
Adj. Sat.
Flow Rate v/c
Control
Delay
Int. Approach
LOS Queue Ratio
Speed
(mph)
Segment
LOS
1 (to College)1189 3330 0.794 21.19 C 0.52 13.25 F
2 (to Rutherford)1189 3330 0.794 21.19 C 0.52 13.56 F
3 (to Priestly)1189 3330 0.794 21.19 C 0.52 28.32 C
4 (to ECR)989 3024 0.727 34.59 C 0.66 13.66 F
Arterial
Length 0.9583 Weighted
g/C 0.45 FFS
Delay 112.09 Threshold
Delay 0.00 Auto
Speed 18.64 Auto
LOS D
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I
I
1~1==~1~1=~1~1==~1~1=~1~1==~1~1=~11
_I II II II II II I_
II ~□□□□□□□□□DD II ll~CII II II ICII II II ll~c=J
II ll~CII II II ICII II II ll~c=J
II ll~CII II II ICII II II ll~CJ
II lc=JCJI II II ICJI II II lc=Jc=J
□□□□□DI II II II II II II
II II II II II II II II II II II II
II II II II II II
I ll~CII DI
11=11 II I II
11=11 II II
11=11 II II
lc=JI 11 I II
D D D D D D
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* Service Volumes for the specific facility being analyzed, based on # of lanes from the intersection and segment data
screens. ** Cannot be achieved based on input data provided.*** Not applicable for that level of service letter grade. See generalized tables notes for more details.# Under the given conditions, left turn lane storage is highly likely to overflow. The number of directional thru lanes
should be reduced accordingly.
## Facility weighted g/C exceeds normally acceptable upper range (0.5); verify that g/C inputs are correct.
### Intersection capacity (ies) are exceeded for the full hour; an operational level analysis tool is more appropriate for this situation.
Automobile Service Volumes
Note: The maximum normally acceptable directional service volume for LOS E in Florida for this facility type and area type is 1000 veh/h/ln.
A B C D E
Lanes Hourly Volume In Peak Direction
1 ****100 650 810
2 ****220 1400 1680
3 ****340 2170 2540
4 ****460 2940 3410
*****220 1400 1680
Lanes Hourly Volume In Both Directions
2 ****190 1210 1500
4 ****410 2600 3120
6 ****630 4020 4710
8 ****860 5450 6320
*****410 2600 3120
Lanes Annual Average Daily Traffic
2 ****2400 15100 18800
4 ****5100 32500 38900
6 ****7900 50300 58800
8 ****10700 68100 79000
*****5100 32500 38900
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I
ARTPLAN 2012 Conceptual Planning Analysis
Project Information
Analyst Arterial Name Faraday_ECR-
Melrose Study Period Kother
Date Prepared 6/13/2018 3:00:45 PM From Modal Analysis Auto Only
Agency Carlsbad To Melrose Program ARTPLAN 2012
Area Type Other Urbanized Peak Direction Eastbound Version Date 12/12/2012
Arterial Class 1
File Name T:\Projects\Carlsbad\0343_Traffic Engineering and Design Services\0343.0013_Develop LOS
Tables\Analysis\Carlsbad HCM Tables\Segment Specific Capacity Table\ARTPLAN\Faraday_ECR-Melrose.xap
User Notes Faraday/Orion Faraday/El Fuerte Faraday/Whiptail Loop W Faraday/Whiptail Loop E Faraday/Melrose
Arterial Data
K 0.08 PHF 0.97 Control Type FullyActuated
D 0.54 % Heavy Vehicles 2 Base Sat. Flow Rate 1900
Automobile Intersection Data
Cross Street
Cycle Length Thru g/C Arr.Type
INT
#
Dir.Lanes
%
Left
Turns
%
Right
Turns
Left
Turn
Lanes
Left
Turn
Phasing
# Left
Turn
Lanes
LT
Storage
Length
Left g/C
Right
Turn
Lanes
Orion 120 0.45 3 2 11 15 Yes Protected 1 235 0.15 No
El Fuerte 120 0.45 3 2 0 15 No None N/A N/A N/A No
Whiptail W 120 0.45 3 2 11 15 Yes Protected 1 235 0.15 No
Whiptail E 120 0.45 3 2 11 15 Yes Protected 1 235 0.15 No
Melrose 150 0.45 3 2 11 15 Yes Protected 2 470 0.15 No
Automobile Segment Data
Segment #Length AADT
Hourly
Vol.
SEG# Dir.Lanes
Posted
Speed
Free Flow Speed Median Type On-Street
Parking
Parking
Activity
1 (to Orion)1770 30000 1296 2 50 55 Non-Restrictive No N/A
2 (to El Fuerte)3100 30000 1296 2 50 55 Non-Restrictive No N/A
3 (to Whiptail W) 1200 30000 1296 2 50 55 Non-Restrictive No N/A
4 (to Whiptail E) 1700 30000 1296 2 50 55 Non-Restrictive No N/A
5 (to Melrose)1600 30000 1296 2 50 55 Non-Restrictive No N/A
Automobile LOS
Segment #
Thru Mvmt
Flow Rate
Adj. Sat.
Flow Rate v/c
Control
Delay
Int. Approach
LOS Queue Ratio
Speed
(mph)
Segment
LOS
1 (to Orion)1189 3550 0.744 28.30 C 0.52 23.61 C
2 (to El Fuerte)1336 3578 0.830 31.11 C 0.00 29.72 C
3 (to Whiptail W)1189 3550 0.744 28.07 C 0.51 18.83 D
4 (to Whiptail E)1189 3550 0.744 28.30 C 0.52 23.08 C
5 (to Melrose)1189 3607 0.733 34.74 C 0.15 19.79 D
Page 1 of 3
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I
I
1~1==~1~1=~1~1==~1~1=~1~1===1:~1=~11
_I 11 11 11 11 11 I_
IO□□D□□□□□□DD ll~CII ICII ll~c=J
ll~CII ICII ll~c=J
ll~CII ICII ll~c=J
ll~CII ICII ll~CJ lc=JCJI ICJI lc=Jc=J
□□□□□DI
ll~CII DI
11=11
11=11 11=11
11=11 lc=JI
Arterial Length 1.8314 Weighted g/C 0.45 FFS Delay 164.00 Threshold Delay 0.00 Auto Speed 23.53 Auto LOS C
Page 2 of 3
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DDDDDDI
* Service Volumes for the specific facility being analyzed, based on # of lanes from the intersection and segment data
screens. ** Cannot be achieved based on input data provided.*** Not applicable for that level of service letter grade. See generalized tables notes for more details.# Under the given conditions, left turn lane storage is highly likely to overflow. The number of directional thru lanes
should be reduced accordingly.
## Facility weighted g/C exceeds normally acceptable upper range (0.5); verify that g/C inputs are correct.
### Intersection capacity (ies) are exceeded for the full hour; an operational level analysis tool is more appropriate for this situation.
Automobile Service Volumes
Note: The maximum normally acceptable directional service volume for LOS E in Florida for this facility type and area type is 1000 veh/h/ln.
A B C D E
Lanes Hourly Volume In Peak Direction
1 ****640 800 ***
2 ****1370 1640 ***
3 ****2120 2480 ***
4 ****2880 3320 ***
*****1370 1640 ***
Lanes Hourly Volume In Both Directions
2 ****1190 1500 ***
4 ****2540 3050 ***
6 ****3930 4590 ***
8 ****5340 6130 ***
*****2540 3050 ***
Lanes Annual Average Daily Traffic
2 ****14900 18800 ***
4 ****31800 38100 ***
6 ****49100 57400 ***
8 ****66700 76700 ***
*****31800 38100 ***
Page 3 of 3
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I I II I I
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II I
I
I
ARTPLAN 2012 Conceptual Planning Analysis
Project Information
Analyst Arterial Name
PAR_Carlsbad-
Avenida
Encinas
Study Period Kother
Date Prepared 6/13/2018 3:00:45 PM From Modal Analysis Auto Only
Agency Carlsbad To Avenida
Encinas Program ARTPLAN 2012
Area Type Other Urbanized Peak Direction Eastbound Version Date 12/12/2012
Arterial Class 2
File Name
T:\Projects\Carlsbad\0343_Traffic Engineering and Design Services\0343.0013_Develop LOS
Tables\Analysis\Carlsbad HCM Tables\Segment Specific Capacity Table\ARTPLAN\Palomar_Carlsbad-Avenida
Encinas.xap
User Notes Palomar Airport/Avenida Encinas
Arterial Data
K 0.08 PHF 0.97 Control Type FullyActuated
D 0.54 % Heavy Vehicles 2 Base Sat. Flow Rate 1900
Automobile Intersection Data
Cross Street
Cycle Length Thru g/C Arr.Type
INT
#
Dir.Lanes
%
Left
Turns
%
Right
Turns
Left
Turn
Lanes
Left
Turn
Phasing
# Left
Turn
Lanes
LT
Storage
Length
Left g/C
Right
Turn
Lanes
Avenida
Encinas 120 0.43 3 1 11 15 Yes Protected 1 235 0.15 No
Automobile Segment Data
Segment #
Length AADT
HourlyVol.
SEG
#
Dir.Lanes
Posted Speed
Free
Flow
Speed
Median Type On-Street Parking Parking Activity
1 (to Avenida
Encinas)2250 20000 864 1 35 40 Non-Restrictive No N/A
Automobile LOS
Segment #
Thru Mvmt
Flow Rate
Adj. Sat.
Flow Rate v/c
Control
Delay
Int. Approach
LOS Queue Ratio
Speed
(mph)
Segment
LOS
1 (to Avenida Encinas)793 1612 1.033 55.26 E 0.32 16.02 D
Arterial Length 0.4375 Weighted g/C 0.43 FFS Delay 59.96 Threshold Delay 0.00 Auto Speed ###Auto LOS ###
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DI
I
I
l::==I ======:11::::=======:l::l==II 11::::====:::::l:::::=I =II
_I II II II II II I_
II ll~B8Rggggggrn1
II 11 ~□□□□[] II II 11
I ll~DDDDCII II II I
I II II IDOi II IOI I
11 II ICJI II II II II I
D D D D D D
* Service Volumes for the specific facility being analyzed, based on # of lanes from the intersection and segment data
screens. ** Cannot be achieved based on input data provided.*** Not applicable for that level of service letter grade. See generalized tables notes for more details.# Under the given conditions, left turn lane storage is highly likely to overflow. The number of directional thru lanes
should be reduced accordingly.
## Facility weighted g/C exceeds normally acceptable upper range (0.5); verify that g/C inputs are correct.
### Intersection capacity (ies) are exceeded for the full hour; an operational level analysis tool is more appropriate for this situation.
Automobile Service Volumes
Note: The maximum normally acceptable directional service volume for LOS E in Florida for this facility type and area type is 1000 veh/h/ln.
A B C D E
Lanes Hourly Volume In Peak Direction
1 **520 760 ******
2 **1110 1570 ******
3 **1720 2380 ******
4 **2330 3180 ******
***520 760 ******
Lanes Hourly Volume In Both Directions
2 **970 1410 ******
4 **2060 2910 ******
6 **3190 4430 ******
8 **4320 5890 ******
***970 1410 ******
Lanes Annual Average Daily Traffic
2 **12100 17600 ******
4 **25700 36400 ******
6 **39900 55300 ******
8 **54000 73700 ******
***12100 17600 ******
Page 2 of 2
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I I II I I
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ARTPLAN 2012 Conceptual Planning Analysis
Project Information
Analyst Arterial Name
PAR_Avenida
Encinas-PDN
(EB)
Study Period Kother
Date Prepared 6/13/2018 3:00:45 PM From Modal Analysis Auto Only
Agency Carlsbad To Paseo del
Norte Program ARTPLAN 2012
Area Type Other Urbanized Peak Direction Eastbound Version Date 12/12/2012
Arterial Class 2
File Name
T:\Projects\Carlsbad\0343_Traffic Engineering and Design Services\0343.0013_Develop LOS
Tables\Analysis\Carlsbad HCM Tables\Segment Specific Capacity Table\ARTPLAN\Palomar_Avenida Encinas-
Paseo del Norte (EB).xap
User Notes Palomar Airport/SB Ramp Palomar/NB Ramp Palomar/PDN
Arterial Data
K 0.08 PHF 0.97 Control Type Pretimed
D 0.54 % Heavy Vehicles 2 Base Sat. Flow Rate 1900
Automobile Intersection Data
Cross Street
Cycle Length Thru g/C Arr.Type
INT
#
Dir.Lanes
%
Left
Turns
%
Right
Turns
Left
Turn
Lanes
Left
Turn
Phasing
# Left
Turn
Lanes
LT
Storage
Length
Left g/C
Right
Turn
Lanes
SB Ramp 150 0.45 2 3 0 15 No None N/A N/A N/A No
NB Ramp 150 0.45 2 3 11 15 Yes Protected 1 235 0.15 No
Paseo del
Norte 150 0.45 2 3 11 15 Yes Protected 2 470 0.15 No
Automobile Segment Data
Segment #Length AADT
Hourly
Vol.
SEG
# Dir.Lanes
Posted
Speed
Free
Flow Speed Median Type On-Street
Parking
Parking
Activity
1 (to SB Ramp)350 20000 864 3 35 40 Restrictive No N/A
2 (to NB Ramp)900 30000 1296 3 35 40 Restrictive No N/A
3 (to Paseo del Norte)550 30000 1296 3 35 40 Restrictive No N/A
Automobile LOS
Segment # Thru Mvmt Flow Rate Adj. Sat. Flow Rate v/c ControlDelay Int. Approach LOS Queue Ratio Speed(mph)SegmentLOS
1 (to SB Ramp)891 4756 0.416 37.28 D 0.00 5.79 F
2 (to NB Ramp)1189 4818 0.548 40.64 D 0.71 11.06 E
3 (to Paseo del Norte)1189 4818 0.548 40.54 D 0.16 7.73 F
Arterial Length 0.3750 Weighted g/C 0.45 FFS Delay 130.59 Threshold Delay 57.42 Auto Speed 8.37 Auto LOS F
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DI
I
I
1~1==~1~1=~1~1==~1~1=~1~1===1:~1=~11
_I II II II II II I_
1:::::====::::::IO□□D□□□□□□DD i:::::========:11 11 ~CJ~I ~11 11 IC 11 11 11 11=:=Jc=J i:::::========:11 11 ~C 11 11 11 IC 11 11 11 11=:=Jc=J 11~□c11 ll~DDDDDDD
11~□□□□[]1 DI
11 II II 11 II 11 11 II
11 II II 11 II 11 11 II
IDDDDDDI II
I l[~JDI DI
I 11=11 11 11
I 11=11 11 11
I 1CJ1 11 11
D D D D D D
Page 2 of 3
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* Service Volumes for the specific facility being analyzed, based on # of lanes from the intersection and segment data
screens. ** Cannot be achieved based on input data provided.*** Not applicable for that level of service letter grade. See generalized tables notes for more details.# Under the given conditions, left turn lane storage is highly likely to overflow. The number of directional thru lanes
should be reduced accordingly.
## Facility weighted g/C exceeds normally acceptable upper range (0.5); verify that g/C inputs are correct.
### Intersection capacity (ies) are exceeded for the full hour; an operational level analysis tool is more appropriate for this situation.
Automobile Service Volumes
Note: The maximum normally acceptable directional service volume for LOS E in Florida for this facility type and area type is 1000 veh/h/ln.
A B C D E
Lanes Hourly Volume In Peak Direction
1 ********70
2 ********160
3 ********250
4 ********340
*********250
Lanes Hourly Volume In Both Directions
2 ********130
4 ********300
6 ********470
8 ********630
*********470
Lanes Annual Average Daily Traffic
2 ********1700
4 ********3800
6 ********5800
8 ********7900
*********5800
Page 3 of 3
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I I II I I
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ARTPLAN 2012 Conceptual Planning Analysis
Project Information
Analyst Arterial Name
PAR_Avenida
Encinas-PDN
(WB)
Study Period Kother
Date Prepared 6/13/2018 3:00:45 PM From Modal Analysis Auto Only
Agency Carlsbad To Avenida
Encinas Program ARTPLAN 2012
Area Type Other Urbanized Peak Direction Westbound Version Date 12/12/2012
Arterial Class 2
File Name
T:\Projects\Carlsbad\0343_Traffic Engineering and Design Services\0343.0013_Develop LOS
Tables\Analysis\Carlsbad HCM Tables\Segment Specific Capacity Table\ARTPLAN\Palomar_Avenida Encinas-
Paseo del Norte (WB).xap
User Notes Palomar Airport/NB Ramp Palomar/SB Ramp Palomar/Avenida Encinas
Arterial Data
K 0.08 PHF 0.97 Control Type CoordinatedActuated
D 0.54 % Heavy Vehicles 2 Base Sat. Flow Rate 1900
Automobile Intersection Data
Cross Street
Cycle Length Thru g/C Arr.Type
INT
#
Dir.Lanes
%
Left
Turns
%
Right
Turns
Left
Turn
Lanes
Left
Turn
Phasing
# Left
Turn
Lanes
LT
Storage
Length
Left g/C
Right
Turn
Lanes
NB Ramp 150 0.45 3 3 0 15 No None N/A N/A N/A Yes
SB Ramp 150 0.45 3 2 0 15 No None N/A N/A N/A Yes
Avenida
Encinas 120 0.44 3 1 11 15 Yes Protected 1 235 0.15 Yes
Automobile Segment Data
Segment #Length AADT
Hourly
Vol.
SEG
# Dir.Lanes
Posted
Speed
Free
Flow Speed Median Type On-Street
Parking
Parking
Activity
1 (to NB Ramp)550 20000 864 3 35 40 Non-Restrictive No N/A
2 (to SB Ramp)900 30000 1296 2 35 40 Non-Restrictive No N/A
3 (to Avenida Encinas)350 30000 1296 1 35 40 Non-Restrictive No N/A
Automobile LOS
Segment # Thru Mvmt Flow Rate Adj. Sat. Flow Rate v/c ControlDelay Int. Approach LOS Queue Ratio Speed(mph)SegmentLOS
1 (to NB Ramp)757 4283 0.393 28.12 C 0.00 10.07 E
2 (to SB Ramp)1136 2962 0.852 43.34 D 0.00 10.52 E
3 (to Avenida Encinas)989 1551 1.374 219.97 F 0.52 1.21 F
Arterial Length 0.3750 Weighted g/C 0.45 FFS Delay 304.42 Threshold Delay 231.26 Auto Speed ###Auto LOS ###
Page 1 of 3
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DI
I
I
1~1==~1~1=~1:1==~1~1=~1~1==~1:1~=~11
_I II II II II II I_
1:::::====::::::IO□□D□□□□□□DD
1~======:11 11 ~CJ~I ~11 11 IC 11 11 11 11=:=Jc=J
1~======:11 11 ~C 11 11 11 IC 11 11 11 11=:=Jc=J 11~□c11 ll~DDDDDDD
11~□□□□[]1 DI
11 II II 11 II 11 11 II 11 II II 11 II 11 11 II
IDDDDDDI II
I IDOi DI
I 1c11 11 II
I 1c11 11 II
I 1CJ1 11 II
D D D D D D
Page 2 of 3
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* Service Volumes for the specific facility being analyzed, based on # of lanes from the intersection and segment data
screens. ** Cannot be achieved based on input data provided.*** Not applicable for that level of service letter grade. See generalized tables notes for more details.# Under the given conditions, left turn lane storage is highly likely to overflow. The number of directional thru lanes
should be reduced accordingly.
## Facility weighted g/C exceeds normally acceptable upper range (0.5); verify that g/C inputs are correct.
### Intersection capacity (ies) are exceeded for the full hour; an operational level analysis tool is more appropriate for this situation.
Automobile Service Volumes
Note: The maximum normally acceptable directional service volume for LOS E in Florida for this facility type and area type is 1000 veh/h/ln.
A B C D E
Lanes Hourly Volume In Peak Direction
1 ********410
2 ********900
3 ********1420
4 ********1950
*********650
Lanes Hourly Volume In Both Directions
2 ********760
4 ********1670
6 ********2630
8 ********3620
*********1210
Lanes Annual Average Daily Traffic
2 ********9500
4 ********20900
6 ********32900
8 ********45200
*********15100
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ARTPLAN 2012 Conceptual Planning Analysis
Project Information
Analyst Arterial Name PAR_PDN-
Armada (EB)Study Period Kother
Date Prepared 6/13/2018 3:00:45 PM From Modal Analysis Auto Only
Agency Carlsbad To Armada Program ARTPLAN 2012
Area Type Other Urbanized Peak Direction Eastbound Version Date 12/12/2012
Arterial Class 1
File Name
T:\Projects\Carlsbad\0343_Traffic Engineering and Design Services\0343.0013_Develop LOS Tables\Analysis\Carlsbad HCM Tables\Segment Specific Capacity Table\ARTPLAN\Palomar_Paseo Del Norte-
Armada (EB).xap
User Notes Palomar Airport/Armada
Arterial Data
K 0.08 PHF 0.97 Control Type CoordinatedActuated
D 0.54 % Heavy Vehicles 2 Base Sat. Flow Rate 1900
Automobile Intersection Data
Cross Street
Cycle
Length
Thru
g/C
Arr.
Type
INT# Dir.Lanes
% Left Turns
% Right Turns
Left Turn Lanes
Left Turn Phasing
# Left Turn Lanes
LT Storage Length
Left
g/C
Right Turn Lanes
Armada 150 0.42 4 3 11 15 Yes Protected 2 470 0.15 Yes
Automobile Segment Data
Segment #Length AADT
Hourly
Vol.
SEG# Dir.Lanes
Posted
Speed
Free Flow Speed Median Type On-Street
Parking
Parking
Activity
1 (to Armada) 1700 30000 1296 3 45 50 Restrictive No N/A
Automobile LOS
Segment #
Thru Mvmt
Flow Rate
Adj. Sat.
Flow Rate v/c
Control
Delay
Int. Approach
LOS Queue Ratio
Speed
(mph)
Segment
LOS
1 (to Armada)989 4603 0.511 24.34 C 0.15 24.05 C
Arterial
Length 0.3333 Weighted
g/C 0.42 FFS
Delay 26.72 Threshold
Delay 0.00 Auto
Speed 24.05 Auto
LOS C
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I
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l~I =~11~~1~1==~1~1 ~1~1==~1:1~=~11
_I II II II II II I_
I II II IDOi II IOI I
I II II II II II II II II I
D D D D D D
* Service Volumes for the specific facility being analyzed, based on # of lanes from the intersection and segment data
screens. ** Cannot be achieved based on input data provided.*** Not applicable for that level of service letter grade. See generalized tables notes for more details.# Under the given conditions, left turn lane storage is highly likely to overflow. The number of directional thru lanes
should be reduced accordingly.
## Facility weighted g/C exceeds normally acceptable upper range (0.5); verify that g/C inputs are correct.
### Intersection capacity (ies) are exceeded for the full hour; an operational level analysis tool is more appropriate for this situation.
Automobile Service Volumes
Note: The maximum normally acceptable directional service volume for LOS E in Florida for this facility type and area type is 1000 veh/h/ln.
A B C D E
Lanes Hourly Volume In Peak Direction
1 ****460 860 940
2 ****1030 1750 1820
3 ****1640 2660 2740
4 ****2250 3570 3680
*****1640 2660 2740
Lanes Hourly Volume In Both Directions
2 ****860 1600 1740
4 ****1910 3250 3370
6 ****3040 4930 5090
8 ****4170 6620 6800
*****3040 4930 5090
Lanes Annual Average Daily Traffic
2 ****10700 20000 21700
4 ****23900 40600 42200
6 ****38000 61600 63600
8 ****52100 82700 85000
*****38000 61600 63600
Page 2 of 2
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ARTPLAN 2012 Conceptual Planning Analysis
Project Information
Analyst Arterial Name PAR_PDN-
Armada (WB)Study Period Kother
Date Prepared 6/13/2018 3:00:45 PM From Modal Analysis Auto Only
Agency Carlsbad To Paseo Del
Norte Program ARTPLAN 2012
Area Type Other Urbanized Peak Direction Westbound Version Date 12/12/2012
Arterial Class 1
File Name
T:\Projects\Carlsbad\0343_Traffic Engineering and Design Services\0343.0013_Develop LOS
Tables\Analysis\Carlsbad HCM Tables\Segment Specific Capacity Table\ARTPLAN\Palomar_Paseo Del Norte-
Armada (WB).xap
User Notes Palomar Airport/Paseo Del Norte
Arterial Data
K 0.08 PHF 0.97 Control Type CoordinatedActuated
D 0.54 % Heavy Vehicles 2 Base Sat. Flow Rate 1900
Automobile Intersection Data
Cross Street
Cycle
Length
Thru
g/C
Arr.
Type
INT#
Dir.Lanes
% Left
Turns
% Right
Turns
Left Turn
Lanes
Left Turn
Phasing
# Left Turn
Lanes
LT Storage
Length
Left
g/C
Right Turn
Lanes
Paseo Del Norte 150 0.42 4 4 11 15 Yes Protected 2 470 0.15 Yes
Automobile Segment Data
Segment #
Length AADT
Hourly
Vol.
SEG#
Dir.Lanes
Posted
Speed
Free Flow
Speed
Median Type On-Street
Parking
Parking
Activity
1 (to Paseo Del Norte)1700 30000 1296 4 45 50 Restrictive No N/A
Automobile LOS
Segment #
Thru Mvmt
Flow Rate
Adj. Sat.
Flow Rate v/c
Control
Delay
Int. Approach
LOS Queue Ratio
Speed
(mph)
Segment
LOS
1 (to Paseo Del Norte)989 6087 0.387 22.57 C 0.16 25.02 C
Arterial Length 0.3333 Weighted g/C 0.42 FFS Delay 24.77 Threshold Delay 0.00 Auto Speed 25.02 Auto LOS C
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I
I
l::==I =====:11::======:1:=1 ==11 l::==I =======:1:==1 =====:11
_I II II II II II I_
l:===1 ======:II jBBBBBBBBBBBI
II II BDBBBCII 11=11 II
I II II IDOi II IOI I
II II ICJI II II II II I
D D D D D D
* Service Volumes for the specific facility being analyzed, based on # of lanes from the intersection and segment data
screens. ** Cannot be achieved based on input data provided.*** Not applicable for that level of service letter grade. See generalized tables notes for more details.# Under the given conditions, left turn lane storage is highly likely to overflow. The number of directional thru lanes
should be reduced accordingly.
## Facility weighted g/C exceeds normally acceptable upper range (0.5); verify that g/C inputs are correct.
### Intersection capacity (ies) are exceeded for the full hour; an operational level analysis tool is more appropriate for this situation.
Automobile Service Volumes
Note: The maximum normally acceptable directional service volume for LOS E in Florida for this facility type and area type is 1000 veh/h/ln.
A B C D E
Lanes Hourly Volume In Peak Direction
1 ****460 860 940
2 ****1030 1750 1820
3 ****1640 2660 2740
4 ****2250 3570 3680
*****2250 3570 3680
Lanes Hourly Volume In Both Directions
2 ****860 1600 1740
4 ****1910 3250 3370
6 ****3040 4930 5090
8 ****4170 6620 6800
*****4170 6620 6800
Lanes Annual Average Daily Traffic
2 ****10700 20000 21700
4 ****23900 40600 42200
6 ****38000 61600 63600
8 ****52100 82700 85000
*****52100 82700 85000
Page 2 of 2
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ARTPLAN 2012 Conceptual Planning Analysis
Project Information
Analyst Arterial Name PAR-Armada-
Aviara Study Period Kother
Date Prepared 6/13/2018 3:00:45 PM From Modal Analysis Auto Only
Agency Carlsbad To Aviara Program ARTPLAN 2012
Area Type Other Urbanized Peak Direction Eastbound Version Date 12/12/2012
Arterial Class 1
File Name T:\Projects\Carlsbad\0343_Traffic Engineering and Design Services\0343.0013_Develop LOS
Tables\Analysis\Carlsbad HCM Tables\Segment Specific Capacity Table\ARTPLAN\Palomar_Armada-Aviara.xap
User Notes Palomar Airport/Hidden Valley Palomar Airport/Aviara
Arterial Data
K 0.08 PHF 0.97 Control Type CoordinatedActuated
D 0.54 % Heavy Vehicles 2 Base Sat. Flow Rate 1900
Automobile Intersection Data
Cross Street
Cycle
Length
Thru
g/C
Arr.
Type
INT
# Dir.Lanes
%
Left Turns
%
Right Turns
Left
Turn Lanes
Left
Turn Phasing
# Left
Turn Lanes
LT
Storage Length
Left
g/C
Right
Turn Lanes
Hidden Valley 150 0.45 4 3 11 15 Yes Protected 1 235 0.15 Yes
Aviara 150 0.42 4 3 11 15 Yes Protected 2 470 0.15 Yes
Automobile Segment Data
Segment #
Length AADT
HourlyVol.
SEG
#
Dir.Lanes
Posted Speed
Free
Flow
Speed
Median Type On-Street Parking Parking Activity
1 (to Hidden
Valley)2400 30000 1296 3 55 60 Restrictive No N/A
2 (to Aviara)1400 30000 1296 3 55 60 Restrictive No N/A
Automobile LOS
Segment # Thru Mvmt Flow Rate Adj. Sat. Flow Rate v/c ControlDelay Int. Approach LOS Queue Ratio Speed(mph)SegmentLOS
1 (to Hidden Valley)989 4917 0.447 20.39 C 0.67 33.75 B
2 (to Aviara)989 4917 0.479 23.85 C 0.15 23.73 C
Arterial
Length 0.7424 Weighted
g/C 0.44 FFS
Delay 48.46 Threshold
Delay 0.00 Auto
Speed 29.16 Auto
LOS C
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I
I
1~1==~1~1=~1~1==~1~1=~1~1==~1~1==~11
_I II II II II II I_
II ~□□□□□□□□□DD i:::::===~11 11 ~C 11 11 11 IC 11 11 11 ll~c=J
11 ll~CII 11 11 ICII 11 11 ll~c=J
I l□□□D□□I I
I II ll~CII IDOi I
I 11 II 11 11 II 11 11 I
I II II IDCII II IOI I
11 II ICJI II II II II I II 11 lc=JI 11 11 11 11 I
D D D D D D
* Service Volumes for the specific facility being analyzed, based on # of lanes from the intersection and segment data
screens. ** Cannot be achieved based on input data provided.*** Not applicable for that level of service letter grade. See generalized tables notes for more details.# Under the given conditions, left turn lane storage is highly likely to overflow. The number of directional thru lanes
should be reduced accordingly.
## Facility weighted g/C exceeds normally acceptable upper range (0.5); verify that g/C inputs are correct.
### Intersection capacity (ies) are exceeded for the full hour; an operational level analysis tool is more appropriate for this situation.
Automobile Service Volumes
Note: The maximum normally acceptable directional service volume for LOS E in Florida for this facility type and area type is 1000 veh/h/ln.
A B C D E
Lanes Hourly Volume In Peak Direction
1 **180 840 1000 ***
2 **400 1780 1960 ***
3 **650 2760 2940 ***
4 **890 3740 3940 ***
***650 2760 2940 ***
Lanes Hourly Volume In Both Directions
2 **340 1560 1860 ***
4 **750 3300 3620 ***
6 **1210 5120 5450 ***
8 **1650 6930 7280 ***
***1210 5120 5450 ***
Lanes Annual Average Daily Traffic
2 **4200 19500 23200 ***
4 **9300 41300 45200 ***
6 **15100 63900 68100 ***
8 **20700 86600 91000 ***
***15100 63900 68100 ***
Page 2 of 2
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I I II I I
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ARTPLAN 2012 Conceptual Planning Analysis
Project Information
Analyst Arterial Name
PAR_Aviara-
Camino Vida
Roble
Study Period Kother
Date Prepared 6/13/2018 3:00:45 PM From Modal Analysis Auto Only
Agency Carlsbad To Camino Vida
Roble Program ARTPLAN 2012
Area Type Other Urbanized Peak Direction Eastbound Version Date 12/12/2012
Arterial Class 1
File Name
T:\Projects\Carlsbad\0343_Traffic Engineering and Design Services\0343.0013_Develop LOS
Tables\Analysis\Carlsbad HCM Tables\Segment Specific Capacity Table\ARTPLAN\Palomar_Aviara-Camino
Vida Roble.xap
User Notes Palomar/Palomar Oaks Palomar/Camino Vida Roble
Arterial Data
K 0.08 PHF 0.97 Control Type CoordinatedActuated
D 0.54 % Heavy Vehicles 2 Base Sat. Flow Rate 1900
Automobile Intersection Data
Cross Street
Cycle Length Thru g/C Arr.Type
INT
#
Dir.Lanes
%
Left
Turns
%
Right
Turns
Left
Turn
Lanes
Left
Turn
Phasing
# Left
Turn
Lanes
LT
Storage
Length
Left g/C
Right
Turn
Lanes
Palomar Oaks 150 0.45 4 3 11 15 Yes Protected 1 235 0.15 No
Camino Vida Roble 150 0.45 4 3 11 15 Yes Protected 1 235 0.15 No
Automobile Segment Data
Segment #Length AADT
Hourly
Vol.
SEG# Dir.Lanes
Posted
Speed
Free Flow Speed Median Type On-Street
Parking
Parking
Activity
1 (to Palomar Oaks)3750 30000 1296 3 55 60 Restrictive No N/A
2 (to Camino Vida Roble)2650 30000 1296 3 55 60 Restrictive No N/A
Automobile LOS
Segment # Thru Mvmt Flow Rate Adj. Sat. Flow Rate v/c ControlDelay Int. Approach LOS Queue Ratio Speed(mph)SegmentLOS
1 (to Palomar Oaks)1189 5476 0.483 20.77 C 0.65 39.62 B
2 (to Camino Vida Roble)1189 5476 0.483 20.77 C 0.65 34.91 B
Arterial
Length 1.2348 Weighted
g/C 0.45 FFS
Delay 45.76 Threshold
Delay 0.00 Auto
Speed 37.52 Auto
LOS B
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DI
I
I
l~I =~l~I =~1~1==~1~1 ~l~I ==~1~1=~11
_I II II II II II I_
IO□□D□□□□□□DD i:::::========:11 11 ~C 11 11 11 IC 11 11 11 11=:=Jc=J
ll~DCII ll~DDDDDDD
I 11~□□□□[]1 DI I
I II ll~CII ll~CII II I
I II IDOi IDOi II I
I II II l[~JCII II IOI I
II 11 11=11 11 II 11 II I II 11 1CJ1 11 II 11 II I
D D D D D D
* Service Volumes for the specific facility being analyzed, based on # of lanes from the intersection and segment data
screens.
** Cannot be achieved based on input data provided.*** Not applicable for that level of service letter grade. See generalized tables notes for more details.# Under the given conditions, left turn lane storage is highly likely to overflow. The number of directional thru lanes should be reduced accordingly.
## Facility weighted g/C exceeds normally acceptable upper range (0.5); verify that g/C inputs are correct.
### Intersection capacity (ies) are exceeded for the full hour; an operational level analysis tool is more appropriate
for this situation.
Automobile Service Volumes
Note: The maximum normally acceptable directional service volume for LOS E in Florida for this facility type and area
type is 1000 veh/h/ln.
A B C D E
Lanes Hourly Volume In Peak Direction
1 110 810 940 ******
2 270 1760 1920 ******
3 440 2720 2900 ******
4 610 3670 3860 ******
*440 2720 2900 ******
Lanes Hourly Volume In Both Directions
2 210 1500 1750 ******
4 500 3260 3560 ******
6 820 5040 5360 ******
8 1130 6800 7160 ******
*820 5040 5360 ******
Lanes Annual Average Daily Traffic
2 2600 18800 21900 ******
4 6300 40800 44400 ******
6 10200 63000 67000 ******
8 14200 85000 89500 ******
*10200 63000 67000 ******
Page 2 of 2
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II II I II
II II I II
II II I II
II II I II
II II I II
II II I II
II II I II
II II I II
II I
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II II I II
II II I II
II I
II II I II
II II I II
ARTPLAN 2012 Conceptual Planning Analysis
Project Information
Analyst Arterial Name
PAR_Camino
Vida Roble-
ECR
Study Period Kother
Date Prepared 6/13/2018 3:00:45 PM From Modal Analysis Auto Only
Agency Carlsbad To ECR Program ARTPLAN 2012
Area Type Other Urbanized Peak Direction Eastbound Version Date 12/12/2012
Arterial Class 1
File Name
T:\Projects\Carlsbad\0343_Traffic Engineering and Design Services\0343.0013_Develop LOS
Tables\Analysis\Carlsbad HCM Tables\Segment Specific Capacity Table\ARTPLAN\Palomar_Camino Vida
Roble-ECR.xap
User Notes Palomar Airport/Yarrow-McClellan Palomar Airport/Lowes Entrance Palomar Airport/ECR
Arterial Data
K 0.08 PHF 0.97 Control Type CoordinatedActuated
D 0.54 % Heavy Vehicles 2 Base Sat. Flow Rate 1900
Automobile Intersection Data
Cross Street
Cycle
Length
Thru
g/C
Arr.
Type
INT#
Dir.Lanes
% Left
Turns
% Right
Turns
Left Turn
Lanes
Left Turn
Phasing
# Left Turn
Lanes
LT Storage
Length
Left
g/C
Right Turn
Lanes
Yarrow-McClellan 150 0.45 4 3 11 15 Yes Protected 1 235 0.15 No
Lowes Entrance 150 0.45 4 3 11 15 No None N/A N/A N/A Yes
ECR 150 0.42 4 3 11 15 Yes Protected 2 470 0.15 Yes
Automobile Segment Data
Segment #Length AADT
Hourly
Vol.
SEG
# Dir.Lanes
Posted
Speed
Free
Flow Speed Median Type On-Street
Parking
Parking
Activity
1 (to Yarrow-
McClellan)2750 30000 1296 3 55 60 Restrictive No N/A
2 (to Lowes
Entrance)1750 30000 1296 3 55 60 Restrictive No N/A
3 (to ECR)1350 30000 1296 3 55 60 Restrictive No N/A
Automobile LOS
Segment #
Thru Mvmt
Flow Rate
Adj. Sat.
Flow Rate v/c
Control
Delay
Int. Approach
LOS Queue Ratio
Speed
(mph)
Segment
LOS
1 (to Yarrow-McClellan)1189 5476 0.483 20.77 C 0.65 35.44 B
2 (to Lowes Entrance)1136 3959 0.637 23.62 C 0.00 27.08 C
3 (to ECR)989 4917 0.479 23.72 C 0.15 23.29 C
Arterial 1.1420 Weighted 0.44 FFS 74.44 Threshold 0.00 Auto 29.18 Auto C
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DI
I
II
II
I
I
l~I =~l~I =~l~l==~l~I ~l~I ==~1~1=~11
_I II II II II II I_
1:=::====:::::::11 ~□□□□□□□□□□□ ll~D□DDDDDDDDD l~~ll~DCII ll~DDDDDDD
11 11~C11 11 11 1c11 11 11 11=:=Jc=J
11~□□□□[]1 DI
II li~CII li~CII II
ll~DDDDCII II 11 II 11 11 II 11 11 II
I IDOi DI
1CJ1 11 II
1CJ1 11 II
1CJ1 11 11 n I I I I I I I I I
Length g/C Delay Delay Speed LOS
Page 2 of 3
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11
* Service Volumes for the specific facility being analyzed, based on # of lanes from the intersection and segment data
screens. ** Cannot be achieved based on input data provided.*** Not applicable for that level of service letter grade. See generalized tables notes for more details.# Under the given conditions, left turn lane storage is highly likely to overflow. The number of directional thru lanes
should be reduced accordingly.
## Facility weighted g/C exceeds normally acceptable upper range (0.5); verify that g/C inputs are correct.
### Intersection capacity (ies) are exceeded for the full hour; an operational level analysis tool is more appropriate for this situation.
Automobile Service Volumes
Note: The maximum normally acceptable directional service volume for LOS E in Florida for this facility type and area type is 1000 veh/h/ln.
A B C D E
Lanes Hourly Volume In Peak Direction
1 **210 680 740 ***
2 **490 1390 1440 ***
3 **790 2140 ******
4 **1090 2880 ******
***790 2140 ******
Lanes Hourly Volume In Both Directions
2 **390 1260 1370 ***
4 **910 2580 2670 ***
6 **1470 3970 ******
8 **2020 5340 ******
***1470 3970 ******
Lanes Annual Average Daily Traffic
2 **4900 15800 17200 ***
4 **11400 32200 33300 ***
6 **18300 49600 ******
8 **25300 66700 ******
***18300 49600 ******
Page 3 of 3
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ARTPLAN 2012 Conceptual Planning Analysis
Project Information
Analyst Arterial Name PAR_ECR-El
Fuerte Study Period Kother
Date Prepared 6/13/2018 3:00:45 PM From Modal Analysis Auto Only
Agency Carlsbad To ECR Program ARTPLAN 2012
Area Type Other Urbanized Peak Direction Westbound Version Date 12/12/2012
Arterial Class 1
File Name T:\Projects\Carlsbad\0343_Traffic Engineering and Design Services\0343.0013_Develop LOS
Tables\Analysis\Carlsbad HCM Tables\Segment Specific Capacity Table\ARTPLAN\Palomar_ECR-El Fuerte.xap
User Notes Palomar Airport/Innovation-Loker Palomar Airport/El Fuerte
Arterial Data
K 0.08 PHF 0.97 Control Type CoordinatedActuated
D 0.54 % Heavy Vehicles 2 Base Sat. Flow Rate 1900
Automobile Intersection Data
Cross Street
Cycle
Length
Thru
g/C
Arr.
Type
INT
# Dir.Lanes
%
Left Turns
%
Right Turns
Left
Turn Lanes
Left
Turn Phasing
# Left
Turn Lanes
LT
Storage Length
Left
g/C
Right
Turn Lanes
El Fuerte 150 0.45 4 3 11 15 Yes Protected 1 235 0.15 No
ECR 150 0.42 4 3 11 15 Yes Protected 2 470 0.15 Yes
Automobile Segment Data
Segment #
Length AADT
HourlyVol.
SEG
#
Dir.Lanes
Posted Speed
Free
Flow
Speed
Median Type On-Street Parking Parking Activity
1 (to El Fuerte)2050 30000 1296 3 55 60 Restrictive No N/A
2 (to ECR)2280 30000 1296 3 55 60 Restrictive No N/A
Automobile LOS
Segment # Thru Mvmt Flow Rate Adj. Sat. Flow Rate v/c ControlDelay Int. Approach LOS Queue Ratio Speed(mph)SegmentLOS
1 (to El Fuerte)1189 5476 0.483 20.77 C 0.65 31.21 B
2 (to ECR)989 4917 0.479 23.83 C 0.15 30.82 C
Arterial
Length 0.8428 Weighted
g/C 0.44 FFS
Delay 48.67 Threshold
Delay 0.00 Auto
Speed 31.00 Auto
LOS B
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I
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1~1==~1~1=~1~1==~1~1=~1~1==~1~1==~11
_I II II II II II I_
1~11 ~□□□□□□□□□DD i::::===~11 11 ~CJ~I ~II II IC 11 11 11 ll~c=J 11 ll~CII 11 11 ICII 11 11 ll~c=J
I l□□□D□□I II II I
I II II II 11 II 11 11 II II I
I 11 II 11 11 II 11 11 11 II I
I II II IDOi II IOI I
11 11 11 II II 11 II II I
I II II II II II II II II I
D D D D D D
* Service Volumes for the specific facility being analyzed, based on # of lanes from the intersection and segment data
screens. ** Cannot be achieved based on input data provided.*** Not applicable for that level of service letter grade. See generalized tables notes for more details.# Under the given conditions, left turn lane storage is highly likely to overflow. The number of directional thru lanes
should be reduced accordingly.
## Facility weighted g/C exceeds normally acceptable upper range (0.5); verify that g/C inputs are correct.
### Intersection capacity (ies) are exceeded for the full hour; an operational level analysis tool is more appropriate for this situation.
Automobile Service Volumes
Note: The maximum normally acceptable directional service volume for LOS E in Florida for this facility type and area type is 1000 veh/h/ln.
A B C D E
Lanes Hourly Volume In Peak Direction
1 **360 920 ******
2 **810 1870 1920 ***
3 **1290 2830 2900 ***
4 **1770 3800 3860 ***
***1290 2830 2900 ***
Lanes Hourly Volume In Both Directions
2 **670 1710 ******
4 **1500 3470 3560 ***
6 **2390 5250 5360 ***
8 **3280 7040 7160 ***
***2390 5250 5360 ***
Lanes Annual Average Daily Traffic
2 **8400 21300 ******
4 **18800 43300 44400 ***
6 **29900 65600 67000 ***
8 **41000 88000 89500 ***
***29900 65600 67000 ***
Page 2 of 2
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I I II I I
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ARTPLAN 2012 Conceptual Planning Analysis
Project Information
Analyst Arterial Name
PAR_El
Fuerte-
Melrose
Study Period Kother
Date Prepared 6/13/2018 3:00:45 PM From Modal Analysis Auto Only
Agency Carlsbad To Melrose Program ARTPLAN 2012
Area Type Other Urbanized Peak Direction Eastbound Version Date 12/12/2012
Arterial Class 1
File Name
T:\Projects\Carlsbad\0343_Traffic Engineering and Design Services\0343.0013_Develop LOS
Tables\Analysis\Carlsbad HCM Tables\Segment Specific Capacity Table\ARTPLAN\Palomar_El Fuerte-
Melrose.xap
User Notes Palomar Airport/Melrose
Arterial Data
K 0.08 PHF 0.97 Control Type CoordinatedActuated
D 0.54 % Heavy Vehicles 2 Base Sat. Flow Rate 1900
Automobile Intersection Data
Cross Street
Cycle
Length
Thru
g/C
Arr.
Type
INT
# Dir.Lanes
%
Left Turns
%
Right Turns
Left
Turn Lanes
Left
Turn Phasing
# Left
Turn Lanes
LT
Storage Length
Left
g/C
Right
Turn Lanes
Melrose 150 0.42 4 3 11 15 Yes Protected 2 470 0.15 Yes
Automobile Segment Data
Segment #
Length AADT
HourlyVol.
SEG
#
Dir.Lanes
Posted Speed
Free
Flow
Speed
Median Type On-Street Parking Parking Activity
1 (to Melrose)2280 30000 1296 3 55 60 Restrictive No N/A
Automobile LOS
Segment #
Thru Mvmt
Flow Rate
Adj. Sat.
Flow Rate v/c
Control
Delay
Int. Approach
LOS Queue Ratio
Speed
(mph)
Segment
LOS
1 (to Melrose)989 4917 0.479 23.83 C 0.15 30.82 C
Arterial
Length 0.4432 Weighted
g/C 0.42 FFS
Delay 25.86 Threshold
Delay 0.00 Auto
Speed 30.82 Auto
LOS C
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DI
I II II
I
I
l~I =~l~I =~l~l==~l~I ~l~I ==~1~1=~11
_I II II II II II I_
I::===! ======:l~P=====:1HHHH~!I II II II
I II II IDOi II IOI I
I II II II II II II II II I
D D D D D D
* Service Volumes for the specific facility being analyzed, based on # of lanes from the intersection and segment data
screens. ** Cannot be achieved based on input data provided.*** Not applicable for that level of service letter grade. See generalized tables notes for more details.# Under the given conditions, left turn lane storage is highly likely to overflow. The number of directional thru lanes
should be reduced accordingly.
## Facility weighted g/C exceeds normally acceptable upper range (0.5); verify that g/C inputs are correct.
### Intersection capacity (ies) are exceeded for the full hour; an operational level analysis tool is more appropriate for this situation.
Automobile Service Volumes
Note: The maximum normally acceptable directional service volume for LOS E in Florida for this facility type and area type is 1000 veh/h/ln.
A B C D E
Lanes Hourly Volume In Peak Direction
1 **350 940 1000 ***
2 **770 1890 1960 ***
3 **1230 2860 2940 ***
4 **1690 3840 3940 ***
***1230 2860 2940 ***
Lanes Hourly Volume In Both Directions
2 **650 1750 1860 ***
4 **1430 3500 3620 ***
6 **2280 5300 5450 ***
8 **3130 7120 7280 ***
***2280 5300 5450 ***
Lanes Annual Average Daily Traffic
2 **8200 21800 23200 ***
4 **17900 43800 45200 ***
6 **28500 66300 68100 ***
8 **39200 88900 91000 ***
***28500 66300 68100 ***
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ARTPLAN 2012 Conceptual Planning Analysis
Project Information
Analyst Arterial Name PAR_Melrose-
City Limits Study Period Kother
Date Prepared 6/13/2018 3:00:45 PM From Modal Analysis Auto Only
Agency Carlsbad To Paseo
Valindo/Eagle Program ARTPLAN 2012
Area Type Other Urbanized Peak Direction Eastbound Version Date 12/12/2012
Arterial Class 1
File Name
T:\Projects\Carlsbad\0343_Traffic Engineering and Design Services\0343.0013_Develop LOS
Tables\Analysis\Carlsbad HCM Tables\Segment Specific Capacity Table\ARTPLAN\Palomar_Melrose-City
Limits.xap
User Notes Palomar/Paseo Valindo-Eagle
Arterial Data
K 0.08 PHF 0.97 Control Type CoordinatedActuated
D 0.54 % Heavy Vehicles 2 Base Sat. Flow Rate 1900
Automobile Intersection Data
Cross Street
Cycle
Length
Thru
g/C
Arr.
Type
INT
# Dir.Lanes
%
Left Turns
%
Right Turns
Left
Turn Lanes
Left
Turn Phasing
# Left
Turn Lanes
LT
Storage Length
Left
g/C
Right
Turn Lanes
Paseo
Valindo/Eagle 150 0.45 3 3 11 15 Yes Protected 1 235 0.15 No
Automobile Segment Data
Segment #Length AADT
Hourly
Vol.
SEG
# Dir.Lanes
Posted
Speed
Free
Flow Speed Median Type On-Street
Parking
Parking
Activity
1 (to Paseo Valindo/Eagle)2300 30000 1296 3 55 60 Restrictive No N/A
Automobile LOS
Segment # Thru Mvmt Flow Rate Adj. Sat. Flow Rate v/c ControlDelay Int. Approach LOS Queue Ratio Speed(mph)SegmentLOS
1 (to Paseo Valindo/Eagle)1189 5476 0.483 29.57 C 0.65 27.87 C
Arterial
Length 0.4470 Weighted
g/C 0.45 FFS
Delay 31.60 Threshold
Delay 0.00 Auto
Speed 27.87 Auto
LOS C
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I
I
11
II II II II II
11 II II II II II I I
11 I 10□□□□□□□□□□□1 IDD□DDDDDDDDD
11 11 11~□□□□[]1 IOI
II IDOi IDOi II II I I
I II II 11~□1 II IOI I
11 II lc=JI II II II II I
D D D D D D
* Service Volumes for the specific facility being analyzed, based on # of lanes from the intersection and segment data
screens. ** Cannot be achieved based on input data provided.*** Not applicable for that level of service letter grade. See generalized tables notes for more details.# Under the given conditions, left turn lane storage is highly likely to overflow. The number of directional thru lanes
should be reduced accordingly.
## Facility weighted g/C exceeds normally acceptable upper range (0.5); verify that g/C inputs are correct.
### Intersection capacity (ies) are exceeded for the full hour; an operational level analysis tool is more appropriate for this situation.
Automobile Service Volumes
Note: The maximum normally acceptable directional service volume for LOS E in Florida for this facility type and area type is 1000 veh/h/ln.
A B C D E
Lanes Hourly Volume In Peak Direction
1 **90 760 940 ***
2 **210 1670 1920 ***
3 **340 2590 2900 ***
4 **460 3510 3860 ***
***340 2590 2900 ***
Lanes Hourly Volume In Both Directions
2 **170 1410 1750 ***
4 **390 3100 3560 ***
6 **630 4800 5360 ***
8 **860 6500 7160 ***
***630 4800 5360 ***
Lanes Annual Average Daily Traffic
2 **2100 17600 21900 ***
4 **4900 38700 44400 ***
6 **7900 60000 67000 ***
8 **10700 81300 89500 ***
***7900 60000 67000 ***
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ARTPLAN 2012 Conceptual Planning Analysis
Project Information
Analyst Arterial Name Poinsettia_Avenida
Encinas-PDN Study Period Kother
Date Prepared 6/13/2018 3:00:45 PM From Modal Analysis Auto Only
Agency Carlsbad To Paseo del Norte Program ARTPLAN 2012
Area Type Other Urbanized Peak Direction Eastbound Version Date 12/12/2012
Arterial Class 2
File Name
T:\Projects\Carlsbad\0343_Traffic Engineering and Design Services\0343.0013_Develop LOS Tables\Analysis\Carlsbad HCM Tables\Segment Specific Capacity Table\ARTPLAN\Poinsettia_Avenida Encinas-
Paseo del Norte.xap
User Notes Poinsettia/SB Ramp Poinsettia/NB Ramp Poinsettia/PDN
Arterial Data
K 0.08 PHF 0.97 Control Type FullyActuated
D 0.54 % Heavy Vehicles 2 Base Sat. Flow Rate 1900
Automobile Intersection Data
Cross Street
Cycle
Length
Thru
g/C
Arr.
Type
INT# Dir.Lanes
% Left Turns
% Right Turns
Left Turn Lanes
Left Turn Phasing
# Left Turn Lanes
LT Storage Length
Left
g/C
Right Turn Lanes
SB Ramp 120 0.45 3 2 0 15 No None N/A N/A N/A Yes
NB Ramp 120 0.45 3 2 11 15 Yes Protected 1 235 0.15 No
Paseo del
Norte 120 0.45 3 2 11 15 Yes Protected 2 470 0.15 Yes
Automobile Segment Data
Segment #
Length AADT
HourlyVol.
SEG
#
Dir.Lanes
Posted Speed
Free
Flow
Speed
Median Type On-Street Parking Parking Activity
1 (to SB Ramp)550 20000 864 2 35 40 Restrictive No N/A
2 (to NB Ramp)680 30000 1296 2 35 40 Restrictive No N/A
3 (to Paseo del
Norte)450 30000 1296 2 35 40 Restrictive No N/A
Automobile LOS
Segment #
Thru Mvmt
Flow Rate
Adj. Sat.
Flow Rate v/c
Control
Delay
Int. Approach
LOS Queue Ratio
Speed
(mph)
Segment
LOS
1 (to SB Ramp)757 2860 0.588 25.06 C 0.00 10.85 E
2 (to NB Ramp)1189 3230 0.818 31.52 C 0.54 10.75 E
3 (to Paseo del Norte)989 2895 0.759 28.69 C 0.12 8.51 F
Arterial
Length 0.3523 Weighted
g/C 0.45 FFS
Delay 97.51 Threshold
Delay 28.59 Auto
Speed 10.05 Auto
LOS E
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1~1==~11:===~1~1==~1~1=~11:=====1:~1=~11
_I II II II II II I_
1:=:====:::::::IO□□D□□□□□□DD i:=========:11 11 ~CJ::==1 ====:11 11 IC 11 11 11 ll~c=J
i:=========:11 11 ~C 11 11 11 IC 11 11 11 ll~CJ 11~□c11 ll~DDDDDDD
ll~□□D□CII
11 11 II 11 11 11 11
11 II II 11 II 11 11
11 IDOi IDOi
I 11~01 DI
11=11 11 11
11=11 11 11
1CJ1 11 11
D D D D D D
* Service Volumes for the specific facility being analyzed, based on # of lanes from the intersection and segment data
screens. ** Cannot be achieved based on input data provided.*** Not applicable for that level of service letter grade. See generalized tables notes for more details.# Under the given conditions, left turn lane storage is highly likely to overflow. The number of directional thru lanes
should be reduced accordingly.
## Facility weighted g/C exceeds normally acceptable upper range (0.5); verify that g/C inputs are correct.
### Intersection capacity (ies) are exceeded for the full hour; an operational level analysis tool is more appropriate for this situation.
Automobile Service Volumes
Note: The maximum normally acceptable directional service volume for LOS E in Florida for this facility type and area type is 1000 veh/h/ln.
A B C D E
Lanes Hourly Volume In Peak Direction
1 ******90 570
2 ******180 1190
3 ******280 1830
4 ******380 2480
*******180 1190
Lanes Hourly Volume In Both Directions
2 ******170 1060
4 ******340 2210
6 ******520 3390
8 ******710 4600
*******340 2210
Lanes Annual Average Daily Traffic
2 ******2100 13200
4 ******4200 27600
6 ******6500 42400
8 ******8800 57500
*******4200 27600
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ARTPLAN 2012 Conceptual Planning Analysis
Project Information
Analyst Arterial Name Poinsettia_PDN-
Aviara Study Period Kother
Date Prepared 6/13/2018 3:00:45 PM From Modal Analysis Auto Only
Agency Carlsbad To PDN Program ARTPLAN 2012
Area Type Other Urbanized Peak Direction Eastbound Version Date 12/12/2012
Arterial Class 1
File Name
T:\Projects\Carlsbad\0343_Traffic Engineering and Design Services\0343.0013_Develop LOS Tables\Analysis\Carlsbad HCM Tables\Segment Specific Capacity Table\ARTPLAN\Poinsettia_Paseo del Norte-
Aviara.xap
User Notes Poinsettia/Batiquitos Poinsettia/Snapdragon Poinsettia/Crystalline Poinsettia/Aviara
Arterial Data
K 0.08 PHF 0.97 Control Type FullyActuated
D 0.54 % Heavy Vehicles 2 Base Sat. Flow Rate 1900
Automobile Intersection Data
Cross Street
Cycle
Length
Thru
g/C
Arr.
Type
INT# Dir.Lanes
% Left Turns
% Right Turns
Left Turn Lanes
Left Turn Phasing
# Left Turn Lanes
LT Storage Length
Left
g/C
Right Turn Lanes
Crystalline 100 0.45 4 2 11 0 Yes Protected 1 225 0.15 No
Snapdragon 100 0.45 4 2 11 0 Yes Protected 1 200 0.15 No
Batiquitos 120 0.45 4 2 11 5 Yes Protected 1 225 0.15 No
PDN 120 0.45 4 2 11 15 Yes Protected 1 235 0.15 No
Automobile Segment Data
Segment #Length AADT
Hourly
Vol.
SEG# Dir.Lanes
Posted
Speed
Free Flow Speed Median Type On-Street
Parking
Parking
Activity
1 (to Crystalline) 1120 30000 1296 2 50 55 Restrictive No N/A
2 (to Snapdragon) 1230 30000 1296 2 50 55 Restrictive No N/A
3 (to Batiquitos) 1230 30000 1296 2 50 55 Restrictive No N/A
4 (to PDN)1000 30000 1296 2 50 55 Restrictive No N/A
Automobile LOS
Segment #
Thru Mvmt
Flow Rate
Adj. Sat.
Flow Rate v/c
Control
Delay
Int. Approach
LOS Queue Ratio
Speed
(mph)
Segment
LOS
1 (to Crystalline)1189 3550 0.744 16.86 B 0.45 24.03 C
2 (to Snapdragon)1189 3550 0.744 16.86 B 0.51 25.28 C
3 (to Batiquitos)1189 3575 0.739 19.91 B 0.54 23.25 C
4 (to PDN)1189 3550 0.744 20.04 C 0.52 20.50 D
Arterial
Length 0.9129 Weighted
g/C 0.45 FFS
Delay 84.59 Threshold
Delay 0.00 Auto
Speed 23.25 Auto
LOS C
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I
I
1~1==~1~1=~1~1==~1~1=~1~1==~1~1=~11
_I II II II II II I_
IO□□D□□□□□□DD II ll~CII II II ICII II II ll~c=J
II ll~CII II II ICII II II ll~CJ II ll~CII II II ICII II II ll~c=J
II lc=JCJI II II ICJI II II lc=Jc=J
D□□D□CII II II II II II II
II II II II II II II II II II II II
II II II II II II
I 11~□1 DI
I 11=11 II II
I 11=11 II II
I 11=11 II II
I lc=JI II II
D D D D D D
* Service Volumes for the specific facility being analyzed, based on # of lanes from the intersection and segment data
screens. ** Cannot be achieved based on input data provided.*** Not applicable for that level of service letter grade. See generalized tables notes for more details.# Under the given conditions, left turn lane storage is highly likely to overflow. The number of directional thru lanes
should be reduced accordingly.
## Facility weighted g/C exceeds normally acceptable upper range (0.5); verify that g/C inputs are correct.
### Intersection capacity (ies) are exceeded for the full hour; an operational level analysis tool is more appropriate for this situation.
Automobile Service Volumes
Note: The maximum normally acceptable directional service volume for LOS E in Florida for this facility type and area type is 1000 veh/h/ln.
A B C D E
Lanes Hourly Volume In Peak Direction
1 ****610 840 890
2 ****1330 1770 1840
3 ****2060 2690 2760
4 ****2800 3610 3700
*****1330 1770 1840
Lanes Hourly Volume In Both Directions
2 ****1130 1560 1650
4 ****2470 3280 3400
6 ****3820 4990 5130
8 ****5190 6690 6860
*****2470 3280 3400
Lanes Annual Average Daily Traffic
2 ****14200 19500 20700
4 ****30800 41000 42500
6 ****47700 62300 64100
8 ****64900 83600 85700
*****30800 41000 42500
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ARTPLAN 2012 Conceptual Planning Analysis
Project Information
Analyst Arterial Name
La
Costa_Piraeus-
ECR
Study Period Kother
Date Prepared 6/13/2018 3:00:45 PM From Modal Analysis Auto Only
Agency Carlsbad To ECR Program ARTPLAN 2012
Area Type Other Urbanized Peak Direction Eastbound Version Date 12/12/2012
Arterial Class 1
File Name T:\Projects\Carlsbad\0343_Traffic Engineering and Design Services\0343.0013_Develop LOS
Tables\Analysis\Carlsbad HCM Tables\Segment Specific Capacity Table\ARTPLAN\La Costa_Piraeus-ECR.xap
User Notes La Costa/Saxony La Costa/ECR
Arterial Data
K 0.08 PHF 0.97 Control Type CoordinatedActuated
D 0.54 % Heavy Vehicles 2 Base Sat. Flow Rate 1900
Automobile Intersection Data
Cross Street
Cycle
Length
Thru
g/C
Arr.
Type
INT# Dir.Lanes
% Left Turns
% Right Turns
Left Turn Lanes
Left Turn Phasing
# Left Turn Lanes
LT Storage Length
Left
g/C
Right Turn Lanes
Saxony 120 0.45 2 2 0 15 No None N/A N/A N/A No
ECR 150 0.42 2 2 11 15 Yes Protected 2 470 0.15 Yes
Automobile Segment Data
Segment #
Length AADT
HourlyVol.
SEG
#
Dir.Lanes
Posted Speed
Free
Flow
Speed
Median Type On-Street Parking Parking Activity
1 (to Saxony)3000 30000 1296 2 55 60 Restrictive No N/A
2 (to ECR)6000 30000 1296 2 55 60 Restrictive No N/A
Automobile LOS
Segment # Thru Mvmt Flow Rate Adj. Sat. Flow Rate v/c ControlDelay Int. Approach LOS Queue Ratio Speed(mph)SegmentLOS
1 (to Saxony)1336 3700 0.802 39.20 D 0.00 27.46 C
2 (to ECR)989 3334 0.706 47.20 D 0.15 34.64 B
Arterial
Length 1.7273 Weighted
g/C 0.44 FFS
Delay 92.99 Threshold
Delay 0.00 Auto
Speed 31.85 Auto
LOS B
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DI
I
II
II
II
II
1~1==~1~1=~1:1==~1~1=~1~1==~1~1==~11
_I II II II II II I_
l~IO□□D□□□□□□DD i:====::::::::11 11 ~CJ:==1 ======:11 11 IC 11 11 11 ll~c=J 11 ll~CII 11 11 ICII 11 11 ll~CJ
I l□□□D□□I II II I I 11 II II 11 II 11 11 11 II I
I 11 II 11 11 II 11 11 11 II I
I II II IDCII II IOI I
I 11 11 II 11 11 11 11 11 I
I II 11 11 11 11 11 11 11 I
D D D D D D
* Service Volumes for the specific facility being analyzed, based on # of lanes from the intersection and segment data
screens. ** Cannot be achieved based on input data provided.*** Not applicable for that level of service letter grade. See generalized tables notes for more details.# Under the given conditions, left turn lane storage is highly likely to overflow. The number of directional thru lanes
should be reduced accordingly.
## Facility weighted g/C exceeds normally acceptable upper range (0.5); verify that g/C inputs are correct.
### Intersection capacity (ies) are exceeded for the full hour; an operational level analysis tool is more appropriate for this situation.
Automobile Service Volumes
Note: The maximum normally acceptable directional service volume for LOS E in Florida for this facility type and area type is 1000 veh/h/ln.
A B C D E
Lanes Hourly Volume In Peak Direction
1 **670 840 ******
2 **1450 1700 ******
3 **2260 2580 ******
4 **3070 3440 ******
***1450 1700 ******
Lanes Hourly Volume In Both Directions
2 **1250 1560 ******
4 **2690 3160 ******
6 **4190 4760 ******
8 **5690 6370 ******
***2690 3160 ******
Lanes Annual Average Daily Traffic
2 **15600 19400 ******
4 **33600 39500 ******
6 **52400 59500 ******
8 **71100 79600 ******
***33600 39500 ******
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ROADWAY CAPACITY TABLES
APPENDIX C
ROADWAY CAPACITY TABLES – GENERALIZED DATA
ARTPLAN WORKSHEETS
(city of __________________________ Carlsbad
California
ARTPLAN 2012 Conceptual Planning Analysis
Project Information
Analyst Arterial Name 2-Lane
Roadway Study Period Kother
Date Prepared 6/13/2018 3:00:45 PM From Modal Analysis Auto Only
Agency Carlsbad To Program ARTPLAN 2012
Area Type Other Urbanized Peak Direction Northbound Version Date 12/12/2012
Arterial Class 2
File Name
T:\Projects\Carlsbad\0343_Traffic Engineering and Design Services\0343.0013_Develop LOS Tables\Analysis\Carlsbad HCM Tables\Generalized Capacity Table\ARTPLAN - For Generalized Table\2-Lane
Roadway - 25 mph - 2U Industrial.xap
User Notes
Arterial Data
K 0.09 PHF 1 Control Type FullyActuated
D 0.565 % Heavy Vehicles 2 Base Sat. Flow Rate 1900
Automobile Intersection Data
Cross Street
Cycle Length Thru g/C Arr.Type
INT
#
Dir.Lanes
%
Left
Turns
%
Right
Turns
Left
Turn
Lanes
Left
Turn
Phasing
# Left
Turn
Lanes
LT
Storage
Length
Left g/C
Right
Turn
Lanes
110 0.48 3 1 11 15 No None N/A N/A N/A No
Automobile Segment Data
Segment #
Length AADT
HourlyVol.
SEG
#
Dir.Lanes
Posted Speed
Free
Flow
Speed
Median Type On-Street Parking Parking Activity
1 (to ) 1000 20000 1017 1 25 30 None No N/A
Automobile LOS
Segment #
Thru Mvmt
Flow Rate
Adj. Sat.
Flow Rate v/c
Control
Delay
Int. Approach
LOS Queue Ratio
Speed
(mph)
Segment
LOS
1 (to )1017 1194 1.427 240.15 F 0.00 2.69 F
Arterial Length 0.2008 Weighted g/C 0.48 FFS Delay 246.04 Threshold Delay 213.17 Auto Speed ###Auto LOS ###
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_I II II II II II I_
I II II IDOi II IOI I
I II II II II 11 11 II II I
D D D D D D
* Service Volumes for the specific facility being analyzed, based on # of lanes from the intersection and segment data
screens. ** Cannot be achieved based on input data provided.*** Not applicable for that level of service letter grade. See generalized tables notes for more details.# Under the given conditions, left turn lane storage is highly likely to overflow. The number of directional thru lanes
should be reduced accordingly.
## Facility weighted g/C exceeds normally acceptable upper range (0.5); verify that g/C inputs are correct.
### Intersection capacity (ies) are exceeded for the full hour; an operational level analysis tool is more appropriate for this situation.
Automobile Service Volumes
Note: The maximum normally acceptable directional service volume for LOS E in Florida for this facility type and area type is 1000 veh/h/ln.
A B C D E
Lanes Hourly Volume In Peak Direction
1 ****110 450 560
2 ****240 990 1140
3 ****360 1540 1720
4 ****490 2100 2280
*****110 450 560
Lanes Hourly Volume In Both Directions
2 ****200 800 990
4 ****430 1760 2010
6 ****640 2730 3040
8 ****870 3720 4050
*****200 800 990
Lanes Annual Average Daily Traffic
2 ****2200 8900 11000
4 ****4800 19500 22400
6 ****7100 30300 33700
8 ****9700 41300 45000
*****2200 8900 11000
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ARTPLAN 2012 Conceptual Planning Analysis
Project Information
Analyst Arterial Name 2-Lane
Roadway Study Period Kother
Date Prepared 6/13/2018 3:00:45 PM From Modal Analysis Auto Only
Agency Carlsbad To Program ARTPLAN 2012
Area Type Other Urbanized Peak Direction Northbound Version Date 12/12/2012
Arterial Class 2
File Name
T:\Projects\Carlsbad\0343_Traffic Engineering and Design Services\0343.0013_Develop LOS Tables\Analysis\Carlsbad HCM Tables\Generalized Capacity Table\ARTPLAN - For Generalized Table\2-Lane
Roadway - 25 mph - 2D Industrial.xap
User Notes
Arterial Data
K 0.09 PHF 1 Control Type FullyActuated
D 0.565 % Heavy Vehicles 2 Base Sat. Flow Rate 1900
Automobile Intersection Data
Cross Street
Cycle Length Thru g/C Arr.Type
INT
#
Dir.Lanes
%
Left
Turns
%
Right
Turns
Left
Turn
Lanes
Left
Turn
Phasing
# Left
Turn
Lanes
LT
Storage
Length
Left g/C
Right
Turn
Lanes
115 0.41 4 1 11 15 Yes ProtPerm 1 235 0.15 No
Automobile Segment Data
Segment #
Length AADT
HourlyVol.
SEG
#
Dir.Lanes
Posted Speed
Free
Flow
Speed
Median Type On-Street Parking Parking Activity
1 (to ) 1000 20000 1017 1 25 30 Non-Restrictive No N/A
Automobile LOS
Segment #
Thru Mvmt
Flow Rate
Adj. Sat.
Flow Rate v/c
Control
Delay
Int. Approach
LOS Queue Ratio
Speed
(mph)
Segment
LOS
1 (to )905 1569 1.193 120.54 F 0.34 4.85 F
Arterial Length 0.2008 Weighted g/C 0.41 FFS Delay 126.43 Threshold Delay 93.56 Auto Speed ###Auto LOS ###
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_I II II II II II I_
I II II IDOi II IOI I
I II II II II 11 11 II II I
D D D D D D
* Service Volumes for the specific facility being analyzed, based on # of lanes from the intersection and segment data
screens. ** Cannot be achieved based on input data provided.*** Not applicable for that level of service letter grade. See generalized tables notes for more details.# Under the given conditions, left turn lane storage is highly likely to overflow. The number of directional thru lanes
should be reduced accordingly.
## Facility weighted g/C exceeds normally acceptable upper range (0.5); verify that g/C inputs are correct.
### Intersection capacity (ies) are exceeded for the full hour; an operational level analysis tool is more appropriate for this situation.
Automobile Service Volumes
Note: The maximum normally acceptable directional service volume for LOS E in Florida for this facility type and area type is 1000 veh/h/ln.
A B C D E
Lanes Hourly Volume In Peak Direction
1 ****140 610 720
2 ****290 1340 1440
3 ****450 2080 2180
4 ****610 2830 2920
*****140 610 720
Lanes Hourly Volume In Both Directions
2 ****250 1080 1270
4 ****520 2380 2570
6 ****800 3690 3870
8 ****1080 5010 5170
*****250 1080 1270
Lanes Annual Average Daily Traffic
2 ****2800 12000 14100
4 ****5800 26400 28500
6 ****8900 41000 43000
8 ****12000 55700 57500
*****2800 12000 14100
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ARTPLAN 2012 Conceptual Planning Analysis
Project Information
Analyst Arterial Name 2-Lane
Roadway Study Period Kother
Date Prepared 6/13/2018 3:00:45 PM From Modal Analysis Auto Only
Agency Carlsbad To Program ARTPLAN 2012
Area Type Other Urbanized Peak Direction Northbound Version Date 12/12/2012
Arterial Class 2
File Name
T:\Projects\Carlsbad\0343_Traffic Engineering and Design Services\0343.0013_Develop LOS Tables\Analysis\Carlsbad HCM Tables\Generalized Capacity Table\ARTPLAN - For Generalized Table\2-Lane
Roadway - 35 mph - 2U.xap
User Notes
Arterial Data
K 0.08 PHF 0.97 Control Type FullyActuated
D 0.54 % Heavy Vehicles 2 Base Sat. Flow Rate 1900
Automobile Intersection Data
Cross Street
Cycle Length Thru g/C Arr.Type
INT
#
Dir.Lanes
%
Left
Turns
%
Right
Turns
Left
Turn
Lanes
Left
Turn
Phasing
# Left
Turn
Lanes
LT
Storage
Length
Left g/C
Right
Turn
Lanes
120 0.44 3 1 11 15 Yes Protected 1 235 0.15 No
120 0.44 3 1 11 15 Yes Protected 1 235 0.15 No
Automobile Segment Data
Segment #
Length AADT
Hourly
Vol.
SEG#
Dir.Lanes
Posted
Speed
Free Flow
Speed
Median Type On-Street
Parking
Parking
Activity
1 (to )950 20000 864 1 35 40 None No N/A
2 (to )950 20000 864 1 35 40 None No N/A
Automobile LOS
Segment #
Thru Mvmt
Flow Rate
Adj. Sat.
Flow Rate v/c
Control
Delay
Int. Approach
LOS Queue Ratio
Speed
(mph)
Segment
LOS
1 (to )793 1533 1.071 70.86 E 0.32 7.57 F
2 (to )793 1527 1.024 51.64 D 0.29 9.62 F
Arterial Length 0.3826 Weighted g/C 0.44 FFS Delay 130.16 Threshold Delay 56.60 Auto Speed ###Auto LOS ###
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I
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1~1==~1~1=~1~1==~1~1=~1~1==~1~1=~11
_I II II II II II I_
1:::::====::::::IO□□D□□□□□□DD i:::::===~11 11 ~CJ:::::=1 ~11 11 IC 11 11 11 11=:=Jc=J 11 11~C11 11 11 1c11 11 11 11=:=Jc=J
I l□□□D□□I II II I
I 11 II II 11 II 11 11 11 II I
I 11 II 11 11 II 11 11 11 II I
I II II IOI II II IOI I
I II 11 II 11 II II 11 II I
I II II II II II II II II I
D D D D D D
* Service Volumes for the specific facility being analyzed, based on # of lanes from the intersection and segment data
screens. ** Cannot be achieved based on input data provided.*** Not applicable for that level of service letter grade. See generalized tables notes for more details.# Under the given conditions, left turn lane storage is highly likely to overflow. The number of directional thru lanes
should be reduced accordingly.
## Facility weighted g/C exceeds normally acceptable upper range (0.5); verify that g/C inputs are correct.
### Intersection capacity (ies) are exceeded for the full hour; an operational level analysis tool is more appropriate for this situation.
Automobile Service Volumes
Note: The maximum normally acceptable directional service volume for LOS E in Florida for this facility type and area type is 1000 veh/h/ln.
A B C D E
Lanes Hourly Volume In Peak Direction
1 ****180 590 740
2 ****390 1290 1520
3 ****590 2010 2300
4 ****790 2730 3080
*****180 590 740
Lanes Hourly Volume In Both Directions
2 ****340 1100 1380
4 ****730 2390 2820
6 ****1100 3730 4260
8 ****1470 5060 5710
*****340 1100 1380
Lanes Annual Average Daily Traffic
2 ****4200 13700 17200
4 ****9100 29900 35200
6 ****13700 46600 53300
8 ****18300 63200 71300
*****4200 13700 17200
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I I II I I
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ARTPLAN 2012 Conceptual Planning Analysis
Project Information
Analyst Arterial Name
2-Lane
Divided
Roadway
Study Period Kother
Date Prepared 6/13/2018 3:00:45 PM From Modal Analysis Auto Only
Agency Carlsbad To Program ARTPLAN 2012
Area Type Other Urbanized Peak Direction Northbound Version Date 12/12/2012
Arterial Class 2
File Name
T:\Projects\Carlsbad\0343_Traffic Engineering and Design Services\0343.0013_Develop LOS
Tables\Analysis\Carlsbad HCM Tables\Generalized Capacity Table\ARTPLAN - For Generalized Table\2-Lane
Roadway - 35 mph - 2D.xap
User Notes
Arterial Data
K 0.08 PHF 0.97 Control Type FullyActuated
D 0.54 % Heavy Vehicles 2 Base Sat. Flow Rate 1900
Automobile Intersection Data
Cross Street
Cycle
Length
Thru
g/C
Arr.
Type
INT
# Dir.Lanes
%
Left Turns
%
Right Turns
Left
Turn Lanes
Left
Turn Phasing
# Left
Turn Lanes
LT
Storage Length
Left
g/C
Right
Turn Lanes
120 0.44 3 1 11 15 Yes Protected 1 235 0.15 No
120 0.44 3 1 11 15 Yes Protected 1 235 0.15 No
Automobile Segment Data
Segment #
Length AADT
HourlyVol.
SEG
#
Dir.Lanes
Posted Speed
Free
Flow
Speed
Median Type On-Street Parking Parking Activity
1 (to )950 20000 864 1 35 40 Non-Restrictive No N/A
2 (to )950 20000 864 1 35 40 Non-Restrictive No N/A
Automobile LOS
Segment #
Thru Mvmt
Flow Rate
Adj. Sat.
Flow Rate v/c
Control
Delay
Int. Approach
LOS Queue Ratio
Speed
(mph)
Segment
LOS
1 (to )793 1614 1.018 48.97 D 0.32 9.97 F
2 (to )793 1608 0.973 38.35 D 0.29 11.81 E
Arterial
Length 0.3826 Weighted
g/C 0.44 FFS
Delay 94.98 Threshold
Delay 21.42 Auto
Speed 10.81 Auto
LOS E
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DI
I
I
II
I
I
1~1==~1~1=~1~1==~1~1=~1~1==~1~1=~11
_I II II II II II I_
1:==========:IO□□D□□□□□□DD i:====:::::11 11 ~CJ:==1 ======:11 11 IC 11 11 11 ll~c=J II ll~CII II II ICII II II ll~CJ
I 11~□□□□[]1 IOI I I 11 II II 11 II 11 11 11 II I
I 11 II 11 11 II 11 11 11 II I
I II II IOI II II IOI I
I 11 11 11 11 11 11 11 11 I
I II 11 II 11 II II 11 II I
D D D D D D
* Service Volumes for the specific facility being analyzed, based on # of lanes from the intersection and segment data
screens. ** Cannot be achieved based on input data provided.*** Not applicable for that level of service letter grade. See generalized tables notes for more details.# Under the given conditions, left turn lane storage is highly likely to overflow. The number of directional thru lanes
should be reduced accordingly.
## Facility weighted g/C exceeds normally acceptable upper range (0.5); verify that g/C inputs are correct.
### Intersection capacity (ies) are exceeded for the full hour; an operational level analysis tool is more appropriate for this situation.
Automobile Service Volumes
Note: The maximum normally acceptable directional service volume for LOS E in Florida for this facility type and area type is 1000 veh/h/ln.
A B C D E
Lanes Hourly Volume In Peak Direction
1 ****190 630 780
2 ****400 1370 1610
3 ****620 2130 2430
4 ****830 2890 3260
*****190 630 780
Lanes Hourly Volume In Both Directions
2 ****360 1170 1450
4 ****750 2540 2990
6 ****1150 3950 4500
8 ****1540 5360 6040
*****360 1170 1450
Lanes Annual Average Daily Traffic
2 ****4400 14600 18100
4 ****9300 31800 37300
6 ****14400 49400 56300
8 ****19300 66900 75500
*****4400 14600 18100
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I I II I I
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I
I
ARTPLAN 2012 Conceptual Planning Analysis
Project Information
Analyst Arterial Name 4-Lane
Roadway Study Period Kother
Date Prepared 6/13/2018 3:00:45 PM From Modal Analysis Auto Only
Agency Carlsbad To Program ARTPLAN 2012
Area Type Other Urbanized Peak Direction Northbound Version Date 12/12/2012
Arterial Class 2
File Name
T:\Projects\Carlsbad\0343_Traffic Engineering and Design Services\0343.0013_Develop LOS Tables\Analysis\Carlsbad HCM Tables\Generalized Capacity Table\ARTPLAN - For Generalized Table\4-Lane
Roadway - 35 mph.xap
User Notes
Arterial Data
K 0.08 PHF 0.97 Control Type FullyActuated
D 0.54 % Heavy Vehicles 2 Base Sat. Flow Rate 1900
Automobile Intersection Data
Cross Street
Cycle Length Thru g/C Arr.Type
INT
#
Dir.Lanes
%
Left
Turns
%
Right
Turns
Left
Turn
Lanes
Left
Turn
Phasing
# Left
Turn
Lanes
LT
Storage
Length
Left g/C
Right
Turn
Lanes
120 0.42 3 2 11 15 Yes Protected 1 235 0.15 No
120 0.42 3 2 11 15 Yes Protected 1 235 0.15 No
Automobile Segment Data
Segment #
Length AADT
Hourly
Vol.
SEG#
Dir.Lanes
Posted
Speed
Free Flow
Speed
Median Type On-Street
Parking
Parking
Activity
1 (to )1055 20000 864 2 35 40 Non-Restrictive No N/A
2 (to )1055 20000 864 2 35 40 Non-Restrictive No N/A
Automobile LOS
Segment #
Thru Mvmt
Flow Rate
Adj. Sat.
Flow Rate v/c
Control
Delay
Int. Approach
LOS Queue Ratio
Speed
(mph)
Segment
LOS
1 (to )793 3163 0.597 27.33 C 0.34 15.71 D
2 (to )793 3163 0.597 27.33 C 0.34 15.71 D
Arterial Length 0.4223 Weighted g/C 0.42 FFS Delay 60.82 Threshold Delay 0.00 Auto Speed 15.71 Auto LOS D
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I
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1~1==~1~1=~1~1==~1~1=~1~1==~1~1=~11
_I II II II II II I_
1:::::====::::::IO□□D□□□□□□DD i:::::===~11 11 ~CJ:::::=1 ~11 11 IC 11 11 11 11=:=Jc=J 11 11~C11 11 11 1c11 11 11 11=:=Jc=J
I l□□□D□□I II II I
I 11 II II 11 II 11 11 11 II I
I 11 II 11 11 II 11 11 11 II I
I II II IOI II II IOI I
I II 11 II 11 II II 11 II I
I II II II II II II II II I
D D D D D D
* Service Volumes for the specific facility being analyzed, based on # of lanes from the intersection and segment data
screens. ** Cannot be achieved based on input data provided.*** Not applicable for that level of service letter grade. See generalized tables notes for more details.# Under the given conditions, left turn lane storage is highly likely to overflow. The number of directional thru lanes
should be reduced accordingly.
## Facility weighted g/C exceeds normally acceptable upper range (0.5); verify that g/C inputs are correct.
### Intersection capacity (ies) are exceeded for the full hour; an operational level analysis tool is more appropriate for this situation.
Automobile Service Volumes
Note: The maximum normally acceptable directional service volume for LOS E in Florida for this facility type and area type is 1000 veh/h/ln.
A B C D E
Lanes Hourly Volume In Peak Direction
1 ****250 640 760
2 ****520 1390 1540
3 ****790 2150 2320
4 ****1060 2920 3120
*****520 1390 1540
Lanes Hourly Volume In Both Directions
2 ****470 1190 1410
4 ****970 2580 2860
6 ****1470 3990 4310
8 ****1970 5410 5770
*****970 2580 2860
Lanes Annual Average Daily Traffic
2 ****5800 14900 17600
4 ****12100 32200 35800
6 ****18300 49800 53900
8 ****24600 67600 72100
*****12100 32200 35800
Page 2 of 2
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I I II I I
I
II I
I
I
ARTPLAN 2012 Conceptual Planning Analysis
Project Information
Analyst Arterial Name 4-Lane
Roadway Study Period Kother
Date Prepared 6/13/2018 3:00:45 PM From Modal Analysis Auto Only
Agency Carlsbad To Program ARTPLAN 2012
Area Type Other Urbanized Peak Direction Northbound Version Date 12/12/2012
Arterial Class 1
File Name
T:\Projects\Carlsbad\0343_Traffic Engineering and Design Services\0343.0013_Develop LOS Tables\Analysis\Carlsbad HCM Tables\Generalized Capacity Table\ARTPLAN - For Generalized Table\4-Lane
Roadway - 45 mph.xap
User Notes
Arterial Data
K 0.08 PHF 0.97 Control Type CoordinatedActuated
D 0.54 % Heavy Vehicles 2 Base Sat. Flow Rate 1900
Automobile Intersection Data
Cross Street
Cycle Length Thru g/C Arr.Type
INT
#
Dir.Lanes
%
Left
Turns
%
Right
Turns
Left
Turn
Lanes
Left
Turn
Phasing
# Left
Turn
Lanes
LT
Storage
Length
Left g/C
Right
Turn
Lanes
150 0.45 4 2 11 15 Yes Protected 1 235 0.15 No
150 0.45 4 2 11 15 Yes Protected 1 235 0.15 No
Automobile Segment Data
Segment #
Length AADT
Hourly
Vol.
SEG#
Dir.Lanes
Posted
Speed
Free Flow
Speed
Median Type On-Street
Parking
Parking
Activity
1 (to )1270 30000 1296 2 45 50 Restrictive No N/A
2 (to )1270 30000 1296 2 45 50 Restrictive No N/A
Automobile LOS
Segment #
Thru Mvmt
Flow Rate
Adj. Sat.
Flow Rate v/c
Control
Delay
Int. Approach
LOS Queue Ratio
Speed
(mph)
Segment
LOS
1 (to )1189 3492 0.757 25.99 C 0.64 19.65 D
2 (to )1189 3492 0.757 25.99 C 0.64 19.65 D
Arterial Length 0.5038 Weighted g/C 0.45 FFS Delay 57.65 Threshold Delay 0.00 Auto Speed 19.65 Auto LOS D
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I
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1~1==~1~1=~1:1==~1~1=~1~1==~1~1==~11
_I II II II II II I_
l~IO□□D□□□□□□DD i:::::===~11 11 ~CJ:::::=1 ~11 11 IC 11 11 11 11=:=Jc=J 11 11~C11 11 11 1c11 11 11 11=:=Jc=J
I l□□□D□□I II II I
I 11 II II 11 II 11 11 11 II I
I 11 II 11 11 II 11 11 11 II I
I II II IOI II II IOI I
I II 11 II 11 II II 11 II I
I II II II II II II II II I
D D D D D D
* Service Volumes for the specific facility being analyzed, based on # of lanes from the intersection and segment data
screens. ** Cannot be achieved based on input data provided.*** Not applicable for that level of service letter grade. See generalized tables notes for more details.# Under the given conditions, left turn lane storage is highly likely to overflow. The number of directional thru lanes
should be reduced accordingly.
## Facility weighted g/C exceeds normally acceptable upper range (0.5); verify that g/C inputs are correct.
### Intersection capacity (ies) are exceeded for the full hour; an operational level analysis tool is more appropriate for this situation.
Automobile Service Volumes
Note: The maximum normally acceptable directional service volume for LOS E in Florida for this facility type and area type is 1000 veh/h/ln.
A B C D E
Lanes Hourly Volume In Peak Direction
1 ****260 700 850
2 ****600 1560 1760
3 ****960 2430 2660
4 ****1330 3300 3560
*****600 1560 1760
Lanes Hourly Volume In Both Directions
2 ****490 1300 1580
4 ****1120 2890 3260
6 ****1780 4500 4930
8 ****2470 6120 6600
*****1120 2890 3260
Lanes Annual Average Daily Traffic
2 ****6100 16300 19700
4 ****13900 36200 40800
6 ****22300 56300 61600
8 ****30800 76400 82500
*****13900 36200 40800
Page 2 of 2
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I I II I I
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I
I
ARTPLAN 2012 Conceptual Planning Analysis
Project Information
Analyst Arterial Name 4-Lane
Roadway Study Period Kother
Date Prepared 6/13/2018 3:00:45 PM From Modal Analysis Auto Only
Agency Carlsbad To Program ARTPLAN 2012
Area Type Other Urbanized Peak Direction Northbound Version Date 12/12/2012
Arterial Class 1
File Name
T:\Projects\Carlsbad\0343_Traffic Engineering and Design Services\0343.0013_Develop LOS Tables\Analysis\Carlsbad HCM Tables\Generalized Capacity Table\ARTPLAN - For Generalized Table\4-Lane
Roadway - 50 mph.xap
User Notes
Arterial Data
K 0.08 PHF 0.97 Control Type CoordinatedActuated
D 0.54 % Heavy Vehicles 2 Base Sat. Flow Rate 1900
Automobile Intersection Data
Cross Street
Cycle Length Thru g/C Arr.Type
INT
#
Dir.Lanes
%
Left
Turns
%
Right
Turns
Left
Turn
Lanes
Left
Turn
Phasing
# Left
Turn
Lanes
LT
Storage
Length
Left g/C
Right
Turn
Lanes
150 0.45 4 2 11 15 Yes Protected 1 235 0.15 No
150 0.45 4 2 11 15 Yes Protected 1 235 0.15 No
Automobile Segment Data
Segment #
Length AADT
Hourly
Vol.
SEG#
Dir.Lanes
Posted
Speed
Free Flow
Speed
Median Type On-Street
Parking
Parking
Activity
1 (to )1270 30000 1296 2 50 55 Restrictive No N/A
2 (to )1270 30000 1296 2 50 55 Restrictive No N/A
Automobile LOS
Segment #
Thru Mvmt
Flow Rate
Adj. Sat.
Flow Rate v/c
Control
Delay
Int. Approach
LOS Queue Ratio
Speed
(mph)
Segment
LOS
1 (to )1189 3607 0.733 25.38 C 0.64 20.71 D
2 (to )1189 3607 0.733 25.38 C 0.64 20.71 D
Arterial Length 0.5038 Weighted g/C 0.45 FFS Delay 56.08 Threshold Delay 0.00 Auto Speed 20.71 Auto LOS D
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I
I
1~1==~1~1=~1:1==~1~1=~1~1==~1~1==~11
_I II II II II II I_
l~IO□□D□□□□□□DD i:::::===~11 11 ~CJ:::::=1 ~11 11 IC 11 11 11 11=:=Jc=J 11 11~C11 11 11 1c11 11 11 11=:=Jc=J
I l□□□D□□I II II I
I 11 II II 11 II 11 11 11 II I
I 11 II 11 11 II 11 11 11 II I
I II II IOI II II IOI I
I II 11 II 11 II II 11 II I
I II II II II II II II II I
D D D D D D
* Service Volumes for the specific facility being analyzed, based on # of lanes from the intersection and segment data
screens. ** Cannot be achieved based on input data provided.*** Not applicable for that level of service letter grade. See generalized tables notes for more details.# Under the given conditions, left turn lane storage is highly likely to overflow. The number of directional thru lanes
should be reduced accordingly.
## Facility weighted g/C exceeds normally acceptable upper range (0.5); verify that g/C inputs are correct.
### Intersection capacity (ies) are exceeded for the full hour; an operational level analysis tool is more appropriate for this situation.
Automobile Service Volumes
Note: The maximum normally acceptable directional service volume for LOS E in Florida for this facility type and area type is 1000 veh/h/ln.
A B C D E
Lanes Hourly Volume In Peak Direction
1 ****370 770 890
2 ****850 1690 1820
3 ****1350 2610 2760
4 ****1850 3530 3690
*****850 1690 1820
Lanes Hourly Volume In Both Directions
2 ****690 1430 1650
4 ****1580 3130 3380
6 ****2500 4840 5120
8 ****3430 6540 6840
*****1580 3130 3380
Lanes Annual Average Daily Traffic
2 ****8600 17900 20700
4 ****19700 39200 42200
6 ****31300 60500 63900
8 ****42900 81800 85500
*****19700 39200 42200
Page 2 of 2
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I I II I I
I
II I
I
I
ARTPLAN 2012 Conceptual Planning Analysis
Project Information
Analyst Arterial Name 4-Lane
Roadway Study Period Kother
Date Prepared 6/13/2018 3:00:45 PM From Modal Analysis Auto Only
Agency Carlsbad To Program ARTPLAN 2012
Area Type Other Urbanized Peak Direction Northbound Version Date 12/12/2012
Arterial Class 1
File Name
T:\Projects\Carlsbad\0343_Traffic Engineering and Design Services\0343.0013_Develop LOS Tables\Analysis\Carlsbad HCM Tables\Generalized Capacity Table\ARTPLAN - For Generalized Table\4-Lane
Roadway - 55 mph.xap
User Notes
Arterial Data
K 0.08 PHF 0.97 Control Type CoordinatedActuated
D 0.54 % Heavy Vehicles 2 Base Sat. Flow Rate 1900
Automobile Intersection Data
Cross Street
Cycle Length Thru g/C Arr.Type
INT
#
Dir.Lanes
%
Left
Turns
%
Right
Turns
Left
Turn
Lanes
Left
Turn
Phasing
# Left
Turn
Lanes
LT
Storage
Length
Left g/C
Right
Turn
Lanes
150 0.45 4 2 11 15 Yes Protected 1 235 0.15 No
150 0.45 4 2 11 15 Yes Protected 1 235 0.15 No
Automobile Segment Data
Segment #
Length AADT
Hourly
Vol.
SEG#
Dir.Lanes
Posted
Speed
Free Flow
Speed
Median Type On-Street
Parking
Parking
Activity
1 (to )1270 30000 1296 2 55 60 Restrictive No N/A
2 (to )1270 30000 1296 2 55 60 Restrictive No N/A
Automobile LOS
Segment #
Thru Mvmt
Flow Rate
Adj. Sat.
Flow Rate v/c
Control
Delay
Int. Approach
LOS Queue Ratio
Speed
(mph)
Segment
LOS
1 (to )1189 3730 0.708 24.81 C 0.64 21.71 D
2 (to )1189 3730 0.708 24.81 C 0.64 21.71 D
Arterial Length 0.5038 Weighted g/C 0.45 FFS Delay 54.66 Threshold Delay 0.00 Auto Speed 21.71 Auto LOS D
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I
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1~1==~1~1=~1:1==~1~1=~1~1==~1~1==~11
_I II II II II II I_
l~IO□□D□□□□□□DD i:::::===~11 11 ~CJ:::::=1 ~11 11 IC 11 11 11 11=:=Jc=J 11 11~C11 11 11 1c11 11 11 11=:=Jc=J
I l□□□D□□I II II I
I 11 II II 11 II 11 11 11 II I
I 11 II 11 11 II 11 11 11 II I
I II II IOI II II IOI I
I II 11 II 11 II II 11 II I
I II II II II II II II II I
D D D D D D
* Service Volumes for the specific facility being analyzed, based on # of lanes from the intersection and segment data
screens. ** Cannot be achieved based on input data provided.*** Not applicable for that level of service letter grade. See generalized tables notes for more details.# Under the given conditions, left turn lane storage is highly likely to overflow. The number of directional thru lanes
should be reduced accordingly.
## Facility weighted g/C exceeds normally acceptable upper range (0.5); verify that g/C inputs are correct.
### Intersection capacity (ies) are exceeded for the full hour; an operational level analysis tool is more appropriate for this situation.
Automobile Service Volumes
Note: The maximum normally acceptable directional service volume for LOS E in Florida for this facility type and area type is 1000 veh/h/ln.
A B C D E
Lanes Hourly Volume In Peak Direction
1 ****460 830 920
2 ****1050 1800 1890
3 ****1670 2760 2860
4 ****2290 3710 3830
*****1050 1800 1890
Lanes Hourly Volume In Both Directions
2 ****860 1540 1710
4 ****1950 3340 3500
6 ****3100 5120 5300
8 ****4250 6880 7100
*****1950 3340 3500
Lanes Annual Average Daily Traffic
2 ****10700 19300 21300
4 ****24400 41700 43800
6 ****38700 63900 66300
8 ****53100 85900 88700
*****24400 41700 43800
Page 2 of 2
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I I II I I
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ARTPLAN 2012 Conceptual Planning Analysis
Project Information
Analyst Arterial Name 6-Lane
Roadway Study Period Kother
Date Prepared 6/13/2018 3:00:45 PM From Modal Analysis Auto Only
Agency Carlsbad To Program ARTPLAN 2012
Area Type Other Urbanized Peak Direction Northbound Version Date 12/12/2012
Arterial Class 2
File Name
T:\Projects\Carlsbad\0343_Traffic Engineering and Design Services\0343.0013_Develop LOS Tables\Analysis\Carlsbad HCM Tables\Generalized Capacity Table\ARTPLAN - For Generalized Table\6-Lane
Roadway - 35 mph.xap
User Notes
Arterial Data
K 0.08 PHF 0.97 Control Type CoordinatedActuated
D 0.54 % Heavy Vehicles 2 Base Sat. Flow Rate 1900
Automobile Intersection Data
Cross Street
Cycle Length Thru g/C Arr.Type
INT
#
Dir.Lanes
%
Left
Turns
%
Right
Turns
Left
Turn
Lanes
Left
Turn
Phasing
# Left
Turn
Lanes
LT
Storage
Length
Left g/C
Right
Turn
Lanes
150 0.45 3 3 11 15 Yes Protected 1 235 0.15 No
150 0.45 3 3 11 15 Yes Protected 1 235 0.15 No
Automobile Segment Data
Segment #
Length AADT
Hourly
Vol.
SEG#
Dir.Lanes
Posted
Speed
Free Flow
Speed
Median Type On-Street
Parking
Parking
Activity
1 (to )1161 20000 864 3 35 40 Restrictive No N/A
2 (to )1161 20000 864 3 35 40 Restrictive No N/A
Automobile LOS
Segment #
Thru Mvmt
Flow Rate
Adj. Sat.
Flow Rate v/c
Control
Delay
Int. Approach
LOS Queue Ratio
Speed
(mph)
Segment
LOS
1 (to )793 4736 0.372 27.72 C 0.42 16.57 D
2 (to )793 4736 0.372 27.72 C 0.42 16.57 D
Arterial Length 0.4625 Weighted g/C 0.45 FFS Delay 60.92 Threshold Delay 0.00 Auto Speed 16.57 Auto LOS D
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I 11 II 11 11 II 11 11 11 II I
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D D D D D D
* Service Volumes for the specific facility being analyzed, based on # of lanes from the intersection and segment data
screens. ** Cannot be achieved based on input data provided.*** Not applicable for that level of service letter grade. See generalized tables notes for more details.# Under the given conditions, left turn lane storage is highly likely to overflow. The number of directional thru lanes
should be reduced accordingly.
## Facility weighted g/C exceeds normally acceptable upper range (0.5); verify that g/C inputs are correct.
### Intersection capacity (ies) are exceeded for the full hour; an operational level analysis tool is more appropriate for this situation.
Automobile Service Volumes
Note: The maximum normally acceptable directional service volume for LOS E in Florida for this facility type and area type is 1000 veh/h/ln.
A B C D E
Lanes Hourly Volume In Peak Direction
1 ****190 640 820
2 ****430 1430 1680
3 ****680 2230 2540
4 ****930 3040 3400
*****680 2230 2540
Lanes Hourly Volume In Both Directions
2 ****360 1190 1520
4 ****800 2650 3130
6 ****1260 4130 4720
8 ****1730 5630 6300
*****1260 4130 4720
Lanes Annual Average Daily Traffic
2 ****4400 14900 19000
4 ****10000 33200 39100
6 ****15800 51700 59000
8 ****21600 70400 78800
*****15800 51700 59000
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ARTPLAN 2012 Conceptual Planning Analysis
Project Information
Analyst Arterial Name 6-Lane
Roadway Study Period Kother
Date Prepared 6/13/2018 3:00:45 PM From Modal Analysis Auto Only
Agency Carlsbad To Program ARTPLAN 2012
Area Type Other Urbanized Peak Direction Northbound Version Date 12/12/2012
Arterial Class 1
File Name
T:\Projects\Carlsbad\0343_Traffic Engineering and Design Services\0343.0013_Develop LOS Tables\Analysis\Carlsbad HCM Tables\Generalized Capacity Table\ARTPLAN - For Generalized Table\6-Lane
Roadway - 45 mph.xap
User Notes
Arterial Data
K 0.08 PHF 0.97 Control Type CoordinatedActuated
D 0.54 % Heavy Vehicles 2 Base Sat. Flow Rate 1900
Automobile Intersection Data
Cross Street
Cycle Length Thru g/C Arr.Type
INT
#
Dir.Lanes
%
Left
Turns
%
Right
Turns
Left
Turn
Lanes
Left
Turn
Phasing
# Left
Turn
Lanes
LT
Storage
Length
Left g/C
Right
Turn
Lanes
150 0.45 4 3 11 15 Yes Protected 1 235 0.15 No
150 0.45 4 3 11 15 Yes Protected 1 235 0.15 No
Automobile Segment Data
Segment #
Length AADT
Hourly
Vol.
SEG#
Dir.Lanes
Posted
Speed
Free Flow
Speed
Median Type On-Street
Parking
Parking
Activity
1 (to )1690 30000 1296 3 45 50 Restrictive No N/A
2 (to )1690 30000 1296 3 45 50 Restrictive No N/A
Automobile LOS
Segment #
Thru Mvmt
Flow Rate
Adj. Sat.
Flow Rate v/c
Control
Delay
Int. Approach
LOS Queue Ratio
Speed
(mph)
Segment
LOS
1 (to )1189 5126 0.515 21.24 C 0.66 25.57 C
2 (to )1189 5126 0.515 21.24 C 0.66 25.57 C
Arterial Length 0.6629 Weighted g/C 0.45 FFS Delay 47.22 Threshold Delay 0.00 Auto Speed 25.57 Auto LOS C
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l~IO□□D□□□□□□DD i:::::===~11 11 ~CJ:::::=1 ~11 11 IC 11 11 11 11=:=Jc=J 11 11~C11 11 11 1c11 11 11 11=:=Jc=J
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I 11 II II 11 II 11 11 11 II I
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D D D D D D
* Service Volumes for the specific facility being analyzed, based on # of lanes from the intersection and segment data
screens. ** Cannot be achieved based on input data provided.*** Not applicable for that level of service letter grade. See generalized tables notes for more details.# Under the given conditions, left turn lane storage is highly likely to overflow. The number of directional thru lanes
should be reduced accordingly.
## Facility weighted g/C exceeds normally acceptable upper range (0.5); verify that g/C inputs are correct.
### Intersection capacity (ies) are exceeded for the full hour; an operational level analysis tool is more appropriate for this situation.
Automobile Service Volumes
Note: The maximum normally acceptable directional service volume for LOS E in Florida for this facility type and area type is 1000 veh/h/ln.
A B C D E
Lanes Hourly Volume In Peak Direction
1 ****570 850 880
2 ****1290 1760 1800
3 ****2040 2660 2700
4 ****2780 3560 3620
*****2040 2660 2700
Lanes Hourly Volume In Both Directions
2 ****1060 1580 1640
4 ****2390 3260 3330
6 ****3780 4930 5020
8 ****5150 6600 6700
*****3780 4930 5020
Lanes Annual Average Daily Traffic
2 ****13200 19700 20500
4 ****29900 40800 41600
6 ****47300 61600 62700
8 ****64400 82500 83800
*****47300 61600 62700
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ARTPLAN 2012 Conceptual Planning Analysis
Project Information
Analyst Arterial Name 6-Lane
Roadway Study Period Kother
Date Prepared 6/13/2018 3:00:45 PM From Modal Analysis Auto Only
Agency Carlsbad To Program ARTPLAN 2012
Area Type Other Urbanized Peak Direction Northbound Version Date 12/12/2012
Arterial Class 1
File Name
T:\Projects\Carlsbad\0343_Traffic Engineering and Design Services\0343.0013_Develop LOS Tables\Analysis\Carlsbad HCM Tables\Generalized Capacity Table\ARTPLAN - For Generalized Table\6-Lane
Roadway - 50 mph.xap
User Notes
Arterial Data
K 0.08 PHF 0.97 Control Type CoordinatedActuated
D 0.54 % Heavy Vehicles 2 Base Sat. Flow Rate 1900
Automobile Intersection Data
Cross Street
Cycle Length Thru g/C Arr.Type
INT
#
Dir.Lanes
%
Left
Turns
%
Right
Turns
Left
Turn
Lanes
Left
Turn
Phasing
# Left
Turn
Lanes
LT
Storage
Length
Left g/C
Right
Turn
Lanes
150 0.45 4 3 11 15 Yes Protected 1 235 0.15 No
150 0.45 4 3 11 15 Yes Protected 1 235 0.15 No
Automobile Segment Data
Segment #
Length AADT
Hourly
Vol.
SEG#
Dir.Lanes
Posted
Speed
Free Flow
Speed
Median Type On-Street
Parking
Parking
Activity
1 (to )1690 30000 1296 3 50 55 Restrictive No N/A
2 (to )1690 30000 1296 3 50 55 Restrictive No N/A
Automobile LOS
Segment #
Thru Mvmt
Flow Rate
Adj. Sat.
Flow Rate v/c
Control
Delay
Int. Approach
LOS Queue Ratio
Speed
(mph)
Segment
LOS
1 (to )1189 5295 0.499 21.00 C 0.66 27.02 C
2 (to )1189 5295 0.499 21.00 C 0.66 27.02 C
Arterial Length 0.6629 Weighted g/C 0.45 FFS Delay 46.43 Threshold Delay 0.00 Auto Speed 27.02 Auto LOS C
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l~IO□□D□□□□□□DD i:::::===~11 11 ~CJ:::::=1 ~11 11 IC 11 11 11 11=:=Jc=J 11 11~C11 11 11 1c11 11 11 11=:=Jc=J
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I 11 II 11 11 II 11 11 11 II I
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I II 11 II 11 II II 11 II I
I II II II II II II II II I
D D D D D D
* Service Volumes for the specific facility being analyzed, based on # of lanes from the intersection and segment data
screens. ** Cannot be achieved based on input data provided.*** Not applicable for that level of service letter grade. See generalized tables notes for more details.# Under the given conditions, left turn lane storage is highly likely to overflow. The number of directional thru lanes
should be reduced accordingly.
## Facility weighted g/C exceeds normally acceptable upper range (0.5); verify that g/C inputs are correct.
### Intersection capacity (ies) are exceeded for the full hour; an operational level analysis tool is more appropriate for this situation.
Automobile Service Volumes
Note: The maximum normally acceptable directional service volume for LOS E in Florida for this facility type and area type is 1000 veh/h/ln.
A B C D E
Lanes Hourly Volume In Peak Direction
1 ****670 890 920
2 ****1510 1830 1860
3 ****2360 2760 2800
4 ****3210 3700 3740
*****2360 2760 2800
Lanes Hourly Volume In Both Directions
2 ****1250 1650 1700
4 ****2800 3390 3440
6 ****4380 5120 5180
8 ****5950 6860 6930
*****4380 5120 5180
Lanes Annual Average Daily Traffic
2 ****15600 20700 21200
4 ****35000 42400 43000
6 ****54700 63900 64800
8 ****74400 85700 86600
*****54700 63900 64800
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ARTPLAN 2012 Conceptual Planning Analysis
Project Information
Analyst Arterial Name 6-Lane
Roadway Study Period Kother
Date Prepared 6/13/2018 3:00:45 PM From Modal Analysis Auto Only
Agency Carlsbad To Program ARTPLAN 2012
Area Type Other Urbanized Peak Direction Northbound Version Date 12/12/2012
Arterial Class 1
File Name
T:\Projects\Carlsbad\0343_Traffic Engineering and Design Services\0343.0013_Develop LOS Tables\Analysis\Carlsbad HCM Tables\Generalized Capacity Table\ARTPLAN - For Generalized Table\6-Lane
Roadway - 55 mph.xap
User Notes
Arterial Data
K 0.08 PHF 0.97 Control Type CoordinatedActuated
D 0.54 % Heavy Vehicles 2 Base Sat. Flow Rate 1900
Automobile Intersection Data
Cross Street
Cycle Length Thru g/C Arr.Type
INT
#
Dir.Lanes
%
Left
Turns
%
Right
Turns
Left
Turn
Lanes
Left
Turn
Phasing
# Left
Turn
Lanes
LT
Storage
Length
Left g/C
Right
Turn
Lanes
150 0.45 4 3 11 15 Yes Protected 1 235 0.15 No
150 0.45 4 3 11 15 Yes Protected 1 235 0.15 No
Automobile Segment Data
Segment #
Length AADT
Hourly
Vol.
SEG#
Dir.Lanes
Posted
Speed
Free Flow
Speed
Median Type On-Street
Parking
Parking
Activity
1 (to )1690 30000 1296 3 55 60 Restrictive No N/A
2 (to )1690 30000 1296 3 55 60 Restrictive No N/A
Automobile LOS
Segment #
Thru Mvmt
Flow Rate
Adj. Sat.
Flow Rate v/c
Control
Delay
Int. Approach
LOS Queue Ratio
Speed
(mph)
Segment
LOS
1 (to )1189 5476 0.483 20.77 C 0.65 28.37 C
2 (to )1189 5476 0.483 20.77 C 0.65 28.37 C
Arterial Length 0.6629 Weighted g/C 0.45 FFS Delay 45.72 Threshold Delay 0.00 Auto Speed 28.37 Auto LOS C
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1~1==~1~1=~1:1==~1~1=~1~1==~1~1==~11
_I II II II II II I_
l~IO□□D□□□□□□DD i:::::===~11 11 ~CJ:::::=1 ~11 11 IC 11 11 11 11=:=Jc=J 11 11~C11 11 11 1c11 11 11 11=:=Jc=J
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I 11 II II 11 II 11 11 11 II I
I 11 II 11 11 II 11 11 11 II I
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I II 11 II 11 II II 11 II I
I II II II II II II II II I
D D D D D D
* Service Volumes for the specific facility being analyzed, based on # of lanes from the intersection and segment data
screens. ** Cannot be achieved based on input data provided.*** Not applicable for that level of service letter grade. See generalized tables notes for more details.# Under the given conditions, left turn lane storage is highly likely to overflow. The number of directional thru lanes
should be reduced accordingly.
## Facility weighted g/C exceeds normally acceptable upper range (0.5); verify that g/C inputs are correct.
### Intersection capacity (ies) are exceeded for the full hour; an operational level analysis tool is more appropriate for this situation.
Automobile Service Volumes
Note: The maximum normally acceptable directional service volume for LOS E in Florida for this facility type and area type is 1000 veh/h/ln.
A B C D E
Lanes Hourly Volume In Peak Direction
1 **100 760 930 ***
2 **240 1670 1900 ***
3 **390 2600 2870 2900
4 **540 3530 3840 ***
***390 2600 2870 2900
Lanes Hourly Volume In Both Directions
2 **190 1410 1730 ***
4 **450 3100 3520 ***
6 **730 4820 5320 5360
8 **1000 6540 7120 ***
***730 4820 5320 5360
Lanes Annual Average Daily Traffic
2 **2400 17600 21600 ***
4 **5600 38700 44000 ***
6 **9100 60200 66500 67000
8 **12600 81800 88900 ***
***9100 60200 66500 67000
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ARTPLAN 2012 Conceptual Planning Analysis
Project Information
Analyst Arterial Name 8-Lane
Roadway Study Period Kother
Date Prepared 6/13/2018 3:00:45 PM From Modal Analysis Auto Only
Agency Carlsbad To Program ARTPLAN 2012
Area Type Other Urbanized Peak Direction Northbound Version Date 12/12/2012
Arterial Class 1
File Name
T:\Projects\Carlsbad\0343_Traffic Engineering and Design Services\0343.0013_Develop LOS Tables\Analysis\Carlsbad HCM Tables\Generalized Capacity Table\ARTPLAN - For Generalized Table\8-Lane
Roadway - 45 mph.xap
User Notes
Arterial Data
K 0.08 PHF 0.97 Control Type CoordinatedActuated
D 0.54 % Heavy Vehicles 2 Base Sat. Flow Rate 1900
Automobile Intersection Data
Cross Street
Cycle Length Thru g/C Arr.Type
INT
#
Dir.Lanes
%
Left
Turns
%
Right
Turns
Left
Turn
Lanes
Left
Turn
Phasing
# Left
Turn
Lanes
LT
Storage
Length
Left g/C
Right
Turn
Lanes
150 0.45 4 4 11 15 Yes Protected 1 235 0.15 No
150 0.45 4 4 11 15 Yes Protected 1 235 0.15 No
Automobile Segment Data
Segment #
Length AADT
Hourly
Vol.
SEG#
Dir.Lanes
Posted
Speed
Free Flow
Speed
Median Type On-Street
Parking
Parking
Activity
1 (to )1690 30000 1296 4 45 50 Restrictive No N/A
2 (to )1690 30000 1296 4 45 50 Restrictive No N/A
Automobile LOS
Segment #
Thru Mvmt
Flow Rate
Adj. Sat.
Flow Rate v/c
Control
Delay
Int. Approach
LOS Queue Ratio
Speed
(mph)
Segment
LOS
1 (to )1189 6763 0.391 19.61 B 0.67 26.59 C
2 (to )1189 6763 0.391 19.61 B 0.67 26.59 C
Arterial Length 0.6629 Weighted g/C 0.45 FFS Delay 43.64 Threshold Delay 0.00 Auto Speed 26.59 Auto LOS C
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l~IO□□D□□□□□□DD i:::::===~11 11 ~CJ:::::=1 ~11 11 IC 11 11 11 11=:=Jc=J 11 11~C11 11 11 1c11 11 11 11=:=Jc=J
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D D D D D D
* Service Volumes for the specific facility being analyzed, based on # of lanes from the intersection and segment data
screens. ** Cannot be achieved based on input data provided.*** Not applicable for that level of service letter grade. See generalized tables notes for more details.# Under the given conditions, left turn lane storage is highly likely to overflow. The number of directional thru lanes
should be reduced accordingly.
## Facility weighted g/C exceeds normally acceptable upper range (0.5); verify that g/C inputs are correct.
### Intersection capacity (ies) are exceeded for the full hour; an operational level analysis tool is more appropriate for this situation.
Automobile Service Volumes
Note: The maximum normally acceptable directional service volume for LOS E in Florida for this facility type and area type is 1000 veh/h/ln.
A B C D E
Lanes Hourly Volume In Peak Direction
1 ****570 850 880
2 ****1290 1760 1800
3 ****2040 2660 2700
4 ****2780 3560 3620
*****2780 3560 3620
Lanes Hourly Volume In Both Directions
2 ****1060 1580 1640
4 ****2390 3260 3330
6 ****3780 4930 5020
8 ****5150 6600 6700
*****5150 6600 6700
Lanes Annual Average Daily Traffic
2 ****13200 19700 20500
4 ****29900 40800 41600
6 ****47300 61600 62700
8 ****64400 82500 83800
*****64400 82500 83800
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ROADWAY CAPACITY TABLES
APPENDIX D
HCM 2010 EXCERPTS
(city of __________________________ Carlsbad
California
Highway Capacity Manual 2010
3. APPLICATIONS
TYPES OF ANALYSIS
The automobile, pedestrian, bicycle, and transit methodologies described in
this chapter can each be used in three types (or levels) of analysis. These analysis
levels are described as operational, design, and planning and preliminary
engineering. The characteristics of each analysis level are described in the
subsequent parts of this subsection.
Operational Analysis
Each of the methodologies is most easily applied at an operational level of
analysis. At this level, all traffic, geometric, and signalization conditions are
specified as input variables by the analyst. These input variables are used in the
methodology to compute various performance measures.
Design Analysis
The design level of analysis has two variations. Both variations require the
specification of traffic conditions and target levels for a specified set of
performance measures. One variation requires the additional specification of the
signalization conditions. The methodology is then applied by using an iterative
approach in which alternative geometric conditions are separately evaluated.
The second variation of the design level requires the additional specification
of the geometric conditions. The methodology is then applied by using an
iterative approach in which alternative signalization conditions are evaluated.
The objective of the design analysis is to identify the alternatives that operate
at the target level of the specified performance measures ( or provide a better
level of performance). The analyst may then recommend the "best" design
alternative after consideration of the full range of factors.
Planning and Preliminary Engineering Analysis
The planning and preliminary engineering level of analysis is intended to
provide an estimate of the LOS for either a proposed facility or an existing
facility in a future year. This level of analysis may also be used to size the overall
geometrics of a proposed facility.
The level of precision inherent in planning and preliminary engineering
analyses is typically lower than for operational analyses. Therefore, default
values are often substituted for field-measured values of many of the input
variables. Recommended default values for this purpose arc provided in
Chapters 17 to 22.
USE OF ALTERNATIVE TOOLS
Chapter 29, Urban Street Facilities: Supplemental, includes a set of examples
to illustrate the use of alternative tools to address the stated limitations of this
chapter and Chapter 17, Urban Street Segments. Specifically, these examples are
used to illustrate (a) the application of deterministic tools to optimize the signal
Chapter 16/Urban Street Facilities
December 2010
Page 16-25 Applications
Highway Capacity Manual 2010
Applications
timing, (b) the effect of using a roundabout as a segment boundary, (c) the effect
of midsegment parking maneuvers on facility operation, and (d) the use of
simulated vehicle trajectories to evaluate the proportion of time that the back of
the queue on the minor-street approach to a two-way STOP-controlled
intersection exceeds a specified distance from the stop line.
GENERALIZED DAILY SERVICE VOLUMES FOR URBAN STREET
FACILITIES
Generalized daily service volume tables provide a means to assess a large
number of urban streets in a region or jurisdiction quickly to determine which
facilities need to be assessed more carefully (by using operational analysis) to
ameliorate existing or pending problems.
To build a generalized daily service volume table for urban street facilities, a
number of simplifying assumptions must be made. The assumptions made here
include the following:
• All segments of the facility have the same number of through lanes (one,
two, or three) in each direction;
• Only traffic signal control is used along the facility (i.e., no roundabouts
or all-way STOP-controlled intersections exist);
• The traffic signals are coordinated and semi-actuated, the arrival type is 4,
the traffic signal cycle time C is 120 s, and the weighted average green-to-
cycle-length (g/C) ratio for through movements (defined below) is 0.45;
• Exclusive left-tum lanes with protected left-tum phasing and adequate
queue storage are provided at each signalized intersection, and no
exclusive right-tum lanes are provided;
• At each traffic signal, 10% of the traffic on the urban street facility turns
left and 10% turns right;
• The peak hour factor is 0.92;
• The facility length is 2 mi, and no restrictive medians exist along the
facility; and
• The base saturation flow rate s0 is 1,900 passenger cars per hour per lane
(pc/h/ln).
The weighted average g!C ratio of an urban street is the average of the critical
intersection through g!C ratio and the average of all the other g!C ratios for the
urban street. For example, if there are four signals with a through g!C ratio of
0.50 and one signal with a through g!C ratio of 0.40, the weighted average g!C
ratio for the urban street is 0.45. The weighted g!C ratio takes into account the
adverse effect of the critical intersection and the overall quality of flow for the
urban street.
Generalized daily service volumes are provided in Exhibit 16-14 for urban
street facilities with posted speeds of 30 and 45 mi/h; two, four, or six lanes (both
directions); and six combinations of the K-factor and D-factor. To use this table,
analysts must select a combination of Kand D appropriate for their locality.
Page 16-26 Chapter 16/Urban Street Facilities
December 2010
Highway Capacity Manual 2010
The 30-mi/h values further assume an average traffic signal spacing of 1,050
ft and 20 access points/mi, while the 45-mi/h values assume an average traffic
signal spacing of 1,500 ft and 10 access points/mi.
K-~ Two-Lane Streets Four-Lane Streets Six-Lane Streets
Factor Factor LOS B LOS C LOS D LOS E LOS B LOS C LOS D LOS E LOS B LOS C LOS D LOS E
P d S d 30 ·th oste ,pee = m1
0.09 0.55 NA 5.9 15.4 19.9 NA 11.3 31.4 37.9 NA 16.3 46.4 54.3
0.60 NA 5.4 14.1 18.3 NA 10.3 28.8 34.8 NA 15.0 42.5 49.8
0.10 0.55 NA 5.3 13.8 17.9 NA 10.1 28.2 34.1 NA 14.7 41.8 48.9
0.60 NA 4.8 12.7 16.4 NA 9.3 25.9 31.3 NA 13.5 38.3 44.8
0.11 0.55 NA 4.8 12.6 16.3 NA 9.2 25.7 31.0 NA 13.4 38.0 44.5
0.60 NA 4.4 11.5 14.9 NA 8.4 23.5 28.4 NA 12.2 34.8 40.8
OS e ,pee = ml P t d S d 45 "/h
0.09 0.55 NA 10.3 18.6 19.9 NA 21.4 37.2 37.9 NA 31.9 54.0 54.3
0.60 NA 9.4 17.1 18.3 NA 19.6 34.1 34.8 NA 29.2 49.5 49.8
0.10 0.55 NA 9.3 16.8 17.9 NA 19.3 33.5 34.1 NA 28.7 48.6 48.9
0.60 NA 8.5 15.4 16.4 NA 17.7 30.7 31.3 NA 26.3 44.5 44.8
0.11 0.55 NA 8.4 15.3 16.3 NA 17.5 30.5 31.0 NA 26.1 44.2 44.4
0.60 NA 7.7 14.0 14.9 NA 16.1 27.9 28.4 NA 23.9 40.5 40.7
Notes: NA = not applicable; LOS cannot be achieved with the stated assumptioris.
General assumptions include no roundabouts or all-way STOP·controlled intersections along the facility;
coordinated, semi-actuated traffic signals; arrival type 4; 120-s cycle time; protected left-turn phases; 0.45
weighted average g/Cratio; exclusive left-turn lanes with adequate queue storage provided at traffic
signals; no exclusive right-turn lanes provided; no restrictive median; 2-mi facility length; 10% of traffic
turns left and 10% turns right at each traffic signal; peak hour factor = 0.92; and base saturation flow rate
= 1,900 pc/h/ln.
Additional assumptions for 30-mi/h facilities: signal spacing = 1,050 ft and 20 access points/mi.
Additional assumptions for 45-mi/h facilities: signal spacing = 1,500 ft and 10 access points/mi.
Exhibit 16-14 is provided for general planning use and should not be used to
analyze any specific urban street facility or to make final decisions on important
design features. A full operational analysis using this chapter's methodology is
required for such specific applications.
The exhibit is useful, however, in evaluating the overall performance of a
large number of urban streets within a jurisdiction, as a first pass to determine
where problems might exist or arise, or to determine where improvements might
be needed. Any urban street identified as likely to experience problems or need
improvement, however, should then be subjected to a full operational analysis
before any decisions on implementing specific improvements are made.
Daily service volumes are strongly affected by the K-and D-factors chosen as
typical for the analysis. It is important that the values used for the facilities under
study be reasonable. Also, if any characteristic is significantly different from the
typical values used to develop Exhibit 16-14, particularly the weighted average
g!C ratio and traffic signal spacing, the values taken from this exhibit will not be
representative of the study facilities. In such cases, analysts are advised to
develop their own generalized service volume tables by using representative
local values or to proceed to a full operational analysis.
ACTIVE TRAFFIC MANAGEMENT STRATEGIES
Active traffic management (ATM) consists of the dynamic and continuous
monitoring and control of traffic operations on a facility to improve facility
performance. Examples of ATM measures on urban streets include congestion
pricing zones, adaptive/responsive signal control, demand metering, changeable
Chapter 16/Urban Street Facilities
December 2010
Page 16-27
Exhibit 16-14
Generalized Daily Service Volumes
for Urban Street Facilities
(1,000 veh/day)
Applications
Level of Service (LOS)
By: Doug Bilse, T.E.
Senior Engineer
The Highway Capacity Manual (HCM)
•Industry standard for establishing level of service (LOS) evaluation methods and performance measures
•General Plan Mobility Element requires traffic evaluations to be consistent with HCM
2
HCM Commonly Evaluates Traffic Conditions Using Two
Different Performance Measures
•Level of Service (LOS): a qualitative
evaluation of a driver’s experience
•Capacity: a quantitative evaluation of the
road’s ability to meet anticipated traffic
3
LOS Basics
•Typically based on weekday traffic conditions•Peak hours: AM/PM commute hours•Letter Grades: A-F (G and H reflect LOS F duration)•Carlsbad standard is LOS D–LOS E/F are deficient
4
Correlating LOS to flows
LOS FLow Remarks
A Free Flow Drivers can maintain desired speed with little delay
B Stable Flow Drivers can maneuver easily, but begin to be restricted in choosing speed due to delay
C Stable Flow Speed and maneuverability closely controlled due to an acceptable delay
D Approaching
Unstable Flow
Operating conditions are controlled by higher volumes resulting in tolerable delay
E Unstable Flow Lower operating speeds and possible stop-and-go conditions for short periods as
traffic approaches capacity with tolerable delay
F Forced Flow Speeds and volume can drop to zero as queues back up from downstream restrictions
Levels of Analysis
•Operational Analysis–High level of detail –few default values–Precise•Design Analysis–Useful for needs assessment•Planning and Preliminary Design Analysis–May default parameters–Useful for monitoring–Accurate6
LOS is Based on the Peak Hour:
Daily to Peak Hour Factors
peak hour traffic as a % of daily
Daily Traffic directional split
2-Way Peak Hour
How much higher is peak 15-min
Peak Hour Volume analyzedPeak 15-Minutes
7
K=.0935,200 D=.63,168 PHF=1.031,900 Volume analyzed1,958
K=.1035,200 D=.73,520 PHF=1.012,464 Volume analyzed2,488
Using Default Parameters
•Use field data as much as possible•Sometimes data isn’t avaialble•Sometimes gathering data is expensive•Sometimes it’s not possible to collect data
LOS: What’s Being Measured
9
Roadway
Segment LOS
Intersection
LOS
Roadway Segment Delay
10
Roadway
Segment LOS
Roadway Segment LOS Analysis
•Accurate, but not precise•Based on vehicle speed•Includes signal timing delay•Recommended when signalized intersections are spaced less than 2 miles apart.
11
Simple Data: Low Cost and Easy to Gather
Service Volume Tables
13
Signal Control Delay
14
Intersection
LOS
Intersection LOS
15
Expensive Data to Collect
Intersection LOS Analysis
•Does not include delay traveling between intersections•2 methods: –Intersection Capacity Utilization (ICU)–HCM
17
ICU vs. HCM•ICU:–Good for planning purposes (accurate)–Independent of timing plan–Uses volume to evaluate how close to capacity•HCM–Good for operations (precise)–Evaluates timing plan–Uses delay estimates to reflect driver experience
18
ICU: Planning Method
19
HCM Method: Webster’s Equation
20
Understanding d1 and d2
21
d1 d2
How do you collect d3 and determine PF?
Capacity
•maximum mid-block traffic flow withoutconsideration of the impact of the downstream traffic signal. •used to determine if the roadway facility has an adequate number of through lanes•Not intended for LOS of a signalized arterial
23
Freeway/Highway LOS: Capacity Ratio (v/c)
LOS: A Different Look
25
Metered Traffic
D
D
800
1,200
200
250
1,300
700
What’s Next?
•Growth Management Monitoring Report will reflect
LOS based on Service Volume Table•Staff is studying ways to gather data automatically as part of adaptive signal project•Adaptive signal controllers can collect data to
better capture progression adjustment factor (PF)•Changes will be made and documented as necessary based on feedback
Commissioner Linke’s Comparative Table
28
Commissioner Linke’s Comparative Table
(con’t)
29
Questions