Loading...
HomeMy WebLinkAbout; 2002 Traffic Monitoring Program Carlsbad Part 1; 2002 Traffic Monitoring Program Carlsbad Part 1; 2002-01-017yi!}]fi)mki City of Carlsbad 1635 Faraday Avenue Carlsbad, OA 92008 (760) 602-2720 RICK ENGINEERING COMPANY Transportation Division © 5620 Friars Road San Diego, California 92110-2596 (619)291-0707 TABLE OF CONTENTS Page 1. Introduction • 1"! Project Overview.. 1"! Annual Report Organization 1-3 2 Mid-Block Link Counts 2-1 3. Intersection Turn Movement Counts 3-1 4. Conclusions ^"1 Appendix A - Intersection Summary Appendix B - Mid-Block Link Summary LIST OF FIGURES Page 1- 1 Project Location Map 1-2 2- 1 2002 Mid-Block Link Levels of Service 2-2 3- 1 Intersection Location Map 3-2 3-2 2002 AM Peak Hour - Intersection Levels of Service 3-9 3-3 2002 PM Peak Hour - Intersection Levels of Service 3-10 Page 2- 1 Mid-Block Link Levels of Service Analysis Summary 2-3 3- 1 Intersection Capacity Utilization Analysis Summary 3-7 LIST OF TABLES 1. INTRODUCTION PROJECT OVERVIEW In attempts by cities across tiie country to manage growth within their communities, Growth Management Plans have been developed. An important part of a Growth Management Plan is a Traffic Monitoring Program. The Traffic Monitoring Program entails the collection and analysis of data at critical mid-block link count locations and major intersections throughout the community. Typically, data requirements for Traffic Monitoring Programs include the average daily traffic volumes recorded at mid-block locations and peak hour tum movement counts at major signalized and unsignalized 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 link locations enables the jurisdiction to identify potential capacity problem areas where unacceptable operations exist. This information is intended to assist the City of Carlsbad in assessing future development adjacent to these problem locations where capacity deficiencies currently exist and the mitigation measures that may be required to eliminate the deficiency. This report documents the fourteenth year's results of the Growth Management Plan Traffic Monitoring Program for the City of Carlsbad. The City of Carisbad identified fifty-four (54) key intersections and twenty-eight (28) key mid-block link locations for analysis. Similar efforts occurred for years 1989-2001 during June, July and August that provided a basis for comparison. The City of Carlsbad is a coastal community located in Southem Cahfomia, 35 miles north of San Diego, and the current population is approximately 88,000. hiterstate 5 mns north and south near the westem 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 Carisbad Circulation system includes the following arterials: El Camino Real, Palomar Airport Road, La Costa Avenue, Rancho Santa Fe Road, Carlsbad Boulevard, and Melrose Drive. The project location map, Figure 1-1, shows the ahgnment ofthe major roadways throughout Carlsbad and the intersections and mid-block link locations evaluated in this year's Traffic Monitoring Program. 1-1 Acer\^o MID-BLOCK SCHEDULE MAP Figure 1-1 Legend: Count Locations Intersection Count Location Mid-Block Count Location RiCK ENGINEERING s COMPANY ANNUAL REPORT ORGANIZATION Rick Engineering Company, collected data during the Summer of 2002 at requested mid-block link locations and intersections within and adjacent to the City of Carlsbad. The results of this data collection effort are included in the appendix at the end of this report, ha addition to the technical appendix. Rick Engineering Company has prepared a summary section for this Annual Report. Summary information is presented in this initial section of the report, and a description of the contents of Chapters 2, 3 and 4 is provided below. As mentioned previously, a total of twenty-eight (28) mid-block link count locations were identified by the City of Carlsbad for the collection of 2002 average daily traffic (ADT) volume counts. Rick Engineering Company coordinated the placement of its counters with City staff and later reviewed the ADT volumes and performed roadway segment analysis. The results of the mid-block link analysis for the Summer count period are contained in Chapter 2. Although mid-block link analysis provides a good indication of roadway operations in mral settings, intersections tend to be the dominant factor in traffic operations within the urban sections of most' communities. Thus, the City of Carlsbad identified fifty-four (54) key intersections to be analyzed. AM (6:00 to 9:00 AM) and PM (3:30 to 6:30 PM) peak period tum movement volumes were collected at each project intersection. The data was reduced to identify the peak hour tum movement volumes and approach delays, and this information was then analyzed using the Intersection Capacity Utilization (ICU) method for signalized intersections. The results of the intersection data collection and analysis activities are presented in Chapter 3. Critical project findings and conclusions are documented in Chapter 4. Technical issues are discussed and recommendations for future traffic monitoring activities are also presented in Chapter 4. 1-3 2. MID-BLOCK LINK COUNTS Mid-block link counts were conducted at twenty-eight (28) locations throughout the City of Carlsbad and can be identified on Figure 2-1. Rick Engineering Company conducted the link counts using mechanical tube counters that were placed and monitored for two consecutive days (48-hours). The counts resulted in the determination of average daily traffic (ADT) volumes, and these ADT volumes for the Summer count period are summarized in the Appendix. The City of Carlsbad assumes a one- direction maximum capacity of 1,800 vehicles per lane, per hour, in the peak period. Mid-block link analysis was calculated by a maximum one-direction lane volume to capacity ratio and the corresponding Level of Service (LOS) was determined. Figure 2-1 graphically illustrates the 2002 levels of service during the peak hour. Table 2-1 summarizes and compares the Summer 2002 mid-block link analysis with data from 1998, 1999, 2000, and 2001. After the analysis was completed for the mid-block links, no locations were identified as operating at LOS E or F. However, three (3) locations were found to operate at or above LOS C. Rancho Santa Fe Road between Melrose Drive and La Costa Meadows Drive and Palomar Airport Road between Melrose Drive and Paseo Valindo were found to operate at LOS D with v/c ratios of 0.81 and 0.86 respectively. Rancho Santa Fe Road between San Elijo Road and Cadencia Street was found to operate at and LOS C with a v/c ratio of 0.75. Traffic levels on these street segments have been steadily increasing. This is the fifth year that Palomar Airport Road between Melrose Drive and Paseo Valindo has operated beyond LOS C and Rancho Santa Fe Road between Melrose Drive and La Costa Meadows Drive has operated beyond LOS A for the third year in a row. Additionally, Rancho Santa Fe Road between San Elijo Road and Cadencia Street has been reported at LOS C for the past four years. The remaining mid-block links operated at LOS A or B for the Summer 2002 count program. The location ofthe high volume links along with the corresponding level of service is hsted below: 1998 1999 2000 2001 2002 Location Summer Summer Summer Summer Summer No. Location LOS LOS LOS LOS LOS 19 Rancho Santa Fe Rd. A A C C D between Melrose Dr. and La Costa Meadows Dr. 20 Rancho Santa Fe Rd. BCC C C between San Elijo Rd. Rd. and Cadencia St. 4 Palomar Airport Rd D D E D D between Melrose Dr. and Paseo Valindo 2-1 2002 MID-BLOCK LINK LEVELS OF SERVICE Figure 2-1 Legend: • IVIid-Block Count Location Cl LOSA.BORC and Location Number El] LOS E • LOSD • LOSF RiCK ENGINEEraNG » COMPANY Table 2-1 CITY OF CARLSBAD MID-BLOCK LINK LEVELS OF SERVICE ANALYSIS SUMMARY Location Number Segment Segment Location Summer 1998 Summer 1999 Summer 2000 Summer 2001 Summer 2002 Location Number Segment Segment Location ADT Peak LOS ADT Peak LOS ADT Peak LOS ADT Peak LOS ADT Peak LOS 1 Palomar Airport Road Paseo Del Norte and Armada Drive 52,811 A 53,202 A 54,941 A 50,595 A 52,086 A 2 Palomar Airport Road Yarrow Drive and El Camino Real 30,858 A 29,545 A 31,070 A 30,834 A 31,847 A 3 Palomar Airport Road El Camino Real and,El Fuerte Street 46,508 C 45,343 B 48,343 B 48,874 A 50,944 A 4 Palomar Airport Road Melrose Drive and Business Park Drive 45,510 D 46,485 A 47,953 B 47,754 B 49,165 A 5 El Camino Real Plaza Drive and Marron Road 36,321 A 35,815 A 34,556 A 33,722 A 35,135 A 6 El Camino Real Tamarack Avenue and Kelly Drive 27,474 A . 30,254 A 29,779 A 30,200 A 31,652 B 7 El Camino Real Faraday Avenue and Palomar Airport Road • 30,996 A 31,674 A 32,590 A 32,937 A 34,335 A 8 El Camino Real Camino Vida Roble and Cassia Road 28,486 A 28,568 A 27,645 A 27,793 A 29,569 A 9 El Camino Real Arenal Road and Costa Del Mar Road 34,199 A 35,532 A 37,201 A 38,614 A 41,105 A 10 El Camino Real La Costa Avenue and Levante Street 33,813 A 33,686 A 29,857 A 30,449 A 34,262 A 11 El Camino Real Levante Street and Calle Barcelona 33,995 A 35,148 A 30,373 A 29,867 A 33,120 A 12 Melrose Drive Palomar Airport Road and Rancho Bravado 10,797 A 13 Carlsbad Boulevard Mountain View Drive and State Steet 15,133 A 15,480 A 16,091 A 15,877 A 16,297 A 14 Carlsbad Boulevard Cannon Road and Cerezo Drive 16,832 A 18,784 A 17,918 A 18,055 A 18,068 A 15 Carlsbad Boulevard Poinsettia Lane and Island Way 14,714 A 16,084 A 15,894 A 15,335 A 15,258 A 16 Carlsbad Boulevard Avenida Encinas and La Costa Avenue 14,970 A 16,492 A 17,888 A 17,976 A 17,687 A 17 La Costa Avenue Saxony Road and Piraeus Street — — 32,266 A 29,388 A 29,265 A 29,624 A 18 La Costa Avenue Cadencia Street and Romeria Street 12,231 A 11,884 A 10,599 A 9,336 A 9,737 A 19 Rancho Santa Fe Road Melrose Drive and La Costa Meadows Drive 25,486 A 26,167 A 28,848 C 31,845 C 33,272 D 20 . Rancho Santa Fe Road San Elijo Road and Cadencia Street 22,448 B 25,126 C 26,214 C 28,150 C 29,568 C 21 Rancho Santa Fe Road Olivenhain Road and Avenida La Posta/Calle Acervo 11,538 A 14,191 A 15,650 A 15,105 A 14,640 A 22 Carlsbad Village Drive Victoria Avenue and Pontiac Drive 5,479 A 8,184 A 6,898 A 7,699 A 7,306 A 23 Poinsettia Lane Paseo Del Norte and Batiquitos Dirve 21,476 A 20,381 A 20,526 A 21,990 A 22,454 A 24 Tamarack Avenue El Camino Real and La Portalada Drive 7,302 A 8,280 A 8,159 A 8,836 A 9,192 A 25 Paseo Del Norte Camino Del Parque (north) and Palomar Airport Road 8,405 A 8,999 A 8,970 A 8,560 A 8,457 A 26 Paseo De! Norte Palomar Airport Road and Car Country Drive 16,086* A 15,155 A 16,416 A 17,207 A 9,782** A 27 College Boulevard Palomar Airport Road and Aston Avenue 14,386 A 14,398 A 14,060 A 12,585 A 12,713 A 28 Alga Road Corintia Street and El Fuerte Street 9,014 A 8,988 A 11,209 A 10,930 A 11,955 A * Increase due to new development, change in count iocation or a combination of these factors. ** Decrease due to change in count localion. Twenty -six (26) ofthe mid-block link locations for this 2002 report were previously analyzed in the 2001 report. The remaining two (2) locations, Melrose Drive between Palomar Airport Road and Rancho Bravado and Paseo Del Norte between Palomar Airport Road and Car Country Drive, are either new or the count location has been relocated making it difficult to compare to previous years. Of these twenty-six (26) locations, twenty-one (21) link count stations experienced an increase in ADT from the previous count period. The increases ranged from less than one (1) percent to eleven (11) percent with an average increase of four (4) percent. The other five (5) sites showed a decrease in the recorded ADT volumes from the previous count period. The decreases ranged from less than one (1) percent to five (5) percent with an average decrease of two (2) percent. Based on the twenty-six (26) comparative locations, overall traffic volumes have increased by three (3) percent during the last year. This is an increase from the previous year. Although traffic grew at a significant pace in some areas ofthe City between 2001 and 2002, other areas have seen slight decreases. Street improvements and altemative routes have again been implemented during this time period and only two mid-block links continue to operate beyond Level of Service B. This indicates that the number of through lanes provided on major roadways in the City of Carlsbad are generally appropriate for the prevailing traffic conditions. However, some areas continue to grow at a higher rate than the overall average. Two areas in particular experienced average increases of eight (8) and nine (9) percent, more than double this year's average. El Camino Real, between Palomar Airport Road and Calle Barcelona experienced increases ranging from 6 to 11 percent while Alga Road east of El Camino Real experienced an increase of nine (9) percent. It is important to recognize that although mid-block link analysis is an accurate assessment of the number of through lanes provided on major street segments, roadway conditions in an urban setting are often determined by the operations at major intersections. Chapter 3 provides a description of intersection operations in Carlsbad in the Summer 2002 count period. In summary, the information in . this chapter, coupled with the capacity analysis of signalized and unsignahzed intersections in Chapter 3, will enable the City of Carlsbad to accurately determine the current state ofthe entire circulation system. 2-4 3. INTERSECTION TURN MOVEMENT COUNTS Intersection tum movement counts were conducted at fifty-four (54) intersections. Figure 3-1 graphically identifies the location of each ofthe intersections included in the study. The tum movement counts were conducted during the AM peak period (6:00 to 9:00 AM) and the PM peak period (3:30 to 6:30 PM). The data from each three-hour period was subdivided into fifteen-minute intervals, and vehicle tuming movement counts were summarized during each interval. This assured that the peak hour would be clearly identified for both the AM and PM peak periods. All counts were conducted during the middle of the week (either Tuesday, Wednesday, or Thursday) and the actual count day(s) and date(s) are shown in the Appendix. To aid in the reduction of the field data. Rick Engineering Company utilized an in-house computer software. application program. The program used an Excel 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 AM and PM peak hours for all fifty-four (54) intersections. ICU calculations were performed based on the following lane group capacities: Lane Group Capacitv Thm Lanes 2000 vehicles per hour green per lane Tum Lanes 1800 vehicles per hour green per lane . Dual Tum Lanes 1800 vehicles per hour green per lane These lane group capacities were based on field studies conducted during the 1991 Traffic Monitoring Program with the exception ofthe Dual Tum Lanes capacity, which has been increased from 1620 to 1800 vehicles per hour green per lane, and implemented during the year 2000 Traffic Monitoring Program (TMP), based upon field studies. 3-1 INTERSECTION LOCATION MAP Figure 3-1 Legend: Count Locations Intersection Count Location XX Intersection Count Number RiCK ENGINEERING .COMPANY The 2002 intersection ICU was correlated to the level of service for the fifty-four (54) signalized locations as follows: SIGNALIZED INTERSECTIONS LEVEL OF SERVICE RANGES (ICU Methodology) Ratio LOS 0.00 - 0.60 A 0.61 - 0.70 B 0.71-0.80 C 0.81 - 0.90 D 0.91 - 1.00 E Greater than 1.00 F It is important to note that the ICU procedure was developed for use at individual signalized intersections. At locations where traffic volumes are heavy, it is possible for traffic waiting at a signalized intersection to back up into nearby adjacent intersections. When this occurs, drivers may experience additional delay. The ICU procedure does not address this situation. Instead, the ICU procedure reports the level of service at each intersection as if there were no backups up traffic from adjacent intersections. Based on observations of traffic along the street system in Carlsbad, traffic backups from adjacent intersections tend to occur in the area of Palomar Airport Road east of Interstate Highway 5, Cannon Road east of Interstate 5 and in the area of El Camino Real south of State Route 78. In these areas, the resuhs ofthe ICU procedure should be used with the knowledge that the procedure may report better results than are actually achieved. For certain types of analyses, it may be desirable to utilize intersection capacity procedures more detailed than the ICU procedure that are designed to analyze systems of signalized intersections. In previous years, unsignalized minor-street stop-controlled intersections were included in the Traffic Monitoring Program. However, no unsignalized intersections were analyzed for the 2001 and 2002 Traffic Monitoring Program. The following observations were made during the course of the 2002 count program: • The addition of dual right-tum lanes both northbound and westbound and the implementation of right-tum overlap phasing at the intersection of Palomar Airport Road and El Camino Real has significantly improved the operation of this intersection. However, LOS D conditions currently still exist and traffic is expected to grow in the vicinity of this intersection. 3-3 • Traffic levels are starting to increase again slightly along Palomar Airport Road between Interstate 5 and El Camino Real as well as College Boulevard north of Palomar Airport Road. These volumes were previously reduced due to the extension of Cannon Road easterly to Faraday Avenue. After analyzing the resuhs of the Summer 2002 count season, seven (7) intersections were identified as operating at Level of Service D, E or F during the AM or PM peak hours. The intersections of El Camino Real and Tamarack Avenue, El Camino Real and Palomar Airport Road, Palomar Airport Road and Melrose Drive, Carlsbad Boulevard and Cannon Road, Rancho Santa Fe Road and Melrose Drive, Rancho Santa Fe Road and San Elijo Road, and I-5/Cannon Road Northbound Ramps were then further analyzed to determine the Level of Service during each 15-minute interval ofthe peak hour. The signalized intersections were analyzed by assuming a peak hour factor of 1.00 for each 15-minute period s volumes. ICU riatios and Levels of Service were then calculated from the resulting hourly volumes. As a result of this analysis, the intersections of Rancho Santa Fe Road and Melrose Drive and Palomar Airport Road and Melrose Drive were found to operate at LOS E for three out of four fifteen minute periods during the AM peak period. The ICU and LOS for the Summer count seasons of 1998 through 2002 are summarized in Table 3-1. In addition. Figures 3-2 and 3-3 graphically illustrate the intersection Levels of Service for both the AM and PM peak periods. A discussion of traffic operations at each ofthe seven (7) intersections identified as operating at or below LOS D follows: El Camino Real and Tamarack Avenue This intersection operates at LOS D with an ICU ratio of 0.83 during the AM peak hour. This is an increase from last year's results of LOS D with an ICU ratio of 0.81. As volumes at critical movements such as the southbound through and westbound left continue to increase, consideration should be given to increasing capacity at these movements to improve level of service. There is a current project to introduce time-based coordination along El Camino Real and Palomar Airport Road to help improve traffic flow on these two corridors. El Camino Real and Palomar Airport Road This intersection has experienced continuing traffic growth since improvements were completed along Palomar Airport Road and El Camino Real. A capacity result of LOS E and a v/c ratio of 1.00 was calculated in the AM peak hour during the 2000 Traffic Monitoring Program (TMP). A capacity resuh of LOS E and a v/c ratio of 0.92 was calculated in the PM peak hour. As mentioned above, constmction activity was present during the entire Summer 1999 and 2000 count period. Significant improvement in intersection operations as expected has occurred with the addition of exclusive right tum lanes both 3-4 northbound and westbound and the implementation of right-tum overlap phasing. Some decreases in traffic occurred during the 2001 count season however, traffic volumes are now starting to continue to increase again. This intersection should be closely monitored in the fiiture, constmction of parallel routes should help reduce volumes, particularly the completion of extensions of Cannon Road and College Boulevard east of El Camino Real are expected to reduce future volumes on Palomar Airport Road. There is a current project to introduce time-based coordination along El Camino Real and Palomar Airport Road to help improve traffic flow on these two corridors. Palomar Airport Road and Melrose Drive This is the first year this intersection has been studied in any traffic monitoring program. The AM peak hour experienced LOS E operations with an ICU ratio of 0.94. Additional capacity is needed for the westbound through, which makes up seventy-nine (79) percent of the current ICU ratio of 0.94. A future development project will add a westbound lane to Palomar Airport Road. Carlsbad Boulevard and Cannon Road This intersection experienced LOS D operations in the PM peak hour with an ICU ratio of 0.87. Similar results occurred last year and in the 1998 and 1999 count programs. It is believed that a significant amount of the traffic at this intersection is caused by traffic diverting from northbound Interstate 5 to northbound Carlsbad Boulevard. This appears to be a recurring situation, since it was discovered in the 1998 analysis. Increases in the northbound through, southbound left and westbound right traffic volumes will continue to contribute to a higher ICU ratio calculation. It should be noted that a right-tum on red reduction of 15% was used for the westbound right in the ICU Calculation based on field observations. Rancho Santa Fe Road and Melrose Drive This intersection experienced operating conditions beyond LOS D for the fifth year in a row. The AM peak hour experienced LOS E operations with an ICU ratio of 0.92 and the PM peak hour experienced LOS C with an ICU ratio of 0.80. A future project will add additional capacity to northbound and southbound Rancho Santa Fe Road. Rancho Santa Fe Road and San Elijo Road This intersection experienced operating conditions beyond LOS C for the third year since its signahzation between the 1998 and 1999 studies. The AM currently operates at LOS C with an ICU rafio of 0.79. In the PM peak hour, the ICU rafio is 0.88 and the level of service is LOS D. This intersecfion was recenfiy relocated approximately 1,300 feet to the south. A future project will add additional capacity to northbound and southbound Rancho Santa Fe Road. 3-5 I-5/Cannon Road Northbound Ramps This intersection experienced LOS D operations in the PM peak hour with an ICU ratio of 0.85. This is a decrease from the previous years' ICU ratio of 1.00 and the level of service E. It is believed that a significant amount of the traffic at this intersection last year was caused by recent nearby development, the opening of Cannon Road to the east and the need to access Interstate 5 via the westbound through and right tum lanes at this intersection. These two movements experienced significant increases last year. However, traffic pattems have seemed to readjust as travelers have experienced congestion and have moved back over to other parallel roadways or found- altemate routes. This situation could continue to degrade to LOS E conditions again and consideration should be given to additional capacity for the westbound right tum, which makes up seventy-one (71) percent ofthe current ICU ratio of 0.85. A future project is under consideration which will convert the westbound number two (2) through lane to shared through / right. This will increase capacity as well as reduce delay and queuing at the westbound approach. 3-6 Table 3-1 INTERSECTION CAPACITY UTILIZATION ANALYSIS SUMMARY SUMMER 1998 PEAK HOUR SUMMER 1999 PEAK HOUR SUMMER 2000 PEAK HOUR SUMMER 2001 PEAK HOUR SUMMER 2002 PEAK HOUR AM PM AM PM AM FM AM PM AM PM Count # Count Intersection/Location ICU Ratio LOS ICU Ratio LOS ICU Ratio LOS ICU Ratio LOS ICU Ratio LOS ICU Ratio LOS ICU Ratio LOS ICU Ratio LOS ICU Ratio LOS ICU Ratio LOS 1. College Boulevard & Faraday Avenue 0.35 A 0.42 A 0.43 A 0.40 A 0.43 A 0.45 A 2. El Camino Real & Plaza Drive 0.38 A 0.75 C 0.38 A 0.72 C 0.44 A 0.72 C 0.44 A 0.68 B 0.47 A 0.69 B 3. El Camino Real & Marron Road 0.41 A 0.71 c 0.40 A 0.57 A 0.46 A 0.54 A 0.45 A 0.50 A 0.48 A 0.51 A 4. El Camino Real & Hosp Way 0.40 A 0.44 A 0.40 A 0.43 A 0.38 A 0.40 A 0.45 A 0.41 A 0.47 A 0.41 A 5. El Camino Real & Carlsbad Village Drive 0.50 A 0.64 B 0.56 A 0.61 B 0.59 A 0.65 B 0.61 B 0.51 A 0.64 B 0.65 B 6. El Camino Real & Tamarack Avenue 0.56 A 0.60 A 0.74 C 0.63 B 0.75 C 0.70 B 0.81 D 0.69 B 0.83 D 0.68 B 7. El Camino Real & Cannon Road 0.47 A 0.65 B 8. El Camino Real & College Boulevard 0.46 A 0.63 B 0.51 A 0.61 B 0.47 A 0.64 B 0.56 A 0.67 B 0.53 A 0.44 A 9. El Camino Real & Faraday Avenue 0.44 A 0.74 C 0.67 B 0.71 C 0.68 B 0.72 C 0.66 B 0.73 C 0.68 B 0.75 C 10. El Camino Real & Palomar Airport Road 0.94 E 0.98 E 1.07 F 0.97 E 1.00 E 0.92 E 0.62 B 0.83 D 0.64 B 0.84 D 11. El Camino Real & Camino Vida Roble 0.62 B 0.69 B 0.50 A 0.58 A 0.55 A 0.67 B 0.52 A 0.53 A 0.50 A 0.54 A 12. El Camino Real & Dove Lane 0.42 A 0.71 C 13. El Camino Real & Alga Road / Aviara Parkway 0.45 A 0.71 C 0.47 A 0.69 B 0.58 A 0.62 B 0.57 A 0.61 B 0.62 B 0.69 B 14. El Camino Real & La Costa Avenue 0.76 C 0.92 E 0.70 B 0.86 D 0.62 B 0.67 B 0.70 B 0.80 C 0.72 C 0.72 C 15. El Camino Real & Levante Street 0.38 A 0.50 A 0.44 A 0.51 A 0.35 A 0.44 A 0.37 A 0.59 A 0.43 A 0.48 A 16. Palomar Airport Road & Avenida Encinas 0.49 A 0.65 B 0.50 A 0.69 B 0.54 A 0.67 B 0.47 A 0.53 A 0.50 A 0.66 B 17. Palomar Airport Road & Paseo del Norte 0.68 B 0.72 C 0.72 C 0.71 C 0.64 B 0.78 C 0.61 B 0.68 B 0.60 A 0.72 C 18. Palomar Airport Road & Armada Drive / Costco Entrance 0.62 B 0.68 B 0.57 A 0.65 B 0.57 , A 0.70 B 0.50 A 0.64 B 0.51 A 0.64 B 19. Palomar Airport Road & College Boulevard/Aviara Parkway 0.57 A 0.74 C 0.64 B 0.73 C 0.54 A 0.71 C 0.52 A 0.67 B 0.59 A 0.69 B 20. Palomar Airport Road & Camino Vida Roble 0.52 A 0.59 A 0.55 A 0.64 B 0.54 A 0.50 A 0.51 A 0.52 A 0.53 A 0.59 A 21. Palomar Airport Road & El Fuerte Street 0.83 D 0.93 E 0.78 C 0.81 D 0.86 D 0.78 C 0.74 C 0.65 B 0.77 C 0.71 C 22. Palomar Airport Road & Melrose Drive 0.94 E 0.77 C 23. Carlsbad Boulevard & Carlsbad Village Drive 0.34 A 0.62 B 0.35 A 0.67 B 0.34 A 0.68 B 0.38 A 0.71 C 0.39 A 0.64 B 24 Carlsbad Boulevard & Tamarack Avenue 0.36 A 0.66 B 0.33 A 0.55 A 0.38 A 0.63 B 0.49 A 0.61 B 0.53 A 0.66 B 25. Carlsbad Boulevard & Cannon Road 0.39 A 0.89 D 0.40 A 0;88 D 0.38 A 0.79 C 0.47 A 0.85 D 0.58 A 0.87 D 26. Carlsbad Boulevard & Poinsettia Lane 0.29 A 0.50 A 0.25 A 0.41 A 0.27 A 0.46 A 0.34 A 0.43 A 0.30 A 0.40 A 27. Rancho Santa Fe Road & Melrose Drive 1.02 F 0.81 D 1.02 F 0.78 C 0.96 E 0.77 C 0.98 E 0.88 D 0.92 E 0.80 C •** ICU ratio not applicable to this unsignalized localion. *** Intersection was found to be out of range of the HCM procedures, previous TRB procedures were used. Table 3-1 (Continued) INTERSECTION CAPACITY UTILIZATION ANALYSIS SUMMARY SUMMER 1998 SUMMER 1999 SUMMER 2000 SUMMER 2001 Count # 28. 29. 30. 31. 32. 33. 34. Count Intersection/Location Rancho Santa Fe Road & La Costa Meadows Drive Rancho Santa Fe Road & San Elijo Road Rancho Santa Fe Road & La Costa Avenue Rancho Santa Fe Road & Olivenhain Road/Camino Alvaro Carisbad Village Drive & State Street Carlsbad Village Drive & Harding Street Poinsettia Lane and Aviara Parkway PEAK HOUR AM PM ICU LOS ICU LOS Ratio LOS Ratio LOS 0.64 B 0.72 c ** A ** A 0.55 A 0.61 B 0.53 A 0.52 A 0.25 A 0.40 A 0.35 A 0.59 A PEAK HOUR AM PM ICU LOS ICU LOS Ratio LOS Ratio LOS 0.61 B 0.74 C 0.68 B 0.74 C 0.58 A 0.65 B 0.54 A 0.55 A 0.23 A 0.37 A 0.38 A 0.53 A PEAK HOUR PEAK HOUR AM PM AM PM ICU LOS ICU LOS ICU LOS ICU LOS Ratio LOS Ratio LOS Ratio LOS Ratio LOS 0.68 B 0.75 C 0.71 C 0.80 C 0.73 c 0.83 D 0.85 D 0.88 D 0.62 B 0.61 B 0.58 A 0.60 A 0.63 B 0.62 B 0.61 B 0.64 B 0.23 A 0.37 A 0.25 A 0.40 A 0.40 A 0.53 A 0.36 A 0.53 A SUMMER 2002 PEAK HOUR 35. Poinsetta Lane & Batiquitos Drive 0.39 A 0.49 A 0.41 A 0.47 A 0.41 A 0.42 A 0.46 A 0.47 A 36. Poinsetta Lane & Paseo del Norte 0.50 A 0.52 A 0.57 A 0.59 A 0.56 A 0.57 A 0.49 A 0.58 A 37. Poinsetta Lane & Avienda Encinas 0.38 A 0.52 A 0.31 A 0.47 A 0.43 A 0.58 A 0.41 A 0.63 B 38. Tamarack Avenue & Carlsbad Village Drive ** A *+ A ** A +* A *tii A ** A 0.25 A 0.29 A 39. Alga Road & Melrose Drive 0.43 A 0.45 A 0.50 A 0.46 A 0.42 A 0.45 A 40. Alga Road & El Fuerte Street 41. Jefferson Street & Marron Road 0.32 A 0.81 D 0.33 A 0.71 C 0.39 A 0.77 C 42. Monroe Street & Marron Road 0.30 A 0.48 A 0.26 A 0.52 A 0.26 A 0.54 A 0.24 A 0.53 A 43. I-5/Carlsbad Village Drive Southbound Ramps 0.59 A 0.75 C 0.55 A 0.72 C 0.53 A 0.71 C 0.53 A 0.69 B 44. I-5/Carlsbad Village Drive Northbound Ramps 0.49 A 0.68 B 0.55 A 0.67 B 0.55 A 0.64 B 0.55 A 0.61 B 45. I-5/Tamarack Avenue Southbound Ramps 0.58 A 0.46 A 0.58 A 0.40 A 0.58 A 0.49 A 0.54 A 0.41 A 46. I-5/Tamarack Avenue Northbound Ramps 0.49 A 0.60 A 0.48 A 0.62 B 0.51 A 0.66 B 0.48 A 0.58 A 47. I-5/Cannon Road Southbound Ramps 0.41 A 0.39 A 0.38 A 0.36 A 0.49 A 0.43 A 48. I-5/Cannon Road Northbound Ramps 0.39 A 0.76 C 0.47 A 0.81 D 0.57 A 1.00 E 49. I-5/Palomar Airport Road Southbound Ramps 0.51 A 0.45 A 0.54 A 0.47 A 0.49 A 0.52 A 0.50 A 0.45 A 50. I-5/Palomar Airport Road Northbound Ramps 0.76 C 0.90 D 0.79 C 0.72 C 0.70 B 0.71 C 0.64 B 0.67 B 51. I-5/Poinsettia Lane Southbound Ramps 0.40 A 0.55 A 0.42 A 0.57 A 0.37 A 0.41 A 0.42 A 0.49 A 52. I-5/Poinsettia Lane Northbound Ramps 0.43 A 0.50 A 0.47 A 0.64 B 0.43 A 0.55 A 0.40 A 0.52 A 53. ' I-5/La Costa Avenue Southbound Ramps 0.59 A 0.60 A 0.55 A 0.52 A 0.50 A 0.49 A 0.55 A 0.48 A 54. • I-5/La Costa Avenue Northbound Ramps 0.57 A 0.62 B 0.55 A 0.63 B 0.53 A 0.56 A 0.55 A 0.55 A ICU Ratio LOS ICU Ratio LOS 0.68 B 0.77 C 0.79 C 0.88 D 0.57 A 0.58 A 0.56 A 0.61 B 0.25 A 0.38 A • 0.39 A 0.52 A 0.34 A 0.46 A 0.45 A 0.48 A 0.51 A 0.61 B 0.44 A 0.65 B 0.25 A 0.27 A 0.48 A 0.48 A 0.44 A 0.43 A 0.40 A 0.80 C 0.27 A 0.50 A 0.55 A 0.71 C 0.59 A 0.66 B 0.58 A 0.48 A 0.53 A 0.66 B 0.48 A 0.40 A 0.55 A 0.85 D 0.47 A 0.43 A 0.67 B 0.67 B 0.42 A 0.52 A 0.47 A 0.47 A 0.43 A 0.52 A 0.52 A 0.56 A ICU ratio nol applicable to this unsignalized localion. * Interseclion was found to be out of range of the new HCM procedures, previous TRB procedures were used. 2002 AM PEAK HOUR INTERSECTION LEVELS OF SERVICE Figure 3-2 Legend: XX Intersection Count Location (3 LOSA.BORC (3 LOSD O LOSE 9 LOSF RICK ENGINEERING .COMPANY 2002 PM PEAK HOUR INTERSECTION LEVELS OF SERVICE Figure 3-3 Legend: XX Intersection Count Location Q LOSA.BORC @ LOSE (3 LOSD 9 LOSF RiCK ENGINEERING COMPANY 4. CONCLUSIONS The scope of work for this project was developed to allow the City of Carlsbad to monitor growth at several intersections and mid-block locations that have been studied since 1989, as well as monitor new locations. Forty-nine (49) out of fifty-four (54) of the intersections and twenty-six (26) out of twenty eight (28) mid-block link locations have been studied in previous Traffic Monitoring reports. The results of the mid-block link counts indicate that overall traffic has increased by an average of three (3) percent from last year. Three segments; two along Rancho Santa Fe Road and one along Palomar Airport Road are operating at LOS D or LOS C during the peak hour. All other roadways are operating at LOS A or B. The information contained in Chapter 3 identifies seven (7) critical intersections from the fifty-four (54) study locations. The intersection of El Camino Real and Tamarack Avenue operates at LOS D in the AM peak hour. The intersections of El Camino Real and Palomar Airport Road, Rancho Santa Fe Road and San Elijo Road, I-5/Cannon Road Northbound Ramps and Carlsbad Boulevard and Cannon Road operate at LOS D in the PM peak hour. Rancho Santa Fe Road and Melrose Drive operates at LOS E and C in the AM and PM peak hours, respectively. The intersections of Palomar Airport Road and Melrose Drive and Rancho Santa Fe Road and Melrose Drive operate at Los D in the AM peak hour. Suggestions for improvement of these intersections are described in Chapter 3. The remaining signalized intersections were found to have acceptable levels of service. It can be concluded that operations at these remaining intersections may require periodic monitoring and additional geometric analysis. In conclusion, this report was developed for the City of Carlsbad as the fourteenth annual Traffic Monitoring Program for the Growth Management Plan. Critical intersections have been identified and potential mitigation measures have been discussed. The intent of this document is to provide City staff with an indication of the current status of the overall circulation system in terms of intersection and segment capacities and Levels of Service. This report will also be used as a tool for the accurate identification of conditions in specific areas of the City and to identify crifical locations that warrant close attention in the future. The City may ufilize the conclusions ofthis report to aid in the creation of a future scope of work for additional traffic monitoring. 4-1 APPENDIX A INTERSECTION SUMMARY INTERSECTION TURN MOVEMENT COUNTS Fifty-four (54) key intersections were identified by the City of Carlsbad to be studied under the Traffic Monitoring Program ofthe 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 tuming movement count was performed. The data was collected for the AM and PM peak periods and completed during the months of July and August of 2002. The AM peak period was from 6:00 to 9:00 AM, and the PM peak period was from 3:30 to 6:30 PM. It consisted of tum movement counts for each approach for all fifty-four (54) intersections. Pedestrian and U-tum data was also collected at each intersection. The data was then reduced and intersection capacity utilization analysis was performed for each signalized intersection. Table A-2 summarizes the results of this initial ICU analysis. The table presents calculated Levels of Service for all fifty-four (54) intersections during the AM and PM peak hours. When reviewing the reduced intersection data within the following appendix, it should be noted that pedestrian flow for a given vehicular approach is the flow in the crosswalk interfering with right tums from the approach. Thus, for a westbound approach, the pedestrian flow in the north crosswalk would be used; for an eastbound approach, the south-crosswalk flow; for a northbound approach, the east-crosswalk flow; and for a southbound approach, the west-crosswalk flow. Acen'o INTERSECTION COUNT SCHEDULE Figure A-1 Legend: Count Locations Intersection Count Location XX Intersection Count Number RICK ENGINEERING » COMPANY Table A-1 COUNT DATE SUMMARY SHEET 2002 TRAFFIC MONITORING PROGRAM Location Number Count Intersection/Location Count Day Count D 1. College Boulevard & Faraday Avenue Thurs. 7/11 2. El Camino Real & Plaza Drive Tues. 7/9 3. El Camino Real & Marron Road Wed. 7/10 4. El Camino Real & Hosp Way Wed. 7/10 5. El Camino Real & Carlsbad Village Drive Wed. 7/10 6. El Camino Real & Tamarack Avenue Thurs. 7/25 7. El Camino Real & Cannon Road Thurs. 7/11 8. El Camino Real & College Boulevard Thurs. 8/8 9. El Camino Real & Faraday Avenue Thurs. 7/11 10. El Camino Real & Palomar Airport Road Thurs. 7/18 11. El Camino Real & Camino Vida Roble Wed. 7/17 12. El Camino Real & Dove Lane Tues. 8/6 13. El Camino Real & Alga Road / Aviara Parkway Tues. 8/6 ^14. El Camino Real & La Costa Avenue Wed. 8/7 ^14. El Camino Real & Levante Street Wed. 8/7 16. Palomar Airport Road & Avenida Encinas Tues. 7/16 17. Palomar Airport Road & Paseo del Norte Tues. 7/16 18. Palomar Airport Road & Armada Drive / Costco Entrance Wed. 7/17 19. Palomar Airport Road & College Boulevard/Aviara Parkway Wed. 7/17 20. Palomar Airport Road & Camino Vida Roble Wed. 7/17 21. Palomar Airport Road & El Fuerte Street Thurs. 7/18 22. Palomar Airport Road & Melrose Drive Thurs. 7/18 23. Carlsbad Boulevard & Carlsbad Village Drive Wed. 7/24 24 Carlsbad Boulevard & Tamarack Avenue Wed. 7/24 25. Carlsbad Boulevard & Cannon Road Tues. 7/30 26. Carlsbad Boulevard & Poinsettia Lane Thurs. 8/1 27. Rancho Santa Fe Road & Melrose Drive Thurs. 8/8 Table A-1 (Continued) COUNT DATE SUMMARY SHEET 2002 TRAFFIC MONITORING PROGRAM Location Number Count Intersection/Location Count Day Count Date 28. Rancho Santa Fe Road & La Costa Meadows Drive Thurs. 8/8 29. Rancho Santa Fe Road & San Elijo Road Thurs. 7/11 30. Rancho Santa Fe Road & La Costa Avenue Wed 8/7 31. Rancho Santa Fe Road & Olivenhain Road/Camino Alvaro Wed. 8/7 32. Carlsbad Village Drive & State Street Wed. 7/24 33. Carlsbad Village Drive & Harding Street Tues. 7/23 34. Poinsettia Lane and Aviara Parkway Tues. 8/6 35. Poinsetta Lane & Batiquitos Drive Thurs. 8/1 36. Poinsetta Lane & Paseo del Norte Wed. 7/31 37. Poinsetta Lane & Avienda Encinas Wed. 7/31 38. Tamarack Avenue & Carlsbad Village Drive Thurs. 7/25 39. Alga Road & Melrose Drive Thurs. 8/8 40. Alga Road & El Fuerte Street Tues. 8/6 41. Jefferson Street & Marron Road Tues. 7/9 42. Monroe Street & Marron Road Tues. 7/9 ||43. I-5/Carlsbad Village Drive Southbound Ramps Tues. 7/23 44. I-5/Carlsbad Village Drive Northbound Ramps Tues. 7/23 45. I-5/Tamarack Avenue Southbound Rarrips Thurs. 7/25 46. I-5/Tamarack Avenue Northbound Ramps Thurs. 7/25 47. I-5/Cannon Road Southbound Ramps Tues. 7/30 48. 1-5/Cannon Road Northbound Ramps Tues. 7/30 49. I-5/Palomar Airport Road Southbound Ramps Tues. 7/16 50. I-5/Palomar Airport Road Northbound Ramps Tues. 7/16 51. I-5/Poinsettia Lane Southbound Ramps Wed. 7/31 52. I-5/Poinsettia Lane Northbound Ramps Wed. 7/31 53. I-5/La Costa Avenue Southbound Ramps Wed. 8/14 54. I-5/La Costa Avenue Northbound Ramps Wed. 8/14 Table A-2 INTERSECTION LEVEL OF SERVICE 2002 TRAFFIC MONITORING PROGRAM AM PM ication Count ICU LOS ICU LOS umber Intersection/Location Ratio LOS Ratio LOS 1. College Boulevard & Faraday Avenue 0.43 A 0.45 A 2. El Camino Real & Plaza Drive 0.47 A 0.69 B 3. El Camino Real & Marron Road 0.48 A 0.51 A 4. El Camino Real & Hosp Way 0.47 A 0.41 A 5. El Camino Real & Carlsbad Village Drive 0.64 B 0.65 B 6. El Camino Real & Tamarack Avenue 0.83 D 0.68 B 7. El Camino Real & Cannon Road 0.47 A 0.65 B 8. El Camino Real & College Boulevard 0.53 A 0.44 A 9. El Camino Real & Faraday Avenue 0.68 B 0.75 C 10. El Camino Real & Palomar Airport Road 0.64 B 0.84 D 11. El Camino Real & Camino Vida Roble 0.50 A 0.54 A 12. El Camino Real & Dove Lane 0.42 A 0.71 C 13. El Camino Real & Alga Road / Aviara Parkway 0.62 B 0.69 B 14. El Camino Real & La Costa Avenue 0.72 C 0.72 C 15. El Camino Real & Levante Street 0.43 A 0.48 A 16. Palomar Airport Road & Avenida Encinas 0.50 A 0.66 B 17. Palomar Airport Road & Paseo del Norte 0.60 A 0.72 C 18. Palomar Airport Road & Armada Drive / Costco EnUance 0.51 A 0.64 B 19. Palomar Airport Road & College Boulevard/Aviara Parkway 0.59 A 0.69 B 20. Palomar Airport Road & Camino Vida Roble 0.53 A 0.59 A 21. Palomar Airport Road & El Fuerte Street 0.77 C 0.71 C 22. Palomar Airport Road & Melrose Drive 0.94 E 0.77 C 23. Carlsbad Boulevard & Carlsbad Village Drive 0.39 A 0.64 B 24 Carlsbad Boulevard & Tamarack Avenue 0.53 A 0.66 B 25. Carlsbad Boulevard & Cannon Road 0.58 A 0.87 D 26. Carlsbad Boulevard & Poinsettia Lane 0.30 A 0.40 A 27. Rancho Santa Fe Road & Melrose Drive 0.92 E 0.80 C Table A-2 (Continued) INTERSECTION LEVEL OF SERVICE 2002 TRAFFIC MONITORING PROGRAM AM PM Location Count ICU LOS ICU LOS Number Intersection/Location Ratio LOS Ratio LOS 28. Rancho Santa Fe Road & La Costa Meadows Drive 0.68 B 0.77 C 29. Rancho Santa Fe Road & San Elijo Road 0.79 C 0.88 D 30. Rancho Santa Fe Road & La Costa Avenue 0.57 A 0.58 A 31. Rancho Santa Fe Road & Olivenhain Road/Camino Alvaro 0.56 A 0.61 B 32. Carisbad Village Drive & State Street 0.25 A 0.38 A 33. Carlsbad Village Drive & Harding Street 0.39 A 0.52 A 34. Poinsettia Lane and Aviara Parkway 0.34 A 0.46 A 35. Poinsetta Lane & Batiquitos Drive 0.45' A 0.48 A 36. Poinsetta Lane & Paseo del Norte 0.51 A 0.61 B 37. Poinsetta Lane & Avienda Encinas 0.44 A 0.65 B 38. Tamarack Avenue & Carlsbad Village Drive 0.25 A 0.27 A 39. Alga Road & Melrose Drive 0.48 A . 0.48 A 1 40. " 41. Alga Road & El Fuerte Street 0.44 A 0.43 A 1 40. " 41. Jefferson Street & Marron Road 0.40 A 0.80 C 42. Monroe Street & Marron Road 0.27 A 0.50 A 43. I-5/Carlsbad Village Drive Southbound Ramps 0.55 A 0.71 C 44. I-5/Carlsbad Village Drive Northbound Ramps 0.59 A 0.66 B 45. I-5/Tamarack Avenue Southbound Ramps 0.58 A 0.48 A 46. I-5/Tamarack Avenue Northbound Ramps 0.53 A 0.66 B 47. I-5/Cannon Road Southbound Ramps 0.48 A 0.40 A 48. I-5/Cannon Road Northbound Ramps 0.55 A 0.85 D 49. I-5/Palomar Airport Road Southbound Ramps 0.47 A 0.43 A 50. I-5/Palomar Airport Road Northbound Ramps 0.67 B 0.67 B 51. I-5/Poinsettia Lane Southbound Ramps 0.42 A 0.52 A 52. I-5/Poinsettia Lane Northbound Ramps 0.47 A 0.47 A 53. I-5/La Costa Avenue Southbound Ramps 0.43 A 0.52 A 54. I-5/La Costa Avenue Northbound Ramps 0.52 A 0.56 A CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2002 INTERSECTION ANALYSIS SUMMARY Intersection Number: 1 Intersection Location: College Boulevard & Faraday Avenue Contents: Turn Movement Count Summary (A.M. and P.M.) Page 1 A.M. Peak Hour ICU Analysis and Page 2 Turn Movement Diagram P.M. Peak Hour ICU Analysis and Turn Movement Diagram Page 3 CK ENGINEERING COMPANY RICK ENGINEERING TURNING MOVEMENT ANALYSIS City: Carlsbad Intersection of: N/S Street: College Boulevard E/W Street: Faraday Avenue Page 1 of 3 File: 2002 Int #01 Data Collected by : Mustafa, L' Tanya Count Date : 07/11/02 Day: Thursday Weather: Sunny Traffic Control: Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Tm Thru Right Peds Left U-Tm Thm Right Peds Left U-Tm Thru Right Peds Left U-Tm Thru Right Peds Vehicles Peds 6:15 AM 7 0 16 16 0 20 0 21 13 0 4 0 27 4 0 5 0 31 8 1 172 1 6:30 AM 15 0 13 12 0 30 0 27 14 0 3 0 • 25 7 0 6 0 45 3 0 200 0 6:45 AM 9 0 17 23 0 28 1 44 16 0 4 0 56 10 0 16 0 45 10 0 279 0 7:00 AM 17 0 24 43 0 47 0 58 17 0 5 0 61 17 0 16 0 40 9 0 354 0 7:15 AM 14 0 18 35 0 57 0 37 20 0 7 0 49 12 1 13 0 57 4 0 323 1 7:30 AM 22 0 26 39 0 66 0 52 23 0 7 0 86 14 1 14 0 43 1 1 393 2 7:45 AM * 31 0 33 60 0 61 0 54 29 0 11 0 92 14 0 20 0 67 3 4 475 4 8:00 AM * 24 0 35 62 0 76 0 49 29 4 17 0 124 17 6 14 0 45 3 3 495 13 8:15 AM * 31 0 41 68 1 65 0 69 28 2 20 0 137 20 4 25 0 66 8 1 578 8 8:30 AM * 33 0 29 53 0 46 0 51 20 0 11 0 70 20 0 17 0 57 6 0 413 0 8:45 AM 29 0 35 55 2 45 0 39 18 1 11 0 73 19 1 15 0 64 3 1 406 5 9:00 AM 22 0 30 56 0 21 0 42 14 1 5 0 70 18 0 13 0 43 5 0 339 • 1 Max. 15 min. 33 0 41 68 2 76 1 69 29 4 20 0 137 20 6 25 0 67 10 4 578 13 Pk. Hr. Vol. 119 0 138 243 1 248 0 223 106 6 59 0 423 71 10 76 0 235 20 8 1961 25 7:30 AM Peak Intersection Traffic in Pk. Hr. 1961 Peak Hr. Factor 0.85 8:30 AM Hour Intersection Pdstms in Pk. Hr. = 25 3:45 PM 31 1 77 37 0 9 0 34 17 0 14 1 63 33 4 30 0 83 53 1 483 5 4:00 PM 17 0 46 13 0 6 0 33 15 0 26 0 64 18 • 5 17 0 42 10 0 307 5 4:15 PM 4 0 17 .5 0 7 0 46 16 0 14 0 73 37 1 8 0 19 10 0 256 1 4:30 PM 28 0 54 10 0 3 0 28 15 0 18 0 62 31 0 49 0 102 41 0 441 0 4:45 PM * 58 0 138 36 0 7 0 34 14 3 15 0 58 42 1 69 0 144 57 3 672 7 5:00 PM * 31 0 78 15 0 15 0 33 19 1 19 0 81 30 2 42 0 92 37 0 492 3 5:15 PM * 40 0 121 26 0 4 0 41 16 0 24 0 81 40 0 53 0 140 103 0 689 0 5:30 PM * 26 0 65 10 0 13 1 48 21 0 27 0 79 26 4 33 0 87 19 2 455 6 5:45 PM 27 0 62 13 2 14 0 50 22 3 17 0 72 23 1 51 0 91 24 0 466 6 6:00 PM 36 0 68 18 1 5 0 37 17 2 10 0 53 20 0 37 0 76 43 0 420 3 6:15 PM 6:30 PM 11 13 0 0 44 37 14 6 1 0 2 5 0 0 25 44 13 10 1 0 19 11 0 0 52 .46 30 19 0 1 35 33 0 0 58 56 24 28 1 0 327 308 3 1 Max. 15 min. 58 1 138 37 2 15 1 50 22 3 27 1 81 42 5 69 0 144 103 3 689 7 Pk. Hr. Vol. 155 0 402 87 0 39 1 156 70 4 85 0 299 138 7 197 0 463 216 5 2308-16 4:30 PM Peak Intersection Traffic in Pk. Hr. = 2308 5:30 PM Hour Intersection Pdstms in Pk. Hr. = 16 Peak Hr. Factor 0.84 College Boulevard at Faraday Avenue Lane Configuration for Intersection Capacity Utilization Page 2 of3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EE) East Appr (WB) 7:30 AM to 8:30 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 1 1 Config - (left) 2 1 1 1 1 urations 3 1 1 1 1 4 5 1 1 1 1 1 1 1 1 Outside 6 7 Free-flow Lane Settings 2 2 0 2 2 0 1 2 0 1 2 0 Capacity 3600 4000 0 3600 4000 0 1800 4000 0 1800 4000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N) 7 N Efficiency Lost Factor 0.10 Hourly Volume 119 138 243 248 223 106 59 423 71 76 235 20 Adjusted Hourly Volume 119 381 0 248 329 0 59 494 0 76 255 0 Utilization Factor 0.03 0.10 0.00 0.07 0.08 0.00 0.03 0.12 0.00 0.04 0.06 0.00 Crifical Factors 0.10 0.07 0.12 0.04 ICU Rafio 0.43 LOS = A Tuming Movements at Intersection of: College Boulevard and Faraday Avenue W e s t A P P r Time : 7:30 AM to 8:30 AM Date: . 07/11/02 Day: Thursday Name : Mustafa, L' Tanya Totals 1013 Sub- totals 460 553 59 423 71 Subtotals Total North Approach 370 577 North College Boulevard 794 0 106 223 248 J i u • t ^ t r 119 138 243 0 500 217 20 235 76 Total Subtotals Sub- totals 331 914 Faraday Avenue Totals 1245 E a s t A P P r 870 South Approach Note : Left-tum volumes include U-tums. U-tums in bold. College Boulevard at Faraday Avenue Lane Configuration for Intersection Capacity Utilization Page 3 of3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 4:30 PM to 5:30 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 1 1 Config - (left) 2 1 1 1 1 urations 3 1 1 1 1 4 5 1 1 1 1 1 1 1 1 Outside 6 7 Free-flow Lane Settings 2 2 0 2 2 0 1 2 0 1 2 0 Capacity 3600 4000 0 3600 4000 0 1800 4000 0 1800 4000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N] N Efficiency Lost Factor 0.10 Hourly Volume 155 402 87 40 156 70 85 299 138 197 463 216 Adjusted Hourly Volume 155 489 0 40 226 0 85 437 0 197 679 0 Utilization Factor 0.04 0.12 0.00 0.01 0.06 0.00 0.05 0.11 0.00 0.11 0.17 0.00 Critical Factors 0.12 0.01 0.11 O.U ICU Rafio _ 0.45 . LOS = A Tuming Movements at Intersection of: College Boulevard and Faraday Avenue W e s t A P P r Time : 4:30 PM to 5:30 PM Date: 07/11/02 Day: Thursday Name : Mustafa, L' Tanya Totals 1210 Sub- totals 688 522 85 299 138 Subtotals Total North Approach 70 491 266 156 North 155 402 0 644 1135 College Boulevard 970 1 40 t 87 704 216 463 -197 Total Subtotals Sub- totals 876 425 Faraday Avenue Totals 1301 E a s t A P P r South Approach Note : Left-tum volumes include U-tums. U-tums in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2002 INTERSECTION ANALYSIS SUMMARY Intersection Number: 2 Intersection Location: El Camino Real & Plaza Drive Contents: Turn Movement Count Summary Page 1 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Page 2 Turn Movement Diagram P.M. Peak Hour ICU Analysis and Page 3 Turn Movement Diagram CK ENGINEERING COMPANY RICK ENGINEERING TURNING MOVEMENT ANALYSIS City: Carlsbad Intersecfion of: N/S Street: El Camino Real E/W Street: Plaza Drive Count Date: 07/09/2002 Day: Tuesday Weather: Sunny Page 1 of 3 File: 2002 Int #02 Data Collected by : Chris, Matt, Matt Traffic Control: Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Tm Thm Right Peds Left U-Tm Thru Right Peds Left U-Tm Thm Right Peds Left U-Tm Thru Right Peds Vehicles Peds 6:15 AM 0 0 154 4 1 7 0 193 5 0 6 0 2 0 0 4 0 1 8 0 384 1 6:30 AM 0 0 120 4 I 15 3 290 8 0 6 0 0 0 0 4 0 1 14 0 465 1 6:45 AM 2 0 150 2 0 27 2 402 6 0 2 0 1 2 1 5 0 0 11 0 612 1 7:00 AM 2 0 152 6 0 36 4 446 6 0 3 0 2 2 0 5 0 3 12 0 679 0 7:15 AM 1 0 245 6 0 29 6 433 9 0 9 0 0 0 1 7 0 1 13 0 759 1 7:30 AM * 3 0 221 5 0 25 0 434 6 2 5 0 0 3 1 10 0 1 14 0 727 3 7:45 AM * 1 0 232 6 2 33 7 506 7 1 6 0 0 2 2 4 0 2 15 0 821 5 8:00 AM * 4 1 288 4 0 37 3 490 13 1 2 0 0 1 0 5 0 2 19 0 869 1 8:15 AM * 6 0 249 13 0 37 15 424 13 0 12 0 1 1 0 6 0 0 23 0 800 0 8:30 AM 1 0 245 12 0 50 11 348 16 0 5 0 2 1 0 9 0 0 26 0 726 0 8:45 AM 2 0 197 6 0 32 18 301 16 1 12 0 1 1 2 10 0 2 15 0 613 3 9:00 AM 2 0 299 3 0 76 11 306 31 1 12 0 3 3 1 7 0 2 15 0 770 2 Max. 15 min. 6 1 299 13 2 76 18 506 31 2 12 0 3 3 2 10 0 3 26 0 869 5 Pk. Hr. Vol. 14 1 990 28 2 132 25 1854 39 4 25 0 1 7 3 25 0 5 71 0 3217 9 7:15 AM Peak Intersection Traffic in Pk. Hr. = 3217 Peak Hr . Factor 0.93 8:15 AM Hour Intersecfion Pdstms in Pk. Hr. = 9 3:45 PM 5 0 380 3 0 76 9 242 48 3 86 0 7 13 0 10 0 10 60 0 949 3 4:00 PM * 5 1 271 0 0 73 18 234 54 3 91 1 5 9 2 9 0 6 75 2 852 7 4:15 PM * 1 0 307 1 1 73 18 235 40 0 117 0 6 7 1 4 0 8 67 1 884 3 4:30 PM * 7 0 313 1 1 66 9 229 37 0 66 0 13 7 0 9 0 9 80 3 846 4 4:45 PM * 4 1 335 3 0 68 12 260 39 3 100 1 10 6 3 12 0 12 93 9 956 15 5:00 PM 2 0 202 4 0 62 16 247 59 1 75 0 12 6 2 12 0 4 55 7 756 10 5:15 PM 3 0 345 2 0 66 13 281 35 4 95 0 7 12 5 15 0 7 88 3 969 12 5:30 PM 0 0 241 0 0 52 16 266 48 0 88 0 10 5 3 5 0 3 94 1 828 4 5:45 PM 0 0 240 3 2 58 10 273 53 0 84 0 5 6 1 7 0 8 69 4 816 7 6:00 PM 3 0 261 1 2 55 18 274 59 0 66 0 7 10 0 3 0 4 75 1 836 3 6:15 PM 1 1 355 8 0 63 14 227 37 2 69 0 18 12 0 9 0 2 62 1 878 3 6:30 PM 6 0 382 1 0 37 9 246 62 0 98 0 6 6 0 12 0 5 34 1 904 1 Max. 15 min. 7 1 382 8 2 76 18 281 62 4 117 1 18 13 5 15 0 12 94 9 969 15 Pk. Hr. Vol. 17 2 1226 5 2 280 57 958 170 6 374 2 34 29 6 34 0 35 315 15 3538 29 3:45 PM Peak Intersection Traffic in Pk. Hr. = 3538 4:45 PM Hour Intersection Pdstms in Pk. Hr. = 29 Peak Hr. Factor 0.93 El Camino Real at Plaza Drive Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:15 AM to 8:15 AM - Left Thru Right Left Thru Right Left Thru Right Left Thm Right Lane Inside 1 1 1 1 Config - (left) 2 1 1 1 1 1 1 urafions 3 4 C 1 1 t 1 1 1 1 1 Outside J 6 7 1 1 1 1 Free-flow Lane Settings 2 3 0 2 3 0 2 0 1 0 1 1 Capacity 3600 6000 0 3600 6000 0 3800 0 1800 0 2000 • 1800 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? Y Efficiency Lost Factor 0.10 Hourly Volume 15 990 28 157 1854 39 25 1 7 25 5 71 Adjusted Hourly Volume 15 1018 0 157 1893 0 26 0 7 0 30 71 Utilization Factor 0.00 0.17 0.00 0.04 0.32 0.00 0.01 0.00 0.00 0.00 0.02 0.04 Critical Factors 0.00 0.32 0.01 0.04 ICU Rafio = 0.47 LOS = A Tuming Movements at Intersection of: El Camino Real and Plaza Drive W e s t A P P r Time: 7:15AM to 8:15 AM Date : 07/09/2002 Day : Tuesday Name : Chris, Matt, Matt Sub- Totals totals 91 58 33 25 1 7 Subtotals Total North Approach El Camino Real 3161 2050 25 39 1854 157 1887 t North 7 t r 15 990 28 1 2920 1033 1111 71 5 25 Total Subtotals Sub- totals 101 161 Plaza Drive Totals 262 E a s t A P P South Approach Note : Left-tum volumes include U-tums. U-tums in bold. El Camino Real at Plaza Drive Lane Configuration for Intersection Capacity Utilizafion Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Afcipr (EB) East Appr (WB) 3:45 PM to 4:45 PM Left Thru Right Left Thm Right Left Thm Right Left Thm Right Lane Inside 1 1 1 1 Config - (left) 2 1 1 1 1 1 1 urations 3 1 1 1 1 4 1 1 5 6 1 1 1 1 Outside 7 Free-flow Lane Settings 2 3 0 2 3 0 2 0 1 0 1 1 Capacity 3600 6000 0 3600 6000 0 3800 0 1800 0 2000 1800 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N) 7 Y Efficiency Lost Factor 0.10 Houdy Volume 19 1226 5 337 958 170 376 34 29 34 35 315 Adjusted Houriy Volume 19 1231 0 337 1128 0 410 0 29 0 69 315 Utilizafion Factor 0.01 0.21 0.00 0.09 0.19 0.00 0.11 0.00 0.02 0.00 0.03 0.18 Critical Factors 0.21 0.09 0.11 0.18 ICU Ratio = 0.69 LOS = B Tuming Movements at Intersection of: El Camino Real and Plaza Drive W e s t A P P r Time: 3:45 PM to 4:45 PM Date : 07/09/2002 Day: Tuesday Name : Chris, Matt, Matt Totals 663 Sub- totals 224 439 376 34 29 Subtotals Total North Approach 1465 170 958 1 1023 North 19 1226 2 1250 2273 El Camino Real 3437 57 337 J i u t f ^ t r 1972 315 35 34 Total Subtotals Sub- totals 384 319 Plaza Drive Totals 703 E a s t A P P South Approach Note : Left-tum volumes include U-tums. U-tums in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2002 INTERSECTION ANALYSIS SUMMARY Intersection Number: 3 Intersection Location: El Camino Real & Marron Road Contents: Turn Movement Count Summary Page 1 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Turn Movement Diagram P.M. Peak Hour ICU Analysis and Turn Movement Diagram Page 2 Page 3 I ® CK ENGINEERING COMPANY RICK ENGINEERING TURNING MOVEMENT ANALYSIS City: Carisbad Intersecfion of: N/S Street: El Camino Real E/W Street: Marron Road Page 1 of 3 Count Date: 07/10/02 End of 15 min. prd. 6:15 AM 6:30 AM 6:45 AM 7:00 AM 7:15 AM 7:30 AM 7:45 AM 8:00 AM 8:15 AM 8:30 AM 8:45 AM 9:00 AM Day: Wednesday Weather: Sunny South Approach (NB) File: 2002 Int #03 Data Collected by : Matt, Chris, Matt, Doug Traffic Control : Signalized Left U-Tm Thm Right Peds 5 4 9 5 4 7 7 6 4 8 13 13 0 0 0 0 0 0 0 0 0 0 0 0 104 107 134 167 169 283 82 250 228 199 190 236 6 7 6 14 11 12 17 19 19 0 0 0 0 0 0 2 0 0 0 0 0 Max. 15 min. Pk. Hr. Vol. 13 24 283 843 19 43 North Approach (SB) Left U-Tm Thm Right Peds 16 8 7 9 7 17 17 27 19 26 28 16 1 0 2 3 0 3 4 3 2 1 2 2 216 258 386 430 366 409 464 436 370 325 264 263 10 10 17 16 19 15 19 35 20 15 15 23 0 0 2 0 2 0 4 1 0 0 0 28 80 4 12 464 1679 35 89 7:15 AM Peak Intersecfion Traffic in Pk. Hr. =3171 8:15 AM Hour Intersecfion Pdstms in Pk. Hr. = 14 West Approach (EB) Left U-Tm Thru Right Peds 5 6 4 10 9 6 12 22 16 16 15 22 0 0 0 0 0 0 0 0 0 0 0 0 2 0 7 1 9 7 5 8 12 II 15 16 3 9 18 13 11 4 16 13 15 13 9 12 0 0 0 1 0 0 0 0 0 1 1 0 22 56 16 32 18 48 Peak Hr. Factor East Approach (WB) Left U-Tm Thm Right Peds 5 15 10 13 22 25 27 21 29 23 17 16 0 0 0 0 0 0 0 0 0 0 0 0 6 7 3 6 10 11 7 21 18 12 8 22 12 14 16 23 27 23 20 37 26 16 23 27 29 102 22 57 37 106 0.89 15 min Total Vehicles Peds 393 446 621 702 660 816 694 890 771 682 618 687 890 3171 2 4 5 7 3 1 10 2 1 2 1 3 10 14 3:45 PM . 29 0 281 13 0 38 5 168 22 0 37 0 35 43 0 33 0 25 53 4 782 4 4:00 PM 45 0 258 9 0 41 1 202 27 1 41 0 43 32 0 29 0 36 40 5 804 6 4:15 PM 40 0 265 19 0 35 3 227 25 0 44 0 37 32 2 28 0 31 33 2 819 4 4:30 PM * 42 1 291 8 4 41 1 197 36 0 35 0 35 43 1 22 0 30 35 4 817 9 4:45 PM * 42 0 299 17 I 39 3 203 33 2 46 0 39 33 0 26 0 27 42 3 849 6 5:00 PM * 55 0 264 18 0 53 2 202 35 2 40 0 34 42 2 38 0 31 56 4 870 8 5:15 PM * 39 1 261 31 0 45 . 1 217 28 1 39 0 45 33 0 42 0 29 37 0 848 1 5:30 PM 49 0 213 6 1 46 1 196 29 0 46 0 47 44 1 40 0 37 47 1 801 3 5:45 PM 44 0 192 6 0 48 1 188 31 1 34 0 43 28 1 42 0 35 48 4 740 6 6:00 PM 46 0 208 3 0 44 2 207 35 0 37 0 48 30 0 37 0 52 45 1 794 1 6:15 PM 46 0 255 21 0 29 0 179 30 0 38 • 0 30 25 1 30 0 32 35 5 750 6 6:30 PM 34 0 228 19 0 37 2 166 27 0 48 0 33 30 0 47 0 27 38 1 736 1 Max. 15 min. 55 1 299 31 4 53 5 227 36 2 48 0 48 44 2 47 0 52 56 5 870 9 Pk. Hr. Vol. 178 2 1115 74 5 178 7 819 132 5 160 0 153 151 3 128 0 117 170 11 3384 24 4:15 PM Peak Intersection Traffic in Pk. Hr. = 3384 Peak Hr. Factor 0.97 5:15 PM Hour Intersection Pdstms in Pk. Hr. 24 El Camino Real at Marron Road Lane Configuration for Intersecfion Capacity Utilizafion I Pk. Hr. Time Period : 7:15 AM to 8:15 AM Lane Inside Config - (left) urations South Appr (NB) Left Thru Right Outside 7 Free-flow North Appr (SB) Left Thru Right West Appr (EB) Left Thru Right Page 2 of 3 East Appr (WB) Left Thru Right Lane Settings 2 3 0 Capacity 3600 6000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 2 3 3600 6000 1 2 1800 4000 1 2 1800 4000 Hourly Volume 24 843 43 92 1679 89 56 32 48 102 57 106 Adjusted Hourly Volume 24 886 0 92 1768 0 56 80 0 102 163 0 Utilization Factor 0.01 0.15 0.00 0.03 0:29 0.00 0.03 0.02 0.00 0.06 0.04 0.00 Crifical Factors 0.01 0.29 0.02 0.06 ICU Rafio = 0.48 LOS = A Tuming Movements at Intersection of: El Camino Real and Marron Road W e s t A P P r Time: 7:15 AM to 8:15 AM North Approach Date: 07/10/02 Day: Wednesday Name : Matt, Chris, Matt, Doug Sub- Totals totals 306 170 136 0 56 32 48 Subtotals Total 1829 t North El Camino Real 2877 1860 12 89 1679 92 J i u 7 t r 24 843 43 0 910 2739 1017 106 "57 -102 0 Total Subtotals Sub- totals 265 155 Marron Road Totals 420 E a s t A P P South Approach Note : Left-tum volumes include U-tums. U-tums in bold. El Camino Real at Marron Road Lane Configuration for Intersecfion Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 4:15 PM to 5:15 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 1 1 Config - (left) 2 1 1 1 1 urations 3 1 1 1 1 4 1 1 1 1 1 1 5 6 1 1 1 1 Outside 7 Free-flow Lane Settings 2 3 0 2 3 0 1 2 0 1 2 0 Capacity 3600 6000 0 3600 6000 0 1800 4000 0 1800 4000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 180 1115 74 185 819 132 160 153 151 128 117 170 Adjusted Hourly Volume 180 1189 0 185 951 0 . 160 304 0 128 287 0 Ufilization Factor 0.05 0.20 0.00 0.05 0.16 0.00 0.09 0.08 0.00 0.07 0.07 0.00 Critical Factors 0.20 0.05 0.09 0.07 ICU Ratio 0.51 LOS = Tuming Movements at Intersection of: El Camino Real and Marron Road Time: 4:15PM to 5:15 PM Date: 07/10/02 Day: Wednesday Name : Matt, Chris, Matt, Doug North Approach 1136 2588 EI Camino Real 1452 Total Subtotals W e s t A P P r Sub- Totals totals 891 427 464 0 160 153 151 132 819 . 185 J i u t North 1 7 t r 180 1115 74 170 117 128 0 Sub- totals 415 405 Totals 820 E a s t A P P r Marron Road Subtotals Total 1100 2469 1369 South Approach Note : Left-tum volumes include U-tums. U-tums in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2002 INTERSECTION ANALYSIS SUMMARY Intersection Number: 4 Intersection Location: El Camino Real & Hosp Way Contents: Turn Movement Count Summary Page 1 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Turn Movement Diagram Page 2 P.M. Peak Hour ICU Analysis and Turn Movement Diagram Page 3 CK ENGINEERING COMPANY RICK ENGINEERING TURNING MOVEMENT ANALYSIS City: Carisbad Intersection of: N/S Street: El Camino Real E/W Street: Hosp Way Count Date: 07/10/02 Day: Wednesday Weather: Sunny File: 2002 Int #04 • Data Collected by : Kevin, Eddie Traffic Conttol: Signalized Page 1 of 3 South Approach (NB) North Approach (SB) West Approach (EB) East Annroach (WBl End of 15 min. prd. , Left U-Tm Thm Right Peds Left U-Tm Thm Right Peds Left U-Tm Thm Right Peds Left U-Tm Thru Right Peds 6:15 AM 2 0 115 1 1 1 0 206 1 0 10 0 0 3 0 2 0 0 0 0 6:30 AM 2 0 99 1 0 1 0 293 4 3 9 0 0 6 0 3 0 0 1 0 6:45 AM 2 0 146 1 0 3 0 354 2 1 9 0 0 7 0 1 0 0 0 0 7:00 AM 0 0 132 1 0 1 0 474 5 2 13 0 0 6 0 5 0 0 0 0 7:15 AM * 3 0 176 3 2 5 0 460 5 1 10 0 1 10 0 11 0 2 1 0 7:30 AM * 2 0 175 5 2 3 0 435 9 0 20 0 0 12 0 8 0 0 0 0 7:45 AM * 1 0 230 6 0 15 1 453 20 2 21 0 1 18 2 10 0 2 2 1 8:00 AM * 3 0 207 21 1 18 1 406 9 5 28 0 1 19 2 8 0 1 2 0 8:15 AM 2 0 214 3 0 11 0 298 16 0 14 0 1 8 0 5 0 0 0 0 8:30 AM 2 1 170 12 0 16 4 307 2 6 21 0 2 13 0 15 0 2 3 0 8:45 AM 1 0 221 8 .0 4 0 266 10 1 14 0 4 5 1 12 0 2 3 0 9:00 AM 4 0 218 15 0 11 3 230 11 4 27 0 1 10 2 4 0 2 5 0 Max. 15 min. 4 1 230 21 2 18 4 474 20 6 28 0 4 19 2 15 0 2 5 1 Pk. Hr. Vol. 9 0 788 35 5 41 2 1754 43 8 79 0 3 59 4 37 0 5 5 1 8:00 AM Hour Intersecfion Traffic in Pk. Hr. Intersection Pdstms in Pk. Hr. 2860 18 Peak Hr. Factor 0.92 15 min Total Vehicles Peds 341 419 525 637 687 669 780 724 572 570 550 541 780 2860 1 3 1 2 3 2 5 8 0 6 2 6 18 3:45 PM 5 0 343 15 0 2 1 223 13 0 17 0 3 4 0 17 0 5 7 0 655 0 4:00 PM 8 0 352 50 0 10 0 241 14 1 13 0 1 0 0 15 0 3 0 0 707 1 4:15 PM 12 1 289 50 2 7 0. 269 17 1 9 0 11 6 0 17 0 3 5 0 696 3 4:30 PM * 16 0 317 46 1 3 0 278 16 1 9 0 0 1 1 14 0 5 1 2 706 5 4:45 PM * 3 6 273 29 0 1 0 230 16 4 13 0 5 7 1 25 0 5 1 6 614 11 5:00 PM * 23 0 426 60 2 5 5 216 17 5 8 0 3 3 1 2 0 8 11 2 787 10 5:15 PM 5 0 185 10 2 7 2 259 27 0 11 0 5 4 0 37 0 2 0 5 554 7 5:30 PM 25 2 290 88 0 10 0 271 28 3 14 0 16 8 6 22 0 5 2 2 781 11 5:45 PM 44 0 242 70 1 6 0 154 17 0 6 0 2 6 1 24 0 9 2 3 582 • 5 6:00 PM 7 0 191 41 2 12 2 229 29 1 16 0 11 9 1 18 0 4 2 0 571 4 6:15 PM 8 0 308 22 2 8 1 224 15 2 19 0 5 5 7 24 0 1 4 1 644 12 6:30 PM 2 0 200 14 3 6 1 209 23 2 11 0 2 5 1 19 0 4 4' 0 500 6 Max. 15 min. 44 6 426 88 3 12 5 278 29 5 19 0 16 9 7 37 0 9 11 6 787 12 Pk. Hr. Vol. 54 7 . 1305 185 5 16 5 993 66 11 39 0 19 17 3 58 0 21 18 10 2803 29 4:00 PM Peak Intersection Traffic in Pk. Hr. = 2803 Peak Hr. Factor 0.89 5:00 PM Hour Intersection Pdstms in Pk. Hr. = 29 El Camino Real at Hosp Way Lane Configurafion for Intersecfion Capacity Ufilizafion Page 2 of3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:00 AM to 8:00 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 Config - (left) 2 1 1 1 1 urations. 3 1 1 1 1 1 1 4 1 1 5 6 1 1 1 1 Outside 7 Free-flow Lane Settings 1 3 0 1 3 0 1 1 0 1 1 0 Capacity 1800 6000 0 1800 6000 0 1800 2000 0 180,0 2000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? Y Efficiency Lost Factor 0.10 Hourly Volume 9 788 35 43 1754 43 79 3 59 37 5 5 Adjusted Hourly Volume 9 823 0 43 1797 0 79 62 0 37 10 0 Utilization Factor 0.01 0.14 0.00 0.02 0.30 0.00 0.04 0.03 0.00 0.02 0.01 0.00 Crifical Factors 0.01 0.30 0.04 0.02 ICU Rafio = 0.47 LOS^ Tuming Movements at Intersection of: El Camino Real and Hosp Way Time : 7:00 AM to 8:00 AM Date: 07/10/02 Day: Wednesday • Name : Kevin, Eddie North Approach El Camino Real 2714 1840 874 Total Subtotals W e s t A P P r Totals 198 Sub- totals 57 141 79 3 59 Subtotals Total 43 1754 43 t 1850 North 9 0 2682 7 t r 788 35 832 5 5 37 Sub- totals 47 79 Hosp Way Totals 126 E a s t A P P r South Approach Note : Left-tum volumes include U-tums. U-tums in bold. El Camino Real at Hosp Way Lane Configurafion for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 4:00 PM to 5:00 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 Config- (left) 2 1 1 1 1 urations 3 1 1 1 1 1 1 4 1 1 5 6 1 1 1 1 Outside 7 Free-flow Lane Settings 1 3 0 1 3 0 1 1 0 1 1 0 Capacity 1800 6000 0 1800 6000 0 1800 2000 0 1800 2000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N) 7 • Y Efficiency Lost Factor 0.10 Hourly Volume 61 1305 185 21 993 66 39 19 17 58 21 18 Adjusted Hourly Volume 61 1490 0 21 1059 0 39 36 0 58 39 0 Utilization Factor 0.03 0.25 0.00 0.01 0.18 0.00 0.02 0.02 0.00 0.03 0.02 0.00 Critical Factors 0.25 0.01 0.02 0.03 ICU Rafio 0.41 LOS = A Tuming Movements at Intersection of: El Camino Real and Hosp Way Time: 4:00 PM to 5:00 PM Date: 07/10/02 Day: Wednesday Name : Kevin, Eddie North Approach 1080 2447 El Camino Real 1367 Total Subtotals W e s t A P P r Totals 216 Sub- totals 141 75 39 19 17 Subtotals Total 66 993 21 1075 t North 7 t r 61 1305 185 7 1551 2626 18 21 58 Sub- totals 97 220 Hosp Way Totals 317 E a s t A P P r South Approach Note : Left-tum volumes include U-tums. U-tums in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2002 INTERSECTION ANALYSIS SUMMARY Intersection Number: 5 Intersection Location: El Camino Real & Carlsbad Village Drive Contents: Turn Movement Count Summary (A.M. and P.M.) Page 1 A.M. Peak Hour ICU Analysis and Page 2 Turn Movement Diagram P.M. Peak Hour ICU Analysis and Page 3 Turn Movement Diagram ® CK ENGINEERING COMPANY RICK ENGINEERING TURNING MOVEMENT ANALYSIS City: Carlsbad Intersection of: N/S Sti-eet: El Camino Real E/W Street: Carisbad Village Drive Count Date: 07/10/02 Day: Wednesday Weather: Sunny Page 1 of 3 File: 2002 Int #05 Data Collected by : Mustafa, L'Tanya Traffic Control : Signalized End of 15 min. prd. South Approach (NB) North Approach (SB) West Approach (EB) East ADoroach CWB) End of 15 min. prd. Left U-Tm Thm Right Peds Left U-Tm Thru Right Peds Left U-Tm Thm Right Peds Left U-Tm Thru Right Peds 6:15 AM 1 0 55 0 0 6 5 203 4 0 8 0 7 3 0 5 0 69 31 0 6:30 AM 6 0 45 5 0 21 5 245 10 3 7 0 6 3 0 3 0 73 40 0 6:45 AM 4 0 68 4 0 18 7 384 15 0 4 0 4 12 0 10 0 63 42 0 7:00 AM 4 0 96 4 1 36 10 433 13 3 15 0 11 17 0 10 0 59 57 4 7:15 AM * 7 0 131 1 0 28 5 430 18 0 16 0 7 13 0 1 0 62 79 2 7:30 AM * 6 0 59 0 0 24 2 406 21 0 23 0 14 9 0 12 0 58 58 0 7:45 AM * 12 0 124 6 0 17 3 529 23 0 22 0 15 12 1 15 0 89 80 0 8:00 AM * 37 0 155 8 0 26 4 422 24 2 36 0 46 23 3 24 0 126 66 0 8:15 AM 11 0 46 0 0 60 4 383 30 0 20 0 26 19 0 9 0 30 20 0 1 8:30 AM 14 0 70 0 0 34 5 312 17 0 14 0 13 5 0 5 0 98 48 0 1 8:45 AM 13 0 83 3 0 29 5 293 23 1 23 0 25 9 0 2 0 56 45 0 9:00 AM 12 0 114 5 0 36 4 213 18 3 26 0 28 11 0 10 0 70 57 0 Max. 15 min. 37 0 155 8 1 60 10 529 30 3 36 0 46 23 3 24 0 126 80 4 Pk. Hr. Vol. 62 0 469 15 0 95 14 1787 86 2 97 0 82 57 4 52 0 335 283 2 15 min Total Vehicles Peds 397 469 635 765 798 692 947 997 658 635 609 604 997 3434 0 3 0 8 2 0 1 5 0 1 1 3 3434 8:00 AM Horn- Peak Hr. Factor 0.86 Intersecfion Pdstms in Pk. Hr. 3:45 PM 17 0 302 7 0 46 3 176 24 0 40 0 60 15 0 8 0 53 34 0 785 0 4:00 PM 35 0 369 22 0 48 3 171 26 0 31 0 33 13 0 8 0 38 30 0 827 0 1 4:15 PM 41 0 392 19 0 77 8 213 37 0 26 0 71 13 0 7 0 58 44 1 1006 0 1 4:30 PM 27 1 241 14 0 72 0 169 25 0 39 0 64 15 0 2 1 32 2 0 704 0 4:45 PM 31 1 347 16 0 68 5 188 32 3 17 0 61 13 0 4 0 29 29 3 841 6 5:00 PM * 48 0 331 12 0 71 1 168 37 1 27 0 77 31 0 5 0 41 14 0 1 863 1 5:15 PM « 47 0 351 28 1 80 2 152 33 1 35 0 72 11 1 6 1 45 30 0 1 893 4 5:30 PM * 59 0 275 41 0 66 6 174 29 0 34 0 89 15 0 6 0 56 54 2 904 2 5:45 PM * 41 0 304 25 3 69 4 175 35 0 35 0 72 8 0 5 0 41 30 1 844 4 6:00 PM 29 0 209 13 0 91 2 137 30 1 36 0 61 7 0 4 0 29 28 1 676 2 6:15 PM 23 0 277 6 0 94 2 132 38 1 28 0 62 15 1 2 0 39 29 0 747 2 6:30 PM 25 0 188 7 0 59 5 142 29 1 29 0 68 5 1 4 0 45 17 0 623 2 Max. 15 min. 59 1 392 41 3 94 8 213 38 3 40 0 89 31 1 8 1 58 54 3 1006 6 Pk. Hr. Vol. 195 0 1261 106 4 286 13 669 134 2 131 0 310 65 1 22 1 183 128 4 3504 11 4:45 PM Peak Intersection Traffic in Pk. Hr. 3504 Peak Hr. Factor 0.97 5:45 PM Hour Intersection Pdstms in Pk. Hr. 11 El Camino Real at Carlsbad Village Drive Lane Configuration for Intersecfion Capacity Ufilizafion Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:00 AM to 8:00 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 1 1 1 1 Config - (left) 2 1 1 1 1 urations 3 1 1 1 1 1 1 4 5 1 1 1 1 Outside 0 7 Free-flow Lane Settings 1 3 0 1 3 0 1 2 0 1 2 0 Capacity 1800 6000 0 1800 6000 0 1800 4000 0 1800 4000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N) 7 N Efficiency Lost Factor 0.10 Hourly Volume 62 469 15 109 1787 86 97 82 57 52 335 283 Adjusted Hourly Volume 62 484 0 109 1873 0 97 139 0 52 618 0 Utilization Factor 0.03 0.08 0.00 0.06 0.31 0.00 0.05 0.03 0.00 0.03 0.15 0.00 Critical Factors 0.03 0.31 0.05 0.15 ICU Rafio _ 0.64 LOS = B Tuming Movements at Intersecfion of: El Camino Real and Carlsbad Village Drive W e s t A P P r Time: 7:00 AM to 8:00 AM Date: 07/10/02 Day: Wednesday Name: Mustafa, L'Tanya Sub- Totals totals 719 483 236 0 97 82 57 Subtotals Total North Approach El Camino Real 2845 1982 14 86 1787 109 J i u 1896 t North 7 t r 62 469 15 0 546 2442 863 283 335 52 0 Total Subtotals Sub- totals 670 192. Totals 862 Carlsbad Village Drive E a s t A P P South Approach Note : Left-tum volumes include U-tums. U-tums in bold. El Camino Real at Carlsbad Village Drive Lane Configuration for Intersecfion Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 4:45 PM to 5:45 PM Left Thru Right Left Thm Right Left Thru Right Left Thru Right Lane Inside 1 1 1 1 1 Config- (left) 2 1 • 1 1 1 urations 3 1 1 1 1 1 1 4 5 6 1 1 1 1 Outside 7 Free-flow Lane Setfings 1 3 0 1 3 . 0 1 2 0 1 2 0 Capacity 1800 6000 0 1800 6000 0 1800 4000 0 1800 4000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N) 7 N Efficiency Lost Factor 0.10 Hourly Volume 195 1261 106 299 669 134 131 310 65 23 183 128 Adjusted Hourly Volume 195 1367 0 299 803 0 131 375 0 23 311 0 Utilization Factor 0.11 0.23 0.00 0.17 0.13 0.00 0.07 0.09 0.00 0.01 0.08 0.00 Crifical Factors 0.23 0.17 0.07 0.08 ICU Rafio 0.65 LOS = B Tuming Movements at Intersection of: El Camino Real and Carlsbad Village Drive W e s t A P P r Time : 4:45 PM to 5:45 PM Date: 07/10/02 Day: Wednesday Name : Mustafa, L'Tanya Totals 1018 Sub- totals 512 506 131 310 65 Subtotals Total North Approach 134 756 1102 669 North 195 1261 0 1562 2318 South Approach 2635 13 299 £1 Camino Real 1533 t 7 t r 106 128 183 23 Total Subtotals Sub- totals 334 Totals 1037 703 Carlsbad Village Drive Note : Left-tum volumes include U-tums. U-tums in bold. E a s t A P P CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2002 INTERSECTION ANALYSIS SUMMARY Intersection Number: 6 Intersection Location: El Camino Real & Tamarack Avenue Contents: Turn Movement Count Summary Page 1 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Page 2 Turn Movement Diagram P.M. Peak Hour ICU Analysis and Page 3 Turn Movement Diagram CK ENGINEERING COMPANY RICK ENGINEERING TURNING MOVEMENT ANALYSIS City: Carlsbad Intersection of: N/S Street: El Camino Real E/W Stteet: Tamarack Avenue Count Date: 07/25/02 Day: Thursday Weather: Sunny File: 2002 Int #06 Data Collected by : John, Kevin Traffic Conttol: Signalized Page 1 of 3 End of 15 min. prd. 6:15 AM 6:30 AM 6:45 AM 7:00 AM 7:15 AM 7:30 AM 7:45 AM 8:00 AM 8:15 AM 8:30 AM 8:45 AM 9:00 AM South Approach (NB) Max. 15 min. Pk. Hr. Vol. Left U-Tm Thm Right Peds 1 2 3 5 4 11 14 7 11 11 9 0 0 0 0 0 0 0 0 0 0 0 0 65 73 55 82 77 78 100 128 103 81 133 106 1 1 2 12 9 13 10 13 9 16 21 29 0 0 2 0 0 0 1 0 ' 1 0 0 0 14 43 133 409 29 45 North Approach (SB) Left U-Tm Thm Right Peds 1 2 0 3 6 3 3 1 5 4 0 0 0 0 0 0 0 0 1 0 0 0 179 253 379 477 407 463 501 366 461 265 230 206 1 3 9 6 9 4 9 11 15 12 6 11 2 0 1 0 0 0 0 0 1 1 0 0 12 501 1791 15 39 7:15 AM Peak Intersection Traffic in Pk. Hr. =3132 8:15 AM Hour Intersection Pdstms in Pk. Hr. = 7 West Approach (EB) Left U-Tm Thru Right Peds 3 1 4 6 7 11 17 15 20 13 20 51 Peak Hr. Factor 0 0 0 0 0 0 0 0 0 0 0 0 0.89 4 3 9 2 8 6 13 18 22 17 28 23 28 59 10 7 25 48 30 32 55 78 21 26 34 20 78 186 0 2 2 0 0 0 0 0 1 0 1 0 East Approach fWB) Left U-Tm Thm Right Peds 12 20 38 39 47 60 107 59 55 50 70 53 0 0 0 0 0 0 0 0 0 0 0 0 33 39 45 39 42 41 48 51 47 38 55 51 107 281 55 187 4 3 3 7 2 8 11 2 5 4 11 28 0 0 0 0 0 0 0 2 1 1 0 0 15 min Total Vehicles Peds 313 412 573 722 649 729 879 755 769 530 619 525 879 3132 2 2 5 0 0 0 1 2 4 2 1 0 5 7 3:45 PM 24 0 384 37 0 3 0 162 11 0 4 0 29 11 0 27 0 37 9 0 4:00 PM 31 1 371 40 0 4 0 150 14 0 21 0 37 14 0 22 0 22 6 0 4:15 PM 39 0 433 47 0 6 1 125 15 0 14 0 37 18 0 30 0 36 11 0 4:30 PM 40 0 381 45 0 6 1 143 18 0 16 0 33 15 0 11 0 21 3 0 4:45 PM * 42 1 408 44 0 8 0 151 17 0 11 0 37 16 1 20 0 31 8 1 5:00 PM * 60 1 383 60 0 3 1 150 12 0 10 0 50 17 1 27 0 34 2 1 5:15 PM * 46 0 441 52 0 6 0 170 10 0 17 0 51 11 0 18 0 27 5 2 5:30 PM * 58 1 471 82 0 3 0 118 8 0 7 0 40 18 0 27 0 19 4 0 5:45 PM 46 1 358 61 0 7 0 132 15 1 14 0 40 21 2 31 0 23 2 2 6:00 PM 33 1 305 72 0 2 0 145 15 1 8 0 47 12 0 18 0 23 4 0 6:15 PM 31 0 299 85 0 7 0 123 15 0 7 0 • 48 10 0 36 0 25 6 0 6:30 PM 27 0 250 59 0 9 1 74 11 3 9 0 43 8 0 21 0 32 2 0 Max. 15 min. 60 1 471 85 0 9 1 170 18 3 21 0 51 21 2 36 0 37 11 2 Pk. Hr. Vol. 206 3 1703 238 0 20 1 589 47 0 45 0 178 62 2 92 0 111 19 4 738 733 812 733 794 810 854 856 751 685 692 546 856 3314 0 0 0 0 2 2 2 0 5 1 0 3 5 6 Intersection Traffic in Pk. Hr. =3314 5:30 PM Hour Intersecfion Pdstms in Pk. Hr. = 6 Peak Hr. Factor 0.97 El Camino Real at Tamarack Avenue Lane Configurafion for Intersecfion Capacity Utilizafion Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:15 AM to 8:15 AM Left Thru Right Left Thru Right Left Thru Right Left Thm Right Lane Inside 1 1 Config- (left) 2 1 urations 3 1 4 1 5 6 Outside 7 Free-flow 1 1 1 ^ 1 1 1 1 1 1 1 1 Lane Settings 12 1 1 2 1 1 1 1 1 2 0 1800 4000 1800 1800 4000 1800 1800 2000 1800 1800 4000 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor Hourly Volume Adjusted Hourly Volume Utilization Factor Critical Factors 0.10 43 409 45 13 1791 39 51 59 186 281 187 28 43 409 45 13 1791 39 51 59 186 281 215 0 0.02 0.10 0.03 0.01 0.45 0.02 0.03 0.03 0.10 0.16 0.05 0.00 0.02 0.45 0.10 0.16 ICU Rafio 0.83 LOS^ D Tuming Movements at Intersecfion of: El Camino Real and Tamarack Avenue W e s t A P P Time: 7:15AM to 8:15 AM Date: 07/25/02 Day: Thursday Name : John, Kevin Totals 565 Sub- totals 269 296 51 59 186 Subtotals Total North Approach 39 4 2258 1843 1791 North 43 409 0 497 2755 2332 1 13 Ei Camino Real 489 t 7 t r 45 28 187 281 Total Subtotals Sub- totals 496 116 Tamarack Avenue Totals 612 E a s t A P P South Approach Note : Left-tum volumes include U-tums. U-tums in bold. El Camino Real at Tamarack Avenue Lane Configurafion for Intersection Capacity Utilizafion Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 4:30 PM to 5:30 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 1 Config- (left) 2 1 urations 3 1 4 1 5 6 Outside 7 Free-flow 1 1 1 1 1 1 1 1 1 1 1 Lane Settings 1 2 1 1 2 1 1 1 1 1 2 0 Capacity 1800 4000 1800 1800 4000 1800 1800 2000 1800 1800 4000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 209 1703 238 21 589 47 45 178 62 92 111 19 Adjusted Hourly Volume 209 1703 238 21 589 47 41 178 62 92 130 0 Utilizafion Factor 0.12 0.43 0.13 0.01 0.15 0.03 0.02 0.09 0.03 0.05 0.03 0.00 Crifical Factors 0.43 0.01 0.09 0.05 ICU Rafio = 0.68 LOS= B Tuming Movements at Intersection of: El Camino Real and Tamarack Avenue W e s t A P P r Time : 4:30 PM to 5:30 PM Date: 07/25/02 Day : Thursday Name : John, Kevin Totals 649 Sub- totals 364 285 45 178 62 Subtotals Total North Approach 47 i 746 209 3 2896 657 589 North 2425 1 21 El Camino Real 1768 t 7 t r 1703 238 2150 -19 '111 -92 Total Subtotals Sub- totals 222 436 Tamarack Avenue Totals 658 E a s t A P P r South Approach Note : Left-tum volumes include U-tums. U-tums in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2002 INTERSECTION ANALYSIS SUMMARY Intersection Number: 7 Intersection Location: El Camino Real & Cannon Road Contents: Turn Movement Count Summary Page 1 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Turn Movement Diagram Page 2 P.M. Peak Hour ICU Analysis and Page 3 Turn Movement Diagram ENGINEERING .COMPANY RICK ENGINEERING TURNING MOVEMENT ANALYSIS City: Carisbad Intersecfion of: N/S Sfreet: El Camino Real E/W Sfreet: Cannon Road File: 2002 Int #07 Data Collected by : Kevin, Eddie Page 1 of 3 Count Date: 07/11/02 Day: Thursday Weather: Sunny Traffic Confrol: Signalized End of 15 min. prd. South Approach (NB) Left U-Tm Thm Right Peds 8:15 AM Hour North Approach (SB) Left U-Tm Thm Right Peds 6:15 AM 2 0 73 0 0 0 0 207 2 0 1 0 0 3 3 0 0 0 0 0 288 3 6:30 AM 1 0 54 0 0 0 3 267 0 0 2 0 0 2 0 0 0 0 0 0 329 0 6:45 AM 1 0 48 0 0 0 2 390 3 6 1 0 0 6 0 0 0 0 0 0 451 6 7:00 AM 0 0 70 0 0 0 1 576 6 1 1 0 0 4 0 0 0 0 0 0 658 1 7:15 AM 2 0 79 0 0 0 1 424 1 2 6 0 0 6 5 0 0 0 0 0 519 7 7:30 AM 0 0 70 0 0 0 3 511 2 2 6 0 0 3 0 0 0 0 0 0 595 2 7:45 AM * 1 0 113 0 0 0 3 668 5 2 10 0 0 8 2 0 0 0 0 0 808 4 8:00 AM * I 0 131 0 0 0 1 603 3 3 12 0 0 5 1 0 0 0 0 0 756 4 8:15 AM * 1 0 114 0 0 0 1 404 0 1 13 0 0 7 0 0 0 0 0 0 540 1 8:30 AM 3 0 103 0 0 0 3 420 4 5 8 0 0 2 0 0 0 0 0 0 543 5 8:45 AM 1 0 130 0 0 0 0 300 2 0 8 0 0 4 1 0 0 0 0 0 445 1 9:00 AM 0 0 169 0 0 0 0 265 1 0 4 0 0 5 0 0 0 0 0 0 444 0 Max. 15 min. 3 0 169 0 0 0 3 668 6 6 13 0 0 8 5 0 0 0 0 0 808 7 Pk. Hr. Vol. 3 0 428 0 0 0 8 2186 10 8 41 0 0 23 3 0 0 0 0 0 2699 11 7:15 AM Peak Intersection Traffic in Pk. Hr. = 2699 Peak Hr. Factor 0.84 West Approach (EB) Left U-Tm Thm Right Peds East Approach fWB) Left U-Tm Thm Right Peds Intersection Pdstms in Pk. Hr. 11 15 min Total Vehicles Peds 3:45 PM 9 0 428 0 0 0 2 201 6 0 17 0 0 5 1 0 0 0 0 0 668 1 4:00 PM 2 0 293 0 0 0 1 215 5 1 3 0 0 6 2 0 0 0 0 0 525 3 4:15 PM 2 0 428 0 0 0 0 223 7 1 8 0 0 7 0 0 0 0 0 0 675 1 4:30 PM 2 0 387 0 0 0 1 149 4 0 8 0 0 2 1 0 0 0 0 0 553 1 4:45 PM * 8 0 673 0 0 0 1 172 3 0 7 0 0 1 0 0 0 0 0 0 865 0 5:00 PM * 4 0 377 0 0 0 0 191 14 2 11 0 0 4 0 0 0 0 0 0 601 2 5:15 PM * 11 0 695 0 0 0 1 170 10 1 6 0 0 2 0 0 0 0 0 0 895 1 5:30 PM * 35 0 420 0 0 0 0 141 6 0 2 0 0 5 0 0 0 0 0 0 609 0 8 5:45 PM 6 0 465 0 0 0 6 179 11 7 10 0 0 5 1 0 0 0 0 0 682 0 8 6:00 PM 5 0 412 0 0 0 2 126 6 2 4 0 0 1 0 0 0 0 0 0 556 2 6:15 PM 8 0 338 0 0 0 1 127 9 7 5 0 0 3 0 0 0 0 0 0 491 7 6:30 PM 7 0 309 0 0 0 3 146 15 3 5 0 • 0 7 0 0 0 0 0 0 492 3 Max. 15 min. 35 0 695 0 0 • 0 6 223 15 7 17 0 0 7 2 0 0 0 0 0 895 8 Pk. Hr. Vol. 58 0 2165 0 0 0 2 674 33 3 26 0 0 12 0 0 0 0 0 0 2970 3 4:30 PM Peak Intersection Traffic in Pk. Hr. 2970 Peak Hr. Factor 0.83 5:30 PM Hour Intersection Pdstms in Pk. Hr. El Camino Real at Cannon Road Lane Configuration for Intersecfion Capacity Utilization Page 2 of3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) . East Appr (WB) 7:15 AM to 8:15 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 1 1 1 Config - (left) 2 1 1 1 urations 3 1 1 1 4 1 1 -5 6 1 Outside 7 Free-flow Lane Settings 1 2 0 1 3 1 2 0 2 0 0 0 Capacity 1800 4000 0 1800 6000 1800 3600 0 3600 0 0 0 Are the North/South phases split (Y/N)? N • Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 3 428 0 8 2186 10 41 0 23 0 0 0 Adjusted Hourly Volume 3 428 0 8 2186 10 41 0 23 0 0 0 Ufilization Factor 0.00 0.11 0.00 0.00 0.36 0.01 0.01 0.00 0.01 0.00 0.00 0.00 Critical Factors 0.00 0.36 0.01 0.00 ICU Ratio 0.47 LOS = A Tuming Movements at Intersection of: El Camino Real and Cannon Road W e s t A P P r Time: 7:15 AM to 8:15 AM Date : 07/11/02 Day: Thursday Name : Kevin, Eddie Totals 77 Sub- totals 13 64 0 41 0 23 Subtotals Total North Approach 2204 10 2186 2209 North 3 0 2640 2681 8 El Camino Real 477 t f 7 t r 428 0 431 Total Subtotals Sub- totals Cannon Road Totals E a s t A P P r South Approach Note : Left-tum volumes include U-tums. U-tums in bold. El Camino Real at Cannon Road Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 4:30 PM to 5:30 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 1 1 1 Config - (left) 2 1 1 1 urations 3 1 1 1 4 1 1 5 r 1 Outside 6 7 Free-flow Lane Settings 1 2 0 1 3 0 2 0 2 0 0 0 Capacity 1800 4000 0 1800 6000 0 3600 0 3600 0 0 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N) ? N Efficiency Lost Factor 0.10 Hourly Volume 58 2165 0 2 674 33 26 0 12 0 0 0 Adjusted Hourly Volume 58 2165 0 2 674 33 26 0 12 0 0 0 Utilization Factor 0.03 0.54 0.00 0.00 0.11 0.00 0.01 0.00 0.00 0.00 0.00 0.00 Critical Factors 0.54 0.00 0.01 0.00 ICU Rafio _ 0.65 LOS = B Tuming Movements at Intersection of: El Camino Real and Cannon Road W e s t A P P r Time : 4:30 PM to 5:30 PM Date : 07/11/02 Day : Thursday Name : Kevin, Eddie Totals 129 Sub- totals 91 38 26 0 12 Subtotals Total North Approach 33 686 709 674 North 2902 2 2 El Camino Real 2193 7 \ r 58 2165 0 0 2223 2909 Total Subtotals Sub- totals Cannon Road Totals E a s t A P P r South Approach Note : Left-tum volumes include U-tums. U-tums in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2002 INTERSECTION ANALYSIS SUMMARY Intersection Number: 8 Intersection Location: El Camino Real & College Boulevard Contents: Turn Movement Count Summary Page 1 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Turn Movement Diagram Page 2 P.M. Peak Hour ICU Analysis and Page 3 Turn Movement Diagram CK ENGINEERING COMPANY RICK ENGINEERING TURNING MOVEMENT ANALYSIS City: Carisbad Intersecfion of: N/S Stteet: El Camino Real EAV Sfreet: College Boulevard Count Date : 08/08/02 Day: Thursday Weather: Sunny File: 2002 Int #08 Data Collected by : Kevin, Calvin Traffic Control: Signalized Page 1 of 3 South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of l 5 min. prd. Left U-Tm Thm Right Peds Left U-Tm Thm Right Peds Left U-Tm Thru Right Peds Left U-Tm Thra Right Peds Vehicles Peds 6:15 AM 10 1 26 1 0 4 0 42 61 0 15 0 1 2 0 0 0 0 1 0 164 0 6:30 AM 11 0 25 2 0 14 0 261 69 0 22 0 0 0 0 0 0 1 1 0 406 0 6:45 AM 7 0 16 0 0 12 0 241 117 0 13 0 8 1 0 0 0 4 0 0 419 0 7:00 AM 18 2 23 2 0 10 0 343 147 1 12 0 4 0 0 4 0 0 1 0 566 1 7:15 AM 17 7 64 4 0 10 0 322 127 0 7 0 4 0 0 2 0 0 2 0 566 0 7:30 AM 20 4 35 2 0 9 0 312 118 2 10 0 1 4 0 0 0 2 1 0 518 2 7:45 AM * 23 1 59 1 0 4 0 393 187 0 11 0 4 3 0 5 . 0 3 2 0 696 0 8:00 AM * 34 6 76 0 0 4 0 358 220 5 14 0 2 3 0 3 0 2 0 0 722 5 8:15AM * 48 5 79 1 0 2 0 292 144 0 15 0 3 7 0 6 0 3 6 0 611 0 8:30 AM * 12 2 75 0 0 4 0 303 127 0 6 0 2 1 0 0 0 2 2 0 536 0 8:45 AM 14 3 110 0 0 2 0 290 119 0 16 0 4 0 0 3 0 5 2 0 568 0 9:00 AM 9 7 48 0 0 1 0 247 82 0 4 0 3 1 0 0 0 0 4 0 406 0 Max. 15 min. 48 7 110 4 0 14 0 393 220 5 22 0 8 7 0 6 0 5 6 0 722 5 Pk. Hr. Vol. 117 14 289 2 0 14 0 1346 678 5 46 0 11 14 0 14 0 10 10 0 2565 5 7:30 AM Peak Intersection Traffic in Pk. Hr. 2565 Peak Hr. Factor 0.89 8:30 AM Hour Intersection Pdstins in Pk. Hr. = 5 3:45 PM 2 6 293 3 . 0 3 0 121 34 1 119 0 2 7 0 1 0 11 1 0 603 1 4:00 PM 6 1 259 1 0 1 0 118 38 0 143 0 1 12 0 3 0 3 3 0 589 0 4:15 PM 5 2 374 4 0 3 0 129 26 0 152 0 6 17 0 3 0 0 1 0 722 .0 4:30 PM 2 1 163 0 0 0 0 152 49 0 147 0 1 . 9 0 1 0 4 1 0 530 0 4:45 PM * 1 2 288 8 0 3 0 189 51 0 128 0 1 8 0 3 0 1 5 0 688 0 5:00 PM * 6 6 270 1 0 6 0 168 49 0 93 0 1 14 0 3' 0 3 1 0 621 0 5:15 PM * 8 5 310 4 0 7 0 174 87 1 150 0 2 17 0 1 0 7 2 0 774 1 5:30 PM * 4 2 274 0 0 3 • 0 178 77 0 104 0. 4 11 0 0 0 2 1 0 660 0 5:45 PM 5 0 275 3 0 4 0 175 36 0 120 0 3 19 0 2 0 0 2 0 644 0 6:00 PM 1 3 224 1 0 4 0 118 63 0 65 0 9 9 0 1 0 2 1 0 501 0 6:15 PM 1 2 255 1 0 5 0 106 33 1 108 0 1 7 0 2 0 4 1 0 526 1 6:30 PM 1 1 100 1 0 8 0 156 40 0 36 0 1 6 0 2 0 2 2 0 356 0 Max. 15 min. 8 6 374 8 0 8 0 189 87 1 152 0 9 19 0 3 0 11 5 0 774 1 Pk. Hr. Vol. 19 15 1142 13 0 19 0 709 264 1 475 0 8 50 0 7 0 13 9 0 2743 1 5:30 PM Peak Intersection Traffic in Pk. Hr. = 2743 Hour Intersection Pdstms in Pk. Hr. = 1 Peak Hr. Factor 0.89 ElCaminoReal at College Boulevard Lane Configuration for Intersection Capacity Ufilizafion Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:30 AM to 8:30 AM Left Thru Right Left Thm Right Left Thru Right Left Thru Right Lane Inside 1 1 Config- (left) 2 1 urations 3 1 4 1 5 1 6 Outside 7 Free-flow 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Lane Settings 1 3 1 1 2 0 2 2 0 2 2 0 Capacity Are the North/South phases split (Y/N)? Are the East/West phases split (Y/N)? 1800 6000 1800 1800 4000 N N 0 3600 4000 0 3600 4000 Efficiency Lost Factor 0.10 Hourly Volume 131 289 2 14 1346 678 46 11 14 14 10 10 Adjusted Hourly Volume 131 289 2 14 1346 0 46 25 0 14 20 0 Utilization Factor 0.07 0.05 0.00 0.01 0.34 0.00 0.01 0.01 0.00 0.00 0.01 0.00 Crifical Factors 0.07 0.34 0.01 0.01 ICU Rafio = 0.53 LOS = A Tuming Movements at Intersection of: El Camino Real and College Boulevard W e s t A P P r 9 Time : 7:30 AM to 8:30 AM Date: 08/08/02 Day : Thursday Name : Kevin, Calvin Totals 876 Sub- totals 805 71 Subtotals Total North Approach 46 11 14 1388 2038 t North 131 289 14 422 1810 South Approach El Camino Real 2383 0 678 1346 14 1 7 t r 345 10 10 14 Total Subtotals Sub- totals 34 Totals 61 27 College Boulevard E a s t A P P Note : Left-tum volumes include U-tums. U-tums in bold. El Camino Real at College Boulevard Lane Configuration for Intersecfion Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 4:30 PM to 5:30 PM Left Thm Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 1 Config- (left) 2 1 urations 3 1 4 1 5 1 6 Outside 7 Free-flow 1 1 1 1 1 1 1 1 1 1 1 . 1 1 1 Lane Settings 1 3 1 1 2 0 2 2 0 2 2 0 Capacity Are the North/South phases split (Y/N)? Are the East/West phases split (Y/N)? 1800 6000 1800 1800 4000 N N 3600 4000 0 3600 4000 Efficiency Lost Factor 0.10 Hourly Volume 34 1142 13 19 709 264 475 8 50 7 13 9 Adjusted Hourly Volume 34 1142 13 19 709 0 475 58 0 7 22 0 Utilization Factor 0.02 0.19 0.01 0.01 0.18 0.00 0.13 0.01 0.00 0.00 0.01 0.00 Crifical Factors 0.19 0.01 0.13 0.01 ICU Rafio = 0.44 LOS = A Tuming Movements at Intersecfion of; EI Camino Real and College Boulevard W e s t A P P r Time: 4:30 PM to 5:30 PM Date: 08/08/02 Day : Thursday Name : Kevin, Calvin Totals 829 Sub- totals 296 533 475 8 50 Subtotals Total North Approach 264 781 992 709 North 2618 0 19 El Camino Real 1626 • t 7 t r 34 1142 13 15 1189 1970 9 13 7 Total Subtotals Sub- totals 29 40 College Boulevard Totals 69 E a s t A P P r. South Approach Note : Left-tum volumes include U-tums. U-tums in bold. CITYOFCARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2002 INTERSECTION ANALYSIS SUMMARY Intersection Number: 9 Intersection Location: El Camino Real & Faraday Avenue Contents: Turn Movement Count Summary Page 1 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Page 2 Turn Movement Diagram P.M. Peak Hour ICU Analysis and Page 3 Turn Movement Diagram ENGINEERING .COMPANY RICK ENGINEERING TURNING MOVEMENT ANALYSIS City: Carisbad Intersection of: N/S Sfreet: El Camino Real E/W Sfreet: Faraday Avenue Count Date : 07/11/02 Day: Thursday Weather: Sunny Page 1 of 3 File: 2002 Int#09 Data Collected by : Matt, Chris, Doug Traffic Confrol: Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Tm Thm Right Peds Left U-Tm Thm Right Peds Left U-Tm Thra Right Peds Left U-Tm Thra Right Peds Vehicles Peds 6:15 AM 97 3 58 14 0 22 2 81 40 0 25 0 13 32 0 11 0 6 4 0 408 0 6:30 AM 144 2 42 17 1 35 3 131 22 0 0 0 9 19 1 17 0 5 4 1 450 3 6:45 AM 100 1 65 39 0 35 3 200 26 0 2 0 20 19 2 18 0 5 5 0 538 2 7:00 AM 156 4 77 59 0 66 0 256 50 0 2 0 16 21 0 13 0 4 5 1 729 1 7:15 AM 202 0 106 44 0 40 4 239 45 2 2 0 23 19 1 8 0 15 1 2 748 5 7:30 AM 184 1 81 52 0 37 1 245 47 2 5 0 23 32 0 20 0 9 3 0 740 2 7:45 AM * 253 0 146 51 0 47 3 264 33 1 7 0 14 36 4 18 0 13 4 2 889 7 8:00 AM * 219 1 144 84 0 45 7 316 62 3 9 0 30 25 0 14 0 16 3 4 975 7 8:15 AM * 256 2 154 44 0 26 8 268 54 0 19 0 32 33 0 18 0 16 5 2 935 2 8:30 AM * 173 2 -120 35 1 20 7 210 30 3 . 15 0 24 46 0 66 0 18 14 2 780 6 8:45 AM 178 4 109 45 0 24 4 173 24 0 2 0 16 41 0 37 0 18 24 0 699 0 9:00 AM 193 3 158 34 0 21 8 224 34 1 7 0 21 34 0 25 0 14 14 4 790 5 Max. 15 min. 256 4 158 84 1 66 8 316 62 3 25 0 32 46 4 66 0 18 24 4 975 7 Pk. Hr. Vol. 901 5 564 214 1 138 25 1058 179 7 50 0 100 140 4 116 0 63 26 10 3579 22 8:30 AM Hour Intersection Pdstms in Pk. Hr. 3579 22 Peak Hr. Factor 0.92 3:45 PM 40 5 258 22 0 15 5 159 13 0 41 0 24 177 1 54 0 29 39 0 881 1 4:00 PM 53 2 187 27 0 17 4 150 4 0 21 0 17 110 0 56 0 24 14 0 686 0 4:15 PM 21 3 260 22 5 12 4 124 7 2 36 0 21 197 4 68 0 22 23 12 820 23 4:30 PM 48 3 253 25 1 20 2 179 6 0 30 0 21 138 0 50 0 22 21 0 818 1 4:45 PM * 34 6 251 23 0 19 3 138 3 1 51 0 18 211 1 70 0 36 25 0 888 2 5:00 PM * 33 5 282 19 0 11 3 165 2 0 45 0 16 180 2 70 0 21 17 2 869 4 5:15 PM » 27 1 340 32 2 11 6 142 6 0 52 0 20 283 2 97 0 35 28 1 1080 5 5:30 PM * 36 2 299 29 2 17 0 127 3 0 32 0 20 198 1 67 0 26 14 0 870 3 5:45 PM 30 1 269 30 0 14 3 129 2 0 28 0 16 197 2 69 0 27 29 0 844 2 6:00 PM 30 1 233 11 0 6 1 132 1 0 11 0 7 143 0 54 0 15 16 0 661 0 6:15 PM 24 1 200 16 0 6 1 111 3 0 23 0 8 ' 149 0 44 0 15 12 0 613 0 6:30 PM 22 3 137 44 1 7 1 132 2 0 8 0 6 126 3 28 0 12 11 0 539 4 Max. 15 min. 53 6 340 44 5 20 6 179 13 2 52 0 24 283 4 97 0 36 39 12 1080 23 Pk. Hr. Vol. 130 14 1172 103 4 58 12 572 14 1 180 0 74 872 6 304 0 118 84 3 3707 14 4:30 PM Peak Intersection Traffic in Pk. Hr. = 3707 Peak Hr. Factor 0.86 5:30 PM Hour Intersection Pdstms in Pk. Hr. 14 El Camlno Real at Faraday Avenue Lane Configurafion for Intersection Capacity Utilizafion Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:30 AM to 8:30 AM Left Thru Right Left Thm Right Left Thru Right Left Thm Right Lane Inside 1 1 1 1 Config - (left) 2 1 1 1 1 urations 3 1 1 1 1 1 4 1 1 1 I 1 5 6 1 1 1 1 Outside 7 Free-flow Lane Settings 2 3 0 2 3 0 2 0 2 1 2 0 Capacity 3600 6000 0 3600 6000 0 3600 0 3800 1800 4000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N) 7 N Efficiency Lost Factor 0.10 Hourly Volume 906 564 214 163 1058 179 50 100 140 116 63 26 Adjusted Hourly Volume 906 778 0 163 1237 0 50 0 240 116 89 0 Ufilizafion Factor 0.25 0.13 0.00 0.05 0.21 0.00 0.01 0.00 0.06 0.06 0.02 0.00 Crifical Factors 0.25 0.21 0.06 0.06 ICU Rafio 0.68 LOS^ Tuming Movements at Intersection of: El Camino Real and Faraday Avenue W e s t A P P r Time : 7:30 AM to 8:30 AM Date: 07/11/02 Day : Thursday Name : Matt, Chris, Doug Totals 1433 Sub- totals 1143 290 50 100 140 North Approach t North El Camino Real 2065 1400 25 179 1058 163 1 ^ t r 906 564 214 665 26 63 116 Total Subtotals Sub- totals 205 452 Faraday Avenue Totals 657 E a s t A P P r Subtotals Total 1319 3003 1684 South Approach Note : Left-tum volumes include U-tums. U-tums in bold. El Camino Real at Faraday Avenue Lane Configuration for Intersection Capacity Ufilization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 4:30 PM to 5:30 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 1 1 1 Config - (left) 2 1 1 1 1 urations 3 1 1 1 1 1 4 1 1 1 1 1 5 6 1 1 I 1 Outside 7 Free-flow Lane Settings 2 3 0 2 3 0 2 0 2 1 2 0 Capacity 3600 6000 0 3600 6000 0 3600 0 3800 1800 4000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N) 7 N Efficiency Lost Factor 0.10 Hourly Volume 144 1172 103 70 572 14 180 74 872 304 118 84 Adjusted Hourly Volume 144 1275 0 70 586 0 180 0 946 304 202 0 Utilization Factor 0.04. 0.21 0.00 0.02 0.10 0.00 0.05 0.00 0.25 0.17 0.05 0.00 Critical Factors 0.21 0.02 0.25 0.17 ICU Ratio = 0.75 LOS = C Tuming Movements at Intersecfion of: El Camino Real and Faraday Avenue W e s t A P P r Time: 4:30 PM to 5:30 PM Date : 07/11/02 Day : Thursday Name : Matt, Chris, Doug Totals 1388 Sub- totals 262 1126 180 74 872 Subtotals Total North Approach 656 14 572 1762 North 2104 12 70 El Camino Real 1448 7 i- L t 7 t r 144 1172 103 14 1419 3181 84 118 304 Total Subtotals Sub- totals 506 235 Faraday Avenue Totals 741 E a s t A P P r South Approach Note : Left-tum volumes include U-tums. U-tums in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2002 INTERSECTION ANALYSIS SUMMARY Intersection Number: 10 Intersection Location: El Camino Real & Palomar Airport Road Contents: Turn Movement Count Summary Page 1 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Page 2 Turn Movement Diagram P.M. Peak Hour ICU Analysis and Page 3 Turn Movement Diagram RICK ENGINEERING .COMPANY RICK ENGINEERING TURNING MOVEMENT ANALYSIS City: Carlsbad Intersection of: N/S Sfreet: El Camino Real E/W Sfreet: Palomar Airport Road Count Date: 07/18/02 Day: Thursday Weather: Sunny. Page 1 of 3 File: 2002 Int #10 Data Collected by : Matt, Doug, Randy, Darren Traffic Confrol : Signalized South Approach (NB) North Approach (SB) West Approach (EB) East ADDroach fWBi End of 15 min. prd. Left U-Tm Thm Right Peds Left U-Tm Thra Right Peds Left U-Tm Thm Right Peds Left U-Tm Thra Right Peds 6:15 AM 5 0 22 26 0 58 1 34 44 1 14 0 82 3 0 50 0 249 142 0 6:30 AM 0 0 33 32 0 59 0 68 31 0 11 0 75 7 0 98 0 272 184 0 6:45 AM 10 0 46 46 0 84 2 45 22 0 16 0 113 8 0 149 0 252 370 0 7:00 AM 2 0 80 69 0 98 3 140 60 0 15 0 154 4 0 178 0 277 184 0 7:15 AM 1 0 71 75 2 100 1 139 44 1 15 0 100 7 0 120 0 348 122 0 7:30 AM * 2 0 104 98 0 110 0 123 57 0 33 0 150 11 0 177 0 257 208 0 7:45 AM * 0 0 116 96 0 116 0 196 46 1 26 0 190 13 0 147 0 388 298 0 8:00 AM * 0 0 192 123 2 89 1 161 61 0 27 0 220 4 0 151 0 293 279 0 8:15 AM * 7 . 0 101 105 0 107 1 196 63 2 22 0 161 9 0 138 0 316 149 0 8:30 AM * 0 0 118 80 0 102 1 166 51 1 21 0 145 13 0 175 0 263 195 0 8:45 AM 6 0 129 107 0 102 2 158 45 1 36 0 194 19 0 104 0 310 175 0 9:00 AM 9 0 118 83 0 76 0 152 33 0 44 0 153 20 0 155 0 226 159 0 Max. 15 min. 10 0 192 123 2 116 3 196 63 2 44 0 220 20 0 178 0 388 370 0 Pk. Hr. Vol. 9 0 513 422 2 422 2 676 227 3 108 0 721 37 0 613 0 1254 934 0 15 min Total Vehicles Peds 730 870 1163 1264 1143 1330 1632 1601 1375 1330 1387 1228 1632 5938 0 0 0 3 0 1 2 2 1 1 0 3 5 = 5938 8:15 AM Hour Intersection Pdstms in Pk. Hr. = 5 Peak Hr. Factor 0.91 3:45 PM 26 0 140 135 0 204 0 132 29 2 52 0 338 19 0 68 0 179 156 0 4:00 PM 15 0 130 108 0 177 2 133 44 1 51 0 237 24 0 66 0 171 83 0 4:15 PM 22 0 121 120 0 243 0 145 40 1 57 0 295 19 0 31 0 214 148 0 4:30 PM 23 0 134 136 0 211 0 107 41 1 50 0 305 20 0 141 0 180 125 0 4:45 PM * 13 0 172 164 0 190 0 196 37 1 84 0 316 24 0 81 0 243 129 0 5:00 PM * 13 0 128 138-0 288 0 147 35 1 55 0 378 16 0 119 0 163 109 0 5:15 PM * 25 0 204 195 0 180 0 242 35 3 44 0 417 22 0 143 0 208 168 0 5:30 PM * 17 0 156 198 0 226 1 172 27 1 56 0 333 14 0 112 0 221 129 1 5:45 PM 36 0 134 138 0 260 1 191 38 2 39 0 331 19 0 91 0 207 135 0 6:00 PM 3 0 162 159 0 180 1 133 27 3 43 0 327 13 0 100 0 220 83 0 6:15 PM 15 0 151 103 0 180 0 122 23 3 47 0 322 17 0 92 0 188 61 0 6:30 PM 11 0 105 103 0 202 1 104 12 0 28 0 295 13 1 56 0 166 77 0 Max. 15 min. 36 0 204 198 0 288 2 242 44 3 84 0 417 24 1 143 0 243 168 1 Pk. Hr. Vol. 68 0 660 695 0 884 1 757 134 6 239 0 1444 76 0 455 0 835 535 1 1478 1241 1455 1473 1649 1589 1883 1662 1620 1451 1321 1173 1883 6783 3 2 2 3 3 1 3 7 = 6783 5:30 PM Hour Intersection Pdstms in Pk. Hr. = 7 Peak Hr. Factor 0.90 El Camino Real at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Page 2 of3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:15 AM to 8:15 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 1 Config- (left) 2 1 urations 3 1 4 1 5 1 6 1 Outside 7 Free-flow 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Lane Settings 1 3 2 2 3 1 2 3 0 2 3 2 Capacity Are the North/South phases split (Y/N)? Are the East/West phases split (Y/N)? Efficiency Lost Factor 0.10 Houriy Volume 9 513 Adjusted Houriy Volume 9 513 Ufilizafion Factor 0.01 0.09 Crifical Factors 1800 6000 3600 3600 6000 1800 3600 6000 N N 0 3600 6000 3600 422 422 0.12 0.12 424 424 0.12 0.12 676 227 108 721 37 613 1254 934 676 227 108 758 0 613 1254 934 0.11 0.13 0.03 0.13 0.00 0.17 0.21 0.26 0.13 0.17 ICU Rafio 0.64 LOS= B Tuming Movements at Intersection of: El Camino Real and Palomar Airport Road Time : 7:15 AM to 8:15 AM North Approach Date: 07/18/02 Day: Thursday Name : Matt, Doug, Randy, Darren 1327 2884 El Camino Real 1557 Total Subtotals W e s t A P P r Totals 2356 Sub- totals 1490 866 108 721 37 Subtotals Total 227 676 424 1326 9 0 2270 t North 1 7 t r 513 422 944 934 1254 613 Sub- totals 2801 1565 Totals 4366 Palomar Airport Road E a s t A P P r South Approach Note : Left-tum volumes include U-tums. U-tums in bold. El Camino Real at Palomar Airport Road Lane Configurafion for Intersecfion Capacity Ufilization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 4:30 PM to 5:30 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 1 Config- (left) 2 1 urafions 3 1 4 1 5 1 6 1 Outside 7 Free-flow 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Lane Settings 1 3 2 2 3 1 2 3 0 2 3 2 Capacity Are the North/South phases split (Y/N)? Are the East/West phases split (Y/N)? Efficiency Lost Factor Hourly Volume Adjusted Hourly Volume Utilization Factor Crifical Factors 1800 6000 3600 3600 6000 1800 3600 6000 N N 0 3600 6000 3600 0.10 68 660 695 885 757 134 239 1444 76 455 835 535 68 660 240 885 757 134 239 1520 0 455 835 535 0.04 0.11 0.07 0.25 0.13 0.07 0.07 0.25 0.00 0.13 0.14 0.15 0.11 0.25 0.25 0.13 ICU Rafio 0.84 LOS= D Tuming Movements at Intersection of: El Camino Real and Palomar Airport Road W e s t A P P Time : 4:30 PM to 5:30 PM North Approach Date: 07/18/02 Day: Thursday Name : Matt, Doug, Randy, Darren Totals 2796 Sub- totals 1037 1759 Subtotals Total 1776 134 757 239 1444 76 — -I 1 • North 7 t 68 660 0 1288 1423 3211 1 885 El Camino Real 1435 r 535 835 455 Total Subtotals Sub- totals 1825 3023 Palomar Airport Road Totals 4848 E a s t A P P r 2711 South Approach Note : Left-tum volumes include U-tums. U-tums in bold. II CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2002 INTERSECTION ANALYSIS SUMMARY Intersection Number: 11 Intersection Location: El Camino Real & Camino Vida Roble Contents: Turn Movement Count Summary (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Turn Movement Diagram P.M. Peak Hour ICU Analysis and Turn Movement Diagram Page 1 Page 2 Page 3 CK ENGINEERING COMPANY RICK ENGINEERING TURNING MOVEMENT ANALYSIS City: Carisbad Intersection of: N/S Sfreet: El Camino Real E/W Sfreet: Camino Vida Roble File: 2002 Int #11 Data Collected by : Matt, Chester Page 1 of 3 Count Date: 07/17/02 Day: Wednesday Weather: Sunny Traffic Confrol : Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Tm Thra Right Peds Left U-Tm Thra Right Peds Left U-Tm Thm Right Peds Left U-Tm Thra Right Peds Vehicles Peds 6:15 AM 22 0 34 0 0 0 0 74 17 0 1 0 0 6 0 0 0 0 0 0 154 0 6:30 AM 16 0 78 0 0 0 0 121 23 0 2 0 0 5 0 0 0 0 0 0 245 0 6:45 AM 32 0 110 0 0 0 0 196 36 1 4 0 0 4 0 0 0 0 0 0 . 382 1 7:00 AM 42 1 168 0 0 0 0 189 52 0 2 0 0 7 0 0 0 0 0 0 461 0 7:15 AM 50 0 164 0 0 0 0 216 45 1 4 0 0 8 0 0 0 0 0 0 487 1 7:30 AM 76 1 213 0 0 0 0 203 51 2 6 0 0 4 0 0 0 0 0 0 554 2 7:45 AM * 59 3 239 0 0 0 0 226 63 0 3 0 0 12 0 0 0 0 0 0 605 0 8:00 AM » 98 5 322 0 0 0 0 208 71 0 6 0 0 12 0 0 0 0 0 0 722 0 8:15 AM * 96 3 286 0 0 0 0 230 68 0 8 0 0 12 0 0 0 0 0 0 703 0 8:30 AM * 77 1 202 0 0 0 0 223 62 0 9 0 0 16 0 0 0 0 0 0 590 0 8:45 AM 76 5 218 0 0 0 0 205 48 0 5 0 0 15 0 0 0 0 0 0 572 0 9:00 AM 55 5 219 0 0 0 0 218 38 0 9 0 0 24 0 0 0 0 0 0 568 0 Max. 15 min. 98 5 322 0 0 0 0 230 71 2 9 0 0 24 0 0 0 0 0 0 722 2 Pk. Hr. VoL 330 12 1049 0 0 0 0 887 264 0 26 0 0 52 0 0 0 0 0 0 2620 0 7:30 AM Peak Intersection Traffic in Pk. Hr. 2620 Peak Hr. Factor 0.91 8:30 AM Hour Intersection Pdstms in Pk. Hr. = 0 3:45 PM 41 1 220 0 0 0 0 202 28 0 44 0 0 47 0 0 0 0 0 0 583 0 4:00 PM 27 0 226 0 0 0 0 227 13 . 0 34 0 0 59 0 0 0 0 0 0 586 0 4:15 PM 41 2 272 0 0 0 0 223 16 0 47 0 0 68 0 0 0 0 0 0 669 0 4:30 PM 26 0 202 . 0 0 0 0 225 15 0 50 0 0 57 0 0 0 0 0 0 575 0 4:45 PM 32 0 187 0 0 0 0 229 18 0 78 0 0 95 0 0 0 0 0 0 639 0 5:00 PM * 28 1 228 • 0 0 0 0 305 13 0 42 0 0 105 0 0 0 0 0 0 722 0 5:15 PM * 32 0 241 0 0 0 0 278 18 0 129 0 0 139 0 0 0 0 0 0 837 0 5:30 PM * 12 1 209 0 0 0 0 366 14 0 52 0 0 95 0 0 0 0 0 0 749 0 5:45 PM * 25 1 269 0 0 0 0 300 11 0 50 0 0 88 0 0 0 0 0 0 744 0 6:00 PM 15 1 238 0 0 0 0 250 8 1 42 0 0 91 0 0 0 0 0 0 645 1 6:15 PM 31 1 209 • 0 0 0 0 200 10 1 38 0 0 68 0 0 0 0 0 0 557 1 6:30 PM 16 0 148 0 0 0 0 252 9 0 29 0 0 58 0 0 0 0 0 0 512 0 Max. 15 min. 41 2 272 0 0 0 0 366 28 1 129 0 0 139 0 0 0 0 0 0 837 1 Pk. Hr. Vol 97 3 947 0 0 0 0 1249 56 0 273 0 0 427 0 0 0 0 0 0 3052 0 4:45 PM Peak Intersection Traffic in Pk. Hr. = 3052 5:45 PM Hour Intersection Pdstms in Pk. Hr. = 0 Peak Hr. Factor 0.91 El Camino Real at Camino Vida Roble Lane Configuration for Intersecfion Capacity Ufilization Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:30 AM to 8:30 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 1 Config - (left) 2 1 • 1 1 urations 3 1 1 1 4 1 1 5 6 1 1 Outside 7 Free-flow Lane Settings 1 2 0 0 3 0 1.5 0 1.5 0 0 0 Capacity 1800 4000 0 0 6000 0 2700 0 2700 0 0 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N) 7 N Efficiency Lost Factor 0.10 Hourly. Volume 342 1049 0 0 887 264 26 0 52 0 0 0 Adjusted Hourly Volume 342 1049 0 0 1151 0 26 0 52 0 0 0 Utilizafion Factor 0.19 0.26 0.00 0.00 0.19 •0.00 0.01 0.00 0.02 0.00 0.00 0.00 Critical Factors 0.19 0.19 0.02 0.00 ICU Rafio 0.50 LOS = A Tuming Movements at Intersecfion of: El Camino Real and Camino Vida Roble W e s t A P P r Time : 7:30 AM to 8:30 AM Date: 07/17/02 Day: Wednesday Name: Matt, Chester Totals 672 Sub- totals 594 78 26 0 52 Subtotals Total North Approach 264 951 1151 887 North 2226 0 0 El Camino Real 1075 t f 7 t r 342 1049 0 12 1391 2342 Total Subtotals Sub- totals Camino Vida Roble Totals E a s t A P P r South Approach Note : Left-tum volumes include U-tums. U-tums in bold. El Camino Real at Camino Vida Roble Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 4:45 PM to 5:45 PM Left Thra Right Left Thru Right Left Thru Right Left Thra Right Lane Inside 1 1 Config - (left) 2 1 1 1 urations 3 1 1 1 4 1 1 5 6 1 1 Outside 7 Free-flow Lane Settings 1 2 0 0 3 0 1.5 0 1.5 0 0 0 Capacity 1800 4000 0 0 6000 0 2700 0 2700 0 0 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 100 947 0 0 1249 56 273 0 427 0 0 0 Adjusted Hourly Volume 100 947 0 0 1305 0 273 0 427 0 0 0 Utilization Factor 0.06 0.24 0.00 0.00 0.22 0.00 0.10 0.00 0.16 0.00 0.00 0.00 Crifical Factors 0.06 0.22 0.16 0.00 ICU Rafio 0.54 LOS = A Tuming Movements at Intersection of: £1 Camino Real and Camino Vida Roble W e s t A P P r Time : 4:45 PM to 5:45 PM Date: 07/17/02 Day : Wednesday Name : Matt, Chester Totals 853 Sub- totals 153 700 273 0 427 Subtotals Total North Approach 56 1305 1249 North 100 947 3 1679 1047 2726 2525 0 0 El Camino Real 1220 J i L t 1 7 t r Total Subtotals Sub- totals Camino Vida Roble Totals E a s t A P P r South Approach Note : Left-tum volumes include U-tums. U-tums in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2002 INTERSECTION ANALYSIS SUMMARY Intersection Number: 12 Intersection Location: El Camino Real & Dove Lane Contents: Turn Movement Count Summary (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Turn Movement Diagram P.M. Peak Hour ICU Analysis and Turn Movement Diagram Page 1 Page 2 Page 3 CK ENGINEERING COMPANY RICK ENGINEERING TURNING MOVEMENT ANALYSIS City: Carlsbad Intersection of: N/S Sfreet: El Camino Real EAV Sfreet: Dove Lane File: 2002 Int #12 Data Collected by : Matt, Tom Page 1 of 3 Count Date : 08/06/02 Day: Tuesday Weather: Suimy Traffic Confrol: Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach fWB) 15 min Total End of 15 min. prd. Left U-Tm Thra Right Peds Left U-Tm Thra Right Peds Left U-Tm Thra Right Peds Left U-Tm Thru Right Peds Vehicles Peds 6:15 AM 3 2 80 11 0 2 0 78 12 0 3 0 0 0 0 0 0 0 I 0 192 0 6:30 AM 13 1 115 9 0 1 0 110 5 0 9 0 2 2 2 2 0 2 1 0 272 2 6:45 AM 27 3 120 14 6 1 0 175 10 0 13 0 1 3 4 3 0 3 1 0 374 10 7:00 AM 30 0 180 • 21 0 4 0 203 20 0 19 0 3 5 0 5 0 1 7 0 498 0 7:15 AM 21 0 179 15 1 3 1 232 18 0 18 0 2 6 1 8 0 5 4 0 512 2 7:30 AM * 56 1 197 35 1 7 0 255 20 0 23 0 3 7 2 5 0 2 6 0 617 3 7:45 AM * 38 1 226 .21 1 8 I 257 28 0 27 0 0 11 2 7 0 4 10 0 639 3 8:00 AM * 11 1 327 14 1 6 1 212 22 0 23 0 0 16 0 12 0 0 7 1 652 2 8:15 AM * 18 5 232 6 0 6 4 234 26 1 21 0 1 13 0 7 0 2 10 1 585 2 8:30 AM 16 1 174 11 0 8 2 199 32 0 22 0 2 15 1 16 0 2 26 0 526 1 8:45 AM 44 2 190 6 0 10 3 203 24 0 23 0 2 9 0 22 0 8 23 0 569 0 9:00 AM . 28 1 215 3 1 18 3 198 28 0 26 0 3 9 0 26 0 4 24 0 586 1 Max. 15 min. 56 5 327 35 6 18 4 257 32 1 27 0 3 16 4 26 0 8 26 1 652 10 Pk. Hr. Vol. 123 8 982 76 3 27 6 958 96 1 94 0 4 47 4 31 0 8 33 2 2493 10 7:15 AM Peak Intersection Traffic in Pk. Hr. 2493 Peak Hr. Factor 0.96 8:15 AM Hour Intersection Pdstms in Pk. Hr. = 10 3:45 PM 25 1 203 5 0 7 1 186 33 0 31 0 9 34 0 66 1 17 46 7 665 7 4:00 PM 19 0 191 7 0 8 0 213 51 0 41 0 4 23 1 53 0 14 42 0 666 1 4:15 PM 36 4 247 9 1 22 2 276 39 0 41 0 6 41 0 43 0 19 32 1 817 2 4:30 PM 35 0 227 6 0 7 1 250 52 1 34 0 7 29 1 43 2 14 63 1 770 3 4:45 PM 57 1 233 4 0 13 1 295 47 0 38 0 8 24 1 45 2 6 47 0 821 1 5:00 PM * 66 1 232 7 0 14 1 289 55 0 46 • 0 8 49 1 49 2 14 69 0 902 1 5:15 PM * 36 0 168 11 0 17 2 346 58 0 49 0 6 42 5 50 0 8 60 1 853 6 5:30 PM * 31 0 208 7 0 10 5 377 52 0 30 0 4 22 0 52 2 10 41 0 851 0 5:45 PM * 50 2 222 20 0 11 4 327 55 0 50 0 5 23 0 44 3 13 53 2 882 2 6:00 PM 22 3 173 9 0 10 . 2 278 29 0 25 0 6 24 0 40 5 10 37 0 673 0 6:15 PM 37 3 153 2 0 9 1 228 36 0 37 0 1 20 4 21 3 4 28 0 583 4 6:30 PM 36 4 117 14 0 10 0 217 41 0 36 0 1 24 0 24 5 4 35 0 568 0 Max. 15 min. 66 4 247 20 1 22 5 377 58 1 50 0 9 49 5 66 5 19 69 7 902 7 Pk. Hr. Vol. 183 3 830 45 0 52 12 1339 220 0 175 0 23 136 6 195 7 45 223 3 3488 9 4:45 PM Peak Intersection Traffic in Pk. Hr. = 3488 5:45 PM Hour Intersection Pdstms in Pk. Hr. = 9 Peak Hr. Factor 0.97 EI Camino Real at Dove Lane Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:15 AM to 8:15 AM Left Thra Right Left Thra Right Left Thra Right Left Thm Right Lane Inside 1 1 1 1 1 Config - (left) 2 1 1 1 1 1 1 urations 3 4 C 1 1 1 1 1 1 Outside Z> 6 7 Free-flow Lane Settings 1 3 0 1 3 0 1 0 1 1 0 1 Capacity 1800 6000 0 1800 6000 0 1800 0 1800 1800 0 1800 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 131 982 76 33 958 96 94 4 47 31 8 33 Adjusted Hourly Volume 131 1058 0 33 1054 0 94 0 51 31 0 41 Utilization Factor 0.07 0.18 0.00 0.02 0.18 0.00 0.05 0.00 0.03 0.02 0.00 0.02 Critical Factors 0.07 0.18 0.05 0.02 ICU Ratio = 0.42 LOS = A Tuming Movements at Intersection of: El Camino Real and Dove Lane Time: 7:15 AM to 8:15 AM Date: 08/06/02 Day: Tuesday Name: Matt, Tom North Approach 1087 2202 El Camino Real 1115 Total Subtotals W e s t A P P r Totals 372 Sub- totals 227 145 94 4 47 Subtotals Total 96 958 33 J i L 1044 North 7 t r 131 982 76 8 1189 2233 33 • 8 31 Sub- totals 72 107 Dove Lane Totals 179 E a s t A P P South Approach Note : Left-tum volumes include U-tums. U-tums in bold. El Camino Real at Dove Lane Lane Configurafion for Intersection Capacity Ufilization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 4:45 PM to 5:45 PM Left Thru Right Left Thra Right Left Thru Right Left Thra Right Lane Inside 1 1 1 1 1 Config - (left) 2 1 1 1 1 1 1 urations 3 1 1 4 5 6 1 1 1 1 Outside 7 Free-flow Lane Settings 1 3 0 1 3 0 1 0 1 1 0 1 Capacity 1800 6000 0 1800 6000 0 1800 0 1800 1800 0 1800 Are the North/South phases split (Y/N)? N Are the East/W est phases split (Y/N) 7 N Efficiency Lost Factor 0.10 Hourly Volume 186 830 45 64 1339 220 175 23 136 202 45 223 Adjusted Hourly Volume 186 875 0 64 1559 0 175 0 159 202 0 268 Ufilizafion Factor 0.10 0.15 0.00 0.04 0.26 0.00 0.10 0.00 0.09 0.11 0.00 0.15 Crifical Factors 0.10 0.26 0.10 0.15 ICU Rafio = 0.71 LOS = Tuming Movements at Intersection of: EI Camino Real and Dove Lane W e s t A P P r Time : 4:45 PM to 5:45 PM Date: 08/06/02 Day : Tuesday Name : Matt, Tom Totals 782 Sub- totals 448 334 175 23 136 Subtotals Total North Approach 1623 220 1339 1673 North 2863 12 64 El Camino Real 1240 t 1 7 t r 186 830 45 3 1061 2734 -223 "45 202 Total Subtotals Sub- totals 470 127 Dove Lane Totals 597 E a s t A P P r South Approach Note : Left-tum volumes include U-tums. U-tums in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2002 INTERSECTION ANALYSIS SUMMARY Intersection Number: 13 Intersection Location: El Camino Real & Alga Road / Aviara Parkway Contents: Turn Movement Count Summary (A.M. and P.M.) Page 1 A.M. Peak Hour ICU Analysis and Page 2 Turn Movement Diagram P.M. Peak Hour ICU Analysis and Page 3 Turn Movement Diagram CK ENGINEERING COMPANY RICK ENGINEERING TURNING MOVEMENT ANALYSIS City: Carisbad Intersection of: N/S Sfreet: El Camino Real E/W Sfreet: Alga Road/Aviara Parkway Page 1 of 3 File: 2002 Int #13 Data Collected by : Matt, Darren, Chris Count Date: 08/06/02 Day: Tuesday Weather: Foggy Traffic Confrol: Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach fWB) 15 min Total End of 15 min. prd. Left U-Tm Thra Right Peds Left U-Tm Thra Right Peds Left U-Tm Thra Right Peds Left U-Tm Thra Right Peds Vehicles Peds 6:15 AM 9 0 41 11 1 4 0 59 3 0 36 0 7 11 0 68 1 36 8 0 294 1 6:30 AM 8 0 57 10 4 3 0 123 9 0 37 0 17 18 0 98 1 36 10 3 427 7 6:45 AM 11 0 80 16 4 2 0 167 5 1 42 1 15 22 1 128 0 47 15 0 551 6 7:00 AM 20 0 165 31 1 7 0 171 10 0 18 0 16 39 0 139 0 63. 35 0 714 1 7:15 AM 24 0 136 22 2 13 0 217 10 0 16 0 17 47 0 130 0 75 21 3 728 5 . 7:30 AM 29 0 174 29 1 15 0 218 15 0 . 19 0 21 60 0 180 0 66 38 2 864 3 7:45 AM 35 0 191 31 1 11 0 242 16 0 21 0 28 53 0 157 0 76 44 3 905 4 8:00 AM * 36 0 269 45 3 17 0 211 14 0 32 0 24 60 0 160 1 80 59 0 1008 3 8:15 AM * 47 1 230 51 1 19 1 235 15 0 24 0 36 56 0 124 0 61 55 1 955 2 8:30 AM * 44 0 168 47 0 18 1 181 15 0 21 0 44 84 0 153 1 77 40 1 894 1 8:45 AM 51 0 184 38 1 18 0 164 19 0 22 2 42 91 0 174 0 90 57 1 952 2 9:00 AM 57 0 177 42 0 19 1 188 28 0 29 0 19 86 0 155 1 96 31 1 929 1 Max. 15 min. 57 1 269 51 4 19 1 242 28 1 42 2 44 91 1 180 1 96 59 3 1008 7 Pk. Hr. Vol. 178 1 851 181 5 72 2 791 63 0 99 2 146 291 0 611 2 308 211 3 3809 8 7:45 AM Peak Intersection Traffic in Pk. Hr. 3809 Peak Hr. Factor 0.94 8:45 AM Hour Intersection Pdstms in Pk. Hr. = 8 3:45 PM 98 0 230 136 0 35 1 199 20 0 39 0 83 91 0 61 2 66 19 0 1080 0 4:00 PM 77 0 181 137 1 33 1 185 41 0 31 0 76 93 0 65 3 59 20 0 1002 1 4:15 PM 90 0 260 135 0 48 1 258 11 0 25 0 72 78 0 66 1 61 24 4 1130 4 4:30 PM 115 0 203 155 0 49 0 196 20 0 15 0 80 74 0 58 2 71 26 2 1064 2 4:45 PM 82 0 203 152 1 51 0 268 32 0 28 0 117 91 0 48 0 76 33 5 1181 6 5:00 PM * 111 0 231 166 0 62 1 259 37 0 22 0 102 93 0 53 5 68 13 1 1223 1 5:15 PM * 99 0 177 175 1 95 0 271 19 0 25 1 127 90 0 53 1 58 20 2 1211 3 5:30 PM * 107 0 219 201 0 82 1 318 27 0 16 0 125 99 0 74 1 76 24 2 1370 2 5:45 PM * 125 0 272 236 3 71 3 304 28 0 23 0 107 61 0 46 1 46 24 1 1347 4 6:00 PM 90 0 172 182 1 54 0 167 25 0 22 0 170 67 0 61 3 73 31 0 1117 1 6:15 PM 76 0 129 151 0 36 0 193 24 0 30 0 88 62 0 80 3 64 21 0 957 0 6:30 PM 66 0 117 161 0 49 0 200 35 0 10 1 107 72 0 56 2 58 20 0 954 0 Max. 15 min. 125 0 272 236 3 95 3 318 41 0 39 1 170 99 0 80 - 5 76 33 5 1370 6 Pk. Hr. Vol 442 0 899 778 4 310 5 1152 111 0 86 1 461 343 0 226 8 248 81 6 5151 10 4:45 PM Peak Intersection Traffic in Pk. Hr. =5151 5:45 PM Hour Intersection Pdstms in Pk. Hr. = 10 Peak Hr. Factor 0.94 El Camino Real at Alga Road/Aviara Parkway Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:45 AM to 8:45 AM Left Thru Right Left Thra Right Left Thru Right Left Thra Right Lane Inside 1 1 1 1 1 Config - (left) 2 1 1 1 1 urations 3 1 1 1 1 4 1 1 1 1 1 5 6 1 1 1 1 Outside 7 Free-flow 1 Lane Setfings 2 3 0 2 3 0 2 2 1 2 2 0 Capacity 3600 6000 0 3600 6000 0 3600 4000 1800 3600 4000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N) 7 N Efficiency Lost Factor 0.10 Hourly Volume 179 851 181 74 791. 63 101 146 291 613 308 211 Adjusted Hourly Volume 179 851 0 74 854 0 101 146 291 613 519 0 Utilization Factor 0.05 0.14 0.00 0.02 0.14 0.00 0.03 0.04 0.16 0.17 0.13 0.00 Crifical Factors 0.05 0.14 0.16 0.17 ICU Ratio 0,62 LOS = B Tuming Movements at Intersection of: El Camino Real and Alga Road/Aviara Parkway Time : 7:45 AM to 8:45 AM Date: 08/06/02 Day: Tuesday Name : Matt, Darren, Chris North Approach 928 2091 El Camino Real 1163 Total Subtotals W e s t A P P r Sub- Totals totals 1089 551 538 101 146 291 Subtotals Total 63 791 74 • t North 7 t 7 179 851 181 1 1694 1211 2905 211 "308 613 Sub- totals 1132 401 Totals 1533 Alga Road/Aviara Parkway E a s t A P P r South Approach Note : Left-tum volumes include U-tums. U-tums in bold. ElCaminoReal at Alga Road/Aviara Parkway Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 4:45 PM to 5:45 PM Left Thru Right Left Thru Right Left Thru Right Left Thra Right Lane Inside 1 1 1 1 1 Config - (left) 2 1 1 1 1 urations 3 1 1 1 1 4 1 1 1 I 1 5 6 1 1 1 1 Outside 7 Free-flow 1 Lane Settings 2 3 0 2 3 0 2 2 1 2 2 0 Capacity 3600 6000 0 3600 6000 0 3600 4000 1800 3600 4000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N) 7 N Efficiency Lost Factor 0.10 Hourly Volume 442 899 778 315 1152 111 87 461 343 234 248 81 Adjusted Hourly Volume 442 899 0 315 1263 0 87 461 343 234 329 0 Utilization Factor 0.12 0.15 0.00 0.09 0.21 0.00 0.02 0.12 0.19 0.07 0.08 0.00 Critical Factors 0.12 0.21 0.19 0.07 ICU Ratio = 0.69 LOS= B Tuming Movements at Intersection of: El Camino Real and Alga Road/Aviara Parkway Time : 4:45 PM to 5:45 PM Date: 08/06/02 Day: Tuesday Name : Matt, Darren, Chris North Approach 1578 2649 El Camino Real 1071 Total Subtotals W e s t A P P r Totals 1693 Sub- totals 802 891 87 461 343 Subtotals Total i 111 1152 315 1 1721 t North 1 f 7 t r 442 899 778 0 2119 3840 "81 "248 234 8 Sub- totals 563 1557 Totals 2120 Alga Road/Aviara Parkway E a s t A P P South Approach Note : Left-tum volumes include U-tums. U-tums in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2002 INTERSECTION ANALYSIS SUMMARY Intersection Number: 14 Intersection Location: El Camino Real & La Costa Avenue Contents: Turn Movement Count Summary (A.M. and P.M.) Page 1 A.M. Peak Hour ICU Analysis and Page 2 Turn Movement Diagram P.M. Peak Hour ICU Analysis and Turn Movement Diagram Page 3 RICK ENGINEERING COMPANY RICK ENGINEERING TURNING MOVEMENT ANALYSIS City: Carisbad Intersection of: N/S Sfreet: El Camino Real E/W Sfreet: La Costa Avenue Count Date: 08/07/02 Day: Wednesday Weather: Sunny Page 1 of 3 File: 2002 Int #14 Data Collected by : Darren, Chris, Randy, Kevin Traffic Conttol: Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Tm Thra Right Peds Left U-Tm Thra Right Peds Left U-Tm Thra Right Peds Left U-Tm Thru Right Peds Vehicles Peds 6:15 AM 12 2 34 0 0 3 0 34 93 0 30 1 31 17 0 4 0 81 6 0 348 0 6:30 AM 13 1 40 1 0 2-0 87 123 0 43 0 44 19 0 7 0 96 9 0 485 0 6:45 AM 26 0 56 2 0 7 0 169 172 0 47 0 39 42 0 8 0 86 18 1 672 1 7:00 AM 36 1 92 2 0 15 0 213 122 0 109 0 58 50 2 12 0 69 30 0 809 2 7:15 AM 34 2 98 5 0 10 0 241 143 0 65 0 45 39 0 8 0 80 16 0 786 0 7:30 AM 36 0 91 8 0 16 0 232 160 0 108 1 63 37 0 16 0 102 29 0 899 0 7:45 AM * 52 0 134 7 0 11 0 261 150 0 125 0 61 50 2 22 0 136 48 0 1057 2 8:00 AM * 34 0 156 14 0 27 0 275 146 0 134 0 65 58 2 28 0 90 72 0 1099 2 8:15 AM * 44 1 165 5 0 14 0 297 157 0 107 0 56 37 0 18 0 88 38 0 1027 0 8:30 AM * 45 1 123 5 0 26 0 284 137 0 107 0 52 46 0 14 0 110 50 0 1000 0 8:45 AM 50 1 131 9 0 29 1 286 131 0 101 0 51 44 0 16 0 79 43 1 972 1 9:00 AM 46 2 124 9 0 44 0 262 127 0 103 0 74 50 0 15 0 93 49 0 998 0 Max. 15 min. 52 2 165 14 0 44 1 297 172 0 134 1 74 58 2 28 0 136 72 1 1099 2 Pk. Hr. Vol. 175 2 578 31 0 78 0 1117 590 0 473 0 234 191 4 82 0 424 208 0 4183 4 Peak Hr. Factor 0.95 8:30 AM Hour Intersection Pdstms in Pk. Hr. 3:45 PM 63 0 260 20 1 37 1 239 125 0 123 0 88 43 0 18 0 72 52 0 4:00 PM 63 0 214 8 0 39 1 235 97 1 121 0 109 43 0 8 0 94 68 4 4:15 PM 34 0 271 11 0 41 0 193 129 0 133 0 101 42 0 17 0 98 76 0 4:30 PM 65 0 226 14 0 48 1 211 89 0 139 1 100 53 0 8 0 90 53 0 4:45 PM 63 0 297 16 0 70 0 215 93 0 148 0 88 48 0 18 0 47 72 0 5:00 PM 31 0 196 20 1 59 0 222 161 0 153 0 122 59 0 17 0 71 47 0 5:15 PM * 60 0 373 25 0 68 0 251 87 0 159 0 99 60 0 20 0 72 63 0 5:30 PM * 51 0 268 14 0 62 0 353 171 0 143 0 133 46 0 16 0 60 25 1 5:45 PM * 27 0 271 21 0 60 0 245 116 0 177 2 132 51 0 18 0 96 48 2 6:00 PM * 53 0 223 18 0 72 0 269 106 0 169 0 158 74 0 16 0 62 39 0 6:15 PM 56 0 255 19 0 54 0 208 88 0 143 0 120 43 0 15 0 83 54 2 6:30 PM 46 0 185 13 0 40 1 194 113 0 159 0 132 45 0 7 0 73 37 0 Max. 15 min. 65 0 0 373 25 1 72 1 353 171 1 177 2 158 74 0 20 0 98 76 4 Pk. Hr. Vol. 191 0 1135 78 0 262 0 1118 480 0 648 2 522 231 0 70 0 290 175 3 1141 1100 1146 1098 1175 1158 1337 1342 1264 1259 1138 1045 1342 5202 1 5 0 0 0 1 0 1 2 0 2 0 5 3 5:00 PM Peak Intersection Traffic in Pk. Hr.. = 5202 6:00 PM Hour Intersection Pdstms in Pk. Hr. = 3 Peak Hr. Factor 0.97 El Camino Real at La Costa Avenue Lane Configurafion for Intersection Capacity Ufilization Page 2 of3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:30 AM to 8:30 AM Left Thru Right Left Thra Right Left Thru Right Left Thra Right Lane Inside 1 1 1 1 1 Config - (left) 2 1 1 1 1 urations 3 1 1 1 1 1 4 1 1 1 5 6 1 1 1 1 1 Outside 7 Free-flow Lane Settings 2 3 0 2 3 0 2 2 1 1 2 0 Capacity 3600 6000 0 3600 6000 0 3600 4000 1800 1800 4000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N) 7 N Efficiency Lost Factor 0.10 Hourly Volume 177 578 31 78 1117 590 473 234 191 82 424 208 Adjusted Hourly Volume 177 609 0 78 1707 0 473' 234 191 82 632 0 Utilization Factor 0.05 0.10 0.00 0.02 0.28 0.00 0.13 0.06 0.11 0.05 0.16 0.00 Critical Factors 0.05 0.28 0.13 0.16 ICU Ratio = 0.72 LOS^ Tuming Movements at Intersection of: £1 Camino Real and La Costa Avenue W e s t A P P r Time : 7:30 AM to 8:30 AM North Approach Date: 08/07/02 Day : Wednesday Name : Darren, Chris, Randy, Kevin Sub - Totals totals 1785 2087 1189 898 0 473 234 191 Subtotals Total t North El Camino Real 3044 0 •590 1117 78 J i U 1 7 t r 177 578 31 2 1392 786 2178 Total 1259 Subtotals Sub- totals 208 424 82 714 343 La Costa Avenue Totals 1057 E a s t A P P r South Approach Note : Left-tum volumes include U-tums. U-tums in bold. El Camino Real at La Costa Avenue Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 5:00 PM to 6:00 PM Left Thru Right Left Thru Right Left Thru Right Left Thra Right Lane Inside 1 1 1 1 1 Config - (left) 2 1 1 1 1 urations 3 1 1 1 1 1 4 1 1 1 5 6 1 1 1 1 1 Outside 7 Free-flow Lane Settings 2 3 0 2 3 0 2 2' 1 1 2 0 Capacity 3600 6000 0 3600 6000 0 3600 4000 1800 1800 4000 0 Are the North/South phases split (Y/N)? N Are the East/W est phases split (Y/N) 7 N Efficiency Lost Factor 0.10 Hourly Volume 191 1135 78 262 1118 480 650 522 231 70 290 175 Adjusted Hourly Volume 191 1213 0 262 1598 0 650 522 231 70 465 0 Utilization Factor 0.05 0.20 0.00 0.07 0.27 0.00 0.18 0.13 0.13 0.04 0.12 0.00 Critical Factors 0.05 0.27 0.18 0.12 ICU Ratio 0.72 LOS = Tuming Movements at Intersection of: £1 Camino Real and La Costa Avenue W A P P Time : 5:00 PM to 6:00 PM North Approach Date: 08/07/02 Day: Wednesday Name : Darren, Chris, Randy, Kevin 1860 El Camino Real Totals 2366 Sub- totals 963 1403 650 522 231 Subtotals Total 1419 3818 0 480 1118 262 7 i U t North 7 t r 191 1135 78 0 1404 2823 1958 175 290 70 Total Subtotals Sub- totals 535 862 La Costa Avenue Totals 1397 E a s t A P P r South Approach Note : Left-tum volumes include U-tums. U-tums in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2002 INTERSECTION ANALYSIS SUMMARY Intersection Number: 15 Intersection Location: El Camino Real & Levante Street Contents: Turn Movement Count Summary Page 1 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Turn Movement Diagram Page 2 P.M. Peak Hour ICU Analysis and Turn Movement Diagram Page 3 ENGINEERING .COMPANY RICK ENGINEERING TURNING MOVEMENT ANALYSIS City: Carisbad Intersecfion of: N/S Sfreet: El Camino Real E/W Sfreet: Levante Sfreet File: 2002 Int #15 Data Collected by : Matt, Tom Page 1 of 3 Count Date: 08/07/02 Day: Wednesday Weather: Sunny Traffic Confrol: Signalized End of 15 min. prd. 6:15 AM 6:30 AM 6:45 AM 7:00 AM 7:15 AM 7:30 AM 7:45 AM 8:00 AM 8:15 AM 8:30 AM 8:45 AM 9:00 AM South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total Left U-Tm Thra Right Peds Left U-Tm Thra Right Peds Left U-Tm Thra Right Peds Left U-Tm Thra Right Peds Vehicles Peds 0 0 31 13 0 1 0 37 11 0 0 0 0 0 0 23 0 0 15 0 131 0 1 0 58 7 0 0 0 105 15 0 0 0 0 3 0 39 0 0 12 0 240 0 0 0 78 12 0 1 0 167 8 2 1 0 0 1 0 21 0 0 9 1 298 3 0 0 99 15 0 4 0 295 14 0 0 0 0 0 0 36 0 0 14 0 477 0 2 0 113 28 0 5 0 282 8 0 1 0 0 0 0 37 0 0 8 0 484 0 4 0 141 17 0 5 0 290 3 0 3 0 0 2 0 31 0 0 4 0 500 0 2 1 199 35 0 6 1 308 3 0 1 0 0 3 0 52 0 1 8 0 620 0 1 1 148 26 0 11 1 368 7 0 1 0 1 2 0 22 1 1 5 0 596 0 0 0 165 26 0 8 0 315 7 0 1 0 1 2 0 52 0 1 10 0 588 0 1 0 168 6 0 10 0 352 6 0 1 0 0 4 5 30 0 1 6 5 585 10 2 0 164 35 3 11 0 335 0 0 0 0 0 0 2 57 7 1 3 0 615 5 1 3 203 26 0 12 1 306 3 0 3 0 0 1 0 26 2 1 2 7 590 7 4 3 203 35 3 12 1 368 15 2 3 0 1 4 5 57 7 1 15 7 620 10 4 2 680 93 0 35 2 1343 23 o' 4 0 2 11 5 156 1 4 29 5 2389 10 Max. 15 min. Pk. Hr. Vol. 7:30 AM Peak 8:30 AM Hour Intersection Pdstins in Pk. Hr. 2389 10 Peak Hr. Factor 0.96 3:45 PM 8 2 339 17 0 26 0 249 3 0 4 0 0 7 0 36 0 0 10 0 701 0 4:00 PM 0 8 264 16 0 16 0 288 3 0 3 0 1 5 0 31 0 0 4 0 639 0 4:15 PM 5 9 299 12 1 18 0 246 2 0 3 0 0 7 0 34 0 0 2 0 637 1 4:30 PM 2 7 305 14 0 30 1 258 0 0 4 0 0 3 0 21 0 0 3 0 648 0 4:45 PM 4 2 322 14 0 28 0 266 4 0 4 0 1 1 0 32 0 1 4 0 683 0 5:00 PM 0 5 302 21 0 38 0 269 2 1 0 0 0 3 0 28 1 0 5 0 674 1 5:15 PM * 2 1 360 11 5 31 0 312 2 0 1 0 1 3 4 42 0 0 5 0 771 9 5:30 PM * 12 0 365 26 0 28 0 335 3 0 10 0 0 1 0 25 0 2 4 0 811 0 5:45 PM * 2 0 316 17 0 38 0 367 3 0 4 0 0 1 0 28 0 1 4 0 781 0 6:00 PM * 6 0 301 16 0 27 1 340 0 0 7 0 0 0 0 26 0 0 0 0 724 0 6:15 PM 1 0 288 11 0 14 0 259 0 0 2 0 0 1 0 27 0 0 1 0 604 0 6:30 PM 0 0 294 11 0 21 0 212 0 0 0 0 0 1 0 20 0 0 1 0 560 0 Max. 15 min. 12 9 365 26 5 38 1 367 4 1 10 0 1 7 4 42 1 2 10 0 811 9 Pk. Hr. Vol. 22 1 1342 70 5 124 1 1354 8 0 22 0 1 5 4 121 0 3 13 0 3087 9 Peak Hr. Factor 0.95 6:00 PM Hour Intersection Pdstms in Pk. Hr. El Camino Real at Levante Street Lane Configurafion for Intersection Capacity Utilizafion Page 2 of 3 Pk. Hr. Time Period : • South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:30 AM to 8:30 AM Left Thra Right Left Thra Right Left Thm Right Left Thm Right Lane Inside 1 1 I 1 1 Config - (left) 2 1 1 1 1 1 urafions 3 1 1 1 4 5 6 1 1 1 1 Outside 7 Free-flow Lane Settings 1 3 0 1 3 0 1 1 0 1 1 1 Capacity 1800 6000 0 1800 6000 0 1800 2000 0 1800 2000 1800 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N) 7 N Efficiency Lost Factor 0.10 Hourly Volume 6 680 93 37 1343 23 4 2 11 157 4 29 Adjusted Hourly Volume 6 773 0 37 1366 0 4 13 0 . 157 4 29 Utilization Factor 0.00 0.13 0.00 0.02 0.23 0.00 0.00 0.01 0.00 0.09 0.00 0.02 Crifical Factors 0.00 0.23 0.01 0.09 ICU Ratio 0.43 LOS = A Tuming Movements at Intersection of: £1 Camino Real and Levante Street Time : 7:30 AM to 8:30 AM Date: 08/07/02 Day: Wednesday Name : Matt, Tom North Approach 2118 1403 El Camino Real 715 Total Subtotals W e s t A P P Sub- Totals totals 48 31 17 4 2 II Subtotals Total 23 1343 37 • t North 7 t r 1512 6 2 2291 680 93 779 29 4 157 Sub- totals 190 131 Levante Street Totals 321 E a s t A P P r South Approach Note : Left-tum volumes include U-tums. U-tums in bold. El Camino Real at Levante Street Lane Configuration for Intersection Capacity Utilizafion Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 5:00 PM to 6:00 PM Left Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside 1 1 1 1 1 Config - (left) 2 1 1 1 1 1 urations 3 1 1 1 4 5 1 1 1 1 Outside 6 7 Free-flow Lane Settings 1 3 0 1 3 0 1 1 0 1 1 1 Capacity 1800 6000 0 1800 6000 0 1800 2000 0 1800 2000 1800 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N) 7 N Efficiency Lost Factor 0.10 Hourly Volume 23 1342 70 125 1354 8 22 1 5 121 3 13 Adjusted Hourly Volume 23 1412 0 125 1362 0 22 6 0 121 3 13 Utilization Factor 0.01 0.24 0.00 0.07 0.23 0.00 0.01 0.00 0.00 0.07 0.00 0.01 Critical Factors 0.24 0.07 0.00 0.07 ICU Rafio 0.48 LOS = A Tuming Movements at Intersection of: £1 Camino Real and Levante Street Time : 5:00 PM to 6:00 PM Date: 08/07/02 Day: Wednesday Name : Matt, Tom North Approach 1487 2865 £1 Camino Real 1378 Total Subtotals W e s t A P P r Totals 61 Sub- totals 33 28 1354 125 22 1 5 Subtotals Total 7 i L t 1481 North 7 t r 23 1342 70 1 1435 2916 13 3 121 Sub- totals 137 195 Levante Street Totals 332 E a s t A P P r South Approach Note : Left-tum volumes include U-tums. U-tums in bold. Jl CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2002 INTERSECTION ANALYSIS SUMMARY Intersection Number: 16 Intersection Location: Palomar Airport Road & Avenida Encinas Contents: Turn Movement Count Summary Page 1 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Page 2 Turn Movement Diagram P.M. Peak Hour ICU Analysis and Page 3 Turn Movement Diagram RICK ENGINEERING .COMPANY RICK ENGINEERING TURNING MOVEMENT ANALYSIS City: Carlsbad Intersecfion of: N/S Sfreet: Avenida Encinas E/W Sfreet: Palomar Airport Road File: 2002 Int #16 Data Collected by : Doug, Darren Page 1 of 3 Count Date: 07/16/02 Day: Tuesday Weather: Sunny Traffic Confrol: Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Tm Thm Right Peds Left U-Tm Thra Right Peds Left U-Tm Thru Right Peds Left U-Tm Thru Right Peds Vehicles Peds 6:15 AM 1 0 1 7 0 15 0 6 2 1 5 0 36 6 0 66 0 20 37 0 202 1 6:30 AM 3 0 0 7 1 11 0 3 2 1 6 0 38 5 0 41 0 19 37 0 172 2 6:45 AM 3 0 2 10 0 26 0 4 4 0 3 0 48 14 0 60 0 26 51 0 251 0 7:00 AM 3 0 8 18 0 28 0 6 8 0 9 0 58 30 0 87 0 34 47 0 336 0 7:15 AM 8 0 7 7 0 22 0 9 2 0 7 0 68 18 1 32 0 54 63 0 297 1 7:30 AM 3 0 4 15 0 41 0 6 2 2 2 0 71 21 0 68 0 64 64 0 361 2 7:45 AM 6 0 8 19 0 27 0 11 6 1 9 0 83 10 1 50 0 63 82 0 374 2 8:00 AM 6 0 5 21 0 28 0 5 5 0 8 0 68 15 0 67 0 45 77 0 350 0 8:15 AM * 8 0 14 21 0 46 0 11 7 0 11 0 71 14 0 69 0 41 99 1 412 1 8:30 AM * 11 0 14 22 0 46 0 6 7 0 6 0 72 9 1 77 0 52 68 1 390 2 8:45 AM * 7 0 12 32 0 27 0 6 3 0 14 0 49 11 3 59 0 52 88 0 360 3 9:00 AM * 12 0 12 26 0 42 0 12 1 0 15 0 64 11 0 47 0 50 76 0 368 0 Max. 15 min. 12 0 14 32 1 46 0 12 8 2 15 0 83 30 3 87 0 64 99 1 412 3 Pk. Hr. Vol. 38 0 52 101 0 161 0 35 18 0 46 0 256 45 4 252 0 195 331 2 1530 6 8:00 AM Peak Intersection Traffic in Pk. Hr. = 1530 Peak Hr. Factor 0.93 9:00 AM Hour Intersection Pdstms in Pk. Hr. = 6 3:45 PM 31 0 13 84 0 58 0 11 8 1 9 0 61 6 1 44 0 95 61 0 481 2 4:00 PM 17 0 8 47 0 56 0 7 11 0 7 0 58 7 0 39 0 95 69 0 421 0 4:15 PM 16 0 20 44 0 69 0 7 13 0 14 0 73 6 1 35 0 112 72 0 481 1 4:30 PM 23 0 16 57 0 69 0 13 11 1 12 0 85 6 0 40 0 92 43 0 467 1 4:45 PM 19 0 21 82 0 82 0 13 13 0 12 0 75 6 0 48 0 120 89 1 580 1 5:00 PM 9 0 14 47 2 59 0 6 11 1 8 0 83 11 0 31 0 78 59 0 416 3 5:15 PM * 25 0 23 91 0 113 0 30 18 2 8 0 76 8 0 46 0 125 73 3 636 5 5:30 PM * 32 0 26 84 1 63 0 12 14 0 20 0 96 13 0 29 0 125 74 0 588 1 5:45 PM * 18 0 21 70 0 95 0 11 20 1 14 0 76 5 0 39 0 124 72 1 565 2 6:00 PM * 22 0 27 74 0 59 0 14 16 5 14 0 65 9 1 38 0 100 60 3 498 9 6:15 PM 14 0 18 59 0 41 0 9 19 0 10 0 71 3 0 22 0 85 67 1 418 1 6:30 PM 12 0 15 52 0 72 0 16 13 0 17 0 46 6 0 28 0 85 78 0 440 0 Max. 15 min. 32 0 27 91 2 113 0 30 20 5 20 0 96 13 1 48 0 125 89 3 636 9 Pk. Hr. Vol. 97 0 97 319 1 330 0 67 68 8 56 0 313 35 1 152 0 474 279 7 2287 17 5:00 PM Peak Intersection Traffic in Pk. Hr. = 2287 6:00 PM Hour Intersection Pdstms in Pk. Hr. = 17 Peak Hr. Factor 0.90 Avenida Encinas at Palomar Airport Road Lane Configurafion for Intersecfion Capacity Ufilizafion Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) . North Appr (SB) West Appr (EB) East Appr (WB) 8:00 AM to 9:00 AM Left Thru Right Left Thra Right Left Thru Right Left Thru Right Lane Inside 1 1 Config- (left) 2 1 urafions 3 1 4 5 6 Outside 7 Free-flow 1 1 1 1 1 1 1 1 1 1 Lane Settings 111 2 0 1 1 1 0 1 1 1 Capacity Are the North/South phases split (Y/N)? Are the East/West phases split (Y/N)? 1800 2000 1800 3600 Y 1800 1800 2000 1800 2000 1800 N Efficiency Lost Factor 0.10 Hourly Volume 38 52 101 161 35 18 46 256 45 252 195 331 Adjusted Hourly Volume 25 52 101 196 0 18 46 301 0 252 195 331 Ufilization Factor 0.01 0.03 0.06 0.05 0.00 0.01 0.03 0.15 0.00 0.14 0.10 0.18 Critical Factors 0.06 0.05 0.15 0.14 ICU Rafio = 0.50 LOS = A Tuming Movements at Intersection of: Avenida Encinas and Palomar Airport Road Time : 8:00 AM to 9:00 AM Date: 07/16/02 Day : Tuesday Name : Doug, Darren North Approach 214 643 Avenida Encinas 429 Total Subtotals W e s t A P P r Totals 598 Sub- totals 251 347 35 161 46 256 45 Subtotals Total t 332 38 0 523 North 7 t r 52 101 191 331 195 252 Sub- totals 778 518 Totals 1296 Palomar Airport Road E a s t A P P r South Approach Note : Left-tum volumes include U-tums. U-tums in bold. Avenida Encinas at Palomar Airport Road Lane Configuration for Intersection Capacity Utilizafion Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 5:00 PM to 6:00 PM Left Thra Right Left Thra Right Left Thru Right Left Thru Right Lane Inside 1 1 Config- (left) 2 1 urations 3 1 4 5 6 Outside 7 Free-flow 1 1 1 1 1 1 1 1 1 1 Lane Settings 1 1 1 2 0 1 1 1 0 1 1 1 Capacity Are the North/South phases split (Y/N)? Are the East/West phases split (Y/N)? 1800 2000 1800 3600 Y 1800 1800 2000 1800 2000 1800 N Efficiency Lost Factor 0.10 Hourly Volume 97 97 319 330 67 68 56 313 35 ,152 474 279 Adjusted Hourly Volume 97 97 319 397 0 68 56 348 0 152 474 279 Utilization Factor 0.05 0.05 0.18 0.11 0.00 0.04 0.03 0.17 0.00 0.08 0.24 0.16 Critical Factors 0.18 0.11 0.03 0.24 ICU Rafio = 0.66 LOS = B Tuming Movements at Intersecfion of: Avenida Encinas and Palomar Airport Road W e s t A P P r Time : 5:00 PM to 6:00 PM Date: 07/16/02 Day : Tuesday Name : Doug, Darren Totals 1043 Sub- totals 639 404 56 313 35 Subtotals Total North Approach 68 254 97 0 767 465 67 North 97 513 897 0 330 Avenida Encinas 432 7 i L 7 t r 319 279 474 152 Total Subtotals Sub- totals 905 Totals 1867 962 Palomar Airport Road E a s t A P P r South Approach Note : Left-tum volumes include U-tums. U-tums in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2002 INTERSECTION ANALYSIS SUMMARY Intersection Number: 17 Intersection Location: Palomar Airport Road & Paseo Del Norte Contents: Turn Movement Count Summary (A.M. and P.M.) Page 1 A.M. Peak Hour ICU Analysis and Page 2 Turn Movement Diagram P.M. Peak Hour ICU Analysis and Page 3 Turn Movement Diagram RICK ENGINEERING .COMPANY RICK ENGINEERING TURNING MOVEMENT ANALYSIS City: Carlsbad Intersecfion of: N/S Sfreet: Paseo Del Norte E/W Sfreet: Palomar Airport Road Page 1 of 3 File: 2002 Int #17 Data Collected by : Matt.Chris, L'Tanya Count Date : 07/16/02 Day: Tuesday Weather: Sunny Traffic Confrol : Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 - min. prd. Left U-Tm Thra Right Peds Left U-Tm Thra Right Peds Left U-Tm Thru Right Peds Left U-Tm Thru Right Peds Vehicles Peds 6:15 AM 32 0 11 12 1 3 0 0 7 0 24 2 230 1 2 7 3 215 16 0 563 3 6:30 AM 43 0 8 19 1 6 0 3 11 2 4 0 250 26 0 6 2 201 26 0 605 3 6:45 AM 31 0 5 18 0 16 0 3 6 0 21 0 307 19 0 12 2 226 30 1 696 1 7:00 AM 43 0 16 22 1 19 0 2 12 0 25 1 379 17 0 9 1 160 23 1 729 2 7:15 AM 49 0 23 23 2 29 0 5 14 3 42 0 371 24 0 8 1 227 43 1 859 6 7:30 AM 43 0 20 21 1 25 0 7 14 0 30 3 307 90 1 19 10 193 44 0 826 2 7:45 AM * 68 0 29 26 2 33 0 8 16 0 40 2 514 34 0 22 6 222 50 0 1070 2 8:00 AM * 56 0 30 30 1 27 0 5 22 0 58 1 682 36 1 19 6 178 34 0 1184 2 8:15 AM * 59 0 25 45 0 40 0 11 29 0 60 0 ;466 44 4 17 3 194 40 0 1033 4 8:30 AM * 39 0 11 27 1 35 0 13 30 0 57 1 440 35 0 16 6 208 37 0 955 1 8:45 AM 51 0 22 25 1 37 0 7 39 2 51 0 391 36 3 15 3 216 47 0 940 6 9:00 AM 50 0 23 20 0 32 0 15 38 0 64 2 410 39 0 22 5 198 38 0 956 0 Max. 15 min. 68 0 30 45 2 40 0 15 39 3 64 3 682 90 4 22 10 227 50 1 1184 6 Pk. Hr. Vol. 222 0 95 128 4 135 0 37 97 0 215 4 2102 149 5 74 21 802 161 0 4242 9 7:30 AM Peak Intersecfion Traffic in Pk. Hr. 4242 Peak Hr. Factor 0.90 8:30 AM Hour Intersection Pdstms in Pk. Hr. 9 3:45 PM 99 0 32 55 1 51 0 23 74 1 77 6 280 37 1 34 7 467 66 0 1308 3 4:00 PM 53 0 26 39 1 48 0 35 72 1 78 0 316 42 4 26 9 413 47 0 1204 6 4:15 PM 55 0 26 40 0 60 0 23 75 1 62 5 279 52 3 42 5 465 61 2 1250 6 4:30 PM 52 0 34 40 3 53 0 28 65 3 73 4 280 40 4 41 13 334 41 0. 1098 10 4:45 PM * 76 0 51 41 0 42 0 31 68 0 64 1 263 31 3 56 10 630 72 0 1436 3 5:00 PM 51 0 22 33 0 69 0 26 61 6 69 2 288 55 2 36 7 409 49 1 1177 9 5:15 PM * 66 0 18 43 0 84 0 49 92 1 57 7 267 51 2 56 9 569 42 0 1410 3 5:30 PM * 61 0 33 32 0 77 0 35 86 1 76 5 298 77 1 64 7 524 54 0 1429 2 5:45 PM 70 0 25 37 1 65 0 27 66 0 59 3 289 61 2 53 4 500 55 0 1314 3 6:00 PM 66 0 22 30 0 54 0 18 49 3 60 2 304 27 0 48 8 437 46 0 1171 3 6:15 PM 78 0 30 37 3 76 0 28 65 3 65 4 260 37 0 40. 11 363 48 0 1142 6 6:30 PM 59 0 23 20 0 43 0 24 61 1 45 4 256 51 1 40 6 407 35 0 1074 2 Max. 15 min. 99 0 51 55 3 84 0 49 92 6 78 7 316 77 4 64 13 630 72 2 1436 10 Pk. Hr. Vol. 254 0 124 149 0 272 0 141 307 8 266 15 1116 214 8 212 33 2132 217 1 5452 17 4:30 PM Peak Intersection Traffic in Pk. Hr. = 5452 5:30 PM Hour Intersection Pdstms in Pk. Hr. = 17 Peak Hr. Factor 0.95 Paseo Del Norte at Palomar Airport Road Lane Configuration for Intersection Capacity Utilizafion Page 2 of3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:30 AM to 8:30 AM Left Thru Right Left Thra Right Left Thra Right Left Thra Right Lane Inside 1 1 Config- (left) 2 1 urations 3 1 4 1 1 5 6 Outside 7 Free-flow 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 Lane Settings 2 2 0 2 2 0 2 3 0 2 3 1 Capacity 3600 4000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 222 Adjusted Hourly Volume 222 Ufilization Factor 0.06 Crifical Factors 0.06 3600 4000 0 3600 6000 0 3600 6000 1800 95 128 135 37 97 219 2102 149 95 802 161 223 0 135 134 0 219 2251 0 95 802 161 0.06 0.00 0.04 0.03 0.00 0.06 0.38 0.00 0.03 0.13 0.09 0.03 0.38 0.03 ICU Rafio = 0.60 LOS= A Tuming Movements at Intersecfion of: Paseo Del Norte and Palomar Airport Road W e s t A P P r Time : 7:30 AM to 8:30 AM Date: 07/16/02 Day : Tuesday Name : Matt,Chris, L'Tanya North Approach Totals 3595 Sub- totals 1125 2470 219 2102 149 Subtotals Total 269 97 37 North 222 95 0 260 445 705 740 0 135 Paseo Del Norte 471 t 1 128 7 t 7 161 802 95 Total Subtotals Sub- totals 1058 Totals 21 3444 2386 Palomar Airport Road E a s t A P P r South Approach Note : Left-tum volumes include U-tums. U-tums in bold. Paseo Del Norte at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 4:30 PM to 5:30 PM Left Thra Right Left Thra Right Left Thru Right Left Thra Right Lane Inside 1 1 1 1 1 Config -(left) 2 1 1 1 1 urations 3 1 1 1 1 4 1 1 1 1 1 1 5 1 1 1 6 1 Outside 7 Free-flow Lane Settin gs 2 2 , 0 2 2 0 2 3 0 2 3 1 Capacity 3600 4000 0 3600 4000 0 3600 6000 0 3600 6000 1800 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N] 7 N Efficiency Lost Factor 0.10 Hourly Vol ume 254 124 149 272 141 307 281 1116 214 245 2132 217 Adjusted Hourly Volume 254 273 0 272 448 0 281 1330 0 245 2132 217 Ufilizafion Factor 0.07 0.07 0.00 0.08 O.II 0.00 0.08 0.22 0.00 0.07 0.36 0.12 Critical Factors 0.07 0.11 0.08 0.36 ICU Ratio 0.72 LOS = C Tuming Movements at Intersection of: Paseo Del Norte and Palomar Airport Road W e s t A P P r Time : 4:30 PM to 5:30 PM Date: 07/16/02 Day : Tuesday Name : Matt,Chris, L'Tanya Totals 4319 Sub- totals 2708 1611 North Approach 15 281 1116 214 Subtotals Total 307 567 720 141 North Paseo Del Norte 1327 0 272 t 7 t r 254 124 149 0 527 1094 607 217 "2132 245 33 Total Subtotals Sub- totals 2594 1570 Totals 4164 Palomar Airport Road E a s t A P P South Approach Note : Left-tum volumes include U-tums. U-tums in bold. # CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2002 INTERSECTION ANALYSIS SUMMARY Intersection Number: 18 Intersection Location: Palomar Airport Road & Armada Drive / Costco Entrance Contents: Turn Movement Count Summary (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Turn Movement Diagram P.M. Peak Hour ICU Analysis and Turn Movement Diagram Page 1 Page 2 Page 3 CK ENGINEERING COMPANY RICK ENGINEERING TURNING MOVEMENT ANALYSIS City: Carlsbad Intersection of: N/S Sfreet: Armada Drive/Costco Enfrance E/W Sfreet: Palomar Airport Road File: 2002 Int #18 Data Collected by : John, Doug Page 1 of 3 Count Date : 07/17/02 Day: Wednesday Weather: Sunny Traffic Confrol: Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Tm Thra Right Peds Left U-Tm Thra Right Peds Left U-Tm Thra Right Peds Left U-Tm Thra Right Peds Vehicles Peds 6:15 AM 8 0 , 7 0 1 0 1 2 0 17 1 196 13 1 6 0 179 9 0 441 1 6:30 AM 8 0 1 2 0 2 0 0 3 0 14 1 226 4 0 8 0 223 14 0 506 0 6:45 AM 10 0 1 4 0 2 0 0 5 0 15 3 243 9 2 8 0 229 23 0 552 2 7:00 AM 11 0 1 4 0 6 0 0 2 0 20 2 402 14 1 7 0 229 21 0 719 1 7:15 AM 6 0 1 6 0 6 0 0 5 1 10 4 , 344 19 2 8 0 225 19 0 653 3 7:30 AM 15 0 1 8 0 6 0 1 6 0 34 8 411 9 1 7 1 221 25 0 753 1 7:45 AM * 11 0 1 6 0 11 0 1 10 0 19 2 491 21 3 9 0 243 40 0 865 3 8:00 AM * 16 0 12 1 10 0 0 8 0 48 2 650 21 2 11 0 239 49 0 1068 3 8:15AM * 16 2 1 9 0 7 0 0 11 0 38 1 492 50 0 9 0 261 37 0 934 0 8:30 AM * 12 0 1 8 0 17 0 2 8 0 42 6 492 13 1 11 0 225 21 0 858 1 8:45 AM 24 0 0 11 0 4 0 0 9 0 26 6 392 15 0 8 0 242 31 0 768 0 9:00 AM 17 0 0 4 1 7 0 1 13 0 36 7 371 12 0 9 1 265 24 0 767 1 Max. 15 min. 24 2 2 12 1 17 0 2 13 1 48 8 650 50 3 11 1 265 49 0 1068 3 Pk. Hr. Vol. 55 2 5 35 1 45 0 3 37 0 147 11 2125 105 6 40 0 968 147 0 3725 7 7:30 AM Peak Intersection Traffic in Pk. Hr. 3725 Peak Hr. Factor 0.87 8:30 AM Hour Intersection Pdstms in Pk. Hr. = 7 3:45 PM 79 0 . 3 56 0 25 0 15 26 0 10 13 291 16 2 35 0 409 15 0 993 2 4:00 PM 70 0 0 57 0 24 0 5 25 2 29 14 335 28 6 35 0 403 17 0 1042 8 4:15 PM 77 0 4 52 0 44 0 7 42 0 13 15 249 24 3 39 0 496 28 0 1090 3 4:30 PM 69 0 4 45 0 18 0 7 25 1 4 6 242 18 1 31 1 357 15 0 842 2 4:45 PM 74 0 3 53 0 37 0 7 29 0 16 13 329 26 2 38 0 375 12 0 1012 2 5:00 PM * 74 0 5 53 0 26 0 11 50 1 16 17 298 20 0 54 0 475 14 0 1113 1 5:15 PM * 82 0 7 70 0 33 0 6 39 1 19 13 300 22 0 53 0 502 10 0 1156 1 5:30 PM * 97 0 5 68 0 53 0 6 39 0 11 8 309 25 1 44 0 539 17 1 1221 2 5:45 PM * 53 0 6 50 0 38 0 11 31 0 22 9 319 17 1 66 1 501 11 0 1135 1 6:00 PM 88 0 4 52 0 20 0 9 33 8 13 18 325 22 1 52 0 333 10 0 979 9 6:15 PM 69 0 5 74 0 22 0 9 31 0 14 8 191 19 0 43 1 465 13 0 964 0 6:30 PM 61 0 12 65 0 18 0 7 21 0 13 12 259 23 0 50 0 315 10 0 866 0 Max. 15 min. 97 0 12 74 0 53 0 15 50 8 29 18 335 28 6 66 1 539 28 1 1221 9 Pk. Hr. Vol. 306 0 23 241 0 150 0 34 159 2 68 47 1226 84 2 217 1 2017 52 1 4625 5 4:45 PM Peak Intersection Traffic in Pk. Hr. = 4625 5:45 PM Hour Intersection Pdstms in Pk. Hr. = 5 Peak Hr. Factor 0.95 Armada Drive/Costco Entrance at Palomar Airport Road Lane Configurafion for Intersection Capacity Ufilizafion .Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:30 AM to 8:30 AM Left Thru Right Left Thra Right Left Thru Right Left Thru Right Lane Inside 1 1 1 1 Config - (left) 2 1 1 1 1 urations 3 1 1 1 1 1 4 1 1 1 5 1 1 6 1 1 Outside 7 Free-flow Lane Settings 2 1 0 2. 1 1 2 3 1 1 3 I Capacity 3600 2000 0 3600 2000 1800 3600 6000 1800 1800 6000 1800 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N) 7 N Efficiency Lost Factor 0.10 Hourly Volume 57 5 35 45 3 37 158 2125 105 40 968 147 Adjusted Hourly Volume 57 40 0 45 3 37 158 2125 105 40 968 147 Utilization Factor 0.02 0.02 0.00 0.01 0.00 0.02 0.04 0.35 0.06 0.02 0.1^ 0.08 Crifical Factors 0.02 0.02 0.35 0.02 0.1^ 0.08 ICU Rafio 0.51 LOS = A Tuming Movements at Intersecfion of: Armada Drive/Costco Entrance and Palomar Airport Road W e s t A p p r Time : 7:30 AM to 8:30 AM Date: 07/17/02 Day : Wednesday Name : John, Doug Totals 3459 Sub- totals 1071 2388 11 North Approach 158 2125 105 Subtotals Total 37 150 57 2 247 85 3 North 5 97 Armada Drive/Costco Entrance 384 0 45 J i u t 1 7 7 7 35 299 "147 "968 -40 Total Subtotals Sub- totals 1155 Totals 3360 2205 Palomar Airport Road E a s t A P P r South Approach Note : Left-tum volumes include U-tums. U-tums in bold. Armada Drive/Costco Entrance at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 4:45 PM to 5:45 PM Left Thru Right Left Thra Right Left Thra Right Left Thru Right Lane Inside 1 1 Config- (left) 2 1 urations 3 11 4 5 6 Outside 7 Free-flow 1 1 1 1 1 1 1 I 1 I 1 1 1 1 1 Lane Settings 2 1 0 2 1 1 2 3 1 1 3 1 3600 2000 Capacity Are the North/South phases split (Y/N)? Are the East/West phases split (Y/N)? 0 N N 3600 2000 1800 3600 6000 1800 1800 6000 1800 Efficiency Lost Factor 0.10 Hourly Volume 306 23 241 150 34 159 115 1226 84 218 2017 52 Adjusted Hourly Volume 306 264 0 150 34 159 115 1226 84 218 2017 52 Ufilizafion Factor 0.09 0.13 0.00 0.04 0.02 0.09 0.03 0.20 0.05 0.12 0.34 0.03 Crifical Factors 0.13 0.04 0.03 0.34 ICU Rafio = 0.64 LOS = B Tuming Movements at Intersection of: Armada Drive/Costco Entrance and Palomar Airport Road W e s t A P P r Time: 4:45 PM to 5:45 PM Date: 07/17/02 Day : Wednesday Name : John, Doug Totals 3954 Sub- totals 2529 1425 North Approach 47 115 1226 84 • Subtotals Total 335 343 t North Armada Drive/Costco Entrance 486 0 159 34 150 J i L 7 t r 306 23 241 0 570 905 143 52 2017 218 Total Subtotals Sub- totals 2287 Totals 3905 1618 Palomar Airport Road E a s t A P P r South Approach Note : Left-tum volumes include U-tums. U-tums in bold. f CItY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2002 INTERSECTION ANALYSIS SUMMARY Intersection Number: 19 Intersection Location: Palomar Airport Road & College Boulevard/Aviara Parkway Contents: Turn Movement Count Summary (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Turn Movement Diagram P.M. Peak Hour ICU Analysis and Turn Movement Diagram Page 1 Page 2 Page 3 i 1 I CK ENGINEERING COMPANY RICK ENGINEERING TURNING MOVEMENT ANALYSIS City: Carlsbad Intersection of: N/S Sfreet: College Boulevard/Aviara Parkway E/W Sfreet: Palomar Airport Road Page 1 of 3 File: 2002 Int #19 Data Collected by : Randy,Matt,L'Tanya Count Date : 07/17/02 Day: Wednesday Weather: Sunny Traffic Confrol: Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Tm Thra Right Peds Left U-Tm Thru Right Peds Left U-Tm Thra Right Peds Left U-Tm Thra Right Peds Vehicles Peds 6:15 AM 11 0 7 14 0 4 0 1 16 0 59 0 137 2 0 11 1 260 4 0 527 0 6:30 AM 19 0 11 14 0 3 0 3 32 0 78 0 151 5 2 1 0 136 0 2 453 4 6:45 AM 19 0 8 12 2 2 0 11 32 0 45 0 199 6 0 10 0 199 4 0 547 2 7:00 AM 26 0 36 31 0 5 0 9 28 0 105 0 294 7 0 21 0 214 7 0 783 0 7:15 AM 24 0 27 17 0 9 0 17 36 0 67 0 277 13 0 20 0 212 4 0 723 0 7:30 AM 23 0 45 44 0 8 0 7 26 0 100 0 318 12 0 16 1 207 10 0 817 0 7:45 AM * 31 0 88 68 1 14 0 12 29 0 105 0 393 17 0 14 0 192 15 0 978 1 8:00 AM * 74 0 130 91 0 9 0 5 35 0 145 0 494 14 0 10 1 206 16 0 1230 0 8:15 AM * 32 0 83 84 0 24 0 17 35 0 166 0 356 8' 0 18 1 241 28 0 1093 0 8:30 AM * 27 0 59 55 0 12 0 14 31 0 126 0 381 19 0 21 1 225 19 0 990 0 8:45 AM 15 0 29 35 0 13 0 17 46 0 121 1 296 10 0 15 1 225 12 0 836 0 9:00 AM 24 0 56 42 0 8 0 13 48 0 93 0 303 11 0 15 0 167 13 0 793 0 Max. 15 min. 74 0 130 91 2 24 0 17 48 0 166 1 494 19 2 21 1 260 28 2 1230-4 Pk. Hr. Vol. 164 0 360 298 1 59 0 48 130 0 542 0 1624 58 0 63 3 864 78 0 4291 1 7:30 AM Peak Intersection Traffic in Pk. Hr. • 4291 Peak Hr. Factor 0.87 8:30 AM Hour Intersection Pdstms in Pk. Hr. = 1 3:45 PM 16 1 18 31 0 14 0 22 102 2 49 0 285 37 0 28 0 361 10 0 974 2 4:00 PM 31 0 14 29 0 9 0 20 75 0 63 0 276 50 0 22 0 314 20 0 923 0 4:15 PM 32 0 30 24 0 13 0 55 160 0 47 0 267 33 0 39 1 414 24 0 1139 0 4:30 PM 18 0 19 22 0 6 1 33 93 0 56 1 253 35 0 23 0 303 26 0 889 0 4:45 PM * 27 1 18 22 0 13 0 44 108 0 59 1 295 29 0 39 1 365 23 0 1045 0 5:00 PM * 37 0 43 46 0 10 0 47 97 0 55 0 306 36 0 27 0 361 11 0. 1076 0 5:15 PM * 13 0 25 22 0 24 0 110 180 0 54 1 292 46 0 53 0 484 43 0 1347 0 5:30 PM * 38 0 26 38 0 7 0 66 110 0 67 0 266 59 0 63 0 441 26 0 1207 0 5:45 PM 24 0 22 28 0 10 1 83 135 0 44 3 282 47 0 41 1 305 13 0 1039 0 6:00 PM 38 0 12 20 0 4 0 62 104 0 45 0 305 61 0 47 1 325 14 0 1038 0 6:15 PM 19 0 12 15 1 8 1 42 103 1 36 1 246 41 0 21 0 310 11 0 866 2 6:30 PM 25 0 16 21 0 6 0 52 104 0 61 0 219 42 0 42 0 266 7 0 861 0 Max. 15 min. 38 1 43 46 1 24 1 110 180 2 67 3 306 61 0 63 1 484 43 0 1347 2 Pk. Hr. Vol. 115 1 112 128 0 54 0 267 495 0 235 2 1159 170 0 182 1 1651 103 0 4675 0 4:30 PM Peak Intersection Traffic in Pk. Hr. = 4675 5:30 PM Hour Intersection Pdstms in Pk. Hr. = 0 Peak Hr. Factor 0.87 College Boulevard/Aviara Parkway at Palomar Airport Road Lane Configurafion for Intersecfion Capacity Ufilizafion Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:30 AM to 8:30 AM Left Thru Right Left Thra Right Left Thru Right Left Thru Right Lane Inside 1 1 1 1 1 Config- (left) 2 1 1 1 1 1 urations 3 1 1 1 1 4 1 1 1 5 1 1 1 6 1 1 Outside 7 Free-flow Lane Settings 2 2 1 1 0 2 2 3 1 2 3 1 Capacity 3600 4000 1800 1800 0 3600 3600 6000 1800 3600 6000 1800 Are the North/South phases split (Y/N)? N Are the East/W est phases split (Y/N) 7 N Efficiency Lost Factor 0.10 Hourly Volume 164 360 298 59 48 130 542 1624 58 66 864 78 Adjusted Hourly Volume 164 360 298 59 0 178 542 1624 58 66 864 78 Utilization Factor 0.05 0.09 0.17 0.03 0.00 0.05 0.15 0.27 0.03 0.02 0.14 0.04 Critical Factors 0.17 0.03 0.15 0.14 ICU Ratio 0.59 LOS = A Tuming Movements at Intersecfion of: College Boulevard/Aviara Parkway and Palomar Airport Road W e s t A P P r Time : 7:30 AM to 8:30 AM Date: 07/17/02 Day : Wednesday Name : Randy,Matt,L'Tanya North Approach Totals 3382 Sub- totals 1158 2224 542 1624 58 Subtotals Total 237 130 48 169 North College Boulevard/Aviara Parkway 1217 0 59 t 7 t r 164 360 298 0 822 980 78 864 66 Total Subtotals Sub- totals 1008 1984 Palomar Airport Road Totals 2992 E a s t A P P 991 South Approach Note : Left-tum volumes include U-tums. U-tums in bold. College Boulevard/Aviara Parkway at Palomar Airport Road Lane Configuration for Intersection Capacity Utilizafion Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 4:30 PM to 5:30 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 1 Config- (left) 2 1 urafions 3 1 4 1 5 1 6 Outside 7 Free-flow 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Lane Setfings 2 2 1 1 0 2 2 3 1 2 3 1 Capacity 3600 4000 1800 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N 1800 3600 3600 6000 1800 3600 6000 1800 Efficiency Lost Factor 0.10 Hourly Volume 116 112 128 54 267 495 237 1159 170 183 1651 103 Adjusted Hourly Volume 116 112 128 54 0 762 237 1159 170 183 1651 103 Utilization Factor 0.03 0.03 0.07 0.03 0.00 0.21 0.07 0.19 0.09 0.05 0.28 0.06 Critical Factors 0.03 0.21 0.07 0.28 ICU Rafio = 0.69 LOS = B Tuming Movements at Intersecfion of: College Boulevard/Aviara Parkway and Palomar Airport Road W e s t A P P r Time : 4:30 PM to 5:30 PM Date: 07/17/02 Day : Wednesday Name ; Randy,Matt,L'Tanya North Approach Totals 3829 Sub- totals 2263 1566 237 1159 170 816 495 267 North College Boulevard/Aviara Parkway 1266 0 54 t 7 t r 116 112 128 450 103 1651 183 Total Subtotals Sub- totals 1937 Totals 3279 1342 Palomar Airport Road E a s t A P P r Subtotals Total 620 976 356 South Approach Note : Left-tum volumes include U-tums. U-tums in bold. If CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2002 INTERSECTION ANALYSIS SUMMARY Intersection Number: 20 Intersection Location: Palomar Airport Road & Camino Vida Roble Contents: Turn Movement Count Summary (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Turn Movement Diagram P.M. Peak Hour ICU Analysis and Turn Movement Diagram Page 1 Page 2 Page 3 CK ENGINEERING 8 COMPANY RICK ENGINEERING TURNING MOVEMENT ANALYSIS City: Carlsbad Intersection of: N/S Sfreet: Camino Vida Roble E/W Sfreet: Palomar Airport Road File: 2002 Int #20 Data Collected by : Eddie, Kevin Page 1 of 3 Count Date : 07/17/02 Day: Wednesday Weather: Sunny Traffic Control : Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Tm Thra V Right Peds Left U-Tm Thra Right Peds Left U-Tm Thra Right Peds Left U-Tm Thra Right Peds Vehicles Peds 6:15 AM 15 0 2 3 0 3 0 2 2. 0 2 0 102 35 0 25 9 171 18 0 389 0 6:30 AM 17 0 5 9 0 2 0 2 3 0 2 0 90 33 0 26 23 195 20 0 427 0 6:45 AM 20 0 4 10 0 1 0 1 •4 0 4 0 162 34 0 23 7 225 21 0 516 0 7:00 AM 18 0 8 3 0 5 0 0 3 1 8 0 172 55 0 20 9 179 53 0 533 1 7:15 AM 28 0 7 6 0 10 0 5 7 0 8 0 162 69 0 36 2 175 61 0 576 0 7:30 AM * 37 0 20 20 0 6 0 0 1 0 17 0 254 87 0 41 3 204 51 , 0 741 0 7:45 AM * 22 0 11 15 0 14 0 2 5 0 14 2 261 89 0 48 2 223 47 0 755 0 8:00 AM * 29 0 16 6 0 11 0 2 8 0 13 1 219 98 3 46 2 203 41 0 695 3 8:15AM * 51 0 25 19 0 8 0 0 6 0 26 0 341 115 0 35 3 228 43 0 900 0 8:30 AM 38 0 14 11 0 6 0 6 6 0 14 0 237 103 0 48 2 192 35 0 712 0 8:45 AM 35 0 7 14 0 10 0 2 6 0 13 1 200 58 1 35 2 184 33 0 600 1 9:00 AM 30 0 15 14 0 5 0 8 7 0 11 0 194 74 0 28 2 154 18 0 560 0 Max. 15 min. 51 0 25 20 0 14 0 8 8 1 26 2 341 115 3 48 23 228 61 0 900 3 Pk. Hr. Vol. 139 0 72 60 0 39 0 4 20 0 70 3 1075 389 3 170 10 858 182 0 3091 3 7:15 AM Peak Intersection Traffic in Pk. Hr. = 3091 Peak Hr. Factor 0.86 8:15 AM Hour ' Intersection Pdstms in Pk. Hr. = 3 3:45 PM 88 0 18 36 2 47 0 11 20 0 10 0 329 62 2 10 1 222 13 0 867 4 4:00 PM 58 0 6 25 0 20 0 9 11 0 6 0 179 43 0 16 1 204 10 0 588 0 4:15 PM 90 0 6 38 0 45 0 9 22 0 6 2 281 52 2 16 0 263 9 0 839 2 4:30 PM 79 0 2 27 1 24 0 10 10 0 5 1 205 41 1 15 2 209 6 0 636 2 4:45 PM * 99 0 18 46 0 32 0 18 15 0 8 0 215 39 0 15 1 283 6 0 795 0 5:00 PM * . 82 0 11 25 2 34 0 17 16 0 7 0 306 61 2 13 0 201 7 0 780 4 5:15 PM * 163 0 9 64 0 64 0 23 26 0 13 3 353 69 3 18 1 280 7 0 1093 3 5:30 PM * 72 0 2 28 0 126 0 9 14 0 4 1 208 29 1 16 2 237 8 0 756 1 5:45 PM 77 0 10 33 0 -70 0 12 9 0 7 0 308 47 0 7 0 233 12 0 685 0 6:00 PM 92 0 0 23 0 32 0 8 23 0 8 0 258 46 0 15 0 184 4 0 693 0 6:15 PM 77 0 2 36 3 20 0 8 12 0 3 0 282 35 0 9 0 227 10 0 721 3 6:30 PM 41 0 1 7-0 16 0 7 10 0 3 0 183 24 0 7 1 153 4 0 457 0 Max. 15 min. 163 0 18 64 3 126 0 23 26 0 13 3 353 69 3 18 2 283 13 0 1093 4 Pk. Hr. Vol. 416 0 40 163 2 256 0 67 71 0 32 4 1082 198 6 62 4 1001 28 0 3424 8- 4:30 PM Peak Intersection Traffic in Pk. Hr. = 3424 5:30 PM Hour Intersection Pdstms in Pk. Hr. = 8 Peak Hr. Factor 0.78 Camino Vida Roble at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Page 2 of3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:15 AM to 8:15 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 1 Config- Oeft) 2 1 urations 3 11 4 5 6 Outside 7 Free-flow 1 1 1 1 1 1 1 1 1 1 1 1 1 Lane Settings 2 1 0 1 1 1 1 3 0 1 3 0 Capacity 3600 2000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Houriy Volume 139 72 60 Adjusted Houriy Volume 139 132 0 Ufilization Factor 0.04 0.07 0.00 Crifical Factors 0.07 1800 2000 1800 1800 6000 39 39 0.02 0.02 1800 6000 4 20 73 1075 389 180 858 182 4 20 73 1464 0 180 1040 0 0.00 0.01 0.04 0.24 0.00 0.10 0.17 0.00 0.24 0.10 ICU Rafio = 0.53 LOS= A Tuming Movements at Intersection of: Camino Vida Roble and Palomar Airport Road W e s t A P P r Time: 7:15 AM to 8:15 AM Date: 07/17/02 Day: Wednesday Name : Eddie, Kevin SubT Totals totals 2557 1020 1537 North Approach 73 1075 389 Subtotals Total 20 63 4 North 387 0 39 Camino Vida Roble 324 t 7 t r 139 72 60 0 563 271 834 Total Subtotals Sub- totals 182 858 1220 180 10 1184 Totals 2404 Palomar Airport Road E a s t A P P r South Approach Note : Left-tum volumes include U-tums. U-tums in bold. Camino Vida Roble at Palomar Airport Road Lane Configurafion for Intersecfion Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 4:30 PM to 5:30 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 1 Config - (left) 2 1 1 1 1 urations 3 1 1 1 1 1 4 1 1 1 5 6 1 1 1 1 Outside 7 Free-flow Lane Settings 2 1 0 1 1 1 1 3 0 1 3 0 Capacity 3600 2000 0 1800 2000 1800 1800 6000 0 1800 6000 0 Are the North/South phases split (Y/N)? N Are the East/W est phases split (Y/N) 7 N Efficiency Lost Factor 0.10 Hourly Volume 416 40 163 256 67 71 36 1082 198 66 1001 28 Adjusted Hourly Volume 416 203 0 256 67 71 36 1280 0 66 1029 0 Ufilizafion Factor 0.12 0.10 0.00 0.14 0.03 0.04 0.02 0.21 0.00 0.04 0.17 0.00 Critical Factors 0.10 0.14 0.21 0.04 ICU Rafio 0.59 LOS = A Tuming Movements at Intersection of: Camino Vida Roble and Palomar Airport Road Time: 4:30 PM to 5:30 PM Date: 07/17/02 Day: Wednesday Name : Eddie, Kevin North Approach 394 494 Camino Vida Roble 100 Total Subtotals W e s t A P P r Totals 2808 Sub- totals 1492 1316 36 1082 198 Subtotals Total 71 67 256 t North 1 7 t r 416 • 40 163 0 327 619 946 28 1001 66 Sub- totals 1095 1505 Palomar Airport Road Totals 2600 E a s t A P P r South Approach Note : Left-tum volumes include U-tums. U-tums in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2002 INTERSECTION ANALYSIS SUMMARY Intersection Number: 21 Intersection Location: Palomar Airport Road & El Fuerte Street Contents: Turn Movement Count Summary Page 1 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Page 2 Turn Movement Diagram P.M. Peak Hour ICU Analysis and Page 3 Turn Movement Diagram RICK ENGINEERING .COMPANY RICK ENGINEERING TURNING MOVEMENT ANALYSIS City: Carisbad Intersection of: N/S Stteet: El Fuerte Sfreet EAV Sfreet: Palomar Airport Road File: 2002 Int #21 Data Collected by : Eddie, Keven Page 1 of 3 Count Date : 07/18/02 Day: Thursday Weather: Sunny Traffic Confrol : Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Tm Thra Right Peds Left U-Tm Thra Right Peds Left U-Tm Thra Right Peds Left U-Tm Thra Right Peds Vehicles Peds 6:15 AM 0 0 0 1 0 47 0 0 18 0 49 3 120 0 0 0 1 413 6 0 658 0 6:30 AM 0 0 0 0 0 16 0 0 5 0 33 5 150 0 0 2 0 476 35 0 722 0 6:45 AM 0 0 0 0 0 16 0 0 7 0 51 1 154 0 0 0 2 629 22 0 882 0 7:00 AM 0 0 0 1 0 7 0 0 5 0 110 15 194 0 0 0 . 2 629 50 0 1013 0 7:15 AM 0 0 0 0 0 7 0 0 6 0 110 8 183 0 0 0 0 683 59 0 1056 0 7:30 AM * 0' 0 0 0 0 15 0 0 8 0 66 11 259 0 0 0 0 622 44 0 1025 0 7:45 AM * 0 0 0 0 0 7 0 0 V 6 0 108 17 271 0 0 0 0 750 39 0 1198 0 8:00 AM * 0 0 0 0 0 9 0 0 7 0 173 24 273 0 0 0 0 745 36 0 1267 0 8:15 AM * 0 0 0 0 0 17 0 0 6 0 176 36 308 0 0 1 3 634 45 0 1226 0 8:30 AM 0 0 0 0 0 5 0 0 3 0 102 22 225 0 0 0 1 573 26 0 957 0 8:45 AM 1 0 0 0 0 13 0 0 8 .0 74 29 293 0 0 1 1 459 27 0 906 0 9:00 AM 0 0 0 0 0 9 0 0 12 0 78 19 301 0 0 0 2 540 22 0 983 0 Max. 15 min. 1 0 0 1 0 47 0 0 18 0 176 36 308 0 0 2 3 750 59 0 1267 0 Pk. Hr. Vol. 0 0 0 0 0 48 0 0 27 0 523 88 1111 0 0 1 3 2751 164 0 4716 0 7:15 AM Peak Intersection Traffic in Pk. Hr. 4716 Peak Hr. Factor 0.93 8:15 AM Hour Intersection Pdstms in Pk. Hr. = 0 3:45 PM 0 0 0 0 0 59 0 0 26 0 32 6 599 1 0 0 7 374 7 0 1111 0 4:00 PM 0 0 0 0 0 57 0 0 21 0 33 4 624 0 0 0 7 226 5 0 977 0 4:15 PM 0 0 0 1 0 142 0 0 38 0 19 1 557 0 0 0 4 328 4 0 1094 0 4:30 PM 0 0 0 1 0 60 0 0 27 0 14 6 628 1 0 0 6 287 2 0 1032 -0 4:45 PM * 0 0 0 0 0 75 0 0 36 0 34 1 692 0 0 0 8 331 5 0 1182 0 5:00 PM * 0 0 0 0 0 87 0 0 37 0 17 6 777 0 0 0 3 356 8 0 1291 0 5:15 PM * 0 0 0 0 0 114 0 0 50 0 8 1 717 0 0 0 4 296 6 0 1196 0 5:30 PM * 0 0 0 0 0 73 0 0 23 0 21 1 801 0 0 0 7 326 3 0 1255 0 5:45 PM 0 0 0 2 0 65 0 0 20 0 10 2 662 2 0 0 5 364 5 0 1137 0 6:00 PM 1 0 0 0 0 58 0 0 32 0 21 3 793 0 0 0 1 290 1 0 1200 0 6:15 PM 0 0 0 0 0 52 0 0 25 0 7 3 600 0 0 0 4 255 2 0 948 0 6:30 PM 0 0 0 0 0 26 0 0 5 0 7 0 450 0 0 0 1 219 0 0 708 0 Max. 15 min. 1 0 0 2 0 142 0 0 50 0 34 6 801 2 0 0 8 374 8 0 1291 0 Pk. Hr. Vol. 0 0 0 0 0 349 0 0 146 0 80 9 2987 0 0 0 22 1309 22 0 4924 0 4:30 PM Peak Intersection Traffic in Pk. Hr. = 4924 5:30 PM Hour Intersection Pdstms in Pk. Hr. = 0 Peak Hr. Factor 0.95 El Fuerte Street at Palomar Airport Road Lane Configurafion for Intersection Capacity Utilizafion Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:15 AM to 8:15 AM Left Thru Right Left Thra Right Left Thru Right Left Thra Right Lane Inside 1 1 1 Config - (left) 2 1 1 1 urations 3 A 1 1 1 1 1 1 1 1 5 6 1 1 1 1 1 1 Outside 7 Free-flow Lane Setfings 0 1 0 2 1 0 2 3 0 1 3 0 Capacity 0 2000 0 3600 2000 0 3600 6000 0 1800 6000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N) 7 N Efficiency Lost Factor 0.10 Hourly Volume 0 0 0 48 0 27 611 nil 0 4 2751 164 Adjusted Hourly Volume 0 0 0 48 27 0 611 nil 0 4 2915 0 Ufilizafion Factor 0.00 0.00 0.00 0.01 0.01 0.00 0.17 0.19 0.00 0.00 0.49 0.00 Critical Factors 0.00 0.01 0.17 0.49 ICU Ratio 0.77 LOS = C Tuming Movements at Intersection of: El Fuerte Street and Palomar Airport Road W e s t A P P Time: 7:15AM to 8:15 AM Date: 07/18/02 Day : Thursday Name : Eddie, Keven Sub- Totals totals 4588 North Approach 2866 88 611 1722 nil 0 Subtotals Total 75 27 0 North 0 0 0 0 1 762 0 48 El Fuerte Street 687 t 7 \ r 164 2751 4 Total Subtotals Sub- totals 2919 Totals 4081 1162 Palomar Airport Road E a s t A P P r South Approach Note : Left-tum volumes include U-tums. U-tums in bold. El Fuerte Street at Palomar Airport Road Lane Configuration for Intersecfion Capacity Ufilizafion Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 4:30 PM to 5:30 PM Left Thra Right Left Thra Right Left Thru Right Left Thru Right Lane Inside 1 1 1 Config - (left) 2 1 1 1 urations 3 1 1 1 1 1 1 1 4 1 1 5 6 1 1 1 1 Outside 7 Free-flow Lane Settings 0 1 0 2 1 0 2 3 0 1 3 0 Capacity 0 2000 0 3600 2000 0 3600 6000 0 1800 6000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N) 7 N Efficiency Lost Factor 0.10 Hourly Volume 0 0 0 349 0 146 89 2987 0 22 1309 22 Adjusted Hourly Volume 0 0 0 349 146 0 89 2987 0 22 1331 0 Utilization Factor 0.00 0.00 0.00 0.10 0.07 0.00 0.02 0.50 0.00 O.OI 0.22 0.00 Critical Factors 0.00 0.00 0.10 0.50 0.01 ICU Ratio = 0.71 LOS = C Tuming Movements at Intersection of: El Fuerte Street and Palomar Airport Road w e s t A P P r Time : 4:30 PM to 5:30 PM Date: 07/18/02 Day : Thursday Name : Eddie, Keven Sub- Totals totals 4540 1464 3076 North Approach 89 2987 0 Subtotals Total 495 146 0 0 0 North 597 0 349 El Fuerte Street 102 t t. 7 t r 22 1309 22 22 Total Subtotals Sub- totals 1353 3358 Totals 4711 Palomar Airport Road E a s t A P P r South Approach Note : Left-tum volumes include U-tums. U-tums in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2002 INTERSECTION ANALYSIS SUMMARY Intersection Number: 22 Intersection Location: Palomar Airport Road and Melrose Drive Contents: Turn Movement Count Summary (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Turn Movement Diagram P.M. Peak Hour ICU Analysis and Turn Movement Diagram Page 1 Page 2 Page 3 CK ENGINEERING COMPANY RICK ENGINEERING TURNING MOVEMENT ANALYSIS City: Carisbad Intersection of: N/S Sfreet: Melrose Drive E/W Sfreet: Palomar Airport Road File: 2002 Int #22 Data Collected by : Matt, Chris Page 1 of 3 Count Date: 07/18/02 Day: Tuesday Weather: Sunny Traffic Conttol: Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Tm Thra Right Peds Left U-Tm Thra Right Peds Left U-Tm Thra Right Peds Left U-Tm Thra Right Peds Vehicles Peds 6:15 AM 40 0 0 14 0 0 0 0 0 0 0 0 148 11 0 16 0 406 0 0 635 0 6:30 AM 32 0 0 11 0 0 0 0 0 0 0 0 128 23 0 53 0 578 0 0 825 0 6:45 AM 45 0 0 16 0 0 0 0 0 0 0 0 154 33 0 80 0 605 0 0 933 0 7:00 AM 50 0 0 19 0 0 0 0 0 0 0 0 189 34 0 75 0 748 0 0 1115 0 7:15 AM 81 0 0 28 0 0 0 0 0 . 0 0 0 163 25 0 71 0 696 0 0 1064 0 7:30 AM 50 0 0 38 0 0 0 0 0 0 0 0 225 22 0 50 0 731 0 0 1116 0 7:45 AM * 112 0 0 60 0 0 0 0 0 0 0 0 247 ,33 0 54 0 725 0 0 1231 0 8:00 AM * 112 0 0 . 55 0 0 0 0 0 0 0 0 306 38 0 60 0 765 0 0 . 1336 0 8:15 AM * 86 0 0 34 1 0 0 0 0 0 0 0 227 34 0 67 0 719 0 0 1167 1 8:30 AM 78 0 0 43 0 0 0 0 0 0 0 0 210 22 0 70 0 604 0 0 1027 0 8:45 AM 70 0 0 43 0 0 0 0 0 0 0 0 290 26 0 56 0 520 0 0 1005 0 9:00 AM 68 0 0 46 0 0 0 0 0 0 0 0 255 35 0 66 0 567 0 0 1037 0 Max. 15 min. 112 0 0 60 1 0 0 0 0 0 0 0 306 38 0 80 0 765 0 0 1336 1 Pk. Hr. Vol. 360 0 0 187 1 0 0 0 0 0 0 0 1005 127 0 231 0 2940 0 0 4850 1 7:15 AM Peak Intersection Traffic in Pk. Hr. = 4850 Peak Hr. Factor 0.91 8:15 AM Hour Intersection Pdstms in Pk. Hr. = 1 3:45 PM 62 0 0 54 0 0 0 0 0 0 0 0 602 47 1 30 0 290 0 0 1085 1 4:00 PM 48 0 0 52 1 0 0 0 0 0 0 0 570 49 1 54 0 245 0 0 1018 2 4:15 PM 36 0 0 40 0 0 0 0 0 0 0 0 814 57 0 48 2 306 0 0 1303 0 4:30 PM 40 0 0 35 0 0 0 0 0 0 0 0 576 45 0 41 0 262 0 0 999 0 4:45 PM 38 0 0 50 0 0 0 0 0 0 0 0 636 57 0 64 0 314 0 0 1159 0 5:00 PM * 29 0 0 34 0 0 0 0 0 0 0 0 716 65 0 46 1 318 0 0 1209 0 5:15 PM * 42 0 0 59 0 0 0 0 0 0 0 0 815 85 0 59 0 329 0 0 1389 0 5:30 PM * 33 0 0 45 0 0 0 0 0 0 0 0 887 87 0 61 0 352 0 0 1465 0 5:45 PM * 50 0 0 61 0 0 0 0 0 0 0 0 723 71 0 59 0 309 0 0 1273 0 6:00 PM 47 0 0 38 0 0 0 0 0 0 0 0 607 85 0 59 0 261 0 0 1097 0 6:15 PM 38 0 0 32 1 0 0 0 0 0 0 0 650 58 0 36 0 243 0 0 1057 1 6:30 PM 36 0 0 37 1 0 0 0 0 0 0 0 543 62 0 58 0 256 0 0 992 1 Max. 15 min. 62 0 0 61 1 0 0 0 0 0 0 0 887 87 1 64 2 352 0 0 1465 2 Pk. Hr. Vol. 154 0 0 199 0 0 0 0 0 0 0 0 3141 308 0 225 1 1308 0 0 5336 0 4:45 PM Peak Intersection Traffic in Pk. Hr. = 5336 5:45 PM Hour Intersection Pdstms in Pk. Hr. = 0 Peak Hr. Factor 0.91 Melrose Drive at Palomar Airport Road Lane Configurafion for Intersection Capacity Utilizafion Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) . West Appr (EB) East Appr (WB) 7:15 AM to 8:15 AM Left Thru Right Left Thra Right Left Thru Right Left Thru Right Lane Inside 1 1 1 1 Config - (left) 2 1 1 1 urations 3 1 1 1 1 4 5 1 1 Outside 6 7 Free-flow Lane Settings 2 0 2 0 0 0 0 3 0 2 2 0 Capacity 3600 0 3600 0 0 0 0 6000 0 3600 4000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 360 0 187 0 0 0 0 1005 127 231 2940 0 Adjusted Hourly Volume 360 0 187 0 0 0 0 1132 0 231 2940 0 Ufilization Factor 0.10 0.00 0.05 0.00 0.00 0.00 0.00 0.19 0.00 0.06 0.74 0.00 Critical Factors 0.10 0.00 0.00 0.00 0.74 ICU Rafio = 0.94 LOS^ Turning Movements at Intersection of: Melrose Drive and Palomar Airport Road W e s t A P P Time: 7:15 AM to 8:15 AM Date: 07/18/02 Day : Thursday Name : Matt, Chris Totals 4432 Sub- totals 3300 1132 North Approach 0 1005 127 Subtotals Total North Melrose Drive t 7 t r 360 0 187 0 358 547 905 0 2940 231 Total Subtotals Sub- totals 3171 1192 Totals 4363 Palomar Airport Road E a s t A P P South Approach Note : Left-tum volumes include U-tums. U-tums in bold. Melrose Drive at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Page 3 of3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 4:45 PM to 5:45 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 1 Config- (left) 2 1 urations 3 1 4 1 5 6 Outside 7 Free-flow 1 I 1 I 1 1 1 1 Lane Settings 2 1 0 0 0 0 3 0 2 2 0 Capacity 3600 2000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Houriy Volume 154 0 199 Adjusted Hourly Volume 154 0 199 Ufilizafion Factor 0.04 0.00 0.00 Crifical Factors 0.04 0 0 0.00 0 6000 3600 4000 0 0 0 0 3141 308 226 1308 0 0 0 0 3449 0 226 1308 0 0.00 0.00 0.00 0.57 0.00 0.06 0.33 0.00 0.00 0.00 0.57 0.06 ICU Rafio = 0.77 LOS = Tuming Movements at Intersecfion of: Melrose Drive and Palomar Airport Road W e s t A P P Time : 4:45 PM to 5:45 PM Date: 07/18/02 Day : Thursday Name : Matt, Chris Totals 4911 Sub- totals 1462 3449 North Approach 0 3141 308 Subtotals Total 533 154 0 886 North 0 353 Melrose Drive 7 t r 199 0 1308 226 Total Subtotals Sub- totals 1534 Totals 4875 3341 Palomar Airport Road E a s t A P P South Approach Note : Left-tum volumes include U-tums. U-tums in bold. 1^ CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2002 INTERSECTION ANALYSIS SUMMARY Intersection Number: 23 Intersection Location: Carlsbad Boulevard & Carlsbad Village Drive Contents: Turn Movement Count Summary (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Turn Movement Diagram P.M. Peak Hour ICU Analysis and Turn Movement Diagram I I I Page 1 Page 2 Page 3 CK ENGINEERING COMPANY RICK ENGINEERING TURNING MOVEMENT ANALYSIS City: Carlsbad Intersecfion of: N/S Sfreet: Carlsbad Boulevard E/W Sfreet: Carlsbad Village Drive Count Date : 07/24/02 Day: Wednesday Weather: Sunny Page 1 of3 File: 2002 Int #23 Data Collected by : Chris, L'Tanya, Darren, Doug Traffic Confrol: Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Tm Thra Right Peds Left U-Tm Thra Right Peds Left U-Tm Thra Right Peds Left U-Tm Thru Right Peds Vehicles Peds 6:15 AM 0 0 20 10 2 4 0 57 2 2 2 0 3 0 0 17 0 2 3 1 120 5 6:30 AM 0 0 39 20 2 3 0 127 1 1 1 0 2 0 2 19 0 2 4 0 218 5 6:45 AM 0 0 42 11 1 10 0 176 2 2 0 0 1 0 2 27 0 6 10 2 285 7 7:00 AM 1 2 55 25 2 4 0 157 5 1 1 0 7 0 1 28 0 6 13 2 304 6 7:15 AM * 0 0 27 18 1 4 1 232 1 2 4 0 7 2 4 66 0 6 8 2 376 9 7:30 AM * 0 0 53 24 6 8 1 219 4 7 3 0 6 2 5 30 0 4 9 3 363 21 7:45 AM * 1 3 70 27 3 8 0 189 1 1 4 0 8 1 3 31 0 7 15 2 365 9 8:00 AM * 1 2 82 32 4 11 3 185 3 8 3 0 9 4 3 57 0 13 24 10 429 25 8:15 AM 1 0 67 30 9 9 1 143 2 3 3 0 11 0 6 43 0 11 24 10 345 28 8:30 AM 7 1 61 36 9 16 1 175 7 6 5 0 14 5 5 29 0 15 17 10 389 30 8:45 AM 4 1 103 41 14 8 2 107 3 5 9 0 9 9 12 35 0 17 17 7 365 38 9:00 AM 0 0 81 44 11 14 0 94 3 6 5 0 20 1 0 34 0 15 16 20 327 37 Max. 15 min. 7 3 103 44 14 16 3 232 7 8 9 0 20 9 12 66 0 17 24 20 429 38 Pk. Hr. Vol. 2 5 232 101 14 31 5 825 9 18 14 0 30 9 15 184 0 30 56 17 1533 64 = 1533 8:00 AM Hour Intersection Pdstms in Pk. Hr. = 64 Peak Hr. Factor 0.89 3:45 PM 7 2 172 69 9 27 1 143 7 13 4 0 18 14 31 75 0 20 13 11 572 64 4:00 PM 7 3 203 70 12 28 2 137 7 24 10 0 29 9 63 57 0 17 18 9 597 108 4:15 PM 11 2 195 72 8 54 0 114 6 21 12 0 23 4 25 69 0 39 21 21 622 75 4:30 PM 10 5 202 86 18 27 1 156 8 33 4 0 16 4 11 56 1 26 23 13 625 75 4:45 PM 7 3 219 79 15 17 3 130 10 22 6 0 19 10 12 61 0 31 21 22 616 71 5:00 PM * 7 0 203 81 26 33 3 149 21 23 11 0 34 5 29 47 0 15 21 6 630 84 5:15 PM * 13 2 223 56 28 33 3 121 11 24 12 0 23 2 17 74 0 31 39 20 643 89 5:30 PM * 8 1 229 67 18 24 2 212 13 35 9 0 21 13 37 49 0 34 19 23 701 113 5:45 PM * 14 1 259 66 10 38 4 127 11 42 5 0 18 9 21 62 0 37 33 24 684 97 6:00 PM 7 2 183 56 19 26 0 103 15 14 7 0 29 13 31 43 0 43 25 19 552 83 6:15 PM 14 5 216 62 17 31 1 126 8 41 14 0 47 15 74 64 0 27 18 19 648 151 6:30 PM 11 2 184 57 16 35 1 125 8 37 12 0 24 12 27 64 0 35 24 9 594 89 Max. 15 min. 14 5 259 86 28 54 4 212 21 42 14 0 47 15 74 75 1 43 39 24 701 151 Pk. Hr. Vol. 42 4 914 270 82 128 12 609 56 124 37 0 96 29 104 232 0 117 112 73 2658 383 = 2658 5:45 PM Hour Intersecfion PdsttTis in Pk. Hr. = 383 Peak Hr. Factor 0.95 Carlsbad Boulevard at Carlsbad Village Drive Lane Configuration for Intersection Capacity Ufilization Page 2 of 3 Pk. Hr. Time Period : 7:00 AM to 8:00 AM South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) Pk. Hr. Time Period : 7:00 AM to 8:00 AM Left Thru Right Left Thru Right Left Thra Right Left Thra Right Lane Inside I Config - (left) 2 1 1 1 1 urations 3 1 1 1 1 1 1 4 5 6 1 1 1 1 1 Outside 7 Free-flow Lane Settings 1 2 0 I 2 0 1 1 0 2 0 1 Capacity 1800 4000 0 1800 4000 0 1800 2000 0 3600 0 1800 Are the North/South phas es split (Y/N)? N Are the East/West phases split (Y/N) 7 Y Efficiency Lost Factor 0.10 Hourly Volume 7 232 101 36 825 9 14 30 9 184 30 56 Adjusted Hourly Volume 7 333 0 36 834 0 14 39 0 214 0 56 Utilization Factor 0.00 0.08 0.00 0.02 0.21 0.00 0.01 0.02 0.00 0.06 0.00 0.03 Critical Factors 0.00 0.21 0.02 0.06 ICU Ratio 0.39 LOS = A Tuming Movements at Intersecfion of: Carlsbad Boulevard and Carlsbad Village Drive Time : 7:00 AM to 8:00 AM North Approach Date: 07/24/02 Day : Wednesday Name : Doug.Darren, L'Tanya, Chris 870 Carlsbad Boulevard 1177 307 Total Subtotals W e s t A P P r Sub- Totals totals 825 36 94 41 53 0 14 30 Subtotals Total t 1023 North 7 5 1363 7 t r 232 101 340 56 30 184 0 Sub- totals 270 162 Totals 432 Carlsbad Village Drive E a s t A P P r South Approach Note : Left-tum volumes include U-tums. U-tums in bold. Carlsbad Boulevard at Carlsbad Village Drive Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) Nbrth Appr (SB) West Appr (EB) East Appr (WB) 4:45 PM to 5:45 PM Left Thru Right Left Thra Right Left Thra Right Left Thra Right Lane Inside 1 Config - (left) 2 1 1 1 1 urations 3 1 1 1 1 1 1 4 5 6 1 1 1 1 1 Outside 7 Free-flow Lane Settings 1 2 0 1 2 • 0 1 1 0 2 0 1 Capacity 1800 4000 0 1800 4000 0 1800 2000 0 3600 0 1800 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N' 7 Y Efficiency Lost Factor 0,10 Hourly Volume 46 914 270 140 609 56 37 96 29 232 117 112 Adjusted Hourly Volume 46 1184 0 140 665 0 37 125 0 349 0 112 Utilizafion Factor 0.03 0.30 0.00 0.08 0.17 0.00 0.02 0.06 0.00 0.10 0.00 0.06 Critical Factors 0.30 0.08 0.06 0.10 ICU Ratio = 0.64 LOS^ Tuming Movements at Intersecfion of: Carlsbad Boulevard and Carlsbad Village Drive W e s t A P P r Time : 4:45 PM to 5:45 PM North Approach Date: 07/24/02 Day : Wednesday Name : Doug,Darren, L'Tanya, Chris Totals 377 Sub- totals 215 162 37 96 29 Subtotals Total 56 874 805 609 North Carlsbad Boulevard 1880 12 140 t 1 7 t r 46 914 270 4 1230 2104 1075 112 117 232 Total Subtotals Sub- totals 461 Totals 955 494 Carlsbad Village Drive E a s t A P P r South Approach Note : Left-tum volumes include U-tums. U-tums in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2002 INTERSECTION ANALYSIS SUMMARY Intersection Number: 24 Intersection Location: Carlsbad Boulevard & Tamarack Avenue Contents: Turn Movement Count Summary (A.M. and P.M.) Page 1 A.M. Peak Hour ICU Analysis and Turn Movement Diagram Page 2 P.M. Peak Hour ICU Analysis and Page 3 Turn Movement Diagram i : I CK ENGINEERING COMPANY RICK ENGINEERING TURNING MOVEMENT ANALYSIS City: Carlsbad Intersection of: N/S Stteet: Carlsbad Boulevard E/W Sfreet: Tamarack Avenue Page 1 of 3 File: 2002 Int #24 Data Collected by : Matt W., Matt R. Count Date: 07/24/02 Day: Wednesday Weather: Sunny Traffic Confrol : Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Tm Thm Right Peds Left U-Tm Thra Right Peds Left U-Tm Thra Right Peds Left U-Tm Thra Right Peds Vehicles Peds 6:15 AM 4 0 21 3 1 7 0 72 6 5 4 0 4 1 0 26 0 8 5 2 161 8 6:30 AM 6 0 25 7 0 8 0 125 5 7 2 0 0 2 0 30 0 8 12 4 230 11 6:45 AM 1 0 29 9 1 11 0 169 6 16 2 0 0 3 0 36 0 7 9 5 282 22 7:00 AM 6 0 22 15 1 3 0 195 5 15 2 0 5 8 0 70 0 7 9 3 347 19 7:15 AM * 5 0 46 9 1 16 0 280 9 16 4 0 2 2 0 62 0 4 15 9 454 26r 7:30 AM * 3 0 37 8 0 3 0 236 7 17 4 0 5 1 0 65 0 14 12 5 395 22 7:45 AM * 6 0 54 15 0 10 0 236 15 27 11 0 7 5 0 69 0 10 12 7 450 34 8:00 AM * 6 1 69 13 4 17 0 247 8 17 5 0 7 5 0 70 0 5 16 3 469 24 8:15 AM 11 0 54 13 0 11 0 182 5 19 6 0 6 6 0 56 0 13 20 8 383 27 8:30 AM 6 1 73 13 2 12 0 156 10 15 5 0 9 2 0 57 0 19 19 6 382 23 8:45 AM 13 0 105 14 0 18 0 135 8 23 9 0 n 6 0 54 0 19 21 5 413 28 9:00 AM 8 1 82 14 2 14 0 116 13 39 6 0 10 8 0 34 0 11 23 9 340 50 Max. 15 min. 13 1 105 15 4 18 0 280 15 39 11 0 11 8 0 70 0 19 23 9 469 50 Pk. Hr. Vol. 20 1 206 45 5 46 0 999 39 77 24 0 21 13 0 266 0 33 55 24 1768 106 7:00 AM Peak Intersection Traffic in Pk. Hr. 1768 Peak Hr. Factor 0.94 8:00 AM Hour Intersecfion Pdstms in Pk. Hr. = 106 3:45 PM 14 1 235 35 1 33 0 157 17 10 10 0 12 14 1 30 0 9 21 9 588. 21 4:00 PM 14 0 245 32 1 22 0 151 17 15 20 0 8 10 0 37 0 10 22 5 588 21 4:15 PM 10 4 279 55 0 21 0 159 21 8 17 0 12 13 1 29 0 12 15 13 647 22 4:30 PM 20 3 311 41 0 21 0 121 19 17 8 0 11 12 0 39 0 16 20 7 642 24 4:45 PM 15 1 278 29 0 16 0 144 32 25 13 0 18 19 0 41 0 11 16 14 633 39 5:00 PM 18 3 285 44 1 25 0 143 21 17 18 0 14 15 0 39 0 14 27 16 666 34 5:15 PM * 23 2 295 47 5 39 0 146 26 18 17 0 5 13 0 43 0 13 15 16 684 39 5:30 PM * 13 2 295 66 1 27 0 128 24 18 19 0 14 9 0 30 0 11 24 23 662 42 5:45 PM * 19 2 287 49 5 29 0 114 12 27 24 0 11 9 0 25 0 18 27 21 626 53 6:00 PM * 21 0 312 45 0 26 0 150 19 34 14 0 10 9 0 44 0 15 17 30 682 64 6:15 PM 16 1 257 45 2 26 0 109 11 35 16 0 6 7 0 38 0 16 25 26 573 63 6:30 PM 17 1 229 40 7 21 0 129 25 33 20 0 9 11 0 40 0 22 19 16 583 56 Max. 15 min. 23 4 312 66 7 39 0 159 32 35 24 0 18 19 1 44 0 22 27 30 684 64 Pk. Hr. Vol. 76 6 1189 207 11 121 0 538 81 97 74 0 40 40 0 142 0 57 83 90 2654 198 5:00 PM Peak Intersection Traffic in Pk. Hr. = 2654 6:00 PM Hour Intersection Pdstms in Pk. Hr. = 198 Peak Hr. Factor 0.97 Carlsbad Boulevard at Tamarack Avenue Lane Configurafion for Intersection Capacity Ufilizafion Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:00 AM to 8:00 AM Left Thra Right Left Thra Right Left Thru Right Left Thra Right Lane Inside 1 Config - (left) 2 1 1 1 1 1 urations 3 1 1 1 1 1 4 5 6 1 1 1 Outside 7 Free-flow 1 Lane Settings 1 2 0 1 2 0 0 1 1 1 1 0 Capacity 1800 4000 0 1800 4000 0 0 2000 1800 1800 2000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N) 7 Y Efficiency Lost Factor 0.10 Hourly Volume 21 206 45 46 999 39 24 21 13 266 33 55 Adjusted Hourly Volume 21 251 0 46 999 0 0 45 13 266 88 0 Utilization Factor 0.01 0.06 0.00 0.03 0.25 0.00 0.00 0.02 0.01 0.15 0.04 0.00 Critical Factors 0.01 0.25 0.02 0.15 ICU Rafio = 0.53 LOS^ Tuming Movements at Intersecfion of: Carlsbad Boulevard and Tamarack Avenue W e s t A P P r Time : 7:00 AM to 8:00 AM Date: 07/24/02 Day : Wednesday Name : Matt W., Matt R. Totals 150 Sub- totals 92 58 24 21 13 Subtotals Total North Approach 1279 1084 North Carlsbad Boulevard 1369 0 39 999 46 t 7 t r 21 206 45 1 272 285 55 33 266 0 Total Subtotals Sub- totals 354 112 Tamarack Avenue Totals 466 E a s t A P P r 1551 South Approach Note : Left-tum volumes include U-tums. U-tums in bold. Carlsbad Boulevard at Tamarack Avenue Lane Configuration for Intersection Capacity Ufilizafion Pk. Hr. Time Period 5:00 PM to 6:00 PM South Appr (NB) Left Thra Right Lane Config - urations Inside (left) Outside 7 Free-flow North Appr (SB) Left Thra Right West Appr (EB) Left Thra Right Page 3 of 3 East Appr (WB) Left Thru Right Lane Settings 1 2 .0 Capacity 1800 4000 0 Are the North/South phases split (Y/N)? N . Are the East/West phases split (Y/N)? Y Efficiency Lost Factor 0.10 Houriy Volume 82 1189 207 Adjusted Houriy Volume 82 1396 0 Ufilizafion Factor 0.05 0.35 0.00 Critical Factors 0.35 1 2 1800 4000 121 121 0.07 0.07 1 1 2000 1800 1 1 1800 2000 538 81 74 40 40 142 57 83 538 0 0 114 40 142 140 0 0.13 0.00 0.00 0.06 0.02 0.08 0.07 0.00 0.06 0.08 ICU Rafio = 0.66 LOS= B Tuming Movements at Intersection of: Carlsbad Boulevard and Tamarack Avenue W e s t A P P r Time: 5:00 PM to 6:00 PM Date: 07/24/02 Day : Wednesday Name : Matt W., Matt R. Totals 368 Sub- totals 214 154 74 40 40 Subtotals Total North Approach 726 740 538 North 2086 0 121 Carlsbad Boulevard 1346 t 7 t r 82 1189 207 6 1478 2204 83 57 142 Total Subtotals Sub- totals 282 368 Tamarack Avenue Totals 650 E a s t A P P r South Approach Note : Left-tum volumes include U-tums. U-tums in bold. • CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2002 INTERSECTION ANALYSIS SUMMARY Intersection Number: 25 Intersection Location: Carlsbad Boulevard & Cannon Road Contents: Turn Movement Count Summary (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Turn Movement Diagram P.M. Peak Hour ICU Analysis and Turn Movement Diagram Page 1 Page 2 Page 3 CK ENGINEERING COMPANY RICK ENGINEERING TURNING MOVEMENT ANALYSIS City: Carisbad Intersection of: N/S Sfreet: Carlsbad Boulevard E/W Sfreet: Cannon Road Page 1 of 3 File: 2002 Int #25 Data Collected by : Darren, Calvin, Kevin Count Date : 07/30/02 Day: Tuesday Weather: Sunny Traffic Confrol : Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Tm Thra Right Peds Left U-Tm Thra Right Peds Left U-Tm Thra Right Peds Left U-Tm Thru Right Peds Vehicles Peds 6:15 AM 0 0 20 5 2 14 0 65 0 1 0 0 0 0 0 5 0 0 4 0 113 3 6:30 AM 0 0 17 6 2 34 0 134 0 5 0 0 0 0 0 5 0 0 6 0 202 7 6:45 AM 0 0 20 6 1 46 0 198 0 4 0 0 0 0 0 7 0 0 7 1 284 6 7:00 AM 0 0 39 9 3 70 0 231 0 4 0 0 0 0 0 5 0 0 6 0 360 7 7:15 AM • 0 0 39 10 7 64 0 248 0 10 0 0 0 0 0 8 0 0 13 1 382 18 7:30 AM * 0 0 53 9 3 63 0 198 0 10 0 0 0 0 0 10 0 0 11 1 344 14 7:45 AM * 0 0 53 22 6 64 0 218 0 9 0 0 0 0 0 19 0 0 29 6 405 21 8:00 AM * 0 0 52 14 2 88 0 213 0 11 0 0 0 0 0 12 0 0 20 1 399 14 8:15 AM 0 0 47, 15 6 49 0 211 0 16 0 0 0 0 0 6 0 0 26 1 354 23 8:30 AM 0 0 64 17 4 33 0 147 0 11 0 0 0 0 0 7 0 0 15 1 283 16 8:45 AM 0 0 72 10 0 29 0 143 0 3 0 0 0 0 0 7 0 0 19 1 280 4 9:00 AM 0 0 90 9 3 29 0 147 0 7 0 0 0 0 0 15 0 0 15 3 305 13 Max. 15 min. 0 0 90 22 7 88 0 248 0 16 0 0 0 0 0 19 0 0 29 6 405 23 Pk. Hr. Vol. 0 0 197 55 18 279 0 877 0 40 0 0 0 0 0 49 0 0 73 9 1530 67 7:00 AM Peak Intersecfion Traffic in Pk. Hr. = 1530 Peak Hr. Factor 0.94 8:00 AM Hour Intersecfion Pdstms in Pk. Hr. 67 3:45 PM 0 0 192 10 1 38 0 130 0 5 0 0 0 0 0 23 0 0 62 1 455 7 4:00 PM 0 0 182 12 0 30 0 141 0 2 0 0 0 0 0 23 0 0 101 0 489 2 4:15 PM 0 0 207 9 1 24 0 166 0 4 0 0 0 0 0 11 0 0 88 1 505 6 4:30 PM 0 0 206 14 7 25 0 152 0 11 0 0 0 0 0 8 0 0 94 0 499 18 4:45 PM 0 0 232 5 7 25 0 118 0 10 0 0 0 0 0 12 0 0 109 0 501 17 5:00 PM * 0 0 232 7 2 24 0 133 0 16 0 0 0 0 0 19 0 0 106 2 521 20 5:15 PM * 0 0 228 8 14 29 0 151 0 26 0 0 0 0 0 28 0 0 153 0 597 40 5:30 PM * 0 0 251 6 10 18 0 130 0 35 0 0 0 0 0 27 0 0 143 0 . 575 45 5:45 PM • 0 0 225 17 7 36 0 134 0 24 0 0 0 0 0 13 0 0 104 0 529 31 6:00 PM 0 0 196 6 5 21 0 126 0 32 0 0 0 0 0 16 0 0 107 3 472 40 6:15 PM 0 0 148 13 8 14 0 152 0 • 21 0 0 0 0 0 29 0 0 58 0 414 29 6:30 PM 0 0 188 7 8 20 0 124 0 26 0 0 0 0 0 12 0 0 51 3 402 37 Max. 15 min. 0 0 251 17 14 38 0 166 0 35 0 0 0 0 0 29 0 0 153 3 597 45 Pk. Hr. Vol. 0 0 936 38 33 107 0 548 0 101 0 0 0 0 0 87 0 0 506 2 2222 136 4:45 PM Peak Intersection Traffic in Pk. Hr. = 2222 5:45 PM Hour Intersection Pdstms in Pk. Hr. = 136 Peak Hr. Factor 0.93 Carlsbad Boulevard at Cannon Road Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:00 AM to 8:00 AM Left Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside 1 1 Config- (left) 2 1 urations 3 4 5 6 Outside 7 Free-flow 1 1 1 1 Lane Settings 0 1 1 1 1 0 0 0 0 1 0 I Capacity 0 2000 1800 1800 2000 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 0 Adjusted Hourly Volume 0 Utilizafion Factor 0.00 Crifical Factors 0.00 1800 0 1800 197 55 279 877 0 0 0 0 49 0 73 197 55 279 877 0 0 0 0 49 0 73 0.10 0.03 0.16 0.44 0.00 0.00 0.00 0.00 0.03 0.00 0.04 0.44 0.00 0.04 ICU Ratio = 0.58 LOS= A Tuming Movements at Intersection of: Carlsbad Boulevard and Cannon Road W e s t A P P Time: 7:00 AM to 8:00 AM Date: 07/30/02 Day : Tuesday Name : Darren, Calvin, Kevin North Approach Totals Sub- totals 0 0 0 0 0 Subtotals Total 926 1156 877 North 0 0 1178 Carlsbad Boulevard 1426 0 279 t 7 t r 197 55 252 270 73 • 0 •49 Total Subtotals Sub- totals 122 334 Cannon Road Totals 456 E a s t A P P South Approach Note : Left-tum volumes include U-tums. U-tums in bold. Carlsbad Boulevard at Cannon Road Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 4:45 PM to 5:45 PM Left Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside 1 1 Config- (left) 2 1 urations 3 4 5 6 Outside 7 Free-flow 1 1 1 1 Lane Settings 0 1 1 1 1 0 0 0 0 1 0 1 Capacity 0 Are the North/South phases split (Y/N)? Are the East/West phases split (Y/N)? 2000 1800 1800 2000 N N 1800 1800 Efficiency Lost Factor 0.10 Hourly Volume 0 936 38 107 548 0 0 0 0 87 0 506 Adjusted Hourly Volume 0 936 38 107 548 0 0 0 0 87 0 430 Utilizafion Factor 0.00 0.47 0.02 0.06 0.27 0.00 0.00 0.00 0.00 0.05 0.00 0.24 Critical Factors 0.47 0.06 0.00 0.24 ICU Rafio = 0.87 LOS = D Tuming Movements at Intersecfion of: Carlsbad Boulevard and Cannon Road W e s t A P P r Time : 4:45 PM to 5:45 PM Date: 07/30/02 Day : Tuesday Name : Darren, Calvin, Kevin North Approach Totals Sub- totals 0 0 Subtotals Total 635 655 North 0 0 1609 936 974 2097 0 Carlsbad Boulevard 1442 548 107 J i L ^ t r 38 506 0 87 Total Subtotals Sub- totals 593 145 Cannon Road Totals 738 E a s t A P P r South Approach Note : Left-tum volumes include U-tums. U-tums in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2002 INTERSECTION ANALYSIS SUMMARY Intersection Number: 26 Intersection Location: Carlsbad Boulevard & Poinsettia Lane Contents: Turn Movement Count Summary (A.M. and P.M.) Page 1 A.M. Peak Hour ICU Analysis and Page 2 Turn Movement Diagram P.M. Peak Hour ICU Analysis and Page 3 Turn Movement Diagram RICK ENGINEERING .COMPANY RICK ENGINEERING TURNING MOVEMENT ANALYSIS City: Carlsbad Intersecfion of: N/S Sfreet: Carlsbad Boulevard E/W Sfreet: Poinsettia Lane File: 2002 Int #26 Data Collected by : Kevin, Calvin, Randy Page 1 of 3 Count Date: 08/01/02 Day: Thursday Weather: Sunny Traffic Confrol: Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Tm Thra Right Peds Left U-Tm Thra Right Peds Left U-Tm Thra Right Peds Left U-Tm Thra Right Peds Vehicles Peds 6:15 AM 0 0 23 , 6 0 0 0 40 1 0 2 0 4 0 0 4 0 0 2 3 82 3 6:30 AM 0 0 27 6 0 5 0 66 2 1 0 0 2 1 6 6 0 0 4 0 119 7 6:45 AM 0 0 33 5 0 5 0 107 2 3 1 0 1 2 0 14 0 0 7 1 177 4 7:00 AM 0 1 26 8 0 9 0 134 1 0 0 0 4 1 4 16 0 0 8 5 208 9 7:15 AM 0 1 38 10 0 11 0 130 3 0 2 0 2 2 3 25 0 0 11 1 235 4 7:30 AM * 0 2 42 11 0 18 0 133 4 0 1 0 1 1 2 26 0 0 7 3 246 5 7:45 AM * 0 0 61 17 0 17 0 144 0 0 0 0 3 1 10 30 0 0 12 5 285 15 8:00 AM * 0 0 63 14 0 25 0 142 3 1 0 0 1 1 6 27 0 0 8 3 284 10 8:15 AM * 0 0 57 22 0 21 0 131 2 1 1 0 2 0 10 25 0 0 15 10 276 21 8:30 AM 0 2 56 15 0 25 0 98 1 2 1 0 4 1 8 23 0 0 14 2 240 12 8:45 AM 0 0 62 19 0 24 0 111 1 2 0 0 5 1 13 31 0 0 14 4 268 19 9:00 AM 0 1 68 21 0 24 0 .76 4 0 2 0 4 3 1 51 0 0 22 1 276 2 Max. 15 min. 0 2 68 22 0 25 0 144 4 3 2 0 5 3 13 51 0 0 22 10 285 21 Pk. Hr. Vol. 0 2 223 64 0 81 0 550 9 2 2 0 7 3 28 108 0 0 42 21 1091 51 7:15 AM Peak Intersecfion Traffic in Pk. Hr. 1091 Peak Hr. Factor 0.96 8:15 AM Hour Intersection Pdstms in Pk. Hr. = 51 3:45 PM 0 3 136 27 2 29 2 78 7 0 5 0 5 1 3 30 1 0 29 0 353 5 4:00 PM 0 5 155 46 4 33 2 92 8 0 1 0 7 9 9 16 0 1 38 0 413 13 4:15 PM 0 3 139 35 6 36 1 99 13 0 0 0 10 3 9 23 2 1 40 0 405 15 4:30 PM 0 4 161 32 1 31 2 123 11 0 5 0 5 5 8 19 1 1 31 0 431 9 4:45 PM 0 7 133 38 2 32 0 103 14 0 2 0 8 0 3 24 1 1 34 0 397 5 5:00 PM 0 2 133 25 0 31 0 126 15 0 2 0 3 1 2 27 0 1 50 0 416 2 5:15 PM * 0 4 168 41 11 26 1 110 12 0 10 0 12 4 10 21 1 0 35 0 445 21 5:30 PM * 0 4 151 36 4 32 0 148 19 0 3 0 12 4 16 30 ,2 0 33 0 474 20 5:45 PM * 0 2 149 33 2 37 1 120 13 0 5 0 5 4 6 24 1 1 39 0 434 8 6:00 PM * 0 5 162 36 2 32 1 104 13 0 2 0 5 2 10 30 1 0 39 0 432 12 6:15 PM 0 0 108 25 8 18 0 61 14 0 2 0 5 5 11 19 1 0 26 0 284 19 6:30 PM 0 1 116 39 0 35 0 95 11 0 2 0 7 4 13 27 2 1 34 0 374 13 Max. 15 min. 0 7 168 46 11 37 2 148 19 0 10 0 12 9 16 30 2 1 50 0 474 21 Pk. Hr. Vol. 0 15 630 146 19 127 3 482 57 0 20 0 ,34 14 42 105 5 1 146 0 1785 61 5:00 PM Peak Intersection Traffic in Pk. Hr. = 1785 6:00 PM Hour Intersecfion Pdstms in Pk. Hr. = 61 Peak Hr. Factor 0.94 Carlsbad Boulevard at Poinsettia Lane Lane Configuration for Intersection Capacity Utilizafion Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:15 AM to 8:15 AM ' Left Thra Right Left Thra Right Left Thru Right Left Thra Right Lane Inside 1 Config- (left) 2 1 urations 3 1 4 1 5 1 6 Outside 7 Free-flow 1 1 1 1 I 1 1 1 I 1 Lane Settings 1 2 1 2 2 0 1 11 1 0 1 Capacity Are the North/South phases split (Y/N)? Are the East/West phases split (Y/N)? 1800 4000 1800 3600 4000 N Y 1800 2000 1800 1800 1800 Efficiency Lost Factor 0.10 Houriy Volume 2 223 64 81 550 9 2 7 3 108 0 42 Adjusted Hourly Volume 2 223 64 81 550 0 2 7 3 108 0 42 Utilizafion Factor 0.00 0.06 0.04 0.02 0.14 0.00 0.00 0.00 0.00 0.06 0.00 0.02 Critical Factors 0.00 0.14 0.00 0.06 ICU Rafio = 0.30 LOS = A Tuming Movements at Intersecfion of: Carlsbad Boulevard and Poinsettia Lane W e s t A P P r Time: 7:15 AM to 8:15 AM Date: 08/01/02 Day : Thursday Name : Kevin, Calvin, Randy North Approach Totals 21 Sub- totals 9 12 Subtotals Total 663 2 2 952 640 North 907 0 Carlsbad Boulevard 267 550 81 t 7 t r 223 64 289 Total Subtotals Sub- totals 42 0 150 108 0 152 Poinsettia Lane Totals 302 E a s t A P P r South Approach Note : Left-tum volumes include U-tums. U-tums in bold. Carlsbad Boulevard at Poinsettia Lane Lane Configurafion for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 5:00 PM to 6:00 PM Left Thra Right Left Thru Right Left Thru Right Left Thra Right Lane Inside 1 Config- (left) 2 1 urations 3 I 4 1 5 1 6 Outside 7 Free-flow 1 1 1 1 1 1 1 1 1 1 Lane Settings 1 2 1 2 2 0 1 1 1 1 0 1 Capacity 1800 4000 1800 3600 4000 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? Y Efficiency Lost Factor 0.10 1800 2000 1800 1800 1800 Hourly Volume 15 630 146 130 482 57 20 34 14 110 1 146 Adjusted Hourly Volume 15 630 146 130 482 0 20 34 14 no 1 146 Utilization Factor 0.01 0.16 0.08 0.04 0.12 0.00 0.01 0.02 0.01 0.06 0.00 0.08 Critical Factors 0.16 0.04 0.02 0.08 ICU Rafio = 0.40 LOS = A Tuming Movements at Intersection of: Carlsbad Boulevard and Poinsettia Lane W e s t A P P r Time: 5:00 PM to 6:00 PM Date: 08/01/02 Day: Thursday Name : Kevin, Calvin, Randy North Approach Totals 126 Sub- totals 58 68 20 34 14 Subtotals Total 57 616 669 482 North 1468 3 130 Carlsbad Boulevard 799 t t f 7 t r 15 630 146 15 791 1407 146 1 no Total Subtotals Sub- totals 257 312 Poinsettia Lane Totals 569 E a s t A P P r South Approach Note : Left-tum volumes include U-tums. U-tums in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2002 INTERSECTION ANALYSIS SUMMARY Intersection Number: 27 Intersection Location: Rancho Santa Fe Road & Melrose Drive Contents: Turn Movement Count Summary (A.M. and P.M.) Page 1 A.M. Peak Hour ICU Analysis and Turn Movement Diagram Page 2 P.M. Peak Hour ICU Analysis and Turn Movement Diagram Page 3 f/\i ENGINEERING .COMPANY RICK ENGINEERING TURNING MOVEMENT ANALYSIS City: Carlsbad Intersecfion of: N/S Sfreet: Rancho Santa Fe Road E/W Sfreet: Melrose Drive File: 2002 Int #27 Data Collected by : Chris, Matt R. Page 1 of 3 Count Date : 08/08/02 Day: Wednesday Weather: Sunny Traffic Confrol: Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Tm Thra Right Peds Left U-Tm Thra Right Peds Left U-Tm Thra Right Peds Left U-Tm Thra Right Peds Vehicles Peds 6:15 AM 16 0 54 0 0 0 0 223 15 0 14 0 0 29 0 0 0 0 0 0 351 0 6:30 AM 14 0 69 0 0 0 0 266 14 0 30 0 0 53 0 0 0 0 0 0 446 0 6:45 AM 22 0 107 0 0 0 0 288 20 0 26 0 0 79 0 0 0 0 0 0 542 0 7:00 AM 50 0 127 0 0 0 0 226 14 0 54 0 0 97 0 0 0 0 0 0 568 0 7:15 AM 38 0 155 0 0 0 0 249 16 0 38 1 0 75 0 0 0 0 0 0 572 0 7:30 AM 48 0 146 0 0 0 0 264 19 0 45 0 0 98 0 . 0 0 0 0 0 620 0 7:45 AM 43 0 172 0 0 0 0 277 30 0 36 0 0 84 0 0 0 0 0 0 642 0 8:00 AM * 61 0 209 0 0 0 0 249 36 0 52 0 0 98 0 0 0 0 0 0 705 0 8:15 AM * 79 0 191 0 0 0 0 231 53 0 52 0 0 80 0 0 0 0 0 0 686 0 8:30 AM * 66 0 167 0 0 0 0 217 42 0 74 0 0 100 0 0 0 0 0 0 666 0 8:45 AM •* 54 0 175 0 0 0 0 243 44 0 72 0 0 105 0 0 0 0 0 0 693 0 9:00 AM 55 0 150 0 0 0 0 230 35 0 55 0 0 104 0 0 0 0 0 0 629 0 Max. 15 min. 79 0 209 0 0 0 0 288 53 0 74 1 0 105 0 0 0 0 0 0 705 0 Pk. Hr. Vol. 260 0 742 0 0 0 0 940 175 0 250 0 0 383 0 0 0 0 0 0 2750 0 7:45 AM Peak Intersection Traffic in Pk. Hr. 2750 Peak Hr. Factor 0.98 8:45 AM Hour Intersection Pdstms in Pk. Hr. = 0 3:45 PM 45 0 318 0 0 0 0 194 34 0 45 0 0 57 0 0 0 0 0 0 693 0 4:00 PM 58 0 284 0 0 0 0 223 51 0 56 0 0 73 0 0 0 0 0 0 745 0 4:15 PM 59 0 295 0 0 0 0 167 46 0 64 0 0 65 0 0 0 0 0 0 696 0 4:30 PM 65 0 267 0 0 0 0 134 45 0 60 0 0 75 0 0 0 0 0 0 646 0 4:45 PM * 59 0 310 0 0 0 0 194 43 0 69 0 0 84 0 0 0 0 0 0 759 0 5:00 PM * 50 0 289 0 0 0 0 174 55 0 60 0 0 95 0 0 0 0 0 0 723 0 5:15 PM * 52 0 297 0 0 0 0 195 42 0 71 0 0 83 0 0 0 0 0 0 740 0 5:30 PM 60 0 281 0 0 0 0 194 62 0 79 0 0 103 0 0 0 0 0 0 779 0 5:45 PM 64 0 254 0 0 0 0 208 53 0 72 0 0 80 0 0 0 0 0 0 731 0 6:00 PM 60 0 276 0 0 0 0 138 42 0 71 0 0 87 0 0 0 0 0 0 674 0 6:15 PM 58 0 291 0 0 0 0 153 47 0 63 0 0 65 0 0 0 0 0 0 677 0 6:30 PM 52 0 259 0 0 0 0 166 38 0 62 0 0 66 0 0 0 0 0 0 643 0 Max. 15 min. 65 0 318 0 0 0 0 223 62 0 79 0 0 103 0 0 0 0 0 0 779 0 Pk. Hr. Vol. 221 0 1177 0 0 0 0 757 202 0 279 0 0 365 0 0 0 0 0 0 3001 0 4:30 PM Peak Intersection Traffic in Pk. Hr. = 3001 5:30 PM Hour Intersection Pdstms in Pk. Hr. = 0 Peak Hr. Factor 0.96 Rancho Santa Fe Road at Melrose Drive Lane Configurafion for Intersecfion Capacity Ufilization Page 2 of3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:45 AM to 8:45 AM Left Thra Right Left Thra Right Left Thru Right Left Thra Right Lane Inside 1 1 1 1 Config - (left) 2 1 1 urations 3 4 C 1 Outside J 6 7 Free-flow 1 Lane Settings 1 2 0 0 1 0 1 0 1 0 0 0 Capacity 1800 4000 0 0 2000 0 1800 0 1800 0 0 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 260 742 0 0 940 175 250 0 383 0 0 0 Adjusted Hourly Volume 260 742 0 0 940 0 250 0 383 0 0 0 Utilization Factor 0.14 0.19 0.00 0.00 0.47 0.00 0.14 0.00 0.21 0.00 0.00 0.00 Crifical Factors 0.14 0.47 0.21 0.00 ICU Rafio = 0.92 LOS = E Tuming Movements at Intersection of: Rancho Santa Fe Road and Melrose Drive W e s t A P P r Time : 7:45 AM to 8:45 AM Date: 08/08/02 Day : Wednesday Name : Chris, Matt R. Totals 1068 Sub- totals 435 633 250 0 383 Subtotals Total North Approach 175 It 1323 I1I5 940 North 260 742 0 1002 2325 Rancho Santa Fe Road 2107 0 0 t 1 7 t r 992 0 0 0 Total Subtotals Sub- totals Melrose Drive Totals E a s t A P P r South Approach Note : Left-tum volumes include U-tums. U-tums in bold. Rancho Santa Fe Road at Melrose Drive Lane Configurafion for Intersecfion Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 4:30 PM to 5:30 PM Left Thra Right Left Thru Right Left Thra Right Left Thra Right Lane Inside 1 1 Config- (left) 2 1 urafions 3 1 4 5 6 Outside 7 Free-flow 1 1 I 1 Lane Setfings 1 2 0 0 1 0 1 0 1 0 0 0 Capacity 1800 4000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N 0 2000 1800 1800 0 Efficiency Lost Factor 0.10 Hourly Volume 221 1177 0 0 757 202 279 0 365 0 0 0 Adjusted Hourly Volume 221 1177 0 0 757 0 279 0 365 0 0 0 Utilization Factor 0.12 0.29 0.00 0.00 0.38 0.00 0.16 0.00 0.20 0.00 0.00 0.00 Critical Factors 0.12 0.38 0.20 6.00 ICU Rafio = 0.80 LOS = C Tuming Movements at Intersecfion of: Rancho Santa Fe Road and Melrose Drive W e s t A P P Time : 4:30 PM to 5:30 PM Date: 08/08/02 Day : Wednesday Name : Chris, Matt R. Totals 1067 Sub- totals 423 644 North Approach 279 0 365 Subtotals Total 202 1122 959 757 North Rancho Santa Fe Road 2415 0 0 7 i U 1 7 t r 221 1177 0 0 1398 2520 1456 Total Subtotals Sub- totals Totals Melrose Drive E a s t A P P r South Approach Note : Left-tum volumes include U-tums. U-tums in bold. • CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2002 INTERSECTION ANALYSIS SUMMARY Intersection Number: 28 Intersection Location: Rancho Santa Fe Road & La Costa Meadows Drive Contents: Turn Movement Count Summary (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Turn Movement Diagram P.M. Peak Hour ICU Analysis and Turn Movement Diagram Page 1 Page 2 Page 3 CK ENGINEERING COMPANY RICK ENGINEERING TURNING MOVEMENT ANALYSIS City: Carisbad Intersecfion of: N/S Stteet: Rancho Santa Fe Road E/W Sfreet: La Costa Meadows Drive Count Date : 08/08/02 Day: Thursday Weather: Sunny File: 2002 Int #28 Data Collected by : Doug, Darren Traffic Confrol: Signalized Page 1 of 3 South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Tm Thra Right Peds Left U-Tm Thra Right Peds Left U-Tm Thru Right Peds Left U-Tm Thra Right Peds Vehicles Peds 6:15 AM 0 0 65 23 0 42 0 208 0 0 0 0 1 0 0 9 0 0 15 0 363 0 6:30 AM 0 0 77 19 0 41 0 312 0 0 0 0 0 0 0 8 0 0 11 0 468 0 6:45 AM 0 0 108 13 0 43 0 276 0 0 0 0 0 0 0 6 0 0 21 0 467 0 7:00 AM 0 0 150 32 0 56 0 259 0 0 0 0 0 0 0 12 0 0 18 0 527 0 7:15 AM 0 0 175 44 0 36 0 297 0 0 0 0 0 0 0 8 0 0 6 0 566 0 7:30 AM 0 0 185 38 0 59 0 269 0 0 0 0 0 0 0 6 0 0 7 0 564 0 7:45 AM * 0 0 220 30 0 85 0 264 0 0 0 0 0 0 0 10 0 0 15 0 624 0 8:00 AM * 0 0 226 36 0 84 0 305 0 0 0 0 1 0 0 4 0 0 19 0 675 0 8:15 AM * 0 0 216 31 0 51 0 249 1 0 0 0 0 0 0 3 0 0 21 0 572 0 8:30 AM •* 0 0 201 33 0 48 0 262 1 0 0 0 1 2 0 6 0 0 23 0 577 0 8:45 AM 0 0 217 34 0 56 0 285 3 0 0 0 2 0 0 9 0 0 16 0 622 0 9:00 AM 0 0 168 20 0 49 0 281 1 0 0 0 1 0 0 6 0 0 14 0 540 0 Max. 15 min. 0 0 226 44 0 85 0 312 3 0 0 0 2 2 0 12 0 0 23 0 675 0 Pk. Hr. Vol. 0 0 863 130 0 268 0 1080 2 0 0 0 2 2 0 23 0 0 78 0 2448 0 7:30 AM Peak Intersection Traffic in Pk. Hr. = 2448 Peak Hr. Factor 0.91 8:30 AM Hour Intersection Pdstms in Pk. Hr. = 0 3:45 PM 0 0 291 11 0 55 0 207 0 0 0 0 0 0 0 26 0 0 82 1 672 1 4:00 PM 0 0 291 6 0 56 0 213 1 0 0 0 0 1 0 19 0 0 40 0 , 627 0 4:15 PM 0 0 252 7 0 22 0 240 1 0 0 0 0 0 0 22 0 0 62 0 606 0 4:30 PM 0 0 278 11 0 9 0 183 0 0 0 0 0 1 0 17 0 0 61 0 560 0 4:45 PM * 0 0 282 7 0 18 0 290 0 0 0 0 0 0 0 37 0 0 84 0 718 0 5:00 PM * 0 0 262 19 0 28 0 216 0 0 0 0 0 0 0 37 0 0 49 0 611 0 5:15 PM * 0 0 261 11 0 18 0 286 0 0 0 0 0 0 0 27 0 0 71 0 674 0 5:30 PM * 0 0 298 20 0 9 0 266 0 0 0 0 0 0 0 34 0 1 46 0 674 0 5:45 PM 0 0 254 4 0 16 0 259 0 0 1 0 1 0 0 30 0 0 30 0 595 0 6:00 PM ' 0 0. 268 6 0 20 0 240 1 0 0 0 0 0 2 20 0 0 44 0 599 2 6:15 PM 0 0 309 9 0 7 0 211 0 0 0 0 0 0 0 28 0 , 0 47 0 611 0 6:30 PM 0 0 275 1 0 2 0 237 0 0 0 0 0 0 1 17 0 0 27 0 559 1 Max. 15 min. 0 0 309 20 0 56 0 290 1 0 1 0 1 1 2 37 0 1 84 1 718 2 Pk. Hr. Vol. 0 0 1103 57 0 73 0 1058 0 0 0 0 0 0 0 135 0 1 250 0 2677 0 4:30 PM Peak Intersecfion Traffic in Pk. Hr. = 2677 5:30 PM Hour Intersection PdsttTis in Pk. Hr. = 0 Peak Hr. Factor 0.93 Rancho Santa Fe Road at La Costa Meadows Drive Lane Configuration for Intersection Capacity Ufilization Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:30 AM to 8:30 AM Left Thra Right Left Thra Right Left Thru Right Left Thra Right Lane Inside 1 1 Config- (left) 2 1 urations 3 1 4 5 6 Outside 7 Free-flow 1 1 1 1 1 1 1 1 Lane Settings 0 2 1 1 1 0 0 I 0 1 0 1 Capacity 0 4000 1800 1800 2000 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 0 2000 1800 0 1800 Hourly Volume 0 863 130 268 1080 2 0 2 2 23 0 78 Adjusted Hourly Volume 0 863 130 268 1082 0 0 4 0 23 0 78 Utilization Factor 0.00 0.22 0.07 0.15 •0.54 0.00 0.00 0.00 0.00 0.01 0.00 0.04 Critical Factors 0.00 0.54 0.00 0.04 ICU Rafio = 0.68 LOS = B Tuming Movements at Intersection of: Rancho Santa Fe Road and La Costa Meadows Drive W e s t A P P r Time : 7:30 AM to 8:30 AM Date: 08/08/02 Day : Thursday Name; Doug, Darren Totals Sub- totals 2 4 Subtotals Total North Approach Rancho Santa Fe Road 1105 1350 North 2291 0 1080 268 t 7 t r 0 863 130 0 993 2098 941 78 0 23 Total Subtotals Sub- totals 101 400 Totals 501 La Costa Meadows Drive E a s t A P P r South Approach Note : Left-tum volumes include U-tums. U-tums in bold. Rancho Santa Fe Road at La Costa Meadows Drive Lane Configurafion for Intersecfion Capacity Ufilizafion Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) .North Appr (SB) West Appr (EB) East Appr (WB) 4:30 PM to 5:30 PM Left Thra Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 1 Config- (left) 2 1 urafions 3 1 4 5 6 Outside 7 Free-flow 1 1 1 1 1 1 1 1 Lane Settings 0 2 1 1 1 0 1 1 0 1 0 1 Capacity 0 4000 1800 1800 2000 0 1800 2000 0 1800 0 1800 Are the North/South phases split (Y/N)? N Are the East/W est phases split (Y/N] 7 N Efficiency Lost Factor 0.10 Hourly Volume 0 1103 57 73 1058 0 0 0 0 135 1 250 Adjusted Hourly Volume 0 1103 57 73 1058 0 0 0 0 135 1 250 Utilization Factor 0.00 0.28 0.03 0.04 0.53 0.00 0.00 0.00 0.00 0.08 0.00 0.14 Critical Factors 0.00 0.53 0.00 0.14 ICURafio = 0.77 LOS = C Tuming Movements at Intersection of: Rancho Santa Fe Road and La Costa Meadows Drive W e s t A P P r Time : 4:30 PM to 5:30 PM Date: 08/08/02 Day : Thursday Name : Doug, Darren Totals Sub- totals 1 0 Subtotals Total North Approach Rancho Santa Fe Road 1 1193 1131 2484 0 1058 73 J 4 U t North 0 0 2353 1 7 t -r 1103 57 1160 1353 250 1 135 Total Subtotals Sub- totals 386 130 Totals 516 La Costa Meadows Drive E a s t A P P r South Approach Note : Left-tum volumes include U-tums. U-tums in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2002 INTERSECTION ANALYSIS SUMMARY Intersection Number: 29 Intersection Location: Rancho Santa Fe Road & San Elijo Road Contents: Turn Movement Count Summary (A.M. and P.M.) Page 1 A.M. Peak Hour ICU Analysis and Page 2 Turn Movement Diagram P.M. Peak Hour ICU Analysis and Page 3 Turn Movement Diagram RICK ENGINEERING .COMPANY RICK ENGINEERING COMPANY TURNING MOVEMENT ANALYSIS City: Carlsbad Intersection of: N/S Sfreet: Rancho Santa Fe Road EAV Sfreet: San Elijo Road File: 2002 Int#29 Data Collected by : Matt, Darren Page 1 of 3 Count Date: 07/11/02 Day: Thursday Weather: Sunny Traffic Confrol: Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Tm Thra Right Peds Left U-Tm Thra Right Peds Left U-Tm Thra Right Peds Left U-Tm Thra Right Peds Vehicles Peds 6:15 AM 0 0 53 22 0 36 0 213 0 0 0 0 0 0 0 28 0 0 21 0 373 0 6:30 AM 0 0 79 38 0 57 0 242 0 0 0 0 0 0 0 77 0 0 34 0 527 0 6:45 AM 0 0 128 29 0 45 0 247 0 0 0 0 0 0 0 57 0 0 35 0 541 0 7:00 AM * 0 0 129 34 0 73 0 232 0 0 0 0 0 0 0 67 0 0 55 0 590 0 7:15 AM * 0 0 150 48 0 55 0 255 0 0 0 0 0 0 0 129 0 0 67 0 704 0 7:30 AM * 0 0 191 22 0 47 0 259 0 0 0 0 0 0 0 64 0 0 59 0 642 0 7:45 AM * 0 0 218 20 0 26 0 266 0 0 0 0 0 0 0 60 0 0 88 0 678 0 8:00 AM 0 0 221 22 0 31 0 78 0 0 0 0 0 0 0 50 0 0 53 0 455 0 8:15 AM 0 0 186 22 0 30 0 438 0 0 0 0 0 0 0 73 0 0 62 0 811 0 8:30 AM 0 0 175 14 0 34 0 247 0 0 0 0 0 0 0 60 0 0 40 0 570 0 8:45 AM 0 0 185 17 0 29 0 238 0 0 0 0 0 0 0 54 0 0 52 0 575 0 9:00 AM 0 0 196 16 0 43 0 262 0 0 0 0 0 0 0 31 0 0 46 0 594 0 Max. 15 min. 0 0 221 48 0 73 0 438 0 0 0 0 0 0 0 129 0 0 88 0 811 0 Pk. Hr. Vol. 0 0 688 124 0 201 0 1012 0 0 0 0 0 0 0 320 0 0 269 0 2614 0 6:45 AM Peak Intersection Traffic in Pk. Hr. 2614 Peak Hr. Factor 0.93 7:45 AM Hour Intersection Pdstms in Pk. Hr. = 0 3:45 PM 0 0 235 55 0 50 0 193 0 0 0 0 0 0 0 52 0 0 59 0 644 0 4:00 PM 0 0 225 .77 1 61 0 207 0 0 0 0 0 0 0 46 0 0 55 0 671 1 4:15 PM 0 0 255 54 0 64 0 202 0 0 0 0 0 0 0 25 0 0 30 0 630 0 4:30 PM 0 0 233 62 ' 0 64 0 224 0 0 0 0 0 0 0 34 0 0 42 0 659 0 4:45 PM 0 0 252 45 0 79 0 195 0 0 0 0 0 0 0 24 0 0 28 0 623 0 5:00 PM 0 0 250 56 0 65 0 219 0 0 0 0 0 0 0 22 0 0 28 0 640 0 5:15 PM 0 0 282 45 0 63 0 206 0 0 0 0 0 0 0 25 0 0 24 0 645 0 5:30 PM * 0 0 275 52 0 69 0 247 0 0 0 0 0 0 0 29 0 0 30 0 702 0 5:45 PM * 0 0 285 58 0 56 0 227 0 0 0 0 0 0 0 18 0 0 29 0 673 0 6:00 PM * 0 0 260 68 0 51 0 219 0 0 0 0 0 0 0 18 0 0 33 0 649 0 6:15 PM * 0 0 295 62 0 47 0 192 0 0 0 0 0 0 0 29 0 0 30 0 655 0 6:30 PM 0 0 239 35 0 40 0 172 0 0 0 0 0 0 0 24 0 0 27 0 537 0 Max. 15 min. 0 0 295 77 1 79 0 247 0 0 0 0 0 0 0 52 0 0 59 0 702 1 Pk. Hr. Vol. 0 0 1115 240 0 223 0 885 0 0 0 0 0 0 0 94 0 0 122 0 2679 0 5:15 PM Peak Intersection Traffic in Pk. Hr. = 2679 6:15 PM Hour Intersecfion Pdstms in Pk. Hr. = 0 Peak Hr Factor 0.95 Rancho Santa Fe Road at San Elijo Road Lane Configuration for Intersecfion Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 6:45 AM to 7:45 AM Left Thru Right Left Thra Right Left Thru Right Left Thra Right Lane Inside 1 1 Config- (left) 2 1 urations 3 4 5 6 Outside 7 Free-flow 1 1 1 1 Lane Setfings 0 1 1 1 1 0 0 0 0 1 0 1 Capacity 0 2000 1800 1800 2000 0 0 0 0 1800 0 1800 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N) 7 N Efficiency Lost Factor 0.10 Hourly Volume 0 688 124 201 1012 0 0 0 0 320 0 269 Adjusted Hourly Volume 0 688 71 201 1012 0 0 0 0 320 0 269 Ufilization Factor 0.00 0.34 0.04 0.11 0.51 0.00 0.00 0.00 0.00 0.18 0.00 0.15 Critical Factors 0.00 0.51 0.00 0.00 0.18 ICU Ratio = 0.79 LOS = C Tuming Movements at Intersecfion of: Rancho Santa Fe Road and San Elijo Road W e s t A P P r Time : 6:45 AM to 7:45 AM Date : 07/11/02 Day : Thursday Name : Matt, Darren Totals Sub- totals 0 0 Subtotals Total North Approach Rancho Santa Fe Road 1332 1213 North 2170 0 1012 201 t 7 t r 0 688 124 0 812 2144 957 269 0 320 Total Subtotals Sub- totals 589 325 San Elijo Road Totals 914 E a s t A P P South Approach Note : Left-tum volumes include U-tums. U-tums in bold. Rancho Santa Fe Road at San Elijo Road Lane Configuration for Intersection Capacity Utilizafion Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 5:15 PM to 6:15 PM Left Thru Right Left Thra Right Left Thru Right Left Thru Right Lane Inside 1 1 Config- (left) 2 I urations 3 4 5 6 Outside 7 Free-flow 1 1 • 1 1 Lane Settings 0 1 1 1 1 0 0 0 0 1 0 1 Capacity 0 2000 1800 1800 2000 0 0 0 0 1800 0 1800 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N' 7 N Efficiency Lost Factor 0.10 Hourly Volume 0 1115 240 223 885 0 0 0 0 94 0 122 Adjusted Hourly Volume 0 1115 240 263 885 0 0 0 0 94 0 122 Ufilizafion Factor 0.00 0.56 0.13 0.15 0.44 0.00 0.00 0.00 0.00 0.05 0.00 0.07 Critical Factors 0.56 0.15 0.00 0.07 ICURafio = 0.88 LOS = D Tuming Movements at Intersection of: Rancho Santa Fe Road and San Elijo Road W e s t A P P r Time: 5:15 PM to 6:15 PM Date: 07/11/02 Day: Thursday Name : Matt, Darren Totals Sub- totals 0 0 0 0 0 Subtotals Total North Approach Rancho Santa Fe Road 979 1108 North 0 0 2334 2345 0 885 223 • t 7 t r 1115 240 1355 1237 122 0 94 Total Subtotals Sub- totals 216 463 San Elijo Road Totals 679 E a s t A P P r South Approach Note : Left-tum volumes include U-tums. U-tums in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2002 INTERSECTION ANALYSIS SUMMARY Intersection Number: 30 Intersection Location: Rancho Santa Fe Road & La Costa Avenue Contents: Turn Movement Count Summary (A.M. and P.M.) Page 1 A.M. Peak Hour ICU Analysis and Turn Movement Diagram P.M. Peak Hour ICU Analysis and Turn Movement Diagram Page 2 Page 3 CK ENGINEERING COMPANY RICK ENGINEERING TURNING MOVEMENT ANALYSIS City: Carisbad Intersection of: N/S Sfreet: Rancho Santa Fe Road E/W Sfreet: La Costa Avenue File: 2002 Int #30 Data Collected by : Bobby, Matt Page 1 of 3 Count Date: 08/07/02 Day: Wednesday Weather: Sunny Traffic Confrol : Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Tm Thra Right Peds Left U-Tm Thra Right Peds Left U-Tm Thra Right Peds Left U-Tm Thra Right Peds Vehicles Peds 6:15 AM 1 0 45 0 0 4 0 25 17 0 30 0 5 9 0 0 0 11 3 0 150 0 6:30 AM 2 0 77 0 0 1 0 231 30 0 41 0 5 . 19 1 1 0 6 6 0 419 1 6:45 AM 5 0 82 0 0 6 0 210 29 0 55 0 3 16 0 0 0 11 6 0 423 0 7:00 AM 7 0 124 0 1 4 0 154 24 0 42 0 2 28 1 1 0 8 5 1 399 3 7:15 AM 13 0 117 2 0 4 0 205 26 0 56 0 9 14 1 2 0 14 9 1 471 2 7:30 AM * 14 0 128 2 0 3 0 256 35 0 50 0 11 23 0 2 0 17 14 0 555 0 7:45 AM * 12 0 156 1 1 3 0 235 39 0 80 0 11 29 1 1 0 14 14 0 595 2 8:00 AM * 21 0 142 0 0 5 0 227 35 0 52 0 11 39 1 0 0 18 15 1 565 2 8:15 AM * 12 0 150 2 0 3 0 265 28 0 54 0 20 47 3 0 0 25 16 2 622 5 8:30 AM 13 0 123 2 0 4 0 223 38 0 40 0 15 30 0 5 0 13 17 2 523 2 8:45 AM 15 0 155 0 0 1 0 229 34 0 55 0 7 46 0 2 0 20 9 0 573 0 9:00 AM 38 0 111 1 0 4 0 38 42 0 52 0 22 48 0 2 0 15 13 0 386 0 Max. 15 min. 38 0 156 2 1 6 0 265 42 0 80 0 22 48 . 3 5 0 25 17 2 622 5 Pk. Hr. Vol. 59 0 576 5 1 14 0 983 137 0 236 0 53 138" 5 3 0 74 59 3 2337 9 7:15 AM Peak Intersection Traffic in Pk. Hr. 2337 Peak Hr. Factor 0.94 8:15 AM Hour Intersection Pdstms in Pk. Hr. = 9 3:45 PM 48 0 268 4 0 . 7 0 137 49 0 36 0 21 35 1 2 18 18 13 0 656 1 4:00 PM 38 0 256 1 0 4 0 141 50 1 27 0 23 25 4 5 28 28 19 0 645 5 4:15 PM 47 0 204 6 0 9 0 155 57 0 57 0 18 25 2 5 14 14 12 0 623 2 4:30 PM 54 0 245 1 0 5 0 169 48 0 59 0 17 21 1 3 16 16 12 0 666 1 4:45 PM 53 0 269 4 0 3 0 155 51 0 51 0 19 24 0 4 23 23 10 0 689 0 5:00 PM 57 1 191 1 0 17 0 158 45 0 52 0 19 23 0 5 14 14 9 1 606 1 5:15 PM * 45 0 223 0 1 18 0 178 44 0 46 0 24 22 5 2 13 13 10 0 638 6 5:30 PM 45 0 266 2 2 23 0 154 37 0 67 0 27 40 1 4 18 18 15 0 716 3 5:45 PM * 54 1 252 3 0 15 0 201 56 0 85 0 30 28 2 3 16 16 7 0 767 2 6:00 PM * 42 0 241. 2 0 6 0 141 40 0 45 0 25 15 0 3 17 17 15 0 609 0 6:15 PM 38 0 229 2 0 25 0 122 39 1 71 0 32 40 0 3 10 10 15 0 636 1 6:30 PM 33 0 227 2 0 13 0 189 45 3 62 0 18 25 1 2 10 10 6 0 642 4 Max. 15 min. 57 1 269 6 2 25 0 201 57 3 85 0 32 40 5 5 28 28 19 1 767 6 Pk. Hr. Vol. 186 1 982 7 3 62 0 674 177 0 243 0 106 105 8 12 64 64 47 0 2730 11 5:00 PM Peak Intersecfion Traffic in Pk. Hr. = 2730 6:00 PM Hour Intersecfion Pdsfins in Pk. Hr. = 11 Peak Hr. Factor 0.89 Rancho Santa Fe Road at La Costa Avenue Lane Configuration for Intersection Capacity Ufilization Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:15 AM to 8:15 AM Left Thru Right Left Thra Right Left Thru Right Left Thra Right Lane Inside 1 1 Config- (left) 2 1 urafions 3 1 4 1 5 6 Outside 7 Free-flow 1 1 1 1 1 1 1 1 1 1 1 1 Lane Settings 1 2 1 1 2 0 1 2 0 1 2 0 Capacity 1800 4000 1800 1800 4000 0 1800 4000 0 1800 4000 0 Are the North/South phases split (Y/N)? N Are the East/W est phases split (Y/N) 7 N Efficiency Lost Factor 0.10 Hourly Volume 59 576 5 14 983 137 236 53 138 3 74 59 Adjusted Hourly Volume 59 576 5 14 1120 0 236 191 0 3 133 0 Ufilization Factor 0.03 0.14 0.00 0.01 0.28 0.00 0.13 0.05 0.00 0.00 0.03 0.00 Crifical Factors 0.03 0.28 0.13 0.03 ICU Ratio = 0.57 LOS = A Tuming Movements at Intersection of: Rancho Santa Fe Road and La Costa Avenue W e s t A P P r Time: 7:15 AM to 8:15 AM Date: 08/07/02 Day : Wednesday Name : Bobby, Matt Totals 697 Sub- totals, 270 427 236 53 138 Subtotals Total North Approach 137 1124 1134 983 North 59 576 0 640 1764 Rancho Santa Fe Road 2005 0 14 t 7 t r 871 59 ,74 3 Total Subtotals Sub- totals 136 72 La Costa Avenue Totals 208 E a s t A P P South Approach Note : Left-tum volumes include U-tums. U-tums in bold. Rancho Santa Fe Road at La Costa Avenue Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 5:00 PM to 6:00 PM Left Thra Right Left Thra Right Left Thru Right Left Thru Right Lane Inside 1 1 Config- (left) 2 1 urafions 3 1 4 1 5 6 Outside 7 Free-flow 1 1 1 1 1 1 1 1 1 1 1 I Lane Settings 12 1 1 2 0 1 2 0 1 2 0 Capacity Are the North/South phases split (Y/N)? Are the East/West phases split (Y/N)? 1800 4000 1800 1800 4000 N N 1800 4000 1800 4000 0 Efficiency Lost Factor 0.10 Hourly Volume 187 982 7 62 674 177 243 106 105 76 64 47 Adjusted Hourly Volume 187 982 7 62 851 0 243 211 0 76 111 0 Utilizafion Factor 0.10 0.25 0.00 0.03 0.21 0.00 0.14 0.05 0.00 0.04 0.03 0.00 Critical Factors 0.10 0.21 0.14 0.03 ICURafio = 0.58 LOS = A Tuming Movements at Intersection of: Rancho Santa Fe Road and La Costa Avenue W e s t A P P r Time : 5:00 PM to 6:00 PM Date: 08/07/02 Day: Wednesday Name : Bobby, Matt Totals Sub- totals 427 454 243 106 105 Subtotals Total North Approach 913 177 674 792 North Rancho Santa Fe Road 2185 0 62 t 7 t r 187 982 7 1 1176 1968 1272 47 64 76 64 Total Subtotals Sub- totals 187 239 La Costa Avenue Totals 426 E a s t A P P r South Approach Note : Left-tum volumes include U-tums. U-tums in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2002 INTERSECTION ANALYSIS SUMMARY Intersection Number: 31 Intersection Location: Rancho Santa Fe Road & Olivenhain Road / Camino Alvaro Contents: Turn Movement Count Summary Page 1 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Turn Movement Diagram Page 2 P.M. Peak Hour ICU Analysis and Page 3 Turn Movement Diagram CK ENGINEERING COMPANY VRPA TURNING MOVEMENT ANALYSIS City: Carlsbad Intersecfion of: N/S Sfreet: Olivenhain Road/Camino Alvaro E/W Sfreet: Rancho Santa Fe Road Count Date: 08/07/02 Day: Wednesday Weather: Sunny File: 2002 Int #31 Data Collected by : Calvin, Doug Traffic Confrol: Signalized Page 1 of 3 End of 15 min. prd. 6:15 AM 6:30 AM 6:45 AM 7:00 AM 7:15 AM 7:30 AM 7:45 AM 8:00 AM 8:15 AM 8:30 AM 8:45 AM 9:00 AM South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total Left U-Tm Thra Right Peds Left U-Tm Thra Right Peds Left U-Tm Thra Right Peds Left U-Tm Thra Right Peds Vehicles Peds 15 0 0 0 0 3 0 2 2 0 0 0 42 0 0 43 0 135 1 0 243 0 14 0 0 6 0 1 0 0 2 0 0 0 56 0 0 95 0 216 1 0 391 0 26 0 1 6 0 5 0 1 4 0 0 0 89 4 0 111 0 170 2 0 419 0 29 0 0 13 0 4 0 1 4 0 0 0 99 1 ' 0 108 0 193 4 4 456 4 36 0 0 19 1 3 0 7 4 0 0 0 104 3 0 122 0 193 1 3 492 4 46 0 0 25 1 7 0 4 4 'l 0 0 87 1 0 97 0 245 0 0 516 2 37 0 1 14 0 5 0 1 2 1 6 0 103 1 0 102 1 296 3 0 572 1 70 0 1 33 0 3 0 1 5 0 2 0 117 1 1 106 0 276 4 2 619 3 71 0 0 28 1 4 0 2 1 1 1 0 179 1 1 56 0 255 0 0 598 3 63 0 0 30 0 6 0 4 7 1 2 0 66 1 2 108 1 273 3 1 564 4 74 0 1 56 0 6 0 4 0 0 2 1 136 4 0 73 0 283 2 0 642 0 64 0 0 81 0 5 0 3 1 0 0 0 121 5 0 94 0 227 2 1 603 1 74 0 1 81 1 7 0 7 7 1 6 1 179 5 2 122 1 296 4 4 642 4 278 0 2 147 1 19 0 11 13 2 7 1 498 7 4 343 1 1087 9 3 2423 10 Max. 15 min. Pk. Hr. Vol. 7:45 AM Peak Intersection Traffic in Pk. Hr. = 2423 8:45 AM Hour Intersection Pdsfins in Pk. Hr. = 10 Peak Hr. Factor 0.94 3:45 PM 62 0 2 127 0 8 0 0 2 0 10 0 233 1 3 39 0 215 7 0 706 3 4:00 PM 89 0 5 105 0 10 0 0 4 0 1 0 205 2 0 42 1 175 4 0 643 0 . 4:15 PM 61 0 4 108 0 6 0 1 1 0 13 0 278 1 2 45 0 183 9 3 710 5 4:30 PM 52 0 2 103 1 6 0 1 10 0 1 0 203 3 0 38 0 195 2 0 616 1 4:45 PM 67 0 3 104 0 4 0 1 4 0 2 1 224 1 0 37 0 , 173 4 0 625 0 5:00 PM 59 0 4 90 0 3 0 2 4 1 5 1 194 0 0 43 0 221 4 0 630 1 5:15 PM 70 0 3 98 0 6 0 1 2 0 0 0 244 1 0 38 0 174 8 0 645 0 5:30 PM * 73 0 1 111 0 4 0 1 3 0 3 0 306 7 0 47 0 206 8 0 770 ,0 5:45 PM * 69 0 0 103 0 5 0 4 3 0 1 0 251 1 1 54 0 204 11 1 706 2 6:00 PM * 60 0 1 79 0 1 0 3 3 0 6 1 234 1 0 50 0 178 6 0 623 0 6:15 PM * 52 0 4 94 0 3 0 3 1 0 2 0 284 0 0 53 0 160 5 0 661 0 6:30 PM 69 0 6 67 0 5 0 1 8 1 10 0 218 2 0 38 0 177 2 1 603 2 Max. 15 min. 89 0 6 127 1 10 0 4 10 1 13 1 306 7 3 54 1 221 11 3 770 5 Pk. Hr. Vol. 254 0 6 387 0 13 0 11 10 0 12 1 1075 9 1 204 0 748 30 1 2760 2 5:15 PM Peak Intersection Traffic in Pk. Hr. = 2760 6:15 PM Hour Intersection Pdsttns in Pk. Hr. = 2 Peak Hr. Factor 0.90 Olivenhain Road/Camino Alvaro at Rancho Santa Fe Road Lane Configuration for Intersecfion Capacity Utilizafion Pk. Hr. Time Period : 7:45 AM to 8:45 AM South Appr (NB) Left Thra Right Lane Config - urations Inside (left) Outside Free-flow 1 2 3 4 5 6' 7 North Appr (SB) Left Thru Right West Appr (EB) Left ..Thru Right Page 2 of 3 East Appr (WB) Left Thra Right Lane Settings 0 1 Capacity 0 2000 Are the North/South phases split (Y/N)? Are the East/West phases split (Y/N)? Efficiency Lost Factor 0.10 Houriy Volume 278 2 Adjusted Houriy Volume 0 280 Utilization Factor Crifical Factors 0.14 0 0 N N 147 0 19 0 1 2000 11 43 13 0 1 2 1800 4000 498 505 1 2 1 1800 4000 1800 344 344 0.00 0.14 0.00 0.00 0.02 0.00 0.00 0.13 0.00 0.19 1087 1087 0.27 9 9 0.01 0.00 0.13 0.19 ICURafio = 0.56 LOS= A Tuming Movements at Intersecfion of: Olivenhain Road/Camino Alvaro and Rancho Santa Fe Road W e s t A P P r Time: 7:45 AM to 8:45 AM Date: 08/07/02 Day: Wednesday Name : Calvin, Doug Sub- Totals totals 1892 1379 513 498 7 Subtotals Total North Approach 13 361 278 0 788 43 North 2 427 South Approach Olivenhain Road/Camino Alvaro 61 0 11 19 t 7 t r 147 18 1087 344 Total Subtotals Sub- totals 1440 665 Totals 2105 E a s t A P P Rancho Santa Fe Road Note : Left-tum volumes include U-tums. U-tums in bold. Olivenhain Road/Camino Alvaro at Rancho Santa Fe Road Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) ,. North Appr (SB) , West Appr (EB) East Appr (WB) 5:15 PM to 6:15 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 1 1 1 1 1 I 1 Config - (left) 2 1 1 urations 3 1 1 1 4 5 6 1 Outside 7 Free-flow 1 Lane Settings 0 1 0 0 I 0 1 2 0 1 2 1 Capacity 0 2000 0 0 2000 0 1800 4000 0 1800 4000 1800 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N) 7 N Efficiency Lost Factor 0.10 Hourly Volume 254 6 387 13 11 10 13 1075 9 204 748 30 Adjusted Hourly Volume 0 260 0 0 34 0 13 1084 0 204 748 30 Utilization Factor 0.00 0.13 0.00 0.00 0.02 0.00 0.01 0.27 0.00 0.11 0.19 0.02 Critical Factors 0.13 0.00 0.27 0.11 ICU Rafio 0.61 LOS = B Tuming Movements at Intersection of: Olivenhain Road/Camino Alvaro and Rancho Santa Fe Road W e s t A P P Time: 5:15PM to 6:15 PM Date: 08/07/02 Day: Wednesday Name: Calvin, Doug Totals 2110 Sub- totals 1013 1097 North Approach 13 1075 9 Subtotals Total 224 254 0 871 34 11 North 82 0 13 Olivenhain Road/Camino Alvaro Total 7 i L t 7 t r 6 387 647 48 30 748 204 Subtotals Sub- totals 982 Totals 2457 1475 Rancho Santa Fe Road E a s t A P P r South Approach Note : Left-tum volumes include U-tums. U-tums in bold. b CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2002 INTERSECTION ANALYSIS SUMMARY Intersection Number: 32 Intersection Location: Carlsbad Village Drive & State Street Contents: Turn Movement Count Summary (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Turn Movement Diagram P.M. Peak Hour ICU Analysis and Turn Movement Diagram Page 1 Page 2 Page 3 CK ENGINEERING COMPANY RICK ENGINEERING COMPANY TURNING MOVEMENT ANALYSIS City: Carlsbad Intersection of: N/S Sfreet: State Sfreet E/W Sfreet: Carlsbad Village Drive Page 1 of 3 File: 2002 Int #32 Data Collected by : John C, Kevin T. Count Date : 07/24/02 Day: Wednesday Weather: Sunny Traffic Confrol : Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Tm Thra Right Peds Left U-Tm Thra Right Peds Left U-Tm Thra Right Peds Left U-Tm Thra Right Peds Vehicles Peds 6:15 AM 1 0 3 0 0 2 0 2 0 0 1 0 28 0 2 0 0 38 4 3 79 5 6:30 AM 1 0 1 0 1 8 0 ' 7 6 0 1 0 25 1 1 1 0 37 11 3 99 5 6:45 AM 2 0 1 0 0 11 0 3 1 0 0 0 28 1 0 0 0 57 13 4 117 4 7:00 AM 7 0 6 2 0 11 0 4 6 0 1 0 43 2 4 1 0 58 4 0 145 4 7:15 AM 5 0 5 0 0 8 0 7 3 0 0 0 47 1 1 2 0 88 9 2 175 3 7:30 AM 1 0 2 0 1 11 0 3 3 1 1 0 53 2 1 1 0 71 5 2 153 5 7:45 AM 2 0 3 2 1 11 0 6 6 1 2 0 40 2 4 6 0 66 13 1 159 7 8:00 AM * 3 0 5 3 4 7 0 11 5 2 4 0 75 4 7 2 0 104 8 3 231 16 8:15 AM * 6 0 2 0 1 14 0 6 5 2 5 0 51 2 1 4 0 83 13 1 191 5 8:30 AM * 7 0 10 4 2 6 0 9 5 5 1 0 72 2 3 5 0 70 12 1 203 11 8:45 AM * 8 0 4 2 2 14 0 12 3 3 1 0 55 3 5 6 0 65 15 5 188 15 9:00 AM 5 0 7 0 0 9 0 8 4 6 6 0 70 3 1 3 0 72 13 1 200 8 Max. 15 min. 8 0 10 4 4 14 0 12 6 6 6 0 75 4 7 6 0 104 15 5 231 16 Pk. Hr. Vol. 24 0 21 9 9 41 0 38 18 12 11 0 253 11 16 17 0 322 48 10 813 47 7:45 AM Peak Intersection Traffic in Pk. Hr. = 813 Peak Hr. Factor 0.88 8:45 AM Hour Intersection Pdstms in Pk. Hr. = 47 3:45 PM 12 0 9 10 2 26 0 16 7 8 12 0 119 9 4 12 0 102 14 7 348 21 4:00 PM 11 0 17 6 4 20 0 14 3 7 8 0 119 6 4 8 0 111 14 5 337 20 4:15 PM 4 0 17 11 9 21 0 6 12 8 15 0 148 11 15 6 0 130 19 13 400 45 4:30 PM 2 0 7 4 3 32 0 10 10 8 10 0 134 10 8 10 0 113 29 8 371 27 4:45 PM •* 11 0 10 8 11 40 0 13 13 5 23 0 138 5 30 13 0 130 13 14 417 60 5:00 PM * 12 0 8 4 2 18 0 15 9 9 11 0 138 9 10 7 0 107 19 24 357 45 5:15 PM * 10 0 17 8 19 25 0 11 8 7 9 0 148 3 16 8 0 151 15 14 413 56 5:30 PM 8 0 11 8 3 35 0 14 13 10 19 0 148 7 11 1 0 104 12 8 380 32 5:45 PM 6 0 17 6 5 19 0 14 18 10 11 0 132 8 20 6 0 133 6 19 376 54 6:00 PM 8 0 8 2 3 31 0 13 13 8 15 0 135 7 5 5 0 119 17 9 373 25 6:15 PM 4 0 13 7 3 17 0 11 5 11 13 0 151 6 15 5 0 151 22 6 405 35 6:30 PM 3 0 11 3 4 18 0 10 3 6 4 0 103 8 16 2 0 118 7 4 290 30 Max. 15 min. 12 0 17 11 19 40 0 16 18 11 23 0 151 11 30 13 0 151 29 24 417 60 Pk. Hr. Vol. 41 0 46 28 35 118 0 53 43 31 62 0 572 24 67 29 0 492 59 60 1567 193 5:30 PM Hour Intersection Pdstms in Pk. Hr. = 1567 193 Peak Hr. Factor 0.94 State Street at Carlsbad Village Drive Lane Configuration for Intersection Capacity Ufilization Page 2 of3 Pk. Hr. Time Period ; South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:45 AM to 8:45 AM Left Thru Right Left Thru Right Left Thru Right Left Thra Right Lane Inside 1 Config - (left) 2 1 1 I 1 1 I 1 1 urations 3 1 1 4 5 6 I I 1 1 Outside 7 Free-flow Lane Settings 0 1 0 0 1 0 1 2 0 1 2 0 Capacity 0 2000 0 0 2000 0 1800 4000 0 1800 4000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N) 7 N Efficiency Lost Factor 0.10 Hourly Volume 24 21 9 41 38 18 11 253 11 17 322 48 Adjusted Hourly Volume 0 54 0 0 97 0 11 264 0 17 370 0 Utilizafion Factor 0.00 0.03 0.00 0.00 0.05 0.00 0.01 0.07 0.00 0.01 0.09 0.00 Critical Factors 0.00 0.05 0.01 0.09 ICU Rafio 0.25 LOS = A Tuming Movements at Intersection of: State Street and Carlsbad Village Drive Time: 7:45 AM to 8:45 AM Date: 07/24/02 Day: Wednesday Name : John C, Kevin T. North Approach 97 177 State Street 80 Total Subtotals W e s t A P P r Sub- Totals totals 38 41 639 364 275 0 11 253 11 Subtotals Total 7 i U t 66 North 24 21 0 54 48 322 17 0 Sub- totals 387 303 Totals 690 Carlsbad Village Drive E a s t A P P r 120 South Approach Note : Left-tum volumes include U-tums. U-tums in bold. State Street at Carlsbad Village Drive Lane Configurafion for Intersecfion Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 4:30 PM to 5:30 PM Left Thru Right Left Thru Right Left Thra Right Left Thru Right Lane Inside 1 Config - (left) 2 1 1 1 I 1 1 1 1 urations 3 1 1 4 5 6 1 I 1 1 Outside 7 Free-flow Lane Settings 0 1 0 0 1 0 1 2 0 1 2 0 Capacity 0 2000 0 0 2000 0 1800 4000 0 1800 4000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N) 7 N Efficiency Lost Factor 0.10 Hourly Volume 41 46 28 118 53 43 62 572 24 29 492 59 Adjusted Hourly Volume 0 115 0 0 214 0 62 596 0 • 29 551 0 Ufilization Factor 0.00 0.06 0.00 0.00 0.11 0.00 0.03 0.15 0.00 0.02 0.14 0.00 Crifical Factors 0.00 0.11 0.03 0.14 ICU Rafio 0.38 LOS = A Tuming Movements at Intersection of: State Street and Carlsbad Village Drive W e s t A P P r Time : 4:30 PM to 5:30 PM Date: 07/24/02 Day: Wednesday Name : John C, Kevin T. Totals 1234 Sub- totals 576 658 62 572 24 Subtotals Total North Approach 214 43 53 106 41 0 221 North 381 0 118 State Street 167 • t 7 t r 46 28 115 59 492 29 Total Subtotals Sub- totals 580 Totals 1298 718 Carlsbad Village Drive E a s t A P P r South Approach Note : Left-tum volumes include U-tums. U-tums in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2002 INTERSECTION ANALYSIS SUMMARY Intersection Number: 33 Intersection Location: Carlsbad Village Drive & Harding Street Contents: Turn Movement Count Summary Page 1 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Turn Movement Diagram Page 2 P.M. Peak Hour ICU Analysis and Page 3 Turn Movement Diagram CK ENGINEERING COMPANY RICK ENGINEERING COMPANY TURNING MOVEMENT ANALYSIS City: Carlsbad Intersecfion of: N/S Sfreet: Harding Street E/W Sfreet: Carisbad Village Drive Count Date: 07/23/02 Day: Tuesday Weather: Sunny Page 1 of 3 File: 2002 Int #33 Data Collected by : Chris C, Matt R., Matt W. Traffic Confrol: Signalized End of 15 min. prd. South Approach (NB) Left U-Tm Thra Right Peds North Approach (SB) Left U-Tm Thra Right Peds West Approach (EB) Left U-Tm Thra Right Peds East Approach (WB) Left U-Tm Thra Right Peds 15 min Total Vehicles Peds 6:15 AM 1 0 6 11 1 10 0 2 2 1 1 0 47 1 2 9 5 44 6 1 145 5 6:30 AM 5 0 8 12 0 14 0 1 1 1 1 1 40 2 3 8 7 54 7 0 161 4 6:45 AM 0 0 8 14 1 19 0 4 2 1 0 0 67 1 4 12 5 61 11 0 204 6 7:00 AM 1 0 2 13 2 23 0 2 0 1 2 0 61 1 1 15 3 78 8 0 209 4 7:15 AM 7 0 11 18 1 24 0 4 2 0 3 0 76 0 2 14 9 88 3 1 259 4 7:30 AM 4 0 4 12 7 17 0 3 3 0 5 0 87 1 1 24 6 98 20 0 284 8 7:45 AM 7 0 6 30 8 26 0 4 1 .2 2 1 89 2 7 20 7 112 23 2 330 19 8:00 AM 3 0 4 22 2 28 0 3 1 0 1 1 113 2 3 33 8 153 33 1 405 6 8:15 AM * 4 0 8 23 1 22 0 8 . 0 0 2 1 96 1 2 27 14 161 27 0 -394 3 8:30 AM * 5 0 9 20 0 24 0 4 0 0 3 0 101 4 4 21 9 133 19 0 352 4 8:45 AM •* 4 0 5 17 3 23 0 4 1 2 3 1 120 8 1 26 5 196 38 0 451 6 9:00 AM * 6 0 7 25 4 26 0 4 2 3 2 1 124 8 5 32 7 203 45 1 492 13 Max. 15 min. 7 0 11 30 8 28 0 8 3 3 5 1 124 8 • 7 33 14 203 45 2 492 19 Pk. Hr. Vol. 19 0 29 85 8 95 0 20 3 5 10 3 441 21 12 106 35 693 129 1 1689 26, 8:00 AM Peak Intersection Traffic in Pk. Hr. 1689 Peak Hr. Factor 0.86 9:00 AM Hour Intersection Pdstms in Pk. Hr. = 26 3:45 PM * 3 0 14 17 3 51 0 5 5 4 8 1 212 6 8 23 13 194 41 2 593 17 4:00 PM * 8 0 14 30 5 57 0 6 4 0 7 0 208 3 3 25 10 190 46 1 608 9 4:15 PM •* 16 0 13 32 4 51 0 7 3 2 2 1 235 2 8 24 10 197 42 1 635 15 4:30 PM * 9 0 18 23 8 49 0 5 4 0 5 2 186 11 1 30 10 174 33 1 559 10 4:45 PM 5 0 15 22 9 37 0 8 2 0 5 0 199 9 8 20 15 180 36 3 553 20 5:00 PM 11 0 13 25 8 59 0 9 3 1 7 0 211 7 3 32 8 195 34 3 614 15 5:15 PM 10 0 22 35 6 45 0 9 3 3 6 0 193 5 5 31 10 172 30 3 571 17 5:30 PM 7 0 26 22 4 47 0 7 1 0 9 0 263 9 2 21 15 183 34 4 644 10 5:45 PM 12 0 20 28 2 45 0 10 2 1 4 2 179 4 8 15 14 170 21 2 526 13 6:00 PM 15 0 33 16 4 46 0 8 4 1 8 1 193 4 6 22 6 163 24 4 543 15 6:15 PM 9 0 30 17 9 54 0 5 1 1 6 1 192 3 12 17 TO 149 29 1 523 23 6:30 PM 7 0 11 13 10 45 0 6 3 0 4 1 163 4 3 28 10 138 23 10 456 23 Max. 15 min. 16 0 33 35 10 59 0 10 5 4 9 2 263 11 12 32 15 197 46 10 644 23 Pk. Hr. Vol. 36 0 59 102 20 208 0 23 16 6 22 4 841 22 20 102 43 755 162 5 2395 51 3:30 PM Peak Intersection Traffic in Pk. Hr. = 2395 4:30 PM Hour Intersection Pdsfrns in Pk. Hr. = 51 Peak Hr. Factor 0.94 Harding Street at Carlsbad Village Drive Lane Configuration for Intersecfion Capacity Utilizafion Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 8:00 AM to 9:00 AM Left Thra Right Left Thra Right Left Thru Right Left Thra Right Lane Inside 1 Config - (left) 2 1 1 1 1 1 1 1 1 urations 3 1 1 4 5 6 1 1 1. 1 Outside 7 Free-flow Lane Setfings 0 1 0 0 1 0 1 2 0 1 2 0 Capacity 0 2000 0 0 2000 0 1800 4000 0 1800 4000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N) 7 N Efficiency Lost Factor O.IO Houriy Volume 19 29 85 95 20 3 13 441 21 141 693 129 Adjusted Hourly Volume 0 133 0 0 118 0 13 462 0 141 822 0 Ufilizafion Factor 0.00 0.07 0.00 0.00 0.06 0.00 0.01 0.12 0.00 0.08 0.21 0.00 Critical Factors 0.07 0.00 0.01 0.21 ICURafio 0.39 LOS = A Tuming Movements at Intersection of: Harding Street and Carlsbad Village Drive Time: 8:00AM to 9:00 AM North Approach Date: 07/23/02 Daiy : Tuesday Name : Chris C, Matt R., Matt W. 118 286 Harding Street 168 Total Subtotals W e s t A P P r Sub- Totals totals 1193 718 475 13 441 21 Subtotals Total 3 20 95 t 147 North 7 t r 19 29 85 0 133 129 693 141 35 Sub- totals 963 656 Totals 1619 Carlsbad ViUage Drive E a s t A P P r 280 South Approach Note : Left-tum volumes include U-tums. U-tums in bold. Harding Street at Carlsbad Village Drive Lane Configuration for Intersecfion Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 3:30 PM to 4:30 PM Left Thru Right Left Thra Right Left Thru Right Left Thra Right Lane Inside 1 Config - (left) 2 1 1 1 I 1 1 1 1 urations 3 1 1 4 5 6 1 1 1 1 Outside 7 Free-flow Lane Settings 0 1 0 0 1 0 1 2 0 1 2 0 Capacity 0 2000 0 0 2000 0 1800 4000 0 1800 4000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? ,N Efficiency Lost Factor 0.10 Hourly Volume 36 59 102 208 23 16 26 841 22 145 755 162 Adjusted Houriy Volume 0 197 0 0 247 0 26 863 0 145 917 0 Ufilization Factor 0.00 0.10 0.00 0.00 0.12 0.00 0.01 0.22 0.00 0.08 0.23 0.00 Critical Factors 0.00 0.12 0.22 0.08 ICU Ratio 0.52 LOS = A Tuming Movements at Intersection of: Harding Street and Carlsbad Village Drive Time: 3:30PM to 4:30 PM North Approach Date: 07/23/02 Day : Tuesday Name : Chris C, Matt R., Matt W. 247 490 Harding Street 243 Total Subtotals W e s t A P P r Totals 1700 Sub- totals 811 889 26 841 22 Subtotals Total 16 23 208 J i U 147 t North V 7 t r 36 59 102 0 197 344 162 755 145 43 Sub- totals 1062 1194 Totals 2256 Carlsbad Village Drive E a s t A P P r South Approach Note : Left-tum volumes include U-tums. U-tums in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2002 INTERSECTION ANALYSIS SUMMARY Intersection Number: 34 Intersection Location: Poinsettia Lane & Aviara Parkway Contents: Turn Movement Count Summary Page 1 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Page 2 Turn Movement Diagram P.M. Peak Hour ICU Analysis and Page 3 Turn Movement Diagram ENGINEERING COMPANY RICK ENGINEERING TURNING MOVEMENT ANALYSIS City: Carlsbad Intersection of: N/S Sfreet: Aviara Parkway E/W Sfreet: Poinsettia Lane File: 2002 Int #34 Data Collected by : Kevin. Calvin Page 1 of 3 Count Date : 08/06/02 Day: Tuesday Weather: Sunny Traffic Confrol: Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Tm Thra Right Peds Left U-Tm Thra Right Peds Left U-Tm Thra Right Peds Left U-Tm Thru Right Peds Vehicles Peds 6:15 AM 54 0 6 0 0 0 0 8 11 1 14 0 6 11 0 0 7 0 2 117 4 6:30 AM 46 0 8 0 0 2 0 7 7 1 18 0 10 17 0 2 0 3 2 0 122 1 6:45 AM 50 0 6 0 0 2 1 6 16 0 20 0 17 25 0 0 1 13 0 0 157 0 7:00 AM 51 0 25 1 2 8 1 13 8 2 41 0 23 42 1 2 2 7 1 3 225 8 7:15 AM 75 0 28 1 2 5 0 8 18 0 34 0 13 25 0 0 1 19 3 1 230 3 7:30 AM 63 0 27 1 1 4 0 21 13 0 42 0 9 43 2 0 0 19 3 2 245 5 7:45 AM 55 0 36 0 0 7 0 19 22 0 62 0 9 41 0 1 0 17 2 1 271 1 8:00 AM * 72 0 53 3 1 2 0 20 14 0 94 0 4 68 0 0 0 15 6 0 351 1 8:15 AM * 74 0 31 0 0 3 0 22 17 0 94 0 7 58 0 1 0 23 4 0 334 0 8:30 AM * 88 0 39 1 0 4 0 22 22 1 75 0 8 62 0 1 0 7 5 0 334 1 8:45 AM * 90 0 27 5 0 0 0 35 19 0 57 0 5 59 0 2 0 15 7 0 321 0 9:00 AM 95 0 38 6 0 4 0 34 14 0 59 0 9 57 0 0 0 10 5 1 331 1 Max. 15 min. 95 0 53 6 2 8 1 35 22 2 94 0 23 68 2 2 2 23 7 3 351 8 Pk. Hr. Vol. 324 0 150 9 1 9 0 99 72 1 320 0 24 247 0 4 0 60 22 0 1340 2 7:45 AM Peak Intersection Traffic in Pk. Hr. - 1340 Peak Hr. Factor 0.95 8:45 AM Hour Intersection Pdstms in Pk. Hr. = 2 3:45 PM 80 0 43 2 0 4 0 49 38 0 17 0 7 96 0 2 0 22 12 0 372 0 4:00 PM 63 0 38 2 0 3 0 48 21 0 20 0 14 92 0 0 0 6 7 0 314 0 4:15 PM 97 0 26 0 2 5 0 35 44 0 30 0 12 81 0 2 0 12 10 1 354 3 , 4:30 PM 74 0 39 0 0 7 0 45 28 0 30 1 15 78 0 1 1 9 4 1 332 1 4:45 PM 73 0 41 0 0 5 1 44 55 0 28 1 17 80 0 0 0 10 • 8 P 363 0 5:00 PM * 103 0 54 1 1 1 0 51 50 2 24 1 17 106 0 3 0 9 0 2 420 5 5:15 PM * 97 0 57 3 0 5 0 64 93 0 50 1 14 101 0 0 0 10 1 2 496 2 5:30 PM * 77 0 48 0 0 13 0 86 93 1 38 1 19 102 0 5 0 9 8 3 499 4 5:45 PM * 65 0 28 0 3 5 0 64 72 0 42 13 99 0 2 0 7 7 0 404 3 6:00 PM 69 0 37 1 0 6 0 52 45 2 35 1 21 85 0 4 0 4 5 3 365 5 6:15 PM 76 0 39 0 0 0 0 61 40 0 25 1 9 90 0 2 0 13 3 0 359 0 6:30 PM 58 0 27 0 0 11 0 39 29 0 14 2 16 85 0 0 0 9 2 0 292 0 Max. 15 min. 103 0 57 3 3 13 1 86 93 2 50 2 21 106 0 5 1 22 12 3 499 5 Pk. Hr. Vol. 342 0 187 4 4 24 0 265 308 3 154 3 63 408 0 10 0 35 16 7 1819 14 4:45 PM Peak Intersection Traffic in Pk. Hr. = 1819 5:45 PM Hour Intersecfion Pdstms in Pk. Hr. = 14 Peak Hr. Factor 0.91 Aviara Parkway at Poinsettia Lane Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:45 AM to 8:45 AM Left Thra Right Left Thra Right Left Thru Right Left Thru Right Lane Inside 1 I 1 1 1 Config - (left) 2 1 1 1 1 urafions 3 1 1 1 1 1 1 4 1 1 1 5 6 I Outside 7 Free-flow Lane Settings 2 2 0 1 2 0 2 1 2 1 2 0 Capacity 3600 4000 0 1800 4000 0 3600 2000 3600 1800 4000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N) 7 N Efficiency Lost Factor 0.10 Hourly Volume 324 150 9 9 99 72 320 24 247 4 60 22 Adjusted Hourly Volume 324 159 0 9 171 0 320 24 247 4 82 . 0 Utilizafion Factor 0.09 0.04 0.00 0.01 0.04 0.00 0.09 0.01 0.07 0.00 0.02 0.00 Critical Factors 0.09 0.04 0.09 0.02 ICU Ratio = 0.34 LOS = A Tuming Movements at Intersection of: Aviara Parkway and Poinsettia Lane W e s t A P P r Time : 7:45 AM to 8:45 AM Date: 08/06/02 Day: Tuesday Name : Kevin. Calvin Totals 1047 Sub- totals 456 591 North Approach 0 320 24 247 Subtotals Total 180 72 99 350 North 324 150 0 483 833 Aviara Parkway 672 0 9 t 1 7 t r 492 22 "60 • 4 Total Subtotals Sub- totals 86 42 Poinsettia Lane Totals 128 E a s t A P P South Approach Note : Left-tum volumes include U-tums. U-tums in bold. Aviara Parkway at Poinsettia Lane Lane Configuration for Intersection Capacity Ufilizafion Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 4:45 PM to 5:45 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 1 1 1 1 Config - (left) 2 1 1 1 1 urations 3 1 1 1 1 1 1 4 1 1 1 5 6 1 Outside 7 Free-flow Lane Settings 2 2 0 1 2 0 2 1 2 1 2 0 Capacity 3600 4000 0 1800 4000 0 3600 2000 3600 1800 4000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor ' 0.10 Hourly Volume 342 187 4 24 265 308 157 63 408 10 35 16 Adjusted Hourly Volume 342 191 0 24 573 0 157 63 408 10 51 0 Utilization Factor 0.10 0.05 0.00 0.01 0.14 0.00 0.04 0.03 0.11 0.01 0.01 0.00 Critical Factors 0.10 0.14 0.11 0.01 ICU Ratio 0.46 LOS = A Tuming Movements at Intersection of: Aviara Parkway and Poinsettia Lane W e s t A P P Time : 4:45 PM to 5:45 PM Date: 08/06/02 Day: Tuesday Name : Kevin. Calvin Totals 1316 Sub- totals 688 628 157 63 408 Subtotals Total North Approach 308 lr 683 597 265 North 342 187 0 533 1216 Aviara Parkway 954 0 24 • t i. 7 t r 357 16 35 10 Total Subtotals Sub- totals 61 91 Poinsettia Lane Totals 152 E a s t A P P South Approach Note : Left-tum volumes include U-tums. U-tums in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2002 INTERSECTION ANALYSIS SUMMARY Intersection Number: 35 Intersection Location: Poinsettia Lane & Batiquitos Drive Contents: Turn Movement Count Summary Page 1 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Page 2 Turn Movement Diagram P.M. Peak Hour ICU Analysis and Turn Movement Diagram Page 3 ENGINEERING .COMPANY RICK ENGINEERING TURNING MOVEMENT ANALYSIS City: Carisbad Intersection of: N/S Sfreet: Batiquitos Drive E/W Sfreet: Poinsettia Lane File: 2002 Int #35 Data Collected by : Doug, John Page 1 of3 Count Date: 08/01/02 Day: Thursday Weather: Sunny Traffic Confrol: Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 tnin Total End of 15 min. prd. Left U-Tm Thra Right Peds Left U-Tm Thra Right Peds Left U-Tm Thra Right Peds Left U-Tm Thra Right Peds Vehicles Peds 6:15 AM 23 0 1 0 1 0 0 0 16 0 2 2 41 9 1 0 0 17 0 0 111 2 6:30 AM 22 0 1 0 0 1 0 0 19 1 2 0 36 12 0 1 0 121 2 2 217 3 6:45 AM 47 0 0 0 2 4 0 1 25 0 3 0 71 7 0 2 0 79 1 0 240 2 7:00 AM 43 0 1 0 0 1 0 1 20 0 4 0 92 21 0 1 0 84 1 0 269 0 7:15 AM 64 0 1 6 0 3 0 0 22 1 3 0 91 13 0 1 0 98 1 0 303 1 7:30 AM 29 0 5 2 0 2 0 0 23 1 2 0 78 23 0 0 0 99 1 0 264 1 7:45 AM * 52 0 1 3 0 3 0 2 25 0 6 0 131 25 0 0 0 100 3 0 351 0 8:00 AM • 50 0 2 2 0 5 0 0 18 0 3 0 161 31 0 6 0 107 3 3 388 3 8:15 AM * 48 0 2 2 0 6 0 1 23 0 4 1 150 41 0 2 1 98 2 0 381 0 8:30 AM * 54 0 2 0 0 8 0 5 30 0 1 0 146 45 0 12 1 97 1 1 402 1 8:45 AM 43 0 1 2 0 5 0 0 19 0 3 0 118 26 0 3 0 100 3 0 323 0 9:00 AM 54 0 4 3 0 3 0 3 16 0 8 1 113 53 0 2 0 137 1 2 398 2 Max. 15 min. 64 0 5 6 2 8 0 5 30 1 8 2 161 53 1 12 1 137 3 3 402 3 Pk. Hr. Vol. 204 0 7 7 0 22 0 8 96 0 14 1 588 142 0 20 2 402 9 4 1522 4 7:30 AM Peak Intersection Traffic in Pk. Hr. 1522 Peak Hr. Factor 0.95 8:30 AM Hour Intersection Pdstms in Pk. Hr. = 4 3:45 PM 42 0 6 4 0 3 0 10 13 0 20 1 113 57 1 0 0 146 5 3 420 4 4:00 PM 36 0 3 3 0 2 0 4 11 0 15 1 129 50 1 1 0 123 4 0 382 1 4:15 PM 46 0 4 6 0 2 0 4 10 1 13 1 123 65 1 3 0 149 4 3 430 5 4:30 PM 43 0 1 8 0 2 0 8 10 0 12 0 120 65 0 3 0 134 5 0 411 0 4:45 PM 49 0 6 1 3 9 0 4 17 0 26 1 151 53 0 5 0 124 11 1 457 4 5:00 PM 35 0 1 1 0 5 0 5 11 1 21 2 140 54 0 0 0 161 6 1 442 2 5:15 PM * 54 0 0 2 3 4 0 4 11 0 23 0 176 51 0 3. 0 186 2 1 516 4 5:30 PM * 47 0 2 2 0 8 0 3 19 0 23 1 181 56 0 0 0 202 9 4 553 4 5:45 PM * 50 0 3 1 3 1 0 8 14 0 22 1 175 70 0 3 0 112 7 3 467 6 6:00 PM •* 44 0 2 0 1 5 0 5 18 0 21 1 146 65 0 3 0 133 7 1 450 2 6:15 PM 44 0 1 2 0 4 0 1 15 0 19 1 156 51 0 2 0 108 6 0 410 0 6:30 PM 34 0 3 1 0 10 0 9 26 0 26 1 "^122 48 0 4 0 107 15 2 406 2 Max. 15 min. 54 0 6 8 3 10 0 10 26 1 26 2 181 70 1 5 0 202 15 4 553 6 Pk. Hr. Vol. 195 0 7 5 7 18 0 20 62 0 89 3 678 242 0 9 0 633 25 9 1986 16 5:00 PM Peak Intersection Traffic in Pk. Hr. = 1986 6:00 PM Hour Intersection Pdsttns in Pk. Hr. = 16 Peak Hr. Factor 0.90 Batiquitos Drive at Poinsettia Lane Lane Configuration for Intersection Capacity Utilization Page 2 of3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:30 AM to 8:30 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 1 Config- (left) 2 1 urations 3 1 4 5 6 Outside 7 Free-flow 1 1 1 1 1 1 1 1 1 1 1 Lane Settings 1 1 1 11 1 1 2 0 1 2 0 Capacity 1800 2000 1800 1800 2000 1800 1800 4000 0 1800 4000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 204 7 7 22 8 96 15 588 142 22 402 9 Adjusted Hourly Volume 204 7 7 22 8 96 15 730 0 22 411 0 Ufilization Factor 0.11 0.00 0.00 0.01 0.00 0.05 0.01 0.18 0.00 0.01 0.10 0.00 Crifical Factors 0.11 0.05 0.18 0.01 ICU Ratio = 0.45 LOS = A Tuming Movements at Intersection of: Batiquitos Drive and Poinsettia Lane W e s t A P p r Time : 7:30 AM to 8:30 AM Date: 08/01/02 Day: Thursday Name: Doug, John Totals 1448 Sub- totals 703 745 15 588 142 Subtotals Total North Approach 96 170 126 North 204 7 0 218 388 Batiqiiitos Drive 156 0 22 7 i L • t 7 t r 30 9 "402 -22 Total Subtotals Sub- totals 433 619 Poinsettia Lane Totals 1052 E a s t A P P r South Approach Note : Left-tum volumes include U-tums. U-tums in bold. Batiquitos Drive at Poinsettia Lane Lane Configurafion for Intersecfion Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 5:00 PM to 6:00 PM Left Thru Right Left Thru Right Left Thru Right Left Thra Right Lane Inside 1 1 1 1 1 Config - (left) 2 1 1 1 1 urations 3 4 c 1 1 1 1 1 1 Outside J 6 7 Free-flow Lane Settings 1 1 I 1 1 1 1 2 0 1 2 0 Capacity 1800 2000 1800 1800 2000 1800 1800 4000 0 1800 4000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N) 7 N Efficiency Lost Factor 0.10 Hourly Volume 195 7 5 18 20 62 92 678 242 9 633 25 Adjusted Hourly Volume 195 1 5 18 20 62 92 920 0 9 658 0 Ufilization Factor 0.11 0.00 0.00 0.01 0.01 0.03 0.05 0.23 0.00 0.01 0.16 0.00 Critical Factors 0.11 0.03 0.23 0.01 ICU Rafio 0.48 LOS = A Tuming Movements at Intersection of: Batiquitos Drive and Poinsettia Lane W e s t A P P r Time : 5:00 PM to 6:00 PM Date: 08/01/02 Day: Thursday Name : Doug, John Totals 1905 Sub- totals 893 1012 92 678 242 Subtotals Total North Approach 62 1, 271 195 0 478 100 20 North 7 207 Batiquitos Drive 221 7 I L. t 7 t r 121 25 633 9 Total Subtotals Sub- totals 667 701 Poinsettia Lane Totals 1368 E a s t A P P r South Approach Note : Left-tum volumes include U-tums. U-tums in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2002 INTERSECTION ANALYSIS SUMMARY Intersection Number: 36 Intersection Location: Poinsettia Lane & Paseo Del Norte Contents: Turn Movement Count Summary Page 1 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Page 2 Turn Movement Diagram P.M. Peak Hour ICU Analysis and Page 3 Turn Movement Diagram ENGINEERING .COMPANY RICK ENGINEERING TURNING MOVEMENT ANALYSIS City: Carlsbad Intersecfion of: N/S Sfreet: Paseo Del Norte E/W Sfreet: Poinsettia Lane File: 2002 Int #36 Data Collected by : Doug, John Page 1 of 3 Count Date: 07/31/02 Day: Wednesday Weather: Sunny Traffic Confrol : Signalized End of 15 min. prd: South Approach (NB) Left U-Tm Thra Right Peds North Approach (SB) Left U-Tm Thra Right Peds West Approach (EB) Left U-Tm Thra Right Peds East Approach (WB) Left U-Tm Thra Right Peds 15 min Total Vehicles Peds 6:15 AM 6 0 0 2 0 1 0 0 43 0 9 0. 42 2 1 0 0 111 8 1 224 2 6:30 AM 5 0 1 1 0 4 0 0 57 0 6 0 52 0 0 2 0 112 7 0 247 0 6:45 AM 7 0 ' 0 1 1 4 0 0 58 0 9 0 80 0 1 0 0 139 9 1 307 3 7:00 AM 5 0 1 2 1 8 0 1 58 0 19 0 122 1 2 2 0 162 7 1 388 4 7:15 AM 6 0 1 0 1 5 0 1 97 0 20 0 87 1 2 1 0 165 13 3 397 6 7:30 AM * 6 0 0 4 1 11 0 2 '80 0 31 0 138 4 0 1 0 188 15 1 480 2 7:45 AM * 10 0 4 1 3 8 0 0 64 0 35 0 173 5 1 1 0 ,163 9 1 473 5 8:00 AM * 8 0 5 5 0 12 0 1 80 0 42 0 200 2 0 0 0 226 21 1 602 1 8:15 AM * 7 , 0 1 4 2 26 0 2 77 0 45 1 161 2 2 0 0 176 12 2 514 6 8:30 AM 11 0 3 2 0 13 0 6 70 0 35 0 150 1 0 2 0 150 22 4 465 4 8:45 AM 13 0 4 5 3 18 0 1 59 0 39 0 171 6 5 1 0 157 9 0 483 8 9:00 AM 14 0 0 2 1 12 0 1 70 0 51 0 143 8 1 2 0 162 18 2 483 4 Max. 15 min. 14 0 5 5 3 26 0 6 97 0 51 1 200 8 5 2 0 226 22 4 602 8 Pk. Hr. Vol. 31 0 10 14 6 57 0 5 301 0 153 1 672 13 3 2 0 753 57 5 2069 14 7:15 AM Peak Intersection Traffic in Pk. Hr. = 2069 Peak Hr. Factor 0.86 8:15 AM Hour Intersection Pdstms in Pk. Hr. = 14 3:45 PM 10 0 5 4 6 14 0 3 36 0 85 0 185 17 6 1 0 170 18 0 548 12 4:00 PM 8 0 0 4 3 22 0 2 66 •0 87 0 189 10 1 2 0 170 20 1 580 5 4:15 PM 11 0 3 1 0 25 0 2 67 0 90 2 181 10 0 0 0 146 25 0 563 0 4:30 PM 8 0 1 2 0 25 0 5 71 0 91 1 170 10 0 1 . 0 150 29 0 564 0 4:45 PM 5 0 1 4 0 35 0 6 71 0 104 0 198 15 0 5 0 156 33 0 633 0 5:00 PM 4 0 0 0 0 15 0 2 78 0 104 0 187 11 0 2 0 173 20 0 596 0 5:15 PM * 2 0 0 0 1 29 0 2 71 0 101 1 256 11 0 1 0 200 25 2 699 3 5:30 PM * 11 0 1 4 2 25 0 2 85 0 99 0 257 12 2 1 0 215 27 2 739 6 5:45 PM 5 0 1 3 0 21 0 3 76 0 100 0 246 13 0 2 0 202 19 3 691 3 6:00 PM * 5 0 0 3 2 34 0 4 72 0 115 0 216 10 0 1 0 168 20 1 648 3 6:15 PM 9 0 2 5 0 19 0 2 68 0 104 1 212 8 0 2 0 192 28 4 652 4 6:30 PM 7 0 1 0 0 22 0 0 48 0 75 1 206 8 0 1 0 110 17 1 496 1 Max. 15 min. 11 0 5 5 6 35 0 6 85 0 115 2 257 17 6 5 0 215 33 4 739 12 Pk. Hr. Vol. 23 0 2 10 5 109 0 11 304 0 415 1 975 46 2 5 0 785 91 8 2777 15 6:00 PM Hour Intersection Pdstms in Pk. Hr. 2777 15 Peak Hr. Factor 0.94 Paseo Del Norte at Poinsettia Lane Lane Configurafion for Intersecfion Capacity Utilizafion Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:15 AM to 8:15 AM Left Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside I 1 1 1 I Config - (left) 2 1 1 1 1 1 1 urations 3 1 1 1 4 1 5 1 Outside 6 7 Free-flow Lane Settings 1 1 1 0 2 2 1 1 2 0 Capacity 1800 2000 0 1800 2000 0 3600 4000 1800 1800 4000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N) 7 N Efficiency Lost Factor 0.10 Hourly Volume 31 10 14 57 5 301 154 672 13 2 753 57 Adjusted Hourly Volume 31 24 0 57 306 0 154 672 13 2 810 0 Utilization Factor 0.02 0.01 0.00 0.03 0.15 0.00 0.04 0.17 0.01 0.00 0.20 0.00 Critical Factors 0.02 0.15 0.04 0.20 ICU Rafio 0.51 LOS = A Tuming Movements at Intersection of: Paseo Del Norte and Poinsettia Lane W e s t A P P r Time: 7:15AM to 8:15 AM Date: 07/31/02 Day: Wednesday Name : Doug, John Totals 1925 Sub- totals 1086 839 154 672 13 Subtotals Total North Approach 301 20, 363 5 North 583 0 57 Paseo Del Norte 220 \ 7 \ r 31 10 14 0 55 75 57 753 2 Total Subtotals Sub- totals 812 743 Poinsettia Lane Totals 1555 E a s t A P P r South Approach Note : Left-tum volumes include U-tums. U-tums in bold. Paseo Del Norte at Poinsettia Lane Lane Configuration for Intersecfion Capacity Utilizafion Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 5:00 PM to 6:00 PM Left Thru Right Left Thra Right Left Thru Right Left Thru Right Lane Inside 1 1 1 1 1 Config - (left) 2 1 1 1 1 1 1 urafions 3 1 1 1 4 1 5 1 Outside 6 7 Free-flow Lane Setfings 1 1 0 1 1 0 2 2 1 1 2 0 Capacity 1800 2000 0 1800 2000 0 3600 4000 1800 1800 4000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N) 7 N Efficiency Lost Factor 0.10 Hourly Volume 23 2 10 109 11 304 416 975 46 5 785 91 Adjusted Hourly Volume 23 12 0 109 315 0 416 975 46 5 876 0 Utilization Factor 0.01 0.01 0.00 0.06 0.16 0.00 0.12 0.24 0.03 0.00 0.22 0.00 Critical Factors 0.01 0.16 0.12 0.22 ICU Rafio 0.61 LOS = B Tuming Movements at Intersection of: Paseo Del Norte and Poinsettia Lane W e s t A P P r Time : 5:00 PM to 6:00 PM Date: 07/31/02 Day : Wednesday Name : Doug, John Totals 2550 Sub- totals 1113 1437 416 975 46 Subtotals Total North Approach 304 62 23 0 97 424 11 North 2 35 932 0 109 Paseo Del Norte 508 t 1 7 t r 10 91 785 5 Total Subtotals Sub- totals 881 1094 Poinsettia Lane Totals 1975 E a s t A P P r South Approach Note : Left-tum volumes include U-tums. U-tums in bold. CItY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2002 INTERSECTION ANALYSIS SUMMARY Intersection Number: 37 Intersection Location: Poinsettia Lane & Avenida Encinas Contents: Turn Movement Count Summary Page 1 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Page 2 Turn Movement Diagram P.M. Peak Hour ICU Analysis and Turn Movement Diagram Page 3 CK ENGINEERING COMPANY RICK ENGINEERING TURNING MOVEMENT ANALYSIS City: Carlsbad Intersection of: N/S Sfreet: Avenida Encinas E/W Sfreet: Poinsettia Lane File: 2002 Int #37 Data Collected by : Calvin, Kevin Page 1 of 3 Count Date : 07/31/02 Day: Wednesday Weather: Sunny Traffic Confrol: Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Tm Thra Right Peds Left U-Tm Thra Right Peds Left U-Tm Thra Right Peds Left U-Tm Thra Right Peds Vehicles Peds 6:15 AM 1 0 4 17 2 19 0 4 2 3 1 0 12 1 2 15 0 14 37 2 127 9 6:30 AM 1 0 4 19 1 21 0 6 3 1 1 0 11 3 2 27 0 20 19 2 135 6 6:45 AM 3 0 10 36 0 8 0 6 2 0 4 0 9 2 0 23 0 28 43 4 174 4 7:00 AM 2 0 4 25 1 22 0 8 8 0 1 0 15 2 4 20 0 41 31 1 179 6 7:15 AM 0 0 8 33 0 16 0 5 3 0 4 0 23 9 4 38 0 50 29 2 218 6 7:30 AM 3 0 12 51 1 15 0 11 0 0 2 0 14 11 2 44 0 50 28 0 241 3 7:45 AM 9 0 13 50 2 22 0 10 9 1 6 0 27 12 3 43 0 37 46 2 284 8 8:00 AM 3 0 6 64 3 18 0 15 5 0 6 0 26 3 2 59 0 26 50 0 281 5 8:15 AM * 6 0 10 73 2 17 0 15 6 2 8 0 28 9 4 50 0 30 35 2 287 10 8:30 AM * 8 0 12 63 2 23 0 12 ,8 0 4 0 38 10 6 55 0 43 35 5 311 13 8:45 AM * 10 0 13 57 3 33 0 16 7 1 10 0 23 5 8 84 0 45 35 5 338 17 9:00 AM * 4 0 8 58 6 34 0 10 13 5 5 0 37 16 2 80 0 44 33 2 342 15 Max. 15 min. 10 0 13 73 6 34 0 16 13 5 10 0 38 16 8 84 0 50 50 5 342 17 Pk. Hr. Vol. 28 0 43 251 13 107 0 53 34 8 27 0 126 40 20 269 0 162 138 14 1278 55- 8:00 AM Peak Intersecfion Traffic in Pk. Hr. - 1278 Peak Hr. Factor 0.93 9:00 AM Hour Intersection Pdstms in Pk. Hr. 55 3:45 PM 17 0 16 102 5 40 0 21 9 0 6 0 57 19 2 76 0 38 25 1 426 8 4:00 PM 28 0 16 97 0 15 0 15 5 0 10 0 43 9 4 72 0 42 24 4 376 8 4:15 PM 14 0 18 99 5 25 0 13 11 0 6 0 52 19 0 94 0 42 45 0 438 5 4:30 PM 24 0 11 108 2 31 0 9 2 0 11 0 43 20 6 86 0 38 35 2 418 10 4:45 PM 19 0 9 113 1 57 0 17 7 1 7 0 53 14 0 62 0 52 40 0 450 2 5:00 PM * 21 0 26 97 10 26 0 14 8 3 12 0 39 19 2 98 0 69 41 2 470 17 5:15 PM * 16 0 20 114 0 55 0 22 11 0 11 0 37 17 0 94 0 39 47 3 483 3 5:30 PM * 16 0 19 102 8 47 0 17 7 4 14 0 71 17 0 . 106 0 50 38 0 504 12 5:45 PM . * 18 0 24 120 5 51 0 35 5 1 10 0 37 13 0 118 0 47 51 1 529 7 6:00 PM 24 0 11 124 3 28 0 18 4 0 8 0 10 24 0 52 0 32 24 2 359 5 6:15 PM 20 0 23 100 6 26 0 19 5 0 18 0 95 17 1 101 0 51 27 6 502 13 6:30 PM 15 0 24 113 8 43 1 17 10 7 7 0 35 12 4 69 0 28 32 3 406 22 Max. 15 min. 28 0 26 124 10 57 1 35 11 7 18 0 95 24 . 6 118 0 69 51 6 529 22 Pk. Hr. Vol. 71 0 • 89 433 23 179 0 88 31 8 47 0 184 66 2 416 0 205 177 6 1986 39 4:45 PM Peak Intersection Traffic in Pk. Hr. = 1986 5:45 PM Hour Intersecfion Pdstms in Pk. Hr. = 39 Peak Hr. Factor 0.94 Avenida Encinas at Poinsettia Lane Lane Configuration for Intersection Capacity Utilizafion Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 8:00 AM to 9:00 AM Left Thra Right Left Thra Right Left Thra Right Left Thru Right Lane Inside 1 1 1 1 1 1 1 Config - (left) 2 1 1 1 urations 3 1 1 1 4 1 1 1 5 6 1 Outside 7 Free-flow Lane Settings 1 1 1 0 1 0 1 3 0 2 2 1 Capacity 1800 2000 1800 0 2000 0 1800 6000 0 3600 4000 1800 Are the North/South phases split (Y/N)? Y Are the East/West phases split (Y/N) 7 N Efficiency Lost Factor 0.10 Hourly Volume 28 43 251 107 53 34 27 126 40 269 162 138 Adjusted Hourly Volume 20 43 251 0 194 0 27 166 0 269 162 138 Utilization Factor 0.01 0.02 0.14 0.00 0.10 0.00 0.02 0.03 0.00 0.07 0.04 0.08 Crifical Factors 0.14 0.10 0.03 0.07 ICU Rafio 0.44 LOS = A Tuming Movements at Intersection of: Avenida Encinas and Poinsettia Lane W e s t A P P r Time : 8:00 AM to 9:00 AM Date: 07/31/02 Day : Wednesday Name : Calvin, Kevin Totals 417 Sub- totals 224 193 27 126 40 Subtotals Total North Approach 34 i 362 194 53 North 402 0 107 Avenida Encinas 208 t 7 t r 28 43 251 0 322 684 138 162 269 Total Subtotals Sub- totals 569 484 Poinsettia Lane Totals 1053 E a s t A P P South Approach Note : Left-tum volumes include U-tums. U-tums in bold. Avenida Encinas at Poinsettia Lane Lane Configuration for Intersecfion Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 4:45 PM to 5:45 PM Left Thra Right Left Thru Right Left Thra Right Left Thra Right Lane Inside 1 1 I 1 1 1 1 Config - (left) 2 1 1 1 urations 3 1 1 1 4 1 1 1 5 6 1 Outside 7 Free-flow Lane Settings 1 1 1 0 1 0 1 3 0 2 2 1 Capacity 1800 2000 1800 0 2000 0 1800 6000 0 3600 4000 1800 Are the North/South phases split (Y/N)? Y Are the East/West phases spHt (Y/N) 7 N Efficiency Lost Factor 0.10 Hourly Volume 71 89 433 179 88 31 47 184 66 416 205 177 Adjusted Hourly Volume 71 89 433 0 298 0 47 250 0 416 205 177 Utilization Factor 0.04 0.04 0.24 0.00 0.15 0.00 0.03 0.04 0.00 0.12 0.05 0.10 Critical Factors 0.24 0.15 0.04 0.12 ICU Rafio 0.65 LOS = B Tuming Movements at Intersecfion of: Avenida Encinas and Poinsettia Lane W e s t A P P Time : 4:45 PM to 5:45 PM Date: 07/31/02 Day : Wednesday Name : Calvin, Kevin Totals 604 Sub- totals 307 297 47 184 66 Subtotals Total North Approach 570 298 North 71 0 1163 89 593 611 0 179 Avenida Encinas 313 t 7 t r 433 177 205 416 Total Subtotals Sub- totals 798 796 Poinsettia Lane Totals 1594 E a s t A P P r South Approach Note : Left-tum volumes include U-tums. U-tums in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2002 INTERSECTION ANALYSIS SUMMARY Intersection Number: 38 Intersection Location: Carlsbad Village Drive & Tamarack Avenue Contents: Turn Movement Count Summary Page 1 (A.M. and P.M.) A.M. Peak Hour LOS Analysis Page 2 (HCM All-Way Stop Method) P.M. Peak Hour LOS Analysis Page 3 (HCM All-Way Stop Method) CK ENGINEERING COMPANY RICK ENGINEERING COMPANY TURNING MOVEMENT ANALYSIS City: Carlsbad Intersection of: N/S Sfreet: Tamarack Avenue E/W Sfreet: Carlsbad Village Drive Page 1 of 3 File: 2002 Int #38 Data Collected by : Chris C, Matt R. Count Date: 07/25/02 Day: Thursday Weather: Sunny Traffic Confrol: Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Tm Thra Right Peds Left U-Tm Thra Right Peds Left U-Tra Thru Right Peds Left U-Tm Thru EUght Peds Vehicles Peds 6:15 AM 3 0 1 2 0 0 0 4 6 0 0 0 3 5 0 8 0 20 0 0 52 0 6:30 AM 2 0 1 3 0 0 0 2 7 0 1 0 11 4 0 24 0 15 0 0 70 0 6:45 AM 1 0 4 4 0 0 0 14 7 0 0 0 12 6 1 16 0 22 1 0 87 1 7:00 AM 5 0 3 6 1 2 0 21 8 0 1 0 15 8 0 21 0 25 0 0 115 1 7:15 AM 2 0 0 11 0 0 0 11 4 0 2 0 9 8 0 21 0 32 1 0 101 0 7:30 AM 8 0 1 7 0 1 0 11 11 0 3 0 8 9 1 17 0 32 0 1 108 2 7:45 AM 7 0 6 3 0 0 0 19 16 0 2 0 12 11 0 20 0 51 1 0 148 0 8:00 AM 7 0 2 11 0 2 0 17 4 0 0 0 21 11 0 27 0 48 0 0 150 0 8:15 AM * 4 1 1 3 0 0 0 8 7 0 2 0 19 12 3 15 0 26 0 0 98 3 8:30 AM * 4 0 3 8 0 1 0 5 15 0 4 0 21 14 2 23 0 32 0 0 130 2 8:45 AM * 3 0 4 10 0 1 0 8 14 1 0 0 25 9 0 37 0 41 0 0 152 1 9:00 AM * 4 0 5 13 0 1 0 10 13 0 4 0 34 10 1 10 0 48 1 1 153 2 Max. 15 min. 8 1 6 13 1 2 0 21 16 1 4 0 34 14 3 37 0 51 1 1 153 3 Pk. Hr. Vol. 15 1 13 34 0 3 0 31 49 1 10 0 • 99 45 6 85 0 147 1 1 533 8 8:00 AM Peak Intersection Traffic in Pk. Hr. = 533 Peak Hr. Factor 0.87 9:00 AM Hour Intersection Pdstms in Pk. Hr. = 8 3:45 PM 9 0 13 17 0 0 0 7 4 0 6 1 '39 10 1 20 0 36 1 0 163 1 4:00 PM 10 0 8 10 0 1 0 3 4 0 9 0 38 8 2 10 0 33 0 0 134 2 4:15 PM 9 0 15 22 0 1 0 7 5 0 6 0 28 9 1 10 0 29 0 0 141 1 4:30 PM 10 0 9 29 0 3 0 6 13 0 11 0 44 7 6 8 0 18 1 0 159 6 4:45 PM 9 0 5 16 0 1 0 9 13 0 5 0 30 6 0 11 0 29 0 0 134 0 5:00 PM 10 0 14 22 0 0 0 7 9 0 11 0 36 7 0 12 0 21 1 0 150 0 5:15 PM 15 0 16 19 0 0 0 4 9 0 12 0 50 9 0 5 0 30 1 3 170 3 5:30 PM 10 0 21 31 0 0 0 5 7 2 3 0 55 17 1 6 0 28 2 0 185 3 5:45 PM * 9 0 6 17 0 0 0 9 4 0 6 0 42 7 2 5 0 19 0 0 124 2 6:00 PM * 16 0 19 36 0 0 0 3 7 0 8 0 47 8 4 10 0 20 0 0 174 4 6:15 PM * 6 0 12 28 0 0 0 6 6 • 0 11 0 65 7 0 10 0 33 1 2 185 2 6:30 PM * 15 0 14 25 0 1 0 10 8 0 9 0 61 12 0 9 0 33 0 2 197 2 Max. 15 min. 16 0 21 36 0 3 0 10 13 2 12 1 65 17 6 20 0 36 2 3 197 6 Pk. Hr. Vol. 46 0 51 106 0 1 0 28 25 0 34 0 215 34 6 34 0 105 1 4 680 10 5:30 PM Peak Intersecfion Traffic in Pk. Hr. 6:30 PM Hour Intersection Pdstms in Pk. Hr. 680 Peak Hr. Factor 10 0.86 Tamarack Avenue at Carlsbad Village Drive Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) _ North Appr (SB) West Appr (EB) East Appr (WB) 8:00 AM to 9:00 AM Left Thru Right Left Thru Right Left Thra Right Left Thra Right Lane Inside 1 1 1 1 1 1 1 Config - (left) 2 1 1 1 urations 3 4 C 1 1 1 1 1 Outside J 6 7 Free-flow Lane Settings I 1 1 0 1 0 1 2 0 1 2 0 Capacity 1800 2000 1800 0 2000 0 1800 4000 0 1800 4000 0 Are the North/South phases split (Y/N)? Y Are the East/West phases split (Y/N) 7 N Efficiency Lost Factor 0.10 Hourly Volume 16 13 34 3 31 49 10 99 45 85 147 1 Adjusted Hourly Volume 16 13 34 0 83 0 10 144 0 85 148 0 Utilization Factor 0.01 0.01 0.02 0.00 0.04 0.00 0.01 0.04 0.00 0.05 0.04 0.00 Critical Factors 0.02 0.04 0.04 0.05 ICU Ratio 0.25 LOS Tuming Movements at Intersecfion of: Tamarack Avenue and Carlsbad Village Drive W A P P Time : 8:00 AM to 9:00 AM Date: 07/25/02 Day : Thursday Name : Chris C, Matt R. Totals 365 Sub- totals 211 154 10 99 45 Subtotals Total North Approach 83 49 31 162 North 16 13 1 63 225 107 0 3 Tamarack Avenue 24 t 1 7 t r 34 1 147 85 Total Subtotals Sub- totals 233 Totals 369 136 Carlsbad Village Drive E a s t A P P South Approach Note : Left-tum volumes include U-tums. U-tums in bold. Tamarack Avenue at Carlsbad Village Drive Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 5:30 PM to 6:30 PM Left Thru Right Left Thru Right Left Thru Right Left Thra Right Lane Inside 1 I Config- (left) 2 1 urations 3 1 4 5 6 Outside 7 Free-flow 1 1 1 1 1 1 1 1 1 1 1 Lane Settings 1 1 1 0 1 0 I 2 0 1 2 0 1800 2000 1800 Y N Capacity Are the North/South phases split (Y/N)? Are the East/West phases split (Y/N)? Efficiency Lost Factor Hourly Volume Adjusted Hourly Volume Utilization Factor Critical Factors ICU Rafio = 0.27 0.10 46 51 106 46 51 106 0.03 0.03 0.06 0.06 0.27 LOS = 0 2000 1800 4000 1800 4000 0 28 25 34 215 34 34 105 1 54 0 34 249 0 34 106 0 0.03 0.00 0.02 0.06 0.00 0.02 0.03 0.00 0.03 0.06 0.02 Tuming Movements at Intersection of: Tamarack Avenue and Carlsbad Village Drive W e A P P Time : 5:30 PM to 6:30 PM Date: 07/25/02 Day : Thursday Name : Chris C, Matt R. Totals 459 Sub- totals 176 283 34 215 34 Subtotals Total North Approach 25 96 46 0 299 54 28 North 51 203 140 0 1 Tamarack Avenue 86 • t 1 7 t r 106 1 105 34 Total Subtotals Sub- totals 140 Totals 462 322 Carlsbad Village Drive E a s t A P P r South Approach Note : Left-tum volumes include U-tums. U-tums in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2002 INTERSECTION ANALYSIS SUMMARY Intersection Number: 39 Intersection Location: Alga Road & Melrose Drive Contents: Turn Movement Count Summary Page 1 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Page 2 Turn Movement Diagram P.M. Peak Hour ICU Analysis and Page 3 Turn Movement Diagram RICK ENGINEERING .COMPANY RICK ENGINEERING TURNING MOVEMENT ANALYSIS City: Carlsbad Intersection of: N/S Stteet: Melrose Drive E/W Sfreet: Alga Road Page 1 of 3 File: 2002 Int #39 Data Collected by : Matt W., Bobby Count Date: 08/08/02 Day: Thursday Weather: Sunny Traffic Confrol : Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Tm Thra Right Peds Left U-Tm Thra Right Peds Left U-Tm •Thra Right Peds Left U-Tm Thra Right Peds Vehicles Peds 6:15 AM 1 1 14 3 1 1 0 21 26 0 14 0 1 23 0 1 0 15 2 2 123 3 6:30 AM 20 0 13 0 0 0 0 45 34 0 9 0 0 32 0 13 0 6 1 0 173 0 6:45 AM 30 0 13 0 0 0 0 67 43 0 19 0 0 47 0 1 0 2 1 0 223 0 7:00 AM 33 0 30 0 1 0 0 87 55 0 25 0 1 46 1 1 0 4 0 0 282 2 7:15 AM 46 0 20 0 0 0 0 73 52 0 34 0 1 38 0 0 0 3 0 0 267 0 7:30 AM 31 0 29 1 0 0 0 74 54 0 36 0 0 44 0 0 0 6 0 0 275 0 7:45 AM 37 0 45 0 3 0 0 79 57 0 44 0 1 60 0 4 0 6 4 0 337 3 8:00 AM •* 58 0 40 0 1 1 1 70 77 0 62 0 1 53 0 5 0 8 2 0 378 1 8:15 AM * 56 0 45 15 3 1 0 66 64 3 36 0 1 73 1 0 0 12 2 0 371 7 8:30 AM * 88 0 51 0 0 1 1 75 64 0 44 1 2 82 0 5 0 12 6 0 432 0 8:45 AM * 67 0 35 1 0 0 0 80 79 3 40 0 3 77 0 2 0 10 4 0 398 3 9:00 AM 37 0 30 0 0 1 1 • 83 65 0 31 0 6 85 0 1 0 3 1 0 344 0 Max. 15 min. 88 1 51 15 3 1 1 87 79 3 62 1 6 85 1 13 0 15 6 2 432 7 Pk. Hr. Vol. 269 0 171 16 4 3 2 291 284 6 182 1 7 285 1 12 0 42 14 0 1579 11 7:45 AM Peak Intersection Traffic in Pk. Hr. = 1579 Peak Hr. Factor 0.91 8:45 AM Hour Intersection Pdstms in Pk. Hr. = 11 3:45 PM 36 0 46 2 0 2 0 41 44 0 54 0 4 71 0 3 0 3 1 0 307 0 4:00 PM 47 1 33 0 0 1 0 47 26 0 41 0 3 73 0 0 0 2 0 0 274 0 4:15 PM 57 0 41 2 0 0 0 42 33 0 47 0 1 81 0 1 0 3 0 0 308 0 4:30 PM 41 1 40 1 0 2 0 51 36 0 55 0 4 76 0 1 0 4 0 0 312 0 4:45 PM * 59 0 40 1 0 4 1 52 54 0 67 1 2 96 0 3 0 2 4 0 386 0 5:00 PM * 73 2 28 3 0 2 0 54 54 0 62 0 3 95 0 4 0 3 3 0 386 0 5:15 PM * 57 0 38 4 0 0 1 48 43 0 73 0 11 99 0 3 1 3 1 0 382 0 5:30 PM * 73 2 46 0 0 2 1 66 52 0 68 0 10 105 0 3 0 0 1 0 429 0 5:45 PM 61 3 40 1 0 3 0 52 59 0 60 0 3 87 0 2 0 0 3 0 374 0 6:00 PM 52 0 33 0 0 1 0 52 53 0 67 0 10 90 0 2 0 1 3 0 364 0 6:15 PM 52 3 36 1 0 2 0 41 40 1 73 0 10 86 0 6 0 1 1 0 352 1 6:30 PM 66 0 30 1 0 3 0 39 39 0 69 0 9 72 0 3 0 2 0 0 333 0 Max. 15 min. 73 3 46 4 0 4 1 66 59 1 73 1 11 105 0 6 1 4 4 0 429 1 Pk. Hr. Vol. 262 4 152 8 0 8 3 220 203 0 270 1 26 395 0 13 1 8 9 0 1583 0 4:30 PM Peak Intersection Traffic in Pk. Hr. = 1583 5:30 PM Hour Intersection Pdsfins in Pk. Hr. = 0 Peak Hr. Factor 0.92 Melrose Drive at Alga Road Lane Configuration for Intersection Capacity Ufilization Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:45 AM to 8:45 AM Left Thra Right Left Thra Right Left Thru Right Left Thra Right Lane Inside 1 1 1 1 1 Config - (left) 2 I 1 1 I 1 1 urations 3 1 1 1 4 5 6 1 1 1 1 Outside 7 Free-flow Lane Settings 1 '3 0 1 3 0 1 0 2 1 1 0 Capacity 1800 6000 0 1800 6000 0 1800 0 3800 1800 2000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 269 171 16 5 291 284 183 7 285 12 42 14 Adjusted Hourly Volume 269 187 0 5 575 0 183 0 292 12 56 0 Utilization Factor 0.15 0.03 0.00 0.00 0.10 0.00 0.10 0.00 0.08 0.01 0.03 0.00 Critical Factors 0.15 O.IO 0.10 0.03 ICU Ratio 0.48 LOS = A Tuming Movements at Intersection of: Melrose Drive and Alga Road W A P P Time : 7:45 AM to 8:45 AM Date: 08/08/02 Day: Thursday Name : Matt W., Bobby Totals 1071 Sub- totals 596 475 183 7 285 Subtotals Total North Approach 284 588 580 291 North 269 171 0 456 1044 949 2 5 Melrose Drive 369 t 7 t r 16 14 42 12 Total Subtotals Sub- totals 68 26 Alga Road Totals 94 E a s t A P P South Approach Note : Left-tum volumes include U-tums. U-tums in bold. Melrose Drive at Alga Road Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 4:30 PM to 5:30 PM Left Thra Right Left Thra Right Left Thru Right Left Thru Right Lane Inside 1 1 1 1 1 Config - (left) 2 1 1 1 1 1 1 urations 3 1 1 1 4 5 c 1 1 1 1 Outside 6 7 Free-flow Lane Settings 1 3 0 1 3 0 1 0 2 1 1 0 Capacity 1800 6000 0 1800 6000 0 1800 0 3800 1800 2000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N] 7 N Efficiency Lost Factor 0.10 Hourly Volume 266 152 8 11 220 203 271 26 395 14 8 9 Adjusted Hourly Volume 266 160 0 11 423 0 271 0 421 14 17 0 Utilization Factor 0.15 0.03 0.00 0.01 0.07 0.00 0.15 0.00 0.11 0.01 0.01 0.00 Critical Factors 0.15 0.07 0.15 0.01 ICU Ratio = 0.48 LOS = A Tuming Movements at Intersection of: Melrose Drive and Alga Road W A P P Time : 4:30 PM to 5:30 PM Date: 08/08/02 Day: Thursday Name : Matt W., Bobby Totals 1166 Sub- totals 474 692 271 26 395 Subtotals Total North Approach 434 203 220 1 North 632 266 152 4 426 1058 South Approach 868 3 11 Melrose Drive 434 7 \ W \ 1 7 t r 9 8 14 Total Subtotals Sub- totals 31 43 Alga Road Totals 74 E a s t A P P r Note : Left-tum volumes include U-tums. U-tums in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2002 INTERSECTION ANALYSIS SUMMARY Intersection Number: 40 Intersection Location: Alga Road & El Fuerte Street Contents: Turn Movement Count Summary Page 1 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Page 2 Turn Movement Diagram P.M. Peak Hour ICU Analysis and Turn Movement Diagram Page 3 CK ENGINEERING COMPANY RICK ENGINEERING TURNING MOVEMENT ANALYSIS City: Carlsbad Intersection of: N/S Sfreet: El Fuerte Sfreet E/W Sfreet: Alga Road File: 2002 Int #40 Data Collected by : Randy, Doug Page 1 of 3 Count Date: 08/06/02 Day: Tuesday Weather: Sunny Traffic Confrol: Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Tm Thra Right Peds Left U-Tm Thra Right Peds Left U-Tm Thra Right Peds Left U-Tm Thru Right Peds Vehicles Peds 6:15 AM 3 0 0 2 0 4 0 0 6 0 0 0 15 0 0 4 0 39 1 0 74 0 6:30 AM 3 0 0 2 4 5 0 0 12 0 0 0 24 2 4 3 0 52 2 1 105 9 6:45 AM 5 0 0 11 0 2 0 0 18 2 2 0 31 1 0 5 0 96 5 2 176 4 7:00 AM 6 0 1 14 0 13 0 0 11 2 8 0 40 4 0 9 0 79 7 2 192 4 7:15 AM 13 0 0 15 0 8 0 1 13 0 i 0 34 2 0 10 0 106 4 0 207 0 7:30 AM 3 0 1 15 0 10 0 1 20 1 2 0 48 2 0 8 1 110 2 0 223 1 7:45 AM 14 0 0 17 2 10 0 0 18 0 2 0 63 2 0 8 0 103 0 0 237 2 8:00 AM 9 0 1 11 1 8 0 1 11 0 3 0 41 9 0 . 14 0 116 3 0 227 1 8:15 AM * 10 0 2 39 1 8 0 5 15 5 4 1 68 0 1 53 0 108 5 1 318 8 8:30 AM * 12 0 1 54 0 2 0 10 10 6 2 0 49 23 1 91 0 128 5 3 387 10 8:45 AM * 15 0 0 78 2 6 0 15 18 2 6 0 54 10 0 70 0 120 1 1 393 5 9:00 AM * 9 0 17 54 2 11 0 1 7 2 5 0 47 1 0 15 0 113 10 0 290 4 Max. 15 min. 15 0 17 78 4 13 0 15 20 6 8 1 68 23 4 91 1 128 10 3 393 10 Pk. Hr. Vol. 46 0 20 225 5 27 0 31 50 15 17 1 218 34 2 229 0 469 21 5 1388 27 8:00 AM Peak Intersecfion Traflic in Pk. Hr. 1388 Peak Hr. Factor 0.88 9:00 AM Hour Intersecfion Pdstms in Pk. Hr. = 27 3:45 PM 3 0 0 17 0 10 0 0 8 0 4 0 126 10 0 15 0 61 6 0 260 0 4:00 PM 3 0 1 19 0 5 0 0 9 0 7 0 119 7 0 15 0 37 2 0 224 0 4:15 PM 6 0 3 22 2 6 0 0 7 2 9 0 118 14 0 16 0 77 11 0 289 4 4:30 PM 3 0 0 19 0 3 0 0 4 0 7 0 132 10 0 20 0 70 7 0 275 0 4:45 PM 0 1 0 27 2 8 0 1 8 1 9 0 131 19 0 21 0 62 10 0 297 3 5:00 PM 3 2 0 12 0 8 0 5 2 0 7 0 156 23 0 59 0 85 4 0 366 0 5:15 PM * 4 0 3 16 0 6 0 4 12 0 9 0 154 28 0 38 0 107 6 0 387 0 5:30 PM * 1 0 2 19 0 4 0 1 6 2 15 1 180 13 0 24 1 74 9 0 350 2 5:45 PM 5 , 0 1 24 1 9 0 2 7 0 15 0 178 10 0 23 0 61 7 0 , 342 1 6:00 PM * 5 0 2 32 2 9 0 5 9 0 24 0 166 16 0 36 0 73 9 0 386 2 6:15 PM 7 0 1 39 0 6 0 1 11 2 18 0 144 16 0 26 0 63 6 0 338 2 6:30 PM 9 0 3 31 0 , 5 0 0 5 2 13 0 99 7 0 18 0 62 7 0 259 2 Max. 15 min. 9 2 -3 39 2 10 0 5 12 2 24 1 180 28 0 59 1 107 11 0 387 4 Pk. Hr. Vol. 15 0 8 91 3 28 0 12 34 2 63 1 678 67 0 121 1 315 31 0 1465 5 5:00 PM Peak Intersection Traffic in Pk. Hr. = 1465 6:00 PM Hour Intersecfion Pdsfins in Pk. Hr. = 5 Peak Hr. Factor 0.95 El Fuerte Street at Alga Road Lane Configuration for Intersection Capacity Utilizafion Page 2 of3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 8:00 AM to 9:00 AM Left Thru Right Left Thra Right Left Thra Right Left Thra Right Lane Inside 1 1 Config- (left) 2 1 urations 3 1 4 5 6 Outside 7 Free-flow 1 1 1 1 1 1 1 1 1 1 1 Lane Settings 1 1 1 1 I 1 1 2 0 1 2 0 Capacity Are the North/South phases split (Y/N)? Are the East/West phases split (Y/N)? Efficiency Lost Factor Hourly Volume Adjusted Hourly Volume Utilization Factor Critical Factors 1800 2000 1800 1800 2000 1800 1800 4000 N N 1800 4000 0 0.10 46 20 225 27 31 50 18 218 34 229 469 21 46 20 225 27 31 50 18 252 0 229 490 0 0.03 0.01 0.13 0.02 0.02 0.03 0.01 0.06 0.00 0.13 0.12 0.00 0.13 0.02 0.06 0.13 ICURafio = 0.44 LOS= A Tuming Movements at Intersecfion of: El Fuerte Street and Alga Road W e s t A P P Time : 8:00 AM to 9:00 AM Date: 08/06/02 Day: Tuesday Name : Randy, Doug Totals 836 Sub- totals 566 270 18 218 34 Subtotals Total North Approach 50 294 46 0 585 108 31 North 166 0 27 £1 Fuerte Street 58 7 t r 20 225 291 21 "469 -229 Total Subtotals Sub- totals 719 470 Alga Road Totals 1189 E a s t A P P r South Approach Note : Left-tum volumes include U-tums. U-tums in bold. El Fuerte street at Alga Road Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 5:00 PM to 6:00 PM Left Thra Right Left Thru Right Left Thra Right Left Thru Right Lane Inside 1 1 Config- (left) 2 1 urafions 3 1 4 5 6 Outside 7 Free-flow 1 1 1 1 I 1 1 1 1 1 1 Lane Settings 1 1 1 1 1 1 1 2 0 1 2 0 Capacity Are the North/South phases split (Y/N)? Are the East/West phases split (Y/N)? Efficiency Lost Factor Hourly Volume Adjusted Hourly Volume Utilizafion Factor Critical Factors 1800 2000 1800 1800 2000 1800 1800 4000 N 1800 4000 0 N 0.10 15 8 91 28 12 34 64 678 67 122 315 31 15 8 91 28 12 34 64 745 0 122 346 0 0.01 0.00 0.05 0.02 0.01 0.02 0.04 0.19 0.00 0.07 0.09 0.00 0.05 0.02 0.19 0.07 ICU Rafio 0.43 LOS = Tuming Movements at Intersection of: £1 Fuerte Street and Alga Road W e s t . A P P r Time: 5:00 PM to 6:00 PM Date: 08/06/02 Day: Tuesday Name : Randy, Doug Totals 1174 Sub- totals 365 809 64 678 67 Subtotals Total North Approach 34 200 15 0 314 74 12 North 114 176 0 28 El Fuerte Street 102 t ^ t r 91 31 315 122 Total Subtotals Sub- totals 468 798 Alga Road Totals 1266 E a s t A P P r South Approach Note : Left-tum volumes include U-tums. U-tums in bold. V CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2002 INTERSECTION ANALYSIS SUMMARY Intersection Number: 41 Intersection Location: Jefferson Street & Marron Road Contents: Turn Movement Count Summary Page 1 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Page 2 Turn Movement Diagram P.M. Peak Hour ICU Analysis and Page 3 Turn Movement Diagram CK ENGINEERING COMPANY RICK ENGINEERING COMPANY TURNING MOVEMENT ANALYSIS City: Carlsbad Intersection of: N/S Sfreet: Jefferson Sfreet E/W Sfreet: Marron Road Page 1 of 3 File: 2002 Int #41 Data Collected by : L'Tanya, Mustafa Count Date : 07/09/02 Day: Tuesday Weather: Sunny Traffic Control: Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Tm Thra Right Peds Left U-Tm Thra Right Peds Left U-Tm Thra Right Peds Left U-Tm Thra Right Peds Vehicles Peds 6:15 AM 4 0 10 1 0 2 0 24 37 1 5 0 1 1 0 2 0 1 1 0 89 1 6:30 AM 10 0 8 0 0 3 0 24 87 1 6 0 3 0 1 0 0 0 1 0 142 2 6:45 AM 6 0 24 0 1 12 0 44 120 0 6 0 1 1 0 0 .0 0 3 0 217 1 7:00 AM 4 0 29 1 0 14 1 41 78 1 9 0 0 1 0 0 0 0 3 0 181 1 7:15 AM 14 0 21 2 0 8 0 30 90 0 13 0 2 6 1 0 0 0 1 0 187 1 7:30 AM 3 0 24 0 2 12 0 45 95 0 13 0 1 5 1 0 0 0 5 0 203 3 7:45 AM * 11 0 53 1 1 6 0 89 132 0 17 0 1 1 0 0 0 0 1 0 312 1 8:00 AM * 9 0 32 1 0 15 1 54 98 2 30 0 6 5 0 1 0 0 5 0 257 2 8:15 AM * 12 0 42 1 0 26 0 62 86 1 23 0 5 5 0 0 0 4 6 0 272 ' 1 8:30 AM * 7 0 37 0 0 18 0 48 79 0 20 0 3 7 1 0 0 3 10 0 232 1 8:45 AM 13 0 34 1 0 28 0 46 92 0 23 0 7 12 0 0 0 3 7 0 266 0 9:00 AM 9 0 46 1 0 44 0 47 70 0 36 0 2 6 0 1 0 2 4 0 268 0 Max. 15 min. 14 0 53 2 2 44 1 89 132 2 36 0 7 12 1 2 0 4 10 0 312 . 3 Pk. Hr. Vol. 39 0 164 3 1 65 1 253 395 3 90 0 15 18 1 1 0 7 22 0 1073 5 7:30 AM Peak Intersecfion Traffic in Pk. Hr. = 1073 Peak Hr. Factor 0.86 8:30 AM Hour Intersecfion Pdstms in Pk. Hr. = 5 3:45 PM 17 0 133 4 0 80 0 88 61 0 126 0 16 17 5 3 0 10 93 1 648 6 4:00 PM 17 0 148 4 0 75 0 75 46 0 71 0 6 18 1 0 0 7 64 0 531 1 4:15 PM 25 0 183 0 0 47 4 78 51 3 97 0 15 13 1 1 0 5 84 1 603 5 4:30 PM 21 0 172 1 0 52 0 108 67 1 125 0 26 17 0 4 0 11 65 0 669 1 4:45 PM 25 0 168 0 0 51 0 70 60 0 107 0 15 19 1 0 0 8 77 0 600 1 5:00 PM * 22 0 189 1 0 77 0 111 55 0 84 0 23 16 0 0 0 8 85 0 671 0 5:15 PM * 20 0 186 1 1 50 3 83 39 3 103 0 8 14 0 2 0 13 90 2 612 6 5:30 PM * 16 0 220 13 0 69 0 83 65 1 123 0 13 19 1 3 0 11 87 0 722 2 5:45 PM * 22 0 246 1 0 71 1 111 48 1 119 0 14 16 1 1 0 11 100 0 761 2 6:00 PM 17 0 154 0 0 43 0 102 45 0 130 0 12 18 0 1 0 8 81 0 611 0 6:15 PM 17 0 160 4 0 44 0 99 55 0 84 0 20 25 0 1 0 11 70 0 590 0 6:30 PM 19 0 136 4 0 54 0 87 33 0 39 0 6 15 0 1 0 4 59 0 457 0 • Max. 15 min. 25 0 246 13 1 80 4 111 67 3 130 0 26 25 5 4 0 13 100 2 761 6 Pk. Hr. Vol. 80 0 841 16 1 267 4 388 207 5 429 0 58 65 2 6 0 43 362 • 2 2766 10 4:45 PM Peak Intersection Traffic in Pk. Hr. = 2766 5:45 PM Hour Intersection Pdstms in Pk. Hr. = 10 Peak Hr. Factor 0.91 Jefferson Street at Marron Road Lane Configurafion for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:30 AM to 8:30 AM Left Thru Right Left Thru Right Left Thru Right Left Thra Right Lane Inside 1 1 1 1 1 Config - (left) 2 I 1 1 1 1 urations 3 1 1 1 1 4 1 5 1 Outside 6 7 Free-flow Lane Settings 1 2 0 2 2 1 1 1 0 1 1 1 Capacity 1800 4000 0 3600 4000 1800 1800 2000 0 1800 2000 1800 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N) 7 N Efficiency Lost Factor 0.10 Hourly Volume 39 164 3 66 253 395 90 15 18 1 7 22 Adjusted Hourly Volume 39 167 0 66 253 395 90 33 0 I 7 22 Ufilizafion Factor 0.02 0.04 0.00 0.02 0.06 0.22 0.05 0.02 0.00 0.00 0.00 0.01 Critical Factors 0.02 0.22 0.05 0.01 ICURafio = 0.40 LOS^ Tuming Movements at Intersection of: Jefferson Street and Marron Road W e s t A P P r Time : 7:30 AM to 8:30 AM Date: 07/09/02 Day : Tuesday Name : L'Tanya, Mustafa Totals 564 Sub- totals 441 123 90 15 18 Subtotals Total North Approach 714 395 253 1, 111 North 39 164 0 206 991 1 66 Jefferson Street 277 1 7 \ r •22 7 1 Total Subtotals Sub- totals 30 83 Marron Road Totals 113 E a s t A P P 478 South Approach Note : Left-tum volumes include U-tums. U-tums in bold. Jefferson Street at Marron Road Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk, Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 4:45 PM to 5:45 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 1 Config- (left) 2 1 urations 3 1 1 4 5 6 Outside 7 Free-flow 1 1 1 1 1 1 1 I 1 1 1 Lane Settings 1 2 0 2 2 1 1 1 0 1 1 1 Capacity 1800 4000 Are the North/South phases split (Y/N)? Are the East/West phases split (Y/N)? Efficiency Lost Factor Hourly Volume Adjusted Hourly Volume Ufilizafion Factor Crifical Factors ICURafio = 0.80 0 N N 3600 4000 1800 1800 2000 0 1800 2000 1800 0.10 80 841 16 271 388 207 429 58 65 6 43 362 80 857 0 271 388 207 429 123 0 6 43 308 0.04 0.21 0.00 0.08 O.IO 0.12 .0.24 0.06 0.00 0.00 0.02 0.17 0.21 0.08 0.24 0.17 0.80 LOS = C Tuming Movements at Intersection of: Jefferson Street and Marron Road W e s t A P P r Time : 4:45 PM to 5:45 PM Date: 07/09/02 Day: Tuesday Name : L'Tanya, Mustafa Totals 882 Sub- totals 330 552 429 58 65 Subtotals Total North Approach 207 459 866 388 2502 4 271 Jefferson Street 1636 North 80 841 0 937 1396 ^ t r 16 362 43 6 Total Subtotals Sub- totals 411 341 Marron Road Totals 752 E a s t A P P r South Approach Note : Left-tum volumes include U-tums. U-tums in bold. • CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2002 INTERSECTION ANALYSIS SUMMARY Intersection Number: 42 Intersection Location: Monroe Street & Marron Road Contents: Turn Movement Count Summary Page 1 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Page 2 Turn Movement Diagram P.M. Peak Hour ICU Analysis and Page 3 Turn Movement Diagram RICK ENGINEERING .COMPANY RICK ENGINEERING COMPANY TURNING MOVEMENT ANALYSIS City: Carlsbad Intersecfion of: N/S Sfreet: Monroe Sfreet E/W Sfreet: Marron Road File: 2002 lnt #42 Data Collected by : Kevin, Eddie Page 1 of 3 Count Date: 07/09/02 Day: Tuesday Weather: Sunny Traffic Confrol : Signalized End of 15 min. prd. 6:15 AM 6:30 AM 6:45 AM 7:00 AM 7:15 AM 7:30 AM 7:45 AM 8:00 AM 8:15 AM 8:30 AM 8:45 AM 9:00 AM South Approach (NB) Left U-Tm Thra Right Peds 7 3 14 21 10 17 40 30 23 24 25 21 0 1 0 0 0 0 2 0 0 0 0 0 4 5 7 8 10 3 8 21 19 9 19 0 0 0 0 0 0 0 0 0 0 0 0 North Approach (SB) Left U-Tm Thra Right Peds 5 4 3 1 1 0 1 2 2 3 2 4 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1 0 1 5 1 4 2 3 0 1 0 1 0 1 1 0 2 2 3 1 2 4 0 0 0 0 0 0 1 0 0 0 1 0 West Approach (EB) Left U-Tm Thra Right Peds 5 2 3 2 10 0 3 4 2 5 13 12 19 17 11 14 24 25 33 14 25 29 7 17 14 32 14 33 73 46 26 41 19 24 0 0 0 0 0 "1 0 0 0 0 0 0 East Approach (WB) Left U-Tm Thra Right Peds 7 7 10 11 13 12 13 27 12 8 21 20 4 13 11 15 10 13 19 17 16 14 17 17 0 1 0 0 0 0 1 0 0 1 0 0 4:30 PM Peak Intersection Traffic in Pk. Hr. = 1916 5:30 PM Hour Intersection Pdstms in Pk. Hr. = 2 Peak Hr. Factor 0.77 15 min Total Vehicles Peds 56 69 84 120 87 103 187 188 147 133 141 145 0 0 0 1 2 0 0 1 1 0 Max. 15 min. 40 2 7 21 0 5 0 5 4 1 10 0 33 73 1 27 0 19 6 1 188 2 Pk. Hr. Vol. 117 2 17 57 0 8 0 10 8 1 14 0 96 186 0 60 0 66 14 2 655 3 7:30 AM Peak Intersection Traffic in Pk. Hr. = 655 Peak Hr. Factor 0.87 8:30 AM Hour Intersection Pdstms in Pk. Hr. = 3 3:45 PM 72 0 18 31 0 28 0 20 18 0 17 0 47 34 0 20 0 68 13 0 386 0 4:00 PM 58 0 22 25 2 14 0 , 15 21 0 17 0 78 36 0 22 0 57 21 3 386 5 4:15 PM 59 0 14 24 0 13 0 7 18 0 21 0 61 43 0 13 0 77 9 • 0 359 0 4:30 PM 61 0 12 35 0 21 0 29 24 0 17 0 68 40 0 11 0 47 12 0 377 0 4:45 PM * 65 0 45 28 1 29 0 26 25 0 5 0 45 35 0 17 0 69 20 0 409 1 5:00 PM * 83 0 24 37 0 31 0 42 51 1 14 0 59 52 0 23 0 67 7 0 490 1 5:15 PM * 66 0 29 21 0 30 0 25 15 0 28 0 59 31 0 13 0 67 12 0 396 0 5:30 PM * 163 0 65 65 0 18 0 15 15 0 14 0 60 49 - 0 18 0 111 28 0 621 0 5:45 PM 70 0 24 22 0 20 2 21 14 0 17 0 51 48 0 12 0 51 11 0 363 0 6:00 PM 85 0 41 27 1 20 0 16 17 0 23 0 83 67 3 16 0 63 19 0 477 4 6:15 PM 55 0 30 23 0 30 0 24 15 0 23 0 69 40 1 18 0 75 15 0 417 1 6:30 PM 47 0 17 17 0 16 0 21 14 0 18 0 61 35 0 11 0 64 22 0 343 0 Max. 15 min. 163 0 65 65 2 31 2 42 51 1 28 0 83 67 3 23 0 111 28 3 621 5 Pk. Hr. Vol 377 0 163 151 1 108 0 108 106 1 61 0 223 167 0 71 0 314 67 0 1916 2 Monroe Street at Marron Road Lane Configuration for Intersecfion Capacity Ufilizafion Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:30 AM to 8:30 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 Config - (left) 2 1 1 1 1 urafions 3 1 1 1 1 4 5 6 1 1 1 1 1 1 1 1 Outside 7 Free-flow Lane Settings 1 2 0 1 2 0 1 2 0 1 2 0 Capacity 1800 4000 0 1800 4000 0 1800 4000 0 1800 4000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 119 17 57 8 10 8 14 96 186 60 66 14 Adjusted Hourly Volume 119 74 0 8 18 0 14 282 0 60 80 0 Utilization Factor 0.07 0.02 0.00 0.00 0.00 0.00 0.01 0.07 0.00 0.03 0.02 0.00 Crifical Factors 0.07 0.00 0.07 0.03 ICU Ratio 0.27 LOS = A Tuming Movements at Intersection of; Monroe Street and Marron Road W e s t A P P r Time : 7:30 AM to 8:30 AM Date: 07/09/02 Day : Tuesday Name : Kevin, Eddie Totals 487 Sub- totals 191 296 14 96 186 Subtotals Total North Approach i 258 26 10 North 119 17 2 193 451 71 0 Monroe Street 45 7 t r 57 14 66 60 Total Subtotals Sub- totals 140 161 Marron Road Totals 301 E a s t A P P South Approach Note : Left-tum volumes include U-tums. U-tums in bold. Monroe Street at Marron Road Lane Configurafion for Intersecfion Capacity Utilizafion Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) , North Appr (SB) West Appr (EB) East Appr (WB) 4:30 PM to 5:30 PM Left Thru Right Left Thra Right Left Thru Right Left Thru Right Lane Inside 1 Config - (left) 2 1 1 1 1 urations 3 1 1 1 1 4 5 1 I 1 1 1 1 1 1 Outside 6 7 Free-flow Lane Settings I 2 0 1 2 0 1 2 0 1 2 0 Capacity 1800 4000 0 1800 4000 0 1800 4000 0 1800 4000 0 Are the North/South phases split (Y/N)? N Are the East/W est phases split (Y/N) ? N Efficiency Lost Factor O.IO Hourly Volume 377 163 151 108 108 106 61 223 167 71 314 67 Adjusted Hourly Volume 377 314 0 108 214 0 61 390 0 71 381 0 Ufilizafion'Factor 0.21 0.08 0.00 0.06 0.05 0.00 0.03 0.10 0.00 0.04 0.10 0.00 Critical Factors 0.21 0.05 0.10 0.04 ICU Rafio 0.50 LOS = A Tuming Movements at Intersection of: Monroe Street and Marron Road W e s t A p p r Time : 4:30 PM to 5:30 PM Date: 07/09/02 Day : Tuesday Name: Kevin, Eddie Totals 1248 Sub- totals 797 451 North Approach 61 223 167 Subtotals Total 106 346 377 0 1037 322 108 North 163 691 613 0 108 Monroe Street 291 t 7 \ r 151 67 314 71 Total Subtotals Sub- totals 452 Totals 934 482 Marron Road E a s t A P P r South Approach Note : Left-tum volumes include U-tums. U-tums in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2002 INTERSECTION ANALYSIS SUMMARY Intersection Number: 43 Intersection Location: I-5/Carlsbad Village Drive Southbound Ramp Contents: Turn Movement Count Summary (A.M. and P.M.) Page 1 A.M. Peak Hour ICU Analysis and Page 2 Turn Movement Diagram P.M. Peak Hour ICU Analysis and Turn Movement Diagram Page 3 iXL. ® CK ENGINEERING COMPANY RICK ENGINEERING COMPANY TURNING MOVEMENT ANALYSIS City: Carlsbad Intersecfion of: N/S Sfreet: 1-5 Southbound Ramps E/W Sfreet: Carisbad Village Drive Page 1 of 3 File: 2002 Int #43 Data Collected by : Darren B., Kevin T. Count Date: 07/23/02 Day: Tuesday Weather: Sunny Traffic Confrol: Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Tm Thra Right Peds Left U-Tm Thra Right Peds Left U-Tm Thru Right Peds Left U-Tm Thru Right Peds Vehicles Peds 6:15 AM 0 0 0 0 0 5 0 0 28 0 0 0 54 34 0 46 0 42 0 0 209 0 6:30 AM 0 0 0 0 0 2 0 0 27 0 0 0 47 41 0 41 0 58 0 1 216 1 6:45 AM 0 0 0 0 0 10 0 0 33 0-0 0 61 54 0 51 0 67 0 0 276 0 7:00 AM 0 0 0 0 0 14 0 0 45 0 0 0 64 40 0 65 0 79 0 2 307 2 7:15 AM 0 0 0 0 0 10 0 0 39 0 0 0 95 43 3 57 0 96 0 1 340 4 7:30 AM 0 0 0 0 0 17 0 0 50 0 0 0 85 54 3 67 0 120 0 2 393 5 7:45 AM 0 0 0 0 0 15 0 0 32 0 0 0 113 63 4 61 0 151 0 3 435 7 8:00 AM 0 0 0 0 0 26 0 0 55 0 0 0 122 65 1 94 0 188 0 1 550 2 8:15 AM 0 0 0 0 0 19 0 0 82 0 0 0 94 52 1 46 0 136 0 0 429 1 8:30 AM * 0 0 0 0 0 20 0 0 58 0 0 0 126 45 3 47 0 158 0 3 454 6 8:45 AM * 0 0 0 0 0 30 0 0 79 0 0 0 125 49 0 54 0 207 0 1 544 1 9:00 AM * 0 0 0 0 0 30 0 0 89 0 0 0 122 76 6 54 0 239 0 3 610 9 Max. 15 tnin. 0 0 0 0 0 30 0 0 89 0 0 0 126 76 6 94 0 239 0 3 610 9 Pk. Hr. Vol. 0 0 0 0 0 99 0 0 308 0 0 0 467 222 10 201 0 740 0 7 2037 17 8:00 AM Peak Intersection Traffic in Pk. Hr. 2037 Peak Hr. Factor 0.83 9:00 AM Hour Intersection Pdstms in Pk. Hr. = 17 3:45 PM * 0 0 0 0 0 30 0 0 84 0 0 0 219 103 4 56 0 209 0 4 701 8 4:00 PM * 0 0 0 0 0 32 0 0 91 0 0 0 223 89 6 46 0 220 0 2 701 8 4:15 PM * 0 0 0 0 0 40 0 0 93 0 0 0 250 91 3 52 0 215 0 3 741 6 4:30 PM * 0 0 0 0 0 30 0 0 73 0 0 0 217 104 6 23 0 173 0 6 620 12 4:45 PM 0 0 0 0 0 32 0 0 78 0 0 0 155 68 2 45 0 170 0 0 548 2 5.-00 PM 0 0 0 0 0 43 0 0 105 0 0 0 226 92 3 35 0 209 0 2 710 5 5:15 PM 0 0 0 0 0 37 0 0 107 0 0 0 183 84 7 51 0 175 0 4 637 11 5:30 PM 0 0 0 0 0 34 0 0 106 0 0 0 257 93 11 49 0 151 0 5 690 16 5:45 PM 0 0 0 0 0 35 0 0 100 0 0 0 202 91 8 44 0 148 0 5 620 13 6:00 PM 0 0 0 0 0 37 0 0 99 0 0 0 180 81 7 32 0 126 0 4 555 11 6:15 PM 0 0 0 0 0 31 0 0 86 0 0 0 197 79 3 46 0 152 0 2 591 5 6:30 PM 0 0 0 0 0 24 0 0 69 0 0 0 181 57 5 37 0 117 0 2 485 7 Max. 15 min. 0 0 0 0 0 43 0 0 107 0 0 0 257 104 11 56 0 220 0 6 741 16 Pk. Hr. Vol. 0 0 0 0 0 132 0 0 341 0 0 0 909 387 19 177 0 817 0 15 2763 34 3:30 PM Peak Intersection Traffic in Pk. Hr. = 2763 4:30 PM Hour Intersecfion Pdstms in Pk. Hr. = 34 Peak Hr. Factor 0.93 1-5 Southbound Ramps at Carlsbad Village Drive Lane Configurafion for Intersecfion Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 8:00 AM to 9:00 AM Left Thra Right Left Thra Right Left Thra Right Left Thru Right Lane Inside 1 Config - (left) 2 1 1 1 1 urations 3 I 1 1 4 5 1 1 1 Outside 6 7 Free-flow Lane Settings 0 0 0 0 1 1 0 2 0 1 2 0 Capacity 0 0 0 0 2000 1800 0 4000 0 1800 4000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N) 7 N Efficiency Lost Factor 0.10 Hourly Volume 0 0 0 99 0 308 0 467 222 201 740 0 Adjusted Hourly Volume 0 0 0 0 99 308 0 689 0 201 740 0 Ufilizafion Factor 0.00 0.00 0.00 0.00 0.05 0.17 0.00 0.17 0.00 0.11 0.19 0.00 Critical Factors 0.00 0.17 0.17 O.II ICU Rafio _ 0.55 LOS = A Tuming Movements at Intersecfion of: 1-5 Southbound Ramps and Carlsbad Village Drive W e s t A P P r Time: 8:00 AM to 9:00 AM Date: 07/23/02 Day: Tuesday Name : Darren B., Kevin T. Sub- Totals totals 1737 1048 689 0 467 222 Subtotals Total North Approach 407 308 0 423 North 0 0 0 0 423 1-5 Southbound Ramps 407 0 99 • t 7 t r 0 740 201 0 Total Subtotals Sub- totals 941 566 Totals 1507 Carlsbad Village Drive E a s t A P P r South Approach Note : Left-tum volumes include U-tums. U-tums in bold. 1-5 Southbound Ramps at Carlsbad Village Drive Lane Configuration for Intersecfion Capacity Utilizafion Page 3 of3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 3:30 PM to 4:30 PM Left Thru Right Left Thra Right Left Thra Right Left Thra Right Lane Inside 1 Config - (left) 2 1 1 1 1 urations 3 1 1 1 4 5 (: 1 1 1 Outside 0 7 Free-flow Lane Settings 0 0 0 0 1 1 0 2 0 1 2 0 Capacity 0 0 0 0 2000 1800 0 4000 0 1800 4000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N) 7 N Efficiency Lost Factor 0.10 Hourly Volume 0 0 0 132 0 341 0 909 387 177 817 0 Adjusted Hourly Volume 0 0 0 0 133 341 0 1296 0 177 817 0 Ufilization Factor 0.00 0.00 0.00 0.00 0.07 0.19 0.00 0.32 0.00 0.10 0.20 0.00 Critical Factors 0.00 0.19 0.32 0.10 ICU Ratio _ 0.71 LOS = C Tuming Movements at Intersection of: 1-5 Southbound Ramps and Carlsbad Village Drive W e s t A P P r Time: 3:30 PM to 4:30 PM Date: 07/23/02 Day : Tuesday Name : Darren B., Kevin T. Totals 2454 Sub- totals 1158 1296 0 909 387 Subtotals Total North Approach 341 564 0 0 564 473 0 North 1-5 Southbound Ramps 473 0 132 • t 7 \ r 0 817 177 Total Subtotals Sub- totals 994 Totals 2035 1041 Carlsbad Village Drive E a s t A P P r South Approach Note : Left-tum volumes include U-tums. U-tums in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2002 INTERSECTION ANALYSIS SUMMARY Intersection Number: 44 Intersection Location: I-5/Carlsbad Village Drive Northbound Ramp Contents: Turn Movement Count Summary (A.M. and P.M.) Page 1 A.M. Peak Hour ICU Analysis and Page 2 Turn Movement Diagram P.M. Peak Hour ICU Analysis and Page 3 Turn Movement Diagram ENGINEERING .COMPANY RICK ENGINEERING COMPANY TURNING MOVEMENT ANALYSIS City: Carisbad Intersection of: N/S Sfreet: 1-5 Northbound Ramps E/W Stteet: Carisbad Village Drive Page 1 of 3 File: 2002 Int #44 Data Collected by : John C, Doug B. Count Date : 07/23/02 Day: Tuesday Weather: Sunny Traffic Confrol: Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Tm Thra Right Peds Left U-Tm Thra Right Peds Left U-Tm Thru Right Peds Left U-Tm Thru Right Peds Vehicles Peds 6:15 AM 13 0 0 7 0 0 0 0 0 0 32 0 18 0 0 0 0 70 23 0 163 0 6:30 AM 17 0 0 8 0 0 0 0 0 0 35 0 20 0 0 0 0 97 34 1 211 1 6:45 AM 24 0 0 15 0 0 0 0 0 0 42 0 30 0 1 0 0 109 40 0 260 1 7:00 AM 20 0 0 14 0 0 0 0 0 0 33 0 34 0 0 0 0 110 31 2 242 2 7:15 AM 34 0 0 23 0 0 0 0 0 0 77 0 55 0 4 0 0 116 34 1 339 5 7:30 AM 47 0 0 14 0 0 0 , 0 0 0 46 0 26 0 2 0 0 151 38 2 322 4 7:45 AM 34 0 0 33 0 0 0 0 0 0 68 0 66 0 3 0 0 176 39 4 416 7 8:00 AM 60 0 0 34 0 0 0 0 0 0 56 0 80 0 1 0 0 214 43 0 487 1 8:15 AM •* 64 0 0 34 0 0 0 0 0 0 52 0 82 0 1 0 0 176 39 0 447 1 8:30 AM * 47 0 0 32 0 0 0 0 0 0 53 0 89 0 0 0 0 153 42 0 416 0 8:45 AM * 89 0 0 43 0 0 0 0 0 0 65 0 97 0 0 0 0 183 32 1 509 1 9:00 AM *' 91 0 0 51 0 0 0 0 0 0 59 0 98 0 3 0 0 179 26 2 504 5 Max. 15 min. 91 0 0 51 0 0 0 0 0 0 77 0 98 0 4 0 0 214 43 4 509 7 Pk. Hr. Vol. 291 0 0 160 0 0 0 0 0 0 229 0 366 0 4 0 0 691 139 3 1876 7 8:00 AM Peak Intersecfion Traffic in Pk. Hr. 1876 Peak Hr. Factor 0.92 9:00 AM Hour Intersecfion Pdstms in Pk. Hr. = 7 3:45 PM * 87 0 0 57 0 0 0 0 0 0 86 0 155 0 4 0 0 195 29 4 609 8 4:00 PM * 80 0 0 82 0 0 0 0 0 0 74 0 180 0 6 0 0 199 28 1 643 7 4:15 PM * 99 0 0 91 0 0 0 0 0 0 91 0 177 0 2 0 0 177 19 1 654 3 4:30 PM * 53 0 0 82 0 0 0 0 0 0 71 0 161 0 3 0 0 161 26 2 554 5 4:45 PM 59 0 0 63 0 0 0 0 0 0 61 0 175 0 3 0 0 195 30 1 583 4 5:00 PM 64 0 0 72 0 0 0 0 0 0 33 0 188 0 4 0 0 135 29 3 521 7 5:15 PM 66 0 0 95 0 0 0 0 0 0 52 0 300 0 5 0 0 206 26 2 745 7 5:30 PM 37 0 0 36 0 0 0 0 0 0 70 0 116 0 8 0 0 156 28 4 443 12 5:45 PM 57 0 4 70 0 0 0 0 0 0 83 0 172 0 2 0 0 146 19 1 551 3 6:00 PM 21 0 2 71 0 0 0 0 0 0 63 0 149 0 3 0 0 151 19 3 476 6 6:15 PM 59 0 2 64 0 0 0 0 0 0 68 0 169 0 3 0 0 134 11 1 507 4 6:30 PM 31 0 5 48 0 0 0 0 0 0 64 0 94 0 3 0 0 123 25 1 390 4 Max. 15 min. 99 0 5 95 0 0 0 0 0 0 91 0 300 0 8 0 0 206 30 4 745 12 Pk. Hr. Vol. 319 0 0 312 0 0 0 0 0 0 322 0 673 0 15 0 0 732 102 8 2460 23 3:30 PM 4:30 PM Hour = 2460 Intersecfion Pdstms in Pk. Hr. = 23 Peak Hr. Factor 0.94 1-5 Northbound Ramps at Carlsbad Village Drive Lane Configuration for Intersecfion Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 8:00 AM to 9:00 AM Left Thru Right Left Thra Right Left Thru Right Left Thru Right Lane Inside 1 Config - (left) 2 1 1 1 urations 3 I 1 1 4 5 1 1 1 Outside 6 7 Free-flow Lane Settings 0 1 1 0 0 0 1 2 0 0 2 0 Capacity 0 2000 1800 0 0 ' 0 1800 4000 0 •0 4000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N) 7 N Efficiency Lost Factor 0.10 Hourly Volume 291 0 160 0 0 0 229 366 0 0 691 139 Adjusted Hourly Volume 0 291 160 0 0 0 229 366 0 0 830 0 Utilization Factor 0.00 0.15 0.09 0.00 0.00 0.00 0.13 0.09 0.00 0.00 0.21 0.00 Critical Factors 0.15 0.00 0.13 0.21 ICU Ratio 0.59 LOS = A Tuming Movements at Intersection of: 1-5 Northbound Ramps and Carlsbad Village Drive W e s t A P P r Time : 8:00 AM to 9:00 AM Date: 07/23/02 Day: Tuesday Name : John C, Doug B. Totals 1577 Sub- totals 982 595 229 366 0 Subtotals Total North Approach North 291 0 0 0 451 451 1-5 Northbound Ramps 368 0 0 t 7 t r 160 368 139 691 0 Total Subtotals Sub- totals 830 Totals 1356 526 Carlsbad Village Drive E a s t A P P r South Approach Note : Left-tum volumes include U-tums. U-tums in bold. 1-5 Northbound Ramps at Carlsbad Village Drive Lane Configuration for Intersection Capacity Utilizafion Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr(WB) 3:30 PM to 4:30 PM Left Thra Right Left Thra Right Left Thru Right Left Thra Right Lane Inside 1 Config - (left) 2 I 1 1 urations 3 1 1 1 4 5 1 1 1 Outside 6 7 Free-flow Lane Settings 0 1 1 0 0 0 1 2 0 0 2 • 0 Capacity 0 2000 1800 0 0 0 1800 4000 0 0 4000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N) 7 N Efficiency Lost Factor 0.10 Hourly Volume 319 0 312 0 0 0 322 673 0 0 732 102 Adjusted Hourly Volume 0 319 312 0 0 0 322 673 0 0 834 0 Utilization Factor 0.00 0.16 0.17 0.00 0.00 0.00 0.18 0.17 0.00 0.00 0.21 0.00 Crifical Factors 0.17 0.00 0.18 0.21 ICU Rafio 0.66 LOS = B Tuming Movements at Intersection of: 1-5 Northbound Ramps and Carlsbad Village Drive W e s t A P P r Time: 3:30PM to 4:30 PM Date: 07/23/02 Day : Tuesday Name : John C, Doug B. Totals 2046 Sub- totals 1051 995 322 673 0 Subtotals Total North Approach North 0 631 631 1-5 Northbound Ramps 424 0 0 J i L • t 7 t r 319 0 312 0 424 102 732 0 Total Subtotals Sub- totals 834 Totals 1819 985 Carlsbad Village Drive E a s t A P P r South Approach Note : Left-tum volumes include U-tums. U-tums in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2002 INTERSECTION ANALYSIS SUMMARY Intersection Number: 45 Intersection Location: I-5/Tamarack Avenue Southbound Ramp Contents: Turn Movement Count Summary Page 1 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Page 2 Turn Movement Diagram P.M. Peak Hour ICU Analysis and Page 3 Turn Movement Diagram RICK ENGINEERING .COMPANY RICK ENGINEERING COMPANY TURNING MOVEMENT ANALYSIS City: Carlsbad Intersecfion of: N/S Sfreet: 1-5 Southbound Ramps E/W Sfreet: Tamarack Avenue Page 1 of 3 File: 2002 Int #45 Data Collected by : L'Tanya J., Matt W. Count Date: 07/25/02 Day: Thursday Weather: Sunny Traffic Confrol: Signalized South Approach (NB) North Approach (SB) End of 15 min. prd. Left U-Tm Thra Right Peds Left U-Tm Thra Right Peds Left U-Tm Thra Right Peds Left U-Tm Thra Right Peds Vehicles Peds 6:15 AM 0 0 0 0 0 21 0 0 23 1 0 0 41 76 0 93 0 37 0 0 291 1 6:30 AM 0 0 0 0 0 15 0 1 22 0 0 0 39 80 0 94 0 42 0 1 293 1 6:45 AM 0 0 0 0 0 18 0 0 28 0 0 0 45 79 1 97 0 ,47 0 1 314 2 7:00 AM 0 0 0 0 0 18 0 2 43 0 0 1 43 40 0 70 0 64 0 1 281 1 7:15 AM 0 0 0 0 0 14 0 1 33 0 0 0 75 48 0 66 0 68 0 3 305 , 3, 7:30 AM * 0 0 0 0 0 14 0 2 31 0 0 0 79 111 0 63 0 78 0 4 378 4, 7:45 AM * 0 0 0 0 0 29 0 0 39 0 0 0 96 103 1 95 0 76 0 0 438 1 8:00 AM * 0 0 0 0 0 32 0 0 32 0 0 0 87 66 2 122 0 106 0 1 445 3 8:15 AM * 0 0 0 0 0 26 0 0 30 0 0 0 70 67 2 111 0 98 0 5 402 7 8:30 AM 0 0 0 0 0 36 0 0 29 0 0 0 68 58 0 80 0 65 0 1 336 1 8:45 AM 0 0 0 0 0 42 0 0 22 0 0 0 77 72 2 105 0 95 0 2 413 4 9:00 AM 0 0 0 0 0 29 0 2 26 0 0 0 71 42 0 81 0 92 0 3 343 3 Max. 15 min. Pk. Hr. Vol. 0 0 0 0 0 0 0 0 0 0 42 101 0 0 2 2 43 132 1 0 0 0 1 0 96 332 111 347 2 5 122 391 0 0 106 358 0 0 5 10 445 1663 7 • 15 7:15 AM Peak Intersection Traffic in Pk. Hr. = 1663 8:15 AM Hour Intersecfion PdsfiTis in Pk. Hr. = 15 West Approach (EB) Peak Hr. Factor East Approach (WB) 0.93 15 min Total 3:45 PM 0 0 0 0 0 54 0 2 55 0 0 0 117 42 4 55 0 110 0 0 435 4 4:00 PM 0 0 0 0 0 43 0 1 54 0 0 0 85 38 0 67 0 117 0 2 405 2 4:15 PM 0 0 0 0 0 35 0 1 61 0 0 0 125 67 0 72 0 118 0 1 479 1 4:30 PM 0 0 0 0 0 52 0 0 65 0 0 0 83 38 1 36 0 133 0 1 407 2 4:45 PM * 0 0 0 0 0 55 0 0 57 0 0 0 129 45 1 91 0 110 0 6 487 7 5:00 PM * 0 0 0 0 0 53 0 0 53 0 0 0 78 28 0 40 0 134 0 6 386 6 5:15 PM * 0 0 0 0 0 59 0 2 71 0 0 0 99 55 5 55 0 136 0 4 477 9 5:30 PM * 0 0 0 0 0 63 0 0 62 0 0 0 116 40 2 46 0 120 0 2 447 4 5:45 PM 0 0 0 0 0 47 0 0 64 0 0 0 116 57 1 46 0 108 0 3 438 4 6:00 PM 0 0 0 0 0 48 0 0 77' 0 0 0 95 23 0 37 0 132 0 7 412 7 6:15 PM 0 0 0 0 0 50 0 0 51 0 0 0 104 38 3 63 0 118 0 4 424 7 6:30 PM 0 0 0 0 0 40 0 0 51 0 0 0 85 31 0 40 0 105 0 5 352 5 Max. 15 min. 0 0 0 0 0 63 0 2 77 0 0 0 129 67 5 91 0 136 0 7 487 9 Pk. Hr. Vol. 0 0 0 0 0 230 0 2 243 0 0 0 422 168 8 232 0 500 0 18 1797 26 Peak Hr. Factor 0.92 5:30 PM Hour Intersection Pdstms in Pk. Hr. 26 1-5 Southbound Ramps at Tamarack Avenue Lane Configurafion for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:15 AM to 8:15 AM Left Thru Right Left Thra Right Left Thru Right Left Thra Right Lane Inside 1 Config - (left) 2 1 1 1 urafions 3 1 1 1 4 1 1 5 1 Outside 6 7 Free-flow Lane Settings 0 0 0 0 1 1 0 2 1 1 2 0 Capacity 0 0 0 0 2000 1800 0 4000 1800 1800 4000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N) 7 N Efficiency Lost Factor 0.10 Hourly Volume 0 0 0 101 2 132 0 332 347 391 358 0 Adjusted Hourly Volume 0 0 0 0 103 132 0 332 347 391 358 0 Utilization Factor 0.00 0.00 0.00 0.00 0.05 0.07 0.00 0.08 0.19 0.22 0.09 0.00 Crifical Factors 0.00 0.07 0.19 0.22 ICU Ratio 0.58 LOS = A Tuming Movements at Intersecfion of: 1-5 Southbound Ramps and Tamarack Avenue W e s t A P P r Time: 7:15 AM to 8:15 AM Date: 07/25/02 Day : Thursday Name : L'Tanya J., Matt W. Totals 1169 Sub- totals 490 679 0 332 347 Subtotals Total North Approach 235 132 2 740 0 0 740 North 1-5 Southbound Ramps 235 0 101 7 \ 7 0 358 391 Total Subtotals Sub- totals 749 433 Tamarack Avenue Totals II82 E a s t A P P South Approach Note : Left-tum volumes include U-tums. U-tums in bold. 1-5 Southbound Ramps at Tamarack Avenue Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 4:30 PM to 5:30 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 Config - (left) 2 1 1 1 urations 3 1 1 1 4 1 I 5 6 1 Outside 7 Free-flow Lane Settings 0 0 0 0 1 1 0 2 1 1 2 0 Capacity 0 0 0 0 2000 1800 0 4000 1800 1800 4000 0 Are the North/South phas es split (Y/N)? N Are the East/West phases split (Y/N) 7 N Efficiency Lost Factor 0.10 Hourly Volume 0 0 d 230 2 243 0 422 168 232 500 0 Adjusted Hourly Volume 0 0 0 0 232 243 0 422 168 232 500 0 Ufilizafion Factor 0.00 0.00 0.00 0.00 0.12 0.14 0.00 0.11 0.09 0.13 0.13 0.00 Critical Factors 0.00 0.14 0.11 0.13 ICU Ratio 0.48 LOS = A Tuming Movements at Intersection of: 1-5 Southbound Ramps and Tamarack Avenue W e s t A P P r Time : 4:30 PM to 5:30 PM Date: 07/25/02 Day : Thursday Name : L'Tanya J., Matt W. Totals 1333 Sub- totals 743 590 0 422 168 Subtotals Total North Approach 243 i 402 475 2 North 0 0 0 0 402 1-5 Southbound Ramps 475 0 230 t "1 t r 0 "500 232 Total Subtotals Sub- totals 732 652 Tamarack Avenue Totals 1384 E a s t A P P r South Approach Note : Left-tum volumes include U-tums. U-tums in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2002 INTERSECTION ANALYSIS SUMMARY Intersection Number: 46 Intersection Location: I-5/Tamarack Avenue Northbound Ramp Contents: Turn Movement Count Summary (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Turn Movement Diagram P.M. Peak Hour ICU Analysis and Turn Movement Diagram Page 1 Page 2 Page 3 ENGINEERING COMPANY RICK ENGINEERING COMPANY TURNING MOVEMENT ANALYSIS City: Carisbad Intersection of: N/S Stteet: 1-5 Northbound Ramps E/W Sfreet: Tamarack Avenue Page 1 of 3 File: 2002 Int #46 Data Collected by : Darren B., Doug B. Count Date : 07/25/02 Day: Thursday Weather: Sunny Traffic Confrol: Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Tm Thra Right Peds Left U-Tm Thra Right Peds Left U-Tm Thra Right Peds Left U-Tm Thra Right Peds Vehicles Peds 6:15 AM 13 0 0 17 0 0 0 0 0 0 27 0 15 0 1 0 0 82 30 1 184 2 6:30 AM 6 0 0 12 0 0 0 0 0 0 33 0 29 0 0 0 0 90 28 1 198 1 6:45 AM 14 0 0 27 0 0 0 0 0 0 37 0 50 0 1 0 0 118 42 1 288 2 7:00 AM 27 0 0 40 0 0 0 0 0 0 36 0 47 0 0 0 . 0 114 43 0 307 0 7:15 AM 16 0 1 31 0 0 0 0 0 0 42 0 47 0 0 0 0 111 54 3 302 3 7:30 AM 21 0 0 33 0 0 0 0 0 0 43 0 59 0 0 0 0 145 55 3 356 3 7:45 AM 26 0 0 61 0 0 0 0 0 0 62 0 88 0 2 0 0 107 44 0 388 2 8:00 AM * 15 0 0 71 0 0 0 0 0 0 41 0 68 0 3 0 0 197 71 1 463 4 8:15 AM * 33 0 1 52 0 0 0 0 0 0 35 0 76 0 2 0 0 172 53 6 422 8 8:30 AM * 19 0 0 54 0 0 0 0 0 0 34, 0 72 0 2 0 • 0 134 48 1 361 3 8:45 AM * 18 0 0 55 0 0 0 0 0 0 34 0 81 0 1 0 0 155 57 5 400 6 9:00 AM 32 0 0 75 0 0 0 0 0 0 30. 0 78 0 0 0 0 167 57 4 439 4 Max. 15 min. 33 0 1 75 0 0 0 0 0 0 62 0 88 0 3 0 0 197 71 6 463 8 Pk. Hr. Vol. 85 0 1 232 0 0 0 0 0 0 144 0 297 0 8 0 0 658 229 13 1646 21 7:45 AM Peak Intersection Traffic in Pk. Hr. 1646 Peak Hr. Factor 0.89 8:45 AM Hour Intersection Pdstms in Pk. Hr. = 21 3:45 PM 11 0 0 12 0 0 0 0 0 0 10 0 33 0 0 0 0 102 45 0 213 0 4:00 PM 57 0 0 74 0 0 0 0 0 0 26 0 104 0 1 0 0 121 33 2 415 3 4:15 PM * 25 0 0 131 0 0 0. 0 0 0 61 0 119 0 0 0 0 123 43 2 502 2 4:30 PM * 52 0 0 115 0 0 0 0 0 0 81 0 152 0 2 0 0 no 46 3 556 5 4:45 PM * 150 0 1 112 0 0 0 0 0 0 55 0 151 0 2 0 0 127 36 3 632 5 5:00 PM * 54 0 1 107 0 0 0 0 0 0 30 0 141 0 1 0 0 137 46 6 516 7 5:15 PM 46 0 0 109 0 0 0 0 0 0 24 0 129 0 5 0 0 118 39 1 465 6 5:30 PM 43 0 0 99 0 0 0 0 0 0 28 0 151 0 0 0 0 139 52 5 512 5 5:45 PM 50 0 0 128 0 0 0 0 0 0 25 0 139 0 4 0 0 92 32 3 466 7 6:00 PM 57 0 1 134 0 0 0 0 0 0 36 0 132 0 0 0 0 107 34 5 501 5 6:15 PM 54 0 0 114 0 0 0 0 0 0 27 0 126 0 3 0 0 130 42 6 493 9 6:30 PM 50 0 0 125 0 0 0 0 0 0 27 0 96 0 1 0 0 107 37 4 442 5 Max. 15 min. 150 0 1 134 0 0 0 0 0 0 81 0 152 0 5 0 0 139 52 6 632 9 Pk. Hr. Vol. 281 0 2 465 0 0 0 0 0 0 227 0 563 0 5 0 0 497 171 14 2206 19 4:00 PM Peak Intersection Traffic in Pk. Hr. = 2206 5:00'PM Hour Intersection PdsttTis in Pk. Hr. = 19 Peak Hr. Factor 0.87 1-5 Northbound Ramps at Tamarack Avenue Lane Configurafion for Intersecfion Capacity Utilizafion Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:45 AM to 8:45 AM Left Thru Right Left Thra Right Left Thru Right Left Thra Right Lane Inside 1 Config - (left) 2 1 1 1 urations 3 1 1 1 4 5 1 1 1 Outside 6 7 Free-flow Lane Settings 0 1 I 0 0 0 1 2 0 0 2 0 Capacity 0 2000 1800 0 0 0 1800 4000 0 0 4000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N) 7 N Efficiency Lost Factor 0.10 Hourly Volume 85 1 232 0 0 0 144 297 0 0 658 229 Adjusted Hourly Volume 0 86 232 0 0 0 144 297 0 0 887 0 Utilization Factor 0.00 0.04 0.13 0.00 0.00 0.00 0.08 0.07 0.00 0.00 0.22 0.00 Critical Factors 0.13 0.00 0.08 0.22 ICU Ratio 0.53 LOS = A Tuming Movements at Intersection of: 1-5 Northbound Ramps and Tamarack Avenue W e s t A P P r Time: 7:45 AM to 8:45 AM Date: 07/25/02 Day : Thursday Name : Darren B., Doug B. Totals 1184 Sub- totals 743 441 144 297 0 Subtotals Total North Approach 85 0 318 North 1 318 1-5 Northbound Ramps 374 0 0 7 r r 232 374 229 "658 0 Total Subtotals Sub- totals 887 529 Tamarack Avenue Totals 1416 E a s t A P P r South Approach Note : Left-tum volumes include U-tums. U-tums in bold. 1-5 Northbound Ramps at Tamarack Avenue Lane Configuration for Intersection Capacity Utilizafion Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 4:00 PM to 5:00 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 Config - (left) 2 1 1 1 urations 3 1 1 1 4 1 1 1 5 6 Outside 7 Free-flow Lane Settings 0 1 1 0 0 0 1 2 0 0 2 0 Capacity 0 2000 1800 0 0 0 1800 4000 0 0 4000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N) 7 N Efficiency Lost Factor 0.10 Hourly Volume 281 2 465 0 0 0 227 563 P 0 497 171 Adjusted Hourly Volume 0 283 465 0 0 0 227 563 0 0 668 0 Utilization Factor 0.00 0.14 0.26 0.00 0.00 0.00 0.13 0.14 0.00 0.00 0.17 0.00 Critical Factors 0.26 0.00 0.13 0.17 ICU Ratio 0.66 LOS = B Tuming Movements at Intersection of: 1-5 Northbound Ramps and Tamarack Avenue W e s t A P P r Time: 4:00 PM to 5:00 PM Date: 07/25/02 Day : Thursday Name : Darren B., Doug B. Totals 1568 Sub- totals 778 790 227 563 0 Subtotals Total North Approach 281 0 748 North 2 748 1-5 Northbound Ramps 400 0 0 t 7 t r 465 400 171 497 0 Total Subtotals Sub- totals 1028 Tamarack Avenue Totals 1696 E a s t A P P r South Approach Note : Left-tum volumes include U-tums. U-tums in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2002 INTERSECTION ANALYSIS SUMMARY Intersection Number: 47 Intersection Location: I-5/Cannon Road Southbound Ramp Contents: Turn Movement Count Summary (A.M. and P.M.) Page 1 A.M. Peak Hour ICU Analysis and Page 2 Turn Movement Diagram P.M. Peak Hour ICU Analysis and Turn Movement Diagram Page 3 r/\r RICK ENGINEERING .COMPANY RICK ENGINEERING TURNING MOVEMENT ANALYSIS City: Carlsbad Intersecfion of: N/S Sfreet: 1-5 Southbound Ramps E/W Sfreet: Cannon Road File: 2002 Int #47 Data Collected by : Chris, Doug Page 1 of 3 Count Date: 07/30/02 Day: Tuesday Weather: Sunny Traffic Confrol : Signalized End of 15 min. prd. South Approach (NB) Left U-Tm Thra Right Peds North Approach (SB) Left U-Tm Thru Right Peds West Approach (EB) Left U-Tm Thra Right Peds East Approach (WB) Left U-Tm Thra Right Peds 15 min Total Vehicles Peds 6:15 AM 0 0 0 0 0 59 0 1 22 0 0 0 20 2 0 15 0 14 0 0 133 0 6:30 AM 0 0 0 0 0 47 0 0 30 0 0 0 46 7 0 8 1 12 0 0 151 0 6:45 AM 0 0 0 0 0 88 0 0 21 0 0 0 49 4 0 11 0 21 0 0 194 0 7:00 AM 0 0 0 0 0 195 0 0 45 0 0 0 66 6 1 4 0 29 0 0 345 1 7:15 AM 0 0 0 0 0 178 0 1 40 0 0 0 83 6 2 1 0 27 0 0 336 2 7:30 AM * 0 0 0 0 0 213 0 0 50 0 0 0 90 5 3 8 0 26 0 0 392 3 7:45 AM * 0 0 0 0 0 263 0 0 56 0 0 0 87 2 2 11 0 26 0 0 445 2 8:00 AM * 0 0 0 0 0 374 0 1 61 0 0 0 75 19 1 15 1 50 0 0 596 1 8:15 AM * 0 0 0 0 0 243 0 1 92 0 0 0 70 22 0 11 0 38 0 0 477 0 8:30 AM 0 0 0 0 0 173 0 1 96 0 0 0 72 5 0 14 0 30 0 0 391 0 8:45 AM 0 0 0 0 0 148 0 0 73 0 0 0 69 9 0 16 0 50 0 0 365 0 9:00 AM 0 0 0 0 0 128 0 0 60 0 0 0 66 10 0 22 0 39 0 0 325 0 Max. 15 min. 0 0 0 0 0 374 0 1 96 0 0 0 90 22 3 22 1 50 0 0 596 3 Pk. Hr. Vol. 0 0 0 0 0 1093 0 2 259 0 0 0 322 48 6 45 1 140 0 0 1910 6 7:15 AM Peak Intersection Traffic in Pk. Hr. 1910 Peak Hr. Factor 0.80 8:15 AM Hour Intersection Pdstms in Pk. Hr. = 6 3:45 PM 0 0 0 0 0 87 0 0 37 0 0 0 100 29 0 68 0 56 0 0 377 0 4:00 PM 0 0 0 0 0 96 0 0 37 0 0 0 86 10 1 72 0 111 0 1 412 2 4:15 PM 0 0 0 0 0 103 0 0 34 0 0 0 87 19 2 89 0 92 0 0 424 2 4:30 PM 0 0 0 0 0 86 0 0 31 0 0 0 86 11 4 78 0 104 0 1 396 5 4:45 PM 0 0 0 0 0 91 0 1 27 0 0 0 95 13 0 88 0 97 0 0 412 0 5:00 PM * 0 0 0 0 0 78 0 0 29 0 0 0 84 24 0 89 0 89 0 0 393 0 5:15 PM * 0 0 0 0 0 81 0 1 38 0 0 0 113 28 0 120 0 148 0 1 529 1 5:30 PM * 0 0 0 0 0 70 0 0 29 0 0 0 99 24 0 122 0 154 0 0 498 0 5:45 PM * 0 0 0 0 0 66 0 0 35 0 0 0 105 17 1 103 0 no 0 2 436 3 6:00 PM 0 0 0 0 0 58 0 0 34 0 0 0 87 12 2 112 0 88 0 0 391 2 6:15 PM 0 0 0 0 0 55 0 1 30 0 0 0 81 8 0 74 1 60 0 0 310 0 6:30 PM 0 0 0 0 0 52 0 0 22 0 0 0 64 8 1 90 0 62 0 0 298 1 Max. 15 min. 0 0 0 0 0 103 0 1 38 0 0 0 113 29 4 122 1 154 0 2 529 5 Pk. Hr. Vol 0 0 0 0 0 295 0 1 131 0 0 0 401 93 1 434 0 501 0 3 1856 4 4:45 PM Peak Intersection Traffic in Pk. Hr. = 1856 5:45 PM Hour Intersection Pdstms in Pk. Hr. = 4 Peak Hr. Factor 0.88 1-5 Southbound Ramps at Cannon Road Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:15 AM to 8:15 AM Left Thra Right Left Thra Right Left Thru Right Left Thra Right Lane Inside 1 I I Config - (left) 2 1 1 1 1 urations 3 1 1 1 4 5 1 1 Outside 6 7 Free-flow Lane Settings 0 0 0 2 0 1 0 2 1 2 2 0 Capacity 0 0 0 3800 0 1800 0 4000 1800 3600 4000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 0 0 0 1093 2 259 0 322 48 46 140 0 Adjusted Hourly Volume 0 0 0 1095 0 259 0 322 48 46 140 0 Utilization Factor 0.00 0.00 0.00 0.29 0.00 0.14 0.00 0.08 0.03 0.01 0.04 0.00 Critical Factors 0.00 0.00 0.29 0.08 0.01 ICU Ratio 0.48 LOS^ Tuming Movements at Intersection of: 1-5 Southbound Ramps and Cannon Road W e s t A P P r Time: 7:15AM to 8:15 AM Date: 07/30/02 Day : Tuesday Name : Chris, Doug Totals 769 Sub- totals 399 370 0 322 48 Subtotals Total North Approach 259 95 0 0 95 1354 2 North 1-5 Southbound Ramps 1354 0 1093 7 i U t "1 t r 0 140 46 Total Subtotals Sub- totals 186 1416 Cannon Road Totals 1602 E a s t A P P r South Approach Note : Left-tum volumes include U-tums. U-tums in bold. 1-5 Southbound Ramps at Cannon Road Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 4:45 PM to 5:45 PM Left Thra Right Left Thru Right Left Thra Right Left Thra Right Lane Inside 1 1 1 Config - (left) 2 1 1 1 1 urations 3 1 1 1 4 5 1 1 Outside 6 7 Free-flow Lane Settings 0 0 0 2 0 1 0 • 2 1 2 2 0 Capacity 0 0 0 3800 0 1800 0 4000 1800 3600 4000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N) 7 N Efficiency Lost Factor 0.10 Hourly Volume 0 0 0 295 1 131 0 401 93 434 501 0 Adjusted Hourly Volume 0 0 0 296 0 131 0 401 93 434 501 0 Ufilization Factor 0.00 0.00 0.00 0.08 0.00 0.07 0.00 0.10 0.05 0.12 0.13 0.00 Critical Factors 0.00 0.00 0.08 0.10 0.12 ICU Ratio = 0.40 LOS = A Tuming Movements at Intersecfion of: 1-5 Southbound Ramps and Cannon Road W e s t A P P r Time : 4:45 PM to 5:45 PM Date: 07/30/02 Day : Tuesday Name : Chris, Doug Totals 1126 Sub- totals 632 494 0 401 93 Subtotals Total North Approach 131 i 528 427 1 North 0 0 0 0 528 1-5 Southbound Ramps 427 0 295 7 i U t 1 7 t r 0 501 434 Total Subtotals Sub- totals 935 696 Cannon Road Totals 1631 E a s t A P P r South Approach Note : Left-tum volumes include U-tums. U-tums in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2002 INTERSECTION ANALYSIS SUMMARY Intersection Number: 48 Intersection Location: I-5/Cannon Road Northbound Ramp Contents: Turn Movement Count Summary (A.M. and P.M.) Page 1 A.M. Peak Hour ICU Analysis and Page 2 Turn Movement Diagram P.M. Peak Hour ICU Analysis and Page 3 Turn Movement Diagram RICK ENGINEERING .COMPANY RICK ENGINEERING TURNING MOVEMENT ANALYSIS City: Carlsbad Intersecfion of: N/S Sfreet: 1-5 Northbound Ramps EAV Sfreet: Cannon Road File: 2002 Int #48 Data Collected by : Chris, John Page 1 of 3 Count Date: 07/30/02 Day: Tuesday Weather: Sunny Traffic Confrol : Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Tm Thm Right Peds Left U-Tm Thru Right Peds Left U-Tm Thm Right Peds Left U-Tm Thra Right Peds Vehicles Peds 6:15 AM 7 0 0 21 0 0 0 0 0 0 8 0 79 0 1 0 0 20 11 0 146 1 6:30 AM 9 0 0 33 0 0 0 0 0 0 15 0 68 0 3 0 0 11 9 0 145 3 6:45 AM 12 0 0 41 0 0 0 0 0 0 11 0 136 0 0 0 0 20 17 0 237 0 7:00 AM 13 0 0 47 0 0 0 0 0 0 12 0 221 0 1 0 0 18 25 1 336 2 7:15 AM 13 0 0 59 0 0 0 0 0 0 20 0 223 0 4 0 0 15 34 0 364 4 7:30 AM 16 0 2 101 0 0 0 0 0 0 13 0 276 0 4 0 0 16 35 0 459 4 7:45 AM * 14 0 0 107 0 0 0 0 0 0 18 0 339 0 3 0 0 25 41 0 544 3 8:00 AM * 25 0 0 146 0 0 0 0 0 0 31 0 385 0 6 0 0 33 43 0 663 6 8:15 AM * 18 0 1 94 0 0 0 0 0 0 16 0 330 0 2 0 0 33 44 0 536 2 8:30 AM * 18 0 0 98 0 0 0 0 0 0 30 0 253 0 1 0 0 25 45 0 469 1 8:45 AM 31 0 0 69 0 0 0 0 0 0 32 0 158 0 1 0 0 31 54 0 375 1 9:00 AM 18 0 1 67 0 0 0 0 0 0 13 0 189 0 2 0 0 41 63 0 392 2 Max. 15 min. 31 0 2 146 0 0 0 0 0 0 32 0 385 0 6 0 0 41 63 1 663 6 Pk. Hr. Vol. 75 0 1 445 0 0 0 0 0 0 95 0 1307 0 12 0 0 116 173 0 2212 12 7:30 AM Peak Intersection Traffic in Pk. Hr. 2212 Peak Hr. Factor 0.83 8:30 AM Hour Intersection Pdsfins in Pk. Hr. = 12 3:45 PM 17 0 0 25 0 0 0 0 0 0 61 0 117 0 2 0 0 96 112 0 428 2 4:00 PM 52 0 2 25 0 0 0 0 0 0 61 0 129 0 2 0 0 144 250 0 663 2 4:15 PM 30 0 3 30 0 0 0 0 0 0 55 0 136 0 3 0 0 154 242 0 650 3 4:30 PM 28 0 1 26 0 0 0 0 0 0 59 0 129 0 5 0 0 135 176 0 554 5 4:45 PM * 29 0 3 26 0 0 0 0 0 0 61 0 101 0 0 0 0 165 224 0 609 0 5:00 PM * 21 0 f 28 0 0 0 0 0 0 57 0 100 0 3 0 0 168 222 0 597 3 5:15 PM * 38 0 6 31 0 0 0 0 0 0 84 0 115 0 2 0 0 211 331 0 816 2 5:30 PM * 43 0 8 35 0 0 0 0 0 0 78 0 103 0 1 0 0 188 294 0 749 1 5:45 PM 23 0 0 20 0 0 0 0 0 0 64 0 78 0 4 0 0 200 213 0 598 4 6:00 PM 24 0 0 29 0 0 0 0 0 0 56 0 83 0 1 0 0 159 156 0 507 1 6:15 PM 13 0 0 17 0 0 0 0 0 0 55 0 70 0 1 0 0 116 215 0 486 1 6:30 PM 11 0 0 11 0 0 0 0 0 0 37 0 70 0 1 0 0 141 177 0 447 1 Max. 15 min. 52 0 8 35 0 0 0 0 0 0 84 0 136 0 5 0 0 211 331 0 816 5 Pk. Hr. Vol. 131 0 18 120 0 0 0 0 0 0 280 0 419 0 6 0 0 732 1071 0 2771 6 4:30 PM Peak Intersecfion Traffic in Pk. Hr. = 2771 5:30PM Hour Intersecfion Pdsfins in Pk. Hr. = 6 Peak Hr. Factor 0.85 1-5 Northbound Ramps at Cannon Road Lane Configuration for Intersecfion Capacity Utilization Page 2 of3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:30 AM to 8:30 AM Left Thru Right Left Thra Right Left Thru Right Left Thra Right Lane Inside 1 Config - (left) 2 1 1 1 1 urations 3 1 1 1 4 5 6 1 1 1 1 Outside 7 Free-flow Lane Setfings 0 1 2 0 0 0 2 2 0 0 2 , 1 Capacity 0 2000 3600 0 0 0 3600 4000 0 0 4000 1800 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N • Efficiency Lost Factor 0.10 Hourly Volume 75 1 445 0 0 0 95 1307 0 0 116 173 Adjusted Hourly Volume 0 76 445 0 0 0 95 1307 0 0 116 173 Ufilization Factor 0.00 0.04 0.12 0.00 0.00 0.00 0.03 0.33 0.00 0.00 0.03 O.IO Critical Factors 0.12 0.00 0.33 0.00 ICU Ratio = 0.55 LOS = A Tuming Movements at Intersecfion of: 1-5 Northbound Ramps and Cannon Road w e s t A P P Time : 7:30 AM to 8:30 AM Date: 07/30/02 Day: Tuesday Name : Chris, John Totals 1593 Sub- totals 191 1402 North Approach 95 1307 0 Subtotals Total 75 0 521 North 1 521 1-5 Northbound Ramps 269 0 0 7 i K 1 7 t r 445 269 173 116 0 Total Subtotals Sub- totals 289 1752 Cannon Road Totals 2041 E a s t A P P South Approach Note : Left-tum volumes include U-tums. U-tums in bold. 1-5 Northbound Ramps at Cannon Road Lane Configurafion for Intersection Capacity Ufilizafion Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 4:30 PM to 5:30 PM Left Thra Right Left Thru Right Left Thru Right Left Thra Right Lane Inside 1 Config - (left) 2 I 1 1 1 urations 3 1 1 1 4 1 1 1 5 1 Outside 6 7 Free-flow Lane Settings 0 1 2 0 0 0 2 2 0 0 2 1 Capacity 0 2000 3600 0 0 0 3600 4000 0 0 4000 1800 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 131 18 120 0 0 0 280 419 0 0 732 1071 Adjusted Hourly Volume 0 149 120 0 0 0 280 419 0 0 732 1071 Utilization Factor 0.00 0.07 0.03 0.00 0.00 0.00 0.08 0.10 0.00 0.00 0.18 0.60 Critical Factors 0.07 0.00 0.08 0.60 ICURafio = 0.85 LOS = D Tuming Movements at Intersection of: 1-5 Northbound Ramps and Cannon Road W e s t A P P r Time : 4:30 PM to 5:30 PM Date: 07/30/02 Day : Tuesday Name : Chris, John Totals 1562 Sub- totals 863 699 280 419 0 Subtotals Total North Approach i North 1369 0 0 t 1-5 Northbound Ramps Total 1369 Subtotals Sub- totals 7 t r 131 18 120 0 0 269 269 1071 732 0 1803 539 Cannon Road Totals 2342 E a s t A P P r South Approach Note : Left-tum volumes include U-tums. U-tums in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2002 INTERSECTION ANALYSIS SUMMARY Intersection Number: 49 Intersection Location: I-5/Palomar Airport Road Southbound Ramp Contents: Turn Movement Count Summary Page 1 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Page 2 Turn Movement Diagram P.M. Peak Hour ICU Analysis and Turn Movement Diagram Page 3 rz; CK ENGINEERING .COMPANY RICK ENGINEERING TURNING MOVEMENT ANALYSIS City: Carisbad Intersection of: N/S Sfreet: 1-5 Southbound Ramps E/W Sfreet: Palomar Airport Road File: 2001 Int #49 Data Collected by : Kevin, Eddie ?e 1 of 3 Count Date : 07/16/02 Day: Tuesday Weather: Sunny Traffic Confrol: Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Tm Thra Right Peds Left U-Tm Thra Right Peds Left U-Tra Thra Right Peds Left U-Tm Thru Right Peds Vehicles Peds 6:15 AM 0 0 0 0 0 78 0 0 34 0 0 0 44 13 0 0 0 95 110 0 374 0 6:30 AM 0 0 0 0 0 98 0 0 30 0 0 0 33 21 0 0 0 75 125 0 382 0 6:45 AM 0 0 0 0 0 135 0 0 62 0 0 0 64 18 0 0 0 95 135 0 509 0 7:00 AM 0 0 0 0 0 143 0 0 57 0 0 0 70 19 0 0 0 82 87 0 458 0 7:15 AM 0 0 0 0 0 134 0 0 55 0 0 0 63 18 2 0 0 125 85 0 480 2- 7:30 AM 0 0 0 0 0 170 0 0 74 0 0 0 72 21 2 0 0 132 85 0 554 2 7:45 AM * 0 0 0 0 0 213 0 0 61 0 0 0 92 16 1 0 0 146 85 0 613 1 8:00 AM * 0 0 0 0 0 276 0 0 88 0 0 0 145 19 1 0 0 123 69 1 720 2 8:15 AM * 0 0 0 0 0 130 0 0 45 0 0 0 57 18 0 0 0 135 81 0 466 0 8:30 AM •* 0 0 0 0 0 215 0 0 73 0 0 0 105 43 0 0 0 140 88 3 664 3 8:45 AM 0 0 0 0 0 131 0 0 32 0 0 0 68 16 3 0 2 151 96 0 496 3 9:00 AM 0 0 0 0 0 129 0 0 38 0 0 0 74 22 0 0 0 147 95 0 505 0 Max. 15 min. 0 0 0 0 0 276 0 0 88 0 0 0 145 43 3 0 2 151 135 3 720 3 Pk. Hr. Vol. 0 0 0 0 0 834 0 0 267 0 0 0 399 96 2 0 0 544 323 4 2463 6 7:30 AM Peak Intersection Traffic in Pk. Hr. 2463 Peak Hr. Factor 0.86 8:30 AM Hour Intersection Pdstms in Pk. Hr. = 6 3:45 PM 0 0 0 0 0 119 0 0 33 0 0 0 165 33 2 0 0 150 285 0 785 2 4:00 PM 0 0 0 0 0 169 0 0 36 0 0 0 119 55 0 0 0 150 278 0 807 0 4:15 PM 0 0 0 0 0 134 0 0 35 0 0 0 134 43 1 0 0 164 240 1 750 2 4:30 PM 0 0 0 0 0 115 0 0 39 0 0 0 159 46 0 0 0 150 207 0 716 0 4:45 PM 0 0 0 0 0 105 0 0 48 0 0 0 180 59 0 0 0 176 284 0 852 0 5:00 PM * 0 0 0 0 0 119 0 0 31 0 0 0 168 62 0 0 0 173 269 0 822 0 5:15 PM • 0 0 0 0 0 134 0 0 33 0 0 0 247 105 1 0 0 163 318 2 1000 3 5:30 PM * 0 0 0 0 0 126 0 0 24 0 0 0 148 49 0 0 , 0 181 259 0 787 0 5:45 PM * 0 0 0 0 0 145 0 0 34 0 0 0 147 62 2 0 0 190 290 1 868 3 6:00 PM 0 0 0 0 0 111 0 0 27 0 0 0 149 56 1 0 0 160 251 5 754 6 6:15 PM 0 0 0 0 •0 132 0 0 32 0 0 0 147 36 0 0 0 152 229 1 728 1 6:30 PM 0 0 0 0 0 122 0 0 28 0 0 0 126 38 0 0 1 176 218 1 709 1 Max. 15 min. 0 0 0 0 0 169 0 0 48 0 0 0 247 105 2 0 1 190 318 5 1000 6 Pk. Hr. Vol. 0 0 0 0 0 524 0 0 122 0 0 0 710 278 3 0 0 707 1136 3 3477 6 4:45 PM Peak Intersection Traffic in Pk. Hr. = 3477 5:45 PM Hour Intersecfion Pdstms in Pk. Hr. = 6 Peak Hr. Factor 0.87 1-5 Southbound Ramps at Palomar Airport Road Lane Configurafion for Intersecfion Capacity Utilizafion Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:30 AM to 8:30 AM Left Thru Right Left Thra Right Left Thru Right Left Thra Right Lane Inside 1 1 Config - (left) 2 1 urations 3 1 1 1 4 1 1 5 6 1 1 Outside 7 Free-flow 1 Lane Setfings 0 0 0 2 0 1 0 3 0 0 2 0 Capacity 0 0 0 3600 0 1800 0 6000 0 0 4000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N) 7 N Efficiency Lost Factor 0.10 Hourly Volume 0 0 0 834 0 267 0 399 96 0 544 323 Adjusted Hourly Volume 0 0 0 834 0 267 0 495 0 0 544 0 Utilization Factor 0.00 0.00 0.00 0.23 0.00 0.15 0.00 0.08 0.00 0.00 0.14 0.00 Crifical Factors 0.00 0.00 0.23 0.00 0.14 ICU Rafio 0.47 LOS = A Tuming Movements at Intersection of: 1-5 Southbound Ramps and Palomar Airport Road W e s t A P P Time : 7:30 AM to 8:30 AM Date: 07/16/02 Day: Tuesday Name : Kevin, Eddie Totals 1306 Sub- totals 811 495 0 399 96 Subtotals Total North Approach 1101 267 0 i 1 96 0 0 96 North 1-5 Southbound Ramps 1424 0 834 7 i t 7 t r 323 323 544 0 Total Subtotals Sub- totals 867 1233 Palomar Airport Road Totals 2100 E a s t A P P r South Approach Note : Left-tum volumes include U-tums. U-tums in bold. 1-5 Southbound Ramps at Palomar Airport Road Lane Configuration for Intersection Capacity Ufilization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 4:45 PM to 5:45 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 Config - (left) 2 urafions 3 4 5 6 Outside 7 Free-flow 1 1 1 1 1 1 1 1 1 1 Lane Settings 0 0 0 2 0 1 0 3 0 0 2 0 0 0 Capacity Are the North/South phases split (Y/N)? Are the East/West phases split (Y/N)? Efficiency Lost Factor 0.10 Hourly Volume 0 Adjusted Hourly Volume 0 Ufilization Factor 0.00 Critical Factors 0 N N 3600 0 1800 6000 0 4000 0 0 0 524 0 122 0 710 278 0 707 .1136 0 0 524 0 122 0 988 0 0 707 0 0.00 0.00 0.15 0.00 0.07 0.00 0.16 0.00 0.00 0.18 0.00 0.00 0.00 0.15 0.00 0.18 ICU Ratio 0.43 LOS = Tuming Movements at Intersection of: 1-5 Southbound Ramps and Palomar Airport Road W e s t A P P r Time : 4:45 PM to 5:45 PM Date: 07/16/02 Day : Tuesday Name : Kevin, Eddie Totals 1817 Sub- totals 829 988 0 710 278 Subtotals Total North Approach 122 278 646 0 North 0 0 0 0 278 1-5 Southbound Ramps 1782 0 524 7 i L • t 1 7 t r 1136 1136 707 0 Total Subtotals Sub- totals 1843 1234 Palomar Airport Road Totals 3077 E a s t A P P r South Approach Note : Left-tum volumes include U-tums. U-tums in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2002 INTERSECTION ANALYSIS SUMMARY Intersection Number: 50 Intersection Location: I-5/Palomar Airport Road Northbound Ramp Contents: Turn Movement Count Summary Page 1 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Page 2 Turn Movement Diagram P.M. Peak Hour ICU Analysis and Turn Movement Diagram Page 3 1 1 CK ENGINEERING 3) COMPANY RICK ENGINEERING TURNING MOVEMENT ANALYSIS City: Carlsbad Intersecfion of: N/S Sfreet: 1-5 Northbound Ramps E/W Sfreet: Palomar Airport Road File: 2002 Int #50 Data Collected by : Matt, John Page 1 of 3 Count Date: 07/16/02 Day: Tuesday Weather: Sunny Traffic Confrol: Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Tm Thra Right Peds Left U-Tm Thra Right Peds Left U-Tm Thra Right Peds Left U-Tm Thru Right Peds Vehicles Peds 6:15 AM 14 0 0 149 0 0 0 0 0 0 12 0 131 0 2 0 0 189 67 . 0 562 2 6:30 AM 23 0 0 153 0 0 0 0 0 0 8 0 127 0 1 0 0 173 83 0 567 1 6:45 AM 23 0 0 164 0 0 0 0 0 0 14 1 183 0 1 0 0 207 62 • 0 654 1 7:00 AM 21 0 0 217 0 0 0 0 0 0 11 0 217 0 0 0 0 142 82 0 690 0 7:15 AM 30 0 0 222 0 0 0 0 0 0 9 0 217 0 1 0 0 178 102 1 758 2 7:30 AM 40 0 0 273 0 0 0 0 0 0 23 0 220 0 5 0 0 180 92 0 828 5 7:45 AM * 39 0 0 314 0 0 0 0 0 0 22 1 351 0 3 0 0 187 127 0 1041 3 8:00 AM * 40 0 0 394 0 0 0 0 0 0 13 0 333 0 1 0 0 150 132 2 1062 3 8:15AM * 55 0 0 287 0 0 0 0 0 0 13 0 283 0 1 0 0 160 120 0 918 1 8:30 AM * 44 0 0 296 0-0 0 0 0 0 27 0 293 0 4 0 0 182 105 1 947 5 8:45 AM 53 0 0 253 0 0 0 0 0 0 16 0 211 0 4 0 0 196 112 0 841 4 9:00 AM 52 0 0 278 0 0 0 0 0 0 24 0 227 0 0 0 0 187 114 0 882 0 Max. 15 min. 55 0 0 394 0 0 0 0 0 0 27 1 351 0 5 0 0 207 132 2 1062 • 5 Pk. Hr. Vol. 178 0 0 1291 0 0 0 0 0 0 75 1, 1260 0 9 0 0 679 484 3 3968 12 7:30 AM Peak Intersection Traffic in Pk. Hr. = 3968 Peak Hr. Factor 0.93 8:30 AM Hour Intersecfion Pdstms in Pk. Hr. = 12 3:45 PM 31 0 0 176 0 0 0 0 0 0 69 0 257 0 0 0 0 397 218 0 1148 0 4:00 PM 46 0 0 182 0 0 0 0 0 0 44 0 240 0 2 0 0 377 217 1 1106 3 4:15 PM 43 0 0 161 0 0 0 0 0 0 39 0 240 0 3 0 0 357 191 0 1031 3 4:30 PM 21 0 0 166 0 0 0 0 0 0 41 2 222 0 3 0 0 334 207 • 0 993 _ 3 4:45 PM 41 0 0 160 0 0 0 0 0 0 55 0 255 0 1 0 0 406 237 0 1154 1 5:00 PM * 30 0 0 183 0 0 0 0 0 0 33 0 240 0 0 0 0 410 240 0 1136 0 5:15 PM * 35 0 0 155 0 0 0 0 0 0 52 0 306 0 2 0 0 437 311 1 1296 3 5:30 PM * 25 0 0 146 0 0 0 0 0 0 44 0 232 0 1 0 0 415 258 0 1120 1 5:45 PM * 33 0 0 153 0 0 0 0 0 0 64 0 283 0 4 0 0 443 214 1 1190 5 6:00 PM 33 0 0 181 0 0 0 0 0 0 52 0 236 0 14 0 0 376 158 2 1036 16 6:15 PM 35 0 0 161 0 0 0 0 0 0 23 0 249 0 1 0 0 352 195 0 1015 1 6:30 PM 27 0 0 138 0 0 0 0 0 0 44 1 234 0 0 0 0 372 159 1 975 1 Max. 15 min. 46 0 0 183 0 0 0 0 0 0 69 2 306 0 14 0 0 443 311 2 1296 16 Pk. Hr. Vol. 123 0 0 637 0 0 0 0 0 0 193 0 1061 0 7 0 0 1705 1023 2 4742 9 4:45 PM Peak Intersection Traffic in Pk. Hr. = 4742 5:45 PM Hour Intersection Pdsfins in Pk. Hr. = 9 Peak Hr. Factor 0.91 1-5 Northbound Ramps at Palomar Airport Road Lane Configuration for Intersecfion Capacity Ufilizafion Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:30 AM to 8:30 AM Left Thra Right Left Thra Right Left Thru Right Left Thra Right Lane Inside 1 Config - (left) 2 1 I 1 urations 3 1 1 1 4 1 1 1 5 1 1 6 1 Outside 7 1 Free-flow Lane Settings 0 1 2 0 0 0 1 3 0 0 3 2 Capacity 0 2000 3600 0 0 0 1800 6000 0 0 6000 3600 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N) 7 N Efficiency Lost Factor 0.10 Hourly Volume 178 0 1291 0 0 0 76 1260 0 0 679 484 Adjusted Hourly Volume 0 178 1291 0 0 0 76 1260 •0 0 679 484 Utilization Factor 0.00 0.09 0.36 0.00 0.00 0.00 0.04 0.21 0.00 0.00 0.11 0.13 Critical Factors 0.36 0.00 0.21 0.00 ICU Ratio 0.67 LOS = B # Tuming Movements at Intersection of: 1-5 Northbound Ramps and Palomar Airport Road W e s t A P P r Time : 7:30 AM to 8:30 AM Date: 07/16/02 Day : Tuesday Name : Matt, John Sub- Totals totals 2194 858 1336 North Approach 76 1260 0 Subtotals Total North 1-5 Northbound Ramps 559 0 0 7 i L t 7 17 178 0 1291 0 1469 1469 559 484 679 0 Total Subtotals Sub- totals 1163 Totals 3714 2551 Palomar Airport Road E a s t A P P South Approach Note : Left-tum volumes include U-tums. U-tums in bold. 1-5 Northbound Ramps at Palomar Airport Road Lane Configurafion for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) . North Appr (SB) West Appr (EB) East Appr (WB) 4:45 PM to 5:45 PM Left Thru Right Left Thru Right Left Thra Right Left Thra Right Lane Inside 1 Config- (left) 2 1 1 urations 3 1 4 1 5 6 Outside 7 Free-flow 1 1 1 1 1 1 1 1 1 Lane Settings 0 1 2 0 0 0 1 3 0 0 3 2 0 Capacity Are the North/South phases split (Y/N)? Are the East/West phases split (Y/N)? Efficiency Lost Factor 0.10 Hourly Volume 123 0 Adjusted Houriy Volume 0 123 Ufilizafion Factor 0.00 0.06 Critical Factors 2000 3600 N N 1800 6000 637 637 0.18 0.18 0.00 0.00 0.00 0 0 0.00 193 193 0.11 o.n 1061 1061 0.18 0 0 0.00 0 0 0.00 6000 3600 1705 1023 1705 1023 0.28 0.28 0.28 ICURafio = 0.67 LOS= B Tuming Movements at Intersection of: 1-5 Northbound Ramps and Palomar Airport Road W e s t A P P r Time : 4:45 PM to 5:45 PM Date: 07/16/02 Day : Tuesday Name : Matt, John Totals 3082 Sub- totals 1828 1254 193 1061 0 Subtotals Total North Approach North 123 0 0 760 760 1-5 Northbound Ramps 1216 0 0 t 7 t r 637 1216 1023 1705 0 Total Subtotals Sub- totals 2728 1698 Palomar Airport Road Totals 4426 E a s t A P P r South Approach Note : Left-tum volumes include U-tums. U-tums in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2002 INTERSECTION ANALYSIS SUMMARY Intersection Number: 51 Intersection Location: I-5/Poinsettia Lane Southbound Ramp Contents: Turn Movement Count Summary (A.M. and P.M.) Page 1 A.M. Peak Hour ICU Analysis and Turn Movement Diagram Page 2 P.M. Peak Hour ICU Analysis and Turn Movement Diagram Page 3 CK ENGINEERING COMPANY RICK ENGINEERING TURNING MOVEMENT ANALYSIS City: Carisbad Intersection of: N/S Stteet: 1-5 Southbound Ramps E/W Sfreet: Poinsettia Lane Count Date : 07/31/02 Day: Wednesday Weather: Sunny File: 2002 Int #51 Data Collected by : Matt, Chris Traffic Confrol: Signalized Page 1 of 3 End of 15 min. prd. 6:15 AM 6:30 AM 6:45 AM 7:00 AM 7:15 AM 7:30 AM 7:45 AM 8:00 AM 8:15 AM 8:30 AM 8:45 AM 9:00 AM Max. 15 min. Pk. Hr Vol. South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total Left U-Tm Thra Right Peds Left U-Tm Thra Right Peds Left U-Tm Thra Right Peds Left U-Tm Thra Right Peds Vehicles Peds 0 0 0 0 0 12 0 0 7 0 0 0 22 24 1 79 0 61 0 0 205 1 0 0 0 0 0 19 0 0 20 0 0 0 33 21 2 90 0 47 0 0 230 2 0 0 0 0 0 36 0 0 14 0 0 0 23 29 1 110 0 80 0 1 292 2 0 0 0 0 0 43 0 0 13 0 0 0 38 22 3 96 0 90 0 3 302 6 0 0 0 0 0 30 0 0 26 0 0 0 . 43 24 3 135 0 85 0 0 343 3 0 0 0 0 0 43 0 1 26 0 0 0 63 20 1 102 0 113 0 0 368 1 0 0 0 0 0 40 0 0 26 0 0 0 79 17 1 93 0 99 0 0 354 1 0 0 0 0 0 43 0 0 47 0 0 0 88 17 0 106 0 105 0 2 406 2 0 0 0 0 0 58 0 0 31 0 0 0 84 28 2 122 0 84 0 0 407 2 0 0 0 0 0 36 0 0 49 0 0 0 79 31 1 109 0 102 0 1 406 2 0 0 0 0 0 61 0 0 54 0 0 0 91 35 6 107 0 113 0 0 461 6 0 0 0 0 0 55 0 0 59 0 0 0 88 36 2 103 0 120 0 1 461 3 0 0 0 0 0 61 0 1 59 0 0 0 91 36 6 135 0 120 0 3 461 6 0 0 0 0 0 210 0 0 193 0 0 0 342 130 11 441 0 419 0 2 1735 13 8:00 AM Peak 9:00 AM Hour Intersection Pdstms in Pk. Hr. = 1735 13 Peak Hr. Factor 0.94 3:45 PM 0 0 0 0 0 51 0 0 31 0 0 0 155 49 8 87 0 117 0 1 490 9 4:00 PM 0 0 0 0 0 71 0 0 38 0 0 0 114 30 0 80 0 121 0 0 454 0 4:15 PM 0 0 0 0 0 65 0 2 37 0 0 0 128 43 0 83 0 151 0 1 509 1 4:30 PM 0 0 0 0 0 44 0 0 40 0 0 0 130 46 0 77 0 146 0 0 483 0 4:45 PM 0 0 0 0 0 70 0 0 21 0 0 0 178 47 0 105 0 135 0 1 556 1 5:00 PM 0 0 0 0 0 44 0 1 51 0 0 0 135 39 1 108 0 160 0 1 538 2 5:15 PM •* 0 0 0 0 0 76 0 1 49 0 0 0 157 33 3 118 0 140 0 1 574 4 5:30 PM * 0 0 0 0 0 84 0 0 50 0 0 0 178 53 0 152 0 174 0 2 691 2 5:45 PM * 0 0 0 0 0 73 0 0 56 0 0 0 159 43 0 160 0 150 0 3 641 3 6:00 PM * 0 0 0 0 0 80 0 0 28 0 0 0 188 44 0 117 0 128 0 1 585 1 6:15 PM 0 0 0 0 0 52 0 2 49 0 0 0 138 33 1 115 0 144 0 1 533 2 6:30 PM 0 0 0 0 0 74 0 1 36 0 0 0 161 47 2 85 0 104 0 3 508 5 Max. 15 min. 0 0 0 0 0 84 0 2 56 0 0 0 188 53 8 160 0 174 0 3 691 9 Pk. Hr. Vol. 0 0 0 0 0 313 0 1 183 0 0 0 682 173 3 547 0 592 0 7 2491 10 Peak Hr. Factor 0.90 6:00 PM Hour Intersection Pdstms in Pk. Hr. = 10 1-5 Southbound Ramps at Poinsettia Lane Lane Configuration for Intersection Capacity Utilization Page 2 of3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 8:00 AM to 9:00 AM Left Thra Right Left Thra Right Left Thru Right Left Thru Right Lane Inside 1 I I 1 Config - (left) 2 1 1 1 1 urations 3 1 1 1 4 5 6 1 Outside 7 Free-flow Lane Settings 0 0 P 2 0 1 0 2 1 2 2 0 Capacity 0 0 0 3600 0 1800 0 4000 1800 3600 4000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 0 0 0 210 0 193 0 342 130 441 419 0 Adjusted Hourly Volume 0 0 0 210 0 193 0 342 130 441 419 0 Ufilizafion Factor 0.00 0.00 0.00 0.06 0.00 0.11 0.00 0.09 0.07 0.12 0.10 0.00 Critical Factors 0.00 0.11 0.09 0.12 ICURafio = 0.42 LOS^ Tuming Movements at Intersection of: 1-5 Southbound Ramps and Poinsettia Lane W e s t A P P r Time : 8:00 AM to 9:00 AM Date: 07/31/02 Day: Wednesday Name : Matt, Chris Totals 1084 Sub- totals 612 472 0 342 130 Subtotals Total North Approach 193 571 403 0 North 0 0 0 0 571 403 0 210 1-5 Southbound Ramps Total 7 i U • t 7 t r 0 0 419 441 Subtotals Sub- totals 860 552 Poinsettia Lane Totals 1412 E a s t A P P r South Approach Note : Left-tum volumes include U-tums. U-tums in bold. 1-5 Southbound Ramps at Poinsettia Lane Lane Configuration for Intersecfion Capacity Utilization Page 3 of3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 5:00 PM to 6:00 PM Left Thra Right Left Thru Right Left Thra Right Left Thru Right Lane Inside 1 1 1 1 Config - (left) 2 1 1 1 , 1 urations 3 I 1 1 4 5 1 Outside 6 7 Free-flow Lane Settings 0 0 0 2 0 I 0 2 1 2 2 0 Capacity 0 0 0 3600 0 1800 0 4000 1800 3600 4000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Houriy Volume 0 0 0 313 1 183 0 682 173 547 592 0 Adjusted Hourly Volume 0 0 0 314 0 183 0 682 173 547 592 0 Utilization Factor 0.00 0.00 0.00 0.09 0.00 0.10 0.00 0.17 O.IP 0.15 0.15 0.00 Critical Factors 0.00 0.10 0.17 0.15 ICURafio = 0.52 LOS= A Tuming Movements at Intersection of: 1-5 Southbound Ramps and Poinsettia Lane W e s t A p p Time : 5:00 PM to 6:00 PM Date: 07/31/02 Day: Wednesday Name : Matt, Chris Totals 1630 Sub- totals 775 855 0 682 173 Subtotals Total North Approach 183 i 721 0 0 721 North 1-5 Southbound Ramps 497 497 0 1 313 J \ 7 \ 7 t r 0 592 547 0 Total Subtotals Sub- totals 1139 995 Poinsettia Lane Totals 2134 E a s ,t A P P South Approach Note : Left-tum volumes include U-tums. U-tums in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2002 INTERSECTION ANALYSIS SUMMARY Intersection Number: 52 Intersection Location: I-5/Poinsettia Lane Northbound Ramp Contents: Turn Movement Count Summary Page 1 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Page 2 Turn Movement Diagram P.M. Peak Hour ICU Analysis and Turn Movement Diagram Page 3 CK ENGINEERING COMPANY RICK ENGINEERING TURNING MOVEMENT ANALYSIS City: Carisbad Intersecfion of: N/S Sfreet: 1-5 Northbound Ramps E/W Sfreet: Poinsettia Lane Page 1 of 3 File: 2002 Int #52 Data Collected by : L'Tanya, Darren Count Date : 07/31/02 Day: Wednesday Weather: Sunny Traffic Conttol : Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Tm Thra Right Peds Left U-Tm Thra Right Peds Left U-Tm Thra Right Peds Left U-Tm Thra Right Peds Vehicles Peds 6:15 AM 16 0 0 33 0 0 0 0 0 0 15 0 23 0 1 0 0 118 37 1 242 2 6:30 AM 13 0 0 23 0 0 0 0 0 0 21 0 33 0 2 0 0 126 50 1 266 3 6:45 AM 16 0 0 42 0 0 0 0 0 0 11 0 40 0 2 0 0 168 43 3 320 5 7:00 AM 28 0 0 63 0 0 0 0 0 0 22 0 63 0 2 0 . 0 147 70 2 393 4 7:15 AM 18 0 0 67 0 0 0 0 0 0 18 0 49 0 4 0 0 206 58 2 416 6 7:30 AM * 27 0 0 80 0 0 0 0 0 0 33 0 79 0 1 0 0 188 91 2 498 3 7:45 AM * 32 0 0 102 0 0 0 0 0 0 24 0 91 0 1 0 0 191 85 1 525 2 8:00 AM * 35 0 0 145 0 0 0 0 0 0 40 0 94 0 0 0 0 153 80 2 547 2 8:15 AM * 23 0 0 87 0 0 0 0 0 0 29 0 95 0 2 0 0 158 59 1 451 3 8:30 AM 35 0 1 100 0 0 0 0 0 0 34 0 91 0 1 0 0 172 60 2 493 3 8:45 AM 49 0 1 92 0 0 0 0 0 0 39 0 109 0 6 0 0 166 72 1 528 7 9:00 AM 46 0 0 91 0 0 0 0 0 0 35 0 96 0 1 0 0 176 78 4 522 5 Max. 15 min. 49 0 1 145 0 0 0 0 0 0 40 0 109 0 6 0 0 206 91 4 547 7 Pk. Hr. Vol. 117 0 0 414 0 0 0 0 0 0 126 0 359 0 4 0 0 690 315 6 2021 10 . 7:15 AM Peak Intersection Traffic in Pk. Hr. 2021 Peak Hr. Factor 0.92 8:15 AM Hour Intersection Pdstms in Pk. Hr. = 10 3:45 PM 48 0 4 108 0 0 0 0 0 0 43 0 153 0 7 0 1 153 74 0 584 7 4:00 PM 42 0 1 114 0 0 0 0 0 0 24 0 150 0 0 0 0 170 70 3 571 3 4:15 PM 62 0 0 110 0 0 0 0 0 0 34 0 151 0 0 0 0 181 58 0 596 0 4:30 PM 60 0 3 107 0 0 0 0 0 0 30 1 137 0 0 0 0 159 54 0 551 0 4:45 PM 92 0 3 122 0 0 0 0 0 0 33 0 ,189 0 0 0 0 197 59 3 695 3 5:00 PM 53 0 2 109 0 0 0 0 0 0 18 0 128 0 1 0 0 151 40 3 501 4 5:15 PM * 63 0 2 134 0 0 0 0 0 0 31 0 207 0 3 0 0 237 65 5 739 8 5:30 PM * 53 0 1 118 0 0 0 0 0 0 34 0 187 0 0 0 0 235 35 1 663 1 5:45 PM * 60 0 1 146 0 0 0 0 0 0 36 0 204 0 0 0 0 242 40 3 729 3 6:00 PM * 35 0 0 135 0 0 0 0 0 0 28 1 227 0 0 0 0 203 50 5 679 5 6:15 PM 50 0 1 130 0 0 0 0 0 0 27 0 138 0 0 0 0 210 48 4 604 4 6:30 PM 37 0 2 70 0 0 0 0 0 0 41 0 181 0 1 0 0 143 45 2 519 3 Max. 15 min. 92 0 4 146 0 0 0 0 0 0 43 1 227 0 7 0 1 242 74 5 739 8 Pk. Hr. Vol. 211 0 4 533 0 0 0 0 0 0 129 1 825 0 3 0 0 917 190 14 2810 17 Peak Hr. Factor 0.95 6:00 PM Hour Intersection Pdstms in Pk. Hr. 17 1-5 Northbound Ramps at Poinsettia Lane Lane Configurafion for Intersection Capacity Utilization Page 2 of3 Pk. Hr. Time Period : South Appr (NB) Nbrth Appr (SB) West Appr (EB) East Appr (WB) 7:15 AM to 8:15 AM Left Thra Right Left Thru Right Left Thru Right Left Thra Right Lane Inside 1 1 1 1 1 Config - (left) 2 1 1 1 urations 3 1 1 I 4 5 1 Outside 6 7 Free-flow Lane Settings 0 1 2 0 0 0 1 2 0 0 3 1 Capacity 0 2000 3600 0 0 0 1800 4000 0 0 6000 1800 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N) 7 N Efficiency Lost Factor 0.10 Hourly Volume 117 0 414 0 0 0 126 359 0 0 690 315 Adjusted Hourly Volume 0 117 414 0 0 0 126 359 0 0 690 315 Utilization Factor 0.00 0.06 0.12 0.00 0.00 0.00 0.07 0.09 0.00 0.00 0.12 0.18 Crifical Factors 0.12 0.00 0.07 0.18 ICU Ratio 0.47 LOS = A Tuming Movements at Intersection of: 1-5 Northbound Ramps and Poinsettia Lane W e s t A P P Time : 7:15 AM to 8:15 AM Date: 07/31/02 Day : Wednesday Name : L'Tanya, Darren Totals 1292 Sub- totals 807 485 126 359 0 Subtotals Total North Approach 117 0 531 0 0 North 0 531 1-5 Northbound Ramps 441 0 0 <— 7 t r 414 441 315 690 0 Total Subtotals Sub- totals 1005 773 Poinsettia Lane Totals 1778 E a s t A P P r South Approach Note : Left-tum volumes include U-tums. U-tums in bold. 1-5 Northbound Ramps at Poinsettia Lane Lane Configuration for Intersecfion Capacity Utilizafion Page 3 of 3 lPk.Hr. Time Period: South Appr (NB) ' North Appr (SB) West Appr (EB) East Appr (WB) 5:00 PM to 6:00 PM Left Thru Right Left Thru Right Left Thru Right Left Thra Right Lane Inside 1 1 1 Config- (left) 2 1 urafions 3 1 4 5 6 Outside 7 Free-flow 1 1 1 1 1 1 1 Lane Settings 0 1 2 0 0 0 1 2 0 0 3 1 Capacity 0 2000 3600 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N 0 1800 4000 0 0 6000 1800 Efficiency Lost Factor 0.10 Hourly Volume 211 4 533 0 0 0 130 825 0 0 917 190 Adjusted Hourly Volume • 0 215 533 0 0 0 130 825 0 0 917 190 Ufilizafion Factor 0.00 0.11 0.15 0.00 0.00 0.00 0.07 0.21 0.00 0.00 0.15 0.11 Crifical Factors 0.15 0.00 0.07 0.15 ICURafio = 0.47 LOS = A Tuming Movements at Intersection of; 1-5 Northbound Ramps and Poinsettia Lane W e s t A P P r Time : 5:00 PM to 6:00 PM Date: 07/31/02 Day: Wednesday Name : L'Tanya, Darren Totals 2084 Sub- totals 1129 955 130 825 0 Subtotals Total North Approach 211 0 748 North 4 748 1-5 Northbound Ramps 323 0 0 7 t r 533 323 190 917 0 Total Subtotals Sub- totals 1107 1358 Poinsettia Lane Totals 2465 E a s t A P P South Approach Note : Left-tum volumes include U-tums. U-tums in bold. ll ll CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2002 INTERSECTION ANALYSIS SUMMARY Intersection Number: 53 Intersection Location: 1-5/La Costa Avenue Southbound Ramp Contents: Turn Movement Count Summary (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Turn Movement Diagram P.M. Peak Hour ICU Analysis and Turn Movement Diagram Page 1 Page 2 Page 3 CK ENGINEERING COMPANY RICK ENGINEERING TURNING MOVEMENT ANALYSIS City: Carisbad Intersection of: N/S Sfreet: 1-5 Southbound Ramps E/W Sfreet: La Costa Avenue File: 2002 Int #53R Data Collected by : Matt, Bobby Page 1 of 3 Count Date: 08/14/02 Day: Wednesday Weather: Sunny Traffic Conttol: Signalized South Approach (NB) North Approach (SB) End of 15 min. prd. Left U-Tm Thra Right Peds Left U-Tm Thra Right Peds Left U-Tm Thra Right Peds Left U-Tm Thra Right Peds Vehicles Peds 6:15 AM 0 0 0 0 0 27 0 0 12 0 0 0 34 24 0 123 0 27 0 2 247 2 6:30 AM 0 0 0 0 0 36 0 I 39 0 0 0 43 24 1 157 0 56 0 0 356 1 6:45 AM 0 0 0 0 0 75 0 0 24 0 0 0 57 29 1 145 0 57 0 0 387 1 7:00 AM 0 0 0 0 0 65 0 0 42 0 0 0 66 20 0 147 0 76 0 0 416 0 7:15 AM 0 0 0 0 0 62 0 0 58 0 0 0 65 28 0 119 0 52 0 0 384 0 7:30 AM * 0 0 0 0 0 87 0 2 53 0 0 0 92 25 0 128 0 57 0 0 444 0 7:45 AM * 0 0 0 0 0 84 0 0 51 0 0 0 73 20 0 116 0 74 0 0 418 0 - 8:00 AM * 0 0 0 0 0 84 0 2 28 0 0 0 111 19 0 110 0 68 0 0 422 0 8:15 AM * 0 0 0 0 0 98 0 0 •32 0 0 0 96 19 0 125 0 24 0 0 394 0 8:30 AM 0 0 0 0 0 79 0 0 23 0 0 0 97 14 0 112 0 63 0 0 388 0 8:45 AM 0 0 0 0 0 71 0 0 32 0 0 0 128 20 1 108 0 64 0 0 423 1 9:00 AM 0 0 0 0 0 67 0 0 25 0 0 0 112 22 0 82 0 53 0 1 361 1 Max. 15 min. Pk. Hr. Vol. 0 0 0 0 0 0 0 0 0 0 98 353 0 0 2 4 58 164 0 0 0 0 0 0 128 372 29 83 1 0 157 479 0 0 76 223 0 0 2 0 444 1678 2 0 • 7:15 AM Peak Intersection Traffic in Pk. Hr. = 1678 8:15 AM Hour Intersecfion Pdsfins in Pk. Hr. = 0 West Approach (EB) Peak Hr. Factor East Approach (WB) 0.94 15 min Total 3:45 PM 0 0 0 0 0 74 0 0 38 0 0 0 116 28 1 111 0 84 0 0 451 1 4:00 PM 0 0 0 0 0 76 0 2 36 0 0 0 103 28 0 112 0 82 0 0 439 0 4:15 PM 0 0 0 0 0 75 0 1 42 0 0 0 152 26 0 104 0 86 0 0 486 0 4:30 PM 0 0 0 0 0 66 0 1 40 0 0 0 124 16 0 138 0 105 0 1 490 1 4:45 PM 0 0 0 0 0 90 0 0 51 0 0 0 168 30 0 106 0 67 0 1 512 1 5:00 PM 0 0 0 0 0 84 0 0 33 0 0 0 119 22 0 120 0 111 0 0 489 0 5:15 PM 0 0 0 0 0 88 0 0 37 0 0 0 122 27 0 132 0 118 0 0 524 0 5:30 PM * 0 0 0 0 0 106 0 0 47 0 0 0 147 33 0 159 0 94 0 0 586 0 5:45 PM * 0 0 0 0 0 101 0 1 41 0 0 0. 128 20 0 144 0 105 0 0 540 0 6:00 PM * 0 0 0 0 0 86 0 0 53 0 0 0 104 22 0 103 0 85 0 0 453 0 6:15 PM * 0 0 0 0 0 75 0 2 43 0 0 0 119 24 0 203 0 180 0 0 646 0 6:30 PM 0 0 0 0 0 72 0 1 36 0 0 0 102 42 0 63 0 58 0 1 374 1 Max. 15 min. 0 0 0 0 0 106 0 2 53 0 0 0 168 42 1 203 0 180 0 / 1 646 1 Pk. Hr. Vol. 0 0 0 0 0 368 0 3 184 0 0 0 498 99 0 609 0 464 0 0 2225 0 5:15 PM Peak Intersection Traffic in Pk. Hr. = 2225 Peak Hr. Factor 0.86 6:15 PM Hour Intersection Pdstms in Pk. Hr. 1-5 Southbound Ramps at La Costa Avenue Lane Configuration for Intersecfion Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) . North Appr (SB) . West Appr (EB) East Appr (WB) 7:15 AM to 8:15 AM Left Thru Right Left Thru Right Left Thru Right Left Thra Right Lane Inside 1 1 I 1 Config - (left) 2 1 1 1 1 1 urations 3 I 1 4 5 1 Outside 6 7 Free-flow Lane Setfings 0 0 0 2 0 1 0 2 0 2 2 0 Capacity 0 0 0 3800 0 1800 0 4000 0 3600 4000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N) 7 N Efficiency Lost Factor 0.10 Hourly Volume 0 0 0 353 4 164 0 372 83 479 223 0 Adjusted Hourly Volume 0 0 0 357 0 164 0 455 0 479 223 0 Utilization Factor 0.00 0.00 0.00 0.09 0.00 0.09 0.00 0.11 0.00 0.13 0.06 0.00 Critical Factors 0.00 0.00 0.09 0.11 0.13 ICU Ratio 0.43 LOS = A Tuming Movements at Intersecfion of: 1-5 Southbound Ramps and La Costa Avenue W e s t A P P r Time : 7:15 AM to 8:15 AM Date: 08/14/02 Day: Wednesday Name : Matt, Bobby Totals 842 Sub- totals 387 455 0 372 83 Subtotals Total North Approach 164 566 0 0 566 521 4 North 1-5 Southbound Ramps 521 0 353 7 i U t 7 t r 0 223 479 Total Subtotals Sub- totals 702 725 La Costa Avenue Totals 1427 E a s t A P P r South Approach Note : Left-tum volumes include U-tums. U-tums in bold. 1-5 Southbound Ramps at La Costa Avenue Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 5:15 PM to 6:15 PM Left Thru Right Left Thru Right Left Thru Right Left Thra Right Lane Inside 1 1 1 1 Config - (left) 2 1 1 1 1 1 urations 3 1 1 4 5 1 Outside 6 7 Free-flow Lane Settings 0 1 0 2 0 I 0 2 0 2 2 0 Capacity 0 2000 0 3600 0 1800 0 4000 0 3600 4000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 0 0 0 368 3 184 0 498 99 609 464 , 0 Adjusted Hourly Volume 0 0 0 371 0 184 0 597 0 609 464 0 Ufilization Factor O'OO 0.00 0,00 0.10 0.00 O.IO 0.00 0.15 0.00 0.17 0.12 0.00 Critical Factors 0.00 O.IO 0.15 0.17 ICURafio = 0.52 LOS^ Tuming Movements at Intersection of: 1-5 Southbound Ramps and La Costa Avenue W e s t A P P r Time: 5:15PM to 6:15 PM Date: 08/14/02 Day: Wednesday Name : Matt, Bobby Totals 1245 Sub- totals 648 597 0 498 99 Subtotals Total North Approach 184 711 0 0 711 555 3 North 1-5 Southbound Ramps 555 0 368 7 i U 7 t r 0 464 609 Total Subtotals Sub- totals 1073 866 La Costa Avenue Totals 1939 E a s t A P P r South Approach Note : Left-tum volumes include U-tums. U-tums in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2002 INTERSECTION ANALYSIS SUMMARY Intersection Number: 54 Intersection Location: I-5/La Costa Avenue Northbound Ramp Contents: Turn Movement Count Summary (A.M. and P.M.) Page 1 A.M. Peak Hour ICU Analysis and Turn Movement Diagram Page 2 P.M. Peak Hour ICU Analysis and Page 3 Turn Movement Diagram ENGINEERING COMPANY RICK ENGINEERING TURNING MOVEMENT ANALYSIS City: Carisbad Intersecfion of: N/S Sfreet: 1-5 Northbound Ramps E/W Sfreet: La Costa Avenue File: 2002 Int #54R Data Collected by : Doug, Matt Page 1 of 3 Count Date: 08/14/02 Day: Wednesday Weather: Sunny Traffic Conttol: Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Tm Thra Right Peds Left U-Tm Thra Right Peds Left U-Tm Thra Right Peds Left U-Tm Thra Right Peds Vehicles Peds 6:15 AM 7 0 0 51 0 0 0 0 0 0 16 1 48 0 1 0 0 158 29 0 310 1 6:30 AM 8 0 0 71 0 0 0 0 0 0 19 0 54 0 0 0 0 179 27 0 358 0 6:45 AM 20 0 0 85 0 0 0 0 0 0 30 0 100 0 1 0 0 184 46 0 465 1 7:00 AM 18 0 0 106 0 0 0 0 0 0 39 0 86 0 0 0 0 194 45 0 488 0 7:15 AM 13 0 0 91 0 0 0 0 0 0 25 1 94 0 0 0 0 182 59 0 465 0 7:30 AM * 12 0 0 111 0 0 0 0 0 0 38 0 126 0 0 0 0 174 77 0 538 0 7:45 AM * 18 0 0 121 0 0 0 0 0 0 34 0 137 0 0 0 0 187 90 0 587 0 8:00 AM * 14 0 0 157 0 0 0 0 0 0 47 0 161 0 0 0 0 191 103 0 673 0 8:15 AM * 10 0 2 103 0 0 0 0 0 0 37 0 130 0 0 0 0 158 70 2 510 2 8:30 AM 16 0 0 127 0 0 0 0 0 0 44 0 119 0 0 0 0 153 71 0 530 0 8:45 AM 21 0 0 106 0 0 0 0 0 0 56 0 135 0 0 0 0 164 75 0 557 0 9:00 AM 16 0 0 103 0 0 0 0 0 0 51 0 121 0 0 0 0 158 82 2 531 2 Max. 15 min. 21 0 2 157 0 0 0 0 0 0 56 1 161 0 1 0 0 194 103 2 673 2 Pk. Hr. Vol. 54 0 2 492 0 0 0 0 0 0 156 0 554 0 0 0 0 710 340 2 2308 2 7:15 AM Peak Intersecfion Traffic in Pk. Hr. = 2308 Peak Hr. Factor 0.86 8:15 AM Hour Intersection Pdstms in Pk. Hr. = 2 3:45 PM 34 0 2 121 0 0 0 0 0 0 49 0 129 0 0 0 0 163 108 0 606 0 4:00 PM 26 0 0 143 0 0 0 0 0 0 51 0 146 0 0 0 0 161 158 0 685 0 4:15 PM 23 0 2 120 0 0 0 0 0 0 47 0 149 0 0 0 0 146 97 0 584 0 4:30 PM 31 0 1 135 0 0 0 0 0 0 49 0 142 0 0 0 0 181 102 0 641 0 4:45 PM * 17 0 0 137 0 0 0 0 0 0 64 1 196 0 1 0 0 170 103 0 688 1 5:00 PM * 36 0 0 121 0 0 0 0 0 0 38 1 160 0 0 0 0 175 84 0 615 0 5:15 PM * 34 0 0 145 0 0 0 0 0 0 38 0 168 0 0 0 0 184 97 1 666 1 5:30 PM * 31 0 1 165 0 0 0 0 0 0 40 0 209 0 0 0 0 245 78 0 769 0 5:45 PM 31 0 0' 130 0 0 0 0 0 0 36 0 189 0 0 0 0 204 74 0 664 0 6:00 PM 27 0 0 158 0 0 0 0 0 0 33 0 156 0 0 0 0 167 77 1 618 1 6:15 PM 33 0 2 157 0 0 0 0 0 0 41 0 144 0 0 0 0 186 66 0 629 0 6:30 PM 29 0 0 148 0 0 0 0 0 0 36 1 132 0 0 0 0 175 64 0 585 0 Max. 15 min. 36 0 2 165 0 0 0 0 0 0 64 1 209 0 1 0 0 245 158 1 769 1 Pk. Hr. Vol. 118 0 1 568 0 0 0 0 0 0 180 2 733 0 1 0 0 774 362 1 2738 2 4:30 PM Peak Intersection Traffic in Pk. Hr. = 2738 5:30 PM Hour Intersection Pdsfins in Pk. Hr. = 2 Peak Hr. Factor 0.89 1-5 Northbound Ramps at La Costa Avenue Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:15 AM to 8:15 AM Left Thra Right Left Thru Right Left Thru Right Left Thra Right Lane Inside 1 1 1 1 1 Config - (left) 2 1 1 1 urations 3 1 1 1 4 5 1 Outside 6 7 Free-flow Lane Settings 0 1 2 0 0 0 1 2 0 0 3 1 Capacity 0 2000 3600 0 0 0 1800 4000 0 0 6000 1800 Are the North/South phases split (Y/N)? N Are the East^West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 54 2 492 0 0 0 156 554 0 0 710 340 Adjusted Hourly Volume 0 56 492 0 0 0 156 554 0 0 710 340 Utilization Factor 0.00 0.03 0.14 0.00 0.00 0.00 0.09 0.14 0.00 0.00 0.12 0.19 Crifical Factors 0.14 0.00 0.09 0.19 ICURafio = 0.52 LOS^ Tuming Movements at Intersection of: 1-5 Northbound Ramps and La Costa Avenue W e s t A P P r Time : 7:15 AM to 8:15 AM Date: 08/14/02 Day : Wednesday Name : Doug, Matt Totals 1474 Sub- totals 764 710 156 554 0 Subtotals Total North Approach 54 0 548 North 2 548 1-5 Northbound Ramps 498 0 0 t 7 t r 492 498 340 710 0 Total Subtotals Sub- totals 1050 1046 La Costa Avenue Totals 2096 E a s t A P P r South Approach Note : Left-tuni volumes include U-tums. U-tums in bold. 1-5 Northbound Ramps at La Costa Avenue Lane Configurafion for Intersecfion Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 4:30 PM to 5:30 PM Left Thra Right Left Thru Right Left Thru Right Left Thra Right Lane Inside 1 1 1 1 1 Config - (left) 2 1 1 1 urations 3 1 1 1 4 5 1 Outside 6 7 Free-flow Lane Settings 0 1 2 0 0 0 1 2 0 0 3 1 Capacity 0 2000 3600 0 0 0 1800 4000 0 0 6000 1800 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 118 I 568 0 0 0 182 733 0 0 774 362 Adjusted Hourly Volume 0 119 568 0 0 0 182 733 0 0 774 362 Utilization Factor 0.00 0.06 0.16 0.00 0.00 0.00 0.10 0.18 0.00 0.00 0.13 0.20 Crifical Factors 0.16 0.00 0.10 0.20 ICURafio = 0.56 LOS = Tuming Movements at Intersecfion of: 1-5 Northbound Ramps and La Costa Avenue W e s t A P P r Time : 4:30 PM to 5:30 PM Date: 08/14/02 Day : Wednesday Name : Doug, Matt Totals 1809 Sub- totals 894 915 182 733 0 Subtotals Total North Approach 118 0 687 North 1 687 1-5 Northbound Ramps 543 0 0 7' i U t 7 t r 568 543 362 774 0 Total Subtotals Sub- totals 1136 1301 La Costa Avenue Totals 2437 E a s t A P P r South Approach Note : Left-tum volumes include U-tums. U-tums in bold.