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HomeMy WebLinkAbout; 2000 Traffic Monitoring Program Carlsbad Part 1; 2000 Traffic Monitoring Program Carlsbad Part 1; 2000-01-01Cily of Carlsbad CuJjfo/wv 2000 Traffic loniforing Ngram Cily of Carltbod 1635 forodoy Avenue CarIM CA 92008 (760) 602-2720 Wil Itchnologits Strtd Imk M 4 mLE OF CONTENTS Appendix A - Intersection Summary Appendix B - Mid-Block Link Summary Page 1. Introduction Project Overview Annual Report Organization 1-1 1-1 1-3 3. 4. Mid-Block Link Counts Intersection Turn Movement Counts Conclusions 2- 1 3- 1 4- 1 LIST OF FIGURES 1-1 Project Location Map 2-1 2000 Mid-Block Link Levels of Service 3-1 Intersection Location Map 3-2 2000 AM Peak Hour - Intersection Levels of Service 3-3 2000 PM Peak Hour - Intersection Levels of Service Page 1- 2 2- 2 3- 2 3-9 3-10 LIST OF TABLES Page 2- 1 Mid-Block Link Levels of Service Analysis Summary 2-3 3- 1 Intersection Capacity Utilization Analysis Summary 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 turn movement counts at major signalized and unsignalized intersections. The field data is then reduced and capacity analysis is performed based on existing geometries and lane configurations. The analysis of intersections and mid-block link locations enables the jurisdiction to identify potential capacity problem areas where unacceptable operations exist. This information is intended to assist the City of Carlsbad in assessing future development adjacent to these problem locations where capacity deficiencies currently exist and the mitigation measures that may be required to eliminate the deficiency. This report documents the twelfth year's results of the Growth Management Plan Traffic Monitoring Program for the City of Carlsbad. The City of Carlsbad identified fifty-four (54) key intersections and twenty-seven (27) key mid-block link locations for analysis. Similar efforts occurred for years 1989-1999 during June, July, August, September and/or October that provided a basis for comparison. The City of Carlsbad is a coastal community located in Southem Califomia, 35 miles north of San Diego, and the current population is approximately 85,000. 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 Circulation 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 location map. Figure 1-1, shows the alignment of the major roadways throughout Carlsbad and the intersections and mid-block link locations evaluated in this year's Traffic Monitoring Program. 1-1 Acervo PROJECT LOCATION MAP Figure 1 -1 Legend: Count Locations Q Intersection Count Location • Mid-Block Count Location 1-2 ^n-":(.'";i-i ivoi ,oo. tF:?> ANNUAL REPORT ORGANIZATION VRPA Technologies (VRPA), collected data during the Summer of 2000 at requested mid-block link locations and intersections within and adjacent to the City of Carlsbad. The results of this data collection effort are included in the appendix at the end of this report. In addition to the technical appendix, VRPA has prepared a summary section for this Annual Report. Summary information is presented in this initial section of the report, and a description of the contents of Chapters 2, 3 and 4 is provided below. As mentioned previously, a total of twenty-seven (27) mid-block link count locations were identified by the City of Carlsbad for the collection of 2000 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 mid-block link analysis provides a good indication of roadway operations in mral settings, intersections tend to be the dominant factor in traffic operations within the urban sections of most communities. Thus, the City of Carlsbad identified fifty-four (54) key intersections to be analyzed. AM (6:00 to 9:00 AM) and PM (3:30 to 6:30 PM) peak period turn 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 outlined in the 1997 Highwav Capacitv Manual Chapter 10, were used to analyze unsignalized all-way stop-controlled intersections. The results ofthe intersection data collection and analysis activities are presented in Chapter 3. Critical project findings and conclusions are documented in Chapter 4. Technical issues are discussed and recommendations for future traffic monitoring activities are also presented in Chapter 4. 1-3 2. MID-BLOCK LINK COUNTS Mid-block link counts were conducted at twenty-seven (27) locations throughout the City of Carlsbad and can be identified on Figure 2-1. VRPA conducted the link counts using mechanical tube counters that were placed and monitored for two consecutive days (48-hours). The counts resulted in the determination of average daily traffic (ADT) volumes, and these ADT volumes for the Summer count period are summarized in the Appendix. The City of Carlsbad assumes a one-direction maximum capacity of 1,800 vehicles per lane, per hour, in the peak period. Mid-block link analysis was calculated by a maximum one-direction lane volume to capacity ratio and the corresponding Level of Service (LOS) was determined. Figure 2-1 graphically illustrates the 2000 levels of service during the peak hour. Table 2-1 summarizes and compares the Summer 2000 mid-block link analysis with data from 1996, 1997, 1998, and 1999. After the analysis was completed for the mid-block links, no locations were identified as operating at LOS D, E or F. However, two (2) locations were found to operate at LOS C. Rancho Santa Fe Road between Melrose Drive and La Costa Meadows Drive and Rancho Santa Fe Road between Questhaven Road and Cadencia Street were found to operate at LOS C with v/c ratios of 0.77 and 0.75, respectively. Traffic levels on these street segments have been steadily increasing, but this is the first year that the Rancho Santa Fe Road between Melrose Drive and La Costa Meadows Drive link has operated beyond LOS A. However, Rancho Santa Fe Road between Questhaven Road and Cadencia Street was reported at LOS C for the first time in last year's report. The remaining mid-block links operated at LOS A or B for the Summer 2000 count program. The location of the high volume links along with the corresponding level of service is listed below: 1996 1997 1998 1999 2000 Location Summer Summer Summer Summer Summer No. Location LOS LOS LOS LOS LOS 18 Rancho Santa Fe Rd. A A A A C between Melrose Dr. and La Costa Meadows Dr. 19 Rancho Santa Fe Rd. A A B C c between Questhaven Rd. and Cadencia St. 2-1 m Olivenhain •^^ 1 Road 2 f » / "o i 8/ 1 QS i > ^Is Acervo 2000 MID-BLOCK LINK LEVELS OF SERVICE Figure 2-1 Legend: Mid-Block Count Location and Location Number • LOS A B or C • LOSD • LOSE • LOSF 2-2 'n^,<::.M MOT ,o<: ;fF^.H. Table 2-1 CITY OF CARLSBAD MID-BLOCK LINK LEVELS OF SERVICE ANALYSIS SUMMARY to I Location Number Segment Segment Location Summer 1996 Summer 1997 Summer 1998 Summer 1999 Summer 2000 Location Number Segment Segment Location ADT Peak LOS ADT Peak LOS ADT Peak LOS ADT Peak LOS ADT Peak LOS 1 Palomar Airport Road Paseo Del Norte and Armada Drive 42,895 A 52,811 A 53,202 A 54.941 A 2 Palomar Airport Road Yarrow Drive and El Camino Real 24,395 A 26,630 A 30,858 A 29,545 A 31,070 A 3 Palomar Airport Road El Camino Real and El Fuerte Street 37,610 B 41,450 B 46,508 C 45,343 B 48,343 B 4 Palomar Airport Road Melrose Drive and Business Park Drive 37,925 c 40,545 D 45,510 D 46,485 A 47,953 B 5 El Camino Real Plaza Drive and Marron Road 32,345 A 33,220 A 36,321 A 35,815 A 34.556 A 6 El Camino Real Tamarack Avenue and Kelly Drive 23,945 A 26,615 A 27,474 A 30,254 A 29.779 A 7 El Camino Real Faraday Avenue and Palomar Airport Road 26,475 A 29,445 A 30,996 A 31,674 A 32,590 A 8 El Camino Real Camino Vida Roble and Cassia Road 25,150 A 28,070 A 28,486 A 28,568 A 27,645 A 9 El Camino Real Arenal Road and Costa Del Mar Road 30,715 A 32,565 A 34,199 A 35,532 A 37,201 A 10 El Camino Real La Costa Avenue and Levante Street 26,505 A 30,415 A 33,813 A 33,686 A 29,857 A 11 El Camino Real Levante Street and Calle Barcelona 25,905 A 30,220 A 33,995 A 35,148 A 30,373 A 12 Carlsbad Boulevard State Street and Mountain View Drive 13,250 A 12,910 A 15,133 A 15,480 A 16,091 A 13 Carlsbad Boulevard Cannon Road and Cerezo Road 15,065 A 14,515 A 16,832 A 18,784 A 17,918 A 14 Carlsbad Boulevard Island Way and Poinsettia Lane 12,200 A 15,470 A 14,714 A 16,084 A 15,894 A 15 Carlsbad Boulevard Avenida Encinas & La Costa Avenue 12,175 A 14,870 A 14,970 A 16,492 A 17,888 A 16 La Costa Avenue Piraeus Street and Saxony Road 30,540 c 30,575 c 32,266 A 29,388 A 17 La Costa Avenue Romeria Street and Cadencia Street 11,280 A 11,370 A 12,231 A 11,884 A 10,599 A 18 Rancho Sanla Fe Road Melrose Drive and La Costa Meadows Drive 23,560 A 23,330 A 25,486 A 26,167 A 28,848 C 19 Rancho Santa Fe Road Questhaven Road and Cadencia Street 20,500 A 20,995 A 22,448 B 25,126 C 26,214 C 20 Rancho Santa Fe Road Olivenhain Road and Avenida La Posta/Calle Acervo 11,305 A 11,785 A 11,538 A 14,191 A 15,650 A 21 Carlsbad Village Drive Pontiac Drive and Victoria Avenue 5,180 A 5,245 A 5,479 A 8,184 A 6.898 A 22 Poinsettia Lane Paseo Del Norte and Batiquitos Drive 15,105 A 18,800 A 21,476 A 20,381 A 20,526 A 23 Tamarack Avenue El Camino Real and La Portalada Drive 7,045 A 7,270 A 7,302 A 8,280 A 8.159 A 24 Paseo Del Norte Camino Del Parque (north) and Palomar Airport Road 8,100 A 8,670 A 8,405 A 8,999 A 8.970 A 25 Paseo Del Norte Palomar Airport Road and Car Country Drive 6,140 A 6,185 A 16,086* A 15,155 A 16,4.16 A 26 College Boulevard Aston Avenue and Palomar Airport Road 11,410 A 12,680 A 14,386 A 14,398 A 14,060 A 27 Alga Road Corintia Street & El Fuerte Street 7,860 A 8,165 A 9,014 A 8,988 A 11.209 A * Increase due lo new devehpmenl, change in count localion or a combmation of the-te factors. All twenty-seven (27) of the mid-block link locations for this 2000 report were previously analyzed in the 1999 report. Of these twenty-seven (27) locations, fourteen (14) link count stations experienced an increase in ADT from the previous count period. The increases ranged from less than one (1) percent to twenty -five (25) percent with an average increase of seven (7) percent. The other thirteen (13) sites showed a decrease in the recorded ADT volumes from the previous count period. The decreases ranged from less than one (1) percent to sixteen (16) percent with an average decrease of six (6) percent. Based on the twenty-seven (27) comparative locations, overall traffic volumes have increased by less than one (1) percent during the last year. This is less than the previous year when the annual growth rate averaged three (3) percent. Although traffic grew at a significant pace in some areas of the City between 1999 and 2000, other areas have seen significant decreases. Street improvements and altemative routes have been implemented during this time period and only two mid-block links were found to operate beyond Level of Service B. This indicates that the number of through lanes provided on major roadways in the City of Carlsbad are generally appropriate for the prevailing traffic conditions. It is important to recognize that although mid-block link analysis is an accurate assessment of the number of through lanes provided on major street segments, roadway conditions in an urban setting are often determined by the operations at major intersections. Chapter 3 provides a description of intersection operations in Carlsbad in thfe Summer 2000 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 fifty-four (54) intersections. Figure 3-1 graphically identifies the location of each of the intersections included in the study. The tum movement counts were conducted during the AM peak period (6:00 to 9:00 AM) and the PM peak period (3:30 to 6:30 PM). The data fi-om each three-hour period was subdivided into fifteen-minute intervals, and vehicle tuming movement counts were summarized during each interval. This assured that the peak hour would be clearly identified for both the AM and PM peak periods. All counts were conducted during the middle of the week (either Tuesday, Wednesday, or Thursday) and the actual count day(s) and date(s) are shown in the Appendix. To aid in the reduction of the field data, 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 fifty-three (53) of the fifty-four (54) intersections. ICU calculations were performed based on the following lane group capacities: Lane Group Capacitv Thm Lanes 2000 vehicles per hour green per lane Tum Lanes 1800 vehicles per hour green per lane Dual Tum Lanes 1800 vehicles per hour green per lane These lane group capacities were based on field studies conducted during the 1991 Traffic Monitoring Program with the exception of the Dual Tum Lanes capacity, which has been increased from 1620 to 1800 vehicles per hour green per lane from last year's report, based upon field studies. 3-1 Acervo INTERSECTION LOCATION MAP Figure 3-1 Legend: Count Locations Q Intersection Count Location XX Intersection Count Number 3-2 The 2000 intersection ICU was correlated to the level of service for the fifty-three (53) signalized locations as follows: SIGNALIZED INTERSECTIONS LEVEL OF SERVICE RANGES (ICU Methodology) Ratio LOS 0.00 - 0.60 A 0.61-0.70 B 0.71-0.80 C 0.81-0.90 D 0.91-1.00 E Greater than 1.00 F It is important to note that the ICU procedure was developed for use at individual signalized intersections. At locations where traffic volumes are heavy, it is possible for traffic waiting at a signalized intersection to back up into nearby adjacent intersections. When this occurs, drivers may experience additional delay. The ICU procedure does not address this situation. Instead, the ICU procedure reports the level of service at each intersection as if there were no backups up traffic from adjacent intersections. Based on observations of traffic along the street system in Carlsbad, traffic backups from adjacent intersections tend to occur in the area of Palomar Airport Road east of Interstate Highway 5 and in the area of El Camino Real south of State Route 78. In these areas, the results of the ICU procedure should be used with the knowledge that the procedure may report better results than are actually achieved. For certain types of analyses, it may be desirable to utilize intersection capacity procedures more detailed than the ICU procedure that are designed to analyze systems of signalized intersections. The remaining unsignalized intersection (Carlsbad Village Drive and Tamarack Avenue) could not be analyzed using ICU procedures. This intersection is all-way stop-controlled and it was evaluated using unsignalized analysis procedures pubhshed in the 1997 Highwav Capacitv Manual. In previous years, unsignalized minor-street stop-controlled intersections were included in the Traffic Monitoring Program. All-way stop-controlled and Minor-street stop-controlled intersections were analyzed using the Highwav Capacitv Manual using LOS criteria summarized in the following table: 3-3 UNSIGNALIZED INTERSECTIONS LEVEL OF SERVICE CRITERIA DelavA^ehicle (sec) LOS <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 The following observations were made during the course of the 2000 count program: • The intersection of Palomar Airport Road and El Camino Real experienced the effects of constmction throughout the summer count period. While the count shown in this report is considered to be a reasonable representation of Summer 2000 conditions, the constmction activity made it impossible to collect a count that would be typical of normal traffic conditions. The results should be used with judgement • The intersection of El Camino Real and La Costa Avenue improved from LOS D to LOS B during this year's count season. This is primarily due to the recent connection of Leucadia Boulevard from El Camino Real to Interstate 5. This intersection realized significant reductions in northbound left and eastbound right tuming vehicles previously using La Costa Avenue to access Interstate 5, which now take the new altemate route to the south. After analyzing the results of the Summer 2000 count season, five (5) intersections were identified as operating at Level of Service D, E or F during the AM or PM peak hours. The intersections of El Camino Real and Palomar Airport Road, Palomar Airport Road and El Fuerte Street, Rancho Santa Fe Road and Melrose Drive, Rancho Santa Fe Road and Questhaven Road and I-5/Caimon Road Northbound Ramps were then fiirther analyzed to determine the Level of Service during each 15-minute interval of the peak hour. All five (5) 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 from the resulting hourly volumes. As a result of this analysis, the intersections of Rancho Santa Fe Road and Melrose Drive and Palomar Airport Road and El Camino Real were found to operate at Level of Service E or F for three out of four fifteen minute periods of the AM peak hour. The ICU and LOS for the Summer coimt seasons of 1996 through 2000 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 five (5) intersections identified as operating at or below LOS D follows: 3-4 El Camino Real and Palomar Airport Road This intersection has experienced continuing traffic growth since improvements were completed along Palomar Airport Road. A capacity result of LOS E and a v/c ratio of 1.00 was calculated in the AM peak hour. A capacity result of LOS E and a v/c ratio of 0.92 was calculated in the PM peak hour. As mentioned above, construction activity was present during the entire Summer 2000 count period and the count included in this report is not necessarily representative of typical conditions. Significant improvement in intersection operations is expected to occur in the near future when additional exclusive right turn lanes are added on the northbound and westbound approaches. Some decreases in traffic may occur as parallel roadways are built, particularly the segment of Aviara Parkway between Palomar Airport Road and Poinsettia Lane. In addition, improvements along Faraday Avenue and Cannon Road may decrease traffic at this intersection. Palomar Airport Road and El Fuerte Street This intersection continues to operate at Levels of Service worse than LOS C for the fifth straight year. The 2000 AM peak period LOS is D and the ICU ratio is 0.86. The PM peak period LOS is C and the ICU ratio is 0.78. The year's traffic is slightly worse over 1999 conditions, further improvement is likely to be achieved by adding a third eastbound through lane and second left turn lane, both of which are currently under construction. Rancho Santa Fe Road and Melrose Drive This intersection experienced operating conditions beyond LOS D for the second year in a row. The AM peak hour experienced LOS E operations with an ICU ratio of 0.96 and the PM peak hour experienced LOS C with an ICU ratio of 0.77. There is currently a project in the design stage that will add additional capacity both north and southbound. Rancho Santa Fe Road and Questhaven Road This intersection experienced operating conditions beyond LOS C for the first year since its signalization between the 1998 and 1999 studies. In the PM peak hour, the ICU ratio is 0.83 and the level of service is LOS D. There is currently a project in the design stage that will add additional capacity both north and southbound. 3-5 I-5/Cannon Road Northbound Ramps This intersection experienced LOS D operations in the PM peak hour with an ICU ratio of 0.81. This is an increase from the previous years' ICU ratio of 0.76 and the level of service C. It is believed that a significant amount of the traffic at this intersection is caused by recent nearby development and the need to access Interstate 5 via the westbound through and right turn lanes at this intersection. These two movements have increased by seventy-six (76) and twenty-three (23) percent, respectively, over last year's volumes. This situation could continue to degrade to LOS E or F conditions if additional capacity isn't constructed. In particular, the westbound right turn, which makes up sixty-seven (67) percent of the current ICU ratio of 0.81, is an important factor in the calculation. 3-6 Table 3-1 INTERSECTION CAPACITY UTILIZATION ANALYSIS SUMMARY SUMMER 1996 SUMMER 1997 SUMMER 1998 SUMMER 1999 SUMMER 2000 Count * I 2. 3. 4. 5. 6. 7. 8. 9. 10. II. 12. 13. 14. 15. 16. 17. 18. 19. 20. 21. 22. 23. 24. 25 PEAK HOUR PEAK IIOUK PEAK IIOUK PEAK HOUR PEAK HOUR AM PM AM PM AM PM AM FM AM PM Count Inlencction/Location ICU Kalio LOS ICU Kalio LOS ICU Kalio LOS ICU Ralio LOS ICU Ralio LOS ICU Ralio LOS ICU Ralio LOS ICU Ratio LOS ICU Ralio LOS ICU Ralio LOS College Boulevard & Faraday Avenue 0.35 A 0.42 A El Camino Real & Plaza Drive 0.38 A 0.75 c 0.38 A 0.72 C 0.44 A 0.72 C El Camino Real & Marron Road 0.41 A 0.71 C 0.40 A 0.57 A 0.46 A 0.54 A El Camino Real & Hosp Way 0.40 A 0.44 A 0.40 A 0.43 A 0.38 A 0.40 A El Camino Real & Carlsbad Village Drive 0.54 A 0.68 B 0.52 A 0.63 B 0.50 A 0.64 B 0.56 A 0.61 B 0.59 A 0.65 B El Camino Real & Tamarack Avenue 0.59 A 0.60 A 0.66 B 0.77 C 0.56 A 0.60 A 0.74 C 0.63 B 0.75 C 0.70 B El Camino Real & College Boulevard 0.44 A 0.54 A 0.47 A 0.66 B 0.46 A 0.63 B 0.51 A 0.61 B 0.47 A 0.64 B El Camino Real & Faraday Avenue 0.68 B 0.84 D 0.66 B 096 E 0.44 A 0.74 C 0.67 B 0.71 C 0.68 B 0.72 C El Camino Real & Palomar Airport Road 0.63 B 0.78 C 0.64 B 0.84 D 0.94 E 0.98 E 1.07 F 0.97 E LOO E 0.92 E El Camino Real & Camino Vida Roble 0.53 A 0.54 A 0.51 A 0.58 A 0.62 B 0.69 B 0.50 A 0.58 A 0.55 A 0.67 B El Camino Real & Dove Lane 0.39 A 050 A 0.35 A 0.57 A 0.38 A 0.56 A El Camino Real & Alga Road / Aviara Parkway 0.49 A 0.63 B 0.49 A 0.72 C 0.45 A 0.71 C 0.47 A 0.69 B 0.58 A 0.62 B El Camino Real & La Costa Avenue 0.77 C 0.74 C 0.65 B 0.72 C 0.76 C 0.92 E 0.70 B 0.86 D 0.62 B 0.67 B El Camino Real & Levante Streel 0.36 A 0.53 A 0.39 A 0.64 B 0.38 A 0.50 A 0.44 A 0.51 A 0.35 A 0.44 A Palomar Airport Road & Avenida Encinas 054 A 0.69 B 052 A 0.74 C 0.49 A 0.65 B 0.50 A 0.69 B 0.54 A 0.67 B Palomar Airport Road & Paseo del Norte 0.60 A 0.70 B 0.66 B 0.69 B 0.68 B 0.72 C 0.72 C 0.71 C 0.64 B 0.78 C Palomar Airport Road & Armada Drive / Costco Entrance 0.62 B 068 B 0.57 A 0.65 B 0.57 A 0.70 B Palomar Airport Road & College Boulevard/Aviara Parkway 0.63 B 0.82 D 0.61 B 0.72 C 0.57 A 0.74 C 0.64 B 0.73 C 0.54 A 0.71 C Palomar Airport Road & Camino Vida Roble 0.54 A 0.62 B 053 A 0.64 B 0.52 A 0.59 A 0.55 A 0.64 B 0.54 A 0.50 A Palomar Airport Road & El Fuerte Street 0.88 D 1.06 F 0.97 E 1.01 F 0.83 D 0.93 E 0.78 C 0.81 D 0.86 D 0.78 C Carlsbad Boulevard & Carlsbad Village Drive 0.31 A 0.54 A 0.30 A 0.51 A 0.34 A 0.62 B 0.35 A 0.67 B 0.34 A 0.68 B Carlsbad Boulevard & Tamarack Avenue 0.33 A 0.53 A 0.34 A 052 A 0.36 A 0.66 B 0.33 A 0.55 A 0.38 A 0.63 B Carlsbad Boulevard & Cannon Road 0.36 A 0.64 B 0.39 A 0.89 D 0.40 A 0.88 D 0.38 A 0.79 C Carlsbad Boulevard & Poinsettia Lane 028 A 0.46 A 029 A 048 A 0.29 A 0.50 A 0.25 A 0.41 A 0.27 A 0.46 A Rancho Santa Fe Road & Melrose Drive 0.87 D 066 B 0.82 D 0.69 B 1.02 F 0.81 D 1.02 F 0.78 C 0.96 E 0.77 C • • ICU ratio nul tifiplii-ahle lo this unsignalized localion. Inianevliun \nu found lo be oul of range of IIK HCM prtKcdutex. previous TRB procedures were used Table 3-1 (Continued) INTERSECTION CAPACITY UTILIZATION ANALYSIS SUMMARY SUMMER \996 PEAK HOUR SUMMER 1997 PEAK HOUR SUMMER 1998 PEAK HOUR SUMMER 1999 PEAK HOUR SUMMER 1000 PEAK HOUR UJ I 00 AM PM AM PM AM PM AM PM AM PM Count H Count Intersection/Location ICU Ratio LOS ICU Ralio LOS ICU Kalio LOS ICU Ralio LOS ICU Ralio LOS ICU Ratio LOS ICU Ralio LOS ICU Ratio LOS ICU Ratio LOS ICU RaUo LOS 26. Rancho Santa Fe Road & La Cosla Meadows Drive 0,58 A 066 B 0.61 B 0.69 B 0,64 B 0.72 "c~ 0,61 B 0,74 ~C~ 0,68 B 0.75 c 27. Rancho Sanla Fe Road & Questhaven Road ** A ** A A «* A ** A ** A 0.68 B 0,74 C 0.73 C 0.83 D 28. Rancho Sanla Fe Road & La Costa Avenue 060 A 0.56 A 0,56 A 0.58 A 0,55 A 0.61 B 0.58 A 0.65 B 0.62 B 0.61 B 29. Rancho Santa Fe Road & Olivenhain Road/Camino Alvaro 049 A 0,43 A 0.47 A 0.47 A 0.53 A 0.52 A 0.54 A 0.55 A 0.63 B 0,62 B 30 Carlsbad Village Drive & Slate Slreel 0,28 A 0,42 A 022 A 0,40 A 0,25 A 0.40 A 0,23 A 037 A 0.23 A 0.37 A 31, Carlsbad Village Drive & Roosevell Slreel 0.27 A 0,41 A 0.29 A 0.41 A 0.27 A 0.49 A 0.27 A 0 41 A 32. Carlsbad Village Drive & Madison Streel 0,25 A 0.39 A 0.26 A 0.39 A 0.25 A 0.39 A 33. Carlsbad Village Drive & Jeflerson Slreet 0.29 A 048 A 030 A 0,46 A 0.29 A 0.50 A 0,30 A 0.44 A 0.30 A 0.46 A 34. Carlsbad Village Drive & Harding Streel 0.37 A 0,53 A 034 A 0,55 A 0.35 A 0.59 A 0.38 A 053 A 0.40 A 0.53 A 35. Poinseua Lane & Baliquilos Drive ** B «** C 0,39 A 0.39 A 0.39 A 0.49 A 0.41 A 0,47 A 0.41 A 0.42 A 36. Poinsetta Lane & Paseo del Norte 0.44 A 0,40 A 0,47 A 0.50 A 0.50 A 0.52 A . 0,57 A 0,59 A 0.56 A 0.57 A«. 37. Poinseua Lane & Avienda Encinas 0.33 A 0.42 A 0,35 A 0.43 A 0,38 A 0.52 A 0,31 A 0.47 A 0.43 A 0.58 A 38. Tamarack Avenue & Carlsbad Village Drive *** B *** B *** . C *•« C ** A ** A «« A ** A «• A *• A 39. Alga Road & Melrose Drive 0.43 A 0.45 A 0.50 A 0.46 A 40. Alga Road & El Fuerte Streel 0.39 A 0,28 A 0,25 A 0.34 A 0.35 A 0.30 A 0.38 A 0.36 A 0.45 A 0.40 A 41. JefTerson Slreel & Marron Road 0.32 A 0.81 D 0.33 A 0.71 C 42. Monroe Streel & Matron Road 0.30 A 0.48 A 0.26 A 0.52 A 0,26 A 0.54 A 43. l-S/Carlsbad Village Drive Southbound Ramps 0,52 A 0.67 B 0.51 A 0.69 B 0.59 A 0.75 C 0.55 A 0.72 C 0.53 A 0.71 C 44. I-5/Carlsbad Village Drive Northbound Ramps 0,50 A 0.81 D 0.53 A 0.67 B 0.49 A 0.68 B 0.55 A 0.67 B 0.55 A 0.64 B 45. 1-5/Tamarack Avenue Southbound Ramps 0,63 B 0.49 A 0.56 A 0.43 A 0.58 A 0.46 A 0.58 A 0.40 A 0.58 A 0.49 A 46. 1-5/Tamarack Avenue Northbound Ramps 0,44 A 0.71 C 0.48 A 0.64 B 0.49 A 0.60 A 0.48 A 0.62 B 0.51 A 0.66 B 47. l-5/Cannon Road Southbound Ramps ** D A D «* A 0.41 A 0.39 A 0,38 A 0.36 A 48. l-5/Cannon Road Northbound Ramps «« A ** C A 4* A 0.39 A 0.76 C 0.47 A 0.81 D 49. 1-5/Palomar Airport Road Southbound Ramps 0.50 A 0.46 A 0.51 A 0.38 A 0.51 A 0.45 A 0.54 A 0.47 A 0.49 A 0.52 A 50. I-5/Palomar Airport Road Northbound Ramps 085 D 1.46 F ' 0.73 C 0.97 E 0.76 C 0.90 D 0.79 C 0.72 C 0.70 B 0.71 C 51. 1-5/Poinseltia Lane Southbound Ramps 0.38 A 0,50 A 0.42 A 0.51 A 0.40 A 0.55 A 0.42 A 0.57 A 0,37 A 0.41 A 52. I-5/Poinsetlia Lane Northbound Ramps 0,39 A 0,41 A 0.40 A 0.48 A 0.43 A 0.50 A 0.47 A 0.64 B 0,43 A 0.55 A 53. 1-5/La Cosla Avenue Southbound Ramps 0.48 A 053 A 0.59 A 0.60 A 0.55 A 0.52 A 0.50 A 0.49 A 54. I-5/La Cosla Avenue Northbound Ramps 0.46 A 0.51 A 0,57 A 0.62 B 0.55 A 0.63 B 0.53 A 0.56 A • • /('// ralio nol a{>plicable lo ihis unsignalized liKulion. Inlerseclion HUS found lo be oul of range of llie new HCM pnttedures. previous IRH procedures were used Acervo 2000 AM PEAK HOUR INTERSECTION LEVELS OF SERVICE Figure 3-2 Legend: XX Intersection Count Locations m LOS AB or C O LOS D O LOSE LOS F 3-9 Acervo 2000 PM PEAK HOUR INTERSECTION LEVELS OF SERVICE Figure 3-3 Legend: XX Intersection Count Locations m LOSABorC O LOSD O LOSE LOSF "n-":t:":-i-i rsior ,OOTF:?=. 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. Fifty-three (53) of the fifty-four (54) intersections and all twenty-seven (27) mid-block link locations have been studied in previous Traffic Monitoring reports. The results of the mid-block link counts indicate that overall traffic has increased by an average of less than one (1) percent from last year. Two segments along Rancho Santa Fe Road are operating at LOS C during the peak hour. All other roadways are operating at LOS A or B. The information contained in Chapter 3 identifies five (5) critical intersections from the fifty- four (54) study locations. The intersection of El Camino Real and Palomar Airport Road operates at LOS E for both the AM and PM peak hours. Rancho Santa Fe Road and Melrose Drive operates at LOS E in the AM peak hour. LOS D traffic conditions were indicated in the PM peak hour at the intersections of Rancho Santa Fe Road and Questhaven Road and I-5/Cannon Road Northbound Ramps. Also, LOS D conditions were calculated in the AM peak hour for the intersection of Palomar Airport Road and El Fuerte Street. 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 monitoring and additional geometric analysis. In conclusion, this report was developed for the City of Carlsbad as the twelfth annual Traffic Monitoring Program for the Growth Management Plan. Critical intersections have been identified and potential mitigation measures have been discussed. The intent of this document is to provide City staff with an indication of the current status of the overall circulation system in terms of intersection and segment capacities and Levels of Service. This report will also be used as a tool for the accurate identification of conditions in specific areas of the City and to identify critical locations that warrant close attention in the future. The City may utilize the conclusions of this report to aid in the creation of a future scope of work for additional traffic monitoring. 4-1 APPENDIX A INTERSECTION SUMMARY INTERSECTION TURN MOVEMENT COUNTS Fifty-four (54) key intersections were identified by the City of Carlsbad to be studied under the Traffic Monitoring Program of the Growth Management Plan. Figure A-1 graphically identifies the location of each of the intersections included in the study. Table A-1 documents the dates on which each tuming movement count was performed. The data was collected for the AM and PM peak periods and completed during the months of July and August of 2000. The AM peak period was from 6:00 to 9:00 AM, and the PM peak period was from 3:30 to 6:30 PM. It consisted of turn movement counts for each approach for all fifty-four (54) intersections. Pedestrian and U-tum data was also collected at each intersection. The data was then reduced and intersection capacity utilization analysis was performed for each signalized intersection. (Unsignalized locations were analyzed with procedures outlined in the 1997 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 fifty-four (54) intersections during the AM and PM peak hours. When reviewing the reduced intersection data within the following appendix, it should be noted that pedestrian flow for a given vehicular approach is the flow in the crosswalk interfering with right tums from the approach. Thus, for a westbound approach, the pedestrian flow in the north crosswalk would be used; for an eastbound approach, the south-crosswalk flow; for a northbound approach, the east- crosswalk flow; and for a southbound approach, the west-crosswalk flow. m Olivenhain 1 Road J ?/ S 1 pel 1 i\> Acervo INTERSECTION LOCATION MAP Figure A-1 Legend: Count Locations Q Intersection Count Location XX Intersection Count Number ^iT^OM rvioi -OO ip:;j=i Location Number Table A-1 COUNT DATE SUMMARY SHEET 2000 TRAFFIC MONITORING PROGRAM Count Intersection/Location Count Day Count Date 1. College Boulevard & Faraday Avenue Thurs. 8/3 2. El Camino Real & Plaza Drive Tues. 8/1 3. El Camino Real & Marron Road Tues. 8/1 4. El Camino Real & Hosp Way Wed. 8/2 5. El Camino Real & Carlsbad Village Drive Tues. 8/22 6. El Camino Real & Tamarack Avenue Wed. 8/2 7. El Camino Real & College Boulevard Thurs. 8/3 8. El Camino Real & Faraday Avenue Thurs. 8/3 9. El Camino Real & Palomar Airport Road Thurs. 7/20 10. El Camino Real & Camino Vida Roble Wed. 7/19 11. El Camino Real & Dove Lane Tues. 8/15 12. El Camino Real & Alga Road / Aviara Parkway Tues. 8/15 13. El Camino Real & La Costa Avenue Tues. 8/15 14. El Camino Real & Levante Street Wed. 8/16 15 Palomar Airport Road & Avenida Encinas Wed. 7/19 16. Palomar Airport Road & Paseo del Norte Tues. 7/18 17. Palomar Airport Road & Armada Drive / Costco Entrance Wed. 7/19 18. Palomar Airport Road & College Boulevard/Aviara Parkway Tues. 8/22 19. Palomar Airport Road &. Camino Vida Roble Wed. 7/19 20. Palomar Airport Road & El Fuerte Street Thurs. 7/20 21. Carlsbad Boulevard & Carlsbad Village Drive Thurs. 7/27 22. Carlsbad Boulevard &. Tamarack Avenue Tues. 7/25 23. Carlsbad Boulevard &. Cannon Road Tues. 8/8 24. Carlsbad Boulevard &. Poinsettia Lane Thurs. 7/20 25. Rancho Santa Fe Road & Melrose Drive Thurs. 8/17 Table A-i (Continued) COUNT DATE SUMMARY SHEET 2000 TRAFFIC MONITORING PROGRAM Location Count Intersection/Location Count Day Count Date 26. Rancho Santa Fe Road &. La Costa Meadows Drive Thurs. 8/17 27. Rancho Santa Fe Road & Questhaven Road Thurs. 8/17 28. Rancho Santa Fe Road & La Costa Avenue Wed 8/16 29. Rancho Santa Fe Road & Olivenhain Road/Camino Alvaro Wed. 8/16 30. Carlsbad Viliage Drive tfe State Street Wed. 7/26 31. Carlsbad Village Drive & Roosevelt Street Thurs. 7/27 32. Carlsbad Village Drive & Madison Street Wed. 7/26 33. Carlsbad Village Drive & Jefferson Street Wed. 7/26 34. Carlsbad Village Drive & Harding Street Wed. 7/26 35. Poinsettia Lane & Batiquitos Drive Thurs. 8/10 36. Poinsettia Lane & Paseo del Norte Wed. 8/9 37. Poinsettia Lane & Avenida Encinas Wed. 8/9 38. Tamarack Avenue <fe Carlsbad Viliage Drive Tues 7/25 39. Alga Road <fe Melrose Drive Thurs. 8/17 40. Alga Road & El Fuerte Street Wed. 8/16 41. Jefferson Street & Marron Road Tues 8/1 42. Monroe Street & Marron Road Tues 8/1 43. I-5/Carlsbad Village Drive Southbound Ramps Thurs. 7/27 44. 1-5/Carlsbad Village Drive Northbound Ramps Thurs. 7/27 45. I-5/Tamarack Avenue Southbound Ramps Tues. 7/25 46. 1-5/Tamarack Avenue Northbound Ramps Tues. 7/25 47. I-5/Cannon Road Southbound Ramps Tues. 8/8 48. i-5/Cannon Road Northbound Ramps Tues. 8/8 49. 1-5/Palomar Airport Road Southbound Ramps Tues. 7/18 50. I-5/Palomar Airport Road Northbound Ramps Tues. 7/18 51. I-5/Foinsettia Lane Southbound Ramps Wed. 8/9 52. 1-5/Poinsettia Lane Northbound Ramps Wed. 8/9 53. I-5/La Costa Avenue Southbound Ramps Thurs. 8/10 54. 1-5/La Costa AvenueNorthbound Ramps Thurs. 8/10 Table A-2 INTERSECTION LEVEL OF SERVICE 2000 TRAFFIC MONITORING PROGRAM Location Number Count Intersection/Location AM ICU Ratio LOS PM ICU Ratio LOS 1. College Boulevard 8L Faraday Avenue 0.35 A 0.42 A 2. El Camino Real & Plaza Drive 0.44 A 0.72 C 3. El Camino Real & Marron Road 0.46 A 0.54 A 4. El Camino Real .& Hosp Way 0.38 A 0.40 A 5. El Camino Real & Carlsbad Village Drive 0.59 A 0.65 B 6. El Camino Real & Tamarack Avenue 0.75 C 0.70 B 7. El Camino Real & College Boulevard 0.47 A 0.64 B 8. El Camino Real & Faraday Avenue 0.68 B 0.72 C 9. El Camino Real & Palomar Airport Road LOO E 0.92 E 10. El Camino Real & Camino Vida Roble 0.55 A 0.67 B 11. El Camino Real & Dove Lane 0.38 A 0.56 A 12. El Camino Real & Alga Road / Aviara Parkway 0.58 A 0.62 B 13. El Camino Real & La Costa Avenue 0.62 B 0.67 B 14. El Camino Real & Levante Street 0.35 A 0.44 A 15. Palomar Airport Road & Avenida Encinas 0.54 A 0.67 B 16. Palomar Airport Road & Paseo del Norte 0.64 B 0.78 C 17. Palomar Airport Road & Armada Drive / Costco Entrance 0.57 A 0.70 B 18. Palomar Airport Road & College Boulevard/Aviara Parkway 0.54 A 0.71 C 19. Palomar Airport Road <& Camino Vida Roble 0.54 A 0.50 A 20. Palomar Airport Road & El Fuerte Street 0.86 D 0.78 C 21. Carlsbad Boulevard & Carlsbad Village Drive 0.34 A 0.68 B 22. Carlsbad Boulevard & Tamarack Avenue 0.38 A 0.63 B 23. Carlsbad Boulevard & Cannon Road 0.38 A 0.79 C 24. Carlsbad Boulevard & Poinsettia Lane 0.27 A 0.46 A 25. Rancho Santa Fe Road & Melrose Drive 0.96 E 0.77 C Table A-2 (Continued) INTERSECTION LEVEL OF SERVICE 2000 TRAFFIC MONITORING PROGRAM AM PM Location Count ICU LOS ICU LOS Number Intersection/Location Ratio LOS Ratio LOS 26. Rancho Santa Fe Road & La Costa Meadows Drive 0.68 B 0.75 C 27. Rancho Santa Fe Road & Questhaven Road 0.73 C 0.83 D 28. Rancho Santa Fe Road & La Costa Avenue 0.62 B 0.61 B 29. Rancho Santa Fe Road & Olivenhain Road/Camino Alvaro 0.63 B 0.62 B 30. Carlsbad Village Drive & State Street 0.23 A 0.37 A 31. Carlsbad Village Drive & Roosevelt Street 0.27 A 0.41 A 32. Carlsbad Village Drive & Madison Street 0.25 A 0.39 A 33. Carlsbad Village Drive & Jefferson Street 0.30 A 0.46 A 34. Carlsbad Village Drive & Harding Street 0.40 A 0.53 A 35. Poinsettia Lane & Batiquitos Drive 0.41 A 0.42 A 36. Poinsettia Lane &. Paseo del Norte 0.56 A 0.57 A 37. Poinsettia Lane & Avenida Encinas 0.43 A 0.58 A 38. Tamarack Avenue & Carlsbad Village Drive * A * A 39. Alga Road & Melrose Drive 0.50 A 0.46 A 40. Alga Road & El Fuerte Street 0.45 A 0.40 A 41. Jefferson Street & Marron Road 0.33 A 0.71 C 42. Monroe Street & Marron Road 0.26 A 0.54 A 43. I-5/Carlsbad Village Drive Southbound Ramps 0.53 A 0.71 C 44. 1-5/Carlsbad Village Drive Northbound Ramps 0.55 A 0.64 B 45. 1-5/Tamarack Avenue Southbound Ramps 0.58 A 0.49 A 46. 1-5/Tamarack Avenue Northbound Ramps 0.51 A 0.66 B 47. 1-5/Cannon Road Southbound Ramps 0.38 A 0.36 A 48. 1-5/Cannon Road Northbound Ramps 0.47 A 0.81 D 49. 1-5/Palomar Airport Road Southbound Ramps 0.49 A 0.52 A 50. 1-5/Palomar Airport Road Northbound Ramps 0.70 B 0.71 C 51. I-5/Poinsettia Lane Southbound Ramps 0.37 A 0.41 A 52. 1-5/Poinsettia Lane Northbound Ramps 0.43 A 0.55 A 53. 1-5/La Costa Avenue Southbound Ramps 0.50 A 0.49 A 54. 1-5/La Costa AvenueNorthbound Ramps . 0.53 A' 0.56 A "•ICU ratio not applicable to this unsignalized location CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2000 INTERSECTION ANALYSIS SUMMARY Intersection Number: 1 Intersection Location: CoUege Blvd & Faraday Ave Contents: Turn Movement Count Summary Page 1 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Page 2 Turn Movement Diagram P.M. Peak Hour ICU Analysis and Page 3 Turn Movement Diagram I I < > 1 t ,'<. .. 11 City: Carlsbad Intersection of: N/S Street: College Boulevard E/W Street: Faraday Avenue VIU'A TURNING MOVEMENT ANALYSIS File : lnt# 1 Data Collected by Page 1 of 3 Count Date : 08/03/00 Day: Thursday Weather: Sunny Ryan, Vlad Traffic Control : Signalized South ADDroach fNB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 Vehicles Peds min. prd. Left U-trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6.15 AM 17 0 9 31 0 26 0 13 4 0 I 0 4 5 0 10 0 9 9 0 138 0 6;30 AM 25 0 10 39 0 36 0 17 26 0 0 0 12 10 0 7 0 18 7 0 207 0 6:45 AM 18 0 8 18 0 36 0 29 8 0 0 0 20 12 0 8 0 14 2 0 173 0 7:00 AM 13 0 31 39 0 64 0 57 22 0 0 0 29 15 0 18 0 17 I 0 306 0 7:15 AM 31 0 31 79 0 50 0 28 16 0 I I 19 8 0 15 0 39 9 0 327 0 7:30 AM * 31 0 20 74 0 89 0 36 8 0 2 0 24 5 0 10 0 43 2 0 344 0 7:45 AM * 7 0 10 25 0 98 0 57 23 0 3 0 35 13 0 5 0 17 8 0 301 0 8:00 AM * 25 0 31 86 0 81 0 54 20 0 3 0 41 6 0 11 0 42 3 0 403 0 8:15 AM * 24 0 39 62 0 65 0 58 22 0 5 0 45 26 0 17 0 33 3 0 399 0 8:30 AM 38 0 23 56 1 39 I 46 II 0 5 0 34 15 0 22 0 29 4 0 323 I 8:45 AM 19 0 32 56 0 30 0 48 8 0 3 0 16 16 0 15 0 21 2 0 266 0 9:00 AM 16 0 30 51 0 32 0 26 7 0 5 0 16 10 0 18 0 19 1 0 231 0 Max. 15 min. 38 0 39 86 1 98 1 58 26 0 5 1 45 26 0 22 0 43 9 0 403 I Pk. Hr. Vol. 87 0 IOO 247 0 333 0 205 73 0 13 0 145 50 0 43 0 135 16 0 1447 0 Peak Intersection Traffic in Pk. Hr. = 1447 Peak Hr. Factor 0.90 8:15 MA Hour Intersection Pdstrns in Pk. Hr. 0 3:45 PM 14 0 44 38 0 9 0 45 26 2 15 0 35 27 0 31 0 26 36 0 346 2 4:00 PM 9 0 33 14 0 II 0 26 17 0 12 0 34 15 0 49 0 24 12 0 256 0 4:15 PM 17 0 43 18 0 II 0 39 31 0 18 0 47 18 0 74 0 27 43 0 386 0 4:30 PM * 10 0 34 17 0 9 0 36 20 0 14 0 40 16 0 46 0 17 17 0 276 0 4:45 PM * 13 0 63 20 0 17 0 48 36 0 27 0 81 30 0 63 0 22 36 0 456 0 5:00 PM • 5 0 48 23 0 11 0 45 24 2 12 0 38 22 0 48 0 30 35 0 341 2 5:15 PM * 12 0 69 12 0 12 0 55 39 0 23 0 60 18 0 104 0 31 36 0 471 0 5:30 PM 8 0 41 9 0 II 0 27 19 0 10 0 45 14 0 32 0 23 24 0 263 0 5:45 PM 8 0 66 17 0 9 0 58 25 0 7 0 64 13 0 69 0 31 24 0 391 0 6:00 PM 5 0 45 8 0 14 0 30 24 0 9 0 61 16 0 55 0 11 13 0 291 0 6:15 PM 3 0 42 6 0 10 0 27 17 0 17 0 36 17 0 37 0 10 23 0 245 0 6:30 PM 5 0 35 5 0 8 0 24 11 0 8 0 28 3 0 39 0 12 32 0 210 0 Max. 15 min. 17 0 69 38 0 17 0 58 39 2 27 0 81 30 0 104 0 31 43 0 471 2 Pk. Hr. Vol. 40 0 214 72 0 49 0 184 119 2 76 0 219 86 0 261 0 100 124 0 1544 2 4:15 PM Peak Intersection Traffic in Pk, Hr = 1544 Peak Hr. Faclor 0.82 5:15 PM Hour Intersection Pdstrns in Pk. Hr. College Boulevard at Faraday Avenue Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 7:15 AM to 8:15 AM South Appr (NB) Lane Conflg - urations Inside (left) Outside Left Thru Right I I 1 North Appr (SB) Left Thru Right Wesl Appr (EB) Left Thru Right Page 2 of 3 East Appr (WB) Left Thru Right Lane Settings 2 2 0 2 2 Capacity 3600 4000 0 3600 4000 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 87 100 247 333 205 Adjusted Hourly Volume 87 347 0 333 278 Utilization Factor 0.02 0.09 0.00 0.09 0.07 Critical Factors 0,09 0.09 ICU Ratio = 0.35 LOS = A 73 0 1 2 1800 4000 I 2 1800 4000 13 145 50 43 13 195 0 43 O.OI 0.05 0.00 0.02 0.05 0.02 135 151 16 0 Turning Movements at Intersection of: College Boulevard and Faraday Avenue W e s t A P P r Time : 7:15 AM to 8:15 AM Date: 08/03/00 Day : Thursday Name : Ryan, Vlad Totals 503 Sub- trttah 295 208 North Approach 13 145 50 Subtotals Total 73 298 611 205 North 87 0 732 100 434 CoUege Boulevard 740 0 333 J i u n t r 247 129 16 135 43 Total Siihtntals Sub- totals 194 725 Faraday Avenue Totals 919 E a s t A P P r South Approach Note : Left-turn volumes include U-turns. U-turns in bold. CoUege Boulevard at Faraday Aveiiiie Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 4:15 PM to 5:15 PM Left Thru Right Left Thru Right Left Thru Riaht Left Thru Right Lane Inside I I 1 Config-(left) 2 I I 1 1 urations 3 I I I I I 4 5 I 1 I I I 1 I I Outside 6 7 Free-flow Lane Settings 2 2 0 2 2 0 1 2 0 1 2 0 Capacity 3600 4000 0 3600 4000 0 1800 4000 0 1800 4000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 IOO 124 Hourly Volume 40 214 72 49 184 119 76 219 86 261 IOO 124 Adjusted Hourly Volume 40 286 0 49 303 0 76 305 0 261 224 0 Utilization Factor 0.01 0.07 0.00 O.OI 0.08 0.00 0.04 0.08 0.00 0.15 0.06 0.00 Critical Factors O.OI 0.08 0.08 0.15 ICU Ratio 0.42 LOS = A Tuming Movements at Intersection of: CoUege Boulevard and Faraday .Avenue W e s t . A P P r Time: 4:15PM to 5:15 PM Date: 08/03/00 Day : Thursday Name : Ryan, Vlad Totals 640 Sub- totals 259 381 North Approach 76 219 86 Siihtntals Total 119 531 40 0 857 352 184 North 214 326 CoUege Boulevard 766 0 49 J I u n I r 72 414 124 100 261 Total Subtotals Sub- totals 485 340 Faraday Avenue Totals 825 E a s t A P P r South Approach Note : Left-turn volumes include U-turns, U-turns in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2000 INTERSECTION ANALYSIS SUMMARY Intersection Number: 2 Intersection Location: El Camino Real and Plaza Drive Contents: Turn Movement Count Summary Page 1 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Page 2 Turn Movement Diagram P.M. Peak Hour ICU Analysis and Page 3 Turn Movement Diagram City: Carlsbad Intersection of: N/S Street: El Camino Real E/W Street: Plaza Drive VRPA TURNING MOVEMENT ANALYSIS File : Int« 2 Data Collected by : Corey, Mike Page 1 of 3 Count Date : 8/1/00 Day : Weather: Tuesday Sunny Traffic Control: Signalized South Annroach fNB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 Vehicles Peds mm. prd. Left U-Tm Thra Right Peds Left U-Tm Thru Right Peds Left U-Tm Thru Right Peds Left U-Tm Thra Right Peds Vehicles Peds 6:15 AM 0 0 116 5 0 14 5 185 8 0 I 0 I 0 0 3 0 0 11 0 349 0 6:30 AM 16 0 112 1 I 13 3 255 6 2 I 0 I I 0 2 0 I 9 0 421 3 6:45 AM 1 0 138 I 0 18 3 407 4 I 5 0 1 0 I I 0 1 8 0 588 2 7:00 AM 3 0 134 2 0 16 6 438 14 I 6 0 0 0 I 3 0 I 8 0 631 2 7:15 AM • I 0 179 3 I 26 7 387 11 0 5 0 2 0 0 3 0 3 16 0 643 I 7:30 AM * 0 0 186 3 0 30 5 454 5 0 9 0 1 1 I 3 0 0 7 0 704 1 7:45 AM * 0 0 240 4 0 23 3 455 II 0 3 0 2 0 I 13 0 I II 0 766 I 8:00 AM * 15 0 290 5 1 37 10 509 23 0 5 0 0 3 0 3 0 2 7 0 909 I 8:15 AM 2 0 168 4 0 29 7 326 10 2 10 0 2 2 3 2 0 I 12 0 575 5 8:30 AM 0 0 216 7 I 44 0 297 10 0 13 0 5 2 I I 0 0 15 0 610 2 8:45 AM 3 0 196 6 0 41 18 275 17 2 12 0 4 5 0 4 0 3 15 0 599 2 9:00 AM 4 0 206 6 0 56 13 275 23 5 16 0 2 1 3 9 0 2 10 0 623 8 Max. 15 min. 16 0 290 7 I 56 18 509 23 5 16 0 5 5 3 13 0 3 16 0 909 8 Pk. Hr. Vol. 16 0 895 15 2 116 25 1805 50 0 22 0 5 4 2 22 0 6 41 0 3022 4 7:00 AM Peak Intersection Traffic in Pk. Hr. = 3022 Peak Hr. Factor 0.83 8:00 AM Hour Intersection Pdstms in Pk. Hr. 4 3:45 PM * 5 0 407 8 3 76 14. 216 43 0 87 0 6 13 7 12 0 6 71 0 964 10 4:00 PM * 6 0 371 8 I 106 19 263 41 2 79 0 12 18 3 7 0 10 76 0 1016 6 4:15 PM * 5 0 300 2 1 72 11 149 18 0 85 0 13 6 I 9 0 I 67 I 738 3 4:30 PM * 6 0 427 5 0 87 21 251 39 2 IOO 0 10 6 6 15 0 6 94 0 1067 8 4:45 PM 5 1 263 2 I 80 10 227 37 0 98 0 8 12 3 10 0 8 83 0 844 4 5:00 PM 7 0 369 1 0 85 II 291 64 0 76 0 6 7 0 5 0 4 104 0 1030 0 5:15 PM 2 0 253 0 0 78 21 220 49 1 89 0 5 4' 2 15 0 21 82 0 839 3 5:30 PM 4 0 255 I 0 78 15 223 53 4 IOI 0 7 2 1 7 0 6 109 0 861 5 5:45 PM 6 I 260 0 0 58 17 229 60 4 98 0 10 3 7 6 0 3 129 0 880 11 6:00 PM 0 0 284 1 1 62 14 214 57 1 103 0 7 10 4 10 0 13 108 0 883 6 6:15 PM 1 0 329 0 0 54 12 271 73 0 95 0 10 5 2 13 0 4 67 0 934 2 6:30 PM 6 I 276 1 0 67 14 163 55 0 116 0 3 4 3 12 0 3 76 I 797 4 Max. 15 min. 7 1 427 8 3 106 21 291 73 4 116 0 13 18 7 15 0 21 129 I 1067 II Pk. Hr. Vol, 22 0 1505 23 5 341 65 879 141 4 351 0 41 43 17 43 0 23 308 1 3785 27 3:30 PM Peak Intersection Traffic in Pk. Hr. = 3785 4:30 PM Hour Intersection Pdstms in Pk. Hr. = 27 Peak Hr. Factor 0.89 El Camino Real at Plaza Drive Lane Configuration for Intersection Capacit>' Utilization Page 2 of3 Pk, Hr. Time Period : South Aoor (NB) North Appr (SB) . West Appr (EB) East Appr (WB) 7:00 AM to 8:00 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 I 1 I I ,1 Config - (left) 2 1 I 1 I I I ,1 urations 3 I I I I 4 I I 5 6 I I I I Outside 7 Free-flow Lane Settings 2 3 0 2 3 0 1 0 1 0 1 1 Capacity 3600 6000 0 3600 6000 0 3800 0 1800 0 2000 1800 Are the North/South phases split (Y/N)? N Aie the East/West phases split (Y/N)? Y Efficiency Lost Factor 0.10 Hourly Volume 16 895 15 141 1805 50 22 5 4 22 6 41 Adjusted Hourly Volume 16 _ 910 0 141 1855 0 22 5 4 0 28 41 Utilization Factor 0.00 0.15 0.00 0.04 0.31 0.00 0.01 0.00 0.00 0.00 O.OI 0.02 Critical Factors 0.00 0.31 O.OI 0.02 ICU Ratio = 0.44 LOS = A Turning Movements at Intersection of: El Camino Real and Plaza Drive Time : 7:00 AM to 8:00 AM North Approach El Camlno Real Date : 8/1/00 Day : Tuesday 2979 Total Name • Corey, Mike 1996 983 Subtotals 25 w e s t A P P r Totals 103 Sub- tolals 72 31 22 5 4 50 1805 141 J i u • t North ^ 1 r 41 6 22 0 Sub- totals 69 136 Subtotals Total 16 895 0 1831 926 2757 15 Plaza Drive Totals 205 E a s t A P P r South Approach Note : Left-turn volumes include U-turns. U-turns in bold. El Camino Real at Plaza Drive Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 3:30 PM to 4:30 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 1 I 1 Config -(left) 2 1 I I 1 I I urations 3 I I I I 4 1 I 5 6 I I I 1 Outside 7 Free-flow Lane Settings 2 3 0 2 3 0 1 0 I 0 1 1 Capacity 3600 6000 0 3600 6000 0 3800 0 1800 0 2000 1800 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? Y Efficiency Lost Factor O.IO Houriy Volume 22 1505 23 406 879 141 351 41 43 43 23 308 Adjusted Hourly Volume 22 1528 0 406 1020 0 351 41 43 0 66 308 Utilization Factor O.OI 0.25 0.00 0.11 0.17 0.00 0.09 0.00 0.02 0.00 0.03 0.17 Critical Factors 0.25 0.11 0.09 0.17 ICU Ratio = 0.72 LOS = c Turning Movements at Intersection of: El Camino Real and Plaza Drive Time : 3:30 PM to 4:30 PM North Approach El Camino Real Date : 8/1/00 Day : Tuesday 3655 Total Name : Corey, Mike 1426 2229 Subtotals W e s t A P P r Totals 621 Sub- totals 186 435 65 141 879 406 J 1 u 351 41 43 308 23 43 0 North Siihlotals Total 965 ^ t r 22 1505 23 0 1550 2515 Sub- totals 374 405 Plaza Drive Totals 779 E a s t A P P r South Approach Note : Left-turn volumes include U-turns. U-turns in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2000 INTERSECTION ANALYSIS SUMMARY Intersection Number: 3 Intersection Location: £1 Camino Real and Marron Road Contents: Turn Movement Count Summary Page 1 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Page 2 Turn Movement Diagram P.M. Peak Hour ICU Analysis and Page 3 Turn Movement Diagram VJR..F^.A, I i,';<.'.' 1 I IN <. .> I. .ot.; 1 i.t.s-i VRPA TURNING MOVEMENT ANALVSIS Page 1 of 3 City: Carlsbad Intersection of: N/S Street: El Camino Real . E/W Street: Marron Road Count Date : 08/01/00 End of 15 min. prd. 6:15/SLM 6:30 AM 6:45 AM 7:00 AM 7:15 AM 7:30 AM 7:45 AM 8:00 AM 8:15 AM 8:30 AM 8:45 AM 9:00 AM Day: Tuesday Weather: Sunny File : Int# 3 Data Collected by : Traffic Control: Anh, /Angela Signalized Knjith \nnvnach ^NRt North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thra Right Peds Vehicles Peds 4 1 74 3 0 8 0 141 8 0 2 1 7 4 0 8 0 2 12 0 275 0 I 0 69 6 2 8 0 263 8 0 I 1 4 4 4 12 0 2 16 3 395 9 2 0 145 3 0 9 0 362 10 0 3 0 7 II I II 0 7 14 I 584 2 3 0 80 2 0 16 I 435 23 2 2 0 7 8 I 24 0 16 17 2 634 5 4 0 127 5 0 8 0 290 15 0 9 0 11 14 I 16 0 5 20 3 524 4 9 0 184 7 0 15 I 444 22 0 3 0 7 6 0 13 0 8 29 5 748 5 4 0 146 6 0 23 2 470 20 0 5 0 8 12 4 27 0 11 33 2 767 6 4 0 247 12 0 15 I 340 14 0 12 0 24 23 0 27 0 11 26 0 756 0 9 0 132 7 0 13 0 237 15 0 8 0 20 4 I 11 0 11 21 0 488 I 8 0 219 14 0 24 2 177 20 0 10 0 10 6 1 20 0 11 11 0 532 I 13 15 0 0 191 ' 17 0 17 2 228 13 1 11 0 13 15 I 8 0 15 29 1 572 3 13 15 0 0 240 21 0 22 I 218 21 0 17 0 12 4 I 16 0 9 5 I 601 2 15 21 1 247 21 2 24 2 470 23 2 17 1 24 23 4 27 0 16 33 5 767 9 15 21 0 704 30 0 61 4 1544 71 0 29 0 50 55 5 83 0 35 108 10 2795 15 Max. 15 min. Pk. Hr. Vol. 7:00 AM 8:00 AM Peak Hour Intersection Traffic in Pk. Hr. = 2795 Intersection Pdstrns in Pk. Hr. = IS Peak Mr. I'.-iclor 0.91 3.45 PM 27 0 233 15 0 40 1 105 16 0 31 0 32 9 1 32 4:00 PM * 50 0 344 10 0 59 1 205 32 0 49 0 58 38 2 39 4:15 PM * 49 0 281 19 0 32 2 119 9 0 63 0 42 25 0 25 4:30 PM * 54 0 302 23 0 47 1 118 16 0 45 0 41 22 0 41 4:45 PM • 44 1 258 42 0 40 3 132 34 0 49 0 46 30 3 30 5:00 PM 50 0 241 16 0 47 0 174 25 1 50 0 84 9 2 36 5:15 PM 73 0 204 3 0 29 0 128 23 0 51 0 61 18 1 28 5:30 PM 40 0 132 3 0 30 1 92 20 0 54 0 52 26 4 37 5:45 PM 53 0 163 1 0 36 1 134 11 0 48 0 53 23 2 43 6:00 PM 53 0 208 1 0 43 I 60 18 0 46 0 56 14 0 30 6:15 PM 6:30 PM 56 I 182 I 0 56 0 129 19 0 62 0 56 19 0 37 6:15 PM 6:30 PM 60 I 213 1 0 34 0 74 17 0 70 0 37 18 0 32 Max. 15 min. 73 1 344 42 0 59 3 205 34 1 70 0 84 38 4 43 Pk. Hr. Vol. 197 I 1185 94 0 178 7 574 91 0 206 0 187 115 5 135 0 0 0 0 0 0 0 0 0 0 0 0 38 44 25 46 47 44 57 40 39 35 26 22 32 41 26 18 31 30 56 28 42 33 50 36 0 0 0 1 0 0 0 3 1 0 4 4 611 970 717 774 787 806 731 555 647 598 694 615 1 2 0 I 3 3 1 7 3 0 4 4 57 162 56 116 970 3248 3:45 PM Peak 4:45 PM Hour Intersection Traffic in Pk. Hr. = 3248 Intersection Pdstrns in Pk. Hr. = 6 Peak Hr. Factor 0.84 El Camino Real at Marron Road Lane Configuration for Intersection Capacity Utilization Page 2 of3 Pl- Hr TImp Period • South Aoor (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:00 AM to 8:00 AM Lane Left Thru Right Left Thru Right Left Thru Right Left Thru Right 7:00 AM to 8:00 AM Lane Inside 1 I I I Config - urations (left) 2 I 3 4 1 1 I I I 1 I I I I I I I t ( I I I I Outside Free-flow Lane Settings Capacity 2 3600 3 6000 0 0 2 3600 3 6000 0 0 I 1800 2 4000 0 0 1 1800 2 4000 0 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor Hourly Volume Adjusted Hourly Volume Utilization Factor Critical Factors O.IO 21 21 O.OI O.OI 704 734 0.12 30 0 0.00 65 65 0.02 1544 1615 0.27 0.27 71 0 0.00 29 29 0.02 50 105 0.03 0.03 55 0 0.00 83 83 0.05 0.05 35 143 0.04 108 0 0.00 ICU Ratio = 0.46 LOS = A Turning Movements at Intersecfion of: El Camino Real and Marron Road Time : 7:00 AM to 8:00 AM Date: 08/01/00 Day : Tuesday Name: Anh, Angela North Approach 1680 El Camino Real 2525 845 Total Siihtntals w e s t A P P r Totals 261 Sub- tntals 127 134 0 29 50 55 71 1544 65 J i u Subtotals 1682 Total North ^ 1 r 21 704 30 0 755 2437 108 35 83 0 Sub- totals 226 141 Marron Road Totals 367 E a s t A P P r South Approach Note : Left-turn volumes include U-turns. U-tums in bold. El Camino Real at Marron Road Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 3:45 PM to 4:45 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 1 Config- (left) 2 1 urations 3 I 4 I 5 I 1 6 Outside 7 Free-flow I I 1 I 1 I I I I I 1 1 I 1 Lane Settings 2 3 0 2 3 0 1 2 0 I 2 0 Capacity 3600 6000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor O.IO Hourly Volume 198 1185 94 Adjusted Hourly Volume 198 1279 0 Utilization Factor 0.06 Critical Factors 0.21 3600 6000 185 574 185 665 0 1800 4000 0 1800 4000 0 91 0 206 187 206 302 115 0 135 135 162 278 116 0 0.21 0.00 0.05 0.11 0.00 0.11 0.08 0.00 0.08 0.07 0.00 0.05 0. 0.07 ICU Ratio 0.54 LOS = Turning Movements at Intersection of: El Camino Real and Marron Road Time : 3:45 PM to 4:45 PM Date: 08/01/00 Day: Tuesday Name : Anh, Angela North Approach El Camino Real 2364 850 I5I4 Total Subtotals W e s t A P P r Totals 958 Sub- totals 450 508 206 187 115 Siihtntals Total 91 574 185 J i u North n t r 198 1185 94 1 825 1477 2302 116 162 135 Sub- totals 413 459 Marron Road Totals 872 E a s t A P P r South Approach Note : Left-turn volumes include U-turns. U-turns in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2000 INTERSECTION ANALYSIS SUMMARY Intersection Number: 4 Intersection Location: El Camino Real and Hosp Way Contents: Turn Movement Count Summary Page 1 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Page 2 Turn Movement Diagram P.M. Peak Hour ICU Analysis and Page 3 Tiu'n Movement Diagram I I 1 I fM (. ..'1 IC j I I'-.tr-f City: Carlsbad Intersection of: N/S Street: El Camino Real E/W Street: Hosp Way VRPA TURNING MOVEMENT ANALYSIS File : Int# 4 Data Collected by : Tom, Angela Page 1 of 3 Count Date : 8/2/00 Day: Wednesday Weather: Sunny Traffic Control : Signalized 5sniith Annroach TNB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 mm nrd 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 1iiiii. tji\*. 6:15 AM 1 0 80 0 0 3 0 155 0 I 6 0 0 2 0 0 0 0 0 0 247 I 0 6:30 AM I 0 102 0 0 1 I 231 2 0 12 0 0 2 0 4 0 1 0 0 357 I 0 6:45 AM 0 0 78 3 0 3 0 414 6 3 II 0 1 4 2 2 0 0 0 0 522 5 7:00 AM 0 0 37 0 2 2 0 389 5 1 2 0 0 I 0 I 0 0 I 0 438 3 7:15 AM 1 1 68 0 0 3 0 359 6 3 2 0 0 2 0 2 0 1 0 0 445 3 7:30 AM * I 0 134 5 0 11 0 454 8 1 14 0 1 6 1 5 0 1 0 1 0 640 3 7:45 AM * I 0 145 6 2 7 I 268 I 0 15 0 4 13 0 4 0 0 0 1 0 465 2 8:00 AM * 0 0 146 9 0 9 3 454 5 0 14 0 2 14 0 9 0 2 I 0 668 0 8:15 AM * 0 0 173 6 I 8 1 244 8 0 14 0 1 5 0 5 0 2 0 0 467 I 8:30 AM 1 0 159 13 0 14 0 327 7 0 II 0 2 6 0 17 0 7 1 2 565 2 8:45 AM 9:00 AM I 0 55 4 0 8 I 219 4 1 10 0 0 I 0 3 0 2 9 I 0 317 2 8:45 AM 9:00 AM 3 0 169 11 0 3 0 138 0 0 4 0 0 0 0 18 0 0 0 I 0 346 0 Max. 15 min. Pk. Hr. Vol. 3 1 173 13 2 14 3 454 8 3 15 0 4 14 2 18 0 7 9 2 668 5 Max. 15 min. Pk. Hr. Vol. 2 0 598 26 3 35 5 1420 22 I 57 0 8 38 I 23 0 5 I I 2240 6 7:15 AM Peak Intersection Traffic in Pk. Hr. 2240 Peak Hr. Factor 0.84 8:15 AM Hour Intersection Pdstms in Pk. Hr. = 6 3:45 PM 4 I 371 20 0 9 1 237 18 1 10 0 0 4 0 28 0 5 3 0 711 I .4:00 PM 5 0 312 21 0 5 0 131 10 0 6 0 I 2 0 10 0 4 I 0 508 0 4:15 PM * 10 0 412 25 0 I 0 216 16 1 6 0 3 3 0 23 0 4 3 1 722 2 4:30 PM * 9 0 210 48 0 5 1 249 10 0 9 0 7 3 0 22 0 4 5 1 0 582 I 4:45 PM * 17 2 352 94 0 4 0 177 12 0 10 0 7 6 0 11 0 3 3 1 0 698 0 5:00 PM * 16 I 188 57 1 9 0 272 21 1 6 0 8 2 0 24 0 7 2 0 613 2 5:15 PM 21 1 201 58 3 7 1 189 14 2 4 0 7 10 2 15 0 11 I 0 540 7 5:30 PM 39 2 210 111 I II 0 217 20 1 5 0 16 1 I 32 0 16 4 I 684 4 5:45 PM 21 5 260 107 0 9 0 193 28 0 8 0 8 6 0 29 0 4 4 1 0 682 I 6:00 PM II I 243 63 0 4 0 182 16 I 13 0 3 4 1 21 0 2 2 1 0 565 2 6:15 PM 6:30 PM 6 I 276 16 0 9 0 265 24 0 15 0 5. 9 0 20 0 1 0 0 647 0 6:15 PM 6:30 PM 5 2 221 13 0 10 I 150 18 0 10 0 3 4 0 7 0 4 5 0 453 0 Max. 15 min. Pk. Hr. Vol. 39 5 412 III 3 11 1 272 28 2 15 0 16 10 2 32 0 16 5 I 722 7 Max. 15 min. Pk. Hr. Vol. 52 3 1162 224 1 19 1 914 59 2 31 0 25 14 0 80 0 18 13 2 2615 5 4:00 PM Peak Intersection Traffic in Pk. Hr. = 2615 Peak Hr . Factor 0.91 5:00 PM Hour Intersection Pdstms in Pk. Hr. = 5 El Camino Real at Hosp Way Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:15 AM to 8:15 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside I Config -(left) 2 1 I 1 I urations ( 1 I I I I 1 4 1 I ( I I I I Outside 1 Free-flow Lane Settings I 3 0 I 3 0 I I 0 I 1 0 Capacity 1800 6000 0 1800 6000 0 1800 2000 0 1800 2000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? Y Efficiency Lost Factor 0.10 Hourly Volume 2 598 26 40 1420 22 57 8 38 23 5 1 Adjusted Hourly Volume 2 624 0 40 1442 0 57 46 0 23 6 0 Utilization Factor 0.00 0.10 0.00 0.02 0.24 0.00 0.03 0.02 0.00 O.OI 0.00 0.00 Critical Factors 0.00 0.24 0.03 0.01 ICU Ratio = 0.38 LOS = A Turning Movements at Intersection of: El Camino Real and Hosp Way W e s t A P P r Time : 7:15 AM to 8:15 AM Date: 8/2/00 Day : Wednesday Name : Tom, Angela Totals 132 Sub- 'o'als 29 103 North Approach El Camino Real 57 8 38 Subtotals Total I48I 2143 1482 22 1420 40 J i u North *1 t 2 0 2107 1 598 26 626 661 I 5 23 Total Snhtntals Sub- totals 29 69 Hosp Way Totals E a s t A P P South Approach Note : Left-turn volumes include U-turns. U-turns in bold. El Camino Real at Hosp Way Lane Configuration for Intersection Capacity' Utilization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) . West Appr (EB) East Appr (WB) 4:00 PM to 5:00 PM Left Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside Config -(left) : 2 I I 1 1 1 urations S 1 I 1 I 1 1 4 1 1 5 6 I 1 1 I . Outside 7 Free-flow Lane Settings I 3 0 1 3 0 I 1 0 I 1 0 Capacity 1800 6000 0 1800 6000 0 1800 2000 0 1800 2000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? Y Efficiency Lost Factor 0.10 Hourly Volume 55 1162 224 20 914 59 31 25 14 80 18 13 Adjusted Hourly Volume 55 1386 0 20 973 0 31 39 0 80 31 0 Utilization Factor 0.03 0.23 0.00 O.OI 0.16 0.00 0.02 0.02 0.00 0.04 0.02 0.00 Critical Factors 0.23 O.OI 0,02 0.04 ICU Ratio = 0.40 LOS = A Tuming Movements at Intersection of: El Camino Real and Hosp Way W e s t A P P r Time : 4:00 PM to 5.00 PM Date: 8/2/00 Day : Wednesday Name : Tom, Angela Totals 199 Sub- totals 129 70 0 31 25 14 Siihtntak Total North Approach 1011 993 El Camino Real 2200 1 59 914 20 Nortii 1 ] r 55 1162 224 3 1441 2452 1207 13 18 80 0 Total Subtotals Sub- totals 111 268 Hosp Way Totals 379 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 2000 INTERSECTION ANALYSIS SUMMARY Intersection Number: 5 Intersection Location: El Camino Real and Carlsbad Village Drive Contents: Turn Movement Count Summary Page 1 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Page 2 Turn Movement Diagram P.M. Peak Hour ICU Analysis and Page 3 Turn Movement Diagram I I'lt.".,! I p<i(".>i:.oc; City: Carlsbad Intersection of: N/S Street: El Camino Real EAV Street: Carlsbad Village Drive VRPA TURNING MOVEMENT ANALVSIS File: lnt#5R Data Collected by : Craig, Keith Page 1 of3 Count Date: 8/22/00 Day: Tuesday Weather: Sunny Traffic Control: Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Tm Thru Right Peds Left U-Tm Thru Right Peds Left U-Tm Thru Right Peds Left U-Tm Thm Right Peds Vehicles Peds 6:15 AM 3 1 71 5 1 12 2 122 5 0 15 0 5 5 0 7 0 34 25 0 312 1 6:30 AM 6 0 75 4 0 22 3 230 15 0 8 0 10 8 0 5 0 58 28 0 472 0 6:45 AM 5 0 64 3 0 29 0 292 II 0 9 0 23 6 0 10 0 58 55 0 565 0 7:00 AM 9 0 92 2 0 73 1 416 8 0 25 0 23 9 0 9 0 46 52 0 765 0 7:15 AM * 5 0 126 6 0 26 2 368 13 0 21 0 11 10 0 4 0 77 50 0 719 0 7:30 AM • 5 0 133 1 0 30 2 384 12 0 16 0 12 16 0 7 0 68 56 0 742 0 7:45 AM • 7 0 146 1 0 24 1 389 12 0 29 0 17 24 0 20 0 102 82 0 854 0 8:00 AM • 14 0 144 4 0 25 7 445 15 0 24 0 20 31 0 8 0 71 76 0 884 0 8:15 AM 9 0 115 1 0 32 2 304 20 0 36 0 24 15 1 15 0 60 60 0 693 1 8:30 AM 10 0 103 3 0 28 3 271 10 0 27 0 20 13 0 12 0 50 52 0 602 0 8:45 AM 10 0 90 2 0 20 1 266 9 1 17 0 16 13 1 15 1 44 54 1 558 3 9:00 AM 9 1 82 1 0 21 3 165 7 0 14 0 18 II 0 8 0 33 33 0 406 0 Max. 15 min. 14 1 146 6 1 73 7 445 20 1 36 0 24 31 1 20 I 102 82 I 884 3 Pk. Hr. Vol. 31 0 549 12 0 105 12 1586 52 0 90 0 60 81 0 39 0 318 264 0 3199 0 7:00 AM Peak Intersection Traffic in Pk. Hr. 3199 Peak Hr. Factor 0.90 8:00 AM Hour Intersection Pdstms in Pk. Hr. = 0 3:45 PM 18 0 297 II 0 57 3 136 20 0 25 0 37 6 0 15 I 43 39 1 708 1 4:00 PM 14 0 351 5 0 55 0 189 37 0 19 0 45 10 0 7 0 22 33 0 787 0 4:15 PM 30 0 301 9 0 57 3 163 24 0 37 0 64 15 0 6 0 46 37 1 792 1 4:30 PM 24 0 408 10 0 50 4 139 38 0 43 0 58 14 0 4 0 41 33 3 866 3 4:45 PM 39 0 284 27 1 77 2 142 33 0 28 0 53 10 0 10 0 39 18 I 762 2 5:00 PM • 33 0 318 23 0 54 4 173 26 1 25 0 66 10 0 9 1 41 33 1 816 2 5:15 I'M • 39 1 397 49 0 69 I 189 32 0 31 0 79 7 0 8 1 44 30 0 977 0 5:30 PM • 38 0 326 46 0 50 3 167 32 0 41 0 113 18 0 9 0 60 38 0 941 0 5:45 PM * 61 0 290 25 0 47 1 133 23 0 38 0 62 7 0 6 0 67 41 0 801 0 6:00 PM 25 0 287 24 0 65 1 166 36 0 46 0 88 12 0 5 0 26 26 0 807 0 6:15 PM 30 0 225 29 0 56 4 133 40 0 28 0 74 12 0 3 0 54 44 0 732 0 6:30 PM 19 0 313 24 0 67 4 128 22 0 34 0 71 10 0 3 0 30 34 0 759 0 Max. 15 min. 61 1 408 49 1 77 4 189 40 1 46 0 113 18 0 15 1 67 44 3 977 3 Pk. Hr. Vol. 171 1 1331 143 0 220 9 662 113 1 135 0 320 42 0 32 2 212 142 1 3535 2 4:45 PM Peak Intersection Traffic in Pk. Hr. 3535 Peak Hr. Factor 0.90 5:45 PM Hour Intersection Pdstms in Pk. Hr. = 2 El Camino Real at Carlsbad Village Drive Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:00 AM to 8:00 AM Left Thm Right Left Thm Right Left Thm Right Left Thm Right Lane Inside 1 1 Config- (left) 2 1 urations 3 1 4 I 1 5 6 Outside 7 Free-flow I 1 I 1 1 I 1 1 I 1 I 1 1 Lane Setfings I 3 0 1 3 0 I 2 0 I 2 0 1800 6000 Capacity Are the North/Soufli phases split (Y/N)? Are the East/West phases split (Y/N)? 0 N N 1800 6000 0 1800 4000 0 1800 4000 0 EfTiciency Lost Factor O.IO Hourly Volume 31 549 12 117 1586 52 90 60 81 39 318 264 Adjusted Hourly Volume 31 561 0 117 1638 0 90 141 0 39 582 0 Utilization Factor 0.02 0.09 0.00 0.07 0.27 0.00 0.05 0.04 0.00 0.02 0.15 0.00 Critical Factors 0.02 0.27 0.05 0.15 ICU Ratio = 0.59 LOS A Tuming Movements at Intersection of: El Camino Real and Carlsbad Village Drive W e s t A P P r Time : 7:00 AM to 8:00 AM Date: 8/22/00 Day : Tuesday Name : Craig, Keith Totals 632 Sub- totals 401 231 90 60 81 Subtotals Total North Approach 1706 El Camino Real 2670 1755 12 52 1586 117 J I L North 1 t r 31 549 12 0 592 2298 915 264 318 39 Total .Siihtntals Sub- totals 621 Totals 798 177 Carlsbad Village Drive 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 Carlsbad Village Drive Lane Configuration for Intersection Capacity Utilizafion Page 3 of 3 Pk. Hr. Time Period : 4:45 PM to 5:45 PM Soufli Appr (NB) North Appr (SB). West Appr (EB) East Aopr (WB) Pk. Hr. Time Period : 4:45 PM to 5:45 PM Left Thm Right Left Thm Right Left Thm Right Left Thm Right Lane Inside 1 I 1 1 1 Config - (left) 2 I I 1 I urations 3 1 I 1 I 1 I 4 5 6 1 1 1 1 Outside 7 Free-flow Lane Settings 1 3 0 I 3 0 I 2 0 I 2 0 Capacity 1800 6000 0 1800 6000 0 1800 4000 0 1800 4000 0 Are the North/Soufli phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 172 I33I 143 229 662 113 135 320 42 34 212 142 Adjusted Hourly Volume 172 1474 0 229 775 0 135 362 0 34 354 0 Utilization Factor O.IO 0.25 0.00 0.13 0.13 0.00 0.08 0.09 0.00 0.02 0.09 0.00 Critical Factors 0.25 0.13 0.08 0.09 ICU Ratio = 0.65 LOS B Tuming Movements at Intersection of: £1 Camino Real and Carlsbad Village Drive Time : 4:45 PM to 5:45 PM Date: 8/22/00 Day : Tuesday Name : Craig, Keifli North Approach El Camino Real 2621 1004 1617 Total Subtotals W e s t A P P r Totals 993 Sub- totals 496 497 113 662 229 J I u 0 135 320 Siihtntak Total 737 North n t r 172 1331 143 1 1646 2383 142 212 34 Sub- totals 388 685 Totals 1073 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 2000 1 ^Vf-^--^-2!- INTERSECTION ANALYSIS SUMMARY Intersection Number: 6 Intersection Location: El Camino Real and Tamarack Avenue Contents: Turn Movement Count Summary Page 1 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Page 2 Turn Movement Diagram P.M. Peak Hour ICU Analysis and Turn Movement Diagram Page 3 • I i':<L ;.i I rsic _)i:.c .K\; i City: Carlsbad Intersection of: N/S Street: El Camino Real E/W Street: Tamarack Avenue VRPA TURNING MOVEMENT ANALYSIS File : Int #6 Data Collected by Page 1 of 3 Count Date : 8/2/00 Day : Wednesday Weather: Sunny Corey, Mike Traffic Control: 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-Tra Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 3 0 71 I 0 0 0 155 0 2 3 0 3 11 0 11 0 38 2 I 298 3 6:30 AM 2 0 59 7 0 0 0 237 2 0 I 0 5 16 0 16 0 27 0 0 372 0 6:45 AM 8 0 76 12 0 4 .1 314 5 I 4 0 14 25 0 20 0 37 2 I 522 2 7:00 AM 5 0 60 14 0 5 0 481 4 I 12 0 23 25 0 38 0 48 6 I 721 2 7:15 AM 10 0 59 10 0 4 0 345 7 0 8 0 7 28 0 44 0 49 5 0 576 0 7:30 AM • 15 0 98 4 0 2 0 415 10 I 12 0 12 27 2 50 0 44 4 0 693 3 7:45 AM * 2 0 113 11 0 2 0 456 14 1 15 0 18 41 I 63 0 65 8 0 808 2 i-.QOAM * 8 0 129 II 0 3 0 420 20 I 8 0 12 45 I 72 0 57 9 0 794 2 8:15 AM * 4 0 96 10 0 2 0 385 10 0 14 0 15 33 1 50 0 42 5 0 666 I 8:30 AM 15 0 122 13 0 3 0 280 11 0 9 0. 22 37 0 56 0 56 5 0 629 0 i:45AM 9 0 88 20 0 I 0 270 7 2 10 0 12 20 0 62 I 72 3 0 575 2 9:00 AM 14 I 114 15 I 3 0 189 13 0 II 0 17 25 I 45 0 35 7 0 489 2 Max. 15 min. 15 I 129 20 I 5 I 481 20 2 15 0 23 45 2 72 I 72 9 1 808 3 Pk. Hr. Vol 29 0 436 36 0 9 0 1676 54 3 49 0 57 146 5 235 0 208 26 0 2961 8 7:15 AM Peak Intersection Traffic in Pk. Hr. = 2961 Peak Hr. Factor 0.92 8:15 AM Hour Intersection Pdstrns in Pk. Hr. 8 3:45 PM 28 0 370 23 1 4 0 132 17 0 15 0 29 11 1 16 0 32 7 0 684 2 4:00 PM 32 0 322 32 0 10 0 145 10 0 18 0 39 23 0 20 0 21 3 0 675 0 4:15 PM 34 0 452 45 0 6 0 142 15 0 10 0 36 22 0 25 0 23 3 0 813 0 4:30 PM 18 I 337 50 0 I 2 149 16 1 15 0 29 14 0 28 0 21 8 1 689 732 2 4:45 PM 42 2 364 34 0 4 0 140 9 0 10 0 43 21 0 35 0 26 2 0 689 732 0 5:00 PM * 30 I 329 46 3 4 I 134 15 I 8 0 59 24 0 17 0 25 6 0 699 4 5:15 PM * 65 0 505 85 0 10 I 133 15 0 10 0 68 12 0 23 0 34 3 0 964 0 5:30 PM 62 0 470 79 0 2 0 93 21 1 11 0 50 15 0 27 0 26 5 0 861 I 5:45 PM * 35 0 397 70 0 5 0 151 11 0 9 0 44 10 0 14 0 20 4 0 770 0 6:00 PM 39 0 304 56 0 4 0 118 15 0 11 0 41 29 0 17 0 23 2 0 659 0 6:15 PM 20 0 238 49 0 5 1 103 23 0 8 0 41 10 0 14 0 32 3 0 547 0 6:30 PM 27 0 236 57 2 5 0 86 12 0 15 0 43 II 0 23 0 17 5 1 537 3 Max. 15 min. 65 2 505 85 3 10 2 151 23 1 18 0 68 29 1 35 0 34 8 1 964 4 Pk. Hr. Vol. 192 I 1701 280 3 21 2 511 62 2 38 0 221 61 0 81 0 105 18 0 3294 5 4:45 PM Peak Intersection Traffic in Pk. Hr. = 3294 Peak Hr Factor 0.85 5:45 PM Hour Intersection Pdstrns in Pk. Hr 5 El Camino Real 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) I-.ISAM to 8:15 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 I I 1 1 Config -(left) 2 I I I 1 1 urations 3 I I 1 1 1 4 5 6 I 1 Outside 7 Free-flow Lane Settings 1 2 I I 2 1 I I I 1 2 0 Capacity 1800 4000 1800 1800 4000 1800 1800 2000 1800 1800 4000 0 Are the North/South phases split (Y/N)? N A^e the East/West phases split (Y/N)? N Efficiency Lost Factor O.IO Hourly Volume 29 436 36 9 1676 54 49 57 146 235 208 26 Adjusted Hourly Volume 29 436 36 9 1676 54 49 57 146 235 234 0 Utilization Factor 0.02 O.II 0.02 O.OI 0.42 0.03 0.03 0.03 0.08 0.13 0.06 0.00 Critical Factors 0.02 0.42 0.08 0.13 ICU Ratio 0.75 LOS^ Turning Movements at Intersection of: El Camino Real and Tamarack Avenue W e s t A P P r Time : 7 A 5 AM to 8:I5/\M Date: 8/2/00 Day : Wednesday Name : Corey, Mike Totals 543 Sub- totals 291 252 North Approach 49 57 146 Subtotals Total 54 2057 1739 1676 29 0 2558 436 501 El Camino Real 2250 0 9 J i u North ^ t r 36 511 26 208 235 Total Siihtolals Sub- totals 469 102 Tamarack Avenue Totals 571 E a s t A P P r South Approach Note : Left-turn volumes include U-tums. U-turns in bold. El Camino Real at Tamarack Avenue Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 4:45 PM to 5:45 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside I 1 I 1 Config - (left) 2 1 1 1 1 urations 3 I I I I 1 4 5 6 I I Outside 7 Free-flow Lane Settings 1 2 1 I 2 I I 1 1 1 2' 0 Capacity 1800 4000 1800 1800 4000 1800 1800 2000 1800 1800 4000 0 Aie the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor O.IO Hourly Volume 193 I70I 280 23 511 62 38 221 61 81 105 18 Adjusted Hourly Volume 193 1701 280 23 511 62 38 221 61 81 123 0 Utilization Factor 0.11 0.43 0.16 O.OI 0.13 0.03 0.02 O.U 0.03 0.05 0.03 0.00 Critical Factors 0.43 O.OI O.II 0.05 ICU Ratio = 0.70 LOS = Turning Movements at Intersection of: El Camino Real and Tamarack Av enue Time : 4:45 PM to 5:45 PM Date: 8/2/00 Day: Wednesday Name : Corey, Mike North Approach 596 El Camino Real 2355 1759 Total Subtotals W e s t A P P r Totals 679 Sub- totals 359 320 38 221 61 Subtotals Total 62 511 23 J i u North ^ \ r 193 1701 280 1 654 2174 2828 18 105 81 Sub- totals 204 522 Tamarack Avenue Totals 726 E a s t A P P South Approach Note : Left-turn volumes include U-turns. U-turns in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2000 INTERSECTION ANALYSIS SUMMARY Intersection Number: 7 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 City: Carlsbad Intersection of: N/S Street: El Camino Real E/W Street: College Boulevard VRPA TURNING MOVEMENT ANALVSIS File: lnt #7 Data Collected by : Tom, Angela Page I of 3 Count Date: 8/3/00 Day : Thursday Weather: Sunny Traffic Control : Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 niin Total End of 15 min. prd. Left U-Tm Thm 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 6 3 55 0 0 0 0 105 45 0 17 0 0 1 0 0 0 0 0 0 232 0 6:30 AM 3 4 79 0 0 0 0 152 75 0 19 0 0 0 0 0 0 0 0 0 332 0 6:45 AM 5 1 29 0 0 0 0 224 79 0 10 0 0 2 0 0 0 0 0 0 350 0 7:00 AM 21 4 56 0 0 0 0 342 161 0 16 0 0 4 0 0 0 0 0 0 604 0 7:15 AM 15 2 73 0 0 0 0 293 129 0 19 0 0 1 0 0 0 0 0 0 532 0 7:30 AM 8 1 66 0 0 0 0 273 121 0 8 0 0 2 0 0 0 0 0 0 479 0 7:45 AM * 32 0 123 0 0 0 0 301 157 0 11 0 0 0 0 0 0 0 0 0 624 0 8:00 AM • 18 4 IOO 0 0 0 0 372 205 0 14 0 0 0 0 0 0 0 0 0 713 0 • 8:15 AM * 32 0 71 0 0 0 0 287 142 0 12 0 0 0 0 0 0 0 0 0 544 0 8:30 AM * 21 8 90 0 0 0 0 242 120 0 7 0 0 0 0 0 0 0 0 0 488 0 8:45 AM 5 5 135 0 0 0 0 207 86 0 18 0 0 8 0 0 0 0 0 0 464 0 9:00 AM 6 2 101 0 0 0 0 178 71 0 28 0 0 2 0 0 0 0 0 0 388 0 Max. 15 min. 32 8 135 0 0 0 0 372 205 0 28 0 0 8 0 0 0 0 0 0 713 0 Pk. Hr. Vol. 103 12 384 0 0 0 0 1202 624 0 44 0 0 0 0 0 0 0 0 0 2369 0 7:30 AM Peak Intersection Traffic in Pk. Hr. 2369 Peak Hr. Factor 0.83 8:30 AM Hour Intersection Pdstms in Pk. Hr. = 0 3:45 PM 4 2 256 0 0 0 0 158 28 0 117 0 0 10 0 0 0 0 0 0 575 0 4:00 PM 5 0 345 0 0 0 0 91 30 0 80 0 0 5 0 0 0 0 0 0 556 0 4:15 PM 6 7 307 0 0 0 0 127 28 0 137 0 0 5 0 0 0 0 0 0 617 0 4:30 PM 15 9 325 0 0 0 0 183 32 0 89 0 0 4 2 0 0 0 0 0 657 2 4:45 PM 6 1 310 0 2 0 0 122 21 0 147 0 0 11 0 0 0 0 0 0 618 2 5:00 PM * 1 2 392 0 1 0 0 103 28 0 112 0 0 5 0 0 0 0 0 0 643 1 5:15 PM * 6 3 313 0 1 0 0 128 23 0 178 0 0 15 1 0 0 0 0 0 666 2 5:30 PM * 2 0 453 0 0 0 0 129 34 0 124 0 0 11 0 0 0 0 0 0 753 0 5:45 PM * 3 1 399 0 0 0 0 121 32 0 133 0 0 3 1 0 0 0 0 0 692 1 6:00 PM 4 1 246 0 0 0 0 120 28 0 87 0 0 3 0 0 0 0 0 0 489 0 6:15 PM 3 1 264 0 0 0 0 101 32 0 72 0 0 3 0 0 0 0 0 0 476 0 6:30 PM 2 0 190 0 1 0 0 95 17 0 89 0 0 0 0 0 0 0 0 0 393 1 Max. 15 min. 15 9 453 0 2 0 0 183 34 0 178 0 0 15 2 0 0 0 0 0 753 2 Pk. Hr. Vol. 12 6 1557 0 2 0 0 481 117 0 547 0 0 34 2 0 0 0 0 0 2754 4 4:45 PM Peak Intersection Traffic in Pk. Hr. 2754 Peak Hr. Factor 0.91 5:45 PM Hour Intersection Pdstms in Pk. Hr. = 4 El Camino Real at CoUege Boulevard Lane Configuration for Intersection Capacit>' Utilization Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr(EB) East Appr (WB) 7:30 AM to 8:30/\M Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside I Conflg- (left) 2 1 urations 3 I 4 1 5 6 Outside 7 - Free-flow 1 1 I I I 1 Lane Settings 1 2 0 0 2 0 2 0 I 0 0 0 Capacity 1800 4000 Are the North/South phases split (Y/N)? Are the East/West phases split (Y/N)? 0 N N 0 4000 0 3600 0 1800 Efficiency Lost Factor Hourly Volume Adjusted Hourly Volume Utilization Factor Critical Factors O.IO 115 384 0 0 1202 624 44 0 0 0 0 0 115 384 0 0 1202 0 44 0 0 0 0 0 0.06 0.10 0.00 0.00 0.30 0.00 O.OI 0.00 0.00 0.00 0.00 0.00 0.06 0.30 O.OI 0.00 0.00 ICU Ratio = 0.47 LOS = Turning Movements at Intersection of: £1 Camino Real and CoUege Boulevard W e . s t A P P r Time : 7:30 AM to 8:30 AM Date: 8/3/00 Day : Thursday Name : Tom, /^gela Totals 771 Sub- totals 727 44 North Approach 44 0 0 Subtotals Total 1826 624 1202 El Camino Real I2I4 2254 0 0 J i U North ^ ! r 115 12 1713 384 499 428 Total Subtotals Sub- totals CoUege Boulevard Totals E a s t A P P South Approach Note : Left-tum volumes include U-tums. U-turns in bold. El Camino Real at CoUege Boulevard Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 4:45 PM to 5:45 PM South Appr (NB) Left Thru Right Lane Config - urations Inside (left) Outside Free-flow North Appr (SB) Left Thru Right Lane Settings 1 2 0 0 2 0 Capacity 1800 4000 0 0 4000 0 Are the North/South phases split (Y/N)? N Aie the East/West phases split (Y/N)? N Efficiency Lost Factor O.IO Hourly Volume 18 1557 0 0 481 117 Adjusted Hourly Volume 18 1557 0 0 481 0 Ufilization Factor 0.01 0.39 0.00 0.00 0.12 0.00 Critical Factors 0.39 0.00 ICURafio = 0.64 LOS = B Turning Movements at Intersection of: El Camino Real West Appr (EB) Left Thru Right 2 3600 547 547 0.15 0.15 Page 3 of 3 East Appr (WB) Left Thru Right 1 0 0 0 1800 0 0 0 34 0 0 0 34 0 0 0 0.02 0.00 0.00 0.00 0.00 0.00 and CoUege Boulevard W e s t A P P r Time : 4:45 PM to 5:45 PM Date: 8/3/00 Day : Thursday Name : Tom, Angela Totals 710 Sub- totals 129 581 North Approach 547 0 34 Subtotals Total 521 598 EI Camino Real 2702 0 117 481 0 J 1 u North 18 6 2096 t r 1557 0 1575 2104 0 0 0 0 Total Subtotals Sub- totals CoUege Boulevard Totals E a s t A P P r South Approach Note : Left-turn volumes include U-turns. U-turns in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2000 INTERSECTION ANALYSIS SUMMARY Intersection Number: 8 Intersection Location: El Camino Real and Faraday Avenue 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 City: Carlsbad Intersection of: N/S Street: El Camino Real E/W Street: Faraday Avenue VRPA TURNING MOVEMENT ANALVSIS File: Int# 8 Data Collected by : Mke, Corey Page I of 3 Count Date : 8/3/00 Day: Thursday Weather; Sunny Traffic Control: Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Tm Thru Right Peds Left U-Tm Thru Right Peds Left U-Tm Thru Right Peds Left U-Tm Thru Right Peds Vehicles Peds 6:15 AM 86 0 49 18 0 19 5 85 29 0 22 0 3 32 1 14 0 2 4 0 368 1 6:30 AM 106 0 54 36 1 32 5 116 19 1 10 0 14 26 2 20 0 3 2 0 443 4 6:45 AM 121 1 62 50 0 38 4 159 26 3 6 0 11 29 3 27 0 6 2 0 542 6 7:00 AM 199 0 88 50 2 76 4 267 45 0 4 0 IS 25 0 18 0 7 6 0 807 2 7:15 AM 179 1 76 38 1 37 4 148 51 0 8 0 12 29 7 7 0 8 2 0 600 8 7:30 AM * 252 0 92 47 2 50 6 244 91 0 7 0 10 23 0 18 0 8 7 1 855 3 7:45 AM * 264 0 131 67 0 52 11 233 55 0 7 0 15 33 0 14 0 7 10 2 899 2 8:00 AM * 212 0 113 63 0 68 10 267 56 3 9 0 16 40 4 20 0 7 4 0 885 7 8:15 AM * 313 1 171 56 0 39 15 208 70 0 7 0 16 34 0 22 0 15 12 0 979 0 8:30 AM 159 4 92 25 I 26 6 196 29 1 10 0 22 26 1 39 0 14 13 1 661 4 8:45 AM 179 2 123 34 0 21 12 158 26 0 5 0 19 27 4 68 0 26 22 0 722 4 9:00 AM 147 1 117 26 0 22 2 199 33 0 4 0 13 26 0 36 0 17 9 0 652 0 Max. 15 min. 313 4 171 67 2 76 15 267 91 3 22 0 22 40 7 68 0 26 22 2 979 8 Pk. Hr. Vol. 1041 1 507 233 2 209 42 952 272 3 30 0 57 130 4 74 0 37 33 3 3618 12 7:15 AM Peak Intersection Traffic in Pk. Hr. 3618 Peak Hr. Factor 0.92 8:15 AM Hour Intersection Pdstms in Pk. Hr. = 12 3:45 PM 37 5 233 20 3 8 4 117 15 0 44 0 22 162 3 67 0 21 38 1 793 7 4:00 PM 54 2 241 37 0 16 3 107 19 1 24 0 15 106 0 60 0 20 22 0 726 1 4:15 PM 53 2 249 15 0 21 0 114 9 0 93 0 17 239 0 71 0 25 33 I 941 1 4:30 PM 36 1 206 19 6 10 4 147 7 0 27 0 9 154 5 57 0 27 13 5 717 16 4:45 PM * 34 2 249 25 0 20 0 146 8 1 60 0 15 209 0 69 0 20 26 2 883 3 5:00 PM * 38 3 239 21 0 8 I 129 6 0 26 0 13 185 1 50 0 27 31 3 777 4 5:15 PM * 47 .3 271 16 2 7 3 130 7 0 54 0 16 252 1 128 0 34 37 2 1005 5 5:30 PM * 26 I 281 11 2 10 2 112 5 1 27 0 12 212 2 68 0 18 26 1 811 6 5:45 PM 35 0 278 16 0 11 1 134 6 0 22 0 12 207 1 47 0 17 26 1 812 2 6:00 PM 28 3 214 5 0 7 0 111 3 0 28 0 8 163 0 58 0 15 17 1 660 I 6:15 PM 21 4 181 11 0 1 0 123 4 0 24 0 5 125 0 42 0 17 18 0 576 0 6:30 PM 21 1 181 12 1 8 - 3 109 2 0 13 0 5 133 I 41 0 13 18 0 560 2 Max. 15 min. 54 5 281 37 6 21 4 147 19 1 93 0 22 252 5 128 0 34 38 5 1005 16 Pk. Hr. Vol. 145 9 1040 73 4 45 6 517 26 2 167 0 56 858 4 315 0 99 120 8 3476 18 4:30 PM Peak Intersection Traffic in Pk. Hr. 3476 5:30 PM Hour Intersecfion Pdstms in Pk. Hr. = 18 Peak Hr. Factor 0.86 El Camino Real at Faraday Avenue Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk Hr Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:15 AM to 8:15 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside I 1 I 1 1 Config -(left) 2 1 I 1 I 1 urations 3 I I I I 1 4 I I I I 1 5 6 I I I 1 Outside 7 Free-flow Lane Settings 2 3 0 2 3 0 2 0 1 1 2 0 Capacit>' 3600 6000 0 3600 6000 0 3600 0 3800 1800 4000 0 Aie the North/South phases split (Y/N)? N Are the East/West phases s plit (Y/N)? N Efficiency Lost Factor O.IO 37 33 Hourly Volume 1042 507 233 251 952 272 30 • 57 130 74 37 33 Adjusted Hourly Volume 1042 740 0 251 1224 0 30 0 187 74 70 0 Utilization Factor 0.29 0.12 0.00 0.07 0.20 0.00 0.01 0.00 0.05 0.04 0.02 0.00 Critical Factors 0.29 0.20 0.05 0.04 ICU Rafio 0.68 LOS^ Turning 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: 8/3/00 Day : Thursday Name : Mke, Corey Totals 1567 Sub- totals 1350 217 North Approach El Camino Real 30 57 130 Subtotals Total 272 2087 1475 42 952 251 J i L North 1 r 1042 507 1 1157 1782 2939 233 612 33 37 74 Total Subtotals Sub- totals 144 499 Faraday Avenue Totals 643 E a s t A P P r South Approach Note : Left-turn volumes include U-turns. U-turns in bold. El Camino Real at Faraday Avenue Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 4:30 PM to 5:30 PM Left Thru Rigiit Left Thru Right Left Thru Right Left Thru Right Lane Inside I I 1 1 Config -(left) 2 I I I I 1 urations 3 1 I I 1 1 4 I 1 I I I 5 6 I I I I Outside 7 Free-flow I Lane Settings 2 3 0 2, 3 0 2 0 1 I 2 0 Capacity 3600 6000 0 . 3600 6000 0 3600 0 3800 1800 4000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor O.IO Hourly Volume 154 1040 73 51 517 26 167 56 858 315 99 120 Adjusted Hourly Volume 154 1113 0 51 543 0 167 0 914 315 219 0 Utilization Factor 0.04 0.19 0.00 0.01 0.09 0.00 0.05 0.00 0.24 0.18 0.05 0.00 Critical Factors 0.19 0.01 0.24 0.18 ICU Ratio 0.72 LOS = C Turning Movements at Intersection of: El Camino Real and Faraday Avenue Time : 4:30 PM to 5:30 PM Date: 8/3/00 Day : Thursday Name : Mke, Corey North Approach 594 El Camino Real 1927 1333 Total Subtotals W e s t A P P r Totals 1351 Sub- totals 270 I08I 0 167 56 858 26 517 51 J 1 u North n 1 r 154 1040 73 9 Snhtotals 1699 1267 Total 2966 120 99 315 0 Sub- totals 534 174 Faraday Avenue Totals 708 E a s t A P P r South Approach Note : Left-turn volumes include U-tums. U-turns in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2000 INTERSECTION ANALYSIS SUMMARY Intersection Number: 9 Intersection Location: El Camino Real and Palomar Airport Road Contents: Turn Movement Count Summary Page 1 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Page 2 Turn Movement Diagram P.M. Peak Hour ICU Analysis and Page 3 Turn Movement Diagram VRPA TURNING MOVEMENT ANALYSIS Page 1 of3 City: Carlsbad Intersection of: ' N/S Street: El Camino Real E/W Street: Palomar Airport Road Count Date : 7/20/00 Day: Thursday Weather: Sunny File: Int.# 9 Data Collected by : Caren, Vlad, Darlene, Corey Traffic Control : Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Trn Thru Right Peds Left U-Tm Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:\5AM 3 0 28 24 0 56 0 31 16 0 9 0 78 3 0 82 0 248 195 0 773 0 6:30 AM 9 0 48 33 0 76 0 59 44 1 18 1 79 5 0 92 0 216 165 0 845 1 6:45 AM 12 0 65 58 0 94 0 70 38 0 18 0 154 8 0 138 0 329 208 0 1192 0 7:00 AM 3 0 75 60 0 127 0 115 54 I 22 1 228 13 0 148 0 329 251 0 1426 1 7:15 AM 11 0 68 72 0 82 0 59 30 0 27 1 170 9 0 147 0 273 191 0 1140 0 7:30 AM 7 0 128 75 0 117 2 92 59 1 23 0 129 8 0 108 0 311 266 0 1325 1 7:45 AM * 13 1 128 83 0 96 0 109 73 0 39 0 223 20 0 131 0 341 285 0 1542 0 8:00 AM * 19 0 185 95 0 IOO 0 134 67 0 26 0 142 20 0 80 0 287 259 0 I4I4 0- 8:I5AM » 11 0 149 65 0, 74 3 136 68 0 49 1 187 19 0 104 0 330 285 I 1481 1 8:30 AM * 5 0 108 57 0 90 0 104 63 2 24 1 124 18 0 172 0 351 228 2 1345 4 8:45 AM 13 I 108 70 I 82 1 104 37 0 37 2 123 9 0 99 0 288 190 0 1164 1 9:00 AM 15 0 107 50 0 91 2 130 55 0 34 0 133 15 0 108 1 259 149 0 1149 0 Max. 15 min. 19 I 185 95 I 127 3 136 73 2 49 2 228 20 0 172 1 351 285 2 1542 4. Pk. Hr. Vol. 48 I 570 300 0 360 3 483 271 2 138 2 676 77 0 487 0 1309 1057 3 5782 5 7:30 AM Peak Intersecfion Traffic in Pk. Hr. = 5782 Peak Hr. Factor 0.94 8:30 AM Hour Intersection Pdstrns in Pk. Hr. = 5 3:45 PM 15 0 134 105 1 162 2 85 22 I 66 0 261 15 0 92 0 268 129 0 1356 2 4:00 PM 59 0 130 99 0 228 2 104 37 2 44 0 239 29 0 63 0 171 86 0 1291 2 4:15 PM 24 0 127 118 0 133 0 139 45 0 37 2 219 19 0 68 0 186 144 0 1261 0 4:30 PM 16 0 114 97 0 181 1 108 43 0 60 1 272 27 0 101 0 184 110 0 1315 0 4:45 PM 23 I 117 110 1 203 2 146 36 I 72 1 232 18 0 74 0 215 133 0 1383 2 5:00 PM • 14 0 126 86 0 178 0 135 49 0 45 0 256 22 0 78 0 199 132 0 1320 0 5:15 PM * 21 I 145 111 0 235 I 175 32 0 47 0 256 29 0 106 0 228 164 0 1551 0 5:30 PM * 15 1 160 97 0 259 0 248 45 0 57 0 326 46 0 127 0 244 150 0 1775 0 5:45 PM * 9 0 120 88 0 203 1 233 47 0 83 0 313 34 0 101 0 204 116 0 1552 0 6:00 PM 23 0 123 77 0 130 0 96 32 0 70 0 249 26 0 63 0 196 90 0 1175 0 6:15 PM 14 1 85 73 0 150 2 123 23 0 49 0 196 14 0 68 0 164 88 0 1050 0 6:30 PM 17 0 111 63 0 127 0 129 23 0 13 0 171 24 0 66 1 128 57 0 930 0 Max. 15 min. 59 1 160 118 I 259 2 248 49 2 83 2 326 46 0 127 I 268 164 0 1775 2 Pk. Hr. Vol. 59 2 551 382 0 875 2 791 173 0 232 0 1151 131 0 412 0 875 562 0 6198 0 4:45 PM Peak Intersection Traffic in Pk. Hr. = 6198 Peak Hr. Factor 0.87 5:45 PM Hour Intersection Pdstrns in Pk. Hr 0 El Camino Real at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period ; 1:20 AM to S:30AM South Appr (NB) Left Thru Right Lane Config - urations Inside (left) Outside Free-flow- 1 2 3 4 5 6 7 Lane Settings 2 Capacity 3600 Are the North/South phases split (Y/N)? Are the East/West phases split (Y/N)? Efficiency Lost Factor 010 Hourly Volume 49 Adjusted Hourly Volume 49 Utilization Factor O.OI Critical Factors North Appr (SB) Left Thru Right Wesl Appr (EB) Left Thru Right 2 3 I 6000 1800 3600 6000 1800 3600 6000 N N Page 2 of3 East Appr (WB) Left Thru Right 2 3 I 3600 6000 1800 487 1309 1057 487 1309 1057 570 300 363 483 271 140 676 77 570 300 363 483 271 140 753 0 0.10 0.17 O.IO 0.08 0.15 0.04 0.13 0.00 0.14 0.22 0.59 0.17 O.IO 0.04 0.59 ICU Ratio = 1.00 LOS = Turning Movements at Intersection of: El Camino Real and Palomar Airport Road W e s t A P P Time : 7:30 AM to 8:30 AM Date: 7/20/00 Day: Thursday Name : Caren, Vlad, Darlene, Corey North Approach El Camino Real Totals 2523 Sub- tntals 1630 893 Subtotals Total 1048 2885 I1I7 271 483 363 140 A 676 77 • North ^ t 49 570 1 r 919 1768 1057 1309 487 0 Total Siihlntals Sub- totals 2853 1336 Totals 4189 Palomar Airport Road E a s t A P P 1967 South Approach Note : Left-turn volumes include U-turns. U-turns in bold. El Camino Real at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk Hr Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 4:45 PM to Right 5:45 PM Left Thru Right Left Thru Right Left Thru Righl Left Thru Right Lane Inside I I I 1 I Conflg -(left) 2 I 1 1 I 1 urations 3 1 I I I 4 1 I I 1 5 1 1 I I I 6 1 1 1 Outside 7 Free-flow Lane Settings 2 3 1 2 3 1 2 3 0 2 3 I 1800 Capacity 3600 6000 1800 3600 6000 1800 3600 6000 0 3600 6000 I 1800 Are the North/South phases split (Y/N)? N Aie the East/West phases s pht (Y/N)? N Efficiency Lost Factor 0.10 562 Hourly Volume 61 551 382 877 791 173 232 1151 131 412 875 562 Adjusted Hourly Volume 61 551 382 877 791 173 232 1282 0 412 875 562 Utilization Factor 0.02 0.09 0.21 0.24 0.13 0.10 0.06 0.21 0.00 0.11 0.15 0.31 Critical Factors 0.21 0.24 0.06 0.31 ICU Ratio = 0.92 LOS= E Tuming MoN'ements at Intersection of: El Camino Real and Palomar Airport Road Time : 4:45 PM to 5:45 PM North Approach Date: 7/20/00 Day : Thursday Name : Caren, Vlad, Darlene, Corey 1841 EI Camino Real 3188 1347 Total Subtotals W e s t A P P r Totals 2621 Sub- totals 173 791 877 J i u 1107 A- 0 232 ' I5I4 II5I • 131 North Siihtntals 1336 Total 2330 n t r 61 551 382 2 994 Sub- totals 562 875 1849 412 0 2408 Totals 4257 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 2000 INTERSECTION ANALYSIS SUMMARY Intersection Number: 10 Intersection Location: El Camino Real and Camino Vida Roble Contents: Turn Movement Count Summary (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Turn Movement Diagram P.M. Peak Hour ICU Analysis and Turn Movement Diagram Page 1 Page 2 Page 3 I i :c. I I IN C M A .K j I r':^> City: Carlsbad Intersection of: N/S Street: El Camino Real E/W Street: Camino Vida Roble VRPA TURNING MOVEMENT ANALVSIS File: Int.# 10 Data Collected by : Anh, Craig Page I of 3 Count Date : 7/19/00 Day: Wednesday Weather: Clear Traffic Control : Signalized South Approach (NB) North Appi oach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Tm Thm Right Peds Left U-Tm Thru Right Peds Left U-Tm Thm Right Peds Left U-Tm Thm Right Peds Vehicles Peds 6:15 AM 25 0 72 0 0 0 0 57 16 0 2 0 0 10 0 0 0 0 0 0 182 0 6:30 AM 27 0 76 0 0 0 0 90 32 0 3 0 0 12 0 0 0 0 0 0 240 0 6:45 AM 36 0 119 0 0 0 0 145 53 2 12 0 0 11 0 0 0 0 0 0 376 2 7:00 AM 70 1 164 0 0 0 0 159 79 1 5 0 0 9 0 0 0 0 0 0 487 1 7:15 AM 66 1 146 0 0 0 0 143 48 1 6 0 0 8 0 0 0 0 0 0 418 1 7:30 AM 64 0 219 0 0 0 0 150 57 0 6 0 0 22 0 0 0 0 0 0 518 0 7:45 AM • 78 1 250 0 0 0 0 154 68 1 9 0 0 14 0 0 0 0 0 0 574 1 8:00 AM • 139 0 303 0 0 0 0 175 98 0 4 0 0 24 0 0 0 0 0 0 743 0 8:15 AM • 108 0 224 0 0 0 0 201 83 0 13 0 0 32 0 0 0 0 0 0 661 0 8:30 AM • 97 1 231 0 0 0 0 192 50 I 8 0 0 45 0 0 0 0 0 0 624 1 8:45 AM 95 1 210 0 0 0 0 173 36 1 12 0 0 35 0 0 0 0 0 0 562 1 9:00 AM 74 1 221 0 0 0 0 214 43 0 7 0 0 29 0 0 0 0 0 0 589 0 Max. 15 min. 139 I 303 0 0 0 0 214 98 2 13 0 0 45 0 0 0 0 0 0 743 2 Pk. Hr. Vol. 422 2 1008 0 0 0 0 722 299 2 34 0 0 115 0 0 0 0 0 0 2602 2 7:30 AM Peak Intersection Traffic in Pk. Hr. 2602 Peak Hr. Factor 0.88 8:30 AM Hour Intersection Pdstms in Pk. Hr. = 2 3:45 PM 40 0 170 0 0 0 0 166 21 0 72 0 0 80 0 0 0 0 0 0 549 0 4:00 PM 49 1 153 0 0 0 0 191 16 1 29 0 0 70 0 0 0 0 0 0 509 1 4:15 PM 39 1 150 0 0 0 0 240 17 1 61 0 0 94 0 0 0 0 0 0 602 1 4:30 PM 34 1 150 0 0 0 0 215 7 2 40 0 0 97 0 0 0 0 0 0 544 2 4:45 PM • 37 0 182 0 0 0 0 238 II 0 72 0 0 123 0 0 0 0 0 0 663 0 5:00 PM * 20 0 142 0 0 0 0 259 II 1 45 0 0 102 0 0 0 0 0 0 579 1 5:15 PM * 21 2 183 0 0 0 0 343 13 0 91 0 0 169 0 0 0 0 0 0 822 0 5:30 PM • 30 I 165 0 0 0 0 343 7 2 53 0 0 162 0 0 0 0 0 0 761 2 5:45 PM 33 1 130 0 0 0 0 246 II 6 33 0 0 130 0 0 0 0 0 0 584 6 6:00 PM 28 1 136 0 0 0 0 171 7 0 36 0 0 92 0 0 0 0 0 0 471 0 6:15 PM 27 2 179 0 0 0 0 245 7 0 32 0 0 112 0 0 0 0 0 0 604 0 6:30 PM 25 3 150 0 0 0 0 149 7 2 30 0 0 78 0 0 0 0 0 0 442 2 Max. 15 min. 49 3 183 0 0 0 0 343 21 6 91 0 0 169 0 0 0 0 0 0 822 6 Pk. Hr. Vol. 108 3 672 0 0 0 0 1183 42 3 261 0 0 556 0 0 0 0 0 0 2825 3 4:30 PM Peak Intersection Traffic in Pk. Hr. 2825 Peak Hr. Factor 0.86 5:30 PM Hour Intersecfion Pdstms in Pk. Hr. = 3 El Camino Real at Camino Vida Roble Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:30 AM to 8:30 AM Left Thru Right Left Thra Right Left Thm Right Left Thru Right Lane . Inside 1 Config- (left) 2 I urations 3 1 4 1 5 6 Outside 7 Free-flow 1 1 1 I I I 1 1 Lane Settings I 2 0 0 3 0 1.5 0 1.5 0 0 0 Capacity Are the North/South phases split (Y/N)? Are the East/West phases split (Y/N)? Efficiency Lost Factor Hourly Volume Adjusted Hourly Volume Utilization Factor Critical Factors 1800 4000 O.IO 424 424 0.24 0.24 1008 1008 0 N N 0 0 0 6000 0 2700 0 2700 0 722 I02I 299 0 34 34 115 115 0.25 0.00 0.00 0.17 0.00 0.01 0.00 0.04 0.00 0.00 0.00 0.17 0.04 0.00 ICU Ratio 0.55 LOS Tuming Movements at Intersection of: El Camino Real and Camino Vida Roble W e s t A P P r Time : 7:30 AM to 8:30 AM Date: 7/19/00 Day : Wednesday Name : Anh, Craig Totals 870 Sub- totak 721 149 North Approach El Camino Real 2063 Total 34 0 115 Subtotals Total 839 I02I 0 299 722 0 J i L • 1 North t r 424 1008 0 2 1432 1042 0 0 0 0 Siihtntak Sub- totals Camino Vida Roble Tf^tals E a s t A P P r 2271 South Approach Note : Left-tum volumes include U-tums. U-tums in bold. El Camino Real at Camino Vida Rob|e Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 4:30 PM to 5:30 PM Left Thru Right Left Thm Right Left Thru Right Left Thm Right Lane Inside I Conflg- (left) 2 I urations 3 1 4 1 5 6 Outside 7 Free-flow 1 1 1 1 1 1 I 1 Lane Settings 1 2 0 0 3 0 1.5 0 1.5 0 0 0 ' Capacity 1800 4000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N 0 6000 0 2700 0 2700 Efficiency Lost Factor O.IO Hourly. Volume III 672 0 0 1183 42 261 0 556 0 0 0 Adjusted Hourly Volume 111 672 0 0 1225 0 261 0 556 0 0 0 Utilization Factor 0.06 0.17 0.00 0.00 0.20 0.00 0.10 0.00 0.21 0.00 0.00 0.00 Critical Factors 0.06 0.20 O.IO 0.21 0.00 ICU Rafio = 0.67 LOS B Turning 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: 7/19/00 Day: Wednesday Name : Anh, Craig Totals 967 Sub- totals 150 817 North Approach 1225 42 1183 261 0 556 Siihtntak Total El Camino Real 1742 2158 0 0 J i L North ^ 1 r III 672 3 783 2525 933 Tntal 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 2000 INTERSECTION ANALYSIS SUMMARY Intersection Number: 11 Intersection Location: El Camino Real and Dove Lane Contents: Turn Movement Count Summary Page 1 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Page 2 Turn Movement Diagram P.M. Peak Hour ICU Analysis and Page 3 Turn Movement Diagram • 1 "1 •:<-".•. 1 1 IN (. .t t. ,<.",>c .•. I t:-;ts City: Carlsbad Intersection of: N/S Street: El Camino Real E/W Street: Dove Lane VRPA TURNING MOVEMENT ANALYSIS File : Int # 11 Data Collected by : /^mee,- Cris Page 1 of 3 Count Date : 8/15/00 Day : Tuesday Weather: Sunny Traffic Control : 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-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:\5AM 2 0 65 1 0 2 0 63 2 0 6 0 0 I 0 4 0 0 1 0 147 0 6:30 AM 1 0 79 1 1 2 0 57 8 0 3 0 I 0 0 6 0 0 0 1 I 158 2 6:45 AM 5 I 119 0 4 3 0 119 13 0 3 0 1 0 0 4 0 I I 1 I 270 5 7:00 AM 11 0 186 1 0 6 0 109 12 0 10 0 I 2 0 12 0 I 9 0 360 0 7:15 AM 9 I 186 0 0 2 0 133 9 0 15 0 0 3 I 5 0 2 5 0 370 1 7:30 AM 19 0 236 1 2 3 0 128 23 0 21 0 2 5 3 II 0 4 10 0 463 5 7:45 AM • 11 2 278 1 I 12 0 170 18 0 27 0 1 7 I 2 0 9 3 0 541 2 8:00 AM * 7 I 362 2 0 6 0 123 12 0 26 0 0 6 I 4 0 4 9 0 562 1 8:15/Jvl * 15 1 268 3 4 3 2 154 18 0 21 0 0 7 2 8 0 3 17 0 520 6 8:30 AM * 17 3 228 3 1 5 0 174 23 0 17 0 1 10 0 6 0 0 4 1 491 2 8:45 AM 9 1 250 3 0 10 1 164 12 0 28 0 0 8 0 11 0 2 7 0 506 0 9:00 AM 9 0 217 2 1 10 I 158 29 0 16 0 2 8 I 7 0 3 27 0 489 2 Max. 15 min. 19 3 362 3 4 12 2 174 29 0 28 0 2 10 3 12 0 9 27 1 562 6 Pk. Hr. Vol. 50 7 1136 9 6 26 2 621 71 0 91 0 2 30 4 20 0 16 33 1 2114 11 7:30 AM Peak Intersection Traffic in Pk. Hr. = 2114 Peak Hr. Factor 0.94 8:30 AM Hour Intersection Pdstrns in Pk. Hr. -11 3:45 PM 20 3 141 2 0 11 0 169 21 2 45 0 7 16 0 14 0 16 12 0 477 2 4:00 PM 21 6 163 4 0 23 0 213 28 0 ' 41 0 8 30 0 21 0 12 10 0 580 0 4:15 PM 17 2 175 3 0 23 I 237 29 0 24 0 4 24 0 18 0 7 13 0 577 0 4:30 PM 22 2 177 5 0 29 2 259 52 0 33 0 5 30 0 13 0 8 21 1 658 1 4:45 PM 28 4 165 4 1 25 I 353 53 0 35 0 4 26 I 26 0 II 15 0 750 2 5:00 PM 13 3 176 3 1 22 1 210 30 0 41 0 6 25 0 29 0 8 12 0 579 1 5:15 PM * 15 4 188 6 0 15 3 509 49 0 32 0 4 22 1 12 0 7 17 2 883 3 5:30 PM * 15 4 173 1 0 20 3 396 56 0 25 0 7 33 0 26 0 15 28 2 802 2 5:45 PM * 12 3 166 4 0 32 3 354 41 0 33 0 5 29 0 20 0 16 17 2 735 2 6:00 PM * 9 2 136 5 0 51 I 268 28 0 33 0 4 22 0 25 0 4 26 1 614 1 6:15 PM 18 5 157 2 1 12 1 252 34 0 27 0 3 20 1 20 0 7 23 0 581 2 6:30 PM 14 I 131 3 0 5 0 203 30 0 24 0 1 27 0 7 0 4 10 0 460 0 Max. 15 min. 28 6 188 6 1 51 3 509 56 2 45 0 8 33 1 29 0 16 28 2 883 3 Pk. Hr. Vol. 51 13 663 16 0 118 10 1527 174 0 123 0 20 106 1 83 0 42 88 7 3034 8 5:00 PM Peak 6:00 PM Hour Intersection Traffic in Pk. Hr. Intersection Pdstrns in Pk. Hr. 3034 Peak Hr. Factor 0.86 El Camino Real at Dove Lane Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : Soulh Appr (NB) North Appr (SB) Wesl .A.ppr (EB) East Appr (WB) 7:30 AM to 8:30 AM Left Thru Right Uft Thra Right Left Thru Right Left Thra Right Lane Inside 1 1 1 1 I Config - (left) 2 1 1 1 1 1 1 urations 3 4 1 1 1 1 1 1 6 Outside 7 Free-flow Lane Settings 1 3 0 1 3 0 1 1 0 1 1 0 Capacity 1800 6000 0 1800 6000 0 1800 2000 0 1800 2000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 57 1136 9 28 621 71 91 2 30 20 16 33 Adjusted Hourly Volume 57 1145 0 28 692 0 91 32 0 20 49 0 Utilization Factor 0.03 0.19 0.00 0.02 0.12 0.00 0.05 0.02 0.00 0.01 0.02 0.00 Critical Factors 0.19 0.02 0.05 0.02 ICU Ratio = 0.38 LOS = A Turning Movements at Intersection of: El Camino Real and Dove Lane Time : 7:30 AM to 8:30 AM North Approach El Camino Real Date: 8/15/00 Day: Tuesday 1982 Tolal Name: Aimee, Cris 720 1262 S.ihtnt als w e s t A P P r Totals 260 Sub- '"tak 137 123 71 621 28 J i L 91 2 30 Subtotals Total 678 North 57 1136 7 1202 1880 ^ t r 33 16 20 Sub- totals 69 37 Dove Lane Tnlak 106 E a s t A P P South Approach. Note : Left-tum volumes include U-tums. U-tums in bold. El Camino Real at Dove Lane Lane Configuration for Intersection Capacity Utilizafion 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 Thru Right Left Thru Right Left Thru Righl Left Thru Right Lane Inside I I Config- (left) 2 1 urations 3 1 4 1 1 5 6 Outside 7 Free-flow 1 1 1 I 1 I 1 I I 1 I Lane Settings I 3 0 13 0 1 1 0 1 1 0 Are the North/South phases split (Y/N)? Aie the East/West phases split (Y/N)? Efficiency Lost Factor O.IO Hourly Volume Adjusted Hourly Volume Utilization Factor Critical Factors N N 64 663 16 128 1527 174 123 20 106 83 42 88 64 679 0 128 1701 0 123 126 0 83 130 0 0.04 0.11 0.00 0.07 0.28 0.00 0.07 0.06 0.00 0.05 0.07 0.00 0.04 0.28 0.07 0.07 ICU Ratio 0.56 LOS = Turning Movements at Inlersection of: El Camino Real and Dove Lane W e s t A P P r Time : 5:00 PM to 6 .00 PM Date: 8/15/00 Day : Tuesday Name : Aimee, Cris Totals 516 Sub- totals 267 249 North Approach El Cainino Real 0 123 20 106 Subtotals Total 2713 1829 10 174 1527 128 J I u 1729 North ^ t r 64 663 16 13 743 2472 884 88 42 83 0 Total Subtotals Sub- totals 213 154 Dove Lane Totals 367 E a s t A P P r Soulh Approach Note : Left-turn volumes include U-tums. U-turns in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2000 INTERSECTION ANALYSIS SUMMARY Intersection Number: 12 Intersection Location: El Camino Real and Alga Road/Aviara Parkway Contents: Turn Movement Count Summary (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Turn Movement Diagram P.M. Peak Hour ICU Analysis and Turn Movement Diagram Page 1 Page 2 Page 3 r"i':c"..i I INC "Jl A'jCi I lyitri City: Carlsbad Inlersection of: N/S Street: El Camino Real E/W Slreet: Alga Road/Aviara Parkway VRPA TURNING MOVEMENT ANALYSIS File: Int #12 Data Collected by : Page 1 of 3 Count Date : 8/15/00 End of 15 min. prd. 6:15 AM 6:30/\M 6:45 AM 7:00 AM 7:15 AM 7:30 AM 7:45 AM 8:00 AM 8:I5/>LM 8:30 AM 8:45 AM 9:00 AM Day: Tuesday Weather: Sunny Jeff Keith, Stephanie Traffic Control : Signalized finnth Annroach CNB1 North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Righl Peds Left U-Trn Thru Right Peds Vehicles Peds 11 0 57 8 I 10 0 43 13 0 7 0 5 14 0 48 1 24 3 1 244 2 20 0 60 12 4 21 0 39 17 0 13 0 22 5 0 65 0 29 15 1 318 5 19 0 89 16 4 21 2 90 20 I 18 0 17 8 0 105 2 44 29 I 480 6 17 0 153 28 I 16 0 153 29 0 19 0 20 19 0 93 0 51 40 0 638 1 30 0 136 27 1 46 I 138 28 I 21 0 39 25 0 123 0 48 37 2 699 4 20 0 198 28 3 20 0 192 27 0 25 0 34 26 0 117 0 79 49 2 815 5 28 0 196 47 0 50 0 314 45. 0 37 0 51 34 0 141 1 58 62 1 1064 1 1 30 0 322 58 0 42 0 155 17 I 25 0 76 35 0 118 0 64 51 0 993 1 1 33 0 194 54 0 34 0 171 40 0 36 0 60 47 0 135 1 75 38 3 918 3 26 0 200 62 0 31 0 IOO 38 0 37 2 64 55 I 139 2 73 43 2 872 3 32 43 0 177 44 0 33 0 139 31 1 36 0 53 47 0 126 0 64 39 3 821 4 32 43 0 178 41 0 27 0 132 28 0 23 I 46 30 2 149 0 73 48 0 819 2 43 117 0 0 , 322 62 4 50 2 314 45 1 37 2 76 55 2 149 2 79 62 3 1064 6 43 117 0 0 , 912 221 0 157 0 740 140 1 135 2 251 171 I 533 4 270 194 6 3847 8 Max. 15 min. Pk. Hr. Vol. 7:30 AM 8:30 AM Peak Interseclion Traffic in Pk. Hr. Hour Intersection Pdstrns in Pk. Hr. 3847 Peak Hr. Faclor 0.90 3:45 PM 85 0 135 91 0 33 0 200 42 0 21 1 101 46 0 65 4:00 PM 87 1 160 105 I 54 0 182 27 0 29 0 109 53 0 75 4:15 PM 74 2 209 112 2 40 0 186 40 0 25 0 69 64 1 90 4:30 PM 85 0 154 130 0 49 0 195 41 0 29 I 95 40 1 42 4:45 PM 72 0 169 124 0 65 0 237 32 0 29 0 102 72 1 68 5:00 PM * 102 2 201 164 2 82 0 239 39 0 30 1 86 47 0 65 5:15 PM • 83 0 161 153 0 109 0 310 54 0 34 0 127 54 1 59 5:30 PM * 60 0 109 139 0 120 0 256 36 0 15 0 108 64 0 63 5:45 PM * 90 0 135 177 0 107 2 289 36 0 40 I 124 51 0 72 6:00 PM 67 0 137 147 0 68 0 206 32 0 34 0 66 46 I 82 6:15 PM 62 0 137 130 0 59 2 212 40 0 24 0 31 55 0 53 6:30 PM 57 0 144 150 I 40 0 157 32 0 19 0 126 59 0 45 Max. 15 min. 102 2 209 177 2 120 2 310 54 0 40 1 127 72 1 90 Pk. Hr. Vol. 335 2 606 633 2 418 2 1094 165 0 119 2 445 216 1 259 903 952 1024 939 1082 1152 1240 1047 1222 987 882 916 0 I 4 2 1 3 2 0 0 2 0 1 1240 4661 4:45 PM 5:45 PM Peak Hour Intersection Traffic in Pk. Hr. - 4661 Intersecfion Pdslrns in Pk. Hr. 5_ Peak Hr. Factor 0.94 El Camino Real at Alga Road/Aviara Parkway Lane Configuration for Inlersection Capacity Utilization Page 2 of3 PL- Hr Time Period : Soulh Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:30 AM lo 8:30 AM Left Thru Righl Left Thru Righl Left Thru Right Left Thru Right Lane Inside 1 1 1 1 I Config -(left) 2 1 1 1 1 1 urations 3 I I I 1 4 I i 1 1 1 5 1 I 1 1 Outside O 7 Free-flow 1 Lane Settings 2 3 0 2 3 0 2 2 I 2 2 0 Capacity 3600 6000 0 3600 6000 0 3600 4000 1800 3600 4000 0 Are the North/South phases split (Y/N)? N Ase the East/West phases split (Y/N)? N Efficiency Lost Faclor O.IO 194 Hourly Volume 117 912 221 157 740 140 137 251 171 537 270 194 Adjusted Hourly Volume 117 1133 0 157 880 0 137 251 171 537 464 0 Utilization Factor 0.03 0.19 0.00 0.04 0.15 0.00 0.04 0.06 0.10 0.15 0.12 0.00 Critical Factors 0.19 0.04 0.10 0.15 ICU Ratio 0.58 LOS = Turning Movements at Inlerseclion of: El Camino Real and Alga Road/Aviara Parkway W e s t A P P r Time : 7:30 AM to 8:30 AM Date: 8/15/00 Day : Tuesday Name : Jeff, Keilh, Stephanie North Approach EI Camino Real 2278 Totals 1088 Sub- totals 529 559 2 137 251 *• 171 Subtotals 1444 Total 2694 1037 0 140 740 157 J i L • t North n t r 117 912 221 0 1250 I24I 194 270 537 4 Tolal Siibtotak Sub- totals lOOI 633 Totals 1634 Alga Road/Aviara Parkway E a s t A P P r Soulh Approach Note : Left-turn volumes include U-turns. U-turns in bold. El Camino Real at Alga Road/Aviara Parkway Lane Configuration for Intersection Capacity Utilizafion Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 4:45 PM to 5:45 PM Left Thru Right Left Thru Right Left Thru Righl Left Thru Right Lane , Inside I 1 1 1 1 Config -(left) 2 1 I I 1 I urations 3 1 I 1 I 4 I 1 1 I 1 5 6 1 I I I Outside 7 Free-flow 1 Lane Settings 2 3 0 2 3 0 2 2 1 2 2 0 Capacity 3600 6000 0 3600 6000 0 3600 4000 1800 3600 4000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Faclor 0.10 Hourly Volume 337 606 633 420 1094 165 121 445 216 265 280 79 Adjusted Hourly Volume 337 1239 0 420 1259 0 121 445 216 265 359 0 Utilization Faclor 0.09 0.21 0.00 0.12 0.21 0.00 0.03 O.II 0.12 0.07 0.09 0.00 Critical Factors 0.21 0.12 0.12 0.07 ICURafio = 0.62 LOS = B Turning Movements at Inlerseclion of: El Camino Real and Alga Road/.Aviara Parkway Time : 4:45 PM to 5:45 PM Dale: 8/15/00 Day : Tuesday Name : Jeff, Keith, Stephanie North Approach El Camino Real 2485 1679 806 Total Subtotals W e s t A P P r Totals 1564 Sub- totals 782 782 121 445 216 Siihtntak Total 165 1094 420 J i L 1571 North n 1 r 337 606 633 2 1576 3147 79 280 265 Sub- totals 624 1502 Totals 2126 Alga Road/Aviara Parkway E a s t A P P r South Approach Note : Left-turn volumes include U-turns. U-turns in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2000 INTERSECTION ANALYSIS SUMMARY Intersection Number: 13 Intersection Location: El Camino Real and La Costa Avenue 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 r'i-:<. ;.i i FNOi:-0<."j 11.-:^ VRPA TURNING MOVEMENT ANALYSIS Page 1 of 3 Cily: Carlsbad Inlersection of: N/S Street: El Camino Real E/W Street: La Costa Avenue Count Date : 8/15/00 Day : Tuesday Weather: Sunny File: Int #13 Data Collected by : Vlad, Corey, Mike, Brandon Traffic Control: 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-Trn Thm Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 24 0 40 0 0 4 0 42 11 0 42 0 26 11 0 7 0 150 2 0 359 0 6:30 AM 22 0 40 2 0 4 0 45 35 0 43 0 18 35 0 8 0 92 4 0 348 0 6:45 AM 31 I 68 8 0 9 1 95 46 1 75 2 47 46 0 7 1 73 26 0 536 1 0 7:00 AM 28 1 95 3 0 15 0 124 52 0 98 0 51 52 0 5 0 59 II 0 594 1 0 7:15 AM 33 0 89 8 0 9 0 131 34 0 86 0 61 34 0 10 0 86 24 0 605 0 7:30 AM 42 I 144 5 0 27 0 134 46 0 97 0 • 44 46 0 16 0 99 28 0 729 0 7:45 AM 43 I 110 6 0 II 0 177 71 0 103 0 61 71 0 21 0 95 26 0 796 0 8:00 AM * 54 0 188 5 0 31 0 203 86 0 192 0 113 86 0 15 0 126 90 0 1189 0. i:\5AM * 40 3 153 6 0, 28 I 195 64 0 120 0 75 64 0 16 0 91 49 0 905 0^ 8:30 AM * 50 0 133 8 . 0 48 0 170 43 0 102 0 65 43 0 19 0 101 43 0 825 0 8:45 AM * 47 3 145 . 8 0 25 I 195 44 0 98 0 68 44 0 15 0 95 38 0 826 0 9:00 AM 54 1 146 4 0 33 0 178 42 0 81 0 60 42 0 19 0 0 25 0 685 0 Max. 15 min. 54 3 188 8 0 48 1 203 86 1 192 2 113 86 0 21 1 150 90 0 1189 1 0-Pk. Hr. Vol. 191 6 619 27 0 132 2 763 237 0 512 0 321 237 0 65 0 413 220 0 3745 1 0- 7:45 AM Peak Intersection Traffic in Pk. Hr. = 3745 Peak Hr. Factor 0.79 8:45 AM Hour Interseclion Pdstrns in Pk. Hr. 0 3:45 PM 69 3 184 16 0 54 0 268 155 0 128 0 125 69 0 15 0 49 14 0 1149 0 4:00 PM 76 5 213 19 0 42 0 145 71 0 79 0 93 44 0 18 0 28 13 0 846 0 4:15 PM 67 6 203 20 1 62 0 152 96 0 127 0 124 53 0 23 0 67 25 0 1025 1 0 4:30 PM 100 5 256 29 0 51 0 242 122 0 112 0 116 47 0 14 0 39 22 0 1155 1 0 4:45 PM 78 5 178 18 0 72 0 183 143 0 119 0 112 52 0 5 0 32 10 0 1007 0 5:00 PM * 70 4 230 20 0 64 0 188 125 0 128 0 122 38 0 9 0 48 18 0 1064 0 5:15 PM * 69 7 251 21 0 70 2 246 169 0 132 0 136 43 0 26 0 26 19 0 I2I7 0 5:30 PM * 63 5 185 17 0 72 0 236 173 0 152 0 189 38 0 15 0 62 30 0 1237 0 5:45 PM * 64 9 245 23 0 69 0 238 157 2 147 0 124 73 0 18 0 47 25 0 1239 2 6:00 PM 51 4 181 19 0 72 0 210 109 0 129 0 91 42 0 31 0 60 29 0 1028 0 6:15 PM 42 3 209 24 0 63 0 222 153 I 124 0 144 52 0 12 0 51 17 0 II16 I 6:30 PM 57 5 173 15 0 47 0 149 91 0 120 0 112 57 0 14 0 64 22 0 926 0 Max. 15 min. 100 9 256 29 1 72 2 268 173 2 152 0 189 73 0 31 0 67 30 0 1239 2 Pk. Hr. Vol. 266 25 911 81 0 275 2 908 624 2 559 0 571 192 0 68 0 183 92 0 4757 2 4:45 PM Peak Interseclion Traffic in Pk. Hr = 4757 Peak Hr Factor 0.96 5:45 PM Hour Inlersection Pdstrns in Pk. Hr. 2 El Camino Real at La Costa Avenue Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:45 AM to 8:45 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 I 1 I 1 Config -(left) 2 1 I I I urations 3 I I I I I 4 I I 1 5 6 I I 1 I 1 Outside 7 Free-flow Lane Settings 2 3 0 2 3 0 2 2 1 1 2 0 Capacity 3600 6000 0 3600 6000 0 3600 4000 1800 1800 4000 0 Aie the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor O.IO Hourly Volume 197 619 27 134 763 237 512 321 237 65 413 220 Adjusted Hourly Volume 197 646 0 134 IOOO 0 512 321 237 65 633 0 Utilization Factor 0.05 0.11 0.00 0.04 0.17 0.00 0.14 0.08 0.13 0.04 0.16 0.00 Critical Factors 0.05 0.17 0.14 0.16 ICU Ratio 0.62 LOS = B Tuming Movements at Intersection of: El Camino Real and La Costa Avenue Time : 7:45 AM to 8:45 AM North Approach Date: 8/15/00 Day : Tuesday Name : Vlad, Corey, Mike, Brandon 1134 El Cainino Real 2487 1353 Total Siihtntak w e s t A P P r Totals 1911 Sub- tntak 841 1070 0 512 321 237 Subtotals Total 237 763 134 J I u 1071 North ^ t r 197 619 27 6 843 I9I4 220 413 65 0 Sub- totals 698 480 La Costa Avenue Tntak 1178 E a s t A P P r South Approach Note : Left-turn volumes include U-turns. U-turns in bold. El Cainino Real at La Costa Avenue Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 4:45 PM to 5:45 PM Left Thru Right Left Thru Righl Left Thru Right Left Thru Right Lane Inside I 1 Conflg- (left) 2 1 urations 3 I 4 1 5 I 1 6 Outside 7 Free-flow 1 1 1 I 1 1 I 1 1 1 1 1 I I I Lane Settings 2 3 0 2 3 0 2 2 1 I 2 0 Capacity 3600 6000 Aie the North/South phases split (Y/N)? Aie the East/West phases split (Y/N)? Efficiency Lost Factor O.IO Hourly Volume 291 Adjusted Hourly Volume 291 Utilization Factor 0.08 Critical Factors 0.08 911 992 0 N N 81 0 3600 6000 0 3600 4000 1800 1800 4000 0 277 908 624 277 1532 0 559 559 571 571 192 192 68 68 183 275 92 0 0.17 0.00 0.08 0.26 0.00 0.16 0.14 O.II 0.04 0.07 0.00 0.26 0.16 0.07 ICU Ratio = 0.67 LOS= B Turning Movements at Intersection of: El Cainino Real and La Costa .Avenue Time : 4:45 PM to 5:45 PM North Approach Date: 8/15/00 Day : Tuesday Name : Vlad, Corey, Mike, Brandon 1809 El Camino Real 3373 1564 Total Subtotals W e s t A P P r Totals 2395 Sub- totals 1073 1322 559 571 192 Subtotals Total 624 908 277 J i u 1193 North 291 911 25 1283 2476 n 1 r 81 92 183 68 Sub- totals 343 927 La Costa Avenue Totals 1270 E a s I A P P r South Approach Note : Left-turn volumes include U-turns. U-turns in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2000 INTERSECTION ANALYSIS SUMMARY Intersection Number: 14 Intersection Location: El Camino Real and Levante 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 City: Carlsbad Intersection of: N/S Street: El Camino Real E/W Street: Levante Street VRPA TURNING MOVEMENT ANALYSIS File: Inl # 14 Data Collected by Page I of 3 Count Date: 8/16/00 Day: Wednesday Weather: Sunny Vlad, Brandon Traffic Control : Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Trn Thra Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 0 0 45 5 0 I 0 54 0 0 0 0 0 0 0 14 0 0 8 0 127 0 6:30 AM 0 I 46 1 0 3 0 90 3 0 0 0 0 0 0 14 0 0 13 0 171 0 6:45 AM 0 0 37 0 0 8 1 127 1 I 0 0 0 0 0 19 0 0 11 0 204 1 7:00 AM 0 I 24 3 I 8 0 174 4 I 0 0 0 0 0 30 0 0 7 0 251 2 7:I5AM 0 0 35 4 1 9 0 183 1 0 0 0 0 0 0 13 0 0 13 0 • 258 I 7:30 AM 0 0 124 2 0 6 0 193 I I 0 0 0 0 0 33 0 0 21 0 380 I 7:45 AM 0 I 161 8 0 20 0 261 0 1 0 0 0 0 0 35 0 0 29 0 515 1 8:00 AM * 0 0 125 9 0 16 0 293 1 I 0 0 0 0 0 39 0 1 19 0 503 1 8:I5AM * 0 0 171 8 0 28 0 215 2 2 0 0 0 0 0 30 0 • 0 33 0 487 2 8:30 AM * 0 0 156 8 0 4 0 241 I 4 0 0 0 0 0 37 0 0 17 0 464 4 8:45 AM * I 0 171 14 0 13 0 280 2 4 0 0 0 0 0 42 0 0 29 0 552 4 9:00 AM 0 I 158 8 0 5 0 224 0 I 0 0 0 0 0 39 0 0 23 0 458 I Max. 15 min. 1 I 171 14 1 28 1 293 4 4 0 0 0 0 0 42 0 1 33 0 552 4 Pk. Hr. Vol. 1 0 623 39 0 61 0 1029 6 11 0 0 0 0 0 148 0 1 98 0 2006 11 7:45 AM Peak Intersection Traffic in Pk, Hr. = 2006 Peak Hr. Factor 0.91 8:45 AM Hour Intersection Pdslrns in Pk. Hr. = 11 3:45 PM 0 0 292 25 0 22 I 281 0 1 0 0 0 0 0 20 0 0 21 0 662 1 4:00 PM 0 I 313 28 1 26 9 209 0 0 0 0 0 0 0 24 0 0 27 0 637 I 4:15 PM 0 0 270 30 1 21 6 239 2 0 0 0 0 0 0 25 0 0 22 0 615 1 4:30 PM 0 0 288 26 0 25 7 290 0 0 0 0 0 0 0 18 0 0 28 0 682 0 4:45 PM 0 0 287 37 0 8 4 234 0 0 0 0 0 0 0 25 0 0 30 0 625 0 5:00 PM 0 0 271 20 0 30 4 274 0 0 0 0 0 0 0 25 0 0 24 0 648 0 5:15 PM * 0 0 278 34 0 27 3 279 0 0 0 0 0 0 0 24 0 0 23 0 668 0 5:30 PM * 0 0 283 34 0 36 I 281 0 0 0 0 0 0 0 21 0 0 23 0 679 0 5:45 PM * 0 0 244 40 0 37 4 243 0 0 0 0 0 0 0 14 0 0 14 0 596 0 6:00 PM * 0 0 294 45 0 30 2 274 0 0 0 0 0 0 0 21 0 0 27 0 693 0 6:15 PM 0 0 259 39 0 17 4 217 0 0 0 0 0 0 0 30 0 0 16 0 582 0 6:30 PM 0 0 216 26 0 23 4 205 0 0 0 0 0 0 0 28 0 0 13 0 515 0 Max. 15 min. 0 I 313 45 1 37 9 290 2 1 0 0 0 0 0 30 0 0 30 0 693 1 Pk. Hr. Vol, 0 0 1099 153 0 130 10 1077 0 0 0 0 0 0 0 80 0 0 87 0 2636 0 5:00 PM Peak Intersecfion Traffic in Pk, Hr. = 2636 Peak Hr. Factor 0.95 6:00 PM Hour Inlersection Pdstrns in Pk. Hr. = 0 El Camino Real at Levante Street Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : - South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:45 AM to 8:45 AM Left Thru Right Left Thm Right Left Thra Right Left Thra Right Lane Inside 1 1 Config- (left) 2 1 urations 3 1 4 1 1 5 6 Outside 7 Free-flow 1 1 I 1 1 1 I I 1 1 1 Lane Settings 1 3 0 1 3 0 1 1 0 1 1 1 Capacity Are the North/South phases split (Y/N)? Are the East/West phases split (Y/N)? 1800 6000 0 N N 1800 6000 0 1800 2000 0 1800 2000 1800 Efficiencv Lost Faclor O.IO Hourly Volume 1 623 39 61 1029 6 0 0 0 148 1 98 Adjusted Hourly Volume 1 662 0 61 1035 0 0 0 0 148 1 98 Utilization Factor 0.00 0.11 0.00 0.03 0.17 0.00 0.00 0.00 0.00 0.08 0.00 0.05 Critical Factors 0.00 0.17 0.00 0.08 ICU Rafio = 0.35 LOS A Turning Movements at Intersection of: EI Camino Real and Levante Street W e s t A P P r Time : 7:45 AM to 8:45 AM Date: 8/16/00 Day : Wednesday Name : Vlad, Brandon Totals Sub- tntak 0 0 0 0 Subtotals Tolal North Approach El Camino Real 177 1817 1096 0 6 1029 61 J i L t North ^ t r I 623 0 663 1840 721 Total Siihtntnlq Sub- totals 98 1 247 148 0 100 Levante Street Tntnls 347 E a s I A P P r South Approach Note: Left-turn volumes include U-turns. U-lurns in bold. El Camino Real at Levante Street Lane Configuration for Intersection Capacity Ufilization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) , . West Appr (EB) East Appr (WB)' 5:00 PM lo 6:00 PM Left Thru Right Left Thm Right Left Thm Right Left Thru Right Lane Inside 1 1 1 I 1 Config - (left) 2 1 1 1 1 1 urations 3 4 1 1 1 1 1 1 I Outside 5 5 7 Free-flow Lane Settings 1 3 0 1 3 0 I 1 0 1 1 1 Capacity 1800 6000 0 1800 6000 0 1800 2000 0 1800 2000 1800 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 0 1099 153 140 1077 0 0 0 0 80 0 87 Adjusted Hourly Volume 0 1252 0 140 1077 0 0 0 0 80 0 87 Utilization Factor 0.00 0.21 0.00 0.08 0.18 0.00 0.00 0.00 0.00 0.04 0.00 0.05 Critical Factors 0.21 0.08 0.00 0.05 ICU Ralio = 0.44 LOS A Turning Movements at Intersection of: El Camino Real and Levante Street W e s t A P P r Time : 5:00 PM lo 6:00 PM Dale: 8/16/00 Day : Wednesday Name : Vlad, Brandon Totals Sub- toials 0 0 Siihtntak Total North Approach El Camino Real 2413 1217 10 0 1077 140 J I u 1157 North ^ t r 0 0 2409 1099 153 1252 196 Total Subtotals Sub- totals 87 0 167 80 0 283 Levante Street Totals 450 E a s t A P P r South Approach Note : Left-turn volumes include y U-turns. U-tums in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2000 INTERSECTION ANALYSIS SUMMARY Intersection Number: 15 Intersection Location: Palomar Airport Road and Avenida Encinas 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 1 I r-J ' I K ; J t City; Carlsbad Intersection of: N/S Street: Avenida Encinas E/W Street: Palomar Airport Road VRPA TURNING MOVEMENT ANALVSIS Page I of3 File: Int.# 15 Data Collected by : Darlene, Caren Count Date: 7/19/00 Day: Wednesday Weather: Clear Traffic Conlrol: Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Tm Thru Right Peds Left U-Tm Thru Right Peds Left U-Trn Thru Right Peds Left U-Tm Thru Right Peds Vehicles Peds 6:15 AM 3 0 5 3 0 14 0 1 0 0 6 0 28 7 0 53 0 17 27 0 164 0 6:30 AM 0 0 0 2 0 20 0 0 2 0 4 0 37 II 1 35 0 16 37 0 164 1 6:45 AM 3 0 8 8 0 22 1 2 3 0 6 0 41 9 2 76 0 39 35 0 253 2 7:00 AM 4 0 4 14 I 35 0 4 5 1 4 0 63 22 0 105 1 28 48 0 337 2 7:15 AM 6 0 8 23 0 30 0 12 6 0 11 0 60 16 0 56 0 41 71 0 340 0 7:30 AM 6 0 6 29 2 30 0 5 3 3 6 0 68 2 0 50 0 32 59 I 296 6 7:45 AM 4 0 8 18 0 31 0 7 4 0 10 0 75 12 1 79 0 32 73 0 353 1 8:00 AM • 3 0 10 28 0 31 I 5 4 0 12 0 100 16 0 78 1 42 67 0 398 0 8:15 AM * 3 0 10 28 1 42 0 10 6 I 18 0 68 15 2 59 0 38 111 0 408 4 8:30 AM * 5 0 7 23 I 43 1 4 3 0 18 0 65 18 0 75 0 29 88 0 379 I 8:45 AM * 7 0 12 22 0 54 0 6 9 0 13 0 63 9 2 61 0 47 108 0 411 2 9:00 AM 5 0 9 17 0 41 0 8 4 1 7 0 77 12 1 43 0 23 100 I 346 3 Max. 15 min. 7 0 12 29 2 54 I 12 9 3 18 0 100 22 2 105 1 47 111 I 411 6 Pk. Hr. Vol. 18 0 39 IOI 2 170 2 25 22 I 61 0 296 58 4 273 1 156 374 0 1596 7 7:45 AM Peak Intersection Traffic in Pk. Hr. = 1596 Peak Hr. Factor 0.97 8:45 AM Hour Intersection Pdstrns in Pk. Hr. = 7 3:45 PM 25 0 26 72 0 84 0 8 11 0 12 0 77 4 1 74 I 104 48 0 546 1 4:00 PM 11 0 14 31 1 89 0 9 18 0 7 0 65 8 0 19 0 118 72 0 461 I 4:15 PM 15 0 7 58 0 28 0 3 4 0 5 0 70 3 0 46 0 63 41 0 343 0 4:30 PM 11 0 13 42 0 74 0 7 20 0 12 0 53 7 0 35 0 108 50 0 432 0 4:45 PM • 23 0 13 55 0 34 0 12 13 0 17 0 44 4 2 39 2 144 66 0 466 2 5:00 PM • 23 0 30 51 0 99 0 0 15 0 21 0 42 5 1 36 3 108 45 1 478 2 5:15 PM * 24 0 12 88 I 115 0 16 20 2 13 0 22 7 1 20 1 112 72 1 522 5 5:30 PM * 19 0 24 68 0 102 0 7 24 0 16 0 71 8 I 69 1 179 101 0 689 I 5:45 PM 13 0 17 50 3 73 0 12 13 1 11 0 38 6 0 35 0 91 52 2 411 6 6:00 PM 9. 0 17 26 5 71 0 34 16 0 8 0 30 10 2 48 3 113 62 1 447 8 6:15 PM 13 0 20 70 0 68 1 17 17 0 4 0 60 2 I 30 0 124 65 1 491 2 6:30 PM 9 0 8 29 0 55 0 8 10 0 25 0 28 6 0 13 0 87 60 0 338 0 Max. 15 min. 25 0 30 88 5 115 1 34 24 2 25 0 77 10 2 74 3 179 101 2 689 8 Pk. Hr. Vol. 89 0 79 262 I 350 0 35 72 2 67 0 179 24 5 164 7 543 284 2 2155 10 4:30 PM Peak Intersection Traffic in Pk. Hr. = 2155 Peak Hr. Factor 0.78 5:30 PM Hour Intersection Pdstrns in Pk. Hr. 10 Avenida Encinas at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:45 AM to 8:45 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 1 1 I 1 Config - (left) 2 I 1 I 1 1 1 urations 3 4 I I 1 Outside J 6 7 Free-flow Lane Settings I I I 2 0 1 1 1 0 1 1 1 Capacity 1800 2000 1800 3600 0 1800 1800 2000 0 1800 2000 1800 Are the North/South phases split (Y/N)? Y Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 18 39 101 172 25 22 61 296 58 274 156 374 Adjusted Hourly Volume 18 39 101 197 0 22 61 354 0 274 156 374 Utilization Factor 0.01 0.02 0.06 0.05 0.00 0.01 0.03 0.18 0.00 0.15 0.08 0.21 Critical Factors 0.06 0.05 0.18 0.15 ICU Rafio = 0.54 LOS Tuming Movements at Intersection of: Avenida Encinas and Palomar Airport Road W e Time : 7:45 AM to 8:45 AM Date: 7/19/00 Day : Wednesday Name: Darlene, Caren Totals Sub- tntak 196 North Approach 22 Subtotals Total 356 219 25 s 611 0 61 — • t 415 296 58 - A • North P P r 18 39 0 158 514 695 2 172 Avenida Encinas 476 374 156 274 r Total Siihtntak Sub- totals IOI 804 568 Totals 1372 Palomar Airport Road E a s t A P P r South Approach Note : Left-tum volumes include U-tums. U-tums in bold. Avenida Encinas at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : Soulh Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 4:30 PM to 5:30 PM Left Thm Righl Left Thm Right Left Thra Right Left Thra Righl Lane Inside 1 I Config- (left) 2 I urations 3 1 4 5 6 Outside 7 Free-flow I 1 1 1 1 1 1 1 1 1 Lane Settings 1 I 1 Capacity 1800 2000 1800 2 0 1 3600 0 1800 1 1 0 1800 2000 0 1 I I 1800 2000 1800 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 Y N 0.10 89 89 79 262 350 79 262 385 35 0 67 179 24 0 171 543 284 171 543 284 72 72 67 203 0.05 .0.04 0.15 O.II 0.00 0.04 0.04 O.IO 0.00 O.IO 0.27 0.16 0.15 0.11 0.04 0.27 ICU Ratio 0.67 LOS B Turning Movements at Intersection of: Avenida Encinas and Palomar Airport Road Time : 4:30 PM to 5:30 PM Date: 7/19/00 Day : Wednesday Name : Darlene, Caren North Approach 457 887 Avenida Encinas 430 Tntal Subtotals W e s t A P P Totals 974 Sub- totals 704 270 0 67 179 24 ~1 72 35 350 J i L 1 • Siihtntak 223 Total 653 North 1 t r 89 79 262 0 430 284 543 171 Sub- totals 998 798 Totals 1796 Palomar Airport Road E a s t A P P South Approach Note : Left-tum volumes include U-tums. U-tums in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2000 INTERSECTION ANALYSIS SUMMARY Intersection Number: 16 Intersection Location: Palomar Airport Road 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 I i-:<. I I p^lc .f f .t'.jc : I City: Carlsbad Interseclion of: N/S Slreet: Paseo Del Norte E/W Streel: Palomar Airport Road VRPA TURNING MOVEMEN 1 ANALYSIS File: Int.#16 Dala Collected by Page 1 of 3 Count Date : 7/18/00 Day : Weather: Tuesday Sunny Corey, Craig, Mike Traffic Control : Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Righl Peds Left U-Trn Thru Righl Peds Vehicles Peds 6:15/KM 33 0 6 16 0 4 0 2 3 0 18 0 253 20 1 9 1 185 8 0 558 1 6:30 AM 27 0 8 17 0 14 0 4 11 0 18 0 376 25 1 9 4 180 20 0 713 1 6:45 AM 52 0 15 13 I 24 0 2 15 0 25 1 410 19 1 13 2 237 23 0 851 2 7:00 AM 59 0 32 38 0 6 0 2 13 0 29 I 611 23 0 7 2 192 33 0 1048 0 7:15 AM 41 0 16 19 0 24 0 8 29 I 48 2 459 18 0 19 4 207 40 1 934 2 7:30 AM * 36 0 30 30 0 35 0 2 27 I 52 I 586 30 1 5 2 214 42 3 1092 5 7:45 AM * 60 0 29 32 0 39 0 15 27' 1 43 2 527 29 1 16 4 217 46 0 1086 2 8:00 AM * 58 0 44 41 0 46 0 7 22 1 46 I 628 41 0 14 2 226 62 1 1238 . 2 ^:15AM * 45 0 19 42 . 0 50 0 7 32 1 62 0 518 41 2 11 3 224 51 0 1105 3 8:30 AM 65 0 33 , 39 1 44 0 17 33 2 50 I 497 34 I 26 4 179 32 2 1054 6 8:45 AM 44 0 25 24 0 33 0 13 43 2 63 0 444 37 2 23 3 260 40 0 1052 4 9:00 AM 68 0 37 19 0 39 0 22 42 2 62 0 423 38 I 23 4 254 46 0 1077 3 Max. 15 min. 68 0 44 42 1 50 0 22 43 2 63 2 628 41 2 26 4 260 62 3 1238 6 Pk. Hr. Vol. 199 0 122 145 0 170 0 31 108 4 203 4 2259 141 4 46 11 881 201 4 4521 12 7:15 AM Peak Intersection Traffic in Pk. Hr, = 4521 Peak Hr. Factor 0.91 8:15 AM Hour Intersection Pdstms in Pk. Hr. = 12 3:45 PM 105 0 45 44 1 61 0 26 71 3 51 2 352 51 2 44 9 477 65 0 1403 6 4:00 PM 48 0 17 22 1 51 0 39 73 2 75 1 283 59 2 44 5 507 67 0 1291 5 4:15 PM 65 0 31 31 0 83 0 30 78 0 85 2 309 48 I 48 7 544 65 0 1426 1 4:30 PM 61 0 21 32 0 46 0 30 73 0 84 2 277 43 1 34 6 522 64 0 1295 1 4:45 PM 67 0 30 30 0 49 0 25 72 2 80 1 267 53 0 44 7 614 63 0 1402 2 5:00 PM 79 0 31 37 2 69 0 35 82 1 55 1 264 41 0 42 8 415 57 I 1216 4 5:15 PM * 69 0 24 31 0 56 0 44 97 0 83 4 316 75 1 46 7 678 76 0 1606 1 5:30 PM * 59 0 30 29 0 77 0 32 99 1 59 4 267 41 0 54 7 485 43 0 1286 1 5:45 PM * 81 0 26 46 I 65 0 47 79 I 85 1 256 56 0 56 11 663 64 0 1536 2 6:00 PM * 76 0 30 35 2 45 0 29 74 0 55 4 282 50 1 51 11 511 49 0 1302 3 6:15 PM 71 0 16 19 0 43 0 22 73 I 58 1 262 42 1 31 11 412 66 0 1127 2 6:30 PM 59 0 23 24 0 42 0 39 71 0 46 6 198 51 1 38 8 390 58 0 1053 1 Max. 15 min. 105 0 45 46 2 83 0 47 99 3 85 6 352 75 2 56 11 678 76 I 1606 6 Pk. Hr. Vol. 285 0 110 141 3 243 0 152 349 2 282 13 1121 222 2 207 36 2337 232 0 5730 7 5:00 PM Peak Intersecfion Traffic in Pk. Hr. = 5730 Peak Hr Factor 0.89 6:00 PM Hour Intersecfion Pdslrns in Pk. Hr. = 7 Paseo Del Norte at Palomar Airport Road Lane Configuralion for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : Soulh Appr (Ng) North Appr (SB) West Appr (EB) East Appr (WB) 7:15 AM lo 8:15 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Righl Lane Inside 1 1 Config- (left) 2 I urations 3 I 4 1 I 5 6 Outside 7 Free-flow I 1 I I I 1 I I I 1 1 1 I 1 I 1 1 Lane Settings 2 2 0 2 2 0 2 3 0 2 3 I Capacity 3600 4000 Are the North/South phases split (Y/N)? Are the East/West phases split (Y/N)? Efficiency Lost Factor Hourly Volume Adjusted Hourly Volume Utilization Faclor Critical Factors 0 N N 3600 4000 3600 6000 0 3600 6000 1800 0.10 199 122 145 170 31 108 207 2259 141 57 881 201 199 267 0 170 139 0 207 2400 0 57 881 201 0.06 0.07 0.00 0.05 0.03 0.00 0.06 0.40 0.00 0.02 0.15 O.II 0.07 0.05 0.40 0.02 ICU Ratio = 0.64 LOS^ Turning Movements at Intersecfion of: Paseo Del Norte and Palomar .4irport Road W e s t A P P Time : 7:\5 AM to 8:15 AM Date: 7/18/00 Day : Tuesday Name : Corey, Craig, Mike North Approach Totals 3799 Sub- tntak 1192 2607 4 207 2259 141 Subtotals Total 218 309 Paseo Del Norte 835 0 108 31 170 J i u • t North ^ t r 199 122 145 0 466 684 526 201 881 57 11 Total Siihtntak Sub- totals 139 2585 Tntak 3724 Palomar Airport Road E a s t A P P r South Approach Note : Left-lurn volumes include U-lurns. U-lurns in bold. Paseo Del Norte at Palomar Airport Road Lane Configuration for Inlersection Capacity Utilization Page 3 of3 Pk. Hr. Time Period : South Appr (NB) North Apisi- (SB) Wesl Appr (EB) East Appr (WB) 5:00 PM to 6:00 PM Left Thru Right Left Thru Rieht Left Thru Right Left Thru Right Lane Inside I I 1 I 1 Config -(left) 2 I 1 I 1 urations 3 I 1 1 I 4 I I 1 1 I 1 5 6 1 1 I I Outside 7 Free-flow Lane Settings 2 2 0 2 2 0 2 3 0 2 3 1 Capacity 3600 4000 0 3600 4000 0 3600 6000 0 3600 6000 1800 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 285 110 141 243 152 349 295 1121 222 243 2337 232 Adjusted Hourly Volume 285 251 0 243 501 0 295 1343 0 243 2337 232 Utilization Factor 0.08 0.06 0.00 0.07 0.13 0.00 0.08 0.22 0.00 0.07 0.39 0.13 Critical Factors 0.08 0.13 0.08 0.39 ICU Ratio = 0.78 LOS = C Turning Movements at Intersection of: Paseo Del Norte and Palomar .Airport Road Time : 5:00 PM to 6:00 PM Dale: 7/18/00 Day : Tuesday Name : Corey, Craig, Mike North Approach 744 Paseo Del Norte 1368 624 Total Subtotals W e s t A P P r Totals 4622 Sub- tolals 2984 1638 13 295 1121 222 Subtotals Total 349 152 243 J 1 U 581 North ^ t r 285 110 141 0 536 1II7 232 2337 243 36 Sub- totals 2812 I54I Totals 4353 Palomar Airport Road E a s t A P P South Approach Note : Left-turn volumes include U-lurns. U-tums in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2000 INTERSECTION ANALYSIS SUMMARY Intersection Number: 17 Intersection Location: Palomar Airport Road and Armada Drive / Costco Entrance Contents: Turn Movement Count Summary (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Turn Movement Diagram P.M. Peak Hour ICU Analysis and Turn Movement Diagram Page 1 Page 2 Page 3 I i-:c -( I fN<.".»i .<. J<L JI City: Carlsbad Interseclion of: N/S Street: Armada Drive/Costco Entrance E/W Street: Palomar Airport Road VRPA TURNING MOVEMENT ANALYSIS File: #17 Data Collected by Page 1 of 3 Count Date: 7/19/00 Day: Wednesday Weather: Foggy morning, clear aftemoon Vlad, Corey Traffic Control ; 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-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thra Right Peds Vehicles Peds 6:15 AM 7 0 0 3 0 2 0 0 1 0 14 3 235 5 0 3 1 187 10 0 471 0 6:30 AM 3 0 0 4 0 I 0 0 I 0 7 1 253 6 0 6 0 186 10 0 478 0 6:45 AM 13 . 0 0 6 0 6 0 0 I 0 17 1 411 5 0 5 I 277 12 0 755 0 7:00 AM 12 0 0 4 0 9 0 0 4 0 14 3 598 9 0 7 I 248 21 0 930 0 7:15 AM 8 0 0 5 0 9 0 0 6 0 4 I 513 17 0 5 0 219 12 0 799 0 7:30 AM 9 0 0 13 0 17 0 0 7 1 15 6 504 9 0 4 0 226 16 0 826 1 7:45 AM * 15 0 0 9 0 25 0 I 4 0 14 3 575 8 0 14 0 293 49 0 1010; 0 8:00 AM * 6 0 0 17 0 59 0 I 6 0 16 4 665 12 0 6 0 221 50 0 1063 0 8:I5AM * 15 0 I 8 • 0 40 0 3 10 0 22 5 573 17 0 11 0 250 38 0 993 0 8:30/yvl * 21 0 0 14 0 17 2 I 7 •0 17 4 474 13 0 10 0 246 28 0 854 0 8:45 AM 18 0 I 14 0 12 0 I 9 I 14 2 429 15 0 5 1 249 27 0 797 I 9:00 AM 14 0 3 34 0 15 0 I 13 I 9 I 406 15 0 5 0 264 30 0 810 1 Max. 15 min. 21 0 3 34 0 59 2 3 13 I 22 6 665 17 0 14 1 293 50 0 1063 1 0 Pk. Hr. Vol. 57 0 I 48 0 141 2 6 27 0 69 16 2287 50 0 41 0 1010 165 0 3920', 1 0 7:30 AM Peak Intersection Traffic in Pk, Hr, 3920 Peak Hr. Factor 0.92 8:30 AM Hour Intersecfion Pdstrns in Pk, Hr. = 0 3:45 PM 80 0 2 32 0 27 0 3 30 0 7 6 268 24 0 21 0 567 26 0 1093 0 4:00 PM 71 0 1 35 0 35 0 7 29 0 15 9 297 16 0 38 1 504 42 1 I IOO 1 4:15 PM 69 0 5 29 0 31 0 3 17 0 10 13 217 20 0 26 1 475 25 0 941 0 4:30 PM 79 0 4 41 0 48 0 2 18 0 8 13 301 19 0 16 0 541 29 0 1119 0 4:45 PM 74 0 0 10 0 42 0 5 26 0 3 14 233 15 0 16 0 587 30 0 1055 0 5:00 PM * 61 0 4 76 0 30 0 6 18 0 13 12 265 15 0 38 4 548 37 0 1127 0 5:15 PM * 65 0 6 48 0 53 0 7 23 0 11 10 314 16 0 32 0 714 67 1 1366 I 0 5:30 PM * 54 0 4 36 0 43 0 9 18 0 12 13 308 17 0 46 0 658 66 0 1284 I 0 5:45 PM * 67 0 1 40 0 30 1 1 22 0 16 10 274 17 • 0 38 0 605 53 0 1175 0 6:00 PM 64 0 1 42 0 22 0 2 14 0 25 11 208 17 0 39 1 427 34 0 907 0 6:15 PM 63 0 2 38 0 35 1 4 24 0 26 7 221 19 0 31 I 520 20 0 1012 0 6:30 PM 72 0 1 40 0 23 0 2 20 0 14 15 199 13 0 26 0 387 25 0 837 0 Max. 15 min. 80 0 6 76 0 53 I 9 30 0 26 15 314 24 0 46 4 714 67 1 1366 1 Pk. Hr. Vol. 247 0 15 200 0 156 1 23 81 0 52 45 1161 65 0 154 4 2525 223 I 4952 1 4:45 PM Peak Intersection Traffic in Pk. Hr. = 4952 Peak Hr. Factor 0.91 5:45 PM Hour Intersection Pdstrns in Pk. Hr. Armada Drive/Costco Entrance af Palomar Airport Road Lane Configuralion for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) Wesl Appr (EB) East Appr (WB) 7:30 AM to 8:30 AM Left Thru Righl Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 1 1 1 Config -(left) 2 1 1 1 I I urations 3 1 1 I 1 I 4 1 1 1 5 1 1 6 1 I Outside 7 Free-flow Lane Settings 2 1 0 2 I 1 2 3 1 1 3 1 Capacity 3600 2000 0 3600 2000 1800 3600 6000 1800 1800 6000 1800 Are the North/South phases split (Y/N)? N Aie the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 57 I 48 143 6 27 85 2287 50 41 1010 165 Adjusted Hourly Volume 57 49 0 143 6 27 85 2287 50 41 1010 165 Utilization Factor 0.02 0.02 0.00 0.04 0.00 0,02 0,02 0.38 0.03 0.02 0.17 0.09 Critical Factors 0.02 0.04 0.38 0.02 ICU Ralio = 0.57 LOS = A Turning Movements at Intersection of: Armada Drive/Costco Entrance and Palomar Airport Road W e s I A P P r Time : 7:30 AM lo 8:30 AM Date: 7/19/00 Day : Wednesday Name; Vlad, Corey Totals 3532 North Approach Sub- tnlak IIIO 16 85 2422 2287 50 Subtotals Total 27 97 176 6 J I L t North Armada Drive/Costco Entrance 413 Tolal 237 Snhtotals 2 143 Sub- totals ^ t r 57 1 48 0 106 203 Totals 165 1010 1216 41 0 2476 Palomar Airport Road 3692 E a s t A P P r South Approach Note : Left-lurn volumes include U-turns. U-turns in bold. Armada Drive/Costco Entrance at Palomar Airport Road Lane Configuration for Interseclion Capacity Ufilizafion Page 3 of 3 Pk Hr Time Period : Soulh Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 4:45 PM to Thru Right 5:45 PM Left Thru Righl Left Thru Righl Left Thru Right Left Thru Right Lane Inside I 1 1 1 Config -(left) 2 1 I I 1 urations 3 1 1 1 1 1 1 1 I 4 5 1 1 1 1 Outside 6 7 Free-flow Lane Settings 2 I 0 2 1 1 2 3 1 I 3 1 Capacity' 3600 2000 0 3600 2000 1800 3600 6000 1800 1800 6000 1800 Are the North/South phases split (Y/N)? N Aie the EastAVest phases split (Y/N)? N Efficiency Lost Faclor O.IO 2525 223 Hourly Volume 247 15 200 157 23 81 97 II61 65 158 2525 223 Adjusted Hourly Volume 247 215 0 157 23 81 97 1I6I 65 158 2525 223 Utilization Factor 0.07 0.11 0.00 0.04 O.OI 0.05 0.03 0.19 0.04 0.09 0.42 0.12 Critical Factors O.II 0.04 0.03 0.42 ICU Ratio = 0.70 LOS = B Turning Movements at Interseclion of .Armada Drive/Costco Entrance and Palomar Airport Road W e s t A P P r Time : 4:45 PM to 5:45 PM Dale: 7/19/00 Day : Wednesday Name : Vlad, CorcN' Totals 4221 Sub- totals 2898 1323 North Approach 45 97 1161 65 Snhtnlak Total 261 North Armada Drive/Costco Entrance 552 1 81 23 157 J i u n t r 247 15 200 0 242 462 704 291 223 2525 158 Totnl Subtotals Sub- totals 2906 Totals 4427 I52I Palomar Airport Road E a s I A P P r Soulh Approach Note : Left-turn volumes include U-turns. U-turns in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2000 INTERSECTION ANALYSIS SUMMARY Intersection Number: 18 Intersection Location: Palomar Airport Road 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 VRPA TURNING MOVEMENT ANALVSIS Page 1 of3 Cily; Carlsbad Intersection of: N/S Street: College Boulevard/Aviara Parkway E/W Street: Palomar Airport Road Count Date : 8/22/00 Day: Tuesday Weather: Sunny File : Int # 18R Data Collected by : Stephanie, Aimee Traffic Control: Signalized South ADDroach (NB) North Approach (SB) West Appi oach (EB) East Approac h(WB) 15 min Total End of 15 Vehicles Peds min. prd. Left U-Trn Thru Right Peds Left U-Trn Thm Right Peds Left U-Trn Thru Right Peds Left U-Trn Thra Right Peds Vehicles Peds 6:15 AM 9 0 0 3 1 5 0 1 15 0 64 0 128 2 0 3 0 159 2 0 391 1 0 6:30 AM 4 0 I 4 0 I 0 0 13 0 88 0 185 4 0 5 0 189 I 0 495 1 0 6:45 AM 6 0 2 4 0 4 0 1 16 0 90 0 293 19 0 10 0 214 6 0 665 0 7:00 AM 19 0 1 1 2 9 1 3 23 0 172 0 452 19 0 14 0 215 5 0 934 2 7:\5AM 9 0 3 4 I 9 0 5 27 0 123 0 338 14 0 9 0 176 5 0 722 1 0 7:30 AM * 13 0 5 8 0 8 0 5 32 0 182 0 412 8 0 4 0 251 12 0 940 1 0 7:45 AM * 4 0 5 10 0 11 0 2 33 0 175 0 415 10 0 7 0 190 9 0 871 0 8:00/iJvI * 14 0 6 7 0 14 2 5 38 0 267 1 553 7 0 4 0 265 17 0 1200,' 0 8:I5AM * 13 0 7 5 0 9 0 I 39 0 , 250 0 432 9 0 12 0 221 21 0 1019 0 8:30/VM 11 0 2 • 4 0 12 0 2 51 0 175 0 341 6 0 5 0 235 13 0 857 0 8:45 AM 8 1 1 5 0 11 0 3 51 0 179 0 358 6 0 7 0 237 14 0 881 0 9:00 AM 6 0 0 2 0 6 0 2 55 0 189 0 348 6 0 8 0 254 12 0 888 0 Max. 15 min. 19 1 7 10 2 14 2 5 55 0 267 1 553 19 0 14 0 265 21 0 1200-2 Pk. Hr. Vol. 44 0 23 30 0 42 2 13 142 0 874 1 1812 34 0 27 0 927 59 0 4030 0 7:\5AM Peak Intersecfion Traffic in Pk. Hr. = 4030 Peak Hr. Factor 0.84 8:15 AM Hour Intersection Pdstrns in Pk. Hr. = 0 3:45 PM 17 1 3 6 0 16 0 2 166 0 96 2 362 14 0 3 1 426 19 0 1134 0 4:00 PM 20 0 2 9 0 4 0 4 118 0 63 0 258 8 0 6 0 319 14 0 825 0 4:15PM 9 0 3 7 0 13 0 7 194 0 59 0 242 10 0 9 0 388 19 0 960 0 4:30 PM 8 0 3 6 0 II 0 6 123 0 65 0 262 10 0 5 0 353 16 0 868 0 4:45 PM * 13 0 3 3 0 11 0 4 172 1 67 0 305 16 0 8 0 539 19 0 1160 1 0 5:00 PM * 8 0 2 1 0 21 1 3 127 0 73 0 261 21 0 7 0 298 11 0 834 1 0 5:15 PM * 16 0 3 8 0 16 0 6 273 2 61 0 302 18 0 8 0 547 33 3 1291 5 5:30 PM * 13 0 2 1 0 10 0 6 194 1 62 0 255 20 0 10 0 494 21 0 1088 1 0 5:45 PM 12 1 0 8 0 15 0 7 194 0 63 0 318 13 0 8 0 421 21 0 1081 1 0 6:00 PM 6 0 2 4 0 4 0 0 163 0 36 0 276 7 0 8 0 339 6 0 851 0 6:15 PM 8 0 3 2 0 10 0 3 165 0 36 1 199 14 0 11 0 280 7 0 739 0 6:30 PM 12 0 0 5 0 6 1 3 140 0 56 1 234 13 0 3 0 292 3 1 769 1 Max. 15 min. 20 1 3 9 0 21 1 7 273 2 96 2 362 21 0 11 1 547 33 3 1291 5 Pk. Hr. Vol. 50 0 10 13 0 58 1 19 766 4 263 0 1123 75 0 33 0 1878 84 3 4373 7 4:30 PM Peak Intersection Traffic in Pk. Hr. = 4373 5:30 PM Hour Intersection Pdstms in Pk. Hr. = 7_ Peak Hr. Faclor 0.85 Palomar Airport Road at CoUege Boulevard/Aviara Parkway Lane Configuralion for Inlersection Capacity Utilization Pk. Hr. Time Period : 7:\5AM to 8:15 AM South Appr (NB) Left Thru Righl Lane Config- urations Inside (left) Outside Free-flow Lane Settings 2 Capacity 3600 Aie the North/South phases split (Y/N)? Aie the East/West phases split (Y/N)? Efficiency Lost Faclor 0.10 Hourly Volume 44 Adjusted Hourly Volume 44 Ufilizafion Factor O.OI Critical Factors 0.01 Norlh Appr (SB) Left Thru Righl 2 1 1 4000 1800 1800 N N Wesl Appr (EB) Left Thru Right 1 Page 2 of 3 East Appr (WB) Left Thru Right 1 3600 3600 6000 1800 3600 6000 1800 30 44 13 142 875 I8I2 34 27 927 59 30 44 0 155 875 1812 34 27 927 59 O.OI 0.02 0.02 0.00 0.04 0.24 0.30 0.02 0.01 0.15 0.03 0.04 0.24 0.15 23 23 ICU Ralio = 0.54 LOS= A Turning Movements al Intersection of: Palomar Airport Road and CoUege Boule> ard/Aviara Parkway W e s t A P P r Time : 7:15 AM to 8:15 AM Date: 8/22/00 Day : Tuesday Name : Stephanie, Aimee North Approach Totals 3835 Sub- tntak 1114 2721 875 I8I2 34 Subtotals Total 142 74 44 0 171 199 13 North 23 97 CoUege Boulev ard/Aviara Parkway 1157 2 44 J'i L n t r 30 958 59 927 27 Tolal Siihtntak Sub- totals 1013 1884 Tntak 2897 at Palomar Airport Road E a s t A P P r South Approach Note : Left-turn volumes include U-turns. U-turns in bold. Palomar Airport Road at CoUege Boulevard/Aviara Parkway Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) Wesl Appr (EB) East Appr (WB) 4:30 PM to 5:30 PM Left Thru Righl Left Thru Right Left Thra Right Left Thru Right Lane Inside 1 1 I 1 I Conflg -(left) 2 I 1 1 I 1 I 1 urafions 3 1 1 I 1 1 4 1 I I 5 6 1 I 1 I 1 Outside 7 Free-flow Lane Settings 2 2 1 1 0 1 2 3 1 2 3 1 Capacity 3600 4000 1800 1800 0 3600 3600 6000 1800 3600 6000 1800 Are the North/South phases split (Y/N)? N Aie the EastAVest phases split (Y/N)? N Efficiency Lost Faclor 0.10 Hourly Volume 50 10 13 59 19 766 263 1123 75 33 1878 84 Adjusted Hourly Volume 50 10 13 59 0 785 263 1123 75 33 1878 84 Utilizafion Faclor 0.01 0.00 O.OI 0.03 0.00 0.22 0.07 0.19 0.04 0.01 0.31 0.05 Critical Factors O.OI 0.22 0.07 0.31 ICU Ratio 0.71 LOS = C Turning Movements al Interseclion of: Palo'inar /^rport Road and CoUege Boulevard/Aviara Parkway W e s t A P P r Time ; 4:30 PM to 5:30 PM Dale: 8/22/00 Day : Tuesday Name : Stephanie, Aimee North Approach Totals 4155 Sub- totals 2694 I46I 0 263 1123 75 Siihtntak Total 127 844 North CoUege Boulevard/Aviara Parkway 1202 1 766 19 59 J i u n t r 50 10 13 0 73 200 Total 358 Subtotals Sub- totals 84 1878 1995 33 0 1194 Totals 3189 Palomar Airport Road E a s t A P P r South Approach Note : Left-turn volumes include U-turns. U-turns in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2000 INTERSECTION ANALYSIS SUMMARY Intersection Number: 19 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 Page 2 Turn Movement Diagram P.M. Peak Hour ICU Analysis and Page 3 Turn Movement Diagram ( i-:<. .:i I INC .n .<..)(. j 11"-;:? City: Carlsbad Intersection of: N/S Street: Camino Vida Roble E/W Street; Palomar Airport Road VRPA TURNING MOVEMENT ANALVSIS File: Int.# 19 Dala Collcclcd by : Jose,- Angela Page I of 3 Count Date: 7/19/00 Day : Wednesday Weather: Sunny & Clear Traffic Conlrol : Signalized South Approach (NB) North Appi oach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Tm Thm Right Peds Left U-Tm Thru Right Peds Left U-Tm Thm Righl Peds Left U-Tm Thm Right Peds Vehicles Peds 6:15 AM 14 0 3 5 0 4 0 2 1 1 4 0 98 29 0 16 8 176 15 0 375 1 6:30 AM 21 0 9 2 0 1 0 1 5 1 5 0 121 40 I 19 17 , 169 26 0 436 2 6:45 AM 18 0 5 8 0 3 0 3 2 0 7 0 201 60 0 27 7 230 42 0 613 0 7:00 AM 29 1 7 15 0 8 0 2 7 0 15 0 249 85 0 29 9 224 47 0 727 0 7:15 AM 29 0 18 9 0 6 0 4 2 0 10 0 197 67 I 37 4 194 53 0 630 1 7:30 AM * 39 0 18 7 0 8 0 6 8 0 12 0 198 113 0 34 5 200 68 0 716 0 7:45 AM * 45 0 13 14 0 12 0 10 5 0 17 0 249 89 0 42 7 210 63 0 776 0 8:00 AM * 53 0 22 12 0 13 0 11 10 0 15 0 328 159 0 41 8 213 59 0 944 0 8:15 AM * 42 0 20 8. 0 10 0 5 11 0 34 0 301 124 0 40 3 185 62 0 845 0 8:30 AM 37 0 14 9 0 8 0 8 5 0 12 0 186 74 0 36 4 204 47 0 644 0 8:45 AM 44 0 19 3 0 12 0 2 7 0 17 0 264 83 0 24 2 172 39 0 688 0 9:00 AM 34 0 13 9 0 12 0 8 10 0 13 0 208 68 I 31 2 200 31 0 639 I Max. 15 min. 53 1 22 15 0 13 0 11 11 1 34 0 328 159 I 42 17 230 68 0 944 2 Pk. Hr. Vol. 179 , 0 73 41 0 43 0 32 34 0 78 0 1076 485 0 157 23 808 252 0 3281 0 7:15 AM Peak Intersection Traffic in Pk. Hr. = 3281 Peak Hr. Faclor 0.87 8:15 AM Hour Intersection Pdstms in Pk. Hr. = 0 3:45 PM 93 0 21 35 0 31 0 12 15 1 6 0 197 54 0 27 2 219 16 I 728 2 4:00 PM 73 0 8 9 0 28 0 14 14 0 6 0 208 53 0 22 2 265 13 0 715 0 4:15 PM 94 0 12 22 0 43 0 18 17 0 5 1 227 58 0 15 3 213 7 0 735 0 4:30 PM 75 0 3 26 0 40 0 16 12 0 21 0 194 58 0 10 1 281 14 0 751 0 4:45 PM * 133 0 4 22 0 42 0 20 25 0 5 0 249 68 0 16 1 199 18 1 802 1 5:00 PM * 61 0 2 22 0 40 0 20 12 0 4 1 168 48 0 16 0 223 10 0 627 0 5:15 PM • 155 0 9 40 2 61 0 23 24 0 8 0 309 72 0 21 1 288 11 0 1022 2 5:30 PM * 112 0 2 24 0 38 0 21 14 1 2 0 201 53 0 20 0 299 2 3 788 4 5:45 PM 89 0 3 23 3 27 0 19 26 0 4 0 208 47 0 18 2 235 6 1 707 4 6:00 PM 83 0 4 26 0 29 0 15 7 0 4 0 194 45 0 7 1 215 5 0 635 0 6:15 PM 96 0 3 16 I 24 0 14 19 0 3 0 212 63 0 20 0 231 10 0 711 1 6:30 PM 58 0 3 16 0 15 0 5 13 0 2 0 165 41 0 10 1 193 7 0 529 0 Max. 15 min. 155 0 21 40 3 61 0 23 26 1 21 1 309 72 0 27 3 299 18 3 1022 4 Pk. Hr. Vol. 461 0 17 108 2 181 0 84 75 1 19 1 927 241 0 73 2 1009 41 4 3239 7 4:30 PM Peak Intersection Traffic in Pk. Hr. 3239 Peak Hr. Faclor 0.79 5:30 PM Hour Intersection Pdstms in Pk. Hr. = 7 Camino Vida Roble at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk Hr Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:15 AM to Righl 8:15 AM Left Thru Right Left Thru Right Left Thru Risht Left Thru Righl Lane Inside I 1 1 Config -(left) 2 I I 1 1 urations 3 I I 1 1 1 4 I I 1 5 6 1 1 I I Outside 7 Free-flow I Lane Settings 2 I 0 I 1 I I 3 0 I 3 0 Capacity 3600 2000 0 1800 2000 1800 1800 6000 0 1800 6000 0 Are the North/South phases split (Y/N)? N Aie the East/West phases split (Y/N)? N Efficiency Lost Factor O.IO 252 Hourly Volume 179 73 41 43 32 34 78 1076 485 180 808 252 Adjusted Hourly Volume 179 114 0 43 32 34 78 I56I 0 180 1060 0 Utilization Factor 0.05 0.06 0,00 0.02 0.02 0.02 0.04 0.26 0.00 0.10 0.18 0.00 Critical Factors 0.06 0.02 0.26 0.10 ICU Ratio = 0.54 LOS = Turning Movements at Intersection of: Cainino Vida Roble and Palomar .Airport Road W e s t A P P Time : 7:15 AM to 8:15 AM Dale: 7/19/00 Day : Wednesday Name : Jose, Angela Totals 2660 Sub- tntak 1021 1639 North Approach 0 78 1076 485 Subtotals Tolal 109 North Camino Vida Roble 512 Total 0 34 32 43 J i L n t r 179 73 41 0 674 293 967 403 Siihtntak Sub- totals 252 808 1240 180 23 1183 Tntak 2423 Palomar Airport Road E a s I A P P r South Approach Note : Left-turn volumes include U-turns. U-turns in bold. Camino Vida Roble at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Page 3 of3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) Wesl Appr (EB) East Appr (WB) 4:30 PM to 5:30 PM Left Thru Right Left Thru Righl Left Thru Right Left Thru Right Lane Inside I Config -(left) ; I I 1 1 I 1 urations 5 I 1 I 1 1 4 I I I 5 6 1 I I I Outside 7 Free-flow I Lane Settings 2 1 0 1 I 1 1 3 0 I 3 0 Capacity 3600 2000 0 1800 2000 1800 1800 6000 0 1800 6000 0 Aie the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 461 17 108 181 84 75 20 927 241 75 1009 41 Adjusted Hourly Volume 461 125 0 181 84 75 20 1168 0 75 1050 0 Ufilizafion Factor 0.13 0.06 0.00 0.10 0.04 0.04 O.OI 0.19 0.00 0.04 0.18 0.00 Critical Factors 0.13 0.04 -0,19 0.04 ICURafio = 0.50 LOS = A Turning Movements al Inlerseclion of: Camino Vida Roble and Palomar Airport Road W e s A P P r Time : 4:30 PM to 5:30 PM Date: 7/19/00 Day : Wednesday Name : Jose, Angela Totals 2734 Sub- totals 1546 1188 North Approach 20 927 241 Siihtntak Total 340 84 North 461 17 0 398 586 984 Cainino Vida Roble 417 0 181 75 84 181 J i u ^ t r 108 77 41 1009 75 Tolal Subtotals Sub- totals 1125 I2I8 Totals 2343 Palomar Airport Road E a s t A P P r South Approach Note : Left-turn volumes include U-tums. U-turns in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2000 INTERSECTION ANALYSIS SUMMARY Intersection Number: 20 Intersection Location: Palomar Airport 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 I f;!.'I 1 IN(.Ml ,<. K; It-t.iri City: Carlsbad Intersection of: N/S Street: Palomar Airport Road E/W Streel: El Fuerte Street VRPA TURNING MOVEMENT ANALYSIS File : #20 Data Collected by : Anh, Angela Page 1 of 3 Count Date : 7/20/00 Day : Thursday Weather: Sunny Traffic Control : Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Tolal End of 15 Peds min. prd. Left U-Trn Thru-Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Righl Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 0 0 0 0 0 50 0 0 20 0 37 3 98 0 0 0 0 399 28 0 635 0 6:30 AM 0 0 0 0 0 18 0 0 4 0 38 5 152 0 0 0 0 503 25 0 745 0 6:45 AM 0 0 0 0 0 13 0 7 12 0 50 5 235 0 0 0 0 630 44 0 996 0 7:00 AM * 0 0 0 0 0 21 0 0 6 0 115 16 235 0 0 0 1 622 74 0 1090 0 7 :15 AM * 0 0 0 0 0 6 0 0 14 0 79 13 229 0 1 0 1 645 61 0 1048 1 7:30 AM * 1 0 0 0 0 11 0 0 8 0 83 10 191 1 I 0 0 786 87 0 1178 1 7:45 AM * 0 0 0 0 0 7 0 0 4 0 104 19 220 0 0 0 0 648 48 0 1050 0 8:00/VM 0 0 0 0 0 11 0 0 7 0 101 15 144 0 0 0 0 700 38 0 1016 0 8:15/VM 0 0 0 0 0 15 0 0 8 0 112 29 195 0 3 0 0 685 53 0 1097 3 8:30/VM 0 0 I 0 2 27 0 1 4 0 56 8 141 0 0 0 0 583 48 1 869 3 8:45 AM • 0 0 0 .0 0 10 0 0 13 I 64 16 139 2 0 0 0 564 36 0 844 I 9:00 AM 0 0 0 0 0 16 I 0 4 0 43 12 159 0 0 0 0 479 30 0 744 0 Max. 15 min. 1 0 1 0 2 50 1 7 20 1 115 29 235 2 3 0 1 786 87 1 1178 3 Pk. Hr. Vol. I 0 0 0 0 45 0 0 32 0 381 58 875 1 2 0 2 2701 270 0 4366 2 6:45 AM Peak Inlersection Traffic in Pk. Hr. = 4366 Peak Hr Factor 0.93 7:45 AM Hour Interseclion Pdstrns in Pk. Hr. = 2 3:45 PM 0 0 0 0 0 68 0 0 20 0 33 0 547 0 0 0 2 267 15 0 952 0 4:00 PM 0 0 0 0 0 55 0 0 7 0 21 5 434 0 0 0 2 292 12 0 828 0 4:15 PM 0 0 0 0 0 143 0 0 30 0 34 4 520 0 0 0 5 393 12 0 1141 0 4:30 PM * 0 0 0 0 0 48 0 0 8 0 23 6 367 0 2 0 3 356 19 0 830 2 4:45 PM * 0 0 0 I 0 123 0 0 27 0 19 3 673 1 0 0 17 548 11 1 1423 1 5:00 PM * 0 0 0 0 0 15 0 0 6 0 22 0 361 0 0 0 4 398 7 0 813 0 5:15 PM • 0 0 0 0 0 182 0 0 75 0 11 8 621 0 0 0 3 310 4 0 1214 0 5:30 PM 0 0 0 0 0 49 0 0 16 0 11 3 316 1 0 0 3 333 1 0 733 0 5:45 PM 0 0 0 1 2 82 0 0 29 0 18 0 450 0 0 0 4 429 5 0 I0I8 2 6:00 PM 0 0 0 0 0 26 0 0 II 0 14 3 394 0 0 0 2 260 2 0 712 0 6:15 PM 0 0 0 0 0 50 0 0 15 0 9 1 399 0 0 0 3 264 I 0 742 0 6:30 PM 0 0 0 0 0 36 0 0 4 0 6 1 154 0 1 0 0 299 1 0 501 1 Max. 15 min. 0 0 0 1 2 182 0 0 75 0 34 8 673 1 2 0 17 548 19 1 1423 2 Pk. Hr. Vol. 0 0 0 I 0 368 0 0 116 0 75 17 2022 1 2 0 27 1612 41 1 4280 3 4:15 PM Peak Inlerseclion Traffic in Pk. Hr 4280 Peak Hr. Factor 0.75 5:15 PM Hour Interseclion Pdstrns in Pk. Hr. = 3 Note: Eastbound ti affic backups creafing high and low 15 minute spikes of Eastbound / Southbound traffic. Palomar Airport Road af El Fuerte 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) 6:45 AM to 7:45 AM Left Thru Right Left Thru Righl Left Thru Right Left Thru Right Lane Inside 1 1 Config - (left) 2 1 1 1 urations 3 1 I I 1 1 1 , I 4 I I I 5 I 1 Outside 6 7 Free-flow Lane Settings 0 1 0 2 1 0 I 2 0 1 3 0 Capacity 0 2000 0 3600 2000 0 1800 4000 0 1800 6000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor O.IO Hourly Volume I 0 0 45 0 32 439 875 I 2 2701 270 Adjusted Hourly Volume 0 1 0 45 32 0 439 876 0 2 2971 0 Utilization Factor 0.00 0.00 0.00 0.01 0.02 0.00 0.24 0.22 0.00 0.00 0.50 0.00 Critical Factors 0.00 0.02 0:24 0.50 ICU Ratio 0.86 LOS D Tuming Movements at Intersection of: Palomar Airport Road and El Fuerte Street W e s t A P P r Time : 6:45 AM to 7:45 AM Date: 7/20/00 Day : Thursday Name: Anh, Angela Totals 4107 Sub- totak 2792 1315 58 North Approach. 32 439 875 1 Subtotals Total 77 0 North Palomar Airport Road 728 0 45 J i L ^ 1 r 651 270 2701 2 Total Siihtntak Sub- totals 2973 922 El Fuerte Street Tntak 3895 E a s t A P P r South Approach Note : Left-tum volumes include U-lums. U-tums in bold. Palomar Airport Road af El Fuerte Street Lane Configuration for Interseclion Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 4:15 PM to 5:15 PM Left Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside 1 Config - (left) 2 urations 3 1 11 4 5 6 Outside 7 Free-flow I 1 1 1 1 1 1 1 I I 1 I 1 Lane Settings 0 I 0 2 I 0 1 2 0 1 3 0 Capacity 0 2000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 3600 2000 0 1800 4000 0 1800 6000 0 Hourly Volume 0 0 I 368 0 116 92 2022 I 27 1612 41 Adjusted Hourly Volume 0 I 0 368 116 0 92 2023 0 27 1653 0 Utilization Factor 0.00 0.00 0.00 O.IO 0.06 0.00 0.05 0.51 0.00 0.02 0.28 0.00 Critical Factors 0.00 O.IO 0.05 0.51 0.02 ICU Ratio = 0.78 LOS C Tuming Movements at Intersection of: Palomar Airport Road and El Fuerte Street W e s t A P P r Time: 4:15PM to 5:15 PM Date: 7/20/00 Day : Thursday Name : Anh, Angela Totals 3860 Sub- totals 1745 2115 17 North Approach 116 92 2022 1 t 484 0 North 600 0 368 Palomar Airport Road J i u 1 ] r 116 41 1612 27 Total Subtotals Sub- totals 27 1680 2418 Totals 4098 E a s t A P P r 0 0 El Fuerte Street Siihtntak Total South Approach Note : Left-tum volumes include U-tums. U-tums in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2000 INTERSECTION ANALYSIS SUMMARY Intersection Number: 21 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 I r-:c:i i [NC JI .ac:^ 11?:;^ City: Carlsbad Intersection of: N/S Street: Carlsbad Boulevard E/W Street: Carlsbad Village Drive Count Date: 7/27/00 Day: Weather: Thursday Clear VRPA TURNING MOVEMENT ANALYSIS File: Int#2I Data Collected by Mike, Anh Traffic Control: 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-Trn Thra Right Peds Left U-Trn Thru Right Peds Left U-Trn Thra Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15/VM 0 0 22 3 0 4 2 60 0 5 6 0 I 0 2 12 0 2 7 3 119 10 6:30 AM 0 I 26 7 1 13 2 93 2 5 0 0 7 0 2 10 0 3 13 0 177 8 6:45 AM 0 I 14 14 4 I 2 114 I 2 0 0 6 I 3 21 0 8 7 I 190 10 7:00 AM 0 0 8 2 2 4 2 132 5 7 0 0 0 0 7 18 0 6 4 I 181 17 7:15 AM 1 0 22 18 2 2 I 139 I 4 2 0 2 I 7 9 0 1 I 0 200 13 7:30 AM 0 3 41 11 3 6 4 102 0 5 2 0 4 2 4 36 0 9 14 5 234 17 7:45 AM 2 I 50 20 5 12 0 152 2 7 2 0 9 I 4 18 0 5 12 2 286 18 8:00/VM * 0 I 76 30 6 12 1 145 7 6 3 0 13 2 5 38 0 14 15 4 357 21 8:I5/VM * 3 I 78 27 7 14 0 112 3 2 5 0 14 3 11 34 0 15 15 0 324 20 8:30 AM * 3 0 58 37 6 20 2 107 I 9 2 0 14 4 II 22 0 13 14 2 297 28 8:45 AM • 7 0 67 35 4 16 0 90 3 12 2 0 16 2 13 31 0 II 20 3 300 32 9:00 AM 3 2 77 45 4 24 I 109 5 6 3 0 14 3 9 28 0 14 12 3 340 22 Max. 15 min. 7 3 78 45 7 24 4 152 7 12 6 0 16 4 13 38 0 15 20 5 357 32 Pk. Hr. Vol. 13 2 279 129 23 62 3 454 14 29 12 0 57 11 40 125 0 53 64 9 1278 101 7:45 AM Peak Intersecfion Traffic in Pk. Hr. = 1278 Peak Hr. Factor 0.89 8:45 AM Hour Intersection Pdstms in Pk. Hr. = 101 3:45 PM 5 3 160 57 30 27 I 101 11 19 5 0 16 4 17 58 0 30 32 14 510 80 4:00 PM 3 0 218 62 12 41 0 90 3 7 4 0 , 24 9 19 71 0 13 27 19 565 57 4:15 PM 9 2 263 82 39 32 2 130 17 12 7 0 32 1 16 61 3 39 24 21 704 88 4:30 PM 5 0 135 49 16 31 1 123 5 25 6 0 21 1 26 49 0 19 23 14 468 81 4:45 PM 15 0 207 78 8 27 1 153 8 9 3 0 18 3 37 88 0 31 15 18 647 72 5:00 PM 2 0 189 50 13 19 1 129 4 9 4 0 17 2 33 39 0 20 10 9 486 64 5:15 PM * 10 0 218 70 20 24 0 97 10 19 13 0 21 6 26 90 0 40 31 20 630 85 5:30 PM • 5 2 221 44 18 43 2 116 13 9 5 0 14 8 22 23 0 12 16 19 524 68 5:45 PM » 2 2 291 60 15 35 0 102 9 12 11 0 27 8 27 67 0 34 10 24 658 78 6:00 PM * 14 0 212 66 21 21 2 138 13 7 7 0 24 9 28 50 0 19 12 15 587 71 6:15 PM 13 2 152 64 31 35 0 108 14 4 5 0 11 1 16 60 0 27 28 17 520 68 6:30 PM 4 0 167 52 25 21 1 75 9 14 2 0 24 7 17 69 0 45 37 23 513 79 Max. 15 min. 15 3 291 82 39 43 2 153 17 25 13 0 32 9 37 90 3 45 37 24 704 88 Pk. Hr Vol. 31 4 942 240 74 123 4 453 45 47 36 0 86 31 103 230 0 105 69 78 2399 302 5:00 PM Peak Intersection Traffic in Pk. Hr = 2399 6:00 PM Hour Intersection Pdstrns in Pk. Hr. = 302 Peak Hr. Faclor 0.85 Carlsbad Boulevard at Carlsbad VUlage 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) 7:45 AM to 8:45 AM Left Thra Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 Conflg- (left) 2 1 urations 3 1 4 1 1 5 6 Outside 7 Free-flow 1 I I I I 1 1 1 I 1 I Lane Settings 1 2 0 I 2 0 1 1 0 I I 1 Capacity 1800 4000 Are the North/South phases split (Y/N)? Are the East/West phases split (Y/N)? Efficiency Lost Faclor Hourly Volume Adjusted Hourly Volume Utilization Faclor Critical Factors 0 N Y 1800 4000 0 1800 2000 0 1800 2000 1800 0.10 15 279 129 65 454 14 12 57 11 125 53 64 15 408 0 65 468 0 12 68 0 125 53 64 0.01 0.10 0.00 0.04 0.12 0.00 0.01 0.03 0.00 0.07 0.03 0.04 0.10 0.04 0.03 0.07 ICU Ratio 0,34 LOS = Turning Movements at Intersection of: Carlsbad Boulevard and Carlsbad ViUage Drive Time : 7:45 AM to 8:45 AM Date: 7/27/00 Day : Thursday Name: Mike, /Vnh North Approach 533 891 Carlsbad Boulevard 358 Total Siihtntals W e s • t A P P r Totals 160 Sub- tntak 80 80 14 454 65 J I u 12 57 11 Subtotals Tolal 592 North n t r 15 279 129 2 423 1015 64 53 125 Sub- totals 242 248 Tntak 490 Carlsbad ViUage Drive E a s t A P P r South Approach Note : Left-turn volumes include U-turns. U-turns in bold. Carlsbad Boulevard at Carlsbad VUlage Drive Lane Configuration for Intersection Capacity Utilization Page 3 of3 Pk. Hr. Time Period : Soulh Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 5:00 PM lo 6:00 PM Left Thru Right Left Thru Right Left Thru Righl Left Thru Right Lane Inside 1 Conflg- (left) 2 I urations 3 1 4 11 5 6 Outside 7 Free-flow I 1 1 1 1 1 1 I I I 1 Lane Settings 1 2 0 1 2 0 1 1 0 1 1 1 Capacity 1800 4000 Are the North/South phases split (Y/N)? Are the East/West phases split (Y/N)? Efficiency Lost Factor Hourly Volume Adjusted Houdy Volume Utilization Factor Critical Factors 0 N Y 1800 4000 1800 2000 0 1800 2000 1800 O.IO 35 942 240 127 453 45 36 86 31 230 105 69 35 1182 0 127 498 0 36 117 0 230 105 69 0.02 0.30 0.00 0.07 0.12 0.00 0.02 0.06 0.00 0.13 0.05 0,04 0.30 0.07 0.02 0.06 0.13 ICU Ratio = 0,68 LOS^ Turning Movements at Interseclion of: Carlsbad Boulevard and Carlsbad ViUage Drive W e s t A P P r Time : 5:00 PM to 6:00 PM Date: 7/27/00 Day : Thursday Name : Mike, Anh Totals 334 Sub- tolals 181 153 0 36 86 31 Siihtntak Total North Approach i 718 625 North Carlsbad Boulevard 1676 4 45 453 127 J 1 u t ^ t r 35 942 240 4 1217 1935 1051 Total Subtotals Sub- totals Totals 69 105 404 230 0 449 Carlsbad ViUage Drive 853 E a s t A P P r South Approach Note : Left-turn volumes include U-turns. U-turns in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2000 INTERSECTION ANALYSIS SUMMARY Intersection Number: 22 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 I •]•:<. ,M I fsi c .»! .<.",K ; 1 City : Carlsbad Intersection of: N/S Streel: Carlsbad Boulevard E/W Street: Tamarack Avenue VRPA TURNING MOVEMENT ANALYSIS File : Int# 22 Data Collected by : Corey, Vlad Page 1 of 3 Count Date : 7/25/00 Day : Weather: Tuesday Clear Traffic Control : Signalized South Approach (NB) North Approach (SB) West Approa ch (EB) East Approach (WB) 15 min Tolal End of 15 - min. prd. Left U-Tm Thra Righl Peds Left U-Tm Thra Righl Peds Left U-Tm Thra Right Peds Left U-Tm Thra Right Peds Vehicles Peds 6:15 AM 4 0 11 2 0 6 0 60 2 0 4 0 2 1 0 17 0 8 12 1 129 1 6:30 AM 2 0 19 3 0 8 0 99 1 0 1 0 6 3 0 24 0 6 9 4 181 4 6:45 AM 0 0 24 6 0 10 0 134 8 3 I 0 1 6 0 32 0 5 9 7 236 10 7:00 AM 3 0 23 2 3 11 0 155 7 11 4 0 4 4 0 35 0 4 8 5 260 19 7:15 AM 2 0 32 7 2 8 0 130 13 18 I 0 5 4 0 25 0 5 16 7 248 27 7:30 AM 5 1 32 8 1 7 0 132 7 8 3 0 9 1 0 25 0 5 14 5 249 14 7:45 AM 9 0 48 10 0 14 0 151 2 10 10 0 3 2 0 50 0 7 15 9 321 19 8:00 AM * 7 0 61 13 1 10 0 176 5 28 3 0 5 4 0 44 0 10 12 5 350 34 8:15 AM * 7 0 55 5 2 11 0 111 9 13 2 0 4 5 0 51 0 8 16 7 284 22 8:30 AM » 2 0 52 II 3 12 0 136 11 29 0 0 5 3 0 32 0 13 20 10 297 42 8:45 AM 2 0 46 . 11 2 7 0 94 7 5 5 0 7 3 0 26 0 5 5 4 218 11 9:00 AM 5 0 63 9 3 9 0 116 8 21 7 0 5 1 0 22 1 9 8 8 263 32 Max. 15 min. 9 1 63 13 3 14 0 176 13 29 10 0 9 6 0 51 1 13 20 10 350 42 Pk. Hr. Vol, 25 0 216 39 6 47 0 574 27 80 15 0 17 14 0 177 0 38 63 31 1252 117 7:30 AM Peak Interseclion Traffic in Pk Hr. = 1252 Peak Hr Factor 0,89 8:30 AM Hour Intersection Pdstms in Pk . Hr, = 117 3:45 PM 22 2 221 30 1 19 0 120 16 5 26 0 11 9 0 28 0 6 29 8 539 14 4:00 PM 12 1 191 28 0 11 0 131 17 3 8 0 5 1 0 27 0 6 13 8 451 11 4:15 PM 6 1 162 29 1 16 0 131 8 7 20 0 10 3 0 31 0 11 6 2 434 10 4:30 PM 7 1 197 41 2 22 0 137 21 4 14 0 4 2 0 18 0 7 43 11 514 17 4:45 PM 6 0 189 32 1 17 0 127 12 5 8 0 3 1 0 32 0 6 23 9 456 15 5:00 PM 7 1 273 53 4 34 0 163 19 14 21 0 8 4 0 36 0 10 24 3 653 21 5:15 PM * 7 0 212 36 4 19 0 128 7 22 4 0 4 2 0 25 0 7 16 11 467 37 5:30 PM * 8 1 274 39 3 14 0 136 10 20 12 0 4 0 0 42 0 5^ 33 21 578 44 5:45 PM * 22 0 413 65 1 35 0 119 18 26 29 0 5 11 0 32 0 13 26 13 788 40 6:00 PM 7 0 169 30 3 24 0 110 14 38 9 0 10 0 0 44 0 10 26 4 453 45 6:15 PM 9 1 134 15 3 34 0 117 27 22 5 0 3 3 0 34 0 17 21 10 420 35 6:30 PM 11 0 131 21 2 17 0 117 14 28 4 0 4 0 0 22 0 13 22 9 376 39 Max. 15 min. 22 2 413 65 4 35 0 163 27 38 29 0 11 11 0 44 0 17 43 21 788 45 Pk. Hr. Vol 44 2 1172 193 12 102 0 546 54 82 66 0 21 17 0 135 0 35 99 48 2486 142 4:45 PM Peak Intersection Traffic in Pk. Hr. = 2486 Peak Hi Factor 0,79 5:45 PM Hour Inlersection Pdstms in Pk . Hr. = 142 Carlsbad Boulevard at Tamarack Avenue Lane Configuration for Inlersection Capacity Utilization Page 2 of 3 Pk, Hr, Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:30 AM to 8:30/VM Left Thru Righl Left Thru Right Left Thru Right Left Thru Right Lane Inside I Conflg- (left) 2 1 urations 3 I 4 1 I 5 6 Outside 7 Free-flow 1 1 1 I 1 1 I 1 1 1 Lane Settings I 2 0 1 2 0 0 I 0 1 1 0 Capacity 1800 4000 Aie the North/South phases split (Y/N)? Are the East/West phases split (Y/N)? Efficiency Lost Factor 0.10 Houriy Volume 25 Adjusted Houriy Volume 25 Ufilization Factor 0.01 Critical Factors O.OI 0 N Y 216 39 255 0 0.06 0.00 1800 4000 0 0 2000 0 1800 2000 47 47 0.03 574 601 0.15 0.15 27 0 15 0 17 46 14 0 177 177 0.00 0.00 0.02 0.00 0.02 38 101 0.10 0.05 0.10 63 0 0.00 ICU Rafio = 0.38 LOS = Turning Movements al Inlersection of: Carlsbad Boulevard and Tamarack .Avenue W e s t A P P r Time : 7:30 AM to 8:30/VM Date: 7/25/00 Day : Tuesday Name : Corey, Vlad Totals 136 Sub- tntak 90 46 15 17 14 Subtotals Total North Approach 27 765 648 574 North 942 0 47 Carlsbad Boulevard J 1 u n t r 25 216 39 0 280 1045 294 63 38 177 Total Siihtntak Sub- totals 278 103 Tamarack Avenue Totals 381 E a s t A P P r South Approach Note : Left-turn volumes include U-turns. U-turns in bold. Carlsbad Boulevard at Tamarack Avenue Lane Configurafion for Intersection Capacity Utilizafion Page 3 of3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 4:45 PM lo 5:45 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside I Config- (left) 2 1 urations 3 1 4 1 1 5 6 Outside 7 Free-flow 1 I I 1 I 1 1 1 1 I Lane Settings 1 - 2 0 1 2 0 0 1 0 1 1 0 Capacity 1800 4000 0 Are the North/South phases split (Y/N)? N Ase the EastAVest phases split (Y/N)? Y 1800 4000 0 0 2000 1800 2000 0 Efficiency Lost Factor 0.10 Houriy Volume 46 1172 193 102 546 54 66 21 17 135 35 99 Adjusted Hourly Volume 46 1365 0 102 600 0 0 104 0 135 134 0 Utilization Factor 0.03 0.34 0.00 0.06 0.15 0.00 0.00 0.05 0.00 0.08 0.07 0.00 Critical Factors 0.34 0.06 0.00 0.05 0.08 ICURafio = 0.63 LOS = B Turning Movements at Intersection of: Carlsbad Boulevard and Tamarack Avenue W e s 1 A P P r Time : 4:45 PM lo 5:45 PM Dale: 7/25/00 Day : Tuesday Name : Corey, Vlad Totals 237 Sub- lotals 133 104 66 21 17 Siihtntak Total North Approach Carlsbad Boulevard 700 702 2039 0 54 546 102 J I u North n t r 46 II72 193 2 1411 21II 1337 99 35 135 0 Total Subtotals Sub- totals 269 316 Tamarack Avenue Totals 585 E a s t A P P r South Approach Note : Left-lurn volumes include U-turns. U-turns in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2000 INTERSECTION ANALYSIS SUMMARY Intersection Number: 23 Intersection Location: Carlsbad Boulevard and Cannon Road Contents: Turn Movement Count Summary Page 1 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Turn Movement Diagram P.M. Peak Hour ICU Analysis and Turn Movement Diagram Page 2 Page 3 I I •;<.•,•-1 I iN< ji.,<.M<, ; I City: Carlsbad Intersection of: N/S Street: Carlsbad Boulevard EAV Slreet: Cannon Road VRPA TURNING MOVEMENT ANALYSIS File : Irt #23 Data Collected by : Keilh, Anh. Page 1 of 3 Count Date : 8/8/00 End of 15 min. prd. 6:15 AM 6:30 AM 6:45 AM 7:00 AM 7:15 AM 7:30 AM 7:45 AM 8:00 AM 8:15 AM 8:30 AM 8:45 AM 9:00 AM Day: Tuesday Weather: Sunny South Approach (NB) Traffic Control : Signalized 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 7 19 26 34 33 43 48 61 41 49 83 89 3 I 4 4 5 14 12 13 7 8 15 16 North Annroach (SB) West Approach (EB) East Approach (WB) 15 min Total Peds Left U-Tm Thra Right Peds Left U-Tm Thra Right Peds Left U-Tm Thra Right Peds Vehicles Peds 1 5 0 63 0 6 0 0 0 0 0 2 0 0 9 0 89 7 0 16 0 77 0 4 0 0 0 0 0 3 0 0 13 0 129 4 2 23 0 124 0 7 0 0 0 0 0 6 0 0 12 2 195 11 0 36 0 75 0 5 0 0 0 0 0 3 0 0 7 0 159 5 2 35 0 137 0 6 0 0 0 0 0 9 0 0 6 I 225 9 0 48 0 122 0 5 0 0 0 0 0 8 0 0 9 0 244 5 0 53 0 127 0 3 0 0 0 0 0 8 0 0 15 0 263 3 0 82 0 117 0 5 0 0 0 0 0 3 0 0 14 0 290 5 0 51 0 138 0 9 0 0 0 0 1 7 0 0 14 2 258 12 0 37 0 71 0 2 0 0 0 0 1 6 0 0 11 I 182 4 3 26 0 112 0 9 0 0 0 0 1 6 0 0 11 0 253 13 2 29 0 103 0 I 0 0 0 0 0 9 0 0 10 I 256 4 3 82 0 138 0 9 0 0 0 0 1 9 0 0 15 2 290 13^ 0 234 0 504 0 22 0 0 0 0 I 26 0 0 52 2 1055 25 Max. 15 min. Pk. Hr. Vol. 89 193 16 46 7:15 AM 8:15 AM Peak Hour Intersection Traffic in Pk. Hr. = 1055 Inlersection Pdstms in Pk. Hr. = 25 Peak Hr. Factor 0.91 3:45 PM 0 0 182 7 0 22 0 119 0 6 0 4:00 PM 0 0 167 9 0 41 0 142 0 7 0 4:15 PM 0 0 207 13 1 39 0 147 0 2 0 4:30 PM 0 0 132 4 0 25 0 97 0 I 0 4:45 PM 0 0 138 8 2 32 0 142 0 6 0 5:00 PM 0 0 157 7 0 29 0 106 0 7 0 5:15 PM * 0 0 196 4 0 19 0 118 0 2 0 5:30 PM * 0 0 174 2 0 25 0 104 0 2 0 5:45 PM * 0 0 186 0 2 18 0 113 0 3 0 6:00 PM * 0 0 236 6 0 24 0 97 0 9 0 6:15 PM 0 0 158 8 0 18 0 94 0 5 0 6:30 PM 0 0 188 7 1 18 0 75 0 10 0 Max. 15 min. 0 0 236 13 2 41 0 147 0 10 0 Pk. Hr. Vol. 0 0 792 12 2 86 0 432 0 16 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 11 0 0 40 0 381 7 0 0 0 12 0 0 54 I 425 8 0 0 I 34 0 0 69 1 509 5 0 0 0 5 0 0 73 I 336 2 0 0 5 18 0 0 65 I 403 14 0 0 0 19 0 0 79 2 397 9 0 0 0 28 0 0 121 0 486 2 0 0 0 18 0 0 104 1 427 3 0 0 0 13 0 0 113 0 443 5 0 0 0 6 0 0 98 4 467 13 0 0 0 12 0 0 79 3 369 8 0 0 0 7 0 0 18 0 313 11 0 0 5 34 0 0 121 4 509 14 0 0 0 65 0 0 436 5 1823 23 5:00 PM 6:00 PM Peak Hour Interseclion Traffic in Pk. Hr. - 1823 Intersection Pdstms in Pk. Hr. 23 Peak Hr. Factor 0.90 Carlsbad Boulevard at Cannon Road Lane Configurafion for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : Soulh Appr (NB) North Appr (SB) Wesl Appr (EB) East Appr (WB) 7:15 AM to 8:15 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Righl Lane Inside I 1 I 1 1 I Conflg -(left) 2 I I urations 3 4 Outside J 6 7 Free-flow Lane Settings 0 1 0 1 1 0 0 0 0 I 0 1 Capacity 0 2000 0 1800 2000 0 0 0 0 1800 0 1800 Aie the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor O.IO Hourly Volume 0 193 46 234 504 0 0 0 0 26 0 52 Adjusted Hourly Volume 0 239 0 234 504 0 0 0 0 26 0 52 Utilization Faclor 0.00 0.12 0.00 0.13 0.25 0.00 0.00 0.00 0.00 0.01 0.00 0.03 Critical Factors 0.00 0.25 0.00 0.03 ICU Ralio — 0.38 LOS = A Turning Movements at Intersection of: Carlsbad Boulevard and Cannon Road W e • s t A P P r Time : 7:15 AM to 8:I5AM Date: 8/8/00 Day : Tuesday Name : Keith, Anh Totals Sub- tntak 0 0 Subtotals Total North Approach 1. 530 738 504 North 0 0 769 193 239 Carlsbad Boulevard 983 0 234 J I u n t r 46 245 52 0 26 Total Siihtntak Sub- totals 78 280 Carmon Road Tntak 358 E a s t A P P r South Approach Note : Left-turn volumes include U-turns. U-lurns in bold. Carlsbad Boulevard at Cannon Road Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 5:00 PM lo 6:00 PM Left Thru Right Left Thru Right Left Thru Righl Left Thru Righl Lane Inside 1 1 1 1 Config -(left) : 1 1 urations 3 4 < J 6 Outside 7 Free-flow Lane Settings 0 I 0 I 1 0 0 0 0 1 0 1 Capacity 0 2000 0 1800 2000 0 0 0 0 1800 0 1800 Aie the North/South phases split (Y/N)? N Aie the EastAVest phases split (Y/N)? N Efficiency Lost Factor O.IO Hourly Volume 0 792 12 86 432 0 0 0 0 65 0 436 Adjusted Hourly Volume 0 804 0 86 432 0 0 0 0 65 0 436 Utilization Faclor 0.00 0.40 0.00 0.05 0.22 0.00 0.00 0.00 0.00 0.04 0.00 0.24 Critical Factors 0.40 0.05 0.00 0.24 ICU Ratio = 0.79 LOS = C Turning Movements at Intersection of: Carlsbad Boulevard and Cannon Road W e • s t A P P r Time : 5:00 PM lo 6:00 PM Date: 8/8/00 Day : Tuesday Name : Keith, Anh Totals Sub- totals 0 0 Siihtntak Total North Approach 497 518 432 North 0 0 1301 792 804 Carlsbad Boulevard 1746 0 86 J i u n t r 12 1228 436 0 65 Total Subtotals Sub- totals 501 98 Cannon Road Totals 599 E a s t A P P r South Approach Note : Left-tum volumes include U-turns. U-tums in bold. I. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2000 INTERSECTION ANALYSIS SUMMARY Intersection Number: 24 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 " I ICC .1 I (Ncvi.x .>c;. I City: Carlsbad Intersection of: N/S Street: Carlsbad Boulevard E/W Streel: Poinsettia Lane VRPA TURNING MOVEMENT ANALYSIS File: #24 Dala Collcclcd by : Page 1 of 3 Count Date: 7/20/00 Day: Thursday Weather: Sunny Craig, Mike Traffic Control : Signalized South Approach (NB) Norfh 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 18 3 I 5 I 41 2 1 0 0 0 0 0 6 0 0 11 0 87 2 6:30 AM 0 0 24 7 0 4 1 56 0 0 0 0 0 0 6 8 2 0 11 0 113 6 6:45 AM 0 1 40 13 0 6 4 74 5 0 0 0 0 0 0 19 1 0 29 0 192 0 7:00 AM 0 1 36 4 0 10 0 84 8 0 0 0 0 0 2 25 2 0 18 1 188 3 7:15 AM 0 0 29 14 0 11 2 95 4 0 0 0 0 0 3 16 0 0 17 0 188 3 7:30 AM 0 3 59 7 1 20 0 114 2 0 0 0 0 0 4 24 0 0 19 0 248 5 7:45 AM * 0 0 64 6 0 15 0 120 2 0 0 0 0 0 11 28 0 0 25 0 260 11 8:00 AM * 0 I 68 II 0 24 2 119 3 0 0 0 0 0 3 35 0 0 27 2 290 5 8:15 AM * 0 1 67 16 0 19 1 99 5 0 0 0 0 0 7 22 0 0 18 0 248 7 8:30 AM * 0 I 63 1,2 0 18 5 109 I 2 0 0 0 0 6 21 1 0 20 0 251 8 8:45 AM 0 2 54 25 I 25 0 86 3 I 0 0 0 0 23 16 0 0 23 0 234 25 9:00 AM 0 3 54 23 0 24 2 67 5 0 0 0 0 0 7 21 0 0 20 0 219 7 Max. 15 min. 0 3 68 25 I 25 5 120 8 2 0 0 0 0 23 35 2 0 29 2 290 25 Pk. Hr. Vol. 0 3 .262 45 0 76 8 447 11 2 0 0 0 0 27 106 1 0 90 2 1049 31 7:30 AM Peak Interseclion Traffic in Pk. Hr. = 1049 Peak Hr Factor 0.90 8:30 AM Hour Inlersection Pdslrns in Pk. Hr. = 31 3:45 PM 0 3 139 30 I 49 2 110 10 0 0 0 0 0 6 38 1 0 31 0 413 7 4:00 PM 0 4 101 25 0 37 0 98 11 I 0 0 0 0 7 23 3 0 34 0 336 8 4:15 PM 0 6 178 26 0 35 I 101 10 0 0 0 0 0 5 35 0 0 42 0 434 5 4:30 PM 0 7 138 36 2 41 1 105 7 1 0 0 0 0 2 35 0 0 64 0 434 5 4:45 PM 0 0 168 35 0 37 3 97 14 0 0 0 0 0 7 25 0 0 63 0 442 7 5.00 PM 0 2 150 23 0 29 2 103 11 3 0 0 0 0 10 32 0 0 64 0 416 13 5:15 PM 0 3 144 38 0 22 1 123 15 0 0 0 0 0 4 17 1 0 37 0 401 4 5:30 PM * 0 4 178 29 2 48 2 122 12 0 0 0 0 0 9 28 0 0 58 I 481 12 5:45 PM * 0 2 133 31 1 26 1 123 22 0 0 0 0 0 18 27 0 0 86 0 451 19 6:00 PM * 0 3 153 28 0 26 1 115 9 I 0 0 0 0 19 37 1 0 53 0 426 20 6:15 PM * 0 I 142 41 I 25 2 108 11 2 0 0 0 0 10 22 0 0 57 3 409 16 6:30 PM 0 I 141 32 0 28 0 IOI 15 0 0 0 0 0 11 17 1 0 48 0 384 11 Max. 15 min. 0 7 178 41 2 49 3 123 22 3 0 0 0 0 19 38 3 0 86 3 481 20 Pk. Hr. Vol. 0 10 606 129 4 125 6 468 54 3 0 0 0 0 56 114 1 0 254 4 1767 67 5:15 PM Peak Inlerseclion Traffic in Pk. Hr. = 1767 Peak Hr Factor 0.92 6:15 PM Hour Intersection Pdstms in Pk Hr. = 67 Carlsbad Boulevard af Poinsettia Lane Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) . . West Appr (EB) East Appr (WB) 7:30 AM to 8:30 AM Left Thru Right Left Thra Right Left Thra Righl Left Thra Right Lane Inside I Config- (left) 2 I urations 3 1 4 1 5 I 6 Outside 7 Free-flow 1 1 1 I 1 1 Lane Settings I 2 I I 2 0 0 0 0 I 0 I Capacity Are the North/South phases split (Y/N)? Are the East/West phases split (Y/N)? Efficiency Lost Factor 0.10 Hourly Volume 3 Adjusted Hourly Volume 3 Utilization Faclor 0.00 Critical Factors 0.00 800 4000 1800 1800 4000 N N, 0 1800 0 262 262 45 45 84 84 447 447 II 0 107 107 1800 90 90 0.07 0.03 0.05 O.II 0.00 0.00 0.00 0.00 0.06 0.00 0.05 O.II 0.00 0.00 0.06 ICU Ratio = 0.27 LOS Tuming Movements al Intersection of: Carlsbad Boulevard and Poinsettia Lane Time : 7:30 AM to 8:30 AM Date: 7/20/00 Day : Thursday Name : Craig, Mike North Approach 542 Carlsbad Boulevard 902 360 Total Snhtotals W e s t A P P r Totals II Sub- tntak II 0 0 0 0 0 _i • ~1, 11 447 84 J i u Subtotals 556 Total North 3 3 866 1 I r 262 45 310 90 0 107 1 Sub- totals 197 122 Poinsettia Lane Tntak 319 E a s t A P P r South Approach Note : Left-tum volumes include U-tums. U-tums in bold. Carlsbad Boulevard at Poinsettia Lane Lane Configuration for Intersection Capacity Utilization Page 3 of3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 5:15 PM to 6:15 PM Left Thra Righl Left Thm Right Left Thru Right Left Thru Righl Lane Inside 1 Config - (left) 2 1 1 1 urations 3 I 1 1 4 1 1 5 6 1 Outside 7 Free-flow 1 Lane Settings 1 2 1 1 2 0 0 0 0 I 0 1 Capacity 1800 4000 1800 1800 4000 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 O.IO Hourly Volume 10 606 129 131 468 54 0 0 0 115 0 254 Adjusted Hourly Volume 10 606 129 131 468 0 0 0 0 115 0 254 Utilization Faclor O.OI 0.15 0.07 0.07 0.12 0.00 0.00 0.00 0.00 0.06 0.00 0.14 Critical Factors 0.15 0.07 0.00 0.14 ICU Ratio = 0.46 LOS A Tuming Movements at Intersection of: Carlsbad Boulevard and Poinsetfia Lane Time : 5:15 PM to 6:15 PM Date: 7/20/00 Day : Thursday Name : Craig, Mike North Approach 653 Carlsbad Boulevard 1519 866 Total Subtotals W e s t A P P r Totals 54 Sub- totals 54 0 Snhtotals Total 54 468 131 J i L 592 North 1 1 r 10 606 129 10 745 1337 Sub- totals 254 0 369 115 I 255 Poinsettia Lane Totals 624 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 2000 INTERSECTION ANALYSIS SUMMARY Intersection Number: 25 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 " 1 1 (..'. I I IN c .M K .; 11 c City: Carlsbad Intersection of: N/S Street: Rancho Santa Fe Road E/W Street: Melrose Drive VRPA TURNING MOVEMENT ANALYSIS Page I of 3 File: Im#25 Data Collected by : Corey, Mike, Brandon Count Date: 8/17/00 Day: Thursday Weather: Sunny Traflic Control: Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Tm Thm Right Peds Left U-Trn Thru Right Peds Left U-Tm Thru Right Peds Left U-Trn Thra Right Peds Vehicles Peds 6:15 AM 16 0 56 0 0 0 0 272 13 0 18 0 0 36 0 , 0 0 0 0 0 411 0 6:30 AM 25 0 111 0 0 0 0 264 27 0 22 0 0 53 0 0 0 0 0 0 502 0 6:45 AM 37 0 129 0 0 0 0 273 27 0 51 0 0 76 0 0 0 0 0 0 593 0 7:00 AM 31 0 148 0 0 0 0 269 38 0 53 0 0 63 0 0 0 0 0 0 602 0 7:15 AM 41 0 170 0 0 0 0 265 29 0 55 0 0 73 0 0 0 0 0 0 633 0 7:30 AM * 54 0 175 0 0 0 0 249 32 0 65 0 0 92 0 0 0 0 0 0 667 0 7:45 AM * 5 0 245 0 0 0 0 261 37 0 68 0 0 78 0 0 0 0 0 0 694 0 8:00 AM * 118 0 171 0 0 0 0 249 55 0 79 0 0 109 0 0 0 0 0 0 781 0 8:15 AM 73 0 160 0 0 0 0 251 61 0 79 0 0 101 0 0 • 0 0 0 0 725 0 8:30 AM 48 0 191 0 0 0 0 247 44 0 70 0 0 65 0 0 0 0 0 0 665 0 8:45 AM 43 0 151 0 0 0 0 205 33 0 87 0 0 62 0 0 0 0 0 0 581 0 9:00 AM 46 0 171 0 0 0 0 253 44 0 79 0 0 62 0 0 0 0 0 0 655 0 Max. 15 min. 118 0 245 0 0 0 0 273 61 0 87 0 0 109 0 0 0 0 0 0 781 0 Pk. Hr. Vol. 250 0 751 0 0 0 0 1010 185 0 291 0 0 380 0 0 0 0 0 0 2867 0 7:15 AM Peak Intersection Traffic in Pk. Hr. = 2867 Peak Hr. Faclor 0.92 8:15 AM Hour Intersection Pdstrns in Pk. Hr. = 0 3:45 PM 70 0 352 0 0 0 0 148 33 0 90 2 0 71 0 0 0 0 0 0 766 0 4:00 PM 44 0 277 0 0 0 0 129 39 0 57 0 0 60 0 0 0 0 0 0 606 0 4:15 PM 47 0 298 0 0 0 0 144 45 0 57 0 0 60 0 0 0 0 0 0 651 0 4:30 PM 49 0 322 0 0 0 0 179 53 0 83 0 0 80 0 0 0 0 0 0 766 0 4:45 PM 51 0 294 0 0 0 0 150 41 0 83 0 0 52 0 0 0 0 0 0 671 0 5:00 PM * 38 0 329 0 0 0 0 202 46 0 85 0 0 52 0 0 0 0 0 0 752 0 5:15 PM * 79 0 325 0 0 0 0 143 50 0 58 0 0 78 0 0 0 0 0 0 733 0 5:30 PM * 78 0 368 0 0 0 0 183 49 0 91 0 0 88 0 0 0 0 0 0 857 0 5:45 PM * 63 0 321 0 0 0 0 173 41 0 81 0 0 71 0 0 0 0 0 0 750 0 6:00 PM 38 0 333 0 0 0 0 190 38 0 79 0 0 59 0 0 0 0 0 0 737 0 6:15 PM 76 0 281 0 0 0 0 111 36 0 79 I 0 45 0 0 0 0 0 0 629 0 6:30 PM 46 0 224 0 0 0 0 157 35 0 51 0 0 44 0 0 0 0 0 0 557 0 Max. 15 min. 79 0 368 0 0 0 0 202 53 0 91 2 0 88 0 0 0 0 0 0 857 0 Pk. Hr. Vol. 258 0 1343 0 0 0 0 701 186 0 315 0 0 289 0 0 0 0 0 0 3092 0 4:45 PM Peak Inlerseclion Traffic in Pk. Hr. = 3092 Peak Hr. Factor 0.90 5:45 PM Hour Interseclion Pdstms in Pk. Hr. = 0 Rancho Santa Fe Road at Melrose 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 10 815/VM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 I Conflg- (left) 2 1 urations 3 1 4 5 6 Outside 7 Free-flow I I 1 1 Lane Settings 1 2 0 Capacity 1800 4000 0 0 I 0 0 2000 0 I 0 1 1800 0 1800 0 0 0 0 0 0 Are the North/South phases split (Y/N)? Aie the EastAVest phases split (Y/N)? N N Efficiency Lost Factor 0.10 Houriy Volume 250 751 0 0 1010 Adjusted, Hourly Volume 250 751 0 0 lOIO Utilization Factor 0.14 0.19 0.00 0.00 0.51 Critical Factors 0.14 0.51 ICU Ratio = 0.96 LOS = E 1010 185 291 0 291 0 380 0 0 0 0 380 0 0 0 0.00 0.21 0.00 0.00 0.00 0.21 0.00 Turning Movements at Interseclion of: Rancho Santa Fe Road and Melrose Drive W e s t A P P r Time : 7:15 AM to 8:15 AM Dale: 8/17/00 Day : Thursday Name : Corey, Mike, Brandon North Approach Rancho Santa Fe Road Totals 1106 Sub- tntak 435 671 0 291 0 380 Subtotals Total 1195 2237 0 185 lOIO 0 J 1 L North n ! r 250 751 0 1390 1001 2391 1042 Tolal Siihtntak Sub- totals Melrose Drive Tntak E a s t A P P r Soulh Approach Note : Left-turn volumes include U-lurns. U-turns in bold. Rancho Santa Fe Road at Melrose Drive Lane Configuration for Interseclion Capacity Utilization Pk. Hr. Time Period : 4:45 PM to 5:45 PM South Appr (NB) Left Thru Righl Lane Config- urations Inside (left) Outside Free-flow North Appr (SB) Left Thru Right West Appr (EB) Left Thru Right Page 3 of 3 East Appr (WB) Left Thru Right Lane Settings 1 Capacity 1800 Aie the North/South phases split (Y/N)? Are the East/West phases split (Y/N)? Efficiency Lost Factor 0.10 Hourly Volume 258 Adjusted Hourly Volume 258 Ufilizafion Factor 0.14 Critical Factors 0.14 2 4000 1343 1343 0.34 0 0 N N 0 0 2000 701 701 0.00 0.00 0.35 0.35 186 0 0.00 1 1800 315 315 0,18 0.18 1 1800 289 289 0.00 0.16 0 0 0.00 0.00 0.00 0.00 0.00 ICURafio = 0.77 LOS = Turning Movements at Intersection of; Rancho Santa Fe Road and Melrose Drive W e s t A P P r Time : 4.45 PM to 5:45 PM Dale: 8/17/00 Day : Thursday Name : Corey, Mike, Brandon North Approach Totals 1048 Sub- tolals 444 604 315 0 289 Siihtntak Total 887 186 701 I Rancho Santa Fe Road 990 2545 0 0 J i U North 1 I r 258 1343 0 1601 2591 1658 Total Subtotals Sub- totals Melrose Drive Totals E a s t A P P r South Approach Note : Left-turn volumes include U-turns. U-lurns in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2000 INTERSECTION ANALYSIS SUMMARY Intersection Number: 26 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 Analysis and Turn Movement Diagram Page 1 Page 2 Page 3 I iK<::.i I rNC.»[ ,oc: 11>:^ Cily: Carlsbad Inlersection of: N/S Street: Rancho Santa Fe Road E/W Street: La Costa Meadows Drive VRPA TURNING MOVEMENT ANALYSIS File : Int # 26 Data Collected by Page 1 of3 Count Date : 8/17/00 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 9:00 AM 8:15 AM 8:30/VM 8:45/VM 9:00 AM Day : Thursday Weather: Sunny Stephanie, Keilh Traffic Control : Signalized finnth Annroach fNB) Norfh Approach (SB) West Approach (EB) East Approach (WB) 15 min Total Left U-Trn Thru Righl Peds Left U-Trn Thru Righl Peds Left U-Trn Thru Right Peds Left U-Trn Thra Right Peds Vehicles Peds 0 0 46 12 0 65 0 159 2 0 0 1 1 0 0 7 0 0 11 0 304 0 0 0 67 22 0 52 0 235 2 0 0 I I I 0 3 0 0 4 0 388 0 0 0 127 16 0 44 0 252 3 0 0 1 1 0 1 13 0 0 28 0 485 I 0 0 171 30 0 70 0 277 2 0 0 0 0 0 0 I 0 0 9 0 560 0 0 0 179 30 0 68 0 272 3 0 0 2 2 1 0 3 0 0 11 1 571 1 I 0 0 173 28 0 73 0 279 3 0 0 0 0 0 0 5 0 0 II 1 572 1 I 0 0 246 46 0 48 0 253 1 0 0 1 1 1 0 5 0 0 8 0 610 0 0 0 290 39 0 55 0 280 3 0 0 2 2 0 0 3 0 0 10 0 684 0 0 0 196 36 0 81 0 269 I 0 0 0 0 0 0 5 0 0 24 3 612 3 0 0 236 28 0 66 0 292 I 0 0 0 0 I 0 9 0 0 18 0 651 0 0 0 204 • 28 0 42 0 242 2 0 0 2 2 0 0 7 0 0 12 0 541 0 0 0 182 28 0 42 0 221 2 0 0 1 I 0 0 7 0 0 7 0 491 0 0 0 290 46 0 81 0 292 3 0 0 2 2 1 1 13 0 0 28 3 684 3 0 0 968 149 0 250 0 1094 6 0 0 3 3 2 0 22 0 0 60 3 2557 3 Inlersection Traffic in Pk. Hr. = 2557 Peak Hi . Factor 0.93 Interseclion Pdslrns in Pk. Hr 3 0 0 290 9 0 47 0 180 1 0 0 0 1 0 0 21 0 0 84 3 633 3 0 0 307 9 0 60 0 226 7 0 0 0 6 0 0 21 0 0 44 0 680 0 0 0 288 10 0 12 I 199 19 0 0 0 I I 0 30 0 0 75 2 636 2 0 0 255 5 0 16 0 222 0 0 0 0 0 0 0 22 0 0 54 0 574 0 0 0 284 3 0 18 0 229 0 0 0 0 0 0 0 42 0 0 91 1 667 I 0 0 334 6 2 27 0 227 0 0 0 0 0 0 0 32 0 0 49 0 675 2 0 0 311 6 0 15 0 237 0 0 0 0 0 0 0 43 0 0 104 0 716 0 0 0 305 8 0 11 0 289 0 0 0 0 0 0 0 36 0 0 52 0 701 0 0 0 277 6 0 22 0 247 0 0 0 0 0 0 0 36 0 0 65 0 653 0 0 0 337 6 0 18 0 227 1 0 0 0 0 0 0 23 0 0 38 0 650 0 0 0 267 4 0 10 0 195 0 0 I 0 0 0 0 29 0 0 43 0 549 0 0 0 256 2 0 13 0 202 I 0 0 0 0 0 0 18 0 0 28 0 520 0 0 0 337 10 2 60 1 289 19 0 1 0 6 1 0 43 0 0 104 3 716 3 0 0 1234 23 2 71 0 982 0 0 0 0 0 0 0 153 0 0 296 1 2759 3 Max. 15 min. Pk. Hr. Vol. 7:30 AM Peak 8:30 AM 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. 4:30 PM Peak 5:30 PM Hour Intersection Traffic in Pk. Hr. = 2759 Intersecfion Pdstrns in Pk. Hr. = 3 Peak Hr. Factor 0.96 Rancho Santa Fe Road af La Costa Meadows Drive Lane Configuration for Inlersection Capacity Utilization Page 2 of3 Pk Hr Time Period : South Appr (NB) North Appr (SB) Wesl Appr (EB) East Appr (WB) 7:30 AM to Righl 8:30 AM Left Thru Right Left Thra Righl Left Thru Righl Left Thru Righl Lane Inside 1 1 I I 1 1 I 1 Config -(left) 2 1 1 I 1 urations 3 4 1 Outside 6 7 Free-flow Lane Settings 0 2 1 1 1 0 1 0 I 0 1 Capacity 0 4000 1800 1800 2000 0 0 2000 0 1800 0 1800 Aie the North/South phases split (Y/N)? N Aie the EastAVest phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 0 968 149 250 1094 6 3 3 2 22 0 60 Adjusted Hourly Volume 0 968 149 250 I IOO 0 0 8 0 22 0 60 Utilization Factor 0.00 0.24 0.08 0.14 0.55 0.00 0.00 0.00 0.00 O.OI 0.00 0.03 Critical Factors 0.00 0.55 0.00 0.03 ICU Ralio = 0.68 LOS = B Turning Movements al Intersection of: Rancho Santa Fe Road and La Costa Meadows Drive W e s t A P P Time : 7:30 AM to ?,:30AM Date: 8/17/00 Day: Thursday Name : Stephanie, Keith Totals 17 Sub- tnlak Subtotals Total North Approach Rancho Santa Fe Road 1 1118 1350 2378 0 1094 250 J i L North 0 0 2235 968 III7 ^ t r 149 1028 60 0 22 Tolal Snhtotals Sub- totals 82 402 Totals 484 La Costa Meadows Drive E a s t A P P r South Approach Note : Left-lurn volumes include U-turns. U-turns in bold. Rancho Santa Fe Road at La Costa Meadows Drive Lane Configuration for Interseclion Capacity Utilization Page 3 of 3 Pk Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 4:30 PM to 5:30 PM Left Thru Righl Left Thru Righl Left Thru Right Left Thru Right Lane Inside 1 1 I 1 1 I I Config -(left) : > 1 I 1 1 urafions i t 1 ( Outside 7 Free-flow Lane Settings 0 2 1 1 1 0 0 1 0 1 0 I Capacity 0 4000 1800 1800 2000 0 0 2000 0 1800 0 1800 Aie the North/South phases split (Y/N)? N Aie the East/West phases split (Y/N)? N Efficiency Lost Factor O.IO Hourly Volume 0 1234 23 71 982 0 0 0 0 153 0 296 Adjusted Hourly Volume 0 1234 23 71 982 0 0 0 0 153 0 296 Utilization Factor 0.00 0.31 0.01 0.04 0.49 0.00 0.00 0.00 0.00 0.09 0.00 0.16 Critical Factors 0.00 0.49 0.00 0.16 ICURafio = 0.75 LOS = C Turning Movements at Interseclion of: Rancho Santa Fe Road and La Costa Meadows Drive W e s t A P P r Time : 4:30 PM to 5:30 PM Dale: 8/17/00 Day : Thursday Name : Stephanie, Keith Totals Sub- lotals 0 0 Subtotals Total North Approach 1135 1053 Rancho Santa Fe Road 2583 0 982 71 J 1 u North ^ 1 r 0 0 2392 1234 23 1257 1530 296 0 153 Tolal Subtotals Sub- totals 449 94 Totals 543 La Costa Meadows Drive E a s t A P P r Soulh Approach Note : Left-turn volumes include U-lurns. U-lurns in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2000 INTERSECTION ANALYSIS SUMMARY Intersection Number: 27 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 ICU Analysis and Page 2 Turn Movement Diagram P.M. Peak Hour ICU Analysis and Page 3 Turn Movement Diagram I ret 1 I rvK. J i A .)c i I ic^ Cily: Carlsbad Intersection of: N/S Street: Rancho Santa Fe Road E/W Street: Questhaven Road VRPA TURNING MOVEMENT ANALYSIS File : Int # 27 Data Collected by Page 1 of 3 Count Date: 8/17/00 Day: Thursday Weather: Sunny Vlad, Brandon Traffic Controi : Signalized South Annroach (NB) North Appi oach (SB) West Approa ch (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Trn Thru Right Peds Left U-Trii Thru Right Peds Left U-Tm Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:I5/VM 0 0 77 ^ 11 0 20 0 181 0 0 0 0 0 0 0 13 0 0 9 0 311 0 6:30 AM 0 0 58 6 0 19 0 153 0 0 0 0 0 0 0 9 0 0 17 0 262 0 6:45 AM 0 0 131 23 0 47 0 228 0 0 0 0 0 0 0 46 0 0 25 0 500 0 7:00 PM 0 0 84 15 0 33 0 213 0 0 0 0 0 0 0 51 0 0 29 0 425 0 7:15 AM 0 0 128 13 0 24 0 182 0 0 0 0 0 0 0 53 0 0 29 0 429 0 7:30 AM 0 0 189 9 0 13 0 254 0 0 0 0 0 0 0 31 0 0 21 0 517 0 7:45 AM * 0 0 244 7 0 25 0 256 0 0 0 0 0 0 0 68 0 0 54 0 654 0 8:00 AM * 0 0 228 13 0 11 0 241 0 0 0 0 0 0 0 42 0 0 53 0 588 0 8:15/VM * 0 0 199 7 0 17 0 254 0 0 0 0 0 0 0 39 0 0 32 0 548 • 0 8:30 AM * 0 0 197 19 0 16 0 280 0 0 0 0 0 0 0 43 0 0 38 0 593 0 8:45/VM 0 0 201 23 0 14 0 219 0 0 0 0 0 0 0 16 0 0 22 0 495 0 9:00 AM 0 0 200 19 0 8 0 229 0 0 0 0 0 0 0 10 0 0 24 0 490 0 Max. 15 min. 0 0 244 23 0 47 0 280 0 0 0 0 0 0 0 68 0 0 54 0 654 0 Pk. Hr. Vol. 0 0 868 46 0 69 0 1031 0 0 0 0 0 0 0 192 0 0 177 0 2383' 0 7:30 AM Peak Intersection Traffic in Pk. Hr. = 2383 Peak Hr. Factor 0.91 8:30/VM Hour Intersection Pdstms in Pk. Hr. = 0 3 :45 PM 0 0 283 48 0 32 0 184 0 0 0 0 0 0 0 28 0 0 25 0 600 0 4:00 PM 0 0 269 58 0 38 0 202 0 0 0 0 0 0 0 II 0 0 15 0 593 0 4:I5PM 0 0 284 44 0 30 0 197 0 0 0 0 0 0 0 13 0 0 17 0 585 0 4:30 PM 0 0 242 48 0 43 0 227 0 0 0 0 0 0 0 28 0 0 15 0 603 0 4:45 PM 0 0 287 32 0 47 0 209 0 0 0 0 0 0 0 14 0 0 18 0 607 0 5:00 PM 0 0 319 41 0 25 0 216 0 0 0 0 0 0 0 12 0 0 10 0 623 0 5:15 PM • 0 0 300 36 0 59 0 231 0 0 0 0 0 0 0 14 0 0 14 0 654 ,0 5:30 PM * 0 0 290 28 0 33 0 257 0 0 0 0 0 0 0 23 0 0 16 0 647 0 5:45 PM * 0 0 263 28 0 44 0 254 0 0 0 0 0 0 0 26 0 0 13 0 628 0 6:00 PM * 0 0 347 30 0 23 0 235 0 0 0 0 0 0 0 6 0 0 6 0 647 0 6:15 PM 0 0 259 28 0 19 0 216 0 0 0 0 0 0 0 16 0 0 4 0 542 0 6:30 PM 0 0 217 17 0 29 0 198 0 0 0 0 0 0 0 12 0 0 10 0 483 0 Max. 15 min. 0 0 347 58 0 59 0 257 0 0 0 0 0 0 0 28 0 0 25 0 654 0 Pk. Hr. Vol. 0 0 1200 122 0 159 0 977 0 0 0 0 0 0 0 69 0 0 49 0 2576 0 5:00 PM Peak Intersecfion Traffic in Pk. Hr. = 2576 Peak Hr. Factor 0.98 6:00 PM Hour Interseclion Pdstms in Pk. Hr. = 0 Rancho Santa Fe Road af Questhaven Road Lane Configuration for Inlersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : Soulh Appr (NB) North Appr (SB) Wesl Appr (EB) East Appr (WB) 7:30 AM to 8:30 AM Left Thru Right Left Thra Right Left Thru Right Left Thru Right Lane Inside 1 1 1 1 Conflg -(left) 2 1 1 1 urations 3 4 C J 6 Outside 7 Free-flow Lane Settings 0 I 1 I 1 0 0 0 0 1 0 1 Capacity 0 2000 1800 1800 2000 0 0 0 0 1800 0 1800 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor O.IO Hourly Volume 0 868 46 69 1031 0 0 0 0 192 0 177 Adjusted Hourly Volume 0 868 46 69 I03I 0 0 0 0 192 0 177 Utilization Factor 0.00 0.43 0.03 0.04 0.52 0.00 0.00 0.00 0.00 O.II 0.00 O.IO Critical Factors 0.00 0.52 0.00 0.00 0.11 ICU Rafio = 0,73 LOS C Tuming Movements at Intersection of: Rancho Santa Fe Road and Questhaven Road Time : 7:30 AM to 8:30 AM North Approach Rancho Santa Fe Road Date: 8/17/00 Day : Thursday 2145 Total Name : Vlad, Brandon 1100 n 1045 Siihtntals., Sub-0 I03I u 69 Sub- W Totals totals J i u totals e s 0 0 0 t_ 177 t-0 0 • t -4 0 369 A 0 1 North r 192 0 Subtotals Total 1223 t r 0 868 46 0 914 2137 115 Questhaven Road Totals 484 E a s t A P P South Approach Note : Left-tum volumes include U-tums. U-tums in bold. Rancho Santa Fe Road at Questhaven Road Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) Wesl Appr (EB) East Appr (WB) 5:00 PM to 6:00 PM Left Thru Right Left Thm Right Left Thru Right Left Thra Right Lane, Inside 1 1 1 1 Config - (left) ) 1 I 1 urations 3 1 6 Outside 7 Free-flow Lane Settings 0 1 1 1 1 0 0 0 0 I 0 I Capacity 0 2000 1800 1800 2000 0 0 0 0 1800 0 1800 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 1200 122 159 977 0 0 0 0 69 0 49 Adjusted Hourly Volume 0 1200 122 159 977 0 0 0 0 69 0 49 Utilization Factor 0.00 0.60 0.07 0.09 0.49 0.00 0.00 0.00 0.00 0.04 0.00 0.03 Critical Factors 0.60 0.09 0.00 0.00 0.00 0.04 ICU Rafio = 0.83 LOS D Tuming Movements at Intersection of: Rancho Santa Fe Road and Questhaven Road W e s t A P P r Time : 5:00 PM to 6:00 PM Date: 8/17/00 Day : Thursday Name : Vlad, Brandon Totals Sub- totals 0 0 Subtotals Total North Approach Rancho Santa Fe Road 1046 1136 2385 0 0 977 159 J i u • t - North ^ t r 0 1200 122 0 1322 2368 1249 Tntal Subtotals Sub- totals 49 0 118 69 0 281 Questhaven Road Totals 399 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 2000 INTERSECTION ANALYSIS SUMMARY Intersection Number: 28 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 ' t ICC.-l I IN< .M .*.'.)(. I IC^S City: Carlsbad Intersection of: N/S Street: Rancho Santa Fe Road E/W Slreet: La Costa Avenue VRPA TURNING MOVEMENT ANALYSIS Page I of 3 File: Int #28 Data Collected by : Stephanie, Keilh Count Date : 8/16/00 Day : Wednesday Weather: Sunny Traffic Control : Signalized South Approach (NB) Norfh Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Tm Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 2 0 46 1 0 1 0 135 26 1 18 0 2 5 0 1 0 10 1 0 248 1 6:30 AM 3 0 58 2 0 1 0 180 28 0 32 0 3 19 1 0 0 12 6 1 344 2 6:45 AM 6 0 83 0 1 1 0 203 34 0 36 0 3 27 1 2 0 11 4 0 410 2 7:00 AM 7 0 103 0 0 4 0 264 35 0 56 0 0 18 0 0 12 5 2 504 6 7:15 AM 12 0 104 I 0 4 0 223 42 0 51 0 5 25 1 I 0 17 10 3 495 4 7:30 AM 15 0 135 2 0 6 0 252 44 0 62 0 5 31 1 0 0 25 16 1 593 2 7:45 AM * 25 0 165 1 0 5 0 260 29 0 64 0 4 33 2 0 19 17 0 624 0 8:00 AM * 24 0 157 0 1 3 0 234 35 0 70 0 7 47 1 1 0 23 10 2 611 4 8:15 AM * 29 0 124 5 . 0 7 0 246 48 0 59 0 6 61 2 0 22 15 2 624 5 8:30 AM • 48 0 124 7 0 2 0 210 38 4 67 0 8 75 1 2 0 14 5 1 600 6 8:45 AM 45 0 150 2 0 4 0 148 26 0 55 0 7 60 1 1 0 25 10 0 533 I 9:00 AM 44 0 97 6 0 3 0 174 26 0 69 1 12 53 2 0 0 20 5 1 510 3 Max. 15 min. 48 0 165 7 1 7 0 264 48 4 70 1 12 75 4 2 0 25 17 3 624 6 Pk. Hr. Vol. 126 0 570 13 1 17 0 950 150 4 260 0 25 216 5 7 0 78 47 5 2459 15 7:30 AM Peak Intersection Traffic in Pk. Hr. = 2459 Peak Hr. Factor 0.99 8:30 AM Hour Intersection Pdstrns in Pk. Hr. = 15 3:45 PM 62 0 275 5 0 10 0 187 62 0 60 0 14 46 1 3 0 12 12 0 748 1 4:00 PM 67 0 241 4 0 4 0 105 25 2 54 0 15 40 0 1 0 8 5 0 569 2 4:15 PM 50 0 219 3 0 6 0 157 31 0 45 0 23 27 0 3 0 16 6 0 586 0 4:30 PM 47 0 257 2 0 6 0 146 36 0 62 0 19 44 I 1 0 10 7 1 637 2 4:45 PM 42 0 205 3 0 11 0 140 44 0 75 0 22 36 0 4 0 8 I I 591 I 5:00 PM 48 0 239 0 0 9 0 158 52 0 71 0 18 20 0 I 0 7 8 0 631 0 5:15 PM * 64 0 243 3 0 7 0 166 44 0 60 0 23 31 0 3 0 20 7 1 671 1 5:30 PM * 58 0 260 4 0 13 0 163 52 0 65 0 30 38 0 2 0 12 8 0 705 0 5:45 PM • 44 0 235 3 0 13 0 194 53 0 77 0 26 47 1 3 0 12 7 1 714 2 6:00 PM * 47 0 215 1 1 21 0 175 49 0 73 0 28 48 1 2 0 14 9 1 682 3 6:15 PM 76 0 212 2 0 16 0 126 52 0 48 0 27 37 0 3 0 19 8 0 626 0 6:30 PM 41 0 173 3 0 16 0 137 50 0 49 0 19 26 0 1 0 13 5 0 533 0 Max. 15 min. 76 0 275 5 1 21 0 194 62 2 77 0 30 48 1 4 0 20 12 1 748 3 Pk. Hr. Vol. 213 0 953 11 1 54 0 698 198 0 275 0 107 164 2 10 0 58 31 3 2772 6 5:00 PM Peak Interseclion Traffic in Pk. Hr = 2772 Peak Hr. Factor 0.93 6:00 PM Hour Intersection Pdstrns in Pk. Hr. = 6 Rancho Santa Fe Road af La Costa Avenue Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 7:30 AM to 8:30 AM Soulh Appr (NB) Lane Config - urations Inside (left) Outside 7 Free-flow Left Thru Righl 1 1 1 1 North Appr (SB) ., Left Thru Righl West Appr (EB) Left Thru Right .. Page 2 of 3 East Appr (WB) Left Thru Right Lane Settings 1 2 0 Capacity 1800 4000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 126 570 13 Adjusted Hourly Volume 126 583 0 Ufilization Factor 0.07 0.15 0.00 Critical Factors 0.07 1 2 1800 4000 17 950 17 1100 150 260 0 260 25 25 216 216 0.28 0.14 I 2 0 1800 4000 0 7 78 47 7 125 0 0.00 0.03 0.00 0.03 ICU Ratio 0.62 LOS Tuming Movements at Intersection of: Rancho Santa Fe Road and La Costa Avenue W e s t A P P r Time : 7:30 AM to 8:30 AM Date: 8/16/00 Day : Wednesday Name : Stephanie, Keilh North Approach Totals 855 Sub- tntals 354 501 0 260 25 216 Subtotals Total 1173 1117 North Rancho Santa Fe Road 1994 0 150 950 17 J i L ^ t r 126 570 13 0 709 1882 877 47 78 7 Total Siihtntak Sub- totals 132 55 La Costa Avenue Tntak 187 E a s t A P P r South Approach Note : Left-tum volumes include U-tums. U-tums in bold. Rancho Santa Fe Road af 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 Righl Left Thru Right Lane Inside 1 i Conflg- (left) 2 1 urations 3 1 1 4 5 6 Outside 7 Free-flow I I 1 1 I 1 1 1 1 1 1 Lane Settings I 2 0 I 2 0 I I I I 2 0 Capacity 1800 4000 Are the North/South phases split (Y/N)? Are the East/West phases split (Y/N)? 0 N N 1800 4000 0 1800 2000 1800 1800 4000 0 Efficiency Lost Factor 0.10 Hourly Volume 213 953 11 54 698 198 275 107 164 10 58 31 Adjusted Hourly Volume 213 964 0 54 896 0 275 107 164 10 89 0 Utilization Factor 0.12 0.24 0.00 0.03 0.22 0.00 0.15 0.05 0.09 O.OI 0.02 0.00 Critical Factors 0.12 0.22 0.15 0.02 ICU Ratio 0.61 LOS Turning Movements al Intersection of: Rancho Santa Fe Road and La Costa Avenue W e s t A P P r Time: 5:00PM to 6:00 PM Date: 8/16/00 Day : Wednesday Name : Stephanie, Keith Totals 1015 Sub- totals 469 546 North Approach 950 198 698 275 107 164 .Siihtntak Total 872 213 953 0 1177 2049 Rancho Santa Fe Road 2209 0 54 J I L t - North 1 ! r II Total 1259 Subtotals Sub- totals 31 58 10 99 172 La Costa Avenue Totals 271 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 2000 INTERSECTION ANALYSIS SUMMARY Intersection Number: 29 Intersection Location: Rancho Santa Fe Road and Olivenhain 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 • I I';;. • I I MC .11 .ex.; 11?;^; VRPA TURNING MOVEMENT ANALYSIS City; Carlsbad Intersection of: N/S Street: Olivenhain Road/Camino Alvaro E/W Street: Rancho Santa Fe Road File: Int #29 Data Collected by : Mike, Corev Page 1 of 3 Count Date: 8/16/00 Day : Wednesday Weather: Sunny Traffk Control: Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Trn Thru Right Peds Left U-Trn Thru Righl Peds Left U-Trn Thru Right Peds Left U-Tm Thru Righl Peds Vehicles Peds 6:15 AM 19 0 0 I 0 1 0 0 3 5 I 0 35 1 0 43 0 96 1 0 201 5 6:30 AM 10 0 1 II 0 3 0 1 5 2 I 0 47 0 0 97 0 128 0 2 304 4 6:45 AM 20 0 0 23 0 5 0 3 2 0 1 0 71 0 0 110 0 138 1 2 374 2 7:00 AM 24 0 0 31 0 4 0 7 3 0 2 0 91 0 0 107 0 159 0 0 428 0 7:15 AM 36 0 1 30 0 7 0 4 3 I 0 0 94 0 0 104 0 176 0 0 455 1 7:30 AM 38 0 1 38 0 II 0 2 1 0 I 0 115 0 0 106 0 195 2 0 510 0 7:45 AM * 54 0 0 42 0 3 0 5 0 1 2 0 147 0 0 115 0 215 2 0 585 1 8:00 AM * 54 0 3 51 0 3 0 2 4 0 I 0 168 1 0 115 0 258 0 0 660 0 8:15 AM * 51 0 0 42 0 10 0 6 6 0 0 0 175 1 0 130 0 231 6 1 658 1 8:30 AM * 75 0 1, 46 0 17 0 2 I 0 0 0 143 0 95 0 252 4 0 636 0 8:45 AM 47 0 0 34 0 13 0 6 12 0 I 0 122 1 0 68 0 231 3 0 538 0 9:00 AM 73 0 3 49 0 4 0 0 2 0 2 0 121 1 0 99 0 249 8 0 611 0 Max. 15 min. 75 0 3 51 0 17 0 7 12 5 2 0 175 1 0 130 0 258 8 2 660 5 Pk. Hr. Vol. 234 0 4 181 0 33 0 15 II 1 3 0 633 2 0 455 0 956 12 1 2539 2 7:30 AM Peak Intersection Traffic in Pk. Hr. = 2539 Peak Hr. Factor 0.96 8:30 AM Hour Intersection Pdstrns in Pk. Hr. = 2 3:45 PM 85 0 2 115 0 4 0 2 1 0 2 0 174 2 0 56 1 202 10 0 656 0 4:00 PM 96 0 2 90 0 6 0 4 3 0 3 0 159 3 0 53 0 169 7 0 595 0 4:15 PM 75 0 2 111 0 12 0 3 2 0 0 0 205 2 0 42 0 180 9 0 643 0 4:30 PM 79 0 0 120 0 1 0 4 2 0 0 0 179 1 0 48 0 137 7 0 578 0 4:45 PM 87 0 4 104 0 4 .0 1 3 0 3 0 189 2 0 72 0 185 9 0 663 0 5:00 PM 64 0 4 95 0 9 0 1 1 0 0 0 241 2 0 42 0 182 11 0 652 0 5:15 PM * 79 0 3 97 0 6 0 1 3 0 1 0 258 1 0 46 0 173 8 0 676 0 5:30 PM * 65 0 6 102 0 5 0 2 5 2 2 0 231 2 0 55 0 208 7 2 690 4 5:45 PM * 51 0 3 112 0 9 0 5 3 0 3 0 267 I 0 66 0 211 5 0 736 0 6:00 PM * 70 0 6 77 0 10 0 2 4 0 2 1 224 1 0 55 0 197 5 0 654 0 6:15 PM 55 0 4 108 0 3 0 3 3 0 1 0 222 1 0 39 0 182 5 1 626 1 6:30 PM 75 0 3 75 0 1 0 2 2 0 4 0 184 1 0 48 0 163 6 0 564 0 Max. 15 min. 96 0 6 120 0 12 0 5 5 2 4 1 267 3 0 72 1 211 11 2 736 4 Pk. Hr. Vol. 265 0 18 388 0 30 0 10 15 2 8 1 980 5 0 222 0 789 25 2 2756 4 5:00 PM Peak Intersection Traffic in Pk. Hr. = 2756 Peak Hr. Factor 0.94 6:00 PM Hour Intersection Pdstrns in Pk. Hr. = 4 Olivenhain Road/Camino Alvaro af Rancho Santa Fe 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) 7:30 AM to 8:30 AM Left Thru Right Left Thru Righl Left Thru Right Left Thru Right Lane Inside I 1 1 1 1 I 1 1 Config - (left) 2 1 1 urations 3 1 I 1 4 5 6 I Outside 7 Free-flow 1 Lane Settings 0 1 0 0 1 0 I 2 0 I 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 O.IO Hourly Volume 234 4 181 33 15 11 3 633 2 455 956 12 Adjusted Hourly Volume 0 238 0 0 59 0 3 635 0 455 956 12 Utilization Faclor 0.00 0.12 0.00 0.00 0.03 0.00 0.00 0.16 0.00 0.25 0.24 0.01 Critical Factors 0.12 0.00 0.16 0.25 ICU Ratio _ 0.63 LOS B Tuming Movements at Intersection of: and Rancho Santa Fe Road W e s t A P P r Time : 7:30 AM to 8:30 AM Date: 8/16/00 Day: Wednesday Name : Mike, Corey Totals 1839 Sub- totak 1201 638 North Approach 3 633 2 Subtotals Total II 59 15 North 234 4 0 472 419 891 78 0 33 19 J i L ^ I r 181 12 956 455 Total Siihtntak Sub- totals 1423 847 Tntak 2270 Rancho Santa Fe Road E a s t A P P r South Approach Note : Left-tum volumes include U-tums. U-tums in bold. Olivenhain Road/Camino Alvaro at Rancho Santa Fe Road Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : Soulh Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 5:00 PM to 6:00 PM Left Thra Right Left Thra Right Left Thru Right Left Thru Right Lane Inside 1 1 I Conflg - (left) 2 urations 3 4 5 6 Outside 7 Free-flow | I 1 1 1 1 I I I I 1 1 Lane Settings 0 I 0 0 1 0 1 2 0 I 2 1 Capacity Are the North/South phases split (Y/N)? Are the East/West phases split (Y/N)? EfTiciency Lost Factor 0.10 2000 0 N N 0 2000 0 1800 4000 0 1800 4000 1800 Hourly' Volume 265 18 388 30 10 15 9 980 5 222 789 25 Adjusted Hoiuly Volume 0 283 0 0 55 0 9 985 0 222 789 25 Utilization Factor 0.00 0.14 0.00 0.00 0.03 0.00 O.OI 0.25 0.00 0.12 0.20 O.OI Critical Factors 0.14 0.00 O.OI 0.25 0.12 ICU Ratio = 0.62 LOS B Tuming Movements at Intersection of: 0 and Rancho Santa Fe Road Time: 5:00PM to 6:00 PM Date: 8/16/00 Day : Wednesday Name : Mike, Corey North Approach 106 55 51 W e s t A P P r Totals 2064 Sub- totals 1070 994 15 10 30 J i L Total Subtotals Sub- totals 9 980 5 North 25 789 222 0 Siihtntak Total ^ ] r 265 18 388 0 237 671 908 1036 1398 Totals 2434 E a s t A P P Rancho Santa Fe Road South Approach Note : Left-tum volumes include U-tums. U-tums in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2000 INTERSECTION ANALYSIS SUMMARY Intersection Number: 30 Intersection Location: Carlsbad Village Drive and State Street Contents: Turn Movement Count Summary Page 1 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Page 2 Turn Movement Diagram P.M. Peak Hour ICU Analysis and Page 3 Turn Movement Diagram I ICC;. I I (NC Jl A JC j I VRPA TURNING MOVEMEN f ANALYSIS Page 1 of3 City: Carlsbad Intersection of: N/S Slreet: Stale Slreel E/W Street: Carlsbad Village Drive Count Date : 7/26/00 Day: Wednesday Weather: Sunny File : lnt# 30 Data Collected by : Corey, Mike Traffic Conlrol : Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Tolal End of 15 Peds min. prd. Left U-Tm Thra Right Peds Left U-Tm Thra Right Peds Left U-Tm Thra Right Peds, Left U-Tm Thra Righl Peds Vehicles Peds 6:15 AM 0 0 1 0 I 5 0 2 2 0 0 0 20 2 1 1 0 32 11 2 76 4 6:30 AM 5 0 2 0 0 4 0 8 5 0 1 0 33 3 I I 0 34 II 2 107 3 6:45 AM 5 0 2 0 0 9 0 5 I 0 I 0 36 0 1 3 0 36 9 2 107 3 7:00 AM 6 0 4 0 3 4 0 7 • 3 0 2 0 46 2 0 4 0 42 8 6 128 9 7:15 AM 4 0 3 0 1 7 0 5 0 4 0 0 39 5 5 3 0 30 16 4 112 14 7:30 AM 4 0 0 0 0 17 0 6 5 1 1 0 53 3 2 I 0 52 9 1 151 4 7:45 AM * 5 0 7 2 0 6 0 8 9 2 4 0 54 7 3 3 0 66 18 3 189 8 8:00 AM * 10 0 9 0 0 9 0 9 6 3 3 0 90 3 4 2 0 66 12 0 219 7 8:15 AM * 4 0 6 0 0 6 0 3 5 2 2 0 54 2 4 3 0 72 10 0 167 6 8:30 AM * 5 0 5 •2 0 11 0 10 6 2 2 0 57 4 6 2 0 80 1! 3 195 11 8:45 AM 5 0 7 0 2 7 0 8 5 1 4 0 46 10 5 I 0 56 16 0 165 8 9:00 AM 7 0 9 0 I 8 0 8 3 9 7 0 72 6 5 5 0 68 17 7 210 22 Max. 15 min. 10 0 9 2 3 17 0 10 9 9 7 0 90 10 6 5 0 80 18 7 219 22 Pk. Hr. Vol. 24 0 27 4 0 32 0 30 26 9 11 0 255 16 17 10 0 284 51 6 770 32 7:30 AM Peak Intersection Traffic in Pk. Hr. = 770 Peak Hr Faclor 0.88 8:30 AM Hour Intersection Pdstms in Pk. Hr. = 32 3:45 PM 7 0 20 2 8 16 0 17 13 16 13 0 119 14 15 6 0 112 30 29 369 68 4:00 PM * 19 0 19 4 6 27 0 20 9 3 11 0 125 9 8 9 0 156 34 32 442 49 4:15 PM * 6 0 19 3 10 23 0 14 13 0 14 0 152 14 17 5 0 97 18 11 378 38 4:30 PM • 18 0 9 3 3 28 0 17 7 5 14 0 147 11 16 7 0 122 21 19 404 43 4:45 PM * 15 0 15 14 19 24 0 18 8 23 14 0 138 8 27 10 0 110 18 9 392 78 5:00 PM 11 0 17 4 12 29 0 16 5 7 14 0 107 8 18 5 0 140 16 21 372 58 5:15 PM 10 0 18 3 12 32 0 16 14 12 7 0 125 4 4 II 0 131 21 15 392 43 5:30 PM 9 0 12 7 7 26 0 14 6 17 12 0 142 4 7 4 0 135 17 15 388 46 5:45 PM 12 0 16 4 10 15 0 14 10 4 11 0 146 6 9 6 0 139 13 16 392 39 6:00 PM 14 0 10 2 9 28 0 14 9 5 14 0 147 7 23 5 0 153 15 13 418 50 6:15 PM 10 0 12 2 8 22 0 6 13 6 12 0 145 6 10 7 0 153 24 7 412 31 6:30 PM 14 0 14 6 11 26 0 9 7 7 9 0 124 5 25 3 0 158 14 12 389 55 Max. 15 min. 19 0 20 14 19 32 0 20 14 23 14 0 152 14 27 11 0 158 34 32 442 78 Pk. Hr. Vol. 58 0 62 24 38 102 0 69 37 31 53 0 562 42 68 31 0 485 91 71 1616 208 3:45 PM Peak Inlerseclion Traffic in Pk. Hr. 4:45 PM Hour Intersecfion Pdstms in Pk. Hr. I6I6 208 Peak Hr. Factor 0.91 State Street at Carlsbad VUlage Drive Lane Configuralion for Inlersection Capacity Utilization Pk. Hr. Time Period : 7:30 AM to i:30AM South Appr (NB) Left Thru Right Lane Config - urations Inside (left) Outside Free-flow North Appr (SB) Left Thru Right Wesl Appr (EB) Left Thru Righl Page 2 of 3 East Appr (WB) Left Thru Right Lane Settings 0 Capacity 0 Aie the North/South phases split (Y/N)? Aie the East/West phases split (Y/N)? Efficiency Lost Factor O.IO Hourly Volume 24 Adjusted Houriy Volume 0 Utilization Faclor 0.00 Critical Factors 0.00 1 2000 27 55 0 0 N N 4 0 I 2000 I 2 1800 4000 1 2 1800 4000 32 30 26 11 255 16 10 284 51 0 88 0 11 271 0 10 335 0 0.00 0.04 0.00 0.01 0.07 0.00 0.01 0.08 0.00 0.04 O.OI 0.08 ICU Ratio = 0.23 LOS = Turning Movements at Intersection of: State Street and Carlsbad ViUage Drive W e A P P r Time : 7:30 AM to 8:30/VM Dale: 7/26/00 Day: Wednesday Name : Corey, Mike Totals 616 Sub- tntak 334 282 North Approach 0 11 255 16 Subtotals Total 1 56 North 24 27 0 55 111 Sfafe Street 177 0 26 30 32 J i L n t r 89 51 284 10 0 Total Siihtntak Sub- totals 345 291 Totals 636 Carlsbad ViUage Drive E a s t A P P r South Approach Note : Left-tum volumes include U-lums. U-lurns in bold. State Street _ at Carlsbad VUlage Drive Lane Configuration for Intersection Capacity Utilization Page 3 of3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) Wesl Appr (EB) East Appr (WB) 3:45 PM to 4:45 PM Left Thru Right Left Thru Right Left Thra Righl Left Thru Right Lane Inside I Config -(left) 2 1 1 1 I 1 1 1 I 1 urations 3 1 1 4 5 6 1 I I 1 Outside 7 Free-flow Lane Settings 0 1 0 0 1 0 I 2 0 I 2 0 Capacity 0 2000 0 0 2000 0 1800 4000 0 1800 4000 0 Aie the North/South phases split (Y/N)? N Aie the East/West phases split (Y/N)? N Efficiency Lost Factor O.IO Hourly Volume 58 62 24 102 69 37 53 562 42 31 485 91 Adjusted Hourly Volume 0 144 0 0 208 0 53 604 0 31 576 0 Utilization Faclor 0.00 0.07 0.00 0,00 0,10 0.00 0,03 0.15 0.00 0.02 0.14 0.00 Critical Factors 0.00 0,10 0,03 0.14 ICURafio = 0.37 LOS = A Turning Movements al Intersecfion of: State Street and Carlsbad ViUage Drive W e' s t A P P r Time : 3:45 PM to 4:45 PM Date: 7/26/00 Day: Wednesday Name : Corey, Mike Totals 1237 Sub- totals 580 657 North Approach 53 562 42 Siihtntak Total 57 142 208 North 58 62 0 144 286 414 0 69 102 State Street 206 J i u ^ t r 24 91 485 31 Tolal Subtotols Sub- totals 607 Totals 1295 688 Carlsbad ViUage Drive E a s t A P P r South Approach Note : Left-lurn volumes include U-tums. U-turns in bold. cmr OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2000 INTERSECTION ANALYSIS SUMMARY Intersection Number: 31 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 • I !•;<. ,11 INCH:,<.".)<."; 11?:^ City: CaHsbad Intersection of: N/S Street: Roosevelt Slreet E/W Slreet: Carlsbad Village Drive VRPA TURNING MOVEMENT ANALYSIS File: lnt#31 Data Collected by : Mike.Corey Page 1 of3 Count Date : 7/27/00 Day : Thursday Weather: Clear Traffic Conlrol : Signalized South Approach (NB) Norfh Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Trn Thru Right Peds Left U-Trn Thru Righl Peds Left U-Trn Thru Right Peds Left U-Trn Thra Right Peds Vehicles Peds 6:15 AM 2 0 6 4 0 7 0 3 2 1 4 0 15 2 1 5 0 42 2 1 94 3 6:30 AM 1 0 7 6 4 5 0 5 2 0 1 0 43 2 0 8 0 31 8 0 119 4 6:45 AM 3 0 4 4 1 8 0 0 1 2 I 0 54 1 3 8 0 69 5 3 158 9 7:00 AM 2 0 8 8 0 9 0 6 1 0 0 0 23 3 2 8 0 36 10 3 114 5 7 :15 AM 2 0 9 5 2 4 0 3 I 0 5 0 46 2 1 13 0 66 8 6 164 9 7:30 AM 2 0 8 5 0 16 0 5 3 2 2 0 39 1 3 10 0 31 8 0 130 5 7:45 AM 4 0 11 10 0 4 0 7 1 1 6 0 68 3 3 6 0 64 17 4 201 8 8:00/VM 3 0 18 7 2 5 0 5 4 0 4 0 72 5 7 16 0 84 16 1 239 10 8:15AM * II 0 12 8 1 11 0 9 8 0 3 0 46 2 3 12 0 91 -14 4 227 8 8:30/VM * 9 0 8 9 1 8 0 10 1 0 5 0 80 4 1 9 0 77 19 1 239 3 8:45 AM * 3 0 19 8 0 18 0 9 2 0 3 0 81 0 2 12 0 82 15 4 252 6 9:00 AM * 8 0 18 9 2 14 0 11 7 3 7 0 83 10 4 17 0 92 24 1 300 10 Max. 15 min. 11 0 19 10 4 18 0 II 8 3 7 0 83 10 7 17 0 92 24 6 300 10 Pk. Hr. Vol. 31 0 57 34 4 51 0 39 18 3 18 0 290 16 10 50 0 342 72 10 1018 27 8:00 AM Peak Inlerseclion Traffic in Pk. Hr. = 1018 Peak Hr. Factor 0.85 9:00 AM Hour Intersection Pdstrns ir Pk. Hr. = 27 3:45 PM 14 0 17 28 5 17 0 24 11 4 9 0 126 11 8 22 0 123 29 2 431 19 4:00 PM * 17 0 26 13 7 33 0 18 7 2 5 0 150 7 10 27 0 146 16 13 465 32 4:15 PM * 10 0 39 19 6 27 0 16 5 6 17 0 139 12 4 18 0 137 26 4 465 20 4:30 PM * 13 0 24 10 ' 16 25 0 26 5 7 17 0 131 6 4 21 0 124 19 9 421 36 4:45 PM * 7 0 26 17 2 25 0 23 14 10 10 0 132 20 13 22 0 147 27 5 470 30 5:00 PM 4 0 21 23 0 21 0 31 5 17 5 0 124 5 11 20 0 118 27 8 404 36 5:15 PM 15 0 30 20 5 27 0 28 10 0 13 0 168 11 2 15 0 130 15 14 482 21 5:30 PM 13 0 25 18 0 20 0 25 13 10 12 0 117 7 5 19 0 126 14 13 409 28 5:45 PM 6 0 17 17 3 17 0 16 9 5 10 0 132 13 11 22 0 152 22 6 433 25 6:00 PM 11 0 23 21 7 20 0 13 6 10 7 0 141 14 25 28 0 157 16 7 457 49 6:15 PM 14 0 12 21 0 26 0 17 8 6 4 0 127 8 3 16 0 160 9 0 422 9 6:30 PM 11 0 9 12 5 31 0 5 6 6 4 0 159 7 12 13 0 146 12 9 415 32 Max. 15 min. 17 0 39 28 16 33 0 31 14 17 17 0 168 20 25 28 0 160 29 14 482 49 Pk. Hr. Vol. 47 0 115 59 31 110 0 83 31 25 49 0 552 45 31 88 0 554 88 31 1821 118 3:45 PM Peak Intersection Traffic in Pk. Hr. = 1821 Peak Hr Factor 0.94 4:45 PM Hour Intersection Pdstrns in Pk. Hr. = 118 Roosevelt Street at Carlsbad ViUage Drive Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 8:00 AM to 9:00 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 Config -(left) 2 1 I I I 1 1 1 1 urations 3 4 1 1 1 I I 1 Outside 5 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 North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor O.IO Hourly Volume 31 57 34 51 39 18 18 290 16 50 342 72 Adjusted Hourly Volume 0 122 0 0 108 0 18 306 0 50 414 0 Utilization Factor 0.00 0.06 0.00 0.00 0.05 0.00 O.OI 0.08 0.00 0.03 0.10 0.00 Critical Factors 0.06 0.00 0.01 0.10 ICU Ratio -0.27 LOS = A Turning Movements at Intersection of: Roosevelt Sfreet and Carlsbad ViUage Drive W e s t A P P r Time : 8:00 AM to 9:00 AM Date: 7/27/00 Day : Thursday Name : Mike,Corey Totals 715 Sub- tntak 391 324 North Approach 18 290 16 Subtotals Tolal 105 31 0 227 255 108 0 39 51 North Roosevelt Street 147 J i L n t r 57 34 122 72 342 50 Tolal Siihtntak Sub- totals 464 Tntak 839 375 Carlsbad ViUage Drive E a s t A P P r South Approach Note : Left-turn volumes include U-lurns. U-turns in bold. Roosevelt Street at Carlsbad ViUage 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) 3:45 PM to 4:45 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside I Config -(left) 2 1 I I 1 1 1 1 1 urafions 3 1 1 4 5 6 1 1 1 1 Outside 7 Free-flow Lane Settings 0 1 0 0 I 0 I 2 0 I 2 0 Capacity 0 2000 0 0 2000 0 1800 4000 0 1800 4000 0 Aie the North/South phases split (Y/N)? N Aie the EastAVest phases split (Y/N)? N Efficiency Lost Faclor 0,10 Hourly Volume 47 115 59 IIO 83 31 49 552 45 88 554 88 Adjusted Houriy Volume 0 221 0 0 224 0 49 597 0 88 642 0 Utilization Factor 0.00 O.II 0.00 0.00 0.11 0.00 0.03 0.15 0.00 0.05 0.16 0.00 Critical Factors 0.00 O.U 0.15 0.05 ICU Ratio = 0.41 LOS = A Turning Movements at Interseclion of: Roosevelt Street and Carlsbad ViUage Drive Time : 3:45 PM to 4:45 PM Date: 7/27/00 Day : Thursday Name : Mike,Corey North Approach 224 476 Roosevelt Sfreet 252 Tntal Subtotals W e s t A P P r Totals 1278 Sub- totals 632 646 0 49 552 45 Siihtntak Total 31 83 IIO J i u 216 North 1 t r 47 115 59 0 221 437 554 Sub- totals 730 721 Totals 1451 Carlsbad ViUage Drive E a s t A P P r South Approach Note : Left-turn volumes include U-tums. U-lurns in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2000 INTERSECTION ANALYSIS SUMMARY Intersection Number: 32 Intersection Location: Carlsbad Village Drive and Madison Street j 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 ! ICC. 1 I iNCji:,CK ; I v:^ City: Carlsbad Intersection of: N/S Street: Madison Street E/W Street: Carlsbad Village Drive VRPA TURNING MOVEMENT ANALVSIS File: Int# 32 Data Collected by : Corey, Vlad Page I of3 Count Date: 7/26/00 Day : Wednesday Weather: Clear Traffic Control: Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Trn Thra Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 0 0 2 0 1 2 0 0 0 0 2 0 46 0 1 4 0 50 0 0 106 2 6:30 AM 3 0 1 1 1 2 0 I 1 5 2 0 66 1 2 1 0 50 2 0 131 8 6:45 AM 0 0 0 2 0 2 0 4 4 0 0 0 33 2 2 2 0 56 3 0 108 2 7:00 AM 0 0 0 I 0 I 0 1 0 0 1 0 48 1 4 1 0 54 1 0 109 4 7:15 AM 0 0 2 0 1 1 0 2 1 0 3 0 71 6 3 4 0 71 5 0 166 4 7:30 AM 2 0 5 2 1 5 0 0 2 0 4 0 81 6 5 3 0 45 4 0 159 6 7:45 AM 2 0 11 6 3 4 0 3 3 0 11 0 107 16 I 6 0 66 10 0 245 4 8:00 AM 0 0 2 3 0 6 0 3 1 0 7 0 81 3 1 8 0 95 6 0 215 1 8:15 AM * 1 0 3 3 2 5 0 6 I 0 2 0 79 5 4 5 0 138 8 0 256 6 8:30 AM * 2 0 2 0 5 0 0 2 2 0 II 0 70 7 4 11 0 111 7 0 225 9 8:45 AM * I 0 4 3 2 5 0 4 2 0 1 0 94 4 I 7 0 99 4 0 228 3 9:00 AM * 0 0 3 2 1 5 0 4 I 0 6 0 119 7 4 6 0 120 8 0 281 5 Max. 15 min. 3 0 11 6 5 6 0 6 4 5 II 0 119 16 5 11 0 138 10 0 281 9 Pk. Hr. Vol. 4 0 12 8 10 15 0 16 6 0 20 0 362 23 13 29 0 468 27 0 990 23 8:00 AM Peak Intersection Traffic in Pk. Hr = 990 Peak Hr. Faclor 0.88 9:00 AM Hour Intersection Pdstrns in Pk. Hr. = 23 3:45 PM 14 0 18 14 2 17 0 15 22 0 21 1 161 18 1 21 1 151 17 1 491 4 4:00 PM 8 0 21 10 2 20 0 12 9 5 7 0 156 17 1 14 0 181 14 0 469 8 4:15 PM 10 0 24 10 0 24 0 II 10 0 21 0 176 12 3 21 0 155 12 0 486 3 4:30 PM 5 0 20 7 4 21 0 8 5 0 10 0 128 19 0 12 0 136 20 0 391 4 4:45 PM * 7 0 21 8 7 16 0 9 8 0 17 0 185 18 5 14 0 175 13 0 491 12 5:00 PM * 6 0 18 10 1 24 0 12 6 0 10 0 136 12 3 8 0 179 13 0 434 4 5:15 PM * 8 0 33 9 2 25 0 9 10 0 10 0 143 II 2 II 0 137 10 0 416 4 5:30 PM * 5 0 17 12 0 21 0 9 6 0 14 0 190 15 5 12 0 184 14 0 499 5 5:45 PM 1 0 24 8 1 21 0 8 I 0 12 0 151 8 0 17 0 153 7 0 411 I 6:00 PM 1 0 20 5 1 16 0 5 4 0 9 0 131 3 5 15 0 168 5 0 382 6 6:15 PM 6 0 13 8 4 14 0 6 3 0 7 1 220 12 5 7 0 172 9 1 478 10 6:30 PM 3 0 9 3 0 11 0 4 4 0 10 0 133 3 0 12 0 155 3 0 350 0 Max. 15 min. 14 0 33 14 7 25 0 15 22 5 21 1 220 19 5 21 1 184 20 1 499 12 Pk. Hr. Vol. 26 0 89 39 10 86 0 39 30 0 51 0 654 56 15 45 0 675 50 0 1840 25 4:30 PM Peak Intersection Traffic in Pk. Hr. = 1840 Peak Hr. Factor 0.92 5:30 PM Hour Intersection Pdstrns in Pk. Hr. = 25 Madison Street af Carlsbad Village Drive Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 8:00 AM to 9:00 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 Config -(left) 2 I I I 1 I 1 1 1 urations 3 1 I 4 5 6 1 1 1 I Outside 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 the North/South phases split (Y/N)? Y Are the East/West phases split (Y/N)? Y Efficiency Lost Factor O.IO Hourly Volume 4 12 8 15 16 6 20 362 23 29 468 27 Adjusted Hourly Volume 0 24 0 0 37 0 20 385 0 29 495 0 Utilization Factor 0.00 O.OI 0.00 0.00 0.02 0.00 0.01 0.10 0.00 0.02 0.12 0.00 Critical Factors 0.00 0.02 O.OI 0.12 ICU Rafio 0.25 LOS A Tuming Movements at Intersection of: Madison Street and Carlsbad Village Drive W e s t A P P r Time : 8:00 AM to 9:00 AM Date: 7/26/00 Day : Wednesday Name : Corey, Vlad Totals 883 Sub- tntal.s 478 405 North Approach Subtotals Total 68 37 16 20 A 362 t 23 --1 1 * North ^ 1 4 12 0 24 96 0 15 Madison Street 59 J I L i_ r 27 468 29 Total Siihtntak Sub- totals 524 385 Totals- 909 Carlsbad Village Drive E a s t A P P 92 South Approach Note : Left-tum volumes include U-tums. U-tums in bold. Madison Street at Carlsbad Village Drive Lane Configuration for Intersection Capacity Utilizatioii Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 4:30 PM to 5:30 PM Left Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside 1 Config -(left) 2 I 1 1 I 1 1 I 1 urations 3 I 1 4 5 5 1 1 1 1 Outside 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 the North/South phases split (Y/N)? Y Are the EastAVest phases split (Y/N)? Y Efficiency Lost Factor 0.10 Hourly Volume 26 89 39 86 39 30 51 654 56 45 675 50 Adjusted Hourly Volume 0 154 0 0 155 0 51 710 0 45 725 0 Utilization Factor 0.00 0.08 0.00 0.00 0.08 0.00 0.03 0.18 0.00 0.03 0.18 0.00 Critical Factors 0.00 0.08 0.03 0.18 ICU Ralio = 0.39 LOS A Tuming Movements at Interseclion of: Madison Street and Carlsbad Village Drive W e s t A P P r Time : 4:30 PM lo 5:30 PM Date: 7/26/00 Day : Wednesday Name : Corey, Vlad Totals 1492 Sub- totals 731 761 North Approach 51 654 56 Siihtntak Total 30 140 155 39 North 345 0 86 Madison Sfreet 190 J i u • t - ^ t r 26 89 39 0 154 294 50 675 45 Tntal Subtotals Sub- totals 770 779 Totals 1549 Carlsbad Village Drive E a s t A P P r South Approach Note : Left-ttjm volumes include U-tums. U-tums in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2000 INTERSECTION ANALYSIS SUMMARY Intersection Number: 33 Intersection Location: Carlsbad Village Drive and JefTerson 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 I ICC-1 I (N< >i:.(. JCi I i:cts. City: Carlsbad Interseclion of: N/S Slreet: Jefferson Slreet E/W Street: Carlsbad Village Drive Count Date : 7/26/00 End of 15 min. prd. 6:\5AM 6:30 yVM 6:45 AM 7:00 AM 7:15/VM 7:30 AM 7:45 AM 8:00 AM 8:15/VM 8:30/VM 8:45 AM 9:00 AM Day: Wednesday Weather: Sunny VRPA TURNING MOVEMENT ANALYSIS File : Inl# 33 Data Collected by : Craig, Tom Traffic Control : Signalized Page 1 of3 .South Annroach tNB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total Left U-Trn Thru Right Peds Left U-Tm Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn fhru Right Peds Vehicles Peds 1 0 1 2 I 5 0 3 0 0 0 0 27 1 0 0 0 58 2 0 100 1 2 0 2 3 I 9 0 4 I 0 I 0 40 1 0 1 0 54 4 3 122 4 1 0 2 0 0 8 0 0 4 0 2 0 45 2 0 1 0 71 6 7 142 7 0 0 I 0 0 17 0 16 4 0 3 0 44 1 2 0 0 45 1 0 132 2 2 0 2 0 0 6 0 6 6 1 2 0 32 0 1 5 0 63 6 5 130 7 I 0 2 0 0 7 0 5 8 0 3 0 67 0 1 7 0 75 6 0 181 I I 0 0 I 0 18 0 15 10 0 4 0 82 1 2 9 0 115 10 1 266 3 I 0 4 0 3 14 0 12 5 0 6 0 68 0 2 5 0 104 15 7 234 12 1 0 6 2 I 14 0 12 3 0 2 0 68 2 0 7 0 121 7 0 245 I 1 0 3 2 0 20 0 8 6 0 3 0 49 2 6 6 0 99 29 1 228 7 0 0 5 3 2 16 0 7 9 1 3 0 64 1 1 8 0 117 12 3 245 7 2 0 2 5 3 19 0 10 4 0 5 0 79 3 1 13 0 132 22 2 296 6 2 0 6 5 3 20 0 16 10 I 6 0 82 3 6 13 0 132 29 7 296 12 4 0 16 12 6 69 0 37 22 I 13 0 260 8 8 34 0 • 469 70 6 1014 21 Max. 15 min. Pk. Hr. Vol. 8:00 AM Peak 9:00 AM Hour Intersection Traffic in Pk. Hr = 1014 Intersecfion Pdstrns in Pk. Hr. = 21 Peak Hr. Factor 0.86 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 0 0 0 0 0 0 0 0 0 0 0 0 14 5 9 8 8 8 14 14 7 13 5 4 9 2 6 8 3 1 2 4 3 3 3 2 0 1 0 1 1 1 0 3 4 0 37 31 28 35 46 32 36 26 22 36 23 21 0 0 0 0 0 0 0 0 0 0 0 0 14 13 18 13 8 30 18 12 17 13 17 6 16 15 6 5 13 14 9 3 11 9 5 2 0 1 3 3 1 3 1 2 0 1 0 0 12 15 17 24 21 17 20 17 18 21 18 10 0 0 0 0 0 0 0 0 0 0 0 0 155 158 162 174 167 166 177 163 167 155 141 125 4 6 4 1 3 5 3 0 2 1 2 1 1 0 1 0 1 2 0 2 2 I 2 0 5 II 5 12 7 3 5 6 1 10 2 3 0 0 0 0 0 0 0 0 0 0 0 0 161 183 192 171 170 182 140 216 155 178 190 170 20 24 25 22 15 27 21 22 27 24 13 14 3 4 3 3 2 2 3 I 3 7 2 0 444 466 475 469 465 494 447 481 430 464 422 363 7 7 7 7 4 8 5 6 5 12 Max. 15 min, Pk. Hr. Vol. 14 33 9 25 46 141 30 69 16 38 3 10 24 79 177 669 6 13 12 27 216 715 27 89 7 10 494 1903 12 26 4:00 PM Peak 5:00 PM Hour Interseclion Traffic in Pk. Hr. = 1903 Intersection Pdstrns in Pk. Hr. 26 Peak Hr. Faclor 0.96 Jefferson Street at Carlsbad VUlage 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) 8:00/VM to Right 9:00 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 1 Config-(left) 2 1 1 I I 1 I I 1 1 urations 3 1 I 4 5 6 I I 1 1 Outside 7 Free-flow Lane Settings 0 1 0 0 1 0 I 2 0 I 2 0 Capacity 0 2000 0 0 2000 0 1800 4000 0 1800 4000 0 Aie the North/South phases split (Y/N)? N Are the EastAVest phases split (Y/N)? N Efficiency Lost Faclor O.IO 70 Houriy Volume 4 16 12 69 37 22 13 260 8 34 469 70 Adjusted Hourly Volume 0 32 0 0 128 0 13 268 0 34 539 0 Ufilization Faclor 0.00 0.02 0.00 0.00 0.06 0.00 0.01 0.07 0.00 0.02 0.13 0.00 Critical Factors 0.00 0.06 0.01 0.13 ICU Ratio 0.30 LOS = A Turning Movements at Intersecfion of; Jefferson Street and Carlsbad VUlage Drive W e s t A P P r Time : 8:00 AM to 9:00 AM Date: 7/26/00 Day : Wednesday Name : Craig, Tom Totals 776 Sub- tntak 495 281 North Approach Subtotals Total 79 128 13 - 260 o — IT t a • North 1 t 4 16 0 32 Jefferson Street 227 22 37 69 J i L r 99 70 469 34 0 Total Subtotals Sub- totals 573 341 Tntak 914 Carlsbad ViUage Drive E a s I A P P r III South Approach Note : Left-turn volumes include U-turns. U-turns in bold. Jefferson Street at Carlsbad VUlage Drive Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 4:00 PM lo 5:00 PM Soulh Appr (NB) Left Thra Righl Lane Config - urations Inside (left) Outside Free-flow North Appr (SB) Left Thru Right West Appr (EB) Left_ Thru Right Page 3 of3 East Appr (WB) Left Thru Righl Lane Settings 0 Capacity 0 Are the North/South phases split (Y/N)? Aie the East/West phases split (Y/N)? Efficiency Lost Factor O.IO Hourly Volume 5 Adjusted Hourly Volume 0 Utilization Factor 0.00 Crifical Factors 0.00 1 2000 33 63 0 0 N N 25 0 I 2000 I 2 1800 4000 1 2 1800 4000 141 69 38 79 669 13 27 715 89 0 248 0 79 682 0 27 804 0 0.00 0.12 0.00 0.04 0.17 0.00 0.02 0.20 0.00 0.12 0.04 0.20 ICU Ralio 0.46 LOS = Turning Movements at Intersection of: Jefferson Street and Carlsbad VUlage Drive W e s t A P P r Time : 4:00 PM to 5:00 PM Date: 7/26/00 Day : Wednesday Name : Craig, Tom Totals 1519 Sub- totals 758 761 North Approach 79 669 13 Siihtntals Tolal 38 109 248 69 North 5 0 172 33 63 449 0 141 Jefferson Street 201 J i u 25 89 715 27 Tntal Subtotals Sub- totals 831 Totals 1666 835 Carlsbad ViUage Drive E a s t A P P r South Approach Note : Left-lurn volumes include U-turns. U-lurns in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2000 INTERSECTION ANALYSIS SUMMARY Intersection Number: 34 Intersection Location: Carlsbad Village Drive and Harding Street 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 VRPA TURNINC; MOVEMENT ANALYSIS Page 1 of 3 City: Carisbad Intersection of: N/S Slreet: Harding Streel E/W Street: Carlsbad Village Drive Count Date : 7/26/00 Day: Wednesday Weather: Sunny File : lnl# 34 Dala Collected by : Erick, /Vngela Traffic Conlrol : Signalized Smith Annroach fNB> North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 mm nrd Left U-Tm Thra Right Peds Left U-Tm Thru Right Peds Left U-Tm Thra Right Peds Left U-Tm Thra Right Peds Vehicles Peds 1 illl 1. . 6:15 AM 1 0 3 o 17 0 14 0 8 2 0 4 1 43 3 0 14 14 61 3 0 188 0 6:30 AM 2 0 5 8 0 25 0 1 3 0 4 0 41 1 0 15 8 52 6 1 171 I 6:45 AM 3 0 5 . 19 5 17 0 6 0 3 3 0 56 4 2 8 4 34 5 3 164 13 7:00 AM 3 0 3 16 . 0 14 0 4 0 1 3 0 54 3 0 11 6 70 13 2 200 3 7:15 AM 3 . 0 11 11 5 26 0 2 1 0 3 1 67 1 0 12 1 67 7 3 213 8 7:30 AM 7 0 12 9 3 21 0 10 3 0 5 0 75 7 4 18 5 85 10 2 267 9 7:45 AM 2 0 II 23 1 23 0 1 2 0 4 2 89 4 I 19 12 114 10 I 316 3 8:00 AM 6 0 13 19 4 28 0 5 1 0 4 2 85 8 4 16 5 94 18 2 304 10 8:15 AM * 1 0 14 13 4 38 0 11 I 0 5 0 81 4 8 13 13 149 24 0 367 12 8:30 AM * 6 0 17 17 5 23 0 4 2 1 6 0 103 1 II 34 6 151 23 I 393 18 8:45 AM * 3 0 22 13 3 32 0 7 2 5 3 0 94 4 13 27 7 103 11 5 328 26 9:00 AM * 7 0 II 20 10 30 0 24 9 0 5 0 118 7 5 86 6 132 19 3 474 18 Max. 15 min. Pk. Hr. Vol. 7 0 22 23 10 38 0 24 9 5 6 2 118 8 13 86 14 151 24 5 474. 26 Max. 15 min. Pk. Hr. Vol. 17 0 64 63 22 123 0 46 14 6 19 0 396 16 37 160 32 535 77 9 1562 74 8:00 AM Peak Intersection Traffic in Pk. Hr. = 1562 Peak Hr. Faclor 0.82 9:00 AM Hour Inlerseclion Pd.slms in Pk. Hr. = 74 3:45 PM 13 0 28 28 9 40 0 7 2 7 6 0 221 7 I 17 10 188 30 2 597 19 4:00 PM • 11 0 33 21 10 45 0 12 6 3 5 3 217 6 4 28 9 215 35 0 646 17 4:15 PM * 19 0 46 28 6 31 0 10 2 2 6 2 205 6 0 21 20 183 38 2 617 10 4:30 PM • 8 0 21 16 10 50 0 16 2 8 1 4 201 4 2 19 8 165 37 1 552 21 4:45 PM • 10 0 25 26 7 43 0 14 4 3 8 5 245 9 4 22 14 185 26 0 636 14 5:00 PM 12 0 19 17 0 48 0 5 0 3 8 1 187 7 7 27 14 179 21 5 545 15 5:15 PM 5 0 41 33 I 56 0 17 4 0 13 2 210 9 1 16 10 152 28 0 596 2 5:30 PM 11 0 20 19 2 44 0 8 8 I 10 0 176 9 8 24 14 196 26 1 565 12 5:45 PM 14 0 14 23 7 40 0 18 4 1 13 2 198 5 4 42 12 206 29 8 620 20 6:00 PM 17 0 30 17 6 38 0 6 4 2 10 1 220 6 3 24 6 156 21 0 556 11 6:15 PM 6:30 PM 6 0 13 16 8 48 0 15 8 1 14 3 181 5 3 20 11 181 24 1 545 13 6:15 PM 6:30 PM 5 0 20 21 9 47 0 14 6 8 19 2 170 6 3 22 7 164 21 1 524 21 Max. 15 min. Pk. Hr. Vol. 19 48 0 46 33 10 56 0 18 8 8 19 5 245 9 8 42 20 215 38 8 646 21 Max. 15 min. Pk. Hr. Vol. 19 48 0 125 91 33 169 0 52 14 16 20 14 868 25 10 90 51 748 136 3 2451 62 3:45 PM Peak Intersection Traffic in Pk. Hr. = 2451 PeakH r. Faclor 0.95 4:45 PM Hour Interseclion Pdstms in Pk. Hr. = 62 Harding Sfreet af Carlsbad Village Drive Lane Configuration for Inlersection Capacity Utilization Pk. Hr. Time Period 8:00 AM to 9:00 /VM- South Appr (NB) Left Thru Righl Lane Config - urations Inside (left) Outside Free-flow North Appr (SB) Left Thru Righl West Appr (EB) Left Thru Right Page 2 of 3 East Appr (WB) Left Thru Righl Lane Settings 0 1 0 Capacity 0 2000 0 Are the North/South phases split (Y/N)? N Aie the East/West phases split (Y/N)? N Efficiency Lost Factor O.IO Hourly Volume 17 64 63 Adjusted Hourly Volume 0 144 0 Ufilization Factor 0.00 0.07 0.00 Critical Factors 0.00 2000 1 2 1800 4000 1800 4000 123 46 14 19 396 16 192 535 77 0 183 0 19 412 0 192 612 0 0.00 0.09 0.00 O.OI 0.10 0.00 O.II 0.15 0.00 0.09 0.10 0.11 ICURafio = 0.40 LOS - Turning Movements al Intersecfion of: Harding Street and Carlsbad ViUage Drive W e s t A P P r Time : 8:00 AM to 9:00 AM Date: 7/26/00 Day ; Wednesday Name : Erick, /Vngela Totals 997 Sub- tntak 566 431 North Approach 0 19 396 16 Subtotals Total 222 183 North Harding Street 343 0 14 46 123 J i u n t r 17 64 63 0 144 366 160 77 535 192 32 Total Siihtntak Sub- totals 804 614 Tntak 1418 Carlsbad VUlage Drive E a s t A P P r South Approach Note : Left-turn volumes include U-lurns. U-turns in bold. Harding Street at Carlsbad ViUage Drive Lane Configuralion for Intersecfion Capacity Ufilizafion Page 3 of 3 Pk Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 3:45 PM to 4:45 PM Left Thru Right Left Thru Right Left Thru Righl Left Thru Right Lane Inside 1 Config -(left) 2 1 I 1 1 1 1 1 1 I urations 3 1 I 4 5 6 1 1 1 1 Outside 7 Free-flow Lane Settings 0 I 0 0 I 0 I 2 0 1 2 0 Capacity 0 2000 0 0 2000 0 1800 4000 0 1800 4000 0 Aie the North/South phases split (Y/N)? N Aie the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 136 Hourly Volume 48 125 91 169 52 14 34 868 25 141 748 136 Adjusted Hourly Volume 0 264 0 0 235 0 34 893 0 141 884 0 Utilization Factor 0.00 0.13 0.00 0.00 0.12 0.00 0.02 0.22 0.00 0.08 0.22 0.00 Critical Factors 0.13 0.00 0.22 0.08 ICURafio = 0.53 LOS = A Turning Movements at Interseclion of: Harding Street and Carlsbad VUlage Dri> e W e s t A P P r Time : 3:45 PM to 4:45 PM Date: 7/26/00 Day : Wednesday Name : Erick, Angela Totals I75I Sub- lotals 824 927 14 North Approach 34 868 25 Siihtntak Total 235 North 48 0 167 264 431 Harding Street 516 0 14 52 169 J i u 125 91 281 136 748 141 51 Tntal Subtotals Sub- totals 1025 1179 Totals 2204 Carlsbad ViUage Drive E a s t A P P r South Approach Note : Left-lurn volumes include U-lurns. U-turns in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2000 INTERSECTION ANALYSIS SUMMARY Intersection Number: 35 Intersection Location: Poinsettia Lane and Batiquitos Drive Contents: Turn Movement Count Summary Page 1 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Page 2 Turn Movement Diagram P.M. Peak Hour ICU Analysis and Page 3 Turn Movement Diagram I :. I I INc ->r K i 11 Cily: Carlsbad Intersection of; N/S Street: Batiquitos Drive EAV Street: Poinsettia Lane VRPA TURNING MOVEMENT ANALVSIS File: lnt#35 Data Collected by : Vlad, Tom Page 1 of 3 Count Date : 8/10/00 Day : Thursday Weather: Sunny Traffic Control: Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Trn Thra Right Peds Left U-Trn Thru Right Peds Left U-Trn Thra Right Peds Left U-Trn Thra Right Peds Vehicles Peds 6:15 AM 27 0 0 0 0 0 0 i II 0 1 0 19 3 0 0 0 60 0 0 122 0 6:30 AM 25 0 0 0 0 1 0 0 11 I 2 1 55 8 0 0 0 62 0 0 165 1 6:45 AM 31 0 1 1 0 1 0 0 20 1 1 0 56 8 0 0 0 76 3 0 198 1 7:00 AM 40 0 2 0 0 0 0 3 13 0 3 0 75 10 0 0 0 87 0 0 233 0 7:15 AM 47 0 4 0 0 0 0 2 16 0 2 0 79 18 0 1 0 51 0 0 220 0 7:30 AM 36 0 3 0 0 0 0 1 11 0 7 1 76 11 0 0 0 85 2 0 233 0 7:45 AM 53 0 2 0 0 1 0 1 9 0 3 0 28 14 0 0 0 85 2 0 198 0 8:00 AM 41 0 7 1 0 1 0 1 21 0 2 0 70 29 0 2 0 88 3 0 266 0 8:15 AM * 70 0 7 5 0 6 0 1 26 1 5 0 99 27 0 2 0 107 0 0 355 I 8:30 AM * 52 0 4 0 0 4 0 2 22 0 10 0 65 35 0 0 0 113 3 0 310 0 8:45 AM * 64 0 2 1 0 11 0 3 18 0 8 1 67 27 0 0 0 116 1 0 319 0 9:00 AM * 48 0 4 2 0 4 0 7 17 0 7 0 74 44 2 1 0 95 4 0 307 2 Max. 15 min. 70 0 7 5 0 11 0 7 26 I 10 1 99 44 2 2 0 116 4 0 355 2 Pk. Hr Vol. 234 , 0 17 8 0 25 0 13 83 I 30 I 305 133 2 3 0 431 8 0 1291 3 8:00 AM Peak Intersection Traffic in Pk. Hr. 1291 Peak Hr. Factor 0.91 9:00 AM Hour Intersection Pdstms in Pk. Hr. = 3 3:45 PM 55 0 5 2 0 10 0 12 15 0 31 0 106 49 0 1 0 157 4 0 447 0 4:00 PM 40 0 8 7 1 6 0 2 13 0 7 0 116 56 0 0 0 118 3 1 376 2 4:15 PM 39 0 6 1 0 3 0 9 12 2 19 2 144 45 4 I 0 132 6 0 419 6 4:30 PM * 37 0 3 2 0 3 0 5 16 0 17 I 137 58 0 0 0 100 7 2 386 2 4:45 PM * 45 0 2 1 0 10 0 9 10 4 14 1 112 48 1 0 0 105 7 0 364 5 5:00 PM * 38 0 12 0 0 1 0 7 12 0 31 2 110 79 0 0 0 131 9 0 432 0 5:15 PM • 42 0 7 I 0 6 0 12 10 0 19 I 201 53 0 2 0 89 5 0 448 0 5:30 PM 32 0 5 1 1 7 0 11 8 0 14 1 106 43 0 1 0 117 5 0 351 1 5:45 PM 37 0 4 1 0 5 0 9 11 0 17 0 131 64 0 1 0 96 II 0 387 0 6:00 PM 38 0 2 0 0 5 0 4 11 1 19 0 155 48 0 I 0 103 4 0 390 1 6:15 PM 52 0 1 0 0 6 0 7 14 0 21 0 157 60 0 0 0 108 9 0 435 0 6:30 PM 29 0 3 I 0 3 0 6 14 0 22 1 127 46 0 0 0 111 5 0 368 0 Max. 15 min. 55 0 12 7 1 10 0 12 16 4 31 2 201 79 4 2 0 157 II 2 448 6 Pk. Hr. Vol. 162 0 24 4 0 20 0 33 48 4 81 5 560 238 I 2 0 425 28 2 1630 7 4:15 PM Peak Intersection Traffic in Pk. Hr. = 1630 Peak Hr. Factor 0.91 5:15 PM Hour Intersection Pdstrns in Pk. Hr. 7 Batiquitos Drive at Poinsettia Lane Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : Soulh Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 8:00 AM to 9:00 AM Left Thru Righl Left Thru Right Left Thru Righl Left Thru Righl Lane Inside 1 1 Config- (left) 2 1 urations 3 1 4 5 6 Outside 7 Free-flow 1 1 1 I 1 1 I 1 I 1 1 Lane Settings 1 1 1 1 1 1 1 2 0 I 2 0 Capacity Are the North/South phases split (Y/N)? Are the East/West phases split (Y/N)? Efficiency Lost Factor 0.10 Hourly Volume 234 Adjusted Hourly Volume 234 Utilization Factor 0.13 Critical Factors 0.13 1800 2000 1800 1800 2000 1800 1800 4000 N N 0 1800 4000 0 17 8 25 13 83 31 305 133 17 8 25 13 83 31 438 0 0.01 0.00 0.01 O.OI 0.05 0.02 0.11 0.00 0.05 0.02 3 431 8 3 439 0 0.00 O.II 0.00 O.II ICU Ralio = 0.41 LOS Tuming Movements al Inlersection of: Batiquitos Drive and Poinsetfia Lane Time : 8:00 AM to 9:00 AM Date; 8/10/00 Day : Thursday Name : Vlad, Tom North Approach 121 Batiquitos Drive 176 33 Total Siihtntak W e s t A P P Totals 1218 Sub- lolals 749 469 31 305 133 83 13 25 J i u Subtotals Total t North 234 17 0 149 259 408 1 ] r 431 3 Sub- totals 442 338 Poinsettia Lane Totals 780 E a s I A P P r South Approach Note : Left-tum volumes include U-tums. U-tums in bold. Batiquitos Drive at Poinsetfia Larie Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) Wesl Appr (EB) East Appr (WB) 4:15 PM to 5:15 PM Left Thru Right Left Thru Righl Left Thra Righl Left Thra Right Lane Inside 1 1 1 1 1 Config - (left) 2 I 1 I 1 urations 3 4 1 1 1 1 1 1 Outside 6 7 Free-flow Lane Settings I 1 1 1 1 1 1 2 0 1 2 0 Capacity 1800 2000 1800 1800 2000 1800 1800 4000 0 1800 4000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 162 24 4 20 33 48 86 560 238 2 425 28 Adjusted Hourly Volume 162 24 4 20 33 48 86 798 0 2 453 0 Utilization Factor 0.09 O.OI 0.00 O.OI 0.02 0.03 0.05 0.20 0.00 0.00 0.11 0.00 Critical Factors 0.09 0.03 0.20 0.00 ICU Ratio = 0.42 LOS A Tuming Movements at Interseclion of: Batiquitos Drive and Poinsetfia Lane W e s t. A P P r Time : 4:15 PM to 5:15 PM Date: 8/10/00 Day : Thursday Name : Vlad, Tom Totals 1524 Sub- lolals 640 884 North Approach 86 560 238 Subtotals Total 48 101 33 North 162 24 0 273 190 463 234 0 20 Bafiquitos Drive 133 J i u ^ t r 28 425 2 Tntal Subtotals Sub- totals 455 584 Poinsettia Lane Totals 1039 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 2000 INTERSECTION ANALYSIS SUMMARY Intersection Number: 36 Intersection Location: Poinsettia Lane and Paseo Del Norte Contents: Turn Movement Count Summary Page 1 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Page 2 Turn Movement Diagram P.M. Peak Hour ICU Analysis and Page 3 Turn Movement Diagram I Let..'.t I fN<.".ii )(. ; I rc^^ City: Carlsbad Intersection of: N/S Street: Paseo Del Norte E/W Street: Poinsettia Lane VRPA TURNING MOVEMENT ANALYSIS Page 1 of 3 File: Int #36 Data Collected by : Mike M., Mike V. Count Date: 8/9/00 Day : Wednesday Weather: Sunny Traffic Control : Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Tm Thru Right Peds Left U-Tm Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thra Right Peds Vehicles Peds 6:15 AM 1 0 0 0 0 2 0 1 41 0 10 0 40 2 0 0 0 92 7 0 196 0 6:30 AM 4 0 1 1 0 4 0 0 50 0 11 0 46 I 0 0 0 85 8 2 211 2 6:45 AM 7 0 1 0 2 3 0 0 57 0 17 0 86 0 2 0 0 158 8 I 337 5 7:00 AM 7 0 2 0 2 4 0 0 47 0 28 0 85 2 0 0 0 101 14 0 290 2 7:15 AM 5 0 4 3 1 3 0 2 52 0 31 0 93 0 0 1 0 139 13 1 346 2 7:30 AM 7 0 1 2 2 8 0 0 67 0 44 0 82 4 3 0 0 172 17 0 404 5 7:45 AM 7 0 1 5 0 7 0 0 6 0 68 0 120 7 I 2 0 150 14 0 387 1 8:00 AM * 13 0 7 2 "4 13 0 0 128 0 109 0 127 5 3 0 0 203 14 0 621 7 8:15 AM * 13 0 3 3 1 9 0 3 73 0 54 I 89 3 1 0 0 186 23 0 460 2 8:30 AM * 9 0 1 3 0 12 0 I 63 0 55 0 108 5 2 0 0 179 22 2 458 4 8:45 AM * 9 0 i 0 0 12 0 1 75 0 44 0 87 3 2 2 0 167 18 I 419 3 9:00 AM 11 0 0 2 0 14 0 2 77 0 71 0 148 5 0 2 0 169 22 0 523 0 Max. 15 min. 13 0 7 5 4 14 0 3 128 0 109 1 148 7 3 2 0 203 23 2 621 7 Pk. Hr. Vol. 44 0 12 8 5 46 0 5 339 0 262 I 411 16 8 2 0 735 77 3 1958 16 7:45 AM Peak Interseclion Traffic in Pk. Hr. 1958 Peak Hr. Factor 0.79 8:45 AM Hour Intersection Pdstrns in Pk. Hr. = 16 3:45 PM II 0 1 3 0 34 0 2 60 0 167 0 210 9 0 2 0 176 26 0 701 0 4:00 PM 6 0 2 1 0 22 0 3 58 0 145 1 204 12 0 0 0 166 20 0 640 0 4:15 PM 8 0 2 2 0 18 0 4 68 0 103 1 172 17 2 1 0 128 19 0 543 2 4:30 PM 5 0 2 2 0 26 0 2 63 0 108 0 181 11 4 2 0 147 20 1 569 5 4:45 PM 12 0 4 3 0 19 0 5 64 0 109 0 170 11 0 2 0 152 21 I 572 1 5:00 PM * 7 0 8 4 3 27 0 6 60 0 148 0 229 14 4 0 0 138 19 3 660 10 5:15 PM * 7 0 2 3 0 31 0 2 86 0 104 0 184 12 2 2 0 141 19 1 593 3 5:30 PM * 4 0 3 2 2 37 0 3 92 0 108 0 209 9 2 5 0 133 21 4 626 8 5:45 PM * 6 0 2 2 I 24 I 0 85 0 131 1 220 7 0 5 0 112 18 2 614 3 6:00 PM 2 0 1 1 0 42 0 2 61 0 119 0 199 19 0 0 0 97 20 0 563 0 6:15 PM 2 0 1 0 0 23 0 2 64 0 95 0 202 9 0 10 0 107 9 1 524 1 6:30 PM 7 0 5 1 0 22 0 1 37 0 98 0 170 9 0 1 0 110 6 0 467 0 Max. 15 min. 12 0 8 4 3 42 1 6 92 0 167 1 229 19 4 10 0 176 26 4 701 10 Pk. Hr. Vol. 24 0 15 11 6 119 I 11 323 0 491 1 842 42 8 12 0 524 77 10 2493 24 4:45 PM Peak Intersection Traffic in Pk. Hr. = 2493 Peak Hr. Faclor 0.89 5:45 PM Hour Intersection Pdstms in Pk. Hr. = 24 Paseo Del Norte af Poinsettia Laiie Lane Configuration for Inlersection Capacity Utilization Page 2 of 3 Pk. Hr Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:45 AM to 8:45 AM Left Thru Right Left Thra Righl Left Thru Right Left Thru Right Lane Inside 1 1 Conflg- (left) 2 1 1 urations 3 4 5 6 Outside 7 Free-flow 1 1 1 1 1 I 1 1 1 1 1 1 Lane Settings I I 0 I I 0 2 2 I I 2 0 Capacity Are the North/South phases split (Y/N)? Are the East/West phases split (Y/N)? Efficiency Lost Factor O.IO 1800 2000 0 N N 1800 2000 0 3600 4000 1800 1800 4000 0 Hourly Volume 44 12 8 46 5 339 263 411 16 2 735 77 Adjusted Hourly Volume 44 20 0 46 344 0 263 411 16 2 812 0 Utilization Factor 0.02 O.OI 0.00 0.03 0.17 0.00 0.07 O.IO O.OI 0.00 0.20 0.00 Critical Factors 0.02 0.17 0.07 0.20 ICU Ratio = 0.56 LOS Tuming Movements at Intersection of: Paseo Del Norte and Poinsettia Lane W e s t A P P r Time : 7:45 AM to 8:45 AM Date: 8/9/00 Day : Wednesday Name : Mike M., Mike V. North Approach Totals 1809 Sub- totals 1II9 690 339 390 5 I 263 411 16 Subtotals Total 23 North 741 0 46 Paseo Del Norte 351 J I u ^ t r 44 12 8 0 64 87 77 735 2 Total Siihtntak Sub- totals 814 465 Poinsettia Lane Tntak 1279 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 Poinsetfia Laiie Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : Soulh Appr (NB) North Appr (SB) Wesl Appr (EB) East Appr (WB) 4:45 PM lo 5:45 PM Left Thru Righl Left Thru Righl Left Thru Righl Left Thru Right Lane Inside 1 1 Conflg- (left) 2 1 1 urations 3 4 5 6 Outside 7 Free-flow 1 1 1 1 1 1 I 1 1 1 1 1 Lane Settings 110 Capacity 1800 2000 0 1 I 0 1800 2000 0 2 2 I 3600 4000 1800 1 2 0 1800 4000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efflciency Lost Factor 0.10 Hourly Volume 24 15 11 120 II 323 492 842 42 12 524 77 Adjusted Hourly Volume 24 26 0 120 334 0 492 842 42 12 601 0 Utilization Faclor O.OI 0.01 0.00 0.07 0.17 0.00 0.14 0.21 0.02 O.OI 0.15 0.00 Critical Factors 0.01 0.17 0.14 0.15 ICU Ratio = 0.57 LOS A Tuming Movements at Intersection of: Paseo Del Norte and Poinsettia Lane Time : 4:45 PM lo 5:45 PM North Approach Paseo Del Norte Date: 8/9/00 Day : Wednesday 1038 Total Name : Mike M., Mike V. 454 584 Subtotals w e s t A P P r Totals 2248 Sub- totals 872 1376 I 492 842 42 323 II 120 • t • North 1 ! r Sub- totals 77 524 613 12 0 972 Siihtntak 65 Total 115 24 15 II 0 50 Poinsettia Lane Totals 1585 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 2000 INTERSECTION ANALYSIS SUMMARY Intersection Number: 37 Intersection Location: Poinsettia Lane and Avenida Encinas Contents: Turn Movement Count Summary (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Turn Movement Diagram P.M. Peak Hour ICU Analysis and Turn Movement Diagram Page 1 Page 2 Page 3 I ICC-'I I fNCJl .OCJ 1 ICtS^ City: Carlsbad Intersection of: N/S Street: Avenida Encinas E/W Street: Poinsettia Lane VRPA TURNING MOVEMENT ANALYSIS File: Int #37 Dala Collected by : Tom, Mike Page I of 3 Count Date : 8/9/00 Day : Wednesday Weather: Sunny Traffic Control: Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Tm Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Tm Thru Right Peds Vehicles Peds 6:15 AM 1 0 1 18 3 10 0 2 1 0 0 0 5 0 I 15 0 11 26 0 90 4 6:30 AM 4 1 6 21 0 15 0 1 2 0 1 0 6 4 0 29 1 28 10 0 129 0 6:45 AM 6 0 4 25 0 9 0 3 6 0 2 I 4 2 0 25 0 19 35 1 141 1 7:00 AM 6 0 12 33 2 24 0 6 8 0 1 0 17 5 5 48 0 32 39 3 231 10 7:15 AM 3 0 3 34 1 16 0 5 I 0 2 0 23 2 1 36 0 35 32 2 192 4 7:30 AM 4 0 11 39 4 28 0 9 6 0 2 0 10 3 1 33 0 33 29 2 207 7 7:45 AM 3 0 7 43 2 17 0 6 10 0 4 0 10 5 0 44 0 45 48 9 242 11 8 .00 AM 8 0 12 46 2 18 0 8 3 I 6 0 18 8 0 58 I 38 51 0 275 3 8:15 AM * 6 0 10 38 3 . 19 0 14 6 0 7 0 16 2 0 62 0 38 40 0 258 3 8:30 AM * 10 0 1,3 44 4 18 0 9 7 0 10 0 13 5 4 58 0 31 51 0 269 8 8:45 AM * 4 0 6 38 0 33 0 16 6 0 1 0 16 7 1 71 1 49 57 4 305 5 9:00 AM * 9 0 12 73 0 24 0 11 6 0 9 0 31 10 I 90 0 53 67 1 395 2 Max. 15 min. 10 1 13 73 4 33 0 16 10 1 10 1 31 10 5 90 1 53 67 9 395 11 Pk. Hr Vol. 29 0 41 193 7 94 0 50 25 0 27 0 76 24 6 281 1 171 215 5 1227 18 8:00 AM Peak Intersection Traffic in Pk. Hr. 1227 Peak Hr. Factor 0.78 9:00 AM Hour Intersection Pdstms in Pk. Hr. = 18 3:45 PM * 17 0 22 96 1 24 0 19 9 0 6 0 53 12 1 99 0 158 50 3 565 5 4:00 PM • 15 0 11 IOO 3 28 0 13 13 0 10 0 38 15 0 81 0 107 51 2 482 5 4:15 PM * 22 0 23 111 2 29 0 10 5 0 16 0 59 16 0 105 0 77 58 2 531 4 4:30 PM • 28 1 20 130 3 26 0 26 14 0 9 0 56 16 2 111 0 61 46 0 544 5 4:45 PM 16 0 16 110 5 41 0 21 13 0 4 0 35 7 2 80 0 52 22 5 417 12 5:00 PM 26 0 13 107 2 40 0 22 12 0 10 0 48 8 0 113 0 60 40 2 499 4 5:15 PM 18 1 19 92 11 48 0 28 9 2 9 0 58 11 2 69 0 45 38 5 445 20 5:30 PM 24 0 17 120 2 43 0 18 5 0 7 0 48 13 3 86 0 56 37 I 474 6 5:45 PM 14 0 12 118 10 55 0 16 7 0 16 0 42 18 0 96 0 57 78 1 529 11 6:00 PM 11 0 18 103 3 27 0 21 11 0 4 0 47 20 2 80 0 49 48 3 439 8 6:15 PM 20 0 21 122 5 40 0 17 12 0 8 0 36 20 1 98 0 53 44 0 491 6 6:30 PM 35 0 12 103 14 41 0 27 8 0 6 0 38 19 5 136 0 47 '45 5 517 24 Max. 15 min. 35 I 23 130 14 55 0 28 14 2 16 0 59 20 5 136 0 158 78 5 565 24 Pk. Hr Vol. 82 1 76 437 9 107 0 68 41 0 41 0 206 59 3 396 0 403 205 7 2122 19 3:30 PM Peak Intersection Traffic in Pk. Hr = 2122 Peak Hr. Factor 0.94 4:30 PM Hour Intersection Pdstms in Pk. Hr. = 19 Avenida Encinas at Poinsettia Lane Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr Time Period : 8:00 AM to 9:00 AM South Appr (NB) Left Thru Righl Lane Config - urations Inside (left) Outside Free-flow North Appr (SB) Left Thru Right West Appr (EB) Left Thru Right East Appr (WB) Left Thru Right Lane Settings 1 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 29 Adjusted Hourly Volume 29 Utilization Factor 0.02 Critical Factors 2000 41 41 1 1800 Y N 193 193 94 0 2000 50 169 25 0 1800 6000 27 27 76 100 24 0 2 2 3600 4000 282 282 171 171 I 1800 215 215 0.02 O.II 0.11 0.00 0.08 0.00 0.02 0.02 0.00 0.08 0.04 0.12 0.08 0.02 0.12 ICU Ratio 0.43 LOS A Tuming Movements at Intersection of: Avenida Encinas and Poinsettia Lane Time : 8:00 AM to 9:00 AM Date: 8/9/00 Day : Wednesday Name : Tom, Mike North Approach 169 452 .Avenida Encinas 283 Total Siihtntak W e s t A P P Totals 352 Sub- totaLs- 225 127 27 76 24 Subtotals Total 25 50 94 J i L 355 North 29 41 0 263 618 *i t r 193 215 171 282 1 Sub- totals 668 364 Poinsettia Lane Totals 1032 E a s t A P P r South Approach Note : Left-tum volumes include U-tums. U-tums in bold. Avenida Encinas at Poinsetfia Lane Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) . . West Appr (EB) East Appr (WB) 3:30 PM to 4:30 PM Left Thru Righl Left Thra Right Left Thru Righl Left Thra Right Lane Inside 1 1 Conflg- (left) 2 I urations 3 1 4 5 6 Outside 7 Free-flow 1 I I 1 I I 1 I I 1 1 I 1 Lane Settings 1 1 1 0 1 0 1 3 0 2 2 1 Capacity Are the North/South phases split (Y/N)? Are the East/West phases split (Y/N)? Efficiency Lost Faclor 0.10 Hourly'Volume 83 Adjusted Hourly Volume 83 Utilization Factor 0.05 Critical Factors 800 2000 1800 Y N 0 2000 0 1800 6000 0 3600 4000 1800 107 68 41 41 206 59 396 403 205 0 216 0 41 265 0 396 403 205 0.04 0.24 0.00 O.II 0.00 0.02 0.04 0.00 0.11 O.IO O.II 76 76 437 437 ICU Ralio 0.58 0.24 LOS 0.11 0.02 O.II Turning Movements at Intersection of; Avenida Encinas and Poinsetfia Lane W e s t A P P r Time : 3:30 PM to 4:30 PM Date: 8/9/00 Day : Wednesday Name : Tom, Mike Totals 832 Sub- totals 526 306 North Approach 41 41 ^ 206 59 Siihtotak Total 524 216 68 North 538 0 107 Avenida Encinas 322 J i u ^ ! r 83 76 437 I 596 1120 205 403 396 Total Subtotals Sub- totals 1004 750 Poinsettia Lane Totals 1754 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 2000 INTERSECTION ANALYSIS SUMMARY Intersection Number: 38 Intersection Location: Carlsbad Village Drive and Tamarack Avenue gj Contents: Turn Movement Count Summary (A.M. and P.M.) A.M. Peak Hour LOS Analysis (HCM All-Way Stop Method) P.M. Peak Hour LOS Analysis (HCM AU-Way Stop Method) Page 1 Page 2 Page 3 City: Carlsbad Intersection of: N/S Street: Tamarack Avenue E/W Street: Carlsbad Village.Drive VRPA TURNING MOVEMENT ANALVSIS File: Int# 38 Data Collected by : Craig, Tom Page I of 3 Count Date : 07/25/00 Day: Tuesday Weather: Sunny Traffic Control: Unsignalized South Approach (NB) North Approach (SB) West Approach (EB) East Approac h(\VB) 15 min Total End of 15 min. prd. Left U-Trn Thra Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Tm Thru Right Peds Vehicles Peds 6:15 AM 0 0 3 3 0 2 0 3 6 0 0 0 3 5 0 9 0 3 0 1 37 1 6:30 AM 8 0 4 13 2 0 0 6 12 0 3 0 19 7 0 3 0 16 1 0 92 2 6:45 AM 6 0 2 24 0 0 0 12 3 0 5 0 23 6 0 9 0 13 1 0 104 0 7:00 AM 3 0 5 12 0 0 0 7 5 0 2 0 29 2 0 10 0 23 4 0 102 0 7:15 AM 4 0 2 8 0 0 0 11 12 0 I 0 11 12 0 9 0 26 0 0 96 0 7:30 AM * 5 0 2 10 0 0 0 19 12 0 2 0 18 7 0 17 0 27 0 0 119 0 7:45 AM * 8 0 I 4 0 2 0 8 10 0 5 0 16 7 0 12 0 32 0 0 105 0 8:00 AM * 9 0 I 8 0 0 0 11 17 1 7 0 27 9 2 13 0 26 0 1 128 4 8:15 AM * 9 0 I 6 0 0 0 14 9 I 10 0 13 16 4 11 0 28 0 1 117 6 8:30 AM 8 0 6 7 0 0 0 6 12 0 6 0 11 7 0 5 0 20 0 0 88 0 8:45 AM 3 0 4 5 0 0 0 4 10 0 3 0 33 15 0 7 0 19 0 0 103 0 9:00 AM 10 0 5 11 0 2 0 10 6 0 8 0 23 5 1 5 0 26 1 0 112 1 Max. 15 min. 10 0 6 24 2 2 0 19 17 1 10 0 33 16 4 17 0 32 4 I 128 6 Pk. Hr Vol. 31 0 5 28 0 2 0 52 48 2 24 0 74 39 6 53 0 113 0 2 469 10 7:15 AM Peak Intersection Traffic in Pk. Hr. = 469 Peak Hr. Factor 0.92 8:15 AM Hour Intersection Pd.strns in Pk. Hr. = 10 3:45 PM 10 0 11 7 0 0 0 5 15 0 21 0 22 11 0 19 0 39 0 I 160 1 4:00 PM 10 0 8 9 0 3 0 3 7 0 5 0 22 9 0 8 0 26 0 0 110 0 4:15 PM 10 0 8 2 0 1 0 4 8 0 9 0 18 7 1 8 0 29 2 0 106 1 4:30 PM 12 0 12 2 0 2 0 9 13 0 12 0 20 16 2 7 0 29 0 0 134 2 4:45 PM 7 0 10 15 0 1 0 8 6 0 13 0 33 6 I 7 0 16 0 0 122 1 5:00 PM 7 0 18 9 0 0 0 3 9 0 16 0 28 7 2 1 0 15 I 3 114 5 5:15 PM • 19 0 13 18 0 0 0 6 15 0 14 0 36 12 I 5 0 30 2 3 170 4 5:30 PM * 15 0 10 13 1 0 0 6 15 0 21 0 25 10 0 13 0 31 0 3 159 4 5:45 PM * 7 0 20 18 0 1 0 10 14 1 19 0 41 12 0 9 0 24 I 3 176 4 6:00 PM * 18 0 11 22 0 2 0 8 20 0 13 0 30 12 0 I 0 30 0 i 167 1 6:15 PM 9 0 10 14 0 0 0 9 5 1 12 0 28 8 1 4 0 22 0 0 121 2 6:30 PM 5 0 10 11 0 0 0 4 7 0 13 0 33 11 0 6 0 17 0 1 117 I Max. 15 min. 19 0 20 22 1 3 0 10 20 1 21 0 41 16 2 19 0 39 2 3 176 5 Pk. Hr. Vol. 59 0 54 71 1 3 0 30 64 I 67 0 132 46 I 28 0 115 3 10 672 13 5:00 PM Peak Intersection Traffic in Pk. Hr. = 672 Peak Hr. Faclor 0.95 6:00 PM Hour Interseclion Pdstrns in Pk. Hr = 13 HCS: nnslgnallzed Intersections Release 3.Xa ALL-WAY STOP CGNTROI. (AWSC) ANALYSIS Worksheet 1 - Basic Intersection Infonnation 1. Analyst: Jose Nunez 2. Intersection: Carlsbad Village Drive & Tamaracic Avenue 3. Count Date: 7-25-00 4. Time Period: AM Peak Hour Worksheet 2 - Volume Adjustments and Site Characteristics Korth Bound South Bound East Bound West Bound Ll Ll Ll Ll 1. LT Volume: 31 2 24 53 2. TH Volume: 5 52 74 113 3. RT Volume: 28 48 39 0 4. Peak Hour Factor: 0. 95 0.95 0.95 0.95 5. Flow Rate LT: 32 2 25 55 6. Flow Rate TH: 5 54 77 118 7. Flow Rate RT: 29 50 . 41 0 8. Flow Rate Total: 67 107 144 174 9. Prop. Heavy Vehicle: 0 10 0.00 0.00 0.00 10. Subject Approach 1 . 1 1 1 11. Opposing Approach 1 i 1 1 12. Conflicting Approach 1 1 1 1 13. Geometry Group 1 1 1 1 14. T (Time in Hours): 0.250 Worksheet 3 - Saturation Headway Adjustment Worksheet North Bound South Bound East Bound West Bound Ll Ll Ll Ll 1. Flow Rate Total: 67 107 144 174 2. Flow Rate LT: 32 2 25 55 3. Flow Rate RT: 29 50 41 0 4. Prop LT in lane: 0 .48 0.02 0.18 0.32 5. Prop RT in lane: 0 .44 0.47 0 .28 0.00 6. Prop. Heavy Vehicle: 0 .10 0.00 0.00 0.00 7. Geometry Group 1 1 1 1 8. hLT-adj by Table 10-18 0 .20 0.20 0.20 0.20 9. hRT-adj by Table 10-18 -0 .60 -0.60 -0.60 -0 . 60 10. hHV-adj Table 10-18 1 .70 1.70 1.70 1. 70 11. hadj 0 .00 -0.28 -0 .14 0 . 06 Worksheet 4 - Departure Headway and Service Time 1. Total lane flow rate 2. hd, initial value 3. X, initial 4. hd-, final value 5. X, final value 6. Move-up time, m 7. Service Time North Bound Ll 67 3.2 0.06 4.7 0.09 2.0 2.7 Worksheet 5 - Capacity and Level of Service 1. Total lane flow rate 2. Service Time 3. Degree Utilization, x Departure headway, hd Capacity Delay Level Of Service 8. Delay Approach 9. LOS, approach 10. Delay, Intersection North Bound Ll 67 2.7 0.09 4.7 720 8.2 A 8.2 A 8.4 South Bovrnd Ll 107 3.2 0.10 4.4 0.13 2.0 2.4 South Bound Ll 107 2.4 0.13 4.4 774 8.1 A 8.1 A East Bound Ll 144 3.2 0.13 4.4 0.17 2.0 2.4 East Bound Ll 144 2.4 0.17 4.4 798 8.3 A 8.3 A West Bound Ll 174 3.2 0.16 4.5 0.22 2 . 0 2.5 West Bound Ll 174 2.5 0.22 4.5 773 8.8 A 8.8 A 11. LOS, Intersection HCS: Unsignalized Intersections Release 3.1a __ALL-HAY STOP CONTROL (AWSCj ANALYSIS Worksheet 1 - Basic Intersection Information 1. Analyst: jose Nunez 2. Intersection: Carlsbad Village Drive & Tamarack Avenue 3. Count Date: 7-25-00 4. Time Period: PM Peak Hour Worksheet 2 - Volume Adjustments and Site Characteristics 1. LT Volume: 2. TH Volume: 3. RT Volume: 4. Peak Hour Factor: 5. Flow Rate LT: 6. Flow Rate TH: 7. Flow Rate RT: 8. Flow Rate Total: 9. Prop. Heavy Vehicle: 10. Subject Approach 11. Opposing Approach 12. Conflicting Approach 13. Geometry Group 14. T (Time in Hours): Worksheet 3 - Saturation 1. Flow Rate Total: 2. Flow Rate LT: 3. Flow Rate RT: 4. Prop LT in lane: 5. Prop RT in lane: 6. Prop. Heavy Vehicle: 7. Geometry Group 8. hLT-adj by Table 10-18 9. hRT-adj by Table 10-18 10. hHV-adj Table 10-18 11. hadj Worksheet 4 Total lane flow rate hd, initial value X, initial hd, final value X, final value Move-up time, m Service Time 1. 2. 3. 4 . 5. 6. 7. 8. 9. 10 Total lane flow rate Service Time Degree Utilization, x Departure headway, hd Capacity Delay Level Of Service Delay Approach LOS, approach . Delay, Intersection North Bound South Bound East Botind West Bound Ll Ll Ll Ll 59 3 67 28 54 30 132 115 71 64 46 3 0.95 0.95 0.95 0.95 62 3 70 29 56 31 138 121 74 67 48 3 193 102 257 153 0.10 0.00 0.00 0.00 1 . 1 1 1 1 ' 1 1 1 1 1 1 1 1 1 1 1 250 Adjustment Worksheet North Bound South Bound East Bound West Bound Ll Ll Ll Ll 193 102 257 153 62 3 70 29 74 67 48 3 0.32 0.03 0.27 0.19 0.39 0.66 0.19 0.02 0.10 0.00 0.00 0.00 1 1 1 1 0.20 0.20 0.20 0.20 -0.60 -0.60 -0.60 -0.60 1.70 1.70 1.70 1. 70 0 .00 -0.39 -0 . 06 0 . 03 and Service Time North Bound South Bound East Bound West Bound Ll Ll Ll Ll 193 102 257 153 3.2 3.2 3.2 3.2 0.17 0.09 0.23 0.14 5.0 4.8 4.8 5.0 0.27 0.13 0.34 0.21 2.0 2.0 2.0 2 . 0 3.0 2.8 2.8 3.0 of Service North Bound South Bound East Bound West Bound Ll Ll Ll Ll 193 102 257 153 3.0 2.8 2.8 3 . 0 0.27 0.13 0.34 0.21 5.0 4.8 4.8 5.0 684 698 728 691 9.8 8.5 10.2 9.3 A A B A 9.8 8.5 10.2 9.3 A A B A 9.7 11. LOS, Intersection CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2000 INTERSECTION ANALYSIS SUMMARY Intersection Number: 39 Intersection Location: Alga 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 • I icc.i I iNc>i A .>c; I i>:ts. Cify: Carlsbad Intersection of: N/S Street: Melrose Drive E/W Slreet: Alga Road VRPA TURNING MOVEMENT ANALYSIS File: Int #39 Data Collected by : Tom, Aimee Page 1 of3 Count Date : 8/17/00 Day : Thursday Weather: Sunny Traffic Control: Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 5 0 8 0 2 0 0 21 9 0 6 0 2 14 0 0 0 0 0 0 65 2 6:30 AM 16 0 10 2 0 0 0 25 12 0 9 0 0 33 0 0 0 0 0 0 107 0 6:45 AM 37 0 16 4 0 3 0 41 24 0 37 0 0 45 0 0 0 0 0 0 207 0 7:00 AM 25 1 30 6 1 11 0 40 20 0 36 0 3 43 0 0 0 0 I 0 216 1 7:15 AM 53 0 31 4 0 8 0 45 32 0 40 0 2 61 0 0 0 0 2 0 278 0 7:30 AM 31 1 33 5 0 3 0 52 27 0 52 0 1 73 0 0 0 0 0 0 278 0 7:45 AM 44 1 32 1 0 I 0 16 11 0 53 0 0 59 0 0 0 1 0 0 219 0 8:00 AM * 58 5 60 0 0 0 0 17 8 0 96 1 I 94 0 0 0 I 0 0 341 0 8:15 AM * 72 1 40 0 . 1 2 0 46 32 0 81 0 1 114 0 1 , 0 0 3 0 393 1 8:30 AM * 100 1 46. 1 0 0 0 68 66 0 71 0 0 99 0 0 0 0 I 0 453 0 8:45 AM 71 2 20 0 1 0 0 42 66 0 51 1 2 85 1 0 0 I 2 I 343 3 9:00 AM 46 2 23 0 0 I 0 42 25 0 39 0 0 73 0 2 0 0 2 0 255 0 Max. 15 min. 100 5 60 6 2 11 0 68 66 0 96 1 3 114 1 2 0 1 3 1 453 3 Pk. Hr Vol. 301 9 166 I 2 2 0 173 172 0 299 2 4 392 1 1 0 2 6 1 1530 4 7:45 AM Peak Intersection Traffic in Pk. Hr. = 1530 Peak Hr. Factor 0.84 8:45 AM Hour Intersection Pdstrns in Pk. Hr. 4 3:45 PM 60 3 44 0 0 2 0 32 32 0 44 0 1 95 0 10 0 1 8 0 332 0 4:00 PM 66 1 28 1 0 1 1 35 31 0 36 0 0 69 0 2 0 0 2 0 273 0 4:15 PM 71 0 37 0 0 0 0 27 33 0 51 0 1 76 0 1 0 0 2 0 299 0 4:30 PM 63 1 27 0 0 1 0 40 36 0 53 0 2 116 0 0 0 0 3 0 342 0 4:45 PM 55 2 24 0 0 2 0 31 28 0 41 0 0 86 0 0 0 3 1 0 273 0 5:00 PM 74 0 22 1 0 0 0 40 31 0 45 0 1 81 0 0 0 0 3 0 298 0 5:15 PM * 87 1 49 0 0 1 0 48 31 1 63 0 1 90 0 0 0 0 I 0 372 1 5:30 PM * 65 1 31 0 0 0 0 41 32 0 78 0 1 126 0 0 0 0 0 0 375 0 5:45 PM * 67 2 37 0 0 0 0 54 47 0 77 0 0 104 0 0 0 0 2 0 390 0 6:00 PM * 51 2 26 1 1 0 0 52 26 2 60 0 1 98 2 0 0 0 2 0 319 5 6:15 PM 69 2 34 0 0 2 0 25 37 0 43 1 2 78 0 0 0 0 2 0 295 0 6:30 PM 68 3 33 0 0 0 0 29 18 0 39 0 2 73 0 0 0 1 2 0 268 0 Max. 15 min. 87 3 49 1 1 2 1 54 47 2 78 1 2 126 2 10 0 3 8 0 390 5 Pk. Hr. Vol. 270 6 143 1 1 1 0 195 136 3 278 0 3 418 2 0 0 0 5 0 1456 6 5:00 PM Peak Intersection Traffic in Pk. Hr. = 1456 Peak Hr. Factor 0.93 6:00 PM Hour Intersection Pdstrns in Pk. Hr = 6 Melrose Drive at Alga Road Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr Time Period : South Appr (NB).. North Appr (SB) Wesl Appr (EB) East Appr (WB) 7:45 AM to 8:45 AM Left Thru Righl Left Thru Righl Left Thru Right Left Thru Righl Lane Inside 1 1 Conflg- (left) 2 1 urations 3 1 4 1 1 5 6 Outside 7 Free-flow 1 1 1 1 I 1 I I 1 1 I Lane Settings I 3 0 I 3 0 I 0 2 0 I 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 310 Adjusted Hourly Volume 310 Utilizafion Factor 0.17 Critical Factors 0.17 166 167 0 N N I 0 1800 6000 0 1800 0 3600 0 2000 173 345 172 301 0 301 392 392 0.03 0.00 0.00 0.06 0.00 0.17 0.00 O.II 0.00 0.00 0.00 0.06 0.17 0.00 ICU Rafio 0.50 LOS Tuming Movements at Intersection of: Melrose Drive and Alga Road W e s t • A P P r Time : 7:45 AM to 8:45 AM Date: 8/17/00 Day : Thursday Name : Tom, Aimee Totals 1174 Sub- totak 477 697 North Approach 2 301 4 392 ~1 Subtotals 575 Total 347 Melrose Drive !I8 471 172 173 2 J I L ! North ^ t r 310 166 I 9 477 1052 Total Siihtntak Sub- totals Alga Road Tntak 16 E a s t A P P r South Approach Note : Left-tum volumes include U-tums. U-tums in bold. Melrose Drive af Alga Road Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 5:00 PM to 6:00 PM Left Thru Righl Left Thru Right Left Thra Right Left Thru Righl Lane Inside I 1 Conflg- (left) 2 1 urations 3 1 4 I I 5 6 Outside 7 Free-flow 1 1 1 1 1 1 1 1 1 1 1 Lane Settings I 3 0 •13 0 1 0 2 0 I 0 Capacity Are the North/South phases split (Y/N)? Are the East/West phases split (Y/N)? Efficiency Lost Factor Hourly Volume Adjusted Hourly Volume Utilization Factor Critical Factors 1800 6000 O.IO 276 276 0.15 0.15 143 144 0 N N I 0 1800 6000 0 1800 0 3600 0 2000 0 I 195 331 136 0 278 278 418 418 0.02 0.00 0.00 0.06 0.00 0.15 0.00 0.12 0.00 0.00 5 0 0.00 0.06 0.15 0,00 ICU Ratio 0.46 LOS Tuming Movements at Intersection of: Melrose Drive and Alga Road W e s t A P P r Time : 5:00 PM to 6:00 PM Date: 8/17/00 Day : Thursday Name: Tom, Aimee Totals 1105 Sub- totals 406 699 North Approach 332 136 195 0 278 3 418 Subtotals Total 619 North 276 143 6 420 1039 758 0 Melrose Drive 426 J i u 1 t r Total Subtotals Sub- totals Alga Road Totals 10 E a s t A P P r South Approach Note : Left-tum volumes include U-tums. U-ttjrns in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2000 INTERSECTION ANALYSIS SUMMARY Intersection Number: 40 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 I r;<. .• I I IN< .'I ,<Xv. I VRPA TURNING MOVEMENT ANALYSIS Page 1 of 3 City: Carlsbad Intersection of: N/S Street: El Fuerte Slreet E/W Street: /dga Road Count Date: 8/16/00 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 S:15AM 8:30/VM 8:45/VM 9:00 AM Day: Wednesday Weather: Sunny File : Inl # 40 Dala Collected by : Tom, /Vimee Traffic Control : Signalized Max. 15 min. Pk. Hr. Vol. Smith Annroach fN E'V North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total Left U-Trn Thru Right Peds Left U-Trn Thru Righl Peds Left U-Trn Thru Right Peds Left U-Trn Thru Righl Peds Vehicles Peds 1 0 I 4 0 4 0 0 7 0 0 0 8 0 I 5 0 28 0 1 58 2 3 0 0 5 0 4 0 1 7 1 1 0 18 0 1 3 0 35 1 1 78 3 6 0 2 13 0 9 0 0 14 2 0 0 37 2 0 8 0 55 I 0 147 2 4 0 0 19 0 5 0 0 13 2 2 0 55 1 0 9 0 70 1 0 179 2 4 0 0 11 0 10 0 I 12 I 1 0 67 0 I II 0 63 0 2 180 4 6 0 0 17 0 7 0 0 7 1 7 0 59 3 1 8 0 68 3 1 185 3 5 0 0 11 1 6 0 1 22 1 5 0 91 3 0 17 0 79 2 I 242 3 8 0 0 22 1 11 0 0 28 0 5 0 111 5 0 16 0 93 0 0 299 1 10 7 0 I 35 1 14. 0 4 13 7 6 0 131 9 I 44 1 105 2 I 372 1 10 9 0 2 47 '4 10 0 10 20 8 6 I 90 9 0 67 0 104 ' 2 0 377 12 II 0 8 '72 0 2 0 11 5 5 6 0 99 7 0 69 0 95 2 0 387 5 13 0 3 46 2 0 0 0 15 3 3 1 57 1 I 18 0 68 1 0 226 6 13 0 8 72 4 14 0 11 28 8 7 1 131 9 1 69 1 105 3 2 387 12 35 0 11 176 6 37 0 25 66 20 23 1 431 30 1 196 1 397 6 1 1435 28 7:45 AM 8:45/VM Peak Hour Intersection Traffic in Pk. Hr. = 1435 Interseclion Pdslrns in Pk. Hr. 28 Peak Hr. Factor 0.93 3:45 PM 2 0 2 13 0 2 0 0 8 0 10 0 111 5 1 23 1 75 9 0 261 1 4:00 PM 2 0 0 12 0 3 0 0 9 0 9 0 98 10 2 13 0 68 6 1 1 230 3 4:15 PM 5 0 0 14 0 6 0 2 7 0 7 0 87 10 0 25 0 62 3 1 1 228 1 4:30 PM 3 0 0 16 0 7 0 4 11 0 14 0 121 13 0 18 0 66 5 2 278 2 4:45 PM . 3 0 1 15 0 3 0 2 5 I 5 0 135 8 0 15 I 43 5 0 241 1 5 .00 PM * 5 0 1 16 0 4 0 4 7 1 16 0 174 21 0 36 0 70 8 0 362 1 5:15 PM * 2 0 1 15 0 6 0 1 10 0 12 0 155 12 0 43 1 67 3 0 328 0 5:30 PM * 6 0 3 35 0 4 0 3 2 0 25 0 195 17 2 32 0 75 9 I 406 3 5:45 PM * 3 0 0 11 0 2 0 2 5 1 14 0 135 15 0 20 0 62 9 0 278 I 6:00 PM 5 0 5 27 0 4 0 3 5 2 16 0 124 16 0 36 0 65 8 1 0 314 3 6:15 PM 11 0 3 25 0 8 0 2 10 0 17 0 113 8 0 26 0 66 4 1 0 293 0 6:30 PM 6 0 4 32 0 4 1 2 8 2 11 0 81 6 0 25 0 56 9 0 245 2 Max. 15 min. Pk. Hr. Vol. 11 0 5 35 0 8 1 4 11 2 25 0 195 21 2 43 1 75 9 2 406 3 Max. 15 min. Pk. Hr. Vol. 16 0 5 77 0 16 0 10 24 2 67 0 659 65 2 131 I 274 29 I 1374 5 4:45 PM Peak Inlerseclion Traffic in Pk. Hr. = 1374 Peak Hr. Factor 0.85 5:45 PM Hour Intersection Pdstrns in Pk. Hr. El Fuerte Street at Alga Road Lane Configuration for Inlersection Capacity Utilization Page 2 of 3 Pk Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:45 AM to Right 8:45 AM Left Thru Righl Left Thru Right Left Thru Righl Left Thru Right Lane Inside 1 1 1 1 1 Config -(left) 2 1 I I 1 I 1 urations 3 4 s I 1 1 1 I 1 I Outside 6 7 Free-flow Lane Settings I I 1 I 1 1 1 2 0 1 2 0 Capacity 1800 2000 1800 1800 2000 1800 1800 4000 0 1800 4000 0 Ate the North/South phases split (Y/N)? N Aie the East/Wesl phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 35 11 176 37 25 66 24 431 30 197 397 6 Adjusted Hourly Volume 35 U 176 37 25 66 24 461 0 197 403 0 Utilizafion Factor 0.02 O.OI O.IO 0.02 0.01 0.04 O.OI 0.12 0.00 O.II 0.10 0.00 Critical Factors 0.10 0.02 0.12 O.II ICU Ralio = 0.45 LOS = A Turning Movements at Intersection of: El Fuerte Sfreet and Alga Road W e s t A P P r Time : 7:45 AM to 8:45/VM Date: 8/16/00 Day : Wednesday Name : Tom, /Vimee Totals 984 Sub- lotals 499 485 24 431 30 Subtotals Tolal North Approach 66 251 35 0 473 128 25 North II 222 168 0 37 El Fuerte Street 40 J i u ^ t r 176 6 397 197 Tolal Siihtntak Sub- totals 600 645 Alga Road Tntak 1245 E a s t A P P r South Approach Note : Left-turn volumes include U-turns. U-turns in bold. El Fuerte Street at Alga Road Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 4:45 PM to 5:45 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Righl Lane Inside 1 1 I I I Config - (left) 2 1 1 1 1 1 1 urations 3 4 1 1 1 1 1 1 1 Outside J 6 7 Free-flow Lane Settings 1 1 1 1 I 1 I 2 0 I 2 0 Capacity 1800 2000 1800 1800 2000 1800 1800 4000 0 1800 4000 0 /Vre the North/South phases split (Y/N)? N Ase the East/Wesl phases split (Y/N)? N Efficiency Lost Factor 0.10 29 Hourly Volume 16 5 77 16 10 24 67 659 65 132 274 29 Adjusted Hourly Volume 16 5 77 16 10 24 67 724 0 132 303 0 Utilization Faclor 0.01 0.00 0.04 O.OI O.OI 0.01 0.04 0.18 0.00 0.07 0.08 0.00 Critical Factors 0.04 0.01 0.18 0.07 ICU Ralio = 0.40 LOS = A Turning Movements at Intersection of: El Fuerte Sfreet and .'Vlga Road Time : 4:45 PM lo 5:45 PM Dale: 8/16/00 Day : Wednesday Name : Tom, Aimee North Approach 50 151 El Fuerte Street 101 Tntal Subtotals W e s t A P P r Totals 1105 Sub- lolals 314 791 0 67 659 65 24 10 16 J 1 u North 16 5 0 Siihtntak 206 98 Total 304 ^ t r 77 29 " 274 132 1 Sub- totals 435 753 Alga Road Totals 1188 E a s t A P P r South Approach Note : Left-turn volumes include U-turns. U-lurns in bold. cmr OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2000 INTERSECTION ANALYSIS SUMMARY Intersection Number: 41 Intersection Location: Jefferson Street and Marron Road Contents: Turn Movement Count Summary (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Turn Movement Diagram P.M. Peak Hour ICU Analysis and Turn Movement Diagram Page 1 Page 2 Page 3 Cily : Carlsbad Intersection of: N/S Street: Jefferson Slreet E/W Street: Marron Road VRPA TURNING MOVEMENT ANALYSIS File: Int# 41 Dala Collected by : Vlad, Tom Page 1 of 3 Count Date : 08/01/00" Day : Weather: Tuesday Sunny Traffic Control : Signalized South Annroach (NB) Norfh Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 Vehicles Peds min. prd. Left U-Trn Thru Right Peds Left U-Trn Thra Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Righl Peds Vehicles Peds 6:I5/VM 2 0 15 0 0 5 0 8 32 0 3 0 0 3 0 0 0 2 2 0 72 0 6:30 AM 3 0 13 0 0 I 0 , 21 64 0 11 0 2 1 0 0 0 0 I 0 117 0 6:45 AM 6 0 14 0 0 6 0 39 99 1 12 0 3 0 1 0 0 0 1 0 180 2 7:00 AM 5 0 18 0 0 6 0 42 103 0 6 0 2 1 0 0 0 1 1 0 185 0 7:15 AM 0 0 14 0 0 5 0 40 96 I II 0 1 3 0 0 0 0 I 0 171 1 0 7:30 AM 4 0 15 I 0 4 0 38 114 0 16 0 0 4 0 1 0 1 2 0 200 1 0 7:45 AM * 9 0 45 4 0 8 0 69 82 0 15 0 2 1 1 0 0 2 0 0 237 1 0 8:00 AM * 7 0 40 0 0 5 0 67 83 0 18 0 3 4 0 0 0 1 3 0 231 1 0 8:15/UVI * 11 0 41 I 0 7 0 33 61 0 13 0 2 1 0 0 0 0 3 0 173 0 8:30 AM * 12 0 34 1 0 12 0 46 70 0 25 0 8 I I 0 0 1 6 0 216 1 0 8:45/VM 6 0 31 • 2 0 12 0 41 80 0 28 0 6 8 0 I 0 , 5 8 0 228 1 0 9:00 AM 5 0 39 0 0 16 0 39 57 1 11 0 3 3 1 0 0 1 6 0 180 2 Max. 15 min. 12 0 45 4 0 16 0 69 114 1 28 0 8 8 1 1 0 5 8 0 237 2 Pk. Hr. Vol. 39 0 160 6 0 32 0 215 296 0 71 0 15 7 2 0 0 4 12 0 857 2 7:30 AM Peak Intersection Traffic in Pk. Hr. = 857 Peak Hr, Factor 0.90 8:30 AM Hour Inlerseclion Pdslrns in Pk. Hr. = 2 3:45 PM 27 0 148 1 0 68 1 112 58 2 117 0 12 8 0 1 0 7 67 0 627 2 4:00 PM 40 0 132 1 0 52 0 78 41 2 97 0 9 16 0 2 0 9 49 0 526 2 4:15 PM 18 0 139 2 0 38 1 87 58 0 82 0 19 17 I 2 0 5 28 0 496 1 4:30 PM 18 0 134 2 0 51 I 84 35 0 107 0 10 16 1 0 0 8 40 0 506 1 4:45 PM 22 0 152 4 0 31 0 111 45 0 118 0 16 20 0 0 0 11 34 0 564 0 5:00 PM * 14 0 143 1 0 81 0 137 54 2 107 0 13 24 1 0 0 11 57 0 642 3 5:15 PM * 18 0 162 2 0 68 0 110 53 0 107 0 14 17 4 0 0 3 61 0 615 4 5:30 PM * 46 0 163 6 0 62 I 146 51 0 97 0 15 18 0 1 0 10 43 0 659 0 5:45 PM * 21 0 217 11 0 63 1 122 37 0 102 0 15 21 0 0 0 6 55 0 671 0 6:00 PM 14 0 210 1 0 49 2 110 36 0 115 0 14 21 0 1 0 3 50 0 626 0 6:15 PM 18 0 182 4 0 58 I 95 44 1 77 0 10 15 1 2 0 6 46 0 558 2 6:30 PM 10 0 122 0 0 44 1 97 36 0 77 0 7 12 0 2 0 5 38 0 451 0 Max. 15 min. 46 0 217 11 0 81 2 146 58 2 118 0 19 24 4 2 0 11 67 0 671 4 Pk. Hr. Vol. 99 0 685 20 0 274 2 515 195 2 413 0 57 80 5 1 0 30 216 0 2587 7 4:45 PM Peak Intersection Traffic in Pk. Hr. = 2587 Peak Hr. Factor 0.96 5:45 PM Hour Interseclion Pdslrns in Pk. Hr = 7 JefTerson Street at Marron Road Lane Configuration for Interseclion Capacity Ufilization Page 2 of 3 Pk. Hr. Time Period : Soulh Appr (NB) North Appr (SB) Wesl Appr (EB) East Appr (WB) 7;30 AM to 8:30/VM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 1 Config- (left) 2 1 urations 3 1 1 4 5 6 Outside 7 Free-flow 1 1 1 I 1 1 1 1 1 1 1 Lane Settings I 2 0 2 2 1 1 1 0 1 1 1 Capacity 1800 4000 Aie the North/South phases split (Y/N)? Aie the East/West phases split (Y/N)? Efficiency Lost Faclor 0.10 Hourly Volume 39 Adjusted' Hourly Volume 39 Utilizafion Factor 0.02 Critical Factors 0.02 0 N N 160 6 166 0 0.04 0.00 3600 4000 1800 1800 2000 0 1800 2000 1800 32 32 O.OI 215 215 296 296 71 71 15 7 0 4 12 22 0 0 4 12 0.01 0.00 0.00 0.00 O.OI 0.16 0.04 0.01 ICU Rafio = 0.33 LOS^ Turning Movements at Intersection of: Jefferson Street and Marron Road Time : 7:30 AM to 8:30/VM Date: 08/01/00 Day : Tuesday Name : Vlad, Tom North Approach 543 786 Jefferson Street 243 Tolal Siihtntak W e s t A P P r Totals 432 Sub- totals 339 93 71 15 7 Subtotals Tolal 296 215 32 J 1 u 1 222 39 0 427 North 160 205 *i t r 12 4 0 Sub- totals 16 53 Marron Road Tntak 69 E a s t A P P Soulh Approach Note : Left-turn volumes include U-turns. U-tums in bold. Jefferson Street af Marron Road Lane Configuration for Interseclion Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) . North Appi- (SB), Wesl Appr(EB) East Appr (WB) 4:45 PM to 5:45 PM Left Thru Righl Left Thru Righl Left Thru Righl Left Thru Right Lane Inside 1 1 1 1 1 Config -(left) 2 I 1 1 1 1 urations 3 1 1 1 I 4 I 5 6 I Outside 7 Free-flow Lane Settings 1 2 0 2 2 1 1 1 0 1 1 1 Capacity 1800 4000 0 3600 4000 1800 1800 2000 0 1800 2000 1800 Are the North/South phases split (Y/N)? N Aie the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 99 685 20 276 515 195 413 57 80 I 30 216 Adjusted Hourly Volume 99 705 0 276 515 195 413 137 0 1 30 216 Utilization Factor 0.06 0.18 0.00 0.08 0.13 0.11 0.23 0.07 0.00 0.00 0.02 0.12 Critical Factors 0.18 0.08 0,23 0.12 ICU Ratio 0.71 LOS = C Turning Movements at Intersection of: Jefferson Street and Marron Road Time : 4:45 PM to 5:45 PM Dale: 08/01/00 Day : Tuesday Name : Vlad, Tom North Approach 986 Jefferson Street 2302 1316 Total Subtotals W e s t A P P r Totals 874 Sub- totals 324 550 0 413 57 80 Siihtntak Total 195 515 276 J I L 596 North ^ t r 99 685 20 0 804 1400 216 30 1 Sub- totals 247 351 Marron Road Totals 598 E a s I A P P r South Approach Note : Left-turn volumes include U-turns. U-lurns in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2000 INTERSECTION ANALYSIS SUMMARY Intersection Number: 42 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 Page 2 Turn Movement Diagram P.M. Peak Hour ICU Analysis and Page 3 Turn Movement Diagram • I f;'. ,• I I iNt .>! .I'jc; I f ;^ City: Carlsbad Intersection of: N/S Sfi-eet: Monroe Street E/W Street: Marron Road VRPA TURNING MTTVEMENT ANALYSIS Page 1 of 3 File : Int# 42 Data Collected by : Brandy, Craig Count Date: 8/1/00 Day: Tuesday Weather: Sunny Traffic Control: Signalized South Approach (NB) Norfh 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 Thru Right Peds Left U-Tm Thru Right Peds Vehicles Peds 6:15 AM 11 0 1 1 I 2 0 2 1 1 1 0 8 1 0 4 0 4 2 1 38 3 6:30 AM 9 0 2 0 0 0 0 3 0 0 2 0 11 8 0 3 0 8 2 1 48 1 6:45 AM 15 0 4 6 0 I 0 1 0 0 4 0 11 24 2 10 0 8 0 2 84 4 7:00 AM 14 0 0 5 2 0 0 0 0 0 3 0 19 16 0 15 0 15 0 0 87 2 7:15 AM 27 0 1 8 0 1 0 0 2 0 3 0 22 16 1 14 0 15 2 0 III 1 7:30 AM 6 0 4 5 I 0 0 4 I 0 5 0 20 17 0 15 0 8 0 0 85 1 7:45 AM 39 0 6 5 0 2 0 1 0 0 7 0 28 20 0 12 0 23 0 0 143 0 8:00 AM 31 0 6 16 0 0 0 1 1 0 3 0 27 23 1 13 0 19 5 0 145 I 8:15 AM * 36 0 5 16 3 1 0 2 1 0 2 0 18 23 0 11 0 23 1 0 139 3 8:30 AM * 22 0 4 8 0 1 0 4 4 0 2 0 16 30 0 11 0 25 5 0 132 0 8:45 AM * 20 0 .7 II 0 3 0 2 5 0 3 0 25 31 0 9 0 16 2 0 134 0 9:00 AM * 39 0 3 14 0 5 0 7 3 0 4 0 41 35 1 11 0 25 7 0 194 I Max. 15 min. 39 0 7 16 3 5 0 7 5 1 7 0 41 35 2 15 0 25 7 2 194 4 Pk. Hr. Vol. 117 0 19 49 3 10 0 15 13 0 11 0 100 119 1 42 0 89 15 0 599 4 8:00 AM Peak Interseclion Traffic in Pk. Hr. 599 Peak Hr. Factor 0.77 9:00 AM Hour Interseclion Pdstms in Pk. Hr. = 4 3:45 PM 48 0 19 21 0 22 0 14 31 0 9 0 53 35 0 14 0 76 13 0 355 0 4:00 PM 49 0 13 28 0 15 0 22 41 0 23 0 73 49 3 19 0 78 8 3 418 6 4:15 PM 81 0 20 31 4 13 0 20 31 0 15 0 63 45 2 21 0 72 7 2 419 8 4:30 PM 68 0 27 25 I II 0 21 29 0 14 0 62 36 0 27 0 92 21 I 433 2 4:45 PM 66 0 23 26 0 18 0 16 21 0 11 0 66 43 0 30 0 95 12 0 427 0 5:00 PM 97 0 38 37 0 9 0 12 25 0 20 0 92 43 I 25 0 85 16 0 499 1 5:15 PM 76 0 23 30 0 14 0 15 22 0 23 0 82 32 0 18 0 97 13 0 445 0 5:30 PM * 100 0 34 35 0 9 0 13 33 0 16 0 87 43 0 23 0 84 20 3 497 3 5:45 PM • 116 0 45 31 0 18 0 21 24 0 25 0 98 50 0 18 0 93 19 0 558 0 6:00 PM * 88 0 30 35 0 7 0 18 26 0 13 0 69 42 0 14 0 102 12 0 456 0 6:15 PM * 84 0 31 50 2 12 0 18 31 0 29 0 80 40 0 24 0 84 13 1 496 3 6:30 PM 59 0 26 45 1 12 0 9 22 0 27 0 87 45 1 13 0 81 14 0 440 2 Max. 15 min. 116 0 45 50 4 22 0 22 41 0 29 0 98 50 3 30 0 102 21 3 558 8 Pk. Hr. Vol. 388 0 140 151 2 46 0 70 114 0 83 0 334 175 0 79 0 363 64 4 2007 6 5:15 PM Peak Interseclion Traffic in Pk. Hr 2007 Peak Hr. Factor 0.90 6:15 PM Hour Intersection Pdstms in Pk. Hr. = 6 Monroe Sfreet at Marron Road Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : Soulh Appr (NB) North ApprJSB) West Appr (EB) East Appr (WB) 8:00 AM to 9:00 AM Left Thru Right Left Thru Rieht Left Thru Right Left Thru Right Lane Inside 1 Conflg- (left) 2 I urations 3 I 4 I 1 5 6 Outside 7 Free-flow 1 1 I 1 1 1 1 1 1 1 1 1 Lane Settings 1 2 0 I 2 0 1 2 0 1 2 0 Capacity Are the North/South phases split (Y/N)? Are the East/West phases split (Y/N)? Efficiency Lost Factor Hourly Volume Adjusted Hourly Volume Utilization Factor Critical Factors 1800 4000 0 1800 4000 0 1800 4000 0 1800 4000 ICU Ratio O.IO 117 117 0.07 0.07 0.26 N N 19 49 10 68 0 10 0.02 0.00 O.OI LOS A 15 28 13 0 II II IOO 219 119 0 42 42 89 104 15 0 0.02 0.00 O.OI O.OI 0.00 0.01 0.05 0.00 0.02 0.03 0.00 O.OI 0.05 0.02 Tuming Movements at Intersection of: Monroe Sfreet and Marron Road Time : 8:00 AM to 9:00 AM Dale: 8/1/00 Day : Tuesday Name : Brandy, Craig North Approach 38 Monroe Street 45 Total Siihtntak W e s t A P P r Totals 449 Sub- tntak 219 230 0 II 100 119 Subtotals Total 13 15 10 J i L North 1_ 117 19 49 0 176 185 361 15 89 42 0 Sub- totals 146 159 Marron Road Totals- 305 E a s t A P P r South Approach Note : Left-tum volumes include U-tums. U-lums in bold. Monroe Street at Marron Road Lane Configuration for Interseclion Capacity Utilization Page 3 of3 Pk. Hr. Time Period : South Appi^ (NB) North Appr (SB) West Appr (EB) East Appr (WB) 5:15 PM lo 6:15 PM Left Thru Right Left Thru Right Left Thru Righl Left Thm Right Lane Inside 1 Config - (left) 2 1 1 1 1 urations 2 1 1 I 1 4 5 6 1 1 I I I I 1 I Outside 7 Free-flow Lane Settings I 2 0 I 2 0 1 2 0 1 2 0 Capacity 1800 4000 0 1800 4000 0 1800 4000 0 1800 4000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor O.IO Hourly Volume 388 140 151 46 70 114 83 334 175 79 363 64 Adjusted Hourly Volume 388 291 0 46 184 0 83 509 0 79 427 0 Utilization Factor 0.22 0.07 0.00 0.03 0.05 0.00 0.05 0.13 0.00 0.04 0.11 0.00 Critical Factors 0.22 0.05 0.13 0.04 ICU Ratio = 0.54 LOS A Tuming Movements at Inlerseclion of: Monroe Street and Marron Road W e s t. A P P r Time: 5:15 PM to 6:15 PM Date: 8/1/00 Day : Tuesday Name : Brandy, Craig Totals 1457 Sub- totals 865 592 North Approach 0 83 334 175 Subtotals 324 Total 1003 230 517 0 Monroe Street 287 114 70 46 J i L • \ • North ^ t r Tntal Subtotals Sub- totals 388 140 151 0 679 64 363 506 79 0 531 Marron Road Totals 1037 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 2000 INTERSECTION ANALYSIS SUMMARY Intersection Number: 43 Intersection Location: I-5/Carlsbad Village Drive Southbound Ramp Contents: Turn Movement Count Summary (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Turn Movement Diagram P.M. Peak Hour ICU Analysis and Turn Movement Diagram Page 1 Page 2 Page 3 • I I'X'. i I iM< .ii;.<.'.K j I City: Carlsbad Interseclion of: N/S Street: 1-5 Southbound Ramps E/W Street: Carlsbad Village Drive VRPA TURNING MOVEMENT ANALYSIS File : Int.# 43 Data Collected by : Page 1 of3 Count Date : 7/27/00 Day: Thursday Weather: Sunny Caren, Angela Traffic Control : Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15/VM 0 0 0 0 0 4 0 0 26 0 0 0 21 28 0 33 0 47 0 1 159 1 6:30 AM 0 0 0 0 0 8 0 0 35 0 0 0 54 48 0 44 0 56 0 2 245 2 6:45 AM 0 0 0 0 0 9 0 0 34 0 0 0 75 53 0 55 0 73 0 1 299 I 7:00 AM 0 0 0 0 0 16 0 0 27 0 0 0 53 49 4 75 0 55 0 6 275 10 7 :15 AM 0 0 0 0 0 13 0 0 36 0 0 0 86 50 2 65 0 90 0 2 340 4 7:30 AM 0 0 0 0 0 14 0 0 46 0 0 0 60 45 1 86 0 75 0 0 326 1 7:45 AM 0 0 0 0 0 24 0 1 47 0 0 0 103 61 1 75 0 102 0 2 413 3 8:00 AM * 0 0 0 0 0 28 0 0 51 0 0 0 96 74 2 104 0 147 0 0 500 2 8:I5/VM * 0 0 0 0 0 17 0 0 63 0 0 0 76 54 4 58 0 127 0 1 395 5 8:30 AM * 0 0 0 0 0 20 0 0 70 0 0 0 78 50 0 51 0 141 0 0 410 0 8:45 AM * 0 0 0 0 0 14 0 0 52 0 0 0 105 69 1 62 0 150 0 1 452 2 9:00 AM 0 0 0 0 0 28 0 0 86 0 0 0 36 25 0 32 0 174 0 0 381 0 Max. 15 min. 0 0 0 0 0 28 0 1 86 0 0 0 105 74 4 104 0 174 0 6 500 10 Pk. Hr. Vol. 0 0 0 0 0 79 0 0 236 0 0 0 355 247 7 275 0 565 0 2 1757 9 7:45 AM Peak Intersection Traffic in Pk. Hr. = 1757 Peak Hr. Factor 0.88 8:45 AM Hour Intersection Pdstrns in Pk. Hr. = 9 3:45 PM 0 0 0 0 0 37 0 0 89 0 0 0 180 84 2 44 0 209 0 0 643 2 4:00 PM 0 0 0 0 0 44 0 0 101 0 0 0 196 85 2 35 0 208 0 0 669 2 4:15 PM 0 0 0 0 0 41 0 0 100 0 0 0 203 76 6 37 0 159 0 2 616 8 4:30 PM * 0 0 0 0 0 35 0 1 93 0 0 0 190 76 4 43 0 182 0 2 620 6 4:45 PM * 0 0 • 0 0 0 34 0 0 96 0 0 0 196 96 1 42 0 173 0 1 637 2 5:00 PM * 0 0 0 0 0 23 0 0 107 0 0 0 187 85 3 37 0 161 0 1 600 4 5:15 PM * 0 0 0 0 0 48 0 0 146 0 0 0 123 111 I 47 0 227 0 4 702 5 5:30 PM 0 0 0 0 0 19 0 1 59 0 0 0 163 69 3 26 0 108 0 0 445 3 5:45 PM 0 0 0 0 0 27 0 0 136 0 0 0 227 78 6 39 0 184 0 2 691 8 6:00 PM 0 0 0 0 ' 0 53 0 0 126 0 0 0 178 73 0 43 0 221 0 0 694 0 6:15 PM 0 0 0 0 0 24 0 0 70 0 0 0 212 81 1 46 0 165 0 I 598 2 6:30 PM 0 0 0 0 0 38 0 0 97 0 0 0 85 66 1 36 0 184 0 1 506 2 Max. 15 min. 0 0 0 0 0 53 0 I 146 0 0 0 227 111 6 47 0 227 0 4 702 8 Pk. Hr. Vol. 0 0 0 0 0 140 0 I 442 0 0 0 696 368 9 169 0 743 0 8 2559 17 4:15 PM Peak Interseclion Traffic in Pk. Hr. = 2559 Peak Hr. Faclor 0.91 5:15 PM Hour Intersecfion Pdstrns in Pk. Hr. = 17 1-5 Southbound Ramps af Carlsbad Village Drive Lane Configuration for Interseclion Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:45 AM to 8:45 AM Left Thru Right Left Thra Righl Left Thru Righl Left Thru Right Lane Inside 1 Conflg - (left) 2 I 1 I 1 urations 3 1 1 I 4 5 6 I I I 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 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 79 0 236 0 355 247 275 565 0 Adjusted Hourly Volume 0 0 0 0 79 236 0 602 0 275 565 0 Utilization Factor 0.00 0.00 0.00 0.00 0.04 0.13 0.00 0.15 0.00 0.15 0.14 0.00 Critical Factors 0.00 0.13 0.15 0.15 ICU Ratio — 0.53 LOS A Tuming Movements at Intersection of: 1-5 Southbound Ramps and Carlsbad Village Drive Time : 7:45 AM to 8:45 AM Date: 7/27/00 Day: Thursday Name : Caren, Angela North Approach 315 1-5 Southbound Ramps 315 Total Snhtotals W e s t A P P r Totals 1403 Sub- tolak 801 602 0 0 355 247 Subtotals Total 236 0 79 J i u 522 t North 0 0 0 0 522 1 t r 0 565 275 0 Sub- totals 840 434 Totals 1274 Carlsbad Village Drive E a s t A P P South Approach Note : Left-tum volumes include U-tams. U-tums in bold. 1-5 Southbound Ramps at Carlsbad Village Drive Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 4:15 PM to 5:15 PM Left Thra Right Left Thra Right Left Thra Right Left Thru Right Lane Inside 1 Config - (left) 2 I 1 I 1 urations 3 1 1 1 4 5 S 1 I 1 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 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 0 140 1 442 0 696 368 169 743 0 Adjusted Hourly Volume 0 0 0 0 141 442 0 1064 0 169 743 0 Utilization Factor 0.00 0.00 0.00 0.00 0.07 0.25 0.00 0.27 0.00 0.09 0.19 0.00 Critical Factors 0.00 0.25 0.00 0.27 0.09 ICU Ralio = 0.71 LOS C Tuming Movements at Intersection of: 1-5 Southbound Ramps and Carlsbad Village Drive W e s t A P P r Time : 4:15 PM to 5:15 PM Date: 7/27/00 Day : Thursday Name: Caren, Angela Totals 2249 Sub- totals 1185 1064 North Approach 583 442 1 0 696 368 Siihtntak Total North 538 0 0 538 583 0 140 -5 Southbound Ramps Tntal J i u 0 743 169 Subtotals Sub- totals 912 836 Totals 1748 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 2000 INTERSECTION ANALYSIS SUMMARY Intersection Number: 44 Intersection Location: I-5/Carlsbad Village Drive Northbound Ramp Contents: Turn Movement Count Summary Page 1 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Turn Movement Diagram P.M. Peak Hour ICU Analysis and Turn Movement Diagram Page 2 Page 3 1 T'x;! 1 rvic.ii.oc; i ifi^ cily : Carlsbad Intersection of: N/S Streel: 1-5 Noithbound Ramps E/W Streel: Carlsbad Village Drive VIU'A TURNING MOVEMENT ANALYSIS File : lnl,# 44 Data Collected by : Craig, Jose Page 1 of 3 Count Dale : 7/27/00 Day: Thursday Weather: Sunny Traffic Control : Signalized South Approach (NB) Norfh Approach (SB) West Approach (EB) East Approach (WB) 15 min Tolal End of 15 min. prd. Left U-Trn Thru Right Peds Left U-Trn Thra Right Peds Left U-Tm Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 8 0 11 0 0 0 0 0 0 25 0 15 0 1 0 0 75 25 1 160 2 6:30 AM 15 0 1 18 0 0 0 0 0 0 36 0 23 0 2 0 0 85 34 2 212 4 6:45 AM 11 0 1 14 0 0 0 0 0 0 64 0 30 0 0 0 0 107 32 1 259 1 7:00 AM 22 0 1 40 0 0 0 0 0 0 62 0 36 0 2 0 0 104 21 6 286 8 7:15 AM 22 0 I 14 0 0 0 0 0 0 62 0 37 0 3 0 0 142 38 2 316 5 7:30 AM 30 0 0 14 0 0 0 0 0 0 45 0 33 0 4 0 0 126 43 0 291 4 7:45 AM 38 0 0 20 0 0 0 0 0 0 56 0 62 0 2 0 0 133 34 2 343 4 8:00 AM 52 0 0 32 0 0 0 0 0 0 58 0 76 0 2 0 0 167 38 0 423 2 8:15/VM * 50 0 0 45 0 0 0 0 0 0 46 0 63 0 4 0 • 0 167 25 1 396 5 8:30 AM * 75 0 0 33 0 0 0 0 0 0 54 0 71 0 1 0 0 148 23 0 404 1 8:45 AM * 66 0 0 36 0 0 0 0 0 0 67 0 68 0 0 0 0 133 26 2 396 2 9:00 AM * 99 0 I 40 0 0 0 0 0 0 68 0 98 0 0 0 0 127 21 0 454 0 Max. 15 min. 99 0 I 45 0 0 0 0 0 0 68 0 98 0 4 0 0 167 43 6 454 8 Pk. Hr. Vol. 290 0. 1 154 0 0 0 0 0 0 235 0 300 0 5 0 0 575 95 3 1650 8 8:00 AM Peak Intersection Traffic in Pk. Hr. = 1650 Peak Hr Factor 0.91 9:00 AM Hour Inlersection Pdstrns in Pk. Hr. = 8 3:45 PM 89 0 0 48 0 0 0 0 0 0 84 0 142 0 5 0 0 135 38 3 536 8 4:00 PM 94 0 0 53 0 0 0 0 0 0 70 0 164 0 1 0 0 138 29 2 548 3 4:15 PM 71 0 0 63 0 0 0 0 0 0 81 0 153 0 4 0 0 130 29 2 527 6 4:30 PM 88 0 0 80 0 0 0 0 0 0 96 0 144 0 11 0 0 132 35 4 575 15 4:45 PM 70 0 0 51 0 0 0 0 0 0 78 0 154 0 2 0 0 128 24 0 505 2 5:00 PM 73 0 1 49 0 0 0 0 0 0 74 0 141 0 9 0 0 126 19 1 483 10 5:15 PM 71 0 0 82 0 0 0 0 0 0 94 0 160 0 4 0 0 130 36 0 573 4 5:30 PM 70 0 0 77 0 0 0 0 0 0 68 0 140 0 2 0 0 100 35 1 490 3 5:45 PM • 79 0 I 76 0 0 0 0 0 0 91 0 155 0 8 0 0 156 24 1 582 9 6:00 PM * 94 0 2 86 0 0 0 0 0 0 77 0 165 0 8 0 0 135 38 1 597 9 6:15 PM • 99 0 1 78 0 0 0 0 0 0 72 0 142 0 9 • 0 0 142 29 1 563 10 6:30 PM • 95 0 0 64 0 0 0 0 0 0 89 0 157 0 3 0 0 127 23 1 555 4 Max. 15 min. 99 0 2 86 0 0 0 0 0 0 96 0 165 0 11 0 0 156 38 4 597 15 Pk. Hr. Vol. 367 0 4 304 0 0 0 0 0 0 329 0 619 0 28 0 0 560 114 4 2297 32 5:30 PM Peak Intersecfion Traffic in Pk. Hr. = 2297 Peak Hr. Faclor 0.96 6:30 PM Hour Intersecfion Pdslrns in Pk. Hr. = 32 1-5 Northbomid Ramps at Carlsbad Village Drive Lane Configuration for Interseclion Capacity Utilization Pk. Hr. Time Period : 8:00 AM to 9:00 AM South Appr (NB) Left Thru Righl Lane Config - urations Inside (left) Outside Free-flow North Appr (SB) Left Thru Right Lane Settings 0 1 I 0 Capacity' 0 2000 1800 0 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 290 I 154 0 Adjusted Hourly Volume 0 291 154 0 Utilization Faclor 0.00 0.15 0.09 0.00 Critical Factors 0.15 0.00 ICURafio = 0.55 LOS = A Wesl Appr (EB) Left Thru Righl Page 2 of 3 East Appr (WB) Left Thru Right I 2 1800 4000 235 235 300 300 2 4000 575 670 95 0 0.00 Turning Movements at Inlerseclion of: 1-5 Northbound Ramps and Carlsbad Village Drive Time : 8:00 AM to 9:00 AM Date: 7/27/00 Day : Thursday Name : Craig, Jose North Approach 331 1-5 Northbound Ramps Total 331 Siihtntak W e s t A P P r Totals 1400 Sub- tntak 865 535 0 235 300 0 Subtotals Total 0 0 0 J I u North ^ t r 290 1 154 0 0 445 445 95 575 0 0 Sub- totals 670 454 Tntak 1124 Carlsbad ViUage Drive E a s t A P P r Soulh Approach Note : Left-turn volumes include U-turns. U-turns in bold. 1-5 Northbound Ramps af Carlsbad Village Drive Lane Configuration for Intersection Capacity Utilizafion Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) Wesl Appr (EB) East Appr (WB) 5:30 PM to 6:30 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside I Config -(left) 2 1 I 1 urafions 3 4 < 1 1 1 1 1 1 Outside 6 7 Free-flow Lane Settings 0 1 1 0 0 0 1 2 0 0 2 0 Capacity 0 2000 1800 0 0 0 1800 4000 0 0 4000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor O.IO Hourly Volume 367 4 304 0 0 0 329 619 0 0 560 114 Adjusted Hourly Volume 0 371 304 0 0 0 329 619 0 0 674 0 Utilization Factor 0.00 0.19 0.17 0.00 0.00 0.00 0.18 0.15 0.00 0.00 0.17 0.00 Critical Factors 0.19 0.00 0.18 0.17 ICURafio = 0.64 LOS = B Turning Movements at Inlersection of: 1-5 Northbound Ramps and Carlsbad Village Drive W e s t A P P Time : 5:30 PM lo 6:30 PM Dale: 7/27/00 Day : Thursday Name : Craig, Jose Totals 1875 Sub- totals 927 948 0 329 619 0 Siihtntak Total North Approach North 367 4 0 0 675 675 1-5 Northbound Ramps 447 0 0 J i U t r 304 447 114 560 0 Tntal Subtotals Sub- totals 674 Totals 1597 923 Carlsbad Village Drive E a s t A P P South Approach Note : Left-lurn volumes include U-lurns. U-turns in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2000 INTERSECTION ANALYSIS SUMMARY Intersection Number: 45 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 City : Carlsbad Intersection of: N/S Street: 1-5 Southbound Ramps E/W Street: Tamarack Avenue VRPA TURNING MOVEMENT ANALYSIS File : Int.ft 45 Data Collected by Page 1 of 3 Count Date: 7/25/00 Day: Tuesday Weather: Sunny Caren, Angela Traffic Control : Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thra Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6 :15 AM 0 0 0 0 0 15 0 0 13 0 0 0 30 66 I 67 0 26 0 I 217 2 6:30 AM 0 0 0 0 0 9 0 0 21 0 0 0 51 80 0 77 0 29 0 I 267 1 6:45 AM 0 0 0 0 0 10 0 0 21 0 0 0 47 86 2 103 0 27 0 0 294 2 7:00 AM 0 0 0 0 0 32 0 1 28 0 0 0 80 77 0 100 0 39 0 0 357 0 7:15 AM 0 0 0 0 0 22 0 0 25 0 0 0 72 89 0 115 0 28 0 0 351 0 7.-30 AM 0 0 0 0 0 24 0 0 16 0 0 0 74 86 2 III 0 51 0 0 362 2 7:45 AM 0 0 0 0 0 32 0 I 18 0 0 0 97 74 0 96 0 44 0 5 362 5 8:00 AM * 0 0 0 0 0 42 0 1 18 0 ; 0 0 83 97 I 124 0 55 0 4 420 5 8:15AM * 0 0 0 0 0 41 0 0 26 0 0 0 41 56 2 120 0 55 0 1 339 3 8:30 AM * 0 0 0 0 0 27 0 0 21 0 0 0 89 71 0 95 0 45 0 0 348 0 8:45 AM * 0 0 0 0 0 28 0 1 21 0 0 0 113 71 I 107 0 64 0 3 405 4 9:00 AM 0 0 0 0 0 37 0 1 14 0 0 0 26 64 1 90 0 44 0 2 276 3 Max. 15 min. 0 0 0 0 0 42 0 I 28 0 0 0 113 97 2 124 0 64 0 5 420 5 Pk. Hr. Vol. 0 0 0 0 0 138 0 2 86 0 0 0 326 295 4 446 0 219 0 8 1512 12 7:45 AM Peak Interseclion Traffic in Pk, Hr. = 1512 Peak Hr Factor 0.90 8:45 AM Hour Inlerseclion Pdstrns in Pk, Hr, 12 3.45 PM 0 0 0 0 0 38 0 2 38 0 0 0 92 47 0 71 0 no 0 5 398 5 4:00 PM 0 0 0 0 0 33 0 0 62 0 0 0 95 43 1 79 0 121 0 5 433 6 4:15 PM 0 0 0 0 0 48 0 0 35 0 0 0 103 46 2 57 0 93 0 0 382 2 4:30 PM 0 0 0 0 0 41 0 0 55 0 0 0 90 47 5 54 0 124 0 2 411 7 4:45 PM 0 0 0 0 0 42 0 0 49 0 0 0 85 49 2 68 0 138 0 4 431 6 5:00 PM 0 0 0 0 0 41 0 0 69 0 0 0 94 51 2 62 0 62 0 0 379 2 5:15 PM * 0 0 0 0 0 49 0 0 58 0 0 0 94 67 1 57 0 92 0 2 417 3 5:30 PM * 0 0 0 0 0 53 0 0 66 0 0 0 90 43 0 • 68 0 129 0 5 449 5 5:45 PM * 0 0 0 0 0 62 0 1 64 0 0 0 103 50 1 72 0 130 0 3 482 4 6:00 PM * 0 0 0 0 0 48 0 0 43 0 0 0 113 48 2 54 0 117 0 3 423 5 6:15 PM 0 0 0 0 0 55 0 0 60 0 0 . 0 76 31 1 67 0 99 0 3 388 4 6:30 PM 0 0 0 0 0 60 0 0 60 0 0 0 102 40 0 52 0 107 0 2 421 2 Max. 15 min. 0 0 0 0 0 62 0 2 69 0 0 0 113 67 5 79 0 138 0 5 482 7 Pk. Hr. Vol. 0 0 0 0 0 212 0 1 231 0 0 0 400 208 4 251 0 468 0 13 1771 17 5:00 PM Peak Intersection Traffic in Pk. Hr. = 1771 Peak Hr Factor 0,92 6:00 PM Hour Interseclion Pdstrns in Pk. Hr. = 17 1-5 Southbound Ramps af Tamarack Avenue Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : Soulh Appr (NB) North Appi-(SB) West Appr (EB) East Appr (WB) 7:45 AM to 8:45 AM Left Thru Righl Left Thru Riaht Left Thru Right Left Thru Righl Lane Inside 1 Config -(left) 2 I 1 1 urafions 3 1 I 1 4 5 6 1 1 1 Outside 7 Free-flow Lane Settings 0 0 0 0 1 I 0 2 1 1 2 0 Capacity 0 0 0 0 2000 1800 0 4000 1800 1800 4000 0 Are the North/South phases s plit (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 0 0 0 138 2 86 0 326 295 446 219 0 Adjusted Hourly Volume 0 0 0 0 140 86 0 326 295 446 219 0 Utilization Facto r 0.00 0.00 0.00 0.00 0.07 0.05 0.00 0.08 0.16 0.25 0.05 0.00 Critical Factors 0.00 0.07 0.16 0.25 ICU Ralio 0.58 LOS = A Turning Movements at Intersection of: 1-5 Southbound Ramps and Tamarack .Avenue W e s t A P P r Time : 7:45 AM to 8:45 AM Date: 7/25/00 Day : Tuesday Name : Caren, Angela Totals 926 Sub- tntal.s 305 621 North Approach 0 326 295 Subtotals Tolal 86 743 0 0 743 226 2 North 226 0 138 1-5 Southbound Ramps Total J i L n 1 r 0 0 219 446 0 Siihtntak Sub- totals 665 464 Tamarack Avenue Totals 1129 E a s t A P P r South Approach Note ; Left-turn volumes include U-turns. U-tums in bold. 1-5 Southbound Ramps at Tamarack Avenue Lane Configuralion for Inlersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : South Appr (HB) North Appr (SB) West Appr (EB) East Appr (WB) 5:00 PM to 6:00 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 Config -(left) 2 1 1 1 urations 3 4 C 1 1 1 1 1 J 6 Outside 7 1 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 0 212 1 231 0 400 208 251 468 0 Adjusted Hourly Volume 0 0 0 0 213 231 0 400 208 251 468 0 Utilization Factor 0,00 0.00 0.00 0.00 O.U 0.13 0.00 0.10 0.12 0.14 0.12 0.00 Critical Factors 0.00 0.13 0.00 0.12 0.14 ICU Ratio = 0.49 LOS = A Turning Movements at Interseclion of: 1-5 Southbound Ramps and Tamarack ./Vvenue W e - s I A P P Time : 5:00 PM lo 6:00 PM Date: 7/25/00 Day : Tuesday Name : Caren, /Vngela Totals 1307 Sub- totals 699 608 North Approach 0 400 208 Siihtntals Tolal 231 460 0 0 460 444 1 North • ^ I r 1-5 Southbound Ramps 444 0 212 J i u 0 468 251 Tntal Subtotals Sub- totals 719 612 Tamarack Avenue Totals 1331 E a s t A P P r Soulh Approach Note : Left-turn volumes include U-turns. U-turns in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2000 INTERSECTION ANALYSIS SUMMARY Intersection Number: 46 Intersection Location: I-5/Tamarack Avenue Northbound Ramp Contents: Turn Movement Count Summary Page 1 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Page 2 Turn Movement Diagram P.M. Peak Hour ICU Analysis and Page 3 Turn Movement Diagram • I I';!. .'I I IN<. .>!..<,•,)< ; 11::^ City: Carlsbad Intersection of: N/S Slreet: 1-5 Northbound Ramps E/W Street: Tamarack Avenue VRPA TURNING MOVEMENT ANALYSIS File : Int.// 46 Dala Collected by Page 1 of 3 Count Date : 7/25/00 Day: Weather: Tuesday Sunny Darlene, /Vngela Traffic Control: Signalized Soulh Approach (NB) Norfh Appioach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Tm Thm Right Peds Left U-lm fhni Right Peds Left U-'fm Thra Right Peds Left U-Tm Thm Right Peds Vehicles Peds 6:15 AM 11 0 0 20 0 0 0 0 0 0 18 0 27 0 0 0 0 80 26 0 182 0 6:30 AM 13 0 1 34 0 0 0 0 0 0 21 0 34 0 0 0 0 104 45 I 252 1 6:45 AM 5 0 1 60 0 0 0 0 0 0 41 0 59 0 3 0 0 120 50 I 336 4 7:00 AM 8 0 0 29 0 0 0 0 0 0 34 0 40 0 0 0 0 130 47 0 288 0 7:15 AM 10 0 0 33 0 0 0 = 0 0 0 43 0 51 0 1 0 0 136 51 0 324 1 7:30 AM 14 0 0 47 0 0 0 0 0 0 42 0 55 0 2 0 0 130 47 I 335 3 7:45 AM * 18 0 0 53 0 0 0 0 0 0 56 0 79 0 1 0 0 121 57 2 384 3 8:00 AM » 25 0 1 76 0 0 0 0 0 0 53 0 86 0 1 0 0 157 67 4 465 5 8:15 AM * 24 0 0 39 0 0 0 0 0 0 29 0 52 0 0 0 0 144 54 2 342 2 8:30 AM * 20 0 0 38 0 0 0 0 0 0 38 0 64 0 0 0 0 127 53 1 340 I 8:45 AM 23 0 1 60 0 0 0 0 0 0 31 0 66 0 0 0 0 127 51 5 359 5 9:00 AM 20 0 0 51 0 0 0 0 0 0 39 0 63 0 0 0 0 135 45 3 353 3 Max. 15 min. 25 0 I 76 0 0 0 0 0 0 56 0 86 0 3 0 0 157 67 5 465 5 Pk. Hr Vol. 87 0 1 206 0 0 0 0 0 0 176 0 281 0 2 0 0 549 231 9 1531 11 7:30 AM Peak Intersection Traffic in Pk. Hr. = 1531 Peak Hr. Factor 0.82 8:30 AM Hour Intersection Pdstms in Pk. Hr. = 11 3:45 PM 18 0 I 125 0 0 0 0 0 0 46 0 108 0 0 0 0 91 37 0 426 0 4:00 PM 106 0 2 85 0 0 0 0 0 0 32 0 85 0 2 0 0 106 39 2 455 4 4:15 PM 63 0 0 113 0 0 0 0 0 0 45 0 109 0 1 0 0 123 49 0 502 I 4:30 PM 51 0 0 135 0 0 0 0 0 0 35 0 96 0 0 0 0 145 35 2 497 2 4:45 PM 52 0 2 141 0 0 0 0 0 0 21 0 107 0 8 0 0 118 38 0 479 8 5:00 PM 27 0 0 120 0 0 0 0 0 0 23 0 89 0 0 0 0 68 36 2 363 2 5:15 PM * 44 0 1 152 0 0 0 0 0 0 25 0 121 0 1 0 0 114 63 3 520 4 5:30 PM * 34 0 0 202 0 0 0 0 0 0 24 0 150 0 8 0 0 91 33 0 534 8 5:45 PM * 40 0 1 137 0 0 0 0 0 0 19 0 118 0 1 0 0 115 46 0 476 1 6:00 PM • 63 0 1 134 0 0 0 0 0 0 32 0 123 0 , 3 0 0 91 33 3 477 6 6:15 PM 53 0 1 130 0 0 0 0 0 0 23 0 126 0 5 0 0 70 53 2 456 7 6:30 PM 40 0 0 80 0 0 0 0 0 0 56 0 105 0 0 0 0 128 46 1 455 I Max. 15 min. 106 0 2 202 0 0 0 0 0 0 56 0 150 0 8 0 0 145 63 3 534 8 Pk. Hr. Vol. 181 0 3 625 0 0 0 0 0 0 100 0 512 0 13 0 0 411 175 6 2007 19 5:00 PM Peak Inlersection Traffic in Pk Hr. = 2007 Peak Hr. Factor 0.94 6.00 PM Hour Intersection Pdstms in Pk. Hr. = 19 1-5 Northbound Ramps at Tamarack Avenue Lane Configuration for Interseclion Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:30 AM lo 8:30 AM Left Thru Right Left Thru Riaht Left Thru Righl Left Thru Right Lane Inside 1 Config -(left) 2 I 1 1 urafions 3 1 I 1 4 5 I 1 1 Outside 6 7 Free-flow Lane Settings 0 1 1 0 0 0 I 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 Hourly Volume 87 1 206 0 0 0 176 281 0 0 549 231 Adjusted Hourly Volume 0 88 206 0 0 0 176 281 0 0 780 0 Utilization Factor 0.00 0.04 0.11 0.00 0.00 0.00 0.10 0.07 0.00 0.00 0.20 0,00 Critical Factors 0.11 0.00 0.10 0,20 ICURafio = 0.51 LOS' Turning Movements at Intersecfion of: 1-5 Northbound Ramps and Tamarack Avenue W e , s t A P P Time : 7:30 AM to 8:30 AM Date: 7/25/00 Day : Tuesday Name : Darlene, Angela Totals 1093 Sub- tntak 636 457 North Approach 176 281 0 Subtotals Total 87 0 294 North 294 1-5 Northbound Ramps 408 0 0 J i U ^ t r 206 408 231 549 0 Tolal Snhtotals Sub- totals 780 487 Tamarack Avenue Tntak 1267 E a s t A P P South Approach Note : Left-turn volumes include U-turns. U-turns in bold. 1-5 Northbound Ramps af Tamarack Avenue Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 5:00 PM to 6:00 PM Soulh Appr (NB) Left Thru Right Lane Config - urations Inside (left) Outside Free-flow North Appr (SB) Left Thru Righl Wesl Appr (EB) Left Thru Right Page 3 of 3 East Appr (WB) Left Thru Righl Lane Settings 0 1 1 Capacity 0 2000 1800 Are the North/South phases split (Y/N)? N Aie the East/West phases split (Y/N)? N Efficiency Lost Factor O.IO Hourly Volume 181 3 625 Adjusted Hourly Volume 0 184 625 Ufilization Factor 0.00 0.09 0.35 Critical Factors 1 2 1800 4000 100 100 2 4000 ICURafio = 0.66 0.35 0.00 LOS= B 0.06 512 0 0 411 175 512 0 0 586 0 0.13 0.00 0.00 0.15 0.00 0.15 Turning Movements at Inlersection of: 1-5 Northbound Ramps and Tamarack Avenue W e s t A P P r Time : 5:00 PM to 6:00 PM Dale: 7/25/00 Day : Tuesday Name : Darlene, /Vngela Totals 1204 Sub- totals 592 612 North Approach 0 0 0 0 IOO 512 0 Siihtntak Total North 181 3 0 0 809 809 1-5 Northbound Ramps 278 0 0 J i U 1 t r 625 278 175 411 0 Total Subtotals Sub- totals 586 1137 Tamarack Avenue Totals 1723 E a s t A P P r South Approach Note : Left-turn volumes include U-lurns. U-turns in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2000 INTERSECTION ANALYSIS SUMMARY Intersection Number: 47 Intersection Location: I-5/Cannon Road Southbound Ramp Contents: Turn Movement Count Summary Page 1 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Page 2 Turn Movement Diagram P.M. Peak Hour ICU Analysis and Page 3 Turn Movement Diagram ' I I••:<:• .-.1 i fvjc'jr.ot'; i t:':t^ City: Garisbad Interseclion of: N/S Street: 1-5 Southbound Ramp E/W Street: Cannon Road VRPA TURNING MOVEMENT ANALYSIS File: Int #47 Data Collected by : Vlad, Jeff" Page 1 of3 Count Date: 8/8/00 Day: Tuesday Weather: Sunny fraffic Conlrol: Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End ofl 5 min. prd. Left U-Trn Ihru Right Peds Left U-Trn Thra Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 0 0 0 0 0 25 0 0 32 0 0 0 9 0 1 0 0 8 0 0 74 1 6:30 AM 0 0 0 0 0 48 0 0 37 0 0 0 21 3 2 2 0 15 0 0 126 2 6:45 AM 0 0 0 0 0 62 0 0 25 0 0 0 34 4 3 4 0 14 0 1 143 4 7:00 AM 0 0 0 0 0 137 0 0 20 0 0 0 50 5 3 8 0 20 0 0 240 3 7:15 AM 0 0 0 0 0 109 0 0 26 0 0 0 37 6 0 3 0 10 0 0 191 ,0 7:30 AM 0 0 0 0 0 150 0 0 47 0 0 0 59 4 3 7 0 15 0 0 282 3 7:45 AM * 0 0 0 0 0 163 0 0 20 0 0 0 82 5 2 4 0 15 0 0 289 2 8:00 AM * 0 0 0 0 0 233 0 0 72 0 0 0 114 7 2 3 0 17 0 0 446 2 8:15 AM * 0 0 0 0 0 161 0 0 57 0 0 0 67 8 2 II 0 26 0 0 330 2 8:30 AM * 0 0 0 0 0 112 0 0 72 0 0 0 64 7 7 4 0 28 0 0 287 7 8:45 AM 0 0 0 0 0 99 0 0 63 0 0 0 51 7 1 17 0 29 0 I 266 2 9:00 AM 0 0 0 0 0 130 0 0 39 0 0 0 79 10 0 8 0 22 0 0 288 0 Max. 15 min. 0 0 0 0 0 233 0 0 72 0 0 0 114 10 7 17 0 29 0 1 446 7 Pk. Hr. Vol. 0 0 0 0 0 669 0 0 221 0 0 0 327 27 13 22 0 86 0 0 1352 13 7:30 AM Peak Intersection Traffic in Pk. Hr 1352 Peak Hr. Faclor 0.76 8:30 AM Hour Intersection Pdstrns in Pk. Hr = 13 3:45 PM 0 0 0 0 0 57 0 1 25 0 0 0 49 19 0 75 0 51 0 0 277 0 4:00 PM 0 0 0 0 0 68 0 2 31 0 0 0 74 12 0 52 0 61 0 0 300 0 4:15 PM 0 0 0 0 0 45 0 0 35 0 0 0 89 18 0 53 0 91 0 0 331 0 4:30 PM 0 0 0 0 0 53 0 0 36 0 0 0 61 13 0 61 0 IOO 0 1 324 1 4:45 PM 0 0 0 0 0 57 0 0 27 0 0 0 99 13 0 76 0 71 0 0 343 0 5:00 PM 0 0 0 0 0 65 0 1 41 0 0 0 94 7 0 78 0 75 0 0 361 0 5:15 PM * 0 0 0 0 0 53 0 0 36 0 0 0 163 13 0 108 0 133 0 0 506 0 5:30 PM * 0 0 0 0 0 39 0 1 35 0 0 0 88 17 0 97 2 107 0 0 386 0 5:45 PM * 0 0 0 0 0 54 0 0 28 0 0 0 66 14 0 96 1 IOO 0 0 359 0 6:00 PM * 0 0 0 0 0 45 0 0 41 0 0 0 94 14 0 82 0 96 0 0 372 0 6:15 PM 0 0 0 0 0 40 0 1 23 0 0 0 61 6 0 59 0 60 0 0 250 0 6:30 PM 0 0 0 0 0 21 0 0 15 0 0 0 67 10 0 53 0 42 0 0 208 0 Max. 15 min. 0 0 0 0 0 68 0 2 41 0 0 0 163 19 0 108 2 133 0 I 506 1 Pk. llr Vol. 0 0 0 0 0 191 0 1 140 0 0 0 411 58 0 383 3 436 0 0 1623 0 5:00 PM Peak interseclion fraffic in Pk. Hr. = 1623 Peak Hr. Factor 0.80 6:00 PM Hour Intersection Pdslrns in Pk. Hr 0 I-S Southbound Ramp at Cannon Road Lane Configuration for Interseclion Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:30 AM lo 8:30 AM Left Thru Righl Left Thra Righl Left Thra Righl Left Thru Right Lane Inside 1 1 1 1 Config -(left) 2 I 1 1 I urations 3 4 c I 1 1 , 1 J 6 Outside 7 Free-flow Lane Settings 0 0 0 2 0 1 0 2 I 2 2 0 Capacity 0 0 0 3600 0 1800 0 4000 1800 3600 4000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N EfTiciency Lost Factor 0.10 Hourly Volume 0 0 0 669 0 221 0 327 27 22 86 0 Adjusted Hourly Volume 0 0 0 669 0 221 0 327 27 22 86 0 Utilization Factor 0.00 0.00 0.00 0.19 0.00 0.12 0.00 0.08 0.02 0.01 0.02 0.00 Critical Factors 0.00 0.19 0.08 0.01 ICU Ratio = = 0.38 LOS A Tuming Movements at Intersection of: I-S Southbound Ramp and Cannon Road Time : 7:30 AM to 8:30 AM Date: 8/8/00 Day : Tuesday Name : Vlad, Jeff" North Approach 890 1-5 Southbound Ramp 890 Total Siihtntals W e s t A P P r Totals 661 Sub- totak 307 354 221 0 669 J i u 0 327 27 ^ Subtotals Total 49 North 0 0 0 0 49 1 ! r 0 86 22 Sub- totals 108 996. Cannon Road Totals 1104 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 af Cannon Road Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : Soulh Appr (NB) North Appr (SB) Wesl Appr (EB) East Appr (WB) 5:00 PM to 6:00 PM Left Thru Right Left Thra Right Left Thra Right Left Thru Right Lane ... Inside 1 1 1 1 Conflg- (left) 2 1 1 I 1 urations - . - -. ^ • 3 1 1 1 1 1 ( Outside > 7 Free-flow Lane Settings 0 0 0 2 0 1 0 2 1 2 2 0 Capacity 0 0 0 3600 0 1800 0 4000 1800 3600 4000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Faclor O.IO Hourly Volume 0 0 0 191 I 140 0 411 58 386 436 0 Adjusted Hourly Volume 0 0 0 191 I 140 0 411 58 386 436 0 Utilization Faclor 0.00 0.00 0.00 0.11 0.00 0.08 0.00 0.10 0.03 0.11 0.11 0.00 Critical Factors 0.05 0.10 0.11 ICU Ratio = 0.36 LOS A Tumine Movements at Intersection of: 1-5 Southbound Ramp and Cannon Road W e , s t A P P r Time : 5:00 PM to 6:00 PM , Date: 8/8/00 Day : Tuesday Name : Vlad, Jeff Totals 1045 Sub- totals 576 469 0 411 58 Siihtntak Total North Approach 140 332 1 442 0 0 442 North 1-5 Southbound Ramp 332 0 191 1_ ^ ! r 0 436 386 Total Subtotals Sub- totals 822 605 Cannon Road Totals 1427 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 2000 INTERSECTION ANALYSIS SUMMARY Intersection Number: 48 Intersection Location: I-5/Cannon 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 V11RJR.A 11 •;<.-• r I Mt.-."I .<. .!<. j I City: Carlsbad Inlerseclion of: N/S Slreel: 1-5 Northbound Ramp E/W Slreet: Cannon Road VRPA TURNING MOVEMENT ANALVSIS File: lnt//48 Data Collected by : Corey, Mike Page 1 of 3 Count Date: 8/8/00 Day: Tuesday Weather: Sunny Traflic Conlrol: Signalized South Annroach (NB) North Approach (SB) West Approach (EB) East Approach (VVB) 15 min Total End of 15 Vehicles Peds min. prd. Left U-Trn Thru Right Peds Left U-Tm Thru Right Peds Left U-Trn Thra Right Peds Left U-Trn Thru Righl Peds Vehicles Peds 6:15 AM 8 0 2 4 0 0 0 0 0 0 8 0 26 0 1 0 0 3 6 0 57 1 6:30 AM 12 0 1 14 0 0 0 0 0 0 13 0 51 0 2 0 0 6 4 0 101 2 6:45 AM 12 0 0 26 0 0 0 0 0 0 16 0 82 0 1 0 0 8 4 0 148 1 7:00 AM 16 0 0 61 0 0 0 0 0 0 21 0 178 0 1 0 0 12 17 0 305 1 7:15 AM 10 0 0 23 0 0 0 0 0 0 13 0 164 0 0 0 0 10 19 0 239 0 7:30 AM * 12 0 1 59 0 0 0 0 0 0 20 0 242 0 2 0 0 11 30 0 375 2, 7:45 AM • 6 0 0 54 0 0 0 0 0 0 27 0 247 0 0 0 0 16 20 0 370 0 8:00 AM • 14 0 0 93 0 0 0 0 0 0 25 0 400 0 1 0 0 12 37 0 581 I 8:15 AM • 18 0 0 61 0 0 0 0 0 0 17 0 296 0 1 0 . 0 29 39 0 460 1 8:30 AM 21 0 0 44 0 0 0 0 0 0 16 0 203 0 4 0 0 19 42 0 345 4 8:45 AM 23 0 0 52 0 0 0 0 0 0 24 0 125 0 1 0 0 30 32 0 286 1 9:00 AM 19 0 0 75 0 0 0 0 0 0 38 0 193 0 0 0 0 23 40 0 388 0 Max. IS min. 23 0 2 93 0 0 0 0 0 0 38 0 400 0 4 0 0 30 42 0 581 4 Pk. Hr. Vol. 50 0 1 267 0 0 0 0 0 0 89 0 1185 0 4 0 0 68 126 0 1786 4 7:15 AM Peak Intersection Tralfic in Pk. 1 Ir. 1786 Peak l lr. Factor 0.77 8:15 AM Hour Inlerseclion Pdslrns in Pk. Hr = 4 3:45 PM 24 0 6 17 0 0 0 0 0 0 59 0 106 0 0 0 0 118 164 0 494 0 4:00 PM 19 0 1 24 0 0 0 0 0 0 52 0 99 0 1 0 0 78 139 0 412 1 4:15 PM 26 0 0 30 0 0 0 0 0 0 66 0 111 0 1 0 0 110 184 0 527 1 4:30 PM 41 0 2 33 0 0, 0 0 0 0 53 0 96 0 0 0 0 111 175 1 511 1 4:45 PM 16 0 1 28 0 0 0 0 0 0 77 0 129 0 2 0 0 129 212 0 592 2 5:00 PM • 15 0 2 27 0 0 0 0 0 0 72 0 110 0 0 0 0 147 198 0 571 0 5:15 PM * 23 0 2 21 0 0 0 0 0 0 114 0 93 0 4 0 0 212 281 0 746 4 5:30 PM * 34 0 4 20 0 0 0 0 0 0 86 0 79 0 0 0 0 178 278 1 679 1 5:45 PM • 39 0 18 16 0 0 0 0 0 0 73 0 64 0 0 0 0 165 218 0 593 0 6:00 PM 14 0 3 24 0 0 0 0 0 0 72 0 60 0 2 0 1 121 170 0 465 2 6:15 PM 46 0 9 16 0 0 0 0 0 0 53 0 72 0 2 0 0 120 179 0 495 2 6:30 PM 13 0 0 32 0 0 0 0 0 0 56 0 57 0 0 0 0 92 157 0 407 0 Max. 15 min. 46 0 18 33 0 0 0 0 0 0 114 0 129 0 4 0 1 212 281 I 746 4 Pic. llr. Vol. III 0 26 84 0 0 0 0 0 0 345 0 346 0 4 0 0 702 975 1 2589 5 4:45 PM Peak Interseclion Traffic in Pic. Hr. = 2589 Peak l lr. Faclor 0.87 5:45 PM Hour Inlerseclion Pdslrns in Pic. Hr = 5 -5 Northbound Ramp af Cannon Road Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:15 AM lo 8:15 AM Left Thra Righl Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 Config -(left) 2 1 1 1 I urations 3 1 I I 4 1 1 1 5 6 I Outside 7 Free-flow Lane Settings 0 1 2 0 0 0 2 2 0 0 2 1 Capacity 0 Are the North/South phases split (Y/N)? Are the East/Wesl phases split (Y/N)? Efficiency Lost Factor 0.10 Hourly Volume 50 Adjusted Hourly Volume 0 Utilization Factor 0.00 Critical Factors 2000 3600 N N 1 51 0 3600 4000 0 0 4000 1800 267 0 0 0 89 1185 0 0 68 126 267 0 0 0 89 1185 0 0 68 126 0.07 0.00 0.00 0.00 0.02 0.30 0.00 0.00 0.02 0.07 0.07 0.00 0.30 0.00 ICU Rafio = 0.47 LOS Tuming Movements at Interseclion of: I-S Northbound Ramp and Cannon Road W e s t A P P r Time : 7:15 AM to 8:15 AM Date: 8/8/00 Day : Tuesday Name : Corey, Mike Totals 1392 Sub- tntak 118 1274 North Approach 0 0 0 J 1 89 ' A 1185 ^ t 0 —i 1 North \ 50 1 0 Subtotals Total 318 1-5 Northbound Ramp 216 0 0 216 126 68 0 Tolal Siihtntak Sub- totals 194 1452 Cannon Road Tntak 1646 E a s t A P P r 318 South Approach Note : Left-tum volumes include U-tums. U-tums in bold. -5 Northbound Ramp af Cannon Road Lane Configuration for Inlersection Capacity Utilizafion Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 4:45 PM to 5:45 PM Left Thru Righl Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 Config -(left) 2 1 I I I urations 3 I 1 I 4 I I I 5 6 I Outside 7 Free-flow Lane Settings 0 1 2 0 0 0 2 2 0 0 2 I Capacity 0 Are the North/South phases split (Y/N)? Are the East/West phases split (Y/N)? Efficiency Lost Factor 0.10 Hourly Volume 111 Adjusted Houdy Volume 0 Utilization Factor 0.00 Critical Factors 2000 3600 N N 0 3600 4000 0 26 137 84 84 0 4000 1800 702 702 975 975 1 0 0 345 346 0 ) 0 0 345 346 0 0.07 0.02 0.00 0.00 0.00 0.10 0.09 0.00 0.00 0.18 0.54 0.07 0.00 0.10 0.54 ICU Ratio = 0.81 LOS D Tuming Movements at Intersection of: 1-5 Northbound Ramp and Cannon Road W e s t A P P r Time : 4:45 PM to 5:45 PM Date: 8/8/00 Day: Tuesday Name : Corey, Mike Totals 1504 Sub- totals 813 691 North Approach 345 346 0 Siihtntak Total North 111 26 0 0 221 221 1-5 Northbound Ramp 1346 0 0 1346 J i u 1_ ^ t r 84 975 702 0 Total Subtotals Sub- totals 1677 430 Cannon Road Totals 2107 E a s I A P P r South Approach Note : Left-tum volumes include U-tums. U-tums in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2000 INTERSECTION ANALYSIS SUMMARY Intersection Number: 49 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 VRPA TURNING MOVEMENT ANALYSIS City: Carlsbad Intersection of: N/S Streel: 1-5 Southbound Ramps E/W Slreet: Palomar Airport Road Page 1 of 3 File: lnt.# 49 Data Collected by : Caren, Darlene Count Date: 7/18/00 Day: Tuesday Weather: Sunny Traffic Control: Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End ofl5 niin. prd. Left U-Tm Thra Right Peds Left U-Tm Thra Right 'eds Left U-Tm Thru Right Peds Left U-Tm Thra Right Peds Vehicles Peds 6:15 AM 0 0 0 0 0 105 0 0 27 0 0 0 42 17 1 0 0 78 100 0 369 1 6:30 AM 0 0 0 0 0 169 0 0 40 0 0 0 58 18 0 0 0 64 119 0 468 0 6:45 AM 0 0 0 0 0 213 0 0 46 0 0 0 60 26 2 0 0 115 119 3 579 5 7:00 AM 0 0 0 0 0 273 0 0 79 0 0 0 IOI 21 0 0 0 112 99 0 685 0 7:15 AM 0 0 0 0 0 214 0 0 56 0 0 0 65 22 0 0 0 104 117 0 578 0 7:30 AM » 0 0 0 0 0 217 0 0 58 0 0 0 118 33 0 0 0 100 112 0 638 0 7:45 AM * 0 0 0 0 0 249 0 0 49 0 0 0 126 26 0 0 0 130 116 0 696 0 8:00 AM • 0 0 0 0 0 278 0 0 48 0 0 0 92 26 0 0 0 128 113 0 685 0 8:15 AM * 0 0 b 0 0 216 0 0 52 0 0 0 109 22 1 0 0 131 111 0 641 ' 1 8:30 AM 0 0 0 0 0 198 0 0 65 0 0 0 IOI 44 1 0 0 128 98 0 634 1 8:45 AM 0 0 0 0 0 164 0 0 43 0 0 0 102 29 3 0 0 173 137 0 648 3 9:00 AM 0 0 0 0 0 191 0 0 49 0 0 0 101 41 2 0 0 161 152 0 695 2 Max. 15 min. 0 0 0 0 0 278 0 0 79 0 0 0 126 44 3 0 0 173 152 3 696 5 Pk. Hr. Vol. 0 0 0 0 0 960 0 0 207 0 0 0 445 107 1 0 0 489 452 0 2660 1 7:15 AM Peak Interseclion Traffic in Pk. Hr 2660 Peak Hr Faclor 0.96 8:15 AM Hour Intersection Pdstms in Pk. Hr = 1 3:45 PM 0 0 0 0 0 165 0 0 38 0 0 0 206 50 2 0 0 178 297 1 934 3 4:00 PM 0 0 0 0 0 115 0 0 55 0 0 0 130 44 4 0 0 209 260 0 813 4 4:15 PM 0 0 0 0 0 139 0 0 34 0 0 0 139 61 1 0 0 201 284 0 858 1 4:30 PM 0 0 0 0 0 118 0 0 42 0 0 0 156 61 0 0 0 225 281 0 883 0 4:45 PM 0 0 0 0 0 128 0 0 27 0 0 0 155 61 2 0 0 154 268 1 793 3 5:00 PM • 0 0 0 0 0 154 0 0 44 0 0 0 127 59 1 0 0 240 275 0 899 1 5:15 PM • 0 0 0 0 0 137 0 0 30 0 0 0 162 86 1 0 0 170 260 0 845 1 5:30 PM • 0 0 0 0 0 122 0 0 63 0 0 0 165 90 3 0 0 330 246 1 1016 4 5:45 PM • 0 0 0 0 0 124 0 0 54 0 0 0 166 73 1 0 0 326 230 2 973 3 6:00 PM 0 0 0 0 0 112 0 0 42 0 0 0 102 57 1 0 0 282 260 0 855 1 6:15 PM 0 0 0 0 0 IOI 0 0 25 0 0 0 149 50 0 0 0 174 241 0 740 0 6:30 PM 0 0 0 0 0 118 0 0 24 0 0 0 159 39 0 0 0 157 222 0 719 0 Max. 15 min. 0 0 0 0 0 165 0 0 63 0 0 0 206 90 . 4 0 0 330 297 2 1016 4 Pk. Hr. Vol. 0 0 0 0 0 537 0 0 191 0 0 0 620 308 6 0 0 1066 1011 3 3733 9 4:45 PM Peak Inlersection Traffic in I'k. Hr. 3733 Peak Hr. Faclor 0.92 5:45 PM Hour Interseclion Pdstms in Pk. Hr. 9 1-5 Southbound Ramps at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:15 AM to 8:15 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 1 Config -(left) 2 1 urations 3 1 1 1 4 I I 5 6 1 1 Outside 7 Free-flow 1 Lane Settings 0 0 0 2 0 1 0 3 0 0 2 0 Capacity 0 0 0 3600 0 1800 0 6000 0 0 4000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 0 0 0 960 0 207 0 445 107 0 489 452 Adjusted Hourly Volume 0 0 0 960 0 207 0 552 0 0 489 0 Utilization Factor 0.00 0.00 0.00 0.27 0.00 0.12 0.00 0.09 0.00 0.00 0.12 0.00 Critical Factors 0.00 0.00 0.27 0.00 0.12 ICU Ratio 0.49 LOS = A Turning Movements at Interseclion of: 1-5 Southbound Ramps and Palomar Airport Road W e s t A P P Time: 7:\5 AM to 8:15/VM Date: 7/18/00 Day : Tuesday Name : Caren, Darlene Totals 1248 Sub- tntak 696 552 North Approach 1167 207 0 0 445 107 Subtotals Total 107 0 0 107 North I-S Southbound Ramps 1619 0 960 J 1 u 1 t r 452 452 489 0 Tolal Siihtntak Sub- totals 941 1405 Tntak 2346 Palomar Airport Road E a s t A P P r South Approach Note : Left-lurn volumes include U-turns. U-turns in bold. 1-5 Southbound Ramps at Palomar Airport Road Lane Configuration for Interseclion Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) Norlh Appr (SB) Wesl Appr (EB) East Appr (WBl 4:45 PM to 5:45 PM Left Thru Righl Left Thru Right Left Thru Righl Left Thru Riaht Lane Inside 1 Config -(left) 2 1 urations 3 4 I 1 1 1 1 1 5 6 Outside 7 t 1 Free-flow 1 Lane Settings 0 0 0 2 0 1 0 3 0 0 2 0 Capacity' 0 0 0 3600 0 1800 0 6000 0 0 4000 0 Are the North/South phases split (Y/N)? N Ase the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 0 0 0 537 0 191 0 620 308 0 1066 1011 Adjusted Hourly Volume 0 0 0 537 0 191 0 928 0 0 1066 0 Utilization Faclor 0.00 0.00 0.00 0.15 0.00 0.11 0.00 0.15 0.00 0.00 0.27 0.00 Critical Factors 0.00 0.00 0.15 0.00 0.27 ICU Ratio = 0.52 LOS = A Turning Movements at Interseclion of: 1-5 Southbound Ramps and Palomar .Airport Road W e s t A P P r Time : 4:45 PM lo 5:45 PM Date: 7/18/00 Day : Tuesday Name : Caren, Anh Totals 2185 Sub- tolals 1257 928 0 620 308 Siihtntak Total North Approach 191 308 0 0 308 728 0 North n I r I-S Southbound Ramps 1739 0 537 J I u 1011 ion 1066 0 Tntal Subtotals Sub- totals 2077 1157 Totals 3234 Palomar Airport Road E a s t A P P r South Approach Note : Left-turn volumes include U-tums. U-turns in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2000 INTERSECTION ANALYSIS SUMMARY Intersection Number: 50 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 I i-:< ;.i I rsj <. .M .» K ; 11-:^^ City: Carlsbad Inlerseclion of: N/S Streel: 1-5 Northbound Ramps li/W Street: Palomar /Virport Road VRPA 1 URNING MOVEMENT ANALYSIS File: Int.// 50 Dala Collected by : Vlad, Jose Page 1 of3 Count Date : 7/18/00 Day: Tuesday Weather: Sunny Traffic Control : Signalized .South Approach (NH) North Appro ich (SB) West Approai h (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thra Right Peds Vehicles Peds 6:15 AM 16 0 0 165 0 0 0 0 0 0 8 0 142 0 1 0 0 160 67 0 558 1 6:30 AM 23 0 0 198 0 0 0 0 0 0 9 0 208 0 0 0 0 159 65 0 662 0 6:45 AM 33 0 0 289 0 0 0 0 0 0 8 0 255 0 3 0 0 221 89 1 895 4 7:00 AM 39 0 0 308 0 0 0 0 0 0 16 0 338 0 0 0 0 182 78 2 961 2 7:\5AM 32 0 0 278 0 0 0 0 0 0 11 0 247 0 0 0 0 197 89 0 854 0 7:30 AM * 27 0 0 288 0 0 0 0 0 0 24 0 335 0 1 0 0 183 95 0 952 1 7:45 AM * 44 0 0 370 0 0 0 0 0 0 19 0 407 0 0 0 0 208 121 0 1169 0 8:00 AM * 35 0 0 342 0 0 0 0 0 0 17 0 289 0 0 0 0 200 110 I 993 1 8:15/VM * 55 0 0 314 0 0 0 0 0 0 18 0 320 0 2 0 0 211 107 0 1025 2 8:30/VM 40 0 0 267 0 0 0 0 0 0 12 0 269 0 0 0 0 209 89 0 886 0 8:45/VM 52 0 0 296 0 0 0 0 0 0 16 0 238 0 5 0 0 219 108 0 929 5 9:00 AM 54 0 , 0 284 0 0 0 0 0 0 21 1 255 0 1 0 0 251 108 0 974 1 Max. 15 min. 55 0 0 370 0 0 0 0 0 0 24 1 407 0 5 0 0 251 121 2 1169 5 Pk. Hr. Vol. 161 0 0 1314 0 0 0 0 0 0 78 0 1351 0 3 0 0 802 433 1 4139 4 7:15 AM Peak Intersection Traffic in Pk Hr. = 4139 Peak Hr. Faclor 0.89 8:15/VM Hour Intersection Pdstrns in Pk. Hr. = 4 3:45 PM 25 0 1 184 0 0 0 0 0 0 75 1 250 0 2 0 0 359 245 0 1140 2 4:00 PM 28 0 1 185 0 0 0 0 0 0 57 0 210 0 3 0 0 426 256 0 1163 3 4:15 PM 26 0 0 189 0 0 0 0 , 0 0 37 0 237 0 0 0 0 428 280 0 1197 0 4:30 PM 35 0 0 172 0 0 0 0 0 0 43 0 196 0 0 0 0 388 281 0 1115 0 4:45 PM • 30 0 0 188 0 0 0 0 0 0 47 0 227 0 1 0 0 431 296 2 1219 3 5:00 PM • 31 0 0 168 0 0 0 0 0 0 39 0 242 0 0 0 0 411 210 0 1101 0 5:15 PM * 26 0 1 167 0 0 0 0 0 0 47 0 249 0 3 0 0 473 312 1 1275 4 5:30 PM * 55 0 0 183 0 0 0 0 0 0 43 0 234 0 1 0 0 543 276 0 1334 1 5:45 PM 50 0 1 167 0 0 0 0 0 0 49 0 223 0 1 0 0 475 219 2 1184 3 6:00 PM 38 0 0 152 0 0 0 0 0 0 27 0 208 0 0 0 0 459 218 0 1102 0 6:15 PM 35 0 0 158 0 0 0 0 0 0 31 0 209 0 1 0 0 429 206 0 1068 1 6:30 PM 33 0 0 152 0 0 0 0 0 0 49 2 213 0 0 0 0 328 164 0 941 0 Max. 15 min. 55 0 1 189 0 0 0 0 0 0 75 2 250 0 3 0 0 543 312 2 1334 4 Pk. Hr. Vol. 142 0 1 706 0 0 0 0 0 0 176 0 952 0 5 0 0 1858 1094 3 4929 8 4:30 PM Peak Intersection Traffic in Pk. Hr. = 4929 Peak Hr. Factor 0.92 5:30 PM Hour Interseclion Pdslrns in Pk . Hr. = 8 1-5 Northbound Ramps af Palomar Airport Road Lane Configuralion for Intersection Capacity Utilizafion Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:15/VM to 8:15/VM Left Thru Righl Left Thru Ri.aht Left Thru Right Left Thru Right Lane Inside 1 Config -(left) 2 1 1 1 urations 3 I 1 1 4 5 6 1 1 1 1 1 I Outside 7 1 Free-flow Lane Settings 0 1 2 0 0 0 1 3 0 0 3 2 Capacity' 0 2000 3600 0 0 0 1800 6000 0 0 6000 3600 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Faclor 0.10 Hourly Volume 161 0 1314 0 0 0 78 1351 0 0 802 433 Adjusted Hourly Volume 0 161 1314 0 0 0 78 1351 0 0 802 433 Utilization Factor 0.00 0.08 0.37 0.00 0.00 0.00 0.04 0.23 0.00 0.00 0.13 0.12 Critical Factors 0.37 0.00 0.23 0.00 ICURafio = 0.70 LOS = B Turning Movements al Inlersection of: 1-5 Northboimd Ramps and Palomar .Airport Road W e s t A P P r Time : 7:15 AM to 8:15 /VM Dale: 7/18/00 Day : Tuesday Name : Vlad, Jose Totals 2392 Sub- tntak 963 1429 North Approach 0 0 0 0 78 I35I 0 Subtotals Total North 511 0 0 -5 Northbound Ramps Total J i u ^ t r 161 0 1314 0 1475 1475 511 433 802 0 0 Siihtntak Sub- totals 1235 2665 Tntak 3900 Palomar Airport Road E a s 1 A P P r South Approach Note : Left-turn volumes include U-turns. U-turns in bold. 1-5 Northbound Ramps at Palomar Airport Road Lane Configuration for Interseclion Capacity Ufilizafion ee 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 4:30 PM to 5:30 PM Left Thru Right Left Thru Righl Left Thru Right Left Thru Righl Lane Inside Config -(left) 2 1 1 1 urations 3 4 1 1 1 1 1 1 6 Outside 7 1 1 1 1 Free-flow Lane Settings 0 1 2 0 0 0 I 3 0 0 3 2 Capacity 0 2000 3600 0 0 0 1800 6000 0 0 6000 3600 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 142 1 706 0 0 0 176 952 0 0 1858 1094 Adjusted Hourly Volume 0 143 706 0 0 0 176 952 0 0 1858 1094 Utilization Factor 0.00 0.07 0.20 0.00 0,00 0,00 O.IO 0,16 0.00 0.00 0.31 0.30 Critical Factors 0.20 0.00 O.IO 0.31 ICU Ratio = 0.71 LOS = C Turning Movements al Inlersection of: 1-5 Northbound Ramps and Palomar .Airport Road W e s t A P P r Time : 4:30 PM lo 5:30 PM Date: 7/18/00 Day : Tuesday Name : Vlad, Jose Totals 3128 Sub- totals 2000 1128 176 952 0 Siihtntak Total North Approach 0 0 0 North 1271 0 0 1-5 Northbound Ramps J i u t r 142 1 706 0 0 849 849 1271 1094 1858 0 0 Jkilal Subtotals Sub- totals 2952 1658 Totals 4610 Palomar .Airport Road E a s I A P P r South Approach Note : Left-turn volumes include U-turns. U-turns in bold. CITYOFCARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2000 INTERSECTION ANALYSIS SUMMARY Intersection Number: 51 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 I f:<::.i i IM< ,M ,C,K' ; i r-: City: Carlsbad Intersection of: N/S Street: 1-5 Southbound Ramp E/W Street: Poinsettia Lane VRPA TURNING MOVEMENT ANALYSIS File: lnt #51 Data Collected by : Jeff Page 1 of 3 Count Date: 8/9/00 Day : Wednesday Weather: Sunny Traffic Control: Signalized Soulh 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 Righl Peds Left U-Tm Thru Right Peds Left U-Tm Thru Right Peds Vehicles Peds 6:15 AM 0 0 0 0 0 13 0 0 5 0 0 0 21 23 0 61 0 43 0 1 166 1 6:30 AM 0 0 0 0 0 18 0 0 36 0 0 0 25 24 0 59 0 44 0 0 206 0 6:45 AM 0 0 0 0 0 28 0 0 3 0 0 0 24 19 0 123 0 57 0 0 254 0 7:00 AM 0 0 0 0 0 48 0 0 40 0 0 0 41 30 0 110 0 75 0 3 344 3 7:15 AM 0 0 0 0 0 42 0 1 35 0 0 0 49 22 0 107 0 73 0 1 329 1 7:30 AM 0 0 0 0 0 57 0 1 30 0 0 0 48 25 0 106 0 73 0 0 340 0 7:45 AM 0 0 0 0 0 80 0 0 41 0 0 0 54 22 0 77 0 98 0 0 372 0 8:00 AM • 0 0 0 0 0 72 0 0 30 0 0 0 68 27 0 105 0 135 0 0 437 0 8:15 AM * 0 0 0 0 0 57 0 0 37 0 0 0 48 24 0 130 0 84 0 0 380 0 8:30 AM • 0 0 0 0 0 46 0 0 44 0 0 0 58 24 0 110 0 72 0 0 354 0 8:45 AM * 0 0 0 0 0 65 0 1 35 0 0 0 75 30 0 117 n U 1 1 T 1 1 J A n w 436 0 9:00 AM 0 0 0 0 0 61 0 0 70 0 0 0 85 28 0 110 0 78 0 0 432 0 Max. 15 min. 0 0 0 0 0 80 0 1 70 0 0 0 85 30 0 130 0 135 0 3 437 3 Pk. Hr Vol. 0 0 0 0 0 240 0 1 146 0 0 0 249 105 0 462 0 404 0 0 1607 0 7:45 AM Peak Intersection Traffic in Pk. Hr. 1607 Peak Hr. Factor 0.92 8:45 AM Hour Intersection Pdstms in Pk. Hr. = 0 3:45 PM • 0 0 0 0 0 75 0 0 41 0 0 0 135 52 0 113 0 207 0 0 623 0 4:00 PM • 0 0 0 0 0 59 0 1 41 0 0 0 130 38 0 77 0 168 0 2 514 2 4:15 I'M • 0 0 0 0 0 59 0 1 30 0 0 0 120 34 2 60 0 155 0 0 459 2 4:30 PM • 0 0 0 0 0 86 0 1 38 0 0 0 145 41 2 94 0 152 0 0 557 2 4:45 PM 0 0 0 0 0 54 0 1 23 0 0 0 145 31 0 84 0 124 0 2 462 2 5:00 PM 0 0 0 0 1 69 0 1 37 0 0 0 156 39 3 70 0 122 0 0 494 4 5:15 PM 0 0 0 0 0 94 0 0 32 0 0 0 136 44 5 90 0 92 0 2 488 7 5:30 PM 0 0 0 0 0 71 0 0 42 0 0 0 151 52 1 97 0 158 0 1 571 2 5:45 PM 0 0 0 0 0 72 0 0 53 0 0 0 158 38 0 98 0 127 0 0 546 0 6:00 PM 0 0 0 0 0 53 0 1 55 0 0 0 147 37 2 79 0 98 0 2 470 4 6:15 PM 0 0 0 0 0 61 0 0 32 0 0 0 147 35 0 75 0 141 0 0 491 0 6:30 I'M 0 0 0 0 0 56 0 0 54 0 0 0 103 29 2 57 0 130 0 0 429 2 Max. 15 min. 0 0 0 0 1 94 0 1 55 0 0 0 158 52 5 113 0 207 0 2 623 7 Pk. Hr Vol. 0 0 0 0 0 279 0 3 150 0 0 0 530 165 4 344 0 682 0 2 2153 6 3:30 PM Peak Intersection Traffic in Pk. l lr. 2153 Peak 1 Ir. Factor 0.86 4:30 PM Hour Inlersection Pdstms in Pk. Hr = 6 1-5 Southbound Ramp at Poinsettia Lane Lane Configuration for Intersection Capacity Utilization Page 2 of3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:45 AM to 8:45 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 1 1 1 Conflg -(left) 2 1 I 1 1 urations 3 4 < I 1 1 1 Outside 3 6 7 Free-flow Lane Settings 0 0 0 2 0 I 0 2 I 2 2 0 Capacity 0 0 0 3600 0 1800 0 4000 1800 3600 4000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 0 0 0 240 I 146 0 249 105 462 404 0 Adjusted Hourly Volume 0 0 0 241 0 146 0 249 105 462 404 0 Utilization Faclor 0.00 0.00 0.00 0.07 0.00 0.08 0.00 0.06 0.06 0.13 0.10 0.00 Critical Factors 0.00 0.08 0.06 0.13 ICU Ratio 0.37 LOS A Tuming Movements at Intersection of: I-S Southbound Ramp and Poinsetfia Lane W e s t A P P r Time : 7:45 AM to 8:45 AM Date: 8/9/00 Day: Wednesday Name: Jeff Totals 904 Sub- totals 550 354 North Approach 0 249 105 Subtotals Total 146 387 1 i North 568 0 0 0 0 568 I-S Southbound Ramp 387 0 240 J i u *i t r 0 404 462 Total Siihtntals Sub- totals 866 489 Poinsettia Lane Tntak 1355 E a s t A P P r South Approach Note : Left-tum volumes include U-tums. U-mms in bold. 1-5 Southbound Ramp at Poinsettia Larie Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 3:30 PM to 4:30 PM Left Thru Right Left Thra Right Left Thra Right Left Thra Right Lane Inside 1 1 1 1 Config - (left) 2 1 1 1 1 urations 3 1 1 1 4 5 6 I Outside 7 Free-flow Lane Settings 0 0 0 2 0 I 0 2 1 2 2 0 Capacity 0 0 0 3600 0 1800 0 4000 1800 3600 4000 0 Are the North/South phases split (Y/N)? N Are the East/Wesl phases split (Y/N)? N Efficiency Lost Factor O.IO Hourly Volume 0 0 0 279 3 150 0 530 165 344 682 0 Adjusted Hourly Volume 0 0 0 282 0 150 0 530 165 344 682 0 Utilization Factor 0.00 0.00 0.00 0.08 0.00 0.08 0.00 0.13 0.09 0.10 0.17 0.00 Critical Factors 0.00 0.08 0.13 0.10 ICU Ratio = 0.41 LOS A Tuming Movements at Intersecfion of: 1-5 Southbound Ramp and Poinsettia Lane W e s t A P P r Time : 3:30 PM to 4:30 PM Date: 8/9/00 Day: Wednesday Name: Jeff Totals 1527 Sub- totals 832 695 North Approach 0 530 165 Siihtntak Total 432 3 North 512 0 0 0 0 512 I-S Southbound Ramp 432 0 279 150 3 279 J i L 1 t r 0 682 344 Tntal Subtotals Sub- totals 1026 809 Poinsettia Lane Totals 1835 E a s t A P P r South Approach Note : Left-tum volumes include U-tums. U-tums in bold. CITYOFCARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2000 INTERSECTION ANALYSIS SUMMARY Intersection Number: 52 Intersection Location: I-5/Poinsettia Lane Northbound Ramp Contents: Turn Movement Count Summary Page 1 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Turn Movement Diagram P.M. Peak Hour ICU Analysis and Turn Movement Diagram Page 2 Page 3 (*i-:<. -.1 I IM (. .'I .)(. ; 11-;;-. City: Carlsbad Intersection of: N/S Street: 1-5 Northbound Ramp E/W Street: Poinsettia Lane VRPA TURNING MOVEMENT ANALYSIS Page I of 3 File: Inl #52 Dala Collected by : Craig, Angela Count Date : 8/9/00 Day : Wednesday Weather: Sunny Traffic Control: Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Tm Thra Right Peds Left U-Tm Thra Right Peds Left U-Tm Tlira Right Peds Left U-Tm Thra Right Peds Vehicles Peds 6:15 AM 7 0 1 26 0 0 0 0 0 0 10 0 27 0 0 0 1 102 34 1 208 1 6:30 AM 26 0 0 37 0 0 0 0 0 0 8 0 31 0 0 0 0 109 37 1 248 1 6:45 AM 33 0 0 38 0 0 0 0 0 0 8 0 30 0 0 0 0 149 45 1 303 1 7:00 AM 49 0 0 106 0 0 0 0 0 0 28 0 98 0 0 0 0 137 53 5 471 5 7:15 AM 26 0 0 30 0 0 0 0 0 0 15 0 37 0 1 0 0 162 60 2 330 3 7:30 AM 42 0 1 59 0 0 0 0 0 0 29 0 74 0 0 0 0 174 74 1 453 1 7:45 AM 38 0 0 119 0 0 0 0 0 0 19 0 127 0 0 0 0 157 59 0 519 0 8:00 AM 60 0 0 73 0 0 0 0 0 0 18 0 88 0 2 0 0 204 98 4 541 6 8:15 AM * 59 0 0 75 0 0 0 0 0 0 22 1 88 0 0 0 0 194 77 2 516 2 8:30 AM * 35 0 0 90 0 0 0 0 0 0 25 1 100 0 0 0 0 181 66 1 498 1 8:45 AM • 59 0 2 47 0 0 0 0 0 0 21 0 83 0 0 0 0 213 79 0 504 0 9:00 AM * 67 0 0 79 0 0 0 0 0 0 45 0 102 0 0 0 0 202 74 0 569 0 Max. 15 min. 67 0 2 119 0 0 0 0 0 0 45 1 127 0 2 0 I 213 98 5 569 6 Pk. Hr. Vol. 220 0 2 291 0 0 0 0 0 0 113 2 373 0 0 0 0 790 296 3 2087 3 8:00 AM Peak Intersection Traffic in Pk. Hr. 2087 Peak Tir. Factor 0.92 9:00 AM Hour Intersection Pdstms in Pk. Hr. = 3 3:45 PM * 125 0 1 355 0 0 0 0 0 0 51 0 157 0 1 0 0 172 53 0 914 1 4:00 PM » 140 0 1 60 0 0 0 0 0 0 15 0 181 0 0 0 0 173 63 1 633 1 4:15 PM • 119 0 6 106 0 0 0 0 0 0 42 0 190 0 0 0 0 257 75 1 795 1 4:30 PM • 61 0 0 146 0 0 0 0 0 0 43 2 254 0 3 0 0 149 50 0 705 3 4:45 PM 63 0 0 95 0 0 0 0 0 0 34 0 156 0 0 0 0 185 54 0 587 0 5:00 PM 78 0 1 128 0 0 0 0 0 0 33 0 172 0 3 0 0 236 71 0 719 3 5:15 PM 33 0 0 121 0 0 0 0 0 0 31 0 192 0 4 0 0 211 36 2 624 6 5:30 PM 91 0 0 157 0 0 0 0 0 0 40 0 215 0 2 0 0 269 56 1 828 3 5:45 PM 53 0 0 118 0 0 0 0 0 0 26 0 186 0 0 0 0 175 52 1 610 1 6:00 PM 65 0 2 149 0 0 0 0 0 0 28 0 169 0 0 0 0 153 49 2 615 2 6:15 PM 66 0 3 138 0 0 0 0 0 0 33 0 173 0 . 2 0 0 202 36 0 651 2 6:30 PM 53 0 3 103 0 0 0 0 0 0 33 0 157 0 1 0 0 140 55 2 544 3 Max. 15 min. 140 0 6 355 0 0 0 0 0 0 51 2 254 0 4 0 0 269 75 2 914 6 Pk. Hr. Vol. 445 0 8 667 0 0 0 0 0 0 151 2 782 0 4 0 0 751 241 2 3047 6 3:30 PM Peak Intersecfion Traffic in Pk. Hr. 3047 Peak Hr. Factor 0.83 4:30 PM Hour Inlersection. Pdstms in Pk. Hr. = 6 1-5 Northbound Ramp at Poinsetfia Lane Lane Configuration for Intersection Capacity Utilization Page 2 of3 Pk. Hr. Time Period : Soulh Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 8:00 AM to 9:00 AM Left Thru Right Left Thra Right Left Thra Right Left Thru Right Lane Inside 1 1 1 1 1 Config - (left) 2 1 1 1 urations 3 1 1 I 4 5 6 I Outside 7 Free-flow Lane Settings 0 1 2 0 0 0 1 2 0 0 3 1 Capacity 0 2000 3600 0 0 0 1800 4000 0 0 6000 1800 Are the North/South phases split (Y/N)? N Are the East/Wesl phases split (Y/N)? N Efflciency Lost Factor O.IO Hourly Volume 220 2 291 0 0 0 115 373 0 0 790 296 Adjusted Hourly Volume 0 222 291 0 0 0 115 373 0 0 790 296 Utilization Factor 0.00 0.11 0.08 0.00 0.00 0.00 0.06 0.09 0.00 0.00 0.13 0.16 Critical Factors O.U 0.06 0.16 ICU Rafio = 0.43 LOS A Turning Movements at Intersection of: I-S Northbound Ramp and Poinsetfia Lane Time: 8:00 AM to 9:00 AM North Approach 1-5 Northbound Ramp Date : 8/9/00 Day : Wednesday 411 Total Name : Craig, Angela 0 411 Siihtntak w e s • t A P P r Totals 1500 Sub- totals 1012 488 J i L 115 373 0 North 296 790 0 ^ 1 r Sub- totals 1086 664 Subtotals Total 220 0 513 2 513 291 Poinsettia Lane Tntak 1750 E a s t A P P r South Approach Note : Left-tum volumes include U-tums. U-tums in bold. -5 Northbound Ramp af Poinsettia Lane Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr Time Period : South Appr (NB) , North Appr (SB) Wesl Appr (EB) East Appr (WB) 3:30 PM to 4:30 PM Left Thru Righl Left Thru Righl Left Thru Right Left Thru Right Lane Inside 1 1 1 1 1 Conflg -(left) 2 1 1 1 urations 3 4 < 1 1 1 1 Outside J 6 7 Free-flow Lane Settings 0 1 2 0 0 0 1 2 0 0 3 1 Capacity 0 Are the North/South phases split (Y/N)? Are the East/West phases split (Y/N)? Efficiency Lost Factor 0.10 Hourly Volume 445 Adjusted Hourly Volume 0 Utilization Faclor 0.00 Critical Factors 2000 3600 N N 0 1800 4000 0 8 453 667 667 153 153 782 782 0 6000 1800 751 751 241 241 0.23 0.19 0.00 0.00 0.00 0.09 0.20 0.00 0.00 0.13 0.13 0.23 0.09 0.13 ICU Ratio = 0.55 LOS Tuming Movements at Intersection of: I-S Northbound Ramp and Poinsettia Lane W e s t A P P r Time : 3:30 PM to 4:30 PM Date: 8/9/00 Day : Wednesday Name : Craig, Angela Totals 2133 Sub- totals 1198 935 North Approach 153 782 0 Siihtntak Total North 445 0 1120 8 1120 I-S Northbound Ramp 400 0 0 400 J i L 667 241 751 0 Total Subtotals Sub- totals 992 1449 Poinsettia Lane Totals 244! E a s t A P P South Approach Note : Left-tum volumes include U-tums. U-turns in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2000 INTERSECTION ANALYSIS SUMMARY Intersection Number: 53 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 I i':c: I I isjc>r.A"->Ci i i>:s^ City: Carlsbad Intersection of: N/S Street: 1-5 Southbound Ramp E/W Street: La Costa Avenue VRPA TURNING MOVEMENT ANALYSIS File : Int II 53 Data Collected by : Mike, Binh Page I of3 Count Date: 8/10/00 End of 15 min. prd. Day: Thursday Weather: Sunny South Approach (NB) Lefl U-Trn Thru Righl Peds 6:15 AM 0 0 0 0 0 39 6:30/VM 0 0 0 0 0 46 6:45 AM 0 0 0 0 0 64 7:00 AM 0 0 0 0 0 109 7:\5AM 0 0 0 0 0 81 7:30 AM 0 0 0 0 0 91 7:45 AM 0 0 0 0 0 III 8:00 AM • 0 0 0 0 0 148 8:I5/VM • 0 0 0 0 0 151 8:30/VM • 0 0 0 0 0 127 8:45 AM * 9 00 AM 0 0 0 0 0 0 0 0 0 0 156 Mnx. 15 min. t) 0 0 0 0 156 Pk. Hr. Vol. 0 0 0 0 0 582 North Appi oach (SB) Left U-Trn Thru Right Peds 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 3 4 4 2 0 22 25 27 46 35 80 89 97 102 94 88 82 0 0 0 0 0 0 0 0 0 0 0 0 Traffic Control: Signalized West Approach (EB) Left U-Trn Thru 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 39 43 59 66 74 70 114 96 71 87 111 72 22 28 28 13 25 27 20 16 25 19 29 30 0 0 0 0 0 0 0 0 0 0 0 0 East Approach (WB) Left U-Trn Thru Right Peds 131 III 180 142 151 131 IIO 105 101 108 113 126 0 0 0 0 0 0 0 0 0 0 27 20 54 40 38 74 63 88 91 88 96 86 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 15 min Total Vehicles Peds 280 274 413 416 404 473 507 553 545 527 595 507 0 0 0 0 0 0 0 0 0 0 0 0 4 13 102 381 114 365 30 89 180 427 96 363 7:45 AM Peak Intersection Traflic in Pk. Hr. 8:45 AM Hour Intersection Pdslrns in Pk. Hr. 2220 Peak Hr. Factor 0.93 3:45 PM 0 0 0 0 0 101 4:00 PM 0 0 0 0 0 55 4:15 PM 0 0 0 0 0 123 4:30 PM 0 0 0 0 0 91 4:45 PM * 0 0 0 0 0 75 5:00 I'M • (1 0 0 0 0 94 5:15 I'M * 0 0 0 0 0 loy 5:30 PM * 0 0 0 0 0 122 5:45 PM 0 0 0 0 0 61 6:00 PM 0 0 0 0 0 77 6:15 PM 0 0 0 0 0 86 6:30 PM 0 0 0 0 0 68 Max. 15 min. 0 0 0 0 0 123 Pk. Hr. Vol. 0 0 0 0 0 400 595 2220 0 1 39 0 0 0 103 25 0 133 0 68 0 0 470 0 0 1 43 1 0 (1 95 14 0 91 0 86 0 0 385 1 0 1 68 0 0 0 119 38 0 126 0 84 0 0 559 0 0 0 48 0 0 0 115 22 0 92 0 87 0 0 455 0 0 1 35 0 0 0 127 25 0 112 0 83 0 0 458 0 0 1) 39 1 (1 0 91 13 0 125 0 9(1 0 0 452 1 I) 0 41 1 0 0 113 21 0 145 0 89 0 0 518 1 0 1 38 1 0 0 114 29 0 150 0 108 0 0 562 1 0 0 44 0 0 0 58 15 0 135 0 82 0 0 395 0 0 0 39 0 0 0 150 32 0 131 0 86 0 0 515 0 0 0 38 I 0 0 105 14 0 121 0 99 0 0 463 1 0 0 35 0 0 0 20 5 0 106 0 53 0 0 287 0 0 1 68 1 0 0 150 38 0 150 0 108 0 0 562 1 0 2 153 3 0 0 445 88 0 532 0 370 0 0 1990 3 4:30 PM 5:30 PM Peak Inlersection Traffic in Pk. Hr. = 1990 1 lour Inlerseclion Pdslrns in Pk. Hr. = 3^ Peak Hr. Factor 0.89 1-5 Southbound Ramp af La Costa Avenue Lane Configuration for Intersection Capacity Utilization Page 2 of3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) Wesl Appr (EB) East Appr (WB) 7:45 AM to 8:45 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Righl Lane Inside I 1 1 1 Config-(left) 2 1 1 1 1 I urations 3 4 1 1 1 Outside J 6 7 Free-flow Lane Settings 0 0 0 2 0 1 0 2 0 2 2 0 Capacity 0 0 0 3600 0 1800 0 4000 0 3600 4000 0 Aie the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Faclor O.IO Hourly Volume 0 0 0 582 13 381 0 365 89 427 363 0 Adjusted Hourly Volume 0 0 0 595 0 381 0 454 0 427 363 0 Utilizafion Factor 0.00 0.00 0.00 0.17 0.01 0.21 0.00 0.11 0.00 0.12 0.09 0.00 Critical Factors 0.17 O.II 0.12 ICU Ralio -0.50 LOS = A Turning Movements at Intersection of: 1-5 Southbound Ramp and La Costa A> enue Time : 7:45 AM to 8:45/VM Date: 8/10/00 Day : Thursday Name : Mike, Binh North Approach 976 976 1-5 Southbound Ramp Tolal Siihtntals W e s I A P P r Totals 1198 Sub- tntak 744 454 0 0 365 89 Subtotals Total 381 13 582 J 1 u 529 North 0 0 0 0 529 ^ \ r 0 363 427 0 Sub- totals 790 947 La Costa Avenue Totals 1737 E a s t A P P South Approach Note : Left-lurn volumes include U-lurns. U-tums in bold. 1-5 Southbound Ramp at La Costa Avenue Lane Configuralion for Interseclion Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 4:30 PM to 5:30 PM Left Thru Right Left Thru Righl Left Thru Righl Left Thru Riaht Lane Inside 1 1 I Config-(left) ; 1 1 1 1 1 urations 3 4 1 I 1 J 6 Outside 7 Free-flow Lane Settings 0 0 0 2 0 1 0 2 ,0 2 2 0 Capacity 0 0 0 3600 0 1800 0 4000 0 3600 4000 0 Aie the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Faclor 0.10 Hourly Volume 0 0 0 400 2 153 0 445 88 532 370 0 Adjusted Hourly Volume 0 0 0 402 2 153 0 533 0 532 370 0 Utilization Faclor 0.00 0.00 0.00 0.11 0.00 0.09 0.00 0.13 0.00 0.15 0.09 0.00 Critical Factors 0.00 0.00 0.11 0.00 0.13 0.15 ICU Ralio = 0.49 LOS = A Turning Movements at Intersecfion of: I-S Southbound Ramp and La Costa .A\ enue W e s t A P P r Time : 4:30 PM to 5:30 PM Date: 8/10/00 Day : Thursday Name : Mike, Binh Totals 1056 Sub- totals 523 533 North Approach 0 445 88 Siihtntak Total 555 153 2 622 0 0 622 North 555 0 400 1-5 Southbound Ramp J i u n t r 0 370 532 0 Tntal Subtotals Sub- totals 902 845 La Costa Avenue Totals 1747 E a s I A P P r South Approach Note : Left-turn volumes include U-turns. U-turns in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2000 INTERSECTION ANALYSIS SUMMARY Intersection Number: 54 Intersection Location: I-5/La Costa Avenue Northbound Ramp Contents: Turn Movement Count Summary (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Turn Movement Diagram P.M. Peak Hour ICU Analysis and Turn Movement Diagram Page 1 Page 2 Page 3 I i';<. I 1 M< .11 :.<.-)<.; I v:^ City: Carlsbad Intersection of: N/S Street: 1-5 Northbound Ramp E/W Street: La Costa Avenue VRPA TURNING MOVEMENT ANALYSIS Page 1 of 3 File: lnt#54 Data Collected by : Mike, Corey, Angela Count Date: 8/10/00 Day: Thursday Weather: Sunny Traffic Control: Signalized South Approach (NB) Norlh 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 3 0 0 30 0 0 0 0 0 0 21 0 48 0 0 0 0 150 45 0 297 0 6:30 AM 6 0 0 47 0 0 0 0 0 0 21 0 66 0 0 0 0 148 45 0 333 0 6:45 AM 11 0 0 91 0 0 0 0 0 0 29 0 84 0 0 0 0 193 51 0 459 0 7:00 AM 7 0 0 105 0 0 0 0 0 0 27 0 146 0 0 0 0 210 67 0 562 0 7:15 AM 5 0 0 85 0 0 0 0 0 0 28 0 115 0 0 0 0 173 59 0 465 0 7:30 AM 17 0 0 119 0 0 0 0 0 0 25 1 138 0 0 0 0 194 88 0 582 0 7:45 AM 9 0 0 157 0 0 0 0 0 0 41 0 157 0 0 0 0 166 89 0 619 0 8:00 AM • 13 0 0 177 0 0 0 0 0 0 45 0 205 0 0 0 0 175 110 0 725 0 8:15AM * 15 0 0 79 0 0 0 0 0 0 25 0 178 0 0 0 0 180 104 1 581 1 8:30 AM * 8 0 0 119 0 0 0 0 0 0 43 0 180 0 0 0 0 180 74 0 604 0 8:45 AM * 7 0 0 99 0 0 0 0 0 0 51 0 202 0 0 0 0 205 86 0 650 0 9:00 AM 13 0 I 89 0 0 0 0 0 0 31 0 167 0 0 0 0 185 70 1 556 1 Max. 15 min. 17 0 1 177 0 0 0 0 0 0 51 1 205 0 0 0 0 210 110 1 725 1 Pk. Hr. Vol. 43 0 0 474 0 0 0 0 0 0 164 0 765 0 0 0 0 740 374 I 2560 I 7:45 AM Peak Inlersection Traffic in Pk. Hr. 2560 Peak Hr. Factor 0.88 8:45 AM Hour Intersection Pdstms in Pk. Hr. = 1 3:45 PM 19 0 0 104 0 0 0 0 0 0 44 0 151 0 0 0 0 149 104 0 571 0 4:00 PM 20 0 0 114 0 0 0 0 0 0 58 0 139 0 0 0 0 168 116 0 615 0 4:15 PM 19 0 0 111 0 0 0 0 0 0 38 0 163 0 0 0 0 186 142 0 659 0 4:30 PM 33 0 2 104 .0 , 0 0 0 0 0 42 0 170 0 0 0 0 189 137 0 677 0 4:45 PM 24 0 0 153 0 0 0 0 0 0 53 0 160 0 0 0 0 177 98 0 665 0 5:00 PM 34 0 0 122 0 0 0 0 0 0 38 0 151 0 0 0 0 184 100 0 629 0 5:15 PM • 20 0 1 179 0 0 0 0 0 0 36 1 175 0 0 0 0 178 103 1 693 1 5:30 PM * 37 0 0 124 0 0 0 0 0 0 17 1 178 0 0 0 0 230 108 0 695 0 5:45 PM * 28 0 1 152 0 0 0 0 0 0 40 2 157 0 0 0 0 214 88 0 682 0 6:00 PM • 33 0 2 138 0 0 0 0 0 0 29 0 167 0 0 0 0 181 107 0 657 0 6:15 PM 30 0 0 161 0 0 0 0 0 0 43 2 155 0 0 0 0 205 89 0 685 0 6:30 PM 20 0 0 136 0 0 0 0 0 0 38 0 137 0 0 0 0 124 61 0 516 0 Max. 15 min. 37 0 2 179 0 0 0 0 0 0 58 2 178 0 0 0 0 230 142 1 695 1 Pk. Hr. Vol. 118 0 4 593 0 0 0 0 0 0 122 4 677 0 0 0 0 803 406 1 2727 1 5:00 PM Peak Intersection Traffic in Pk. Hr. 2727 Peak Hr. Factor 0.98 6:00 PM Hour Intersection Pdstms in Pk. Hr. = 1 1-5 Northbound Ramp at La Costa Avenue Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:45 AM to 8:45 AM Left Thra Right Left Thra Righl Left Thru Righl Left Thra Right Lane Inside 1 1 1 1 1 Config-(left) 2 1 1 1 urations 3 1 1 1 4 5 6 I Outside 7 Free-flow Lane Settings 0 1 2 0 0 0 I 2 0 0 3 I Capacity 0 2000 3600 0 0 0 1800 4000 0 0 6000 1800 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor O.IO Hourly Volume 43 0 474 0 0 0 164 765 0 0 740 374 Adjusted Hourly Volume 0 43 474 0 0 0 164 765 0 0 740 374 Utilization Factor 0.00 0.02 0.13 0.00 0.00 0.00 0.09 0.19 0.00 0.00 0.12 0.21 Critical Factors 0.13 0.00 0.09 0.21 ICU Ratio = 0.53 LOS Tuming Movements al Intersection of: -5 Northbound Ramp and La Costa Avenue W e s t , A P P Time : 7:45 AM to 8:45 AM Date: 8/10/00 Day : Thursday Name : Mike, Corey, Angela North Approach Totals 1712 Sub- tntak 783 929 164 765 0 Subtotals Total North 43 0 517 0 , 517 1-5 Northbound Ramp 538 0 0 538 J i L n t r 474 374 740 0 Total Siihtntak Sub- totals 1114 1239 La Costa Avenue Tntak 2353 E a s t A P P r South Approach Note : Left-tum volumes include U-tums. U-tums in bold. I-S Northbound Ramp at La Costa Avenue Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : Soulh Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 5:00 PM lo 6:00 PM Left Thra Right Left Thru Right Left Thru Right Left Thra Right Lane Inside 1 1 1 1 1 Config - (left) : ) 1 1 1 urations 3 X 1 1 1 1 ( Outside 5 7 Free-flow Lane Settings 0 I 2 0 0 0 I 2 0 0 3 1 Capacity 0 2000 3600 0 0 0 1800 4000 0 0 6000 1800 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efflciency Lost Factor 0.10 Hourly Volume 118 4 593 0 0 0 126 677 0 0 803 406 Adjusted Hourly Volume 0 122 593 0 0 0 126 677 0 0 803 406 Utilization Factor 0.00 0.06 0.16 0.00 0.00 0.00 0.07 0.17 0.00 0.00 0.13 0.23 Critical Factors 0.16 0.00 0.07 0.23 ICU Ratio = 0.56 LOS A Tuming Movements at Intersection of: I-S Northbound Ramp and La Costa Avenue W e s f A P P Time : 5:00 PM to 6:00 PM Date: 8/10/00 Day : Thursday Name : Mike, Corey, Angela North Approach Totals 1728 Sub- totals 925 803 126 677 • 0 North Subtotals Total 118 4 . 0 0 715 715 I-S Northbound Ramp 532 0 0 J i U ^ 1 r 593 532 Tntal Subtotals Sub- totals 406 803 0 1209 1270 La Costa Avenue Totals 2479 E a s t A P P r South Approach Note : Left-tum volumes include U-tums. U-tums in bold.