HomeMy WebLinkAbout; 1990 Traffic Monitoring Program Carlsbad Part 1; 1990 Traffic Monitoring Program Carlsbad Part 1; 1990-01-01ihk & associates
ANNUAL REPORT
19 9 0
CITY OF CARLSBAD
GROWTH MANAGEMENT PLAN
TRAFFIC MONITORING PROGRAM
Prepared For
City of Carlsbad
2075 Las Palmas Drive
Carlsbad, CA 92009
Prepared By
JHK & Associates
8989 Rio San Diego Drive, Suite 335
San Diego, California 92108
TABLE OF CONTENTS
-J hk & associates
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
Heavy Demand Procedures 3-16
CONCLUSIONS
Table
LIST OF FIGURES
LIST OF TABLES
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Figure Page
1- 1 Project Location Map 1-2
2- 1 1990 Traffic Monitoring Program -
Arterial Levels of Service 2-2
3- 1 Intersection Location Map 3-2
3-2 AM Peak Hour - Intersection Levels of Service 3-11
3-3 P.M Peak Hour - Intersection Levels of Service 3-12
Page
2- 1 Roadway Segment Levels of Service 2-3
3- 1 Count Date Summary Sheet 3-3
3-2 Intersection Capacity Utilization Analysis Summary 3-7
3-3 ICU Summaries for Standard and Heavy Demand 3-17
jhk & associates
1. INTRODUCTION
PROJECT OVERVIEW
In attempts by cities across the country to regulate 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 City. Typically, data
requirements for Traffic Monitoring Programs include the average daily traffic
volumes recorded at mid-block locations and peak hour turn movement volumes at
major signalized intersections. The field data is then reduced and capacity analysis
is performed based on existing geometries and lane configurations. The analysis of
intersections and mid-block locations enables the jurisdiction to identify potential
capacity problem areas where unacceptable operations exist. This information is
intended to assist the City in assessing future development adjacent to these
problem locations where capacity deficiencies currently exist.
This report documents the second year's results of the Growth Management
Plan Traffic Monitoring Program for the City of Carlsbad. The City of Carlsbad
identified thirty-seven (37) key intersections and eighteen (IS) key mid-block
locations for analysis. Data for this report was gathered during July and August of
1990. Similar efforts occurred the previous year for this same time period and
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 63,000.
Interstate 3 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 major arterials: El Camino Real, Palomar Airport Road, Tamarack
Avenue, and Carlsbad Boulevard. The project location map, Figure 1-1, shows the
alignment of the major roadways throughout Carlsbad and the intersections and mid-
block locations evaluated in the Traffic Monitoring Program.
1-1
Intersection Count Locations
Mid-Block Count Locations
Figure 1-1
PROJECT LOCATION MAP
1-2
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ANNUAL REPORT ORGANIZATION
As required by the Scope of Work, JHK & Associates (JHK) collected data
during the Summer of 1990 at various mid-block locations and intersections within
and adjacent to the City of Carlsbad. The results of this data collection effort are
included in the appendices at the end of this report. In addition to these technical
appendices, JHK 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
content of Chapters 2, 3 and li is provided below.
As mentioned previously, a total of eighteen (18) mid-block link count
locations for the collection of 1990 average daily traffic (ADT) volume counts were
identified by the City of Carlsbad. JHK coordinated the placement of its counters
with City staff and later reviewed the ADT volumes and performed roadway
segment analysis. The results of the mid-block link analysis for the summer count
period is contained in Chapter 2.
Although roadway segment 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. The City of Carlsbad
identified thirty-seven (37) key intersections to be analyzed. To help assure that the
intersection turn movement counts were completed in a timely manner, JHK
utilized personnel from a temporary agency within the Carlsbad area. Morning (6:00
to 9:00 a.m.) and evening (3:30 to 6:30 p.m.) peak period turn movement volumes
were collected at each project intersection. The data was reduced to identify the
peak hour turn movement volumes, and this information was then analyzed using the
Intersection Capacity Utilization (ICU) method for signalized intersections and
procedures outlined in the 1985 Highway Capacity Manual. Chapter 10, for
unsignalized intersections. The analysis conformed with guidelines established by
the City of Carlsbad in a document entitled "Guidelines and Instructions for the
Preparation of Local Facilities Management and Plan Transportation Impact
Studies". The results of the data collection and analysis activities are presented in
Chapter 3.
Critical project findings and conclusions are documented in Chapter
Technical issues are discussed and recommendations for future traffic monitoring
activities are also presented in Chapter ^.
1-3
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2. LINK COUNTS
Mid-block link counts were conducted at eighteen (18) locations throughout the
City of Carlsbad and can be identified on Figure 2-1. JHK & Associates conducted
the link counts using mechanical tube counters which were placed and monitored for
two consecutive days (if8-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 Appendix A. The City of Carlsbad assumed a one-
direction maximum capacity of 1,800 vehicles per lane per hour in the peak period.
Roadway segment analysis was calculated by a maximum one-direction lane volume
to capacity ratio and the corresponding Level of Service (LOS) was determined.
Table 2-1 summarizes the Summer of 1990 roadway segment analysis, and Figure 2-1
graphically illustrates the level of service during the peak hour.
After the analysis was completed for the roadway segments, no locations were
identified to operate at LOS F. However, Palomar Airport Road, east of Melrose
Drive, was identified to operate at LOS E during the 1990 count period. The same
location operated at LOS D during the Summer 1989 phase. In addition, La Costa
Avenue between Pireaus Street and Saxony Road was found to operate at LOS D
during the peak period as it had the previous year. The remaining segments
operated at LOS A or B for the Summer 1990 count phase. The locations of the high
volume links along with their corresponding levels of service are listed below:
1989 1990
WINTER SUMMER SUMMER
Location
Ili2i Location LOS LOS LOS
3 Palomar Airport Road
east of Melrose E D E
^ Palomar Airport Road between
El Fuerte and El Camino Real D D A
12 La Costa Avenue between
Pireaus & Saxony DDD
2-1
XX Mid-Block
Count Numbers
LOS A, B or C
LOS D
LOS E
LOS F
Figure 2-1
1990 TRAFFIC MONITORING PROGRAM
ARTERIAL LEVELS OF SERYICE
2-2
Table 2-1
City of Carlsbad '
Summer 1990
Roadway Segment Levels of Service
I
Location
Number
1
Segment
El Camino Real
El Camino Real
Palomar Airport Rd.
Palomar Airport Rd.
Carlsbad Blvd.
Jefferson St.
Segment
Location
10
El Camino Real
Carlsbad Blvd.
Alga Rd & La Costa Ave.
Levante St. & Olivenhain St.
East of Melrose Drive
El Fuerte 6c El Camino Real
Oceanside City Limit & State St.
Marron Rd. & 1-3
Palomar Airport Rd. Yarrow Dr. & El Camino Real
Palomar Airport Rd. Paseo Del Norte & College Blvd.
Marron Rd. & Plaza Dr.
Cannon Rd. dc Cerezo Dr.
One Direction
Link Volume
991
870
1,710
1,687
855
557
1,109
1,932
1,226
675
V/C
Ratio
0.18
0.2^
0.95
0.47
0.31
0.31
0.36
0.23
0.38
LOS
A
A
A
A
A
A
A
A
Table 2-1 (Continued)
City of Carlsbad '
Summer 1990
Roadway Segment Levels of Service
Location
Number Segment
Segment
Location
One Direction V/C
Link Volume Ratio LOS
11
12
13
Olivenhain Rd.
La Costa Ave.
La Costa Ave.
El Camino Real & Amargosa Dr. 1,142
Pireaus St. & Saxony Rd.
Cadencia St. &: Romeria St.
1,538
1,247
0.63
0.85
0.35
B
D
A
to I -p-
14 Rancho Santa Fe Rd. Melrose Dr. & La Costa Meadows Dr. 1,058 0.59 A
15 Rancho Santa Fe Rd Questhaven Rd. & Cadencia St. 947 0.53 A
16 Rancho Santa Fe Rd. Olivenhain Rd. & Avenida La Posta 585 0.33 A
17 Elm Ave. Victoria Ave. & Pontiac Dr. 278 0.15
Chestnut Ave. Monroe St. &: El Camino Real 239 0.13 A
jhk & associates
Seven of the eighteen mid-block locations for this 1990 report were also
analyzed in the 1989 report. Of these seven locations, four link count stations
experienced an increase in ADT from the previous year. The increases ranged from
four percent to twenty percent with an average increase of eleven percent. The
other three sites showed a decrease in the recorded ADT volumes from 1989 to
1990. In particular, traffic volumes on El Camino Real between Alga Road and La
Costa Avenue and between Levante Street and Olivenhain Road decreased an
average of 25 percent from the previous year.
It is also important to recognize that although roadway segment analysis is an
accurate assessment of roadway conditions in rural settings, it is often difficult to
assess the overall efficiency of the entire circulation system based solely on the
segement analysis. This is especially true in urban settings where intersection
operations control the flow of traffic on the system. Thus, the analysis of
intersection levels of service at signalized intersections provides a more accurate
indication of system operations in urbanized areas. In summary, the information in
this chapter coupled with the capacity analysis of signalized and unsignalized
intersections in Chapter 3 will enable the City of Carlsbad to accurately determine
the current state of the entire circulation system.
2-5
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3. INTERSECTION TURN MOVEMENT COUNTS
Intersection turn movement counts were conducted at thirty-seven (37)
intersections. Figure 3-1 graphically identifies the location of each of the
intersections included in the study. To aid in the data collection, JHK employed
temporary staff from a local employment agency. The turn movement counts were
conducted during the morning peak period (6:00 to 9:00 a.m.) and the evening peak
period (3:30 to 6:30 p.m.). 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 morning and evening peak periods'. All counts were conducted during the
middle of the week (either Tuesday, Wednesday, or Thursday) and the actual count
day and date are shown on Table 3-1.
To aid in the reduction of the field data, JHK developed an in-house computer
software application program. The program used a Lotus spreadsheet format to
identify peak hour volume conditions to determine the peak hour factor and perform
ICU calculations. The ICU calculations for signalized intersections were conducted
for both the morning and evening peak hours for thirty-one of the thirty-seven (37)
intersections. ICU calculations were completed using guidelines established by the
City. The lane group capacities were assigned as follows:
Lane Group Capacity*
turn lanes 1500 vphgpl
thru lanes 1700 vphgpl
Note*: Taken from the City of Carlsbad "Guidelines and Instructions for the
Preparation of Local Facilities Management Plan Transportation Impact
Studies."
3-1
• Intersection Count Locations
xx Intersction Count Number
Figure 3-1
INTERSECTION LOCATION MAP
3-2
ihk & associates
Table 3-1
COUNT DATE SUMMARY SHEET
CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM
Location
Number
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
Count
Intersection/Location
El Camino Real and Elm Avenue
El Camino Real and Chestnut Avenue
El Camino Real and Tamarack Avenue
El Camino Real and Faraday Avenue
El Camino Real and Palomar
Airport Road
El Camino Real and Alga Road
El Camino Real and La Costa Avenue
Rancho Santa Fe and Melrose Drive
Rancho Santa Fe and La Costa Avenue
Rancho Santa Fe and Olivenhain Road
Palomar Airport Road and
Camino Vida Roble
Palomar Airport Road and
Paseo del Norte
Palomar Airport Road and
Avenida Encinas
Alga Road and El Fuerte
Carlsbad Boulevard and State Street
Carlsbad Boulevard and Elm Avenue
Carlsbad Boulevard and Cannon Road
Carlsbad Boulevard and Poinsettia Lane
Poinsettia Lane and Paseo del Norte
Monroe Street and Marron Road
3-3
Count
Day
Tues
Tues
Tues
Thur
Tues
Tues
Thur
Wed
Wed
Wed
Thur
Wed
Wed
Wed
Thur
Tues
Tues
Wed
Count
Date
7/24
7/24
7/24
7/26
7/17
7/17
7/12
7/11
7/18
7/18
Thur 7/12
Thur 7/12
7/12
7/11
7/25
7/25
7/12
7/10
7/10
7/25
Ihk & associates
Table 3-1 (Continued)
COUNT DATE SUMMARY SHEET
CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM
Location Count
Number Intersection/Location
21 Monroe Street and Elm Avenue
22 Marron Road and Jefferson Street
23 Elm Avenue and Harding Street
24 Tamarack Avenue and Adams Street
25 Tamarack Avenue and Pio Pico Drive
26 Jefferson and Las Flores
27 El Camino Real and College Boulevard
28 El Camino Real and Olivenhain Road
29 Palomar Airport Road and
College Boulevard
30 Palomar Airport Road and
El Fuerte Street
31 Palomar Airport Road and
Business Park Drive
32 Rancho Santa Fe Road and
La Costa Meadows Drive
33 Rancho Santa Fe Road and
Questhaven Road
34 Elm Avenue and Pio Pico Drive
35 Poinsettia Lane and Avenida Encinas
36 La Costa Avenue and Saxony Road
37 College Boulevard and Faraday Avenue
Count
Day
Tues
Wed
Thur
Wed
Tues
Wed
Thur
Thur
Wed
Thur
Wed
Wed
Tues
Tues
Tues
Thur
Count
Date
7/24
7/25
7/26
7/25
7/24
7/25
7/19
7/26
7/18
7/19
Thur 7/19
7/11
7/11
7/24
7/10
7/17
7/19
3-4
J hk & associates
When unique lane configurations occurred, capacities were assigned based upon
actual lane usage, and these capacities were approved by the City of Carlsbad as a
result of discussions with City staff. The intersection ICU was correlated to the
level of service for the thirty-one (31) signalized locations as follows:
Levels of Service Ranges
V/C Ratio Level of Service
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 1.01 p
The remaining six (6) unsignalized intersections could not be analyzed using
ICU procedures. Two intersections were all-way stop-controlled, and the other four
were T-intersections with stop or yield signs controlling the minor street approach.
In Chapter 10 of the 1985 Highway Capacity Manual, methodology for analyzing
unsignalized intersections is presented. However, the analysis does not provide an
overall measurement of intersection LOS. For example, the analysis of T-
intersections provides a level of service for the side street and conflicting mainline
movements based on reserve capacity but provides no LOS measurement of the
mainline through movements. Likewise, the analysis of all-way stop-controlled
intersections provides expected capacities for different demand splits and lane
configurations but no measurement of the overall intersection LOS.
In order to analyze the four T-intersections, a methodology based on average
vehicle delay was developed and approved by the City Traffic Engineer. Using the
HCM analysis for T-intersections, a level of service for each conflicting movement
was calculated. Then, the v/c ratio of the nonconflicting through movements was
calculated, and a level of service was selected from the V/C vs. LOS table shown
earlier in this report. In order to combine the individual movement LOS's into a
single, intersection LOS, an amount of delay per vehicle was determined for each
LOS as follows:
3-5
-J ihk & associates
Delay per Vehicle (sec)
Level of Service Range Value Used
A 1 5.0 0
B 5.1 to 15.0 10
C 15.1 to 25.0 20
D 25.1 to 40.0 35
E 40.1 to 60.0 50
F > 60.0 80
The combined intersection LOS was calculated by multiplying the appropriate
delay by the corresponding volume. The sum of these values was then divided by the
total volume in order to obtain a weighted delay value. From the LOS vs. Delay
table, the combined level of service was determined from the weighted, overall,
intersection delay. Data summary sheets for these four locations can be found in
Appendix A.
As mentioned earlier, the LOS of the all-way stop-controlled intersections
could not readily be determined. Fortunately, the Transportation Research Board
(TRB) will be publishing new procedures later this year for calculating all-way stop-
controlled intersection LOS's. JHK utilized these procedures in this report to
determine the level of service of the two remaining locations.
While the operation of a given approach is dependent upon the operation of the
other intersection approaches, the methodology for analyzing all-way stop-
controlled intersections is based on determining the capacity and level of service of
each approach separately. The new TRB procedures include the following steps.
First, determine the flow rates and number of lanes for each approach. Then,
estimate the ideal capacity of each approach based on the volume and number of
lanes. Next, adjust the ideal capacity of each approach based on the proportion of
turning movements on the opposing and conflicting approaches. And finalty,
calculate the average vehicle delay as a function of the volume/capacity ratio. The
results of the LOS calculations for both unsignalized, all-way stop-controlled
intersections can be found in Appendix A.
The ICU and LOS for both the Winter and Summer 1989 count seasons and
Summer 1990 count season are summarized in Table 3-2. In addition, Figures 3-2
and 3-3 graphically illustrate the intersection levels of service for both AM and PM
peak periods. The Summer 1990 ICU calculations identified eleven (11) intersections
that operate at or below LOS D in tiie morning and/or evening peak period. A
discussion of traffic operations at each of these intersections is summarized below:
3-6
Table 3-2
INTERSECTION CAPACITY UTILIZATION
ANALYSIS SUMMARY
WINTER 1989
PEAK HOUR
Count Count
No. Intersection/Location
1 El Camino Real and
Elm Avenue
2 El Camino Real and
Chestnut Avenue
3 El Camino Real and
Tamarack Avenue
4 El Camino Real and
Faraday Avenue
5 El Camino Real and
Palomar Airport Road
6 El Camino Real and
Alga Road
7 El Camino Real and
La Costa Avenue
8 Rancho Santa Fe and
Melrose Drive
9 Rancho Santa Fe and
La Costa Avenue
AM PM
V/C V/C
Ratio LOS Ratio LOS
0.57 A 0.70 C
0.59 A 0.76 C
0.83 D 0.63 B
0.66 B 0.99 E
0.83 D 0.97 E
0.65 B 0.81 D
0.83 D 0.84 D
0.95 E 0.72 C
0.68 B 0.65 B
SUMMER 1989
PEAK HOUR
AM PM
V/C V/C
Ratio LOS Ratio LOS
0.50 A 0.69 B
0.49 A 0.79 C
0.61 B 0.75 C
0.63 B 0.93 E
0.91 E 1.24 F
0.64 B 0.81 D
0.91 E 0.92 E
0.87 D 0.65 B
0.70 C 0.72 C
SUMMER 1990
PEAK HOUR
AM PM
V/C V/C
Ratio LOS Ratio LOS
0.56 A 0.69 B
0.47 A 0.65 B
0.70 B 0.66 B
0.58 A 0.78 C
1.22 F 1.23 F
0.66 B 0.86 D
0.80 D 0.87 D
0.92 E 0.66 B
0.62 B 0.67 B
Table 3-2 (Continued)
INTERSECTION CAPACITY UTILIZATION
ANALYSIS SUMMARY
I
OO
WINTER 1989
PEAK HOUR
AM PM
Count
No.
10
11
12
13
14
15
16
17
18
19
Count
Intersection/Location
Rancho Santa Fe and
Olivenhain Road
Palomar Airport Road and
Camino Vida Roble
Palomar Airport Road and
Paseo del Norte
Palomar Airport Road and
Avenida Encinas 0.44 A 0.52 A
Alga Road and El Fuerte * B * A
V/C V/C
Ratio LOS Ratio LOS
0.66 B 0.62 B
0.50 A 0.55 A
0.59 A 0.77 C
Carlsbad Boulevard and
State Street
Carlsbad Boulevard and
Elm Avenue
Carlsbad Boulevard and
Cannon Road
Carlsbad Boulevard and
Poinsettia Lane
Poinsettia Lane and
Paseo del Norte
A * B
0.37 A 0.58 A
0.39 A 0.63 B
0.28 A 0.33 A
C * C
SUMMER 1989
PEAK HOUR
AM PM
V/C V/C
Ratio LOS Ratio LOS
0.58 A 0.64 B
0.59 A 0.57 A
0.58 A 0.78 C
0.48 A 0.51 A
* A * A
A B
0.36 A 0.64 B
0.35 A 0.69 B
0.25 A 0.42 A
B
SUMMER 1990
PEAK HOUR
AM PM
V/C V/C
Ratio LOS Ratio LOS
0.59 A 0.69 B
0.52 A 0.59 A
0.76 C 0.98 E
0.63 B 0.55 A
* A * A
A B
0.37 A 0.62 B
0.44 A 0.76 C
0.29 A 0.43 A
D * D
Table 3-2 (Continued)
INTERSECTION CAPACITY UTILIZATION
ANALYSIS SUMMARY
WINTER 1989
PEAK HOUR
SUMMER 1989 SUMMER 1990
I
VO
Count
No.
20
21
22
23
24
25
26
27
28
29
AM PM
Count V/C V/C
Intersection/Location Ratio LOS Ratio LOS
Monroe Street and
Marron Road
Monroe Street and
Elm Avenue
Elm Avenue and Harding
Tamarack Avenue and
Adams Street
Tamarack Avenue and
Pio Pico Drive
Jefferson and Las Flores
El Camino Real and
College Boulevard
El Camino Real and
Olivenhain Road
(City of Encinitas)
Palomar Airport Road and
College Boulevard
0.29 A 0.56 A
0.42 A 0.63 B
0.34 A 0.76 C
0.49 A 0.69 B
0.64 B 0.63 B
0.61 B 0.51 A
0.46 A 0.76 C
PEAK HOUR PEAK HOUR
AM PM AM PM
V/C V/C V/C V/C
Ratio LOS Ratio LOS Ratio LOS Ratio LOS
0.26 A 0.56 A 0.24 A 0.63 D
0.39 A 0.67 B 0.39 A 0.60 A
0.35 A 0.65 B 0.33 A 0.69 B
0.44 A 0.68 B 0.48 A 0.73 C
0.66 B 0.61 B 0.61 B 0.60 B
0.54 A 0.48 A 0.51 A 0.63 B
0.39 A 0.72 C 0.40 A 0.73 C
0.49 A 0.60 B
1.03 F 0.97 E
0.47 A 0.58 A
Table 3-2 (Continued)
INTERSECTION CAPACITY UTILIZATION
ANALYSIS SUMMARY
Count Count
No. Intersection/Location
WINTER 1989
PEAK HOUR
AM PM
V/C V/C
Ratio LOS Ratio LOS
SUMMER 1989
PEAK HOUR
AM PM
V/C V/C
Ratio LOS Ratio LOS
SUMMER 1990
PEAK HOUR
AM PM
V/C V/C
Ratio LOS Ratio LOS
I
30 Palomar Airport Road and
El Fuerte Street
31 Palomar Airport Road and
Business Park Drive
(City of Vista)
32 Rancho Santa Fe Road and
La Costa Meadows Drive
33 Rancho Santa Fe Road and
Questhaven Road
34 Elm Avenue and
Pio Pico Drive
0.68 B 1.07 F
1.36 F 1.16 F
B * C
B * A
0.39 A 0.56 A
35 Poinsettia Lane and
Avenida Encinas
36 La Costa Avenue and
Saxony Road
37 College Boulevard and
Faraday Avenue
0.51 A 0.89 D
D * D
0.24 A 0.27 A
V/C ratio not applicable to this unsignalized intersection.
XX Intersection Count Number
LOS A, B or C
LOS D
LOS E
LOS F
Figure 3-2
AM PEAK HOUR
INTERSECTION LEVELS OF SERVICE
3-11
XX Intersection Count
Number
LOS A, B or C
LOS D
LOS E
LOS F
Figure 3-3
PM PEAK HOUR
INTERSECTION LEVELS OF SERVICE
3-12
El Camino Real and Palomar Airport Road
hk & associates
The ICU calculations identified this intersection as a problem location with
LOS F (1.22) during the AM peak and LOS F (1.23) during the PM peak. Heavy
demand exists on all four approaches including the westbound through movement in
the morning and the northbound right turn movement in the afternoon. The recent
opening of a new east/west link between El Camino Real and 1-5 from Alga Road to
Poinsettia Lane may divert enough traffic from this intersection so that the
operating level of service is improved.
El Camino Real and Alga Road
Operational problems exist at this intersection during the PM peak period and
have worsened during the last year. The level of service has increased from LOS D
(0.81) in 1989 td LOS D (0.86) for 1990. A heavy northbound right turn movement of
approximately 550 vehicles exists during the peak hour. This movement conflicts
with the southbound left turn movement of approximately 400 vehicles during the
peak hour. With a relatively light eastbound through movement, a northbound right
turn on red manuever is possible. Recently, however, Alga Road was opened to
through traffic between El Camino Real and Poinsettia Lane. This will provide an
additional east/west link with 1-5 and increase traffic volumes on the west approach.
This will reduce the number of opportunities for the northbound right turn on red
manuever. However, this new link to 1-5 may divert traffic from the north and
south approaches, thereby reducing the number of southbound left turning vehicles
which conflict with the northbound right turns.
El Camino Real and La Costa Avenue
This intersection was operating at LOS E (0.91 and 0.92) during the AM and PM
peak periods of 1989. One year later, peak hour volumes for this intersection are
less, and the level of service has impoved to LOS D (0.80 and 0.87) for both AM and
PM periods. Right turning vehicles contribute substantially to the ICU values for
the north approach and to a lesser extent on the south and east approaches. Many
vehicles on these three approaches were observed making a right turn maneuver
within the limits of the bike lanes. Thus, it may be necessary to make geometric
modifications and add an exclusive right turn lane for southbound traffic. However,
this intersection will receive operational benefits from the extension of Alga Road
3-13
-J hk & associates
to Poinsettia Lane, and the traffic diversion may improve the level of service at this
location.
Rancho Santa Fe and Melrose Drive
As evidenced last year at this intersection, the AM peak period experiences
operational difficulties. The ICU calculations for this location show LOS E (0.92).
The major impact on this intersection is the large volume of vehicles on the north
approach. Geometric modifications are needed on this approach in the near future
to increase capacity. .
Palomar Airport Road and Paseo Del Norte
The volume of traffic that utilizes this intersection has increased significantly
over the last twelve months. Approximately 35 percent more vehicles now travel
through this location in the PM peak period, and this has led to a decrease in the
level of service from LOS C (0.78) in 1989 to LOS E (0.98) in 1990. The main
contributors to the worsening conditions are westbound vehicles in the through
lanes. This movement accounts for approximately 50 percent of the ICU value.
Additional through lane capacity would help alleviate some of the stress on this
intersection.
Poinsettia Lane and Paseo Del Norte
This unsignalized intersection is currently all-way stop-controlled. The TRB
analysis method for the overall intersection operations resulted in LOS D conditions
for the morning and evening peak periods. Based on the approach delay calculations,
the southbound approach operates at LOS F for the morning peak period with an
average vehicle delay estimated at almost 90 seconds. This is due in part to the
high percentage of southbound right turning vehicles for this approach conflicting
with the westbound through traffic. Again in the evening, the southbound approach
exhibits a low level of service (LOS E) while the eastbound approach operates at
LOS D. The recent completion of the extension of Alga Road to Poinsettia Lane will
lead to increased traffic volumes at this intersection. Consideration should be given
to increasing the number of lanes or providing signalization at this location.
3-14
J hk & associates
El Camino Real and Olivenhain Road
This intersection, located in the City of Encinitas, tested poorly during both
AM and PM peak periods for this first year of monitoring. In the morning, a heavy
westbound left turn volume contributes over fifty percent to the ICU ratio of LOS F
(1.03). As expected, return trips making the northbound right turn maneuver in the
afternoon contribute over forty percent to the ICU ratio of LOS E (0.97). Both of
these movements are made from an exclusive left or right turn lane at present.
Conditions indicate the need for additional geometric capacity at this intersection.
Palomar Airport Road and El Fuerte Street
The ICU calculations identified this intersection as a problem location in the
PM peak period with LOS F (1.07). The eastbound through movement of nearly 1600
vehicles during the peak hour is restricted to one lane. Additional through lane
capacity for eastbound vehicles would improve the level of service to an acceptable
value.
Palomar Airport Road and Business Park Drive
Operational problems exist during both AM and PM peak periods at this
intersection located in the City of Vista. The morning period shows heavy volumes
for the westbound through movement and the southbound right turn movement.
These two maneuvers comprise most of the ICU ratio of LOS F (1.36). Return trips
using the west approach impact intersection operations in the afternoon and lead to
LOS F (1.16). Simiiar to the intersection of Palomar Airport Road and El Fuerte
Street, this intersection also lacks adequate through capacity to meet the demand.
Additional turn lanes for the critical approaches will also help alleviate congestion
problems.
Poinsettia Lane and Avenida Encinas
Operational problems exist at this intersection during the PM peak period.
The northbound right turn contributes twenty-five percent to the overallTCU ratio
of LOS D (0.89). Because this signal is split phased, it is possible for most of the
right turning vehicles to make the maneuver during the left turn phase of the east
and west approaches. By allowing the right turn on red maneuver for the northbound
approach, the level of service increases to an acceptable level, LOS C.
3-15
j hk & associates
La Costa Avenue and Saxony Road
The lack of east/west through capacity at this unsignalized intersection and
along this corridor severely impact overall operating conditions. Nearly 1500
westbound vehicles travel this two-lane route in the morning peak hour and
contribute greatly to the poor level of service. Similarly, the afternnon peak hour
also carries about 1500 vehicles eastbound. Intersection operations would definitely
improve with the addition of east/west through capacity along La Costa Avenue.
HEAVY DEMAND PROCEDURES
The nine (9) signalized intersections were again tested using the Heavy
Demand Critera for ICU calculations as required by the City of Carlsbad. This
Heavy Demand Method increases the lane group capacities to:
Lane Group Capacity*
turn lanes 1800 vphgpl
thru lanes 2000 vphgpl
The results of these additional capacity analyses are summarized in Table 3-3 and
calculation forms are contained in Appendix A. The intersections still operating at
or below LOS D under this new testing criteria are:
Intersection
No. Intersection Period
5 El Camino Real and Palomar Airport Road AM/PM
12 Paseo Del Norte and Palomar Airport Road PM
28 El Camino Real and Olivenhain Road AM/PM
30 El Fuerte Street and Palomar Airport Road PM
31 Business Park Drive and Palomar Airport Road AM/PM
It should be stressed that unique operational characteristics exist at
intersections in each specific community and Carlsbad is no exception. The ICU
analysis technique does not allow for precise analysis of all operational aspects of
signalized intersections. Progression is one particular factor that is not considered
in the ICU analysis. The intersection of El Camino Real and Marron, although
acceptable under ICU calculations, operates poorly in the PM peak hour due to the
poor progression northbound and the proximity of the intersection to Route 78.
Another example of unique characteristics in Carlsbad is the greater than normal
side friction and pedestrian activity along Carlsbad Boulevard during Summer
3-16
ihk & associates
Table 3-3
ICU SUMMARIES FOR
STANDARD AND HEAVY DEMAND
STANDARD ICU HEAVY DEMAND
Count
Number
5
6
12
28
30
31
35
Intersection
El Camino Real and
Palomar Airport Road
El Camino Real and
Alga Road
El Camino Real and
La Costa Avenue
Rancho Santa Fe Road
and Melrose Drive
Paseo del Norte and
Palomar Airport Road
El Camino Real and
Olivenhain Road
El Fuerte Street and
Palomar Airport Road
Business Park Drive and
Palomar Airport Road
Poinsettia Lane
and Avenida Encinas
AM PM
V/C LOS y/C LOS
" 1.23 F 1.22
0.80
0.92
1.03
1.36
0.86 D
D 0.87
0.98
0.97
1.07
1.16
0.90
D
E
E
AM PM
V/C LOS V/C LOS
1.05 F 1.05
0.74 C
0.69 B 0.75 C
0.80 C
0.85 D
D
0.87 D 0.83 D
0.93 E
1.16 F 0.99 E
0.76 C
3-17
jhk & associates
months. Start up lost time increases and vehicular speeds decrease, each of which
reduces capacity. Again, factors are not reflected in ICU calculations. The
intersections of Carlsbad Boulevard at Elm, Carlsbad Boulevard at Tamarack as well
as Carlsbad Boulevard at Cannon may operate slightly below the anticipated ICU
calculations due to the aforementioned reasons.
3-18
J hk & associates
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 were studied
during 1989, as well as monitor several new locations. In all, twenty-six (26)
intersections from last year were again studied this year while data was collected at
eleven (11) new intersections. In addition, seven (7) mid-block locations from the
1989 study were included with the eighteen (18) locations studied this year.
The results for the mid-block count locations indicate that traffic has
increased by an average of eleven (11) percent at four of the locations. The three
other locations showed a decrease in ADT volumes between 1989 and 1990. Most
notably, volumes on El Camino Real between Alga Road and OUvenhain Road
decreased by approximately twenty-five (25) percent over the last year. None of
the mid-block locations surveyed this year are experiencing LOS F during the peak
periods. However, inadequate capacity is evident on Palomar Airport Road east of
Melrose Drive. This location is currently operating at LOS E during the peak hour.
Also, La Costa Avenue is operating at LOS D during the peak hour and this has a
direct effect on intersection levels of service along this corridor.
The information contained in Chapter 3 identifies eleven critical intersections
from the thrity-seven (37) study locations. As with last year, the intersection of El
Camino Real and Palomar Airport Road is the most critical intersection within the
study. LOS F was identified for this intersection during both AM and PM periods
utilizing the Heavy Demand ICU Analysis. A close second to this location is the
intersection of Palomar Airport Road and Business Park Drive. Heavy Demand ICU
Analysis indicates that the morning peak hour operates at LOS F while the afternoon
peak hour operates at LOS E. Other intersections which still have low levels of
service after applying the Heavy Demand procedures include Palomar Airport Road
at Paseo Del Norte, Palomar Airport Road at El Fuerte Street and El Camino Real
at Olivenhain Road. Also, two unsignalized intersections, Paseo Del Norte at
Poinsettia Lane and Saxony Road at La Costa Avenue, could not be analzyed using
the Heavy Demand ICU procedures. Both locations currently operate at LOS D for
the morning and afternoon peak periods. Based on the results of this study, it is
recommended that these signalized and unsignalized intersections be reviewed by
the City to determine if mitigation should be considered.
4-1
ihk & associates -J
The remaining signalized intersections which were identified as problem
locations utilizing the standard ICU methodology, were found to have acceptable
levels of service when analyzed with Heavy Demand ICU methodology. It can be
concluded that operations at these remaining intersections require periodic
monitoring, and an additional geometric analysis may also be warranted. Options to
mitigation may include the reclassification of these intersections as "interim
conditions" until future elements of the circulation plan are implemented. This
would allow El Camino Real at La Costa Avenue to function at its present LOS until
the completion of additional east/west facilities. For example, the recent
completion of Alga Road between El Camino Real and Poinsettia Lane provided
another east/west link with 1-5. This route should help relieve nearby facilities
which are approaching saturation levels. Additional roadways would also provide
alternate routes for existing and future traffic volumes. This alternative to
mitigation is viable if the elements are anticipated in the short term of 1 to 3 years.
Based on the observed volumes on these existing facilities it is recommended that
mitigation be provided in the near-term (1 to 3 years).
In conclusion, this report was developed for the City of Carlsbad as the second
Traffic Monitoring Program for the recently developed Growth Management Plan.
Critical intersections have been identified and potential mitigation measures have
been discussed. The report represents a conservative estimate of intersection
operations based on the guidelines developed by the City of Carlsbad. 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. In the future, this report will be used as a tool for the accurate
identification of conditions in specific areas of the City. Also, the results of this
project identify critical locations which 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.
4-2
jhk & associates
TABLE OF CONTENTS
INTRODUCTION
TURNING MOVEMENT COUNTS
LINK VOLUME COUNTS
ADDITIONAL INTERSECTION CAPACITY ANALYSIS
LIST OF FIGURES
Figure
A-1 Intersection Location Map
A-2 Summary ADT Map
LIST OF TABLES
Table
A-1 Intersection Count Date Summary
A-2 Summary Intersection Levels of Service
A-3 Link Count Date Summary
A-4 Roadway Segment Levels of Service
A-5 Additional Intersection Capacity Analysis
-J hk & associates
-J ihk & associates
INTRODUCTION
This report summarizes the data collection for thirty-seven (37) key
intersections and eighteen (18) mid-block locations for the Summer of 1990. The
information provided for the thirty-seven (37) intersections includes peak period and
peak hour turning movement counts (completed by JHK 6c Associates) for the a.m.
and p.m. peak periods. The a.m. peak period was from 6:00 to 9:00 a.m., and the
p.m. peak period was from 3:30 to 6:30 p.m. This document also includes peak hour
turn movement diagrams and intersection capacity utilization (ICU) calculations for
the a.m. and p.m. peak hours.
ICU analysis for signalized intersections and HCM analysis for unsignalized
intersections was completed for all thirty-seven (37) study intersections and is
summarized in Chapter 3. JHK & Associates followed guidelines established by the
City to calculate the ICU ratio. Detailed calculations and summary sheets for the
thirty-seven (37) intersections are contained in this appendix.
Chapter 2 identifies the eighteen (18) mid-block link count locations and
provides summary information for each count. The counts and the capacity analysis
were conducted by JHK. The information in this appendix summarizes traffic
counts along specified segments over a two-day (48-hour) period. The information
includes 15-minute summaries, 24-hour summaries, a bar chart for each day, and
peak hour analysis. Also included is a summary table of segment volume to capacity
ratios and the corresponding levels of service.
Where conditions warranted, heavy demand standards were utilized to
calculate ICU. Again these standards were provided by the City, the analysis
performed by JHK, and the results are shown in Chapter 3. This additional analysis
was required to provide further detail in terms of operations and LOS for nine (9)
study area signalized intersections. This chapter also contains a summary table of
intersection Levels of Service based on the results of this additional capacity
analysis task.
-J hk & associates
TURNING MOVEMENT COUNTS
INTRODUCTION
Thirty-seven (37) 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 a.m. and p.m. peak periods. The
data collection was completed during the months of July and August of 1990 and
consisted of turn movement counts for each approach for all thirty-seven (37)
intersections. Pedestrian and U-turn data was also collected at each intersection.
The data was then reduced and intersection capacity utilization analysis was
performed for each signalized intersection while the unsignalized lo.cations were
analyzed with procedures outlined in the Highway Capacity Manual. The procedures
developed to accomplish the reduction and analysis are shown in this chapter.
Table A-2 summarizes the results of this initial ICU or HCM analysis. The
table presents calculated Levels of Service for all thirty-seven (37) intersections
during the a.m. and p.m. peak hours.
The ICU capacity analysis revealed that there are nine (9) signalized
intersections operating at LOS D or worse for the peak hours. These intersections
required additional capacity analysis. The nine (9) intersections were identified as
heavy demand intersections and were re-analyzed using the Heavy Demand Criteria
developed by the City. The results of this additional capacity analysis is shown in
the Heavy Demand Summary appendix.
• Intersection Count Locations
XX Intersction Count Number
Figure A-1
INTERSECTION LOCATION MAP
ihk & associates
Table A-1
INTERSECTION SUMMARY INDEX
Location
Number
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
Count Intersection/Location
El Camino Real and Elm Avenue
El Camino Real and Chestnut Avenue
El Camino Real and Tamarack Avenue
El Camino Real and Faraday Avenue
El Camino Real and Palomar
Airport Road
El Camino Real and Alga Road
El Camino Real and La Costa Avenue
Rancho Santa Fe and Melrose Drive
Rancho Santa Fe and La Costa Avenue
Rancho Santa Fe and Olivenhain Road
Palomar Airport Road and
Camino Vida Roble
Palomar Airport Road and
Paseo del Norte
Palomar Airport Road and
Avenida Encinas
Alga Road and El Fuerte Street
Carlsbad Boulevard and State Street
Carlsbad Boulevard and Elm Avenue
Carlsbad Boulevard and Cannon
Carlsbad Boulevard and Poinsettia Lane
Poinsettia Lane and Paseo del Norte
Monroe Street and Marron Road
Count
Day
Tues
Tues
Tues
Thur
Tues
Tues
Thur
Wed
Wed
Wed
Thur
Thur
Thur
Wed
Wed
Wed
Thur
Tues
Tues
Wed
Count
Date
7/24
7/24
7/24
7/26
7/17
7/17
7/12
7/11
7/18
7/18
7/12
7/12
7/12
7/11
7/25
7/25
7/12
7/10
7/10
7/25
ihk & associates
Table A-1 (Continued)
INTERSECTION SUMMARY INDEX
Location
Number
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
Count Intersection/Location
Monroe Street and Elm Avenue
Marron Road and Jefferson Street
Elm Avenue and Harding Street
Tamarack Avenue and Adams Street
Tamarack Avenue and Pio Pico Drive
Jefferson Street and Las Flores Drive
El Camino Real and College Boulevard
El Camino Real and Olivenhain Road
Palomar Airport Road and
College Boulevard
Palomar Airport Road and
Ei Fuerte Street
Palomar Airport Road and
Business Park Drive
Rancho Santa Fe Road and
La Costa Meadows Drive
Rancho Santa Fe Road and
Questhaven Road
Elm Avenue and Pio Pico Drive
Poinsettia Lane and Avenida Encinas
La Costa Avenue and Saxony Road
College Boulevard and Faraday Avenue
Count
Day
Tues
Wed
Thur
Wed
Tues
Wed
Thur
Thur
Wed
Thur
Thur
Wed
Wed
Tues
Tues
Tues
Thur
Count
Date
7/24
7/25
7/26
7/25
7/24
7/25
7/19
7/26
7/18
7/19
7/19
7/11
7/11
7/24
7/10
7/17
7/19
ihk & associates
Table A-2
CITY OF CARLSBAD SUMMER 1990
SUMMARY OF INTERSECTION LEVELS OF SERVICE
AM PM
Count
No.
Count
Intersection/Location
V/C
Ratio LOS
V/C
Ratio LOS
1 El Camino Real and Elm Avenue 0.56 A 0.69 B
2 El Camino Real and Chestnut Avenue 0.47 A 0.65 B
3 El Camino Real and Tamarack Avenue 0.70 B 0.66 B
4 El Camino Real and Faraday Avenue 0.58 A 0.78 C
5 El Camino Real and Palomar Airport Road 1.22* F 1.23* F
6 El Camino Real and Alga Road 0.66 B 0.86* D
7 El Camino Real and La Costa Avenue 0.80* D 0.87* D
8 Rancho Santa Fe and Melrose Drive 0.92* 0.66 B
9 Rancho Santa Fe and La Costa Avenue 0.62 B 0.67 B
10 Rancho Santa Fe and Olivenhain Road 0.59 A 0.69 B
11 Palomar Airport Road and Camino Vida Roble 0.52 A 0.59 A
12 Palomar Airport Road and Paseo del Norte 0.76 C 0.98* E
13 Palomar Airport Road and Avenida Encinas 0.63 B 0.55 A
14 Alga Road and El Fuerte Street ** A ** A
15 Carlsbad Boulevard and State Street * * A ** B
16 Carlsbad Boulevard and Elm Avenue 0.37 A 0.62 B
17 Carlsbad Boulevard and Cannon Road 0.44 A 0.76 C
18 Carlsbad Boulevard and Pointsettia Lane 0.29 A 0.43 A
19 Poinsettia Lane and Paseo del Norte ** D D
ihk & associates
Table A-2 (Continued)
CITY OF CARLSBAD SUMMER 1990
SUMMARY OF INTERSECTION LEVELS OF SERVICE
AM PM
Count
No.
Count
Intersection/Location
V/C
Ratio LOS
V/C
Ratio LOS
20 Monroe Street and Marron Road 0.24 A 0.63 B
21 .Monroe Street and Elm Avenue 0.39 A 0.60 A
22 Marron Road and Jefferson Street 0.33 A 0.69 B
23 Elm Avenue and Harding Street 0.48 A 0.73 C
24 Tamarack Avenue and Adams Street 0.61 B 0.60 B
25 Tamarack Avenue and Pio Pico Drive 0.51 A 0.63 B
26 Jefferson Street and Las Flores Drive 0.40 A 0.73 C
27 El Camino Real and College Boulevard 0.49 A 0.60 B
28 El Camino Real and Olivenhain Road 1.03* F 0.97* E
29 Palomar Airport Road and College Boulevard 0.47 A 0.58 A
30 Palomar Airport Road and El Fuerte Street 0.68 B 1.07* F
31 Palomar Airport Road and Business Park Drive 1.36* F 1.16* F
32 Rancho Santa Fe Road and
La Costa Meadows Drive •)(•* 3 * * C
33 Rancho Santa Fe Road and Questhaven Road •X- * B «•* A
34 Elm Avenue and Pio Pico Drive 0.39 A 0.56 A
35 Poinsettia Lane and Avenida Encinas 0.51 A 0.89* D
36 La Costa Avenue and Saxony Road ** D ** D
37 College Boulevard and Faraday Avenue 0.24 A 0.27 A
Note:* Additional capacity analysis performed by JHK in the Heavy Demand
Summary of this appendix.
** V/C ratio not applicable to this unsignalized intersection.
J ihk & associates
CITY OF CARLSBAD
SUMMER 1990
INTERSECTION ANALYSIS SUMMARY
Intersection Nvunber: l
Intersection Location: El Camino Real and Elm Avenue
CONTENT PAGE
Turn Movement Count Svunmary l of 3
(A.M. and P.M.)
A.M. Peak Hour ICU Analysis and 2 of 3
Turn Movement Diagram
P.M. Peak Hour ICU Analysis and 3 of 3
Turn Movement Diagram
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ihk & associates
EL CAMINO REAL at ELM AVE
Lane Configuration for Intersection Capacity Utilization Page 2 of 3
Pk. Hr. Tiine Period: So. Approach (NB) No. Approach (SB) West Appr. (EB) East Appr. (WB)
07:15 AM to 07:15 AM to
08:15 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 1
4 1 1 1 1
Outside 5
Lane Settings 1 3 0 1 3 0 1 2 0 1 2 0
Capacity 1500 5100 0 1500 5100 0 1500 3400 0 1500 3400 0
Do you want separate North/South phases (Yes/No)? NO
Do you want separate East/West phases (Yes/No)? NO
Efficiency Lost Factor 0.10
Hourly Volume 27 477 8 62 1193 57 100 45 47 58 234 207
Adjusted Hourly Volunie 27 485 0 62 1250 0 100 92 0 58 441 0
Utilization Factor 0.02 0.10 0.00 0.04 0.25 0, .00 0.07 0.03 0.00 0.04 0.13 0.00
Critical Factors 0.02 0.25 0.07 0.1'3
ICU Ratio 0.56 LOS = A
Turning Movements at Intersection of EL CAMINO REAL and ELM AVE
Time: 07:15 AM to
08:15 AM
Date: 07/24/90
Day: TUESDAY
Name: ES
North Approach EL CAMINO REAL
2104 <- Total
1316 788 <- Subtotals
Sub-
Total totals
510
318
100
192 45 -->
47
57 1193 66
I I I <-' V
North
<-, " /->
I I I
27 477 8
Sub-
totals Total
207
<--- 234 499
/--- 58
614
115
ELM AVE
Subtotals -> 1298 512
Total -> 1810
South Approach
Note: Left-turn volutnes include
U-turns.
ihk & associates
EL CAMINO REAL at ELM AVE
Lane Configuration for Intersection Capacity Utilization Page 3 of 3
Pk. Hr. Time Period: So. Approach (NB) No. Approach (SB) West Appr. (EB) East Appr. (WB)
04:30 PM to
05:30 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1
Config- (left) 2
urations 3
4
Outside 5
1 1 1 1
1
1
1 1
1
1
1 1
1 1 1 1
Lane Settings 13 0 13 0 1 2 0 1 2 0
Capacity 1500 5100 0 1500 5100 0 1500 3400 0 1500 3400 0
Do you want separate North/South phases (Yes/No)? NO
Do you want separate East/West phases (Yes/No)? NO
Efficiency Lost Factor 0.10
Hourly Volume 70 1187 50 250 669 131 157 331 45 22 129 130
Adjusted Hourly Volume 70 1237 0 250 800 0 157 376 0 22 259 0
UtiIization Factor 0.05 0.24 0.00 0.17 0.16 0.00 0.10 0.11 0.00 0.01 0.08 0.00
Critical Factors 0.24 0.17 0.10 0.08
ICU Ratio = 0.69 LOS = B
Turning Movements at Intersection of EL CAMINO REAL and ELM AVE
Time: 04:30 PM to
05:30 PM
Date: 07/24/90
Day: TUESDAY
Name: ES
North Approach EL CAMINO REAL
2536 <- Total
1056 1480 <- Subtotals
W
e
s
t
A
P
P
r
Sub-
Total totals
131 669 256
863
330
157
533 331 -->
45
<-'
I I
North
I I I
70 1187 50
Sub-
totals Total
130
<--- 129 281
/--- 22
I
V
> 631
ELM AVE
912
Subtotals -> 736
Total ->
1307
2043
South Approach
Note: Left-turn volumes include
U-turns.
jhk & associates
CITY OF CARLSBAD
SUMMER 1990
INTERSECTION ANALYSIS SUMMARY
Intersection Ntamber: 2
Intersection Location: El Camino Real and Chestnut
Avenue
CONTENT PAGE
Turn Movement Count Svunmary l of 3
(A.M. and P.M.)
A.M. Peak Hour ICU Analysis and 2 of 3
Turn Movement Diagram
P.M. Peak Hour ICU Analysis and 3 of 3
Turn Movement Diagram
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'"''3 = '-"•' ^ <:> : i':i 11;: .11 16 0 2'^ IS ]'i .5, 1 n I
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30 PH >; 2:;;' ti 3i';i s o 2i;;i ti i.:io iti
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O'l: 30 PM Peak Interse t:ron Traffic in PL:. Mr.:::; 2''I39 PeaL Or Part or
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J ihk & associates
EL CAMINO REAL at CHESTNUT AVE
Lane Configuration for Intersection Capacity Utilization Page 2 of 3
Pk. Hr. Time Period: So. Approach (NB) No. Approach (SB) West Appr. (EB) East Appr. (WB)
07:15 AM to
08:15 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 11 1 11 111
Config- (left) 2 1 1 1
urations 3 11 1
4 y ^
Outside 5 1
Lane Settings 120131011010
Capacity 1500 3400 0 1500 5100 1500 0 1500 1500 0 1500 0
Do you want separate North/South phases (Yes/No)? N
Do you want separate East/West phases (Yes/No)? N
Efficiency Lost Factor 0.10
Hourly Voluine 41 433 6 19 1171 52 75 37 90 21 84 69
Adjusted Hourly Volume 41 439 0 19 1171 52 0 112 90 0 174 0
Utilization Factor 0.03 0.13 0.00 0.01 0.23 0.03 0.00 0.07 0.06 0.00 0.12 0.00
Critical Factors 0.03 0.23 0.00 0.12
ICU Ratio = 0.47 LOS = A
Turning Movements at Intersection of EL CAMINO REAL and CHESTNUT AVE
Time: 07:15 AM to
08:15 AM North Approach EL CAMINO REAL
Date: 07/24/90
Day: TUESDAY 1821 <- Total
Name: BW 1243 578 <- Subtotals
Sub- 52 1171 20
Total totals III ' Sub-
W <-' V >-> I " totals Total E
e 177 < I I a
s - 69 s
t 379 I - <--- 84 174 t
75 I /--- 21
A 202 37 --> II 236 A
P 90 North V p
P I > 62 p
r V I r
<-, " /-> CHESTNUT AVE
I I I
41 433 6
Subtotals -> 1282 480
Total -> 1762
Note: Left-turn volumes include
South Approach U-turns.
-J hk & associates
EL CAMINO REAL at CHESTNUT AVE
Lane Configuration for Intersection Capacity Utilization Page 3 of 3
Pk. Hr. Time Period: So. Approach (NB) No. Approach (SB) West Appr. (EB) East Appr. (WB)
04:30 PM to
05:30 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 11 1 11 111
Config- (left) 2 1 1 1 .
urations 3 111
4 1
Outside 5 1
Lane Settings 120131011010
Capacity 1500 3400 0 1500 5100 1500 0 1500 1500 0 1500 0
Do you want separate North/South phases (Yes/No)? N
Do you want separate East/West phases (Yes/No)? N
Efficiency Lost Factor 0.10
Hourly Volume 85 1264 27 82 572 71 57 112 48 6 69 46
Adjusted Hourty Volume .85 1291 0 82 572 71 0 169 48 0 121 0
Utilization Factor 0.06 0.38 0.00 0.05 0.11 0.05 0.00 0.11 0.03 0.00 0.08 0.00
Critical Factors 0.38 0.05 0.11 0.00
ICU Ratio = 0.65 LOS = B
Turning Movements at Intersection of EL CAMINO REAL and CHESTNUT AVE
Time: 04:30 PM to
05:30 PM North Approach EL CAMINO REAL
Date: 07/24/90
Day: TUESDAY 2092 <- Total
Name: BW 725 1367 <- Subtotals
Sub- 71 572 82
Total totals III " Sub-
W <-' V >-> I ' totals Total E
e 225 < II a
s " 46 s
t 442 I ' <--- 69 121 t
57 --' I /--- 6
A 217 112 --> II 342 A
p 48 North V p
P I > 221 p
r V I r
I <-, ' /-> CHESTNUT AVE
Vlll
85 1264 27
Subtotals -> 626 1376
Total -> 2002
Note: Left-turn volumes include
South Approach U-turns.
-J hk & associates
CITY OF CARLSBAD
SUMMER 199 0
INTERSECTION ANALYSIS SUMMARY
Intersection Number: 3
Intersection Location: El Camino Real and Tamarack
Avenue
CONTENT PAGE
Turn Movement Count Summary 1 of 3
(A.M. and P.M.)
A.M. Peak Hour ICU Analysis and 2 of 3
Turn Movement Diagram
P.M. Peak Hour ICU Analysis and 3 of 3
Turn Movement Diagram
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ihk & associates
EL CAMINO REAL at TAMARACK AVE.
Lane Configuration for Intersection Capacity Utilization Page 2 of 3
Pk. Hr. Time Period: So. Approach (NB) No. Approach (SB) West Appr. (EB) East Appr. (WB)
07:15 AM to
08:15 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 urations 3 1 1 1
1
1
4 1 1
1 1
Outside 5
1
Lane Settings 1 2 1 1 2 1 1 1 1 1 1 1
Capacity 1500 3400 1500 1500 3400 1500 1500 1700 1500 1500 1700 1500
Do you want separate North/South phases (Yes/No)? N
Do you want separate East/West phases (Yes/No)? N
Efficiency Lost Factor 0.10
Hourly Volume 33 341 35 20 1211 21 49 43 157 173 219 26
Adjusted Hourly Volume 33 341 35 20 1211 21 49 43 157 173 219 26
Utilization Factor 0.02 0.10 0.02 0.01 0.36 0.01 0.03 0.03 0.10 0.12 0.13 0.02
Critical Factors 0.02 0.36 0.10 0.12
ICU Ratio = 0.70 LOS = B
Turning Movements at Intersection of EL CAMINO REAL and TAMARACK AVE.
W
e
s
t
A
P
P
r
Time: 07:15 AM to
08:15 AM
Date: 07/24/90
Day: TUESDAY
Name: MG
Sub-
Total totals
522
273
49
249 43 -->
157
I
V
North Approach EL CAMINO REAL
1668 <- Total
1252 416 <- Subtotals
21 1211
I I
V
20
<-'
North
I I
35 341
411 Subtotals -> 1543
Total -> 1954
South Approach
/->
35
Sub-
totals Total
26
<--- 219 418
/--- 173
516
98
TAMARACK AVE.
E
a
s
t
A
P
P
r
Note: Left-turn volumes include
U-turns.
-J Ihk & associates
EL CAMINO REAL at TAMARACK AVE.
Lane Configuration for Intersection Capacity Utilization Page 3 of 3
Pk. Hr. Time Period: So. Approach (NB) No. Approach (SB) West Appr. (EB) East Appr. (WB)
05:00 PM to
06:00 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
4 1 1
Outside 5
Lane Settings 1 2 1 1 2 1 1 1 1 1 1 1
Capacity 1500 3400 1500 1500 3400 1500 1500 1700 1500 1500 1700 1500
Do you want separate North/South phases (Yes/No)? N
Do you want separate East/West phases (Yes/No)? N
Efficiency Lost Factor 0.10
Hourly Volume 134 1093 277 41 475 65 47 268 78 81 95 32
Adjusted Hourly Volume 134 1093 277 41 475 65 47 268 78 81 95 32
UtiIization Factor 0.09 0.32 0.18 0.03 0.14 0.04 0.03 0.16 0.05 0.05 0.06 0.02
Critical Factors 0.32 0.03 0.16 0.05
ICU Ratio = 0.66 LOS = B
Turning Movements at Intersection of EL CAMINO REAL and TAMARACK AVE.
Time: 05:00 PM to
06:00 PM North Approach EL CAMINO REAL
Date: 07/24/90
Day: TUESDAY 1753 <- jotal
Name: MG 581 1172 <- Subtotals
Sub- 65 475 41
Total totals III " Sub-
^ <-' V '-> I ^ totals Totat E
e 294 < I I a
s - I... 32 s
t 687 I - <--- 95 208 t
47 I /--. 81
A 393 268 --> I I 794
P 78 North V
r
<-, ' /-> TAMARACK AVE.
I I I
134 1093 277
Subtotals -> 634 1504
Total -> 2138
P I > 586 p
r
Note: Left-turn volumes include
South Approach U-turns.
-J hk & associates
CITY OP CARLSBAD
SUMMER 199 0
INTERSECTION ANALYSIS SUMMARY
Intersection Number: 4
Intersection Location: El Camino Real and Faraday
Avenue
CONTENT PAGE
Turn Movement Count Summary 1 of 3
(A.M. and P.M.)
A.M. Peak Hour ICU Analysis and 2 of 3
Turn Movement Diagram
P.M. Peak Hour ICU Analysis and 3 of 3
Turn Movement Diagram
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ihk & associates
EL CAMINO REAL at FARADAY AVE.
Lane Configuration for Intersection Capacity Utilization Page 2 of 3
Pk. Hr. Time Period: So. Approach (NB) No. Approach (SB) West Appr. (EB) East Appr. (WB)
07-30 AM to
08:30 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1 1 1 1
Config- (teft) 2 1 1 1 1
urations 3 1 1 1 1 1
4 1 1 1
Outside 5 1 1 1
Lane Settings 2 2 1 2 3 0 2 1 1 1 2 0
Capacity 2700 3400 1500 2700 5100 0 2700 1700 1500 1500 3400 0
Do you want separate North/South phases (Yes/No) ? N
Do you want separate East/West phases (Yes/No)? H
Efficiency Lost Factor 0.10
Hourly Volume 430 437 111 127 1032 248. 38 70 42 41 30 27
Adjusted Hourly Volume 430 437 111 127 1280 0 38 70 42 ^1 57 0
UtiIization Factor 0.16 0.13 0.07 0.05 0.25 0.00 0.01 0.04 0.03 0.03 0.02 0.00
Critical Factors 0.16 0.25 0.04 0.03
ICU Ratio = 0.58 LOS = A
Turning Movements at Intersection of EL CAMINO REAL and FARADAY AVE.
W
e
s
t
A
P
P
r
Time: 07:30 AM to
08:30 AM
Date: 07/26/90
Day: THURSDAY
Name: DS
Sub-
Total totals
868
713
43
155 70 -->
42
North Approach EL CAMINO REAL
1909 <- Total
1407 502 <- Subtotals
248 1032 127
III
<-' V
North
<-, ' /->
I I I
430 437 111
Subtotals -> 1115 978
Total -> 2093
South Approach
Sub-
totals Total
.... 27
<--- 30 98
/--- 41
E
a
s
t
406 A
P
308
FARADAY AVE.
Note: Left-turn volumes include
U-turns.
^jhk^
EL CAMINO REAL at FARADAY AVE.
Lane Configuration for Intersection Capacity Utilization Page 3 of 3
Pk. Hr. Time Period: So. Approach (NB) No. Approach (SB) West Appr. (EB) East Appr. (WB)
04:00 PM to
05:00 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1.1 i i i
Config- (left) 2 1 i i i
urations 3 1 11 11
4 11 1
Outside 5 111
Lane Settings 221230211120
Capacity 2700 3400 1500 2700 5100 0 2700 1700 1500 1500 3400 0
Do you want separate North/South phases (Yes/No)? N
Do you want separate East/West phases (Yes/No)? N
Efficiency Lost Factor 0.10
Hourly Volume 107 972 60 36 451 52 266 39 403 165 60 103
Adjusted Hourly Volume 107 972 60 36 503 0 266 39 403 165. 163 0
Utilization Factor 0.04 0.29 0.04 0.01 0.10 0.00 0.10 0.02 0.27 0.11 0.05 0.00
Critical Factors 0.29 0.01 0.27 0.11
ICU Ratio = 0.78 LOS = C
associates
Turning Movements at Intersection of EL CAMINO REAL and FARADAY AVE.
Time: 04:00 PM to
05:00 PM
Date: 07/26/90
Day: THURSDAY
Name: DS
Sub-
Total totals
929
220
267
709 39 -->
403
North Approach EL CAMINO REAL
539
52 451
I I <-' V
Subtotals -> 1019
Total ->
1880
36
North
<-,
I I
107 972
1139
2158
South Approach
<- Total
1341 <- Subtotals
I I
<—
/---
/->
I
60
Sub-
totals Total
103
60 328
165
463
135
FARADAY AVE.
Note: Left-turn volumes include
U-turns.
J hk & associates
CITY OF CARLSBAD
SUMMER 1990
INTERSECTION ANALYSIS SUMMARY
Intersection Number: 5
Intersection Location: El Camino Real and Palomar
Airport Road
CONTENT PAGE
Turn Movement Count Summary l of 3
(A.M. and P.M.)
A.M. Peak Hour ICU Analysis and 2 of 3
Turn Movement Diagram
P.M. Peak Hour ICU Analysis and 3 of 3
Turn Movement Diagram
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-J ihk & associates
EL CAMINO REAL at PALOMAR AIRPORT ROAD
Lane Configuration for Intersection Capacity Utilization Page 2 of 3
Pk. Hr. Time Period: So. Approach (NB) No. Approach (SB) West Appr. (EB) East Appr. (WB)
07:15 AM to
"-e^t Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 11 i
Config- (left) 2 1 1 :, .,
urations 3 1 ^ .] ' .j
1 1 11
Outside 5
Lane Settings 121121121121
^^P^<'^^y 1500 3400 1500 1500 3400 1500 1500 3400 1500 1500 3400 1500
Do you want separate North/South phases (Yes/No)? N
Do you want separate East/West phases (Yes/No)? N
Efficiency Lost Factor 0.10
Hourly Volume 156 743 75 411 927 369 34 7 998 416 502 1356 337
Adjusted Hourly Volume 156 743 75 411 927 369 347 998 416 502 1356 337
Utilization Factor 0.10 0.22 0.05 0.27 0.27 0.25 0.23 0.29 0 28 0 33 0 40 0 22
Critical Factors 0.22 0.27 0.23 0.40
ICU Ratio = 1.22 LOS = F
Turning Movements at Intersection of EL CAMINO REAL and PALOMAR AIRPORT ROAD
Time: 07:15 AM to
08:15 AM North Approach EL CAMINO REAL
Date: 07/17/90
Day: TUESDAY 3134
Name: JT 1707
Sub- 369 927 411
Total totals I | |
<- Total
1427 <- Subtotals
W ---
e 1881 <
s
t 3642 I
347 I
A 1761 998 --> I
P' 416 North
P I
r u I
1 I " Sub-
V I ' totals Total E
I I 337 s
<--- 1356 2195 t
/--- 502
I 3679 A
V P
> 1484 p
r
/-> PALOMAR AIRPORT ROAD
156 743 75
Subtotals -> 1845 974
Total -> 2819
Note: Left-turn volumes include
South Approach U-turns.
jhk & associates
EL CAMINO REAL at PALOMAR AIRPORT ROAD
Lane Configuration for Intersection Capacity Utilization Page 3 of 3
Pk. Hr. Time Period: So. Approach (NB) No. Approach (SB) West Appr. (EB) East Appr. (WB)
04:45 PM to
05:45 PH Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 11 i i •]
Config- (left) 2 1 i ^ 1
urations 3 1 i 11
^1111
Outside 5
Lane Settings 121121121121
'^^Pacity 1500 3400 1500 1500 3400 1500 1500 3400 1500 1500 3400 1500
Do you want separate North/South phases (Yes/No)? N
Do you want separate East/West phases (Yes/No)? N
Efficiency Lost Factor 0.10
Hourly Volume 143 75 7 604 363 683 5 8 280 1 014 1 07 282 540 230
Adjusted Hourty Volume 143 75 7 604 363 683 5 8 280 1 014 1 07 282 540 230
Utilization Factor 0.10 0.22 0.40 0.24 0.20 0.04 0.19 0.30 0.07 0.19 0.16 0.15
Critical Factors 0.40 0.24 o.30 0.19
ICU Ratio = 1.23 LOS = F
Turning Movements at Intersection of EL CAMINO REAL and PALOMAR AIRPORT
Time: 04:45 PM to
05:45 PM North Approach EL CAMINO REAL
Date: 07/17/90
Day: TUESDAY 2371 <- Total
''ame: JT 1104 1267 <- Subtotals
Sub- 58 683 363
Total totals III
ROAD
W <-'
e 742 <
s
t 2144 I
281
A 1402 1014 -->
P 107 North V
P I
r V I
I I ' Sub-
V '-> I " totals Totat E
I I a
230 s
<--- 540 1052 t
I /--- 282
I 3033 A
P
> 1981 p
r
/-> PALOMAR AIRPORT ROAD
143 757 604
Subtotals -> 1072 1504
Total -> 2576
Note: Left-turn volumes include
South Approach U-turns.
J hk & associates
CITY OF CARLSBAD
SUMMER 1990
INTERSECTION ANALYSIS SUMMARY
Intersection Number: 6
Intersection Location: El Camino Real and Alga Road
CONTENT PAGE
Turn Movement Count Summary 1 of 3
(A.M. and P.M.)
A.M. Peak Hour ICU Analysis and 2 of 3
Turn Movement Diagram
P.M. Peak Hour ICU Analysis and 3 of 3
Turn Movement Diagram
hk )
EL CAMINO REAL at ALGA RD.
Lane Configuration for Intersection Capacity Utitization Page 2 of 3
Pk. Hr. Time Period: So. Approach (NB) No. Approach (SB) West Appr. (EB) East Appr. (WB)
07:30 AM to _
Left Thru Right Left Thru Right Left Thru Right Left Thru Right
1 1 I 1
& associates
08:30 AM
Lane Inside 1
Config- (left) 2
urations 3
4
Outside 5
1
1 1
1
1
1
Lane Settings 13 112 112
Capacity 1500 5100 1500 1500 3400 1500 1500 3400
Do you want separate North/South phases (Yes/No)? no
Do you want separate East/West phases (Yes/No)? yes
Efficiency Lost Factor 0.10
Hourly Volume
Adjusted Hourly Volume
Utitization Factor 0.
Critical Factors
851 166 151 428 29 63 14 15
851 166 151 428 29 63 29 0
0.17 0.11 0.10 0.13 0.02 0.04 0.01 0.00
0.17 0.10 0.04
0 2 1
0 3200 1500
14 373
553 373
0.17 0.25
0.25
ICU Ratio = 0.66 LOS = B
W
e
s
t
A
P
P
r
Turning Movements at Intersection of EL CAMINO REAL and ALGA RD.
Time: 07:30 AH to
08:30 AH
Date: 07/17/90
Day: TUESDAY
Name: BW
Total
154
Sub-
totals
62
63
92 14 -->
15
North Approach EL CAHINO REAL
1895
608
29 428 151
I I I
<-' V '->
I
North
<- Totat
1287 <- Subtotals
I I
<—
/---
<-, ^ /->
I I I
19 851 166
Sub-
totals Total
373
14 928
541
1261
333
ALGA RD.
E
a
s
t
A
P
P
r
Subtotals -> 982
Totat ->
1036
2018
South Approach
Note: Left-turn volumes include
U-turns.
-J ;hk & associates
EL CAHINO REAL at ALGA RD.
Lane Configuration for Intersection Capacity Utilization Page 3 of 3
Pk. Hr. Time Period: So. Approach (NB) No. Approach (SB) West Appr. (EB) East Appr. (WB)
04:45 PM to „
"^-'^S PH Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1
Config- (left) 2
urations 3
4
Outside 5
1 1
1 1
Lane Settings 13 11
Capacity 1500 5100 1500 1500 2
Do you want separate North/South phases (Yes/No)?
Do you want separate East/West phases (Yes/No)?
Efficiency Lost Factor 0.10
Hourly Votime
Adjusted Hourty Volune
Utilization Factor
Critical Factors
12 568 546 413 902
12 568 546 413 902
.01 0.11 0.36 0.28 0.27
0.36 0.28
1 1 2 0 0 2 1
1500 1500 3400 0 0 3200 1500
no
yes
62 33 12 20 280 15 147
62 33 32 0 0 295 147
0.04 0.02 0.01 0.00 0.00 0.09 0.10
0.02 0.10
ICU Ratio = 0.86 LOS = D
Turning Movements at Intersection of EL CAHINO REAL and ALGA RD.
W
e
s
t
A
P
P
r
Time:
Date:
Day:
Name:
Totat
154
04:45 PH to
05:45 PH
07/17/90
TUESDAY
BW
Sub-
totals
89
65
33
12 -->
20
North Approach EL CAHINO REAL
2137
1383
62 902 419
I I I
V «-> <-'
Subtotals -> 1202
Total -> 2328
South Approach
<- Totat
754 <- Subtotals
I I
North
<-, - /->
I I I
12 568 546
1126
Sub-
totals Total
147
15 460
298
989
ALGA RD.
1449
Note: Left-turn vol unes inctude
U-turns.
-J ihk & associates
CITY OF CARLSBAD
SUMMER 1990
INTERSECTION ANALYSIS SUMMARY
Intersection Number: 7
Intersection Location: El Camino Real and La Costa
Avenue
CONTENT PAGE
Turn Movement Count Summary l of 3
(A.M. and P.M.)
A.M. Peak Hour ICU Analysis and 2 of 3
Turn Movement Diagram
P.M. Peak Hour ICU Analysis and 3 of 3
Turn Movement Diagram
tf Rsscic:i..nit.: Ii.ir"ning Mcna;;.ni;;^ril Eorints Hiial r|s;i : Page 1 of
',:' CRRLSBRD , , , EEERERCHIO
Intersection ot : H.'S Street: EL CRMIHR RERL |1.:,,|.::, E, ,J l • i i,,..
i;;;/M str ;;.t: LR i;;:f;i:;;,| R fH'E
Count l:iate:
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Heather:
S.:;.ulh Rppu ot>cti CHII :. N.;.r l l i fli .| ,r .la. l i ' EEEt
End of 15 - ••- ; '.':':'„.:.:'.: :,: : "fO' ''^^""" 'i^''-' lasl Rpproach <;MB;> 15 nin. folal:
Miri. prd. t„c.ft t1"Fr"n ftir-u Ric^tit Red:;;: l,.,.;;.ft tf fin ft,r ci F;:i.::ilit f-ctth
I3P':I5 RM 33 0 lfl ,1 0 .-.i m
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13 18 fl 80 I ••19 i;;i l"l^- = -l'3 I3M y 50 0 90 3 fl 10 0 n:,.. o I Jo r. i:! ; V '.. "z " '''"',' f;i 8/2 1
0
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tH-i = i3D DM :•: IDO 1 l.:18 3 0 2;:' 0 10'! t
flfl: 1';; IIM X Ofl 0 I,::;5 .:,| g [.:
iii3::;;iD RH :•: 71 0 120 5 0 If
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10 111 f;i
0 112 131 0
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••15
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1 ::;i 1 I) Sf) '12 fl 3 0 l/'3 18 0 /'36
95 D 59 3'1 0 6 0 113 23 0 219
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219
8/2 i;:ii fl 81 ••IS 0 9 i;;i 151 .'PI 0 fi/::;i t/2
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I'^ID II 013 2;;;: 2 17 D 1 f 18 ,;) f 1
i:;;;'i 35
tl
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/9 1
'::i'::! J 116 i;;i .'8 5';;i S 13 fl 15/ 3i;i 0
.,i.„. .1.
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Man. 15 nin. IOD 1 1^:1 f; »::.":::.."<••,:,__!- «L,.._2^ ° " "' § J « :« =S I S S ,g S r;?/
0/:30 OM Peal: I nter secti , fraffic in PL:. Hr.::: 3i:;„:3::, p,:,,,,p |,|,,. p,,:,,. |, ,.„,- g gg
08:30 tIM Hour Intersection Pdslrns in PL:. Hr. = 2 "
.:l6/6
03: ••15 PM Ot;, 0 116 13 6 .;).::: 10
O'l: DO PM •12 8 1:3/ l^^l 0 'ID 10 O'l: 15 f'M Of;, 0 129 10 0 ,:1,:.| 10 D^'1:3D PM 28 D 12'^1 1,6 0 Ml '•^1
O'l: ••IS PM 65 0 160 ;;;:3 0 ••i';i fl
05:00 PH 9'1 0 155 21 1 ••15 0
IIS: 15 PM X 88 D L^ID 10 1 ••1';) D
05:30 PM X 131 0 ;;:D/ ;;;:o j;:. fi;;;. fl
05: ••IS PM X 118 0 131 0 58 0
06: DO PM X 11 ••I 0 15/ 2'1 0 0 06: 15 PM 9/ 0 132 :t8 1 68 fl 06:30 f'M 6.1 0 103 11 1 58 0
Mai 1. 1,5 nin. 131 0 20/ 211 6 85 10
Pf::. I ll ". l..'ol . ••i:;;;i 0 1, IS 89 ,;1 .;;'6'i 0
113,:: 117 0 103 0 lOE
111 106 0 10/ 0 L^l'l
118 6f1 8 9/ 2 I'ifl
121 77 0 9t;. 1 Oi'' 5-:1
630 ••i';is D 505 1 6;)';;i
nr'nn PH n""^' Intersection Fraffic in Pt:. Ilr.:=: •:1/91 Peak Hr. Factor-0^ 06:00 IM Hour Intersection Pdstrns in PL. tlr.::^ 3
''I;?; ';;' i;'?':^ ^ i^^'i o 32 0 12s^36"o""i;,,:,;;,'
Cl /8 f) 'i,;;:^:i :t2i;;i o ••1/91
r''i;;^d:H
13 99 2f) 0 9::i2 6
;s 120 0 1.^1 0 i;;i:i, // o 19 o 9/ 23 o 909 ci
(t 0 lis 26 0 1013 0
0 13 D 22 2'^1 0 86
13 f)'^1 251 0 1032 t)
13 '3t) 2/ tl 1D69 1
D 10/1 1
0 l'15f;i 2
13 81 2'3 0 1:1 til 0
126 113 D 131 D ;i,'i,;;: 95 11 r-i
y37 109 0 115 0 16'1 91 0
133 1:33 0 :t1:l 1 150 ;;3:i g jc, g ^p^
1');? i';;i^^i ti ;i,69 o i';)i :ti/ 0 j::..::| n ipf^
J'^13 105 0 1,.:16 0 1,55 9 1 0 1/ 0 81
":f: i''^ 8/- o lo D 91 31: 0
'•13 9':;. 0 ,|,:::,;;l 1.1 III |.:,] g jj; 13 /6 22 fl 91;:; 8 i
'3 0 62 1/ 0 750 1
ihk^
EL CAMINO REAL at LA COSTA AVE
Lane Configuration for Intersection Capacity Utilization Page 2 of 3
Pk. Hr. Time Period: So. Approach (NB) No. Approach (SB) West Appr. (EB) East Appr. (WB)
07:30 AM to
Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 11 ^ . ^ ^
Config- (teft) 2 1 i i
urations 3 1 i
4 1 1 1
Outside 5 11 i i ^
Lane Settings 230230221120
^^P^'^^^y 2700 5100 0 2700 5100 0 2700 3400 1500 1500 3400 0
Do you want separate North/South phases (Yes/No)? NO
Do you want separate East/West phases (Yes/No)? NO
Efficiency Lost Factor 0.10
Hourly Volume 322 491 15 73 402 5 28 5 26 356 220 4 3 535 1 65
Adjusted Hourly Votive 322 506 0 73 930 0 526 356 220 43 700 0
Utilization Factor 0.12 0.10 0.00 0.03 0.18 0.00 0.19 0.10 0.15 0.03 0.21 0.00
Critical Factors 0.12 o.18 0.19 0 21
ICU Ratio = 0.80 LOS = D
associates
Turning Movements at Intersection of EL CAMINO REAL and LA COSTA AVE
W
e
s
t
A
P
P
r
Time: 07:30 AM to
08:30 AM
Date: 07/12/90
Day: THURSDAY
Name: HB
Sub-
Total totals
2487
1385
526
1102 356 -->
220
North Approach EL CAMINO REAL
1003
528 402
I I
<-' V
2185
73
North
1182
<- Total
<- Subtotals
/--•
I
V
Sub-
totals Totat
165
535 743
43
/->
1187
444
LA COSTA AVE
E
a
s
t
A
P
P
r
Subtotals -> 666
Totat ->
323 491
829
1495
South Approach
15
Note: Left-turn volumes include
U-turns.
J hk & associates
EL CAMINO REAL at LA COSTA AVE
Lane Configuration for Intersection Capacity Utilization Page 3 of 3
Pk. Hr. Time Period: So. Approach (NB) No. Approach (SB) West Appr. (EB) East Appr. (WB)
05:00 PM to -
06:00 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 11 i . i i
Config- (left) 2 1 i i i
urations 3 1 i i 11
4 1 1 1
Outside 5 11 11 i
Lane Settings 230230221 120
Capacity 2700 5100 0 2700 5100 0 2700 3400 1500 1500 3400 0
Do you want separate North/South phases (Yes/No)? NO
Do you want separate East/West phases (Yes/No)? NO
Efficiency Lost Factor 0.10
Hourly Volume 451 635 89 264 630 495 585 639 373 78 424 128
Adjusted Hourty Volume 451 724 0 264 1125 0 585 639 373 78 552 0
Utilization Factor 0.17 0.14 0.00 0.10 0.22 0.00 0.22 0.19 0.25 0.05 0.16 0.00
Critical Factors 0.17 0.22 0.22 0.16
ICU Ratio = 0.87 LOS = D
Turning Movements at Intersection of EL CAMINO REAL and LA COSTA AVE
Time: 05:00 PM to
06:00 PM North Approach EL CAMINO REAL
Date: 07/12/90
Day: THURSDAY 2737 <. f^tal
Name: HB 1339 1348 <- Subtotals
Sub- 495 630 264
Total totals III " Sub-
W <-1 V
e 1371 <
totals Total E
s
t 2969
I I a
128 s
<--- 424 630 t
586 I /... 78
A 1598 639 -->
P 373 North V
P I > 992
r V I
1622 A
P
P
r
" /-> LA COSTA AVE III
451 635 89
Subtotals -> 1081 1175
Total -> 2256
Note: Left-turn volumes include
South Approach U-turns.
J hk & associates
CITY OF CARLSBAD
SUMMER 1990
INTERSECTION ANALYSIS SUMMARY
Intersection Number: 8
Intersection Location: Rancho Santa Fe Road and
Melrose Avenue
CONTENT PAGE
Turn Movement Count Summary l of 3
(A.M. and P.M.)
A.M. Peak Hour ICU Analysis and 2 of 3
Turn Movement Diagram
P.M. Peak Hour ICU Analysis and 3 of 3
Turn Movement Diagram
•IHt': ft f1:;;:!;:ociate:;;;
f;:i 1,1,1: f;:f1RtSBRD
F1,1 r n 1 n g M o !.•• (;• n (;• r 11 E int s tl 11 .::i 1 g:;;: i : Page 1 of
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tl
fl
0^^1:30 PM X 211 0 321, 0 1 0 tl
0^^1:':15 PM X ;;;:2 0 2/8 0 0 fl 0
05:00 PM X ,:::;) tl 20fl 0 0 0 0
05:15 PM X 39 D 200 0 0 tl 0
05:30 PH 29 f) i::)0 D D 1) fl
o:;;i:^^i5 PM '11 0 ,:fii. D 0 0
06:00 PM 31 0 2'12 0 0 0 11
06:15 PM 15 D 188 0 0 fl 0
06:30 PM 21 0 13'1 fl 0 0 0
M.;:iii. IS nin. ••11 fl 321 0 1 tl 0
PL. Hr. l'ol. lO'^l 0 108/ 0 1 0 fl
D':1: 15 PM Pf "at:; Inte •rsei:;:t lori fr".:;if tic in PL. Hr
05: 15 PM Hi: ;njr-Inte •r"sec;t ion Pd:;;:f rns ill Pl:. Hr,
Fll
Dat,
Fist Hi;;;i,,
;;:oiiect.
HL:I
.,:l El.I :3F
traf t: Ht;;iiHf;;:;;:i:i
f;:Lf;;fiR
:i.;:ii:::ti i:;5i;)
Fill-1,1 f;i,;:|lit F'ed:;;
11 1
It;. t;i
.;;: :t ti
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5 ••I t;i
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.;;:••) ;;;•
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210
251
:;)3^^i
1/6
212
218
215
107
'331
loss
2 ISI
1E7
1S3
lEO
175
150
120
171
132
203
151
'1'3':
2f13
632
H.;;.st l"lp.|::.i",;; ..::i.;:;ti ':;f ;;:B;:I E.:jst Rppir i;; i.::icti '::MB;:I 1 5 M i n . total
ft 0 "Fr n Ftn 1,1 fti gtit f •i;;.,;!:;;: 1 .eft tftrn thru Rl, lit,I, F 'ed:;;: f.' 'ehicis f'e.;1:;;:
22 0 f) 11 0 0 0 tl 0 t) 1/2 1 2S t;i fl / D • 0 • t;i fl 0 f) 325 fl .fl '•1 fl :t:'' f) 0 tl fl t;i 0 '12 ••I fl
:;)'i fl fl ;;;'5 t;i 0 f;i fl tl t;i , '.l'l t:i ••i;;;: 0 0 r;;i .;;• fl t:i 0 0 fl ••161
' '•••'
i;;i 0 .:'i t) tl i;;i fl f;i 8 609 0
31
D 0 '.II :t 0 tl fl tl tl f;if)0 1 31 tl 0 1';;. 1 fl t:i 0 0 D 107. 1
t;.5 0 0 .:::.'::' 8 0 0 0 0 0 SS2 1 l'l 0 fl 29 0 0 fl i;;i t) f) 'ii;;i/
5f)8
0
:;;;:;;;
'18
f;i fl ,"l fl 0 t;i 0 0 D
'ii;;i/
5f)8 fl
0
:;;;:;;;
'18 tl fl ii;;i 0 0 tl 0 fl f:i 'i':i:;i
fl
0
lfl 2 fl tl so .;;: 0 tl fl fl g fifiti •3ll 0 0 i;;;'3 0 0 fl D f;i ;;;;':i8.^i :;)
p.;;.at: Hr . Factoi-
32 0 ••11 tl fl 19 tl 0 1 3 fl 0 fl '186 g 0
1
It. f;i t;i 27 fl 0 1 ;;i tl 0 0 520 0 :30
0
1 '.0 ti tl i,';i f) 0 f ;;i 0 tl f;i
520
1 ••13 fl '16 0 11
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D
0
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" ...1 t.l
tl
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t.l
tl t;i i';i tl 0 t ;i 0 tl f:i 5 ••13 11
;;,.' tl 50 tl tl 20 0 0 t ;i i;;i 11 g '••1i''6 II ••19 0 29 0 • 0 :i'^i fl D f 1 tl tl i;;i 3 fit) 0
f.'l 1. 1,.:. D tl ill tl 0 t. 1 t;i tl i;;i
t)
69'1 1 8S 0 1/3 8 D 69 0 0 t 1 i;i 0
i;;i
t) 2250 1
. Fac; loi" f;i. 9f;i
ihk & associates
RANCHO SANTA FE RD at HELROSE DR.
Lane Configuration for Intersection Capacity Utilization Page 2 of 3
Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Pk. Nr. Time Period:
06:45 AH to
07:45 AH
Lane Inside 1
Config-(left) 2
urations 3
4
Outside 5
0 0
0 0 1088 182 230 0 123 0 0 0
0 0 1088 182 230 0 123 0 0 0
00 0.00 0.64 0.12 0.15 0.00 0.08 0.00 0.00 0.00
0.64 0.15 •
Lane Settings 120011101 0„„
'^^P^'='*y 1500 3400 0 0 1700 1500 1500 0 1500 0 0 0
Do you want separate North/South phases (Yes/No)? NO
Do you want separate East/West phases (Yes/No)? YES
Efficiency Lost Factor 0.10
Hourty Vottine 47 814
Adjusted Hourly Volume 47 814
Utilization Factor 0.03 0.24
Critical Factors 0.03
ICU Ratio = 0.92 LOS =
Turning Hovements at Intersection of RANCHO SANTA FE RD and HELROSE DR.
Time: 06:45 AM to
AH North Approach RANCHO SANTA FE RD
Oate: 07/11/90
Day: WEDNESDAY 23,4 ^. -Total
""^ 1270 1044 <- Subtotals
Sub- 182 1088 0
Total totals III " Sub-
W
e 229 <--
s
t 582
230 ---
A 353 0 -->
V '-> I - totals Total E
I I a
0 s
0 t I " <--- 0
I /— 0
P I
r V
P 123 —' North V p
> 0 p
I
I <-| * /-> MELROSE DR.
V I I I
47 814 0
Subtotals -> 1211 861
Totat -> 2072
Note: Left-turn volunies include
South Approach U-turns.
ihk &
RANCHO SANTA FE RD at MELROSE DR.
Lane Configuration for Intersection Capacity Utilization Page 3 of 3
>o. Approach (NB) No. Approach (SB) West Appr. (EB) East Appr. (WB)
Left Thru Right Left Thru Right Left Thru Right Left Thru Right
associates
Pk. Hr. Time Period:
04:15 PM to
05:15 PM
Lane Inside 1
Config-(left) 2
urations 3
4
Outside 5
0
0
Lane Settings 1 2
Capacity 1500 3400
Do you want separate North/South phases (Yes/No)?
Do you want separate East/West phases (Yes/No)?
Efficiency Lost Factor 0.10
Hourly Volume 104 1087 0 0
Adjusted Hourly Volune 104 1087 0 0
Utitization Factor 0.07 0.32 0.00 0.00
Critical Factors 0.07
1
1 1 1 0 1 0 0 0
1700 1500 1500 0 1500 0 0 0
7 NO
YES
632 185 173 0 69 0 0 0
632 185 173 0 69 0 0 0
0.37 0.12 0.12 0.00 0.05 0.00 0.00 0.00
0.37 0.12
ICU Ratio = 0.66 LOS = 8
W
e
s
t
A
P
P
r
Time;
Date:
Day:
Name:
Total
Turning Movements at Intersection of RANCHO SANTA FE RD and HELROSE DR.
North Approach RANCHO SANTA FE RD
04:15 PM to
05:15 PH
07/11/90
WEDNESDAY
JT
Sub-
totals
531
289
242
173
0 -->
69
185
Subtotals -> 701
Total ->
2077
817
632
I
V
North
<-. I I
104 1087
1191
1892
South Approach
1260
/->
<- Total
<- Subtotals
I I
<—
/---
Sub-
totals Totat
MELROSE DR.
E
a
s
t
A
P
P
r
Note: Left-turn volumes inctude
U-turns.
J hk & associates
CITY OF CARLSBAD
SUMMER 1990
INTERSECTION ANALYSIS SUMMARY
Intersection Number: 9
Intersection Location: Rancho Santa Fe Road and
La Costa Avenue
CONTENT PAGE
Turn Movement Count Siunmary l of 3
(A.M. and P.M.)
A.M. Peak Hour ICU Analysis and 2 of 3
Turn Movement Diagram
P.M. Peak Hour ICU Analysis and 3 of 3
Turn Movement Diagram
ft:;; i. ati; Fur ning floec^nent C
Citg: CRRLSBRD
Int e r-:;;: e i;;; t ;i o 11 o f : H/S :;;; t r- e e t:
E/M Street:
RRNt:Hf1 StIHtR FE
Lfl cti';;;FR iii't;;
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t;:i::.l 1,.;; f.
tR.Mi::
e,:1 l:,g: t)H
P.;:i.:ie 1 .;:,t ::)
Count Date:
i;)//i,o.'';;ifi
End of V.
Dag:
Heal f ie
MEDHESDOV FraFfic C
f:i„,E;;oR
itrol ;;i i:|ri.;;i1 i ;^,;;.,;;l
oiitti Rp,|;;ir"o.;),:;;t'i '..tKO
n ;i, 11. I ;;n"d. 1 eft H-ti r"r'i thru
06: 15 RM ID 0 20
06:30 RM If) 0 f)5
a6:.:15 RM f) 0 t;. 1
D/:00 RM ::;, 0 61
0/: 15 RM 12 0 .••'2:
02:30 fitl X 10 0 10/
0/:^^15 flM X f) 0 ffl
08:00 RM X ,;;:^^i 0 132
08: 15 RM X 11 0 70
00:30 tin ft) 0 31
08: ••15 flM .;;: :;;. 0 99
09:00 RM .", 0 100
Man. 1 ts nin. .;;:';;. tl l-1'l
Pf.: Hi", l'ol •153
M th Oppir i;;i.: )ch i:;si; ),:i Most lippl ,.a, h •: 1 O.t Ea:st Rp.[;ir~o .::ich CMI i ii t:;;; ru, n.
d:;;: t c^ f f 0 "trn ttir ii f ti, ,:ih t Peil:;;: L,i;;^ l t U trn Iln 11 Right Pe ds 1 „eft 1,1" Frn Fhr u P light Ped:;;: t •'eti:i, .:::1 :;;:
0 0 51 15 6 13 0 2 5 0 3 0 16 6 0 F^15
11 ,;;• 0 185 :;) :i f) 73 0 .;;:.;;: 17 0 1 fl 0 31 g tl ••i:''f;. 0 ,;;: 0 'i:. .'0 2 '32 0 3 7 tl .;;i t;i 1:3 ••1 tl 2^:1 :i. fl '1 tl 12:;1 '--j 1 5S 0 E 31 D 6 fl 31 12 D :;;if;..:i
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0 ' , 0 185 8>:1 \ 'l I Jl ' 0 22 51 fl I,';;; lfl '1/ .' 1 0 '"I!! *• i
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;: t i o r 1 f r".;) f f i c t. n PL:. 11 r"
::tion Pdstrns in Pk. Hr
;;:D'11
1/
Pe.::l|:: Factor 0.8/
83:'15 F'M 3'1 0 12/ 6 D t;. 0 ID'1 61 1 '15 D 23 19 0 / 0 a.^1:00 PM ••11 0 160
•;)
t) 3 0 1 If) 5f) 1 ';;;/ o 12 2'l 0 1 0
5 0 O'l: i:;;. PM fl 156 9 t) Et 0 105 '.0 tl '16 0 20 3 8 0
1 0
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;••'
tl 9 tl It) 9 61) tl '.tl 11 2"1 0 :3 1
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:3 1
2 D D5:DD PM X 'i:;;i 0 fll ... 0 0 tl 'l'l S'l .;;: 01 0
2'1
0 6 3
6 0 05: 15 PM X 60 0 155 19 0 2t) 0 122 8i;i
.;;•
l.s 0 2/ 36 0
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6 0 05:30 PM X ••15 0 I'lD l'l 0 l'l 0 108 Si'' 1, 2;;;: ti ;::|,:;' ::;i:;) tl
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tl
0 6 1 06:00 PM ill 0 ,110 11 tl 1 1, tl 93 3';) ••1 6 ••I 0 10 26 t:i 6 2 06: 15
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tl
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589
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PM
PM
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1 nter" :n: e.:: 11n f r ..:i f f i,;,; i n
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ihk & associates
RANCHO SANTA FE at LA COSTA AVE
Lane Configuration for Intersection Capacity Utilization Page 2 of 3
Pk. Hr. Time Period: So. Approach (NB) No. Approach (SB) West Appr. (EB) East Appr. (WB)
07:15 AM to
08:15 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
4
1 1 1 1 1 1 1 1
Outside 5
Lane Settings 1 2 0 1 2 0 1 2 0 1 2 0
Capacity 1500 3400 0 1500 3400 0 1500 3400 0 1500 3400 0
Do you want separate North/South phases (Yes/No)? N
Do you want separate East/West phases (Yes/No)? N
Efficiency Lost Factor 0.10
Hourty Volume 53 453 6 4 603 181 301 42 159 47 116 76
Adjusted Hourly Volume 53 459 0 4 784 0 301 201 0 47 192 0
UtiIization Factor 0.04 0.14 0.00 0.00 0.23 1 0.00 0.20 0.06 0.00 0.03 0.06 0.00
Critical Factors 0.04 0.23 0.20 0.06
ICU Ratio 0.62 LOS = B
W
e
s
t
A
P
P
r
Turning Movements at Intersection of RANCHO SANTA FE and LA COSTA AVE
Time: 07:15 AM to
08:15 AM
Date: 07/18/90
Day: WEDNESDAY
Name: BW
Sub-
Totat totals
852
350
502
301
42 -->
159
North Approach RANCHO SANTA FE
1618
181
Subtotals -> 809
Total ->
788
603
I
V
North
53 453
512
1321
South Approach
830
/->
I I
<- Total
<- Subtotals
<—
/---
Sub-
totals Total
76
116
67
259
331
72
LA COSTA AVE
Note: Left-turn volumes include
U-turns.
Ihk & associates
RANCHO SANTA FE at LA COSTA AVE
Lane Configuration for Intersection Capacity Utitization Page 3 of 3
Pk. Hr. Time Period: So. Approach (NB) No. Approach (SB) West Appr. (EB) East Appr. (WB)
04:45 PM to
= l-eft Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 11 i ^ ,|
Config- (left) 2 1 i i
urations 3 1 i
4
Outside 5
1 1 1 1 1 1
Lane Settings 12 0 12
Capacity 1500 3400 0 1500 3400
Do you want separate North/South phases (Yes/No)? N
Do you want separate East/West phases (Yes/No)? N
Efficiency Lost Factor 0.10
Hourly Volume 206 589
Adjusted Hourty Volune 206 644
Utilization Factor 0.14 0.19
Critical Factors 0.14
0 1 2
0 1500 3400
0 1 2
0 1500 3400
0
0
55 55 441 297 290 123 130 23 54 30
0 55 738 0 290 253 0 23 84 0
00 0.04 0.22 0.00 0.19 0.07 0.00 0.02 0. .02 0.00
0.22 0.19 0, .02
ICU Ratio 0.67 LOS = B
Turning Movements at Intersection of RANCHO SANTA FE and LA COSTA AVE
W
e
s
t
A
P
P
r
Time:
Date:
Day:
Name:
Total
04:45 PM to
05:45 PM
07/18/90
WEDNESDAY
BW
Sub-
totals
1100
557
543
290
123 -->
130
North Approach RANCHO SANTA FE
1702
297
Subtotals -> 594
Totat ->
793
441 55
206
North
I
589
850
1444
South Approach
909
/->
I
55
<- Totat
<- Subtotals
<— /--• Sub-
totals Total
30
54
27
111
348
237
LA COSTA AVE
E
a
s
t
A
P
P
r
Note: Left-turn volumes include
U-turns.
-J hk & associates
CITY OF CARLSBAD
SUMMER 1990
INTERSECTION ANALYSIS SUMMARY
Intersection Number: 10
Intersection Location: Rancho Santa Fe Road and
Olivenhain Road
CONTENT PAGE
Turn Movement Count Svunmary l of 3
(A.M. and P.M.)
A.M. Peak Hour ICU Analysis and 2 of 3
Turn Movement Diagram
P.M. Peak Hour ICU Analysis and 3 of 3
Turn Movement Diagram
•1'"'' I' fissociates Turning Moc-^enent Counts Onalgsis
City: • CRRLSBRD i:, ,^,^ ^;,,,,;,,l j,,,,,
Inter:=:ecLion of: H/S Street: RCHO SRHFR FE RH. Dat,, Collerled hij-
E/U Street: OLIl'EHHRIH RO. '
1 .:.f
Count D.ate: MEDHESDR'i'
^'••••' l'^''''^'^' Mealher: CLEHR
Ir a f f i c Co r 11 r • o1: Signa11ze d
End of 15
Soulh Rpf;iro.:>ch (Hit) Horth Rppt"D.5ch
nin. prd. LefL U~Irn Thru 1 (?i ght Peds Left tf" Frn Flir-u
06: 15 RM 6 0 1 16 0 1 0 Of:.: 30 OM 13 tl 1 10 0 0 :;) 06:'15 RM l'l 0 D 2'l 0 3 D
0
3 0/: 00 RM 1/ 0 1 3D tl ,:1
D
0 '1
'1 0/: 15 HM 21 0 0 ••11 0 :3
6
i;i
'1
'1 07:30 RM 22 D 2 55 D
:3
6 tl :3 0/:.^15 HM X 3^^1 0 0 6/ 0 0 tl
0
11 08:00 RM X 50 0 1 50 0 6
tl
0
11
DO: 15 RM X 38 tl 2 'i;;;: fl '1 II
08:30 11M X 50 0 tl l'l' -.1 0
•;;, DO: -15; RM 35 0 0 ';;i3 •;i 0 l.l
f19:00 HM ;i'l I) 0 '•15 0 fl ]
M.!>ll. 15 nin. 50 0 p 93 3 8 0 1 1 PL. Llr ". l'ol. 1/2 0 5 21 1 D 23 0 25
0/: 30 RM P eal^: Inte •rsecti on Ir-affic in PI:. Mr . __ 162.1
0 00: 111 HM M OUI" Int,;; •r secti on Pd ::::tr"ns in PL. llr
162.1
0
i::i Mest Rpprc :iai;::li iE B:.I E.:)s1 t Rfipr ,:, acLi I::MB;> 1 15 nin. lotal
iglil I •eds Left U-Frn r tir u Right Pe •lis 1 .efl 11-Trn TLir u Rl qhl L •eels I 'ehicls Peds:
1 0
0
1 0 21 1 0 tl ••13 1 0 151
.::'.::: ;;l
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t;.;;;' 1 i;i 9';i 0 fi;;;: 0 fl 319 1 3 0
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11
'•'
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:;)';;; ,;;i
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•'
tl 3;;;' i .::' D 3/6 0 '15/ 10 0 162^1 tl
1 PeaL llr. F.:: ictor 0.9:;)
03:-15 PM
D^1:D0 PM
26 0 1 '11 0 2 0 '1 1 0 ,:fi 0 1 52 D 2 0 <'* :;) 1
1 21 0 D '10 0 .., 0 1 j;:.
1
1
33 0 •1 1 ID D 1 D I 1 0
tl 29 0 '1 ID't 0 :;i 1) 0 D
0
tl ••1/ fl 5 105 0 ••1 0 1 E 11
3'1 0 c: 70 0 '1 tl 3 1
2'1 0 7 111 D 1 D 1 j:;. 0
2'1 0 l'l 90 0 ;:;i i;;i tl '1 0
3^^1 D '1 116 0 3 tl '1 ;;. 0
26 0 3 '10 0 0 0 D 1 0
.11 0 2 8/ 0 '•1 0 2 D 0
'1/ 0 l'l 116 D fl '1 6 116 0
;••'.''
;)';i5 fl 11 0 8 9
•:>
13 'Jl3 3 0 5:3 0 86
1'^' l-l -''-'2 13 0 . 252 0 3/3 18
11 0
;ii;;i6 i 01:15 pn 21 0 0 do 0 / 0 p . [i t'. "
0-1:30 F'M 39 0 1 IIR fl 1 n 1 1 , ; •• ' '' " ''3 '> t'.EZ ]
"•i = 'i-^ pri 29 0 1 mi : , , \\ ''^ ^ «>'' "-'f' ^ i -,3., t
0^ = 130 PM ••!/ tl 5 n :: ' > : 3.. 66 2 0 :;t:i5 0
135:15 PMX 3-1 0 2 2R R •• i 3 ^ i 'i • ' ':' ' 1 ''•'l 1 05:30 PM X 2'1 0 / ill 0 , ,1 ? > n I 1:1 ]^ •' " '"' ^5 3 1 305 3
0 '165 0
0 •116 0
0 '19-1 0
t16:30 PM '1-1 0 2 8/ O ri -i. I'l '. 't t^:^ ''' ' ' ""' ' ' ••'» -' 0 ;;)D3 0
0 ;::i;-s;:: o
0E.= 15PM 26 0 3 '10 o n n n i o lj J [j J 113 U
13 iTIt' 1 0 '12 0 70 1
PL:. Hr. l.'ol . 116 0 2/ 395 O 11 n ,: '. !:'^^ .i: " '"' '3 113 11 1 .ig.:) :;)
1 1/60 3
ni^'nn PH u""*' InlersecLion Iraffi c in PL:. Mr. = 1/60 Pe..L Hr. Factor" 0^89 Ob:DO PM Hour- Intersection Pdstrns in PL. Hr.= 3
ihk & associates
RCHO SANTA FE RD. at OLIVENHAIN RD.
Lane Configuration for Intersection Capacity Utilization Page 2 of 3
Pk. Hr. Time Period: So. Approach (NB) No. Approach (SB) West Appr. (EB) East Appr. (WB)
07:30 AM to
= "-^^t Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1
Config- (left) 2
urations 3
4
Outside 5
1 1 1 1 1
1 1
Lane Settings
Capacity
0 1 1
0 1500 1500
0 1
0 1500
Do you want separate North/South phases (Yes/No)? N
Do you want separate East/West phases (Yes/No)? N
Efficiency Lost Factor 0.10
Hourty Volume 172
Adjusted Hourly Volume 0 1
Utilization Factor 0.00 0.
Critical Factors
0 1 2
0 1500 3400
1 1
0 1500 3400 1500
211 23 25 17 5 321 2 376 457 10
211 0 65 0 5 323 0 376 457 10
0.14 0.00 0.04 0.00 0.00 0.10 0.00 0.25 0.13 0.01
0.14 0.00 0.10 0.25
ICU Ratio 0.59 LOS
W
e
s
t,
A
P
P
r
Turning Movements at Intersection of RCHO SANTA FE RD. and OLIVENHAIN RD.
Time: 07:30 AM to
08:30 AM
Date: 07/18/90
Day: WEDNESDAY
Name: JT
Sub-
Totat totals
974
646
328 321
2
North Approach RCHO SANTA FE RD.
85
17
<-'
Subtotals -> 403
Totat ->
65
25 23
172
North
I
5
388
791
South Approach
20
/->
I
211
<- Totat
<- Subtotals
Sub-
totals Total
10
<--- 457 843
/--
I
V
376
1398
555
OLIVENHAIN RD.
Note: Left-turn volumes inctude
U-turns.
ihk & associates
RCHO SANTA FE RD. at OLIVENHAIN RD.
Lane Configuration for Intersection Capacity Utilization Page 3 of 3
Pk. Hr. Time Period: So. Approach (NB) No. Approach (SB) West Appr. (EB) East Appr. (WB)
05:00 PM to
^^^^ Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 111 1111
Config- (teft) 2 i .|
urations 3
4
Outside 5
1
1 1 1
Lane Settings 011010120121
^^P^'^'^y 0 1500 1500 0 1500 0 1500 3400 0 1500 3400 1500
Do you want separate North/South phases (Yes/No)? N
Do you want separate East/West phases (Yes/No)? N
Efficiency Lost Factor 0.10
Hourty Volume 116
Adjusted Hourly Volune 0 1
Utilization Factor 0.00 0.
Critical Factors
ICU Ratio = 0.69 LOS = B
395 11 8 9 16 522 13 252 373 18
395 0 28 0 16 535 0 252 373 18
0.26 0.00 0.02 0.00 0.01 0.16 0.00 0.17 0.11 0.01
0.26 0.00 0.16 0.17
Turning Movements at Intersection of RCHO SANTA FE RD. and OLIVENHAIN RD.
Time: 05:00 PM to
06:00 PM North Approach RCHO SANTA FE ; RD.
Date: 07/18/90
Day: WEDNESDAY 89 <-Total
Name: JT 28 61 <-Subtotals
Sub-9 8 11
Total totals 1 1 1 Sub-
W <-' V >-> 1 ' totals Total E
e 498 1 1 3
s
•^
1 1
18 S
t 1049 1 < 373 643 t
16 ..-/ \ /---252
A 551 522 --> 1 1 1571 A
P 13 North V P
P 1 928 p
r V 1 r
/-> OLIVENHAIN RD.
116 27 395
Subtotals -> 273 538
Total -> 811
Note: Left-turn volumes inctude
South Approach U-turns.
-J ihk & associates
CITY OF CARLSBAD
SUMMER 1990
INTERSECTION ANALYSIS SUMMARY
Intersection Niunber: ii
Intersection Location: Palomar Airport Road and
Camino Vida Roble
CONTENT PAGE
Turn Movement Count Summary l of 3
(A.M. and P.M.)
A.M. Peak Hour ICU Analysis and 2 of 3
Turn Movement Diagram
P.M. Peak Hour ICU Analysis and 3 of 3
Turn Movement Diagram
•""'• lls:;;:oci.:hti;;.:;;: Fur rung M ...i;;.n,;;.n I C.;;.i.irits Oii.':i;i, i„|:;;::i :
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1 .::if
File: EI..'RPRR.Hi:i
Data Eollected bg:DM
f;:.;;.i„iril fiat,. I3ag: IRDRSDO'i' tratfic f ctr ol : SI6t.
Ot'y 12/30 Heather: f,|„ERf
South Rppr o.: ll CHB;:' Hortti Ror.i oarh f M t n- i o i •. .
End ot 15 .: ,., „,,. ,':'::!.:::!: ,, :: :, "I'l" '•'"''•' f^^^^- iippi ;:i.:::ti ait;i;:i n
nin. pint.
total :
P.;;..:):;;:
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30 fi 2 I ' 2 .i' i"^> ^ 155 8 0 39.;i 1,
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136:30 F'M ;:;::;i ::i 1 3 „ ,::| ]i I::! I:;:;!:' i'.;' '3 0 D 12'^1 t; ;i:;;,3 1 tl
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0'^1:30 PM Hour Intersection Pdstrns in PL. Hr" 30 Pe.::il: Hr . F.::,c;Lc.r- 0.69
0
62
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PI::. Mr. l'ol. 162 0 13 1/ 0 1.1 0 9 2 ,0 1/ E ' ' "
;':/:!;:' l'"'-"^' intersection traffic m PL. Hr.:::: j::;, ,;:.,:> p^.,,,.^^ |..|,.._ p, '^^^^^^
Do: la HH Hour InLei s,;; Lion PdsLrns in PI;. Hr". :::
153 51 0 11 1 i;:;:::;, if
.:33'^i i;;;:9 s ::;,9 6 i,;'i if
666 ••l-IS ••I 195 15 600 '10 0 21
(;i3:^^i:;;i PM X IOI O 3 1/ ti IFI 0 t-
01:00 PM X 85 0 t) L:1 0 3 n n " 'if'' Cl '::' '" ^'''^ ^ 0 012 0
01:15 f'H X 108 0 1 , 3 " " " " '' ^'^'^ '3 0 360 0
f:i'l:3i M X f:,:3 0 I • " : '::' ':'::!'::' ^''^ '' l'='f' '3 • 601 o
'3'3 = 'i5 Ph 115 D 0 .'3 I 1 • : ;: • ISI " i-^^'-' 0 'i^/ 0
05 0 0 202 1
0
ihk & associates
CAMINO VIDA ROBLE at PALOMAR AIRPORT ROAD
Lane Configuration for Intersection Capacity Utitization Page 2 of 3
Pk. Hr. Time Period: So. Approach (NB) No. Approach (SB) West Appr. (EB) East Appr. (WB)
07:15 AM to
08:15 AM
Lane Inside 1
Config- (teft) 2
urations 3
4
Outside 5
Left Thru Right Left Thru Right Left Thru Right Left Thru Right
1
1
1 1
1
1
1 1
Lane Settings i i ^ .| ^ ^ .j ^
'Capacity 1500 1700 1500 1500 1700 1500 1500 5100
Do you want separate North/South phases (Yes/No)? N
Do you want separate East/West phases (Yes/No)? N
Efficiency Lost Factor 0.10
Hourly Volume 162 13
0 1 3
0 1500 5100
Utilization Factor
Critical Factors 0.11
17 11 4 2 17 666 445 145 600 40
17 11 4 2 17 1111 0 145, 640 0
01 0.01 0. .00 0.00 0.01 0.22 0.00 0.10 0.13 0.00
0. .00 0.22 0.10
ICU Ratio 0.52 LOS = A
Turning Movements at Intersection of CAMINO VIDA ROBLE and PALOMAR AIRPORT ROAD
W
e
s
t
A
P
P
r
Time: 07:15 AM to
08:15 AM
Date: 07/12/90
Day: THURSDAY
Name: DM
Sub-
Total totals
1892
764
North Approach CAMINO VIDA ROBLE
87
17
2 4 11
I I I
<-' V >->
17
1128 666 -->
445
I
V
Subtotals -> 594
Total -> 786
South Approach
<- Totat
70 <- Subtotals
I I
North
/->
I I I
162 13 17
192
Sub-
totals Total E
a
s
t
A
P
P
r
PALOMAR AIRPORT ROAD
40
600 800
160
709
1509
Note: Left-turn volumes include
U-turns.
Ihk & associates
CAMINO VIDA ROBLE at PALOMAR AIRPORT ROAD
Lane Configuration for Intersection Capacity Utilization
Pk. Hr. Time Period:
03:30 PM to
04:30 PM
Lane Inside
Config- (teft)
urations
Outside
Page 3 of 3
So. Approach (NB) No. Approach (SB) West Appr. (EB) East Appr. (WS)
Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Settings
Capacity
1 11 1 1 1 1 3
1500 1700 1500 1500 1700 1500 1500 5100
Do you want separate North/South phases (Yes/No)? N
Do you want separate East/West phases (Yes/No)? N
Efficiency Lost Factor 0.10
417 4 68 28
417 4 68 28
1 3
1500 5100
Hourly Volume
Adjusted Hourty Volume
UtiIization Factor
Critical Factors 0.28
ICU Ratio
13 11 7 709 196 33 743 9
13 11 7 905 0 33 752 0
0.01 0.01 0.00 0.18 0.00 0, .02 0.15 0.00
0.01 0.18 0. .02
0.59 LOS
W
e
s
t
A
P
P
r
Turning Movements at Intersection of CAMINO VIDA ROBLE and PALOMAR AIRPORT ROAD
North Approach CAMINO VIDA ROBLE
Time: 03:30 PM to
04:30 PM
Date: 07/12/90
Day: THURSDAY
Name: DM
Sub-
Totat totals
2083
1171
7 .../
912 709 -->
196
11
Subtotals -> 242
Total ->
52
13
72 <-Total
20 <-Subtotals
28
1 Sub-
1 ^ totals Total E
1 1 a
9 s
< — 743 787 t
1 /---35
1 1 1594 A
North V P
417 4
489
731
South Approach
/->
I
68
807 p
r
PALOMAR AIRPORT ROAD
Note: Left-turn volumes include
U-turns.
jhk & associates
CITY OP CARLSBAD
SUMMER 199 0
INTERSECTION ANALYSIS SUMMARY
Intersection Nvunber: 12
Intersection Location: Palomar Airport Road and Paseo
del Norte
CONTENT PAGE
Turn Movement Count Summary 1 of 3
(A.M. and P.M.)
A.M. Peak Hour ICU Analysis and 2 of 3
Turn Movement Diagram
P.M. Peak Hour ICU Analysis and 3 of 3
Turn Movement Diagram
• )HL: IS: fiss :-ic,ie 1 rirninig Mcieenent Ccnint:;;: Rn.;;i,l i,|sj.
Citg: CRRLSBRD
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0^:15 Fn 26 / 16 26 0 :)I1 E 20 '''f " ' i ^'^^ , '^^ '"' ^^ID 25 8 06/ 0
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o^^OE H X -15 5 i:;;i gi g 3,:i ip, ::;,.:;; : ; • II -'M 0 3'^18 ••I 3 EI88 8
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"-^ = ''-' f'fl ?3;> /D 6,:' 0 '••„:•' gg .g , . 'V V '' ^ " ^'^' 20 0 1001 0
':'f>='" f'" 13 8 12 15 0 12 9 j:;, ;;, •::„ " " 'i'"i :i.3.;;:3
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Han. 15 nin. /9 b^l 70 E7
PL. Hr. l'ol. 266 21 126 169
D.:1:.:15 PM PeaL Intersection Fraffic in PL. Hr
'3'-' = '=l'3 ff1 ll.:.ur Interseclion Pdstrns 11 L. Hi •31-19 Pe.;:it:: fh
0
31
,3,;)
0 191
i;;i :t9;;;:
••11
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ihk & associates
PASEO DEL NORTE at PALOMAR AIRPORT ROAD
Lane Configuration for Intersection Capacity Utilization Page 2 of 3
nS\n';u^"^ ^"^^ *PP'°^^^ "^st Appr. (EB) East Appr. (WB) Vll DU AM to .
"-^^^ Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 11 i .| ^
Config- (left) 2 1 i
urations 3 i i 3
4
Outside 5
1 1
1 1
1 1
Lane Settings
Capac i ty
1 2
1500 3400
0 1 2
0 1500 3400
Do you want separate North/South phases (Yes/No)?
Do you want separate East/West phases (Yes/No)?
Efficiency Lost Factor 0.10
Hourly Volume 2
Utitization Factor
Critical Factors
1 1
0 1500 5100 0 1500 3400
0
0
79 528 229 47 60 147 894 95 72 644 144
607 0 229 107 0 147 989 0 72 788 0
0.18 0.00 0.15 0.03 0.00 0.10 0.19 0.00 0.05 0.23 0.00
0.18 0.15 0.10 0.23
ICU Ratio 0.76 LOS = C
W
e
s
t
A
P
P
r
Turning Movements at Intersection of PASEO DEL NORTE and PALOMAR AIRPORT ROAD
Time: 07:30 AM to
08:30 AM
Date: 07/12/90
Day: THURSDAY
Name: CW
Sub-
Totat totals
2078
934
1144
155
894 -->
95
North Approach PASEO DEL NORTE
730
60
Subtotals -> 214
Total ->
348
47
I
V
241
I I
222
North
I
79
829
1043
South Approach
382
/->
I
528
<- Total
<- Subtotals
/-
I
V
Sub-
totals Total
144
644
72
860
1651
2511
E
a
s
t
A
P
P
r
PALOMAR AIRPORT ROAD
Note: Left-turn volumes inctude
U-turns.
jhk &
PASEO DEL NORTE at PALOMAR AIRPORT ROAD
Lane Configuration for Intersection Capacity Utilization Page 3 of 3
Pk. Hr. Time Period: So. Approach (NB) No. Approach (SB) West Appr. (EB) East Appr. (WB)
04:45 PM to
^'^ 1-^^^ Tf""^ "'"ght Left Thru Right Left Thru Right Left Thru Right
Lane Inside 11 i . ,j
Config- (left) 2 1 i ^ ,j
urations 3 11 11 i ^
^ 11 Outside 5
Lane Settings 12 0 12 0 13 0 1 2 0
'^^P^^'^y 1500 3400 0 1500 3400 0 1500 5100 0 1500 3400 0
Do you want separate North/South phases (Yes/No)? N
Oo you want separate East/West phases (Yes/No)? N
Efficiency Lost Factor 0.10
Hourly Volume 266 126 169 180 134 186 176 757 231 241 1572 111
Adjusted Hourly Volume 266 295 0 180 320 0 176 988 0 241 1683 0
Utilization Factor 0.18 0.09 0.00 0.12 0.09 0.00 0.12 0.19 0.00 0.16 0 50 0 00
Critical Factors 0.18 o.09 0.12 0.50
ICU Ratio = 0.98 LOS = E
associates
Turning Movements at Intersection of PASEO DEL NORTE and PALOMAR AIRPORT ROAD
W
e
s
t
A
P
P
r
Time: 04:45 PM to
05:45 PM
Date: 07/12/90
Day: THURSDAY
Name: CW
Sub-
Total totals
3188
2024
North Approach PASEO DEL NORTE
947
517
186 134 197
I I I
<-' V '->
176
1164 757 -->
231
I
V
Subtotals -> 627
Total -> 1209
South Approach
<- Totat
430 <- Subtotals
North
' /->
I I I
287 126 169
582
Sub-
totals Total
111
<--- 1572 1924
/--- 241
E
a
s
t
A
P
P
r
PALOMAR AIRPORT ROAD
3030
1106
Note: Left-turn votunes include
U-turns.
J ihk & associates
CITY OF CARLSBAD
SUMMER 199 0
INTERSECTION ANALYSIS SUMMARY
Intersection Nvunber: 13
Intersection Location: Palomar Airport Road and
Avenida Encinas
CONTENT PAGE
Turn Movement Count Summary l of 3
(A.M. and P.M.)
A.M. Peak Hour ICU Analysis and 2 of 3
Turn Movement Diagram
P.M. Peak Hour ICU Analysis and 3 of 3
Turn Movement Diagram
';:ii;;;:i, .::i 1,.; I i,M"i iiri,;i Mi:;ii...eni;;'n t, f:t:;,r,ii i1;:;;: tli i.:;i;t i,|:;;:;i :
Eitg: ERRLSBRD
Inlersection of: N/S Str,
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06:30 PM 5
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-J ihk & associates
AVENIDA ENCINAS at PALOMAR AIRPORT ROAD
Lane Configuration for Intersection Capacity Utilization Page 2 of 3
Pk. Hr. Time Period: So. Approach (NB) No. Approach 1 (SB) West Appr. (EB) East Appr. (WB)
07-45 AM to
08:45 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1 1 1 1
Config- (teft) 2 1 1 1 1 1
urations 3
/
1 1 1 1
Outside
H
5
Lane Settings 1 2 0 1 1 1 1 1 0 1 1 1
Capacity 1500 3400 0 1500 1700 1500 1500 1700 0 1500 1700 1500
Do you want separate North/South phases (Yes/No)? N
Do you want separate East/West phases (Yes/No)? N
Efficiency Lost Factor 0.10
Hourly Volume 24 6 92 212 16 35 83 323 82 183 102 283
Adjusted Hourty Volume 24 98 0 212 16 35 83 405 0 183 102 283
Utitization Factor 0.02 0.03 0.00 0.14 0.01 0.02 0.06 0.24 0.00 0.12 0.06 0.19
Critical Factors 0.03 0.14 0.24 0.12
ICU Ratio = 0.63 LOS = B
Turning Movements at Intersection of AVENIDA ENCINAS and PALOMAR AIRPORT ROAD
Time: 07:45 AM to
08:45 AM North Approach AVENIDA ENCINAS
Date: 07/12/90
Day: THURSDAY 635 <- Total
Name: JT 263 372 <- Subtotals
Sub- 35 16 212
Total totals III " Sub-
" <-' V '-> 1 ^ totals Total E
e 161 < I I
s " 1.
I I a
283 s
t 649 I - <--- 102 568 t
83 I /--- 183
A 488 323 --> j |
P 82 North V
P I > 627 p
r V I r
I <-, " /-> PALOMAR AIRPORT ROAD
1195 A
P
24 6 92
Subtotals -> 281 122
Totat -> 403
Note: Left-turn volumes include
South Approach U-turns.
ihk & associates
AVENIDA ENCINAS at PALOMAR AIRPORT ROAD
Lane Configuration for Intersection Capacity Utitization Page 3 of 3
Pk. Hr. Time Period: So. Approach (NB) No. Approach (SB) West Appr. (EB) East Appr. (WB)
04:30 PM to
Appr.
05:30 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 1 urations 3
/
1 1 1
1 1
1
Outside
H
5
Lane Settings 1 2 0 1 1 1 1 1 0 1 1 1
Capac i ty 1500 3400 0 1500 1700 1500 1500 1700 0 1500 1700 1500
Do you want separate North/South phases (Yes/No) ? N
Do you want separate East/West phases (Yes/No)? N
Efficiency Lost Factor 0.10
Hourly Volume 56 21 133 257 25 48 38 236 26 52 355 137
Adjusted Hourly Volume 56 154 0 257 25 48 38 262 0 52 355 137
UtiIization Factor 0.04 0.05 0.00 0.17 0.01 0.03 0.03 0.15 0.00 0.03 0.21 0.09
Critical Factors 0.05 0.17 0.03 0.21
ICU Ratio = 0.55 LOS
W
e
s
t
A
P
P
r
Turning Movements at Intersection of AVENIDA ENCINAS and PALOMAR AIRPORT ROAD
Time: 04:30 PM to
05:30 PM
Date: 07/12/90
Day: THURSDAY
Name: JT
Sub-
Totat totals
759
459
38
300 236 -->
26
North Approach AVENIDA ENCINAS
526
330
48 25 257
<-'
Subtotals -> 103
Total -> 313
South Approach
<- Totat
196 <- Subtotals
North
<-, " /->
I I I
56 21 133
210
Sub-
totals Totat
137
<--- 355 544
/--- 52
E
a
s
t
A
P
P
r
PALOMAR AIRPORT ROAD
1170
626
Note: Left-turn volumes include
U-turns.
-J ihk & associates
CITY OF CARLSBAD
SUMMER 1990
INTERSECTION ANALYSIS SUMMARY
Intersection Ntimber: 14
Intersection Location: Alga Road and El Fuerte Street
CONTENT PAGE
Turn Movement Count Summary 1 of 3
(A.M. and P.M.)
A.M. LOS Analysis (TRB Method) 2 of 3
P.M. LOS Analysis (TRB Method) 3 of 3
..iFii: fi
Ei tg:
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End of 15
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ihk & associates
Jhk & Associates, San Diego, CA.
Intersection: EL FUERTE STREET AT ALGA ROAD
Date:02/04/91 Analyst: BCS
Time Periotj Analyzed: 7:15 - 8:15 AM Project No:ll<b5
City/State: CARLSBAD, CALIFORNIA Filename: c:C19AM dbf
APPROACH VOLUMES
APPROACH
SB
UIB
NB
EB
LT
49
54
10
19
NUMBER OF APPROACH LANES
APPROACH
SB
WB
NB
EB
APPROACH
SB
UIB
NB
EB
LT
0
1
O
1
TH
9
295
4
168
TH
RT
59
10
72
5
RT
0
O
0
O
SUMMARY OF THE RESULTS
DELAY
(SECONDS)
3.0
5.7
3.8
2.8
CAPACITY
470
916
358
832
TOTAL
117
359
86
192
TOTAL
2
3
2
3
LOS
A
B
A
A
PHF
0.86
0.86
0.69
0.84
Average Delay (Intersection) : 4.3
Level of Service (Intersection): A
lit**************************** End of Print Job *******»*«K£»*»Dc***#**!(c*#*it:«
ihk & associates
Jhk & Associates, San Diego, CA.
Intersection: EL FUERTE STREET AT ALGA ROAD
Date:02/04/91 Analyst: BCS
Time Period Analyzed: 4:45 - 5:45 PM Project No:1165
City/State: CARLSBAD, CALIFORNIA Filename: c:C14AM.dbf
APPROACH VOLUMES
APPROACH
SB
WB
NB
EB
LT
28
68
5
64
NUMBER OF APPROACH LANES
APPROACH
SB
WB
NB
EB
APPROACH
SB
WB
NB
EB
LT
O
1
0
1
TH
2
183
4
270
TH
2
-It
RT
25
35
35
7
RT
O
0
O
0
SUMMARY OF THE RESULTS
DELAY
(SECONDS)
3.9
2.7
4.4
CAPACITY
359
935
212
958
TOTAL
55
286
44
341
TOTAL
2
3
PHF
0.69
0.85
0.79
LOS
A
A
A
A
Average Delay (Intersection) : 3.9
Level of Service (Intersection): A
t**************************** End of Print Job *«*«***«#*»***#*****»***««*
-J hk & associates
CITY OF CARLSBAD
SUMMER 1990
INTERSECTION ANALYSIS SUMMARY
Intersection Number: 15
Intersection Location: Carlsbad Boulevard and State
Street
CONTENT PAGE
Turn Movement Count Summary 1 of 9
(A.M. and P.M.)
A.M. Peak Hour HCM Analysis 2 of 9
P.M. Peak Hour HCM Analysis 5 of 9
A.M. Peak Hour LOS Calculations 8 of 9
P.M. Peak Hour LOS Calculations 9 of 9
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03:-1';:; PH tl 3 13/ D 0 57 0 lO'l D 0 t;i fl t;i 0 0 0 0 5.;;' 0 1, 350 1
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0
918 05 :f D PM X D 1 163 f) 0 92 0 166 1:1 0 0 f;i 0 t;i tl 0 0 112
0 6 1
0
t;i
0 533 0 05: 1 5 PM 13 1 1 102 fl 1:1 91, tl too 13 0 t;i 0 0 0 0 0
0 112
0 6 1 0 ] JHE ]
DS: f) PM fl 1 1 163 t;i 1 60 f) 1 11 fl 0 tl t;i f;i 0 0. tl I) Sll 0 t;i
0
1 05:' 5 PH 0 1 1 211 0 0 91, fl 98 0 D 13 tl 11 0 0 t;i 0 // 0
t;i
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06: :
fl PM fl 89 13 0 62 0 125 0
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06: : 5 PM 0 129 t:i 1:1 9;;;: tl i::;i9 13 fl t;i 1:1 fl fl fl D 11 Sfl
D
0 1
13
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i;;i PM fl lOf) tl 1 69 fl l;;;'f;i fl 1 '-' 0 tl t;i 0 t) II 51:1 0
1
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I 'l::. HI . t ol. . fl 1 1 610 f) ^ tl 'V,i3 f) ••1 fl t) t;i fl t;i D 0 33::;i 0 2 1,//6 8
-J ihk & associates
1985 HCM: UNSIGNALIZED INTERSECTIONS Page 2
*********************************************************************
IDENTIFYING INFORMATION
AVERAGE RUNNING SPEED, MAJOR STREET.. 35
PEAK HOUR FACTOR 74
AREA POPULATION 62000
NAME OF THE EAST/WEST STREET STATE STREET
NAME OF THE NORTH/SOUTH STREET CARLABAD BLVD
NAME OF THE ANALYST KK
DATE OF THE ANALYSIS (mm/dd/yy) 10/31/90
TIME PERIOD ANALYZED AM PEAK
OTHER INFORMATION.... 1990
INTERSECTION TYPE AND CONTROL
INTERSECTION TYPE: T-INTERSECTION
MAJOR STREET DIRECTION: NORTH/SOUTH
CONTROL TYPE WESTBOUND: YIELD SIGN
TRAFFIC VOLUMES
EB WB NB SB
LEFT 0 0 202
THRU 0 283 422
RIGHT 134 0 0
NUMBER OF LANES
LANES
EB WB NB SB
LANES — 1 1 2
ihk & associates
ADJUSTMENT FACTORS Page 3
PERCENT RIGHT TURN CURB RADIUS (ft) ACCELERATION LANE
GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS
EASTBOUND
WESTBOUND 0.00
NORTHBOUND 0.00
SOUTHBOUND 0.00
VEHICLE COMPOSITION
45
90
90
20
20
20
N
N
N
% SU TRUCKS
AND RVS
EASTBOUND
WESTBOUND
NORTHBOUND
SOUTHBOUND
CRITICAL GAPS
2
2
2
% COMBINATION
VEHICLES % MOTORCYCLES
0
0
0
0
0
0
MINOR RIGHTS
MAJOR LEFTS
MINOR LEFTS
WB
SB
TABULAR VALUES
(Table 10-2)
5.10
5.10
WB 6.20
IDENTIFYING INFORMATION
ADJUSTED SIGHT DIST.
VALUE ADJUSTMENT
4.60
5.10
6.20
0. 00
0.00
0. 00
FINAL
CRITICAL GAP
4.60
5.10
6.20
NAME OF THE EAST/WEST STREET STATE STREET
NAME OF THE NORTH/SOUTH STREET CARLABAD BLVD
DATE AND TIME OF THE ANALYSIS 10/31/90 ; AM PEAK
OTHER INFORMATION 1990
ihk & associates
CAPACITY AND LEVEL-OF-SERVICE Page 4
POTEN- ACTUAL
FLOW- TIAL MOVEMENT SHARED RESERVE
RATE CAPACITY CAPACITY CAPACITY CAPACITY
MOVEMENT v(pcph) c (pcph) c (pcph) c (pcph) c = c - v LOS
P M SH R SH
MINOR STREET
WB LEFT 0 185 133 > 133 > 133 > D
> 896 > 713 >A
RIGHT 183 896 896 > 896 > 713 > A
MAJOR STREET
SB LEFT 276 793 793 793 517 A
IDENTIFYING INFORMATION
NAME OF THE EAST/WEST STREET STATE STREET
NAME OF THE NORTH/SOUTH STREET CARLABAD BLVD
DATE AND TIME OF THE ANALYSIS 10/31/90 ; AM PEAK
OTHER INFORMATION 1990
-J ihk & associates
1985 HCM: UNSIGNALIZED INTERSECTIONS Page 5
*********************************************************************
IDENTIFYING INFORMATION
AVERAGE RUNNING SPEED, MAJOR STREET.. 35
PEAK HOUR FACTOR 83
AREA POPULATION 62000
NAME OF THE EAST/WEST STREET STATE STREET
NAME OF THE NORTH/SOUTH STREET CARLABAD BLVD
NAME OF THE ANALYST KK
DATE OF THE ANALYSIS (mm/dd/yy) 10/31/90
TIME PERIOD ANALYZED PM PEAK
OTHER INFORMATION 1990
INTERSECTION TYPE AND CONTROL
INTERSECTION TYPE: T-INTERSECTION
MAJOR STREET DIRECTION: NORTH/SOUTH
CONTROL TYPE WESTBOUND: YIELD SIGN
TRAFFIC VOLUMES
EB WB NB SB
LEFT 0 0 300
THRU 0 610 533
RIGHT 333 0 0
NUMBER OF LANES
LANES
EB WB NB SB
LANES — 1 1 2
ihk & associates
ADJUSTMENT FACTORS Page
PERCENT RIGHT TURN CURB RADIUS (ft) ACCELERATION LANE
GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS
EASTBOUND
WESTBOUND 0.00 45 20 N
NORTHBOUND 0.00 90 20 N'
SOUTHBOUND 0.00 90 20 N
VEHICLE COMPOSITION
% SU TRUCKS
AND RVS
EASTBOUND
WESTBOUND
NORTHBOUND
SOUTHBOUND
CRITICAL GAPS
2
2
2
% COMBINATION
VEHICLES % MOTORCYCLES
0
0
0
0
0
0
MINOR RIGHTS
MAJOR LEFTS
MINOR LEFTS
WB
SB
TABULAR VALUES
(Table 10-2)
5.10
5.10
WB 6.20
IDENTIFYING INFORMATION
ADJUSTED SIGHT DIST.
VALUE ADJUSTMENT
4.60
5.10
6.20
0.00
0.00
0. 00
FINAL
CRITICAL GAP
4.60
5.10
6.20
NAME OF THE EAST/WEST STREET STATE STREET
NAME OF THE NORTH/SOUTH STREET CARLABAD BLVD
DATE AND TIME OF THE ANALYSIS 10/31/90 ; PM PEAK
OTHER INFORMATION 1990
ihk & associates
CAPACITY AND LEVEL-OF-SERVICE Page 7
MOVEMENT
POTEN- ACTUAL
FLOW- TIAL MOVEMENT SHARED
RATE CAPACITY CAPACITY CAPACITY
v(pcph) c (pcph) c (pcph) c (pcph)
P M SH
RESERVE
CAPACITY
C = c - v LOS
R SH
MINOR STREET
WB LEFT 0
RIGHT 405
MAJOR STREET
SB LEFT 365
107
613
527
41
613
527
> 41 > 41 > E
> 613 > 208 >C
> 613 > 208 > C
527 162
IDENTIFYING INFORMATION
NAME OF THE EAST/WEST STREET STATE STREET
NAME OF THE NORTH/SOUTH STREET CARLABAD BLVD
DATE AND TIME OF THE ANALYSIS 10/31/90 ; PM PEAK
OTHER INFORMATION 1990
Ihk & associates
Intersection: CARLSBAD BLVD & STATE ST Date: WED 7/25/90
Analyst: BCS Time Period: 7:45 AM TO 8:45 AM
Project Mo: 1165 City/State: CARLSBAD. CALIFORNIA
Movemen t ', Volume
; (veh)
I Capacity
( veh)
V/C LOS
I'.iB RIGHT ; 134 1700 0.08 A
SB LEFT ; 202 1 500 0.13 A
SB THRU : 422 1700 0.25 A
MB THRU : 283
i
1700 0.17 A
Total 1041
OveralI
Intersection =
L . 0 . S .
"A"
Note: 1. V = vehicles, s seconds
Delay for LOS "A" = 0 seconds. Thus, LOS "A"
movements are excluded from the numerator cf
the overall intersection LOS calculation.
LOS values can be found on Page 4 for conflicting
movements. The thru movement LOS's i^ere calculated
in a manner simiiar to the peak hour link count
ADTs.
Page 8
ihk & associates
Intersection: CARLSBAD BLVD STATE ST Date: WED 7/25/90
Analyst: BCS Time Period: 4:00 PM TO 5:00 PM
Project No: 1165 City/State: CARLSBAD. CALIFORNIA
Tota]
Movement ! V.olLime
; (veh)
! Capacity
; (veh)
V/C , LOS
WB RIGHT 1700 0.20 C
SB LEFT 300 1 500 0.20 D
SB THRU 533 1700 0.31 A
NB THRU 610 1700 0.36 A
1776
Over a 1 1
1 ntersection
L . 0 . S .
V * 20 s) + (300 V * 35 5)
1776 V
9.7 5
"B"
Note: 1. V = vehicles. seconas
2. Delay for LOS "A" = 0 seconds. Thus, LOS "A"
movements are excluded from the numerator of
the overall intersection LOS calculation.
3. LOS values can be found on Page 7 for conflicting
movements. The thru movement LOS's were calculated
in a manner similar to the peak hour link count
ADT•£.
Pace 9
-J ihk & associates
CITY OF CARLSBAD
SUMMER 199 0
INTERSECTION ANALYSIS SUMMARY
Intersection Number: is
Intersection Location: Carlsbad Boulevard and Elm
Avenue
CONTENT PAGE
Turn Movement Count Summary i of 3
(A.M. and P.M.)
A.M. Peak Hour ICU Analysis and 2 of 3
Turn Movement Diagram
P.M. Peak Hour icu Analysis and 3 of 3
Turn Movement Diagram
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hk & associates
CARLSBAD BLVD at ELM AVE
Lane Configuration for Intersection Capacity Utilization Page 2 of 3
Pk. Hr. Time Period: So. Approach CNB) No. Approach (SB) West Appr. (EB) East Appr. (WB)
07:15 AM to 1.
Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1
Config- (left) 2 1 i , ,|
urations 3 i ^ ^ ^
4 1
Outside 5
Lane Settings 121120110021
<^«P^'='ty 1500 3400 1500 1500 3400 0 1500 1700 0 0 3000 1500
Do you want separate North/South phases (Yes/No)? NO
Do you want separate East/West phases (Yes/No)? YES
Efficiency Lost Factor 0.10
Hourty Volune 3 2
Adjusted Hourty Volune 3 2
Utilization Factor 0.00 0.
Critical Factors
ICU Ratio = 0.37 LOS = A
214 36 384 30 12 46 3 166 58 41
214 36 414 0 12 49 0 0 224 41
0.14 0.02 0.12 0.00 0.01 0.03 0.00 0.00 0.07 0.03
0.14 0.02 0.03 0.07
Turning Hovements at Intersection of CARLSBAD BLVD and ELM AVE
Time: 07:15 AH to
^'•^^ AM North Approach CARLSBAD BLVD
Date: 07/25/90
Day: UEDNESDAY
Name: SD
Sub-
Total totals
U
e 91
s
t 152
A 61
P
P
r
760 <-Total
450 310 <-Subtotals
30 384 36
1 1 1 Sub-
<-' V 1 A totals Totat E
1 1 1 1 -----a \ 41 s
1 A < 58 275 t
12 1 /---176
46 --> 1 1 581 A
3 ...1 North V P
1 306 p V 1 r
1 <-, /-> ELM AVE
I I
257 214
Subtotals -> 555 476
Totat -> 1031
Note: Left-turn volumes inctude
South Approach U-turns.
CARLSBAD BLVD at ELM AVE
Lane Configuration for Intersection Capacity Utilization Page 3 of 3
ihk & associates
Pk. Hr. Time Period: So. Approach (NB) No. Approach (SB) West Appr. (EB) East Appr. (UB)
03:30 PM to
04:30 PH 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 1
1
(Xjtside 5
Lane Settings 1 2 1 1 2 0 1 1 0 0 2 1
Capacity 1500 3400 1500 1500 3400 0 1500 1700 0 0 3000 1500
Do you want separate North/South phases (Yes/No) ? NO
Do you want separate East/West phases (Yes/No)? YES
Efficiency Lost Factor 0.10
Hourty Volume 17 565 365 103 481 47 28 117 28 247 107 129
Adjusted Hourly Volune 17 565 365 103 528 0 28 145 0 0 354 129
Utilization Factor 0.01 0.17 0.24 0.07 0.16 0.00 0.02 0.09 0.00 0.00 0.12 0.09
Critical Factors 0.24 0.07 0.09 0.12
ICU Ratio 0.62 LOS = B
U
e
s
t
A
P
P
r
Turning Movements at Intersection of CARLSBAD BLVD and ELH AVE
North Approach CARLSBAD BLVD
Time: 03:30 PM to
04:30 PH
Date: 07/25/90
Oay: WEDNESDAY
Name: SD
Sub-
Total totals
344
171
173
28 --•
117 --S
28 ---
47
<-'
I
V
Subtotals -> 765
Total ->
636
481
I
V
1363
108
I
<-.
26
North
I
565
956
1721
South Approach
727
/->
I
365
<- Total
<- Subtotals
I
\ ,
<—
I—
I
V
Sub-
totals Total
129
107
249
485
587
ELH AVE
1072
E
a
s
t
A
P
P
r
Note: Left-turn volumes include
U-turns.
-J ihk & associates
CITY OF CARLSBAD
SUMMER 1990
INTERSECTION ANALYSIS SUMMARY
Intersection Number: 17
Intersection Location: Carlsbad Boulevard and Cannon
Road
CONTENT PAGE
Turn Movement Count Summary 1 of 3
(A.M. and P.M.)
A.M. Peak Hour ICU Analysis and 2 of 3
Turn Movement Diagram
P.M. Peak Hour ICU Analysis and 3 of 3
Turn Movement Diagram
Ic:: i .!:i t,,;;.s F u i - r i i n if M.;;,e n e 111 t;:,;;,r,i111 s t in a 11,| s i : Pa,:)e I ,;;,f 3
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tion traffic in PL.
tion P.;lstr-ris in Pt:.
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IF) 0 0 62 0 ::;i9/ 0
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; jhk & associates
CARLSBAD BLVD at CANNON RD
Lane Configuration for Intersection Capacity Utilization Page 2 of 3
Pk. Hr. Time Period: So. Approach (NB) No. Approach (SB) Uest Appr. (EB) East Appr. (WB)
07:30 AM to
°2=20 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1111 1
Config- (teft) 2 1 •]
urations 3
4
Outside 5
Lane Settings 010110000101
Capacity 0 1700 0 1500 1700 OOOO 1500 0 1500
Do you want separate North/South phases (Yes/No)? N
Do you want separate East/West phases (Yes/No)? Y
Efficiency Lost Factor 0.10
Hourty Volume 0 260 26 127 517 0 0 0 0 30 0 60
Adjusted Hourty Volume 0 286 0 127 517 0 0 0 0 30 0 60
Utilization Factor 0.00 0.17 0.00 0.08 0.30 0.00 0.00 0.00 0.00 0.02 0.00 0.04
Critical Factors 0.00 0.30 0.00 0.04
ICU Ratio = 0.44 LOS = A
Turning Movements at Intersection of CARLSBAD BLVD and CANNON RD
North Approach CARLSBAD BLVD
Time: 07:30 AM to
08:30 AM
Date: 07/12/90
Day: THURSDAY
Name: MG 645
966
321
<- Totat
<- Subtotals
W
e
s
t
A
P
P
r
Sub-
Totat totals
0
0 -->
0
Subtotals -> 547
Total ->
517 128
I I
North
260
286
833
South Approach
I I
/->
I I 26
< —
/---
Sub-
totals Total
60
0
30
90
153
CANNON RD
243
Note: Left-turn volumes include
U-turns.
J ihk & associates
CARLSBAD BLVD at CANNON RD
Lane Configuration for Intersection Capacity Utilization Page 3 of 3
Pk. Hr. Time Period: So. Approach (NB) No. Approach (SB) West Appr. (EB) East Appr. (UB)
04:45 PM to
05:45 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1111 1
Config- (left) 2 1 1
urations 3
4
Outside 5
Lane Settings 010110000101
Capacity 0 1700 0 1500 1700 OOOO 1500 0 1500
Do you want separate North/South phases (Yes/No)? N
Do you want separate East/Uest phases (Yes/No)? Y
Efficiency Lost Factor 0.10
Hourly Volume 0 747 25 87 632 0 0 0 0 81 0 227
Adjusted Hourly Volume 0 772 0 87 632 0 0 0 0 81 0 227
Utilization Factor 0.00 0.45 0.00 0.06 0.37 0.00 0.00 0.00 0.00 0.05 0.00 0.15
Critical Factors 0.45 0.06 0.00 0.15
ICU Ratio = 0.76 LOS = C
Turning Movements at Intersection of CARLSBAD BLVD and CANNON RD
Time: 04:45 PM to
05:45 PH North Approach CARLSBAD BLVD
Date: 07/12/90
Day: THURSDAY 1693 <- Totat
Name: MG 719 974 <- Subtotals
Sub- 0 632 87
Totat totals I I " Sub-
" <-' V '-> I * totals Total E
s >--- 227 s
i 0 I - <--- 0 308 t
0 I 81
A 0 0 --> I I
P 0 North V
P I > 112
r
420 A
P
P
r
/-> CANNON RD
I I
747 25
Subtotals -> 713 772
Total -> 1485
Note: Left-turn volumes inctude
South Approach U-turns.
-J hk & associates
CITY OF CARLSBAD
SUMMER 199 0
INTERSECTION ANALYSIS SUMMARY
Intersection Nximber: is
Intersection Location: Carlsbad Boulevard and
Poinsettia Lane
CONTENT PAGE
Turn Movement Count Summary 1 of 3
(A.M. and P.M.)
A.M. Peak Hour ICU Analysis and 2 of 3
Turn Movement Diagram
P.M. Peak Hour ICU Analysis and 3 of 3
Turn Movement Diagram
.,;iiih: ft Rssoci.;: ites
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111
116
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129
112
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129
919
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193::
15 mn. total
I'ehicls Peds
59
Peat.: Hr-. F'actc 0.09
6t1
153
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135
136
198
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213
292
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3f)
/1
jhk & associates
CARLSBAD BLVD at POINSETTIA LANE
Lane Configuration for Intersection Capacity Utilization Page 2 of 3
Pk. Hr. Time Period: So. Approach (NB) No. Approach (SB) Uest Appr. (EB) East Appr. (WB)
08:00 AM to
09:00 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1 i 1
Config- (left) 2 1 i 1
urations 3 1 i
4
Outside 5
Lane Settings 02112000010 1
Capacity 0 3400 1500 1500 3400 0 0 0 0 1500 0 1500
Do you want separate North/South phases (Yes/No)? N
Do you want separate East/Uest phases (Yes/No)? Y
Efficiency Lost Factor 0.10
Hourly Volune 0 272 71 67 270 0 0 0 0 96 0 89
Adjusted Hourly Volume 0 272 71 67 270 0 0 0 0 96 0 89
Utilization Factor 0.00 0.08 0.05 0.04 0.08 0.00 0.00 0.00 0.00 0.06 0.00 0.06
Critical Factors 0.08 0.04 0.06
ICU Ratio = 0.29 LOS = A
Turning Movements at Intersection of CARLSBAD BLVD and POINSETTIA LANE
Time: 08:00 AM to
09:00 AM North Approach CARLSBAD BLVD
Date: 07/10/90
Day: TUESDAY 702 <- Total
Name: 339 363 <- Subtotals
Sub- 0 270 69
Total totals I " Sub-
" <-' V '-> I - totals Total E
s " «... 89 s
to I - <... 0 186 t
0 I /--- 97
A • 0 0 --> I I 325 . A
V p P 0 North V
P I > 139 p
r V I
/-> POINSETTIA LANE
I
1 272 71
Subtotals -> 367 344
Total -> 711
r
Note: Left-turn volumes include
South Approach U-turns.
ihk & associates
CARLSBAD BLVD at POINSETTIA LANE
Lane Configuration for Intersection Capacity Utitization Page 3 of 3
Pk. Hr. Time Period: So. Approach (NB) No. Approach (SB) Uest Appr. (EB) East Appr. (UB)
03:30 PM to :
04:30 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1
Config- (left) 2
urations 3
4
Outside 5
Lane Settings 0 2 112 0 0 0 0 1 0 1
Capaci ty 0 3400 1500 1500 3400 0 0 0 0 1500 0 1500
Do you want separate North/South phases (Yes/No)? N
Do you want separate East/West phases (Yes/No)? Y
Efficiency Lost Factor 0.10
Hourty Volume 0 459 132 145 419 0 0 0 0 125 0 153
Adjusted Hourty Volume 0 459 132 145 419 0 0 0 0 125 0 153
Utilization Factor 0.00 0.14 0.09 0.10 0.12 0. .00 0.00 0.00 0.00 0.08 0.00 0.10
Critical Factors 0.14 0.10 0,00 0.10
ICU Ratio = 0.43 LOS = A
W
e
s
t
A
P
P
r
Turning Movements at Intersection of CARLSBAD BLVD and POINSETTIA LANE
Time: 03:30 PM to
04:30 PM
Date: 07/10/90
Day: TUESDAY
Name: MG
Sub-
Total totals
0
0 -->
0
North Approach CARLSBAD BLVD
1196
Subtotals -> 544
Total ->
574
419
I
V
155
North
I
459
591
1135
South Approach
622
/->
132
<- Total
<- Subtotals
<- •
/--
Sub-
totals Total
153
0
127
280
559
279
POINSETTIA LANE
e
a
s
t
A
P
P
r
Note: Left-turn volumes include
U-turns.
jhk & associates
CITY OF CARLSBAD
SUMMER 1990
INTERSECTION ANALYSIS SUMMARY
Intersection Number: 19
Intersection Location: Poinsettia Lane and Paseo del
Norte
CONTENT PAGE
Turn Movement Count Summary 1 of 3
(A.M. and P.M.)
A.M. LOS Analysis (TRB Method) 2 of 3
P.M. LOS Analysis (TRB Method) 3 of 3
.)iit^: fl
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1 "'i;;.al: F Ir. Fac :tor 0.92
ihk & associates
Jhk & Associates, San Diego, CA.
Intersection: PASEO DEL NORTE AT POINSETTIA LANE
Date:02/04/91 Analyst: BCS
Time Period Analyzed: 7:30 - 8:30 AM Project ND:1165
City/State: CARLSBAD, CALIFORNIA
APPROACH VOLUMES
APPROACH
SB
WB
NB
EB
LT
19
3
50
425
TH
267
20
94
RT
273
51
1
15
TOTAL
295
321
71
534
PHF
0.87
0.74
0.77
0.75
NUMBER OF APPROACH LANES
APPROACH
SB
WB
NB
EB
LT
1
O
O
1
TH
1
1
1
1
RT
O
1
0
0
TOTAL
2
2
1
rt
APPROACH
SB
WB
NB
EB
SUMMARY OF THE RESULTS
DELAY
(SECONDS)
86.2
10.8
5.3
17.9
CAPACITY
289
693
210
938
LOS
F
C
B
C
Average Delay (Intersection)
Level of Service (Intersection)
29.9
D
***************************** End of Print Job ***«*«««**»***#«)(C#*)|C*»*!(CKC»*
ihk & associates
Jhk & Associates, San Diego, CA,
Intersection: PASEO DEL NORTE AT POINSETTIA LANE
Date:02/04/91 Analyst: BCS
Time Period Analyzed: 5:00 - 6:00 PM Project No:1165
City/State: CARLSBAD, CALIFORNIA Filename: c:C19AM.dbf
i^C ^ jj( 5|c jjC 3|c }jt 3^ 3(c 3^ 1^ )^ }^ )^ 3|C ^ 3)C 3(C 3^ ))t
APPROACH VOLUMES
APPROACH
SB
WB
NB
EB
LT
44
1
28
312
NUMBER OF APPROACH LANES
APPROACH
SB
WB
NB
EB
APPROACH
SB
WB
NB
EB
LT
1
0
O
1
TH
17
137
15
338
TH
1
1
1
1
RT
205
26
4
68
RT
0
1
O
0
SUMMARY OF THE RESULTS
DELAY
(SECONDS)
33.4
3.1
3-3
21.9
CAPACITY
356
677
178
941
TOTAL
266
164
47
718
TOTAL
2
2
1
PHF
0.81
0.82
0.84
0.94
LOS
E
A
A
D
Average Delay (Intersection) :
Level of Service (Intersection):
21.1
D
«««««««««]tc]|cKc««]K«i|c]|c««i|c«]tc«««it:«iK End of Print Job ***«**««*«*««********««»*»*
-J hk & associates
CITY OF CARLSBAD
SUMMER 199 0
INTERSECTION ANALYSIS SUMMARY
Intersection Number: 2 0
Intersection Location: Monroe Street and Marron Road
CONTENT PAGE
Turn Movement Count svunmary i of 3
(A.M. and P.M.)
A.M. Peak Hour ICU Analysis and 2 of 3
Turn Movement Diagram
P.M. Peak Hour ICU Analysis and 3 of 3
Turn Movement Diagram
.:it1L: tf Rs:;; ;:j.,;:il.i 1 r,ir-riin.:i Moe,;;^ni;;^i i I i;;:oi„in I:;;: Rri.;:il g::;::i,: 1 .::.f
Ci tg: CRRLSBRD p I , . nONMRR.Hin
l"i:'?i"S'?'":l-i 1 td: N/S Street: MONROE St p..:,I..,, pr,ri -led hu-IH
E/M Street: MRRRON RD
'-'"""''- 0^-A.e: ii,:.„i: HI:;;DHE:;;,DR'I' tr.::itiii E
'I'••'••••--':'••••'HI Heather : CLDOD'i' gnali;
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F:'.;;..;;I:;;:
f:rid ot 15
mn. pn ,;1. L,,;;.ft R -I r ri Fhru Ri ght P,;;.ds l„eft
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08:95 OM X 18 0 6 6
09:00 RM X 29 f;i l'l 1.-'
F1ai:. 1 ::;;; nm. ill 0 19 1/
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ll" frn Ftir 1,1 R:, rgtrt, P 'ed:;;: t. ,;;.tt, 0 -Irn It iru F) :i,gtit P •eds Left 0 •Irn thru R;i ght P eds I'ehicls
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t1f;i:t)f) flM Pe.:)k Intei-sec;tion Ir-af t n;:; i ri PL:. Hr . ::: 9i;;,5 P,=.al' llr F,::irtor
i:i'3:93D RH Hour Intersection Pdsfrns in PL. Hr.:::: i;:.
03: :95 PM 91 0 29 90 1 32 0 1:3 1';;. 8 21
21
0 09: : 00 PM 10 0 12 0 15 0 21 11
21
21 11
09: : 15 PM .3.::: tl 10 2-1 0 18 0 / 8 19 0 D-1: 30 F'M X 68 8 91 61 8 19 t:i / It) 8 31 tl 09: :95 l-'M X i 3 8 20 .3.::: 1 25 0 1:3 6 f) l'l 0
05: :D0 PM X 51 fl 2t) .if. 0 ';) f:i 6 .;;: 0 0 05: 15 pn X /5 0 39 53 0 11 0 18 0 8 21 0 05: 30 PM 95 0
;;';••'
31 0 3f;i 0 18 1 :i. ,::. ,::: :;;, fl 0';;;: 95 PM 1/ 0 ID 21 II 5 8 .;;:3 ''i 0 S fl
06: Of) F'H i::! -J 8 1/ 11 0 9 8 12 1 f) 15 f)
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f)
tl
06: 3D PM 39 0 26
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09: 15 pn PeaF.: Inter "secti oil Ir.: :iftic in PL. Hr" . :::: .::03/ PeaL: Hr. Fac ;t 05: 15 PM H.::,ur-Inter ":;;:e.:rli c;in Pd:; ;:trns m PL. Mr" 2
Hr. Fac
'16 0 20 0 95 1;;;: 0
~0E 33 1 91 0 122 13 D
:-'3i ,;;:'i:;;i i 29 o ::)';;i::;; 35 0
36:
66
I'^l ••18 1) ;:38 D 98 i;;;i 0 502 1
98 2'1 0 9 0 '19 ••I 0 238 0
20E 33 1 20 0 9.;;: ll O 660 1
100 '•19 0 21 tl 122 ID D '19tl 1
ii'i ';;i5 0 10 tl Bt;. E O 133 o
111 95 0 20 0 95 0 0 509 0
Sf) :;)/ 0 8 0 i2ti 11 t;i '129 2
30 21 0 1:3 tl :3i;) . 8 13 ;:'f)f) 13
••I'^i 15 0 9 D 51 / 0 ;;;:i9 0
t;.i3 26 f) 91 tl 9f;. 1, D ::)t;i/ 0
•02 12 0 10 0 99 5 0 309 1
ihk —J
MONROE ST at MARRON RD
Lane Configuration for Intersection Capacity Utilization Page 2 of 3
Pk. Hr. Time Period: So. Approach (NB) No. Approach (SB) West Appr. (EB) East Appr. (WB)
08:00 AM to
09:00 AH
& associates
Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1
Config- (left) 2
urations 3
4
Outside 5
1 1
Lane Settings 12 0 11 1 1 2 0 1 2 0
Capacity 1500 3400 0 1500 1700 1500 1500 3400 0 1500 3400 0
Oo you want separate North/South phases (Yes/No)? NO
Do you want separate East/West phases (Yes/No)? YES
Efficiency Lost Factor 0.10
Hourty Volune 87 29 44 6 2 6 14 123 74 16 55 9
Adjusted Hourly Volune 87 73 0 6 2 6 14 197 0 16 64 0
Utilization Factor 0.06 0.02 0.00 0.00 0.00 0.00 0.01 0.06 0.00 0.01 0.02 0.00
Critical Factors 0.06 0.00 0.06 0.02
ICU Ratio 0.24 LOS
U
e
s
t
A
P
P
r
Turning Hovements at Intersection of HONROE ST and HARRON RD
North Approach MONROE ST
Time: 08:00 AM to
09:00 AH
Date: 07/25/90
Day: WEDNESDAY
Name: JH
Sub-
Total totals
359
148
211
14
123 -->
74
Subtotals ->
Total ->
92
66
14
2
I
87
North
I
29
160 252
South Approach
52
<- Totat
<- Subtotals
I I
<—
/---
/-> I
44
Sub-
totals Totat
9
55
16
80
173
MARRON RD
253
E
a
s
t
A
P
P
r
Note: Left-turn votunes include
U-turns.
ihk & associates
HONROE ST at HARRON RD
Lane Configuration for Intersection Capacity Utilization Page 3 of 3
Pk. Hr. Time Period: So. Approach (NB) No. Approach (SB) West Appr. (EB) East Appr. (WB)
04:15 PH to
05:15 PH Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1 1 1 1
Config- (teft) 2 1 1
1
1
1
1
urations 3
/
1 1 1 1 1 1 1
Outside 5
Lane Settings 1 2 0 1 1 1 1 2 0 1 2 0
Capacity 1500 3400 0 1500 1700 1500 1500 3400 0 1500 3400 0
Do you want separate North/South phases (Yes/No)? NO
Do you want separate East/West phases (Yes/No)? YES
Efficiency Lost Factor 0.10
Hourly Volume 227 128 182 59 44 26 88 531 243 79 395 35
Adjusted Hourty Volune 227 310 0 59 44 26 88 774 0 79 430 0
Utilization Factor 0.15 0.09 0.00 0.04 0.03 0.02 0.06 0.23 0.00 0.05 0.13 0.00
Critical Factors 0.15 0.03 0.23 0.13
0.00
ICU Ratio = 0.63 LOS = B
U
e
s
t
A
P
P
r
Turning Hovements at Intersection of HONROE ST and HARRON RD
North Approach HONROE ST
Time: 04:15 PM to
05:15 PH
Date: 07/25/90
Day: WEDNESDAY
Name: JH
Sub-
Total totals
1510
648
862
88
531 -->
243
26
<-'
Subtotals -> 366
Totat ->
380
129
44 59
I I I
North
227 128
537
903
South Approach
251
<- Totat
<- Subtotals
I I
\.. .
<—
/—
/->
I I I
182
Sub-
totals Total
35
395
79
509
772
HARRON RD
1281
Note: Left-turn volumes include
U-turns.
J hk & associates
CITY OF CARLSBAD
SUMMER 1990
INTERSECTION ANALYSIS SUMMARY
Intersection Nximber: 21
Intersection Location: Monroe Street and Elm Avenue
CONTENT PAGE
Turn Movement Count Summary 1 of 3
(A.M. and P.M.)
A.M. Peak Hour ICU Analysis and 2 of 3
Turn Movement Diagram
P.M. Peak Hour ICU Analysis and 3 of 3
Turn Movement Diagram
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jhk & associates
HONROE ST. at ELH AVE.
Lane Configuration for Intersection Capacity Utitization Page 2 of 3
Pk. Hr. Time Period: So. Approach (NB) No. Approach (SB) West Appr. (EB) East Appr. (WB)
07:30 AH to „
^ I-e^t Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1 1 ^ ^ ^
Config- (teft) 2 1 i i •^ t^
urations 3 ^ 1 ^ ^ ,|
4
Outside 5
Lane Settings 020111120 120
'^^Pacity 0 3200 0 1500 1700 1500 1500 3400 0 1500 3400 0
Oo you want separate North/South phases (Yes/No)? YES
Do you want separate East/West phases (Yes/No)? NO
Efficiency Lost Factor 0.10
Hourty Volune 76 72 8 9 31 128 80 121 18 8 315 21
Adjusted Hourty Volune 0 156 0 9 31 128 80 139 0 8 336 0
Utilization Factor 0.00 0.05 0.00 0.01 0.02 0.09 0.05 0.04 0.00 0.01 0.10 0.00
Critical Factors 0.05 0.09 0.05 0.10
ICU Ratio = 0.39 LOS = A
Turning Hovements at Intersection of HONROE ST. and ELM AVE.
Time: 07:30 AM to
08:30 AM
Date: 07/24/90
Day: TUESDAY
Name: RZ
North Approach MONROE ST.
168
341 <- Total
173 <- Subtotals
W
e
s
t
A
P
P
r
Sub-
Totat totals
738
519
I
80
219 121 -->
18
128 31 9
III <-' V >-> I
I I
North
<-, - /->
I I I
76 72 8
Sub-
totals Total
21
<--- 315 344
/-- 8
138
ELM AVE.
482 A
P
Subtotals -> 57
Totat ->
156
213
South Approach
Note: Left-turn volunes inctude
U-turns.
HONROE ST. at ELH AVE.
Lane Configuration for Intersection Capacity Utilization Page 3 of 3
ihk & associates
Pk. Hr. Time Period: So. Approach (NB) No. Approach (SB) West Appr. (EB) East Appr. (WB)
05:00 PH to
Left Thru Right Left Thru Right Left Thru Right Left Thru Right 06:00 PM
Lane Inside 1
Config- (left) 2
urations 3
4
Outside 5
1 1
1 1
1 1 1 1
Lane Settings 0 2 0 1 1 1 1 2 0 1 2 0
Capacity 0 3200 0 1500 1700 1500 1500 3400 0 1500 3400 0
Do you want separate North/South phases (Yes/No)? YES
Do you want separate East/Uest phases (Yes/No)? NO
Efficiency Lost Factor 0.10
Hourty Volume 57 105 21 38 138 217 321 483 114 9 246 40
Adjusted Hourty Volume 0 183 0 38 138 217 321 597 0 9 286 0
Utilization Factor 0.00 0.06 0.00 0.03 0.08 0.14 0.21 0.18 0.00 0.01 0.08 0.00
Critical Factors 0.06 0.14 0.21 0.08
ICU Ratio = 0.60 LOS = A
Turning Hovements at Intersection of HONROE ST. and ELH AVE.
w
e
s
t
A
P
P
r
Time: 05:00 PM to
06:00 PH
Date: 07/24/90
Day: TUESDAY
Name: RZ
Sub-
Total totals
1438
520
918
321
483 -->
114
North Approach HONROE ST.
859
217
Subtotals -> 261
Totat ->
393
138
I
V
38
North
I I
57 105
183
444
South Approach
466
/->
21
<- Totat
<- Subtotals
<—
/---
Sub-
totals Total
40
246
9
295
542
ELH AVE.
837
Note: Left-turn volunes inctude
U-turns.
jhk & associates
CITY OF CARLSBAD
SUMMER 1990
INTERSECTION ANALYSIS SUMMARY
Intersection Number: 22
Intersection Location: Marron Road and Jefferson
Street
CONTENT PAGE
Turn Movement Count Summary l of 3
(A.M. and P.M.)
A.M. Peak Hour ICU Analysis and 2 of 3
Turn Movement Diagram
P.M. Peak Hour ICU Analysis and 3 of 3
Turn Movement Diagram
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-J hk & associates
JEFFERSON ST. at MARRON ST
Lane Configuration for Intersection Capacity Utitization
Pk. Hr. Time Period:
07:45 AM to
08:45 AM
Lane Inside
Config- (teft)
urations
Outside
Page 2 of 3
So. Approach (NB) No. Approach (SB) West Appr. (EB) East Appr. (WB)
Left Thru Right Left Thru Right Left Thru Right Left Thru Right
1
1
Lane Settings 1 2
Capacity 1500 3400
Do you want separate North/South phases (Yes/No)? N
Do you want separate East/Uest phases (Yes/No)? N
Efficiency Lost Factor 0.10
28 122
28 126
0 2 2 1 1 1
0 2700 3400 1500 1500 1700
0 1 2
0 1500 3400
Hourty Volume
Adjusted Hourty Volume
UtiIization Factor
Critical Factors 0.02
4 66 154 242 68 17 25 0 7 25
0 66 154 242 68 42 0 0 32 0
00 0.02 0.05 0.16 0, .05 0.02 0.00 0.00 0, .01 0.00
0.16 0, .05 0. .01
ICU Ratio = 0.33 LOS = A
U
e
s
t
A
P
P
r
Turning Movements at Intersection of JEFFERSON ST. and MARRON ST
Time: 07:45 AM to
08:45 AM
Date: 07/25/90
Day: WEDNESDAY
Name: RZ
Sub-
Total totals
387
277
110
68
17 -->
25
North Approach JEFFERSON ST.
679
463
242 154
I I
<-' V
Subtotals -> 179
Total ->
67
North
<- ^
I I
28 122
154
333
South Approach
<- Totat
216 <- Subtotals
/->
/---
I
V
Sub-
totals Total
25
7
0
32
119
87
MARRON ST
Note: Left-turn volumes inctude
U-turns.
ihk & associates
JEFFERSON ST. at MARRON ST
Lane Configuration for Intersection Capacity Utilization Page 3 of 3
Pk. Hr. Time Period: So. Approach (NB) No. Approach (SB) West Appr. (EB) East Appr. (WB)
04:45 PM to
05:45 PM
Lane Inside
Config- (left)
urations
Outside
Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Settings 1 2 0 2 2 1 1 1 0 1 2 0
Capacity 1500 3400 0 2700 3400 1500 1500 1700 0 1500 3400 0
Do you want separate North/South phases (Yes/No)? N
Do you want separate East/West phases (Yes/No)? N
Efficiency Lost Factor 0.10
Hourty Volume 101 581 6 256 521 176 343 84 91 1 54 262
Adjusted Hourly Volume 101 587 0 256 521 176 343 175 0 1 316 0
Utilization Factor 0.07 0.17 0.00 0.09 0.15 0.12 0.23 0.10 0.00 0.00 0.09 0.00
Critical Factors 0.17 0.09 0.23 0.09
ICU Ratio = 0.69 LOS = B
Turning Movements at Intersection of JEFFERSON ST . and MARRON ST
Time: 04:45 PM to
05:45 PM
Date: 07/25/90
Day: WEDNESDAY
Name: RZ
Sub-
Totat totals
849
331
518
343
84 -->
91
North Approach JEFFERSON ST.
2143 <- Total
955 1188 <- Subtotals
176 521 258
I I I
<-' V '->
North
/--
I
V
Sub-
totals Total
262
54 317
1
663
/->
346
MARRON ST
Subtotals -> 613
Total ->
101 581
688
1301
South Approach
Note: Left-turn volumes include
U-turns.
-J hk & associates
CITY OF CARLSBAD
SUMMER 1990
INTERSECTION ANALYSIS SUMMARY
Intersection Number: 23
Intersection Location: Elm Avenue and Harding
Street
CONTENT PAGE
Turn Movement Count Summary l of 3
(A.M. and P.M.)
A.M. Peak Hour icu Analysis and 2 of 3
Turn Movement Diagram
P.M. Peak Hour ICU Analysis and 3 of 3
Turn Movement Diagram
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Ihk & associates
HARDING ST at ELM AVE
Lane Configuration for Intersection Capacity Utilization Page 2 of 3
Pk. Hr. Time Period: So. Approach (NB) No. Approach (SB) Uest Appr. (EB) East Appr. (UB)
06:00 AM to
09:00 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1 1111 1 1 1
Config- (left) 2 1
1
1
urations 3
/.
1 1 1 1
Outside 5
Lane Settings 0 10 0 1 0 1 2 0 1 2 0
Capacity 0 1500 0 0 1500 0 1500 3400 0 1500 3400 0
Do you want separate North/South phases (Yes/No)? N
Do you want separate East/West phases (Yes/No)? N
Efficiency Lost Factor 0.10
Hourly Volume 50 79 69 160 45 10 14 446 27 75 634 149
Adjusted Hourty Volume 0 198 0 0 215 0 14 473 0 75 783 0
Uti I ization Factor 0.00 0.13 0.00 0.00 0.14 0.00 0.01 0.14 0.00 0.05 0.23 0.00
Critical Factors 0.00, 0.14 0.01 0.23
0.00
ICU Ratio = 0.48 LOS = A
Turning Movements at Intersection of HARDING ST and ELM AVE
U
e
s
t
A
P
P
r
Time: 08:00 AM to
09:00 AM
Date: 07/26/90
Day: THURSDAY
Name: BU
Sub-
Total totals
1181
694
North Approach HARDING ST
457
10
14
487 446 -->
27
I
V
Subtotals -> 147
Total ->
215
45 160
I I
V '->
North
I I
50 79
198
345
South Approach
<- Total
242 <- Subtotals
/->
I
69
\ -..
< —
/---
Sub-
totals Totat
149
634 858
75
675
ELH AVE
1533
E
a
s
t
A
P
P
r
Note: Left-turn volumes include
U-turns.
ihk & associates
HARDING ST at ELM AVE
Lane Configuration for Intersection Capacity Utilization Page 3 of 3
Pk. Hr. Time Period: So. Approach (NB) No. Approach (SB) Uest Appr. (EB) East Appr. (UB)
04:30 PM to
Appr. (UB)
05:30 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 11111 1 1 1
Config- (left) 2 1
1
1
urations 3
L
1 1 1 1
Outside 5
Lane Settings 0 10 0 1 0 1 2 0 1 2 0
Capacity 0 1500 0 0 1500 0 1500 3400 0 1500 3400 0
Do you want separate North/South phases (Yes/No)? N
Do you want separate East/Uest phases (Yes/No)? N
Efficiency Lost Factor 0.10
Hourly Volume 51 120 113 311 129 16 21 791 48 102 859 197
Adjusted Hourly Volume 0 284 0 0 456 0 21 839 0 102 1056 0
Uti t ization- Factor 0.00 0.19 0.00 0.00 0.30 i 0.00 0.01 0.25 0.00 0.07 0.31 0.00 Critical Factors 0.00 0.30 0.01 0.31
0.00
ICU Ratio = 0.73 LOS = C
Turning Movements at Intersection of HARDING ST and ELM AVE
U
e
s
t
A
P
P
r
Time: 04:30 PM to
05:30 PM
Date: 07/26/90
Day: THURSDAY
Name: BU
Sub-
Total totals
1786
926
21
860 791 -->
48
North Approach HARDING ST
794
456
16 129 311
I I I
<-' V »->
Subtotals -> 279
Total -> 563
South Approach
<- Total
338 <- Subtotals
North
- /->
I I I
51 120 113
284
Sub-
totals Total
1...
<--- 859 1158
/--- 102
2373
1215
ELM AVE
Note: Left-turn volumes include
U-turns.
-J ihk & associates
CITY OF CARLSBAD
SUMMER 1990
INTERSECTION ANALYSIS SUMMARY
Intersection Nvimber: 24
Intersection Location: Tamarack Avenue and Adams
Street
CONTENT PAGE
Turn Movement Count Summary i of 3
(A.M. and P.M.)
A.M. Peak Hour ICU Analysis and 2 of 3
Turn Movement Diagram
P.M. Peak Hour ICU Analysis and 3 of 3
Turn Movement Diagram
I'
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-',"' ,';I I"-' "^""O .1,::; sm( =!':'•::'-r:|-S S/H =.1'' ' '9 ::.::=-i^::.3u 1 li'in' MHiMHOH -"^l E:!
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ihk & associates
ADAMS ST at TAMARACK AVE
Lane Configuration for Intersection Capacity Utitization Page 2 of 3
Pk. Hr. Time Period: So. Approach (NB) No. Approach (SB) Uest Appr. (EB) East Appr. (UB)
07:15 AM to
08:15 AM
Lane Inside 1
Config- (teft) 2
urations 3
4
Outside 5
Left Thru Right Left Thru Right Left Thru Right Left Thru Right
1111111 1
Lane Settings
Capacity
0 1
0 1500
0 1
0 1500
Do you want separate North/South phases (Yes/No)?
Do you want separate East/Uest phases (Yes/No)?
Efficiency Lost Factor 0.10
Hourty Volume
Adjusted Hourly Volume
UtiIization Factor
Critical Factors
0 111110
0 1500 1700 1500 1500 1700 0
98 12 15 3 12 27 22 244 35 14 691 14
0 125 0 0 42 0 22 244 35 14 705 0
00 0.08 0.00 0. ,00 0.03 0.00 0, .01 0.14 0.02 0.01 0.41 0.00
0.08 0, ,00 0, .01 0.41
ICU Ratio 0.61 LOS = B
Turning Movements at Intersection of ADAMS ST and TAHARACK AVE
U
e
s
t
A
P
P
r
Time: 07:15 AM to
08:15 AM
Date: 07/25/90
Day: UEDNESDAY
Name: BU
Sub-
Total totals
1117
816
22
301 244 -->
35
North Approach ADAMS ST
90
42
27 12
I I
<-' V
Subtotals -> 61
Totat -> 186
South Approach
<- Total
48 <- Subtotals
North
<-, ^ /->
I I I
98 12 15
125
Sub-
totals Totat
14
691 719
14
961
262
TAMARACK AVE
E
a
s
t
A
P
P
r
Note: Left-turn volumes inctude
U-turns.
ihk & associates
ADAMS ST at TAMARACK AVE
Lane Configuration for Intersection Capacity Utilization Page 3 of 3
Pk. Hr. Time Period: So. Approach (NB) No. Approach (SB) Uest Appr. (EB) East Appr. (UB)
05:00 PM to
Appr. Appr.
06:00 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1 1 1 1 1 1 1 1
Config- (left) 2 1 1 1
urations 3
/.
1
Outside
H
5
Lane Settings 0 1 0 0 1 0 1 1 1 1 1 0
Capacity 0 1500 0 0 1500 0 1500 1700 1500 1500 1700 0
Do you want separate North/South phases (Yes/No)? N
Do you want separate East/Uest phases (Yes/No)? N
Efficiency Lost Factor 0.10
Hourly Volume 56 21 107 3 25 18 28 605 186 33 350 10
Adjusted Hourly Volume 0 184 0 0 46 0 28 605 186 33 360 0
Utitization Factor 0.00 0.12 0.00 0.00 0.03 0.00 0.02 0.36 0.12 0.02 0.21 0.00
Critical Factors 0.12 0.00 0.36 0.02
ICU Ratio 0.60 LOS = B
Turning Movements at Intersection of ADAMS ST and TAMARACK AVE
U
e
s
t
A
P
P
r
Time: 05:00 PM to
06:00 PM
Date: 07/25/90
Day: WEDNESDAY
Name: BU
Sub-
Total totals
1243
424
28
819 605 -->
186
North Approach ADAMS ST
105
46
18 25
I I
<-' V
Subtotals -> 244
Total -> 428
South Approach
<- Total
59 <- Subtotals
North
<-, " /->
I I I
56 21 107
184
/--•
I
V
Sub-
totals Total
10
350 393
33
1108
715
TAMARACK AVE
Note: Left-turn volumes include
U-turns.
-J ihk & associates
CITY OF CARLSBAD
SUMMER 199 0
INTERSECTION ANALYSIS SUMMARY
Intersection Nvunber: 25
Intersection Location: Tamarack Avenue and Pio Pico
Drive
CONTENT PAGE
Turn Movement Count Siimmary 1 of 3
(A.M. and P.M.)
A.M. Peak Hour ICU Analysis and 2 of 3
Turn Movement Diagram
P.M. Peak Hour ICU Analysis and . 3 of 3
Turn Movement Diagram
i, at. I u rn 1 n g H oc;. n.;;. 111, t:: i;:, i „i 111:;;: 11 n .;:i 11 „| s :i,: .::i.:ie :t .;:. I :;;i
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F n t e r :;;: c;. c 11.1 r f : H /';;. S t, r e e t: PI 0 p f f: fl
E/H Str eel: fOMHRRCK EIVE
i;:.::.i,ii it t:i.;;i t c;.:
i;:i:''..''.;;-i.":;ii;,i
File: P10PRM.H|i;i
Data toll.;; Fed hg:
t'':"3= tllESDO'i' fi-aflic Control: Si gnali
Heatlier: CEERR
End of 15 '^!:::':„.'i::'':"''''' ''i ^' i ':''-' ^:
Right Peds Left H Fm Fhru Right Peds I'eliicls Peds
0 0 0 0 7E 3 1 132 i
0 1 0 t) 9-1 t;. 1 l,:3'l 2
0 1 0 0 HE 3 2 2E3 6
13 '•I tl fl lf;i8 12 11 -li:'6
0 2 0 0 If)';;, ,i;;;' ;;;' 3- 10
II ;:;• 0 13 191 -1 :;: p
'•' 0 0 0 171 1 5 305 12
0 3 II fl ,,'iii. Ifl 1 .| | I ',
II (I t) 0 :t-l9 6 1 ,:'90 I
(I tl fl 0 i,;;:9 ,-• 3 29.:i 9
0 2 0 0 133 11 1 2'58 f.
'-' 1 0 8 151 17 ,;;: ;:;:9t:i 3
0 6 D 0 206 1/ 5 911 12
'-' I';' l-l 1) 253 '30 11 i:;;i3'3 :;)3
ni 1 li. prij. Left ( l-Ir-n ffirii Right P( ;-ds Left U-Frn Ih(-u fi :ight Peds Left t 1-Ifn Fhl i,j
fit;. : 15 RM D 0 fl fl t) f) El tl .;;'2 f;i 5 0 ,;;'f) Dt;. :3t) lltl 13 0 D fl 0 ••1 0 13 •ifl 0 6 11 :;;ig ot;. :-l';;. fIFI 0 t;i fl tl 0 '1 f) 0 3/ 11 El El ';;;•;) t);-' :flf;i RH t:i 13 13 0 D 1 1 0 f;i :;;ii;;. 1 I ';;i tl f;,i;) f;i-^ : 1:;;; RM X f;i 0 0 13 13 f) t;i 13 :;)':;. t;. 1/ 0 t;, 1
o;-^ :;30 Rti X
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fl El D 0 0 5 t) 0 3.-' 1 1 :F t;i 5/
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:;30 Rti X
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0 6:;;; 88 : i:;^, 13 M 0 0 0 fl f;i 6 0 fl -It) t) 2'l
tl 1,0 El
0 6:;;; 88 :3D RM f) 0 fl 0 t;i f;i t;i tl .;;'f) :t 1.;;: ll CO
11 1, 83: :'15 RM tl 0 0 13 t) f) f) 13 It;.
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11 1, 09: :D0 RM 0 fl 0 0 0 9 0 fl ,'ii 13 21 II /,;;•
Hai 1. 15 nin 0 D fl 13 0 11 t) 13 5.;;: 6 , „, „. f) ttif) Pk. . Rr". l'ol f;i 0 tl fl t;i 2/ tl t) ft;. 6 ';;i I'D i;;i ,;;:';) 3
0/r :Ot;i RM Pe.;:il.: 1 lit. •rsect: ton Fr.;jff i 1;;; in PL. Hr.:::: 1:3 3 El Pe.ak Hr. Fa ctor 0.81 08: :f)f) RH Hour" Inte •rse t; ron F'd:;;tr n:;;: in Pk. Hr.:::: 3:;)
ctor 0.81
03: 95 PM 0 0 0 0 D 1/ 0 13 2/ D 3 1 09: t;io 1 M f) 0 0 0 D IB 0 0 21 ••1 28 09: 15 PM t) 0 0 13 fl 11 t) 0 1 , '11
09: ill F'M t;i 0 0 0 0 19 0 t) 18 .;;: ••13
9 3 ••I 09: 'i';;i 1 M •; 0 0 t) fl 0 ,;;:'i t) tl :;)6
.;;: ••13
9 3 ••I 05: DO PM X tl 0-t) t) D .'II t) fl 21 05: 15 PM X 13 tl 0 0 fl f;i fl :iii '1 :3i;;i
1, -1;-' 05; :;)o F'M X tl 0 0 t) fl ;;;: :i t) fl 19
'1 :3i;;i
1, -1;-' 05; 95 PM 0 0 0 0 0 19 0 0 19 1 ••12 06: Of) F'M t;i D t) f) 13 fl tl ,'0
Dt;.: 1,';:. F'tl tl tl t) 13 0 tl D 11 ,;;: in 06: -iill.l F'H D 13 0 0 f;i 1;;. t) El ;;l 9 11
M.::in FS mn. 0 0 13 t) t) El 13 36 '1 9/' Pl:. 111 . t.'.;;,I . tl 0 fl f) 0 El,;:: 8 El 101 11 156
0 231 0 1 0 0 1/,;;' ';i fl .::||:i;:' ig
0 >02 0 3 0 0 157 1? 9 91i3 22
0 ;;;:,;;•,;;: ti t;, o o 10/ 15 lo :3';)/ io
" '-'••'-- 0 9 t) 0 10,;;: 1,;;: 19 .::|3-| ,::•':;
0 ••ll-' 0 12 t) D 19'^1 11 9 216 25
l-l :^ii':' ll It) t) 0 166 r;:, 9 571 21
0 :;;i;;i:;;; 0 :i,o ti o lo/ 1;:' 10 oi'i ;;'9
0 3f;if) t) :;;, 0 g i';;ii;i ;;;• p, ,::j.;;|-:. yp
l-l 189 D 9 0 0 125 f) 6 :3'3/ 11
'•' '"••'•••' 'I '5 0 0 110 i:;:, ID 991=, 1/
'•' 12 E 0 6 tl fl 109 lfl 6 :3^:11 19
l-l 13'-" 1) El D 0 El 9 8 9 ;;;:E,9 1/
l-l ••ll''' i;;i i;;. 0 o 199 1/ 19 211-. .'s
'•' '•••''•''- 0 ;;;i.'' 0 0 E// 50 31 '211s 02
09:30 PM Peak Intersecti i traffic in Pl:. Hr.:::: 2998 PeaL Hr Ea.-lor 0
05:30 PM Hour Intersecti i Pdstrns in PL. Nr.:::: 82
d ihk & associates
PIO PICO at TAMARACK AVE
Lane Configuration for Intersection Capacity Utilization Page 2 of 3
Pk. Hr. Time Period: So. Approach (NB) No. Approach (SB) Uest Appr. (EB) East Appr. (UB)
07:00 AM to
08:00 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 11111 1 1 1
Config- (left) 2 1
1
1
urations 3
/
1 1 1 1
Outside 5
Lane Settings 0 10 0 1 0 1 2 0 1 2 0
Capacity 0 1500 0 0 1500 0 1500 3400 0 1500 3400 0
Do you want separate North/South phases (Yes/No)? N
Do you want separate East/Uest phases (Yes/No)? N
Efficiency Lost Factor 0.10
Hourly Volume 0 0 0 27 0 166 70 293 0 0 753 30
Adjusted Hourly Volume 0 0 0 0 193 0 70 293 0 0 783 0
UtiIization Factor 0.00 0.00 0.00 0.00 0.13 1 0.00 0.05 0.09 0.00 0.00 0.23 0.00
Critical Factors 0.00 0.13 0.05 0.23
ICU Ratio = 0.51 LOS = A
Turning Movements at Intersection of PIO PICO and TAMARACK AVE
Time: 07:00 AM to
08:00 AM North Approach PIO PICO
Date: 07/24/90
Day: TUESDAY 293 <- Total
"3"^= 193 100 <- Subtotals
Sub- 166 0 27
Total totals III " Sub-
" <-' V '-> I ' totals Total
e 919 < I I
s
t 1282 I
.70-' I
A 363 293 --> I
P 0 North V
P I > 320
r
E
I a
'---30 s
<--- 753 783 t
/--- 0
I 1103 A
P
P
r
/-> TAMARACK AVE
I
0 0
Subtotals -> 0 0
Total -> 0
Note: Left-turn volumes include
South Approach U-turns.
ihk & associates
PIO PICO at TAMARACK AVE
Lane Configuration for Intersection Capacity Utilization Page 3 of 3
Pk. Hr. Time Period:
04:30 PM to
05:30 PM
So . Approach (NB) No. Approach (SB) Uest Appr. (EB) East Appr. (UB) Pk. Hr. Time Period:
04:30 PM to
05:30 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1 1 1 1 1 1 1 1
Config- (left) 2 1
1
1
urations 3
/
1 1 1 1
Outside 5
Lane Settings 0 1 0 0 1 0 1 2 0 1 2 0
Capacity 0 1500 0 0 1500 0 1500 3400 0 1500 3400 0
Do you want separate North/South phases (Yes/No)? N
Do you want separate East/Uest phases (Yes/No)? N
Efficiency Lost Factor 0. 10
Hourly Volume 0 0 0 92 0 101 156 1372 0 0 677 50
Adjusted Hourly Volume 0 0 0 0 193 0 156 1372 0 0 727 0
UtiIization Factor 0. 00 0.00 1 0.00 0.00 0.13 0.00 0.10 0.40 0.00 0.00 0.21 0.00
Critical Factors 0. 00 0.13 0.40 0.00
ICU Ratio = 0.63 LOS = B
U
e
s
t
A
P
P
r
Turning Movements at Intersection of PIO PICO and TAMARACK AVE
North Approach PIO PICO
Time: 04:30 PM to
05:30 PM
Date: 07/24/90
Day: TUESDAY
Name: JL
Sub-
Total totals
2306
778
156
1528 1372 -->
0
Subtotals ->
Total ->
101
399 <- Total
193 206 <- Subtotals
92
North
/->
I
0 0
0
/---
I
V
Sub-
totals Totat
50
677 727
0
2191
1464
TAMARACK AVE
South Approach
Note: Left-turn volumes include
U-turns.
-J ihk & associates
CITY OF CARLSBAD
SUMMER 1990
INTERSECTION ANALYSIS SUMMARY
Intersection Number: 26
Intersection Location: Jefferson Street and Las
Flores Drive
CONTENT PAGE
Turn Movement Count summary 1 of 3
(A.M. and P.M.)
A.M. Peak Hour ICU Analysis and 2 of 3
Turn Movement Diagram
P.M. Peak Hour ICU Analysis and 3 of 3
Turn Movement Diagram
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1561
jhk & associates
JEFFERSON ST at LOS FLORES DR.
Lane Configuration for Intersection Capacity Utitization Page 2 of 3
Pk. Hr. Time Period: So. Approach (NB) No. Approach (SB) Uest Appr. (EB) East Appr. (WB)
07:30 AM to
08:30 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1111 1
Config- (teft) 2 1 1
urations 3
4
Outside 5
Lane Settings 010110000101
Capacity 0 1700 0 1500 1700 OOOO 1500 0 1500
Do you want separate North/South phases (Yes/No)? N
Do you want separate East/Uest phases (Yes/No)? Y
Efficiency Lost Factor 0.10
Hourty Volume 0 83 165 61 264 0 0 0 0 175 0 24
Adjusted Hourly Volume 0 248 0 61 264 0 0 0 0 175 0 24
Utilization Factor 0.00 0.15 0.00 0.04 0.16 0.00 0.00 0.00 0.00 0.12 0.00 0.02
Critical Factors 0.15 0.04 0.12
ICU Ratio = 0.40 LOS = A
Turning Movements at Intersection of JEFFERSON ST and LOS FLORES DR.
W
e
s
t
A
P
P
r
Time: 07:30 AM to
08:30 AM
Date: 07/25/90
Day: WEDNESDAY
Name: JL
Sub-
Total totals
0
0 -->
0
North Approach JEFFERSON ST
Subtotals -> 439
Total ->
432
325
264 61
I I
V '->
687
South Approach
<- Total
107 <- Subtotals
North
/->
I I I
0 83 165
248
< —
/---
Sub-
totals Totat
24
0 199
175
425
226
LOS FLORES DR.
Note: Left-turn volumes include
U-turns.
_jhkA
JEFFERSON ST at LOS FLORES DR.
Lane Configuration for Intersection Capacity Utilization Page 3 of 3
Pk. Hr. Time Period: So. Approach (NB) No. Approach (SS) Uest Appr. (EB) East Appr. (UB)
04:30 PM to
05:30 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 111 1
Config- (teft) 2 1 1
urations 3
4
Outside 5
Lane Settings 010110000101
Capacity 0 1700 0 1500 1700 0 0 0 0 1500 0 1500
Do you want separate North/South phases (Yes/No)? N
Do you want separate East/Uest phases (Yes/No)? Y
Efficiency Lost Factor 0.10
Hourly Volume 0 339 279 111 295 0 0 0 0 291 0 246
Adjusted Hourly Volume 0 618 0 111 295 0 0 0 0 291 0 246
Utilization Factor 0.00 0.36 0.00 0.07 0.17 0.00 0.00 0.00 0.00 0.19 0.00 0.16
Critical Factors 0.36 0.07 0.19
ICU Ratio = 0.73 LOS = C
associates
Turning Movements at Intersection of JEFFERSON ST and LOS FLORES DR.
Time: 04:30 PM to
05:30 PM
Date: 07/25/90
Day: UEDNESDAY
Name: JL
North Approach JEFFERSON ST
991 <- Total
406 585 <- Subtotals
U
e
s
t
A
P
P
r
Sub-
Total totals
0
0 -->
0
0 295 111
1 I I
-' V
Subtotals -> 586
Totat ->
North
/->
I I I
0 339 279
618
1204
South Approach
Sub-
totals Totat
' - - - 246
<--- 0 537
/--- 291
927
390
LOS FLORES DR.
Note: Left-turn volumes include
U-turns.
-J ihk & associates
CITY OF CARLSBAD
SUMMER 199 0
INTERSECTION ANALYSIS SUMMARY
Intersection N\imber: 27
Intersection Location: El Camino Real and College
Boulevard
CONTENT PAGE
Turn Movement Count Siimmary 1 of 3
(A.M. and P.M.)
A.M. Peak Hour ICU Analysis and 2 of 3
Turn Movement Diagram
P.M. Peak Hour ICU Analysis and 3 of 3
Turn Movement Diagram
-Ill I'; ;;ial, I uini I ig Moeenei rl Eoun Is Dual gsi : f'.i.:ii;;- 1
t;;:i-tii: Ef)RL,';;;8fiD
Inters.;; tioi f : H ;; treet:
E/M Street:
F;;L f:f)M:FNf;i Rt:f
C0LLE6E BEl'D
File: EtEOELDE.MK
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nin. prd.
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0 tl tl 1 tl t;i tl fl 0 0 3 13 El 1 0 0 tl 0 t;i fl
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15 mn. Lotal :
•11 cis Fed:;;
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1 /1
319
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:;:isf;i
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5 i,:;s
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'•'
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^ jhk & associates
EL CAMINO REAL at COLLEGE BLVD
Lane Configuration for Intersection Capacity Utitization Page 2 of 3
Pk. Hr. Time Period: So. Approach (NB) No. Approach (SB) Uest Appr. (EB) East Appr. (UB)
07:15 AM to
°8=^^ l-e^t Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 11 i i
Config- (teft) 2,1 i 1
urations 3 1 i
Outside 5
Lane Settings 120021201000
Capacity 1500 3400 0 0 3400 1500 2700 0 1500 0 0 0
Do you want separate North/South phases (Yes/No)? N
Do you want separate East/West phases (Yes/No)? Y
Efficiency Lost Factor 0.10
Hourly Volume 10 351 0 0 1263 235 23 0 3 0 0 0
Adjusted Hourly Volume 10 351 0 0 1263 235 23 0 3 0 0 0
Utitization Factor 0.01 0.10 0.00 0.00 0.37 0.16 0.01 0.00 0.00 0.00 0.00 0.00
Critical Factors 0.01 o.37 o 01
ICU Ratio = 0.49 LOS = A
Turning Movements at Intersection of EL CAMINO REAL and COLLEGE BLVD
Time: 07:15 AM to
08:15 AM
Date: 07/19/90
Day: THURSDAY
Name: ES
North Approach EL CAMINO REAL
1872 <- Total
1498 374 <- Subtotals
U
e
s
t
A
P
P
r
Sub-
Total totals
271
245
26
23
0 -->
3
235 1263
I I
<-' V
North
<-, " /->
I I I
10 351 0
< —
/---
Sub-
totals Total
COLLEGE BLVD
E
a
s
t
A
P
P
r
Subtotals -> 1266
Total ->
361
1627
South Approach
Note: Left-turn volumes include
U-turns.
" jhk & associates
EL CAMINO REAL at COLLEGE BLVD
Lane Configuration for Intersection Capacity Utilization Page 3 of 3
Pk. Hr. Time Period: So. Approach (NB) No. Approach (SB) West Appr. (EB) East Appr. (WB)
04:30 PM to --
°5=20 Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1 i i
Config- (left) 2 1 i i
urations 3 1 i i '
4
Outside 5
Lane Settings 120021201000
Capacity 1500 3400 0 0 3400 1500 2700 0 1500 0 0 0
Do you want separate North/South phases (Yes/No)? N
Do you want separate East/Uest phases (Yes/No)? Y
Efficiency Lost Factor 0.10
Hourty Volume 8 1445 0 0 475 48 211 0 0 0 0 0
Adjusted Hourly Volume 8 1445 0 0 475 48 211 0 0 0 0 0
Utilization Factor 0.01 0.43 0.00 0.00 0.14 0.03 0.08 0.00 0.00 0.00 0.00 0.00
Critical Factors 0.43 0.00 0.08
ICU Ratio = 0.60 LOS = B
Turning Movements at Intersection of EL CAMINO REAL and COLLEGE BLVD
Time: 04:30 PM to
05:30 PM
Date: 07/19/90
Day: THURSDAY
Name: ES
North Approach EL CAMINO REAL
2179 <- Total
523 1656 <- Subtotals
U
e
s
t
A
P
P
r
Sub-
Totat totals
267
56
211
211
0 -->
0
48 475
I
V <-'
Subtotals -> 475
Total -> 1928
South Approach
I I
North
/->
I I I
8 1445 0
1453
Sub-
totals Totat
COLLEGE BLVD
Note: Left-turn volumes include
U-turns.
-J hk & associates
CITY OF CARLSBAD
SUMMER 1990
INTERSECTION ANALYSIS SUMMARY
Intersection Number: 28
Intersection Location: El Camino Real and Olivenhain
Road
CONTENT PAGE
Turn Movement Count Summary l of 3
(A.M. and P.M.)
A.M. Peak Hour ICU Analysis and 2 of 3
Turn Movement Diagram
P.M. Peak Hour ICU Analysis and 3 of 3
Turn Movement Diagram
•IHF^: il: fls:;;:i::ii::;;i.:;rti;;.s I i,ir-ri;i, ng Movenent C:i;;,i„int,s final i„|:;;::i,;;;: |;:..„,j,::, | ,,,,|:- ::|
',•'^•1= 11^'' trie: EEP .11 .Hia
li'l'i'' sjecti i of: H..'S Street: EL ERMINO RERL P,,:,|.::, Eollerled hu-FS
F/H Street: OLII'ENHRIN RDRD
|;;;':i:',:':;J ..1:!;:;^"= ('•='9= fflORSDR'i' traffi itrol : Signali;H;ed
"'• ••'•''•• -'0 Heattier: Et, IR
End of 15 : „''':'^:':"^^':' '!::^,„'''^'|" ' '''^'' ^pp'-^ ' '»o> is mn. f,„,iai:;
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00:15 on 0 0 31 33 0 f 35 0 0 0 0 0 0 0 ••'3 0 D -•' l-r^ r
00^30 nn 0 s 13 -iti ti 11 1:1 5 1 , .i .i ',:; „,;; ;:; . -';:. ;
':"::-^''^' '' < '•=' I'-i 0 i;:- fl 66 0 tl 0 0 ,1 p • ' ::: ;:i^
;::;: =','::' [' '::' " '" '-' '='0 13 m F ti ti 0 ti 0 \i2 -r g 1 '
'::'::•=,:':• " '-' 03 12 0 20 o ill o o o 0 o g g • : - .: . •.:
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'-'''-•''> ^ '^0 3s 0 52 0 130 0 0 0 0 ";; :;:: :' :
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M.;;ii-i. :t:;;; mn. 0 D lt;.2 129 0 ' 52 0 2'-\5 11 11 ii n n o ,, ,-, - --
:^«'::' '::' 051 0 0 0 0 0 0 /;;!/ [; i 3fm I
07:30 on Peak Interseclion traffic m Pk. llr.::: 3091 Pcik Hr. Factor 0 85
08:30 RM Hour Intersection Pdstrns in PL. Hr.::: g
83:95 PM '''"
'-'•'1 = ' '-' 0 226 11/ 8 9,:- 13 lt;,f, f 0 g g g |-, |,;:,g f,
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05:95 PM Hour Intersection Pdstrns m Pk. Rr.:::: 0
^jhk^
EL CAMINO REAL at OLIVENHAIN ROAD
Lane Configuration for Intersection Capacity Utitization Page 2 of 3
Pk. Hr. Time Period: So. Approach (NB) No. Approach (SB) Uest Appr. (EB) East Appr. (UB)
07:30 AM to
08:30 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1 i 1
Config- (teft) 2 1 i 1
urations 3 1 i
4
Outside 5
Lane Settings 021120000101
Capacity 0 3400 1500 1500 3400 OOOO 1500 0 1500
Do you want separate North/South phases (Yes/No)? N
Do you want separate East/Uest phases (Yes/No)? Y
Efficiency Lost Factor 0.10
Hourly Volume 0 607 433 189 851 0 0 0 0 767 0 244
Adjusted Hourly Volume 0 607 433 189 851 0 0 0 0 767 0 244
Utilization Factor 0.00 0.18 0.29 0.13 0.25 0.00 0.00 0.00 0.00 0.51 0.00 0.16
Critical Factors 0.29 0.13 0 51
ICU Ratio =1.03 LOS = F
associates
Turning Movements at Intersection of EL CAMINO REAL and OLIVENHAIN ROAD
U
e
s
t
A
P
P
r
Time: 07:30 AM to
08:30 AM
Date: 07/26/90
Day: THURSDAY
Name: ES
Sub-
Total totals
0
0 -->
0
North Approach EL CAMINO REAL
1891
1040
0 851 189
1 I I
-' V '->
Subtotals -> 1618
Total -> 2658
South Approach
<- Totat
851 <- Subtotals
North
/->
I I I
0 607 433
1040
Sub-
totals Total
244
<--- . 0 1011
/--- 767
1633
622
OLIVENHAIN ROAD
Note: Left-turn volumes include
U-turns.
^jhk^
EL CAMINO REAL at OLIVENHAIN ROAD
Lane Configuration for Intersection Capacity Utilization Page 3 of 3
Pk. Hr. Time Period: So. Approach (NB) No. Approach (SB) Uest Appr. (EB) East Appr. (UB)
04:45 PM to
05:'^5 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 111 1
Config- (left) 2 1 i ^
urations 3 1 i
4
Outside 5
Lane Settings 021120000101
Capacity 0 3400 1500 1500 3400 0 0 0 0 1500 0 1500
Do you want separate North/South phases (Yes/No)? N
Do you want separate East/Uest phases (Yes/No)? Y
Efficiency Lost Factor 0.10
Hourly Volume 0 937 639 211 749 0 0 0 0 461 0 143
Adjusted Hourly Volume 0 937 639 211 749 0 0 0 0 461 0 143
Utilization Factor 0.00 0.28 0.43 0.14 0.22 0.00 0.00 0.00 0.00 0.31 0.00 0.10
Critical Factors 0.43 0.14 0 31
ICU Ratio = 0.97 LOS = E
associates
Turning Movements at Intersection of EL CAMINO REAL and OLIVENHAIN ROAD
Time: 04:45 PM to
05:45 PM
Date: 07/26/90
Oay: THURSDAY
Name: ES
North Approach EL CAMINO REAL
2040 <- Totat
960 1080 <- Subtotals
U
e
s
t
A
P
P
r
Sub-
Total totals
0
0 -->
0
0 749 211
1 I I
<-' V '->
Subtotals -> 1210
Total ->
North
/->
I I I
0 937 639
1576
2786
South Approach'
Sub-
totals Total
143
<--- 0 604
/--- 461
1454
850
OLIVENHAIN ROAD
Note: Left-turn volumes inctude
U-turns.
J hk & associates
CITY OF CARLSBAD
SUMMER 1990
INTERSECTION ANALYSIS SUMMARY
Intersection Number: 29
Intersection Location: Palomar Airport Road and
College Boulevard
CONTENT PAGE
Turn Movement Count Summary l of 3
(A.M. and P.M.)
A.M. Peak Hour ICU Analysis and 2 of 3
Turn Movement Diagram
P.M. Peak Hour ICU Analysis and 3 of 3
Turn Movement Diagram
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COLLEGE BLVD at PALOMAR AIRPORT ROAD
Lane Configuration for Intersection Capacity Utitization Page 2 of 3
Pk. Hr. Time Period: So. Approach (NB) No. Approach (SB) Uest Appr. (EB) East Appr. (UB)
07:15 AH to
l-eft Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1 2 2
Config- (left) 2 1 ^ ^
urations 3 1 ^ .|
ihk & associates
4
Outside 5 1 1
46 0 120 452 1371 0 0 822 11
46 0 120 452 1371 0 0 822 11
03 0.00 0.04 0.17 0.27 0.00 0.00 0.16 0.01
0.04 0.17 0.16
Lane Settings 000102231231
0 0 0 1500 0 2700 2700 5100 1500 2700 5100 1500
Do you want separate North/South phases (Yes/No)? Y
Do you want separate East/Uest phases (Yes/No)? N
Efficiency Lost Factor 0.10
Hourly Volune 0 0 0
Adjusted Hourly Volume 0 0 0
Utitization Factor 0.00 0.00 0.00
Critical Factors 0.00
ICU Ratio = 0.47 LOS = A
Turning Movements at Intersection of COLLEGE BLVD and PALOMAR AIRPORT ROAD
Time: 07:15 AM to
08:15 AM North Approach COLLEGE BLVD
Date: 07/18/90
Day: UEDNESDAY 635 . <- Total
"anie: MC 169 466 <- Subtotals
Sub- 120 0 49
Totat totals III ^ Sub-
U
e 948 <--•
s
t 2777 I
458
A 1829 1371 -->
P 0 North V
P I
V I ' totals Total E
I I
11 s
<--- 822 836 t
I /- 3
2256 A
r
P
1420 p
r
/-> PALOMAR AIRPORT ROAD
I
0 0
Subtotals -> 3 0
Total -> 3
Note: Left-turn volumes include
South Approach U-turns.
-J hk & associates
COLLEGE BLVD at PALOMAR AIRPORT ROAD
Lane Configuration for Intersection Capacity Utilization Page 3 of 3
04:30 PM to
05:30 PM
Lane Inside 1
Config- (left) 2
urations 3
4
Outside 5
Lane Settings
Capac i ty
Hourly Volume
Adjusted Hourly Volume
Utitization Factor
Critical Factors
So. Approach (NB) No. Approach (SB) Uest Appr. (EB) East Appr. (US)
Left Thru Right Left Thru Right Left Thru Right Left Thru Right
1 2 2
1 1 1
1 1 1
1 1
1 1
0 0 0 1 0 2 2 3 1 2 3 1
0 0 0 1500 0 2700 2700 5100 1500 2700 5100 1500
•th/South phases (Yes/No) ? Y
;t/Uest phases (Yes/No)? N
0.10
0 0 0 8 0 409 99 901 0 0 1501 30
0 0 0 8 0 409 99 901 0 0 1501 30
0.00 0.00 0.00 0.01 0.00 0.15 0.04 0.18 0.00 0.00 0.29 0.02
0.00 0.15 0.04 0.29
ICU Ratio = 0.58 LOS
Turning Movements at Intersection of COLLEGE BLVD and PALOMAR AIRPORT ROAD
Time: 04:30 PM to
C5:30 PM North Approach COLLEGE BLVD
Date: 07/18/90
Day: UEDNESDAY 546 <. Total
Nanie: MG 417 129 <. subtotals
Sub- 409 0 8
Total totals III
W
e 1915
s
I I Sub-
V I ^ totals Total E
I I
s
30
^ 2920 I ^ .... 1501 1531 . ^
104 I 0
A 1005 901 --> I I
P 0 North V
P I
2440 A
P
r
> 909 p
r
/-> PALOMAR AIRPORT ROAD
0 0
Subtotals -> 0 0
Total -> 0
Note: Left-turn volunes include
South Approach U-turns.
-J hk & associates
CITY OF CARLSBAD
SUMMER 199 0
INTERSECTION ANALYSIS SUMMARY
Intersection Number: 30
Intersection Location: Palomar Airport Road and El
Fuerte Street
CONTENT PAGE
Turn Movement Count Summary 1 of 3
(A.M. and P.M.)
A.M. Peak Hour ICU Analysis and 2 of 3
Turn Movement Diagram
P.M. Peak Hour ICU Analysis and 3 of 3
Turn Movement Diagram
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-J ihk & associates
EL FUERTE ST at PALOMAR AIRPORT ROAD
Lane Configuration for Intersection Capacity Utilization Page 2 of 3
Pk. Hr. Time Period: . So. Approach (NB) No. Approach (SB) West Appr. (EB) East Appr. (UB)
07:15 AM to -
08:15 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 1 i i ^
Config- (teft) 2 1 1 i i ^
urations 3 1 111
4
Outside 5
Lane Settings IIOII111112O
Capacity 1500 1700 0 1500 1700 1500 1500 1700 1500 1500 3400 0
Do you want separate North/South phases (Yes/No)? N
Do you want separate East/Uest phases (Yes/No)? N
Efficiency Lost Factor 0.10
Hourty Volume 0 0 0 14 0 4 116 747 4 0 1637 52
Adjusted Hourly Volume 0 0 0 14 0 4 116 747 4 0 1689 0
Utilization Factor 0.00 0.00 0.00 0.01 0.00 0.00 0.08 0.44 0.00 0.00 0.50 0.00
Critical Factors 0.OI 0.08 0.50
ICU Ratio = 0.68 LOS = B
Turning Movements at Intersection of EL FUERTE ST and PALOMAR AIRPORT ROAD
Time: 07:15 AM to
08:15 AM North Approach EL FUERTE ST
Date: 07/19/90
Day: THURSDAY I86 <. jotat
•^aine: BU 13 168 <- Subtotals
Sub- 4 0 14
I " Sub-Total totals I I
U <.' V
e 1642 <
s - ^
t 2510 I
117 I
A 868 747 --> |
P 4 North
P I
r V I
> I " totals Total E
I I
52 s
<--- 1637 1689 t
/--- 0
I 2450 A
V p
> 761 p
r
/-> PALOMAR AIRPORT ROAD
I
0 0
Subtotals -> 4 0
Total -> 4
Note: Left-turn votimes include
South Approach U-turns.
ihk & associates
EL FUERTE ST at PALOMAR AIRPORT ROAD
Lane Configuration for Intersection Capacity Utilization Page 3 of 3
Pk. Hr. Time Period: So. Approach (NB) No. Approach (SB) Uest Appr. (EB) East Appr. (UB)
04:45 PM to
05 = '^5 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1
Config- (teft) 2
urations 3
4
Outside 5
1 1
1 1
Lane Settings
Capacity
Do you want separate North/South phases (Yes/No)?
Do you want separate East/Uest phases (Yes/No)?
Efficiency Lost Factor 0.10
Hourly Volume 0 0
Adjusted Hourly Volume 0 0
Utitization Factor 0.00 0.00
Critical Factors
.110 11111112
1500 1700 0 1500 1700 1500 1500 1700 1500 1500 3400
N
N
0 61 0 16 14 1588 0 0 821 10
0 61 0 16 14 1588 0 0 831 0
00 0.04 0.00 0.01 0.01 0.93 0.00 0, .00 0.24 0.00
0.04 0.93 0, ,00
ICU Ratio = 1.07 LOS
Turning Movements at Intersection of EL FUERTE ST and PALOMAR AIRPORT ROAD
U
e
s
t
A
P
P
r
Time: 04:45 PM to
05:45 PM
Date: 07/19/90
Day: THURSDAY
Name: BU
Sub-
Total totals
2441
838
15
1603 1588 -->
0
Subtotals ->
Total ->
North Approach EL FUERTE ST
101
77
16 0 61
I I
V '-> <-'
<- Total
24 <- Subtotals
North
/->
I I I
0 0 0
0
Sub-
totals Total
«... 10
<--- 821 832
/--- 1
E
a
s
t
A
P
P
r
PALOMAR AIRPORT ROAD
2482
1650
South Approach
Note: Left-turn volumes include
U-turns.
-J ihk & associates
CITY OF CARLSBAD
SUMMER 1990
INTERSECTION ANALYSIS SUMMARY
Intersection Number: 31
Intersection Location: Palomar Airport Road and
Business Park Drive
CONTENT PAGE
Turn Movement Count Summary i of 3
(A.M. and P.M.)
A.M. Peak Hour ICU Analysis and 2 of 3
Turn Movement Diagram
P.M. Peak Hour ICU Analysis and 3 of 3
Turn Movement Diagram
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^ ^jhkA^
BUSINESS PARK DRIVE at PALOMAR AIRPORT ROAD
Lane Configuration for Intersection Capacity Utilization Page 2 of 3
Pk. Hr. Time Period: So. Approach (NB) No. Approach (SB) Uest Appr. (EB) East Appr. (UB)
07:00 AM to
08:00 AM Left Thru Right Left thru Right Left Thru Right Left Thru Right
Lane Inside 1 i i i
Config- (left) 2 111
urations 3
4
Outside 5
Lane Settings 000101110011
Capacity 0 0 0 1500 0 1500 1500 1700 0 0 1700 1500
Do you want separate North/South phases (Yes/No)? Y
Do you want separate East/Uest phases (Yes/No)? N
Efficiency Lost Factor 0.10
Hourty Volume 0 0 0 137 0 880 283 434 0 0 827 69
Adjusted Hourly Volume 0 0 0 137 0 880 283 434 0 0 827 69
Utilization Factor 0.00 0.00 0.00 0.09 0.00 0.59 0.19 0.26 0.00 0.00 0.49 0.05
Critical Factors 0.00 o.59 0.19 0.49
ICU Ratio = 1.36 LOS = F
associates
U
e
s
t
A
P
P
r
Turning Movements at Intersection of BUSINESS PARK DRIVE and PALOMAR AIRPORT ROAD
North Approach BUSINESS PARK DRIVE
Time: 07:00 AM to
08:00 AM
Date: 07/19/90
Day: THURSDAY
Name: SD
Sub-
Total totals
2424
1707
717
283
434 -->
0
880
1017
0
I .
V
1369
137
North
352
<- Total
<- Subtotals
Sub-
totals Totat
69
827
0
/->
E
a
s
t
A
P
P
r
PALOMAR AIRPORT ROAD
896
571
1467
Subtotals ->
Total ->
South Approach
Note: Left-turn volumes inctude
U-turns.
jhk & associates
BUSINESS PARK DRIVE at PALOMAR AIRPORT ROAD
Lane Configuration for Intersection Capacity Utitization Page 3 of 3
Pk. Hr. Time Period: So. Approach (NB) No. Approach (SB) Uest Appr. (EB) East Appr. (UB)
04:30 PM to
05:30 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 i i ^
Config- (teft) 2 .11 i
urations 3
4
Outside 5
Lane Settings OOOIOllioOII
Capacity 0 0 0 1500 0 1500 1500 1700 0 0 1700 1500
Do you want separate North/South phases (Yes/No)? Y
Do you want separate East/Uest phases (Yes/No)? N
Efficiency Lost Factor 0.10
Hourty Volume 0 0 0 126 0 338 783 947 0 0 535 163
Adjusted Hourly Volume 0 0 0 1 26 0 338 783 94 7 0 0 535 1 63
Utitization Factor 0.00 0.00 0.00 0.08 0.00 0.23 0.52 0.56 0.00 0.00 0.31 0.11
Critical Factors 0.00 o.23 0.52 0.31
ICU Ratio =1.16 LOS = F
Turning Movements at Intersection of BUSINESS PARK DRIVE and PALOMAR AIRPORT ROAD
Time: 04:30 PM to
05:30 PM
Date: 07/19/90
Day: THURSDAY
Name: SD
North Approach BUSINESS PARK DRIVE
1412 <- Total
^^65 947 <- Subtotals
U
e
s
t
A
P
P
r
Sub-
Totat totals
338 0 127
2607
875
785
1732 947 -->
0
Subtotals ->
Total ->
North
/->
I I I
0 0 0
0
0
South Approach
163
<--- 535 699
/--- 1
Sub-
totals Total E
a
s
t
A
P
P
r
PALOMAR AIRPORT ROAD
1773
1074
Note: Left-turn volumes include
U-turns.
J ihk & associates
CITY OF CARLSBAD
SUMMER 1990
INTERSECTION ANALYSIS SUMMARY
Intersection Number: 32
Intersection Location: Rancho Santa Fe Road and La
Costa Meadows Drive
CONTENT PAGE
Turn Movement Count SLimmary 1 of 9
(A.M. and P.M.)
A.M. Peak Hour HCM Analysis 2 of 9
P.M. Peak Hour HCM Analysis 5 of 9
A.M. Peak Hour LOS Calculations 8 of 9
P.M. Peak Hour LOS Calculations 9 of 9
:;i at.
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-J hk & associates
1985 HCM: UNSIGNALIZED INTERSECTIONS Page 2
*********************************************************************
IDENTIFYING INFORMATION
AVERAGE RUNNING SPEED, MAJOR STREET.. 45
PEAK HOUR FACTOR 82
AREA POPULATION 62000
NAME OF THE EAST/WEST STREET LA COSTA MEADOWS DRIVE
NAME OF THE NORTH/SOUTH STREET RANCHO SANTA FE ROAD
NAME OF THE ANALYST BS
DATE OF THE ANALYSIS (mm/dd/yy) 11/7/90
TIME PERIOD ANALYZED AM PEAK
OTHER INFORMATION 199 0
INTERSECTION TYPE AND CONTROL
INTERSECTION TYPE: T-INTERSECTION
MAJOR STREET DIRECTION: NORTH/SOUTH
CONTROL TYPE WESTBOUND: STOP SIGN
TRAFFIC VOLUMES
EB WB NB SB
LEFT — 14 0 291
THRU — 0 845 728
RIGHT — 66 90 0
NUMBER OF LANES
EB WB NB SB
LANES — 1 2 2
Ihk & associates
ADJUSTMENT FACTORS Page
PERCENT RIGHT TURN CURB RADIUS (ft) ACCELERATION LANE
GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS
EASTBOUND
WESTBOUND 0.00 90 20 N
NORTHBOUND 0.00 90 20 N
SOUTHBOUND 0.00 90 20 N
VEHICLE COMPOSITION
% SU TRUCKS
AND RVS
EASTBOUND
WESTBOUND
NORTHBOUND
SOUTHBOUND
CRITICAL GAPS
0
0
0
COMBINATION
VEHICLES
0
0
0
% MOTORCYCLES
0
0
0
MINOR RIGHTS
MAJOR LEFTS
MINOR LEFTS
WB
SB
TABULAR VALUES
(Table 10-2)
6.10
5.80
WB 7.90
IDENTIFYING INFORMATION
ADJUSTED SIGHT DIST,
VALUE ADJUSTMENT
6.10
5.80
7.90
0.00
0.00
0. 00
FINAL
CRITICAL GAP
6.10
5.80
7.90
NAME OF THE EAST/WEST STREET LA COSTA MEADOWS DRIVE
NAME OF THE NORTH/SOUTH STREET RANCHO SANTA FE ROAD
DATE AND TIME OF THE ANALYSIS 11/7/90 ; AM PEAK
OTHER INFORMATION.... 1990
ihk & associates
CAPACITY AND LEVEL-OF-SERVICE Page 4
MOVEMENT
POTEN- ACTUAL
FLOW- TIAL MOVEMENT SHARED
RATE CAPACITY CAPACITY CAPACITY
v(pcph) c (pcph) c (pcph) c (pcph)
p M SH
RESERVE
CAPACITY
C = C - V LOS
R SH
MINOR STREET
WB LEFT 19
RIGHT 89
MAJOR STREET
SB LEFT 390
48 0 > 0 > -19 > F
> 0 > -107 >F
490 490 > 490 > 401 > A
246 246 246 -145 F
IDENTIFYING INFORMATION
NAME OF THE EAST/WEST STREET LA COSTA MEADOWS DRIVE
NAME OF THE NORTH/SOUTH STREET RANCHO SANTA FE ROAD
DATE AND TIME OF THE ANALYSIS 11/7/90 ; AM PEAK
OTHER INFORMATION 1990
-J ihk & associates
1985 HCM: UNSIGNALIZED INTERSECTIONS Page 5
*********************************************************************
IDENTIFYING INFORMATION
AVERAGE RUNNING SPEED, MAJOR STREET.. 45
PEAK HOUR FACTOR 83
AREA POPULATION 62 000
NAME OF THE EAST/WEST STREET LA COSTA MEADOWS DRIVE
NAME OF THE NORTH/SOUTH STREET RANCHO SANTA FE ROAD
NAME OF THE ANALYST BS
DATE OF THE ANALYSIS (mm/dd/yy) 11/7/90
TIME PERIOD ANALYZED PM PEAK
OTHER INFORMATION 1990
INTERSECTION TYPE AND CONTROL
INTERSECTION TYPE: T-INTERSECTION
MAJOR-STREET DIRECTION: NORTH/SOUTH
CONTROL TYPE WESTBOUND: STOP SIGN
TRAFFIC VOLUMES
EB WB NB SB
LEFT 99 0 125
THRU 0 812 622
RIGHT 292 36 0
NUMBER OF LANES
EB WB NB SB
LANES —12 2
Ihk & associates
ADJUSTMENT FACTORS Page 6
PERCENT RIGHT TURN CURB RADIUS (ft) ACCELERATION LANE
GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS
EASTBOUND
WESTBOUND 0.00
NORTHBOUND 0.00
SOUTHBOUND 0.00
VEHICLE COMPOSITION
90
90
90
20
20
20
N
N
N
% SU TRUCKS
AND RVS
EASTBOUND
WESTBOUND
NORTHBOUND
SOUTHBOUND
CRITICAL GAPS
0
0
0
% COMBINATION
VEHICLES
0
0
0
% MOTORCYCLES
0
0
0
MINOR RIGHTS
MAJOR LEFTS
MINOR LEFTS
WB
SB
TABULAR VALUES
(Table 10-2)
6.10
5.80
WB 7.90
IDENTIFYING INFORMATION
ADJUSTED SIGHT DIST.
VALUE ADJUSTMENT
6.10
5.80
7.90
0.00
0. 00
0. 00
FINAL
CRITICAL GAP
6.10
5.80
7.90
NAME OF THE EAST/WEST STREET LA COSTA MEADOWS DRIVE
NAME OF THE NORTH/SOUTH STREET RANCHO SANTA FE ROAD
DATE AND TIME OF THE ANALYSIS 11/7/90 ; PM PEAK
OTHER INFORMATION 1990
ihk & associates
CAPACITY AND LEVEL-OF-SERVICE Page 7
POTEN-
TIAL
ACTUAL
MOVEMENT FLOW-
RATE CAPACITY CAPACITY
MOVEMENT v(pcph) c (pcph) c (pcph)
p M
SHARED
CAPACITY
c (pcph)
SH
RESERVE
CAPACITY
c = c - v LOS
R SH
MINOR STREET
WB LEFT 131
RIGHT 387
MAJOR STREET
SB LEFT 166
48
531
287
24
531
287
> 24 > -107 > F
> 84 > -434 >F
> 531 > 144 > D
287 121
IDENTIFYING INFORMATION
NAME OF THE EAST/WEST STREET LA COSTA MEADOWS DRIVE
NAME OF THE NORTH/SOUTH STREET.... RANCHO SANTA FE ROAD
DATE AND TIME OF THE ANALYSIS 11/7/90 ; PM PEAK
OTHER INFORMATION.... 1990
ihk & associates
Intersection: RANCHO SANTA FE LC MEADOWS Date: WED 7/11/90
Analyst: BCS Time Period: 7:15 AM TO 8:15 AN
Project No: 1165 City/State: CARLSBAD, CALIFORNIA
Movemen t '. Volume
; (veh)
, Capacity
; (veh)
V/C LOS
WB LEFT/RIGHT 80 1 500 0.05 F
SB LEFT 291 1 500 0.19 F
SB THRU 728 1700 0.43 A
NB THRU 845 3400 0.25 A
NB RI6HT 90 1500 0.06 A
Total 2034
• vera 11
In tersec t i on
L.O.S.
(80 V * 80 s) -t (291 V * 80 s)
2034 V
14.6 s
"B"
•Note: 1. V = vehicles, s = seconds
Delay for LOS "A" = 0 seconds. Thus, LOS "A"
movements are excluded from the numerator of
the overall intersection LOS calculation.
LOS values can be found on Page 4 for conflictina
mo^\/ements. The thru movement LOS's i*iere calculated
in a manner similar to the peak hour link count
ADT's.
Paae S
Ihk & associates
Intersection: RANCHO SANTA FE & LC MEADOWS Date: WED 7/11/90
Analyst: BCS Time Period: 3:30 PM TO 4:30 PM
Project No: 1165 City/State: CARLSBAD, CALIFORNIA
Movemen t ; Volume
1 (veh)
I Capacity
; (veh)
V/C ; LOS
WB LEFT/RI(3HT 391 1 500 0.26 F
SB LEFT 125 1 500 0.08 D
SB THRU 622 1700 0.37 A
NB THRU 812 3400 0 .24 A
NB RIGHT 36 1 500 0. •;:)2 A
Total : 1986 ;
Overal1
Intersectio.n
L . O . S .
(391 V * SO s) + (125 v * 35 s)
1986 V
18.0 s
"C"
Note: 1. V = vehicles, s = seconds
2. Delay for LOS "A" = O seconds. Thus, LOS "A"
movements are excluded from the numerator of
the overall intersection LOS calculation.
3. LOS values can be found on Page 7 for conflictina
movements. The thru movement LOS's were calculated
m a manner similar to the peak hour link count
ADT's.
Paae 9
-J hk & associates
CITY OP CARLSBAD
SUMMER 1990
INTERSECTION ANALYSIS SUMMARY
Intersection Number: 33
Intersection Location: Rancho Santa Fe Road and
Questhaven Road
CONTENT PAGE
Turn Movement Count Summary 1 of 9
(A.M. and P.M.)
A.M. Peak Hour HCM Analysis 2 of 9
P.M. Peak Hour HCM Analysis 5 of 9
A.M. Peak Hour LOS Calculations 8 of 9
P.M. Peak Hour LOS Calculations 9 of 9
-IHK If Rss ;:;i ates
Fl Iri: CRRLSL D
Intersecti or f : H
tur"rii ng ,M,:;...-.>;;.nt;;^i, l„ i;;:oi ii its I li i.;;i 11 |:;;:i:;;: l'.::igi;;. 1
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flour'
Intersection fraffic in PL. Hr
Intersection Pdslrns in Pk. Hr
190;; P.;;.al:: llr . f ,;;ic;t,oi
J ihk & associates
1985 HCM: UNSIGNALIZED INTERSECTIONS Page 2
*********************************************************************
IDENTIFYING INFORMATION
AVERAGE RUNNING SPEED, MAJOR STREET.. 45
PEAK HOUR FACTOR 85
AREA POPULATION 62000
NAME OF THE EAST/WEST STREET QUESTHAVEN ROAD
NAME OF THE NORTH/SOUTH STREET RANCHO SANTA FE ROAD
NAME OF THE ANALYST KK
DATE OF THE ANALYSIS (mm/dd/yy) 10/31/90
TIME PERIOD ANALYZED AM PEAK
OTHER INFORMATION 1990
INTERSECTION TYPE AND CONTROL
INTERSECTION TYPE: T-INTERSECTION
MAJOR STREET DIRECTION: NORTH/SOUTH
CONTROL TYPE WESTBOUND: STOP SIGN
TRAFFIC VOLUMES
EB WB NB SB
LEFT 63 0 98
THRU 0 845 717
RIGHT 103 48 0
NUMBER OF LANES
LANES
EB WB NB SB
LANES — 2 2 2
ihk & associates
ADJUSTMENT FACTORS Page 3
PERCENT RIGHT TURN CURB RADIUS (ft) ACCELERATION LANE
GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS
EASTBOUND
WESTBOUND 0.00
NORTHBOUND 0.00
SOUTHBOUND 0.00
VEHICLE COMPOSITION
90
90
90
20
20
20
N
N
N
% SU TRUCKS
AND RVS
EASTBOUND
WESTBOUND
NORTHBOUND
SOUTHBOUND
CRITICAL GAPS
2
2
2
% COMBINATION
VEHICLES
0
0
0
% MOTORCYCLES
0
0
0
MINOR RIGHTS
MAJOR LEFTS
MINOR LEFTS
WB
SB
TABULAR VALUES
(Table 10-2)
6.10
5.80
WB 7.90
IDENTIFYING INFORMATION
ADJUSTED SIGHT DIST.
VALUE ADJUSTMENT
6.10
5.80
7.90
0.00
0.00
0.00
FINAL
CRITICAL GAP
6. 10
5.80
7 .90
NAME OF THE EAST/WEST STREET QUESTHAVEN ROAD
NAME OF THE NORTH/SOUTH STREET RANCHO SANTA FE ROAD
DATE AND TIME OF THE ANALYSIS 10/31/90 ; AM PEAK
OTHER INFORMATION 1990
Ihk & associates
CAPACITY AND LEVEL-OF-SERVICE Page 4
POTEN- ACTUAL
FLOW- TIAL MOVEMENT SHARED RESERVE
RATE CAPACITY CAPACITY CAPACITY CAPACITY
MOVEMENT v(pcph) c (pcph) c (pcph) c (pcph) c = c - v LOS
P M SH . R SH
MINOR STREET
WB LEFT 75 48 31 31 -44 F
RIGHT 122 521 521 521 399 B
MAJOR STREET
SB LEFT 116 277 277 277 160 D
IDENTIFYING INFORMATION
NAME OF THE EAST/WEST STREET QUESTHAVEN ROAD
NAME OF THE NORTH/SOUTH STREET RANCHO SANTA FE ROAD
DATE AND TIME OF THE ANALYSIS 10/31/90 ; AM PEAK
OTHER INFORMATION 1990
J ihk & associates
1985 HCM: UNSIGNALIZED INTERSECTIONS Page 5
***********************************************************^^j^j^jtj^^^^*
IDENTIFYING INFORMATION
AVERAGE RUNNING SPEED, MAJOR STREET.. 45
PEAK HOUR FACTOR 86
AREA POPULATION 62000
NAME OF THE EAST/WEST STREET QUESTHAVEN ROAD
NAME OF THE NORTH/SOUTH STREET RANCHO SANTA FE ROAD
NAME OF THE ANALYST KK
DATE OF THE ANALYSIS (mm/dd/yy) 10/31/90
TIME PERIOD ANALYZED PM PEAK
OTHER INFORMATION 1990
INTERSECTION TYPE AND CONTROL
INTERSECTION TYPE: T-INTERSECTION
MAJOR STREET DIRECTION: NORTH/SOUTH
CONTROL TYPE WESTBOUND: STOP SIGN
TRAFFIC VOLUMES
EB WB NB SB
LEFT 50 0 68
THRU 0 882 783
RIGHT 43 77 0
NUMBER OF LANES
EB WB NB SB
LANES — 2 2 ~2
Ihk & associates
ADJUSTMENT FACTORS Page 6
PERCENT RIGHT TURN CURB RADIUS (ft) ACCELERATION LANE
GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS
EASTBOUND
WESTBOUND 0.00
NORTHBOUND 0.00
SOUTHBOUND 0.00
VEHICLE COMPOSITION
90
90
90
20
20
20
N
N
N
% SU TRUCKS
AND RVS
EASTBOUND
WESTBOUND
NORTHBOUND
SOUTHBOUND
CRITICAL GAPS
2
2
2
% COMBINATION
VEHICLES % MOTORCYCLES
0
0
0
0
0
0
MINOR RIGHTS
MAJOR LEFTS
MINOR LEFTS
WB
SB
TABULAR VALUES
(Table 10-2)
6.10
5.80
WB 7.90
IDENTIFYING INFORMATION
ADJUSTED SIGHT DIST.
VALUE ADJUSTMENT
6.10
5.80
7.90
0. 00
0.00
0.00
FINAL
CRITICAL GAP
6.10
5.80
7.90
NAME OF THE EAST/WEST STREET QUESTHAVEN ROAD
NAME OF THE NORTH/SOUTH STREET RANCHO SANTA FE ROAD
DATE AND TIME OF THE ANALYSIS 10/31/90 ; PM PEAK
OTHER INFORMATION 1990
Ihk & associates
CAPACITY AND LEVEL-OF-SERVICE Page 7
MOVEMENT
POTEN- ACTUAL
FLOW- TIAL MOVEMENT SHARED
RATE CAPACITY CAPACITY CAPACITY
v(pcph) c (pcph) c (pcph) c (pcph)
p M SH
RESERVE
CAPACITY
C = C - V LOS
R SH
MINOR STREET
WB LEFT
RIGHT
MAJOR STREET
SB LEFT
59
51
80
48
498
254
36
498
254
36
498
254
-22
448
174
F
A
D
IDENTIFYING INFORMATION
NAME OF THE EAST/WEST STREET QUESTHAVEN ROAD
NAME OF THE NORTH/SOUTH STREET RANCHO SANTA FE ROAD
DATE AND TIME OF THE ANALYSIS 10/31/90 ; PM PEAK
OTHER INFORMATION 1990
Ihk & associates
Intersection: RANCHO SANTA FE &. QUESTHAVEN Date: WED 7/11/90
Analyst: BCS Time Period: 7:30 AM TO 8:30 AM
Project No: 1165 City/State: CARLSBAD, CALIFORNIA
Movemen t ; Volume
; (veh)
1 Capacity
I (veh)
: v/c : LOS
WB LEFT 63 1 500 0.04 F
WB RIBHT 103 1 500 0 .07 B
NB THRU 845 1700 0. 50 A
NB RIGHT 48 1 500 0.03 A
SB LEFT 98 1 500 0.07 D
SB THRU 717 1700 0.42 , A
Totai ; 1874 ;
iDvera 1 1 ( 6"
Intersection =
L . O . S .
* 80 s) -f (103 V * 10 s) -t- (98 V * 35 s)
1874 V
= 5.1 5
"B"
Note: 1. V = vehicles, s = seconds
2. Delay for LOS "A" = 0 seconds. Thus, LOS "A"
movements are excluded from the numerator of
the overall intersection LOS calculation.
3. LOS values can be found on Paqe 4 for conflicting
movements. The thru movement LOS's were calculated
in a manner similar to the peak hour link count
ADTs.
Paoe S
Ihk & associates
Intersection: RANCHO SANTA FE & QUESTHAVEN Date: WED 7/11/90
Analyst: BCS Time Period: 5:00 P.M TO 6:00 PM
Project No: 1165 City/State: CARLSBAD. CALIFORNIA
Movemen t ! Volume
; (veh)
; Capacity
; (veh)
; v/c LOS
WB LEFT 50 1 500 0.03 F
WB RIGHT 43 1 500 0.0-3 A
NB THRU 882 1700 0. 52 A
NB RIGHT 77 1 500 0.05 A
SB LEFT 68 1 500 0.05 ; D
SB THRU 783 1700 : 0.46 ; A
Total ; 1903
Overal 1
Intersection
L.O.S.
(50 v * 80 s) -t- (68 V * 35 s)
1903 V
3.4 s
"A"
Note: 1. V = vehicles, s seconds
2. Delay for LOS "A" = O seconds. Thus, LOS "A"
movements are excluded from the numerator of
the overaii intersection LOS calculation.
3. LOS values can be found on Page 7 for conflicting
movements. The thru movement LOS's were calculated
in a manner similar to the peak hour link count
ADT's.
Paae 9
J ihk & associates
CITY OF CARLSBAD
SUMMER 1990
INTERSECTION ANALYSIS SUMMARY
Intersection Number: 34
Intersection Location: Elm Avenue and Pio Pico Drive
CONTENT PAGE
Turn Movement Count Summary 1 of 3
(A.M. and P.M.)
A.M. Peak Hour ICU Analysis and 2 of 3
Turn Movement Diagram
P.M. Peak Hour ICU Analysis and 3 of 3
Turn Movement Diagram
.ItH-: If ft;; i: iafi; Fur-ning Moi.-en,;;.ri t, E.;;ii,iri t s fli i.::i;i i,|:;;: i : Page. 1 c.t
Fl lg: CRRLSBRD
Intersection of: N/S Street: PIO PICI
E/H :;;;tr ec;.l,: f;i,„f1 RDE
Fount Da fe:
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File: PI DEEM. Mfi: 1
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tl9: oil RM 19
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t)8: 95 RM II iur-
03: 95 PM .::,;)
09: DO PM ;) 3
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85: Of) I'M 25
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05: 'i:;;, PM X ;;;: i-'
06: 00 PM X 3-1
136: 15 PM X ;;;:9
06: ill PM 3i;)
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05: 15 PM P, •ak 1
06: 15 F'M Ll, mr- 1
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PIO PICO at ELM AVE
Lane Configuration for Intersection Capacity Utitization Page 2 of 3
hk & associates
Pk. Hr. Time Period: So. Approach (NB) No. Approach (SB) West Appr. (EB) East Appr. (UB)
07:45 AM to
08:45 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 11111 1 1
Config- (teft) 2 1
1
1
1
1
urations 3
/ 1 1 1 1
Outside 5
Lane Settings 0 10 0 1 1 1 2 0 1 2 0
Capacity 0 1500 0 0 1500 1500 1500 3400 0 1500 3400 0
Do you want separate North/South phases (Yes/No)? YES
Do you want separate East/Uest phases (Yes/No)? NO
Efficiency Lost Factor 0.10
Hourly Volune 105 17 30 6 16 18 59 196 71 27 442 11
Adjusted Hourty Volune 0 152 0 0 22 18 59 267 0 27 453 0
Utilization Factor 0.00 0.10 0.00 0.00 0.01 0.01 0.04 0.08 0.00 0.02 0.13 0.00
Critical Factors 0.10 0.01 0.04 0.13
ICU Ratio = 0.39 LOS
Turning Movements at Intersection of PIO PICO and ELH AVE
Time: 07:45 AM to
08:45 AM North Approach PIO PICO
Date: 07/24/90
Day: TUESDAY 127 <- Total
40 87 <- Subtotals
Sub- 18 16 6
Total totals III " Sub-
U
e 565
s
t 891
59
A 326 196
V '-> I * totals Total E
I
\
P 71 North V
P I
r V I
I ^ /-> ELM AVE
Vlll
. 105 17 30
Subtotals -> 114 152
Total -> 266
11 s
<--- 442 480 t
I /--- 27
I 712 A
P
> 232 p
r
Note: Left-turn volunes inctude
South Approach U-turns.
-J hk & associates
PIO PICO at ELM AVE
Lane Configuration for Intersection Capacity Utilization Page 3 of 3
Pk. Hr. Time Period: So. Approach (NB) No. Approach (SB) Uest Appr. (EB) East Appr. (UB)
05:15 PM to „ „
Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1 11111
Config- (left) 2
urations 3
4
Outside 5
1 1 1 1
Lane Settings 0 10 0 1
Capacity 0 1500 0
Do you want separate North/South phases (Yes/No)? YES
Do you want separate East/West phases (Yes/No)? NO
Efficiency Lost Factor 0.10
Hourty Volune 127
Adjusted Hourty Volune 0
Utilization Factor 0.00
Critical Factors
1 1 1
0 1500 1500 1500 3400 0 1500 3400
31 36 15 39 39 66 849 119 14 453 12
194 0 0 54 39 66 968 0 14 465 0
0.13 0.00 0.00 0.04 0.03 0.04 0.28 0.00 0.01 0.14 0.00
0.13 0.04 0.28 0.01
ICU Ratio = 0.56 LOS = A
Turning Movements at Intersection of PIO PICO and ELM AVE
U
e
s
t
A
P
P
r
Time: 05:15 PM to
06:15 PM
Oate: 07/24/90
Day: TUESDAY
Name: RR
Sub-
Totat totals
1653
619
66
1034 849 -->
119
North Approach Pio PICO
206
39
<-'
95
39 17
I I
V «->
North
I I
127 31
111
<- Totat
<- Subtotals
I I
<--
/--
/->
36
Sub-
totals Total
12
453 483
18
904
ELH AVE
1387
Subtotals -> 172
Total ->
194
366
South Approach
Note: Left-turn volumes inctude
U-turns.
-J hk & associates
CITY OF CARLSBAD
SUMMER 1990
INTERSECTION ANALYSIS SUMMARY
Intersection Number: 35
Intersection Location: Poinsettia Lane and Avenida
Encinas
CONTENT PAGE
Turn Movement Count Summary 1 of 3
(A.M. and P.M.)
A.M. Peak Hour ICU Analysis and 2 of 3
Turn Movement Diagram
P.M. Peak Hour ICU Analysis and 3 of 3
Turn Movement Diagram
-i-S'tes furning M .-•enent Fount: tgsi:
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Intersecti i of: H/
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Count Date;
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00:00 PM Hour InLersei^l^on Pdsii'iis l^. it "dO ''•''^'>
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-;;i:i;;i
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J hk. & associates
AVENIDA ENCINAS at POINSETTIA LANE
Lane Configuration for Intersection Capacity Utilization Page 2 of 3
Pk. Hr. Time Period: So. Approach (NB) Ho. Approach (SB) Uest Appr. (EB) East Appr. (UB)
07:45 AM to „ „
AM Left Thru Right Left Thru Right Left Thru Right . Left Thru Right
1 1
0 1 1 0 1 1 1
0 1500 1700 0 1500 1700 1500
YES
NO
33 21 64 46 195 122 188
0 21 110 0 195 122 188
0.00 0.01 0.06 0.00 0.13 0.07 0.13
0.06 0.13
Lane Inside 11 111
Config- (left) 2 i
urations 3 i
4
Outside 5
Lane Settings 1110 1
Capacity 1500 1700 1500 0 1500
Do you want separate North/South phases (Yes/No)?
Do you want separate East/Uest phases (Yes/No)?
Efficiency Lost Factor 0.10
Hourty Volune 47 12 173 111 12
Adjusted Hourty Volume 47 12 173 0 156
Utilization Factor 0.03 0.01 0.12 0.00 0.10
Critical Factors 0.12 0.10
ICU Ratio = 0.51 LOS = A
Turning Movements at Intersection of AVENIDA ENCINAS and POINSETTIA LANE
Time: 07:45 AM to
•^^ = '•5 AM North Approach AVENIDA ENCINAS
Date: 07/10/90
Day: TUESDAY
Name: BU
Sub-
Totat totals
U
e 202
s
t 333
A 131
P
P
r
377 <-Totat
156 221 <-Subtotals
33 12 111
1 1 1 Sub-
<-' V 1 totals Totat E
1 1
1 1 a A \ 188 s
1 A <— 122 505 t
21 1 /---195
64 --> 1 1 853 A
46 North V P
1 > 348 P
V 1 r
1 <-. /-> POINSETTIA LANE
I I I
47 12 173
Subtotals -> 253 232
Totat -> 485
Note: Left-turn volunes inctude
South Approach U-turns.
J hk & associates
AVENIDA ENCINAS at POINSETTIA LANE
Lane Configuration for Intersection Capacity Utilization Page 3 of 3
Pk. Hr. Time Period: So. Approach (NB) No. Approach (SB) Uest Appr. (EB) East Appr. (UB)
05:00 PM to „
"-eft Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 1
Config- (left) 2
urations 3
4
Outside 5
1 1 1
1 1
Lane Settings 1110 1
Capacity 1500 1700 1500 0 1500
Do you want separate North/South phases (Yes/No)? YES
Do you want separate East/Uest phases (Yes/No)? NO
Efficiency Lost Factor 0.10
Hourty Volume
Utilization Factor
Critical Factors
1 1 1 1
0 1500 1700 0 1500 1700 1500
113 29 375 176 31 58 36 120 93 355 129 128
113 29 375 0 265 0 36 213 0 355 129 128
0.08 0.02 0.25 0.00 0.18 0.00 0.02 0.13 0.00 0.24 0.08 0.09
0.25 0.18 0.13 0.24
ICU Ratio = 0.89 LOS
Turning Movements at Intersection of AVENIDA ENCINAS and POINSETTIA LANE
Time: 05:00 PM to
06:00 PM North Approach AVENIDA ENCINAS
Date: 07/10/90
Day: TUESDAY 458 <-Total
Name: BU 265 193 <-Subtotals
Sub-58 31 176
Total totals 1 1 1 A Sub-
u <-' V »-> 1 ^ totals Total E e 300 < 1 1 ______ a s A 1 1 128 s t 549 1 A < 129 612 t
36 1 /---355
A 249 120 --> 1 1 1283 A
P 93 North V p
P 1 671 p r V 1 r
1 <-. ' /-> POINSETTIA LANE
Subtotals -> 479
Total ->
113 29
517
996
South Approach
375
Note: Left-turn volunes inctude
U-turns.
-J Ihk & associates
CITY OF CJARLSBAD
SUMMER 1990
INTERSECTION ANALYSIS SUMMARY
Intersection Number: 36
Intersection Location: La Costa Avenue and Saxony
Road
CONTENT PAGE
Turn Movement Count Summary 1 of 9
(A.M. and P.M.)
A.M. Peak Hour HCM Analysis 2 of 9
P.M. Peak Hour HCM Analysis 5 of 9
A.M. Peak Hour LOS Calculations 8 of 9
P.M. Peak Hour LOS Calculations 9 of 9
jiii: ft HSS0C1.::1 les I ur-ni ng Moi-'enc •111 Counts 1 ll .• 1 1 1 1 1 Page 1
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-J ihk & associates
1985 HCM: UNSIGNALIZED INTERSECTIONS Page 2
**********'i('k'k'k'k1c-k1i***-k4c**1stk*tk1s'***'***ie*ie**1c*'k*'k*'***
IDENTIFYING INFORMATION
AVERAGE RUNNING SPEED, MAJOR STREET.. 50
PEAK HOUR FACTOR 79
AREA POPULATION 62000
NAME OF THE EAST/WEST STREET LA COSTA AVENUE
NAME OF THE NORTH/SOUTH STREET SAXONY ROAD
NAME OF THE ANALYST - KK
DATE OF THE ANALYSIS (mm/dd/yy) 11/1/90
TIME PERIOD ANALYZED AM PEAK
OTHER INFORMATION 1990
INTERSECTION TYPE AND CONTROL
INTERSECTION TYPE: T-INTERSECTION
MAJOR STREET DIRECTION: EAST/WEST
CONTROL TYPE NORTHBOUND: STOP SIGN
TRAFFIC VOLUMES
LEFT
EB
0
WB
73
NB
5
SB
THRU 1038 1461 0 —
RIGHT 5 0 86 —
NUMBER OF LANES
EB WB NB SB
LANES 1 2 1 _ _
Ihk & associates
ADJUSTMENT FACTORS Page
PERCENT RIGHT TURN CURB RADIUS (ft) ACCELERATION LANE
GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS
EASTBOUND 0.00
WESTBOUND 0.00
NORTHBOUND -2.00
SOUTHBOUND
VEHICLE COMPOSITION
90
90
90
20
20
20
N
N
N
EASTBOUND
WESTBOUND
NORTHBOUND
SOUTHBOUND
CRITICAL GAPS
% SU TRUCKS
AND RVS
2
2
2
% COMBINATION
VEHICLES
0
0
0
% MOTORCYCLES
0
0
0
MINOR RIGHTS
MAJOR LEFTS
MINOR LEFTS
NB
WB
TABULAR VALUES
(Table 10-2)
6.30
5.40
NB 7.70
IDENTIFYING INFORMATION
ADJUSTED
VALUE
6.30
5.40
7.70
SIGHT DIST.
ADJUSTMENT
0. 00
0.00
0. 00
FINAL
CRITICAL GAP
6.30
5.40
7.70
NAME OF THE EAST/WEST STREET LA COSTA AVENUE
NAME OF THE NORTH/SOUTH STREET SAXONY ROAD
DATE AND TIME OF THE ANALYSIS 11/1/90 ; AM PEAK
OTHER INFORMATION 1990
jhk. & associates
CAPACITY AND LEVEL-OF-SERVICE Page 4
MOVEMENT
POTEN- ACTUAL
FLOW- TIAL MOVEMENT SHARED
RATE CAPACITY CAPACITY CAPACITY
v(pcph) c (pcph) c (pcph) c (pcph)
p M SH
RESERVE
CAPACITY
c = c - v LOS
R SH
MINOR STREET
NB LEFT 6
RIGHT 99
MAJOR STREET
WB LEFT 93
54
156
226
36
156
226
>
>
>
132
36 >
>
156 >
226
30 > E
28 >E
58 > E
133
IDENTIFYING INFORMATION
NAME OF THE EAST/WEST STREET LA COSTA AVENUE
NAME OF THE NORTH/SOUTH STREET SAXONY ROAD
DATE AND TIME OF THE ANALYSIS 11/1/90 ; AM PEAK
OTHER INFORMATION 1990
jhk. & associates
1985 HCM: UNSIGNALIZED INTERSECTIONS Page 5
*************************************************^*^*jif*^^^^yj^^^^j^^^^^
IDENTIFYING INFORMATION
AVERAGE RUNNING SPEED, MAJOR STREET.. 50
PEAK HOUR FACTOR.. 7
AREA POPULATION 62000
NAME OF THE EAST/WEST STREET LA COSTA AVENUE
NAME OF THE NORTH/SOUTH STREET SAXONY ROAD
NAME OF THE ANALYST KK
DATE OF THE ANALYSIS (mm/dd/yy) 11/1/90
TIME PERIOD ANALYZED PM PEAK
OTHER INFORMATION 199 0
INTERSECTION TYPE AND CONTROL
INTERSECTION TYPE: T-INTERSECTION
MAJOR STREET DIRECTION: EAST/WEST
CONTROL TYPE NORTHBOUND: STOP SIGN
TRAFFIC VOLUMES
LEFT
EB
0
WB
102
NB
10
SB
THRU 1494 1093 0 —
RIGHT 30 0 133 —
NUMBER OF LANES
EB WB NB SB
LANES 1 2 1
ihk & associates
ADJUSTMENT FACTORS Page 6
PERCENT RIGHT TURN CURB RADIUS (ft) ACCELERATION LANE
GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS
EASTBOUND 0.00
WESTBOUND 0.00
NORTHBOUND -2.00
SOUTHBOUND
VEHICLE COMPOSITION
90
90
90
20
20
20
N
N
N
EASTBOUND
WESTBOUND
NORTHBOUND
SOUTHBOUND
CRITICAL GAPS
% SU TRUCKS
AND RVS
0
0
0
% COMBINATION
VEHICLES
0
0
0
% MOTORCYCLES
0
0
0
MINOR RIGHTS
MAJOR LEFTS
MINOR LEFTS
NB
WB
TABULAR VALUES
(Table 10-2)
6.30
5.40
NB 7.70
IDENTIFYING INFORMATION
ADJUSTED SIGHT DIST.
VALUE ADJUSTMENT
6.30
5.40
7.70
0. 00
0. 00
0.00
FINAL
CRITICAL GAP
6.30
5.40
7.70
NAME OF THE EAST/WEST STREET LA COSTA AVENUE
NAME OF THE NORTH/SOUTH STREET SAXONY ROAD
DATE AND TIME OF THE ANALYSIS 11/1/90 ; PM PEAK
OTHER INFORMATION 1990
Ihk & associates
CAPACITY AND LEVEL-OF-SERVICE Page 7
MOVEMENT
POTEN- ACTUAL
FLOW- TIAL MOVEMENT SHARED
RATE CAPACITY CAPACITY CAPACITY
v(pcph) c (pcph) c (pcph) c (pcph)
p M SH
RESERVE
CAPACITY
c = c - v LOS
R SH
MINOR STREET
NB LEFT 14
RIGHT 190
MAJOR STREET
WB LEFT 160
54
103
153
103
153
> 0 > -14 > F
> 0 > -204 >F
> 103 > -87 > F
153 -7 F
IDENTIFYING INFORMATION
NAME OF THE EAST/WEST STREET LA COSTA AVENUE
NAME OF THE NORTH/SOUTH STREET SAXONY ROAD
DATE AND TIME OF THE ANALYSIS 11/1/90 ; PM PEAK
OTHER INFORMATION 1990
Ihk & associates
Intersection: SAXONY ROAD ft LA COSTA AVE Date: TUE 7/17/90
Analyst: BCS Time Period: 7:15 AM TO 8:15 AM
Project No: 1165 City/State: CARLSBAD, CALIFORNIA
Movemen t ; Vol Lime
; (veh)
; Capacity
; (veh)
V/C LOS
NB LEFT/RIGHT 91 1 500 0 .06 E
WB LEFT 73 1 500 0 .05 D
WB THRU 1461 1700 0 .86 D
EB THRU/RIGHT 1043 1700 0 .61 B
Total 2668
Overall Intersection L.O.S. =
(91 V * 50 5)-t-(73 V * 35 s)-)-(1461 v * 35 s)-i-(1043 v * 10 s)
2668 V
= 25.7 5
= "D"
Note: 1. V = vehicles, s = seconds
2. Delay for LOS "A" •= O seconds. Thus, LOS "A"
movements are excluded from the numerator of
the overall intersection LOS calculation.
3. LOS values can be found on Page 4 for conflicting
movements. The thru movement LOS's were calculated
in a manner similar to the peak hour link count
ADT's.
Paae 8
Ihk & associates
Intersection: SAXONY ROAD LA COSTA AVE Date: TUE 7/17/90
Analyst: BCS Time Period: 4:30 PM TO 5:30 PM
Project No: 1165 City/State: CARLSBAD, CALIFORNIA
Movemen t ' Volume
( veh)
' Capacity,
(veh)
V/C LOS
NB LEFT/RIGHT 143 1 500 0.10 F
WB LEFT 102 1 500 0.07 F
WB THRU 1093 1700 0.64 B
EB THRU/RIGHT 1 525 1700 0. 90 D
Total 2863
Overall Intersection L.O.S. =
(143 V t 80 s)"^-(102 V * 80 5)-i-(1093 v * 10 s)-(-(1525 v * 35
2863 V
= 29.3 s
Note: 1. V = vehicles, s = seconds
2. Delay for LOS "A" = 0 seconds. Thus, LOS "A"
movements are e:»;cluded from the numerator of
the overall intersection LOS calculation.
3. LOS values can be found on Page 7 for conflicting
movements. The thru movement LOS's were calculated in
a manner similar to the peak hour link count ADT's.
Paae 9
hk & associates
CITY OF CARLSBAD
SUMMER 1990
INTERSECTION ANALYSIS SUMMARY
Intersection Number: 37
Intersection Location: College Boulevard and Faraday
Avenue
CONTENT PAGE
Turn Movement Count Summary 1 of 3
(A.M. and P.M.)
A.M. Peak Hour ICU Analysis and 2 of 3
Turn Movement Diagram
P.M. Peak Hour ICU Analysis and 3 of 3
Turn Movement Diagram
• IHI^: it tl:;;::;;:.;;„;;;;i, a l,;;.s I rir-riirig tlcn., n,;;.nt Coijid;,: g:;:;i :
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' '•' '-'=•'"•:-'=":: l-r '::'n oE: N/S SLreet:
F/W Street:
Fount Date:
0//19/90
Page 1 of :;i
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Peal: llr . fac tor
J hk & associates
COLLEGE BLVD at FARADAY AVE
Lane Configuration for Intersection Capacity Utitization
Pk. Nr. Time Period:
07:15 AM to
08:15 AM
Lane Inside
Config- (left)
urations
Page 2 of 3
So. Approach (NB) No. Approach (SB) Uest Appr. (EB) East Appr. (UB)
Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Outside
Lane Settings
Capacity
2 2
2700 3400 0 2700 3400
Do you want separate North/South phases (Yes/No)? N
Do you want separate East/Uest phases (Yes/No)? N
Efficiency Lost Factor 0.10
0 1 2
0 1500 3400
Hourly Volume 1 20 214 148 91 2
Adjusted Hourly Volume 1 234 0 148 93 0
UtiIization Factor 0.00 0.07 0.00 0.05 0.03 0.00
Critical Factors 0.07 0.05
1
3
0.00
0.00
0 1 2 0
0 1500 3400 0
2 25 3 8
0 25 11 0
0.00 0.02 0.00 0.00
0.02
ICU Ratio 0.24 LOS = A
U
e
s
t
A
P
P
r
Turning Movements at Intersection of COLLEGE BLVD and FARADAY AVE
North Approach COLLEGE BLVD
Time: 07:15 AM to
08:15 AM
Date: 07/19/90
Day: THURSDAY
Name: MG
Sub-
Total totals
13
3
1 -->
2
271 <-Totat
241 30 <-Subtotals
2 91 148
1 1 1 Sub-
V '-> 1 ^ 1 1 totals
1 1 8
<— 3 36
1 1
/---
1 25
1
North
1
V
Subtotals -> 118
Totat ->
1
/->
I I
20 214
235
353
South Approach
399
363
FARADAY AVE
E
a
s
t
A
P
P
r
Note: Left-turn volumes include
U-turns.
-J hk & associates
COLLEGE BLVD at FARADAY AVE
Lane Configuration for Intersection Capacity Utitization Page 3 of 3
Pk. Hr. Time Period: So. Approach (NB) No. Approach (SB) Uest Appr. (EB) East Appr. (UB)
04:30 PM to
°5=20 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right
Lane Inside 11 •) .| .j
Config- (left) 2 1 i
urations 3 1 i 1111
4 11 11
Outside 5
Lane Settings 2 2 0 2 2 0 12 0 12 0
^^P^^^^y 2700 3400 0 2700 3400 0 1500 3400 0 1500 3400 0
Do you want separate North/South phases (Yes/No)? N
Do you want separate East/Uest phases (Yes/No)? N
Efficiency Lost Factor 0.10
Hourly Volume 0 98 33
Adjusted Hourty Volume 0 131 Q
Utilization Factor 0.00 0.04 0.00
Critical Factors o.04
ICU Ratio = 0.27 LOS = A
10 41 1 1 1 2 195 3 135
10 42 0 1 3 0 195 138 0
0. .00 0.01 0.00 0.00 0. ,00 0.00 0.13 0.04 0.00
0. ,00 0. .00 0.13
w
e
s
t
A
P
P
r
Turning Movements at Intersection of COLLEGE BLVD and FARADAY AVE
Time: 04:30 PM to
05:30 PM North Approach COLLEGE BLVD
Date: 07/19/90
Day: THURSDAY 286 <-Totat
Name: MG 52 234 <-Subtotals
Sub-1 41 10
Total totals 1 1 1 Sub-
<-' V '-> ( totals Total E
4 < 1 1 1 1 - -a \ - _ . 135 s 8 1
1
< 3 333 t 1
1 - I /---195
4 1 --> 1 1 377 A
2 North V P
> 44 p
r
/-> FARADAY AVE
1 98 33
Subtotals -> 239 132
Total -> 371
Note: Left-turn volumes inctude
South Approach U-turns.