Loading...
HomeMy WebLinkAbout; 2001 Traffic Monitoring Program Carlsbad Part 1; 2001 Traffic Monitoring Program Carlsbad Part 1; 2001-01-01I arisbad 602-2720 Tree: I-T iM<:>T^ooi TABLE OF CONTENTS Page Introduction Project Overview Annual Report Organization 1-1 1-1 1-3 Mid-Block Link Counts 3. Intersection Turn Movement Counts Conclusions 2- 1 3- 1 4- 1 Appendix A - Intersection Summary Appendix B - Mid-Block Link Summary LIST OF FIGLiRES 1-1 Project Location Map 2-1 2001 Mid-Block Link Levels of Service 3-1 Intersection Location Map 3-2 2001 AM Peak Hour - Intersection Levels of Service 3-3 2001 PM Peak Hour - Intersection Levels of Service Page 1- 2 2- 2 3- 2 3-8 3-9 LIST OF TABj.ES Page 2- 1 Mid-Block Link Levels of Service Analysis Summary 2-3 3- 1 Intersection Capacity Utilization Analysis Summary 3-6 1. INTRODUCTION PROJECT OVERVIEW In attempts by cities across the country to manage growth within their communities, Growth Management Plans have been developed. An important part of a Growth Management Plan is a Traffic Monitoring Program. The Traffic Monitoring Program entails the collection and analysis of data at critical mid-block link count locations and major intersections throughout the community. Typically, data requirements for Traffic Monitoring Programs include the average daily traffic volumes recorded at mid-block locations and peak hour tum movement counts at major signalized and unsignalized intersections. The field data is then reduced and capacity analysis is performed based on existing geometries and lane configurations. The analysis of intersections and mid-block link locations enables the jurisdiction to identify potential capacity problem areas where unacceptable operations exist. This information is intended to assist the City of Carlsbad in assessing future development adjacent to these problem locations where capacity deficiencies currently exist and the mitigation measures that may be required to eliminate the deficiency. This report documents the thirteenth year's results of the Growth Management Plan Traffic Monitoring Program for the City of Carlsbad. The City of Carlsbad identified forty-nine (49) key intersections and twenty-seven (27) key mid-block link locations for analysis. Similar efforts occurred for years 1989-2000 during June, July, August, September and/or October that provided a basis for comparison. The City of Carlsbad is a coastal community located in Southem Califomia, 35 miles north of San Diego, and the current population is approximately 85,000. Interstate 5 runs north and south near the westem edge of Carlsbad and is a major route for commuters to both Orange County and San Diego. The facility also carries a significant amount of through traffic as the primary coastal route linking San Diego to Orange County and Los Angeles. The Carlsbad Circulation system includes the following major arterials: El Camino Real, Palomar Airpiort Road, La Costa Avenue, Rancho Santa Fe Road, Carlsbad Boulevard, and Melrose Drive. The project location map. Figure 1-1, shows the alignment of the major roadways throughout Carlsbad and the intersections and mid-block link locations evaluated in this year's Traffic Monitoring Program. 1-1 PROJECT LOCATION MAP Figure 1-1 Legend: Count Locations Q Intersection Count Location • Mid-Block Count Location nCCI INOI,OOIKS ANNUAL REPORT ORGANIZATION VRPA Technologies (VRPA), collected data during the Summer of 2001 at requested mid-block link locations and intersections within and adjacent to the City of Carlsbad. The results of this data collection effort are included in the appendix at the end of this report. In addition to the technical appendix, VRPA has prepared a summary section for this Armual Report. Summary information is presented in this initial section of the report, and a description of the contents of Chapters 2, 3 and 4 is provided below. As mentioned previously, a total of twenty-seven (27) mid-block link count locations were identified by the City of Carlsbad for the collection of 2001 average daily traffic (ADT) volume counts. VRPA coordinated the placement of its counters with City staff and later reviewed the ADT volumes and performed roadway segment analysis. The results of the mid-block link analysis for the Summer count period are contained in Chapter 2. Although mid-block link analysis provides a good indication of roadway operations in mral settings, intersections tend to be the dominant factor in traffic operations within the urban sections of most communities. Thus, the City of Carlsbad identified forty-nine (49) key intersections to be analyzed. AM (6:00 to 9:00 AM) and PM (3:30 to 6:30 PM) peak period turn movement volumes were collected at each project intersection. The data was reduced to identify the peak hour tum movement volumes and approach delays, and this information was then analyzed using the Intersection Capacity Utilization (ICU) method for signalized intersections. The results of the intersection data collection and analysis activities are presented in Chapter 3. Critical project findings and conclusions are documented in Chapter 4. Technical issues are discussed and recommendations for future traffic monitoring activities are also presented in Chapter 4. 2. MID-BLOCK LINK COUNTS Mid-block link counts were conducted at twenty-seven (27) locations throughout the City of Carlsbad and can be identified on Figure 2-1. VRPA conducted the link counts using mechanical tube counters that were placed and monitored for two consecutive days (48-hours). The counts resulted in the determination of average daily traffic (ADT) volumes, and these ADT volumes for the Summer count period are summarized in the Appendix. The City of Carlsbad assumes a one-direction maximum capacity of 1,800 vehicles per lane, per hour, in the peak period. Mid-block link analysis was calculated by a maximum one-direction lane volume to capacity ratio and the corresponding Level of Service (LOS) was determined. Figure 2-1 graphically illustrates the 2001 levels of service during the peak hour. Table 2-1 summarizes and compares the Summer 2001 mid-block link analysis with data from 1997, 1998, 1999, and 2000. After the analysis was completed for the mid-block links, no locations were identified as operating at LOS D, E or F. However, two (2) locations were found to operate at LOS C. Rancho Santa Fe Road between Melrose Drive and La Costa Meadows Drive and Rancho Santa Fe Road between San Elijo Road and Cadencia Street were found to operate at LOS C with v/c ratios of 0.80 and 0.76, respectively. Traffic levels on these street segments have been steadily increasing. This is the second year that the Rancho Santa Fe Road between Melrose Drive and La Costa Meadows Drive link has operated beyond LOS A. However, Rancho Santa Fe Road between San Elijo Road and Cadencia Street has been reported at LOS C for the past three years. The remaining mid-block links operated at LOS A or B for the Summer 2001 count program. The location of the high volume links along with the corresponding level of service is listed below: 1997 1998 1999 2000 2001 Location Summer Summer Summer Summer Summer No. Location LOS LOS LOS LOS LOS 18 Rancho Santa Fe Rd. A A A C C between Melrose Dr. and La Costa Meadows Dr. 19 Rancho Santa Fe Rd. A B C C C between San Elijo Rd. Rd. and Cadencia St. 2-1 Acervo 2001 MID-BLOCK LINK LEVELS OF SERVICE Figure 2-1 Legend: • Mid-Block Count Location and Location Number • • LOS A, B or C LOSE • m LOSD LOSF TKCM N OI ,001 ICS O <<<m<<<<<<<<<<<<<L>U<<<<<<<< Q < »n oo oo »r> »n tT) r--O o oo o o oo w-1 r*i m (N — — — — CO — CN W-) 0^ a. » <<c2CQ<<<<<<<<<<<<<uo<<<<:<<-<<: — o m f*~i \o (N oo m <N m (N m oo oo m oo" oo" o < < <<<<<<<<<<<<<<<U<<<<<<<< oo (N \0 oo (N IT) ^ — O — oo "/-) n-) m m (N m 00 oo oo a^^oo^c^^^o^^oo TT (N OO^ — — —^ (N —" ^o" '/-T rr o" 00 oo _t IE > < fa ^ ca O C/2 M S -1 a S w ^ ^ J ^ CQ I <<cjQ<<<<<<<<<<< o — r^i O Os OO ON — r*^ T — oo O —' O m r-\ <<m<<<<<<<< — ^ oo (N ir> (N — — <N (N — -o ON <<-a<<<<<<<<<<<cj<<<<<<<<<<< ON (N ^ — in O '/"I •rr ^ ON" oo" (N fN r*-i > O U Q t 2 — (N — — r- (N ON 'rt oo o" O rr" o' n-) n-) — — — — g S S < 1 > S 2 s ^ ra o o ^ U = £ > i: s H: ^ m ON 30 m m ON r-; f*-r o" —' — (N — LiJ — c/3 o - •3 u w < S us" oo ^ ^ oo c =: Q b •£ Q 1 o OS o CJ < CJ o Qi a: a: < < < < CJ CJ u _o _o _o _o CJ — — — — o o « M CO > ^ ^ •j^ m •J-. —I o o o ^ CJCJCJO-l-lciai^ < z z •7^ "a " ra Q Q ra c U 0-B. a. CJ 00 O —^ (N e o IH U CJ I O Pi Cu O Z fa fa O fa fa > fa fa z fa ;^ u o fa oa ^ © Pi O H HH z o fa fa O ^ E CD rl 03 ffl o UJ a UJ CQ ca CD c/5 =- < UJ c a- ^ CO C/2 CO z ffl c/3 ffl 2 •r- -U. u. a. o CJ o CJ a; c < ai o E- < •c o E-Real Real Real •J Real o o o Oil lU) ra CJ tl Cai ra 'CJ r-;i Cai oc All twenty-seven (27) of the mid-block link locations for this 2001 report were previously analyzed in the 2000 report. Of these twenty-seven (27) locations, fourteen (14) link count stations experienced an increase in ADT from the previous count period. The increases ranged from less than one (1) percent to twelve (12) percent with an average increase of four (4) percent. The other thirteen (13) sites showed a decrease in the recorded ADT volumes from the previous count period. The decreases ranged from less than one (1) percent to twelve (12) percent with an average decrease of four (4) percent. Based on the twenty-seven (27) comparative locations, overall traffic volumes have increased by less than one (1) percent during the last year. This is the same as the previous year. Although traffic grew at a significant pace in some areas of the City between 2000 and 2001, other areas have seen significant decreases. Street improvements and altemative routes have been implemented during this time period and only two mid-block links were found to operate beyond Level of Service B. This indicates that the number of through lanes provided on major roadways in the City of Carlsbad are generally appropriate for the prevailing traffic conditions. It is important to recognize that although mid-block link analysis is an accurate assessment 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 2001 count period. In summary, the information in this chapter, coupled with the capacity analysis of signalized and unsignalized intersections in Chapter 3, will enable the City of Carlsbad to accurately determine the current state of the entire circulation system. 2-4 3. INTERSECTION TURN MOVEMENT COUNTS Intersection tum movement counts were conducted at forty-nine (49) intersections. Figure 3-1 graphically identifies the location of each of the intersections included in the study. The tum 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 all forty-nine (49) intersections. ICU calculations were performed based on the following lane group capacities: Lane Group Capacity Thm Lanes 2000 vehicles per hour greeji per lane Tum Lanes 1800 vehicles per hour green per lane Dual Turn Lanes 1800 vehicles per hour green per lane These lane group capacities were based on field studies conducted during the 1991 Traffic Monitoring Program with the exception of the Dual Tum Lanes capacity, which has been increased from 1620 to 1800 vehicles per hour green per lane, and implemented during the year 2000 Traffic Monitoring Program (TMP), based upon field studies. 3-1 Acervo INTERSECTION LOCATION MAP Figure 3-1 Legend; Count Locations O Intersection Count Location XX Intersection Count Number 'n-:c i-i N o 1,001 ICS The 2001 intersection ICU was correlated to the level of service for the forty-nine (49) signalized locations as follows: SIGNALIZED INTERSECTIONS LEVEL OF SERVICE RANGES (ICU Methodology) Ratio LOS 0.00 - 0.60 A 0.61-0.70 B 0.71-0.80 C 0.81-0.90 D 0.91-1.00 E Greater than 1.00 F It is important to note that the ICU procedure was developed for use at individual signalized intersections. At locations where traffic volumes are heavy, it is possible for traffic waiting at a signalized intersection to back up into nearby adjacent intersections. When this occurs, drivers may experience additional delay. The ICU procedure does not address this situation. Instead, the ICU procedure reports the level of service at each intersection as if there were no backups up traffic from adjacent intersections. Based on observations of traffic along the street system in Carlsbad, traffic backups from adjacent intersections tend to occur in the area of Palomar Airport Road east of Interstate Highway 5, Cannon Road east of Interstate 5 and in the area of El Camino Real south of State Route 78. In these areas, the results of the ICU procedure should be used with the knowledge that the procedure may report better results than are actually achieved. For certain types of analyses, it may be desirable to utilize intersection capacity procedures more detailed than the ICU procedure that are designed to analyze systems of signalized intersections. In previous years, unsignalized minor-street stop-controlled intersections were included in the Traffic Monitoring Program. However, no unsignalized intersections were analyzed for the 2001 Traffic Monitoring Program. The following observations were made during the course of the 2001 count program: • The addition of dual right-turn lanes both northbound and westbound at the intersection of Palomar Airport Road and El Camino Real has significantly improved the operation of this intersection. However. LOS D conditions currently still exist and traffic is expected to grow in the vicinity of this intersection. 3-3 • Traffic levels have been reduced along Palomar Airport Road between Interstate 5 and El Camino Real as well as College Boulevard north of Palomar Airport Road due to the extension of Cannon Road easterly to Faraday Avenue. After analyzing the results Of the Summer 2001 count season, six (6) intersections were identified as operating at Level of Service D, E or F during the AM or PM peak hours. The intersections of El Camino Real and Tamarack Avenue, El Camino Real and Palomar Airport Road, Carlsbad Boulevard and Cannon Road, Rancho Santa Fe Road and Melrose Drive, Rancho Santa Fe Road and San Elijo Road, and I-5/Carmon Road Northbound Ramps were then ftarther 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 resulting hourly volumes. As a result of this analysis, the intersections of Rancho Santa Fe Road and Melrose Drive was found to operate at LOS E for all four fifteen minute periods during the AM peak period. Additionally, the intersection of I-5/Carmon Road Northbound Ramps was found to operate at Level of Service E or F for three out of four fifteen minute periods of the PM peak hour. The ICU and LOS for the Summer count seasons of 1997 through 2001 are summarized in Table 3-1. In addition. Figures 3-2 and 3-3 graphically illustrate the intersection Levels of Service for both the AM and PM peak periods. A discussion of traffic operations at each of the six (6) intersections identified as operating at or below LOS D follows: EI Camino Real and Tamarack Avenue This intersection operates at LOS D with an ICU ratio of 0.81 during the AM peak hour. This is an increase from last year's results of LOS C with an ICU ratio of 0.75. As volumes at critical movements such as the southbound through and westbound left continue to increase, consideration should be given to increasing capacity at these movements to improve level of service. El Camino Real and Palomar Airport Road This intersection has experienced continuing traffic growth since improvements were completed along Palomar Airport Road and El Camino Real. A capacity result of LOS E and a v/c ratio of 1.00 was calculated in the AM peak hour during the 2000 Traffic Monitoring Program (TMP). A capacity result of LOS E and a v/c ratio of 0.92 was calculated in the PM peak hour. As mentioned above,, construction activity was present during the entire Summer 1999 and 2000 count period. Significant improvement in intersection operations as expected has occurred with the addition of exclusive right turn lanes both northbound and westbound. Some decreases in traffic have occurred as parallel roadways are being built, particularly the segment of Aviara Parkway between Palomar Airport Road and Poinsettia Lane and Cannon Road have decreased some traffic at this intersection. Carlsbad Boulevard and Cannon Road This intersection experienced LOS D operations in the PM peak hour with an ICU ratio of 0.85. This is nearly the same result as in the 1998 and 1999 count programs. It is believed that a significant amount of the traffic at this intersection is caused by traffic diverting from northbound Interstate 5 to northbound Carlsbad Boulevard. This appears to be a recurring situation, since it was discovered in the 1998 analysis. Also, increases in the southbound left and westbound right traffic volumes have contributed to a higher ICU ratio calculation for this year. Rancho Santa Fe Road and Melrose Drive This intersection experienced operating conditions beyond LOS D for the third year in a row. The AM peak hour experienced LOS E operations with an ICU ratio of 0.98 and the PM peak hour experienced LOS D with an ICU ratio of 0.88. There is currently a project in the design stage that will add additional capacity both north and southbound. Rancho Santa Fe Road and San Elijo Road This intersection experienced operating conditions beyond LOS C for the first year since its signalization between the 1998 and 1999 studies. The AM currently operates at LOS D with an ICU ratio of 0.85. In the PM peak hour, the ICU ratio is 0.88 and the level of service is LOS D. There is currently a project in the design stage that will add additional capacity both north and southbound. I-5/Cannon Road Northbound Ramps This intersection experienced LOS E operations in the PM peak hour with an ICU ratio of 1.00. This is an increase from the previous years' ICU ratio of 0.81 and the level of service D. It is believed that a significant amount of the traffic at this intersection is caused by recent nearby development, the opening of Cannon Road to the east and the need to access Interstate 5 via the westbound through and right tum lanes at this intersection. These two movements have increased by eighteen (18) and thirty- two (32) percent, respectively, over last year's volumes. This situation could continue to degrade to LOS F conditions if additional capacity isn't constructed. In particular, the westbound right turn, which makes up seventy-one (71) percent of the current ICU ratio of 1.00, is an important factor. 3-5 Table 3-1 INTERSECTION CAPACITY UTILIZATION ANALYSIS SUMMARY SlIMMKR 1997 PEAK HOUR SUMMKR 1998 PEAK HOUR SUMMER 1999 PEAK HOUR SUMMER 2U00 PEAK HOUR SUMMER 2001 PEAK HOUR «unt # C.'uunl Intersection/Location ICII Riillu l.OS itij Kiitio l.OS ICU Kalio l.OS ICU Kiitio LOS ICU Kmlo LOS ICU Kaliu LOS ICU Kmiu LOS ICU Kalio LOS ICU Kalio LOS ICU Ratio LOS 1. College Boulevard & I-araday Avenue 0.35 A 0.42 A 0.43 A 0.40 A 2, El Camino Real & Plaza Drive 0.38 A 0.75 C 0,38 A 0,72 C 0.44 A 0.72 C 0.44 -A 0.68 B 3. 1:1 Camino Real & Marron Road 0.41 A 0.71 c 0,40 A 0,57 A 0.46 A 0,54 A 0.45 A 0.50 A 4. 1:1 Camino Real & Hosp Way 0.40 A 0.44 A 0.40 A 0,43 A 0.38 A 0.40 A 0.45 A 0.41 A 5. El Camino Real & Carlsbad Village Drive 0.52 A 0.63 B 0.50 A 0.64 B 0.56 A 0.61 . B 0.59 A 0.65 B 0.61 B 0.51 A 6. El Camino Real & Tamarack Avenue 0.66 B 0.77 C 0.56 A 0.60 A 0.74 C 0.63 B 0.75 C 0,70 B 0.81 D 0,69 B 7. El Camino Real & College Boulevard 0.47 A 0.66 B 0.46 A 0.63 B 0.51 A 0.61 B 0.47 A 0.64 B 0.56 A 0,67 B 8. El Camino Real & Faraday Avenue 0.66 B 0.96 E 0.44 A 0.74 C 0.67 B 0.71 C 0.68 B 0,72 C 0,66 B 0.73 C 9. El Camino Real & Palomar Airport Road 0.64 B 0.84 D 0.94 E 098 E 1 07 F 0.97 E 1.00 E 092 E 0.62 B 0.83 D 10. El Camino Real & Camino Vida Roble 0.51 A 0.58 A 0.62 B 0.69 B 0.50 A 0.58 A 0.55 A 0,67 B 0.52 A 0.53 A 11. El Camino Real & Alga Road / Aviara Parkway 0.49 A 0.72 C 0.45 A 0.71 C 0.47 A 0.69 B 0.58 A 0,62 B 0,57 A 0.61 B 12. " El Camino Real & La Cosla Avenue 0.65 B 0.72 C 0.76 C 0.92 E 0.70 B 0.86 D 0.62 B 0,67 B 0.70 B 0.80 C 13. El Camino Real & Levante Street 0.39 A 0.64 B 0.38 A 0.50 A 0.44 A 0,51 A 0.35 A 0,44 A 0,37 A 0.59 A 14. Palomar Airport Road & Avenida Encinas 0.52 A 0.74 C 0.49 A 0.65 B 0,50 A 0.69 B 0.54 A 0.67 B 0.47 A 0.53 A 15. Palomar Airport Road & Paseo del Norte 0.66 B 0.69 B 0.68 B 0.72 C 0,72 C 0.71 C 0.64 . B 0.78 C 0.61 B 0.68 B 16. Palomar Airport Road & Armada Drive / Costco Entrance 0.62 B 0.68 B 0,57 A 0.65 B 0.57 A 0.70 B 0.50 A 0.64 B 17. Palomar Airport Road & College Boulevard/Aviara Parkway 0.61 B 0.72 C 0.57 A 0.74 C 0,64 B 0.73 C 0,54 A 0.71 C 0.52 A 0,67 B 18, Palomar Airport Road & Cainino Vida Roble 0.53 A 0.64 B 0.52 A 0.59 A 0,55 A 0.64 B 0,54 A 0.50 A 0.51 A 0,52 A 19. Palomar Airport Road & El l-uerte Street 0.97 E 1.01 F 0.83 D 0.93 E 0,78 C 0.81 D 0,86 D 0.78 C 0.74 C 0,65 B 20. Carlsbad Boulevard & Carlsbad Village Drive 0.30 A 0.51 A 0.34 A 0.62 B 0,35 A 0.67 1) 0,34 A 0.68 B 0.38 A 0,71 C 21. Carlsbad Boulevard & Tamarack Avenue 0.34 A 0.52 A 0.36 A 0.66 B 0.33 A 0.55 A 0.38 A 0.63 B 0,49 A 0.61 B 22. Carlsbad Boulevard & Cannon Road 0.36 A 0.64 B 0.39 A 0,89 D 0.40 A 0.88 D 0,38 A 0.79 C 0.47 A 0.85 D 23. Carlsbad Boulevard & Poinsettia Lane 0.29 A 0.48 A 0.29 A 0,50 A 0,25 A . 0,41 A 0.27 A 0.46 A 0.34 A 0.43 A 24 Rancho Santa Fe Road & Melrose Drive 0.82 D 0.69 B 1.02 F 0,81 D 1,02 F 0,78 C 0.96 E 0.77 C 0.98 E 0.88 D ' /('U niiio not appliciihk' lu lliis iiiisigiuilizeJ localion. " hiiasetiioii waspiind lo he oiii o/ran^v uf ihf HCM proctfdiiic.y previous nUi proccjures were used. Table 3-1 (Continued) INTERSECTION CAPACITY UTILIZATION ANALYSIS SUMMARY SUMMER 1997 PEAK HOUR SUMMER 1998 PEAK HOUR SUMMER 1999 PEAK HOUR SUMMER 2000 PEAK HOUR SUMMER 2001 PEAK HOUR AM PM AM PM AM PM AIM PM AM PM Juunt H Count Interscclion/l.oculiuii ' ICU Kaliu l.OS ICU Kalio l.OS ICU Kalio LOS ICU Kalio LOS ICU Kalio LOS ICU Ratio LOS ICU Kalio LOS ICU Kalio LOS ICU Kalio LOS ICU Ratio LOS 25, Rancho Santa Fe Road & La Costa Meadows Drive 0.61 B 0.69 B 0.64 B 0.72 C 061 B 0.74 c 0,68 B 0.75 c 0.71 C 0,80 C 26. Rancho Santa Fe Road & San Elijo Road A *• A A *» A 0.68 B 0.74 c 0,73 c 0.83 D 0.85 D 0.88 D 27. Rancho Santa Fe Road & La Costa Avenue 0.56 A 0.58 A 0.55 A 0,61 B 0.58 A 0.65 B 0,62 B 061 B 0,58 A 0.60 A 28. Rancho Santa Fe Road & Olivenhain Road/Camino Alvaro 0.47 A 0.47 A 0.53 A 0.52 A 0.54 A 0.55 A 0,63 B 0.62 B 0,61 B 0,64 B 29. Carlsbad Village Drive & Stale Street 0.22 A 0.40 A 0.25 A 0.40 A 0.23 A 0.37 A 0,23 A 0.37 A 0.25 A 0.40 A 30, Carlsbad Village Drive & Harding Street 0.34 A 0.55 A 0.35 A 0.59 A 0.38 A 0.53 A 0.40 A 0.53 A 0.36 A 0,53 A 31, Poinsetta Lane & Batiquitos Drive 0.39 A 0.39 A 0,39 A 0.49 A 0.41 A 0.47 A 0.41 A 0.42 A 0.46 A 0,47 A 32. Poinsetta Lane & Paseo del Norte 0.47 A 0.50 A 0.50 A 0.52 A 0.57 A 0.59 A 056 A 0.57 A 0.49 A 0.58 A 33. Poinsetta Lane & Avienda Encinas 0.35 A 0.43 A 0.38 A 0.52 A 0.31 A 0.47 A 0.43 A 0.58 A 0.41 A 0.63 B 34. Tamarack Avenue & Carlsbad Village Drive • C C • + A ** A ** A ** A A ** A 0.25 A 0.29 A 35. Alga Road & Melrose Drive 0.43 A 0.45 A 0,50 A 0.46 A 0.42 A 0.45 A 36. Jefferson Slreet & Marron Road 0.32 A 0.81 D 0,33 A 0.71 C 0.39 A 0.77 C 37. Monroe Street & Marron Road 0.30 A 0.48 A 0.26 A 0.52 A 0,26 A 0.54 A 0.24 A 0.53 A 38. 1-5/Carlsbad Village Drive Southbound Ramps 0.51 A 0.69 B 0.59 A 0.75 C 0.55 A 0,72 c 0,53 A 0.71 C 0.53 A 069 B 39, l-5/Carlsbad Village Drive Northbound Ramps 0.53 A 0.67 B 0.49 A 0.68 B 0.55 A 0.67 B 0,55 A 0.64 B 0.55 A 0.61 B 40. loAfamarack Avenue Southbound Ramps 0.56 A 0.43 A 0.58 A 0.46 A 0,58 A 0,40 A 0,58 A 0.49 A 0.54 A 0.41 A 41. l-5/Tainarack Avenue Northbound Ramps 0.48 A 0.64-B 0.49 A 0.60 A 0.48 A 0,62 B 051 A 0,66 B 0.48 A 0.58 A 42. l-5/Cannon Road Southbound Ramps ** D A 0.41 A 0,39 A 0,38 A 0,36 A 0.49 A 0.43 A 43. 1-5/Cannon Road Northbound Ramps »• A A 0.39 A 0,76 c 0.47 A 0,81 D 0.57 A 1.00 E 44. l-5/Paloinar Airport Road Southbound Ramps 0.51 A 0.38 A 0.51 A 0.45 A 0.54 A 0,47 A 0.49 A 0.52 A 0,50 A 0.45 A 45. l-5/Palomar Airpon Road Northbound Ramps 0.73 C 0.97 E 0.76 C 0.90 D 0.79 C 0,72 c 0.70 B 071 C 0.64 B 0.67 B 46. I-5/Poinsettia Lane Southbound Ramps 0.42 A 0.51 A 0,40 A 0,55 A 0.42 A 0,57 A 0,37 A 041 A 0.42 A 0.49 A 47. l-5/Poinsettia Lane Northbound Ramps 0.40 A 0.48 A 0,43 A 0,50 A 0.47 A 0,64 B 0.43 A 0,55 A 0.40 A 0.52 A 48. l-5/La Costa Avenue Southbound Ramps 0.48 A 0.53 A 0.59 A 0.60 A 0.55 A 0,52 A 0.50 A 0,49 A 0.55 A 0.48 A 49. 1-5/La Costa Avenue Northbound Ramps 0.46 A 0.51 A 0.57 A 0.62 B 0.55 A 0.63 B 0.53 A 0,56 A 0.55 A 0.55 A * • H'll luiio nol (ippiiL uble lo lliis iiiisi};iuilizet.l localion. "* Jnieiseclio/i uas/oiiiij lo tye onl of iwi^e of lhe new HCM piocedines. previous Tliii procedures were u.seJ. Acervo 2001 AM PEAK HOUR INTERSECTION LEVELS OF SERVICE Figure 3-2 Legend: XX Intersection Count Locations O LOS A,B or C O LOS D O LOSE O LOSF TKCIIINaOI-OOIlOS Acervo 2001 PM PEAK HOUR INTERSECTION LEVELS OF SERVICE Figure 3-3 Legend: XX Intersection Count Locations O LOSA.BorC O LOSD O LOSE LOSF VIRLJPA ncci I iM Ol .00.1 i-;s 4. CONCLUSIONS The scope of work for this project was developed to allow the City of Carlsbad to monitor growth at several intersections and mid-block locations that have been studied since 1989, as well as monitor new locations. All forty-nine (49) of the intersections and all twenty-seven (27) mid-block link locations have been studied in previous Traffic Monitoring reports. The results of the mid-block link counts indicate that overall traffic has increased by an average of less than one (1) percent from last year. Two segments along Rancho Santa Fe Road are operating at LOS C during the peak hour. All other roadways are operating at LOS A or B. The information contained in Chapter 3 identifies six (6) critical intersections from the forty-nine (49) study locations. The intersection of El Camino Real and Tamarack Avenue operates at LOS D in the AM peak hour. Carlsbad Boulevard and Cannon Road operates at LOS D in the PM peak hour. Rancho Santa Fe Road and Melrose Drive operates at LOS E and D in the AM and PM peak hours, respectively. LOS D traffic conditions were indicated in the PM peak hour at the intersection of I- 5/Cannon Road Northbound Ramps. Also, LOS D conditions were calculated in both the AM and PM peak hours for the intersection of Rancho Santa Fe Road and San Elijo Road. Suggestions for improvement of these intersections are described in Chapter 3. The remaining signalized intersections were found to have acceptable levels of service. It can be concluded that operations at these remaining intersections may require periodic monitoring and additional geometric analysis. In conclusion, this report was developed for the City of Carlsbad as the thirteenth annual Traffic Monitoring Program for the Growth Management Plan. Critical intersections have been identified and potential mitigation measures have been discussed. The intent of this document is to provide City staff with an indication of the current status of the overall circulation system in terms of intersection and segment capacities and Levels of Service. This report will also be used as a tool for the accurate identification of conditions in specific areas of the City and to identify critical locations that warrant close attention in the future. The City may utilize the conclusions of this report to aid in the creation of a future scope of work for additional traffic monitoring. 4-1 APPENDIX A INTERSECTION SUMMARY INTERSECTION TURN MOVEMENT COUNTS Forty-nine (49) key intersections were identified by the City of Carlsbad to be studied under the Traffic Monitoring Program of the Growth Management Plan. Figure A-1 graphically identifies the location of each of the intersections included in the study. Table A-1 documents the dates on which each tuming movement count was performed. The data was collected for the AM and PM peak periods and completed during the months of July and August of 2001. The AM peak period was from 6:00 to 9:00 AM, and the PM peak period was from 3:30 to 6:30 PM. It consisted of tum movement counts for each approach for all forty-nine (49) intersections. Pedestrian and U-tum data was also collected at each intersection. The data was then reduced and intersection capacity utilization analysis was performed for each signalized intersection. Table A-2 summarizes the results of this initial ICU analysis. The table presents calculated Levels of Service for all forty-nine (49) intersections during the AM and PM peak hours. When reviewing the reduced intersection data within the following appendix, it should be noted that pedestrian flow for a given vehicular approach is the flow in the crosswalk interfering with right tums from the approach. Thus, for a westbound approach, the pedestrian flow in the north crosswalk would be used; for an eastbound approach, the south-crosswalk flow; for a northbound approach, the east-crosswalk flow; and for a southbound approach, the west-crosswalk flow. INTERSECTION LOCATION MAP Figure A-1 Legend; Count Locations ^) Intersection Count Location XX Intersection Count Number IICCI-IISIOI-OOIKS Location Number Table A-1 COUNT DATE SUMMARY SHEET 2001 TRAFFIC MONITORING PROGRAM Count Intersection/Location Count Day Count Date 1. College Boulevard & Faraday Avenue Thurs. 8/16 2. El Camino Real & Plaza Drive Tues. 8/14 3. El Camino Real & Marron Road Wed. 8/15 4. El Camino Real & Hosp Way Wed. 8/15 5. El Camino Real & Carlsbad Village Drive Wed. 8/15 6. El Camino Real & Tamarack Avenue Tues. . 7/17 7. El Camino Real & College Boulevard Wed. 7/18 8. El Camino Real & Faraday Avenue Thurs. 8/16 9. El Camino Real & Palomar Airport Road Thurs. 7/26 10. El Camino Real & Camino Vida Roble Wed. 7/25 11. El Camino Real & Alga Road / Aviara Parkway Thurs. 8/23 12. El Camino Real & La Costa Avenue Tues. 7/31 • l3. El Camino Real & Levante Street Wed. 8/1 14 Palomar Airport Road & Avenida Encinas Wed. 7/25 15. Palomar Airport Road & Paseo del Norte Tues. 8/21 16. Palomar Airport Road & Armada Drive / Costco Entrance Thurs. 8/23 17. Palomar Airport Road & College Boulevard/Aviara Parkway Thurs. 8/16 18. Palomar Airport Road & Camino Vida Roble Wed. 7/25 19. Palomar Airport Road & El Fuerte Street Thurs. 7/26 20. Carlsbad Boulevard & Carlsbad Village Drive Wed. 7/18 21. Carlsbad Boulevard & Tamarack Avenue Thurs. 7/19 22. Carlsbad Boulevard & Cannon Road Tues. 8/7 23. Carlsbad Boulevard & Poinsettia Lane Thurs. 8/9 24. Rancho Santa Fe Road & Melrose Drive Wed. 8/22 Table A-1 (Continued) COUNT DATE SUMMARY SHEET 2001 TRAFFIC MONITORING PROGRAM Location Number Count Intersection/Location Count Day Count Date 25. Rancho Santa Fe Road & La Costa Meadows Drive Thurs. 8/2 26. Rancho Santa Fe Road & San Elijo Road Thurs. 8/2 27. Rancho Santa Fe Road & La Costa Avenue Wed 8/1 28. Rancho Santa Fe Road & Olivenhain Road/Camino Alvaro Wed. 8/1 29. Carlsbad Village Drive & State Street Wed. 7/18 30. Carlsbad Village Drive & Harding Street Tues. 7/17 31. Poinsettia Lane & Batiquitos Drive Thurs. 8/9 32. Poinsettia Lane & Paseo del Norte Wed. 8/8 33. Poinsettia Lane & Avenida Encinas Wed. 8/8 34. Tamarack Avenue & Carlsbad Village Drive Thurs. 7/19 35. Alga Road & Melrose Drive Thurs. 8/2 36. Jefferson Street & Marron Road Tues 8/14 37. Monroe Street & Marron Road Tues 8/14 ^38. I-5/Carlsbad Village Drive Southbound Ramps Tues. 7/17 ^39. 1-5/Carlsbad Village Drive Northbound Ramps Tues. 7/17 40. I-5/Tamarack Avenue Southbound Ramps Thurs. 7/19 41. I-5/Tamarack Avenue Northbound Ramps Thurs. 7/19 42. I-5/Cannon Road Southbound Ramps Tues. 8/7 43. 1-5/Cannon Road Northbound Ramps Tues. 8/7 44. I-5/Palomar Airport Road Southbound Ramps Tues. 7/24 45. I-5/Palomar Airport Road Northbound Ramps Tues. 7/24 46. l-5/Poinsettia Lane Southbound Ramps Wed. 8/8 47. 1-5/Poinsettia Lane Northbound Ramps Wed. 8/8 48. 1-5/La Costa Avenue Southbound Ramps Thurs. 8/9 49. I-5/La Costa Avenue Northbound Ramps Thurs. 8/9 Table A-2 INTERSECTION LEVEL OF SERVICE 2001 TRAFFIC MONITORING PROGRAM AM PM Location Number Count Intersection/Location ICU Ratio LOS ICU Ratio LOS 1. College Boulevard & Faraday Avenue 0.43 A 0.40 A 2. El Camino Real & Plaza Drive 0.44 A 0.68 B 3. El Camino Real & Marron Road 0.45 A 0.50 A 4. El Camino Real & Hosp Way 0.45 A 0.41 A 5. El Camino Real & Carlsbad Village Drive 0.61 B 0.51 A 6. El Camino Real & Tamarack Avenue 0.81 D 0.69 B 7. El Camino Real & College Boulevard 0.56 A 0.67 B 8. El Camino Real & Faraday Avenue 0.66 B 0.73 C 9. El Camino Real & Palomar Airport Road 0.62 B 0.83 D 10. El Cainino Real & Camino Vida Roble 0.52 A 0.53 A 11. El Camino Real & Alga Road / Aviara Parkway 0.57 A 0.61 B 12. El Camino Real & La Costa Avenue 0.70 B 0.80 C 13. El Camino Real & Levante Street 0.37 A 0.59 A 14. Palomar Airport Road & Avenida Encinas 0.47 A 0.53 A 15. Palomar Airport Road & Paseo del Norte 0.61 B 0.68 B 16. Palomar Airport Road & Armada Drive / Costco Entrance 0.50 A • 0.64 B 17! Palomar Airport Road & College Boulevard/Aviara Parkway 0.52 A 0.67 B 18. Palomar Airport Road & Camino Vida Roble 0.51 A 0.52 A 19. Palomar Airport Road & El Fuerte Street 0.74 C 0.65 B 20. Carlsbad Boulevard & Carlsbad Village Drive 0.38 A 0.71 C 21. Carlsbad Boulevard & Tamarack Avenue 0.49 A 0.61 B 22. Carlsbad Boulevard & Cannon Road 0.47 A 0.85 D 23. Carlsbad Boulevard & Poinsettia Lane 034 A 0.43 A 24. Rancho Santa Fe Road & Melrose Drive 0.98 E 0.88 D Table A-2 (Continued) INTERSECTION LEVEL OF SERVICE 2001 TRAFFIC MONITORING PROGRAM Location Number Count Intersection/Location AM ICU Ratio LOS PM ICU Ratio LOS 25. Rancho Santa Fe Road & La Costa Meadows Drive 0.71 C 0.80 C 26. Rancho Santa Fe Road & San Elijo Road 0.85 D 0.88 D 27. Rancho Santa Fe Road & La Costa Avenue 0.58 A 0.60 A 28. Rancho Santa Fe Road & Olivenhain Road/Camino Alvaro 0.61 B 0.64 B 29. Carlsbad Village Drive & State Street 0.25 A 6.40 A 30. Carlsbad Village Drive & Harding Street 0.36 A 0.53 A 31. Poinsettia Lane & Batiquitos Drive 0.46 A 0.47 A 32. Poinsettia Lane & Paseo del Norte 0.49 A 0.58 A 33. Poinsettia Lane & Avenida Encinas 0.41 A 0.63 B 34. Tamarack Avenue & Carlsbad Village Drive 0.25 A 0.29 A 35. Alga Road & Melrose Drive 0.42 A 0.45 A 36. Jefferson Street & Marron Road 0:39 A 0.77 C 37. Monroe Street & Marron Road 0.24 A 0.53 A 38. I-5/Carlsbad Village Drive Southbound Ramps 0.53 A 0.69 B 39. 1-5/Carlsbad Village Drive Northbound Ramps 0.55 A 0.61 B 40. I-5/Tamarack Avenue Southbound Ramps 0.54 A 0.41 A 41. 1-5/Tamarack Avenue Northbound Ramps 0.48 A 0.58 A 42. 1-5/Cannon Road Southbound Ramps 0.49 A 0.43 A 43. I-5/Cannon Road Northbound Ramps 0.57 A LOO E 44. I-5/Palomar Airport ROad Southbound Ramps 0.50 A 0.45 A 45. I-5/Palomar Airport Road Northbound Ramps 0.64 B 0.67 B 46. I-5/Poinsettia Lane Southbound Ramps 0.42 A 0.49 A 47. l-5/Poinsettia Lane Northbound Ramps 0.40 A 0.52 A 48. 1-5/La Costa Avenue Southbound Ramps 0.55 A 0.48 A 49. 1-5/La Costa Avenue Northbound Ramps 0.55 A 0.55 A CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2001 INTERSECTION ANALYSIS SUMMARY Intersection Number: 1 Intersection Location: College Boulevard & Faraday Avenue Contents: Turn Movement Count Summary Page 1 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Page 2 Turn Movement Diagram P.M. Peak Hour ICU Analysis and Page 3 Turn Movement Diagram I KCl IINOI^OGIKS VRPA TURNING MOVEMENT ANALYSIS City: Carlsbad Interseclion of: N/S Street: College Boulevard E/W Street: Faraday Avenue File: 2001 lnt#01 Data Collected by : Chris, Peter Page 1 of 3 Count Date : 08/16/01 Day: Thursday Weather: Sunny Traffic Control : Signalized South Annroach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Trn Thm Right Peds Left U-Trn Thm Right Peds Left U-Trn Thra Right Peds Left U-Trn Thm Right Peds Vehicle Peds 6:15 AM 10 0 8 15 2 12 0 21 7 0 3 0 8 9 1 8 0 19 9 0 129 3 6:30 AM 4 0 5 16 0 22 0 19 15 0 , 0 0 21 6 4 12 0 30 11 0 161 4 6:45 AM I 0 2 ll 0 44 0 27 14 0 6 0 23 5 0 13 0 36 7 0 189 0 7:00 AM 8 0 17 35 0 61 0 39 9 0 1 0 36 9 0 27 0 38 1 0 281 0 7:15 AM 11 0 21 27 0 62 0 56 14 0 8 0 29 8 0 20 0 53 9 0 318 0 7:30 AM 24 0 22 46 0 39 0 37 18 0 7 0 50 20 1 11 0 19 14 0 307 1 7:45 AM * 27 0 30 45 0 72 0 56 21 1 6 0 108 17 1 20 0 56 7 0 465 2 8:00 AM * 22 ' I 34 57 1 70 0 64 19 0 17 0 114 15 1 19 0 41 5 0 478 2 8:15AM * 22 0 43 49 0 39 0 79 4 0 17 0 112 8 1 13 0 45 6 0 437 1 8:30 AM * 34 0 44 56 0 60 0 50 22 0 20 0 106 20 1 14 0 51 5 0 482 1 8:45 AM 11 0 23 48 0 32 0 29 10 0 11 0 82 19 0 16 0 57 2 0 340 0 9:00 AM 30 0 39 33 0 17 0 49 11 0 ll 0 44 8 0 14 0 44 7 1 307 1 Max. 15 mill. 34 1 44 57 2 72 0 79 22 1 20 0 114 20 4 27 0 57 14 1 482 4 Pk. Hr. Vol. 105 1 151 207 1 241 0 249 66 1 60 0 440 60 4 66 0 193 23 0 1862 6 7:30 AM Peak Intersection Traffic in Pk. Hr. 1862 Peak Hr. Factor 0.97 8:30 AM Hour Intersection Pdstrns in Pk. Hr. 6 3:45 PM 37 0 63 30 0 4 0 33 6 0 8 0 39 28 0 25 0 67 34 0 374 0 4:00 PM 27 0 46 19 0 9 0 46 15 0 12 0 58 29 0 37 0 70 35 0 403 0 4:15 PM 26 0 70 22 0 8 0 36 10 0 10 0 69 26 0 36 0 67 59 0 439 0 4:30 PM 21 1 52 13 1 14 0 45 5 0 11 0 45 22 0 35 0 46 23 0 333 1 4:45 PM * 22 1 60 22 1 5 0 37 22 0 15 0 31 15 5 20 0 88 49 0 387 6 5:00 PM * 34 0 64 9 0 13 0 62 16 0 11 0 57 16 0 41 0 72 21 1 416 1 5:15 PM * 39 0 77 6 1 10 0 61 17 I 20 0 67 40 3 59 0 112 47 0 555 5 5:30 PM * 31 0 97 14 0 20 0 78 17 0 21 0 50 24 0 65 0 108 44 0 569 0 5:45 PM 16 0 63 17 1 10 0 30 6 0 7 0 36 12 0 36 0 68 27 0 328 1 6:00 PM 29 0 90 14 0 14 0 33 12 0 7 0 73 23 1 47 0 78 46 1 466 2 6:15 PM 14 0 32 8 0 12 0 25 12 0 7 0 32 7 3 31 0 48 38 0 266 3 6:30 PM 16 1 40 6 0 4 0 14 9 0 5 0 27 17 0 18 0 53 26 -0 236 0 Ma.x. 15 mill. 39 1 97 30 1 20 0 78 22 1 21 0 73 40 5 65 0 112 59 1 569 6 Pk. Hr. Vol. 126 I 298 51 2 48 0 238 72 1 67 0 205 95 8 185 0 380 161 1 1927 12 4:30 PM Peak Intersection Traffic in Pk. Hr, 1927 5:30 PM Hour Inlersection Pdslrns in Pk, Hr. = 12 Peak Hr. Factor 0.85 College Boulevard at Faraday Avenue Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:30 AM to 8:30 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside I 1 1 Config - (left) 2 I 1 1 I urations 3 1 1 I 1 4 5 6 1 1 1 1 1 1 I I Outside 7 Free-flow Lane Settings 2 2 0 2 2 0 I 2 0 1 2 0 Capacity 3600 4000 0 3600 4000 0 1800 4000 0 1800 4000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 106 151 207 241 249 66 60 440 60 66 193 23 Adjusted Hourly Volume 106 358 0 241 315 0 60 500 0 66 216 0 Utilization Factor 0.03 0.09 0.00 0.07 0.08 0.00 0.03 0.13 0.00 0.04 0.05 0.00 Critical Factors 0.09 0.07 0.13 0.04 ICU Ratio 0.43 LOS = A Turning Movements at Intersection of: College Boulevard and Faraday Avenue W e s t A P P r Time : 7:30 AM to 8:30 AM Date: 08/16/01 Day : Thursday Name : Chris, Peter Totals 924 Sub- totals 364 560 60 440 60 Subtotals Total North Approach 66 376 106 1 840 556 249 J i t North 151 464 790 0 241 College Boulevard 234 ^ t r 207 23 193 66 Total Subtotals Sub- totals 282 888 Faraday Avenue Totals 170 E a s t A P P r South Approach Note : Left-turn volumes include U-turns. U-turns in bold. College Boulevard at Faraday Avenue Lane Configuration for Intersection Capacity Utilization Pages of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 4:30 PM to 5:30 PM Left Thru Right Left Thru Right Left Thra Right Left Thra Right Lane Inside I 1 Config- (left) 2 1 urations 3 I 4 1 1 5 6 Outside 7 Free-flow 1 1 1 1 1 1 1 1 1 1 1 1 1 Lane Settings 2 2 0 2 2 0 1 2 0 1 2 0 Capacity 3600 4000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 127 Adjusted Hourly Volume 127 Utilization Factor 0.04 Critical Factors 0.04 3600 4000 1800 4000 0 1800 4000 298 51 48 238 72 67 205 95 185 380 161 349 0 48 310 0 67 300 0 185 541 0 0.09 0.00 0.01 0.08 0.00 0.04 0.08 0.00 0.10 0.14 0.00 0.08 0.08 0.10 ICU Ratio = 0.40 LOS= A Tumin.g Movements at Intersection of: College Boulevard and Faraday Avenue W e s t A P P r Time : 4:30 PM to 5:30 PM Date: 08/16/01 Day : Thursday Name : Chris, Peter Totals 945 Sub- totals 578 367 67 205 95 Subtotals Total North Approach 72 1 519 127 I 995 North 298 476 College Boulevard 884 0 48 t 526 161 380 185 Total Subtotals Sub- totals 726 304 Faraday Avenue Totals 1030 t a s t A P P r South Approach Note : Left-turn volumes include U-turns. U-tums in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2001 INTERSECTION ANALYSIS SUMMARY Intersection Number: 2 Intersection Location: El Camino Real & Plaza Drive Contents: Turn Movement Count Summary Page 1 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Turn Movement Diagram P.M. Peak Hour ICU Analysis and Tum Movement Diagram Page 2 Page 3 VRPA TURNING MOVEMENT ANALYSIS City: Carlsbad Intersection of: N/S Street : El Camino Real E/W Street : Plaza Drive Page 1 of 3 File: 2001 Int #02 Data Collected by : Peter, Chester, Matt Count Dale : 08/14/01 Day: Tuesday Weather: Sunny Traffic Control: Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 Vehicle Peds min. prd. Left U-Trn Thra Right Peds Left U-Trn Thm Right Peds Left U-Trn Thra Right Peds Left U-Trn Thra Right Peds Vehicle Peds 6:15 AM 0 0 114 4 0 12 5 163 6 1 0 0 0 0 I 3 0 0 9 0 316 2 6:30 AM 2 0 115 2 0 17 2 287 2 0 2 0 1 3 0 2 0 0 10 0 445 0 6:45 AM 0 0 153 3 0 15 1 354 4 0 3 0 0 0 0 3 0 0 12 0 548 0 7:00 AM 4 0 175 5 0 26 6 449 5 0 2 0 2 0 I 3 0 0 19 0 696 1 7:15 AM 3 0 185 8 0 24 6 377 3 0 4 0 1 1 0 3 0 0 17 0 632 0 7:30 AM * 1 0 206 4 0 30 2 425 4 0 4 0 0 0 0 6 0 0 21 0 703 0 7:45 AM * I 0 239 5 0 29 6 448 6 0 5 0 I 2 0 2 0 I 19 0 764 0 8:00 AM * 3 0 234 5 0 53 5 477 9 0 2 0 2 1 0 7 0 0 22 0 820 0 8:15 AM * 3 0 247 5 0 47 7 384 16 0 8 0 1 I 1 4 0 0 15 0 738 1 8:30 AM 2 0 234 5 0 51 10 347 10 0 7 0 0 I 0 4 0 2 23 0 696 0 8:45 AM 5 0 221 8 2 44 11 267 15 0 11 0 2 2 1 7 0 0 30 0 623 3 9:00 AM 5 0 225 9 0 68 7 209 27 0 9 0 4 1 3 7 0 3 22 0 596 3 Max. 15 min. 5 0 247 9 2 68 11 477 27 I 11 0 4 3 3 7 0 3 30 0 820 3 Pk. Hr. Vol. 8 0 926 19 0 159 20 1734 35 0 . 19 0 4 4 1 19 0 1 77 0 3025' 1 7:15 AM Peak Inlersection Traffic in Pk. Hr. 3025 Peak Hr. Factor 0.92 8:15 AM Hour Intersection Pdstrns in Pk. Hr. 1 3:45 PM 3 2 380 6 0 75 9 245 53 0 81 0 9 12 1 3 0 5 48 0 931 1 4:00 PM 2 2 352 I 2 70 5 196 33 0 100 0 8 13 0 2 0 3 43 2 830 4 4:15 PM 3 2 362 4 1 78 11 216 55 1 90 0 6 12 1 6 0 7 43 3 895 6 4:30 PM * 0 0 332 3 0 127 5 274 66 0 86 0 5 II 7 11 0 6 62 9 988 16 4:45 PM * 3 1 326 3 2 81 6 206 42 0 86 0 10 10 2 17 0 6 43 6 840 10 5:00 PM * 5 2 367 2 3 102 18 257 45 0 56 0 4 5 1 10 0 6 76 6 955 10 5:15 PM * 5 0 349 3 1 86 II 280 74 0 114 0 14 16 2 15 0 5 78 2 1050 5 5:30 PM 3 0 275 4 0 51 5 245 54 0 108 0 3 11 1 8 0 5 85 0 857 1 5:45 PM 3 0 345 3 I 57 3 254 73 1 95 0 8 7 0 9 0 6 93 4 956 6 6:00 PM 3 0 392 5 0 68 7 217 44 0 74 0 7 II 3 14 0 6 59 0 907 3 6:15 PM - 7 2 369 9 1 37 10 225 51 0 95 0 8 8 I 7 0 3 48 0 879 2 6:30 PM 6 1 388 3 1 72 9 231 58 0 75 0 5 15 0 11 0 2 53 I 929 2 Max. 15 min. 7 2 392 9 3 127 18 280 74 1 114 0 14 16 7 17 0 7 93 9 1050 16 Pk. Hr. Vol. 13 3 1374 11 6 396 40 1017 227 0 342 0 33 42 12 53 0 23 259 23 3833 41 4:15 PM Peak Intersection Traffic in Pk. Hr. 5:15 PM Hour Inlersection Pdslrns in Pk. Hr. 3833 41 Peak Hr. Factor 0.91 El Camino Real at Plaza Drive Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:15 AM to 8:15 AM Left Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside 1 1 1 1 Config - (left) 2 I 1 1 1 1 I urations 3 1 I I I 4 1 I 5 6 1 I I I Outside 7 Free-flow Lane Settings 2 3 0 2 3 0 2 0 I 0 I I Capacity 3600 6000 0 3600 6000 0 3800 0 1800 0 2000 1800 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? Y Efficiency Lost Factor O.IO Hourly Volume 8 926 19 179 1734 35 19 4 4 19 I 77 Adjusted Hourly Volume 8 945 0 179 1769 0 19 • 4 4 0 20 77 Utilization Factor 0.00 0.16 0.00 0.05 0.29 0.00 0.01 0.00 0.00 0.00 0.01 0.04 Critical Factors 0.00 0.29 O.OI 0.04 ICU Ratio = 0.44 LOS = Turning Movements at Intersection of: El Camino Real and Plaza Drive W e s t A P P r Time : 7:15 AM to 8:15 AM Date: 08/14/01 Day : Tuesday Name : Peter, Chester. Matt Sub- Totals totals 71 44 27 19 4 4 Subtotals Total North Approach 2990 1948 20 35 1734 179 lr 1757 El Camino Real 1042 J i t North 8 0 2710 ^ t r 926 19 953 77 1 19 0 Total Subtotals Sub- totals 97 182 Plaza Drive Totals 279 E a s t A P P South Approach Note : Left-turn volumes include U-turns. U-turns in bold. El Camino Real at Plaza Drive Lane Configuration for Intersection Capacity Utilizafion Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 4:15 PM to 5:15 PM Left Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside 1 1 I 1 Config - (left) 2 I I I I I 1 urations 3 1 1 I I 4 1 I 5 6 I I I 1 Outside 7 Free-flow Lane Settings 2 3 0 2 3 0 2 0 I 0 I 1 Capacity 3600 6000 0 3600 6000 0 3800 0 1800 0 2000 1800 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? Y Efficiency Lost Factor O.IO Hourly Volume 16 1374 11 436 1017 227 342 33 42 53 23 259 Adjusted Hourly Volume 16 1385 0 436 1244 0 342 33 42 0 76 259 Utilization Factor 0.00 0.23 0.00 0.12 0.21 0.00 0.09 0.00 0.02 0.00 0.04 0.14 Critical Factors 0.23 0.12 0.09 0.14 ICU Ratio = 0.68 LOS= B Turning Movements at Intersection of: El Camino Real and Plaza Drive W e s t A P P r Time ; 4:15 PM to 5:15 PM Date Day Name Totals 680 08/14/01 Tuesday Peter, Chester, Matt Sub- totals 263 417 342 33 42 Subtotals Total North Approach 3695 1680 40 227 1017 436 115 El Camino Real 2015 16 3 2516 i t North 1374 1401 ^ t r 11 259 23 53 Total Subtotals Sub- totals JJ3 440 Plaza Drive Totals 775 E a s t A P P r South Approach Note : Left-turn volumes include U-turns. U-tums in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2001 INTERSECTION ANALYSIS SUMMARY Intersection Number: 3 Intersection Location: El Camino Real & Marron Road Contents: Turn Movement Count Summary Page 1 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Page 2 Turn Movement Diagram P.M. Peak Hour ICU Analysis and Page 3 Turn Movement Diagram I JKCI IIMOI^OGIKS VRPA TURNING MOVEMENT ANALYSIS City: Carlsbad Intersection of: N/S Street: El Cainino Real E/W Street: Marron Road Page 1 of 3 File: 2001 Int#03 Data Collected by ; Matt, Chris, Chester Count Date 08/15/01 Day: Wednesday Weather: Sunny Traffic Control: Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 Vehicle Peds min. prd. Left U-Trn Thra Right Peds Left U-Trn Thm Right Peds Lefl U-Trn Thra Right Peds Left U-Trn Thra Right Peds Vehicle Peds 6:15 AM 3 0 125 8 0 12 0 176 7 0 8 0 3 3 I 12 0 3 10 0 370 1 6:30 AM 9 0 99 7 1 11 2 236 12 0 2 0 0 3 0 7 0 4 13 0 405 1 6:45 AM 1 0 136 9 1 12 1 344 14 0 6 0 3 7 1 27 0 7 20 2 587 4 7:00 AM 1 0 123 11 1 11 2 447 14 1 6 0 2 8 I 17 0 7 24 3 673 6 7:15 AM 4 0 178 7 1 12 3 3.57 15 1 6 0 6 II 0 27 0 3 18 0 647 2 7:30 AM 6 0 153 6 1 14 1 365 13 I 5 0 4 15 2 15 0 21 21 0 639 4 7:45 AM * 5 0 237 8 0 19 7 445 15 0 11 0 11 13 I 25 0 17 30 2 843 3 8:00 AM * 5 1 233 10 0 24 1 427 23 0 9 0 9 13 2 21 0 20 24 0 820 2 8:15 AM * 16 0 174 8 0 28 5 342 25 0 12 0 5 17 0 17 0 15 27 1 691 1 8:30 AM * 4 0 193 13 0 26 2 302 24 0 12 0 12 10 2 32 0 13 24 3 667 5 8:45 AM 6 0 201 11 0 27 1 217 15 0 9 0 8 3 2 11 0 II 23 1 543 3 9:00 AM 18 0 223 22 0 16 3 230 31 0 11 0 17 13 1 12 0 17 30 1 643 2 Max. 15 min. 18 1 237 22 1 28 7 447 31 I 12 0 17 17 2 32 0 21 30 3 843 6 Pk. Hr. Vol. 30 1 837 39 0 97 15 1516 87 0 44 0 37 ,53 5 95 0 65 105 6 3021 11 7:30 AM Peak Intersection Traffic in Pk. Hr. 3021 Peak Hr. Factor 0.90 8:30 AM Hour Intersection Pdstrns in Pk, Hr. 11 3:45 PM * 43 0 253 19 0 44 2 178 42 0 35 0 41 39 0 36 0 37 44 3 813 3 4:00 PM * 77 2 286 6 5 41 2 179 32 4 48 0 44 41 4 31 0 39 34 5 862 18 4:15 PM * 49 0 163 3 5 52 3 224 36 6 45 0 75 26 4 37 0 54 52 8 819 23 4:30 PM * 61 0 232 4 0 47 I 169 27 0 49 0 39 46 I 27 0 41 46 4 789 5 4:45 PM 56 0 176 5 5 42 0 183 31 0 49 0 52 43 5 37 0 47 28 5 749 15 5:00 PM 54 0 150 5 6 33 1 226 24 2 38 0 44 34 6 43 0 47 63 2 762 16 5:15 PM 54 0 146 4 0 35 0 204 30 1 45 0 51 20 0 46 0 43 41 1 719 2 5:30 PM 28 0 98 5 0 42 I 191 34 1 24 0 36 34 0 39 0 39 29 0 600 1 5:45 PM 38 1 136 6 5 65 0 198 23 2 47 0 32 39 2 37 0 51 46 2 719 11 6:00 PM 38 0 152 3 0 32 0 193 31 1 44 0 52 20 0 23 0 46 58 1 692 2 6:15 PM 64 0 257 8 0 41 1 175 31 2 51 0 42 19 0 . 22 0 41 37 10 789 12 6:30 PM 82 0 252 17 0 32 3 168 27 I 50 0 38 30 5 ' 40 0 30 27 3 796 9 Max. 15 mill. 82 2 286 19 6 65 3 226 42 6 51 0 75 46 6 46 0 54 63 10 862 23 Pk. Hr Vol. 230 2 934 32 10 184 8 750 137 10 177 0 199 152 9 131 0 171 176 20 3283 49 3:30 PM 4:30 PM Peak Hour Interseclion Traffic in Pk. Hr. Intersection Pdstrns in Pk. Hr Peak Hr. Factor 0.95 49 El Camino Real at Marron Road Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:30 AM to 8:30 AM Left Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside I I 1 Config - (left) 2 1 I 1 I urations 3 I I I I 4 I I I I 1 1 5 6 I 1 1 I Outside 7 Free-flow Lane Settings 2 3 0 2 3 0 I 2 0 I 2 0 Capacity 3600 6000 0 3600 6000 0 1800 4000 0 1800 4000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 31 837 39 112 1516 87 44 37 53 95 65 105 Adjusted Hourly Volume 31 876 0 112 1603 0 44 90 0 95 170 0 Utilization Factor 0.01 0.15 0.00 0.03 0.27 0.00 0.02 0.02 0.00 0.05 0.04 0.00 Critical Factors O.OI 0.27 0.02 0.05 ICU Ratio = 0.45 LOS = A Tuming Movements at Intersection of: El Camino Real and Marron Road W e s t A P P r Time : 7:30 AM to 8:30 AM Date: 08/15/01 Day : Wednesday Name : Matt. Chris, Chester Totals 316 Sub- totals 182 134 44 37 53 Subtotals Total North Approach 87 1665 2716 1715 15 1516 112 El Camino Real IOO I t North ^ t r 31 837 39 1 907 2572 105 "65 -95 Total Subtotals Sub- totals 265 173 Marron Road Totals 438 E a s t A P P r South Approach Note : Left-turn volumes include U-turns. U-turns in bold. El Camino Real at Marron Road Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 3:30 PM to 4:30 PM Left Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside I I 1 Config - (left) 2 I I 1 1 urations 3 1 I I 1 4 I 1 1 1 1 1 5 6 I I 1 1 Outside 7 Free-flow Lane Settings 2 3 0 2 3 0 I 2 0 I 2 0 Capacity 3600 6000 0 3600 6000 0 1800 4000 0 1800 4000 0 Are the North/Soutii phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 232 934 32 192 750 137 177 199 152 131 171 176 Adjusted Hourly Volume 232 966 0 192 887 0 177 351 0 131 347 0 Utilization Factor 0.06 0.16 0.00 0.05 0.15 0.00 0.10 0.09 0.00 0.07 0.09 0.00 Critical Factors 0.16 0.05 O.IO 0.09 ICU Ratio = 0.50 LOS= A Tuming Movements at Intersection of: El Camino Real and Marron Road W e s t .A P P r Time : 3:30 PM to 4:30 PM Date: 08/15/01 Day : Wednesday Name : Matt. Chris. Chester Totals 1066 Sub- totals 538 528 177 199 152 Subtotals Total North Approach 137 lr 1035 232 2 2233 1079 750 i t North 934 1198 2374 8 192 El Camino Real 1295 t. ^ t r 32 176 171 Total Subtotals Sub- totals 478 415 Marron Road Totals 893 E a s t A P P r South Approach Note : Left-turn volumes include U-turns. U-turns in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2001 INTERSECTION ANALYSIS SUMMARY Intersection Number: 4 Intersection Location: El Camino Real & Hosp Way Contents: Turn Movement Count Summary Page 1 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Page 2 Turn Movement Diagram P.M. Peak Hour ICU Analysis and Page 3 Tum Movement Diagram J'KCl IINOUOGIKS VRPA TURNING MOVEMENT ANALYSIS City : Carlsbad Intersection of: N/S Street : El Cainino Real E/W Street : Hosp Way File: 2001 Int #04 Data Collected bv : Chris, Peler Page 1 of 3 Count Date : 08/15/01 Day: Wednesday Weather: Sunny Traffic Control : Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 mill. prd. Left U-Trn Thra Right Peds Left U-Trn Thrti Right Peds Left U-Trn Thrti Right Peds Left U-Trn Thra Right Peds Vehicle Peds 6:15 AM 4 0 135 I 0 1 0 185 1 0 4 0 0 3 0 2 0 0 0 0 336 0 6:30 AM 1 0 94 4 1 I 0 242 8 I 14 0 1 4 0 0 0 2 0 0 371 2 6:45 AM 2 0 124 2 2 5 2 374 4 1 II 0 0 4 0 3 0 0 3 2 534 5 7:00 AM 2 0 120 2 2 3 1. 445 4 0 15 0 1 7 I 2 0 2 I I 605 4 7:15 AM 2 0 160 7 1 4 0 393 8 0 15 0 I 6 0 5 0 2 2 0 605 1 7:30 AM * 3 0 175 7 1 13 I 435 9 1 20 0 0 12 0 8 0 0 2 0 685 2 7:45 AM * 1 0 230 9 0 6 1 453 20 0 21 0 I 18 0 10 0 2 2 0 774 0 8:00 AM * 1 0 194 24 2 15 1 429 8 2 17 0 2 18 0 6 0 0 3 0 718 4 8:15 AM * 3 1 197 11 0 11 2 335 9 0 21 0 2 11 0 10 0 5 4 0 622 0 8:30 AM 3 0 211 11 0 8 0 311 9 0 19 0 1 II 0 13 0 1 2 0 600 0 8:45 AM 1 0 202 14 0 7 1 223 8 0 10 0 1 5 0 12 0 2 3 0 489 0 9:00 AM 3 0 252 20 0 8 2 247 9 1 10 0 5 3 0 15 0 2 4 0 580 1 Max. 15 mill. 4 1 252 24 2 15 2 453 20 2 21 0 5 18 1 15 0 5 4 2 774 5 Pk. Hr. Vol. 8 1 796 51 3 45 5 1652 46 3 79 0 5 59 0 34 0 7 11 0 2799 6 7:15 AM Peak Intersection Traffic in Pk. Hr. 2799 Peak Hr Factor 0.90 8:15 AM Hour Inlersection Pdstrns in Pk. Hr. 6 3:45 PM 8 0 369 29 2 7 2 244 16 1 14 0 1 3 0 23 0 2 5 3 723 6 4:00 PM 7 0 338 54 I 7 0 247 17 I 15 0 3 2 2 18 0 0 8 3 716 7 4:15 PM * 19 0 235 87 0 5 I 232 14 0 12 0 14 2 2 16 0 5 4 0 646 2 4:30 PM * 20 1 227 84 1 11 0 252 23 4 9 0 13 3 I 18 0 6 2 1 669 7 4:45 PM * 22 3 293 130 0 4 0 256 11 0 6 0 5 1 0 31 0 9 3 1 774 1 5:00 PM * 30 1 245 101 0 3 0 287 20 0 5 0 II 0 0 20 0 7 1 1 731 1 5:15 PM 27 2 166 120 4 4 0 243 23 2 5 0 6 2 0 12 0 5 3 3 618 9 5:30 PM 39 3 177 122 I 13 0 237 17 0 5 0 5 2 0 26 0 14 2 2 662 3 5:45 PM 46 3 155 106 0 10 0 263 26 0 10 0 12 5 0 23 0 6 4 1 669 1 6:00 PM 31 3 203 128 3 6 -. 0 192 21 0 5 0 18 I 0 23 0 8 2 1 641 4 6:15 PM 19 1 277 91 1 5 0 187 16 1 6 0 9 4 o' 27 0 . 10 6 2 658 4 6:30 PM 16 0 309 34 1 5 I 211 19 2 15 0 2 4 0 32 0 7 1 0 656 3 Max. 15 mill. 46 3 369 130 4 13 2 287 26 4 15 0 18 5 2 32 0 14 8 3 774 9 Pk. Hr. Vol. 91 5 1000 402 I 23 1 1027 68 4 32 0 43 6 3 85 0 27 10 3 2820 11 4:00 PM 5:00 PM Peak Hour Peak Hr. Factor 0.91 Intersection Pdstrns in Pk, Hr. 11 El Camino Real at Hosp Way Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:15 AM to 8:15 AM Left Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside I Config - (left) 2 I I 1 I urations 3 I 1 1 1 I I 4 I 1 5 6 1 I I I Outside 7 Free-flow Lane Settings 1 3 0 • 1 3 0 I I 0 I I 0 Capacity 1800 6000 0 1800 6000 0 1800 2000 0 1800 2000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? Y Efficiency Lost Factor 0.10 Hourly Volume 9 796 51 50 1652 46 79 5 59 34 7 11 Adjusted Hourly Volume 9 847 0 50 1698 0 79 64 0 34 18 0 Utilization Factor 0.01 0.14 0.00 0.03 0.28 0.00 0.04 0.03 0.00 0.02 0.01 0.00 Critical Factors O.OI 0.28 0.04 0.02 ICU Ratio = 0.45 LOS = A Turning Mo\'ements al Intersection of: El Camino Real and Hosp Way Time : 7:15 AM to 8:15 AM Date: 08/15/01 Day : Wednesday Name : Chris, Peter North Approach 1748 2639 El Camino Real 891 Total Subtotals W e s t A P P r Totals 204 Sub- totals 61 143 46 1652 50 79 5 59 Subtotals Total lr t 1746 North 9 1 2602 796 856 ^ t r 51 ll 7 34 Sub - totals 52 101 Hosp Way Totals 153 E a s t A P P Soulh Approach Note : Left-turn volumes include U-turns. U-lurns in bold. El Camino Real at Hosp Way Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 4:00 PM to 5:00 PM Left Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside I Config - (left) 2 I I 1 I urations 3 1 1 I 1 1 I 4 1 I 5 6 1 I I I Outside 7 Free-flow Lane Settings I 3 0 1 3 0 1 I 0 I I 0 Capacity 1800 6000 0 1800 6000 0 1800 2000 0 1800 2000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? Y Efficiency Lost Factor 0.10 Hourly Volume 96 IOOO 402 24 1027 68 32 43 6 85 27 10 Adjusted Hourly Volume 96 1402 0 24 1095 0 32 49 0 85 37 0 Utilization Factor 0.05 0.23 0.00 O.OI 0.18 0.00 0.02 0.02 0.00 0.05 0.02 0.00 Critical Factors 0.23 O.OI 0.02 0.05 ICU Ratio = 0.41 LOS^ Tuming Movements at Intersection of: El Camino Real and Hosp Way W e s I A P P r Time : 4:00 PM to 5:00 PM Date Day Name Totals 267 08/15/01 Wednesday Chris, Peter Sub- totals 186 81 32 43 6 Subtotals Total North Approach 68 II23 1119 1027 I t 2162 1 24 North 5 2621 1498 El Camino Real 1043 ^ t r 96 1000 402 10 27 85 Total Subtotals Sub - totals 122 468 Hosp Way Totals 590 E a s t A P P r Soulh Approach Note : Left-turn volumes include U-turns. U-lurns in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2001 INTERSECTION ANALYSIS SUMMARY Intersection Number: 5 Intersection Location: El Camino Real & Carlsbad Village Drive Contents: Turn Movement Count Summary Page 1 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Page 2 Turn Movement Diagram P.M. Peak Hour ICU Analysis and Page 3 Turn Movement Diagram I KCl llNOl^OGIKS VRPA TURNING MOVEMENT ANALYSIS City : Carlsbad Intersection of: N/S Slreet : El Camino Real E/W Streel: Carlsbad Village Drive Page 1 of 3 File: 2001 Int #05 Data Collected by : Connie, Steve, Kelly Count Dale : 08/15/01 Day: Wednesday Weather: Sunny Traffic Conlrol : Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 Vehicle Peds min. prd. Left U-Trn Thrti Right Peds Left U-Trn Thra Right Peds Left U-Trn Thra Right Peds Left U-Trn Thra Right Peds Vehicle Peds 6:15 AM 3 0 90 2 0 10 3 180 17 0 9 0 8 4 0 5 0 46 15 0 392 0 6:30 AM 2 0 48 0 0 13 4 196 9 0 5 0 7 3 0 3 0 39 29 0 358 0 6:45 AM 2 0 81 I 0 21 1 293 9 1 14 0 12 4 0 7 0 49 41 0 535 1 7:00 AM 3 0 68 1 0 48 5 484 13 I 14 0 16 4 1 6 0 57 35 0 754 2 7:15 AM 2 0 63 1 0 17 2 293 21 0 15 0 18 13 0 4 0 45 46 0 540 0 7:30 AM + 9 0 42 2 0 24 3 450 20 0 20 0 14 17 0 12 0 74 52 2 739 2 7:45 AM * 6 0 53 1 0 23 3 444 35 I 27 0 21 23 0 21 0 57 72 0 786 1 8:00 AM * 10 0 86 3 0 40 6 380 26 0 46 0 24 16 0 19 0 74 73 0 803 0 8:15 AM * 5 0 73 3 0 56 6 372 36 0 28 0 27 27 0 6 0 51 82 0 772 0 8:30 AM 11 0 52 3 0 27 3 172 14 0 22 0 24 12 0 4 0 39 38 0 421 0 8:45 AM 9 0 99 6 0 23 11 189 22 0 30 0 31 15 0 11 0 57 70 0 573 0 9:00 AM 8 0 139 3 0 32 4 223 24 0 40 0 26 9 0 11 0 58 80 0 657 0 Max. 15 min. ll 0 139 6 0 56 11 484 36 1 46 0 3.1 27 I 21 0 74 82 2 803 2 Pk, Hr. Vol 30 0 254 9 0 143 18 1646 117 1 121 0 86 83 0 58 0 256 279 2 3100 3 7:15 AM Peak Intersection Traffic in Pk. Hr. 3100 Peak Hr. Factor 0.97 8:15 AM Hour Interseclion Pdslrns in Pk. Hr. 3 3:45 PM * 17 2 284 11 I 57 . 2 176 27 0 28 0 49 23 0 7 0 38 48 1 769 2 4:00 PM * 30 0 169 13 0 53 8 196 35 0 29 0 54 9 0 14 1 48 43 0 702 0 4:15 PM * 38 0 199 15 0 48 6 131 47 0 32 0 63 14 0 16 2 39 29 0 679 0 4:30 PM * 47 0 190 27 0 45 0 173 33 2 26 0 46 17 0 5 0 32 24 0 665 2 4:45 PM 40 0 225 20 I 75 3 142 36 0 41 0 66 10 0 4 0 36 35 0 733 1 5:00 PM 45 0 84 15 0 67 8 196 39 1 24 0 77 13 0 3 0 41 30 1 642 2 5:15 PM 36 0 29 38 0 52 0 125 28 0 35 0 60 21 0 26 0 72 41 0 563 0 5:30 PM 85 0 84 71 0 73 4 191 35 0 26 0 90 10 0 17 0 75 33 0 794 0 5:45 PM 53 0 40 37 0 46 0 139 16 0 38 0 64 12 0 9 0 61 19 0 534 0 6:00 PM 87 0 110 37 0 80 4 173 40 0 50 0 99 8 0 22 0 57 29 0 796 0 6:15 PM 6 0 46 13 0 37 I 111 28 0 31 0 85 10 0 8 0 45 32 0 453 0 6:30 PM 17 I 151 2 0 60 I 114 26 0 17 0 57 14 0 4 1 23 32 0 520 0 Max. 15 min. 87 2 284 71 I 80 8 196 47 2 50 0 99 23 0 26 2 75 48 1 796 2 Pk. Hr. Vol 132 2 842 66 I 203 16 676 142 2 115 0 212 63 0 42 3 157 144 1 2815 4 3:30 PM Peak Intersection Traffic in Pk. Hr. 2815 4:30 PM Hour Interseclion Pdslrns in Pk. Hr. = 4 Peak Hr. Factor 0.92 El Camino Real at Carlsbad Village Drive Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:15 AM to 8:15 AM Left Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside I 1 1 I 1 Config - (left) 2 I 1 I I urations 3 1 1 I 1 I I 4 5 6 I 1 I 1 Outside 7 Free-flow Lane Settings I 3 0 1 3 0 I 2 0 1 2 0 Capacity 1800 6000 0 1800 6000 0 1800 4000 0 1800 4000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/TM)? N Efficiency Lost Factor 0.10 Hourly Volume 30 254 9 161 1646 117 121 86 83 58 256 279 Adjusted Hourly Volume 30 263 0 161 1763 0 121 169 0 58 535 0 Utilization Factor 0.02 0.04 0.00 0.09 0.29 0.00 0.07 0.04 0.00 0.03 0.13 0.00 Critical Factors 0.02 0.29 0.07 0.13 ICU Ratio = 0.61 LOS= B Turning Movements at Intersection of: El Camino Real and Carlsbad Village Drive W e s I A , P P r Time : 7:15 AM to 8:15 AM Date: 08/15/01 Day : Wednesday Name : Connie, Steve, Kelly Totals 693 Sub- totals 403 290 0 121 86 83 Subtotals Tolal North Approach 1787 1924 2596 18 El Camino Real 672 117 1646 161 J i • t North 30 254 () 293 2080 1 ^ t r 279 256 58 Tolal Subtotals Sub- totals Totals 593 238 831 Carlsbad Village Drive E a s t A P P South Approach Note : Left-turn volumes include U-turns. U-turns in bold. El Camino Real at Carlsbad Village Drive Lane Configiu-ation for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : Soutii Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 3:30 PM to 4:30 PM Left Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside I I I I I Config - (left) 2 I 1 I I urations 3 I 1 I I 1 I 4 5 6 I I 1 1 Outside 7 Free-flow Lane Settings 1 3 0 I 3 0 I 2 0 1 2 0 Capacity 1800 6000 0 1800 6000 0 1800 4000 0 1800 4000 0 Are the North/South phases split (Y/N)? N Are tiie East/West phases split (Yi'N)'? N Efficiency Lost Factor 0.10 Hourly Volume 134 842 66 219 676 142 115 212 63 45 157 144 Adjusted Hourly Volume 134 908 0 219 818 0 115 275 0 45 301 0 Utilization Factor 0.07 0.15 0.00 0.12 0.14 0.00 0.06 0.07 0.00 0.03 0.08 0.00 Critical Factors 0.15 0.12 0.06 0.08 ICU Ratio _ 0.51 LOS = A Turning Movements at Intersection of; El Camino Real and Carlsbad Village Drive W e s I A P P r Time : 3:30 PM to 4:30 PM Date: 08/15/01 Day : Wednesday Name : Connie, Steve, Kellv Totals 821 Sub- lotals 431 390 115 212 63 Subtotals Tolal North Approach 1037 142 676 783 2154 16 219 North 134 842 2 1042 1825 El Camino Real III7 • t 1 *i t r 66 144 157 45 Total Subtotals Sub- totals 346 Totals 830 484 Carlsbad Village Drive Note : Left-turn volumes include U-lurns. U-lurns in bold. E a s I A P P r South Approach Note: Northbound through traffic experienced difficulty- progressing through the intersection due to excessive queuing upstream of the intersection, resulting in lower traffic volumes. However, this was observed throughoul the count season in the PM. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2001 INTERSECTION ANALYSIS SUMMARY Intersection Number: 6 Intersection Location: El Camino Real & Tamarack Avenue Contents: Turn Movement Count Summary Page 1 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Turn Movement Diagram P.M. Peak Hour ICU Analysis and Tum Movement Diagram Page 2 Page 3 VJR.1PA l-KCI lIMOl^OGIiCS VRPA TURNING MOVEMENT ANALYSIS City: Carlsbad Intersection of: N/S Street: El Camino Real E/W Streel: Tamarack Avenue File: 2001 Int #06 Data Collected by : Matt, Keith Page 1 of 3 Count Date 07/17/01 Day: Tuesday Weather: Sunny Traffic Control: Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Tm Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicle Peds 6:15 AM 7 0 71 0 0 0 0 125 2 0 0 0 6 7 1 15 0 39 2 0 274 1 6:30 AM 9 0 61 6 0 I 1 247 3 0 3 0 7 17 0 27 0 54 0 0 436 0 6:45 AM 5 0 53 7 0 3 0 327 9 0 5 0 10 25 0 40 0 45 3 1 532 I 7:00 AM 7 0 75 8 0 3 0 438 5 1 6 0 12 25 0 37 0 58 2 0 676 1 7:15 AM 7 0 73 6 0 2 0 384 3 1 7 0 13 21 0 57 0 63 8 0 644 1 7:30 AM * 13 0 96 7 0 2 1 416 1 1 15 0 14 39 0 57 0 30 2 0 693 1 7:45 AM * 19 0 113 15 0 4 0 412 7 0 11 0 13 45 0 77 0 50 7 0 773 0 8:00 AM * 24 0 139 17 0 5 0 501 2 -> J 11 0 8 61 0 78 0 67 6 2 919 5 8:15AM * 15 0 100 11 0 5 1 360 4 0 8 0 18 57 0 46 0 35 1 0 661 0 8:30 AM 13 1 123 14 0 11 0 299 8 0 13 0 15 32 0 54 0 56 10 0 649 0 8:45 AM 19 0 119 17 0 7 0 227 4 0 14 0 14 26 1 58 0 32 10 0 547 1 9:00 AM 28 0 132 25 0 5 0 281 8 0 10 0 35 26 0 53 0 59 11 0 673 0 Max. 15 min. 28 1 139 25 0 11 1 501 9 3 15 0 35 61 1 78 0 67 11 2 919 5 Pk. Hr. Vol. 71 0 448 50 0 16 2 1689 14 4 45 0 53 202 0 258 0 182 16 2 3046 6 7:15 AM Peak Intersection Traffic in Pk. Hr. = 3046 Peak Hr. Factor 0.83 8:15 AM Hour Interseclion Pdstrns in Pk. Hr. 6 3:45 PM 24 0 469 36 0 2 1 98 8 0 ,, 0 29 13' 0 15 0 18 2 0 726 0 4:00 PM 26 0 372 53 0 7 0 111 12 0 18 0 42 17 1 21 0 23 7 0 709 I 4:15 PM 34 0 389 64 0 11 1 150 15 0 12 0 26 14 3 27 0 22 12 0 777 3 4:30 PM 28 •0 398 52 0 5 1 124 11 1 9 0 26 11 0 23 0 34 4 0 726 I 4:45 PM * 32 0 401 61 0 17 0 149 7 0 12 0 27 21 0 21 0 21 8 1 777 1 5:00 PM * 1 403 68 0 13 1 151 18 0 10 0 57 22 0 10 0 22 7 0 816 0 5:15 PM * 55 0 504 72 0 8 0 122 12 0 7 0 37 19 0 23 0 18 9 1 886 1 5:30 PM * 48 0 438 92 0 10 1 134 11 1 12 0 47 8 1 16 0 32 7 0 856 2 5:45 PM 40 1 345 76 0 9 0 136 7 1 12 0 45 17 0 17 0 19 9 0 733 1 6:00 PM 34 0 321 81 1 15 0 108 16 2 13 .0 48 15 0 20 0 30 11 0 712 3 6:15 PM • 35 0 273 63 0 9 0 113 14 1 6 0 52 19 0 23 0 24 11 I 642 2 6:30 PM 15 0 260 54 0 15 0 95 9 0 9 0 48 16 0 16 0 21 9 0 567 0 Max. 15 min. 55 1 504 92 1 17 1 151 18 2 18 0 57 22 3 27 0 34 12 1 886 3 Pk. Hr. Vol. 168 I 1746 293 0 48 2 556 48 1 41 0 168 70 1 70 0 93 31 2 3335 4 4:30 PM 5:30 PM Peak Hour Intersection Traffic in Pk. Hr. Intersection Pdstrns in Pk. Hr. Peak Hr. Factor 0.94 El Camino Real at Tamarack Avenue Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:15 AM to 8:15 AM Left Thru Ri.ght Left Thru Ri.ght Left Thru Right Left Thra Right Lane Inside 1 I Config- (left) 2 1 urations 3 ' 4 1 5 6 Outside 7 Free-flow 1 1 1 I 1 1 1 1 I I 1 Lane Settings 1 2 1 1 2 1 1 1 1 1 2 0 Capacity 1800 4000 Are the North/South phases split (Y/N)? Are the East/West phases split (Y/N)? Efficiency Lost Factor 0.10 Hourly Volume 71 Adjusted Hourly Volume 71 Utilization Factor 0.04 Critical Factors 0.04 1800 N N 1800 4000 1800 1800 2000 1800 1800 4000 448 50 18 1689 14 45 53 202 258 182 16 448 50 18 1689 14 45 53 202 258 198 0 0.11 0.03 0.01 0.42 0.01 0.03 0.03 0.11 0.14 0.05 0.00 0.42 0.11 0.14 ICU Ratio = 0.81 LOS= D Turning Movements at Intersection of: El Camino Real and Tamarack Avenue W e s t A P P r Time : 7:15 AM to 8:15 AM Date: 07/17/01 Day : Tuesday Name : Matt, Keith Sub- Totals totals 567 267 300 North Approach 0 45 53 202 Subtotals Total 1721 14 1689 lr 2149 2232 2 North El Camino Real 511 t 448 50 569 16 182 258 0 Total Subtotals Sub- totals 456 119 Tamarack Avenue Totals 575 E a s t A P P r 2718 South Approach Note : Left-turn volumes include U-turns. U-turns in bold. El Camino Real at Tamarack Avenue Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 4:30 PM to 5:30 PM Left Thra Right Left Thra Right Left Thru Right Left Thra Right Lane Inside 1 1 Config- (left) 2 1 urations 3 1 4 1 5 6 Outside 7 Free-flow 1 1 1 1 1 1 1 1 I 1 1 Lane Settings I 2 1 1 2 1 1 1 1 •1 2 0 Capacity 1800 4000 1800 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 169 1746 293 Adjusted Houriy Volume 169 1746 293 Utilization Factor 0.09 0.44 0.16 Critical Factors 0.44 1800 4000 1800 1800 2000 1800 1800 4000 50 50 0.03 0.03 556 556 0.14 48 48 0.03 41 41 0.02 168 168 0.08 0.08 70 70 0.04 70 70 0.04 0.04 93 124 0.03 31 0 0.00 ICU Ratio = 0.69 LOS= B Tumina Movements at Intersection of: El Camino Real and Tamarack Avenue W e s t A P P r Time : 4:30 PM to 5:30 PM Date: 07/17/01 Day : Tuesday Name : Matt, Keith Totals 588 Sub- totals 309 279 41 168 70 Subtotals Total North Approach 48 lr 654 556 2474 2 50 North El Camino Real 1820 t ^ t r 169 1746 293 1 697 2208 2905 •31 '93 •70 Total Subtotals Sub- totals 194 509 Tamarack Avenue Totals 703 E a s t A P P r South Approach Note : Left-tum volumes include U-turns. U-turns in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2001 INTERSECTION ANALYSIS SUMMARY Intersection Number: 7 Intersection Location: El Camino Real & College Boulevard Contents: Turn Movement Count Summary Page 1 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Turn Movement Diagram P.M. Peak Hour ICU Analysis and Turn Movement Diagram Page 2 Page 3 l lOCl INOLOGIKS VRPA TURNING MOVEMENT ANALYSIS Page I of 3 City: Carlsbad Intersection of: N/S Street : El Camino Real E/W Street : College Boulevard Count Date 07/18/01 Day: Wednesday Weather: Sunny File: 2001 Inl #07 Dala Collected by : Chester, Mall Traffic Conlrol: Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Tolal End of 15 Vehicle Peds min. prd Left U-Trn Thra Right Peds Left U-Trn Thm Right Peds Left U-Trn Thra Right Peds Left U-Tm Thra Right Peds Vehicle Peds 6:15 AM 9 5 59 0 0 0 0 120 51 0 11 0 0 0 0 0 0 0 0 0 255 0 6:30 AM 8 3 43 0 0 0 0 158 63 0 16 0 0 2 0 0 0 0 0 0 293 0 6:45 AM 7 2 50 0 0 0 0 241 94 0 13 0 0 2 0 0 0 0 0 0 409 0 7:00 AM 15 0 87 0 0 0 0 342 144 0 24 0 0 0 0 0 0 0 0 0 612 0 7:15 AM 16 3 80 0 0 0 0 309 144 0 9 0 0 I 0 0 0 0 0 0 562 0 7:30 AM * 16 1 76 0 0 0 0 316 152 3 13 0 0 3 0 0 0 0 0 0 577 3 7:45 AM * 17 4 97 0 0 0 0 377 169 0 18 0 0 3 0 0 0 0 0 0 685 0 8:00 AM * 52 I 157 0 0 0 0 447 226 3 21 0 0 2 0 0 0 0 0 0 906 3 8:15 AM * 42 4 99 0 0 0 0 301 157 0 16 0 0 0 0 0 0 0 0 0 619 0 8:30 AM 24 1 100 0 0 0' 0 280 127 0 18 0 0 2 I 0 0 0 0 0 552 1 8:45 AM 11 5 129 0 0 0 0 218 97 3 22 0 0 2 0 0 0 0 0 0 484 3 9:00 AM 15 5 128 0 0 0 0 236 90 0 18 0 0 5 0 0 0 0 0 0 497 0 Max. 15 mill. 52 5 157 0 0 0 0 447 226 3 24 0 0 5 I 0 0 0 0 0 906 3 Pk. Hr. Vol, 127 10 429 0 0 0 0 1441 704 6 68 0 0 8 0 0 0 0 0 0 2787 6 7:15 AM Peak liitcrsectioii Traffic in Pk, Hr. 2787 Peak Hr. Faclor 0.77 8:15 AM Hour Intersection Pdstrns in Pk. Hr. = 6 3:45 PM 7 2 300 0 0 0 0 154 31 0 159 0 0 20 0 0 0 0 0 0 673 0 4:00 PM 11 1 266 0 0 0 0 119 32 1 79 0 0 14 0 0 0 0 0 0 522 1 4:15 PM 5 2 311 0 0 0 0 124 44 1 116 0 0 20 0 0 0 0 0 0 622 1 4:30 PM 5 2 279 0 0 0 0 118 26 0 119 0 0 8 0 0 0 0 0 0 557 0 4:45 PM * 3 1 325 0 0 0 0 129 32 0 169 0 0 12 0 0 0 0 0 0 671 0 5:00 PM •* -1 J 0 370 0 0 0 0 144 29 0 113 0 0 17 0 0 0 0 0 0 676 0 5:15 PM * 7 4 402 0 0 0 0 129 29 1 224 0 0 40 I 0 0 0 0 0 835 2 5:30 PM * 5 2 405 0 0 0 0 116 24 0 172 0 0 24 1 0 0 0 0 0 748 1 5:45 PM 6 1 295 0 0 0 0 123 56 0 106 0 0 23 0 0 0 0 0 0 610 0 6:00 PM 4 I 279 0 0 0 0 120 39 0 112 0 0 8 0 0 0 0 0 0 563 0 6:15 PM 4 1 267 0 0 ' 0 0 101 41 0 101 0 0 10 • 0 0 0 0 0 •0 525 0 6:30 PM 0 2 224 0 0 0 0 87 25 0 93 0 0 16 0 0 0 0 0 0 447 0 Max. 15 mill. 1 1 4 405 0 0 0 0 154 56 I 224 0 0 40 I 0 0 0 0 0 835 2 Pk. Hr. Vol, 18 7 1502 0 0 0 0 518 114 1 678 0 0 93 2 0 0 0 0 0 2930 3 4:30 PM Peak Intersection Traffic in Pk. Hr. 2930 5:30 PM Hour Intersection Pdstrns in Pk. Hr. = 3 Peak Hr. Faclor 0.88 El Camino Real at College Boulevard Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : Soutii Appr (NB) Noith Appr (SB) West Appr (EB) East Appr (WB) 7:15 AM to 8:15 AM Left Thra Right Left Thra Right Left Thra Right Left Thru Right Lane Inside I I Config - (left) 2 I I urations 3 I I I 4 5 I I Outside 6 7 Free-flow 1 Lane Settings I 2 0 0 2 0 2 0 1 0 0 0 Capacity 1800 4000 0 0 4000 0 3600 0 1800 .0 0 0 Are the North/Soutii phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 137 429 0 0 1441 704 68 0 8 0 0 0 Adjusted Hourly Volume 137 429 0 0 1441 0 68 0 8 0 0 0 Utilization Factor 0.08 O.I I 0.00 0.00 0.36 0.00 0.02 0.00 0.00 0.00 0.00 0.00 Critical Factors 0.08 0.36 0.02 0.00 ICU Ratio = 0.56 LOS^ Turning Movements at Intersection of: El Camino Real and College Boulevard W e s I A P P r Time : 7:15 AM to 8:15 AM Date Day Name Totals 907 07/18/01 Wednesday Chester, Matt Sub- totals 831 76 68 0 8 Subtotals Total North Approach 704 lr 1459 2145 1441 J i t North 137 429 11) 566 2025 2642 0 0 El Camino Real 497 1 ^ t r Total Subtotals Sub- totals College Boulevard Totals E a s I A P P r Soulh Approach Note : Left-turn volumes include U-turns. U-turns in bold. El Camino Real at College Boulevard Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) Ndfth Appr (SB) West Appr (EB) East Appr (WB) 4:30 PM to 5:30 PM Left Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside I I Config - (left) 2 I I urations -1 J I 1 1 4 5 1 I Outside 6 7 Free-flow 1 Lane Settings I 2 0 0 2 0 2 0 I 0 0 0 Capacity 1800 4000 0 0 4000 0 3600 0 1800 0 0 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor O.IO Hourly Volume 25 1502 0 0 518 114 678 0 93 0 0 0 Adjusted Hourly Volume 25 1502 0 0 518 0 678 0 93 0 0 0 Utilization Factor O.OI 0.38 0.00 0.00 0.13 0.00 0.19 0.00 0.05 0.00 0.00 0.00 Critical Factors 0.38 0.00 0.19 0.00 ICU Ratio 0.67 LOS^ Turning Movements al Intersection of: El Camino Real and College Boulevard W e s t A P P r Time : 4:30 PM to 5:30 PM Date: 07/18/01 Day: Wednesday Name : Chester. Matt Totals 903 Sub- totals 132 771 0 678 0 93 Subtotals Total North Approach 632 114 518 618 North 2812 0 0 El Camino Real 2180 • t 1 ^ t r 25 1502 0 7 1527 2145 Total Subtotals Sub- totals College Boulevard Totals E a s t A P P r South Approach Note : Left-turn volumes include U-lurns. U-lums in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2001 INTERSECTION ANALYSIS SUMMARY Intersection Number: 8 Intersection Location: El Camino Real & Faraday Avenue Contents: Tum Movement Count Summaiy Page 1 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Page 2 Tum Movement Diagram P.M. Peak Hour ICU Analysis and Page 3 Tum Movement Diagram I fZCl IJNOI^OGIKS VRPA TURNING MOVEMENT ANALYSIS City: Carlsbad Inlersection of: N/S Streel : El Camino Real E/W Slreet : Faraday Avenue Page I of 3 File: 2001 Int #08 Dala Collected by : Chris, Chester, Mall Count Dale : 08/16/01 Day: Thursday Weather: Sunny Traffic Control: Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Trn Thra Right Peds Left U-Trn Thra Right Peds Left U-Trn Thra Right Peds Left U-Trn Thra Right Peds Vehicle Peds 6:15 AM 82 0 46 12 0 24 2 IOO 18 0 22 0 11 29 0 12 0 4 0 0 362 0 6:30 AM 100 0 48 20 0 30 4 no 18 2 7 0 14 28 0 23 0 6 2 1 410 3 6:45 AM 126 0 53 37 0 38 2 147 18 3 5 0 13 16 0 22 0 2 5 1 484 4 7:00 AM 181 0 71 57 0 69 5 246 45 3 3 0 23 34 4 13 0 8 3 2 758 9 7:15 AM 218 0 87 36 0 40 4 200 34 1 9 0 32 23 3 7 0 8 8 2 706 6 7:30 AM 200 3 64 37 0 44 3 227 53 0 4 0 15 27 0 18 0 14 7 0 716 0 7:45 AM * 233 0 99 68 0 38 2 298 32. 1 7 0 28 27 3 9 0 11 4 4 856-8 8:00 AM * 236 4 104 59 0 74 14 288 54 2 12 0 35 33 0 21 0 13 8 5 955 7 8:15AM * 230 0 113 48 0 36 5 203 30 2 5 0 17 29 3 24 0 9 5 1 754 6 8:30 AM * 223 0 122 38 I 33 9 258 46 0 11 0 16 36 0 22 0 12 7 0 833 1 8:45 AM 171 2 92 48 0 38 5 146 31 0 6 0 21 38 0 88 0 25 22 0 733 0 9:00 AM 155 1 113 39 0 16 12 228 25 1 7 0 20 54 0 34 0 19 8 0 731 1 Max. 15 min. 236 4 122 68 I 74 14 298 54 3 22 0 35 54 4 88 0 25 22 5 955 9 Pk. Hr. Vol. 922 4 438 213 I 181 30 1047 162 5 35 0 96 125 6 76 0 45 24 10 3398 22 7:30 AM Peak Inlersection Traffic in Pk. Hr, 3398 Peak Hr. Faclor 0.89 8:30 AM Hour Intersection Pdstrns in Pk. Hr. 22 3:45 PM 62 5 296 28 0 11 0 147 7 0 32 0 6 136 2 60 0 29 42 0 861 2 4:00 PM 54 4 231 23 1 18 I 106 I 2 33 0 57 142 0 59 0 20 19 1 768 4 4:15 PM 40 1 275 29 0 56 2 154 3 1 30 2 21 215 2 62 0 22 15 0 927 3 4:30 PM 46 4 219 39 1 16 3 106 9 0 17' 0 35 166 2 56 0 25 15 0 756 3 4:45 PM 36 3 260 17 0 12 5 144 9 0 30 0 12 181 1 65 0 37 19 1 830 2 5:00 PM * 43 2 220 35 1 8 5 127 7 0 22 0 30 153 5 60 0 26 25 0 763 6 5:15 PM * 30 4 331 31 I 17 3 106 I 0 30 0 14 262 3 78 0 31 20 0 958 4 5:30 PM * 42 0 297 18 0 10 2 174 4 0 25 0 18 206 0 90 0 30 29 I 945 1 5:45 PM * 37 2 231 17 1 7 4 153 2 0 32 0 10 185 I 99 0 33 19 2 831 4 6:00 PM 34 0 270 15 0 12 I 114 2 0 26 0 21 160 0 46 0 18 26 0 745 0 6:15 PM 24 2 223 8 2 11 I 117 4 6 19 0 12 146 5 51 0 24 18 1 660 14 6:30 PM 12 1 211 11 0 13 0 90 2 0 9 0 17 137 2 39 0 9 18 0 569 2 Max. 15 min. 62 5 331 39 2 56 5 174 9 6 33 2 57 262 5 99 0 37 42 2 958 14 Pk. Hr. Vol. 152 8 1079 IOI 3 42 14 560 14 0 109 0 72 806 9 327 0 120 93 3 3497 15 4:45 PM Peak Interseclion Traffic in Pk. Hr 3497 5:45 PM Hour Inlersection Pdslrns in Pk. Hr. = 15 Peak Hr. Factor 0.91 El Camino Real at Faraday Avenue Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : SouUi Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:30 AM to 8:30 AM Left Thm Right Left Thm Right Left Thra Right Left Thra Right Lane Inside I I 1 I Config - (left) 2 I 1 I 1 urations 3 I I I I 1 4 1 I I 1 1 5 6 1 I I 1 Outside 7 Free-flow Lane Settings 2 3 0 2 3 0 2 0 2 I 2 0 Capacity 3600 6000 0 3600 6000 0 3600 0 3800 1800 4000 0 Are the North/South phases split (Y/N)? N Are the East/West phases spht (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 926 438 213 211 1047 162 35 96 125 76 45 24 Adjusted Hourly Volume 926 651 0 211 1209 0 35 0 221 76 69 0 Utilization Factor 0.26 0.11 0.00 0.06 0.20 0.00 O.OI 0.00 0.06 0.04 0.02 0.00 Critical Factors 0.26 0.20 0.06 0.04 ICU Ratio = 0.66 LOS= B Tuming Movements at Interseclion of: El Camino Real and Faradav Avenue W e s I . A P P r Time : 7:30 AM to 8:30 AM Date Day Name 08/16/01 Thursday Chris, Chester. Matt Sub- Tolals totals 1385 1129 256 35 96 125 Subtotals Tolal North Approach El Camino Real 1947 1420 30 162 1047 211 lr 1252 t North 1 ^ t r 926 438 213 4 1577 2829 527 24 45 76 0 Tolal Subtotals Sub- totals 145 490 Faradav .\venue Totals 635 E a s t A P P r Soulh Approach Note : Left-turn volumes include U-turns. U-lurns in bold. El Camino Real at Faraday Avenue Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 4:45 PM to 5:45 PM Left Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside 1 I I I Config - (left) 2 I I 1 I urations 3 I I I I 1 4 I I 1 1 1 5 6 I 1 I I Outside 7 Free-flow Lane Settings 2 3 0 2 3 0 2 0 2 I 2 0 Capacity 3600 6000 0 3600 6000 0 3600 0 3800 1800 4000 0 Are the Nortli/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor O.IO Hourly Volume 160 1079 101 56 560 14 109 72 806 327 120 93 Adjusted Hourly Volume 160 1180 0 56 574 0 109 0 878 327 213 0 Utilization Factor 0.04 0.20 0.00 0.02 O.IO 0.00 0.03 0.00 0.23 0.18 0.05 0.00 Critical Factors 0.20 0.02 0.23 0.18 ICU Ratio = 0,73 LOS^ Tuming Movements al Intersection of: EI Camino Real and Faradav Avenue W e s I A P P r Time : 4:45 PM to 5:45 PM Date Day Name Totals 1273 08/16/01 Thursday Chris. Chester, Matt Sub- totals 286 987 109 72 806 Subtotals Tolal North Approach 630 14 560 lr 1701 8 304 North 1925 14 56 El Camino Real 1295 160 1079 101 1340 93 120 327 Total Subtotals Sub- totals 540 215 Faradav Avenue Totals 755 E a s t A P P r South Approach Note : Left-tum volumes include U-turns. U-lurns in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2001 INTERSECTION ANALYSIS SUMMARY Intersection Number: 9 Intersection Location: El Camino Real & Palomar Airport Road Contents: Turn Movement Count Summary Page 1 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Page 2 Tum Movement Diagram P.M. Peak Hour ICU Analysis and Page 3 Tum Movement Diagram •ItCCl IIMOI^OGIKS VRPA TURNING MOVEMENT ANALYSIS City: Carlsbad Intersection of: N/S Streel: El Cainino Real E/W Slreel : Palomar Airport Road Page I of 3 File: 2001 Int #09 Dala Collected by : Matt, Brian, Chester, Maria Count Date 07/26/01 Day: Thursday Weather: Sunny Traffic Control: Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Trn Thra Right Peds Left U-Trn Thra Right Peds Left U-Trn Thra Right Peds Left U-Trn Thra Right Peds Vehicle Peds 6:15 AM 13 0 • 16 20 0 71 1 56 34 0 19 0 92 3 0 56 0 206 III 0 698 0 6:30 AM 8 0 33 27 0 55 1 46 25 0 9 0 89 1 0 79 0 212 128 0 713 0 6:45 AM 9 0 33 48 0 80 0 78 39 0 15 0 148 4 0 74 0 282 128 0 938 0 7:00 AM 5 0 76 91 0 106 0 117 47 0 21 0 167 4 0 140 0 338 209 0 1321 0 7:15 AM * 6 0 70 59 0 83 I 103 44 0 31 0 148 5 0 173 0 369 200 0 1292 0 7:30 AM * 10 0 112 109 0 97 0 117 50 0 17 0 155 4 0 109 0 253 181 0 1214 0 7:45 AM * 11 0 164 108 0 120 0 160 68,. 0 26 0 227 15 0 185 0 414 312 0 1810. 0 8:00 AM * 17 1 128 122 0 155 I 195 72, 0 14 0 170 8 0 116 0 204 229 0 1432 0 8:15 AM 12 0 125 85 0 81 1 196 34 0 22 0 161 6 0 101 0 224 137 0 1185 0 8:30 AM 5 0 115 72 0 108 0 149 60 2 24 0 167 15 0 134 0 257 200 0 1306 2 8:45 AM 17 0 85 67 0 92 2 134 42: 0 38 0 153 14 0 74 0 219 137 0 1074 0 9:00 AM 33 1 103 85 0 75 0 149 39' 0 26 0 127 17 0 190 0 239 167 0 1251 0 Max. 15 min. 33 1 164 122 0 155 2 196 72 2 38 0 227 17 0 190 0 414 312 0 1810 2 Pk. Hr. Vol. 44 I 474 398 0 455 2 575 234 0 88 0 700 32 0 583 0 1240 922 0 5748 0 7:00 AM Peak Intersection Traffic in Pk. Hr. 5748 Peak Hr. Factor 0.79 8:00 AM Hour Intersection Pdstrns in Pk. Hr. 0 3:45 PM 16 1 130 142 0 208 I 114 41 0 74 I 340 14 0 75 0 214 134 0 1505 0 4:00 PM 24 0 133 113 0 172 0 ' 120 36 0 45 0 376 25 0 85 0 189 89 0 1407 0 4:15 PM 14 0 109 112 0 177 1 109 26 2 27 3 204 17 I 117 0 236 149 1 1301 4 4:30 PM 21 0 152 118 0 228 1 146 38 0 49 0 326 13 0 68 0 144 94 I 1398 1 4:45 PM 17 0 130 125 0 191 2 112 32 0 42 1 264 14 0 83 0 182 118 0 1313 0 5:00 PM * 19 0 139 109 0 249 1 175 36 0 ' 61 0 283 II 0 117 0 238 156 2 1594 2 5:15 PM * 20 I 163 190 0 197 0 175 28 0 82 0 307 16 0 71 0 225 139 1 1614 1 5:30 PM * 14 0 147 159 0 222 1 210 24 0 67 0 313 22 0 139 0 201 122 0 1641 0 5:45 PM * 22 0 143 151 0 197 0 143 30 0 52 0 257 18 0 105 0 215 110 0 1443 0 6:00 PM 21 0 145 95 0 240 0 138 27 0 45 0 422 22 0 96 0 174 75 0 1500 0 6:15 PM 11 0 131 94 0 159 0 109 18 I 25 1 161 10 0 62 0 168 87 0 1036 1 6:30 PM 23 0 139 93 0 147 0 105 26 I 27 I 231 14 0 78 0 137 49 2 1070 3 Max. 15 mill. 24 I 163 190 0 249 2 210 41 2 82 3 422 25 1 139 0 238 156 2 1641 4 Pk. Hr. Vol. 75 1 592 609 0 865 2 703 118 0 262 0 1160 67 0 432 0 879 527 3 6292 3 4:45 PM 5:45 PM Peak Hour Inlersection Pdslrns in Pk. Hr, 6292 3 Peak Hr. Factor 0.96 EI Camino Real at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : Soutii Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:00 AM to 8:00 AM Left Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside 1 I . I 1 I Config - (left) 2 I I 1 1 urations 3 I 1 I 1 4 1 1 I 1 5 I I I 1 1 6 I I I Outside 7 I Free-flow Lane Settings I 3 2 2 J I 2 3 0 2 3 2 Capacity 1800 6000 3600 3600 6000 1800 3600 6000 0 3600 6000 3600 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor O.IO Hourly Volume 45 474 398 457 575 234 88 700 32 583 1240 922 Adjusted Hourly Volume 45 474 398 457 575 234 88 732 0 583 1240 922 Utilization Factor 0.03 0.08 0.11 0.13 O.IO 0.13 0.02 0.12 0.00 0.16 0.21 0.26 Critical Factors O.Il 0.13 0.12 0.16 ICU Ratio = 0.62 LOS Turning Movements at Intersection of: El Camino Real and Palomar Airport Road Time : 7:00 AM to 8:00 AM North Approach Date: 07/26/01 Day : Thursday Name : Matt, Brian, Chester, Maria 1266 2752 EI Camino Real I486 Total Subtotals W e s t .A. P P r Sub- Totals totals 1518 2338 (» 88 820 700 32 Subtotals Total lr 234 575 457 t 1191 North ^ t r 45 474 398 1 917 2108 922 1240 583 0 Sub- totals 2745 1553 Totals 4298 Palomar Airport Road E a s t A P P r South Approach Note : Left-turn volumes include U-lurns. U-turns in bold. El Camino Real at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : SouUi Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 4:45 PM to 5:45 PM Left Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside 1 1 Config- (left) 2 I urations 3 1 4 1 5 1 6 I Outside 7 Free-flow I 1 I 1 I 1 1 I 1 1 1 1 I I 1 I 1 I I Lane Settings I 3 2 2 3 I 2 3 0 •2 3 2 Capacity Are the North/South phases split (Y/N)? Are the East/West phases split (Y/N)? 1800 6000 3600 3600 N N 6000 1800 3600 6000 3600 6000 3600 Efficiency Lost Factor O.IO Hourly Volume 76 592 609 867 703 118 262 1160 67 432 879 527 Adjusted Hourly Volume 76 592 609 867 703 118 262 1227 0 432 879 527 Utilization Factor 0.04 O.IO 0.17 0.24 0.12 0.07 0.07 0.20 0.00 0.12 0.15 0.15 Critical Factors 0.17 0.24 0.20 0.12 ICU Ratio = 0.83 LOS = D Tuming Movements at Intersection of: El Camino Real and Palomar Airport Road W e s I .A. P P r Time : 4:45 PM to 5:45 PM North Approach Date: 07/26/01 Day : Thursday Name : Matt, Brian, Chester, Maria Sub- Tolals totals 2561 1072 0 262 1489 1160 67 Subtotals Total J i lr 1203 t North 3071 2 1688 118 703 867 I El Camino Real 1383 1 ^ t r 76 592 609 1 1277 2480 527 879 432 0 Total Subtotals Sub- totals 1838 2634 Totals 4472 Palomar Airport Road E a s I A P P r South Approach Note : Left-turn volumes include U-lurns. U-turns in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2001 INTERSECTION ANALYSIS SUMMARY Intersection Number: 10 Intersection Location: El Camino Real & Camino Vida Roble Contents: Tum 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 l-KGI IlNOI^OGIES VRPA TURNING MOVEMENT ANALYSIS City : Carisbad Inlersection of: N/S Streel : El Camino Real E/W Slreel : Cainino Vida Roble File: 2001 Inl #10 Dala Collected by : Matt, Chester Page 1 of 3 Count Date : 07/25/01 Day: Wednesday Weather: Sunny Traffic Control : Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Trn Thm Right Peds Lefl U-Trn Thra Right Peds Left U-Trn Thra Right Peds Left U-Trn Thra Right Peds Vehicle Peds 6:15 AM 21 0 57 0 0 0 0 65 21 0 2 0 0 7 0 -0 0 0 0 0 173 0 6:30 AM 28 0 70 0 0 0 0 97 26 0 2 0 0 6 0 0 0 0 0 0 229 0 ' 6:45 AM 34 0 95 0 0 0 0 145 30 0 9 0 0 7 0 0 0 0 0 0 320 0 7:00 AM 55 0 151 0 0 0 0 156 74 0 6 0 0 11 0 0 0 0 0 0 453 0 7:15 AM 54 0 154 0 0 0 0 173 54 1 3 0 0 8 0 0 0 0 0 0 446 1 7:30 AM 72 2 247 0 0 0 0 149 58 1 3 0 0 16 0 0 0 0 0 0 547 1 7:45 AM * 80 0 266 0 0 0 0 189 63 0 5 0 0 13 0 0 0 0 0 0 616 0 8:00 AM * 119 2 309 0 0 0 0 207 78 0 6 0 0 15 0 0 0 0 0 0 736 0 8:15 AM * 112 2 251 0 0 0 0 182 50 I 6 0 0 18 0 0 0 0 0 0 621 1 8:30 AM * 87 2 198 0 0 0, 0 188 76 0 10 0 0 32 0 0 0 0 0 0 593 0 8:45 AM 69 4 220 0 0 0 0 182 45 2 13 0 0 25 0 0 0 0 0 0 558 2 9:00 AM 82 0 226 0 0 0 0 140 47 0 7 0 0 25 0 0 0 0 0 0 527 0 Max. 15 min. 119 4 309 0 0 0 0 207 78 2 13 0 0 32 0 0 0 0 0 0 736 2 Pk. Hr. Vol. 398 6 1024 0 0 0 0 766 267 1 27 0 0 78 0 0 0 0 0 0 2566 1 7:30 AM Peak Interseclion Traffic in Pk. Hr. 2566 Peak Hr. Faclor 0.87 8:30 AM Hour Inlersection Pdstrns in Pk. Hr. I 3:45 PM 49 1 226 0 0 0 0 197 23 0 61 0 0 105 0 0 0 0 0 0 662 0 4:00 PM 23 0 220 0 0 0 0 191 16 0 39 0 0 61 0 0 0 0 0 0 550 0 4:15 PM 39 2 186 0 0 0 0 233 22 0 34 0 0 96 0 0 0 0 0 0 612 0 4:30 PM 31 0 181 0 0 • 0 0 236 15 0 53 0 0 70 0 0 0 0 0 0 586 0 4:45 PM 25 0 200 0 0 0 0 232 19 0 76 I 0 92 0 0 0 0 0 0 645 0 5:00 PM * 24 0 202 0 0 0 0 246 11 0 56 I 0 104 0 0 0 0 0 0 644 0 5:15 PM * 28 0 210 0 0 0 0 300 18 0 79 0 0 132 0 0 0 0 0 0 767 0 5:30 PM * 24 1 191 0 0 0 0 318 18 1 46 0 0 121 0 0 0 0 0 0 719 1 5:45 PM * 36 0 228 0 0 0 0 270 9 0 41 0 0 105 0 0 0 0 0 0 689 0 6:00 PM 30 j 215 0 0 0 • 0 232 8 I 39 0 0 82 0 0 0 0 0 0 • 607 1 6:15 PM 17 0 162 0 0 0 0 216 14 0 32 0 0 94 0 0 0 0 0 0 535 0 6:30 PM 21 0 154 0 0 0 0 190 9 0 26 0 0 71 0 0 0 0 0 0 471 0 Max. 15 min. 49 2 228 0 0 0 0 318 23 1 79 1 0 132 0 0 0 0 0 0 767 I Pk. Hr. Vol. 112 1 831 0 0 0 0 1134 56 1 222 1 0 462 0 0 0 0 0 0 2819 1 4:45 PM 5:45 PM Peak Hour Peak Hr. Factor 0.92 Interseclion Pdslrns in Pk. Hr. El Camino Real at Camino Vida Roble Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : SouUi Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:30 AM to 8:30 AM Left Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside 1 1 Config - (left) 2 1 I 1 urations 3 I I I 4 I 1 5 6 I I Outside 7 Free-flow Lane Settings I 2 0 0 3 0 1.5 0 1.5 0 0 0 Capacity 1800 4000 0 0 6000 0 2700 0 2700 0 0 0 Are the Nortli/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Faclor O.IO Hourly Volume 404 1024 0 0 766 267 27 0 78 0 0 0 Adjusted Hourly Volume 404 1024 0 0 1033 0 27 0 78 0 0 0 Utilization Factor 0.22 0.26 0.00 0.00 0.17 0.00 0.01 0.00 0.03 0.00 0.00 0.00 Critical Factors 0.22 0.17 0.03 0.00 ICU Ratio = 0.52 LOS = A Turning Movements at Inlersection of: El Camino Real and Camino Vida Rohle Time : 7:30 AM lo 8:30 AM North Approach El Camino Real Date : 07/25/01 Day : Wednesday 2084 Tolal Name : Matt, Chester 1033 i\ 1051 Subtotals Sub-267 766 0 Sub- Totals W e s t A P P r 770 totals 665 105 27 0 78 • t totals North Subtotals Total 850 404 1024 0 6 1428 2278 Camino Vida Roble Totals E a s t A P P r South Approach Note : Left-turn volumes include U-lurns. U-lurns in bold. El Camino Real at Camino Vida Roble Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : Soutii Appr (NB) Nortii Appr (SB) West Appr (EB) East Appr (WB) 4:45 PM to 5:45 PM Left Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside 1 Config- (left) 2 I urations 3 1 4 1 5 6 Outside 7 Free-flow 1 I I I I I 1 1 Lane Settings I 2 0 0 3 0 1.5 0 1.5 0 0 0 Capacity 1800 4000 0 Are the NorthySouth phases split (Y/N)? N Are the East/West phases split (Y/N)? N 6000 0 2700 2700 0 Efficiency Lost Factor O.IO Hourly Volume 113 831 0 0 1134 56 223 0 462 0 0 0 Adjusted Hourly Volume 113 831 0 0 1190 0 223 0 462 0 0 0 Utilization Factor 0.06 0.21 0.00 0.00 0.20 0.00 0.08 0.00 0.17 0.00 0.00 0.00 Critical Factors 0.06 0.20 0.17 0.00 ICU Ratio = 0.53 LOS = A Turning Movements at Intersection of: El Camino Real and Camino Vida Roble w e s t A P P r Time : 4:45 PM to 5:45 PM Date: 07/25/01 Day : Wednesday Name ; Malt. Chester Totals 854 Sub- tolals 169 685 223 0 462 Subtotals Tolal North Approach J i • t 1597 113 1 2541 North 2243 1190 I) 56 1134 0 El Camino Real 1053 f ^ t r 831 0 944 Total Subtotals Sub- totals Totals Camino Vida Roble E a s t A P P r South Approach Note : Left-turn volumes include U-turns. U-turns in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2001 INTERSECTION ANALYSIS SUMMARY Intersection Number: 11 Intersection Location: El Camino Real & 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 riCCl IISIOLOGIKS City: Carlsbad Intersection of: N/S Street: E/W Street Count Date : 08/23/01 VRPA TURNING MOVEMENT ANALYSIS El Camino Real Alga Road/Aviara Parkway Day: Thursday Weather: Sunnv Page 1 of 3 File: 2001 Inl #11R Data Collected by : Chris, Matt, Keith Traffic Control : Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Trn Thra Right Peds Left U-Trn Thra Right Peds Left U-Trn Thm Right Peds Left U-Trn Thra Right Peds Vehicle Peds 6:15 AM 14 0 51 3 1 0 I 53 15 0 8 0 5 12 2 62 I 22 11 0 258 3 6:30 AM 7 0 55 9 I 7 0 78 9 0 9 0 6 12 1 86 1 34 12 0 325 2 6:45 AM 9 0 98 33 0 3 0 116 13 0 19 0 10 26 0 92 I 39 35 I 494 I 7:00 AM 24 0 133 42 1 13 0 140 18 0 12 0 19 27 0 132 0 54 36 2 650 3 7:15 AM 19 0 72 27 0 8 1 123 14 0 12 0 26 30 0 129 1 49 43 3 554 3 7:30 AM 34 0 222 36 0 17 1 170 13 0 17 0 30 30 0 140 0 70 36 4 816 4 7:45 AM 24 0 184 35 0 6 0 121 11 0 26 0 23 28 0 166 I 69 49 4 743 4 8:00 AM * 40 0 310 51 I 19 0 181 19; 1 23 0 34 48 0 134 I 70 54 1 984 3 8:15 AM * 21 0 212 49 0 17 0 155 13 0 23 0 38 59 1 145 0 78 43 1 853 2 8:30 AM * 43 0 201 38 0 16 I 170 15 1 34 0 66 62 0 167 0 80 49 2 942 3 8:45 AM * 30 0 184 48 0 21 I 161 20 0 20 0 29 56 0 154 0 71 53 0 848 0 9:00 AM 51 0 180 48 0 25 1 157 35" 0 25 0 30 53 0 138 0 96 44 0 883 0 Max. 15 min. 51 0 310 51 1 25 I 181 35 I 34 0 66 62 2 167 I 96 54 4 984 4 Pk. Hr. Vol. 134 0 907 186 I 73 2 667 67 2 IOO 0 167 225 1 600 1 299 199 4 3627 8 7:45 AM Peak Intersection Traffic in Pk, Hr. 3627 Peak Hr. Faclor 0.92 8:45 AM Hour Interseclion Pdslrns in Pk. Hr. 8 3:45 PM 93 0 173 113 0 40 0 159 18 0 23 2 79 70 0 85 1 67 28 0 951 0 4:00 PM 105 0 182 103 0 38 0 204 26 0 24 0 62 72 0 73 0 59 29 1 977 1 4:15 PM 102 0 205 137 0 37 1 221 30 I 31 0 88 82 0 64 i 59 25 0 1083 1 4:30 PM 72 0 211 118 1 54 0 223 24 0 34 0-91 58 0 50 2 57 19 2 1013 3 4:45 PM * 108 0 150 142 0 49 0 249 39 0 22 0 120 57 0 79 1 69 15 1 1100 1 5:00 PM * 88 0 270 130 0 60 3 191 39 I 23 0 72 58 0 54 1 63 15 0 1067 1 5:15 PM * 76 0 169 122 0 64 0 256 22 0 19 0 82 49 0 71 1 57 27 1 1015 1 5:30 PM * 115 0 230 152 0 77 1 363 28 0 25 0 98 58 0 63 4 61 14 0 1289 0 5:45 PM 68 0 190 133 0 57 1 266 36 0 34 0 105 59 0 60 3 65 23 0 1100 0 6:00 PM 60 0 170 145 0 54 3 222 31 0 29 0 97 63 0 57 2 61 14 0 1008 0 6:15 PM 93 0 187 134 0 52 I 214 27 0 24 0 87 50 0 63 3 63 24 0 1022 0 6:30 PM 57 0 136 149 0 44 I 190 22 0 18 0 76 42 0 62 2 56 25 0 880 0 Max. 15 min. 115 0 270 152 1 77 3 363 39 I 34 2 120 82 0 85 4 69 29 2 1289 3 Pk. Hr. Vol. 387 0 819 546 0 250 4 1059 128 I 89 0 372 222 0 267 7 250 71 2 4471 3 4:30 PM Peak Interseclion Traffic in Pk. Hr. 4471 5:30 PM Hour Interseclion Pdstrns in Pk. Hr. = 3 Peak Hr. Faclor 0.87 El Camino Real at Alga Road/Aviara Parkway Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) Morth Appr (SB) West Appr (EB) East Appr (WB) 7:45 AM to 8:45 AM Left Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside 1 1 I 1 I Config - (left) 2 1 I 1 I urations 3 1 1 1 I 4 I 1 1 I I 5 6 I I 1 I Outside 7 Free-flow I Lane Settings 2 3 0 2 3 0 2 2 I 2 2 0 Capacity 3600 6000 0 3600 6000 0 3600 4000 1800 3600 4000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor O.IO Hourly Volume 134 907 186 75 667 67 IOO 167 225 601 299 199 Adjusted Hourly Volume 134 907 0 75 734 0 IOO 167 225 601 498 0 Utilization Factor 0.04 0.15 0.00 0.02 0.12 0.00 0.03 0.04 0.13 0.17 0.12 0.00 Critical Factors 0.15 0.02 0.13 0.17 ICU Ratio = 0.57 LOS= A Turning Movements at Intersection of: El Camino Real and Alga Road/Aviara Parkwav Time : 7:45 AM to 8:45 AM Date: 08/23/01 Day; Thursday Name : Chris, Malt, Keith North Approach 809 2017 El Camino Real 1208 Total Subtotals W e s t A P P r Siib- Tolals totals 992 500 492 0 100 167 225 Subtotals Total 67 667 75 lr t North ^ t r 134 907 186 0 1492 1227 2719 199 299 601 Sub- totals 1099 427 Totals 1526 Al"a Road/Aviara Parkwav E a s t A P P r Soulh Approach Note : Left-turn volumes include U-turns. U-turns in bold. El Camino Real at Alga Road/Aviara Parkway Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 4:30 PM to 5:30 PM Left Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside I I 1 1 1 Config - (left) 2 1 1 1 1 urations 3 I 1 I I 4 I 1 I 1 I 5 6 1 1 I I Outside 7 Free-flow 1 Lane Settings 2 3 0 2 3 0 2 2 1 2 2 0 Capacity 3600 6000 0 3600 6000 0 3600 4000 1800 3600 4000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 387 819 546 254 1059 128 89 372 222 274 250 71 Adjusted Hourly Volume 387 819 0 254 1187 0 89 372 222 274 321 0 Utilization Factor O.I I 0.14 0.00 0.07 0.20 0.00 0.02 0.09 0.12 0.08 0.08 0.00 Critical Factors 0.11 0.20 0.12 0.08 ICU Ratio = 0.61 LOS = B Tuming Movements at Intersection of: El Camino Real and Alga Road/Aviara Parkwav W e s t A P P r Time : 4:30 PM to 5:30 PM Dale: 08/23/01 Day : Thursday Name : Chris, Matt. Keith Totals 1448 Sub- totals 765 683 89 372 222 Subtotals Total North Approach 128 1, 1548 387 I) 3300 2424 I44I 4 1059 254 T t North El Camino Real 983 ^ t r 819 546 1752 71 250 274 Total Subtotals Sub- totals 595 1175 Totals 1770 Alga Road/Aviara Parkway E a s t A P P South Approach Note : Left-turn volumes include U-turns. U-turns in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2001 INTERSECTION ANALYSIS SUMMARY Intersection Number: 12 Intersection Location: El Camino Real & La Costa Avenue Contents: Turn Movement Count Summary (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Turn Movement Diagram P.M. Peak Hour ICU Analysis and Turn Movement Diagram Page 1 Page 2 Page 3 II-^Cl IIMOI^OGIKS VRPA TURNING MOVEMENT ANALYSIS City: Carisbad Intersection of: N/S Street: El Camino Real E/W Street : La Costa Avenue Page I of 3 File: 2001 Int #12 Data Collected by : Matt, Brian, Maria Count Date 07/31/01 Day: Tuesday Weather: Sunny Traffic Conlrol: Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Trn Thra Right Peds Left U-Trn Thra Right Peds Left U-Trn Thra Right Peds Left U-Trn Thra Right Peds Vehicle Peds 6:15 AM 14 0 40 1 0 I 0 39 76 0 37 0 28 15 0 2 0 69 7 0 329 0 6:30 AM 15 0 39 2 0 7 0 74 142 0 48 0 43 23 0 4 0 87 19 0 503 0 6:45 AM 22 0 72 0 0 10 0 , 123 123 0 64 0 53 42 0 10 0 82 17 0 618 0 7:00 AM 22 0 79-3 0 13 1 108 124 1 103 0 71 66 0 7 0 76 32 0 705 1 7:15 AM 40 0 88 1 0 14 0 155 152 0 102 0 49 52 0 15 0 86 34 0 788 0 7:30 AM 21 0 122 9 2 8 0 213 169 0 127 0 57 57 I 9 0 88 36 0 916 3 7:45 AM * 46 0 138 6 0 19 0 178 146 0 121 0 61 80 0 17 0 103 50 0 965 0 8:00 AM * 38 0 168 8 2 26 0 256 130 2 187 0 70 87 0 24 0 113 61 0 1168 4 8:15 AM * 48 1 169 5 2 18 0 238 150 0 124 0 62 42 0 11 0 79 39 2 986 4 8:30 AM * 41 0 132 8 0 18 0 204 134 • 0 112 0 73 58 1 17 0 121 62 0 980 1 8:45 AM 35 0 152 2 0 28 1 239 124 0 122 0 60 49 0 15 0 85 38 1 950 1 9:00 AM 56 0 171 9 1 45 0 246 150; 0 133 1 83 52 1 15 0 116 53 0 1130 2 Max. 15 min. 56 1 171 9 2 45 I 256 169 2 187 I 83 87 I 24 0 121 62 2 1168 . 4 Pk, Hr. Vol. 173 1 607 27 4 81 0 876 560 2 544 0 266 267 I 69 0 416 212 2 4099 9 7:30 AM Peak Interseclion Traffic in Pk. Hr. 4099 8:30 AM Hour Intersection Pdstrns in Pk. Hr. = 9 Peak Hr. Faclor 0.88 3:45 PM 78 0 232 25 3 67 0 231 182 0 112 0 101 43 0 18 0 64 50 0 1203 3 4:00 PM 87 0 296 25 1 68 I 252 128 0 168 0 130 49 0 14 0 86 62 0 1366 1 4:15 PM 47 0 196 6 3 64 0 211 196 0 90 0 80 29 0 19 0 64 54 0 1056 3 4:30 PM 57 0 267 20 7 55 0 243 209 0 106 0 107 75 0 12 0 62 51 0 1264 7 4:45 PM 51 0 210 19 I 75 1 231 174 0 169 0 134 88 0 31 0 58 48 0 1289 1 5:00 PM * 74 0 251 22 0 53 I 314 185 I 147 0 III III 0 12 0 92 49 1 1422 2 5:15 PM * 69 0 264 21 4 80 0 315 150 0 170 0 136 120 0 14 0 97 58 0 1494 4 5:30 PM * 60 0 291 30 3 77 0 314 167 0 171 0 113 103 0 15 0 ' 74 52 0 1467 3 5:45 PM * 51 0 262 22 2 69 1 306 159 0 160 0 120 91 0 17 0 , 74 39 0 1371 2 6:00 PM 55 0 259 18 0 66 0 281 126 0 171 0 115 126 0 13 0 72 57 0 1359 0 6:15 PM 40 ' 0 232 18 2 67 0 281 101 0 166 1 140 107 0 22 0 80 57 0 I3I2 2 6:30 PM 35 0 263 31 14 69 I 261 102 0 165 0 133 89 0 12 0 65 80 0 1306 14 Max. 15 luiu. 87 0 0 296 31 14 80 1 315 209 1 171 1 140 126 0 31 0 97 80 I 1494 14 Pk. Hr. Vol. 254 0 1068 95 9 279 2 -1249 661 1 648 0 480 425 0 58 0 337 198 1 5754 11 4:45 PM Peak Inlersection Tr;iffic in Pk. Hr. 5754 5:45 PM Hour Intersection Pdstrns in Pk. Hr. = 11 Peak Hr. Factor 0.96 El Camino Real at La Costa Avenue Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:30 AM to 8:30 AM Left Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside I I 1 I 1 Config - (left) 2 I I I I urations 3 I 1 1 1 1 4 I I I 5 6 I I 1 I I Outside 7 Free-flow Lane Settings 2 3 0 2 3 0 2 2 I 1 2 0 Capacity 3600 6000 0 3600 6000 0 3600 4000 1800 1800 4000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor O.IO Hourly Volume 174 607 27 81 876 560 544 266 267 69 416 212 Adjusted Hourly Volume 174 634 0 81 1436 0 544 266 267 69 628 0 Utilization Factor 0.05 0.11 0.00 0.02 0.24 0.00 0.15 0.07 0.15 0.04 0.16 0.00 Critical Factors 0.05 0.24 0.15 0.16 ICU Ratio = 0.70 LOS= B Tuming Movements at Intersection of: El Camino Real and La Costa Avenue W e s I A P P r Time : 7:30 AM lo 8:30 AM Date: 07/31/01 Day : Tuesday Name : Matt. Brian, Maria Totals 2226 Sub- totals 1149 1077 544 266 267 Subtotals Total North Approach 560 1213 174 1 2021 1517 876 North 607 808 2880 El Camino Real 1363 • t ^ t r 27 212 416 69 Total Subtotals Sub- totals 697 374 La Costa Avenue Totals 1071 E a s t A P P r South Approach Note : Left-turn volumes include U-lurns. U-turns in bold. El Camino Real at La Costa Avenue Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 4:45 PM to 5:45 PM Left Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside 1 I 1 1 I Config - (left) 2 I 1 1 I urations 3 I I 1 1 I 4 I 1 I 5 6 1 I 1 1 1 Outside 7 Free-flow Lane Settings 2 3 0 2 3 0 2 2 I I 2 0 Capacity 3600 6000 0 3600 6000 0 3600 4000 1800 1800 4000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 254 1068 95 281 1249 661 648 480 425 58 337 198 Adjusted Hourly Volume 254 1163 0 281 1910 0 648 480 425 58 535 0 Utilization Factor 0.07 0.19 0.00 0.08 0.32 0.00 0.18 0.12 0.24 0.03 0.13 0.00 Critical Factors 0.07 0.32 0.18 , 0.13 ICU Ratio 0.80 LOS^ Tuming Movements at Intersection of: El Camino Real and La Costa Avenue Time : 4:45 PM to 5:45 PM Date: 07/31/01 Day : Tuesday Name : Matt, Brian, Maria North Approach 4107 2191 El Camino Real 1916 Total Subtotals W e s I A P P r Sub- Tolals totals 2805 1252 1553 0 648 480- 425 Subtotals Tolal 661 1249 281 J i u 1732 t North ^ t r 254 1068 95 0 1417 3149 198 337 58 0 Sub- totals 593 854 La Costa Avenue Totals 1447 E a s t A P P r South Approach Note : Left-turn volumes include U-lurns. U-lurns in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2001 INTERSECTION ANALYSIS SUMMARY Intersection Number: 13 Intersection Location: El Camino Real & Levante Street Contents: Turn Movement Count Summary Page 1 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Tum Movement Diagram P.M. Peak Hour ICU Analysis and Tum Movement Diagram Page 2 Page 3 I KCI IIMOI^OGIKS VRPA TURNING MOVEMENT ANALYSIS City : Carlsbad Intersection of: N/S Street : El Camino Real E/W Street : Levante Streel File: 2001 Int #13 Dala Collected by : Alvin, Francis Page 1 of 3 Count Date 08/01/01 Day : Wednesday Weather: Sunny Traffic Conlrol: Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Trn Thra Right Peds Left U-Trn Thra Right Peds Lefl U-Trn Thm Right Peds Left U-Trn Thm Right Peds Vehicle Peds 6:15 AM 0 0 46 1 0 3 0 69 2 0 0 0 0 0 0 13 0 0 11 0 145 0 6:30 AM 2 0 39 I 1 2 0 97 1 1 0 0 0 1 0 17 0 0 5 1 165 3 6:45 AM 1 0 58 2 0 2 0 132 2 0 0 0 0 4 2 18 0 0 16 0 235 2 7:00 AM 0 0 90 2 0 4 0 187 3 1 0 0 0 0 0 27 0 0 14 1 327 2 7:15 AM 0 0 98 2 0 8 0 224 I 0 0 0 0 0 0 32 0 0 19 0 384 0 7:30 AM 1 2 151 7 0 6 0 269 3 0 1 0 0 0 0 29 0 0 26 0 495 0 7:45 AM 0 0 168 7 0 6 0 256 6 0 0 0 0 0 0 27 0 0 28 0 498 0 8:00 AM * 0 0 199 8 0 12 0 278 4 0 2 0 0 1 0 28 0 0 39 0 571 0 8:15 AM * 0 0 155 6 1 9 0 326 4 0 0 0 0 1 0 41 0 0 25 0 567 1 8:30 AM * 0 0 168 7 0 15 0 272 1 0 0 0 0 0 0 38 0 0 40 0 541 0 8:45 AM * 1 0 193 6 0 18 0 267 1. 0 0 0 0 0 0 35 0 0 29 0 550 0 9:00 AM 2 0 170 7 0 7 0 228 6. 0 0 0 0 0 0 26 0 0 22 0 468 0 Max. 15 min. 2 2 199 8 1 18 0 326 6 1 2 0 0 4 2 41 0 0 40 1 571 3 Pk. Hr. Vol. 1 0 715 27 1 54 0 1143 10 0 2 0 0 2 0 142 0 0 133 0 2229 1 7:45 AM Peak Inlersection Tralfic in Pk. Hr. 2229 Peak Hr. Factor 0.98 , 8:45 AM Hour Inlersection Pdstrns in Pk. Hr. 1 3:45 PM 0 1 287 34 0 24 0 266 2 0 0 0 0 0 0 22 0 0 20 0 656 0 4:00 PM 0 0 309 24 0 35 0 281 0 0 0 0 0 0 0 28 0 0 27 0 704 0 4:15 PM 0 0 297 20 3 23 0 261 0 0 0 0 0 0 1 26 0 0 20 0 647 4 4:30 PM 1 0 349 41 0 32 0 270 1 0 2 0 0 0 0 • 35 0 0 26 0 757 0 4:45 PM 0 1 312 45 1 33 0 312 0 I 1 0 0 1 0 24 0 0 34 I 763 3 5:00 PM 0 1 290 30 0 29 0 263 1 0 0 0 0 0 0 27 0 0 15 0 656 0 5:15 PM * 0 0 558 158 0 30 0 320 3 0 2 0 2 5 0 27 0 1 19 0 1125 0 5:30 PM * 0 0 405 114 I 42 0 340 0 0 1 0 0 0 0 21 1 0 33 0 •957 1 5:45 PM * 0 0 310 39 0 41 0 311 0 0 2 0 2 0 0 17 0 0 29 0 751 0 6:00 PM * I 0 480 58 0 . 24 0 324 0 0 I 0 7 2 0 23 0 0 20 0 940 0 6:15 PM 0 0 446 36 0 27 0 200 2 0 0 0 0 0 0 18 0 0 27 0 756 0 6:30 PM 1 0 478 42 0 44 0 298 0 0 0 0 0 0 0 36 0 0 29 0 928 0 Max. 15 min. 1 1 558 158 3 44 0 340 3 I 2 0 7 5 1 36 1 1 34 I 1125 4 Pk. Hr. Vol. 1 0 1753 369 I 137 0 1295 3 0 6 11 7 0 88 I 1 101 0 3773 1 5:00 PM 6:00 PM Peak Inlersection Traffic in Pk. Hr. 3773 Hour Intersection Pdstrns in Pk. Hr. = 1 Peak Hr. Factor 0.84 El Camino Real at Levante Street Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : Soutii Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:45 AM to 8:45 AM Left Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside I I 1 1 1 Config - (left) 2 I I 1 I 1 urations 3 I 1 1 4 5 6 I 1 1 1 Outside 7 Free-flow Lane Settings I •3 0 I 3 0 I 1 0 I I 1 Capacity 1800 6000 0 1800 6000 0 1800 2000 0 1800 2000 1800 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 1 715 27 54 1143 10 2 0 2 142 0 133 Adjusted Hourly Volume I 742 0 54 II53 0 2 0 2 142 0 133 Utilization Factor 0.00 0.12 0.00 0.03 0.19 0.00 0.00 0.00 0.00 0.08 0.00 0.07 Critical Factors 0.00 0.19 0.00 0.08 ICU Ratio = 0.37 LOS^ Tuming Movements at Intersection of: El Camino Real and Levante Street W e s t A P P r Time : 7:45 AM to 8:45 AM Date: 08/01/01 Day : Wednesday Name : Alvin, Francis Totals 15 Sub- totals II 4 Subtotals Total North Approach 10 1287 1207 1143 North 1 0 2030 715 743 2057 0 54 El Camino Real 850 t 1 ^ t r 27 133 0 142 Tolal Subtotals Sub- totals 275 Levante Street Totals 356 E a s I A P P r South Approach Note : Left-turn volumes include U-turns. U-lurns in bold. El Camino Real at Levante Street Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period 5:00 PM to 6:00 PM South Appr (NB) Lane Config - urations Inside (left) Outside Free-flow Left Thra Right I 1 Noitli Appr (SB) Left Thra Right I West Appr (EB) Left Thra Right I Page 3 of3 East Appr (WB) Left Thra Right Lane Settings I 3 Capacity 1800 6000 Are the Nortli/South phases split (Y/N)? Are the East/West phases split (Y/N)? Efficiency Lost Factor 0.10 Hourly Volume I Adjusted Hourly Volume 1 Utilization Factor 0.0 Critical Factors 0 0 N N 1 3 0 1 1 0 I I 1 1800 6000 0 1800 2000 0 1800 2000 1800 1753 369 137 1295 3 , 6 11 7 89 I 101 2122 0 137 1298 0 6 18 0 89 1 101 0.35 0.00 0.08 0.22 0.00 0.00 O.OI 0.00 0.05 0.00 0.06 0.35 0.08 0.00 0.06 ICU Ratio = 0.59 LOS^ Turning Movements at Inlersection of: El Camino Real and Levante Street W e s t A P P r Time : 5:00 PM lo 6:00 PM Date Day Name Totals 29 08/01/01 Wednesday Alvin, Francis Sub- totals 24 6 11 7 Subtotals Tolal North Approach 1390 1435 3295 0 • t North El Camino Real 1860 1295 137 1 ^ t r 1 1753 369 I) 2123 3513 101 1 89 Total Subtotals Sub- totals 191 518 Levante Street Totals 709 E a s I A P P Soulh Approach Note : Left-turn volumes include U-lurns. U-turns in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2001 INTERSECTION ANALYSIS SUMMARY Intersection Number: 14 Intersection Location: Palomar Airport Road & Avenida Encinas Contents: Turn Movement Count Summary Page 1 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Turn Movement Diagram P.M. Peak Hour ICU Analysis and Turn Movement Diagram Page 2 Page 3 I-KG I irMoi.^oaiKS VRPA TURNING MOVEMENT ANALYSIS City: Carisbad Inlersection of: N/S Street: Avenida Encinas E/W Slreet : Palomar Airport Road File: 2001 Int #14 Dala Collected by : Keith, James Page I of 3 Count Date 07/25/01 Day; Wednesday Weather: Sunny Traffic Control: Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Trn Thni Right Peds Left U-Trn Thra Right Peds Left U-Trn Thra Right Peds Left U-Trn Thra Right Peds Vehicle Peds 6:15 AM 2 0 3 3 0 9 0 3 0 2 10 0 26 4 0 45 0 15 28 0 148 2 6:30 AM 3 0 1 11 1 5 0 3 1 0 3 0 36 7 4 34 0 23 29 0 156 5 6:45 AM 3 0 2 5 5 23 0 ' 3 2 1 3 0 43 11 0 72 2 35 46 0 250 6 7:00 AM 2 0 6 12 1 12 0 10 4 0 9 0 65 21 0 67 0 41 49 0 298 1 7:15 AM 4 0 7 31 0 28 0 5 3 0 3 0 46 6 0 64 0 25 61 0 283 0 7:30 AM 8 0 13 20 1 25 0 2 3 1 8 0 64 12 1 70 0 45 55 0 325 3 7:45 AM 2 0 8 15 2 33 0 4 3 2 7 0 65 14 3 61 I 51 62 0 326 7 8:00 AM * 4 0 6 20 2 34 0 13 I 0 13 0 83 28 I 70 0 51 79 0 402 3 8:15 AM * 5 0 21 11 I 39 0 12 3 4 13 0 59 17 1 65 0 41 105 0 391 6 8:30 AM * 4 0 14 19 0 50 0 10 8-0 15 0 63 7 0 48 I 48 95 0 382 0 8:45 AM * 12 0 14 28 2 33 0 3 6 2 18 0 50 11 2 56 0 40 91 0 362 6 9:00 AM 3 0 11 31 0 37 0 10 5 I 9 0 58 6 1 52 I 59 82 0 364 2 Max. 15 min. 12 0 21 31 5 50 0 13 8 4 18 0 83 28 4 72 2 59 105 0 402 7 Pk. Hr. Vol. 25 0 55 78 5 156 0 38 18 6 59 0 255 63 4 239 I 180 370 0 1537? 15 7:45 AM Peak Interseclion Traffic in Pk. Hr. 1537 Peak Hr. Factor 0.96 8:45 AM Hour Intersection Pdslrns in Pk. Hr. 15 3:45 PM 20 0 21 81 I 66 0 12 9 0 7 0 89 3 0 52 0 82 33 0 475 1 4:00 PM 23 0 11 48 13 57 0 7 9 0 12 0 73 8 0 43 0 86 72 0 449 13 4:15 PM 22 0 21 58 0 48 0 3 8 0 12 0 89 6 0 58 0 114 61 0 500 0 4:30 PM 15 0 20 46 I 75 0 17 4 2 9 0 •72 13 2 45 0 82 60 I 458 6 4:45 PM 19 0 30 58 6 75 0 15 13 4 6 0 81 I 6 21 0 112 57 4 488 20 5:00 PM 23 0 29 40 0 57 0 8 7 0 9 0 66 I 2 42 0 125 66 3 473 5 5:15 PM * 36 0 41 92 0 89 0 6 7 0 15 0 83 4 1 43 0 119 82 0 617 I 5:30 PM * 30 0 48 28 3 75 0 27 15 1 14 0 59 6 1 47 0 114 99 3 562 8 5:45 PM * 29 0 50 48 1 72 0 13 22 0 10 0 72 5 3 26 0 76 71 0 494 4 6:00 PM * 21 0 39 20 0 75 0 7 13 I 13 0 84 5 2 29 0 98 92 0 496 3 6:15 PM 4 0 17 36 0 . 75 0 21 19 0 8 0 57 4 0 35 0 78 88 . I 442 1 6:30 PM 7 0 18 29 0 68 0 II 13 1 16 0 79 8 0 20 0 80 69 0 418 1 Max. 15 min. 36 0 50 92 13 89 0 27 22 4 16 0 89 13 6 58 0 125 99 4 617 20 Pk. Hr. Vol. 116 0 178 188 4 311 0 53 57 2 52 0 298 20 7 145 0 407 344 3 2169 16 5:00 PM 6:00 PM Peak Hour Intersection Traffic in Pk. Hr. 2169 Intersection Pdstrns in Pk. Hr, = 16 Peak Hr. Factor 0.88 Avenida Encinas at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:45 AM to 8:45 AM Left Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside I I Config- (left) 2 I urations 3 1 4 5 6 Outside 7 Free-flow I I I I I I I .1 I I Lane Settings I I 1 2 0 I I I 0 I 1 I Capacity 1800 2000 1800 3600 0 1800 1800 2000 0 1800 2000 1800 Are the North/South phases split (Y/N)? Y Are the East/West phases split (Y/N)? N Efficiency Lost Factor O.IO Hourly Volume 25 55 78 156 38 18 59 255 63 240 180 370 Adjusted Hourly Volume 25 55 78 156 38 18 59 318 0 240 180 370 Utilization Factor 0.01 0.03 0.04 0.04 0.00 0.01 0.03 0.16 0.00 0.13 0.09 0.21 Critical Factors 0.04 0.04 0.16 0.13 ICU Ratio = 0,47 LOS = A Tuming Movements at Intersection of: Avenida Encinas and Palomar Airport Road W e s t A P P r Time : 7:45 AM to 8:45 AM Date Da\ Name 07/25/01 Wednesday Keith. James Siib- Tolals totals 600 223 377 59 255 63 Subtotals Tolal North Approach 18 lr 340 25 II 498 212 158 696 0 Avenida Encinas 484 38 156 t North ^ t r t. 78 370 180 240 Total Subtotals Sub- totals 790 Totals 1280 490 Palomar Airport Road E a s t A P P r Soutii Approach Note : Left-tum volumes include U-turns. U-turns in bold. Avenida Encinas at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : Soutii Appr (NB) Nortii Appr (SB) West Appr (EB) East Appr (WB) 5:00 PM to 6:00 PM Left Thra Right Left Thra Right Left Thra Right Left Thm Right Lane Inside I 1 Config- (left) 2 I urations 3 I 4 5 6 Outside 7 Free-flow 1 1 I I 1 1 1 1 1 I Lane Settings 1 I 1 2 0 I I 1 0 1 I 1 Capacity Are the North/South phases split (Y/N)? Are the EastWest phases split (Y/N)? 1800 2000 1800 3600 Y N 1800 1800 2000 1800 2000 1800 Efficiency Lost Factor O.IO Hourly Volume 116 178 188 311 53 57 52 298 20 145 407 344 Adjusted Hourly Volume 116 178 188 311 53 57 52 318 0 145 407 344 Utilization Factor 0.06 0.09 O.IO 0.09 0.00 0.03 0.03 0.16 0.00 0.08 0.20 0.19 Critical Factors O.IO 0.09 0.16 0.08 ICU Ratio = 0.53 LOS = A Tuming Movements at Intersection of: Avenida Encinas and Palomar Airport Road W e s I A P P r Time : 5:00 PM lo 6:00 PM Date: 07/25/01 Day : Wednesday Name : Keith. James Totals 950 Sub- lotals 580 370 52 298 20 Subtotals Tolal North Approach 421 57 53 lr North 995 0 311 Avenida Encinas 574 t ^ t r 116 178 188 (I 218 482 700 344 407 145 Total Subtotals Sub- totals 896 Totals 1693 797 Palomar Airport Road E a s I A P P r South Approach Note : Left-turn volumes include U-lurns. U-turns in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2001 INTERSECTION ANALYSIS SUMMARY Intersection Number: 15 Intersection Location: Palomar Airport Road «& Paseo Del Norte Contents: Tum Movement Count Summary (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Tum Movement Diagram P.M. Peak Hour ICU Analysis and Tum Movement Diagram Page 1 Page 2 Page 3 I-KGI IJSIOI^OGIES VRPA TURNING MOVEMENT ANALYSIS City: Carisbad Intersection of: N/S Streel : Paseo Del Norte E/W Street; Palomar Airport Road Page I of 3 File: 2001 Int#I5R Data Collected by : Steve, Chester, Chris, Chris Count Date 08/21/01 Day: Tuesday Weather: Sunny Traffic Control: Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Trn Thra Right Peds Left U-Trn Thra Right Peds Left U-Trn Thra Right Peds Left U-Trn Thra Right Peds Vehicle Peds 6:15 AM 38 0 12 14 1 8 0 1 13 I 16 2 210 17 2 9 4 208 16 3 568 7 6:30 AM 25 0 7 11 0 3 0 1 7 0 18 2 237 21 0 4 3 106 14 0 459 0 6:45 AM 33 0 16 19 1 13 0 5 11 0 19 1 308 22 0 8 2 191 22 0 670 1 7:00 AM 30 0 10 15 1 22 0 7 9 0 39 2 428 20 1 12 5 232 32 1 863 3 7:15 AM 48 0 19 20 1 17 0 5 20 0 47 I 398 18 0 15 5 226 44 0 883 1 7:30 AM 52 0 20 25 2 28 0 7 16 0 57 0 410 24 2 18 3 178 56 2 894 6 7:45 AM * 54 0 23 37 2 27 0 8 28' 2 49 0 558 27 1 17 3 181 35 0 1047 5 8:00 AM * 66 0 26 33 I 26 0 11 26, 2 79 0 597 37 0 17 6 223 68 0 1215 3 8:15 AM * 65 0 35 37 0 31 0 19 35-2 73 0 484 35 0 26 4 205 50 0 1099 2 8:30 AM * 48 0 28 41 0 42 0 15 35 1 57 1 416 39 0 35 7 162 50 0 976 1 8:45 AM 63 0 25 37 I 31 0 7 43.-0 43 2 383 34 1 15 5 170 55 0 913 2 9:00 AM 59 0 24 32 0 36 0 20 25-0 56 1 410 44 0 24 3 218 54 0 1006 0 Max, 15 min. 66 0 35 41 2 42 0 20 43 2 79 2 597 44 2 35 7 232 68 3 1215 7 Pk. Hr. Vol. 233 0 112 148 3 126 0 53 124 7 258 I 2055 138 1 95 20 771 203 0 4337 11 7:30 AM Peak Intersection Traffic in Pk. Hr. 4337 Peak Hr. Faclor 0.89 8:30 AM Hour Intersection Pdstrns in Pk. Hr. 11 3:45 PM 82 0 34 34 5 67 0 27 103 0 89 3 299 44 2 42 ,, 468 78 2 1381 9 4:00 PM 53 0 31 45 2 44 0 18 60 1 61 8 315 51 3 41 13 497 61 1 1298 7 4:15 PM 66 0 27 47 2 64 0 28 86 3 79 4 254 48 0 36 6 422 67 I 1234 6 4:30 PM 40 0 19 29 0 44 0 26 71 0 70 7 283 45 0 30 6 428 71 0 1169 0 4:45 PM 61 0 32 53 2 68 0 29 63 6 82 2 297 49 5 36 10 511 57 0 1350 13 5:00 PM * 62 0 42 52 3 55 0 27 53 5 86 0 305 43 2 39 4 382 60 I I2I0 11 5:15 PM * 72 0 37 38 0 74 0 36 67 I 68 4 302 47 0 60 7 516 61 2 1389 3 5:30 PM * 53 0 32 44 1 52 0 29 74 0 105 I 341 36 I 62 12 543 86 I 1470 3 5:45 PM * 72 0 52 61 0 55 0 25 60 I 103 4 298 32 3 50 16 488 83 2 1399 6 6:00 PM 76 0 27 36 0 54 0 36 73 1 69 5 289 52 1 35 7 361 55 0 1175 2 6:15 PM 63 0 26 45 3 57 0 38 70 2 79 9 216 36 0 35 8 413 53 2... 1148 7 6:30 PM 69 0 23 24 2 38 0 21 60 0 61 2 281 30 I 56 9 405 49 0 1128 3 Max. 15 min. 82 0 52 61 5 74 0 38 103 6 105 9 341 52 5 62 16 543 86 2 1470 13 Pk. Hr. Vol. 259 0 163 195 4 2.36 0 117 254 7 362 9 1246 158 6 211 39 1929 290 6 5468 23 4:45 PM Peak Intersection Traffic in Pk. Hr. 5:45 PM Hour Inlersection Pdslrns in Pk. Hr. Peak Hr. Factor 0.93 = 23 Paseo Del Norte at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:30 AM to 8:30 AM Left Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside I 1 I 1 1 Config - (left) 2 I I 1 I urations 3 I 1 1 1 4 1 1 I I I I 5 I 1 1 6 1 Outside 7 Free-flow Lane Settings 2 2 0 2 2 0 2 3 0 2 3 1 Capacity 3600 4000 0 3600 4000 0 3600 6000 0 3600 6000 1800 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor O.IO Hourly Volume 233 112 148 126 53 124 259 2055 138 115 771 203 Adjusted Hourly Volume 233 260 0 126 177 0 259 2193 0 115 771 203 Utilization Factor 0.06 0.07 0.00 0.04 0.04 0.00 0.07 0.37 0.00 0.03 0.13 O.II Critical Factors 0.07 0.04 0.37 0.03 ICU Ratio = 0.61 LOS= B Turning Movenients at Intersection of: Paseo Del Norte and Palomar Airport Road W e s t A P P r Time : 7:30 AM to 8:3 0 AM North Approach Date: 08/21/01 Day : Tuesday Name : Steve. Chester, Chris, Chris Totals 3581 Sub- totals 1129 2452 259 2055 138 Subtotals Tolal 124 286 233 0 779 303 53 North 876 0 126 Paseo Del Norte 573 ^ t r 112 148 493 203 771 115 20 Tolal Subtotals Sub- totals 1089 2349 Totals 3438 Palomar .Airport Road E a s t A P P South Approach Note : Left-turn volumes include U-lurns. U-lurns in bold. Paseo Del Norte at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) NiDrth Appr (SB) West Appr (EB) East Appr (WB) 4:45 PM to 5:45 PM Left Thra Right Left Thm Right Left Thra Right Left Thra Right Lane Inside 1 1 I 1 1 Config - (left) 2 1 I I 1 urations 3 I I I I 4 I I 1 I 1 1 5 I I I 6 1 Outside 7 Free-flow Lane Settings 2 2 0 2 2 0 2 3 0 2 3 I Capacity 3600 4000 0 3600 4000 0 3600 6000 0 3600 6000 1800 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 259 163 195 236 117 254 371 1246 158 250 1929 290 Adjusted Hourly Volume 259 358 0 236 371 0 371 1404 0 250 1929 290 Utilization Factor 0.07 0.09 0.00 0.07 0.09 0.00 0.10 0.23 0.00 0.07 0.32 0.16 Critical Factors 0.07 0.09 0.10 0.32 ICU Ratio _ 0.68 LOS = B Turning Movenients at Inlersection of: Paseo Del Norte and Palomar Airport Road W e s I A P P r Time : 4:45 PM to 5:45 PM Date: 08/21/01 Day : Tuesday Name : Steve, Chester, Chris, Chris Sub- Totals totals North Approach Paseo Del Norte 1422 Total 4226 2451 9 371 1775 1246 158 Subtotals Total 486 607 0 254 117 236 J i L. • t North ^ t r 259 163 195 0 617 815 Subtotals Sub- totals 290 1929 2469 250 39 1716 Totals 4185 Palomar Airport Road E a s I A P P 103 South Approach Note : Left-turn volumes include U-lurns. U-turns in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2001 INTERSECTION ANALYSIS SUMMARY Intersection Number: 16 Intersection Location: Palomar Airport Road & Armada Drive / Costco Entrance Contents: Turn Movement Count Summary (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Turn Movement Diagram P.M. Peak Hour ICU Analysis and Turn Movement Diagram Page 1 Page 2 Page 3 'l-ECl IINOl^OGIKS VRPA TURNING MOVEMENT ANALYSIS City : Carlsbad Intersection of : N/S Slreel : Armada Drive/Costco Entrance E/W Streel: Palomar Airport Road File: 200IInl#I6R Data Collected by : Steve, Chris Page 1 of 3 Count Date 08/23/01 Day: Thursday Weather: Sunny Traffic Control; Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Trn Thra Right Peds Left U-Trn Thra Right Peds Left U-Trn Thra Right Peds Lefl U-Trn Thm Right Peds Vehicle Peds 6:15 AM 7 0 0 0 0 2 0 1 0 0 10 0 164 11 0 9 0 161 6 0 371 0 6:30 AM 13 0 0 11 0 1 0 0 2 0 18 0 345 24 0 10 0 164 8 0 596 0 6:45 AM I) 0 3 0 2 0 0 1 1 8 0 213 9 0 17 0 288 13 1 557 2 7:00 AM 20 0 0 11 0 5 0 2 2 0 13 4 395 20 0 12 0 245 25 2 754 2 7:15 AM 14 0 1 11 0 2 0 0 6 0 13 5 336 23 0 16 0 287 26 1 740 1 7:30 AM 19 0 4 17 0 10 0 2 7 0 22 4 410 24 0 14 0 248 20 1 801 I 7:45 AM * 32 0 5 17 0 10 0 1 3 0 36 5 593 19 0 13 0 259 42 2 1035 2 8:00 AM * 13 0 0 5 0 13 0 3 5 0 34 6 434 19 0 14 0 203 46 1 795 1 8:15 AM * 20 2 1 15 0 13 0 3 4 2 36 6 561 27 0 21 0 255 30 0 994 2 8:30 AM * 26 0 1 6 0 5 0 0 12. 1 24 0 386 30 0 9 1 306 36 2 842 3 8:45 AM 35 0 2 9 0 15 0 2 7 1 29 8 459 20 0 22 0 268 24 0 900 1 9:00 AM 38 0 2 11 0 10 0 2 15 0 29 5 419 21 0 24 1 207 31 0 815 0 Max. 15 min. 38 2 5 17 0 15 0 3 15 2 36 8 593 30 0 24 1 306 46 2 1035 3 Pk. Hr. Vol. 91 2 7 43 0 41 0 7 24 3 130 17 1974 95 0 57 1 1023 154 5 3666 8 7:30 AM Peak Inlersection Traffic in Pk. Hr. 3666 Peak Hr . Faclor 0.89 8:30 AM Hour Intersection Pdslrns in Pk. Hr. 8 3:45 PM 74 0 6 40 0 16 0 2 24 0 25 11 295 28 0 64 0 509 17 1 1111 1 4:00 PM 70 0 3 48 0 28 0 8 22 0 27 18 276 22 0 62 0 377 17 2 978 2 4:15 PM 72 0 4 44 0 31 1 7 30 0 11 15 260 18 0 34 I 424 20 0 972 0 4:30 PM 65 0 2 55 2 36 0 5 32 0 25 15 276 24 0 57 0 560 27 2 1179 4 4:45 PM 57 0 6 44 0 25 0 2 40 1 21 17 250 13 0 40 I 364 38 I 918 2 5:00 PM * 77 0 8 54 0 33 0 8 23 0 33 II 297 18 0 42 0 528 36 I 1168 1 5:15 PM * 52 0 5 44 0 47 0 9 26 0 41 18 304 16 0 36 0 539 33 0 1170 0 5:30 PM * 58 0 5 34 0 47 0 12 37 I 35 9 301 28 0 79 0 529 34 4 1208 5 5:45 PM * 89 0 5 51 0 45 0 21 46 0 27 16 264 39 0 47 I 441 15 2 1107 2 6:00 PM 7.9 0 12 55 0 14 . 0 28 24 0 13 14 256 30 0 49 1 360 12 I 947 1 6:15 PM 75 0 4 62 0 18 0 19 17 0 16 5 237 35 0 54 0 313 17 I 872 1 6:30 PM 84 0 5 50 0 24 0 24 22 0 30 20 209 28 0 82 0 422 14 0 1014 0 Max, 15 min. 89 0 12 62 2 47 1 28 46 I 41 20 304 39 0 82 1 560 38 4 1208 5 Pk. Hr. Vol, 276 0 23 183 0 172 0 50 132 I 136 54 1166 101 0 204 1 2037 118 7 4653 8 4:45 PM Peak Inlersection Traffic in Pk. Hr. 4653 5:45 PM Hour Inlersection Pdstrns in Pk. Hr. = 8 Peak Hr. Faclor 0.96 Armada Drive/Costco Entrance at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) Nortii Appr (SB) West Appr (EB) East Appr (WB) 7:30 AM to 8:30 AM Left Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside I 1 I 1 Config - (left) 2 1 I I I urations 3 1 1 I 1 I 4 1 1 1 5 1 I 6 I 1 Outside 7 Free-flow Lane Settings 2 I 0 2 I I 2 3 I I 3 1 Capacity 3600 2000 0 3600 2000 1800 3600 6000 1800 1800 6000 1800 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/'N)? N Efficiency Lost Factor 0.10 Hourly Volume 93 7 43 41 7 24 147 1974 95 58 1023 154 Adjusted Hourly Volume 93 50 0 41 7 24 147 1974 95 58 1023 154 Utilization Factor 0.03 0.03 0.00 O.OI 0.00 O.OI 0.04 0.33 0.05 0.03 0.17 0.09 Critical Factors 0.03 0.01 0.33 0.03 ICU Ratio = 0.50 LOS= A Turning Movements at Inlersection of: Armada Drive/Costco Entrance and Palomar Airport Road W e s I A P P r Time : 7:30 AM lo 8:30 AM Dale: 08/23/01 Day : Thursday Name: Steve, Chris Sub- Tolals totals 3371 North Approach 1155 17 147 2216 1974 95 Subtotals Total 24 lr 161 93 2 304 72 7 North 7 143 Armada Drive/Co.stco Entrance 363 0 41 t 1 43 291 Tolal Subtotals Sub- totals Totals -154 1023 1235 -58 1 2059 Palomar Airport Road 3294 E a s I A P P Soulh Approach Note : Left-turn volumes include U-turns. U-lurns in bold. Armada Drive/Costco Entrance at Palomar Airport Road Lane Corffiguration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : Soutii Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 4:45 PM to 5:45 PM Left Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside 1 1 I 1 Config - (left) 2 I I 1 1 urations 3 I 1 1 I I 4 1 I 1 5 I 1 6 I 1 Outside 7 Free-flow Lane Settings 2 I 0 2 1 I 2 3 I 1 3 1 Capacity 3600 2000 0 3600 2000 1800 3600 6000 1800 1800 6000 1800 Are the North/South phases split (Y/N)? N Are the East/West phases split (Yi'N)'? N Efficiency Lost Factor 0.10 Hourly Volume 276 23 183 172 50 132 190 1166 101 205 2037 118 Adjusted Hourly Volume 276 206 0 172 50 132 190 1166 101 205 2037 118 Utilization Factor 0.08 0.10 0.00 0.05 0.03 0.07 0.05 0.19 0.06 O.II 0.34 0.07 Critical Factors 0.10 0.05 0.05 0.34 ICU Ratio = 0.64 LOS= B Turning Movements at Inlersection of: Armada Drive/Costco Entrance and Palomar Airport Road W e s t A P P Time : 4:45 PM to 5:45 PM Date Day Name Totals 3956 08/23/01 Thursday Steve. Chris Sub- totals 2499 1457 54 North Approach 190 1166 101 Subtotals Total 132 355 276 0 837 354 50 t t North 23 482 Armada Drive/Costco Entrance 631 0 172 f 183 277 118 2037 205 Total Subtotals Sub- totals 2360 , Totals 3882 1522 Palomar Airport Road E a s t A P P South Approach Note : Left-tum volumes include U-lurns. U-lurns in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2001 INTERSECTION ANALYSIS SUMMARY Intersection Number: 17 Intersection Location: Palomar Airport Road & College Boulevard Contents: Turn Movement Count Summary (A.M. and P.M.) Page 1 A.M. Peak Hour ICU Analysis and Page 2 Turn Movement Diagram P.M. Peak Hour ICU Analysis and Page 3 Turn Movement Diagram l-KCl INOI^OGIKS VRPA TURNING MOVEMENT ANALYSIS City: Carlsbad Intersection of: N/S Slreet : College Boulevard/Aviara Parkway E/W Streel: Palomar Airport Road Page I of 3 File: 2001 Int#17 Dala Collected by : Connie, Steve, Kelly Count Date 08/16/01 Day: Thursday Weather: Sunny Traffic Control: Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Trn Thra Right Peds Left U-Trn Thrti Right Peds Left U-Trn Thra Right Peds Left U-Trn Thra Right Peds Vehicle Peds 6:15 AM 10 0 7 10 0 3 0 0 26 1 53 0 139 4 0 3 0 150 5 0 410 1 6:30 AM 13 0 8 8 0 3 0 2 26 0 63 0 183 6 0 10 0 170 4 0 496 0 6:45 AM 10 0 9 30 0 4 0 9 19 0 59 0 233 4 0 13 0 266 6 0 662 0 7:00 AM 27 0 43 29 0 9 0 8 26 0 135 0 410 10 0 32 2 236 7 0 974 0 7:15 AM 15 0 25 29 0 8 0 6 18 0 42 0 172 6 0 12 0 178 3 0 514 0 7:30 AM 24 0 40 38 0 7 0 13 27 0 79 0 294 10 0 16 0 189 5 0 742 0 7:45 AM * 31 0 49 45 0 8 0 6 33 I 131 0 448 5 0 13 1 237 17 0 1024 1 8:00 AM * 38 0 83 68 0 10 0 II 28 0 123 I 446 11 0 9 0 219 19 0 1066 0 8:15 AM * 25 0 65 56 0 19 0 16 24 0 118 0 350 12 0 12 0 208 13 0 918 0 8:30 AM * 36 0 49 33 0 10 0 8 31 0 123 0 356 11 0 9 0 192 11 0 869 0 8:45 AM 28 0 47 60 0 4 0 5 37 0 103 0 285 8 0 11 0 227 14 0 829 0 9:00 AM 24 1 42 45 0 7 0 14 52 0 103 0 339 7 0 15 0 222 12 0 883 0 Max. 15 min. 38 I 83 68 0 19 0 16 52 1 135 1 448 12 0 32 2 266 19 0 1066 1 Pk. Hr. Vol. 130 0 246 202 0 47 0 41 116 I 495 I 1600 39 0 43 I 856 60 0 3877 1 7:30 AM Peak Inlersection Traffic in Pk. Hr. 3877 Peak Hr. Factor 0.91 8:30 AM Hour Intersection Pdstrns in Pk. Hr. 1 3:45 PM 27 0 17 29 0 23 0 79 82 0 48 0 263 30 0 16 0 417 28 0 1059 0 4:00 PM 28 0 14 19 0 20 0 22 99 0 44 2 202 30 0 29 0 267 10 0 786 0 4:15 PM 20 0 10 19 0 20 0 28 96 0 51 1 243 26 0 35 1 327 17 0 894 0 4:30 PM * 24 0 10 22 0 19 0 25 105 0 58 0 301 31 0 31 0 407 17 0 1050 0 4:45 PM * 22 0 19 28 0 24 0 28 117 0 52 I 305 29 0 14 1 380 27 0 1047 0 5:00 PM * 26 0 13 14 0 11 0 42 109 0 73 1 268 22 0 28 0 413 26 0 1046 0 5:15 PM * 17 0 22 30 0 11 0 91 188 0 63 0 281 18 0 41 0 486 34 0 1282 0 5:30 PM 37 0 12 12 0 8 0 41 86 0 33 1 257 36 0 35 I 379 20 0 958 0 5:45 PM 27 0 32 26 0 II 0 53 105 0 43 0 260 27 0 34 0 349 18 0 985 0 6:00 PM •22 0 20 25 0 3 0 44 100 0 73 0 245 38 0 43 1 361 13 0 988 0 6:15 PM 25 0 12 17 1 8 0 39 94 0 47 1 252 25 0 23 0 307 11 0 861 1 6:30 PM 14 0 13 19 0 10 0 21 83 0 29 0 207 17 0 19 0 276 9 0 717 0 Max. 15 min. 37 0 32 30 1 24 0 91 188 0 73 2 305 38 0 43 I 486 34 0 1282 1 Pk. Hr. Vol. 89 0 64 94 0 65 0 186 519 0 246 2 II55 IOO 0 114 1 1686 104 0 4425 0 4:15 PM 5:15 PM Peak Hour Peak Hr. Faclor 0.86 Interseclion Pdstrns in Pk. Hr College Boulevard/Aviara Parkway at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:30 AM to 8:30 AM Left Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside I I I I 1 Config - (left) 2 1 I I I I urations 3 I 1 I 1 4 I I 1 5 1 1 1 6 I I Outside 7 Free-flow Lane Settings 2 2 I I 0 2 2 3 1 2 3 I Capacity 3600 4000 1800 1800 0 3600 3600 6000 1800 3600 6000 1800 Are tiie North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor O.IO Hourly Volume 130 246 202 47 41 116 496 1600 39 44 856 60 Adjusted Hourly Volume 130 246 202 47 0 157 496 1600 39 44 856 60 Utilization Factor 0.04 0.06 O.II 0.03 0.00 0.04 0.14 0.27 0.02 O.OI 0.14 0.03 Critical Factors 0.11 0.03 0.14 0.14 ICU Ratio = 0.52 LOS^ Turning Movements at Inlersection of: College Boulevard/Aviara Parkway and Palomar Airport Road Time : 7:30 AM lo 8:30 AM Date: 08/16/01 Day : Thursday Name : Connie. Steve. Kellv North Approach 204 College Boulevard/Aviara Parkwav 1005 801 Total Subtotals W e s t A P P r Totals 3238 Sub- tolals 1103 2135 116 41 47 1 496 1600 Subtotals Tolal 123 North t. f ^ t r 130 246 202 0 578 701 60 856 44 Sub- totals 960 1850 Totals 2810 Palomar Airport Road E a s t A P P Soulh Approach Note : Left-turn volumes include U-lurns. U-lurns in bold. College Boulevard/Aviara Parkway at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : Soutii Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 4:15 PM to 5:15 PM Left Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside I I Config- (left) 2 I urations 3 1 4 1 5 I 6 Outside 7 Free-flow 1 I I I I I I 1 1 1 I I I I I I Lane Settings 2 2 I 1 0 2 2 3 I 2 3 I Capacity Are the North/South phases split (Y/N)? Are tiie East/West phases split (Y/N)? 3600 4000 1800 1800 N N 3600 3600 6000 1800 3600 6000 1800 Efficiency Lost Factor 0.10 Hourly Volume 89 64 94 65 186 519 248 II55 IOO 115 1686 104 Adjusted Hourly Volume 89 64 94 65 0 705 248 1155 IOO 115 1686 104 Utilization Factor 0.02 0.02 0.05 0.04 0.00 0.20 0.07 0.19 0.06 0.03 0.28 0.06 Critical Factors 0.02 0.20 0.07 0.28 ICU Ratio = 0.67 LOS = B Tuming Movements at Inlersection of: College Boulevard/Aviara Parkway and Palomar Airport Road W e s I A P P r Time : 4:15 PM to 5:15 PM North Approach Date Day Name Totals 3799 08/16/01 Thursda\' Connie, Steve, Kelly Sub- totals 2296 1503 248 1155 100 Subtotals Total 770 519 186 J 400 89 <) 647 t North 64 247 College Boulevard/Aviara Parkwav 1184 0 65 ^ t r 94 414 104 1686 115 Tolal Subtotals Sub- totals 1905 Totals 3220 1315 Palomar Airport Road E a s t A P P South Approach Note : Left-turn volumes include U-lurns. U-lurns in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2001 INTERSECTION ANALYSIS SUMMARY Intersection Number: 18 Intersection Location: Palomar Airport Road & 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 Tum Movement Diagram l-KGl INOI^OGIKS VRPA TURNING MOVEMENT ANALYSIS City: Carlsbad Intersection of: N/S Street: Camino Vida Roble E/W Slreel: Palomar Airport Road File: 2001 Int#18 Dala Collected by : Brian, Maria Page 1 of 3 Count Dale : 07/25/01 Day: Wednesday Weather: Sunny Traffic Conlrol: Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 niin. prd. Left U-Trn Thra Right Peds Left U-Trn Thra Right Peds Left U-Trn Thra Right Peds Left U-Trn Thra Right Peds Vehicle Peds 6:15 AM 7 0 6 7 1 3 0 0 I 0 6 0 123 30 0 21 18 150 18 1 390 2 6:30 AM 22 0 4 13 0 2 0 1 2 0 10 0 130 35 0 17 17 170 15 0 438 0 6:45 AM 19 0 11 18 0 5 0 2 4 0 7 0 217 56 0 17 8 239 44 1 647 1 7:00 AM 20 0 8 14 0 6 0 3 4 0 13 0 177 75 0 18 10 197 51 0 596 0 7:15 AM 35 0 11 10 0 8 0 4 6 0 7 0 172 61 0 27 1 203 42 1 587 1 7:30 AM * 38 0 13 12 0 11 0 4 .10 0 13 0 261 79 2 30 2 242 53 0 768 2 7:45 AM * 40 0 15 12 0 11 0 5 5 2 17 1 225 76 0 33 2 166 45 0 653 2 8:00 AM * 35 0 24 22 0 6 0 3 7 0 23 0 267 102 1 49 8 224 52 0 822 1 8:15 AM * 45 0 22 18 0 6 0 3 9 1 21 0 289 101 0 32 0 260 80 0 886 1 8:30 AM 36 0 16 10 0 10 0 7 4 0 21 0 220 76 0 26 2 155 40 0 623 0 8:45 AM 29 0 12 12 0 15 0 7 5 0 15 0 139 42 0 24 1 172 42 0 515 0 9:00 AM 31 0 16 11 0 9 0 7 10 0 19 0 224 52 0 37 0 210 31 0 657 0 Max. 15 min. 45 0 24 22 I 15 0 7 10 2 23 I 289 102 2 49 18 260 80 1 886 2 Pk. Hr. Vol, 158 0 74 64 0 34 0 15 31 3 74 1 1042 358 3 144 12 892 230 0 3129 6 7:15 AM Peak liitersccliou Traffic in Pk. Hr. 3129 Peak Hr . Factor 0.88 8:15 AM Hour Inlersection Pdstrns in Pk. Hr. 6 3:45 PM 110 0 5 32 0 50 0 18 14 0 8 I 298 80 0 15 1 254 12 0 898 0 4:00 PM 58 0 6 21 0 17 0 14 11 0 5 0 199 45 2 21 0 235 9 0 641 2 4:15 PM 88 0 10 35 0 44 0 26 11 0 6 1 277 66 0 22 1 258 5 0 850 0 4:30 PM 57 0 5 20 0 13 0 9 14 0 2 0 204 34 0 24 0 225 13 4 620 4 4:45 PM * 164 0 7 29 0 33 0 25 20 2 5 1 261 52 0 11 0 207 11 I 826 3 5:00 PM * 30 0 10 22 0 38 0 19 16 0 8 0 245 58 0 9 0 265 11 0 731 0 5:15 PM * 120 0 4 31 I 52 0 21 26 1 5 0 275 60 0 20 0 224 8 0 846 2 5:30 PM * 102 0 17 28 I 52 0 18 23 0 8 I 302 74 I 14 0 358 8 0 1005 2 5:45 PM 88 0 7 23 0 17 0 16 18 0 2 0 217 45 0 24 0 218 8 0 683 0 6:00 PM 55 0 4 23 0 24 0 15 17 0 5 0 260 43 0 9 0 244 9 0 708 0 6:15 PM 68 0 5 17 0 10 0 12 12 0 5 0 232 55 0 7 0 192 8 0 623 0 6:30 PM 61 0 4 13 0 14 0 5 17 0 8 0 223 53 0 6 0 206 16 0 626 0 Max. 15 mill. 164 0 17 35 1 52 0 26 26 2 8 I 302 80 2 24 I 358 16 4 1005 4 Pk. Hr. Vol. 416 0 38 110 2 175 0 83 85 3 26 2 1083 244 1 54 0 1054 38 1 3408 7 4:30 PM 5:30 PM Peak Hour Inlersection Traffic in Pk. Hr. 3408 Intersection Pdstrns in Pk. Hr. = 7 Peak Hr. Faclor 0.85 Camino Vida Roble at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : Soutii Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:15 AM to 8:15 AM Left Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside I I Config - (left) 2 1 I I I urations 3 I 1 I 1 1 4 I 1 1 5 6 I I I I Outside 7 Free-flow I Lane Settings 2 1 0 I 1 I 1 3 0 I 3 0 Capacity 3600 2000 0 1800 2000 1800 1800 6000 0 1800 6000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/'N)? N Efficiency Lost Factor O.IO Hourly Volume 158 74 64 34 15 31 75 1042 358 156 892 230 Adjusted Hourly Volume 158 138 0 34 15 31 75 1400 0 156 1122 0 Utilization Factor 0.04 0.07 0.00 0.02 O.OI 0.02 0.04 0.23 0.00 0.09 0.19 0.00 Critical Factors 0.07 0.02 0.23 0.09 ICU Ratio = 0.51 LOS = A Turning Movements al Intersection of: Camino Vida Roble and Palomar Airport Road W e s t A P P r Time : 7:15 AM to 8:15 AM Date: 07/25/01 Day ; Wednesday Name : Brian, Maria Sub- Totals totals 2557 1082 1475 North Approach 1 75 1042 358 Subtotals Tolal lr 80 North Camino Vida Rohle 458 Total 0 31 15 34 t ^ t r 158 74 64 0 517 296 813 378 Subtotals Sub- totals 230 892 1278 156 12 1152 Totals 2430 Palomar Airport Road E a s t A P P South Approach Note : Left-turn volumes include U-lurns. U-turns in bold. Camino Vida Roble at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 4:30 PM to 5:30 PM Left Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside 1 1 Config - (left) 2 I 1 1 1 urations 3 I 1 I 1 I 4 1 1 1 5 6 1 I I I Outside 7 Free-flow 1 Lane Settings 2 I 0 1 1 1 I 3 0 I 3 0 Capacity 3600 2000 0 1800 2000 1800 1800 6000 0 1800 6000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 416 38 110 175 83 85 28 1083 244 54 1054 38 Adjusted Hourly Volume 416 148 0 175 83 85 28 1327 0 54 1092 0 Utilization Factor 0.12 0.07 0.00 0.10 0.04 0.05 0.02 0.22 0.00 0.03 0.18 0.00 Critical Factors 0.07 0.10 0.22 0.03 ICU Ratio 0.52 LOS = A Turning Movements at Intersection of: Camino Vida Roble and Palomar Airport Road W e s t .\ P P r Time : 4:30 PM lo 5:30 PM Date: 07/25/01 Day : Wednesday Name : Brian, Maria Totals 2912 Sub- tolals 1557 1355 North Approach 28 1083 244 Subtotals Total 85 lr 381 343 North 445 0 175 Camino Vida Roble 102 t ^ t r 416 38 no. II 564 945 38 1054 54 Total Subtotals Sub- totals 1146 Totals 2514 1368 Palomar Airport Road E a s I A P P Soulh Approach Note : Left-turn volumes include U-lurns. U-turns in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2001 INTERSECTION ANALYSIS SUMMARY Intersection Number: 19 Intersection Location: Palomar Airport Road & El Fuerte Street Contents: Turn Movement Count Summary Page 1 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Turn Movement Diagram P.M. Peak Hour ICU Analysis and Turn Movement Diagram Page 2 Page 3 '1"BC1 IJNOLOGIiCS VRPA TURNING MOVEMENT ANALYSIS City: Carisbad Inlersection of: N/S Slreet : El Fuerte Street E/W Street: Palomar Airport Road File: 2001 Int #19 Data Collected by : Sammy, Keith Page 1 of 3 Count Date 07/26/01 Day : Thursday Weather: Sunny Traffic Conlrol : Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Trn Thra Right Peds Left U-Trn Thm Right Peds Left U-Trn Thm Right Peds Left U-Trn Thra Right Peds Vehicle Peds 6:15 AM 1 0 0 1 0 3 0 0 2 0 13 0 61 0 0 0 0 280 14 0 375 0 6:30 AM 0 0 0 0 0 9 0 0 5 0 45 5 122 1 0 1 1 485 29 0 703 0 6:45 AM (1 0 0 0 0 2 0 0 I 0 61 6 219 0 0 0 0 552 24 0 865 0 7:00 AM 0 0 0 I 0 8 0 0 14 0 99 11 246 0 0 0 0 703 74 0 1156 0 7:15 AM 0 0 0 0 0 13 0 0 7 0 83 9 191 0 0 0 3 754 59 0 1II9 0 7:30 AM * 0 0 0 0 0 9 0 0 6 0 114 9 252 0 0 0 0 583 49 0 1022 0 7:45 AM * 0 0 0 0 0 10 0 0 3 0 80 15 306 0 0 0 0 770 43 0 1227 0 8:00 AM * 0 0 0 0 0 9 0 0 7 0 131 10 343 0 0 0 0 679 40 0 1219 0 8:15 AM * 0 0 0 0 0 11 0 0 11 0 132 20 262 0 0 0 2 710 54 1 1202 1 8:30 AM 0 0 0 0 0 11 0 0 7 0 64 12 218 0 0 0 0 525 33 0 870 0 8:45 AM 0 0 0 0 0 8 0 0 3 0 48 12 291 0 0 0 3 507 31 0 903 0 9:00 AM 0 0 0 0 0 14 0 0 8 0 51 26 235 0 0 0 0 556 32 0 922 0 Max. 15 mill. 1 0 0 I 0 14 0 0 14 0 132 26 343 I 0 I 3 770 74 1 1227 1 Pk, Hr Vol. 0 0 0 0 0 39 0 0 27 0 457 54 1163 0 0 0 2 2742 186 1 4670 1 7:15 AM Peak Inlersection Traffic in Pk. Hr. 4670 Peak Hr. Factor 0.95 8:15 AM Hour Inlersection Pdstrns in Pk. Hr. = , I 3:45 PM I 0 0 1 0 79 0 0 37 0 28 3 640 1 0 1 7 374 7 0 1179 0 4:00 PM 0 0 0 1 0 34 0 0 11 0 26 8 481 1 0 0 5 309 6 0 882 0 4:15 PM 0 0 0 0 0 157 0 0 31 0 20 2 573 0 1 0 5 338 3 0 1129 1 4:30 PM 0 0 0 0 0 47 0 0 24 0 11 2 646 0 0 0 1 301 2 0 1034 0 4:45 PM 0 0 0 0 0 57 0 0 26 0 6 1 629 0 0 0 2 371 7 0 1099 0 5:00 PM * 0 0 0 0 0 59 0 0 21 0 25 1 606 0 0 0 4 338 7 0 1061 0 5:15 PM * 0 0 0 0 0 161 0 0 55 0 17 2 737 0 0 0 6 376 8 1 1362 1 5:30 PM * 0 0 0 0 0 55 0 0 21 0 10 1 697 0 0 0 7 369 4 0 1164 0 5:45 PM * 0 0 0 0 0 62 0 0 28 0 5 1 689 0 0 0 6 334 2 0 1127 0 6:00 PM 0 0 0 0 0 . 57 •0 0 18 0 8 2 594 0 0 0 I 265 7 0 952 0 6:15 PM 1 0 0 0 0 30 0 0 7 0 3 I 559 0 I 0 2 303 3 0 909 1 6:30 PM 0 0 0 0 0 24 0 0 15 0 1 2 482 0 0 0 3 201 5 0 733 0 Max. 15 min. 1 0 0 1 0 161 0 0 55 0 28 8 737 I 1 I 7 376 8 1 1362 1 Pk. Hr. Vol. 0 0 0-0 0 337 0 0 125 0 57 5 2729 0 0 0 23 1417 21 1 4714 1 4:45 PM Peak Intersection Traffic in Pk. Hr. 4714 5:45 PM Hour Intersection Pdslrns in Pk. Hr = 1 Peak Hr. Factor 0.87 El Fuerte Street at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:15 AM to 8:15 AM Left Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside I Config - (left) 2 urations 3 1 1 1 4 5 6 Outside 7 Free-flow 1 1 I I I I I 1 1 1 I 1 1 I I Lane Settings 0 1 0 2 1 0 2 3 0 I 3 0 0 2000 Capacity Are the North/South phases split (Y/N)? Are the East/West phases split (Y/N)? 0 N N 3600 2000 3600 6000 0 1800 6000 0 Efficiency Lost Factor O.IO Hourly Volume 0 0 0 39 0 27 511 1163 0 Adjusted Hourly Volume 0 0 0 39 27 0 511 1163 0 Utilization Factor 0.00 0.00 0.00 O.OI O.OI 0.00 0.14 0.19 0.00 Critical Factors 0.00 0,01 0.14 ICU Ratio = 0.74 LOS = C 2 2 0.00 2742 2928 0.49 0.49 186 0 0.00 Turning Movements at Inlersection of: El Fuerte Street and Palomar Airport Road W e s I A P P r Time : 7:15 AM to 8:15 AM Date: 07/26/01 Day: Thursday Name : Sammy, Keith Sub- Totals totals 4497 North Approach 66 27 0 2823 54 511 1674 1163 0 Subtotals Total lr North 709 0 39 El Fuerte Street 643 t f 186 2742 2 Total Subtotals Sub- totals 2930 Totals 4134 1204 Palomar Airport Road E a s 1 A P P Soulh Approach Note : Left-turn volumes include U-lurns. U-lurns in bold. El Fuerte Street at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) Nortii Appr (SB) West Appr (EB) East Appr (WB) 4:45 PM to 5:45 PM Left Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside 1 1 I Config - (left) 2 I I I urations 3 1 1 1 1 1 1 1 4 1 1 5 6 1 I I 1 Outside 7 Free-flow Lane Settings 0 1 0 2 I 0 2 3 0 1 3 0 Capacity 0 2000 0 3600 2000 0 3600 6000 0 1800 6000 0 Are the North/South phases split (Y/N)? N Are tiie East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 0 0 0 337 . 0 125 62 2729 0 23 1417 21 Adjusted Hourly Volume 0 0 0 337 125 0 62 2729 0 23 1438 0 Utilization Factor 0,00 0.00 0.00 0.09 0.06 0.00 0.02 0.45 0.00 0.01 0.24 0.00 Critical Factors 0.00 0.00 0.09 0.45 O.OI ICU Ratio _ 0.65 LOS = B Turning Movements at Intersection of: El Fuerte Street and Palomar Airport Road W e s t .A P P r Time : 4:45 PM to 5:45 PM Dale : 07/26/01 Day : Thursday Name : Sammy, Keith Sub- Totals totals 4338 North Approach 1547 • 5 62 2791 2729 • 0 Subtotals Total 462 El Fuerte Street 540 Total 0 125 0 337 J i u • t North ^ t r 0 0 0 78 Subtotals Sub- totals 21 1417 1461 23 23 3089 Totals 4550 Palomar Airport Road E a s I A P P r South Approach Note : Left-turn volumes include U-lurns. U-turns in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2001 INTERSECTION ANALYSIS SUMMARY Intersection Number: 20 Intersection Location: Carlsbad Boulevard & Carlsbad Village Drive Contents: Turn Movement Count Summary (AM. 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 'JTCGI IlN01.^0Glli;S VRPA TURNING MOVEMENT ANALYSIS City: Carlsbad Intersection of: N/S Street: Carlsbad Boulevard E/W Streel: Carisbad Village Drive Page 1 of 3 File: 2001 Int #20 Dala Collected by : Caroline, Alvin, Ruel, James Count Date 07/18/01 Day: Wednesday Weather: Sunny Traffic Conlrol: Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 Vehicle Peds min. prd. Left U-Trn Thm Right Peds Left U-Trn Thra Righl Peds Left U-Trn Thra Right Peds Left U-Trn Thra Right Peds Vehicle Peds 6:15 AM 0 0 26 11 1 4 0 51 0 4 1 0 8 I 0 13 0 11 7 2 133 7 6:30 AM 0 0 31 14 3 5 0 93 I 2 0 0 5 0 0 13 0 4 16 5 182 10 6:45 AM 0 0 29 14 4 4 1 153 0 1 0 0 5 I 0 27 0 4 6 2 244 7 7:00 AM 2 I 46 20 2 7 2 165 3 6 2 0 7 2 0 25 0 4 6 2 292 10 7:15 AM 1 0 39 13 5 4 0 147 1 4 6 0 7 1 0 32 0 7 18 1 276 10 7:30 AM 1 0 46 18 4 13 2 122 0 4 3 0 6 2 I 22 0 4 17 5 256 14 7:45 AM * I 0 67 32 2 11 0 164 6 7 4 0 19 5 2 41 0 12 19 1 381 12 8:00 AM * 2 0 67 32 2 16 6 166 2 5 3 0 13 1 2 50 0 14 31 5 403 14 8:15 AM * 0 3 50 22 3 6 0 123 5 5 3 0 11 2 0 29 0 10 22 8 286 16 8:30 AM * 1 2 93 29 2 14 0 123 9 2 3 0 13 2 5 39 0 16 19 4 363 13 8:45 AM 3 2 65 31 5 17 3 IOI 2 3 5 0 4 6 4 33 0 22 23 3 317 15 9:00 AM 3 2 99 36 10 20 2 87 7 7 0 0 12 3 7 43 0 14 74 14 402 38 Max. 15 min. 3 3 99 36 10 20 6 166 9 7 6 0 19 6 7 50 0 22 74 14 403 38 Pk. Hr. Vol, 4 5 277 115 9 47 6 576 22 19 13 0 56 10 9 159 0 52 91 18 1433 55 7:30 AM Peak Intersection Traffic in Pk. Hr. 1433 Peak Hr. Faclor 0.89 8:30 AM Hour Intersection Pdstrns in Pk. Hr. 55 3:45 PM * 10 2 186 66 16 24 I 102 15 17 7 0 27 7 7 79 0 34 42 42 602 82 4:00 PM * 10 0 241 78 13 35 0 128 8 30 3 0 31 10 16 54 0 30 42 23 670 82 4:15 PM * 10 1 233 80 15 42 I 110 3 10 7 0 26 6 3 80 0 31 49 22 679 50 4:30 PM * 7 2 287 126 17 29 0 97 5 18 8 0 36 7 • 2 38 0 18 21 10 681 47 4:45 PM 3 2 III 29 5 25 2 137 10 19 3 0 13 2 5 64 0 15 33 18 449 47 5:00 PM 10 0 204 64 15 15 0 99 5 17 11 0 22 6 I 175 0 67 113 28 791 61 5:15 PM 14 1 228 65 11 37 0 172 15 20 10 0 22 10 17 14 0 13 88 13 689 61 5:30 PM 6 0 218 58 31 20 0 82 6 1 7 0 21 5 12 44 0 23 43 18 533 62 5:45 PM 9 1 226 57 17 32 3 104 9 2 16 0 24 7 11 57 0 29 28 13 602 43 6:00 PM 12 3 224 54 26 23 0 108 9 11 7 0 18 5 6 70 0 40 39 5 612 48 6:15 PM . 14 4 177 76 8 39 0 102 10 24 22 0 25 10 5 47 1 17 30 12 574 49 6:30 PM 12 2 138 67 21 40 I IOI 10 12 5 0 18 5 10 62 0 49 68 34 578 77 Max. 15 min. 14 4 287 126 31 42 3 172 15 30 22 0 36 10 17 175 1 67 113 42 791 82 Pk. Hr, Vol. 37 5 947 350 61 130 2 437 31 75 25 0 120 30 28 251 0 113 154 97 2632 261 3:30 PM Peak Inlersection Traffic in Pk. Hr. 2632 Peak Hr. Factor 0.97 4:30 PM Hour Inter.scclioii Pdstrns in Pk. Hr. = 261 Carlsbad Boulevard at Carlsbad Village Drive Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:30 AM to 8:30 AM Left Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside 1 Config - (left) 2 I I I 1 urations 3 I I I I 1 I 4 5 6 1 I 1 1 1 Outside 7 Free-flow Lane Settings 1 2 0 I 2 0 I I 0 I I 1 Capacity 1800 4000 0 1800 4000 0 1800 2000 0 1800 2000 1800 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? Y Efficiency Lost Factor 0.10 Hourly Volume 9 277 115 53 576 22 13 56 10 159 52 91 Adjusted Hourly Volume 9 392 0 53 598 0 13 66 0 159 52 91 Utilization Faclor 0.01 O.IO 0.00 0.03 0.15 0.00 O.OI 0.03 0.00 0.09 0.03 0.05 Critical Factors O.OI 0.15 0.03 0.09 ICU Ratio = 0.38 LOS= A Tuming Movements at Intersection of: Carlsbad Boulevard and Carlsbad Village Drive Time : 7:30 AM to 8:30 AM North Approach Dale: 07/18/01 Day : Wednesday Name : Caroline, Alvin, Ruel. James 651 1038 Carlshad Boulevard 587 Total Subtotals W e s t A P P r Sub- Tolals totals 22 576 53 157 78 79 56 10 Subtotals Total lr t 750 9 5 1151 North t. f ^ t r 277 115 401 91 52 159 0 Sub- totals 302 218 Totals 520 Carlshad Village Drive E a s t A P P South Approach Note : Left-turn volumes include U-turns. U-lurns in bold. Carlsbad Boulevard at Carlsbad Village Drive Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) Nortii Appr (SB) West Appr (EB) East Appr (WB) 3:30 PM to 4:30 PM Left Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside 1 Config - (left) 2 1 1 1 I urations 3 1 I 1 1 I 1 4 5 1 I I 1 I Outside 6 7 Free-flow Lane Settings 1 2 0 I 2 0 I I 0 I I I Capacity 1800 4000 0 1800 4000 0 1800 2000 0 1800 2000 1800 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? Y Efficiency Lost Factor 0.10 Hourly Volume 42 947 350 132 437 31 25 120 30 251 113 154 Adjusted Hourly Volume 42 1297 0 132 468 0 25 150 0 251 113 154 Utilization Factor 0.02 0.32 0.00 0.07 0.12 0.00 O.OI 0.08 0.00 0.14 0.06 0.09 Critical Factors 0.32 0.07 0.08 0.14 ICU Ratio _ 0.71 LOS = C Turning Movements al Intersection of: Carlsbad Boulevard and Carlsbad Village Drive Time : 3:30 PM lo 4:30 PM North Approach Date: 07/18/01 Day: Wednesday Name : Caroline, Alvin. Ruel. James 600 1728 Carlsbad Boulevard 1128 Total Subtotals W e s I A P P r Sub- Totals totals 31 437 132 356 181 175 25 120 30 Subtotals Total Jt 723 t North V "1 t r 42 947 350 5 1339 2062 154 113 251 0 Sub- totals 518 600 Totals 1118 Carlsbad Village Drive E a s I A P P r South Approach Note : Left-turn volumes include U-turns. U-lurns in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2001 INTERSECTION ANALYSIS SUMMARY Intersection Number: 21 Intersection Location: Carlsbad Boulevard & Tamarack Avenue Contents: Turn Movement Count Summary (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Turn Movement Diagram P.M. Peak Hour ICU Analysis and Turn Movement Diagram Page 1 Page 2 Page 3 'I"KG1 IlNOLCiGlliS VRPA TURNING MOVEMENT ANALYSIS City: Carisbad Intersection of: N/S Slreel: Carisbad Boulevard E/W Streel: Tamarack Avenue File: 2001 Int #21 Data Collected by: Chester, Matt Page 1 of 3 Count Date : 07/19/01 Day: Thursday Weather: Sunny Traffic Conlrol : Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Trn Thra Righl Peds Left U-Trn Thra Right Peds Left U-Trn Thra Right Peds Left U-Trn Thra Right Peds Vehicle Peds 6:15 AM 1 0 19 3 1 6 0 63 3 0 0 0 3 1 0 15 0 2 2 3 118 4 6:30 AM 3 2 19 4 0 5 0 105 7 2 0 0 3 3 2 22 0 5 9 2 187 6 6:45 AM 2 0 19 10 0 8 0 148 2 1 1 0 2 3 0 36 0 9 7 4 247 5 7:00 AM 3 0 28 10 0 9 0 166 9 0 2 0 6 2 0 28 0 6 12 3 281 3 7:15 AM 5 0 34 5 1 9 0 195 6 1 5 0 9. 4 0 43 0 8 14 2 337 4 7:30 AM 4 0 38 9 0 7 0 147 8 0 6 0 5 4 0 39 0 6 13 3 286 3 7:45 AM * 7 0 55 9 I 4 0 226 8 0 5 0 9 7 0 89 0 4 16 5 439 6 8:00 AM * 7 0 59 11 1 7 0 299 6 0 8 0 8 11 0 60 0 11 19 6 506 7 8:15 AM * 3 0 50 15 1 5 0 229 9 2 11 0 I 1 0 33 0 6 14 3 377 6 8:30 AM * 1 0 58 6 2 8 0 126 5 0 5 0 18 4 1 44 0 8 16 9 299 12 8:45 AM 5 1 74 16 7 9 0 123 11 0 9 0 5 2 0 38 0 11 17 7 321 14 9:00 AM 4 1 50 10 2 12 0 101 6 0 10 0 7 5 0 33 0 5 9 9 253 11 Max. 15 min. 7 2 74 16 7 12 0 299 11 2 11 0 18 11 2 89 0 11 19 9 506 14 Pk. Hr. Vol, 18 0 222 41 5 24 0 880 28 2 29 0 36 23 I 226 0 29 65 23 1621 31 7:30 AM Peak Inlersection Traliic in Pk. Hr. 1621 Peak Hr . Factor 0.80 8:30 AM Hour Inlersection Pdstrns in Pk. Hr. 31 3:45 PM 14 2 313 61 3 12 0 133 19 0 15 0 II 9 0 44 0 17 31 20 681 23 4:00 PM 11 1 152 32 0 23 0 123 11 0 12 0 9 13 0 16 0 16 19 9 438 9 4:15 PM 13 3 227 50 3 17 0 146 18 I 2 0 9 13 0 23 0 7 26 10 554 14 4:30 PM 12 2 257 52 2 23 0 120 8 3 • 11 0 5 10 0 35 0 4 23 7 562 12 4:45 PM 12 2 266 39 3 26 0 106 11 0 9 0 5 8 0 31 0 10 27 7 552 10 5:00 PM * 4 4 287 49 0 26 0 127 15 1 22 0 3 12 0 18 0 10 25 20 602 21 5:15 PM * 13 0 269 62 3 32 0 131 16 0 11 0 8 15 0 29 0 7 27 9 620 12 5:30 PM * 17 1 313 59 I 16 0 107 11 0 10 0 11 8 0 28 0 7 21 4 609 5 5:45 PM * 18 1 304 60 2 22 0 127 8 3 16 0 8 9 0 18 0 10 29 11 630 16 6:00 PM 10 1 255 39 9 25 0 99 16 3 15 0 8 10 0 39 0 12 27 17 556 29 6:15 PM 5 0 211 48 5 37 0 128 10 0 9 0 9 9 I 24 0 16 22 9 528 15 6:30 PM 11 1 224 54 0 18 0 131 16 2 18 0 14 6 0 29 0 30 23 16 575 18 Max. 15 mill. 18 4 313 62 9 37 0 146 19 3 22 0 14 15 I 44 0 30 31 20 681 29 Pk. Hr. Vol. 52 6 1173 230 6 96 0 492 50 4 59 0 30 44 0 93 0 34 102 44 2461 54 4:45 PM Peak Intersection Traffic in Pk. Hr. 2461 5:45 PM Hour Inlersection Pdstrns in Pk. Hr. = 54 Peak Hr. Factor 0.98 Carlsbad Boulevard at Tamarack Avenue Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:30 AM to 8:30 AM Left Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside 1 Config- (left) 2 1 urations 3 1 4 I 1 5 6 Outside 7 Free-flow 1 I I 1 1 1 1 I I I Lane Settings 12 0 1 2 0 0 1 1 I 1 0 Capacity 1800 4000 0 Are the Nortli/South phases split (Y/N)? N Are tiie East/West phases split (Y/N)? Y 1800 4000 2000 1800 1800 2000 Efficiency Lost Factor 0.10 Hourly Volume 18 222 41 24 880 28 29 36 23 226 29 65 Adjusted Hourly Volume 18 263 0 24 880 0 0 65 23 226 94 0 Utilization Factor O.OI 0.07 0.00 O.OI 0.22 0.00 0.00 0.03 O.OI 0.13 0.05 0.00 Critical Factors 0.01 0.22 0.03 0,13 ICU Ratio = 0.49 LOS = A Turning Movenients at Intersection of: Carlshad Boulevard and Tamarack Avenue W e s t A P P r Time : 7:30 AM to 8:30 AM Date Day Name 07/19/01 Thursday Chester. Matt Sub- Totals totals 163 75 88 29 36 23 Subtotals Total North Approach 1129 932 North 1248 () Carlsbad Boulevard 316 28 880 24 t ^ t r 18 222 41 0 281 1410 65 29 226 0 Total Subtotals Sub- totals 320 101 Tamarack Avenue Totals 421 E a s t A P P South Approach Note : Left-turn volumes include U-lurns. U-turns in bold. Carlsbad Boulevard at Tamarack Avenue Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : Soutii Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 4:45 PM to 5:45 PM Left Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside I Config- (left) 2 I urations 3 I 4 I 1 5 6 Outside 7 Free-flow I I I 1 1 I 1 I 1 1 Lane Settings I 2 0 I 2 0 0 1 1 I I 0 1800 4000 0 N Y Capacity Are the Nortli/South phases split (Y/N)? Are the East/West phases split (Y/N)? Efficiency Lost Factor O.IO Hourly Volume 58 1173 230 Adjusted Hourly Volume 58 1403 0 1800 4000 2000 1800 1800 2000 96 96 492 492 50 0 59 0 30 89 44 44 93 93 34 136 Utilization Factor Critical Factors 0.35 0.05 0.04 0.07 102 0 0.03 0.35 0.00 0.05 0.12 0.00 0.00 0.04 0.02 0.05 0.07 0.00 ICU Ratio 0.61 LOS^ Turning Movements at Inlersection of: Carlshad Boulevard and Tamarack Avenue W e s t A P P r Time : 4:45 PM to 5:45 PM Date: 07/19/01 Day : Thursday Name : Chester. Malt Totals 269 Sub- lolals 136 133 59 30 44 Subtotals Total North Approach 50 lr 635 638 492 I • t North 1972 0 96 Carlsbad Boulevard 1334 1 ^ t r 58 1173 230 6 1461 2096 102 34 93 Tolal Subtotals Sub- totals 229 356 Tamarack Avenue Totals 585 E a s I A P P South Approach Note : Left-turn volumes include U-lurns. U-turns in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2001 INTERSECTION ANALYSIS SUMMARY Intersection Number: 22 Intersection Location: Carlsbad Boulevard & 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 V3R.JPA I-KC^I IJNJOI^OGIKS VRPA TURNING MOVEMENT ANALYSIS City : Carlsbad Intersection of: N/S Streel : Carisbad Boulevard E/W Streel : Cannon Road File: 2001 lnt #22 Data Collected by : Connie, Steve Page 1 of 3 Count Date 08/07/01 Day: Tuesday Weather: Sunny Traffic Control: Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Trn Thra Right Peds Left U-Trn Thra Right Peds Left U-Trn Thra Righl Peds Lefl U-Trn Thra Right Peds Vehicle Peds 6:15 AM 0 0 21 5 0 14 0 65 0 0 0 0 0 0 0 3 0 0 5 0 113 0 6:30 AM 0 0 24 2 0 15 0 100 0 1 0 0 0 0 0 2 0 0 11 1 154 2 6:45 AM 0 0 30 10 0 41 0 122 0 7 0 0 0 0 0 5 0 0 11 I 219 8 7:00 AM 0 0 45 4 0 64 0 166 0 9 0 0 0 0 0 9 0 0 8 0 296 9 7:15 AM 0 0 38 8 0 45 0 127 0 14 0 0 0 0 0 9 0 0 7 0 234 14 7:30 AM * 0 0 47 15 0 67 0 182 0 9 0 0 0 0 0 3 0 0 20 0 334 9 7:45 AM * 0 0 45 20 1 60 0 136 0 14 0 0 0 0 0 9 0 0 11 0 281 15 8:00 AM * 0 0 71 21 2 133 0 185 0 4 0 0 0 0 0 6 0 0 18 0 434 6 8:15 AM * 0 0 52 16 0 48 0 148 0 4 0 0 0 0 0 12 0 0 18 0 294 4 8:30 AM 0 0 73 14 0 55 0 128 0 5 0 0 0 0 0 14 0 0 20 0 304 5 8:45 AM 0 0 71 8 0 33 0 141 0' 7 0 0 0 0 0 10 0 0 24 0 287 7 9:00 AM 0 0 84 12 2 40 0 121 ()• 8 0 0 0 0 0 9 0 0 18 0 284 10 Max. 15 min. 0 0 84 21 2 133 0 185 0 14 0 0 0 0 0 14 0 0 24 1 434 15 Pk. Hr. Vol. 0 0 215 72 3 308 0 651 0 31 0 0 0 0 0 30 0 0 67 0 1343 34 7:15 AM Peak Intersection Traffic in Pk. Hr. 1343 Peak Hr. Factor 0.77 8:15 AM Hour Interseclion Pdslrns in Pk. Hr. 34 3:45 PM 0 0 162 10 0 43 0 103 0 2 0 0 0 0 0 16 0 0 106 0 440 2 4:00 PM 0 0 213 10 0 40 0 126 0 0 0 0 0 0 0 21 0 0 115 0 525 0 4:15 PM 0 0 206 8 3 28 0 122 0 2 0 0 0 0 0 7 0 0 99 3 470 8 4:30 PM 0 0 204 9 0 25 0 155 ()• 7 0 0 0 0 0 16 0 0 • 112 I 521 8 4:45 PM 0 0 213 11 0 44 0 111 0 9 0 0 0 0 0 8 0 0 80 1 467 10 5:00 PM * 0 0 187 42 0 33 0 129 0 7 0 0 0 0 0 22 0 0 101 0 514 7 5:15 PM * 0 0 212 8 I 31 0 145 0 6 0 0 0 0 0 31 0 0 146 0 573 7 5:30 PM * 0 0 205 5 0 11 0 123 0 9 0 0 0 0 0 27 0 0 143 1 514 10 5:45 PM * 0 0 238 9 0 27 0 155 • 0 12 0 0 0 0 0 21 0 0 93 I 543 13 6:00 PM •0 0 186 13 0 20 . 0 104 0 12 0 0 0 0 0 25 0 0 109 0 457 12 6:15 PM 0 0 188 11 1 20 0 97 0 13 0 0 0 0 0 23 0 0 66 0 405 14 6:30 PM 0 0 174 6 1 25 0 134 0 17 0 0 0 0 0 15 0 0 42 0 396 18 Max. 15 mill. 0 0 238 42 3 44 0 155 0 17 0 0 0 0 0 31 0 0 146 3 573 18 Pk, Hr Vol, 0 0 842 64 1 102 0 552 0 34 0 0 0 0 0 IOI 0 0 483 2 2144 37 4:45 PM Peak Inlersection Traffic in Pk. Hr 2144 5:45 PM Hour Interseclion Pdslrns in Pk, Hr. = 37 Peak Hr. Factor 0.94 Carlsbad Boulevard at Cannon Road Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : Soutii Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:15 AM to 8:15 AM Left Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside I I Config- (left) 2 1 urations 3 4 5 6 Outside 7 Free-flow I 1 I 1 Lane Settings 0 I 1 1 I 0 0 0 0 1 0 1 0 2000 Capacity Are the North/South phases split (Y/N)? Are die East/West phases split (Y/N)? 1800 N N 1800 2000 0 1800 1800 Efficiency Lost Factor O.IO Hourly Volume 0 215 72 308 651 0 0 0 0 30 0 67 Adjusted Hourly Volume 0 215 72 308 651 0 0 0 0 30 0 67 Utilization Factor 0.00 0.11 0.04 0.17 0.33 0.00 0.00 0.00 0.00 0.02 0.00 0.04 Critical Factors 0.00 0.33 0.00 0.04 ICU Ratio = 0.47 LOS = A Turning Movements at Intersection of: Carlshad Boulevard and Cannon Road Time : 7:15 AM to 8:15 AM Date: 08/07/01 Day: Tuesday Name : Connie, Steve North Approach 959 I24I Carlsbad Boulevard 282 Total Subtotals W e s I A P P r Totals Sub- tolals 0 0 Subtotals Total 0 651 308 J i L _t —• lr 681 0 0 968 t North ^ t r 215 72 287 67 " 0 30 Sub- totals 97 380 Cannon Road Totals 477 E a s t A P P r Soulh Approach Note : Left-turn volumes include U-turns, U-turns in bold. Carlsbad Boulevard at Cannon Road Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : Soutii Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 4:45 PM to 5:45 PM Left Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside I I Config- (left) 2 1 urations 3 4 5 6 Outside 7 Free-flow I 1 I 1 Lane Settings 0 I I I I 0 0 0 0 1 0 I Capacity 0 2000 1800 Are tiie Nortli/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N 1800 2000 1800 1800 Efficiency Lost Factor 0.10 Hourly Volume 0 842 64 102 552 0 0 0 0 101 0 483 Adjusted Hourly Volume 0 842 64 102 552 0 0 0 0 101 0 483 Utilization Factor 0.00 0.42 0.04 0.06 0.28 0.00 0.00 0.00 0.00 0.06 0.00 , 0.27 Critical Factors 0.42 0.06 0.00 0.27 ICU Ratio = 0.85 LOS = D Turning Movements at Interseclion of: Carlsbad Boulevard and Cannon Road W e s I A P P r Time : 4:45 PM lo 5:45 PM Dale: 08/07/01 Day : Tuesday Name : Connie. Steve Totals Sub- lolals 0 0 Subtotals Total North Approach lr 653 654 552 J i North 0 842 0 906 1559 1979 0 102 Carlsbad Boulevard 1325 64 483 0 101 Total Subtotals Sub- totals 584 166 Cannon Road Totals 750 E a s I A P P South Approach Note : Left-turn volumes include U-lurns. U-turns in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2001 INTERSECTION ANALYSIS SUMMARY Intersection Number: 23 Intersection Location: Carlsbad Boulevard & Poinsettia Lane Contents: Turn Movement Count Summary (A.M. and P.M.) Page 1 A.M. Peak Hour ICU Analysis and Page 2 Turn Movement Diagram P.M. Peak Hour ICU Analysis and Page 3 Turn Movement Diagram VRPA TURNING MOVEMENT ANALYSIS City: Carisbad Interseclion of: N/S Streel: Carlsbad Boulevard E/W Streel: Poinsettia Lane Count Date : 08/09/01 Day: Thursday Weather: Sunnv Ftie: 2001 Int #23 Dala Collected by : Keith, Connie Traffic Control: Signalized Page 1 of 3 Note: Traffic counters started at 6:15 AM vs 6:00 AM; peak hour historically occurs much later and was unaffected. South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Trn Thra Right Peds Left U-Trn Thra Right Peds Left U-Trn Thra Right Peds Left U-Trn Thra Right Peds Vehicle Peds 6:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 . 0 0 6:30 AM 0 0 32 6 0 5 0 48 1 0 2 0 0 1 0 11 0 0 4 0 110 0 6:45 AM 0 () 34 9 2 8 0 64 2 0 0 0 3 0 0 26 I) 0 14 0 160 2 7:00 AM 0 0 32 4 0 12 0 105 4 0 1 0 2 4 3 37 0 0 8 8 209 11 7:15 AM 0 0 31 14 3 25 1 132 0 0 2 0 3 0 5 36 0 0 5 1 249 9 7:30 AM 0 0 43 10 0 18 0 115 5 2 1 0 0 5 0 28 0 0 9 5 234 7 7:45 AM * 0 0 62 14 0 16 1 148 5 0 4 0 3 4 2 51 0 0 15 5 323 7 8:00 AM * 0 0 72 25 0 22 0 148 2 0 0 0 3 2 3 43 0 0 20 3 337 6 8:15 AM * 0 0 53 19 2 16 0 130 7 I 2 0 4 3 5 44 0 0 20 4 298 12 8:30 AM * 0 0 79 9 1 23 0 109 6 1 1 0 2 3 10 40 0 0 16 2 288 14 8:45 AM 0 0 39 9 0 19 0 92 10 0 0 0 2 0 5 42 0 0 14 0 227 5 9:00 AM 0 0 59 19 0 16 2 93 4 0 2 0 3 0 2 50 0 0 21 0 269 2 Max. 15 min. 0 0 79 25 3 25 2 148 10 2 4 0 4 5 10 51 0 0 21 8 337 14 Pk. Hr. Vol. 0 0 266 67 3 77 1 535 20 2 7 0 12 12 20 178 0 0 71 14 1246 39 7:30 AM Peak Inlersection Traffic in Pk. Hr. 1246 Peak Hr. Faclor 0.92 8:30 AM Hour Interseclion Pdslrns in Pk. Hr. 39 3:45 PM 0 0 -122 54 0 30 0 68 3 0 0 0 5 10 0 42 0 0 53 0 387 0 4:00 PM 0 0 139 29 0 41 6 80 7 0 5 0 11 4 6 19 0 0 25 1 366 7 4:15 PM 0 0 118 26 0 18 0 97 6 0 6 0 6 1 6 45 0 0 23 0 346 6 4:30 PM * 0 0 129 30 0 22 0 101 7 0 4 0 5 5 8 31 0 0 34 0 368 8 4:45 PM * 0 I 140 36 2 42 1 113 4 0 1 0 3 4 9 36 0 0 40 1 421 12 5:00 PM * 0 0 140 19 0 29 0 113 8 0 6 0 10 3 I 38 0 0 44 0 410 1 5:I5PM * 0 0 268 42 0 57 0 179 7 0 7 0 13 4 3 44 0 0 54 0 675 3 5:30 PM 0 0 139 26 4 20 0 75 1 0 3 0 4 0 4 29 0 0 32 0 329 8 5:45 PM 0 I 142 37 2 29 0 139 8 0 8 0 5 2 9 36 0 0 48 0 455 11 6:00 PM 0 0 127 16 0 38 0 67 1 0 2 0 5 3 0 52 0 0 99 0 410 0 6:15 PM 0 0 191 34 0 64 1 104 2 0 4 0 6 6 8 31 0 0 42 4 485 12 6:30 PM 0 0 167 24 0 27 I 94 0 0 6 0 7 I 4 30 0 0 38 0 395 4 Max. 15 min. 0 I 268 54 4 64 6 179 8 0 8 0 13 10 9 52 0 0 99 4 675 12 Pk. Hr. Vol, 0 1 677 127 2 150 I 506 26 0 18 0 31 16 21 149 0 0 172 1 1874 24 4:15 PM Peak Interseclion Traffic in Pk. Hr. 1874 5:15 PM Hour Inlersection Pdstrns in Pk. Hr. = 24 Peak Hr. Factor 0.69 Carlsbad Boulevard at Poinsettia Lane Lane Configuration for Intersection Capacity Utilization Page 2 of3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:30 AM to 8:30 AM Left Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside 1 I I Config - (left) 2 I 1 1 1 urations -1 J I I I I 4 I I 5 6 I Outside 7 Free-flow I Lane Settings 1 2 1 2 2 0 1 I 1 I 0 1 Capacity 1800 4000 1800 3600 4000 0 1800 2000 1800 1800 0 1800 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? Y Efficiency Lost Factor O.IO Hourly Volume 0 266 67 78 535 20 7 12 12 178 0 71 Adjusted Hourly Volume 0 266 67 78 535 0 7 12 12 178 0 71 Utilization Factor 0.00 0.07 0.04 0.02 0.13 0.00 0.00 O.OI O.OI 0.10 0.00 0.04 Critical Factors 0.00 0.13 O.OI 0.10 ICU Ratio _ 0,34 LOS = A Tuming Movements al Intersection of; Carlsbad Boulevard and Poinsettia Lane W e s t A P P r Time : 7:30 AM to 8:30 AM Dale: 08/09/01 Day : Thursday Name : Keith. Connie Totals 51 Sub- lotals 20 31 Subtotals Total North Approach 20 7 - 12 - 12 -lr 725 0 0 1058 633 535 North 266 333 978 1 78 Carlsbad Boulevard 345 t ^ t r 67 71 0 178 Total Subtotals Sub- totals 249 156 Poinsettia Lane Totals 405 E a s I A P P r South Approach Note : Left-turn volumes include U-turns. U-turns in bold. Carlsbad Boulevard at Poinsettia Lane Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : Soutii Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 4:15 PM to 5:15 PM Left Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside 1 Config- (left) 2 1 urations 3 I 4 I 5 I 6 Outside 7 Free-flow 1 1 I I I I 1 I I I Lane Settings 1 2 I 2 2 0 I I 1 1 0 1 Capacity . 1800 4000 1800 3600 4000 Are the North/South phases split (Y/N)? N Are tiie EasLWest phases split (Y/N)? Y Efficiencv Lost Factor O.IO 1800 2000 1800 1800 1800 Hourly Volume I 677 127 151 506 26 18 31 16 149 0 172 Adjusted Hourly Volume 1 677 127 151 506 0 18 31 16 149 0 172 Utilization Factor 0.00 0.17 0.07 0.04 0.13 0.00 O.OI 0.02 O.OI 0.08 0.00 0.10 Critical Factors 0.17 0.04 0.02 0.10 ICU Ratio = 0.43 LOS = A Turning Movenients at Interseclion of: Carlsbad Boulevard and Poinsettia Lane W e s I A P P r Time : 4:15 PM , to 5:15 PM Date : 08/09/01 Day : Thursday Name : Keith. Connie Totals 91 Sub- totals 26 65 18 31 16 Subtotals Total North Approach lr 672 683 t North I 1 1477 Carlshad Boulevard 1551 1 26 506 151 ^ t r 677 127 805 868 172 0 149 0 Total Subtotals Sub- totals 321 308 Poin.scttia Lane Totals 629 E a s I A P P South Approach Note : Left-turn volumes include U-turns. U-turns in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2001 INTERSECTION ANALYSIS SUMMARY Intersection Number: 24 Intersection Location: Rancho Santa Fe Road & Melrose Drive Contents: Turn Movement Count Sunimary 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': Carisbad Intersection of: N/S Streel: Rancho Santa Fe Road E/W Slreet : Melrose Drive Page 1 of 3 File: 2001 Int #24R Data Collected bv : Steve, Peler, Chris Count Dale 08/22/01 Day: Wednesday Weather: Sunny Traffic Control : Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Ap|)roach (WB) 15 min Total End of 15 min. prd. Left U-Trn Thra .Right Peds Left U-Trn Thm Right Peds Left U-Trn Thra Righl Peds Left U-Trn Thra Right Peds Vehicle Peds 6:15 AM 11 0 58 0 0 0 0 210 7 0 21 0 0 38 0 0 0 0 0 0 345 0 6:30 AM 11 0 81 0 0 0 0 280 12 0 34 0 0 40 0 0 0 0 0 0 458 0 6:45 AM 27 0 113 0 0 0 0 284 18 0 46 0 0 94 0 0 0 0 0 0 582 0 7:00 AM 39 0 114 0 0 0 0 274 10 0 42 0 0 80 0 0 0 0 0 0 559 0 7:15 AM 48 0 127 0 0 0 0 247 17 0 61 0 0 85 0 0 0 0 0 0 585 0 7:30 AM 46 0 178 0 0 0 0 281 22 0 46 0 0 85 0 0 0 0 0 0 658 0 7:45 AM 47 0 176 0 0 0 0 253 28 0 67 0 0 118 0 0 0 0 0 0 689 0 8:00 AM * 65 0 245 0 0 0 0 269 27 0 73 0 0 IOI 0 0 0 0 0 I 780 1 8:15 AM * 63 0 174 0 0 0 0 236 52 0 44 0 0 105 0 0 0 0 0 0 674 0 8:30 AM * 50 0 206 0 0 0 0 297 58 0 49 0 0 88 0 0 0 0 0 0 748 0 8:45 AM * 48 0 175 0 0 0 0 257 50 0 76 0 0 94 0 0 0 0 0 0 700 0 9:00 AM 53 0 171 0 0 0 0 224 42 0 76 0 0 115 0 0 0 0 0 0 681 0 Max. 15 min. 65 0 245 0 0 0 0 297 58 0 76 0 0 118 0 0 0 0 0 I 780 1 Pk. Hr. Vol. 226 0 800 0 0 0 0 1059 187 0 242 0 0 388 0 0 0 0 0 I 2902 1 7:45 AM Peak Intersection Traffic in Pk. Hr. 2902 Peak Hr. Faclor 0.93 8:45 AM Hour Intersection Pdstrns in Pk. Hr, I 3:45 PM 67 0 354 0 0 0 0 197 31 0 51 0 0 69 0 0 0 0 0 0 769 0 4:00 PM 63 0 259 0 0 0 0 193 38 ' 0 40 0 0 68 0 0 0 0 0 0 661 0 4:15 PM 79 0 324 0 0 0 0 182 54 0 60 0 0 80 0 0 0 0 0 0 779 0 4:30 PM 50 0 295 0 0 0 0 160 31 0 44 0 0 63 0 0 0 0 0 0 643 0 4:45 PM 71 0 365 0 0 0 0 172 38 0 71 0 0 80 0 0 0 0 0 0 797 0 5:00 PM * 52 0 312 0 0 0 0 174 58 0 66 0 0 97 0 0 0 0 0 1 759 1 5:15 PM * 63 0 362 0 0 0 0 196 65 0 67 0 0 102 0 0 0 0 0 0 855 0 5:30 PM * 77 0 350 0 0 0 0 190 74 0 85 0 0 111 0 0 0 0 0 0 887 0 5:45 PM * 72 0 324 , 0 0 0 0 234 48 0 83 0 0 99 0 0 0 0 0 0 860 0 6:00 PM 40 0 264 0 0 0 0 167 47 0 57 0 0 78 0 0 0 0 0 0 653 0 6:15 PM 55 0 259 0 0 0 0 175 58 0 60 0 0 57 0 0 0 0 0 0 664 0 6:30 PM 68 0 261 0 0 0 0 148 51 0 48 0 0 45 0 0 0 0 0 0 621 0 Max. 15 min. 79 0 365 0 0 0 0 234 74 0 85 0 0 111 0 0 0 0 0 1 887 1 Pk. Hr. Vol. 264 0 1348 0 0 0 0 794 245 0 301 0 0 409 0 0 0 0 0 1 3361 1 4:45 PM 5:45 PM Peak Hour Peak Hr. Factor 0.95 Intersection Pdstrns in Pk. Hr. Rancho Santa Fe Road at Melrose Drive Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 7:45 AM to 8:45 AM South Appr (NB) Lane Config - urations Inside (left) Outside Free-flow Left Thra Right I I 1 North Appr (SB) Left Thra Right West Appr (EB) Left Thra Right Page 2 of 3 East Appr (WB) Left Thra Right Lane Settings I 2 Capacity 1800 4000 Are the North/South phases split (Y/N)? Are tiie East/West phases split (Y/N)? Efficiency Lost Factor Hourly Volume Adjusted Hourly Volume Utilization Factor Critical Factors 0 0 N N I 2000 I 1800 I 1800 O.IO 226 800 0 0 1059 187 242 0 388 0 0 0 226 800 0 0 1059 0 242 0 388 0 0 0 0.13 0.20 0.00 0.00 0.53 0.00 0.13 0.00 0,22 0.00 0.00 0.00 0.13 0.53 0.22 0.00 ICU Ratio = 0.98 LOS Turning Movements at Intersection of: Rancho Santa Fe Road and Melrose Drive W e s t A P P r Time : 7:45 AM to 8:45 AM Date: 08/22/01 Day : Wednesday Name : Steve, Peler, Chris Totals 1043 Sub - totals 413 630 North Approach 242 0 388 Subtotals Total 1246 187 1059 lr Rancho Santa Fe Road 1447 2288 () 0 t North 226 800 I) 1026 2473 t. ^ t r 1042 Total Subtotals Sub- totals Melro.se Drive .Totals E a s t A P. P r South Approach Note : Left-turn volumes include U-turns. U-lums in bold. Rancho Santa Fe Road at Melrose Drive Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period 4:45 PM to 5:45 PM South Appr CNB) Left Thra Right Lane Config - urations Inside (left) Outside Free-flow North Appr (SB) Left Thra Right West Appr (EB) Left Thra Right 1 Page 3 of 3 East Appr (WB) Left Thra Right Lane Settings I 2 0 Capacity 1800 4000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/'N)? N Efficiency Lost Factor O.IO Hourly Volume 264 1348 0 Adjusted Hourly Volume 264 1348 0 Utilization Factor 0.15 0.34 0.00 Critical Factors 0.15 0 0 0.00 I 2000 794 794 0.40 0.40 245 0 0.00 I 1800 301 301 0.17 0 0 0.00 1800 409 409 0.23 0.23 0 0 0.00 0.00 0 0 0.00 0 0 0.00 ICU Ratio = 0.: LOS = D Tuming Movements at Intersection of: Rancho Santa Fe Road and Melrose Drive W e s t A P P r Time : 4:45 PM lo 5:45 PM Date : 08/22/01 Day : Wednesday Name : Steve, Peter, Cliris Totals 1219 Sub- tolals 509 710 301 0 409 Subtotals Tolal North Approach 1039 245 794 lr 1203 t Rancho Santa Fe Road 2688 0 0 North 264 1348 () 1612 2815 ^ t r 1649 Total Subtotals Sub- totals Melrose Drive Totals E a s t A P P South Approach Note : Left-turn volumes include U-turns. U-lurns in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2001 INTERSECTION ANALYSIS SUMMARY Intersection Number: 25 Intersection Location: Rancho Santa Fe Road & La Costa Meadows 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 rjCCI INOI.XDGIKS VRPA TURNING MOVEMENT ANALYSIS Cily: Carlsbad Intersection of: N/S Street : Rancho Santa Fe Road E/W Street : La Costa Meadows Drive Page I of 3 File : 2001 Inl #25 Data Collected by : Brian, Maria, Chris Count Dale 08/02/01 Day : Thursday Weather: Sunny Traffic Control : Signalized South Aiiproach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Trn Thm Right Peds Lefl U-Trn Thra Right Peds Left U-Trn Thra Right Peds Left U-Trn Thra Righl Peds Vehicle Peds 6:15 AM 0 0 55 18 0 79 0 204 0 0 0 0 1 0 0 7 0 0 13 0 377 0 6:30 AM 0 0 62 24 0 64 0 244 0 0 0 0 0 0 0 5 0 0 6 0 405 0 6:45 AM 0 0 85 10 0 26 0 241 I 0 0 0 0 0 0 4 0 0 17 0 384 0 7:00 AM 0 0 177 41 0 59 0 301 1 0 1 0 I 0 b 9 0 0 19 0 609 0 7:15 AM 0 0 184 35 0 53 0 302 0 0 0 0 0 0 0 5 0 0 12 2 591 2 7:30 AM 0 0 193 40 0 80 0 304 2 0 0 0 2 0 0 5 0 0 12 0 638 0 7:45 AM * 0 0 201 34 0 59 I 246 2 0 0 0 2 0 0 4 0 0 10 0 559 0 8:00 AM * 0 0 241 45 0 68 0 264 2 0 0 0 2 0 0 9 0 0 13 0 644 0 8:15 AM * 0 0 186 39 0 75 0 319 1 0 0 .0 1 0 0 2 0 0 32 0 655 0 8:30 AM * 0 0 325 48 0 65 0 283 1 0 0 0 1 0 0 12 0 0 28 0 763 0 8:45 AM 0 0 137 19 0 33 0 232 0 0 0 0 0 0 0 3 0 0 15 0 439 0 9:00 AM 0 0 164 32 0 54 0 278 0 0 0 0 0 0 0 13 0 0 10 0 551 0 Max. 15 mill. 0 0 325 48 0 80 I 319 2 0 1 0 2 0 0 13 0 0 32 2 763 2 Pk. Hr, Vol, 0 0 953 166 0 267 1 11 12 6 0 0 0 6 0 0 27 0 0 83 0 2621 0 7:30 AM Peak lutciscction Traffic in Pk. Hr 2621 Peak Hr. Faclor 0.86 8:30 AM Hour Inlersection Pdslrns in Pk. Hr. = 0 3:45 PM 0 0 308 1, 0 38 0 226 3 0 0 0 3 0 0 29 0 0 55 1 673 1 4:00 PM 0 0 264 ,4 0 44 0 254 2 0 0 0 1 1 0 21 0 0 46 0 637 0 4:15 PM 0 0 328 4 0 15 0 186 I 0 0 0 0 I 0 39 0 0 77 0 651 0 4:30 PM 0 0 322 8 0 26 0 237 0 0 0 0 0 0 0 21 0 0 53 0 667 0 4:45 PM 0 0 259 16 0 25 0 244 0 (1 0 0 0 0 0 57 0 0 103 0 704 0 5:00 PM * 0 0 334 7 0 16 0 220 0 0 0 0 0 0 0 31 0 0 64 I 672 I 5:15 PM * 0 0 317 4 0 12 0 280 1 0 0 0 0 I 0 45 0 0 86 0 746 0 5:30 PM * 0 0 277 7 1 19 0 300 0 0 0 0 0 0 0 30 0 0 62 1 695 2 5:45 PM * 0 0 372 6 1 19 0 303 0 0 0 0 0 , 0 0 25 0 0 56 0 781 I 6:00 PM 0 0 296 11 0 14 0 183 1 0 0 0 0 0 0 20 0 0 36 0 561 0 6:15 PM 0 0 340 5 0 13 0 245 0 0 0 0 0 1 0 17 0 0 37 0 658 0 6:30 PM 0 0 318 -1 J 0 9 0 199 0 0 0 0 0 0 * 0 11 0 0 29 0 569 0 Max. 15 min. 0 0 372 16 1 44 0 303 J 0 0 0 3 I 0 57 0 0 103 1 781 2 Pk. Hr. Vol, 0 0 1300 24 2 66 0 1103 1 0 0 0 0 I 0 131 0 0 268 2 2894 4 4:45 PM Peak Interseclion Traffic in Pk. Hr 2894 5:45 PM Hour Inlersection Pdstrns in Pk. Hr. = 4 Peak Hr. Faclor 0.93 Rancho Santa Fe Road at La Costa Meadows Drive Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : Soutii Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:30 AM to 8:30 AM Left Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside I 1 Config- (left) 2 1 urations 3 I 4 5 6 Outside 7 Free-flow I I 1 1 I 1 I I Lane Settings 0 2 I I 1 0 0 I 0 I 0 I 0 Capacity Are the North/South phases split (Y/N)? Are the East/West phases split (Y/N)? Efficiency Lost Factor Hourly Volume Adjusted Hourly Volume Utilization Factor Critical Factors ICU Ratio 4000 1800 1800 2000 N N 2000 1800 1800 0.10 0 953 166 268 1112 6 0 6 0 27 0 83 0 953 166 268 I1I8 0 0 6 0 27 0 83 0.00 0.24 0.09 0.15 0.56 0.00 0.00 0.00 0.00 0.02 0.00 0.05 0.00 0.56 0.00 0.05 0.71 LOS = C Turning Movenients at Intersection of: Rancho Santa Fe Road and La Costa Meadows Drive W e s t A P P r Time : 7:30 AM to 8:30 AM Date: 08/02/01 Day : Thursday Name : Brian, Maria, Chris Sub- Tolals totals 12 Subtotals Total North Approach Rancho Santa Fe Road i lr 1139 1386 2423 1 II12 268 t North t. ^ t r 0 953 166 I) II19 2258 1037 83 0 27 Total Subtotals Sub- totals 110 439 Totals 549 La Costa Meadows Drive E a s I A P P Soulh Approach Note : Left-turn volumes include U-lurns. U-lurns in bold. Rancho Santa Fe Road at La Costa Meadows Drive Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) •East Appr (WB) 4:45 PM to 5:45 PM Left Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside 1 I Config- (left) 2 I urations 3 I 4 5 6 Outside 7 Free-flow 1 1 I 1 1 1 I 1 Lane Settings 0 2 1 1 1 0 0 1 0 1 0 I Capacity 0 Are the North/South phases split (Y/N)? Are the East/West phases split (Y/N)? 4000 1800 1800 2000 N N 2000 1800 1800 Efficiency Lost Factor O.IO Hourly Volume 0 1300 24 66 1103 I 0 0 1 131 0 268 Adjusted Hourly Volume 0 1300 24 66 1104 0 0 I 0 131 0 268 Utilization Faclor 0.00 0.33 0.01 0.04 0.55 0.00 0.00 0.00 0.00 0.07 0.00 0.15 Critical Factors 0.00 0.55 0.00 0.15 ICU Ratio = 0.80 LOS = C Tuming Movements at Intersection of; Rancho Santa Fe Road and La Costa Meadows Drive W e s I A P P r Time : 4:45 PM lo 5:45 PM Dale: 08/02/01 Day : Thursday Name : Brian. Maria, Chris Totals Sub- lotals 1 Subtotals Total North Approach 1235 1170 1103 Rancho Santa Fe Road 2738 0 66 J i ^ • ! North 0 0 2559 f "1 t r 1300 24 1324 1568 268 0 131 Total Subtotals Sub- totals 399 90 Totals 489 La Costa Meadows Drive E a s t A P P South Approach Note : Left-lurn volumes include U-turns. U-lurns in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2001 INTERSECTION ANALYSIS SUMMARY Intersection Number: 26 Intersection Location: Rancho Santa Fe Road & San Elijo Road Contents: Tum 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 Tum Movement Diagram TKCI IlNOI ,OGIKS VRPA TURNING MOVEMENT ANALYSIS City: Carisbad Interseclion of : N/S Slreel : Rancho Santa Fe Road E/W Street : San Elijo Road Count Date 08/02/01 Day: Thursday Weather: Sunnv File: 2001 Int #26 Dala Collected by : Connie, Steve Traffic Control: Signalized Page I of 3 South Approach (NB) North Annroi ich (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Trn Thrti Righl Peds Left U-Trn Thra Righl Peds Left U-Trn Thra Right Peds Left U-Trn Thra Right Peds Vehicle Peds 6:15 AM 0 0 63 8 0 12 0 168 0 0 0 0 0 0 0 8 0 0 10 0 269 0 6:30 AM 0 0 90 20 0 46 0 238 0 0 0 0 0 0 0 26 0 0 16 0 436 0 6:45 AM 0 0 79 20 0 34 0 194 0 0 0 0 0 0 0 40 0 0 20 0 387 0 7:00 AM 0 0 162 42 0 64 0 238 0 0 0 0 0 0 0 54 0 0 43 0 603 0 7:15 AM 0 0 163 27 0 30 0 242 0 0 0 0 0 0 0 38 0 0 49 0 549 0 7:30 AM 0 0 193 34 0 8 0 IOO 0 0 0 0 0 0 0 64 0 0 56 0 455 0 7:45 AM 0 0 205 23 0 21 0 206 0 0 0 0 0 0 0 48 0 0 59 0 562 0 8:00 AM * 0 0 237 22 0 20 0 260 0 0 0 0 0 0 0 40 0 0 63 0 642 0 8:15 AM * 0 0 193 23 0 52 0 398 0 0 0 0 0 0 0 35 0 0 61 0 762 0 8:30 AM * 0 0 182 14 0 18 0 354 0 0 0 0 0 0 0 39 0 0 38 0 645 0 8:45 AM * 0 0 232 12 0 22 0 294 0 0 0 0 0 0 0 17 0 0 25 0 602 0 9:00 AM 0 0 167 18 ,0 28 0 257 0 0 0 0 0 0 0 34 0 0 25 0 529 0 Max. 15 mill. 0 0 237 42 0 64 0 398 0 0 0 0 0 0 0 64 0 0 63 0 762 0 Pk. Hr Vol. 0 0 844 71 0 112 0 1306 0 0 0 0 0 0 0 131 0 0 187 0 2651 0 7:45 AM Peak Inlersection Traffic in Pk, Hr, 2651 Peak Hr. Faclor 0.87 8:45 AM Hour Interseclion Pdstrns in Pk. Hr. 0 3:45 PM 0 0 246 49 0 58 0 202 0 0 0 0 0 0 0 50 0 0 52 0 657 0 4:00 PM 0 0 261 58 0 47 0 227 0 0 0 0 0 0 0 22 0 0 37 0 652 0 4:15 PM 0 0 308 32 0 45 0 207 0 0 0 0 0 0 0 21 0 0 29 0 642 0 4:30 PM * 0 0 273 48 0 35 0 185 0 0 0 0 0 0 0 14 0 0 18 0 573 0 4:45 PM * 0 0 245 36 0 61 0 199 0 0 0 0 0 0 0 16 0 0 23 0 580 0 5:00 PM * 0 0 319 32 0 85 0 261 0 0 0 0 0 0 0 10 0 0 23 0 730 0 5:15 PM * 0 0 347 43 0 82 0 329 0 0 0 0 0 0 0 20 0 0 11 0 832 0 5:30 PM 0 0 201 32 0 27 0 146 0 0 0 0 0 0 0 24 0 0 39 0 469 0 5:45 PM 0 0 264 35 0 62 0 245 0 0 0 0 0 0 0 15 0 0 22 0 643 0 6:00 PM 0 0 331 25 0 34 0 195 0 0 0 0 0 0 0 12 0 0 12 0 609 0 6:15 PM 0 0 315 33 0 38 0 220 0 0 0 0 0 0 0 18 0 0 17 0 641 0 6:30 PM • 0 0 234 19 0 17 0 165 0 0 0 0 0 0 0 18 0 0 27 0 480 0 Max. 15 min. 0 0 347 58 0 85 0 329 0 0 0 0 0 0 0 50 0 0 52 0 832 0 Pk. Hr. Vol. 0 0 1184 159 0 263 0 974 0 0 0 0 0 0 0 60 0 0 75 0 2715 0 4:15 PM Peak Inlersection Traffic in Pk. Hr. 2715 5:15 PM Hour Intersection Pdstrns in Pk. Hr. = 0 Peak Hr. Factor 0.82 Rancho Santa Fe Road at San Elijo Road Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) Nortii Appr (SB) West Appr (EB) . East Appr (WB) 7:45 AM to 8:45 AM Left Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside 1 1 Config- (left) 2 I urations 3 4 5 6 Outside 7 Free-flow I I I I Lane Settings 0 1 I I 1 0 0 0 0 I 0 I Capacity 0 2000 1800 1800 2000 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiencv Lost Factor O.IO 1800 1800 Hourly Volume 0 844 71 112 1306 0 0 0 0 131 0 187 Adjusted Hourly Volume 0 844 71 112 1306 0 0 0 0 131 0 187 Utilization Factor 0.00 0.42 0.04 0.06 0.65 0.00 0.00 0.00 0.00 0.07 0.00 O.IO Critical Factors 0.00 0.65 0.00 O.IO ICU Ratio = 0.85 LOS = D Turning Movements at Intersection of: Rancho Santa Fe Road and San Elijo Road w e s I A P P r Time : 7:45 AM to: 8:45 AM Date Day Name Totals 08/02/01 Thursday Connie, Steve Sub- totals Subtotals Total North Approach Rancho Santa Fe Road Jt lr 1437 I4I8 2449 I) 1306 112 J i North 0 0 2352 844 915 1 f ^ t r 71 1031 187 0 131 Tolal Subtotals Sub- totals 318 183 San Elijo Road Totals 501 E a s t A P P r South Approach Note : Left-turn volumes include U-turns. U-turns in bold. Rancho Santa Fe Road at San Elijo Road Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period 4:15 PM to 5:15 PM South Appr (NB) Left Thra Right Lane Config - urations Inside (left) Outside Free-flow North Appr (SB) Left Thra Right West Appr (EB) Left Thra Right Page 3 of 3 East Appr (WB) Left Thra Righl 1 Lane Settings 0 1 Capacity 0 2000 Are the Nortli/South phases split (Y/N)? Are the East/West phases split (Y/N)? Efficiency Lost Factor Hourly Volume Adjusted Hourly Volume Utilization Factor Critical Factors ICU Ratio = 0. 1 I 1 1800 1800 2000 N N 1 1800 1 1800 0.10 0 1184 159 263 974 0 0 0 0 60 0 75 0 1184 159 263 974 0 0 0 0 60 0 75 0.00 0.59 0.09 0.15 0.49 0.00 0.00 0.00 0.00 0.03 0.00 0.04 0.59 0.15 0.00 0.04 0.88 LOS = D Turning Movements at Intersection of: Rancho Santa Fe Road and San Elijo Road W e s t A P P r Time : 4:15 PM to 5:15 PM Date: 08/02/01 Day : Thursday Name : Connie, Steve Totals Sub- totals 0 0 Subtotals Total North Approach 1034 1237 i t Rancho Santa Fe Road 2496 0 974 263 North , 0 I) 2377 1 ^ t r 1184 159 1343 1259 75 0 60 Total Subtotals Sub- totals 135 422 San Elijo Road Totals 557 E a s I A P P r Soulh Approach Note : Left-turn volumes include U-turns. U-turas in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2001 INTERSECTION ANALYSIS SUMMARY Intersection Number: 27 Intersection Location: Rancho Santa Fe Road & 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 ITCCI IISIOI^OCIIKS VRPA TURNING MOVEMENT ANALYSIS City: Carisbad Inlersection of: N/S Streel : Riincho Santa Fe Road E/W Slreet : La Cosla Avenue Page 1 of 3 File: 2001 Inl #27 Data Collected by : Chester, Matt, Connie Count Date : 08/01/01 Day: Wednesday Weather: Sunny Traffic Control: Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Trn Thra Right Peds Left U-Trn Thra Right Peds Left U-Trn Thm Right Peds Left U-Trn Thra Right Peds Vehicle Peds 6:15 AM 4 0 43 0 0 4 0 25 13 0 22 0 12 11 0 0 0 10 3 0 147 0 6:30 AM 3 0 56 I 0 1 0 320 25 I 42 0 2 34 0 0 0 5 7 0 496 1 6:45 AM 7 0 104 0 0 II 0 254 26 2 56 0 21 9 2 2 0 6 6 0 502 4 7:00 AM 9 0 115 0 1 15 0 171 15 I 47 0 13 15 0 0 0 15 5 5 420 7 7:15 AM 2 0 103 0 0 2 0 238 17 I 61 0 3 38 3 2 0 10 12 I 488 5 7:30 AM 18 0 115 2 0 8 0 272 33 0 56 0 6 37 0 0 0 20 10 0 577 0 7:45 AM * 22 0 171 1 0 36 0 238 19 1 61 0 5 37 0 I 0 21 17 0 629 1 8:00 AM * 12 0 147 1 1 26 0 230 24 0 51 0 8 36 0 2 0 30 12 0 579 1 8:15 AM * 24 0 121 1 0 6 0 263 39 0 53 0 2 39 5 1 0 17 6 5 572 10 8:30 AM * 18 0 164 0 0 14 0 265 34 0 62 0 7 24 0 1 0 10 14 0 613 0 8:45 AM 19 0 145 0 1 27 0 242 39 0 24 0 2 29 2 2 0 18 16 1 563 4 9:00 AM 29 0 109 1 0 2 0 223 32 0 53 0 15 39 0 1 0 22 8 0 534 0 Max. 15 min. 29 0 171 2 I 36 0 320 39 2 62 0 21 39 5 2 0 30 17 5 629 10 Pk. Hr. Vol. 76 0 603 3 I 82 0 996 116 I 227 0 22 136 5 5 0 78 49 5 2393 12 7:30 AM Peak Inlersection Traffic in Pk. Hr. 2393 Peak Hr. Factor 0.95 8:30 AM Hour Intersection Pdstrns in Pk. Hr. 12 3:45 PM 35 0 240 1 0 17 0 155 31 0 97 0 39 72 0 3 0 18 12 1 720 1 4:00 PM 41 0 289 1 0 7 2 174 41 0 70 0 29 29 0 0 0 19 II 0 713 0 4:15 PM 33 0 261 1 0 13 0 193 49 0 27 0 3 3 0 2 0 14 9 1 608 1 4:30 PM 46 0 232 2 0 7 0 162 32 0 25 0 2 24 1 I 0 12 5 2 550 3 4:45 PM 33 0 281 2 2 8 2 166 32 0 51 0 11 30 2 1 0 14 6 0 637 4 5:00 PM 36 0 207 2 0 11 0 163 32 0 52 0 27 29 0 4 0 14 8 0 585 0 5:15 PM * 44 0 293 3 0 23 0 183 50 0 60 0 21 22 0 3 0 9 9 0 720 0 5:30 PM * 46 0 251 7 0 29 0 194 61 0 71 0 16 29 0 1 0 24 12 I 741 1 5:45 PM * 45 0 272 2 0 4 0 135 47 0 73 0 23 34 0 I 0 14 8 0 658 0 6:00 PM * 56 0 244 3 1 13 I 169 39 0 63 0 21 29 0 3 0 9 8 0 658 1 6:15 PM 46 0 215 2 0 9 I 167 37 0 56 0 22 32 0' I 0 24 12 0 624 0 6:30 PM 43 0 190 5 0 10 0 109 42 0 65 0 23 24 0 2 0 9 7 0 529 0 Max. 15 min. 56 0 293 7 2 29 2 194 61 0 97 0 39 72 2 4 0 24 12 2 741 4 Pk. Hr. Vol. 191 0 1060 15 1 69 I 681 197 0 267 0 81 114 0 8 0 56 37 I 2777 2 5:00 PM Peak Intersection Traffic in Pk. Hr. 2777 6:00 PM Hour Inlersection Pdstrns in Pk. Hr = 2 Peak Hr. Factor 0.94 Rancho Santa Fe Road at La Costa Avenue Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:30 AM to 8:30 AM Left Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside I I I 1 I Config - (left) 2 1 I I I urations 3 4 I I 1 I I I I Outside 6 7 Free-flow Lane Settings 1 2 0 I 2 0 I ' 1 I I 2 0 Capacity 1800 4000 0 1800 4000 0 1800 2000 1800 1800 4000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 76 603 3 82 996 116 227 22 136 5 78 49 Adjusted Hourly Volume 76 606 0 82 1112 0 227 22 136 5 127 0 Utilization Factor 0.04 0.15 0.00 0.05 0.28 0.00 0.13 O.OI 0.08 0.00 0.03 0.00 Critical Factors 0.04 0.28 0,13 0.03 ICU Ratio 0.58 LOS = A Tuming Movements at Intersection of: Rancho Santa Fe Road and La Costa Avenue W e s t A P P r Time : 7:30 AM to 8:30 AM Date: 08/01/01 Day: Wednesday Name : Chester. Matt. Connie North Approach Totals 655 Sub- lolals 270 385 227 22 136 Subtotals Total 116 1137 1194 996 Rancho Santa Fe Road 2073 I) 82 • t North 76 0 1819 603 682 ^ t r 879 49 78 5 Total Subtotals Sub- totals 132 107 La Costa Avenue Totals 239 E a s I A P P South Approach Note : Left-turn volumes include U-lurns. U-lurns in bold. Rancho Santa Fe Road at La Costa Avenue Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 5:00 PM to 6:00 PM South Appr (NB) Lane Config - urations Inside (left) Outside Free-flow Left Thra Right I 1 North Appr (SB) Left Thra Right West Appr (EB) Left Thra Right Page 3 of 3 East Appr (WB) Left Tlmi Right Lane Settings 1 2 Capacity 1800 4000 Are the North/South phases split (Y/N)? Are the East/West phases split (Y/'N)? Efficiency Lost Factor Hourly Volume Adjusted Hourly Volume Utilization Factor Critical Factors 0 0 N N 12 0 11112 0 1800 4000 0 1800 2000 1800 1800 4000 0 O.IO 191 1060 15 70 681 197 267 81 114 8 56 37 191 1075 0 70 878 0 267 81 114 8 93 0 0.11 0:27 0.00 0.04 0.22 0.00 0.15 0.04 0.06 0.00 0.02 0.00 O.II 0.22 0.15 0.02 ICU Ratio = 0.60 LOS Tuming Movements at Intersection of: Rancho Santa Fe Road and La Costa Avenue W e s I A P P r Time : 5:00 PM to 6:00 PM Date Day Name North Approach 08/01/01 Wednesday Chester, Matt, Connie Sub- Totals totals 906 444 0 267 462 81 Subtotals Tolal 114 ^ 803 948 North 2312 1 Rancho Santa Fe Road Total 197 681 70 ^ t r 191 1060 15 I) 1266 2069 1365 37 56 8 Subtotals Sub- totals IOI 165 La Costa Avenue Totals 266 E a s t A P P r Soulh Approach Note : Left-lurn volumes include U-turns. U-lurns in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2001 INTERSECTION ANALYSIS SUMMARY Intersection Number: 28 Intersection Location: Rancho Santa Fe Road & Olivenhain Road / Camino Alvaro Contents: Turn Movement Count Summary Page 1 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Turn Movement Diagram P.M. Peak Hour ICU Analysis and Tum Movement Diagram Page 2 Page 3 V]R]PA ncGi irMOi^oGiKS VRPA TURNING MOVEMENT ANALYSIS City : Carlsbad Intersection of: N/S Streel : Olivenhain Road/Camino Alvaro E/W Street: Rancho Santa Fe Road Page I of 3 File: 2001 lnt #28 Dala Collected by : Keith, Brian, Maria Count Date : 08/01/01 Day: Wednesday Weather: Sunnv Traffic Control; Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Trn Thra Right Peds Left U-Trn Thra Right Peds Left U-Trn Thra Right Peds Left U-Trn Thra Right Peds Vehicle Peds 6:15 AM 21 0 0 6 0 1 0 2 4 0 1 0 38 0 0 44 0 128 1 0 246 0 6:30 AM 24 0 0 14 0 3 0 3 5 0 0 0 62 3 0 80 0 146 1 1 341 1 6:45 AM 15 0 0 13 0 2 0 2 2 0 0 0 91 2 0 128 0 168 1 0 424 0 7:00 AM 23 0 0 16 0 5 0 4 7 1 7 1 102 2 0 138 0 177 2 1 484 2 7:15 AM 21 0 0 7 0 4 0 1 5 0 3 0 72 4 0 66 0 119 2 0 304 0 7:30 AM 56 0 1 16 0 2 0 2 0 0 4 0 88 2 0 72 0 133 6 0 382 0 7:45 AM 63 0 0 36 0 3 0 2 3 0 0 0 146 0 0 88 0 213 2 0 556 0 8:00 AM 46 0 0 34 0 4 0 4 3 0 1 0 112 0 0 102 0 213 6 0 525 0 8:15 AM * 62 0 1 35 0 3 0 4 8 0 4 0 143 0 2 100 0 290 3 0 653 2 8:30 AM * 70 0 3 31 0 9 0 1 3 I 1 1 146 2 I 105 0 242 4 0 618 2 8:45 AM * 64 0 3 36 0 3 0 5 2 0 3 0 124 1 2 114 0 252 3 0 610 2 9:01) AM * 51 0 0 32 0 5 0 5 4 0 2 0 153 1 0 112 0 228 2 0 595 0 Max. 15 min. 70 0 3 36 0 9 0 5 8 I 7 I 153 4 2 138 0 290 6 1 653 2 Pk. Hr. Vol. 247 0 7 134 0 20 0 15 17 1 10 1 566 4 5 431 0 1012 12 0 2476 6 8:00 AM Peak Intersection Traffic in Pk. Hr. 2476 Peak Hr Factor 0.95 9:00 AM Hour Interseclion Pdstrns in Pk. Hr 6 3:45 PM 88 0 2 100 0 3 0 2 2 4 4 1 225 0 0 54 0 193 4 0 678 4 4:00 PM 91 0 5 133 0 1 0 2 1 0 0 0 197 0 0 49 0 219 6 I 704, I 4:15 PM 66 0 3 125 0 4 0 1 4 0 3 1 238 0 0 55 1 184 3 1 688 1 4:30 PM 67 0 3 106 0 4 0 1 2 0 0 I 216 2 1 34 0 167 3 I 606 2 4:45 PM 78 0 4 94 0 6 0 I 2 0 1 1 238 0 0 52 0 180 6 0 663 0 5:00 PM * 65 0 2 102 0 3 0 1 2 0 2 0 253 2 0 56 0 216 3 2 707 2 5:15 PM * 82 0 4 90 0 2 0 5 4 0 2 0 284 0 1 36 0 184 5 1 698 2 5:30 PM * 50 0 0 103 0 6 0 1 3 0 0 0 280 3 0 46 0 173 3 0 668 0 5:45 PM * 95 0 3 91 0 4 0 2 2 0 1 0 297 2 0 50 1 201 10 I 759 1 6:00 PM 66 0 3 86 0 I 0 3 4 0 2 0 251 2 0 50 0 145 2 0 615 0 6:15 PM 66 0 2 75 0 5 0 0 I 0 2 0 285 0 0 42 , 0 195 6 4 679 4 6:30 PM 68 0 4 75 0 2 0 1 4 1 4 1 220 1 0 47 0 161 2 1 590 2 Max. 15 min. 95 0 5 133 0 6 0 5 4 4 4 I 297 3 1 56 1 219 10 4 759 4 Pk. Hr. Vol. 292 0 9 386 0 15 0 9 11 0 5 0 1114 7 1 188 1 774 21 4 2832 5 4:45 PM Peak Intersection Traffic in Pk. Hr 2832 5:45 PM Hour Intersection Pdslrns in Pk. Hr = 5 Peak Hr. Factor 0.93 Olivenhain Road/Camino Alvaro at Rancho Santa Fe Road Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : Soutii Appr (NB) Nortii Appr (SB) West Appr (EB) East Appr (WB) 8:00 AM to 9:00 AM Left Thra Right Left Thra Right Left Tlira Right Left Thra Right Lane Inside I I I I I 1 I 1 Config - (left) 2 I I urations 3 1 I I 4 5 I Outside 6 7 Free-flow I Lane Settings 0 I 0 0 I 0 I 2 0 I 2 I Capacity 0 2000 0 0 2000 0 1800 4000 0 1800 4000 1800 Are tiie North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor O.IO Hourly Volume 247 7 134 20 15 17 11 566 4 431 1012 12 Adjusted Hourly Volume 0 254 0 0 52 0 11 570 0 431 1012 12 Utilization Factor 0.00 0.13 0.00 0.00 0.03 0.00 0.01 0.14 0.00 0.24 0.25 0.01 Critical Factors 0.13 0.00 0.14 0.24 ICU Ratio _ 0.61 LOS = B Tuming Movements at Intersection of: Olivenhain Road/Camino Alvaro and Rancho Santa Fe Road W e s t A P P r Time : 8:00 AM to 9:00 AM Date: 08/01/01 Day; Wednesday Name : Keith. Brian, Maria Totals 1858 Siib- lolals 1277 581 II 566 4 Subtotals Tolal North Approach 17 450 247 0 838 52 15 North 7 388 81 0 20 Olivenhain Road/Camino Alvaro Total V ^ t r 134 29 12 1012 431 Subtotals Sub- totals 1455 Totals 2175 720 Rancho Santa Fe Road E a s t A P P South Approach Note : Left-lurn volumes include U-lurns. U-turns in bold. Olivenhain Road/Camino Alvaro at Rancho Santa Fe Road Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 4:45 PM to 5:45 PM Left Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside 1 I I Config - (left) 2 urations 3 4 5 6 Outside 7 Free-flow I 1 1 I 1 I I I I I 1 1 Lane Settings 0 1 0 0 1 0 1 2 0 1 2 1 0 2000 Capacity Are the North/South phases split (Y/N)? Are the East/West phases split (Y/N)? 0 N N 2000 1800 4000 1800 4000 1800 Efficiency Lost Factor O.IO Hourly Volume 292 9 386 15 9 11 5 1II4 7 189 774 21 Adjusted Hourly Volume 0 301 0 0 35 0 5 1121 0 189 774 21 Utilization Factor 0.00 0.15 0.00 0.00 0.02 0.00 0.00 0.28 0.00 O.II 0.19 0.0,1 Critical Factors 0.15 0.00 0.28 O.II ICU Ratio = 0.64 LOS= B Turning Movements at Intersection of: Olivenhain Road/Camino Alvaro and Rancho Santa Fe Road w e s I A P P r Time : 4:45 PM to 5:45 PM Date: 08/01/01 Day : Wednesday Name : Keith, Brian. Maria North Approach Totals 2203 Siib- totals 1077 1126 3 1114 7 Subtotals Total II 204 292 0 891 35 9 I • t North 9 687 70 I) 15 Olivenhain Road/Camino Alvaro Total 1 ^ t r 386 35 21 774 189 Subtotals Sub- totals 984 Totals 2500 1516 Rancho Santa Fe Road E a s t A P P Soulh Approach Note : Left-turn volumes include U-turns. U-turns in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2001 INTERSECTION ANALYSIS SUMMARY Intersection Number: 29 Intersection Location: Carlsbad Village Drive & 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 rKGi iNOi^oc::iiKS VRPA TURNING MOVEMENT ANALYSIS City: Carlsbad Inlersection of: N/S Slreet : Stale Slreet E/W Street : Carisbad Village Drive File : 2001 lnt #29 Dala Collected by : Brian, Maria Page 1 of 3 Count Date 07/18/01 Day: Wednesday Weather: Sunny Traffic Control: Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Trn Thra Right Peds Left U-Trn Thra Right Peds Left U-Trn Thra Right Peds Left U-Trn Thra Right Peds Vehicle Peds 6:15 AM 4 0 5 0 0 2 0 2 13 3 2 0 31 1 1 6 0 38 5 2 109 6 6:30 AM 4 0 4 0 2 12 0 11 5 0 0 0 29 3 I 0 0 37 14 3 119 6 6:45 AM 4 0 4 0 0 4 0 17 10 3 1 0 25 1 I 0 0 38 15 3 119 7 7:00 AM 3 0 5 0 0 10 0 11 8 3 0 0 51 1 4 I 0 37 6 0 133 7 7:15 AM 6 0 6 1 0 6 0 8 6 0 0 0 41 3 1 2 0 58 19 I 156 2 7:30 AM 8 0 5 1 0 7 0 8 2 0 6 0 44 2 0 I 0 44 6 7 134 7 7:45 AM 6 0 4 0 2 13 0 11 2 0 4 0 69 2 2 I 0 52 18 4 182 8 8:00 AM * 10 0 11 0 0 10 0 15 7 1 3 0 71 II I 0 0 80 15 4 233 6 8:15 AM * 10 0 8 0 0 12 0 10 7 4 4 0 50 2 2 3 0 58 10 3 174 9 8:30 AM * 10 0 6 3 0 11 0 10 3 2 6 0 60 5 2 - 5 0 74 14 1 207 5 8:45 AM * 7 0 3 I 1 14 0 17 4 0 7 0 58 3 6 1 0 77 9 1 201 8 9:00 AM 3 0 9 1 1 12 0 7 6 1 3 0 70 4 3 4 0 86 7 3 212 8 Max. 15 min. 10 0 11 3 2 14 0 17 13 4 7 0 71 11 6 6 0 86 19 7 233 9 Pk. Hr. Vol. 37 0 28 4 1 47 0 52 21 7 20 0 239 21 11 9 0 289 48 9 815 28 7:45 AM Peak Inlersection Traffic in Pk. Hr. 815 Peak Hr. Faclor 0.87 8:45 AM Hour Inlersection Pdstrns in Pk. Hr. 28 3:45 PM 10 0 12 7 6 8 0 9 12 6 7 0 133 8 12 29 0 127 8 11 370 35 4:00 PM * 13 0 10 3 3 10 0 17 30 I 14 0 118 7 15 24 0 126 5 2 377 21 4:15 PM * 13 0 13 4 3 4 0 10 16 16 8 0 149 10 19 18 0 IOI 2 15 348 53 4:30 PM * 16 0 8 5 7 14 0 13 23 5 13 0 174 14 10 23 0 122 4 4 429 26 4:45 PM * 11 0 10 4 6 7 0 28 31 7 15 0 135 8 18 16 0 122 7 13 394 44 5:00 PM 6 0 12 6 5 4 0 7 19 12 14 0 112 10 15 21 0 107 II 6 329 38 5:15 PM 10 0 26 7 9 13 0 25 19 4 10 0 134 5 22 16 0 110 9 5 384 40 5:30 PM 9 0 10 4 11 12 0 17 32 10 15 0 112 5 29 18 0 142 5 6 381 56 5:45 PM 10 0 12 8 9 8 0 9 29 0 13 0 145 8 20 20 0 105 6 4 373 33 6:00 PM 9 0 10 6 2 8 0 10 29 3 13 0 113 7 16 12 0 148 9 2 374 23 6:15 PM 7 0 9 3 4 10 0 10 19 5 13 0 113 9 7 15 0 143 I 14 352 30 6:30 PM 13 0 9 3 8 13 0 11 19 II 7 0 142 4 8 16 0 140 9 2 386 29 Max. 15 min. 16 0 26 8 II 14 0 28 32 16 15 0 174 14 29 29 0 148 11 15 429 56 Pk. Hr. Vol. 53 0 41 16 19 35 0 68 IOO 29 50 0 576 39 62 81 0 471 18 34 1548 144 3:45 PM Peak Inlersection Traffic in Pk. Hr. 1548 4:45 PM Hour Intersection Pdstrns in Pk. Hr. = 144 Peak Hr. Factor 0.90 State Street at Carlsbad Village Drive Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:45 AM to 8:45 AM Left Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside I Config- (left) 2 I I I urations 3 4 5 6 Outside 7 Free-flow I I 1 I I 1 I I I I 1 Lane Settings 0 1 0 0 I 0 1 2 0 I 2 0 0 2000 Capacity Are the Nortli/South phases split (Y/N)? Are the East/West phases split (Y/N)? Efficiency Lost Factor 0.10 Hourly Volume 37 28 Adjusted Hourly Volume 0 69 Utilization Factor 0.00 0.03 Critical Factors 0.00 0 N N 4 0 0.00 2000 0 47 0 0.00 52 120 0.06 0.06 1800 4000 1800 4000 21 0 0.00 20 20 0.01 0.01 239 260 0.07 21 0 0.00 9 9 0.01 289 337 0.08 0.08 48 0 0.00 ICU Ratio = 0.25 LOS = A Tuming Movenients al Intersection of: State Street and Carlshad Village Drive Time : 7:45 AM to 8:45 AM Date: 07/18/01 Day : Wednesday Name : Brian, Maria North Approach 120 216 State Street 96 Total Subtotals W e s t A P P r Sub- Tolals totals 627 347 280 I) 20 239 21 Subtotals Total 21 52 47 82 t North 37 28 I) 69 151 V 48 289 9 Sub- totals 346 290 Totals 636 Cartsbad Village Drive E a s t A P P r South Approach Note : Left-lurn volumes include U-lurns. U-lurns in bold. State Street at Carlsbad Village Drive Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : Soutii Appr (NB) Nortii Appr (SB) West Appr (EB) East Appr (WB) 3:45 PM to 4:45 PM Left Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside 1 Config- (left) 2 1 11 urations 3 4 5 6 Outside 7 Free-flow 1 I I I 1 1 I I I 1 1 Lane Settings 0 I 0 0 I 0 I 2 0 I 2 0 2000 Capacity Are the North/South phases split (Y/N)? Are the East/West phases split (Y/N)? 0 N N 2000 1800 4000 1800 4000 Efficiency Lost Factor O.IO Hourly Volume 53 41 16 35 68 IOO 50 576 39 81 471 18 Adjusted Hourly Volume 0 110 0 0 203 0 50 615 0 81 489 0 Utilization Factor 0.00 0.06 0.00 0.00 0.10 0.00 0.03 0.15 0.00 0.05 0.12 0.00 Critical Factors 0.00 O.IO 0.15 0.05 ICU Ratio = 0.40 LOS = A Turning Movements at Intersection of: State Street and Carlsbad Village Drive W e s t A P P Time : 3:45 PM lo 4:45 PM Date: 07/18/01 Day : Wednesday Name : Brian. Maria Totals 1289 Sub- totals 624 665 50 576 39 Subtotals Total North Approach 100 188 203 68 North 312 I) 35 State Street 109 • t 1 ^ t r 53 41 16 (I 110 298 18 471 81 Total Subtotals Sub- totals 570 Totals 1197 627 Carlsbad Village Drive E a s t A P P South Approach Note : Left-tum volumes include U-turns. U-turns in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2001 INTERSECTION ANALYSIS SUMMARY Intersection Number: 30 Intersection Location: Carlsbad Village Drive & Harding Street Contents: Turn Movement Count Summary Page 1 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Page 2 Turn Movement Diagram P.M. Peak Hour ICU Analysis and Page 3 Tum Movement Diagram llCfZl INOl^OGIKS City: Carlsbad Intersection of: N/S Slreel : E/W Street VRPA TURNING MOVEMENT ANALYSIS Harding Streel Carisbad Village Drive File: 2001 lnt #30 Data Collected by : James, Rachel Page 1 of 3 Count Date 07/17/01 Day: Tuesday Weather: Sunny Traffic Control: Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Trn Thm Righl Peds Left U-Trn Thra Righl Peds Left U-Trn Thra Righl Peds Left U-Trn Thra Right Peds Vehicle Peds 6:15 AM 4 0 4 15 0 15 0 2 1 0 2 0 43 I 0 11 4 58 6 0 166 0 6:30 AM 2 0 3 10 1 21 0 0 1 0 0 0 61 2 1 11 7 35 6 0 159 2 6:45 AM 0 0 10 19 1 27 0 3 2 0 1 0 57 5 0 8 6 72 11 0 221 I 7:00 AM I 0 5 7 3 15 0 7 1 2 2 0 68 4 0 8 6 54 5 0 183 5 7:15 AM 4 0 8 14 0 20 0 2 0 0 1 0 69 1 2 15 6 73 13 2 226 4 7:30 AM 1 0 5 9 2 17 0 5 0 3 2 1 90 4 1 16 9 82 7 0 248 6 7:45 AM 3 0 11 12 5 27 0 5 I 4 2 0 103 5 I 14 7 81 14 4 285 14 8:00 AM 6 0 11 19 3 16 0 7 2 0 5 0 87 3 0 12 12 110 13 1 303 4 8:15 AM * 8 0 16 20 0 24 0 7 I 0 2 3 98 I 4 23 II 143 24 0 381 4 8:30 AM * 6 0 10 11 0 25 0 2 0 0 4 0 105 2 0 12 6 121 15 0 319 0 8:45 AM * 7 0 24 23 5 25 0 5 1 I 6 0 94 6 1 28 5 160 18 0 402 7 9:00 AM * 8 0 11 14 0 31 0 9 I 0 6 0 101 6 2 27 10 169 30 0 423 2 Max. 15 min. 8 0 24 23 5 31 0 9 2 4 6 3 105 6 4 28 12 169 30 4 423 14 Pk. Hr. Vol, 29 0 61 68 5 105 0 23 3 1 18 3 398 15 7 90 32 593 87 0 1525 13 8:00 AM Peak Intersection Traffic in Pk. Hr. 1525 Peak Hr. Factor 0.90 9:00 AM Hour Intersection Pdstrns in Pk. Hr. 13 3:45 PM 12 0 29 21 0 40 0 5 6 I 9 3 174 11 I 18 12 139 15 14 494 16 4:00 PM 6 0 16 30 7 31 0 10 3 4 11 1 189 4 I 24 6 160 19 19 510 31 4:15 PM 8 fl 27 20 5 38 0 10 1 9 3 2 182 9 2 17 8 160 27 9 512 25 4:30 PM 10 0 28 19 6 35 0 5 I 12 9 0 227 8 12 22 7 179 35 9 585 39 4:45 PM 12 0 16 26 4 35 0 14 I 8 3 2 191 4 4 11 II 141 23 5 490 21 5:00 PM * 9 0 22 21 3 38 0 5 1 8 6 0 217 6 4 25 15 126 35 4 526 19 5:15 PM * 13 0 15 26 6 51 0 11 6 8 7 3 236 9 0 19 3 186 25 6 610 20 5:30 PM * 2 0 15 15 12 41 0 17 I 5 8 2 198 4 2 36 2 139 27 16 507 35 5:45 PM * 10 0 40 19 7 42 0 11 10 4 2 2 228 10 1 40 12 172 18 12 616 24 6:00 PM 2 0 9 18 3 26 0 9 2 2 7 I 162 4 6 25 13 144 21 12 443 23 6:15 PM 12 0 27 24 3 41 0 18 I 6 8 0 191 6 3 22 2 160 18 6 530 18 6:30 PM 8 0 21 34 7 45 0 12 4 13 4 1 194 10 8 17 0 157 9 10 516 38 Max. 15 min. 13 0 40 34 12 51 0 18 10 13 11 3 236 11 12 40 15 186 35 19 616 39 Pk. Hr. Vol. 34 0 92 81 28 172 0 44 18 25 23 7 879 29 7 120 32 623 105 38 2259 98 4:45 PM Peak Intersection Traffic in Pk. Hr. 2259 5:45 PM Hour Intersection Pdslrns in Pk. Hr. = 98 Peak Hr. Factor 0.92 Harding Street at Carlsbad Village Drive Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : Soutii Appr (NB) Nortii Appr (SB) West Appr (EB) East Appr (WB) 8:00 AM to 9:00 AM Left Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside 1 Config - (left) 2 I 1 I I I I 1 1 urations 3 I 1 4 5 6 1 1 1 I Outside 7 Free-flow Lane Settings 0 I 0 0 1 0 I 2 0 I 2 0 Capacity 0 2000 0 0 2000 0 1800 4000 0 1800 4000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 29 61 68 105 23 3 21 398 15 122 593 87 Adjusted Hourly Volume 0 158 0 0 131 0 21 413 0 122 680 0 Utilization Factor 0.00 0.08 0.00 0.00 0.07 0.00 O.OI O.IO 0.00 0.07 0.17 0.00 Critical Factors 0.08 0.00 O.OI 0.17 ICU Ratio _ 0.36 LOS = A Turning Movenients at Inlersection of : Harding Street and Carlsbad Village Drive W e s t A P P r Time : 8:00 AM to 9:00 AM Dale Day Name Totals 1062 07/17/01 Tuesday James, Rachel Sub- totals 628 434 21 398 15 Subtotals Total North Approach 128 29 I) 286 131 23 I t North 61 158 297 I) 105 Harding Street 166 ^ t r 68 87 593 122 32 Total Subtotals Sub- totals 802 603 Totals 1405 Carlshad Village Drive E a s t A P P r Soulh Approach Note : Left-turn volumes include U-turns. U-turns in bold. Harding Street at Carlsbad Village Drive Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) Noitii Appr (SB) West Appr (EB) East Appr (WB) 4:45 PM to 5:45 PM Left Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside I Config - (left) 2 I I I I 1 I I 1 urations 3 I I 4 5 6 I I I I Outside 7 Free-flow Lane Settings 0 1 0 0 I 0 I 2 0 1 2 0 Capacity 0 2000 0 0 2000 0 1800 4000 0 1800 4000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor O.IO Hourly Volume 34 92 81 172 44 18 30 879 29 152 623 105 Adjusted Hourly Volume 0 207 0 0 234 0 30 908 0 152 728 0 Utitization Factor 0.00 O.IO 0.00 0.00 0.12 0.00 0.02 0.23 0.00 0.08 0.18 0.00 Critical Factors 0.00 0.12 0.23 0.08 ICU Ratio _ 0.53 LOS = A Tuming Movements at Intersection of: Harding Street and Carlshad Village Drive W e s t A P P r Time : 4:45 PM to 5:45 PM Date: 07/17/01 Day : Tuesday Name ; James. Rachel Totals 1620 Sub- totals 682 938 30 879 29 Subtotals Tolal North Approach 18 193 234 44 J i • t North 454 0 172 Harding Street 220 1 ^ t r 34 92 81 I) 207 400 105 623 152 Tolal Subtotals Sub- totals 880 32 :i64 Totals 2044 Carlsbad Village Drive E a s t A P P Soulh Approach Note : Left-turn volumes include U-lurns. U-turns in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2001 INTERSECTION ANALYSIS SUMMARY Intersection Number: 31 Intersection Location: Poinsettia Lane & Batiquitos Drive Contents: Turn Movement Count Summary Page 1 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Tum Movement Diagram P.M. Peak Hour ICU Analysis and Tum Movement Diagram Page 2 Page 3 VRPA TURNING MOVEMENT ANALYSIS City : Carlsbad Intersection of: N/S Slreet: Baliquilos Drive E/W Slreet: Poinsettia Lane File : 2001 Int #31 Dala Collected by : Steve, Chris Page I of 3 Count Dale 08/09/01 Day: Thursday Weather: Sunny Traffic Conlrol: Signalized South Aiiproach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Trn Thra Right Peds Left U-Trn Thm Righl Peds Left U-Trn Thra Right Peds Left U-Trn Thra Right Peds Vehicle Peds 6:15 AM 35 0 0 2 0 0 0 0 19 0 3 0 34 6 0 0 0 55 0 0 154 0 6:30 AM 32 0 0 0 0 0 0 0 12 0 3 0 46 16 0 0 0 46 0 3 155 3 6:45 AM 35 0 1 1 2 3 1) 0 23 1 7 1 81 11 0 0 0 84 2 2 249 5 7:00 AM 44 0 1 0 0 2 0 0 21 0 1 I 108 15 1 3 0 87 2 0 285 I 7:15 AM 48 0 2 0 0 0 0 1 13 0 2 0 67 26 0 1 0 102 2 0 264 0 7:30 AM 43 0 1 1 0 1 0 2 15 I 7 0 76 15 0 2 I 96 0 0 260 1 7:45 AM 53 0 3 1 1 5 0 2 16 I 7 I 108 34 0 0 0 104 1 0 335 2 8:00 AM * 66 0 4 0 0 1 1 1 25 I 8 3 148 40 0 1 0 106 I 1 405 2 8:15 AM * 57 0 2 0 1 2 0 0 36 0 5 I 152 38 0 3 0 103 2 1 401 2 8:30 AM * 49 0 4 2 0 3 0 3 30 0 11 I 104 11 0 I 0 87 3 1 309 1 8:45 AM * 65 0 7 1 1 6 0 0 27 1 6 0 86 57 0 0 0 120 0 0 375 2 9:00 AM 67 0 3 0 0 2 0 5 27 1 8 2 117 51 0 2 0 116 0 0 400 1 Max. 15 min. 67 0 7 2 2 6 I 5 36 I II 3 152 57 I 3 I 120 3 3 405 5 Pk. Hr. Vol. 237 0 17 3 2 12 1 4 118 2 30 5 490 146 0 5 0 416 6 3 1490 7 7:45 AM Peak Inlersection Tralfic iu Pk. Hr, 1490 Peak Hr. Factor 0.92 8:45 AM Hour Intersection Pdstrns in Pk. Hr. 7 3:45 PM 34 0 5 2 0 2 0 1 5 0 ,, I 106 68 0 3 1 129 5 0 373 0 4:00 PM 38 0 2 1 0 2 0 0 14 0 18 0 120 39 0 1 0 132 7 0 374 0 4:15 PM 54 0 3 4 0 9 0 4 12 0 17 2 127 56 0 1 0 134 3 0 426 0 4:30 PM 39 0 6 3 0 2 0 3 11 0 17 0 159 78; 1 3 0 83 10 0 414 I 4:45 PM 50 0 5 1 0 0 0 2 17 0 29 I 141 36 0 1 0 104 4 0 391 0 5:00 PM 34 0 3 1 0 5 0 5 10 0 15 1 130 66 0 0 0 142 3 1 415 1 5:15 PM * 50 0 1 I 0 3 0 3 10 0 28 3 188 62 0 I 0 146 9 0 505 0 5:30 PM * 51 0 1 I 1 5 0 4 11 0 32 4 156 64 0 0 0 148 9 1 486 2 5:45 PM * 48 0 4 2 0 7 0 4 15 2 24 4 142 75 5 1 0 153 5 3 484 10 6:00 PM * 49 0 6 1 0 5 0 4 II 0 35 3 170 81 2 4 0 124 8 4 501 6 6:15 PM 44 0 2 0 0 3 0 3 18 0 20 1 86 40 2 2 0 131 2 2 352 4 6:30 PM 37 0 2 0 0 7 0 3 15 0 27 4 147 70 0 1 1 118 5 2 437 2 Max. 15 niin. 54 0 6 4 I 9 II 5 18 2 35 4 188 81 5 4 1 153 10 4 505 10 Pk. Hr. Vol. 198 0 12 5 I 20 0 15 47 2 119 14 656 •282 7 6 0 571 31 8 1976 18 5:00 PM 6:00 PM Peak Hour Intersection Traffic in Pk. Hr. Intersection Pdstrns in Pk. Hr. Peak Hr. Factor 0.98 18 Batiquitos Drive at Poinsettia Lane Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : Soutii Appr (NB) Nortii Appr (SB) West Appr (EB) East Appr (WB) 7:45 AM to 8:45 AM Left Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside I 1 Config- (left) 2 1 urations 3 1 4 5 6 Outside 7 Free-flow I 1 I 1 I I I I 1 I I Lane Settings I I 1 I I I 1 2 0 I 2 0 Capacity Are the Nortli/South phases spht (Y/N)'? Are the East/West phases spitt (Y/N)? Efficiency Lost Factor 0.10 Hourly Volume 237 17 Adjusted Houriy Volume 237 17 1800 2000 1800 1800 2000 1800 1800 4000 N N 1800 4000 13 13 118 118 35 35 490 636 146 0 416 422 Utilization Factor Critical Factors 0.13 O.OI 0.00 O.OI 0.00 0.07 0.02 0.16 0.00 0.00 0.11 0.13 0.07 0.16 0.00 6 0 0.00 ICU Ratio = 0.46 LOS= A Turning Movements at Intersection of: Batiquitos Drive and Poinsettia Lane W e s t A P P r Time : 7:45 AM to 8:45 AM Date: 08/09/01 Day : Thursday Name : Steve, Chris Siib- Totals totals 1447 776 671 North Approach 5 35 490 146 Subtotals Tolal 118 Jt 155 135 4 North Batiquitos Drive 189 1 13 t ^ t r 237 17 3 0 257 412 54 6 "416 - 5 Total Subtotals Sub- totals 427 505 Poinsettia Lane Totals 932 E a s t A P P Soulh Approach Note : Left-lurn volumes include U-lurns. U-turns in bold. Batiquitos Drive at Poinsettia Lane Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : Soutii Appr (NB) Nortii Appr (SB) West Appr (EB) East Appr (WB) 5:00 PM to 6:00 PM Left Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside I I Config- (left) 2 I urations 3 1 4 5 6 Outside 7 Free-flow I I I I 1 1 I 1 I 1 I Lane Settings I 1 I I 1 I I 2 0 1 2 0 Capacity 1800 2000 1800 1800 2000 1800 1800 4000 0 1800 4000 0 Are the Nortli/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 198 12 5 20 15 47 133 656 282 6 571 31 Adjusted Hourly Volume 198 12 5 20 15 47 133 938 0 6 602 0 Utilization Factor O.II O.OI 0.00 O.OI O.OI 0.03 0.07 0.23 0.00 0.00 0.15 0.00 Critical Factors O.II 0.03 0.23 0.00 ICU Ratio = 0.47 LOS = A Turning Movements at Intersection of: Batiquitos Drive and Poinsettia Lane W e s t A P P r Time : 5:00 PM lo 6:00 PM Date: 08/09/01 Day : Thursday Name : Steve, Chris Totals 1901 Sub- toials 830 1071 14 133 656 282 Subtotals Total North Approach 47 lr 303 82 15 North 198 12 0 215 518 Batiquitos Drive 244 0 20 t ^ t r 162 31 571 6 Tolal Subtotals Sub- totals 608 681 Poinsettia Lane Totals 1289 E a s I A P P r South Approach Note : Left-lurn volumes include U-turns. U-turns in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2001 INTERSECTION ANALYSIS SUMMARY Intersection Number: 32 Intersection Location: Poinsettia Lane & Paseo Del Norte Contents: Turn Movement Count Summary Page 1 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Page 2 Tum Movement Diagram P.M. Peak Hour ICU Analysis and Page 3 Tum Movement Diagram IICCI INOI^OGIKS VRPA TURNING MOVEMENT ANALYSIS City : Carisbad Inlersection of: N/S Streel: Paseo Del Norte E/W Street : Poinsettia Lane File: 2001 Int #32 Data Collected by : Chris, Steve Page 1 of 3 Count Dale : 08/08/01 Day: Wednesday Weather: Sunnv Traffic Control : Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Trn Thra Right Peds Left U-Trn Thra Right Peds Left U-Trn Thra Right Peds Left U-Trn Thra Right Peds Vehicle Peds 6:15 AM 4 0 1 1 0 2 0 0 33 2 5 0 43 1 1 0 0 85 3 0 178 3 6:30 AM 6 0 0 0 3 9 0 0 55 0 9 0 48 0 3 0 0 128 7 0 262 6 6:45 AM 8 0 0 1 1 4 0 0 46 0 11 0 90 0 2 0 0 125 4 0 289 3 7:00 AM 9 0 I 3 1 3 0 0 57 0 20 0 118 3 1 1 0 139 14 0 368 2 7:15 AM 4 0 1 0 3 5 0 0 65 1 26 0 89 5 I 0 0 165 5 3 365 8 7:30 AM 3 0 I I 3 6 0 0 74 0 29 0 88 2 0 0 0 173 19 0 396 3 7:45 AM 7 0 3 0 3 13 0 0 68 0 40 0 171 6 0 0 0 173 16 1 497 4 8:00 AM * 11 0 0 5 1 7 0 2 73 0 49 0 129 2 0 0 0 167 21 2 466 3 8:15 AM * 6 0 2 1 2 9 0 2 60 0 39 1 135 4 3 3 0 154 22 0 438 5 8:30 AM * 6 0 ' 5 2 1 15 0 0 66 0 36 0 138 4 3 I 0 177 20 0 470 4 8:45 AM * 8 0 3 3 0 14 0 2 52 . 0 53 0 158 2 1 0 0 192 17 0 504 1 9:00 AM 16 0 4 5 0 8 0 4 74 0 39 1 136 6 1 0 0 137 22 0 452 I Max. 15 min. 16 0 5 5 3 15 0 4 74 2 53 1 171 6 3 3 0 192 22 3 504 8 Pk. Hr. Vol. 31 0 10 11 4 45 0 6 251 0 177 I 560 12 7 4 0 690 80 2 1878 13 7:45 AM Peak Intersection Traffic in Pk. Hr. 1878 Peak Hr. Factor 0.93 8:45 AM Hour Intersection Pdstrns in Pk. Hr 13 3:45 PM 5 0 4 I 2 17 0 5 54 0 72 0 183 13 .2 1 0 201 • 24 0 580 4 4:00 PM 9 0 2 3 5 15 0 I 66 0 76 0 165 19 5 3 0 129 10 2 498 12 4:15 PM 6 0 3 2 1 13 0 I 59 0 86 2 184 11 0 3 0 177 24 1 571 2 4:30 PM 2 0 1 I 0 16 0 I 61 0 70 1 181 13 3 I 0 181 17 0 546 3 4:45 PM 4 0 1 I 0 25 0 I 49 0 99 0 193 12 5 I 0 138 20 0 544 5 5:00 PM * 6 0 2 2 0 30 0 4 57 0 IIO 0 209 17 1 3 0 179 17 0 636 1 5:15 PM * 3 0 3 -1 J 0 24 0 4 66 0 113 I 225 7 3 1 0 190 22 0 662 3 5:30 PM * 7 0 1 0 0 28 I I 57 0 100 0 215 4 2 4 0 188 21 0 627 2 5:45 PM * 9 0 2 1 1 29 0 3 83 0 127 0 172 3 5 5 0 182 16 0 632 6 6:00 PM 9 0 1 2 I 27, 0 3 73 0 101 0 212 11 1 2 0 146 23 0 610 2 6:15 PM 8 0 4 5 2 14 0 0 55 0 71 1 171 15 1 4 0 162 25 I 535 4 6:30 PM 5 0 0 2 2 13 0 5 56 0 68 1 164 11 2 I 0 135 21 0 482 4 Max. 15 niin. 9 0 4 5 5 30 I 5 83 0 127 2 225 19 5 5 0 201 25 2 662 12 Pk. Hr Vol, 25 0 8 6 1 111 I 12 263 0 450 1 821 31 11 13 0 739 76 0 2557 12 4:45 PM Peak Intersection Traffic in Pk. Hr. 2557 5:45 PM Hour Intersection Pdstrns in Pk. Hr. = 12 Peak Hr. Factor 0.97 Paseo Del Norte at Poinsettia Lane Lane Configuration for Intersection Capacity Utilization Page 2 of3 Pk. Hr. Time Period : Soutii Appr (NB) Nortii Appr (SB) West Appr (EB) East Appr (WB) 7:45 AM to 8:45 AM Left Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside I I I I I Config - (left) 2 1 I 1 I I 1 urations 3 1 1 I 4 I 5 1 Outside 6 7 Free-flow Lane Settings 1 I 0 I I 0 2 2 I I 2 0 Capacity 1800 2000 0 1800 2000 0 3600 4000 1800 1800 4000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N - Efficiency Lost Factor O.IO Hourly Volume 31 10 11 45 6 251 178 560 12 4 690 80 Adjusted Hourly Volume 31 21 0 45 257 0 178 560 12 4 770 0 Utilization Factor 0.02 O.OI 0.00 0.03 0.13 0.00 0.05 0.14 O.OI 0.00 0.19 0.00 Critical Factors 0.02 0,13 0.05 0.19 ICU Ratio _ 0.49 LOS = A Turning Movements at Inlersection of: Paseo Del Norte and Poinsettia Lane W e s I A P P Time : 7:45 AM to 8:45 AM Date : 08/08/01 Day: Wednesday Name : Chris, Steve Totals 1723 Sub- lolals 973 750 178 560 12 Subtotals Total North Approach 251 lr 31 0 74 302 6 North 10 52 569 0 45 Paseo Del Norte 267 t 1 ^ t r 11 80 690 4 Total Subtotals Sub- totals 774 616 Poinsettia Lane Totals 1390 E a s t A P P r South Approach Note : Left-turn volumes include U-turns. U-turns in bold. Paseo Del Norte at Poinsettia Lane Lane Configuration for Intersection Capacity Utilization Page 3 of3 Pk. Hr. Time Period : South Appr (NB) Nortii Appr (SB) West Appr (EB) East Appr (WB) 4:45 PM to 5:45 PM Left Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside I 1 Config- (left) 2 1 I urations 3 4 5 6 Outside 7 Free-flow 1 I I I I I I 1 1 I 1 I Lane Settings 1 I 0 1 1 0 2 2 I 1 2 0 Capacity 1800 2000 0 Are the Nortii/Soulh phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 25 8 6 Adjusted Hourly Volume 25 14 0 Utilization Factor O.OI O.OI 0.00 Critical Factors O.OI 1800 2000 0 3600 4000 1800 1800 4000 112 112 0.06 12 275 0.14 0.14 263 0 0.00 451 451 0.13 0.13 821 31 13 739 76 821 31 13 815 0 0.21 0.02 O.OI 0.20 0.00 0.20 ICU Ratio = 0.58 LOS^ Turning Movenients at Intersection of: Paseo Del Norte and Poinsettia Lane W e s I .\ P P r Time : 4:45 PM to 5:45 PM Date: 08/08/01 Day : Wednesday Name : Chris. Steve Totals 2331 Sub- totals 1028 1303 451 821 31 Subtotals Total North Approach 263 J Jt 56 25 0 95 387 12 i • t North 39 922 1 112 Paseo Del Norte 333 1 76 739 13 Total Subtotals Sub- totals 828 938 Poinsettia Lane Totals 1766 E a s t A P P r South Approach Note : Left-turn volumes include U-turns. U-turns in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2001 INTERSECTION ANALYSIS SUMMARY Intersection Number: 33 Intersection Location: Poinsettia Lane & Avenida Encinas Contents: Turn Movement Count Summary Page 1 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Turn Movement Diagram P.M. Peak Hour ICU Analysis and Turn Movement Diagram Page 2 Page 3 VRPA TURNING MOVEMENT ANALYSIS City: Carlsbad Intersection of: N/S Street : Avenida Encinas E/W Slreel : Poinsettia Lane File: 2001 Int #3 3 Dala Collected by : Keith, Connie Page 1 of 3 Count Date 08/08/01 Day: Wednesday Weather: Sunny Traffic Control: Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Trn Thm Right Peds Left U-Trn Thrti Right Peds Left U-Trn Thm Righl Peds Left U-Trn Thra Right Peds Vehicle Peds 6:15 AM 1 0 6 2 0 8 0 0 3 0 I 0 12 0 I 21 0 20 33 2 107 3 6:30 AM 1 0 4 18 I 13 0 I 0 0 0 0 11 2 0 25 0 25 12 4 112 5 6:45 AM 3 0 6 32 0 12 0 3 0 0 0 0 6 6 4 13 0 34 31 0 146 4 7:00 AM 3 0 8 30 0 16 0 6 10 0 2 0 22 I 1 40 1 65 29 5 233 6 7:15 AM 4 0 9 26 0 24 0 7 3 0 2 0 22 6 3 37 1 46 29 5 216 8 7:30 AM 5 0 8 60 0 20 0 3 6 0 0 0 22 4 1 46 0 62 44 5 280 6 7:45 AM 6 1 10 53 0 15 0 6 4 0 2 0 25 10 2 41 0 50 55 2 278 4 8:00 AM 10 0 5 53 0 21 0 6 3 0 4 0 19 9 I 47 0 76 47 2 300 3 8:15 AM * 7 0 7 42 0 22 0 8 8 0 3 0 31 3 3 60 0 54 44 8 289 11 8:30 AM * 3 0 12 58 0 26 0 9 7 0 3 0 32 12 1 69 0 35 42 0 308 1 8:45 AM * 5 0 15 56 1 23 0 15 9 0 4 0 30 14 5 63 0 68 32 6 334 12 9:00 AM * 5 0 10 68 0 32 0 6 8 0 5 0 34 5 2 62 0 39 48 2 322 4 Max. 15 min. 10 1 15 68 1 32 0 15 10 0 5 0 34 14 5 69 I 76 55 8 334 12 Pk. Hr. Vol. 20 0 44 224 I 103 0 38 32 0 15 0 127 34 II 254 0 196 166 16 1253 28 8:00 AM Peak Inlersection Traffic in Pk. Hr. 1253 Peak Hr. Factor 0.94 9:00 AM Hour Inlersection Pdstrns in Pk. Hr. , 28 3:45 PM 12 0 10 95 0 34 0 16 11 0 9 0 54 18 0 70 0 42 39 I 410 1 4:00 PM 19 0 11 82 0 34 0 21 8 0 5 0 41 14 0 III 1 33 48 I 428 1 4:15 PM 18 0 36 91 0 • 34 0 14 10 0 5 0 44 14 0 100 0 47 44 1 457 1 4:30 PM 15 0 14 85 0 25 0 16 11 0 7 0 34 • 11 6 86 0 41 28 0 373 6 4:45 PM 12 0 18 103 0 51 0 17 11 0 6 0 33 17 I 81 I 48 40 0 438 1 5:00 PM * 17 0 9 106 0 30 0 27 9 0 4 I 47 10 0 88 0 43 43 .2 434 2 5:15 PM * 16 1 29 126 0 62 0 20 6 0 7 0 51 10 10 99 0 39 37 7 503 17 5:30 PM * 16 0 15 91 0 50 0 21 17 0 9 0 29 II 0 96 0 50 46 4 451 4 5:45 PM * 20 0 16 94 0 55 0 22 9 0 5 0 49 13 3 82 0 47 38 I 450 4 6:00 PM 12 0 24 80 0 37 0 18 3 0 5 0 30 12 ;i5 104 I 39 39 1 404 16 6:15 PM 17 0 18 67 0 41 0 15 3 0 5 I 36 II 0 75 0 34 43 1 366 1 6:30 PM 13 0 4 58 0 38 I 21 8 0 11 0 47 12 0 89 1 39 44 4 386 4 Max. 15 min. 20 1 36 126 0 62 1 27 17 0 11 1 54 18 15 111 1 50 48 7 503 17 Pk. Hr Vol. 69 1 69 417 0 197 0 90 41 0 25 I 176 44 13 365 0 179 164 14 1838 27 4:45 PM Peak Intersection Traffic in Pk. Hr. 1838 5:45 PM Hour Intersection Pdstrns in Pk. Hr. = 27 Peak Hr. Factor 0.91 Avenida Encinas at Poinsettia Lane Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : Soutii Appr (NB) Nortii Appr (SB) West Appr (EB) East Appr (WB) 8:00 AM to 9:00 AM Left Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside I I Config- (left) 2 1 urations 3 1 4 5 6 Outside 7 Free-flow I 1 1 I I I I 1 I I I 1 I Lane Settings I I I 0 I 0 I 3 0 2 2 1 1800 2000 1800 Y N Capacity Are the Nortli/South phases split (Y/N)? Are the East/West phases split (Y/N)? Efficiency Lost Factor O.IO Hourly Volume 20 44 Adjusted Hourly Volume 20 44 0 2000 1800 6000 3600 4000 1800 224 224 103 0 38 173 32 0 15 15 127 146 34 0 254 254 196 196 Utilization Factor Critical Factors 0.12 0.09 O.OI 166 166 O.OI 0.02 0.12 0.00 0.09 0.00 O.OI 0.02 0.00 0.07 0.05 0.09 0.09 ICU Ratio = 0.41 LOS= A Turning Movenients at Intersection of: Avenida Encinas and Poinsettia Lane W e s I A P P r Time : 8:00 AM to 9:00 AM Date Day Name Totals 424 08/08/01 Wednesday Keith, Connie Sub - totals 248 176 13 127 34 Subtotals Tolal North Approach 32 326 20 I) 614 173 38 North 398 0 103 Avenida Encinas 225 J i u • t ^ t r 44 224 288 166 196 254 Total Subtotals Sub- totals 616 454 Poinsettia Lane Totals 1070 E a s I A P P r South Approach Note : Left-turn volumes include U-Uirns. U-turns in bold. Avenida Encinas at Poinsettia Lane Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : Soutii Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 4:45 PM to 5:45 PM Left Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside 1 1 I I I I I Config - (left) 2 1 1 1 urations 3 1 1 I 4 I 1 1 5 6 1 Outside 7 Free-flow Lane Settings I 1 1 0 I 0 I 3 0 2 2 I Capacity 1800 2000 1800 0 2000 0 1800 6000 0 3600 4000 1800 Are the North/South phases split (Y/N)? Y Are the East/West phases split (Y/N)? N Efficiency Lost Factor O.IO Hourly Volume 70 69 417 197 90 41 26 176 44 365 179 164 Adjusted Hourly Volume 70 69 417 0 328 0 26 220 0 365 179 164 Utilization Factor 0.04 0.03 0.23 0.00 0.16 0.00 0.01 0.04 0.00 0.10 0.04 0.09 Critical Factors 0.23 0.16 0.04 0.10 ICU Ratio = 0.63 LOS = B Turning Movements at Intersection of: Avenida Encinas and Poinsettia Lane W e s t A P P r Time : 4:45 PM to 5:45 PM Date Day Name Totals 536 08/08/01 Wednesday Keith, Connie Sub- totals 290 246 North Approach 26 176 44 Subtotals Total 41 500 70 1 1056 328 90 North 69 556 586 I) 197 Avenida Encinas 258 J i u • t "1 t r 417 164 179 365 Total Subtotals Sub- totals 708 790 Poin.settia Lane Totals 1498 E a s I A P P Soulh Approach Note : Left-lurn volumes include U-lurns. U-turns in bold. INTERSECTION ANALYSIS SUMMARY Intersection Number: 34 Imtersection Location: Carlsbad Village Drive <& Tamarack Avenue Contents: Turn Movememt Coumt 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 Pages 'i-Kc:;i iNOLOGiiKS VRPA TURNING MOVEMENT ANALYSIS Cily: Carlsbad Inlerseclion of: N/S Street : Tamarack Avenue E/W Slreet : Carlsbad Village Drive File: 2001 lm #34 Data Collected by : Alvin, Ruel Page 1 of 3 Count Date : 07/19/01 Day: Thursday Weather: Sunny •Traffic Conlrol : Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 inin. prd. Left U-Trn Thrti Right Peds L,eft U-Trn Thm Right Peds Left U-Trn Thm Right Peds Left U-Trn Thra Right Peds Vehicle Peds 6:15 AM 7 0 0 1 0 0 3 9 8 3 I 0 9 4 0 0 0 4 6 2 52 5 6:30 AM 2 0 1 4 0 0 1 19 8 0 0 0 13 5 0 1 1 8 9 1 72 1 6:45 AM 3 0 6 7 0 0 0 24 28 1 4 0 13 4 0 0 0 6 6 0 101 1 7:00 AM 3 0 4 7 0 0 0 37 30 1 0 0 23 10 0 1 1 8 6 I 130 2 7:15 AM 5 0 0 10 0 3 0 18 11 I 5 0 11 11 0 0 1 5 7 2 87 3 7:30 AM * 8 0 1 9 II 0 0 29 13 1 1 0 11 5 0 3 0 20 9 0 109 I 7:45 AM * 5 0 2 5 0 0 0 32 15 0 2 0 5 13 0 0 0 7 6 0 92 0 8:00 AM * 7 0 4 8 0 0 0 16 20 0 4 0 19 9 0 2 0 5 5 2 99 2 8:15 AM * I I 0 7 11 0 1 0 47 28 0 3 0 25 17 0 1 0 7 11 0 169 0 8:30 AM 3 0 2 3 0 0 0 14 9 1 3 0 8 6 0 3 - 0 8 I 2 60 3 8:45 AM 6 0 2 8 0 1 0 16 17 0 3 0 20 3 0 2 0 9 1 0 88 0 9:00 AM 1 0 0 0 0 0 0 17 12 0 2 0 5 0 0 0 0 3 7 I 47 1 Max, 15 min. 1 1 0 7 1 1 0 3 3 47 30 3 5 0 25 17 0 3 1 20 11 2 169 5 Pk, Hr. Vol. 31 0 14 33 0 1 0 124 76 1 10 0 60 44 0 6 0 39 31 2 469 3 7:15 AM Peak Interseclion Traffic in Pk, Hr, 469 Peak Hr. Faclor 0.69 8:15 AM Hour Inlersection Pdstrns in Pk. Hr. = 3 3:45 PM 10 0 10 5 0 4 0 10 2 I 8 0 38 4 0 15 I 36 2 0 145 1 4:00 PM 11 0 9 11 0 1 0 3 13 0 8 0 30 9 0 12 0 35 0 0 142 0 4:15 PM 20 0 12 13 0 1 0 1 10 0 14 0 45 9 0 19 0 38 1 0 183 0 4:30 PM 1 1 0 13 12 0 1 0 1 6 0 10 I) 36 8 ' 0 6 0 23 0 0 127 0 4:45 PM 6 0 19 19 0 0 0 4 6 0 8 0 29 7 0 8 0 34 0 0 140 0 5:00 PM 11 0 15 11 0 0 0 3 6 0 6 0 35 12 I 4 0 28 0 0 131 1 5:15 PM 16 0 13 19 0 I 0 4 12 0 18 0 34 15 0 7 0 16 1 I 156 1 5:30 PM 18 0 8 17 0 0 ' 0 5 12 I 4 0 30 14 0 5 1 17 0 0 131 1 5:45 PM * 16 0 19 22 0 3 0 37 6 0 14 0 50 8 0 15 0 30 7 0 227 0 6:00 PM * 11 0 14 18 2 0 0 1 5 5 5 0 52 6 I 3 0 12 7 2 134 10 6:15 PM * 9 0 13 27 0 0 0 20 12 0 7 0 51 8 0 3 0 27 I 0 178 0 6:30 PM * 5 0 5 14 0 11 0 8 14 2 13 0 40 6 0 18 0 19 5 0 158 2 Max. 15 mill. 20 0 19 27 2 11 0 37 14 5 18 0 52 15 1 19 I 38 7 2 227 10 Pk, Hr, Vol, 41 0 51 81 2 14 0 66 37 7 39 0 193 28 1 39 0 88 20 2 697 12 5:30 PM Peak Inlersection Traffic in Pk. Hr 697 6:30 PM Hour Intersection Pdstrns in Pk. Hr = 12 Peak Hr. Factor 0.77 Tamarack Avenue at Carlsbad Village Drive Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:15 AM to 8:15 AM Left Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside 1 1 Config- (left) 2 I urations 3 1 4 5 6 Outside 7 Free-flow I I I I I I 1 I 1 I 1 Lane Settings 1 I I 0 I 0 I 2 0 I 2 0 1800 2000 1800 Y N Capacity Are the North/South phases split (Y/N)? Are the East/West phases split (Y/N)? Efficiency Lost Factor 0.10 Hourly Volume 31 14 Adjusted Hourly Volume 31 14 Utilization Factor 0.02 0.01 Critical Factors 33 33 0.02 0.02 0 2000 1800 4000 1800 4000 124 76 10 60 44 6 39 31 201 0 10 104 0 6 70 0 OIO 0.00 0.01 0.03 0.00 0.00 0.02 0.00 0.10 0.03 0.00 ICU Ratio = 0.25 LOS= A Turning Movements al Intersection of;. Tamarack Avenue and Carlsbad Village Drive W e s t A P P r Time : 7:15 AM to 8:15 AM Date: 07/19/01 Day : Thursday Name : Alvin. Ruel Totals 260 Sub- totals 146 114 10 60 44 Subtotals Tolal North Approach 76 lr 174 201 124 North 256 0 1 Tamarack Avenue 33 J i L t ^ t r 31 14 33 I) 78 252 31 39 6 Total Subtotals Sub- totals 76 Totals 170 94 Carlsbad Village Drive E a s I A P P r Soulh Approach Note : Left-lurn volumes include U-lurns. U-turns in bold. Tamarack Avenue at Carlsbad Village Drive Lane Configuration for Intersection Capacity Utitization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 5:30 PM to 6:30 PM Left Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside 1 I Config- (left) 2 I urations 3 1 4 5 6 Outside 7 Free-flow 1 I 1 1 1 1 I I I I I Lane Settings I I I 0 1 0 I 2 0 I 2 0 Capacity 1800 2000 1800 0 2000 0 1800 4000 0 1800 4000 0 Are the North/South phases split (Y/N)? Y Are the East/West phases split (Y.T^f)? N Efficiency Lost Factor O.IO Hourly Volume 41 51 81 14 66 37 39 193 28 39 88 20 Adjusted Hourly Volume 41 51 81 0 117 0 39 221 0 39 108 0 Utilization Factor 0.02 0.03 0.05 0.00 0.06 0.00 0.02 0.06 0.00 0.02 0.03 0.00 Critical Factors 0.05 0.06 0.06 0.02 ICU Ratio = 0.29 LOS = A Tuming Movements at Inlerseclion of: Tamarack Avenue and Carlsbad Village Drive W e s t A P P r Time : 5:30 PM to 6:30 PM Dale Day Name 07/19/01 Thursday Alvin. Ruel Sub- Tolals totals 426 166 260 39 193 28 Subtotals Tolal North Approach 117 37 66 132 North 41 51 0 173 306 227 0 14 Tamarack A\'enue 110 • t ^ t r 81 20 88 39 Tolal Subtotals Sub- totals 147 Totals 435 288 Carlsbad Village Drive E a s t A P P South Approach Note : Left-turn volumes include U-turns. U-turns in bold. CHW ©F C/^[I[LS[i^P INTERSECTION ANALYSIS SUMMARY Intersection Number: 35 Intersection Location: Alga Road «& Melrose Drive Contents: Tura 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 •|-KCi IlNOI^CJCSIiOS Cily : Carlsbad Intersection of: N/S Slreel : Melrose Drive E/W Streel : Alga Road VRPA TURNING MOVEMENT ANALYSIS File: 2001 Int #35 Dala Collected by : Malt, Chester Page 1 of 3 Count Dale : 08/02/01 Day: Thursday Weather: Sunny Traffic Control: Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Trn Thrti Righl Peds Left U-Trn Thra Right Peds Left U-Trn Thra Right Peds Left U-Trn Thra Right Peds Vehicle Peds 6:15 AM 17 1 12 0 0 1 0 28 18 0 11 0 0 18 , 0 0 0 2 I 0 109 0 6:30 AM 16 0 12 0 0 0 0 42 22 0 16 0 0 21 0 1 0 I 1 0 132 0 6:45 AM 21 1) 27 f) I 0 0 58 36 0 37 0 1 40 0 1 0 3 0 0 224 I 7:00 AM 29 2 21 0 0 2 2 81 32 2 46 1 0 40 0 4 0 5 0 2 265 4 7:15 AM 42 0 37 I 1 0 0 62 49 I 44 0 1 44 0 0 0 1 2 0 283 2 7:30 AM 42 1 29 1 2 1 2 65 44 I 40 1 I 50 0 2 0 2 0 0 281 3 7:45 AM * 35 1 36 1 0 1 0 72 43 I 45 0 2 66 0 7 0 5 2 I 316 2 8:00 AM * 53 1 46 0 I 1 0 62 36 0 44 I 1 56 2 2 0 7 0 2 310 5 8:15 AM * 65 3 43 3 2 0 2 85 47 1 55 I 0 51 0 6 0 \ 4 0 1 365 4 8:30 AM * 58 1 38 1 0 1 0 54 55 0 43 0 1 54 0 2 0 2 I 0 311 0 8:45 AM 38 0 31 0 I 2 0 62 34 I 38 0 2 58 0 4 0 I 0 0 270 2 9:00 AM 40 2 21 0 0 1 0 47 42 0 34 0 0 51 0 3 0 3 0 1 244 1 Max. 15 mill. 65 3 46 3 2 2 2 85 55 2 55 I 2 66 2 7 0-7 . 2 2 365 5 Pk. Hr Vol. 211 6 163 5 3 3 • 2 273 181 2 187 2 4 227 2 17 0 18 3 4 1302 11 7:30 AM Peak Inlerseclion Traffic in Pk. Hr 1302 Peak Hr. Faclor 0.89 8:30 AM Hour Intersection Pdslrns in Pk. Hr. 11 3:45 PM 41 0 45 2 I 8 0 49 39 0 37 0 5 71 2 1 0 0', I 0 299 3 4:00 PM 36 0 41 1 I I 0 51 25 0 45 0 0 83 0 5 0 0 3 0 291 1 4:15 PM 51 0 38 3 I 3 0 46 42 0 48 1 3 79 0 I 0 1 ' ••2 0 318 1 4:30 PM 57 0 49 0 0 3 0 46 30 0 34 0 3 86 0 0 0 0 J 0 309 0 4:45 PM • 47 0 49 4 2 5 0 56 50 0 42 0 10 121 2 5 0 4 1 0 394 4 5:00 PM * 55 0 55 4 0 3 0 73 52 0 89 0 14 102 0 7 0 2 0 0 456 0 5:15 PM * 64 0 48 1 I I 0 46 37 0 35 0 2 94 0 2 0 0 1 0 331 1 5:30 PM * 77 0 37 0 0 3 1 96 79 0 74 0 9 114 0 2 0 1 0 493 0 5:45 PM 54 2 45 1 0 5 0 44 46 2 48 0 5 91 0 1 0 3 2 r'O. 347 2 6:00 PM 59 1 48 1 0 0 . 0 49 54 0 48 0 2 82 0 4 0 0 3 0 351 0 6:15 PM 72 0 46 2 0 0 0 36 39 0 60 0 4 63 0 4 0 3 2 0 331 0 6:30 PM 76 2 42 0 I 2 0 40 29 0 37 0 4 40 0 1 0 2 1 0 276 1 Max. 15 mill. 77 2 55 4 2 8 1 96 79 2 89 I 14 121 2 7 0 4 3 0 493 4 Pk. Hr Vol. 243 0 189 9 3 12 1 271 218 0 240 0 35 431 2 16 0 7 2 0 1674 5 4:30 PM Peak Inlerseclion Traffic in Pk. Hr 1674 5:30 PM Hour Inlerseclion Pdstrns in Pk. Hr. = 5 Peak Hr. Factor 0.85 Melrose Drive at Alga Road Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : Soutii Appr (NB) Nbrtii Appr (SB) West Appr (EB) ' East Appr (WB) 7:30 AM to 8:30 AM Left Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside I I I 1 I Config - (left) 2 1 I I I I I urations 3 I I 1 4 5 6 1 I I I Outside 7 Free-flow Lane Settings I 3 0 I 3 0 I 0 2 I I 0 Capacity 1800 6000 0 1800 6000 0 1800 0 3800 1800 2000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor O.IO Hourly Volume 217 163 5 5 273 181 189 4 227 17 18 3 Adjusted Hourly Volume 217 168 0 5 454 0 189 0 231 17 21 0 Utilization Factor 0.12 0.03 0.00 0.00 0.08 0.00 0.11 0.00 0.06 O.OI O.OI 0.00 Critical Factors 0.12 0.08 0.11 O.OI ICU Ratio _ 0.42 LOS = A Tuming Movements at Intersection of: Melrose Drive and Alga Road W e s t A P P r Time : 7:30 AM to 8:30 AM Date Day Name 08/02/01 Thursday Malt. Chester Sub- Tolals totals 832 412 420 189 4 227 Subtotals Total North Approach 459 181 273 Jt lr 523 North 217 163 6 385 908 814 2 5 Melro.se Drive 333 t t. ^ t r 17 0 Total Subtotals Sub- totals 12 Alga Road Totals 50 E a s t A P P South Approach Note : Left-tum volumes include U-turns. U-lurns in bold. Melrose Drive at Alga Road Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) Nortii Appr (SB) West Appr (EB) East Appr (WB) 4:30 PM to 5:30 PM Left Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside I I 1 I 1 Config - (left) 2 1 I I I I I urations 3 1 1 1 4 5 6 1 1 1 I Outside 7 Free-flow Lane Settings I 3 0 1 3 0 I 0 2 I I 0 Capacity 1800 6000 0 1800 6000 0 1800 0 3800 1800 2000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor O.IO Hourly Volume 243 189 9 13 271 218 240 35 431 16 7 2 ' Adjusted Hourly Volume 243 198 0 13 489 0 240 0 466 16 9 0 Utilization Factor 0.14 0.03 0.00 O.OI 0.08 0.00 0.13 0.00 0.12 O.OI 0.00 0.00 Critical Factors 0.14 0.08 0.13 0.00 ICU Ratio = 0.45 LOS= A Tuming Movements at Intersection of: Melrojie Drive and Alga Road W e s I A P P r Time : 4:30 PM to 5:30 PM Date Day Name 08/02/01 Thursday Matt. Chester Sub- Tolals totals 1174 468 706 0 240 35 431 Subtotals Tolal North Approach lr 718 502 North Melrose Drive 934 1 218 271 13 ^ t r 243 189 9 (I . 441 1159 432 2 7 16 0 Total Subtotals Sub- totals 25 56 Alga Road Totals 81 E a s t A P P Soulh Approach Note : Left-turn volumes include U-turns. U-lurns in bold. CEW ©F C/^[RLS[B/^[0) TIMFFHC M©Q^ET©[^S[^^ mm INTERSECTION ANALYSIS SUMMARY Intersection Number: 36 Intersection Location: Jefferson Street & Marron Road Contents: Tura Movement Count Summary Page 1 A.M. Peak Hour ICU Analysis and Page 2 Turn Movement Diagram P.M. Peak Hour ICU Analysis and Page 3 Turn Movement Diagram I KCl lINOi.OGIKS Cily: Carlsbad Intersection of: N/S Slreel: Jefferson Street E/W Street: Marron Road VRPA TURNING MOVEMENT ANALYSIS File: 2001 Int #36 Data Collected by : Connie, Steve, Kelly Page 1 of3 Count Date 08/14/01 Day: Tuesday Weather: Sunny Traffic Control: Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Tm Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Righl Peds Vehicle Peds 6:15 AM 1 0 12 0 0 6 0 14 31 0 5 0 I 2 0 0 0 1 1 0 74 0 6:30 AM 7 0 16 0 0 4 0 8 73 2 7 0 4 0 0 1 0 2 2 0 124 2 6:45 AM 6 0 20 I 0 2 0 27 104 0 7 0 3 1 0 0 0 0 3 0 174 0 7:00 AM 14 0 32 0 0 6 0 44 128 0 6 0 3 2 0 0 0 1 2 0 238 0 7:15 AM 7 0 37 0 0 4 0 37 104 0 9 0 1 7 0 0 0 0 2 0 208 0 7:30 AM 7 0 24 0 0 9 0 45 95 0 13 0 0 5 0 0 0 0 1 0 199 0 7:45 AM * 8 0 28 0 0 12 0 57 IOO-0 20 0 1 4 0 0 0 1 6 0 237 0 8:00 AM * 9 0 32 0 0 15 0 54 98. 0 27 0 2 5 0 1 0 1 4 0 248 0 8:15 AM * 5 0 28 0 0 14 0 49 96 0 14 0 4 4 0 0 0 0 8 0 222 0 8:30 AM * 9 0 33 1 0 14 0 46 100 0 19 0 6 8 0 1 0 I 1 0 239 0 8:45 AM 10 0 31 2 0 15 0 31 69 2 16 0 2 10 0 0 0 2 7 0 195 2 9:00 AM 8 0 50 2 0 25 0 56 85 0 18 0 3 12 0 0 0 1 10 0 270 0 Max. 15 min. 14 0 50 2 0 25 0 57 128 2 27 0 6 12 0 I 0 2 10 0 270 2 Pk. Hr. Vol. 31 0 121 1 0 55 0 206 394 0 80 0 13 21 0 2 0 3 19 0 946 0 7:30 AM Peak Intersection Traffic in Pk. Hr. = 946 Peak Hr. Factor 0.95 8:30 AM Hour Intersection Pdstrns in Pk. Hr. 0 3:45 PM 24 0 141 1 0 63 0 105 70 0 107 0 14 15 0 1 0 11 53 0 605 0 4:00 PM 39 0 150 2 0 63 2 94 65 0 88 0 16 24 0 0 0 8 62 0 613 0 4:15 PM 23 0 160 1 0 52 1 120 59 0 108 0 16 25 0 3 0 13 67 0 648 0 4:30 PM 14 0 111 0 0 36 0 98 57 0 72 0 16 22 0 0 0 8 46 0 480 0 4:45 PM 18 0 160 I 0 51 0 120 65 0 112 0 17 24 0 0 0 13 68 0 649 0 5:00 PM 17 0 140 1 0 48 2 109 51 0 109 0 45 13 0 1 0 11 67 0 614 0 5:15 PM * 23 0 179 0 0 50 0 131 69 0 99 1 23 25 1 0 0 4 92 0 696 1 5:30 PM * 21 0 196 1 0 53 0 79 53 0 135 0 20 20 0 0 0 4 72 0 654 0 5:45 PM * 25 0 208 1 1 64 1 112 78 0 134 0 18 16 0 1 0 4 59 0 721 I 6:00 PM * 28 0 139 2 0 47 0 116 50 0 130 0 32 33 0 2 0 8 39 0 626 0 6:15 PM 29 0 164 1 0 79 0 127 38 0 132 0 23 19 0 1 0 13 58 0 684 0 6:30 PM "32 1 82 1 0 38 0 87 27 0 46 0 4 12 0 0 0 10 28 0 368 0 Max. 15 min. 39 1 208 2 1 79 2 131 78 0 135 1 45 33 1 3 0 13 92 0 721 1 Pk. Hr. Vol. 97 0 722 4 1 214 I 438 250 0 498 1 93 94 1 J 0 20 262 0 2697 2 5:00 PM Peak Intersection Traffic in Pk. Hr. = 2697 6:00 PM Hour Intersection Pdstrns in Pk. Hr = 2 Peak Hr. Factor 0.94 Jefferson Street at Marron Road Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 7:30 AM to 8:30 AM Soutii Appr (NB) Lane Config - urations Inside (left) Outside Free-flow Left Thra Right I I Nortii Appr (SB) Left Thra Right West Appr (EB) Left Thra Right Page 2 of 3 East Appr (WB) Left Thra Right Lane Settings I 2 0 Capacity 1800 4000 0 Are the Nortii/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 31 121 I Adjusted Hourly Volume 31 122 0 UtUization Factor 0.02 0.03 O.OC Critical Factors 0.02 2 2 I I I 0 3600 4000 1800 1800 2000 0 .1 1 1 1800 2000 1800 55 206 394 80 13 21 2 3 19 55 206 394 80 34 0 2 3 19 0.02 0.05 0.22 0.04 0.02 0.00 0.00 0.00 0.01 0.22 0.04 0.01 ICU Ratio = 0.39 LOS Tuming Movements at Inlersection of: Jefferson Street and Marron Road W e s I A P P r Time : 7:30 AM to 8:30 AM Date: 08/14/01 Day : Tuesday Name : Connie, Steve. Kellv Totals 542 Siib- totals 428 114 80 13 21 Subtotals Total North Approach 394 229 31 382 655 206 North 121 153 875 0 55 Jefferson Street 220 • t ^ t r 19 3 2 Total Subtotals Sub- totals 24 69 Marron Road Totals E a s t A P P r Soulh Approach Note : Left-lurn volumes include U-turns. U-lurns in bold. Jefferson Street at Marron Road Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) Nbrth Appr (SB) West Appr (EB) East Appr (WB) 5:00 PM to 6:00 PM Left Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside I 1 1 I I Config - (left) 2 I 1 I I 1 urations 3 I I 1 I 4 I 5 I Outside 6 7 Free-flow Lane Settings I 2 0 2 2 I 1 I 0 I 1 1 Capacity 1800 4000 0 3600 4000 1800 1800 2000 0 1800 2000 1800 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor O.IO Hourly Volume 97 722 4 215 438 250 499 93 94 3 20 262 Adjusted Hourly Volume 97 726 0 215 438 250 499 187 0 3 20 262 Utilization Factor 0.05 0.18 0.00 0.06 O.II 0.14 0.28 0.09 0.00 0.00 O.OI 0.15 Critical Factors 0.18 0.06 0.28 0.15 ICU Ratio 0.77 LOS = C Turning Movements at Intersection of: Jefferson Street and Marron Road W e s t A P P r Time : 5:00 PM td 6:00 PM Date: 08/14/01 Day : Tuesday Name : Connie. Steve, Kellv Totals 1054 Sub- totals 368 686 499 93 94 Subtotals Total North Approach 333 Jefferson Street North 97 722 0 823 1358 2386 1 903 250 438 215 i ^ t r 1483 262 20 3 Total Subtotals Sub- totals 285 311 Marron Road Totals 596 E a s I A P P r South Approach Note : Left-tum volumes include U-turns. U-turns in bold. CEW ©F (C^[^[LSi^[0) T^FFEC [M]©C^ET©ra[j^(§ BUMMED imi INTERSECTION ANALYSIS SUMMARY Intersection Number: 37 Intersection Location: Monroe Street &. Marron Road Contents: Turn Movement Count Summary Page 1 (A,M. and P.M.) A.M. Peak Hour ICU Analysis and Page 2 Turn Movement Diagram P.M. Peak Hour ICU Analysis and Page 3 Turn Movement Diagram ii-ici iiNioLocriiiis City: Carlsbad Intersection of: N/S Streel : Monroe Slreel E/W Slreel: Marron Road VRPA TURNING MOVEMENT ANALYSIS File: 2001 Inl #37 Dala Collected by ; Chris, Chris Page 1 of 3 Count Date 08/14/01 Day: Tuesday Weather: Sunny Traffic Conlrol : Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Trn Thra Right Peds Left U-Trn Thrti Right Peds Left U-Trn Thra Right Peds Left U-Trn Thra Right Peds Vehicle Peds 6:15 AM 7 0 I 0 0 3 0 I 2 0 4 0 10 1 0 6 0 5 5 0 45 0 6:30 AM 13 0 1 4 0 I) 0 0 I 0 0 0 7 2 0 6 0 10 0 1 44 I 6:45 AM 16 0 3 4 0 1 0 0 0 I 1 0 10 10 0 6 0 10 4 0 65 I 7:00 AM 23 0 5 8 0 0 0 0 I 0 3 0 19 22 0 18 0 16 3 0 118 0 7:15 AM 17 0 I 4 0 0 0 I 0 0 4 0 13 22 0 2 0 19 I 1 84 1 7:30 AM 18 0 2 6 0 1 0 1 0 0 2 0 23 17 0 16 0 18 2 0 106 0 7:45 AM * 31 0 4 7 0 1 0 0 0 0 4 0 21 29 0 10 0 18 0 I 125 1 8:00 AM * 21 0 6 7 0 3 0 6 2 0 8 0 22 42 0 14 0 7 0 0 138 0 8:15 AM * 21 0 3 24 0 0 0 0 0 1 4 0 34 20 0 11 0 19 2 0 138 I 8:30 AM * 21 0 7 10 0 0 0 1 0 0 6 0 29 25 1 10 0 20 0 0 129 1 8:45 AM 24 0 1 12 0 4 0 2 1 0 3 0 22 10 0 10 0 15 3 0 107 0 9:00 AM 30 0 3 10 0 1 0 1 1 0 3 0 26 36 0 13 0 17 6 1 147 1 Max. 15 min. 31 0 7 24 0 4 0 6 2 I 8 0 34 42 I 18 0 20 6 1 147 1 Pk. Hr Vol. 94 0 20 48 0 4 0 7 2 1 22 0 106 116 1 45 0 64 2 1 530 . 3 7:30 AM Peak Intersection Traffic in Pk. Hr. 530 Peak Hr. Faclor 0.96 8:30 AM Hour Intersection Pdstrns in Pk. Hr. 3 3:45 PM 54 0 26 41 0 10 0 22 22 0 18 0 54 36 0 15 0 80 9 0 387 0 4:00 PM 70 0 22 39 0 18 0 21 21 0 II 0 67 33 0 24 0 86 20 0 432 0 4:15 PM 53 0 24 32 I 14 0 13 25 0 18 0 76 44 0 24 0 71 10 1 404 2 4:30 PM 66 0 27 31 I 12 0 25 24 0 21 0 61 51 0 20 0 73 17 4 428 5 4:45 PM 60 0 23 28 0 20 0 21 23 0 15 0 74 58 0 25 0 82 18 0 447 0 5:00 PM * 80 0 28 44 0 14 0 27 13 I 9 0 68 36 0 16 0 77 16 0 428 1 5:15 PM * 78 0 21 29 3 17 0 16 17 0 18 0 91 45 0 24 0 87 14 0 457 3 5:30 PM * 128 0 37 43 0 14 0 24 23 0 12 0 53 53 0 25 0 91 17 0 520 0 5:45 PM * 103 0 42 34 0 15 0 14 26 0 20 0 70 49 0 18 0 92 12 1 495 1 6:00 PM ('7 0 22 40 0 16 0 18 7 0 17 0 79 39 1 16 0 76 15 0 412 1 6:15 PM 61 0 25 41 0 10 ' 0 13 26 0 11 0 71 38 0 22 0 66 18 I 402 1 6:30 PM 46 0 33 22 2 9 0 22 19 0 22 0 64 41 0 23 0 74 25 0 400 2 Max. 15 min. 128 0 42 44 3 20 0 27 26 1 22 0 91 58 I 25 0 92 25 4 520 5 Pk. Hr. Vol. 389 0 128 150 3 60 0 81 79 1 59 0 282 183 0 83 0 347 59 I 1900 5 4:45 PM 5:45 PM Peak Hour Peak Hr. Factor 0.91 Intersection Pdslrns in Pk. Hr Monroe Street at Marron Road Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 7:30 AM to 8:30 AM South Appr (NB) Left Thra Right Lane Config - urations Inside (left) Outside Free-flow Nortii Appr (SB) Left Thm Right West Appr (EB) Left Thra Right Page 2 of 3 East Appr (WB) Left Thra Right Lane Settings I 2 Capacity 1800 4000 Are the North/South phases split (Y/N)? Are tiie East/West phases split (Y/N)? Efficiency Lost Factor Hourly Volume Adjusted Hourly Volume Utilization Factor Critical Factors 0 0 N N I 2 1800 4000 1 2 1800 4000 I 2 1800 4000 0.10 94 20 48 4 7 2 22 106 116 45 64 2 94 68 0 4 9 0 22 222 0 45 66 0 0.05 0.02 0.00 0.00 0.00 0.00 0.01 0.06 0.00 0.03 0.02 0.00 0.05 0.00 0.06 0.03 ICU Ratio = 0.24 LOS = A Turning Movements at Intersection of: Monroe Street and Marron Road W e s I A P P r Time : 7:30 AM to 8:30 AM Date: 08/14/01 Day ; Tuesday Name : Chris, Chris Totals 404 Siib- tolals 160 244 North Approach 22 106 116 Subtotals Total lr 168 94 II 330 13 7 J i t North 57 Monroe Street 44 *i t r 20 48 162 2 64 45 Total Subtotals Sub- totals III 158 Marron Road Totals 269 E a s t A P P Soulh Approach Note : Left-turn volumes include U-lurns. U-turns in bold. Monroe Street at Marron Road Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 4:45 PM to 5:45 PM Soutii Appr (NB) Left Thra Right Lane Config - urations Inside (left) Outside Free-flow North Appr (SB) Left Thra Right West Appr (EB) Left Thra Right Page 3 of 3 East Appr (WB) Left Thra Right Lane Settings 12 0 12 Capacity 1800 4000 0 1800 4000 Are the North/South phases spht (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 389 128 150 60 81 Adjusted Hourly Volume 389 278 0 60 160 Utilization Factor 0.22 0.07 0.00 0.03 0.04 Critical Factors 0.22 0.04 79 0 0.00 I 2 1800 4000 59 59 0.03 282 465 0.12 0.12 183 0 0.00 1 2 1800 4000 83 83 0.05 0.05 347 406 0.10 59 0 0.00 ICU Ratio = 0.53 LOS^ Tuming Movements at Intersection of: Monroe Street and Marron Road W e s I A P P r Time : 4:45 PM to 5:45 PM Date: 08/14/01 Day : Tuesday Name : Chris, Chris Totals 1339 Sub- lolals 815 524 59 282 183 Subtotals Total North Approach 220 79 81 North 466 0 60 Monroe Street 246 • t ^ t r 389 128 150 0 347 667 1014 59 347 83 Total Subtotals Sub- totals 489 492 Marron Road Totals 981 E a s t A P P r Soulh Approach Note : Left-turn volumes include U-turns. U-lurns in bold. CEW ©F C/^^LSl^P TiMFFEC M©[f^ET©raO^(g [p[^©(g[MC SyM[M]E[^ imi INTERSECTION ANALYSIS SUMMARY Intersection Number: 38 Intersection Location: I-5/Carlsbad ViUage Drive 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 noCUI lIMOI^OGIKS VRPA TURNING MOVEMENT ANALYSIS City : Carlsbad Intersection of: N/S Street : 1-5 Soutiibouiid Ramps E/W Street : Carisbad Village Drive File : 2001 Int #38 Data Collected by : Keith, Alvin Page 1 of 3 Count Date 07/17/01 Day: Tuesday Weather: Sunny Traffic Control: Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Trn Thra Right Peds Left U-Trn Thm Right Peds Left U-Trn Thra Right Peds Left U-Trn Thra Right Peds Vehicle Peds 6:15 AM 0 0 0 0 0 7 0 0 35 0 0 0 46 39 0 40 0 62 0 I 229 I 6:30 AM 0 0 0 0 0 5 0 0 27 0 0 0 58 53 7 59 0 50 0 5 252 12 6:45 AM 0 0 0 0 0 13 0 0 30 0 0 0 59 47 2 62 fl 67 0 0 278 2 7:00 AM 0 0 0 0 0 12 0 0 34 0 0 0 62 55 3 82 fl 64 fl 1 309 4 7:15 AM 0 0 0 0 0 9 0 0 41 0 0 0 74 44 0 47 fl 97 fl 0 312 0 7:30 AM 0 0 0 0 0 18 0 0 44 0 0 0 85 47 1 ,73 fl 96 fl 0 363 I 7:45 AM 0 0 0 0 0 18 0 0 35* 0 0 0 106 56 5 69 {) IOI fl 3 385 8 8:00 AM 0 0 0 0 0 28 0 0 29' 0 0 0 85 58 2 67 fl 153 fl fl 420 2 8:15 AM * 0 0 0 0 0 16 0 2 53 0 0 0 116 53 5 71 0 I6fl 0 fl 471 5 8:30 AM * 0 0 0 0 0 15 0 0 68 0 0 0 90 78 5 72 0 156 0 0 479 5 8:45 AM * 0 0 0 0 0 12 0 0 58-0 0 0 98 69 9 47 0 152 0 2 436 11 9:00 AM * 0 0 0 0 0 17 0 I 76 0 0 0 87 62 1 41 0 184 0 0 468 I Max. 15 min. 0 0 0 0 0 28 0 2 76 0 0 0 116 78 9 82 0 184 0 5 479 12 Pk, Hr. Vol. 0 0 0 0 0 60 0 3 255 0 0 0 391 262 20 231 0 652 0 2 1854-^ 22 8:00 AM Peak Interseclion Traffic in Pk. Hr. 1854 Peak Hr. Faclor 0.97 9:00 AM Hour Intersection Pdstrns in Pk. Hr, 22 3:45 PM 0 0 0 0 0 22 0 0 92 0 0 0 173 IOO 5 33 fl 137 0 5 557 10 4:00 PM 0 0 0 0 0 32 0 I 97 0 0 0 203 71 0 37 0 142 0 5 583 5 4:15 PM 0 0 0 0 0 39 0 0 83 0 0 0 152 85 5 48 fl 140 0 0 547 5 4:30 PM 0 0 0 0 0 24 0 0 104 0 0 0 196 • 80 I 38 fl 171 0 5 613 6 • 4:45 PM 0 0 0 0 0 31 0 0 95 0 0 0 195 91 3 59 fl 157 fl 4 628 7 5:00 PM 0 0 0 0 0 24 0 0 92 0 0 0 186 98 6 55 () 141 0 1 596 7 5:15 PM 0 0 0 0 0 33 0 0 94 0 0 0 178 51 5 44 0 151 0 3 551 8 5:30 PM * 0 0 0 0 0 36 0 0 119 0 0 0 216 72 I 53 0 164 0 4 660 5 5:45 PM * 0 0 0 0 0 31 0 0 95 0 0 0 201 76 7 40 0 153 0 0 596 7 6:00 PM * 0 0 0 0 0 30 0 0 102 0 0 0 224 83 io 35 0 164 0 I 638 11 6:15 PM * 0 0 0 0 0 34 0 2 82 0 0 0 151 63 2 53 0 168 0 2 553 4 6:30 PM 0 0 0 0 0 30 0 I 103 0 0 0 222 83 6 32 fl 141 0 0 612 6 Max. 15 min. 0 0 0 0 0 39 0 2 119 0 0 0 224 100 10 59 fl 171 0 5 660 11 Pk, Hr. Vol. 0 0 0 0 0 131 0 2 398 0 0 0 792 294 20 181 fl 649 0 7 2447 27 5:15 PM Peak Inlersection Traffic in Pk. Hr 2447 6:15 PM Hour Inlerseclion Pdstrns in Pk. Hr. = 27 Peak Hr. Faclor 0.93 1-5 Southbound Ramps at Carlsbad Village Drive Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) .. North Appr (SB) , West Appr (EB) East Appr (WB) 8:00 AM to 9:00 AM Left Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside I Config - (left) 2 I I 1 I urations 3 1 I I 4 5 6 I 1 1 Outside 7 Free-flow Lane Settings 0 0 0 0 I I 0 2 0 I 2 0 Capacity 0 0 0 0 2000 1800 0 4000 0 1800 4000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor O.K) Hourly Volume 0 0 0 60 3 255 0 391 262 231 652 0 Adjusted Hourly Volume 0 0 0 0 63 255 0 653 0 231 652 0 Utilization Factor 0.00 0.00 O.flO 0.00 0.03 0.14 0.00 0.16 0.00 0.13 0.16 0.00 Critical Factors 0.00 0.14 0.16 0.13 ICU Ratio _ 0.53 LOS = A Turning Movements at Intersection of; 1-5 Southbound Ramps and Carlsbad Village Drive W e s t A P P r Time : 8:00 AM to 9:00 AM Date: 07/17/01 Day : Tuesday Name : Keith, Alvin Sub- Tolals totals 1560 907 653 0 391 262 Subtotals Total North Approach 255 i lr 496 318 North 0 0 0 0 1-5 Southbound Ramps 318 0 60 ^ t r 0 652 231 0 Total Subtotals Sub- totals 883 451 Totals 1334 Carlsbad Village Drive E a s t A P P 496 Soulh Approach Note : Left-lurn volumes include U-turns. U-turns in bold. 1-5 Southbound Ramps at Carlsbad Village Drive Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) Nortii Appr (SB) West Appr (EB) East Appr (WB) 5:15 PM to 6:15 PM Left Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside I Config - (left) 2 1 1 1 1 urations 3 I I I 4 5 6 1 1 1 Outside 7 Free-flow Lane Settings 0 0 0 0 I 1 0 2 0 I 2 0 Capacity 0 0 0 0 2000 1800 0 4000 0 1800 4000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor O.IO Hourly Volume 0 0 0 131 2 398 0 792 294 181 649 0 Adjusted Hourly Volume 0 0 0 0 133 398 0 1086 0 181 649 0 Utilization Factor 0.00 0.00 0.00 0.00 0.07 0.22 0.00 0.27 0.00 0.10 0.16 0.00 Critical Factors 0.00 0.22 0.27 O.IO ICU Ratio _ 0.69 LOS = B Tuming Movements at Intersection of: 1-5 Southbound Ramps and Carlsbad Village Drive W e s t A P P r Time : 5:15 PM lo 6:15 PM Date: 07/17/01 Day : Tuesday Name : Keith, Alvin Sub- Totals totals 2133 1047 1086 0 792 294 Subtotals Total North Approach 398 lr 477 531 2 I • North 0 0 0 fl 477 1-5 Southbound Ramps 531 0 131 *^ t r 0 649 181 0 Tolal Subtotals Sub- totals 830 923 Totals 1753 Carlsbad Village Drive E a s t A P P r South Approach Note : Left-turn volumes include U-lurns. U-turns in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2001 INTERSECTION ANALYSIS SUMMARY Intersection Number: 39 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 Tum Movement Diagram P.M. Peak Hour ICU Analysis and Turn Movement Diagram Page 1 Page 2 Page 3 VRPA TURNING MOVEMENT ANALYSIS City: Carlsbad Inlerseclion of: N/S Slreel: 1-5 Northbound Ramps E/W Slreel : Carisbad Village Drive File: 2001 Int #39 Data Collected by : Brian, Maria Page 1 of 3 Count Date 07/17/01 Day: Tuesday Weather; Sunny Traffic Control: Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Trn Thrti Right Peds Left U-Trn Thra Righl Peds Left U-Trn Thra Right Peds Left U-Trn Thra Right Peds Vehicle Peds 6:15 AM 13 0 0 7 0 0 fl fl fl 0 39 0 15 0 I 0 0 IOI 26 2 201 3 6:30 AM 9 () fl lfl fl 0 fl 0 1) 0 50 0 16 0 1 0 fl 94 26 5 205 6 6:45 AM 20 0 fl 14 fl 0 0 0 1) 0 46 0 23 0 fl 0 0 116 46 1 265 I 7:00 AM 16 0 0 15 0 0 0 0 0 0 35 0 38 0 2 0 0 120 37 2 261 4 7:15 AM 22 0 0 19 0 fl 0 0 0 0 54 0 34 0 3 fl 0 126 32 1 287 4 7:30 AM 36 fl 1 25 0 fl 0 0 0 fl 59 0 49 fl 3 0 0 125 44 0 339 3 7:45 AM 52 fl fl 38 0 fl 0 0 0 fl 47 fl 52 0 2 fl 0 138 60 4 387 6 8:00 AM 44 fl 0 35 0 0 fl 0 0 0 52 0 59 0 2 fl fl 161 47 2 398 4 8:15 AM * 73 fl 0 34 fl 0 fl fl fl 0 67 0 65 0 3 0 fl 136 35 3 410 6 8:30 AM * 63 0 0 2fl fl 0 fl 0 0 0 57 0 78 0 I 0 0 153 27 0 398 1 8:45 AM * 74 0 0 31 0 0 0 0 0 0 56 0 71 0 0 0 0 134 39 2 405 2 9:00 AM * 94 0 0 45 0 fl 0 0 0 0 43 0 65 0 I 0 0 146 30 1 423 2 Max. 15 mill. 94 0 1 45 0 0 0 0 0 0 67 0 78 0 3 0 0 161 60 5 423 • 6 Pk. Hr Vol. 304 fl fl 130 0 0 0 0 0 0 ' 223 0 279 0 5 0 fl 569 131 6 1636 11 8:00 AM Peak Inlerseclion Traffic in Pk. Hr. 1636 Peak Hr. Faclor 0.97 9:00 AM Hour Inlerseclion Pdslrns in Pk. Hr. 11 3:45 PM 52 fl 0 41 0 0 0 0 0 fl-74 0 137 0 5 fl 0 125 37 7 466 12 4:00 PM 58 0 0 46 fl 0 0 0 0 fl 84 0 119 0 3 fl fl 130 21 3 458 6 4:15 PM 59 0 0 46 fl 0 fl 0 0 0 87 0 131 0 6 0 0 134 27 2 484 8 4:30 PM 75 0 0 56 0 0 fl fl fl 0 88 0 166 0 5 0 0 139 26 •3 550 8 4:45 PM 78 0 0 73 0 0 0 fl fl 0 84 0 159 0 0 0 0 148 35 1 577 1 5:00 PM 48 fl fl 69 0 0 0 0 0 0 64 0 131 0 6 0 0 144 27 3 483 9 5:15 PM 54 0 2 65 fl fl 0 0 0 0 71 0 144 0 6 0 0 154 45 2 535 8 5:30 PM * 79 0 0 62 fl 0 0 0 0 0 69 0 193 0 1 0 0 149 26 5 578 6 5:45 PM * 56 0 1 96 0 0 0 0 0 0 91 0 145 0 8 0 0 156 34 0 579 8 6:00 PM * • 62 0 1 61 1) -0 0 0 0 0 82 0 155 0 I 1) 0 115 24 3 500 4 6:15 PM * 86 0 1 59 0 0 0 0 0 fl 77 1) 137 0 4 0 0 166 30 2 556 6 6:30 PM 74 0 0 57 fl fl 0 0 0 0 85 0 142 0 7 0 0 94 23 0 475 7 Max. 15 min. 86 0 2 96 fl fl 0 0 0 0 91 0 193 0 8 0 0 166 45 7 579 12 Pk. Hr. Vol. 283 0 3 278 fl fl t) fl fl 0 319 fl 630 0 14 0 0 586 114 10 2213 24 5:15 PM 6:15 PM Peak Hour Peak Hr. Factor 0.96 Inlersection Pdslrns in Pk. Hr. - 24 1-5 Northbound Ramps at Carlsbad Village Drive Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : Soutii Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 8:00 AM to 9:0flAM Left Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside I Config- (left) 2 I I urations 3 I 4 5 6 Outside 7 Free-flow 1 I I I I 1 Lane Settings fl 1 I 0 0 0 I 2 0 0 2 0 Capacity 0 2000 1800 0 0 0 1800 4000 0 0 4000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor O.IO Hourly Volume 304 0 130 0 0 0 223 279 0 0 569 131 Adjusted Hourly Volume 0 304 130 0 0 0 223 279 0 0 700 0 Utilization Factor 0.00 0.15 0.07 0.00 0.00 0.00 0.12 0.07 0.00 0.00 0.18 0.00 Critical Factors 0.15 0.00 0.12 0.18 ICU Ratio = 0.55 LOS= A Turning Movements at Intersection of: 1-5 Northbound Ramps and Carlsbad Village Drive W e s t A P P Time : 8:00 AM to 9:00 AM Date; 07/17/01 Day: Tuesday Name : Brian, Maria Totals 1375 Sub- lotals 873 502 223 279 0 Subtotals Tolal North Approach 304 I) 434 North 0 434 1-5 Northbound Ramps 354 0 0 • t "1 t r 130 354 131 569 0 Total Subtotals Sub- totals 700 Totals 1109 409 Carlsbad Village Drive E a s t A P P South Approach Note : Left-tum volumes include U-turns. U-turns in bold. 1-5 Northbound Ramps at Carlsbad Village Drive Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) Nortii Appr (SB) West Appr (EB) East Appr (WB) 5:15 PM to 6:15 PM Left Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside I Config - (left) 2 1 1 I urations 3 I 1 I 4 5 6 I I 1 Outside 7 Free-flow Lane Settings 0 1 I 0 0 0 I 2 0 0 2 0 Capacity 0 2000 1800 0 0 0 1800 4000 0 0 4000 0 Are the North/South phases split (Y/N)? N Are tiie East/West phases split (Y/'N)? N Efficiency Lost Factor O.IO Hourly Volume 283 3 278 0 0 0 319 630 0 0 586 114 Adjusted Hourly Volume 0 286 278 0 0 0 319 630 0 0 700 0 Utilization Factor 0.00 0.14 0.15 0.00 0.00 0.00 0.18 0.16 0.00 0.00 0.18 0.00 Critical Factors 0.15 0.00 0.18 0.18 ICU Ratio 0.61 LOS = B Tuming Movenients at Inlersection of: 1-5 Northbound Ramps and Carlsbad Village Drive W e s I A P P r Time : 5:15 PM lo 6:15 PM Dale Day Name Totals 1818 07/17/01 Tuesday Brian. Maria Sub- totals 869 949 319 630 0 Subtotals Total North Approach J Jt 283 0 564 0 0 i t North 3 564 1-5 Northbound Ramps 436 0 0 1 ^ t r 278 436 114 586 0 Tolal Subtotals Sub- totals 700 Totals 1608 908 Carlsbad Village Drive E a s I A P P South Approach Note : Left-turn volumes include U-turns. U-lurns in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2001 INTERSECTION ANALYSIS SUMMARY Intersection Number: 40 Intersection Location: I-5/Tamarack Avenue Southbound Ramp Contents: Turn Movement Count Summary Page 1 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Page 2 Turn Movement Diagram P.M. Peak Hour ICU Analysis and Page 3 Turn Movement Diagram l^^Gl IISIOI^OGIKS VRPA TURNING MOVEMENT ANALYSIS City: Carlsbad Intersection of: N/S Street: 1-5 Southbound Ramps E/W Slreel; Tamarack Avenue Page 1 of 3 File: 2001 Int#40 Dala Collected by : Caroline, James Count Dale : 07/19/01 Day: Thursday Weather: Sunny Traffic Control; Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 niin. prd. Left U-Trn Thm Right Peds Left U-Trn Thra Right Peds Left U-Trn Thra Right Peds Left U-Trn Thra Right Peds Vehicle Peds 6:15 AM 0 0 0 fl 0 21 0 fl 23 I 0 0 41 76 0 93 0 37 0 0 291 1 6:30 AM 0 0 0 0 0 15 0 I 22 0 fl fl 39 80 0 94 0 42 0 1 293 1 6:45 AM 0 0 0 0 0 18 0 1 28 5 0 0 45 82 0 97 fl 36 0 3 307 8 7:00 AM 0 1) 0 0 0 20 0 fl 25 0 0 0 58 84 0 87 0 43 fl 0 317 0 7:15 AM 0 0 0 0 0 22 0 2 23 2 fl 0 52 70 0 101 0 50 0 0 320 2 7:30 AM 0 0 0 fl 0 17 fl H 14 3 0 0 55 75 0 95 fl 45 0 2 301 5 7:45 AM * 0 fl 0 0 0 23 0 2 39 5 0 0 75 67 0 94 0 60 fl 0 360 5 8:0fl AM * fl 0 fl 0 0 18 0 0 18 2 fl 0 73 77 I 125 0 62 0 I 373 4 8:15 AM * 0 0 0 0 0 29 fl 1 14 4 fl 0 60 78 0 102 0 57 fl I 341 5 8:30 AM * 0 0 0 fl fl 27 0 1 24 0 0 0 45 56 0 107 0 55 0 2 315 2 8:45 AM 0 fl 0 0 0 30 0 2 22 0 0 0 65 64 0 88 0 67 0 4 338 4 9:00 AM 0 0 fl 0 0 37 0 3 18: I 0 0 57 63 0 92 0 60 0 1 330 2 Max. 15 niin. 0 0 0 0 0 37 0 3 39 5 0 0 75 84 1 125 0 67 0 4 373 8 Pk. Hr. Vol. 0 fl 0 0 0 97 0 4 95 II 0 0 253 278 1 428 0 234 0 4 1389 16 7:30 AM Peak Inlersection Traffic in Pk. Hr. 1389 Peak Hr Factor 0.93 8:30 AM Hour Inlerseclion Pdslrns in Pk. Hr. 16 3:45 PM 0 0 0 0 0 38 0 2 43 0 0 0 83 50 1 64 0 91 0 I 371 2 4:00 PM 0 0 fl 0 0 50 0 1 43 0 0 0 95 67 2 50 0 101 0 0 407 2 4:15 PM 0 0 0 0 0 43 fl 0 52 0 0 0 117 49 4 63 0 97 0 2 421 6 4:30 PM 0 0 0 0 0 31 0 1 55 0 0 0 80 48 0 42 0 89 0 0 346 0 4:45 PM 0 0 fl 0 0 43 0 2 45 0 0 0 101 31 3 63 fl 42 0 0 327 3 5:00 PM * 0 0 0 0 0 48 0 2 41 fl 0 0 83 47 7 41 0 181 0 2 443 9 5:15 PM * 0 0 0 0 0 48 fl 2 57 {) fl 0 104 47 4 57 0 82 0 0 397 4 5:30 PM * 0 0 0 0 0 45 0 1 32 0 {) fl 82 46 2 51 0 109 0 I 366 3 5:45 PM * 0 0 fl 0 0 43 0 7 53 0 0 0 94 45 2 49 0 98 0 1 389 3 6:00 PM 0 fl 0 0 0 43 0 0 52 0 0 0 107 34 3 42 0 109 0 2 387 5 6:15 PM 0 0 0 0 0 37 fl 0 43 fl 0 0 80 44 I 61 0 87 0 4 352 5 6:30 PM fl 0 0 0 0 34 0 2 41 0 0 fl 105 38 I 45 0 78 fl 1 343 2 Max. 15 min. 0 0 0 0 0 50 0 7 57 0 0 0 117 67 7 64 0 181 0 4 443 9 Pk. Hr Vol, 0 0 0 0 0 184 0 12 183 0 0 0 363 185 15 198 0 470 0 4 1595 19 4:45 PM Peak Intersection Traffic in Pk. Hr 1595 5:45 PM Hour Inlerseclion Pdslrns in Pk, Hr = 19 Peak Hr. Faclor 0.90 1-5 Southbound Ramps at Tamarack Avenue Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : Soutii Appr (NB) Nortii Appr (SB) West Appr (EB) East Appr (WB) 7:30 AM to 8:30 AM Left Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside I Config - (left) 2 1 1 I urations 3 I 1 I 4 1 I 5 I 6 Outside 7 Free-flow Lane Settings 0 fl 0 0 I 1 0 2 I 1 2 0 Capacity 0 fl 0 0 2000 1800 0 4000 1800 1800 4000 0 Are the North/South phases split (Y/N)? N Are tiie East/West phases split (Y/N)? N Efficiency Lost Factor fl. 10 Hourly Volume 0 0 0 97 4 95 0 253 278 428 234 0 Adjusted Hourly Volume 0 0 0 0 IOI 95 0 253 278 428 234 0 Utilization Factor 0.00 0.00 0.00 0.00 0.05 0.05 0.00 0.06 0.15 0.24 0.06 0.00 Critical Factors 0.00 0.05 0.15 0.24 ICU Ratio = 0.54 LOS = A Turning Movements at Intersection of: 1-5 Southbound Ramps and Tamarack Avenue w e s I A P P r Time : 7:30 AM to 8:30 AM Dale Day Name Totals 860 07/19/01 Tluirsda>' Caroline, James Sub- totals 329 531 North Approach 0 253 278 Subtotals Total 95 lr 710 0 0 710 196 4 North 1-5 Southbound Ramps 196 0 97 t f ^ t r 0 234 428 0 Tolal Subtotals Sub- totals 662 350 Tamarack Avenue Totals 1012 E a s I A P P Soulh Approach Note : Left-turn volumes include U-lurns. U-turns in bold. 1-5 Southbound Ramps at Tamarack Avenue Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 4:45 PM to 5:45 PM Left Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside I Config - (left) 2 I 1 I urations 3 I 1 1 4 I I 5 1 6 Outside 7 Free-flow Lane Settings 0 0 0 0 I I 0 2 1 1 2 0 Capacity 0 0 0 0 2000 1800 0 4000 1800 1800 4000 0 Are the Nortli/South phases split (Y/N)? N Are tiie East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 0 0 0 184 12 183 0 363 185 198 470 0 Adjusted Hourly Volume 0 0 0 0 196 183 0 363 185 198 470 0 Utilization Factor 0.00 0.00 0.00 0.00 0.10 O.IO 0.00 0.09 0.10 O.II 0.12 0.00 Critical Factors 0.00 O.IO 0.10 0.11 ICU Ratio = 0.41 LOS = A Turning Movenients at Intersection of: I-S Southbound Ramps and Tamarack Avenue W e s t A P P r Time : 4:45 PM to 5:45 PM Date: 07/19/01 Day: Thursday Name : Caroline, James Totals 1201 Sub- tolals 653 548 0 363 185 Subtotals Total North Approach 183 395 0 0 395 379 12 North 1-5 Southbound Ramps 379 I) 184 ^ t r 0 -470 198 Total Subtotals Sub- totals 668 547 Tamarack Avenue Totals 1215 E a s t A P P r Soulh Approach Note : Left-turn volumes include U-turns. U-turns in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2001 INTERSECTION ANALYSIS SUMMARY Intersection Number: 41 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 Turn Movement Diagram Page 3 fKCl INOl^OGlKSi VRPA TURNING MOVEMENT ANALYSIS City: Carisbad Intersection of: N/S Street: 1-5 Northbound Ramps E/W Street: Tamarack Avenue File: 2flOIInt#4I Data Collected by : Brian, Maria Page 1 of3 Count Date : 07/19/01 Day: Thursday Weather: Sunny Traffic Control; Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 Peds min. prd. Left U-Trn Thra Righl Peds Left U-Trn Thm Right Peds Left U-Trn Thra Right Peds Left U-Trn Thra Right Peds Vehicle Peds 6:15 AM 9 0 0 20 fl 0 0 0 0 0 21 0 29 0 3 0 0 81 41 2 201 5 6:30 AM 7 0 fl 17 0 0 fl fl 0 0 22 0 25 0 1 0 0 99 42 3 212 4 6:45 AM 12 fl 1 27 1) 0 0 fl 0 0 70 0 35 0 0 fl 0 145 60 3 350 3 7:00 AM 1 1 0 fl 33 0 0 0 fl 0 0 33 0 41 0 0 0 0 102 43 1 263 1 7:15 AM 24 0 1 39 0 0 0 0 0 0 39 0 46 0 1 0 0 138 52 4 339 5 7:30 AM 20 0 fl 40 0 0 0 0 0 0 39 0 47 0 I 0 0 145 46 4 337-5 7:45 AM 13 0 0 41 0 0 0 0 0 0 34 0 40 0 1 0 0 92 49 3 269 4 8:00 AM * 27 0 0 56 fl 0 0 fl 0 0 4fl 0 58 0 0 0 , 0 187 49 4 417 4 8:15 AM * 30 0 0 50 0 0 0 0 0 0 32 0 60 0 2 0 0 116 41 1 329 3 8:30 AM * 25 0 0 44 0 0 0 0 fl-0 34 0 42' 0 1 0 0 139 36 5 320 6 8:45 AM * 23 0 0 48 0 0 0 0 fl 0 35 0 64 0 I 0 0 136 71 0 377 1 9:00 AM 27 fl 1 63 0 fl 0 0 fl fl 34 fl 69 0 2 0 0 121 32 5 347 7 Max. 15 min 30 0 1 63 0 0 0 0 fl fl 70 0 69 0 3 0 0 187 71 5 417 7 Pk. Hr. Vol. 105 0 • 0 198 0 0 0 0 0 fl 141 0 224 0 4 0 0 578 —197— ^10^ ^1443^ It 7:45 AM Peak liilcrscclioii Traffic in Pk. Hr. 1443 Peak Hr. Faclor 0.87 8:45 AM Hour Interseclion Pdslrns in Pk. Hr. 14 3:45 PM 51 0 0 85 fl 0 0 0 0 0 35 0 88 0 1 0 0 102 49 I 410 2 4:00 PM 53 0 0 89 0 0 0 0 0 0 34 0 107 0 5 0 0 85 40 I 408 6 4:15 PM 58 0 0 95 0 0 0 0 0 0 52 0 122 0 6 0 0 99 36 1 462 7 4:30 PM 48 0 0 101 0 0 0 0 0 0 17 0 89 0 0 0 0 89 39 0 383 0 4:45 PM * 45 0 0 125 0 0 fl 0 0 0 34 0 III 0 2 0 0 118 47 3 480 5 5:00 PM * 58 0 1 135 0 0 0 0 0 0 33 0 IIO 0 I 0 0 105 38 6 480 7 5:15 PM * 41 0 2 llfl 0 0 0 0 fl fl 33 0 136 0 0 0 0 110 39 1 471 1 5:30 PM * 48 0 I lfl4 0 0 0 0 0 0 23 0 103 0 3 0 0 90 45 1 414 4 5:45 PM 47 {) 0 122 0 0 0 0 0 0 30 0 139 0 I 0 0 94 46 0 478 1 6:00 PM 5.2 0 0 139 0 0 0 fl 0 fl 24 0 103 0 3 0 0 114 30 0 462 3 6:15 PM 36 fl 1 118 0 0 fl 0 0 0 29 0 112 0 1 0 0 93 35 3 424 5 6:30 PM 39 fl fl 119 0 0 0 0 0 0 32 0 121 0 1 0 0 105 40 2 456 3 Max. 15 mill. 58 fl 2 139 0 fl 0 0 0 0 52 0 139 0 6 0 0 118 49 6 480 7 Pk. Hr. Vol. 192 0 4 474 0 0 0 0 0 0 123 0 460 0 6 0 0 423 169 11 1845 17 4:30 PM 5:30 PM Peak Intersection Traffic in Pk. Hr. 1845 Hour Interseclion Pdstrns in Pk. Hr. = 17 Peak Hr. Factor 0.96 1-5 Northbound Ramps at Tamarack Avenue Lane Configuration for Intersection Capacity Utilization | Pk. Hr. Time Period : 7:45 AM to 8:45 AM South Appr (NB) Page 2 of3 East Appr (WB) Inside (left) Lane Config - urations Lane Settings 0 I I Capacity 0 2000 1800 Are the Nortii/South phases split (Y/N)? N Are the East/West phases split (Y/N)? Efficiency Lost Factor 0.10 Hourly Volume 105 0 Adjusted Hourly Volume 0 105 Utilization Factor Critical Factors N 198 198 141 ui 224 224 578 775 ICU Ratio = 0.48 0.11 0.00 LOS^ 0.08 0.19 197 0 0.00 0.05 O.II 0.00 0.00 0.00 0.08 0.06 0.00 0.00 0.19 0.00 Turning Movenients at Intersection of: Time : 7:45 AM to 8:45 AM Date: 07/19/01 Day : Thursday Name : Brian, Maria W e s t A P P r Totals 1048 Siib- tolals 683 365 141 224 0 Subtotals Total 1-5 Northbound Ramps and Tamarack Avenue North Approach 105 0 303 t North 0 303 338 o: 1-5 Northbound Ramps Total J i I ^ t r 198 338 Subtotals 197 "578 0 Sub- totals 775 422 Tamarack Avenue Totals 1197 E a s t A P P South Approach Note : Left-turn volumes include U-lurns. U-turns in bold. 1-5 Northbound Ramps at Tamarack Avenue Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : Soutii Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 4:30 PM to 5:30 PM Left Thra Right Left Thra Right i Left Thra Right Left Thra Right Lane Inside I Config- (left) 2 I I urations 3 I 4 5 6 Outside 7 Free-flow I 1 1 i 1 1 I Lane Settings 0 I I 0 0 0 It 2 0 0 2 0 Capacity 0 2000 1800 Are the North/South phases split (Y/N)? N Are tiie East/West phases split (Y/N)? N Efficiency Lost Factor O.IO Hourly Volume 192 4 474 Adjusted Hourly Volume 0 196 474 Utilization Factor 0.00 O.IO 0.26 Critical Factors 0.26 1800 4000 0 0 0.00 0.00 0 0 0.00 0 0 0.00 123 123 0.o'7 0.07 460 460 0.12 0 0 0.00 4000 0 0 0 0.00 423 592 0.15 0.15 169 0 0.00 ICU Ratio = 0.58 LOS^ Tuming Movements at Intersection of: Time : 4:30 PM to 5:30 PM Date: 07/19/01 Day : Thursday Name : Brian, Maria W e s t .A. P P r Totals 1198 Sub- totals 615 583 123 460 0 Subtotals Total 1-5 Northbound Ramps and Tamarack Avenue North Approach 192 I) 670 J i • t North 4 670 1-5 Northbound Ramps 296 ^ t r 474 296 169 423 0 Total Subtotals Sub- totals 592 934 Tamarack Avenue Totals 1526 E a s I A P P r South Approach Note : Left-turn volumes include U-turns. U-lurns in bold. cmr ©F c/^^LSi^iO) T[MFFE(S M©[j^ET©[^I[Q^(^ INTERSECTION ANALYSIS SUMMARY Intersection Number: 42 Intersection Location: I-5/Cannon Road Southbound Ramp Contents: Turn Movement Count Summary Page 1 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Page 2 Turn Movement Diagram P.M. Peak Hour ICU Analysis and Page 3 Turn Movement Diagram ll-ZCl IIVOI.OGIKS VRPA TURNING MOVEMENT ANALYSIS City: Carlsbad Intersection of: N/S Street : 1-5 Southbound Ramps E/W Street : Cannon Road File: 2001 lnt #42 Data Collected by : Chester, Keilh Page I of 3 Count Dale 08/07/01 Day: Tuesday Weather: Sunny Traffic Control: Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Trn Thra Righl Peds Left U-Trn Thra Right Peds Left U-Trn Thra Right Peds Left U-Trn Thra Right Peds Vehicle Peds 6:15 AM fl fl « 0 0 48 0 0 33 0 0 fl 13 5 0 6 fl 18 0 0 123 0 6:30 AM fl 0 0 0 0 62 fl 0 48 fl 0 fl 17 7 I 7 fl 17 0 0 158 1 6:45 AM 0 0 0 0 0 101 fl fl 30 fl 0 fl 70 4 1 5 fl 23 0 0 233 1 7:00 AM 0 0 () 0 0 206 fl fl 39 fl 0 fl 76 7 1 10 fl 26 fl 0 364 1 7:15 AM fl H fl () 1) 143 fl fl 32 fl 0 fl 42 7 0 7 fl 23 fl 0 254 0 7:30 AM fl () fl fl fl 200 fl 1 34 fl 0 fl 26 8 0 1 fl 49 0 0 319 0 7:45 AM * fl fl fl fl fl 276 0 fl 42 fl 0 fl 51 I 0 2 fl 35 0 0 407 0 8:00 AM * () fl fl fl fl 368 0 fl 60 fl 0 fl 150 3 1 8 fl 33 0 0 622 I 8:15 AM * 0 0 fl fl () 265 fl 1 107 fl 0 0 87 9 0 14 0 41 0 fl 524 0 8:30 AM * 0 0 1) fl fl 184 0 0 69 0 0 0 71 7 0 lfl 0 35 fl 0 376 0 8:45 AM fl fl fl 0 () 132 0 0 57 0 0 0 56 6 0 12 0 56 0 0 319 0 9:fl0 AM fl fl 0 0 0 184 fl 0 53 0 0 0 72 7 0 52 0 15 0 0 383 0 .Max. 15 min,-0 0„ 0_._ . _0 (L_ 368 fl 1 107 0 0 0 150 9 I 52 0 56 0 0 622 1 Pk. Hr. Vol 0 0 0 0 0 1093 0 I 278 0 () 0 359 20 1 34 fl 144 0 ~0~" 1929 7:30 AM Peak Intersection Traffic in Pk. Hr. 1929 Peak Hr. Faclor 0.78 8:3fl AM Hour Intersection Pdslrns in Pk. Hr. I 3:45 PM 0 fl 0 0 0 92 0 0 29 0 0 0 122 18 0 77 0 86 0 0 424 0 4:00 PM 0 0 fl 0 0 83 0 0 23 fl fl 0 98 14 0 67 0 98 fl 0 383 0 4:15 PM 0 0 0 0 0 106 0 fl 25 0 fl 0 111 9 0 85 0 109 0 0 445 0 4:30 PM 0 0 0 0 0 94 0 0 19 0 fl 0 105 13 fl 61 0 78 0 I 370 1 4:45 PM * 1) 0 0 0 0 93 0 0 26 0 fl 0 96 9 0 77 0 108 0 0 409 0 5:00 PM * 0 0 0 fl fl 93 fl 0 29 0 fl 0 80 12 0 111 0 98 0 0 423 0 5:15 PM * 0 0 0 fl fl 74 fl 0 29 0 0 0 128 17 0 132 0 137 0 0 517 0 5:30 PM * 0 0 fl fl fl 108 fl 0 31 0 0 0 112 10 0 152 0 125 0 0 538 0 5:45 PM 0 fl fl fl fl 72 0 0 24 0 0 0 78 15 0 103 0 94 0 3 386 3 6:00 PM .0 fl fl fl fl 64. 0 0 4fl fl 0 0 79 6 0 98 0 100 0 0 . 387 0 6:15 PM fl 0 fl fl fl 46 0 0 28 0 0 0 66 16 0 65 I 78 0 0 300 0 6:30 PM 0 0 fl fl fl 41 0 0 15 0 0 0 55 13 0 55 0 30 0 0 209 0 Max. 15 min. fl fl 0 (1 fl 108 1) 1) 40 fl fl 0 128 18 0 152 1 137 0 3 538 3 Pk. Hr Vol 0 0 0 fl fl 368 fl fl 115 fl fl 0 416 48 0 472 0 468 0 0 1887 0 4:30 PM Peak Intersection Traffic in Pk. Hr 1887 5:30 PM Hour Intersection Pdslrns in Pk. Hr. = 0 Peak Hr. Factor fl.88 1-5 Southbound Ramps at Cannon Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period 7:30 AM to 8:30 AM Soutii Appr (NB) Left Thra Right Lane Config - urations Inside (left) Outside Free-flow North Appr (SB) Left Thra Right Lane Settings 0 0 0 2 Capacity 0 0 0 3800 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor fl.IO Hourly Volume 0 0 0 1093 Adjusted Hourly Volume 0 0 0 1094 Utilization Factor 0.00 0.00 0.00 0.29 Critical Factors 0.00 0.00 0.29 ICU Ratio = 0.49 LOS = A I 1800 278 278 Road West Appr (EB) Left Thra Right Page 2 of 3 East Appr (WB) Left Thra Right 2 12 2 0 4000 1800 360fl 4000 0 Tuming Movenients at Intersection of: Time : 7:30 AM to 8:30 AM 359 20 34 144 0 359 20 34 144 0 0.09 0.01 0.01 0.04 0.00 0.09 O.OI 1-5 Southbound Ramps and Cannon Road North Approach Dale Day Name 08/fl7/01 Tuesday Chester. Keith 1-5 Southbound Ramps 1372 1372 0 Sub- Totals totals 278 I 1093 W e s t A P P r 801 422 379 0 359 20 lr t North ^ t 0 144 34 Total Subtotals Sub- totals 178 Subtotals Total 33 0 I) 55 1452 Cannon Road Soulh Approach Totals 1630 E a s t A P P Note : Left-turn volumes include U-lurns. U-lurns in bold. 1-5 Southbound Ramps at Cannon Lane Configuration for Intersection Capacity Utilization Road Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 4:30 PM to 5:30 PM Left Thra Right Left Thra Right Left Thra Right Left Thm Right Lane Inside I Config - (left) 2 urations 3 4 5 6 Outside 7 Free-flow I 1 I I 1 I I 1 1 1 I Lane Settings 0 0 0 2 0 I 0 2 I 2 2 0 0 0 Capacity Are the North/South phases split (Y/N)? Are the East/West phases split (Y/N)? Efficiency Lost Factor Hourly Volume Adjusted Hourly Volume Utilization Factor Critical Factors 0 N N 3800 1800 4000 1800 3600 4000 fl.IO 0 0 O.Ofl 0 0 368 0 115 0 416 48 472 468 0 0 0 368 0 115 0 416 48 472 468 0 0.00 0.00 O.IO 0.00 0.06 0.00 0.10 0.03 0.13 0.12 0.00 0.00 0.00 O.IO O.IO 0.13 ICU Ratio = 0.43 LOS^ Tuming Movements al Inlersection of; 1-5 Southbound Ramps and Cannon Road W e s I A P P r Time : 4:30 PM to 5:30 PM Date: 08/07/01 Day : Tuesday Name ; Chester. Keith Totals 1047 Sub- lotals 583 464 0 416 48 Subtotals Tolal North Approach 115 lr 520 483 0 ! North 1-5 Southbound Ramps 483 () 368 ^ t r 0 0 0 0 0 520 0 468 472 Total Subtotals Sub- totals 94fl 784 Cannon Road Totals 1724 E a s I A P P r South Approach Note : Left-turn volumes include U-turns. U-turns in bold. CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SUMMER 2001 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 Page 2 Turn Movement Diagram P.M. Peak Hour ICU Analysis and Page 3 Tum Movement Diagram l-KCl',! irNlOl^OGlKS VRPA TURNING MOVEMENT ANALYSIS City: Carlsbad Intersection of: N/S Slreel: 1-5 Northbound Ramps E/W Street: Cannon Road File: 2001 Int#43 Data Collected by : Matt, Chris Page 1 of 3 Count Date «8/07/01 Da>': Tuesday Weather: Sunny Traffic Control: Signalized South Approach (NB) North Approach (SB) West Approach (EB) Ea.st Approach (WB) 15 min Total End of 15 min. prd. Left U-Trn Thrti Right Peds Left U-Trn Thm Righl Peds Lefl U-Trn Thrti Righl Peds Left U-Trn Thra Right Peds Vehicle Peds 6:15 AM 6 0 fl 13 0 0 0 0 0 0 8 0 64 0 0 0 0 11 6 0 108 0 6:30 AM 12 0 0 25 fl fl 0 0 fl 0 5 0 72 0 2 0 0 15 18 0 147 2 6:45 AM 17 0 0 29 fl 0 0 0 fl 0 21 0 147 0 0 {) 0 12 15 0 241 0 7:00 AM 13 0 0 60 fl 0 0 0 fl 0 15 0 245 0 1 0 0 16 26 I 375 2 7:15 AM 17 0 0 60 fl 0 0 0 fl 0 18 0 197 0 0 fl 0 16 22 0 330 0 7:30 AM * 10 fl 0 110 0 0 0 0 fl 0 18 fl 259 0 0 0 fl 25 42 0 464 0 7:45 AM * 12 fl 0 99 0 0 0 0 fl fl 51 0 261 0 5 0 0 20 45 fl 488 5 8:00 AM * 19 fl 0 126 fl 0 0 0 0 0 37 0 530 0 0 0 fl 31 46 fl 789 0 8:15 AM * 17 fl 0 97 fl 0 0 0 0 fl 29 fl 336 0 I 0 0 30 42 0 551 I 8:30 AM 20 fl 0 89 11 0 0 0 fl 0 27 fl 218 0 0 fl 0 37 47 0 438 0 8:45 AM 18 fl 0 69 fl 0 0 0 fl 0 26 fl 158 0 0 0 0 38 53 0. 362 0 9:00 AM 16 0 0 79 fl 0 0 0 fl' 0 31 0 214 0 I 0 0 31 54 0 425 1 ^ 4M ^' IS till Tl T() 0 {) 126 —fl-fl 0 0 0 0 51 0 530 fl 5 fl 0 38 54 1 789 5 iVltlA. lillll. —fl- Pk, Hr, Vol, 58 0 0 432 fl fl 0 0 fl 0 135 0 1386 fl 6 0 0 106 175 0 2292 6 7:15 AM Peak Interseclion Traffic in Pk. Hr. 2292 Peak Hr. Factor fl.73 8:15 AM Hour Inlersection Pdslrns in Pk. Hr. 6 3:45 PM 59 0 2 20 fl 0 0 fl 0 0 67 0 137 fl 0 0 fl 121 173 0 579 0 4:00 PM 46 () 4 37 fl 0 0 0 0 0 62 0 128 0 fl 0 fl 115 167 0 559 0 4:15 PM * 4fl 0 8 27 fl 0 0 0 0 0 74 0 135 0 0 0 0 139 260 0 683 0 4:30 PM * 31 0 13 17 fl • 0 0 0 0 0 86 0 113 0 'fl 0 0 133 221 0 614 0 4:45 PM * 57 0 5 43 fl 0 0 0 0 0 79 0 107 0 0 0 0 258 405 0 954 0 5:flfl PM * 37 0 3 47 fl 0 0 0 0 fl 69 fl 118 0 0 0 0 295 399 0 968 0 5:15 PM 38 0 6 31 H 0 fl 0 0 fl 106 fl 124 0 0 0 0 211 75 0 591 0 5:31) PM 43 0 8 35 0 fl 0 0 0 0 79 0 123 0 0 fl 0 188 161 0 637 0 5:45 PM 37 0 7 28 0 0 fl 0 fl 0 63 0 105 0 0 fl 0 148 255 0 643 0 6:00 PM 35 0 8 29 0 . fl fl () fl 0 56 0 96 fl 0 fl 0 168 203 • 0 595 0 6:15 PM 3fl 0 3 9 0 fl fl 0 fl 0 55 0 64 fl 0 fl fl 119 186 0 466 0 6:30 PM 10 0 0 14 0 fl fl 0 fl 0 42 0 66 fl 0 fl fl 107 184 0 423 0 Max, 15 min. 59 0 13 47 0 0 fl 0 fl 0 106 0 137 fl 0 0 fl 295 405 0 968 0 Pk, Hr. Vol. 165 () 29 134 0 fl fl 0 0 0 308 0 473 0 0 0 0 825 1285 0 3219 0 4:0flPM Peak Intersection Traffic in Pk. Hr 3219 5:00 PM Hour liilcr.scclioii I'd.slms in Pk. Hr, = 0 Peak Hr. Factor 0.83 1-5 Northbound Ramps at Cannon Lane Configuration for Intersection Capacity Utilization Road Page 2 of 3 Pk. Hr. Time Period : Soutii Appr (NB) Nortii Appr (SB) V /est Appr (EB) East Appr (WB) 7:15 AM to 8:15 AM Left Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside I Config -(left) 2 I I I I urations 3 1 I I 4 I I I 5 6 I Outside 7 Free-flow Lane Settings 0 1 2 0 0 0 2 2 0 0 2 1 Capacity 0 2000 360fl Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 58 0 432 Adjusted Hourly Volume 0 58 432 Utilization Factor 0,00 0.03 0.12 Critical Factors 0.12 3600 4000 0 0 0.00 0.00 0 0 0.00 0 0 0.00 4000 1800 135 135 0.04 ICU Ratio = 0.57 LOS = A Tuming Movements at Inlersection of; Time : 7:15 AM to 8:15 AM Dale: 08/07/01 Day: Tuesday Name : Matt, Chris North Approach 1386 1386 0.35 0.35 0 0 0.00 0 0 0.00 0.00 106 106 0.03 175 175 O.IO 1-5 Northbound Ramps and Cannon Road Totals W e s t .A. P P r 1685 Sub- totals 164 1521 310 0 0 1-5 Northbound Ramps Total 3 Ifl Subtotals 135 1386 0 North t 175 106 fl Sub- totals 281 1818 Subtotals Tolal 58 I) 49fl 0 490 432 South Approach Cannon Road Totals 2099 E a s I A P P Note : Left-lurn volumes include U-tums. U-turns in bold. 1-5 Northbound Ramps at Cannon Road Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 4:00 PM to 5:00 PM Left Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside I Config -(left) 2 I I I urations 3 1 1 4 I I I 5 6 I Outside 7 Free-flow Lane Settings 0 I 2 0 0 0 2 0 fl 2 I 0 Capacity Are the North/South phases split (Y/N)? Are the East/West phases split (Y/'N)? Efficiency Lost Faclor O.IO Hourly Volume Adjusted Hourly Volume Utilization Factor Critical Factors 2000 3600 N N 360fl 4000 165 0 29 194 134 134 4000 1800 308 308 473 473 825 825 O.flO 0.10 0.04 0.00 0.00 0.00 0.09 0.12 0.00 0.00 0.21 0.10 0.00 0.09 ICU Ratio = 1.00 Turning Movements at Interseclion of: Time : 4:00 PM to 5:00 PM LOS North Approach Dale Day Name Totals 08/07/01 Tuesday Matt, Chris Sub- totals 1285 1285 0.71 0.71 1-5 Northbound Ramps and Cannon Road 1-5 Northbound Ramps 1622 W e s t A P P r 1771 990 781 1622 0 308 473 0 lr North 1285 825 0 Total Subtotals Sub- totals 2110 Subtotals Total ^ t r 165 29 134 0 328 328 607 Cannon Road Soulh Approach Totals 2717 E a s t A P P r Note : Left-turn volumes include U-turns. U-turns in bold. (CEW ©F C^[^[LS1^[D T^FFEC [M]©G^ET©raC^^ «©(e^C INTERSECTION ANALYSIS SUMMARY Intersection Number: 44 Intersection Location: I-S/Palomar Airport Road Southbound Ramp Contents: Tura Movement Count Summary Page 1 (A.M. and P.M.) Hour ICU Analysis and Page 2 A.M. Peak Turn Movement Diagram P.M. Peak Hour ICU Analysis and Turn Movement Diagram Page 3 'l-li;<.^l IJNJOI,OGIKS VRPA TURNING MOVEMENT ANALYSIS City: Carlsbad Intersection of: N/S Slreet ; 1-5 Southbound Ramps E/W Slreel : Palomar Airport Road File: 2001 Int #44 Data Collected by : Matt, Chester Page 1 of 3 Count Dale : 07/24/01 Day: Tuesday Weather: Sunny Traffic Control: Signalized 6:00 PM Hour South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Trn Thrti Right Peds Left U-Trn Thra Right Peds Left U-Trn Thra Right Peds Left U-Trn Thra Right Peds Vehicle Peds 6:15 AM 0 « fl 0 fl 77 0 1 29 0 0 0 39 8 1 0 0 83 90 I 327 2 6:30 AM fl fl 0 0 fl 118 fl 1 29 0 fl fl 38 15 3 fl 0 63 124 I 388 4 6:45 AM » fl 0 0 1) 153 fl 0 59 0 () fl 71 25 0 0 0 109 114 0 531 0 7:00 AM 0 0 0 0 fl 193 fl 0 69 () 0 fl 78 26 2 0 0 107 109 2 582 4 7:15 AM 0 0 0 0 0 148 fl 0 41 0 0 1) 77 24 I 0 0 118 133 0 541 1 7:30 AM * 0 0 () fl 0 202 0 0 55 0 0 fl 82 26 2 0 fl 116 120 1 601 3 7:45 AM * fl fl fl fl 0 204 0 fl 61 fl 0 fl 89 24 0 0 0 148 96 0 622 0 8:00 AM * fl fl fl 0 0 310 0 I 72 fl 0 fl 112 28 2 0 fl 166 96 0 785 2 8:15 AM * 0 0 0 0 0 207 0 fl 72 0 0 {) 117 34 0 0 0 117 119 0 666 0 8:30 AM 0 0 0 0 0 158 0 2 35 0 0 fl 94 36 0 0 0 127 106 0 558 0 8:45 AM 0 0 0 0 0 166 0 fl 51 0 0 fl 81 27 0 0 2 130 111 0 568 0 9:00 AM fl I) fl 0 0 158 0 fl 38 fl 0 fl 102 35 1 0 0 147 109 0 589 1 Ma.x. 15 min. fl 0 0 fl 0 llfl 0 2 72 0 0 fl 117 36 3 0 2 166 133 2 785 4 Pk. Hr Vol. fl fl fl 0 0 923 0 I 260 0 0 fl 400 to 4 0 0 547 431 I 2674 5 7:15 AM Peak Inlerseclion Traffic in Pk. Hr 2674 Peak Hr. Faclor 0.85 8:15 AM Hour Inlersection Pdstrns in Pk. Hr = 5 3:45 PM 1) 11 fl 0 0 143 0 fl 40 fl I) fl 193 52 0 1) 0 146 273 0 847 0 4:00 PM 0 fl • 0 fl 0 140 0 fl 43 fl 0 fl 139 66 0 0 0 188 277 0 853 0 4:15 PM 0 1) fl 1) 0 139 0 0 42 fl 0 fl 164 61 0 0 0 213 258 0 877 0 4:30 PM 0 H () 0 0 118 0 0 31 fl 0 fl 166 42 1 0 0 157 214 0 728 I 4:45 PM 0 fl 0 fl 0 117 0 0 29 fl 0 fl 178 45 I 0 0 187 290 0 846 I 5:00 PM 1) fl 1) fl 0 148 0 () 45 fl 0 fl 126 60 1 0 0 180 249 1 808 2 5:15 PM * 11 fl 0 0 0 143 0 fl 35 fl 0 fl 229 105 0 0 0 190 287 0 989 0 5:30 PM * fl fl 0 fl 0 125 0 fl 33 fl 0 0 189 68 0 0 0 263 350 0 1028 0 5:45 PM * fl fl 0 fl 0 127 0 » 37 fl 0 () 184 64 0 0 0 161 257 0 830 0 6:flfl PM * fl fl fl 0 0 132 0 0 36 fl 0 0 143 50 I 0 0 197 289 0 847 1 6:15 PM fl 0 fl 0 0 119 0 0 33 fl 0 0 189 53 4 0 0 170 246 0 810 4 6:30 PM 0 0 0 . 0 0 123 0 0 24 0 0 0 108 42 3 0 1 136 261 1 695 4 Max. 15 mill. 0 0 fl fl 0 148 fl 0 45 0 0 0 229 105 4 0 1 263 350 1 1028 4 Pk. Hr Vol. 0 0 fl fl 0 527 fl 0 141 0 0 0 745 287 1 0 0 811 1183 0 3694 I 5:00 PM Peak Intersection Traffic in Pk. Hr. 3694 Peak Hr. Factor 0.90 Inlersection Pdslrns in Pk. Hr. r 1-5 Southbound Ramps at Palomar Lane Configuration for Intersection Capacity Utilization Airport Road Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) Nortii Appr (SB) W est Appr (EB) East Appr (WB) 7:15 AM to 8:15 AM Left Thra Right Left Thra Right Left Thm Right Left Thra Right Lane Inside 1 I Config - (left) 2 I urations 3 1 I I 4 1 I 5 6 I I Outside 7 Free-flow 1 Lane Settings 0 0 0 2 0 I 0 3 0 0 2 0 Capacity 0 0 0 3600 0 1800 0 6000 0 0 4000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 0 0 0 923 1 260 0 400 112 0 547 431 Adjusted Hourly Volume 0 0 0 923 I 260 0 512 0 0 547 0 Utilization Factor 0.00 0.00 O.Ofl 0.26 0.00 0.14 0.00 0.09 0.00 0.00 0.14 0.00 Critical Factors 0.00 0.00 0.26 O.OI 0.14 ICU Ratio = 0.50 LOS = A Tuming Movements al Intersection of: Time : 7:15 AM to 8:15 AM 1-5 Southbound Ramps and Palomar Airport Road North Approach Date Day Name 07/24/01 Tuesday Matt, Chester Sub - Totals totals 1184 260 I I6I5 0 923 1-5 Southbound Ramps Tolal .431 Subtotals W e s I A P P r 1319 807 512 0 400 112 lr North Subtotals Total 113 0 0 113 0 0 0 431 547 0 Sub- totals 978 1323 . Totals 2301 E a s t A P P r Palomar Airport Road South Approach Note : Left-turn volumes include U-turns. U-turns in bold. 1-5 Southbound Ramps at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : Soutii Appr (NB) Nortii Appr (SB) V /est Appr (EB) East Appr (WB) 5:00 PM to 6:00 PM Left Thra Right Left Thra Right Left Thra Right Left Thm Right Lane Inside 1 I Config - (left) 2 I urations 3 1 1 I 4 1 1 5 6 1 I Outside 7 Free-flow I Lane Settings 0 0 0 2 0 I 0 3 0 0 2 0 Capacity 0 0 0 3600 0 1800 0 6000 0 0 4000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor O.IO Hourly Volume 0 0 0 527 0 141 0 745 287 0 811 II83 Adjusted Hourly Volume 0 0 0 527 0 141 0 1032 0 0 811 0 Utilization Factor 0.00 0.00 0.00 0.15 0.00 0.08 0.00 0.17 0.00 0.00 0.20 0.00 Critical Factors 0.00 0.00 0.15 0.(30 0.20 ICU Ratio = 0.45 LOS = A Tuming Movements at Intersection of: Time : 5:00 PM to 6:00 PM Date; 07/24/01 Day : Tuesday Name : Matt, Chester 1-5 Southbound Ramps and Palomar Airport Road North Approach 1-5 Southbound Ramps Totals W e s t A P P r 1984 Sub- tolals 952 1032 668 141 0 I85I 0 I 527 II83 fl 745 287 t North ^ t t_ < 1183 811 fl Total Subtotals Sub- totals 1994 Totals 3266 Subtotals Total 287 0 I) 287 1272 Palomar Airport Road E a s t A P P r Soulh Approach Note : Left-turn volumes include U-turns. U-turns in bold. CEW ©F C^f^LSl/^P T[MFFE(C [M]©[^HT©[^SG^(^ [p[^©(g[MC S(Li][M][M][l[R imi INTERSECTION ANALYSIS SUMMARY Intersection Number: 45 Intersection Location: I-5/PaIomar Northbound Contents: Turn Movement Count Summary Page 1 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Page 2 Turn Movement Diagram P.M. Peak Hour ICU Analysis and Turn Movement Diagram Page 3 l-KC-'l IINOI^OGIKS VRPA TURNING MOVEMENT ANALYSIS City: Carlsbad Intersection of: N/S Street: 1-5 Northbound Ramps E/W Street: Palomar Airport Road File: 2001 Int #45 Data Collected by : Brian, Maria Page 1 of3 Count Dale : 07/24/01 Day: Tuesday Weather: Sunny Traffic Control: Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Trn Thru Righl Peds Left U-Tm Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicle Peds 6:15 AM 17 0 0 138 0 0 0 0 0 0 23 1 99 0 5 0 0 124 53 1 455 6 6:30 AM 15 0 0 170 0 0 0 0 0 0 6 0 145 0 1 0 0 182 98 1 616 2 6:45 AM 23 0 0 203 0 0 0 0 0 0 8 1 209 0 0 0 0 199 81 0 724 0 7:00 AM 27 0 0 331 0 0 0 0 0 0 7 0 261 0 1 0 0 180 100 1 906 2 7:15 AM 23 0 0 202 0 0 0 0 0 0 16 0 192 0 1 0 0 224 100 1 757 2 7:30 AM 41 0 0 316 0 0 0 0 0 0 15 0 265 0 1 0 0 189 88 0 914 1 7:45 AM 31 0 0 257 0 0 0 0 0 0 13 2 281 0 2 0 0 191 105 0 880 2 8:00 AM * 54 0 0 341 0 0 0 0 0 0 16 0 343 0 1 0 0 201 118 0 1073 1 8:15AM * 50 0 1 329 0 0 0 0 0 0 18 0 346 0 1 0 0 163 105 1 1012 2 8:30 AM * 52 0 0 261 0 0 0 0 0 0 24 0 230 0 1 0 0 200 110 0 877 1 8:45 AM * 53 0 0 336 0 0 0 0 0 0 24 1 241 0 0 0 0 209 90 1 954 1 9:00 AM 35 0 0 248 0 0 0 0 0 0 19 0 201 0 0 0 0 198 95 1 796 1 Max. 15 min. 54 0 1 341 0 0 0 0 0 0 24 2 346 0 5 0 0 224 118 I 1073 6 Pk. Hr. Vol. 209 0 1 1267 0 0 0 0 0 0 82 1 1160 0 3 0 0 773 423 2 3916 5 7:45 AM Peak Intersection Traffic in Pk. Hr. 3916 Peak Hr. Faclor 0.91 8:45 AM Hour Intersection Pdslrns in Pk. Hr. = 5. 3:45 PM 37 0 0 207 0 0 0 0 0 0 74 0 263 0 0 0 0 376 212 0 1169 0 4:00 PM 26 0 0 157 0 0 0 0 0 0 25 2 216 0 0 0 0 371 191 0 988 0 4:15 PM 37 0 0 206 0 0 0 0 0 0 36 1 284 0 I 0 0 441 202 1 1207 2 4:30 PM 37 0 0 175 0 0 0 0 0 0 47 0 251 0 2 0 0 348 206 0 1064 2 4:45 PM 27 0 0 186 0 0 0 0 0 0 42 0 239 0 1 0 0 383 219 0 1096 1 5:00 PM * 35 0 0 170 0 0 0 0 0 0 23 1 246 0 1 0 0 436 243 2 1154 3 5:15 PM * 29 0 0 173 0 0 0 0 0 0 53 2 311 0 0 0 0 385 237 1 1190 1 5:30 PM * 22 0 0 163 0 0 0 0 0 0 43 0 284 0 0 0 0 449 232 2 1193 2 5:45 PM * 30 0 0 162 0 0 0 0 0 0 40 I 264 0 0 0 0 461 216 0 1174 0 6:00 PM 22 0 0 170 0 0 0 0 0 0 36 1 242 0 1 0 0 387 173 0 1031 I 6:15 PM 36 0 0 166 0 0 0 0 0 0 46 1 216 0 3 0 0 349 150 0 964 3 6:30 PM 24 0 0 164 0 0 0 0 0 0 39 0 226 0 4 0 0 394 167 I 1014 5 Max. 1 5 min. 37 0 0 207 0 0 0 0 0 0 74 2 311 0 4 0 0 461 243 2 1207 5 Pk. Hr. Vol. 116 0 0 668 0 0 0 0 0 0 159 4 1105 0 1 0 0 1731 928 5 4711 6 4:45 PM Peak Intersection Traffic in Pk. Hr. = 4711 5:45 PM Hour Intersection Pdstrns in Pk. Hr. = 6 Peak Hr. Factor 0.99 1-5 Northbound Ramps at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : Soutii Appr (NB) Nortii Appr (SB) West Appr (EB) East Appr (WB) 7:45 AM to 8:45 AM Left Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside I Config- (left) 2 1 I urations 3 1 4 I 5 6 Outside 7 Free-flow I I 1 1 I 1 I I I Lane Settings 0 I 2 0 0 0 I 3 0 0 3 2 Capacity 0 2000 3600 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency LoslFactor O.IO 1800 6000 0 6000 3600 Hourly Volume 209 1 1267 0 0 0 83 1160 0 0 773 423 Adjusted Hourly Volume 0 210 1267 0 0 0 83 1160 0 0 773 423 Utilization Factor 0.00 0.11 0.35 0.00 O.flfl 0.00 0.05 0.19 0.00 0.00 0.13 0.12 Critical Factors 0.35 0.00 0.19 0.00 ICU Ratio = 0.64 LOS = B Tuming Movements at Intersection of: 1-5 Northbound Ramps and Palomar Airport Road W e s t A P P Time : 7:45 AM to 8:45 AM Dale: 07/24/01 Day: Tuesday Name : Brian, Maria Totals 2226 Sub- totals 983 1243 North Approach 83 1160 0 Subtotals Tolal lr 209 0 1477 North 1-5 Northbound Ramps 506 0 0 t t. I 1267 1477 506 423 773 0 Total Subtotals Sub- totals 1196 Totals 3623 2427 Palomar Airport Road E a s t A P P r South Approach Note : Left-tum volumes include U-turns. U-turns in bold. 1-5 Northbound Ramps at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : Soutii Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 4:45 PM to 5:45 PM Left TImi Right Left Thra Right Left Thra Right Left Thra Right Lane Inside I Config- (left) 2 I 1 urations 3 I 4 I 5 6 Outside 7 Free-flow I I 1 I I 1 1 1 1 Lane Settings 0 1 2 0 0 0 I 3 0 fl 3 2 Capacity 0 2000 3600 Are the North/South phases split (Y/N)? N Are tiie East/West phases split (Y/N)? N 1800 6000 0 0 6000 3600 Efficiency Lost Factor O.IO Hourly Volume 116 0 668 0 0 0 163 1105 0 0 1731 928 Adjusted Hourly Volume 0 116 668 0 0 0 163 1105 0 0 1731 928 Utilization Factor 0.00 0.06 0.19 0.00 0.00 0.00 0.09 0.18 0.00 0.00 0.29 0.26 Critical Factors 0.19 0.00 0.09 0.29 ICU Ratio = 0.67 LOS = B Tuming Movements at Intersection of: 1-5 Northbound Ramps and Palomar Airport Road W e s t A P P r Time ; 4:45 PM to 5:45 PM Date Day Name 07/24/01 Tuesday Brian, Maria Sub- Totals totals North Approach 1-5 Northbound Ramps 1087 Tolal 1851 3119 4 163 1268 1105 0 Subtotals Total 0 0 0 0 J i L lr t North ^ t r 116 0 668 0 0 784 784 1087 Subtotals Sub- totals 928 1731 2659 0 () 1773 Totals 4432 Palomar .Airport Road E a s I A P P r Soulh Approach Note : Left-turn volumes include U-lums. U-turns in bold. CHW ©F C/sii^LSi/^O T[^FFEC G^©[j^ET©[^E[^(e [p[^©^[^[ INTERSECTION ANALYSIS SUMMARY Intersection Number: 46 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 VRPA TURNING MOVEMENT ANALYSIS City: Carlsbad Intersection of: N/S Street : 1-5 Southbound Ramps E/W Street : Poinsettia Lane File: 2001 Im #46 Dala Collected by : Matt, Chris Page I of 3 Count Dale 08/08/01 Day: Wednesday Weather: Sunny Traffic Control : Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Trn Thra Righl Peds Left U-Trn Thru Right Peds Left U-Trn Thra Right Peds Left U-Trn Thra Right Peds Vehicle Peds 6:15 AM 0 0 0 0 fl 17 0 0 18 0 0 0 22 9 1 47 0 57 0 2 170 3 6:30 AM 0 0 0 0 fl 22 0 0 20 0 0 0 22 18 2 97. fl 39 0 3 218 5 6:45 AM 0 0 fl 0 fl 43 0 0 18 0 0 0 35 18 3 96 fl 72 0 I 282 4 7:00 AM 0 0 fl 0 0 45 0 0 42 fl 0 0 48 27 I 91 0 92 0 3 345 4 7:15 AM 0 fl 0 fl 0 38 fl 0 25 fl fl fl 46 26 2 100 0 73 0 4 308 6 7:30 AM fl fl 0 fl 0 4fl fl fl 44 0 fl fl 75 31 1 106 0 117 0 1 413 2 7:45 AM fl 0 fl 0 {) 67 0 I 36 0 fl fl 72 19 2 112 0 108 0 1 415 3 8: Ofl AM fl 0 fl 0 0 41 0 0 52-0 fl fl 79 28 0 103 I 118 fl 5 422 5 8:15AM * 0 fl 0 0 0 56 0 I 41 0 0 fl 79 24 5 112 0 120 0 5 433 10 8:30 AM * 0 fl 0 fl 0 59 0 0 58 0 0 0 85 34 3 IIO 0 103 0 3 449 6 8:45 AM * 0 fl 0 0 0 67 0 0 52 0 0 0 59 28 2 113 0 96 0 2 415 4 9:0fl AM * fl fl 0 fl 0 53 0 I 56 0 0 0 91 38 1 108 0 104 0 2 451 3 Max. 15 min. () fl 0 fl 0 67 0 1 58 0 0 0 91 38 5 113 1 120 fl 5 451 10 Pk. Hr. Vol. H fl 0 fl 0 235 fl 2 207 0 0 0 314 124 11 443 0 423 0 12 1748 23 8:00 AM Peak Interseclion Traffic in Pk. Hr. 1748 Peak Hr. Factor 0.97 9:00 AM Hour Interseclion Pdstrns in Pk. Hr. 23 3:45 PM 0 fl 0 0 fl 8fl 0 0 43 0 0 0 134 55 2 96 1 113 0 1 522 3 4:00 PM 0 0 fl 0 fl 56 0 fl 52 0 0 0 138 41 4 87 0 139 0 2 513 6 4:15 PM 0 0 fl 0 fl 53 0 I 48 0 fl 0 145 31 6 86 fl 124 0 I 488 7 4:30 PM 0 0 fl 0 0 62 0 0 29 0 fl fl 122 31 4 91 0 132 0 1 467 5 4:45 PM fl 0 0 0 0 74 0 0 45 fl fl 0 164 32 3 87 fl 129 0 2 531 5 5:00 PM * fl fl fl fl 0 66 0 3 44 0 fl fl 160 38 1 105 0 133 fl I 549 2 5:15 PM * 0 0 fl fl 0 83 0 0 43 0 fl 0 182 54 5 103 I 156 0 I 622 6 5:30 PM * 0 fl fl fl 0 72 0 0 37 0 fl 0 166 50 0 122 0 132 0 0 579 0 5:45 PM * 0 0 0 fl 0 64 0 0 37 0 0 0 158 47 4 151 0 143 0 0 600 4 6:0fl PM () fl 0 fl 0 93 0 0 41 0 0 0 155 36 0 90 0 123 0 0 538 0 6:15 PM () fl 0 0 0 66 0 0 47 0 0 0 137 28 2 107 0 121 0 3 506 5 6:30 PM 0 fl 0 0 0 48 fl 0 36 0 fl 0 134 34 2 83 0 128 0 I 463 3 Max. 15 min. 0 0 0 0 0 93 0 3 52 0 0 fl 182 55 6 151 1 156 0 3 622 7 Pk. Hr. Vol. 0 0 0 fl 0 285 0 3 161 0 0 0 666 189 10 481 1 564 0 2 2350 12 4:45 PM Peak Intersection Traffic in Pk. Hr. 5:45 PM Hour Intersection Pdslrns in Pk. Hr. 2350 12 Peak Hr. Factor 0.94 1-5 Southbound Ramps at Poinsettia Lane Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 8:00 AM to 9:00 AM South Appr (NB) Left Thra Right Lane Config - urations Inside (left) Outside Free-flow North Appr (SB) Left Thra Right West Appr (EB) Left Thra Right Page 2 of 3 East Appr (WB) Left Thra Right Lane Settings 0 0 Capacity 0 0 Are the Nortli/South phases split (Y/N)? Are tiie East/West phases split (Y/'N)? Efficiency Lost Factor Hourly Volume Adjusted Hourly Volume Utilization Factor Critical Factors ICU Ratio = 0.42 0 0 N N 2 0 I 0 2 I 2 2 0 3600 0 1800 0 4000 1800 3600 4000 0 O.IO 0 0 0 235 2 207 0 314 124 443 423 0 0 0 0 237 0 207 0 314 124 443 423 0 0.00 0.00 0.00 0.07 O.Ofl 0.12 O.Ofl 0.08 0.07 0.12 O.II 0.00 0.00 0.12 0.08 0.12 0.42 LOS = A Turning Movements at Intersection of; I-S Southbound Ramps and Poinsettia Lane W e s t A P P r Time : 8:00 AM td 9:00 AM Dale: 08/08/01 Day : Wednesday Name ; Matt, Chris Totals 1068 Sub- lotals 630 438 North Approach 0 314 124 Subtotals Total 2fl7 569 fl I) 569 444 2 North 1-5 Southbound Ramps 444 0 235 1 ^ t r fl 423 443 Total Subtotals Sub- totals 866 549 Poinsettia Lane Totals 1415 E a s t A P P r South Approach Note : Left-turn volumes include U-turns. U-turns in bold. 1-5 Southbound Ramps at Poinsettia Lane Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) , . West Appr (EB) East Appr (WB) 4:45 PM to 5:45 PM Left Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside 1 1 1 1 Config - (left) 2 I I I I urations 3 I 1 I 4 5 1 6 Outside 7 Free-flow Lane Settings 0 0 0 2 0 I 0 2 1 2 2 0 Capacity 0 0 0 3600 0 1800 0 4000 1800 3600 4000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor O.IO Hourly Volume 0 0 0 285 3 161 0 666 189 482 564 0 Adjusted Hourly Volume 0 0 0 288 0 161 0 666 189 482 564 0 Utilization Factor 0.00 0.00 0.00 0.08 0.00 0.09 0.00 0.17 O.II 0.13 0.14 0.00 Critical Factors 0.00 0.fl9 0.17 0.13 ICU Ratio = 0.49 LOS = A Tuming Movements at Intersection of: 1-5 Southbound Ramps and Poin.settia Lane w e s t A P P r Time ; 4:45 PM to 5:45 PM Dale Day Name Totals 1580 08/08/fll Wednesday Matt. Chris Sub- totals 725 855 0 666 189 Subtotals Total North Approach 161 If 673 0 0 673 449 .3 North 1-5 Southbound Ramps 449 0 285 J i u t ^ t r fl 564 482 Total Subtotals Sub- totals 1046 952 Poinsettia Lane Totals 1998 E a s t A P P South Approach Note : Left-turn volumes include U-turns. U-turns in bold. ^^^^ CEW ©F C/^[^[LS[i^© TIMFFEC M©C^ET©MQ^(S ^TO(^^[M1 INTERSECTION ANALYSIS SUMMARY Intersection Number: 47 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 Tura Movement Diagram P.M. Peak Hour ICU Analysis and Page 3 Turn Movement Diagram VRIPA -1-K<.:;i INOI.OGIKS VRPA TURNING MOVEMENT ANALYSIS City: Carlsbad Intersection of: N/S Street : 1-5 Northbound Ramps E/W Slreet : Poinsettia Lane File: 2001 Int #47 Data Collected by : Chester, Kelly Page 1 of 3 Count Dale : 08/08/01 Da>'; Wednesday Weather; Sunny Traffic Control : Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Trn Thm Right Peds Left U-Trn Thra Right Peds Left U-Trn Thra Right Peds Left U-Trn Thra Right Peds Vehicle Peds 6:15 AM 11 0 fl 25 0 0 0 0 0 0 17 0 24 0 0 0 0 107 43 4 227 4 6:30 AM 21 1) fl 25 fl fl 0 0 0 0 11 0 31 0 0 0 0 112 45 1 245 1 6:45 AM 27 0 0 49 fl 0 0 0 0 0 20 0 67 fl 0 0 0 138 50 6 351 6 7:00 AM 32 0 0 73 0 0 0 fl fl fl 21 fl 67 0 fl 0 0 14fl 51 5 384 5 7:15 AM 23 0 fl 71 0 0 fl fl fl fl 26 fl 62 0 fl 0 0 169 61 4 412 4 7:30 AM 29 fl fl 49 0 fl fl () fl 0 31 fl Ifll 0 0 fl fl 217 69 I 496 1 7:45 AM 32 0 0 98 0 fl 0 0 0, 0 21 0 134 0 0 fl fl 151 37 3 473: 3 8:00 AM 41 0 0 81 fl 0 0 0 0 0 30 0 97 fl 0 fl 0 168 61 4 478-4 8:15 AM * 47 0 0 84 fl 0 0 0 0 0 33 0 117 fl 0 0 0 147 53 5 481 5 8:30 AM * 52 () 0 91 0 0 0 fl fl fl 27 0 84 0 0 0 0 142 55 6 451 6 8:45 AM * 15 fl fl 83 0 0 fl fl fl 0 36 0 124 rt 0 0 0 188 62 2 508 2 9:00 AM * 39 » fl 84 0 0 fl fl fl 0 34 0 120 0 0 0 0 174 56 4 507 4 Max 15 mill. 52 fl () 98 0 0 fl 0 fl 0 36 0 134 0 fl 0 0 217 69 6 508 6 Pk. Hr. Vol. 153 fl 0 342 0 fl fl 0 0 0 130 () 445 0 fl fl 0 651 226 17 1947' 17 8:flfl AM Peak Inlerseclion Tralfic in Pk. Hr. 1947 Peak Hr. Factor 0.96 9:flfl AM Hour Inlersection Pdstrns in Pk. Hr. 17 3:45 PM 51 0 1 93 0 fl () 0 0 0 60 0 160 0 0 fl 0 160 62 4 587 4 4;fl0 PM 42 0 J 135 fl 0 fl fl fl fl 41 0 151 0 0 0 0 181 65 5 618 5 4:15 PM 55 0 0 159 fl 0 fl 'fl fl fl 47 0 160 fl 0 0 0 190 57 4 668 4 4:30 PM 50 fl fl 151 fl 0 fl fl fl {) 36 0 165 0 0 0 • 0 175 59 5 636 5 4:45 PM 68 fl fl 151 fl 0 fl 0 fl 0 30 1 203 0 fl 0 0 165 58 6 676 6 5: Ofl PM 43 () 1 139 0 0 0 0 0 0 34 I 201 0 0 0 0 164 54 1 637 1 5:15 PM * 81 0 2 175 0 0 0 0 0 0 37 I 209 0 fl 0 0 230 47 2 782 2 5:3flPM * 45 0 I 170 0 0 0 0 0 0 40 0 228 0 0 0 0 219 57 2 760 2 5:45 PM * 51 0 2 157 . 0 0 0 0 0 0 25 1 220 0 0 0 fl 236 43 4 735 4 6:00 PM * 53 0 0 201 fl 0 0 0 0 0 23 0 206 0 0 0 0 200 65 0 748 0 6:15 PM 48 fl 1 195 () 0 0 0 fl 0 29 « 170 0 0 fl fl 162 47 5 652 5 6:30 PM 38 0 1 123 0 0 fl fl fl fl 34 0 141 0 0 0 0 182 67 4 586 4 Max. 15 mill. 81 0 3 201 0 0 () 0 0 0 60 1 228 0 0 0 fl 236 67 6 782 6 Pk. Hr Vol. 230 0 5 703 fl 0 fl 0 0 0 125 2 863 0 0 0 0 885 212 8 3025 8 5:00 PM Peak Inlerseclion Traffic in Pk. Hr 6:00 PM Hour Intersection Pdslrns in Pk. Hr. 3025 8 Peak Hr. Factor 0.97 1-5 Northbound Ramps at Poinsettia Lane Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : Soutii Appr (NB) Noiih Appr (SB) West Appr (EB) East Appr (WB) 8:00 AM to 9:00 AM Left Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside 1 I 1 Config- (left) 2 I urations 3 I 4 5 6 Outside 7 Free-flow I I I I 1 1 1 Lane Settings 0 1 2 0 0 fl I 2 0 0 3 I 0 Capacity Are the Nortli/South phases split (Y/N)? Are the East/West phases split (Y/N)? Efficiency Lost Factor O.IO Hourly Volume 153 0 Adjusted Hourly Volume 0 153 Utilization Factor 0.00 0.08 Critical Factors 2000 3600 N- N 342 342 O.IO 0.10 0 0 0.00 0.00 0 0 0.00 0 0 0.00 1800 4000 130 130 0.07 0.07 6000 1800 445 0 0 651 226 445 0 0 651 226 0.11 0.00 0.00 O.II 0.13 0.13 ICU Ratio = 0.40 LOS= A Turning Movements at Intersection of: 1-5 Northbound Ramps and Poinsettia Lane W e s t A P P r Time ; 8:00 AM to 9:00 AM Dale: 08/08/01 Day: Wednesday Name : Chester, Kellv Totals 1379 Siib- lotals 804 575 130 445 0 Subtotals Total North Approach lr 153 0 495 North 0 495 1-5 Northbound Ramps 356 0 0 1 f *i t r 342 356 226 651 0 Total Subtotals Sub- totals 877 787 Poinsettia Lane Totals 1664 E a s I A P P Soulh Approach Note : Left-turn volumes include U-lurns. U-turns in bold. 1-5 Northbound Ramps at Poinsettia Lane Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) Nortii Appr (SB) West Appr (EB) East Appr (WB) 5:00 PM to 6:00 PM Left Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside 1 I I Config- (left) 2 1 urations 3 I 4 5 6 Outside 7 Free-flow 1 1 I I I 1 I Lane Settings 0 I 2 0 0 0 1 2 0 0 3 1 0 2000 Capacity Are tiie North/South phases split (Y/N)? Are the East/West phases split (Y/N)? 3600 N N 1800 4000 0 6000 1800 Efficiency Lost Factor 0.10 Hourly Volume 230 5 703 0 0 0 127 863 0 0 885 212 Adjusted Hourly Volume 0 235 703 0 0 0 127 863 0 0 885 212 Utilization Factor 0.00 0.12 0.20 0.00 0.00 0.00 0.07 0.22 0.00 0.00 0.15 0.12 Critical Factors 0.20 0.00 0.07 0.15 ICU Ratio = 0.52 LOS = A Tuming Movenients at Intersection of: 1-5 Northbound Ramps and Poinsettia Lane W e s t A P P r Time : 5:0fl PM lo 6:00 PM Date: 08/08/01 Day : Wednesday Name : Chester, Kelly Totals 2107 Sub- totals III7 990 North Approach 127 863 0 Subtotals Total lr North 230 5 0 0 938 938 1-5 Northbound Ramps 342 0 0 t ^ t r 703 342 212 885 0 Total Subtotals Sub- totals 1097 Totals 2663 1566 Poinsettia Lane E a s t A P P r South Approach Note : Left-turn volumes include U-lurns. U-tums in bold. CEW ©F C^IlLSl^iS) T[^FFEC [M]©C^ET©[RE[^(^ [PMC INTERSECTION ANALYSIS SUMMARY Intersection Number: 48 Intersection Location: I-5/La Costa Avenue Southbound Ramp Contents: Tura 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 : Carlsbad Interseclion of: N/S Streel: 1-5 Southbound Ramps E/W Street: La Cosla Avenue File: 2001 Int #48 Dala Collected by : Chester, Chris Page 1 of 3 Count Dale 08/09/01 Day: Thursday Weather: Sunnv Traffic Control: Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Trn Thrti Right Peds Left U-Trn Thra Righl Peds Left U-Trn Thra Right Peds Left U-Trn Thra Right Peds Vehicle Peds 6:15 AM 0 0 0 0 0 24 fl 0 6 0 0 0 17 6 0 IOI 0 32 0 0 186 0 6:30 AM (1 0 0 0 0 41 () 0 23 0 fl 0 41 25 fl 98 0 44 (1 1 272 1 6:45 AM fl 1) fl fl 0 122 0 0 18 fl 0 0 51 22 0 169 0 60 fl 0 442 0 7:00 AM 0 0 0 0 0 81 0 0 40 0 0 fl 67 20 0 119 0 57 0 1 384 1 7:15 AM 0 fl 0 0 0 85 fl 2 33 0 0 0 68 19 0 119 0 59 0 0 385 0 7:30 AM 0 0 fl 0 fl 77 0 0 75 0 fl 0 73 14 0 174 0 67 0 0 480 0 7:45 AM * fl 0 0 fl fl 121 0 I 90 •• 0 0 0 81 22 0 134 0 64 0 0 513 0 8:0fl AM * 0 fl 0 fl 0 116 0 I 63 0 0 0 101 16 0 117 0 55 0 0 469 0 8:15 AM * 0 fl 0 0 0 115 fl 0 78 0 0 0 93 20 0 171 0 77 0 1 554 1 8:3fl AM * 0 0 0 0 0 90 fl 0 95 0 0 0 95 16 0 138 0 78 0 0 512 0 8:45 AM 0 0 0 0 0 96 0 1 35 0 0 0 79 20 0 117 0 69 0 0 417 0 9:00 AM 0 0 fl 0 0 96 0 fl 27 0 0 0 96 16 fl 122 fl 73 0 0 430 0 Max. 15 min. fl 0 0 0 0 122 0 2 95 0 0 0 101 25 0 174 0 78 0 1 554 1 Pk. Hr. Vol. 0 0 0 0 0 442 0 2 326 0 0 0 370 74 0 560 0 274 0 I 2048 I 7:30 AM Peak Inlerseclion Traffic in Pk. Hr. 2048 PeakHr Factor 0.92 8:30 AM Hour Inlersection Pdstrns in Pk. Hr. I 3:45 PM 0 0 0 0 0 63 0 I 40 0 0 0 120 19 0 135 0 57 0 3 435 3 4:00 PM 0 0 0 0 0 76 0 1 52 0 0 0 94 20 0 124 0 90 0 0 457 0 4:15 PM fl 0 fl 0 fl 108 0 0 53 0 0 0 123 26 0 97 0 73 fl 0 480 0 4:30 PM 0 0 fl fl fl 64 0 I 32 0 () 0 107 • 22 0 III 0 95 0 0 432 0 ' 4:45 PM 0 0 0 0 0 108 fl 0 41 0 0 0 153 20 0 152 0 87 0 1 561 1 5:00 PM 0 0 0 0 0 63 fl I 26 0 0 0 136 18 0 92 0 102 0 0 438 0 5:15 PM 0 0 0 0 0 81 fl 0 42 0 0 0 116 19 0 122 0 80 0 0 460 0 5:30 PM * 0 0 fl 0 fl 85 0 I 57 0 0 0 117 23 0 141 0 91 0 3 515 3 5:45 PM * 0 0 0 fl fl 93 0 3 36 0 0 0 117 20 0 149 0 120 0 0 538 0 6:00 PM * -0 0 0 0 0 83 0 I 42 0 0 0 87 20 0 129 0 101 0 2 463 2 6:15 PM * 0 fl 0 0 0 88 0 0 43 0 0 0 108 24 0 127 0 103 0 1 493 1 6:30 PM fl 0 0 « fl 69 0 fl 57 0 0 0 106 29 0 109 0 95 0 0 465 0 Max. 15 min. 0 0 fl fl 0 108 0 3 57 0 0 0 153 29 0 152 0 120 0 3 538 3 Pk. Hr, Vol. 0 0 0 0 0 349 0 5 178 0 0 0 429 87 0 546 0 415 0 6 2009 6 5:15 PM 6:15 PM Peak Hour Peak Hr. Factor 0.93 Inlersection Pdslrns in Pk. Hr. 1-5 Southbound Ramps at La Costa Avenue Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : Soutii Appr (NB) Nortii Appr (SB) West Appr (EB) East Appr (WB) 7:30 AM to 8:30 AM Left Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside I 1 1 I Config - (left) 2 I I 1 I I urations 3 I I 4 5 I Outside 6 7 Free-flow Lane Settings 0 0 0 2 0 I 0 2 0 2 2 0 Capacity 0 0 0 3800 0 1800 0 4000 0 3600 4000 0 Are the Nortli/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor O.IO Hourly Volume 0 0 0 442 2 326 0 370 74 560 274 0 Adjusted Hourly Volume 0 0 0 444 0 326 0 444 0 560 274 0 Utilization Factor 0.00 0.00 0.00 0.12 0.00 0.18 0.00 0.11 0.00 0.16 0.07 0.00 Critical Factors 0.00 0.18 0.11 0.16 ICU Ratio 0.55 LOS = A Tuming Movements at Intersection of: 1-5 Southbound Ramps and La Costa Avenue W e s t A P P r Time : 7:30 AM to 8:30 AM Date Day Name Totals 1044 08/09/flI Thursday Chester, Chris Sub- totals 600 444 0 370 74 Subtotals Tolal North Approach 326 lr 636 0 0 636 770 2 North 1-5 Southbound Ramps 770 (I 442 t 1 ^ t r 0 274 560 Total Subtotals Sub- totals 834 812 La Costa Avenue Totals 1646 E a s t A P P Soulh Approach Note : Left-lurn volumes include U-lurns. U-turns in bold. 1-5 Southbound Ramps at La Costa Avenue Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : Soutii Appr (NB) Nortii Appr (SB) West Appr (EB) East Appr (WB) 5:15 PM to 6:15 PM Left Thra Right Left Thra Right Left Thra Right Left Thra Right Lane Inside I I I I Config - (left) 2 I 1 I 1 I urations 3 I I 4 5 I Outside 6 7 Free-flow Lane Settings 0 0 0 2 0 I 0 2 0 2 2 0 Capacity 0 0 fl 3800 0 1800 0 4000 0 3600 4000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor O.IO Hourly Volume 0 0 0 349 5 178 0 429 87 546 415 0 Adjusted Hourly Volume 0 0 0 354 0 178 0 516 0 546 415 fl Utilization Factor O.Ofl 0.00 0.00 0.09 0.00 O.IO 0.00 0.13 0.00 0.15 O.IO 0.00 Critical Factors 0.00 0.10 0.13 0.15 ICU Ratio = 0.48 LOS = Turning Movements at Intersection of: 1-5 Southbound Ramps and La Costa Avenue W e s t A P P r Time : 5:15 PM to 6:15 PM Date: 08/09/01 Day : Thursday Name : Chester, Chris Totals 1109 Sub- lotals 593 516 0 429 87 Subtotals Total North Approach 178 lr 638 532 North 1-5 Southbound Ramps 532 0 349 t ^ t r 0 0 0 0 0 638 0 415 546 Total Subtotals Sub- totals 961 778 La Costa Avenue Totals 1739 E a s I A P P South Approach Note : Left-lurn volumes include U-turns. U-turns in bold. CEW ©F C/^[^LS1^P TIMFFEC [Ml©[r^ET©M[j^C [P[R©( INTERSECTION ANALYSIS SUMMARY Intersection Number: 49 Intersection Location: I-5/La Costa Avenue 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 3 VRPA TURNING MOVEMENT ANALYSIS City; Carisbad Intersection of: N/S Slreet: 1-5 Northbound Ramps E/W Slreet: La Costa Avenue File: 20flllnt#49 Data Collected by : Matt, Kelly Page I of 3 Count Date 08/09/01 Day: Thursday Weather: Sunny Traffic Conlrol: Signalized South Ap|)roach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Trn Thra Right Peds Left U-Trn Thra Righl Peds Left U-Trn Thm Right Peds Left U-Trn Thra Right Peds Vehicle Peds 6:15 AM 11 0 fl 30 0 fl 0 () fl 0 9 0 37 0 0 fl 0 132 29 fl 248 0 6:30 AM 10 0 fl 61) 0 fl fl H fl fl 28 fl 49 0 1 fl 0 158 37 0 342 1 6:45 AM 20 0 fl 119 0 fl fl fl 0 0 28 fl 99 0 0 fl 0 239 47 0 552 0 7:00 AM 20 » fl 111 fl fl fl fl 0 0 28 fl 142 0 0 fl 0 180 49 fl 530 0 7:15 AM 12 « fl 92 fl fl fl fl fl fl 23 fl 98 0 fl fl fl 201 65 I 491 I 7:30 AM * 13 fl 0 122 fl fl fl fl fl fl 42 fl 116 0 fl fl 0 224 86 0 603 0 7:45 AM * 5 fl 0 145 fl 0 fl fl fl • fl 41 fl 149 0 0 fl 0 189 89 1 618 I 8:00 AM * 19 fl 0 151 fl 0 fl fl fl fl 41 fl 169 0 0 fl 0 160 106 0 646 0 8:I5AM * 10 fl 0 121 fl 0 fl fl fl 0 34 0 140 -0 0 0 0 192 92 0 589 0 8:30 AM 22 fl 0 lOfl 0 fl 0 fl fl 0 38 fl 159 0 0 0 0 186 90 fl 595 0 8:45 AM 17 fl 0 117 0 0 0 0 fl 0 35 0 118 0 0 fl 0 180 92 0 559 0 9: Ofl AM 8 0 fl 106 0 0 0 0 fl 0 45 .fl 127 0 0 0 0 187 77 I 550 1 Max. 15 min. 22 0 fl 151 0 0 0 0 fl 0 45 0 169 0 I 0 0 239 106 1 646 1 Pk. Hr. Vol. 47 0 0 539 0 0 0 0 0 fl 158 0 574 0 0 0 0 765 373 1 2456 -I 7:15 AM Peak Inlersection Traffic in Pk. Hr. 2456 Peak Hr. Factor 0.95 8:15 AM Hour Inlerseclion Pdslrns in Pk. Hr I 3:45 PM 16 0 0 142 0 0 0 0 0 0 . 49 0 130 0 I 0 0 169 110 2 616 3 4:fl0 PM 30 fl I 140 0 0 0 0 0 0 38 0 129 0 0 0 0 180 105 fl 623 0 4:15 PM 20 fl 1 95 fl fl fl fl 0 0 49 0 154 0 0 0 0 149 101 0 569 0 4:30 PM 25 fl 1 144 fl fl fl fl 0 0 47 0 157 0 0 0 0 167 IOO 1 641 I 4:45 PM 27 fl 0 148 fl fl fl fl 0 0 58 0 172 0 0 0 fl 162 106 0 673 0 5:00 PM * 32 fl 0 143 fl fl fl fl 0 0 53 0 165 0 0 0 fl 199 87 0 679 0 5:15 PM * 23 0 fl 175 0 fl 0 fl 0 0 38 0 161 0 0 0 0 173 88 0 658 0 5:30 PM * 35 0 1 169 0 0 0 0 fl 0 37 1 158 0 2 0 0 193 80 0 674 2 5:45 PM * 32 0 0 178 0 0 0 0 fl 0 41 0 170 0 0 0 0 213 75 0 709 0 6:00 PM 37 0 0 165 0 0 0 fl fl 0 37 0 142 0 0 0 0 192 79 2 652 2 6:15 PM 24 0 0 157 0 0 0 H fl 0 27 4 167 0 0 0 0 173 61 0 613 0 6:30 PM 37 0 0 157 0 fl 0 fl fl 0 41 0 142 fl 0 0 0 165 60 0 602 0 Max. 15 min. 37 0 I 178 0 fl fl fl 1) 0 58 4 172 0 2 0 0 213 110 2 709 3 Pk. Hr. Vol. 122 fl 1 665 fl 0 fl fl 0 0 169 1 654 0 2 0 0 778 330 0 2720 2 4:45 PM Peak Interseclion Traffic in Pk. Hr. 5:45 PM Hour Interseclion Pdstrns in Pk, Hr Peak Hr. Faclor 0.96 1-5 Northbound Ramps at La Costa Avenue Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : Soutii Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:15 AM to 8:15 AM Left Thra Right Left Thm Right Left Thra Right Left Thra Right Lane Inside I 1 1 1 I Config - (left) 2 I I I urations 3 I I 1 4 5 1 Outside 6 7 Free-flow Lane Settings 0 1 2 0 0 0 I 2 0 0 3 I Capacity 0 2000 3600 0 0 0 1800 4000 0 0 6000 1800 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 47 0 539 0 0 0 158 574 0 0 765 373 Adjusted Hourly Volume 0 47 539 0 0 0 158 574 0 0 765 373 Utilization Factor O.Ofl 0.02 0.15 0.00 0.00 0.00 0.09 0.14 0.00 O.Ofl 0.13 0.21 Critical Factors 0.15 0.00 0.09 0.21 ICU Ratio = H.55 LOS = A Tuming Movenients at Intersection of: 1-5 Northbound Ramps and La Costa Avenue W e s t A P P r Time : 7:15 AM to 8:15 AM Date Day Name Totals 1544 08/09/01 Thursday Matt, Kelly Sub- totals 812 732 158 574 0 Subtotals Total North Approach 47 (I 586 North 1-5 Northbound Ramps 531 0 0 • t ^ t r 0 539 586 531 373 765 0 Total Subtotals Sub- totals II38 1113 La Costa Avenue Totals 2251 E a s t A P P South Approach Note : Left-turn volumes include U-lurns. U-lurns in bold. 1-5 Northbound Ramps at La Costa Avenue Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 4:45 PM lo 5:45 PM Left Thra Right Left Thra Right Left Thra Right Left Thm Right Lane Inside I I 1 I 1 Config - (left) 2 I 1 I urations 3 I I I 4 5 1 Outside 6 7 Free-flow Lane Settings 0 I 2 0 0 0 I 2 0 0 3 I Capacity to o 360fl fl fl 0 1800 40flfl 0 fl 6000 1800 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 122 1 665 0 0 0 170 654 0 0 778 330 Adjusted Hourly Volume 0 123 665 0 0 0 170 654 fl 0 778 330 Utilization Factor 0.00 0.06 0.18 0.00 0.00 O.flO 0.09 0.16 0.00 0.00 0.13 0.18 Critical Factors 0.18 0.00 0.09 0.18 ICU Ratio 0.55 LOS = Turning Movements at Intersection of: 1-5 Northbound Ramps and La Costa Avenue W e s t A P P r Time : 4:45 PM lb 5:45 PM Date Da\- Name Totals 1725 08/09/01 Thursday Matt, Kelly Sub- totals 901 824 170 654 0 Subtotals Total North Approach 122 I) 788 North 1 788 500 I) 0 1-5 Northbound Ramps Total t ^ t r 665 500 330 778 fl Subtotals Sub- totals 1108 1319 La Costa Avenue Totals 2427 E a s I A P P r South Approach Note : Left-turn volumes include U-lurns. U-lurns in bold.