HomeMy WebLinkAbout; 2010 Traffic Monitoring Program Carlsbad Part 1; 2010 Traffic Monitoring Program Carlsbad Part 1; 2010-11-13
TABLE OF CONTENTS
Page
1. Introduction .........................................................................................................1-1
Project Overview...................................................................................................1-1
Annual Report Organization .................................................................................1-3
2. Mid-Block Link Counts ......................................................................................2-1
3. Intersection Turn Movement Counts ................................................................3-1
4. Conclusions ..........................................................................................................4-1
Appendix A – Intersection Summary
Appendix B – Mid-Block Link Summary
LIST OF FIGURES
Page
1-1 Project Location Map..........................................................................................1-2
2-1 2010 Mid-Block Link Levels of Service .............................................................2-2
3-1 Intersection Location Map .................................................................................3-2
3-2 2010 AM Peak Hour – Intersection Levels of Service......................................3-7
3-3 2010 PM Peak Hour – Intersection Levels of Service ......................................3-8
LIST OF TABLES
Page
2-1 Mid-Block Link Levels of Service Analysis Summary ....................................2-3
3-1 Intersection Capacity Utilization Analysis Summary......................................3-5
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1. INTRODUCTION
PROJECT OVERVIEW
In attempts by cities across the country to manage growth within their communities, Growth
Management Plans have been developed. An important part of a Growth Management Plan is a Traffic
Monitoring Program. The Traffic Monitoring Program entails the collection and analysis of data at
critical mid-block link count locations and major intersections throughout the community. Typically,
data requirements for Traffic Monitoring Programs include the average daily traffic volumes recorded at
mid-block locations and peak hour turn movement counts at major signalized and unsignalized
intersections. The field data is then reduced and capacity analysis is performed based on existing
geometrics and lane configurations. The analysis of intersections and mid-block link locations enables
the jurisdiction to identify potential capacity problem areas where unacceptable operations exist or may
become problematic in the future. This information is intended to assist the City of Carlsbad in
assessing future development adjacent to these existing or future problem locations where capacity
deficiencies currently exist and the mitigation measures that may be required to eliminate the deficiency.
This report documents the twenty-second year's results of the Growth Management Plan Traffic
Monitoring Program for the City of Carlsbad. The City of Carlsbad identified sixty-eight (68) key
intersections and thirty-four (34) key mid-block link locations for analysis. Similar efforts occurred for
years 1989-2009 during June, July and August that provided a basis for comparison.
The City of Carlsbad is a coastal community located in Southern California, 35 miles north of San
Diego, and the current population is approximately 107,000. Interstate 5 runs north and south near the
western edge of Carlsbad and is a major route for commuters to both Orange County and San Diego.
The facility also carries a significant amount of through traffic as the primary coastal route linking San
Diego to Orange County and Los Angeles. The Carlsbad Circulation system includes the following
arterials: El Camino Real, Palomar Airport Road, La Costa Avenue, Rancho Santa Fe Road, Carlsbad
Boulevard, and Melrose Drive. The project location map, Figure 1-1, shows the alignment of the major
roadways throughout Carlsbad and the intersections and mid-block link locations evaluated in this year's
Traffic Monitoring Program.
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ANNUAL REPORT ORGANIZATION
Rick Engineering Company collected data during the Summer of 2010 at requested mid-block link
locations and intersections within and adjacent to the City of Carlsbad. The results of this data collection
effort are included in the appendix at the end of this report. In addition to the technical appendix, Rick
Engineering Company has prepared a summary section for this Annual Report. Summary information is
presented in this initial section of the report, and a description of the contents of Chapters 2, 3 and 4 is
provided below.
As mentioned previously, a total of thirty-four (34) mid-block link count locations were identified by the
City of Carlsbad for the collection of 2010 average daily traffic (ADT) volume counts. Rick Engineering
Company coordinated the placement of its counters with City staff and later reviewed the ADT volumes
and performed roadway segment analyses. The results of the mid-block link analysis for the Summer
count period are contained in Chapter 2.
Although mid-block link analysis provides a good indication of roadway operations in rural settings,
intersections tend to be the dominant factor in traffic operations within the urban sections of most
communities. Thus, the City of Carlsbad identified sixty-eight (68) key intersections to be analyzed.
AM (6:00 to 9:00 AM) and PM (3:30 to 6:30 PM) peak period turn movement volumes were collected at
each project intersection. The data was reduced to identify the peak hour turn movement volumes and
approach delays, and this information was then analyzed using the Intersection Capacity Utilization
(ICU) method for signalized intersections. The results of the intersection data collection and analysis
activities are presented in Chapter 3.
Critical project findings and conclusions are documented in Chapter 4. Technical issues are discussed
and recommendations for future traffic monitoring activities are also presented in Chapter 4.
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2. MID-BLOCK LINK COUNTS
Mid-block link counts were conducted at thirty-four (34) locations throughout the City of Carlsbad and
can be identified on Figure 2-1. Rick Engineering Company conducted the link counts using
mechanical tube counters that were placed and monitored for two consecutive days (48-hours). The
counts resulted in the determination of average daily traffic (ADT) volumes, and these ADT volumes for
the Summer count period are summarized in the Appendix. The City of Carlsbad assumes a one-
direction maximum capacity of 1,800 vehicles per lane, per hour, in the peak period. Mid-block link
analysis was calculated by a maximum one-direction lane volume to capacity ratio.
The 2010 midblock lane volume to capacity ratio was correlated to the level of service for the thirty-four
(34) midblock locations as follows:
MIDBLOCK LINK COUNT
LEVEL OF SERVICE RANGES
Ratio LOS
0.00 - 0.60 A
0.61 - 0.70 B
0.71 - 0.80 C
0.81 - 0.90 D
0.91 - 1.00 E
Greater than 1.00 F
Figure 2-1 graphically illustrates the 2010 levels of service during the peak hour. Table 2-1 summarizes
and compares the Summer 2010 mid-block link analysis with data from 2006, 2007, 2008 and 2009.
Based on the results of the mid-block link analysis, all locations operated at LOS A for the Summer
2010 count program. There were no locations identified as operating at LOS B, C, D, E or F.
For 2010, the overall volumes along Palomar Airport Road have increased slightly. An increase of
about 5% from the previous year was calculated. Similarly, overall volumes along El Camino Real have
shown an increase. An increase of about 7% from the previous year was calculated The volumes along
Carlsbad Boulevard showed a slight decrease from the previous year (about 3%). The weather at the
beach areas most likely played a role in this decrease. Traditionally, the weather is typically sunny
near/at the beaches when data along Carlsbad Boulevard is collected (which tends to attract more
persons toward the beach areas). However, for 2010, cloudy weather was observed in the area when this
data was collected. This was also evident in the decrease in pedestrian activity at the intersections that
were counted.
Location NumberSegment Segment Location ADTPeak LOSADTPeak LOSADTPeak LOSADTPeak LOSADTPeak LOS1Palomar Airport Road Paseo Del Norte and Armada Drive53,378 A 53,175 A 49,570 A 48,758 A 48,490 A2Palomar Airport Road Yarrow Drive and El Camino Real32,960 A 33,820 A 33,523 A 30,786 A 34,030 A3Palomar Airport Road El Camino Real and Loker Ave. W./Innovation Wy.51,673 A 52,739 A 43,920 A 44,742 A 45,080 A4Palomar Airport Road El Fuerte Street and Loker Ave E./Gateway Road---- ---- ---- ---- 42,287 A 40,819 A 44,361 A5Palomar Airport Road Melrose Drive and Paseo Valindo/Eagle Drive49,245 A 36,290 A 33,875 A 30,267 A 32,769 A6El Camino Real Plaza Drive and Marron Road 30,832 A 31,375 A 26,713 A 26,401 A 26,406 A7El Camino Real Tamarack Avenue and Kelly Drive25,178 A 25,509 A 23,717 A 22,817 A 23,540 A8El Camino Real Faraday Avenue and Palomar Airport Road36,712 A 38,417 A 37,735 A 27,205 A 36,200 A9El Camino Real Camino Vida Roble and Cassia Road29,801 A 30,375 A 28,048 A 28,089 A 30,383 A10El Camino Real Arenal Road and Costa Del Mar Road47,091 A 50,905 C 43,213 A 44,112 A 46,203 A11El Camino Real La Costa Avenue and Levante Street36,097 A 39,105 A 31,933 A 33,325 A 32,600 A12El Camino Real Levante Street and Calle Barcelona36,413 A 39,367 A 31,275 A 31,399 A 32,042 A13Melrose Drive Lionshead Avenue and Palomar Airport Road---- ---- 25,995 A 22,637 A 22,794 A 22,887 A14Melrose Drive Palomar Airport Road and Rancho Bravado12,102 A 17,742 A 16,969 A 16,493 A 17,061 A15Melrose Drive Alga Road and Corintia Street16,476 A 20,880 A 18,667 A 18,822 A 20,216 A16Carlsbad Boulevard Mountain View Drive and State Steet14,868 A 13,985 A 12,065 A 13,334 A 12,884 A17Carlsbad Boulevard Cannon Road and Cerezo Drive19,034 A 18,163 A 15,485 A 16,378 A 16,882 A18Carlsbad Boulevard Breakwater Road and Island Way17,267 A 16,114 A 12,949 A 14,294 A 13,668 A19Carlsbad Boulevard Avenida Encinas and La Costa Avenue18,126 A 19,474 A 17,905 A 18,246 A 17,242 A20La Costa Avenue Saxony Road and Piraeus Street32,578 A 33,245 A 32,254 A 33,475 A 32,767 A21La Costa Avenue Cadencia Street and Romeria Street12,061 A 12,492 A 11,819 A 12,370 A 12,190 A22Rancho Santa Fe Road La Costa Meadows Drive and San Elijo Road30,516 A 34,674 A 31,222 A 25,313 A 28,786 A23Rancho Santa Fe Road Avenida Soledad and Camino Junipero36,589 A 39,947 A 35,754 A 35,678 A 35,365 A24Rancho Santa Fe Road Avenida La Cima and Calle Acervo/Avenida La Posta16,739 A 17,028 A 17,445 A 17,458 A 15,121 A25Carlsbad Village Drive Victoria Avenue and Pontiac Drive5,866 A 6,168 A 5,665 A 5,637 A 6,214 A26Poinsettia Lane Paseo Del Norte and Batiquitos Drive26,127 A 26,623 A 24,650 A 25,837 A 25,315 A27Tamarack Avenue El Camino Real and La Portalada Drive7,831 A 8,453 A 8,428 A 7,906 A 8,808 A28Paseo Del Norte Camino Del Parque (North) and Palomar Airport Road9,226 A 8,791 A 8,125 A 7,975 A 8,109 A29Paseo Del NortePalomar Airport Road and Car Country Drive10,689 A 10,246 A 9,473 A 8,780 A 9,320 A30Cannon RoadPaseo Del Norte and Car Country Drive25,052 A 22,778 A 21,709 A 23,284 A 24,370 A31Cannon RoadEl Camino Real and College Boulevard19,986 D 19,396 D 16,586 B 16,553 A 17,793 A32College Boulevard Tamarack Avenue (North) and North City Limits27,381 A 25,690 A 23,740 A 24,475 A 23,112 A33College Boulevard Palomar Airport Road and Aston Avenue14,484 A 13,718 A 13,810 A 13,992 A 13,873 A34Alga RoadCorintia Street and El Fuerte Street---- ---- 11,482 A 10,632 A 10,216 A 10,844 ATable 2-1CITY OF CARLSBADMID-BLOCK LINK LEVELS OF SERVICEANALYSIS SUMMARYSummer 2010Summer 2009Summer 2008Summer 2006 Summer 2007
2-4
All thirty-four (34) of the mid-block link locations for this 2010 report were previously analyzed in the
2009 report. Of these thirty-four (34) locations, twelve (12) link count stations experienced a decrease in
ADT from the previous count period. The decreases ranged from less than one (1) percent to thirteen
(13) percent with an average decrease of three and a half (3.5) percent. The other twenty-two (22) link
count stations experienced an increase from the previous years counts. The increases ranged from less
than one (1) percent to almost thirty-three (33) percent, with an average increase of about seven (7)
percent. Based on the thirty-four (34) comparative locations, overall traffic volumes have increased by
about three and a half (3.5) percent during the last year.
The following are extension projects, which continue to change traffic patterns within the immediate
vicinity of its respective project:
• The College Boulevard/Cannon Road extension projects were constructed in August 2004 prior
to the 2005 count period
• The northerly extension of Melrose Drive at the intersection of Palomar Airport Road, which
was completed after the traffic counts for the 2006 count season.
• The extension of Faraday Avenue from Orion Way to Melrose Drive opened to traffic in
October 2007.
These extension projects continue to provide a direct connection to State Route 78 from Faraday
Avenue, College Boulevard, Cannon Road and Melrose Drive without traveling through the intersection
of El Camino Real and Palomar Airport Road. Prior to these connections, access to State Route 78
within the immediate project area was provided at the El Camino Real/State Route 78 interchange only.
Street improvements and alternate routes have again been implemented during this time period and none
of the mid-block links operate worse than Level of Service A. This indicates that the numbers of through
lanes provided on major roadways in the City of Carlsbad are generally appropriate for the prevailing
traffic conditions. The following is a list of midblock locations, which experienced decreases higher
than ten (10) percent.
Location Segment % decrease from year 2009
24 Rancho Santa Fe Road: -13%
Avenida La Cima to Calle Acervo/Avenida La Posta
2-5
Due to the downward trend in traffic volumes in recent years, which may be attributed to a number of
factors including construction impacts, higher gas prices and the overall economic condition of the
region, a review of the last five years of data from the year 2006 to present was conducted. Twenty-
three (23) of the thirty-one (31) comparable locations have experienced a decrease, while eight (8) have
experienced an increase. These decreases ranged from less than two (2) percent to thirty-four (34)
percent, with the highest decreases occurring along Palomar Airport Road east of Melrose Drive,
experiencing an average decrease over the five (5) year period of thirty-four (34) percent. The increases
over the five-year period ranged from less than one (1) percent to forty-one (41) percent, with the
highest increase occurring along Melrose Drive between Palomar Airport Road and Rancho Bravado.
It is important to recognize that although mid-block link analysis is an accurate assessment of the
number of through lanes provided on major street segments, roadway conditions in an urban setting are
often determined by the operations at major intersections. Chapter 3 provides a description of
intersection operations in Carlsbad in the Summer 2010 count period. In summary, the information in
this chapter, coupled with the capacity analysis of signalized intersections in Chapter 3, will enable the
City of Carlsbad to accurately determine the current state of the entire circulation system.
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3. INTERSECTION TURN MOVEMENT COUNTS
Intersection turn movement counts were conducted at sixty-eight (68) intersections. Figure 3-1
graphically identifies the location of each of the intersections included in the study. The turn movement
counts were conducted during the AM peak period (6:00 to 9:00 AM) and the PM peak period (3:30 to
6:30 PM). The data from each three-hour period was subdivided into fifteen-minute intervals, and
vehicle turning movement counts were summarized during each interval. This assured that the peak hour
would be clearly identified for both the AM and PM peak periods. All counts were conducted during the
middle of the week (either Tuesday, Wednesday, or Thursday) and the actual count day(s) and date(s)
are shown in the Appendix.
To aid in the reduction of the field data, Rick Engineering Company utilized an in-house computer
software application program. The program utilizes an Excel spreadsheet to identify peak hour volume
conditions and peak hour factors and perform ICU calculations. The ICU calculations for signalized
intersections were conducted for both the AM and PM peak hours for all sixty-eight (68) intersections.
ICU calculations were performed based on the following lane group capacities:
Lane Group Capacity
Thru Lanes 2000 vehicles per hour green per lane
Turn Lanes 1800 vehicles per hour green per lane
Dual Turn Lanes 1800 vehicles per hour green per lane
These lane group capacities were based on field studies conducted during the 1991 Traffic Monitoring
Program with the exception of the Dual Turn Lanes capacity, which has been increased from 1620 to
1800 vehicles per hour green per lane, and implemented during the year 2000 Traffic Monitoring
Program (TMP), based upon field studies.
3-3
The 2010 intersection ICU was correlated to the level of service for the sixty-eight (68) signalized
locations as follows:
SIGNALIZED INTERSECTIONS
LEVEL OF SERVICE RANGES
(ICU Methodology)
Ratio LOS
0.00 - 0.60 A
0.61 - 0.70 B
0.71 - 0.80 C
0.81 - 0.90 D
0.91 - 1.00 E
Greater than 1.00 F
It is important to note that the ICU procedure was developed for use at individual signalized
intersections. At locations where traffic volumes are heavy, it is possible for traffic waiting at a
signalized intersection to back up into nearby adjacent intersections. When this occurs, drivers may
experience additional delay. The ICU procedure does not address this situation. Instead, the ICU
procedure reports the level of service at each intersection as if there were no traffic backups from
adjacent intersections. Based on observations of traffic along the street system in Carlsbad, traffic
backups from adjacent intersections tend to occur in the area of Palomar Airport Road east of Interstate
Highway 5, Cannon Road east of Interstate 5 and in the area of El Camino Real south of State Route 78.
In these areas, the results of the ICU procedure should be used with the knowledge that the procedure
may report better results than are actually achieved. For certain types of analyses, it may be desirable to
utilize intersection capacity procedures more detailed than the ICU procedure that are designed to
analyze systems of signalized intersections.
In previous years, unsignalized minor-street stop-controlled intersections were included in the Traffic
Monitoring Program. However, no unsignalized intersections were analyzed for the 2010 Traffic
Monitoring Program.
The following observations were made during the course of the 2010 count program:
• The Traffic Monitoring Program intersections along El Camino Real between State Route 78 and
Cannon Road have continued to result in acceptable operations levels due to reduced daily and peak
hour volumes along these segments. This is partly due to the College Boulevard, Cannon Road and
Melrose Drive extension projects that now provide an alternate connection to State Route 78.
3-4
• 2010 is the first year that the intersection of Cannon Road and Avenida Encinas was
counted/analyzed as part of the Traffic Monitoring Program.
• This is the fourth year in more than ten years that the intersection of El Camino Real and Palomar
Airport Road has operated at Level of Service C or better. This is partially due to the completion of
the College Boulevard/Cannon Road extension projects as well as the northerly extension of Melrose
Drive at the intersection of Palomar Airport Road and the extension of Faraday Avenue to Melrose
Drive, which continue to change traffic patterns within their immediate project areas.
• At count locations near/at the beach areas, intersection traffic and pedestrian volumes generally
show a decrease from the previous years, due to cloudy weather conditions. This is evident at the
study intersections along Carlsbad Boulevard and Carlsbad Village Drive.
After analyzing the results of the Summer 2010 count season, one (1) intersection was identified as
operating at a mid LOS D during the PM peak hour (No intersections were calculated to operate at LOS
E or F):
Location # Intersection ICU LOS Period
15 El Camino Real and Alga Road/Aviara Parkway 0.87 D PM peak
The ICU and LOS for the Summer count seasons of 2006 through 2010 are summarized in Table 3-1.
In addition, Figure 3-2 and Figure 3-3 graphically illustrate the intersection Levels of Service for the
AM and PM peak periods, respectively. A discussion of traffic operations at the one (1) intersection
identified as operating at LOS D is as follows:
El Camino Real and Alga Road/Aviara Parkway (#15)
This intersection is operating at a mid LOS D and has operated at a low to mid LOS C since 2006 in the
PM peak hour ranging from ICU ratio of 0.72 to 0.76. This year’s ICU ratio increased in the PM to an
ICU ratio of 0.87, LOS D during the PM peak hour. The primary reason for this year’s LOS D is an
increase in the eastbound right turn volumes in the PM peak hour. This volume was counted to be
slightly over 500 vehicles per hour(vph) in the PM peak. This is about a 43 percent increase from year
2009 (about 350 vph). Since this signal is already phased with a right-turn overlap for this eastbound
right-turn movement, it is recommend that these movements continue to be monitored for significant
volume increases. Currently there are no immediate or future plans for the City to improve this
intersection.
SUMMER 2006SUMMER 2007SUMMER 2008SUMMER 2009SUMMER 2010PEAK HOURPEAK HOURPEAK HOURPEAK HOURPEAK HOURAMPMAMPMAMPMAMPMAMPMCount #Count Intersection/LocationICU RatioLOSICU RatioLOSICU RatioLOSICU RatioLOSICU RatioLOSICU RatioLOSICU RatioLOSICU RatioLOSICU RatioLOSICU RatioLOS1 El Camino Real & Plaza Drive0.34 A 0.60 A0.35 A 0.65 B 0.34 A 0.65 B 0.30 A 0.61 B 0.34 A 0.65 B2 El Camino Real & Marron Road0.35 A 0.53 A0.37 A 0.55 A 0.35 A 0.49 A 0.35 A 0.50 A 0.34 A 0.52 A3 El Camino Real & Hosp Way0.37 A 0.45 A0.37 A 0.45 A 0.35 A 0.41 A 0.34 A 0.42 A 0.33 A 0.48 A4 El Camino Real & Carlsbad Village Drive0.44 A 0.52 A0.49 A 0.63 B 0.44 A 0.57 A 0.42 A 0.55 A 0.45 A 0.55 A5 El Camino Real & Tamarack Avenue0.69 B 0.58 A0.67 B 0.58 A 0.67 B 0.55 A 0.61 B 0.59 A 0.63 B 0.59 A6 El Camino Real & Cannon Road0.65 B0.85 D0.66 B0.85 D0.59 A 0.72 C 0.62 B0.88 D0.60 A 0.78 C7 El Camino Real & College Boulevard0.61 B 0.58 A0.57 A 0.57 A 0.58 A 0.58 A 0.56 A 0.57 A 0.56 A 0.53 A8 El Camino Real & Faraday Avenue0.69 B 0.73 C0.70 B 0.75 C 0.66 B 0.65 B 0.60 A 0.68 B 0.65 B 0.70 B9 El Camino Real & Palomar Airport Road0.68 B0.81 D0.68 B 0.77 C 0.55 A 0.75 C 0.54 A 0.78 C 0.52 A 0.71 C10 El Camino Real & Town Garden Road0.35 A 0.43 A0.38 A 0.46 A 0.39 A 0.41 A 0.39 A 0.47 A 0.37 A 0.49 A11 El Camino Real & Camino Vida Roble0.40 A 0.62 B0.38 A 0.59 A 0.42 A 0.56 A 0.41 A 0.55 A 0.44 A 0.55 A12 El Camino Real & Cassia Road0.52 A 0.51 A0.58 A 0.62 B 0.59 A 0.56 A 0.59 A 0.55 A 0.57 A 0.58 A13 El Camino Real & Poinsettia Lane0.35 A 0.57 A0.40 A 0.56 A 0.34 A 0.54 A 0.38 A 0.54 A 0.38 A 0.55 A14 El Camino Real & Dove Lane0.34 A 0.54 A0.38 A 0.59 A 0.37 A 0.59 A 0.36 A 0.59 A 0.39 A 0.56 A15 El Camino Real & Alga Road / Aviara Parkway0.63 B 0.77 C0.75 C 0.72 C 0.55 A 0.73 C 0.68 B 0.76 C 0.63 B0.87 D16 El Camino Real & Arenal Road0.67 B 0.77 C0.63 B 0.73 C 0.62 B 0.73 C 0.63 B 0.71 C 0.62 B 0.73 C17 El Camino Real & La Costa Avenue0.72 C 0.64 B0.70 B 0.74 C 0.63 B 0.77 C 0.78 C0.84 D0.70 B 0.79 C18 El Camino Real & Levante Street0.45 A 0.49 A0.44 A 0.50 A 0.39 A 0.50 A 0.41 A 0.52 A 0.36 A 0.47 A19 El Camino Real & Calle Barcelona0.51 A 0.56 A0.52 A 0.58 A 0.46 A 0.62 B 0.48 A 0.60 A 0.45 A 0.57 A20 Palomar Airport Road & Avenida Encinas0.55 A 0.72 C0.53 A 0.70 B 0.51 A 0.80 C 0.57 A 0.74 C 0.49 A 0.75 C21 Palomar Airport Road & Paseo del Norte0.63 B 0.79 C0.60 A 0.72 C 0.59 A 0.67 B 0.60 A 0.70 B 0.54 A 0.57 A22 Palomar Airport Road & Armada Drive / Costco Entrance0.51 A 0.73 C0.53 A 0.66 B 0.56 A 0.70 B 0.52 A 0.69 B 0.57 A 0.75 C23Palomar Airport Road & Hidden Valley Road/The Crossings Drive0.50 A 0.62 B0.54 A 0.57 A 0.52 A 0.65 B 0.53 A 0.67 B 0.53 A 0.63 B24 Palomar Airport Road & College Boulevard/Aviara Parkway 0.53 A 0.69 B0.62 B 0.70 B 0.59 A 0.72 C 0.54 A 0.72 C 0.58 A 0.77 C25 Palomar Airport Road & Palomar Oaks Way ---- ---- ---- ---- ---- ---- ---- ----0.44 A 0.52 A 0.40 A 0.44 A 0.40 A 0.49 A26 Palomar Airport Road & Camino Vida Roble 0.54 A 0.57 A0.53 A 0.53 A 0.52 A 0.53 A 0.49 A 0.54 A 0.44 A 0.56 A27 Palomar Airport Road & Yarrow Drive 0.47 A 0.49 A0.47 A 0.51 A 0.50 A 0.56 A 0.42 A 0.55 A 0.41 A 0.52 A28 Palomar Airport Road & Loker Avenue West/Innovation Way ---- ---- ---- ---- ---- ---- ---- ----0.75 C 0.68 B 0.66 B 0.76 C 0.72 C 0.64 B29 Palomar Airport Road & El Fuerte Street 0.78 C 0.67 B0.73 C 0.71 C 0.63 B 0.61 B 0.52 A 0.66 B 0.39 A 0.58 A30 Palomar Airport Road & Melrose Drive 0.65 B 0.75 C0.82 D0.71 C 0.68 B 0.68 B0.82 D0.64 B 0.75 C 0.59 A31 Palomar Airport Road & Paseo Valindo/Eagle Drive 0.67 B 0.67 B0.49 A 0.52 A 0.46 A 0.52 A 0.42 A 0.49 A 0.42 A 0.46 A32 Carlsbad Boulevard & Carlsbad Village Drive 0.38 A 0.57 A0.30 A 0.59 A 0.29 A 0.57 A 0.29 A 0.56 A 0.29 A 0.53 A33 Carlsbad Boulevard & Tamarack Avenue 0.43 A 0.61 B0.44 A 0.56 A 0.41 A 0.46 A 0.35 A 0.59 A 0.39 A 0.48 A34 Carlsbad Boulevard & Cannon Road 0.70 B 0.80 C0.49 A 0.77 C 0.35 A 0.69 B 0.38 A 0.69 B 0.50 A 0.68 BTable 3-1INTERSECTION CAPACITY UTILIZATIONANALYSIS SUMMARY
SUMMER 2006SUMMER 2007SUMMER 2008SUMMER 2009SUMMER 2010PEAK HOURPEAK HOURPEAK HOURPEAK HOURPEAK HOURAMPMAMPMAMPMAMPMAMPMCount #Count Intersection/LocationICU RatioLOSICU RatioLOSICU RatioLOSICU RatioLOSICU RatioLOSICU RatioLOSICU RatioLOSICU RatioLOSICU RatioLOSICU RatioLOS35 Carlsbad Boulevard & Poinsettia Lane0.48 A 0.42 A0.53 A 0.52 A 0.26 A 0.26 A 0.32 A 0.31 A 0.29 A 0.34 A36 Carlsbad Boulevard & Avenida Encinas---- ---- ---- ----0.44 A 0.50 A 0.30 A 0.32 A 0.35 A 0.33 A 0.33 A 0.44 A37 Rancho Santa Fe Road & San Elijo Road0.51 A 0.52 A0.51 A 0.62 B 0.51 A 0.69 B 0.50 A 0.75 C 0.52 A 0.75 C38 Rancho Santa Fe Road & La Costa Avenue0.58 A 0.56 A0.63 B 0.62 B 0.60 A 0.62 B 0.63 B 0.60 A 0.65 B 0.64 B39 Rancho Santa Fe Road & Olivenhain Road/Camino Alvaro 0.80 C 0.73 C0.73 C0.81 D0.67 B 0.75 C 0.56 A 0.73 C 0.54 A 0.54 A40 Carlsbad Village Drive & State Street0.25 A 0.39 A0.24 A 0.37 A 0.25 A 0.37 A 0.25 A 0.37 A 0.23 A 0.35 A41 Carlsbad Village Drive & Harding Street0.40 A 0.52 A0.34 A 0.54 A 0.33 A 0.53 A 0.34 A 0.54 A 0.35 A 0.50 A42 Poinsettia Lane and Aviara Parkway0.43 A 0.55 A0.44 A 0.54 A 0.42 A 0.52 A 0.43 A 0.53 A 0.41 A 0.52 A43 Poinsetta Lane & Paseo del Norte/Lowder Lane0.52 A 0.66 B0.57 A 0.64 B 0.55 A 0.65 B 0.54 A 0.65 B 0.55 A 0.65 B44 Poinsetta Lane & Avienda Encinas0.39 A 0.58 A0.42 A 0.61 B 0.44 A 0.62 B 0.47 A 0.70 B 0.45 A 0.70 B45 Alga Road & Melrose Drive0.50 A 0.66 B0.53 A 0.67 B 0.48 A 0.56 A 0.44 A 0.56 A 0.44 A 0.60 A46 Alga Road & El Fuerte Street---- ---- ---- ----0.25 A 0.34 A 0.24 A 0.30 A 0.24 A 0.29 A 0.22 A 0.33 A47 Jefferson Street & Marron Road0.39 A 0.59 A0.33 A 0.58 A 0.38 A 0.63 B 0.39 A 0.57 A 0.34 A 0.52 A48 Monroe Street & Marron Road0.23 A 0.35 A0.24 A 0.37 A 0.23 A 0.35 A 0.20 A 0.34 A 0.23 A 0.32 A49 Cannon Road & Avenida Encinas---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ----0.31 A 0.34 A50 Cannon Road & Paseo Del Norte0.69 B 0.54 A0.59 A 0.50 A 0.57 A 0.50 A 0.52 A 0.48 A 0.53 A 0.53 A51 Cannon Road & LEGOLAND Drive---- ---- ---- ---- ---- ---- ---- ----0.41 A 0.48 A 0.36 A 0.45 A 0.37 A 0.46 A52 Cannon Road & Faraday Avenue ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ----0.37 A 0.54 A 0.34 A 0.52 A53 Paseo Del Norte & Car Country Drive---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ----0.23 A 0.31 A 0.20 A 0.29 A54 College Boulevard & Tamarack Avenue (S)0.52 A 0.61 B0.50 A 0.56 A 0.44 A 0.51 A 0.51 A 0.52 A 0.64 B 0.50 A55 College Boulevard & Carlsbad Village Drive/Peninsula Drive 0.43 A 0.61 B0.52 A 0.57 A 0.48 A 0.48 A 0.54 A 0.49 A 0.69 B 0.48 A56 College Boulevard & Faraday Avenue---- ---- ---- ----0.44 A 0.48 A 0.44 A 0.50 A 0.45 A 0.47 A 0.44 A 0.50 A57 I-5/Carlsbad Village Drive Southbound Ramps 0.53 A 0.77 C0.49 A 0.74 C 0.46 A 0.63 B 0.52 A 0.77 C 0.53 A 0.72 C58 I-5/Carlsbad Village Drive Northbound Ramps 0.52 A 0.72 C0.49 A 0.72 C 0.52 A 0.69 B 0.53 A 0.69 B 0.58 A 0.65 B59 I-5/Tamarack Avenue Southbound Ramps 0.46 A 0.48 A0.53 A 0.45 A 0.46 A 0.53 A 0.50 A 0.49 A 0.58 A 0.52 A60 I-5/Tamarack Avenue Northbound Ramps 0.45 A 0.59 A0.45 A 0.57 A 0.44 A 0.61 B 0.43 A 0.59 A 0.49 A 0.58 A61 I-5/Cannon Road Southbound Ramps 0.51 A 0.43 A0.50 A 0.45 A 0.51 A 0.48 A 0.48 A 0.43 A 0.43 A 0.47 A62 I-5/Cannon Road Northbound Ramps 0.55 A 0.57 A0.52 A 0.57 A 0.49 A 0.56 A 0.46 A 0.54 A 0.46 A 0.56 A63 I-5/Palomar Airport Road Southbound Ramps 0.49 A 0.49 A0.49 A 0.50 A 0.47 A 0.51 A 0.50 A 0.48 A 0.43 A 0.43 A64 I-5/Palomar Airport Road Northbound Ramps 0.72 C 0.73 C0.70 B 0.75 C 0.66 B 0.72 C 0.70 B0.81 D0.65 B 0.73 C65 I-5/Poinsettia Lane Southbound Ramps 0.46 A 0.68 B0.49 A 0.53 A 0.46 A 0.53 A 0.48 A 0.58 A 0.45 A 0.58 A66 I-5/Poinsettia Lane Northbound Ramps 0.61 B 0.54 A0.61 B 0.49 A 0.54 A 0.58 A 0.52 A 0.53 A 0.56 A 0.53 A67 I-5/La Costa Avenue Southbound Ramps 0.51 A 0.52 A0.56 A 0.54 A 0.53 A 0.54 A 0.62 B 0.58 A 0.54 A 0.56 A68 I-5/La Costa Avenue Northbound Ramps 0.58 A 0.59 A0.65 B 0.65 B 0.60 A 0.70 B 0.63 B 0.65 B 0.55 A 0.63 BTable 3-1 (Continued)INTERSECTION CAPACITY UTILIZATIONANALYSIS SUMMARY
3-6
4. CONCLUSIONS
The scope of work for this project was developed to allow the City of Carlsbad to monitor growth at
several intersections and mid-block locations that have been studied since 1989, as well as monitor new
locations. Sixty-seven (67) out of sixty-eight (68) intersections and all thirty-four (34) mid-block link
locations have been studied in previous Traffic Monitoring Reports.
The results of the mid-block link counts indicate that overall traffic has increased by an average of three
(3) percent from last year. All roadway segments were calculated to operate at LOS A.
The information contained in Chapter 3 identifies one (1) critical intersection from the sixty-eight (68)
study locations operating at LOS D:
Location # Intersection ICU LOS Period
15 El Camino Real and Alga Road/Aviara Parkway 0.87 D PM peak
Suggestions for improvement of this intersection are described in Chapter 3. The remaining signalized
intersections were found to have acceptable levels of services. It can be concluded that operations at
these remaining intersections may require periodic monitoring and additional geometric analysis.
In conclusion, this report was developed for the City of Carlsbad as the twenty-second annual Traffic
Monitoring Program for the Growth Management Plan. Critical intersections have been identified and
potential mitigation measures have been discussed. The intent of this document is to provide City staff
with an indication of the current status of the overall circulation system in terms of intersection and
segment capacities and Levels of Service. This report will also be used as a tool for the accurate
identification of conditions in specific areas of the City and to identify critical locations that warrant
close attention in the future. The City may utilize the conclusions of this report to aid in the creation of a
future scope of work for additional traffic monitoring.
4-1
APPENDIX A
INTERSECTION SUMMARY
INTERSECTION TURN MOVEMENT COUNTS
Sixty-eight (68) key intersections were identified by the City of Carlsbad to be studied under the Traffic
Monitoring Program of the Growth Management Plan. Figure A-1 graphically identifies the location of
each of the intersections included in the study. Table A-1 documents the dates on which each turning
movement count was performed.
The data was collected for the AM and PM peak periods and completed during the months of July and
August of 2010. The AM peak period was from 6:00 to 9:00 AM, and the PM peak period was from
3:30 to 6:30 PM. It consisted of turn movement counts for each approach for all sixty-eight (68)
intersections. Pedestrian and U-turn volume was also collected at each intersection. The data was then
reduced and intersection capacity utilization analysis was performed for each signalized intersection.
Table A-2 summarizes the results of this initial ICU analysis. The table presents calculated Levels of
Service for all sixty-eight (68) intersections during the AM and PM peak hours. When reviewing the
reduced intersection data within the following appendix, it should be noted that pedestrian flow for a
given vehicular approach is the flow in the crosswalk interfering with right turns from the approach.
Thus, for a westbound approach, the pedestrian flow in the north crosswalk would be used; for an
eastbound approach, the south-crosswalk flow; for a northbound approach, the east-crosswalk flow; and
for a southbound approach, the west-crosswalk flow.
Location
Number Count Intersection/Location Count Day Count Date
1 El Camino Real & Plaza Drive Tues. 7/13
2 El Camino Real & Marron Road Tues. 7/13
3 El Camino Real & Hosp Way Tues. 7/13
4 El Camino Real & Carlsbad Village Drive Wed. 7/14
5 El Camino Real & Tamarack Avenue Wed. 7/14
6 El Camino Real & Cannon Road Wed. 7/14
7 El Camino Real & College Boulevard Thurs. 7/15
8 El Camino Real & Faraday Avenue Thurs. 7/29
9 El Camino Real & Palomar Airport Road Tues. 7/27
10 El Camino Real & Town Garden Road Wed. 7/28
11 El Camino Real & Camino Vida Roble Tues. 8/3
12 El Camino Real & Cassia Road Tues. 8/3
13 El Camino Real & Poinsettia Lane Tues. 8/3
14 El Camino Real & Dove Lane Tues. 8/3
15 El Camino Real & Alga Road / Aviara Parkway Tues. 8/3
16 El Camino Real & Arenal Road Wed. 8/4
17 El Camino Real & La Costa Avenue Wed. 8/4
18 El Camino Real & Levante Street Wed. 8/4
19 El Camino Real & Calle Barcelona Wed. 8/4
20 Palomar Airport Road & Avenida Encinas Tues. 8/10
21 Palomar Airport Road & Paseo del Norte Tues. 8/10
22 Palomar Airport Road & Armada Drive / Costco Entrance Thurs. 7/15
23 Palomar Airport Road & Hidden Valley Road/The Crossings Drive Thurs. 7/15
24 Palomar Airport Road & College Boulevard/Aviara Parkway Thurs. 7/15
25 Palomar Airport Road & Palomar Oaks Way Tues. 7/27
26 Palomar Airport Road & Camino Vida Roble Tues. 7/27
27 Palomar Airport Road & Yarrow Drive Tues. 7/27
28 Palomar Airport Road & Loker Avenue West/Innovation Way Wed. 7/28
29 Palomar Airport Road & El Fuerte Street Wed. 7/28
30 Palomar Airport Road & Melrose Drive Wed. 7/28
31 Palomar Airport Road & Paseo Valindo/Eagle Drive Wed. 7/28
32 Carlsbad Boulevard & Carlsbad Village Drive Tues. 7/20
33 Carlsbad Boulevard & Tamarack Avenue Tues. 7/20
34 Carlsbad Boulevard & Cannon Road Thurs. 7/22
Table A-1
COUNT DATE SUMMARY SHEET
2010 TRAFFIC MONITORING PROGRAM
Location
Number Count Intersection/Location Count Day Count Date
35 Carlsbad Boulevard & Poinsettia Lane Thurs. 8/12
36 Carlsbad Boulevard & Avenida Encinas Thurs. 8/12
37 Rancho Santa Fe Road & San Elijo Road Thurs. 8/5
38 Rancho Santa Fe Road & La Costa Avenue Thurs. 8/5
39 Rancho Santa Fe Road & Olivenhain Road/Camino Alvaro Thurs. 8/5
40 Carlsbad Village Drive & State Street Wed. 7/21
41 Carlsbad Village Drive & Harding Street Wed. 7/21
42 Poinsettia Lane and Aviara Parkway Wed. 8/11
43 Poinsettia Lane & Paseo del Norte/Lowder Lane Wed. 8/11
44 Poinsettia Lane & Avenida Encinas Wed. 8/11
45 Alga Road & Melrose Drive Thurs. 8/5
46 Alga Road & El Fuerte Street Thurs. 8/5
47 Jefferson Street & Marron Road Tues. 7/13
48 Monroe Street & Marron Road Tues. 7/13
49 Cannon Road & Avenida Encinas Thurs. 7/22
50 Cannon Road & Paseo Del Norte Thurs. 7/22
51 Cannon Road & LEGOLAND Drive Thurs. 7/29
52 Cannon Road & Faraday Avenue Thurs. 7/29
53 Paseo del Norte & Car Country Drive Thurs. 7/29
54 College Boulevard & Tamarack Avenue (S) Wed. 7/14
55 College Boulevard & Carlsbad Village Drive/Peninsula Drive Wed. 7/14
56 College Boulevard & Faraday Avenue Thurs. 7/15
57 I-5/Carlsbad Village Drive Southbound Ramps Wed. 7/21
58 I-5/Carlsbad Village Drive Northbound Ramps Wed. 7/21
59 I-5/Tamarack Avenue Southbound Ramps Tues. 7/20
60 I-5/Tamarack Avenue Northbound Ramps Tues. 7/20
61 I-5/Cannon Road Southbound Ramps Thurs. 7/22
62 I-5/Cannon Road Northbound Ramps Thurs. 7/22
63 I-5/Palomar Airport Road Southbound Ramps Tues. 8/10
64 I-5/Palomar Airport Road Northbound Ramps Tues. 8/10
65 I-5/Poinsettia Lane Southbound Ramps Wed. 8/11
66 I-5/Poinsettia Lane Northbound Ramps Wed. 8/11
67 I-5/La Costa Avenue Southbound Ramps Thurs. 8/12
68 I-5/La Costa Avenue Northbound Ramps Thurs. 8/12
Table A-1 (Continued)
COUNT DATE SUMMARY SHEET
2010 TRAFFIC MONITORING PROGRAM
Bold face indicates new Intersections for 2010
Table A-2
INTERSECTION LEVEL OF SERVICE
AM PM
Location
Number
Count
Intersection/Location
ICU
Ratio LOS ICU
Ratio LOS
1 El Camino Real & Plaza Drive 0.34 A 0.65 B
2 El Camino Real & Marron Road 0.34 A 0.52 A
3 El Camino Real & Hosp Way 0.33 A 0.48 A
4 El Camino Real & Carlsbad Village Drive 0.45 A 0.55 A
5 El Camino Real & Tamarack Avenue 0.63 B 0.59 A
6 El Camino Real & Cannon Road 0.60 A 0.78 C
7 El Camino Real & College Boulevard 0.56 A 0.53 A
8 El Camino Real & Faraday Avenue 0.65 B 0.70 B
9 El Camino Real & Palomar Airport Road 0.52 A 0.71 C
10 El Camino Real & Town Garden Road 0.37 A 0.49 A
11 El Camino Real & Camino Vida Roble 0.44 A 0.55 A
12 El Camino Real & Cassia Road 0.57 A 0.58 A
13 El Camino Real & Poinsettia Lane 0.38 A 0.55 A
14 El Camino Real & Dove Lane 0.39 A 0.56 A
15 El Camino Real & Alga Road / Aviara Parkway 0.63 B 0.87 D
16 El Camino Real & Arenal Road 0.62 B 0.73 C
17 El Camino Real & La Costa Avenue 0.70 B 0.79 C
18 El Camino Real & Levante Street 0.36 A 0.47 A
19 El Camino Real & Calle Barcelona 0.45 A 0.57 A
20 Palomar Airport Road & Avenida Encinas 0.49 A 0.75 C
21 Palomar Airport Road & Paseo del Norte 0.54 A 0.57 A
22 Palomar Airport Road & Armada Drive / Costco Entrance 0.57 A 0.75 C
23 Palomar Airport Road & Hidden Valley Road/The Crossings Drive 0.53 A 0.63 B
24 Palomar Airport Road & College Boulevard/Aviara Parkway 0.58 A 0.77 C
25 Palomar Airport Road & Palomar Oaks Way 0.40 A 0.49 A
26 Palomar Airport Road & Camino Vida Roble 0.44 A 0.56 A
27 Palomar Airport Road & Yarrow Drive 0.41 A 0.52 A
28 Palomar Airport Road & Loker Avenue West/Innovation Way 0.72 C 0.64 B
29 Palomar Airport Road & El Fuerte Street 0.39 A 0.58 A
30 Palomar Airport Road & Melrose Drive 0.75 C 0.59 A
31 Palomar Airport Road & Paseo Valindo/Eagle Drive 0.42 A 0.46 A
32 Carlsbad Boulevard & Carlsbad Village Drive 0.29 A 0.53 A
33 Carlsbad Boulevard & Tamarack Avenue 0.39 A 0.48 A
34 Carlsbad Boulevard & Cannon Road 0.50 A 0.68 B
2010 TRAFFIC MONITORING PROGRAM
INTERSECTION LEVEL OF SERVICE
AM PM
Location
Number
Count
Intersection/Location
ICU
Ratio LOS ICU
Ratio LOS
35 Carlsbad Boulevard & Poinsettia Lane 0.29 A 0.34 A
36 Carlsbad Boulevard & Avenida Encinas 0.33 A 0.44 A
37 Rancho Santa Fe Road & San Elijo Road 0.52 A 0.75 C
38 Rancho Santa Fe Road & La Costa Avenue 0.65 B 0.64 B
39 Rancho Santa Fe Road & Olivenhain Road/Camino Alvaro 0.54 A 0.54 A
40 Carlsbad Village Drive & State Street 0.23 A 0.35 A
41 Carlsbad Village Drive & Harding Street 0.35 A 0.50 A
42 Poinsettia Lane and Aviara Parkway 0.41 A 0.52 A
43 Poinsettia Lane & Paseo del Norte/Lowder Lane 0.55 A 0.65 B
44 Poinsettia Lane & Avenida Encinas 0.45 A 0.70 B
45 Alga Road & Melrose Drive 0.44 A 0.60 A
46 Alga Road & El Fuerte Street 0.22 A 0.33 A
47 Jefferson Street & Marron Road 0.34 A 0.52 A
48 Monroe Street & Marron Road 0.23 A 0.32 A
49 Cannon Road & Avenida Encinas 0.31 A 0.34 A
50 Cannon Road & Paseo Del Norte 0.53 A 0.53 A
51 Cannon Road & LEGOLAND Drive 0.37 A 0.46 A
52 Cannon Road & Faraday Avenue 0.34 A 0.52 A
53 Paseo del Norte & Car Country Drive 0.20 A 0.29 A
54 College Boulevard & Tamarack Avenue (S) 0.64 B 0.50 A
55 College Boulevard & Carlsbad Village Drive/Peninsula Drive 0.69 B 0.48 A
56 College Boulevard & Faraday Avenue 0.44 A 0.50 A
57 I-5/Carlsbad Village Drive Southbound Ramps 0.53 A 0.72 C
58 I-5/Carlsbad Village Drive Northbound Ramps 0.58 A 0.65 B
59 I-5/Tamarack Avenue Southbound Ramps 0.58 A 0.52 A
60 I-5/Tamarack Avenue Northbound Ramps 0.49 A 0.58 A
61 I-5/Cannon Road Southbound Ramps 0.43 A 0.47 A
62 I-5/Cannon Road Northbound Ramps 0.46 A 0.56 A
63 I-5/Palomar Airport Road Southbound Ramps 0.43 A 0.43 A
64 I-5/Palomar Airport Road Northbound Ramps 0.65 B 0.73 C
65 I-5/Poinsettia Lane Southbound Ramps 0.45 A 0.58 A
66 I-5/Poinsettia Lane Northbound Ramps 0.56 A 0.53 A
67 I-5/La Costa Avenue Southbound Ramps 0.54 A 0.56 A
68 I-5/La Costa Avenue Northbound Ramps 0.55 A 0.63 B
2010 TRAFFIC MONITORING PROGRAM
Table A-2 (Continued)
CITY OF CARLSBAD CITY OF CARLSBAD
TRAFFIC MONITORING PROGRAMTRAFFIC MONITORING PROGRAM
SUMMER 2010SUMMER 2010
INTERSECTION ANALYSIS SUMMARY
Intersection Number: 1
Intersection Location: El Camino Real & Plaza Drive
Contents: Turn Movement Count Summary Page 1
(A.M. and P.M.)
A.M. Peak Hour ICU Analysis and Page 2
Turn Movement Diagram
P.M. Peak Hour ICU Analysis and Page 3
Turn Movement Diagram
RICK ENGINEERING TURNING MOVEMENT ANALYSISPage 1 of 3City : CarlsbadIntersection of :N/S Street : El Camino Real File : 2010 Int #01E/W Street : Plaza Drive Data Collected by : Fernando, BillyCount Date : Day :Traffic Control :Signalized07/13/10 Weather : SunnySouth Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB)15 min TotalEnd of 15min. prd. LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds VehiclesPeds6:15 AM 0087431139810100002033021336:30 AM 10767015612030300002005023806:45 AM 11875129517710200203007032017:00 AM 2011352311422050501321028041047:15 AM 1013050278184504020080110038507:30 AM 11126603410247310010070112044917:45 AM* 2018112032162754120001100117055228:00 AM* 401817242142807020110120314056828:15 AM* 2015312141102387030000100228050618:30 AM* 10145803972289050110100019047308:45 AM 01155140408217716011050225048219:00 AM 5016915064622418010001012002105450Max. 15 min. 5 1 181 15 3 64 16 280 18 1 10023212032805684Pk. Hr. Vol. 9 0 660 39 3 154 47 1021 27 1 12022142067802099 57:30 AMPeakIntersection Traffic in Pk. Hr. = 2099 Peak Hr. Factor0.928:30 AMHourIntersection Pdstrns in Pk. Hr. = 53:45 PM 722561106117202406700359806320720154:00 PM 712881406215229441870310690740081674:15 PM 40258406322204294680913480558074584:30 PM 121287110681722536057075480358079544:45 PM 50276141799187350710584160547075755:00 PM* 5 0 333 7 0 70 24 235 21 0 62 0 3 11 4 12 0 4 38 0 825 45:15 PM* 50305907020219311800992160549082735:30 PM* 70362308415226490660641150350089015:45 PM* 70305905125228470940630100149083506:00 PM 7128615156162253946904551501400779106:15 PM 21273905419184441840441140344073926:30 PM 61245110461518432080034018014206880Max. 15 min. 12 2 362 15 1 84 25 235 49 6 94 0 9 13 9 18 0 7 58 0 890 15Pk. Hr. Vol. 24 0 1305 28 0 275 84 908 148 1 302 0 24 27 7 53 0 13 186 0 3377 84:45 PMPeakIntersection Traffic in Pk. Hr. = 3377 Peak Hr. Factor0.955:45 PMHourIntersection Pdstrns in Pk. Hr. = 8Tuesday
El Camino Real at Plaza Drive
Lane Configuration for Intersection Capacity Utilization Page 2 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
7:30 AM to
8:30 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1 1 1
Config - (left) 2 1 1 1 1 1 1
urations 3 1 1 1 1
41 1
511 11
6
Outside 7
Free-flow
Lane Settings 230230201011
Capacity 3600 6000 0 3600 6000 0 3800 0 1800 0 2000 1800
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? Y
Efficiency Lost Factor 0.10
Hourly Volume 9 660 39 201 1021 27 12 2 2 42 6 78
Adjusted Hourly Volume 9 699 0 201 1048 0 16 0 4 0 48 126
Utilization Factor 0.00 0.12 0.00 0.06 0.17 0.00 0.00 0.00 0.00 0.00 0.02 0.07
Critical Factors 0.00 0.17 0.00 0.07
ICU Ratio = 0.34 LOS = A
Turning Movements at Intersection of :El Camino Real and Plaza Drive
Time :
to North Approach El Camino Real
Date :
Day : Tuesday 2046 Total
Name : Fernando, Billy 1249 797 Subtotals
47
Sub - 27 1021 201 Sub -
Totals totals totals Totals
W E
e42 a
s58 0 12 78 s
t 16 2 6 126 t
2420321
A North A
p 195 p
p p
r r
9 660 39 Plaza Drive
0
Subtotals 1065 708
Total 1773
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
07/13/10
8:30 AM
7:30 AM
El Camino Real at Plaza Drive
Lane Configuration for Intersection Capacity Utilization Page 3 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
4:45 PM to
5:45 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1 1 1
Config - (left) 2 1 1 1 1 1 1
urations 3 1 1 1 1
4 1 1
5 11 11
6
Outside 7
Free-flow
Lane Settings 23023020101 1
Capacity 3600 6000 0 3600 6000 0 3800 0 1800 0 2000 1800
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? Y
Efficiency Lost Factor 0.10
Hourly Volume 24 1305 28 359 908 148 302 24 27 53 13 186
Adjusted Hourly Volume 24 1333 0 359 1056 0 353 0 51 0 66 252
Utilization Factor 0.01 0.22 0.00 0.10 0.18 0.00 0.09 0.00 0.03 0.00 0.03 0.14
Critical Factors 0.22 0.10 0.09 0.14
ICU Ratio = 0.65 LOS = B
Turning Movements at Intersection of :El Camino Real and Plaza Drive
Time :
to North Approach El Camino Real
Date :
Day : Tuesday 3292 Total
Name : Fernando, Billy 1415 1877 Subtotals
84
Sub - 148 908 359 Sub -
Totals totals totals Totals
W E
e 185 a
s 538 0 302 186 s
t 353 24 13 252 t
27 53 0 579
A North A
p 327 p
p p
r r
24 1305 28 Plaza Drive
0
Subtotals 988 1357
Total 2345
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
07/13/10
5:45 PM
4:45 PM
CITY OF CARLSBAD CITY OF CARLSBAD
TRAFFIC MONITORING PROGRAMTRAFFIC MONITORING PROGRAM
SUMMER 2010SUMMER 2010
INTERSECTION ANALYSIS SUMMARY
Intersection Number: 2
Intersection Location: El Camino Real & Marron Road
Contents: Turn Movement Count Summary Page 1
(A.M. and P.M.)
A.M. Peak Hour ICU Analysis and Page 2
Turn Movement Diagram
P.M. Peak Hour ICU Analysis and Page 3
Turn Movement Diagram
RICK ENGINEERING TURNING MOVEMENT ANALYSISPage 1 of 3City : CarlsbadIntersection of :N/S Street : El Camino Real File : 2010 Int #02E/W Street : Marron RoadData Collected by : Abraham, JovvanCount Date : Day :Traffic Control :Signalized07/13/10 Weather : SunnySouth Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB)15 min TotalEnd of 15min. prd. LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds VehiclesPeds6:15 AM 2071216182301012080613019816:30 AM 30600141114816023070520023326:45 AM 40752113158803016090517229237:00 AM 40902018021261603801201225039817:15 AM 509820841641307042001901127138217:30 AM 50105101212337080360170923043007:45 AM* 301614011222514190690280824050418:00 AM* 1001661332522732317041921801131160278:15 AM* 40134101164212190607902001030048118:30 AM* 9 1 124 2 1 23 4 186 15 1 11 0 13 10 0 27 0 12 22 1 459 38:45 AM 12 0 134 14 0 24 5 170 12 1 15 0 8 11 0 19 0 10 22 0 456 19:00 AM 9014710118217635017094036062114902Max. 15 min. 12 1 166 14 3 25 5 273 35 1 17 0 13 20 2 36 0 12 31 2 602 7Pk. Hr. Vol. 26 1 585 29 5 75 12 896 71 3 33 0 30 47 2 93 0 41 107 2 2046 127:30 AMPeakIntersection Traffic in Pk. Hr. = 2046 Peak Hr. Factor0.858:30 AMHourIntersection Pdstrns in Pk. Hr. = 123:45 PM 27 0 201 16 0 40 3 145 26 0 34 0 25 20 2 28 0 25 40 0 630 24:00 PM 43 0 255 20 0 47 3 150 46 3 39 0 33 25 0 26 0 28 35 1 750 44:15 PM 35 0 214 20 0 54 1 151 24 0 42 2 30 34 3 36 0 24 40 1 707 44:30 PM 36 0 246 20 0 35 1 155 39 1 35 0 45 26 1 34 0 19 35 1 726 34:45 PM 32 0 222 20 0 47 1 154 26 1 37 0 45 22 0 33 0 29 37 3 705 45:00 PM* 47 0 271 25 0 55 7 165 29 0 45 0 29 27 2 37 0 24 34 4 795 65:15 PM* 31 2 273 23 0 50 5 165 35 0 40 0 40 21 0 32 0 27 48 0 792 05:30 PM* 46 1 306 18 2 70 1 178 32 2 33 0 38 15 2 30 0 30 47 2 845 85:45 PM* 32 0 222 27 0 46 7 154 36 1 42 0 32 29 3 38 0 25 45 3 735 76:00 PM 31 0 245 21 3 57 4 173 23 0 43 0 38 21 0 34 0 24 34 1 748 46:15 PM 20 1 218 21 1 36 3 144 28 1 32 0 31 20 5 37 0 25 36 0 652 76:30 PM 33 0 193 12 1 48 3 129 30 1 49 0 25 22 1 36 0 23 25 2 628 5Max. 15 min. 47 2 306 27 3 70 7 178 46 3 49 2 45 34 5 38 0 30 48 4 845 8Pk. Hr. Vol. 156 3 1072 93 2 221 20 662 132 3 160 0 139 92 7 137 0 106 174 9 3167 214:45 PMPeakIntersection Traffic in Pk. Hr. = 3167 Peak Hr. Factor0.945:45 PMHourIntersection Pdstrns in Pk. Hr. = 21Tuesday
El Camino Real at Marron Road
Lane Configuration for Intersection Capacity Utilization Page 2 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
7:30 AM to
8:30 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1 1
Config - (left) 2 1111
urations 3 1111
4111111
511 11
6
Outside 7
Free-flow
Lane Settings 230230120120
Capacity 3600 6000 0 3600 6000 0 1800 4000 0 1800 4000 0
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 27 585 29 87 896 71 33 30 47 93 41 107
Adjusted Hourly Volume 27 614 0 87 967 0 33 77 0 93 148 0
Utilization Factor 0.01 0.10 0.00 0.02 0.16 0.00 0.02 0.02 0.00 0.05 0.04 0.00
Critical Factors 0.01 0.16 0.02 0.05
ICU Ratio = 0.34 LOS = A
Turning Movements at Intersection of :El Camino Real and Marron Road
Time :
to North Approach El Camino Real
Date :
Day : Tuesday 1791 Total
Name : Abraham, Jovvan 1054 737 Subtotals
12
Sub - 71 896 87 Sub -
Totals totals totals Totals
W E
e 138 a
s 248 0 33 107 s
t 110 30 41 241 t
47 93 0 375
A North A
p 134 p
p p
r r
27 585 29 Marron Road
1
Subtotals 1037 641
Total 1678
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
07/13/10
8:30 AM
7:30 AM
El Camino Real at Marron Road
Lane Configuration for Intersection Capacity Utilization Page 3 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
4:45 PM to
5:45 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1 1
Config - (left) 2 1 1 1 1
urations 3 1 1 1 1
4 1 1 11 11
5 11 11
6
Outside 7
Free-flow
Lane Settings 230230120120
Capacity 3600 6000 0 3600 6000 0 1800 4000 0 1800 4000 0
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 159 1072 93 241 662 132 160 139 92 137 106 174
Adjusted Hourly Volume 159 1165 0 241 794 0 160 231 0 137 280 0
Utilization Factor 0.04 0.19 0.00 0.07 0.13 0.00 0.09 0.06 0.00 0.08 0.07 0.00
Critical Factors 0.19 0.07 0.09 0.07
ICU Ratio = 0.52 LOS = A
Turning Movements at Intersection of :El Camino Real and Marron Road
Time :
to North Approach El Camino Real
Date :
Day : Tuesday 2461 Total
Name : Abraham, Jovvan 1035 1426 Subtotals
20
Sub - 132 662 241 Sub -
Totals totals totals Totals
W E
e 394 a
s 785 0 160 174 s
t 391 139 106 417 t
92 137 0 870
A North A
p 453 p
p p
r r
159 1072 93 Marron Road
3
Subtotals 894 1324
Total 2218
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
07/13/10
5:45 PM
4:45 PM
CITY OF CARLSBAD CITY OF CARLSBAD
TRAFFIC MONITORING PROGRAMTRAFFIC MONITORING PROGRAM
SUMMER 2010SUMMER 2010
INTERSECTION ANALYSIS SUMMARY
Intersection Number: 3
Intersection Location: El Camino Real & Hosp Way
Contents: Turn Movement Count Summary Page 1
(A.M. and P.M.)
A.M. Peak Hour ICU Analysis and Page 2
Turn Movement Diagram
P.M. Peak Hour ICU Analysis and Page 3
Turn Movement Diagram
RICK ENGINEERING TURNING MOVEMENT ANALYSISPage 1 of 3City : CarlsbadIntersection of :N/S Street : El Camino Real File : 2010 Int #03E/W Street : Hosp WayData Collected by : Ryan, RaulCount Date : Day :Traffic Control :Signalized07/13/10 Weather : SunnySouth Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB)15 min TotalEnd of 15min. prd. LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds VehiclesPeds6:15 AM 0061201083401311300001017006:30 AM 0057000012750500610000020016:45 AM 1073120016630900700000026027:00 AM 10773010231511900501000034317:15 AM 00952040185701301601010131517:30 AM* 309930502445014011306020039507:45 AM* 0015060502536022002110004046718:00 AM* 501671421122755114021119013051948:15 AM* 201347291255401402703003144138:30 AM 2111191211987021001606013037818:45 AM 2014163412116014011318015041349:00 AM 201521317020590150131501304162Max. 15 min. 5 1 167 14 3 11 2 275 9 1 22 1 2 211902515194Pk. Hr. Vol. 10 0 550 30 4 30 3 1027 20 1 64 0 5 52 2 18 0 3 10 1 1822 87:15 AMPeakIntersection Traffic in Pk. Hr. = 1822 Peak Hr. Factor0.888:15 AMHourIntersection Pdstrns in Pk. Hr. = 83:45 PM 612391739217713013044020025051234:00 PM 512981228417820015012029083058424:15 PM 632781802020316122032021017058214:30 PM 1432911315118927010023036049060714:45 PM 1462811601018916212012031069158435:00 PM* 145343160124195270210280280410068905:15 PM* 13636024010317927019000046038269825:30 PM* 16438128152203210140250440310173825:45 PM* 1132882602219921222035031044062126:00 PM 632802428118721013033236031258966:15 PM 642401922018313013063228053152556:30 PM 133201132411602641402222905204758Max. 15 min. 16 6 381 28 3 12 4 203 27 4 22068246081027388Pk. Hr. Vol. 54 18 1372 94 1 29 11 776 96 2 76 0 7 18 0 149 0 14 32 3 2746 64:45 PMPeakIntersection Traffic in Pk. Hr. = 2746 Peak Hr. Factor0.935:45 PMHourIntersection Pdstrns in Pk. Hr. = 6Tuesday
El Camino Real at Hosp Way
Lane Configuration for Intersection Capacity Utilization Page 2 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
7:15 AM to
8:15 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1
Config - (left) 2 1111
urations 3 1 1 1 1 1 1
41 1
511 11
6
Outside 7
Free-flow
Lane Settings 130130110110
Capacity 1800 6000 0 1800 6000 0 1800 2000 0 1800 2000 0
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? Y
Efficiency Lost Factor 0.10
Hourly Volume 10 550 30 33 1027 20 64 5 52 18 3 10
Adjusted Hourly Volume 10 580 0 33 1047 0 64 57 0 18 13 0
Utilization Factor 0.01 0.10 0.00 0.02 0.17 0.00 0.04 0.03 0.00 0.01 0.01 0.00
Critical Factors 0.01 0.17 0.04 0.01
ICU Ratio = 0.33 LOS = A
Turning Movements at Intersection of :El Camino Real and Hosp Way
Time :
to North Approach El Camino Real
Date :
Day : Tuesday 1707 Total
Name : Ryan, Raul 1080 627 Subtotals
3
Sub - 20 1027 33 Sub -
Totals totals totals Totals
W E
e33 a
s 154 0 64 10 s
t 121 5 3 31 t
52 18 0 96
A North A
p 65 p
p p
r r
10 550 30 Hosp Way
0
Subtotals 1097 590
Total 1687
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
07/13/10
8:15 AM
7:15 AM
El Camino Real at Hosp Way
Lane Configuration for Intersection Capacity Utilization Page 3 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
4:45 PM to
5:45 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1
Config - (left) 2 1 1 1 1
urations 3 1 1 1 1 1 1
4 1 1
5 11 11
6
Outside 7
Free-flow
Lane Settings 130130110110
Capacity 1800 6000 0 1800 6000 0 1800 2000 0 1800 2000 0
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? Y
Efficiency Lost Factor 0.10
Hourly Volume 72 1372 94 40 776 96 76 7 18 149 14 32
Adjusted Hourly Volume 72 1466 0 40 872 0 76 25 0 149 46 0
Utilization Factor 0.04 0.24 0.00 0.02 0.15 0.00 0.04 0.01 0.00 0.08 0.02 0.00
Critical Factors 0.24 0.02 0.04 0.08
ICU Ratio = 0.48 LOS = A
Turning Movements at Intersection of :El Camino Real and Hosp Way
Time :
to North Approach El Camino Real
Date :
Day : Tuesday 2403 Total
Name : Ryan, Raul 912 1491 Subtotals
11
Sub - 96 776 40 Sub -
Totals totals totals Totals
W E
e 164 a
s 265 0 76 32 s
t 101 7 14 195 t
18 149 0 325
A North A
p 130 p
p p
r r
72 1372 94 Hosp Way
18
Subtotals 961 1538
Total 2499
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
07/13/10
5:45 PM
4:45 PM
CITY OF CARLSBAD CITY OF CARLSBAD
TRAFFIC MONITORING PROGRAMTRAFFIC MONITORING PROGRAM
SUMMER 2010SUMMER 2010
INTERSECTION ANALYSIS SUMMARY
Intersection Number: 4
Intersection Location: El Camino Real &
Carlsbad Village Drive
Contents: Turn Movement Count Summary Page 1
(A.M. and P.M.)
A.M. Peak Hour ICU Analysis and Page 2
Turn Movement Diagram
P.M. Peak Hour ICU Analysis and Page 3
Turn Movement Diagram
RICK ENGINEERING TURNING MOVEMENT ANALYSISPage 1 of 3City : CarlsbadIntersection of :N/S Street : El Camino Real File : 2010 Int #04E/W Street : Carlsbad Village Drive Data Collected by : Deanna, DaleCount Date : Day :Traffic Control :Signalized07/14/10 Weather : SunnySouth Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB)15 min TotalEnd of 15min. prd. LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds VehiclesPeds6:15 AM 10292033783040510202813017206:30 AM 303910241217150431802917024326:45 AM 50451031130100160760603117027807:00 AM 605500911931801007501406014039207:15 AM 70453054129180180161001007628036907:30 AM 6074301517513426025812007623045557:45 AM* 7 1 99 4 0 10 5 202 15 1 35 0 37 16 1 16 0 73 25 1 545 38:00 AM* 14 0 82 5 0 22 17 274 16 2 26 0 14 15 0 23 0 91 41 0 640 28:15 AM* 6 0 87 3 0 8 12 179 16 1 28 0 20 12 0 16 0 81 38 1 506 28:30 AM* 10 0 100 3 0 9 10 163 14 0 30 0 28 12 0 11 0 62 25 0 477 08:45 AM 13 0 117 2 0 11 14 171 33 1 29 0 22 13 0 13 0 46 26 0 510 19:00 AM 16 1 115 1 0 16 19 156 25 0 32 0 22 15 1 14 0 78 35 0 545 1Max. 15 min. 16 1 117 5 0 22 19 274 33 4 35 0 37 16 1 23 0 91 41 1 640 5Pk. Hr. Vol. 37 1 368 15 0 49 44 818 61 4 119 0 99 55 1 66 0 307 129 2 2168 77:30 AMPeakIntersection Traffic in Pk. Hr. = 2168 Peak Hr. Factor0.858:30 AMHourIntersection Pdstrns in Pk. Hr. = 73:45 PM 1701958030111312504004580906427061004:00 PM 26 2 228 3 0 25 8 132 32 2 39 0 60 12 0 9 0 50 33 0 659 24:15 PM 21 2 238 8 0 34 8 151 29 0 44 0 68 14 0 9 0 57 19 1 702 14:30 PM 21 0 260 5 0 37 15 122 33 0 35 0 51 13 0 9 0 55 34 3 690 34:45 PM 20 0 246 5 0 31 5 138 20 0 37 0 76 18 0 12 0 60 25 0 693 05:00 PM* 24 0 252 9 0 50 7 141 26 0 34 0 51 11 1 9 0 52 33 0 699 15:15 PM* 23 2 290 19 1 27 6 136 34 0 38 0 79 20 0 8 0 46 31 1 759 25:30 PM* 30 0 286 9 0 40 5 149 29 0 33 0 56 11 0 8 0 53 30 1 739 15:45 PM* 26 0 266 20 0 42 2 159 31 0 38 0 71 18 0 12 0 51 36 0 772 06:00 PM 11 0 223 8 0 28 2 132 30 0 42 0 70 11 0 5 0 47 26 0 635 06:15 PM 13 0 224 9 0 26 4 124 28 0 45 0 66 5 0 10 0 28 26 0 608 06:30 PM 901531103614114231400505070473305421Max. 15 min. 30 2 290 20 1 50 15 159 34 2 45 0 79 20 1 12 0 64 36 3 772 3Pk. Hr. Vol. 103 2 1094 57 1 159 20 585 120 0 143 0 257 60 1 37 0 202 130 2 2969 44:45 PMPeakIntersection Traffic in Pk. Hr. = 2969 Peak Hr. Factor0.965:45 PMHourIntersection Pdstrns in Pk. Hr. = 4Wednesday
El Camino Real at Carlsbad Village Drive
Lane Configuration for Intersection Capacity Utilization Page 2 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
7:30 AM to
8:30 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1111
Config - (left) 2 1111
urations 3 1 1 1 1 1 1
411 11
5
6
Outside 7
Free-flow
Lane Settings 130130120120
Capacity 1800 6000 0 1800 6000 0 1800 4000 0 1800 4000 0
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 38 368 15 93 818 61 119 99 55 66 307 129
Adjusted Hourly Volume 38 383 0 93 879 0 119 154 0 66 436 0
Utilization Factor 0.02 0.06 0.00 0.05 0.15 0.00 0.07 0.04 0.00 0.04 0.11 0.00
Critical Factors 0.02 0.15 0.07 0.11
ICU Ratio = 0.45 LOS = A
Turning Movements at Intersection of :El Camino Real and Carlsbad Village Drive
Time :
to North Approach El Camino Real
Date :
Day : Wednesday 1632 Total
Name : Deanna, Dale 972 660 Subtotals
44
Sub - 61 818 93 Sub -
Totals totals totals Totals
W E
e 405 a
s 678 0 119 129 s
t 273 99 307 502 t
55 66 0 665
A North A
p 163 p
p p
r r
38 368 15 Carlsbad Village Drive
1
Subtotals 940 421
Total 1361
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
07/14/10
8:30 AM
7:30 AM
El Camino Real at Carlsbad Village Drive
Lane Configuration for Intersection Capacity Utilization Page 3 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
4:45 PM to
5:45 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1 1 1 1
Config - (left) 2 1 1 1 1
urations 3 1 1 1 1 1 1
4 11 11
5
6
Outside 7
Free-flow
Lane Settings 130130120120
Capacity 1800 6000 0 1800 6000 0 1800 4000 0 1800 4000 0
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 105 1094 57 179 585 120 143 257 60 37 202 130
Adjusted Hourly Volume 105 1151 0 179 705 0 143 317 0 37 332 0
Utilization Factor 0.06 0.19 0.00 0.10 0.12 0.00 0.08 0.08 0.00 0.02 0.08 0.00
Critical Factors 0.19 0.10 0.08 0.08
ICU Ratio = 0.55 LOS = A
Turning Movements at Intersection of :El Camino Real and Carlsbad Village Drive
Time :
to North Approach El Camino Real
Date :
Day : Wednesday 2271 Total
Name : Deanna, Dale 884 1387 Subtotals
20
Sub - 120 585 179 Sub -
Totals totals totals Totals
W E
e 425 a
s 885 0 143 130 s
t 460 257 202 369 t
60 37 0 842
A North A
p 473 p
p p
r r
105 1094 57 Carlsbad Village Drive
2
Subtotals 684 1256
Total 1940
Note : Left-turn volumes include
U-turns. U-turns in bold.
South Approach
07/14/10
5:45 PM
4:45 PM
CITY OF CARLSBAD CITY OF CARLSBAD
TRAFFIC MONITORING PROGRAMTRAFFIC MONITORING PROGRAM
SUMMER 2010SUMMER 2010
INTERSECTION ANALYSIS SUMMARY
Intersection Number: 5
Intersection Location: El Camino Real & Tamarack Avenue
Contents: Turn Movement Count Summary Page 1
(A.M. and P.M.)
A.M. Peak Hour ICU Analysis and Page 2
Turn Movement Diagram
P.M. Peak Hour ICU Analysis and Page 3
Turn Movement Diagram
RICK ENGINEERING TURNING MOVEMENT ANALYSISPage 1 of 3City : CarlsbadIntersection of : N/S Street : El Camino Real File : 2010 Int #05E/W Street : Tamarack AvenueData Collected by : Billy, FernandoCount Date : Day : Traffic Control : Signalized07/14/10 Weather : SunnySouth Approach (NB)North Approach (SB)West Approach (EB)East Approach (WB)15 min TotalEnd of 15min. prd. LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds VehiclesPeds6:15 AM 2 0 230010801020360170210015606:30 AM 3 0 2630001273140270270200022216:45 AM 2 0 36111014510404130320141025417:00 AM 6 0 54811019610303150550286037617:15 AM 6 0 48 13 2 2 0 146303012141480302032737:30 AM 4 0 59 12 0 2 0 170603021320640350040807:45 AM * 16 0 93 18 0 5 0 228606042361800687060518:00 AM * 18 0 86 14 0 3 0 364 5 2 13 0 15 43 0 101 0 84 3 1 749 38:15 AM * 22 0 73 11 0 1 0 184906023260710426147418:30 AM * 14 0 1069020200803011420560333048708:45 AM 14 0 85 20 0 2 0 181 10 0 4 0 16 40 0 53 0 26 6 0 457 09:00 AM 17 0 116 17 0 5 0 17870601939046026704830Max. 15 min. 22 0 116 20 2 5 0 364 10 2 13 0 42 43 1 101 0 84 7 1 749 3Pk. Hr. Vol. 70 0 358 52 0 11 0 976 28 2 28 0 91 147 1 308 0 227 19 2 2315 57:30 AM PeakIntersection Traffic in Pk. Hr. = 2315 Peak Hr. Factor0.778:30 AM Hour Intersection Pdstrns in Pk. Hr. = 53:45 PM 15 0 218 36 0 0 0 118829022100300176048924:00 PM 21 0 235 42 0 6 0 133 13 1 10 0 24 10 0 35 0 34 6 1 569 24:15 PM 16 0 267 44 1 8 0 122 12 0 4 0 27 15 0 12 0 25 5 1 557 24:30 PM 25 1 262 46 0 1 0 156 12 0 13 0 26 16 0 33 0 23 7 0 621 04:45 PM 25 0 243 44 2 8 1 135 9 0 10 0 41 12 1 28 0 24 3 0 583 35:00 PM * 24 0 305 53 0 5 0 129 8 1 12 0 30 16 0 18 0 34 6 0 640 15:15 PM * 28 0 355 56 1 3 0 111 7 1 13 0 50 17 1 26 0 23 3 0 692 35:30 PM * 52 0 343 58 0 11 0 148 18 0 14 0 40 16 0 33 0 24 0 0 757 05:45 PM * 42 0 300 53 0 10 0 130 12 0 12 0 37 21 0 38 0 32 5 0 692 06:00 PM 13 0 194 68 0 3 0 120 11 0 5 0 34 9 0 19 0 27 6 0 509 06:15 PM 36 0 230 33 0 8 0 87 10 0 9 0 34 22 0 22 0 31 6 0 528 06:30 PM 23 0 166 44 0 3 0 998090255022023304300Max. 15 min. 52 1 355 68 2 11 1 156 18 2 14 0 50 22 1 38 0 34 7 1 757 3Pk. Hr. Vol. 146 0 1303 220 1 29 0 518 45 2 51 0 157 70 1 115 0 113 14 0 2781 44:45 PM PeakIntersection Traffic in Pk. Hr. = 2781 Peak Hr. Factor0.925:45 PM Hour Intersection Pdstrns in Pk. Hr. = 4Wednesday
El Camino Real at Tamarack Avenue
Lane Configuration for Intersection Capacity Utilization Page 2 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
7:30 AM to
8:30 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1 1 1 1
Config - (left) 2 1 1 1 1
urations 3 1 1 1 1 1
41 1
5
6
Outside 7
Free-flow
Lane Settings 121121111120
Capacity 1800 4000 1800 1800 4000 1800 1800 2000 1800 1800 4000 0
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 70 358 52 11 976 28 28 91 147 308 227 19
Adjusted Hourly Volume 70 358 52 11 976 28 28 91 147 308 246 0
Utilization Factor 0.04 0.09 0.03 0.01 0.24 0.02 0.02 0.05 0.08 0.17 0.06 0.00
Critical Factors 0.04 0.24 0.08 0.17
ICU Ratio = 0.63 LOS = B
Turning Movements at Intersection of :El Camino Real and Tamarack Avenue
Time :
to North Approach El Camino Real
Date :
Day : Wednesday 1420 Total
Name : Billy, Fernando 1015 405 Subtotals
0
Sub - 28 976 11 Sub -
Totals totals totals Totals
W E
e 325 a
s 591 0 28 19 s
t 266 91 227 554 t
147 308 0 708
A North A
p 154 p
p p
r r
70 358 52 Tamarack Avenue
0
Subtotals 1431 480
Total 1911
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
07/14/10
8:30 AM
7:30 AM
El Camino Real at Tamarack Avenue
Lane Configuration for Intersection Capacity Utilization Page 3 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
4:45 PM to
5:45 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1 1 1 1
Config - (left) 2 1 1 1 1
urations 3 1 1 1 1 1
4 1 1
5
6
Outside 7
Free-flow
Lane Settings 121121111120
Capacity 1800 4000 1800 1800 4000 1800 1800 2000 1800 1800 4000 0
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 146 1303 220 29 518 45 51 157 70 115 113 14
Adjusted Hourly Volume 146 1303 220 29 518 45 51 157 70 115 127 0
Utilization Factor 0.08 0.33 0.12 0.02 0.13 0.03 0.03 0.08 0.04 0.06 0.03 0.00
Critical Factors 0.33 0.02 0.08 0.06
ICU Ratio = 0.59 LOS = A
Turning Movements at Intersection of :El Camino Real and Tamarack Avenue
Time :
to North Approach El Camino Real
Date :
Day : Wednesday 1960 Total
Name : Billy, Fernando 592 1368 Subtotals
0
Sub - 45 518 29 Sub -
Totals totals totals Totals
W E
e 304 a
s 582 0 51 14 s
t 278 157 113 242 t
70 115 0 648
A North A
p 406 p
p p
r r
146 1303 220 Tamarack Avenue
0
Subtotals 703 1669
Total 2372
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
07/14/10
5:45 PM
4:45 PM
CITY OF CARLSBAD CITY OF CARLSBAD
TRAFFIC MONITORING PROGRAMTRAFFIC MONITORING PROGRAM
SUMMER 2010SUMMER 2010
INTERSECTION ANALYSIS SUMMARY
Intersection Number: 6
Intersection Location: El Camino Real & Cannon Road
Contents: Turn Movement Count Summary Page 1
(A.M. and P.M.)
A.M. Peak Hour ICU Analysis and Page 2
Turn Movement Diagram
P.M. Peak Hour ICU Analysis and Page 3
Turn Movement Diagram
RICK ENGINEERING TURNING MOVEMENT ANALYSISPage 1 of 3City : CarlsbadIntersection of :N/S Street : El Camino Real File : 2010 Int #06E/W Street : Cannon RoadData Collected by : Chris, RaulCount Date : Day :Traffic Control :Signalized07/14/10 Weather : SunnySouth Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB)15 min TotalEnd of 15min. prd. LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds VehiclesPeds6:15 AM 70211300010621031230820625032606:30 AM 2 0 32 15 0 1 0 157 24 0 2 0 11 1 0 101 0 76 4 1 426 16:45 AM 7 0 50 26 0 1 0 210 47 0 4 0 16 11 0 169 0 124 3 1 668 17:00 AM 5 0 51 39 0 1 0 225 46 0 6 0 19 9 0 183 0 168 5 0 757 07:15 AM 5 0 71 40 0 0 0 226 44 0 6 1 24 6 0 192 0 176 12 0 803 07:30 AM 9 0 79 87 0 2 0 285 48 0 4 4 18 12 0 154 1 133 3 0 839 07:45 AM* 14 0 119 86 0 4 2 336 61 0 8 0 29 24 0 189 0 140 7 0 1019 08:00 AM* 11 0 72 51 0 1 0 411 73 0 14 0 20 19 0 211 1 175 8 0 1067 08:15 AM* 20 0 94 44 0 2 0 252 52 0 9 0 29 22 0 138 0 140 11 0 813 08:30 AM* 9 1 100 39 0 2 0 290 67 0 16 1 29 21 1 204 0 122 6 0 907 18:45 AM 10 0 112 57 0 6 2 271 39 0 23 0 23 19 0 140 0 105 5 0 812 09:00 AM 12 0 126 69 0 3 1 236 38 0 15 0 45 16 1 132 0 65 8 0 766 1Max. 15 min. 20 1 126 87 0 6 2 411 73 0 23 4 45 24 1 211 1 176 12 1 1067 1Pk. Hr. Vol. 54 1 385 220 0 9 2 1289 253 0 47 1 107 86 1 742 1 577 32 0 3806 17:30 AMPeakIntersection Traffic in Pk. Hr. = 3806 Peak Hr. Factor0.898:30 AMHourIntersection Pdstrns in Pk. Hr. = 13:45 PM 6 0 246 152 0 1 1 129 29 0 37 0 92 18 0 71 0 59 5 0 846 04:00 PM 18 0 260 141 0 2 0 153 31 0 42 0 68 15 0 48 0 50 9 0 837 04:15 PM 22 1 304 154 0 1 0 128 16 0 53 0 93 19 0 29 0 40 3 1 863 14:30 PM 12 0 281 166 0 3 1 155 33 0 65 0 89 20 0 86 0 52 4 1 967 14:45 PM 15 1 287 206 0 2 1 139 32 0 51 0 97 14 0 38 0 40 3 0 926 05:00 PM* 5 0 319 191 0 0 0 123 26 0 78 0 121 18 0 50 0 41 1 0 973 05:15 PM* 15 0 361 202 0 1 1 131 19 0 87 0 125 20 0 41 0 40 2 0 1045 05:30 PM* 22 0 335 224 0 5 1 162 34 0 61 0 118 21 0 78 0 44 3 0 1108 05:45 PM* 18 1 291 193 0 4 2 132 20 0 72 0 146 29 0 79 0 49 6 0 1042 06:00 PM 18 0 230 120 0 5 1 144 31 0 68 0 141 20 0 57 0 46 3 0 884 06:15 PM 15 1 261 122 0 3 0 102 32 1 64 0 114 25 1 55 0 36 2 0 832 26:30 PM 10 0 212 112 1 1 0 112 27 0 42 0 97 13 0 43 0 44 2 0 715 1Max. 15 min. 22 1 361 224 1 5 2 162 34 1 87 0 146 29 1 86 0 59 9 1 1108 2Pk. Hr. Vol. 60 1 1306 810 0 10 4 548 99 0 298 0 510 88 0 248 0 174 12 0 4168 04:45 PMPeakIntersection Traffic in Pk. Hr. = 4168 Peak Hr. Factor0.945:45 PMHourIntersection Pdstrns in Pk. Hr. = 0Wednesday
El Camino Real at Cannon Road
Lane Configuration for Intersection Capacity Utilization Page 2 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
7:30 AM to
8:30 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1111
Config - (left) 2 1 1 1 1
urations 3 1111
411 1111
51
6
Outside 7
Free-flow
Lane Settings 121131220220
Capacity 1800 4000 1800 1800 6000 1800 3600 4000 0 3600 4000 0
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 55 385 220 11 1289 253 48 107 86 743 577 32
Adjusted Hourly Volume 55 385 220 11 1289 253 48 193 0 743 609 0
Utilization Factor 0.03 0.10 0.12 0.01 0.21 0.14 0.01 0.05 0.00 0.21 0.15 0.00
Critical Factors 0.03 0.21 0.05 0.21
ICU Ratio = 0.60 LOS = A
Turning Movements at Intersection of :El Camino Real and Cannon Road
Time :
to North Approach El Camino Real
Date :
Day : Wednesday 2019 Total
Name : Chris, Raul 1553 466 Subtotals
2
Sub - 253 1289 11 Sub -
Totals totals totals Totals
W E
e 885 a
s 1126 1 48 32 s
t 241 107 577 1352 t
86 743 1 1689
A North A
p 337 p
p p
r r
55 385 220 Cannon Road
1
Subtotals 2118 660
Total 2778
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
07/14/10
8:30 AM
7:30 AM
El Camino Real at Cannon Road
Lane Configuration for Intersection Capacity Utilization Page 3 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
4:45 PM to
5:45 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1 1 1 1
Config - (left) 2 1 1 1 1
urations 3 1 1 1 1
4 1 1 11 11
5 1
6
Outside 7
Free-flow
Lane Settings 121131220220
Capacity 1800 4000 1800 1800 6000 1800 3600 4000 0 3600 4000 0
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 61 1306 810 14 548 99 298 510 88 248 174 12
Adjusted Hourly Volume 61 1306 810 14 548 99 298 598 0 248 186 0
Utilization Factor 0.03 0.33 0.45 0.01 0.09 0.06 0.08 0.15 0.00 0.07 0.05 0.00
Critical Factors 0.45 0.01 0.15 0.07
ICU Ratio = 0.78 LOS = C
Turning Movements at Intersection of :El Camino Real and Cannon Road
Time :
to North Approach El Camino Real
Date :
Day : Wednesday 2281 Total
Name : Chris, Raul 661 1620 Subtotals
4
Sub - 99 548 14 Sub -
Totals totals totals Totals
W E
e 333 a
s 1229 0 298 12 s
t 896 510 174 434 t
88 248 0 1764
A North A
p 1330 p
p p
r r
61 1306 810 Cannon Road
1
Subtotals 885 2177
Total 3062
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
07/14/10
5:45 PM
4:45 PM
CITY OF CARLSBAD CITY OF CARLSBAD
TRAFFIC MONITORING PROGRAMTRAFFIC MONITORING PROGRAM
SUMMER 2010SUMMER 2010
INTERSECTION ANALYSIS SUMMARY
Intersection Number: 7
Intersection Location: El Camino Real & College Boulevard
Contents: Turn Movement Count Summary Page 1
(A.M. and P.M.)
A.M. Peak Hour ICU Analysis and Page 2
Turn Movement Diagram
P.M. Peak Hour ICU Analysis and Page 3
Turn Movement Diagram
RICK ENGINEERING TURNING MOVEMENT ANALYSISPage 1 of 3City : CarlsbadIntersection of :N/S Street : El Camino Real File : 2010 Int #07E/W Street : College BoulevardData Collected by : Lizzy, JordanCount Date : Day :Traffic Control :Signalized07/15/10 Weather : SunnySouth Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB)15 min TotalEnd of 15min. prd. LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds VehiclesPeds6:15 AM 51290110108300900300056019716:30 AM 83300060177560401000011028706:45 AM 111316010215630301001021033607:00 AM 14244100402871300200001041149917:15 AM 44591110260770201013131041727:30 AM 7310100202959101600005082053007:45 AM* 1417115204036812712601004055068818:00 AM* 914120202047119906000011047084508:15 AM* 271513720503501060801105031066108:30 AM* 2411104101031010401104002002057408:45 AM 225136010031592013017011013060619:00 AM 1181523051282960230010406806000Max. 15 min. 27 17 152 10 1 6 1 471 199 1 2604711118818452Pk. Hr. Vol. 74 57 476 7 0 12 0 1499 536 1 510610220121502768 17:30 AMPeakIntersection Traffic in Pk. Hr. = 2768 Peak Hr. Factor0.828:30 AMHourIntersection Pdstrns in Pk. Hr. = 13:45 PM 23303304011420072051140131054514:00 PM 89255100301633508001401062157714:15 PM 24375704015525010305102015168914:30 PM 7130650701972909909502010066804:45 PM* 43367609019534013102101031075705:00 PM* 31317608017520012402204015066805:15 PM* 16415506018433016102101010081605:30 PM* 033775091170300177018702035080705:45 PM 61316120901782908905103002265126:00 PM 602791101101772407708103004060106:15 PM 64284911201872409407300027863996:30 PM 422817030175170800402000565788Max. 15 min. 8 9 415 12 1 12 1 197 35 0 177 0 18724013788169Pk. Hr. Vol. 8 13 1476 22 0 32 1 724 117 0 593 0 24 1108081103048 04:30 PMPeakIntersection Traffic in Pk. Hr. = 3048 Peak Hr. Factor0.935:30 PMHourIntersection Pdstrns in Pk. Hr. = 0Thursday
El Camino Real at College Boulevard
Lane Configuration for Intersection Capacity Utilization Page 2 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
7:30 AM to
8:30 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1111
Config - (left) 2 1 1 1 1
urations 3 1111
4 1 11 11
51
6
Outside 7
Free-flow 1
Lane Settings 131120220220
Capacity 1800 6000 1800 1800 4000 0 3600 4000 0 3600 4000 0
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 131 476 7 12 1499 536 51 6 1 22 12 15
Adjusted Hourly Volume 131 476 7 12 1499 0 51 7 0 22 27 0
Utilization Factor 0.07 0.08 0.00 0.01 0.37 0.00 0.01 0.00 0.00 0.01 0.01 0.00
Critical Factors 0.07 0.37 0.01 0.01
ICU Ratio = 0.56 LOS = A
Turning Movements at Intersection of :El Camino Real and College Boulevard
Time :
to North Approach El Camino Real
Date :
Day : Thursday 2589 Total
Name : Lizzy, Jordan 2047 542 Subtotals
0
Sub - 536 1499 12 Sub -
Totals totals totals Totals
W E
e 622 a
s 680 0 51 15 s
t 58 6 12 49 t
122074
A North A
p 25 p
p p
r r
131 476 7 College Boulevard
57
Subtotals 1579 614
Total 2193
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
07/15/10
8:30 AM
7:30 AM
El Camino Real at College Boulevard
Lane Configuration for Intersection Capacity Utilization Page 3 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
4:30 PM to
5:30 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1 1 1 1
Config - (left) 2 1 1 1 1
urations 3 1 1 1 1
4 1 11 11
5 1
6
Outside 7
Free-flow 1
Lane Settings 131120220220
Capacity 1800 6000 1800 1800 4000 0 3600 4000 0 3600 4000 0
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 21 1476 22 33 724 117 593 24 11 8 8 11
Adjusted Hourly Volume 21 1476 22 33 724 0 593 35 0 8 19 0
Utilization Factor 0.01 0.25 0.01 0.02 0.18 0.00 0.16 0.01 0.00 0.00 0.00 0.00
Critical Factors 0.25 0.02 0.16 0.00
ICU Ratio = 0.53 LOS = A
Turning Movements at Intersection of :El Camino Real and College Boulevard
Time :
to North Approach El Camino Real
Date :
Day : Thursday 2955 Total
Name : Lizzy, Jordan 874 2081 Subtotals
1
Sub - 117 724 33 Sub -
Totals totals totals Totals
W E
e 133 a
s 761 0 593 11 s
t 628 24 8 27 t
11 8 0 105
A North A
p 78 p
p p
r r
21 1476 22 College Boulevard
13
Subtotals 756 1519
Total 2275
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
07/15/10
5:30 PM
4:30 PM
CITY OF CARLSBAD CITY OF CARLSBAD
TRAFFIC MONITORING PROGRAMTRAFFIC MONITORING PROGRAM
SUMMER 2010SUMMER 2010
INTERSECTION ANALYSIS SUMMARY
Intersection Number: 8
Intersection Location: El Camino Real & Faraday Avenue
Contents: Turn Movement Count Summary Page 1
(A.M. and P.M.)
A.M. Peak Hour ICU Analysis and Page 2
Turn Movement Diagram
P.M. Peak Hour ICU Analysis and Page 3
Turn Movement Diagram
RICK ENGINEERING TURNING MOVEMENT ANALYSISPage 1 of 3City : CarlsbadIntersection of :N/S Street : El Camino Real File : 2010 Int #08E/W Street : Faraday AvenueData Collected by : Abraham, JovvanCount Date : Day :Traffic Control :Signalized07/29/10 Weather : SunnySouth Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB)15 min TotalEnd of 15min. prd. LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds VehiclesPeds6:15 AM 44138902826071201361110455227146:30 AM 69 1 28 11 0 48 5 95 18 1 0 0 15 18 0 13 0 55 8 7 384 86:45 AM 665481306431228020271102108218149017:00 AM 93 2 62 21 0 122 4 164 12 0 4 0 35 14 0 24 0 106 10 2 673 27:15 AM 111 0 76 11 0 57 2 166 26 0 5 0 38 18 0 27 0 94 19 0 650 07:30 AM 121 2 97 11 0 75 9 181 35 0 0 0 33 21 0 17 0 145 23 0 770 07:45 AM* 131 2 116 13 0 47 2 258 24 0 9 2 29 21 0 25 0 171 24 0 874 08:00 AM* 211 1 107 25 0 116 12 283 36 0 4 0 40 19 0 31 0 226 31 0 1142 08:15 AM* 151 3 120 20 0 94 15 285 42 1 4 0 41 20 0 32 0 190 27 0 1044 18:30 AM* 152 2 120 27 0 69 7 205 31 1 6 0 30 11 0 22 0 190 27 1 899 28:45 AM 144 5 126 18 2 62 6 221 25 0 3 0 29 19 2 24 0 107 29 0 818 49:00 AM 127 1 126 10 0 65 1 254 21 0 4 0 38 31 0 38 0 140 34 1 890 1Max. 15 min. 211 5 126 27 2 122 15 285 42 1 9 2 41 31 2 38 0 226 34 7 1142 8Pk. Hr. Vol. 645 8 463 85 0 326 36 1031 133 2 23 2 140 71 0 110 0 777 109 1 3959 37:30 AMPeakIntersection Traffic in Pk. Hr. = 3959 Peak Hr. Factor0.878:30 AMHourIntersection Pdstrns in Pk. Hr. = 33:45 PM 42 4 231 15 0 33 4 163 7 0 26 0 106 89 0 35 0 57 68 0 880 04:00 PM 36 4 203 19 0 39 4 186 9 0 17 0 87 69 0 30 0 45 42 0 790 04:15 PM 46 6 276 20 0 36 4 134 6 0 30 0 131 130 0 32 0 58 56 4 965 44:30 PM 26 1 222 24 0 47 5 174 4 0 17 1 110 83 1 36 0 43 61 2 854 34:45 PM 37 4 247 39 0 54 5 194 2 0 24 0 141 114 0 41 0 60 76 0 1038 05:00 PM* 29 1 244 14 0 39 2 197 4 0 20 0 155 127 0 37 0 55 65 1 989 15:15 PM* 25 12 304 26 0 72 3 162 2 1 49 0 201 164 1 33 0 49 98 1 1200 35:30 PM* 34 7 292 17 0 50 2 181 4 0 21 0 237 166 0 53 0 59 72 0 1195 05:45 PM* 27 1 261 15 1 39 0 203 4 0 55 1 154 124 0 38 0 63 71 2 1056 36:00 PM 19 7 257 16 0 41 0 192 8 0 14 0 120 122 0 33 0 40 52 0 921 06:15 PM 19 6 246 15 0 32 2 101 5 0 13 0 112 130 1 28 0 33 52 0 794 16:30 PM 23 7 181 13 1 18 2 115 2 0 10 0 80 79 1 26 0 61 46 0 663 2Max. 15 min. 46 12 304 39 1 72 5 203 9 1 55 1 237 166 1 53 0 63 98 4 1200 4Pk. Hr. Vol. 115 21 1101 72 1 200 7 743 14 1 145 1 747 581 1 161 0 226 306 4 4440 74:45 PMPeakIntersection Traffic in Pk. Hr. = 4440 Peak Hr. Factor0.935:45 PMHourIntersection Pdstrns in Pk. Hr. = 7Thursday
El Camino Real at Faraday Avenue
Lane Configuration for Intersection Capacity Utilization Page 2 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
7:30 AM to
8:30 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1 1 1
Config - (left) 2 1 1 1 1
urations 3 1 1 1 1 1
41 1 1 1
511 1 1
61
Outside 7
Free-flow
Lane Settings 23023111.51.5121
Capacity 3600 6000 0 3600 6000 1800 1800 3000 2800 1800 4000 1800
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 653 463 85 362 1031 133 25 140 71 110 777 109
Adjusted Hourly Volume 653 548 0 362 1031 133 25 140 71 110 777 109
Utilization Factor 0.18 0.09 0.00 0.10 0.17 0.07 0.01 0.05 0.03 0.06 0.19 0.06
Critical Factors 0.18 0.17 0.01 0.19
ICU Ratio = 0.65 LOS = B
Turning Movements at Intersection of :El Camino Real and Faraday Avenue
Time :
to North Approach El Camino Real
Date :
Day : Thursday 2157 Total
Name : Abraham, Jovvan 1526 631 Subtotals
36
Sub - 133 1031 362 Sub -
Totals totals totals Totals
W E
e 1557 a
s 1793 2 25 109 s
t 236 140 777 996 t
71 110 0 1547
A North A
p 551 p
p p
r r
653 463 85 Faraday Avenue
8
Subtotals 1220 1201
Total 2421
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
07/29/10
8:30 AM
7:30 AM
El Camino Real at Faraday Avenue
Lane Configuration for Intersection Capacity Utilization Page 3 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
4:45 PM to
5:45 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1 1 1
Config - (left) 2 1 1 1 1
urations 3 1 1 1 1 1
4 1 1 1 1
5 11 1 1
6 1
Outside 7
Free-flow
Lane Settings 23023111.51.5121
Capacity 3600 6000 0 3600 6000 1800 1800 3000 2800 1800 4000 1800
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 136 1101 72 207 743 14 146 747 581 161 226 306
Adjusted Hourly Volume 136 1173 0 207 743 14 146 747 581 161 226 306
Utilization Factor 0.04 0.20 0.00 0.06 0.12 0.01 0.08 0.25 0.21 0.09 0.06 0.17
Critical Factors 0.20 0.06 0.25 0.09
ICU Ratio = 0.70 LOS = B
Turning Movements at Intersection of :El Camino Real and Faraday Avenue
Time :
to North Approach El Camino Real
Date :
Day : Thursday 2523 Total
Name : Abraham, Jovvan 964 1559 Subtotals
7
Sub - 14 743 207 Sub -
Totals totals totals Totals
W E
e 356 a
s 1830 1 146 306 s
t 1474 747 226 693 t
581 161 0 1712
A North A
p 1019 p
p p
r r
136 1101 72 Faraday Avenue
21
Subtotals 1506 1309
Total 2815
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
07/29/10
5:45 PM
4:45 PM
CITY OF CARLSBAD CITY OF CARLSBAD
TRAFFIC MONITORING PROGRAMTRAFFIC MONITORING PROGRAM
SUMMER 2010SUMMER 2010
INTERSECTION ANALYSIS SUMMARY
Intersection Number: 9
Intersection Location: El Camino Real &
Palomar Airport Road
Contents: Turn Movement Count Summary Page 1
(A.M. and P.M.)
A.M. Peak Hour ICU Analysis and Page 2
Turn Movement Diagram
P.M. Peak Hour ICU Analysis and Page 3
Turn Movement Diagram
RICK ENGINEERING TURNING MOVEMENT ANALYSISPage 1 of 3City : CarlsbadIntersection of :N/S Street : El Camino Real File : 2010 Int #09E/W Street : Palomar Airport RoadData Collected by : Jovvan, Abraham, Billy, FernandoCount Date : Day :Traffic Control :Signalized07/27/10 Weather : SunnySouth Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB)15 min TotalEnd of 15min. prd. LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds VehiclesPeds6:15 AM 4 0 24 25 0 12 1 37 15 1 9 0 70 5 0 44 0 161 74 0 481 16:30 AM 4 0 29 40 0 26 1 45 21 0 20 0 74 5 0 57 0 179 92 0 593 06:45 AM 7 0 55 36 0 43 1 69 23 0 13 0 83 7 0 61 0 220 96 0 714 07:00 AM 18 0 84 69 0 47 0 89 41 0 19 1 135 2 1 69 0 247 122 0 943 17:15 AM 14 0 67 49 0 51 0 106 37 0 20 0 124 12 0 94 0 288 108 0 970 07:30 AM 19 0 117 69 0 44 0 118 50 0 13 1 144 11 0 56 0 270 121 0 1033 07:45 AM* 26 0 148 95 0 55 0 141 44 2 35 0 194 15 1 85 0 297 137 0 1272 38:00 AM* 23 0 187 97 0 55 0 187 62 0 45 0 211 30 0 102 0 354 167 0 1520 08:15 AM* 15 0 119 92 0 73 1 161 31 0 31 0 175 24 0 99 0 255 148 0 1224 08:30 AM* 29 0 106 63 0 70 0 185 45 0 35 0 187 27 0 104 1 270 163 0 1285 08:45 AM 20 0 135 72 0 71 0 164 41 0 20 0 150 28 0 106 1 236 121 0 1165 09:00 AM 18 0 169 72 0 64 0 200 73 0 35 0 155 21 0 94 0 274 134 0 1309 0Max. 15 min. 29 0 187 97 0 73 1 200 73 2 45 1 211 30 1 106 1 354 167 0 1520 3Pk. Hr. Vol. 93 0 560 347 0 253 1 674 182 2 146 0 767 96 1 390 1 1176 615 0 5301 37:30 AMPeakIntersection Traffic in Pk. Hr. = 5301 Peak Hr. Factor0.878:30 AMHourIntersection Pdstrns in Pk. Hr. = 33:45 PM 17 1 147 93 0 136 2 108 27 0 53 0 290 14 0 71 0 186 81 0 1226 04:00 PM 33 0 147 102 0 88 1 108 22 0 52 0 269 25 0 82 0 221 73 0 1223 04:15 PM 18 0 152 119 0 101 0 146 27 0 83 0 315 19 0 79 0 207 89 0 1355 04:30 PM 33 1 189 91 0 92 1 147 20 0 68 1 255 31 0 70 0 202 83 0 1284 04:45 PM 31 0 155 92 0 148 1 174 26 3 61 0 347 26 1 82 0 257 74 0 1474 45:00 PM* 24 0 172 107 0 114 1 206 25 0 71 1 313 32 0 45 0 231 96 0 1438 05:15 PM* 35 0 243 149 0 146 0 194 29 0 95 0 344 38 0 70 0 217 118 0 1678 05:30 PM* 30 1 162 103 0 168 2 236 33 0 56 0 334 21 5 110 0 302 101 1 1659 65:45 PM* 24 0 185 107 0 124 0 183 18 0 46 0 360 25 0 92 0 222 111 1 1497 16:00 PM 34 0 172 89 0 110 0 168 12 0 47 2 311 19 0 72 0 190 92 0 1318 06:15 PM 29 0 143 106 0 106 1 133 19 2 42 0 288 24 0 92 0 150 69 0 1202 26:30 PM 25 0 132 74 0 91 0 105 11 0 37 1 246 18 0 70 0 186 73 0 1069 0Max. 15 min. 35 1 243 149 0 168 2 236 33 3 95 2 360 38 5 110 0 302 118 1 1678 6Pk. Hr. Vol. 113 1 762 466 0 552 3 819 105 0 268 1 1351 116 5 317 0 972 426 2 6272 74:45 PMPeakIntersection Traffic in Pk. Hr. = 6272 Peak Hr. Factor0.935:45 PMHourIntersection Pdstrns in Pk. Hr. = 7Tuesday
El Camino Real at Palomar Airport Road
Lane Configuration for Intersection Capacity Utilization Page 2 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
7:30 AM to
8:30 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1111
Config - (left) 2 1 1 1 1
urations 3 1111
41111
511 111
61 1 1
Outside 7 1
Free-flow
Lane Settings 132231230232
Capacity 1800 6000 3600 3600 6000 1800 3600 6000 0 3600 6000 3600
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 93 560 347 254 674 182 146 767 96 391 1176 615
Adjusted Hourly Volume 93 560 347 254 674 182 146 863 0 391 1176 615
Utilization Factor 0.05 0.09 0.10 0.07 0.11 0.10 0.04 0.14 0.00 0.11 0.20 0.17
Critical Factors 0.10 0.07 0.14 0.11
ICU Ratio = 0.52 LOS = A
Turning Movements at Intersection of :El Camino Real and Palomar Airport Road
Time :
to North Approach El Camino Real
Date :
Day : Tuesday 2432 Total
Name : Jovvan, Abraham, Billy, Fernando 1110 1322 Subtotals
1
Sub - 182 674 254 Sub -
Totals totals totals Totals
W E
e 1451 a
s 2460 0 146 615 s
t 1009 767 1176 2182 t
96 391 1 3550
A North A
p 1368 p
p p
r r
93 560 347 Palomar Airport Road
0
Subtotals 1160 1000
Total 2160
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
07/27/10
8:30 AM
7:30 AM
El Camino Real at Palomar Airport Road
Lane Configuration for Intersection Capacity Utilization Page 3 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
4:45 PM to
5:45 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1 1 1 1
Config - (left) 2 1 1 1 1
urations 3 1 1 1 1
4 1 1 1 1
5 1 1 11 1
6 1 1 1
Outside 7 1
Free-flow
Lane Settings 132231230232
Capacity 1800 6000 3600 3600 6000 1800 3600 6000 0 3600 6000 3600
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 114 762 466 555 819 105 269 1351 116 317 972 426
Adjusted Hourly Volume 114 762 466 555 819 105 269 1467 0 317 972 426
Utilization Factor 0.06 0.13 0.13 0.15 0.14 0.06 0.07 0.24 0.00 0.09 0.16 0.12
Critical Factors 0.13 0.15 0.24 0.09
ICU Ratio = 0.71 LOS = C
Turning Movements at Intersection of :El Camino Real and Palomar Airport Road
Time :
to North Approach El Camino Real
Date :
Day : Tuesday 2938 Total
Name : Jovvan, Abraham, Billy, Fernando 1479 1459 Subtotals
3
Sub - 105 819 555 Sub -
Totals totals totals Totals
W E
e 1191 a
s 2927 1 269 426 s
t 1736 1351 972 1715 t
116 317 0 4084
A North A
p 2369 p
p p
r r
114 762 466 Palomar Airport Road
1
Subtotals 1253 1342
Total 2595
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
07/27/10
5:45 PM
4:45 PM
CITY OF CARLSBAD CITY OF CARLSBAD
TRAFFIC MONITORING PROGRAMTRAFFIC MONITORING PROGRAM
SUMMER 2010SUMMER 2010
INTERSECTION ANALYSIS SUMMARY
Intersection Number: 10
Intersection Location: El Camino Real &
Town Garden Road
Contents: Turn Movement Count Summary Page 1
(A.M. and P.M.)
A.M. Peak Hour ICU Analysis and Page 2
Turn Movement Diagram
P.M. Peak Hour ICU Analysis and Page 3
Turn Movement Diagram
RICK ENGINEERING TURNING MOVEMENT ANALYSISPage 1 of 3City : CarlsbadIntersection of :N/S Street : El Camino Real File : 2010 Int #10E/W Street : Town Garden RoadData Collected by : Chris, RaulCount Date : Day :Traffic Control :Signalized07/28/10 Weather : SunnySouth Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB)15 min TotalEnd of 15min. prd. LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds VehiclesPeds6:15 AM 5026113072160300506033014316:30 AM 10264404083130400207024019906:45 AM 9299401111051205015010031026807:00 AM 214142406115732014004010025040207:15 AM 183118209116720050190100213038707:30 AM 202203604219022070350110710049207:45 AM* 18123090902242303015018078055608:00 AM* 355325140902311700005022088067908:15 AM* 29112309095199200120331190149057218:30 AM* 294234100173241180120011018094061008:45 AM 342185701511909012014032164050309:00 AM 5661349024528118040140300151105980Max. 15 min. 56 11 325 14 1 24 5 281 32 0 14 0 3 11 1 32 1 21 11 0 679 1Pk. Hr. Vol. 111 21 1019 42 0 44 8 895 78 0 27 0 4 24 1 77 0 38 29 0 2417 17:30 AMPeakIntersection Traffic in Pk. Hr. = 2417 Peak Hr. Factor0.898:30 AMHourIntersection Pdstrns in Pk. Hr. = 13:45 PM 8422116012928370210170160211061804:00 PM 13 4 179 12 0 21 7 218 7 0 21 0 2 14 0 28 0 6 16 0 548 04:15 PM 1412021101714298100290013025007064104:30 PM 1210248180121725071200220124053064824:45 PM 1462451902121304171410122019027073915:00 PM* 9 8 289 20 0 19 20 274 3 2 28 0 2 18 1 18 0 2 12 0 722 35:15 PM* 1472793602910322181420322127006081525:30 PM* 862372502035350612601020024006077315:45 PM* 104228250172735870280530027016077306:00 PM 921832101427281110290624033055065006:15 PM 4 3 197 14 0 14 26 255 6 0 34 0 3 31 0 20 0 2 12 0 621 06:30 PM 751821709182143142022901900605531Max. 15 min. 14 10 289 36 0 29 35 358 18 2 42 0 10 31 1 33 0 6 16 0 815 3Pk. Hr. Vol. 41 25 1033 106 0 85 92 1304 34 4 124 0 20 90 2 96 0 3 30 0 3083 64:45 PMPeakIntersection Traffic in Pk. Hr. = 3083 Peak Hr. Factor0.955:45 PMHourIntersection Pdstrns in Pk. Hr. = 6Wednesday
El Camino Real at Town Garden Road
Lane Configuration for Intersection Capacity Utilization Page 2 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
7:30 AM to
8:30 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1 1 1 1 1
Config - (left) 2 1 1 1 1 1
urations 3 1 1
41 1
51 1
6
Outside 7
Free-flow
Lane Settings 131131011110
Capacity 1800 6000 1800 1800 6000 1800 0 2000 1800 1800 2000 0
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? Y
Efficiency Lost Factor 0.10
Hourly Volume 132 1019 42 52 895 78 27 4 24 77 38 29
Adjusted Hourly Volume 132 1019 42 52 895 78 0 4 24 77 67 0
Utilization Factor 0.07 0.17 0.02 0.03 0.15 0.04 0.00 0.00 0.01 0.04 0.03 0.00
Critical Factors 0.07 0.15 0.01 0.04
ICU Ratio = 0.37 LOS = A
Turning Movements at Intersection of :El Camino Real and Town Garden Road
Time :
to North Approach El Camino Real
Date :
Day : Wednesday 2108 Total
Name : Chris, Raul 1025 1083 Subtotals
8
Sub - 78 895 52 Sub -
Totals totals totals Totals
W E
e 227 a
s 282 0 27 29 s
t 55 4 38 144 t
24 77 0 234
A North A
p 90 p
p p
r r
132 1019 42 Town Garden Road
21
Subtotals 1017 1193
Total 2210
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
07/28/10
8:30 AM
7:30 AM
El Camino Real at Town Garden Road
Lane Configuration for Intersection Capacity Utilization Page 3 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
4:45 PM to
5:45 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1 1 1 1 1
Config - (left) 2 1 1 1 1 1
urations 3 1 1
4 1 1
5 1 1
6
Outside 7
Free-flow
Lane Settings 131131011110
Capacity 1800 6000 1800 1800 6000 1800 0 2000 1800 1800 2000 0
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? Y
Efficiency Lost Factor 0.10
Hourly Volume 66 1033 106 177 1304 34 124 20 90 96 3 30
Adjusted Hourly Volume 66 1033 106 177 1304 34 0 144 90 96 33 0
Utilization Factor 0.04 0.17 0.06 0.10 0.22 0.02 0.00 0.07 0.05 0.05 0.02 0.00
Critical Factors 0.17 0.10 0.07 0.05
ICU Ratio = 0.49 LOS = A
Turning Movements at Intersection of :El Camino Real and Town Garden Road
Time :
to North Approach El Camino Real
Date :
Day : Wednesday 2794 Total
Name : Chris, Raul 1515 1279 Subtotals
92
Sub - 34 1304 177 Sub -
Totals totals totals Totals
W E
e78 a
s 312 0 124 30 s
t 234 20 3 129 t
90 96 0 340
A North A
p 211 p
p p
r r
66 1033 106 Town Garden Road
25
Subtotals 1515 1205
Total 2720
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
07/28/10
5:45 PM
4:45 PM
CITY OF CARLSBAD CITY OF CARLSBAD
TRAFFIC MONITORING PROGRAMTRAFFIC MONITORING PROGRAM
SUMMER 2010SUMMER 2010
INTERSECTION ANALYSIS SUMMARY
Intersection Number: 11
Intersection Location: El Camino Real &
Camino Vida Roble
Contents: Turn Movement Count Summary Page 1
(A.M. and P.M.)
A.M. Peak Hour ICU Analysis and Page 2
Turn Movement Diagram
P.M. Peak Hour ICU Analysis and Page 3
Turn Movement Diagram
RICK ENGINEERING TURNING MOVEMENT ANALYSISPage 1 of 3City : CarlsbadIntersection of :N/S Street : El Camino Real File : 2010 Int #11E/W Street : Camino Vida RobleData Collected by : David, FernandoCount Date : Day :Traffic Control :Signalized08/03/10 Weather : SunnySouth Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB)15 min TotalEnd of 15min. prd. LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds VehiclesPeds6:15 AM 19066004045190200400000015906:30 AM 21277002178202200400000020726:45 AM 2101081111100211300501000026227:00 AM 3601771041118402400701000038927:15 AM 44216300101183303001300000037707:30 AM 5102000013170311200702003047017:45 AM 47227600011603618001202000054418:00 AM* 108536110201844107001801001072908:15 AM* 811276000020580111001900001067418:30 AM* 693289001324236015001100001067008:45 AM* 57328610031942919001400000059619:00 AM 90329100041695921300190100006492Max. 15 min. 108 5 36111442428021500190200307292Pk. Hr. Vol. 315 12 1212203682518624200620100302669 27:45 AMPeakIntersection Traffic in Pk. Hr. = 2669 Peak Hr. Factor0.928:45 AMHourIntersection Pdstrns in Pk. Hr. = 23:45 PM 271238000628013240005200000065724:00 PM 300224000226512029006301000062604:15 PM 251220010527620047006100000065514:30 PM 213246010728214030017600001068114:45 PM* 2402160003345120470010000002074905:00 PM* 411254000026212158007500000070315:15 PM* 2112010003340100780113400001079005:30 PM* 2002261002324131500013602000077415:45 PM 2012310003236150290011200000064706:00 PM 242228000125710027207802000063106:15 PM 16121100022387017006600000055806:30 PM 1821811000219301200470101104860Max. 15 min. 41 3 254110734520278211360201207902Pk. Hr. Vol. 106 2 89710081271 47 2 233 0 1 4450200303016 24:30 PMPeakIntersection Traffic in Pk. Hr. = 3016 Peak Hr. Factor0.955:30 PMHourIntersection Pdstrns in Pk. Hr. = 2Tuesday
El Camino Real at Camino Vida Roble
Lane Configuration for Intersection Capacity Utilization Page 2 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
7:45 AM to
8:45 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 111111
Config - (left) 2 1 1 1 1 1
urations 3 1 1 1
411 11
5
6
Outside 7
Free-flow
Lane Settings 2201301.25 0.5 1.25 0 1 0
Capacity 3600 4000 0 1800 6000 0 2250 1000 2250 0 2000 0
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? Y
Efficiency Lost Factor 0.10
Hourly Volume 327 1212 2 9 825 186 42 0 62 1 0 3
Adjusted Hourly Volume 327 1214 0 9 1011 0 42 0 62 0 4 0
Utilization Factor 0.09 0.30 0.00 0.01 0.17 0.00 0.02 0.00 0.03 0.00 0.00 0.00
Critical Factors 0.30 0.01 0.03 0.00
ICU Ratio = 0.44 LOS = A
Turning Movements at Intersection of :El Camino Real and Camino Vida Roble
Time :
to North Approach El Camino Real
Date :
Day : Tuesday 2283 Total
Name : David, Fernando 1020 1263 Subtotals
6
Sub - 186 825 9 Sub -
Totals totals totals Totals
W E
e 501 a
s 605 0 42 3 s
t 104 0 0 4 t
62 1 0 9
A North A
p 5p
p p
r r
327 1212 2 Camino Vida Roble
12
Subtotals 900 1541
Total 2441
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
08/03/10
8:45 AM
7:45 AM
El Camino Real at Camino Vida Roble
Lane Configuration for Intersection Capacity Utilization Page 3 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
4:30 PM to
5:30 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1 1 1 1 1 1
Config - (left) 2 1 1 1 1 1
urations 3 1 1 1
4 11 11
5
6
Outside 7
Free-flow
Lane Settings 2201301.25 0.5 1.25 0 1 0
Capacity 3600 4000 0 1800 6000 0 2250 1000 2250 0 2000 0
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? Y
Efficiency Lost Factor 0.10
Hourly Volume 108 897 1 8 1271 47 233 1 445 2 0 3
Adjusted Hourly Volume 108 898 0 8 1318 0 233 1 445 0 5 0
Utilization Factor 0.03 0.22 0.00 0.00 0.22 0.00 0.10 0.00 0.20 0.00 0.00 0.00
Critical Factors 0.03 0.22 0.20 0.00
ICU Ratio = 0.55 LOS = A
Turning Movements at Intersection of :El Camino Real and Camino Vida Roble
Time :
to North Approach El Camino Real
Date :
Day : Tuesday 2467 Total
Name : David, Fernando 1326 1141 Subtotals
8
Sub - 47 1271 8 Sub -
Totals totals totals Totals
W E
e 153 a
s 832 0 233 3 s
t 679 1 0 5 t
445 2 0 7
A North A
p 2p
p p
r r
108 897 1 Camino Vida Roble
2
Subtotals 1720 1006
Total 2726
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
08/03/10
5:30 PM
4:30 PM
CITY OF CARLSBAD CITY OF CARLSBAD
TRAFFIC MONITORING PROGRAMTRAFFIC MONITORING PROGRAM
SUMMER 2010SUMMER 2010
INTERSECTION ANALYSIS SUMMARY
Intersection Number: 12
Intersection Location: El Camino Real &
Cassia Road
Contents: Turn Movement Count Summary Page 1
(A.M. and P.M.)
A.M. Peak Hour ICU Analysis and Page 2
Turn Movement Diagram
P.M. Peak Hour ICU Analysis and Page 3
Turn Movement Diagram
RICK ENGINEERING TURNING MOVEMENT ANALYSISPage 1 of 3City : CarlsbadIntersection of :N/S Street : El Camino Real File : 2010 Int #12E/W Street : Cassia RoadData Collected by : Michael, BillyCount Date : Day :Traffic Control :Signalized08/03/10 Weather : SunnySouth Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB)15 min TotalEnd of 15min. prd. LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds VehiclesPeds6:15 AM 3073100044701700201000014806:30 AM 5091000072801600610000019816:45 AM 11095110086903100900011124427:00 AM 8014800101042304700900020034207:15 AM 130154100010016035012000001134117:30 AM 90173303014020049001500001141317:45 AM 160221302014419076043100005552158:00 AM* 14035120201629098003000021167118:15 AM* 90246301020214087012103010058808:30 AM* 160254101020418075011200010058308:45 AM* 130243100016419091013000011156419:00 AM 17029253201773208002260201116374Max. 15 min. 17 0 35153302043209804311302556715Pk. Hr. Vol. 52 0 1094704073260035103930305222406 27:45 AMPeakIntersection Traffic in Pk. Hr. = 2406 Peak Hr. Factor0.908:45 AMHourIntersection Pdstrns in Pk. Hr. = 23:45 PM 210204302125860033003506003062604:00 PM 260211404128737030013005001063704:15 PM 270179113026264045013000012061514:30 PM 300200205127941141002703000062914:45 PM 170144605038547028042407021067005:00 PM 220176102127660039013102024061705:15 PM* 240163104037562030003003000069205:30 PM* 370208201043476029003102003182315:45 PM* 311185102041272133002805015077616:00 PM* 500176112231683046014700002072616:15 PM 390172101029467154003922023167446:30 PM 24013100102606205000480100105780Max. 15 min. 50 1 21161524348315404482702518234Pk. Hr. Vol. 142 1 73251921537 293 1 138 0 1 136 0 10 0 1 10 1 3017 35:00 PMPeakIntersection Traffic in Pk. Hr. = 3017 Peak Hr. Factor0.926:00 PMHourIntersection Pdstrns in Pk. Hr. = 3Tuesday
El Camino Real at Cassia Road
Lane Configuration for Intersection Capacity Utilization Page 2 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
7:45 AM to
8:45 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1111
Config - (left) 2 1 1 1 1 1 1
urations 3 1 1
4111
5
6
Outside 7
Free-flow
Lane Settings 121130110110
Capacity 1800 4000 1800 1800 6000 0 1800 2000 0 1800 2000 0
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? Y
Efficiency Lost Factor 0.10
Hourly Volume 52 1094 7 4 732 60 351 3 93 3 5 2
Adjusted Hourly Volume 52 1094 7 4 792 0 351 96 0370
Utilization Factor 0.03 0.27 0.00 0.00 0.13 0.00 0.20 0.05 0.00 0.00 0.00 0.00
Critical Factors 0.27 0.00 0.20 0.00
ICU Ratio = 0.57 LOS = A
Turning Movements at Intersection of :El Camino Real and Cassia Road
Time :
to North Approach El Camino Real
Date :
Day : Tuesday 2243 Total
Name : Michael, Billy 796 1447 Subtotals
0
Sub - 60 732 4 Sub -
Totals totals totals Totals
W E
e 117 a
s 564 0 351 2 s
t 447 3 5 10 t
93 3 0 24
A North A
p 14 p
p p
r r
52 1094 7 Cassia Road
0
Subtotals 828 1153
Total 1981
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
08/03/10
8:45 AM
7:45 AM
El Camino Real at Cassia Road
Lane Configuration for Intersection Capacity Utilization Page 3 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
5:00 PM to
6:00 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1 1 1 1
Config - (left) 2 1 1 1 1 1 1
urations 3 1 1
4 1 11
5
6
Outside 7
Free-flow
Lane Settings 121130110110
Capacity 1800 4000 1800 1800 6000 0 1800 2000 0 1800 2000 0
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? Y
Efficiency Lost Factor 0.10
Hourly Volume 143 732 5 11 1537 293 138 1 136 10 1 10
Adjusted Hourly Volume 143 732 5 11 1830 0 138 137 0 10 11 0
Utilization Factor 0.08 0.18 0.00 0.01 0.31 0.00 0.08 0.07 0.00 0.01 0.01 0.00
Critical Factors 0.08 0.31 0.08 0.01
ICU Ratio = 0.58 LOS = A
Turning Movements at Intersection of :El Camino Real and Cassia Road
Time :
to North Approach El Camino Real
Date :
Day : Tuesday 2723 Total
Name : Michael, Billy 1841 882 Subtotals
2
Sub - 293 1537 11 Sub -
Totals totals totals Totals
W E
e 436 a
s 711 0 138 10 s
t 275 1 1 21 t
136 10 0 36
A North A
p 15 p
p p
r r
143 732 5 Cassia Road
1
Subtotals 1684 880
Total 2564
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
08/03/10
6:00 PM
5:00 PM
CITY OF CARLSBAD CITY OF CARLSBAD
TRAFFIC MONITORING PROGRAMTRAFFIC MONITORING PROGRAM
SUMMER 2010SUMMER 2010
INTERSECTION ANALYSIS SUMMARY
Intersection Number: 13
Intersection Location: El Camino Real &
Poinsettia Lane
Contents: Turn Movement Count Summary Page 1
(A.M. and P.M.)
A.M. Peak Hour ICU Analysis and Page 2
Turn Movement Diagram
P.M. Peak Hour ICU Analysis and Page 3
Turn Movement Diagram
RICK ENGINEERING TURNING MOVEMENT ANALYSISPage 1 of 3City : CarlsbadIntersection of :N/S Street : El Camino Real File : 2010 Int #13E/W Street : Poinsettia Lane Data Collected by : Abraham, JovvanCount Date : Day :Traffic Control :Signalized08/03/10 Weather : SunnySouth Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB)15 min TotalEnd of 15min. prd. LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds VehiclesPeds6:15 AM 01671601044011001017005015316:30 AM 13851205068140000029007021146:45 AM 039223150106000001041008027917:00 AM 02162360801080120120540010038517:15 AM 04176300701143030230400112039507:30 AM 04194180301410110200690014044617:45 AM 01246191401992000210760123057418:00 AM* 043334801502192120310500238071718:15 AM* 20238280902252130200650027060118:30 AM* 00272340812151040210570018061308:45 AM* 122363001612121000200530034058809:00 AM 110293370100197314011059023706551Max. 15 min. 2 10 333 48 1 16 1 225344033076023807174Pk. Hr. Vol. 3 6 1079 140 0 48 2 87162909202250211702519 27:45 AMPeakIntersection Traffic in Pk. Hr. = 2519 Peak Hr. Factor0.888:45 AMHourIntersection Pdstrns in Pk. Hr. = 23:45 PM 222365101822783030310510111066204:00 PM 142195302003084120210500015067914:15 PM 23234720190281553020037049067154:30 PM 222184702703304040020450310069404:45 PM 36219611430384717015040028078625:00 PM* 272857603113193140100490213079315:15 PM* 12223700420430102031043027082705:30 PM* 132257805404426000121440312087115:45 PM* 012097504504194000230410018081706:00 PM 112035005703544230120410221074026:15 PM 041914304913054020010410116065806:30 PM 11139370390253800024045031205440Max. 15 min. 3 7 285 78 1 57 2 442857035151042108715Pk. Hr. Vol. 4 13 942 299 0 172 1 1610 14160761177075003308 24:45 PMPeakIntersection Traffic in Pk. Hr. = 3308 Peak Hr. Factor0.955:45 PMHourIntersection Pdstrns in Pk. Hr. = 2Tuesday
El Camino Real at Poinsettia Lane
Lane Configuration for Intersection Capacity Utilization Page 2 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
7:45 AM to
8:45 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1 1 1 1
Config - (left) 2 1 1 1 1
urations 3 1 1 1 1
41 1 11 11
51 1
61
Outside 7
Free-flow
Lane Settings 2 3 1221220220
Capacity 3600 6000 1800 3600 4000 1800 3600 4000 0 3600 4000 0
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 9 1079 140 50 871 69922252117
Adjusted Hourly Volume 9 1079 140 50 871 6 9 11 0 225 119 0
Utilization Factor 0.00 0.18 0.08 0.01 0.22 0.00 0.00 0.00 0.00 0.06 0.03 0.00
Critical Factors 0.00 0.22 0.00 0.06
ICU Ratio = 0.38 LOS = A
Turning Movements at Intersection of :El Camino Real and Poinsettia Lane
Time :
to North Approach El Camino Real
Date :
Day : Tuesday 2134 Total
Name : Abraham, Jovvan 927 1207 Subtotals
2
Sub - 6 871 50 Sub -
Totals totals totals Totals
W E
e11 a
s31 0 9 117 s
t 20 9 2 344 t
2 225 0 541
A North A
p 197 p
p p
r r
9 1079 140 Poinsettia Lane
6
Subtotals 1104 1228
Total 2332
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
08/03/10
8:45 AM
7:45 AM
El Camino Real at Poinsettia Lane
Lane Configuration for Intersection Capacity Utilization Page 3 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
4:45 PM to
5:45 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1 1 1 1
Config - (left) 2 1 1 1 1
urations 3 1 1 1 1
4 1 1 11 11
5 1 1
6 1
Outside 7
Free-flow
Lane Settings 231221220220
Capacity 3600 6000 1800 3600 4000 1800 3600 4000 0 3600 4000 0
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 17 942 299 173 1610 14 6 7 6 177 7 50
Adjusted Hourly Volume 17 942 299 173 1610 14 6 13 0 177 57 0
Utilization Factor 0.00 0.16 0.17 0.05 0.40 0.01 0.00 0.00 0.00 0.05 0.01 0.00
Critical Factors 0.00 0.40 0.00 0.05
ICU Ratio = 0.55 LOS = A
Turning Movements at Intersection of :El Camino Real and Poinsettia Lane
Time :
to North Approach El Camino Real
Date :
Day : Tuesday 2796 Total
Name : Abraham, Jovvan 1797 999 Subtotals
1
Sub - 14 1610 173 Sub -
Totals totals totals Totals
W E
e25 a
s44 0 650s
t 19 7 7 234 t
6 177 0 712
A North A
p 478 p
p p
r r
17 942 299 Poinsettia Lane
13
Subtotals 1806 1258
Total 3064
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
08/03/10
5:45 PM
4:45 PM
CITY OF CARLSBAD CITY OF CARLSBAD
TRAFFIC MONITORING PROGRAMTRAFFIC MONITORING PROGRAM
SUMMER 2010SUMMER 2010
INTERSECTION ANALYSIS SUMMARY
Intersection Number: 14
Intersection Location: El Camino Real &
Dove Lane
Contents: Turn Movement Count Summary Page 1
(A.M. and P.M.)
A.M. Peak Hour ICU Analysis and Page 2
Turn Movement Diagram
P.M. Peak Hour ICU Analysis and Page 3
Turn Movement Diagram
RICK ENGINEERING TURNING MOVEMENT ANALYSISPage 1 of 3City : CarlsbadIntersection of :N/S Street : El Camino Real File : 2010 Int #14E/W Street : Dove LaneData Collected by : Raul, ErinCount Date : Day :Traffic Control :Signalized08/03/10 Weather : SunnySouth Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB)15 min TotalEnd of 15min. prd. LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds VehiclesPeds6:15 AM 107410006811700106002116126:30 AM 119901509591101006018022726:45 AM 4011521100132307022011018029717:00 AM 3018631120138130700404016037717:15 AM 331742111013923211008060115039637:30 AM 11208115019224114002080211046927:45 AM* 7327823250236190140221110011161058:00 AM* 10033831121253100220140120014068018:15 AM* 70225419028024014018128107060828:30 AM* 4332230121276210190110080413069708:45 AM 62255707223026018018111055058319:00 AM 2222757010122337016058012021206320Max. 15 min. 22 3 338 7 3 25 2 280 37 2 22 0 5 10 1 28 1 5 15 1 697 5Pk. Hr. Vol. 28 6 1163 12 5 58 2 1045 74 0 69 0 5 24 2 59 1 4 45 1 2595 87:30 AMPeakIntersection Traffic in Pk. Hr. = 2595 Peak Hr. Factor0.938:30 AMHourIntersection Pdstrns in Pk. Hr. = 83:45 PM 20 3 244 12 0 10 1 224 43 0 39 0 7 35 6 12 0 6 17 0 673 64:00 PM* 48 1 327 18 0 26 4 273 59 0 42 0 8 31 1 24 0 6 21 0 888 14:15 PM* 18 3 337 22 0 18 3 254 37 0 61 0 10 27 1 79 0 14 17 0 900 14:30 PM* 38 4 267 24 0 19 5 345 50 0 48 0 6 18 0 40 0 12 11 0 887 04:45 PM* 20 1 254 58 0 23 1 338 45 0 43 0 11 27 0 20 0 2 16 1 859 15:00 PM 37 6 317 38 1 14 1 168 40 0 16 0 7 14 0 22 0 10 14 0 704 15:15 PM 27 6 283 30 0 14 1 263 22 0 60 0 8 19 0 24 0 5 18 0 780 05:30 PM 36 3 244 26 0 11 1 471 36 0 38 0 13 28 5 11 0 8 21 0 947 55:45 PM 22 5 251 25 4 9 5 373 57 0 34 0 10 28 2 21 0 6 13 0 859 66:00 PM 30 3 232 8 0 18 2 276 42 0 37 0 55 77 3 23 0 5 10 0 818 36:15 PM 19 1 180 5 0 19 3 256 26 1 38 0 7 33 4 14 0 10 22 0 633 56:30 PM 23 6 133 5 0 23 5 272 33 0 47 0 5 30 5 17 0 5 15 1 619 6Max. 15 min. 48 6 337 58 4 26 5 471 59 1 61 0 55 77 6 79 0 14 22 1 947 6Pk. Hr. Vol. 124 9 1185 122 0 86 13 1210 191 0 194 0 35 103 2 163 0 34 65 1 3534 33:45 PMPeakIntersection Traffic in Pk. Hr. = 3534 Peak Hr. Factor0.984:45 PMHourIntersection Pdstrns in Pk. Hr. = 3Tuesday
El Camino Real at Dove Lane
Lane Configuration for Intersection Capacity Utilization Page 2 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
7:30 AM to
8:30 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1 1 1 1
Config - (left) 2 1 1 1 1 1 1
urations 3 1 1
411 11
5
6
Outside 7
Free-flow
Lane Settings 1 3 0130110110
Capacity 1800 6000 0 1800 6000 0 1800 2000 0 1800 2000 0
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 34 1163 12 60 1045 74 69 5 24 60 4 45
Adjusted Hourly Volume 34 1175 0 60 1119 0 69 29 0 61 49 0
Utilization Factor 0.02 0.20 0.00 0.03 0.19 0.00 0.04 0.01 0.00 0.03 0.02 0.00
Critical Factors 0.20 0.03 0.04 0.02
ICU Ratio = 0.39 LOS = A
Turning Movements at Intersection of :El Camino Real and Dove Lane
Time :
to North Approach El Camino Real
Date :
Day : Tuesday 2458 Total
Name : Raul, Erin 1179 1279 Subtotals
2
Sub - 74 1045 60 Sub -
Totals totals totals Totals
W E
e 106 a
s 204 0 69 45 s
t 98 5 4 109 t
24 60 1 185
A North A
p 76 p
p p
r r
34 1163 12 Dove Lane
6
Subtotals 1134 1209
Total 2343
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
08/03/10
8:30 AM
7:30 AM
El Camino Real at Dove Lane
Lane Configuration for Intersection Capacity Utilization Page 3 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
3:45 PM to
4:45 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1 1 1 1
Config - (left) 2 1 1 1 1 1 1
urations 3 1 1
4 11 11
5
6
Outside 7
Free-flow
Lane Settings 130130110110
Capacity 1800 6000 0 1800 6000 0 1800 2000 0 1800 2000 0
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 133 1185 122 99 1210 191 194 35 103 163 34 65
Adjusted Hourly Volume 133 1307 0 99 1401 0 194 138 0 163 99 0
Utilization Factor 0.07 0.22 0.00 0.06 0.23 0.00 0.11 0.07 0.00 0.09 0.05 0.00
Critical Factors 0.07 0.23 0.07 0.09
ICU Ratio = 0.56 LOS = A
Turning Movements at Intersection of :El Camino Real and Dove Lane
Time :
to North Approach El Camino Real
Date :
Day : Tuesday 2957 Total
Name : Raul, Erin 1500 1457 Subtotals
13
Sub - 191 1210 99 Sub -
Totals totals totals Totals
W E
e 349 a
s 681 0 194 65 s
t 332 35 34 262 t
103 163 0 505
A North A
p 243 p
p p
r r
133 1185 122 Dove Lane
9
Subtotals 1485 1440
Total 2925
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
08/03/10
4:45 PM
3:45 PM
CITY OF CARLSBAD CITY OF CARLSBAD
TRAFFIC MONITORING PROGRAMTRAFFIC MONITORING PROGRAM
SUMMER 2010SUMMER 2010
INTERSECTION ANALYSIS SUMMARY
Intersection Number: 15
Intersection Location: El Camino Real &
Alga Road / Aviara Parkway
Contents: Turn Movement Count Summary Page 1
(A.M. and P.M.)
A.M. Peak Hour ICU Analysis and Page 2
Turn Movement Diagram
P.M. Peak Hour ICU Analysis and Page 3
Turn Movement Diagram
RICK ENGINEERING TURNING MOVEMENT ANALYSISPage 1 of 3City : CarlsbadIntersection of :N/S Street : El Camino Real File : 2010 Int #15E/W Street : Alga Road/Aviara ParkwayData Collected by : Deanna, DaleCount Date : Day :Traffic Control :Signalized08/03/10 Weather : SunnySouth Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB)15 min TotalEnd of 15min. prd. LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds VehiclesPeds6:15 AM 1106340207181405170720274128826:30 AM 908651207661209908102613032426:45 AM 100115150311309070172201110493049207:00 AM 21 0 146 21 0 4 0 124 7 0 10 0 22 35 0 111 5 53 12 1 571 17:15 AM 21 0 146 21 0 9 0 130 9 1 10 0 17 27 0 118 0 45 12 2 565 37:30 AM 22 0 177 21 0 8 1 182 17 0 5 0 16 42 0 183 1 52 21 4 748 47:45 AM 32 0 264 29 1 10 1 216 13 0 17 0 27 48 0 181 0 69 21 3 928 48:00 AM* 32 0 301 28 1 13 1 229 14 0 12 0 31 58 0 165 1 79 24 2 988 38:15 AM* 34 0 207 52 1 14 0 264 16 0 14 0 27 54 0 162 1 66 15 0 926 18:30 AM* 63 0 241 47 3 13 1 265 18 0 16 0 16 58 0 161 3 72 18 1 992 48:45 AM* 54 0 255 30 0 12 0 219 12 1 33 0 34 66 0 151 4 66 30 1 966 29:00 AM 55 0 247 33 1 13 1 230 21 0 16 0 32 71 0 128 3 89 18 4 957 5Max. 15 min. 63 0 301 52 3 14 1 265 21 1 33 0 34 71 0 183 5 89 30 4 992 5Pk. Hr. Vol. 183 0 1004 157 5 52 2 977 60 1 75 0 108 236 0 639 9 283 87 4 3872 107:45 AMPeakIntersection Traffic in Pk. Hr. = 3872 Peak Hr. Factor0.988:45 AMHourIntersection Pdstrns in Pk. Hr. = 103:45 PM 75 0 216 82 0 41 1 227 24 1 35 0 71 90 1 95 1 55 15 3 1028 54:00 PM 93 0 265 111 0 35 1 298 28 0 18 0 44 81 1 83 2 63 13 2 1135 34:15 PM 112 0 215 113 0 36 3 275 30 0 29 0 65 125 0 91 5 75 8 1 1182 14:30 PM 92 0 235 112 0 50 1 307 31 4 14 0 71 117 0 74 3 55 12 4 1174 84:45 PM 85 0 198 94 2 33 2 349 38 0 35 1 71 129 0 84 3 73 25 1 1220 35:00 PM* 85 0 306 119 1 41 0 347 35 0 34 0 94 150 0 76 3 77 17 3 1384 45:15 PM* 115 0 223 139 1 51 0 387 37 2 25 1 108 119 0 87 5 74 11 5 1382 85:30 PM* 96 0 284 159 0 51 1 382 31 0 27 0 124 112 1 80 0 54 8 4 1409 55:45 PM* 100 1 216 142 2 69 0 464 36 0 23 0 137 126 0 70 4 80 17 3 1485 56:00 PM 90 0 222 122 0 42 2 317 28 0 27 1 147 148 0 100 2 82 20 3 1350 36:15 PM 78 0 200 133 0 28 0 294 32 0 19 0 123 121 0 65 4 54 21 3 1172 36:30 PM 55 1 152 97 0 61 1 287 23 1 9 7 123 106 0 113 1 94 27 0 1157 1Max. 15 min. 115 1 306 159 2 69 3 464 38 4 35 7 147 150 1 113 5 94 27 5 1485 8Pk. Hr. Vol. 396 1 1029 559 4 212 1 1580 139 2 109 1 463 507 1 313 12 285 53 15 5660 224:45 PMPeakIntersection Traffic in Pk. Hr. = 5660 Peak Hr. Factor0.955:45 PMHourIntersection Pdstrns in Pk. Hr. = 22Tuesday
El Camino Real at Alga Road/Aviara Parkway
Lane Configuration for Intersection Capacity Utilization Page 2 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
7:45 AM to
8:45 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1 1 1 1
Config - (left) 2 1 1 1 1
urations 3 1 1 1 1
411111
51 11 1
61
Outside 7
Free-flow
Lane Settings 2 3 1230221220
Capacity 3600 6000 1800 3600 6000 0 3600 4000 1800 3600 4000 0
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 183 1004 157 54 977 60 75 108 236 648 283 87
Adjusted Hourly Volume 183 1004 157 54 1037 0 75 108 236 648 370 0
Utilization Factor 0.05 0.17 0.09 0.02 0.17 0.00 0.02 0.03 0.13 0.18 0.09 0.00
Critical Factors 0.05 0.17 0.13 0.18
ICU Ratio = 0.63 LOS = B
Turning Movements at Intersection of :El Camino Real and Alga Road/Aviara Parkway
Time :
to North Approach El Camino Real
Date :
Day : Tuesday 2259 Total
Name : Deanna, Dale 1091 1168 Subtotals
2
Sub - 60 977 54 Sub -
Totals totals totals Totals
W E
e 526 a
s 945 0 75 87 s
t 419 108 283 1018 t
236 648 9 1344
A North A
p 326 p
p p
r r
183 1004 157 Alga Road/Aviara Parkway
0
Subtotals 1852 1344
Total 3196
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
08/03/10
8:45 AM
7:45 AM
El Camino Real at Alga Road/Aviara Parkway
Lane Configuration for Intersection Capacity Utilization Page 3 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
4:45 PM to
5:45 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1 1 1 1
Config - (left) 2 1 1 1 1
urations 3 1 1 1 1
4 1 1 1 11
5 1 11 1
6 1
Outside 7
Free-flow
Lane Settings 231230221220
Capacity 3600 6000 1800 3600 6000 0 3600 4000 1800 3600 4000 0
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 397 1029 559 213 1580 139 110 463 507 325 285 53
Adjusted Hourly Volume 397 1029 559 213 1719 0 110 463 507 325 338 0
Utilization Factor 0.11 0.17 0.31 0.06 0.29 0.00 0.03 0.12 0.28 0.09 0.08 0.00
Critical Factors 0.11 0.29 0.28 0.09
ICU Ratio = 0.87 LOS = D
Turning Movements at Intersection of :El Camino Real and Alga Road/Aviara Parkway
Time :
to North Approach El Camino Real
Date :
Day : Tuesday 3124 Total
Name : Deanna, Dale 1932 1192 Subtotals
1
Sub - 139 1580 213 Sub -
Totals totals totals Totals
W E
e 821 a
s 1901 1 110 53 s
t 1080 463 285 663 t
507 325 12 1909
A North A
p 1246 p
p p
r r
397 1029 559 Alga Road/Aviara Parkway
1
Subtotals 2401 1985
Total 4386
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
08/03/10
5:45 PM
4:45 PM
CITY OF CARLSBAD CITY OF CARLSBAD
TRAFFIC MONITORING PROGRAMTRAFFIC MONITORING PROGRAM
SUMMER 2010SUMMER 2010
INTERSECTION ANALYSIS SUMMARY
Intersection Number: 16
Intersection Location: El Camino Real &
Arenal Road
Contents: Turn Movement Count Summary Page 1
(A.M. and P.M.)
A.M. Peak Hour ICU Analysis and Page 2
Turn Movement Diagram
P.M. Peak Hour ICU Analysis and Page 3
Turn Movement Diagram
RICK ENGINEERING TURNING MOVEMENT ANALYSISPage 1 of 3City : CarlsbadIntersection of :N/S Street : El Camino Real File : 2010 Int #16E/W Street : Arenal RoadData Collected by : Erin, RaulCount Date : Day :Traffic Control :Signalized08/04/10 Weather : SunnySouth Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB)15 min TotalEnd of 15min. prd. LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds VehiclesPeds6:15 AM 31641220134140011001013122276:30 AM 21831010171100001612001127926:45 AM 501621220274000004010001045927:00 AM 2017150603131000013790034523117:15 AM 501757040306000001214003051617:30 AM 3024560803150000029012001061907:45 AM 5028291253334000022959005070368:00 AM 70322101160356310002707017275648:15 AM* 703331111104180010034417027184168:30 AM* 9035010116037110100222180011080938:45 AM* 130350160704313000428414004187059:00 AM* 11133511071430101002841001608434Max. 15 min. 13 1 350 16 2 25 3 43134104347180211487011Pk. Hr. Vol. 40 1 1368 48 2 41 1 1650503041121459032823363 188:00 AMPeakIntersection Traffic in Pk. Hr. = 3363 Peak Hr. Factor0.979:00 AMHourIntersection Pdstrns in Pk. Hr. = 183:45 PM 2324061207046202205256132351101005 84:00 PM 26339680103440120227290215283554:15 PM* 278528856142011000381038023781114 244:30 PM* 1744938551444404004012390026121085 294:45 PM* 23443713140484102002301201701011 15:00 PM* 2814711001404483010124119001401034 15:15 PM 2413741205134302417114391546092055:30 PM 3813291206240250000141120112083415:45 PM 4624429190517111022344001001066 66:00 PM 29347492100413000011039028396886:15 PM 33341010019045840100102140011197336:30 PM 262427161903931000322312001219235Max. 15 min. 46 8 528 16 5 19 2 51752417140123925437121114 29Pk. Hr. Vol. 95 17 1929 39 11 29 2 179691701125231080384204244 554:00 PMPeakIntersection Traffic in Pk. Hr. = 4244 Peak Hr. Factor0.955:00 PMHourIntersection Pdstrns in Pk. Hr. = 55Wednesday
El Camino Real at Arenal Road
Lane Configuration for Intersection Capacity Utilization Page 2 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
8:00 AM to
9:00 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1111
Config - (left) 2 1 1 1 1 1 1
urations 3 1 1 1
411
5
6
Outside 7
Free-flow
Lane Settings 130120110110
Capacity 1800 6000 0 1800 4000 0 1800 2000 0 1800 2000 0
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 41 1368 48 42 1650 5 3 4 112 59 3 28
Adjusted Hourly Volume 41 1416 0 42 1655 0 3 119 0 59 31 0
Utilization Factor 0.02 0.24 0.00 0.02 0.41 0.00 0.00 0.06 0.00 0.03 0.02 0.00
Critical Factors 0.02 0.41 0.06 0.03
ICU Ratio = 0.62 LOS = B
Turning Movements at Intersection of :El Camino Real and Arenal Road
Time :
to North Approach El Camino Real
Date :
Day : Wednesday 3097 Total
Name : Erin, Raul 1697 1400 Subtotals
1
Sub - 5 1650 42 Sub -
Totals totals totals Totals
W E
e48 a
s 167 0 328s
t 119 4 3 90 t
112 59 0 183
A North A
p 93 p
p p
r r
41 1368 48 Arenal Road
1
Subtotals 1822 1457
Total 3279
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
08/04/10
9:00 AM
8:00 AM
El Camino Real at Arenal Road
Lane Configuration for Intersection Capacity Utilization Page 3 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
4:00 PM to
5:00 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1 1 1 1
Config - (left) 2 1 1 1 1 1 1
urations 3 1 1 1
4 11
5
6
Outside 7
Free-flow
Lane Settings 130120110110
Capacity 1800 6000 0 1800 4000 0 1800 2000 0 1800 2000 0
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 112 1929 39 31 1796 9 7 1 125 108 3 84
Adjusted Hourly Volume 112 1968 0 31 1805 0 7 126 0 108 87 0
Utilization Factor 0.06 0.33 0.00 0.02 0.45 0.00 0.00 0.06 0.00 0.06 0.04 0.00
Critical Factors 0.06 0.45 0.06 0.06
ICU Ratio = 0.73 LOS = C
Turning Movements at Intersection of :El Camino Real and Arenal Road
Time :
to North Approach El Camino Real
Date :
Day : Wednesday 3858 Total
Name : Erin, Raul 1836 2022 Subtotals
2
Sub - 9 1796 31 Sub -
Totals totals totals Totals
W E
e 107 a
s 240 0 784s
t 133 1 3 195 t
125 108 0 264
A North A
p 69 p
p p
r r
112 1929 39 Arenal Road
17
Subtotals 2046 2080
Total 4126
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
08/04/10
5:00 PM
4:00 PM
CITY OF CARLSBAD CITY OF CARLSBAD
TRAFFIC MONITORING PROGRAMTRAFFIC MONITORING PROGRAM
SUMMER 2010SUMMER 2010
INTERSECTION ANALYSIS SUMMARY
Intersection Number: 17
Intersection Location: El Camino Real &
La Costa Avenue
Contents: Turn Movement Count Summary Page 1
(A.M. and P.M.)
A.M. Peak Hour ICU Analysis and Page 2
Turn Movement Diagram
P.M. Peak Hour ICU Analysis and Page 3
Turn Movement Diagram
RICK ENGINEERING TURNING MOVEMENT ANALYSISPage 1 of 3City : CarlsbadIntersection of :N/S Street : El Camino Real File : 2010 Int #17E/W Street : La Costa AvenueData Collected by : Chris, Jovvan, AbrahamCount Date : Day :Traffic Control :Signalized08/04/10 Weather : SunnySouth Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB)15 min TotalEnd of 15min. prd. LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds VehiclesPeds6:15 AM 15030304238831470175060696032516:30 AM 1903201705110006602215060909041716:45 AM 250580090881450780281805111419058807:00 AM 200521080114152010103521011012327066507:15 AM 340853140106157010904028013010317169927:30 AM 33 0 91 2 1 13 0 166 190 0 126 0 51 21 0 15 0 133 35 2 876 37:45 AM 62 0 124 1 0 20 0 220 160 0 137 0 53 42 0 20 0 158 36 0 1033 08:00 AM 36 0 145 3 0 20 0 257 150 0 152 0 73 45 0 31 0 133 51 1 1096 18:15 AM* 18 0 101 3 0 18 0 209 187 0 178 0 64 44 0 22 0 119 58 0 1021 08:30 AM* 43 1 238 4 0 23 4 262 158 0 135 0 55 47 2 38 0 116 29 1 1153 38:45 AM* 47 0 168 1 0 34 0 247 165 0 160 0 90 44 1 32 0 136 63 1 1187 29:00 AM* 54 0 226 3 0 42 0 256 168 0 155 0 78 32 1 24 0 110 57 1 1205 2Max. 15 min. 62 1 238 4 1 42 4 262 190 1 178 0 90 47 2 38 1 158 63 2 1205 3Pk. Hr. Vol. 162 1 733 11 0 117 4 974 678 0 628 0 287 167 4 116 0 481 207 3 4566 78:00 AMPeakIntersection Traffic in Pk. Hr. = 4566 Peak Hr. Factor0.959:00 AMHourIntersection Pdstrns in Pk. Hr. = 73:45 PM 69 1 222 12 0 43 0 272 165 3 172 0 106 50 0 28 0 90 24 1 1254 44:00 PM 54 0 290 17 4 56 1 270 163 0 122 0 98 57 0 27 0 78 33 3 1266 74:15 PM 59 1 301 25 0 46 0 249 184 0 202 1 112 55 0 35 0 102 43 0 1415 04:30 PM 49 0 307 13 1 75 1 325 236 0 160 0 103 61 0 42 0 105 45 0 1522 14:45 PM 62 1 300 18 0 68 2 278 206 0 166 0 139 51 0 38 0 97 43 0 1469 05:00 PM* 53 0 294 20 0 48 0 318 203 0 215 0 134 51 0 44 0 89 47 0 1516 05:15 PM* 60 1 300 18 0 57 2 260 159 0 178 0 121 39 0 32 0 109 46 0 1382 05:30 PM* 60 0 265 14 0 60 1 341 178 1 246 0 166 58 0 28 0 94 45 1 1556 25:45 PM* 54 0 231 17 0 73 1 317 182 0 244 0 139 60 0 33 0 93 44 2 1488 26:00 PM 73 0 228 29 0 74 0 276 154 0 226 0 155 55 0 26 0 85 52 3 1433 36:15 PM 36 1 198 17 0 67 0 262 145 0 198 0 151 54 0 33 0 83 53 0 1298 06:30 PM 55 2 230 27 0 64 1 209 136 0 187 0 190 63 0 31 0 95 38 0 1328 0Max. 15 min. 73 2 307 29 4 75 2 341 236 3 246 1 190 63 0 44 0 109 53 3 1556 7Pk. Hr. Vol. 227 1 1090 69 0 238 4 1236 722 1 883 0 560 208 0 137 0 385 182 3 5942 44:45 PMPeakIntersection Traffic in Pk. Hr. = 5942 Peak Hr. Factor0.955:45 PMHourIntersection Pdstrns in Pk. Hr. = 4Wednesday
El Camino Real at La Costa Avenue
Lane Configuration for Intersection Capacity Utilization Page 2 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
8:00 AM to
9:00 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1111
Config - (left) 2 1 1 1 1
urations 3 1111
4111 1
511 1 1
61
Outside 7
Free-flow
Lane Settings 230231221121
Capacity 3600 6000 0 3600 6000 1800 3600 4000 1800 1800 4000 1800
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 163 733 11 121 974 678 628 287 167 116 481 207
Adjusted Hourly Volume 163 744 0 121 974 474 628 287 167 116 481 207
Utilization Factor 0.05 0.12 0.00 0.03 0.16 0.26 0.17 0.07 0.09 0.06 0.12 0.12
Critical Factors 0.05 0.26 0.17 0.12
ICU Ratio = 0.70 LOS = B
Turning Movements at Intersection of :El Camino Real and La Costa Avenue
Time :
to North Approach El Camino Real
Date :
Day : Wednesday 3345 Total
Name : Chris, Jovvan, Abraham 1773 1572 Subtotals
4
Sub - 678 974 121 Sub -
Totals totals totals Totals
W E
e 1321 a
s 2403 0 628 207 s
t 1082 287 481 804 t
167 116 0 1219
A North A
p 415 p
p p
r r
163 733 11 La Costa Avenue
1
Subtotals 1258 907
Total 2165
Note : Left-turn volumes include
U-turns. U-turns in bold.
South Approach
08/04/10
9:00 AM
8:00 AM
30% RTOR reduction used for SBRTs
El Camino Real at La Costa Avenue
Lane Configuration for Intersection Capacity Utilization Page 3 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
4:45 PM to
5:45 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1 1 1 1
Config - (left) 2 1 1 1 1
urations 3 1 1 1 1
4 1 1 1 1
5 11 1 1
6 1
Outside 7
Free-flow
Lane Settings 230231221121
Capacity 3600 6000 0 3600 6000 1800 3600 4000 1800 1800 4000 1800
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 228 1090 69 242 1236 722 883 560 208 137 385 182
Adjusted Hourly Volume 228 1159 0 242 1236 505 883 560 208 137 385 182
Utilization Factor 0.06 0.19 0.00 0.07 0.21 0.28 0.25 0.14 0.12 0.08 0.10 0.10
Critical Factors 0.06 0.28 0.25 0.10
ICU Ratio = 0.79 LOS = C
Turning Movements at Intersection of :El Camino Real and La Costa Avenue
Time :
to North Approach El Camino Real
Date :
Day : Wednesday 4359 Total
Name : Chris, Jovvan, Abraham 2200 2159 Subtotals
4
Sub - 722 1236 242 Sub -
Totals totals totals Totals
W E
e 1334 a
s 2985 0 883 182 s
t 1651 560 385 704 t
208 137 0 1571
A North A
p 867 p
p p
r r
228 1090 69 La Costa Avenue
1
Subtotals 1582 1387
Total 2969
Note : Left-turn volumes include
U-turns. U-turns in bold.
South Approach
08/04/10
5:45 PM
4:45 PM
30% RTOR reduction used for SBRTs
CITY OF CARLSBAD CITY OF CARLSBAD
TRAFFIC MONITORING PROGRAMTRAFFIC MONITORING PROGRAM
SUMMER 2010SUMMER 2010
INTERSECTION ANALYSIS SUMMARY
Intersection Number: 18
Intersection Location: El Camino Real &
Levante Street
Contents: Turn Movement Count Summary Page 1
(A.M. and P.M.)
A.M. Peak Hour ICU Analysis and Page 2
Turn Movement Diagram
P.M. Peak Hour ICU Analysis and Page 3
Turn Movement Diagram
RICK ENGINEERING TURNING MOVEMENT ANALYSISPage 1 of 3City : CarlsbadIntersection of :N/S Street : El Camino Real File : 2010 Int #18E/W Street : Levante Street Data Collected by : Michael, BillyCount Date : Day :Traffic Control :Signalized08/04/10 Weather : SunnySouth Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB)15 min TotalEnd of 15min. prd. LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds VehiclesPeds6:15 AM 2041113045001000010006110926:30 AM 003512206520000005008011826:45 AM 20701120857000000160011019417:00 AM 106421401176000000220010022617:15 AM 209031601467000020120018028617:30 AM 401147040164503030019029133417:45 AM 10147517024712000000280213146228:00 AM 30140617029117130060310124052928:15 AM* 5113820702592020010340014146518:30 AM* 02227606030611040040250018060908:45 AM* 40167100902711000000200019150119:00 AM* 412239060298402002030001405930Max. 15 min. 5 2 227 10 2 9 0 306 1714036034022416092Pk. Hr. Vol. 13 4 755 27 0 28 0 1134 18080070109006522168 28:00 AMPeakIntersection Traffic in Pk. Hr. = 2168 Peak Hr. Factor0.899:00 AMHourIntersection Pdstrns in Pk. Hr. = 23:45 PM 10125933016031210070060200010368434:00 PM 110325210230313716001017038073514:15 PM 7229226031029111090120190111070304:30 PM 302101303003741026002021005067424:45 PM 0027623020033812015038090014071805:00 PM* 11293160320331805023017038072005:15 PM* 2032518035031910060120200011074905:30 PM* 403412204804031415003018001085915:45 PM* 003172604603465080141250013279136:00 PM 203102602702805010080100021269026:15 PM 302862803403046040053180021070936:30 PM 102731604012652110010700506121Max. 15 min. 11 2 341 33 0 48 1 403 14 2 15038325032138593Pk. Hr. Vol. 7 1 1276 82 0 161 0 1399 37 1 24 0 4 12 1 80 0 3 33 2 3119 44:45 PMPeakIntersection Traffic in Pk. Hr. = 3119 Peak Hr. Factor0.915:45 PMHourIntersection Pdstrns in Pk. Hr. = 4Wednesday
El Camino Real at Levante Street
Lane Configuration for Intersection Capacity Utilization Page 2 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
8:00 AM to
9:00 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1111
Config - (left) 2 1 1 1 1 1
urations 3 1 1 1
411 11
5
6
Outside 7
Free-flow
Lane Settings 130130110111
Capacity 1800 6000 0 1800 6000 0 1800 2000 0 1800 2000 1800
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 17 755 27 28 1134 18 8 0 7 109 0 65
Adjusted Hourly Volume 17 782 0 28 1152 0870109065
Utilization Factor 0.01 0.13 0.00 0.02 0.19 0.00 0.00 0.00 0.00 0.06 0.00 0.04
Critical Factors 0.01 0.19 0.00 0.06
ICU Ratio = 0.36 LOS = A
Turning Movements at Intersection of :El Camino Real and Levante Street
Time :
to North Approach El Camino Real
Date :
Day : Wednesday 2008 Total
Name : Michael, Billy 1180 828 Subtotals
0
Sub - 18 1134 28 Sub -
Totals totals totals Totals
W E
e31 a
s46 0 865s
t 15 0 0 174 t
7 109 0 229
A North A
p 55 p
p p
r r
17 755 27 Levante Street
4
Subtotals 1254 799
Total 2053
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
08/04/10
9:00 AM
8:00 AM
El Camino Real at Levante Street
Lane Configuration for Intersection Capacity Utilization Page 3 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
4:45 PM to
5:45 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1 1 1 1
Config - (left) 2 1 1 1 1 1
urations 3 1 1 1
4 11 11
5
6
Outside 7
Free-flow
Lane Settings 130130110111
Capacity 1800 6000 0 1800 6000 0 1800 2000 0 1800 2000 1800
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 8 1276 82 161 1399 37 24 4 12 80 3 33
Adjusted Hourly Volume 8 1358 0 161 1436 0 24 16 0 80 3 33
Utilization Factor 0.00 0.23 0.00 0.09 0.24 0.00 0.01 0.01 0.00 0.04 0.00 0.02
Critical Factors 0.23 0.09 0.01 0.04
ICU Ratio = 0.47 LOS = A
Turning Movements at Intersection of :El Camino Real and Levante Street
Time :
to North Approach El Camino Real
Date :
Day : Wednesday 2930 Total
Name : Michael, Billy 1597 1333 Subtotals
0
Sub - 37 1399 161 Sub -
Totals totals totals Totals
W E
e47 a
s87 0 24 33 s
t 40 4 3 116 t
12 80 0 363
A North A
p 247 p
p p
r r
8 1276 82 Levante Street
1
Subtotals 1492 1366
Total 2858
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
08/04/10
5:45 PM
4:45 PM
CITY OF CARLSBAD CITY OF CARLSBAD
TRAFFIC MONITORING PROGRAMTRAFFIC MONITORING PROGRAM
SUMMER 2010SUMMER 2010
INTERSECTION ANALYSIS SUMMARY
Intersection Number: 19
Intersection Location: El Camino Real &
Calle Barcelona
Contents: Turn Movement Count Summary Page 1
(A.M. and P.M.)
A.M. Peak Hour ICU Analysis and Page 2
Turn Movement Diagram
P.M. Peak Hour ICU Analysis and Page 3
Turn Movement Diagram
RICK ENGINEERING TURNING MOVEMENT ANALYSISPage 1 of 3City : CarlsbadIntersection of :N/S Street : El Camino Real File : 2010 Int #19E/W Street : Calle BarcelonaData Collected by : Deanna, DaleCount Date : Day :Traffic Control :Signalized08/04/10 Weather : SunnySouth Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB)15 min TotalEnd of 15min. prd. LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds VehiclesPeds6:15 AM 0031207049906030090199014406:30 AM 20291010571113040070164113526:45 AM 0050719075120503211902412021827:00 AM 104410211124420415112303324231457:15 AM 107580401392611008202403820135527:30 AM 0010261501912601407404703620045817:45 AM 41110811202343302308323905328055638:00 AM 201221701902666201009113905026062318:15 AM* 7 0 110 15 0 17 0 246 43 0 15 0 10 7 0 49 0 45 30 0 594 08:30 AM* 3 0 203 25 1 28 1 282 39 0 24 0 11 6 0 54 0 55 40 0 771 18:45 AM* 10 0 154 35 1 26 1 298 32 0 22 0 13 6 0 48 0 52 29 0 726 19:00 AM* 8 0 185 31 0 28 0 277 49 0 17 0 32 8 4 39 0 50 37 0 761 4Max. 15 min. 10 1 203 35 2 28 1 298 62 1 24 1 32 8 4 54 0 55 40 2 771 5Pk. Hr. Vol. 28 0 652 106 2 99 2 1103 163 0 78 0 66 27 4 190 0 202 136 0 2852 68:00 AMPeakIntersection Traffic in Pk. Hr. = 2852 Peak Hr. Factor0.929:00 AMHourIntersection Pdstrns in Pk. Hr. = 63:45 PM 24 0 264 59 2 24 0 233 58 0 69 0 50 28 0 30 0 26 22 0 887 24:00 PM 15 2 285 54 0 21 0 284 62 0 56 0 52 32 0 24 0 30 23 1 940 14:15 PM 19 2 265 37 0 34 0 243 57 0 53 0 26 14 0 27 0 38 20 1 835 14:30 PM 22 0 270 43 0 44 0 336 54 0 74 0 49 34 3 25 0 37 20 0 1008 34:45 PM 16 1 282 60 0 29 0 264 33 0 80 0 54 22 2 34 0 32 18 0 925 25:00 PM 18 1 267 61 3 37 0 273 58 0 56 0 42 26 0 31 0 51 14 1 935 45:15 PM* 13 0 270 89 3 37 0 293 56 1 72 1 60 20 2 30 0 36 13 0 990 65:30 PM* 13 1 304 56 0 32 1 305 75 0 66 0 50 26 0 25 0 39 32 0 1025 05:45 PM* 14 2 254 97 7 40 1 285 67 0 53 0 51 21 0 33 0 27 23 0 968 76:00 PM* 14 0 249 74 1 40 0 276 52 1 66 0 57 25 3 24 0 32 31 0 940 56:15 PM 16 0 250 77 1 39 1 272 53 4 60 0 53 29 0 30 0 37 33 7 950 126:30 PM 12 1 226 49 0 32 1 251 43 0 40 0 68 32 0 34 0 26 41 0 856 0Max. 15 min. 24 2 304 97 7 44 1 336 75 4 80 1 68 34 3 34 0 51 41 7 1025 12Pk. Hr. Vol. 54 3 1077 316 11 149 2 1159 250 2 257 1 218 92 5 112 0 134 99 0 3923 185:00 PMPeakIntersection Traffic in Pk. Hr. = 3923 Peak Hr. Factor0.966:00 PMHourIntersection Pdstrns in Pk. Hr. = 18Wednesday
El Camino Real at Calle Barcelona
Lane Configuration for Intersection Capacity Utilization Page 2 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
8:00 AM to
9:00 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1111
Config - (left) 2 1 1 1 1
urations 3 1 1 1 1 1 1
41 1
511 11
6
Outside 7
Free-flow
Lane Settings 230230120120
Capacity 3600 6000 0 3600 6000 0 1800 4000 0 1800 4000 0
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 28 652 106 101 1103 163 78 66 27 190 202 136
Adjusted Hourly Volume 28 758 0 101 1266 0 78 93 0 190 338 0
Utilization Factor 0.01 0.13 0.00 0.03 0.21 0.00 0.04 0.02 0.00 0.11 0.08 0.00
Critical Factors 0.01 0.21 0.02 0.11
ICU Ratio = 0.45 LOS = A
Turning Movements at Intersection of :El Camino Real and Calle Barcelona
Time :
to North Approach El Camino Real
Date :
Day : Wednesday 2235 Total
Name : Deanna, Dale 1367 868 Subtotals
2
Sub - 163 1103 101 Sub -
Totals totals totals Totals
W E
e 393 a
s 564 0 78 136 s
t 171 66 202 528 t
27 190 0 799
A North A
p 271 p
p p
r r
28 652 106 Calle Barcelona
0
Subtotals 1320 786
Total 2106
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
08/04/10
9:00 AM
8:00 AM
El Camino Real at Calle Barcelona
Lane Configuration for Intersection Capacity Utilization Page 3 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
5:00 PM to
6:00 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1 1 1 1
Config - (left) 2 1 1 1 1
urations 3 1 1 1 1 1 1
4 1 1
5 11 11
6
Outside 7
Free-flow
Lane Settings 230230120120
Capacity 3600 6000 0 3600 6000 0 1800 4000 0 1800 4000 0
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 57 1077 316 151 1159 250 258 218 92 112 134 99
Adjusted Hourly Volume 57 1393 0 151 1409 0 258 310 0 112 233 0
Utilization Factor 0.02 0.23 0.00 0.04 0.23 0.00 0.14 0.08 0.00 0.06 0.06 0.00
Critical Factors 0.23 0.04 0.14 0.06
ICU Ratio = 0.57 LOS = A
Turning Movements at Intersection of :El Camino Real and Calle Barcelona
Time :
to North Approach El Camino Real
Date :
Day : Wednesday 2995 Total
Name : Deanna, Dale 1560 1435 Subtotals
2
Sub - 250 1159 151 Sub -
Totals totals totals Totals
W E
e 439 a
s 1007 1 258 99 s
t 568 218 134 345 t
92 112 0 1028
A North A
p 683 p
p p
r r
57 1077 316 Calle Barcelona
3
Subtotals 1366 1450
Total 2816
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
08/04/10
6:00 PM
5:00 PM
CITY OF CARLSBAD CITY OF CARLSBAD
TRAFFIC MONITORING PROGRAMTRAFFIC MONITORING PROGRAM
SUMMER 2010SUMMER 2010
INTERSECTION ANALYSIS SUMMARY
Intersection Number: 20
Intersection Location: Palomar Airport Road &
Avenida Encinas
Contents: Turn Movement Count Summary Page 1
(A.M. and P.M.)
A.M. Peak Hour ICU Analysis and Page 2
Turn Movement Diagram
P.M. Peak Hour ICU Analysis and Page 3
Turn Movement Diagram
RICK ENGINEERING TURNING MOVEMENT ANALYSISPage 1 of 3City : CarlsbadIntersection of :N/S Street : Avenida EncinasFile : 2010 Int #20E/W Street : Palomar Airport RoadData Collected by : Deanna, DaleCount Date : Day :Traffic Control :Signalized08/10/10 Weather : SunnySouth Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB)15 min TotalEnd of 15min. prd. LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds VehiclesPeds6:15 AM 10581170400501950220725011816:30 AM 202701105301016402901525012006:45 AM 0051301405103032706002223018507:00 AM 3016222012004040915802054022937:15 AM 2081823007306040614602153024037:30 AM 501024228013403053706302452028627:45 AM 1062223807308062425702561029448:00 AM* 6 0 9 27 1 39 0 13 5 0 12 0 61 5 2 66 0 27 97 0 367 38:15 AM* 70151704209508059818102778035618:30 AM* 40131422409706055928812690134658:45 AM* 70102603706607034526103467030029:00 AM 40203703508209058112601437003582Max. 15 min. 7 0 20 37 2 42 0 13 7 0 12 0 62 11 2 88 1 43 97 1 367 5Pk. Hr. Vol. 24 0 47 84 3 142 0 37 23 0 33 0 209 27 7 296 1 114 332 1 1369 117:45 AMPeakIntersection Traffic in Pk. Hr. = 1369 Peak Hr. Factor0.938:45 AMHourIntersection Pdstrns in Pk. Hr. = 113:45 PM 1402356177021909064706208851048114:00 PM 7 0 10 50 0 68 0 17 10 2 10 0 66 10 1 81 1 97 43 0 470 34:15 PM 17014841640129140801005407259047924:30 PM 901379059016705073616607561046914:45 PM 10 0 28 93 2 61 0 16 6 0 12 0 67 10 2 62 0 74 37 0 476 45:00 PM 15018732640156040711236387656048155:15 PM* 20 0 12 120 2 86 0 17 12 0 6 0 82 10 0 71 0 102 54 0 592 25:30 PM* 12 0 19 99 6 91 0 24 14 0 5 0 57 8 0 78 0 107 63 0 577 65:45 PM* 12 0 22 89 0 67 0 12 8 0 13 0 71 6 2 76 1 97 67 0 541 26:00 PM* 12020851630199080745154010172052226:15 PM 1202086468010707057914116761044656:30 PM 25 0 20 73 1 78 0 12 14 0 12 0 81 4 1 33 1 72 55 0 480 2Max. 15 min. 25 0 28 120 6 91 0 24 14 2 13 0 82 12 3 81 8 107 72 0 592 6Pk. Hr. Vol. 56 0 73 393 9 307 0 72 43 0 32 0 284 29 3 279 1 407 256 0 2232 125:00 PMPeakIntersection Traffic in Pk. Hr. = 2232 Peak Hr. Factor0.946:00 PMHourIntersection Pdstrns in Pk. Hr. = 12Tuesday
Avenida Encinas at Palomar Airport Road
Lane Configuration for Intersection Capacity Utilization Page 2 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
7:45 AM to
8:45 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1111
Config - (left) 2 1 1 1 1 1 1
urations 3 1 1 1
4
5
6
Outside 7
Free-flow
Lane Settings 111201110111
Capacity 1800 2000 1800 3600 0 1800 1800 2000 0 1800 2000 1800
Are the North/South phases split (Y/N)? Y
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 24 47 84 142 37 23 33 209 27 297 114 332
Adjusted Hourly Volume 24 47 84 179 0 23 33 236 0 297 114 332
Utilization Factor 0.01 0.02 0.05 0.05 0.00 0.01 0.02 0.12 0.00 0.17 0.06 0.18
Critical Factors 0.05 0.05 0.12 0.17
ICU Ratio = 0.49 LOS = A
Turning Movements at Intersection of :Avenida Encinas and Palomar Airport Road
Time :
to North Approach Avenida Encinas
Date :
Day : Tuesday 614 Total
Name : Deanna, Dale 202 412 Subtotals
0
Sub - 23 37 142 Sub -
Totals totals totals Totals
W E
e 161 a
s 430 0 33 332 s
t 269 209 114 743 t
27 297 1 1179
A North A
p 436 p
p p
r r
24 47 84 Palomar Airport Road
0
Subtotals 360 155
Total 515
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
08/10/10
8:45 AM
7:45 AM
Avenida Encinas at Palomar Airport Road
Lane Configuration for Intersection Capacity Utilization Page 3 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
5:00 PM to
6:00 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1 1 1 1
Config - (left) 2 1 1 1 1 1 1
urations 3 1 1 1
4
5
6
Outside 7
Free-flow
Lane Settings 111201110111
Capacity 1800 2000 1800 3600 0 1800 1800 2000 0 1800 2000 1800
Are the North/South phases split (Y/N)? Y
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 56 73 393 307 72 43 32 284 29 280 407 256
Adjusted Hourly Volume 56 73 393 379 0 43 32 313 0 280 407 256
Utilization Factor 0.03 0.04 0.22 0.11 0.00 0.02 0.02 0.16 0.00 0.16 0.20 0.14
Critical Factors 0.22 0.11 0.16 0.16
ICU Ratio = 0.75 LOS = C
Turning Movements at Intersection of :Avenida Encinas and Palomar Airport Road
Time :
to North Approach Avenida Encinas
Date :
Day : Tuesday 783 Total
Name : Deanna, Dale 422 361 Subtotals
0
Sub - 43 72 307 Sub -
Totals totals totals Totals
W E
e 506 a
s 851 0 32 256 s
t 345 284 407 943 t
29 280 1 1928
A North A
p 985 p
p p
r r
56 73 393 Palomar Airport Road
0
Subtotals 380 522
Total 902
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
08/10/10
6:00 PM
5:00 PM
CITY OF CARLSBAD CITY OF CARLSBAD
TRAFFIC MONITORING PROGRAMTRAFFIC MONITORING PROGRAM
SUMMER 2010SUMMER 2010
INTERSECTION ANALYSIS SUMMARY
Intersection Number: 21
Intersection Location: Palomar Airport Road &
Paseo Del Norte
Contents: Turn Movement Count Summary Page 1
(A.M. and P.M.)
A.M. Peak Hour ICU Analysis and Page 2
Turn Movement Diagram
P.M. Peak Hour ICU Analysis and Page 3
Turn Movement Diagram
RICK ENGINEERING TURNING MOVEMENT ANALYSISPage 1 of 3City : CarlsbadIntersection of :N/S Street : Paseo Del Norte File : 2010 Int #21E/W Street : Palomar Airport RoadData Collected by : Chris, Abe, JovvanCount Date : Day :Traffic Control :Signalized08/10/10 Weather : SunnySouth Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB)15 min TotalEnd of 15min. prd. LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds VehiclesPeds6:15 AM 23099010241141152130519910034316:30 AM 25065070440712141114311910142026:45 AM 210890801421312721207214516151937:00 AM 2405130801202303722908613529065507:15 AM 250107280710022031325010214224160537:30 AM 2001322014058039042525015216631078507:45 AM* 36 0 18 35 0 18 0 8 15 0 44 1 483 21 1 13 2 132 25 0 851 18:00 AM* 52 0 23 32 0 26 0 8 13 0 29 1 614 18 0 19 5 161 36 0 1037 08:15 AM* 23 0 20 28 1 24 1 16 15 0 22 4 425 24 1 11 1 166 33 0 813 28:30 AM* 38 0 15 25 1 21 0 18 17 2 27 2 457 27 0 21 2 167 30 1 867 48:45 AM 53 0 12 24 5 28 0 11 15 2 31 0 446 25 0 5 1 155 29 1 835 89:00 AM 47 0 18 33 6 25 0 16 21 4 38 3 489 29 0 22 5 201 32 0 979 10Max. 15 min. 53 0 23 35 6 28 1 18 21 4 44 4 614 29 1 22 6 201 36 1 1037 10Pk. Hr. Vol. 149 0 76 120 2 89 1 50 60 2 122 8 1979 90 2 64 10 626 124 1 3568 77:30 AMPeakIntersection Traffic in Pk. Hr. = 3568 Peak Hr. Factor0.868:30 AMHourIntersection Pdstrns in Pk. Hr. = 73:45 PM 57 0 21 28 2 74 0 25 65 0 69 1 279 43 0 35 14 398 65 0 1174 24:00 PM 58 0 18 21 3 61 0 23 62 7 81 3 302 53 0 27 12 398 57 1 1176 114:15 PM 43 0 22 21 1 61 0 20 84 0 63 3 279 43 0 30 8 347 49 1 1073 24:30 PM 52 0 25 34 0 61 0 33 82 7 65 1 335 43 0 38 9 446 47 0 1271 74:45 PM* 45 0 25 29 0 48 0 21 57 1 88 3 283 51 0 48 7 472 61 0 1238 15:00 PM* 59 0 29 27 0 63 0 26 51 9 65 2 277 41 0 35 8 443 63 0 1189 95:15 PM* 60 0 29 29 3 52 0 24 60 2 84 3 291 49 0 32 5 359 32 0 1109 55:30 PM* 57 0 27 20 1 55 0 29 72 1 79 3 369 43 0 62 11 604 52 1 1483 35:45 PM 64 0 26 31 1 54 0 28 64 0 56 0 269 38 0 39 7 484 63 0 1223 16:00 PM 47 0 31 12 3 54 0 38 60 2 84 2 279 40 1 36 5 371 58 0 1117 66:15 PM 45 0 23 35 0 62 0 47 56 0 77 3 265 31 1 36 5 403 38 0 1126 16:30 PM 45 0 25 25 2 33 0 32 43 9 51 3 301 46 0 29 5 412 53 0 1103 11Max. 15 min. 64 0 31 35 3 74 0 47 84 9 88 3 369 53 1 62 14 604 65 1 1483 11Pk. Hr. Vol. 221 0 110 105 4 218 0 100 240 13 316 11 1220 184 0 177 31 1878 208 1 5019 184:30 PMPeakIntersection Traffic in Pk. Hr. = 5019 Peak Hr. Factor0.855:30 PMHourIntersection Pdstrns in Pk. Hr. = 18Tuesday
Paseo Del Norte at Palomar Airport Road
Lane Configuration for Intersection Capacity Utilization Page 2 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
7:30 AM to
8:30 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1111
Config - (left) 2 1111
urations 3 1111
411111 1
5111
6 1
Outside 7 1
Free-flow
Lane Settings 220220230241
Capacity 3600 4000 0 3600 4000 0 3600 6000 0 3600 8000 1800
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 149 76 120 90 50 60 130 1979 90 74 626 124
Adjusted Hourly Volume 149 196 0 90 110 0 130 2069 0 74 626 124
Utilization Factor 0.04 0.05 0.00 0.03 0.03 0.00 0.04 0.34 0.00 0.02 0.08 0.07
Critical Factors 0.05 0.03 0.34 0.02
ICU Ratio = 0.54 LOS = A
Turning Movements at Intersection of :Paseo Del Norte and Palomar Airport Road
Time :
to North Approach Paseo Del Norte
Date :
Day : Tuesday 523 Total
Name : Chris, Abe, Jovvan 200 323 Subtotals
1
Sub - 60 50 90 Sub -
Totals totals totals Totals
W E
e 843 a
s 3042 8 130 124 s
t 2199 1979 626 824 t
90 74 10 3022
A North A
p 2198 p
p p
r r
149 76 120 Palomar Airport Road
0
Subtotals 204 345
Total 549
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
08/10/10
8:30 AM
7:30 AM
Paseo Del Norte at Palomar Airport Road
Lane Configuration for Intersection Capacity Utilization Page 3 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
4:30 PM to
5:30 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1 1 1 1
Config - (left) 2 1 1 1 1
urations 3 1 1 1 1
4 11 11 1 1
5 11 1
6 1
Outside 7 1
Free-flow
Lane Settings 220220230241
Capacity 3600 4000 0 3600 4000 0 3600 6000 0 3600 8000 1800
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 221 110 105 218 100 240 327 1220 184 208 1878 208
Adjusted Hourly Volume 221 215 0 218 340 0 327 1404 0 208 1878 208
Utilization Factor 0.06 0.05 0.00 0.06 0.09 0.00 0.09 0.23 0.00 0.06 0.23 0.12
Critical Factors 0.06 0.09 0.09 0.23
ICU Ratio = 0.57 LOS = A
Turning Movements at Intersection of :Paseo Del Norte and Palomar Airport Road
Time :
to North Approach Paseo Del Norte
Date :
Day : Tuesday 1192 Total
Name : Chris, Abe, Jovvan 558 634 Subtotals
0
Sub - 240 100 218 Sub -
Totals totals totals Totals
W E
e 2350 a
s 4081 11 327 208 s
t 1731 1220 1878 2294 t
184 208 31 3868
A North A
p 1574 p
p p
r r
221 110 105 Palomar Airport Road
0
Subtotals 461 436
Total 897
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
08/10/10
5:30 PM
4:30 PM
CITY OF CARLSBAD CITY OF CARLSBAD
TRAFFIC MONITORING PROGRAMTRAFFIC MONITORING PROGRAM
SUMMER 2010SUMMER 2010
INTERSECTION ANALYSIS SUMMARY
Intersection Number: 22
Intersection Location: Palomar Airport Road &
Armada Drive / Costco Entrance
Contents: Turn Movement Count Summary Page 1
(A.M. and P.M.)
A.M. Peak Hour ICU Analysis and Page 2
Turn Movement Diagram
P.M. Peak Hour ICU Analysis and Page 3
Turn Movement Diagram
RICK ENGINEERING TURNING MOVEMENT ANALYSISPage 1 of 3City : CarlsbadIntersection of :N/S Street : Armada Drive/Costco EntranceFile : 2010 Int #22E/W Street : Palomar Airport RoadData Collected by : Chris, RaulCount Date : Day :Traffic Control :Signalized07/15/10 Weather : SunnySouth Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB)15 min TotalEnd of 15min. prd. LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds VehiclesPeds6:15 AM 14001020010711581405011413033006:30 AM 15007020120921921804011815038506:45 AM 14021002023011228423116017717056317:00 AM 15011402045022235625011021148171617:15 AM 18011316042114233719011020418064927:30 AM 1904507021025638918316229231081737:45 AM 22011907026022150325013021936087608:00 AM* 1704150802904216373101202484501071 08:15 AM* 190228117015026449326023121236189328:30 AM* 36 0 4 26 2 11 0 2 11 0 27 4 490 36 0 23 3 269 41 0 983 28:45 AM* 510626061310032245132019021640289529:00 AM 40 0 2 28 0 14 0 0 13 0 35 7 473 28 0 19 0 249 41 1 949 1Max. 15 min. 51 0 6 28 2 17 1 4 13 1 42 7 637 36 3 23 3 292 48 2 1071 3Pk. Hr. Vol. 123 0 16 95 3 42 1 8 35 0 127 11 2071 125 0 77 4 945 162 3 3842 67:45 AMPeakIntersection Traffic in Pk. Hr. = 3842 Peak Hr. Factor0.908:45 AMHourIntersection Pdstrns in Pk. Hr. = 63:45 PM 78 0 8 60 0 49 0 9 52 0 14 20 261 37 0 53 0 426 13 0 1080 04:00 PM 113 1 11 59 0 29 2 10 26 0 21 27 287 26 1 74 0 428 16 0 1130 14:15 PM 110 0 15 54 0 55 0 7 54 0 14 16 264 39 0 53 0 430 14 0 1125 04:30 PM 84 0 10 63 0 42 0 14 51 2 22 15 300 37 1 88 0 433 15 0 1174 34:45 PM 89 0 14 48 5 34 0 15 59 0 22 13 321 32 5 76 1 420 18 0 1162 105:00 PM* 107 0 17 89 0 49 1 14 46 1 24 20 263 32 0 96 0 422 21 1 1201 25:15 PM* 75 0 19 88 0 81 0 16 58 0 21 16 299 20 0 107 0 499 29 1 1328 15:30 PM* 82 0 12 57 0 48 0 15 51 0 20 13 340 35 0 79 2 511 35 1 1300 15:45 PM* 85 0 13 58 0 44 0 21 44 0 21 8 310 32 0 91 1 456 21 1 1205 16:00 PM 99 0 17 56 0 39 0 14 51 0 22 13 315 29 0 79 3 430 23 0 1190 06:15 PM 97 0 15 66 0 19 0 3 41 0 23 14 294 33 2 105 2 398 29 0 1139 26:30 PM 85 0 22 67 0 22 0 9 38 0 18 11 291 22 0 82 3 388 18 0 1076 0Max. 15 min. 113 1 22 89 5 81 2 21 59 2 24 27 340 39 5 107 3 511 35 1 1328 10Pk. Hr. Vol. 349 0 61 292 0 222 1 66 199 1 86 57 1212 119 0 373 3 1888 106 4 5034 54:45 PMPeakIntersection Traffic in Pk. Hr. = 5034 Peak Hr. Factor0.955:45 PMHourIntersection Pdstrns in Pk. Hr. = 5Thursday
Armada Drive/Costco Entrance at Palomar Airport Road
Lane Configuration for Intersection Capacity Utilization Page 2 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
7:45 AM to
8:45 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1 1 1
Config - (left) 2 1111
urations 3 1 1 1 1 1
4111
511
611
Outside 7
Free-flow
Lane Settings 210211231131
Capacity 3600 2000 0 3600 2000 1800 3600 6000 1800 1800 6000 1800
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 123 16 95 43 8 35 138 2071 125 81 945 162
Adjusted Hourly Volume 123 111 0 43 43 0 138 2071 125 81 945 162
Utilization Factor 0.03 0.06 0.00 0.01 0.02 0.00 0.04 0.35 0.07 0.05 0.16 0.09
Critical Factors 0.06 0.01 0.35 0.05
ICU Ratio = 0.57 LOS = A
Turning Movements at Intersection of :Armada Drive/Costco Entrance and Palomar Airport Road
Time :
to North Approach Armada Drive/Costco Entrance
Date :
Day : Thursday 392 Total
Name : Chris, Raul 86 306 Subtotals
1
Sub - 35 8 43 Sub -
Totals totals totals Totals
W E
e 1114 a
s 3448 11 138 162 s
t 2334 2071 945 1188 t
125 81 4 3400
A North A
p 2212 p
p p
r r
123 16 95 Palomar Airport Road
0
Subtotals 210 234
Total 444
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
07/15/10
8:45 AM
7:45 AM
Armada Drive/Costco Entrance at Palomar Airport Road
Lane Configuration for Intersection Capacity Utilization Page 3 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
4:45 PM to
5:45 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1 1 1
Config - (left) 2 1 1 1 1
urations 3 1 1 1 1 1
4 1 1 1
5 1 1
6 1 1
Outside 7
Free-flow
Lane Settings 210211231131
Capacity 3600 2000 0 3600 2000 1800 3600 6000 1800 1800 6000 1800
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 349 61 292 223 66 199 143 1212 119 376 1888 106
Adjusted Hourly Volume 349 353 0 223 265 0 143 1212 119 376 1888 106
Utilization Factor 0.10 0.18 0.00 0.06 0.13 0.00 0.04 0.20 0.07 0.21 0.31 0.06
Critical Factors 0.18 0.06 0.20 0.21
ICU Ratio = 0.75 LOS = C
Turning Movements at Intersection of :Armada Drive/Costco Entrance and Palomar Airport Road
Time :
to North Approach Armada Drive/Costco Entrance
Date :
Day : Thursday 742 Total
Name : Chris, Raul 488 254 Subtotals
1
Sub - 199 66 223 Sub -
Totals totals totals Totals
W E
e 2493 a
s 3967 57 143 106 s
t 1474 1212 1888 2370 t
119 376 3 4099
A North A
p 1729 p
p p
r r
349 61 292 Palomar Airport Road
0
Subtotals 558 702
Total 1260
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
07/15/10
5:45 PM
4:45 PM
CITY OF CARLSBAD CITY OF CARLSBAD
TRAFFIC MONITORING PROGRAMTRAFFIC MONITORING PROGRAM
SUMMER 2010SUMMER 2010
INTERSECTION ANALYSIS SUMMARY
Intersection Number: 23
Intersection Location: Palomar Airport Road &
Hidden Valley Road/The Crossings Drive
Contents: Turn Movement Count Summary Page 1
(A.M. and P.M.)
A.M. Peak Hour ICU Analysis and Page 2
Turn Movement Diagram
P.M. Peak Hour ICU Analysis and Page 3
Turn Movement Diagram
RICK ENGINEERING TURNING MOVEMENT ANALYSISPage 1 of 3City : CarlsbadIntersection of :N/S Street : Hidden Valley Road/The Crossings DriveFile : 2010 Int #23E/W Street : Palomar Airport RoadData Collected by : Deanna, DaleCount Date : Day :Traffic Control :Signalized07/15/10 Weather : SunnySouth Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB)15 min TotalEnd of 15min. prd. LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds VehiclesPeds6:15 AM 50020100106015730011255030606:30 AM 1013010130280178501013411036706:45 AM 70130000203025260301808246527:00 AM 8029010010110377706027411070707:15 AM 1004706003170304111401699053427:30 AM 14009012011190381506028818074417:45 AM* 120314010010212049512012025117083928:00 AM* 150822140110160613603026223097418:15 AM* 200270130210160470604023414078908:30 AM* 1904121701602124995011123421284338:45 AM 1202903015021047213012022933081209:00 AM 1708160140243280458101802652318535Max. 15 min. 20 0 8 22 1 1402632826131311212883329745Pk. Hr. Vol. 66 0 17 55 2 3405826522077 29 0 30 1 981 75 2 3445 67:30 AMPeakIntersection Traffic in Pk. Hr. = 3445 Peak Hr. Factor0.888:30 AMHourIntersection Pdstrns in Pk. Hr. = 63:45 PM 10 0 3 12 0 33 0 2 32 0 15 1 351 20 0 5 1 492 12 0 989 04:00 PM 20 0 5 18 0 24 0 4 39 0 9 2 334 18 0 2 0 418 12 0 905 04:15 PM 17015023021311003502601814247089714:30 PM 12018026021301823571901805072001003 04:45 PM 17 0 0 10 0 27 0 5 15 2 12 1 373 18 0 15 0 482 13 0 988 25:00 PM 20 0 6 10 0 15 0 9 14 0 19 4 343 24 0 18 1 501 11 1 995 15:15 PM* 25 0 5 11 0 22 0 5 23 2 12 1 429 19 0 16 1 583 16 0 1168 25:30 PM* 19057124042111613832106915942611191 35:45 PM* 26 0 3 17 0 22 0 5 18 0 24 2 337 33 0 21 0 530 20 1 1058 16:00 PM* 22031518072102323952502204933011066 26:15 PM 17 0 11 12 0 12 0 11 21 0 24 3 375 16 0 11 1 458 18 1 990 16:30 PM 31 0 4 15 0 14 0 0 16 0 9 0 380 27 0 7 0 448 11 1 962 1Max. 15 min. 31 0 11 18 1 33 0 11 39 2 24 4 429 33 0 69 1 594 30 1 1191 3Pk. Hr. Vol. 92 0 16 50 2 76 0 21 83 3 75 6 1544 98 0 128 2 2200 92 3 4483 85:00 PMPeakIntersection Traffic in Pk. Hr. = 4483 Peak Hr. Factor0.946:00 PMHourIntersection Pdstrns in Pk. Hr. = 8Thursday
Hidden Valley Road/The Crossings Drive at Palomar Airport Road
Lane Configuration for Intersection Capacity Utilization Page 2 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
7:30 AM to
8:30 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1111
Config - (left) 2 1 1 1 1 1
urations 3 1 1 1
4111
51
6
Outside 7
Free-flow
Lane Settings 110111131130
Capacity 1800 2000 0 1800 2000 1800 1800 6000 1800 1800 6000 0
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 66 17 55 34 5 8 67 2077 29 31 981 75
Adjusted Hourly Volume 66 72 0 34 5 8 67 2077 29 31 1056 0
Utilization Factor 0.04 0.04 0.00 0.02 0.00 0.00 0.04 0.35 0.02 0.02 0.18 0.00
Critical Factors 0.04 0.02 0.35 0.02
ICU Ratio = 0.53 LOS = A
Turning Movements at Intersection of :Hidden Valley Road/The Crossings Drive and Palomar Airport Road
Time :
to North Approach Hidden Valley Road/The Crossings Drive
Date :
Day : Thursday 204 Total
Name : Deanna, Dale 47 157 Subtotals
0
Sub - 8 5 34 Sub -
Totals totals totals Totals
W E
e 1057 a
s 3230 2 67 75 s
t 2173 2077 981 1087 t
29 31 1 3254
A North A
p 2167 p
p p
r r
66 17 55 Palomar Airport Road
0
Subtotals 64 138
Total 202
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
07/15/10
8:30 AM
7:30 AM
Hidden Valley Road/The Crossings Drive at Palomar Airport Road
Lane Configuration for Intersection Capacity Utilization Page 3 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
5:00 PM to
6:00 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1 1 1 1
Config - (left) 2 1 1 1 1 1
urations 3 1 1 1
4 1 11
5 1
6
Outside 7
Free-flow
Lane Settings 110111131130
Capacity 1800 2000 0 1800 2000 1800 1800 6000 1800 1800 6000 0
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 92 16 50 76 21 83 81 1544 98 130 2200 92
Adjusted Hourly Volume 92 66 0 76 21 83 81 1544 98 130 2292 0
Utilization Factor 0.05 0.03 0.00 0.04 0.01 0.05 0.05 0.26 0.05 0.07 0.38 0.00
Critical Factors 0.05 0.05 0.05 0.38
ICU Ratio = 0.63 LOS = B
Turning Movements at Intersection of :Hidden Valley Road/The Crossings Drive and Palomar Airport Road
Time :
to North Approach Hidden Valley Road/The Crossings Drive
Date :
Day : Thursday 363 Total
Name : Deanna, Dale 180 183 Subtotals
0
Sub - 83 21 76 Sub -
Totals totals totals Totals
W E
e 2381 a
s 4104 6 81 92 s
t 1723 1544 2200 2422 t
98 130 2 4094
A North A
p 1672 p
p p
r r
92 16 50 Palomar Airport Road
0
Subtotals 247 158
Total 405
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
07/15/10
6:00 PM
5:00 PM
CITY OF CARLSBAD CITY OF CARLSBAD
TRAFFIC MONITORING PROGRAMTRAFFIC MONITORING PROGRAM
SUMMER 2010SUMMER 2010
INTERSECTION ANALYSIS SUMMARY
Intersection Number: 24
Intersection Location: Palomar Airport Road &
College Boulevard/Aviara Parkway
Contents: Turn Movement Count Summary Page 1
(A.M. and P.M.)
A.M. Peak Hour ICU Analysis and Page 2
Turn Movement Diagram
P.M. Peak Hour ICU Analysis and Page 3
Turn Movement Diagram
RICK ENGINEERING TURNING MOVEMENT ANALYSISPage 1 of 3City : CarlsbadIntersection of :N/S Street : College Boulevard/Aviara ParkwayFile : 2010 Int #24E/W Street : Palomar Airport RoadData Collected by : Billy, FernandoCount Date : Day :Traffic Control :Signalized07/15/10 Weather : SunnySouth Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB)15 min TotalEnd of 15min. prd. LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds VehiclesPeds6:15 AM 6091010915057010260801113232826:30 AM 6 0 10 18 0 4 0 12 24 0 50 0 126 11 0 8 1 112 3 0 385 06:45 AM 21 1 17 18 0 7 0 12 28 0 62 0 177 13 0 13 0 177 2 0 548 07:00 AM 27 0 50 27 1 5 0 24 22 0 84 0 257 13 0 15 0 166 6 0 696 17:15 AM 16 0 37 25 0 6 1 17 28 0 90 0 210 15 0 15 0 186 4 0 650 07:30 AM 26 0 63 35 1 13 0 39 28 1 97 0 271 21 0 16 0 223 6 0 838 27:45 AM 35 0 80 31 1 15 0 17 31 0 130 0 335 27 0 21 0 186 9 0 917 18:00 AM* 49 0 103 50 0 16 0 43 24 0 170 0 448 38 0 29 1 171 11 0 1153 08:15 AM* 27 0 120 47 0 14 0 31 36 0 146 0 317 30 0 36 1 213 5 0 1023 08:30 AM* 39 0 90 45 0 9 0 34 34 1 134 0 329 35 0 30 0 191 16 3 986 48:45 AM* 40 0 79 41 0 6 0 23 36 0 130 1 343 30 0 30 0 170 19 0 948 09:00 AM 23 0 71 46 0 5 0 41 31 0 127 0 326 35 0 17 0 216 14 0 952 0Max. 15 min. 49 1 120 50 1 16 1 43 36 1 170 1 448 38 0 36 1 223 19 3 1153 4Pk. Hr. Vol. 155 0 392 183 0 45 0 131 130 1 580 1 1437 133 0 125 2 745 51 3 4110 47:45 AMPeakIntersection Traffic in Pk. Hr. = 4110 Peak Hr. Factor0.898:45 AMHourIntersection Pdstrns in Pk. Hr. = 43:45 PM 39 0 23 16 0 14 0 45 95 0 49 0 259 62 0 50 0 326 15 1 993 14:00 PM 36 0 20 24 0 7 0 47 96 0 32 1 246 75 0 34 1 291 24 1 934 14:15 PM 27 0 20 19 0 11 0 63 105 0 39 0 274 70 0 45 0 293 18 0 984 04:30 PM 34 0 25 19 0 7 0 62 116 4 32 0 255 92 0 55 0 350 18 0 1065 44:45 PM 39 0 25 23 1 12 0 71 132 1 28 1 285 90 0 40 3 303 23 0 1075 25:00 PM 59 0 25 22 0 2 0 89 131 0 28 1 288 84 0 68 1 364 16 0 1178 05:15 PM* 41 1 41 28 0 8 0 139 195 0 37 0 290 97 0 44 0 405 33 0 1359 05:30 PM* 58 0 27 31 0 8 0 123 162 0 36 0 317 96 0 80 2 437 12 0 1389 05:45 PM* 63 0 33 28 0 12 0 99 153 0 23 0 250 80 0 44 0 353 5 1 1143 16:00 PM* 50 0 33 31 0 2 0 88 121 0 37 0 262 95 0 70 0 377 13 0 1179 06:15 PM 53 0 32 23 3 7 0 88 140 0 28 4 255 87 0 41 0 306 17 0 1081 36:30 PM 43 1 20 22 0 6 0 53 93 0 29 0 259 84 0 47 1 219 7 0 884 0Max. 15 min. 63 1 41 31 3 14 0 139 195 4 49 4 317 97 0 80 3 437 33 1 1389 4Pk. Hr. Vol. 212 1 134 118 0 30 0 449 631 0 133 0 1119 368 0 238 2 1572 63 1 5070 15:00 PMPeakIntersection Traffic in Pk. Hr. = 5070 Peak Hr. Factor0.916:00 PMHourIntersection Pdstrns in Pk. Hr. = 1Thursday
College Boulevard/Aviara Parkway at Palomar Airport Road
Lane Configuration for Intersection Capacity Utilization Page 2 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
7:45 AM to
8:45 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1111
Config - (left) 2 1 1 1 1 1
urations 3 1 1 1 1
41 1 1
51 1 1
611
Outside 7
Free-flow
Lane Settings 221102231231
Capacity 3600 4000 1800 1800 0 3600 3600 6000 1800 3600 6000 1800
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 155 392 183 45 131 130 581 1437 133 127 745 51
Adjusted Hourly Volume 155 392 183 176 0 306 581 1437 133 127 745 51
Utilization Factor 0.04 0.10 0.10 0.10 0.00 0.09 0.16 0.24 0.07 0.04 0.12 0.03
Critical Factors 0.10 0.10 0.16 0.12
ICU Ratio = 0.58 LOS = A
Turning Movements at Intersection of :College Boulevard/Aviara Parkway and Palomar Airport Road
Time :
to North Approach College Boulevard/Aviara Parkway
Date :
Day : Thursday 1329 Total
Name : Billy, Fernando 306 1023 Subtotals
0
Sub - 130 131 45 Sub -
Totals totals totals Totals
W E
e 1031 a
s 3182 1 581 51 s
t 2151 1437 745 923 t
133 127 2 2590
A North A
p 1667 p
p p
r r
155 392 183 Palomar Airport Road
0
Subtotals 389 730
Total 1119
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
07/15/10
8:45 AM
7:45 AM
College Boulevard/Aviara Parkway at Palomar Airport Road
Lane Configuration for Intersection Capacity Utilization Page 3 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
5:00 PM to
6:00 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1 1 1 1
Config - (left) 2 1 1 1 1 1
urations 3 1 1 1 1
4 1 1 1
5 1 1 1
6 1 1
Outside 7
Free-flow
Lane Settings 221102231231
Capacity 3600 4000 1800 1800 0 3600 3600 6000 1800 3600 6000 1800
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 213 134 118 30 449 631 133 1119 368 240 1572 63
Adjusted Hourly Volume 213 134 118 30 0 1110 133 1119 368 240 1572 63
Utilization Factor 0.06 0.03 0.07 0.02 0.00 0.31 0.04 0.19 0.20 0.07 0.26 0.04
Critical Factors 0.06 0.31 0.04 0.26
ICU Ratio = 0.77 LOS = C
Turning Movements at Intersection of :College Boulevard/Aviara Parkway and Palomar Airport Road
Time :
to North Approach College Boulevard/Aviara Parkway
Date :
Day : Thursday 1440 Total
Name : Billy, Fernando 1110 330 Subtotals
0
Sub - 631 449 30 Sub -
Totals totals totals Totals
W E
e 2415 a
s 4035 0 133 63 s
t 1620 1119 1572 1875 t
368 240 2 3144
A North A
p 1269 p
p p
r r
213 134 118 Palomar Airport Road
1
Subtotals 1056 465
Total 1521
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
07/15/10
6:00 PM
5:00 PM
CITY OF CARLSBAD CITY OF CARLSBAD
TRAFFIC MONITORING PROGRAMTRAFFIC MONITORING PROGRAM
SUMMER 2010SUMMER 2010
INTERSECTION ANALYSIS SUMMARY
Intersection Number: 25
Intersection Location: Palomar Airport Road &
Palomar Oaks Way
Contents: Turn Movement Count Summary Page 1
(A.M. and P.M.)
A.M. Peak Hour ICU Analysis and Page 2
Turn Movement Diagram
P.M. Peak Hour ICU Analysis and Page 3
Turn Movement Diagram
RICK ENGINEERING TURNING MOVEMENT ANALYSISPage 1 of 3City : CarlsbadIntersection of :N/S Street : Palomar Oaks WayFile : 2010 Int #25E/W Street : Palomar Airport RoadData Collected by : Jordan, LizzyCount Date : Day :Traffic Control :Signalized07/27/10 Weather : SunnySouth Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB)15 min TotalEnd of 15min. prd. LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds VehiclesPeds6:15 AM 00000101008010450101308025806:30 AM 00010000007014540101123027306:45 AM 0000010020131162601025010044607:00 AM 10000200103012161702019911148017:15 AM 20000000003711981000025014051207:30 AM 10000000203902491400022616054707:45 AM* 20000200102813321301026716066308:00 AM* 00200000205004153311128534082318:15 AM* 10010000105422921201021226060208:30 AM* 10100300005613451500030320074508:45 AM 00000300103822791200028413063209:00 AM 300002006031133113000282906780Max. 15 min.3021030160562415331213033418231Pk. Hr. Vol.403105004018841384 73 1 3 1 1067 96 0 2833 17:30 AMPeakIntersection Traffic in Pk. Hr. = 2833 Peak Hr. Factor0.868:30 AMHourIntersection Pdstrns in Pk. Hr. = 13:45 PM 2900409002206330920212833067304:00 PM 1201008001603125830003424064804:15 PM 170110120146010226641003310069114:30 PM 1000108002309327080003511068404:45 PM* 18001016004306327630204373080805:00 PM* 8010013003706326810104066075005:15 PM* 22001022048914028930314051084415:30 PM* 11000017005403029020114643084605:45 PM 17000012014204128720103851075306:00 PM 900007013805128700003571070606:15 PM 600108003106124980003061061706:30 PM 70000400210612301010302305760Max. 15 min. 29014022048911033098131464608461Pk. Hr. Vol. 59012068042231196112390721712 13 0 3248 14:30 PMPeakIntersection Traffic in Pk. Hr. = 3248 Peak Hr. Factor0.965:30 PMHourIntersection Pdstrns in Pk. Hr. = 1Tuesday
Palomar Oaks Way at Palomar Airport Road
Lane Configuration for Intersection Capacity Utilization Page 2 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
7:30 AM to
8:30 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1 1
Config - (left) 2 1 1 1 1 1
urations 3 1 1 1 1
411
51111
6
Outside 7
Free-flow
Lane Settings 110120130130
Capacity 1800 2000 0 1800 4000 0 1800 6000 0 1800 6000 0
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 4315041921384 73 4 1067 96
Adjusted Hourly Volume 4405401921457 0 4 1163 0
Utilization Factor 0.00 0.00 0.00 0.00 0.00 0.00 0.11 0.24 0.00 0.00 0.19 0.00
Critical Factors 0.00 0.00 0.11 0.19
ICU Ratio = 0.40 LOS = A
Turning Movements at Intersection of :Palomar Oaks Way and Palomar Airport Road
Time :
to North Approach Palomar Oaks Way
Date :
Day : Tuesday 296 Total
Name : Jordan, Lizzy 9 287 Subtotals
0
Sub - 4 0 5 Sub -
Totals totals totals Totals
W E
e 1079 a
s 2728 4 192 96 s
t 1649 1384 1067 1167 t
73 4 1 2558
A North A
p 1391 p
p p
r r
431 Palomar Airport Road
0
Subtotals 76 8
Total 84
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
07/27/10
8:30 AM
7:30 AM
Palomar Oaks Way at Palomar Airport Road
Lane Configuration for Intersection Capacity Utilization Page 3 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
4:30 PM to
5:30 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1 1
Config - (left) 2 1 1 1 1 1
urations 3 1 1 1 1
4 1 1
5 11 11
6
Outside 7
Free-flow
Lane Settings 110120130130
Capacity 1800 2000 0 1800 4000 0 1800 6000 0 1800 6000 0
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 59 1 2 68 4 223 25 1123 9 9 1712 13
Adjusted Hourly Volume 59 3 0 68 227 0 25 1132 0 9 1725 0
Utilization Factor 0.03 0.00 0.00 0.04 0.06 0.00 0.01 0.19 0.00 0.01 0.29 0.00
Critical Factors 0.03 0.06 0.01 0.29
ICU Ratio = 0.49 LOS = A
Turning Movements at Intersection of :Palomar Oaks Way and Palomar Airport Road
Time :
to North Approach Palomar Oaks Way
Date :
Day : Tuesday 328 Total
Name : Jordan, Lizzy 295 33 Subtotals
0
Sub - 223 4 68 Sub -
Totals totals totals Totals
W E
e 2000 a
s 3157 6 25 13 s
t 1157 1123 1712 1734 t
9922929
A North A
p 1195 p
p p
r r
59 1 2 Palomar Airport Road
0
Subtotals 20 62
Total 82
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
07/27/10
5:30 PM
4:30 PM
CITY OF CARLSBAD CITY OF CARLSBAD
TRAFFIC MONITORING PROGRAMTRAFFIC MONITORING PROGRAM
SUMMER 2010SUMMER 2010
INTERSECTION ANALYSIS SUMMARY
Intersection Number: 26
Intersection Location: Palomar Airport Road &
Camino Vida Roble
Contents: Turn Movement Count Summary Page 1
(A.M. and P.M.)
A.M. Peak Hour ICU Analysis and Page 2
Turn Movement Diagram
P.M. Peak Hour ICU Analysis and Page 3
Turn Movement Diagram
RICK ENGINEERING TURNING MOVEMENT ANALYSISPage 1 of 3City : CarlsbadIntersection of :N/S Street : Camino Vida RobleFile : 2010 Int #26E/W Street : Palomar Airport RoadData Collected by : Dale, DeannaCount Date : Day :Traffic Control :Signalized07/27/10 Weather : SunnySouth Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB)15 min TotalEnd of 15min. prd. LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds VehiclesPeds6:15 AM 3002060420608214010311615026306:30 AM 503101022216010428032511123033326:45 AM 1407312010420111727117315435340197:00 AM 905618023028016948035219067057217:15 AM 1903527016016016038125121446054137:30 AM 1404304048120019140122319863057427:45 AM* 1807607064030025050118221574068718:00 AM* 200181107036051030287029727072088308:15 AM* 27011308058032024256032419053067108:30 AM* 16024010048046124968034825552075708:45 AM 904106059137021666026323644066219:00 AM 25 0 23 8 0 16 0 5 13 0 47 0 240 72 0 29 10 232 60 0 780 0Max. 15 min. 27 0 23 11 2 16 0 6 13 4 51 1 302 87 1 35 10 270 74 3 883 9Pk. Hr. Vol. 81 0 38 24 0 32 0 18 26 0 159 1 1043 261 1 113 21 930 251 0 2998 17:30 AMPeakIntersection Traffic in Pk. Hr. = 2998 Peak Hr. Factor0.858:30 AMHourIntersection Pdstrns in Pk. Hr. = 13:45 PM 45 0 3 21 0 36 0 8 14 0 15 0 267 38 0 10 2 232 9 0 700 04:00 PM 47 0 3 15 0 29 0 9 25 0 20 0 244 47 0 11 0 263 14 0 727 04:15 PM 62 0 5 23 0 55 0 16 28 0 13 0 262 36 0 10 2 271 7 0 790 04:30 PM 49 0 7 15 0 36 0 20 25 0 13 0 241 34 1 13 3 250 12 0 718 14:45 PM* 79 0 2 25 0 73 0 21 46 1 6 0 304 56 0 14 0 279 5 0 910 15:00 PM* 79 0 4 21 0 36 0 16 44 0 7 0 322 50 0 9 0 306 10 0 904 05:15 PM* 83 0 5 27 0 74 0 20 57 0 6 0 323 68 0 14 1 319 6 0 1003 05:30 PM* 74 0 5 25 0 46 0 19 20 0 7 0 283 52 0 15 0 292 2 0 840 05:45 PM 71 0 2 26 1 48 0 24 29 0 10 0 307 57 0 6 2 289 9 0 880 16:00 PM 60018036017320402744001222123070106:15 PM 53 0 5 19 0 38 0 10 31 0 5 0 232 50 0 10 0 206 10 0 669 06:30 PM 42 0 3 20 0 24 0 7 12 0 2 0 214 42 0 11 2 200 4 0 583 0Max. 15 min. 83 0 7 27 1 74 0 24 57 1 20 0 323 68 1 15 3 319 14 0 1003 1Pk. Hr. Vol. 315 0 16 98 0 229 0 76 167 1 26 0 1232 226 0 52 1 1196 23 0 3657 14:30 PMPeakIntersection Traffic in Pk. Hr. = 3657 Peak Hr. Factor0.915:30 PMHourIntersection Pdstrns in Pk. Hr. = 1Tuesday
Camino Vida Roble at Palomar Airport Road
Lane Configuration for Intersection Capacity Utilization Page 2 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
7:30 AM to
8:30 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1
Config - (left) 2 1111
urations 3 1 1 1 1 1
4111
51111
6
Outside 7
Free-flow
Lane Settings 210111130130
Capacity 3600 2000 0 1800 2000 1800 1800 6000 0 1800 6000 0
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 81 38 24 32 18 26 160 1043 261 134 930 251
Adjusted Hourly Volume 81 62 0 32 18 26 160 1304 0 134 1181 0
Utilization Factor 0.02 0.03 0.00 0.02 0.01 0.01 0.09 0.22 0.00 0.07 0.20 0.00
Critical Factors 0.03 0.02 0.22 0.07
ICU Ratio = 0.44 LOS = A
Turning Movements at Intersection of :Camino Vida Roble and Palomar Airport Road
Time :
to North Approach Camino Vida Roble
Date :
Day : Tuesday 524 Total
Name : Dale, Deanna 76 448 Subtotals
0
Sub - 26 18 32 Sub -
Totals totals totals Totals
W E
e 1038 a
s 2502 1 160 251 s
t 1464 1043 930 1315 t
261 134 21 2435
A North A
p 1120 p
p p
r r
81 38 24 Palomar Airport Road
0
Subtotals 392 143
Total 535
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
07/27/10
8:30 AM
7:30 AM
Camino Vida Roble at Palomar Airport Road
Lane Configuration for Intersection Capacity Utilization Page 3 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
4:30 PM to
5:30 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1
Config - (left) 2 1 1 1 1
urations 3 1 1 1 1 1
4 1 1 1
5 11 11
6
Outside 7
Free-flow
Lane Settings 210111130130
Capacity 3600 2000 0 1800 2000 1800 1800 6000 0 1800 6000 0
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 315 16 98 229 76 167 26 1232 226 53 1196 23
Adjusted Hourly Volume 315 114 0 229 76 167 26 1458 0 53 1219 0
Utilization Factor 0.09 0.06 0.00 0.13 0.04 0.09 0.01 0.24 0.00 0.03 0.20 0.00
Critical Factors 0.06 0.13 0.24 0.03
ICU Ratio = 0.56 LOS = A
Turning Movements at Intersection of :Camino Vida Roble and Palomar Airport Road
Time :
to North Approach Camino Vida Roble
Date :
Day : Tuesday 537 Total
Name : Dale, Deanna 472 65 Subtotals
0
Sub - 167 76 229 Sub -
Totals totals totals Totals
W E
e 1678 a
s 3162 0 26 23 s
t 1484 1232 1196 1272 t
226 53 1 2832
A North A
p 1560 p
p p
r r
315 16 98 Palomar Airport Road
0
Subtotals 354 429
Total 783
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
07/27/10
5:30 PM
4:30 PM
CITY OF CARLSBAD CITY OF CARLSBAD
TRAFFIC MONITORING PROGRAMTRAFFIC MONITORING PROGRAM
SUMMER 2010SUMMER 2010
INTERSECTION ANALYSIS SUMMARY
Intersection Number: 27
Intersection Location: Palomar Airport Road &
Yarrow Drive
Contents: Turn Movement Count Summary Page 1
(A.M. and P.M.)
A.M. Peak Hour ICU Analysis and Page 2
Turn Movement Diagram
P.M. Peak Hour ICU Analysis and Page 3
Turn Movement Diagram
RICK ENGINEERING TURNING MOVEMENT ANALYSISPage 1 of 3City : CarlsbadIntersection of :N/S Street : Yarrow DriveFile : 2010 Int #27E/W Street : Palomar Airport RoadData Collected by : Chris, RaulCount Date : Day :Traffic Control :Signalized07/27/10 Weather : SunnySouth Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB)15 min TotalEnd of 15min. prd. LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds VehiclesPeds6:15 AM 00010501101077813411082023916:30 AM 500400000230971414111755034536:45 AM 5001000100301101903622184039907:00 AM 12003010101501461703712587048817:15 AM 90240001007116320244030617057427:30 AM 1300712020010015023160126016154437:45 AM* 600300002113021222043031914063418:00 AM* 503805038010124342066234715075808:15 AM* 1102407012013115520053221216049908:30 AM* 50370501108118715046233215062808:45 AM 501506004014019615133329212058619:00 AM 40040602101121982503513022006110Max. 15 min. 130381703821422434226633472017583Pk. Hr. Vol. 27 0 8 22 0 17 0 5 13 1 44 3 797 99 0 208 6 1210 60 0 2519 17:30 AMPeakIntersection Traffic in Pk. Hr. = 2519 Peak Hr. Factor0.838:30 AMHourIntersection Pdstrns in Pk. Hr. = 13:45 PM 1801400130190513001812052204065514:00 PM 220334040301613041502152549068114:15 PM 3100720120080333092001382353071704:30 PM* 3500652120140923071301952183069324:45 PM* 36 0 0 44 0 11 0 2 17 1 4 0 345 17 0 17 1 296 12 0 802 15:00 PM* 24 0 1 36 0 26 0 4 15 0 12 0 302 13 0 11 2 253 8 0 707 05:15 PM* 55 0 0 72 2 25 0 5 16 0 5 1 347 13 0 12 4 238 2 0 795 25:30 PM 21002806005070246401003327266625:45 PM 28032408034130272711612482061926:00 PM 12051817014130303841611604154276:15 PM 21032107021202331750812103061506:30 PM 11011401401604227240101188405320Max. 15 min. 55 0 5 72 2 26 0 5 17 1 12 3 347 20 4 21 8 332 12 2 802 7Pk. Hr. Vol. 150 0 1 217 4 74 0 12 52 1 30 3 1301 56 0 59 12 1005 25 0 2997 54:15 PMPeakIntersection Traffic in Pk. Hr. = 2997 Peak Hr. Factor0.935:15 PMHourIntersection Pdstrns in Pk. Hr. = 5Tuesday
Yarrow Drive at Palomar Airport Road
Lane Configuration for Intersection Capacity Utilization Page 2 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
7:30 AM to
8:30 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1 1111 1
Config - (left) 2 1 1 1
urations 3 1 1 1 1
41111
5
6
Outside 7
Free-flow
Lane Settings 120010130130
Capacity 1800 4000 0 0 2000 0 1800 6000 0 1800 6000 0
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 27 8 22 17 5 13 47 797 99 214 1210 60
Adjusted Hourly Volume 27 30 0 0 35 0 47 896 0 214 1270 0
Utilization Factor 0.02 0.01 0.00 0.00 0.02 0.00 0.03 0.15 0.00 0.12 0.21 0.00
Critical Factors 0.02 0.02 0.15 0.12
ICU Ratio = 0.41 LOS = A
Turning Movements at Intersection of :Yarrow Drive and Palomar Airport Road
Time :
to North Approach Yarrow Drive
Date :
Day : Tuesday 147 Total
Name : Chris, Raul 35 112 Subtotals
0
Sub - 13 5 17 Sub -
Totals totals totals Totals
W E
e 1253 a
s 2196 3 47 60 s
t 943 797 1210 1484 t
99 214 6 2326
A North A
p 842 p
p p
r r
27 8 22 Palomar Airport Road
0
Subtotals 312 57
Total 369
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
07/27/10
8:30 AM
7:30 AM
Yarrow Drive at Palomar Airport Road
Lane Configuration for Intersection Capacity Utilization Page 3 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
4:15 PM to
5:15 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1 1111 1
Config - (left) 2 1 1 1
urations 3 1 1 1 1
4 11 11
5
6
Outside 7
Free-flow
Lane Settings 120110130130
Capacity 1800 4000 0 1800 2000 0 1800 6000 0 1800 6000 0
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 150 1 217 74 12 52 33 1301 56 71 1005 25
Adjusted Hourly Volume 150 218 0 0 138 0 33 1357 0 71 1030 0
Utilization Factor 0.08 0.05 0.00 0.00 0.07 0.00 0.02 0.23 0.00 0.04 0.17 0.00
Critical Factors 0.08 0.07 0.23 0.04
ICU Ratio = 0.52 LOS = A
Turning Movements at Intersection of :Yarrow Drive and Palomar Airport Road
Time :
to North Approach Yarrow Drive
Date :
Day : Tuesday 194 Total
Name : Chris, Raul 138 56 Subtotals
0
Sub - 52 12 74 Sub -
Totals totals totals Totals
W E
e 1210 a
s 2600 3 33 25 s
t 1390 1301 1005 1101 t
56 71 12 2705
A North A
p 1604 p
p p
r r
150 1 217 Palomar Airport Road
0
Subtotals 127 368
Total 495
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
07/27/10
5:15 PM
4:15 PM
CITY OF CARLSBAD CITY OF CARLSBAD
TRAFFIC MONITORING PROGRAMTRAFFIC MONITORING PROGRAM
SUMMER 2010SUMMER 2010
INTERSECTION ANALYSIS SUMMARY
Intersection Number: 28
Intersection Location: Palomar Airport Road &
Loker Avenue West/Innovation Way
Contents: Turn Movement Count Summary Page 1
(A.M. and P.M.)
A.M. Peak Hour ICU Analysis and Page 2
Turn Movement Diagram
P.M. Peak Hour ICU Analysis and Page 3
Turn Movement Diagram
RICK ENGINEERING TURNING MOVEMENT ANALYSISPage 1 of 3City : CarlsbadIntersection of :N/S Street : Loker Avenue West/Innovation WayFile : 2010 Int #28E/W Street : Palomar Airport RoadData Collected by : Dale, DeannaCount Date : Day :Traffic Control :Signalized07/28/10 Weather : SunnySouth Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB)15 min TotalEnd of 15min. prd. LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds VehiclesPeds6:15 AM 201011006011069800023118034716:30 AM 2011010111021010241402577241236:45 AM 101006009023013110015036912257727:00 AM 305105011505901619012041626071307:15 AM 408003012704801441518043129071817:30 AM 6084090319069119219112038223074717:45 AM* 30152040525146025819011053629095318:00 AM* 5011006083409802741801805924901113 08:15 AM* 6 0 17 3 0 13 0 4 41 1 73 1 228 9 0 26 0 440 43 0 904 18:30 AM* 4 0 12 0 0 12 0 3 40 0 63 0 258 16 0 16 0 475 28 0 927 08:45 AM 00920120419060024118015045925086409:00 AM 5060010041908612602501304323408950Max. 15 min. 6 0 17 4 1 13 0 8 41 1 98 1 274 25 1 26 0 592 49 2 1113 3Pk. Hr. Vol. 18 0 55 5 0 35 0 20 140 2 280 1 1018 62 0 71 0 2043 149 0 3897 27:30 AMPeakIntersection Traffic in Pk. Hr. = 3897 Peak Hr. Factor0.888:30 AMHourIntersection Pdstrns in Pk. Hr. = 23:45 PM 7044220048503214182007035517097424:00 PM 14065014044003104211706029020186814:15 PM 3 0 4 10 0 23 0 10 77 1 39 6 485 16 0 2 1 291 17 0 984 14:30 PM 2037020064203324981200028413192214:45 PM 4054027014550171534190313251401023 05:00 PM* 11 0 5 10 1 17 0 13 57 5 36 1 525 29 0 3 0 288 8 0 1003 65:15 PM* 10 0 6 14 0 24 0 22 108 0 33 1 520 32 0 3 1 334 8 0 1116 05:30 PM* 40640190153404525756001002841001068 05:45 PM* 9056016019500433617470113491221178 26:00 PM 80240250154002614911506126910091306:15 PM 40170100136102324392305126310086206:30 PM 30300150550021040727060222807670Max. 15 min. 14 0 6 14 2 27 0 22 108 5 45 6 617 60 0 10 1 355 20 2 1178 6Pk. Hr. Vol. 34 0 22 34 1 76 0 69 249 5 157 7 2237 168 0 17 2 1255 38 2 4365 84:45 PMPeakIntersection Traffic in Pk. Hr. = 4365 Peak Hr. Factor0.935:45 PMHourIntersection Pdstrns in Pk. Hr. = 8Wednesday
Loker Avenue West/Innovation Way at Palomar Airport Road
Lane Configuration for Intersection Capacity Utilization Page 2 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
7:30 AM to
8:30 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1111
Config - (left) 2 1111
urations 3 1 1 1 1
4111
51
6
Outside 7
Free-flow
Lane Settings 111111131130
Capacity 1800 2000 1800 1800 2000 1800 1800 6000 1800 1800 6000 0
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 18 55 5 35 20 140 281 1018 62 71 2043 149
Adjusted Hourly Volume 18 55 5 35 20 140 281 1018 62 71 2192 0
Utilization Factor 0.01 0.03 0.00 0.02 0.01 0.08 0.16 0.17 0.03 0.04 0.37 0.00
Critical Factors 0.01 0.08 0.16 0.37
ICU Ratio = 0.72 LOS = C
Turning Movements at Intersection of :Loker Avenue West/Innovation Way and Palomar Airport Road
Time :
to North Approach Loker Avenue West/Innovation Way
Date :
Day : Wednesday 679 Total
Name : Dale, Deanna 195 484 Subtotals
0
Sub - 140 20 35 Sub -
Totals totals totals Totals
W E
e 2202 a
s 3563 1 281 149 s
t 1361 1018 2043 2263 t
62 71 0 3321
A North A
p 1058 p
p p
r r
18 55 5 Palomar Airport Road
0
Subtotals 153 78
Total 231
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
07/28/10
8:30 AM
7:30 AM
Loker Avenue West/Innovation Way at Palomar Airport Road
Lane Configuration for Intersection Capacity Utilization Page 3 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
4:45 PM to
5:45 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1 1 1 1
Config - (left) 2 1 1 1 1
urations 3 1 1 1 1
4 1 11
5 1
6
Outside 7
Free-flow
Lane Settings 111111131130
Capacity 1800 2000 1800 1800 2000 1800 1800 6000 1800 1800 6000 0
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 34 22 34 76 69 249 164 2237 168 19 1255 38
Adjusted Hourly Volume 34 22 34 76 69 249 164 2237 168 19 1293 0
Utilization Factor 0.02 0.01 0.02 0.04 0.03 0.14 0.09 0.37 0.09 0.01 0.22 0.00
Critical Factors 0.02 0.14 0.37 0.01
ICU Ratio = 0.64 LOS = B
Turning Movements at Intersection of :Loker Avenue West/Innovation Way and Palomar Airport Road
Time :
to North Approach Loker Avenue West/Innovation Way
Date :
Day : Wednesday 611 Total
Name : Dale, Deanna 394 217 Subtotals
0
Sub - 249 69 76 Sub -
Totals totals totals Totals
W E
e 1545 a
s 4114 7 164 38 s
t 2569 2237 1255 1312 t
168 19 2 3661
A North A
p 2349 p
p p
r r
34 22 34 Palomar Airport Road
0
Subtotals 254 90
Total 344
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
07/28/10
5:45 PM
4:45 PM
CITY OF CARLSBAD CITY OF CARLSBAD
TRAFFIC MONITORING PROGRAMTRAFFIC MONITORING PROGRAM
SUMMER 2010SUMMER 2010
INTERSECTION ANALYSIS SUMMARY
Intersection Number: 29
Intersection Location: Palomar Airport Road &
El Fuerte Street
Contents: Turn Movement Count Summary Page 1
(A.M. and P.M.)
A.M. Peak Hour ICU Analysis and Page 2
Turn Movement Diagram
P.M. Peak Hour ICU Analysis and Page 3
Turn Movement Diagram
RICK ENGINEERING TURNING MOVEMENT ANALYSISPage 1 of 3City : CarlsbadIntersection of :N/S Street : El Fuerte Street File : 2010 Int #29E/W Street : Palomar Airport RoadData Collected by : Lizzy, JordanCount Date : Day :Traffic Control :Signalized07/28/10 Weather : SunnySouth Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB)15 min TotalEnd of 15min. prd. LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds VehiclesPeds6:15 AM 404505010280611108022318234846:30 AM 90760101101009260701618030906:45 AM 1003500010014011510019039229259827:00 AM 20017506070015015511042035134066307:15 AM 4077010051081139906019615040807:30 AM 12 0 9 12 0 4 0 11 2 0 17 0 179 6 1 33 1 354 32 0 672 17:45 AM 1706804053025022413010730213063708:00 AM* 21022200508101812488027546217086308:15 AM* 140328011035027121890762368058508:30 AM* 21016505021020017915031330116061508:45 AM* 19051606000018024313015135515070609:00 AM 20015170504001612841803204091308340Max. 15 min. 21 0 32 20 0 11 0 11 5 2 27 1 284 18 1 42 7 462 34 2 863 4Pk. Hr. Vol. 75 0 75 49 0 27 0 13 7 0 83 2 888 45 0 80 15 1354 56 0 2769 07:45 AMPeakIntersection Traffic in Pk. Hr. = 2769 Peak Hr. Factor0.808:45 AMHourIntersection Pdstrns in Pk. Hr. = 03:45 PM 2901123073010318334732037625010084214:00 PM 26 0 9 25 0 23 0 19 6 0 21 3 529 26 0 45 4 285 5 0 1026 04:15 PM 42 0 13 17 0 50 0 21 5 1 14 0 414 26 0 38 8 223 1 1 872 24:30 PM 22 0 15 21 0 26 0 14 6 0 30 2 444 28 0 53 5 269 6 1 941 14:45 PM 17 0 14 28 0 45 0 26 4 0 26 0 501 42 0 26 4 275 3 0 1011 05:00 PM 9 0 13 25 0 26 0 22 0 0 14 0 208 26 0 21 2 156 0 0 522 05:15 PM 410343305003830713003705382272083405:30 PM* 23 0 28 44 1 35 0 34 5 0 31 0 568 28 0 32 2 251 2 0 1083 15:45 PM* 21 0 17 37 0 28 0 26 7 0 22 2 519 49 0 51 5 260 2 0 1046 06:00 PM* 20 0 7 15 0 28 0 29 0 0 37 3 563 60 0 29 5 215 4 0 1015 06:15 PM* 36 0 9 21 0 25 0 24 8 0 19 0 537 33 0 43 2 215 5 0 977 06:30 PM 36 3 37 14 0 18 0 11 1 0 22 0 392 30 0 20 3 213 3 0 803 0Max. 15 min. 42 3 37 44 1 73 0 38 8 1 37 3 568 60 0 53 8 285 10 1 1083 2Pk. Hr. Vol. 100 0 61 117 1 116 0 113 20 0 109 5 2187 170 0 155 14 941 13 0 4121 15:15 PMPeakIntersection Traffic in Pk. Hr. = 4121 Peak Hr. Factor0.956:15 PMHourIntersection Pdstrns in Pk. Hr. = 1EB #3 THRU LANE ALONG PALOMAR AIRPORT RD BETWEEN EL FUERTE ST AND MELROSE DR CLOSED DUE TO CONSTRUCTIONWednesday
El Fuerte Street at Palomar Airport Road
Lane Configuration for Intersection Capacity Utilization Page 2 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
7:45 AM to
8:45 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1111
Config - (left) 2 1111
urations 3 1111
411111 1
5111
61
Outside 7
Free-flow
Lane Settings 220220231230
Capacity 3600 4000 0 3600 4000 0 3600 6000 1800 3600 6000 0
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 75 75 49 27 13 7 85 888 45 95 1354 56
Adjusted Hourly Volume 75 124 0 27 20 0 85 888 45 95 1410 0
Utilization Factor 0.02 0.00 0.00 0.01 0.01 0.00 0.02 0.15 0.03 0.03 0.24 0.00
Critical Factors 0.02 0.00 0.01 0.02 0.24
ICU Ratio = 0.39 LOS = A
Turning Movements at Intersection of :El Fuerte Street and Palomar Airport Road
Time :
to North Approach El Fuerte Street
Date :
Day : Wednesday 261 Total
Name : Lizzy, Jordan 47 214 Subtotals
0
Sub - 7 13 27 Sub -
Totals totals totals Totals
W E
e 1438 a
s 2456 2 85 56 s
t 1018 888 1354 1505 t
45 95 15 2484
A North A
p 979 p
p p
r r
75 75 49 Palomar Airport Road
0
Subtotals 138 199
Total 337
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
07/28/10
8:45 AM
7:45 AM
El Fuerte Street at Palomar Airport Road
Lane Configuration for Intersection Capacity Utilization Page 3 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
5:15 PM to
6:15 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1 1 1 1
Config - (left) 2 1 1 1 1
urations 3 1 1 1 1
4 11 11 1 1
5 1 11
6 1
Outside 7
Free-flow
Lane Settings 220220231230
Capacity 3600 4000 0 3600 4000 0 3600 6000 1800 3600 6000 0
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 100 61 117 116 113 20 114 2187 170 169 941 13
Adjusted Hourly Volume 100 178 0 116 133 0 114 2187 170 169 954 0
Utilization Factor 0.03 0.04 0.00 0.03 0.03 0.00 0.03 0.36 0.09 0.05 0.16 0.00
Critical Factors 0.04 0.03 0.36 0.05
ICU Ratio = 0.58 LOS = A
Turning Movements at Intersection of :El Fuerte Street and Palomar Airport Road
Time :
to North Approach El Fuerte Street
Date :
Day : Wednesday 432 Total
Name : Lizzy, Jordan 249 183 Subtotals
0
Sub - 20 113 116 Sub -
Totals totals totals Totals
W E
e 1066 a
s 3537 5 114 13 s
t 2471 2187 941 1123 t
170 169 14 3557
A North A
p 2434 p
p p
r r
100 61 117 Palomar Airport Road
0
Subtotals 438 278
Total 716
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
07/28/10
6:15 PM
5:15 PM
CITY OF CARLSBAD CITY OF CARLSBAD
TRAFFIC MONITORING PROGRAMTRAFFIC MONITORING PROGRAM
SUMMER 2010SUMMER 2010
INTERSECTION ANALYSIS SUMMARY
Intersection Number: 30
Intersection Location: Palomar Airport Road and
Melrose Drive
Contents: Turn Movement Count Summary Page 1
(A.M. and P.M.)
A.M. Peak Hour ICU Analysis and Page 2
Turn Movement Diagram
P.M. Peak Hour ICU Analysis and Page 3
Turn Movement Diagram
RICK ENGINEERING TURNING MOVEMENT ANALYSISPage 1 of 3City : CarlsbadIntersection of :N/S Street : Melrose Drive File : 2010 Int #30E/W Street : Palomar Airport RoadData Collected by : Abraham, JovvanCount Date : Day :Traffic Control :Signalized07/28/10 Weather : SunnySouth Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB)15 min TotalEnd of 15min. prd. LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds VehiclesPeds6:15 AM 250234010327502502350601948242126:30 AM 31023103060103126040130602218053516:45 AM 430456090921310390471605026914071607:00 AM 7515870901032000660722201703661001006 07:15 AM 3905481709813905409318111030412083727:30 AM* 89081806010218106801172401903442001059 07:45 AM* 74 1 82 16 0 5 0 139 174 0 87 0 117 19 0 17 0 397 14 0 1142 08:00 AM* 123 0 128 16 0 6 1 104 189 0 142 0 132 21 0 17 0 410 15 0 1304 08:15 AM* 107 1 87 11 0 14 0 118 156 0 88 0 164 26 0 20 0 350 16 1 1158 18:30 AM 78 0 77 8 0 10 0 109 159 0 87 0 102 26 0 12 0 308 8 1 984 18:45 AM 87 0 98 21 2 11 0 87 131 0 74 0 139 24 0 16 0 292 15 0 995 29:00 AM 98 0 74 25 0 19 0 95 161 0 79 0 133 24 0 9 0 332 11 0 1060 0Max. 15 min. 123 1 128 25 2 19 1 139 200 1 142 0 164 26 1 20 0 410 20 2 1304 2Pk. Hr. Vol. 393 2 378 51 0 31 1 463 700 0 385 0 530 90 0 73 0 1501 65 1 4663 17:15 AMPeakIntersection Traffic in Pk. Hr. = 4663 Peak Hr. Factor0.898:15 AMHourIntersection Pdstrns in Pk. Hr. = 13:45 PM 38 0 92 18 0 11 0 69 78 1 145 0 297 40 1 23 0 191 8 0 1010 24:00 PM 53 0 116 16 0 27 0 89 87 1 136 0 341 44 0 24 0 195 16 0 1144 14:15 PM 36 0 101 25 0 26 0 97 100 1 134 1 302 43 0 31 0 188 13 0 1097 14:30 PM 50 1 116 10 0 42 0 115 124 0 119 0 366 51 0 25 0 187 19 0 1225 04:45 PM* 55 1 107 22 0 37 0 100 84 1 125 0 423 63 0 30 0 184 12 1 1243 25:00 PM* 32 0 109 23 0 38 1 146 121 0 120 0 366 49 0 24 0 190 12 0 1231 05:15 PM* 56 0 99 27 0 39 0 125 125 0 145 0 420 47 0 35 0 178 12 0 1308 05:30 PM* 50 0 118 37 0 34 0 103 106 0 131 0 365 67 0 46 0 171 17 0 1245 05:45 PM 55 0 104 28 0 33 0 116 95 0 112 0 389 52 0 35 0 193 18 0 1230 06:00 PM 40 0 91 26 1 31 0 78 87 0 128 0 339 65 0 25 0 166 6 0 1082 16:15 PM 42 0 84 24 0 26 0 79 68 0 153 0 303 66 0 36 0 151 11 0 1043 06:30 PM 45 0 100 18 0 24 0 71 58 1 109 0 253 72 0 34 1 132 11 0 928 1Max. 15 min. 56 1 118 37 1 42 1 146 125 1 153 1 423 72 1 46 1 195 19 1 1308 2Pk. Hr. Vol. 193 1 433 109 0 148 1 474 436 1 521 0 1574 226 0 135 0 723 53 1 5027 24:30 PMPeakIntersection Traffic in Pk. Hr. = 5027 Peak Hr. Factor0.965:30 PMHourIntersection Pdstrns in Pk. Hr. = 2EB #3 THRU LANE ALONG PALOMAR AIRPORT RD BETWEEN EL FUERTE ST AND MELROSE DR CLOSED DUE TO CONSTRUCTIONWednesday
Melrose Drive at Palomar Airport Road
Lane Configuration for Intersection Capacity Utilization Page 2 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
7:15 AM to
8:15 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1111
Config - (left) 2 1111
urations 3 1111
41111
511111
61 1 1
Outside 7 1
Free-flow
Lane Settings 241231230231
Capacity 3600 8000 1800 3600 6000 1800 3600 6000 0 3600 6000 1800
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 395 378 51 32 463 700 385 530 90 73 1501 65
Adjusted Hourly Volume 395 378 51 32 463 315 385 620 0 73 1501 65
Utilization Factor 0.11 0.05 0.03 0.01 0.08 0.18 0.11 0.10 0.00 0.02 0.25 0.04
Critical Factors 0.11 0.18 0.11 0.25
ICU Ratio = 0.75 LOS = C
Turning Movements at Intersection of :Melrose Drive and Palomar Airport Road
Time :
to North Approach Melrose Drive
Date :
Day : Wednesday 2024 Total
Name : Abraham, Jovvan 1195 829 Subtotals
1
Sub - 700 463 32 Sub -
Totals totals totals Totals
W E
e 2594 a
s 3599 0 385 65 s
t 1005 530 1501 1639 t
90 73 0 2251
A North A
p 612 p
p p
r r
395 378 51 Palomar Airport Road
2
Subtotals 628 824
Total 1452
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
07/28/10
8:15 AM
7:15 AM
Melrose Drive at Palomar Airport Road
Lane Configuration for Intersection Capacity Utilization Page 3 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
4:30 PM to
5:30 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1 1 1 1
Config - (left) 2 1 1 1 1
urations 3 1 1 1 1
4 1 1 1 1
5 1 1 11 1
6 1 1 1
Outside 7 1
Free-flow
Lane Settings 241231230231
Capacity 3600 8000 1800 3600 6000 1800 3600 6000 0 3600 6000 1800
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 194 433 109 149 474 436 521 1574 226 135 723 53
Adjusted Hourly Volume 194 433 89 149 474 176 521 1800 0 135 723 53
Utilization Factor 0.05 0.05 0.05 0.04 0.08 0.10 0.14 0.30 0.00 0.04 0.12 0.03
Critical Factors 0.05 0.10 0.30 0.04
ICU Ratio = 0.59 LOS = A
Turning Movements at Intersection of :Melrose Drive and Palomar Airport Road
Time :
to North Approach Melrose Drive
Date :
Day : Wednesday 2067 Total
Name : Abraham, Jovvan 1059 1008 Subtotals
1
Sub - 436 474 149 Sub -
Totals totals totals Totals
W E
e 1352 a
s 3673 0 521 53 s
t 2321 1574 723 911 t
226 135 0 2742
A North A
p 1831 p
p p
r r
194 433 109 Palomar Airport Road
1
Subtotals 836 736
Total 1572
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
07/28/10
5:30 PM
4:30 PM
CITY OF CARLSBAD CITY OF CARLSBAD
TRAFFIC MONITORING PROGRAMTRAFFIC MONITORING PROGRAM
SUMMER 2010SUMMER 2010
INTERSECTION ANALYSIS SUMMARY
Intersection Number: 31
Intersection Location: Palomar Airport Road and
Paseo Valindo/Eagle Drive
Contents: Turn Movement Count Summary Page 1
(A.M. and P.M.)
A.M. Peak Hour ICU Analysis and Page 2
Turn Movement Diagram
P.M. Peak Hour ICU Analysis and Page 3
Turn Movement Diagram
RICK ENGINEERING TURNING MOVEMENT ANALYSISPage 1 of 3City : CarlsbadIntersection of :N/S Street : Paseo Valindo/Eagle DriveFile : 2010 Int #31E/W Street : Palomar Airport RoadData Collected by : Billy, FernandoCount Date : Day :Traffic Control :Signalized07/28/10 Weather : SunnySouth Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB)15 min TotalEnd of 15min. prd. LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds VehiclesPeds6:15 AM 4004000000103910102151326636:30 AM 1008000000005800402328031106:45 AM 0004000020308500413064040907:00 AM 30140100102010500503824250827:15 AM 201130000104011010203412047707:30 AM 0001200003091126031213437051437:45 AM* 403180100105016314504335063948:00 AM* 3012400003010015810504516066208:15 AM* 000110300308018451903777060718:30 AM* 20090001206015520903323052108:45 AM 20212020140141183001203245056209:00 AM 001170000301211761080348605730Max. 15 min. 4 0 3 2403014014118454121451836624Pk. Hr. Vol. 9 0 4 62040190290660952801593 21 0 2429 57:30 AMPeakIntersection Traffic in Pk. Hr. = 2429 Peak Hr. Factor0.928:30 AMHourIntersection Pdstrns in Pk. Hr. = 53:45 PM 0001703037031400801111976065704:00 PM 000313007031352701012292061814:15 PM 101802021030354401012075059904:30 PM 1021503033033353401302182162314:45 PM* 001140300304136871922141062715:00 PM* 3001904012040428602211903068305:15 PM* 1001908029012376801402110065105:30 PM* 20111020310021457803012141074305:45 PM 3001303022033340601212240061206:00 PM 2 0 0 16 0 12 0 4 12 0 2 0 305 8 0 15 0 163 1 0 540 06:15 PM 10017020220113231801601820056506:30 PM 400140201302134190301165105740Max. 15 min. 4 0 2 19 1 12 0 4 12 0 4 3 457 18 1 30 2 229 6 1 743 1Pk. Hr. Vol. 6 0 2 63 0 17 0 6 24 0 11 4 1629 29 1 75 4 829 5 0 2704 14:30 PMPeakIntersection Traffic in Pk. Hr. = 2704 Peak Hr. Factor0.915:30 PMHourIntersection Pdstrns in Pk. Hr. = 1Wednesday
Paseo Valindo/Eagle Drive at Palomar Airport Road
Lane Configuration for Intersection Capacity Utilization Page 2 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
7:30 AM to
8:30 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1 1 1
Config - (left) 2 1 1 1 1 1 1
urations 3 1 1
4111
5 1
6 1
Outside 7
Free-flow
Lane Settings 110110130131
Capacity 1800 2000 0 1800 2000 0 1800 6000 0 1800 6000 1800
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 9 4 62 4 1 9 29 660 9 28 1593 21
Adjusted Hourly Volume 9 66 0 4 10 0 29 669 0 28 1593 21
Utilization Factor 0.01 0.03 0.00 0.00 0.01 0.00 0.02 0.11 0.00 0.02 0.27 0.01
Critical Factors 0.03 0.00 0.02 0.27
ICU Ratio = 0.42 LOS = A
Turning Movements at Intersection of :Paseo Valindo/Eagle Drive and Palomar Airport Road
Time :
to North Approach Paseo Valindo/Eagle Drive
Date :
Day : Wednesday 68 Total
Name : Billy, Fernando 14 54 Subtotals
0
Sub - 9 1 4 Sub -
Totals totals totals Totals
W E
e 1611 a
s 2309 0 29 21 s
t 698 660 1593 1642 t
92802368
A North A
p 726 p
p p
r r
9462 Palomar Airport Road
0
Subtotals 38 75
Total 113
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
0
07/28/10
8:30 AM
7:30 AM
Paseo Valindo/Eagle Drive at Palomar Airport Road
Lane Configuration for Intersection Capacity Utilization Page 3 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
4:30 PM to
5:30 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1 1 1
Config - (left) 2 1 1 1 1 1 1
urations 3 1 1
4 11 1
5 1
6 1
Outside 7
Free-flow
Lane Settings 110110130131
Capacity 1800 2000 0 1800 2000 0 1800 6000 0 1800 6000 1800
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 6 2 63 17 6 24 15 1629 29 79 829 5
Adjusted Hourly Volume 6 65 0 17 30 0 15 1658 0 79 829 5
Utilization Factor 0.00 0.03 0.00 0.01 0.02 0.00 0.01 0.28 0.00 0.04 0.14 0.00
Critical Factors 0.03 0.01 0.28 0.04
ICU Ratio = 0.46 LOS = A
Turning Movements at Intersection of :Paseo Valindo/Eagle Drive and Palomar Airport Road
Time :
to North Approach Paseo Valindo/Eagle Drive
Date :
Day : Wednesday 65 Total
Name : Billy, Fernando 47 18 Subtotals
0
Sub - 24 6 17 Sub -
Totals totals totals Totals
W E
e 863 a
s 2536 4 15 5 s
t 1673 1629 829 913 t
29 79 4 2626
A North A
p 1713 p
p p
r r
6263 Palomar Airport Road
0
Subtotals 110 71
Total 181
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
0
07/28/10
5:30 PM
4:30 PM
CITY OF CARLSBAD CITY OF CARLSBAD
TRAFFIC MONITORING PROGRAMTRAFFIC MONITORING PROGRAM
SUMMER 2010SUMMER 2010
INTERSECTION ANALYSIS SUMMARY
Intersection Number: 32
Intersection Location: Carlsbad Boulevard &
Carlsbad Village Drive
Contents: Turn Movement Count Summary Page 1
(A.M. and P.M.)
A.M. Peak Hour ICU Analysis and Page 2
Turn Movement Diagram
P.M. Peak Hour ICU Analysis and Page 3
Turn Movement Diagram
RICK ENGINEERING TURNING MOVEMENT ANALYSISPage 1 of 3City : CarlsbadIntersection of :N/S Street : Carlsbad BoulevardFile : 2010 Int #32E/W Street : Carlsbad Village Drive Data Collected by : Dale, Deanna, BillyCount Date : Day :Traffic Control :Signalized07/20/10 Weather : CloudySouth Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB)15 min TotalEnd of 15min. prd. LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds VehiclesPeds6:15 AM 00161221039261031210068299126:30 AM 20291603249160030010045312496:45 AM 122420531562300302100455131157:00 AM 103353153664100016210972203107:15 AM 004320671681110614190290178117:30 AM 0055183162794000700310823024337:45 AM 10441325012152006272508210251118:00 AM 2050221214087434051752017148272308:15 AM* 5062161610281231073331017137250298:30 AM* 115429101316228408010230222412244408:45 AM* 317530211818744801222129017196306529:00 AM* 4 1 66 44 16 18 2 92 7 13 2 0 13 2 14 33 0 24 16 11 324 54Max. 15 min. 5 2 75 53 21 18 3 121 7 13 8 0 13 3 21 52 0 24 24 12 324 54Pk. Hr. Vol. 13 3 257 119 63 59 6 322 15 28 15 0 40 7 48 116 0 80 72 36 1124 1758:00 AMPeakIntersection Traffic in Pk. Hr. = 1124 Peak Hr. Factor0.879:00 AMHourIntersection Pdstrns in Pk. Hr. = 1753:45 PM 2 1 117 42 38 28 1 132 11 12 2 0 10 10 43 54 0 27 17 15 454 1084:00 PM 7 4 97 51 20 29 0 108 6 31 9 0 15 6 11 56 0 29 29 21 446 834:15 PM 51121552515069989019623600192516413724:30 PM* 9 1 135 49 15 11 1 98 5 15 3 0 28 6 7 55 0 22 16 33 439 704:45 PM* 511315234280149569017932570281411505835:00 PM* 7 0 180 62 24 16 0 91 3 11 8 0 13 4 12 48 0 28 19 31 479 785:15 PM* 5117161152701006450261032650231719517705:30 PM 151138531415084218209723570261425423805:45 PM 17 2 113 52 35 27 0 129 12 12 3 0 14 8 69 50 0 19 23 19 469 1356:00 PM 16 6 146 52 34 15 0 96 11 14 9 0 25 9 38 49 0 39 26 33 499 1196:15 PM 24 1 128 52 28 28 0 77 10 32 4 0 14 2 22 51 1 30 17 26 439 1086:30 PM 9 3 134 54 29 23 1 75 13 23 1 0 18 6 44 46 0 29 24 10 436 106Max. 15 min. 24 6 180 62 38 29 1 149 13 32 9 0 28 10 69 65 1 39 29 33 517 135Pk. Hr. Vol. 26 3 617 224 88 82 1 438 19 36 25 0 84 29 83 225 0 101 66 94 1940 3014:15 PMPeakIntersection Traffic in Pk. Hr. = 1940 Peak Hr. Factor0.945:15 PMHourIntersection Pdstrns in Pk. Hr. = 301Tuesday
Carlsbad Boulevard at Carlsbad Village Drive
Lane Configuration for Intersection Capacity Utilization Page 2 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
8:00 AM to
9:00 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1
Config - (left) 2 1111
urations 3 1 1 1111
411 11 1
5
6
Outside 7
Free-flow
Lane Settings 120120110201
Capacity 1800 4000 0 1800 4000 0 1800 2000 0 3600 0 1800
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? Y
Efficiency Lost Factor 0.10
Hourly Volume 16 257 119 65 322 15 15 34 7 116 80 72
Adjusted Hourly Volume 16 376 0 65 337 0 15 41 0 196 0 72
Utilization Factor 0.01 0.09 0.00 0.04 0.08 0.00 0.07 0.02 0.00 0.06 0.00 0.04
Critical Factors 0.09 0.04 0.01 0.05
ICU Ratio = 0.29 LOS = A
Turning Movements at Intersection of :Carlsbad Boulevard and Carlsbad Village Drive
Time :
to North Approach Carlsbad Boulevard
Date :
Day : Tuesday 752 Total
Name : Dale, Deanna, Billy 402 350 Subtotals
6
Sub - 15 322 65 Sub -
Totals totals totals Totals
W E
e 108 a
s 164 0 15 72 s
t 56 34 80 268 t
7 116 0 480
A North A
p 212 p
p p
r r
16 257 119 Carlsbad Village Drive
3
Subtotals 448 392
Total 840
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
07/20/10
9:00 AM
8:00 AM
Carlsbad Boulevard at Carlsbad Village Drive
Lane Configuration for Intersection Capacity Utilization Page 3 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
4:15 PM to
5:15 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1
Config - (left) 2 1 1 1 1
urations 3 1 1 1111
4 11 11 1
5
6
Outside 7
Free-flow
Lane Settings 120120110201
Capacity 1800 4000 0 1800 4000 0 1800 2000 0 3600 0 1800
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? Y
Efficiency Lost Factor 0.10
Hourly Volume 29 617 224 83 438 19 25 84 29 225 101 66
Adjusted Hourly Volume 29 841 0 83 457 0 25 113 0 326 0 66
Utilization Factor 0.02 0.21 0.00 0.05 0.11 0.00 0.02 0.07 0.00 0.10 0.00 0.04
Critical Factors 0.21 0.05 0.07 0.10
ICU Ratio = 0.53 LOS = A
Turning Movements at Intersection of :Carlsbad Boulevard and Carlsbad Village Drive
Time :
to North Approach Carlsbad Boulevard
Date :
Day : Tuesday 1249 Total
Name : Dale, Deanna, Billy 540 709 Subtotals
1
Sub - 19 438 83 Sub -
Totals totals totals Totals
W E
e 146 a
s 284 0 25 66 s
t 138 84 101 392 t
29 225 0 782
A North A
p 390 p
p p
r r
29 617 224 Carlsbad Village Drive
3
Subtotals 695 870
Total 1565
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
07/20/10
5:15 PM
4:15 PM
CITY OF CARLSBAD CITY OF CARLSBAD
TRAFFIC MONITORING PROGRAMTRAFFIC MONITORING PROGRAM
SUMMER 2010SUMMER 2010
INTERSECTION ANALYSIS SUMMARY
Intersection Number: 33
Intersection Location: Carlsbad Boulevard &
Tamarack Avenue
Contents: Turn Movement Count Summary Page 1
(A.M. and P.M.)
A.M. Peak Hour ICU Analysis and Page 2
Turn Movement Diagram
P.M. Peak Hour ICU Analysis and Page 3
Turn Movement Diagram
RICK ENGINEERING TURNING MOVEMENT ANALYSISPage 1 of 3City : CarlsbadIntersection of :N/S Street : Carlsbad BoulevardFile : 2010 Int #33E/W Street : Tamarack AvenueData Collected by : Jordan, LizzyCount Date : Day :Traffic Control :Signalized07/20/10 Weather : CloudySouth Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB)15 min TotalEnd of 15min. prd. LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds VehiclesPeds6:15 AM 011441603421700020160610395216:30 AM 10291024055322201101702127137316:45 AM 51278111074416100701802105168227:00 AM 6070616010421410250410365252207:15 AM 4036922093611102403503108205217:30 AM 50387411093772005029011115209267:45 AM* 005110340148513101508906128332248:00 AM* 4167132501443211013051121911315348:15 AM* 6064124701221194016050032221308348:30 AM* 3475911201126115031054171416306288:45 AM 10276152120103867042034081910300189:00 AM 1284122150108614302204102211429930Max. 15 min. 10 4 84 15 4 15 0 148 11 22704708918222133234Pk. Hr. Vol. 13 5 257 44 10 28 0 526 25 54 11 0 6 15 0 244 2 18 67 56 1261 1207:30 AMPeakIntersection Traffic in Pk. Hr. = 1261 Peak Hr. Factor0.958:30 AMHourIntersection Pdstrns in Pk. Hr. = 1203:45 PM 5 4 137 36 0 28 0 177 6 5 11 0 8 11 0 31 0 3 10 5 467 104:00 PM 931431901801411011704403113196412174:15 PM 1321312311901756810068018092311443204:30 PM 101182295200153518051402606238482144:45 PM 1401523743201814711069029032315501265:00 PM 711903621801534410038036042520495265:15 PM* 61189700170147696066031061114502235:30 PM* 6518465123015510202095033072113525345:45 PM* 73169503190144833409403003224472406:00 PM* 1961814912801787232097028012218537426:15 PM 1151745702301005236066026122529447526:30 PM 801785232501181331206701518191345247Max. 15 min. 19 6 190 70 5 32 0 181 13 33 11 0 9 14 0 36 1 9 25 29 537 52Pk. Hr. Vol. 38 15 723 234 5 87 0 624 31 85 14 0 33 22 0 122 0 17 76 49 2036 1395:00 PMPeakIntersection Traffic in Pk. Hr. = 2036 Peak Hr. Factor0.956:00 PMHourIntersection Pdstrns in Pk. Hr. = 139Tuesday
Carlsbad Boulevard at Tamarack Avenue
Lane Configuration for Intersection Capacity Utilization Page 2 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
7:30 AM to
8:30 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1
Config - (left) 2 1 1 1 1 1
urations 3 1 1 1 1 1
411 1
5
6
Outside 7
Free-flow 1
Lane Settings 120120011110
Capacity 1800 4000 0 1800 4000 0 0 2000 1800 1800 2000 0
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? Y
Efficiency Lost Factor 0.10
Hourly Volume 18 257 44 28 526 25 11 6 15 246 18 67
Adjusted Hourly Volume 18 301 0 28 526 0 0 17 15 246 85 0
Utilization Factor 0.01 0.08 0.00 0.02 0.13 0.00 0.00 0.01 0.01 0.14 0.04 0.00
Critical Factors 0.01 0.13 0.01 0.14
ICU Ratio = 0.39 LOS = A
Turning Movements at Intersection of :Carlsbad Boulevard and Tamarack Avenue
Time :
to North Approach Carlsbad Boulevard
Date :
Day : Tuesday 914 Total
Name : Jordan, Lizzy 579 335 Subtotals
0
Sub - 25 526 28 Sub -
Totals totals totals Totals
W E
e56 a
s88 0 11 67 s
t 32 6 18 331 t
15 246 2 411
A North A
p 80 p
p p
r r
18 257 44 Tamarack Avenue
5
Subtotals 790 319
Total 1109
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
07/20/10
8:30 AM
7:30 AM
Carlsbad Boulevard at Tamarack Avenue
Lane Configuration for Intersection Capacity Utilization Page 3 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
5:00 PM to
6:00 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1
Config - (left) 2 1 1 1 1 1
urations 3 1 1 1 1 1
4 11 1
5
6
Outside 7
Free-flow 1
Lane Settings 120120011110
Capacity 1800 4000 0 1800 4000 0 0 2000 1800 1800 2000 0
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? Y
Efficiency Lost Factor 0.10
Hourly Volume 53 723 234 87 624 31 14 33 22 122 17 76
Adjusted Hourly Volume 53 957 0 87 624 0 0 47 22 122 93 0
Utilization Factor 0.03 0.24 0.00 0.05 0.16 0.00 0.00 0.02 0.01 0.07 0.05 0.00
Critical Factors 0.24 0.05 0.02 0.07
ICU Ratio = 0.48 LOS = A
Turning Movements at Intersection of :Carlsbad Boulevard and Tamarack Avenue
Time :
to North Approach Carlsbad Boulevard
Date :
Day : Tuesday 1555 Total
Name : Jordan, Lizzy 742 813 Subtotals
0
Sub - 31 624 87 Sub -
Totals totals totals Totals
W E
e86 a
s 155 0 14 76 s
t 69 33 17 215 t
22 122 0 569
A North A
p 354 p
p p
r r
53 723 234 Tamarack Avenue
15
Subtotals 783 1010
Total 1793
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
07/20/10
6:00 PM
5:00 PM
CITY OF CARLSBAD CITY OF CARLSBAD
TRAFFIC MONITORING PROGRAMTRAFFIC MONITORING PROGRAM
SUMMER 2010SUMMER 2010
INTERSECTION ANALYSIS SUMMARY
Intersection Number: 34
Intersection Location: Carlsbad Boulevard &
Cannon Road
Contents: Turn Movement Count Summary Page 1
(A.M. and P.M.)
A.M. Peak Hour ICU Analysis and Page 2
Turn Movement Diagram
P.M. Peak Hour ICU Analysis and Page 3
Turn Movement Diagram
RICK ENGINEERING TURNING MOVEMENT ANALYSISPage 1 of 3City : CarlsbadIntersection of :N/S Street : Carlsbad BoulevardFile : 2010 Int #34E/W Street : Cannon RoadData Collected by : Jordan, LizzyCount Date : Day :Traffic Control :Signalized07/22/10 Weather : Light RainSouth Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB)15 min TotalEnd of 15min. prd. LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds VehiclesPeds6:15 AM 0025507048010000016005096116:30 AM 001750120650900000700122118116:45 AM 00276021062011000011000130139127:00 AM 00648028074011000012200166212187:15 AM 002780390720800000160012017487:30 AM 003712038010601600001230090225177:45 AM 0149100420168016000013300142317198:00 AM* 0065211690197014000012800143394198:15 AM* 0050130570174010000022800194341168:30 AM* 0064808101620000002320023037028:45 AM* 0067182550133018000003520224332249:00 AM 0083180350118090000035001803079Max. 15 min. 0 1 83 21 2 81 0 197 0 1800002352023639424Pk. Hr. Vol. 0 0 246 60 3 262 0 666 0 42000051232078111437 617:45 AMPeakIntersection Traffic in Pk. Hr. = 1437 Peak Hr. Factor0.918:45 AMHourIntersection Pdstrns in Pk. Hr. = 613:45 PM 001178025021409000012700490440104:00 PM 001191904601580400000250034040144:15 PM 00111210350203013000002700400437134:30 PM* 0015113050018207000064000540490134:45 PM* 00155114350171090000220006311455265:00 PM* 00157200450119011000003900821462125:15 PM* 001761404601300500000310095349285:30 PM 001812283601050130000438008616468415:45 PM 00176213310106018000012300851442236:00 PM 0018627328089016000002500751430206:15 PM 0017421020099021000001900640397216:30 PM 001571023008401400000170049334719Max. 15 min. 0 0 186 27 8 50 0 214 0 21000064000951649241Pk. Hr. Vol. 0 0 639 58 4 176 0 602 0 320000813000294151899 594:15 PMPeakIntersection Traffic in Pk. Hr. = 1899 Peak Hr. Factor0.965:15 PMHourIntersection Pdstrns in Pk. Hr. = 59Thursday
Carlsbad Boulevard at Cannon Road
Lane Configuration for Intersection Capacity Utilization Page 2 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
7:45 AM to
8:45 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1 1 1
Config - (left) 2 1 1 1
urations 3
4
5
6
Outside 7
Free-flow
Lane Settings 011110000101
Capacity 0 2000 1800 1800 2000 00001800 0 1800
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 0 246 60 262 666 0000125078
Adjusted Hourly Volume 0 246 60 262 666 0000125078
Utilization Factor 0.00 0.12 0.03 0.15 0.33 0.00 0.00 0.00 0.00 0.07 0.00 0.04
Critical Factors 0.00 0.33 0.00 0.00 0.07
ICU Ratio = 0.50 LOS = A
Turning Movements at Intersection of :Carlsbad Boulevard and Cannon Road
Time :
to North Approach Carlsbad Boulevard
Date :
Day : Thursday 1252 Total
Name : Jordan, Lizzy 928 324 Subtotals
0
Sub - 0 666 262 Sub -
Totals totals totals Totals
W E
e0 a
s0 0 078s
t 0 0 0 203 t
0 125 2 527
A North A
p 324 p
p p
r r
0 246 60 Cannon Road
0
Subtotals 789 306
Total 1095
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
07/22/10
8:45 AM
7:45 AM
Carlsbad Boulevard at Cannon Road
Lane Configuration for Intersection Capacity Utilization Page 3 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
4:15 PM to
5:15 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1 1 1
Config - (left) 2 1 1 1
urations 3
4
5
6
Outside 7
Free-flow
Lane Settings 011110000101
Capacity 0 2000 1800 1800 2000 00001800 0 1800
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 0 639 58 176 602 00001300294
Adjusted Hourly Volume 0 639 58 176 602 00001300294
Utilization Factor 0.00 0.32 0.03 0.10 0.30 0.00 0.00 0.00 0.00 0.07 0.00 0.16
Critical Factors 0.32 0.10 0.00 0.16
ICU Ratio = 0.68 LOS = B
Turning Movements at Intersection of :Carlsbad Boulevard and Cannon Road
Time :
to North Approach Carlsbad Boulevard
Date :
Day : Thursday 1711 Total
Name : Jordan, Lizzy 778 933 Subtotals
0
Sub - 0 602 176 Sub -
Totals totals totals Totals
W E
e0 a
s0 0 0 294 s
t 0 0 0 424 t
0 130 0 658
A North A
p 234 p
p p
r r
0 639 58 Cannon Road
0
Subtotals 732 697
Total 1429
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
07/22/10
5:15 PM
4:15 PM
CITY OF CARLSBAD CITY OF CARLSBAD
TRAFFIC MONITORING PROGRAMTRAFFIC MONITORING PROGRAM
SUMMER 2010SUMMER 2010
INTERSECTION ANALYSIS SUMMARY
Intersection Number: 35
Intersection Location: Carlsbad Boulevard &
Poinsettia Lane
Contents: Turn Movement Count Summary Page 1
(A.M. and P.M.)
A.M. Peak Hour ICU Analysis and Page 2
Turn Movement Diagram
P.M. Peak Hour ICU Analysis and Page 3
Turn Movement Diagram
RICK ENGINEERING TURNING MOVEMENT ANALYSISPage 1 of 3City : CarlsbadIntersection of :N/S Street : Carlsbad BoulevardFile : 2010 Int #35E/W Street : Poinsettia Lane Data Collected by : Billy, MikeCount Date : Day :Traffic Control :Signalized08/12/10 Weather : SunnySouth Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB)15 min TotalEnd of 15min. prd. LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds VehiclesPeds6:15 AM 00930401425001164205245136:30 AM 00930302822104051220807276:45 AM 1161425026200040510107012277:00 AM 00162150442110514112015010467:15 AM 00144090504110114263211012657:30 AM 00109291661300402370013015077:45 AM 01291061409652202185330181234178:00 AM 00321421001054000826702019026688:15 AM* 003110218082110061198700150251228:30 AM* 00432011218322103185910210247118:45 AM* 013816110011247206167231140280149:00 AM* 0150301401023210414110601903317Max. 15 min. 1 1 61 30 6 18 1 112572082191106221233122Pk. Hr. Vol. 0 2 162 76 5 44 1 379 10 12 4 0 19 4 37 328 10 1 69 0 1109 548:00 AMPeakIntersection Traffic in Pk. Hr. = 1109 Peak Hr. Factor0.849:00 AMHourIntersection Pdstrns in Pk. Hr. = 543:45 PM 009740539019441303343250250445104:00 PM 011103604202297010622344134050724:15 PM 028226840022680202383670400474164:30 PM 041285007402086040821473037057114:45 PM 101103403202595140612473015051735:00 PM 031012703721595050336462028042165:15 PM* 23109347561186602041107722350520175:30 PM* 131334403912288020919671031056895:45 PM* 041212403802314000136650044053566:00 PM* 01133394390230500032146400380554186:15 PM 0 2 111 16 5 53 0 164 11 0 2 0 11 0 17 61 1 0 55 0 487 226:30 PM 139523216013120102010531029035712Max. 15 min. 2 4 133 50 8 74 2 259 11 1 5 0 11 3 17 77 7 2 55 0 571 22Pk. Hr. Vol. 3 11 496 141 11 172 2 875 23 0 4 0 17 7 39 273 3 2 148 0 2177 505:00 PMPeakIntersection Traffic in Pk. Hr. = 2177 Peak Hr. Factor0.966:00 PMHourIntersection Pdstrns in Pk. Hr. = 50Thursday
Carlsbad Boulevard at Poinsettia Lane
Lane Configuration for Intersection Capacity Utilization Page 2 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
8:00 AM to
9:00 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1 1 1
Config - (left) 2 1 1 1 1
urations 3 1 1 1 1
41 1
51
6
Outside 7
Free-flow 1
Lane Settings 121220111201
Capacity 1800 4000 1800 3600 4000 0 1800 2000 1800 3600 0 1800
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? Y
Efficiency Lost Factor 0.10
Hourly Volume 2 162 76 45 379 10 4 19 4 338 1 69
Adjusted Hourly Volume 2 162 76 45 379 0 4 19 4 338 1 69
Utilization Factor 0.00 0.04 0.04 0.01 0.09 0.00 0.00 0.01 0.00 0.09 0.00 0.04
Critical Factors 0.00 0.09 0.01 0.09
ICU Ratio = 0.29 LOS = A
Turning Movements at Intersection of :Carlsbad Boulevard and Poinsettia Lane
Time :
to North Approach Carlsbad Boulevard
Date :
Day : Thursday 670 Total
Name : Billy, Mike 434 236 Subtotals
1
Sub - 10 379 45 Sub -
Totals totals totals Totals
W E
e11 a
s38 0 469s
t 27 19 1 408 t
4 338 10 557
A North A
p 149 p
p p
r r
2 162 76 Poinsettia Lane
2
Subtotals 713 240
Total 953
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
08/12/10
9:00 AM
8:00 AM
Carlsbad Boulevard at Poinsettia Lane
Lane Configuration for Intersection Capacity Utilization Page 3 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
5:00 PM to
6:00 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1 1 1
Config - (left) 2 1 1 1 1
urations 3 1 1 1 1
4 1 1
5 1
6
Outside 7
Free-flow 1
Lane Settings 121220111201
Capacity 1800 4000 1800 3600 4000 0 1800 2000 1800 3600 0 1800
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? Y
Efficiency Lost Factor 0.10
Hourly Volume 14 496 141 174 875 23 4 17 7 276 0 148
Adjusted Hourly Volume 14 496 141 174 875 0 4 17 7 276 0 148
Utilization Factor 0.01 0.12 0.08 0.05 0.22 0.00 0.00 0.01 0.00 0.08 0.00 0.08
Critical Factors 0.01 0.22 0.01
ICU Ratio = 0.34 LOS = A
Turning Movements at Intersection of :Carlsbad Boulevard and Poinsettia Lane
Time :
to North Approach Carlsbad Boulevard
Date :
Day : Thursday 1722 Total
Name : Billy, Mike 1072 650 Subtotals
2
Sub - 23 875 174 Sub -
Totals totals totals Totals
W E
e26 a
s54 0 4 148 s
t 28 17 0 424 t
7 276 3 757
A North A
p 333 p
p p
r r
14 496 141 Poinsettia Lane
11
Subtotals 1166 651
Total 1817
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
08/12/10
6:00 PM
5:00 PM
CITY OF CARLSBAD CITY OF CARLSBAD
TRAFFIC MONITORING PROGRAMTRAFFIC MONITORING PROGRAM
SUMMER 2010SUMMER 2010
INTERSECTION ANALYSIS SUMMARY
Intersection Number: 36
Intersection Location: Carlsbad Boulevard &
Avenida Encinas
Contents: Turn Movement Count Summary Page 1
(A.M. and P.M.)
A.M. Peak Hour ICU Analysis and Page 2
Turn Movement Diagram
P.M. Peak Hour ICU Analysis and Page 3
Turn Movement Diagram
RICK ENGINEERING TURNING MOVEMENT ANALYSISPage 1 of 3City : CarlsbadIntersection of :N/S Street : Carlsbad BoulevardFile : 2010 Int #36E/W Street : Avenida EncinasData Collected by : Dale, DeannaCount Date : Day :Traffic Control :Signalized08/12/10 Weather : SunnySouth Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB)15 min TotalEnd of 15min. prd. LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds VehiclesPeds6:15 AM 00154000180100000008004516:30 AM 00134031370100002009006736:45 AM 00681400140020000100170014037:00 AM 0020801051040000000232010547:15 AM 00331700076030000000272115547:30 AM 0025100001070700003002226166167:45 AM 00508111149000000100227023828:00 AM 00511802016701200003002650269158:15 AM* 0054272901610500003004711299118:30 AM* 006811040153040000000353327478:45 AM* 0063362411600900005004561315179:00 AM* 2071451302300900001000563041020Max. 15 min. 2 0 71 45 2 9 1 230 0 1200001000567641020Pk. Hr. Vol. 2 0 256 119 5 20 1 704 0 27000018001831351298 558:00 AMPeakIntersection Traffic in Pk. Hr. = 1298 Peak Hr. Factor0.799:00 AMHourIntersection Pdstrns in Pk. Hr. = 553:45 PM 0014049170225000000300532447684:00 PM 00131420702530500004013415469144:15 PM 00139390702300500005003445453154:30 PM 00174410702610600002004047527154:45 PM 0013650040278040000100452351585:00 PM 001455106023803000020053314496195:15 PM* 1017141090252014000040047512526305:30 PM* 0015646041284000000200458154435:45 PM* 00164470302820800007005824556196:00 PM* 0016255060297030000300618358996:15 PM 0015142071223012000090039710470316:30 PM 00179480701670900002006351146922Max. 15 min. 1 0 179 55 1 9 1 297 0 1400009016381458931Pk. Hr. Vol. 1 0 653 189 0 22 1 1115 0 250000160021123202215 615:00 PMPeakIntersection Traffic in Pk. Hr. = 2215 Peak Hr. Factor0.946:00 PMHourIntersection Pdstrns in Pk. Hr. = 61Thursday
Carlsbad Boulevard at Avenida Encinas
Lane Configuration for Intersection Capacity Utilization Page 2 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
8:00 AM to
9:00 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1 1
Config - (left) 2 1 1
urations 3 1 1 1
4 11
5
6
Outside 7
Free-flow
Lane Settings 021120000020
Capacity 0 4000 1800 1800 4000 000004000 0
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 2 256 119 21 704 0000018313
Adjusted Hourly Volume 0 258 119 21 704 000001960
Utilization Factor 0.00 0.06 0.07 0.01 0.18 0.00 0.00 0.00 0.00 0.00 0.05 0.00
Critical Factors 0.00 0.18 0.00 0.05
ICU Ratio = 0.33 LOS = A
Turning Movements at Intersection of :Carlsbad Boulevard and Avenida Encinas
Time :
to North Approach Carlsbad Boulevard
Date :
Day : Thursday 995 Total
Name : Dale, Deanna 725 270 Subtotals
1
Sub - 0 704 21 Sub -
Totals totals totals Totals
W E
e 185 a
s 185 0 013s
t 0 0 183 196 t
000335
A North A
p 139 p
p p
r r
2 256 119 Avenida Encinas
0
Subtotals 704 377
Total 1081
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
08/12/10
9:00 AM
8:00 AM
Carlsbad Boulevard at Avenida Encinas
Lane Configuration for Intersection Capacity Utilization Page 3 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
5:00 PM to
6:00 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1 1
Config - (left) 2 1 1
urations 3 1 1 1
4 11
5
6
Outside 7
Free-flow
Lane Settings 021120000020
Capacity 0 4000 1800 1800 4000 000004000 0
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 1 653 189 23 1115 0000021123
Adjusted Hourly Volume 0 654 189 23 1115 000002340
Utilization Factor 0.00 0.16 0.11 0.01 0.28 0.00 0.00 0.00 0.00 0.00 0.06 0.00
Critical Factors 0.00 0.28 0.00 0.06
ICU Ratio = 0.44 LOS = A
Turning Movements at Intersection of :Carlsbad Boulevard and Avenida Encinas
Time :
to North Approach Carlsbad Boulevard
Date :
Day : Thursday 1815 Total
Name : Dale, Deanna 1138 677 Subtotals
1
Sub - 0 1115 23 Sub -
Totals totals totals Totals
W E
e 212 a
s 212 0 023s
t 0 0 211 234 t
000445
A North A
p 211 p
p p
r r
1 653 189 Avenida Encinas
0
Subtotals 1115 843
Total 1958
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
08/12/10
6:00 PM
5:00 PM
CITY OF CARLSBAD CITY OF CARLSBAD
TRAFFIC MONITORING PROGRAMTRAFFIC MONITORING PROGRAM
SUMMER 2010SUMMER 2010
INTERSECTION ANALYSIS SUMMARY
Intersection Number: 37
Intersection Location: Rancho Santa Fe Road &
San Elijo Road
Contents: Turn Movement Count Summary Page 1
(A.M. and P.M.)
A.M. Peak Hour ICU Analysis and Page 2
Turn Movement Diagram
P.M. Peak Hour ICU Analysis and Page 3
Turn Movement Diagram
RICK ENGINEERING COMPANY TURNING MOVEMENT ANALYSISPage 1 of 3City : CarlsbadIntersection of :N/S Street : Rancho Santa Fe RoadFile : 2010 Int #37E/W Street : San Elijo RoadData Collected by : Chris, FernandoCount Date : Day :Traffic Control :Signalized08/05/10 Weather : SunnySouth Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB)15 min TotalEnd of 15min. prd. LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds VehiclesPeds6:15 AM 00362302167000000040003017206:30 AM 0069282311780000010105112038926:45 AM 00943901202360000000167005055307:00 AM 201063404028800000021784011062727:15 AM 001075226022300000011481015255257:30 AM 001326705028801000002211018073217:45 AM 001714805028200000001811019070708:00 AM* 0020352111127100000002160015076918:15 AM* 001636709126800000102182136076608:30 AM* 001426109027400000002381015074008:45 AM* 1018281118129100000001961113078519:00 AM 001916901902800000100146201807260Max. 15 min. 2 0 203 81 2 19 1 2910100112238413627855Pk. Hr. Vol. 1 0 690 261 2 47 3 11040000010868427903060 27:45 AMPeakIntersection Traffic in Pk. Hr. = 3060 Peak Hr. Factor0.978:45 AMHourIntersection Pdstrns in Pk. Hr. = 23:45 PM 0026716402402192000000802214077404:00 PM 1029818502741990000020111408083904:15 PM 0030318903212183000000902012085004:30 PM 01314164026020300000001082012083004:45 PM 0030118702401990020110972020083405:00 PM 0125718402031880000000970019076905:15 PM* 00310218139121010001001005029091415:30 PM* 00316233333123230000101204024096735:45 PM* 10299234042418410000201213116090806:00 PM* 0025818703901750000010111208178116:15 PM 0024819002801790000100802018074606:30 PM 002512254262158100000086311807714Max. 15 min. 1 1 316 234 4 42 4 2323020120121522919674Pk. Hr. Vol. 1 0 1183 872 4 153 6 80150001404521417713570 55:00 PMPeakIntersection Traffic in Pk. Hr. = 3570 Peak Hr. Factor0.926:00 PMHourIntersection Pdstrns in Pk. Hr. = 5Thursday
Rancho Santa Fe Road at San Elijo Road
Lane Configuration for Intersection Capacity Utilization Page 2 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
7:45 AM to
8:45 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1111
Config - (left) 2 1 1 1 1 1
urations 3 1 1 1
41 1 1
511
61
Outside 7
Free-flow
Lane Settings 131231110211
Capacity 1800 6000 1800 3600 6000 1800 1800 2000 0 3600 2000 1800
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 1 690 261 50 1104 0001872279
Adjusted Hourly Volume 1 690 261 50 1104 0010872279
Utilization Factor 0.00 0.12 0.15 0.01 0.18 0.00 0.00 0.00 0.00 0.24 0.00 0.04
Critical Factors 0.00 0.18 0.00 0.24
ICU Ratio = 0.52 LOS = A
Turning Movements at Intersection of :Rancho Santa Fe Road and San Elijo Road
Time :
to North Approach Rancho Santa Fe Road
Date :
Day : Thursday 1926 Total
Name : Chris, Fernando 1154 772 Subtotals
3
Sub - 0 1104 50 Sub -
Totals totals totals Totals
W E
e3 a
s4 0 079s
t 1 0 2 953 t
1 872 4 1265
A North A
p 312 p
p p
r r
1 690 261 San Elijo Road
0
Subtotals 1973 952
Total 2925
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
08/05/10
8:45 AM
7:45 AM
Rancho Santa Fe Road at San Elijo Road
Lane Configuration for Intersection Capacity Utilization Page 3 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
5:00 PM to
6:00 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1 1 1 1
Config - (left) 2 1 1 1 1 1
urations 3 1 1 1
4 1 1 1
5 1 1
6 1
Outside 7
Free-flow
Lane Settings 131231110211
Capacity 1800 6000 1800 3600 6000 1800 1800 2000 0 3600 2000 1800
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 1 1183 872 159 801 5014466177
Adjusted Hourly Volume 1 1183 872 159 801 5050466177
Utilization Factor 0.00 0.20 0.48 0.04 0.13 0.00 0.00 0.00 0.00 0.13 0.00 0.04
Critical Factors 0.48 0.04 0.00 0.13
ICU Ratio = 0.75 LOS = C
Turning Movements at Intersection of :Rancho Santa Fe Road and San Elijo Road
Time :
to North Approach Rancho Santa Fe Road
Date :
Day : Thursday 2231 Total
Name : Chris, Fernando 965 1266 Subtotals
6
Sub - 5 801 159 Sub -
Totals totals totals Totals
W E
e7 a
s12 0 077s
t 5 1 1 544 t
4 466 14 1584
A North A
p 1040 p
p p
r r
1 1183 872 San Elijo Road
0
Subtotals 1257 2056
Total 3313
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
08/05/10
6:00 PM
5:00 PM
CITY OF CARLSBAD CITY OF CARLSBAD
TRAFFIC MONITORING PROGRAMTRAFFIC MONITORING PROGRAM
SUMMER 2010SUMMER 2010
INTERSECTION ANALYSIS SUMMARY
Intersection Number: 38
Intersection Location: Rancho Santa Fe Road &
La Costa Avenue
Contents: Turn Movement Count Summary Page 1
(A.M. and P.M.)
A.M. Peak Hour ICU Analysis and Page 2
Turn Movement Diagram
P.M. Peak Hour ICU Analysis and Page 3
Turn Movement Diagram
RICK ENGINEERING TURNING MOVEMENT ANALYSISPage 1 of 3City : CarlsbadIntersection of :N/S Street : Rancho Santa Fe RoadFile : 2010 Int #38E/W Street : La Costa AvenueData Collected by : Deanna, DaleCount Date : Day :Traffic Control :Signalized08/05/10 Weather : SunnySouth Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB)15 min TotalEnd of 15min. prd. LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds VehiclesPeds6:15 AM 202800201612901301500163025106:30 AM 30501010259320301211220115040826:45 AM 20880060331440270411120218054417:00 AM 20972370367440290912140129359477:15 AM 217600503375003817200101212056207:30 AM 4 0 103 1 0 11 0 386 70 0 48 0 10 27 0 14 0 17 15 0 706 07:45 AM 12 2 121 1 0 12 0 387 62 2 50 0 6 31 6 3 0 28 20 2 735 108:00 AM 13 0 134 3 1 10 0 432 67 0 59 0 8 27 3 8 0 26 16 2 803 68:15 AM* 26 0 127 5 0 11 0 393 74 0 68 0 13 29 0 7 0 27 10 0 790 08:30 AM* 16 0 151 3 0 12 1 441 67 0 43 0 16 27 1 9 1 24 10 0 821 18:45 AM* 15 3 122 7 0 16 0 431 51 0 90 0 10 27 0 9 0 32 14 0 827 09:00 AM* 30 3 193 4 1 33 0 402 79 0 76 2 51 57 1 7 0 23 15 0 975 2Max. 15 min. 30 3 193 7 3 33 1 441 79 2 90 2 51 57 6 14 1 32 20 3 975 10Pk. Hr. Vol. 87 6 593 19 1 72 1 1667 271 0 277 2 90 140 2 32 1 106 49 0 3413 38:00 AMPeakIntersection Traffic in Pk. Hr. = 3413 Peak Hr. Factor0.889:00 AMHourIntersection Pdstrns in Pk. Hr. = 33:45 PM 365330327021947080026315701912282294:00 PM 48 6 374 2 1 22 0 229 72 2 89 0 29 31 4 13 0 24 24 3 963 104:15 PM 41 3 366 5 0 27 0 205 58 0 101 0 47 22 0 8 0 29 14 0 926 04:30 PM 46 1 365 11 0 37 0 197 59 0 62 0 46 35 0 6 1 22 30 0 918 04:45 PM 39 4 361 6 0 25 1 225 89 7 86 0 31 31 2 7 0 14 14 0 933 95:00 PM 42 5 346 4 0 26 0 195 60 0 77 0 33 33 0 8 0 16 30 2 875 25:15 PM* 52 2 415 4 2 20 0 247 64 0 113 0 29 30 0 11 0 23 18 4 1028 65:30 PM* 50 2 366 10 2 36 0 259 63 0 104 0 37 31 0 5 0 20 22 2 1005 45:45 PM* 48 4 414 8 0 20 0 235 58 0 76 0 40 31 1 9 0 19 20 0 982 16:00 PM* 37 2 347 11 0 27 0 186 70 0 81 0 46 33 0 11 0 23 21 2 895 26:15 PM 36 3 288 3 1 18 0 206 63 0 86 0 41 26 0 6 0 13 20 0 809 16:30 PM 54 1 315 7 0 26 0 201 56 0 102 0 53 31 2 16 0 23 18 0 903 2Max. 15 min. 54 6 415 11 2 37 1 259 89 7 113 0 53 35 5 16 1 29 30 4 1028 10Pk. Hr. Vol. 187 10 1542 33 4 103 0 927 255 0 374 0 152 125 1 36 0 85 81 8 3910 135:00 PMPeakIntersection Traffic in Pk. Hr. = 3910 Peak Hr. Factor0.956:00 PMHourIntersection Pdstrns in Pk. Hr. = 13Thursday
Rancho Santa Fe Road at La Costa Avenue
Lane Configuration for Intersection Capacity Utilization Page 2 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
8:00 AM to
9:00 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1111
Config - (left) 2 1 1 1 1
urations 3 1 1 1 1 1 1
41 1
511 11
6
Outside 7
Free-flow
Lane Settings 230230120120
Capacity 3600 6000 0 3600 6000 0 1800 4000 0 1800 4000 0
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 93 593 19 73 1667 271 279 90 140 33 106 49
Adjusted Hourly Volume 93 612 0 73 1938 0 279 230 0 33 155 0
Utilization Factor 0.03 0.10 0.00 0.02 0.32 0.00 0.16 0.06 0.00 0.02 0.04 0.00
Critical Factors 0.03 0.32 0.16 0.04
ICU Ratio = 0.65 LOS = B
Turning Movements at Intersection of :Rancho Santa Fe Road and La Costa Avenue
Time :
to North Approach Rancho Santa Fe Road
Date :
Day : Thursday 2931 Total
Name : Deanna, Dale 2011 920 Subtotals
1
Sub - 271 1667 73 Sub -
Totals totals totals Totals
W E
e 466 a
s 975 2 279 49 s
t 509 90 106 188 t
140 33 1 370
A North A
p 182 p
p p
r r
93 593 19 La Costa Avenue
6
Subtotals 1845 705
Total 2550
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
08/05/10
9:00 AM
8:00 AM
Rancho Santa Fe Road at La Costa Avenue
Lane Configuration for Intersection Capacity Utilization Page 3 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
5:00 PM to
6:00 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1 1 1 1
Config - (left) 2 1 1 1 1
urations 3 1 1 1 1 1 1
4 1 1
5 11 11
6
Outside 7
Free-flow
Lane Settings 230230120120
Capacity 3600 6000 0 3600 6000 0 1800 4000 0 1800 4000 0
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 197 1542 33 103 927 255 374 152 125 36 85 81
Adjusted Hourly Volume 197 1575 0 103 1182 0 374 277 0 36 166 0
Utilization Factor 0.05 0.26 0.00 0.03 0.20 0.00 0.21 0.07 0.00 0.02 0.04 0.00
Critical Factors 0.26 0.03 0.21 0.04
ICU Ratio = 0.64 LOS = B
Turning Movements at Intersection of :Rancho Santa Fe Road and La Costa Avenue
Time :
to North Approach Rancho Santa Fe Road
Date :
Day : Thursday 3282 Total
Name : Deanna, Dale 1285 1997 Subtotals
0
Sub - 255 927 103 Sub -
Totals totals totals Totals
W E
e 527 a
s 1178 0 374 81 s
t 651 152 85 202 t
125 36 0 490
A North A
p 288 p
p p
r r
197 1542 33 La Costa Avenue
10
Subtotals 1098 1772
Total 2870
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
08/05/10
6:00 PM
5:00 PM
CITY OF CARLSBAD CITY OF CARLSBAD
TRAFFIC MONITORING PROGRAMTRAFFIC MONITORING PROGRAM
SUMMER 2010SUMMER 2010
INTERSECTION ANALYSIS SUMMARY
Intersection Number: 39
Intersection Location: Rancho Santa Fe Road &
Olivenhain Road / Camino Alvaro
Contents: Turn Movement Count Summary Page 1
(A.M. and P.M.)
A.M. Peak Hour ICU Analysis and Page 2
Turn Movement Diagram
P.M. Peak Hour ICU Analysis and Page 3
Turn Movement Diagram
RICK ENGINEERING TURNING MOVEMENT ANALYSISPage 1 of 3City : CarlsbadIntersection of :N/S Street : Olivenhain Road/Camino AlvaroFile : 2010 Int #39E/W Street : Rancho Santa Fe RoadData Collected by : Billy, MichaelCount Date : Day :Traffic Control :Signalized08/05/10 Weather : SunnySouth Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB)15 min TotalEnd of 15min. prd. LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds VehiclesPeds6:15 AM 120010101000014413401401220836:30 AM 2300500001000341006701950033506:45 AM 27001101013000432019702230042617:00 AM 3304801011000592508903021052407:15 AM 2100902011010602907422731047407:30 AM 50001203014120831418402654152237:45 AM 760010010210107511011702991059408:00 AM 780028000100009810010602802060308:15 AM* 770300402701011025013703446071608:30 AM* 600019020320001082718604084071918:45 AM* 7900270000000013033010313144069109:00 AM* 740056430100001403801010339307554Max. 15 min. 79 0 4 56440371201403811372408627554Pk. Hr. Vol. 290 0 3 10249069010488123142711405 17 0 2881 58:00 AMPeakIntersection Traffic in Pk. Hr. = 2881 Peak Hr. Factor0.959:00 AMHourIntersection Pdstrns in Pk. Hr. = 53:45 PM 8400111050510052216405502177077504:00 PM 9103125000020022155706102077077004:15 PM* 8500125050200012898705201806083204:30 PM* 76021150000330029488039023711086534:45 PM* 6302117010030103097004802156083505:00 PM* 70041110201000231210404102146086705:15 PM 850385020120202679704802166081405:30 PM 760497010310002626905302015077205:45 PM 510985000000302143704001739062106:00 PM 700177010110422534422601703065326:15 PM 620739050100002959805701427071306:30 PM 48037700001011148330441185505470Max. 15 min. 91 0 9 1250505334531210426112371108673Pk. Hr. Vol. 294 0 8 468080363131204 349 0 180 0 846 29 0 3399 34:00 PMPeakIntersection Traffic in Pk. Hr. = 3399 Peak Hr. Factor0.985:00 PMHourIntersection Pdstrns in Pk. Hr. = 3Thursday
Olivenhain Road/Camino Alvaro at Rancho Santa Fe Road
Lane Configuration for Intersection Capacity Utilization Page 2 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
8:00 AM to
9:00 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1 1111 1
Config - (left) 2 1 1 1 1
urations 3 1 1
411
5 1
6
Outside 7
Free-flow 1
Lane Settings 210010121221
Capacity 3600 2000 0 0 2000 0 1800 4000 1800 3600 4000 1800
Are the North/South phases split (Y/N)? Y
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 290 3 102 96914881234271405 17
Adjusted Hourly Volume 290 3 0 0 24 0 1 488 123 427 1405 17
Utilization Factor 0.08 0.00 0.00 0.00 0.01 0.00 0.00 0.12 0.07 0.12 0.35 0.01
Critical Factors 0.08 0.01 0.00 0.35
ICU Ratio = 0.54 LOS = A
Turning Movements at Intersection of :Olivenhain Road/Camino Alvaro and Rancho Santa Fe Road
Time :
to North Approach Olivenhain Road/Camino Alvaro
Date :
Day : Thursday 45 Total
Name : Billy, Michael 24 21 Subtotals
0
Sub - 9 6 9 Sub -
Totals totals totals Totals
W E
e 1704 a
s 2316 0 117s
t 612 488 1405 1849 t
123 427 1 2449
A North A
p 600 p
p p
r r
290 3 102 Rancho Santa Fe Road
0
Subtotals 555 395
Total 950
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
08/05/10
9:00 AM
8:00 AM
Olivenhain Road/Camino Alvaro at Rancho Santa Fe Road
Lane Configuration for Intersection Capacity Utilization Page 3 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
4:00 PM to
5:00 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1 1111 1
Config - (left) 2 1 1 1 1
urations 3 1 1
4 1 1
5 1
6
Outside 7
Free-flow 1
Lane Settings 210010121221
Capacity 3600 2000 0 0 2000 0 1800 4000 1800 3600 4000 1800
Are the North/South phases split (Y/N)? Y
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 294 8 468 83641204 349 180 846 29
Adjusted Hourly Volume 294 8 0 0 17 0 4 1204 349 180 846 29
Utilization Factor 0.08 0.00 0.00 0.00 0.01 0.00 0.00 0.30 0.19 0.05 0.21 0.02
Critical Factors 0.08 0.01 0.30 0.05
ICU Ratio = 0.54 LOS = A
Turning Movements at Intersection of :Olivenhain Road/Camino Alvaro and Rancho Santa Fe Road
Time :
to North Approach Olivenhain Road/Camino Alvaro
Date :
Day : Thursday 55 Total
Name : Billy, Michael 17 38 Subtotals
0
Sub - 6 3 8 Sub -
Totals totals totals Totals
W E
e 1149 a
s 2706 3 429s
t 1557 1204 846 1055 t
349 180 0 2735
A North A
p 1680 p
p p
r r
294 8 468 Rancho Santa Fe Road
0
Subtotals 532 770
Total 1302
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
08/05/10
5:00 PM
4:00 PM
CITY OF CARLSBAD CITY OF CARLSBAD
TRAFFIC MONITORING PROGRAMTRAFFIC MONITORING PROGRAM
SUMMER 2010SUMMER 2010
INTERSECTION ANALYSIS SUMMARY
Intersection Number: 40
Intersection Location: Carlsbad Village Drive &
State Street
Contents: Turn Movement Count Summary Page 1
(A.M. and P.M.)
A.M. Peak Hour ICU Analysis and Page 2
Turn Movement Diagram
P.M. Peak Hour ICU Analysis and Page 3
Turn Movement Diagram
RICK ENGINEERING COMPANY TURNING MOVEMENT ANALYSISPage 1 of 3City : CarlsbadIntersection of :N/S Street : State Street File : 2010 Int #40E/W Street : Carlsbad Village Drive Data Collected by : Jordan, LizzyCount Date : Day :Traffic Control :Signalized07/21/10 Weather : Light RainSouth Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB)15 min TotalEnd of 15min. prd. LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds VehiclesPeds6:15 AM 00100404013015001014114326:30 AM 10000103101021012026225836:45 AM 40102704431029212037709867:00 AM 602005062000425030445112017:15 AM 2010050311004711303111110537:30 AM 600023051340392130538012467:45 AM* 20415605020052813083113175118:00 AM* 5000090871205112301029119748:15 AM* 8070030202204622408810517298:30 AM* 20302605218051253049114142128:45 AM 20302605218051253049114142129:00 AM 7011308092010562140771211922Max. 15 min. 8 0 1135909738056854010212519712Pk. Hr. Vol. 17 0 14 1 7 24 0 20 9 6 12 0 200 13 10 13 0 322 41 13 686 367:30 AMPeakIntersection Traffic in Pk. Hr. = 686 Peak Hr. Factor0.878:30 AMHourIntersection Pdstrns in Pk. Hr. = 363:45 PM 30887180137119011162460872612302544:00 PM 907421701132390933101501211311305464:15 PM 605422005319011851670133178332274:30 PM 707322701191030119716701252019345474:45 PM* 110985200166980106617601151312324435:00 PM* 11044425012396013278811401927372485:15 PM* 15095124089117012434801181916349325:30 PM* 909652801451670110917110124247356455:45 PM 800672901144501254570110145323216:00 PM 90430220134715014059701091124342406:15 PM 70430180311015014111370100113311266:30 PM 20222270857301555530125151135225Max. 15 min. 15098729016923150155924151140262737254Pk. Hr. Vol. 46 0 31 23 15 97 0 50 23 45 28 0 472 25 46 33 1 497 75 62 1401 1684:30 PMPeakIntersection Traffic in Pk. Hr. = 1401 Peak Hr. Factor0.945:30 PMHourIntersection Pdstrns in Pk. Hr. = 168Wednesday
State Street at Carlsbad Village Drive
Lane Configuration for Intersection Capacity Utilization Page 2 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
7:30 AM to
8:30 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1
Config - (left) 2 1111111 1
urations 3 1 1
41111
5
6
Outside 7
Free-flow
Lane Settings 010010120120
Capacity 0 2000 0 0 2000 0 1800 4000 0 1800 4000 0
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 17 14 1 24 20 9 12 200 13 13 322 41
Adjusted Hourly Volume 0 32 0 0 53 0 12 213 0 13 363 0
Utilization Factor 0.00 0.02 0.00 0.00 0.03 0.00 0.01 0.05 0.00 0.01 0.09 0.00
Critical Factors 0.00 0.03 0.01 0.09
ICU Ratio = 0.23 LOS = A
Turning Movements at Intersection of :State Street and Carlsbad Village Drive
Time :
to North Approach State Street
Date :
Day : Wednesday 120 Total
Name : Jordan, Lizzy 53 67 Subtotals
0
Sub - 9 20 24 Sub -
Totals 8 totals Totals
W E
e 348 a
s 573 0 12 41 s
t 225 200 322 376 t
13 13 0 601
A North A
p 225 p
p p
r r
17 14 1 Carlsbad Village Drive
0
Subtotals 46 32
Total 78
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
07/21/10
8:30 AM
7:30 AM
State Street at Carlsbad Village Drive
Lane Configuration for Intersection Capacity Utilization Page 3 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
4:30 PM to
5:30 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1
Config - (left) 2 1111111 1
urations 3 1 1
4 11 11
5
6
Outside 7
Free-flow
Lane Settings 010010120120
Capacity 0 2000 0 0 2000 0 1800 4000 0 1800 4000 0
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 46 31 23 97 50 23 28 472 25 34 497 75
Adjusted Hourly Volume 0 100 0 0 170 0 28 497 0 34 572 0
Utilization Factor 0.00 0.05 0.00 0.00 0.09 0.00 0.02 0.12 0.00 0.02 0.14 0.00
Critical Factors 0.00 0.09 0.02 0.14
ICU Ratio = 0.35 LOS = A
Turning Movements at Intersection of :State Street and Carlsbad Village Drive
Time :
to North Approach State Street
Date :
Day : Wednesday 304 Total
Name : Jordan, Lizzy 170 134 Subtotals
0
Sub - 23 50 97 Sub -
Totals 8 totals Totals
W E
e 566 a
s 1091 0 28 75 s
t 525 472 497 606 t
25 34 1 1199
A North A
p 593 p
p p
r r
46 31 23 Carlsbad Village Drive
0
Subtotals 108 100
Total 208
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
07/21/10
5:30 PM
4:30 PM
CITY OF CARLSBAD CITY OF CARLSBAD
TRAFFIC MONITORING PROGRAMTRAFFIC MONITORING PROGRAM
SUMMER 2010SUMMER 2010
INTERSECTION ANALYSIS SUMMARY
Intersection Number: 41
Intersection Location: Carlsbad Village Drive &
Harding Street
Contents: Turn Movement Count Summary Page 1
(A.M. and P.M.)
A.M. Peak Hour ICU Analysis and Page 2
Turn Movement Diagram
P.M. Peak Hour ICU Analysis and Page 3
Turn Movement Diagram
RICK ENGINEERING COMPANY TURNING MOVEMENT ANALYSISPage 1 of 3City : CarlsbadIntersection of :N/S Street : Harding Street File : 2010 Int #41E/W Street : Carlsbad Village Drive Data Collected by : Abraham, JovvanCount Date : Day :Traffic Control :Signalized07/21/10 Weather : Light RainSouth Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB)15 min TotalEnd of 15min. prd. LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds VehiclesPeds6:15 AM 200801002000030206628519916:30 AM 30570140300204231843610213736:45 AM 5049090600105830555313017107:00 AM 5028024071130551092587218237:15 AM 408111190100107521103838022527:30 AM 3071012305200059321097310021437:45 AM 90725319011000885327612715333098:00 AM 901822218071020825218513913133958:15 AM* 8017155200722007235257140212337148:30 AM* 1001516222030140996522411916033688:45 AM* 1009162220301409965176136244352129:00 AM* 120221952801220401065529417528044610Max. 15 min. 12 0 22 25 5 28 0 1222401066529917528444614Pk. Hr. Vol. 40 0 63 66 14 92 0 25 4 4 12 0 376 20 20 93 21 570 89 6 1471 448:00 AMPeakIntersection Traffic in Pk. Hr. = 1471 Peak Hr. Factor0.829:00 AMHourIntersection Pdstrns in Pk. Hr. = 443:45 PM 80161622408013024748156143161506124:00 PM 701323936012114015356257225181529174:15 PM 602424433083031224510245186166562204:30 PM* 14018206260131050221104226226284610144:45 PM* 11022277190620311968127519323054385:00 PM* 120122411320132430236104217200203592225:15 PM* 7020263320830402498122216922057245:30 PM 8025175250510112077137420117255685:45 PM 110212863909323222262247171162562126:00 PM 3021231232090020208613248179142529276:15 PM 90172011350700100197813203167164509286:30 PM 90169229081030178102981771704852Max. 15 min. 14 0 25 28 12 39 0 13 3 4 10 2 249 10 13 37 8 226 28 6 610 28Pk. Hr. Vol. 44 0 72 97 27 109 0 40 8 4 15 1 902 36 10 92 20 788 93 7 2317 484:15 PMPeakIntersection Traffic in Pk. Hr. = 2317 Peak Hr. Factor0.955:15 PMHourIntersection Pdstrns in Pk. Hr. = 48Wednesday
Harding Street at Carlsbad Village Drive
Lane Configuration for Intersection Capacity Utilization Page 2 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
8:00 AM to
9:00 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1
Config - (left) 2 1111111 1
urations 3 1 1
41111
5
6
Outside 7
Free-flow
Lane Settings 010010120120
Capacity 0 2000 0 0 2000 0 1800 4000 0 1800 4000 0
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 40 63 66 92 25 4 12 376 20 114 570 89
Adjusted Hourly Volume 0 169 0 0 121 0 12 396 0 114 659 0
Utilization Factor 0.00 0.08 0.00 0.00 0.06 0.00 0.01 0.10 0.00 0.06 0.16 0.00
Critical Factors 0.08 0.00 0.01 0.16
ICU Ratio = 0.35 LOS = A
Turning Movements at Intersection of :Harding Street and Carlsbad Village Drive
Time :
to North Approach Harding Street
Date :
Day : Wednesday 285 Total
Name : Abraham, Jovvan 121 164 Subtotals
0
Sub - 4 25 92 Sub -
Totals totals totals Totals
W E
e 614 a
s 1022 0 12 89 s
t 408 376 570 773 t
20 114 21 1328
A North A
p 555 p
p p
r r
40 63 66 Carlsbad Village Drive
0
Subtotals 138 169
Total 307
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
07/21/10
9:00 AM
8:00 AM
Harding Street at Carlsbad Village Drive
Lane Configuration for Intersection Capacity Utilization Page 3 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
4:15 PM to
5:15 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1
Config - (left) 2 1111111 1
urations 3 1 1
4 11 11
5
6
Outside 7
Free-flow
Lane Settings 010010120120
Capacity 0 2000 0 0 2000 0 1800 4000 0 1800 4000 0
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 44 72 97 109 40 8 16 902 36 112 788 93
Adjusted Hourly Volume 0 213 0 0 157 0 16 938 0 112 881 0
Utilization Factor 0.00 0.11 0.00 0.00 0.08 0.00 0.01 0.23 0.00 0.06 0.22 0.00
Critical Factors 0.11 0.00 0.23 0.06
ICU Ratio = 0.50 LOS = A
Turning Movements at Intersection of :Harding Street and Carlsbad Village Drive
Time :
to North Approach Harding Street
Date :
Day : Wednesday 337 Total
Name : Abraham, Jovvan 157 180 Subtotals
0
Sub - 8 40 109 Sub -
Totals totals totals Totals
W E
e 841 a
s 1795 1 16 93 s
t 954 902 788 993 t
36 112 20 2121
A North A
p 1128 p
p p
r r
44 72 97 Carlsbad Village Drive
0
Subtotals 168 213
Total 381
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
07/21/10
5:15 PM
4:15 PM
CITY OF CARLSBAD CITY OF CARLSBAD
TRAFFIC MONITORING PROGRAMTRAFFIC MONITORING PROGRAM
SUMMER 2010SUMMER 2010
INTERSECTION ANALYSIS SUMMARY
Intersection Number: 42
Intersection Location: Poinsettia Lane &
Aviara Parkway
Contents: Turn Movement Count Summary Page 1
(A.M. and P.M.)
A.M. Peak Hour ICU Analysis and Page 2
Turn Movement Diagram
P.M. Peak Hour ICU Analysis and Page 3
Turn Movement Diagram
RICK ENGINEERING TURNING MOVEMENT ANALYSISPage 1 of 3City : CarlsbadIntersection of :N/S Street : Aviara ParkwayFile : 2010 Int #42E/W Street : Poinsettia Lane Data Collected by : Abe, JovvanCount Date : Day :Traffic Control :Signalized08/11/10 Weather : SunnySouth Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB)15 min TotalEnd of 15min. prd. LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds VehiclesPeds6:15 AM 25011010041011211112110191010736:30 AM 35011000081201401310100294013616:45 AM 31015002061501602715120484018117:00 AM 2902600201313241028240004213023127:15 AM 500291010171402302116000562023007:30 AM 340270050132006404119000649029607:45 AM 6104512802621065060300105513038628:00 AM 58036207016212105063410115120042228:15 AM* 48053105016322111057250004312040328:30 AM* 51035006035180114060521106210044418:45 AM* 6004320802822087052350516621043009:00 AM* 76 0 45 6 0 15 1 30 23 0 100 0 71 43 0 1 2 57 15 0 485 0Max. 15 min. 76 0 53 6 2 15 1 35 32 2 114 1 71 52 1 5 2 66 21 0 485 3Pk. Hr. Vol. 235 0 176 9 0 34 1 109 95 2 412 0 240 155 1 7 3 228 58 0 1762 38:00 AMPeakIntersection Traffic in Pk. Hr. = 1762 Peak Hr. Factor0.919:00 AMHourIntersection Pdstrns in Pk. Hr. = 33:45 PM 56 0 28 0 0 11 0 57 51 0 30 0 45 67 0 4 0 43 5 0 397 04:00 PM 65 0 42 0 0 14 0 64 48 0 22 1 41 77 0 1 0 38 13 0 426 04:15 PM 54 0 38 3 0 14 2 58 64 0 26 0 54 80 0 7 2 60 15 0 477 04:30 PM 56 0 48 0 0 22 0 71 58 0 26 0 61 59 0 7 0 41 11 0 460 04:45 PM 61 0 33 1 0 18 0 84 65 0 30 0 58 83 0 1 0 54 17 0 505 05:00 PM* 68 0 55 3 0 21 0 65 81 0 31 0 76 74 0 6 0 55 11 0 546 05:15 PM* 79 0 42 2 0 11 0 92 116 0 40 0 69 79 0 5 0 76 18 0 629 05:30 PM* 72 0 53 0 0 20 0 97 118 0 23 0 75 94 0 5 2 86 12 0 657 05:45 PM* 78 0 48 0 0 24 0 70 85 0 28 0 79 81 0 2 2 67 6 0 570 06:00 PM 71 0 57 2 1 21 0 64 58 2 28 0 67 71 1 3 0 69 18 0 529 46:15 PM 49 0 40 4 0 16 0 64 67 0 24 0 86 63 0 10 1 60 20 0 504 06:30 PM 500461070262501603136022701803300Max. 15 min. 79 0 57 4 1 24 2 97 118 2 40 1 86 94 1 10 2 86 20 0 657 4Pk. Hr. Vol. 297 0 198 5 0 76 0 324 400 0 122 0 299 328 0 18 4 284 47 0 2402 04:45 PMPeakIntersection Traffic in Pk. Hr. = 2402 Peak Hr. Factor0.915:45 PMHourIntersection Pdstrns in Pk. Hr. = 0Wednesday
Aviara Parkway at Poinsettia Lane
Lane Configuration for Intersection Capacity Utilization Page 2 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
8:00 AM to
9:00 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1111
Config - (left) 2 1 1 1 1
urations 3 1 1 1 1 1 1
411 1
51
6
Outside 7
Free-flow
Lane Settings 220120212120
Capacity 3600 4000 0 1800 4000 0 3600 2000 3600 1800 4000 0
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 235 176 9 35 109 95 412 240 155 10 228 58
Adjusted Hourly Volume 235 185 0 35 204 0 420 240 155 10 286 0
Utilization Factor 0.07 0.05 0.00 0.02 0.05 0.00 0.12 0.12 0.04 0.01 0.07 0.00
Critical Factors 0.07 0.05 0.12 0.07
ICU Ratio = 0.41 LOS = A
Turning Movements at Intersection of :Aviara Parkway and Poinsettia Lane
Time :
to North Approach Aviara Parkway
Date :
Day : Wednesday 886 Total
Name : Abe, Jovvan 239 647 Subtotals
1
Sub - 95 109 35 Sub -
Totals totals totals Totals
W E
e 558 a
s 1365 0 412 58 s
t 807 240 228 296 t
155 10 3 582
A North A
p 286 p
p p
r r
235 176 9 Poinsettia Lane
0
Subtotals 271 420
Total 691
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
08/11/10
9:00 AM
8:00 AM
Aviara Parkway at Poinsettia Lane
Lane Configuration for Intersection Capacity Utilization Page 3 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
4:45 PM to
5:45 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1 1 1 1
Config - (left) 2 1 1 1 1
urations 3 1 1 1 1 1 1
4 11 1
5 1
6
Outside 7
Free-flow
Lane Settings 220120212120
Capacity 3600 4000 0 1800 4000 0 3600 2000 3600 1800 4000 0
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 297 198 5 76 324 400 122 299 328 22 284 47
Adjusted Hourly Volume 297 203 0 76 724 0 122 299 328 22 331 0
Utilization Factor 0.08 0.05 0.00 0.04 0.18 0.00 0.03 0.15 0.09 0.01 0.08 0.00
Critical Factors 0.08 0.18 0.15 0.01
ICU Ratio = 0.52 LOS = A
Turning Movements at Intersection of :Aviara Parkway and Poinsettia Lane
Time :
to North Approach Aviara Parkway
Date :
Day : Wednesday 1167 Total
Name : Abe, Jovvan 800 367 Subtotals
0
Sub - 400 324 76 Sub -
Totals totals totals Totals
W E
e 981 a
s 1730 0 122 47 s
t 749 299 284 353 t
328 22 4 737
A North A
p 384 p
p p
r r
297 198 5 Poinsettia Lane
0
Subtotals 670 500
Total 1170
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
08/11/10
5:45 PM
4:45 PM
CITY OF CARLSBAD CITY OF CARLSBAD
TRAFFIC MONITORING PROGRAMTRAFFIC MONITORING PROGRAM
SUMMER 2010SUMMER 2010
INTERSECTION ANALYSIS SUMMARY
Intersection Number: 43
Intersection Location: Poinsettia Lane & Paseo Del
Norte/Lowder Lane
Contents: Turn Movement Count Summary Page 1
(A.M. and P.M.)
A.M. Peak Hour ICU Analysis and Page 2
Turn Movement Diagram
P.M. Peak Hour ICU Analysis and Page 3
Turn Movement Diagram
RICK ENGINEERING TURNING MOVEMENT ANALYSISPage 1 of 3City : CarlsbadIntersection of :N/S Street : Paseo Del Norte/Lowder LaneFile : 2010 Int #43E/W Street : Poinsettia Lane Data Collected by : Erin, ChrisCount Date : Day :Traffic Control :Signalized08/11/10 Weather : SunnySouth Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB)15 min TotalEnd of 15min. prd. LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds VehiclesPeds6:15 AM 60101101290702400001152218636:30 AM 60210000350305201001185122226:45 AM 501000014301317430401317028307:00 AM 8024010059013010700201458034907:15 AM 5001020053015091310018111236237:30 AM 50132702740260153211019810148247:45 AM 100220901570370155402018514047808:00 AM 70140140076034022893102196059938:15 AM* 170400400660470187261019925155278:30 AM* 90032902780470224353020813159988:45 AM* 1001521202900390188509120211057529:00 AM* 501021100178051123332301922106103Max. 15 min. 17 0 10 5 2 14 0 2 90 0 51 1 23396912192526108Pk. Hr. Vol. 41 0 15 10 5 35 0 5 312 0 184 1 832 13 13 16 1 801 70 2 2336 208:00 AMPeakIntersection Traffic in Pk. Hr. = 2336 Peak Hr. Factor0.969:00 AMHourIntersection Pdstrns in Pk. Hr. = 203:45 PM 501101202550601186704016216151214:00 PM 1200201702470700185602020719056904:15 PM 801201602660460185854020211055154:30 PM 701332002580800197731019120158774:45 PM 701212201530830208332019911559295:00 PM 6021114014409102381001023111065015:15 PM* 5031018016206772251001029510070505:30 PM* 2022123007101010284736028023080145:45 PM* 601132906790930266834025918077066:00 PM* 9014221027201072267510023223374566:15 PM 4022117004408902261101022514263536:30 PM 10310110234086021551302081705861Max. 15 min. 12034329067901077284115602952358019Pk. Hr. Vol. 2207869109284036891042 30 7 11 0 1066 74 3 3021 165:00 PMPeakIntersection Traffic in Pk. Hr. = 3021 Peak Hr. Factor0.946:00 PMHourIntersection Pdstrns in Pk. Hr. = 16Wednesday
Paseo Del Norte/Lowder Lane at Poinsettia Lane
Lane Configuration for Intersection Capacity Utilization Page 2 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
8:00 AM to
9:00 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1111
Config - (left) 2 1 1 1 1 1 1
urations 3 1 1 1
41
51
6
Outside 7
Free-flow
Lane Settings 110110221120
Capacity 1800 2000 0 1800 2000 0 3600 4000 1800 1800 4000 0
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 41 15 10 35 5 312 185 832 13 17 801 70
Adjusted Hourly Volume 41 25 0 35 317 0 185 832 13 17 871 0
Utilization Factor 0.02 0.01 0.00 0.02 0.16 0.00 0.05 0.21 0.01 0.01 0.22 0.00
Critical Factors 0.02 0.16 0.05 0.22
ICU Ratio = 0.55 LOS = A
Turning Movements at Intersection of :Paseo Del Norte/Lowder Lane and Poinsettia Lane
Time :
to North Approach Paseo Del Norte/Lowder Lane
Date :
Day : Wednesday 621 Total
Name : Erin, Chris 352 269 Subtotals
0
Sub - 312 5 35 Sub -
Totals totals totals Totals
W E
e 1155 a
s 2185 1 185 70 s
t 1030 832 801 888 t
13 17 1 1766
A North A
p 878 p
p p
r r
41 15 10 Poinsettia Lane
0
Subtotals 34 66
Total 100
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
08/11/10
9:00 AM
8:00 AM
Paseo Del Norte/Lowder Lane at Poinsettia Lane
Lane Configuration for Intersection Capacity Utilization Page 3 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
5:00 PM to
6:00 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1 1 1 1
Config - (left) 2 1 1 1 1 1 1
urations 3 1 1 1
4 1
5 1
6
Outside 7
Free-flow
Lane Settings 110110221120
Capacity 1800 2000 0 1800 2000 0 3600 4000 1800 1800 4000 0
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 22 7 8 91 9 284 377 1042 30 11 1066 74
Adjusted Hourly Volume 22 15 0 91 293 0 377 1042 30 11 1140 0
Utilization Factor 0.01 0.01 0.00 0.05 0.15 0.00 0.10 0.26 0.02 0.01 0.29 0.00
Critical Factors 0.01 0.15 0.10 0.29
ICU Ratio = 0.65 LOS = B
Turning Movements at Intersection of :Paseo Del Norte/Lowder Lane and Poinsettia Lane
Time :
to North Approach Paseo Del Norte/Lowder Lane
Date :
Day : Wednesday 833 Total
Name : Erin, Chris 384 449 Subtotals
0
Sub - 284 9 91 Sub -
Totals totals totals Totals
W E
e 1381 a
s 2830 9 377 74 s
t 1449 1042 1066 1151 t
30 11 0 2292
A North A
p 1141 p
p p
r r
22 7 8 Poinsettia Lane
0
Subtotals 50 37
Total 87
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
08/11/10
6:00 PM
5:00 PM
CITY OF CARLSBAD CITY OF CARLSBAD
TRAFFIC MONITORING PROGRAMTRAFFIC MONITORING PROGRAM
SUMMER 2010SUMMER 2010
INTERSECTION ANALYSIS SUMMARY
Intersection Number: 44
Intersection Location: Poinsettia Lane &
Avenida Encinas
Contents: Turn Movement Count Summary Page 1
(A.M. and P.M.)
A.M. Peak Hour ICU Analysis and Page 2
Turn Movement Diagram
P.M. Peak Hour ICU Analysis and Page 3
Turn Movement Diagram
RICK ENGINEERING TURNING MOVEMENT ANALYSISPage 1 of 3City : CarlsbadIntersection of :N/S Street : Avenida EncinasFile : 2010 Int #44E/W Street : Poinsettia Lane Data Collected by : Billy, MikeCount Date : Day :Traffic Control :Signalized08/11/10 Weather : SunnySouth Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB)15 min TotalEnd of 15min. prd. LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds VehiclesPeds6:15 AM 301122804121035120027709256:30 AM 302251200636104102302213012376:45 AM 7062801707312011301903110014417:00 AM 50623217012244011813805022019877:15 AM 4053801201417017534302825018947:30 AM 7053301905412025514404827022427:45 AM 70536235035030191023008712225268:00 AM 60436037086040144060010343032508:15 AM* 6043102909603064054010224127818:30 AM* 40856029010512027706118537033218:45 AM* 8014672370197240283062012734141059:00 AM* 1017117026085020174210301473664838Max. 15 min. 8 0 17 117 2 37 0 1976702810310311474364838Pk. Hr. Vol. 19 0 43 271 2 121 0 46 23 3 11 0 78 18 2 280 1 461 131 8 1503 158:00 AMPeakIntersection Traffic in Pk. Hr. = 1503 Peak Hr. Factor0.789:00 AMHourIntersection Pdstrns in Pk. Hr. = 153:45 PM 8 0 9 110 3 34 0 21 15 0 6 0 38 9 9 74 0 72 18 0 414 124:00 PM 1201710954802463603819010008117047784:15 PM 22 0 13 121 0 48 0 18 5 1 11 0 47 8 1 110 0 83 10 0 496 24:30 PM 16 0 9 123 0 46 0 21 15 0 6 0 42 2 0 61 1 97 25 0 464 04:45 PM 18 0 18 130 0 55 0 46 14 0 3 0 42 9 1 105 3 59 22 2 524 35:00 PM 11 0 20 73 0 43 0 21 15 2 9 0 71 7 5 69 0 103 32 0 474 75:15 PM 901110425102290104240108013116050825:30 PM* 19 0 26 152 4 67 0 25 14 0 26 0 60 13 2 93 0 138 15 1 648 75:45 PM* 13 0 15 173 7 50 0 45 15 0 18 0 51 18 0 90 0 105 18 6 611 136:00 PM* 4 0 18 110 2 75 0 40 23 0 10 0 47 11 12 114 0 97 28 2 577 166:15 PM* 22016125245017609051713681131293527186:30 PM 18 0 24 107 1 61 0 30 8 0 10 0 31 7 4 96 1 73 31 0 497 5Max. 15 min. 22 0 26 173 7 75 0 46 23 3 26 0 71 19 13 114 3 138 32 6 648 18Pk. Hr. Vol. 58 0 75 560 15 237 0 127 58 0 63 0 209 49 27 365 1 471 90 12 2363 545:15 PMPeakIntersection Traffic in Pk. Hr. = 2363 Peak Hr. Factor0.916:15 PMHourIntersection Pdstrns in Pk. Hr. = 54Wednesday
Avenida Encinas at Poinsettia Lane
Lane Configuration for Intersection Capacity Utilization Page 2 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
8:00 AM to
9:00 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1111
Config - (left) 2 1 1 1 1
urations 3 1 1 1 1
4111
5 1
6
Outside 7
Free-flow
Lane Settings 111111130221
Capacity 1800 2000 1800 1800 2000 1800 1800 6000 0 3600 4000 1800
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 19 43 271 121 46 23 11 78 18 281 461 131
Adjusted Hourly Volume 19 43 271 121 46 23 11 96 0 281 461 131
Utilization Factor 0.01 0.02 0.15 0.07 0.02 0.01 0.01 0.02 0.00 0.08 0.12 0.07
Critical Factors 0.15 0.07 0.01 0.12
ICU Ratio = 0.45 LOS = A
Turning Movements at Intersection of :Avenida Encinas and Poinsettia Lane
Time :
to North Approach Avenida Encinas
Date :
Day : Wednesday 375 Total
Name : Billy, Mike 190 185 Subtotals
0
Sub - 23 46 121 Sub -
Totals totals totals Totals
W E
e 503 a
s 610 0 11 131 s
t 107 78 461 873 t
18 281 1 1344
A North A
p 471 p
p p
r r
19 43 271 Poinsettia Lane
0
Subtotals 344 333
Total 677
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
08/11/10
9:00 AM
8:00 AM
Avenida Encinas at Poinsettia Lane
Lane Configuration for Intersection Capacity Utilization Page 3 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
5:15 PM to
6:15 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1 1 1 1
Config - (left) 2 1 1 1 1
urations 3 1 1 1 1
4 11 1
5 1
6
Outside 7
Free-flow
Lane Settings 111111130221
Capacity 1800 2000 1800 1800 2000 1800 1800 6000 0 3600 4000 1800
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 58 75 560 237 127 58 63 209 49 366 471 90
Adjusted Hourly Volume 58 75 560 237 127 58 63 258 0 366 471 90
Utilization Factor 0.03 0.04 0.31 0.13 0.06 0.03 0.04 0.04 0.00 0.10 0.12 0.05
Critical Factors 0.31 0.13 0.04 0.12
ICU Ratio = 0.70 LOS = B
Turning Movements at Intersection of :Avenida Encinas and Poinsettia Lane
Time :
to North Approach Avenida Encinas
Date :
Day : Wednesday 650 Total
Name : Billy, Mike 422 228 Subtotals
0
Sub - 58 127 237 Sub -
Totals totals totals Totals
W E
e 587 a
s 908 0 63 90 s
t 321 209 471 927 t
49 366 1 1934
A North A
p 1007 p
p p
r r
58 75 560 Poinsettia Lane
0
Subtotals 541 693
Total 1234
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
08/11/10
6:15 PM
5:15 PM
CITY OF CARLSBAD CITY OF CARLSBAD
TRAFFIC MONITORING PROGRAMTRAFFIC MONITORING PROGRAM
SUMMER 2010SUMMER 2010
INTERSECTION ANALYSIS SUMMARY
Intersection Number: 45
Intersection Location: Alga Road & Melrose Drive
Contents: Turn Movement Count Summary Page 1
(A.M. and P.M.)
A.M. Peak Hour ICU Analysis and Page 2
Turn Movement Diagram
P.M. Peak Hour ICU Analysis and Page 3
Turn Movement Diagram
RICK ENGINEERING TURNING MOVEMENT ANALYSISPage 1 of 3City : CarlsbadIntersection of :N/S Street : Melrose Drive File : 2010 Int #45E/W Street : Alga RoadData Collected by : Abraham, JovvanCount Date : Day :Traffic Control :Signalized08/05/10 Weather : SunnySouth Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB)15 min TotalEnd of 15min. prd. LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds VehiclesPeds6:15 AM 12433000043509001303011012406:30 AM 22159000056909012800003018806:45 AM 37286010110720012013710002030527:00 AM 3028100107316117002802020025217:15 AM 52310900001069016025503042036107:30 AM 589121000010431021014804091040707:45 AM 60215500009214024004701011039708:00 AM* 90916211209932025013503042046518:15 AM* 527115000011529022025004011039808:30 AM* 596140101010318019015204021040708:45 AM* 711119100011527026017402011043909:00 AM 5241120040731602301570200103450Max. 15 min. 90 9 16211411153212602741409304652Pk. Hr. Vol. 272 23 53631304321060920521101308501709 17:45 AMPeakIntersection Traffic in Pk. Hr. = 1709 Peak Hr. Factor0.928:45 AMHourIntersection Pdstrns in Pk. Hr. = 13:45 PM 579131104011916025068501013145814:00 PM 54886301011613035068708032042204:15 PM 555108103010720017056703021039404:30 PM 6713122201012627030056305363147314:45 PM 785134012013918023058804002049815:00 PM 695122000013620030079101000048105:15 PM* 905129004017226033038802052055905:30 PM* 8981140061183350270411305021058805:45 PM* 7871000030160230401511302033053806:00 PM* 94896123015622041069202040152536:15 PM 58584153013921026027801011042056:30 PM 6769410101202102702642000114043Max. 15 min. 94 13 134356118335041171132836315885Pk. Hr. Vol. 351 28 439 1 2 16 1 671 106 0 141 1 18 406 0 11 0 14 6 1 2210 35:00 PMPeakIntersection Traffic in Pk. Hr. = 2210 Peak Hr. Factor0.946:00 PMHourIntersection Pdstrns in Pk. Hr. = 3Thursday
Melrose Drive at Alga Road
Lane Configuration for Intersection Capacity Utilization Page 2 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
7:45 AM to
8:45 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1111
Config - (left) 2 1 1 1 1 1 1
urations 3 1 1 1
411 11
5
6
Outside 7
Free-flow
Lane Settings 130130111110
Capacity 1800 6000 0 1800 6000 0 1800 1000 2800 1800 2000 0
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 295 536 3 3 432 106 92 5 211 13 8 5
Adjusted Hourly Volume 295 539 0 3 538 0 92 5 211 13 13 0
Utilization Factor 0.16 0.09 0.00 0.00 0.09 0.00 0.05 0.01 0.08 0.01 0.01 0.00
Critical Factors 0.16 0.09 0.08 0.01
ICU Ratio = 0.44 LOS = A
Turning Movements at Intersection of :Melrose Drive and Alga Road
Time :
to North Approach Melrose Drive
Date :
Day : Thursday 1174 Total
Name : Abraham, Jovvan 541 633 Subtotals
0
Sub - 106 432 3 Sub -
Totals totals totals Totals
W E
e 386 a
s 694 0 92 5 s
t 308 5 8 26 t
211 13 0 37
A North A
p 11 p
p p
r r
295 536 3 Alga Road
23
Subtotals 679 834
Total 1513
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
08/05/10
8:45 AM
7:45 AM
Melrose Drive at Alga Road
Lane Configuration for Intersection Capacity Utilization Page 3 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
5:00 PM to
6:00 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1 1 1 1
Config - (left) 2 1 1 1 1 1 1
urations 3 1 1 1
4 11 11
5
6
Outside 7
Free-flow
Lane Settings 130130111110
Capacity 1800 6000 0 1800 6000 0 1800 1000 2800 1800 2000 0
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 379 439 1 17 671 106 142 18 406 11 14 6
Adjusted Hourly Volume 379 440 0 17 777 0 142 18 406 11 20 0
Utilization Factor 0.21 0.07 0.00 0.01 0.13 0.00 0.08 0.02 0.15 0.01 0.01 0.00
Critical Factors 0.21 0.13 0.15 0.01
ICU Ratio = 0.60 LOS = A
Turning Movements at Intersection of :Melrose Drive and Alga Road
Time :
to North Approach Melrose Drive
Date :
Day : Thursday 1381 Total
Name : Abraham, Jovvan 794 587 Subtotals
1
Sub - 106 671 17 Sub -
Totals totals totals Totals
W E
e 472 a
s 1038 1 142 6 s
t 566 18 14 31 t
406 11 0 66
A North A
p 35 p
p p
r r
379 439 1 Alga Road
28
Subtotals 1116 819
Total 1935
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
08/05/10
6:00 PM
5:00 PM
CITY OF CARLSBAD CITY OF CARLSBAD
TRAFFIC MONITORING PROGRAMTRAFFIC MONITORING PROGRAM
SUMMER 2010SUMMER 2010
INTERSECTION ANALYSIS SUMMARY
Intersection Number: 46
Intersection Location: Alga Road & El Fuerte Street
Contents: Turn Movement Count Summary Page 1
(A.M. and P.M.)
A.M. Peak Hour ICU Analysis and Page 2
Turn Movement Diagram
P.M. Peak Hour ICU Analysis and Page 3
Turn Movement Diagram
RICK ENGINEERING TURNING MOVEMENT ANALYSISPage 1 of 3City : CarlsbadIntersection of :N/S Street : El Fuerte Street File : 2010 Int #46E/W Street : Alga RoadData Collected by : Mark, Raul, ErinCount Date : Day :Traffic Control :Signalized08/05/10 Weather : SunnySouth Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB)15 min TotalEnd of 15min. prd. LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds VehiclesPeds6:15 AM 30330400600016002029106706:30 AM 108721001301015102030218136:45 AM 2061224018060321371607014757:00 AM 50014140281202711142684115147:15 AM 4041205016000363051524113317:30 AM 505140701131303810907810018417:45 AM 509170504130305122161869022128:00 AM 5071306061317033201527811019818:15 AM* 5 0139 1110 2120 2 1350 0150817 019318:30 AM* 50870806110504130190776019608:45 AM* 0 0 7 18 0 11 0 6 11 6 7 0 56 0 0 10 1 82 3 0 212 69:00 AM* 5 0 10 13 0 12 0 4 12 2 3 0 76 2 0 21 2 79 10 0 249 2Max. 15 min. 5 0 13 18 2 12 0 6 13 6 7 1 76 3 3 21 2 86 11 1 249 6Pk. Hr. Vol. 15 0 38 47 1 42 0 18 46 8 17 1 208 5 0 65 3 319 26 0 850 98:00 AMPeakIntersection Traffic in Pk. Hr. = 850 Peak Hr. Factor0.859:00 AMHourIntersection Pdstrns in Pk. Hr. = 93:45 PM 3 0 6 19 0 24 0 11 11 0 8 1 98 1 0 10 0 62 5 0 259 04:00 PM 2 0 8 12 1 11 0 10 9 0 10 0 103 4 0 12 0 45 12 0 238 14:15 PM 9 0 7 13 0 14 0 5 10 0 13 0 88 11 0 10 0 55 5 0 240 04:30 PM 5059017021901409560150703026904:45 PM 5 0 6 13 0 17 0 18 12 0 8 1 96 2 0 14 1 59 10 0 262 05:00 PM 7 0 18 15 0 31 0 6 11 0 12 1 123 7 0 12 1 48 4 0 296 05:15 PM* 4 0 3 19 0 23 0 20 9 0 13 0 110 11 0 21 3 83 12 0 331 05:30 PM* 10081403402430408971302897332145:45 PM* 3 0 3 19 0 22 0 11 10 1 10 1 121 5 0 22 1 69 10 0 307 16:00 PM* 6 0 10 27 0 26 0 14 7 0 20 0 136 6 1 14 1 80 7 0 354 16:15 PM 2 0 9 14 0 30 0 5 19 0 14 0 97 3 0 12 0 59 4 1 268 16:30 PM 004711208801411044112054412323Max. 15 min. 10 0 18 27 1 34 0 24 19 1 20 1 136 11 1 30 3 89 12 3 354 4Pk. Hr. Vol. 23 0 24 79 0 105 0 69 29 1 47 1 456 29 2 87 7 321 36 3 1313 65:00 PMPeakIntersection Traffic in Pk. Hr. = 1313 Peak Hr. Factor0.936:00 PMHourIntersection Pdstrns in Pk. Hr. = 6Thursday
El Fuerte Street at Alga Road
Lane Configuration for Intersection Capacity Utilization Page 2 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
8:00 AM to
9:00 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1111
Config - (left) 2 1111
urations 3 1 1 1 1 1 1
4
5
6
Outside 7
Free-flow
Lane Settings 111111120120
Capacity 1800 2000 1800 1800 2000 1800 1800 4000 0 1800 4000 0
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 15 38 47 42 18 46 18 208 5 68 319 26
Adjusted Hourly Volume 15 38 47 42 18 46 18 213 0 68 345 0
Utilization Factor 0.01 0.00 0.03 0.02 0.01 0.03 0.01 0.05 0.00 0.04 0.09 0.00
Critical Factors 0.00 0.02 0.01 0.09
ICU Ratio = 0.22 LOS = A
Turning Movements at Intersection of :El Fuerte Street and Alga Road
Time :
to North Approach El Fuerte Street
Date :
Day : Thursday 187 Total
Name : Mark, Raul, Erin 106 81 Subtotals
0
Sub - 46 18 42 Sub -
Totals totals totals Totals
W E
e 381 a
s 612 1 18 26 s
t 231 208 319 413 t
5683713
A North A
p 300 p
p p
r r
15 38 47 Alga Road
0
Subtotals 88 100
Total 188
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
08/05/10
9:00 AM
8:00 AM
El Fuerte Street at Alga Road
Lane Configuration for Intersection Capacity Utilization Page 3 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
5:00 PM to
6:00 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1 1 1 1
Config - (left) 2 1 1 1 1
urations 3 1 1 1 1 1 1
4
5
6
Outside 7
Free-flow
Lane Settings 111111120120
Capacity 1800 2000 1800 1800 2000 1800 1800 4000 0 1800 4000 0
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 23 24 79 105 69 29 48 456 29 94 321 36
Adjusted Hourly Volume 23 24 79 105 69 29 48 485 0 94 357 0
Utilization Factor 0.01 0.01 0.04 0.06 0.03 0.02 0.03 0.12 0.00 0.05 0.09 0.00
Critical Factors 0.00 0.06 0.12 0.05
ICU Ratio = 0.33 LOS = A
Turning Movements at Intersection of :El Fuerte Street and Alga Road
Time :
to North Approach El Fuerte Street
Date :
Day : Thursday 310 Total
Name : Mark, Raul, Erin 203 107 Subtotals
0
Sub - 29 69 105 Sub -
Totals totals totals Totals
W E
e 374 a
s 907 1 48 36 s
t 533 456 321 451 t
29 94 7 1098
A North A
p 647 p
p p
r r
23 24 79 Alga Road
0
Subtotals 185 126
Total 311
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
08/05/10
6:00 PM
5:00 PM
CITY OF CARLSBAD CITY OF CARLSBAD
TRAFFIC MONITORING PROGRAMTRAFFIC MONITORING PROGRAM
SUMMER 2010SUMMER 2010
INTERSECTION ANALYSIS SUMMARY
Intersection Number: 47
Intersection Location: Jefferson Street & Marron Road
Contents: Turn Movement Count Summary Page 1
(A.M. and P.M.)
A.M. Peak Hour ICU Analysis and Page 2
Turn Movement Diagram
P.M. Peak Hour ICU Analysis and Page 3
Turn Movement Diagram
RICK ENGINEERING COMPANY TURNING MOVEMENT ANALYSISPage 1 of 3City : CarlsbadIntersection of : N/S Street : Marron Road File : 2010 Int #47E/W Street : Jefferson StreetData Collected by : Deanna, DaleCount Date : Day : Traffic Control : Signalized07/13/10 Weather : SunnySouth Approach (NB)North Approach (SB)West Approach (EB)East Approach (WB)15 min TotalEnd of 15min. prd. LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds VehiclesPeds6:15 AM 3 0 1410701116110000002205716:30 AM 0 0 1610601130000000000106506:45 AM 1 0 19104016512501201002110337:00 AM 5 0 25006117500800100010011407:15 AM 12 0 1900602885012001000001017307:30 AM 7 0 290070258321301200020016927:45 AM 14 0 17208028870402400012016908:00 AM 12 0 26 0 0 11 0 37 103 0 1803300000021308:15 AM * 8 0 29 0 0 12 0 34 75 1 1602500014018618:30 AM * 10 0 28 3 0 16 1 48 71 0 1404801001020508:45 AM * 11 0 26 0 0 19 0 28 52 0 2501900038018209:00 AM * 8 0 24 0 0 21 0 42 85 0 1505200021702210Max. 15 min. 14 0 29 3 0 21 1 48 103 2 25 0 5 10 0 1 0 3 17 1 221 3Pk. Hr. Vol. 37 0 107 3 0 68 1 152 283 1 70 0 12 24 0 1 0 6 30 0 794 18:00 AM PeakIntersection Traffic in Pk. Hr. = 794 Peak Hr. Factor0.909:00 AM Hour Intersection Pdstrns in Pk. Hr. = 13:45 PM 20 0 75 3 0 53 2 77 45 8 47 0 1683107430397114:00 PM 26 0 83 5 1 63 3 84 52 0 45 0 19 24 2 0 0 9 53 1 466 44:15 PM 27 0 94 1 0 65 2 89 55 0 35 6 13 13 0 1 0 12 53 0 466 04:30 PM 14 0 56 1 0 56 1 96 58 0 57 0 1 15 0 0 0 4 71 1 430 14:45 PM * 16 0 91 1 0 42 1 98 46 1 60 0 15 15 0 0 2 12 62 1 461 25:00 PM * 15 0 68 4 0 68 0 84 47 3 50 0 14 18 0 2 0 13 70 0 453 35:15 PM * 19 0 87 1 1 74 0 83 41 1 52 0 17 17 2 1 0 15 68 1 475 55:30 PM * 21 0 99 2 0 80 0 100 52 1 60 0 9 22 0 0 0 5 47 0 497 15:45 PM 22 0 90 0 1 53 2 88 41 1 48 0 8 22 0 1 0 3 52 0 430 26:00 PM 19 0 84 1 0 58 0 91 35 0 50 0 12 11 0 0 0 9 61 0 431 06:15 PM 15 0 73 2 0 53 1 76 45 2 48 0 9 16 0 0 0 4 40 0 382 26:30 PM 20 0 67 1 0 48 1 67 48 2 34 0 10 14 1 1 0 7 44 2 362 5Max. 15 min. 27 0 99 5 1 80 3 100 58 8 60 6 19 24 3 2 2 15 71 2 497 11Pk. Hr. Vol. 71 0 345 8 1 264 1 365 186 6 222 0 55 72 2 3 2 45 247 2 1886 114:30 PM PeakIntersection Traffic in Pk. Hr. = 1886 Peak Hr. Factor0.955:30 PM Hour Intersection Pdstrns in Pk. Hr. = 11Tuesday
Marron Road at Jefferson Street
Lane Configuration for Intersection Capacity Utilization Page 2 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
8:00 AM to
9:00 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1111
Config - (left) 2 1 1 1 1 1
urations 3 1 1 1 1
41
51
6
Outside 7
Free-flow
Lane Settings 120221110111
Capacity 1800 4000 0 3600 4000 1800 1800 2000 0 1800 2000 1800
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 37 107 3 69 152 283 70 12 24 1 6 30
Adjusted Hourly Volume 37 110 0 69 152 283 70 36 0 1 6 30
Utilization Factor 0.02 0.03 0.00 0.02 0.04 0.16 0.04 0.02 0.00 0.00 0.00 0.02
Critical Factors 0.02 0.16 0.04 0.02
ICU Ratio = 0.34 LOS = A
Turning Movements at Intersection of :Marron Road and Jefferson Street
Time :
to North Approach Marron Road
Date :
Day : Tuesday 712 Total
Name : Deanna, Dale 504 208 Subtotals
1
Sub - 283 152 69 Sub -
Totals totals totals Totals
W E
e 326 a
s 432 0 70 30 s
t 106 12 6 37 t
24 1 0 120
A North A
p 83 p
p p
r r
37 107 3 Jefferson Street
0
Subtotals 177 147
Total 324
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
07/13/10
9:00 AM
8:00 AM
Marron Road at Jefferson Street
Lane Configuration for Intersection Capacity Utilization Page 3 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
4:30 PM to
5:30 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1 1 1 1
Config - (left) 2 1 1 1 1 1
urations 3 1 1 1 1
4 1
5 1
6
Outside 7
Free-flow
Lane Settings 120221110111
Capacity 1800 4000 0 3600 4000 1800 1800 2000 0 1800 2000 1800
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 71 345 8 265 365 186 222 55 72 5 45 247
Adjusted Hourly Volume 71 353 0 265 365 186 222 127 0 5 45 247
Utilization Factor 0.04 0.09 0.00 0.07 0.09 0.10 0.12 0.06 0.00 0.00 0.02 0.14
Critical Factors 0.09 0.07 0.12 0.14
ICU Ratio = 0.52 LOS = A
Turning Movements at Intersection of :Marron Road and Jefferson Street
Time :
to North Approach Marron Road
Date :
Day : Tuesday 1631 Total
Name : Deanna, Dale 816 815 Subtotals
1
Sub - 186 365 265 Sub -
Totals totals totals Totals
W E
e 302 a
s 651 0 222 247 s
t 349 55 45 297 t
72 5 2 626
A North A
p 329 p
p p
r r
71 345 8 Jefferson Street
0
Subtotals 440 424
Total 864
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
07/13/10
5:30 PM
4:30 PM
CITY OF CARLSBAD CITY OF CARLSBAD
TRAFFIC MONITORING PROGRAMTRAFFIC MONITORING PROGRAM
SUMMER 2010SUMMER 2010
INTERSECTION ANALYSIS SUMMARY
Intersection Number: 48
Intersection Location: Monroe Street & Marron Road
Contents: Turn Movement Count Summary Page 1
(A.M. and P.M.)
A.M. Peak Hour ICU Analysis and Page 2
Turn Movement Diagram
P.M. Peak Hour ICU Analysis and Page 3
Turn Movement Diagram
RICK ENGINEERING COMPANY TURNING MOVEMENT ANALYSISPage 1 of 3City : CarlsbadIntersection of :N/S Street : Monroe Street File : 2010 Int #48E/W Street : Marron RoadData Collected by : Lizzy, JordanCount Date : Day :Traffic Control :Signalized07/13/10 Weather : SunnySouth Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB)15 min TotalEnd of 15min. prd. LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds VehiclesPeds6:15 AM 802204003030470305204306:30 AM 1101501012010340505204106:45 AM 130140100204061301002205807:00 AM 18026010010001111010010507507:15 AM 120211040110402329060202011507:30 AM 1901900022000101605012207807:45 AM 9047120120301712011017108618:00 AM 16017020130401412017015509708:15 AM* 2505502021030239016096010608:30 AM* 25008020230402423070168012208:45 AM* 150411020241401614080166010219:00 AM* 1702190411505023160192121401400Max. 15 min. 25 0 5 191412515024290192201401401Pk. Hr. Vol. 82 0 11 43 0 10 1 7 13 1 16 0 86 62 0 50 2 53 34 0 470 18:00 AMPeakIntersection Traffic in Pk. Hr. = 470 Peak Hr. Factor0.849:00 AMHourIntersection Pdstrns in Pk. Hr. = 13:45 PM 24 0 13 13 5 12 0 15 13 0 17 0 46 42 1 18 0 46 16 0 275 64:00 PM* 25 0 14 18 0 9 0 11 25 0 16 0 80 24 0 22 0 63 27 6 334 64:15 PM* 31 0 13 8 0 15 0 13 26 0 13 0 64 26 0 19 0 53 16 0 297 04:30 PM* 23 0 14 19 0 17 0 15 11 0 25 0 53 31 0 17 0 45 25 1 295 14:45 PM* 27 0 25 16 0 25 0 9 11 0 22 0 62 33 0 14 0 53 24 0 321 05:00 PM 30 0 10 23 0 21 0 15 11 0 12 0 49 43 0 16 0 60 17 0 307 05:15 PM 19 0 17 16 0 17 0 17 11 0 23 0 46 35 0 17 0 53 17 0 288 05:30 PM 28 0 7 24 4 7 0 11 11 0 17 0 64 40 0 17 0 68 28 0 322 45:45 PM 34 0 7 16 0 21 0 22 14 0 12 0 51 36 0 14 0 55 21 1 303 16:00 PM 20 0 9 26 0 18 0 12 24 0 23 1 52 35 0 11 0 58 12 0 301 06:15 PM 23 0 14 17 0 28 0 15 24 0 16 0 42 31 0 21 0 37 15 1 283 16:30 PM 10 0 13 17 0 13 0 8 11 0 14 0 39 23 1 19 0 51 12 0 230 1Max. 15 min. 34 0 25 26 5 28 0 22 26 0 25 1 80 43 1 22 0 68 28 6 334 6Pk. Hr. Vol. 106 0 66 61 0 66 0 48 73 0 76 0 259 114 0 72 0 214 92 7 1247 73:45 PMPeakIntersection Traffic in Pk. Hr. = 1247 Peak Hr. Factor0.934:45 PMHourIntersection Pdstrns in Pk. Hr. = 7Tuesday
Monroe Street at Marron Road
Lane Configuration for Intersection Capacity Utilization Page 2 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
8:00 AM to
9:00 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1
Config - (left) 2 1111
urations 3 1111
411111111
5
6
Outside 7
Free-flow
Lane Settings 120120120120
Capacity 1800 4000 0 1800 4000 0 1800 4000 0 1800 4000 0
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 82 11 43 11 7 13 16 86 62 52 53 34
Adjusted Hourly Volume 82 54 0 11 20 0 16 148 0 52 87 0
Utilization Factor 0.05 0.01 0.00 0.01 0.01 0.00 0.01 0.04 0.00 0.03 0.02 0.00
Critical Factors 0.05 0.01 0.04 0.03
ICU Ratio = 0.23 LOS = A
Turning Movements at Intersection of :Monroe Street and Marron Road
Time :
to North Approach Monroe Street
Date :
Day : Tuesday 93 Total
Name : Lizzy, Jordan 31 62 Subtotals
1
Sub - 13 7 11 Sub -
Totals totals totals Totals
W E
e 148 a
s 312 0 16 34 s
t 164 86 53 139 t
62 52 2 280
A North A
p 141 p
p p
r r
82 11 43 Marron Road
0
Subtotals 119 136
Total 255
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
07/13/10
9:00 AM
8:00 AM
Monroe Street at Marron Road
Lane Configuration for Intersection Capacity Utilization Page 3 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
3:45 PM to
4:45 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1
Config - (left) 2 1 1 1 1
urations 3 1 1 1 1
4 11 11 11 11
5
6
Outside 7
Free-flow
Lane Settings 120120120120
Capacity 1800 4000 0 1800 4000 0 1800 4000 0 1800 4000 0
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 106 66 61 66 48 73 76 259 114 72 214 92
Adjusted Hourly Volume 106 127 0 66 121 0 76 373 0 72 306 0
Utilization Factor 0.06 0.03 0.00 0.04 0.03 0.00 0.04 0.09 0.00 0.04 0.08 0.00
Critical Factors 0.06 0.03 0.09 0.04
ICU Ratio = 0.32 LOS = A
Turning Movements at Intersection of :Monroe Street and Marron Road
Time :
to North Approach Monroe Street
Date :
Day : Tuesday 421 Total
Name : Lizzy, Jordan 187 234 Subtotals
0
Sub - 73 48 66 Sub -
Totals totals totals Totals
W E
e 393 a
s 842 0 76 92 s
t 449 259 214 378 t
114 72 0 764
A North A
p 386 p
p p
r r
106 66 61 Marron Road
0
Subtotals 234 233
Total 467
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
07/13/10
4:45 PM
3:45 PM
CITY OF CARLSBAD CITY OF CARLSBAD
TRAFFIC MONITORING PROGRAMTRAFFIC MONITORING PROGRAM
SUMMER 2010SUMMER 2010
INTERSECTION ANALYSIS SUMMARY
Intersection Number: 49
Intersection Location: Cannon Road & Avenida Encinas
Contents: Turn Movement Count Summary Page 1
(A.M. and P.M.)
A.M. Peak Hour ICU Analysis and Page 2
Turn Movement Diagram
P.M. Peak Hour ICU Analysis and Page 3
Turn Movement Diagram
RICK ENGINEERING TURNING MOVEMENT ANALYSISPage 1 of 3City : CarlsbadIntersection of :N/S Street : Avenida EncinasFile : 2010 Int #49E/W Street : Cannon RoadData Collected by : Fernando, ChrisCount Date : Day :Traffic Control :Signalized07/22/10 Weather : Light RainSouth Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB)15 min TotalEnd of 15min. prd. LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds VehiclesPeds6:15 AM 000303002010151015025607106:30 AM 200604002000184018030809206:45 AM 1011001201201029411704015213337:00 AM 300301403304031613504817016717:15 AM 4011401004102044704002513116517:30 AM 1012501301100049603303519018407:45 AM 00111019023050521106105012022708:00 AM* 20213019022030821417505029029318:15 AM* 401016021071000672216304418027318:30 AM* 4041601403000163150790579026508:45 AM* 50529015022080671906805211028309:00 AM 16101901401001047190780501902650Max. 15 min. 16 1 10 29 0 2107308182221790572922933Pk. Hr. Vol. 15 0 21 74 0 69 0 14 5 0 11 1 279 70 2 285 0 203 67 0 1114 27:45 AMPeakIntersection Traffic in Pk. Hr. = 1114 Peak Hr. Factor0.958:45 AMHourIntersection Pdstrns in Pk. Hr. = 23:45 PM 8043903400208045423406131127034:00 PM 80547019032120591112906220026724:15 PM 60853324053170451003307125029044:30 PM 100548121034040511032709425030244:45 PM 14045302001209048603008325029505:00 PM* 12055711904321005311150011923036645:15 PM* 2401076121027070496048010439039315:30 PM* 180357025036050545050010745037805:45 PM* 1418430180530603710038010334032006:00 PM 171337020017210061602108236030226:15 PM 18063532205417044403007427027646:30 PM 1213320190210303930190582502170Max. 15 min. 24 1 10 76 3 340572100611135001194513934Pk. Hr. Vol. 68 1 26 233 2 83 0 14 19 2 28 0 193 32 1 186 0 433 141 0 1457 54:45 PMPeakIntersection Traffic in Pk. Hr. = 1457 Peak Hr. Factor0.935:45 PMHourIntersection Pdstrns in Pk. Hr. = 5Thursday
Avenida Encinas at Cannon Road
Lane Configuration for Intersection Capacity Utilization Page 2 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
7:45 AM to
8:45 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1111
Config - (left) 2 1 1 1 1
urations 3 1 1 1 1 1 1
4111
5
6
Outside 7
Free-flow
Lane Settings 120211120220
Capacity 1800 4000 0 3600 2000 1800 1800 4000 0 3600 4000 0
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 15 21 74 69 14 5 12 279 70 285 203 67
Adjusted Hourly Volume 15 95 0 69 14 5 12 349 0 285 270 0
Utilization Factor 0.01 0.02 0.00 0.02 0.01 0.00 0.01 0.09 0.00 0.08 0.07 0.00
Critical Factors 0.02 0.02 0.09 0.08
ICU Ratio = 0.31 LOS = A
Turning Movements at Intersection of :Avenida Encinas and Cannon Road
Time :
to North Approach Avenida Encinas
Date :
Day : Thursday 187 Total
Name : Fernando, Chris 88 99 Subtotals
0
Sub - 5 14 69 Sub -
Totals totals totals Totals
W E
e 224 a
s 585 1 12 67 s
t 361 279 203 555 t
70 285 0 977
A North A
p 422 p
p p
r r
15 21 74 Cannon Road
0
Subtotals 369 110
Total 479
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
07/22/10
8:45 AM
7:45 AM
Avenida Encinas at Cannon Road
Lane Configuration for Intersection Capacity Utilization Page 3 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
4:45 PM to
5:45 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1 1 1 1
Config - (left) 2 1 1 1 1
urations 3 1 1 1 1 1 1
4 1 11
5
6
Outside 7
Free-flow
Lane Settings 120211120220
Capacity 1800 4000 0 3600 2000 1800 1800 4000 0 3600 4000 0
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 69 26 233 83 14 19 28 193 32 186 433 141
Adjusted Hourly Volume 69 259 0 83 14 19 28 225 0 186 574 0
Utilization Factor 0.04 0.06 0.00 0.02 0.01 0.01 0.02 0.06 0.00 0.05 0.14 0.00
Critical Factors 0.06 0.02 0.02 0.14
ICU Ratio = 0.34 LOS = A
Turning Movements at Intersection of :Avenida Encinas and Cannon Road
Time :
to North Approach Avenida Encinas
Date :
Day : Thursday 311 Total
Name : Fernando, Chris 116 195 Subtotals
0
Sub - 19 14 83 Sub -
Totals totals totals Totals
W E
e 520 a
s 773 0 28 141 s
t 253 193 433 760 t
32 186 0 1269
A North A
p 509 p
p p
r r
69 26 233 Cannon Road
1
Subtotals 233 328
Total 561
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
07/22/10
5:45 PM
4:45 PM
CITY OF CARLSBAD CITY OF CARLSBAD
TRAFFIC MONITORING PROGRAMTRAFFIC MONITORING PROGRAM
SUMMER 2010SUMMER 2010
INTERSECTION ANALYSIS SUMMARY
Intersection Number: 50
Intersection Location: Cannon Road & Paseo Del Norte
Contents: Turn Movement Count Summary Page 1
(A.M. and P.M.)
A.M. Peak Hour ICU Analysis and Page 2
Turn Movement Diagram
P.M. Peak Hour ICU Analysis and Page 3
Turn Movement Diagram
RICK ENGINEERING TURNING MOVEMENT ANALYSISPage 1 of 3City : CarlsbadIntersection of :N/S Street : Paseo Del Norte File : 2010 Int #50E/W Street : Cannon RoadData Collected by : Billy, RaulCount Date : Day :Traffic Control :Signalized07/22/10 Weather : Light RainSouth Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB)15 min TotalEnd of 15min. prd. LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds VehiclesPeds6:15 AM 1002100000005014020700113926:30 AM 7000100000006416020820017116:45 AM 61000000000085360701100024507:00 AM 1100000000000169450901150034907:15 AM 1400400000000128470801120031307:30 AM 10004000000002076101901370043807:45 AM 11102000000002075202111330142818:00 AM* 14008000000003538322301220060328:15 AM* 110011000000002888912101360055618:30 AM* 350018200000002446421201340050748:45 AM* 220026000000002285201301190046009:00 AM 21001100000000204570150119004270Max. 15 min. 35 1 0 2620000000353892231137016034Pk. Hr. Vol. 82 0 0 63200000001113 288 5 69 0 511 0 0 2126 77:45 AMPeakIntersection Traffic in Pk. Hr. = 2126 Peak Hr. Factor0.888:45 AMHourIntersection Pdstrns in Pk. Hr. = 73:45 PM 960019000000001636812202350060314:00 PM 880029000000001688801412270061504:15 PM 1130037000000001507002302680066104:30 PM 1042028000000001577302702340062504:45 PM 1060031000000001696502602520064905:00 PM* 1060033000000001778502812670069705:15 PM* 1000034000000001977912203630079515:30 PM* 930029000000001926202603540175615:45 PM* 860022000000001708002823080069606:00 PM 790018000000001656001702720061106:15 PM 960022000000001254002102120051606:30 PM 70101400000000115420100212004640Max. 15 min. 113 2 0 3700000000197881282363017951Pk. Hr. Vol. 385 0 0 11800000000736306110431292 0 1 2944 24:45 PMPeakIntersection Traffic in Pk. Hr. = 2944 Peak Hr. Factor0.935:45 PMHourIntersection Pdstrns in Pk. Hr. = 2Thursday
Paseo Del Norte at Cannon Road
Lane Configuration for Intersection Capacity Utilization Page 2 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
7:45 AM to
8:45 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1 1
Config - (left) 2 1 1
urations 3 1 1 1
4111
5
6
Outside 7
Free-flow
Lane Settings 201000020130
Capacity 3600 0 1800 00004000 0 1800 6000 0
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 82 0 63 00001113 288 69 511 0
Adjusted Hourly Volume 82 0 63 00001401 0 69 511 0
Utilization Factor 0.02 0.00 0.04 0.00 0.00 0.00 0.00 0.35 0.00 0.04 0.09 0.00
Critical Factors 0.04 0.00 0.35 0.04
ICU Ratio = 0.53 LOS = A
Turning Movements at Intersection of :Paseo Del Norte and Cannon Road
Time :
to North Approach Paseo Del Norte
Date :
Day : Thursday 0 Total
Name : Billy, Raul 0 0 Subtotals
0
Sub - 0 0 0 Sub -
Totals totals totals Totals
W E
e 593 a
s 1994 0 00s
t 1401 1113 511 580 t
288 69 0 1756
A North A
p 1176 p
p p
r r
82 0 63 Cannon Road
0
Subtotals 357 145
Total 502
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
07/22/10
8:45 AM
7:45 AM
Paseo Del Norte at Cannon Road
Lane Configuration for Intersection Capacity Utilization Page 3 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
4:45 PM to
5:45 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1 1
Config - (left) 2 1 1
urations 3 1 1 1
4 11 1
5
6
Outside 7
Free-flow
Lane Settings 201000020130
Capacity 3600 0 1800 00004000 0 1800 6000 0
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 385 0 118 00007363061071292 0
Adjusted Hourly Volume 383 0 118 00001042 0 107 1292 0
Utilization Factor 0.11 0.00 0.07 0.00 0.00 0.00 0.00 0.26 0.00 0.06 0.22 0.00
Critical Factors 0.11 0.00 0.00 0.26 0.06
ICU Ratio = 0.53 LOS = A
Turning Movements at Intersection of :Paseo Del Norte and Cannon Road
Time :
to North Approach Paseo Del Norte
Date :
Day : Thursday 0 Total
Name : Billy, Raul 0 0 Subtotals
0
Sub - 0 0 0 Sub -
Totals totals totals Totals
W E
e 1677 a
s 2719 0 00s
t 1042 736 1292 1399 t
306 107 3 2256
A North A
p 857 p
p p
r r
385 0 118 Cannon Road
0
Subtotals 410 503
Total 913
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
07/22/10
5:45 PM
4:45 PM
CITY OF CARLSBAD CITY OF CARLSBAD
TRAFFIC MONITORING PROGRAMTRAFFIC MONITORING PROGRAM
SUMMER 2010SUMMER 2010
INTERSECTION ANALYSIS SUMMARY
Intersection Number: 51
Intersection Location: Cannon Road &
LEGOLAND Drive
Contents: Turn Movement Count Summary Page 1
(A.M. and P.M.)
A.M. Peak Hour ICU Analysis and Page 2
Turn Movement Diagram
P.M. Peak Hour ICU Analysis and Page 3
Turn Movement Diagram
RICK ENGINEERING TURNING MOVEMENT ANALYSISPage 1 of 3City : CarlsbadIntersection of :N/S Street : LEGOLAND DriveFile : 2010 Int #51E/W Street : Cannon RoadData Collected by : Chris, Billy, FernandoCount Date : Day :Traffic Control :Signalized07/29/10 Weather : SunnySouth Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB)15 min TotalEnd of 15min. prd. LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds VehiclesPeds6:15 AM 1002000000003790110700013006:30 AM 10000000000050210150860017306:45 AM 200100000000572804101240025307:00 AM 1101000000001056605801460037807:15 AM 200100000000964003201440031507:30 AM 2103000000001336503601550039507:45 AM* 3006000000001788004301590046908:00 AM* 70070000000020711607901680058408:15 AM* 10006000000001637903301640045508:30 AM* 9001000000001448524501350041928:45 AM 10008000000001625803201420041209:00 AM 1200800000000163690230133004080Max. 15 min. 12108000000002071162790168005842Pk. Hr. Vol. 29 0 0 200000000069236022000626001927 27:30 AMPeakIntersection Traffic in Pk. Hr. = 1927 Peak Hr. Factor0.828:30 AMHourIntersection Pdstrns in Pk. Hr. = 23:45 PM 1030033000000001663611321330048614:00 PM 990027000000001613601801290047004:15 PM 1290051000000001662601101730055604:30 PM 1030048000000002033501001430054204:45 PM 1130051000000001632801601810055205:00 PM* 1230039000000011812902401570055405:15 PM* 1650083000000001643501002280068505:30 PM* 1220042000000002112401701980061405:45 PM* 930037000000002353101401980060806:00 PM 1100031000000001642401001260046506:15 PM 1160029100000001641801801320047716:30 PM 112203700000000133140160132004460Max. 15 min. 165 2 0 8310000001235361242228006851Pk. Hr. Vol. 503 0 0 201000000017911190650781002461 04:45 PMPeakIntersection Traffic in Pk. Hr. = 2461 Peak Hr. Factor0.905:45 PMHourIntersection Pdstrns in Pk. Hr. = 0Thursday
LEGOLAND Drive at Cannon Road
Lane Configuration for Intersection Capacity Utilization Page 2 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
7:30 AM to
8:30 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1 1
Config - (left) 2 1 1
urations 3 1 1 1
411
51
6
Outside 7
Free-flow
Lane Settings 201000021220
Capacity 3600 0 1800 00004000 1800 3600 4000 0
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 29 0 20 00006923602006260
Adjusted Hourly Volume 29 0 20 00006923602006260
Utilization Factor 0.01 0.00 0.01 0.00 0.00 0.00 0.00 0.17 0.20 0.06 0.16 0.00
Critical Factors 0.01 0.00 0.20 0.06
ICU Ratio = 0.37 LOS = A
Turning Movements at Intersection of :LEGOLAND Drive and Cannon Road
Time :
to North Approach LEGOLAND Drive
Date :
Day : Thursday 0 Total
Name : Chris, Billy, Fernando 0 0 Subtotals
0
Sub - 0 0 0 Sub -
Totals totals totals Totals
W E
e 655 a
s 1707 0 00s
t 1052 692 626 826 t
360 200 0 1538
A North A
p 712 p
p p
r r
29 0 20 Cannon Road
0
Subtotals 560 49
Total 609
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
07/29/10
8:30 AM
7:30 AM
LEGOLAND Drive at Cannon Road
Lane Configuration for Intersection Capacity Utilization Page 3 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
4:45 PM to
5:45 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1 1
Config - (left) 2 1 1
urations 3 1 1 1
4 1 1
5 1
6
Outside 7
Free-flow
Lane Settings 201000021220
Capacity 3600 0 1800 00004000 1800 3600 4000 0
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 503 0 201 0001791119657810
Adjusted Hourly Volume 503 0 201 0001791119657810
Utilization Factor 0.14 0.00 0.11 0.00 0.00 0.00 0.00 0.20 0.07 0.02 0.20 0.00
Critical Factors 0.14 0.00 0.00 0.20 0.02
ICU Ratio = 0.46 LOS = A
Turning Movements at Intersection of :LEGOLAND Drive and Cannon Road
Time :
to North Approach LEGOLAND Drive
Date :
Day : Thursday 0 Total
Name : Chris, Billy, Fernando 0 0 Subtotals
0
Sub - 0 0 0 Sub -
Totals totals totals Totals
W E
e 1285 a
s 2196 1 10s
t 911 791 781 846 t
119 65 0 1838
A North A
p 992 p
p p
r r
503 0 201 Cannon Road
0
Subtotals 184 704
Total 888
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
07/29/10
5:45 PM
4:45 PM
CITY OF CARLSBAD CITY OF CARLSBAD
TRAFFIC MONITORING PROGRAMTRAFFIC MONITORING PROGRAM
SUMMER 2010SUMMER 2010
INTERSECTION ANALYSIS SUMMARY
Intersection Number: 52
Intersection Location: Cannon Road &
Faraday Avenue
Contents: Turn Movement Count Summary Page 1
(A.M. and P.M.)
A.M. Peak Hour ICU Analysis and Page 2
Turn Movement Diagram
P.M. Peak Hour ICU Analysis and Page 3
Turn Movement Diagram
RICK ENGINEERING TURNING MOVEMENT ANALYSISPage 1 of 3City : CarlsbadIntersection of :N/S Street : Faraday AvenueFile : 2010 Int #52E/W Street : Cannon DriveData Collected by : Dale, DeannaCount Date : Day :Traffic Control :Signalized07/29/10 Weather : SunnySouth Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB)15 min TotalEnd of 15min. prd. LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds VehiclesPeds6:15 AM 1801100000000631000620011906:30 AM 30000200000001044111750116146:45 AM 340010000000016320201380122317:00 AM 410000000000023710401720031107:15 AM 2600300000000266703501450030207:30 AM* 3300300000000319801301630034107:45 AM* 32002000000003411701101540035008:00 AM* 57000000000013816301511830045808:15 AM* 50001200000013214501101700341058:30 AM 3400100000000361050901420032708:45 AM 4600320000000401150601450135539:00 AM 4100010000000411170150120003341Max. 15 min. 5701320000001411631351183034585Pk. Hr. Vol. 172006200000021355230501670031559 57:15 AMPeakIntersection Traffic in Pk. Hr. = 1559 Peak Hr. Factor0.858:15 AMHourIntersection Pdstrns in Pk. Hr. = 53:45 PM 701070000000314357030650034904:00 PM 690150000000414440030630032904:15 PM 1190040000000116545030800041704:30 PM 840030000000118247050790040104:45 PM 12100110000000115241120770040515:00 PM* 1170090000000118559120770045015:15 PM* 17400190000000018952290700051325:30 PM* 17000150000000217755040930051605:45 PM* 12200140000000018845040670044006:00 PM 820060000000216450040700037806:15 PM 1130070000000016542050760040806:30 PM 93003000000011273305062023242Max. 15 min. 174 1 1 19000000041895929093025162Pk. Hr. Vol. 583 0 0 57000000037392113190307001919 34:45 PMPeakIntersection Traffic in Pk. Hr. = 1919 Peak Hr. Factor0.935:45 PMHourIntersection Pdstrns in Pk. Hr. = 3Thursday
Faraday Avenue at Cannon Drive
Lane Configuration for Intersection Capacity Utilization Page 2 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
7:15 AM to
8:15 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1 1 1
Config - (left) 2 111111 1 1
urations 3 1 1 1 1
4
5
6
Outside 7
Free-flow
Lane Settings 200010120120
Capacity 3800 0 0 0 2000 0 1800 4000 0 1800 4000 0
Are the North/South phases split (Y/N)? Y
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 172 060002135523516700
Adjusted Hourly Volume 178 0000026580516700
Utilization Factor 0.05 0.00 0.00 0.00 0.00 0.00 0.00 0.16 0.00 0.03 0.17 0.00
Critical Factors 0.05 0.00 0.00 0.00 0.16 0.03
ICU Ratio = 0.34 LOS = A
Turning Movements at Intersection of :Faraday Avenue and Cannon Drive
Time :
to North Approach Faraday Avenue
Date :
Day : Thursday 0 Total
Name : Dale, Deanna 0 0 Subtotals
0
Sub - 0 0 0 Sub -
Totals totals totals Totals
W E
e 844 a
s 1504 2 20s
t 660 135 670 721 t
523 51 1 863
A North A
p 142 p
p p
r r
172 0 6 Cannon Drive
0
Subtotals 573 178
Total 751
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
07/29/10
8:15 AM
7:15 AM
Faraday Avenue at Cannon Drive
Lane Configuration for Intersection Capacity Utilization Page 3 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
4:45 PM to
5:45 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1 1 1
Config - (left) 2 111111 1 1
urations 3 1 1 1 1
4
5
6
Outside 7
Free-flow
Lane Settings 200010120120
Capacity 3800 0 0 0 2000 0 1800 4000 0 1800 4000 0
Are the North/South phases split (Y/N)? Y
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 583 0 57 0003739211193070
Adjusted Hourly Volume 640 0000039500193070
Utilization Factor 0.17 0.00 0.00 0.00 0.00 0.00 0.00 0.24 0.00 0.01 0.08 0.00
Critical Factors 0.17 0.00 0.00 0.00 0.24 0.01
ICU Ratio = 0.52 LOS = A
Turning Movements at Intersection of :Faraday Avenue and Cannon Drive
Time :
to North Approach Faraday Avenue
Date :
Day : Thursday 0 Total
Name : Dale, Deanna 0 0 Subtotals
0
Sub - 0 0 0 Sub -
Totals totals totals Totals
W E
e 893 a
s 1846 3 30s
t 953 739 307 326 t
211 19 0 1122
A North A
p 796 p
p p
r r
583 0 57 Cannon Drive
0
Subtotals 230 640
Total 870
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
07/29/10
5:45 PM
4:45 PM
CITY OF CARLSBAD CITY OF CARLSBAD
TRAFFIC MONITORING PROGRAMTRAFFIC MONITORING PROGRAM
SUMMER 2010SUMMER 2010
INTERSECTION ANALYSIS SUMMARY
Intersection Number: 53
Intersection Location: Paseo del Norte &
Car Country Drive
Contents: Turn Movement Count Summary Page 1
(A.M. and P.M.)
A.M. Peak Hour ICU Analysis and Page 2
Turn Movement Diagram
P.M. Peak Hour ICU Analysis and Page 3
Turn Movement Diagram
RICK ENGINEERING TURNING MOVEMENT ANALYSISPage 1 of 3City : CarlsbadIntersection of :N/S Street : Paseo Del Norte File : 2010 Int #53E/W Street : Car Country DriveData Collected by : Lizzy, JordanCount Date : Day :Traffic Control :Signalized07/29/10 Weather : SunnySouth Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB)15 min TotalEnd of 15min. prd. LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds VehiclesPeds6:15 AM 004200082000000000101706:30 AM 105601041010000000001906:45 AM 00711030110000000000003207:00 AM 10249190193000000300217027:15 AM 00185011120100100200004017:30 AM 102516090141000010200907807:45 AM 10402713018010000010008010728:00 AM 003622010311000000130115012008:15 AM* 00332015118200000090015010318:30 AM* 102816092292110000110015011418:45 AM* 202815060252000000130015010609:00 AM* 003514016037210000010001711312Max. 15 min. 2 0 40 27 1 16 2 37311011013011711312Pk. Hr. Vol. 3 0 124 65 1 36 3 1098210000430062145448:00 AMPeakIntersection Traffic in Pk. Hr. = 454 Peak Hr. Factor0.879:00 AMHourIntersection Pdstrns in Pk. Hr. = 43:45 PM 1087161210731140251190122025234:00 PM 3077170250576010021280129024614:15 PM 5071122291784010130280045027824:30 PM 5058151210688010020150033022614:45 PM 4055280252696020003220131024535:00 PM* 2072220160706140020190145025915:15 PM* 150761701609112050220370218029305:30 PM* 80451001107011030110390419022205:45 PM* 90651811806519040120280520025416:00 PM 9049120707712040000170221021006:15 PM 80391604262915006016046017716:30 PM 131611507120221006021041101632Max. 15 min. 15 1 87 28 2 29 2 91 1925026339054502933Pk. Hr. Vol. 34 0 258 67 1 61 0 296 48 1 16047012301210201028 24:45 PMPeakIntersection Traffic in Pk. Hr. = 1028 Peak Hr. Factor0.885:45 PMHourIntersection Pdstrns in Pk. Hr. = 2Thursday
Paseo Del Norte at Car Country Drive
Lane Configuration for Intersection Capacity Utilization Page 2 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
8:00 AM to
9:00 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1111
Config - (left) 2 1 1 1 1 1 1
urations 3 1 1 1 1
4
5
6
Outside 7
Free-flow
Lane Settings 120120110110
Capacity 1800 4000 0 1800 4000 0 1800 2000 0 1800 2000 0
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 3 124 65 39 109 810043062
Adjusted Hourly Volume 2 222 0 21 117 010043540
Utilization Factor 0.00 0.06 0.00 0.01 0.03 0.00 0.00 0.00 0.00 0.02 0.03 0.00
Critical Factors 0.06 0.01 0.00 0.03
ICU Ratio = 0.20 LOS = A
Turning Movements at Intersection of :Paseo Del Norte and Car Country Drive
Time :
to North Approach Paseo Del Norte
Date :
Day : Thursday 346 Total
Name : Lizzy, Jordan 156 190 Subtotals
3
Sub - 8 109 39 Sub -
Totals totals totals Totals
W E
e11 a
s12 0 162s
t 1 0 0 105 t
0430206
A North A
p 101 p
p p
r r
3 124 65 Car Country Drive
0
Subtotals 152 192
Total 344
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
07/29/10
9:00 AM
8:00 AM
Paseo Del Norte at Car Country Drive
Lane Configuration for Intersection Capacity Utilization Page 3 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
4:45 PM to
5:45 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1 1 1 1
Config - (left) 2 1 1 1 1 1 1
urations 3 1 1 1 1
4
5
6
Outside 7
Free-flow
Lane Settings 120120110110
Capacity 1800 4000 0 1800 4000 0 1800 2000 0 1800 2000 0
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 34 258 67 61 296 48 16 4 7 123 12 102
Adjusted Hourly Volume 34 325 0 61 344 0 16 11 0 123 114 0
Utilization Factor 0.02 0.08 0.00 0.03 0.09 0.00 0.01 0.01 0.00 0.07 0.06 0.00
Critical Factors 0.08 0.03 0.01 0.07
ICU Ratio = 0.29 LOS = A
Turning Movements at Intersection of :Paseo Del Norte and Car Country Drive
Time :
to North Approach Paseo Del Norte
Date :
Day : Thursday 781 Total
Name : Lizzy, Jordan 405 376 Subtotals
0
Sub - 48 296 61 Sub -
Totals totals totals Totals
W E
e94 a
s 121 0 16 102 s
t 27 4 12 237 t
7 123 0 369
A North A
p 132 p
p p
r r
34 258 67 Car Country Drive
0
Subtotals 426 359
Total 785
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
07/29/10
5:45 PM
4:45 PM
CITY OF CARLSBAD CITY OF CARLSBAD
TRAFFIC MONITORING PROGRAMTRAFFIC MONITORING PROGRAM
SUMMER 2010SUMMER 2010
INTERSECTION ANALYSIS SUMMARY
Intersection Number: 54
Intersection Location: College Boulevard &
Tamarack Avenue (S)
Contents: Turn Movement Count Summary Page 1
(A.M. and P.M.)
A.M. Peak Hour ICU Analysis and Page 2
Turn Movement Diagram
P.M. Peak Hour ICU Analysis and Page 3
Turn Movement Diagram
RICK ENGINEERING TURNING MOVEMENT ANALYSISPage 1 of 3City : CarlsbadIntersection of :N/S Street : College BoulevardFile : 2010 Int #54E/W Street : Tamarack Avenue (S)Data Collected by : Lizzy, JordanCount Date : Day :Traffic Control :Signalized07/14/10 Weather : SunnySouth Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB)15 min TotalEnd of 15min. prd. LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds VehiclesPeds6:15 AM 00210010111201001607001016006:30 AM 003402001505112005014001022136:45 AM 2063210024441900609002134137:00 AM 00702010357209007013007046807:15 AM 4178302035713011008214002049327:30 AM* 021077030354812100110291212055717:45 AM* 2024335303872402905161610516079468:00 AM* 4116863304283603000180440416075838:15 AM* 309530104331412301120130311161228:30 AM 21914030233110230014210006039828:45 AM 31140511023441250011118022044639:00 AM 7010052401657110001001001303223Max. 15 min. 7 2 2437540433361300518261151617946Pk. Hr. Vol. 9 3 613 19 8 10 0 1602 82 2 103 0 6 57 1 147 1 14 55 1 2721 127:15 AMPeakIntersection Traffic in Pk. Hr. = 2721 Peak Hr. Factor0.868:15 AMHourIntersection Pdstrns in Pk. Hr. = 123:45 PM 150237801201521701011608034247424:00 PM 51212601001551912403707012045214:15 PM 50257616014719020127012012548564:30 PM 902405013015029011023211028048324:45 PM 131264132901562601302304004150835:00 PM* 110325124401762301903606014059045:15 PM* 1303121505018425417014111027059655:30 PM* 212341801212142011000808005065015:45 PM* 1303101301201642931901708016158346:00 PM 130284132501501701231608003051526:15 PM 1302521219013034018019012014149526:30 PM 1302251002201432421503601101714803Max. 15 min. 21 2 341 15 4 22 1 214 34 4 2433921203856506Pk. Hr. Vol. 58 2 1288 48 4 33 1 738 97 8 65 0 5 25 1 33 0 4 22 1 2419 144:45 PMPeakIntersection Traffic in Pk. Hr. = 2419 Peak Hr. Factor0.935:45 PMHourIntersection Pdstrns in Pk. Hr. = 14Wednesday
College Boulevard at Tamarack Avenue (S)
Lane Configuration for Intersection Capacity Utilization Page 2 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
7:15 AM to
8:15 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1 1 111111
Config - (left) 2 1 1
urations 3 1 1 1 1
4
5
6
Outside 7
Free-flow
Lane Settings 120120010010
Capacity 1800 4000 0 1800 4000 0 0 2000 0 0 2000 0
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 12 613 19 10 1602 82 103 6 57 148 14 55
Adjusted Hourly Volume 12 632 0 10 1684 0 0 166 0 0 217 0
Utilization Factor 0.01 0.16 0.00 0.01 0.42 0.00 0.00 0.08 0.00 0.00 0.11 0.00
Critical Factors 0.01 0.42 0.00 0.11
ICU Ratio = 0.64 LOS = B
Turning Movements at Intersection of :College Boulevard and Tamarack Avenue (S)
Time :
to North Approach College Boulevard
Date :
Day : Wednesday 2465 Total
Name : Lizzy, Jordan 1694 771 Subtotals
0
Sub - 82 1602 10 Sub -
Totals totals totals Totals
W E
e 105 a
s 271 0 103 55 s
t 166 6 14 217 t
57 148 1 253
A North A
p 36 p
p p
r r
12 613 19 Tamarack Avenue (S)
3
Subtotals 1809 644
Total 2453
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
07/14/10
8:15 AM
7:15 AM
College Boulevard at Tamarack Avenue (S)
Lane Configuration for Intersection Capacity Utilization Page 3 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
4:45 PM to
5:45 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1 1 111111
Config - (left) 2 1 1
urations 3 1 1 1 1
4
5
6
Outside 7
Free-flow
Lane Settings 120120010010
Capacity 1800 4000 0 1800 4000 0 0 2000 0 0 2000 0
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 60 1288 48 34 738 97 65 5 25 33 4 22
Adjusted Hourly Volume 60 1336 0 34 835 0 0 95 0 0 59 0
Utilization Factor 0.03 0.33 0.00 0.02 0.21 0.00 0.00 0.05 0.00 0.00 0.03 0.00
Critical Factors 0.33 0.02 0.05 0.00
ICU Ratio = 0.50 LOS = A
Turning Movements at Intersection of :College Boulevard and Tamarack Avenue (S)
Time :
to North Approach College Boulevard
Date :
Day : Wednesday 2245 Total
Name : Lizzy, Jordan 869 1376 Subtotals
1
Sub - 97 738 34 Sub -
Totals totals totals Totals
W E
e 159 a
s 254 0 65 22 s
t955 459t
25 33 0 145
A North A
p 86 p
p p
r r
60 1288 48 Tamarack Avenue (S)
2
Subtotals 798 1396
Total 2194
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
07/14/10
5:45 PM
4:45 PM
CITY OF CARLSBAD CITY OF CARLSBAD
TRAFFIC MONITORING PROGRAMTRAFFIC MONITORING PROGRAM
SUMMER 2010SUMMER 2010
INTERSECTION ANALYSIS SUMMARY
Intersection Number: 55
Intersection Location: College Boulevard &
Carlsbad Village Drive/Peninsula Drive
Contents: Turn Movement Count Summary Page 1
(A.M. and P.M.)
A.M. Peak Hour ICU Analysis and Page 2
Turn Movement Diagram
P.M. Peak Hour ICU Analysis and Page 3
Turn Movement Diagram
RICK ENGINEERING TURNING MOVEMENT ANALYSISPage 1 of 3City : CarlsbadIntersection of :N/S Street : College BoulevardFile : 2010 Int #55E/W Street : Carlsbad Village Drive/Peninsula Drive Data Collected by : Abraham, JovvanCount Date : Day :Traffic Control :Signalized07/14/10 Weather : SunnySouth Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB)15 min TotalEnd of 15min. prd. LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds VehiclesPeds6:15 AM 10180300116100700510001115856:30 AM 102403001571602300802010023236:45 AM 103502202402103000801002034027:00 AM 4062100033448131011301000049517:15 AM 4052110135656038011101011152327:30 AM* 17085011134165073001510024060427:45 AM* 180130040037610611180219500220773108:00 AM* 1201050010380114084002201035072708:15 AM* 8066121040578042011300020161738:30 AM 11069031024646056002000012045238:45 AM 10074220022561067002001026246849:00 AM 2207603201896005400110000044147Max. 15 min. 22 0 13024214051141118022252036477310Pk. Hr. Vol. 55 0 38617311502 363 1 317 0 3 6961091112721 157:15 AMPeakIntersection Traffic in Pk. Hr. = 2721 Peak Hr. Factor0.888:15 AMHourIntersection Pdstrns in Pk. Hr. = 153:45 PM 21022310209464151131303013048014:00 PM 21019602209973048041500001045924:15 PM 12022201307484091001500002050314:30 PM 100224201011166051011300002048104:45 PM 1802560111926507202710011051625:00 PM* 23027503209883079001100000257155:15 PM* 18030000101247407201700020059905:30 PM* 280300014013685170041500001064325:45 PM* 320296126010670184052001012062436:00 PM 17022604418775050011310002047656:15 PM 20022201018673066131000002048416:30 PM 200187042093610570362000314327Max. 15 min. 32 0 30024611368519115202302326437Pk. Hr. Vol. 101 0 1171 1 6 13 0 464 312 2 305 0 10 530103322437 104:45 PMPeakIntersection Traffic in Pk. Hr. = 2437 Peak Hr. Factor0.955:45 PMHourIntersection Pdstrns in Pk. Hr. = 10Wednesday
College Boulevard at Carlsbad Village Drive/Peninsula Drive
Lane Configuration for Intersection Capacity Utilization Page 2 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
7:15 AM to
8:15 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1111
Config - (left) 2 1 1 1 1 1 1
urations 3 1 1 1 1 1
4
5
6
Outside 7
Free-flow
Lane Settings 120120201110
Capacity 1800 4000 0 1800 4000 0 3800 0 1800 1800 2000 0
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? Y
Efficiency Lost Factor 0.10
Hourly Volume 55 386 1 4 1502 363 317 3 69 1 9 11
Adjusted Hourly Volume 55 387 0 4 1865 0 320 0 69 1 20 0
Utilization Factor 0.03 0.10 0.00 0.00 0.47 0.00 0.08 0.00 0.04 0.00 0.01 0.00
Critical Factors 0.03 0.47 0.08 0.01
ICU Ratio = 0.69 LOS = B
Turning Movements at Intersection of :College Boulevard and Carlsbad Village Drive/Peninsula Drive
Time :
to North Approach College Boulevard
Date :
Day : Wednesday 2584 Total
Name : Abraham, Jovvan 1869 715 Subtotals
1
Sub - 363 1502 4 Sub -
Totals totals totals Totals
W E
e 427 a
s 816 0 317 11 s
t 389 3 9 21 t
69 1 0 28
A North A
p 7p
p p
r r
55 386 1 Carlsbad Village Drive/Peninsula Dr
0
Subtotals 1572 442
Total 2014
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
07/14/10
8:15 AM
7:15 AM
College Boulevard at Carlsbad Village Drive/Peninsula Drive
Lane Configuration for Intersection Capacity Utilization Page 3 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
4:45 PM to
5:45 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1 1 1 1
Config - (left) 2 1 1 1 1 1 1
urations 3 1 1 1 1 1
4
5
6
Outside 7
Free-flow
Lane Settings 120120201110
Capacity 1800 4000 0 1800 4000 0 3800 0 1800 1800 2000 0
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? Y
Efficiency Lost Factor 0.10
Hourly Volume 101 1171 1 13 464 312 305 10 53 1 3 3
Adjusted Hourly Volume 101 1172 0 13 776 0 315 0 53 1 6 0
Utilization Factor 0.06 0.29 0.00 0.01 0.19 0.00 0.08 0.00 0.03 0.00 0.00 0.00
Critical Factors 0.29 0.01 0.08 0.00
ICU Ratio = 0.48 LOS = A
Turning Movements at Intersection of :College Boulevard and Carlsbad Village Drive/Peninsula Drive
Time :
to North Approach College Boulevard
Date :
Day : Wednesday 2268 Total
Name : Abraham, Jovvan 789 1479 Subtotals
0
Sub - 312 464 13 Sub -
Totals totals totals Totals
W E
e 416 a
s 784 0 305 3 s
t 368 10 3 7 t
53 1 0 31
A North A
p 24 p
p p
r r
101 1171 1 Carlsbad Village Drive/Peninsula Dr
0
Subtotals 518 1273
Total 1791
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
07/14/10
5:45 PM
4:45 PM
CITY OF CARLSBAD CITY OF CARLSBAD
TRAFFIC MONITORING PROGRAMTRAFFIC MONITORING PROGRAM
SUMMER 2010SUMMER 2010
INTERSECTION ANALYSIS SUMMARY
Intersection Number: 56
Intersection Location: College Boulevard &
Faraday Avenue
Contents: Turn Movement Count Summary Page 1
(A.M. and P.M.)
A.M. Peak Hour ICU Analysis and Page 2
Turn Movement Diagram
P.M. Peak Hour ICU Analysis and Page 3
Turn Movement Diagram
RICK ENGINEERING TURNING MOVEMENT ANALYSISPage 1 of 3City : CarlsbadIntersection of :N/S Street : College BoulevardFile : 2010 Int #56E/W Street : Faraday AvenueData Collected by : Abraham, JovvanCount Date : Day :Traffic Control :Signalized07/15/10 Weather : SunnySouth Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB)15 min TotalEnd of 15min. prd. LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds VehiclesPeds6:15 AM 12013110801970102140120307214526:30 AM 8 0 11 12 0 11 0 28 13 0 2 0 18 7 0 28 0 39 1 0 178 06:45 AM 18 0 15 12 0 15 0 30 12 0 0 0 32 8 0 26 0 40 7 1 215 17:00 AM 16 0 22 33 0 47 0 42 29 0 8 0 52 16 0 27 0 48 13 1 353 17:15 AM 17 0 16 33 2 31 0 46 12 2 8 0 48 17 2 26 0 58 9 0 321 67:30 AM* 24 0 32 47 0 31 0 55 15 0 10 0 73 41 0 43 0 98 17 0 486 07:45 AM* 42 0 36 40 0 42 0 66 22 1 10 0 93 21 1 28 0 95 6 0 501 28:00 AM* 40 0 48 67 0 57 0 82 12 0 25 0 120 23 0 34 0 104 12 0 624 08:15 AM* 43 0 34 39 0 48 0 50 20 0 10 0 92 18 1 34 0 115 20 0 523 18:30 AM 28 0 33 40 0 28 0 57 33 0 13 0 76 19 0 44 0 102 12 0 485 08:45 AM 39 1 39 63 0 31 0 47 15 0 6 0 80 11 0 35 0 94 11 0 472 09:00 AM 40 0 34 43 0 37 0 48 22 0 8 0 67 15 0 21 0 66 7 2 408 2Max. 15 min. 43 1 48 67 2 57 0 82 33 2 25 0 120 41 2 44 0 115 20 2 624 6Pk. Hr. Vol. 149 0 150 193 0 178 0 253 69 1 55 0 378 103 2 139 0 412 55 0 2134 37:15 AMPeakIntersection Traffic in Pk. Hr. = 2134 Peak Hr. Factor0.858:15 AMHourIntersection Pdstrns in Pk. Hr. = 33:45 PM 17 0 62 31 0 3 0 30 4 0 10 0 61 29 0 46 0 65 26 0 384 04:00 PM 17 0 39 21 0 5 0 32 10 0 8 0 68 20 3 46 0 63 21 2 350 54:15 PM 25 1 63 29 0 4 0 28 13 0 14 0 67 21 0 43 0 81 23 0 412 04:30 PM 15 0 58 29 0 2 0 34 12 1 12 0 67 32 4 38 0 63 22 0 384 54:45 PM 19 0 65 35 1 5 0 44 5 0 16 0 113 39 1 46 0 77 28 1 492 35:00 PM* 14 0 68 36 0 8 0 35 12 0 7 0 77 38 1 57 0 85 23 0 460 15:15 PM* 31 1 100 41 0 2 0 47 16 0 24 0 114 61 1 76 0 100 51 1 664 25:30 PM* 30 0 65 40 0 2 0 46 12 0 14 0 131 51 0 72 0 102 34 0 599 05:45 PM* 26 0 58 23 0 3 0 37 16 3 11 1 100 35 0 50 0 119 26 0 505 36:00 PM 19 1 46 21 0 6 0 44 12 2 11 0 99 32 5 63 0 72 17 0 443 76:15 PM 29 0 60 23 0 0 0 45 5 3 14 0 60 48 1 57 0 48 23 1 412 56:30 PM 220372006028747054311591661503535Max. 15 min. 31 1 100 41 1 8 0 47 16 4 24 1 131 61 5 76 1 119 51 2 664 7Pk. Hr. Vol. 101 1 291 140 0 15 0 165 56 3 56 1 422 185 2 255 0 406 134 1 2228 64:45 PMPeakIntersection Traffic in Pk. Hr. = 2228 Peak Hr. Factor0.845:45 PMHourIntersection Pdstrns in Pk. Hr. = 6Thursday
College Boulevard at Faraday Avenue
Lane Configuration for Intersection Capacity Utilization Page 2 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
7:15 AM to
8:15 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1111
Config - (left) 2 1 1 1 1
urations 3 1 1 1 1 1 1
411 11
5
6
Outside 7
Free-flow
Lane Settings 220220120120
Capacity 3600 4000 0 3600 4000 0 1800 4000 0 1800 4000 0
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 149 150 193 178 253 69 55 378 103 139 412 55
Adjusted Hourly Volume 149 343 0 178 322 0 55 481 0 139 467 0
Utilization Factor 0.04 0.09 0.00 0.05 0.08 0.00 0.03 0.12 0.00 0.08 0.12 0.00
Critical Factors 0.09 0.05 0.12 0.08
ICU Ratio = 0.44 LOS = A
Turning Movements at Intersection of :College Boulevard and Faraday Avenue
Time :
to North Approach College Boulevard
Date :
Day : Thursday 760 Total
Name : Abraham, Jovvan 500 260 Subtotals
0
Sub - 69 253 178 Sub -
Totals totals totals Totals
W E
e 630 a
s 1166 0 55 55 s
t 536 378 412 606 t
103 139 0 1355
A North A
p 749 p
p p
r r
149 150 193 Faraday Avenue
0
Subtotals 495 492
Total 987
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
07/15/10
8:15 AM
7:15 AM
College Boulevard at Faraday Avenue
Lane Configuration for Intersection Capacity Utilization Page 3 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
4:45 PM to
5:45 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1 1 1 1
Config - (left) 2 1 1 1 1
urations 3 1 1 1 1 1 1
4 11 11
5
6
Outside 7
Free-flow
Lane Settings 220220120120
Capacity 3600 4000 0 3600 4000 0 1800 4000 0 1800 4000 0
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 102 291 140 15 165 56 57 422 185 255 406 134
Adjusted Hourly Volume 102 431 0 15 221 0 57 607 0 255 540 0
Utilization Factor 0.03 0.11 0.00 0.00 0.06 0.00 0.03 0.15 0.00 0.14 0.14 0.00
Critical Factors 0.11 0.00 0.15 0.14
ICU Ratio = 0.50 LOS = A
Turning Movements at Intersection of :College Boulevard and Faraday Avenue
Time :
to North Approach College Boulevard
Date :
Day : Thursday 717 Total
Name : Abraham, Jovvan 236 481 Subtotals
0
Sub - 56 165 15 Sub -
Totals totals totals Totals
W E
e 564 a
s 1228 1 57 134 s
t 664 422 406 795 t
185 255 0 1372
A North A
p 577 p
p p
r r
102 291 140 Faraday Avenue
1
Subtotals 606 533
Total 1139
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
07/15/10
5:45 PM
4:45 PM
CITY OF CARLSBAD CITY OF CARLSBAD
TRAFFIC MONITORING PROGRAMTRAFFIC MONITORING PROGRAM
SUMMER 2010SUMMER 2010
INTERSECTION ANALYSIS SUMMARY
Intersection Number: 57
Intersection Location: I-5/Carlsbad Village Drive
Southbound Ramp
Contents: Turn Movement Count Summary Page 1
(A.M. and P.M.)
A.M. Peak Hour ICU Analysis and Page 2
Turn Movement Diagram
P.M. Peak Hour ICU Analysis and Page 3
Turn Movement Diagram
RICK ENGINEERING COMPANY TURNING MOVEMENT ANALYSISPage 1 of 3City : CarlsbadIntersection of :N/S Street : I-5 Southbound RampsFile : 2010 Int #57E/W Street : Carlsbad Village Drive Data Collected by : Deanna, DaleCount Date : Day :Traffic Control :Signalized07/21/10 Weather : Light RainSouth Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB)15 min TotalEnd of 15min. prd. LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds VehiclesPeds6:15 AM 000008002000035210270270213826:30 AM 000005002600042373440340318866:45 AM 000007003000049381480400021217:00 AM 000008003000056411460600124127:15 AM 0000015004600070583540730031637:30 AM 0000013013500072474570840030947:45 AM 00000130180000915415001010039018:00 AM 00000140351000815344701400238968:15 AM* 00000120053001756006601230039008:30 AM* 00000210160000855934601270139948:45 AM* 000002101580001106803801510344739:00 AM* 00000290495000121593390207065549Max. 15 min.00000290495001121684660207065549Pk. Hr. Vol.000008306266001391246618906080101790 168:00 AMPeakIntersection Traffic in Pk. Hr. = 1790 Peak Hr. Factor0.819:00 AMHourIntersection Pdstrns in Pk. Hr. = 163:45 PM 0000017037600018496952014702575114:00 PM 000003005850001575804901900057404:15 PM 000004505100000152961330017406602194:30 PM* 0000030031210001898544402130368574:45 PM* 000002102890001886616931920163025:00 PM* 00000360111000021110254601970270375:15 PM* 000002801890002089003601550360735:30 PM 000003302840001387714530187010574245:45 PM 0000039006800018671635017405573116:00 PM 000002901870012048513101860162426:15 PM 000003203820011431081534015801561166:30 PM 0000033017600015410185301700358811Max. 15 min.0000045051210012111081569321301070324Pk. Hr. Vol.0000011507409000796343101953757092625 194:15 PMPeakIntersection Traffic in Pk. Hr. = 2625 Peak Hr. Factor0.935:15 PMHourIntersection Pdstrns in Pk. Hr. = 19Wednesday
I-5 Southbound Ramps at Carlsbad Village Drive
Lane Configuration for Intersection Capacity Utilization Page 2 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
8:00 AM to
9:00 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1
Config - (left) 2 1 1 1 1
urations 3 1 1 1
4111
5
6
Outside 7
Free-flow
Lane Settings 000011020120
Capacity 00002000 1800 0 4000 0 1800 4000 0
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 0 0 0 83 6 266 0 391 246 0 608 0
Adjusted Hourly Volume 000089266063701896080
Utilization Factor 0.00 0.00 0.00 0.00 0.04 0.15 0.00 0.16 0.00 0.11 0.15 0.00
Critical Factors 0.00 0.16 0.16 0.11
95 0
ICU Ratio = 0.53 LOS = A
Turning Movements at Intersection of :I-5 Southbound Ramps and Carlsbad Village Drive
Time :
to North Approach I-5 Southbound Ramps
Date :
Day : Wednesday 355 Total
Name : Deanna, Dale 355 0 Subtotals
0
Sub - 266 6 83 Sub -
Totals totals totals
W E
e 875 a
s 1512 1 00s
t 637 391 608 608 t
246 0 0 1082
A North A
p 474 p
p p
r r
000 Carlsbad Village Drive
0
Subtotals 252 0
Total 252
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
07/21/10
9:00 AM
8:00 AM
I-5 Southbound Ramps at Carlsbad Village Drive
Lane Configuration for Intersection Capacity Utilization Page 3 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
4:15 PM to
5:15 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1
Config - (left) 2 1 1 1 1
urations 3 1 1 1
4 11 1
5
6
Outside 7
Free-flow
Lane Settings 000011020120
Capacity 00002000 1800 0 4000 0 1800 4000 0
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 0 0 0 115 7 409 0 796 343 0 757 0
Adjusted Hourly Volume 000012240901139 0 195 757 0
Utilization Factor 0.00 0.00 0.00 0.00 0.06 0.23 0.00 0.28 0.00 0.11 0.19 0.00
Critical Factors 0.23 0.28 0.11
95 0
ICU Ratio = 0.72 LOS = C
Turning Movements at Intersection of :I-5 Southbound Ramps and Carlsbad Village Drive
Time :
to North Approach I-5 Southbound Ramps
Date :
Day : Wednesday 531 Total
Name : Deanna, Dale 531 0 Subtotals
0
Sub - 409 7 115 Sub -
Totals totals totals
W E
e 1166 a
s 2305 0 00s
t 1139 796 757 757 t
343 0 3 1671
A North A
p 914 p
p p
r r
000 Carlsbad Village Drive
0
Subtotals 347 0
Total 347
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
07/21/10
5:15 PM
4:15 PM
CITY OF CARLSBAD CITY OF CARLSBAD
TRAFFIC MONITORING PROGRAMTRAFFIC MONITORING PROGRAM
SUMMER 2010SUMMER 2010
INTERSECTION ANALYSIS SUMMARY
Intersection Number: 58
Intersection Location: I-5/Carlsbad Village Drive
Northbound Ramp
Contents: Turn Movement Count Summary Page 1
(A.M. and P.M.)
A.M. Peak Hour ICU Analysis and Page 2
Turn Movement Diagram
P.M. Peak Hour ICU Analysis and Page 3
Turn Movement Diagram
RICK ENGINEERING COMPANY TURNING MOVEMENT ANALYSISPage 1 of 3City : CarlsbadIntersection of :N/S Street : I-5 Northbound RampsFile : 2010 Int #58E/W Street : Carlsbad Village Drive Data Collected by : Billy, ChrisCount Date : Day :Traffic Control :Signalized07/21/10 Weather : Light RainSouth Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB)15 min TotalEnd of 15min. prd. LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds VehiclesPeds6:15 AM 1200130000002501600003618212026:30 AM 1101130000003301403005822015236:45 AM 1701110000003702101006921017717:00 AM 2701180000004402101007633222037:15 AM 3300150000004004203009117023837:30 AM 3101110000005103505007923023157:45 AM 47041900000052053010010631031218:00 AM 69013400000056041000010831234028:15 AM* 58032400000048045050013729134468:30 AM* 64003700000076048000011932037608:45 AM* 85014400000096062000010428342039:00 AM* 9705460000008007300001233304570Max. 15 min. 97 0 5 460000009607305001373334576Pk. Hr. Vol. 304 0 9 1510000003000228050048312241597 98:00 AMPeakIntersection Traffic in Pk. Hr. = 1597 Peak Hr. Factor0.879:00 AMHourIntersection Pdstrns in Pk. Hr. = 93:45 PM 650047000000890125040012433148354:00 PM 820163000000990110010013042252734:15 PM* 8200640000001010126000011627351634:30 PM* 1180053200000850135030014228456194:45 PM* 920059000000980125020013324253145:00 PM* 950157000000840149050014237156565:15 PM 660057000000103012104009834147955:30 PM 105013900000087098020014230650285:45 PM 820054000000830154060012632353196:00 PM 1080071000000106012702009323052826:15 PM 1030056000000900110070011138250896:30 PM 8501460000007209306001002214197Max. 15 min. 118 0 1 71200000106015407001424265659Pk. Hr. Vol. 387 0 1 233200000368053501000533116102173 224:00 PMPeakIntersection Traffic in Pk. Hr. = 2173 Peak Hr. Factor0.965:00 PMHourIntersection Pdstrns in Pk. Hr. = 22Wednesday
I-5 Northbound Ramps at Carlsbad Village Drive
Lane Configuration for Intersection Capacity Utilization Page 2 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
8:00 AM to
9:00 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1
Config - (left) 2 1 1 1
urations 3 1 1 1
4111
5
6
Outside 7
Free-flow
Lane Settings 011000120020
Capacity 0 2000 1800 0 0 0 1800 4000 0 0 4000 0
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 304 9 151 0 0 0 300 228 0 0 483 122
Adjusted Hourly Volume 0 313 151 0 0 0 300 228 0 0 605 0
Utilization Factor 0.00 0.16 0.08 0.00 0.00 0.00 0.17 0.06 0.00 0.00 0.15 0.00
Critical Factors 0.16 0.00 0.17 0.15
ICU Ratio = 0.58 LOS = A
Turning Movements at Intersection of :I-5 Northbound Ramps and Carlsbad Village Drive
Time :
to North Approach I-5 Northbound Ramps
Date :
Day : Wednesday 431 Total
Name : Billy, Chris 0 431 Subtotals
0
Sub - 0 0 0 Sub -
Totals totals totals Totals
W E
e 787 a
s 1315 0 300 122 s
t 528 228 483 605 t
000984
A North A
p 379 p
p p
r r
304 9 151 Carlsbad Village Drive
0
Subtotals 0 464
Total 464
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
07/21/10
9:00 AM
8:00 AM
I-5 Northbound Ramps at Carlsbad Village Drive
Lane Configuration for Intersection Capacity Utilization Page 3 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
4:00 PM to
5:00 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1
Config - (left) 2 1 1 1
urations 3 1 1 1
4 1 11
5
6
Outside 7
Free-flow
Lane Settings 011000120020
Capacity 0 2000 1800 0 0 0 1800 4000 0 0 4000 0
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 387 1 233 0 0 0 368 535 0 0 533 116
Adjusted Hourly Volume 0 388 233 0 0 0 368 535 0 0 649 0
Utilization Factor 0.00 0.19 0.13 0.00 0.00 0.00 0.20 0.13 0.00 0.00 0.16 0.00
Critical Factors 0.19 0.00 0.20 0.16
ICU Ratio = 0.65 LOS = B
Turning Movements at Intersection of :I-5 Northbound Ramps and Carlsbad Village Drive
Time :
to North Approach I-5 Northbound Ramps
Date :
Day : Wednesday 485 Total
Name : Billy, Chris 0 485 Subtotals
0
Sub - 0 0 0 Sub -
Totals totals totals Totals
W E
e 920 a
s 1823 0 368 116 s
t 903 535 533 649 t
0001417
A North A
p 768 p
p p
r r
387 1 233 Carlsbad Village Drive
0
Subtotals 0 621
Total 621
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
07/21/10
5:00 PM
4:00 PM
CITY OF CARLSBAD CITY OF CARLSBAD
TRAFFIC MONITORING PROGRAMTRAFFIC MONITORING PROGRAM
SUMMER 2010SUMMER 2010
INTERSECTION ANALYSIS SUMMARY
Intersection Number: 59
Intersection Location: I-5/Tamarack Avenue
Southbound Ramp
Contents: Turn Movement Count Summary Page 1
(A.M. and P.M.)
A.M. Peak Hour ICU Analysis and Page 2
Turn Movement Diagram
P.M. Peak Hour ICU Analysis and Page 3
Turn Movement Diagram
RICK ENGINEERING COMPANY TURNING MOVEMENT ANALYSISPage 1 of 3City : CarlsbadIntersection of :N/S Street : I-5 Southbound RampsFile : 2010 Int #59E/W Street : Tamarack AvenueData Collected by : Fernando, RaulCount Date : Day :Traffic Control :Signalized07/20/10 Weather : CloudySouth Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB)15 min TotalEnd of 15min. prd. LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds VehiclesPeds6:15 AM 000005012500030450430210017006:30 AM 000009002600040670340260220226:45 AM 0000015003100050883640210226957:00 AM 0000025012300055712680420328557:15 AM 0000012012800053771860420229937:30 AM 0000017003200082750530510231027:45 AM* 0000016007200079841610770138928:00 AM* 000002300760001037305301170044508:15 AM* 00000240157000961120680990545758:30 AM* 00000140046000106840720720439448:45 AM 0000016002900060990620830134919:00 AM 000002900400008794184075014092Max. 15 min.000002901760001061123860117054575Pk. Hr. Vol.000007701251000384353125403650101685 117:30 AMPeakIntersection Traffic in Pk. Hr. = 1685 Peak Hr. Factor0.928:30 AMHourIntersection Pdstrns in Pk. Hr. = 113:45 PM 00000340053000875705801240041304:00 PM 00000440050000875514701160239934:15 PM 00000420147000807116301050240934:30 PM 0000026006200091650640900439844:45 PM 0000058005300086503520950039435:00 PM 0000037006200097631480960240335:15 PM* 000004101700001067004501020443545:30 PM* 000004701660001195836101390649195:45 PM* 000004900580001018304801150145416:00 PM* 000005000810001185905601060547056:15 PM 00000480051000100580470990340336:30 PM 0000031005600110043134094033594Max. 15 min.00000580181001119833640139064919Pk. Hr. Vol.0000018702275000444270321004620161850 195:00 PMPeakIntersection Traffic in Pk. Hr. = 1850 Peak Hr. Factor0.946:00 PMHourIntersection Pdstrns in Pk. Hr. = 19Tuesday
I-5 Southbound Ramps at Tamarack Avenue
Lane Configuration for Intersection Capacity Utilization Page 2 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
7:30 AM to
8:30 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1
Config - (left) 2 1 1 1
urations 3 1 1 1
411
51
6
Outside 7
Free-flow
Lane Settings 000011021120
Capacity 00002000 1800 0 4000 1800 1800 4000 0
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 0 0 0 77 1 251 0 384 353 254 365 0
Adjusted Hourly Volume 00007825103843532543650
Utilization Factor 0.00 0.00 0.00 0.00 0.04 0.14 0.00 0.10 0.20 0.14 0.09 0.00
Critical Factors 0.00 0.14 0.20 0.14
ICU Ratio = 0.58 LOS = A
Turning Movements at Intersection of :I-5 Southbound Ramps and Tamarack Avenue
Time :
to North Approach I-5 Southbound Ramps
Date :
Day : Tuesday 329 Total
Name : Fernando, Raul 329 0 Subtotals
0
Sub - 251 1 77 Sub -
Totals totals totals Totals
W E
e 616 a
s 1353 0 00s
t 737 384 365 619 t
353 254 0 1080
A North A
p 461 p
p p
r r
000 Tamarack Avenue
0
Subtotals 608 0
Total 608
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
07/20/10
8:30 AM
7:30 AM
I-5 Southbound Ramps at Tamarack Avenue
Lane Configuration for Intersection Capacity Utilization Page 3 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
5:00 PM to
6:00 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1
Config - (left) 2 1 1 1
urations 3 1 1 1
4 1 1
5 1
6
Outside 7
Free-flow
Lane Settings 000011021120
Capacity 00002000 1800 0 4000 1800 1800 4000 0
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 0 0 0 187 2 275 0 444 270 210 462 0
Adjusted Hourly Volume 000018927504442702104620
Utilization Factor 0.00 0.00 0.00 0.00 0.09 0.15 0.00 0.11 0.15 0.12 0.12 0.00
Critical Factors 0.00 0.15 0.15 0.12
ICU Ratio = 0.52 LOS = A
Turning Movements at Intersection of :I-5 Southbound Ramps and Tamarack Avenue
Time :
to North Approach I-5 Southbound Ramps
Date :
Day : Tuesday 464 Total
Name : Fernando, Raul 464 0 Subtotals
0
Sub - 275 2 187 Sub -
Totals totals totals Totals
W E
e 737 a
s 1451 0 00s
t 714 444 462 672 t
270 210 0 1303
A North A
p 631 p
p p
r r
000 Tamarack Avenue
0
Subtotals 482 0
Total 482
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
07/20/10
6:00 PM
5:00 PM
CITY OF CARLSBAD CITY OF CARLSBAD
TRAFFIC MONITORING PROGRAMTRAFFIC MONITORING PROGRAM
SUMMER 2010SUMMER 2010
INTERSECTION ANALYSIS SUMMARY
Intersection Number: 60
Intersection Location: I-5/Tamarack Avenue
Northbound Ramp
Contents: Turn Movement Count Summary Page 1
(A.M. and P.M.)
A.M. Peak Hour ICU Analysis and Page 2
Turn Movement Diagram
P.M. Peak Hour ICU Analysis and Page 3
Turn Movement Diagram
RICK ENGINEERING COMPANY TURNING MOVEMENT ANALYSISPage 1 of 3City : CarlsbadIntersection of :N/S Street : I-5 Northbound RampsFile : 2010 Int #60E/W Street : Tamarack AvenueData Collected by : Jovvan, AbrahamCount Date : Day :Traffic Control :Signalized07/20/10 Weather : CloudySouth Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB)15 min TotalEnd of 15min. prd. LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds VehiclesPeds6:15 AM 900130000002201700005330114416:30 AM 600200000003002000005141116816:45 AM 1100210000002903103007132119547:00 AM 1500240000004004203009427124247:15 AM 13002800000038028000010938225427:30 AM 2100270000005404300008646227727:45 AM* 24003000000041060010010765032718:00 AM* 50006000000052071000011759040908:15 AM* 46004300000054061020012049237348:30 AM* 33004600000073048010011042335248:45 AM 39004700000031046000010951232329:00 AM 3000520000005106701001254713722Max. 15 min. 50 0 0 600000007307103001256534094Pk. Hr. Vol. 153 0 0 1790000002200240040045421551461 97:30 AMPeakIntersection Traffic in Pk. Hr. = 1461 Peak Hr. Factor0.898:30 AMHourIntersection Pdstrns in Pk. Hr. = 93:45 PM 74009600000036083000010858345534:00 PM 6900950000005107600009747043504:15 PM 7400890000002508900009042240924:30 PM 5000850000004809400009836241124:45 PM 540010700000025011403009747044435:00 PM 53001160000003609400009057244625:15 PM* 630011800000036012303008544246955:30 PM* 6700129000000390122020012545652785:45 PM* 550098000000350105000011058046106:00 PM* 560079000000510127000011141746576:15 PM 470082000000330117000010048342736:30 PM 520176000000380910100754543785Max. 15 min. 74 0 1 12900000051012703001255875278Pk. Hr. Vol. 241 0 0 42400000016104770500431188151922 205:00 PMPeakIntersection Traffic in Pk. Hr. = 1922 Peak Hr. Factor0.916:00 PMHourIntersection Pdstrns in Pk. Hr. = 20Tuesday
I-5 Northbound Ramps at Tamarack Avenue
Lane Configuration for Intersection Capacity Utilization Page 2 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
7:30 AM to
8:30 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1
Config - (left) 2 1 1 1
urations 3 1 1 1
4111
5
6
Outside 7
Free-flow
Lane Settings 011000120020
Capacity 0 2000 1800 0 0 0 1800 4000 0 0 4000 0
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 153 0 179 0 0 0 220 240 0 0 454 215
Adjusted Hourly Volume 0 153 179 0 0 0 220 240 0 0 669 0
Utilization Factor 0.00 0.08 0.10 0.00 0.00 0.00 0.12 0.06 0.00 0.00 0.17 0.00
Critical Factors 0.10 0.00 0.12 0.17
ICU Ratio = 0.49 LOS = A
Turning Movements at Intersection of :I-5 Northbound Ramps and Tamarack Avenue
Time :
to North Approach I-5 Northbound Ramps
Date :
Day : Tuesday 435 Total
Name : Jovvan, Abraham 0 435 Subtotals
0
Sub - 0 0 0 Sub -
Totals totals totals Totals
W E
e 607 a
s 1067 0 220 215 s
t 460 240 454 669 t
0001088
A North A
p 419 p
p p
r r
153 0 179 Tamarack Avenue
0
Subtotals 0 332
Total 332
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
07/20/10
8:30 AM
7:30 AM
I-5 Northbound Ramps at Tamarack Avenue
Lane Configuration for Intersection Capacity Utilization Page 3 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
5:00 PM to
6:00 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1
Config - (left) 2 1 1 1
urations 3 1 1 1
4 1 11
5
6
Outside 7
Free-flow
Lane Settings 011000120020
Capacity 0 2000 1800 0 0 0 1800 4000 0 0 4000 0
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 241 0 424 0 0 0 161 477 0 0 431 188
Adjusted Hourly Volume 0 241 424 0 0 0 161 477 0 0 619 0
Utilization Factor 0.00 0.12 0.24 0.00 0.00 0.00 0.09 0.12 0.00 0.00 0.15 0.00
Critical Factors 0.24 0.00 0.09 0.15
ICU Ratio = 0.58 LOS = A
Turning Movements at Intersection of :I-5 Northbound Ramps and Tamarack Avenue
Time :
to North Approach I-5 Northbound Ramps
Date :
Day : Tuesday 349 Total
Name : Jovvan, Abraham 0 349 Subtotals
0
Sub - 0 0 0 Sub -
Totals totals totals Totals
W E
e 672 a
s 1310 0 161 188 s
t 638 477 431 619 t
0001520
A North A
p 901 p
p p
r r
241 0 424 Tamarack Avenue
0
Subtotals 0 665
Total 665
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
07/20/10
6:00 PM
5:00 PM
CITY OF CARLSBAD CITY OF CARLSBAD
TRAFFIC MONITORING PROGRAMTRAFFIC MONITORING PROGRAM
SUMMER 2010SUMMER 2010
INTERSECTION ANALYSIS SUMMARY
Intersection Number: 61
Intersection Location: I-5/Cannon Road
Southbound Ramp
Contents: Turn Movement Count Summary Page 1
(A.M. and P.M.)
A.M. Peak Hour ICU Analysis and Page 2
Turn Movement Diagram
P.M. Peak Hour ICU Analysis and Page 3
Turn Movement Diagram
RICK ENGINEERING TURNING MOVEMENT ANALYSISPage 1 of 3City : CarlsbadIntersection of :N/S Street : I-5 Southbound RampsFile : 2010 Int #61E/W Street : Cannon RoadData Collected by : Deanna, DaleCount Date : Day :Traffic Control :Signalized07/22/10 Weather : Light RainSouth Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB)15 min TotalEnd of 15min. prd. LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds VehiclesPeds6:15 AM 000004402240001720520170215826:30 AM 000004202310001540500240216826:45 AM 0000069012800036120680370125117:00 AM 0000012500580003381890390035217:15 AM 0000094044100051110660390030607:30 AM 00000135063800073145840420039257:45 AM 0000011500510007130700700138018:00 AM* 00000178076200011171580840150728:15 AM* 0000019303480006960720650045608:30 AM* 00000135017100096100480650042608:45 AM* 00000103036100199140650550040109:00 AM 0000012503720008913032066034003Max. 15 min.00000193077200111114589084035075Pk. Hr. Vol.000006090142420013753712430269011790 27:45 AMPeakIntersection Traffic in Pk. Hr. = 1790 Peak Hr. Factor0.888:45 AMHourIntersection Pdstrns in Pk. Hr. = 23:45 PM 000009900450001221231050750045834:00 PM 0000010401534201107171810750043434:15 PM 00000990143000111202980690044124:30 PM 000001090347000107142890910046024:45 PM 0000010600440011061911050840146525:00 PM* 0000010501550001271029801200251645:15 PM* 00000110004300013312113101450157425:30 PM* 00000116017200011234313101170058335:45 PM* 0000095014100010717610301090047366:00 PM 000007700330001071419701330046116:15 PM 000006700290001021531072880141046:30 PM 0000063003000075171104070003591Max. 15 min.00000116015722011333461312145025836Pk. Hr. Vol.000004260321100047973124630491032146 154:45 PMPeakIntersection Traffic in Pk. Hr. = 2146 Peak Hr. Factor0.925:45 PMHourIntersection Pdstrns in Pk. Hr. = 15Thursday
I-5 Southbound Ramps at Cannon Road
Lane Configuration for Intersection Capacity Utilization Page 2 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
7:45 AM to
8:45 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1 1
Config - (left) 2 1 1 1 1
urations 3 1 1 1
411
5
6
Outside 7
Free-flow
Lane Settings 000201021220
Capacity 0 0 0 3600 0 1800 0 4000 1800 3600 4000 0
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 0 0 0 609 14 242 1 375 37 243 269 0
Adjusted Hourly Volume 0 0 0 623 0 242 1 375 37 243 269 0
Utilization Factor 0.00 0.00 0.00 0.17 0.00 0.13 0.00 0.09 0.02 0.07 0.07 0.00
Critical Factors 0.00 0.00 0.17 0.09 0.07
ICU Ratio = 0.43 LOS = A
Turning Movements at Intersection of :I-5 Southbound Ramps and Cannon Road
Time :
to North Approach I-5 Southbound Ramps
Date :
Day : Thursday 865 Total
Name : Deanna, Dale 865 0 Subtotals
0
Sub - 242 14 609 Sub -
Totals totals totals Totals
W E
e 512 a
s 925 1 10s
t 413 375 269 512 t
37 243 0 1496
A North A
p 984 p
p p
r r
000 Cannon Road
0
Subtotals 294 0
Total 294
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
07/22/10
8:45 AM
7:45 AM
I-5 Southbound Ramps at Cannon Road
Lane Configuration for Intersection Capacity Utilization Page 3 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
4:45 PM to
5:45 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1 1
Config - (left) 2 1 1 1 1
urations 3 1 1 1
4 1 1
5
6
Outside 7
Free-flow
Lane Settings 000201021220
Capacity 0 0 0 3600 0 1800 0 4000 1800 3600 4000 0
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 0 0 0 426 3 211 0 479 73 463 491 0
Adjusted Hourly Volume 0 0 0 429 0 211 0 479 73 463 491 0
Utilization Factor 0.00 0.00 0.00 0.12 0.00 0.12 0.00 0.12 0.04 0.13 0.12 0.00
Critical Factors 0.00 0.00 0.12 0.12 0.13
ICU Ratio = 0.47 LOS = A
Turning Movements at Intersection of :I-5 Southbound Ramps and Cannon Road
Time :
to North Approach I-5 Southbound Ramps
Date :
Day : Thursday 640 Total
Name : Deanna, Dale 640 0 Subtotals
0
Sub - 211 3 426 Sub -
Totals totals totals Totals
W E
e 702 a
s 1254 0 00s
t 552 479 491 954 t
73 463 0 1859
A North A
p 905 p
p p
r r
000 Cannon Road
0
Subtotals 539 0
Total 539
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
07/22/10
5:45 PM
4:45 PM
CITY OF CARLSBAD CITY OF CARLSBAD
TRAFFIC MONITORING PROGRAMTRAFFIC MONITORING PROGRAM
SUMMER 2010SUMMER 2010
INTERSECTION ANALYSIS SUMMARY
Intersection Number: 62
Intersection Location: I-5/Cannon Road
Northbound Ramp
Contents: Turn Movement Count Summary Page 1
(A.M. and P.M.)
A.M. Peak Hour ICU Analysis and Page 2
Turn Movement Diagram
P.M. Peak Hour ICU Analysis and Page 3
Turn Movement Diagram
RICK ENGINEERING TURNING MOVEMENT ANALYSISPage 1 of 3City : CarlsbadIntersection of :N/S Street : I-5 Northbound RampsFile : 2010 Int #62E/W Street : Cannon RoadData Collected by : Abraham, JovvanCount Date : Day :Traffic Control :Signalized07/22/10 Weather : Light RainSouth Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB)15 min TotalEnd of 15min. prd. LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds VehiclesPeds6:15 AM 60013000000705500006414015906:30 AM 50019000000205700007317017306:45 AM 900360000001309501009623027217:00 AM 120173000000100152000110731038707:15 AM 120152000000170128000010026033607:30 AM 170081000000230188000011935046307:45 AM* 1100109000000230182000012231047808:00 AM* 2300148000000270282010012237063918:15 AM* 1401126000000280255010012344059118:30 AM* 90099000000300205000011249050408:45 AM 1400104000000370163000010540046309:00 AM 13008400000036018700001015204730Max. 15 min. 23 0 1 14800000037028201011235206391Pk. Hr. Vol. 57 0 1 4820000001080924020047916102212 27:30 AMPeakIntersection Traffic in Pk. Hr. = 2212 Peak Hr. Factor0.878:30 AMHourIntersection Pdstrns in Pk. Hr. = 23:45 PM 1400660000005501630200148178062424:00 PM 700940000005401760000153168065204:15 PM 1801750000006101470000180211069304:30 PM 3000790000004701600000141199165614:45 PM 2601820000006201630000171186069105:00 PM* 2201950000006201770000190187073405:15 PM* 37001110000006801750000248229086805:30 PM* 1901860000004701790000242203077705:45 PM* 2702830000004701550100205198071716:00 PM 36021000000004701350000194170068406:15 PM 2701820000004501210100175157060816:30 PM 15007300000036095000015315005220Max. 15 min. 37 0 2 111000000680179020024822918682Pk. Hr. Vol. 105 0 4 3750000002240686010088581703096 14:45 PMPeakIntersection Traffic in Pk. Hr. = 3096 Peak Hr. Factor0.895:45 PMHourIntersection Pdstrns in Pk. Hr. = 1Thursday
I-5 Northbound Ramps at Cannon Road
Lane Configuration for Intersection Capacity Utilization Page 2 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
7:30 AM to
8:30 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1
Config - (left) 2 1 1 1 1
urations 3 1 1 1 1
41 1 1
51
6
Outside 7
Free-flow
Lane Settings 01200022001.51.5
Capacity 0 2000 3600 0 0 0 3600 4000 0 0 3000 2800
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 57 1 482 0 0 0 108 924 0 0 479 161
Adjusted Hourly Volume 0 58 482 0 0 0 108 924 0 0 479 161
Utilization Factor 0.00 0.03 0.13 0.00 0.00 0.00 0.03 0.23 0.00 0.00 0.16 0.06
Critical Factors 0.13 0.00 0.23 0.00
ICU Ratio = 0.46 LOS = A
Turning Movements at Intersection of :I-5 Northbound Ramps and Cannon Road
Time :
to North Approach I-5 Northbound Ramps
Date :
Day : Thursday 270 Total
Name : Abraham, Jovvan 0 270 Subtotals
0
Sub - 0 0 0 Sub -
Totals totals totals Totals
W E
e 536 a
s 1568 0 108 161 s
t 1032 924 479 640 t
0002046
A North A
p 1406 p
p p
r r
57 1 482 Cannon Road
0
Subtotals 0 540
Total 540
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
07/22/10
8:30 AM
7:30 AM
I-5 Northbound Ramps at Cannon Road
Lane Configuration for Intersection Capacity Utilization Page 3 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
4:45 PM to
5:45 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1
Config - (left) 2 1 1 1 1
urations 3 1 1 1 1
4 1 1 1
5 1
6
Outside 7
Free-flow
Lane Settings 01200022001.51.5
Capacity 0 2000 3600 0 0 0 3600 4000 0 0 3000 2800
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 105 4 375 0 0 0 224 686 0 0 885 817
Adjusted Hourly Volume 0 109 375 0 0 0 224 686 0 0 885 817
Utilization Factor 0.00 0.05 0.10 0.00 0.00 0.00 0.06 0.17 0.00 0.00 0.30 0.29
Critical Factors 0.10 0.00 0.06 0.30
ICU Ratio = 0.56 LOS = A
Turning Movements at Intersection of :I-5 Northbound Ramps and Cannon Road
Time :
to North Approach I-5 Northbound Ramps
Date :
Day : Thursday 1045 Total
Name : Abraham, Jovvan 0 1045 Subtotals
0
Sub - 0 0 0 Sub -
Totals totals totals Totals
W E
e 990 a
s 1900 0 224 817 s
t 910 686 885 1702 t
0002763
A North A
p 1061 p
p p
r r
105 4 375 Cannon Road
0
Subtotals 0 484
Total 484
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
07/22/10
5:45 PM
4:45 PM
CITY OF CARLSBAD CITY OF CARLSBAD
TRAFFIC MONITORING PROGRAMTRAFFIC MONITORING PROGRAM
SUMMER 2010SUMMER 2010
INTERSECTION ANALYSIS SUMMARY
Intersection Number: 63
Intersection Location: I-5/Palomar Airport Road
Southbound Ramp
Contents: Turn Movement Count Summary Page 1
(A.M. and P.M.)
A.M. Peak Hour ICU Analysis and Page 2
Turn Movement Diagram
P.M. Peak Hour ICU Analysis and Page 3
Turn Movement Diagram
RICK ENGINEERING TURNING MOVEMENT ANALYSISPage 1 of 3City : CarlsbadIntersection of :N/S Street : I-5 Southbound RampsFile : 2010 Int #63E/W Street : Palomar Airport RoadData Collected by : Mike, BillyCount Date : Day :Traffic Control :Signalized08/10/10 Weather : SunnySouth Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB)15 min TotalEnd of 15min. prd. LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds VehiclesPeds6:15 AM 0000042001100029140004060019606:30 AM 0000063002200034100004658023306:45 AM 00000107002100038230007674133917:00 AM 00000118002100072170007263036307:15 AM 00000111002000065260007565036207:30 AM 000001600025000772600011093049107:45 AM* 0000018500260001152900010179053508:00 AM* 0000020304170001032800014846054908:15 AM* 0000013501500001033100014428049208:30 AM* 000001570043000911300015775053608:45 AM 000001710027000702100013577050109:00 AM 00000166001000087330001536205110Max. 15 min.000002030450000115330001579315491Pk. Hr. Vol.000006800513600041210100055022802112 07:30 AMPeakIntersection Traffic in Pk. Hr. = 2112 Peak Hr. Factor0.968:30 AMHourIntersection Pdstrns in Pk. Hr. = 03:45 PM 00000118004900015863000157236078104:00 PM 00000123005400019556000166246084004:15 PM 00000108005400020462000147242181714:30 PM 00000117005200021260000154253084804:45 PM 00000144004000020755000103233178215:00 PM* 00000128002800019148000169273083705:15 PM* 00000158003800022570000128268088705:30 PM* 0000089002200028565000199292095205:45 PM* 00000119003200021666000226284094306:00 PM 00000134002300021254000155252083006:15 PM 00000108001500019568000154243078306:30 PM 0000011900230001885400017121507700Max. 15 min.0000015800540002857000022629219521Pk. Hr. Vol.00000494001200009172490007221117 0 3619 04:45 PMPeakIntersection Traffic in Pk. Hr. = 3619 Peak Hr. Factor0.955:45 PMHourIntersection Pdstrns in Pk. Hr. = 0Tuesday
I-5 Southbound Ramps at Palomar Airport Road
Lane Configuration for Intersection Capacity Utilization Page 2 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
7:30 AM to
8:30 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1
Config - (left) 2 1
urations 3 1 1 1
411
511
6
Outside 7
Free-flow 1
Lane Settings 000201030020
Capacity 0 0 0 3600 0 1800 0 6000 0 0 4000 0
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 0 0 0 680 5 136 0 412 101 0 550 228
Adjusted Hourly Volume 0 0 0 680 5 136 0 513 0 0 550 0
Utilization Factor 0.00 0.00 0.00 0.19 0.00 0.08 0.00 0.09 0.00 0.00 0.14 0.00
Critical Factors 0.00 0.00 0.19 0.00 0.14
ICU Ratio = 0.43 LOS = A
Turning Movements at Intersection of :I-5 Southbound Ramps and Palomar Airport Road
Time :
to North Approach I-5 Southbound Ramps
Date :
Day : Tuesday 1049 Total
Name : Mike, Billy 821 228 Subtotals
0
Sub - 136 5 680 Sub -
Totals totals totals Totals
W E
e 686 a
s 1199 0 0 228 s
t 513 412 550 778 t
101 0 0 1870
A North A
p 1092 p
p p
r r
000 Palomar Airport Road
0
Subtotals 106 0
Total 106
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
08/10/10
8:30 AM
7:30 AM
I-5 Southbound Ramps at Palomar Airport Road
Lane Configuration for Intersection Capacity Utilization Page 3 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
4:45 PM to
5:45 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1
Config - (left) 2 1
urations 3 1 1 1
4 1 1
5 11
6
Outside 7
Free-flow 1
Lane Settings 000201030020
Capacity 0 0 0 3600 0 1800 0 6000 0 0 4000 0
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 0 0 0 494 0 120 0 917 249 0 722 1117
Adjusted Hourly Volume 0 0 0 494 0 120 0 1166 0 0 722 0
Utilization Factor 0.00 0.00 0.00 0.14 0.00 0.07 0.00 0.19 0.00 0.00 0.18 0.00
Critical Factors 0.00 0.00 0.14 0.19 0.00
ICU Ratio = 0.43 LOS = A
Turning Movements at Intersection of :I-5 Southbound Ramps and Palomar Airport Road
Time :
to North Approach I-5 Southbound Ramps
Date :
Day : Tuesday 1731 Total
Name : Mike, Billy 614 1117 Subtotals
0
Sub - 120 0 494 Sub -
Totals totals totals Totals
W E
e 842 a
s 2008 0 0 1117 s
t 1166 917 722 1839 t
249 0 0 3250
A North A
p 1411 p
p p
r r
000 Palomar Airport Road
0
Subtotals 249 0
Total 249
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
08/10/10
5:45 PM
4:45 PM
CITY OF CARLSBAD CITY OF CARLSBAD
TRAFFIC MONITORING PROGRAMTRAFFIC MONITORING PROGRAM
SUMMER 2010SUMMER 2010
INTERSECTION ANALYSIS SUMMARY
Intersection Number: 64
Intersection Location: I-5/Palomar Airport Road
Northbound Ramp
Contents: Turn Movement Count Summary Page 1
(A.M. and P.M.)
A.M. Peak Hour ICU Analysis and Page 2
Turn Movement Diagram
P.M. Peak Hour ICU Analysis and Page 3
Turn Movement Diagram
RICK ENGINEERING TURNING MOVEMENT ANALYSISPage 1 of 3City : CarlsbadIntersection of : N/S Street : I-5 Northbound Ramps File : 2010 Int #64E/W Street : Palomar Airport Road Data Collected by : Raul, FernandoCount Date : Day : Traffic Control : Signalized08/10/10 Weather : SunnySouth Approach (NB)North Approach (SB)West Approach (EB)East Approach (WB)15 min TotalEnd of 15min. prd. LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds VehiclesPeds6:15 AM 11 0 0 135000000608600008938236526:30 AM 12 0 0 1540000001209200009362042506:45 AM 20 0 0 18200000080129000013057152617:00 AM 24 0 0 264000000100178000011065065107:15 AM 24 0 0 21000000090164010011669059217:30 AM 32 0 0 289000000181217000017681081407:45 AM * 30 0 0 351000000180235030014795087638:00 AM * 37 0 1 3690000001603130100160102299838:15 AM * 31 0 0 309000000200207010014188079618:30 AM * 54 0 0 3621000002812210000179121296638:45 AM 49 0 0 2910000003102370300163104087539:00 AM 44 0 0 319000000351279020017111809672Max. 15 min. 54 0 1 369100000351313030017912129983Pk. Hr. Vol. 152 0 1 1391100000821976050062740643636 107:30 AM PeakIntersection Traffic in Pk. Hr. = 3636 Peak Hr. Factor0.918:30 AM Hour Intersection Pdstrns in Pk. Hr. = 103:45 PM 37 0 1 195000000420234000035622801093 04:00 PM 34 0 1 188000000360283010037821201132 14:15 PM 30 0 0 188000000730243000035919601089 04:30 PM 26 0 0 192000000440285000038123911167 14:45 PM 15 0 1 176000000590294020032122201088 25:00 PM * 30 0 0 168000000530267010041221021140 35:15 PM * 28 0 0 167000000600326030036822801177 35:30 PM * 23 0 1 163000000580344000046822401281 05:45 PM * 41 0 0 165000000680268020046919901210 26:00 PM 40 0 0 151000000660281010036716211067 26:15 PM 20 0 0 143000000440284090037717201040 96:30 PM 32 0 0 148000000430292040035420811077 5Max. 15 min. 41 0 1 195000000730344090046923921281 9Pk. Hr. Vol. 122 0 1 6630000002390120506001717 861 2 4808 84:45 PM PeakIntersection Traffic in Pk. Hr. = 4808 Peak Hr. Factor0.945:45 PM Hour Intersection Pdstrns in Pk. Hr. = 8Tuesday
I-5 Northbound Ramps at Palomar Airport Road
Lane Configuration for Intersection Capacity Utilization Page 2 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
7:30 AM to
8:30 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1
Config - (left) 2 1 1 1
urations 3 1 1 1
41 1 1
511
6 1
Outside 7 1
Free-flow
Lane Settings 012000130032
Capacity 0 2000 3600 0 0 0 1800 6000 0 0 6000 3600
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 152 1 1391 0 0 0 83 976 0 0 627 406
Adjusted Hourly Volume 0 153 1391 0 0 0 83 976 0 0 627 406
Utilization Factor 0.00 0.08 0.39 0.00 0.00 0.00 0.05 0.16 0.00 0.00 0.10 0.11
Critical Factors 0.39 0.00 0.16 0.00
ICU Ratio = 0.65 LOS = B
Turning Movements at Intersection of :I-5 Northbound Ramps and Palomar Airport Road
Time :
to North Approach I-5 Northbound Ramps
Date :
Day : Tuesday 489 Total
Name : Raul, Fernando 0 489 Subtotals
0
Sub - 0 0 0 Sub -
Totals totals totals Totals
W E
e 780 a
s 1839 1 83 406 s
t 1059 976 627 1033 t
0003400
A North A
p 2367 p
p p
r r
152 1 1391 Palomar Airport Road
0
Subtotals 0 1544
Total 1544
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
08/10/10
8:30 AM
7:30 AM
I-5 Northbound Ramps at Palomar Airport Road
Lane Configuration for Intersection Capacity Utilization Page 3 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
4:45 PM to
5:45 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1
Config - (left) 2 1 1 1
urations 3 1 1 1
4 1 1 1
5 1 1
6 1
Outside 7 1
Free-flow
Lane Settings 012000130032
Capacity 0 2000 3600 0 0 0 1800 6000 0 0 6000 3600
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 122 1 663 0 0 0 239 1205 0 0 1717 861
Adjusted Hourly Volume 0 123 663 0 0 0 239 1205 0 0 1717 861
Utilization Factor 0.00 0.06 0.18 0.00 0.00 0.00 0.13 0.20 0.00 0.00 0.29 0.24
Critical Factors 0.18 0.00 0.13 0.32
ICU Ratio = 0.73 LOS = C
Turning Movements at Intersection of :I-5 Northbound Ramps and Palomar Airport Road
Time :
to North Approach I-5 Northbound Ramps
Date :
Day : Tuesday 1101 Total
Name : Raul, Fernando 0 1101 Subtotals
0
Sub - 0 0 0 Sub -
Totals totals totals Totals
W E
e 1839 a
s 3283 0 239 861 s
t 1444 1205 1717 2578 t
0004446
A North A
p 1868 p
p p
r r
122 1 663 Palomar Airport Road
0
Subtotals 0 786
Total 786
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
08/10/10
5:45 PM
4:45 PM
CITY OF CARLSBAD CITY OF CARLSBAD
TRAFFIC MONITORING PROGRAMTRAFFIC MONITORING PROGRAM
SUMMER 2010SUMMER 2010
INTERSECTION ANALYSIS SUMMARY
Intersection Number: 65
Intersection Location: I-5/Poinsettia Lane
Southbound Ramp
Contents: Turn Movement Count Summary Page 1
(A.M. and P.M.)
A.M. Peak Hour ICU Analysis and Page 2
Turn Movement Diagram
P.M. Peak Hour ICU Analysis and Page 3
Turn Movement Diagram
RICK ENGINEERING TURNING MOVEMENT ANALYSISPage 1 of 3City : CarlsbadIntersection of :N/S Street : I-5 Southbound RampsFile : 2010 Int #65E/W Street : Poinsettia Lane Data Collected by : Deanna, DaleCount Date : Day :Traffic Control :Signalized08/11/10 Weather : SunnySouth Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB)15 min TotalEnd of 15min. prd. LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds VehiclesPeds6:15 AM 0000014011200014151790420517766:30 AM 00000150012000252211010460322146:45 AM 00000280015000283111120460026017:00 AM 00000270026000431611090840130527:15 AM 00000220118000483031430670132947:30 AM 00000480123000542641160960436487:45 AM 000003100250007326314101040040038:00 AM 0000045004900075315110015705467108:15 AM* 0000039025700065279162012301475108:30 AM* 000005002330001013210137112003476138:45 AM* 000005502450009239115001780156129:00 AM* 00000610068000120303950218035926Max. 15 min.00000610268000120391016212180559213Pk. Hr. Vol.0000020506203000378128235441639082104 318:00 AMPeakIntersection Traffic in Pk. Hr. = 2104 Peak Hr. Factor0.899:00 AMHourIntersection Pdstrns in Pk. Hr. = 313:45 PM 000004704570001554009501390153714:00 PM 0000057044300015444101000155013557234:15 PM 00000490046000184527114015703602104:30 PM 0000049004300018547412101400458584:45 PM 0000057004900021640212701370362655:00 PM 0000078005100017156314201530165145:15 PM* 0000062016000017542014001950267525:30 PM* 00000680060000209576188019404776105:45 PM* 0000066003200019550314901810467376:00 PM* 0000065015100020644214401780468966:15 PM 0000080004100016349113801880165926:30 PM 000007700500001633901380150006170Max. 15 min.000008004600002165710188019501377623Pk. Hr. Vol.00000261022030007851931162107480142813 255:00 PMPeakIntersection Traffic in Pk. Hr. = 2813 Peak Hr. Factor0.916:00 PMHourIntersection Pdstrns in Pk. Hr. = 25Wednesday
I-5 Southbound Ramps at Poinsettia Lane
Lane Configuration for Intersection Capacity Utilization Page 2 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
8:00 AM to
9:00 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1 1 1
Config - (left) 2 1 1 1 1
urations 3 1 1 1
4 1
5
6
Outside 7
Free-flow
Lane Settings 000201021220
Capacity 0 0 0 3600 0 1800 0 4000 1800 3600 4000 0
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 0 0 0 205 6 203 0 378 128 545 639 0
Adjusted Hourly Volume 0 0 0 211 0 203 0 378 128 545 639 0
Utilization Factor 0.00 0.00 0.00 0.06 0.00 0.11 0.00 0.09 0.07 0.15 0.16 0.00
Critical Factors 0.00 0.11 0.09 0.15
ICU Ratio = 0.45 LOS = A
Turning Movements at Intersection of :I-5 Southbound Ramps and Poinsettia Lane
Time :
to North Approach I-5 Southbound Ramps
Date :
Day : Wednesday 414 Total
Name : Deanna, Dale 414 0 Subtotals
0
Sub - 203 6 205 Sub -
Totals totals totals Totals
W E
e 842 a
s 1348 0 00s
t 506 378 639 1184 t
128 545 1 1768
A North A
p 584 p
p p
r r
000 Poinsettia Lane
0
Subtotals 678 0
Total 678
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
08/11/10
9:00 AM
8:00 AM
I-5 Southbound Ramps at Poinsettia Lane
Lane Configuration for Intersection Capacity Utilization Page 3 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
5:00 PM to
6:00 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1 1 1
Config - (left) 2 1 1 1 1
urations 3 1 1 1
4 1
5
6
Outside 7
Free-flow
Lane Settings 000201021220
Capacity 0 0 0 3600 0 1800 0 4000 1800 3600 4000 0
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 0 0 0 261 2 203 0 785 193 621 748 0
Adjusted Hourly Volume 0 0 0 263 0 203 0 785 193 621 748 0
Utilization Factor 0.00 0.00 0.00 0.07 0.00 0.11 0.00 0.20 0.11 0.17 0.19 0.00
Critical Factors 0.00 0.11 0.20 0.17
ICU Ratio = 0.58 LOS = A
Turning Movements at Intersection of :I-5 Southbound Ramps and Poinsettia Lane
Time :
to North Approach I-5 Southbound Ramps
Date :
Day : Wednesday 466 Total
Name : Deanna, Dale 466 0 Subtotals
0
Sub - 203 2 261 Sub -
Totals totals totals Totals
W E
e 951 a
s 1929 0 00s
t 978 785 748 1369 t
193 621 0 2415
A North A
p 1046 p
p p
r r
000 Poinsettia Lane
0
Subtotals 816 0
Total 816
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
08/11/10
6:00 PM
5:00 PM
CITY OF CARLSBAD CITY OF CARLSBAD
TRAFFIC MONITORING PROGRAMTRAFFIC MONITORING PROGRAM
SUMMER 2010SUMMER 2010
INTERSECTION ANALYSIS SUMMARY
Intersection Number: 66
Intersection Location: I-5/Poinsettia Lane
Northbound Ramp
Contents: Turn Movement Count Summary Page 1
(A.M. and P.M.)
A.M. Peak Hour ICU Analysis and Page 2
Turn Movement Diagram
P.M. Peak Hour ICU Analysis and Page 3
Turn Movement Diagram
RICK ENGINEERING TURNING MOVEMENT ANALYSISPage 1 of 3City : CarlsbadIntersection of :N/S Street : I-5 Northbound RampsFile : 2010 Int #66E/W Street : Poinsettia Lane Data Collected by : Clevon, RaulCount Date : Day :Traffic Control :Signalized08/11/10 Weather : SunnySouth Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB)15 min TotalEnd of 15min. prd. LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds VehiclesPeds6:15 AM 7002200000016015000011247421946:30 AM 10013410000015024010012146125136:45 AM 12004710000013039010015152131437:00 AM 37007500000017050000015756039207:15 AM 23006200000016049020016080039027:30 AM 280010500000023066030023069452177:45 AM 410011510000029086010119176153938:00 AM 5000158000000190101050022695264978:15 AM* 340017200000025084060121889262388:30 AM* 400015700000032011407002061024651118:45 AM* 5100129000000320107020024683064829:00 AM* 5800164000000470135070024596374510Max. 15 min. 58 0 1 1721000004701350701246102474511Pk. Hr. Vol. 183 0 0 62200000013604400220191537092667 318:00 AMPeakIntersection Traffic in Pk. Hr. = 2667 Peak Hr. Factor0.899:00 AMHourIntersection Pdstrns in Pk. Hr. = 313:45 PM 5200113000000510156000018466162214:00 PM 44009700000034015705002267713635184:15 PM 460086000000410174060024566065864:30 PM 4200106000000290177010020954361744:45 PM 530011400000051020301001926210675115:00 PM 5100135000000360203010025756073815:15 PM* 5500126000000380185010028499378745:30 PM* 5001157000000310225050028960481395:45 PM* 4100150000000390223020029462780996:00 PM* 4800151000000270240010030265483356:15 PM 5200156000000570195010024444274836:30 PM 590015400000034019401002124707001Max. 15 min. 59 0 1 1570000005702400600302991383318Pk. Hr. Vol. 194 0 1 584000000135087309001169 286 18 3242 275:00 PMPeakIntersection Traffic in Pk. Hr. = 3242 Peak Hr. Factor0.976:00 PMHourIntersection Pdstrns in Pk. Hr. = 27Wednesday
I-5 Northbound Ramps at Poinsettia Lane
Lane Configuration for Intersection Capacity Utilization Page 2 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
8:00 AM to
9:00 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1 1 1 1
Config - (left) 2 1 1 1
urations 3 1 1 1
4 1
5
6
Outside 7
Free-flow
Lane Settings 012000120031
Capacity 0 2000 3600 0 0 0 1800 4000 0 0 6000 1800
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 183 0 622 0 0 0 136 440 0 1 915 370
Adjusted Hourly Volume 0 183 622 0 0 0 136 440 0 1 915 370
Utilization Factor 0.00 0.09 0.17 0.00 0.00 0.00 0.08 0.11 0.00 0.00 0.15 0.21
Critical Factors 0.17 0.00 0.08 0.21
ICU Ratio = 0.56 LOS = A
Turning Movements at Intersection of :I-5 Northbound Ramps and Poinsettia Lane
Time :
to North Approach I-5 Northbound Ramps
Date :
Day : Wednesday 506 Total
Name : Clevon, Raul 0 506 Subtotals
0
Sub - 0 0 0 Sub -
Totals totals totals Totals
W E
e 1098 a
s 1674 0 136 370 s
t 576 440 915 1286 t
0112349
A North A
p 1063 p
p p
r r
183 0 622 Poinsettia Lane
0
Subtotals 0 805
Total 805
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
08/11/10
9:00 AM
8:00 AM
I-5 Northbound Ramps at Poinsettia Lane
Lane Configuration for Intersection Capacity Utilization Page 3 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
5:00 PM to
6:00 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1 1 1 1
Config - (left) 2 1 1 1
urations 3 1 1 1
4 1
5
6
Outside 7
Free-flow
Lane Settings 012000120031
Capacity 0 2000 3600 0 0 0 1800 4000 0 0 6000 1800
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 194 1 584 0 0 0 135 873 0 0 1169 286
Adjusted Hourly Volume 0 195 584 0 0 0 135 873 0 0 1169 286
Utilization Factor 0.00 0.10 0.16 0.00 0.00 0.00 0.08 0.22 0.00 0.00 0.19 0.16
Critical Factors 0.16 0.00 0.08 0.19
ICU Ratio = 0.53 LOS = A
Turning Movements at Intersection of :I-5 Northbound Ramps and Poinsettia Lane
Time :
to North Approach I-5 Northbound Ramps
Date :
Day : Wednesday 422 Total
Name : Clevon, Raul 0 422 Subtotals
0
Sub - 0 0 0 Sub -
Totals totals totals Totals
W E
e 1363 a
s 2371 0 135 286 s
t 1008 873 1169 1455 t
0002912
A North A
p 1457 p
p p
r r
194 1 584 Poinsettia Lane
0
Subtotals 0 779
Total 779
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
08/11/10
6:00 PM
5:00 PM
CITY OF CARLSBAD CITY OF CARLSBAD
TRAFFIC MONITORING PROGRAMTRAFFIC MONITORING PROGRAM
SUMMER 2010SUMMER 2010
INTERSECTION ANALYSIS SUMMARY
Intersection Number: 67
Intersection Location: I-5/La Costa Avenue
Southbound Ramp
Contents: Turn Movement Count Summary Page 1
(A.M. and P.M.)
A.M. Peak Hour ICU Analysis and Page 2
Turn Movement Diagram
P.M. Peak Hour ICU Analysis and Page 3
Turn Movement Diagram
RICK ENGINEERING TURNING MOVEMENT ANALYSISPage 1 of 3City : CarlsbadIntersection of :N/S Street : I-5 Southbound RampsFile : 2010 Int #67E/W Street : La Costa AvenueData Collected by : Chris, RaulCount Date : Day :Traffic Control :Signalized08/12/10 Weather : SunnySouth Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB)15 min TotalEnd of 15min. prd. LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds VehiclesPeds6:15 AM 0000026001600033270950310022806:30 AM 00000310633000282501270340028406:45 AM 00000380024000303301560650334637:00 AM 00000650025000593201690580140817:15 AM 00000710727000613701950620046007:30 AM 00000760034000693302270620050107:45 AM 000001220151000811601730910053508:00 AM 0000011202810007111017301030055308:15 AM* 00000790253000902001600810248528:30 AM* 00000128004700011733015501040158418:45 AM* 0000012401720008731013601080355939:00 AM* 000009906350011032301880124005790Max. 15 min.0000012807810011173702270124035843Pk. Hr. Vol.000004300920700139710706390417062207 68:00 AMPeakIntersection Traffic in Pk. Hr. = 2207 Peak Hr. Factor0.949:00 AMHourIntersection Pdstrns in Pk. Hr. = 63:45 PM 0000078034000012824111901090050114:00 PM 0000078003400013845012401030052204:15 PM 0000092023200013824012101060051504:30 PM 0000087010380001512201260940052804:45 PM* 000009200400001752701490970058005:00 PM* 00000101062900014031212901120054825:15 PM* 0000012201360001411901430940055605:30 PM* 00000105013700015421018001110060905:45 PM 00000101002100013926015201230056206:00 PM 0000096003000012829013301220053806:15 PM 00000125013500011319013101230054706:30 PM 0000013800420001342101310110005760Max. 15 min.00000138010420001754521800123006092Pk. Hr. Vol.00000420081420006109826010414002293 24:30 PMPeakIntersection Traffic in Pk. Hr. = 2293 Peak Hr. Factor0.945:30 PMHourIntersection Pdstrns in Pk. Hr. = 2Thursday
I-5 Southbound Ramps at La Costa Avenue
Lane Configuration for Intersection Capacity Utilization Page 2 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
8:00 AM to
9:00 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1 1 1
Config - (left) 2 1 1 1 1 1
urations 3 1 1
4 1
5
6
Outside 7
Free-flow
Lane Settings 000201020220
Capacity 0 0 0 3800 0 1800 0 4000 0 3600 4000 0
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 0 0 0 430 9 207 1 397 107 639 417 0
Adjusted Hourly Volume 0 0 0 439 0 253 0 505 0 624 417 0
Utilization Factor 0.00 0.00 0.00 0.12 0.00 0.14 0.00 0.13 0.00 0.17 0.10 0.00
Critical Factors 0.00 0.14 0.13 0.17
ICU Ratio = 0.54 LOS = A
Turning Movements at Intersection of :I-5 Southbound Ramps and La Costa Avenue
Time :
to North Approach I-5 Southbound Ramps
Date :
Day : Thursday 646 Total
Name : Chris, Raul 646 0 Subtotals
0
Sub - 207 9 430 Sub -
Totals totals totals Totals
W E
e 625 a
s 1130 1 10s
t 505 397 417 1056 t
107 639 0 1883
A North A
p 827 p
p p
r r
000 La Costa Avenue
0
Subtotals 755 0
Total 755
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
08/12/10
9:00 AM
8:00 AM
I-5 Southbound Ramps at La Costa Avenue
Lane Configuration for Intersection Capacity Utilization Page 3 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
4:30 PM to
5:30 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1 1 1
Config - (left) 2 1 1 1 1 1
urations 3 1 1
4 1
5
6
Outside 7
Free-flow
Lane Settings 010201020220
Capacity 0 2000 0 3800 0 1800 0 4000 0 3600 4000 0
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 0 0 0 420 8 142 0 610 98 601 414 0
Adjusted Hourly Volume 0 0 0 428 0 142 0 708 0 601 414 0
Utilization Factor 0.00 0.00 0.00 0.11 0.00 0.08 0.00 0.18 0.00 0.17 0.10 0.00
Critical Factors 0.00 0.11 0.18 0.17
ICU Ratio = 0.56 LOS = A
Turning Movements at Intersection of :I-5 Southbound Ramps and La Costa Avenue
Time :
to North Approach I-5 Southbound Ramps
Date :
Day : Thursday 570 Total
Name : Chris, Raul 570 0 Subtotals
0
Sub - 142 8 420 Sub -
Totals totals totals Totals
W E
e 556 a
s 1264 0 00s
t 708 610 414 1015 t
98 601 0 2045
A North A
p 1030 p
p p
r r
000 La Costa Avenue
0
Subtotals 707 0
Total 707
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
08/12/10
5:30 PM
4:30 PM
CITY OF CARLSBAD CITY OF CARLSBAD
TRAFFIC MONITORING PROGRAMTRAFFIC MONITORING PROGRAM
SUMMER 2010SUMMER 2010
INTERSECTION ANALYSIS SUMMARY
Intersection Number: 68
Intersection Location: I-5/La Costa Avenue
Northbound Ramp
Contents: Turn Movement Count Summary Page 1
(A.M. and P.M.)
A.M. Peak Hour ICU Analysis and Page 2
Turn Movement Diagram
P.M. Peak Hour ICU Analysis and Page 3
Turn Movement Diagram
RICK ENGINEERING TURNING MOVEMENT ANALYSISPage 1 of 3City : CarlsbadIntersection of :N/S Street : I-5 Northbound RampsFile : 2010 Int #68E/W Street : La Costa AvenueData Collected by : Abraham, JovvanCount Date : Day :Traffic Control :Signalized08/12/10 Weather : SunnySouth Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB)15 min TotalEnd of 15min. prd. LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds LeftU-TrnThru RightPeds VehiclesPeds6:15 AM 5005300000017042000011745027906:30 AM 5007400000016043000015061034906:45 AM 100110100000020046000021067045507:00 AM 100011000000027099000020870052407:15 AM 1200116000000280109000024293060007:30 AM 1000117000000360106000026284061507:45 AM 1600135000000350163000022482065508:00 AM* 13001610000003501690100246112173628:15 AM* 2000143000000340135000021086062808:30 AM* 2001114000000550194000022085068908:45 AM* 3300116000000410175000020095266029:00 AM 1600123000000640158000024911707270Max. 15 min. 33 0 1 161000000640194010026211727362Pk. Hr. Vol. 86 0 1 5340000001650673010087637832713 47:45 AMPeakIntersection Traffic in Pk. Hr. = 2713 Peak Hr. Factor0.928:45 AMHourIntersection Pdstrns in Pk. Hr. = 43:45 PM 29001350000005101670000178115067504:00 PM 22001490000004501740000209107070604:15 PM 20011400000004201830000210103069904:30 PM 25001310000004502040000190102069704:45 PM 24001790000006202150000204114079805:00 PM 2201177000000340196000021085072505:15 PM* 25001690000003202390000224116080505:30 PM* 30002030000005702140000251114086905:45 PM* 23001800000003402240000258105082406:00 PM* 2800196000000340205000021686076506:15 PM 3600202000000290204000021769075706:30 PM 3700187000000390242000020210608130Max. 15 min. 37 0 1 203000000620242000025811608690Pk. Hr. Vol. 106 0 0 7480000001570882000094942103263 05:00 PMPeakIntersection Traffic in Pk. Hr. = 3263 Peak Hr. Factor0.946:00 PMHourIntersection Pdstrns in Pk. Hr. = 0Thursday
I-5 Northbound Ramps at La Costa Avenue
Lane Configuration for Intersection Capacity Utilization Page 2 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
7:45 AM to
8:45 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1 1 1 1
Config - (left) 2 1 1 1
urations 3 1 1 1
4 1
5
6
Outside 7
Free-flow
Lane Settings 012000120031
Capacity 0 2000 3600 0 0 0 1800 4000 0 0 6000 1800
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 86 1 534 0 0 0 165 673 0 0 876 378
Adjusted Hourly Volume 0 87 534 0 0 0 165 673 0 0 876 378
Utilization Factor 0.00 0.04 0.15 0.00 0.00 0.00 0.09 0.17 0.00 0.00 0.15 0.21
Critical Factors 0.15 0.00 0.09 0.21
ICU Ratio = 0.55 LOS = A
Turning Movements at Intersection of :I-5 Northbound Ramps and La Costa Avenue
Time :
to North Approach I-5 Northbound Ramps
Date :
Day : Thursday 544 Total
Name : Abraham, Jovvan 0 544 Subtotals
0
Sub - 0 0 0 Sub -
Totals totals totals Totals
W E
e 962 a
s 1800 0 165 378 s
t 838 673 876 1254 t
0002461
A North A
p 1207 p
p p
r r
86 1 534 La Costa Avenue
0
Subtotals 0 621
Total 621
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
08/12/10
8:45 AM
7:45 AM
I-5 Northbound Ramps at La Costa Avenue
Lane Configuration for Intersection Capacity Utilization Page 3 of 3
Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB)
5:00 PM to
6:00 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1 1 1 1
Config - (left) 2 1 1 1
urations 3 1 1 1
4 1
5
6
Outside 7
Free-flow
Lane Settings 012000120031
Capacity 0 2000 3600 0 0 0 1800 4000 0 0 6000 1800
Are the North/South phases split (Y/N)? N
Are the East/West phases split (Y/N)? N
Efficiency Lost Factor 0.10
Hourly Volume 106 0 748 0 0 0 157 882 0 0 949 421
Adjusted Hourly Volume 0 106 748 0 0 0 157 882 0 0 949 421
Utilization Factor 0.00 0.05 0.21 0.00 0.00 0.00 0.09 0.22 0.00 0.00 0.16 0.23
Critical Factors 0.21 0.00 0.09 0.23
ICU Ratio = 0.63 LOS = B
Turning Movements at Intersection of :I-5 Northbound Ramps and La Costa Avenue
Time :
to North Approach I-5 Northbound Ramps
Date :
Day : Thursday 578 Total
Name : Abraham, Jovvan 0 578 Subtotals
0
Sub - 0 0 0 Sub -
Totals totals totals Totals
W E
e 1055 a
s 2094 0 157 421 s
t 1039 882 949 1370 t
0003000
A North A
p 1630 p
p p
r r
106 0 748 La Costa Avenue
0
Subtotals 0 854
Total 854
South Approach Note : Left-turn volumes include
U-turns. U-turns in bold.
08/12/10
6:00 PM
5:00 PM