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HomeMy WebLinkAbout; 1998 Traffic Monitoring Program Carlsbad Part 1; 1998 Traffic Monitoring Program Carlsbad Part 1; 1998-01-01Growth Management Plan 1998 Traffic Monitdrini Program CALIFORNIA Prepared for: City of Carlsbad 2075 Las Palmas Drive Carlsbad, CA 92009 (760) 438-1161 Prepared by: VALLEY RESEARCH ANU PL,AINI\ING Valley Research and Planning Associates 9683 Tierra Grande Street, Suite 205 San Diego, CA 92126 (619) 566-1766 TABLE OF CONTENT: Page 1. Introduction Project Overview Annual Report Organization 1-1 1-1 1-3 2. Mid-Block Link Counts 3. Intersection Turn Movement Counts 4. Conclusions 2- 1 3- 1 4- 1 Appendix A - Intersection Summary Appendix B - Mid-Block Summary LIST OF FIGURE' 1- 1 Project Location Map 2- 1 1998 Traffic Monitoring Program - Peak Hour Arterial Levels of Service 3- 1 Intersection Location Map 3-2 1998 AM Peak Hour - Intersection Levels of Service 3-3 1998 PM Peak Hour - Intersection Levels of Service Page 1- 2 2- 2 3- 2 3-9 3-10 LIST OF TABLE' 2- 1 Roadway Segment Levels of Service 3- 1 Intersection Capacity Utilization Analysis Summary Page 2- 3 3- 7 1. INTRODUCTION PROJECT OVERVIEW In attempts by cities across the country to manage growth within their communities, Growth Management Plans have been developed. An important part of a Growth Management Plan is a Traffic Monitoring Program. The Traffic Monitoring Program entails the collection and analysis of data at critical mid-block link count locations and major intersections throughout the community. Typically, data requirements for Traffic Monitoring Programs include the average daily traffic volumes recorded at mid-block locations and peak hour 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 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 tenth year's results of the Grov^h Management Plan Traffic Monitoring Program for the City of Carlsbad. The City of Carlsbad identified forty-nine (49) key intersections and twenty-six (26) key mid-block locations for analysis. Similar efforts occurred during 1989, 1990, 1991, 1992, 1993, 1994, 1995, 1996, and 1997 during June, July, and/or August that provided a basis for comparison. The City of Carlsbad is a coastal community located in Southem California, 35 miles north of San Diego, and the current population is approximately 73,000. Interstate 5 runs 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 Carlsbad Circulafion system includes the following major arterials: El Camino Real, Palomar Airport Road, La Costa Avenue, Rancho Santa Fe Road, Carlsbad Boulevard, and Melrose Drive. The project locafion map. Figure 1-1, shows the alignment of the major roadways throughout Carlsbad and the intersecfions and mid-block locafions evaluated in this year's Traffic Monitoring Program. 1-1 Acervo PROJECT LOCATION MAP Figure 1 -1 Legend: O Intersection Count Location l\/lid-Block Count Location VALLEY RESEARCH AND PLANNING ASSOCIATES 1-2 ANNUAL REPORT ORGANIZATION Valley Research and Planning Associates (VRPA), collected data during the Summer of 1998 at requested mid-block locations and intersections within and adjacent to the City of Carlsbad. The results of this data collecfion effort are included in the appendix at the end of this report. In addifion to the technical appendix, VRPA has prepared a summary section for this Annual Report. Summary informafion is presented in this inifial section of the report, and a descripfion ofthe contents of Chapters 2, 3 and 4 is provided below. As mentioned previously, a total of twenty-six (26) mid-block link count locations were idenfified by the City of Carlsbad for the collection of 1998 average daily traffic (ADT) volume counts. VRPA 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 roadway segment analysis provides a good indication of roadway operations in rural settings, intersections tend to be the dominant factor in traffic operations within the urban sections of most communifies. Thus, the City of Carlsbad idenfified forty-nine (49) key intersecfions 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. Procedures oufiined in the 1994 Highwav Capacitv Manual. Chapter 10, were used to analyze unsignalized all-way stop-controlled and minor-street stop-controlled 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 fiiture traffic monitoring activities are also presented in Chapter 4. 1-3 2. MID-BLOCK LINK COUNTS Mid-block link counts were conducted at twent}'-six (26) locafions throughout the City of Carlsbad and can be idenfified on Figure 2-1. VRPA conducted the link counts using mechanical tube counters that were placed and monitored for uvo 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 assumed a one-direcfion maximum capacity of 1,800 vehicles per lane, per hour, in the peak period. Roadway segment analysis was calculated by a maximum one-direction lane volume to capacity ratio and the corresponding Level of Service (LOS) was determined. Figure 2-1 graphically illustrates the 1998 levels of service during the peak hour. Table 2-1 summarizes and compares the Summer 1998 roadway segment analysis with data from 1994, 1995, 1996, and 1997. After the analysis was completed for the roadway segments, no locations were idenfified as operating at LOS E or F. However, one (1) location was found to operate at LOS D, and one (1) additional location operates at LOS C. Palomar Airport Road east of Melrose Drive was found to operate at LOS D, with a volume to capacity ratio (V/C) of 0.89. Traffic levels have been steadily increasing on this roadway. LOS C was reported in 1996 and LOS D was reported in 1997. Palomar Airport Road between El Camino Real and El Fuerte Street was found to operate in 1998 at LOS C with a V/C of 0.74. This is the first year that this street segment has operated beyond LOS B. The remaining segments operated at LOS A or B for the Summer 1998 count phase. The location ofthe high volume links along with the corresponding level of service is listed below: 1994 1995 1996 1997 1998 Location Summer Summer Summer Summer Summer No, Location LOS LOS LOS LOS LPS 4 Palomar Airport Rd. A B C D D east of Melrose Dr. 3 Palomar Airport Rd. A A B B C between El Camino Real and El Fuerte St. 2-1 Acervo 1998 TRAFFIC MONITORING PROGRAM PEAK HOUR ARTERIAL LEVELS OF SERVICE Figure 2-1 Legend: Mid-Block Count Location and Location Number • LOS A B or C LOS E • LOS D LOS F VALLEY RESEARCH AND PLANNING ASSOCIATES 2-2 Table 2-1 CITY OF CARLSBAD ROADWAY SEGMENT LEVELS OF SERVICE ANALYSIS SUMMARY to Summer 1994 Summer 1995 Summ ler 1996 Summer 1997 Summer 1998 Location Number Segment Segment Location ADT Peak LOS ADT Peak LOS ADT Peak LOS ADT Peak LOS ADT Peak LOS 1 Palomar Airport Rd. Paseo del Norte and Armada Drive 42,895 A 52,811 A 2 Palomar Airport Rd. Yarrow Drive and El Camino Real 17,980 A 22,625 A 24,395 A 26,630 A 30,858 A 3 Palomar Airport Rd. El Camino Real and El Fuerte Street 26,785 A 36,220 A 37,610 B 41,450 B 46,508 C 4 Palomar Airport Rd. East of Melrose Drive 25,385 A 34,615 B 37,925 C 40,545 D 45,510 D 5 El Camino Real Plaza Drive and Marron Road 32,125 A 31,580 A 32,345 A 33,220 A 36,321 A 6 El Camino Real Tamarack Avenue and Kelly Drive 24,700 A 22,730 A 23,945 A 26,615 A 27,474 A 7 El Camino Real Faraday Avenue and Palomar Airport Road 23,000 A 25,150 A 26,475 A 29,445 A 30,996 A 8 El Camino Real Camino Vida Roble and Alga Road/Aviara Parkway 23,415 A 25,150 A 28,070 A 28,486 A 9 El Camino Real Alga Road/Aviara Parkway and La Costa Avenue 27,540 A 30,450 A 30,715 A 32,565 A 34,199 A 10 El Camino Real La Costa Avenue and Levante Street 23,855 A 25,185 A 26,505 A 30,415 A 33,813 A 11 El Camino Real Levante Street and Calle Barcelona 23,825 A 24,770 A 25,905 A 30,220 A 33,995 A 12 Carlsbad Blvd. State Street and Mountain View Drive 13,950 A 14,285 A 13,250 A 12,910 A 15,133 A 13 Carlsbad Blvd. Cannon Road and Cerezo Drive 15,105 A 14,715 A 15,065 A 14,515 A 16,832 A 14 Carlsbad Blvd. Palomar Airport Road and Poinsettia Lane 13.975 A 13.505 A 12,200 A 15,470 A 14,714 A 15 Carlsbad Blvd. Poinsettia Lane and La Costa Avenue 12,775 A 15,010 A 12,175 A 14,870 A .14,970 A 16 La Costa Ave. Romeria Street and Cadencia Street 11,600 A 11,395 A 1 1,280 A 11,370 A 12,231 A 17 Rancho Santa Fe Rd Melrose Drive and La Costa Meadows Drive 25,490 B 23,290 B 23,560 A 23,330 A 25,486 A 18 RajiclK) .Sanla Vc Rd. Questhaven Road and Cadencia Street 20,255 A 19,755 A 20,500 A 20,995 A 22,448 B 19 Rancho Santa Fe Rd. Olivenhain Road and Avenida La Posta/Calle Acervo 10,880 A 11,520 A 11,305 A 11,785 A 11,538 A 20 Carlsbad Village Dr. Pontiac Drive and Victoria Avenue 5,140 A 5,075 A 5,180 A 5,245 A 5,479 A 21 Poinsettia Ln. Paseo del Norte and Batiquitos Drive 12.390 A 12.590 A 15,105 A 18.800 A 21.476 A 22 Tiiinarack Avc. lil Camlno Real and La Portalada Drive 7,265 A 7,075 A 7,045 A 7.270 A 7,302 A 23 Paseo Del Norte Camino del Parque (north) and Palomar Airport Road 7,470 A 8,185 A 8,100 A 8,670 A 8,405 A 24 Paseo Del Norte Palomar Airport Road and Car Country Drive 5,750 A 6,140 A 6,185 A 16,086* A 25 College Blvd. Aston Avenue and Palomar Airport Road 9,820 A 10,205 A 11,410 A 12,680 A 14,386 A 26 Alga Rd. El Camino Real and El Fuerte Street 7,870 A 7,860 A 8,165 A 9,014-A • Increase due to new developmenf. change in count localion or a combinadon of these factors. All twenty-six (26) of the mid-block locafions for this 1998 report were previously analyzed in the 1997 report. Of these twenty-six (26) locations, twenty-three (23) link count stations experienced an increase in ADT from the previous count period. The increases ranged from less than one (1) percent to one hundred sixty (160) percent with an average increase of sixteen (16) percent. The other three (3) sites showed a decrease in the recorded ADT volumes from the previous count period. The decreases ranged from tliree (3) percent to five (5) percent with an average decrease of four (4) percent. Based on the twenty-six (26) comparative locations, overall traffic volumes have increased by fourteen (14) percent during the last year. This is more than the previous year when the annual growth rate averaged eight (8) percent. It should be noted that one location, Paseo del Norte between Palomar Airport Road and Car Country Drive, increased dramatically from 6,185 vehicles per day to 16,086 vehicles per day. This was due to the opening of the Carlsbad Company Stores outlet mall, a change in the count location or a combination of both of these factors. If this location was not included, the average annual growth rate would be eight (8) percent, which is the same as last year. Although traffic grew at a significant pace between 1997 and 1998, only one street segment was found to operate beyond Level of Service C. 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. It is important to recognize that although roadway segment analysis is an accurate assessment of the number of through lanes provided on major street segments, roadway conditions in an urban setting are often detennined by the operations at major intersections. Chapter 3 provides a description of intersection operations in Carlsbad in the Summer 1998 count period. In summary, the information in this chapter, coupled with the capacity analysis of signalized and unsignalized intersections in Chapter 3, will enable the City of Carlsbad to accurately determine the current state of the entire circulation system. 2-4 3. INTERSECTION TURN MOVEMENT COUNTS Intersection tum movement counts were conducted at forty-nine (49) intersections. Figure 3-1 graphically identifies the location of each of the intersections included in the study. The tum movemenl 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 inters-als, 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 and date are shown in the Appendix. To aid in the reducfion of the field data, VRPA 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 forty-seven (47) ofthe forty-nine (49) intersections. ICU calculations were performed based on the following lane group capacities: Lane Group Capacitv Thru Lanes 2000 vphgpl Tum Lanes 1800 vphgpl These lane group capacities were based on field studies conducted during the 1991 Traffic Monitoring Program. 3-1 Acervo INTERSECTION LOCATION MAP Figure 3-1 Legend: Intersection Count Locations o Intersection Count Location xx Intersection Count Number VALLEY RESEARCH AND PLANNING ASSOCIATES 3-2 The 1998 intersection ICU was correlated to the level of service for the forty-seven (47) signalized locations as follows: SIGNALIZED INTERSECTIONS LEVEL OF SERVICE RANGES (ICU Methodology) Ratio 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 The remaining two (2) unsignalized intersections could not be analyzed using ICU procedures. One intersection was all-way stop-controlled, and one intersection was minor-street stop-controlled. The 1998 Traffic Monitoring Program unsignalized analysis incorporated procedures published in the 1994 Highwav Capacitv Manual, as described below. The minor-street stop-controlled intersection (Rancho Santa Fe Road and Questhaven Road) was analyzed using the 1994 Highwav Capacitv Manual procedure for unsignalized, minor-street stop- controlled intersections. The Level of Service criteria for unsignalized intersections is summarized in the following table: UNSIGNALIZED INTERSECTIONS LEVEL OF SERVICE CRITERIA DelavA^ehicle (sec) LOS 5 5.0 A > 5.0 and < 10.0 B > 10.0 and < 20.0 C > 20.0 and < 30.0 D > 30.0 and < 45.0 E >45.0 F Data summary sheets for the minor-street stop-controlled intersection can be found in the Appendix. The 1994 Highwav Capacitv Manual describes procedures for calculating all-way stop- controlled intersection Levels of Service. VRPA utilized these procedures in this report to determine the level of service ofthe one all-\\ay stop-controlled intersection (Tamarack Avenue and Carlsbad Village Drive) in the study area. The all-way stop-controlled intersection analysis utilized in previous years of the Traffic Monitoring Program was based on an earlier version of the 1994 Highway Capacity Manual procedure, with slight variations in the methodology. The intersection tura movement counts collected as part of this project were compared to various other counts on file at the City of Carlsbad. These comparisons resuhed in the following observations: • The intersection of Carlsbad Boulevard and Tamarack Avenue experienced an unusually heavy northbound through movement in the PM peak period. The intersection of Carlsbad Boulevard and Cannon Road was counted on the same day (July 16) and experienced an unusually heavy westbound right tura. These unusually heavy movements were most likely caused by an incident on Interstate 5 northbound. Although this incident was not typical, neither of the intersections experienced a capacity problem as a resuh of the heavy movements. It was determined to be best to report these heavy movements rather than recount or estimate the results. Freeway incidents can be expected to be more common as traffic levels increase along Interstate 5. • The intersection of Monroe Street and Marron Road experienced an unusually heavy eastbound right tura movement in the AM peak period. This was most likely caused by the closure of Jefferson Street west of Marron Road for water and sewer construction. After analyzing the resuhs of the Summer 1998 count season, six (6) intersections were identified as operating at Level of Service D, E or F during the AM or PM peak hours. Each of these locations was then further analyzed to determine the Level of Service during each 15-minute interval of the peak hour. All six (6) intersections were signalized. The signalized intersections were analyzed by assuming a peak hour factor of 1.00 for each 15- minute period s volumes. ICU ratios and Levels of Service were then calculated fi-om the resuhing hourly volumes. None of the six (6) locations exhibited LOS E or F conditions during all four (4) 15- minute peak hour periods for the AM or PM peak period. The ICU and LOS for the Summer count seasons of 1994, 1995, 1996, 1997, and 1998 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 of the six (6) intersections identified as operating at or below LOS D follows: 3-4 £1 Camino Real and Palomar Airport Road This intersection has experienced continuing traffic growth since improvements were completed along Palomar Airport Road. Traffic conditions in the AM peak hour deteriorated from LOS B and an ICU ratio of 0.64 in 1997 to LOS E and an ICU ratio of 0.94 in 1998. Traffic conditions in the PM peak hour deteriorated fi-om LOS D and an ICU ratio of 0.84 in 1997 to LOS E and an ICU ratio of 0.98 in 1998. The changes in Level of Service were caused by increases in traffic. Completion of parallel roadways to Palomar Airport Road, such as Faraday Avenue and Poinsettia Lane may improve the situation at this intersection. If this does not occur, widening should be considered. It should be noted that the count for this intersection was conducted in December, rather than July or August. This was a re-count conducted to correct problems with a count conducted in July. EI Camino Real and La Costa Avenue This intersection experienced operating conditions beyond LOS C for the first time in 1998. In the PM peak hour the ICU ratio is 0.92 and the level of service is LOS E. Construction on La Costa Avenue west of El Camino Real has temporarily reduced capacity by reducing the northbound left tura movement fi-om two lanes to one and reducing the westbound through movement from two lanes to one. Palomar Airport Road and El Fuerte Street This intersection continues to operate at Levels of Service worse than LOS C for the third straight year. The 1998 AM peak period LOS is D and the ICU ratio is 0.83. The PM peak period LOS is E and the ICU ratio is 0.92. The traffic situation is an improvement over 1997 conditions, in which the AM peak period experienced LOS E and the PM peak period experienced LOS F. The improvement in level of service was due to the implementation of a southbound dual left tura lane. Further improvement will be achieved by adding a third eastbound through lane. Construction of this improvement is scheduled to begin in 1999. Palomar Airport Road and 1-5 Northbound Ramps Traffic condhions at this intersection have remained essentially the same as 1997. The AM peak period deteriorated slightiy from LOS C and an ICU ratio of 0.73 in 1997 to LOS C and an ICU ratio of 0.76 in 1998. The PM peak period improved slightly from LOS E and an ICU ratio of 0.97 in 1997 to 3-5 LOS D and an ICU ratio of 0.90 in 1998. Although the overall PM peak hour Level of Service is D, westbound traffic is congested at this intersection and traffic regularly backs up into and beyond the intersection of Palomar Airport Road and Paseo del Norte. As discussed above, an improvement project has been scheduled in 1999 to widen and re-align the westbound right tura movement at this intersection. Carlsbad Boulevard and Cannon Road This intersection experienced LOS D operations in the PM peak hour with an ICU ratio of 0.89. It is believed that this condition was caused by traffic diverting from northbound Interstate 5 to northbound Carlsbad Boulevard. It is not knovra whether this is a recurring situation. Further monitoring of this situation in future years is recommended prior to taking action to improve the intersection. Rancho Santa Fe Road and Melrose Drive This intersection experienced operating conditions beyond LOS C for the first time in 1998. The AM peak hour experienced LOS F operations whh an ICU ratio of 1.02 and the PM peak hour experienced LOS D with an ICU ratio of 0.81. This situation could be best improved by the addition of a second southbound through lane. 3-6 Table 3-1 INTERSECTION CAPACITY UTILIZATION ANALYSIS SUMMARY SUMMER 1997 SUMMER 1998 I PEAK HOUR PEAK HOUR PEAK HOUR PEAK HOUR PEAK HOUR AM PM AM PM AM PM AM PM AM PM Count # Count intersection/Location ICU Ratio LOS ICU Ratio LOS ICU Ralio LOS ICU Ratio LOS ICU Ratio LOS ICU Ratio LOS ICU Ratio LOS ICU Ratio LOS ICU Ratio LOS ICU Ratio LOS 1. El Camino Real & Plaza Drive 0.38 A 0.75 C 2, Ei Camino Real & Marron Road 0.41 A 0.71 c 3. El Camino Real & Hosp Way 0,40 A 0,44 A 4. Palomar Aiiport Road & Avenida Encinas 0,44 A 0.39 A 0.49 A 0.75 C 0.54 A 0.69 B 0.52 A 0.74 C 0.49 A 0,65 B 5. El Camino Real & Camino Vida Roble 0,57 A 0,70 B 0.53 A 0.53 A 0.53 A 0.54 A 0.51 A 0.58 A 0,62 B 0.69 B 6. El Camino Real & Tamarack Avenue 0,66 B 0.61 B. 0,59 A 0,58 A 0.59 A 0.60 A 0.66 B 0.77 C 0.56 A 0.60 A 7. El Camino Real & Faraday Avenue 0,49 A 0,56 A 0,55 A 0,77 C 0.68 B 0.84 D 0.66 B 0.96 E 0,44 A 0.74 C 8, El Camino Real & Palomar Airport Road 0,54 A 0.67 B 0,63 B 0,81 D 0.63 B 0.78 C 0.64 B 0.84 D 0.94 E 0.98 E 9. El Camino Real & Cartsbad Village Drive 0.52 A 0.62 B 0.48 A 0.47 A 0.54 A 0.68 B 0.52 A 0,63 B 0.50 A 0.64 B 10, El Camino Real & Levante Street 0.42 A 0.66 B 0.42 A 0.56 A 0.36 A 0.53 A 0.39 A 0.64 B 0.38 A 0,50 A 11. El Camino Real & Alga Road/Aviara Parkway 0.47 A 0.70 B 0.51 A 0.69 B 0,49 A 0.63 B 0.49 A 0,72 C 0.45 A 0,71 C 12. El Camino Real & La Costa Avenue 0.63 B 0.68 B 0.75 C 0,85 D 0.77 C 0.74 C 0.65 B 0.72 C 0.76 C 0,92 E 13. Palomar Airport Road & El Fuerte Street 0.57 A 0.59 A 0.75 C 0.79 C 0.88 D 1.06 F 0,97 E 1.01 F 0.83 D 0.93 E 14. Palomar Airport Road & Armada Drive 0.62 B 0,68 B 15. Palomar Airport Road & Paseo Del Norte 0,53 A 0.63 B 0,60 A 0,62 B 0.60 A 0,70 B 0.66 B 0.69 B 0.68 B 0.72 C 16, Palomar Airport Road & College Boulevard/Aviara Parkway * 0,43 A 0.60 A 0.48 A 0.61 B 0.63 B 0.82 D 0.61 B 0.72 C 0.57 A 0.74 C 17. Palomar Airport Road & Camino Vida Roble 0,46 A 0.62 B 0,53 A 0.66 B 0.54 A 0.62 B 0.53 A 0.64 B 0.52 A 0.59 A 18, Rancho Santa Fe Road & Questhaven Road *« A ** A «* A t« A ** A ** A ** A ** A *• A ** A 19, Carlsbad Boulevard & Cartsbad Village Drive 0.33 A 0.57 A 0.31 A 0.56 A 0.31 A 0.54 A 0.30 A 0.51 A 0.34 A 0.62 B 20. Cartsbad Boulevard & Tamarack Avenue 0.28 A 0.53 A 0.30 A 0.48 A 0.33 A 0.53 A 0.34 A 0.52 A 0.36 A 0.66 B 21. Cartsbad Boulevard & Cannon Road 0.36 A 0.64 B 0.39 A 0,89 D 22. Cartsbad Boulevard & Poinsettia Lane 0.25 A 0.37 A 0.34 A 0.49 A 0.28 A 0,46 A 0,29 A 0.48 A 0.29 A 0,50 A 23, Rancho Santa Fe Road & La Costa Meadows Drive ** A ** B ** A ** A 0.58 A 0,66 B 0.61 B 0.69 B 0.64 B 0,72 C 24, Rancho Santa Fe Road & Melrose Drive 0.86 D 0.69 B 0,86 D 0,80 C 0.87 D 0.66 B 0.82 D 0.69 B 1.02 F 0.81 D 25, Et Camino Real & College Boulevard 0.45 A 0.55 A 0,41 A 0.50 A 0.44 A 0.54 A 0.47 A 0.66 B 0.46 A 0,63 B * The soulh leg of this mtersection has been added since the Summer 1997 count was conducted. ** ICU ralio not applicable to this unsignalized location. *** Inlerseclion wax found lo be out of range of the new HCM procedures, previous TRB procedures were used. Count Table 3-1 (Continued) INTERSECTION CAPACITY UTILIZATION ANALYSIS SUMMARY Count Intersection/Location SUMMER 1994 PEAK HOUR AM Zo - PM ICU Ratio LOS SUMMER 199S PEAK HOUR AM ICU Ratio LOS PM Ratio SUMMER 1996 PEAK HOUR AM ICU Ratio LOS PM i*"- LOS Ratio SUMMER 1997 PEAK HOUR AM LOS Ratio PM ICU Ratio LOS SUMMER 1998 PEAK HOUR ICU Ratio ICU Ratto 00 26, Rancho Santa Fe Road & La Costa Avenue 0,57 A 0.59 A 0.58 A 0,58 A 0.60 A 0.56 A 0,56 A 0.58 A 0.55 A 0,61 B 27. Rancho Santa Fe Road & Olivenhain Road/Camino Alvaro 0,44 A 0,42 A 0,51 A 0.44 A 0.49 A 0,43 A 0.47 A 0.47 A 0.53 A 0,52 A 28. Carlsbad Village Drive & Sute Street 0,25 A 0,37 A 0,22 A 0,40 A 0.28 A 0,42 A 0.22 A 0.40 A 0.25 A 0.40 A 29. Carlsbad Village Drive & Roosevelt Street 0.27 A 0.41 A 0.29 A 0.41 A 30, Carlsbad Village Drive & Madison Street 0.25 A 0,39 A 31, Carlsbad Village Drive & Jefferson Street 0,26 A 0,40 As 0,27 A 0,46 A 0,29 A 0.48 A 0.30 A 0,46 A 0.29 A 0.50 A 32. Carlsbad Village Drive & Harding Street 0.34 A 0.49 A. 0.32 A 0.53 A 0.37 A 0.53 A 0.34 A 0.55 A 0.35 A 0.59 A 33. Poinsettia Lane & Batiquitos Drive *« B C ** A ** B *« B C 0.39 A 0.39 A 0.39 A 0,49 A 34. Poinsettia Lane & Paseo Del Norte «* C «« E 0,38 A 0.37 A 0.44 A 0.40 A 0.47 A 0,50 A 0.50 A 0,52 A 35. Poinsettia Lane & Avenida Encinas 0.35 A 0.62 B, 0,32 A 0.56 A 0.33 A 0,42 A 0.35 A 0,43 A 0.38 A 0.52 A 36. Tamarack Avenue & Carlsbad Village Drive ** A ** A ** B A «•* B B •** C «** C •* A A 37. Aviara Parkway & Manzanita Street 0.31 A 0.49 A 0.32 A 0.51 A 38. Alga Road & El Fuerte Street ** F ** C *** C *** B 0.39 A 0.28 A 0,25 A 0.34 A 0.35 A 0.30 A 39, 1-5/Carlsbad Viliage Drive Southbound Ramps 0.44 A 0.58 A 0.50 A 0,60 A 0.52 A 0.67 B 0.51 A 0.69 B 0.59 A 0,75 C 40. I-5/Carlsbad Village Drive Northbound Ramps 0.52 A 0.70 B 0,49 A 0.67 B 0.50 A 0,81 D 0.53 A 0.67 B 0.49 A 0,68 B 41, 1-5/Tamarack Avenue Southboimd Ramps 0.57 A 0.46 A 0,61 B 0,43 A 0,63 B 0.49 A 0.56 A 0.43 A 0.58 A 0.46 A 42. 1-5/Tamaraok Avenne Northbound Ramps 0.52 A 0.68 B 0,44 A 0,63 B 0.44 A 0,71 C 0.48 A 0.64 B 0.49 A 0,60 A 43. Monroe Street & Marron Road 0.30 A 0.48 A 44, 1-5/Paloniar Airport Road Southbound Ramps 0.42 A 0,33 A 0.48 A 0,40 A 0.50 A 0,46 A 0.51 A 0.38 A 0.51 A 0.45 A 45, 1-5/Palomar Airport Road Northbound Ramps 0.62 B 0,88 D 0.70 B 1,00 E 0.85 D 1,46 F 0.73 C 0.97 E 0.76 C 0,90 D 46, l-S/Poinsettia Lane Southbound Ramps «* B ** C 0.28 A 0,32 A 0.38 A 0,50 A 0,42 A 0.51 A 0.40 A 0,55 A 47, 1-5/Poinsettia Lane Northbound Ramps ** A ** A 0,30 A 0,33 A 0,39 A 0.41 A 0,40 A 0.48 A 0.43 A 0.50 A 48. 1-5/La Costa Avenue Southbound Ramps ** B ** C *« B ** C 0,48 A 0.53 A 0.59 A 0.60 A 49. 1-5/La Costa Avenue Northboimd Ramps ** B ** C A ** C 0,46 A 0.51 A 0.57 A 0.62 B • The soulh leg ofthis inlersection has been added since the Summer 1997 count was conducted. ** ICU ralio not applicable to this unsignalized localion. Inlersection was found to be out of range ofihe new HCM procedures, previous TRS procedures were used. 1998 AM PEAK HOUR INTERSECTION LEVELS OF SERVICE Figure 3-2 Legend: XX Intersection Count Locations ® LOSA,BorC O LOSD O LOSE LOSF VALLEY RESEARCH AND PLANNING ASSOCIAT E S 3-9 Acervo 1998 PM PEAK HOUR INTERSECTION LEVELS OF SERVICE Figure 3-3 Legend: XX intersection Count Locations ®^LqSAB.orC O LOSD O LOSE LOS F VALLEY RESEARCH AND PLANNING ASSOCIATES 3-10 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-four (44) of the forty-nine (49) intersections and all twenty-six (26) mid- block locations have been studied in previous Traffic Monitoring reports. The resuhs of the mid-block link counts indicate that overall traffic has increased by an average of fourteen (14) percent from last year. One segment of Palomar Airport Road is operating at LOS D during the peak hour and one segment of Palomar Airport Road is operating at LOS C. All other roadways are operating at LOS A or B. The information contained in Chapter 3 identifies six (6) critical intersections from the forty-nine (49) study locations. The intersection of Rancho Santa Fe Road and Melrose Drive operates at LOS F in the AM peak hour. One (1) location, the intersection El Camino Real and Palomar Airport Road, experienced LOS E conditions in both the AM and PM peak hours. LOS E conditions were indicated at two (2) additional locations in the PM peak hour only. These locations are El Camino Real and La Costa Avenue, and Palomar Airport Road and El Fuerte Street. Of these locations, only Palomar Airport Road and El Fuerte Street experienced operating conditions beyond LOS C in the AM peak hour. LOS D traffic conditions were indicated in the PM peak hour at the intersection of Carlsbad Boulevard and Cannon Road and the intersection of Palomar Airport Road and the 1-5 Northbound Ramps. Suggestions for improvement of these intersections are described in Chapter 3. The remaining signalized and unsignalized intersections were found to have acceptable levels of service. It can be concluded that operations at these remaining intersections may require periodic monhoring and addhional geometric analysis. In conclusion, this report was developed for the City of Carlsbad as the tenth annual Traffic Monhoring Program for the Growth Management Plan. Critical intersections have been identified and potential mhigation measures have been discussed. The intent of this document is to provide Chy staff whh an indication of the current status of the overall circulation system in terms of intersection and segment capachies and Levels of Service. This report will also be used as a tool for the accurate identification of condhions in specific areas of the Chy and to identify critical locations that warrant close attention in the future. The Chy may utilize the conclusions of this report to aid in the creation of a future scope of work for addhional traffic monhoring. 4-1 APPENDIX A INTERSECTION SUMMARY TURNING MOVEMENT COUNTS Forty-nine (49) key intersections were identified by the City of Carisbad to be studied under the Traffic Monitoring Program of the Growth Management Plan. Figure A-1 graphically identifies the location of each ofthe intersections included in the study. Table A-1 documents the dates on which each turning movement count was performed. The data was collected for the AM and PM peak periods and completed during the months of July and August of 1998. 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 forty-nine (49) 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. (Unsignalized locations were analyzed with procedures outlined in the 1994 Highwav Capacitv Manual). Table A-2 summarizes the results of this initial ICU or HCM analysis. The table presents calculated Levels of Service for all forty-nine (49) intersections during the AM and PM peak hours. When reviewing the reduced intersection data within the following appendix, it should be noted that pedestrian flow for a given vehicular approach is the flow in the crosswalk interfering with right turns from the approach. Thus, for a westbound approach, the pedestiian 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. Acervo INTERSECTION LOCATION MAP Figure A-1 Legend: O Intersection Count Location XX Intersection Count Number .;>>^ 'VALLEY RESEARCH AND PLANNING ASSOCIAT E S Table A-1 COUNT DATE SUMMARY SHEET 1998 TRAFFIC MONITORING PROGRAM Location Number Count Intersection/Location Count Day Count Date 1. El Camino Real & Plaza Drive Tuesday 7/7 2. El Camino Real & Marron Road Tuesday 7/7 3. El Camino Real & Hosp Way Tuesday 7/7 4. Palomar Airport Road & Avenida Encinas Tuesday 7/7 5. El Camino Real & Camino Vida Roble Wednesday 7/8 6. El Camino Real & Tamarack Avenue Wednesday 7/8 7. El Camino Real & Faraday Avenue Wednesday 7/8 8. El Camino Real & Palomar Airport Road Tuesday 12/8 9. El Camino Real & Carlsbad Village Drive Thursday 7/9 10. El Camino Real & Levante Street Thursday 7/9 11. El Camino Real & Alga Road/Aviara Parkway Tuesday 7/14 12. El Camino Real & La Costa Avenue Tuesday 7/14 13. Palomar Airport Road & El Fuerte Street Tuesday 7/30 14. Palomar Airport Road & Armada Drive Tuesday 7/14 15. Palomar Airport Road & Paseo Del Norte Wednesday 8/12 16. Palomar Airport Road & College Boulevard/ Aviara Parkway Wednesday 7/15 17. Palomar Airport Road & Camino Vida Roble Wednesday 7/15 18. Rancho Santa Fe Road & Questhaven Road Wednesday * 7/15 19. Carlsbad Boulevard & Carlsbad Village Dri\ e Thursday 7/16 20. Carlsbad Boulevard & Tamarack Avenue Thursday 7/16 21. Carlsbad Boulevard & Cannon Road Thursday 7/16 22. Carlsbad Boulevard & Poinsettia Lane Thursday 7/16 23. Rancho Santa Fe Road & La Costa Meadows Drive Tuesday 7/21 24. Rancho Santa Fe Road & Melrose Drive Tuesday 7/21 25. El Camino Real & College Boulevard Tuesday 7/21 * Count conducted on July 15. Delay study was conducted on October 1 and delay values were adjusted to reflect July traffic conditions. Table A-1 (Continued) COUNT DATE SUMMARY SHEET 1998 TRAFFIC MONITORING PROGRAM Location Number Count Intersection/Location Count Day Count Date 26. Rancho Santa Fe Road & La Costa Avenue Tuesday 7/21 27. Rancho Santa Fe Road & Olivenhain Road/Camino Alvaro Wednesday 7/22 28. Carlsbad Village Drive & State Street Wednesday 7/22 29. Carlsbad Village Drive & Roosevelt Street Wednesday 7/22 30. Carlsbad Village Drive & Madison Street Wednesday 7/22 31. Carlsbad Village Drive & Jefferson Street Thursday 7/23 32. Carlsbad Village Drive & Harding Street Thursday 7/23 33. Poinsettia Lane & Batiquitos Drive Thursday 7/23 34. Poinsettia Lane & Paseo Del Norte Thursday 7/23 35. Poinsettia Lane & Avenida Encinas Tuesday 7/28 36. Tamarack Avenue & Carlsbad Village Drive Tuesday 7/28 37. Aviara Parkway & Manzanita Street Tuesday 7/28 38. Alga Road & El Fuerte Street Tuesday 7/28 39. I-5/Carlsbad Village Drive Southbound Ramps Wednesday 7/29 40. I-5/Carlsbad Village Drive Northbound Ramps Wednesday 7/29 41. I-5/Tamarack Avenue Southbound Ramps Wednesday 7/29 42. I-5/Tamarack Avenue Northbound Ramps Wednesday - 7/29 43. Monroe Street & Marron Road Thursday 7/30 44. I-5/Palomar Airport Road Southbound Ramps Wednesday 8/12 45. I-5/Palomar Airport Road Northbound Ramps Wednesday 8/12 46. I-5/Poinsettia Lane Southbound Ramps Tuesday 8/11 47. I-5/Poinsettia Lane Northbound Ramps Tuesday 8/11 48. I-5/La Costa Avenue Southbound Ramps Tuesday 8/4 49. I-5/La Costa Avenue Northbound Ramps Tuesday 8/4 Table A-2 INTERSECTION LEVEL OF SERVICE 1998 TRAFFIC MONITORING PROGRAM AM PM Location Number Count Intenection/Location ICU Ratio LOS ICU Ratio LOS 1. El Camino Real & Plaza Drive 0.38 A 0.75 C 2. El Cainino Real & Marron Road 0.41 A 0.71 C 3. El Camino Real & Hosp Way 0.40 A 0.44 A 4. Palomar Airport Road & Avenida Encinas 0.49 A 0.65 B 5. El Camino Real & Camino Vida Roble 0.62 B 0.69 B 6. El Camino Real & Tamarack Avenue 0.56 A 0.60 A 7. El Camino Real & Faraday Avenue 0.44 A 0.74 C 8. El Camino Real & Palomar Airport Road 0.94 E 0.98 E 9. El Camino Real & Carlsbad Village Drive 0.50 A 0.64 B 10. El Camino Real & Levante Street 0.38 A 0.50 A 11. El Camino Real & Alga Road/Aviara Parkway 0.45 A 0.71 C 12. El Camino Real & La Costa Avenue 0.76 C 0.92 E 13. Palomar Airport Road & El Fuerte Street 0.83 D 0.93 E 14. Palomar Airport Road & Armada Drive 0.62 B 0.68 B 15. Palomar Airport Road & Paseo Del Norte 0.68 B 0.72 C 16. Palomar Airport Road & College Boulevard/Aviara Parkway 0.57 A 0.74 C 17. Palomar Airport Road & Camino Vida Roble 0.52 A 0.59 A 18. Rancho Santa Fe Road & Questhaven Road * A * A 19. Carlsbad Boulevard & Carlsbad Village Drive 0.34 A 0,62 B 20. Carlsbad Boulevard & Tamarack Avenue 0.36 A 0,66 B 21. Carlsbad Boulevard & Cannon Road 0.39 A 0.89 D 22. Carlsbad Boulevard & Poinsettia Lane 0.29 A 0.50 A 23. Rancho Santa Fe Road & La Costa Meadows Drive 0.64 B 0.72 C 24. Rancho Santa Fe Road & Melrose Drive L02 F 0.81 D 25. El Camino Real & College Boulevard 0.46 A 0.63 B * ICU ratio not applicable to this unsignalized location Table A-2 (Continued) INTERSECTION LEVEL OF SERVICE 1998 TRAFFIC MONITORING PROGRAM AM PM Location Number Count Intersection/Location ICU Ratio LOS ICU Ratio LOS 26. Rancho Santa Fe Road & La Costa Avenue 0.55 A 0.61 B 27. Rancho Santa Fe Road & Olivenhain Road/Camino Alvaro 0.53 A 0.52 A 28. Carlsbad Village Drive & State Street 0.25 A 0.40 A 29. Carlsbad Village Drive & Rooseveh Street 0.29 A 0.41 A 30. Carlsbad Village Drive & Madison Street 0.25 A 0.39 A 31. Carlsbad Village Drive & Jefferson Street 0.29 A 0.50 A 32. Carlsbad Viliage Drive & Harding Street 0.35 A 0.59 A 33. Poinsettia Lane & Batiquitos Drive 0.39 A 0.49 A 34. Poinsettia Lane & Paseo Del Norte 0.50 A 0.52 A 35. Poinsettia Lane & Avenida Encinas 0.38 A 0.57 A 36. Tamarack Avenue & Carlsbad Village Drive * A * A 37. Aviara Parkway & Manzanita Street 0.32 A 0.51 A 38. Alga Road & El Fuerte Street 0.35 A 0.30 A 39. I-5/Carlsbad Village Drive Southbound Ramps 0.59 A 0.75 C 40. 1-5/Carlsbad Village Drive Northbound Ramps 0.49 A 0.68 B 41. I-5/Tamarack Avenue Southbound Ramps 0.58 . A 0.46 A 42. I-5/Tamarack Avenue Northbound Ramps 0.49 A 0.60 A 43. Monroe Street & Marron Road 0.30 A 0.48 A 44. 1-5/Palomar Airport Road Southbound Ramps 0.51 A 0.45 A 45. I-5/Palomar Airport Road Northbound Ramps 0.76 C 0.90 D 46. I-5/Poinsettia Lane Southbound Ramps 0.40 A 0.55 A 47. I-5/Poinsettia Lane Northbound Ramps 0.43 A 0.50 A 48. I-5/La Costa Avenue Southbound Ramps 0.59 A 0.60 A 49. I-5/La Costa Avenue Northbound Ramps 0.57 A 0.62 B ICU ratio not applicable to this unsignalized location CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 1998 INTERSECTION ANALYSIS SUMMARY Intersection Number: 1 Intersection Location: El Camino Real and Plaza Drive Contents: Turn Movement Count Summary 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 VALLEY RESEARCH AM) FI.A[\ -M 1 iN G City: Carlsbad Intersection of: N/S Street: El Camino Real E/W Street: Plaza Drive Count Date : 7/7/98 Day: Tuesday Weather: Sunny VRPA TURNING MOVEMENT ANALYSIS File: Int. #1 Data Collected by: Traffic Control : Jose, Mike 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 Thru Right Peds Left U-Tm Thru Right Peds Left U-Tm Thru Right Peds Left U-Tm Thru Right Peds Vehicles Peds 6:15 AM 2 0 180 4 0 24 9 380 10 0 3 0 1 0 0 2 0 1 16 0 632 0 6:30 AM 1 0 180 1 0 18 4 451 8 0 I 0 0 1 I 5 0 2 12 0 684 I 6:45 AM 5 0 183 3 0 45 3 354 10 I 6 0 0 2 0 2 0 2 12 0 627 1 7:00 AM 1 0 177 6 0 26 4 317 9 0 • 10 0 0 2 0 4 0 1 9 0 566 0 7:15 AM * 3 0 224 5 0 26 5 362 6 1 6 0 2 I I 10 0 1 14 0 665 2 7:30 AM * 5 0 251 9 0 29 6 396 7 1 2 0 0 1 0 4 0 3 10 0 723 1 7:45 AM * 2 0 276 2 0 24 7 388 7 0 6 0 0 1 0 7 0 0 10 0 730 0 8:00 AM * 3 0 215 5 0 36 7 283 12 1 8 0 I 0 1 7 0 3 19 0 599 2 8:15 AM 2 0 223 7 0 46 9 295 15 0 II 0 2 0 0 5 0 2 18 0 635 0 8:30 AM 2 0 182 9 0 27 _ 7 205 8 0 12 0 0 10 3 6 0 I 16 0 485 3 8:45 AM 4 0 198 7 3 47 ' 12 233 22 0 10 0 0 4 1 9 0 4 11 0 561 4 9:00 AM 2 0 193 4 0 51 8 237 16 0 8 0 0 3 0 7 0 • 2 9 0 540 0 Max. 15 min. 5 0 276 9 3 51 12 451 22 1 12 0 2 10 3 10 0 4 19 0 730 4 Pk. lir. Vol, 13 0 966 21 0 115 25 1429 32 3 22 0 3 3 2 28 0 7 53 0 2717 5 7:00 AM Peak Intersection Traffic in Pk. Hr. 2717 Peak Hr. Factor 0.93 8:00 AM lluur Intersection Pdslrns In Pk. l lr, -5 3:45 PM 9 0 435 6 4 75 9 199 41 15 113 0 6 10 4 12 0 10 73 0 998 23 4:00 PM 4 0 410 5 0 65 11 228 35 2 106 0 6 5 0 7 0 5 51 0 938 2 4:15 PM 5 0 401 6 0 70 16 187 24 1 86 0 10 15 0 14 0 9 73 0 916 1 4:30 PM 9 0 408 8 0 71 15 225 30 0 103 0 15 8 0 7 0 5 74 0 978 0 4:45 PM * 4 0 363 8 3 89 15 271 39 4 94 1 5 9 3 11 0 12 71 0 992 10 5:00 PM • 5 0 377 7 0 84 12 253 54 3 75 0 15 16 0 9 0 7 78 0 992 3 5:15 PM 5 0 373 0 0 67 17 239 34 4 95 1 8 26 0 18 0 3 89 0 975 4 5:30 PM * 3 0 399 2 1 69 12 308 55 2 109 0 4 11 I 8 0 10 85 0 1075 4 5:45 PM 9 0 389 I 0 56 13 274 40 1 86 0 8 15 0 4 0 7 74 3 976 4 6:00 PM 8 0 395 0 1 60 8 155 48 1 85 0 9 8 I 11 0 6 77 0 870 3 6:15 PM 8 0 363 5 0 74 16 152 67 4 90 0 6 9 0 3 0 2 55 2 850 6 6:30 PM 6 0 369 3 0 74 13 182 58 3 90 0 4 11 0 1 0 I 49 I 861 4 Max. 15 min. 9 0 435 8 4 89 17 308 67 15 113 1 15 26 4 18 0 12 89 3 1075 23 Pk. Hr. Vol. 17 0 1512 17 4 309 56 1071 182 13 373 2 32 62 4 46 0 32 323 0 4034 21 4:30 PM Peak Intersection Traffic in Pk. Hr. 4034 Peak Hr. Factor 0.94 5:30 PM Hour Intersection Pdstms in Pk. Hr. = 21 El CamiDO Real at Plaza Drive Lane Configuralion 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 Thm Ri!?ht Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 1 1 1 1 1 Config -(left) . 2 1 1 1 1 1 urations 3 4 C 1 1 1 1 1 Outside J 6 7 1 ) 1 1 Free-flow Lane Settings 2 3 0 2 3 0 2 0 1 0 1 1 Capacity 3240 6000 0 3240 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 13 966 21 140 1429 32 22 3 3 28 7 53 .Adjusted Hourly Volume 13 987 0 140 1461 0 25 0 3 35 7 53 Utilization Factor 0.00 0,16 0.00 0,04 0.24 0.00 0.01 0.00 0,00 0.00 0.00 0.03 Critical Factors 0,00 0.24 0.01 0.03 ICU Ratio 0.38 LOS = A Tuming Movements at Intersection of: El Camlno Real and Plaza Drive W e s t A P P Totals 80 Time: 7:00 AM to 8:00 AM Date: 7/7/98 Day: Tuesday Name: Jose, Mike Sub- totals 52 28 22 3 3 Subtotals Total North Apiproach 32 1460 13 0 2460 North 966 1000 El Camino Real 2667 1601 25 1429 140 21 1066 53 7 28 Total Subtotals Sub- totals 139 Plaza Drive Totals 227 s t A P P South Approach Note : Left-tum volimies include U-tums. U-tums in bold. El Camino Real at Plaza Drive Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Tune 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 Thm Right Left Thru Right Lane Inside 1 1 1 1 1 Config -(left) 2 1 1 1 1 1 urations 3 4 C 1 1 I 1 1 1 ] Outside J 6 7 1 1 Free-flow Lane Settings 2 3 0 2 3 0 2 0 1 0 I 1 Capacity 3240 6000 0 3240 6000 0 3800 0 1800 0 2000 1800 Are the North/Soudi phases split (Y/N)? N Are the East/West phases split (Y/N)? Y Efficiency Lost Factor 0.10 Hourly Volume 17 1512 17 365 1071 182 375 32 62 46 32 323 Adjusted Hourly Volume 17 1529 0 365 1253 0 407 0 62 0 78 323 Utilization Factor 0,01 0.25 0.00 0,11 0,21 0,00 0.11 0.00 0.03 0,00 0.04 0,18 Critical Factors 0.25 0.11 0.11 0.18 ICU Ratio = 0.75 LOS = C Turning Movements at [ntersection of: El Camino Real and Plaza Drive W e Totals Time : 4:30 PM to 5:30 PM Date: 7/7/98 Day: Tuesday Name: Jose, Mike Sub- totals 702 233 469 North Approach 182 375 32 62 Subtotals Total 1179 17 0 2725 1618 1071 North 1512 1546 El Camino Real 3882 56 365 J i u ^ t r 17 2264 323 32 46 Total Subtotals Sub- totals 401 358 Plaza Drive Totals 759 E a s t A P P South Approach Note : Left-tum volimies incliule U-tums. U-tums in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 1998 INTERSECTION ANALYSIS SUMMARY Intersection Nuniber: 2 Intersection Location: El Camino Real and Marron Road Contents: Turn Movement Count Summary 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 VALLEY RESEARCH A MJ HI. A l\ iN I )N G ^ 5 S O ,C I A : : 3 City: Carlsbad Intersection of: N/S Street: El Camino Real E/W Street: Marron Road Count Date: 7/7/98 Day: Tuesday Weather: Sunny VRPA TURNING MOVEMENT ANALYSIS File: Int. #2 Data Collected by: Traffic Control: Angel, Cesar Signalized Page 1 of 3 South Approach (NB) End of 15 min. prd. Left U-Tm Thm Right Peds North Approach (SB) Left U-Tm Thru Right Peds West Approach (EB) Left U-Tm Thru Right Peds East Approach (WB) Left U-Tm Thru Right Peds 15 min Total Vehicles Peds 6:15 AM 3 0 79 4 0 9 0 284 3 0 4 0 3 2 0 11 0 4 16 0 422 0 6:30 AM 2 0 133 7 0 14 0 298 10 0 I 0 0 3 0 17 0 10 14 0 509 0 6:45 AM I 0 121 6 0 10 I 263 1 0 0 0 2 I 0 10 0 4 17 2 437 2 7:00 AM 7 0 205 8 0 6 0 342 8 1 2 0 10 7 0 8 0 8 25 0 636 1 7:15 AM * 7 0 189 11 I 4 0 , 434 4 0 3 0 1 II 2 25 0 18 38 2 745 5 7:30 AM * 6 0 188 4 1 10 0 391 6 0 2 0 0 8 0 9 0 4 15 I 643 2 7:45 AM « 7 0 218 2 0 8 0 270 9 0 2 0 8 9 2 21 I 6 26 3 587 5 8:00 AM * 7 0 219 9 0 23 2 259 48 0 21 0 6 36 3 23 0 13 34 1 700 4 8:15 AM 6 0 194 5 4 34 0 214 22 7 6 0 6 6 6 13 0 18 11 2 535 19 8:30 AM 9 0 128 17 0 74 0 159 28 I I 0 5 9 0 31 0 19 43 0 523 1 8:45 AM 4 1 158 1 5 32 I 137 27 2 9 0 19 14 5 12 2 16 18 5 451 17 9:00 AM 4 0 144 7 1 49 0 129 15 2 7 0 14 19 4 21 0 30 20 2 459 9 Max. 15 min. 9 1 219 17 5 74 2 434 48 7 21 0 19 36 6 31 2 30 43 5 745 19 Pk. Hr. Vol. 27 0 814 26 2 45 2 1354 67 0 28 0 15 64 7 78 1 41 113 7 2675 16 7:00 AM Peak Intersection Traffic in Pk. Hr. = 2675 Peak Hr. Factor 0.90 8:00 AM Hour Intersection Pdstms in Pk. Hr. = 16 3:45 PM 55 0 334 49 0 77 1 105 21 0 31 0 38 32 0 44 0 47 98 0 932 0 4:00 PM 36 0 297 27 0 35 0 109 II 0 8 0 27 37 0 46 0 49 62 0 744 0 4:15 PM 43 0 423 46 1 76 0 369 9 0 7 0 67 156 2 24 0 41 20 2 I28I 5 4:30 PM 50 0 399 23 1 51 5 266 40 0 28 0 46 104 1 48 0 19 51 1 1130 3 4:45 PM 24 0 209 24 2 33 11 164 50 1 6 0 35 63 1 18 0 16 22 0 675 4 5:00 PM * 74 2 333 33 1 75 7 174 36 1 19 0 61 71 2 36 0 35 39 4 995 8 5;I5PM * 20 0 230 26 0 66 2 211 46 0 13 u 124 131 2 42 0 25 36 1 972 i 5:30 PM * 53 0 292 24 1 75 5 197 28 0 23 0 119 123 I 29 0 "17 48 3 1033 5 5:45 PM • 20 1 393 27 3 65 2 204 34 2 17 0 102 109 0 34 0 26 55 4 1089 9 6:00 PM 63 2 333 24 I 49 5 209 22 1 16 0 34 32 1 35 0 27 26 3 877 6 6:15 PM 42 3 349 23 3 44 3 170 15 2 34 0 46 23 3 II 0 57 60 3 880 11 6:30 PM 21 0 270 23 3 59 8 151 11 3 21 0 32 16 1 24 0 39 74 4 749 11 Max. 15 min. 74 3 423 49 3 77 11 369 50 3 34 0 124 156 3 48 0 57 98 4 I28I 11 Pk. Hr. VoL 167 3 1248 110 5 281 16 786 144 3 72 0 406 434 5 141 0 103 178 12 4089 25 4:45 PM Peak Intersection Traffic in Pk. Hr. = 4089 Peak Hr. Factor 0.80 5:45 PM Hour Intersection Pdstms in Pk. Hr. = 25 El Camino Real at Marron Road Lane Configuration for Intersection Capacity Utilization Page 2 of3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Apor f WBl /:UU .A.M to 8:00 .AM Left Thru Right Left Thru Right Left Thru Right Left Thru Rieh- Lane Inside 1 1 1 ] Config -(left) 2 1 1 urations 3 4 1 I 1 I I 1 1 I 1 1 5 6 Outside 7 1 1 1 1 Free-flow Lane Settings 2 3 0 2 3 0 1 2 0 I 2 0 Capacity 3240 6000 0 3240 6000 0 1800 4000 0 1800 4000 0 Are the North/South phases split (Y/N)? N 1800 4000 0 Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 27 814 26 47 1354 67 28 15 64 79 41 113 Adjusted Hourly Volume 27 840 0 47 1421 0 28 79 0 79 154 0 Utilization Factor 0.01 0.14 0.00 O.OI 0.24 0.00 0,02 0.02 0.00 0.04 0.04 0.00 Critical Factors 0.01 0.24 0,02 0.04 0.04 0.00 ICU Ratio = 0.41 LOS = A Tuming Movements at Intersection of: El Camino Real and Marron Road W e s t A P P r Time : 7:00 AM to 8:00 AM Date: 7/7/98 Day : Tuesday Name : Angel, Cesar Totals 242 Sub- totals 135 107 28 15 64 Subtotals Total North Approach i 1496 27 0 2363 1468 North El Camino Real 2425 67 1354 47 t 814 26 867 957 113 41 79 Total Subtotals Sub- totals 233 87 Marron Road Totals 320 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 Marron 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 1 1 I Config -(left) 2 1 1 urations '3 A I 1 1 t 1 1 1 1 1 1 4 5 6 1 1 1 1 1 1 1 1 i 1 Outiide 7 Free-tlow Lane Settings -1 3 0 2 3 0 1 2 0 1 2 0 Capacirs' 3240 6000 0 3240 6000 0 1800 4000 0 1800 4000 0 .-Vre the North/South phases split (Y/K) ' N -Are the EastAVest phases split (Y/N)':' N Efficiency Lost Factor 0.10 Hourly Volume 170 1248 HO 297 786 144 72 406 434 141 103 178 .•\djusted Hourly Volume 170 1358 0 297 930 0 72 840 0 141 281 0 Utilization Factor 0.05 0.23 0.00 0.09 0,16 0.00 0,04 0,21 0,00 0,08 0.07 0,00 Critical Factors 0.23 0.09 0,21 0.08 ICU R2tio 0.71 LOS = Tumina Movements at Intersection of: El Camino Real and Marron Road W e s t A P P r Time ; 4:45 PM to 5:45 PM Date : 7/7/98 Day : Tuesday Name : Angel, Cesar Totals' 1326 Sub- totals 414 912 North Approach 72 406 434 Subtotals Total 144 1364 2741 1227 16 786 297 El Camino Real 1514 ! North ^ t r 170 1248 no 3 1528 2892 178 103 141 Total Subtotals Sub- totals 422 797 Marron Road Totals 1219 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 1998 INTERSECTION ANALYSIS SUMMARY Intersection Number: 3 Intersection Location: El Camino Real and Hosp Way Contents: Turn Movement Count Summary 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 VALLEY RESEARCH ANU PLANNING ASSOCIATES VRPA TURNING MOVEMENT ANALYSIS City: Carlsbad Intersection of: N/S Street: ElCaminoReal E/W Street: Hosp Way Page 1 of 3 Count Date : 7/7/98 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. 6:45 AM Day: Tuesday Weather: Sunny File: Int. #3 Data Collected by: Traffic Conlrol : Javier, Oscar Signalized South Approach (NB) ' North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total 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 4 I 119 0 0 I 0 323 3 I 9 0 5 2 0 3 0 I 0 0 471 1 5 0 131 2 0 2 0 391 I 1 6 0 1 0 0 6 0 0 0 0 545 I 4 0 209 0 0 2 0 314 I I 0 0 2 0 0 0 0 4 0 0 536 1 0 0 245 0 0 2 0 348 0 I 4 0 2 7 I 0 0 0 I 0 609 2 2 0 293 1 0 16 0 360 I 0 II 0 9 6 0 9 0 4 2 0 714 0 6 0 164 8 0 15 3 387 4 1 16 0 II 7 1 17 0 2 3 0 643 2 2 0 158 7 0 12 3 320 9 0 18 0 13 5 2 15 0 2 4 0 568 2 0 1 176 8 0 9 I 298 14 I 14 0 14 4 0 11 0 I 7 0 558 I 1 12 0 181 6 0 5 2 215 5 0 16 1 8 3 I 6 0 2 4 0 466 I 1 2 0 161 8 0 10 6 156 9 0 16 0 5 1 0 8 0 4 4 4 390 4 I 0 183 6 0 8 1 142 6 0 17 0 3 I I 7 0 3 4 0 382 I 3 0 132 5 0 5 0 114 8 0 5 0 2 2 0 5 0 2 2 I 285 1 12 I 293 8 0 16 6 391 14 1 18 I 14 7 2 17 0 4 7 4 714 4 10 0 860 16 0 45 6 1415 14 2 49 0 35 25 4 41 0 8 10 0 2534 6 Intersection Traftic m Pk. Hr. = 2534 Peak Hr. Factor 0.89 Intersection Pdstms in Pk. Hr. 6 1 8 I 314 15 0 10 2 222 16 0 6 0 0 3 2 15 0 I 4 6 610 8 1 8 0 386 65 3 6 2 207 13 0 11 0 8 1 1 20 0 5 2 1 734 5 10 2 321 32 1 8 1 169 17 I 13 0 8 3 3 12 0 5 3 3 604 8 11 2 342 64 0 4 1 158 25 0 5 0 5 0 3 19 0 5 5 2 646 5 14 1 246 23 0 5 0 262 18 I 18 0 2 3 I 18 0 4 1 0 615 2 9 1 383 25 0 12 2 316 24 0 9 0 4 7 3 15 0 3 3 0 813 3 9 2 365 15 0 ' 9 1 299 19 0 13 0 2 4 0 18 0 2 1 2 759 2 17 2 344 78 0 13 I 272 34 0 4 0 10 2 I 14 0 3 5 1 799 2 14 3 360 66 0 II 2 291 25 0 5 0 4 6 0 14 0 2 2 0 805 0 9 I 207 56 2 8 0 214 31 I 17 0 6 3 1 15 0 2 3 0 572 4 9 0 182 22 0 5 0 177 21 5 19 0 3 4 0 30 0 4 7 5 483 10 10 0 208 16 0 7 0 144 20 0 20 0 8 5 0 10 0 8 5 0 461 0 17 3 386 78 3 13 2 316 34 5 20 0 10 7 3 30 0 8 7 6 813 10 7 49 8 1452 184 0 45 6 1178 102 0 31 0 20 19 4 61 0 10 11 •! 813 10 7 7:45 AM Peak Hour 3:45 PM 4:00 PM 4:15 PM 4:30 PM 4:45 PM 5:00 PM 5:15 PM 5:30 PM 5:45 PM 6:00 PM 6:15 PM 6:30 PM Max. 15 min. Pk. Hr. Vol. 4:45 PM 5:45 PM Peak Hour Intersection Traffic in Pk. Hr. Intersection Pdstms in Pk. Hr. 3176 7 Peak Hr. Factor 0.98 El Camino Real at Hosp Way 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) 6:45 .AM to 7:45 .AAl Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside I Conflg -(left) 2 I I I 1 urationi 3 A I 1 I I 1 1 1 5 6 1 1 I I I I Outside 7 Free-flow Lane Settings 1 3 0 1 3 0 1 1 0 1 1 0 CapacitN' 1800 6000 0 1800 6000 0 1800 2000 0 1800 2000 0 Are the North/South phases split (Y/N)? N .Are the East/West phases split (Y/"N)? Y Efficiency Lost Factor 0,10 Hourly Volume 10 860 16 51 I4I5 14 49 35 25 41 8 10 Adjusted Hourly Volume 10 876 0 51 1429 0 49 60 0 41 18 0 Utilization Factor 0,01 0.15 0.00 0,03 0,24 0,00 0.03 0,03 0.00 0,02 O.OI 0.00 Critical Factors 0,01 0.24 0,03 0,02 O.OI 0.00 ICU Ratio 0.40 LOS = A Tuming Movements at Intersection of: EI Camino Real and Hosp Way Time : 6:45 AM to 7:45 AM Date: 7/7/98 Day : Tuesday Name : Javier, Oscar Totals 141 Sub- totals 32 109 0 49 35 25 Subtotals Total North Approach 1481 1480 North El Camino Real 2405 14 1415 51 10 860 16 0 886 2367 925 10 8 41 0 Total Subtotals Sub- totals 59 96 Hosp Way Totals 155 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 Wav Lane Configuration for Intersection Capacity Ufilization 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 Thm Right Left Thm Right Left Thru Right Left Thm Right Lane Inside 1 Config- (left) 2 I urations 3 1 4 1 5 1 1 6 Outside 7 Free-flow 1 1 1 1 I I I I 1 1 1 Lane Settings I 3 0 1 3 0 I I 0 1 I 0 Capacity 1800 6000 Are the North/South phases split (Y/N)? Are the EaslAVest phases split (Y/N)? Efficiency Lost Factor Hourly Volume Adjusted Houriy Volume Utilizafion Factor Crifical Factors 0 N Y ISOO 6000 0 1800 2000 1800 2000 O.IO 57 1452 184 51 1178 102 31 20 19 61 10 11 57 1586 0 51 1280 0 31 39 0 61 21 0 0.03 0.26 0.00 0.03 0.21 0.00 0.02 0.02 0.00 0,03 0,01 0,00 0.26 0.03 0.02 0,03 ICU Rafio 0,44 LOS = Tuming Movements at Intersection of: El Camino Real and Hosp Way W e s t A P P r Time : 4:45 PM to 5:45 PM Date: 7/7/98 Day : Tuesday Name : Javier, Oscar Totals 231 Sub- totals 161 70 31 20 19 Subtotals Total North Approach El Camino Real 2831 1 1266 I33I 102 1178 51 t North ^ ! r 57 1452 184 8 1693 2959 1500 11 10 61 Total Subtotals Sub- totals 82 249 Hosp Way Totals 331 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 1998 INTERSECTION ANALYSIS SUMMARY Intersection Number: 4 Intersection Location: Palomar Airport Road and Avenida Encinas Contents: Turn Movement Count Summary 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 VALLEY RESEARCH AM) PI.AI\iNir^G a 5 5 C C I A 1 ; 3 City: Carlsbad Intersection of: N/S Street: E/W Street: Coimt Date: 7/7/98 Avenida Encinas Palomar Airport Road Day: Tuesday Weather: Sunny VRPA TURNING MOVEMENT ANALYSIS File : Int. #4 Data Collected by: Traffic Control: Craig 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-Tra Thm Right Peds Left U-Tm Thru Right Peds Left U-Tm Thm Right Peds Left U-Tm Thm Right Peds Vehicles Peds 6:15 AM 3 0 3 3 0 12 0 4 6 0 4 0 36 2 0 31 0 26 28 1 158 1 6:30 AM 0 0 2 9 0 15 0 2 5 I 7 0 53 13 I 22 0 29 45 0 202 2 6:45 AM 2 0 3 7 0 30 0 8 3 0 5 0 65 9 0 55 0 32 39 0 258 0 7:00 AM 2 0 6 15 0 26 0 8 2 0 8 0 53 17 1 74 0 38 43 0 292 1 7:15 AM 8 0 9 15 0 22 0 3 3 0 10 0 71 16 I 55 0 36 75 0 323 1 7:30 AM 4 0 12 24 2 55 0 3 6 0 6 0 61 6 I 61 0 29 78 0 345 3 7:45 AM * 2 0 11 28 0 40 0 9 0 0 13 0 80 16 0 70 0 43 84 0 396 0 8:00 AM * 2 0 11 22 0 33 0 4 3 0 12 0 78 9 I 63 0 21 108 0 366 1 8:15 AM * 2 0 9 25 0 49 0 8 4 0 II 0 49 12 1 50 0 40 103 0 362 1 8:30 AM * 6 0 14 15 I 49 0 10 5 0 11 0 67 14 0 54 0 41 103 0 389 1 8:45 AM 8 0 6 32 I 59 0 5 3 0 16 0 57 II 0 53 0 38 83 0 371 1 9:00 AM 0 0 6 12 0 41 0 4 4 0 11 0 54 12 0 47 0 39 53 0 283 0 Max. 15 min 8 0 14 32 2 59 0 10 6 I 16 0 80 17 I 74 0 43 108 I 396 3 Pk. Hr. Vol, 12 0 45 90 I 171 0 31 12 47 0 274 51 2 237 0 145 398 0 1513 3 7:30 AM Peak Intersection Traffic in Pk. Hr. I5I3 Peak Hr. Factor 0.96 8:30 AM Hour Intersection Pdstms in Pk. Hr. = 3 3:45 PM 37 0 26 83 I 86 0 8 14 1 8 0 84 6 1 38 0 91 56 0 537 3 4:00 PM 15 0 9 38 0 67 0 7 10 2 8 1 52 6 I 27 0 83 47 3 370 6 4:15 PM II 0 17 60 I 78 0 II 20 I 4 0 66 4 0 36 0 85 59 0 451 2 4:30 PM 18 0 8 39 0 73 0 8 10 1 10 0 63 7 3 27 0 104 52 1 419 5 4:45 PM 29 0 15 83 0 91 0 6 6 0 13 0 55 3 0 41 0 79 53 0 474 0 5:00 PM 16 0 17 43 0 81 0 13 8 0 II 0 66 10 1 47 0 104 52 0 468 1 5:15 PM * 32 0 23 67 I 102 0 11 9 0 13 0 78 10 1 31 0 127 66 0 569 2 5:30 PM * 22 0 20 74 2 86 0 9 8 0 11 1 82 8 1 37 0 147 91 0 596 5:45 PM * 20 0 28 79 0 92 0 21 4 0 II 0 76 6 0 34 0 129 88 0 588 0 6:00 PM * 16 0 21 49 0 76 0 5 9 1 16 0 74 6 1 41 0 108 83 0 504 2 6:15 I'M 18 0 20 46 1 70 0 8 IU 1 28 0 57 6 0 20 0 75 65 1 423 3 6:30 PM 7 0 14 24 1 56 0 6 10 0 23 , 0 75 7 I 24 0 82 72 0 400 2 Max, 15 mill. 37 0 28 83 2 102 0 21 20 2 2H 1 84 10 .1 47 0 147 'Jl 3 yxt 6 Pk. Hr. Vol. 90 0 92 269 3 356 0 46 30 1 51 •. 1 310 30 3 143 0 511 328 0 2257 7 5:00 PM Peak Inlerseclion Traffic in Pk, Hr, 2257 Peak llr. F«ctor 0.95 6:00 PM Hour Intersection Pdstms in Pk. Hr. 7 Avenida Encinas at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : South Appr O^B) Nonl Appr (SB) West Appr (EB) East Appr (WB) 7:30 AM to 8:30 AM Left Thm Right Left Thm Right Uft Thm Right Left Thm Right Lane Inside 1 Config -(left) 2 1 1 1 1 urations 3 4 1 1 1 1 I 1 1 1 1 Outside 5 6 7 Free-flow Lane Settings 1 1 1 2 0 1 1 1 0 1 1 1 Capacity 1800 2000 1800 3800 0 1800 1800 2000 0 1800 2000 1800 Are the North/South phases split (Y/N)? Y Are the EastAVest phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 12 45 90 171 31 12 47 274 51 237 145 398 Adjusted Hourly Volume 12 45 90 202 0 12 47 325 0 237 145 398 Utilization Factor 0.01 0.02 0.05 0.05 0.00 0.01 0.03 0.16 0.00 0.13 0.07 0,22 Critical Factors 0.05 0.05 0.16 0.13 ICU Ratio = 0.49 LOS = A Tuming Movements at Intersection of: Avenida Encinas and Palomar Airport Road W e s t A P P r Totals 541 Time : 7:30 AM to 8:30 AM Date: 7/7/98 Day: Tuesday Name: Craig Sub- totals 169 372 47 274 51 Subtotals Total North Approach 12 319 12 0 466 214 31 North 45 147 704 0 171 Avenida Encinas 490 398 145 237 ^ t r Total Subtotals Sub- totals 90 780 535 Palomar Airport Road Totals 1315 A P P South Approach Note: Left-tum volumes include U-tums. U-tums in bold. Avenida Encinas at Pakimar Airport Road Lane Configuration for Intersection Capacity Utiliiation 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 Riaht Left Thra Right Left Thm Right Left Thm Right Lane Inside 1 Conflg -(left) 2 1 1 1 1 urations 3 4 1 1 1 1 1 1 I 1 1 Outside 5 6 7 Free-flow Lane Settings 1 1 1 2 0 1 1 1 0 1 1 1 Capacity 1800 2000 1800 3800 0 1800 1800 2000 0 1800 2000 1800 Are the North/South phases split (Y/N)? Y Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 90 92 269 356 46 30 52 310 30 143 511 328 Adjusted Hourly Volume 90 92 269 402 0 30 52 340 0 143 511 328 Utilization Factor 0.05 0.05 0,15 0,11 0.00 0.02 0.03 0.17 0.00 0.08 0.26 0.18 Critical Factors 015 0,11 0.03 0.26 ICU Ratio 0.65 LOS = Tuming Movements at Intersection of: Avenida Encinas and Palomar Airport Road W e s t A P P Totals 1024 Time : 5:00 PM to 6:00 PM Date: 7/7/98 Day: Tuesday Name: Craig Sub- totals 632 392 52 310 30 Subtotals Total North Approach 30 219 90 0 670 432 46 North 92 451 903 0 356 Avenida Encinas 471 269 328 511 143 Total Subtotals Sub- totals 982 935 Palomar Airport Road Totals 1917 A P P South Approach Note: Left-tum volumes include U-tums. U-tums in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 1998 INTERSECTION ANALYSIS SUMMARY Intersection Number: 5 Intersection Location: El Camino Real and Camino Vida Roble Contents: Turn Movement Count Summary 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 VALLEY RESEARCH A M) PI. A N iN I iN G A S S O I A i S 3 City: Carlsbad Intersection of: N/S Street: El Camino Real E/W Street: Camino Vida Roble Count Date: 7/8/98 Day: Wednesday Weather: Sunny VRPA TURNING MOVEMENT ANALYSIS File: Im. #5 Data Collected by: Traffic Control: Craig Signalized Page 1 of 3 End of 15 min. prd. South Approach (NB) Left U-Tm Thm Right Peds North Approach (SB) Left U-Tm Thm Right Peds West Approach (EB) Left U-Tm Thru Right Peds East Approach (WB) Left U-Tm Thm Right Peds 15 min Total Vehicles Peds 6:I5AM 27 1 73 0 0 0 1 50 30 0 10 0 0 9 0 0 0 0 0 0 201 0 6:30 AM 29 I 76 0 0 0 0 83 42 I 8 1 0 12 I 0 0 0 0 0 252 2 6:45 AM 24 0 69 0 0 0 0 117 76 0 6 0 0 15 0 0 0 0 0 0 307 0 7:00 AM 38 0 139 0 0 0 0 164 79 0 12 0 0 21 0 0 0 0 0 0 453 0 7:I5AM 71 0 144 0 0 0 0 177 74 I 15 0 0 7 0 0 0 0 0 0 488 1 7:30 AM 76 2 135 0 0 0 1 179 88 I 20 1 0 25 0 0 0 0 0 0 527 1 7:45 AM 90 1 191 0 0 0 0 150 70 0 16 0 0 26 0 0 0 0 0 0 544 0 8:00 AM 103 0 208 0 0 0 0 161 100 2 22 0 0 27 0 0 0 0 0 0 621 2 8:15 AM * 205 0 162 0 0 0 0 183 140 1 23 0 0 27 0 0 0 0 0 0 740 I 8:30 AM * 107 3 179 0 0 0 0 197 112 I 28 0 0 37 0 0 0 0 0 0 663 I 8:45 AM * 88 0 168 0 0 0 1 182 69 0 17 0 0 40 0 0 0 0 0 0 565 0 9:00 AM 80 0 117 0 0 0 I 157 60 2 29 0 0 52 1 0 0 0 0 0 496 3 Max. 15 min 205 3 208 0 0 0 1 197 140 2 29 I 0 52 1 0 0 0 0 0 740 3 Pk. Hr. Vol. 503 3 717 0 0 0 I 723 421 4 90 0 0 131 0 0 0 0 0 0 2589 4 7:45 AM Peak Intersection Traffic in Pk. Hr. = 2589 Peak Hr. Factor 0.87 8:45 AM Hour Intersection Pdstms in Pk. Hr. = 4 3:45 PM 52 0 255 0 0 0 0 174 31 0 95 0 0 79 0 0 0 0 0 0 686 0 4:00 PM 54 2 247 0 0 0 0 • 237 50 0 82 0 0 91 0 0 0 0 0 0 763 0 1 4:15 PM 63 2 255 0 0 0 0 229 33 I 98 0 0 113 0 0 0 0 0 0 793 0 1 4:30 PM 53 0 204 0 0 0 0 155 37 0 103 0 0 85 0 0 0 0 0 0 637 0 4:45 PM * 60 1 209 0 0 0 0 298 86 2 75 0 0 126 0 0 0 0 0 0 855 2 5:00 PM * 63 2 196 0 0 0 0 339 61 0 109 0 0 103 0 0 0 0 0 0 873 0 5:15 PM * 37 0 186 0 0 0 0 320 44 0 153 I 0 183 0 0 0 0 0 0 924 0 5:30 PM * 45 I 206 0 0 0 0 350 52 0 156 0 0 168 0 0 0 0 0 0 978 0 5:45 PM 30 0 186 0 0 0 0 287 66 0 117 0 0 137 0 0 0 0 0 0 823 0 6:00 PM 57 0 186 0 0 0 0 242 50 0 162 0 0 117 0 0 0 0 0 0 814 0 6:15 PM 45 0 161 0 0 0 0 230 37 0 146 0 0 86 0 0 0 0 0 0 705 0 6:30 PM 31 0 189 0 0 0 0 245 41 0 126 0 0 78 0 0 0 0 0 0 710 0 Max. 15 min. 63 2 255 0 0 0 0 350 86 2 162 I 0 183 0 0 0 0 0 0 978 2 Pk, llr. Vol. 205 4 797 0 0 0 0 1.307 243 2 493 1 0 580 0 0 0 0 0 0 3630 2 4:30 PM Peak Intersection Traffic in Pk. Hr 3630 Peak Hr. Factor 0.93 5:30 PM Hour Intersection Pdstms in Pk. Hr. = 2 El Camino Real at Camino Vida Roble Lane Configuration for Intersection Capacity Utilization Page 2 of3 Pk. Hr. Time Period : South Appr (NB) Norfii Appr (SB) West Appr (EB) East Aonr (WBl 7:45 AM to 8:45 AM Left Thru Right Left Thm Right Left Thru Right Left Tlim Right Lane Inside I I 1 o Config -(left) : 1 1 I 1 urations I 1 1 1 I t Outside Free-flow Lane Settings I 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 0 0 0 Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 506 717 0 1 723 421 90 0 131 0 0 0 Adjusted Hourly Volume 506 717 0 0 1144 0 90 0 131 0 0 0 Utilization Factor 0.28 0.18 0.00 0.00 0.19 0.00 0.03 0.00 0.05 0.00 0.00 0.00 Critical Factors 0.28 0.19 0.05 0.00 0.00 0.00 ICURafio = 0.62 LOS = B Tuming Movements at Intersection of: El Camino Real and Camino Vida Roble W e s t A P P r Time : 7:45 AM to 8:45 AM Date: 7/8/98 Day : Wednesday Name : Craig Totals 1145 Sub- totals 924 221 North Approach 0 90 0 —• 131 Subtotals Total 857 1145 North Ei Camlno Real 1953 1 421 723 I J i u ^ t r 506 717 0 3 1223 2080 808 0 0 0 0 Total Subtotals Sub- totals Camino Vida Roble Totals E a s t A P P r South Approach Note : Left-tum volumes include U-turas. 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) 4:30 PM to 5:30 PM Left Thm Right Left Thm Right Left Thra Right Left Thra Right Lane Inside I I 1 1 Config-(left) 2 I 1 I 1 urations 3 4 c I I I 1 Outside D 6 7 Free-flow Lane Settings I 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 Houriy Volume 209 797 0 0 1307 243 494 0 580 0 0 0 Adjusted Houriy Volume-209 797 0 0 1550 0 494 0 580 0 0 0 Utilization Factor 0,12 0.20 0,00 0,00 0,26 0.00 0,18 0.00 0.21 0.00 0,00 0,00 Critical Factors 0,12 0.26 0.21 0.00 ICU Ratio = 0,69 LOS = B Tuming Movements at Intersection of: El Camino Real and Camino Vida Roble W e s t A P P r Time : 4:30 PM to 5:30 PM Date; 7/8/98 Day : Wednesday Name : Craig Totals 1523 Sub- totals 449 1074 North Approach 494 0 580 Subtotals Total "I 1891 1550 t Nortii El Camino Real 2840 0 243 1307 0 t. ^ t r 209 797 0 4 1006 2897 1290 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 1998 INTERSECTION ANALYSIS SUMMARY Intersection Number: 6 Intersection Location: El Camino Real and Tamarack Avenue Coinitents: Turn Movement Count Summary 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 VALLEY RESEARCH A^ U PLANNING ASSOCIATES Cily: Carlsbad Intersection of: N/S Street: ElCaminoReal l'!/W ,Slrccl : Tainaiack Avenue VRPA TURNING MOVEMENT ANALYSIS File: int. #6 Dala Collected by : Page 1 of 3 Count Dale : 7/8/98 Day : Wednesday Weiither: Sunny Angel, O.scur Traffic Conlrol : Signalized South Appruach (NU) North Appruach (SB) West Approach (EB) East Approach (WB) 15 min rolal End of 15 min. prd. Left U-Trn Thru Right 'eds Left U-Trn Thm Right Peds Left U-Tm Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 3 0 86 2 0 0 0 214 1 1 3 0 6 14 0 18 0 41 3 0 391 1 6:30 AM 9 0 117 4 0 2 0 389 3 I 8 0 17 14 0 25 0 62 2 0 652 1 6:45 AM 5 0 98 6 0 1 0 313 10 0 6 0 6 13 0 21 0 34 1 0 514 0 7:00 AM 6 0 96 13 0 3 0 438 6 0 9 0 7 , 31 1 39 0 10 5 1 663 2 7:15 AM • 7 0 77 2 0 3 0 280 4 1 9 0 6 28 1 44 0 94 1 1 555 3 7:30 AM • 4 0 72 3 0 2 0 236 9 2 5 0 5 33 0 29 0 34 3 1 435 3 7:45 AM * 10 I 107 7 0 3 0 363 8 0 9 0 11 40 0 44 0 56 6 0 665 0 8:00 AM * 7 I 124 7 0 4 0 374 8 2 12 0 12 62 0 60 0 59 6 1 736 3 8:15 AM 5 0 77 10 0 4 0 235 6 0 U 0 12 36 0 29 0 37 5 1 467 1 8:30 AM 13 0 101 12 0 3 0 184 22 0 13 0 20 22 0 50 0 57 6 0 503 0 8:45 AM 13 0 92 8 0 7 0 175 3 1 11 0 11 27 0 30 0 28 , 4 0 409 1 9:00 AM 25 0 76 4 0 4 0 117 8 0 9 0 22 16 0 18 0 27 1 0 327 0 Max. 15 min. 25 1 124 13 0 7 0 438 22 2 13 0 22 62 1 60 0 94 6 1 736 3 Pk. Hr. Vol. 28 2 380 19 0 12 0 1253 29 5 35 0 34 163 1 177 0 243 16 3 2391 9 7:00 AM Peak Intersection Traffic in Pk. Hr. = 2391 Peak Hr. Factor 0.81 8:00 AM Hour Intersection Pdstrns in Pk. Hr. 9 3:45 PM 29 0 466 46 0 6 I 132 17 0 21 0 47 24 0 31 0 20 5 0 845 0 4:00 PM 28 0 244 29 2 5 0 133 13 0 0 0 28 18 1 18 0 28 2 2 546 5 4:15 PM 28 0 384 37 0 4 1 151 13 0 13 0 33 11 0 13 0 16 3 0 707 0 4:30 PM 23 0 250 34 2 7 1 165 10 0 9 0 31 14 1 15 0 24 7 2 590 5 4:4.5 PM * 33 0 339 47 0 10 1 150 9 0 12 0 20 31 0 28 0 16 6 0 702 0 5:00 I'M • 31 1 283 42 1 7 0 150 17 0 7 0 35 18 2 25 0 37 7 1 660 4 5:15 PM * 41 0 459 80 0 8 0 115 9 0 11 0 25 17 0 17 0 26 4 0 812 0 5:30 PM * 42 I 311 46 0 9 0 146 14 2 15 0 23 19 1 27 0 32 7 0 692 3 5:45 PM 27 0 262 64 0 11 0 108 12 0 7 0 36 13 0 31 0 47 3 0 621 0 6:00 I'M 3« 1) 173 49 0 4 0 95 10 0 8 0 42 15 0 16 0 12 2 0 464 0 6:15 PM 30 0 237 37 0 16 0 107 17 0 9 0 39 17 0 15 0 24 9 0 557 0 6:30 PM 35 0 113 59 0 6 0 44 II 2 7 0 73 35 0 It 0 14 4 0 412 2 Max. 15 min. 42 1 466 80 2 16 1 165 17 2 21 0 73 35 2 31 0 47 9 2 845 5 Pk. Hr. Vol. 147 2 1392 215 1 34 1 561 49 2 45 0 103 85 3 97 0 111 24 1 2866 7 4:30 I'M Peak Intersection 'rraflic in I'k Hr = 2866 I'eak Hr. Factor 0.85 5:30 PM Hour Intersection Pdstrns in Pk Hr. = 7 ElCaminoReal at Tamarack Avenue 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) 7:00 AM to 8:00 AM Left Thru Right Left Thra Right Left Thra Right Left Thru Right Lane Inside I Config -(left) 2 1 1 I 1 urations 3 4 1 1 I I 1 I I I I 1 Outside J 6 7 I Free-flow Lane Settings 1 2 0 I 2 1 I 1 I I 2 0 Capacity 1800 4000 0 1800 4000 1800 1800 2000 1800 1800 4000 0 Are the North/South phases split (Y/N)? N Are the EastAVest phases split (Y/N)? N Efficiency Lost Factor 0.10 „ Houriy Volume 30 380 19 12 1253 29 35 34 163 177 243 16 Adjusted Houriy Volume 30 399 0 12 1253 29 35 34 163 177 420 0 Utilization Factor 0.02 0.10 0.00 O.OI 0.31 0.02 0.02 0.02 0.09 0,10 0.11 0.00 Critical Factors 0.02 0.31 0,09 0.10 ICU Ratio 0.52 LOS = Tuming Movements at Intersection of: Time : 7:00 AM to 8:00 AM Date: 7/8/98 Day : Wednesday Name : Angel, Oscar W e s t A P P r Totals 532 Sub- totals 300 232 El Camino Real North Approach and Tamarack Avenue 35 34 163 Subtotals Total 1595 1294 North El Camino Real 1725 0 29 1253 12 J i u t Jor t ^ T r 30 380 19 2 429 2024 431 16 243 177 0 Total Subtotals Sub- totals 436 65 Tamarack Avenue Totals 501 E a s t A P P r South Approach Note : Left-tum volumes include U-tums. U-tums in bold. ElCaminoReal at Tamarack Avenue Lane Configuration for Intersection Capacity Utilizafion 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 Thra Right Left Thm Right Left Thra Right Uft Thra Right Lane Inside 1 Conflg -(left) 2 I 1 I 1 urations 3 4 I I I I I 1 1 1 I 1 1 Outside J 6 7 1 Free-flow Lane Settings I 2 0 1 2 I 1 I I I 2 0 Capacity 1800 4000 0 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 149 1392 215 35 561 49 45 103 85 97 111 24 Adjusted Hourly Volume 149 1607 0 35 561 49 45 103 85 97 208 0 Utilization Factor 0,08 0,40 0,00 0.02 0,i4 0.03 0.03 0.05 0.05 0.05 0.05 0.00 Critical Factors 0,40 0.02 0.05 0.05 ICU Ratio = 0,60 LOS = A 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: 7/8/98 Day : Wednesday Name : Angel, Oscar Totals 540 Sub- totals 307 233 North Approach 645 49 561 45 103 85 El Camino Real 2107 North Subtotals Total 1 ^ t r. 149 1392 215 2 745 1756 2501 1462 24 111 97 Total Subtotals Sub - totals 352 Tamarack Avenue Totals 584 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 1998 INTERSECTION ANALYSIS SUMMARY Intersection Number: 7 Intersection Location: El Camino Real and Faraday Avenue Contents: Turn Movement Count Summary 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 VALLEY RESEARCH AM) PLA INN I iNG City: Carlsbad Intersection of: N/S Street: El Camino Real B/W Street: Faraday Avenue Count Date: 7/8/98 Day: Wednesday Weather: Sunny VRPA TURNING MOVEMENT ANALYSIS File : Int. # 7 Data Collected by : Traffic Control: Cesar, Mike 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 Thru 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 139 1 51 16 0 20 9 117 29 0 18 0 II 49 0 18 0 4 2 I 484 I 6:30 AM 142 0 62 20 0 27 9 168 45 0 26 0 10 34 0 9 0 13 4 0 569 0 6:45 AM 141 I 59 37 I 31 3 194 61 2 26 0 6 31 0 34 2 4 5 1 635 4 7:00 AM 138 0 46 51 0 56 10 142 87 0 81 0 39 43 0 23 0 8 5 1 729 1 7:15 AM 152 2 63 42 0 67 6 169 112 0 15 0 8 26 0 II 0 12 2 0 687 0 7:30 AM * 180 I 72 27 0 62 13 123 105 0 18 0 14 32 0 II 0 21 5 0 684 0 7:45 AM 152 0 123 53 2 55 12 151 111 I 19 0 15 18 0 14 0 5 I 3 729 6 8:00 AM * 174 0 88 79 I 64 9 146 114 1 5 0 12 19 0 26 0 44 5 3 785 5 8:15 AM * 128 I 110 59 0 76 14 171 56 I 10 I 10 22 0 19 0 20 4 0 701 I 8:30 AM 72 2 97 40 0 72 26 156 45 0 31 0 20 41 I 28 0 12 1 0 643 1 8:45 AM 49 0 63 20 0 34 5 200 17 0 30 0 17 23 0 14 0 6 4 1 482 1 9:00 AM 91 0 108 123 3 25 3 256 31 0 57 (j 43 33 0 II I 10 5 3 797 6 Max. 15 min. 180 2 123 123 3 76 26 256 114 2 81 1 43 49 1 34 2 44 5 3 797 6 Pk. Hr, Vol. 634 2 393 218 3 257 48 591 386 3 52 I 51 91 0 70 0 90 15 6 2899 12 7:15 AM Peak Intersection Traffic in Pk. Hr. 2899 Peak Hr. Factor 0.91 8:15 AM Hour Intersection Pdstms in Pk. Hr. = 12 3:45 PM 38 0 236 3 1 10 5 109 12 0 67 0 19 154 0 60 0 15 13 1 741 2 4:00 PM 75 1 149 12 2 13 6 143 12 0 42 0 26 128 0 61 0 32 18 2 718 4 4:15 PM 53 1 241 15 3 13 3 IOI 7 2 122 1 37 236 I 49 0 22 20 3 921 9 4:30 PM 29 I 190 9 1 13 7 88 4 0 52 1 13 163 2 55 I 47 10 I 683 4 4:45 PM • 24 0 266 12 0 31 5 164 14 0 42 0 31 146 0 42 0 14 9 0 800 0 5:00 PM • 57 0 234 8 1 32 3 170 10 I 54 0 10 174 0 41 0 18 20 1 831 3 5:15 PM * 74 1 443 14 1 23 3 132 6 0 78 0 27 276 0 104 0 39 16 I 1236 2 5:30 PM * 27 0 304 13 0 5 2 69 2 0 104 0 28 268 0 63 0 22 6 0 913 0 5:45 PM 34 4 269 5 1 18 3 146 6 0 68 I 10 156 0 32 0 20 7 1 779 2 6:00 PM 8 0 184 3 0 8 4 102 6 0 24 0 31 124 0 28 0 7 6 0 535 0 6:15 PM 16 2 207 4 0 10 3 89 I 0 46 0 15 127 0 39 0 13 1 0 573 0 6:30 PM 26 0 210 5 0 1 0 61 4 0 25 0 42 79 0 25 0 3 2 0 483 0 Max. 15 min. 75 4 443 15 3 32 7 ,170 14 2 122 I 42 276 2 104 I 47 20 3 1236 9 Pk. Hr. Vol. 182 1 1247 47 2 91 13 535 32 1 278 0 96 864 0 250 0 93 51 2 3780 5 4:30 PM Peak Intersection Traffic in Pk. Hr. 3780 Peak Hr. Factor 0.76 5:30 PM Hour Intersection Pdstms in Pk Hr. = 5 El Camino Real at Faraday Avenue Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (\\^) 7:15 AM to 8:15 AM Left Thra Right Left Thra Right Left Thra Rieht Left Thra Right Lane Inside 1 I I I Conflg -(left) 2 I 1 1 I urations 3 4 c I I I I 1 1 1 I 1 1 Outside J 6 7 I 1 I I Free-flow Lane Settings 2 3 0 2 3 0 2 0 2 I 2 0 Capacity 3240 6000 0 3240 6000 0 3240 0 3800 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 636 393 218 305 591 386 53 51 91 70 90 15 Adjusted Houriy Volume 636 611 0 305 977 0 53 0 142 70 105 0 Utilization Factor 0.20 0.10 0.00 0.09 0.16 0.00 0.02 0.00 0.04 0.04 0.03 0.00 Critical Factors 0.20 0.16 0.04 0.04 ICU Ratio 0.44 LOS = A Tuming Movements at Intersection of: El Camino Real and Faraday Avenue W e s t A P P r Time : 7:15 AM to 8:15 AM Date: 7/8/98 Day : Wednesday Name : Cesar, Mike Totals 1306 Sub- totals IIII 195 1 53 51 91 Subtotals Total North Approach 754 North El Camino Real 1790 1282 48 386 591 305 J i u t r 636 393 218 2 1247 2001 508 Total Subtotals Sub - lotals 175 526 Faradav Avenue 15 90 70 0 Totals 701 E a s t A P P r South Approach Note : Left-tum volumes include U-mms. U-tums in bold. El Camino Real 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 Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside 1 I 1 1 Config - (left) 2 1 1 I 1 urations 3 I I 1 1 1 4 I I I 1 I 5 6 I I I I Outside 7 Free-flow Lane Settings 2 3 0 2 3 0 2 0 2 1 2 0 Capacity 3240 6000 0 3240 6000 0 3240 0 3800 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 183 1247 47 104 535 32 278 96 864 250 93 51 Adjusted Houriy Volume 183 1294 0 104 603 0 278 0 960 250 144 0 Utilization Factor 0.06 0.22 0.00 0.03 O.IO 0.00 0.09 0.00 0.25 0.14 0.04 0.00 Critical Factors 0.22 0.03 0,25 0.14 ICU Ratio -0.74 LOS = C Tuming Movements at Intersection of: El Camino Real and Faraday Avenue W e s t A P P r Time : 4:30 PM to 5:30 PM Date: 7/8/98 Day : Wednesday Name : Cesar, Mike Totals 1545 Sub- totals 307 1238 0 278 96 864 Subtotals Total North Approach i 1650 671 North El Camino Real 2260 13 32 535 104 t. ! r 183 1247 47 1 1477 3127 1589 51 93 250 0 Total Subtotals Sub- totals 394 234 Faraday Avenue Totals 628 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 1998 INTERSECTION ANALYSIS SUMMARY Intersection Number: 8 Intersection Location: El Camino Real and Palomar Airport Road Contents: Turn Movement Count Summary 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 VALLEY RESEARCH AM) PLA NNING City: Carlsbad Intersection of: N/S Street: E/W Street: Count Date : 12/8/98 Ll Camino Real Palomar Airport Road Day: Tuesday Weather: Sunny VRPA TURNING MOVEMENT ANALYSIS File: Int. #8 Data Collected by: Traffic Control: Angel, Cesar, Jose 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 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/VM 4 0 31 18 0 50 0 30 29 0 8 0 66 3 0 129 0 266 101 0 735 0 6:30 AM 4 0 47 25 1 58 0 63 65 0 12 0 84 4 0 173 0 305 116 0 956 I 6:45 AM 8 0 80 57 I 99 0 133 39 2 18 0 111 4 0 271 0 282 174 3 1276 6 7.00 AM 3 0 71 75 0 102 0 159 55 0 27 0 163 8 0 180 0 308 185 0 1336 0 7:15 AM 5 0 130 74 0 79 0 135 41 0 19 0 167 13 0 103 0 300 238 0 1304 0 7:30 AM 8 I 148 86 0 61 I 142 57 0 18 0 154 17 0 218 0 299 194 0 1404 0 7:45 AM * 12 0 125 81 0 127 0 142 56 0 39 0 156 9 0 168 0 365 219 0 1499 0 8:00 AM * 13 0 151 122 0 118 0 132 95 0 28 0 228 6 0 220 0 416 222 0 1751 0 8:15 AM 13 0 143 99 0 100 1 152 74 1 38 0 213 12 0 197 0 269 152 0 1463 1 8:30 AM * 19 0 182 80 2 103 1 115 66 0 38 0 161 9 1 203 0 394 219 0 1590 3 8:45 AM 6 0 90 59 0 81 0 126 57 0 29 0 128 11 0 96 0 115 70 0 868 0 9:00 AM 1 I 124 59 0 104 2 96 41 0 35 0 124 9 0 129 0 232 104 0 1061 0 Max. 15 min. 19 1 182 122 2 127 2 159 95 2 39 0 228 17 I 271 0 416 238 3 1751 6 Pk. Hr. Vol. 57 0 601 382 2 448 2 541 291 1 143 0 758 36 I 788 0 1444 812 0 6303 4 7:30 AM Peak Intersecfion Traffic in Pk. Hr. 6303 Peak Hr. Factor 0.90 8:30 AM Hour Intersection Pdstms in Pk. Hr. = 4 3:45 PM 23 0 127 103 0 109 1 IOI 43 I 63 0 279 15 0 83 0 187 71 0 1205 I 4:00 PM * 32 0 150 160 0 207 0 1^4 45 0 58 0 292 15 0 73 0 187 117 1 1470 I 4:15 PM * 24 0 168 149 0 188 2 127 43 0 22 0 229 21 0 87 0 183 95 0 1338 0 4:30 PM * 20 0 136 118 0 188 2 166 57 1 48 0 267 19 0 93 0 192 137 0 1443 1 4:45 PM * 14 0 146 134 0 197 0 122 37 2 55 0 265 22 1 118 0 158 131 0 1399 3 5:00 PM 28 0 164 95 0 155 0 169 28 0 52 I 199 15 0 83 0 181 94 0 1264 0 5:15 PM 19 0 138 97 0 195 1 141 36 1 37 0 244 24 0 104 0 196 115 0 1347 1 5:30 PM 19 0 186 120 0 160 0 244 38 0 47 0 204 17 0 96 0 209 107 0 1447 0 5:45 PM 19 0 154 89 0 131 0 180 29 0 34 0 133 32 0 158 0 258 92 0 1309 0 6:00 PM 22 0 204 122 0 162 0 222 37 0 54 0 203 36 0 82 0 267 52 0 1463 0 6:15 PM 17 1 142 84 0 166 0 188 45 0 47 I 187 43 0 51 0 164 119 0 1255 0 6:30 PM 10 0 145 78 0 75 I IIO 23 0 57 0 142 43 0 67 0 148 59 0 958 0 Max. 15 min. 32 1 204 160 0 207 2 244 57 2 63 I 292 43 I 158 0 267 137 1 1470 3 Pk. Hr. Vol. 90 0 600 561 0 780 4 549 182 3 183 0 1053 77 I 371 0 720 480 1 5650 5 3:45 PM Peak Intersection Traffic in Pk. Hr. 5650 Peak Hr. Factor 0.96 4:45 PM Hour Intersection Pdstms in Pk, Hr, = 5 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 Aoor (WR) 7:30 AM to 8:30 AM Left Thra Right Left Thra Right Left Thni Right Left Thra Right Lane Inside 1 1 1 I 1 Conflg -(left) 2 1 1 1 I 1 urations 3 I 1 1 1 1 1 1 4 5 1 1 1 1 1 1 1 1 1 I 1 Outside 6 7 1 1 1 Free-flow Lane Settings i Capacity 1800 Are the North/South phases split (Y/N)? Are the East/West phases split (Y/N)? Efficiency Lost Factor 0.10 3 6000 1 1800 N N 2 3240 3 6000 I 1800 2 3240 3 6000 0 0 2 3240 3 6000 I 1800 Hourly Volume Adjusted Houriy Volume Utilizafion Factor Critical Factors 57 57 0.03 601 601 0.10 382 382 0.21 0.21 450 450 0.14 0.14 541 54] 0.09 291 291 0.16 143 143 0.04 0.04 758 794 0.13 36 0 0.00 788 788 0.24 1444 1444 0.24 812 812 0.45 0.45 ICURafio = 0.94 LOS = Tuming Movements at Intersection of: El Camino Real and Palomar Airport Road W e s t A P P r Time : 7:30 AM to 8:30 AM Date: 12/8/98 Day : Tuesday Name : Angel, Cesar, Jose North Approach Totals 2729 Sub- totals 1792 937 1282 0 143 758 • t 36 -1 1 T North t 57 601 0 Subtotals 1365 1040 Total 2405 El Camino Real 2840 291 541 450 r 1558 812 1444 788 Total Subtotals Sub- totals 3044 Totals 4632 1588 Palomar Airport Road E a s t A P P r South Approach Note : Left-turn volumes include U-tums. U-tums in bold. El Camino Real 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 3:45 PM to 4:45 PM Left Thra Right Left Thra Right Left Thrti Riaht Left Thru Lane Inside 1 1 1 1 Conflg -(left) 2 1 1 1 I urations 3 1 1 1 1 4 1 1 1 I 5 1 1 1 1 I Outside 0 7 1 1 Free-flow Lane Settings 1 3 1 2 3 I 2 3 0 2 3 Capacity 1800 6000 1800 3240 6000 1800 3240 6000 0 3240 6000 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 90 600 561 784 549 182 183 1053 77 371 720 Adjusted Hourly Volume 90 600 561 784 549 182 183 1130 0 371 720 Utilization Factor 0.05 0.10 0.31 0.24 0.09 0.10 0,06 0.19 0.00 0.11 0.12 Crifical Factors 0.31 0.24 0,06 480 480 0.27 0.27 ICU Ratio = 0.98 LOS = Tuming Movements at Intersecfion of: El Camino Real and Palomar Airport Road W e s t A P P r Time : 3:45 PM to 4:45 PM Date: 12/8/98 Day : Tuesday Name : Angel, Cesar, Jose North Approach Totals 2305 Sub- totals 992 0 183 1313 1053 77 Subtotals 997 Total 1515 •Jor North 1251 El Camino Real 2782 182 549 784 r 90 600 561 0 2248 1267 480 720 371 0 Total Subtotals Sub- totals 1571 2394 Totals 3965 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 1998 INTERSECTION ANALYSIS SUMMARY Intersection Number: 9 Intersection Location: El Camino Real and Carlsbad Village Drive Contents: Turn Movement Count Summary 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 VALLEY RESEARCH A N I) e L ANNING City: Carlsbad Intersection of: N/S Street: E/W Street: Count Date: 7/9/98 El Camino Real Carlsbad Village Drive Day: Thursday Weather: Sunny VRPA TURNING MOVEMENT ANALYSIS File: Int # 9 Data Collected by: Traffic Control: Javier, Oscar 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/VM 8:15 AM 8:30 AM 8:45 AM 9:00 AM South Approach (NB) Left U-Tm Thra Right Peds 4 2 7 5 2 7 7 17 17 21 12 15 80 113 156 79 105 173 104 126 123 134 109 158 North Approach (SB) Left U-Tm Thra Right Peds 9 4 14 16 15 22 6 14 18 42 26 30 7 6 14 2 3 3 1 4 8 4 5 7 195 300 359 345 273 388 294 291 244 125 105 158 7 20 4 10 12 26 10 19 12 18 13 West Approach (EB) Left U-Tm Thra Right Peds 2 9 9 II 12 9 15 16 10 6 14 15 0 0 0 0 0 0 0 0 0 0 0 0 2 5 18 7 5 II 9 24 34 23 15 21 9 32 26 19 26 26 20 41 31 20 34 23 East Approach (WB) Left U-Tm Thra Right Peds 3 4 7 10 8 22 7 24 7 7 6 10 0 0 0 0 0 0 0 0 0 0 0 0 32 58 78 40 67 107 54 161 69 67 50 80 22 31 35 31 27 43 18 41 37 44 26 42 15 min Total Vehicles Peds 373 584 729 576 558 841 550 781 617 516 418 570 Max. 15 min. Pk. Hr. Vol, 7:15 AM 21 48 7 15 3 173 4 526 Inlersection Triinic in I'k, Hr, Intersection Pdstms in Pk. Hr. 42 60 14 16 388 1217 26 67 16 50 34 78 41 118 24 60 161 391 44 139 841 2789 8:15 AM I'ciik Hour 2789 0 Peak I lr. Faclor 0.83 3:45 PM 21 0 388 10 4:00 PM 18 0 383 7 4:15 PM 11 0 316 10 4:30 PM 30 0 370 8 4:45 PM 31 0 351 10 5:00 PM 21 0 271 7 5:15 PM * 18 0 387 7 5:30 PM • 51 0 533 21 5:45 PM • 31 0 338 18 6:00 PM • 28 0 418 10 6:15 PM 12 0 291 6 6:30 PM 18 0 272 II Max. 15 min. 51 0 533 21 Pk. Hr. Vol. 128 0 1676 56 38 54 31 52 55 46 60 50 64 56 47 66 158 168 105 94 162 116 151 125 131 108 114 92 20 0 7 0 53 25 0 12 0 59 39 0 834 2 25 I 11 0 51 31 0 13 0 45 30 0 839 I 17 1 2 0 35 33 0 2 0 42 33 1 638 2 19 0 5 0 33 24 I 14 0 59 34 0 743 2 30 1 9 0 49 41 0 II 0 74 38 0 862 1 24 0 4 0 48 30 0 8 0 53 34 2 663 4 27 4 6 0 62 17 0 9 0 83 26 3 855 7 33 2 8 0 107 38 0 4 0 69 39 0 1079 2 24 0 1 0 29 15 0 9 0 106 31 0 799 0 II 0 1 0 43 17 0 6 0 64 34 0 799 1 29 0 4 0 41 25 0 10 0 53 34 0 668 0 27 0 7 0 50 25 0 3 0 50 48 0 670 0 33 4 11 0 107 41 1 14 0 106 48 3 1079 7 95 6 16 0 241 87 0 28 0 322 130 3 3532 10 Peak Hr. Factor 0.82 66 230 168 515 5:00 I'M 6:00 PM Peak Hour Intersection rrulllc In I'k. llr. Intersection Pdstms in Pk. Hr. 3532 10 El Camino Real at Carlsbad Village Drive 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 Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside I Config- (left) 2 1 urations 3 I 4 I 5 1 1 6 Outside 7. Free-flow I I 1 1 1 1 I I 1 I I ' 1 1 Lane Settings 1 3 0 I 3 0 I 2 0 1 2 0 Capacity 1800 6000 Are the North/South phases split (Y/N)? Are the East/West phases split (Y/N)? Efficiency Lost Factor 0,10 Hourly Volume 52 Adjusted Hourly Volume 52 Utilizafion Factor 0,03 Critical Factors 0.03 526 541 0 N N 15 0 1800 6000 0 1800 4000 1800 4000 76 76 1217 67 1284 0 50 50 78 196 118 0 60 60 391 530 0.09 0.00 0.04 0,21 0.00 0.03 0.05 0.00 0.03 0.13 139 0 0.00 0.21 0.03 0.13 ICURafio = 0,50 LOS = Turning Movements at Intersection of: W e s t A P P r Time : 7:15 AM to 8:15 AM Date: 7/9/98 Day : Thursday Name : Javier, Oscar Totals 752 Sub - , totals 506 246 El Camino Real and Carlsbad Village Drive North Approach El Camino Real 0 50 78 118 Subtotals 1399 Total 1360 t Norfii 2091 16 731 67 1217 76 ^ t r 52 526 15 4 593 1992 9 ;91 60 0 Total Subtotals Sub - totals 590 Totals 743 E a s t A P P r Carlsbad Village Drive South Approach Note : Left-tum volumes include L'-tums. U-tums in bold. El Camino Real at Carlsbad Village Drive Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr, Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 5:00 PM to 6:00 PM Left Thra Right Left Thra Right Left Thra Right Left Thru Right Lane Inside I Conflg -(left) 2 I I I 1 urations 3 I I I I 4 1 I 1 I 1 I 5 6 1 1 I I Outside 7 Free-flow Lane Settings 1 3 0 I 3 0 1 2 0 I 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 EasfWest phases split (Y/N)? N Efficiency Lost Factor O.IO Hourly Volume 128 1676 56 238 515 95 16 241 87 28 322 130 Adjusted Hourly Volume 128 1732 0 238 610 0 16 328 0 28 452 0 Utilization Factor 0,07 0,29 0,00 0.13 0.10 0.00 O.OI 0.08 0.00 0,02 0,11 0,00 Critical Factors 0,29 0.13 O.OI 0,11 ICU Ratio = 0.64 LOS = B Tuming Movements at Intersection of: El Camino Real and Carlsbad Village Drive W e s t A P P r Time: 5:00PM to 6:00 PM Date: 7/9/98 Day : Thursday Name : Javier, Oscar Totals 889 Sub- totals 545 344 16 241 87 Subtotals Total North-Approach 95 848 North El Camino Real 2678 8 515 238 t r 128 1676 56 0 630 I860 2490 1830 130 322 28 Total Subtotals Sub- totals 480 Totals 1007 527 Carlsbad Village Drive A P P South Approach Note : Left-tum volumes include U-tums. U-tums in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 1998 INTERSECTION ANALYSIS SUMMARY Intersection Number: 10 Intersection Location: El Camino Real and Levante Street Contents: Turn Movement Count Summary 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 VALLEY RESEARCH ANI) P I. A NNING ^ S S C .C I A i ; 3 City: Carlsbad Intersection of: N/S Street: El Camino Real E/W Street: Levante Street Count Date: 7/9/98 Day: Thursday Weather: Sunny VRPA TURNING MOVEMENT ANALYSIS File: lrt. #10 Data Collected by: Traffic Control: Craig 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 Thra Right Peds Left U-Tm Thra Right Peds Vehicles Peds 6:15 AM 0 0 45 3 0 4 0 52 0 0 0 0 0 0 0 17 0 0 16 0 137 0 6:30 AM 0 0 67 4 1 7 0 89 0 0 0 0 0 0 0 29 0 0 26 0 222 I 6:45 AM 0 0 79 9 0 19 0 162 0 0 0 0 0 0 0 45 0 0 20 0 334 0 7:00 AM 0 1 156 11 0 17 0 258 0 0 0 0 0 0 0 52 0 0 24 0 519 0 7:15 AM 0 0 150 17 0 14 0 188 0 0 0 0 0 0 0 51 0 0 30 0 450 0 7:30 AM 0 0 183 15 0 II 0 193 0 0 0 0 0 0 0 38 0 0 30 0 470 0 7:45 AM * 0 0 170 8 0 15 0 156 0 0 0 0 0 0 0 61 0 0 41 0 451 0 8:00 AM * 0 0 248 17 0 26 0 199 0 0 0 0 0 0 0 52 0 0 23 0 565 0 8:15/VM * 0 0 239 14 0 16 0 266 0 0 0 0 0 0 0 36 0 0 21 0 592 0 8:30 AM * 0 0 222 20 2 30 0 183 0 0 0 0 0 0 0 47 0 0 32 0 534 2 8:45 AM 0 0 217 13 0 18 0 133 0 0 0 0 0 0 0 31 0 0 23 0 435 0 9K)0AM 0 0 210 37 0 34 0 204 0 0 0 0 0 0 0 53 0 0 26 0 564 0 Max. 15 min. 0 I 248 37 2 34 0 266 0 0 0 0 0 0 0 61 0 0 41 0 592 2 Pk. Hr. Vol. 0 0 879 59 2 87 0 804 0 0 0 0 0 0 0 196 0 0 117 0 2142 2 7:30 AM Peak Intersection Traffic in Pk. Hr. 2142 Peak Hr. Factor 0.90 8:30 AM Hour Intersection Pdstms in Pk. Hr. = 2 3:45 PM 0 0 355 40 0 22 0 217 0 0 0 0 0 0 0 28 0 0 35 0 697 0 4:00 PM 0 0 261 54 2 36 0 241 0 0 0 0 0 0 0 55 0 0 62 0 709 2 4:15 PM 0 0 304 50 0 26 0 254 0 0 0 0 0 0 0 38 0 0 30 0 702 0 4:30 PM 0 0 293 36 0 27 0 196 0 0 0 0 0 0 0 46 0 0 33 0 631 0 4:45 PM • 0 0 495 30 0 35 0 234 0 0 0 0 0 0 0 33 0 0 23 0 850 0 5:00 PM * 0 0 331 71 0 42 0 256 0 0 0 0 0 0 0 33 0 0 27 0 760 0 5:15 PM 0 0 279 70 0 31 0 243 0 0 0 0 0 0 0 33 0 0 34 0 690 0 5:30 PM * 0 0 291 65 0 39 0 272 0 0 0 0 0 0 0 40 0 0 40 0 747 0 5:45 PM 0 0 346 63 0 33 0 203 0 0 0 0 0 0 0 37 0 0 28 0 710 0 6:00 PM 0 0 273 56 1 37 0 128 0 0 0 0 0 0 0 45 0 0 21 0 560 1 6:15 PM 0 0 274 70 0 33 0 231 0 0 0 0 0 0 0 44 0 0 34 0 686 0 6:30 PM 0 0 266 55 2 36 0 211 0 0 0 0 0 0 0 49 0 0 33 0 650 2 Max. 15 min. 0 0 495 71 2 42 0 272 0 0 0 0 0 0 0 55 0 0 62 0 850 2 Pk. Hr. Vol. 0 0 1396 236 0 147 0 1005 0 0 0 0 0 0 0 139 0 0 124 0 3047 0 4:30 PM Peak Intersection Traffic in Pk. llr. 3047 Peak Mr. Factor 0,90 5:30 PM Hour Intersection Pdstms in Pk. Hr. = 0 El Camino Real at Levante Street 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 Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside 1 Conflg -(left) 2 1 I urations 3 I 1 1 1 4 1 I 1 5 1 I Outside 6 7 Free-flow Lane Settings 0 3 0 1 2 0 0 0 0 1.5 0 1,5 Capacity 0 6000 0 1800 4000 0 0 0 0 2700 0 2700 Are the North/South phases split (Y/N)? N Are the EastAVest phases split (Y/N)? N Efficiency Lost Factor 0,10 Hourly Volume 0 879 59 87 804 0 0 0 0 196 0 117 Adjusted Hourly Volume 0 938 0 87 804 0 0 0 0 196 0 117 Utilization Factor 0,00 0.16 0.00 0.05 0.20 0.00 0,00 0.00 0.00 0,07 0,00 0.04 Critical Factors 0.16 0.05 0,00 0.00 0,07 ICU Ratio 0.38 LOS = Tuming Movements at Intersecfion of: El Camino Real and Levante Street W e s t A P P r Time : 7:30 AM to 8:30 AM Date: 7/9/98 Day : Thursday Name : Craig Sub- Totals totals 0 0 0 0 Subtotals Total North Approach lr 1000 891 t North El Camino Real 1887 0 0 804 87 ^ t r 0 879 59 0 938 1938 996 Total Subtotals Sub- totals 117 0 313 196 0 146 Levante Street Totals 459 E a s t A P P r South Approach Note : Left-turn volumes include U-tums. U-tums in bold. El Camino Real af Levante Street Lane Configuration for Intersection Capacity Utilization Page 3 of3 Pk. Hr. Time Period : South Appr (NB) North .-Vppr (SB) West Appr (EB) East Appr (WB) 4:30 PM to 5:30 PM Left Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside Conflg -(left) : 1 1 urations 3 4 C I I 1 1 1 I I 1 1 J 6 Outside 7 1 1 Free-flow Lane Settings 0 3 0 1 2 0 0 0 0 1.5 0 1,5 Capacity 0 6000 0 1800 4O00 0 0 0 0 2700 0 2700 Are the North/South phases split (Y/N)? N Are tlie East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 - Hourly Volume 0 1396 236 147 1005 0 0 0 0 139 0 124 Adjusted Hourly Volume 0 1632 0 147 1005 0 0 0 0 139 0 124 Utilization Factor 0.00 0.27 0.00 0.08 0.25 0.00 0.00 0.00 0.00 0.05 0.00 0.05 Critical Factors 0.27 0.08 0.00 0.00 0.05 ICU Ratio = 0.50 LOS = A Tuming Movements at Intersection of: El Camino Real and Levante Street W e s t A P P r Time : 4:30 PM to 5:30 PM Date: 7/9/98 Day : Thursday Name : Craig Totals Sub- totals 0 0 Subtotals Total North Approach El Camino Real i lr 1144 0 0 2776 1152 2672 0 1005 147 North ^ t r 1396 236 1632 1520 124 0 139 Total Subtotals Sub- totals 263 383 Levante Street Totals 646 E a s t A P P r South Approach Note : Left-tum volumes inciude U-tums. U-tums in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 1998 INTERSECTION ANALYSIS SUMMARY Intersection Number: 11 Intersection Location: El Camino Real and Alga Road/ Aviara Parkway Contents: Turn Movement Count Summary 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 VALLEY RESEARCH AM) PLANNING " 3 S O C I A i ; 3 VRPA TURNING MOVEMENT ANALYSIS City: Cnrlsbnd Intersection of: N/S Street: E/W Street: Count Date: 7/14/98 Page 1 of 3 End of 15 min, prd. El Camino Real Alga Road/Aviara Parkway Day: Tuesday WeaUier: Sunny File : Int. # 11 Data Collected by: TrafTic Control: Jose, Mike Signalized 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 7 0 40 6 0 5 0 38 8 0 7 0 14 8 0 45 I 30 29 0 238 0 6:30 AM 10 0 72 6 0 6 0 68 19 0 12 0 12 4 0 80 0 32 28 I 349 I 6:45 AM 14 0 85 13 0 10 0 102 26 0 13 0 30 9 0 58 0 73 22 0 455 0 7:00 AM 35 0 127 9 0 14 0 80 41 0 16 0 26 7 0 58 I 63 61 0 538 0 7:15 AM 18 0 125 18 0 12 0 116 43 0 14 0 30 16 0 106 0 43 43 0 584 0 7:30 AM 24 0 154 25 0 24 0 139 36 0 35 0 46 23 0 90 0 94 58 0 748 0 7:45 AM * 22 0 168 29 0 15 0 127 31 0 56 0 49 19 0 66 0 72 56 0 710 0 8:00 AM * 36 0 262 30 0 34 0 146 24 0 31 0 57 21 0 113 0 77 81 1 912 I 8:15 AM * 32 0 147 32 2 15 0 106 15 0 38 0 63 17 0 IOO 0 56 64 I 685 3 8:30 AM 26 0 136 39 0 9 0 106 21 0 29 0 44 17 0 87 0 47 75 I 636 I 8:45 AM 48 0 168 20 2 44 0 145 23 0 30 0 28 20 0 76 0 35 54 2 691 4 9:00 AM 29 0 III 24 0 18 0 84 16 0 16 0 31 11 0 73 0 60 40 3 513 3 Max. 15 min. 48 0 262 39 2 44 0 146 43 0 56 0 63 23 0 113 I 94 81 3 912 4 Pk. Hr. Vol. 114 0 731 116 2 88 0 518 106 0 160 0 215 80 0 369 0 299 259 2 3055 4 7:15 AM Peak Intersection Traffic in Pk. Hr. 3055 Peak Hr. Factor 0.84 8:15 AM Hour Intersection Pdstms in Pk. Hr. = 4 , 3:45 PM 71 0 173 63 0 38 0 149 37 0 33 0 53 49 0 50 1 49 37 0 803 0 4:00 PM 52 0 106 34 0 48 0 209 22 0 55 0 50 47 0 63 0 55 31 1 772 1 4:15 PM 95 0 181 82 0 30 0 153 34 0 40 0 109 57 0 40 I 104 40 2 966 2 4:30 PM 79 0 170 73 0 61 0 269 50 0 58 0 93 67 1 57 2 57 30 1 1066 2 4:45 PM 84 0 186 75 0 37 1 151 25 0 21 0 68 40 0 52 2 69 36 0 847 0 5:00 PM • 74 0 178 67 0 70 I 201 43 0 29 I 69 40 0 60 1 79 29 2 942 2 5:15 PM * 104 0 171 72 0 57 2 201 38 0 49 1 80 49 0 43 2 55 34 1 958 1 5:30 PM * 93 0 214 64 0 101 3 338 56 2 45 0 123 51 0 48 1 62 15 3 1214 5 5:45 PM * 88 0 182 97 0 84 4 264 54 0 47 0 84 60 0 58 3 61 34 0 1120 0 6:00 PM 87 0 160 88 0 86 1 204 50 0 19 0 71 34 0 72 I 45 15 0 933 0 6:15 PM 37 0 82 86 0 31 4 241 12 0 24 0 65 42 0 58 I 51 42 0 776 0 6:30 PM 51 0 109 26 0 63 2 202 62 3 35 0 79 53 0 26 2 78 49 2 837 5 Max. 15 min. 104 0 214 97 0 101 4 338 62 3 58 I 123 67 I 72 3 104 49 3 1214 5 Pk. Hr. Vol. 3.59 0 745 300 0 312 10 1004 191 2 170 2 356 200 0 209 7 257 112 6 4234 8 4:45 PM Peak Intersection Traffic in Pk. Hr 4234 Peak Hr. Factor 0.87 5:45 PM Hour Intersection Pdstms in Pk. Hr. = 8 El Camino Real at Alga Road/Aviara Parkway 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 Thra Right Left Thru Right Left Thra Right Left Thra Right Lane Inside I I I I Config -(left) 2 1 1 I 1 urations 3 I I 1 1 4 I I I I 1 I 5 6 1 1 I Outside 7 Free-flow I Lane Settings I 3 0 2 3 0 2 2 0 2 .2 0 Capacity 1800 6000 0 3240 6000 0 3240 4000 0 3240 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 114 731 116 88 518 106 160 215 80 369 299 259 Adjusted Hourly Volume 114 731 0 88 624 0 -160 295 0 369 558 0 Utilization Factor 0.06 0.12 0.00 0.03 O.IO 0.00 0.05 0.07 0.00 0.11 0.14 0.00 Critical Factors 0.06 O.IO 0.05 0.14 ICURafio = 0.45 LOS = A Tuming Movements at Intersection of: El Camino Real and Atea Road/Aviara Parkwav W e s t A P P r Time : 7:15 AM to 8:15 AM Date: 7/14/98 Day : Tuesday Name : Jose, Mike Sub- Totals totals 974 519 455 0 160 215 80 Subtotals Total North Approach 712 106 518 967 North • El Camino Real 1862 0 ^ T r 114 731 116 0 961 1928 1150 259 299 369 0 Total Subtotals Sub- totals 927 419 Totals 1346 Alga Road/Aviara Parkway A P P South Approach Note : Left-tura volumes include U-tums. U-ttiras tn bold. El Camino Real at Alga Road/Aviara Parkway 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 Thra Right Left Thra Right Left Thm Right Left Thru Right Lane Inside 1 I I I Config -(left) 2 I I I I urations 3 I I I I 4 5 6 I 1 I I 1 I I I I Outside 7 Free-flow I Lane Settings 1 3 0 2 3 0 ' 2 2 0 2 2 0 Capacity 1800 6000 0 3240 6000 0 3240 4000 0 3240 4000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor O.IO Hourly Volume 359 745 300 322 1004 191 172 356 200 216 257 112 Adjusted Hourly Volume 359 745 0 322 1195 0 172 556 0 216 369 0 Utilization Factor 0,20 0,12 0.00 O.IO 0.20 0,00 0,05 0,14 0.00 0,07 0.09 0,00 Critical Factors 0.20 0,20 0.14 0,07 ICU Ratio = 0.71 LOS = C Tuming Movements at Intersection of: El Camino Real and Alga Road/Aviara Parkway W e s t A P P r Time : 4:45 PM to 5:45 PM Date: 7/14/98 Day : Tuesday Name : Jose, Mike Totals 1537 Sub- totals 809 728 North Approach 172 356 200 Subtotals Total El Camino Real lr I4I3 I5I7 2554 10 191 1004 322 North 1 ^ ! r 359 745 300 0 1404 2817 1037 112 257 216 Total Subtotals Sub- totals 585 Totals 1560 975 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. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 1998 INTERSECTION ANALYSIS SUMMARY Intersection Number: 12 Intersection Location: EI Camino Real and La Costa Avenue Contents: Turn Movement Count Summary 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 VALLEY RESEARCH A N 1) HI. A NNING A 5 3 O C I A I = 3 City: Carlsbad Intersection of: N/S Street: El Camino Real F,/W Street: La Costa Avenue Count Date: 7/14/98 Day: Tuesday Weather: Sunny VRPA TURNING MOVEMENT ANALYSIS File: Im.#I2 Data Collected by : Traffic Control: Javier, Oscar Signalized Page 1 of3 End of 15 South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Tm Thra Righl I'cds Left U-Tm Thra Right Peds Left U-Tm Thra Right Peds Left U-Tm Thra Right Peds Vehicles Peds 6:15 AM 26 0 24 1 1 4 0 52 79 0 20 0 22 18 0 2 0 70 6 1 324 2 6:30 AM 54 0 49 1 0 6 0 54 101 0 32 0 24 42 0 8 0 107 13 1 491 1 6:45 AM 44 0 40 2 2 5 0 68 80 0 55 0 47 64 0 5 0 112 22 0 544 2 7:00 AM 58 0 67 2 0 10 0 151 77 1 84 0 51 68 0 14 0 98 17 0 697 1 7:15 AM 79 0 133 4 4 20 0 143 71 0 85 0 60 68 0 6 0 127 39 0 835 4 7:30/VM 76 0 133 5 0 II 0 136 52 0 59 0 52 71 0 23 0 155 16 0 789 0 7:45 AM 85 0 151 9 0 29 0 152 60 0 77 0 56 46 0 21 0 155 20 1 861 1 8:00 AM 92 0 138 , 6 0 17 0 lit 51 0 91 0 74 72 0 16 0 149 52 0 869 0 8:15 AM * 77 0 162 10 3 24 I 125 59 0 71 0 74 73 0 34 0 201 46 0 957 3 8:30 AM * 127 0 171 3 0 29 3 119 74 0 82 0 55 60 0 19 0 132 34 0 908 0 8:45 AM * IOO 0 145 13 1 57 0 128 97 0 63 0 86 87 0 18 0 158 39 0 991 I 9:00 AM « 92 0 138 6 1 48 0 152 91 0 57 0 92 85 0 13 0 85 40 0 899 1 Max. 15 min. 127 0 171 13 4 57 3 152 101 1 91 0 92 87 0 34 0 201 52 1 991 4 Pk. Hr. Vol, 396 0 616 32 5 158 4 524 321 0 273 0 307 305 0 84 0 576 159 0 3755 5 8:00 AM Peak Intersection Traffic in Pk. Hr. = 3755 Peak Hr. Factor 0.95 9:00 AM Hour Intersection Pdstms in Pk. Hr. = 5 3:45 PM 67 0 152 10 1 33 0 104 57 0 57 0 67 53 0 25 0 98 33 0 756 1 4:00 PM 103 0 190 20 0 59 1 168 59 0 79 0 73 57 0 24 0 77 22 0 932 0 4:15 PM 121 0 251 34 0 63 0 175 91 0 76 0 81 50 0 21 0 49 21 0 1033 0 4:30 PM 104 0 213 13 0 71 0 168 61 0 74 0 100 66 0 14 0 143 17 0 1044 0 4:45 PM * 132 0 270 21 1 67 0 181 115 3 63 0 93 63 0 23 0 137 44 I 1209 5 5:00 PM * 102 0 229 17 0 68 0 157 81 0 76 0 94 74 0 6 0 114 41 0 1059 0 5:15 PM * 126 0 224 15 1 63 0 174 105 0 91 0 104 78 0 32 0 143 66 0 1221 1 5:30 PM * 165 0 249 22 1 38 0 206 111 0 74 0 69 81 0 24 0 96 26 0 1161 1 5:45 PM 105 0 218 23 0 98 0 195 88 0 43 0 93 54 2 21 0 150 37 0 1125 2 6:00 PM 125 0 174 7 0 37 0 123 39 0 36 0 35 59 0 14 0 43 12 0 704 0 6:15 PM 153 0 327 32 0 50 0 154 54 0 84 0 113 155 0 16 0 107 9 0 1254 0 6:30 PM 102 0 210 23 0 37 0 99 56 0 51 0 62 56 0 17 0 82 19 0 814 0 Max. 15 min. 165 0 327 34 1 98 I 206 115 3 91 0 113 155 2 32 0 150 66 1 1254 5 Pk. Hr. Vol, 525 0 972 75 3 236 0 718 412 3 304 0 360 296 0 85 0 490 177 I 4650 7 4:30 PM Peak Intersection Traffic in Pk. Hr. 4650 Peak Hr. Factor 0.93 5:30 PM Hour Intersection Pdstms in Pk. Hr. = 7 El Camino Real at La Costa Avenue Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) North Aprc (SB) West Appr (EB) • East Appr (WB) 8:00 AM to 9:00 AM Left* Thra Right Left Thru Right Left Thra Right Left Thru Right* Lane Inside 1 1 Conflg- (left) 2 1 urations 3 I 4 1 1 5 6 Outside 7 Free-flow 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Lane Settings 1 3 0 2 3 0 2 2 1 1 1 1 1800 6000 Are the North/South phases split (Y/N)? Are the East/West phases split (Y/N)? 0 N N 3240 6000 0 3240 4000 1800 1800 2000 1800 Efficiency Lost Factor 0.10 Houriy Volume 396 616 32 162 524 321 273 307 305 84 576 159 Adjusted Houriy Volume 396 648 0 162 845 0 .273 307 305 84 576 159 Utilization Factor 0.22 0.11 0.00 0.05 0.14 0.00 O.OS 0.08 0.17 0.05 0.29 0.09 Critical Factors 0.22 0.14 • O.OS 0.29 ICU Ratio 0.76 LOS = Turning Movements at Intersection of: El Camino Real and La Costa Avenu W e s t A P P r Time : 8:00 AM to 9:00 AM Date: 7/14/98 Day: Tuesday Name: Javier, Oscar Totals 2178 Sub- totals 1293 885 0 273 307 305 Subtotals Total North Approach 913 1007 North El Camino Real 2056 321 524 162 J I u ^ t r 396 616 32 0 1044 1957 1052 !59 576 84 0 Total Subtotals Sub- totals 819 497 La Costa Avenue Totals 1316 E a s t A P P South Approach Note : Left-tum volumes include U-turns. U-tums in bold. * Constmction on La Costa Avenue west of El Camino Real has temporanj/ changed the intersection lane geometry. The northbound approach normally includes a second left tum lane. The .vestbound approach normally includes a left turn lane, a through lane, and a through/right combination lane. El Camino Real at La Costa 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 I I 1 Config-(left) 2 I I I I urations 3 I I I I 4 I I I 1 1 5 6 1 I 1 Outside 7 Free-flow Lane Settings I 3 0 2 3 0 2 2 I I 1 I Capacity 1800 6000 0 3240 6000 0 3240 4000 1800 1800 2000 1800 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor O.IO Houriy Volume 525 972 75 236 718 412 304 360 296 85 490 177 Adjusted Hourly Volume 525 1047 0 236 1130 0 304 360 296 85 490 177 Utilization Factor 0.29 0,17 0,00 0.07 0.19 0.00 0.09 0.09 0,16 0.05 0,25 O.IO Critical Factors 0.29 0,19 0.09 0.25 ICURafio = 0.92 LOS = E Tuming Movements at Intersection of: El Camino Real and La Costa .•Vvenue W e s t A P P r Time : 4:30 PM to 5:30 PM Date: 7/14/98 Day : Tuesday Name : Javier, Oscar Totals 2387 Sub- totals 1427 960 North Approach 0 304 i 360 • 296 Subtotals 1099 Total 1366 El Camino Real 2819 0 412 718 236 J i u North ^ t r 525 972 75 0 1572 2671 1453 177 490 85 Total Subtotals Sub- totals 671 La Costa .\venue Totals 1423 A P P South Approach Note : Left-tum volumes include U-tums. U-tums in bold. * Construction on La Costa Avenue west of El Camino Real has temporarily changed the intersection lane geometrv-. The northbound approach normally includes a second left turn lane. The westbound approach normally includes a left tum lane, a through lane, and a through/right combination lane. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 1998 INTERSECTION ANALYSIS SUMMARY Intersection Number: 13 Intersection Location: Palomar Airport Road and El Fuerte Street Contents: Turn Movement Count Summary 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 VALLEY RESEARCH .A l\ 1) PLAN NING City: Carlsbad Intersection of: N/S Street: E/W Street: Count Date: 7/30/98 El Fuerte Street Palomar Airport Road Day: Thursday Weather: Sunny VRPA TURNING MOVEMENT ANALYSIS File: InL#13 Data Collected by: Traflic Control: Doris Signalized Page 1 of 3 End of 15 min. prd. South Approach (NB) Left U-Tm Thm Right Peds North Approach (SB) Left U-Tm Thm Right Peds West Approach (EB) Left U-Tm Thru Right Peds East Approach (WB) Left U-Tm Thm Right Peds 15 min Total Vehicles Peds 6:15 AM 0 0 0 0 0 7 0 0 21 0 22 0 84 0 0 0 0 322 23 0 479 0 6:30 AM 0 0 0 0 0 9 0 0 10 0 44 1 141 0 0 I 1 541 28 0 776 0 6:45 AM 0 0 0 0 0 4 0 "0 10 0 52 4 204 0 0 0 0 547 31 0 852 0 7:00 AM 0 0 0 0 0 10 0 0 16 0 83 14 222 0 0 0 1 745 76 I 1167 1 7:I5AM • 0 0 0 0 0 7 0 0 9 0 64 4 167 0 0 0 0 574 42 0 867 0 7:30 AM * 0 0 0 0 1 9 0 0 6 0 101 10 188 0 I 0 1 763 75 0 1153 2 7:45 AM • 1 0 0 0 0 6 0 0 10 0 70 5 186 0 0 0 1 540 36 0 855 0 8:00 AM * 0 0 1 0 0 6 0 0 15 0 165 15 326 0 0 0 0 783 53 0 1364 0 8:15 AM 1 0 0 0 0 7 0 0 15 0 72 10 168 1 0 0 1 520 32 0 827 0 8:30 AM 0 0 0 0 0 10 0 0 9 0 55 6 190 0 0 0 1 448 21 0 740 0 8:45 AM 0 0 1 0 0 10 0 0 10 0 50 8 219 1 0 0 0 456 31 0 786 0 9:00 AM 0 0 0 0 0 6 0 0 Tl 0 52 8 206 1 0 0 2 425 35 0 746 0 Max, 15 min. I 0 I 0 I 10 0 0 21 0 165 15 326 1 . 1 1 2 783 76 I 1364 2 Pk. Hr. Vol. 1 0 1 0 1 28 0 0 40 0 400 34 867 0 1 0 2 2660 206 0 4239 2 7:00 AM Peak Intersection Traffic in Pk. Hr. 4239 Peak Hr. Factor 0.78 8:00 AM Hour Intersection Pdstms in Pk. Hr. 2 3:45 PM 0 0 0 0 0 108 0 0 18 0 30 0 615 0 0 0 9 261 8 0 1049 0 4:00 PM • 0 0 0 0 0 66 0 0 17 0 31 0 690 1 0 0 4 299 15 1 1123 1 4:15 PM * 0 0 0 0 0 47 0 0 7 0 18 0 707 0 0 0 1 272 7 0 1059 0 4:30 PM * 0 0 0 0 0 52 0 0 9 0 15 11 559 0 0 0 1 252 6 0 905 0 4:45 PM • 0 0 0 0 0 119 0 0 15 0 9 2 792 0 0 0 0 315 12 0 1264 0 5:00 PM I 0 0 0 0 52 0 0 16 0 15 I 695 1 I 0 1 262 3 0 1047 1 5:15 PM 0 0 0 0 0 67 0 0 16 0 12 2 782 0 0 0 2 215 4 0 1100 0 5:30 PM 1 0 0 0 0 38 0 0 4 0 13 1 563 0 0 1 1 239 3 0 864 0 5:45 PM 1 0 0 0 0 65 0 0 21 0 3 0 474 0 0 0 0 176 8 0 748 0 6:00 PM 0 0 0 0 0 24 0 0 2 0 4 I 467 0 0 0 0 167 1 0 666 0 6:15 PM 0 0 0 0 0 66 0 0 5 0 5 0 455 0 0 0 I 181 1 0 714 0 6:30 PM 0 0 0 0 0 32 0 0 4 0 4 2 313 0 0 0 0 157 3 0 515 0 Max. 15 min. 1 0 0 0 0 119 0 0 21 0 31 11 792 1 1 1 9 315 15 1 1264 1 Pk. Hr. Vol. 0 0 0 0 0 284 0 0 48 0 73 13 2748 1 0 0 6 1138 40 I 4351 I 3:45 PM Peak Intersection Traffic in Pk. Hr, 4351 Peak Hr. Factor 0.86 4:45 PM Hour Intersection Pdstms in Pk, Hr. 1 El Fuerte Street at Palomar Airport Road Lane Configuration for Intersecfion Capacity Utilization Page 2 of3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Apor (WB) 7:00 AM to 8:00 AM Left Thra Right Left Thra Right Left Thra Right Uft Thra Right Lane Inside I p Conflg -(left) 2 I 1 I 1 I 1 urations 3 1 1 1 4 5 5 I 1 1 I 1 I 1 Outside 7 Free-flow Lane Settings 0 I 0 2 1 0 1 2 0 I 3 0 Capacity 0 2000 0 3240 2000 0 1800 4000 0 1800 6000 0 Are the North/South phases split (Y/N)? N 6000 0 Are the EasfWest phases split (Y/N)? N Efficiency Lost Factor 0.10 Houriy Volume I I 0 28 0 40 434 867 0 2 2660 206 Adjusted Hourly Volume 0 I 0 28 0 0 434 867 0 2 2866 0 Utilization Factor 0,00 0.00 0.00 0.01 0.00 0.00 0.24 0.22 0,00 0.00 0.48 0.00 Crifical Factors 0,00 0.01 0.24 0.48 ICURafio = = 0.83 LOS = D Tuming Movements at Intersecfion of: El Fuerte Street and Palomar Airport Road W e s t A P P Time : 7:00 AM to 8:00 AM Date: 7/30/98 Day : Thursday Name; Doris Totals 4036 Sub- totals 2735 1301 34 434 867 0 Subtotals Total North Approach 40 lr 68 0 North 675 0 28 El Fuerte Street 607 t t 206 2660 Total Subtotals Sub- totals 2868 897 Totals 3765 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 Intersection Capacity Utilization Page 3 of3 Pk. Hr. Time Period : South Appr (NB) Norfii Appr (SB) West Appr (EB) East Appr (WB) 3:45 PM to 4:45 PM Left Thra Right Left Thra Right Left Thra Right Left Tlira Right Lane Inside 1 Config -(left) 2 I I I 1 1 1 urations 3 4 C 1 I I 1 I I I I Outside J 6 7 1 1 Free-flow Lane Settings 0 I 0 2 I 0 1 2 0 1 3 0 Capacity 0 2000 0 3240 2000 0 1800 4000 0 1800 6000 0 Are the North/South phases split (Y/N)? N Are the EastWest phases split (Y/N)? N Efficiency Lost Factor - 0.10 Hourly Volume 0 0 0 284 0 48 86 2748 I 6 1138 40 Adjusted Hourly Volume 0 102 0 284 48 0 86 2749 0 6 1178 0 Ufilization Factor 0.00 0.05 0.00 0.09 0.02 0.00 0.05 0.69 0.00 0.00 0.20 0.00 Critical Factors 0.05 0.09 0.69 0.00 ICU Ratio = 0.93 LOS = E Tuming Movements at Intersection of: El Fuerte Street and Palomar Airport Road W e s t A P p Time : 3:45 PM to 4:45 PM Date: 7/30/98 Day : Thursday Name : Doris Totals 4034 Sub- totals 1199 2835 13 North Approach 48 86 2748 1 Subtotals Total 1 445 0 284 El Fuerte Street 113 t North ^ t r T 40 1138 6 Total Subtotals Sub- totals 1184 3038 Totals 4222 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 1998 INTERSECTION ANALYSIS SUMMARY Intersection Number: 14 Intersection Location: Palomar Airport Road and Armada Drive Contents: Turn Movement Count Summary 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 VAL'LFA RESEARCH AND PLANNING "ajQCIAI 1:3 City: Carlsbad Intersection of: N/S Street: E/W Street: Count Date: 7/14/98 Armada Drive Palomar Airport Road Day: Tuesday Weather: Suimy VRPA TURNING MOVEMENT ANALYSIS File: InL #14 Data Collected by: TrafTic Control: Cesar, Angel Signalized Page I of 3 End of 15 min. prd. South Approach (NB) Left U-Tm Thra Right Peds 6:15 AM 8 0 I 1 0 4 6:30 AM 5 0 I 2 0 2 6:45 AM 13 0 0 6 0 5 7:00 AM 9 0 0 3 0 21 7:15 AM 14 0 0 5 0 7 7:30 AM 9 0 3 9 0 23 7:45 AM 13 0 0 14 0 20 8:00 AM • 14 0 I 12 0 17 8:15 AM * 17 0 2 5 0 14 8:30 AM * 9 0 1 5 0 13 8:45 AM * 8 0 0 8 0 10 9:00 AM 24 0 1 15 0 15 Max. 15 min. 24 0 3 15 0 23 Pk. Hr. Vol. 48 0 4 30 0 54 North Approach (SB) Left U-Tm Thra Right Peds 0 I I 0 0 0 0 0 0 0 I 0 I 0 0 0 0 0 0 I 14 0 4 0 0 0 0 0 0 0 0 0 7 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 West Approach (EB) Left U-Tm Thra Right Peds 20 21 18 17 6 II 22 8 10 7 II 13 321 249 458 516 530 617 485 890 784 590 574 609 2 6 4 I 9 5 7 23 5 15 22 13 0 1 0 0 0 3 0 0 0 0 0 I East Approach (WB) Left U-Tm Thra Right Peds 7 5 5 4 5 7 4 6 3 3 10 11 199 169 205 221 245 227 261 298 259 268 286 232 12 17 13 19 18 14 17 38 26 16 13 7 0 0 0 0 0 0 0 0 0 0 0 0 15 min Total Vehicles Peds 578 479 728 811 841 925 843 1309 1147 927 951 941 14 19 22 36 890 2838 23 65 II 22 298 nil 38 93 1309 4334 7:45 AM 8:45 AM Peak Hour Intersection Traffic in Pk. Hr. Intersection Pdstms in Pk. Hr. 4334 0 Peak Hr. Factor 0.83 3:45 PM 69 0 1 50 0 11 0 0 18 0 6 10 4:00 PM 93 0 4 52 0 33 0 3 30 0 28 6 4:15 PM 84 0 0 43 0 22 0 1 9 0 7 5 4:30 PM 65 0 0 44 0 15 0 0 4 0 3 18 4:45 PM 52 0 3 36 0 21 0 2 6 0 9 10 5:00 PM * 62 0 7 36 0 46 0 23 5 0 6 2 5:15 PM • 67 0 4 40 0 54 0 5 17 1 2 4 5:30 PM * 56 0 0 54 0 29 0 5 11 0 17 12 5:45 PM * 84 0 8 44 0 32 0 26 12 0 24 5 6:00 PM 52 0 1 40 0 20 0 6 1 0 11 8 6:15 PM 68 0 0 39 0 17 1 9 3 0 6 1 6:30 PM 75 0 1 40 0 26 0 1 4 0 5 0 Max. 15 min. 93 0 8 54 0 54 1 26 30 1 28 18 Pk. Hr. Vol. 269 0 19 174 0 161 0 59 45 1 49 23 393 20 0 40 0 546 9 0 1173 0 422 42 I 34 0 504 16 0 1267 1 402 17 0 37 0 538 17 0 1182 0 489 39 0 39 1 494 13 0 1224 0 410 30 0 33 0 450 14 0 1076 0 450 31 0 27 0 426 10 0 II3I 0 379 39 0 35 0 597 22 I 1265 2 527 23 0 35 1 707 28 0 1505 0 482 30 0 46 0 702 19 0 1514 0 410 56 0 41 1 411 7 0 1065 0 387 32 0 22 0 385 9 0 979 0 382 40 0 28 0 350 1 0 953 0 527 56 I 46 1 707 28 1 1514 2 1838 123 0 143 1 2432 79 5415 2 4:45 PM 5:45 PM Pcuk Hour Intersection Tranic in Pk. I Ir. Intersection Pdstms in Pk. Hr. 5415 2 Peak Hr. Factor 0.89 Armada Drive at Palomar Airport Road 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 Thra Right Left Thra Right Left Thru Right Left Thra Right Lane Inside I 1 I 1 Conflg -(left) 2 1 I I I urations 3 I 1 1 1 1 4 5 1 I I I 1 Outside 6 7 1 1 Free-flow Lane Settings 2 1 0 2 I I 2 3 1 I 3 . I Capacity 3240 2000 0 3240 2000 1800 3240 6000 1800 1800 6000 1800 Are the North/South phases split (Y/N)? N Are the EasfWest phases split (Y/N)? N Efficiency Lost Factor O.IO Hourly Volume 48 4 30 55 19 9 40 2838 65 22 1111 93 Adjusted Hourly Volume 48 34 0 55 19 9 40 2838 65 22 1111 93 Ufilization Factor O.OI 0,02 0,00 0,02 O.OI 0.01 0,01 0.47 0.04 0.01 0.19 0,05 Critical Factors 0,02 0.02 0.47 O.OI ICU Ratio = 0.62 LOS = B Tuming Movements at Intersection of: Armada Drive and Palomar .Airport Road Time : 7:45 AM to 8:45 AM Date: 7/14/98 Day : Tuesday Name : Cesar, Angel North Approach 83 217 Armada Drive 134 Total Subtotals W e s t A P P r Totals 4115 Sub- totals 1172 2943 19 55 40 2838 65 Subtotals Total J i u t 48 0 106 North 4 82 ^ t r 30 93 1111 Sub- totals 1226 2922 Totals 4148 Palomar ."Virport Road s t A P P r South Approach Note : Left-tum volumes include U-tums. U-turas in bold. Armada Drive at Palomar-\irport 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 Annr (WB) 4:45 PM to 5:45 PM Left Thm Rieht Left Thru Ri.Bht . Left Thra Right Left Thru Right Lane Inside 1 1 1 1 Config - (left) 2 1 1 1 1 urations 3 4 c 1 1 1 1 1 1 1 1 Outside J 6 7 1 1 1 I Free-flow Lane Settings 2 1 0 2 1 1 2 3 1 1 3 1 Capacity 3240 2000 0 3240 2OO0 1800 3240 6000 1800 1800 6000 1800 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Houriy Volume 269 19 174 161 59 45 72 1838 123 144 2432 79 Adjusted Houriy Volume 269 193 0 161 104 45 72 1838 123 144 2432 79 Utilization Factor 0.08 0.10 0.00 0.05 0.05 0.03 0.02 0.31 0.07 0.08 0.41 0.04 Critical Factors O.IO 0.05 0.02 0.41 ICU Ratio = 0.68 LOS = Tuming Movements at Intersection of: .Armada Drive and Palomar Airport Road Time : 4:45 PM to 5:45 PM 7/14/98 Tuesday Cesar, Angel Date Day Name North Approach 265 412 .Armada Drive 147 Total Subtotals W e s t Totals 4802 Sub- totals 2769 2033 23 72 IS38 123 Subtotals Total 45 59 161 North 269 19 174 0 25 462 787 79 2432 144 1 Sub- totals 2655 2174 Palomar Airport Road Totals 4829 South Approach Note : Left-tum volumes include U-turns. U-turns in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 1998 INTERSECTION ANALYSIS SUMMARY Intersection Number: 15 Intersection Location: Palomar Airport Road and Paseo Del Norte Contents: Turn Movement Count Summary 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 VALLEY RESEARCH AM) V L. ANNING VRPA TURNING MOVEMENT ANALYSIS City: Carlsbad Intersection of; N/S Street: Paseo Del Norte E/W Street: Palomar Airport Road Page 1 of 3 Count Date: 8/12/98 Day: Wednesday Weather: Sunny File: InL #15 Data Collected by: Traffic Control: Angel, Cesar. Eric Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Tm Thro Right Peds Left U-Tm Thro Right Peds Left U-Tm Thra Right Peds Left U-Tm Thra Right Peds Vehicles Peds 6:15 AM 26 0 7 18 0 9 0 6 8 0 7 4 284 II 0 8 4 170 10 0 572 0 6:30 AM 30 0 13 18 0 10 0 3 8 I 10 2 358 12 0 8 3 193 22 0 690 I 6:45 AM 34 0 8 15 4 19 0 3 4 0 16 1 470 31 1 II 2 211 32 0 857 5 7:00 AM 34 0 15 31 0 17 0 4 6 0 24 0 486 12 0 18 2 186 24 0 859 0 7:15 AM 41 0 16 27 0 34 0 6 II 0 27 0 363 18 0 21 2 212 36 0 814 0 7:30 AM * 53 0 22 25 0 40 0 7 12 0 30 0 490 17 2 29 7 217 49 2 998 4 7:45 AM * 60 0 26 34 0 54 0 27 10 1 47 0 733 31 1 18 4 221 49 0 I3I4 2 8:00 AM 60 0 30 45 I 46 0 14 15 0 46 0 535 14 0 7 0 182 62 1 1056 2 8:15 AM 59 0 32 32 0 48 0 27 11 0 45 0 653 28 0 59 2 241 33 1 1270 I 8:30 AM 53 0 27 39 0 57 0 12 36 0 25 0 443 7 0 19 7 192 38 I 955 1 8:45 AM 73 0 22 32 0 60 0 29 32 I 36 I 421 23 1 17 2 214 49 2 1011 4 9:00 AM 61 0 17 19 0 37 0 15 37 0 36 0 273 27 0 22 0 167 28 I 739 1 Max. 15 min. 73 0 32 45 4 60 0 29 37 1 47 4 733 31 2 59 7 241 62 2 1314 5 Pk. Hr. Vol. 232 0 IIO 136 I 188 0 75 48 I 168 0 2411 90 3 113 13 861 193 4 4638 9 7:15 AM Peak Intersection Traffic in Pk. Hr. 4638 Peak Hr. Factor 0.88 8:15 AM Hour Intersection Pdstms in Pk. Hr. = 9 3:45 PM 75 0 22 38 0 46 0 26 66 0 48 3 298 36 0 26 12 524 38 2 1258 2 4:00 PM 65 0 21 22 2 33 0 24 60 1 43 3 316 41 0 41 10 386 57 0 1122 3 4:15 PM 8) 0 24 36 I 51 0 29 68 0 42 4 321 43 0 24 5 593 66 3 1387 4 4:30 PM 60 0 20 20 2 41 0 7 56 0 45 2 263 27 3 37 6 355 40 I 979 6 4:45 PM * 91 0 24 19 I 48 0 29 51 3 41 0 325 44 2 32 9 632 62 0 1407 6 5:00 PM 53 0 19 21 0 52 0 19 49 0 46 4 346 19 0 28 4 383 50 0 1093 0 5:15 PM * 60 0 31 21 0 63 0 29 73 3 67 2 318 33 4 48 6 706 62 0 1519 7 5:30 PM * 65 0 28 25 2 60 0 29 65 0 45 0 326 38 0 76 II 631 81 0 1480 2 5:45 PM 45 0 15 17 0 43 0 15 45 0 49 10 301 33 1 22 6 407 26 0 1034 I 6:00 PM 101 0 21 33 0 54 0 29 69 0 27 3 275 40 I 42 3 549 60 I 1306 2 6:15 PM 41 0 21 9 0 38 0 23 43 0 43 2 252 40 0 48 4 254 60 0 878 0 6:30 PM 59 0 8 15 0 42 0 17 40 0 36 4 226 35 I 37 9 341 18 0 887 1 Max. 15 min. 101 0 31 38 2 63 0 29 73 3 67 10 346 44 4 76 12 706 81 3 1519 7^ Pk. Hr. Vol. 269 0 102 86 3 223 0 106 238 6 199 6 1315 134 6 184 30 2352 255 0 5499 15 4:.30 PM Peak Intersection Traffic in Pk. Hr. 5499 Peak Hr, Factor 0.91 5:30 PM Hour Intersection Pdstms in Pk. Hr, 15 Paseo Del Norte at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Pk. Hr, Time Period : 7:15 AM to 8:15 AM South Appr (NB) Left Thru Right Lane Conflg - urations Inside (left) Outside Free-flow Lane Settings 2 Capacity 3240 Are the North/South phases split (Y/N)? Are the East/West phases split (Y/N)? Efficiency Lost Factor 0,10 Houriy Volume 232 Adjusted Houriy Volume 232 Utilization Factor 0,07 Critical Factors 2 4000 110 246 0,06 0.06 0 0 N N 136 0 0.00 North Appr (SB) Left Thra Right 2 3240 188 188 0.06 0.06 West Appr (EB) Left Thm Right 2 4000 75 123 0.03 2 3240 3 6000 East Paae 2 of 3 Appr (WB) Left Thra Right 1800 2 3240 3 I 6000 1800 48 168 2411 90 126 861 193 0 168 2501 90 126 861 193 0,00 0.05 0,42 0.05 0,04 0.14 0.11 0,42 0.04 ICURafio = 0.68 LOS = B Tuming Movements at Intersection of: Pasco Del Norte and Palomar Airport Road W e s t A P P r Time : 7:15 AM to 8:15 AM Date: 8/12/98 Day : Wednesday Name : Angel, Cesar, Eric Sub- Totals totals 3810 1141 2669 0 168 2411 90 Subtotals Total North Approach 311 48 75 I 278 North 782 0 Paseo Del Norte 471 t. ^ t r 232 110 136 0 478 756 193 861 126 13 Total Subtotals Sub - totals 11 SO 27,^8 Totals 3928 Palomar Airport Road E a s t A P P r South Approach Note : Left-tum volumes include U-turas. U-tums in bold. Paseo Del Norte at Palomar Airport Road Lane Configuration for JnterBCction Capacity UtiHzalion Page 3 of 3 Pk. Hr. Time Period : Soufe 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 Thra Right Left Thra Right Lane Inside 1 I 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 1 1 1 1 1 Lane Settings 2 2 0 2 2 0 2 3 1 2 3 1 Capacity Are the North/South phases spht (Y/N)? Are die East/West phases spHt fY/N)? Efftciency Lost Factor 3240 0.10 4000 0 N N 3240 4000 3240 6000 1800 3240 6000 1800 Hourly Vohune 269 102 86 223 106 238 205 1315 134 214 2352 255 Adjusted Houriy Volume 269 188 0 223 344 0 205 1449 0 214 2352 255 Utilization Factor 0.08 0.05 0.00 0.07 0.09 0.00 0.06 0.24 0.00 0.07 0.39 0.14 Critical Factors 0.08 0.09 0.06 0.39 ICURafio 0.72 LOS = Turning Movements at Intersection of: Paseo Del Norte and Palomar Airport Road W e Time : 4:30 PM to 5:30 PM Date: 8/12/98 Day : Wednesday Name : Angel, Cesar, Eric Sub- Totals totals 4519 2865 1654 North Approach 238 205 1315 134 Subtotals Total 424 269 0 881 567 106 North 102 457 1123 0 223 Paseo Del Norte 556 J i u 1 t r 86 255 2352 214 30 Total Subtotals Sub- totals 2821 16S4 Palomar Airport Road Totals 4475 A P P r South Approach Note : Left-tum volumes include U-turas. U-tums in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 1998 INTERSECTION ANALYSIS SUMMARY Intersection Number: 16 Intersection Location: Palomar Airport Road and College Boulevard/A viara 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 VALLEY RESEARCH AND PLANNING A S S O C I A 1 6 S City: Carlsbad Intersection of: N/S Street: E/W Street: Count Date : 7/15/98 VRPA TURNING MOVEMENT ANALYSIS College Boulevard/Aviara Parkway Palomar Airport Road Day: Wednesday Weather: Sunny File: Int. #16 Data Collected by : Traffic Control: Mike, Oscar Signalized Page 1 of 3 End of 15 min. prd. 6:15 AM 6:.1() 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) Nortb Approach (SB) West Approach (EB) East Approach (WB) 15 min Total Left U-Tm Thm Right Peds Left U-Tm Thru Right Pods Left U-Tm Thru Right Pods Loft U-Trn Thm Right Pods Vehicles Pods 6 0 0 0 1 7 0 2 48 48 138 0 138 5 0 2 0 152 6 0 504 49 6 0 U 0 0 4 U U 45 45 164 1 195 5 0 2 0 208 4 0 634 45 3 0 0 0 0 2 0 1 54 54 138 0 244 7 I 10 0 222 5 0 686 55 1 0 2 0 0 2 0 5 76 76 207 0 314 15 0 7 0 259 10 0 898 76 0 0 0 0 11 0 8 91 91 109 0 166 6 0 8 0 216 II 0 627 91 2 0 4 0 8 1 16 75 75 154 0 212 6 0 1 0 231 5 0 716 75 4 0 1 0 24 0 16 90 90 170 0 369 4 0 1 0 305 10 0 995 90 0 0 4 0 11 0 15 36 36 139 0 199 12 0 0 0 175 10 0 602 36 4 0 1 0 0 1 0 17 74 74 187 0 297 7 0 0 0 237 9 0 834 74 2 0 1 0 0 11 0 16 50 50 163 0 248 4 0 4 1 237 8 0 745 50 5 1 0 0 0 6 0 27 52 52 115 0 202 2 0 1 0 184 9 0 605 52 52 6 1 0 3 0 9 0 2 52 52 123 0 211 4 0 7 0 247 12 0 677 52 52 6 1 0 4 1 1 24 1 27 91 91 207 I 369 15 1 10 1 305 12 0 995 91 7 1 0 7 3 0 45 1 45 332 332 640 0 1061 31 0 17 0 1011 36 0 3236 332 Intersection Traftic m Pk. Hr, 3236 Peak Hr. Factor 0.81 Intersection Pdstms in Pk, Hr = 332 7 0 1 8 0 13 0 0 153 0 71 0 275 7 0 2 0 287 15 0 839 0 7 0 3 7 0 12 0 0 172 0 67 1 333 12 0 5 0 347 18 0 984 0 9 0 1 7 1 4 0 1 202 0 53 0 303 21 0 7 0 370 19 1 997 2 3 0 2 6 0 6 0 0 215 0 41 2 283 16 0 9 2 361 13 0 959 0 9 0 0 1 0 7 0 1 195 0 53 0 289 4 0 9 0 356 18 0 942 0 7 0 0 4 0 9 0 1 160 0 62 0 312 6 0 1 0 464 14 0 1040 0 6 0 2 0 0 8 0 1 228 0 64 0 336 3 0 1 0 484 22 0 1155 0 5 0 0 I 0 12 0 ! 318 0 52 0 347 I 0 3 0 553 21 0 1314 0 3 0 1 I 0 3 0 2 195 0 39 0 308 8 0 1 0 446 15 0 1022 0 5 0 1 4 0 7 0 0 183 0 66 0 326 3 0 1 0 429 10 0 1035 0 17 0 4 3 0 14 0 0 128 0 27 0 228 2 0 0 0 310 12 0 745 0 11 0 0 5 0 5 0 1 109 0 54 30 225 2 0 0 0 285 7 0 734 0 17 0 4 8 1 14 0 2 318 0 71 30 347 21 0 9 2 553 22 1 1314 2 21 0 3 6 0 32 0 5 901 0 217 0 1303 18 0 6 0 1947 72 0 4531 0 Intersecuon Traffic m Pk. Hr. = 4531 Peak Hr. Factor 0.86 Max. 15 min. Pk. Hr. Vol. 6:45 AM 7:45 AM Peak Hour 3:45 PM 4:00 PM 4:15 PM 4:30 PM 4;45 PM 5:00 PM 5:15 PM 5:30 PM 5:45 PM 6:00 PM 6:15 PM 6:30 PM Max. 15 min. Pk. Hr, Vol. 4:45 PM 5:45 PM Peak Hour Intersection Pdstms in Pk. Hr. Note; EB Right tums are entering construction only traffic. College Boulevard/Aviara Parkway at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk, Hr. Time Period : South Appr (NB) North Appr (SBi West Appr (EB) East Appr (WB) 6:45 AM to 7:45 AM Left Thru Right Left Thra Risht Left Thm Right Left Thru Right Lane Inside 1 1 I 1 Config - (left) 2 1 1 1 1 urations 3 4 1 I 1 1 1 1 1 I I Outside 5 6 7 1 1 I 1 1 Free-flow Lane Settings 2 2 1 1 0 -) 2 3 1 2 3 1 Capacity 3240 4000 1800 1800 0 3800 3240 6000 1800 3240 6000 1800 Are the North/South phases split (Y/N)? N 6000 1800 Are the East/West phases split (Y/N)? N Efficiency Lost Factor O.IO Houriy Volume 7 7 3 46 45 332 640 1061 31 17 1011 36 Adjusted Houriy Volume 7 7 3 46 0 377 640 1061 31 17 1011 36 Utilization Factor 0.00 0.00 0.00 0.03 0.00 0.10 0.20 0.18 0.02 0.01 0.17 0.02 Critical Factors 0.00 0.10 0.20 0.17 ICU Ratio = 0.57 LOS = A Turning Movements at Intersection of: W e s t Time : 6:45 AM to 7:45 AM Date: 7/15/98 Day : Wednesday Name: Mike, Oscar Sub- Totals totals 3082 1350 1732 College Boulevard/Aviara Parkway and Palomar Airport Road North Approach College Boulevard 1107 0 640 1061 31 Subtotals Total lr 93 423 1 332 45 46 J I u t North t 7 7 0 17 110 684 36 1011 17 0 Total Subtotals Sub- totals 1064 1109 Palomar Airport Road Totals 2173 E a s t A P P r South Approach Aviara Parkway Note : Left-tum volumes include U-turns. U-turns in bold. College Boulevard/.Aviara Parkway at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period ; South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 4:45 PM to 5:45 PM Left Thm Right Left Thm Right Left Thru Right Left Thm Ri°ht Lane Inside 1 1 I 1 Conflg- (left) 2 1 1 1 1 urations 3 4 1 1 I I 1 1 1 1 1 1 1 1 Outside 5 6 7 I 1 ; 1 Free-fiow Lane Settings 2 2 1 1 0 2 2 3 I 2 3 I Capacity 3240 4000 1800 1800 0 3800 3240 6000 1800 3240 6000 ISOO Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 21 3 6 32 5 901 217 1303 18 6 1947 72 Adjusted Hourly Volume 21 3 6 32 0 906 217 1303 18 6 1947 72 Utilizafion Factor 0.01 0.00 0.00 0.02 0.00 0.24 0.07 0.22 0.01 0.00 0.32 0.04 Critical Factors 0.01 0.24 0.07 0.32 ICU Ratio = 0.74 LOS = C Tuming Movements at Intersection of: College Boulevard/Aviara Parkway and Palomar Airport Road W Totals 4407 Time : 4:45 PM to 5:45 PM Date: 7/15/98 Day: Wednesday Name : Mike, Oscar Sub- totals 2869 1538 North Approach 0 217 1303 Subtotals Total lr 29 21 0 59 938 5 College Boulevard 1230 North 3 30 0 32 J i u t • ^ t r 292 72 1947 6 Total Subtotals Sub- totals 2025 1341 Palomar Airport Road Totals 3366 South Approach Aviara Parkway Note : Left-tum volumes include U-mms. U-turas in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 1998 INTERSECTION ANALYSIS SUMMARY Intersection Number: 17 Intersection Location: Palomar Airport Road and Camino Vida Roble 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 VALLEY RESEARCH AM) PLANNING A 5 S O ," I A I = 3 VRPA TURNING MOVEMENT ANALYSIS Page 1 of 3 City: Carlsbad Intersection of: N/S Street: E/W Street: Coimt Date: 7/15/98 Camino Vida Roble Palomar Airport Road Day: Wednesday Weather: Sunny File: InL #17 Data Collected by: Traffic Control: Jose 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-Tra Thro Right Peds Left U-Tm Thra Right Peds Left U-Tm Thra Right Peds Vehicles Peds 6:15 AM 18 0 5 9 0 0 0 3 4 0 13 0 82 44 0 21 0 163 30 0 392 0 6:30 AM 15 0 II 14 1 8 0 9 5 2 18 2 80 67 2 19 0 192 47 0 487 5 6:45 AM 28 0 7 11 0 7 0 6 2 1 15 0 133 79 0 53 0 201 54 0 596 I 7:00 AM 38 0 23 11 0 18 0 4 5 0 22 3 153 77 2 48 I 186 66 0 655 2 7:15 AM 43 0 19 8 0 6 0 2 2 0 12 0 172 69 0 45 0 234 41 0 653 0 7:30 AM 45 0 12 7 1 5 0 4 7 0 13 0 172 123 0 33 0 196 77 0 694 1 7:45 AM * 42 0 18 13 0 5 0 8 4 0 21 0 242 99 0 49 0 197 45 0 743 0 8:00 AM 53 0 31 13 0 4 0 6 4 0 37 1 290 194 1 60 0 208 89 0 990 I 8:15 AM * 46 0 19 7 0 6 0 5 3 0 13 0 215 136 0 29 2 173 47 0 701 0 8:30 AM * 52 0 18 9 0 2 0 6 5 0 30 0 207 102 0 39 1 219 53 0 743 0 8:45 AM 55 0 11 13 0 4 0 5 3 0 14 0 211 87 0 36 0 174 24 0 637 0 9:00 AM 43 0 10 4 0 7 0 2 5 0 12 0 145 71 0 26 2 124 22 0 473 0 Max. 15 min. 55 0 31 14 I 18 0 9 7 2 37 3 290 194 2 60 2 234 89 0 990 5 Pk. Hr. Vol. 193 0 86 42 0 17 0 25 16 0 101 1 954 531 1 177 3 797 234 0 3177 1 7:30 AM Peak Intersection Traffic in Pk. Hr. 3177 Peak Hr. Factor 0.80 8:30 AM Hoiu-Intersection Pdstms in Pk. Hr. = I 3:45 PM 120 0 8 32 I 84 0 13 29 2 3 0 217 70 0 21 I 183 9 1 790 4 4:00 PM 79 0 3 23 0 22 0 11 5 0 I 3 196 63 0 22 2 139 7 0 576 0 4:15 PM 133 0 7 24 0 49 0 8 12 0 I I 239 52 0 18 1 236 14 0 795 0 4:30 PM 66 0 8 14 0 II 0 19 16 0 2 0 197 41 0 17 I 138 8 0 538 0 4:45 PM 136 0 16 29 0 61 0 16 17 0 7 1 236 63 0 15 2 230 15 I 844 I 5:00 PM IOO 0 9 18 0 31 0 15 14 0 3 2 266 78 2 14 0 180 11 0 741 2 5:15 PM * 186 0 8 29 0 70 0 16 18 0 3 0 291 51 1 15 1 232 5 0 925 I 5:30 PM * 145 0 8 10 0 37 0 12 16 0 2 1 282 51 0 II 0 225 6 0 806 0 5:45 PM * 128 0 4 30 0 62 0 32 32 0 3 0 280 65 0 12 1 233 7 0 889 0 6:00 PM 108 0 5 II 0 60 0 29 24 0 4 0 313 57 0 11 1 157 10 0 790 0 6:15 PM III 0 3 II 0 22 0 46 46 0 4 0 284 48 0 20 0 162 9 0 766 0 6:30 PM 84 0 3 9 0 52 0 27 45 0 4 I 260 41 0 13 0 116 8 0 663 0 Max. 15 min. 186 0 16 32 1 84 0 46 46 2 7 3 313 78 2 22 2 236 15 I 925 4 Pk. Hr. Vol. 567 0 25 80 0 229 0 89 90 0 12 I 1166 224 I 49 3 847 28 0 3410 I 5:00 PM 6:00 PM Peak Hour Intersection Traffic in Pk. Hr. Intersection Pdstms in Pk. Hr. 3410 1 Peak Hr. Factor 0.92 Camino Vida Roble at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Paae 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 Thra Right Left Thra Right Lane Inside 1 1 Conflg- (left) 2 I urations 3 1 1 4 5 6 Outside 7 Free-flow 1 I I I I I I 1 1 1 1 I I Lane Settings 2 1 0 1 I I 1 3 0 I 3 0 Capacity Are the North/South phases split (Y/N)? Are the East/West phases split (Y/N)? Efficiencv Lost Factor 0.10 3240 2000 0 N N 1800 2000 1800 1800 6000 1800 6000 0 Hourly Volume 193 86 42 17 25 16 102 954 531 180 797 234 Adjusted Houriy Volume 193 128 0 17 25 16 102 1485 0 180 1031 0 Utilization Factor 0.06 0.06 0,00 0,01 O.OI O.OI 0.06 0.25 0.00 0,10 0.17 0.00 Critical Factors 0,06 0.01 0.25 0,10 ICURafio = 0.52 LOS= A Tuming Movements at Intersection of: Camino Vida Roble and Palomar Airport Road Time : 7:30 AM to 8:30 AM North Approach Camino Vida Roble Date : 7/15/98 Day : Wednesday 479 Total Name : Jose 58 421 Subtotals W e s t A P P r Totals 2594 Sub- totals 1007 1587 1 102 954 531 lr Subtotals 733 Total 16 25 17 J I L t North ^ t r 193 86 42 0 321 1054 Sub- totals 234 797 1211 180 3 1016 Totals 2227 Palomar Airport Road South Approach Note : Left-nim volumes include U-tums, U-tums in bold. Camino Vida Roble at Palomar .Airport Road Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 5:00 PM 6:00 PM South Appr (NB) North Appr (SB) West Appr (EB) Page 3 of3 East Appr (WB) to Left Thra Right Left Thru Right _Left_ Thra Right Left Thra Right Lane Config - urations Inside (left) Outside Free-flow Lane Settings 2 I 0 1 I I I 3 0 I 3 0 Capacity-3240 2000 0 1800 2000 1800 1800 6000 0 1800 6000 0 Are the North/South phases split (Y/N)? N Are the East/West phases spli i (Y/N)? N Efficiency Lost Factor 0.10 Houriy Volume 567 25 80 229 89 90 13 1166 224 52 847 28 Adjusted Hourly Volume 567 105 0 229 89 90 13 1390 0 52 875 0 Ufilization Faclor 0.18 0.05 0.00 0.13 0.04 0.05 0,01 0.23 0.00 0,03 0.15 0,00 Critical Factors 0.18 0.05 0.23 0.03 ICU Rafio = 0.59 LOS = A Tuming Movements at Intersection of: Camino Vida Roble and Palomar Airport Road W e s t A P P r Time : 5:00 PM to 6:00 PM Date: 7/15/98 Day : Wednesday Name : Jose Totals 2908 Sub- totals 1505 1403 North Approach 13 1166 224 Subtotals Total 90 408 89 North 567 25 0 362 672 1034 473 0 229 Camino Vida Roble 65 J i u ^ t r 80 28 847 52 Total Subtotals Sub- totals 927 Totals 2405 1478 Palomar Airport Road South Approach Note : Left-tum volumes include U-tums, U-tums in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 1998 INTERSECTION ANALYSIS SUMMARY Intersection Number: 18 Intersection Location: Rancho Santa Fe Road and Questhaven Road Contents: Turn Movement Count Summary Page 1 (A.M, and P.M.) A.M. Peak Hour LOS Analysis Page 2 (HCM Delay Method) P.M. Peak Hour LOS Analysis Page 3 (HCM Delay Method) VALLEY RESEARCH AND PLANNING ASSOCIATES City: Carlsbad Intersection of: N/S Street: E/W Street: Count Date: 7/15/98 Rancho Santa Fe Road Questhaven Road Day: Wednesday Weather: Clear VRPA TURNING MOVEMENT ANALYSIS File: lrt. #18 Data Collected by: Traffic Control: Craig Unsignalized Page I of 3 Sooth Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Tm Thro Right Peds Left U-Tm Thra Right Peds Left U-Tm Thro Right Peds Left U-Tm Thro Right Peds Vehicles Peds 6:15 AM 0 0 66 3 0 4 0 111 0 0 0 0 0 0 0 10 0 0 12 0 206 0 6:30 AM 0 0 73 5 0 8 0 148 0 0 0 0 0 0 0 13 0 0 10 0 257 0 6:4SAM 0 0 IIO 5 0 20 0 242 0 0 0 0 0 0 0 29 0 0 21 0 427 0 7:00 AM 0 0 121 8 0 28 0 200 0 0 0 0 0 0 0 38 0 0 39 0 434 0 7:15AM 0 0 134 13 0 12 0 226 0 0 0 0 0 0 0 20 0 0 36 0 441 0 7:30 AM * 0 0 198 10 0 7 0 219 0 0 0 0 0 0 0 18 0 0 41 0 493 0 7:45 AM 0 0 239 13 0 10 0 227 0 0 0 0 0 0 0 15 0 0 40 0 544 0 8:00 AM * 0 0 248 11 0 9 0 229 0 0 0 0 0 0 0 28 0 0 43 0 568 0 8:15 AM * 0 0 211 10 0 13 0 229 0 0 0 0 0 0 0 30 0 0 25 0 518 0 8:30 AM 0 0 194 6 0 12 0 219 0 0 0 0 0 0 0 17 0 0 14 0 462 0 8:45 AM 0 0 158 12 0 12 0 200 0 0 0 0 0 0 0 18 0 0 17 0 417 0 9:00 AM 0 0 186 8 0 16 0 219 0 0 . 0 0 0 0 0 25 0 0 25 0 479 0 Max. IS min. 0 0 248 13 0 28 0 242 0 0 0 0 0 0 0 38 0 0 43 0 568 0 Pk. Hr. Vol. 0 0 8% 44 0 39 0 904 0 0 0 0 0 0 0 91 0 0 149 0 2123 0 7:15 AM Peak Intersection Traffic in Pk. Hr. 2123 Peak Hr. Factor 0.93 8:15 AM Hour Intersection Pdstms in Pk. Hr. = 0 3:45 PM 0 0 219 15 0 28 0 186 0 0 0 0 0 0 0 13 0 0 18 1 479 1 4:00 PM 0 0 245 46 0 35 0 178 0 0 0 0 0 0 0 28 0 0 34 0 566 0 4:1JPM 0 0 226 27 0 35 0 179 0 0 0 0 0 0 0 15 0 0 23 0 505 0 4:30 PM 0 0 240 25 0 48 0 175 0 0 0 0 0 0 0 13 0 0 20 0 521 0 4:45 PM * 0 0 207 37 0 45 0 209 0 0 0 0 0 0 0 21 0 0 29 1 548 1 5:00 PM • 0 0 226 26 0 39 0 253 0 0 0 0 0 0 0 12 0 0 19 0 575 0 5:15 PM « 0 0 221 33 0 31 0 208 0 0 0 0 0 0 0 10 0 0 12 0 515 0 5:30 PM 0 0 174 25 0 48 0 253 0 0 0 0 0 0 0 20 0 0 25 0 545 0 5:45 PM 0 0 177 42 0 50 0 229 0 0 0 0 0 0 0 25 0 0 18 0 .541 0 6:00 PM 0 0 181 31 0 52 0 202 0 0 0 0 0 0 0 28 0 0 17 0 511 0 6:15 PM 0 0 195 23 0 28 0 212 0 0 0 0 0 0 0 21 0 0 9 0 488 0 6:30 PM 0 0 187 17 0 18 0 166 0 0 0 0 0 0 0 14 0 0 10 0 412 0 Max. 15 min. 0 0 245 46 0 52 0 253 0 0 0 0 0 0 0 28 0 0 34 1 575 1 Pk. Hr. Vol. 0 0 828 121 0 163 0 923 0 0 0 0 0 0 0 63 0 0 85 1 2183 1 4:30 PM Peak Intersection Traffic in Pk. Hr. 2183 Peak Hr. Factor 0.95 5:30 PM Hoiu' Intersection Pdstms in Pk. Hr. = INTERSECTION : RANCHO SANTA FE RD/QUESTHAVEN RD DATE : 1-Oct-98 INTERSECTION #: 18 CITY / STATE : CARLSBAD, CA ANALYST: J.N. PK HR ENTERING VOL : 2123 PEAK HOUR : 7:15-8:15AM Time Period Stopped Vehicles Approach Volume Time Period SB WB SB WB 6:30-6:45 0 35 20 50 6:45-7:00 0 53 28 77 7:00-7:15 0 38 12 56 7:15-7:30 1 50 7 59 7:30-7:45 1 50 10 55 7:45 - 8:00 1 48 9 71 8:00-8:15 1 16 13 55 8:15-8:30 2 18 12 31 15 min Stop Veh Vol 1 50 Corresponding App. Vol 10 55 Total Pk Hr Vol 44 212 APPROACH DELAY (DELAY / APPROACH) * (PK HR APPROACH VOL ) PK HR ENTERING VOL SB APPROACH (DELAY) WB APPROACH (DELAY) INTERSECTION (DELAY) 0.0 Seconds 1,8 Seconds '8 Seconds INTERSECTION (LOS) NOTE: 1. 2. 3. 4. 5. Delay data was collected at 20 second intervals. Intersection LOS is based on infonnation contained in the Highway Capacity Manual and provided earlier in this report. Delay/Approach = Pk 15 min Stop Veh Vol * 20 sec / Pk 15 min Approach Vol Intersection Delay is the maximized value of the 15 min Approach Delays Stopped vehicles were measured on October 1 and values were adjusted proportionally based on traffic counts to reflect July traffic conditions. INTERSECTION : RANCHO SANTA FE RD/QUESTHAVEN RD DATE: 1-Oct-98 INTERSECTION #: 18 CITY / STATE : CARLSBAD CA ANALYST: J.N, PK HR ENTERING VOL : 2183 PEAK HOUR: (4:30 PM - 5:30 PM) Time Period Stopped Vehicles Approach Volume Time Period SB WB SB WB 3:30-3:45 1 9 28 31 3:45-4:00 8 13 35 62 4:00-4:15 10 10 35 38 4:15-4:30 17 5 48 33 4:30 - 4:45 9 13 45 50 4:45-5:00 5 12 39 31 5:00-5:15 12 15 31 22 5:15-5:30 7 7 48 45 15 min Stop Veh Vol 12 15 Corresponding App. Vol iiiliiiiiilii;;!;;' iii 31 22 Total Pk Hr Vol iiiliiiiiilii;;!;;' iii 163 148 APPROACH DELAY (DELAY / APPROACH) * (PK HR APPROACH VOL ) PK HR ENTERING VOL SB APPROACH (DELAY) WB APPROACH (DELAY) INTERSECTION (DELAY) 0.6 0,9 1,5 Seconds Seconds Seconds INTERSECTION (LOS) NOTE: 1. Delay data was collected at 20 second intervals. 2. Intersection LOS is based on information contained in the Highway Capacity Manual and provided earlier in this report. 3. Delay/Approach = Pk 15 min Stop Veh Vol * 20 sec / Pk 15 min Approach Vol 4. Intersection Delay is the maximized value of the 15 min Approach Delays 5. Stopped vehicles were measured on October 1 and values were adjusted proportionally based on Traffic Counts to reflect July traffic conditions. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 1998 INTERSECTION ANALYSIS SUMMARY Intersection Number: 19 Intersection Location: Carlsbad Boulevard and 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 Page 1 Page 2 Page 3 VALLEY RESEARCH ANU PL A NNING " S S O C I A 1 ; 3 VRPA TURNING MOVEMENT ANALYSIS City: Carlsbad Intersection of: N/S Street: Carisbad Boulevard E/W Street: Carlsbad Village Drive Page 1 of 3 Count Date: 7/16/98 End of 15 min. prd. 8:15 AM Hour Day: Thursday Weather: Sunny South Approach (NB) File: InL #19 Data Collected by: Traffic Control : Javier, Oscar Signalized Left U-Tm Thra Right Peds North Approach (SB) Left U-Tm Thro Right Peds 6:15 AM 0 0 18 10 0 2 I 51 2 0 1 0 4 3 0 12 0 4 2 2 110 2 6:30 AM 1 0 35 13 2 6 5 86 3 4 5 0 6 6 2 14 0 7 7 I 194 9 6:45 AM 0 0 23 9 0 5 3 115 1 3 2 0 5 1 I 14 0 2 5 0 185 4 7:00 AM 0 0 34 15 2 3 0 87 4 1 3 0 7 0 0 23 0 6 to 3 192 6 7:15AM 3 0 39 16 6 8 2 79 5 3 1 0 II 4 3 29 0 4 8 1 209 13 7:30 AM * 4 0 33 20 2 5 0 114 5 4 5 0 12 2 1 17 0 3 2 3 222 10 7:45 AM * 3 4 48 12 4 7 1 133 3 1 4 0 16 1 2 33 0 6 9 0 280 7 8:00 AM * 4 0 50 II 2 7 3 139 3 5 6 0 14 6 1 18 0 3 5 1 269 9 8:15 AM * 1 1 68 26 2 7 0 112 4 9 5 0 8 8 1 54 0 14 6 5 314 17 8:30 AM 2 1 42 17 6 15 1 85 5 5 4 0 16 3 3 18 0 9 2 7 220 21 8:45 AM 1 0 72 16 2 11 0 55 3 3 5 0 9 3 1 19 0 4 18 3 216 9 9:00 AM 1 0 107 19 3 22 1 98 6 1 9 0 16 4 7 38 0 4 9 6 334 17 Max. IS min. 4 4 107 26 6 22 5 139 6 9 9 0 16 8 7 54 0 14 18 7 334 21 Pk. Hr. Vol. 12 5 199 69 10 26 4 498 15 19 20 0 50 17 5 122 0 26 22 9 1085 43 7:15/VM Peak Intersection Traffic in Pk. Hr. 1085 Peak Hr. Factor 0.81 West Approach (EB) Left U-Tm Thro Right Peds East Approach (WB) Left U-Tm Thra Right Peds 15 min Total Vehicles Peds Intersection Pdstms in Pk. Hr. 43 3:45 PM 3 0 199 72 7 35 1 151 8 10 8 0 22 8 25 76 0 14 15 5 612 47 4:00 PM 4 2 125 66 13 22 0 121 5 9 4 0 13 7 11 49 0 8 6 9 432 42 4:15 PM 3 3 199 52 25 22 1 100 3 10 5 0 19 3 5 62 0 15 14 4 501 44 4:30 PM 5 2 181 73 16 24 1 107 9 3 5 0 16 5 II 50 0 10 12 13 500 43 4:45 PM 4 0 190 47 16 24 0 139 12 7 11 0 24 7 16 39 0 12 14 14 523 53 5:00 PM 7 0 140 63 12 35 1 140 22 15 7 0 22 6 17 49 0 18 13 35 523 79 5:15 PM * 7 I 235 73 4 35 3 116 II 7 II 0 24 2 39 70 0 22 13 20 623 70 5:30 PM * 9 0 227 64 2 26 0 141 9 11 II 0 20 9 26 41 0 10 7 16 574 55 5:45 PM * 9 0 197 66 28 25 0 ICS 9 8 4 0 13 4 15 73 0 21 12 17 538 68 6:00 PM * 8 2 201 68 26 13 0 146 8 3 5 0 12 8 16 51 0 9 7 10 538 55 6:15 PM 16 2 211 63 16 21 1 IIO 13 10 10 0 26 8 28 75 0 20 19 5 595 59 6:30 PM 20 0 190 53 9 12 1 91 19 17 13 0 15 5 24 43 0 II 12 15 485 65 Max. 15 min. 20 3 235 73 28 35 3 151 22 17 13 0 26 9 39 76 0 22 19 35 623 79 Pk. llr. Vol. 33 3 860 271 60 99 3 508 37 29 31 0 69 23 96 235 0 62 39 63 2273 248 5:00 PM Peak Intersection Traffic in Pk. Hr. = 2273 Peak Hr. Factor 0.91 6:00 PM 1 lour Inlorscclion Pdstms In Pk. llr 248 Carlsbad Boulevard at Carlsbad Village Drive Lane Configuralion for Intersection Capacity Utilization Pk. Hr. Time Period 7:15 AAl to 8:15 AM South Appr (NB) Left Thra Right Lane Config - urations Inside (left) Outside Free-flow 2 3 4 5 6 7 Lane Settings ] Capacity jgoo Are the North.'South phases split (Y/N)? Are the EastAVest phases split (Y/N)? Efficiency Lost Factor 0.10 Houriy X'olume 17 Adjusted Houriy Volume 17 Ufilizafion Factor O.OI Critical Factors 0,01 2 4000 0 0 N Y 69 0 0.07 0.00 North Appr (SB) Left Thra Ri^ht 1800 4000 West Appr (EB) Left Thra Right 1 1 1800 2000 Page 2 of3 East Appr (WB) Left Thra Right 199 268 30 30 0.02 498 513 0.13 0,13 15 20 0 20 0.00 0,01 50 67 0,03 0,03 Olll 0 1800 2000 1800 17 122 26 22 0 122 26 22 0,00 0.07 0,01 0.01 0.07 ICU Ratio 0.34 Tuming .Movements at Intersecfion of: Time: 7:15AM to 8:15 AM Date: 7/16/98 Day : Thursday Name : Javier, Oscar W e s 1 A P P r Totals 140 Sub- totals 53 87 LOS = Carlsbad Boulevard 20 50 17 Subtotals Total North Approach 543 15 498 and Carlsbad Village Drive 642 North t 17 199 5 285 927 Carlsbad Boulevard 788 4 30 245 22 26 122 Total Subtotals Sub- totals 170 Totals 315 69 145 Carlsbad Village Drive E a s t A P P r P South Approach Note : Left-tum volumes include U-tums. U-tums in bold. )• Carlsbad Boulevard at Carlsbad Village Drive Lane Cor.nguration for Intersecfion Capacity Utilizafion Page 3 of3 Pk. Hr. Time Period : Soufii 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 Ifli ide 1 Conflg -(ler.) : I 1 I I I 1 urafions ! ( 1 1 1 I I 1 I 1 I i Ouoide 5 ? Free-tlow Lane Settings 1 2 0 1 2 0 1 I 0 I I I Capacity-1800 4000 0 1800 4000 0 1800 2000 0 1800 2000 1800 Are the North/South phases split (Y N)? N Are the East/West ph2ies split (Y/Ki? Y Efficiency Lost Factor O.IO Houriy Volume 36 860 271 102 508 37 31 69 23 235 62 39 Adjusted Hourly Volume 36 1131 0 102 545 0 31 92 0 235 62 39 Utilizafion Factor 0.02 0.28 0,00 0.06 0.14 0.00 0.02 0.05 0.00 0.13 0.03 0.02 Critical Factors 0.28 0.06 0.05 0.13 ICU Ratio = 0.62 LOS = B Tuming Movements at Intersection of: Carlsbad Boulevard and Carlsbad Village Drive W e s t A P P r Time : 5:00 PM to 6:00 PM Date: 7 16/98 Day ; Thursday Name : Ja\ier, Oscar Sub- Totals totals 132 123 31 69 23 Subtotals Total North Approach 37 769 647 508 North 36 3 1936 Carisbad Boulevard 1580 3 102 J i u • t 860 271 1167 933 39 62 235 Total Subtotals Sub- totals 336 Totals 775 439 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 1998 INTERSECTION ANALYSIS SUMMARY Intersection Number: 20 Intersection Location: Carlsbad Boulevard and Tamarack Avenue 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 VALLEY RESEARCH A N I) P L. A N N 1 N G City: Carlsbad Intersection of: N/S Street: Carlsbad Boulevard E/W Street: Tamarack Avenue Count Date: 7/16/98 Day: Thtusday Weather: Sunny VRPA TURNING MOVEMENT ANALYSIS File : Int. # 20 Data Collected by: Traffic Control: /Vngel. Cesar Signalized Page 1 of 3 8:15 AM Hour South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Tra Thro Right Peds Left U-Tm Thro Right Peds Left U-Tm Thro Right Peds Left U-Tm Thro Right Peds Vehicles Peds 6:15 AM 2 0 23 3 3 3 0 75 5 9 2 0 2 3 0 18 0 5 14 4 155 16 6:30 AM 2 0 14 4 3 3 0 65 5 0 4 0 1 5 0 18 0 3 6 5 130 8 6:4S AM 4 I 27 1 4 9 0 109 4 14 2 0 6 8 0 34 0 3 7 5 215 23 7:00 AM S 0 28 S 1 9 0 144 6 26 8 0 7 6 0 57 0 9 II 9 295 36 7:15 AM 6 0 22 3 2 2 0 113 8 20 3 0 12 8 0 29 0 3 10 2 219 24 7:30 AM * 2 0 36 6 2 10 0 133 5 18 2 0 8 2 0 34 0 6 16 6 260 26 7:45 AM * 2 0 47 7 3 10 0 157 7 IS 2 0 6 1 0 40 0 9 12 7 300 25 8:00 AM * 9 0 74 8 1 10 0 175 10 7 II 0 4 3 0 34 0 9 26 7 373 15 8:I5/VM * 9 0 74 3 2 8 0 159 18 44 2 0 9 1 0 33 0 11 10 7 337 53 8:30 AM 1 I 45 11 1 9 0 85 14 27 3 0 3 2 0 29 0 10 14 5 227 33 8:45 AM 13 I 85 19 2 12 0 95 10 22 0 0 5 2 0 33 0 7 22 3 304 27 9:00 AM 5 0 88 9 0 12 0 89 IS 44 5 0 10 4 0 26 0 6 20 9 289 53 Max. IS min. 13 1 88 19 4 12 0 175 18 44 II 0 12 8 0 57 0 11 26 9 373 53 Pk. Hr. Vol. 22 0 231 24 8 38 0 624 40 84 17 0 27 7 0 141 0 35 64 27 1270 119 Peak Hr. Factor 0.85 Intersection Pdstms in Pk. Hr. 119 3:45 PM 3 0 242 22 2 22 1 III IS 18 24 0 IS 4 0 25 0 2 15 20 501 40 4:00 PM 24 7 III 36 0 23 0 124 12 14 29 0 6 18 0 23 0 4 17 13 434 27 4:15 PM 57 4 302 37 0 17 0 139 14 22 19 0 22 7 0 49 0 14 34 13 715 35 4:30 PM 20 I 250 39 1 37 0 183 11 9 34 0 23 0 0 42 0 32 IS 6 687 16 4:4S PM 17 0 316 68 6 28 0 142 12 5 16 0 1 0 0 36 0 16 25 27 677 38 5:00 PM 28 0 264 25 0 28 0 III 24 II IS 0 7 2 0 22 0 5 13 10 544 21 5:15 PM 23 4 297 16 0 17 0 130 8 80 20 0 8 1 0 31 0 13 24 9 592 89 5:30 PM • 28 0 383 21 2 22 0 119 16 32 10 0 3 18 0 32 0 10 22 8 684 42 5:4S PM • 38 3 395 43 6 30 , 0 130 21 14 4 0 13 3 0 25 0 11 19 13 735 33 6:00 PM • 30 0 340 S 0 28 0 109 19 83 IS 0 8 16 0 24 0 8 26 20 628 103 6:15 PM • 8 0 357 42 2 20 0 104 17 40 21 0 57 6 0 29 0 9 14 18 684 60 6:30 PM 23 9 242 24 0 13 0 63 7 30 ID 0 47 29 0 19 0 6 19 7 511 37 Max. IS min. 57 9 395 68 6 37 1 183 24 83 34 0 57 29 0 49 0 32 34 27 735 103 Pk. Hr. Vol. 104 3 1475 III 10 100 0 462 73 169 SO 0 81 43 0 110 0 38 81 59 2731 238 Peak Hr. Factor 0.93 6:15 PM Hour Intersection Pdstms in Pk, Hr. = 238 Carlsbwl Boulevard at Tamirack Avenne Lane Configuration for hitersection Capacity Utilization Page 2 of 3 Pk- Hr. Time Period : 7:15 AM to 8:15 AM Lane Config - urations Inside (left) Outside Free-flow South Appr (NB) North Appr (SB) West Appr (EB) East ADOT fWB) Left Thra Right Left Thru Right Left Thru Right Left Thru Riirht 1 1 1 1 1 I 1 1 1 1 1 I 1 1 1 2 0 1 2 0 0 1 0 1 1 0 1800 4000 0 1800 4000 0 0 2000 0 1800 2000 0 )? N Y O.IO 22 231 24 38 624 40 17 27 7 141 35 64 22 255 0 38 624 0 0 27 0 141 99 0 0.01 0.06 0.00 0.02 0.16 0.00 0.00 0.01 0.00 0.08 0.05 0.00 O.OI 0.16 0.01 0.08 0.36 LOS = A Lane Settings 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 Ratio = Tuming Movements at Intersection of: Carbbad Boulevard and Tamarack Avenoe Time: 7:15AM to 8:15 AM Date Day Name W e s t A P P Totals 148 mem Thursday Angel, Cesar Sub- totals 97 51 17 27 7 Subtotals Total North Approach 40 772 702 624 North t 22 231 0 277 1049 Carisbad Bonlevard 1014 0 38 312 J 1 u r 24 64 35 141 Total Subtotals Sub- totals 240 89 Tamarack Avenue Totals 329 A P P South Approach Note: Left-tum volumes include U-tums. U-tums in bold. Carlsbad Bontevard at Tamarftck Avenne Lane Configuration for Intersection Capacity UtUizatiix Page 3 of 3 Pk. Hr. Tune Period : South .\ppr (NB) Nortb 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 Config -(left) 1 1 1 1 I I urations 3 4 1 1 1 1 1 I 1 Outside J 6 7 Free-flow 1 1 Lane Settings 1 2 0 1 2 0 0 1 0 1 1 0 Capacity 1800 «00 0 1800 4000 0 0 2000 0 1800 2000 0 Are the North/South phases split (Y/N)? N Are the East/West pha ses split (Y/K)? Y Efficiency Lost Factor O.IO Hourly Volume 107 :475 111 100 462 73 50 81 43 110 38 81 Adjusted Hourly Volume 107 ;586 0 100 462 0 0 81 0 110 119 0 Utilization Factor 0.06 0.4O 0.00 0.06 0.12 0.00 0.00 0.04 0.00 0.06 0.06 0,00 Critical Factors 0,40 0.06 0.04 0.06 ICU Ratio = 0,66 LOS = B Turning Movements at Intersection of: Carfabid Boalevard and Tamarack Avenne W Totals 389 Time : 5:15 PM to 6:15 PM Date: 7/16/98 Day: Thursday Name: Angel, Cesar Sub- totals 215 174 North Approach 73 50 81 43 Subtotals Tocal 618 107 3 2311 635 462 Nordi 1475 1693 Carblnd Boulevard 2241 0 100 J i U ^ t r Ul 1606 81 38 no Total Subtotals Sub- totals 229 292 Tamarack Avenne Totals 521 A P P South Approach Note : Left-tum volumes include U-tums. U-tums in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 1998 INTERSECTION ANALYSIS SUMMARY Intersection Number: 21 Intersection Location: Carlsbad Boulevard and Cannon Road i . J 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 VALLEY RESEARCH AND PLANNING City: Carlsbad Intersection of: N/S Street: Carlsbad Boulevard li/W Street; Cannon Road Count Dale: 7/16/98 Day: Thursday Weather: Sunny VRPA TURNING MOVEMENT ANALYSIS File: Irt. #21 Data Collected by: Traffic Control : Mike Signalized Pngc I of 3 End of 15 min. prd. South Approach (NB) Left U-Tm Thro Right Peds North Approach (SB) Left U-Tm Thra Right Peds West Approach (EB) Left U-Tm Thro Right Peds East Approach (WB) Left U-Tm Tbro Right Peds 15 min Total Vehicles Peds 6:15AM 0 0 21 1 1 11 0 58 0 0 0 0 0 0 0 3 0 0 IS 1 109 2 6:30 AM 0 0 26 2 5 13 0 74 0 0 0 0 0 0 1 5 0 0 16 3 136 9 6:45 AM 0 0 36 8 3 24 0 143 0 0 0 0 0 0 2 20 0 0 12 0 243 5 7:00 AM 0 0 34 4 0 35 0 122 0 0 0 0 0 0 0 19 0 0 10 0 224 0 7:15 AM 0 0 38 7 1 30 0 122 0 0 0 0 0 0 0 4 0 0 7 0 208 I 7:30 AM • 0 0 34 6 0 49 0 138 0 0 0 0 0 0 0 12 0 0 16 I 255 I 7:45 AM • 0 0 48 14 0 91 0 154 0 0 0 0 0 0 2 8 0 0 14 2 329 4 8:00 AM 0 0 62 IS 0 87 0 109 0 0 0 0 0 0 2 4 0 0 11 2 288 4 8:15 AM • 0 0 54 7 0 33 0 113 0 0 0 0 0 0 0 7 0 0 6 0 220 0 8:30 AM 0 0 SO 8 0 31 0 104 0 0 0 0 0 0 I 9 0 0 16 1 218 2 8:45 AM 0 0 83 4 0 26 0 IOO 0 0 0 0 0 0 3 14 0 0 22 0 249 3 9.00 AM 0 0 70 7 1 33 0 101 0 0 0 0 0 0 2 5 0 0 17 2 233 5 Max. IS min. 0 0 83 IS 5 91 0 154 0 0 0 0 0 0 3 20 0 0 22 3 329 9 Pk. Hr. Vol. 0 0 198 42 0 260 0 514 0 0 0 0 0 4 31 0 0 47 5 1092 9 7:15/VM Peak Intersection Traffic in Pk. Hr. 1092 Peak Hr. Factor 0.83 8:15 AM Hour Intersection Pdstms in Pk. Hr. = 9 3:45 PM 0 0 210 15 0 45 0 153 0 0 0 0 0 0 0 19 0 0 53 1 495 1 4:00 PM 0 0 162 8 0 24 0 122 0 0 0 0 0 0 1 20 0 0 45 5 381 6 4:15 PM 0 0 181 12 0 21 0 164 0 0 0 0 0 0 0 10 0 0 SO 0 438 0 4:30 PM 0 0 160 7 0 29 0 IOI 0 0 0 0 0 0 0 li 0 0 44 2 352 2 4:45 PM 0 0 188 8 1 23 0 130 0 0 0 0 0 0 0 14 0 0 52 2 415 3 5:00 PM * 0 0 217 7 4 24 0 146 0 0 0 0 0 0 1 II 0 0 99 2 504 7 5:1SPM * 0 0 189 9 0 28 0 146 0 0 0 0 0 0 3 27 0 0 137 0 536 3 5:30 PM * 0 0 208 8 3 30 0 139 0 0 0 0 0 0 0 19 0 0 166 0 570 3 5:45 PM * 0 0 201 13 I 27 0 144 0 0 0 0 0 0 0 21 0 0 131 0 537 I 6:00 PM 0 0 185 8 2 20 0 140 0 0 0 0 0 0 I 21 0 0 121 0 495 3 6:15 PM 0 0 200 5 1 21 0 123 0 0 0 0 0 0 2 17 0 0 106 2 472 5 6:30 PM 0 0 184 9 0 19 0 95 0 0 0 0 0 0 0 II 0 0 48 1 366 1 Max. IS min. 0 0 217 15 4 45 0 164 0 0 0 0 0 0 3 27 0 0 166 5 570 7 Pk. Hr. Vol. 0 0 815 37 8 109 0 575 0 0 0 0 0 0 4 78 0 0 533 2 2147 14 4:45 PM Peak Intersection Traffic in Pk. Hr 2147 Peak Hr. Factor 0.94 5:45 PM Hour Intersection Pdstms in Pk, Hr, = 14 Carlsbad Boulevard at Cannon Road Lane Configuration for Intersection Capacity Utilization Page 2 of3 Pk. Hr. Time Period : South Appr (NB) Norfii Appr (SB) West Appr (EB) East Annr (WB) 7:15 AM to 8:15 AM Left Thra Right Left Thra Right Left Thra Right Left Thra Rieht Lane Inside 1 Config -(left) 2 I I 1 urations 3 4 1 I 1 Outside 5 6 7 Free-flow Lane Settings 0 I 0 1 I 0 0 0 0 I 0 1 Capacity 0 2000 0 1800 2000 0 0 0 0 1800 0 1800 Are the North/South phases split (Y/N)? N 1800 0 1800 Are the East/West phases split (Y/N)? N Efficiency Lost Factor O.IO - Hourly Volume 0 198 42 260 514 0 0 0 0 31 0 47 Adjusted Houriy Volume 0 240 0 260 514 0 0 0 0 31 0 47 Utilization Factor 0.00 0.12 0.00 0.14 0.26 0.00 0,00 0,00 0.00 0.02 0.00 0,03 Critical Factors 0.12 0.14 0,00 0.02 0,03 ICU Ratio 0.39 LOS = A Turning Movements al Intersection of: Carlsbad Boulevard and Cannon Road w e s t .A P P r Time: 7:15 AM to 8:15 AM Date: 7/16/98 Day : Thursday Name : Mike Sub- Totals totals Subtotals Total North Approach 545 0 0 785 774 North Carlsbad Boulevard 1019 0 514 260 t f 198 42 240 245 47 0 31 Total Subtotals Sub- totals 78 302 Cannon Road Totals 380 E a s t A P P r South Approach Note : Left-tum volimies include U-tums. U-tums in bold. Carlsbad Boulevard at Cannon 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 Thra Right Left Thra Rieht Left Thra Right Left Thra Right Lane Inside I Config -(left) 2 I 1 I urations 3 4 1 I ) Outside 5 6 7 Free-flow Lane Settings 0 I 0 1 I 0 0 0 0 I 0 1 Capacity 0 2000 0 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)? N Efficiency Lost Factor 0.10 - Houriy Volume 0 815 37 109 575 0 0 0 0 78 0 533 Adjusted Hourly Volume 0 852 0 109 575 0 0 0 0 78 0 533 Ufilizafion Factor 0.00 0.43 0.00 0.06 0.29 0.00 0.00 0.00 0.00 0.04 0.00 0.30 Critical Factors 0.43 0.06 0.00 0.30 ICURafio = 0.89 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: 7/16/98 Day : Thursday Name : Mike Totals Sub- totals 0 0 Subtotals Total North Approach 653 684 Carlsbad Boulevard 2032 0 575 109 J i u • t ' North ^ t r 0 815 37 0 852 1505 1348 533 0 78 0 Total Subtotals Sub- totals 611 146 Cannon Road Totals 757 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 1998 INTERSECTION ANALYSIS SUMMARY Intersection Number: 22 Intersection Location: Carlsbad Boulevard and Poinsettia 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 VALLEY RESEARCH A N I) H t. A NNING A S S C- C I A t ; : City; Carlsbad Intersection of: N/S Street : Cnrlsbnd noiilcvnrd li/W Streel: Poinsetiia Lane Count Date: 7/16/98 Day: Thursday Weather: Sunny VRPA TURNING MOVEMENT ANALYSIS File : Int. «22 Data Collected by: Traffic Control : Craig Signalized Page 1 of 3 End of IS South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of IS min. prd. Uft U-Tm Thro Right Peds Left U-Tm Thra Right Peds Left U-Tm Thro Right Peds Left U-Tm Thra Right Peds Vehicles Peds 6:1 SAM 0 0 14 4 0 6 0 20 1 0 0 0 0 0 3 11 0 0 5 0 61 3 6:30 AM 0 0 14 0 0 3 0 28 0 0 0 0 0 0 2 5 0 0 3 0 53 2 6:45 AM 0 0 26 5 0 8 0 48 1 0 0 0 0 0 2 13 0 0 4 0 105 2 7:00 AM 0 1 40 8 0 12 0 117 2 0 0 0 0 0 2 IS 0 0 10 0 205 2 7:15 AM 0 1 35 4 0 11 0 102 1 0 0 0 0 0 1 17 0 0 10 0 181 1 7:30 AM 0 2 48 10 0 11 0 96 2 0 0 0 0 0 4 22 1 0 16 0 208 4 7:45 AM 0 0 44 5 0 7 0 112 7 0 0 0 0 0 3 19 0 0 13 0 207 3 8:00 AM 0 0 44 14 0 13 0 IOI 6 0 0 0 0 0 5 33 0 0 17 0 228 5 8:15 AM 4 0 1 78 14 0 II 0 80 4 0 0 0 0 0 4 15 0 0 18 0 221 4 8:30 AM '* 0 1 50 19 0 11 0 74 2 0 0 0 0 0 5 35 0 0 14 0 206 5 8:45 AM • 0 0 89 10 0 18 0 108 7 0 0 0 0 0 7 SO 0 0 19 0 301 7 9:00 AM • 0 0 56 17 0 24 0 84 6 0 0 0 0 0 5 38 0 0 20 0 245 5 Max. IS min. 0 2 89 19 0 24 0 117 7 0 0 0 0 0 7 SO 1 0 20 0 301 7 Pk. Hr. Vol. 0 2 273 60 0 64 0 346 19 0 0 0 0 0 21 138 0 0 71 0 973 21 8:00 AM Peak Intersection Traffic in Pk. Hr. 973 Peak Hr. Factor 0.81 9:00 AM Hour Intersection Pdstms in Pk. Hr. = 21 3:45 PM 0 3 146 33 0 27 0 104 21 2 0 0 0 0 7 29 1 0 26 0 390 9 4:00 PM 0 1 130 21 0 26 0 IIS 18 3 0 0 0 0 9 28 2 0 42 0 383 12 4:15 PM 0 4 133 35 0 36 0 120 18 0 0 0 0 0 14 44 0 0 51 0 441 14 4:30 PM 0 4 125 37 0 38 0 75 IS 6 0 0 0 0 11 25 0 0 38 0 357 17 4:45 PM 0 2 132 28 I 28 0 107 10 9 0 0 0 0 6 37 0 0 51 0 395 16 5:00 PM 0 1 149 43 1 37 0 132 16 7 0 0 0 0 10 19 I 0 42 0 440 18 5:15 PM * 0 1 141 43 0 40 0 102 IS 4 0 0 0 0 11 40 0 0 55 0 437 15 5:.30 PM * 0 2 170 34 0 42 0 152 18 2 0 0 0 0 12 37 0 0 56 0 511 14 5:45 PM • 0 2 136 24 2 41 0 124 20 3 0 0 0 0 10 40 0 0 82 0 469 15 6:00 PM * 0 4 169 55 0 58 0 132 21 3 0 0 0 0 IS 31 1 0 69 0 540 18 6:15 PM 0 3 111 24 1 52 0 120 10 4 0 0 0 0 17 29 2 0 52 0 403 22 6:30 PM 0 3 139 34 0 40 0 IOS II 13 0 0 0 0 10 19 0 0 29 0 380 23 Max. IS min. 0 4 170 55 2 58 0 152 21 13 0 0 0 0 17 44 2 0 82 0 540 23 Pk, Hr, Vol. 0 9 616 156 2 181 0 510 74 12 0 0 0 0 48 148 I 0 262 0 1957 62 5:00 PM Peak Inlersection Traffic in Pk. Hr. 1957 Peak Hr. Factor 0.91 6:00 PM Hoiu-Intersection Pdstms in Pk. Hr. = 62 Carlsbad Boulevard at Poinsettia Lane Lane Configuration for Intersection Capacity Utilization Pk, Hr, Time Period : 8:00 AM to 9:00 AM South Appr (NB) Left Thra Right Lane Config - urations Inside (left) Outside Free-flow Lane Settings 1 Capacity 1800 Are the North/South phases split (Y/N)? Are the East/West phases split (Y/N)? Efficiency Lost Factor O.IO Houriy Volume 2 Adjusted Houriy Volume 2 Utilizafion Factor 0.00 Critical Factors North Appr (SB) j-eft Thra Right 4000 1800 1800 4000 N 273 273 60 60 64 64 346 346 19 0 West Appr (EB) Left Thra Right 0,07 0,03 0,04 0.09 0.07 0.04 0.00 0.00 0 0 0.00 0.00 0 0 0.00 Pace 2 of 3 East Appr (WB) Left Thrj Right 1800 138 138 0.08 0 0 o.c-: I 1800 71 71 0.04 0,00 0,08 ICU Rafio 0,29 LOS= A Tuming Movements at Intersection of: Carlsbad Boulevard and Poinsettia Lane W e s t A P p r Time : 8:00 AM to 9:00 AM Date: 7/16/98 Day : Thursday Name ; Craig Totals 19 Sub- totals 19 0 Subtotals Total North Approach 19 lr 486 2 2 821 429 346 North 273 335 Carlsbad Boulevard 773 0 64 J i u • 60 344 71 0 138 Totaj Subtotals Sub- total; 20^ 12-^ Poinsettia Lane Totals South Approach .Note ; Lefi-rjm volumes include U-tirns. U-tums in bold. Carlsbad Boulevard at Poinsettia Lane Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 5:00 PM to 6:00 PM South Appr (NB) Left Thra Right Lane Conflg - urations Inside (left) Outside Free-flow North Appr (SB) Left Thra Right West Appr (EB) Left Thra Right Page 3 of3 East Appr (WB) Left Thra Right Lane Settings 1 Capacity 1800 Are the North/South phases split (Y/N)? Are the East/West phases split (Y/N)? 2 4000 1 1 2 1800 1800 4000 N N 1800 Efficiency Lost Factor Houriy Volume Adjusted Hourly Volume Ufilization Factor Critical Factors 0.10 I 1800 9 616 156 181 510 74 0 0 0 149 0 262 9 616 156 181 510 0 0 0 0 149 0 262 0.01 0.15 0.09 0.10 0.13 0,00 0,00 0.00 0,00 0,08 0.00 0.15 0.15 0.10 0.00 0.15 ICU Ratio 0,50 LOS = 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: 7/16/98 Day : Thursday Name : Craig Totals 74 Sub- totals 74 0 0 0 0 0 Subtotals Total North Approach Carlsbad Boulevard 667 1643 765 74 510 181 J i L North *] t r 9 9 1448 616 156 781 878 t t= 262 0 149 1 Total Subtotals Sub- totals 411 338 Poinsettia Lane Totals 749 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 1998 INTERSECTION ANALYSIS SUMMARY Intersection Number: 23 Intersection Location: Rancho Santa Fe Road and 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 /^alysis and Turn Movement Diagram Page 1 Page 2 Page 3 VALLEY RESEARCH A N I) F L, A NNING •a;<izaBSSii-.i*n-^ City: Carlsbad Intersection of: N/S Street: E/W Street: Count Date: 7/21/98 Rancho Santa Fe Road La Costa Meadows Drive Day: Tuesday Weather: Surmy VRPA TURNING MOVEMENT ANALYSIS File: fat. #23 Data Collected by: Traffic Control: Javier, Oscar Signalized Page I of 3 South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) IS min Total End of IS inin. ptxi. 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 36 6 0 49 0 119 0 0 0 0 0 0 0 3 0 0 5 1 218 I 6:30 AM 0 0 61 6 0 59 0 150 0 0 0 0 0 0 0 2 0 0 9 1 287 1 6:45 AM 0 0 93 16 0 77 0 313 0 0 0 0 0 0 1 3 0 0 31 0 533 I 7:00 AM 0 0 130 38 0 146 0 217 3 0 0 0 2 0 0 3 0 0 25 0 564 0 7:15 AM 0 0 148 35 0 51 0 166 1 0 0 0 I 0 0 19 0 0 20 0 441 0 7:30 AM • 0 0 173 39 0 96 0 210 0 0 0 0 0 0 0 7 0 0 13 0 538 0 7:45 AM • 0 0 245 40 0 196 0 295 1 0 0 0 I I 0 2 0 0 19 0 800 0 8:00 AM * 0 0 208 46 0 104 0 258 6 0 0 0 2 0 0 3 0 0 16 0 643 0 8:15AM • 0 0 171 38 0 119 0 185 3 0 0 0 2 0 0 7 0 0 33 1 558 I 8:30 AM 0 0 167 38 0 84 0 210 4 0 0 0 1 0 0 8 0 0 II 0 523 0 8:45 AM 0 0 191 29 0 83 0 270 1 0 0 0 4 0 0 6 0 0 17 0 601 0 9:00 AM 0 0 132 17 0 129 0 117 0 0 0 0 0 0 0 6 0 0 20 0 421 0 Max. 15 min. 0 0 245 46 0 196 0 313 6 0 0 0 4' 1 1 19 0 0 33 1 800 1 Pk, Hr. Vol. 0 0 797 163 0 515 0 948 10 0 0 0 5 1 0 19 0 0 81 1 2539 1 7:15 AM Peak Intersection Traffic in Pk. Hr. 2539 Peak Hr. Factor 0.79 8:15 AM Hour Intersection Pdstms in Pk. Hr -1 3:45 PM 0 0 154 9 0 64 0 163 2 0 0 0 2 0 0 34 0 0 98 0 526 0 4:00 PM • 0 n I7H 11 n (O 0 102 ^ 0 0 n ^ n 0 10 0 n 0 (1 4:15 PM • 0 0 210 5 0 JO 0 228 1 0 0 0 1 0 0 53 0 0 112 0 640 0 4:30 PM • 0 0 219 5 0 32 0 258 0 0 0 0 0 0 0 16 0 0 42 0 572 0 4:45 PM • 0 0 184 14 0 15 0 210 0 0 0 0 0 0 0 44 0 0 99 0 566 0 5:00 PM 0 0 176 4 0 23 0 171 3 0 0 0 0 3 1 34 0 0 78 1 492 2 5:15 PM 0 0 148 7 0 18 0 120 2 0 0 0 I 0 0 47 0 0 112 0 455 0 3:30 PM 0 0 169 4 0 II 0 177 0 0 0 0 0 0 0 36 0 0 60 0 457 0 5:45 PM 0 0 151 6 0 18 0 210 6 0 0 0 0 0 0 36 0 0 76 0 503 0 6:00 PM 0 0 164 5 0 14 0 188 1 0 0 0 1 2 0 20 0 0 57 0 452 0 6:15 PM 0 0 147 5 0 8 0 196 0 0 0 0 0 0 2 33 0 0 36 2 425 4 6:30 PM 0 0 200 3 0 10 0 164 0 0 0 0 0 0 0 IS 0 0 II 0 403 0 Max. IS min. 0 0 219 14 0 64 0 258 6 0 0 0 3 3 2 S3 0 0 112 2 640 4 Pk.Hr. Vol. 0 0 791 35 0 140 0 888 4 0 0 0 4 0 0 132 0 0 308 0 2302 0 3:45 PM Peak Intersection Traffic in Pk. Hr. 2302 Peak Hr. Factor 0.90 4:45 PM Hour fatersection Pdstms in Pk. Hr. = 0 Rancho Santa Fe Road at La Costa Meadows 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 Thra Right Left Thra Right Left Thra Right Left Thru Right Lane Inside I Config -(left) 2 1 I 1 1 1 urations 3 4 1 1 1 1 1 1 6 Outside 7 Free-flow Lane Settings 0 2 1 1 1 0 0 1 0 I 0 I Capacity 0 4000 1800 1800 2000 0 0 2000 0 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 - Houriy Volume 0 797 163 515 948 10 0 5 1 19 0 81 Adjusted Houriy Volume 0 797 163 515 958 0 0 5 0 19 0 81 Utilization Factor 0.00 0.20 0.09 0,29 0,48 0,00 0.00 0.00 0.00 0,01 0.00 0,05 Critical Factors 0,20 0,29 0.00 0,05 ICU Ratio = 0.64 LOS = B Tuming Movements at Intersection of: Rancho Santa Fe Road and La Costa Meadows Drive Time : 7:15 AM to 8:15 AM North Approach Rancho Santa Fe Road Date : 7/21/98 Day : Tuesday 2351 Total Name : Javier, Oscar 1473 n 878 Subtotals Sub-10 948 u 515 Sub- W Totals totals J i totals 16 10 6 0 0 5 lr t North 0 19 0 Subtotals Total 968 ^ t r 0 797 163 0 960 1928 100 683 Totals 783 E a s t A P P r La Costa Meadows Drive South Approach Note : Left-tum volumes include U-tums, U-tums in bold. Rancho Santa Fe Road at La Costa .Meadows Drive Lane Configuration for Intersecfion Capacity Ufilization Page 3 of3 Pk. Hr. Time Period : Soufii Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 3:45 PM to 4:45 PM Left Thra Right , Left Thra Right Left Thra Right Left Thru Right Lane Inside I Config-(left) 2 1 I I I I urations 3 4 C 1 I 1 1 1 1 J 6 Outside 7 1 Free-flow Lane Settings 0 2 I I 1 0 0 I 0 I 0 I Capacity 0 4000 1800 1800 2000 0 0 2000 0 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 0 791 35 140 888 4 0 4 0 132 0 308 Adjusted Hourly Volume 0 791 35 140 892 0 0 4 .0 132 0 308 Utilization Factor 0,00 0.20 0.02 0.08 0.45 0.00 0.00 0.00 0.00 0.07 0.00 0.17 Crifical Factors 0,00 0.45 0.00 0.17 ICURafio = 0,72 LOS = C Tuming Movements at Intersecfion of; Rancho Santa Fe Road and La Costa Meadows Drive W e s t A P P r Time: 3:45PM to 4:45 PM Date: 7/21/98 Day : Tuesday Name : Javier, Oscar Sub- Totals totals 0 0 4 North Approach Subtotals Total i020 1032 North Rancho Santa Fe Road 2I3I 0 140 ^ t r 0 791 35 0 826 1846 1099 308 0 132 0 Total Subtotals Sub- totals 440 179 Totals 619 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 1998 INTERSECTION ANALYSIS SUMMARY Intersection Number: 24 Intersection Location: Rancho Santa Fe 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 VALLEY RESEARCH A N 1) PL A NNING a S 5 O C I A I e 5 City: Carlsbad Intersection of: N/S Street: Rancho Santa Fe Road E/W Street: Melrose Drive Count Date : 7/21/98 Day: Tuesday Weather: Sunny VRPA TURNING MOVEMENT ANALYSIS File: Int. #24 Data Collected by: Traffic Control: Angel, Cesar Signalized Page 1 of 3 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 5 0 49 0 0 0 0 140 5 0 33 0 0 8 0 0 0 0 0 0 240 0 6:30 AM 6 0 50 0 0 0 0 200 20 0 34 0 0 13 0 0 0 0 0 I 323 I 6:45 AM 16 0 138 0 0 0 0 351 61 0 49 0 0 28 0 0 0 0 0 0 643 0 7:00 AM 17 0 83 0 0 0 0 208 27 0 49 0 0 25 0 0 0 0 0 I 409 I 7:15 AM 19 0 152 0 0 0 0 249 28 0 65 0 0 31 0 0 0 0 0 0 544 0 7:30 AM 25 0 147 0 0 0 0 244 39 0 55 0 0 23 0 0 0 0 0 0 533 0 7:45 AM * 21 0 268 0 0 0 0 392 20 0 134 0 0 63 0 0 0 0 0 0 898 0 8:00 AM * 28 0 170 0 0 0 0 293 18 0 127 0 0 45 I 0 0 0 0 0 681 1 8:15 AM * 37 0 229 0 0 0 0 269 23 0 71 0 0 34 9 0 0 0 0 0 663 9 8:30 AM * 17 0 151 0 0 0 0 278 64 0 100 0 0 35 0 0 0 0 0 0 645 0 8:45 AM 14 0 159 0 0 0 0 261 22 0 11 0 0 41 0 0 0 0 0 0 508 0 9:00 AM 13 0 50 0 0 0 0 263 6 0 84 0 0 11 0 0 0 0 0 0 427 0 Max, IS min 37 0 268 0 0 0 0 392 64 0 134 0 0 63 9 0 0 0 0 I 898 9 Pk. Hr. Vol. 103 0 818 0 0 0 0 1232 125 0 432 0 0 177 10 0 0 0 0 0 2887 10 7:30 AM Peak Intersection Traffic in Pk. Hr. 2887 Peak Hr. Factor 0.80 8:30 AM Hour Intersection Pdstms in Pk. Hr. = 10 3:45 PM 30 0 214 0 0 0 0 201 29 0 42 0 0 8 0 0 0 0 0 0 524 0 4:00 PM 28 0 141 0 0 0 0 145 4 0 63 0 0 13 0 0 0 0 0 0 394 0 4:15 PM * 38 0 212 0 0 0 0 217 48 0 49 0 0 28 0 0 0 0 0 0 592 0 4:30 PM * 105 0 247 0 0 0 0 351 40 0 68 0 0 25 1 0 0 0 0 1 836 2 4:45 PM * 46 0 268 0 0 0 0 172 30 0 58 0 0 31 0 0 0 0 0 0 605 0 5:00 PM * 37 0 212 0 0 0 0 165 52 0 64 0 0 23 0 0 0 0 0 0 553 0 5:15 PM 25 0 182 0 0 0 0 185 64 0 36 0 0 63 2 0 0 0 0 2 555 4 5:30 PM 27 0 236 0 0 0 0 166 38 0 49 0 0 45 2 0 0 0 0 2 561 4 5:45 PM 74 0 127 0 0 0 0 207 49 0 117 0 0 34 2 0 0 0 0 2 608 4 6:00 PM 39 0 117 0 0 0 0 239 35 0 63 0 0 35 3 0 0 0 0 3 528 6 6:15 PM 31 0 156 0 0 0 0 162 16 0 59 0 0 41 0 0 0 0 0 0 465 0 6:30 PM IS 0 145 0 0 0 0 112 20 0 34 0, 0 II 0 0 0 0 0 0 337 0 Max. 15 min. 105 0 268 0 0 0 0 351 64 0 117 0 0 63 3 0 0 0 0 3 836 6 Pk. Hr. Vol. 226 0 939 0 0 0 0 905 170 0 239 0 0 107 1 0 0 0 0 I 2586 2 4:00 PM Peak Intersection Traffic in Pk. Hr 2586 Peak Hr. Factor 0.77 5:00 PM Hour Intersection Pdstms in Pk. Hr. = 2 Rancho Santa Fe Road at Melrose Drive Lane Configuration for Intersection Capacity Utilization Paae2 of3 Pk. Hr. Time Period : South Appr (NB) Norfii Appr (SB) West Appr (EB) . East Aopr (WB) 7:30 AM to 8:30 AM Left Thra Right Left Thra Right Left Thra Right Left Thra Rieht Lane Inside I Conflg- (left) 2 I I urafions 3 4 c 1 I I I 5 6 Outside 7 Free-flow I Lane Settings I 2 0 0 I 0 I 0 I 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 103 818 0 0 1232 125 432 0 177 0 0 0 Adjusted Houriy Volume 103 818 0 0 1232 0 432 0 177 0 0 0 Utilization Factor 0.06 0.20 0.00 0.00 0.62 0,00 0.24 0.00 0.10 0,00 0.00 0.00 Crifical Factors 0.06 0.62 0,24 0.00 0.00 ICU Ratio = 1.02 LOS = F Turning Movements at Intersection of: Rancho Santa Fe Road and Melrose Drive Time : 7:30 AM to 8:30 AM North Approach Rancho Santa Fe Road Date: 7/21/98 Day : Tuesday Name : Angel, Cesar 1357 2607 0 1250 W e s t A P P r Totals 837 Sub- totals 228 609 125 1232 0 Total Subtotals Sub- to:als 0 432 0 177 lr North V 0 0 0 0 Subtotals Total 1409 ^ t r 103 818 0 0 921 2330 Melrose Drive Totals E a s t A P P r South Approach Note : Lefi-tura volumes include U--jms. U-tums in bold. Rancho Santa Fe Road at Melrose Drive 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) 4:00 PM to 5:00 PM Left Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside I Conflg- (left) 2 I urations 3 1 4 1 5 6 Outside 7 Free-flow I I I I Lane Settings I 2 0 0 1 0 I 0 I 0 0 0 Capacity 1800 4000 Are the North/South phases split (Y/N)? Are the East/West phases split (Y/N)? Efficiency Lost Factor 0.10 Houriy Volume 226 939 Adjusted Hourly Volume 226 939 Utiiizatton Factor 0,13 0.23 Critical Factors 0.13 0 N N 0 0 0 2000 1800 0 1800 0 0 905 170 239 0 107 0 0 0 0 905 0 239 0 107 0 0 0 0.00 0,45 0,00 0.13 0.00 0.06 0.00 0,00 0.00 0,45 0.13 0.00 0.00 ICURafio = 0.81 LOS= D Tuming Movements at Intersection of: Rancho Santa Fe Road and Melrose Drive W e s t A P P r Time : 4:00 PM to 5:00 PM Date: 7/21/98 Day : Tuesday Name ; Angel, Cesar Totals 742 Sub- totals 396 346 North Approach 1075 170 905 J i 239 0 107 ~lr Subtotals Total 1012 t Rancho Santa Fe Road 2253 0 0 North *i t r 226 939 0 1165 2177 1178 Total Subtotals Sub- totals .Melrose Drive Totals E a s t A P P r South Approach Note : Left-tum volumes include U-tura5, U-tums in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 1998 INTERSECTION ANALYSIS SUMMARY Intersection Number: 25 Intersection Location: El Camino Real and College Boulevard 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 VALLEY RESEARCH A N 1) H L. A NNING A 3 s ~ C I A I g 3 City: Carlsbad Intersection of: N/S Street: El Camino Real E/W Street: College Boulevard Count Date: 7/21/98 Day: Tuesday Weather: Sunny VRPA TURNING MOVEMENT ANALYSIS File: fat #25 Data Collected by: Traffic Control: Craig Signalized Page 1 of3 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 I 0 63 0 0 0 0 156 81 0 25 0 0 23 0 0 0 0 0 0 349 0 6:30 AM 12 3 68 0 0 0 0 217 140 0 13 0 0 1 0 0 0 0 0 0 454 0 6:45 AM 20 2 86 0 0 0 0 236 120 0 19 0 0 3 0 0 0 0 0 0 486 0 7:00 AM * 32 9 73 0 0 0 0 312 164 0 24 0 0 8 0 0 0 0 0 0 622 0 7:15 AM • 13 4 62 0 0 0 0 277 108 0 27 0 0 8 0 0 0 0 0 0 499 0 7:30 AM * 11 3 88 0 0 0 0 245 113 0 12 0 0 9 0 0 0 0 0 0 481 0 7:45 AM * 14 4 83 0 0 0 0 306 118 0 8 0 0. 9 0 0 0 0 0 0 542 0 8:00 AM 9 3 101 0 0 0 0 264 161 0 20 0 0 7 0 0 0 0 0 0 565 0 8:15 AM 26 2 75 0 0 0 0 229 128 0 II 0 0 7 0 0 0 0 0 0 478 0 8:30 AM 6 6 124 0 0 0 0 243 71 0 13 0 0 10 0 0 0 0 0 0 473 0 8:45 AM 5 8 96 0 0 0 0 186 53 0 3 0 0 3 0 0 0 0 0 0 354 0 9:00 AM 3 6 108 0 0 0 0 200 53 0 10 0 0 9 0 0 0 0 0 0 389 0 Max. 15 min. 32 9 124 0 0 0 0 312 164 0 27 0 0 23 0 0 0 0 0 0 622 0 Pk. Hr. Vol. 70 20 306 0 0 0 0 1140 503 0 71 0 0 34 0 0 0 0 0 0 2144 0 6:45 AM Peak Intersection Traffic in Pk, Hr. 2144 Peak Hr, Factor 0.86 7:^.•^ AM 1 ItMII' Inlerseclion riUliila In Pk, 1 h, -0 3:45 PM 9 6 312 0 0 0 0 168 29 0 152 0 0 23 0 0 0 0 0 0 699 0 4:00 PM 2 3 289 0 0 0 0 129 17 0 123 0 0 22 0 0 0 0 0 0 585 0 4:15 PM 7 4 279 0 0 0 0 150 22 0 87 0 0 28 0 0 0 0 0 0 577 0 4:30 PM 2 3 340 0 0 0 0 155 16 0 164 0 0 12 0 0 0 0 0 0 692 0 4:45 PM 5 4 351 0 0 0 0 185 25 0 122 0 0 12 0 0 0 0 0 0 704 , 0 5:00 PM * 3 I 323 0 0 0 0 157 19 0 108 0 0 10 0 0 0 0 0 0 621 0 5:15 PM 9 1 332 0 0 0 0 154 27 0 111 0 0 II 0 0 0 0 0 0 645 0 5:30 PM 6 5 490 0 0 0 0 158 27 0 182 0 0 17 0 0 0 0 0 0 885 0 5:45 PM 3 1 332 0 0 0 0 129 12 0 96 0 0 10 0 0 0 0 0 0 583 0 6:00 PM 1 1 315 0 0 0 0 142 20 0 IOS 0 0 9 0 0 0 0 0 0 593 0 6:15 PM 5 1 268 0 0 0 0 149 26 0 99 0 0 7 0 0 0 0 0 0 555 0 6:30 PM 1 1 168 0 0 0 0 92 17 0 SO 0 0 5 0 0 0 0 0 0 334 0 Max. IS min. 9 6 490 0 0 0 0 185 29 0 182 0 0 28 0 0 0 0 0 0 885 0 Pk. Hr. Vol. 23 II 1496 0 0 0 0 654 98 0 523 0 0 SO 0 0 0 0 0 0 2855 0 4:30 PM Peak Intersection Traffic in Pk. Hr. = 2855 Peak Hr. Factor 0.81 5:30 PM Hour Intersecfion Pdstms in Pk. Hr. = 0 El Camino Real at College Boulevard Lane Configuration for Intersection Capacit\' 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 Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside 1 Conflg -(left) 2 1 I urations 3 1 1 1 4 5 6 1 I I Outside 7 Free-flow 1 Lane Settings 1 2 0 0 2 0 2 0 1 0 0 0 Capacity 1800 4000 0 0 4000 0 3240 0 1800 0 0 0 Are the North/Soufli phases split (Y/N)? N Are file EastWest phases split (Y/N)? N Efficiency Lost Factor " 0.10 Hourly Volume 72 347 0 0 1303 520 51 0 32 0 0 0 Adjusted Hourly Volume 72 347 0 0 1303 0 51 0 32 0 0 0 Utilizafion Factor 0.04 0.09 0,00 0,00 0.33 0.00 0.02 0,00 0,02 0.00 0,00 0,00 Critical Factors 0.04 0.33 0.02 0.00 ICU Ratio = 0.46 LOS = Tuming Movements at Intersection of: El Camino Real and College Boulevard W e s t A P P r Time: 7:15 AM to 8:15 AM Date: 7/21/98 Day : Tuesday Name : Craig Totals 663 Sub- totals 580 83 0 51 0 32 Subtotals Total North .Approach 1823 North 222! 0 El Camino Real 520 1303 0 J I u t ^ t r 72 347 0 12 1347 419 1766 398 0 0 0 0 Total Subtotals Sub- totals College Boulevard 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 College Boulevard Lane Configuration for Intersecfion Capacit)- Utilization Page 3 of3 Pk, Hr, Time Period : South Appr (NB) Norfii Appr (SB) West Appr (EB) East Appr (WB) 4:30 PM to 5:30 PM Left Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside 1 Config -(left) 2 1 I urafions 3 I I 1 4 5 6 I 1 1 Outside 7 Free-flow I Lane Settings 1 2 0 0 2 0 2 0 I 0 0 0 Capacity 1800 4000 0 0 4000 0 3240 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 34 1496 0 0 654 98 523 0 50 0 0 0 Adjusted Houriy Volume 34 1496 0 0 654 0 523 0 50 0 0 0 Utilizafion Factor 0,02 0,37 0,00 0,00 0,16 0,00 0,16 0,00 0,03 0.00 0.00 0.00 Crifical Factors 0,37 0,00 0,16 0.00 0.00 ICU Ratio = 0,63 LOS= B Tuming Movements at Intersection of: El Camino Real and College Boulevard W e s t A P P r Time : 4:30 PM to 5:30 PM Date: 7/21/98 Day : Tuesday Name : Craig Totals 694 Sub- totals 121 573 North Approach 752 98 654 523 0 50 Subtotals Total 715 North 2771 0 0 El Camino Real 2019 ^ t r 34 1496 0 II 1530 2245 Total Subtotals Sub- totals College Boulevard 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 1998 INTERSECTION ANALYSIS SUMMARY Intersection Number: 26 Intersection Location: Rancho Santa Fe Road and La Costa Avenue 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 VALLEY RESEARCH AND PLANNING City: Carlsbad Intersection of: N/S Streel: Rancho Snntn Fo Rond E/W Street: La Coata Avenue Count Date : 7/21/98 Day ; Tuesday Weather; Sunny VRPA TURNING MOVEMENT ANALYSIS File: Irt, #26 Data Collected by: TrafTic Control : Mike, Jose 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 Thro Right Peds Left U-Tm Thra Right Peds Left U-Tm Thra Right Peds Vehicles Peds 6:15 AM I 0 83 34 0 6 0 36 1 0 33 0 1 18 5 7 0 11 3 0 234 5 6:30 AM 1 0 137 54 0 11 0 45 1 I 33 0 3 14 0 3 0 17 6 0 325 1 6:45 AM 1 0 204 43 1 8 0 62 1 0 51 0 3 36 0 6 0 18 6 I 439 2 7:00 AM 1 0 194 30 0 21 0 63 0 0 43 0 8 43 0 10 0 19 7^ 0 439 0 7:15AM • 3 0 165 43 0 15 0 92 2 0 58 0 13 43 0 22 0 16 10 0 482 0 7:30 AM » I 0 172 34 0 17 0 99 2 0 60 0 3 38 2 5 0 23 7 0 461 2 7:45 AM * 2 0 204 35 0 26 0 151 1 0 107 0 19 38 0 14 0 19 14 0 630 0 8:00 AM * 3 0 186 21 0 21 0 126 6 0 71 0 3 40 0 17 0 21 20 0 535 0 8:15 AM 6 0 140 25 0 28 0 108 2 0 83 0 5 26 3 8 0 24 10 0 465 3 8:30 AM 3 0 170 35 2 13 0 80 4 0 66 0 7 42 0 9 0 16 12 2 457 4 8:45 AM 5 0 188 44 0 25 0 82 3 0 55 0 8 50 0 10 0 16 7 0 493 0 9:00 AM 2 0 149 36 0 30 0 84 1 0 49 0 19 SO 3 13 0 14 4 0 451 3 Max. 15 min. 6 0 204 54 2 30 0 151 6 I 107 0 19 50 5 22 0 24 20 2 630 5 Pk. Hr. Vol. 9 0 727 133 0 79 0 468 11 0 296 0 38 159 2 58 0 79 51 0 2108 2 7:00 AM Peak fatersection Traffic in Pk. Hr. 2108 Peak Hr. Factor 0.84 8:00 AM Hour Intersection Pdstms in Pk. Hr. = 2 3:45 PM 54 0 196 8 0 5 0 132 51 1 86 0 29 40 0 5 0 21 12 0 639 I 4:00 PM 80 0 196 7 0 15 0 126 71 0 41 0 15 38 0 4 0 27 10 0 630 0 4:15 PM 62 0 183 6 0 7 0 132 52 0 63 0 11 42 5 9 0 12 11 1 590 6 4:30 PM 52 0 122 9 0 7 0 93 43 0 SO 0 22 29 3 11 0 4 6 0 448 3 4:45 PM • 53 0 166 8 0 3 0 143 83 0 60 0 16 43 0 4 0 21 5 3 605 3 5:00 PM • 58 0 154 8 0 19 0 140 47 0 60 0 26 34 0 I 0 28 4 2 579 2 5:15 PM • 51 0 146 12 0 10 0 119 68 0 57 0 34 51 1 10 0 18 4 2 580 3 5:30 PM • 80 0 189 10 0 11 0 129 76 0 96 0 27 43 3 11 0 25 13 0 710 3 5:45 PM 50 0 147 9 0 13 0 132 58 2 57 0 39 46 1 7 0 19 9 0 586 3 6:00 PM 42 0 145 17 0 7 0 103 48 0 48 0 20 31 0 5 0 13 5 0 484 0 6:15 PM 59 0 128 7 0 7 0 106 63 0 56 0 28 38 0 5 0 16 3 0 516 0 6:30 PM 36 0 150 9 0 15 0 90 38 0 56 0 32 49 I 8 0 32 13 0 528 1 Max. 15 min. 80 0 196 17 0 19 0 143 83 2 96 0 39 51 5 11 0 32 13 3 710 6 Pk. Hr. Vol. 242 0 655 38 0 43 0 531 274 0 273 0 103 171 4 26 0 92 26 7 2474 11 4:30 PM Peak fatersection Traffic in Pk. Hr. 2474 Peak Hr. Factor 0.87 5:30 PM Hour fatersection Pdstms in Pk. Hr. = 11 Rancho Santa Fe Road at La Costa Avenue Lane Configuration for Intersecfion Capacity Ufilization 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 Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside 1 Config -(left) 2 1 I 1 I urations 3 1 1 I 1 4 5 6 1 I 1 I 1 I I Outside 7 Free-flow Lane Settings 1 2 0 1 2 0 I I I 1 2 0 Capacity 1800 4000 0 1800 4000 0 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 9 727 133 79 468 11 296 38 159 58 79 51 Adjusted Hourly Volume 9 860 0 79 479 0 296 38 159 58 130 0 Utilization Factor O.OI 0.22 0.00 0.04 0,12 0.00 0.16 0.02 0.09 0.03 0.03 0.00 Critical Factors 0.22 0.04 0.16 0.03 ICURafio = 0.55 LOS = A Tuming Movements at Intersection of: Rancho Santa Fe Road and La Costa Avenue Time : 7:00 AM to 8:00 AM North Approach Rancho Santa Fe Road Date : 7/21/98 Day : Tuesday 1632 Total Name : Mike, Jose 558 A 1074 Subtotals Sub-11 468 U 79 Sub- W Totals totals J i u totals 592 99 493 0 296 38 159 i North 5! 79 58 0 ^ t r 250 Subtotals Total 685 9 0 1554 727 133 869 La Costa Avenue Totals 438 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 Avenue Lane Configuration for Intersection Capacity Utilizafion 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 Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside I Conflg -(left) 2 1 I I I urations 3 I I I I 4 5 1 1 I I I I 1 6 Outside 7 Free-flow Lane Settings I 2 0 1 2 0 I I I I 2 0 Capacity 1800 4000 Are the North/Soufii phases split (Y/N)? Are the East/West phases split (Y/N)? Efficiency Lost Factor O.IO Houriy Volume 242 655 Adjusted Houriy Volume 242 693 Ufilization Factor 0.13 0,17 Crifical Factors 0,13 0 N N 38 0 1800 4000 0 1800 2000 1800 1800 4000 0 43 531 274 273 103 171 26 92 26 43 805 0 273 103 171 26 118 0 0,02 0.20 0.00 0.15 0.05 0.10 O.OI 0.03 0,00 0.20 0.15 0,03 ICU Rafio 0.61 LOS= B Tuming Movements at Intersection of: Rancho Santa Fe Road and La Costa Avenue W e s t A P P r Time : 4:30 PM to 5:30 PM Date: 7/21/98 Day ; Tuesday Name : Mike, Jose Totals 1155 Sub- totals 608 547 273 103 171 Subtotals Total North Approach i 728 848 t North 242 655 0 935 1663 Rancho Santa Fe Road 1802 0 274 531 43 ^ t r 38 954 26 92 26 Total Subtotals Sub- totals 144 184 La Costa Avenue Totals 328 E a s t A P P r South Approach Note : Left-nm volumes include U-tums. U-tums in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 1998 INTERSECTION ANALYSIS SUMMARY Intersection Number: 27 Intersection Location: Rancho Santa Fe Road and OUvenhain Road/Camino Alvaro 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 VALLEY RESEARCH AM) V L ANNING a 3 S O C I A I ; 3 VRPA TURNING MOVEMENT ANALYSIS City: Carlsbad Intersection of: N/S Street: Rancho Santa Fe Road E/W Street: Olivenham Road/ Camino Alvaro Coimt Date: 7/22/98 Day: Wednesday Weather: Sunny File: fat. #27 Data Collected by: Traffic Control: Angel Signalized Page I of 3 South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 mm 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 12 0 0 10 0 I 0 3 2 0 0 0 21 4 0 45 0 80 0 3 178 3 6:30 AM 8 0 0 6 0 I 0 0 1 I 0 0 38 0 0 71 0 109 0 2 234 3 6:45 AM 19 0 0 25 0 0 0 2 2 2 0 0 44 I 2 120 0 154 2 3 369 7 7:00 AM 29 0 0 26 0 3 0 3 4 0 1 0 63 I I 113 I 169 3 0 416 1 7:15 AM 18 0 0 32 0 2 0 1 4 0 1 0 54 0 0 IOO 0 164 2 0 378 0 7:30 AM 31 0 0 40 0 3 0 2 6 0 I 0 93 0 0 98 0 153 4 I 431 I 7:45 AM 37 0 1 51 0 6 0 4 3 0 I 0 109 0 0 170 0 236 2 0 620 0 8:00/VM * 79 0 3 66 0 5 0 9 3 0 2 0 59 0 0 89 0 121 4 0 440 0 8:15 AM * 43 0 0 50 0 4 0 5 4 0 0 0 66 3 0 84 1 134 3 0 397 0 8:30 AM * 47 0 1 51 0 8 0 6 3 0 0 I 96 1 0 84 0 208 2 0 508 0 8:45 AM 37 0 1 53 0 4 0 4 2 0 0 0 88 0 0 74 0 210 15 0 488 0 9:00 AM 47 0 0 49 0 3 0 2 3 I 3 0 86 2 0 75 0 180 4 1 454 2 Max. 15 min. 79 0 3 66 0 8 0 9 6 2 3 1 109 4 2 170 1 236 15 3 620 7 Pk. Hr. Vol. 206 0 5 218 0 23 0 24 13 0 3 I 330 4 0 427 I 699 11 0 1965 0 7:30 AM Peak Intersection Traffic in Pk. Hr. 1965 Peak Hr. Factor 0.79 8:30 AM Hour Intersection Pdstms in Pk. Hr. = 0 3:45 PM 55 0 1 98 0 5 0 1 3 2 3 0 133 4 0 62 0 119 6 0 490 2 4:00 I'M 62 0 J 111 0 « 0 2 2 0 2 0 156 1 0 58 0 123 3 0 531 0 4:15 PM 50 0 3 93 0 5 0 3 2 0 2 0 173 2 0 55 0 116 3 0 507 0 4:30 PM 41 0 5 123 0 3 0 3 3 0 2 1 167 0 0 68 0 127 2 0 545 0 4:45 PM 40 0 4 96 0 3 0 1 6 0 1 0 161 0 2 56 1 108 6 2 483 4 5:00 PM * 32 0 3 122 0 3 0 0 4 1 5 1 166 0 1 58 0 123 3 1 520 3 5:15 PM * 47 0 5 78 0 2 0 3 3 1 4 0 177 2 0 59 0 120 3 0 503 1 5:30 PM * 46 0 4 102 0 10 . 0 6 4 2 3 I 227 0 0 61 0 146 6 0 616 2 5:45 PM 42 0 2 93 0 4 0 2 3 0 3 1 196 I 1 65 0 137 0 1 549 2 6:00 PM 56 0 7 89 0 4 0 3 3 0 2 0 170 I 0 39 0 99 9 0 482 0 6:15 PM 29 0 6 93 0 5 0 3 2 1 3 0 203 0 0 63 0 117 3 0 527 1 6:30 PM 41 0 6 90 0 8 0 I 2 0 3 0 194 1 0 37 0 104 7 0 494 0 Max. 15 min. 62 0 7 123 0 10 0 6 6 2 5 I 227 4 2 68 I 146 9 2 616 4 Pk. Hr. Vol. 167 0 14 395 0 19 0 II 14 4 15 3 766 3 2 243 0 526 12 2 2188 8 4:45 PM Peak fatersection Traffic m Pk. Hr. 2188 Peak Hr. Factor 0.89 5:45 PM Hour fatersection Pdstms in Pk. Hr. = 8 Ranclio Santa Fe Road al Olivenhain Roid/ Camino Alvaro 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 Thra Right Left Thra Right Left Thra Right Left Tlira Right Lane Inside I Conflg -(left) 2 1 I 1 I I 1 I 1 urations 3 1 1 4 5 6 1 1 I 1 Outside 7 Free-flow I Lane Settings 0 1 0 0 1 0 1 2 0 1 2 1 Capacity 0 Are the North/South phases split (Y/N)? Are the EasfWest phases split (Y/N) Efficiency Lost Factor Hourly Volume Adjusted Hourly Volume Utilizafion Factor Crifical Factors ICU Ratio = 0,53 2000 0 N 0 2000 0 1800 4000 0 1800 4000 1800 ? N 0.10 206 5 218 23 24 0 221 0 0 60 0.00 0,11 0,00 0,00 0,03 0,11 0.00 0.53 LOS = A 13 0 0.00 330 4 428 699 11 334 0 428 699 11 0,08 0.00 0,24 0,17 0,01 0,08 0,24 Tuming Movements at Intersection of: Rancho Santa Fe Road and Olivenhain Road/ Camino Alvaro Time : 7:30 AM to 8:30 AM Date: 7/22/98 Day : Wednesday Name : Angel Totals W e s t A P P r Olivenhain Road 1257 Sub- totals 919 338 North Approach 60 13 24 4 330 4 Subtotals Total North 206 5 0 455 429 884 79 Camino Alvaro 19 *] t r in u 699 428 Total Subtotals Sub- totals 1138 572 Totals 1710 Rancho Santa Fc Road E a s t A P P r South Approach Rancho Santa Fe Road Note : Left-tum volumes include U-turas, U-tums in bold. Rancho Siata Ft Road Lane Configuration for Intersection Capacity Utilization at OlivenhaiD Road/ Camino Alvaro Page 3 of 3 Pk. Hr. Time Period South ApprflMB) North Appr (SB) West Appr (EB) East Appr (WB) 4:45 PM to 5:45 PM Left Thra Rieht Left Thra Right Left Thra Right Left Thra Right Lane Inside 1 Config -(left) 2 1 I 1 1 1 I 1 1 urations 3 4 1 1 1 1 1 1 Outside I) 6 7 Free-flow 1 Lane Settings 0 1 0 0 1 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)? N Efficiency Lost Factor 0.10 Hourly Volume 167 14 395 19 11 14 18 766 3 243 526 12 Adjusted Houriy Volume 0 181 0 0 44 0 18 769 0 243 526 12 Utilization Factor 0.00 0.09 0.00 0.00 0.02 0.00 0.01 0.19 0.00 0.14 0.13 0.01 Critical Factors 0.09 0.00 0.19 0.14 ICU Ratio 0.52 LOS = Tuming Movements at Intersection of: Rancho Santa Fe Road and Olivenhain Road/ Camino Alvaro W e s t A P P r Olivenhain Road Totals 1497 Time : 4:45 PM to 5:45 PM Date: 7/22/98 Day : Wednesday Name : Angel Sub- totals 710 787 North Approach IS 766 Subtotals Total 44 14 11 85 0 19 Camino .Alvaro 41 J i U t North ^ t r 167 14 395 0 576 12 526 243 0 Total Subtotals Sub- totals 781 1180 Ranchu Santa Fe Road Totals 1961 South .Approach Rancho Santa Fe Road Note : Left-turn volumes include U-tums. U-tums in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 1998 INTERSECTION ANALYSIS SUMMARY Intersection Number: 28 Intersection Location: Carlsbad Village Drive and 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 VALLEY RESEARCH A N I) PLANNING ^ S S O ,C I A 1 £ 3 City: Carlsbad fatersection of: N/S Street: State Street E/W Street: Carlsbad Village Drive Count Date: 7/22/98 Day: Wednesday Weather: Sunny VRPA TURNING MOVEMENT ANALYSIS File: fat #28 Data Collected by: Traffic Control: Jose, Mike Signalized Page I of 3 South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of IS min, prd. Left U-Tm Thra Right Peds Left U-Tm Thra Right Peds Left U-Tm Thra Right Peds Left U-Tm Thro Right Peds Vehicles Peds 6:15 AM 0 0 3 0 0 2 0 8 2 3 2 0 31 9 5 0 0 31 II I 99 9 6:30 AM 2 0 3 0 0 5 0 10 3 1 0 0 38 1 0 I 0 61 7 4 131 5 6:45 AM 4 0 4 0 I 8 0 11 2 0 0 0 44 0 6 0 0 52 20 I 145 8 7:00 AM 6 0 2 0 2 6 0 7 3 2 0 0 44 0 3 2 0 64 6 6 140 13 7:15 AM 7 0 5 3 0 7 0 9 3 2 0 0 43 5 3 2 0 54 23 2 161 7 7:30 AM 5 0 3 I 1 11 0 6 3 2 2 0 47 8 6 2 0 54 14 1 156 10 7:45 AM * 8 0 8 2 0 15 0 10 2 3 4 0 81 4 6 I 0 88 25 2 248 11 8:00 AM • 4 0 13 0 0 9 0 10 2 2 1 0 69 4 1 4 0 68 11 I 195 4 8:15 AM 7 0 4 I 0 9 0 9 4 6 5 0 55 5 10 2 0 60 13 4 174 20 8:30 AM * 2 0 13 6 1 9 0 10 6 I 3 0 68 4 5 3 0 64 11 3 199 10 8:45 AM 7 0 5 3 1 13 0 8 5 I 3 0 65 4 8 1 0 62 14 5 190 15 9:00 AM 7 0 8 2 5 10 0 7 5 0 3 0 64 11 9 3 0 83 13 3 216 17 Max. 15 mm. 8 0 13 6 5 IS 0 11 6 6 5 0 81 11 10 4 0 88 25 6 248 20 Pk. Hr. Vol. 21 0 38 9 I 42 0 39 14 12 13 0 273 17 22 10 0 280 60 10 816 45 7:30 AM Peak fatersection Traffic in Pk. Hr. 816 Peak Hr. Factor 0.82 8:30 AM Hour fatersection Pdstms in Pk. Hr. = 45 3:45 PM 9 0 5 3 4 22 0 19 9 6 10 0 117 9 6 II 0 97 18 6 329 22 4:00 PM 16 0 16 1 4 21 0 16 16 1 7 0 119 8 11 14 0 111 30 II 375 27 4:15 PM * 7 0 17 5 II 20 0 19 4 14 9 0 129 9 19 IS 0 114 16 19 364 63 4:30 PM * II 0 16 11 6 13 0 18 10 10 II 0 171 9 8 31 0 106 26 8 433 32 4:45 PM • 10 0 11 3 1 19 0 20 9 11 6 0 105 7 5 22 0 105 20 5 3.37 22 5:00 PM * 15 0 32 5 10 40 0 24 18 7 10 0 108 6 10 22 0 133 31 10 444 37 5:15 PM 5 0 12 3 2 16 0 13 6 5 9 0 IOO 9 14 13 0 114 17 14 317 35 5:30 PM II 0 14 2 0 19 0 22 9 2 II 0 97 2 19 17 0 119 28 19 351 40 5:45 PM 8 0 5 0 5 19 0 8 2 4 11 0 IOI 3 19 9 0 90 6 19 262 47 6:00 PM 9 0 15 6 1 39 0 14 6 0 11 0 111 9 8 17 0 129 9 8 375 17 6:15 I'M 12 0 5 3 1 25 0 12 5 3 9 0 129 4 15 12 0 129 14 IS 359 34 6:30 PM 8 0 10 3 3 26 0 19 6 4 8 0 114 3 12 6 0 138 II 12 352 31 Max. IS min. 16 0 32 11 11 40 0 24 18 14 II 0 171 9 19 31 0 138 31 19 444 63 Pk. Hr. Vol. 43 0 76 24 28 92 0 81 41 42 36 0 513 31 42 90 0 458 93 42 1578 154 4:00 PM Pcuk Intersection Tranic in Pk. Hr, 1578 Peak Hr. Factor 0.89 5:00 PM Hour Intersection Pdstms in Pk. Hr. = 154 State Street at Carlsbad Village Drive 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 Lefl Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside I Config -(left) 2 1 1 I I 1 I I I urations 3 I I 4 5 6 I 1 I 1 Outside 7 Free-flow Lane Settings 0 I 0 0 1 0 I 2 0 ' I 2 0 Capacity 0 2000 0 0 2000 0 1800 4000 0 1800 4000 0 Are file Norfti/Soufli phases split (Y/N)? N Are file East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 21 38 9 42 39 14 13 273 17 10 280 60 Adjusted Hourly Volume 0 68 0 0 95 0 13 290 0 10 340 0 Utilizafion Factor 0.00 0,03 0,00 0.00 0.05 0.00 O.OI 0.07 0.00 0,01 0,09 0,00 Critical Factors 0.00 0.05 O.OI 0,09 ICU Ratio = 0.25 LOS = A Tuming Movements at Intersection of: State Street and Carlsbad Village Drive Time : 7:30 AM to 8:30 AM North Approach State Street Date: 7/22/98 Day : Wednesday 206 Total Name : Jose, Mike 95 A III Subtotals Sub-14 39 u 42 Sub- W Totals totals J I u totals 618 315 303 0 13 273 17 If North 60 280 10 0 350 324 Totals 674 E a s t A P P r Subtotals Total 66 21 38 0 68 134 Carlsbad Village Drive South Approach Note : Left-tum volumes include U-tums, U-tums in bold. State Street at Carlsbad Village Drive Lane Configuration for Intersection Capacity Ufilization Page 3 of3 Pk, Hr, Time Period : South Appr (NB) Norfii Appr (SB) West Appr (EB) East Appr (WB) 4:00 PM to 5:00 PM Left Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside I Conflg -(left) 2 1 I I 1 1 I 1 I urations 3 4 C I I 1 1 1 I Outside J 6 7 Free-flow Lane Settings 0 1 0 0 I 0 I 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 43 76 24 92 81 41 36 513 31 90 458 93 Adjusted Hourly Volume 0 143 0 0 214 0 36 544 0 90 551 0 Utilization Factor 0.00 0.07 0.00 0.00 0,11 0.00 0.02 0.14 0.00 0.05 0,14 0,00 Critical Factors 0.00 0,11 0.14 0.05 ICURafio 0.40 LOS = A Turning Movements at Intersection of: State Street and Carlsbad Village Drive W e s t A P P r Time : 4:00 PM to 5:00 PM Date: 7/22/98 Day ; Wednesday Name : Jose, Mike Totals 1122 Sub- totals 542 580 North Approach 41 0 36 513 • 31 Subtotals Total 202 214 North 419 State Street 205 0 i\ 92 t t *] t r 43 76 24 0 143 345 93 458 90 0 Total Subtotals Sub- totals 641 629 Totals 1270 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 1998 INTERSECTION ANALYSTS SUMMARY Intersection Number: 29 Intersection Location: Carlsbad Village Drive and Roosevelt 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 VVLLEY RESEARCH ANI) P L A NNING VRPA TURNING MOVEMENT ANALYSIS Page 1 of3 City: Carlsbad Intersection of: N/S Street: Roosevelt Street E/W Street: Carlsbad Village Drive Count Date : 7/22/98 Day: Wednesday Weather: Sunny File : Int, #29 Data Collected by : Traffic Control: Craig, Eric Signalized South Annroach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 Vehicles Peds min, prd. Left U-Tm Thru Right Peds ' Left U-Tm Thra Right Peds Left U-Tm Thro Right Peds Left U-Tm Thro Right Peds Vehicles Peds 6:15 AM 3 0 7 3 0 1 0 3 1 0 1 0 25 7 0 4 0 45 3 0 103 0 6:30 AM 0 0 4 4 1 6 0 3 0 1 0 0 36 2 3 6 1 44 8 1 114 6 6:45 AM 5 0 7 7 2 6 0 4 I 0 I 0 56' 3 0 9 0 88 9 0 196 2 7:00 i\M 4 0 8 5 0 8 0 3 2 2 1 0 45 2 0 5 0 64 5 0 152 2 7:15 AM I 0 6 9 0 II 0 2 1 3 3 0 61 1 0 10 0 86 16 0 207 3 7:30 AM 5 0 11 11 2 6 0 7 1 2 2 0 43 1 0 23 0 54 12 0 176 4 7:45 AM * 11 0 12 13 4 10 0 11 3 2 4 0 68 3 2 9 0 99 16 0 259 8 8:00 AM • 4 0 17 12 0 21 0 10 4 4 3 0 101 4 3 25 0 109 28 0 338 7 8:15 AM 3 0 11 12 4 13 0 8 1 6 5 0 54 4 5 9 0 70 20 I 210 16 8:30 AM • 9 0 18 10 3 12 0 6 I 6 3 0 83 2 I 18 0 70 22 2 254 12 8:45 AM 12 0 14 7 0 17 0 9 5 3 3 0 60 1 6 9 0 65 24 0 226 9 9:00 AM 11 0 17 17 2 26 0 14 4 1 3 0 69 4 0 12 0 84 42 0 303 3 Max. 15 min. 12 0 18 17 4 26 0 14 5 6 5 0 IOI 7 6 25 1 109 42 2 338 16 Pk. Hr. Vol. 27 0 58 47 11 56 0 35 9 18 IS 0 306 13 11 61 0 348 86 3 1061 43 7:30 AM Peak Intersection Traffic in Pk. Hr. 1061 Peak Hr. Factor 0.78 8:30 AM Hour Intersection Pdstms in Pk. Hr. 43 3:45 PM 9 0 20 25 10 27 0 11 5 6 11 0 120 7 11 14 0 108 35 II 392 38 4:00 PM 15 0 28 12 5 33 0 20 5 6 18 0 121 8 10 4 0 138 26 10 428 31 4:15 PM 13 0 34 21 5 24 0 13 4 0 8 0 86 7 2 8 0 118 27 2 363 9 4:30 PM * 13 0 22 15 20 21 0 26 10 3 16 0 101 9 14 16 0 152 33 14 434 51 4:45 PM • 8 0 29 17 14 35 0 38 12 11 7 0 140 5 8 19 0 171 40 8 521 41 5:00 PM • 12 0 33 26 19 19 0 13 6 4 11 0 114 6 3 11 0 143 31 3 425 29 5:15 PM • 16 0 21 19 16 47 0 17 8 7 11 0 93 10 7 26 0 161 17 7 446 37 5:30 PM 15 0 26 18 12 20 0 II 8 3 7 0 103 9 6 3 0 121 16 6 357 27 5:45 PM 16 0 21 22 9 25 0 12 6 5 6 0 112 21 5 12 0 107 16 5 376 24 6:00 PM 15 0 18 22 13 24 0 24 5 6 11 0 151 19 2 3 1 95 18 2 406 23 6:15 PM 12 0 20 28 5 18 0 12 2 3 9 0 89 6 13 6 0 88 18 13 308 34 6:30 PM 12 0 16 12 3 25 0 16 6 7 7 0 133 16 4 7 0 121 13 4 384 18 Max. 15 min. 16 0 34 28 20 47 0 38 12 11 18 0 151 21 14 26 I 171 40 14 521 51 Pk. Hr. Vol. 49 0 105 77 69 122 0 94 36 25 45 0 448 30 32 72 0 627 121 32 1826 158 4:15 PM Peak fatersection Traffic in Pk. Hr. = 1826 Peak Hr. Factor 0.88 5:15 PM Hour Intersection Pdstms in Pk. Hr. 158 Roosevelt Street at Carlsbad Village Drive Lane Configuration for Intersection Capacity Utilizafion Page 2 of3 Pk. Hr. Time Period : Soufii Appr (NB) Norfii Appr (SB) West Appr (EB) East Appr (WB) 7:30 AM to &:30AM Left Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside I Config -(left) 2 I I 1 1 1 I 1 1 urations 3 4 I I I I 1 1 Outside 6 7 Free-flow Lane Settings 0 I 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 EasfWest phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volimie 27 58 47 56 35 9 15 306 13 61 348 86 Adjusted Hourly N'olume 0 132 0 0 100 0 15 319 0 61 434 0 Utilization Factor 0.00 0.07 0,00 0,00 0,05 0.00 0,01 0.08 0.00 0.03 O.II 0.00 Critical Factors 0.07 0,00 0,01 O.II ICU Ratio _ 0.29 LOS = A Tuming Movements at Intersecfion of: Roosevelt Street and Carlsbad Village Drive W e s t A P P r Time : 7:30 AM to 8:30 AM Date: 7/22/98 Day : Wednesday Name : Craig, Eric Totals 718 Sub- totals 384 334 North Approach 15 306 13 Subtotals Total lr 109 27 0 241 100 35 North 58 132 259 0 56 Roosevelt Street 159 ^ t r 47 86 348 61 Total Subtotals Sub- totals 495 Totals 904 409 Carlsbad Village Drive E a s t A P P r South Approach Note : Left-tum volumes include U-turas. U-tums in bold. Roosevelt Street at Carlsbad Village Drive 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) 4:15 PM to 5:15 PM Left Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside 1 Config -(left) 2 I 1 I I 1 1 1 1 urafions 3 1 ^ I 4 5 6 I 1 I I Outside 7 Free-flow Lane Settings 0 1 0 0 I 0 I 2 0 I 2 0 Capacity 0 Are the Norfii/South phases split (Y/N)? Are the East/West phases split (Y/N)? Efficiency Lost Factor 0.10 Hourly Volume 49 Adjusted Hourly Volume 0 Utilizafion Factor 0.00 Crifical Factors 0.00 2000 105 231 0 N N 77 0 0 2000 1800 4000 0 1800 4000 0 122 94 36 45 448 30 72 627 121 0 252 0 45 478 0 72 590 0 0.00 0.13 0.00 0.03 0.12 0.00 0.04 0.15 0.00 0.13 0.03 0.15 ICU Ratio 0.41 LOS = Turning Movements at Intersection of: Roosevelt Street and Carlsbad Village Drive Time : 4:15 PM to 5:15 PM Date: 7/22/98 Day : Wednesday Name : Craig, Eric North Approach 252 523 Roosevelt Street 271 Total Subtotals W e s t A P p r Totals 1235 Sub- totals 712 523 36 94 122 J i u 45 448 30 i Subtotals Total ~1, 196 t North ^ t r 49 105 77 0 231 427 121 627 72 Sub- totals 820 647 Totals 1467 Carlsbad Village Drive 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 1998 INTERSECTION ANALYSIS SUMMARY Intersection Number: 30 Intersection Location: Carlsbad Village Drive and Madison 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 VALLEY RESEARCH ANI) P I. A NNING A 5 S O C I A 1 ; 3 City: Carlsbad fatersection of: N/S Street: E/W Street: Count Date: 7/22/98 Madison Street Carlsbad Village Drive Day: Wednesday Weather: Sunny VRPA TURNING MOVEMENT ANALYSIS File: fat. #30 Data Collected by: Traffic Control: Cesar, Oscar Signalized Page I 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 Thra Right Peds Left U-Tm Thra Right Peds Vehicles Peds 6:15 AM 0 0 2 3 I I 0 0 1 0 0 0 28 5 2 3 0 44 2 0 89 3 6:30 AM I 0 4 8 1 3 0 I 0 0 2 0 39 I 0 3 0 62 1 I 125 2 6:45 AM 2 0 4 2 1 3 0 2 0 2 0 0 53 I 1 3 0 95 8 0 173 4 7:00 AM 1 0 5 3 2 0 0 6 2 0 I 0 64 1 2 3 0 70 3 2 159 6 7:15 AM 0 0 1 2 0 1 0 0 I 0 1 0 54 0 4 4 0 94 4 6 162 10 7:30 AM * 4 0 12 6 4 3 0 2 I 0 0 0 68 1 2 4 0 89 7 I 197 7 7:45 AM 2 0 7 8 0 4 0 4 0 0 1 0 81 3 2 4 0 III 6 1 231 3 8:00 AM I 0 10 3 1 I 0 2 I I 0 0 117 6 5 8 0 143 IS 2 307 9 8:15 AM * 5 0 6 1 0 5 0 1 3 0 2 0 58 4 0 8 0 IOO 17 2 210 2 8:30 AM 2 0 3 3 0 2 0 I I 0 1 0 SI I 7 9 0 83 15 I 172 8 8:45 AM 3 0 5 4 1 0 0 3 0 0 3 0 67 0 4 7 0 87 14 2 193 7 9:00 AM 2 0 9 6 0 6 0 5 2 7 4 0 97 2 4 12 0 201 9 0 355 11 Max. 15 min. 5 0 12 8 4 6 0 6 3 7 4 0 117 6 7 12 0 201 17 6 355 11 Pk. Hr. Vol. 12 0 35 18 5 13 0 9 5 1 3 0 324 14 9 24 0 443 45 6 945 21 7:15 AM Peak Intersection Traffic in Pk. Hr. 945 Peak Hr. Factor 0,67 8:15 AM Hour Intersection Pdstms in Pk. Hr. 21 3:45 PM 6 0 11 10 7 13 0 IS 8 7 2 0 169 5 8 8 0 153 20 8 420 30 4:00 PM 6 0 22 9 I 19 0 5 8 4 5 0 103 3 6 2 0 114 6 6 302 17 4:15 PM 6 0 14 17 3 20 0 II 2 3 13 0 180 6 6 13 0 169 13 6 464 18 4:30 PM 3 0 5 14 1 22 0 17 3 6 3 0 127 6 9 8 0 135 8 9 351 25 4:45 PM * 5 0 14 14 8 11 0 5 4 7 5 0 182 5 14 7 0 238 10 14 500 43 5:00 PM * 7 0 11 16 5 11 0 9 2 5 5 0 156 8 II 9 0 206 7 11 447 32 5:15 PM * 3 0 9 19 0 31 0 24 2 0 . 2 0 228 5 15 5 0 156 8 15 492 30 5:30 PM * 8 0 15 12 0 28 0 20 1 0 6 0 135 9 II 14 0 213 6 11 467 22 5:45 I'M 4 0 2 IH 1 29 0 13 3 0 5 0 lis 7 23 0 0 141 1 23 338 47 6:00 PM 7 0 12 15 0 16 0 8 1 5 8 0 217 13 4 7 0 225 5 4 534 13 6:15 PM 8 0 7 13 5 8 0 2 2 I 4 0 142 2 5 4 0 185 0 5 377 16 6:30 PM 6 0 8 8 0 IS 0 3 2 2 9 0 126 7 5 3 0 238 3 5 428 12 Max. 15 min. 8 0 22 19 8 31 0 24 8 7 13 0 228 13 23 14 0 238 20 23 534 47 Pk. Hr. Vol. 23 0 49 61 13 81 0 58 9 12 18 0 701 27 51 35 0 813 31 51 1906 127 4:30 PM Peak fatersection Traffic in Pk. Hr. 1906 Peak Hr. Factor 0,89 5:30 PM Hour Intersection Pdstms in Pk. Hr. = 127 Madison Street at Carlsbad Village Drive Lane Configurafion 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 Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside I Conflg -(left) 2 I I I I I I I I urations 3 4 1 1 1 1 I I 5 6 Outside 7 Free-flow Lane Settings 0 1 0 0 1 0 I 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 file East/West phases split (Y/N)? N Efficiency Lost Factor 0,10 - Houriy Volume 12 35 18 13 9 5 3 324 14 24 443 45 Adjusted Hourly Volume 0 65 0 0 27 0 3 338 0 24 488 0 Utilizafion Factor 0.00 0,03 0,00 0,00 0,01 0,00 0.00 0.08 0.00 0.01 0.12 0,00 Critical Factors 0,03 0,00 0.00 0,12 ICU Ratio = 0.25 LOS = A Tuming Movements at Intersection of: Madison Street and Carlsbad Village Drive W e s t A P P r Time : 7:15 AM to 8:15 AM Date: 7/22/98 Day : Wednesday Name : Cesar, Oscar Totals 801 Sub- lotals 460 341 North Approach 3 324 14 Subtotals Total 47 27 Madison Street 83 0 13 J i L t North ^ t r 12 35 18 0 65 112 1 f 45 443 24 0 Total Subtotals Sub- totals 512 355 Totals 867 Carlsbad Village Drive E a s t A P P South Approach Note : Left-tum volumes include U-turas. U-tums in bold. Madison Street at Carlsbad \'illage Drive Lane Configuration for Intersection Capacity Utilizafion Pk, Hr, Time Period : 4:30 PM to 5:30 PM Page 3 of3 Soufii Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) Left Thra Right Left Thra Right Jxf^ Thra Ri^ Left Thra Right Lane Config - urations Inside (left) Outside Free-flow Lane Settings 0 1 0 0 I 0 1 2 0 1 2 0 Capacity 0 2000 0 0 2000 0 1800 4000 0 1800 4000 0 Are file North/South phases split (Y/N")? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Houriy Volume 23 49 61 81 58 9 18 701 27 35 813 31 Adjusted Hourly Volume 0 133 0 0 148 0 18 728 0 35 844 0 Utilizafion Factor 0.00 0.07 0.00 O.OO 0.07 0.00 0.01 0.18 0.00 0.02 0.21 0.00 Critical Factors 0.00 0.07 0.01 0.21 ICU Ratio = 0.39 LOS = Tuming Movements at Intersection of: Madison Street and Carlsbad Village Drive W e s t A P P r Time : 4:30 PM to 5:30 PM Date: 7/22/98 Day : Wednesday Name : Cesar, Oscar Totals 1591 Sub- totals 845 746 0 18 701 27 Subtotals Total Norm Approach 148 246 Madison Street 98 7 JO O I t North ^ t r 23 49 61 0 133 31 813 35 0 Total Subtotals Sub- totals 879 843 Totals 1722 Carlsbad Village Drive E a s t A P P r 25: Soulh Approach Note : Left-tum volumes include U-turas. U-tums in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 1998 INTERSECTION ANALYSIS SUMMARY Intersection Number: 31 Intersection Location: Carlsbad Village Drive and Jefferson 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 VALLEY RESEARCH ANI) H L A NNING a 5 S O .C I A 1 E 3 City: Carlsbad Intersection of: N/S Street: Jefferson Street E/W Street: Carlsbad Village Drive Count Date : 7/23/98 Day: Thursday Weather: Sunny VRPA TURNING MOVEMENT ANALYSIS File: Irt. #31 Data Collected by: Traffic Control: Jose, Mike 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. 8:00 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 Thro Right Peds Vehicles Peds 0 0 I 0 0 5 0 2 0 I 1 0 53 2 3 1 0 57 4 2 126 6 0 0 0 0 0 6 0 3 0 0 I 0 37 0 0 5 0 42 2 I 96 I 0 0 1 1 3 11 0 11 2 1 0 0 63 0 4 1 0 120 5 0 215 8 0 0 2 0 0 5 0 2 I 0 I 0 63 2 2 3 0 87 6 3 172 5 0 0 1 2 0 10 0 1 0 3 I 0 63 1 I I 0 85 8 2 173 6 0 0 2 2 0 2 0 0 1 0 0 0 69 2 4 3 0 95 7 0 183 4 0 0 6 3 0 10 0 7 2 I 4 0 91 I 2 4 0 133 5 2 266 5 I 0 2 1 0 19 0 5 5 I 6 0 92 4 6 9 0 79 8 0 231 7 3 0 3 I 1 22 0 4 1 0 7 0 124 3 0 6 0 IIS 13 0 302 1 0 0 3 5 0 10 0 7 0 0 3 0 91 I 3 3 0 122 18 2 263 5 0 0 5 3 0 15 0 4 3 2 8 0 91 2 2 6 0 114 II 1 262 5 0 0 4 3 0 15 0 1 1 2 5 0 76 1 2 2 0 154 IS 2 277 6 3 0 6 5 3 22 0 II 5 3 8 0 124 4 6 9 0 154 18 3 302 8 3 0 15 12 I 62 0 16 5 4 23 0 382 7 7 17 0 505 57 5 1104 17 Peak Hour 3:45 PM 4:00 PM 4:15 PM 4:30 PM 4:45 PM 5:00 PM 5:15 PM 5:30 PM 5:45 PM 6:00 PM 6:15 PM 6:30 PM Intersection Traffic in Pk, Hr. Intersecfion Pdstms m Pk. Hr. 1104 17 Peak Hr. Factor 0.91 4 0 7 5 0 25 0 6 8 I 12 0 ISO 2 I I 0 161 8 I 389 3 0 0 10 4 0 36 0 16 10 I 10 0 147 I 13 16 0 208 28 13 486 27 2 0 7 4 0 35 0 21 5 1 20 0 203 2 5 9 0 230 27 5 565 11 0 0 8 3 7 39 0 1 8 2 8 0 170 3 7 0 0 205 31 7 476 23 3 0 6 9 0 41 0 8 8 2 13 0 186 2 12 3 0 168 IS 12 462 26 0 0 10 4 0 46 0 4 5 3 10 0' 180 6 2 3 0 211 27 2 506 7 • 0 0 15 7 0 51 0 12 8 0 14 0 209 2 1 3 0 229 21 1 571 2 3 0 3 4 4 50 0 14 3 5 13 0 214 5 9 5 0 239 20 9 573 27 1 0 0 6 3 4 29 0 4 6 2 14 0 187 I 5 9 0 230 20 5 510 16 1 0 0 6 4 2 31 0 4 8 1 14 0 181 0 4 9 0 157 16 4 430 II 3 0 5 2 0 28 0 7 9 0 II 0 177 0 1 I 0 232 7 1 482 2 I 0 4 0 0 29 0 4 4 0 7 0 123 2 6 2 0 187 II 6 374 12 4 0 15 9 7 51 0 21 10 5 20 0 214 6 13 16 0 239 31 13 573 27 4 0 34 18 8 176 0 34 22 10 SI 0 790 14 17 20 0 909 88 17 2160 52 Peak Intersection Traffic in Pk. Hr 2160 Peak Hr. Factor 0.94 Max. 15 min. Pk. Hr. Vol. 4:45 PM 5:45 PM Hour fatersection Pdstms in Pk. Hr. = 52 Jefferson 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) 8:00 AM to 9:00 AM Left Thru Right Left Thru Right Left Thra Right Left Thru Right Lane Inside I Config -(left) 2 I 1 1 I 1 I 1 1 urations 3 4 C 1 1 I 1 1 I Outside J 6 7 Free-flow Lane Settings 0 I 0 0 I 0 I 2 0 I 2 0 Capacity 0 2000 0 0 2000 0 1800 4000 0 1800 4000 0 Are die Norfii/South phases split (Y/N)? N Are the EastWest phases split (Y/N)? N Efficiency Lost Factor 0,10 Hourly Volume 3 15 12 62 16 5 23 382 7 17 505 57 Adjusted Houriy Volume 0 30 0 0 83 0 23 389 0 17 562 0 Utilization Factor 0,00 0,02 0,00 0.00 0.04 0.00 0.01 0.10 0.00 O.OI 0.14 0.00 Critical Factors 0,00 0.04 O.OI 0,14 ICU Ratio 0,29 LOS = A Tuming Movements at Intersection of: Jefferson Street and Carlsbad Village Drive Time : 8:00 AM to 9:00 AM Date: 7/23/98 Day ; Thursday Name : Jose, Mike North Approach 83 178 Jefferson Street 95 Total Subtotals W e s t A P P r Totals 925 Sub- totals 513 412 16 62 23 ^ 382 • 7 Subtotals Total 1, t 40 3 0 70 North 15 12 30 57 505 17 0 Sub- totals 579 456 Totals 1035 Carlsbad Village Drive E a s t A P P r South Approach Note : Left-tum volumes include U-tums. U-tums in bold. JefTerson Street at Carisbad Village Drive Lane Configuration for Intersecfion Capacity Utilizafion Pk, Hr, Time Period : 4:45 PM to 5:45 PM South Appr (NB) Left Thra Right Lane Config - urations Inside (left) Outside Free-flow North Appr (SB) Left Thra Right West Appr (EB) Left Thra Right Page 3 of3 East Appr (WB) Left Thra Right Lane Settings 0 Capacity 0 Are file Norfii/South phases split (Y/N)? Are the East/West phases split (Y/N)? Efficiency Lost Factor 0,10 Hourly Volume 4 Adjusted Hourly Volume 0 Utilization Factor 0.00 Critical Factors 0.00 2000 34 56 0 0 N N 18 0 2000 I 2 1800 4000 1 2 1800 4000 176 34 22 51 790 14 20 909 88 0 232 0 51 804 0 20 997 0 0.00 0.12 0.00 0.03 0.20 0,00 0,01 0,25 0.00 0.12 0,03 0.25 ICU Ratio = 0.50 LOS = Tuming Movements at Intersection of: JefTerson Street and Carlsbad Village Drive Time : 4:45 PM to 5:45 PM Date: 7/23/98 Day : Thursday Name : Jose, Mike North Approach 232 405 Jefferson Street 173 Tolal Subtotals W e s t A P p r Totals 1790 Sub- totals 935 855 0 51 790 14 Subtotals Total 22 34 176 J i L 68 4 0 124 North ^ t r 34 IS 56 909 20 0 Sub - totals 1017 9S4 Totals 2001 Carlsbad Village Drive E a s t A P P r Soufii .Approach Note : Left-tum volumes include L'-Pjras. U-tums in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 1998 INTERSECTION ANALYSIS SUMMARY Intersection Number: 32 Intersection Location: Carlsbad Village Drive and Harding 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 VALLEY RESEARCH ANI) PLANNING A 3 3 O .C I A I £ 3 City: Carlsbad fatersection of: N/S Street: Hardmg Street E/W Street: Carlsbad Village Drive Count Date: 7/23/98 Day: Thursday Weather: Sunny VRPA TURNING MOVEMENT ANALYSIS File: fat. #32 Data Collected by: Traffic Control: Angel, Cesar Signalized Page I of 3 South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 mm Total End of 15 min. prd. Left U-Tm Thra Right Peds Left U-Tm Thro Right Peds Left U-Tm Thra Right Peds Left U-Tm Thra Right Peds Vehicles Peds 6:15 AM 1 0 6 9 1 16 0 I 2 0 5 0 56 3 6 5 7 64 3 3 178 10 6:30 AM 3 0 13 6 2 20 0 3 1 0 I 0 42 2 0 12 9 56 6 0 174 2 6:45 AM 2 0 13 10 1 22 0 3 1 0 0 0 68 3 0 12 7 94 11 I 246 2 7:00 AM 1 0 9 8 I 17 0 2 3 0 2 0 42 I I 14 14 116 13 0 242 2 7:15 AM I 0 9 11 I 23 0 2 1 1 0 0 66 I 2 13 10 99 17 3 253 7 7:30 AM I 0 5 8 1 30 0 3 3 0 17 0 86 8 0 17 7 88 19 0 292 I 7:45 AM 4 0 19 8 3 26 0 4 3 0 6 0 IOS I 0 19 17 117 28 3 357 6 8:00 AM * 5 0 26 IS 4 26 0 7 3 0 7 0 95 2 1 28 II 148 38 3 411 8 8:15 AM * 8 0 10 7 0 23 0 5 3 0 10 0 105 7 0 23 4 136 18 1 359 1 8:30/\M • I 0 8 7 0 25 0 6 1 0 3 I 118 5 1 23 I 147 25 2 371 3 8:45 AM • 7 I 20 II 6 35 0 3 4 3 5 0 103 10 5 24 8 160 24 I 415 IS 9:00 AM 1 0 5 4 2 24 0 11 3 3 7 0 81 9 2 29 8 164 5 2 351 9 Max. 15 mm. 8 1 26 15 6 35 0 11 4 3 17 I 118 10 6 29 17 164 38 3 415 15 Pk. Hr. Vol, 21 I 64 40 10 109 0 21 11 3 25 1 421 24 7 98 24 591 IOS 7 1556 27 7:45 AM Peak fatersection Traffic in Pk. Hr. 1556 Peak Hr. Factor 0.94 8:45 AM Hour Intersection Pdstms in Pk. Hr. = 27 3:45 PM 8 0 30 9 5 39 0 17 8 3 5 1 205 3 6 32 17 198 29 11 601 25 4:00 PM 6 0 21 12 0 44 0 10 2 2 8 1 198 4 0 32 11 212 35 I 596 3 4:15 PM 22 0 22 8 7 40 0 14 1 3 6 2 262 II 1 28 IS 253 64 0 748 11 4:30 PM 7 0 19 6 0 43 0 5 1 0 8 2 165 5 5 16 10 155 34 0 476 5 4:45 PM * 19 0 18 13 8 53 0 10 4 7 8 0 340 5 4 23 IS 244 42 6 794 25 5:00 PM * 10 0 22 13 1 48 0 13 5 I 7 1 265 5 3 18 9 169 21 5 606 10 5:15 PM * 15 0 31 9 7 37 0 35 3 I 11 2 215 5 5 29 7 232 47 3 678 16 5:30 PM * 15 0 39 17 6 46 0 15 5 0 3 2 250 7 6 30 8 222 40 11 699 23 5:45 PM 16 0 31 25 5 53 0 14 6 0 7 0 203 6 1 26 5 188 30 3 610 9 6:00 PM 14 0 39 14 5 55 0 45 II 2 5 4 187 9 4 31 9 184 22 6 629 17 6:15 PM 7 0 25 II 11 49 0 12 21 2 11 0 183 6 7 25 12 196 33 3 591 23 6:30 PM 8 0 12 19 12 42 0 17 10 0 8 0 ISO 7 16 25 10 159 36 7 503 35 Max. 15 min. 22 0 39 25 12 55 0 45 21 7 II 4 340 tl 16 32 17 253 64 II 794 35 Pk. Hr. Vol, 59 0 110 52 22 184 0 73 17 9 29 5 1070 22 18 IOO 39 867 150 25 2777 74 4:30 PM Peak Inlerseclion TrnfTic in Pk, llr. 2777 Poiik llr. Factor 0,87 5:30 PM Hour Intersection Pdstms in Pk, Hr, = 74 Harding Street at Carlsbad Village Drive 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) 7:45 AM to 8:45 AM Left Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside 1 Config -(left) 2 I 1 I I 1 I I I urations 3 I I 4 5 6 I 1 1 1 Outside 7 Free-flow Lane Settings 0 I 0 1 0 I 2 0 I 2 0 Capacity 0 2000 0 0 2000 0 1800 4000 0 1800 4000 0 Are file North/Soufii phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor "0.10 Hourly Volume 22 64 40 109 21 II 26 421 24 122 591 105 Adjusted Hourly Volume 0 126 0 0 141 0 26 445 0 122 696 0 Ufilizafion Factor 0.00 0.06 0.00 0.00 0,07 0.00 0.01 0.11 0.00 0.07 0.17 0.00 Critical Factors 0.00 0.07 O.OI 0.17 ICU Ratio 0.35 LOS = A Tuming Movements at Intersection of: Harding Sfreet and Carlsbad Milage Drive W e s t A P P r Time : 7:45 AM to 8:45-AM Date: 7/23/98 Day : Thursday Name : Angel, Cesar Totals 1095 Sub- totals 624 471 1 26 421 24 Subtotals Total North Approach 144 141 North Harding Street 335 0 II 21 109 J i u ^ t r 22 64 40 I 126 270 194 105 59! 122 24 Total Subtotals Sub- totals 594 Totals 1412 Carlsbad Village Drive E a s t A P P South Approach Note : Left-tum volumes include U-turas. U-tums in bold. Harding Street at Carlsbad Village Drive Lane Configuration for Intersecfion Capacity Utilization Page 3 of3 Pk. Hr. Time Period : Soufii Appr (NB) Norfii Appr (SB) West Appr (EB) East Appr (WB) 4:30 PM to 5:30 PM Left Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside I Config -(left) 2 I I 1 1 1 1 1 I urations 3 1 I 4 5 I 1 I I Outside 6 7 Free-flow Lane Settings 0 1 0 0 1 0 I 2 0 1 2 0 Capacity 0 2000 0 0 2000 0 1800 4000 0 1800 4000 0 Are the Norfii/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 59 IIO 52 184 73 17 34 1070 22 139 867 150 Adjusted Hourly Volume 0 221 0 0 274 0 34. 1092 0 139 I0I7 0 Utilization Factor 0.00 O.II 0.00 0.00 0.14 0.00 0.02 0.27 0,00 0.08 0.25 0.00 Crifical Factors 0.00 0.14 0.27 0.08 ICU Ratio = 0.59 LOS= A Tuming Movements at Intersecfion of: Harding Street and Carlsbad Village Drive Time : 4:30 PM to 5:30 PM Date: 7/23/98 Day : Thursday Name : Angel, Cesar North Approach 274 563 Harding Street 289 Total Subtotals W e s t A P P r Totals 2074 Sub- totals 948 1126 34 1070 22 17 73 184 J i u Subtotals Total t North ^ t r 59 110 52 0 221 416 150 867 139 39 Sub- totals U56 1345 Totals 2501 Carlsbad Village Drive 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 1998 INTERSECTION ANALYSIS SUMMARY Intersection Number: 33 Intersection Location: Poinsettia Lane and Batiquitos 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 VALLEY RESEARCH A N 1) H L A NNING A S 5 O C I A I = 3 City: Carlsbad Intersecfion of: N/S Street: Batiquitos Drive E/W Street: Poinsettia Lane Count Date: 7/23/98 Day: Thursday Weather: Sunny VRPA TURNING MOVEMENT ANALYSIS File: fat. #33 Data Collected by: Traffic Control : Craig Signalized Page I of 3 South Appruach (NB) North Approach (SB) West Approach (EB) East Approach (WB) IS min Total End of IS min, prd. Left U-Tm Thra Right Peds Left U-Tm Thro Right Peds Left U-Tm Thra Right Peds Left U-Tm Thra Right Pods Vehicles Pods 6:15 AM 22 0 1 1 I 1 0 3 12 0 2 0 52 14 0 4 1 58 1 0 172 1 6:30 AM 41 0 2 0 0 1 0 4 26 1 2 0 59 9 0 2 0 65 I 0 212 1 6:45 AM 40 0 5 0 4 3 0 2 20 0 5 0 104 16 0 2 0 102 3 0 302 4 7:00 AM 42 0 1 2 1 6 0 2 14 0 4 0 136 35 0 3 0 88 2 0 335 1 7:15 AM 52 0 4 0 0 5 0 2 17 4 4 0 93 36 0 4 0 108 1 0 326 4 7:30 AM * 41 0 7 0 0 5 0 6 19 0 6 0 102 31 0 1 0 96 4 I 318 1 7:45 AM * S3 0 12 1 0 6 0 2 40 0 9 0 82 24 1 I 0 104 3 2 337 3 8:00 AM * 45 0 10 0 0 3 0 0 20 2 6 0 93 20 1 I 0 107 5 0 310 3 8:15AM * 53 0 3 7 2 9 0 5 28 0 4 0 96 36 1 1 0 126 4 I 372 4 8:30 AM 24 0 3 0 0 3 0 3 28 1 4 0 93 32 0 I 81 3 0 275 I 8:45 AM 48 0 4 0 0 5 0 4 26 1 4 0 79 33 1 1 0 164 3 0 371 2 9:00 AM 38 0 4 I 1 5 0 3 27 1 3 0 90 24 1 1 0 88 3 0 287 3 Max, 15 min. 53 0 12 7 4 9 0 6 40 4 9 0 136 36 1 4 I 164 5 2 372 4 Pk. Hr. Vol. 192 0 32 8 2 23 0 13 107 2 25 0 373 111 3 4 0 433 16 4 1337 11 7:I5AM Peak fatersection Traffic m Pk. Hr. 1337 Peak Hr. Factor 0.90 8:15 AM Hour fatersection Pdstms m Pk. Hr. = 11 3:45 PM 56 0 4 6 2 3 0 2 18 I 21 0 130 SO 3 3 0 172 5 3 470 9 4:00 PM 75 0 8 2 1 7 0 3 22 0 10 0 160 42 0 5 I 160 9 0 504 I 4:15 PM 59 0 6 2 1 3 0 6 25 2 19 0 131 36 0 2 0 118 7 0 414 3 4:30 PM 42 0 4 2 0 4 0 4 16 0 30 0 149 39 0 1 0 117 13 0 421 0 4:45 PM 35 0 3 2 0 11 0 7 14 0 17 0 140 71 0 0 0 141 8 0 449 0 5:00 PM 38 0 2 5 0 6 0 6 13 1 19 0 139 67 0 4 0 109 8 0 416 I 5:15 PM • 43 0 4 2 0 6 0 7 20 0 24 0 182 76 0 2 0 121 9 0 496 0 5:30 PM * 46 0 I 3 0 6 0 5 18 0 16 0 170 70 I I 0 113 6 1 455 2 5:45 PM * 47 0 3 1 0 5 0 6 10 0 42 0 192 S3 0 0 0 87 10 0 456 0 6:00 PM * 58 0 3 I 0 7 0 7 IS 0 18 0 178 49 0 0 0 83 14 0 433 0 6:15 PM 55 0 15 I 3 7 0 12 25 2 35 0 145 68 0 I 0 IOI 13 0 478 5 6:30 PM 41 0 10 2 I 6 0 9 13 2 22 0 113 55 0 2 I 79 II 0 364 3 Max, 15 min. 75 0 15 6 3 11 0 12 25 2 42 0 192 76 3 5 1 172 14 3 504 9 Pk. Hr. Vol. 194 0 11 7 0 24 0 25 63 0 IOO 0 722 248 I 3 0 404 39 1 1840 2 5:00 PM Peak Intersection Traffic in Pk. Hr, 1840 Peak Hr. Factor 0.91 6:00 PM Hour Intersection Pdstms in Pk. Hr. = 2 Batiquitos Drive at Poinsettia Lane Lane Configuration for Intersecuon Capacity Utilization Page 2 of3 Pk. Hr. Time Period Soudi 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 Config- urations Inside (left) Outside Free-flow 1 2 1 3 4 5 6 7 1 I 1 1 1 1 1 1 1 1 1 I 1 Lane Settings 1 1 I 1 1 1 1 2 0 1 2 0 Capacity 1800 Are the North/South phases split (Y.<N)? Are the East/West phases split (Y/N)? Efficiency Lost Factor 0.10 Hourly Volume 192 Adjusted Houriy Volume 192 Utilization Factor 0.11 Crifical Factors 0.11 2000 1800 1800 2000 N N 1800 1800 4000 1800 4000 32 8 23 13 107 25 373 111 4 433 16 32 8 23 13 107 25 484 0 4 449 0 0.02 0.00 O.OI 0.01 0.06 0.01 0.12 0.00 0.00 O.lf 0.00 0.06 0.01 0.11 ICU Ratio 0.39 LOS = Tuming Movements at Intersection of: Batiquitos Drive and Poinsettia Lane Time: 7:15AM to 8:15 AM Date: 7/23/98 Day ; Thursday Name : Craig North Approach 143 216 Batiquitos Drive 73 Total Subtotals W e Totals 1241 Sub- totals 732 509 107 13 23 23 373 111 Subtotals Total • t North 192 32 0 128 232 360 f *] t r 16 433 4 Sub- totals 453 404 Poinsettia Lane Totals 857 South Approach Note : Left-tum volumes include U-mms. U-turas in bold. Batiquitos Drive at Poinsettia Lane Lane Configuration for Intersecfion Capacity Ufilization Page 3 of 3 Pk. Hr. Time Period ; South Appr (NB) North Appr (SB) West Appr (EB) East Annr fWBi 5:00 PM to 6:00 PM Left Thra Right Left Thra Right Left Thra Right Left Thra Rieht Lane Inside 1 Config - (left) 2 1 1 1 1 urations 3 4 1 1 1 1 1 1 1 1 1 i Outside 5 6 7 Free-flow Lane Setfings I 1 1 1 I I 1 2 0 1 2 • 0 Capacity 1800 2000 1800 1800 2000 1800 1800 4000 0 1800 4000 0 Arc the North/South phases split (Y/N)? N 1800 4000 0 Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Houriy Volume 194 11 7 24 25 63 100 722 248 3 404 39 Adjusted Hourly Volume 194 11 7 24 25 63 .100 970 0 3 443 0 Ufilization Factor 0.11 0.01 0.00 0.01 0.01 0.04 0.06 0.24 0.00 0.00 0.11 O.OO Critical Factors 0.11 0.04 0.24 0.00 0.00 0.11 O.OO ICU Ratio 0.49 LOS = Tuming Movements at Intersecfion of: W e s t A p p Time: 5:00PM to^ 6:00 PM Date: 7/23/98 Day: Thursday Name: Craig Sub- Totals totals 1731 661 1070 Batiquitos Drive North Approach 63 and 100 722 248 • -• Subtotals Total 276 194 0 488 112 25 i V North • 11 212 262 0 24 Poinsettia Lane Bafiquitos Drive 150 39 404 3 Total Subtotals Sub- totals 446 753 Poinsettia Lane Totals 1 199 A P P r South Approach Note : Left-tum '.ciumes include U-tums. U-raras in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 1998 INTERSECTION ANALYSIS SUMMARY Intersection Number: 34 Intersection Location: Poinsettia Lane and Paseo Del Norte 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 VALLEY RESEARCH A N I) P I . A NNING A 5 S O C I A I E 3 City: Carlsbad Intersection of: N/S Street: Paseo Del Norte E/W Street: Poinsettia Lane Count Date: 7/23/98 Day: Thursday Weather; Clear VRPA TURNING MOVEMENT ANALYSIS File: fat. #34 Data Collected by: Traffic Control: Javier, Oscar Signalized Page I 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 Thro Right Peds Left U-Tm Thro Right Peds Vehicles Peds 6:15 AM 5 0 3 0 0 6 0 0 58 0 10 0 47 0 0 0 0 95 4 0 228 0 6:30 AM 3 0 1 0 0 8 0 0 42 0 24 0 71 1 2 0 0 108 3 0 261 2 6:45 AM 7 0 I 1 0 9 0 0 58 0 29 0 133 2 2 0 0 143 10 0 393 2 7:00 AM 4 0 2 I 0 13 0 0 SO 0 35 0 136 4 0 2 0 121 14 1 382 I 7:15 AM 4 0 0 2 0 7 0 0 81 0 38 0 91 I 0 2 0 141 8 0 375 0 7:30 AM 10 0 0 0 0 10 0 0 53 0 38 0 91 2 0 2 0 130 12 0 348 0 7:45 AM * 10 0 3 1 0 8 0 2 64 0 61 0 127 3 2 0 0 171 22 0 472 2 8:00 AM * 8 0 I 1 0 8 0 I 73 0 83 0 98 1 2 0 0 131 18 0 423 2 8:15 AM * 6 0 2 1 0 13 0 0 56 0 57 0 102 6 0 0 0 159 18 1 420 I 8:30 AM # 8 0 3 2 0 16 0 I 58 0 40 0 105 4 3 3 0 171 20 0 431 3 8:45 AM 5 0 2 I 3 10 0 I 60 0 35 0 92 4 4 0 0 154 12 0 376 7 9:00 AM 3 0 1 0 0 7 0 0 92 0 27 0 84 2 2 0 0 143 26 0 385 2 Max. 15 mm. 10 0 3 2 3 16 0 2 92 0 83 0 136 6 4 3 0 171 26 1 472 7 Pk, Hr. Vol. 32 0 9 5 0 45 0 4 251 0 241 0 432 14 7 3 0 632 78 1 1746 8 7:30 AM Peak Intersection Traffic m Pk. Hr. = 1746 Peak Hr. Factor 0.92 8:30 AM Hour fatersection Pdstms in Pk. Hr. = 8 3:45 PM 8 0 0 3 0 24 0 1 38 0 61 0 181 7 0 7 0 213 16 0 559 0 4:00 PM 7 0 1 1 1 21 0 1 48 0 63 0 145 10 2 3 0 186 20 2 506 5 4:15 PM 3 0 I 1 0 18 0 6 46 0 62 0 ISO 11 0 I 0 180 23 0 502 0 4:30 PM 6 0 2 4 0 11 0 1 58 0 75 0 186 13 0 2 0 130 12 0 500 0 4:45 PM 13 0 5 1 0 29 0 7 47 0 66 0 202 9 0 5 0 159 16 0 559 0 5:00 PM 1 0 1 1 0 28 0 3 52 0 91 0 174 8 0 1 0 109 21 0 490 0 5:15 I'M * 11 0 3 3 0 29 0 5 85 0 74 0 233 18 0 1 0 129 27 0 618 0 5:30 PM * 8 0 2 1 0 19 0 4 68 0 86 0 216 8 0 5 0 138 17 0 572 0 5:45 PM 3 0 2 2 1 30 0 3 46 0 87 0 233 12 0 1 0 112 18 0 549 1 6:00 PM * 6 0 4 5 0 23 0 4 62 0 96 0 215 19 1 2 0 133 19 1 588 2 6:15 PM 6 0 3 2 1 15 0 2 59 0 63 0 199 8 0 2 0 137 11 0 507 1 6:30 PM 7 0 1 2 5 21 0 1 52 0 83 0 194 11 0 2 0 144 23 0 541 5 Max. 15 min. 13 0 5 5 5 30 0 7 85 0 96 0 233 19 2 7 0 213 27 2 618 5 Pk. Hr. Vol, 28 0 II II 1 IOI 0 16 261 0 343 0 897 57 I 9 0 512 81 1 2327 3 5:00 PM Peak fatersection Traffic in Pk. Hr. = 2327 Peak Hr. Factor 0.94 6:00 PM Hour fatersection Pdstms in Pk. Hr. = 3 Paseo Del Norte at Poinsettia Lane Lane Configurafion for fatersection Capacity Utilization Page 2 of3 Pk. Hr. Time Period : Soufii Appr (NB) North Appr (SB) West Appr(EB) East Appr (WB) 7:30 AM to 8:30 AM Left Thra Right Lefl Thra Riaht Lefl Thra Right Left Thra Right Lane Inside 1 I Config -(left) 2 1 I 1 1 urations 3 4 c 1 I I I 1 1 I 1 I Outside J 6 7 I Free-flow Lane Settings I I 0 1 I 0 ' 2 2 1 ' I . 2 0 Capacity 1800 2000 0 1800 2000 0 3240 4000 1800 1800 4000 0 Are the Norfii/Soufii phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Houriy Volume 32 9 5 45 4 251 241 432 14 3 632 78 Adjusted Houriy Volume 32 14 0 45 255 0 241 432 14 3 710 0 Utilization Factor 0.02 O.OI 0.00 0.03 0.13 0.00 0.07 0.11 0.01 6.00 0.18 0.00 Critical Factors 0.02 0.13 0.07 0.18 ICU Ratio 0.50 LOS = A Tuming Movements at Intersection of: Paseo Del Norte and Poinsettia Lane W e s t A P P r Time : 7:30 AM to 8:30 AM Date: 7/23/98 Day : Thursday Name : Javier, Oscar Totals 1602 Sub- totals 915 687 North Approach 241 432 14 Subtotals Total 251 i 21 0 67 300 4 i T Norfii • 9 46 628 0 45 Paseo Del Norte 328 • ^ i r 78 632 3 Total Subtotals Sub- totals 713 482 Poinsettia Lane Totals 1195 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 Intersection 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 Thra Right Left Thra Right Left Thra Right Lane Inside I I Conflg -(lefl) 2 1 1 1 1 urations 5 1 I 1 1 1 1 4 I I I 5 6 I Outside 7 Free-flow Lane Setfings 1 I 0 I 1 0 2 2 1 1 2 0 Capacity 1800 2000 0 1800 2000 0 3240 4000 1800 1800 4000 0 Are file North/Soufii phases split (Y/N)? N Are die East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 28 II 11 IOI 16 261 343 897 57 9 512 81 Adjusted Hourly Volume 28 22 0 101 277 0 343 897 57 9 593 0 Utilization Factor 0.02 0,01 0.00 0,06 0.14 0.00 O.II 0.22 0.03 0.01 0.15 0.00 Critical Factors 0.02 0.14 O.II 0,15 ICURafio = 0.52 LOS = A Turning 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: 7/23/98 Day : Thursday Name : Ja\ ier, Oscar Totals 2098 Sub- totals 801 1297 0 343 897 57 Subtotals Total North Approach 378 261 16 82 28 0 132 North 11 50 813 0 101 Paseo Del Norte 435 J i u t II 81 512 9 Total Subtotals Sub- totals 602 1009 Poinsettia Lane Totals 1611 E a s t A P P r South Approach Note : Left-tura volumes include U-tums. U-turas in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 1998 INTERSECTION ANALYSIS SUMMARY Intersection Number: 35 Intersection Location: Poinsettia Lane and Avenida Encinas 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 VALLEY RESEARCH A N I) P I. ANNING A3SOCIAi;3 City: Carlsbad fatersection of: N/S Street: E/W Street: Count Date: 7/28/98 Avenida Encinas Poinsettia Lane Day: Tuesday Weather: Clear VRPA TURNING MOVEMENT ANALYSIS File: fat. #35 Data Collected by : Traffic Control: Angel, Cesar Signalized Page I of 3 End of 15 min. prd. 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 Thm Right Peds Left U-Tm Thra Right Peds Left U-Tm Thro Right Peds Vehicles Peds 6:15 AM 1 0 3 13 0 12 0 2 0 0 0 0 3 1 1 24 0 9 17 2 85 3 6:30 AM 1 0 1 22 0 14 0 6 1 0 2 0 6 2 2 17 0 15 5 0 92 2 6:45 AM 0 0 3 18 3 17 0 12 3 0 1 0 11 1 1 31 0 12 17 0 126 4 7:00 AM 0 0 1 33 0 9 0 1 1 0 4 0 23 2 0 39 1 17 16 1 147 1 7:15 AM 1 0 5 27 1 5 0 3 3 3 1 0 15 4 0 29 0 27 31 , 151 5 7:30 AM 6 0 5 24 0 5 0 3 3 2 5 0 18 3 0 51 0 28 47 0 198 2 7:45 AM 1 0 10 38 2 14 0 8 1 0 2 0 18 7 1 39 0 38 36 0 212 3 8:00 AM 3 0 7 40 5 18 0 12 8 0 4 0 21 7 4 39 0 22 49 0 230 9 8:15AM • 6 0 7 32 1 16 0 8 4 0 5 0 17 7 0 72 0 32 43 5 249 6 8:30 AM • 0 0 7 43 0 6 0 5 5 1 3 0 15 9 2 120 0 29 36 5 278 8 8:45 AM • 5 0 8 45 6 8 0 II 5 0 3 0 18 9 3 75 0 37 27 1 251 10 9:00 AM • 7 0 8 43 3 17 0 20 5 0 4 0 18 II 30 80 0 79 47 24 339 57 Max. 15 min. Pk. Hr. Vol. 7 18 0 0 10 30 45 163 6 10 18 47 0 0 20 44 8 19 3 1 5 IS 0 0 23 68 11 36 30 35 120 347 1 0 79 177 49 153 24 35 339 1117 57 81 8:00 AM Peak 1117 450 516 622 708 791 889 969 1008 1117 8:00 AM Peak fatersection Traffic in Pk. Hr. 1117 Peak Hr. Factor 0.82 889 969 1008 1117 9:00 AM Hour fatersection Pdstms in Pk. Hr. 81 3:45 PM 12 0 18 66 2 41 0 20 12 0 18 0 42 30 3 83 0 49 25 I 416 6 4:00 PM 14 0 7 85 0 29 0 20 5 0 3 0 30 15 0 108 0 33 38 0 387 0 4:15 PM * 22 0 7 113 0 17 0 6 0 0 10 0 49 24 0 114 0 56 68 0 486 0 4:30 PM 10 0 9 81 1 36 0 4 3 0 2 0 39 14 0 92 0 36 22 0 348 1 4:45 PM * 16 0 15 102 0 36 0 7 3 0 8 0 SO 13 0 107 0 32 37 0 426 0 5:00 PM 9 0 11 90 0 41 0 18 8 0 10 0 40 20 0 96 0 17 35 0 395 0 5:15 PM 11 0 14 82 0 46 0 35 2 0 6 0 47 11 1 63 0 41 21 0 379 I 5:30 PM 15 0 7 72 1 31 0 15 20 0 8 0 42 14 3 89 0 35 23 2 371 6 5:45 PM 15 0 10 92 1 38 0 15 3 0 7 0 42 12 3 114 0 28 25 1 401 5 6:00 PM 19 0 10 79 4 25 0 14 3 1 8 0 46 II 2 106 0 25 21 0 367 7 6:15 PM 11 0 11 75 0 57 0 25 24 I 10 0 37 34 0 112 0 44 22 0 462 421 1 6:30 PM 17 0 18 99 4 16 0 20 1 0 6 0 42 17 1 125 0 37 23 0 462 421 5 Max, 15 min 22 0 18 113 4 57 0 35 24 1 18 0 50, 34 3 125 0 56 68 2 486 7 Pk. Hr. Vol. 57 0 42 386 1 130 0 35 14 0 30 0 178 71 0 409 0 141 162 0 1655 1 4:00 PM Peak Intersection Tranic m Pk. Hr, 1655 Peak Hr. Factor 0.85 5:00 PM Hour Intersection Pdstms in Pk. Hr. 1 Avenida Encinas at Poinsetfia Lane Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk, Hr. Time Period ; South Appr (NB) North Aopr (SB) West Appr (EB) East Anor fWB) 8:00 AM to 9:00 AM Left Thra Right Left Thru Right Left Thm Right Left Thru Right Lane Inside 1 I Config-(left) 2 1 1 1 1 1 1 urations 3 4 C 1 1 1 1 1 1 Outside J 6 7 1 1 1 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 3240 4000 1800 Are the North/South phases split (Y/N)? Y 4000 1800 Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Houriy Volume 18 30 163 47 44 19 15 68 36 347 177 153 Adjusted Hourly Volume _ 18 30 163 0 110 0 15 104 0 347 177 153 Utilization Factor 0.01 0.02 0.09 0.00 0.06 0.00 0.01 0.02 0.00 0.11 0.04 0.09 Critical Factors 0.09 0.06 0.02 0.11 0.04 0.09 ICU Rafio = 0.38 LOS = A Turning Movements at Intersection of; Avenida Encinas and Poinsetfia Lane W e s t A P P Time : 8:00 AM to 9:00 AM Date : 7/28/98 Day : Tuesday Name: Angel, Cesar Sub- Totals totals 333 214 119 0 15 68 36 Subtotals Total North Approach 110 North 308 Avenida Encinas 19 44 47 t. ^ t r 18 30 163 0 427 211 638 198 153 177 347 0 Total Subtotals Sub- totals 677 278 Poinsettia Lane Totals 955 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 Intersection Capacity Utilization Paee 3 of 3 Pk. Hr. Time Period : Soufii Appr (NB) North Appr (SB) West Appr (EB) East Apor (WB) 4:00 PM to 5:00 PM Left Thra Right Left Thru Right Left Thra Rif.ht Left Thira Rieht Lane Inside 1 Config- (left) 2 1 urations 3 1 4 1 5 6 Outside 7 Free-flow 1 1 1 1 1 1 I 1 1 1 1 1 1 Lane Settings 1 1 1 0 1 0 1 3 0 2 ; 1 Capacity 1800 Are the North/South phases split (Y/N)? Are the East/West phases split (Y/N)? Efficiency Lost Factor Houriy Volume Adjusted Hourly Volume Utilization Factor Critical Factors 2000 1800 Y N 2000 1800 6000 3240 4C00 1800 O.iO 57 42 386 130 35 14 30 178 71 409 141 162 57 42 386 0 179 0 30 249 0 409 Ul 162 0.03 0.02 0.21 0.00 0.09 0.00 0.02 0.04 O.OO 0.13 0.04 0.09 0.21 0.09 0.04 0.13 ICU Ratio 0.57 LOS = Tuming Movements at Intersection of: Avenida Encinas and Poinsettia Lan Time : 4:00 PM to 5:00 PM Date ; 7/28/98 Day : Tuesday Name : Angel, Cesar North Approach 179 413 Avenida Encinas 234 Toni Subtotals W e s t A P P Totals 491 Sub- totals 212 279 0 30 178 71 Subtotals Total lr 14 35 130 t • 515 North ^ t r 57 42 386 0 485 1000 16: 14S 40i 0 Sub - tonis 6^4 Poinsettia Lane Totals 1406 South Approach Note : Lef.-tura volumes include U-rums. U-tums in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 1998 INTERSECTION ANALYSIS SUMMARY Intersection Number: 36 Intersection Location: Tamarack Avenue and Carlsbad Village Drive gi Contents: Turn Movement Count Summary ^•1 (A.M. and P.M.) A.M. Peak Hour LOS Analysis (HCM All-Way Stop Method) P.M. Peak Hour LOS Analysis (HCM All-Way Stop Method) Page 1 Page 2 Page 3 RESEARCH .VM) Pl A[\:N1,\G City: Carlsbad Intersection of: N/S Street: E/W Street: Count Date : 7/28/98 Tamarack Avenue Carlsbad Village Drive Day: Tuesday Weather: Clear VRPA TURNING MOVEMENT ANALYSIS File: Irt. #36 Data Collected by: Traffic Control: Mike Unsignalized Page I of 3 South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 mm Total End of 15 mm. prd. Left U-Tm Thra Right Peds Left U-Tm Thro Right Peds Left U-Tra Thra Right Peds Left U-Tm Thra Right Peds Vehicles Peds 6:15 AM 5 0 4 2 0 0 0 6 9 0 2 0 4 4 0 0 0 6 0 2 42 2 6:30 AM 6 0 0 5 0 1 0 9 11 0 4 0 5 3 0 5 0 9 0 0 58 0 6:45 AM 9 0 4 9 0 0 0 20 8 2 2 0 7 4 3 6 0 6 0 0 75 5 7:00 AM 6 0 1 0 0 0 0 9 12 0 3 0 2 6 0 6 0 10 0 1 55 1 7:15 AM 3 0 6 1 1 0 0 IS 16 0 1 0 3 8 4 I 0 14 1 0 69 5 7:30 AM 5 0 5 2 2 0 0 10 10 0 4 0 5 5 2 4 0 IS 0 0 65 4 7:45 AM * 6 0 7 3 0 0 0 18 20 3 6 0 5 11 0 6 0 25 0 0 1 107 3 8:00 AM * 11 0 4 4 0 1 0 20. 21 0 5 0 7 II 2 2 0 19 0 0 1 105 3 8:15 AM * 7 0 7 3 0 0 0 9 20 0 5 0 8 7 0 I 0 10 0 1 77 1 8:30 AM * 8 0 6 1 0 0 0 10 12 2 7 0 6 6 3 5 0 11 0 2 72 7 8:45 AM 12 0 6 2 1 0 0 12 9 0 5 0 4 7 3 5 0 19 0 0 81 4 9:00 AM 8 0 16 1 0 3 0 13 14 0 5 0 16 8 6 2 0 14 0 0 IOO 6 Max. 15 mm 12 0 16 9 2 3 0 20 21 3 7 0 16 11 6 6 0 25 1 2 107 7 Pk. Hr. Vol. 32 0 24 11 0 1 0 57 73 5 23 0 26 35 5 14 0 65 0 4 361 14 7:30 AM Peak Intersection Traffic m Pk. Hr. 361 Peak Hr. Factor 0.84 8:30 AM Hour Intersecfion Pdstms in Pk. Hr. = 14 0.84 3:45 PM 7 0 7 1 0 0 0 8 10 0 10 0 17 4 0 0 0 18 0 0 82 0 4:00 PM 16 0 13 5 0 3 0 5 8 0 5 0 19 11 0 0 0 II 0 0 96 0 4:15 PM 14 0 9 5 0 0 0 7 9 0 13 0 19 10 0 0 0 9 0 0 95 0 4:30 PM 16 0 14 5 0 3 0 8 3 0 6 0 16 12 0 0 0 12 11 1 0 1 96 0 4:45 PM 14 0 6 2 0 1 0 6 5 0 15 0 18 II 1 0 0 12 11 0 0 1 89 2 5:00 PM 12 0 7 4 0 1 0 3 6 0 12 0 24 17 0 0 0 16 3 0 105 0 5:15 PM * 23 0 10 12 1 0 0 3 IS 0 11 0 21 10 2 1 0 8 2 2 116 5 5:30 PM * 12 0 17 7 0 0 0 12 II 0 24 0 22 10 I 0 0 14 0 1 129 2 5:45 PM * 16 0 21 4 0 0 0 8 9 0 23 0 18 10 I 3 0 17 2 I 1 131 2 6:00 PM * 16 0 18 6 0 0 0 4 7 0 14 0 21 16 I 0 0 10 0 I 1 112 2 6:15 PM 11 0 10 5 0 0 0 5 7 2 11 0 24 10 2 0 0 8 0 2 91 6 6:30 PM 7 0 9 2 0 0 0 3 5 0 8 0 21 8 0 0 0 6 0 0 69 0 Max, 15 min. 23 0 21 12 1 3 0 12 15 2 24 0 24 17 2 3 0 18 3 2 131 6 Pk. Hr. Vol. 67 0 66 29 1 0 0 27 42 0 72 0 82 46 5 4 0 49 4 5 488 II 5:00 PM Peak Intersection Irallic in Pk. Hr. = 488 Peak Hr. Factor 0.93 6:00 PM Hoiu' fatersection Pdstms in Pk. Hr. = II HCS: Unsignalized Intersections Release 2.Id AMTARCRL.HCO Page 1 Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 (E-W) Carlsbad Village Dr, Streets: (N-S) Tamarack Avenue Analyst Jose Nunez Date of Analysis 11/24/98 Other Information AM PEAK HOUR VOLUMES (6:00-9:00 AM) All-way Stop-controlled Intersection Northbound Southbound Eastbound Westbound L T R LTR L T R LTR No. Lanes 1 1 1 0 > 1 < 0 1 1 < 0 0 > 1 < 0 Volumes 32 24 11 1 57 73 23 26 35 14 65 0 PHF .95 .95 .95 .95 .95 .95 . 95 .95 .95 .95 .95 .95 Volume Summary and Capacity Analysis Worksheet NB SB EB WB LT Flow Rate 34 1 24 15 RT Flow Rate 12 77 37 0 Approach Flow Rate 71 138 88 83 Proportion LT 0 .48 0 . 01 0 .27 0 .18 Proportion RT 0 . 17 0.56 0 .42 0 .00 Opposing Approach Flow Rate 138 71 83 88 Conflicting Approaches Flow Rate 171 171 209 209 Proportion, Subject Approach Flow Rate 0 .19 0.36 0 .23 0 .22 Proportion, Opposing Approach Flow Rate 0 .36 0.19 0 .22 0 .23 Lanes on Subject Approach 3 1 2 1 Lanes on Opposing Approach 1 3 1 2 LT, Opposing Approach 1 34 15 24 RT, Opposing Approach 77 12 0 37 LT, Conflicting Approaches 39 39 35 35 RT, Conflicting Approaches 37 37 89 89 Proportion LT, Opposing Approach 0 . 01 0.48 0 . 18 0 .27 Proportion RT, Opposing Approach 0 .56 0 .17 0 . 00 0 .42 Proportion LT, Conflicting Approaches 0 .23 0.23 0 . 17 0 . 17 Proportion RT, Conflicting Approaches 0 .22 0.22 0 .43 0 .43 Approach Capacity 1047 281 708 460 Intersection Performance Summary Approach Approach V/C Average Movement Flow Rate Capacity Ratio Total Delay LOS NB 71 1047 0 . 07 1.3 A SB 138 281 0.49 6.5 B EB 88 708 0 .12 1.6 A WB 83 460 0 .18 2.0 A Intersection Delay = 3.4 Level of Service (Intersection) - A HCS: Unsignalized Intersections Release 2.Id PMTARCRL.HCO Page 1 Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 (E-W) Carlsbad Village Dr, Streets: (N-S) Tamarack Avenue Analyst Jose Nunez Date of Analysis 11/24/98 Other Information PM PEAK HOUR VOLUMES (3:30-6:30 PM) All-way Stop-controlled Intersection No. Lanes Volumes PHF Northbound Southbound Eastbound Westbound LTR LTR LTR LTR 1 2 < 0 0 > 1 < 0 0 > 2 < 0 0 > 1 < 0 67 66 29 0 27 42 72 82 46 4 49 4 .95 .95 .95 .95 .95 .95 .95 .95 .95 .95 .95 .95 Volume Summary and Capacity Analysis Worksheet NB SB EB WB LT Flow Rate 71 0 76 4 RT Flow Rate 31 44 48 4 Approach Flow Rate 171 72 210 60 Proportion LT 0 .42 0 . 00 0 .36 0 .07 Proportion RT 0 .18 0 . 61 0 .23 0 . 07 Opposing Approach Flow Rate 72 171 60 0 210 Conflicting Approaches Flow Rate 270 270 243 243 Proportion, Subject Approach Flow Rate 0 .33 0 . 14 0 .41 0 . 12 Proportion, Opposing Approach Flow. Rate 0 . 14 0 .33 0 . 12 0 .41 Lanes on Subject Approach 3 1 2 0 1 Lanes on Opposing Approach 1 3 1 2 LT, Opposing Approach 0 71 4 76 RT, Opposing Approach 44 31 4 48 LT, Conflicting Approaches 80 80 71 71 RT, Conflicting Approaches 52 52 75 75 Proportion LT, Opposing Approach 0 .00 0 . 42 0 . 07 0 .36 Proportion RT, Opposing Approach 0 . 61 0 . 18 0 . 07 0 .23 Proportion LT, Conflicting Approaches 0 .30 0 .30 0 .29 0 .29 Proportion RT, Conflicting Approaches 0 . 19 0 . 19 0 .31 0 .31 Approach Capacity 1 D23 154 789 0 346 Intersection Performance Summary Movement Approach Flow Rate Approach Capacity V/C Ratio Average Total Delay LOS NB 171 1023 0.17 1.9 A SB 72 154 0.47 5 . 9 B EB 210 789 0.27 2 . 7 A WB 60 346 0 .17 1.9 A Intersection Delay 2.8 Level of Service (Intersection) = A CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 1998 INTERSECTION ANALYSIS SUMMARY Intersection Number: 37 Intersection Location: Aviara Parkway and Manzanita 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 VALLEY RESEARCH AND P L ANNING City: Carlsbad Intersection of: N/S Street: E/W Street: Coimt Date : 7/28/98 Manzanita Street Aviara Parkway Day: Tuesday Weather: Clear VRPA TURNING MOVEMENT ANALYSIS File: fat. #37 Data Collected by: TrafTic Control: Eric Signalized Page 1 of 3 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 mm Total Vehicles Peds 6:15 AM 2 0 0 I 1 9 0 0 1 2 6 0 25 0 0 2 0 52 8 0 106 3 6:30 AM 0 0 2 2 0 5 0 0 3 I 7 3 37 I 0 3 0 56 8 2 127 3 6:45 AM 2 0 I 0 0 8 0 2 3 0 12 4 62 I 0 1 0 66 14 0 176 0 7:00 AM 3 0 0 2 0 10 0 I 0 2 7 I 65 I 0 3 0 84 18 0 195 2 7:15 AM 5 0 0 3 0 17 0 1 2 0 16 2 49 3 0 1 0 74 15 2 188 2 7:30 AM 3 0 0 6 0 14 0 0 7 0 19 2 84 0 0 2 0 76 16 0 229 0 1:45 AM 4 0 1 6 0 13 0 I 4 0 23 I 86 0 0 3 0 108 14 0 264 0 8:00 AM * I 0 0 16 0 34 0 3 7 0 26 0 83 3 0 4 0 114 37 0 328 0 8:15 AM * 4 0 0 2 0 31 0 I 5 0 19 0 105 I 0 3 0 93 28 0 292 0 8:30/VM * 4 0 0 0 0 28 0 0 5 0 24 0 93 0 0 1 0 85 23 0 263 0 8:45 AM 1 0 0 1 0 28 0 1 5 0 22 0 65 0 0 2 0 83 24 I 232 1 9:00 AM 3 0 0 2 0 24 0 0 2 0 22 I 87 0 0 1 0 77 18 0 237 0 Max. 15 min 5 0 2 16 I 34 0 3 7 2 26 4 IOS 3 0 4 0 114 37 2 328 3 Pk. Hr. Vol, 13 0 I 24 0 106 0 5 21 0 92 I 367 4 0 11 0 400 102 0 1147 0 7:30 AM Peak fatersecfion Traffic m Pk. Hr. 1147 Peak Hr. Factor 0.87 8:30 AM Hour fatersection Pdstms fa Pk. Hr. = 0 3:45 PM 5 0 1 5 0 58 0 2 25 4 33 0 137 2 0 1 0 120 56 0 445 4 4:00 PM 5 0 1 4 0 62 0 2 16 0 45 0 93 3 0 I 0 89 33 I 354 1 4:15 PM 3 0 2 2 0 45 0 10 16 0 32 0 99 0 0 3 0 178 29 0 419 0 I 4:30 PM • I 0 I 4 1 81 0 4 26 0 49 0 123 2 0 5 0 174 15 0 485 0 I 4:45 PM * 3 0 3 5 0 70 0 2 16 0 36 0 152 I 0 3 0 200 18 0 509 0 5:00 PM * I 0 0 2 0 51 0 2 19 0 32 0 121 I 0 4 0 154 18 0 405 0 5:15 PM * 3 0 I 3 0 74 0 I 33 0 69 0 114 4 0 4 0 95 19 0 420 0 5:30 PM 3 0 I I 0 67 0 I 18 0 20 0 117 3 0 6 0 123 22 0 382 0 5:45 PM 2 0 0 2 0 53 0 2 18 0 25 0 127 2 0 5 0 102 25 0 363 0 6:00 PM 3 0 0 3 0 40 0 3 15 0 37 0 132 I 0 5 0 88 24 0 351 0 6:15 PM 5 0 I 2 0 48 0 4 22 0 27 0 154 3 0 7 0 79 22 0 374 0 6:30 PM 3 0 2 3 0 47 0 I 27 0 24 0 104 I 0 7 0 63 27 0 309 0 Max, 15 mm. 5 0 3 5 I 81 0 10 33 4 69 0 154 4 0 7 0 200 56 I 509 4 Pk. Hr. Vol. 8 0 5 14 I 276 0 9 94 0 186 0 510 8 0 16 0 623 70 0 I8I9 1 4:15 PM Peak fatersection Traffic fa Pk. Hr 1819 Peak Hr. Factor 0.89 5:15 PM Hour Intersection Pdstms in Pk. Hr. = Manzanita Street at Aviara Parkway Lane Configurafion for Intersection Capacity Utilization Pk. Hr. Time Period : 7:30 AM to 8:30 AM Soufii Appr (NB) Left Thra Right Lane Config - urations Inside (left) Outside Free-flow Lane Settings Capacity Are the Norfii/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 I 1800 2000 0.10 0 0 N N North Appr (SB) Left Thra Right West Appr (EB) Left Thra Right 110 12 0 12 1 1800 2000 0 1800 4000 0 1800 4000 1800 Page 2 of3 East Appr (WB) Left Thra Right 13 I 24 106 5 21 93 367 4 11 400 102 13 25 0 106 26 0 93 371 0 11 400 102 O.OI 0.01 0.00 0.06 0,01 0,00 0.05 0.09 0,00 0,01 0,10 0.06 O.OI 0.06 0.05 0,10 ICU Ratio = 0.32 LOS = Tuming Movements at Intersecfion of: Manzanita Street and Aviara Parkway W e s t A P P r Time : 7:30 AM to 8:30 AM Date: 7/28/98 Day : Tuesday Name:Eric Totals 899 Sub- totals 435 464 93 367 4 Subtotals Total North Approach 21 20 13 0 58 132 5 North 1 38 327 0 106 Manzanita Street 195 t 24 102 400 II Total Subtotals Sub- totals 513 497 Aviara Parkway Totals 1010 E a s t A P P South Approach Note : Left-tum volumes include U-tums. U-tums in bold. Manzanita Street at Aviara Parkway Lane Configuration for Intersection Capacity Utilization Pk, Hr, Time Period : 4:15 PM to 5:15 PM South Appr (NB) Left Thra Right Lane Config - urations Inside (left) Outside Free-flow North Appr (SB) Left Thra Right West Appr (EB) Left Thra Right Page 3 of3 East Appr (WB) Left Thra Right 1 2 1 1800 4000 1800 16 623 70 16 623 70 0,01 0,16 0.04 0,16 Lane Settings Capacity .Are file North/Soufii phases split (Y/N)? .Are file EastAVest phases split (Y/N)? Efficiency Lost Factor Hourly Volume .Adjusted Hourly Volume Utilization Factor Critical Factors ICURafio = I 1800 2000 0 0 N N I 1 1800 2000 0.10 8 5 14 276 9 94 186 8 19 0 276 103 0 186 0,00 0,01 0,00 0,15 0.05 0.00 0.10 0,01 0.15 . 0,10 0,51 LOS = A 1 2 1800 4000 510 518 0,13 0 0,00 Tuming Movements at Intersection of: Manzanita Street and Aviara Parkwav W e s t A P P r Time : 4:15 PM to 5:15 PM Date: 7/28/98 Day : Tuesday Name : Eric Totals 1429 Sub- totals 725 704 North Approach 186 510 Subtotals Total 94 33 0 60 379 9 North 5 27 640 0 276 Manzanita Street 261 • t 14 70 623 16 Total Subtotals Sub- totals 709 800 .Aviara Parkway Totals 1509 South Approach Note : Left-tum volumes include U-tums. U-tums ia bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 1998 INTERSECTION ANALYSIS SUMMARY Intersection Number: 38 Intersection Location: Alga Road and El Fuerte 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 VALLEY RESEARCH A N I) PLANNING City: Carlsbad fatersection of: N/S Street: E/W Sti-eet: Count Date : 7/28/98 El Fuerte Street Alga Road Day: Tuesday Weather: Sunny VRPA TURNING MOVEMENT ANALYSIS File: fat. #38 Data Collected by: Traffic Control: Javier, Oscar Signalized Page 1 of3 End of 15 min. prd. 8:45/VM Hour South Approach (NB) Left U-Tm Thra Right Peds North Approach (SB) Left U-Tm Thra Right Peds 6:15 AM 5 0 0 4 0 1 0 0 7 2 1 0 17 1 0 1 0 32 2 3 71 5 6:30 AM 6 0 4 6 0 4 0 0 9 1 2 0 16 0 1 3 0 31 3 0 84 2 6:45 AM 10 0 0 7 2 8 0 0 9 I 4 0 35 0 I 7 0 50 0 0 130 4 7:00 AM 5 0 1 15 0 7 0 0 11 2 5 0 67 0 1 5 0 62 3 2 181 5 7:15 AM 8 0 0 14 1 6 0 0 10 0 9 0 48 1 0 IS 0 74 6 0 191 1 7:30 AM 4 0 0 20 0 6 0 0 10 0 7 0 29 2 1 14 0 32 3 0 127 I 7:45 AM 10 0 0 29 0 6 0 I 29 I 15 0 58 5 0 14 0 65 3 2 235 3 8:00 AM * 10 0 0 22 0 16 0 1 12 4 4 0 54 8 0 21 0 66 7 1 221 5 8:15 AM * 10 0 0 38 3 9 0 5 21 3 5 0 54 4 0 48 I 73 7 0 275 6 8:30 AM * 7 0 5 42 0 8 0 12 17 2 3 0 25 5 0 72 0 79 5 1 280 3 8:45/VM * 14 0 3 48 0 6 0 1 13 0 2 0 46 6 0 30 0 72 7 I I 248 1 9:00 AM 3 0 3 20 1 6 0 0 9 0 3 0 34 2 0 17 0 70 2 I I 169 2 Max. 15 min. 14 0 5 48 3 16 0 12 29 4 15 0 67 8 1 72 1 79 7 3 280 6 Pk. Hr, Vol, 41 0 8 ISO 3 39 0 19 63 9 14 0 179 23 0 171 1 290 26 3 1024 15 7:45 AM Peak Intersection Traffic in Pk. Hr 1024 Peak Hr. Factor 0.91 West Approach (EB) Left U-Tm Thra Right Peds East Approach (WB) Left U-Tm Thra Right Peds 15 mm Total Vehicles Peds Intersecfion Pdstms in Pk. Hr. = IS 3:45 PM 5 0 2 18 0 4 0 I 13 0 10 0 81 3 0 21 0 56 6 0 220 0 4:00 PM 3 0 1 11 2 b 0 1 10 0 6 0 79 4 0 18 0 56 3 0 198 2 4:15 PM 9 0 1 20 0 6 0 0 9 0 1 0 60 3 0 18 0 53 3 0 183 0 4:30 PM 1 0 0 17 0 4 0 3 6 0 6 0 59 4 0 21 0 73 2 0 196 0 4:45 PM * 4 0 3 19 2 6 0 I 8 1 9 0 89 8 0 20 0 70 13 0 250 3 5:00 PM * 5 0 0 12 0 3 0 0 10 0 4 0 93 4 0 17 0 42 8 0 198 0 5:15 PM 6 0 2 20 0 4 0 0 4 0 3 0 92 12 0 18 0 78 3 0 242 0 5:30 PM 3 0 2 12 0 4 0 1 5 1 7 0 76 6 0 26 0 73 4 1 219 2 5:45 PM 5 0 0 17 1 6 0 0 4 0 16 0 74 7 0 21 0 46 4 0 200 1 6:00 PM 3 0 0 21 1 3 0 0 2 0 11 0 56 5 0 19 0 75 2 2 197 3 6:15 PM 4 0 2 17 1 6 0 0 5 0 13 0 60 7 0 19 0 55 13 0 201 1 6:30 PM 1 0 2 9 2 5 0 0 5 0 10 0 7^ 8 0 9 0 78 3 0 209 2 Max. 15 min. 9 0 3 21 2 6 0 3 13 1 16 0 93 12 0 26 0 78 13 2 250 3 Pk. Hr, Vol, 18 0 7 63 2 17 0 2 27 2 23 0 350 30 0 81 0 263 28 1 909 5 4:30 PM Peak Intersection Traffic in Pk. Hr 909 Peak Hr. Factor 0.91 5:30 PM Hour fatersecfion Pdstms m Pk. Hr. = 5 0.91 El Fuerte Street at Alga 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) 7:45 AM to 8:45 AM Left Tlira Right Left Thra Right Left Thra Right Left Thra Right Lane Inside 1 Config -(left) 2 1 1 1 1 urations 3 I 1 1 I 1 4 5 1 1 1 1 I 1 I Outside 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 0 Are the EasfWest phases split (Y/N)? N Efficiency Lost Factor O.IO - Houriy Volume 41 8 150 39 19 63 14 179 23 172 290 26 Adjusted Houriy Volume 41 8 150 39 19 63 14 202 0 172 316 0 Utilization Factor 0,02 0.00 0,08 0,02 0,01 0,04 O.OI 0.05 0.00 0.10 0,08 0,00 Critical Factors 0,08 0,02 0.05 0.10 ICURafio = 0.35 LOS = Tuming Movements at Intersecfion of: El Fuerte Street and .Alga Road W e s t A P P r Time : 7:45 AM to 8:45 AM Date: 7/28/98 Day : Tuesday Name : Javier, Oscar Totals 610 Sub- totals 394 216 14 179 23 Subtotals Total North Approach 63 lr 213 41 0 412 121 19 North 199 169 0 39 El Fuerte Street 48 t • 150 26 290 172 Total Subtotals Sub- totals 488 369 Alga Road Totals 857 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 Ufilizafion Page 3 of3 Pk. Hr. Time Period : South ApprfN'B) 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 I Conflg -(left) 2 1 I 1 1 urations 3 1 1 1 1 4 5 1 1 1 I 1 1 Outside 6 7 Free-flow Lane Settings 1 I I 1 1 I 1 2 0 I 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 file EastWest phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 18 7 63 17 2 27 23 350 30 81 263 28 Adjusted Houriy Volume 18 7 63 17 2 27 23 380 0 81 291 0 Utilizafion Factor 0.01 0.00 0.04 0.01 0.00 0.02 0.01 0,10 0,00 0,05 0,07 0,00 Critical Factors 0.04 0.01 0,10 0,05 ICU Rafio 0,30 LOS = A Tuming Movements at Intersection of: El Fuerte Street and Alga Road W e s t A P P r Time : 4:30 PM to 5:30 PM Date: 7/28/98 Day : Tuesday Name : Javier, Oscar Totals 711 Sub- totals 308 403 23 350 30 Subtotals Total North Approach 27 lr 113 18 0 201 46 2 North 104 0 17 El Fuerte Street 58 1 28 263 81 Total Subtotals Sub- totals 372 430 Alga Road Totals 802 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 1998 INTERSECTION ANALYSIS SUMMARY Intersection Number: 39 Intersection Location: I-5/Carlsbad Village Drive 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 /^alysis and Turn Movement Diagram Page 1 Page 2 Page 3 VALLEY RESEARCH ANI) H I. ANNING tt 5 s o c I A r ; : City: Carlsbad Intersection of: N/S Street: 1-5 Southbound Ramp E/W Street: Carlsbad Village Drive Count Dale: 7/29/98 Dny: Wednesday Weather: Sunny VRPA TURNING MOVEMENT ANALYSIS File: Int, #39 Data Collected by : Traffic Conlrol: Mike, Oscar 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) Fast 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 0 0 0 35 0 0 0 40 33 0 37 0 46 0 0 191 0 0 0 0 0 0 7 0 0 38 0 0 0 55 43 0 67 0 69 0 2 279 2 0 0 0 0 0 8 0 0 38 0 0 0 84 64 2 88 0 110 0 3 392 5 0 0 0 0 0 13 0 1 37 0 0 0 75 37 1 93 0 89 0 4 345 5 0 0 0 0 0 9 0 0 39 0 0 0 106 44 1 84 0 121 0 1 • 403 2 0 0 0 0 0 11 0 2 44 0 0 0 82 58 0 92 0 121 0 0 410 0 0 0 0 0 0 17 0 0 52 0 0 0 118 67 3 116 0 177 0 0 547 3 0 0 0 0 0 19 0 I 65 0 0 0 108 62 0 97 0 163 0 1 515 I 0 0 0 0 0 19 0 0 60 0 0 0 101 64 1 75 0 175 0 I 494 2 0 0 0 0 0 7 0 0 64 0 0 0 98 49 I 83 0 173 0 I 474 2 0 0 0 0 0 18 0 0 66 0 0 0 117 75 I 63 0 179 0 0 518 I 0 0 0 0 0 24 0 0 90 0 0 0 103 72 1 59 0 203 0 0 551 I 0 0 0 0 0 24 0 2 90 0 0 0 118 75 3 116 0 203 . 0 4 551 5 0 0 0 0 0 68 0 0 280 0 0 0 419 260 4 280 0 730 0 2 2037 6 Intersecfion Traffic m Pk. Hr. 2037 Peak Hr. Factor 0.92 Max. 15 min. Pk. Hr. Vol. 8:00/VM 9:00 AM Peak Hour 3:45 PM 4:00 PM 4:15 PM 4:30 PM 4:45 PM 5:00 PM 5:15 PM 5:30 PM 5:45 PM 6:00 PM 6:15 PM 6:30 PM Max. 15 min. Pk. Hr. Vol. 5:00 PM 6:00 PM Intersection Pdstms in Pk. Hr. 0 0 0 0 0 32 0 1 109 0 0 0 258 III 7 44 0 211 0 I 766 8 0 0 0 0 0 20 0 0 93 0 0 0 173 54 0 35 0 194 0 4 569 4 0 0 0 0 0 19 0 0 103 0 0 0 238 83 7 36 0 228 0 I 707 8 0 0 0 0 0 39 0 0 92 0 0 0 206 69 4 25 0 224 0 5 655 9 0 0 0 0 0 29 0 0 119 0 0 0 227 96 6 46 0 189 0 3 706 9 0 0 0 0 0 31 0 0 95 0 0 0 215 78 5 50 0 169 0 3 638 8 • 0 0 0 0 0 47 0 I 114 0 0 0 267 101 7 49 0 203 0 1 782 8 • 0 0 0 0 0 30 0 0 94 0 0 0 239 85 3 36 0 189 0 4 673 7 * 0 0 0 0 0 35 0 0 68 0 0 0 195 79 2 36 0 182 0 1 595 3 0 0 0 0 0 36 0 0 131 0 0 0 245 83 8 56 0 206 0 3 757 11 0 0 0 0 0 38 0 0 140 0 0 0 201 78 9 SI 0 241 0 2 749 11 0 0 0 0 0 24 0 0 88 0 0 0 184 43 1 24 0 185 0 1 548 2 0 0 0 0 0 47 0 1 140 0 0 0 267 111 9 56 0 241 0 5 782 11 0 0 0 0 0 148 0 I 407 0 0 0 946 348 20 177 0 780 0 9 2807 79 Peak Intersection Traffic in Pk. Hr 2807 Peak Hr. Factor 0.90 Hour Intersection Pdstms in Pk. Hr. 29 1-5 Southbound Ramp at Carlsbad Village Drive Lane Configurafion 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 Thra Right Left Thra Right Lane Inside 1 Config -(left) 2 1 1 I 1 I urations 3 4 I 1 1 1 1 5 6 Outside 7 Free-flow Lane Settings 0 0 0 0 1 1 0 2 0 I 2 0 Capacity 0 0 0 0 2000 1800 0 4000 0 1800 4000 0 Are file North/Soufii phases split (Y/N)? N Are file East/West phases split (Y/N)? N Efficiency Lost Factor 0,10 Hourly Volume 0 0 0 68 0 280 0 419 260 280 730 0 Adjusted Houriy Volume 0 0 0 0 0 280 0 679 0 280 730 0 Ufilization Factor 0,00 0,00 0,00 0,00 0.00 0.16 0,00 0,17 0.00 0,16 0.18 0.00 Critical Factors 0,00 0.16 0,17 0,16 ICU Ratio = 0,59 LOS = A Tuming Movenients at Intersection of: -5 Southbound Ramp and Carlsbad Village Drive W e s t A P P r Time : 8:00 AM to 9:00 AM Date: 7/29/98 Da\': Wednesday Name : Mike, Oscar Totals 1689 Sub- totals 1010 679 0 0 419 260 Subtotals Total North Approach lr 540 348 North 348 0 I-S Southbound Ramp 280 0 68 t "1 t r 0 0 0 0 0 540 0 730 280 0 Total Subtotals Sub- totals 1010 487 Totals 1497 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 Ramp at Carlsbad Village Drive Lane Configuration for Intersection Capacity Utilization Pk, Hr. Time Period : 5:00 PM to 6:00 PM Page 3 of3 South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) Left Tlira Right _Left_ jrhru_ ^jglft Left Thra Right Left Thra Right Lane Config - urations Inside (left) Outside 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/Soufii phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Houriy Volume 0 0 0 148 1 407 0 946 348 177 780 0 .Adjusted Hourly Volume 0 0 0 0 1 407 0 1294 0 177 780 0 Utilizafion Factor 0.00 0,00 0.00 0,00 0,00 0.23 0.00 0.32 0,00 0.10 0.20 0.00 Critical Factors 0.00 0,23 0.32 O.IO ICU Ratio = 0.75 LOS = Tuming Movements at Intersection of: 1-5 Southbound Ramp and Carlsbad Village Drive W e s t A P P r Time: 5:00PM to 6:00 PM Date: 7/29/98 Day : Wednesday Name : Mike, Oscar Totals 2481 Sub- totals 1187 1294 0 946 348 Subtotals Total North Approach 407 526 556 I North 0 0 0 0 526 1-5 Southbound Ramp 556 0 148 J i u r - ^ t r 0 780 177 Total Subtotals Sub- totals Totals 957 1094 2051 Carlsbad Village Drive E a s t A P P r South Approach Note : Left-tum volumes include U-turas. U-tums in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 1998 INTERSECTION ANALYSIS SUMMARY Intersection Number: 40 Intersection Location: I-5/Carlsbad Village Drive 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 VALLEY RESEARCH A N » H t. ANNING tt i S O C I A I £ 3 City: Carlsbad Intersection of: N/S Street: I-S Northbound Ramps E/W Sti-eet: Carlsbad Village Drive Count Date: 7/29/98 Day: Wednesday Weather: Sunny VRPA TURNING MOVEMENT ANALYSIS File: fat #40 Data Collected by: Traffic Control: Jose, Oscar Signalized Page I of3 South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 mm 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 0 11 0 0 0 0 0 0 22 0 18 0 0 0 0 60 19 0 138 0 6:30 AM 27 0 0 23 0 0 0 0 0 0 21 0 30 0 0 0 0 142 39 2 282 2 6:45 AM 17 0 0 II 0 0 0 0 0 0 96 0 12 0 2 0 0 118 18 3 272 5 7:00 AM 19 0 0 18 0 0 0 0 0 0 57 0 37 0 I 0 0 184 22 4 337 5 7:15 AM 40 0 0 20 0 0 0 0 0 0 61 0 66 0 1 0 0 172 34 1 393 2 7:30 AM 30 0 0 18 0 0 0 0 0 0 38 0 38 0 0 0 0 163 51 0 338 0 7:45 AM 29 0 0 IS 0 0 0 0 0 0 23 0 46 0 3 0 0 187 20 0 320 3 8:00 AM 58 0 0 32 0 0 0 0 0 0 36 0 32 0 0 0 0 276 27 1 461 1 8:15 AM * 63 0 0 25 0 0 0 0 0 0 33 0 67 0 1 0 0 210 40 1 438 2 8:30 AM * 62 0 0 20 0 0 0 0 0 0 49 0 60 0 I 0 0 190 16 1 397 2 8:45 AM * 65 0 0 15 0 0 0 0 0 0 60 0 55 0 1 0 0 173 23 0 391 1 9:00 AM 99 0 0 32 0 0 0 0 0 0 71 0 120 0 1 0 0 179 61 0 562 1 Max. 15 mm. 99 0 0 32 0 0 0 0 0 0 96 0 120 0 3 0 0 276 61 4 562 5 Pk. Hr. Vol. 289 0 0 92 0 0 0 0 0 0 213 0 302 0 4 0 0 752 140 2 1788 6 8:00 AM Peak fatersection Traffic in Pk. Hr. 1788 Peak Hr. Factor 0.80 9:00 AM Hour fatersection Pdstms m Pk. Hr. = 6 3:45 PM 90 0 0 72 0 0 0 0 0 0 88 0 124 0 7 0 0 ISI 26 I 551 8 4:00 PM 76 0 0 98 0 0 0 0 0 0 102 0 156 0 0 0 0 148 SI 4 631 4 4:15 PM 82 0 0 64 0 0 0 0 0 0 87 0 170 0 7 0 0 166 29 I 598 8 4:30 PM * 106 0 0 136 0 0 0 0 0 0 77 0 192 0 4 0 0 ISO 32 5 693 9 4:45 PM * 70 0 0 26 0 0 0 0 0 0 89 0 158 0 6 0 0 163 21 3 527 9 5:00 PM * 64 0 0 90 0 0 0 0 0 0 90 0 226 0 5 0 0 164 35 3 669 8 5:15 PM * 73 0 0 100 0 0 0 0 0 0 89 0 197 0 7 0 0 165 40 1 664 8 5:30 PM 78 . 0 0 107 0 0 0 0 0 0 95 0 194 0 3 0 0 180 27 4 681 7 5:45 PM 66 0 0 90 0 0 0 0 0 0 77 0 182 0 2 0 0 83 23 1 521 3 6:00 PM 96 0 0 63 0 0 0 0 0 0 81 0 122 0 8 0 0 lis 17 3 494 11 6:15 PM 86 0 0 123 0 0 0 0 0 0 83 0 230 0 9 0 0 136 20 2 678 II 6:30 PM 62 0 0 72 0 0 0 0 0 0 152 0 120 0 I 0 0 190 52 1 648 2 Max. 15 min. 106 0 0 136 0 0 0 0 0 0 152 0 230 0 9 0 0 190 52 5 693 11 Pk. Hr. Vol. 313 0 0 352 0 0 0 0 0 0 345 0 773 0 22 0 0 642 128 12 2553 34 4:15 PM Peak Intersection Traffic in Pk. Hr. 2553 Peak Hr. Factor 0.92 5:15 PM Hour Intersection Pdstms in Pk. Hr. = 34 1-5 Northbound Ramps at Carlsbad Village Drive Lane Configuration for Intersection Capacity Utilization Page 2 of3 Pk. Hr. Time Period : Soufii Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 8:00 AM 10 9:00 AM Left Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside Config -(left) : 1 1 1 1 urafions I I 1 1 A e 6 I Outside 1 Free-flow Lane Settings 0 I I 0 0 0 1 2 0 0 2 0 Capacity 0 2000 1800 0 0 0 1800 4000 0 0 4000 0 Are file North/Soufii phases split (Y/N)? N Are file East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 - Hourly Volume 289 0 92 0 0 0 213 302 0 0 752 140 Adjusted Hourly Volume 0 0 92 0 0 0 213 302 0 0 892 0 Utilization Factor 0.00 0.00 0.05 0.00 0.00 0.00 0,12 0.08 0.00 0,00 0,22 0,00 Crifical Factors 0.05 0,00 0,12 0,22 ICURafio = 0.49 LOS = A Tuming Mov ements 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: 7/29/98 Day : Wednesday Name : Jose, Oscar Totals 1556 Sub- totals 1041 515 0 213 302 0 Subtotals Total North Approach 0 0 0 1 lr North 353 0 0 -S Northbound Ramps Total ^ t r 289 0 92 0 0 381 381 353 Subtotals Sub- totals 140 752 892 0 0 394 Carlsbad Village Drive Totals 1286 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 Utilization Page 3 of3 Pk. Hr, Time Period : South Appr (NB) NorUi Appr (SB) West Appr (EB) East Appr (WB) 4:15 PM to 5:15 PM Left Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside 1 Config -(left) 2 I I 1 1 urations 3 I 1 1 1 4 5 1 Outside 6 7 Free-flow Lane Setfings 0 1 I 0 0 0 I 2 0 0 2 0 Capacity 0 2000 1800 0 0 0 1800 4000 0 0 4000 0 Are the Norfii/Soutti phases split (Y/N)? N Are file East/West phases split (Y/N)? N Efficiency Lost Factor O.IO Hourly Volume 313 0 352 0 0 0 345 773 0 0 642 128 Adjusted Hourly Volume 0 0 352 0 0 0 345 773 0 0 770 0 Utilizafion Factor 0.00 0.00 0.20 0.00 0.00 0.00 0.19 0.19 0.00 0.00 0.19 0.00 Critical Factors 0.20 0.00 0.19 0.19 ICURafio = 0.68 LOS = B Tuming Movements at Intersection of: 1-5 Northbound Ramps and Carlsbad Village Drive W e s t .A P P r Time : 4:15 PM to 5:15 PM Date: 7/29/98 Day : Wednesday Name : Jose, Oscar Totals 2073 Sub- totals 955 1118 0 345 773 0 Subtotals Total North Approach 0 0 0 Norfii 1-5 Northbound Ramps 473 0 0 J i L f ^ t r 313 0 352 0 0 665 665 473 128 642 0 Total Subtotals Sub- totals 770 Totals 1895 1125 Carlsbad Village Drive E a s t A P P South Approach Note : Left-tura volumes include U-tums. U-tu.Tis in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 1998 INTERSECTION ANALYSIS SUMMARY Intersection Number: 41 Intersection Location: I-5/Tamarack 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 VALLEY RESEARCH A N l> P 1. A N N I N G City: Carlsbad Intersection of: N/S Stieet: 1-5 Southbound Ramps E/W Stieet: Tamarack Avenue Count Date: 7/29/98 Day: Wednesday Weather: Sunny VRPA TURNING MOVEMENT ANALYSIS File: fat #41 Data Collected by: Traflfic Contiol: Jose, Oscar Signalized Page I 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/VM 8:15 AM 8:30/VM 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 0 0 0 10 0 0 15 0 0 0 42 58 0 74 0 18 0 0 217 0 0 0 0 0 0 18 0 0 14 0 0 0 31 78 3 81 0 22 0 0 244 3 0 0 0 0 0 17 0 0 15 0 0 0 43 103 0 98 0 .23 0 1 299 1 0 0 0 0 0 23 0 0 . 11 0 0 0 58 88 0 79 0 39 0 1 298 1 0 0 0 0 0 18 0 0 ' 11 0 0 0 69 76 I 97 0 58 0 2 329 3 0 0 0 0 0 30 0 0 16 0 0 0 64 83 0 101 0 30 0 4 324 4 0 0 0 0 0 26 0 0 16 0 0 0 66 81 0 III 0 34 0 2 334 2 0 0 0 0 0 43 0 0 25 0 0 0 77 73 2 109 0 52 0 0 379 2 0 0 0 0 0 29 0 0 19 0 0 0 65 86 0 106 0 43 0 2 348 2 0 0 0 0 0 28 0 0 II 0 0 0 64 61 0 96 0 47 0 4 307 4 0 0 0 0 0 19 0 0 15 0 0 0 68 65 2 80 0 54 0 0 301 2 0 0 0 0 0 24 0 0 15 0 0 0 66 67 0 69 0 49 0 2 290 2 0 0 0 0 0 43 0 0 25 0 0 0 77 103 3 III 0 58 0 4 379 4 0 0 0 0 0 128 0 0 76 0 0 0 272 323 2 427 0 159 0 8 1385 10 Intersection Traffic in Pk. Hr. 1385 Peak Hr. Factor 0.91 Max. 15 min. I'k. llr. Vol. 7:15 AM 8:15 AM Peak Hour Inlerseclion Pdstms in Pk, Hr, 10 3:45 PM 0 0 0 0 0 46 0 0 43 0 0 0 IOI 45 3 54 0 96 0 I 385 4 4:00 PM 0 0 0 0 0 53 0 0 37 0 0 0 70 38 I 43 0 82 0 0 323 1 4:15 PM 0 0 0 0 0 37 0 0 36 0 0 0 79 30 5 37 0 III 0 I 330 6 4:30 PM 0 0 0 0 0 55 0 0 SO 0 0 0 98 66 3 45 0 86 0 3 1 400 6 4:45 PM 0 0 0 0 0 53 0 0 47 0 0 0 84 44 4 51 0 99 0 3 1 378 5 5:00 PM 0 0 0 0 0 24 0 0 45 0 0 0 96 31 8 62 0 IIO 0 1 368 9 5:15 PM 0 0 0 0 0 24 0 0 45 0 0 0 116 96 1 55 0 113 0 0 449 1 5:30 PM 0 0 0 0 0 53 0 0 41 0 0 0 77 54 0 64 0 113 0 5 402 5 5:45 PM • 0 0 0 0 0 51 0 0 29 0 0 0 95 62 2 68 0 103 0 2 408 4 6:00 PM • 0 0 0 0 0 45 0 0 43 0 0 0 80 46 I 70 0 110 0 3 394 4 6:15 PM * 0 0 0 0 0 46 0 0 44 0 0 0 101 66 0 65 0 81 0 1 403 1 6:30 PM * 0 0 0 0 0 32 0 0 39 0 0 0 138 40 5 61 0 175 0 3 485 8 Max. 15 mm. 0 0 0 0 0 55 0 0 50 0 0 0 138 96 8 70 0 175 0 5 485 9 Pk. Hr. Vol. ^•'in PM Root 0 0 0 0 0 174 0 0 155 0 0 0 414 214 8 264 0 469 0 9 1690 17 6:30 PM Hoiu-fatersection Pdstms m Pk. Hr. = 0.87 17 I-S Southbound Ramps at Tamarack Avenue 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) 7:15 AM to 8:15 AM Left Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside I Config -(left) 2 I 1 1 urations 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)? N Efficiency Lost Factor 0.10 Hourly Volume 0 0 0 128 0 76 0 272 323 427 159 0 Adjusted Houriy Volume 0 0 0 0 128 76 0 272 323 427 159 0 Utilization Factor 0.00 0.00 0.00 0.00 0.06 0.04 0.00 0.07 0.18 0.24 0.04 0.00 Crifical Factors 0.00 0.06 0.18 0.24 ICU Rafio 0.58 LOS = A Tuming Movements at Intersecfion of: -5 Southbound Ramps and Tamarack Avenue W e s t A P P r Time : 7:15 AM to 8:15 AM Date: 7/29/98 Day : Wednesday Name : Jose, Oscar Totals 830 Sub- totals 235 595 0 272 323 Subtotals Total North Approach 76 lr 750 0 0 750 204 0 North 204 0 128 -5 Southbound Ramps Total <— 0 0 159 427 Subtotals Sub- totals 586 400 Tamarack Avenue Totals 986 E a s t A P P r South Approach Note : Left-tum volumes include U-hams. U-tums in bold. 1-5 Southbound Ramps at Tamarack Avenue Lane Configurafion for Intersection Capacity Utilization Page 3 of3 Pk. Hr. Time Period : Soufii Appr (HB) North Appr (SB) West Appr (EB) East Appr (WB) 5:30 PM to 6:30 PM Left Thra FUght Left Thra Right Left Thra Right Left Thra Right Lane Inside 1 Config -(left) 2 1 I I urations 3 1 1 1 4 5 6 I 1 1 Outside 7 Free-flow Lane Settings 0 0 0 0 I I 0 2 I I 2 0 Capacity 0 0 0 0 2000 1800 0 4000 1800 1800 4000 0 Are the North/Soufii phases split (Y/N)? N Are file East/West phases split (Y/N)? N Efficiency Lost Factor O.IO - Houriy Volume 0 0 0 174 0 155 0 414 214 264 469 0 Adjusted Houriy Volume 0 0 0 0 174 155 0 414 214 264 469 0 Ufilization Factor 0.00 0.00 0.00 0.00 0.09 0.09 0.00 0.10 0.12 0.15 0,12 0,00 Critical Factors 0.00 0.09 0.12 0,15 ICU Ratio = 0.46 LOS = A Tuming Movements at Intersection of: 1-5 Southbound Ramps and Tamarack Avenue w e s Time : 5:30 PM to 6:30 PM Date: 7/29/98 Day : Wednesday Name : Jose, Oscar Totals 1252 Sub- totals 624 628 North Approach 329 155 0 0 414 214 It Subtotals Total 478 0 0 478 North I-S Southbound Ramps 329 0 174 J i u 1 ^ t r 0 469 264 0 Total Subtotals Sub- totals 733 588 Tamarack Avenue Totals 1321 E a s t A P P r South Approach Note : Left-tum volumes include U-turas, U-tums in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 1998 INTERSECTION ANALYSIS SUMMARY Intersection Number: 42 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 VALLEY RESEARCH A N I) PLAN NING City: Carlsbad Intersection of: N/S Streel : 1-5 Northbound Ramp E/W Street: Tamarack Avenue Count Date: 7/29/98 Day: Wednesday Weather: Sunny VRPA TURNING MOVEMENT ANALYSIS File : Int. #42 Data Collected by : Traffic Control: Rich Signalized Page I 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/VM 8:15 AM 8:30 AM 8:45 AM 9:00 AM Max. 15 min. Pk. Hr. Vol. 7:00 AM 8:00 AM Peak Hour 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 18 0 2 11 0 0 0 0 0 0 25 0 IS 0 0 0 0 93 36 0 200 0 9 0 0 17 0 0 0 0 0 0 24 0 33 0 3 0 0 99 32 0 214 3 7 0 0 18 0 0 0 0 0 0 30 0 51 0 0 0 0 99 37 I 242 1 17 0 I 37 0 0 0 0 0 0 34 0 56 0 0 0 0 124 35 I 304 1 15 0 0 19 0 0 0 0 0 0 36 0 66 0 I 0 0 ISI 46 2 333 3 18 0 0 31 0 0 0 0 0 0 38 0 57 0 0 0 0 168 55 4 367 4 21 0 0 36 0 0 0 0 0 0 51 0 56 0 0 0 0 181 56 2 401 2 14 0 0 48 0 0 0 0 0 0 64 0 41 0 2 0 0 126 52 0 345 2 14 0 0 38 0 0 0 0 0 0 44 0 57 0 0 0 0 IIO 39 2 302 2 19 0 0 38 0 0 0 0 0 0 39 0 58 0 0 0 0 94 51 4 299 4 24 0 0 46 0 0 0 0 0 0 51 0 42 0 2 0 0 101 53 0 317 2 17 0 0 35 0 0 0 0 0 0 78 0 60 0 0 0 0 87 47 2 324 2 24 0 2 48 0 0 0 0 0 0 78 0 66 0 3 0 0 181 56 4 401 4 68 0 0 134 0 0 0 0 0 0 189 0 220 0 3 0 0 626 209 8 1446 11 Intersection Pdstms in Pk. Hr. 1446 11 Peak Hr. Factor 0.90 3:45 PM 46 0 2 112 0 0 0 0 0 0 59 0 116 0 3 0 0 84 43 I 462 4 4:00 PM 49 0 7 129 0 0 0 0 0 0 31 0 114 0 1 0 0 96 42 0 468 1 4:15 PM 38 0 3 98 0 0 0 0 0 0 39 0 66 0 5 0 0 77 35 1 356 6 4:30 PM 35 0 0 95 0 0 0 0 0 0 45 0 104 0 3 0 0 90 38 3 407 6 4:45 PM 20 0 3 91 0 0 0 0 0 0 48 0 94 0 4 0 0 78 35 1 369 5 5:00 PM 55 0 4 102 0 0 0 0 0 0 42 0 130 0 8 0 0 107 49 1 489 9 5:15 PM 50 0 0 lis 0 0 0 0 0 0 38 0 135 0 I 0 0 111 38 0 487 1 5:30 PM 52 0 0 119 0 0 0 0 0 0 15 0 61 0 0 0 0 108 40 5 395 5 5:45 PM 56 0 1 121 0 0 0 0 0 0 8 0 81 0 2 0 0 III 40 2 418 4 6:00 PM * 42 0 0 115 0 0 0 0 0 0 51 0 87 0 1 0 0 no 45 3 450 4 6:15 PM * 48 0 2 120 0 0 0 0 0 0 29 0 57 0 0 0 0 IOI 33 1 390 1 6:30 PM * 40 0 0 109 0 0 0 0 0 0 93 0 162 0 5 0 0 95 44 3 543 8 Max. 15 min. 56 0 7 129 0 0 0 0 0 0 93 0 162 0 8 0 0 III 49 5 543 9 Pk. Hr. Vol. *:.io D\/t 186 0 3 465 0 0 0 0 0 0 181 0 387 0 8 0 0 417 162 9 1801 17 6:30 PM Hour 0.83 Intersection Pdstms in Pk, Hr, = 17 1-5 Northbound Ramp at Tamarack Avenue Lane Configuration for Intersecfion Capacity Ufilization Pk. Hr. Time Period : 7:00 AM to 8:00 AM South Appr (NB) Left Thra Right Lane Config - urations Inside (left) Outside Free-flow North Appr (SB) Left Thra Right West Appr (EB) Left Thra Right Page 2 of3 East Appr (WB) Left Thra Righl Lane Settings 0 1 10 Capacity 0 2000 1800 0 Are the North/Soufii phases split (Y/N)? N Are file East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 68 0 134 0 Adjusted Hourly Volume 0 0 134 0 Utilizafion Factor 0.00 0.00 0.07 0.00 Crifical Factors 0.07 0.00 189 189 O.U O.U 2 0 0 2 0 4000 0 0 4000 0 220 0 0 626 209 220 0 0 835 0 0.06 0.00 0.00 0.21 0.00 0.21 ICU Rafio 0.49 LOS = Tuming Movements at Intersection of: 1-5 Northbound Ramp and Tamarack Avenue W e Time : 7:00 AM to 8:00 AM Date: 7/29/98 Day : Wednesday Name : Rich Totals 1103 Sub- totals 694 409 North Approach 189 220 0 Subtotals Total 68 0 202 North 1-5 Northbound Ramp 398 0 0 t ^ t r 0 134 202 398 209 626 0 Total Subtotals Sub- totals 835 354 Tamarack Avenue Totals 1189 E a s t A P P r South Approach Note : Left-tum volumes include U-tums. U-tums in bold. 1-5 Northbound Ramp at Tamarack Avenue Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Ai5pr (EB) East Appr (WB) 5:30 PM to 6:30 PM Left Thru Right Left Thra Right Left Thra Right Left Thra Right Lane Inside 1 Config-(left) 2 1 1 1 urations 3 4 1 1 1 1 1 1 Outside J 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)? N Efficiency Lost Factor 0.10 Houriy Volume 186 3 465 0 0 ^0 181 387 0 0 417 162 Adjusted Hourly Volume 0 189 465 0 0 0 181 387 0 0 579 0 Utilization Factor 0.00 0.09 0.26 0.00 0.00 0.00 0.10 0.10 0.00 0.00 0.14 0.00 Critical Factors 0.26 0.00 0.10 0.14 ICURafio = 0.60 LOS = Tuming Movements at Intersection of: 1-5 Northbound Ramp and Tamarack Avenue W e s t A P P Time : 5:30 PM to 6:30 PM Date: 7/29/98 Day : Wednesday Name: Rich Sub- Totals totals 1171 603 568 0 181 387 Subtotals Total North Approach 0 0 0 186 3 0 0 654 654 346 0 0 1-5 Northbound Ramp t - North ^ t r 465 346 162 417 0 0 Total Subtotals Sub- totals 579 852 Tamarack .Avenue Totals 1431 South Approach Note : Left-tum volumes include U-tums. U-tums in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 1998 INTERSECTION ANALYSIS SUMMARY Intersection Number: 43 Intersection Location: Monroe Street and 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 VALLEY RESEARCH A N I) PLANNING tt 5 S Q C I A t E 3 City: Carlsbad Intersecfion of: N/S Stteet: Monroe Stieet E/W Stteet: Marron Road Count Date : 7/30/98 Day: Thursday Weather: Suimy VRPA TURNING MOVEMENT ANALYSIS File: fat #43 Data Collected by: Traflic Conttol: Eric Signalized Page 1 of 3 South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 mm 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 14 0 2 4 0 1 0 1 3 0 2 0 10 18 0 13 0 3 2 0 73 0 6:30 AM 13 0 2 5 1 1 0 1 2 1 1 0 II S3 0 18 0 4 2 1 113 3 6:45 AM 16 0 5 7 0 1 0 3 1 0 0 0 13 65 0 IS 0 10 3 0 139 0 7:00 AM 10 0 1 9 0 0 0 3 1 0 3 0 18 59 0 17 0 9 I 0 131 0 7:15 AM 18 0 1 13 0 0 0 3 0 0 2 0 20 49 0 22 0 4 2 4 134 4 7:30 AM * 30 0 3 15 0 1 0 1 0 0 7 0 20 76 1 IS 0 11 1 0 180 1 7:45 AM 37 0 7 18 0 1 0 4 0 0 2 0 24 102 0 11 0 10 3 0 219 0 8:00 AM * 42 0 7 26 0 1 0 3 5 0 2 0 14 71 0 17 0 18 1 4 207 4 8:15 AM * 27 0 3 11 0 2 0 0 0 0 4 0 18 52 1 15 0 12 5 0 149 1 8:30 AM II 0 4 9 0 2 0 3 1 0 2 0 24 51 0 13 0 9 5 0 134 0 8:45 AM 33 0 11 21 0 1 0 2 0 1 2 0 30 41 0 19 0 16 3 2 179 3 9:00 AM 21 0 9 18 0 1 0 2 4 0 5 0 17 19 0 12 0 26 6 0 140 0 Max. 15 min. 42 0 11 26 1 2 0 4 5 1 7 0 30 102 1 22 0 26 6 4 219 4 Pk. Hr. Vol. 136 0 20 70 0 5 0 8 5 0 15 0 76 301 2 58 0 51 10 4 755 6 7:15 AM Peak Intersection Traffic in Pk. Hr, 755 Peak Hr. Factor 0.86 8:15 AM Hour Intersection Pdstms in Pk, Hr, = 6 3:45 PM 53 0 26 32 0 7 0 28 21 0 16 0 49 65 0 28 0 74 13 2 412 2 4:00 PM 83 0 40 39 1 12 0 15 12 2 17 0 59 69 0 27 0 55 15 0 443 3 4:15 PM 90 0 35 52 0 20 0 19 34 0 15 0 47 87 0 34 0 72 12 0 517 0 4:30 PM 68 0 34 34 0 29 0 21 19 0 13 0 54 54 0 22 0 44 12 0 404 0 4:45 PM 59 0 39. 30 0 15 0 IS 14 0 10 0 33 43 0 , 28 0 52 8 0 346 0 5:00 PM 92 0 46 27 0 9 0 29 15 0 12 0 72 55 0 24 0 70 5 0 456 0 5:15 PM 87 0 68 44 0 12 0 31 17 0 15 0 46 72 0 30 0 70 21 1 513 1 5:30 PM 64 0 34 35 0 9 0 7 17 0 10 0 39 43 1 27 0 55 8 2 348 3 5:45 PM 29 0 36 33 2 9 0 11 9 0 9 0 45 SO 0 21 0 54 17 0 323 2 6:00 PM 73 0 31 34 0 7 0 15 17 0 18 0 57 40 I 23 0 66 8 I 389 2 6:15 PM 45 0 14 17 0 10 0 21 17 0 16 0 51 34 0 27 0 68 7 0 327 0 6:30 PM 47 0 13 25 0 14 0 19 14 0 17 0 58 55 0 21 0 50 15 0 348 0 Max. 15 min. 92 0 68 52 2 29 0 31 34 2 18 0 72 87 I 34 0 74 21 2 517 3 Pk. Hr. Vol. 294 0 135 157 1 68 0 83 86 2 61 0 209 275 0 III 0 245 52 2 1776 5 3:30 PM Peak fatersection Traffic in Pk. Hr. 1776 Peak Hr. Factor 0.86 4:30 PM Hour fatersection Pdstms m Pk. Hr. = 5 Monroe Street at Marron Road Lane Configuration for Intersection Capacity Ufilization Page 2 of3 Pk. Hr. Time Period : Soufii Appr (NB) Norfii 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 1 Conflg -(left) 2 1 1 1 1 urations 3 1 1 1 1 4 5 6 I I 1 1 1 1 1 1 Outside 7 Free-flow Lane Settings 1 2 0 1 2 0 I 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 Houriy Volume 136 20 70 5 8 5 15 76 301 58 51 10 Adjusted Hourly Volume 136 - 90 0 5 13 0 15 377 0 58 61 0 Ufilizafion Factor 0.08 0.02 0.00 0.00 0.00 0.00 0.01 0.09 0.00 0.03 0.02 0,00 Crifical Factors 0.08 0.00 0.09 0,03 ICU Ratio 0.30 LOS^ Turning Movements at Intersection of: Monroe Street and Marron Road W e s t A P P r Time : 7:15 AM to 8:15 AM Date : 7/30/98 Day : Thursday Name:Eric Totals 584 Sub- totals 192 392 15 76 301 Subtotals Total North Approach North 136 20 0 367 226 593 63 0 5 Monroe Street 45 t 70 10 51 58 Total Subtotals Sub- totals 119 151 Marron Road Totals 270 A P P r South Approach Note : Left-tura volumes include U-tums. U-tums in bold. .Monroe Street at Marron Road Lane Configuration for Intersecfion Capacity Utilizafion Page 3 of3 Pk. Hr. Time Period : Soufii 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 Thra Right Left Thra Right Lane Inside 1 Config -(left) 2 1 I 1 1 urations 3 I 1 1 1 4 5 6 1 1 1 1 1 1 I 1 Outside 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 file North/Soufii phases split (Y/N)? N Are file East/West phases split (Y/N)? N Efficiency Lost Factor 0,10 Houriy Volume 294 135 157 68 83 86 61 209 275 UI 245 52 Adjusted Hourly Volume 294 292 0 68 169 0 61 484 0 III 297 0 Utilization Factor 0.16 0.07 0.00 0.04 0.04 0.00 0.03 0.12 0.00 0.06 0.07 0.00 Critical Factors 0,16 0.04 0.12 0.06 ICU Ratio 0.48 LOS = Turning Movements at Intersection of: Monroe Street and Marron Road e Time : 3:30 PM to 4:30 PM Date: 7/30/98 Day : Thursday Name : Eric Totals 1170 Sub- totals 625 545 North Approach 61 209 275 Subtotals Total 86 lr 237 83 North 485 0 68 Monroe Street 248 J i u t. ^ t r 294 135 157 0 469 586 1055 52 245 111 Total Subtotals Sub- totals 408 434 -Marron Road Totals 842 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 1998 INTERSECTION ANALYSIS SUMMARY Intersection Number: 44 Intersection Location: I-5/Palomar Airport Road 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 VALLEY^RESEARCH A N I) PLANNING tt 5 S O C I A I £ a City: Carlsbad Intersection of: N/S Stteet: 1-5 Southbound Ramps E/W Stteet: Palomar Aiiport Road Count Date: 8/12/98 Day: Wednesday Weather: Sunny VRPA TURNING MOVEMENT ANALYSIS File: fat. #44 Data Collected by: Traffic Conttol; Javier, Mike Signalized Page I of 3 South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 mm Total End of IS 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 0 145 0 0 IS 0 0 0 34 16 0 0 0 71 89 0 370 0 6:30 AM 0 0 0 0 0 132 0 0 38 0 0 0 59 19 0 0 0 53 119 0 420 0 6:45 AM 0 0 0 0 0 174 0 0 38 0 0 0 71 25 2 0 0 99 138 0 545 2 7:00 AM 0 0 0 0 0 206 0 0 46 0 0 0 103 24 I 0 0 104 124 0 607 1 7:15 AM 0 0 0 0 0 154 0 0 52 0 0 0 94 , 23 I 0 0 103 128 0 554 1 7:30 AM 0 0 0 0 0 201 0 0 46 0 0 0 107 31 0 0 0 95 113 0 593 0 7:45 AM * 0 0 0 0 0 300 0 0 57 0 0 0 99 26 3 0 0 III 110 0 703 3 8:00 AM * 0 0 0 0 0 289 0 0 67 0 0 0 142 44 0 0 0 118 114 0 774 0 8:15 AM * 0 0 0 0 0 161 0 0 S3 0 0 0 82 37 I 0 0 135 120 0 588 1 8:30 AM • 0 0 0 0 0 188 0 0 56 0 0 0 99 44 I 0 0 128 110 0 625 1 8:45 AM 0 0 0 0 0 148 0 0 47 0 0 0 94 41 1 0 0 137 140 0 607 1 9:00 AM 0 0 0 0 0 171 0 0 43 0 0 0 110 57 1 0 0 148 145 0 674 1 Max. 15 min. 0 0 0 0 0 300 0 0 67 0 0 0 142 57 3 0 0 148 145 0 774 3 Pk. Hr. Vol. 0 0 0 0 0 938 0 0 233 0 0 0 422 151 5 0 0 492 454 0 2690 5 7:30 AM Peak fatersection Traffic in Pk. Hr. 2690 Peak Hr. Factor 0.87 8:30 AM Hour Intersection Pdstms in Pk. Hr. = 5 3:45 PM 0 0 0 0 0 144 0 0 27 0 0 0 183 64 3 0 0 173 299 0 890 3 4:00 PM 0 0 0 0 0 105 0 0 50 0 0 0 124 45 0 0 0 162 271 0 757 0 4:15 PM 0 0 0 0 0 115 0 0 46 0 0 0 171 61 2 0 0 179 330 0 902 2 4:30 PM 0 0 0 0 0 85 0 0 32 0 0 0 147 63 2 0 0 157 238 0 722 2 4:45 PM 0 0 0 0 0 94 0 0 35 0 0 0 162 68 2 0 0 158 298 0 815 2 5:00 PM 0 0 0 0 0 106 0 0 43 0 0 0 123 46 0 0 0 159 262 0 739 0 5:1.^ PM * 0 0 0 0 0 11H 0 0 40 0 0 0 147 66 1 0 0 216 317 0 904 1 5:30 PM * 0 0 0 0 0 113 0 0 28 0 0 0 151 56 0 0 0 208 346 0 902 0 5:45 PM * 0 0 0 0 0 121 0 0 27 0 0 0 170 60 0 0 0 209 370 0 957 0 6:00 PM * 0 0 0 0 0 135 0 0 25 0 0 0 181 69 0 0 0 167 392 0 969 0 6:15 PM 0 0 0 0 0 120 0 0 32 0 0 0 147 49 1 0 0 164 325 0 837 1 6:30 PM 0 0 0 0 0 107 0 0 28 0 0 0 138 52 0 0 0 159 303 0 787 0 Max. 15 min. 0 0 0 0 0 144 0 0 50 0 0 0 183 69 3 0 0 216 392 0 969 3 Pk. Hr. Vol. 0 0 0 0 0 487 0 0 120 0 0 0 649 251 1 0 0 800 1425 0 3732 1 5:00 PM Peak Intersection Traffic in Pk. Hr. 3732 Peak Hr. Factor 0.96 6:00 PM Hour Intersection Pdstms in Pk. Hr. 1 1-5 Southbound Ramps at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Page 2 of3 Pk, Hr, Time Period ; Soufii Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:30 AM to 8:30 AM Left Thm Right Left Thra Right Left Thra Right Left Thra Right Lane Inside 1 I Config -(left) 2 1 1 1 urations 3 I 1 I 4 5 1 I Outside 6 7 Free-flow 1 Lane Settings 0 0 0 2 0 1 0 3 0 0 2 0 Capacity 0 0 0 3240 0 1800 0 6000 0 0 4000 0 Are file North/Soutti phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0,10 Houriy Volume 0 0 0 938 0 233 0 422 151 0 492 454 Adjusted Hourly Volume 0 0 0 938 0 233 0 573 0 0 492 0 Ufilization Factor 0,00 0,00 0.00 0.29 0.00 0.13 0.00 O.IO 0.00 0.00 0.12 0,00 Critical Factors 0.00 0.00 0.29 0.00 0,12 ICU Ratio — 0,51 LOS = A Tuming Movements at Intersection of: 1-5 Southbound Ramps and Palomar .Airport Road Time : 7:30 AM to 8:30 AM Date: 8/12/98 Day : Wednesday Name : Javier, Mike North Approach 1171 1-5 Southbound Ramps 1625 454 Total Subtotals W e s t A P P r Totals 1298 Sub- totals 725 573 0 422 151 Subtotals Total 233 0 938 J i u 151 t North 0 0 0 0 151 • -4- 454 492 0 Sub- totals 946 1360 Totals 2306 Palomar Airport Road E a s t A P P South Approach Note : Left-tum volumes include U-ttims, U-tums in bold. 1-5 Southbound Ramps at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : Soufii 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 Thm Right Left Thru Right Lane Inside 1 1 Conflg -(left) 2 I 1 I urations 3 1 1 I 4 5 1 1 Outside 6 7 Free-flow 1 Lane Settings 0 0 0 2 0 1 0 3 0 0 2 0 Capacity 0 0 0 3240 0 1800 0 6000 0 0 4000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 0 0 0 487 0 . 120 0 649 251 0 800 1425 Adjusted Hourly Volume 0 0 0 487 0 120 0 900 0 0 800 0 Utilization Factor 0.00 0.00 0.00 0.15 0.00 0.07 0.00 0.15 0.00 0.00 0.20 0.00 Critical Factors 0.15 0.00 0.20 ICU Ratio = 0.45 LOS = A Tuming Movements at Intersection of: I-S Southbound Ramps and Palomar Airport Road W e s t A P P r Time : 5:00 PM to 6:00 PM Date: 8/12/98 Day : Wednesday Name : Javier, Mike Totals 1820 Sub- totals 920 900 0 0 649 251 North Approach Subtotals 251 Total 607 North 1-5 Southbound Ramps 2032 0 120 0 487 ^ t r 0 0 0 0 0 251 1425 t ^ 1423 800 0 0 Total Subtotals Sub- totals 2225 1136 Totals 3361 Palomar Airport Road E a s t A P P South Approcich Note : Left-tum volumes include U-turns. U-turns in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 1998 INTERSECTION ANALYSIS SUMMARY Intersection Number: 45 Intersection Location: I-5/Palomar Airport Road 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 VALLEY RESEARCH ANI) PLANNING tt 3 S O C I A 1 ; 5 City: Carlsbad fatersection of: N/S Stteet: E/W Street: Count Date: 8/12/98 I-S Northbound Ramps Palomar Airport Road Day: Wednesday Weather: Sunny VRPA TURNING MOVEMENT ANALYSIS File: fat #45 Data Collected by: Traffic Conttol: Jose, Oscar Signalized Page I 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/VM 8:15 AM 8:30 AM 8:45 AM 9:00 AM South Approach (NB) North Approach (SB) West Approach (EB) Left U-Tm Thra Right Peds Left U-Tm Thra Right Peds Left U-Tm Thra Right Peds Left II 0 0 201 0 0 0 0 0 0 8 0 ISS 0 0 0 18 0 0 230 0 0 0 0 0 0 9 I 179 0 0 0 14 0 0 240 0 0 0 0 0 0 8 0 211 0 2 0 24 0 0 288 0 0 0 0 0 0 15 0 304 0 1 0 36 0 0 265 0 0 0 0 0 0 14 0 237 0 1 0 21 0 0 318 0 0 0 0 0 0 18 0 291 0 0 0 23 0 0 399 0 0 0 0 0 0 12 1 337 0 3 0 23 0 0 365 0 0 0 0 0 0 19 0 340 0 0 0 66 0 0 351 0 0 0 0 0 0 13 0 331 0 I 0 37 0 0 306 0 0 0 0 0 0 7 0 302 0 1 0 42 0 0 301 0 0 0 0 0 0 20 0 269 0 1 0 37 0 0 289 0 0 0 0 0 0 22 0 223 0 1 0 66 0 0 399 0 0 0 0 0 0 22 1 340 0 3 0 133 0 0 1433 0 0 0 0 0 0 62 1 1299 0 4 0 East Approach (WB) Left U-Tm Thra Right Peds 143 166 206 193 207 188 183 166 234 187 242 248 66 67 66 64 55 72 47 72 80 65 80 110 0 0 0 0 0 0 0 0 0 0 0 0 15 min Total Vehicles Peds 584 670 745 888 814 908 1002 985 1075 904 954 929 Max. 15 min. Pk. Hr. Vol. 7:15 AM 8:15 AM Peak Intersection traffic in Pk. Hr, Hour Intersecfion Pdstms fa Pk. Hr. 3970 4 Peak Hr. Factor 248 771 0.92 110 271 3:45 PM 27 0 0 230 0 0 4:00 PM 29 0 0 183 0 0 4:15 PM 14 0 0 153 0 0 4:30 PM 25 0 0 168 0 0 4:45 PM 20 0 0 157 0 0 5:00 PM 25 0 0 167 0 0 5:15 PM * 37 0 0 193 0 0 5:30 PM * 33 0 0 209 0 0 5:45 PM 38 0 0 196 0 0 6:00 PM * 51 0 0 205 0 0 6:15 PM 42 0 0 219 0 0 6:30 PM 61 0 0 170 0 0 Max, 15 min. 61 0 0 230 0 0 Pk. Hr. Vol. 159 0 0 803 0 0 5,00 PM 6:00 PM Peak Hoiu- fatersection Traffic in Pk. Hr. Intersection Pdstms in Pk. Hr. 0 0 0 0 0 0 0 0 0 0 0 0 5005 I 1075. 3970 0 0 0 63 1 251 0 3 0 0 436 230 0 1238 3 0 0 0 26 2 213 0 0 0 0 408 215 0 1076 0 0 0 0 41 I 234 0 2 0 0 492 214 0 1149 2 0 0 0 43 1 210 0 2 0 0 366 186 0 999 2 0 0 0 58 0 198 0 2 0 0 436 204 0 1073 2 0 0 0 23 1 209 0 0 0 0 420 195 0 1040 0 0 0 0 66 0 236 0 1 0 0 521 221 0 1274 1 0 0 0 45 0 238 0 0 0 0 635 225 0 1385 0 0 0 0 SO 1 247 0 0 0 0 527 206 0 1265 0 0 0 0 39 2 218 0 0 0 0 419 147 0 1081 0 0 0 0 38 0 202 0 1 0 0 426 137 0 1064 1 0 0 0 42 0 196 0 0 0 0 408 125 0 1002 0 0 0 0 66 2 251 0 3 0 0 635 230 0 1385 3 0 0 0 200 3 939 0 I 0 0 2102 799 0 5005 1 Peak Hr. Factor 0.90 1-5 Northbound Ramps at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Page 2 of3 Pk, Hr. Time Period : Soutti 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 faside 1 Conflg- Oeft) 2 1 1 urafions 3 1 4 I 5 6 Outside 7 Free-flow 1 1 I 1 1 1 1 1 Lane Settings 0 1 2 0 0 0 1 3 0 0 3 1 Capacity 0 2000 3240 Are file Norfii/SouUi phases split (Y/N)? N Are the EastWest phases split (Y/N)? N Efficiency Lost Factor O.IO Hourly Volume 133 0 1433 Adjusted Hourly Volume 0 133 1433 Utilization Factor 0.00 0.07 0.44 Critical Factors 0,44 1800 6000 6000 1800 0 0 0 63 1299 0 0 771 271 0 0 0 63 1299 0 0 771 271 0,00 0,00 0,00 0,04 0.22 0,00 0,00 0,13 0.15 0,00 0.22 0,00 ICU Ratio = 0,76 Tuming Movements at Intersecfion of: LOS = 1-5 Northbound Ramps and Palomar Airport Road W e s t A P P r Time : 7:15 AM to 8:15 AM Date: 8/12/98 Day : Wednesday Name : Jose, Oscar Totals 2267 Sub- totals 905 1362 North Approach 63 1299 0 Subtotals Total North 333 0 0 1-5 Northbound Ramps Total • I ^ t r 133 0 1433 0 0 1566 1566 333 271 771 0 Subtotals Sub- totals 1042 2732 Totals 3774 Palomar Airport Road E a s t A P P r South Approach Note : Left-tum volumes include U-tums. U-tums in bold. I-S Northbound Ramps at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Pace 3 of 3 Pk. Hr. Time Period : South Aopr (NB) North Appr (SB) West Appr (EB) East Aror rWR1 5:00 PM to 6:00 PM Left Thra Right Left Thra Right Left Thra Rieht Left TTLTU Rieht Lane Inside 1 Config - (left) 2 1 1 1 urations 3 4 1 1 1 1 Outside 5 6 7 1 1 Free-flow Lane Settings 0 1 2 ' 0 0 0 1 3 0 0 3 1 Capacity 0 2000 3240 0 0 0 1800 6000 0 0 6C00 1800 Are the North/South phases split (Y/N)? N 6C00 1800 Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Houriy Volume 159 0 803 0 0 0 203 939 0 0 2102 799 Adjusted Hourly Volume 0 159 -803 0 0 0 203 939 0 0 2102 799 Utilization Factor 0.00 0.08 0.25 0.00 0.00 0.00 0.11 0.16 o.o-o 0.00 0.35 0.44 Critical Factors 0,25 0.00 O.U 0.00 0.44 ICU Rafio = 0.90 LOS= D Tuming Movements at Intersection of: W e s t A P p Time : 5:00 PM to 6:00 PM Date: 8/12/98 Day: Wednesday Name: Jose, Oscar Sub- Totals totals 3406 2264 1142 1-5 Northbound Ramps North Approach 203 939 0 Subtotals Total 0 0 0 and Palomar Airport Road 159 0 0 962 962 1-5 Northbound Ramps 999 0 0 • t • North 803 999 799 2102 0 Toni Sub-:otals Sub- tonls 29'j\ Palomar Airport Road Totals 4643 South Approach Note : Len-tum volumes include U-G:ms. U-tums in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 1998 INTERSECTION ANALYSIS SUMMARY Intersection Number: 46 Intersection Location: I-5/Poinsettia Lane 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 VALLEY RESEARCH A N 1) PLANNING ttaSOCIAtS3 City: Carlsbad Intersecfion of: N/S Stieet: 1-5 Soutiibound Ramps E/W Street: Poinsettia Lane Count Date: 8/11/98 Day: Tuesday Weather: Sunny VRPA TURNING MOVEMENT ANALYSIS File: fat #46 Data Collected by: Traffic Conttol: Jose, Oscar Signalized Page I 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/VM 8:15 AM 8:30/VM 8:45/VM 9:00 AM Max. 15 min. Pk. Hr. Vol, 8:00/VM 9:00 AM Peak Hour South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 mm 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 23 0 0 7 0 0 0 8 9 0 64 0 39 0 1 150 I 0 0 0 0 0 33 0 0 12 0 0 0 22 14 0 81 0 46 0 0 208 0 0 0 0 0 0 52 0 0 11 0 0 0 31 IS 0 118 0 73 0 4 300 4 0 0 0 0 0 60 0 0 18 0 0 0 39 18 0 94 0 73 0 1 302 1 0 0 0 0 0 51 0 0 19 0 0 0 39 24 I 113 0 78 0 2 324 3 0 0 0 0 0 50 0 0 18 0 0 0 40 24 2 106 0 83 0 2 321 4 0 0 0 0 0 40 0 0 21 0 0 0 63 20 1 105 0 82 0 4 331 5 0 0 0 0 0 42 0 0 26 0 0 0 59 17 3 106 0 125 0 3 375 6 0 0 0 0 0 46 0 0 48 0 0 0 57 19 3 106 0 89 0 3 365 6 0 0 0 0 0 42 0 0 66 0 0 0 45 18 3 IIS 0 107 0 4 393 7 0 0 0 0 0 53 0 0 52 0 0 0 51 19 4 88 0 108 0 1 371 5 0 0 0 0 0 44 0 0 47 0 0 0 59 30 I 109 0 113 0 I 402 2 0 0 0 0 0 60 0 0 66 0 0 0 63 30 4 118 0 125 0 4 402 7 0 0 0 0 0 185 0 0 213 0 0 0 212 86 U 418 0 417 0 9 1531 20 Intersection Traffic in Pk. Hr. 1531 Peak Hr. Factor 0.95 fatersection Pdstms in Pk. Hr. = 20 3:45 PM 0 0 0 0 0 65 0 0 19 0 0 0 122 38 0 90 0 114 0 0 448 0 4:00 PM 0 0 0 0 0 76 0 0 41 0 0 0 122 25 0 85 0 121 0 0 470 0 4:15 PM 0 0 0 0 0 72 0 0 54 0 0 0 135 32 0 87 0 113 0 1 493 1 4:30 PM 0 0 0 0 0 81 0 0 40 0 0 0 106 35 3 64 0 121 0 3 447 6 4:45 PM 0 0 0 0 0 54 0 1 69 0 0 0 140 30 0 76 0 IOS 0 0 475 0 5:00 PM • 0 0 0 0 0 96 0 0 51 0 0 0 124 26 2 72 0 122 0 2 491 4 5:15 PM « 0 0 0 0 0 99 0 0 64 0 0 0 152 39 I 65 0 96 0 1 515 2 5:30 PM * 0 0 0 0 0 96 0 1 57 0 0 0 157 32 0 95 0 119 0 1 557 1 5:45 PM * 0 0 0 0 0 79 0 I 50 0 0 0 146 36 0 102 0 112 0 1 526 1 6:00 PM 0 0 0 0 0 61 0 0 44 0 0 0 140 26 1 95 0 123 0 0 489 1 6:15 PM 0 0 0 0 0 59 0 0 48 0 0 0 157 31 3 61 0 97 0 0 453 3 6:30 PM 0 0 0 0 0 61 0 0 39 0 0 0 130 40 0 67 0 98 0 4 435 4 Max. IS min. 0 0 0 0 0 99 0 1 69 0 0 0 157 40 3 102 0 123 0 4 557 6 Pk. Hr. Vol. 0 0 0 0 0 370 0 2 222 0 0 0 579 133 3 334 0 449 0 5 2089 8 5:45 PM Peak Hoiu- fatersection Traffic in Pk. Hr. Intersection Pdstms in Pk. Hr. 2089 Peak Hr. Factor 0.94 1-5 Southbound Ramps at Poinsettia Lane Lane Configuration for Intersecfion Capacity Utilization Page 2 of3 Pk. Hr. Time Period : Soutti Appr (NB) Norfii 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 Thra Right Lane Inside 1 1 1 Config -(left) 2 1 1 1 urations 3 I I I 4 5 6 I •1 I Outside 7 Free-flow Lane Settings 0 0 0 I I 1 0 2 1 2 2 0 Capacity 0 0 0 1800 2000 1800 0 4000 1800 3240 4000 0 Are file Nortii/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Houriy Volume 0 0 0 185 0 213 0 212 86 418 417 0 Adjusted Hourly Volume 0 0 0 185 0 213 0 212 86 418 417 0 Utilization Factor 0,00 0.00 0.00 O.IO 0,00 0,12 0,00 0,05 0,05 0,13 0.10 0.00 Critical Factors 0,00 0,12 0,05 0,13 ICU Ratio 0.40 LOS = A Tuming Movements at Intersection of: 1-5 Southbound Ramps and Poinsetfia Lane W e s t A P P r Time : 8:00 AM to 9:00 AM Date: 8/11/98 Day : Tuesday Name : Jose, Oscar Totals 928 Sub- totals 630 298 0 212 86 Subtotals Total North Approach 398 213 0 lr' North 504 0 504 1-5 Southbound Ramps 398 0 185 t 0 0 0 0 0 417 418 Total Subtotals Sub- totals 835 397 Poinsettia Lane Totals 1232 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 Poinsetfia Lane Lane Configurafion for fatersection 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 Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside I 1 I Conflg -(left) 2 I 1 1 urations 3 1 1 I 4 5 6 I I 1 Outside 7 Free-flow Lane Settings 0 0 0 1 1 I 0 2 I 2 2 0 Capacity 0 0 0 1800 2000 1800 0 4000 1800 3240 4000 0 Are the Norfii/South phases split (Y/N)? N Are the EastAVest phases split (Y/N)? N Efficiency Lost Factor O.IO - Houriy Volume 0 0 0 370 2 222 0 579 133 334 449 0 Adjusted Hourly Volume 0 0 0 372 2 222 0 579 133 334 449 0 Utilization Factor 0.00 0.00 0.00 0,21 0,00 0,12 0,00 0.14 0.07 O.IO 0.11 0.00 Crifical Factors 0.00 0.00 0,21 0.14 0,10 ICU Ratio = 0.55 LOS = Tuming Movements at Intersecfion of: -5 Southbound Ramps and Poinsettia Lane W e s t A P P r Time : 4:45 PM to 5:45 PM Date: 8/11/98 Day : Tuesday Name : Jose, Oscar Totals 1383 Sub- totals 671 712 North Approach 222 0 579 133 Subtotals Total 469 0 0 469 594 2 North 594 0 370 I-S Southbound Ramps Total J i u t 0 0 449 334 Subtotals Sub- totals 783 949 Poinsettia Lane Totals 1732 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 1998 INTERSECTION ANALYSIS SUMMARY Intersection Number: 47 Intersection Location: I-5/Poinsettia Lane 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 VALLEY RESEARCH AND P 1. A NNING tt S S O .C I A I ; 3 City: Carlsbad Intersection of: N/S Stteet: 1-5 Nortiibound Ramp E/W Street: Poinsettia Lane Coimt Date: 8/11/98 Day: Tuesday Weather: Sunny VRPA TURNING MOVEMENT ANALYSIS File: fat. #47 Data Collected by: Traffic Conttol: Angel, Cesar Signalized Page 1 of 3 End of 15 min. prd. 6:15/VM 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/VM 8:45 AM 9:00 AM South Approach (NB) Max. 15 min. Pk. Hr. Vol. Left U-Tm Thra Right Peds II 0 0 24 0 0 14 0 2 51 0 0 13 0 0 48 0 0 23 0 0 63 0 0 14 0 0 76 0 0 32 0 2 64 0 0 16 0 0 78 0 0 42 0 I US 0 0 19 0 0 82 0 0 31 0 0 86 0 0 29 0 0 133 0 0 39 0 1 65 0 0 42 0 2 133 0 0 121 0 1 416 0 0 7:45 AM Peak fatersection Traffic in Pk. Hr. 8:45 AM Hour Intersection Pdstms in Pk, Hr, North Approach (SB) Left U-Tm Thra Right Peds 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1888 24 Peak HI. Factor West Approach (EB) Left U-Tm Thra Right Peds 4 9 6 13 14 17 24 13 17 19 33 42 0 0 0 0 0 0 0 0 0 0 0 0 25 51 49 96 54 55 80 74 56 58 94 58 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 I 2 I 3 3 3 4 1 42 82 96 282 4 13 East Approach (WB) Left U-Tm Thra Right Peds 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 96 160 131 147 153 174 177 172 174 195 170 183 43 50 52 57 64 57 88 63 67 74 71 74 195 711 0.89 88 275 4 11 15 min Total Vehicles Peds 3:45 PM 53 0 1 110 0 0 0 0 0 0 52 4:00 PM 39 0 0 89 0 0 0 0 0 0 37 4:15 PM 27 0 1 99 0 0 0 0 0 0 51 4:30 PM 44 0 0 135 0 0 0 0 0 0 23 4:45 PM 18 0 0 126 0 0 0 0 0 0 26 5:00 PM 29 0 1 99 0 0 0 0 0 0 55 5:15 PM * 89 0 0 141 0 0 0 0 0 0 58 5:30 PM * 73 0 1 116 0 0 0 0 0 0 39 5:45 PM * 29 0 0 145 0 0 0 0 0 0 45 6:00 PM 60 0 0 136 0 0 0 0 0 0 45 6:15 PM 49 0 0 118 0 0 0 0 0 0 78 6:30 PM 17 0 0 100 0 0 0 0 0 0 44 Max. 15 min. 89 0 1 145 0 0 0 0 0 0 78 Pk. Hr. Vol. 251 0 1 538 0 0 0 0 0 0 187 0 0 0 0 0 0 0 0 0 0 0 0 135 128 129 153 148 159 326 155 173 190 224 125 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 0 2 1 0 0 1 3 0 0 0 0.81 326 844 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 184 163 181 163 142 136 166 176 162 181 142 116 90 76 74 69 78 35 64 54 63 44 59 41 0 0 I 3 0 2 1 1 1 0 0 4 184 685 90 225 203 337 299 399 375 401 463 480 415 463 530 462 530 1888 625 532 562 587 538 514 844 614 617 656 670 443 844 2731 1 0 4 I 3 4 5 6 6 7 5 2 7 24 0 0 I 6 0 4 2 I 1 1 3 4 5:00 PM 6:00 PM Peak Hour fatersection Traffic in Pk. Hr. Intersection Pdstms in Pk. Hr. 2731 5 Peak Hr. Factor 1-5 Northbound Ramp at Poinsettia Lane Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 7:45 AM to 8:45/VM Soufii Appr (NB) Lane Config - urations faside (left) Left Thni Right I 1 1 I Outside Free-flow Lane Settings o Capacity 0 Are ttie North/Soufii phases split (Y/N)? Are file EasfWest phases split (Y/N)? Efficiency Lost Factor 0.10 Houriy Volume 121 Adjusted Houriy Volume 0 Utilization Factor 0.00 Critical Factors Norfii Appr (SB) Left Thm Right West Appr (EB) Left Thra Right Page 2 of3 East Appr (WB) Left Thni Right 2000 3240 N N 1 2 1800 4000 3 I 6000 1800 1 416 0 0 0 82 282 0 0 711 275 122 416 0 0 0 82 282 0 0 711 275 0.06 0.13 0.00 0.00 0.00 0,05 0,07 0.00 0,00 0,12 0.15 0.13 0.00 0,05 0.15 ICU Rafio 0,43 LOS = Tuming Movements at Intersection of: 1-5 Northbound Ramp and Poinsettia Lane W e s t .^ P P r Time : 7:45 AM to 8:45 AM Date: 8/11/98 Day : Tuesday Name : Angel, Cesar Totals 1196 Sub- totals 832 364 0 82 282 0 Subtotals Total North Approach 121 0 538 t North 358 1-5 Northbound Ramp 0 0 0 1 416 538 358 275 711 0 0 Total Subtotals Sub- totals 986 698 Poinsetfia Lane Totals 1684 E a s t A P P r South Approach Note : Left-tum volumes include U-tums, U-uims in bold. 1-5 Northbound Ramp at Poinsettia Lane Lane Configuration for fatersection Capacity Utilizafion Page 3 of3 Pk. Hr. Time Period : South Appr (NB) Notth Appr (SB) West Appr (EB) East Appr (WB) 5:00 PM to 6:00 PM Uft Thra Right Left Thni Right Left Thru Right Left Thra Right Lane Inside 1 I I Config - (left) 2 urafions 3 I 4 I 5 6 Outside 7 Free-flow I I I I 1 1 1 Lane Settings 0 I 2 0 0 0 I 2 0 0 3 I Capacity 0 2000 3240 Are file Norfii/Soufii phases split (Y/N)? N Are file EasfWest phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 251 1 538 Adjusted Houriy Volume 0 252 538 Utilization Factor 0.00 0.13 0.17 Critical Factors 0.17 1800 4000 0 0 6000 1800 0 0 0 187 844 0 0 685 225 0 0 0 187 844 0 0 685 225 0.00 0.00 0.00 O.IO 0.21 0.00 0.00 0.11 0.13 0.00 O.IO 0.13 ICU Ratio 0.50 LOS = Tummg Movements at Intersection of: 1-5 Northbound Ramp and Poinsettia Lane W e s t A P P r Time : 5:00 PM to 6:00 PM Date: 8/11/98 Day : Tuesday Name : Angel, Cesar Totals 1967 Sub- totals 936 1031 187 844 0 Subtotals Total North Approach • J I T North 251 1 0 0 790 790 1-5 Northbound Ramp 413 0 0 *] t r 538 413 225 685 0 Total Subtotals Sub- totals 910 1382 Poinsettia Lane Totals 2292 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 1998 INTERSECTION ANALYSIS SUMMARY Intersection Number: 48 Intersection Location: I-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 VALLEY RESEARCH ANU PLANNING ASSOCIATES City: Carlsbad fatersection of: N/S Street: 1-5 Southbound Ramps E/W Stteet: La Costa Avenue Count Date : 8/4/98 Day: Tuesday Weather: Sunny VRPA TURNING MOVEMENT ANALYSIS File: fat. #48 Data Collected by: Traffic Conttol: Jose, Oscar Signalized Page I 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 Thra Right Peds Left U-Tm Thra Right Peds Vehicles Peds 6:15 AM 0 0 0 0 0 104 0 0 45 0 0 0 43 15 0 114 0 11 0 0 332 0 6:30 AM 0 0 0 0 0 100 0 0 30 0 0 0 41 23 0 151 0 32 0 0 377 0 6:45 AM * 0 0 0 0 0 85 0 0 34 0 0 0 70 22 1 179 0 39 0 0 429 I 7:00 AM * 0 0 0 0 0 94 0 0 44 0 0 0 97 21 0 129 0 23 0 0 408 0 7:15 AM * 0 0 0 0 0 89 0 0 25 0 0 0 108 14 0 149 0 31 0 0 416 0 7:30 AM 0 0 0 0 0 96 0 0 30 0 0 0 60 12 0 92 0 42 0 0 332 0 7:45 AM 0 0 0 0 0 111 0 0 31 0 0 0 78 18 1 99 0 44 0 0 381 1 8:00 AM 0 0 0 0 0 128 0 0 17 0 0 0 85 10 0 74 0 51 0 0 365 0 8:15 AM 0 0 0 0 0 131 0 0 17 0 0 0 90 IS 0 82 0 45 0 0 380 0 8:30 AM 0 0 0 0 0 125 0 0 19 0 0 0 99 23 0 121 0 32 0 0 419 0 8:45 AM 0 0 0 0 0 113 0 0 24 0 0 0 93 17 0 110 0 21 0 0 378 0 9:00 AM n 0 0 n n 94 0 0 15 0 0 0 101 23 0 94 0 25 0 0 352 0 Max. 15 min. 0 0 0 0 0 131 0 0 45 0 0 0 108 23 1 179 0 51 0 0 429 1 Pk, l lr. Vol. 0 0 0 0 0 368 0 0 133 0 0 0 316 80 1 608 0 125 0 0 1630 1 6:15 AM Peak Intersection Traffic in Pk. Hr. 1630 Peak Hr. Factor 0.95 7:15 AM Hour Intersection Pdstms in Pk, llr, = 1 3:45 PM 0 0 0 0 0 104 0 0 45 0 0 0 115 8 0 124 0 82 0 0 478 0 4:00 PM 0 0 0 0 0 100 0 0 30 0 0 0 98 16 0 91 0 68 0 0 403 0 4:15 PM 0 0 0 0 0 85 0 0 34 0 0 0 108 23 0 90 0 86 0 0 426 0 4:30 PM 0 0 0 0 0 94 0 0 44 0 0 0 89 ' 16 0 115 0 112 0 2 470 - 2 4:4.1 I'M 0 II 0 0 0 7H 0 0 36 0 0 0 113 13 1 83 0 63 0 0 390 1 5:00 PM 0 0 0 0 0 69 0 0 26 0 0 0 88 19 0 100 0 82 0 0 384 0 5:15 PM 0 0 0 0 0 120 0 0 47 0 0 0 94 14 0 100 0 94 0 0 469 0 5:30 PM * 0 0 0 0 0 125 0 0 36 0 0 0 104 13 I 114 0 IOO 0 0 492 1 5:45 PM * 0 0 0 0 0 89 0 0 42 0 0 0 98 13 0 124 0 99 0 0 465 0 6:00 PM • 0 0 0 0 0 93 0 0 47 0 0 0 105 10 0 134 0 89 0 0 478 0 6:15 PM 0 0 0 0 0 77 0 0 35 0 0 0 85 14 0 98 0 77 0 0 386 0 6:30 PM 0 0 0 0 0 83 0 0 36 0 0 0 83 8 0 105 0 95 0 0 410 0 Max. 15 min. 0 0 0 0 0 125 0 0 47 0 0 0 IIS 23 I 134 0 112 0 2 492 2 Pk. Hr. Vol. 0 0 0 0 0 427 0 0 172 0 0 0 401 SO 1 472 0 382 0 0 1904 1 5:00 PM Peak Intersection Traffic in Pk. Hr. 1904 Peak Hr. Factor 0.97 6:00 PM Hour Intersection Pdstms in Pk. Hr. = 1 1-5 Southbound Ramps at La Costa Avenue Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr, Time Period : South Appr (NB) . North Appr (SB) West Appr (EB) East Appr (WB) 6:45 AM to 7:45 AM Left Thra Right Left Thra Right Left Thra Right , Left Thra Right Lane Inside 1 1 I Config -(left) 2 1 1 I urations 3 1 1 I 4 5 6 I 1 1 Outside 7 Free-flow Lane Settings 0 0 0 I I 1 0 2 0 2 2 0 Capacity 0 0 0 1800 2000 1800 0 4000 0 3240 4000 0 Are file North/Soufii phases split (Y/N)? N Are file East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 0 0 0 452 0 118 0 343 65 469 140 0 "Adjusted Hourly Volume 0 0 0 452 0 118 0 408 0 469 140 0 Ufilization Factor 0.00 0.00 0,00 0,25 0,00 0,07 0,00 0,10 0,00 0,14 0,04 0,00 Critical Factors 0.00 0,00 0,25 O.IO 0.14 ICU Rafio -0.59 LOS = A Tummg Movements at Intersection of: 1-5 Southbound Ramps and La Costa Avenue W e s t A P P r Time : 6:45 AM to 7:45 AM Date: 8/4/98 Day : Tuesday Name : Jose, Oscar Totals 666 Sub- totals 258 408 0 343 65 Subtotals Total North .Approach 570 118 0 i lr North 570 0 452 1-5 Southbound Ramps Total ^ t r 0 0 0 0 534 0 534 0 Subtotals Sub- totals 0 140 609 469 0 795 La Costa Avenue Totals 1404 E a s t A P P r South .Approach Note : Left-tura 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) 5:00 PM to 6:00 PM Left Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside 1 1 1 Config - (left) 2 1 1 1 urations 3 4 c 1 1 1 1 1 1 Outside J 6 7 Free-flow Lane Settings 0 0 0 I 1 1 0 2 0 2 2 0 Capacity 0 0 0 1800 2000 1800 0 4000 0 3240 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 0 427 0 172 0 401 50 472 382 0 Adjusted Houriy Volume 0 0 0 427 0 172 0 451 0 472 382 0 Utilization Factor 0.00 0.00 0.00 0.24 0.00 0.10 0.00 Oil 0.00 0.15 0.10 0.00 Critical Factors 0.00 0.00 0.24 Oil 0.15 ICU Ratio = 0.60 LOS = Tuming Movements at Intersection of: I-S Southbound Ramps and La Costa Avenue W e s t A P P r Time ; 5:00 PM to 6:00 PM Date: 8/4/98 Day : Tuesday Name : Jose, Oscar Sub- Totals totals 1005 554 451 0 401 50 Subtotals Total North Approach I 522 0 0 522 599 0 599 0 427 1-5 Southbound Ramps t North ^ t r 0 382 472 Total Subtotals Sub- totals 854 828 La Costa Avenue Totals 1682 South Approach Note : Left-tum volumes include U-tums. U-tums in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 1998 INTERSECTION ANALYSIS SUMMARY Intersection Number: 49 Intersection Location: I-5/La Costa 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 VALLEY RESEARCH ANU PLANNING ASSOCIATES City: Carlsbad Intersection of: N/S Street: 1-5 Northbound Ramps E/W Street: La Costa Avenue Count Date : 8/4/98 Day: Tuesday Weather: Sunny VRPA TURNING MOVEMENT ANALYSIS File: Int. #49 Data Collected by: Traffic Control: Jose, Oscar 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 Thru Right Peds Left U-Tm Thru Right Peds Uft U-Tm Thru Right Peds Left U-Tm Thru Right Peds Vehicles Peds 6:15 AM 7 0 0 34 0 0 . 0 0 0 0 22 0 54 0 0 0 0 118 44 0 279 0 6:30 AM 11 0 1 64 0 0 0 0 0 0 11 0 67 0 0 0 0 154 51 0 359 0 6:45 AM 16 0 0 113 0 0 0 0 0 0 23 0 122 0 1 0 0 203 69 0 546 ' 1 7:00 AM 15 0 0 105 0 0 0 0 0 0 25 0 164 0 0 0 0 166 86 0 561 0 7:15 AM 8 0 0 114 0 0 0 0 0 0 35 0 153 0 0 0 0 159 87 0 556 0 7:30 AM 9 0 0 94 0 0 0 0 0 0 19 0 115 0 0 0 0 131 110 0 478 0 7:45 AM * 15 0 1 117 0 0 0 0 0 0 41 0 132 0 1 0 0 161 109 0 576 1 8:00 AM • 8 0 0 107 0 0 0 0 0 0 39 0 97 0 0 0 0 165 110 0 526 0 8:15 AM * 10 0 0 112 0 0 0 0 0 0 40 0 113 0 0 0 0 185 112 0 572 0 8:30 AM t^ 7 0 0 105 0 0 0 0 0 0 43 0 168 0 0 0 0 159 106 0 588 0 8:45 AM 4 0 0 114 0 0 0 0 0 0 51 0 101 0 0 0 0 160 88 0 518 0 9:00 AM 8 0 0 97 0 0 0 0 0 0 47 0 194 0 0 0 0 112 103 0 561 0 Max, 13 min 16 0 1 117 0 0 0 0 0 0 SI 0 194 0 1 0 0 203 112 0 588 1 Pk. Hr. Vol. 40 0 1 441 0 0 0 0 0 0 163 0 510 0 1 0 0 670 437 0 2262 1 7:30 AM Peak Intersection Traffic in Pk. Hr. 2262 Peak Hr. Factor 0.96 8:30 AM Hour Intersection Pdstms in Pk. Hr. 1 .1:4.1 PM 22 0 1 112 0 0 0 0 0 0 42 0 103 0 0 0 0 153 114 0 549 0 4:00 PM 15 0 0 106 0 0 0 0 0 0 34 0 118 0 0 0 0 157 119 2 549 2 4:15 PM 20 0 0 123 0 0 0 0 0 0 54 0 184 0 0 0 0 203 109 0 693 0 4:30 PM 21 0 2 111 0 0 0 0 0 0 35 0 253 0 0 0 0 148 114 0 684 0 4:45 PM * 14 0 0 113 0 0 0 0 0 0 48 0 160 0 0 0 0 163 127 0 625 0 5:00 PM * 14 0 1 125 0 0 0 0 0 0 34 0 155 0 0 0 0 177 106 0 612 0 5:15 PM 21 0 0 121 0 0 0 0 0 0 29 0 178 0 0 0 0 181 105 0 635 0 5:30 PM * 20 0 0 107 0 0 0 0 0 0 40 0 200 0 0 0 0 279 210 0 856 0 5:45 PM 31 0 1 113 0 0 0 0 0 0 34 0 119 0 0 0 0 212 88 0 598 0 6:00 PM 17 0 0 100 0 0 0 0 0 0 46 0 188 0 1 0 0 98 86 0 535 1 6:15 PM 28 0 2 133 0 0 0 0 0 0 36 0 133 0 0 0 0 139 85 0 356 0 6:30 PM 22 0 0 108 0 0 0 0 0 0 27 0 130 0 0 0 0 191 85 0 563 0 Max. 15 min. 31 0 2 133 0 0 0 0 0 0 54 0 253 0 1 0 0 279 210 2 856 2 I'k. llr. Vol, 69 0 1 466 0 0 0 0 0 0 ISI 0 693 0 0 0 0 800 548 0 2728 0 4:30 PM Peak Intersection Traffic in Pk. Hr. 2728 Peak Hr. Factor 0.80 5:30 PM Hour Intersection Pdstms in Pk. Hr. = 0 1-5 Northbound Ramps at La Costa Avenue Lane Configurafion for Intersection Capacity Utilizafion Page 2 of3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Aprr (EB) East Appr (WB) 7:30 AM to 8:30 AM Left Thra Right Left Thra Right Left Thra Right Left Thru Right Lane Inside 1 1 1 I I Config-(left) 2 1 1 1 urations 3 4 1 1 I 1 Outside 5 6 7 Free-flow Lane Settings 0 1 2 0 0 0 1 2 0 0 3 1 Capacity 0 2000 3240 0 0 0 1800 40QO 0 0 6000 1800 Are file North/Soufli phases split (Y/N)? N Are file East/West phases split (Y/N)? N Efficiency Lost Factor O.IO - Hourly Volume 40 1 441 0 0 0 163 510 0 0 670 437 Adjusted Hourly Volume 0 41 441 0 0 0 163 510 0 0 670 437 Utilization Factor 0.00 0.02 0.14 0.00 0.00 0.00 0.09 0.13 0.00 0,00 0.11 0.24 Critical Factors 0.14 0.00 0.09 0,24 ICU Ratio = 0.57 LOS = A Tuming Movements at Intersection of: 1-5 Northbound Ramps and La Costa Avenue W e s t A P P r Time : 7:30 AM to 8:30 AM Date: 8/4/98 Day : Tuesday Name : Jose, Oscar Totals 1383 Sub- totals 710 673 0 163 510 0 Subtotals Total North Approach 0 0 0 lr North 601 0 0 I-S Northbound Ramps Total t ^ t r 40 1 441 0 482 482 601 670 0 0 Subtotals Sub- totals 1107 951 La Costa .Avenue Totals 2058 E a s t A P P r South Approach Note : Left-tum volumes include U-turas. U-tums in bold. 1-5 Northbound Ramps at La Costa .Avenue Lane Configuration for Intersection Capacity Utilization Page 3 of3 Pk. Hr. Time Period : Soutti Appr (NB) Norfii Appr (SB) , West Appr (EB) East Appr (WB) 4:30 PM to 5:30 PM Left Thra Rieht Left Thra Right Left Thra Right Left Thra Right Lane Inside 1 I I 1 Conflg -(left) ; I I 1 1 urations 5 I I 1 ( t 1 Outside 1 Free-flow Lane Settings 0 1 2 0 0 0 1 2 0 0 3 1 Capacity 0 2000 3240 0 0 0 1800 4000 0 0 6000 1800 Are file North/South phases split (Y/N)? N Are file East/West phases split (Y/N)? N Efficiency Lost Factor O.IO Hourly Volume 69 1 466 0 0 0 151 693 0 0 800 548 Adjusted Houriy Volume 0 70 466 0 0 0 151 693 0 0 800 548 Utilizafion Factor 0,00 0,04 0.14 0.00 0.00 0.00 0,08 0.17 0.00 0.00 0.13 0.30 Critical Factors 0.14 0,00 0.08 0.30 ICU Ratio = 0,62 LOS = B Tuming Movements at Intersection 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: 8/4/98 Day : Tuesday Name : Jose, Oscar Totals 1713 Sub- totals 869 844 151 693 0 Subtotals Total North Approach T 69 0 536 0 0 I. T North • 1-5 Northbound Ramps 700 0 0 J 1 U ^ I r 1 466 536 700 548 800 0 Total Subtotals Sub- totals 1348 1159 La Costa Avenue Totals 2507 E a s t A P P r Soulh Approach Note : Left-tum volumes include U-tums. U-tums in bold.