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Home My WebLink About; 1999 Traffic Monitoring Program Carlsbad Part 1; 1999 Traffic Monitoring Program Carlsbad Part 1; 1999-01-01Qroivih Management ^Can Cily of Carlsbad California 1999 Traffic Monitonng Program HYepared^Jbr: City of Carlsbad 2075 La$ Palmas Drive Carlsbad, CA 92009 (760) 438-1161 TF'^C M \ tNJ( >f .t' K-. I KJS VRPA Technologies 9683 lierra Grande Jfreet, Suite 205 San Diego, CA 92126 (858) 566-1766 lABLt Of CONItNIS Page 1. Introduction 1-1 Project Overview 1-1 Annual Report Organization 1-3 2. Mid-Block Link Counts 2-1 3. Intersection Turn Movement Counts 3-1 4. Conclusions 4-1 Appendix A - Intersection Summary Appendix B - Mid-Block Summary LISI Of f IGURf S 1-1 Project Location Map 2-1 1999 Mid-Block Link Levels of Service 3-1 Intersection Location Map 3-2 1999 AM Peak Hour - Intersection Levels of Service 3-3 1999 PM Peak Hour - Intersection Levels of Service Page 1- 2 2- 2 3- 2 3-9 3-10 LISl Of lABLfS 2-1 Mid-Block Link Levels of Service 3-1 Intersection Capacity Utilization Analysis Summary Page 2- 3 3- 7 1. INTRODUCTION PROJECT OVERVIEW In attempts by cities across the country to manage growth within their communities. Growth Management Plans have been developed. An important part ofa Growth Management Plan is a Traffic Monitoring Program. The Traffic Monitoring Program entails the collection and analysis of data at critical mid-block link count locations and major intersections throughout the community. Typically, data requirements for Traffic Monitoring Programs include the average daily traffic volumes recorded at mid-block locations and peak hour tum movement counts at major signalized and unsignalized intersections. The field data is then reduced and capacity analysis is performed based on existing geometries and lane configurations. The analysis of intersections and mid-block locations enables the jurisdiction to identify potential capacity problem areas where unacceptable operations exist. This information is intended to assist the City of Carlsbad in assessing future development adjacent to these problem locations where capacity deficiencies currently exist and the mitigation measures that may be required to eliminate the deficiency. This report documents the eleventh year's results of the Growth Management Plan Traffic Monitoring Program for the City of Carlsbad. The City of Carlsbad identified fifty-three (53) key intersections and twenty-seven (27) key mid-block locations for analysis. Similar efforts occurred during 1989, 1990, 1991, 1992, 1993, 1994, 1995, 1996, 1997, and 1998 during June, July, August, and/or September that provided a basis for comparison. The City of Carlsbad is a coastal community located in Southem California, 35 miles north of San Diego, and the current population is approximately 78,000. 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 locations evaluated in this year's Traffic Monitoring Program. 1-1 PROJECT LOCATION MAP Figure 1 -1 Legend: Count Locations O Intersection Count Location HI Mid-Block Count Location 1-2 :i I r«j< JI .< >< i 1 ANNUAL REPORT ORGANIZATION VRPA Technologies (VRPA), collected data during the Summer of 1999 at requested mid-block locations and intersections within and adjacent to the City of Carlsbad. The results ofthis 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 ofthe 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 1999 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 resuhs 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-three (53) key intersections to be analyzed. AM (6:00 to 9:00 AM) and PM (3:30 to 6:30 PM) peak period tum movement volumes were collected at each project intersection. The data was reduced to identify the peak hour tum movement volumes and approach delays, and this information was then analyzed using the Intersection Capacity Utilization (ICU) method for signalized intersections. Procedures outlined in the 1997 Highway Capacity Manual, Chapter 10, were used to analyze unsignalized all-way stop-controlled intersections. The resuhs 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 assumed 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 1999 levels of service during the peak hour. Table 2-1 summarizes and compares the Summer 1999 mid-block Hnk analysis with data fi-om 1995. 1996, 1997, and 1998. After the analysis was completed for the mid-block links, no locations were identified as operating at LOS D, E or F. However, one (1) location was found to operate at LOS C. Rancho Santa Fe Road between Questhaven Road and Cadencia Street was found to operate at LOS C with a v/c ratio of 0.72. Traffic levels on this street segment have been steadily increasing, but this is the first year that this link has operated beyond LOS B. The remaining mid-block links operated at LOS A or B for the Summer 1999 count program. The location ofthe high volume link along with the corresponding level of service is listed below: Location No. Location 1995 Summer LQS 1996 Summer LOS 1997 Summer LOS 1998 Summer LOS 1999 Summer LOS 10 Rancho Santa Fe Rd. A A A B C Rd. and Cadencia St 2-1 1999 MID-BLOCK LINK LEVELS OF SERVICE Figure 2-1 Legend: Mid-Block Count Location and Location Number • LOSABorC • LOSD ED LOSE • LOSF 2-2 Table 2-1 CITY OF CARLSBAD Mm-BLOCK LINK LEVELS OF SERVICE ANALYSIS SUMMARY Location Number Segment Segment Location to I Ul 1 El Camino Real Plaza Drive and Marron Road 2 El Cainino Real Tamarack Avenue and Kelly Drive 3 Carlsbad Village Dr. Pontiac Drive and Victoria Avenue 4 El Camino Real Faraday Avenue and Palomar Airport Road 5 Palomar Airport Rd. Paseo del Norte and Armada Drive 6 Carlsbad Blvd. State Street and Mountain View Drive 7 Carlsbad Blvd.; Cannon Road and Cerezo Drive 8 Carlsbad Blvd. Island Way and Poinsettia Lane 9 Rancho Santa Fe Rd. Melrose Drive and La Costa Meadows Drive 10 Rancho Santa Fe Rd. Questhaven Road and Cadencia Street 11 Rancho SanU Fe Rd. Olivenhain Road and Avenida La Posta/Calle Acervo 12 El Camino Real Arenal Road and Costa Del Mar Road 13 Carlsbad Blvd. Poinsettia Lane and La Costa Avenue 14 Poinsettia Ln. ' Paseo del Norte and Batiquitos EMve 15 Alga Rd. Corintia Slreet and El Fuerte Slreet 16 Paseo Del Norte Palomar Airport Road and Car Country Drive 17 La Costa Ave. Romeria Slreel and Cadencia Slreet 18 El Camino Real Camino Vida Roble and Cassia Road 19 Tamarack Ave. El Camino Real and La Portalada Drive 20 Paseo Del Norte Camino del Parque (North) and Palomar Airport Road 21 El Camino Real Levante Streel and Calle Barcelona 22 Palomar Airport Rd. El Camino Real and El Fuerle Slreel 23 Palomar Airport Rd. Melrose Drive and Business Park Drive 24 Palomar Airport Rd. Yarrow Drive and El Cainino Real 25 College Blvd. Aston Avenue and Palomar Airport Road 26 La Costa Ave. Piraeus Slreet and Saxony Road 27 El Camino Real La Cosla Avenue and Levante Slreet Summer 199S Summer 1996 Summer 1997 Summer 1998 Summer 1999 ADT Peak LOS ADT Peak LOS ADT Peak LOS ADT Peak LOS ADT Peak LOS 31,580 A 32,345 A 33,220 A 36,321 A 35.815 A 22,730 A 23,945 A 26,615 A 27,474 A 30.254 A 5,075 A 5,180 A 5,245 A 5,479 A 8.184 A 25,150 A 26,475 A 29,445 A 30,996 A 31.674 A 42,895 A 52,811 A ' 53,202 A 14,285 A 13,250 A 12,910 A 15,133 A 15,480 A 14,715 A 15,065 A 14,515 A 16,832 A . 18,784 A 13.505 A 12,200 A 15,470 A 14,714 A 16,084 A 23,290 B 23,560 A 23,330 A 25,486 A 26,167 A 19,755 A 20,500 A 20,995 A 22,448 B 25,126 C 11,520 A 11,305 A 11,785 A 11.538 A 14,191 A 30,450 A 30,715 A 32,565 A 34,199 A 35,532 A 15,010 A 12,175 A 14,870 A 14,970 A 16,492 A 12,590 A 15,105 A 18,800 A 21,476 A 20,381 A 7,870 A 7,860 A 8,165 A 9,014 A 8,988 A 6,140 A 6,185 A 16,086* A 15,155 A 11,395 A 11,280 A 11,370 A 12,231 A 11,884 A 23,415 A 25,150 A 28,070 A 28,486 A 28,568 A 7,075 A 7,045 A 7,270 A 7,302 A 8,280 A 8,185 A 8,100 A 8,670 A 8,405 A 8,999 A 24,770 A 25,905 A 30,220 A 33,995 A 35,148 A 36,220 A 37,610 B 41,450 B 46,508 C 45,343 B 34,615 B 37,925 C 40,545 D 45,510 D 46.485 A 22,625 A 24,395 A 26,630 A 30,858 A 29.545 A 10,205 A 11,410 A 12,680 A 14.386 A 14,398 A 31,455 C 30,540 C 30,575 C 32.266 A 25,185 A 26,505 A 30,415 A 33,813 A' 33.686 A • Incrtan iit to ntw dttnlopmml, chantt In coun; localion or a comblnallon i^Ottn fatlort. Twenty-six (26) ofthe mid-block locations for this 1999 report were previously analyzed in the 1998 report. Of these twenty-six (26) locations, eighteen (18) link count stations experienced an increase in ADT from the previous count period. The increases ranged from less than one (1) percent to forty-nine (49) percent with an average increase of nine (9) percent. The other eight (8) sites showed a decrease in the recorded ADT volumes from the previous count period. The decreases ranged from less than one (1) percent to six (6) percent with an average decrease of three (3) percent. Based on the twenty-six (26) comparative locations, overall traffic volumes have increased by three (3) percent during the last year. This is less than the previous year when the annual growth rate averaged eight (8) percent Although traffic grew at a significant pace between 1998 and 1999, street improvements have been made during this time period and only one mid-block link was 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 ofthe number of through lanes provided on major street segments, roadway conditions in an urban setting are often determined by the operations at major intersections. Chapter 3 provides a description of intersection operations in Carlsbad in the Summer 1999 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 ofthe entire circulation system. 2-4 3. INTERSECTION TURN MOVEMENT COUNTS Intersection tum movement counts were conducted at fifty-three (53) 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 from each three-hour period was subdivided into fifteen-minute intervals, and vehicle tuming movement counts were summarized during each interval. This assured that the peak hour would be clearly identified for both the AM and PM peak periods. All counts were conducted during the middle of the week (either Tuesday, Wednesday, or Thursday) and the actual count day(s) and date(s) are shown in the Appendix. To aid in the reduction of the field data, 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-two (52) of the fifty-three (53) intersections. ICU calculations were performed based on the following lane group capacities: Lane Grouo Capacity Thru Lanes 2000 vehicles per hour green per lane Tum Lanes 1800 vehicles per hour green per lane Dual Tum Lanes 1620 vehicles per hour green per lane These lane group capacities were based on field studies conducted during the 1991 Traffic Monitoring Program. 3-1 Acervo INTERSECTION LOCATION MAP Figure 3-1 Legend: Count Locations O Intersection Count Location XX Intersection Count Number 3-2 ^]R]p*A The 1999 intersection ICU was correlated to the level of service for the fifty-two (52) 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 resuhs ofthe ICU procedure should be used with the knowledge that the procedure may report better results than are actually achieved. For certain types of analyses, it may be desirable to utilize intersection capacity procedures more detailed than the ICU procedure that are designed to analyze systems of signalized intersections. 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 published in the 1997 Highwav Capacitv Manual as described below. In previous years, unsignalized minor-street stop-controlled intersections were included in the Traffic Monitoring Program. Minor-street stop-controlled intersections were analyzed using the Highway Capacity Manual using LOS criteria summarized in the following table: 3-3 UNSIGNALIZED INTERSECTIONS LEVEL OF SERVICE CRITERIA DelavA^ehicle fsec^ 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 ofthe 1999 count program: • Recurring traffic congestion and incidents along Interstate Highway 5 have made it increasingly difficuh to collect tuming movement count data that is representative ofa typical day. As a result of incidents on the freeway, some of this year's Uiming movement counts were collected on separate days for the AM peak period and the PM peak period. While it is desirable to count both peak periods in the same day, it is considered far more important to collect counts that are free from incidents and representative of a typical summer day. • 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 1999 conditions, the constmction activity made it impossible to collect a count that would be typical of normal traffic conditions. The resuhs should be used with judgement. Depending on the use of the count, the City may consider it appropriate to use the 1998 count of this intersection as a more representative count of typical conditions. After analyzing the resuhs of the Summer 1999 count season, six (6) intersections were identified as operating at Level of Service D, E or F during the AM or PM peak hours. Each of these locations was then further analyzed to determine the Level of Service during each 15-minute interval of the peak hour. All six (6) intersections were signalized. The signalized intersections were analyzed by assuming a peak hour factor of 1.00 for each 15- minute period s volumes. ICU ratios and Levels of Service were then calculated from the resuUing hourly volumes. As a resuh of this analysis, the intersection of Rancho Santa Fe Road and Melrose Drive was found to operate at Level of Service E or F for all four fifteen minute periods ofthe AM peak hour. The intersection of Palomar Airport Road and El Camino Real was found to operate at Level of Service F for all four fifteen minute periods ofthe AM peak hour. 3-4 The ICU and LOS for the Summer count seasons of 1995, 1996, 1997, 1998, and 1999 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 operafions at each of the six (6) intersections identified as operating at or below LOS D follows: El Camino Real and Palomar Airport Road This intersection has experienced continuing traffic growth since improvements were completed along Palomar Airport Road. A capacity resuh of LOS F and a v/c ratio of 1.07 was calculated in the AM peak hour. A capacity resuh of LOS E and a v/c ratio of 0.97 was calculated in the PM peak hour. As mentioned above, constmction activity was present during the entire Summer 1999 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 tum 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 fourth straight year. The 1999 AM peak period LOS is C and the ICU ratio is 0.78. The PM peak period LOS is D and the ICU ratio is 0.81. Although the traffic situation is an improvement over 1998 conditions, further improvement is likely to be achieved by adding a third eastbound through lane, which is proposed to commence in 2000. Carlsbad Boulevard and Cannon Road This intersection experienced LOS D operations in the PM peak hour with an ICU ratio of 0.88. This is nearly the same resuh as in the 1998 count program. It is believed that a significant amount of the traffic at this intersection is caused by traffic diverting from northbound Interstate 5 to northbound Carisbad Boulevard. This appears to be a recurring situation, since h was discovered in last year's analysis. 3-5 Rancho Santa Fe Road and Melrose Drive This intersection experienced operating conditions beyond LOS C for the second year in a row. The AM peak hour experienced LOS F operations with ah ICU ratio of 1 02 and the PM peak hour experienced LOS C with an ICU ratio of 0.78. This situation could be best improved by the addition of a second southbound through lane. El Camino Real and La Costa Avenue This intersection experienced operating conditions beyond LOS C for the second year in a row. In the PM peak hour, the ICU ratio is 0.86 and the level of service is LOS D. Constmction on La Costa Avenue west of El Camino Real may have created atypical traffic pattems during the course ofthe 1999 count period. Monitoring of this intersection after the constmction activity has concluded, is recommended before any improvements are recommened. JefTerson Street and Marron Road This intersection was counted for the first time in 1999. It experienced a v/c of 0.81 and LOS D in the PM peak hour and a v/c of 0.32 and LOS A in the AM peak hour. The difference in traffic operations between the AM and PM peak hours is due to the presence of shopping-related traffic in the area, which is more prevalent in the PM peak hour than the AM peak hour. The LOS D condition in the PM peak hour is caused primarily by a heavy eastbound left tum moverment that occurs in a single lane. Improvement could be achieved by widening this approach to develop a second eastbound left tum lane. However, because the intersection v/c of 0.81 is very close to LOS C, it may be desirable to monitor the situation to see if LOS D operations occur in the future. 3-6 Table 3-1 INTERSECTION CAPACITY UTILIZATION ANALYSIS SUMMARY SUMMER I99S PEAK HOUR SUMMER 19% PEAK HOUR SUMMER 1997 PEAK HOUR SUMMER 1998 PEAK HOUR AM PM AM PM AM PM AM PM SUMMER 1999 PEAK HOUR Coiull * Coimt latcriccllOD/Locallon ICU R»tlo LOS ICU Ralio 1X>S ICU lUiio LOS ICU Rado LOS ICU Ratio LOS ICU Ratio LOS ICU Rado LOS ICU Raila LOS ICU Ratio LOS ici; Rado LOS 1. HI Camino Real & Plaza Drive 0.38 A 0.75 C 0.38 A 0.72 C 2. El Camino Real & Marron Road 0.41 A 0.71 C 0.40 A 0.57 A 3. El Camino Real & Hosp Way 0.40 A 0.44 A 0.40 A 0.43 A 4. El Camlno Real & Carlsbad Village Drive 0.48 A 0.47 A 0.54 A 0.68 B 0.52 A 0.63 B 0.50 A 0.64 B 0.56 A 0.61 B 5. El Camino Real & Tamarack Avenue 0.59 A 0.58 A 0.59 A 0.60 A 0.66 B 0.77 C 0.56 A 0.60 A 0.74 C 0.63 B 6. El Camino Real & College Boulevard 0.41 A 0.50 A 0.44 A 0.54 A 0.47 A 0.66 B 0.46 A 0.63 B 0.51 A 0.61 B 7. El Camino Real & Faraday Avenue 0.55 A 0.77 C 0.68 B 0.84 D 0.66 B 0.96 E 0.44 A 0.74 C 0.67 B 0.71 C 8. El Camino Real & Dove Lane 0.39 A 0.50 A 0.35 A 0.57 A 9. Palomar Airport Road & Avenida Encinas 0.49 A 0.75 C 0.54 A 0.69 B 0.52 A 0.74 C 0.49 A 0.65 B 0.50 A 0.69 B 10. Palomar Airport Road & Armada Drive / Costco Entrance 0.62 B 0.68 B 0.57 A 0.65 B tl. Palomar Airport Road & College Boulevard/Aviara Parkway 0.48 A 0.61 B 0.63 B 0,82 D 0.61 B 0.72 C 0.57 A 0.74 C 0.64 B 0.73 C 12. Palomar Airport Road & El Fuerte Street 0.75 C 0.79 C 0.88 D 1.06 F 0.97 E 1.01 F 0.83 D 0.93 E 0.78 C 0.81 D 13. Rancho Santa Fe Road & Melrose Drive 0.86 D 0.80 C 0.87 D 0.66 B 0.82 D 0.69 B 1.02 F 0.81 D 1.02 F 0.78 C 14. Rancho Santa Fe Road & La Costa Meadows Drive •* A «* A 0.58 A 0.66 B 0.61 B 0.69 B 0.64 B 0.72 C 0.61 B 0.74 C 15. Rancho Santa Fe Road & Questhaven Road •* A «* A A ** A • * A «« A A • * A 0.68 B 0.74 C 16. Rancho Sanla Fe Road & Olivenhain Road/Camino Alvaro 0.51 A 0.44 A 0.49 A 0.43 A 0.47 A 0.47 A 0.53 A 0.52 A 0.54 A 0.55 A 17. Rancho Santa Fe Road & La Costa Avenue 0.58 A 0.58 A 0.60 A 0.56 A 0.56 A 0.58 A 0.55 A 0.61 B 0.58 A 0.65 B 18. PoinseUia Lane & Avenida Encinas 0.32 A 0.56 A 0.33 A 0.42 A 0.35 A 0.43 A 0.38 A 0.52 A 0.31 A 0.47 A 19. Poinsettia Lane & Batiquitos Drive • * A *« B «• B C 0.39 A 0.39 A 0.39 A 0.49 A 0.41 A 0.47 A 20. PoinseUia Lane & Paseo Del Norte 0.38 A 0.37 A 0.44 A 0.40 A 0.47 A 0.50 A 0.50 A 0.52 A 0.57 A 0.59 A 21. Alga Road & Melrose Drive 0.43 A 0.45 A 22. Alga Road & El Fuerte Street «** C +«* B 0.39 A 0.28 A 0.25 A 0.34 A 0.35 A 0.30 A 0.38 A 0.36 A 23. Monroe Street & Marron Road 0.30 A 0.48 A 0.26 A 0.52 A 24. JefTerson Street & Marron Road 0.32 A 0.81 D ** ICU ratio nol applicable lo ihil unjignalted localion. *** Jnuratclion Mitu found lo be out qfroagt of lhe HCM procedures, previoui TRB procedures were used. Table 3-1 (Continued) INTERSECTION CAPACITY UTILIZATION ANALYSIS SUMMARY SUMMER 1995 PEAK HOUR SUMMER I99« PEAK HOUR SUMMER 1997 PEAK HOUR SUMMER 1998 PEAK HOUR SUMMER 1999 PEAK HOUR CO 00 AM PM AM PM AM PM AM PM AM PM Couol # Count iDtcrMctlon/LocatloD ICU Ratio LOS ICU Rado LOS ICU Rado LOS ICU RaUo LOS ICU Rado LOS ICU Rado LOS ICU RaUo LOS ICU Rado LOS ICU RaUo LOS ICU Rado LOS 25. El Camino Real & Levante Street 0.42 A 0.56 A 0.36 A 0.53 A 0.39 A 0.64 B 0.38 A 0.50 A 0.44 A 0,51 A 26. Carlsbad Village Drive & State Street 0.22 A 0.40 A 0.28 A 0.42 A 0.22 A 0.40 A 0.25 A 0.40 A 0.23 A 0.37 A 27. Carlsbad Village Drive & Roosevelt Street 0.27 A 0.41 A 0.29 A 0.41 A 0.27 A 0.49 A 28. Carlsbad Village Drive & Madison Su-eet 0.25 A 0.39 A 0.26 A 0.39 A 29. Carlsbad Village Drive & JefTerson Street 0.27 A 0.46 A 0.29 A 0.48 A 0.30 A 0.46 A 0.29 A 0.50 A 0.30 A 0.44 A 30. Carlsbad Village Drive & Harding Street 0.32 A 0.53 A 0.37 A 0.53 A 0.34 A 0.55 A 0.35 A 0.59 A 0.38 A 0.53 A 31. l-S/Carlsbad Village Drive Southbound Ramps 0.50 A 0.60 A 0.52 A 0.67 B 0.51 A 0.69 B 0.59 A 0,75 C 0.55 A 0.72 C 32. l-5/Carlsbad Village Drive Northbound Ramps 0.49 A 0.67 B 0.50 A 0.81 D 0.53 A 0.67 B 0.49 A 0.68 B 0.55 A 0.67 B 33. Carlsbad Boulevard & Carlsbad Village Drive 0.31 A 0.56 A 0.31 A 0.54 A 0.30 A 0.51 A 0.34 A 0.62 B 0.35 A 0.67 B 34. Carlsbad Boulevard & Tamarack Avenue 0.30 A 0.48 A 0.33 A 0.53 A 0.34 A 0.52 A 0.36 A 0.66 B 0.33 A 0.55 A 35. Carlsbad Boulevard & Poinsettia Lane 0.34 A 0.49 A 0.28 A 0.46 A 0.29 A 0.48 A 0.29 A 0.50 A 0.25 A 0.41 A 36. Carlsbad Boulevard & Cannon Road 0.36 A 0.64 B 0.39 A 0.89 D 0.40 A 0.88 D 37. Tamarack Avenue & Carlsbad Village Drive *• B *• A *«* B • 00 B • •• C *** C *• A •* A *« A •« A 38. 1-5/Tamarack Avenue Southbound Ramps 0.61 B 0.43 A 0.63 B 0.49 A 0.56 A 0.43 A 0.58 A 0.46 A 0.58 A 0.40 A 39. 1-5/Tamarack Avenue Noithbound Ramps 0.44 A 0.63 B 0.44 A 0.71 C 0.48 A 0.64 B 0.49 A 0.60 A 0.48 A 0.62 B 40. I-5/Poinsettia Lane Southbound Ramps 0.28 A 0.32 A 0.38 A 0.50 A 0.42 A 0.51 A 0.40 A 0.55 A 0.42 A 0.57 A 41. l-5/PoinseUia Lane Noithbound Ramps 0.30 A 0.33 A 0.39 A 0.41 A 0.40 A 0.48 A 0.43 A 0.50 A 0.47 A 0.64 B 42. 1-5/Cannon Road Southbound Ramps «• D ** A • * D • « A • * D *• A 0.41 A 0.39 A 43. 1-5/Cannan Road Northbound Ramps *« A «* C A ** C • * A • « A 0.39 A 0.76 C 44. 1-5/La Costa Avenue Southbound Ramps *• B ** C 0.48 A 0.53 A 0.59 A 0.60 A 0.55 A 0.52 A 45. 1-5/La Costa Avenue Noithbound Ramps • * A ** C 0.46 A 0.51 A 0.57 A 0.62 B 0.55 A 0.63 B 46. Palomar Airport Road & Paseo Del Norte 0.60 A 0.62 B 0.60 A 0.70 B 0.66 B 0.69 B 0.68 B 0.72 C 0.72 C 0,71 C 47. I-5/Palomar Airport Road Southbound Ramps 0.48 A 0.40 A 0.50 A 0.46 A 0.51 A 0.38 A 0,51 A 0.45 A 0.54 A 0,74 c 48. l-5/Palomar Airport Road Northbound Ramps 0.70 B 1.00 E 0.85 D 1.46 F 0.73 C 0.97 E 0.76 C 0.90 D 0.79 C 0.72 C 49. El Camino Real & Alga Road/Aviara Parkway 0.51 A 0.69 B 0.49 A 0.63 B 0.49 A 0.72 C 0.45 A 0.71 C 0.47 A 0.69 B 50. El Camino Real & La Costa Avenue 0.75 C 0.85 D 0.77 C 0.74 C 0.65 B 0.72 C 0.76 C 0.92 E 0.70 B 0.86 D 51. El Camino Real & Palomar Aiiport Road 0.63 B 0.81 D 0.63 B 0.78 C 0.64 B o:84 b 0.94 E 0.98 E 1.07 F 0.97 E 52. El Camino Real & Camino Vida Roble 0.53 A 0.53 A 0.53 A 0.54 A 0.51 A 0.58 A 0.62 B 0.69 B 0.50 A 0.58 A 53. Palomar Airport Road & Camino Vida Roble 0.53 A 0.66 B 0.54 A 0.62 B 0.53 A 0.64 B 0.52 A 0.59 A 0.55 A 0.64 B * * ICU ralio not applicable lo this unsignalted localion. ••• Inuriecliott wtu found lo be oul of range of lhe new HCM proceUures, previous TRB procedures were used Olivenhain -a 1 Road 2 " / S / a! lis Acervo 1999 AM PEAK HOUR INTERSECTION LEVELS OF SERVICE Figure 3-2 Legend: XX Intersection Count Locations # LOS A,B or C O LOS D O LOS E 3-9 LOS F Acervo 1999 PM PEAK HOUR INTERSECTION LEVELS OF SERVICE Figure 3-3 Legend: XX Intersection Count Locations # LOSABorC O LOSD O LOSE LOS F 3-10 4. CONCLUSIONS The scope of work for this project was developed to allow the City of Carlsbad to monitor grovrth at several intersections and mid-block locations that have been studied since 1989, as well as monitor new locations. Fifty-one (51) of the fifty-three (53) intersections and all twenty-six (26) ofthe twenty-seven (27) mid-block locations have been studied in previous Traffic Monitoring reports. The resuhs ofthe mid-block link counts indicate that overall traffic has increased by an average of three (3) percent from last year. One segment of Rancho Santa Fe Road is operating the peak hour. All other roadways are operating at LOS A or B. at LOS C during The information contained in Chapter 3 identifies six (6) critical intersections from the fifty- three (53) study locations. The intersection of Rancho Santa Fe Road and Mekose Drive operates at LOS F in the AM peak hour. One (1) location, the intersection El Camino Real and {Palomar Airport Road, experienced LOS F conditions in the AM peak hour and LOS E in the PM peak hour. LOS D traffic conditions were indicated in the PM peak hour at the intersections of Carlsbad Boulevard and Cannon Road, Palomar Airport Road and El Fuerte Street, El Camino Real and La Costa Avenue and Jefferson Street and Marron Road. 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 intersectibns may require periodic monitoring and additional geometric analysis. In conclusion, this report was developed for the City of Carlsbad as the eleventh annual Traffic Monitoring Program for the Growth Management Plan. Critical intersections have been identified and potential mitigation measures have been discussed. The intent ofthis 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 condhions in specific areas of the City and to identify critical locations that warrant close attention in the future. The City may utilize the conclusions ofthis report to aid in future scope of work for additional traffic monitoring. 4-1 the creation of a APPENDIX A INTERSECTION SUMMARY INTERSECTION TURN MOVEMENT COUNTS Fifty-three (53) 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, August, and September of 1999. The AM peak period was from 6:00 to 9:00 AM, and the PM peak period was from 3:30 to 6:30 PM It consisted of tum movement counts for each approach for all fifty- three (53) intersections. Pedestrian and U-tura 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 Highway Capacity Manual). Table A-2 summarizes the resuhs of this initial ICU or HCM analysis. The table presents calculated Levels of Service for all fifty-three (53) intersections during the AM and PM peak hours. When reviewing the reduced intersection data within the following appendix, it should be noted that pedestrian flow for a given vehicular approach is the flow in the crosswalk interfering with right turns from the approach. Thus, for a westbound approach, the pedestrian flow in the north crosswalk would be used; for an eastbound approach, the south-crosswalk flow; for a northbound approach, the east- crosswalk flow; and for a southbound approach, the west-crosswalk flow. Acervo INTERSECTION LOCATION MAP Figure A-1 Legend: Count Locations O Intersection Count Location XX Intersection Count Number Table A-1 COUNT DATE SUMMARY SHEET 1999 TRAFFIC MONITORING PROGRAM Location Number Count Intersection/Location Count Day (s) Count Date 1. El Camino Real & Plaza Drive Thurs. 8/12 2. El Camino Real &. Marron Road Thurs. 8/12 3. El Camino Real & Hosp Way Thurs. 8/12 4. El Camino Real & Carlsbad Village Drive Wed. 7/14 5. El Camino Real & Tamarack Avenue Wed. 7/14 6. El Camino Real & College Boulevard Wed. 7/14 7. El Camino Real & Faraday Avenue Thurs. 7/15 8. El Camino Real & Dove Lane Tues. 8/17 9. Palomar Airport Road &. Avenida Encinas Thurs. 7/15 10. Palomar Airport Road & Armada Drive / Costco Entrance Tues. 7/20 11. Palomar Airport Road & College Boulevard / Aviara Parkway Tues. 7/20 12. Palomar Airport Road &. El Fuerte Street Tues. 7/20 13. Rancho Santa Fe Road & Melrose Drive Tues. 8/10 14. Rancho Santa Fe Road &. La Costa Meadows Drive Wed. 7/21 15 Rancho Santa Fe Road & Questhaven Road Wed. 7/21 16. Rancho Santa Fe Road &. Olivenhain Road / Camino Alvaro Thurs. 7/22 17. Rancho Santa Fe Road & La Costa Avenue Thurs. 7/22 18. Poinsettia Lane & Avenida Encinas Thurs. 7/22 19. Poinsettia Lane & Batiquitos Drive Tues. 7/27 20. Poinsettia Lane & Paseo Del Norte Tues. 7/27 21. Alga Road & Melrose Drive Tues. 7/27 22. Alga Road &. El Fuerte Street Tues. 7/27 23. Monroe Street & Marron Road Wed. 7/28 24. Jefferson Street &. Marron Road Wed. 7/28 25. El Camino Real & Levante Street Wed. 7/28 Table A-1 (Continued) COUNT DATE SUMMARY SHEET 1999 TRAFFIC MONITORING PROGRAM Location Number Count Intersection/Location Count Day (s) Count Date (s) 26. Carlsbad Village Drive & State Street Wed. 7/28 27. Carlsbad Village Drive & Roosevelt Street Thurs. 7/29 28. Carlsbad Village Drive & Madison Street Thurs. 7/29 29. Carlsbad Village Drive &. Jefferson Street Thurs. 7/29 30. Carlsbad Village Drive & Harding Street Thurs. 7/29 31. I-5/Carlsbad Village Drive Southbound Ramps Tues. 8/3 32. I-5/Carlsbad Village Drive Northbound Ramps Tues. 8/3 33. Carlsbad Boulevard & Carlsbad Village Drive Tues. 8/3 34. Carlsbad Boulevard & Tamarack Avenue Wed. 8/4 35. Carlsbad Boulevard 8c Poinsettia Lane Wed. 8/4 36. Carlsbad Boulevard & Cannon Road Wed. 8/4 37. Tamarack Avenue & Carlsbad Village Drive Tues. 8/17 38. I-5/Tamarack Avenue Southbound Ramps Thurs. 8/5 39. I-5/Tamarack Avenue Northbound Ramps Thurs. 8/5 40. I-5/Poinsettia Lane Southbound Ramps Thurs. 8/5 41. I-5/Poinsettia Lane Northbound Ramps Thurs. 8/5 42.* I-5/Cannon Road Southbound Ramps Tues., Wed. 8/10 AM, 8/25 PM 43.* I-5/Cannon Road Northbound Ramps Tues., Wed. 8/10 AM, 8/25 PM 44. I-5/La Costa Avenue Southbound Ramps Thurs. 9/2 45. I-5/La Costa Avenue Northbound Ramps Thurs. 9/2 46.* Palomar Airport Road & Paseo Del Norte Wed., Thurs. 8/11 AM, 8/26 PM 47.* I-5/Palomar Airport Road Southbound Ramps Wed., Thurs. 8/11 AM, 8/26 PM 48.* I-5/Palomar Airport Road Northbound Ramps Wed., Thurs. 8/11 AM, 8/26 PM 49. El Camino Real & Alga Road / Aviara Parkway Thurs. 8/19 50. El Camino Real & La Costa Avenue Wed. 9/8 51. El Camino Real & Palomar Airport Road Tues. 9/2 52. El Camino Real & Camino Vida Roble Tues. 8/31 53. Palomar Airport Road & Camino Vida Roble Tues. 8/17 Notes: • Denotes AM & PM Manual counts were conducted on dififerent days. Table A-2 INTERSECTION LEVEL OF SERVICE 1999 TRAFFIC MONITORING PROGRAM AM PM Location Count ICU LOS ICU Number Intersection/Location Ratio LOS Ratio LOS 1. El Camino Real &, Plaza Drive 0.38 A 0.72 C 2. El Camino Real & Marron Road 0.40 A 0.57 A 3. El Cammo Real & Hosp Way 0.40 A 0.43 A 4. El Cammo Real & Carisbad Village Drive 0.56 A 0.61 B 5. El Camino Real &. Tamarack Avenue 0.74 C 0.63 B 6. El Camino Real & College Boulevard 0.51 A 0.61 B 7. El Camino Real & Faraday Avenue 0.67 B 0.71 C 8. El Camino Real & Dove Lane 0.35 A 0.57 A 9. Palomar Airport Road & Avenida Encinas 0.50 A 0.69 B 10. Palomar Airport Road & Armada Drive / Costco Entrance 0.57 A 0.65 B 11. Palomar Airport Road &. College Boulevard / Aviara Parkway 0.64 B 0.73 C 12. Palomar Airport Road & El Fuerte Street 0.78 C 0.81 D 13. Rancho Santa Fe Road & Mekose Drive 1.02 F 0.78 C 14. Rancho Santa Fe Road & La Costa Meadows Drive 0.61 B 0.74 C 15. Rancho Santa Fe Road & Questhaven Road 0.68 B 0.74 c 16. Rancho Santa Fe Road & Olivenhain Road / Camino Alvaro 0.54 A 0.55 A 17. Rancho Santa Fe Road & La Costa Avenue 0.58 A 0.65 B 18. Poinsettia Lane & Avenida Encinas 0.31 A 0.47 A 19. Pomsettia Lane & Batiquitos Drive 0.41 A 0.47 A 20. Pomsettia Lane & Paseo Del Norte 0.57 A 0.59 A 21. Alga Road & Melrose Drive 0.43 A 0.45 A 22. Alga Road & El Fuerte Street 0.38 A 0.36 A 23. Monroe Street & Marron Road 0.26 A 0.52 A 24. Jefferson Street & Marron Road 0.32 A 0.81 D 25. El Cammo Real & Levante Street 0.44 A 0.51 A Table A-2 (Continued) INTERSECTION LEVEL OF SERVICE 1999 TRAFFIC MONITORING PROGRAM AM PM Location Number Count Intersection/Location ICU Ratio LOS ICU Ratio LOS 26. Carlsbad Village Drive & State Street 0.23 A 0.37 A 27. Carlsbad Village Drive & Roosevelt Street 0.27 A 0.49 A 28. Carlsbad Village Drive & Madison Street 0.26 A 0.39 A 29. Carlsbad Village Drive & Jefferson Street 0.30 A 0.44 A 30. Carlsbad Village Drive & Harding Street 0.38 A 0.53 A 31. I-5/Carlsbad Village Drive Southbound Ramps 0.55 A 0.72 C 32. I-5/Carlsbad Village Drive Northbound Ramps 0.55 A 0.67 B 33. Carlsbad Boulevard & Carlsbad Village Drive 0.35 A 0.67 B 34. Carlsbad Boulevard & Tamarack Avenue 0.33 A 0.55 A 35. Carlsbad Boulevard & Poinsettia Lane 0.25 A 0.41 A 36. Carlsbad Boulevard & Cannon Road 0.40 A 0.88 D 37. Tamarack Avenue &. Carlsbad Village Drive A * A 38. I-5/Tamarack Avenue Southbound Ramps 0.58 A 0.40 A 39. I-5/Tamarack Avenue Northbound Ramps 0.48 A 0.62 B 40. I-5/Poinsettia Lane Southbound Ramps 0.42 A 0.57 A 41. I-5/Poinsettia Lane Northbound Ramps 0.47 A 0.64 B 42. I-5/Cannon Road Southbound Ramps 0.41 A 0.39 A 43. I-5/Cannon Road Northbound Ramps 0.39 A 0.76 C 44. I-5/La Costa Avenue Southbound Ramps 0.55 A 0.52 A 45. I-5/La Costa Avenue Northbound Ramps 0.55 A 0.63 B 46. Palomar Airport Road & Paseo Del Norte 0.72 C 0.71 C 47. I-5/Palomar Airport Road Southbound Ramps 0.54 A 0.74 C 48. I-5/Palomar Airport Road Northbound Ramps 0.79 C 0.72 C 49. El Camino Real &. Alga Road / Aviara Parkway 0.47 A 0.69 B 50. El Camino Real & La Costa Avenue 0.70 B 0.86 D 51. El Camino Real & Palomar Airport Road 1.07 F 0.97 E 52. El Camino Real & Camino Vida Roble 0.50 A 0.58 A 53. Palomar Airport Road &. Camino Vida Roble 0.55 A 0.64 B "ICU ratio not applicable to this unsignalized location CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 1999 INTERSECTION ANALYSIS SUMMARY Intersection Number: 1 Intersection Location: £1 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 V City : Cailsbad, CA Inlerseclion of: N/S Street: El Camino Real E/W Street: Plaza Drive Count Date : 8/12/99 Day: Thursday Weather: Suimy VRPA TURNING MOVEMENT ANALYSIS FUe: Int. #1 Dala CoUected by : Traffic Control: Jose, Michelle Signalized Page 1 of3 End of 15 mia prd. 6:15 AM 6:30 AM 6:45 AM 7:00 AM 7:15 AM 7:30 AM 7:45 AM 8.00 AM 8:15 AM 8:30 AM 8:45 AM 9:00 AM South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total Left U-Tm Thni Right Peds Left U-Tm Thru Right Peds Left U-Tm Thra Righl Peds Left U-Tm Thro Right Peds Vehicles Peds 0 0 101 2 0 11 0 293 2 0 0 0 0 0 0 1 0 0 5 0 415 0 1 0 116 1 0 9 3 330 2 0 7 0 0 1 0 3 0 0 6 0 479 0 1 0 173 5 0 12 3 333 8 0 4 0 0 0 0 8 0 0 9 0 556 0 2 0 155 2 0 27 6 337 15 0 7 0 0 2 0 4 0 0 9 0 566 0 1 0 209 2 1 25 6 332 7 2 6 0 1 0 3 2 0 0 17 0 608 6 5 0 239 5 1 25 6 422 10 0 5 0 1 1 0 5 0 2 12 0 738 1 2 1 208 2 0 26 9 393 9 0 6 0 0 0 1 8 0 1 20 0 685 1 3 0 214 5 0 41 8 256 10 0 13 0 0 I 0 5 0 2 11 0 569 0 2 3 185 6 0 25 5 250 12 1 7 0 1 4 1 3 0 0 21 0 524 2 6 1 167 5 2 24 6 228 16 0 5 0 3 2 1 4 0 0 13 0 480 3 5 0 136 6 1 48 4 146 25 1 11 0 2 1 4 4 0 4 17 0 409 6 3 0 16S S 1 57 11 144 26 0 16 0 3 4 1 3 0 2 28 0 473 2 6 3 239 8 2 57 11 422 26 2 16 0 3 4 4 8 0 4 28 0 738 6 11 1 870 14 2 117 29 1403 36 2 30 0 2 2 4 20 0 5 60 6 2600 8 Max. 15 miiL Pk. Hr. VoL 7:00 AM 8:00 AM Peak Hour Inlersection Traffic in Pk. Hr. Intersection Pdstms in Pk. Hr. 2600 Peak Hr. Factor 0.88 3:45 PM • 1 1 483 5 2 84 25 226 46 0 90 0 7 6 4 11 0 9 59 0 1053 6 4:00 PM • 7 2 334 5 0 77 15 233 41 0 97 0 5 9 1 8 0 8 70 0 911 I 4:15 PM • 2 I 349 8 2 51 24 240 30 1 100 0 3 11 I 14 0 6 61 0 900 4 4:30 PM • 7 2 331 4 2 78 11 242 40 2 84 0 10 12 3 13 0 7 89 0 930 7 4:45 PM 6 0 406 1 0 77 8 237 55 0 97 0 6 8 2 6 0 6 60 0 973 2 5:00 PM 4 2 285 4 0 73 11 229 49 0 83 0 5 14 3 12 0 9 58 0 838 3 5:15 PM 2 0 350 7 0 58 15 215 54 3 93 0 11 8 3 4 0 11 65 0 893 6 5:30 PM 2 1 363 2 0 54 16 245 59 2 86 0 8 4 1 9 0 4 65 0 918 3 5:45 PM 6 1 288 1 2 57 18 201 54 1 108 0 7 10 7 10 0 6 74 0 841 10 6:00 PM 4 0 263 6 2 48 20 260 69 0 96 0 12 10 2 8 0 8 85 0 889 4 6:15 PM 8 0 321 8 1 53 27 179 46 0 92 0 11 9 2 8 0 3 41 0 806 3 6:30 PM 2 0 226 5 0 43 28 197 43 2 97 0 5 5 4 8 0 6 48 0 713 6 Max. IS min. 8 2 483 8 2 84 28 260 69 3 108 0 12 14 7 14 0 11 89 0 1053 10 Pk. Hr. VoL 17 6 1497 22 6 290 75 941 157 3 371 0 25 38 9 46 0 30 279 0 3794 18 Peak Hr. Factor 4:30 PM Hour 0.90 Intenection Pdstms in Pk. Hr. = 18 El Camino Real at Plaza Drive Lane Configuration for Intersection Capacity UtiUzatioii Pk. Hr. Time Period : South Aoor (NB) North Appr (SB) West Appr (EB) Page 2 of3 East Appr (WB) 7:00 AM to 8:00 AM Left Thro Right Left Thro Riuhi Left Thro Right Left Thro Right Lane Inside 1 1 Config- (left) 2 1 urations 3 1 4 1 5 1 1 6 Outside 7 Free-flow I 1 1 1 1 1 1 I I 1 1 1 1 Lane Settings 2 3 0 2 3 0 2 0 1 0 1 1 Capacity Are the Nortfi/Soutfa phases split (Y/N)? Are the East/West phases split (Y/N)? Efficiency Lost Factor Hourly Vohune Adjusted Hourty Vofaime Utifizatioo Factor Critical Factors 3240 0.10 12 12 0.00 0.00 6000 870 884 0.15 0 N Y 14 0 0.00 3240 6000 146 14« 0.05 1403 1439 0.24 0.24 36 0 0.00 3800 30 32 0.01 0.01 2 0 0.00 1800 2 2 0.00 20 0 0.00 2000 1800 5 25 0.01 60 60 0.03 0.03 ICU Ratio = 0.38 LOS = Tuming Movements at Intei^tion of: El Camino Real and Plaza Drive W Totals 86 Time : 7:00 AM to 8:00 AM Date: 8/12/99 Day: Thursday Name : Jose, KfichcIIe Sub- totals 52 34 Noift Appioach 36 30 2 2 Subtotals Total 1426 12 1 2322 1585 1403 North 870 896 2574 29 146 El Camino Real 989 J i u 14 60 5 20 Total Subtotals Sub- totals 85 133 Plaza Drive Totals 218 A P P South Appioach Note : Left-tum volumes include U-tums. U-tums in bold. El Camino Real at Plaza Drive Lane Configuration for Intersection Capacity UtiHzalion Page 3 of3 Pk. Hr. Time Period : South Appr(NB) North Appr (SB) West Aoor fEB) East ADOT (WB) 3:30 PM to 4:30 PM Lefl Thro Right Left Thro Righl Left Thro Right Left Thro Right Lane biside I 1 1 1 Config-(left) 2 1 1 I I I 1 urations 3 1 1 1 I 4 I 1 5 6 1 I 1 I Outside 7 Free-flow Lane Settings 2 3 0 2 3 0 2 0 1 0 I 1 Capacity 3240 6000 0 3240 6000 0 3800 0 1800 0 2000 1800 Are the Noitfa/Soutfa phases split (Y/N)? N Are the East/West phases q)lit (Y/N)? Y Efficiency Lost Factor 0.10 Hourly Vohime 23 1497 22 365 941 157 371 25 38 46 30 279 Adjusted Hourly Vohime 23 1519 0 365 1098 0 396 0 38 0 76 279 Utilization Factor 0.01 0.25 0.00 0.11 0.18 0.00 O.IO 0.00 0.02 0.00 0.04 0.16 Critical Facton 0.25 O.II 0.10 0.16 ICU Ratio 0.72 LOS = Tuming Movements at Intersection of: El Camino Real and Plaza Drive Time : 3:30 PM to 4:30 PM Date: 8/12/99 Day : Thursday Name : Jose, \fichelle Sub- Totals totals W e 638 204 434 North Approach 157 371 25 38 Subtotals Total 1031 23 6 2573 1463 941 North 1497 1542 3685 7S 365 El Camino Real 2222 J i u 22 279 30 46 Total Subtotals Sub- totals 355 337 Plaza Drive Totals 692 Sotith Approach Note : Left-tum vohmies include U-tums. U-tums in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 1999 INTERSECTION ANALYSIS SUMMARY Intersection Number: 2 Intersection Location: El 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 VRPA TURNING MOVEMENT ANALYSIS City: Carlsbad, CA Intersection of: N/S Street: El Camino Real E/W Street: Matron Road Page 1 of 3 Count Date : 8/12/99 End of 15 miiL prd. 6:15 AM 6:30 AM 6:45 AM 7:00 AM 7:15 AM 7:30/VM 7:45 AM 8:00 AM 8:15 AM 8:30/\M 8:45 AM 9:00 AM Max. 15 min. Pk. Hr. VoL 7:00 AM 8:00 AM Peak Hour Day: Thunday Weather: Sunny FBe : Int. #2 DaU Collected by: Traffic Control: Angel, Cesar Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Tolal Left U-Tm Thra Right Peds Left U-Tm Thro Right Peds Left U-Tm Thra Right Peds Left U-Tm Thra Righl Peds Vehicles Peds 2 0 75 5 1 7 3 293 13 0 6 0 4 11 0 21 0 7 25 0 472 1 2 0 103 6 1 11 2 325 13 1 8 0 3 14 0 19 0 7 17 4 530 6 6 0 137 5 0 10 3 334 14 0 8 0 1 10 2 27 0 12 14 2 581 4 1 0 132 7 0 22 0 331 16 1 12 0 3 11 8 21 0 9 22 3 587 12 2 0 185 11 0 13 1 329 7 0 6 0 2 6 2 12 0 10 21 0 605 2 4 0 209 9 3 16 1 414 12 0 11 0 10 16 0 13 0 8 31 1 754 4 4 0 181 11 0 31 0 391 14 1 5 0 9 12 1 10 0 12 20 0 700 2 3 0 203 8 0 28 2 252 14 1 8 0 13 11 1 18 0 19 27 0 606 2 7 0 151 11 0 21 1 240 16 1 9 0 13 6 0 13 0 13 28 0 529 1 9 0 139 4 1 28 0 233 6 0 10 0 12 18 2 22 0 11 21 0 513 3 11 0 119 12 0 26 0 160 11 0 9 0 13 13 1 21 0 11 25 0 431 1 16 0 145 13 0 25 I 134 6 0 11 0 10 17 0 10 0 8 23 0 419 0 16 0 209 13 31 3 414 16 I 12 0 13 18 8 27 0 19 31 4 754 12 13 0 778 39 3 i 88 4 1386 47 2 1 30 0 34 45 4 53 0 49 99 I 2665 10 Intenection Traffic in Pk. Hr. = 2665 Peak Hr. Factor 0.88 Intenection Pdstms in Pk. Hr. = 10 3:45 PM • 18 0 394 15 0 44 2 168 30 1 46 0 47 23 0 53 0 27 48 3 915 4 4:00 PM • 56 0 230 41 0 46 4 171 31 0 54 0 50 24 0 61 0 70 56 0 894 0 4:15 PM • 39 0 279 19 0 48 3 192 23 0 40 0 39 18 0 44 0 33 35 5 812 5 4:30 PM * 34 0 265 14 0 36 I 201 31 2 50 0 37 34 1 33 0 37 35 2 808 5 4:45 PM 12 0 377 12 2 28 I 211 11 0 11 0 19 12 0 23 0 27 20 2 764 4 5:00 PM 79 0 196 16 0 60 2 156 39 0 38 0 58 35 2 57 0_ 61 49 3 846 5 5:15 PM 25 0 309 12 0 37 2 173 15 0 27 0 48 21 0 33 0 42 36 3 780 3 5:30 PM 42 0 304 16 0 37 1 188 33 0 31 0 50 18 0 32 0 45 41 6 838 6 5:45 PM 22 0 251 9 0 30 1 157 22 2 26 0 27 14 0 22 0 23 17 ' 2 621 4 6.00 PM 30 0 200 32 0 36 6 208 30 1 37 0 50 36 1 36 0 37 20 0 758 2 6:15 PM 16 0 243 32 0 25 I 139 28 0 41 0 52 16 0 48 0 36 36 4 713 4 6:30 PM 20 0 164 24 4 39 0 141 27 0 33 0 33 18 0 39 0 22 29 0 589 4 Max. ISmiiL 79 0 394 41 4 60 6 211 39 2 54 0 58 36 2 61 0 70 56 6 915 6 Pk. Hr. VoL VltA D.-L 147 0 1168 89 0 174 10 732 115 3 190 0 173 99 1 191 0 167 174 10 3429 14 Peak Hr. Factor 0.94 4:30 PM Hoiu-Intenection Pdstms in Pk. Hr. 14 El Camino Real at Marron Road Lane Configuration for Interseclion Caducity Utilization Page 2 of3 Pk. Hr. rnne Period : South Appr(NB) North ApOT (SB) West Appr (EB) East Aoor (WB) 7:00 AM to 8:00 AM Left Thro Right Left Thra Right Lefl Thra Right Left Thra Right Lane Inside 1 1 1 Config-Oeft) 2 1 1 1 urations 3 1 1 1 1 1 4 1 1 1 1 I 5 £ 1 1 1 1 1 1 Outside 7 Free-flow Lane Settings 2 3 0 2 3 0 1 2 0 1 2 0 Capacity 3240 6000 0 3240 6000 0 1800 4000 0 1800 4000 0 An the Noitfa/Soutfa phases spHt (Y/N)? N Are the East/West phat ICS spHt (Y/Ny? N Efficiency Lost Factor 0.10 Hourly Votame 13 778 39 92 1386 47 30 34 45 53 49 99 Adjusted Hourly Vohmie 13 817 0 92 1433 0 30 79 0 53 148 0 Utilization Factor 0.00 0.14 0.00 0.03 0.24 0.00 0.02 0.02 0.00 0.03 0.04 0.00 Critical Facton 0.00 0.24 0.02 0.04 ICU Ratio = 0.40 LOS = A Turning Movements al Intenection of: El Camino Real and Marron Road W e s t A P P Totals 218 Time : 7:00 AM to 8:00 AM Date: 8/12/99 Day : Thursday Name : Angel, Cesar Sob- totals 109 109 North Approach 47 30 34 45 Subtotals Total 1484 13 0 2314 1525 1386 North 778 830 2436 4 92 El Camino Real 911 J i u *i t r 39 99 49 53 Total Subtotals Sub- totals 201 161 Marron Road Totals 362 South Approach Note : Left-tura vohimes include U-tums. U-tums in bold. El Camino Real at Marron Road LaiK Configuration for Intenection Capacity Utilization Page 3 of3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Aoor (WB) 3:30 PM to 430 PM Left Thra Ri^t Left Thra Righl Left Thra Right Left Thra Right Lane Inside 1 1 I Config-(left) 2 1 1 1 urations 3 1 1 I I 4 1 1 1 I 1 5 5 I 1 1 1 1 1 Outside 7 Free-flow Lane Settings 2 3 0 2 3 0 1 2 0 I 2 0 Capacity 3240 6000 0 3240 6000 0 1800 4000 0 1800 40O0 q Are Ae North/South phases spHt (Y/N)? N Arc tte East/West phases sp6t (Y/N)? N Efficiency Lost Factor 0.10 Hourly Vohmie 147 1168 89 184 732 115 190 173 99 191 167 174 Adjusted Hourly Vohmie 147 1257 0 184 847 0 190 272 0 191 341 0 UtiHzalion Factor 0.05 0.21 0.00 0.06 0.14 0.00 0.11 0.07 0.00 0.11 0.09 0.00 Critical Factors 0.21 0.06 O.U 0.09 ICU Ratio = 0.57 LOS = Tuming Movements at Intersection of: El Camino Real and Marron Road Time : 3 -30 PM to 430 PM Date Day Name W e 8 t A P P r Totals 891 8/12/99 Thursday Angel, Cesar Sub- totals 429 462 North Approach 115 190 173 99 Subtotals Total If 1022 1031 732 147 1168 0 1404 2426 2573 10 184 El Camino Real 1542 J i u t - North 89 174 167 191 Total Subtotals Sub- totals 532 436 Marron Road Totals 968 A P P r South Approach Note : Left-tum volumes inctude U-turas. U-tums in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 1999 INTERSECTION ANALYSIS SUMMARY Intersection Number: 3 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 Turn Movement Diagram City: Cartsbad, CA Intersection of: N/S Slreel: E/W Slreel: Count Dale : 8/12/99 El Camino Real Hosp Way Day: Thimday Weather: Sunny VRPA TURNING MOVEMENT ANALYSIS File : Int. # 3 Data Collected by: Traffic Control: Mike, Richard Signalized Page I of 3 End of 15 min. prd. South Approach (NB) Left U-Tm Thra Ri^ Peds North Approach (SB) Lefl U-Tm Thra Right Peds West Approach (EB) Left U-Tm Thro Right Peds East Approach (WB) Lefl U-Tm Thra Right Peds 15 min Total Vehicles Peds 6:15 AM 2 0 72 0 0 2 0 316 4 0 10 0 0 0 0 1 0 0 0 0 407 0 6:30 AM 0 0 87 3 2 1 1 358 I 5 13 0 1 3 0 1 0 0 0 0 469 7 6:45 AM 0 0 145 2 1 4 0 367 4 0 12 0 I 13 0 5 0 I 1 1 555 2 7:00 AM 0 0 128 3 0 2 0 356 6 1 12 0 1 5 0 3 0 0 0 2 516 3 7:15 AM • 1 0 172 8 I I 0 333 2 0 22 0 1 7 0 3 0 0 4 0 554 1 7:30 AM • 0 0 197 13 0 12 1 431 5 0 19 0 3 11 1 5 0 1 I 0 699 1 7:45 AM * 0 0 179 14 0 9 1 386 8 3 18 0 4 17 0 7 0 3 2 1 648 4 8:00 AM • 0 0 181 14 0 18 3 266 7 1 20 0 I 7 0 13 0 2 3 0 535 I 8:15 AM 0 0 159 17 0 12 1 229 15 1 15 0 0 15 0 11 0 2 1 0 477 1 8:30 AM 0 0 138 7 1 10 2 255 4 0 11 0 6 4 0 7 0 I 0 0 445 1 8:45 AM 0 0 131 7 0 9 1 173 11 0 9 0 I 2 0 9 0 0 2 0 355 0 9:00 AM 0 0 162 5 2 4 0 151 5 1 12 0 1 4 0 10 0 4 0 0 358 3 Max. 15 min. 2 0 197 17 2 18 3 431 15 5 22 0 6 17 1 13 0 4 4 2 699 7 Pk. Hr. Vol 1 0 729 49 1 40 5 1416 22 4 79 0 9 42 1 28 0 6 10 1 2436 7 7:00 AM Peak Intenection Traffic m Pk. Hr. = 2436 Peak Hr. Factor 0.87 8:00 AM Hour Inlerseclion Pdstms in Pk. Hr. = 7 3:45 PM • 5 0 422 30 1 3 2 224 11 0 10 0 8 1 1 13 0 1 1 2 731 4 4:00 PM • 10 0 302 33 1 11 2 223 23 1 12 0 4 3 I 26 0 6 6 0 661 3 4:15 PM * 6 3 319 27 1 10 0 237 12 2 13 0 6 2 0 20 0 4 9 2 668 5 4:30 PM * 6 1 306 21 0 4 1 239 20 1 10 0 8 6 0 17 0 6 4 1 649 2 4:45 PM 5 3 382 29 0 12 0 207 24 0 10 0 1 7 0 17 0 4 3 0 704 0 5:00 PM 9 3 275 24 3 4 0 219 33 0 10 0 5 5 0 18 0 10 10 0 625 3 5:15 PM 11 I 324 34 0 8 0 199 15 0 7 0 6 5 0 19 0 5 7 0 641 0 5:30 PM 17 0 344 52 0 5 1 221 16 1 16 0 6 6 0 19 0 7 1 I 711 2 5:45 PM 12 0 275 37 0 9 I 156 14 2 4 0 5 5 2 27 0 10 4 3 559 7 6:00 PM 10 1 238 19 0 9 3 246 20 0 11 0 1 4 0 10 0 3 1 1 576 1 6:15 PM 7 0 273 7 0 3 0 185 20 0 22 0 3 1 0 16 0 6 3 1 546 1 6:30 PM 2 1 187 II 0 4 1 181 18 I 17 0 1 5 1 12 0 I 3 4 444 6 Max. 15 min. 17 3 422 52 3 12 3 246 33 2 22 0 8 7 2 27 0 10 10 4 731 7 Pk. Hr. Vol. 27 4 1349 111 3 28 5 923 66 4 45 0 26 12 2 76 0 17 20 5 2709 14 3:30 PM Peak Intenection Traffic in Pk. Hr. = 2709 Peak Hr. Factor 0.93 4:30 PM Hour Intersection Pdstms in Pk. Hr. 14 El Camino Real at Hosp Way Lane Configuration for Intenection Capacity UtiHzatioii Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) Page 2 of3 East Appr (WB) 7:00 AM to 8:00 AM Left Thra Right Left Thra Right Left Thra Right Left Thra Righl Lane Inside 1 Config- (left) 2 1 urations 3 1 4 1 5 1 1 6 Outside 7 Free-flow 1 1 1 1 1 1 I 1 1 1 1 Lane Settings 1 3 0 1 3 0 1 1 0 1 I 0 Capacity Are the Noitfa/Soutfa phases spfit (Y/N)? Arc tfae EasfWest phases spUt (Y/N)? Efficiency Lost Factor 1800 O.IO 6000 0 N Y 1800 6000 1800 2000 1800 2000 Hourly Vohmie 1 729 49 45 1416 22 79 9 42 28 6 10 Adjusted Hourly Vohime 1 778 0 45 1438 0 79 51 0 28 16 0 Utilization Factor 0.00 0.13 0.00 0.03 0.24 0.00 0.04 0.03 0.00 0.02 O.OI 0.00 Criticai Facton 0.00 0.24 0.04 0.02 ICU Ratio = 0.40 LOS = Tuming Movements at Intersection of: El Camino Real and Hosp Way W e 8 t A P P Totals 159 Time : 7:00 AM to 8:00 AM Date: mV99 Day : Thursday Name : Mike, Richard Sub- totals 29 130 Subtotals Total 79 9 42 Nortt Approach 22 ll 1486 1483 1416 North 729 779 2306 5 45 El Camino Real 823 J 1 u f 10 6 28 Total Subtotals Sub- totals 49 44 98 Hosp Way Totals 142 2265 South Approach Note : Left-tum volumes include U-turas. U-tums in bold. El Camino Real at Hosp Way Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : South ApOT (NB) North Appr (SB) West Appr (EB) East Aoor (WB) 3:30 PM to 4:30 PM Left Thro Right Left Thro Rigjit Left Thra Right Uft Thro Righl Lane Inside 1 Config-Oeft) 2 1 1 1 I urations 3 1 1 1 1 1 1 4 1 1 5 6 1 1 1 .1 Outside 7 Free-flow Lane Settings 1 3 0 I 3 0 I 1 0 1 1 0 Capacity 1800 6000 0 1800 6000 0 1800 2000 0 1800 2000 0 Are tfae Nortfa/South phases spHt (Y/N)? N Are the East/West phases spHt (Y/N) ? Y Efficiency Lost Factor 0.10 Hourty Vcdume 31 1349 111 33 923 66 45 26 12 76 17 20 Adjusted Hourly Volume 31 1460 0 33 989 0 45 38 0 76 37 0 Utilization Factor 0.02 0.24 0.00 0.02 0.16 0.00 0.03 0.02 0.00 0.04 0.02 0.00 Critica] Facton 0.24 0.02 0.03 0.04 ICU Ratio = 0.43 LOS = Tuming Movements at Intersection of: El Camino Real and Hosp Way W Totals 193 Time; 330PM to 430 PM Date: 8/12/99 Day: Thursday Name : Mike, Richard Sub- totals 110 83 Subtotals Total North Appioach 66 45 26 12 1015 31 4 2506 1022 923 North 2441 5 33 El Camino Real 1419 J i u n t r 1349 111 1491 20 17 76 Total Subtotals Sub- totals 113 165 Hosp Way Totals 278 Sooth Approach Note : Left-tum vohimea inchide U-turaa. U-nims in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 1999 INTERSECTION ANALYSIS SUMMARY Intersection Number: 4 Intersection Location: £1 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 City: Carisbad, CA Intersection of: N/S Streel: E/W Slreel; Count Dale : 7/14/99 ElCaminoReal Carisbad Village Drive Day: Wednesday Weather: Suimy VRPA TURNING MOVEMENT ANALYSIS FUe : Int. # 4 Data CoUected by : Traffic Control: AngeL Isaac Signalized Page 1 of 3 End of 15 min. prd. South Approach (NB) Lefl U-Tm Thra Right Peds North Approach (SB) Left U-Tm Thro Right Peds West Approach (EB) Lefl U-Tm Thro Right Peds East Approach (WB) Left U-Tm Thra Right Peds 15 tnin Total Vehicles Peds 6:15 AM 0 0 79 2 0 13 2 218 13 0 5 0 4 6 0 7 0 42 22 0 413 0 6:30 AM 2 1 71 1 0 37 2 273 20 0 12 0 10 8 0 12 0 49 25 0 523 0 6:45 AM 4 0 73 0 0 34 1 443 8 1 13 0 11 6 1 16 0 50 43 2 702 4 7:00 AM 6 0 85 4 0 22 1 268 13 1 23 0 31 10 0 8 0 53 42 0 566 1 7:15AM * 7 0 109 3 0 24 2 377 18 0 33 0 27 9 1 5 0 59 49 0 722 1 7:30 AM • 4 0 103 2 1 25 2 387 12 0 15 0 15 12 2 14 0 57 53 0 701 3 7:45 AM • 10 1 142 3 1 12 2 366 18 0 26 0 17 16 0 19 0 82 57 0 771 1 8:00 AM • 10 0 131 8 0 20 5 310 26 1 26 0 32 22 I 10 0 95 49 2 744 4 8:15 AM 8 0 116 7 0 16 0 163 13 0 20 0 18 12 0 10 0 60 41 0 484 0 8:30 AM 13 0 119 5 0 27 8 143 28 0 28 0 27 8 0 7 0 53 49 0 515 0 8:45 AM 12 0 109 3 0 24 4 117 9 0 25 0 29 14 0 5 0 28 34 0 413 0 9:00 AM 15 1 102 8 0 8 2 99 12 0 16 0 15 10 0 6 0 50 44 0 388 0 Max. 15 min. 15 1 142 8 1 37 8 443 28 I 33 0 32 22 2 19 0 95 57 2 771 4 Pk. Hr. VoL 31 1 485 16 2 81 11 1440 74 1 100 0 91 59 4 48 0 293 208 2 2938 9 7:00 AM Peak uUenection Traffic in Pk. Hr. = 2938 Peak Hr. Faclor 0.95 8:00 AM Hour Intersection Pdstms in Pk. Hr. = 9 3:45 PM 24 0 407 13 0 51 4 178 23 0 33 0 46 9 0 11 0 38 39 0 876 0 4:00 PM 23 0 291 22 0 42 9 150 28 0 43 0 61 18 0 5 0 42 32 0 766 0 4:15 PM 33 0 302 19 0 36 8 147 30 2 43 0 55 9 0 6 0 43 25 0 756 2 4:30 PM 48 0 315 26 1 57 5 149 27 0 37 0 48 11 0 3 0 41 25 0 792 1 4:45 PM 43 0 278 7 0 52 1 146 30 0 35 0 51 13 0 5 0 32 32 2 725 2 5.00 I'M 26 0 249 10 1 46 3 155 34 0 32 0 63 20 0 12 0 39 34 2 723 3 5:15 PM • 47 0 320 23 0 60 2 170 29 0 36 0 66 18 0 7 0 37 26 0 841 0 5:30 PM • 60 0 388 42 0 57 0 149 25 0 32 0 62 11 0 5 I 38 29 0 899 0 5:45 PM • 36 0 224 26 0 49 4 145 28 0 37 0 67 12 0 7 0 49 42 0 726 0 6:00 PM • 31 0 365 17 0 61 1 140 37 0 43 0 72 9 0 3 0 38 37 0 854 0 6:15 PM 29 0 223 15 2 69 I 109 32 0 37 0 61 6 0 5 0 38 29 0 654 2 6:30 PM 7 0 203 12 0 51 3 104 33 0 39 0 73 6 0 4 0 46 31 1 612 1 Max. 15 min. 60 0 407 42 2 69 9 178 37 2 43 0 73 20 0 12 1 49 42 2 899 3 Pk. Hr. VoL 174 0 1297 108 0 227 7 604 119 0 148 0 267 50 0 22 1 162 134 0 3320 0 5:00 PM Peak Inleneclion Traffic in Pk. Hr. = 3320 Peak Hr. Faclor 0.92 6:00 PM Hour Intenection Pdstrns in Pk. Hr. = 0 El Camino Real at Carisbad Village Drive Lane Configuration for Intersection Capacity UliKzation Page 2 of3 Pk. Hr. Time Period : South .ApOT (NB) North Appr (SB) Weal .Appt (EB) East Aoor (WB) 7:00 AM to 8:00 AM Left Thra Riflht Left Thra Righl Left Thra Right Left Thra Right Lane Inside 1 Config-Oeft) 2 1 1 I 1 uratioiis 3 1 1 1 1 I 4 1 1 I I 1 1 5 6 I 1 I 1 Outside 7 Free-flow Lane Settings 1 3 0 1 3 0 1 2 0 I 2 0 Capadty 1800 6000 0 1800 6000 0 1800 4000 0 1800 4000 0 Are tfae North/South pl liases spHl (Y/N)? N Are tfae EastAVest phases spHt (Y/N)? N Efficiency Lost Factor 0.10 Hourty Vohime 32 485 16 92 1440 74 100 91 59 48 293 208 Adjusted Hourly Vc^ume 32 501 0 92 1514 0 IOO 150 0 48 501 0 UtiHzalion Factor 0.02 0.08 0.00 0.05 0.25 0.00 0.06 0.04 0.00 0.03 0.13 0.00 Critical Facton 0.02 0.25 0.06 0.13 0.00 ICU Ratio = 0.56 LOS = A Tuming Movements at Intersection of: El Camino Real and Carisbad Village Drive W e s t A • P P r Totals 648 Tmie : 7:00 AM to 8:00 AM Date: 7/14/99 Day : Wednesday Name: .^ngeL Isaac Sub- totals 398 250 North Approach 74 100 91 59 Subtotals Total 1548 32 1 2081 1606 1440 North 485 533 2410 11 92 El Camino Real 804 208 293 48 Total Subtotals Sub- totals 16 549 188 Carlsbad VUlage Drive Totals 737 A P P r South Approach Note : Left-tum volumes inchide U-tums. U-tums in bold. El Camino Real at Cartsbad VUlage Drive Lane Configuration for Intenection Capacity Utilization Page 3 of 3 Pk. Hr. Tme Period : South .^ppr (NB) North Appr (SB) West ADOT (EB) East Appr (WB) 5:00 PM to 6:00 PM Left Thra Right Left Thra Right Left Thro Right Lefl Thra Right Lane Inside 1 Config-Oeft) 2 1 1 1 1 urations 3 1 1 I I 4 1 1 1 1 1 I 5 6 1 1 1 1 Outside 7 Free-flow Lane Settings 1 3 0 1 3 0 1 2 0 1 2 0 Capacity 1800 6000 0 1800 6000 0 1800 4000 0 1800 4000 0 Are tbe Noith/Soutfa (riiases spHt (Y/N)? N Are thc East/West phases spfit (Y/N)? N Efficiency Lost Factor O.IO Hourly Vohime 174 1297 108 234 604 119 148 267 50 23 162 134 Adjusted Hourly Volume 174 1405 0 234 723 0 148 317 0 23 296 0 UtiHzatioo Factor 0.10 0.23 0.00 0.13 0.12 0.00 0.08 0.08 0.00 0.01 0.07 0.00 Critical Facton 0.23 0.13 0.08 0.07 ICU Ratio = 0.61 LOS = Turning Movements at Intersection of: El Camino Real and Carlsbad VilUge Drive W Tnne : 5:00 PM to 6:00 PM Dale: 7/14/99 Day : Wednesday Name: AngeL Isaac Sub- Totah totals 920 455 465 148 267 50 Subtotals Total North Approach 119 676 957 604 North 174 1297 0 1579 2255 2543 7 234 Et Camino Real 1586 J 1 u ^ t r 108 134 162 23 Total Subtotals Sub- totals 319 603 Carlsbad VUlage Drive Totals 922 South Approach Note : Left-tum volumes include U-tiims. U-tums in Iwld. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 1999 INTERSECTION ANALYSIS SUMMARY Intersection Number: 5 Intersection Location: £1 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 Page 3 Turn Movement Diagram City : Cartsbad, CA Inlerseclion of: N/S Stiect: EI Camino Real E/W Slreet: Tamarack Avenue Count Date : 7/14/99 Day: Wednesday Weather: Sunny VRPA TURNING MOVEMENT ANALYSIS FUe: Int. #5 Dala CoUeclcd by: Traffic Control: Mike, Richard Signalized Page 1 of 3 bnd of 15 mia prd. South Approach (NB) Uft U-Tm ITira Right Peds North Approach (SB) Lefl U-Tm llmi Righl Peds West Approach (EB) Lefl U-Tm Tbru Right Peds East Approach (WB) Left U-Tm Thra Righl Peds 15 min Total Vehicles Peds 6:15 AM 0 0 69 2 0 0 0 223 2 0 2 0 3 9 0 17 0 28 5 0 360 0 6:30 AM 1 0 53 1 0 2 0 302 5 0 5 0 14 20 0 22 0 38 4 0 467 0 6:45 AM 5 0 43 5 0 1 0 316 9 0 5 0 23 23 0 27 0 41 1 0 499 0 7:00 AM II 0 54 17 0 1 0 497 6 0 7 0 27 28 0 38 0 41 5 0 732 0 7:15 AM 7 0 74 12 0 3 0 306 2 0 11 0 18 27 0 47 0 58 7 0 572 0 7:30 AM • 4 0 82 12 0 7 0 393 4 0 3 0 13 33 1 37 0 35 2 1 625 2 7:45 AM • 10 0 118 15 0 5 0 338 5 0 10 0 12 36 1 64 0 52 9 0 674 1 8:00 AM • 27 0 139 10 0 5 0 444 4 0 9 0 12 68 0 69 0 65 9 0 861 0 8:15 AM • 10 0 100 16 0 10 0 324 3 0 16 0 18 52 0 57 0 54 6 0 666 0 8:30 AM 9 0 104 8 0 4 2 240 4 0 9 0 16 39 0 38 0 58 4 1 535 1 8:45 AM 12 0 101 14 0 1 0 194 8 0 9 0 20 29 0 47 0 38 7 0 480 0 9:00 AM 16 0 125 20 2 10 1 168 12 0 5 0 12 32 0 47 0 37 6 3 491 5 Max. 15 min. 27 0 139 20 2 10 2 497 12 0 16 0 27 68 1 69 0 65 9 3 861 5 Pk. Hr. VoL 51 0 439 53 0 27 0 1499 16 0 38 0 55 189 2 227 0 206 26 I 2826 3 7:15 AM Peak Intersection Traffic in Pk. Hr. = 2826 Peak Hr. Factor 0.82 8:15 AM Hour Intersection Pdslrns in Pk. Hr. = 3 3:45 PM 19 0 520 32 0 3 0 185 6 0 19 0 26 13 0 9 0 47 4 0 883 0 4:00 PM 33 0 288 40 0 12 0 147 14 0 8 0 45 25 0 31 0 33 7 0 683 0 4:15 PM 29 0 378 33 0 10 0 104 15 0 15 0 33 16 0 14 0 18 5 0 670 0 4:30 PM 38 0 358 42 0 9 0 158 10 0 8 0 34 15 0 25 0 26 6 1 729 1 4:45 PM 33 0 356 54 0 4 0 145 9 0 7 0 35 13 0 14 0 26 4 0 700 0 5:00 PM • 42 0 295 39 0 6 0 133 13 0 6 0 45 9 0 10 0 16 9 0 623 0 5:15 PM • 59 1 397 40 1 7 0 147 21 0 7 0 54 14 0 19 0 38 7 0 811 I 5:30 PM • 41 0 459 70 0 6 1 128 8 0 11 0 45 15 0 21 0 28 6 0 839 0 5:45 PM • 37 0 369 64 I 10 0 143 23 0 11 0 41 18 0 21 0 19 6 0 762 1 6:00 PM 51 0 275 47 0 5 0 96 5 0 13 0 41 8 0 20 0 25 6 0 592 0 6:15 PM 25 0 257 55 0 5 1 91 18 0 23 0 46 16 0 15 0 34 5 0 591 0 6:30 PM 24 0 163 41 0 2 1 72 13 0 24 0 52 12 0 18 0 26 3 0 451 0 Max. 15 min. 59 1 520 70 1 12 1 185 23 0 24 0 54 25 0 31 0 47 9 1 883 1 Pk. Hr. Vol 179 1 1520 213 2 29 1 551 65 0 35 0 185 56 0 71 0 101 28 0 3035 2 4:45 PM Peak , Intersection Traffic in Pk. Hr. = 3035 Peak Hr. Factor 0.86 5:45 PM Hour Intenection Pdstms in Pk. Hr. = 2 Et Camino Real at Tamaracic Avenue Lane Configunition for Intersectioa Capacity Utilization Page 2 of3 Pk. Hr. Tmie Period : South Appr (NB) North Appr (SB) West Appr (EB) East Aoor fWB) 7:15 AM to • - -- - - • -8:15 AM Lefl Thra Right Left Thra Right Left Thro Right Left Thra Right Lane Inside 1 Right Config-Oeft) 2 1 1 1 urations 3 1 1 1 1 4 1 1 1 1 1 5 6 1 1 1 Outside 7 Free-flow Lane Settings 1 2 1 1 2 1 1 1 1 1 2 0 Capacity 1800 4000 1800 1800 4000 1800 1800 2000 1800 1800 4000 0 Are tfae Nortli/Sontfa phases sp6t (Y/N)? N 4000 Are tfae East/West phases spHt (Y/N)? N Efficiency Lost Factor 0.10 Hourly Vohime 51 439 53 27 1499 16 38 55 189 227 206 26 Adjusted Hourty Vohime 51 439 53 27 1499 16 38 55 189 227 232 0 Utilization Factor 0.03 0.11 0.03 0.02 0.37 0.01 0.02 0.03 0.11 0.13 0.06 0.00 Critical Facton 0.03 0.37 0.11 0.13 0.06 0.00 ICU Ratio = 0.74 LOS = C Tuming Movements at Intersection of: El Camino Real and Tamarack Avenue w e 8 t A P P Totals 555 Time : 7:15 AM to 8:15 AM Date: 7/14/99 Day: Wednesday Name : Mike, Richard Sub- totah 273 282 38 55 189 Subtotals Total North Approach 16 1915 51 0 2458 1542 1499 North 439 543 2045 0 27 I Camino Real 503 J i u •4- ^ t r 53 26 206 227 Total Subtotals Sub- totals 459 135 Tamarack Avenue Totals 594 South Approach Note: Left-tum volumes include U-hims. U-tums in bold. El Camino Real at Tamarack Avenue Lane Configuration for IntetBCctioa Capacity UtiHzalion Pagt; 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Am)r(EB) East Aoor rWB) 4:45 PM to - " — - - 5:45 PM Lefi Thm Right Lefl Thro Right Lefl Thra Right Lefi Tlira Right Lane bade 1 Config -Oeft) 2 1 1 1 urations 3 1 1 1 1 4 1 1 1 1 1 5 6 1 1 1 Outside 7 Free-flow Lane Settings 1 2 1 1 2 1 1 1 1 1 2 0 Capacity 1800 4000 1800 1800 4000 1800 1800 2000 1800 1800 4000 0 Are the Noitfa/South pl bases qiHt (Y/N)? N 4000 Are the EastAVest phases spHt (Y/N)? N Efficiency Lost Factor 0.10 Hourly Vohime 180 1520 213 30 551 65 35 185 56 71 101 28 Adjusted Houriy Vohime ISO 1520 213 30 551 65 35 185 56 71 129 0 Utilization Factor 0.10 0.38 0.12 0.02 0.14 0.04 0.02 0.09 0.03 0.04 0.03 0.00 Critical Facton 0.38 0.02 0.09 0.04 0.03 0.00 ICU Ratio = 0.63 LOS = Tuming Movements at Intersection of: El Camino Real and Tamarack Avenue W e s t A P P r Totals 621 Time : 4:45 PM to 5:45 PM Date: 7/14W Day: Wednesday Name : Mike, Richard Sub- totals 345 276 .Sllhtntal. Total North Approach 65 35 185 56 679 ISO 1 2592 646 551 North 1520 1913 2230 1 30 Ei Camlno Real 1584 J i u 213 28 101 71 Total Subtotals Sub- totals 200 427 Tamarack Avenue Totals 627 s t A P P South Appioach Note : Left-um vohimes inchide U-tnms. U-tums in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 1999 INTERSECTION ANALYSIS SUMMARY Intersection Number: 6 Intersection Location: £1 Camino Real and College Boulevard Contents: Turn Movement Count Summary Page 1 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Page 2 Turn Movement Diagram P.M. Peak Hour ICU Analysis and Page 3 Turn Movement Diagram City : Carisbad, CA Inlerseclion of: N/S Street: E/W Streel: Counl Date : 7/14/99 ElCaminoReal CoUege Boulevard Day: Wednesday Weather: Sunny VRPA TURNING MOVEMENT ANALYSIS FUe: lm. #6 DaU CoUected by : Traffic Conlrol: Al, Aim SigiuUzed Page lof3 End of 15 min. pid. 6:15 AM 6:30 AM 6:45 AM 7:00 AM 7:15 AM 7:30 AM 7:45 AM 8:00 AM 8:15 AM 8:30 AM 8:45 AM 9:00 AM Max. IS min. Pk. Hr. Vol South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total Left U-Tm Thra Righl Peds Left U-Tm Thra Right Peds Left U-Tm Thra Right Peds Uft U-Tm Thro Right Peds Vehicka Peds 7 2 60 0 0 0 0 192 77 0 11 0 0 1 0 0 0 0 0 0 350 0 10 2 42 0 0 0 0 199 111 0 7 0 0 3 0 0 0 0 0 0 374 0 9 3 51 0 0 0 0 267 133 0 22 1 0 8 1 0 0 0 0 0 494 1 15 2 68 0 0 0 0 306 181 0 14 0 0 3 0 0 0 0 0 1 0 589 0 16 2 57 0 0 0 0 256 138 0 12 0 0 3 0 0 0 0 0 0 484 0 11 3 108 0 0 0 0 347 127 0 11 1 0 3 0 0 0 0 0 0 611 0 10 3 105 0 0 0 0 356 122 0 16 0 0 3 0 0 0 0 0 0 615 0 21 3 129 0 0 0 0 303 194 0 II 0 0 5 0 0 0 0 0 0 666 0 30 2 135 0 0 0 0 352 141 0 10 0 0 7 1 0 0 0 0 0 677 1 21 2 68 0 0 0 0 250 92 0 16 0 0 1 0 0 0 0 0 0 450 0 9 7 67 0 0 0 0 253 78 0 19 0 0 2 0 0 0 0 0 0 435 0 1 6 111 0 0 0 0 179 47 0 14 0 0 5 0 0 0 0 0 0 363 0 30 7 135 0 0 0 0 356 194 0 22 1 0 8 1 0 0 0 0 0 677 1 72 11 477 0 0 0 0 1358 584 0 48 1 0 18 1 0 0 0 0 0 2569 1 7:15 AM 8:15 AM Peak Hour Intersection Traffic in Pk. Hr. Inteiseclion Pdstms in Pk. Hr. 2569 I Peak Hr. Faclor 0.95 3:45 PM 8 3 318 0 0 0 0 163 42 0 114 0 0 24 0 0 0 0 0 0 672 0 4:00 PM 4 4 263 0 0 0 0 160 25 0 167 0 0 11 0 0 0 0 0 0 634 0 4:15 PM 2 2 350 0 0 0 0 101 19 0 125 0 0 10 0 0 0 0 0 0 609 0 4:30 PM 2 6 269 0 0 0 0 176 31 0 117 0 0 10 0 0 0 0 0 0 611 0 4:45 PM • 5 5 319 0 0 0 0 147 32 0 120 0 0 11 0 0 0 0 0 0 639 0 5:00 PM • 2 2 298 0 0 0 0 131 33 0 153 0 0 11 0 0 0 0 0 0 630 0 5:15 PM • 3 4 420 0 0 0 0 128 23 0 107 0 0 12 0 0 0 0 0 0 697 0 5:30 PM • 2 2 375 0 0 0 0 139 17 0 123 0 0 5 0 0 0 0 0 0 663 0 5:45 PM 1 1 324 0 0 0 0 120 21 0 134 0 0 6 0 0 0 0 0 0 607 0 6:00 PM 3 1 276 0 0 0 0 105 20 0 123 0 0 7 0 0 0 0 0 0 535 0 6:15 PM I 0 272 0 0 0 0 118 15 0 70 0 0 3 0 0 0 0 0 0 479 0 6:30 PM 4 I 150 0 0 0 0 70 17 0 100 0 0 8 0 0 0 0 0 0 350 0 Max. 15 min. 8 6 420 0 0 0 0 176 42 0 167 0 0 24 0 0 0 0 0 0 697 0 Pk. Hr. VoL A.m Dk« n 1. 12 13 1412 0 0 0 0 545 105 0 503 0 0 39 - 0 0 0 0 0 0 2629 0 0.94 5:30 PM Hour Intenection Pdstms in Pk. Hr. El Camino Real at College Boulevard Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Tmie Period : South .'Vppr (NB) North ApOT (SB) West Anor rEB) East .^POT (WB) 7:15 AM to -- 8:15 AM Uft Thro Right Uft Thro Right Left Thra Right Uft Thra Righl Lane Inside I Config -Oeft) 2 1 1 urations 3 1 1 1 4 5 6 1 1 1 Outside 7 Free-flow 1 Lane Settings 1 2 0 0 2 0 2 0 I 0 0 0 Capacity 1800 4000 0 0 4000 0 3240 0 1800 0 0 0 Are tfae North/Soudi phases spBt (Y/N)? N Are tfae East/West phases spUt (Y/N)? N Efficiency Lost Factor 0.10 Hourty Volume 83 477 0 0 1358 584 49 0 18 0 0 0 Adjusted Hourty Volume 83 477 0 0 1358 0 49 0 18 0 0 0 UtUization Factor 0.05 0.12 0.00 0.00 0.34 0.00 0.02 0.00 0.01 0.00 0.00 0.00 Critical Facton 0.05 0.34 0.02 ICU Ratio 0.51 LOS = A Tuming Movements al Intersection of: El Camino Real and College Boulevard W e s t A P P Totals 724 Time : 7:15 AM to 8:15 AM Date : 07/14/1999 Day: Wednesday Name : Al, Arm Sub- totals 657 67 North Approach 49 0 18 Subtotals Total 1942 584 1358 1387 83 11 1947 North 477 560 2467 El Camino Real 525 J i u *i t r Total Subtotals Sub- totals College Boulevard Totals South Approach Note : Uft-tum volumes include U-tums. U-tums in bold. El Cainino Real at College Boulevard Lane Configuration for Intersection Capacity Utilization Page 3 of3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West ApOT(EB) East ADOT CWB) 430 PM to 530 PM Left Thra Right Lefl Thra Rildit Left Thra Righl Left Thra Right Lane Inside 1 Config-Oeft) 2 1 1 nratioas 3 1 1 1 4 5 6 1 1 1 Outnde 7 Free-flow 1 Lane Settings 1 2 0 0 2 0 2 0 1 0 0 0 Capacity 1800 4000 0 0 4000 0 3240 0 1800 0 0 0 Are tfae Noitfa/Sontfa phases spfit (Y/N)? N Are tfae East/West WS qiHt (Y/N)? N Effidency Lost Factor 0.10 Hourly Vohime 25 1412 0 0 545 105 503 0 39 0 0 0 Adjusted Hourty Volume 25 1412 0 0 545 0 503 0 39 0 0 0 UtUization Factor 0.01 035 0.00 0.00 0.14 0.00 0.16 0.00 0.02 0.00 0.00 0.00 Critical Facton 0.35 0.00 0.16 0.00 0.00 ICU Ratio = 0.61 LOS = Tuming Movements at Intersection of: El Camino Real and CoUege Boulevard W Totals 659 Time : 4:30 PM to 530 PM Date: 7/14/99 Day: Wednesday Name : AL Aim Sub- totals 117 542 503 0 39 Subtotals Total North Approach 105 597 25 13 2034 650 545 Norfi 1412 1437 2565 El Camino Real 1915 J i u f ^ t r Total Subtotals Sub- totals Totals College Boulevard Soudi Approach Note : Uft-tum vohimes include U-tums. U-tums in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 1999 INTERSECTION ANALYSIS SUMMARY Intersection Number: 7 Intersection Location: £1 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: Carisbad, CA Inleneclion of: N/S Street: E/W Slreel: Count Date: 7/15/99 El Cainino Real Faraday Avenue Day: Thunday Weather: Sunny VRPA TURNING MOVEMENT ANALYSIS FUe: Int. #7 DaU CoUeclcd by: Tiaffic Control: Angel, Isaac SignaUzed Page I of 3 End of 15 mia prd. 6:15 AM 6:30 AM 6:45 AM 7.00 AM 7:15 AM 7:30 AM 7:45 AM 8:00 AM 8:15 AM 8:30 AM 8:45 AM 9:00 AM Max. 15 mia Pk. Hr. VoL South Approach (NB) 7:30 AM 8:30 AM Peak Hoiv 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 mia Pk. Hr. Vol Uft U-Tm Thro Right Peds 129 101 125 160 196 202 203 229 238 214 144 121 8 6 4 5 8 10 11 8 13 12 9 15 61 46 72 74 99 86 IIO 97 III 123 126 111 16 26 36 28 24 22 29 68 46 44 27 32 1 0 1 0 0 0 0 0 0 0 0 0 238 884 15 44 126 441 68 187 Inleneclion Traffic in Pk. Hr. Intenection Pdstms in Pk. Hr. North Approach (SB) Uft U-Tm Thro Right Peds 14 21 17 41 28 30 31 46 33 25 19 20 5 4 4 7 10 10 8 15 II 9 14 125 86 182 218 197 137 296 214 243 228 167 137 71 17 36 70 66 80 53 86 54 46 42 25 46 135 15 44 296 981 86 239 3267 7 West Approach (EB) Uft U-Tm Thra Right Peds 23 4 7 8 9 7 7 15 II 10 12 10 0 0 0 0 0 0 0 0 0 0 0 0 4 9 11 II 9 II 12 14 15 18 13 14 19 14 9 18 16 23 20 22 18 16 19 20 I 0 0 0 0 0 0 0 1 1 0 1 23 43 18 59 23 76 Peak Hr. Factor 0.97 East Approach (WB) Uft U-Tm Thra Righl Peds 26 11 26 15 20 10 21 15 17 13 26 23 0 0 0 0 0 0 0 0 0 0 0 0 4 5 9 4 14 4 5 18 14 13 13 11 0 0 2 0 0 1 I I 0 0 0 0 26 66 18 50 6 18 15 min Total Vehicles Peds 59 52 33 37 29 31 34 17 18 15 9 18 207 246 214 274 295 288 286 262 243 208 246 230 12 17 11 14 33 16 25 6 3 5 1 5 59 131 295 1143 33 88 4:15 PM 5:15 PM Peak Hour 16 14 4 10 17 10 10 3 8 3 8 3 116 129 116 108 122 121 134 95 149 99 101 99 32 10 10 11 10 7 6 3 2 7 6 17 47 7 12 149 485 32 34 Intersection Traffic in Pk. Hr. Inlersection Pdstms in Pk. Hr. 3481 21 Peak Hr. Factor 86 37 84 34 58 38 64 46 28 28 25 17 19 14 14 21 10 16 15 6 9 3 3 2 222 125 229 139 202 177 312 177 195 159 161 113 86 194 21 62 312 830 56 45 61 42 58 63 100 38 36 36 26 25 16 14 21 19 23 29 33 22 14 6 13 10 23 II 21 21 14 20 27 16 15 4 15 4 100 263 33 104 27 82 0.83 510 352 544 659 695 632 814 845 832 776 630 558 845 3267 865 724 819 738 874 819 1050 692 724 574 615 533 1050 3481 3 1 3 0 0 2 1 3 1 2 0 1 4 2 10 4 1 3 13 4 3 0 2 2 13 21 El Camino Real at Faraday Avenue Lane Configuration for Intersection Capacity UtUization Page 2 of3 Pt Hr. Time Period : 7:30 AM to 8:30 AM Lane Config - urations Inside Oeft) Outside Free-flow South Appr (NB) North ApOT (SB) West Appr (EB) East ADOT rWB) Uft Thra Right Left Thro Right Left Thra Right Lefl Thra Right 1 1 1 1 1 1 1 I I I 1 1 1 1 1 1 1 1 1 1 1 2 3 0 2 3 0 2 0 2 1 2 0 3240 6000 0 3240 6000 0 3240 0 3800 1800 4000 0 ? N N O.IO 928 441 187 179 981 239 43 59 76 66 50 18 928 628 0 179 1220 0 43 0 135 66 68 0 0.29 0.10 0.00 0.06 0.20 0.00 0.01 0.00 0.04 0.04 0.02 0.00 0.29 0.20 0.04 0.04 Lane Settings Capacity Are Ifae Noitfa/Soutfa phases spfit (Y/N Are tfae East/West phases spUt (Y/N)? Effidency Lost Factor Hourly Vohime Adjusted Houriy Volume UtUization Factor Critical Facton ICU Ratio = 0.67 LOS = Tuming Movements at Intersection of: Time : 7:30 AM to 830 AM Date Day Name W e Totals 1351 7/15/99 Thursday Angel, Isaac Sub- totals 1173 178 El Camino Real North Appioach 43 59 76 and Faraday Avenue 1399 EI Camino Real 1945 44 239 981 179 J i u t North Total 928 441 187 44 2723 546 18 50 66 Subtotals Total Sub- totals 134 381 Totals 515 Faraday Avenue 1584 1368 A P P South Approach Note : Uft-tum volumes inctude U-tums. U-tums in bold. El Camino Real at Faraday Avenue Lane Configuration for Intersection Cxpadty Utilization Page 3 of 3 Pk. Hr. Tnne Period : South ApOT (NB) North ApOT (SB) West APOT(EB) East AOOT(WB) 4:15 PM to - 5:15 PM Ufl Thra Right Uft Thra Right Uft Thra Right Uft Thra Right Lane Inside 1 1 1 1 Config-Oeft) 2 1 I 1 1 urations 3 1 1 1 1 1 4 I 1 1 1 1 5 6 1 1 1 1 Outside 7 Free-flow Lane Settings 2 3 0 2 3 0 2 0 2 1 2 0 Capacity 3240 6000 0 3240 6000 0 3240 0 3800 ISOO 4000 0 Are tfae Nortfa/Soutfa phases spKl (Y/N)? N Are tfae East/West phases spfit (Y/N] 7 N Effidency Lost Factor 0.10 Hourty Vcriume 137 1143 88 59 485 34 194 62 830 263 104 82 Adjusted Hourty Vofaime 137 1231 0 59 519 0 194 0 892 263 186 0 UtiHzalion Factor 0.04 0.21 0.00 0.02 0.09 0.00 0.06 0.00 0.23 0.15 0.05 0.00 Critical Facton 0.21 0.02 0.23 0.15 ICU Ratio = 0.71 LOS = C Tuming Movements at Intersection of: El Camlno Real and Faraday Avenue Tnne : 4:15 PM to 5:15 PM Date: 7/15/99 Day: Thunday Name : Angel Isaac Sub- Totals totals W e 1355 269 1086 North Approach 194 62 830 578 El Camino Real 2009 Total 34 485 59 J i u • t ' Norfi ^ r r 137 1143 88 6 2952 1431 82 104 263 Total Subtotals Sub- totals 449 197 Faraday Avenue Totals 646 A P P South Approach Note : Left-tum vohunes include U-turas. U-hsns in boWL CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 1999 INTERSECTION ANALYSIS SUMMARY Intersection Number: 8 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 VRPA TURNING MOVEMENT ANALYSIS City: Cartsbad, CA Intersection of: N/S Streel: El Camino Real E/W Street: Dove Lane Page 1 of 3 Count Dale : 8/17/99 End of 15 min. prd. 6:15 AM 6:30 AM 6:45 AM 7:00 AM 7:15 AM 7:30 AM 7:45 AM 8:00 AM 8:15 AM 8:30 AM 8:45 AM 9:00 AM Max. 15 mia Pk. Hr. VoL Day: Tuesday Weather: Sunny FUe : Inl. ttS Dala CoUected by: Traffic Conti-ol: Mike, Richard Signalized South Approach (NB) North Approach (SB) West Approach (EB) Fjist Approach (WB) 15 min Tolal Uft U-Tm Thra Right Peds Ufl U-Tm Thra Righl Peds Uft U-Tm Thra Rigfal Peds Ufl U-Tm Thro Right Peds Velucles Peds 3 0 55 0 0 1 0 59 5 0 3 0 1 1 0 I 0 I 2 I 132 I 4 1 97 0 0 3 0 69 5 0 3 0 0 0 I 4 0 0 5 0 191 1 7 0 143 0 0 4 1 102 4 0 9 0 0 0 0 6 0 0 7 0 283 0 6 1 151 0 2 4 0 142 9 0 8 0 1 2 0 6 0 1 4 1 335 3 6 0 150 1 0 5 1 132 7 0 6 0 0 2 0 1 0 0 8 0 319 0 13 1 234 1 1 4 0 119 20 0 13 0 1 2 0 6 0 3 16 1 433 2 8 0 225 3 0 5 1 144 24 0 17 0 2 4 0 3 0 4 7 1 447 1 14 0 386 2 0 3 1 122 5 0 13 0 1 4 0 9 0 0 9 0 569 0 8 2 247 0 0 1 0 124 10 0 8 0 0 3 0 10 0 0 7 0 420 0 12 I 264 3 2 10 2 145 11 0 13 0 I 3 1 9 0 I 5 1 480 4 6 2 193 4 0 7 1 134 14 1 6 0 2 9 0 4 0 3 10 0 395 1 12 3 173 7 0 14 1 135 22 0 15 0 1 1 3 7 0 7 6 0 404 3 14 3 386 7 2 14 2 145 24 1 17 0 2 9 3 10 0 7 16 1 569 4 42 3 1122 8 2 19 4 535 50 0 51 0 4 14 1 31 0 5 28 2 1916 5 7:30 AM 8:30 AM Peak Hour Intenection Traffic in Pk. Hr. Intenection Pdstins in Pk. Hr. 1916 5 Peak Hr. Faclor 0.84 3:45 PM 13 0 196 2 0 9 1 249 32 0 23 0 3 15 2 12 0 7 9 0 571 2 4:00 PM 13 3 150 6 0 10 4 258 34 0 31 0 1 18 0 22 0 6 9 ' 0 565 0 4:15 PM 13 4 191 I 0 10 0 209 34 0 21 0 3 16 0 13 0 6 9 0 530 0 4:30 PM 19 5 178 2 1 13 2 243 39 0 32 0 4 15 0 12 0 6 2 0 572 1 4:45 PM 29 5 209 2 I 16 2 301 39 0 27 0 4 12 2 16 0 5 8 . 0 675 3 5:00 PM 13 6 174 7 1 13 2 247 34 0 29 0 9 20 2 22 0 6 11 0 593 3 5:15 PM • ' 28 6 195 4 1 12 3 319 45 0 23 0 4 25 0 20 0 7 5 0 . 6% 1 5:30 PM • 6 2 176 3 1 20 4 334 43 0 20 0 3 13 2 21 0 2 5 4 652 7 5:45 PM • 14 6 204 2 23 3 334 45 0 25 0 2 15 0 18 0 6 5 0 702 0 6:00 PM * 8 8 195 3 1 33 3 311 57 0 24 0 4 17 1 16 0 6 6 0 691 2 6:15 PM 11 6 189 2 1 32 2 307 36 0 23 0 2 26 1 21 0 5 3 0 665 2 6:30 PM 7 3 141 3 28 3 316 23 0 10 0 5 27 0 16 0 4 5 1 591 1 Max. 15 mia 29 8 209 7 I 33 4 334 57 0 32 0 9 27 2 22 0 7 11 4 702 7 Pk. Hr. VoL <.(V\ VKX D..-L 56 22 770 12 88 13 1298 190 0 92 0 13 70 3 75 0 21 21 4 2741 10 0.98 6:00 PM Hour Intenection Pdstins in Pk. Hr. 10 El Camino Real at Dove Lane Lane Configuraticm for Intersection Capacity UtiHzatioo Page 2 of3 Pk. Hr. Time Period : South ApOTfNB) North Appr (SB) West AoOT (EB) East ADOT (WB) 730 AM to 830 AM Left Thro Right Uft Thra Right Left Thra Righl Uft Thra Rildit Lane Inside 1 Right Config-Oeft) 2 1 I 1 1 urations 3 1 1 1 1 1 1 1 4 1 1 1 5 6 1 1 1 1 Outside 7 Free-flow Lane Settings 1 3 0 1 3 0 1 1 0 I 1 0 Capadty 1800 6000 0 1800 6000 0 1800 2000 0 1800 2000 0 Are die Nortfa/Soutfa phases spfit (Y/N)? N 2000 Are tfae East/West phases spKt (Y/N)? N Efficiency Lost Factor 0.10 Hourty Vohune 45 1122 8 23 535 50 51 4 14 31 5 28 Adjusted Hourly Vohime 45 1130 0 23 585 0 51 18 0 31 33 0 UtUization Factor 0.03 0.19 0.00 0.01 O.IO 0.00 0.03 0.01 0.00 0.02 0.02 0.00 Critical Facton 0.19 O.OI 0.03 0.02 0.00 ICU Ratio = 0.35 LOS = A Tuming Movements at Intersection of: El Camino Real and Oove Lane W e 8 t A P P r Totals 166 Tmie : 730 AM to 830 AM Date: 8/17/99 Day: Tuesday Name : Nfflce, Richard Sub- totals 97 69 Subtotals Total North Approach 50 51 4 14 583 45 3 1758 608 535 North 1122 1175 1813 4 23 El Camino Real 1205 J i u 28 5 31 Total Subtotals Sub- totals 64 31 Dove Lane Totals 95 A P P r South Approach Note : Uft-tum vohimes inchule U-tums. U-tums in bold. El Camino Real at Dove Lane Lane Configuration for Intersection Capadty Utilization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr fWB) 5:00 PM to 6:00 PM Uft Thra Right Left Thra Right Uft Thra Right Uft Thra Right Lane Inside 1 Config- Oeft) 2 1 urations 3 1 4 1 5 1 1 6 Outside 7 Free-flow 1 1 1 1 1 1 1 1 1 1 1 Lane Settings 1 3 0 Cqtadly 1800 6000 0 1 3 0 1800 6000 0 1 1 0 3800 2000 0 1 1 0 1800 2000 0 Are tfae Nortfa/Soutfa phases spfit (Y/N)? Are tfae East/West phases spfit (Y/N)? N N Efficiency Lost Factor 0.10 Hourly Volume 78 770 12 101 1298 190 92 13 70 75 21 21 Adjusted Hourty Vohime 78 782 0 101 1488 0 92 83 0 75 42 0 Utifizatioa Factor 0.04 0.13 0.00 0.06 0.25 0.00 0.02 0.04 0.00 0.04 0.02 0.00 Critical Facton 0.04 0.25 0.10 0.02 ICU Ratio = 0.57 LOS = Turning Movements at Intersection of: El CanUno Real and Dove Lane W e s t A P P Time : 5:00 PM to 6«0PM Date: 8/17/99 Day: Tuesday Name : Mike, Richaid Snb- Totals totals 442 267 175 Subtotals Total 92 13 70 North Appioach 1589 190 1298 1 1465 78 22 2325 North 770 860 2485 13 101 El Camino Real 896 f *i \ r 12 21 21 75 Total Subtotals Sub- totals 117 113 Dove Lane Totals 230 s t A P P r South Approach Note : Left-tum volumes include U-toms. U-hima in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 1999 INTERSECTION ANALYSIS SUMMARY Intersection Number: 9 Intersection Location: Palomar Airport Road and Avenida Encinas Contents: Turn Movement Count Summary Page 1 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Page 2 Turn Movement Diagram P.Mi Pfeak Hour ICU Analysis and Page 3 Turn Movement Diagram City : Cartsbad, CA Intersection of: N/S Slreel: E/W Street: Counl Dale : 7/15/99 Avenida Encinas Palomar Airport Road Day: Thunday Weather: Sunny VRPA TURNING MOVEMENT ANALYSIS FUe : Inl. #9 Data CoUeclcd by: Traffic Control: Al, Am SignaUzed Page 1 of3 End of 15 min. prd. 6:15 AM 6:30 AM 6:45 AM 7:00 AM 7:15 AM 7:30 AM 7:45 AM 8:00 AM 8:15 AM 8:30 AM 8:45 AM 9.00 AM South A pproach (NB) North Appruach (SB) West Approach (EB) East Approach (WB) 15 min lotal Uft U-Tm Thro Right Peds Uft U-Tm Thra Righl Peds Uft U-Tm Thra Right Peds Left U-Tm Thra Right Peds Vehicles Peds 8 0 2 8 0 13 0 2 2 1 4 0 35 2 0 37 0 17 42 0 172 1 3 0 1 4 1 16 0 . 6 6 0 8 0 41 3 1 37 0 28 41 0 194 2 2 0 3 3 0 29 0 4 1 2 4 0 62 10 1 49 0 35 44 0 246 3 3 0 3 8 1 16 0 4 4 0 12 0 71 14 0 72 0 30 41 0 278 1 9 0 5 16 0 31 0 6 6 2 3 0 57 6 0 39 0 32 62 0 272 2 8 0 11 20 0 27 0 7 2 0 12 0 68 11 0 65 0 29 77 0 337 0 4 0 8 30 2 26 0 12 8 1 17 0 74 8 3 65 0 34 60 0 346 6 11 0 6 17 0 33 0 7 1 0 10 0 105 17 1 77 0 40 90 0 414 1 9 0 13 21 2 45 0 7 3 1 3 0 71 13 0 41 0 33 90 0 349 3 5 0 15 25 0 36 0 3 3 0 8 0 44 7 I 51 0 32 92 0 321 1 11 0 11 24 1 49 0 5 3 5 18 0 67 5 1 43 0 26 96 0 358 7 3 0 9 13 0 11 0 3 0 0 10 0 48 7 0 21 0 18 54 0 197 0 11 0 15 30 2 49 0 12 8 5 18 0 105 17 3 77 0 40 % 0 414 7 32 0 38 88 4 131 0 33 14 2 42 0 318 49 4 248 0 136 317 0 1446 10 Intersection Traffic m Pk. Hr. 1446 Peak Hr. Factor 0.87 Max. 15 mia Pk. Hr. Vol 7:15 AM 8:15 AM Peak Hour Intenection Pdstrns in Pk. Hr. 10 3:45 PM 12 0 15 48 0 75 1 10 6 0 23 0 80 13 1 53 0 94 61 0 491 1 4:00 PM 23 0 13 82 1 78 0 6 3 4 5 0 74 5 0 31 2 82 66 0 470 5 4:15 PM 9 0 16 31 1 57 0 11 11 0 10 0 81 6 0 36 0 74 45 0 387 1 4:30 PM 21 0 15 44 0 78 0 8 13 4 11 0 80 5 1 25 0 117 59 0 476 5 4:45 PM 12 0 11 39 0 80 0 8 8 0 15 0 80 6 0 50 0 110 62 0 481 0 5:00 PM 35 0 14 56 0 84 0 10 10 2 6 0 57 9 0 41 0 60 44 0 426 2 5:15 PM 31 0 14 49 1 98 0 11 7 0 13 0 40 6 0 24 0 102 70 0 465 I 5:30 PM • 33 0 17 83 1 101 0 13 15 0 17 0 82 18 0 36 0 117 75 0 607 1 5:45 PM • 18 0 11 49 1 107 0 38 29 1 31 0 66 37 1 64 0 144 83 0 677 3 6:00 PM • 29 0 20 58 1 66 0 23 30 2 46 0 90 46 1 68 0 113 58 0 647 4 6:15 PM • 36 0 38 39 0 86 0 13 17 2 17 0 76 15 0 62 0 84 47 0 530 2 6:30 PM 61 0 44 51 0 82 0 22 10 0 37 0 60 33 0 52 0 49 51 0 552 0 Max. 15 mia 61 0 44 83 1 107 1 38 30 4 46 0 90 46 1 68 2 144 83 0 677 5 Pk. Hr. VoL 116 0 86 229 3 360 0 87 91 5 111 0 314 116 2 230 0 458 263 0 2461 10 5:15 PM Peak Intenection Tiaffic in Pk. Hr. = 2461 Peak Hr. Factor 0.91 6:15 PM Hour Intenection Pdstms 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 .^pOT (NB) North Appr (SB) West ADOT (EB) East ADOT (WB) 7:15 AM to 8:15 AM Ufl Thra Right Uft Thra Right Uft Thra Right Uft Thra Right Lane faisidc 1 Config -Oeft) 2 1 1 1 1 urations 3 1 I I 1 1 4 5 6 1 1 1 1 Outside 7 Free-flow Lane Settings 1 I I 2 I 0 1 1 0 1 I 1 Capacity 1800 2000 1800 3800 2000 0 1800 2000 0 1800 2000 1800 Are the North/South phases spHt (Y/N)? Y Are the East/West phases spfit (Y/N)? N Effidency Lost Factor 0.10 Houriy Vohime 32 38 88 131 33 14 42 318 49 248 136 317 Adjusted Hourty Vohime 32 38 88 131 47 0 42 367 0 248 136 317 Utilization Factor 0.02 0.02 0.05 0.03 0.02 0.00 0.02 0.18 0.00 0.14 0.07 0.18 Critical Facton 0.05 0.03 0.18 0.14 0.18 ICU Ratio = 0.50 LOS = A Tuming Movements at Intenection of: Avenida Endnas and Palomar Airport Road W e s 1 A P P r Totals 591 Time : 7:15 AM to 8:15 AM Dale: 7/15/99 Day: Thursday Name : Al Ann Sub- totals 182 409 North Approach 14 42 318 49 Subtotals Total 330 32 0 488 178 33 North 38 158 575 0 131 Avenida Encinas 397 J i u 317 136 248 Total 88 Subtotals Sub- totals 701 537 Palomar Airport Road Totals 1238 A P P r South Approach Note : Uft-tum volumes include U-tums. U-tums in b<^ Avenida Encinas at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : South AtnJr (NB) North .\pOT (SB) West APOT(EB) East ADOT (WB) 5:15 PM to 6:15 PM Uft Thro Righl Uft Thro Right Uft Thra Right Uft Thro Right Lane Inside 1 Right Config-Oeft) 2 1 1 1 1 urations 3 1 I 1 1 1 1 4 5 6 1 1 1 1 I Outside 7 Free-flow Lane Settings 1 1 1 2 1 0 1 1 0 1 I 1 Capacity 1800 2000 1800 3240 2000 0 1800 2000 0 1800 2000 1800 Are the Nortfa/Souai phases spfit (Y/N)? Y 1800 Are tfae East/West phases spfit (Y/N)? N Effidency Lost Factor O.IO Hourty Volume 116 86 229 360 87 91 111 314 116 230 458 263 Adjusted Hourly Vohime 116 86 229 360 178 0 111 430 0 230 458 263 UtiHzation Factor 0.06 0.04 0.13 0.11 0.09 0.00 0.06 0.22 0.00 0.13 0.23 0.15 Critical Facton 0.13 0.11 0.22 0.13 0.15 ICU Ratio = 0.69 LOS •• Tuming Movements at Intenection of: Avenida Encinas and Palomar Airport Road W Totals 1206 Time : 5:15 PM to 6:15 PM 7/15/99 Thursday Al Ann Sub- totals Date Day Name 665 541 North Approach 91 111 314 116 Subtotals Total 433 116 0 864 538 87 Nor* 86 431 998 0 360 Avenida Encinas 460 J i u *i t r 229 263 458 230 Total Subtotals Sub- totals 951 903 Palomar Airport Road Totals 1854 A P P r South Approach Note : Uft-tum vohimes inchide U-tums. U-dims in bold. o CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 1999 Intersection Number: 10 Contents: Turn Movement Count Summary (A.M.andP.M.) Page 1 A.M. Peak Hour ICU Analysis and Turn Movement Diagram P.M. Peak Hour ICU Analysis and Turn Movement Diagram Page 2 Page 3 City: Carisbad, CA Inlerseclion of: N/S Stxeel: E/W Stieet: Coiml Date : 7/20/99 /Vrmada Dtive/Costco Entrance Palomar Aiiport Road Day: Tuesday Weather: Sunny VRPA TURNING MOVEMENT ANALYSIS FUe : Inl. #10 Dala CoUected by: Traffic Conti-ol: Angel Richard Signalized Page 1 of 3 End of 15 mia prd. South Approach (NB) Uft U-Tm Thro Righl Peds North Approach (SB) Ufl U-Tm Thro Right Peds West Approach (EB) Uft U-Tm Thro Righl Peds East Approach (WB) Uft U-Tm Thra Right Peds 15 min Total Vehicles Peds 6:15 AM 5 0 0 3 0 0 0 0 3 0 5 0 292 9 0 4 1 206 5 0 533 0 6:30 AM 14 0 0 10 0 4 0 0 0 0 3 0 370 15 0 5 0 211 5 0 637 0 6:45 AM 14 0 1 10 1 7 0 0 4 0 11 0 483 15 0 13 0 223 9 0 790 1 7:00 AM 13 0 3 8 0 15 0 0 2 0 11 3 625 12 0 6 0 226 19 0 943 0 7:15 AM 14 0 1 11 0 8 0 0 0 0 7 1 392 20 0 7 0 204 12 0 677 0 730 AM • 13 0 1 9 0 14 0 0 2 0 7 1 578 14 0 8 0 309 10 0 966 0 7:45 AM * 15 0 1 12 1 21 0 0 10 0 12 1 632 14 0 6 0 215 15 0 954 1 8:00 AM • 14 0 0 14 0 34 0 0 8 0 11 5 702 21 0 4 0 235 22 : 0 1070 0 8:15 AM • 11 0 1 8 0 20 0 1 7 0 . 7 6 552 12 0 5 1 212 18 0 861 0 830 AM 14 0 1 11 0 17 1 0 9 0 12 5 514 13 0 11 0 164 26 0 798 0 8:45 AM 18 0 0 •2. 0 10 0 1 5 1 12 5 505 21 1 10 0 130 15 0 744 2 9:00 AM 16 0 1 19 0 16 0 0 10 0 15 7 451 18 0 16 0 339 21 1 929 1 Max. 15 mia 18 0 3 19 1 34 1 1 10 1 15 7 702 21 1 16 1 339 26 1 1070 2 Pk. Hr. Vol 53 0 3 43 1 89 0 1 27 0 37 13 2464 61 0 23 I 971 65 0 3851 1 7:15 AM Peak Intenection Traffic in Pk. Hr. 3851 Peak Hr. Factor 0.90 8:15 AM Hour Intersection Pdstms in Pk. Hr. 1 3:45 PM 90 0 4 48 0 30 0 4 37 0 11 10 386 17 0 43 0 644 27 0 1351 0 4:00 PM 85 0 8 57 0 15 0 1 10 0 9 17 314 25 0 27 2 469 20 0 1059 0 4:15 PM 69 0 1 34 0 32 0 4 24 0 10 15 275 16 0 27 0 536 25 0 1068 0 4:30 PM 64 0 6 29 0 24 0 3 20 0 12 8 277 15 0 33 0 492 21 0 1004 0 4:45 PM 44 0 6 37 0 33 0 6 14 0 12 11 322 16 0 35 I 591 28 1 1156 1 5:00 PM 72 0 2 42 0 43 0 7 18 0 6 9 280 27 I 24 0 451 18 0 999 I 5:15 PM • 69 0 5 38 0 28 0 2 31 0 13 13 272 22 0 42 2 652 45 0 1234 0 530 PM * 72 1 1 50 0 25 0 3 12 0 8 11 234 18 0 43 0 690 44 0 1212 0 5:45 PM • 67 0 3 55 0 19 0 4 20 0 7 7 346 21 0 48 0 516 23 1 1136 1 6:00 PM * 88 0 2 49 0 25 0 3 9 0 11 6 240 17 0 30 1 524 20 1 1025 1 6:15 PM 67 0 I 32 0 12 0 2 25 0 10 20 225 16 0 33 0 437 17 0 897 0 6:30 PM 57 0 6 40 0 15 0 4 15 0 9 18 194 12 2 18 0 377 4 0 769 2 Max. 15 mia 90 1 8 57 0 43 0 7 37 0 13 20 386 27 2 48 2 690 45 1 1351 2 Pk. Hr. VoL 296 1 II 192 0 97 0 12 72 0 39 37 1092 78 0 163 3 2382 132 2 4607 2 5:00 PM Peak Intenection Traffic in Pk. Hr. = 4607 Peak Hr. Factor 0.85 6:00 PM Hour Intersection Pdstins in Pk. Hr. = 2 Armada Drive/Costco Entrance at Palomar Airport Road Lane Configuration for Intersection Clapacity Utilization Page 2 of 3 Pk. Hr. Time Period : South ApOT (NB) North ApOT (SB) West ApOT (EB) East ADOT (WB) 7:15 AM to 8:15 AM Left Thro Right Uft Thro Right Lefl Thro Right Ufl Thra Ritdit Lane Inside 1 1 1 1 Config -Oeft) 2 1 1 1 1 urations 3 1 1 I 1 1 4 1 1 1 5 1 1 6 1 I Outside 7 I Free-flow Lane Settings 2 1 0 2 I 1 2 3 1 1 3 1 Clapacity 3240 2000 0 3240 2000 1800 3240 6000 1800 1800 6000 1800 Are the Nortti/Soutfa phases spfit (Y/N)? N Are die East/West phases spfit (Y/N)? N Effidency Lost Factor 0.10 Houriy Volume 53 3 43 89 1 27 50 2464 61 24 971 65 Adjusted Hourly Vohime 53 46 0 89 1 27 37 2464 61 24 971 65 UtUization Factor 0.02 0.02 0.00 0.03 0.00 0.02 0.01 0.41 0.03 0.01 0.16 0.04 Critical Facton 0.02 0.03 0.41 0.01 ICU Ratio 0.57 LOS = A Tuming Movements at Intersection of; Armada Drive/Costco Entrance and Palomar Airport Road W e s t A P P Time : 7:15 AM to 8:15 AM Date: 7/20/99 Day: Tuesday Name : Angel, Richard Sub- Totals totals 3639 1064 2575 13 North Approach 27 50 2464 61 Subtotals Total 85 53 184 117 1 North 3 99 222 0 89 Armada Drive/Costco Entrance Total 105 J i u 43 65 971 24 Subtotals Sub- totals 1060 2597 Palomar Airport Road Totals 3657 South Approach Note : Uft-tum volumes include U-tums. U-tums in bold. Armada Drtve/Costco Entrance at Palomar Airport Road Lane Configuration for Intersection Capadty UtiHzation Page 3 of 3 Pk. Hr. Time Period : Soudi ApOT (NB) North Appr (SB) West APOT(EB) East ADOT (WB) 5:00 PM to 6:00 PM Left Thra Righl Uft Thra Right Left Thra Right Uft Thro Right Lane Inside 1 1 1 1 Config-Oefl) 2 1 1 1 1 urations 3 1 I 1 1 1 4 1 1 1 5 1 1 6 I 1 Outside 7 1 Free-flow Lane Settings 2 1 0 2 I 1 2 3 I 1 3 I Capacity 3240 2000 0 3240 2000 1800 3240 6000 1800 1800 6000 1800 Ate tfae North/South phases spfit (Y/N)? N Are die East/West phases spfit (Y/N)? N EfficicQcy Lost Factor 0.10 Houriy Vt^ume 297 11 192 97 12 72 • 76 1092 78 166 2382 132 Adjusted Homly Vohime 297 203 0 97 12 72 76 1092 78 166 2382 132 UtiHzation Factor 0.09 O.IO 0.00 0.03 0.01 0.04 0.02 0.18 0.04 0.09 0.40 0.07 Critical Facton 0.09 0.04 0.02 0.40 0.07 ICU Ratio = 0.65 LOS = B Turning Movements at Inlersection of: Armada Drive/Costco Entrance and Palomar Airport Road Time : 5:00 PM to 6:00 PM Date: 7/20/99 Day : Tuesday Name : Angel Richard Sub- Totab totals W 4033 2787 1246 37 North Approach 72 76 1092 78 Subtotals Total 254 297 1 754 181 12 11 500 363 0 97 Armada Drive/Costco Entrance Total • r North 192 182 132 2382 166 Subtotals Sub- totals 2680 1384 Palomar Airport Road Totals 4064 A P P r South Approach Note : Uft-tum volumes include U-tums. U-tums in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 1999 INTERSECTION ANALYSIS SUMMARY Intersection Number: 11 Intersection Location: Palomar Airport Road and College Boulevard / Aviara Parkway Contents: Turn Movement Count Summary Page 1 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Page 2 Turn Movement Diagram P.M. Peak Hour ICU Analysis and Page 3 Tiirn Movement Diagram / K 11-^ A VRPA TURNING MOVEMENT ANALYSIS City: Carisbad Intenection of: N/S Stieet: E/W Slreel: Coimt Date : 7/20/99 CoUege Boulevard / Aviara Paricway Palomar Airport Road Day: Tuesday Weather: Sunny FUe: Int.#ll Data CoUected by: Traffic Control: /a,Mike Signalized Page 1 pf3 South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Tolal End of 15 mia prd. Uft U-Tm Thra Right Peds Uft U-Tm Thro Right Peds Uft U-Tm Thra Right Peds Uft U-Tm Thra Righl Peds Vehicles Peds 6:15 AM 3 0 0 3 0 7 0 2 40 0 113 0 160 7 0 4 I 189 10 0 539 0 6:30 AM . 4 1 1 0 0 6 0 1 35 0 151 0 253 12 0 3 0 185 7 0 659 0 6:45 AM 4 0 0 2 0 3 0 2 28 0 135 0 288 9 0 3 3 194 7 0 678 0 7:00 AM 3 0 1 2 0 9 0 2 39 0 185 0 397 15 0 16 0 229 8 0 906 0 7:15 AM 5 0 1 2 0 12 0 2 42 0 121 0 299 22 0 10 I 205 4 0 726 0 7:30 AM • 0 0 2 2 0 10 1 4 40 0 209 0 379 13 0 5 0 225 6 0 896 0 7:45 AM * 3 1 4 0 0 10 0 2 38 0. 282 0 412 7 0 9 0 226 8 0 1002 0 8:00 AM • 6 0 4 4 0 15 0 2 51 0 261 0 349 27 0 6 I 261 13 0 IOOO 0 8:15 AM * 2 0 4 3 0 19 0 0 37 0 324 0 253 19 0 4 1 218 11 0 895 0 8:30 AM 1 1 5 4 0 11 0 2 47 0 217 0 151 5 0 7 0 200 10 0 661 0 8:45 AM 3 0 4 0 I 8 0 4 62 0 230 0 252 8 0 4 0 216 11 0 802 I 9:00 AM 5 0 1 1 0 9 0 1 53 0 165 0 182 10 0 3 0 221 5 0 656 0 Max. 15 mia 6 1 5 4 1 19 1 4 62 0-324 0 412 27 0 16 3 261 13 0 1002 1 Pk. Hr. Vol 11 1 14 9 0 54 1 8 166 0 1076 0 1393 66 0 24 2 930 38 0 3793 0 7:15 AM Peak Intenection Traffic in Pk. Hr. = 3793 Peak Hr. Factor 0.95 8:15 AM Hour Intenection Pdstins in Pk. Hr. = 0 3:45 PM 17 0 2 10 0 17 0 1 257 0 102 1 345 2 0 6 4 404 15 0 1183 0 4:00 PM 7 0 2 2 0 4 0 1 193 0 69 1 242 2 0 2 1 249 8 0 783 0 4:15 PM 10 0 1 6 0 19 1 1 187 0 91 1 364 6 0 3 1 440 12 0 1143 0 4:30 PM 4 0 1 4 0 16 0 0 155 0 65 0 262 7 0 4 0 379 11 0 908 0 4:45 PM 5 0 1 3 0 9 0 2 201 0 40 0 360 2 0 1 0 368 20 0 1012 0 5:00 PM * 9 0 0 4 0 9 0 2 192 0 60 0 314 9 0 I 0 365 15 0 980 0 5:15 PM * 7 0 0 2 0 19 0 1 347 0 47 0 291 2 0 3 0 479 41 0 1239 0 5:30 PM * 11 0 0 3 0 4 ~ 0 3 235 0 51 0 305 5 0 1 0 453 27 0 1098 0 5:45 PM * 9 0 I 2 0 4 0 1 211 0 70 0 301 8 0 6 0 434 16 0 1063 0 6:00 PM 5 0 0 1 0 7 0 3 171 0 43 0 284 4 0 2 0 357 20 0 897 0 6:15 PM 10 0 1 3 0 I 0 2 163 0 75 0 324 6 0 6 0 323 8 0 922 0 6:30 PM 2 0 0 0 0 1 0 1 119 0 19 0 277 3 0 0 0 169 3 0 594 0 Max. 15 min. 17 0 2 10 0 19 1 3 347 0 102 1 364 9 0 6 4 479 41 0 1239 0 Pk. Hi. Vol 36 0 1 II 0 36 0 7 985 0 228 0 1211 24 0 11 0 1731 99 0 4380 0 4:45 PM Peak Intenection Traffic in Pk. Hr. 4380 Peak Hr. Faclor 0.88 5:45 PM Hour Intenection Pdstins in Pk. Hr. 0 Cotlege Boulevard / Aviara Parkway at Palomar Airport Road Lane Configuration for Intersection Capacity UtiHzation Page 2 of 3 Pk. Hr. Tune Period : South .\POT(NB) North APOT (SB) West ApOT (EB) East ADOT (WB) 7:15 AM to 8:15 AM Uft Thro Right Uft Thra Right Uft Thro Ririii Uft Thra Right Lane Inside 1 1 Right 1 1 Config-Oeft) 2 1 1 1 1 urations 3 1 1 1 1 1 1 4 1 1 1 1 5 1 I 1 6 1 1 Outside 7 Free-flow Lane Settings 2 2 1 1 0 2 2 3 1 2 3 1 Capacity 3240 4000 1800 1800 0 3800 3240 6000 1800 3240 6000 1800 Are die Nordi/Soudi pl liases spfit (Y/N)? N 1800 Are die East/West phases spfit (Y/N)? N Effidency Lost Factor 0.10 Houtly Vohime 12 14 9 55 8 166 1076 1393 66 26 930 38 Adjusted Hourty Vohune 12 14 9 55 0 174 1076 1393 66 26 930 38 Utilization Factor 0.00 0.00 0.01 0.03 0.00 0.05 0.33 0.23 0.04 0.01 0.16 0.02 Critical Facton 0.00 0.05 0.33 0.16 0.02 ICU Ratio = 0.64 LOS = B Turning Movements at Intersection of: CoUege Boulevard / Aviara Parktny and Palomar Airport Road Tnne : 7:15 AM to 8:15 AM Dale: 7/20/99 Day : Tuesday Name : AL Mike Sub- Totals totals W 3642 1107 2535 North Approach 166 1076 1393 66 Subtotals Total 99 12 1 134 229 8 Noidi 14 35 CoUege Boulevard / Aviara Paricway 1358 1 55 1129 J i u 38 930 26 ^ t r Total Subtotals Sub- totals 994 1458 Palomar Airport Road Totals 2452 s t A P P r South Approach Note : Uft-tum volumes include U-tums. U-liims m bold College Boulevard / Aviara Parkway Lane Configuration for Intersection Capacity Utilization at Palomar Airport Road Page 3 of 3 Pk. Hr. Tnne Period : Soudi ApOT(NB) North AoOT (SB) West ApOT (EB) East ADOT (WB) 4:45 PM to 5:45 PM Uft Thra Right Uft Thra Right Uft Thro Right Uft Thro Righl Lane Inside 1 I 1 1 Config -Oeft) 2 1 1 1 1 urations 3 1 1 I 1 1 I 4 1 I 1 1 5 1 1 1 6 1 1 Outside 7 Free-flow Lane Settings 2 2 1 I 0 2 2 3 1 2 3 I Capacity 3240 4000 1800 1800 0 3800 3240 6000 1800 3240 6000 1800 Are die Nortfa/SoDtfa phases spBt (Y/N)? N 6000 1800 Are die East/West pfaai ICS spfit (Y/N)? N Effidency Lost Factor 0.10 Houriy Vohime 36 I 11 36 7 985 228 1211 24 11 1731 99 Adjusted Houriy Vohime 36 I 11 36 0 982 228 1211 24 11 1731 99 Utilization Factor 0.01 0.00 0.0] 0.02 0.00 0.26 0.07 0.20 0.01 0.00 0.29 0.06 Critical Facton 0.01 0.26 0.07 0.29 0.06 ICU Ratio = 0.73 LOS = Tuming Movements at Intersection of: W Totals Time : 4:45 PM to 5:45 PM Date: 7/20/99 Day: Tuesday Name : AL MUte Sub- totals 4215 2752 1463 College Boulevard / Avian Paricway and North Approach 228 1211 24 Subtotals Total 42 36 0 90 1028 7 Nordi 1 48 1356 0 985 7 36 Palomar Airport Road CoUege Boulevard / Aviara Parkway Total *i t r 328 99 1731 II Subtotals Sub- totals 1841 1258 Palomar Airport Road Totals 3099 South Approach Note : Uft-tum volumes include U-tums. U-turos in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 1999 INTERSECTION ANALYSIS SUMMARY Intersection Number: 12 Intersection Location: Palomar Airport Road and El Fuerte Street Contents: Turn Movement Count Summary Page 1 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Page 2 Turn Movement Diagram P.M. Peak Hour ICU Analysis and Page 3 Turn Movement Diagram City : Carisbad, CA Inlersection of: N/S Street: E/W Stieel: Counl Dale : 7/20/99 El Fuerte Stieet Palomar Airport Road Day: Tuesday Weather: Sunny VRPA TURNING MOVEMENT ANALYSIS FUe : Int. #12 Dala CoUected by : Traffic Contt^ol: At, Ann Signalized Page 1 of 3 End of 15 mia prd. 6:15 AM 6:30 AM 6:45 AM 7:00 AM 7:15 AM 7:30 AM 7:45 AM 8:00 AM 8:15 AM 8:30 AM 8:45 AM 9:00 AM Max. 15 mia Pk. Hr. VoL 7:15 AM 8:15 AM Peak Hour South Approach O^B) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total Ufl U-Tm Thro Righl Peds Uft U-Tm Thro Right Peds Uft U-Tm Thra Righl Peds Uft U-Tm Thra Right Peds Vehicles Peds 0 0 0 0 0 13 0 0 10 0 27 0 96 I 0 0 0 351 14 0 512 0 0 0 0 0 0 12 0 0 3 0 39 1 131 0 0 0 0 487 14 0 687 0 0 0 0 0 0 6 0 0 6 0 92 1 222 0 0 0 0 608 15 0 950 0 0 0 0 0 0 9 0 0 6 0 91 0 323 0 0 0 3 663 76 0 1171 0 0 0 0 0 0 13 0 0 3 0 89 5 158 0 0 0 0 600 65 0 933 0 0 0 0 0 0 10 0 0 5 0 69 2 219 0 0 0 2 670 60 0 1037 0 0 0 0 0 0 7 0 0 2 0 95 5 265 0 .0 0 0 646 47 0 1067 0 0 0 0 0 0 8 0 0 5 0 90 10 279 0 0 0 0 798 46 0 1236 0 0 0 0 0 0 14 0 0 7 0 70 8 259 0 0 0 1 554 57 0 970 0 0 0 0 0 0 10 0 0 5 0 62 1 223 0 0 0 0 552 34 0 887 0 0 0 0 0 0 II 0 0 8 0 55 4 141 0 0 0 0 459 35 0 713 0 0 0 0 0 0 14 0 0 9 0 37 3 242 0 0 0 0 462 28 0 795 0 0 0 0 0 0 14 0 0 10 0 95 10 323 1 0 0 3 798 76 0 1236 0 0 0 0 0 0 39 0 0 19 0 324 25 1022 0 0 0 3 2668 210 0 4310 0 Intenection Traffic in Pk. Hr. Inleraccdon Pdstins in Pk. Hr. 4310 0 I'eak Hr. Faclor 0.87 3:45 PM 0 0 0 0 0 29 0 0 18 0 16 8 661 0 0 0 4 311 12 0 1059 0 4:00 PM 0 0 0 0 0 123 0 0 36 0 31 5 520 0 0 0 0 250 14 0 979 0 . 4:15 PM 0 0 0 0 0 104 0 0 20 0 13 1 560 0 0 0 1 286 5 0 990 0 4:30 PM 0 0 0 0 0 69 0 0 18 0 21 2 592 0 0 0 2 258 4 0 966 0 4:45 PM • 0 0 0 1 0 68 0 0 12 0 21 6 669 0 0 0 3 315 9 0 1104 0 5:00 PM • 0 0 0 0 0 62 0 0 18 0 16 8 551 0 0 0 2 241 6 0 904 0 5:15 PM • 0 0 0 0 0 59 0 0 33 0 16 7 686 0 0 0 2 337 4 0 1144 0 5:30 PM • 0 0 0 0 0 72 0 0 30 0 32 0 594 0 0 0 2 295 7 0 1032 0 5:45 PM 0 0 0 0 0 49 0 0 20 0 16 2 621 0 0 0 4 254 6 0 972 0 6:00 PM 0 0 0 I 0 76 0 0 38 0 15 2 472 0 0 0 0 206 3 0 813 0 6:15 PM 0 0 0 0 0 51 0 0 16 0 7 2 385 0 0 0 0 207 2 0 670 0 6:30 PM 0 0 0 0 0 53 0 0 13 0 6 3 356 0 0 0 0 196 1 0 628 0 Max. 15 mia 0 0 0 1 0 123 0 0 38 0 32 8 686 0 0 0 4 337 14 0 1144 0 Pk. Hr. Vol 0 0 0 1 0 261 0 0 93 0 85 21 2500 0 0 0 9 1188 26 0 4184 0 5:30 PM Hour Peak Hr. Factor 0.91 Intenection Pdstms in Pk. Hr. El Fuerte Street at Palomar Airport Road Lane Configuration for Intersection Capacity UtiHzation Page 2 of3 Pk. Hr. Time Period : Soudi APOT (NB) North ApOT (SB) West ApOT(EB) East APOT (WB) 7:15 AM to *:15AM Uft Thra Riaht Uft Thra Right 1 1 1 1 Uft Thra Right Uft Thro Righl Lane Inside I Config- (left) 2 1 11 urations 3 4 5 6 Outside 7 Free-flow Uft Thra Right 1 1 1 1 1 1 1 1 1 I 1 1 1 Lane Settings 0 10 Capacity 0 2000 0 Are die Noidi/Soudi phases spfit (Y/N)? N 2 1 0 3240 2000 0 1 2 0 1800 4000 0 1 3 0 1800 6000 0 Are di9 East/West phases spfit (Y/N)? Effidency Lost Factor 0.10 Houriy Vohime 0 0 Adjusted Houriy Volume 0 0 UtiHzation Factor 0.00 0.00 Critical Facton 0.00 0 0 0.00 39 39 0.01 O.OI 0 19 0.01 19 0 0.00 349 349 0.19 0.19 1022 1022 0.26 0 0 0.00 3 3 0.00 2668 2878 0.48 0.48 210 0 0.00 ICU Ratio 0.78 LOS = Tuming Movements at Intersection of: El Fuerte Street and Palomar Airport Road Time: 7:15 AM to 8:15 AM Date: 7/20/99 Day: Tuesday Name : Al Ann Sub- Totals totals W e 4083 2712 1371 25 North Approach 19 349 1022 0 Subtotals Total 58 0 North 592 0 39 El Fuerte Street 534 ^ t r 210 2668 3 Total Subtotals Sub- totals 2881 1064 Palomar Airport Road Totals 3945 A P P South Approach Note : Uft-tum volumes include U-tiiras. U-tums in bold. El Fuerte Street at Palomar Airport Road Lane Configuration for Intenection Capacity UtiHzation Page 3 of 3 Pk. Hr. Time Period : South APOT (NB) North APOT (SB) West APOT (EB) East APOT (WB) 4:30 PM to 5:30 PM Ufl Thro Righl Uft Thra Right Left Thra Righl Uft Thra Right Lane Inside 1 Config- Oeft) 2 1 11 urations 3 4 5 6 Outside 7 Free-flow 1 1 1 1 1 I 1 1 1 I 1 1 1 Lane Settings 0 10 2 1 0 1 2 0 1 3 0 Are dK Nortfa/Soutfa phases spfit (Y/N)? Are die EastAVest phases spHt (Y/N)? Effidency Lost Factor N N 0.10 Houriy Volume 0 0 1 261 0 93 106 2500 0 9 1188 26 Adjusted Houriy Vohime 0 1 0 261 93 0 106 2500 0 9 1214 0 UtiHzation Factor 0.00 0.00 0.00 0.08 0.05 0.00 0.06 0.62 0.00 0.01 0.20 0.00 Critical Facton 0.00 0.08 0.62 0.01 ICU Ratio = 0.81 LOS = D Tuming Movements at Intenection of: El Fuerte Street and Palomar Airport Road w e 8 t A P P r Totals 3908 Time 4:30 PM to 5:30 PM North Approach Date 7/20/99 Day Tuesday Name Al Ann Sub-93 totals J 1302 A 21 106 1 2606 2500 • Subtotals Total 354 0 Nordi 465 0 261 El Fuerte Street 111 i u t • ^ t r 26 1188 9 Total Subtotals Sub- totals 1223 2771 Palomar Airport Road Totals 3994 South Approach Note: Ufl-tiim vohimes inchide U-tums. U-tums in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 1999 INTERSECTION ANALYSIS SUMMARY Intersection Number: 13 Intersection Location: Rancho Santa Fe Road and Melrose Drive 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 Turii Movement Diagram Page 2 Page 3 City: Carisbad bitenection of: N/S Sti«et: Rancho Sanla Fe Road E/W Stieel: Melrose Drive Count Date : 8/10/99 Day: Tuesday Weadier: Sunny VRPA TURNING MOVEMENT ANALYSIS FUe : Int.# 13 Data CoUected by: Tiaffic Control: Angel, Cesar SignaUzed Page 1 of 3 End of 15 min. prd. 6:15 AM 6:30 AM 6:45 AM 7:00 AM 7:15 AM 7:30 AM 7:45 AM 8:00 AM 8:15 AM 8:30 AM 8:45 AM 9:00 AM Max. 15 mia Pk. Hr. Vol South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total Uft U-Tm Thra Right Peds Uft U-Tm Thra Right Peds Uft U-Tm Thra Right Peds Uft U-Tm Thra Right Peds Vehicles Peds 2 0 52 0 0 0 0 172 5 0 25 0 0 17 0 0 0 0 0 0 273 0 14 0 56 0 0 0 0 230 21 0 50 0 0 24 0 0 0 0 0 0 395 0 27 0 121 0 0 0 0 229 32 0 31 0 0 39 3 0 0 0 0 0 479 3 54 0 118 0 0 0 0 220 46 0 37 0 0 56 0 0 0 0 0 0 531 0 32 0 137 0 0 0 0 270 97 0 94 0 0 55 2 0 0 0 0 0 685 2 32 0 151 0 0 0 0 328 29 0 130 0 0 64 0 0 0 0 0 0 734 0 32 0 238 0 0 0 0 308 30 0 •15 0 0 75 0 0 0 0 0 0 798 0 44 0 194 0 0 0 0 326 42 0 65 0 0 64 0 0 0 0 0 0 735 0 48 0 214 0 0 0 0 275 35 0 68 0 0 54 4 0 0 0 0 0 694 4 42 0 143 0 0 0 0 246 29 0 70 0 0 39 5 0 0 0 0 0 569 5 39 0 141 0 0 0 0 271 33 0 47 0 0 29 0 0 0 0 0 0 560 0 35 0 99 0 0 0 0 244 28 0 79 0 0 25 0 0 0 0 0 0 510 0 54 0 238 0 0 0 0 328 97 0 . 130 0 0 75 5 0 0 0 0 0 798 5 156 0 797 0 0 0 0 1237 136 0 378 0 0 257 4 0 0 0 0 0 2961 4 Intenection Traffic in Pk. Hr. 2961 Peak Hr. Faclor 0.93 7:15 AM 8:15 AM Peak Hour Intenection Pdstins in Pk. Hr. 3:45 PM 53 0 285 0 0 0 0 195 45 0 61 0 0 61 0 0 0 0 0 0 700 0 4:00 PM 57 0 219 0 0 0 0 162 64 0 52 0 0 58 0 0 0 0 0 0 612 0 4:15 PM 70 0 236 0 0 0 0 176 55 0 64 0 0 67 0 0 0 0 0 0 668 0 4:30 PM 71 0 266 0 0 0 0 190 36 0 57 0 0 41 0 0 0 0 0 0 661 0 4:45 PM * 58 0 295 0 0 0 0 172 54 0 50 0 0 60 0 0 0 0 0 0 689 0 5:00 PM • 58 0 223 0 0 0 0 187 60 0 41 0 0 57 0 0 0 0 0 0 626 0 5:15 PM • 71 0 263 0 0 0 0 171 47 0 90 0 0 37 0 0 0 0 0 0 679 0 5:30 PM • 61 0 277 0 0 0 0 246 . 48 0 87 0 0 27 0 0 0 0 0 0 746 0 5:45 PM 59 0 214 0 0 0 0 202 55 0 120 0 0 34 0 0 0 0 0 0 684 0 6:00 PM 60 0 211 0 0 0 0 203 46 0 75 0 0 34 0 0 0 0 0 0 629 0 6:15 PM 58 0 184 0 0 0 0 208 41 0 85 0 0 31 0 0 0 0 0 0 607 0 6:30 PM 61 0 123 0 0 0 0 217 30 0 63 0 0 28 0 0 0 0 0 0 522 0 Max. 15 mia 71 0 295 0 0 0 0 246 64 0 120 0 0 67 0 0 0 0 0 0 746 0 Pk. Hr. Vol 248 0 1058 0 0 0 0 776 209 0 268 0 0 181 0 0 0 0 0 0 2740 0 Peak Hr. Factor 0.92 530 PM Hour Intenection Pdstms in Pk. Hr. Rancho SanU Fe Road at Melrose Drive Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Tnne Period : South APOT (NB) North APOT (SB) Wesl /Vppr (EB) East APOT (WB) 7:15 AM to 8:15 AM Uft Thra Right Uft Thra Right Uft Thra Righl Uft Thra Right Lane Inside I Config- (left) 2 1 urations 3 i 4 1 5 6 Outside 7 Free-flow 1 1 1 1 Lane Settings 1 2 0 0 1 0 1 0 1 0 0 0 Are die Nordi/Soudi phases spfit (Y/N)? Are die EastAVest phases spfit (Y/N)? Effidency Lost Factor 0.10 Hourly Vohime 156 Adjusted Hourly Vohime 156 Utilization FactOT 0.09 Critical Facton 0.09 797 797 0.20 N N 0 0 0.00 0 0 0.00 1237 1237 0.62 0.62 136 0 0.00 378 378 0.21 0.21 0 0 0.00 257 257 0.14 0 0 0.00 0 0 0.00 0 0 0.00 ICU Ratio 1.02 LOS = Turmng Movements at Intenection of: Rancho SanU Fe Road and Melrose Drive W e Totals 927 Time : 7:15 AM to 8:15 AM 8/10/99 Tuesday Angel Cesar Sub- totals Dale Day Name 292 635 North Approach 378 0 257 Subtotals Toul 1373 136 1237 1494 North 156 797 0 953 2447 2548 Rancho SanU Fe Road 1175 J i u ^ t r Total Subtotals Sub- totals Melrose Drive Totals A P P South Approach Note : Uft-tum volumes inctude U-tums. U-tums in bold. Rancho SanU Fe Road at Melrose Drive Lane Configuration for Intenection Capacity UtUization Page 3 of 3 Pk. Hr. Time Period : Soudi APOT (NB) North APOT (SB) West ADOT (EB) East ADOT rWB) 430 PM to 530 PM Uft Thra R#' Uft Thro Right Left Thra Right Left Thro Right Lane Inside 1 Right Config-Oeft) 2 1 1 urations 3 I 1 1 4 5 6 1 1 Oiitiride 7 Free-flow 1 Lane Settings 1 2 0 0 1 0 1 0 1 0 0 0 Capacity 1800 4000 0 0 2000 0 1800 0 1800 0 0 0 Are die Notdi/Soutfa phases spfit (Y/N)? N Are die East/West phases spfit (Y/N) ? N Effidency Lost Factor 0.10 Hourly Vohime 248 1058 0 0 776 209 268 0 181 0 0 0 Adjusted Hourly Vohime 248 1058 0 0 776 0 268 0 181 0 0 0 UtiHzation Factor 0.14 0.26 0.00 0.00 0.39 0.00 0.15 0.00 0.10 0.00 0.00 0.00 Critical Factors 0.14 0.39 0.15 0.00 0.00 0.00 ICU Ratio = 0.78 LOS = Tuming Movements at Intenection of: Rancho SanU Fe Road and Melrose Drive W e 8 t A P P r Totals 906 Time : 4:30 PM to 530 PM Dale: 8/10/99 Day : Tuesday Name : Angel, Cesar Sub- totals 457 449 North Approach 268 0 181 Subtotals Total 985 209 776 957 North 248 1058 0 1306 2263 2311 Rancho SanU Fe Road 1326 J i u *i t r Total Subtotals Sub- totals Melrose Drive Totals E a 8 t A P P r Soudi Approach Note : Uft-tum volumes inctude U-tums. U-tums in bokL CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 1999 INTERSECTION ANALYSIS SUMMARY Intersection Number: 14 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 Cily: Carisbad Intenection of: N/S Stiect: E/W Stieel: Counl Dale : 7/21/99 Rancho SanU Fe Road La Cosla Meadows Drive Day: Wednesday Weather: Sunny VRPA TURNING MOVEMENT ANALYSIS FUe: Int.#14 Data CoUected by: Traffic Conti-ol: Ann, VficheUe SignaUzed Page 1 of 3 End of 15 min. prd. 6:15 AM 6:30 AM 6:45 AM 7:00 AM 7:15 AM 7:30 AM 7:45 AM 8:00 AM 8:15 AM 8:30 AM 8:45 AM 9:00 AM South Approach (NB) Uft U-Tm Thro Righl 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 99 142 126 170 228 287 220 226 181 172 166 147 17 30 28 34 49 54 49 37 36 20 24 24 North Approach (SB) Uft U-Tm Thro Right Peds 72 65 88 46 73 74 73 56 56 39 54 40 0 0 0 0 0 0 0 0 0 0 0 0 261 256 234 265 218 223 205 143 313 193 200 170 0 0 0 3 1 0 4 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 West Approach (EB) Uft U-Tm Thro Right Peds 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 0 3 0 2 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 East Approach (WB) Uft U-Tm Thra Right Peds 1 5 0 7 6 5 6 6 6 7 6 14 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8 23 15 10 30 23 19 40 30 10 20 31 0 0 0 0 0 0 0 0 0 0 0 0 15 min Total Vehicles Peds 458 521 491 537 606 666 582 508 628 441 470 427 0 0 0 0 0 0 0 0 0 0 0 0 Max. 15 mia Pk. Hr. VoL 287 905 54 186 88 266 313 911 14 24 40 82 666 2391 6:45 AM 7:45 AM Peak Hour Intenection Traffic in Pk. Hr. Intenection Pdstms in Pk. Hr. 2391 0 Peak Hr. Factor 0.90 3:45 PM 4:00 PM 4:15 PM 430 PM 4:45 PM 5:00 PM 5:15 PM 530 PM 5:45 PM 6:00 PM 6:15 PM 6:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 318 230 257 234 264 246 244 286 250 240 240 216 10 13 12 5 10 35 7 8 6 4 2 2 59 56 18 26 20 21 17 18 16 14 11 6 190 178 222 179 218 229 201 269 242 200 214 167 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 I 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 27 34 41 34 44 31 45 32 39 22 25 16 105 61 91 48 94 51 112 70 81 45 37 24 715 578 641 526 652 619 626 683 637 525 529 431 Max. 15 mia Pk. Hr. Vol 318 1040 35 60 59 76 269 917 45 152 112 327 715 2580 4:30 PM 5:30 PM Peak Hour Intenection Traffic in Pk. Hr. Intenection Pdstms in Pk. Hr. 2580 0 Peak Hr. Factor 0.90 Rancho SanU Fe Road at La CosU Meadows Drive Lane Configuration for Intersection Capacity UtiHzation Pk. Hr. Time Period : 6:45 AM to 7:45 AM Lane Config- urations Soudi .APOT (NB) Uft Thra Righl Inside Oeft) Outside Free-flow North ADOT (SB) Uft Thro Right West APOT (EB) Left Thra • Righl Page 2 of 3 East ADOT (WB) Left Thra Right Lane Settings 0 2 1 1 I 0 Capadty 0 4000 1800 1800 2000 0 Are die Norlfa/South pluses spfit (Y/N)? N Are die past/West phases spfit (Y/N)? N Effidency Lost Factor 0.10 Hourty Vohime 0 905 186 266 911 8 Adjusted Hourty Vohime 0 905 186 266 919 0 Utilization FactOT 0.00 0.23 0.10 0.15 0.46 0.00 Critical Facton 0.46 ICU Ratio = 0.61 LOS = B I 0 0.00 1 2000 1 1800 1 1800 5 3 24 0 82 9 0 24 0 82 0.00 0.00 0.01 0.00 0.05 0.00 0.05 Tuming Movements at Imenection of: Rancho SanU Fe Road and La CosU Meadows Drive W e 8 t A , P P Totals 17 Time : 6:45 AM to 7:45 AM Date: 7/21/99 Day: Wednesday Name: Ann, NficheUe Sub- totals Subtotals Total North Approach 938 2029 1185 North 2173 Rancho SanU Fe Road 988 911 266 J i u 82 0 24 ^ t r Total 905 186 1091 Subtotals Sub- totals 106 457 La CosU Meadows Drive Totals 563 South Approach Note : Uft^um vohimes inchide U-tums. U-tums in bold. • Rancho SanU Fe Road at La CosU Meadows Drive Lane Configuration for Intenection Capadty Utifizatioo Pk. Hr. Tnne Period : Soudi Appr (NB) North APOT (SB) West APOT (EB) Page 3 of3 East ApOT (WB) 4:30 PM to 5:30 PM Uft Thra .Righi, . Left . Tlmi - Right Left Thra Right Uft Thra Righl Lane Inside 1 Config- (left) 2 urations 3 i 4 1 5 1 6 Outside 7 Free-flow 1 1 1 1 1 I 1 1 Lane Settings 0 2 1 1 1 0 0 1 0 1 0 I Capaaty Are die North/Soudi jiases spfit (Y/N)? Are die East/West phases spHt (Y/N)? Effidency Lost Factor Hourty Vohune Adjusted Hourty Vohmie Utilization Factor Critical Facton ICU Ratio = Tuming Movements at Intersection of: 0 4000 1800 1800 2000 0 0 2000 0 ISOO 0 1800 N N O.IO 0 1040 60 76 917 4 0 3 1 152 0 327 0 1040 60 76 921 0 0 4 0 152 0 327 0.00 0.26 0.03 0.04 0.46 0.00 0.00 0.00 0.00 0.08 0.00 0.18 0.46 0.00 0.18 0.74 LOS = C Rancho SanU Fe Road and La CosU Meadows Drive Time : 430 PM to 530 PM Date: 7/21/99 Day: Wednesday Name : Ann, MicheDe North ^^iproach 997 2364 Rancho SanU Pe Road 1367 Total Subtotals W e Totals Sub- totals 917 76 Subtotals Total J i u • t • 1070 2170 North n t r 1040 60 1100 327 0 152 Sub- totals 479 139 La CpsU Meadows Drive Totiils 618 Soutfa Approach Note : Ufl-tum vohimes inchide U-tums. U-tums in bold CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 1999 INTERSECTION ANALYSIS SUMMARY Intersection Number: 15 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 City: Carisbad Intersection of: . N/S Stieet: E/W Streel: Counl Dale: 7/21/99 Rancho Santa Fe Road Quesdiavcn Road Day: Wednesday Weadier: Sunny VRPA TURNING MOVEMENT ANALYSIS FUe: Inl.#I5 DaU CoUected by: Traffic Control: Angel, Issac Signalized Page 1 of 3 End of 15 mia prd. 6:15 AM 6:30 AM 6:45 AM 7:00 AM 7:15 AM 7:30 AM 7:45 AM 8:00 AM 8:15 AM 8:30 AM 8:45 AM 9:00 AM South Approach (NB) Max. 15 mia Pk. Hr. Vol Uft 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 89 110 124 158 250 216 242 234 215 174 157 135 6 12 5 5 12 2 10 8 10 7 9 11 0 0 0 0 0 0 0 0 0 0 0 0 250 942 12 32 North Approach (SB) Uft U-Tm Thra Right Peds 23 20 17 10 7 11 9 7 8 7 8 9 203 235 214 220 226 226 214 233 258 220 208 199 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 23 34 258 899 West Approach (EB) Uft U-Tm Thra Right Peds 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 East Approach (WB) Uft U-Tm Thra Right Peds 31 43 54 35 27 20 28 25 15 24 20 6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18 35 32 44 36 47 41 37 31 24 22 15 0 0 0 0 0 0 0 0 0 0 0 0 54 100 47 161 15 min Tolal Vehicles Peds 370 455 446 472 558 522 544 544 537 456 424 375 558 2168 0 0 0 0 0 0 0 0 0 0 0 0 7:00 AM 8:00 AM Peak Hour Intersection Traffic in Pk. Hr. Intenection Pdstins in Pk. Hr. 2168 0 Peak Hr. Factor 0.97 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 252 307 209 262 221 263 271 252 259 257 215 223 44 60 42 30 31 32 32 23 19 19 17 22 32 40 39 47 41 34 52 42 40 40 25 20 161 224 178 184 206 234 241 213 223 230 187 182 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 17 12 10 15 18 8 13 8 14 12 8 10 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 33 IS 12 15 19 19 17 12 11 10 539 661 490 553 536 590 626 550 566 568 460 462 Max. 15 mia Pk. Hr. Vol 307 1045 60 106 52 168 241 911 18 43 33 59 661 2332 4:45 PM 5:45 PM Peak Hour Intersection Traffic in Pk. Hr. Intenection Pdstms in Pk. Hr. 2332 0 Peak Hr. Faclor 0.88 Rancho SanU Fe Road at Questhaven Road Lane Configuration for Intersection Capadty UtiKzatior Pk. Hr. Time Period : Soudi APOT (NB) North APOT (SB) West APOT (EB) Page 2 of3 East APOT (WB) 7:00 AM to . 8:00 AM Left "rhra Right Left Thra Right Uft Thra Righl Uft Thro Risht Lane Inside 1 Config - (left) 2 urations 3 j 4 1 5 6 Outside 7 Free-flow 1 1 1 1 1 1 1 Lane Settings 0 1 1 1 1 0 0 1 0 1 0 1 Are die Noidi/Soudi phases spHl (Y/N)? Are dK EastAVest i^unes spfit (Y/N)? Effictency Lost Factor Houriy Volume Adjusted Hourly Vofaime Utifizatioa FactOT Cntical Facton 0 2000 1800 1800 2000 0 0 2000 0 1800 0 1800 N N 0.10 0 942 32 34 899 0 0 0 0 100 0 161 0 942 32 34 899 0 0 0 0 100 0 161 0.00 0.47 0.02 0.02 0.45 0.00 0.00 0.00 0.00 0.06 0.00 0.09 0.47 0.02 0.00 0.09 ICU Ratio 0.68 LOS = Tuming Movements at Intenection of: Rancho SanU Fe Road and Questhaven Road W e Totals Time 7:00 AM 8:00 AM Date 7/21/99 Day Wednesday Name Angel Issac Sub- totals Subtotals Toul North Approach 999 933 North 2036 Rancho SanU Fe Road 1103 899 34 *i t r 942 32 974 161 0 100 Total Subtotals Sub- totals 261 66 Questhaven Road Totals 327 A P P r 1973 South Approach Note : Uft-tum volumes include U-turas. U-tums in bokl Rancbo SanU Fe Road at Questhaven Road Lane Configuration for Intersection Capacity UtUization Pk. Hr. Tmie Period : 4:45 PM to 5:45 PM Lane Config- urations South ADOT (NB) Uft Thra Right Inside Oeft) Outside Free-flow North ADOT (SB) Uft Thro Right West .APOT (EB) Left Thra Righl Page 3 of3 East APOT (WB) Uft Thra Right Lane Settings Capacity Are die Nortfa/Soudi phases spfit (Y/N)? Are die EastAVest phases spfit (Y/N)? Effidency Lost Factor Hourly Volume Adjusted Houriy Vohime UtiHzation FactOT Critical Facton 0 2000 1800 N N 1800 2000 0 0 2000 0 1800 0 1800 0.10 0 0 0.00 1045 ^1045 0.52 0.52 106 106 0.06 168 168 0.09 0.09 911 911 0.46 0 0 0.00 0 0 0.00 0 0 0.00 0.00 0 0 0.00 43 43 0.02 0 0 0.00 59 59 0.03 0.03 ICU Ratio 0.74 LOS = Turning Movements at Intenection of: Time : 4:45 PM to 5:45 PM Date Day Name Totals W 7/21/99 Wednesday AngeL l88ac Sub- totals 0 0 Rancho SanU Fe Road North Approach •Suhtnuh Total and Questhaven Road 954 1079 North t 0 1045 0 1151 2105 Rancho SanU Pe Road 2183 911 168 r 1104 59 0 43 Total Subtotals Sub- totals 102 274 Questhaven Road Totals 376 A P P r Soudi Approach Note : Uft-tum volumes include U-tums. U-tiims in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 1999 INTERSECTION ANALYSIS SUMMARY Intersection Number: 16 Intersection Location: Rancho Santa Fe Road and Olivenhain Road / Camino Alvaro ^ Contents: Turn Movement Count Summary Page 1 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Page 2 Turn Movement Diagram P.M. Peak Hour ICU Analysis and Page 3 Turn Movement Diagram City: Cartsbad Intenection of: N/S Street: E/W Sti-eet: Counl Dale : 7/22/99 OUvenhain Road / Camino Aivaio Rancho SanU Fe Road Day: Thunday Weather: Sunny VRPA TURNING MOVEMENT ANALYSIS FUe: Int.#I6 Data CoUected by: Traffic Conti-ol: Arm, MicheUe Signalized Page 1 of3 End of 15 mia prd. 6:15 AM 6:30 AM 6.45 AM 7:00 AM 7:15 AM 7:30 AM 7:45 AM 8.-00 AM 8:15 AM 8:30 AM 8:45 AM 9:00 AM Max. 15 mia Pk. Hr. VoL 7:15 AM 8:15 AM Peak Hour South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min ToUl Uft U-Tm Thro Right Peds Uft U-Tm Thro Righl Peds Uft U-Tm Thro Right Peds Uft U-Tm Thra Righl Peds Vehicles Peds 13 0 1 8 0 3 0 3 0 0 0 0 28 0 0 55 1 114 0 0 226 0 17 0 1 21 1 1 0 2 I 0 1 0 47 2 0 116 0 137 1 0 347 I 32 0 1 17 0 3 0 5 4 0 3 0 63 1 0 108 I 156 2 0 396 0 35 0 0 29 0 4 0 4 2 0 1 0 88 4 2 . 85 0 155.; I 0 408 2 43 0 0 49 I 15 0 2 2 0 0 0 72 1 1. 97 0 172.-: 7 0 460 2 40 0 0 51 0 3 0 6 4 0 2 0 89 0 0 65 0 194?' 8 0 462 0 54 0 1 63 0 12 0 6 3 0 0 0 123 0 0 111 0 223 5 0 601 0 47 0 0 41 2 5 0 2 7 0 3 0 112 I 0 104 Q> 137t' 2 0 461 2 68 0 2 45 0 6 0 3 4 0 1 0 117 2 0 115 0. 168 2 0 533 0 51 0 1 48 0 5 0 2 3 0 3 0 122 0 0 82 0-126.-6 0 449 0 59 0 1 39 1 9 0 2 2 0 2 0 117 0 0 91 0/-116,i 2 0 440 1 46 0 4 57 0 2 0 3 3 0 0 0 118 I 0. 55 0 84-4 0 377 0 68 0' 4 63 2 15 0 6 7 0 3 0 123 4 1. 116 1 -223r. 8 0 601 2 209 0 3 200 2 26 0 17 18 0 6 0 441 3 0 395 0 7221. 17 0 2057 2 Intenection Traffic in Pk. Hr. Intenection Pdstins in Pk. Hr. 2057 2 Peak Hr. Factor 0.86 3:45 PM 63 0 3 119 0 2 0 2 2 0 4 0 166 3 0 52 0 113 9 0 538 0 4:00 PM 55 0 3 122 0 4 0 3 4 0 6 0 194 2 0 56 0 132 7 0 588 0 4:15 PM 50 0 5 111 0 7 0 4 3 0 4 0 163 2 0 69 1 121 5 0 545 0 4:30 PM 35 0 5 104 0 6 0 1 1 0 1 0 178 3 0 48 1 137 6 0 526 0 4:45 PM 48 0 1 99 0 4 0 5 4 0 2 1 203 2 0 45 0 130 II 0 555 0 5:00 PM * 61 0 6 98 0 2 0 3 2 0 2 1 186 3 0 76 I 132 5 0 578 0 5:15 PM * 41 0 3 107 0 U 0 1 1 0 0 1 212 2 0 62 0 172 4 0 617 0 530 PM * 54 0 5 71 0 2 0 2 1 0 5 0 184 I 0 67 0 137 7 0 536 0 5:45 PM * 41 0 4 82 0 2 0 3 5 0 2 1 217 5 0 48 0 140 8 0 558 0 6:00 PM 47 0 7 95 0 4 0 3 3 0 3 0 191 4 0 39 0 103 4 0 503 0 6:15 PM 33 0 4 65 1 7 0 6 5 0 4 1 175 0 0 35 0 106 1 0 442 1 6:30 PM 10 0 0 21 0 0 0 1 2 0 0 0 118 2 0 12 0 83 2 0 251 0 Max. 15 mia 63 0 7 122 1 11 0 6 5 0 6 1 217 5 0 76 1 172 11 0 617 1 Pk. Hr. Vol. D...L 197 0 18 358 0 17 0 9 9 0 9 3 799 11 0 253 1 581 24 0 2289 0 5:45 PM Hour Peak Hr. Factor 0.93 Intenection Pdstms in Pk. Hr. Olivenhain Road / Camino Alvaro at Rancho SanU Fe Road Lane Configuration fOT Intenection Capacity UtiHzation Page 2 of3 Pk. Hr. Tnne Period : Soudi APOT (NB) North ApOT (SB) West APOT (EB) East ADOT (WBl 7:15 AM to 8:15 AM Uft Thra Right Uft Thra Right Uft Thra Right Uft Tlira Rit^t Lane Inside 1 Config - (left) 2 1 1 1 1 1 1 1 urations 3 1 1 1 4 1 1 1 5 6 1 Outside 7 Free-flow I Lane Settings 0 1 0 0 I 0 1 2 0 I 2 1 Capacity 0 2000 0 0 2000 0 1800 4000 0 1800 4000 1800 Are die Noitfa/Soudi phases spfit (Y/N)? N 1800 Aie die East/West phases spfit (Y/N)? N Efficiency Lost FactOT 0.10 Houriy Vofaime 209 3 200 26 17 18 6 441 3 395 722 17 Adjusted Houriy Volume 0 212 0 0 61 0 6 444 0 395 722 17 Utilization FactOT 0.00 0.11 0.00 0.00 0.03 0.00 0.00 O.U 0.00 0.22 0.18 0.01 Critical Factors O.U 0.00 0.11 0.22 0.01 ICU Ratio = 0.54 LOS = A Tuming Movements at Intenection of: Olivenhain Road / Camino Alvaro and Rancho SanU Fe Road w e 8 t A. P P r Time : 7:15 AM to 8:15 AM Date: 7/22/99 Day: Thunday Name : Ann, VCcheDe Sub- Totals totals 1399 949 450 6 441 3 Subtotals Total Nortb Approach 18 415 209 827 61 17 Nordi 3 412 87 0 26 OUvenhain Road / Camino Alvaro Total 26 17 722 395 *i t r 200 Subtotals Sub- totals 1134 667 Rancho SanU Fe Road Totals 1801 A P P r South Approach Note : Uft-tura vohimes include U-tums. U-tums in bold. OUvenhain Road / Camino Alvaro at Rancho SanU Fe Road Lane Configuration fOT Intersection Capacity UtiHzation Page 3 of 3 Pk. Hr. Trnie Period : Soudi APOT (NB) Noidi APOT (SB) West APOT (EB) East ADOT (WB) 4:45 PM to 5:45 PM Uft Thra Right Uft Thra Right Uft Thra Right Left Thra Right Lane Inside 1 Config-Oeft) 2 1 1 I 1 1 1 1 urationa 3 1 1 1 1 4 1 1 1 5 6 1 Outside 7 Free-flow 1 Lane Settings 0 1 0 0 1 0 1 2 0 1 2 1 (Capacity 0 2000 0 0 2000 0 1800 4000 0 ISOO 4000 1800 Are die Noidi/Soodi phases spHt (Y/N)? N 4000 1800 Are die Eaist/West phases spfit (Y/N) ? N Effidency Lost FactOT O.IO Hourty Vohime 197 18 358 17 9 9 12 799 11 254 581 24 Adjusted Houily Vohime 0 215 0 0 35 0 12 810 0 254 581 24 UtiHzation FactOT 0.00 O.U 0.00 0.00 0.02 0.00 0.01 0.20 0.00 0.14 0.15 0.01 Critical Factors O.U 0.00 0.20 0.14 0.15 0.01 ICU Ratio = 0.55 LOS = A Tuming Movements at Intenection of: Olivenhain Road / Camino Atvan and Rancho SanU Fe Road Time ; 4:45 PM to 5:45 PM Date: 7/22/99 Day: Thunday Name : Ann, Michefle Sub- Totals totals W e 8 t A P P 1612 790 822 North Approach 12 799 11 Subtotals Total 273 197 846 35 9 North 18 573 86 0 17 Olivenhain Road / Camino Alvaro Total *i t r 358 51 24 581 254 Subtotals Sub- totals 859 1175 Rancho SanU Fe Road Totals 2034 A P P South Approach Note : Uft-tum volumes include U-tums. U-tums in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 1999 INTERSECTION ANALYSIS SUMMARY Intersection Number: 17 Intersection Location: Rancho Santa Fe Road and La Costa Avenue Contents: Turn Movement Count Summary Page 1 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Page 2 Turn Movement Diagram P.M. Peak Hour ICU Analysis and Page 3 Turn Movement Diagram 1^; City: Carisbad Intersection of: N/S Street: Rancho SanU Fe Road E/W Stieet: La CosU Avenue Count Date : 7/22/99 Day: Thunday Weadier: Sunny VRPA TURNING MOVEMENT ANALYSIS FUe: Int.# 17 DaU CoUeclcd by: Traffic Conlrol: MUie, Richard Signalized Page 1 of 3 South Approach 0^) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Tolal End of 15 min. pid. Uft U-Tm Thra Righl -Peds Ufl U-Tm Thra Righl Peds Uft U-Tm Thra Right Peds Uft U-Tra Thra Right Peds Vehicles Peda 6:15 AM 2 0 42 4 0 0 0 141 49 0 24 0 2 24 0 0 0 15 7 0 310 0 6:30 AM 0 0 72 8 0 3 0 269 50 0 48 0 7 31 0 3 0 22 8 0 521 0 6:45 AM 0 0 61 6 0 5 0 180 32 0 30 0 7 34 0 1 0 12 6 0 374 0 7:00 AM 1 0 76 13 2 9 0 199 34 0 64 0 10 59 4 0 0 21 12 0 498 6 7:15 AM t 0 112 28 0 20 0 211 40 1 59 0 69 62 0 7 0 44 16 3 669 4 7:30 AM * 0 0 187 45 1 15 0 232 33 2 102 0 30 54 0 7 0 61 25 1 791 .•.4:.- 7:45 AM * 0 0 155 23 0 11 0 184 26 0 68 0 8 57 0 3 0 23 6 0 564 Ov 8:00 AM * 1 0 111 26 0 5 0 220 44 0 87 0 9 44 0 2 0 17 14 1 580 --|v 8:15 AM 0 0 123 21 2 3 0 240 49 0 65 0 5 43 0 1 0 27 17 4 594 6 8:30 AM 1 0 123 32 0 7 0 179 36 0 63 0 11 49 0 6 0 10 12 2 529 2 8:45 AM 1 0 96 17 0 6 0 176 39 0 71 0 12 53 0 I 0 15 8 0 495 0, 9:00 AM 2 0 78 29 0 2 0 130 41 0 59 0 13 37 0 0 0 16 5 0 412 0.' Max. 15 min. 2 0 187 45 2 20 0 269 50 2 102 0 69 62 4 7 0 61 25 4 791 -•6;.' Pk. Hr. Vol 2 0 565 122 1 51 0 847 143 3 316 0 116 217 0 19 0 145 61 5 2604 9- • 7:00 AM Peak Intenection Traffic in Pk. Hr. 2604 Peak Hr. Faclor 0.82 8:00 AM Hour Intenection Pdstins in Pk. Hr. 9 3:45 PM 61 0 212 4 0 12 0 106 45 0 58 0 14 35 0 0 0 18 6 0 571 0 4:00 PM 41 0 194 2 2 11 0 155 50 0 93 0 22 40 I 1 0 7 3 0 619 3 4:15 PM 47 0 226 3 0 7 0 131 40 0 90 0 20 39 0 2 0 16 14 0 635 0 4:30 PM 51 0 208 0 0 9 0 143 65 0 81 0 16 32 0 3 0 10 7 0 625 0 4:45 PM * 68 0 236 1 0 17 0 135 55 0 80 0 26 39 0 0 0 14 10 0 681 0 5:00 PM * 48 0 207 0 0 10 0 154 49 0 85 0 29 37 2 3 0 14 10 0 646 2 5:15 PM * 54 0 235 1 0 13 0 178 73 0 87 0 33 45 I 2 0 9 II 0 741 1 5:30 PM • 61 0 227 4 0 14 0 180 64 0 64 0 32 39 0 0 0 13 11 0 709 0 5:45 PM 57 0 207 5 0 10 0 139 51 0 71 0 27 35 2 2 0 9 5 0 618 2 6:00 PM 51 0 163 0 0 15 0 103 56 0 70 0 27 33 0 3 0 7 9 0 537 0 6:15 PM 56 0 128 4 0 14 0 118 53 0 64 0 22 35 1 4 0 15 6 0 519 1 6:30 PM 69 0 113 0 0 22 0 123 75 0 54 0 44 33 0 3 0 14 5 0 555 0 Max. 15 mia 69 0 236 5 2 22 0 180 75 0 93 0 44 45 2 4 0 18 14 0 741 3 Pk. Hi. Vol 231 0 905 6 0 54 0 647 241 0 316 0 120 160 3 5 0 50 42 0 2777 3 430 PM Peak Intenection Traffic in Pk. Hr. 2777 Peak Hr. Factor 0.94 5:30 PM Hour Intenection Pdstins in Pk. Hr. = 3 Rancho SanU Fe Road at La CosU Avenue Lane Configuration for Inlosection Capacity Utilization Page 2 of3 Pk- Hr. Tone Period : Soudi ApOT (NB) North Appr (SB) West ADOT (EB) East ADOT (WB) 7:00 AM to 8:00 AM Uft Thro Right Uft Thra Right Uft Thra Right Uft Thra Right Lane insidf I Config- (left) 2 1 1 1 1 urations 3 1 1 1 1 1 1 4 5 1 1 1 1 1 1 1 I Outside 6 7 Free-flow Lane Settings 1 2 0 1 2 0 1 2 0 1 2 0 Capadty 1800 4000 0 1800 4000 0 1800 4000 0 1800 4000 0 Are die North/Soudi phases spfit (Y/N)? N 1800 4000 Are die EastAVest phases spfit (Y/N)? N Efficiency Lost FactOT 0.10 Hourly Volume 2 565 122 51 847 143 316 116 217 19 145 61 Adjusted Houriy Vohune 2 687 0 51 990 0 316 333 0 19 206 0 Utifizatna FactOT 0.00 0.17 0.00 0.03 0.25 0.00 0.18 0.08 0.00 0.01 0.05 0.00 Critical Facton 0.00 0.25 0.18 0.05 0.00 ICU Ratio = 0.58 LOS = A Tuming Movements at Intenection of: Rancho SanU Fe Road and La CosU Avenue w Totals 939 Time : 7.-00 AM to S.-OO AM Dale: 7/22/99 Day: Thursday Name : ^fike, Richard Sub- totals 290 649 North Approach 143 316 116 217 Subtotals Total 1 1083 1772 1041 847 North 565 689 1983 0 51 Rancho SanU Fe Road 942 J i u f 61 145 19 *i t r Total Subtotals Sub- totals 122 225 289 La CosU Avenue Totals 514 South Approach Note : Uft-tum vohimes include U-tums. U-tums in liold. Rancho SanU Fe Road at La CosU Avenue Lane Configuration for Intenection Capadty UtiHzalion Page 3 of3 Pk. Hr. Time Period : Soudi Appr (NB) North APOT (SB) West /VpOT (EB) East APOT (WB) 4:30 PM to 5:30 PM Uft Tliro Rieht Left Thro Right 1 1 1 1 Left Thra Right Left Thra Right Lane Inside 1 Config- (left) 2 1 urations 3 i 4 1 1 5 6 Outside 7 Free-flow Left Thro Right 1 1 1 1 1 1 1 1 1 1 1 1 Lane Settings 1 2 0 Capadty 1800 4000 0 Are die Nortfa/Soudi phases spfil (Y/N)? N 1 2 0 1800 4000 0 1 2 0 1800 4000 0 1 2 0 1800 4O00 0 Are die East/West phases spfit (Y/N)? Effidency Lost FactOT 0.10 Hourly Vohime 231 Adjusted Hourly Vohime 231 UtiHzation FactOT 0.13 Critical Facton 0.13 905 911 0.23 6 0 0.00 54 54 0.03 647 888 0.22 0.22 241 0 0.00 316 316 0.18 0.18 120 380 0.10 160 0 0.00 5 5 0.00 50 92 0.02 0.02 42 0 0.00 ICU Ratio = 0.65 LOS = Turning Movements at Intersection of: Rancho SanU Fe Road and La CosU Avenue Tmie : 430 PM to 5:30 PM Date: 7/22/99 Day: Thursday Name : Mike, Richard Sub- Totals totals W e 8 t A P P r 1118 522 596 316 120 160 Subtotals Total North Approach 241 1 812 231 0 1954 942 647 Notdi 905 1142 2205 0 54 Rancho SanU Fe Road 1263 J i u f 42 50 5 Total Subtotals Sub- totals 97 ISO La CosU Avenue Totals 277 South Approach Note : Uft-tum vohimes include U-turns. U-tuma in Ixild. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 1999 INTERSECTION ANALYSIS SUMMARY Intersection Number: 18 Intersection Location: Poinsettia Lane and Avenida Encinas Contents: Turn Movement Count Summary Page 1 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Turn Movement Diagram P.M. Peak Hour ICU Analysis and Turn Movement Diagram Page 2 Page 3 City: Carisbad Intersection of: N/S Street: E/W Street: Coiuil Dale: 7/22/99 Avenida Encinas Poinsettia Lane Day: Thursday Weather: Sunny VRPA TURNING MOVEMENT ANALYSIS FUe : bu.# 18 DaU CoUeclcd by: Traffic Contiol: Jose SignaUzed Page 1 of3 End of 15 min. prd. South Approach QVB) Uft U-Tm Thm Righl Peds 6:15 AM 3 0 1 22 6:30 AM 4 0 2 25 6:45 AM 4 0 3 31 7:00 AM 2 0 4 35 7:15 AM 2 0 7 28 7:30 AM 3 0 2 52 7:45 AM * 7 0 14 41 8:00 AM • 4 0 5 59 8:15 AM • 9 0 6 39 8:30 AM • 15 0 7 48 8:45 AM 7 0 14 58 9:00 AM 8 0 11 47 Max. 15 mia 15 0 14 59 Pk. Hr. Vol 35 0 32 187 North Approach (SB) West Approach (EB) East Approach (WB) 15 min Toul Uft U-Tm Thra Right Peds Uft U-Tm Thra Right Peds Uft U-Tm Thra Righl Peds Vehicles Peds 21 0 1 2 0 0 0 16 1 0 27 0 13 17 1 124 1 14 0 6 5 0 3 0 11 3 1 45 0 30 22 3 170 5 18 0 9 1 0 I 0 16 3 I 61 0 25 41 2 213 4 17 0 3 3 0 4 0 16 7 1 51 0 29 32 8 203 10 16 0 3 8 0 6 0 22 3 0 50 0 32 56 5 233 7 17 0 6 6 0 0 0 12 7 3 53 0 31 36 2 225 9 29 0 9 1 0 4 0 16 9 0 81 0 46 65 8 322 10 9 0 4 8 0 4 0 33 9 4 68 0 26 38 2 267 10 11 0 10 6 0 4 0 23 7 2 62 0 31 35 3 243 10 28 0 17 3 0 7 0 24 5 4 80 0 36 36 2 306 7 29 0 17 10 0 4 0 30 7 2 54 0 39 38 6 307 15 32 0 14 7 0 3 0 27 5 4 50 0 34 36 0 274 11 32 0 17 10 0 7 0 33 9 4 81 0 46 65 8 322 15 77 0 40 18 0 19 0 96 30 10 291 0 139 174 15 1138 37 7:30 AM 8:30 AM Peak Hour Intenection Traffic in Pk. Hr. Intenection Pdstins in Pk. Hr. Peak Hr. Factor 0.88 37 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 12 0 16 96 0 69 0 22 12 0 10 0 40 21 2 77 0 48 52 0 475 2 19 0 16 99 7 35 0 10 9 0 3 0 43 14 3 99 0 36 32 0 415 10 12 0 13 105 5 46 0 22 7 0 7 0 52 15 1 SO 0 55 41 1 455 7 22 0 12 113 1 61 0 23 11 0 8 0 42 23 0 83 0 74 42 3 514 4 20 0 27 IOO 5 34 0 13 11 0 3 0 45 8 0 76 0 87 51 9 475 14 10 0 22 94 0 62 0 17 13 0 9 0 40 28 0 78 0 55 49 0 477 0 11 0 20 95 1 15 0 17 12 0 13 0 46 24 0 78 0 48 31 0 410 1 8 12 0 11 69 7 27 0 19 11 0 8 0 31 9 0 57 0 37 31 1 322 1 8 15 0 8 73 15 56 0 15 5 0 9 0 30 12 1 56 0 29 31 1 339 17 14 0 19 74 3 26 0 16 6 0 7 0 39 14 2 73 0 37 37 1 362 6 18 0 18 75 6 41 0 29 14 0 7 0 28 23 2 71 0 41 47 1 412 313 9 17 0 6 68 3 21 0 16 8 0 7 0 26 19 5 67 0 30 28 0 412 313 8 22 0 27 113 15 69 0 29 14 0 13 0 52 28 5 99 0 87 52 9 514 1921 17 25 64 0 74 412 11 203 0 75 42 0 27 0 179 74 1 317 0 271 183 13 514 1921 17 25 Intenection Traffic in Pk. Hr. = 1921 Peak Hr. Factor 0.93 Max. IS mia Pk. Hr. Vol 4:00 PM 5:00 PM Peak Hour imeisection Pdstms in Pk. Hr. 25 Avenida Endnas at Poinsettia Lane Lane Configuration fOT Intersection Capacity Utifizatim Pk. Hr. Time Period : Soudi Aopr (NB) Nordi APOT (SB) West APOT (EB) Page 2 of 3 East APOT (WB) 7:30 AM to 8:30 AM Left -nmi Right Uft Thra Right Left Thra Rigfat Lefl Thro Righl Lane Inside 1 Config- (left) 2 1 Illations 3 i 4 1 5 6 Outade 7 Free-flow 1 1 1 1 1 1 1 1 1 1 1 1 1 Lane Settings 1 i i 0 1 0 1 3 0 2 2 1 Aie tbe Nottfa/Soutfa phases ip6t (Y/N)? Are die East/West phases spfit (Y/N)? Effidency Lost FactOT Houriy Vohime Adjusted Hourty Vofaime Utifization FactOT Critical Facton 1800 2000 1800 0 2000 0 1800 6000 0 3240 4000 1800 Y N 0.10 35 32 187 77 40 18 19 96 30 291 139 174 35 32 187 0 135 0 19 126 0 291 139 174 0.02 0.02 0.10 0.00 0.07 0.00 0.01 0.02 0.00 0.09 0.03 0.10 0.10 0.00 0.02 0.09 ICU Ratio = 0.31 LOS = Tuming Movements at Intenection of: Avenida Encinas and Poinsettia Lane W e Totals 337 Time : 7:30 AM to 8:30 AM Date: 7/22/99 Day : Thunday Name : Jose Sub- totals 192 145 19 96 30 Subtotals Total North Approach IS If 361 35 0 615 135 40 Nofdi 32 254 360 0 77 Avenida Endnas 225 J i u ^ t r 187 174' 139 291 Total Subtotals Sub- bjtals 604 360 Poinsettia Lane Totals 964 A P P South Approach Note : Ufl-tum volumes include U-tiims. U-tums in bold. Avenida Endnas at Poinsettia Lane Lane Configuration for Intersection Capacity Utilizatioii Pk. Hr. time Period : South .APOT (NB) Nortfa ADOT (SB) Wesl APOT (EB) Page 3 of 3 East APOT (WB) 4:00 PM to 5:00 PM Left Thra Right Left Thra Right Uft Thra Right Uft Thro Right Lane Inside 1 Config- Oefl) 2 I urations 3 i 4 I 5 6 Outside 7 Free-flow 1 11 1 1 1 1 1 1 1 1 1 1 Lane Settings 1 1 i 0 1 0 1 3 0 2 2 1 Ciqiadty 1800 2000 1800 0 2000 0 1800 6000 0 3240 4000 1800 Are die Nortfa/Soodi phases spfit (Y/N)? Y 1800 Are die East/West phases spfit (Y/N)? N Effidency Lost FactOT 0.10 Houriy Vohune 64 74 412 203 75 42 27 179 74 317 271 183 Adjusted Houriy Vohime 64 74 412 0 320 0 27 253 0 317 271 183 UtiHzatioo FactOT 0.04 0.04 0.23 0.00 0.16 0.00 0.02 0.04 0.00 0.10 0.07 0.10 Critical Facton 0.23 0.00 0.04 0.10 0.10 ICU Ratio = 0.47 LOS = A Tuming Movements at Intersectioo of: Avenida Encinas and Poinsettia Lane W e 8 t A . P P r Ttme : 4«0 PM to 5:00 PM Dale: 7/22/99 Day: Thunday Name : Jose Sub- Totab totals 657 377 280 27 179 74 Subtotals Total North Approach 42 466 64 0 1016 320 75 74 550 604 0 203 Avenida Encinas 284 J i u • t • Noidi ^ t r 412 183 271 317 Total Subtotals Sub- totals 771 794 Poinsettia Lane Totals 1565 A P P r South Approach Note : Uft-tum volumes include U-tiims. U-tums in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 1999 INTERSECTION ANALYSIS SUMMARY Intersection Number: 19 Intersection Location: Poinsetia Lane and Batiquitos Drive 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 'A City: Carisbad Intenection of: N/S Sheet: Batiquitos Drive E/W Street: Poinsettia Lane Counl Dale : 7/27/99 Day: Tuesday Weather: Sunny VRPA TURNING MOVEMENT ANALYSIS FUe : Int.# 19 DaU CoUected by : Traffic Conlrol: Angel, Isaac SignaUzed Page 1 of3 End of 15 mia prd. South Approach (NB) Uft U-Tm Thra Right Peda North Approach (SB) Uft U-Tm Thro Righl Peds West Approach (EB) Ufl U-Tm Thra Right Peds East Approach (WB) Uft U-Tm Thra Right Peds 15 min Total Vehicles Peds 6:15 AM 31 0 5 0 0 2 0 1 16 0 1 0 40 12 1 0 0 72 0 1 180 2 6:30 AM 43 0 0 2 0 2 0 0 25 0 1 0 67 13 1 0 0 72 2 0 227 1 6:45 AM 48 0 3 0 0 3 0 1 22 0 2 1 104 3i 0 0 0 94 1 0 310 0 7:00 AM 43 0 8 0 1 1 0 0 25 0 4 1 99 35 0 0 0 83 2 0 301 1 7:15 AM 60 0 7 I 0 4 0 1 12 0 5 0 61 26 3 0 0 103 3 0 283 3 7:30 AM 59 0 9 1 1 3 0 2 30 I 8 0 95 19 3 1 0 91 3 2 321 7 7:45 AM • 64 0 7 3 6 3 0 1 27 0 8 0 79 24 7 2 0 121 2 4 341 17 8:00 AM • 69 0 6 1 0 2 0 1 27 0 3 1 89 35 0 1 0 100 4 2 339 2 8:15 AM * 44 0 7 4 0 2 0 3 13 1 3 0 61 27 0 1 0 105 6 2 276 3 8:30 AM • 59 0 4 3 I 4 0 2 13 0 15 1 89 30 1 0 0 119 3 1 342 3 8:45 AM 43 0 3 4 0 4 0 4 19 0 11 1 86 33 0 1 0 127 2 0 338 0 9:00 AM 50 0 6 3 1 10 0 3 21 0 9 2 97 26 0 3 0 105 3 2 338 3 Max. 15 mia 69 0 9 4 6 10 0 4 30 I 15 2 104 35 7 3 0 127 6 4 342 17 Pk. Hr. Vol 236 0 24 11 7 11 0 7 80 1 29 2 318 116 8 4 0 445 15 9 1298 25 7:30 AM Peak Intenection Traffic in Pk. Hr. 1298 Peak Hr. FactOT 0.95 8:30 AM Hour Intenection Pdstins in Pk. Hr. -25 3:45 PM 54 0 9 5 1 4 0 5 16 0 20 1 130 50 0 4 0 166 5 0 469 1 4:00 PM 37 0 4 0 1 0 0 5 9 0 13 0 115 42 0 0 0 97 5 2 327 3 4:15 PM 45 0 3 3 1 4 0 8 15 0 17 3 116 47 1 2 0 94 7 0 364 2 4:30 PM 39 0 2 1 0 7 0 10 9 0 16 3 132 59 1 3 0 124 5 0 410 1 4:45 PM 48 0 I 0 1 11 0 0 9 0 29 1 144 55 0 2 0 117 6 1 423 2 5:00 PM 28 0 0 3 1 6 0 3 15 1 20 0 132 57 0 1 0 120 2 0 387 2 5:15 PM • 42 0 3 1 0 6 0 14 16 0 25 0 162 60 0 3 0 135 8 1 475 1 5:30 PM • 46 0 7 1 0 5 0 5 10 0 26 1 149 63 0 1 0 92 3 0 409 0 5:45 PM • 45 0 5 5 2 8 0 11 19 4 20 1 157 57 0 2 0 116 10 0 456 6 6:00 PM • 41 0 8 2 0 3 0 12 18 0 26 1 173 83 1 2 0 108 16 0 493 1 6:15 PM 42 0 4 0 0 6 0 6 16 2 18 0 113 61 0 2 0 104 4 1 376 3 6:30 PM 40 0 0 1 0 5 0 4 10 0 26 2 149 57 0 3 0 97 2 1 396 1 Max. 15 mia 54 0 9 5 2 11 0 14 19 4 29 3 173 83 1 4 0 166 16 2 493 6 Pk. Hr. Vol 174 0 23 9 2 22 0 42 63 4 97 3 641 263 1 8 0 451 37 I 1833 8 5:00 PM Peak Intersection Traffic in Pk. Hr. = 1833 Peak Hr. Factor 0.93 6:00 PM Hour Intenection Pdstms in Pk. Hr. 8 BatlquHos Drive at Poinsettia Lane Lane Configuration for Intenection Capadty UtiHzation Page 2 of3 Pk. Hr. Time Period : 730 AM to 8:30 AM Lane Config- urations Inside Oeft) Outside Free-flow Soudi APOT (NB) North APOT (SB) Wesl ADOT (EB) East ADOT (WB) Uft Thra Right Uft Thra Righl Left Thra Right Uft Tfara Rigfat 1 1 1 1 1 1 1 1 1 I 1 I I 1 1 1 I 1 I I 1 2 0 1 2 0 1800 2000 1800 1800 2000 1800 1800 4000 0 1800 4000 0 ? N N 0.10 236 24 U 11 7 80 31 318 116 4 445 15 236 24 11 11 7 80 31 434 0 4 460 0 0.13 0.01 0.01 0.01 0.00 0.04 0.02 O.II 0.00 0.00 0.12 0.00 0.13 0.04 0.02 0.12 0.41 LOS = A Lane Settings Capacity Are die Nortfa/Somfa phases spfit (Y/N Are die EastAVest phases spfit (Y/N)? Effideiicy Lost FactOT Hourly Vctone Adjusted Hourty Vohune UtiHzation FactOT Critical Facton ICU Ratio = Tuming Movements at Intenection of: Batiquitos Drive and Poinsettia Lane W Time : 7:30 AM to 830 AM Date: 7/27/99 Day: Tuesday Name : Angel Isaac Sub- Totals totals 1228 763 465 31 318 116 Subtotals Total Nortfa Approach 80 127 236 0 398 98 7 Nortfa 24 271 166 0 II Batiquitos Drive J i u ^ t r u 68 15 445 4 Total Subtotals Sub- totals 464 340 Poinsettia Lane Totals 804 Soutfa Approacfa Note : Uft-tum volumes include U-tums. U-turos in bold. Batiquitos Drive at PoinsettU Lane Lane (Configuration fOT Intenection Capacity UtiHzatiOT Pk. Hr. Tnne Period : Soudi .ADOT (NB) North APOT (SB) West APOT (EB) Page 3 of3 East APOT (WB) 5:00 PM to 6:00 PM Uft Tfara Right Left Thra Right Left Thro Rigfat Left Thra Righl Lane Inside 1 Config- (left) 2 1 urations 3 1 4 1 5 6 Outside 7 Free-flow 1 1 1 1 1 1 1 I 1 1 1 Lane Settings 1 i i I 1 1 1 2 0 I 2 0 Are die Nortfa/Soutfa phases spfit (Y/N)? Ate die East/West phases spfit (Y/N)? Effidency Lost FactOT Houriy Vohime Adjusted Houriy Vohune UtiHzation FactOT Critical Facton 1800 2000 1800 N N 1800 2000 1800 1800 4000 0 1800 4000 0 0.10 174 23 9 22 42 63 IOO 641 263 8 451 37 174 23 9 22 42 63 100 904 0 8 488 0 0.10 0.01 0.01 0.01 0.02 0.04 0.06 0.23 0.00 0.00 0.12 0.00 0.10 0.04 0.23 0.00 ICU Ratio = 0.47 LOS = Tuming Movements at Intersection of: Batiquitos Drive and PoUisettU Lane W Time : 5:00 PM to 6:00 PM Date: 7/27/99 Day: Tuesday Name : Angel, Isaac Sub- Totab totals 1695 691 1004 Nortfa Approacfa 63 100 641 263 Subtotals Total 313 174 0 519 127 42 Nortfa 23 206 284 0 22 BaUquitos Drive J 1 u • r • ^ 1 r 157 37 451 8 Toul Subtotals Sub- totals 496 672 Poinsettia Lane Totals 1168 A P P r Soutfa Approacfa Note : Uft-tum volumes inchide U-nms. U-niros in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 1999 INTERSECTION ANALYSIS SUMMARY Intersection Number: 20 Intersection Location: Poinsettia Lane and Paseo Del Norte Contents: Turn Movement Count Summary (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Turn Movement Diagram P.M. Peak Hour ICU Analysis and Tiirn Movement Diagram Page 1 Page 2 Page 3 Ciiy: Cartsbad Intersection of: N/S Slreet: E/W Stieel: Counl Dale: 7/27/99 Paseo Del Norte Poinseltia Lane Day: Tuesday Weather: Sunny VRPA TURNING MOVEMENT ANALYSIS FUe: Int.# 20 DaU CoUeclcd by: Traffic Control: Cesar, MicheUe SignaUzed Page 1 of3 South Approich (NB) North Approach (SB) West Approach (EB) East Approach (WB) 1 5 tntfl Tntal unu Ot 1J rmn-prd. Ufl U-Tm Tfara Right Peds Uft U-Tm Thra Righl Peda Uft U-Tm Thra Righl Peds Uft U-Tm Thro Rigfat Peds i J IIUII 1 UUU Vehiclea PeA» 6:15 AM 8 0 112 6:30 AM 5 0 110 6:45 AM 8 0 10 1 7:00 AM 8 0 2 0 0 7:15 AM 12 0 6 1 1 7:30 AM 3 0 2 1 2 7:45 AM • II 0 2 2 2 8:00 AM * to 0 3 2 4 8:15 AM • 12 0 0 1 1 8:30 AM • 4 0 3 0 1 8:45 AM 9 0 13 1 9:00 AM 16 0 I 2 0 7 0 0 44 0 2 0 0 42 0 7 0 0 55 0 13 0 0 53 0 8 0 0 64 0 5 0 0 66 0 10 0 0 79 0 8 0 1 70 0 16 0 3 74 0 7 0 2 54 0 8 0 2 74 0 10 0 0 49 0 7 0 47 1 0 28 0 74 0 1 29 I 134 0 0 41 0 134 1 0 48 0 SO 1 0 57 0 108 3 0 95 0 100 4 1 95 0 114 12 2 56 0 101 11 0 67 0 90 6 0 62 0 111 7 0 53 0 127 7 0 0 0 113 6 0 0 0 122 9 0 1 0 146 11 0 2 0 149 16 2 0 0 156 12 1 0 0 147 13 0 2 0 207 18 1 1 0 190 11 3 0 0 191 14 1 0 0 189 19 0 1 0 153 14 1 2 0 131 17 1 235 2 284 1 393 1 419 2 388 2 405 2 530 4 517 9 479 2 441 1 445 2 415 1 Max. 15 mia 16 0 6 3 4 PtHr. VoL 37 0 8 5 8 T.in A\M n t. • • . .. _ ' . 16 0 3 79 0 41 0 6 277 0 95 1 134 12 2 313 0 405 33 3 2 0 207 19 3 3 0 777 62 5 H1J I 530 9 1967 16 r«i» mwnecnonlndlicmPk.Hr. - 1967 Peak Hr. Faclor 0 93 ~ ^ 8:30 AM Hour Inlenection Pdatins in Pk. Hr. = 16 3:45 PM 4:00 PM 4:15 PM 4:30 PM 4:45 PM 5:00 PM 5:15 PM 530 PM 5:45 PM 6:00 PM 6:15 PM 6:30 PM Max. ISmia Pk. Hr. Vol 5:15 PM 5 0 1 1 0 22 0 4 67 0 7 0 2 1 0 20 0 3 65 0 6 0 3 2 0 29 0 4 67 0 13 0 0 2 0 26 0 2 60 0 6 0 2 2 0 22 0 3 55 0 7 0 2 1 2 23 0 2 73 0 3 0 3 5 1 20 0 2 85 1 3 0 0 3 0 35 0 3 107 0 10 0 0 2 0 23 0 4 77 0 11 0 4 3 1 26 0 3 54 0 8 0 1 2 0 20 0 6 62 0 5 0 0 1 0 15 0 I 59 0 13 0 4 5 2 35 0 6 107 1 32 0 5 to 1 104 0 16 300 0 82 99 79 101 95 88 78 IIS 98 113 109 69 0 0 1 0 I 0 0 0 0 0 0 0 148 200 167 184 206 195 213 217 214 238 212 221 12 13 15 12 12 10 10 IS 8 7 7 15 0 0 0 2 0 I 3 2 1 1 0 0 4 1 1 2 4 2 3 I 1 3 2 2 0 0 0 0 0 0 0 0 0 0 0 0 167 150 141 143 150 141 147 149 159 128 155 121 16 14 15 18 13 20 19 25 20 24 16 15 0 2 0 0 0 0 I 1 0 0 0 0 529 575 530 563 571 564 588 676 616 614 600 524 0 2 0 2 0 3 6 3 1 2 0 0 6 6 Peak Intenection Traffic in Pk. Hr. 6:15 PM Hour Intersection Pdstms in Pk. Hr. 118 438 2506 6 Peak Hr. Faclor 238 881 15 37 167 591 0.93 25 85 676 2506 Paseo Del Norte .t PotnsettU Lane Lane Configuration fOT Inlenection Capacity UtiKzaion Pk. Hr. Tune Period : 730 AM to 830 AM Lane Coofig- untions Soudi ADOT (NB) Uft Thra Righl Inside Oeft) Outside Free-flow Notdi APOT (SB) Left Thra Rjgfai Wea APOT(EB) Uft Thra Rigfat Page 2 of 3 Eaa ApOTfWB) Left Thra Rigfat Lane Settings ] Capacity jgoo Are die Nordi/Soodi phases spfit (Y/N)? Are die EMAVest phaaea spfit (Y/N)? Effidency Lost FactOT Hourty Vohime Adjusted Hourty Vohune UtiHzatioo FactOT Critical Factors 0.10 37 37 0.02 0.02 1 2000 8 13 0.01 0 0 N N 5 0 0.00 1 ISOO 1 2000 2 3240 2 4000 1 1800 1 1800 2 4000 41 6 277 313 405 33 3 777 62 41 283 0 313 405 33 3 839 0 0.02 0.14 0.00 0.10 0.10 0.02 0.00 0.21 0.00 0.14 0.10 0.21 ICU Ratio 0.57 LOS = Tuming Movoneats at Intenection of: W e s t A P P r Totals 1842 Tnne : 730 AM to 830 AM Date: 7/27/99 Day: Tuesday Name : Cesar, MicfacDe Sob- tn»jl« 1091 751 Paseo Del Norte Nortfa Approach 277 313 405 33 Subtotals Toul 42 37 0 92 324 6 Nortfa 8 SO and PoinsettU Lane 707 0 41 Paseo Del Norte 383 t 1 t r 62 777 3 Toul Suhtntah Sub- totah S42 4S1 Poinsettia Lane Totals 1293 E a s t A P P r South Approach Note : Lefi-tom vohunes include U-tnms. U-HBUS in bokL Paseo Del Norte at PoinsettU Lane Lane Configuration fOT Intersection (Capacity UtiHzation Page 3 of3 Pk. Hr. Time Period : Soudi APOT (NB) Nortfa ADOT (SB) Weat ADOT (EB) East ADOT (WB) S:15PM to 6:15 PM Left Thro Rigfat Uft Thra Right Lefl Thra Right Left Thra Right Lane Inside 1 1 Config-Oefl) 2 1 1 1 1 uratiofia 3 1 1 1 1 1 1 1 1 4 1 1 1 5 6 1 Outside 7 Free-flow Lane Settings 1 1 0 1 1 0 2 2 1 1 2 0 Capacity 1800 2000 0 1800 2000 0 3240 4000 1800 1800 4000 0 Are die North/Soudi phases split (Y/N)? N 4000 Are die Ea«t/We«t phases spGt (Y/N)? N EfBcaency LoA FactOT 0.10 Hooity Vohmie 32 5 10 104 16 300 438 881 37 7 591 85 Ai^usted Hotnly Volume 32 15 0 104 316 0 438 881 37 7 676 0 UtihzMioo FactOT 0.02 0.01 0.00 0.06 0.16 0.00 0.14 0.22 0.02 0.00 0.17 0.00 Critical Facton 0.02 0.16 0.14 0.00 0.17 0.00 ICU Ratio = 0.59 LOS = Tuming Movements at Intersection of: Paseo Del Norte and PoinsettU Lane Tnne : 5:15 PM to 6:15 PM Dale: 7/27/99 Day: Tuesday Name : Cesar, MicfaeOe Sub- Totah totals W e s t A P P r 2279 923 1356 Nortfa Approach 300 438 881 37 Subtotals Toul 60 32 0 107 420 16 Nortfa 5 47 948 0 104 Paseo Del Norte 528 J 1 u 10 85 591 7 Total Subtotals Sub- totals 683 995 PoinsettU Lane Totals 1678 A P P r Soutfa /Vpproach Note : Lefl-tum vohimes include U-tums. U-tums in hatd. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 1999 INTERSECTION ANALYSIS SUMMARY Intersection Number: 21 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. Ptak Hour ICU Analysis and Turn Movement Diagram Page 1 Page 2 Page 3 Cily: Carisbad Intenection of: N/S Slreet: E/W Stieet: Counl Date: 7/27/99 Melrose Drive Alga Road Day: Tuesday Weadier: Sunny VRPA TURNING MOVEMENT ANALYSIS FUe: tat.# 21 DaU CoUeclcd by : Traffic Conirot: Mike, Owen SignaUzed Page 1 of 3 End of 15 mia prd. South Approach (NB) Uft U-Tm Thra Right Peds North Approach (SB) Uft U-Tm Thra Right Peds West Approach (EB) Uft U-Tm Thra Righl Peds East Approach (WB) Uft U-Tm Thra Right Peds 15 min Tolal Vehicles Peds 6:15 AM 18 0 6 0 0 0 0 31 9 0 8 0 0 28 0 0 0 0 0 0 100 0 6:30 AM 20 0 16 0 0 0 0 32 13 0 25 0 0 53 0 0 0 0 0 0 159 0 6:45 AM 31 0 36 0 0 0 3 50 24 0 41 0 0 35 0 0 0 0 0 0 220 0 7.-00 AM 39 2 24 0 0 0 0 39 IS 0 31 0 0 70 0 0 0 0 0 0 220 0 7:15 AM 35 1 15 0 0 0 2 48 27 0 33 0 0 66 0 0 0 0 0 0 227 0 7:30 AM • 56 0 40 0 0 0 1 46 32 0 46 0 0 67 0 0 0 0 0 0 288 0 7:45 AM * 73 1 38 0 0 0 I SO 48 0 71 0 0 72 0 0 0 , 0 0 0 354 0 8:00 AM * 69 0 33 0 0 0 0 38 26 0 42 0 0 63 0 0 J 0 0 0 0 271 0 8:15 AM • 87 5 27 0 0 0 0 42 24 0 50 0 0 92 0 0 0 0 0 0 327 0 8:30 AM 47 0 29 0 0 0 0 42 31 0 41 0 0 75 0 0 0 0 0 0 265 0 8:45 AM 32 2 24 0 0 0 1 27 23 0 30 0 0 76 0 0 0 0 0 0 215 0 9:00 AM 26 0 24 0 0 0 0 24 19 0 34 0 0 64 0 0 0 0 0 0 191 0 Max. 15 mm. 87 5 40 0 0 0 3 50 48 0 71 0 0 92 0 0 0 0 0 0 354 0 Pk. Hr. VoL 285 6 138 0 0 0 2 176 130 0 209 0 0 294 0 0 0 0 0 0 1240 0 7:15 AM Peak Inlenection Traffic in Pk. Hr. = 1240 Peak Hr. Factor 0.88 8:15 AM Hour Intenection Pdstms in Pk. Hr. 0 3:45 PM 62 3 39 0 0 0 0 30 35 0 31 0 0 68 0 0 0 0 0 0 268 0 4:00 PM 61 2 30 0 0 0 0 37 26 0 38 0 0 85 0 0 0 0 0 0 279 0 4:15 PM 61 1 26 0 0 0 2 20 26 0 37 0 0 84 0 0 0 0 0 0 257 0 4:30 PM 69 0 29 0 0 0 0 24 27 0 29 0 0 89 0 0 0 0 0 0 267 0 4:45 PM 44 1 33 0 0 0 0 37 33 0 26 0 0 86 0 0 0 0 0 0 260 0 5:00 PM * 71 2 36 0 0 0 0 29 32 0 45 0 0 96 0 0 0 0 0 0 311 0 5:15 PM * 76 0 36 0 0 0 0 34 29 0 27 0 0 91 0 0 0 0 0 0 293 0 5:30 PM * 81 1 43 0 0 0 0 32 37 0 48 0 0 lis 0 0 0 0 0 0 357 0 5:45 PM * 97 0 34 0 0 0 0 46 32 0 35 0 . 0 84 0 0 0 0 0 0 328 0 6:00 PM 77 1 17 0 0 0 0 33 39 0 37 0 0 71 0 0 0 0 0 0 275 0 6:15 PM 75 0 17 0 0 0 0 21 18 0 37 0 0 67 0 0 0 0 0 0 235 0 6:30 PM 66 2 18 0 0 0 0 22 29 0 15 0 0 54 0 0 0 0 0 0 206 0 Max. 15 mia 97 3 43 0 0 0 2 46 39 0 48 0 0 115 0 0 0 0 0 0 357 0 Pk. Hr. Vol 325 3 149 0 0 0 0 141 130 0 155 0 0 386 0 0 0 0 0 0 1289 0 4:45 HM Peak Inlenection Traffic in Pk. Hr. = 1289 Peak Hr. Factor 0.90 5:45 PM Hour Intenection Pdstms m Pk. Hr. = 0 Melrose Drive at Alga Road Lane Configuratxm for Intenection Capadty UtiHzation Page 2 of 3 Pk. Hr. Tnne Period : Soutfa ADOT (NB) Nordi ADOT (SB) West APOT (EB) East ADOT (WB) 7:15 AM to 8:15 AM Left Tfara Rigfat Left Thra Right Left Thra Righl Left Thra Right Lane Inside 1 Config-Oeft) 2 1 1 1 urations 3 1 I 1 4 1 1 1 5 6 1 1 1 1 1 Outside 7 Free-flow Lane Settings 1 3 0 1 3 0 1 0 2 0 0 0 Capacity 1800 6000 0 1800 6000 0 1800 0 3240 0 0 0 Are die NordVSoudi phases spfit (Y/N)? N 3240 Aie die EastAVest phai ies spfit (Y/N) ? N Efficiency Lost FactOT 0.10 Hourty Vohime 291 138 0 2 176 130 209 0 294 0 0 0 Adjusted Hourty Vohime 291 138 0 2 306 0 209 0 294 0 0 0 UtiHzation FactOT 0.16 0.02 0.00 0.00 0.05 0.00 0.12 0.00 0.09 0.00 0.00 0.00 Critical Factors 0.16 0.05 0.12 0.00 0.00 0.00 ICU Ratio = 0.43 LOS = A Tuming Movements al Intersection of: Melrose Drive and Alga Road W e Totals 918 Time : 7:15 AM 8:15 AM Date: 07/27/99 Day : Tuesday Name : Mike, Owen Sub- totals 415 503 209 0 294 Subtotals Toul North Approach 130 476 291 6 905 308 176 Nortfa 138 429 657 Melrose Drive 349 J 1 u f n t r Total Subtotals Sub- totals Alga Road Totals s t A P P r Soudi Approach Note : Uft-tum volumes include U-tums. U-tums in bold. Melrose Drive at Alga Road Lane Configuration for Intenection Capacity UtiHzatioti Pk. Hr. Time Period : Soudi ADOT (NB) North APOT (SB) West APOT (EB) Page 3 of3 East APOT (WB) 4:45 PM to 5:45 PM Left Thra Right Uft Thra Riidit Uft Thro Right Uft Tlira Right Lane Inside I Config- Oeft) 2 1 urations 3 1 4 1 5 1 1 6 Outside 7 Free-flow 1 1 1 1 1 1 1 1 Lane Settings 1 3 0 | 1 3 0 1 0 2 0 0 0 Capacity 1800 6000 0 1800 6000 0 1800 0 3240 0 0 0 Are die Nortfa/Soudi phases spfit (Y/N)? N Are die East/West phases spfit (Y/N)? N Effidency Lost FactOT 0.10 Hourty Volume 328 149 0 0 141 130 155 0 386 0 0 0 Adjusted Homly Vohime 328 149 0 0 271 0 155 0 386 0 0 0 Utifization FactOT 0.18 0.02 0.00 0.00 0.05 0.00 0.09 0.00 0.12 0.00 0.00 0.00 Critical Factors 0.18 0.05 0.12 ICU Ratio = 0.45 LOS = Tuming Movements al Intenection of: Melrose Drtve and Alga Road W e 8 t A P P r Time : 4:45 PM to 5:45 PM Date: 07/27/99 Day: Tuesday Name : Mike, Owen Snb- Totals totals 996 455 541 155 0 386 Subtotals Total Noitfa Approacfa 130 ll 530 328 3 1007 271 141 Nortfa 149 477 575 Melrose Drive 304 J i u Total Subtotals Sub- totals Alga Road Totals s t A P P r Soutfa Approacfa Note : Uft-tum vohimes include U-turns. U-tums in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 1999 INTERSECTION ANALYSIS SUMMARY Intersection Number: 22 Intersection Location: Alga Road and El Fuerte 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 Tiirn Movement Diagram Page 2 Page 3 Cily: Carisbad Inlenection of: N/S Streel: El Fuerte Stieet E/W Stieet: Alga Road Count Date : 7/27/99 Day: Tuesday WeaUier: Sunny VRPA TURNING MOVEMENT ANALYSIS FUe: Inl.# 22 Data CoUected by: Traffic Control: Jose Signalized Page I of 3 End of 15 mia prd. South Approach (NB) Uft U-Tm Thro Righl Peds North Approach (SB) Ufl U-Tm Thra Right Peda West Approach (EB) Ufl U-Tm Thra Righl Peds East Approach (WB) Ufl U-Tm Thra Right Peds 15 min Total Vehicles Peds 6:15 AM 0 0 0 7 0 4 0 0 4 0 0 0 25 0 0 6 0 29 1 5 76 5 6:30 AM 3 0 0 8 0 4 0 1 7 1 1 0 46 0 3 7 0 SO 4 0 131 4 6:45 AM 5 0 0 22 0 4 0 0 7 1 7 0 54 1 1 3 0 63 4 0 170 2 7:00 AM 4 0 1 14 0 8 0 1 11 2 1 0 57 3 0 9 0 70 6 4 185 6 7:15 AM 3 0 0 22 4 12 0 1 13 0 4 0 54 0 0 13 0 75 2 0 199 4 7:30 AM 10 0 0 28 1 7 0 0 11 3 2 0 60 4 0 17 0 60 4 1 203 5 7:45 AM • 9 0 0 34 0 14 0 1 10 1 3 0 78 3 0 20 0 SO 5 0 257 1 8:00 AM • 10 0 3 36 0 8 0 9 20 3 3 0 60 7 0 42 0 72 2 4 272 7 8:15 AM • 9 0 0 69 1 4 0 8 12 12 2 0 48 8 0 85 0 71 3 0 319 13 8:30 AM • 6 0 5 48 1 5 0 2 10 1 2 0 63 5 1 23 0 52 2 2 223 5 8:45 AM 5 0 0 28 0 5 0 0 9 2 5 0 44 2 0 11 0 58 2 0 169 2 9:00 AM 4 0 0 31 0 4 0 I 7 0 4 0 47 1 0 6 0 55 1 0 161 0 Max. 15 mia 10 0 5 69 4 14 0 9 20 12 7 0 78 8 3 85 0 80 6 5 319 13 Pk. Hr. Vol 34 0 8 187 2 31 0 20 52 17 10 0 249 23 1 170 0 275 12 6 1071 26 730 AM Peak Inlenection Traffic in Pk. Hr. = 1071 Peak Hr. Faclor 0.84 8:30 AM Hour Intenection Pdstms in Pk. Hr. = 26 3:45 PM 2 0 1 4 0 4 0 0 5 0 5 0 65 4 0 6 0 40 8 0 144 0 4:00 PM 3 0 0 17 0 8 0 1 8 0 2 0 96 4 0 10 0 61 5 0 215 0 4:15 PM 2 0 0 13 0 22 0 0 4 0 12 0 118 9 0 18 0 73 3 0 274 0 4:30 PM 0 0 0 8 0 3 0 1 8 0 10 0 94 4 0 13 0 64 8 0 213 0 4:45 PM 0 0 1 15 0 4 0 1 3 0 11 0 89 12 0 15 0 56 2 0 209 0 5:00 PM 0 0 1 16 0 9 0 3 10 0 8 0 112 9 0 26 0 SO 11 0 255 0 5:15 PM • 2 0 0 IS 0 11 0 0 9 0 10 0 111 9 0 28 0 72 7 0 274 0 5:30 PM • 0 0 0 26 0 8 0 0 10 0 19 0 152 U 0 26 0 81 6 1 339 1 5:45 PM * 6 0 1 26 0 5 0 0 5 0 21 0 95 13 0 36 0 63 6 0 277 0 6:00 PM • 6 0 4 21 0 3 0 1 4 0 16 0 95 12 0 29 0 76 11 0 278 0 6:15 PM 3 0 2 5 0 6 0 2 5 0 12 0 89 11 0 22 0 57 5 0 219 0 6:30 PM 2 0 0 13 0 3 0 0 4 0 10 0 71 4 0 9 0 37 7 0 160 0 Max. 15 mia 6 0 4 26 0 22 0 3 10 0 21 0 152 13 0 36 0 81 II 1 339 1 Pk. Hr. Vol 14 0 5 88 0 27 0 1 28 0 66 0 453 45 0 119 0 292 30 I 1168 1 5:00 PM Peak Intenection Traffic in Pk. Hr. = 1168 Peak Hr. Factor 0.86 6:00 PM Hour Intenection Pdstms in Pk. Hr. = 1 El Fuerte Street at Alga Road Lane Configuration for Inlenection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : 7:30 AM to 8:30 AM Lane C^onfig - urations Inside Oeft) Outside Free-flow Soudi ADOT (NB) Noitfa APOT (SB) West APOT (EB) East /Vmn-rWB) Ufl Thra Right Uft Thra Righl Uft Thro Right Lefl Thra Right I • 1 1 1 1 I 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 2 0 1 2 0 1800 2000 1800 1800 2000 ISOO 1800 4000 0 1800 4000 0 ? N 4000 N 0.10 34 8 187 31 20 52 10 249 23 170 275 12 34 8 187 31 20 52 10 272 0 170 287 0 0.02 0.00 0.10 0.02 0.01 0.03 0.01 0.07 0.00 0.09 0.07 0.00 0.10 0.02 0.07 0.09 Lane Settings Capacity Are die North/Soudi pfaasea spfit (Y/N)? Are die East/West phases spfit (Y/N)? Efficiency Lost FactOT Houriy Vcriume Adjusted Houriy Vohime Utilization FactOT Critical Facton ICU Ratio 038 LOS = Tuming Movements at Intersection of: El Fuerte Street and Alga Road W e s t A P P Totals 643 Time : 730 AM to 830 AM Date: 7/27/99 Day: Tuesday Name : Jose Sub- totala 361 282 10 249 23 Subtotals Toul Nortfa Approacfa 52 213 34 0 442 103 20 Nortfa 8 229 133 0 31 El Fuerte Street 30 187 12 275 170 Toul Subtotals Sub- totals 457 467 Alga Road Totals 924 Soutfa Approacfa Note : Uft-tum volumes include U-tiima. U-tiims in bold. El Fuerte Streel at Alga Road Lane Configuration for Inlenection Capadty Utifization Pk. Hr. Tnne Period : South APOT (NB) Nordi APOT (SB) West APOT (EB) Page 3 of 3 East APOT (WB) 5:00 PM to 6:00 PM Uft Thra Ridit Uft Thra Rigfat Uft Tfara Rigfat Uft Thra Right Lane Inside 1 Config- Oeft) 2 I urations 3 1 4 1 5 6 Outside 7 Free-flow 1 1 1 1 1 1 1 1 1 1 1 Lane Settings 1 1 i 1 1 1 1 2 0 1 2 0 (Capacity 1800 2000 1800 ISOO 2000 1800 1800 4000 0 1800 4000 0 Are die Noitfa/Soudi phases spfit (Y/N)? N Are the Eaet/West phases sp fit (Y/N)? N Effidency Lost FactOT 0.10 Houriy Vcrfume 14 5 88 27 1 28 66 453 45 119 292 30 Adjusted Hourly Vofaime 14 5 88 27 1 28 66 498 0 119 322 0 UtiHzation FactOT 0.01 0.00 O.OS 0.02 0.00 0.02 0.04 0.12 0.00 0.07 0.08 0.00 Critical Facton 0.05 0.02 0.12 0.07 0.00 ICU Ratio = 0.36 LOS = Turning Movements at Intersection of: El Fuerte Street and Alga Road W e s t A P P r Totals 898 Time : 5:00 PM to 6:00 PM Dale: 7/27/99 Day: Tuesday Name : Jose Sub- totals 334 564 66 453 45 Subtotals Total North Approach 28 165 14 0 272 56 1 Nortfa 5 107 157 0 27 El Fuerte Street 101 88 30 292 119 Total Subtotals Sub- totals 441 568 Alga Road Totals 1009 A P P r Soutfa Approach Note : Uft-turo volumes inchide U-tums. U-tums in bold. <C"'^t GUY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 1999 Intersection Number: 23 Intersection Location: Monroe Street and Marron Road Contents: Turn Movement Count Summary Page 1 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Turn Movement Diagram P.M. Peak Hour ICU Analysis and Turn Movement Diagram Page 2 Page 3 / City: Carlsbad Intenection of: N/S Street: Monroe Street E/W Stieet: Marton Road Counl Dale : 7/28/99 Day: Wednesday Weadier: Sunny VRPA TURNING MOVEMENT ANALYSIS FUe : Int.# 23 DaU CoUected by : Traffic Conti-ol: Mike, Owen SignaUzed Page I of 3 End of 15 mia prd. South Approach (NB) Uft U-Tm Thro Righl Peds North Approach (SB) Uft U-Tm Thra Rigfat Peds West Approach (EB) Uft U-Tm Tfara Righl Peda East Approach (WB) Uft U-Tm Thra Righl Peds IS min Total Vehicles Peds 6:15 AM 10 0 4 4 0 2 0 1 4 0 2 0 12 6 1 2 0 5 0 0 52 1 6:30 AM II 0 I 2 0 0 0 0 1 0 0 0 17 5 1 5 0 7 0 0 49 1 6:45 AM 12 0 3 7 1 0 0 0 3 0 4 0 16 20 0 6 0 15 0 i 0 86 1 7.-00 AM 20 0 1 9 0 0 0 0 2 0 2 0 11 16 1 10 0 14 3 1 88 2 7:15 AM 16 0 0 6 1 0 0 1 3 0 4 0 14 19 0 11 0 8 1 0 83 1 7:30 AM * 25 0 1 9 0 0 0 0 2 0 5 0 31 61 0 9 0 13 1 0 157 0 7:45 AM » 39 0 4 16 0 0 0 2 0 0 1 0 27 20 0 12 0 22 0 0 143 0 8:00 AM • 40 0 6 18 0 1 0 0 2 0 0 0 17 18 0 14 0 18 4 0 138 0 8:15 AM • 18 0 5 11 0 2 0 2 0 0 1 0 22 28 0 13 0 19 3 0 124 0 8:30 AM 20 0 5 3 1 0 0 4 1 0 0 0 17 24 0 8 0 14 I 0 97 1 8:45 AM 13 0 3 3 1 3 0 3 1 0 3 0 36 36 0 14 0 16 6 0 137 1 9:00 AM 23 0 7 11 0 2 0 1 2 0 3 0 34 20 0 15 0 18 3 0 139 0 Max. 15 mia 40 0 7 18 1 3 0 4 4 0 5 0 36 61 1 15 0 22 6 1 157 2 Pk. Hr. Vol 122 0 16 54 0 3 0 4 4 0 7 0 97 127 0 48 0 72 8 0 562 0 7:15 AM Peak Inlenection Traffic m Pk. Hr. = 562 Peak Hr. Factor 0.89 8:15 AM Hour Intersection Pdstins in Pk. Hr. = 0 3:45 PM 40 0 16 30 0 12 0 8 22 4 19 0 81 35 0 31 0 79 10 0 383 4 4:00 PM 73 0 24 28 0 16 0 21 19 1 18 0 69 29 0 21 0 74 12 2 404 3 4:15 PM 65 0 27 30 0 7 0 17 15 0 30 0 66 35 0 24 0 74 10 0 400 0 4:30 PM 78 0 31 28 0 12 0 15 31 0 10 0 49 29 1 22 0 69 14 0 388 1 4:45 PM • 88 0 25 33 0 4 0 16 25 0 16 0 72 49 0 21 0 89 14 0 452 0 5:00 PM • 107 0 29 35 0 14 0 15 33 4 9 0 43 26 0 26 0 76 15 0 428 4 5:15 PM • 93 0 38 40 0 14 0 24 21 1 22 0 53 37 0 28 0 70 13 0 453 1 5:30 PM • no 0 32 44 0 11 0 17 26 1 14 0 61 59 0 27 0 89 15 0 505 1 5:45 PM 97 0 40 29 0 13 0 9 19 0 14 0 52 35 0 24 0 71 22 0 425 0 6:00 PM 79 0 47 32 0 14 0 15 25 0 30 0 46 18 0 13 0 89 24 0 432 0 6:15 PM 89 0 33 31 0 II 0 6 32 0 21 0 32 28 0 28 0 70 16 0 397 0 6:30 PM 64 0 14 32 0 8 0 12 18 0 18 0 15 17 0 22 0 101 15 0 336 0 Max. IS mia 110 0 47 44 0 16 0 24 33 4 30 0 81 59 1 31 0 101 24 2 505 4 Pk. Hr. Vol 398 0 124 152 0 43 0 72 105 6 61 0 229 171 0 102 0 324 57 0 1838 6 4:30 PM Peak Inlenection Traffic in Pk. Hr. = 1838 Peak Hr. Factor 0.91 5:30 PM Hour Inlenection Pdstins in Pk. Hr. 6 Monroe Street at Marron Road Lane Configuration for Intersection Capacity UtUization Page 2 of3 Pk. Hr. Tnne Period : Soudi APOT (NB) Nortfa APOT (SB) West ADOT (EB) East ADOT (WB) 7:15 AM to 8:15 AM Uft Thra Right Uft Thra Right Uft Thra Right Uft Thro Right Lane Inside 1 Right ConSg -Oefl) 2 1 1 1 1 urations 3 1 1 1 1 4 5 1 1 1 1 I 1 1 1 Outside 6 7 Free-flow Lane SettingB 1 2 0 1 2 0 1 2 0 1 2 0 Capacity 1800 4000 0 1800 4000 0 1800 4000 0 1800 4000 0 Are die Nordi/Soudi phases spHt (Y/N)? N Are die East/West phases spfit (Y/N)? N Efficiency Lost Factor 0.10 Houriy Volume 122 16 54 3 4 4 7 97 127 48 72 8 Adjusted Hourty Vohime 122 70 0 3 8 0 7 224 0 48 80 0 UtiHzation FactOT 0.07 0.02 0.00 0.00 0.00 0.00 0.00 0.06 0.00 0.03 0.02 0.00 Critical Facton 0.07 0.06 0.03 ICU Ratio 0.26 LOS = A Tuming Movements at Intenection of: Monroe Street and Marron Road W e Totals 429 Tnne : 7:15 AM to 8:15 AM Date: 7/28/99 Day : Wednesday Name : Mike, Owen Sub- totals 198 231 7 97 127 Subtotals Total North Approach ll 179 122 0 371 11 4 North 16 192 42 Monroe Street 31 J i u 54 8 72 48 *i t r Total Subtotals Sub- totals 128 154 Marron Road Totals 282 A P P South Approach Note : Uft-nim volumes mclude U-tums. U-tums in bold. Monroe Street at Marron Road Lane Configuration tor Intersection Capacity UtiHzation Page 3 of3 Pk. Hr. Tnne Period : Soudi APOT (NB) North APOT (SB) West APOT (EB) East ADOT (WB) 4:30 PM to 5:30 PM Uft Thra • Rjato Left Thro Right Uft Thro Ri(*t Uft Tlira Right Lane Inside 1 Right Config - (left) 2 I 1 1 1 urations 3 1 1 1 1 1 4 5 1 1 1 1 1 1 1 1 Outside 6 7 Free-flow Lane Settings 1 2 0 1 2 0 1 2 0 I 2 0 Capadty 1800 4000 0 1800 4000 0 1800 4000 0 1800 4000 0 Are die Nortfa/Soudi phases s)dit (Y/N)? N 4000 Are die East/West phases spfit (Y/N)? N Efficiency Lost Factor O.IO Hourly Volume 398 124 152 43 72 105 61 229 171 102 324 57 Adjusted Hourly Vofaime 398 276 0 43 177 0 61 400 0 102 381 0 UtiHzatioo FactOT 0.22 0.07 0.00 0.02 0.04 0.00 0.03 0.10 0.00 0.06 0.10 0.00 Critical Facton 0.22 0.04 0.10 0.06 0.10 0.00 ICXr Ratio 0.52 LOS = Turning Movements at Intersection of: Monroe Street and Marron Road Time : 430 PM to 530 PM Date: 7/28/99 Day: Wednesday Name : Mike, Owen Sub- Totals totals W e s t A P P 1288 827 461 North Approach 105 Subtotals Total 345 398 1019 220 72 Nndi 124 674 462 0 43 Monroe Street 242 152 57 324 102 Total Subtotals Sub- totals 483 424 Marron Road Totals 907 Soutfa Approach Note : Uft-tum vohimes inchide U-tums. U-nons in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 1999 INTERSECTION ANALYSIS SUMMARY Intersection Number: 24 Intersection Location: JefTerson 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 Cily: Cartsbad Intersection of: N/S Street: E/W Street: Count Date: 7/28/99 Matron Road JefTerson Slreet Day: Wednesday Weadier: Sunny VRPA TURNING MOVEMENT ANALYSIS FUe: Int.# 24 DaU CoUected by: Traffic Control: Cesar, MicheUe SignaUzed Page 1 of 3 End of 15 mia prd. 6:15 AM 6:30 AM 6:45 AM 7:00 AM 7:15 AM 7:30 AM 7:45 AM 8:00 AM 8:15 AM 8:30 AM 8:45 AM 9:00 AM Max. 15 mia Pk. Hr. Vol 7:30 AM Peak 8:30 AM Hour South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 13 min Tolal Uft U-Tm Thra Right Peds Uft U-Tm Thra Right Peds Uft U-Tm Thra Right Peds Uft U-Tm Thra Ri^ Peds Vehicles Peds 1 0 17 1 0 1 0 18 40 1 9 0 0 1 1 0 0 1 6 0 95 2 0 15 0 0 6 0 23 65 0 7 0 3 0 0 0 0 4 1 0 125 0 0 21 0 0 9 0 39 64 0 8 0 2 2 0 0 0 1 5 0 157 0 5 0 32 1 0 8 0 29 59 1 9 0 0 4 0 1 0 0 6 0 154 1 5 0 21 0 0 4 0 35 58 2 7 1 2 2 0 0 0 1 4 0 140 2 0 35 0 0 5 0 41 79 0 10 0 0 2 0 0 0 0 0 0 175 0 11 0 32 2 0 7 0 73 75 2 10 0 4 6 0 0 0 0 1 0 215 2 11 0 63 0 0 20 0 54 100 0 18 0 5 8 0 0 0 1 8 0 288 0 6 0 24 2 0 9 0 47 70 0 18 0 3 2 0 0 0 1 3 0 185 0 10 0 26 0 0 17 0 56 56 0 16 0 2 2 1 0 1 0 2 0 188 1 8 0 28 1 I 14 1 54 56 0 18 0 4 2 0 0 0 1 10 1 197 2 6 0 34 1 0 42 0 51 51 0 16 0 5 5 0 0 0 3 5 0 219 0 11 0 63 2 1 42 1 73 100 2 18 1 5 8 1 1 1 4 10 1 288 2 32 0 145 4 0 53 0 230 301 2 62 0 14 18 1 0 1 2 14 0 876 3 Intenection Traffic m Pk. Hr. = 876 Peak Hr. Factor 0.76 Intersection Pdstms in Pk. Hr. 3:45 PM 19 0 129 3 0 58 1 116 41 0 74 0 13 17 0 0 0 8 49 0 528 0 4:00 PM 11 0 145 2 0 46 0 Ul 55 0 81 0 13 20 0 0 0 4 52 0 540 0 4:15 PM 20 1 148 3 0 61 1 US 65 2 83 0 30 13 3 3 0 IS 76 0 637 5 4:30 PM 28 1 160 4 0 48 0 96 54 0 91 0 24 14 0 3 0 8 74 0 605 0 4:45 PM 17 1 177 21 0 35 1 121 SO 0 117 0 12 19 0 0 0 9 77 0 657 0 5:00 PM 17 0 178 3 0 48 0 115 60 0 127 0 10 23 1 0 0 8 62 0 651 1 5:15 PM • 14 0 161 14 0 72 1 100 46 1 113 0 24 12 0 1 0 6 79 0 643 1 5:30 PM * 17 0 210 1 0 62 1 114 52 0 108 0 18 16 0 1 0 8 78 0 686 0 5:45 PM 15 0 225 1 1 71 0 114 SO 1 133 0 18 13 1 2 0 9 69 1 720 4 6:00 PM 19 1 164 4 0 61 1 122 36 0 113 0 20 9 0 I 0 11 71 0 633 0 6:15 PM 18 0 200 3 0 57 2 113 40 0 77 0 11 14 0 0 0 8 86 0 629 0 6:30 PM 18 0 172 1 0 62 0 106 38 0 87 0 12 11 0 0 0 8 66 0 581 0 Max. 15 mia 28 1 225 21 1 72 2 122 65 2 133 0 30 23 3 3 0 15 86 1 720 5 Pk. Hr. Vol 63 0 774 19 1 253 2 443 208 2 481 0 70 64 2 4 0 31 288 1 2700 6 4:45 PM Peak Intenection Traffic in Pk. Hr. = 2700 Peak Hr. Factor 0.94 5:45 PM Hour Intenection Pdstms in Pk. Hr. 6 Marron Road at JefTerson Street Lane Configuration fOT Intersection Capacity Utifization Page 2 of3 Pk. Hr. Time Period : Soudi APOT (NB) North APOT (SB) West ADOT (EB) East ADOT (WB) 730 AM to 830 AM Left Thra Righl Left Thra Rigfat Left Thro Right Left Thra Right Lane Inside 1 1 Config-Oeft) 2 1 1 1 I urations 3 1 1 1 1 I 1 4 1 1 1 1 1 5 6 1 1 Outside 7 Free-flow Lane Settings 1 2 0 2 2 1 1 1 0 1 I 1 (Capacity 1800 4000 0 3240 4000 1800 1800 2000 0 1800 2000 1800 Are die Nortfa/Soudi phases spfit (Y/N)? N 2000 1800 Are die Eaal/West phases spfit (Y/N)7 N Efficiency Lost FactOT 0.10 Hourty Vohune 32 145 4 53 230 301 62 14 18 1 2 14 Adjusted Hourty Vohune 32 149 0 53 230 301 62 32 0 1 2 14 UtiHzation FactOT 0.02 0.04 0.00 0.02 0.06 0.17 0.03 0.02 0.00 0.00 0.00 0.01 Critical Facton 0.02 0.17 0.03 0.00 0.01 ICU Ratio = 0.32 LOS = A Turning Movements at Intenection of: Marron Road and JefTerson Street W Totals 429 Time : 730 AM to 830 AM Date: 7/28/99 Day: Wednesday Name : Cesar, MicheUe Sub- totals 335 94 62 14 18 Subtotals Total Nortb Approach 301 248 32 0 429 584 230 North 145 181 805 0 53 Marron Road 221 ^ t r 14 2 1 Total Subtotals Sub- totals 17 72 JefTerson Street Totals 89 A P P Soutfa Approacfa Note : Left-tum vohimes incfaide U-tums. U-tums in bold. Marron Road at JefTerson Street Lane Configuration fOT Intenection Capadty Utilization Pk. Hr. Time Period : 4:45 PM to 5:45 PM Lane Config - urations Soutfa ADOT (NB) Uft Thra Right Inside Oeft) Outside Free-flow North Apw (SB) Left Thra Ridil West APOT (EB) Left Thra Ririit Page 3 of3 Easi APOT (WB) Uft Thra Right Lane Settings 1 Capadty IgOO Are die Nordi/Soutfa pluses spHt (Y/N)? Are die East/West phases spfit (Y/N)? Effidency Lost FactOT. O.IO Hourty Vohime 63 Adjusted Houriy Vohime 63 Utifization Factor 0.04 Critical Facton 2 4000 774 793 0.20 0.20 0 0 N N 19 0 0.00 2 3240 255 255 0.08 0.08 2 4000 443 443 O.U 1 1800 208 208 0.12 1 1800 481 481 0.27 0.27 1 2000 70 134 0.07 64 0 0.00 1 1800 4 4 0.00 I 2000 31 31 0.02 1 1800 288 288 0.16 0.16 ICU Ratio = 0.81 LOS = Turning Movements at Intenection of: Marron Road and JefTerson Street W e 8 t A P P r Time : 4:45 PM to 5:45 PM Date: 7/28/99 Day : Wednesday Name : Cesar, MicheUe Sub- Totala totals 917 302 615 481 70 64 Subtotals Total North Approach 208 SU 63 0 1367 906 443 North 774 856 2451 2 255 Marron Road 1545 J i u *i t r 19 288 31 4 Total Subtotals Sub- totals 323 342 Jefferson Street Totals 665 A P P r South Approacfa Note : Uft-tum volumes inchide U-tums. U-tums in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 1999 INTERSECTION ANALYSIS SUMMARY Intersection Number: 25 Intersection Location: £1 Camino Real and Levante Street Contents: Turn Movement Count Summary Page 1 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Page 2 Turn Movement Diagram P.M. Peak Hour ICU Analysis and Page 3 Turn Movement Diagram Cily: Carisbad Intersection of: N/S Street: El Camino Real E/W Streel: Levante Slreet Count Date : 7/28/99 Day: Wednesday Weadier: Sunny VRPA TURNING MOVEMENT ANALYSIS FUe : Int.# 25 DaU CoUecled by: Traffic Conti-ol: Angel, Isaac Signalized Page 1 of 3 End of 15 mia prd. South Approach (NB) Uft U-Tm Thra Righl Peds North Approach (SB) Ufl U-Tm Thra Right Peds West Approach (EB) Ufl U-Tm Thra Righl Peds East Approach (WB) Uft U-Tm Thra Right Peds 15 min Tolal Vehicles Peds 6:15 AM 0 0 106 5 3 12 0 142 0 0 0 0 0 0 0 31 0 0 16 0 312 3 6:30 AM 0 0 142 I 0 9 0 223 0 0 0 0 0 0 0 22 0 0 22 0 419 0 6:45 AM 0 0 144 7 0 13 0 207 0 0 0 0 0 0 0 38 0 0 27 0 436 0 7:00 AM 0 0 164 7 1 11 0 203 0 0 0 0 0 0 0 33 0 0 30 0 448 1 7:15 AM 0 0 228 7 0 15 0 284 0 0 0 0 0 0 0 44 0 0 36 0 614 0 7:30 AM 0 0 231 4 1 13 0 279 0 0 0 0 0 0 0 47 0 0 36 0 610 1 7:45 AM 0 0 213 13 1 10 0 239 0 0 0 0 0 0 0 31 0 0 38 0 544 1 8:00 AM • 0 0 231 IS 0 21 0 274 0 0 0 0 0 0 0 30 0 0 28 0 599 0 8:15 AM • 0 0 233 16 I 16 0 285 0 0 0 0 0 0 0 55 0 0 27 0 632 1 8:30 AM * 0 0 230 15 0 15 0 275 0 0 0 0 0 0 0 45 0 0 . 26 0 606 0 8:45 AM • 0 0 233 16 0 20 0 280 0 0 , 0 0 0 0 0 43 0 0 28 0 620 0 9:00 AM 0 0 210 IS 1 12 0 273 0 0 0 0 0 0 0 33 0 0 29 0 572 1 Max. 15 mia 0 0 233 16 3 21 0 285 0 0 0 0 0 0 0 55 0 0 38 0 632 3 Pk. HI. Vol 0 0 927 62 1 72 0 1114 0 0 0 0 0 0 0 173 0 0 109 0 2457 1 7:45 AM Peak Intenection Traffic m Pk. Hr. = 2457 Peak Hr. Factor 0.97 8:45 AM Hour Intersection Pdstins in Pk. Hr. 1 3:45 PM 0 0 361 39 2 29 0 359 0 0 0 0 0 0 0 34 0 0 25 0 847 2 4:00 PM 0 0 260 42 I 33 0 292 0 0 0 0 0 0 0 30 0 0 29 0 686 1 4:15 PM 0 0 271 37 1 29 0 251 0 0 0 0 0 0 0 18 0 0 20 0 626 1 430 PM 0 0 332 38 0 31 0 379 0 0 0 0 0 0 0 39 0 0 25 0 844 0 4:45 PM 0 0 343 38 2 31 0 358 0 0 0 0 0 0 0 25 0 0 26 0 821 2 5:00 PM 0 0 305 54 0 29 0 290 0 0 0 0 0 0 0 20 0 0 13 0 711 0 5:15 PM • 0 0 348 43 0 51 0 348 0 0 0 0 0 0 0 18 0 0 24 0 832 0 5:30 PM • 0 0 360 54 1 32 0 376 0 0 0 0 0 0 0 25 0 0 31 0 878 1 1 5:45 PM • 0 0 300 SI I 32 0 373 0 0 0 0 0 0 0 21 0 0 23 0 800 1 1 6:00 PM • 0 0 355 52 0 34 0 375 0 0 0 0 0 0 0 23 0 0 22 0 861 0 6:15 PM 0 0 300 54 0 40 0 373 0 0 0 0 0 0 0 20 0 0 24 0 811 0 6:30 PM 0 0 347 49 0 50 0 375 0 0 0 0 0 0 0 24 0 0 21 0 866 0 Max. 15 mia 0 0 361 54 2 51 0 379 0 0 0 0 0 0 0 39 0 0 31 0 878 2 Pk. Hr. Vol 0 0 1363 200 2 149 0 1472 0 0 0 0 0 0 0 87 0 0 100 0 3371 2 5.00 PM Peak Inlenection Traffic in Pk. Hr. = 3371 Peak Hr. Factor 0.96 6:00 PM Hour Inlenection Pdstins in Pk. Hr. = 2 El Camino Real at Levante Street Lane Configuration for Intersection Clapadty UtiHzation Page 2 of 3 Pk. Hr. Time Period : Soudi APOT(NB) North APOT (SB) West APOT (EB) East ADOT (WB) 7:45 AM to 8:45 AM Uft Tfara Right Uft Thra Ri*4it Left Tfara Rigfat Left Thro Rigfat Lane Inside 1 1 1 Config-Oeft) 2 1 1 1 1 urations 3 1 1 1 1 1 4 1 1 1 5 6 1 1 Outside 7 Free-flow Lane Settings Capadty Are die Nortfa/Soutfa pfaases spKt (Y/N)? Are die East/West pfaases spfit (Y/N)? Effidency Lost FactOT 0 0 0.10 3 6000 0 0 N N 1 1800 2 4000 0 0 0 0 0 0 0 0 1.5 2700 0 0 1.5 2700 Houriy Volume Adjusted Hourty Volume Utifization FactOT Critical Factors 0 0 0.00 927 989 0.16 62 0 0.00 72 72 0.04 1114 1114 0.28 0.28 0 0 0.00 0 0 0.00 0 0 0.00 0 0 0.00 173 173 0.06 0.06 0 0 0.00 109 109 0.04 ICU Ratio = 0.44 LOS = Turning Movements at Intenection of: El Camino Real and Levante Street W e Time : 7:45 AM to 8:45 AM Date: 7/28/99 Day : Wednesday Name : Angel Isaac Sub- Totals totals Subtotals Total Nortfa Approacfa 1287 2276 1186 1114 Nortfa 927 989 2222 0 72 El Camino Real 1036 109 0 173 ^ t r Total Subtotals Sub- totals 62 282 134 Levante Street Totals 416 A P P r South Approach Note : Uft-tum votumes include U-tums. U-tums in bold. El Camino Real at Levante Street Lane Configuration for Intersection Capacity UtUization Page 3 of 3 Pk. Hr. Time Period : Soutfa Appr (NB) Nordi APOT (SB) West APOT (EB) East APOT (WB) 5:00 PM to 6:00 PM Left Tfara Right Uft Thra Right Uft Thra Risiit Uft Thra Right Lane Inside 1 Config - (left) 2 urations 3 i 4 1 5 1 1 6 Outside 7 Free-flow 1 1 1 1 1 1 1 Lane Settings 0 3 0 1 2 0 0 0 0 1.5 0 1.5 Are die Nortfa/Soutfa pfaases Sfi6t (Y/N)? Are die EastAVest phases spfit (Y/N)? Effidency Lost FactOT 0.10 Houriy Volume 0 Adjusted Houriy Vofaime 0 UtiUzatioii FactOT 0.00 Critical Facton 1363 1563 0.26 N N 200 0 0.00 149 149 0.08 1472 1472 0.37 0.37 0 0 0.00 0 0 0.00 0 0 0.00 0 0 0.00 87 87 0.03 0 0 0.00 100 100 0.04 0.04 ICU Ratio = 0.51 LOS = Turning Movements at Intenection of: El Camino Real and Levante Street W e 8 t A . P P r Time : 5:00 PM to 6K)0PM Date: 7/28/99 Day: Wednesday Name : Angel Sub- Totals totals Subtotals Total Nortfa Approacfa 1559 3122 1621 Nortfa 3084 El Camlno Real 1463 1472 149 J i u 1363 200 1563 IOO 0 87 Total Subtotals Sub- totals 187 349 Levante Street Totals 536 A P P r Soutfa Approach Note : Uft-tum vohimes include U-tums. U-hims in bold. CITYOFCARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 1999 INTERSECTION ANALYSIS SUMMARY Intersection Number: 26 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 VRPA TURNING MOVEMENT ANALYSIS City: Carisbad intenection of: Count Date: 7/28/99 Page 1 of 3 End of 15 mia 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/VM 8:30 AM 8:45 AM 9:00 AM Max. IS mia Pk. Hr. Vol 8:00 AM 9:00 AM Peak Hour 3:30 PM 4:30 PM Peak Hour N/S Stieet: State Sti-eet FUe: Int.# 26 E/W Stieel: Carlsbad Village Diive Data CoUecled by Richard, Owen Day : Wednesday Traffic Conti-ol: SignaUzed Weadier Sunny SignaUzed South Approach O^B) North Approach (SB) West Approach (EB) East ADDroach (WB) 15 min Tolal Uft U-Tm Thra Right Peds Uft U-Tm Thra Right Peds Uft U-Tm Thra Righl Peds Uft U-Tm Thra Right Peds Vehicles Peds 2 0 2 0 0 2 0 3 1 0 0 0 33 1 0 5 0 57 4 0 UO 0 1 0 4 0 0 9 0 6 0 2 2 0 29 1 0 1 0 67 19 0 139 2 5 0 6 1 4 4 0 7 2 4 0 0 31 1 1 2 0 65 13 I 137 10 5 0 5 2 0 10 0 8 5 0 1 0 28 0 0 2 0 62 14 0 142 0 5 0 4 1 0 14 0 5 3 0 0 0 51 3 0 3 0 79 8 0 176 0 5 0 4 1 3 12 0 5 4 0 4 0 S3 1 2 1 0 57 10 I 157 6 6 0 4 1 0 12 0 8 2 0 3 0 69 7 1 3 0 53 9 1 177 2 2 0 5 I 3 6 0 12 6 0 5 0 67 3 0 3 0 43 10 0 163 3 11 0 11 2 0 9 0 6 2 0 2 0 77 2 1 2 0 78 5 0 207 1 7 0 7 6 4 U 0 10 3 0 2 0 75 1 0 8 0 66 14 0 210 4 6 0 8 4 0 12 0 10 3 0 2 0 83 5 0 3 0 82 5 0 223 . 0 8 0 3 I 1 6 0 7 4 0 4 0 SO 2 2 3 0 64 5 0 187 3 11 0 11 6 4 14 0 12 6 4 5 0 83 7 2 8 0 82 19 1 223 10 8 32 0 29 13 5 38 0 33 12 0 10 0 315 10 3 16 0 290 29 0 827 10 8 Intenection Traffic m Pk. Hr. 827 Peak Hr. Factor 0.93 Intenection Pdstms in Pk. Hr. 3:45 PM * 16 0 13 9 16 26 0 16 22 13 8 0 151 11 9 4:00 PM * 12 0 9 6 9 15 0 13 9 11 5 0 108 2 17 4:15 PM 16 0 21 11 13 39 0 22 23 15 11 0 158 16 14 4:30 PM * 9 0 7 7 3 10 0 9 2 5 9 0 119 6 0 4:45 PM 7 0 15 6 15 23 0 19 9 19 7 0 155 10 IS 5:00 PM 9 0 10 4 7 31 0 18 12 22 18 0 126 10 22 5:15 PM 17 0 38 4 7 35 0 17 11 4 11 0 128 12 11 5:30 PM 9 0 17 5 3 27 0 20 9 4 8 0 137 12 4 5:45 PM 13 0 9 5 12 21 0 16 15 1 19 0 123 5 14 6:00 PM 7 0 7 6 2 32 0 13 13 17 12 0 101 5 15 6:15 PM 4 0 7 8 5 21 0 6 6 0 5 0 117 5 11 6:30 PM 6 0 9 6 2 31 0 18 11 5 4 0 130 9 14 Max 15 mia 17 0 38 11 16 39 0 22 23 22 19 0 158 16 22 Pk. Hr. Vol. S3 0 50 33 41 90 0 60 56 44 33 0 536 35 40 Inlenection Traffic in Pk. Hr. Inlenection Pdstms in Pk. Hr. 1587 166 Peak Hr. Faclor 10 4 10 4 6 8 7 7 5 9 3 13 129 109 123 141 115 102 142 120 139 143 130 139 40 24 35 12 24 14 19 10 22 13 16 12 17 10 9 5 19 17 11 0 14 4 0 7 13 28 143 502 40 111 19 41 0.82 451 316 485 335 396 362 441 381 392 361 328 388 485 1587 55 47 51 13 68 68 33 11 41 38 16 28 68 166 SUte Streel at Carlsbad ViUage Drive Lane Configuration fOT Intersection Capaaty Utilization Page 2 of3 Pk. Hr. Time Period: Soudi ADOT (NB) North APOT (SB) West APOT (EB) East ADOT fWB) 8:00 AM to 9:00 AM Uft Thra R#« Uft Thra Right Left Tfara Rigfat Lefl Thra Right Lane Inside 1 Config-Oeft) 2 1 1 1 1 1 1 1 I urations 3 1 I 1 4 5 6 1 1 1 1 Outside 7 Free-flow Lane Settings 0 1 0 0 1 0 I 2 0 1 2 0 Capadty 0 2000 0 0 2000 0 1800 4000 0 1800 4000 0 Are die Nortfa/Soudi (biases spfit (Y/N)? N Are die East/West (biases spfit (Y/N)? N Effidmcy Lost Factor 0.10 Hourty Vohune 32 29 13 38 33 12 10 315 10 16 290 29 Adjusted Hourly Vohime 0 74 0 0 S3 0 10 325 0 16 319 0 Utilization FactOT 0.00 0.04 0.00 0.00 0.04 0.00 0.01 0.08 0.00 0.01 O.OS 0.00 Critical Facton 0.04 0.08 0.01 O.OS 0.00 ICU Ratio = 0.23 LOS = A Turning Movements at Intersection of: SUte Street and Cartsbad VUlage Drive W e 8 t A P P r Totals 669 Time : 8:00 AM to 9:00 AM Date: 7/28/99 Day: Wednesday Name : Richard, Owen Sub- totals 334 335 North Approach 12 10 315 10 Subtotals Total 59 32 133 83 33 Nortfa 29 74 151 0 38 SUte Street t ^ t r 13 68 29 290 16 Total Subtotals Sub- totals 335 366 Carisbad Vilfaige Drive Totals 701 Soudi Approach Note : Left-tum volumes include U-tums. U-turas in bold. SUte Street at Carisbad VUlage Drive Lane Configuration for Intersection Capacity Utilization Page 3 of3 Pk. Hr. Tnne Period : 330 PM to 4:30 PM Lane Config- urations Inside Oeft) Outside Free-flow Soudi APOT (NB) Nortfa Appr (SB) West ADOT OEB) East ADOT (WB) Ufl Thra Right Uft Thra Rifdit Left Thra Rigfat Uft Thra Right 1 1 1 1 1 1 1 1 1 1 1 1 1 I 0 1 0 0 1 0 1 2 0 1 2 0 0 2000 0 0 2000 0 1800 4000 0 1800 4000 0 )? N N 0.10 S3 50 33 90 60 56 33 536 35 28 502 111 0 136 0 0 206 0 33 571 0 28 613 0 0.00 0.07 0.00 0.00 0.10 0.00 0.02 0.14, 0.00 0.02 0.15 0.00 0.10 0.02 0.15 Lane Settings (Capacity Are die Nortfa/Soutfa pfaases spfit (Y/> Are die EastAVest pfaases spfit (Y/N)? Effidency Lost FaclOT Houriy Vidume Adjusted Houily Vohime Utifization FactOT Critical Factors ICU Ratio = 0.37 LOS = Tuming Movemcna at Intenection of: SUte Street and Carisbad VUlage Drive W e s t A P P Time : 330 PM to 430 PM Date: 7/28/99 Day: Wednesday Name : Richard, Owen Sub- Totals totals 1215 611 604 33 536 35 Subtotals Total North Approach 56 123 S3 0 259 206 60 Nortfa 50 136 SUte Street 400 90 J i u • t - 33 194 111 502 28 Total Subtotals Sub- totals 641 659 Carlsbad VUlage Drive Totals 1300 Soutfa Approach Note : Uft-tum volumes include U-tums. U-tums in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 1999 INTERSECTION ANALYSIS SUMMARY Intersection Number: 27 Intersection Location: Carlsbad Village Drive and Roosevelt 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 City: Carisbad Intenection of: N/S Stireet: E/W Stteet: Count Dale : 7/29/99 Roosevelt Street Carlsbad VUlage Drive Day: Thunday Weather: Sunny VRPA TURNING MOVEMENT ANALYSIS FUe : Inlff 27 DaU CoUecled by: Traffic Conti-ol: Angel, Cesar SignaUzed Page I of 3 End of IS mia prd. South Approach (NB) Uft U-Tm Thra Righl Peds North Approach (SB) Uft U-Tm Thra Right Peds West Approach (EB) Uft U-Tm Thra Right Peds East Approach (WB) Uft U-Tm Thra Righl Peds 15 min Toul Vehicles Peds 6:15 AM 3 0 3 3 2 3 0 5 1 1 2 0 28 2 0 5 0 56 5 1 116 4 6:30 AM 1 0 5 6 3 7 0 1 0 0 5 0 40 1 1 4 1 62 1 1 134 5 6:45 AM 8 0 11 10 0 7 0 11 2 0 1 0 39 0 1 14 0 69 8 0 180 1 7:00 AM 4 0 7 7 2 6 0 4 1 1 3 0 47 4 2 11 0 75 5 4 174 9 7:15 AM 4 0 9 4 2 9 0 8 2 0 1 0 SO 3 2 10 0 61 6 4 167 8 7:30 AM 0 0 10 5 1 6 0 5 1 2 4 0 51 5 3 8 0 65 13 1 173 7 7:45 AM 5 0 15 3 3 8 0 7 3 4 5 0 72 8 5 10 1 90 18 2 245 14 8:00 AM 7 0 13 4 2 10 0 4 5 1 9 0 65 2 2 11 0 82 11 0 223 5 8:15 AM • 4 0 13 8 0 10 0 13 3 4 4 0 85 3 4 11 0 52 28 3 234 11 8:30 AM * 7 0 16 10 4 11 0 7 5 0 6 0 82 7 5 5 0 78 13 4 247 13 8:45 AM • 2 0 12 10 5 17 0 10 2 2 4 0 88 11 3 10 0 94 14 0 274 10 9:00 AM • 10 0 15 II 0 26 0 10 6 2 9 0 66 8 6 14 0 84 24 4 283 12 Max. IS mia 10 0 16 11 5 26 0 13 6 4 9 0 88 11 6 14 1 94 28 4 283 14 PL Hr. Vol 23 0 56 39 9 64 0 40 16 8 23 0 321 29 18 40 0 308 79 11 1038 46 8:00 AM Peak Intenection Traffic in Pk. Hr. = 1038 Peak Hr. Factor 0.92 9.-00 AM Hour Intenection Pdstins in Pk. Hr. = 46 3:45 PM • 8 0 20 18 7 28 0 28 6 4 5 0 122 14 8 23 0 141 22 15 435 34 4:00 PM * 1 0 37 13 0 40 0 41 11 2 13 0 130 19 6 18 0 131 23 7 477 IS 4:15 PM * 41 0 62 19 6 67 0 41 15 12 13 0 168 20 6 33 0 119 38 21 636 45 4:30 PM • II 0 34 18 15 0 29 10 2 11 0 148 10 3 37 1 113 19 13 456 21 4:45 PM 6 0 24 5 19 0 27 8 0 14 0 123 10 7 19 0 126 9 2 390 14 5:00 PM 9 0 30 9 33 0 30 9 5 13 0 104 13 0 37 0 161 12 8 460 15 5:15 PM 12 0 18 6 22 0 18 5 5 14 0 105 17 1 19 1 105 13 3 355 10 5:30 PM IS 0 25 7 17 0 14 5 3 13 0 114 14 3 24 0 161 U 4 423 14 8 5:45 PM 25 0 30 6 20 0 5 5 0 U 0 115 20 4 30 0 104 13 2 384 14 8 6:00 PM 25 0 21 14 25 0 14 3 4 12' 0 108 15 2 29 0 no 14 0 390 6 6:15 PM 14 0 48 14 20 0 26 5 2 13 0 161 27 1 22 0 120 9 3 479 10 6:30 PM 18 0 11 21 15 0 15 2 4 13 0 114 31 4 18 0 307 13 2 578 15 Max. IS mia 41 0 62 21 67 0 41 15 12 14 0 168 31 8 37 1 307 38 21 636 45 Pk. Hr. Vol 61 0 153 68 150 0 139 42 20 42 0 568 63 23 111 1 504 102 56 2004 lis 3:30 PM Peak Inlenection Traffic in Pk. Hr. 2004 Peak Hr. Faclor 0.79 4:30 PM Hour Intenection Pdstins in Pk. Hr. = 115 Roosevelt Street at Carlsbad VUlage Drive Lane Configuration fOT Intersection Capacity Utilization Page 2 of3 Pk. Hr. Time Period : Soudi APOT (NB) Nortfa APOT (SB) West APOT (EB) East ADOT (WR) 8:00 AM to 9:00 AM Uft Thra Righl Left Tfara Rigfat Left Tfara Rigfat Lefl Tfara Ri^dit Lane Inside 1 Config-Oeft) 2 1 1 1 1 1 1 1 1 urations 3 1 1 1 1 1 4 5 6 1 1 1 1 1 Outside 7 Free-flow Lane Settings Capadty Are die Nortfa/Soudi phases spfit (Y/N)? 0 0 1 2000 0 0 N 0 0 1 2000 0 0 1 1800 2 4000 0 0 I 1800 2 4000 0 0 Are die East/West phases spfit (Y/N) ? N Efficiency Lost FactOT 0.10 Houriy Vohime Adjusted Hourty Vohime Utifization Facfajr Critical Facton 23 0 0.00 56 US 0.06 39 0 0.00 64 0 0.00 40 120 0.06 0.06 16 0 0.00 23 23 0.01 321 350 0.09 0.09 29 0 0.00 40 40 0.02 0.02 308 387 0.10 79 0 0.00 ICU Ratio = 0.27 LOS = Turning Movements at Intersection of: Roosevelt Street and Carlsbad VUlage Drive W e s t Totals 720 Time : 8:00 AM to 9:00 AM 7/29/99 Ttiursday Angel Cesar Sub- totals Date Day Name 347 373 23 321 29 Subtotals Total Nortfa Approacfa 16 109 23 0 227 120 40 Nordi 56 118 278 0 64 Roosevett Street 158 J i u *i t r 39 79 308 40 Total Snhtntak Sub- totals 427 424 Carlsbad ViUage Drtve Totals 851 E a 8 t A P P r Soutfa Approacfa Note : Uft-him vohimes include U-tums. U-tiims in tmld. Roosevelt Street at Carlsbad Village Drive Lane Configuration for Intenection (Capacity Utifization Pk. Hr. Time Period : Soutfa ADOT (NB) Nortfa ADOT (SB) West ADOT (EB) Page 3 of3 East ADOT (WB) 3:30 PM to 4:30 PM Uft Thra Right Left Thra Right Uft Thra Rigfat Left Thra Right Lane Inside 1 Config- Oeft) 2 1 11 urations 3 4 5 6 Outside 7 Free-flow 1 1 1 1 1 I 1 1 1 1 1 Lane Settings 0 10 0 1 0 1 2 0 1 2 0 (Capacity Are die Nortfa/Soudi phases spfit (Y/N)? Are die East/West pfaases spfit (Y/N)? Effidency Lost FactOT Hourty Votame Adjusted Hourly Votome Utifization FactOT Critical Facton 0.10 61 0 0.00 2000 153 282 0.14 0 N N 68 0 0.00 150 0 0.00 2000 139 331 0.17 0.17 42 0 0.00 1800 4000 1800 4000 42 42 0.02 568 631 0.16 0.16 63 0 0.00 112 112 0.06 0.06 504 606 0.15 102 0 0.00 ICU Ratio = 0.49 LOS = Tuming Movements al Intenection of: Roosevelt Street and Carlsbad VUlage Drive W e 8 t Time : 3:30 PM to 430 PM Date: 7/29/99 Day: Tfaunday Name : Angel Cesar Sub- Totals totals 1280 607 673 Nortfa Approacfa 42 42 568 63 Subtotals Total 313 61 0 595 331 139 NOTdi 153 282 628 0 150 Roosevelt Street 297 ^ r r 68 102 504 112 Total Subtotals Sub- totals 718 787 Carlsbad ViUage Drive Totals 1505 E a 8 t A P P Soutfa Approach Note : Uft-tum vohimes inchide U-tums. U-tums in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 1999 INTERSECTION ANALYSIS SUMMARY Intersection Number: 28 Intersection Location: Carlsbad Village Drive and Madison 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 City: Carisbad Inlenection of: N/S Stieel: Madison Slreet E/W Stieet: Carisbad VUlage Drive Count Date : 7/29/99 Day: Thunday Weadier: Sunny VRPA TURNING MOVEMENT ANALYSIS FUe: ini.lt 28 DaU CoUected by: Traffic Conti-ol: Richard, Owen Signalized Page 1 of 3 End of 15 mia prd. South Approach (NB) Uft U-Tm Thra Right Peds North Approach (SB) Uft U-Tm Thra Right Peds West Approach (EB) Uft U-Tm Thra Right Peds East Approach (WB) Ufl U-Tm Thra Right Peds 15 min Tolal Vehicles Peds 6:15 AM 1 0 2 7 0 2 0 1 1 0 1 0 36 0 0 0 0 62 0 0 113 0 6:30 AM 0 0 2 3 0 1 0 2 2 2 0 0 45 1 0 4 0 63 6 1 129 3 6:45 AM 1 0 1 6 1 3 0 0 0 1 1 0 63 0 1 I 0 99 5 0 180 3 7:00 AM 1 0 2 4 2 4 0 0 1 3 1 0 61 2 0 6 0 100 3 1 185 6 7:15 AM 3 0 2 5 0 2 0 0 1 0 1 0 59 1 3 2 0 67 5 4 148 7 7:30 AM 3 0 5 7-5 3 0 3 I 0 0 0 99 0 2 8 0 117 3 2 249 9 7:45 AM 2 0 1 3 0 4 0 0 0 1 0 0 51 2 0 0 0 91 3 0 157 1 8:00 AM 3 0 9 3 0 2 0 0 0 0 2 0 63 2 2 7 0 90 10 0 191 2 8:15 AM • 2 0 11 3 0 7 0 4 0 1 2 0 93 0 3 3 0 95 12 2 232 6 8:30 AM • 0 0 4 8 0 5 0 2 0 2 1 0 106 1 7 8 0 94 10 0 239 9 8:45 AM * 2 0 6 4 1 3 0 2 2 0 2 0 122 0 0 0 0 119 8 1 270 2 9:00 AM • 2 0 32 10 0 14 0 1 5 0 0 0 117 1 4 6 0 124 8 1 320 5 Max. 15 mia 3 0 32 10 5 14 0 4 5 3 2 0 122 2 7 8 0 124 12 4 320 9 Pk. Hr. Vol 6 0 53 25 1 29 0 9 7 3 5 0 438 2 14 17 0 432 38 4 1061 22 8:00 AM Peak Intenection Traffic in Pk. Hr. = 1061 Peak Hr. Faclor 0.83 9:00 AM Hour Intenection Pdstms in Pk. Hr. = 22 3:45 PM • 6 0 30 15 11 13 0 12 4 11 9 0 221 10 12 20 0 170 18 8 528 42 4:00 PM • 4 0 14 7 4 9 0 10 4 4 3 0 142 5 9 11 0 137 16 5 362 22 4:15 PM • 5 0 18 17 4 II 0 6 2 4 4 0 196 3 13 12 0 192 9 6 475 27 4:30 PM • 3 0 14 12 0 8 0 10 2 0 5 0 170 3 1 11 0 135 14 0 387 1 4:45 PM 4 0 15 7 1 14 0 40 1 1 7 0 171 11 10 13 0 167 5 2 455 14 5:00 PM 3 0 9 11 0 14 0 6 4 0 1 0 153 7 3 9 0 134 13 3 364 6 5:15 PM 14 0 18 17 1 16 0 12 5 1 3 0 143 7 3 7 0 174 14 7 430 12 530 PM 6 0 12 11 1 24 0 9 1 1 1 0 161 7 0 9 0 193 7 1 441 3 5:45 PM 8 0 7 8 1 16 0 4 4 1 6 0 151 9 3 12 0 143 7 7 375 12 6:00 PM 1 0 32 4 0 8 0 6 3 0 2 0 153 3 2 11 0 142 9 4 374 6 6:15 PM 5 0 10 6 1 12 0 13 1 1 8 0 188 13 3 8 0 167 13 1 444 6 6:30 PM 3 0 2 10 I 7 0 8 0 1 3 0 128 2 0 10 0 149 3 0 325 2 Max. 15 min. 14 0 32 17 11 24 0 40 5 11 9 0 221 13 13 20 0 193 IS 8 528 42 Pk. Hr. Vol 18 0 76 51 19 41 0 38 12 19 21 0 729 21 35 54 0 634 57 19 1752 92 3:30 PM Peak Intersection Traffic in Pk. Hr. = 1752 Peak Hr. Factor 0.83 430 PM Hour Intenection Pdstins in Pk. Hr. = 92 Madison Street at Carlsbad VUlage Drive Lane Configuration for buersection Capacity Utifization Page 2 of 3 Pk. Hr. Time Period : Soudi APOT (NB) Nortfa APOT (SB) West ADOT (EB) East ADOT (WB) 8:00 AM to 9K)0 AM Uft Thra Rigfat Uft Thra Right Uft Tfara Ridit Ufl Tfara Right Lane Inside 1 Config -Oeft) 2 1 1 1 1 1 1 1 1 orations 3 1 1 4 5 6 1 1 1 1 Outside 7 Free-flow Lane Settings 0 1 0 0 1 0 I 2 0 1 2 0 Ciqiacity 0 2000 0 0 2000 0 1800 4000 0 1800 4000 0 Aie die Nortfa/Soodi pfaases spfit (Y/N)? N Are die EastAVest {biases ^Ht (Y/N)? N Effidency Lost Factor 0.10 Hourly Vohune 6 S3 25 29 9 7 5 438 2 17 432 38 Adjusted Houriy Vohime 0 84 0 0 45 0 5 440 0 17 470 0 Utilization FactOT 0.00 0.04 0.00 0.00 0.02 0.00 0.00 O.U 0.00 0.01 0.12 0.00 Critical Factors 0.04 0.12 0.00 ICU Ratio = 0.26 LOS = A Turning Movements at Intersection of: Madison Street and Carlsbad VilUge Drive W e s t A P P Totals 890 Time : 8:00 AM to 9.-00 AM Date: 7/29/99 Day: Tfaursday Name : Ricfaard, Owen Sub- totals 445 445 5 438 2 Subtotals Total North Approach 28 45 9 Nortfa 141 29 Madison Street 96 J i L ^ t r 53 25 84 38 432 17 Total Subtotals Sub- totals 487 492 Carlsbad ViUage Drive Totals 979 112 Soutfa Approacfa Note: Uft-tum vohimes inchide U-tums. U-tums in bold. Madison Street at Carlsbad VUfaigc Drive Lane (Configuration for Intenection Capacity UtiHzation Page 3 of 3 Pk. Hr. Time Period : Soudi APOT (NB) Nortfa ADOT (SB) West ADOT (EB) East ADOT (WB) 3:30 PM to 430 PM Left Thro Right Left Tfara Rildit Left Tfara Rigfat Left Tfara Right Lane Inside I Config-Oeft) 2 1 1 1 1 1 1 1 1 uratims 3 1 1 4 5 6 1 1 1 1 Outside 7 Free-flow Lane Settings 0 1 0 0 1 0 1 2 0 1 2 0 Capacity 0 2000 0 0 2000 0 1800 4000 0 1800 4000 0 Are die Noidi/Soudi phases spfit (Y/N)? N Are die EastAVest phases spfit (Y/N)? N Effidency Lost FactOT 0.10 Houriy Vohime IS 76 51 41 38 12 21 729 21 54 634 57 Adjusted Hourty Vofaime 0 145 0 0 91 0 21 750 0 54 691 0 Utifization FactOT 0.00 0.07 0.00 0.00 0.05 0.00 0.01 0.19 0.00 0.03 0.17 0.00 Critical Facton 0.07 0.19 0.03 ICURafio = 0.39 LOS = A Tuming Movements at Intenection of: Madison Street and Carlsbad VUlage Drive W Tmie : 330 PM to 430 PM Date: 7/29/99 Day : Thunday Name : Richard, Owen Sub- Totals totals 1435 664 771 21 729 21 Subtotals Toul Nortfa Approach 12 113 18 0 258 91 38 76 145 245 41 Madison Street 154 J i u • t - Noitfa ^ ! r 51 57 634 54 Total Subtotals Sub- totals 745 821 Carlsbad VUlage Drive Totals 1566 Soutfa Approacfa Note : Ufl-tum vohimes inchide U-tums. U-tiuns in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 1999 INTERSECTION ANALYSIS SUMMARY Intersection Number: 29 Intersection Location: Carlsbad Village Drive and Jefferson 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 Cily: Cartsbad Intersection of: N/S Street: EAVStiuet: Count Date: 7/29/99 Jefferson Stteet Carisbad VUlage Drive Day: Thursday Weather: Sunny VRPA TURNING MOVEMENT ANALYSIS FUe: Int.# 29 DaU CoUecled by: Traffic Control: Jose, Oscar SignaUzed Page 1 of 3 End of IS mia prd. 6:15 AM 6:30 AM 6:45 AM 7:00 AM 7:15 AM 7:30 AM 7:45 AM 8:00 AM 8:15 AM 8:30 AM 8:45 AM 9:00 AM South Approach O^B) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Toul Ufl U-Tm Thra Righl Peds Uft U-Tm Thro Righl Peds Uft U-Tm Thra Righl Peds Uft U-Tm Thro Righl Peds Vehicles Peds 0 0 2 5 1 6 0 5 6 0 1 0 45 1 0 3 0 60 2 0 136 1 0 0 3 2 0 7 0 2 2 I 1 0 58 1 0 1 0 75 3 2 155 3 1 0 1 1 I 7 0 1 4 1 3 0 68 0 1 1 0 96 3 2 186 5 1 0 5 2 0 6 0 10 2 0 0 0 49 2 0 6 0 95 7 2 185 2 0 0 2 1 2 11 0 6 2 1 4 0 79 2 4 8 0 88 7 4 210 11 1 0 3 2 1 8 0 8 3 0 4 0 60 1 7 6 0 71 6 I 173 9 0 0 2 4 0 15 0 12 9 1 3 0 81 1 3 4 0 125 14 3 270 7 0 0 2 1 6 15 0 7 4 0 5 0 78 1 4 1 0 109 18 2 241 12 2 0 0 4 2 10 0 11 3 1 6 0 108 2 2 6 0 96 18 0 266 S 1 0 3 0 1 15 0 10 6 2 6 0 102 3 9 10 0 114 18 1 288 13 0 0 10 4 2 15 0 13 5 1 5 0 120 6 0 8 0 118 24 3 328 6 0 0 4 5 2 19 0 9 8 1 5 0 120 2 7 9 0 125 21 0 327 10 2 0 10 5 6 19 0 13 9 2 6 0 120 6 9 10 0 125 24 4 328 13 3 0 17 13 7 59 0 43 22 5 22 0 450 13 18 33 0 453 81 4 1209 34 Max. 15 mia Pk. Hr. Vol 8:00 AM 9:00 AM Peak Hour Intenection Traffic in Pk. Hr. Intenection Pdstins in Pk. Hr. 1209 34 Peak Hr. Factor 0.92 3:45 PM • 1 0 11 7 3 38 0 17 15 3 13 0 211 0 8 5 0 170 4? 4 537 IS 4:00 PM * 0 0 9 3 0 28 0 14 12 0 12 0 173 5 6 4 0 175 29 3 464 9 4:15 PM • 1 0 9 5 4 37 0 13 12 1 21 0 181 0 15 10 0 157 27 3 473 23 4:30 PM • 0 0 11 3 1 30 0 14 12 9 14 0 214 2 9 10 0 154 17 0 481 19 4:45 PM 2 0 12 6 2 39 0 16 13 0 18 0 194 2 2 7 0 163 22 1 494 5 5:00 PM 0 0 17 6 0 44 0 24 16 2 21 0 181 4 7 5 0 161 18 3 497 12 5:15 PM 4 0 7 3 0 39 0 16 12 3 18 0 164 0 5 9 0 177 19 3 468 11 5:30 PM 1 0 8 4 0 22 0 16 12 1 18 0 180 0 1 6 0 193 19 2 479 4 5:45 PM 0 0 4 0 0 19 0 16 11 0 8 0 162 17 3 5 0 124 20 3 386 6 6:00 PM 0 0 8 1 1 29 0 5 16 0 13 0 169 4 1 5 0 181 18 4 449 6 6:15 PM 4 0 6 1 0 32 0 5 8 4 17 0 167 2 3 3 0 162 10 1 417 8 6:30 PM 2 0 8 0 0 17 0 4 6 2 16 0 163 2 0 5 0 157 8 0 388 2 Max. 15 mia 4 0 17 7 4 44 0 24 16 9 21 0 214 17 15 10 0 193 49 4 537 23 Pk. Hr. VoL 2 0 40 18 8 133 0 58 51 13 60 0 779 7 38 29 0 656 122 10 1955 69 Peak Hr. Factor 0.91 4:30 PM Hour Intenection Pdstins in Pk. Hi. 69 JefTerson Stnct at Carlsbad VUlage Drive Lane (Configuration for buersection Capadty Utilization Page 2 of3 Pk. Hr. Time Period : Sondi ADOT (NB) Nofdi APOT (SB) West ADOT (EB) East ADOT (WB) 8 .00 AM to 9:00 AM 1 Uft Tfara Rirfrt Uft Thra Rigfat Left Thro Right Left Tfara Rigfat Lane Inside 1 Config-Oefl) 2 1 1 1 1 1 1 1 1 urations 3 1 1 1 4 5 6 1 1 1 1 Outside 7 Free-flow Lane Settings 0 1 0 0 1 0 1 2 0 1 2 0 (Capadty 0 2000 0 0 2000 0 1800 4000 0 1800 4000 0 Are die Nofdi/Soudi phases spfit (Y/N)? N Are die East/West pfaases sfSt (Y/N)? N Effidency Lost FactOT 0.10 Hourty Vohime 3 17 13 59 43 22 22 450 13 33 453 81 Adjusted Hourty Vohnne 0 33 0 0 124 0 22 463 0 33 534 0 UtiHzation FactOT 0.00 0.02 0.00 0.00 0.06 0.00 0.01 0.12 0.00 0.02 0.13 0.00 Critical Facton 0.06 0.01 0.02 0.13 0.00 ICU Ratio = 0.30 LOS = A Turning Movements at Inlersection of: JefTerson Street and Carlsbad Village Drive W Totals 963 Tnne : 8K)0 AM to 9«0 AM Dale: 7/29/99 Day: Tfaursday Name : Jose, Oscar Sub- totals 478 485 22 450 13 Subtotals Total Nortfa Approacfa 22 89 124 43 Nortfa 17 33 244 0 59 JefTerson Street 120 J i u f n t r 13 81 453 33 Total Subtotals Sob- totals 567 522 Carbbad VUlage Drive Totals 1089 A P P 122 Soutfa Approacfa Note : Left-tum volumes include U-tums. U-tnms in bold. JefTerson Street at Carlsbad VUlage Drtve Lane Configuration for Intenection Capacity UtiEzatiou Pk. Hr. Time Period : Soutfa APOT (NB) Notdi ADOT (SB) West APOT (EB) Page 3 of3 East APOT (WB) 330 PM to 4:30 PM Left Tfara Rigfat Lefl Thra Rigfat Ufl Tfara Rigfat Lefl Thra Right Lane Inside 1 Config- (left) 2 1 1 l urations 3 4 5 6 Outside 7 Free-flow 1 1 1 1 1 1 1 1 1 1 1 Lane Settings 0 10 0 1 0 1 2 0 1 2 0 (Capacity Are die Nortfa/Soudi phases spfit (Y/N)? Are die East/West phases 85*1 (Y/N)? Effideacy Lo«t FactOT- Houriy Vofaime Adjusted Houriy Vohmie Utilization FactOT Critical Facton 0.10 2 0 0.00 2000 40 60 0.03 0 N N 18 0 0.00 133 0 0.00 2000 58 242 0.12 0.12 51 0 0.00 1800 4000 1800 4000 60 60 0.03 0.03 779 786 0.20 7 0 0.00 29 29 0.02 656 778 0.19 0.19 122 0 0.00 ICU Ratio 0.44 LOS = Turning Movements at Intenection of: JefTerson Street and Carlsbad VUlage Drive W Time : 3:30 PM to 430 PM Date: 7/29/99 Day: Thursday Name : Jose, Oscar Sub- Totab totals 1555 709 84« Nortfa ^^iroacfa 51 60 779 7 Subtotals Toul 94 154 242 58 North 40 60 464 0 133 JefTerson Street 222 J 1 u • t • 18 122 656 29 Toul Subtotals Sub- totals 807 930 Carbbad VUlage Drive Totals 1737 A P P r Soutfa Approacfa Note : Ufl-tum volumes include U-tums. U-tums in bcJd. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 1999 INTERSECTION ANALYSIS SUMMARY Intersection Number: 30 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 Cily: Carisbad Intenection of: N/S Stteet: E/W Stteet: Count Date: 7/29/99 Harding Slreel Carisbad VUlage Drive Day: Thursday Weadier: Sunny VRPA TURNING MOVEMENT ANALYSIS FUe: InU 30 DaU CoUecled by: Traffic Contt-ol: MicheUe, MUte SignaUzed Page lof3 End of 15 mia prd. 6:15 AM 6:30 AM 6:45 AM 7:00 AM 7:15 AM 730 AM 7:45 AM 8:00 AM 8:15 AM 830 AM 8:45 AM 9:00 AM South Approach (NB) Uft U-Tm Thro Righl Peds I 2 9 5 3 2 3 3 4 5 11 6 0 0 0 0 0 0 0 0 0 0 0 0 5 9 9 6 10 8 5 17 15 18 9 19 U 18 12 13 18 18 24 16 13 16 19 27 North Approach (SB) Uft U-Tm Tfara Right Peds 22 25 22 21 22 31 32 21 36 27 28 44 0 0 0 0 0 0 0 0 0 0 0 0 2 1 I 1 3 3 1 3 3 0 2 3 2 0 I 0 0 0 0 0 0 1 0 2 West Approach (EB) Uft U-Tm Thra Righl Peds 1 0 5 4 6 3 2 5 7 3 II 5 0 0 0 0 0 1 0 0 1 1 0 2 52 63 60 62 65 74 92 95 108 117 IIO 132 2 2 6 3 3 6 2 2 7 5 7 2 0 0 0 1 3 7 1 4 3 7 3 3 East Approach (WB) Ufl U-Tm Thra Righl Peds 10 14 8 18 20 18 18 20 20 23 27 33 10 4 9 4 14 5 14 8 10 13 11 8 61 76 85 96 96 95 136 132 III 141 130 157 6 5 13 14 14 24 19 28 31 25 24 18 0 0 1 0 0 2 0 I I 1 0 6 IS min Toul Vehicles Peds 185 220 243 251 276 293 357 358 368 398 394 464 2 0 2 2~ 7 12 3 II 6 II $ 12 Max. 15 mia Pk. Hr. Vol 8:00 AM 9:00 AM 11 26 19 61 27 75 44 135 9 19 11 26 132 467 7 21 7 16 33 103 14 42 157 539 31 98 464 1624 12 34 Peak Hour Intenection Traffic in Pk. Hr. Intersection Pdslms in Pk. Hr. 1624 34 Peak Hr. Factor 0.88 3:45 PM 14 0 24 18 0 43 0 17 5 2 11 2 227 4:00 PM * 10 0 35 15 1 32 0 15 7 1 5 0 203 4:15 PM * 10 0 20 22 2 39 0 18 1 4 9 1 208 4:30 PM * 11 0 31 26 0 47 0 17 4 0 9 2 216 4:45 PM * 16 0 26 40 2 56 0 8 I 2 12 0 245 5:00 PM 7 0 22 17 0 41 0 14 0 0 10 I 197 5:15 PM 4 0 30 24 1 48 0 19 1 2 14 3 169 5:30 PM 15 0 18 36 2 30 0 12 7 1 8 2 218 5:45 PM 10 0 24 20 1 53 0 12 7 1 3 2 155 6:00 PM 13 0 21 26 1 37 0 9 5 1 9 2 210 6:15 PM 6 0 13 21 4 46 0 18 2 1 11 1 175 630 PM 4 0 11 18 3 38 0 23 1 0 7 2 168 Max. 15 mia 16 0 35 40 4 56 0 23 7 4 14 3 245 Pk. Hr. Vol 47 0 112 103 5 174 0 58 13 7 35 3 872 4 8 6 4 17 5 10 4 6 6 7 7 8 3 12 8 6 9 5 6 2 3 3 4 23 23 23 24 14 23 16 31 37 32 35 33 IS 12 U 8 9 11 14 16 10 9 10 8 206 197 193 166 176 167 195 202 161 160 198 193 28 36 35 30 42 40 36 40 31 29 24 20 0 3 0 10 0 6 2 5 2 3 4 5 637 598 596 595 662 555 583 639 531 568 567 533 10 8 18 IS 10 15 10 14 6 8 12 12 17 35 12 29 37 84 16 40 206 732 42 143 10 13 662 2451 18 54 3:45 PM 4:4$ PM Peak Hour Inteisection Tiaffic in Pk. Hr. Inlenection Pdstins in Pk. Hr. 2451 54 Peak Hr. Factor 0.93 Harding Street at Carbbad Village Drive Lane Configuration fot tntersection Capacity Utifization Page 2 of 3 Pk. Hr. Time Period : Soudi APOT (NB) Nortfa APOT (SB) West ADOT (EB) East ADOT (WB) 8:00 AM to -9:00 AM Left Thra Right Left Tfara Rigto Lefl Thro Right Ufl Thra Right Lane Inside I Rigto (Config-Oeft) 2 1 1 1 1 1 1. 1 1 urations 3 1 1 1 4 5 6 1 1 1 I Outside 7 Free-flow Lane Settings 0 1 0 0 1 0 1 2 0 1 2 0 Capacity 0 2000 0 0 2000 0 1800 4000 0 1800 4000 0 Are die Nortfa/Soutfa pfaases spfit (Y/N)7 N 1800 4000 Are die East/West phases spfit (Y/N)? N Effidency Lost FactOT 0.10 Hourty Voiume 26 61 75 135 19 8 30 467 21 145 539 98 Adjusted Hourty Vofaime 0 162 0 0 162 0 30 488 0 145 637 0 UtihzatiOTi FactOT 0.00 0.08 0.00 0.00 0.08 0.00 0.02 0.12 0.00 0.08 0.16 0.00 Critical Facton 0.08 0.12 0.08 0.16 0.00 ICU Ratio = 0.38 LOS = A Tuming Movements at Intersection of: Harding Street and Carbbad VUlage Drive W e Tnne : 8:00 AM to 9:00 AM Date: 7/29/99 Day : Thursday Name : MicheUe, MUce Sub- Totals totals 1095 577 518 30 467 21 Subtotals Total North Approacfa 143 26 0 305 162 19 Nortfa 61 162 347 0 135 Harding Street 185 J i u f 98 539 145 42 Total Subtotals Sub- totah 75 782 719 Carbbad VUbge Drive Totals 1501 A P P Soudi Approacfa Note : Lefl-tum volumes include U-tums. U-tuma in bokl Harding Street at Carbbad VUlage Drive Lane Configuration fOT Intersection (Capacity UtiHzation Page 3 of 3 Pk. Hr. Tnne Period : Soutfa APOT (NB) North APOT (SB) West ADOT (EB) East ADOT (WB) 3:45 PM to 4:45 PM Ufl Tfara Righl Lefl Tfara Rigfat Lefl Thra Right Uft Thra Rigfat Lane Inside 1 Config-Oefl) 2 1 1 1 1 1 1 1 I urations 3 1 I 1 4 5 6 1 I 1 1 Outside 7 Free-flow Lane Settings 0 1 0 0 1 0 1 2 0 1 2 0 (Capacity 0 2000 0 0 2000 0 1800 4000 0 1800 4000 0 Aie die Nortfa/Soutfa pl bases spfit (Y/N)? N Are die East/West phases spfit (Y/N)? N Effidency Lost FactOT 0.10 Houily Vohune 47 112 103 174 58 13 38 872 35 124 732 143 Adjusted Hourly Votame 0 262 0 0 245 0 38 907 0 124 875 0 Utifization FactOT 0.00 0.13 0.00 0.00 0.12 0.00 0.02 0.23 0.00 0.07 0.22 0.00 Critical Facton 0.13 0.23 0.07 0.22 0.00 ICU Ratio = 0.53 LOS = A Turning Movements at intenection of: Harding Street and Carbbad VUlage Drive W Time : 3:45 PM to 4:45 PM Date: 7/29/99 Day: Thunday Name : MicheUe, M&e Sub- Totals totals 1740 795 945 38 872 35 Subtotals Total North Approach 13 1, 177 47 0 439 245 58 Nortfa 112 262 535 0 174 Harding Street J i u ^ t r 103 290 143 732 124 40 Total Subtotals Sub- totals 999 1189 Carbbad VUlage Drive Totiils 2188 E a 8 I A P P Soudi Approacfa Note: Uft-tum vohimea include U-tums. U-tums in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 1999 INTERSECTION ANALYSIS SUMMARY Intersection Number: 31 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 CUy: Carisbad Intenection of: N/S Slreet: E/W Stteet: Count Dale : 8/3/99 I-S Soutiibound Ramps Carisbad ViUage Diive Day: Tuesday Weadier: Sunny VRPA TURNING MOVEMENT ANALYSIS FUe: Int.# 31 DaU CoUecled by: Traffic Conttol: MicheUe, Richard SignaUzed Page 1 of 3 End of IS mia prd. 6:15 AM 630 AM 6:45 AM 7:00 AM 7:15 AM 7:30 AM 7:45 AM 8:00 AM 8:15 AM 8:30 AM 8:45 AM 9:00 AM South Approach QNfB) Max. 15 min. Pk. Hr. Vol 8:00 AM 9:00 AM Ufl U-Tm Thro Righl Peds 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 North Approach (SB) Ufl U-Tm Thro Right Peds 6 13 7 20 6 12 19 22 22 10 16 12 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 1 0 0 I 0 0 0 0 0 46 40 44 46 60 48 49 69 70 61 66 77 0 0 0 0 0 0 0 0 0 0 0 0 22 60 77 274 West Approach (EB) Ufl U-Tm Thra Righl 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 34 46 63 73 48 81 88 95 119 122 105 124 34 48 54 38 53 SO 58 73 54 61 S3 77 0 1 5 2 0 0 0 0 0 0 0 0 124 470 77 245 East Approach fWB) Uft U-Tm Thra Ri^ Peds 44 41 48 69 45 51 68 47 66 44 52 52 0 0 0 0 0 0 0 0 0 0 0 0 53 71 77 84 102 97 117 140 184 147 164 143 0 0 0 0 0 0 0 0 0 0 0 0 0 I 4 3 0 0 2 2 2 0 2 0 69 214 184 638 15 min Tolal Vehicles Peds 217 261 293 331 314 339 400 446 515 445 456 485 515 1901 0 2 9 5 0 0 2 2 2 0 2 0 Peak Hour Intersection Traffic in Pk. Hr. Intenection Pdstins in Pk. Hr. 1901 4 Peak Hr. Factor 0.92 3:45 PM 4:00 PM 4:15 PM 4:30 PM 4:45 PM 5:00 PM 5:15 PM 530 PM 5:45 PM 6.-00 PM 6:15 PM 6:30 PM Max. 15 mia Pk. HI. Vol 0 0 0 0 0 22 0 0 96 0 0 0 190 97 1 32 0 207 0 0 644 I 0 0 0 0 0 31 0 0 103 0 0 0 202 64 1 49 0 184 0 2 633 3 0 0 0 0 0 42 0 1 77 0 0 0 230 82 3 47 0 213 0 5 692 8 0 0 0 0 0 30 0 0 99 0 0 0 239 82 I 38 0 217 0 3 705 4 0 0 0 0 0 31 0 0 102 0 0 0 250 74 1 44 0 184 0 I 685 2 0 0 0 0 0 48 0 0 105 0 0 0 204 76 0 37 0 159 0 1 629 1 0 0 0 0 0 29 0 1 91 0 0 0 194 108 0 55 0 161 0 1 639 I 0 0 0 0 0 27 0 3 102 0 0 0 199 84 0 33 0 190 0 0 638 0 0 0 0 0 0 36 0 1 105 0 0 0 172 90 7 29 0 201 0 0 634 7 0 0 0 0 0 38 0 0 96 0 0 0 195 82 2 40 0 191 0 2 642 4 0 0 0 0 0 30 0 0 95 0 0 0 186 74 0 35 0 187 0 I 607 1 6 0 0 0 0 0 32 0 0 79 0 0 0 191 47 2 32 0 170 0 4 SSI 1 6 0 0 0 0 0 48 0 3 105 0 0 0 250 108 7 55 0 217 0 5 705 2715 8 17 0 0 0 0 0 134 0 1 381 0 0 0 921 302 6 178 0 798 0 11 705 2715 8 17 Inlenection Traffic m Pk. Hr. 2715 Peak Hr. Factor 0.96 3:45 PM 4:45 PM Peak Hour Intersection Pdstins in Pk. Hr. 17 I-S Southbound Ramps at Carbbad ViUage Drive Lane (Configuration fOT Inlersection Capacity UtifizatiOT Pk. Hr. Tnne Period : Soudi ADOT (NB) Nortfa APOT (SB) West APOT (EB) Page 2 of3 East APOT (WB) 8:00 AM to 9:00 AM Left Tfara Right Uft Tfara Rigfat 1 I 1 1 Left Thra Rigfat Ufl Tfara Rigfat Lane Inside 1 Config- (left) 2 urations 3 4 5 . 6 Outside 7 Free-flow Uft Tfara Rigfat 1 I 1 1 1 1 1 1 1 1 Lane Settings 0 0 0 0 1 I 0 2 0 1 2 0 Are die Nortfa/Soudi phases spfit (Y/N)? N Are die EastAVest phases spfit (V/N)? N Effidency Lost FactOT 0.10 Hourty Vohime 0 0 0 Adjusted Houriy Volume 0 0 0 Utifizatioa FactOT 0.00 0.00 0.00 Critical Facton 0.00 60 0 0.00 0 60 0.03 274 274 0.15 0.15 0 0 0.00 470 715 0.18 0.18 245 0 0.00 214 214 0.12 0.12 638 0 638 0 0.16 0.00 ICU Ratio 0.55 LOS = Tuming Movements at Intenection of: Tnne : 8.-00 AM to 9:00 AM Dale: 8/3/99 Day: Tuesday Name : MicheUe, Richard Sub- Totals totals W e 1627 912 715 1-5 Soutfabound Ramps Nortfa Approacfa 274 0 470 245 Subtotals Total 459 459 334 0 J i u and Carbbad ViUage Drive 1-5 Southbound Ramps 334 0 60 Nortfa Total Subtotals Sub- totals 0 638 214 852 530 Carbbad VUUge Drive Totals 1382 A P P r Soutfa Approach Note : Ufl-tum vohimes inchide U-tums. U-hims m bold. 1-5 Southbound Ramps at Carbbad Village Drive Lane Configuration fOT Intenection Capacity Utifization Page 3 of 3 Pk. Hr. Time Period : Soudi APOT (NB) Nordi APOT (SB) West APOT (EB) East ADOT (WB) 3:45 PM to 4:45 PM Left Thra Right Left Thra Rigfat Uft Tfara ' Right Lefl Thra Rigfat Lane Inside 1 Left Thra Rigfat (Config-Oeft) 2 1 I 1 1 1 urations 3 1 1 1 1 4 5 1 6 Outside 7 Free-flow Lane Settings 0 0 0 0 1 1 0 2 0 1 2 0 Are die Nortfa/Soodi pfaases spfit (Y/N)? Are die East/West {biases spfit (Y/N)? Effidency Lost FactOT 0 N N 2000 1800 4000 1800 4000 0.10 Hourty Volume 0 0 0 134 1 381 0 921 302 178 798 0 Adjusted Hourly Vohime 0 0 0 0 135 381 0 1223 0 178 798 0 Utifization FactOT 0.00 0.00 0.00 0.00 0.07 0.21 0.00 0.31 0.00 0.10 0.20 0.00 Critical Facton 0.00 0.21 031 0.10 0.00 ICU Ratio = 0.72 LOS = C Tuming Movements at Intersection of: 1-5 Soutfabound Ramps and Carbbad VUlage Drive w Time : 3:45 PM to 4:45 PM Date: 8/3/99 Day: Tuesday Name : MicfaeUe, Ricfaard Sub- Totab totals 2402 1179 1223 0 921 302 Subtotals Total Noitfa Approacfa 381 If 481 481 516 1 Nordi 516 0 134 I-S Soutfabound Ramps 0 798 178 Total Subtotals Sub- totals 976 1055 Carbbad VUlage Drive Totals 2031 A P P Soutfa Approacfa Note : Uft-tum votumes include U-tums. U-tums in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 1999 INTERSECTION ANALYSIS SUMMARY Intersection Number: 32 Intersection Location: I-5/Carlsbad Village Drive Northbound Ramp Contents: Turn Movement Count Summary (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Turn Movement Diagram P.M. Peak Hour ICU Analysis and Turn Movement Diagram Page 1 Page 2 Page 3 \^3^^A City: Carisbad Intenection of: N/S Stteet: E/W Stteet: Count Date : 8/3/99 1-5 Northbound Ramps Carisbad VUlage Drive Day: Tuesday Weadiei: Sunny VRPA TURNING MOVEMENT ANALYSIS FUe : Inl.# 32 DaU CoUecled by: Traffic Conlrol: Ann, Owen SignaUzed Page 1 of 3 End of 15 mia pid. South Approach (NB) Uft U-Tm Thra Righl Peds North Approach (SB) Uft U-Tm Thra Rigfat Peds West Approach (EB) Uft U-Tm Thro Right Peds East Approach (WB) Uft U-Tm Thra Righl Peds 15 min Total Vehicles Peds 6:15 AM 16 0 0 5 0 0 0 0 0 0 23 0 13 0 0 0 0 77 IS 0 152 0 6:30 AM 27 0 0 7 0 0 0 0 0 0 31 0 25 0 1 0 0 103 31 1 224 2 6:45 AM 30 0 0 13 0 0 0 0 0 0 37 0 26 0 5 0 0 S3 44 4 233 9 7:00 AM 30 0 0 21 0 0 0 0 0 0 S3 0 44 0 2 0 0 116 24 3 288 5 7:15 AM 41 0 0 15 0 0 0 0 0 0 32 0 24 0 0 0 0 104 31 0 247 0 7:30 AM S3 0 , 0 33 0 0 0 0 0 0 66 0 30 0 0 0 0 IOI 46 0 329 0 7:45 AM 34 0 0 14 0 0 0 0 0 0 47 0 54 0 0 0 0 154 38 2 341 2 8:00 AM 43 0 0 23 0 0 0 0 0 0 53 0 63 0 0 0 0 148 41 2 371 2 8:15 AM • 67 0 0 25 0 0 0 0 0 0 67 0 76 0 0 0 0 184 49 2 468 2 8:30 AM • 46 0 0 16 0 0 0 0 0 0 63 0 70 0 0 0 0 145 29 0 369 0 8:45 AM • 79 0 0 40 0 0 0 0 0 0 57 0 63 0 0 0 0 139 28 2 406 2 9:00 AM * 71 0 0 27 0 0 0 0 0 0 61 0 73 0 0 0 0 117 27 0 376 0 Max. 15 mia 79 0 0 40 0 0 0 0 0 0 67 0 76 0 $ 0 0 184 49 4 468 9 Pk. a. VoL 263 0 0 108 0 0 0 0 0 0 248 0 282 0 0 0 0 585 133 4 1619 4 8:00 AM Peak Intenection Traffic in Pk. Hr. = 1619 Peak Hr. Factor 0.86 9:00 AM Hour Intersection Pdstms in Pk. Hr. = 4 3:45 PM 106 0 1 66 0 0 0 0 0 0 91 0 114 0 1 0 0 140 32 0 550 1 4.00 PM • 91 0 1 68 0 0 0 0 0 0 79 0 158 0 1 0 0 149 20 2 566 3 4:15 PM • 86 0 1 94 0 0 0 0 0 0 124 0 158 0 3 0 0 175 24 5 662 8 4:30 PM • 83 0 0 62 0 0 0 0 0 0 79 0 183 0 1 0 0 178 34 3 619 4 4:45 PM • 72 0 1 85 0 0 0 0 0 0 102 0 176 0 1 0 0 156 37 1 629 2 5:00 PM 71 0 0 87 0 0 0 0 0 0 76 0 171 0 0 0 0 115 37 1 557 I 5:15 PM 91 0 0 87 0 0 0 0 0 0 81 0 145 0 0 0 0 122 36 1 562 1 5:30 PM 77 0 0 106 0 0 0 0 0 0 89 0 157 0 0 0 0 137 38 0 604 0 5:45 PM 85 0 1 44 0 0 0 0 0 0 83 0 107 0 7 0 0 138 38 0 496 7 6:00 PM 84 0 0 81 0 0 0 0 0 0 146 0 103 0 2 0 0 145 36 2 595 4 6:15 PM 94 0 4 76 0 0 0 0 0 0 120 0 94 0 0 0 0 130 21 1 539 1 6:30 PM 97 0 0 76 0 0 0 0 0 0 109 0 115 0 2 0 0 113 21 4 531 6 Max. IS mia 106 0 4 106 0 0 0 0 0 0 146 0 183 0 7 0 0 178 38 5 662 8 Pk. Hr. Vol 332 0 3 309 0 0 0 0 0 0 384 0 675 0 6 0 0 658 115 11 2476 17 3:45 PM Peak Intenection Traffic in Pk. Hr. = 2476 Peak Hr. Factor 0.94 4:45 PM Hour Intenection Pdstins ui Pk. Hr. = 17 I-S Northbound Ramps at Carbbad ViUage Drive Lane Configuration for Intersection (Capadty UtiHzation Page 2 of 3 Pk. Hr. Tnne Period : 8:00 AM to 9:00 AM Lane Config- urations Inside Oeft) Outside Free-flow Soudi APOT (NB) North APOT (SB) West ADOT (EB) East ADOT (WB) Ufl Thra Righl Uft Thra Right Left Thra Right Left Thra Rigfat 1 1 1 1 1 1 1 1 1 0 1 I 0 0 0 1 2 0 0 2 0 0 2000 1800 0 0 0 1800 4000 0 0 4000 0 ? N N 0.10 263 0 108 0 0 0 248 282 0 0 585 133 0 263 108 0 0 0 248 282 0 0 718 0 0.00 0.13 0.06 0.00 0.00 0.00 0.14 0.07 0.00 0.00 0.18 0.00 0.13 0.00 0.14 0.18 Lane Settings (Capacity Are tfae Noidi/Soutfa pfaases spfit (Y/N Are die East/West pfaases spfit (Y/N)? Efficiency Lost FactOT Hourty Vohune Adjusted Hourty Vofaime Utifization FactOT Critical FactOTs ICU Ratio = 0.55 LOS = Tuming Movements at Intenection of: Time : 8K)0 AM to 9:00 AM Date Day Name W Totals 1378 8/3/99 Tuesday Ann, Owen Sub- totals 848 530 1-S Northbound Ramps Noitfa Approach 248 282 0 If 263 0 and Carbbad VUlage Drive 1-5 Northbound Ramps Nortfa 381 J i u 108 381 133 585 0 Subtotals Total Total Subtotals Sub- totals 718 390 Carbbad VUlage Drive 0 644 644 Totals 1108 A P P r Soudi Approacfa U-tums. U-tiims in bold. 1-5 Northbound Ramps at Carbbad Village Drive Lane Configuration fOT Intenection C^jacity Utifization Page 3 of 3 Pk. Hr. Tnne Period : 3:45 PM to 4:45 PM Lane Config - urations Inside Oeft) Outside Free-flow Soudi ADOT (NB) Noitfa APOT (SB) West APOT (EB) East ADOT (WB) Uft Tfara Right Uft Thra Rigfat Uft Thra Right Left Thra Right I 1 1 1 1 1 I 1 I 0 1 1 0 0 0 1 2 0 0 2 0 0 2000 1800 0 0 0 1800 4000 0 0 4000 0 ? N N 0.10 332 3 309 0 0 0 384 675 0 0 658 115 0 335 309 0 0 0 384 675 0 0 773 0 0.00 0.17 0.17 0.00 0.00 0.00 0.21 0.17 0.00 0.00 0.19 0.00 0.17 0.00 0.21 0.19 Lane Settings Capacity Are die Norifa/Soudi phases spfit (Y/N)? Are die East/West phases spfit (Y/N)? Efficiency Lost FactOT Houtly Votnme Adjusted Houriy Votumc Utifizatioa FactOT Critical Facton ICU Ratio 0.67 LOS = B Tuming Movements at Intersection of: Time : 3:45 PM to 4:45 PM Date: 8/3/99 Day: Tuesday Name: Ann, Owen Sub- Totala totals W e s t A P P 2049 990 1059 1-5 Northbound Ramps Nortfa Approach 384 675 0 332 0 and Carbbad ViUage Drive Noidi I-S Northbound Ramps 502 J i u f 309 502 115 658 0 Total Subtotals Sub- totals 773 984 Carbbad Village Drive Totals 1757 U-tunis. U-tiims in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 1999 INTERSECTION ANALYSIS SUMMARY Intersection Number: 33 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 p-.oi irgt n <•)!.-;If-:.*:; VRPA TURNING MOVEMENT ANALYSIS City: Carlsbad Intersection of: N/S Street: Em Street: Coimt Date: 8/3/99 1 1 of 3 End of 15 min. prd. 6:15 AM 6:30 AM 6:45 AM 7:00 AM 7:15 AM 7:30 AM 7:45 AM 8:00 AM 8:15 AM 8:30 AM 8:45 AM 9:00 AM Carlsbad Boulevard Carlsbad Village Drive Day : Tuesday Weather: Sunny File: lnt.# 33 DaU Collected by: Traffic Conttol: Angel, Cesar, Mike Signalized Soulh Approach (NB) Uft U-Tm Tfara Right Peds 0 0 0 0 0 0 0 I 1 I 0 0 15 25 36 38 40 39 49 59 81 55 78 60 12 15 18 18 22 32 27 31 41 35 32 34 North Approach (SB) Uft U-Tm Thra Right Peds 3 4 3 6 4 8 17 13 II 11 18 16 SO 71 111 lis 103 no 150 149 102 140 96 87 West Approach (EB) Uft U-Tm Thra Right Peds 0 0 0 0 0 0 0 0 0 0 0 0 2 6 6 1 5 8 9 11 10 14 5 5 I 0 2 0 0 1 0 4 1 2 4 4 I 1 7 6 4 9 0 5 8 13 13 12 Eait Approach (WB) Uft U-Tm Thra Right Peds 10 23 21 28 24 16 35 36 43 26 28 39 0 0 0 0 0 0 0 0 0 0 0 0 3 7 8 14 9 13 10 16 14 6 14 22 10 9 11 15 9 9 16 13 20 12 14 30 0 0 3 1 0 I I 3 0 2 1 3 15 min ToUil Vehicles Peds 107 165 223 247 224 244 324 345 339 313 303 314 3 2 14 13 5 17 13 12 17 25 19 28 Max. 15 min. Pk. Hr. Vol. 7:30 AM 8:30 AM 81 244 41 134 8 22 18 52 150 541 8 25 6 13 8 13 14 44 13 26 43 140 22 46 30 61 345 1321 28 67 Peak Hour Intersection Traffic in Pk. Hr. Intersection Pdstms in Pk. Hr. 1321 67 Peak Hr. Factor 0.96 3:45 PM 3 1 174 69 27 22 2 123 3 47 6 0 43 4 21 95 4:00 PM • 5 1 150 66 13 23 1 138 7 22 4 0 33 10 25 97 4:15 PM • 4 1 195 78 54 21 0 134 13 30 11 0 35 9 34 68 4:30 PM • 3 1 185 82 11 22 0 125 8 29 8 0 29 9 32 73 4:45 PM • 7 0 190 88 8 27 0 134 7 24 11 0 26 0 29 87 5:00 PM 4 1 187 69 15 28 0 134 8 13 4 0 27 19 21 35 5:15 PM 5 0 191 90 13 24 1 122 10 11 12 0 17 15 20 12 5:30 PM 5 0 280 85 20 23 0 149 9 15 7 0 18 9 21 4 5:45 PM 3 2 191 88 21 21 0 128 8 19 6 0 13 6 30 18 6:00 PM 5 0 180 85 17 25 1 106 8 23 6 0 10 10 25 IS 6:15 PM 5 0 191 87 25 19 1 108 11 10 4 0 18 8 21 25 6:30 PM 3 0 188 90 32 21 0 IIO 6 18 9 0 II 8 20 5 Max. 15 min. 7 2 280 90 54 28 2 149 13 47 12 0 43 19 34 97 Pk. Hr. Vol 19 3 720 314 86 93 1 531 35 105 34 0 123 28 120 325 48 46 41 46 37 40 38 35 40 13 14 30 16 29 27 II 16 23 24 28 13 16 28 26 26 10 20 26 14 19 17 19 17 8 19 18 48 170 29 83 26 70 609 610 637 602 630 579 561 652 537 480 519 507 652 2479 121 70 138 98 75 68 61 75 87 73 75 88 138 381 3:45 PM 4:45 PM Peak Hour Intenection Traffic in Pk. Hr. Intersection Pdstins in Pk. Hr. 2479 381 Peak Hr. Factor 0.95 Carbbad Boalevard at Carbbad VUlage Drive Lane Configuration fOT Intersection Capadty Utilization Pk. Hr. Time Period : 7:30 AM to 8:30 AM Lane (Config- South APOT (NB) Left Tfara Right Inside Oeft) Outside Free-flow Nordi APOT (SB) Left Thra Rigfat West APOT (EB) Left Tfara Rigfat Page 2 of 3 East APOT (WB) Uft Tfara Right Lane Settings I Capacity 1800 Are die Nortfa/Soudi phases spUt (Y/N)? Are die EastAVest phases spUt (Y/N)7 Efficiency Lost FactOT 0.10 Houriy Volume 8 Adjusted Hourly Volume 8 Utilizatioa FactOT 0.00 Critical Factors 0.00 2 4000 244 378 0.09 0 0 N Y 134 0 0.00 I 1800 58 58 0.03 2 4000 541 566 0.14 0.14 25 0 0.00 1 1800 13 13 0.01 1 2000 44 51 0.03 0.03 7 0 0.00 I 1800 140 140 0.08 0.08 I 2000 46 46 0.02 I 1800 61 61 0.03 1(CU Ratio = 035 LOS = Tuming Movenients at Intenection of: Carbbad Boulevard and Carbbad VUlage Drive W e s t A P P r Totals 140 Tune : 7:30 AM to 8:30 AM Date: 8/3/99 Day: Tuesday Name : Angel Cesar, MUce Sub- totals 76 64 Subtotals Total 13 44 7 North Approach 25 691 1077 624 541 North 244 386 948 6 58 Carbbad Boulevard 324 J i u 134 61 46 140 Total Subtotals Sub- totals 247 230 Carbbad ViUage Drive Totals 477 s t A P P South Approach Nou;: Uft-him volumes include U-tums. U-bims in bold. Carbbad Boulevard at Carbbad VaUge Drive Lane Configur^on fw bttersection (Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : Soudi APOT (NB) North APOT (SB) West Appr (EB) East APOT (WB) 3:45 PM to 4:45 PM Left Tfaro Right Left Thra RifdH Left Thra Rigfat Left Thra Rigfat Lane Inside 1 1 Config-Oeft) 2 1 1 1 1 1 urations 3 1 1 1 1 1 4 5 6 1 1 1 1 1 1 Outside 7 Free-flow Lane Settings 1 2 0 1 2 0 1 1 0 1 1 1 Capadty 1800 4000 0 1800 4000 0 1800 2000 0 1800 2000 1800 Are die Nortfa/Soutfa phases split (Y/N)? N Are die East/West phases spUt (Y/N)? Y Effidency Lost FactOT 0.10 Hourly Volume 22 720 314 94 531 35 34 123 28 325 170 83 Adjusted Hourty Volume 22 1034 0 94 566 0 34 151 0 325 170 83 Utilization FactOT 0.01 0.26 0.00 0.05 0.14 0.00 0.02 0.08 0.00 0.18 0.09 0.05 Critical Factors 0.26 0.05 0.08 0.18 ICU Ratio 0.67 LOS = Tuming Movements at Intersection of: Carbbad Boalevard and Carbbad VUlage Drive W Totals 409 Tune : 3:45 PM to 4:45 PM Date: 8/3/99 Day: Tuesday Name : Angel (Cesar, Mike Sub- totals 224 185 34 123 28 Subtotals Total Nortfa Approach 35 887 660 531 Nortfa t 22 720 3 1056 1943 1498 1 94 Carbbad Boalevard 838 f r 314 83 170 325 Total Subtotals Sub- totab 578 530 Carbbad VUlage Drive Totab 1108 A P P Soutfa Approach Note: Left-tura volumes include U-turas. U-tums in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 1999 INTERSECTION ANALYSIS SUMMARY Intersection Number: 34 Intersection Location: Carlsbad Boulevard 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 Page 3 Turn Movement Diagram City: Cartsbad Intenection of: N/S Street: E/W Stteet: Counl Date: 8/4/99 Cartsbad Boulevard Tamarack Avenue Day: Wednesday Weadier: Sunny VRPA TURNING MOVEMENT ANALYSIS FUe : Int.# 34 DaU CoUected by: Traffic Conttol: Angel, Cesar SignaUzed Page 1 of 3 End of 15 mia pid. South Approach (NB) Uft U-Tm Thra Right Peda North Approach (SB) Ufl U-Tm Thra Ri^ Peda West Approach (EB) Uft U-Tm Thm Rigfat Peds East Approach (WB) Uft U-Tm Thra Peds IS min Tolal Vehicles Peds 6:15 AM 1 0 22 1 0 5 0 52 3 26 1 0 0 3 0 17 0 6 3 1 114 27 6:30 AM 3 0 19 2 0 6 0 92 4 26 2 0 8 7 0 27 0 8 2 3 180 29 6:45 AM 0 0 24 5 0 6 0 126 5 19 5 0 6 4 1 41 0 18 7 5 247 25 7:00 AM 1 0 23 7 5 4 0 106 8 11 2 0 2 7 0 17 0 19 7 5 203 21 7:15 AM 1 1 40 3 1 4 0 123 4 23 2 0 6 4 0 31 0 3 7 2 229 26 7:30 AM • 8 1 40 7 1 10 0 156 8 24 0 0 5 0 36 0 5 7 4 289 29 7:45 AM • 9 0 49 17 0 12 0 183 7 32 3 0 13 4 2 67 0 5 12 4 381 38 8:00 AM • 0 0 58 10 2 9 0 84 3 19 2 0 2 4 0 23 0 6 7 3 208 24 8:15 AM • 6 1 52 9 0 9 0 101 8 30 3 0 1 6 0 25 0 6 16 6 243 36 8:30 AM 7 0 62 13 0 10 0 89 4 13 6 0 9 5 0 39 0 9 12 0 265 13 8:45 AM 9 0 89 19 2 9 0 86 9 28 7 0 6 8 0 13 0 8 6 3 269 33 9:00 AM 8 0 97 12 4 10 0 48 12 33 7 0 6 6 0 15 0 14 U 5 246 42 Max. IS mia 9 1 97 19 5 12 0 183 12 33 7 0 13 8 2 67 0 19 16 6 381 42 Pk. Hr. Vol 23 2 199 43 3 40 0 524 26 105 8 0 21 20 2 151 0 22 42 17 1121 127 7:15 AM Peak Intenectton Traffic in Pk. Hr. = 1121 Peak Hr. Factor 0.74 8:15 AM Hour Intenection Pdstins in Pk. Hr. = 127 3:45 PM 7 0 168 21 0 12 0 114 11 10 8 0 10 10 2 21 0 19 22 1 423 13 4:00 PM 9 0 198 28 2 33 0 127 15 8 14 0 3 8 2 32 0 U 16 11 8 494 23 4:15 PM 13 0 135 15 1 23 1 125 10 23 8 0 3 11 0 9 0 16 12 11 8 381 32 4:30 PM 9 0 238 13 0 25 0 127 8 11 10 0 4 7 4 20 0 4 16 10 481 25 4:45 PM 8 0 178 8 0 22 0 132 11 19 12 0 4 6 0 30 0 6 17 4 434 23 5:00 PM 16 0 227 29 0 62 0 142 7 16 8 0 7 6 0 22 0 18 20 14 564 30 5:15 PM 5 0 104 34 2 34 0 126 19 17 15 0 10 10 0 32 0 10 14 5 413 24 5:30 PM • 13 0 269 40 0 39 0 126 8 27 8 0 10 6 0 10 0 U 25 15 565 42 5:45 PM • 9 0 274 48 0 27 0 112 20 30 15 0 9 17 0 16 0 8 23 9 578 39 6:00 PM . • 14 0 216 32 8 31 0 112 10 36 18 0 11 5 2 37 0 12 16 6 514 52 6:15 PM • 8 I 212 20 2 45 0 107 11 37 22 0 6 2 1 14 0 8 32 5 488 45 6:30 PM 12 0 219 29 2 50 0 83 15 29 7 0 9 2 5 26 0 24 33 19 509 55 Max. 15 mia 16 1 274 48 8 62 1 142 20 37 22 0 11 17 5 37 0 24 33 19 578 55 Pk. Hr. VoL 44 1 971 140 10 142 0 457 49 130 63 0 36 30 3 77 0 39 96 35 2145 178 5:15 PM Peak Intenection Traffic in Pk. Hr. = 2145 Peak Hr. FactOT 0.93 6:15 PM Hour Intersection Pdsttns in Pk. Hr. = 178 Carisbad Boulevard at Tamarack Avenue Lane Configuration fOT Intersection Capadty Utifization Page 2 of 3 Pk. Hr. Tone Period : 7:15 AM to 8:15 AM . Lane Config - urations Inside Oeft) Outside Free-flow Soudi APOT (NB) Nortfa ADOT (SB) We* ADOT (EB) East ADOT (WR) Ufl Thra Right Left Thra Rigfat Uft Tfara Rildit Uft Tfara Risfat 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 2 0 1 2 0 0 1 0 1 1 0 1800 4000 0 1800 4000 0 0 2000 0 1800 2000 0 )? N Y 0.10 25 199 43 40 524 26 8 21 20 151 22 42 25 242 0 40 524 0 0 29 0 151 64 0 0.01 0.06 0.00 0.02 0.13 0.00 0.00 0.01 0.00 0.08 0.03 0.00 0.01 0.13 0.01 0.08 0.00 Lane Settings (Capacity Are die Nortfa/Soutfa pfaases spfit (Y/N Are die East/West pfaases spfit (Y/N)? Effidency Lost FactOT Hourty Vofaime Adjusted Hourty Vofaime UtiHzation FactOT Critical Facton ICU Ratio = 0.33 LOS = Tuming Movements at Intenection of: Carbbad Boulevard and Tamarack Avenue W e 8 t A P P r Totab 120 Tnne : 7:15 AM to 8:15 AM Date: 8/4/99 Day : Wednesday Name : Angel Cesar Sub- totals 71 49 8 21 20 Subtotah Tota] Nortfa Approach 26 697 25 2 964 590 524 Nordi 199 267 839 0 40 Carbbad Boulevard 249 42 22 151 Total 43 Subtotah Sub- totah 215 104 Tamarack Avenue Totah 319 E a 8 1 A P P Soutfa Approach Note : Left-tum vohimes include U-tums. U-tums in bold. Carbbad Boulevard at Tamarack Avenue Lane Configuration for IntetBcction Capacity UtiHzation P^ 3 of 3 Pk. Hr. Tone Period : 5:15 PM to 6:15 PM Lane Config- urations Inside Oeft) Outside Free-flow Soutfa AoOT (NB) Nordi APOT (SB) West ADOT (EB) East ADOT (WB) Uft Tfara Right Ufl Thra Rigfat Left Thra Rigfat Uft Thro Rigfat 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 2 0 1 , 2 0 0 1 0 1 1 0 1800 4000 0 1800 4000 0 0 2000 0 1800 2000 0 N Y 0.10 45 971 140 142 457 49 63 36 30 77 39 96 45 Ull 0 142 457 0 0 99 0 77 135 0 0.03 0.28 0.00 0.08 O.U 0.00 0.00 0.05 0.00 0.04 0.07 0.00 0.28 0.08 0.05 0.04 0.55 LOS = A Lane Settings (Capadty Aie tfae Nortfa/Soutfa phases spfit (Y/N)? Are die East/West pfaases si*t (Y/N)? Efficiency Lost FactOT Houriy Vofaime Adjusted Hourly Volume UtiHzation FactOT Critical Facton I(CU Ratio Turning Movonents at Intersection of: Carishad Boulevard and Tamarack Avenue W Totah 261 Tnne: 5:15PM to 6:15 PM Date: 8/4/99 Day : Wednesday Name : AngeL Cesar Sub- totah 132 129 Nortfa Approacfa 49 63 36 30 Subtotah Total 565 45 1 1721 648 457 Nortfa 971 1156 1778 0 142 Carbbad Boulevard U30 J i U 140 96 39 77 Total Subtotah Sub- totah 212 318 Tamarack Avenue Totah 530 s t A P P r Soutfa Approach Note : Uft-tum volumes include U-ttims. U-tums in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 1999 Intersection Number: 35 Intersection ion 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 City: Cartsbad Intenection of: N/S Stteet: Cartsbad Boulevard EAV Stteet: Pomsettia Lane Count Dale: 8/4/99 Day: Wednesday Weatfaer: Sunny VRPA TURNING MOVEMENT ANALYSIS FUe : fait.# 35 DaU CoUeclcd by: Traffic Conttol: Richard, Owen Signalized Page 1 of 3 End of 15 mia prd. South Approach (NB) Ufl U-Tm Thra Right Peds North Approach (SB) Uft U-Tm Thra Rigfat Peda West Approach (EB) Uft U-Tm Thra Rigfat Peds East Approach (WB) Uft U-Tm Thra Rigfat Peds 15 min Tobd Vehicles Peds 6:15 AM 0 0 19 7 0 5 0 53 2 0 0 0 0 0 3 10 0 0 12 0 108 3 6:30 AM 0 0 29 9 0 9 2 64 2 0 0 0 0 0 1 15 0 0 24 2 154 3 6:45 AM 0 1 43 11 0 12 0 75 2 0 0 0 0 0 4 13 0 0 11 0 168 4 7:00 AM 0 1 40 5 0 9 2 89 1 0 0 0 0 0 1 28 1 0 13 0 189 I 7:15 AM 0 3 40 9 0 13 0 73 0 0 0 0 0 0 6 24 0 0 7 0 169 6 7:30 AM 0 0 55 18 0 16 1 74 7 0 0 0 0 0 3 20 0 0 25 0 216 3 7:45 AM 0 3 63 16 0 7 1 78 4 0 0 0 0 0 5 31 0 0 17 0 220 5 8:00/VM 0 2 89 11 0 12 1 46 2 0 0 0 0 0 8 16 0 0 19 1 198 9 8:15 AM • 0 3 78 14 1 20 0 80 9 0 0 0 0 0 5 26 0 0 12 0 242 6 8:30 AM • 0 2 64 15 I 18 0 76 4 0 0 0 0 0 4 28 2 0 23 1 232 6 8:45 AM • 0 4 51 16 0 16 1 84 7 0 0 0 0 0 7 22 0 0 23 0 224 7 9:00 AM • 0 4 61 21 0 19 0 71 7 0 0 0 0 0 5 19 0 0 19 0 221 5 Max. 15 mia 0 4 89 21 1 20 2 89 9 0 0 0 0 0 8 31 2 0 25 2 242 9 Pk. Hr. Vol 0 13 254 66 2 73 1 311 27 0 0 0 0 0 21 95 2 0 77 1 919 24 8:00 AM Peak Inlenection Tiaffic in Pk. Hr. 919 Peak Ifa^. Faclor 0.95 9:00 AM Hour Inlenection Pdslms in Pk. Hr. 24 3:45 PM 0 4 no 20 2. 39 2 89 0 0 0 0 0 0 0 34 1 0 20 1 319 3 4:00 PM 0 1 UO 26 I 44 1 108 10 0 0 0 0 0 11 35 1 0 10 0 346 12 4:15 PM 0 2 130 33 0 34 0 75 15 0 0 0 0 0 6 33 0 0 59 0 381 6 4:30 PM 0 1 117 27 1 26 1 89 3 0 0 0 0 0 3 41 2 0 17 0 324 4 4:45 PM 0 2 119 19 0 47 0 89 8 0 0 0 0 0 20 17 0 0 20 0 321 20 5:00 PM 0 1 154 22 0 39 0 109 5 0 0 0 0 0 6 20 0 0 26 0 376 6 5:15 PM • 0 2 194 53 0 45 0 141 11 0 0 0 0 0, 16 28 0 0 26 0 500 16 5:30 PM • 0 3 140 18 0 25 0 103 11 0 0 0 0 0 3 24 0 0 27 I 351 4 5:45 PM • 0 3 159 37 0 29 0 150 8 0 0 0 0 0 4 39 0 0 39 2 464 6 6:00 PM • 0 1 130 14 0 39 I 126 3 0 0 0 0 0 3 36 1 0 38 0 389 3 6:15 PM 0 2 US 34 0 39 0 75 7 0 0 0 0 0 8 41 0 0 41 0 357 8 6:30 PM 0 0 110 53 0 46 0 71 4 0 0 0 0 0 4 43 0 0 27 0 354 4 Max. IS mia 0 4 194 S3 2 47 2 150 IS 0 0 0 0 0 20 43 2 0 59 2 500 20 Pk. Hr. Vol 0 9 623 122 0 138 1 520 33 0 0 0 0 0 26 127 1 0 130 3 1704 29 5:00 PM Peak Intenection Traffic in Pk. Hr. = 1704 Peak Hr. Factor 0.85 6:00 PM Hour Intenection Pdstins in Pk. Hr. = 29 Carbbad Boulevard at PoinsettU Lane Lane Configuration for Intersection (Capacity Utilization Pk. Hr. Tnne PeiK>d 8:00 AM to 9:00 AM Page 2 of 3 East ADOT (WB) Left Thra Right Lane Settings Capadty Are die NOTlli/Soatfa phases spfit (Y/N)? Are die East/West [biases spfit (Y/N)? Effidency Loat FactOT Hourly Vofaime Adjusted Hourly Vohmie Utifizatioa FactOT Critical Facton 0.10 13 13 0.01 254 254 0.06 0.06 66 66 0.04 74 311 27 0 0 0 , 97 0 77 74 338 0 0 0 0 97 0 77 0.04 0.08 0.00 0.00 0.00 0.00 0.05 0.00 0.04 0.04 0.00 0.00 0.05 ICU Ratio = 0.25 LOS = Tuming Movements at Intersection of: Carbbad Boulevard and Poinsettia Lane W e s t A P P Totah 27 Time : 8:00 AM to 9.-00 AM Date: 8/4/99 Day: Wednesday Name : Richard, Owen Sub- totah 27 0 Subtotah Toul Nortfa Approach 27 419 412 311 Nortfa t 13 254 13 333 752 744 1 74 Carbbad Boulevard 332 r 66 77 0 97 Total Subtotah Sub- totals 174 141 Poinsettia Lane Totah 315 A P P Soutfa Approacfa Note : Uft-tum vohimes incfaide U-tiims. U-tiims in bold. Carbbad Boulevard at PoinsettU Lane Lane (Configuration fOT Intenection (Capacity Utifization Page 3 of3 Pk. Hr. Time Period : Soutfa APOT (NB) Nortfa APOT (SB) West APOT (EB) East APOT (WB) 5:00 PM to 6:00 PM Uft Tfaro Rigfat Uft Tfara Rigfat Left Tfaro Rigfat Left Tfaro Ridit Lane Inside 1 Config- (left) 2 1 urations 3 i 4 1 5 1 6 Outside 7 Free-flow 1 1 1 I 1 1 Lane Settings 1 2 1 Capadty 1800 4000 1800 Are die Nortfa/Soudi phases spUt (Y/N)? N 1 2 0 1800 4000 0 0 0 0 0 0 0 1 0 1 1800 0 1800 Are die East/West phases spfit (Y/N)? Effidency Lost FactOT 0.10 Hourly Vohime 9 623 122 139 520 33 0 0 0 128 0 130 Adjusted Hourly Vohime 9 623 122 139 553 0 0 0 0 128 0 130 UtiHzation FactOT 0.01 0.16 0.07 0.08 0.14 0.00 0.00 0.00 0.00 0.07 0.00 0.07 Critical Facton 0.16 0.08 0.00 0.07 ICCU Ratio 0.41 LOS = Tuming Movements at Intersection of: Carbbad Boulevard and Poinsettia Lane W e Totah 33 Time : 5:00 PM to 6:00 PM Date: 8/4/99 Day : Wednesday Name : Richard, Owen Sub- totah 33 0 Subtotah Total North Approach 33 656 1410 692 520 623 754 Carbbad Boulevard 1446 1 139 J i u • t Nortfa 122 754 130 0 128 Total Subtotah Sub- totah 258 261 Poinsettia Lane Totah 519 s t A P P r Soutfa Approacfa Note: Uft-tum volumes include U-tuma. U-tums in bokl CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 1999 INTERSECTION ANALYSIS SUMMARY Intersection Number: 36 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 Cily: Carisbad Intersection of: N/S Stieet: Carisbad Boulevard E/W Stteet: Cannon Road Count Dale : 8/4/99 Day: Wednesday Weather: Sunny VRPA TURNING MOVEMENT ANALYSIS FUe : Int.# 36 DaU CoUected by : Traffic Conttol; Ann, Mike SignaUzed Page I of 3 End of 15 mia pid. 6:15 AM 6:30 AM 6:45 AM 7:00 AM 7:15 AM 7:30 AM 7:45 AM 8:00 AM 8:15 AM 8:30 AM 8:45 AM 9:00 AM South Approach (NB) Uft U-Tm Thra Righl 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 29 24 36 30 36 41 SO 55 52 49 46 58 4 2 10 10 7 9 U 15 16 14 13 12 0 0 0 2 0 0 0 1 2 0 0 0 North Approach (SB) Uft U-Tm Thra Rigfat Peds 4 IS 29 27 27 45 67 68 59 68 90 37 0 0 0 0 0 0 0 0 0 0 0 0 51 96 185 116 125 124 157 164 106 89 92 112 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 West Approach (EB) Uft U-Tm Thra Right Peds 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 1 2 3 0 0 1 0 1 1 East Approach (WB) Uft U-Tm Thra Righl Peds 5 I 12 4 6 7 7 10 11 12 9 8 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18 IS $ 11 3 9 6 13 12 9 14 9 2 1 I 0 0 2 2 1 0 2 0 0 15 min Total Vehicles Peds 111 153 277 198 204 235 298 325 256 241 264 236 3 I 2 3 2. 5 2 2 3 2 I 1 Max. 15 mia Pk. Hr. Vol 7:30 AM 8:30 AM 16 56 0 58 0 206 Intersection Traffic in Pk. Hr. Intenection Pdstins in Pk. Hr. 90 262 185 516 12 40 18 40 325 1120 Peak Hour 1120 9 Peak Hr. Factor 0.86 3:45 PM 4:00 PM 4:15 PM 430 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. IS mia Pk. Hr. Vol. 0 0 134 10 0 17 0 100 0 0 0 0 0 0 1 9 0 0 40 1 310 2 0 0 259 16 0 26 0 142 0 0 0 0 0 0 3 14 0 0 93 2 550 5 0 0 146 12 2 24 0 124 0 0 0 0 0 0 3 13 0 0 77 3 396 8 0 0 206 16 0 20 0 93 0 0 0 0 0 0 0 18 0 0 95 0 448 0 1 0 0 229 12 I 16 0 106 0 0 0 0 0 0 0 23 0 0 90 0 476 0 1 0 0 212 6 0 24 0 no 0 0 0 0 0 0 0 22 0 0 112 0 486 0 0 0 219 10 2 21 0 127 0 0 0 0 0 0 0 18 - 0 0 115 1 510 3 0 0 262 6 I 18 0 143 0 0 0 0 0 0 2 ' 13 0 0 UO 0 552 3 0 0 217 9 3 22 0 106 0 0 0 0 0 0 0 22 0 0 122 0 498 3 0 0 209 16 0 21 0 95 0 0 0 0 0 0 0 17 0 0 76 0 434 0 0 0 143 8 0 15 0 76 0 0 0 0 0 0 0 16 0 0 38 3 296 797 3 0 0 140 11 0 23 0 71 0 0 0 0 0 0 0 12 0 0 35 0 296 797 n 0 0 262 16 3 26 0 143 0 0 0 0 0 0 3 23 0 0 122 459 3 552 8 2046 9 0 0 910 31 6 85 0 486 0 0 0 0 0 0 2 75 0 0 122 459 ' 1 552 8 2046 9 IntenccI on Traffic in Pk. Hr. = 2046 Peak Hr. Factor 0.93 4:45 PM 5:45 PM Peak Hour Intenection Pdstms in Pk. Hr. Carbbad Boulevard at Cannon Road Lane Configuration fOT buersection Capacity Utilization Pk. Hr. Tnne Period : 730 AM to 8:30 AM Lane Config- Soudi APOT (NB) Uft Thra Right Inside Oeft) Outside Free-flow Noidi ADOT (SB) Uft Thra Right West ADOT (EB) Left Thro Right Page 2 of 3 East APOT (WB) Uft Tfara Rigfat Lane Settings (Capacity Aie die Nortfa/Soudi phases spfit (Y/N)? Aie die East/West phases spfit (Y/N)? Efficiency Lost FactOT Hourly Volume Adjusted Houriy Vohime Utifization FactOT Ctitical Facton 0.10 0 0 0.00 1 2000 206 262 0.13 0.13 0 0 N N 56 0 0.00 1 1800 262 262 0.15 0.15 1 2000 516 516 0.26 0 0 0.00 0 0 0.00 0 0 0.00 0 0 0.00 1 1800 40 40 0.02 0.02 0 0 0.00 1 1800 40 40 0.02 ICU Ratio = 0.40 LOS = Tuming Movements at Intenection of: Carbbad Boulevard and Cannon Road W e s t A. P P Time : 7:30 AM to 8:30 AM Date: 8/4/99 Day : Wednesday Name: Ann, MOce Sub- Totah totah Subtotah Total Nortfa Approacfa 556 818 778 516 Nortfa 206 262 1024 0 262 Carbbad Boulevard 246 J i u 40 0 40 Total Subtotah Sub- totah 56 SO 318 Cannon Road Totah 398 A P P r Soudi Approach Note : Uft-tum volumes include U-tums. U-tums in bold. Carbbad Boulevard at Cannon Road Lane (Configuration fOT Intersection Capacity Utifization Page 3 of 3 Pk. Hr. Time Period : Soudi APOT (NB) North APOT (SB) West APOT (EB) East ADOT (WB) 4:45 PM to 5:45 PM Uft Tfara Right Uft Thra Rigfat Uft Tfara Rigfat Uft Tfara Rigfat Lane Inside 1 Config -Oeft) 2 1 1 urations 3 4 ^ 1 1 1 1 Outside 6 7 Free-flow Lane Settings 0 1 0 1 1 0 0 0 0 1 . 0 1 Capacity 0 2000 0 1800 2000 0 0 0 0 1800 0 1800 Are dK North/South phases spfit (Y/N)? N 1800 Are die East/West phases spfit (Y/N) ? N Effidency Lost FactOT 0.10 Hourly Vofaime 0 910 31 85 486 0 0 0 0 75 0 459 Adjusted Hourty Vc^ume 0 941 0 85 486 0 0 0 0 75 0 459 Utilization FactOT 0.00 0.47 0.00 0.05 0.24 0.00 0.00 0.00 0.00 0.04 0.00 0.26 Critical Facton 0.47 0.05 0.00 0.26 ICU Ratio = 0.88 LOS = • D Turning Movements at Intersection of: Carisbad Boulevard and Cannon Road W Time : 4:45 PM to 5:45 PM Date: 8/4/99 Day : Wednesday Name : Ann, Mike Sub- Totah totah Subtotah Total North Approach 561 1502 571 486 910 941 1940 0 85 Carbbad Boulevard 1369 J 1 u • t • Nortfa ^ t r 31 459 0 75 Total Subtotals Sub- totah 534 116 Cannon Road Totah 650 Soutfa Approacfa Note : Uft-tum volumes inchide U-tums. U-mms in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 1999 INTERSECTION ANALYSIS SUMMARY Intersection Number: 37 Intersection Location: Carlsbad Village Drive and Tamarack Avenue 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 All-Way Stop Method) Page 1 Page 2 Page 3 VRPA TURNING MOVEMENT ANALYSIS City: Carbbad bitenection of: N/S Street: Tamarack Avenue E/W SUeet: Carbbad Village Drive Page 1 of3 Counl Date : 8/17/99 End of 15 mia prd. 6:15 AM 6:30 AM 6:45 AM 7:00 AM 7:15 AM 730 AM 7:45 AM 8:00 AM 8:15 AM 8:30 AM 8:45 AM 9:00 AM Max. 15 mia Pk. Hr. Vol. 7:30 AM 8:30 AM Peak Hour 3:45 PM 4:00 PM 4:15 PM 4:30 PM 4:45 PM 5:00 PM 5:15 PM 530 PM 5:45 PM 6:00 PM 6:15 PM 6:30 PM Max. 15 mia Pk. Hr. Vol. Day: Tuesday Weather: Sunny South Approach (NB) File : Inl.tl 37 DaU Collected by: Traffic Control: Jose Unsignalized Left U-Tm Thro Rigfat Peds 4 11 5 4 7 8 9 1 8 8 4 4 0 0 0 0 0 0 0 0 0 0 0 0 14 10 3 4 5 8 3 5 7 6 2 2 0 0 0 0 I 1 0 I I 0 11 26 5 16 14 21 Intenection Traffic in Pt. Hr. Intenection Pdstms in Pk. Hr. North Approach (SB) Lefl U-Tm Tfaro Rigfat Peds 0 0 0 0 0 0 0 0 0 0 0 0 6 8 8 13 11 8 15 8 14 10 8 12 6 10 3 16 9 10 9 5 10 14 17 9 0 0 I 2 1 2 0 0 0 0 0 0 15 47 17 38 384 16 Peak Hr. Factor West Approach (EB) Left U-Tra Thra Right Peds 3 2 0 4 1 0 7 1 4 5 5 3 0 0 0 0 0 0 0 0 0 0 0 0 7 10 40 26 16 14 12 14 20 16 15 21 5 3 7 6 9 10 14 10 11 7 4 2 7 17 40 62 14 42 5 10 0.91 East Approach (WB) Lefl U-Tm Thra Rigfat Peds 2 2 5 3 4 8 10 8 6 9 8 7 0 0 0 0 0 0 0 0 0 0 0 0 5 6 8 10 16 13 21 20 16 21 23 19 0 0 0 0 0 0 0 1 0 0 0 0 2 2 0 0 0 0 1 1 0 1 I 0 10 33 23 78 15 min ToUl Vehicles Peds 6 12 16 11 17 13 15 16 IS 13 7 14 0 0 0 0 0 0 0 0 0 0 0 0 5 5 10 12 3 26 13 13 10 18 12 15 7 4 8 6 5 12 8 17 7 4 10 8 0 0 0 0 3 0 0 0 3 0 0 3 17 59 26 62 17 44 4:45 PM Peak Inlenection Traffic in Pk. Hr. 5:45 PM Hour ^ Intersection Pdsttns in Pk. Hr. 0 0 0 0 0 0 0 0 0 0 0 0 8 6 6 6 1 12 13 3 8 6 14 12 II 12 6 12 6 20 16 8 12 11 IS 16 0 0 2 0 0 0 0 1 2 2 0 0 14 36 20 56 660 10 Peak Hr. Factor 8 9 8 7 15 43 18 15 15 18 17 21 0 0 0 0 0 0 0 0 0 0 0 0 9 20 24 24 29 33 30 30 37 22 44 30 9 10 9 12 13 5 13 17 13 11 16 9 43 91 44 130 17 48 0.86 9 3 7 3 6 4 8 7 2 5 3 1 0 0 0 0 0 0 0 0 0 0 0 0 43 24 19 21 22 21 27 26 26 22 20 21 0 0 0 0 I 0 0 0 4 2 0 2 0 0 0 0 0 0 0 0 0 0 0 0 9 21 43 100 45 62 92 96 78 77 105 81 97 101 95 85 105 384 115 105 113 115 119 192 161 156 ISl 133 160 ISO 192 660 9 5 2 5 S 2 4 6 1 5 3 I 9 16 0 1 3 0 4 1 0 1 8 3 1 4 8 10 HCSI Ttaalgnallsad Znt*ra«otloaa Ralaaaa 3.1a __AIi-1ttY STOP COimtOL(AlfSC) ANALYSIS Horlcahaat 1 - Baale Zntaraaction Infoniatioa 1. Analyst: Joaa Hunas 2. Intaraection: Carlabad Vlllaga Driva ft Tamarack Avenua 3. Count Data: 8-17-99 4. Tima Period: AM Paak Hour WorkBhaat 2 - Voluma Adjuataants and Sita CharactariaticB 1. LT Voluma: 2. TH Volume: 3. RT Voluma: 4. Peak Hour Factor: 5. Flow Rate LT: 6. Flow Rata TH: 7. Flow Rata RT: 8. Flow Rata Total: 9. Prop. Heairy Vehicle: 10. Subject JVpproach 11. Opposing J^proacb 12. ' Conflicting Approach 13. Geometry Group 14. T (Time in Hours) : Horth Bound Ll 26 16 21 0.95 27 1£ 22 6S 0.10 1 1 1 1 South Bound Ll 3 47 38 0.95 3 49 40 92 0.00 1 1 1 1 0.250 Worlcsheet 3 - Saturation Headway Adjustment Worksheet North Bound South Bound Ll Ll 1. Flow Rate Total: 66 92 2. Flow Rata LT: 27 3 3. Flow Rate RT: 22 40 4. Prop LT in lane: 0.41 0 .03 5. Prop RT in lane: 0.33 0 .43 6. Prop. Bea-vy Vehicle: 0.10 0 .00 7. Geometry Group 1 1 8. hLT-adj by Table 10-18 0.20 0 .20 9. hRT-adj by Table 10-18 -0.60 -0 .60 10 . hHV-adj Tabla 10-18 1.70 1 .70 11 . hadj 0.05 -0 .25 Bast Bound Ll 17 62 42 0.95 17 65 44 127 0.00 1 1 1 1 East Bound Ll 127 17 44 0.14 0.35 0.00 1 0.20 -0.60 1.70 -0.18 Nest Bound Ll 33 78 1 0.95 34 82 1 117 0.00 1 1 1 1 Hast Bound Ll 117 34 1 0.29 0.01 0.00 1 .20 .60 .70 .05 Worksheet 4 - Departure Headway and Service Time 1. Total lame 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 Korth Bound Ll 66 3.2 O.OS 4.£ 0.08 2.0 2.6 Worksheet 5 Capacity and Level of Service North Bound Ll 1. Total lana flow rate 66 2. Service Time 2.6 3 . Degree Otilization, x 0.08 4. Departure headway, hd 4.6 5. Capacity 751 6. Delay 8.0 7 . Level Of Service A 8. Delay Approach 8.0 9. LOS, approach A 10 . Delay, Intersection 8.0 11 . LOS, Intersection A South Bound Ll 92 3.2 0.08 4.3 0.11 2.0 2.3 South Bound Ll 92 2.3 0.11 4.3 808 7.8 A 7.8 A East Bound Ll 127 3.2 0.11 4.2 0.15 2.0 2.2 Bast Bound Ll 127 2.2 0.15 4.2 830 7.9 A 7.9 A West Bound Ll 117 3.2 0.10 4.4 0.15 2.0 2.4 West Bound Ll 117 2.4 0.15 4.4 786 8.2 A 8.2 A HCS: Oftsignalixed Intaraectiona Kelaasa 3.1a ^ALL-NAY STOP CONTXOL (AKSC) ANALYSIS Worksheet 1 - Basic Intersection Information 1. Analyst: jose Nunez I' ^«.';^f''n°^^°°' carlsbad Village Drive t Taaarack Avenue J. count Oata: 8-17-99 4. Time Period: pM Peak Hour Worksheet 2 - Voluma Adjustments and Sita Characteristics Korth Bound Ll 1. LT Volume: 59 2. TH Volume: 62 3. RT Volume: 44 4. Peak Hour Factor: 0.95 5. Flow Rate LT: 62 S. Flow Rate TH: 65 7 . Flow Rata RT: 46 8. Flow Rata Total: 173 9. Prop. Haa-vy Vehicle: 0.10 10 . Subject Approach 1 11 . Opposing ^iproach 1 12 . Conflicting Afiproacb 1 13 . Geometry Group 1 14 • T (Time in Hours): 0.250 South Bound Ll 9 36 5S 0.95 9 37 58 106 0.00 X 1 1 1 Worksheet 3 - Saturation Headway Adjustment Worksheet 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 - 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 Korth Bound Ll 173 3.2 0.15 5.1 0.25 2.0 3.1 South Bound Ll 106 3.2 0.09 4.8 0.14 2.0 2.8 Bast Bound Ll 91 130 48 0.95 95 136 50 283 0.00 1 1 1 1 Korth Bound South Bound East Bl Ll Ll Ll 173 106 283 62 9 95 46 58 50 0.36 0.09 0.34 0.27 0.55 0.18 0.10 0.00 0.00 1 1 1 0.20 0.20 0.20 -0.60 -0.60 -O.SO 1.70 1.70 1.70 0.08 -0.31 -0.04 Bast Bound Ll 283 3.2 0.25 4.7 0.37 2.0 2.7 Mest Bound Ll 21 100 4 0.95 22 105 4 131 0.00 1 1 1 1 West Bound Ll 131 22 4 0.17 0.03 0.00 1 .20 .60 .70 .01 Hest Bound Ll 131 3.2 0.12 5.0 0.18 2.0 3.0 Worksheet 5 - Capacity and Level of Service Korth Bound Ll 1. Total lame flow rate 173 2. Service Time 3.1 3. Degree Utilization, x 0.25 4 . Departure headway, bd 5.1 5. Capacity 671 6. Delay 9.8 7. Level Of Service A 8. Delay Approach 9.8 9. LOS, approach A 10. • Delay, Intersection 9.7 11, • LOS, Intersection A South Bound Ll 106 2.8 0.14 4.8 692 8.6 A 8.6 A Bast Bound Ll 283 2.7 0.37 4.7 737 10.5 B 10.5 B Hest Bound Ll 131 3.0 0.18 5.0 693 9.0 A 9.0 A CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 1999 INTERSECTION ANALYSIS SUMMARY Intersection Number: 38 Intersection Location: I-S/Tamarack Avenue Southbound Ramp Contents: Turn Movement Count Summary Page 1 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Page 2 Turn Movement Diagram P.M. Peak Hour ICU Analysis and Page 3 Turn Movement Diagram City: Cartsbad Intenection of: N/S Stieet: E/W Stieet: Counl Date: 8/5/99 I-S Soutiibound Ramps Tamarack Avenue Day: Thunday Weadier: Sunny VRPA TURNING MOVEMENT ANALYSIS FUe : hit.# 38 DaU CoUected by : Traffic Control: Jose, Oscar Signalized Page I of 3 830 AM Hour 3:45 PM 4:00 PM 4:15 PM 4:30 PM 4:45 PM 5:00 PM 5:15 PM 530 PM 5:45 PM 6:00 I'M 6:15 PM 6:30 PM Max. 15 mia Pk. Ib. Vol. 4:30 PM 530 PM Peak Hour South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) IS min Tolal End of 15 mia prd. Uft U-Tm Thra Righl Peda Uft U-Tm Thra Right Peds Uft U-Tm Thra Right Peds Uft U-Tm Thra Right Peds Vehicles Peds 6:15 AM OOOOO 6:30 AM OOOOO 6:45 AM OOOOO 7.-00 AM OOOOO 7:15 AM OOOOO 7:30 AM OOOOO 7:45 AM • OOOOO 8.-00 AM • OOOOO 8:15 AM • 0 0 0 0 0 8:30 AM • OOOOO 8:45 AM OOOOO 9:00 AM OOOOO 13 0 0 17 0 10 0 0 25 0 16 0 0 31 0 35 0 1 26 0 21 0 0 32 0 20 0 0 19 0 25 0 0 14 0 40 0 0 20 0 39 0 0 24 0 29 0 0 24 0 24 0 0 14 0 35 0 0 25 0 0 0 45 66 0 0 0 54 72 0 0 0 51 90 1 0 0 56 71 0 0 0 66 81 0 0 0 69 84 1 0 0 92 96 0 0 0 81 54 1 0 0 65 69 0 0 0 74 62 0 0 0 55 62 0 0 0 74 77 0 89 0 15 0 0 84 0 17 0 0 89 0 39 0 2 94 0 46 0 2 UO 0 37 0 4 111 0 33 0 3 117 0 66 0 4 109 0 51 0 2 129 0 60 0 7 101 0 47 0 0 81 0 52 0 2 78 0 66 0 2 245 0 262 0 316 3 329 2 347 4 336 4 410 4 355 3 386 7 337 0 288 2 355 2 Max. IS mia OOOOO Pk. lb. Vol OOOOO 40 0 1 32 0 133 0 0 82 0 0 0 92 96 1 0 0 312 281 1 129 0 66 0 7 456 0 224 0 13 410 7 1488 14 i .iUAM Peak bitenection Traffic m Pk. Hr. = 1488 Peak Hr. Factor 0.91 Intenection Pdstins in Pk. Hr. = 14 0 0 0 0 0 41 0 0 45 0 0 0 82 69 0 46 0 102 0 0 385 0 0 0 0 0 0 40 0 0 34 0 0 0 87 48 0 64 0 123 0 1 396 1 0 0 0 0 0 40 0 1 36 0 0 0 93 41 0 46 0 97 0 6 354 6 0 0 0 0 0 39 0 0 37 0 0 0 82 57 I 55 0 114 0 1 384 2 0 0 0 0 0 39 0 0 46 0 0 0 103 41 1 47 0 121 0 3 397 4 0 0 0 0 0 44 0 1 47 0 0 0 89 44 3 49 0 134 0 1 408 4 0 0 0 0 0 58 0 0 51 0 0 0 89 30 1 43 0 90 0 0 361 1 0 0 0 0 0 55 0 0 44 0 0 0 85 55 3 59 0 102 0 1 400 4 0 0 0 0 0 SO 0 0 42 0 0 0 72 33 0 54 0 100 0 1 351 1 0 0 0 0 0 52 0 0 54 0 0 0 73 42 1 48 0 92 0 2 361 3 0 0 0 0 0 40 0 0 45 0 0 0 84 29 2 58 0 86 0 5 342 7 0 0 0 0 0 38 0 0 56 0 0 0 67 39 0 46 0 107 0 3 353 3 0 0 0 0 0 58 0 1 56 0 0 0 103 69 3 64 0 134 0 6 408 7 0 0 0 0 0 196 0 1 ,188 0 0 0 366 170 8 198 0 447 0 5 1566 13 1566 1519 1531 1543 1550 1566 1520 1473 1454 1407 Intenection Traffic in Pk. Hr. = 1566 Peak Hr. Factor 0.96 1473 1454 1407 Intenection Pdstins tn Pk. Hr. = 13 1-5 Soutfabound Ramps at Tamarack Avenue Lane Configuration fw Intenection Capacity UtiHzation Page 2 of3 Pk. Hr. Time Period : 730 AM to 8:30 AM Lane Config - urations Inside Oeft) Outside Free-flow Lane Settings Capacity Are die Nortfa/Soutfa phases spfit (Y/N Are die East/West phases spfit (Y/N)? Effidency Lost FactOT Hourly Vohime Adjusted Hourty Vofaime UtUization FactOT Critical Facton I(CU Ratio = Soutfa Appr (NB) Nortfa ADOT (SB) West ADOT (EB) East ADOT (WB) Uft Thra Right Left Thra Rigfat Left Tfara Rigfat Uft Thra Rigfat 1 1 1 1 1 1 1 1 1 0 0 0 0 1 1 0 2 1 1 2 0 0 0 0 0 2000 1800 0 4000 1800 1800 4000 0 )? N N 0.10 0 0 0 133 0 82 0 312 281 456 224 0 0 0 0 0 133 82 0 312 281 456 224 0 0.00 0.00 0.00 0.00 0.07 0.05 0.00 0.08 0.16 0.25 0.06 0.00 0.00 0.07' 0.16 0.25 0.58 LOS = A Tuming Movements at Intersection of: W A A P Totah 899 Time : 7:30 AM to 8:30 AM Date: 8/5/99 Day: Tfaursday Name : Jose, Oscar Sub- totals 306 593 1-5 Southbound Ramps Nortfa Apprxiach 82 0 312 281 Subtotah Total 737 737 215 0 and Tamarack Avenue Nortfa *1 t 1-5 Soutfabound Ramps 215 0 133 J i L 0 224 456 r Total Subtotah Sub- totals 680 445 Totab 1125 Tamarack Avenue E a B t A A P Soudi Approach Note: Uft-tum volumes inchide U-tiiros. U-tums in bold. 1-S Southbound Ramps at Tamarack Avenue Lane Configuration for Intersection Capacity UtiUzatioii Pk. Hr. Tnne Period : Soutfa APOT (NB) Noitfa APOT (SB) West APOT (EB) Page 3 of3 East APOT (WB) 4:30 PM to 530 PM Left Tfaro Rigfat Uft Thra Ririit Uft Thra Right Uft Thra Righl Lane Inside 1 Con^ - (left) 2 uiatioiis 3 4 5 6 Outside 7 Free-flow 1 1 1 1 1 1 I 1 1 Lane Settings 0 0 0 0 1 1 0 2 1 1 2 0 Are die Nortfa/Soudi phases spfit (Y/N)? Are die East/West phases qifil (Y/N)? Efficiency Lost FactOT 0.10 Houily Vohime 0 Adjusted Houriy Vohune 0 Utifization FactOT 0.00 Critical Factors o.OO N N 0 0 0.00 0 196 1 188 0 366 170 198 447 0 0 0 197 188 0 366 170 198 447 0 0.00 0.00 0.10 0.10 0.00 0.09 0.09 O.U O.U 0.00 0.10 0.09 O.U ICCU Ratio = 0.41 LOS = Tuming Movements at Intersection of: 1-5 Southbound Ramps and Tamarack Avenue W e s t A A P Time : 430 PM to 530 PM Date: 8/5/99 Day: Tfaunday Name: Jose, Oscar Sub- Totab totah 1171 635 536 Nortfa Approach 188 0 366 170 Subtotah Total 369 369 385 1 Nortfa Nortfa 385 0 196 1-5 Southbound Ramps ^ r r 0 447 198 Total Subtotah Sub- totah 645 562 Totah 1207 Tamarack Avenue 8 t A A P SoiUfa Approacfa Note : Uft-tum volumes include U-tiims. U-nims in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 1999 INTERSECTION ANALYSIS SUMMARY Intersection Number: 39 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 CUy: Carisbad Intenection of: N/S Stteet: 1-5 Nortfabound Ramps E/W Stieet: Tamarack Avenue Counl Dale : 8/5/99 Day: Thunday Weadier: Sunny VRPA TURNING MOVEMENT ANALYSIS FUe: bit.# 39 DaU CoUecled by: Traffic Conlrol: Richard, Owen Signalized Page 1 of 3 End of 15 mia pid. South Approach (NB) Ufl U-Tm Thra Right Peds North Approach (SB) Uft U-Tm Thra Rigfat Peds West Approacfa (EB) Uft U-Tm Tfara Rigfat Peds East Approach (WB) Uft U-Tm Thro Righl Peds 15 min Total Vehicles Peds 6:15 AM 18 0 0 25 0 0 0 0 0 0 23 0 37 0 0 0 0 87 12 0 202 0 6:30 AM 6 0 0 21 0 0 0 0 0 0 29 0 34 0 0 0 0 99 21 0 210 0 6:45 AM 5 0 0 29 0 0 0 0 0 0 32 0 34 0 4 0 0 118 39 0 257 4 7:00 AM 17 0 0 28 0 0 0 0 0 0 33 0 S3 0 0 0 0 113 31 0 275 0 7:15 AM 17 0 0 46 0 0 0 0 0 0 40 0 57 0 3 0 0 137 60 0 357 3 7:30 AM 12 0 0 54 0 0 0 0 0 0 49 0 41 0 0 0 0 129 54 2 339 2 7:45 AM • 15 0 0 51 0 0 0 0 0 0 33 0 75 0 3 0 0 165 51 0 390 3 8:00 AM • 19 0 0 42 0 0 0 0 0 0 40 0 88 0 0 0 0 148 58 1 395 1 8:15 AM • 21 0 0 33 0 0 0 0 0 0 47 0 57 0 4 0 0 167 46 1 371 5 8:30 AM • 24 0 2 38 0 0 0 0 0 0 30 0 79 0 1 0 0 120 92 0 385 1 8:4S AM 25 0 0 43 0 0 0 0 0 0 37 0 39 0 0 0 0 103 49 1 296 1 9:00 AM 13 0 1 26 0 0 0 0 0 0 48 0 67 0 0 0 0 126 40 0 321 0 Max. IS mia 25 0 2 54 0 0 0 0 0 0 49 0 88 0 4 0 0 167 92 2 395 5 Pk. Hr. Vol 79 0 2 164 0 0 0 0 0 0 150 0 299 0 8 0 0 600 247 2 1541 10 7:30 AM Peak Intenecdon Traffic in Pk. Hr. = 1541 Peak Hr. Faclor 0.98 8:30 AM Hour Intenection Pdstins in Pk. Hr. = 10 3:45 PM 65 0 0 IOO 0 0 0 0 0 0 36 0 82 0 0 0 0 86 34 0 403 0 4:00 PM 65 0 0 82 0 0 0 0 0 0 42 0 89 0 0 0 0 117 52 1 447 1 4:15 PM 53 0 2 116 0 0 0 0 0 0 34 0 96 0 0 0 0 94 40 6 435 6 4:30 PM 71 0 1 140 0 0 0 0 0 0 31 0 93 0 0 0 0 101 49 1 486 1 4:45 PM 47 0 0 90 0 0 0 0 0 0 40 0 98 0 2 0 0 116 37 3 428 5 5:00 PM • 72 0 1 173 0 0 0 0 0 0 29 0 IOS 0 1 0 0 115 55 1 550 2 5:15 PM • 40 0 0 125 0 0 0 0 0 0 26 0 126 0 0 0 0 97 46 0 460 0 5:30 PM • 56 0 0 142 0 0 0 0 0 0 19 0 117 0 0 0 0 103 44 1 481 1 5:45 PM • 60 0 1 136 0 0 0 0 0 0 20 0 92 0 0 0 0 99 55 I 463 1 6:00 PM 51 0 0 132 0 0 0 0 0 0 23 0 107 0 0 0 0 94 48 2 455 2 6:15 PM 40 0 0 137 0 0 0 0 0 0 28 0 96 0 1 0 0 103 59 5 463 6 6:30 PM 56 0 0 104 0 0 0 0 0 0 27 0 81 0 0 0 0 96 39 3 403 3 Max. 15 nua 72 0 2 173 0 0 0 0 0 0 42 0 126 0 2 0 0 117 59 6 550 6 Pk. Hr. Vol 228 0 2 576 0 0 0 0 0 0 94 0 440 0 I 0 0 414 200 3 1954 4 4:45 PM Peak Inlenection Traffic in Pk. Hr. = 1954 Peak Hr. FactOT 0.89 5:45 PM Hour Intenection Pdstms in Pk. Hr. = 4 1-S Northbound Ramps at Tamarack Avenue Lane CCoofiguration for Intersection (Capacity UtUizatioii Pk. Hr. Tmie Period : Soudi ADOT (NB) Nortfa APOT (SB) West ADOT (EB) Page 2 of3 East APOT (WB) 730 AM to 8:30 AM Left Thra Riaht Left Tfara Rigfat Left Thra Right Left Thra Right Lane Inside 1 Config- (left) 2 1 1 uratiotis 3 j 4 5 6 Outside 7 Free-flow Left Tfara Rigfat 1 1 1 1 1 1 LaneScttingi 0 11 0 0 0 1 2 0 0 2 0 Are die Nortfa/Soodi phases sflb (Y/N)7 Are die East/West phases spSt (Y/N)? Effidency Lost FactOT Hourty Vohmie Adjusted Hourly Volume UtiHzatioo Factor Critical Facton 0 2000 1800 0 0 0 1800 4000 0 0 4000 0 N N 0.10 79 2 164 0 0 0 150 299 0 0 600 247 0 81 164 0 0 0 ISO 299 0 0 847 0 0.00 0.04 0.09 0.00 0.00 0.00 0.08 0.07 0.00 0.00 0.21 0.00 0.09 0.00 0.08 0.21 ICU Ratio 0.48 LOS = Tuming Movements at Inlenection of: 1-5 Nortfabound Ramps and Tamarack Avenue W Time : 730 AM to 8:30 AM Date: 8/5/99 Day : Thursday Name : Ricfaaid, Owen Sub- Totah totah 1128 679 449 Noitfa Approach 150 299 0 Subtotah Total Nortfa t 79 2 0 245 245 399 1-5 Nortfabound Ramps 399 J i u r 164 247 600 0 Total Subtotah Sub- totah 847 463 Tamarack Avenue Totah 1310 A P P Soutfa Approach Note : Uft-tum vohimes inchide U-tums. U-tums in bold. 1-5 Northbound Ramps at Tamarack Avenue Lane (Configuration fot Intenection Capacity UtiHzalion Page 3 of 3 Pk. Hr. Tune Period : Soutfa APOT (NB) Nortfa APOT (SB) West APOT (EB) East ADOT (WB) 4:45 PM to 5:45 PM Uft Thra Rigfat Left Tfara Rigfat Lefi Thra Right Left Tfara Rigfat Lane Inside 1 Rigfat Config-Oeft) 2 1 1 urations 3 1 1 1 1 4 5 6 1 1 1 1 1 1 Outside 7 Free-flow Lane Settings (Capacity Are die Nortfa/Soutfa phases spfit (Y/N)? 0 0 1 2000 1 1800 N 0 0 0 0 0 0 1 1800 2 4000 0 0 0 0 2 4000 0 0 Are die East/West phases spfit (Y/N)? Efficiency Lost FactOT 0.10 N Houriy Vohime Adjusted Hourty Volume UtUization FactOT Critical Facton 228 0 0.00 2 230 0.12 576 576 0.32 0.32 0 0 0.00 0.00 0 0 0.00 0 0 0.00 94 94 0.05 0.05 440 440 O.U 0 0 0.00 0 0 0.00 414 614 0.15 0.15 200 0 0.00 I(CU Ratio = 0.62 LOS = B Tuming Movements at Intersection of: W e 8 t Time : 4:45 PM to 5:45 PM Date: 8/5/99 Day: Thursday Name : Richard, Owen Sub- Totah totah 1176 642 534 1-5 Nortfabound Ramps Nortfa Approacfa 94 440 0 Subtotah Toul 228 0 806 and Noidi 2 806 Tamarack Avenue 1-5 Northbound Ramps 296 J i u ^ t r 576 Total 296 Subtotah Sub- totah 200 414 0 614 1016 Tamarack Avenue Totah 1630 A P P r Soutfa Approach Note : Uft-tum volumes include U-tums. U-tiiros in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 1999 INTERSECTION ANALYSIS SUMMARY Intersection Number: 40 Intersection Location: I-5/Poinsettia Lane Southbound Ramp Contents: Turn Movement Count Summary Page 1 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Turn Movement Diagram P.M. Peak Hour ICU Analysis and Turn Movement Diagram Page 2 Page 3 City: Cartsbad bueisection of: N/S Stieet: I-S Soutiibound Ramps E/W Stieel: Poinseltia Lane Counl Dale: 8/5/99 Day: Thunday Weather: Sunny VRPA TURNING MOVEMENT ANALYSIS FUe: Inl.# 40 DaUi CoUecled by : Tiaffic Conti-ol: MicheUe, MUce SignaUzed Page I of3 End of IS mia prd. South Approach QVB) Uft U-Tm Thra Rigfat Peds North Approach (SB) Uft U-Tm Thro Right Peds West Approach (EB) Ufl U-Tm Thra Rigfat Peds East Approach (WB) Ufl U-Tm Thra Rigfat Peds IS min Toul Vehicles Peds 6:15 AM 0 0 0 0 0 17 0 0 9 0 0 0 32 10 0 70 0 34 0 0 172 0 6:30 AM 0 0 0 0 0 27 0 0 10 0 0 0 21 20 0 93 0 45 0 0 216 0 6:45 AM 0 0 0 0 0 56 0 I 34 0 0 0 37 16 1 109 0 93 0 1 346 2 7:00 AM 0 0 0 0 0 73 0 0 26 0 0 0 39 25 2 100 0 70 0 2 333 4 7:15 AM 0 0 0 0 0 41 0 0 35 0 0 0 43 12 1 117 0 108 0 2 356 3 7:30 AM 0 0 0 0 0 63 0 0 36 0 0 0 48 20 0 72 0 98 0 5 337 5 7:45 AM 0 0 0 0 0 72 0 0 42 0 0 0 65 21 0 78 0 96 0 1 374 1 8:00 AM 0 0 0 0 0 58 0 1 36 0 0 0 67 30 0 116 0 100 0 1 408 1 8:1$ AM • 0 0 0 0 0 54 0 0 37 0 0 0 76 21 0 117 0 SO 0 1 385 1 8:30 AM • 0 0 0 0 0 52 0 0 39 0 0 0 87 28 0 105 0 112 0 0 423 0 8:45 AM • 0 0 0 0 0 61 0 1 54 0 0 0 80 32 3 92 0 123 0 4 443 7 9:00 AM • 0 0 0 0 0 41 0 0 52 0 0 0 83 36 0 90 0 - 124 0 0 426 0 Max. IS mia 0 0 0 0 0 73 0 1 54 0 0 0 87 36 3 117 0 124 0 5 443 7 Pk. Hr. Vol 0 0 0 0 0 208 0 1 182 0 0 0 326 117 3 404 0 439 0 5 1677 8 8:00 AM Peak Inlenection Traffic in Pk. Hr. = 1677 Peak Hr. Factor 0.95 9:00 AM Hour Intersection Pdstins ui Pk. Hr. = 8 3:45 PM 0 0 0 0 0 46 0 0 44 0 0 0 132 44 1 86 0 112 0 3 464 4 4:00 PM 0 0 0 0 0 64 0 0 44 0 0 0 135 S3 0 102 0 ISI 0 1 549 1 4:15 PM 0 0 0 0 0 68 0 0 42 0 0 0 130 31 1 88 0 117 0 3 476 4 4:30 PM 0 0 0 0 0 6S 0 1 47 0 0 0 112 39 4 82 0 US 0 0 461 4 4:45 PM 0 0 0 0 0 92 0 0 45 0 0 0 155 35 4 69 0 109 0 0 505 4 5:00 PM 0 0 0 0 0 80 0 0 56 0 0 0 166 51 1 79 0 111 0 0 543 5:15 PM 0 0 0 0 0 60 0 ' 0 36 0 0 0 145 41 0 72 0 113 0 1 467 5:30 PM • 0 0 0 0 0 93 0 2 31 0 0 0 187 47 1 80 0 133 0 0 573 5:45 PM • 0 0 0 0 0 80 0 0 59 0 0 0 169 48 0 142 0 122 0 1 620 [ 6:00 PM • 0 0 0 0 0 75 0 1 48 0 0 0 183 41 1 99 0 148 0 0 595 6:15 PM • 0 0 0 0 0 72 0 0 42 0 0 0 139 SO 3 80 0 128 0 1 511 4 6:30 PM 0 0 0 0 0 59 0 0 41 0 0 0 155 20 1 94 0 96 0 1 465 2 Max. 15 mia 0 0 0 0 0 93 0 2 59 0 0 0 187 S3 4 142 0 151 0 3 620 4 Pk. Hr. Vol 0 0 0 0 0 320 0 3 180 0 0 0 678 186 5 401 0 531 0 2 2299 7 5:15 PM Peak Intenection Traffic m Pk. Hr. = 2299 Peak Hr. Factor 0.93 6:15 PM Hour Intersection Pdstins in Pk. Hr. = 7 1-5 Southbound Ramps at PoinsettU Lane Lane Configuration for fauasection Capacity Utifization Page 2 of 3 Pk. Hr. Time Period : Soudi APOT (NB) Nortfa APOT (SB) West ApOT (EB) East /VDOT(WB) 8:00 AM to 9:00 AM Uft Thra Right Left Tfara Rigfat Uft Thra Rigfat Left Tfara Rigfat Lane Inside 1 1 Rigfat 1 Config-Oeft) 2 I 1 1 urations 3 1 1 1 1 4 1 1 5 6 1 Outside 7 Free-flow Lane Settings 0 0 0 1 1 1 0 2 1 2 2 0 Capacity 0 0 0 1800 2000 1800 0 4000 1800 3240 4000 0 Are the Nortfa/Soutfa phases spfit (Y/N)? N Are die East/West pfaai ICS spfit (Y/N)? N Effidency Lost FactOT 0.10 Hourty Vohime 0 0 0 208 1 182 0 326 117 404 439 0 Adjusted Hourty Vofaime 0 0 0 208 1 182 0 326 117 404 439 0 UtiHzation Factor 0.00 0.00 0.00 0.12 0.00 0.10 0.00 0.08 0.07 0.12 0.11 0.00 Critical Facton 0.00 0.00 0.12 0.08 0.12 0.11 0.00 ICU Ratio = 0.42 LOS = A Tuming Movements at Intenection of: 1-5 Southboimd Ramps and PoinsettU Lane Time : 8:00 AM to 9:00 AM Dale: 8/5/99 Day: Tfaunday Name : MicfaeUe, Mike Sub- Totah totah W c s t A P P 1064 621 443 0 326 117 Subtotah Total North ^^iproach 182 522 0 0 522 391 1 Nortfa 391 0 208 1-5 Southbound Ramps 0 439 404 ^ t r Total Subtotah Sub- totals 843 534 PoinsettU Lane Totab 1377 E a s t A P P South Approach Note : Uft-tum vohimes include U-turns. U-turas in bokL I-S Southbound Ramps at Poinsettia Lane Lane Configuration for Intenection Capacity UtUization Pk. Hr. Time Period : Soutfa Appr (NB) North APOT (SB) West APOT (EB) Page 3 of 3 East APOT (WB) 5:15 PM to 6:15 PM Uft Thra Right Ufl Thra Right Left Thra Rigfat Left Tfara Rigfat Lane Inside 1 Config- Oeft) 2 uratioiis 3 4 5 6 Outside 7 Free-flow 1 1 1 1 1 1 I 1 1 1 1 Lane SettingB 0 0 0 1 1 1 0 2 1 2 2 0 Capadty Are die Noith/Soudi phases spfit (Y/N)? Are die East/West phases spfit (Y/N)? Effidency Lost FactOT 0 N N 1800 2000 1800 4000 1800 3240 4000 0.10 Hourty Vohime 0 0 0 320 3 180 0 678 186 401 531 0 Adjusted Hourty Vohime 0 0 0 320 3 180 0 678 186 401 531 0 Utifization Factor 0.00 0.00 0.00 0.18 0.00 0.10 0.00 0.17 0.10 0.12 0.13 0.00 Critical Factors 0.00 0.00 0.18 0.00 0.17 0.12 KCURatio = 0.57 LOS = A Tuming Movements at Intenection of: 1-S Southbound Ramps and Pouisettu Lane Time : 5:15 PM to 6:15 PM Date: 8/5/99 Day : Thunday Name : MicfaeUe, Mike Sub- Totah totah W 1575 711 864 0 678 186 Subtotah Total Noitfa Approach 180 590 590 503 3 North 503 0 320 I-S Southbound Ramps J I u ^ t r 0 531 401 Total Subtotah Sub- totah 932 998 Poinsettia Lane Totah 1930 A P P South Approach Note : Uft-tiim volumes incfaide U-tums. U-tums in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 1999 INTERSECTION ANALYSIS SUMMARY Intersection Number: 41 Intersection Location: I-5/Poinsettia Lane Northbound Ramp Contents: Turn Movement Count Summary Page 1 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Page 2 Turn Movement Diagram P.M. Peak Hour ICU Analysis and Page 3 Turn Movement Diagram Cily: Cartsbad buersection of: N/S Slreel: I-S Northbound Ramps E/W Stieet: Pouiseltia Lane Count Date : 8/5/99 Day: Tfaunday Weatfaer: Sunny VRPA TURNING MOVEMENT ANALYSIS FUe : bit.# 41 DaU CoUected by : Traffic Contixil; Angel, Cesar Signalized Page 1 of3 End of 15 mia prd. 6:15 AM 6:30 AM 6:45 AM 7:00 AM 7:15 AM 7:30 AM 7:45 AM 8:00 AM 8:15 AM 8:30 AM 8:45 AM 9:00 AM South Approach (NB) Max. 15 mia Pk. Hr. VoL 7:30 AM 8:30 AM Peak Hour Uft U-Tm Thra Rigfat Peds 17 23 37 35 39 41 28 49 29 46 38 49 0 0 0 0 0 0 0 0 1 0 6 1 27 25 69 93 84 98 105 162 59 SO 44 61 49 152 162 406 Intenection Traffic in Pk. Hr. Intenection Pdstins ui Pk. Hr. North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total U-Tm Thra Ri^t Peds Ufl U-Tm Thra Right Peds Uft U-Tm Thra Rigfat Peds Vehicles Peds 0 0 0 0 18 0 30 0 0 0 0 88 31 0 211 0 0 0 0 0 12 0 39 0 0 0 0 117 47 0 263 0 0 0 0 0 14 0 72 0 1 0 0 172 47 I 411 2 0 0 0 0 19 0 93 0 2 0 0 133 51 2 424 4 0 0 0 0 21 0 64 0 I 0 0 187 40 2 435 3 0 0 0 0 14 0 98 0 0 0 0 126 89 5 466 0 0 0 0 28 0 106 0 0 0 0 149 89 1 505 0 0 0 0 34 0 91 0 0 0 0 167 120 1 623 1 0 0 0 0 24 0 no 0 0 0 0 165 33 1 421 1 0 0 0 0 39 0 97 0 0 0 0 174 67 0 503 1 0 0 0 0 33 0 102 0 3 0 0 170 43 4 430 7 0 0 0 0 32 0 98 0 0 0 0 165 72 0 478 . 0 0 0 0 0 39 0 UO 0 3 0 0 187 120 5 623 7 0 -yne-t 0 0 0 125 0 404 0 0 0 0 655 309 3 2052 4 0.82 3:45 PM 43 0 1 109 0 0 0 0 0 0 63 0 120 0 1 4:00 PM 55. 0 0 117 0 0 0 0 0 0 44 0 160 0 0 4:15 PM 42 0 0 151 0 0 0 0 0 0 43 1 151 0 1 4:30 PM 51 0 0 81 0 0 0 0 0 0 48 0 132 0 4 4:45 PM 22 0 0 109 0 0 0 0 0 0 47 0 195 0 4 5:00 PM 41 0 1 141 0 0 0 0 0 0 54 0 189 0 1 5:15 PM • 39 0 2 173 0 0 0 0 0 0 47 0 168 0 0 5:30 PM • 55 0 I 203 0 0 0 0 0 0 40 1 236 0 1 5:45 PM • 75 0 1 200 0 0 0 0 0 0 45 0 208 0 0 6:00 PM • 65 0 4 179 0 0 0 0 0 0 37 0 223 0 1 6:15 PM 29 0 1 113 0 0 0 0 0 0 29 0 183 0 3 6:30 PM 25 0 0 91 0 0 0 0 0 0 27 1 180 0 1 Max. IS mia 75 0 4 203 0 0 0 0 0 0 63 1 236 0 4 Pk. Hr. Vol 234 0 8 755 0 0 0 0 0 0 169 1 835 0 2 5:00 PM Peak Intersection Traffic in Pk. Hr. = 3103 Peak lb. Factor 0.96 6:00 PM Hour Intenection Pdslms in Pk. Hr. = 4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 151 197 164 150 154 149 172 151 186 192 171 166 197 701 82 89 90 57 75 99 113 101 80 106 67 60 113 400 3 1 3 0 0 0 1 0 1 0 1 I 3 2 569 662 642 519 602 674 714 788 795 806 593 550 806 3103 I-S Northbound Ramps at Poinsettia Lane Lane (Configuration fOT Inlenection Capadty UtUization Pk. Hr. Tnne Period : 7:30 AM to 8:30 AM Lane Config- urations Soudi APOT (NB) Uft Thra Right Inside Oeft) Outside Free-flow Lane Settings 0 C^iadly 0 Are die North/Soudi phases spfit (Y/N)? Are die East/West phases spfit (Y/N)7 Effidency Lost FactOT 0.10 Hourty Vofaime 152 Adjusted Houriy Vohime o Utifization FactOT 0.00 Critical Facton North ADOT (SB) Left Thro Right West APOT (EB) Left Thra Ritdu Page 2 of3 East ADOT (WB) Left Thra Rigfat 1 2000 1 153 0.08 2 3240 N N 1 1800 2 4000 3 6000 I 1800 406 0 0 0 125 404 0 0 655 309 406 0 0 0 125 404 0 0 655 309 0.13 0.00 0.00 0.00 0.07 0.10 0.00 0.00 O.U 0.17 0.13 0.00 0.07 0.17 KCU Ratio = 0.47 LOS = Tuming Movemenb al Intersection of: W e s t A P P r Time : 730 AM to 830 AM Date: 8/5/99 Day: Thunday Name : Angel Cesar Sub- Totah tnulii 1336 807 529 1-5 Northbound Ramps North Approach 125 404 0 Subtotah Total 152 0 559 and Pouisettu Lane Nortfa 1 559 I-S Nortfalmund Ramps 435 • t ^ t r 406 Total 435 Subtotah Sub- totals 309 655 0 964 810 PoinsettU Lane Totab 1774 South Approacfa Note : Uft-tum volumes indude U-tums. U-tums in bokl 1-5 Nortfabound Ramps at PoinsettU Lane Lane Configuration fw Inlersection Capacity UtiHzation Pk. Hr. Tmie Period : 5:00 PM to 6:00 PM Lane Config- Soudi APOT (NB) Uft Thra Right biside Oeft) Outside Free-flow North ADOT (SB) Left Thro Right West ADOT (EB) Uft Thra Rigfat Page 3 of3 East ADOT (WB). Left Thra Right Lane Settings 0 12 Capacity 0 2000 3240 Are die Nortfa/Soudi phases spfit (Y/N)? N Are die EastAVest pfaases spfit (Y/N)? N Efficiency Lost FactOT O.IO Houriy Vohime 234 8 755 Adjusted Houriy Volume 0 242 755 Utifizatioa FactOT 0.00 0.12 0.23 Critical Facton 0.23 ICU Ratio = 0.64 LOS = 0 0 0.00 0.00 B 0 0 0.00 0 0 0.00 1 1800 170 170 0.09 0.09 2 4000 835 835 0.21 0 0 0.00 0 0 0.00 3 6000 701 701 0.12 1 1800 400 400 0.22 0.22 Tuming Movemenb at Intenection of: Time : 5:00 PM to 6M)PM Date Day Name W e Totah 1941 8/5/99 Thursday Angel, Cesar Sub- totah 936 1005 1-5 Northbound Ramps North Approach 170 835 0 Subtotah Total 234 997 and Poinsettia Lane Nortfa 1-5 Nortfabound Ramps 577 1 t r 8 755 997 Total 577 Subtotah Sub- totah 400 701 0 UOI 1590 Poinsettia Lane Totah 2691 A P P South Approach Note : Uft-tum volumes include U-tums. U-tums in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 1999 INTERSECTION ANALYSIS SUMMARY Intersection Number: 42 Intersection Location: I-5/Cannon 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 V K A City: Carisbad bitenection of: N/S Slreet: I-S Soutiibound Ramps E/W Stieel: Cannon Road Count Dates: 8/10/99 8/25/99 End of 15 mm. 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 8:1$ AM 830 AM 8:4$ AM 9:00 AM Max. 1$ mia Pk. Hr. Vol 7:30 AM 8:30 AM Peak Hour 3:4$ 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. IS mia Pk. Hr. Vol Days : Tuesday/Wednesday Weather: Sunny VRPA TURNING MOVEMENT ANALYSIS FUe : bit.# 42 DaU CoUeclcd by : Mike, Richard Traffic Conti^ol: SignaUzed Page 1 of3 4:45 PM 5:45 PM Peak Hour South Approach (NB) North Approach (SB) West Approach (EB) East Aonroach (WB) IS min Total Uft U-Tm Thra Right Peds Uft U-Tm Thra Right Peds Uft U-Tm Thra Right Peds Uft U-Tm Thra Right Peds Vehicles Peds 0 0 0 0 0 21 0 0 16 0 0 0 9 2 I 1 0 16 0 0 65 1 0 0 0 0 0 46 0 0 29 0 0 0 17 0 2 0 0 15 0 0 107 2 0 0 0 0 0 71 0 0 36 0 0 0 40 0 0 0 0 19 0 0 166 0 0 0 0 0 0 94 0 1 42 0 0 0 52 1 2 0 0 18 0 0 208 2 0 0 0 0 0 99 0 0 41 0 0 0 42 1 1 0 0 8 0 0 191 1 0 0 0 0 0 159 0 1 52 0 0 0 82 0 3 2 0 12 0 5 308 8 0 0 0 0 0 213 0 0 56 0 0 0 61 0 1 4 0 24 0 0 358 1 0 0 0 0 0 185 0 0 86 0 0 0 90 0 0 0 0 31 0 0 392 0 0 0 0 0 0 179 0 0 64 0 0 0 106 0 0 2 0 25 0 1 376 1 0 0 0 0 0 141 '0 0 80 0 0 0 66 0 0 3 0 43 0 0 333 0 0 0 0 0 0 110 0 0 62 0 0 0 85 0 0 8 0 33 0 0 298 0 0 0 0 0 0 138 0 0 38 0 0 0 64 2 I 14 0 33 0 0 289 1 0 0 0 0 0 213 0 1 86 0 0 0 106 2 3 14 0 43 0 5 392 8 0 0 0 0 0 718 0 0 286 0 0 0 323 0 I 9 0 123 0 1 1459 2 uilenection Traffic m Pk. Hr. = 1459 Peak Hr. Faclor 0.93 hitersection Pdstins m Pk. Hr. 2 0 0 0 0 0 SO 0 0 25 0 0 0 80 14 0 43 0 45 0 0 287 0 0 0 0 0 0 77 0 0 33 0 0 0 99 16 0 55 0 96 0 0 376 0 0 0 0 0 0 55 0 0 30 0 0 0 96 18 0 38 0 73 0 0 310 0 0 0 0 0 0 57 0 1 23 0 0 0 68 12 0 30 0 58 0 0 249 0 0 0 0 0 0 59 0 0 38 0 0 0 87 8 0 49 0 31 0 0 272 0 0 0 0 0 0 95 0 1 22 0 0 0 105 14 0 51 0 54 0 0 342 0 0 0 0 0 0 51 0 0 25 0 0 0 98 7 3 61 0 65 0 0 307 3 0 0 0 0 0 72 0 1 44 0 0 0 104 11 2 59 0 85 0 1 376 3 0 0 0 0 0 41 0 0 24 0 0 0 93 9 1 34 0 91 0 0 292 1 0 0 0 0 0 33 0 0 21 0 0 0 50 11 0 42 0 62 0 0 219 0 0 0 0 0 0 28 0 1 17 0 0 0 62 11 0 45 0 57 0 0 221 0 0 0 0 0 0 34 0 0 24 0 0 0 57 14 0 38 0 63 0 0 230 0 0 0 0 0 0 95 0 1 44 0 0 0 105 18 3 61 0 96 0 1 376 3 0 0 0 0 0 259 0 2 lis 0 0 0 400 41 6 205 0 295 0 1 1317 7 bitenection Traffic m Pk. Hr. = 1317 Peak Hr. Factor 0.88 Intenection Pdstins ui Pk. Hr. 1-5 Southbound Ramps at Cannon Road Lane (Configuration fOT Intersection Capacity Utilization Page 2 of3 Pk. Hr. Time Period : Soutfa ADOT (NB) Nortfa ADOT (SB) West APOT (EB) East ADOT (WB) 7:30 AM 8:30 AM to Ufl Thra Right Uft Thra Right Left Thra Right Left Thru Riffhi Lane biside 1 1 Config-Oeft) 2 1 I 1 1 1 urations 3 1 1 1 1 1 4 5 6 1 1 1 1 1 Outside 7 Free-flow Lane Settings 0 0 0 2 0 1 0 2 1 1 2 0 Capacity 3240 1800 Axe tfae Nortfa/Soutfa phases split (Y/N)? N Are die East/West phases s{^ (Y/N)? N Effidency Lost FactOT O.IO Houriy Volume 0 0 0 718 0 286 Adjusted Houriy Voiume 0 0 0 718 0 286 UtiHzatioo Factor 0.00 0.00 0.00 0.22 0.00 0.16 Critical Facton 0.00 0.00 0.22 ICU Ratio = 0.41 LOS = A 0 0 0.00 4000 1800 1800 4000 323 323 0.08 0.08 0 0 0.00 9 9 0.01 0.01 123 0 123 0 0.03 0.00 Turning Movements at Intersection of: 1-5 Southbound Ramps and Cannon Road W Totah 732 Time : 730 AM to 830 AM Date: 8/10/99 Day: Tuesday Name : Mike, Richard Sub- totah 409 323 0 323 0 Subtotah Total Nortfa Approacfa 286 If 1004 0 Nordi 1-5 Southbound Ramps 1004 0 718 J i u *i t r 0 123 9 Total Subtotah Sub- totah 132 1041 Cannon Road Totah 1173 Soutfa Approacfa Note : Uft-tum vohunes include U-tums. U-tiims in bold. I-S Southbound Ramps at Cannon Road Lane Configuration for Intersection Capacity UtiHzation Page 3 of3 Pk. Hr. Tnne Period : Soudi APOT (NB) Nordi APOT (SB) West APOT (EB) East APOT (WB) 4:45 PM to 5:45 PM Left Thra Right Uft Thra . Right Uft Thra Right Uft Thra Riaht Lane Inside 1 Config - (left) 2 urations 3 4 5 6 Outside 7 Free-flow 1 I' I 1 1 1 1 1 1 1 Lane Settings 0 0 0 2 0 1 0 2 1 1 2 0 Ate die North/South ptiases spfit (Y/N)? Are die East/West pfaases spfit (Y/N)? Effidency Lost FactOT N N 0.10 Houriy Vohime 0 0 0 259 2 115 0 400 41 205 295 0 Adjusted Hourty Vohime 0 0 0 259 2 115 0 400 41 205 295 0 Utilization FactOT 0.00 0.00 0.00 0.08 0.00 0.06 0.00 0.10 0.02 O.U 0.07 0.00 Critical Facton 0.00 0.00 0.08 0.00 0.10 O.U 0.00 ICU Ratio = 0.39 LOS = A Tuming Movements at Intersection of: 1-5 Southbound Ramps and Cannon Road w e Totah 851 Time : 4:45 PM to 5:45 PM Date: 8/25/99 Day: Wednesday Name : MUce, Richard Sub- totah 410 441 0 400 41 Subtotah Total Noitfa Approacfa lis If 248 248 376 2 1-S Southbound Ramps 376 259 J 1 u Nordi *i t r 0 295 205 Total Subtotah Sub- totah 500 659 Cannon Road Totah 1159 E a s t A P P South Approach Note : Uft-tum vohimes include U-tums. U-tums in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 1999 INTERSECTION ANALYSIS SUMMARY Intersection Number: 43 Intersection Location: I-5/Cannon Road Northbound Ramp Contents: Turn Movement Count Summary Page 1 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Turn Movement Diagram P.M. Peak Hour ICU Analysis and Turn Movement Diagram Page 2 Page 3 VRPA TURNING MOVEMENT ANALYSIS Cily: Cartsbad Intenection of: N/S Streel: I-S Northbound Ramps E/W Stiect: Cannon Road Page 1 of 3 Count Dates: 8/10/99 8/25/99 End of 15 mia 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 Days: Tuesday/Wednesday Weadier: Surmy South Approach (NB) Uft U-Tm Thra Right Peds 11 12 16 14 6 II 11 16 16 22 13 13 6 16 17 24 19 31 54 67 44 34 43 SO Traffic Contt-ol: North Approach (SB) FUe : bit.# 43 DaU CoUecled by: SignaUzed Jose, Richard Uft U-Tm Thra Righl Peds West Approach (EB) Ufl U-Tra Thro Rigfat Peda 7 9 22 21 26 16 24 24 33 22 30 32 0 0 0 0 0 0 0 0 0 0 0 0 21 56 91 124 117 231 241 252 256 180 176 159 0 0 0 0 0 0 0 0 0 0 0 0 1 2 0 2 1 3 1 0 0 0 0 1 East.Approach (WB) Ufl U-Tm Tfara Rigfat Peds 0 0 0 0 0 0 0 0 0 0 0 0 8 1 0 I 8 8 12 16 14 26 25 40 6 5 10 IS 13 13 41 30 25 43 44 37 0 0 0 0 0 5 0 0 1 0 0 0 15 mm Total Vehicles Peds 60 99 156 202 189 310 383 405 389 327 331 331 Max. 15 mia Pk. Hr. VoL 22 65 67 199 33 103 256 929 40 68 44 139 405 1504 7:30 AM 8:30 AM Peak Hour 3:45 PM 4:00 PM 4:15 PM 4:30 PM 4:45 PM 5:00 PM 5:15 PM 5:30 PM 5:45 PM 6:00 PM 6:15 PM 6:30 PM Max. 15 mia Pk. Hr. Vol. 4:45 PM 5:45 PM Peak Hour Intenection Traffic in Pk. Hr. Inlenection Pdstins in Pk. Hr. 1504 2 Peak Hr. Factor 0.93 II 39 35 39 8 6 17 31 44 33 14 9 0 1 0 1 0 0 I 2 1 0 0 0 22 23 15 25 19 22 26 15 21 18 18 22 44 98 26 84 Intenection Tiaffic in Pk. Hr. Intenection Pdstms in Pk. Hr. 2075 1 67 S3 68 56 66 65 90 64 66 60 45 44 0 0 0 0 0 0 0 0 0 0 0 0 93 125 82 69 79 135 90 112 72 23 46 47 0 0 0 0 0 0 0 0 0 0 0 0 90 285 135 409 Peak Hr. Factor 77 115 76 49 78 99 108 112 81 75 88 92 144 no 151 116 163 179 259 184 173 132 US 105 lis 400 259 795 0.88 414 466 427 355 413 506 591 $20 458 341 326 319 591 2075 I-S Northbound Ramps at Cannon Road Lane Configuration fOT Inlenection Capadty Utifization Page 2 of 3 Pk. Hr. Time Period : 7:30 AM to 8:30 AM Lane Config- urations Inside Oeft) Outside Free-flow Soudi ADOT (NB) North ADOT (SB) West APOT (EB) East ADOT rWB) Left Thra Right Left Thra Rigfat Left Thra Right Uft Tfara Rigfat 1 1 1 1 1 1 1 1 1 1 1 0 2 0 0 0 1 2 0 0 2 1 1800 0 3240 0 0 0 ISOO 4000 0 0 4000 1800 )? N 1800 N 0.10 65 1 199 0 0 0 103 929 0 b 68 139 66 0 199 0 0 0 103 929 0 0 68 139 0.04 0.00 0.06 0.00 0.00 0.00 0.06 0.23 0.00 0.00 0.02 0.08 0.06 0.23 0.39 LOS = A Lane Settings Capadty Ate die Noidi/Soudi phases spfit (Y/N Are die East/West pfaases spfit (Y/N)? Effidency Lost FactOT Hourly Vohime Adjusted Hourty Vohune Utilization FactOT Critical Facton Turning Movements at bitenection of: I-S Northbound Ramps and Cannon Road W e 8 t A P P r Time : 730 AM to 830 AM Date: mO/99 Day: Tuesday Name : Jose, Richard Sub- Totah totah 1165 133 1032 103 929 0 Subtotah Total Nortfa Approacfa 65 265 Nortfa 1 265 243 I-S Nortfaboond Ramps ^ t r 199 243 139 68 0 Total Subtotah Sub- totah 207 1128 Cannon Road Totab 1335 A P P r Soutfa Approacfa Note : Uft-tum vidumes include U-tums. U-tums in bold. 1-5 Northbound Ramps at Cannon Road Lane Configuration for Intersection Capadty UtiHzation Page 3 of 3 Pk. Hr. Ume Period Soutfa APOT (NB) Nordi ADOT (SB) West ADOT (EB) East APOT (WB) 4:45 PM to 5:45 PM Uft Thra Rigfat Uft Thra Right Uft Thro Right Uft Thra Rioht Lane Inside 1 Config-Oeft) 2 1 1 1 urations 3 1 1 1 1 1 4 5 6 1 1 1 1 1 Outside 7 Free-flow Lane Settings 1 0 2 0 0 0 1 2 0 0 2 1 Are die Nortfa/Soudi phases spfit (Y/N)? Are die East/West phases spfit (Y/N)? Effidency Lost FactOT Houriy Vohime Adjusted Hourly Vohime Utifization FactOT Critica] Facton 1800 0.10 98 108 0.06 0.06 3240 N N 1800 4000 4 84 0 0 0 285 409 0 0 400 0 84 0 0 0 285 409 0 0 400 0.00 0.03 0.00 0.00 0.00 0.16 0.10 0.00 0.00 0.10 0.16 4000 1800 795 795 0.44 0.44 ICU Ratio 0.76 LOS = Tuming Movements at Intersection of: W Time : 4:45 PM to 5:45 PM Date: 8/25/99 Day: Wednesday Name : AngeL Oscar Sub- Totah totah 1192 498 694 1-5 Northbound Ramps Nortfa Approacfa 285 409 0 Subtotah Total 98 0 186 and 1084 Nortfa 4 186 Cannon Road 1-5 Northbound Ramps J 1 u • t • ^1 t r 84 Total 1084 795 400 0 Subtotah Sub- totah 1195 493 Cannon Road Totah 1688 Soutfa Approacfa Note : Uft-tum votumes inchide U-tums. U-tums in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 1999 INTERSECTION ANALYSIS SUMMARY Intersection Number: 44 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 Cily: Cartsbad Intersection of: N/S Street: EAV Street: Count Date : 9/2/99 I-S Soutiibound Ramps La Costa Avenue Day: Tfaunday Weatfaer: Sunny VRPA TURNING MOVEMENT ANALYSIS FUe : bU.# 44 Dau CoUected by: Traffic Conti-ol: Jose, Doris SignaUzed Page 1 of3 End of IS South Approach O^B) North Approach (SB) West Approach (EB) End of IS mia prd. Uft U-Tm Thra Right Peda Uft U-Tm Thra Righl Peds Uft U-Tm Thra Righl Peds 6:15 AM 0 0 0 0 0 54 0 0 13 0 0 0 63 18 0 6:30 AM 0 0 0 0 0 74 0 0 24 0 0 0 55 30 0 6:45 AM 0 0 0 0 0 126 0 0 36 0 0 0 57 21 0 7:00 AM 0 0 0 0 0 105 0 1 8 0 0 0 70 14 0 7:15 AM 0 0 0 0 0 96 0 0 22 0 0 0 104 25 0 7:30 AM 0 0 0 0 0 81 0 1 24 0 0 0 105 21 0 7:45 AM 0 0 0 0 0 102 0 0 24 0 0 0 UO 22 0 8:00 AM • 0 0 0 0 0 96 0. 0 25 0 0 0 95 19 0 8:15 AM 0 0 0 0 0 101 0 0 41 0 0 0 79 25 0 8:30/VM * 0 0 0 0 0 97 0 0 20 0 0 0 IOO 26 0 8:45 AM • 0 0 0 0 0 103 0 0 18 0 0 0 99 19 0 9:00 AM 0 0 0 0 0 111 0 0 14 0 0 0 73 17 0 Max. 15 mia 0 0 0 0 0 126 0 1 41 0 0 0 no 30 0 Pk. Hr. Vol 0 0 0 0 0 397 0 0 104 0 0 0 373 89 0 7:45 AM Peak Intenection Traffic m Pk. Hr. 1884 Peak Hr. Faclor 0.98 8:45 AM Hour Inlenection Pdstms m Pk. Hr. 0 3:45 PM 0 . 0 0 0 0 114 0 0 28 0 0 0 62 22 1 4:00 PM 0 0 0 0 0 106 0 0 51 0 0 0 117 29 0 4:1$ PM 0 0 0 0 0 106 0 1 37 0 0 0 91 21 0 4:30 PM 0 0 0 0 0 116 0 1 43 0 0 0 124 19 1 4:4$ PM * 0 0 0 0 0 111 0 1 31 0 0 0 125 19 0 $:OOPM * 0 0 0 0 0 129 0 1 41 0 0 0 140 17 0 $:I$PM * 0 0 0 0 0 137 0 0 30 0 0 0 113 12 0 $:30 PM 0 0 0 0 0 US 0 2 36 0 0 0 130 14 0 5:4$ PM 0 0 0 0 0 102 0 0 51 0 0 0 98 15 0 6:00 PM 0 0 0 0 0 119 0 0 31 0 0 0 92 19 0 6:1$ PM 0 0 0 0 0 116., 0 1 34 0 0 0 101 16 0 6:30 PM 0 0 0 0 0 109 0 0 31 0 0 0 94 11 0 Max. 15 mia 0 0 0 0 0 137 0 2 51 0 0 0 140 29 1 Pk. Hr. Vol 0 0 0 0 0 493 0 3 145 0 0 0 502 67 1 East Approach (WB) Uft U-Tm Thra Rigfat Peds 124 140 134 109 146 142 134 182 174 160 149 131 0 0 0 0 0 0 0 0 0 0 0 0 26 27 69 62 69 54 36 65 44 66 81 61 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 15 min Total Vefaiclcs Peds 298 350 443 369 462 428 428 482 464 469 469 407 0 2 0 0 0 0 0 0 0 0 0 0 182 665 81 256 482 1884 116 139 101 105 97 107 107 112 120 86 84 76 0 0 0 0 0 0 0 0 0 0 0 0 90 84 109 93 94 89 86 77 88 97 101 93 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 2 0 432 526 466 501 478 524 485 486 474 444 453 414 139 416 109 362 526 1988 4:15 PM 5:15 PM Peak Hour Intersection Traffic in Pk. Hr. Intersection Pdstms in Pk. Hr. 1988 2 Peak Hr. Faclor 0.94 1-5 Southbound Ramps at La CosU Avenue Lane Configuration foe Intersection Capadty UtUization Page 2 of 3 Pk. Hr. Tnne Poiod : Soudi ApOTfNB) Nortfa APOT (SB) West ADOT (EB) East ADOT (WB) 7:45 AM to 8:45 AM Uft Thra Rigfat Uft Thra Ritdil Left Thra Right Left Thra Right Lane Inside 1 1 Ritdil 1 Config-Oeft) 2 1 1 1 urations 3 1 1 1 1 4 5 6 1 1 1 Outside 7 Free-flow Lane Settings 0 0 0 2 0 1 0 2 0 2 2 0 Capadty 0 0 0 3240 0 1800 0 4000 0 3240 4000 0 Are die Nortfa/Soodi phases spfit (Y/N)? N 4000 Are die East/West phase* spfil (Y/N)? N' Effideacy Lost FactOT 0.10 Hourty Vcriume 0 0 0 397 0 104 0 373 89 665 256 0 Adjusted Hourty Vofaime 0 0 0 397 0 104 0 462 0 66$ 256 0 Utifization FactOT 0.00 0.00 0.00 0.12 0.00 0.06 0.00 0.12 0.00 0.21 0.06 0.00 Critical Facton 0.00 0.00 0.12 0.12 0.21 0.06 0.00 ICU Ratio = 0.55 LOS = A Tuming Movemenb at Intenection of: 1-5 Soutfabound Ramps and La CosU Avenue w e s t A P P Totah 822 Time : 7:45 AM to 8:45 AM Date: 9/2/99 Day: Thursday Name : Jose, Doris Snb- totah 360 462 0 373 89 Subtotah Total North Approach 104 754 754 501 0 Nortfa 501 0 397 I-S Soutfabound Ramps J i u f *i t r 0 256 66$ Toul Subtotah Sub- totah 921 770 La CosU Avenue Totah 1691 A P P Soutfa Approacfa Note : Uft-tum vohimes inchide U-tums. U-tums in bold. 1-5 Southbound Ramps at La CosU Avenue Lane (Configuration fOT Intersection Capadty Utifization Pk. Hr. Time Period : Soutfa APOT (NB) Nortfa ADOT (SB) Weat ADOT (EB) Page 3 of 3 East APOT (WB) 4:1$ PM to 5:1$ PM Uft Tfaro Rigfat Left Tfaro Rigfat Left Tfara Rigfat Left Tfara Right Lane biside 1 Config - (left) 2 orations 3 4 5 6 Outside 7 Free-flow I 1 1 I 1 1 1 1 1 1 1 Lane Settings 0 0 0 2 0 1 0 2 0 2 2 0 Are die Nordi/Soutfa phases spfil (Y/N)? Are die East/West phases spfit (Y/N)? Effidency Lost FactOT N N O.IO Houriy Vohime 0 0 0 493 3 145 0 502 67 416 362 0 Adjusted Houriy Vofaime 0 0 0 493 3 145 0 569 0 416 362 0 Utifization FactOT 0.00 0.00 0.00 0.15 0.00 0.08 0.00 0.14 0.00 0.13 0.09 0.00 Critical Facton 0.00 0.00 0.15 0.00 0.14 0.13 0.00 KCU Ratio = 0.52 LOS = Tuming Movements at Intersection of: 1-5 Southbound Ramps and La CosU Avenue W Time : 4:15 PM to 5:15 PM Date: 9/2/99 Day : Thursday Name : Jose, Doris Sub- Totah totah 1076 507 569 Nortfa Approach 145 0 502 67 Subtotah Total 486 641 3 Nortfa 641 0 493 I-S Southbound Ramps J I u 0 362 416 Total Subtotah Sub- totah 778 995 La CosU Avenue Totab 1773 A P P r 486 Soutfa Approacfa Note : Uft-tum vohimes inchide U-tums. U-tums in bold. CITYOFCARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 1999 INTERSECTION ANALYSIS SUMMARY Intersection Number: 45 Intersection Location: I-5/La Costa Avenue Northbound Ramp Contents: Turn Movement Count Summary Pagel (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 CUy: Cartsbad Intenection of: N/S Sheet: I-S Northbound Ramps E/W Slreet: La CosU Avenue Counl Dale: 9/2/99 Day: Hiursday Weadier: Sunny VRPA TURNING MOVEMENT ANALYSIS FUe : bit.# 45 DaU CoUected by: Traffic Conti-ol: Mike, Oscar SignaUzed Page 1 of 3 End of 15 mia prd. South Approach (NB) Uft U-Tm Thra Righl Peds North Approach (SB) Uft U-Tm Thra Right Peds West Approach (EB) Uft U-Tm Thro Rigfat Peds East Approach (WB) Uft U-Tm Tfara Righl Peds IS min Toul Vehicles Peds 6:15 AM 10 0 0 31 0 0 0 0 0 0 21 0 96 0 0 0 0 140 36 0 334 0 6:30 AM 11 0 0 36 0 0 0 0 0 0 22 0 107 0 0 0 0 156 7$ 2 407 2 6:45 AM IS 0 0 95 0 0 0 0 0 0 20 0 163 0 0 0 0 19$ 62 0 550 0 7:00 AM 11 0 0 79 0 0 0 0 0 0 9 0 166 0 0 0 0 160 74 0 499 0 7:15 AM 13 0 0 88 0 0 0 0 0 0 17 0 183 0 0 0 0 202 111 0 614 0 7:30 AM 17 0 0 10$ 0 0 0 0 0 0 26 0 160 0 0 0 0 179 US 0 605 0 7:45 AM 16 0 0 136 0 0 0 0 0 0 28 0 179 0 0 0 0 1$7 130 0 646 0 8:00 AM • 39 0 0 128 0 0 0 0 0 0 19 0 172 0 0 0 0 218 120 0 696 0 8:15 AM • 34 0 0 119 0 0 0 0 0 0 24 0 155 0 0 0 0 181 109 0 622 0 830 AM • 33 0 0 113 0 0 0 0 0 0 22 0 178 0 0 0 0 193 126 0 665 0 8:45 AM • 32 0 0 98 0 0 0 0 0 0 28 0 177 0 0 0 0 198 116 0 649 0 9:00 AM 14 0 0 73 0 0 0 0 0 0 17 0 171 0 0 0 0 182 88 0 545 0 Max. 15 mia 39 0 0 136 0 0 0 0 0 0 28 0 183 0 0 0 0 218 130 2 696 2 Pk. HI. Vol 138 0 0 4$8 0 0 0 0 0 0 93 0 682 0 0 0 0 790 471 0 2632 0 7:45 AM Peak buersection Traffic in Pk. Hr. 2632 Peak Hr. Factw 0.95 8:45 AM Hour Intersection Pdstins in Pk. Hr. = 0 3:45 PM 13 0 0 108 0 0 0 0 0 0 38 0 138 0 1 0 0 193 126 0 616 1 4:00 PM 34 0 0 UO 0 0 0 0 0 0 46 0 177 0 0 0 0 188 147 0 702 0 4:15 PM 30 0 0 121 0 0 0 0 0 0 32 0 168 0 0 0 0 180 112 0 643 0 4:30 PM • . 37 0 0 127 0 0 0 0 0 0 61 0 179 0 1 0 0 161 129 0 694 1 4:45 PM • i 26 0 0 101 0 0 0 0 0 . 0 51 0 185 0 0 0 0 163 132 0 658 0 5:00 PM • 20 0 0 11$ 0 0 0 0 0 0 51 0 218 0 0 0 0 176 112 1 692 1 5:15 PM • 35 0 0 124 0 0 0 0 0 0 50 0 200 0 0 0 0 158 111 0 678 0 530 PM 25 0 0 128 0 0 0 0 0 0 68 0 178 0 0 0 0 166 114 0 679 0 5:45 PM 18 0 0 14$ 0 0 0 0 0 0 44 0 156 0 0 0 0 190 UO 0 663 0 6:00 PM 23 0 0 13$ 0 0 0 0 0 0 41 0 170 0 0 0 0 160 94 0 623 0 6:15 PM 29 0 0 121 0 0 0 0 0 0 43 0 176 0 0 0 0 156 111 2 636 2 6:30 PM 25 0 0 117 0 0 0 0 0 0 37 0 166 0 0 0 0 141 10$ 0 591 0 Max. 15 mia 37 0 0 14$ 0 0 0 0 0 0 68 0 218 0 1 0 0 193 147 2 702 2 Pk. Hr. Vol 118 0 0 467 0 0 0 0 0 0 213 0 782 0 1 0 0 658 484 1 2722 2 4:15 PM Peak Intenection Traffic in Pk. Hr. 2722 Peak Hr. Faclor 0.97 5:15 PM Hour Intersection Pdstms in Pk. Hr. = 2 1-5 Northbound Ramps at La CosU Avenue Lane Configuration for bitenection (C^iacity UtUization Pk. Hr. Tnne Period : 7:45 AM to 8:45 AM Lane (Config - urations Page 2 of3 East APOT (WB) Lane Settings 1 Capacity IgOO Are die Noitfa/Sooth pfaases spfit (Y/N)7 Are die EastAVest pfaases spOi (Y/N)? Effidency Lost FactOT 0.10 Hourty Vofaime 138 Adjusted Hourly Vofaime 66 UtiHzation FactOT 0.04 Critical Facton 0 0 0.00 458 458 0.14 0.14 0 0 0.00 0.00 0 0 0.00 0 0 0.00 93 93 0.05 O.OS 682 682 0.17 0 0 0.00 0 0 0.00 790 790 0.13 471 471 0.26 0.26 ICU Ratio 0.5$ LOS = Tuming Movements at Intenection of: 1-5 Northbound Ramps and La CosU Avenue Time : 7:4$ AM to 8:45 AM Date: 9/2/99 Day: Thursday Name: MUce, Oscar Sub- Totah totjln W e 8 t A P P 1703 928 775 Nortfa Approach 93 682 0 Subtotah Total 138 0 596 Nortfa 0 596 564 1-5 Northbound Ramps 564 J i u *i t r 458 471 790 0 TotiU Subtotah Sub- totah 1261 1140 La CosU Avenue Totah 2401 8 1 A P P r Soutfa Approacfa Note : Uft-tum volumes include U-hims. U-tnms in bokl 1-5 Northbound Ramps at La CosU Avenue Lane (Configuration fOT Inlenection (Capacity UtiHzatioc Pk. Hr. Tiine Period : Soudi APOT (NB) Nordi APOT (SB) West APOT (EB) Page 3 of3 East APOT (WB) 4:15 PM to 5:1$ PM Left Thro Right Left Thro Rirfit Left Tfaro Rigfai Left Tfara Riafat Lane Inside 1 Config- (left) 2 I 1 urations 3 j 4 1 5 6 Outside 7 Free-flow 1 1 1 1 1 1 I Lane Settings 1 0 2 0 0 0 1 2 0 0 3 1 Are die Nortfa/Soutfa pfaases spfit (Y/N)? Are die East/West pfaases spfit (Y/N)? Effidency Lost FactOT 0.10 Hourly Vcriume U8 Adjusted Hourly Vofaime 108 UtiHzation FactOT 0.06 Critical Factors N N 0 467 0 0 0 213 782 0 0 658 484 0 467 0 0 0 213 782 0 0 658 484 0.00 0.14 0.00 0.00 0.00 0.12 0.20 0.00 0.00 O.U 0.27 0.14 0.00 0.12 0.27 ICU Ratio = 0.63 LOS = Turmng Movements at Inlenection of: 1-5 Nortfabound Ramps and La CosU Avenue Tnne : 4:15 PM to 5:15 PM Date Day Name W e s 1 A P P Totah 1771 9/2/99 Tfaursday Mike, Oscar Sub- -totah^ 776 995 213 782 0 Subtotah Toul Nortfa Approacfa US 0 585 Nortfa 0 585 1-5 Northbound Ramps 697 J 1 u f 467 697 484 658 0 Total Subtotah Sub- totah 1142 1249 La CosU Avenue Totah 2391 A P P r Soutfa Approach Note : Left-tum volumes mclude U-tums. U-hms in bold. CITYOFCARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 1999 INTERSECTION ANALYSIS SUMMARY Intersection Number: 46 Intersection Location: Palomar Airport Road 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 F*A City: Carisbad Intenection of: N/S Streel: Paseo Del Norte E/W Sti-eet: Palomar Aiiport Road VRPA TURNING MOVEMENT ANALYSIS FUe : hit.# 46 Dala CoUecled by : AngeL Cesar, Richard Page 1 of 3 Count Dates : 8/11/99 8/26/99 End ofl 5 mia prd. Days: Wednesday/Thunday Weadiei: Sunny South Approach (NB) Traffic Conti-ol: Uft U-Tm Thra Right Peds North Approach (SB) Ufl U-Tm Thra Righl Peds Signalized West Approach (EB) Uft U-Tm Thra Rigfai Peda East Approach (WB) Uft U-Tm Thra Rigfat Peds 15 mm Total Vehicles Peds 6:15 AM 58 0 7 12 0 13 0 4 10 0 24 2 3$2 34 0 19 9 142 19 0 705 0 6:30 AM 47 0 10 25 0 10 0 0 6 0 20 0 448 33 0 13 2 200 24 0 838 0 6:45 AM 42 0 16 27 0 7 0 5 19 1 32 0 $80 37 0 10 4 210 2$ 0 1014 1 7:00 AM 40 0 19 26 0 19 0 5 17 0 37 2 $21 20 3 21 2 214 40 0 983 3 7:15/VM 26 0 16 20 0 24 0 6 21 0 SO 1 613 • 15 0 16 0 234 64 2 1106 2 7:30 AM • 57 0 28 33 0 49 0 6 25 0 51 0 686 28 0 15 2 227 42 0 1249 0 7:45 AM * 67 0 29 49 3 49 0 7 18 0 51 0 726 38 1 21 5 218 49 0 1327 4 8:00 AM • 84 0 45 34 0 60 0 20 24 0 39 4 $87 28 1 32 8 282 $2 0 1299 1 8:15 AM • 72 0 33 18 0 34 0 18 27 0 47 2 $77 24 0 35 2 247 34 3 1170 3 830 AM 66 0 32 24 0 45 0 12 37 0 42 0 4$9 33 1 IS 3 257 35 0 1060 1 8:45 AM 51 0 17 18 0 47 0 18 39 0 49 2 392 47 0 18 2 297 46 3 1043 3 9:00 AM 31 0 29 21 3 40 0 18 40 0 55 0 376 47 0 20 5 287 63 0 1032 3 Max. 15 min. 84 0 45 49 3 60 0 20 40 1 55 4 726 47 3 35 9 297 64 3 1327 4 Pk. Hr. VoL 280 0 135 134 3 192 0 51 94 0 188 6 2576 118 2 103 17 974 177 3 5045 8 7:15 AM Peak Intenection Traffic in Pk. Hr. = 5045 Peak Hr. Faclor 0.9$ 8:15 AM Hour bUcnection Pdstms in Pk. Hr. = 8 3:45 PM 60 0 24 46 1 45 0 7 25 1 57 4 358 32 1 40 14 471 83 1 1266 4 4:00 PM 76 0 23 29 0 64 0 25 47 0 5$ 7 346 45 0 43 9 525 84 2 1378 2 4:15 PM 82 0 21 36 2 59 0 27 64 0 $2 2 353 31 2 45 12 468 73 0 1325 4 4:30 PM 82 0 20 33 0 S3 0 34 $7 0 $6 $ 334 50 0 44 7 593 71 4 1439 4 4:45 PM * 78 0 26 29 0 81 0 32 64 0 46 $ 306 38 0 38 9 470 79 0 1301 0 5:00 PM • SO 0 42 29 0 49 0 34 6$ 0 44 3 340 32 0 28 8 540 55 0 1319 0 5:1$ PM • 68 0 32 28 1 61 0 24 80 1 47 3 312 41 0 43 7 465 58 0 1269 2 $:30 PM • 61 0 22 26 0 40 0 28 83 2 $2 4 366 35 I $6 6 725 78 2 1582 5 $:4$ PM 52 0 23 41 0 51 0 11 67 1 49 3 290 44 0 30 8 538 49 0 1256 1 6:00 PM 64 0 22 27 0 46 0 24 57 3 $0 7 298 39 0 32 10 $28 50 I 1254 4 6:1$ PM 70 0 21 37 1 68 0 23 49 2 $3 3 276 48 0 43 5 427 72 1 1195 4 6:30 PM 44 0 11 25 0 28 0 22 73 1 38 3 271 36 1 29 6 337 55 0 978 2 Max. 15 min. 82 0 42 46 2 81 0 34 83 3 $7 7 366 SO 2 $6 14 72$ 84 4 1582 $ Pk. Hr. Vol 257 0 122 112 1 231 0 118 292 3 189 1$ 1324 146 1 16$ 30 2200 270 2 5471 7 4:30 PM Peak Intenection Traffic in Pk. lb. 5471 Peak lb. Factor 0.86 5:30 PM Hour Inlenection Pdstins in Pk. Hr. 7 Paseo Del Norte at Palomar Airport Road Lane Configuration for bitenection Capadty UtiHzation Pk. Hr. Tone Period : 7:1$ AM to 8:1$ AM Lane Config- Soutfa .ApOT (NB) Uft Thra Rigfat biside Oeft) Outside Free-flow Noidi .ADOT (SB) Uft Tfara Right West ADOT (EB) Left Thra Righl Page 2 of 3 East ADOT (WB) Uft Thra Right Lane Settings 2 Capadty 3240 Are die Nordi/Soudi phases s^ (Y/N)? Are die East/West phases spfit (Y/N)? Efficiency Lost FactOT 0.10 Hourly Vohime 280 Adjusted Houriy Vohmie 280 Utifizatioa FactOT 0.09 Critical Facton 2 4000 13$ 269 0.07 0.07 0 0 N N 134 0 0.00 2 3240 192 192 0.06 0.06 2 4000 $1 14$ 0.04 94 0 0.00 2 3240 194 194 0.06 3 6000 2$76 2694 0.4$ 0.4$ 118 0 0.00 2 3240 120 120 0.04 0.04 3 6000 974 974 0.16 1 1800 177 177 0.10 I(X'Ratio = 0.72 LOS = Tunring Movemenb at Intenection of: Paseo Del Norte and Palomar Airport Road Tnne : 7:1$ AM to 8:1$ AM Date: 8/11/99 Day : Wednesday Name : Angel, Cesar, Richard Sub- Totah totah W e 8 t A P P r 4242 13$4 2888 Nortfa Approacfa 94 194 2$76 US Subtotah Total ~lf 272 280 0 821 337 $1 Nortfa 13$ 549 837 0 192 Paseo Del Norte 500 f ^ t r 134 177 974 120 17 Total Subtotah Sub- totals 1271 2919 Palomar Airport Road Totab 4190 s 1 A P P r Soudi .Approacfa Note : Uft-tum vohimes inchide U-tiims. U-tums in bold. Paseo Del Norte at Palomar Airport Road Pk. Hr. Time Period : 430 PM to 530 PM Lane Config- urations Soudi ADOT (NB) Uft Thra Righl Inside Oeft) Outside Free-flow Lane Settings 2 Capacity 3240 Are die Nortfa/Soudi pfaases spfit (Y/N)? Are die East/West phases spSt (Y/N)? Effidency Lost FactOT 0.10 Hourly Vohime 2$7 Adjusted Hourly Vofaime 2$7 Utilization FactOT o.OS Critical Facton o.OS 2 4000 122 234 0.06 0 0 N N 112 0 0.00 n Page 3 of3 Nortfa APOT (SB) West APOT (EB) East APOT (WB) Uft Thra Right Uft Thra Right Uft Thra Rigfat I 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 2 2 0 2 3 0 2 3 1 3240 4000 231 231 0.07 118 410 0.10 0.10 3240 6000 3240 6000 1800 292 0 0.00 204 204 0.06 0.06 1324 1470 0.2$ 146 0 0.00 19$ 19$ 0.06 2200 2200 0.37 0.37 270 270 0.1$ ICU Ratio = 0.71 LOS = Turning Movemenb at Intersection of: Paseo Del Norte and Palomar Airport Road Time : 4:30 PM to $30 PM Date: 8/26/99 Day: Thunday Name : Angel, Cesar, VficheUe Sub- Totah totah W 4438 2764 1674 Nortfa Approacfa 292 15 204 1324 146 Subtotah Total 429 2$7 0 920 641 Nordi 122 491 1222 Paseo Del Norte 581 118 231 J 1 u ^ f r 112 270 2200 195 30 Total Subtotah Sub- totah 2665 1697 Palomar Airport Road Totah 4362 A P P Soutfa Approach Note : Uft-tum volumes include U-tums. U-tums in bold.' cmr OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 1999 INTERSECTION ANALYSIS SUMMARY Intersection Number: 47 Intersection Location: I-5/Palomar Airport Road Southbound Ramp Contents: Turn Movement Count Summary Page 1 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Page 2 Turn Movement Diagram P.M. Peak Hour ICU Analysis and Page 3 Turn Movement Diagram 7^ 11 ' J If "-'» CUy: Carisbad bUcnection of: N/S Street: 1-5 Soutiibound Ramps E/W Streel: Palomar Airport Road VRPA TURNING MOVEMENT ANALYSIS FUe : bit.# 47 DaU CoUected by Page 1 of 3 Count Dates : 8/11/99 8/26/99 Days; Wednesday/Thursday Weadier: Sunny Ann, Owen Traffic Control: Signalized South Approach (NB) North Approach (SB) Wesl Approach (EB) East Approach (WB) 1$ min Tolal End of 15 mia prd. Uft U-Tm Thra Right Peds Ufl U-Tm Thra Right Peds Uft U-Tm Thra Righl Peds Uft U-Tm Thra Right Peds Vehicles Peds 6:15 AM 0 0 0 0 0 100 0 0 14 0 0 0 94 18 1 0 0 99 68 0 393 1 6:30 AM 0 0 0 0 0 162 0 0 62 0 0 0 66 18 1 0 0 92 103 0 $03 1 6:45 AM 0 0 0 0 0 213 0 0 $4 0 0 0 131 21 0 0 0 129 113 0 661 0 7:00 AM 0 0 0 0 0 20$ 0 0 60 0 0 0 131 26 0 0 0 116 106 0 644 0 7:15 AM 0 0 0 0 0 181 0 0 44 0 0 0 14$ 34 0 0 0 120 132 1 6$6 1 7:30 AM * 0 0 0 0 0 234 0 0 $9 0 0 0 134 48 1 ^ 0 0 159 103 0 737 1 7:45 AM * 0 0 0 0 0 292 0 0 $9 0 0 0 139 $4 1 0 0 119 12$ 0 788 1 8:00 AM * 0 0 0 0 0 189 0 0 40 0 0 0 129 43 4 0 0 181 144 0 726 4 8:1$ AM • 0 0 0 0 0 194 0 0 $0 0 0 0 122 53 2 0 0 162 139 0 720 2 8:30 AM 0 0 0 0 0 188 0 0 $8 0 0 0 93 49 3 0 0 191 109 0 688 3 8:4$ AM 0 0 0 0 0 123 0 0 33 0 0 0 84 37 1 0 0 214 116 0 607 1 9:00 AM 0 0 0 0 0 126 0 0 18 0 0 0 111 SO 2 0 0 183 127 0 617 2 Max. 1$ mia 0 0 0 0 0 292 0 0 62 0 0 0 14$ 54 4 0 0 214 144 1 788 4 Pk. Hr. Vol 0 0 0 0 0 909 0 0 208 0 0 0 $24 198 8 0 0 621 $11 0 2971 8 7:15 AM Peak bitenection Traffic m Pk. Hr. = 2971 Peak Hr. Faclor 0.94 8:15 AM Hour Inlenection Pdstins ui Pk. Hr. = 8 3:45 PM 0 0 0 0 0 132 0 0 $1 0 0 0 1$3 39 1 0 0 195 181 0 7$l 1 4:00 PM 0 0 0 0 0 134 0 0 3$ 0 0 0 179 51 2 0 0 170 2$6 0 82$ 2 4:15 PM 0 0 0 0 0 138 0 0 $0 0 0 0 118 49 0 0 0 192 239 0 786 0 4:30 PM 0 0 0 0 0 114 0 0 3$ 0 0 0 167 71 1 0 0 199 270 0 856 I 4:45 PM 0 0 0 0 0 119 0 0 34 0 0 0 127 43 4 0 0 194 224 0 741 4 5:00 PM 0 0 0 0 0 114 0 0 37 0 0 0 142 36 0 0 0 178 231 0 738 0 5:15 PM * 0 0 0 0 0 12$ 0 0 3$ 0 0 0 156 60 1 0 0 152 233 0 761 1 5:30 PM * 0 0 0 0 0 118 0 0 36 0 0 0 186 75 3 0 0 318 28$ 0 1018 3 5:45 PM * 0 0 0 0 0 118 0 0 47 0 0 0 146 73 2 0 0 167 328 0 879 2 6:00 PM * 0 0 0 0 0 111 0 0 36 0 0 0 181 67 2 0 0 227 248 0 870 2 6:15 PM 0 0 0 0 0 114 0 0 24 0 0 0 12$ 43 I 0 0 257 149 1 712 2 6:30 PM 0 0 0 0 0 78 0 0 37 0 0 0 14$ 38 0 0 0 213 123 0 634 0 Max. 15 mm. 0 0 0 0 0 138 0 0 $1 0 0 0 186 75 4 0 0 318 328 I 1018 4 Pk. Hr. Vol 0 0 0 0 0 472 0 0 1$4 0 0 0 669 275 8 0 0 864 1094 0 3528 8 $:OOPM Peak Intenection Traffic m Pk. Hr. = 3$28 Peak Hr. Factor 0.87 6:00 PM Hour bitenection Pdstms ui Pk. Hr. = 8 1-5 Southbound Ramps at Palomar Airport Road Lane Configuration for Inlersection Capadty Utilization Page 2 of 3 Pk. Hr. Time Period : Soutfa APOT (NB) North APOT (SB) West ADOT (EB) East APOT (WB) 7:15 AM to 8:15 AM, Left Tfara Right Left Thra Right Uft Thra Righl Uft Tfaro Rigfat Lane biside 1 Config - (left) 2 urations 3 4 $ 6 Oitxide 7 Free-flow 1 1 1 1 1 I 1 1 1 1 Lane Settings 0 0 0 Capacity 0 0 0 Are die Noidi/Soudi pfaases spfil (Y/N)? N 2 0 1 3240 0 1800 0 3 0 0 6000 0 0 2 0 0 4000 0 Are die East/West phases spbl (Y/N)? Effidency Lost FactOT 0.10 Hourly Vohime 0 0 0 909 0 208 0 524 198 0 621 511 Adjusted Hourly Vohime 0 0 0 909 0 208 0 722 0 0 621 0 UtUization FactOT 0.00 0.00 0.00 0.28 0.00 0.12 0.00 0.12 0.00 0.00 0.16 0.00 Critical Facton 0.00 0.00 0.28 0.00 0.16 0.00 ICU Ratio = 0.54 LOS = A Turning Movemenb at Intenection of: 1-5 Southbound Ramps and Palomar Airport Road w e Totah 1551 Time : 7:15 AM to 8:15 AM Date: 8/11/99 Day: Wednesday Name : Ann, Owen Sub- totals 829 722 Nortfa Approacfa 208 0 524 198 Subtotah Total 198 198 1117 0 Nortfa 1-5 Soutfabound Ramps 1628 0 909 J i u 511 511 621 0 Total Subtotah Sub- totals 1132 1433 Palomar Airport Road Totah 2565 A P P Soutfa Approacfa Note : Uft-tum volumes include U-turns. U-tums in bold. I-S Southbound Ramps at Palomar Airport Road Lane Configuration fOT Intenection Capadty Utilization Page 3 of 3 Pk. Hr. Tnne Period : Soudi APOT (NB) Nordi APOT (SB) West APOT (EB) East ADOT (WB) 5:00 PM to 6:00 PM Uft Tfara Rigfat Uft Tfara Rigfai Uft Tfara Righl Uft Thra Right Lane Inside 1 1 Config-Oefl) 2 1 urations 3 1 1 1 4 I 1 5 6 I 1 Outside 7 Free-flow 1 Lane Settings 0 0 0 2 0 1 0 3 0 0 2 0 Capadty 0 0 0 3240 0 1800 0 6000 0 0 4000 0 Are die Nortfa/Soutfa phases spfit (Y/N)? N Are die East/West phases spfit (Y/N)? N Effidency Lost FactOT 0.10 Hourly Vofaime 0 0 0 472 0 154 0 669 27$ 0 864 1094 Adjusted Hourly Vofanne 0 0 0 472 0 1$4 0 944 0 0 19$8 0 Utilization FactOT 0.00 0.00 0.00 0.15 0.00 0.09 0.00 0.16 0.00 0.00 0.49 0.00 Critical Facton 0.00 0.00 0.15 0.00 0.49 0.00 ICU Ratio = 0.74 LOS = C Turning Movemenb at Intersection of: 1-5 Southbound Ramps and Palomar Airport Road w e 8 t A . P P r Tnne : $:00 PM to 6:00 PM Date: 8/26/99 Day : Thursday Name : Oscar, Richard Sub- Totab totah 1962 1018 944 0 669 27$ Subtotah Total North Approach 1$4 275 275 626 0 North 1-5 Soutfabound Ramps 1720 0 472 J i u 1094 1094 864 0 Total Subtotah Sub- totah 1958 1141 Palomar Airport Road Totah 3099 Soudi Approach Note : Uft-tum vohimes include U-tums. U-hims in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 1999 INTERSECTION ANALYSIS SUMMARY Intersection Number: 48 Intersection Location: I-5/Palomar Airport Road Northbound Ramp Contents: Turn Movement Count Summary Page 1 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Turn Movement Diagram P.M. Peak Hour ICU Analysis and Turn Movement Diagram Page 2 Page 3 VRPA TURNING MOVEMENT ANALYSIS City: Cartsbad Intenection of: N/S Street: 1-5 Northbound Ramps E/W Stieet: Palomar Aiiport Road Page 1 of 3 Counl Dales : 8/11/99 8/2&99 End of 15 min. pid. Days: Wednesday/Thunday Weadiei: Sunny South Approach (NB) FUe : bil.# 48 DaU CoUecled by: Traffic Control: MicheUe, MUce SignaUzed Uft U-Tm Thra Righl Peds North Approach (SB) Uft U-Tm Thra Rigfai Peda West Approach (EB) Uft U-Tm Thra Right Peds East Approach (WB) Uft U-Tm Thra Righl Peda 15 min Tolal Vehicles Peds 6:15 AM 20 0 0 216 0 0 0 0 0 0 5 0 189 0 1 0 0 147 67 0 644 1 6:30 AM 25 0 0 294 0 0 0 0 0 0 9 0 219 0 1 0 0 170 76 0 793 1 6:45 AM 35 0 0 319 0 0 0 0 0 0 9 0 33$ 0 0 0 0 207 61 0 966 0 7:00 AM 30 0 0 238 0 0 0 0 0 0 2 0 334 0 0 0 0 192 81 0 877 0 7:15 AM 40 0 0 379 0 0 0 0 0 0 12 0 309 0 0 0 0 210 77 1 1027 I 7:30 AM 33 0 0 411 0 0 0 0 0 0 17 0 349 0 1 0 0 228 85 0 1123 1 7:45 AM * 39 0 0 389 0 0 0 0 0 0 13 0 426 0 1 0 0 198 95 0 1160 1 8:00 AM 43 0 0 350 0 0 0 0 0 0 12 0 314 0 4 0 0 290 104 0 1113 4 8:15 AM * 56 0 0 344 0 0 0 0 0 0 21 0 296 0 2 0 0 243 103 0 1063 2 8:30 AM 47 0 0 275 0 0 0 0 0 0 10 0 268 0 3 0 0 2$8 103 0 961 3 8:4$ AM SI 0 0 291 0 0 0 0 0 0 19 0 190 0 1 0 0 288 93 0 932 1 9:00 AM 42 0 0 257 0 0 0 0 0 0 16 0 216 0 2 0 0 267 87 0 885 2 Max. 1$ mia 56 0 0 411 0 0 0 0 0 0 21 0 426 0 4 0 0 290 104 1 1160 4 Pk. Hr. Vol 171 0 0 1494 0 0 0 0 0 0 63 0 138$ 0 8 0 0 9$9 387 0 4459 8 7:1$ AM Peak bitenection Traffic in Pk. Hr. = 4459 Peak Hr. Faclor 0.96 8:1$ AM Hour Intersection Pdstins in Pk. Hr. = 8 3:4$ PM 22 0 0 197 0 0 0 0 0 0 35 1 249 0 1 0 0 354 199 0 1057 I 4:00 PM 40 0 0 201 0 0 0 0 0 0 56 0 2$4 0 2 0 0 386 260 0 1197 2 4:1$ PM 32 0 0 224 0 0 0 0 0 0 26 2 227 0 0 0 0 399 215 0 1125 0 4:30 PM 36 0 0 213 0 0 0 0 0 0 44 0 237 0 1 0 0 434 298 0 1262 I 4:4$ PM 32 0 1 189 0 0 0 0 0 0 29 0 218 0 4 0 0 / 372 221 0 1062 4 $:00 PM * 19 0 0 198 0 0 0 0 0 0 34 0 222 0 0 0 0 401 269 0 1143 0 $;15PM 25 0 0 172 0 0 0 0 0 0 56 0 224 0 1 0 0 365 197 0 1039 1 5:30 PM 28 0 0 199 0 0 0 0 0 0 38 0 266 0 3 0 0 575 298 0 1404 3 5:45 PM * 28 0 1 160 0 0 0 0 0 0 31 2 231 0 2 0 0 467 190 0 UIO 2 6:00 PM 37 0 2 157 0 0 0 0 0 0 50 0 237 0 2 0 0 430 209 0 1122 2 6:15 PM 34 0 0 168 0 0 0 0 0 0 30 1 208 0 1 0 0 384 171 1 996 2 6:30 PM 29 0 1 155 0 0 0 0 0 0 26 0 197 0 0 0 0 309 145 0 862 0 Max. 15 min. 40 0 2 224 0 0 0 0 0 0 $6 2 266 0 4 0 0 575 298 1 1404 4 Pk. Hr. Vol 100 0 1 729 0 0 0 0 0 0 1$9 2 943 0 6 0 0 1808 954 0 4696 6 4:45 PM Peak Intenection Traffic in Pk. Hr. = 4696 Peak Hr. Faclor 0.84 5:45 PM Hour bitenection Pdstins in Pk. Hr. = 6 1-5 Northbound Ramps at Palomar Airport Road Lane Configuration fw Intersection Capacity Utifization Page 2 of3 Pk. Hr. Tnne Period : Soudi APOT (NB) Nordi APOT (SB) West APOT (EB) East ADOT (WB) 7:15 AM to 8:15 AM Ufl Tfara Rigfai Uft Tfara Right Lefl Thra Right Left Tfara Riidil Lane Inside 1 Config - (left) 2 1 1 1 urations 3 I 1 1 1 1 1 4 5 1 I 1 1 1 1 Oasside 6 7 1 1 Free-flow 1 1 Lane Settings Capadty Are die Notth/Soudi phases spfit (Y/N)? Are die East/West phases spfit (Y/N)? Effidency Lost FactOT 0 0 0.10 1 2000 2 3240 N N 0 0 0 0 0 0 1 1800 3 6000 0 0 0 0 3 6000 2 3240 Hourly Vofaime Adjusted Hourly Volume Utifization FactOT Critical Facton 171 0 0.00 0 171 0.09 1494 1494 0.46 0.46 0 0 0.00 0 0 0.00 0 0 0.00 63 63 0.04 1385 1385 0.23 0.23 0 0 0.00 0 0 0.00 959 959 0.16 387 387 0.12 ICU Ratio 0.79 LOS = Tuming Movemenb at Intersection of: 1-5 Nortfabound Ramps and I>alomar Airport Road W e Totab 2578 Tnne : 7:15 AM to 8:15 AM Date: 8/11/99 Day : Wednesday Name : VficfaeUe, Mike Sub- totals 1130 1448 Noitfa Approacfa 63 1385 0 Subtotah Total 171 0 1665 North 0 1665 450 1-5 Northbound Ramps Tobd 450 J i u ^ t r 1494 387 959 0 Subtotah Sub- totals 1346 2879 Palomar Airport Road Totah 4225 8 t A P P I South Approach Note : Uft-tum volumes incfaide U-tums. U-tums in bold. I-S Northbound Ramps at Palomar Airport Road Lane Configuration fOT Inlenection Capacity UtUization Page 3 of 3 Pk. Hr. Time Period Soutfa ApOTfNB) North APOT (SB) West APOT (EB) East .ADOT (WB) 4:45 PM to 5:45 PM Uft Tfaro Righl Uft Thro Right Uft Tfaro Rigfat Uft Thra Riafat Lane Inside 1 Config-Oeft) 2 1 1 1 urations 3 1 1 1 1 1 4 5 1 1 1 1 1 1 Outside 7 1 1 Free-flow 1 1 Lane Settings 0 1 2 0 0 0 1 3 0 0 3 2 2000 Are die Nortfa/Soutfa pfaases spfit (Y/N)? Are die East/West pfaases spfit (Y/N)? Effidency Lost Factor Houriy Vohime Adjusted Hourty Vohime UtiHzation FactOT Critical Facton 3240 N N 1800 6000 0.10 6000 3240 100 1 729 0 0 0 161 943 0 0 1808 954 0 101 729 0 0 0 161 943 0 0 1808 954 0.00 0.05 0.23 0.23 0.00 0.00 0.00 0.09 0.09 0.16 0.00 0.00 0.30 0.30 0.29 ICU Ratio = 0.72 LOS = Tuming Movemenb at Intersection of: I-S Nortfabound Ramps and Palomar Airport Road Trnie : 4:45 PM to 5:45 PM Date: 8/26/99 Day : Thursday Name : MicheUe, Mike Sub- Totah totah W 3014 1910 1104 161 943 0 Subtotah Total Noitfa Approacfa 100 0 830 Nortfa 1 830 I-S Nortfabound Ramps 1114 729 1114 954 1808 0 Total Subtotah Sub- totah 2762 1672 Palomar Airport Road Totah 4434 Soutfa .Approacfa Note : Uft-tum volumes inchide U-tums. U-tiims in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 1999 INTERSECTION ANALYSIS SUMMARY Intersection Number: 49 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 City: Carisbad, CA Intersection of: N/S Stieel: E/W Street: Count Date: 8/19/99 El Camino Real Alga Road / Aviara Parkway Day: Thursday Weather: Sunny VRPA TURNING MOVEMENT ANALYSIS FUe: hit. #49 Dau CoUecled by: Traffic Conlrol: Angel, Jose, Cesar SignaUzed Page 1 of 3 End of 15 mia pid. 6:15 AM 6:30 AM 6:45 AM 7:00 AM 7:15 AM 7:30 AM 7:4$ AM 8:00 AM 8:1$ AM 8:30 AM 8:4$ AM 9:00 AM Max. IS mm. Pk. Hr. Vol 7:30 AM 8:30 AM Peak Hour 3:4$ PM 4:00 PM 4:1$ PM 4:30 PM 4:4$ PM $.00 PM $:1$PM 5:30 PM 5:45 PM 6:00 PM 6:15 PM 6:30 PM Max. 15 mia Pk. Hr. Vol South Approach OVB) North Approach (SB) West Approach (EB) East Aonroach (WB) 1$ min Total Uft U-Tm Thro Right Peds Uft U-Tm Thra Rigfai Peds Uft U-Tm Thra Rigfai Peds Uft U-Tm Thra Rigfat Peds Vefaicles Peds 8 0 45 8 0 5 1 39 5 0 6 0 4 8 0 48 0 39 11 2 227 2 3 0 64 4 0 4 0 72 8 1 12 0 11 9 0 57 0 21 13 1 278 2 18 0 72 15 0 5 0 70 IS 1 11 0 12 15 0 72 0 30 20 1 3$$ 2 20 0 128 27 0 8 1 135 34 0 59 0 32 31 1 108 0 82 32 0 697 1 27 0 132 27 0 13 1 114 24 0 27 0 26 16 0 106 0 92 34 0 639 0 15 0 144 16 0 11 0 97 17 2 25 0 33 32 1 100 0 64 38 6 $92 9 32 0 213 24 0 12 0 113 21 0 29 0 47 37 1 111 0 85 42 2 766 3 27 0 198 36 0 15 0 107 17 0 26 0 36 36 0 112 0 55 43 I 708 1 34 0 196 32 0 15 0 98 25 0 89 0 37 62 0 89 0 71 37 I 78$ 1 42 0 200 45 0 15 0 113 25 0 68 0 40 SO 0 81 0 70 48 0 797 0 38 0 132 26 0 21 0 107 11 0 46 0 25 24 0 83 0 45 38 3 $96 3 40 0 147 20 0 9 2 . 119 8 0 39 0 33 35 3 94 0 57 46 0 649 3 42 0 213 45 0 21 2 135 34 2 89 0 47 62 3 112 0 92 48 6 797 9 135 0 807 137 0 57 0 431 88 0 212 0 160 185 1 393 0 281 170 4 30$6 $ Intenection Traffic mPk.Hr. 3056 Peak Hr. Factor 0.96 Intenection Pdstms in Pk. Hr. 5 60 1 122 30 0 15 0 128 18 0 25 0 72 56 0 16 0 43 14 2 600 2 89 1 145 57 0 17 1 142 28 0 30 0 79 76 0 28 1 27 18 2 739 2 79 0 142 81 3 22 0 190 36 0 21 0 72 57 0 71 4 4$ 18 2 838 $ 93 0 175 88 0 27 0 179 16 0 26 0 75 81 0 78 0 55 19 0 912 0 79 I 165 101 0 51 1 214 34 0 29 0 120 68 0 67 8 67 30 4 103$ 4 73 0 136 107 0 61 0 194 46 I 33 0 96 60 0 54 2 53 28 3 943 4 90 0 171 98 0 89 1 283 48 0 24 1 92 54 0 64 2 $$ 10 2 1082 2 65 0 117 89 0 97 0 233, 3$ 0 14 0 118 81 0 70 2 70 28 1 1019 1 88 0 153 US 2 73 0 297 $$ 0 18 1 113 63 0 67 3 $1 19 2 1116 4 59 0 112 107 0 64 1 180 33 0 21 0 113 66 0 69 3 67 27 5 922 $ 68 1 96 94 0 49 0 164 27 0 28 0 101 54 0 60 1 $7 21 3 821 3 57 0 126 86 0 34 1 157 43 0 23 0 86 64 0 71 3 57 23 13 831 13 93 1 175 115 3 97 1 297 $$ 1 33 1 120 81 0 78 8 70 30 13 1116 13 316 0 577 409 2 320 1 1007 184 1 89 2 419 258 0 255 9 229 8$ 8 4160 11 Intenection Traffic m Pk. Hr. 4160 Peak Hr. Factor 0.93 4:4$ PM 5:4$ PM Peak Hour Intenection Pdstms in Pk. Hr. 11 El Camlno Real at Alga Road / Aviara Parkway Lane Configuration for Intersection Capacity UtUization Page 2 of3 Pk. Hr. Tnne Period : Soudi ApOT (NB) North APOT (SB) West APOT (EB) East /VDOT(WB) 730 AM to 8:30 AM Left Thra Right Left Thra Ririit Left Thro Right Left Thra Rigfai Lane Inside I 1 1 Ririit 1 1 1 Config-Oeft) 2 I 1 1 1 1 urations 3 1 1 1 1 4 $ 6 1 1 1 1 1 1 1 1 1 Outside 7 Free-flow 1 Lane Settings 2 3 0 2 3 0 2 2 1 2 2 0 C^iacity Are die Nortfa/Soutfa phases s|^ (Y/N)? 3240 6000 0 N 3240 6000 0 3240 4000 1800 3240 4000 0 Are die East/West phases spfil (Y/N) ? N Efficiency Lost FactOT 0.10 Hourty Vofaime Adjusted Hourty Vofaime Utifization FactOT Critical Facton 13$ 13$ 0.04 807 807 0.13 0.13 137 0 0.00 $7 $7 0.02 0.02 431 $19 0.09 88 0 0.00 212 212 0.07 160 160 0.04 18$ 185 0.10 0.10 393 393 0.12 0.12 281 451 O.U 170 0 0.00 ICU Ratio = 0.47 LOS = Tuming Movemenb at Intenection of: El Cammo Real and Alga Road / Aviara Parkway W e Time : 730 AM to 830 AM Date: 8/19/99 Day: Tfauisday Name : AngeL lose, Cesar Sub- Totab totah 1061 504 557 212 160 185 Subtotah Total Nortfa Approacfa 576 88 431 1009 Nortfa 1765 0 57 El Cambio Real 1189 J i u ^ t r 135 807 137 0 1079 2088 170 281 393 Toul Subtotah Sub- totals 844 Totah 1198 354 Alga Road / Aviara Parkway s t A P P r Soutfa Approacfa Note : Ufl-tum volumes inctude U-tiims. U-tums in bold. El Cambio Real at Alga Road / Aviara Parkway Lane Configuration fOT Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Tnne Period : Soudi ApOT (NB) Nortfa ADOT (SB) West ADOT (EB) East ADOT (WB) 4:45 PM to $:45 PM Uft Tfara Right Left Tfara Rigfat Uft Tfara Rigfat Left Tfara Rigfat Lane biside 1 1 1 1 1 Config-Oeft) 2 1 1 1 1 urations 3 1 1 I 1 4 1 1 1 1 1 5 6 1 1 1 1 Outside 7 Free-flow 1 Lane Scnings 2 3 0 2 3 0 2 2 1 2 2 0 (Capacity 3240 6000 0 3240 6000 0 3240 2000 1800 3240 4000 0 Are die Nortfa/Soutfa phases spfil (Y/N)? N Are die Eist/West phases spfil (Y/N)? N Effidency Lost FactOT 0.10 Hourly Vohime 316 577 409 321 1007 184 91 419 258 264 229 85 Adjusted Hourly Vofaime 316 577 0 321 1191 0 91 419 258 264 314 0 UtUization FactOT 0.10 0.10 0.00 0.10 0.20 0.00 0.03 0.21 0.14 0.08 0.08 0.00 Critical Facton 0.10 0.20 0.21 0.08 ICCU Ratio = 0.69 LOS = B Tuming Movemenb al Intenection of: El Cambio Real and Alga Road / Aviara Parkway Time : 4:45 PM to 5:45 PM Date: 8/19/99 Day : Thursday Name : AngeL Jose, Cesar Sub- Totab totah W e 1499 731 768 Noidi Approach 91 419 258 Subtotah Total 1520 1512 Nortfa El Camino Real 2264 1 184 1007 321 J i u ^ t r 316 577 409 0 1302 2822 752 85 229 264 Total Subtotah Sub- totah 578 1157 Totah 1735 Alga Road / Aviara Parkway Soutfa /Vpproacfa Note : Uft-tum volumes include U-tums. U-tums m bokL CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 1999 INTERSECTION ANALYSIS SUMMARY Intersection Number: 50 Intersection Location: £1 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 Page 2 Turn Movement Diagram P.M. Peak Hour ICU Analysis and Page 3 Turn Movement Diagram "I r<i ::i iN-i \tj .0:11 CUy: Carisbad, CA bitenection of: N/S Slreel: E/W Stii:el: Count Date : 9/8/99 El Camino Real La CosU Avenue Day: Wednesday Weather: Sunny VRPA TURNING MOVEMENT ANALYSIS FUe : bu. #50 DaU CoUected by: Traffic Conlrol: Angel, Jose, Oscar SignaUzed Page 1 of 3 End of IS mia pid. South Approach (NB) Uft U-Tm Thro Rigfai Peds Nortfa Approach (SB) Ufl U-Tm Tfara Rigfat Peds West Approach (EB) Uft U-Tra Thra Rigfai Peds East Approach (WB) Uft U-Tm Thra Rigfat Peds 15 nun Total Vefaicks Peds 6:15 AM 30 0 23 0 0 3 0 45 87 0 2$ 0 19 21 0 3 0 84 7 0 347 0 6:30 AM 63 0 40 0 0 9 0 59 89 0 $3 1 46 42 0 7 0 94 16 0 519 0 6:45 AM 79 0 44 3 0 10 0 116 131 0 64 0 91 67 0 7 0 101 26 0 739 0 7:00 AM 36 0 85 3 0 15 0 128 124 0 78 1 94 105 0 9 0 127 30 0 835 0 7:15 AM . 73 0 82 3 1 28 0 140 96 1 67 2 134 98 0 9 0 112 32 1 876 3 7:30 AM 91 0 144 5 0 21 0 171 109 0 70 1 85 90 0 19 0 116 39 0 961 0 7:45 AM 100 0 122 5 0 19 0 151 94 0 94 3 80 94 0 14 0 166 56 0 998 0 8:00 AM • 101 0 211 7 1 21 0 206 108 0 106 0 73 124 1 10 0 131 73 0 1171 2 8:15 AM * 89 0 161 5 0 22 0 141 88 0 72 0 99 115 0 13 0 114 47 0 966 0 8:30 AM • 90 0 145 5 0 12 0 216 103 0 96 1 74 114 0 11 0 UO 60 0 1037 0 8:45 AM • 107 1 144 2 0 24 1 195 116 0 53 1 83 95 0 20 0 119 38 0 999 0 9:00 AM 102 0 183 1 0 29 0 206 120 0 51 0 89 108 0 17 0 121 55 0 1082 0 Max. IS mia 107 1 211 7 1 29 I 216 131 1 106 3 134 124 1 20 0 166 73 1 1171 3 Pk. Hr. Vol 387 1 661 19 1 79 1 7$8 41$ 0 327 2 329 448 1 54 0 474 218 0 4173 2 7:45 AM Peak Intenection Traffic in Pk. Hr. 4173 Peak Hr. Factor 0.89 8:45 AM Hour Inlenection Pdstins m Pk. Hr. = 2 3:45 PM 104 0 143 16 0 22 0 176 8$ 0 91 1 73 129 0 20 0 69 27 0 956 0 4:00 PM 141 0 243 12 1 59 0 164 89 0 107 1 118 122 0 10 0 98 49 0 1213 1 4:1$ PM 147 0 213 14 0 46 0 201 94 0 87 5 116 124 0 12 0 73 39 0 1171 0 4:30 PM 120 0 211 14 1 61 2 204 78 0 74 1 136 154 0 18 0 93 38 1 1204 2 4:45 PM 107 0 243 U 0 44 0 14$ 82 0 93 1 108 140 0 12 0 87 35 0 1108 0 5:00 PM 114 0 220 18 0 65 0 27$ 83 0 78 0 109 166 0 14 0 79 27 0 1248 0 5:15 PM • 125 0 252 19 0 65 0 18$ 102 0 89 0 142 214 0 30 0 74 35 0 1332 0 5:30 PM * 119 0 224 24 0 117 1 216 101 0 89 1 135 135 0 20 0 77 38 0 1297 0 5:4$ PM • 112 0 214 26 0 65 0 26$ 113 0 112 0 196 146 0 17 0 80 51 0 1397 0 6:00 PM • UI 0 236 18 0 61 0 291 76 0 135 0 147 139 0 21 0 90 31 0 1356 0 6:1$ PM 96 0 281 21 0 63 0 19$ 7$ 0 140 0 126 153 0 13 0 91 30 0 1284 0 6:30 PM 94 0 278 20 0 56 0 192 81 0 133 1 116 122 0 IS 0 88 32 0 1231 0 Max. 15 mm. 147 0 281 26 1 117 2 291 113 0 140 5 196 214 0 30 0 98 51 1 1397 2 Pk. Hr. Vol 467 0 926 87 0 308 1 9$7 392 0 425 1 620 634 0 88 0 321 155 0 5382 0 5:00 PM Peak Intenection Traffic m Pk. Hr. • = 5382 Peak Hr. Factor 0.96 6:00 PM Hour Intenection Pdstms m Pk. Hr. 0 El Camino Real at La CosU Avenue Lane Configuration fOT bitenection Capadty Utilization Page 2 of3 Pk. Hr. Tme Period : Soudi ADOT (NB) Nofdi ADOT (SB) West ADOT (EB) . -East ADOT.(WR) 7:45 AM to 8:45 AM Ufl Tfara Uft Tfara Right Left Thra Rigfai Left Thra Right Lane biside 1 1 1 Right 1 Config-Oeft) 2 1 1 1 1 urations 3 1 1 1 1 1 1 4 5 6 1 1 1 1 1 1 1 1 1 1 Outside 7 Free-flow Lane Settings Capadty Are die Nortfa/So<dfa phases spfit (Y/N)7 Are die East/West phases spfit (Y/N)? Efficiency Lost FactOT 2 3240 0.10 3 6000 0 0 N N 2 3240 3 6000 0 0 2 3240 2 4000 I 1800 1 1800 2 4000 0 0 Hourly Vohune Adjusted Hourly Vohtme Utflizatioa FactOT Critical Facton 388 388 0.12 0.12 661 680 O.U 19 0 0.00 80 SO 0.02 758 1173 0.20 0.20 415 0 0.00 329 329 0.10 329 329 0.08 448 448 0.25 0.25 54 54 0.03 0.03 474 692 0.17 218 0 0.00 ICURafio 0.70 LOS = Turning Movemenb at Intersection of: El Camino Real and La CosU Avenue Time : 7:45 AM to 8:45 AM Dati!: 9/8/99 Day: Wednesday Name : AngeL Jose, Oscar Sob- Totah totah W 2384 1278 1106 Nortfa Approach 415 329 329 448 Subtotah Total 1261 1253 758 Noidi 388 661 1 1068 2329 2460 1 80 El Cambio Real 1207 J i u ^ t r 19 218 474 $4 Total Subtotah Sub- totah 746 427 La CosU Avenue Totah 1173 A P P r Soutfa Approach Note : Uft-tum volumes include U-tiims. U-tiims in bokl El Camino Real at La CosU Avenue Lane Configuration fOT Intenection Capacity Utifization Pk. Hr. Time Period : South APOT (NB) Nortfa ApOT (SB) West APOT (EB) Page 3 of3 East APOT (WB) $:00 PM to 6:00 PM Uft Thra Ri(*l Left Thra Right Uft Tfara Rigfai Left Thra Rigfat Lane Inside 1 1 Config- (left) 2 1 urations 3 1 4 1 5 1 1 6 Outside 7 Free-flow 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Lane Settings 2 3 0 2 3 0 2 2 1 1 2 0 (Capacity Are die Nortfa/Soodi phases spfit (Y/N)? Are die East/West phases spfit (Y/Ny? Efficiency Lost FactOT Houily Votnme Adjusted Homty Vofaime UtUization Facfair Critical Facton 3240 0.10 467 467 0.14 0.14 6000 926 1013 0.17 0 N N 87 0 0.00 3240 6000 309 309 0.10 957 1349 0.22 0.22 392 0 0.00 3240 4000 1800 1800 426 426 0.13 620 620 0.16 634 634 0.35 0.35 88 88 0.05 0.05 4000 321 476 0.12 155 0 0.00 ICU Ratio = 0.86 LOS = Tuming Movemenb at Intenection of: El Cambio Real and La CosU Avenue Time : 5:00 PM to 6:00 PM Date: 9/8/99 Day : Wednesday Name : Angel, Jose, Oscar Sub- Totah totah W e 2861 1181 1680 Nortfa Approacfa 426 620 634 Subtotah Total 1658 392 957 1679 467 0 3159 Nortfa 926 1480 3165 1 309 El Cambio Real 1507 J i u 87 155 321 88 Total Subtotah Sub- totah 564 1015 La CosU Avenue Totab 1579 A P P r Soutfa Approacfa Note : Uft-tum volumes include U-tums. U-tums in bold CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 1999 INTERSECTION ANALYSIS SUMMARY Intersection Number: 51 Intersection Location: El Camino Real and Palomar Airport Road Contents: Turn Movement Count Summary (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Turn Movement Diagram P.M. Peak Hour ICU Analysis and Turn Movement Diagram Page 1 Page 2 Page 3 VRPA TURNING MOVEMENT ANALYSIS City: Carisbad Inlenection of: N/S Street: E/W Streel: Count Date : 9/2/99 Page 1 of3 End of 15 mia prd. 6:15 AM 6:30 AM 6:45 AM 7:00 AM 7:15 AM 7:30 AM 7:45 AM 8:00 AM 8:15 AM 8:30 AM 8:45 AM 9:00 AM El Camino Real Palomar Aiiport Road Day: Thursday Weather: Sunny FUe: bit.# 51 DaU CoUected by : Traffic Control: Angel, Cesar, Oscar, Ricfa SignaUzed South Approach (NB) Uft U-Tm Thra Right Peds 6 0 27 25 0 12$ 6 0 35 42 0 174 11 0 71 72 0 1$4 6 0 69 63 0 180 3 0 85 63 0 237 6 0 109 86 0 178 4 0 145 113 0 18$ 11 0 160 116 0 167 11 0 133 85 0 119 9 I 124 76 0 103 16 0 99 71 0 UO 20 0 102 58 1 120 20 1 160 116 I 237 32 0 547 400 0 649 North Approach (SB) Uft U-Tm Thra Righl Peds 0 0 0 0 0 0 0 0 1 1 0 0 $8 93 108 133 146 100 14$ 21$ 132 98 60 83 44 79 89 114 77 84 8$ 84 88 37 42 96 0 0 0 0 0 0 0 0 0 0 0 0 West Approach (EB) Ufl U-Tm Thra Rigfat Peds 9 12 9 28 1$ 29 34 31 32 27 32 22 0 0 0 0 0 0 0 0 0 0 0 0 78 174 16$ 193 1$6 163 146 167 144 1$2 111 89 22 17 6 8 4 11 6 1$ 4 7 7 9 0 0 0 0 0 0 0 0 0 0 0 0 East Approach (WB) Uft U-Tm Thra Righl Peds 76 108 138 112 126 112 136 104 105 100 84 81 0 0 0 0 0 0 0 1 0 0 0 0 189 266 254 318 261 362 315 290 293 238 266 210 140 166 190 193 173 217 249 236 214 160 123 126 0 0 7 0 0 0 0 0 0 0 0 0 IS min Tolal Vehicles Peda 799 1172 1267 1417 1346 1457 1563 1597 1361 1133 1021 1016 0 0 7 0 0 0 0 0 0 0 0 1 Max. IS mia Pk. Hr. Vol 7:15 AM 8:15 AM Peak Hour Inlenection Traffic in Pk. Hr. Intenection Pdstms in Pk. Hr. 1 1 5978 0 21$ $92 114 341 34 126 193 620 22 36 138 457 Peak Hr. FactOT 362 1260 249 916 0.94 1597 5978 3:45 PM 13 0 139 134 0 170 0 125 31 0 52 0 4:00 PM 9 0 9$ 96 0 215 0 117 43 0 55 0 4:15 PM 19 0 11$ 92 0 162 0 108 37 1 64 0 4:30 PM 17 0 104 111 0 169 0 142 27 0 S3 0 4:45 PM * 21 I 132 112 0 241 0 114 37 0 61 0 5:00 PM 14 0 137 128 0 187 0 193 33 0 62 0 $:1$PM * 22 0 118 112 0 255 0 205 35 I 66 0 $:30 PM * 14 0 136 82 0 235 0 212 27 1 65 0 $:4$ PM 11 0 108 57 1 117 0 108 17 0 23 0 6:00 PM 16 2 88 62 0 129 0 106 23 0 SO 0 6:1$ PM 19 0 93 66 1 103 0 108 11 0 29 0 6:30 PM II 0 79 65 0 115 0 82 10 1 19 0 Max. 1$ mia Pk. Hr. Vol 22 2 139 134 1 255 0 212 43 1 66 0 Max. 1$ mia Pk. Hr. Vol 71 I 523 434 0 918 0 724 132 2 254 0 232 290 261- 283 356 310 397 354 268 222 235 230 18 12 16 11 24 18 31 14 12 10 10 13 0 0 0 0 0 0 0 0 0 0 0 0 85 72 68 67 79 85 104 69 60 55 61 38 0 0 0 0 0 0 0 0 0 0 0 0 191 199 137 141 176 162 207 172 128 162 ISO 108 109 111 95 96 103 106 135 80 57 55 42 39 0 0 0 0 0 0 2 1 0 0 1 0 1299 1314 1174 1221 1457 1435 1687 1460 966 980 927 809 397 1417 31 87 104 337 207 717 135 424 1687 6039 4:30 PM Peak 5:30 PM Hour bitenection Traffic in Pk. Hr. Inlenection Pdstins in Pk. Hr. 6039 5 Peak Hr. Faclor 0.89 El Camino Real at Palomar Airport Road Lane Configuration for Intersection Capadty Utilization Page 2 of3 Pk. Hr. Tmie Period : Soutfa ADOT (NB) Nortfa APOT (SB) West ADOT (EB) East ADOT fWB) 7:15 AM to - 8:15 AM Left Tfara Right Left Tfara Rigfat Left Thra Rijdit Left Thra Rigfat Lane Inside 1 1 Rigfat 1 1 CConfig-Oeft) 2 1 1 1 1 uratioiis 3 1 1 1 1 1 4 1 1 1 1 5 1 1 1 1 1 6 1 1 1 Outside 7 1 Free-flow Lane Settings 1 3 1 2 3 1 2 3 0 2 3 1 (Capadty 1800 6000 1800 3240 6000 1800 3240 6000 0 3240 6000 1800 Are die Nortfa/Soodi phases spfit (Y/N)? N 1800 Are die EastAVest phases spfit (Y/N)? N Effidency Lost FactOT 0.10 Hourly Vohune 32 547 400 650 592 341 126 620 36 458 1260 916 Adjusted Hourly 'Vctarae 32 547 400 650 592 341 126 656 0 458 1260 916 UtUization FactOT 0.02 0.09 0.22 0.20 0.10 0.19 0.04 0.11 0.00 0.14 0.21 0.51 Critical Facton 0.22 0.20 0.04 0.21 0.51 ICU Ratio = 1.07 LOS = F Tuming Movemenb at Intersection of: El Camino Real and Palomar Airport Road W e 8 t A P P r Time : 7:15 AM to 8:15 AM Date Day Name Totah 2415 9/2/99 Thursday AngeL Cesar, Oscar, Ricfa Sub- totals 1633 782 126 620 36 Subtotah Total Notdi Approacfa 1583 341 592 1085 32 2064 Nortfa 3173 1 650 El Cambio Real 1590 J 1 u ^ t r 547 400 979 916 1260 458 Total Subtotah Sub- totah 2634 1670 Palomar Airport Road Totab 4304 E a 8 t A P P Soutfa Approacfa Note : Lefl-tum vohimes include U-tums. U-lums in bold. El Camhio Real at Palomar Ab^iort Road Lane (Configuration fOT Inlenection C^iadty Utifization Page 3 of3 Pk. Hr. Tnne Period : Soudi ApOTfNB) Nortfa APOT (SB) West ADOT (EB) East ADOT (WB) 430 PM to 5:30 PM Left Tfara Rigfat Left Thra Rigfat Left Tfara Rigfai Uft Thra Right Lane Inside 1 1 1 1 Config - Oeft) 2 1 1 1 1 orations 3 1 1 1 1 4 1 1 1 1 5 1 1 1 1 1 6 1 1 1 Outside 7 1 Free-flow Lane Settings 1 3 1 2 3 1 2 3 0 2 3 1 (Capadty 1800 6000 ISOO 3240 6000 1800 3240 6000 0 3240 6000 1800 Are tfae Nortfa/Soutfa {riiases spfit (Y/N)? N Are die East/West phases spfit (Y/N)? N Effidency Lost FactOT 0.10 Hourty Vohune 72 523 434 918 724 132 254 1417 87 337 717 424 Adjasted Hourty Volume 72 523 434 918 724 132 254 1504 0 337 717 424 Utifization FactOT 0.04 0.09 0.24 0.28 0.12 0.07 0.08 0.25 0.00 0.10 0.12 0.24 Critical Facton 0.24 0.28 0.25 0.10 ICU Ratio = 0.97 LOS = E Turning Movemenb at Intenection of: Et Camino Real and Palomar Airport Road Time : 4:30 PM to 5:30 PM Dale: 9/2/99 Day : Thunday Name : AngeL Cesar, Oscar, Rich Sub- Totab totah Nortfa Approach 132 W e 8 t A P P 2678 920 1758 254 1417 87 Subtotah Total If 1149 72 1 2178 1774 724 Nortfa 523 1029 2975 0 918 El Camlno Real 1201 J i u 434 424 717 337 Total Subtotah Sub- totah 1478 2769 Palomar Airport Road Totah 4247 A P P Soutfa Approacfa Note: Uft-tum volumes incfaide U-tiims. U-tums in liold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 1999 INTERSECTION ANALYSIS SUMMARY Intersection Number: 52 Intersection Location: El Camino Real 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 ^A CUy: Cartsbad Intersection of: N/S Stieet: El Cammo Real E/W Stieel: Camino Vida Roble Counl Date: 8/31/99 Day: Tuesday Weatfaer: Sunny VRPA TURNING MOVEMENT ANALYSIS FUe: lnt.lt 52 DaU CoUected by: Traffic Controt: Isaac, Oscar SignaUzed Page I of 3 End of 15 mia pid. 6:15 AM 6:30 AM 6:45 AM 7:00 AM 7:15 AM 7:30 AM 7:45 AM 8:00 AM 8:15 AM 8:30 AM 8:45 AM 9:00 AM South Approach (NB) Uft U-Tm Thra Rigfat Peds 23 36 63 65 63 81 113 115 85 91 78 57 0 3 I 0 2 0 1 2 I 0 1 2 73 91 124 121 174 200 278 227 198 198 171 146 0 0 0 0 0 0 0 0 0 0 0 0 North Approach (SB) Uft U-Tm Thra Rigfat 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 89 130 112 142 142 135 146 131 130 138 134 117 31 67 68 54 68 72 104 94 58 48 38 49 0 0 0 0 0 0 0 0 0 0 0 0 West Approach (EB) Uft U-Tm Thra Rigfai Peds 6 6 8 4 8 17 14 10 IS 9 10 14 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 17 16 10 19 9 23 19 31 29 28 30 0 0 0 0 0 0 0 0 0 0 0 0 East Approach (WB) Uft U-Tm Thra Rigfat Peds 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 15 min Toul Vehicles Peds 223 350 392 396 476 514 679 598 521 513 460 41$ 0 0 1 0 0 1 0 0 0 0 0 0 Max. 1$ mia Pk. Hr. Vol 7:1$ AM 8:15 AM US 394 3 278 0 4 903 0 Intenection Traffic ui Pk. Hr. Intersection Pdstins ui Pk. Hr. 146 542 104 328 18 $9 31 82 679 2312 Peak Hour 2312 1 Peak Hr. Factor 0.8$ 3:4$ PM 4:00 PM 4:15 PM 4:30 PM 4:45 PM 5:00 PM 5:15 PM 530 PM 5:45 PM 6:00 PM 6:15 PM 6:30 PM Max. 15 mia Pk. Hr. Vol 37 0 184 0 0 0 0 194 20 0 70 0 0 35 0 236 0 0 0 0 200 '24 0 61 0 0 63 1 203 0 0 0 0 3$8 24 0 96 0 0 26 1 138 0 0 0 0 203 19 0 74 0 0 22 0 185 0 0 0 0 188 20 0 91 0 0 27 0 184 0 0 0 0 233 23 0 120 0 0 18 0 178 0 0 0 0 39$ 2$ 0 100 0 0 29 2 192 0 0 0 0 271 13 0 87 0 0 24 0 181 0 0 0 0 247 12 0 75 0 0 22 2 171 0 0 0 0 247 10 0 69 0 0 13 0 127 0 0 0 0 141 7 0 43 0 0 17 0 116 0 0 0 0 137 3 0 47 0 0 63 2 236 0 0 0 0 39$ 25 0 120 0 0 98 2 73$ 0 0 0 0 1146 73 0 382 0 0 76 83 128 Ul 137 161 188 139 116 94 95 90 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 581 639 873 572 643 748 904 733 655 615 426 410 1 0 0 0 0 0 0 0 0 0 0 0 188 604 904 3040 4:45 PM 5:45 PM Peak Hour Intersection Traffic in Pk. Hr. Intenection Pdstms ui Pk. Hr. 3040 0 Peak Hr. Factor 0.84 El Camlno Real at Camlno Vida Roble Lane (Configuration for Intersection Capacity UtiHzation Page 2 of 3 Pk. Hr. Tnne Period : Soutfa /VDOT (NB) Notdi APOT (SB) West ADOT (EB) East ADOT rWB) 7:15 AM to 8:15 AM Uft Tfara Ri«fal Left Thra Rigfai Lefl Thra Rifdit Left Tfara Rigfat Lane Inside 1 1 Config-Oeft) 2 1 1 1 urations 3 1 1 1 4 1 1 1 5 6 1 1 Outside 7 Free-flow 1 2 0 0 3 0 1.5 0 LS 0 0 0 Cqiacity 1800 4000 0 0 6000 0 2700 0 2700 0 0 0 Are die Nordi/Soudi phases sfSt (Y/N)? N Are die East/West phases spfit (Y/N)? N Effidency Lost FactOT 0.10 Houriy Vofaime 398 903 0 0 542 328 59 0 82 0 0 0 Adjusted Hourty Vofanne 398 903 0 0 870 0 59 0 82 0 0 0 Utifization FactOT 0.22 0.23 0.00 0.00 0.15 0.00 0.02 0.00 0.03 0.00 0.00 0.00 Critical Facton 0.22 0.15 0.03 0.00 0.00 0.00 ICU Ratio = 0.50 LOS = A Turning Movemenb at Intersecticm of: El Cambio Real and Cambio Vida Roble W e 8 t A P P r Totab 863 Time : 7:15 AM to 8:15 AM Date: 8/31/99 Day : Tuesday Name : Isaac, Oscar Sub- totals 722 141 Nortfa Approach 328 59 0 82 Subtotah Total 628 398 4 1929 870 542 North 903 1301 1832 ElCaminoReal 962 J i u ^ t r Totiil Subtotah Sub- totah Totah Camino Vida Roble E a s t A P P r Soutfa Approacfa Note : Uft-tum volumes include U-tums. U-tums in bold. El Camlno Real at Camlno Vida Roble Lane Configuration fot Intersection (Capacity UtUization Page 3 of3 Pk. Hr. Time Period : Soudi APOT (NB) North APOT (SB) West ADOT (EB) East ADOT fWB) 4:45 PM to 5:45 PM Left Thra Rigfat Left Thra Rigfat Left Tfara Ri»fat Uft Thra Lane biside 1 1 Config-Oeft) 2 1 1 1 urations 3 1 1 1 4 1 1 1 5 6 1 1 Outside 7 Free-flow Lane Settings 1 2 0 0 3 0 1.5 0 1.5 0 0 0 Capacity 1800 4000 0 0 6000 0 2700 0 2700 0 0 0 Are die Nmdi/Soudi pl lases spfit (Y/N)? N Are die East/West phases spfit (Y/N)? N Effidency Lost FactOT 0.10 Houdy Volume 100 735 0 0 1146 73 382 0 604 0 0 0 Adjusted Hourly Vohime 100 735 0 0 1219 0 382 0 604 0 0 0 Utifization FactOT 0.06 0.18 0.00 0.00 0.20 0.00 0.14 0.00 0.22 0.00 0.00 0.00 Critical Facton 0.06 0.20 0.22 0.00 0.00 0.00 ICU Ratio = 0.58 LOS = Turning Movemenb at Intenection of: El Camlno Real and Camino Vida Roble Time : 4:45 PM to 5:45 PM Date: 8/31/99 Day : Tuesday Name : Isaac, Oscar Sub- Totah totah W e s t A P P 1157 171 986 Nortfa Approach 73 382 0 604 Subtotah Toul 1752 100 2 2587 1219 1146 North 735 835 2336 El Camino Real 1117 J i u • r ^ t r Total Subtotah Sub- totah Cambio Vida Roble Totah E a 8 t A P P Soudi Approacfa Note : Left-tum vohimes include U-tums. U-tums in bokl CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 1999 Intersection Number: 53 Intersection Location: Palomar Airport Road and Camino Vida Roble Contents: Turn Movement Count Summary Pagel (A.M.andP.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 Cily : Cartsbad, CA Inlenection of: N/S Street: E/W Stteet: Count Dale : 8/17/99 Page 1 of 3 End of 15 mm. prd. Cammo Vida Roble Palomar Aiiport Road Day: Tuesd^ Weadier: Sunny FUe : bit. #53 Dau CoUected by: Traffic Conttol: Angel, Cesar Signalized South Approacfa (NB) Uft U-Tm Tfaro Rigfai Peds 6:15 AM 14 0 14 16 0 8 6:30 AM 23 0 14 11 0 8 6:45 AM 28 0 8 8 0 3 7:00 AM 37 0 24 13 1 8 7:15 AM 33 0 13 13 0 3 7:30 AM • 20 0 27 8 0 3 7:45 AM * 46 0 31 3 0 6 8:00 AM * 48 0 25 4 0 3 8:15 AM * 47 0 26 14 I 1 8:30 AM 38 0 22 6 0 1 8:45 AM 43 0 35 21 0 3 9:00 AM 38 0 40 19 0 2 Max. 15 mia 48 0 40 21 1 8 Pk. Hr. VoL 161 0 109 29 1 13 North Approach (SB) Uft U-Tm Thra Righl Peds 0 0 0 0 0 0 0 0 0 0 0 0 24 14 18 22 25 17 22 24 22 25 16 13 15 8 10 5 9 10 8 16 13 9 6 5 0 0 0 1 0 0 0 0 0 0 0 0 West Approach (EB) Uft U-Tm Thra Right Peds 47 24 45 30 46 33 59 30 56 17 25 21 0 0 0 0 0 0 0 0 0 1 0 0 89 128 187 255 192 270 297 325 231 177 183 167 33 46 61 94 60 69 154 176 109 95 113 97 0 3 0 0 0 1 0 0 0 0 0 0 East Approach (WB) Uft U-Tm Thra Righl Peds 20 29 27 38 30 33 46 55 32 34 45 36 0 0 3 I 1 1 0 1 0 0 2 0 281 178 187 216 220 214 249 243 217 182 177 186 39 29 25 30 33 52 38 18 33 27 11 14 0 0 0 0 0 0 0 0 0 0 0 0 15 mm Total Vehicles Peds 600 512 610 773 678 757 959 968 801 634 680 638 0 3 0 2 0 1 0 0 1 0 0 0 25 85 16 1 47 0 Peak Hi-. Factor 59 178 325 1123 176 508 55 166 281 923 52 141 968 3485 7:15 AM Peak 8:15 AM Hour Intenection Traffic m Pk. Hr. Inlersection Pdstms in Pk. Hr. 3485 2 0.90 3:45 PM 106 0 26 25 0 26 0 14 22 0 3 4:00 PM 101 0 13 13 0 32 0 11 13 0 2 4:15 PM 112 0 4 22 0 SO 0 15 IS 0 5 4:30 PM 129 0 10 17 0 64 0 26 12 1 6 4:45 PM 177 0 U 16 0 43 0 17 19 0 6 5:00 PM 120 0 13 17 0 64 0 13 12 0 6 ,5:15 PM • 18$ 0 9 30, 0 59 0 14 22 0 10 5:30 PM • UI 0 11 16 0 72 0 34 44 0 2 5:45 PM • 146 0 10 13 1 78 0 26 35 0 3 6:00 PM • 123 0 11 18 0 66 0 27 19 0 3 6:15 PM 122 0 11 18 0 34 0 17 21 0 6 6:30 PM 95 0 8 14 0 43 0 19 23 0 4 Max. IS mia Pk. Hr. Vol ISS 0 26 30 1 78 0 34 44 I 10 Max. IS mia Pk. Hr. Vol 565 0 41 77 I 275 0 101 120 0 IK 0 0 1 1 0 1 0 0 2 0 0 0 252 214 212 193 214 284 292 283 324 316 257 245 85 72 58 46 62 48 59 61 48 25 29 19 0 0 0 1 0 0 0 0 0 0 0 0 22 16 21 30 27 21 21 33 36 22 28 14 0 7 3 4 1 5 6 3 4 2 0 0 158 148 213 230 206 167 223 300 240 260 173 144 5 0 5 6 5 2 3 5 7 7 9 0 0 0 0 0 I 0 0 0 0 0 0 744 642 736 774 804 773 933 975 972 899 725 636 324 1215 85 193 36 112 7 15 300 1023 9 22 975 3779 5:00 PM Peak 6:00 PM Hour buersection Traffic in Pk. Hr. Intenection Pdstins in Pk. Hr. 3779 1 Peak Hr. Faclor 0.97 Cambro Vida Roble at Palomar Airport Road Lane Configuration fOT Intersection C^iacity Utifization Pk. Hr. Tnne Period : 7:15 AM to 8:15 AM Lane (Config- urations Soudi ADOT (NB) Left Tfara Rigfat Inside Oeft) Outside Free-flow Nortfa ADOT (SB) Uft Thra Rigfat West ADOT (EB) Uft Thra Rigfat Page 2 of 3 East ADOT (WB) Left Thra Rigfat Lane Settings 2 Capacity 3240 Are tfae Nortti/Soutfa phases sp6t (Y/N)? Are die East/West pfaases spfit (Y/N)? Effidency' Lost FactOT 0.10 Hourty Vohune 161 Adjusted Hourty Vofaime lei Utifization FactOT o.OS Critical Facton 0.05 • 1 2000 109 138 0.07 0 0 N N 29 0 0.00 1 1800 13 13 0.01 1 2000 85 85 0.04 0.04 1 1800 47 47 0.03 1 1800 178 178 0.10 3 6000 1123 1631 0.27 0.27 508 0 0.00 1 1800 168 168 0.09 0.09 3 6000 923 1064 0.18 141 0 0.00 ICCU Ratio O.SS LOS = Tuming Movemenb at Intersection of: Tnne : 7:15 AM to 8:15 AM Date: 8/17/99 Day: Tuesday Name : AngeL Cesar Sub- Totab totah W e 2940 1131 1809 Camino Vida Roble Nortfa Approach 47 178 1123 508 Subtotah Total 759 161 0 1058 145 85 and Palomar Afa-port Road North 109 299 Cambio Vida Roble 573 0 13 J 1 u 29 428 141 923 168 Total Subtotah Sub- totah 1232 1167 Palomar Airport Road Totah 2399 Soutfa Approacfa Note : Uft-tum vohimes include U-hims. U-tums in bold. Camino Vida Roble at Palomar Airport Road Lane (Configuraticm for bilenecticm (Capacity UtUization Pk. Hr. Time Period : 5:00 PM to 6:00 PM Lane Config- Soutfa ADOT (NB) Left Thra Rigfat Inside Oeft) Outside Free-flow Nordi ADOT (SB) Lefl Tfara West ADOT (EB) Left Tfara Rigfat Page 3 of3 East APOT (WB) Ufl Tfara Rigfat Lane Settings 2 Capacity 3240 Are die Nortfa/Soudi pfaases spfil (Y/N)? Are die East/West phases spfit (Y/N)? Effidency Lost FactOT 0.10 Hourty Vofaime 565 Adjusted Homly Vofaime 565 UtUizaticm FactOT 0.17 Critical Facton 0.17 1 2000 41 118 0.06 0 0 N N 77 0 0.00 1 1800 275 275 0.15 1 2000 101 101 0.05 1 1800 120 120 0.07 0.07 1 1800 20 20 0.01 3 6000 1215 1408 0.23 0.23 193 0 0.00 1 1800 127 127 0.07 0.07 3 6000 1023 1045 0.17 22 0 0.00 ICU Ratio 0.64 LOS = Tuming Movemenb at Intersecticm of: Cambio Vida RoUe and Palomar Airport Road W e 8 t A P P Time : 5:00 PM to 6m PM Date: 08/17/99 Day: Tuesday Name : Angd, (Cesar Sub- Totab totah 3138 1710 1428 Nordi Approach 20 1215 193 Subtotah Total 406 496 Nortfa 577 Camlno Vida RoMe 120 101 275 J i u ^ r r 565 41 77 0 683 1089 81 22 1023 127 IS Total Subtotah Sub- totah II72 1582 Palomar Airport Road Totab 2754 s 1 A P P r Soutfa Approacfa Note : Uft-ttim vohimes inchide U-tums. U-tums in bokl