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HomeMy WebLinkAbout; 1995 Traffic Monitoring Program Carlsbad Part 1; 1995 Traffic Monitoring Program Carlsbad Part 1; 1995-12-04m ANNUAL REPORT 1995 CITY OF C ARLS B Aj? GROWTH MANAGEMENT PLAN TRAFFIC MONITORING PR^OGIT^AM Prenarpd Fn^ City of Carlsbad 2075 Las Palmas Drive Carlsbad, CA 92009 Prenarpri Ry JHK & Associates 10260 Campus Point Drive San Diego, CA 92121 Tel. No. (619) 458-2111 LIST OF FIGURES Fig»rg Pagg 1- 1 Project Location Map 1-2 2- 1 1995 Traffic Monitoring Program - Peak Hour Arterial Levels of Service 2-2 3- 1 Intersection Location Map 3-2 3-2 1995 AM Peak Hour - Intersection Levels of Service 3-11 3-3 1995 PM Peak Hour - Intersection Levels of Service 3-12 LIST OF TABLES Table Ease 2- 1 Roadway Segment Levels of Service 2-3 3- 1 Intersection Capacity Utilization Analysis Summary 3-8 TABLE OF CONTENTS Page 1. INTRODUCTION 1-1 Project Overview 1-1 Annual Report Organization 1-3 2. MID-BLOCK LINK COUNTS 2-1 3. INTERSECTION TURN MOVEMENT COUNTS 3-1 4. CONCLUSIONS 4-1 APPENDIX A - INTERSECTION SUMMARY APPENDIX B - MID-BLOCK SUMMARY 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 volumes at major signalized and unsignalized intersections. The field data is then reduced and capacity analysis is performed based on existing geometries and lane configurations. The analysis of intersections and mid-block locations enables the jurisdiction to identify potential capacity problem areas where unacceptable operations exist. This information is intended to assist the City in assessing future development adjacent to these problem locations where capacity deficiencies currently exist. This report documents the seventh year's results of the Growth Management Plan Traffic Monitoring Program for the City of Carlsbad. The City of Carlsbad identified forty-six (46) key intersections and twenty-eight (28) key mid-block locations for analysis. Similar efforts occurred during 1989, 1990, 1991, 1992, 1993, and 1994 during the months of either June and July or July and August which 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 67,000. Interstate 5 runs north and south near the western edge of Carlsbad and is a major route for commuters to both Orange County and San Diego. The facility also carries a significant amount of through traffic as the primary coastal route linking San Diego to Orange County and Los Angeles. The Carlsbad Circulation system includes the following major arterials: El Camino Real, Palomar Airport Road, La Costa Avenue, Rancho Santa Fe Road, and Carlsbad Boulevard. The project location map. Figure 1-1, shows the alignment of the major roadways throughout Carlsbad and the intersections and mid-block locations evaluated in this year's Traffic Monitoring Program. 1-1 LEGE ^ Mid-Block Count Location O Intersection Count Location -J ihk & associates Figure 1-1 PROJECT LOCATION MAP 1-2 ANNUAL REPORT ORGANIZATION JHK & Associates (JHK) collected data during the Summer of 1995 at requested mid- block 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, JHK has prepared a summary section for this Annual Report. Summary information is presented in this initial section of the report, and a description of the content of Chapters 2, 3 and 4 is provided below. As mentioned previously, a total of twenty-eight (28) mid-block link count locations were identified by the City of Carlsbad for the collection of 1995 average daily traffic (ADT) volume counts. JHK coordinated the placement of its counters with City staff and later reviewed the ADT volumes and perfonned roadway segrnent analysis. The results of the mid- block link analysis for the summer count period are contained in Chapter 2. Although roadway segment analysis provides a good indication of roadway operations in rural settings, intersections tend to be the dominant factor in traffic operations within the urban sections of most communities. Thus, the City of Carlsbad identified forty-six (46) key intersections to be analyzed. To help assure that the intersection tum movement counts were completed in a timely and consistent manner, JHK utilized engineering students from local universities. Moming (6:00 to 9:00 a.m.) and evening (3:30 to 6:30 p.m.) peak period tum movement volumes were collected at each project intersection. Also, vehicular delay was measured at each unsignalized 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 and procedures outlined in the 1994 Highway Capacitv Manual. Chapter 10, for unsignalized ALL-WAY STOP-controlled and TWO-WAY STOP-controlled intersections. The results of the intersection data collection and analysis activities are presented in Chapter 3. Critical project findings and conclusions are documented in Chapter 4. Technical issues are discussed and recommendations for future traffic monitoring activities are also presented in Chapter 4. 1-3 2. MID-BLOCK LINK COUNTS Mid-block link counts were conducted at twenty-eight (28) locations throughout the City of Carlsbad and can be identified on Figure 2-1. JHK & Associates conducted the link counts using mechanical tube counters which were placed and monitored for two consecutive days (48-hours). The counts resulted in the determination of average daily traffic (ADT) volumes, and these ADT volumes for the Summer count period are summarized in the Appendix. The City of Carlsbad assumed a one-direction maximum capacity of 1,800 vehicles per lane per hour in the peak period. Roadway segment analysis was calculated by a maximum one-direction lane volume to capacity ratio and the corresponding Level of Service (LOS) was determined. Table 2-1 summarizes and compares the Summer 1995 roadway segment analysis with data from 1991,1992,1993, and 1994. Figure 2-1 graphically illustrates the 1995 levels of service during the peak hour. After the analysis was completed for the roadway segments, no locations were identified as operating at LOS D, E, or F. However, one (1) location was found to operate at LOS C. La Costa Avenue between Piraeus Street and Saxony Road was found to operate at LOS C with a volume to capacity ratio (V/C) of 0.78 during the peak period. This location's V/C has steadily increased over the last few years, having reported a V/C of 0.71 and 0.73 in 1993 and 1994 respectively. The remaining segments operated at LOS A or B for the Summer 1995 count phase. The location of the high volume link along with the corresponding level of service is listed below: 1991 1992 1993 1994 1995 Location Summer Summer Summer Summer Summer No. Location LOS LOS LOS LOS LOS 17 La Costa Avenue C/D C/D C C C between Piraeus Street and Saxony Road 2-1 associates Figure 2-1 1995 TRAFFIC MONITORING PROGRAM PEAK HOUR ARTERIAL LEVELS OF SERVICE 2-2 Table 2-1 CITY OF CARLSBAD ROADWAY SEGMENT LEVELS OF SERVICE ANALYSIS SUMMARY Location Number Seement Segment Location Summer 1991 Summer 1992 Summer 1993 Summer 1994 Summer 1995 Location Number Seement Segment Location ADT Peak LOS ADT Peak LOS ADT Peak LOS ADT Peak LOS ADT Peak LOS 1 Palomar Airport Rd. Paseo Del Norte and College Blvd. 29,855 A 30,180 A 30,765 A 31,920 A 36,825 A 2 Palomar Airport Rd. Yarrow Dr. and El Camino Real 19,025 A 19,685 A 20,180 A 17,980 A 22,625 A 3 Palomar Aiiport Rd. El Camino Real and El Fuerte St. 26,920 A 28,160 A 26,785 A 36,220 A 4 Palomar Aiiport Rd. East of future Melrose Dr. 27,450 F 27,895 F 25,385 A 34,615 B 5 El Camino Real Plaza Dr. and Marron Rd. 29,490 A 31,345 A 31,365 A 32,125 A 31,580 A 6 El Camino Real Tamarack Ave. and Kelly Dr. 23,235 A 23,650 A 23,310 A 24,700 A 22,730 A 7 El Camino Real Palomar Aiiport Rd. and Faraday Ave. 23,155 A 21.345 A 23,000 A 25,150 A 8 El Camino Real Camino Vida Roble and Alga Rd. 23,415 A 9 El Camino Real Alga Rd. and La Costa Ave. 25,335 A 25,060 A 29,775 A 27,540 A 30,450 A 10 El Camino Real La Costa Ave. and Levante St. 23,855 A 25,185 A 11 El Camino Real Levante St. and Olivenhain Rd. 23,890 A 23,500 A 25,075 A 23,825 A 24,770 A 12 Cailsbad Blvd. Mountain View Dr. and State Sl. 13,600 A 12,920 A 13,045 A 13,950 A 14,285 A 13 Carisbad Blvd. Cannon Rd. and Cerezo Dr. 14,705 A 15,710 A 15,215 A 15,105 A 14,715 A 14 Cartsbad Bh/d. Palomar Airport Rd. and Poinsettia Ln. 13,870 A 14,580 A 15,290 A 13,975 A 13,505 A 15 Cartsbad Blvd. Poinsettia Ln. and La Costa Ave. 13,605 A 12,775 A 15,010 A 16 Olivenhain Rd. El Camino Real and Amargosa Dr. 18,840 A 18,430 A 18,895 A 19,415 A 20.390 A 17 La Costa Ave. Piraeus SL and Saxony Rd. 29,275 C 29,700. C 29,705 C 30,895 C 31,455 C 18 La Costa Ave. Romeria St. and Cadencia St. 10.690 A 12,205 A 11,360 A 11,600 A 11,395 A 19 Rancho Santa Fe Rd. Melrose Dr. and La Costa Meadows Dr. 23,145 C 23,175 B 23,850 C 25,490 B 23,290 B 20 Rancho Santa Fe Rd. Questhaven Rd. and Cadencia St. 18,990 A 19,715 A 19,505 A 20,255 A 19,755 ' A 21 Rancho Santa Fe Rd. Olivenhain Rd. and Avenida La Posta 10,885 A 11,000 A 10,825 A 10,880 A 11,520 A 22 Carlsbad Village Dr. Pontiac Dr and Victoria Ave. 5,065 A 5,300 A 4,930 A 5,140 A 5,075 A 23 Poinsettia Ln. Paseo Del Norte and Batiquitos Dr. 9,885 A 10,535 A 11,380 A 12,390 A 12.590 A 24 Tamarack Ave. El Camino Real and La Portalada Dr. 5,535 A 7,360 A 7,240 A 7,265 A 7,075 A 25 Paseo Del Norte Camino De Las Ondas and Poinsettia Ln. 7,525 A 6,020 A 8,290* A 5470 A 5,680 A 26 Paseo Del Norte Palomar Airport Rd. and Camino Del Parque (N) 7,510 A 7,490 A 10,560* A 7,470 A 8,185 A 27 CoUege Blvd. Aston Ave. and Palomar Aiiport Rd. 9,820 A 10,205 A 28 Alga Road El Camino Real and El Fuerte St. 7,870 A * Significant volume increase was due to construction of I-S/Palomar Airport Road interchange. Twenty-six (26) of the twenty-eight (28) mid-block locations for this 1995 report were also analyzed in the 1994 report while the remaining two ( 2) mid-block locations have not been analyzed in any previous Growth Management Plan Traffic Monitoring Program for the City of Carlsbad. Of these twenty-six (26) locations, seventeen (17) link count stations experienced an increase in ADT from the previous count period. The increases ranged from less than two (2) percent to thirty-six (36) percent with an average increase of eleven (11) percent. The other nine (9) sites showed a decrease in the recorded ADT volumes from the previous count period. The decreases ranged from less than two (2) percent to nine (9) percent with an average decrease of four (4) percent. Based on the twenty-six (26) comparative locations, overall traffic volumes have increased by five (5) percent, during the last year. This is greater than the previous year when the annual growth rate averaged only 0.1 percent. A few interesting observations can be made from the ADT data along the main corridors in Carlsbad. For instance, previous years construction projects along Palomar Airport Road have now been completed allowing full access and utilization of this major arterial. This would explain the significant increases in traffic volumes along Palomar Airport Road and El Camino Real. As would be expected, drivers previously avoiding this area, by diverting to other routes, have retumed. As a result, the volumes along Palomar Airport Road in this area increased by fifteen (15) to thirty-six (36) percent As a result of the completion of the reconstmction of Palomar Airport Road east of El Camino Real, other routes experienced decreases in their daily traffic volumes. In particular, traffic on Rancho Santa Fe Road decreased six (6) percent since last year and La Costa Avenue east of El Camino Real experienced a volume decreases of two (2) percent. A direct correlation can be made in relation to increases and decreases in volumes throughout Carlsbad and the completion of the Palomar Airport Road improvement project. As stated previously, Palomar Airport Road has experienced the greatest increase in traffic volumes in recent years. Increases in connecting north/south arterials have also been realized now that Palomar Airport Road has been completed. For instance. El Camino Real, directly north and south of the improvements has experienced increases of nine (9) and eleven (11) percent respectively. Although there are no comparative ADT counts along Alga Road east of El Camino Real, peak hour traffic volumes at the intersection of Alga Road and El Fuerte Street suggest a significant diversion of traffic back to Palomar Airport Road, with decreases of forty- five (45) percent in the AM and twenty-two (22) percent in the PM. 2-4 It is important to recognize that although roadway segment analysis is an accurate assessment of roadway conditions in rural settings, it is often difficult to assess the overall efficiency of the entire circulation system based solely on the segment analysis. This is especially true in urban settings where intersection operations control the flow of traffic on the system. Thus, the analysis of intersection levels of service at signalized intersections provides a more accurate indication of system operations in urbanized areas. 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 more accurately determine the current state of the entire circulation system. 2-5 3. INTERSECTION TURN MOVEMENT COUNTS Intersection turn movement counts were conducted at forty-six (46) intersections. Figure 3-1 graphically identifies the location of each of the intersections included in the study. To aid in the data collection, JHK employed temporary staff consisting of engineering students from local universities. The tum movement counts were conducted during the moming peak period (6:00 to 9:00 a.m.) and the evening peak period (3:30 to 6:30 p.m.). The data from each three-hour period was subdivided into fifteen minute intervals, and vehicle turning movement counts were summarized during each interval. This assured that the peak hour would be clearly identified for both the moming and evening peak periods. All counts were conducted during the middle of the week (either Tuesday, Wednesday, or Thursday) and the actual count day and date are shown in the Appendix. To aid in the reduction of the field data, JHK 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 moming and evening peak hours for thirty-seven (37) of the forty-sbc (46) intersections. In the past, lane group capacities of 1700 vphg per thm lane and 1500 vphg per tum lane were used for the ICU calculations. As part of the 1991 Traffic Monitoring Program, JHK studied nine signalized intersections in order to compare the theoretical and actual lane group capacities. Based on the results of this analysis and discussions with City staff, ICU calculations were performed based on the following lane group capacities: Lane Group Capacitv Thm Lanes 2000 vphgpl Tum Lanes 1800 vphgpl 3-1 LEGEND o Intersection Count Location XX Intersection Count Number associates Figure 3-1 INTERSECTION LOCATION MAP 3-2 The 1995 intersection ICU was correlated to the level of service for the thirty-seven (37) signalized locations as follows: SIGNALIZED INTERSECTIONS LEVEL OF SERVICE RANGES ICU 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 The remaining nine (9) unsignalized intersections could not be analyzed using ICU procedures. Three intersections were ALL-WAY STOP-controlled, and the remaining were TWO-WAY STOP-controlled intersections with stop or yield signs controlling the minor street or ramp approach. The 1995 Traffic Monitoring Program unsignalized analysis incorporated new procedures recentiy published in the 1994 Highway Capacity Manual, as described below. TWO-WAY STOP-controlled intersections were analyzed using a methodology based on average vehicle delay which was developed and approved in 1990 by the City Traffic Engineer. This methodology required an estimation of vehicular delay based on V/C ratios and corresponding Levels of Service. Beginning with the 1991 Traffic Monitoring Program, JHK collected actual delay measurements for all conflicting movements at unsignalized intersections. This information was then utilized in calculating a total, weighted, average delay for the intersection. The total intersection delay was then compared to Table 10-3 of the 1994 Highway Capacitv Manual to obtain the overall intersection level of service. The 1994 Highway Capacity Manual provides new Levels of Service criteria as compared with previous years' analysis of unsignalized intersection analysis. The new Levels of Service criteria for unsignalized intersections is summarized in the following table: 3-3 LEVEL OF SERVICE CRITERIA FOR UNSTQNALT7FD INTERSECTIONS Delav/Vehicle (sec) < 5.0 A 5.1 to 10.0 B 10.1 to 20.0 C 20.1 to 30.0 D 30.1 to 45.0 E > 45.0 F This table is somewhat more conservative than the table used in previous years. Therefore, it is possible to report a worse Level of Service for a given delay value than would have occurred previously. Data summary sheets for the TWO-WAY STOP-controlled intersections can be found in the Appendix. The 1994 Highway Capacity Manual describes new procedures for calculating ALL- WAY STOP-controlled intersection Levels of Service. JHK utilized these procedures in this report to determine the level of service of the three (3) remaining locations. The new procedure includes the following steps. First, determine the flow rates and number of lanes for each approach. Then, estimate the approach capacity based on proportion of traffic on the approaches, number of lanes on each approach and proportion of tuming movements. The average approach total delay is a function of the volume on the approach and the capacity estimated for the approach. This is calculated using equation 10-25 located in the 1994 Highway Capacitv Manual. Total intersection delay is determined to be the summation of the total approach delay multiplied by approach adjusted flow rate divided by overall intersection volume. A Level of Service is then determined using table 10-3 of the 1994 Highway Capacity Manual. The ALL-WAY STOP-controlled intersection analysis utilized in previous years of the Traffic Monitoring Program was based on an earlier version of the 1994 Highway Capacity Manual procedure, with slight variations in the methodology. After analyzing the results of the Summer 1995 count season, six (6) intersections were identified as operating at Level of Service D, E or F during the a.m. or p.m. peak hours. Each of these locations was then further analyzed to determine the Level of Service during each 15- minute interval of the peak hour. Five (5) intersections were signalized and one (1) unsignalized. 3-4 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. None of the six (6) locations exhibited LOS E or F conditions during all four (4) 15-minute peak hour periods for the moming or evening peak period. 1-5 Northbound Ramp at Palomar Airport Road experienced LOS E conditions during three (3) 15- minute peak hour periods during the aftemoon. The ICU and LOS for the Summer count seasons of 1991, 1992, 1993, 1994 and 1995 are summarized in Table 3-1. In addition. Figures 3-2 and 3-3 graphically illustrate the intersection levels of service for both moming and aftemoon peak periods. The Summer 1995 LOS calculations identified six (6) intersections that operate at or below LOS D in the moming or evening peak period. A discussion of traffic operations at each of these intersections follows. El Camino Real and Olivenhain Road This intersection, located in the City of Encinitas, operates poorly during the p.m. peak period for the sixth straight year. As experienced previously, commuters making the northbound right tum maneuver in the aftemoon contribute nearly forty-five percent of the ICU ratio of LOS D (0.86). This movement is made from an exclusive right tum lane at present. Last year's ICU analysis indicated LOS F (1.02). Conditions indicate the need for additional geometric capacity at this intersection. It should be noted that the intersection operates at LOS D or worse for the entire peak hour. Although, design improvements have been made and an increase in level of service has been realized, additional capacity is needed for the northbound right tum maneuver to bring this intersection to an acceptable level of service. Design plans for widening this intersection are being completed with constmction to begin in 1996. Rancho Santa Fe Road and Melrose Drive Morning peak period levels of service at this intersection have remained fairly consistent for the last six years near the threshold between LOS D and E. This year the morning peak hour decreased by 220 vehicles compared to last year due mainly to the completion of the Palomar Airport Road constmction. The major contribution to the moming ICU ratio comes from southbound through traffic. Additional through lane capacity for this movement would help alleviate much of the stress on this intersection. It should be noted that this intersection operates at LOS D or worse for 45 of the 60 peak hour minutes for the moming peak period. 3-5 El Camino Real and Palomar Airport Road Improvements have been made to increase capacity at this intersection. However, with increased volumes over the past year due to the completion of constmction projects to the east and west, additional capacity is still needed to bring this intersection to an acceptable level of service. LOS D conditions exist for the aftemoon peak hour with the northbound right, southbound left and eastbound through each contributing between twenty one and twenty six percent to this intersection's ICU ratio of 0.81. It should be noted LOS D conditions exist for only two 15-minute periods during the aftemoon peak hour. El Camino Real and La Costa Avenue Prior to this year, this intersection has operated at acceptable levels of service since the traffic monitoring program began in 1989. However, this year the aftemoon peak period level of service has worsened to LOS D. This may be due in part to the completion of the constmction on Palomar Airport Road since El Camino Real to the south of Palomar Airport Road was not as easily accessible before and during construction. This is supported by the fact that ADT volumes along El Camino Real between Palomar Airport Road experienced an average increase of seven (7) percent. The result of this increase is most noticeable in southbound through and right tuming vehicles, which increased thirty-seven (37) and sixty- four (64) percent respectively. This has led to a ICU ratio of 0.85 (LOS D), previously reported at 0.68 (LOS B) in 1994. Traffic pattems may still be shifting some due to increased capacity to the north. If traffic continues to increase as experienced this past year, consideration could be given to increase capacity at this intersection to accommodate this trend, especially at the southbound approach. It should be noted that this intersection operated at level of service D or worse for only two (2) 15-minute periods during the aftemoon peak hour. 1-5 Northbound Ramp and Palomar Airport Road Two years ago a major bridge reconstmction project was in progress at this location, and it was completed last this year. This ramp is now signalized and has improved geometries compared to prior years. However, there is a heavy flow of traffic in the westbound right tum lane, and this contributes fifty-nine (59) percent of the intersection's ICU ratio of 1.00 (LOS E). Restriping the adjacent through lane to become a shared through/right lane would improve the afternoon level of service to LOS D with an ICU of 0.84. Currentiy, LOS E or F conditions exist at this intersection for three 15-minute periods of the aftemoon peak hour due to the heavy right tum movement 3-6 1-5 Southbound Ramp and Cannon Road This intersection has been monitored since 1991, and the morning peak period has always been more congested than the evening peak period. This year, as in prior years, the southbound approach contributed significantiy to the overall delay and corresponding LOS D designation. This intersection will be modified with signalization and geometric modifications. Caltians is cmrentiy completing the P.S.R. and will be proceeding to preparation of the plans, specifications and estimates with constmction scheduled to begin in 1998. It should noted that this intersection operates at LOS D for only 15 of the 60 peak hour minutes for the moming peak period. 3-7 Table 3-1 INTERSECTION CAPACITY UTILIZATION ANALYSIS SUMMARY SUMMER 1991 PEAK HOUR SUMMER 1992 PEAK HOUR SUMMER 1993 PKAK HOUR SUMMER 1994 PEAK HOUR SUMMER 1995 PFAK HOUR Count No. I 00 Count Intersection/Location 1. El Cunino Real and Carlsbad VUlage Drive 2. El Cainino Real and Tamarack Avenue 3. El Camino Real and College Boulevard 4. El Camino Real and Faraday Avenue 3. El Camino Real and Palomar Aiiport Road 6. El Camino Real and Camino Vida Roble 7. El Camino Real and Alga Road 5. £1 Camino Real and La Costa Avenue 9. El Camino Real and Levante Street 10. El Camino Real and Olivenhain Road 11. Palomar Aiipoit Road and Avenida Encinas 12. Palomar Aiipoit Road and Paseo Del Norte 13. PalomarAiipoit Road and College Boulevard 14. Palomar Airport Road and Camino Vida Roble 15. Palomar Airport Road and El Fuerte Street 16. Carisbad Boulevard and Grand Avenue 17. Carisbad Boulevard and Carlsbad Village Drive AM PM AM PM AM PM AM PM AM PM ICU ICU ICU ICU ICU ICU ICU ICU ICU ICU Ratio LOS Ratio LOS Ratio LOS Ratio LOS Ratio LOS Ratio LOS Ratio LOS Ratio LOS Ratio LOS Ratio LOS 0.51 A 0.63 B 0.63 B 0.61 B 0.44 A 0.42 A 0.48 A 0.60 A 0.72 C 0.95 E 0.45 A 0.64 B 0.63 B 0.65 B 0.75 0.54 0.48 0.43 C A 0.91 E 0.49 A 0.80 D 0.50 A 0.63 B 0.88 0.47 A 0.59 A 0.64 B 0.60 A 0.47 A 0.57 A 0.51 A 0.73 C 0.80 C 0.99 E 0.50 A 0.81 D 0.67 B 0.59 A 0.28 0.52 0.80 0.55 0.60 0.44 0.70 0.35 A A 1.01 0,50 0.75 0.45 0.92 0.51 0.42 A 0.56 A 0.63 B 0.61 B 0.49 0.46 0.69 B 0.71 0.37 0.54 0.69 B 0.71 0.96 0.63 B 0.25 A 0.46 A 0.35 A 0.53 A 0.52 A 0.62 B 0.48 A 0.66 B 0.61 B 0.59 A 0.45 A 0.55 A 0.41 A 0.49 A 0.56 A 0.55 A 0.54 A 0.67 B 0.63 B 0.57 A 0.70 B 0.53 A 0.47 A 0.70 B 0.51 A 0.63 B 0.68 B 0.75 C 0.42 A 0.66 B 0.42 A 0.80 C 1.02 F 0.54 A 0.44 A 0.39 A 0.49 A 0.53 A 0.63 B 0.60 A 0.43 A 0.60 A 0.48 A 0.46 A 0.62 B 0.53 A 0.57 A 0.59 A 0.75 C 0.28 A 0.41 A 0.28 A 0.33 A 0.57 A 0.31 A 0.47 A 0.58 A 0.50 A 0.77 C 0.81 D 0.53 A 0.69 B 0.85 D 0.56 A 0.88 D 0.75 C 0.62 B 0.61 B 0.66 B 0.79 C 0.37 A 0.56 A Table 3-1 (Continued) INTERSECTION CAPACITY UTILIZATION ANALYSIS SUMMARY Count No. Count Intersection/Location SUMMER 1991 PEAK HOUR AM PM ICU ICU SUMMER 1992 PEAK HOUR AM SUMMER 1993 PEAK HOUR PM AM PM ICU ICU ICU ICU SUMMER 1994 PEAK HOUR AM PM ICU ICU AM SUMMER 199S PEAK HOUR PM ICU ICU Ratio LOS Ralio LOS Ratio LOS Ratio LOS Ratio LOS Ratio LOS Ratio LOS Ratio LOS Ratio LOS Ratio LOS I 18. Carisbad Boulevard and Tamarack Avenue 0.28 19. Carisbad Boulevard and Poinsettia Lane 0.26 20. Rancho Santa Fe Road and Melrose Drive 0.75 21. Rancho Santa Fe Road and La Costa Meadows Drive • 22. Rancho Santa Fe Road and Questhaven Road * 23. Rancho Santa Fe Road and La Costa Avenue 0.51 24. Rancho Santa Fe Road and Olivenhain Road/Camino Alvaro 0.56 25. Carlsbad Village Drive and State Street 26. Carkbad Village Drive and Jeffeison Street 27. Carlsbad Village Drive and Harding Street 0.36 28. Poinsettia Lane and Batiquitos Drive 29. Poinsettia Lane and Paseo Del Norte • 30. Poinsettia Lane and Avenida Encinas 0.39 31. Tamarack Avenue and Carlsbad Village Drive 32. Alga Road and El Fueite Street • 33. Grand Avenue and State Street 34. Grand Avenue and Jefferaon Street 0.47 A 0.42 A 0.70 C » A * A 0.50 A 0.62 B A 0.64 B C • E A 0.74 C 0.28 A 0.47 A 0.31 A 0.38 A 0.87 0.57 0.48 0.38 0.34 0.27 0.68 B 0.56 0.61 0.55 0.65 0.43 0.28 A 0.42 A 0.31 A 0.37 A 0.87 0.55 0.58 0.30 0.40 0.82 D 0.57 0.68 0.45 0.52 • A • B ' D • E 0.38 A 0.66 B » C • B 0.28 A 0.40 A 0.32 A 0.47 A 0.28 A 0.53 A 0.25 A 0.37 A 0.86 D 0.69 B • A • B • A • A 0.57 A 0.59 A 0.44 A 0.42 A 0.25 A 0.37 A 0.26 A 0.40 A 0.34 A 0.49 A • B • C • C • E 0.35 A 0.62 B • A * A • F * C 0.26 A 0.39 A 0.29 A 0.48 A 0.30 A 0.48 A 0.34 A 0.49 A 0.86 D 0.80 C 0.58 A 0.58 A 0.51 A 0.44 A 0.22 A 0.40 A 0.27 A 0.46 A 0.32 A 0.53 A • A * B 0.38 A 0.37 A 0.32 A 0.56 A • B • A *» C ** B 0.25 A 0.38 A 0.26 A 0.35 A Table 3-1 (Continued) INTERSECTION CAPACITY UTILIZATION ANALYSIS SUMMARY SUMMER 1991 PEAK HOUR SUMMER 1992 PEAK HOUR SUMMER 1993 PEAK HOUR SUMMER 1994 PEAK HOUR SUMMER 1995 PEAK HOUR Count No. Count Intersection/Location AM ICU Ratio LOS PM ICU Ratio LOS AM ICU Ratio LOS PM ICU Ratio LOS AM ICU Ratio LOS PM ICU Ratio LOS AM ICU Ratio LOS PM ICU Ratio LOS AM ICU Ratio LOS PM ICU Ratio LOS 35. I-5/Carlsbad ViUage Drive S/B Ramp 0.53 A 0.81 D 0.44 A 0.58 A 0.50 A 0.60 A 36. I-5A;arlsbad Village Drive N/B Ramp 0.55 A 0.75 C 0.52 A 0.70 B 0.49 A 0.67 B 37. 1-5/ramarack Avenue S/B Ramp 0.57 A 0.46 A 0.61 B 0.43 A 38. 1-5/ramarack Avenue N/B Ramp 0.52 A 0.68 B 0.44 A 0.63 B 39. I-5/Cannon Road S/B Ramp • D • B • C • B • E * A * B * A * D • A 40. I-5/Cannon Road N/B Ramp • B • B » B * B * B • B • A * A * A • C 41. 1-5 Palomar Aiiport Road S/B Ramp * C • B • B * B 0.42 A 0.33 A 0.48 A 0.40 A 42. 1-5 Palomar Airport Road N/B Ramp F • B • F • C 0.62 B 0.88 D 0.70 B 1.00 E 43. I-5/Poinsettia Lane S/B Ramp B • B • A • C * B • C * B * C 0.28 A 0.32 A 44. 1-5/Poinsettia Lane N/B Ramp * A • B • B * B * A * B * A * A 0.30 A 0.33 A 45. I-5/La Costa Avenue S/B Ramp • C • C • C * C * C • D * B * C * B • C 46. 1-5/La Costa Avenue N/B Ramp * B • E • A • D • C * D B * C * A * C ICU ratio not applicable to this unsignalized location. This intereeetion was found to be out of the range of the new HCM procedures, previous TRB procedures were used. LEGEND XX Intersection Count Number LOS A,B or C O LOSD ' LOS E LOSF ihk & associates Figure 3-2 1995 AM PEAK HOUR INTERSECTION LEVELS OF SERVICE 3-11 LEGEND XX Intenection Count Number # LOSA,BorC O LOSD LOSE LOS F ihk & associates Figure 3-3 1995 FM PEAK HOUR INTERSECTION LEVELS OF SERVICE 3-12 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-six (46) intersections have been studied for at least two or more of the years since 1989. In addition, twenty-six (26) mid-block locations from previous Traffic Monitoring reports were included with the twenty-eight (28) locations studied this year. The results of the mid-block count locations indicate that traffic has increased by an average of five (5) percent from last year. La Costa Avenue is operating at LOS C and Rancho Santa Fe Road is operating at LOS B during the peak hour , but all other roadways are operating at LOS A. The information contained in Chapter 3 identifies six (6) critical intersections from the forty-six (46) study locations. The intersection of El Camino Real and Palomar Airport Road was found to operate at LOS D during the PM peak hour. A second signalized location operating poorly is the intersection of Rancho Santa Fe Road and Melrose Drive. ICU analysis indicates that the moming peak hour operates at LOS D. El Camino Real and La Costa Avenue was found to operate at LOS D for the first time since the traffic monitoring program began in 1989. El Camino Real and Olivenhain Road operates poorly for the sixth straight year, exhibiting LOS D conditions during the PM peak period. However, it should be noted that this intersection is not located in the City of Carlsbad. The unsignalized intersection of 1-5 southbound and Cannon Road was found to operate at LOS D conditions during the moming peak period only. Also, the recently improved intersection of Palomar Airport Road at the 1-5 northbound ramp operates at LOS E during the evening peak period. Based on the results of this study, it is recommended that these signalized and unsignalized intersections be further reviewed by the City to determine if mitigation should be considered. The remaining signalized and unsignalized intersections were found to have acceptable levels of service. It can be concluded that operations at these remaining intersections may require periodic monitoring and additional geometric analysis. Options to mitigation may include the reclassification of some intersections to "interim conditions" until future elements of the circulation plan are implemented. This would allow these facilities to function at their present LOS until the completion of additional east/west or north/south facilities. For example, the completion of Alga Road between El Camino Real and Poinsettia Lane several years ago provided another east/west link with 1-5. This route helped relieve nearby facilities during 4-1 1991 which were approaching saturation levels. However, recent analyses show these locations worsening again. Additional roadways would also provide alternate routes for existing and future tiaffic volumes. This altemative to mitigation is viable if the elements are anticipated in the short term of 1 to 3 years. Based on the observed volumes on these existing faciUties it is recommended that mitigation be provided in the near term (1 to 3 years). In conclusion, this report was developed for the City of Carlsbad as the seventh annual Traffic Monitoring Program for the Growth Management Plan. Critical intersections have been identified and potential mitigation measures have been discussed. The report represents a conservative estimate of intersection operations based on the guidelines developed by the City of Carlsbad. 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. In the future, this report will be used as a tool for the accurate identification of conditions in specific areas of the City. Also, the results of this project identify critical locations which 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. 4-2 APPENDIX A INTERSECTION SUMMARY TURNING MOVEMENT COUNTS Forty-six (46) 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 a.m. and p.m. peak periods and completed during the months of July and August of 1995. The a.m. peak period was from 6:00 to 9:00 a.m., and the p.m. peak period was from 3:30 to 6:30 p.m. It consisted of turn movement counts for each approach for all forty-six (46) intersections. Pedestrian and U-turn data was also collected at each intersection. In addition, delay data was also obtained for each unsignalized intersection. The data was then reduced and intersection capacity utilization analysis was performed for each signalized intersection while the unsignalized locations were analyzed with procedures outlined in the 1994 Highwav Capacitv Manual. The procedures developed to accomplish the reduction and analysis are shown in this chapter. Table A-2 summarizes the results of this initial ICU, TRB, or HCM analysis. The table presents calculated Levels of Service for all forty-six (46) intersections during the a.m. and p.m. peak hours. .EGEND \\ O Intersection Count Location XX Intersection Count Number hk & associates Figure A-1 INTERSECTION LOCATION MAP Table A-1 COUNT DATE SUMMARY SHEET 1995 TRAFFIC MONITORING PROGRAM Location Count Count Count Number Intersection/Location Day Date 1. El Camino Real and Carlsbad Village Drive Wed 7/26 2. El Camino Real and Tamarack Avenue Tue 7/11 3. El Camino Real and College Boulevard Wed 7/19 4. El Camino Real and Faraday Avenue Wed 7/19 5. El Camino Real and Palomar Airport Road Thur 7/20 6. El Camino Real and Camino Vida Roble Thur 7/20 7. El Camino Real and Alga Road Tue 7/11 8. El Camino Real and La Costa Avenue Tue 7/11 9. El Camino Real and Levante Street Tue 7/11 10. El Camino Real and Olivenhain Road Thur 7/13 11. Palomar Airport Road and Avenida Encinas Tue 7/18 12. Palomar Airport Road and Paseo Del Norte Tue 7/18 13. Palomar Airport Road and College Boulevard Wed 7/19 14. Palomar Airport Road and Camino Vida Roble Thur 7/20 15. Palomar Airport Road and El Fuerte Street Thur 7/20 16. Carlsbad Boulevard and Grand Avenue Tue 8/01 17. Carlsbad Boulevard and Carlsbad Village Drive Wed 8/02 18. Carlsbad Boulevard and Tamarack Avenue Tue 8/08 19. Carlsbad Boulevard and Poinsettia Lane Wed 8/09 20. Rancho Santa Fe Road and Mehose Drive Thur 7/13 21. Rancho Santa Fe Road and La Costa Meadows Drive Wed 7/12 22. Rancho Santa Fe Road and Questhaven Road Wed 7/12 23. Rancho Santa Fe Road and La Costa Avenue Wed 7/12 24. Rancho Santa Fe Road and Olivenhain Road/Camino Alvaro Tue 7/11 25. Carlsbad Village Drive and State Street Wed 8/02 26. Carlsbad Village Drive and Jefferson Street Wed 8/02 27. Carlsbad Village Drive and Harding Street Thur 8/03 28. Poinsettia Lane and Batiquitos Drive Thur 8/08 Table A-1 (Continued) COUNT DATE SUMMARY SHEET 1995 TRAFFIC MONITORING PROGRAM Location Count Count Count Number Intersection/Location Day Date 29. Poinsettia Lane and Paseo Del Norte Tue 8/29 30. Poinsettia Lane and Avenida Encinas Tue 8/08 31. Tamarack Avenue and Carlsbad Village Drive Wed 7/26 32. Alga Road and El Fuerte Street Thur 7/13 33. Grand Avenue and State Street Tue 8/01 34. Grand Avenue and Jefferson Street Tue 8/01 35. I-5/Carlsbad Village Drive S/B Ramp Thur 8/03 36. I-5/Carlsbad Village Drive N/B Ramp Thur 8/03 37. I-5/ramarack Avenue S/B Ramp Tue 7/25 38. I-5/ramarack Avenue N/B Ramp Tue 7/25 39. I-5/Cannon Road S/B Ramp Thur 7/27 40. I-5/Cannon Road N/B Ramp Tliur 7/27 41. I-5/Palomar Airport Road S/B Ramp Tue 7/18 42. I-5/Palomar Airport Road N/B Ramp Tue 7/18 43. I-5/Poinsettia S/B Ramp Tue 8/08 44. I-5/Poinsettia N/B Ramp Tue 8/08 45. 1-5/La Costa Avenue S/B Ramp Wed 8/09 46. I-5/La Costa Avenue N/B Ramp Wed 8/09 Table A-2 INTERSECTION LEVELS OF SERVICE 1995 TRAFFIC MONITORING PROGRAM AM PM Count Count ICU ICU No. Intersection/Location Ratio LOS Ratio LOS 1. El Camino Real and Carlsbad Village Drive 0.48 A 0.47 A 2. El Camino Real and Tamarack Avenue 0.59 A 0.58 A 3. El Camino Real and College Boulevard 0.41 A 0.50 A 4. El Camino Real and Faraday Avenue 0.55 A 0.77 C 5. El Camino Real and Palomar Airport Road 0.63 B 0.81 D 6. El Camino Real and Camino Vida Roble 0.53 A 0.53 A 7. El Camino Real and Alga Road 0.51 A 0.69 B 8. El Camino Real and La Costa Avenue 0.75 C 0.85 D 9. El Camino Real and Levante Street 0.42 A 0.56 A 10. El Camino Real and Olivenhain Road 0.54 A 0.88 D 11. Palomar Airport Road and Avenida Encinas 0.49 A 0.75 C 12. Palomar Airport Road and Paseo Del Norte 0.60 A 0.62 B 13. Palomar Airport Road and College Boulevard 0.48 A 0.61 B 14. Palomar Airport Road and Camino Vida Roble 0.53 A 0.66 B 15. Palomar Airport Road and El Fuerte Street 0.75 C 0.79 C 16. Carlsbad Boulevard and Grand Avenue 0.28 A 0.37 A 17. Carlsbad Boulevard and Carlsbad Village Drive 0.31 A 0.56 A 18. Carlsbad Boulevard and Tamarack Avenue 0.30 A 0.48 A 19. Carlsbad Boulevard and Poinsettia Lane 0.34 A 0.49 A 20. Rancho Santa Fe Road and Melrose Drive 0.86 D 0.80 C 21. Rancho Santa Fe Road and La Costa Meadows Drive * A * A 22. Rancho Santa Fe Road and Questhaven Road * A * A 23. Rancho Santa Fe Road and La Costa Avenue 0.58 A 0.58 A 24. Rancho Santa Fe Road and Olivenhain Road/Camino Alvaro 0.51 A 0.44 A 25. Carlsbad Village Drive and State Street 0.22 A 0.40 A 26. Carlsbad Village Drive and Jefferson Street 0.27 A 0.46 A 27. Carlsbad Village Drive and Harding Street 0.32 A 0.53 A 28. Poinsettia Lane and Batiquitos Drive * A * B Table A-2 (Continued) INTERSECTION LEVELS OF SERVICE 1995 TRAFFIC MONITORING PROGRAM AM PM Count Count ICU ICU No. Intersection/Location Ratio LOS Ratio LOS 29. Poinsettia Lane and Paseo Del Norte 0.38 A 0.37 A 30. Poinsettia Lane and Avenida Encinas 0.32 A 0.56 A 31. Tamarack Avenue and Carlsbad Village Drive * B * A 32. Alga Road and El Fuerte Street ** C ** B 33. Grand Avenue and State Street 0.25 A 0.38 A 34. Grand Avenue and Jefferson Stieet 0.26 A 0.35 A 35. I-5/Carlsbad Village Drive S/B Ramp 0.50 A 0.60 A 36. I-5/Carlsbad Village Drive N/B Ramp 0.49 A 0.67 B 37. I-5/ramarack Avenue S/B Ramp 0.61 B 0.43 A 38. I-5/Tamarack Avenue N/B Ramp 0.44 A 0.63 B 39. I-5/Cannon Road S/B Ramp D * A 40. I-5/Cannon Road N/B Ramp * A * C 41. I-5/Palomar Airport Road S/B Ramp 0.48 A 0.40 A 42. I-5/Palomar Airport Road N/B Ramp 0.70 B 1.00 E 43. I-5/Poinsettia Lane S/B Ramp 0.28 A 0.32 A 44. I-5/Poinsettia Lane N/B Ramp 0.30 A 0.33 A 45. I-5/La Costa Avenue S/B Ramp * B * C 46. 1-5/La. Costa Avenue N/B Ramp * A * C ICU ratio not appUcable to this unsignalized location. ** This intersection was found to be out of the range of the new HCM procedures, previous TRB procedures were used. CITY OF CARLSBAD SUMMER 1995 INTERSECTION ANALYSIS SUMMARY Intersection Number: 1 Intersection Location: El Camino Real and Carlsbad Village Drive CONTENT PAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and 2 of 3 Turn Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Turn Movement Diagram # JHK & Associates Turning Movement Count Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Street: El Camino Real E/W Street: Carlsbad Village Drive File: CB9501.XLS Data Collected by V.P. & IV1.H. Count Date: 7/26/95 Day: Tuesday Weather: Wednesday Traffic Control: Signalized End of 15 South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 2 0 84 0 1 6 1 160 6 0 9 0 5 2 1 4 0 22 27 0 328 2 6:30 AM 3 0 88 0 0 8 0 217 7 0 12 0 2 7 0 5 0 46 23 0 418 0 6:45 AM 1 0 82 1 1 3 0 298 9 0 15 0 3 6 1 6 0 52 34 0 510 2 7:00 AM 2 0 70 3 2 5 0 328 5 0 14 0 4 14 2 4 0 66 41 0 556 4 7:15AM 3 0 104 4 0 10 0 206 12 0 18 0 7 5 0 6 0 49 36 2 460 2 7:30 AM " 7 0 124 4 0 11 1 336 12 0 26 0 11 16 1 8 0 53 47 0 656 1 7:45 AM " 9 0 124 2 0 11 2 228 15 1 17 0 14 15 0 23 0 81 63 0 604 1 8:00 AM " 7 0 78 5 0 20 0 333 19 1 39 0 19 18 1 16 0 68 57 0 679 2 8:15 AM • 15 0 126 3 0 24 3 186 15 0 18 0 13 6 0 4 0 50 34 2 497 2 8:30 AM 12 0 127 2 0 16 1 185 10 0 28 0 14 6 0 8 0 62 56 0 527 0 8:45 AM 5 0 100 2 1 16 1 146 23 2 26 0 16 12 0 8 0 37 36 0 428 3 9:00 AM 9 1 100 3 0 18 0 136 23 1 21 0 16 10 0 7 0 60 39 0 443 1 Max. 15 min. 15 1 127 5 2 24 3 336 23 2 39 0 19 18 2 23 0 81 63 2 679 4 Pk. Hr. Vol. 38 0 452 14 0 66 6 1083 61 2 100 0 57 55 2 51 0 252 201 2 2436 6 7:15 AM Peak Intersection Traffic in Pk. Hr. = 2436 Peak Hr. Factor 0.90 8:15 AM Hour Intersection Pdstrns in Pk. Hr. 6 3:45 PM 7 0 217 18 0 40 5 179 31 0 33 0 47 11 0 6 0 38 31 0 663 0 4:00 PM 7 0 352 14 0 33 5 166 29 0 41 0 61 9 0 3 0 22 31 0 773 0 4:16 PM 8 0 239 12 0 38 2 161 23 0 34 0 65 7 2 3 0 46 40 4 678 6 4:30 PM 12 0 214 13 0 42 1 134 21 0 31 0 49 10 0 10 0 36 44 4 617 4 4:45 PM • 17 1 302 14 1 55 4 126 32 1 31 0 74 7 0 4 0 29 44 1 740 3 5:00 PM • 14 0 212 13 0 55 5 145 17 0 50 0 91 9 0 3 1 38 43 0 696 • 0 5:15 PM • 80 0 227 17 0 68 1 151 31 0 62 0 60 8 0 3 0 34 21 1 763 1 5:30 PM • 25 0 303 20 0 56 0 143 37 0 78 0 81 8 0 4 0 14 22 0 791 0 5:45 PM 9 0 235 17 0 60 0 131 36 0 60 0 60 9 0 6 0 38 38 1 699 1 6:00 PM 9 0 128 6 0 55 0 114 30 0 56 0 88 9 0 5 0 86 26 0 612 0 6:15 PM 9 0 166 11 0 50 1 123 25 0 37 0 53 5 0 5 0 36 45 0 566 0 6:30 PM 12 0 148 8 0 63 2 111 32 0 32 0 65 12 0 11 0 44 40 0 580 0 Max. 15 min. 80 1 352 20 1 68 5 179 37 1 78 0 91 12 2 11 1 86 45 4 791 6 Pk. Hr. Vol. 136 1 1044 64 1 234 10 565 117 1 221 0 306 32 0 14 1 115 130 2 2990 4 4:30 PM Peak Intersection Traffic in Pk. Hr. = 2990 Peak Hr. Factor 0.95 5:30 PM Hour intersection Pdstrns in Pk. Hr. = 4 El Camlno Real at Carlsbad Village Drive Lane Configuration for intersection Capacity Utilization Pk. Hr. Time Period 7:15 AM to 8:15AM Page 2 of 3 South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config - uratiorTs Inside (left) Outside Free-flow/ 1 1 1 1 Lane Settings 1 3 0 1 3 0 1 2 0 1 2 0 Capacity 1800 6000 0 1800 6000 0 1800 4000 0 1800 4000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 38 452 14 72 1083 61 100 57 55 51 252 201 Adjusted Hourly Volume 38 172 0 72 1144 0 100 112 0 51 453 0 Utilization Factor 0.02 0.03 0.00 0.04 0.19 0.00 0.06 0.03 0.00 0.03 0.11 0.00 Criticai Factors 0.02 0.19 0.06 0.11 ICU Ratio = 0.48 LOS= A Turning Movements at Intersection of: El Camlno Real and Carlsbad Village Drive Time : 7:15 AM to 8:15 AM North Approach El Camlno Real Date : 7/26/95 Day : Tuesday 1975 Total Name : V.P. & M.H. 1216 Z 759 Subtotals Sub-61 1083 O 72 Sub- w e s t A P P r Totals 563 totals 351 212 100 57 55 t North Subtotals 1189 Total 4^ 201 252 51 38 452 14 0 504 1693 totals 504 137 Totals 641 E a s t A P P r Carlsbad Village Drive South Approach Note : Left-turn volumes include U-turns. U-turns in bold. El Camlno Real at Carlsbad Village Drive Lane Configuration for intersection Capacity Utilization Pk. Hr. Time Period 4:30 PM to Page 3 of 3 South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 5:30 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane inside 1 1 1 1 1 Config - (left) 2 1 1 1 1 urations 3 1 1 1 1 1 1 4 5 6 1 1 1 1 Outside 7 Free-flow 1 Lane Settings 1 3 0 1 3 0 1 2 0 1 2 0 Capacity 1800 6000 0 1800 6000 0 1800 4000 0 1800 4000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 • Hourly Voiume 137 1044 64 244 565 117 221 306 32 15 115 130 Adjusted Hourly Volume 137 155 0 244 682 0 221 338 0 15 245 0 Utilization Factor 0.08 0.03 0.00 0.14 0.11 0.00 0.12 0.08 0.00 0.01 0.06 0.00 Critical Factors 0.08 0.11 0.12 0.06 ICU Ratio = 0.47 LOS = A Turning Movements at Intersection of: El Camlno Real and Carlsbad Village Drive W e s t A P P r Time: 4:30 PM to 5:30 PM North Approach El Camlno Real Date; 7/26/95 Day : ; Tuesday 2331 Total Name : : V.P. & M.H. 926 10 1405 Subtotals Sub-117 565 244 Sub- Totals 927 totals 368 559 221 306 32 _Jt t North t Subtotals Total 612 137 1044 64 1 1245 1857 130 115 15 totals 260 605 Totals 866 Carlsbad Village Drive E a s t A P P r South Approach Note : Left-turn volumes include U-turns. U-turns in bold. CITY OF CARLSBAD SUMMER 1995 INTERSECTION ANALYSIS SUMMARY Intersection Number: 2 Intersection Location: El Camino Real and Tamarack Avenue CONTENT PAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and 2 of 3 Turn Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Turn Movement Diagram JHK &. Associates Turning Movement Count Analysis Page 1 of 3 City: Carisbad Intersection of: N/S Street: Ei Camino Real E/W Street: Tamarack Avenue Fiie: CB9502.XLS Data Collected by L.M. & D.W. Count Date : 7/11/95 Day: Tuesday Weather: Clear Traffic Control: Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Pe< 6:15 AM 0 0 76 4 0 0 0 139 3 1 3 0 1 6 0 7 0 29 3 0 270 1 6:30 AM 2 0 66 1 0 1 0 236 3 1 7 0 4 8 2 17 0 37 1 0 383 3 6:45 AM 7 0 61 4 1 0 0 306 5 5 7 0 3 16 1 27 0 43 4 2 483 9 7:00 AM 9 0 70 8 2 1 0 342 6 4 13 0 5 12 0 37 0 69 2 0 564 6 7:15 AM • 7 0 77 7 0 0 0 243 6 6 9 0 7 16 0 44 0 67 3 1 476 7 7:30 AM " 5 0 73 3 0 2 0 320 4 2 13 0 10 20 0 43 0 55 8 0 556 2 7:45 AM • 11 0 79 12 0 1 0 257 7 0 21 0 9 28 0 58 0 68 6 0 567 0 8:00 AM • 6 0 84 8 0 6 0 407 8 0 9 0 10 32 0 56 0 42 16 0 683 0 8:15 AM 11 0 76 11 0 4 0 189 8 5 9 0 13 18 0 51 0 39 5 1 434 6 8:30 AM 6 0 87 11 0 3 0 188 9 1 10 0 12 17 0 32 0 37 7 1 419 2 8:45 AM 11 0 85 6 0 0 0 145 9 1 4 0 7 18 0 26 0 44 4 1 359 2 9:00 AM 8 0 91 9 0 4 0 136 3 0 15 0 21 15 0 36 0 41 6 0 385 0 Max. 15 min. 11 0 91 12 2 6 0 407 9 6 21 0 21 32 2 58 0 68 16 2 683 9 Pk. Hr. Vol. 28 0 313 30 0 9 0 1227 26 8 52 0 36 96 0 201 0 222 33 1 2272 9 7:00 AM Peak Intersection Traffic in Pk. Hr. = 2272 Peak Hr. Factor 0.83 8:00 AM Hour Intersection Pdstrns in Pk. Hr 9 3:45 PM 17 1 412 26 0 8 2 151 12 0 16 0 39 9 0 21 0 20 9 0 742 0 4:00 PM 17 0 254 24 0 3 1 122 4 0 20 0 37 10 0 14 0 11 9 0 526 0 4:15 PM 24 0 350 43 0 5 0 141 14 0 10 0 34 11 0 14 0 20 6 0 672 0 4:30 PM 19 0 241 50 0 3 0 129 19 0 8 0 43 11 3 16 0 20 7 1 566 4 4:45 PM • 29 0 307 52 0 9 0 111 12 0 11 0 48 15 0 17 0 20 4 1 636 1 5:00 PM • 15 0 249 34 0 12 0 105 10 0 13 0 47 9 0 20 0 23 7 0 544 0 5:15 PM • 31 1 398 38 0 3 1 89 16 1 9 0 36 12 0 15 0 24 7 0 680 1 5:30 PM • 39 0 327 67 0 8 0 126 8 0 10 0 69 19 0 16 0 28 3 0 720 0 5:45 PM 24 0 236 56 0 8 1 94 20 0 15 0 62 7 0 22 0 26 5 0 566 0 6:00 PM 13 0 187 46 0 13 0 91 19 0 8 0 47 11 3 14 0 27 4 1 480 4 6:15 PM 22 1 192 48 0 12 0 93 13 0 7 0 63 12 0 15 0 25 6 0 498 0 6:30 PM 28 0 141 30 0 7 0 80 8 0 17 0 60 10 0 18 0 20 6 0 414 0 Max. 16 min. Pk. Hr. Vol. 39 114 1 1 412 1281 67 191 0 0 13 32 2 1 151 431 20 46 1 1 20 43 0 0 69 200 19 55 3 0 22 68 0 0 28 95 9 21 1 1 742 2579 4 2 4:30 PM Peak 5:30 PM Hour Intersection Traffic in Pk. Hr. = Intersection Pdstrns in Pk. Hr. = 2579 2 Peak Hr. Factor 0.87 El Camlno Real at Tamarack Avenue Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 7:00 AM to 8:00 AM Page 2 of 3 South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lone Config- urations Inside (left) Outside Free-flow 1 1 Lane Settings 1 2 1 1 2 0 1 1 1 1 2 0 Capacity 1800 4000 1800 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 Efflciency Lost Factor 0.10 Hourly Volume 28 313 30 9 1227 25 62 36 96 201 222 33 Adjusted Hourly Volume 28 313 30 9 1262 0 62 36 96 201 255 0 Utilization Factor 0.02 0.08 0.02 0.01 0.31 0.00 0.03 0.02 0.06 0.11 0.06 0.00 Critical Factors 0.02 0.31 0.06 0.11 ICU Ratio = 0.59 LOS = A Turning Movements at Intersection of: El Camlno Real and Tamarack Avenue W e s t A P P r Time : 7:00 AM to 8:00 AM Date: 7/11/95 Day : Tuesday Name : LM. & D.W. Totals 459 Sub- totals 275 184 Subtotals Total North Approach 1261 26 1227 36 • 96 ^ 1524 I t El Camlno Real 1659 0 9 North • 28 t 313 0 371 1896 398 4_ 33 222 201 30 Total Subtotals Sub- totals 456 75 Tamarack Avenue Totals 531 E a s t A P P r South Approach Note : Left-turn voiumes inciude U-turns. U-turns in bold. El Camlno Real at Tamarack Avenue Lane Configuration for intersection Capacity Utilization Pk. Hr. Time Period 4:30 PM to 5:30 PM Pages of 3 South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right _Lgft_ Thru Right Left Thru Right Lane Config- urafions Inside (left) Outside Free-flow 1 1 1 1 Lane Settings 1 2 1 1 2 0 1 1 1 1 2 0 Capacity 1800 4000 1800 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 Efflciency Lost Factor 0.10 Hourly Volume 115 1281 191 33 431 46 43 200 55 68 95 21 Adjusted Hourly Volume 116 1281 191 33 477 0 43 200 55 68 116 0 Utilization Factor 0.06 0.32 0.11 0.02 0.12 0.00 0.02 0.10 0.03 0.04 0.03 0.00 Critical Factors 0.32 0.02 0.10 0.04 ICU Rafio = 0.58 LOS = A Turning Movements at Intersection of: El Camlno Real and Tamarack Avenue W e s t A P P r Time : 4:30 PM to 5:30 PM Date: 7/11/96 Day: Tuesday Name : LM. & D.W. Totals 553 Sub- totals 255 298 North Approach 510 46 431 43 200 55 Subtotals Total 555 El Camlno Real 1856 1 33 1346 t North t 4_ 21 95 68 ^ t r 115 1281 191 1 1687 2142 Total Subtotals Sub- totals 184 423 Totals 607 Tamarack Avenue E a s t A P P r South Approach Note : Left-turn voiumes inciude U-turns. U-turns in bold. CITY OF CARLSBAD SUMMER 1995 INTERSECTION ANALYSIS SUMMARY Intersection Number: 3 Intersection Location: El Camino Real and College Boulevard CONTENT PAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and 2 of 3 Turn Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Turn Movement Diagram JHK & /^ociates Turning Movement Count Analysis Page 1 of 3 City: Carisbad Intersection of: N/S Street: El Camino Real E/W Street: College Boulevard File: CB9603.XLS Data Collected by T.Z.St C.I Count Date: 7/19/95 Day: Wednesday Weather: Clear Traffic Control: Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15AM 1 0 85 0 0 0 0 98 62 0 11 0 0 0 0 0 0 0 0 0 247 0 6:30 AM 0 1 46 0 0 0 0 187 67 0 8 0 0 2 0 0 0 0 0 0 310 0 6:45 AM 0 0 41 0 0 0 0 249 54 1 21 0 0 1 0 0 0 0 0 0 366 1 7:00 AM 1 3 64 0 0 0 0 400 112 1 7 0 0 2 0 0 0 0 0 0 589 1 7:15AM 4 4 46 0 0 0 0 272 77 2 8 0 0 1 0 0 0 0 0 0 411 2 7:30 AM " 1 4 67 0 0 0 0 296 98 2 13 1 0 1 0 0 0 0 0 0 471 2 7:45 AM " 1 6 75 0 0 0 0 256 63 1 9 0 0 0 0 0 0 0 0 0 409 1 8:00 AM • 0 0 77 0 0 0 0 366 139 2 8 0 0 4 0 0 0 0 0 0 594 2 8:16 AM • 0 2 61 0 0 0 0 262 92 1 8 0 0 2 0 0 0 0 0 0 427 1 8:30 AM 0 3 85 0 0 0 0 209 54 0 6 0 0 0 0 0 0 0 0 0 357 0 8:45 AM 2 3 76 0 0 0 0 176 60 1 8 0 0 1 0 0 0 0 0 0 315 1 9:00 AM 2 3 100 0 0 0 0 162 35 0 11 0 0 1 0 0 0 0 0 0 314 0 Max. 15 min. 4 6 100 0 0 0 0 400 139 2 21 1 0 4 0 0 -0 0 0 0 594 2 Pk. Hr.Vol. 2 12 270 0 0 0 0 1179 392 6 38 1 0 7 0 0 0 0 0 0 1901 6 7:16 AM Peak Intersection Traffic in Pk. Hr. = 1901 Peak Hr. Factor 0.80 8:16 AM Hour Intersection Pdstrns in Pk. Hr, = 6 3:45 PM • 1 2 387 0 0 0 0 161 23 0 108 0 0 7 0 0 0 0 0 0 689 0 4:00 PM * 2 3 219 0 0 0 0 148 30 0 38 0 0 2 0 0 0 0 0 0 442 0 4:16 PM " 8 6 312 0 0 0 0 109 22 1 97 0 0 0 0 0 0 0 0 0 554 1 4:30 PM " 0 0 271 0 0 0 0 160 26 0 80 0 0 2 0 0 0 0 0 0 529 0 4:45 PM 1 2 291 0 0 0 0 134 22 1 83 0 0 3 0 0 0 0 0 0 636 1 6:00 PM 6 3 257 0 0 0 0 114 22 0 65 0 0 2 0 0 0 0 0 0 469 0 6:15 PM 12 1 325 D 0 0 0 120 21 1 124 0 0 1 0 0 0 0 0 0 604 1 5:30 PM 1 2 306 0 0 0 0 170 14 1 105 0 0 0 0 0 0 0 0 0 598 1 5:45 PM 1 1 279 0 0 0 0 116 24 0 75 0 0 2 0 0 0 0 0 0 498 0 6:00 PM 1 1 230 0 0 0 0 100 31 1 46 0 0 1 0 0 0 0 0 0 410 1 6:15 PM 2 0 203 0 0 0 0 109 17 0 36 0 0 1 0 0 0 0 0 0 368 0 6:30 PM 1 0 135 0 0 0 0 77 14 0 37 0 0 1 0 0 0 0 0 0 266 0 Max. 15 min. 12 6 387 0 0 0 0 170 31 1 124 0 0 7 0 0 0 0 0 0 689 1 Pk. Hr. Vol. 11 11 1189 0 0 0 0 568 101 1 323 0 0 11 0 0 0 0 0 0 2214 1 3:30 PM Peak Intersecfion Traffic in Pk. Hr. = 2214 Peak Hr. Factor 0.80 4:30 PM Hour Intersection Pdstrns in Pk. Hr = 1 El Camlno Real at College Boulevard Lane Configuration for Intersecfion Capacity Utilization Pk. Hr. Time Period : 7:15AM to 8:16 AM Page 2 of 3 South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) Left Thru Right- Left Thru Right Left Thru Right Left Thru Right Lane Config - urations Inside (left) Outside Free-flow 1 Lane Settings 1 2 Capacity 1800 4000 Are the North/South phases split (Y/N)? Are the East/West phases split (Y/N)? Efflciency Lost Factor 0.10 Hourly Volume 14 Adjusted Hourly Volume 14 Ufilizafion Factor 0.01 Criticai Factors 0.01 270 270 0 0 N N 0 0 2 4000 1179 392 1179 0 2 3240 39 39 1 1800 0.07 0.00 0.00 0.29 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.29 0.01 0.00 0.00 ICU Rafio = 0.41 LOS: Turning Movements at Intersection of: El Camlno Real and College Boulevard W e s t A P P r Time : 7:15 AM to 8:15AM North Approach El Camlno Real Date: 7/19/95 Day : Wednesday 1879 Total Name : T.Z. &C.i. 1571 308 n Subtotals Sub-392 1179 U 0 Sub- Totals 441 totals 395 46 39 0 7 Subtotals Total t North 1198 14 12 1482 270 284 4_ totals Totals College Boulevard E a s t A P P r South Approach Note : Left-turn volumes include U-turns. U-turns in bold. El Camlno Real at College Boulevard Lane Configuration for intersecfion Capacity Utilizafion Pk. Hr. Time Period ; 3:30 PM to 4:30 PM Page 3 of 3 South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config- urafions inside (left) Outside Free-flow 1 Lane Settings 1 2 0 0 2 0 2 0 1 0 0 0 Capacity 1800 4000 0 0 4000 0 3240 0 1800 0 0 0 Are the North/South phases split (Y/N)? N Ase the East/West phases split (Y/N)? N Efflciency Lost Factor . 0.10 Hourly Volume 22 1189 0 0 668 101 323 0 11 0 0 0 Adjusted Hourly Volume 22 1189 0 0 568 0 323 0 11 0 0 0 Utilization Factor 0.01 0.30 0.00 0.00 0.14 0.00 0.10 0.00 0.01 0.00 0.00 0.00 Critical Factors 0.30 0.00 0.10 0.00 0.00 ICU Rafio = 0.50 LOS = A Turning Movements at Intersection of: El Camlno Real and College Boulevard W e s t A P P r Time ; 3:30 PM to 4:30 PM North Approach El Camlno Real Date: : 7/19/95 Day : ; Wednesday 2181 Total Name : ; T.Z. &C.i. 669 n 1512 Subtotals Sub-101 568 U 0 Sub- Totals 446 totals 112 334 323 0 11 t North Subtotals Total 690 22 1189 11 1211 1801 4^ totals Totals College Boulevard E a s t A P P r South Approach Note : Left-tum volumes include U-turns. U-turns in bold. CITY OF CARLSBAD SUMMER 1995 INTERSECTION ANALYSIS SUMMARY Intersection Number: 4 Intersection Location: El Camino Real and Faraday Avenue CONTENT PAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and 2 of 3 Turn Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Turn Movement Diagram JHK &. /Associates Turning Movement Count Analysis Page 1 of 3 City: Carisbad Intersection of: N/S Street: Ei Camino Real E/W Street: Faraday Avenue File: CB9504.XLS Data Collected by M.H. & M.H. Count Date: 7/19/96 Day: Wednesday Weather: Clear Traffic Control: Signalized End of 16 min. prd. South Approach (NB) North /Vpproach (SB) West Approach (EB) East Approach (WB) 16 min Total Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 80 0 38 10 0 24 3 45 33 0 51 0 2 27 0 6 0 5 1 0 325 0 6:30 AM 99 0 11 16 0 34 2 81 50 1 19 0 9 11 0 7 0 9 6 0 353 1 6:46 AM 74 0 28 26 0 30 8 84 32 0 30 0 16 39 0 12 0 8 4 0 391 0 7:00 AM 179 0 46 48 0 103 8 186 92 0 20 0 38 21 0 10 0 6 12 0 769 0 7:15AM 145 1 46 26 0 24 3 126 60 0 6 0 11 16 0 14 0 3 7 0 487 0 7:30 AM ' 194 1 42 25 0 25 6 121 80 0 15 0 9 11 0 11 0 6 5 0 651 0 7:46 AM " 150 1 72 33 0 33 5 156 39 0 9 0 13 17 0 22 0 19 15 0 584 0 8:00 AM • 207 1 78 49 0 59 8 155 40 0 21 0 37 16 0 10 0 6 10 0 696 0 8:16 AM • 207 1 85 28 0 39 10 163 52 0 11 0 31 18 0 16 0 12 13 0 686 0 8:30 AM 148 0 62 34 0 16 9 118 19 0 4 0 16 18 0 4 0 7 8 0 462 0 8:45 AM 102 4 72 33 0 31 8 110 33 0 13 0 22 33 0 20 0 23 9 0 513 0 9:00 AM 56 0 77 28 0 26 8 93 16 0 12 0 14 9 0 18 0 16 9 0 382 0 Max. 15 min. 207 4 85 49 0 103 10 186 92 1 61 0 38 39 0 22 0 23 16 0 769 1 Pk. Hr. Vol. 758 4 277 135 0 156 29 595 211 0 66 0 90 61 0 68 0 43 43 0 2516 0 7:15 AM Peak Intersection Traffic in Pk. Hr = 2516 Peak Hr. Factor 0.82 8:15 AM Hour Intersection Pdstrns in Pk. Hr. = 0 3:46 PM 29 1 206 20 1 13 2 94 7 1 44 0 17 162 0 86 0 34 23 0 728 2 4:00 PM 51 1 139 18 0 19 2 116 16 0 36 0 18 117 6 47 0 12 21 0 613 6 4:16 PM 25 1 176 18 0 19 6 128 6 0 104 0 9 213 0 67 0 46 41 0 858 0 4:30 PM 32 0 111 10 0 8 4 90 15 0 26 0 16 86 0 44 0 15 17 0 473 0 4:45 PM • 30 0 167 13 0 14 1 73 14 0 44 0 15 140 2 41 0 15 27 0 594 2 5:00 PM • 35 6 145 15 0 28 4 89 14 0 30 0 6 109 3 64 0 38 24 1 607 4 5:15 PM • 18 6 253 13 0 30 5 134 12 0 81 0 11 220 0 110 0 39 32 0 964 0 5:30 PM • 31 1 236 9 0 9 2 116 3 0 69 0 8 168 0 47 0 22 20 0 741 0 5:45 PM 13 2 115 7 0 9 2 111 5 0 19 0 19 87 0 48 0 23 20 0 480 0 6:00 PM 7 0 159 11 0 4 2 111 6 0 16 0 1 78 0 42 0 21 16 0 473 0 6:15 PM 7 1 123 6 0 7 4 101 3 0 15 0 3 71 0 36 0 26 17 0 418 0 6:30 PM 5 0 60 7 0 8 2 56 3 0 4 0 5 39 0 12 0 7 10 0 218 0 Max. 15 min. 51 6 253 20 1 30 6 134 16 1 104 0 19 220 6 110 0 46 41 1 964 6 Pk. Hr. Vol. 114 13 801 50 0 81 12 412 43 0 224 0 40 637 6 262 0 114 103 1 2906 6 4:30 PM Peak intersection Traffic in Pk. Hr. = 2906 5:30 PM Hour Intersecfion Pdstrns in Pk. Hr. = 6 Peak Hr. Factor 0.75 El Camlno Real at Faraday Avenue Lane Configuration for Intersecfion Capacity Utilizafion Pk. Hr. Time Period 7:15AM to 8:15 AM Page 2 of 3 South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config- urations Inside (left) Outside Free-flow 1 Lane Settings 2 3 0 2 3 0 2 1 1 1 2 0 Capacity 3240 6000 0 3240 6000 0 3240 2000 1800 1800 4000 0 /Vre the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 762 277 135 186 595 211 56 90 61 68 43 43 Adjusted Hourly Volume 762 412 0 186 806 0 56 90 61 58 86 0 Utilization Factor 0.24 0.07 0.00 0.06 0.13 0.00 0.02 0.05 0.03 0.03 0.02 0.00 Critical Factors 0.24 0.13 0.05 0.03 ICU Rafio = 0.56 LOS = A Turning Movements at Intersection of: El Camlno Real and Faraday Avenue W e s t A P P r Time : 7:15 AM to 8:15 AM North Approach El Camino Real Date : 7/19/95 Day : Wednesday 1396 Total Name : M.H. & M.H. 991 29 406 Subtotals Sub-211- 595 185 Sub- Totals 1219 totals 1012 207 56 90 61 Subtotals Total t North 718 762 277 4 1174 1892 43 43 58 135 totals 144 381 Totals 625 Faraday Avenue E a s t A P P r South Approach Note : Left-turn volumes include U-turns. U-turns in bold. El Camlno Real at Faraday Avenue Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 4:30 PM to 5:30 PM Page 3 of 3 South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right _Left_ Thru Right Left Thru Right Lane Config- urations Inside (left) Outside Free-flow 1 1 1 1 Lane Settings 2 3 0 2 3 0 2 1 1 1 2 0 Capacity 3240 6000 0 3240 6000 0 3240 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 127 801 60 93 412 43 224 40 637 262 114 103 Adjusted Hourly Volume 127 861 0 93 465 0 224 40 637 262 217 0 Utilization Factor 0.04 0.14 0.00 0.03 0.08 0.00 0.07 0.02 0.36 0.16 0.05 0.00 Crrtical Factors 0.14 0.03 0.36 0.16 ICU Ratio = 0.77 LOS = C Turning Movements at Intersection of: El Camlno Real and Faraday Avenue W e s t A P P r Time : 4:30 PM to 6:30 PM Date : 7/19/95 Day : Wednesday Name : M.H. & M.H. Totals 1172 Sub- totals 271 901 North Approach 43 224 40 637 _4 Subtotals Total 548 412 127 801 13 1324 978 2302 El Camino Real 1688 12 93 t North ^ t r 50 1140 103 114 262 Totol Subtotals Sub- totals 479 Totals 650 171 Faraday Avenue E a s t A P P r South Approach Note : Left-turn volumes include U-turns. U-turns in bold. CITY OF CARLSBAD SUMMER 1995 INTERSECTION ANALYSIS SUMMARY Intersection Number: 5 Intersection Location: El Camino Real and Palomar Airport Road CONTENT PAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and 2 of 3 Turn Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Turn Movement Diagram JHK &. Associates Turning Movement Count Analysis Page 1 of 3 City: Carisbad Intersection of: N/S Street: El Camino Real E/W Street: Palomar Airport Road File: CB9505.XLS Data Collected by T.M. & C.I. Count Date: 7/20/95 Day: Thursday Weather: Clear Traffic Control: Signalized South Approach (NB) North Approach (SB) West /Vpproach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 11 0 35 20 0 32 0 24 19 0 16 0 32 17 0 69 0 148 123 0 546 0 6:30 AM 6 0 54 42 0 54 0 51 33 0 17 0 49 13 0 94 0 197 142 0 762 0 6:46 AM 21 0 81 59 0 53 0 51 40 4 43 0 86 26 0 71 0 169 108 0 798 4 7:00 AM 10 0 123 125 0 69 0 70 43 0 39 0 128 33 0 121 0 198 166 0 1126 0 7:15 AM 6 0 48 52 0 66 0 51 25 1 22 0 72 19 0 88 0 119 118 0 686 1 7:30 AM ' 20 0 101 117 0 54 0 55 23 0 47 0 130 61 0 82 0 197 161 0 1038 0 7:45 AM * 23 0 123 150 0 79 0 97 31 0 56 0 165 44 0 93 0 243 162 2 1246 2 8:00 AM • 15 0 223 172 0 82 0 61 52 0 51 0 195 51 0 84 0 189 206 0 1381 0 8:15 AM • 56 0 234 229 0 76 0 68 19 1 70 0 182 36 0 98 0 144 113 0 1324 1 8:30 AM 20 0 103 71 0 54 0 37 26 0 40 0 122 36 0 79 0 139 72 0 798 0 8:45 AM 15 0 147 113 0 37 0 47 21 0 68 0 139 56 0 71 0 118 80 0 902 0 9:00 AM 22 0 132 61 0 44 0 37 16 0 47 0 165 41 0 62 0 118 63 0 808 0 Max. 16 min. 56 0 234 229 0 82 0 97 62 4 70 0 195 56 0 121 0 243 206 2 1381 4 Pk. Hr. Vol. 113 0 681 668 0 291 0 281 125 1 224 0 662 182 0 357 0 773 632 2 4989 3 7:16 AM Peak Intersection Traffic in Pk. Hr. = 4989 Peak Hr. Factor 0.90 8:15 AM Hour Intersection Pdstrns in Pk. Hr. = 3 3:45 PM 26 0 155 201 0 166 0 102 27 0 165 0 238 15 0 71 0 166 59 0 1379 0 4:00 PM 35 0 149 94 0 86 1 112 72 1 65 0 241 22 0 75 0 164 54 0 1160 1 4:15 PM 18 0 131 144 0 175 0 93 37 0 72 0 240 18 0 63 0 131 57 0 1179 0 4:30 PM 21 0 114 94 0 144 1 104 38 1 47 0 218 14 0 62 0 130 63 0 1050 1 4:45 PM • 26 0 163 179 0 178 0 113 27 0 114 0 311 27 0 85 0 133 86 0 1442 0 5:00 PM • 13 0 129 142 0 134 0 103 33 0 69 0 298 10 0 73 0 176 59 0 1229 0 5:15 PM • 11 0 74 138 0 179 0 131 21 1 46 0 290 25 0 120 1 169 91 0 1296 1 6:30 PM • 11 0 97 139 0 178 1 133 27 1 87 0 272 16 0 100 0 141 67 0 1269 1 6:46 PM 22 0 124 162 0 139 1 113 11 0 44 0 228 15 0 75 0 113 46 0 1093 0 6:00 PM 21 0 99 111 0 129 0 109 13 0 32 0 263 10 0 79 0 87 48 1 991 1 6:15 PM 16 0 80 99 0 88 0 92 24 0 34 0 168 13 0 54 0 142 68 0 878 0 6:30 PM 11 0 82 86 0 80 1 90 22 0 35 0 161 10 0 50 0 111 69 0 798 0 Max. 15 min. Pk. Hr. Vol. 35 61 0 0 163 463 201 598 0 0 179 669 1 1 133 480 72 108 1 2 165 306 0 0 311 1171 27 78 0 0 120 378 1 1 176 619 91 303 1 0 1442 5236 1 2 4:30 PM Peak Intersecfion Traffic in Pk. Hr. = 6236 5:30 PM Hour Intersecfion Pdstrns in Pk. Hr. = 2 Peak Hr. Factor 0.91 El Camlno Real at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 7:15 AM to 8:16AM Page 2 of 3 South Appr (NB) North/Vppr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config- urations Inside (left) Outside Free-flow 1 1 Lane Settings 1 3 1 2 3 1 2 3 0 2 3 1 Capacity 1800 6000 1800 3240 6000 1800 3240 6000 0 3240 6000 1800 Are the North/South phases split (Y/N)? N /Vre the East/West phases split (Y/N)? N Efflciency Lost Factor 0.10 Hourly Volume 113 681 668 291 281 125 224 662 182 357 773 632 Adjusted Hourly Volume 113 1016 334 291 281 125 224 844 0 367 773 316 Utilizafion Factor 0.06 0.17 0.19 0.09 0.05 0.07 0.07 0.14 0.00 0.11 0.13 0.18 Critical Factors 0.19 0.09 0.14 0.11 ICU Ratio = 0.63 LOS = B Turning Movements at Intersection of: El Camlno Real and Palomar Airport Road W e s t A P P r Time; 7:15 AM to 8:15AM North Approach El Camlno Real Date : : 7/20/95 Day : : Thursday 2234 Total Name : : TM. & C.I. 697 1537 n Subtotals Sub-125 281 u 291 Sub- Totals 2079 totals 1011 1068 224 662 182 Subtotals Total t North 820 632 773 367 ^ t r 113 681 668 0 1462 2282 totals 1762 1621 Totals 3383 E a s t A P P r Palomar Airport Road South /Vpproach Note : Left-turn volumes include U-turns. U-turns in bold. El Camlno Real at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period 4:30 PM to 5:30 PM Page 3 of 3 South /Vppr (NB) North Appr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right _Lgfl_ Thru Right Left Thru Right Lane Config - urafions Inside (left) Outside Free-flow 1 1 Lane Settings 1 3 1 2 3 1 2 3 0 2 3 1 Capacity 1800 6000 1800 3240 6000 1800 3240 6000 0 3240 6000 1800 /Vre the North/South phases split (Y/N)? N Are the East/West phases spirt (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 61 463 598 670 480 108 306 1171 78 379 619 303 Adjusted Hourly Volume 61 463 299 670 480 108 306 1249 0 379 619 151.5 Utilization Factor 0.03 0.08 0.17 0.21 0.08 0.06 0.09 0.21 0.00 0.12 0.10 0.08 Critical Factors 0.17 0.21 0.21 0.12 ICU Ratio = 0.81 LOS = D Turning Movements at Intersection of: El Camlno Real and Palomar Airport Road W e s t A P P r Time : 4:30 PM to 5:30 PM Date: 7/20/95 Day: Thursday Name : T.M. & C.I. Totals 2343 Sub- totals 788 1666 North Approach 1258 306 1171 78 El Camlno Real Subtotals Total 936 2331 1 108 480 670 I t North 61 0 2058 463 698 1122 1073 303 619 379 Total Subtotals Sub- totals 1301 2439 Totals 3740 E a s t A P P r Palomar Airport Road South Approach Note : Left-turn volumes include U-turns. U-turns in bold. CITY OF CARLSBAD SUMMER 1995 INTERSECTION ANALYSIS SUMMARY Intersection Number: 6 Intersection Location: EI Camino Real and Camino Vida Roble CONTENT 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 of 3 2 of 3 3 of 3 JHK &. /Vssociates Turning Movement Count /Vnalysis Page 1 of 3 City: Carlsbad Intersection of: N/S Street; El Camino Real E/W Street: Camino Vida Roble File : CB9506.XLS Data Collected by M.H. & L.M. Count Date: 7/20/95 Day: Thursday Weather: Clear Traffic Control: Signalized South Approach (NB) North /Vpproach (SB) West Approach (EB) East Approach (WB) 16 min Total End of 15 min. prd. Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:16 AM 22 2 38 0 0 0 0 38 38 0 10 0 0 6 0 0 0 0 0 0 154 0 6:30 AM 24 1 53 0 0 0 0 70 40 4 7 0 0 10 0 0 0 0 0 0 205 4 6:45 AM 39 1 102 0 0 0 0 82 32 0 8 0 0 9 0 0 0 0 0 0 273 0 7:00 AM 59 6 119 0 0 0 0 116 80 0 18 0 0 22 0 0 0 0 0 0 420 0 7:15 AM 64 2 104 0 0 0 0 111 66 1 14 0 0 10 0 0 0 0 0 0 371 1 7:30 AM 85 2 177 0 0 0 0 93 74 0 18 0 0 29 0 0 0 0 0 0 478 0 7:45 AM 61 1 116 0 0 0 0 107 78 1 10 0 0 12 0 0 0 0 0 0 386 1 8:00 AM • 132 2 241 0 0 0 0 160 114 1 20 0 0 25 0 0 0 0 0 0 684 1 8:15 AM • 158 1 220 0 0 0 0 82 46 0 9 0 0 16 0 0 0 0 0 0 532 0 8:30 AM " 105 1 166 0 0 0 0 115 61 0 16 0 0 22 0 0 0 0 0 0 476 0 8:46 AM " 109 2 132 0 0 0 0 128 66 0 14 0 0 8 0 0 0 0 0 0 448 0 9:00 AM 75 2 150 0 0 0 0 117 41 0 16 0 0 26 0 0 0 0 0 0 426 0 Max. 15 min. 158 6 241 0 0 0 0 150 114 4 20 0 0 29 0 0 0 0 0 0 684 4 Pk. Hr. Vol. 604 6 759 0 0 0 0 475 266 1 59 0 0 71 0 0 0 0 0 0 2140 1 7:46 AM Peak Intersecfion Traffic in Pk. Hr. = 2140 Peak Hr. Factor 0.78 8:45 AM Hour Intersection Pdstrns in Pk. Hr = 1 3:45 PM 48 4 139 0 0 0 0 149 33 0 91 0 0 65 0 0 0 0 0 0 529 0 4:00 PM 52 4 174 0 0 0 0 190 31 0 62 0 0 77 0 0 0 0 0 0 580 0 4:15 PM 41 0 167 0 0 0 0 168 23 0 96 0 0 78 0 0 0 0 0 0 673 0 4:30 PM 48 1 160 0 0 0 0 162 28 0 63 0 0 73 0 0 0 0 0 0 526 0 4:45 PM 26 1 129 0 0 0 0 191 13 0 83 0 0 107 0 0 0 0 0 0 660 0 5:00 PM • 38 1 138 0 0 0 0 170 21 0 68 0 0 98 0 0 0 0 0 0 534 0 5:15 PM • 30 0 118 0 1 0 0 257 20 0 142 0 0 138 0 0 0 0 0 0 706 1 5:30 PM • 41 2 142 0 1 0 0 294 27 1 73 0 0 117 0 0 0 0 0 0 696 2 6:46 PM • 19 1 123 0 0 0 0 220 12 0 78 0 0 147 0 0 0 0 0 0 600 0 6:00 PM 26 1 122 0 1 0 0 182 20 0 51 0 0 37 0 0 0 0 0 0 439 1 6:16 PM 28 2 108 0 0 0 0 153 9 0 30 0 0 25 0 0 0 0 0 0 355 0 6:30 PM 21 0 91 0 0 0 0 116 9 0 23 0 0 36 0 0 0 0 0 0 296 0 Max. 15 min. 52 4 174 0 1 0 0 294 33 1 142 0 0 147 0 0 0 0 0 0 705 2 Pk. Hr. Vol. 128 4 521 0 2 0 0 941 80 1 361 0 0 600 0 0 0 0 0 0 2535 3 4:46 PM Peak Intersection Traftic in Pk, Hr. = 2535 Peak Hr. Factor 0.90 6:45 PM Hour Intersection Pdstrns in Pk. Hr = 3 # El Camlno Real at Camlno Vida Roble Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 7:46 AM to 8:45 AM Page 2 of 3 South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config - urations Inside (left) Outside Free-flow 1 Lane Settings 1 2 0 0 3 0 1.5 0 1.5 0 0 0 Capacity 1800 4000 0 0 6000 0 2700 0 2700 0 0 0 /Vre the North/South phases split (Y/N)? N /Vre the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 610 769 0 0 475 266 69 0 71 0 0 0 Adjusted Hourly Volume 510 769 0. 0 741 0 59 0 71 0 0 0 Utilization Factor 0.28 0.19 0.00 0.00 0.12 0.00 0.02 0.00 0.03 0.00 0.00 0.00 Criticai Factors 0.28 0.12 0.03 0.00 ICU Ratio = 0.53 LOS = A Turning Movements at Intersection of: El Camlno Real and Camlno Vida Roble W e s t A P P r Time : 7:45 AM to 8:46 AM North Approach El Camlno Real Date : 7/20/96 Day : Thursday 1659 Total Name : M.H. & LM. 741 818 n Subtotals Sub-266 475 u 0 Sub- Totals 900 totals 770 130 59 0 71 Subtotals Total 552 I t North • 510 t 759 6 1269 1821 totals Totals Camlno Vida Roble E a s t A P P r South Approach Note : Left-turn volumes inciude U-turns. U-turns in bold. El Camlno Real at Camlno Vida Roble Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period 4:45 PM to 6:46 PM South Appr (NB) North Appr (SB) West Appr (EB) Page 3 of 3 East Appr (WB) Lane Config - urafions Inside (left) Outside Left Thru Right Left Thru Right _Left_ Thru Right Left Thru Jjighj_ 1 1 1 1 1 Lane Settings 1 2 0 0 3 0 1.5 0 1.5 0 0 0 Capacity 1800 4000 0 0 6000 0 2700 0 2700 0 0 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 132 521 0 0 941 80 361 0 500 0 0 0 Adjusted Hourly Volume 132 521 0 0 1021 0 361 0 600 0 0 0 Utilization Factor 0.07 0.13 0.00 0.00 0.17 0.00 0,13 0.00 0.19 0.00 0.00 0.00 Criticai Factors 0.07 0.17 0.19 0.00 ICU Ratio = 0.53 LOS = A Turning Movements at Intersection of: El Camlno Real and Camlno Vida Roble W e s t A P P r Time : 4:45 PM to 5:46 PM Date : 7/20/95 Day : Thursday Name: M.H. &LM. Totals 1069 Sub- totals 208 861 North Approach 1021 80 941 361 0 600 Subtotals Total El Camlno Real 1903 0 0 t North ^ t r 132 521 0 4 1445 653 2098 882 Total Subtotals Sub- totals Totals Camlno 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 SUMMER 1995 INTERSECTION ANALYSIS SUMMARY Intersection Number: 7 Intersection Location: El Camino Real and Alga Road CONTENT PAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and 2 of 3 Turn Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Turn Movement Diagram JHK & /Vssociates Turning Movement Count Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Street: El Camino Real E/W Street: Alga Rood Fiie: CB9507.XLS Data Collected by M.H. & T.M. Count Date: 7/11/95 Day: Tuesday Weather: Clear Traffic Control: Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 12 0 43 4 0 4 0 41 7 0 2 0 4 2 1 63 1 28 17 0 228 1 6:30 AM 8 0 69 3 0 6 0 46 9 0 10 0 16 9 0 66 0 24 30 0 295 0 6:45 AM 13 0 101 13 0 10 0 53 14 1 18 1 11 14 0 93 0 49 42 1 432 2 7:00 AM 20 0 142 23 0 11 0 44 21 0 18 0 24 9 0 114 0 49 48 0 623 0 7:16 AM 19 0 115 14 0 13 0 59 6 2 22 0 22 10 1 88 2 37 53 2 460 6 7:30 AM 16 0 147 20 0 7 0 63 12 0 20 0 24 17 0 103 0 37 55 0 521 0 7:46 AM ' 27 0 205 28 0 10 0 69 12 0 19 0 24 14 0 146 1 49 70 0 674 0 8:00 AM " 16 0 236 32 0 25 0 86 15 1 34 2 36 32 0 44 1 58 80 1 696 2 8:16 AM • 34 0 189 25 0 18 0 108 18 1 34 0 29 20 0 108 0 61 81 1 726 2 8:30 AM " 23 1 182 38 0 14 1 92 14 0 34 0 20 29 2 106 0 47 64 0 664 2 8:45 AM 29 0 135 26 0 21 0 89 21 0 12 0 39 37 1 106 1 54 50 0 620 1 9:00 AM 32 0 136 26 0 26 1 84 12 0 76 0 26 17 0 78 1 44 37 0 596 0 Max. 15 min. 34 1 236 38 0 26 1 108 21 2 76 2 39 37 2 146 2 61 81 2 726 6 Pk. Hr. Vol. 99 1 812 123 0 67 1 365 59 2 121 2 109 96 2 403 2 216 295 2 2759 6 7:30 AM Peak Intersection Traflic in Pk. Hr. = 2769 Peak Hr. Factor 0.95 8:30 AM Hour Intersection Pdstrns in Pk. Hr. = 6 3:45 PM 66 0 131 77 0 46 1 169 23 2 25 0 80 49 0 73 0 64 32 7 826 9 4:00 PM 44 0 130 69 0 40 0 102 10 0 46 0 69 36 0 58 2 62 32 0 689 0 4:15 PM 45 0 149 73 0 47 0 159 32 0 30 0 65 31 0 61 2 34 34 0 762 0 4:30 PM 37 0 113 85 0 49 2 114 23 1 22 0 48 20 0 49 1 43 32 0 638 1 4:46 PM 47 0 130 79 0 60 1 177 23 0 19 0 49 23 0 35 1 30 22 1 696 1 6:00 PM • 73 0 141 126 0 65 0 121 23 0 28 0 91 36 0 62 8 50 28 0 842 0 5:15 PM • 51 0 102 87 0 66 0 130 21 0 13 0 56 30 0 50 1 41 18 0 666 0 5:30 PM • 68 0 115 111 0 96 1 260 53 0 22 0 90 40 0 68 2 68 17 1 1011 1 6:46 PM • 55 0 107 103 0 47 0 188 29 2 16 0 83 32 1 69 2 52 17 3 800 6 6:00 PM 51 0 111 93 0 63 1 148 25 0 26 0 86 35 0 61 6 61 15 0 761 0 6:15 PM 49 0 89 109 0 62 1 131 29 0 19 0 66 47 0 47 1 63 22 4 726 4 6:30 PM 45 0 72 80 0 34 0 93 24 0 19 0 65 30 0 62 0 24 24 0 562 0 Max. 15 min. 73 0 149 126 0 96 2 260 53 2 46 0 91 49 1 73 8 68 34 7 1011 9 Pk. Hr. Vol. 247 0 465 427 0 274 1 699 126 2 79 0 320 138 1 239 13 211 80 4 3319 7 4:45 PM Peak Intersection Traffic in Pk. Hr. = 3319 Peak Hr. Factor 0.82 5:45 PM Hour Intersection Pdstrns in Pk. Hr. = 7 El Camino Real at Alga Road Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period 7:30 AM to 8:30 AM Page 2 of 3 South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config- urations Inside (left) Outside Free-flow 1 1 Lane Settings 1 3 0 2 3 0 2 1 0 2 2 0 Capacity 1800 6000 0 3240 6000 0 3240 2000 0 3240 4000 0 /Vre the North/South phases split (Y/N)? N /Vre the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 100 812 123 68 356 69 123 109 95 405 215 296 Adjusted Hourly Volume 100 935 0 68 414 0 123 204 0 405 510 0 Utilization Factor 0.06 0.16 0.00 0.02 0.07 0.00 0.04 0.10 0.00 0.13 0.13 0.00 Criticai Factors 0.16 0.02 0.10 0.13 ICU Ratio = 0.51 LOS = A Turning Movements at Intersection of: El Camino Real and Alga Road W e s t A P P r Time : 7:30 AM to 8:30 AM Date: 7/11/95 Day: Tuesday Name: M.H. 8iTM. Totals 702 Sub- fotals 375 327 North Approach 123 —^ 109 • 95 —^ 1711 482 1 355 68 North Subtotals Total El Camlno Real 1229 t 296 215 405 100 812 123 1 854 1036 1889 Total Subtotals Sub- totals 915 301 Alga Road Totals 1216 E a s t A P P r South /Vpproach Note : Left-turn volumes include U-turns. U-turns in bold. Ei Camlno Real at Alga Road Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period 4:45 PM to 5:45 PM Page 3 of 3 South Appr (NB) North Appr (SB) West Appr (EB) East/Vppr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Conflg - urations Inside (left) Outside Free-flow 1 Lane Settings 1 3 0 2 3 0 2 1 0 2 2 0 Capacity 1800 6000 0 3240 6000 0 3240 2000 0 3240 4000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 247 465 427 275 699 126 79 320 138 252 211 80 Adjusted Hourly Volume 247 892 0 275 825 0 79 458 0 252 291 0 Utilization Factor 0.14 0.15 0.00 0.08 0.14 0.00 0.02 0.23 0.00 0.08 0.07 0.00 Critical Factors 0.14 0.14 0.23 0.08 ICU Ratio 0.69 LOS = Turning Movements at Intersection of: El Camlno Real and Alga Road W e s t A P P r Time : 4:46 PM to 5:46 PM Date: 7/11/95 Day: Tuesday Name: M.H. 8iTM. Totals 1121 Sub- totais 584 537 North Approach 1100 79 320 138 Subtotals Total 1076 t North • *1 247 t 466 0 1139 2216 El Camlno Real 1725 1 126 699 276 625 Total Subtotals Sub- totals 80 211 252 13 543 1034 Alga Road Totals 1677 E a s t A P P r South /Vpproach Note : Left-turn volumes include U-turns. U-turns in bold. CITY OF CARLSBAD SUMMER 1995 INTERSECTION ANALYSIS SUMMARY Intersection Number: 8 Intersection Location: El Camino Real and La Costa Avenue CONTENT PAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and 2 of 3 Turn Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Turn Movement Diagram JHK & /Vssociates Turning Movement Count /Vnalysis Page 1 of 3 City: Carisbad Intersection of: N/S Sfi'eet: El Camino Real E/W Street: La Costo Avenue File: CB9508.XLS Data Collected by M.H. & Y.H. Count Date : 7/11/95 Day: Tuesday Weather: Clear Traffic Control: Signalized End of 15 min. prd. South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 36 0 19 0 0 4 0 36 101 0 28 0 26 20 0 2 0 86 12 0 369 0 6:30 AM 26 0 34 0 0 4 1 52 118 0 71 0 46 42 0 4 0 87 15 0 500 0 6:45 AM 46 0 56 3 1 5 0 60 184 0 152 0 87 67 0 9 0 136 16 0 820 1 7:00 AM 48 0 59 3 0 7 2 64 148 0 87 0 60 45 0 5 0 103 29 0 640 0 7:15 AM 77 0 68 1 1 7 0 53 197 0 89 1 49 47 0 13 0 163 32 0 797 1 7:30 AM 77 0 67 2 0 3 0 76 218 0 102 0 48 54 0 10 0 164 42 0 863 0 7:46 AM • 56 0 111 2 0 10' 0 112 111 0 159 0 155 50 0 23 0 115 41 0 945 0 8:00 AM • 104 1 125 3 0 2 2 161 126 0 198 1 118 95 0 30 0 164 63 1 1193 1 8:16 AM • 84 1 105 11 0 10 0 102 217 0 74 0 64 58 0 25 0 165 54 0 970 0- 8:30 AM ' 93 0 102 2 0 10 0 100 156 0 73 0 64 57 0 14 0 211 15 0 897 0, 8:45 AM 83 1 107 1 1 1 1 99 80 0 24 1 54 29 0 13 0 126 18 0 637 i: 9:00 AM 93 0 103 10 0 7 0 125 83 0 41 0 72 36 0 39 0 141 23 0. 773 0 Max. 15 min. 104 1 125 11 1 10 2 161 218 0 198 1 166 95 0 39 0 211 63 1 1193 1 Pk. Hr. Vol. 337 2 443 18 0 32 2 475 610 0 504 1 401 260 0 92 0 655 173 1 4006 1 7:30 AM Peak Intersection Traffic in Pk. Hr. = 4006 Peak Hr. Factor 0.84 8:30 AM Hour intersection Pdstrns in Pk. Hr. 1 3:45 PM 111 1 139 10 0 56 0 185 117 0 107 0 128 47 0 21 1 102 32 0 1066 0 4:00 PM 119 0 144 11 1 64 0 174 127 0 120 0 139 57 0 31 0 110 39 0 1126 1 4:15 PM 102 1 150 19 0 20 0 72 46 0 66 0 60 30 0 21 0 88 24 0 689 0 4:30 PM 89 0 125 24 1 62 1 160 86 0 97 0 97 62 0 27 0 90 37 0 937 1 4:45 PM • 91 0 113 17 0 73 0 206 157 0 147 0 129 97 0 18 0 79 31 0 1167 0 5:00 PM • 91 0 164 18 1 61 0 258 160 0 157 0 210 93 0 21 0 88 30 0 1341 1 5:16 PM • 106 0 145 22 0 63 0 247 236 0 166 0 215 81 0 22 0 113 29 0 1446 0 5:30 PM • 201 0 187 19 0 163 0 283 179 0 103 0 241 89 0 27 1 131 34 . 0 1658 0 5:46 PM 81 0 175 23 0 80 0 191 80 0 131 0 123 43 0 22 0 118 28 0 1095 0 6:00 PM 86 1 186 46 0 62 0 174 75 0 111 0 144 60 0 16 0 139 24 0 1122 0 6:15 PM 79 0 110 30 0 120 0 142 69 0 135 0 121 46 0 11 0 86 26 0 974 0 6:30 PM 33 0 97 9 1 60 0 109 38 0 43 0 47 58 0 6 0 87 16 0 592 1 Max. 15 min. 201 1 187 46 1 163 1 283 236 0 166 0 241 97 0 31 1 139 39 0 1658 1 Pk. Hr. Vol. 489 0 609 76 1 360 0 993 722 0 573 0 795 360 0 88 1 411 124 0 5601 1 Peak Hr. Factor 0.84 5:30 PM Hour Intersection Pdstrns in Pk. Hr. # El Camlno Real at La Costa Avenue Lane Configuration for intersection Capacity Utilization Pk. Hr. Time Period 7:30 AM to 8:30 AM South Appr (NB) North Appr (SB) West Appr (EB) Page 2 of 3 East Appr (WB) _Left_ _Thru_ Right Left Thru Right 1^ Jhru_ JjjnM Lane Config- urations Inside (left) Outside Free-flow 1 2 3 4 5 6 7 Lane Settings 2 3 0 2 3 Capacity 3240 6000 0 3240 6000 Are the North/South phases split (Y/N)? N 6000 /Vre the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 339 443 18 34 475 Adjusted Hourly Volume 339 461 0 34 1085 Utilization Factor 0.10 0.08 0.00 0.01 0.18 Critical Factors 0.10 0.18 ICU Ratio = 0.75 LOS = C 0 2 2 1 12 0 0 3240 4000 1800 1800 4000 0 610 505 401 260 92 666 173 0 505 401 260 92 828 0 0.00 0.16 0.10 0.14 0.06 0.21 0.00 0,16 0.21 Turning Movements at Intersection of: El Camlno Real and La Costa Avenue W e s t A P P r Time : : 7:30 AM to Date : 8:30 AM Nortti Approach El Camlno Real Date : : 7/11/95 Day: Tuesday 2241 Name : M.H. 8i Y.H. 1119 1122 Sub-610 476 2 34 Totals 2769 totals 1603 1166 605 401 260 t North Subtotals Total 829 339 443 2 800 1629 173 656 92 18 Total Subtotals Sub- totals 920 461 Totals 1371 La Costa Avenue E a s t A P P r South Approach Note : Left-turn volumes inciude U-turns. U-turns in bold. El Camlno Real at La Costa Avenue Lane Configuration for Intersecfion Capacity Utilization Pk. Hr. Time Period : 4:30 PM to 5:30 PM South Appr (NB) North Appr (SB) West Appr (EB) Page 3 of 3 East Appr (WB) Left Thru. .Right . Left Thru;. Right. J^gft_ Thru Right Left Thru Right Lane Config - urations Inside (left) Outside Free-flow Lane Settings 2 3 0 2 3 0 2 2 1 1 2 0 Capacity 3240 6000 0 3240 6000 0 3240 4000 1800 1800 4000 0 /Vre the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efflciency Lost Factor 0.10 Hourly Volume 489 609 76 360 993 722 573 796 360 89 411 124 Adjusted Hourly Volume 489 685 0 360 1716 0 573 796 360 89 535 0 Utilization Factor 0.16 0.11 0.00 0.11 0.29 0.00 0.18 0.20 0.20 0.05 0.13 0.00 Crrtical Factors 0.16 0.29 0.18 0.13 ICU Ratio = 0.85 LOS = D Turning Movements at Intersection of: El Camlno Real and La Costa Avenue W e s t A P P r Time : 4:30 PM to 5:30 PM Date: 7/11/96 Day: Tuesday Name : M.H. 8c Y.H. Totals 3360 Sub- totals 1622 1728 North Approach 2076 573 795 360 Subtotals Total 1441 I t El Camlno Real 3381 North • 1 489 t 609 0 1174 2615 1306 722 993 360 4^ 124 411 89 Total Subtotals Sub- totals 624 1232 Totals 1856 La Costa Avenue E a s t A P P r South Approach Note : Left-turn volumes include U-turns. U-turns in bold. # CITY OF CARLSBAD SUMMER 1995 INTERSECTION ANALYSIS SUMMARY Intersection Number: 9 Intersection Location: El Camino Real and Levante Street CONTENT PAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and 2 of 3 Turn Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Turn Movement Diagram JHK & Associates Turning Movement Count Analysis Page 1 of3 City: Carlsbad intersection of: N/S Street: El Camino Real E/W Street: Levante Street File: CB9509.XLS Data Collected by C.I. & L.M. Count Date: 7/11/95 Day: Tuesday Weather; Clear Traffic Control: Signalized South Approach (NB) North Approach (SB) West /Vpproach (EB) East Approach (WB) 16 min Total End of 15 min. prd. Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 0 1 50 2 0 4 0 46 0 0 0 0 0 0 0 8 0 0 25 1 136 1 6:30 AM 0 0 54 1 0 6 0 55 0 0 0 0 0 0 0 15 0 0 15 1 146 1 6:45 AM 0 0 89 3 0 15 0 83 0 1 0 0 0 0 0 18 0 0 23 1 231 2 7:00 AM 0 0 111 3 0 4 0 96 0 0 0 0 0 0 0 24 0 0 27 0 265 0 7:15AM 0 0 124 9 0 7 0 92 0 0 0 0 0 0 0 21 0 0 60 0 303 0 7:30 AM 0 1 126 12 0 7 0 120 0 0 0 0 0 0 0 36 0 0 40 0 342 0 7:46 AM 0 0 188 8 0 9 0 174 0 • 0 0 0 0 0 0 56 0 0 43 0 478 •• 0 8:00 AM 0 0 156 5 0 28 0 176 0 0 0 0 0 0 0 52 0 0 42 0 459 0 8:15 AM * 0 0 159 15 0 18 0 200 0 0 0 0 0 0 0 60 ' 0 41 1 483 1 8:30 AM " 0 1 184 10 0 38 0 214 0 0 0 0 0 , 0 0 40 0 0 32 0 519 0 8:45 AM " 0 0 208 11 0 29 0 170 0 0 0 0 0 0 0 46 0 0 69 1 522 1 9:00 AM • 0 0 146 17 0 19 0 200 0 0 0 0 0 0 0 50 0 0 33 0 465 0 Max. 15 min. 0 1 208 17 0 38 0 214 0 1 0 0 0 0 0 56 0 0 59 1 522 2 Pk. Hr. Vol. 0 1 697 53 0 104 0 784 0 0 0 0 0 0 0 186 0 0 165 2 1989 2 8:00 AM Peak Intersection Traffic in Pk. Hr. = 1989 Peak Hr. Factor 0.95 9:00 AM Hour Intersection Pdstrns in Pk. Hr. 2 3:46 PM 0 0 227 37 0 39 0 217 0 0 0 0 0 0 0 19 0 0 34 0 573 0 4:00 PM 0 0 258 41 0 39 0 264 0 0 0 0 0 0 0 23 0 0 25 0 640 0 4:15 PM 0 0 235 26 0 46 0 221 0 0 0 0 0 0 0 30 1 0 19 0 678 0 4:30 PM 0 0 194 44 0 63 0 217 0 1 0 0 0 0 0 33 0 0 19 . 0 570 1 4:45 PM • 0 0 275 59 0 39 0 244 0 0 0 0 0 0 0 32 1 0 36 0. 686 0 5:00 PM • 0 0 253 22 0 54 0 211 0 0 0 0 0 0 0 52 0 0 31 0 623 0 6:15 PM • 0 0 252 46 0 47 0 217 0 0 0 0 0 0 0 29 0 0 31 0 622 0 6:30 PM • 0 0 217 41 0 59 0 276 0 1 0 0 0 0 0 46 0 0 20 0 658 1 5:45 PM 0 0 236 40 0 64 0 237 0 0 0 0 0 0-0 39 1 0 21 0 638 0 6:00 PM 0 0 244 43 1 68 0 202 0 0 0 0 0 0 0 58 0 0 51 0 666 1 6:15 PM 0 0 227 34 0 85 0 206 0 0 0 0 0 0 0 40 0 0 35 0 627 0 6:30 PM 0 0 218 32 0 80 0 205 0 0 0 0 0 0 0 50 0 0 27 0 612 0 Max. 15 min. 0 0 275 69 1 86 0 276 0 1 0 0 0 0 0 58 1 0 51 0 686 1 Pk. Hr. Vol. 0 0 997 168 0 199 0 948 0 1 0 0 0 0 0 158 1 0 118 0 2689 1 4:30 PM Peak Intersection Traffic in Pk. Hr. = 2589 Peak Hr. Factor 0.94 5:30 PM Hour intersection Pdstrns in Pk. Hr. = 1 El Camlno Real at Levante Street Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 8:00 AM to 9:00 AM Page 2 of 3 South Appr (NB) North Appr (SB) West Appr (EB) East/Vppr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config- urations Inside (left) Outside Free-flow 1 2 3 4 5 6 7 Lane Settings 0 2 0 1 2 0 0 0 0 1.6 0 1.6 Capacity 0 4000 0 1800 4000 0 0 0 0 2700 0 2700 Are the North/South phases split (Y/N)? N /Vre the East/West phases split (Y/N)? N Efflciency Lost Factor 0.10 Hourly Volume 1 697 53 104 784 0 0 0 0 185 0 166 Adjusted Hourly Volume 0 751 0 104 784 0 0 0 0 185 0 165 Utilization Factor 0.00 0.19 0.00 0.06 0.20 0.00 0.00 0.00 0.00 0.07 0.00 0.06 Critical Factors 0.19 0.06 0.00 0.00 0.07 ICU Ratio = 0.42 LOS = A Turning Movements at Intersection of: El Camlno Real and Levante Street Time : 8:00 AM to 9:00 AM North Approach El Camlno Real Date: 7/11/95 Day: Tuesday 1750 Total Name: C.I.&LM. 888 n 862 Subtotals Sub-0 784 U 104 Sub- Totals \A/ totals J L totals W e s 0 0 0 0 • ^ 165 t 0 0 • 4 0 350 A P P r 186 North Totals 607 Subtotals Total 970 1 1 1721 697 53 751 167 Levante Street E a s t A P P r South Approach Note : Left-turn volumes include U-turns. U-turns in bold. El Camlno Real at Levante Street Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period ; 4:30 PM to 6:30 PM Page 3 of 3 South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right _Lefl_ Thru Right Left Thru Right Lane Config- urations Inside (left) Outside Free-flow 1 1 1 Lane Settings 0 2 0 L. 2 0 0 0 0 1.6 0 1.5 Capacity 0 4000 0 1800 4000 0 0 0 0 2700 0 2700 Are the North/South phases split (Y/N)? N /Vre the East/West phases split (Y/N)? N Efflciency Lost Factor 0.10 Hourly Volume 0 997 168 199 948 0 0 0 0 169 0 118 Adjusted Hourly Volume 0 1165 0 199 948 0 0 0 0 159 0 118 Utilization Factor 0.00 0.29 0.00 0.11 0.24 0.00 0.00 0.00 0.00 . 0.06 0.00 0.04 Critical Factors 0.29 0.11 0.00 0.00 0.06 ICU Ratio = 0.56 LOS = A Turning Movements at Intersection of: El Camino Real and Levante Street Time : 4:30 PM to 5:30 PM North Approach El Camlno Real Date: 7/11/95 Day : Tuesday 2262 Total Name : C.I. 8c LM. 1147 A 1115 Subtotals Sub-0 948 U 199 Sub- Totals totals 1 1 totals W • e s t A P P r t North t 4_ 118 0 169 277 368 Totals 646 E a s t A P P r Subtotals Total 1106 0 0 2271 997 168 1165 Levante Street South /Vpproach Note : Left-turn voiumes include U-turns. U-turns in bold. CITY OF CARLSBAD SUMMER 1995 INTERSECTION ANALYSIS SUMMARY Intersection Number: 10 Intersection Location: El Camino Real and Olivenhain Road CONTENT PAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and 2 of 3 Turn Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Turn Movement Diagram JHK 8t /Vssociates Turning Movement Count /Vnalysis Page 1 of 3 City: Carlsbad Intersection of: N/S Street: El Camlno Real E/W Street: Olivenhain Road File: CB9510.XLS Data Collected by T.Z. & TM. Count Date: 7/13/96 Day: Thursday Weather: Clear Traffic Control: Signalized South Approach (NB) North /Vpproach (SB) West /Vpproach (EB) East Approach (WB) 15 min Total End of 16 min. prd. Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 0 0 28 7 0 4 0 41 0 0 0 0 0 0 0 66 0 0 10 0 146 0 6:30 AM 0 0 18 26 0 14 0 55 0 0 0 0 0 0 0 66 0 0 18 0 197 0 6:45 AM 0 0 48 40 0 23 0 59 0 0 0 0 0 0 0 99 0 0 21 1 290 1 7:00 AM 0 0 65 39 0 24 0 103 0 0 0 0 0 0 0 133 0 0 20 0 384 0 7:15 AM 0 0 52 33 0 21 0 58 0 0 0 0 0 0 0 102 0 0 29 0 295 0 7:30 AM 0 0 94 65 0 34 0 144 0 0 0 0 0 0 0 190 0 0 32 0 559 0 7:45 AM 0 0 103 42 0 26 0 118 0 0 0 0 0 0 0 114 0 0 30 0 433 0 8:00 AM • 0 0 124 57 0 26 0 145 0 0 0 0 ' 0 0 0 204 0 0 47 0 603 0 8:15 AM • 0 0 83 62 0 34 0 152 0 0 0 0 0 0 0 210 • • 0 • 0 64 0 606 0 8:30 AM ' 0 0 107 54 0 23 0 136 0 0 0 0 0 0 0 158 0 0 48 0 626 0 8:45 AM * 0 0 138 45 0 30 0 188 0 0 0 0 0 0 0 121 0 . 0 43 0 565 0 9:00 AM 0 0 127 72 0 21 0 171 0 0 0 0 0 0 0 157 0 0 48 0 596 0 Max. 15 min. 0 0 138 72 0 34 0 188 0 0 0 0 0 0 0 210 0 0 64 1 605 1 Pk. Hr. Vol. 0 0 462 218 0 113 0 621 0 0 0 0 0 0 0 693 0 0 202 0 2299 0 7:45 AM Peak Intersecfion Trafflc in Pk. Hr. = 2299 Peak Hr. Factor 0.95 8:46 AM Hour Intersection Pdstrns in Pk. Hr. = 0 3:46 PM 0 0 235 110 0 30 0 208 0 0 0 0 0 0 0 106 0 0 28 0 717 0 4:00 PM 0 0 181 134 0 61 0 168 0 0 0 0 0 0 0 123 0 0 63 1 730 1 4:15 PM 0 0 202 136 0 25 1 200 0 0 0 0 0 0 0 110 0 0 35 0 709 0 4:30 PM 0 0 216 154 0 25 0 167 0 0 0 0 0 0 0 135 0 0 32 0 729 0 4:45 PM 0 0 194 157 0 68 0 199 0 0 0 0 0 0 0 122 0 0 36 0 776 0 6:00 PM • 0 0 199 181 0 60 0 228 0 0 0 0 0 0 0 151 0 0 31 0 860 0 6:15 PM " 0 0 186 186 0 43 0 229 0 0 0 0 0 0 0 133 0 0 37 0 813 0 5:30 PM • 0 0 190 162 0 87 0 202 0 0 0 0 0 0 0 151 0 0 49 0 841 0 5:45 PM • 0 0 233 177 0 123 0 409 0 0 0 0 0 0 0 172 0 0 85 0 1199 0 6:00 PM 0 0 144 158 0 52 0 164 0 0 0 .0 0 0 0 81 0 0 16 0 615 0 6:15 PM 0 0 214 129 0 7 0 60 0 0 0 0 0 0 0 134 0 0 8 0 562 0 6:30 PM 0 0 169 166 0 30 0 111 0 0 0 0 0 0 0 129 0 0 18 0 613 0 Max. 15 min. 0 0 235 186 0 123 1 409 0 0 0 0 0 0 0 172 0 0 85 1 ~1199 1 Pk. Hr. Vol. 0 0 807 706 0 313 0 1068 0 0 0 0 0 0 0 607 0 0 202 0 3703 0 4:45 PM Peak Intersection Traffic in Pk. Hr. = 3703 Peak Hr. Factor 0.77 5:46 PM Hour Intersection Pdstrns in Pk. Hr. = 0 El Camlno Real at Olivenhain Road Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : 7:45 AM to 8:45 AM South Appr (NB) North Appr (SB) ' West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config - urations Inside (left) Outside Free-flow 1 Lane Settings Capacity 0 2 112 0 4000 1800 1800 4000 Are the North/South phases split (Y/N)? Aie the East/West phases split (Y/N)? Efficiency Lost Factor 0.10 Hourly Volume 0 452 Adjusted Hourly Volume 0 462 Utilization Factor 0.00 0.11 Criticai Factors 0.12 0.06 N N 218 218 113 113 621 621 1.5 2700 693 693 1 0.5 900 202 202 0.12 0.06 0.16 0.00 0.00 0.00 0.00 0.26 0.00 0.22 0.00 0.00 0.26 ICU Ratio = 0.54 LOS = Turning Movements at Intersection of: El Camlno Real and Olivenhain Road Time : 7:45 AM to 8:46 AM Dote : 7/13/96 Day : Thursday Name : T.Z. &.J.M. North Approach 734 El Camino Real 1388 654 Total Subtotals W e s t A P P r Totals Sub- totals 0 0 621 113 t Subtotals 1314 Total North 202 0 693 ^ t r 0 452 218 0 670 1984 Sub- totals 895 331 Totals 1226 Olivenhain Road 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 Olivenhain Road Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 4:45 PM to 5:45 PM Pages of 3 South/Vppr (NB) North Appr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config- urafions Inside (left) Outside Free-flow 1 2 3 4 5 6 7 1 1 1 Lane Settings 0 2 1 1 2 0 0 0 0 1.5 0 0.5 Capacity 0 4000 1800 1800 4000 0 0 0 0 2700 0 900 Are the North/South phases split (Y/N)? N Aie the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 0 807 706 313 1068 0 0 0 0 607 0 202 Adjusted Hourly Volume 0 807 706 313 1068 0 0 0 0 607 0 202 Utilization Factor 0.00 0.20 0.39 0.17 0.27 0.00 0.00 0.00 0.00 0.22 0.00 0.22 Crrtical Factors 0.39 0.17 0.00 0.00 0.22 ICU Rafio = 0.88 LOS = D Turning Movements at Intersection of: El Camino Real and Olivenhain Road Time : 4:45 PM to 5:45 PM North Approach Ei Camino Real Date: 7/13/96 Day: Thursday 2390 Total Name : T.Z. 8iT.M. 1381 n 1009 Subtotals Sub-0 1068 U 313 Sub- Totals totals J 1 L totals w e s t A P P r Subtotals Total t 1675 North A 0 T 807 0 1513 3188 202 0 607 809 1019 Totals 1828 E a s t A P P r Olivenhain Road South /Vpproach Note : Left-turn volumes include U-turns. U-turns in bold. CITY OF CARLSBAD SUMMER 1995 INTERSECTION ANALYSIS SUMMARY Intersection Number: 11 Intersection Location: Palomar Airport Road and Avenida Encinas CONTENT PAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and 2 of 3 Turn Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Turn Movement Diagram JHK 8c Associates Turning Movement Count /Vnalysis Page 1 of 3 City: Carlsbad Intersection of: N/S Sfi-eet: Avenida Encinas E/W Street: Palomar Airport Road File: CB9511.XLS Data Collected by LM. 8c M.H. Count Date: 7/18/96 Day: Tuesday Weather: Clear Traffic Control: Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 2 0 5 4 0 9 0 2 2 0 1 0 5 11 2 20 0 15 17 0 93 2 6:30 AM 2 0 0 4 2 28 0 15 0 0 7 0 49 15 0 25 0 14 28 0 187 2 6:45 AM 3 0 6 12 0 26 0 4 0 0 3 0 49 3 0 71 0 20 49 0 246 0 7:00 AM 3 0 9 10 0 28 0 5 1 0 6 0 41 6 0 80 0 13 30 1 232 1 7:15 AM 3 0 5 17 1 28 0 4 0 0 4 0 43 16 1 56 0 20 42 0 237 2 7:30 AM 4 0 8 19 0 21 0 3 2 0 9 0 61 9 0 59 0 16 49 0 260 0 7:45 AM 6 0 7 26 0 31 0 5-1 • 0 11 0 76 13 1 48 0 15 S3 1 271 2 8:00 AM • 4 0 7 23 0 33 0 6 0 0 19 0 80 17 0 90 0 22 97 0 397 0 8:15 AM * 5 0 12 24 0 24 0 3 3 0 12 0 56 12 0 55 0 32 87 0 325 0 8:30 AM ' 2 0 5 12 0 19 0 0 0 0 13 0 66 10 0 39 0 23 69 1 258 1 8:45 AM ' 10 0 27 15 0 47 0 6 1 0 11 0 70 10 0 37 0 42 74 0 350 0 9:00 AM 2 0 4 8 0 SO 0 1 1 0 6 0 34 7 2 13 0 23 35 0 164 2 Max. 15 min. 10 0 27 26 2 47 0 15 3 0 19 0 80 17 2 90 0 42 97 1 397 2 Pk. Hr. Vol. 21 0 51 74 0 123 0 14 4 0 55 0 272 49 0 221 0 119 327 1 1330 1 7:45 AM Peak Intersection Traffic in Pk. Hr. = 1330 Peak Hr. Factor 0.84 8:46 AM Hour Intersection Pdstrns in Pk. Hr. = 1 3:46 PM 27 0 29 101 0 69 0 7 15 0 5 0 44 7 0 22 0 76 9 0 411 0 4:00 PM 6 0 13 35 0 63 0 6 8 0 16 0 62 13 0 33 0 81 9 0 336 0 4:15 PM 16 0 15 45 0 82 0 5 11 0 7 0 58 47 0 27 0 81 6 1 400 1 4:30 PM 16 0 9 27 0 45 0 4 11 0 16 0 50 28 0 29 0 71 7 0 313 0 4:45 PM • 17 0 19 56 0 60 0 6 4 0 14 0 59 12 0 18 0 63 4 0 332 0 5:00 PM • 18 0 7 58 0 85 0 11 12 0 13 0 90 24 0 29 0 114 7 0 468 0 5:15 PM • 44 0 14 96 0 130 0 4 16 0 8 0 48 10 0 27 0 102 7 0 606 0 5:30 PM • 17 0 24 42 0 161 0 12 26 0 11 0 68 19 0 41 0 202 3 0 626 0 6:45 PM 12 0 19 44 0 53 0 6 9 0 6 0 62 7 0 16 0 80 5 0 309 0 6:00 PM 5 0 6 30 0 64 0 4 6 0 12 0 51 6 0 17 0 69 4 0 263 0 6:15 PM 11 0 24 41 1 37 0 6 6 0 11 1 53 17 0 S3 0 56 5 0 299 1 6:30 PM 6 0 9 14 0 41 0 9 9 0 6 0 48 4 0 30 0 43 6 0 224 0 Max. 15 min. 44 0 29 101 1 161 0 12 25 0 16 1 90 47 0 41 0 202 9 1 625 1 Pk. Hr. Vol. 96 0 64 262 0 436 0 33 57 0 46 0 265 65 0 115 0 481 21 0 1931 0 4:30 PM Peak Intersection Traffic in Pk. Hr . 1931 Peak Hr. Factor 0.77 5:30 PM Hour intersection Pdstrns in Pk. Hr. = 0 # Avenida Encinas at Palomar Airport Road Lone Configuration for Intersecfion Capacity Utilization Pk. Hr. Time Period : 7:45 AM to 8:45 AM Page 2 of 3 South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) Left Jhru_ Right Left Thru Right Jhm^ j?iahj_ Lane Config- urafions Inside (left) 1 2 3 4 5 6 7 1 Outside Free-flow Lane Settings i i Capacity leoo 2000 Are the North/South phases split (Y/N)? Aie the East/West phases split (Y/N)? Efficiency Lost Factor 0.10 Hourly Volume 21 51 Adjusted Hourly Volume 21 51 Utilization Factor o.OI 0.03 Critical Factors 1 1800 N N 1 1800 1 2000 1 1800 1 1800 1 2000 0 0 1 1800 1 2000 1 1800 1 1800 N N 74 74 0.04 0.04 123 123 0.07 0.07 14 14 0.01 4 4 0.00 55 56 0.03 272 321 0.16 0.16 49 0 0.00 221 221 0.12 0.12 119 119 0.06 327 327 0.18 ICU Ratio 0.49 LOS = Turning Movements a\ Intersection of: Time : 7:45 AM to 8:45 AM Date : 7/18/95 Day : Tuesday Name : LM. 8c M.H. W e s t A P P r Totals 520 Sub- totals 144 376 Avenida Encinas North Approach 141 4 14 56 272 49 Subtotals Total 284 I t North 21 f 51 0 146 430 and Palomar Airport Road 674 0 123 Avenida Encinas 433 327 119 221 74 Total Subtotals Sub- totals 667 469 Totals 1136 E a s t A P P r Palomar Airport Road South Approach Note : Left-turn volumes include U-turns. U-turns in bold. Avenida Encinas at Palomar Airport Road Lane Configuration for intersection Capacity Utilization Pk. Hr. Time Period : 4:30 PM to 5:30 PM Page 3 of 3 South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) Left_ Jhru_ Right Left Thru Jgght_ Jhn£_ Rigl^ Left Thru Right Lane Config- urations Inside (left) Outside Free-flow Lane Settings Capacity Are the North/South phases split (Y/N)? Are the East/West phases split (Y/N)? Efficiency Lost Factor Hourly Volume Adjusted Hourly Volume Utilization Factor Critical Factors ICU Ratio = 1 1111111 1800 2000 1800 1800 2000 1800 1800 2000 N N 0.10 1 1 1 1800 2000 1800 21 21 96 64 252 436 33 57 46 266 66 115 481 96 64 252 436 33 57 46 330 0 115 481 0.05 0.03 0.14 0.24 0.02 0.03 0.03 0.17 0.00 0.06 0.24 0.14 0.24 0.03 0.24 0.75 LOS = C Turning Movements at Intersection of: Time : 4:30 PM to 5:30 PM Date: 7/18/95 Day : Tuesday Name ; LM. 8c M.H. W e s t A P P r Totals 1010 Sub- totois 634 376 Avenldo Encinas North Approach 526 57 33 46 265 66 Subtotals Total 213 I t North • 1 96 T 64 0 412 626 and Palomar Airport Road 657 0 436 Avenida Encinas 131 252 21 481 116 Total Subtotals Sub- totals 617 963 Totals 1570 E a s t A P P r Palomar Airport Road South Approach Note : Left-turn volumes include U-turns. U-turns in bold. CITY OF CARLSBAD SUMMER 1995 INTERSECTION ANALYSIS SUMMARY Intersection Number: 12 Intersection Location: Palomar Airport Road and Paseo Del Norte CONTENT PAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and 2 of 3 Turn Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Turn Movement Diagram JHK 8c Associates Turning Movement Count /Vnalysis Page 1 of 3 City: Carlsbad Intersection of: N/S Street: Paseo Del Norte E/W Street: Palomar Airport Road File: CB9512.XLS Data Collected by T.Z. 8c D.W. Count Date: 7/18/95 Day: Tuesday Weather: Clear Traffic Control: Signalized End of 15 min. prd. South Approach (NB) North /Vpproach (SB) West /Vpproach (EB) East Approach (WB) 15 min Total Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 37 0 5 2 2 1 0 1 2 0 4 3 169 27 0 15 6 129 12 0 413 2 6:30 AM 54 0 4 14 0 3 0 1 3 2 5 1 250 19 0 10 2 137 12 0 516 2 6:45 AM 54 0 15 11 1 6 0 1 5 1 6 0 374 29 0 11 3 164 18 0 697 2 7:00 AM 57 0 6 23 0 7 0 2 7 1 13 1 479 19 1 18 5 173 15 0 825 2 7:15AM 47 0 21 23 0 17 0 2 7 1 14 3 348 36 0 12 4 170 21 0 725 1 7:30 AM « 44 0 10 37 0 18 0 7 2 1 28 1 463 19 1 12 0 185 35 0 851 2 7:45 AM 68 0 20 42 0 10 0 8 1 0 30 1 495 36 0 19 1 158 29 0 918 0 8:00 AM » 71 0 56 52 0 23 0 3 9 1 18 0 575 25 0 33 2 136 37 0 1039 I 8:16 AM 54 0 20 30 1 38 0 10 2 0 SO 1 560 46 0 18 1 183 25 0 1008 1 8:30 AM 49 0 14 24 0 20 0 9 0 0 29 0 405 26 0 19 1 157 25 1 778 1 8:45 AM 68 0 23 18 0 24 0 10 3 0 22 1 360 26 0 . 23 5. 175-19 0 777 0 9:00 AM 69 0 13 20 0 32 0 12 5 0 29 6 340 39 0 32 3 164 22 0 786 0 Max. 15 min. 71 0 56 52 2 38 0 12 9 2 SO 6 676 46 1 33 6 186 37 1 1039 2 Pk. Hr. Vol 237 0 106 161 1 89 0 28 14 2 106 3 2073 126 1 82 4 661 126 0 3816 4 7:16 AM Peak Intersection Traffic in Pk. Hr. = 3816 Peak Hr. Factor 0.92 8:15 AM Hour Intersection Pdstrns in Pk. Hr. = 4 3:45 PM 86 0 11 30 0 39 0 11 26 0 23 0 307 61 0 46 7 560 18 0 1213 0 4:00 PM 91 0 16 35 1 13 0 14 12 0 26 3 276 45 0 38 8 362 20 0 969 1 4:15 PM 46 0 14 17 0 38 0 13 25 0 37 3 220 45 1 48 11 434 29 0 979 1 4:30 PM 66 0 13 21 0 41 0 19 16 0 38 1 294 50 1 49 3 438 28 0 1077 1 4:45 PM 70 0 10 26 0 40 0 21 21 0 42 4 290 62 0 45 7 476 30 0 1143 0 5:00 PM • 56 0 8 18 0 44 0 19 24 0 21 2 203 54 0 48 8 501 29 0 1036 0 5:15 PM • 80 0 14 31 0 42 0 24 31 0 25 2 221 49 2 67 10 529 19 0 1144 2 5:30 PM « 69 0 11 37 0 34 0 16 13 0 33 4 261 79 0 83 4 606 26 0 1166 0 5:45 PM • 77 0 7 29 0 37 0 14 26 0 25 7 261 64 0 64 6 611 32 0 1158 0 6:00 PM 66 0 8 14 0 36 0 16 19 1 29 2 222 67 0 46 4 352 19 0 889 1 6:15 PM 70 0 9 25 0 26 0 13 22 1 30 9 210 60 0 44 4 327 12 0 861 1 6:30 PM 49 0 16 20 0 18 0 14 10 1 16 8 166 46 0 47 8 265 13 0 695 1 Max. 15 min. 91 0 16 37 1 44 0 24 31 1 42 9 307 79 2 83 11 560 32 0 1213 2 Pk. Hr. Vol. 272 0 40 115 0 157 0 72 93 0 104 15 946 246 2 262 27 2047 106 0 4602 2 4:45 PM Peak • Intersection Traffic in Pk. Hr. = 4602 6:45 PM Hour Intersection Pdstrns in Pk. Hr. = 2 Peak Hr. Factor 0.93 Paseo Del Norte at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 7:16 AM to 8:15AM South Appr (NB) North/Vppr (SB) West Appr (EB) East Page 2 of 3 Appr (WB) Lane Config - urations LefL Jhru_ RigM ^efL Jhri^ .R^ Inside (left) Outside Free-flow 1 2 3 4 5 6 7 1 Lane Settings 2 2 0 2 2. 0 9 •3 n 0 Capacity 3240 4OOO /Vre the North/South phases split (Y/N)? 0 N 3240 4000 0 £. 3240 6000 U 0 I 3240 3 6000 0 0 Aie the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume Adjusted Hourly Volume Ufilization Factor Critical Factors 237 106 237 267 0.07 0.07 0.07 161 0 0.00 89 89 0.03 0.03 28 42 0.01 14 0 0.00 109 109 0.03 2073 2199 0.37 0.37 126 0 0.00 86 86 0.03 0.03 661 787 0.13 126 0 0.00 ICU Ratio = 0.60 Turning Movements at Intersection of: Time: 7:15AM to 8:15 AM Date : 7/18/95 Day: Tuesday Name : T.Z. 8c D.W. LOS= A Paseo Del Norte North Approach and Paionmr Airport Road Paseo Del Norte W e s t A P P r Totals 3223 Sub- totals 915 2308 14 469 Total 131 0 338 Subtotals 28 89 Sub- 109 2073 126 t Subtotals 236 Total North • 237 t 106 0 504 740 26 661 86 totals 873 2327 Totals 3200 161 Palonwr Airport Road E a s t A P P r South Approach Note : Left-turn volumes inciude U-turns. U-turns in bold. # Paseo Del Norte at Palomar Airport Road Lane Configuration for Intersecfion Capacity Utilizafion Pk. Hr. Time Period 4:46 PM to 5:45 PM South /Vppr (NB) North Appr (SB) West Appr (EB) _Left Thru Right Left Thru Righj_ Left Thru Right Pages of 3 East Appr (WB) _Left Thru Right Lane Conflg- urations Inside (left) Outside Free-flow 1 2 3 4 5 6 7 Lane Settings 2 2 Capacity 3240 4000 Aie the North/South phases split (Y/N)? Aie the East/West phases split (Y/N)? Efflciency Lost Factor 0.10 Hourly Volume 272 Adjusted Hourly Volume 272 Utilization Factor 0.O8 Critical Factors 0.O8 ICU Ratio = 0.62 40 155 0 0 N N 115 0 2. 2 3240 4000 157 157 72 165 93 0 2 3 3240 6000 119 946 119 1192 246 0 2 3 3240 6000 0.04 0.00 0.05 0.04 0.00 0.04 0.20 0.00 0.04 0.04 LOS= B 289 2047 106 289 2153 0 0.09 0.36 0.00 0.36 Turning Movements at Intersection of: Time : 4:45 PM to 5:45 PM Date : 7/18/96 Day: Tuesday Name : T.Z. 8c D.W. W e s t A P P r Totals 3738 Sub- totals 2427 1311 15 Paseo Del Norte North Approach 119 946 246 Subtotals Total 680 North 272 40 0 427 1007 and Paionrrar Airport Road Paseo Del Norte 572 322 0 72 157 250 93 72 157 t lort 4_ 106 2047 289 27 115 Total Subtotals Sub- totals 2442 1245 Totals 3687 Paionxir Airport Road E a s t A p p r South /Vpproach Note : Left-turn volumes include U-turns. U-turns in bold. CITY OF CARLSBAD SUMMER 1995 INTERSECTION ANALYSIS SUMMARY Intersection Number: 13 Intersection Location: Palomar Airport Road and College Boulevard CONTENT PAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and 2 of 3 Turn Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Turn Movement Diagram JHK 8c /Vssociates Turning Movement Count /Vnalysis Page 1 of 3 City: Carlsbad Intersection of: N/S Sfi-eet: College Boulevard E/W Stieet; Palomar Airport Road Count Date: 7/19/95 Day: Wednesday Weather: Clear South /Vpproach (NB) North /Vpproach (SB) File: CB9513.XLS Data Collected by T.M. 8c D.W. Traffic Control: Signalized West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 0 0 0 0 0 5 0 0 21 0 40 0 76 0 0 0 0 122 2 0 266 0 6:30 AM 0 0 0 0 0 3 0 0 8 0 88 0 158 0 0 0 0 140 2 0 399 0 6:45 AM 0 0 0 0 0 3 0 0 27 0 85 0 212 0 0 0 0 163 2 0 492 0 7:00 AM 0 0 0 0 0 7 0 0 22 0 182 0 346 0 0 0 1 189 4 0 751 0 7:15 AM 0 0 0 0 0 6 0 0 19 0 98 0 225 0 0 0 0 149 5 0 502 0 7:30 AM 0 0 0 0 0 17 0 0 16 0 147 1 337 0 0 0 0 202 1 0 720 0 7:45 AM " 0 0 0 0 0 10 0 0 20 0 176 0 324 0 0 0 0 193 2 0 725 0 8:00 AM • 0 0 0 0 0 16 0 0 21 0 211 0 463 0 0 0 2 173 6 0 891 0 8:15 AM * 0 0 0 0 0 10 0 0 18 0 122 0 220 0 0 0 1 196 2 0 569 0 8:30 AM ' 0 0 0 0 0 8 0 0 54 0 205 1 370 0 0 0 0 188 4 0 830 0 8:45 AM 0 0 0 0 0 11 0 0 33 0 136 0 260 0 0 0 0 169 11 0 600 0 9:00 AM 0 0 0 0 0 4 0 0 31 0 89 1 173 0 0 0 1 162 3 0 464 0 Max. 15 min. 0 0 0 0 0 17 0 0 54 0 211 1 463 0 0 0 2 202 11 0 891 0 Pk. Hr.Vol. 0 0 0 0 0 44 0 0 113 0 714 1 1377 0 0 0 3 760 13 0 3015 0 7:30 AM Peak intersecfion Traffic in Pk. Hr. = 3016 Peak Hr. Factor 0.86 8:30 AM Hour Intersection Pdstrns in Pk. Hr. = 0 3:45 PM 0 0 0 0 0 5 0 0 151 0 45 0 206 0 0 0 1 432 12 0 851 0 4:00 PM 0 0 0 0 0 2 0 0 108 0 36 0 189 0 0 0 0 265 8 0 608 0 4:16 PM 0 0 0 0 0 4 0 0 186 0 SO 1 200 0 0 0 0 358 9 0 787 0 4:30 PM 0 0 0 0 0 8 0 0 89 0 42 1 267 0 ' 0 0 2 311 7 0 717 0 4:45 PM 0 0 0 0 0 5 0 0 134 0 24 0 186 0 0 0 0 323 11 0 683 0 5:00 PM • 0 0 0 0 0 3 0 0 88 0 43 3 186 0 0 0 0 341 4 0 668 0 5:15 PM • 0 0 0 0 0 8 0 0 221 0 37 0 267 0 0 0 0 598 20 0 1141 0 5:30 PM • 0 0 0 0 0 8 0 0 182 0 36 1 261 0 0 0 0 383 12 0 883 0 6:46 PM • 0 0 0 0 0 0 0 0 144 0 19 2 220 0 0 0 1 323 4 0 713 0 6:00 PM 0 0 0 0 0 2 0 0 93 0 18 2 169 0 0 0 0 307 5 0 596 0 6:15 PM 0 0 0 0 0 4 1 0 89 0 21 1 173 0 0 0 1 310 2 0 602 0 6:30 PM 0 0 0 0 0 1 0 0 48 0 18 0 127 0 0 0 0 233 6 0 433 0 Max. 15 min. 0 0 0 0 0 8 1 0 221 0 46 3 261 0 0 0 2 598 20 0 1141 0 Pk. Hr. Vol. 0 0 0 0 0 19 0 0 635 0 136 6 924 0 0 0 1 1645 40 0 3405 0 4:45 PM Peak Intersection Traffic in Pk. Hr. = 3406 Peak Hr. Factor 0.75 5:46 PM Hour Intersection Pdstrns in Pk. Hr. = 0 College Boulevard at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period 7:30 AM to 8:30 AM Page 2 of 3 South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) Lgft_ Jhru, Right Left Thru Right _Left_ Jhru_ _ioft_ Lane Config- urations Inside (left) Outside Free-flow 1 2 3 4 5 6 7 Lane Settings g 0 Capacity g 0 Are the North/South phases split (Y/N)? Aie the East/West phases split (Y/N)? Efficiency Lost Factor 0.10 Hourly Volume o Adjusted Hourly Volume 0 Utilization Factor o.OO Critical Factors o.CO 0 0 N N 1 0 2 2 3 ] 2 3 T" 1800 0 3240 3240 6000 1800 3240 6000 1800 750 750 13 13 ICU Ratio = 0.48 0 0 44 0 113 715 1377 0 0 0 44 0 113 715 1377 0 „ 0.00 0.00 0.02 0.00 0.03 0.22 0.23 0.00 0.00 0 13 0 01 0.03 0.22 0.13 LOS = Turning Movements at Intersection of: Time : 7:30 AM to 8:30 AM Date : 7/19/95 Day : Wednesday Name : TM. 8c D.W. W e s t A P P r Totals 2956 Sub- totals 864 2092 College Boulevard North Approach 157 113 0 716 1377 0 0 0 Subtotals Total 0 0 and Palomar Airport Road College Boulevard 884 0 44 727 t North 4_ 13 760 3 Total Subtotals Sub- totals 766 1424 Totals 2190 Palomar Airport Road E a s t A P P r South Approach Note : Left-turn volumes include U-turns. U-turns in bold. College Boulevard at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period 4:45 PM to 5:45 PM Page 3 of3 South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) Lefl_ Jhru Right Left Thru RigW Left Thru Right Lef^ Jhru_ _Right_ Lane Config - urations Inside (left) 1 2 3 4 5 6 7 1 1 Outside ^ Free-flow Lane Settings Q Q Capacity g 0 Aie the North/South phases split (Y/N)? Aie the East/West phases split (Y/N)? Efficiency Lost Factor 0.10 Hourly Volume o Adjusted Hourly Volume 0 Utilization Factor o.OO Critical Factors o.OO ICU Ratio = 0.61 0 0 N N 1800 2 2 3 1 2 3 1 3240 3240 6000 1800 3240 6000 1800 0 0 19 19 635 635 141 924 0 1 1645 141 924 0 1 1645 _ 0.00 0.00 0.01 0.00 0.20 0.04 0.15 0.00 0.00 0.27 0.02 0.20 0.04 0.27 40 40 LOS = B Turning Movements at Intersection of: Time : 4:45 PM to 5:45 PM Date : 7/19/96 Day: Wednesday Name : TM. 8c D.W. W e s t A P P r Totals 3351 Sub- totals 2286 1065 College Boulevard North Approach 636 141 924 0 Subtotals Total L, North • 1 0 ! 0 0 0 0 and Palomar Airport Road College Boulevard 829 664 0 0 19 t 176 40 1646 1 Total Subtotals Sub- totals 1686 944 Totals 2630 E a s t A P P r Palomar Airport Road South Approach Note : Left-turn volumes include U-turns. U-turns in bold. CITY OF CARLSBAD SUMMER 1995 INTERSECTION ANALYSIS SUMMARY Intersection Number: 14 Intersection Location: Palomar Airport Road and Camino Vida Roble CONTENT PAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and 2 of 3 Turn Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Turn Movement Diagram JHK 8c Associates Turning Movement Count Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Street: Camino Vida Roble E/W Street: Palomar Airport Road File: CB9614.XLS Data Collected by M.H. 8c V.P. Count Date: 7/20/95 Day: Thursday Weather: Clear Traffic Control: Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:16 AM S3 0 2 6 0 1 0 1 1 0 10 1 47 196 0 26 0 110 7 0 441 0 6:30 AM 27 0 3 3 0 0 0 1 0 0 5 0 63 144 0 30 0 127 8 0 411 0 6:45 AM 20 0 9 4 0 1 0 2 0 0 3 0 130 159 0 27 0 160 16 0 531 0 7:00 AM 30 0 4 5 0 1 0 2 0 0 23 0 143 136 0 44 1 121 22 0 532 0 7:15AM 32 0 11 3 0 1 0 0 0 0 10 0 136 98 1 31 5 141 12 1 480 2 7:30 AM 41 0 12 3 0 1 0 1 0 0 20 0 134 98 0 23 3 112 19 0 467 0 7:45 AM ' 33 0 18 10 0 2 0 1. 1 0 46 0 200 144 1 68 3 166 22 0 713 1 8:00 AM • 41 0 22 8 0 2 0 1 1 0 17 0 267 181 0 64 1 193 33 0 811 0 8:15 AM • 48 0 9 7 0 6 0 1 0 0 17 0 156 100 0 32 T 111 27 0 614 0 8:30 AM ' 67 0 14 12 0 3 0 2 1 0 10 1 170 93 0 25 1 177 25 0 601 0 8:45 AM 41 0 15 17 0 7 0 3 0 0 7 1 168 87 0 17 2 120 19 0 494 0 9:00 AM 35 0 11 11 0 5 0 6 2 0 9 0 171 85 0 20 1 142 12 0 510 0 Max. 15 min. 67 0 22 17 0 7 0 6 2 0 46 1 257 196 1 68 5 193 33 1 811 2 Pk. Hr. Vol. 189 0 63 37 0 12 0 5 3 0 90 1 783 518 1 179 6 646 107 0 2639 1 7:30 AM Peak Intersection Traffic in Pk. Hr. = 2639 Peak Hr. Factor 0,81 8:30 AM Hour intersection Pdstrns in Pk, Hr. = 1 3:45 PM 98 0 6 S3 0 28 0 12 11 0 2 0 183 94 0 21 1 221 10 0 720 0 4:00 PM 77 0 7 32 0 10 0 6 2 0 2 0 182 69 1 26 0 181 6 0 600 1 4:15 PM 126 0 10 54 0 9 0 7 3 0 5 0 206 76 0 29 0 221 5 1 751 1 4:30 PM 113 0 11 24 0 21 0 8 9 0 4 0 170 65 0 21 1 174 8 0 629 0 4:46 PM • 124 0 8 24 0 16 0 7 10 0 4 0 160 47 0 17 0 178 3 0 588 0 6:00 PM • 128 0 3 23 0 17 0 7 9 0 4 0 188 47 0 26 0 199 4 0 655 0 5:15 PM • 186 0 8 57 0 43 0 10 13 0 6 0 260 69 0 19 0 262 4 0 927 0 5:30 PM • 139 0 2 29 0 18 0 6 9 0 3 0 212 67 0 19 1 196 2 0 702 0 6:45 PM 88 0 6 22 0 11 0 15 6 0 0 0 176 47 0 11 0 129 2 0 612 0 6:00 PM 91 0 3 17 0 2 0 9 7 0 0 0 197 49 0 7 0 141 1 0 524 0 6:16 PM 84 0 2 24 0 3 0 1 1 0 0 0 149 48 0 7 1 118 3 0 441 0 6:30 PM 67 0 2 22 0 5 0 1 7 0 2 0 163 45 0 13 0 128 1 0 456 0 Max. 15 min. 186 0 11 57 0 43 0 16 13 0 6 0 260 94 1 29 1 262 10 1 927 1 Pk. Hr. Vol. 577 0 21 133 0 94 0 29 41 0 17 0 800 230 0 81 1 835 13 0 2872 0 4:30 PM Peak Intersection Traffic in Pk. Hr. = 2872 Peak Hr. Factor 0.77 5:30 PM Hour intersection Pdstrns in Pk. Hr. 0 Camlno Vida Roble at Palomar Airport Rood Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 7.30 AM to 8:30 AM Page 2 of 3 South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config- urations Inside (left) Outside Free-flow 1 1 Lane Settings 1 1 1 1 1 1 1 3 0 1 3 0 Capacity 1800 2000 1800 1800 2000 1800 1800 6000 0 1800 6000 0 /Vre the North/South phcases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 189 63 37 12 5 3 91 783 518 185 646 107 Adjusted Hourly Volume 189 63 37 12 5 3 91 1301 0 186 753 0 Utilization Factor 0.11 0.03 0.02 0.01 0.00 0.00 0.05 0.22 0.00 0.10 0.13 0.00 Crrtical Factors 0.11 0.00 0.22 0.10 ICU Ratio = 0.63 LOS = A Turning Movements at Intersection of: Camlno Vida Roble and Palomar Airport Road Time : 7:30 AM to 8:30 AM North Approach Camino Vida Roble Date : 7/20/95 Day : Thursday 280 Total Name : M.H. 8c V.P. 20 n 260 Subtotals Sub-3 5 u 12 Sub- w e s t A P P r Totals 2231 totals 839 1392 91 783 518 ; t , North 107 646 185 totals 938 838 Totals 1776 E a s t A P P r Subtotals Total 189 63 0 702 289 991 37 Palomar Airport Road South Approach Note : Left-turn volumes include U-turns, U-turns in bold. Camino Vida Roble at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 4:30 PM to 5:30 PM Page 3 of S South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right Thru Right Left Thru Right Lane Config - urafions Inside (left) Outside Free-flow 1 1 1 1 1 1 Lane Settings 1 1 1 1 1 1 1 3 0 1 3 0 Capacity 1800 2000 1800 18CX) 2000 1800 1800 6000 0 1800 6000 0 Aie the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 677 21 133 94 29 41 17 800 230 82 835 13 Adjusted Hourly Volume 577 21 133 94 29 41 17 1030 0 82 848 0 Utilizafion Factor 0.32 0.01 0.07 0.06 0.01 0,02 0.01 0.17 0.00 0.05 0.14 0.00 Critical Factors 0.32 0.02 0.17 0.05 ICU Ratio 0.66 LOS= B Turning Movements at Intersection of: Camino Vida Roble and Palomar Airport Road w e s t A P P r Time : 4:30 PM to 5:30 PM North Approach Camlno Vida Roble Date : 7/20/96 Day : Thursday 215 Total Name : : M.H. fic V.P. 164 n 51 Subtotals Sub-41 29 U 94 Sub- Totals 2500 totals 1453 1047 1 800 230 7 -Jt Subtotals Total 340 t North • 1 577 t 21 0 731 1071 4^ 13 835 82 133 totals 930 1028 Totals 1968 E a s t A P P r Palomar Airport Road South Approach Note : Left-turn volumes include U-turns. U-turns in bold. CITY OF CARLSBAD SUMMER 1995 INTERSECTION ANALYSIS SUMMARY Intersection Number: 15 Intersection Location: Palomar Airport Road and El Fuerte Street CONTENT PAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and 2 of 3 Turn Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Turn Movement Diagram JHK 8c /Vssociates Turning Movement Count Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Sfi'eet: El Fuerte Street E/W Street: Palomar Airport Road File: CB9615.XLS Data Collected by D.W. 8c L.M. Count Date: 7/20/95 Day: Thursday Weather: Clear Traffic Control: Signalized End of 15 min. prd. South Approach (NB) North /Vpproach (SB) West Approach (EB) East Approach (WB) 16 min Total Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:16 AM 0 0 0 0 0 62 0 0 38 0 10 1 86 0 0 0 0 300 8 0 495 0 6:30 AM 1 0 0 0 0 7 0 0 2 0 14 1 107 0 0 1 0 417 16 0 566 0 6:45 AM 0 0 0 0 0 6 0 0 3 0 40 2 154 1 0 0 0 442 14 0 661 0 7:00 AM 0 0 0 0 0 7 0 0 0 0 80 3 156 1 0 0 1 551 64 0 853 0 7:15AM 0 0 0 0 0 12 0 0 1 0 56 7 157 0 0 0 1 465 38 0 737 0 7:30 AM 1 0 0 0 0 9 0 0 3 0 84 3 179 1 0 0 0 602 26 0 808 0 7:46 AM 1 0 0 0 0 4 0 0 2 0 80 2 218 1 0 1 1 507 35 0 852 0 8:00 AM • 0 0 2 0 0 11 0 0 3 0 121 8 202 0 0 0 0 631 61 0 1039 0 8:15 AM • 1 0 0 1 0 3 0 0 4 0 134 6 192 0 0 0 0 ' 474 38 0 863 0 8:30 AM ' 0 0 0 0 0 7 0 0 3 0 74 8 178 1 0 1 2 442 24 0 740 0 8:46 AM * 2 0 0 0 0 9 0 0 6 0 63 4 172 0 0 1 0. 692 16 0 965 0 9:00 AM 0 0 0 1 0 8 0 0 6 0 59 6 161 1 0 1 1 310 17 0 561 0 Max. 15 min. 2 0 2 1 0 62 0 0 38 0 134 8 218 1 0 1 2 692 61 0 1039 0 Pk. Hr. Vol. 3 0 2 1 0 30 0 0 16 0 382 26 744 1 0 2 2 2239 139 0 3687 0 7:45 AM Peak Intersection Traffic in Pk. Hr. = 3587 Peak Hr. Factor 0.86 8:46 AM Hour Intersection Pdstrns in Pk. Hr. = 0 3:46 PM 1 0 0 0 0 43 0 0 14 0 20 1 519 0 0 0 0 268 15 0 881 0 4:00 PM 0 0 0 0 0 25 0 0 18 0 31 1 425 1 0 0 2 240 26 0 769 0 4:15 PM 0 0 0 0 0 40 0 0 18 0 30 1 601 0 0 1 1 190 9 0 791 0 4:30 PM 0 0 0 0 0 30 0 0 20 0 24 1 386 1 0 0 2 212 19 0 696 0 4:45 PM • 0 0 0 0 0 50 0 0 32 0 24 4 510 1 0 0 0 266 7 0 884 0 5:00 PM • 0 0 0 0 0 36 0 0 18 0 25 2 459 0 0 0 0 207 9 0 756 0 5:15 PM • 1 0 0 0 0 115 0 0 59 0 11 4 591 1 0 0 0 242 31 0 1056 0 5:30 PM • 0 0 0 2 0 70 0 0 35 0 24 0 600 1 0 1 0 191 8 0 932 0 5:46 PM 0 0 0 0 0 69 0 0 31 0 29 0 495 0 0 0 0 228 3 0 845 0 6:00 PM 1 0 0 0 0 24 0 0 31 0 33 1 390 0 0 0 0 167 5 0 652 0 6:16 PM 0 0 0 0 0 66 0 0 46 0 11 0 342 0 0 0 0 167 12 0 644 0 6:30 PM 1 0 0 0 0 22 0 0 14 0 12 1 285 1 0 1 1 160 6 0 603 0 Max. 16 min. 1 0 0 2 0 116 0 0 59 0 33 4 600 1 0 1 2 268 31 0 1055 0 Pk. Hr. Vol. 1 0 0 2 0 271 0 0 144 0 84 10 2160 3 0 1 0 896 55 0 3627 0 4:30 PM Peak Intersection Traffic in Pk. Hr. = 3627 Peak Hr. Factor 0.86 6:30 PM Hour Intersection Pdstrns in Pk. Hr. = 0 El Fuerte Street at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 7:45 AM to 8:45 AM Page 2 of 3 South/Vppr (NB) North Appr (SB) West Appr (EB). East Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config - urations Inside (left) Outside Free-flow Lane Settings 1 1 0 Capacity 1800 2000 0 Aie the North/South phases split (Y/N)? N Aie the East/West phases split (Y/N)? N 11112 113 0 1800 2000 1800 1800 4000 1800 1800 6000 0 Efficiency Lost Factor 0.10 Hourly Volume 3 2 1 30 0 16 408 744 1 4 2239 139 Adjusted Hourly Volume 3 3 0 30 0 16 408 744 1 4 2378 0 Utilization Factor 0.00 0.00 0.00 0.02 0.00 0.01 0.23 0.19 0.00 0.00 0.40 0.00 Critical Factors 0.00 0.02 0.23 0.40 ICU Ratio = 0.75 LOS= C Turning Movements at Intersection of: El Fuerte Street and Palomar Airport Road Time: 7:46 AM to 8:46 AM North Approach El Fuerte Street Date: 7/20/96 Day : Thursday 569 Total Name : D.W. 8c LM. 46 rt 523 Subtotals Sub-16 0 U 30 Sub- W e s t A P P r Totals 3437 totals 2284 1153 26 408 744 I • t North ^ f r 4L_ 139 2239 4 totals 2382 777 Totals 3159 E a s t A P P r Subtotals Total Palomar Airport Road South /Vpproach Note : Left-turn voiumes include U-turns. U-turns in bold. El Fuerte Street at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 4:30 PM to 5:30 PM Page 3 of 3 South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right J^eft_ Thru Right Left Thru Right Lane Config- urafions Inside (left) Outside Free-flow 1 1 Lane Settings 1 1 0 1 1 1 1 2 1 1 3 0 Capacity 1800 2000 0 1800 2000 1800 1800 4000 1800 1800 6000 0 /Vre the North/South phcases split (Y/N)? N Aie the East/West phases split (Y/N)? N Efflciency Lost Factor 0.10 Hourly Volume 1 0 2 271 0 144 94 2160 3 1 896 56 Adjusted Hourly Volume 1 2 0 271 0 144 94 2160 3 1 951 0 Utilization Factor 0.00 0.00 0.00 0.16 0.00 0.08 0.05 0.54 0.00 0.00 0.16 0.00 Critical Factors 0.00 0.15 0.54 0.00 ICU Ratio 0.79 LOS= C Turning Movements at Intersection of: Ei Fuerte Street and Palomar Airport Road W e s t A P P r Time : 4:30 PM to 6:30 PM Date : 7/20/96 Day : Thursday Name : D.W. 8c L.M. Totals 3308 Sub- totals 1051 2257 10 North Approach 144 94 2160 3 Subtotals Total 416 0 554 0 271 El Fuerte Street 139 t North 56 896 1 Total Subtotals Sub- totals 952 Totals 3385 2433 Palomar Airport Road E a s t A P P r South Approach Note : Left-turn volumes include U-turns. U-turns in bold. CITY OF CARLSBAD SUMMER 1995 INTERSECTION ANALYSIS SUMMARY Intersection Number: 16 Intersection Location: Carlsbad Boulevard and Grand Avenue CONTENT PAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and 2 of 3 Turn Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Turn Movement Diagram JHK 8c /Vssociates Turning Movement Count Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Street: Carlsbad Boulevard E/W Street: Grand Avenue File: CB9516.XLS Data Collected by V.P, 8c M.U. Count Date: 8/1/95 Day: Tuesday Weather: Clear Traffic Control: Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 1 0 23 6 0 1 0 44 3 0 0 0 0 0 0 2 0 0 4 2 84 2 6:30 AM 2 0 29 1 1 4 0 37 5 0 0 0 0 0 2 11 0 3 6 2 98 5 6:46 AM 2 0 32 11 0 3 0 76 1 3 2 0 2 1 0 19 0 3 6 3 168 6 7:00 AM 3 0 77 8 1 5 1 62 4 1 2 0 1 2 0 22 0 2 8 1 197 3 7:15 AM 1 0 43 9 2 7 0 68 6 4 3 0 0 2 0 13 0 3 1 0 146 6 7:30 AM 2 0 34 13 0 6 0 80 2 1 1 0 1 2 0 19 0 10 5 3 175 4 7:45 AM 1 0 49 8 2 4 0 74 2 4 2 0 3 0 0 13 0 2 8 11 166 17 8:00 AM 4 2 56 25 3 6 0 67 2 1 0 0 3 0 0 26 0 20 2 0 212 4 8:15 AM • 2 1 69 24 1 10 0 79 4 2 2 0 3 1 0 22 0 • 2 12 2 231 6 8:30 AM " 1 0 59 16 1 7 0 68 3 1 2 0 9 2 6 21 0 6 13 2 207 10 8:45 AM " 2 0 67 16 1 11 0 76 4 2 4 0 4 2 3 17 0 • 6 11 2 219 8 9:00 AM " 2 3 65 25 0 17 0 85 4 0 4 0 5 2 3 23 0 6 11 4 251 7 Max. 15 min. 4 3 77 25 3 17 1 86 6 4 4 0 9 2 6 26 0 20 13 11 261 17 Pk. Hr. Vol. 7 4 260 81 3 45 0 308 15 5 12 0 21 7 12 83 0 18 47 10 908 30 8:00 AM Peak Intersecfion Traffic in Pk. Hr. = 908 Peak Hr. Factor 0.90 9:00 AM Hour Intersection Pdstrns in Pk. Hr. 30 3:46 PM 3 2 136 22 6 7 0 92 2 7 9 0 12 6 4 27 0 10 15 8 342 24 4:00 PM • 2 1 122 27 3 15 0 124 7 2 8 0 6 3 1 32 0 11 15 4 373 10 4:16 PM • 3 3 137 32 2 10 2 105 5 0 12 0 7 1 6 38 0 6 14 7 374 15 4:30 PM • 5 3 139 27 1 12 0 103 1 1 2 0 6 5 0 28 1 8 13 9 363 11 4:45 PM • 2 4 103 32 0 13 1 129 4 7 5 0 11 2 5 31 2 7 13 9 369 21 5:00 PM 1 4 125 32 0 7 0 104 6 0 2 0 8 6 3 40 1 7 12 1 366 4 5:15 PM 0 1 127 18 4 16 2 127 2 7 5 0 8 2 3 37 0 6 20 12 370 26 5:30 PM 5 0 134 23 2 10 0 127 1 4 6 0 2 0 2 36 0 4 14 16 362 24 5:46 PM 4 2 118 26 5 10 1 120 5 1 7 0 6 3 5 37 0 2 10 9 360 20 6:00 PM 4 2 105 26 15 8 0 113 5 4 6 0 3 8 7 26 0 5 5 14 315 40 6:15 PM 3 1 118 16 2 7 0 118 0 4 2 0 6 5 8 32 0 11 16 2 335 16 6:30 PM 1 7 111 25 2 8 0 90 4 7 6 0 9 1 0 24 0 4 16 4 306 13 Max. 15 min. 6 7 139 32 15 16 2 129 7 7 12 0 12 8 8 40 2 11 20 16 374 40 Pk. Hr.Vol. 12 11 601 118 6 50 3 461 17 10 27 0 30 11 12 129 3 31 66 29 1459 57 3:45 PM Peak Intersecfion Traffic in Pk. Hr. = 1459 Peak Hr. Factor 0.98 4:46 PM Hour Intersection Pdstrns in Pk. Hr. 57 Carlsbad Boulevard at Grand Avenue Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 8:00 AM to 9:00 AM Page 2 of 3 South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right Left Thru Right l-eft_ Jhru_ jjiah1_ Lane Config - urafions Inside (left) Outside Free-flow Lane Settings 1 2 0 Capacity 1800 4000 0 /Vre the North/South phases split (Y/N)? N Aie the East/West phases split (Y/N)? N 1 2 1800 4000 1 1 1800 2000 1 1 1800 2000 Efflciency Lost Factor 0.10 Hourly Volume 11 260 81 45 308 16 12 21 7 83 18 47 Adjusted Hourly Volume 11 341 0 45 323 0 12 28 0 83 65 0 Utilization Factor 0.01 0.09 0.00 0.03 0.08 0.00 0.01 0.01 0.00 0.05 0.03 0.00 Critical Factors 0.09 0.03 0.01 0.05 0.03 0.00 ICU Ratio = 0.28 LOS= A Turning Movements at Intersection of: Carisbad Boulevard and Grand Avenue Time: 8:00 AM to 9:00 AM North Approach Carlsbad Boulevard Date : 8/1/95 Day: Tuesday 687 Total Name: V.P. 8c M.U. 368 n 319 Subtotals Sub-15 308 U 45 Sub- W e s t A P P r Totals 80 totals 40 40 12 21 I t 47 18 83 Subtotals 402 Total North • 11 t 260 4 352 754 totals 148 147 Totals 296 E a s t A P P r 81 Grand Avenue South /Vpproach Note : Left-turn volumes include U-turns. U-turns in bold. # Carlsbad Boulevard at Grand Avenue Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 3:45 PM to 4:46 PM Page 3 of 3 South Appr (NB) North/Vppr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config - urations Inside (left) Outside Free-flow 1 2 3 4 5 6 7 Lane Settings 1 2 0 1 2 0 1 1 0 1 1 0 Capacity 1800 4000 0 1800 4000 0 1800 2000 0 1800 2000 0 Aie the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efflciency Lost Factor 0.10 Hourly Volume 23 501 118 53 461 17 27 30 11 132 31 55 Adjusted Hourly Volume 23 619 0 53 478 0 27 41 0 132 86 0 Utilization Factor 0.01 0.15 0.00 0.03 0.12 0.00 0.02 0.02 0.00 0.07 0.04 0.00 Critical Factors 0.15 0.03 0.02 0.07 ICU Ratio 0.37 LOS = Turning Movements at Intersection of: Caifstxid Boulevard and Grand Avenue W e s t A P P r Time : 3:45 PM to 4:45 PM Dote: 8/1/95 Day: Tuesday Name : V.P. 8c M.U. Totals 128 Sub- totals 60 68 27 30 11 Subtotals Total North Approach 531 17 461 612 I t North A *1 23 t 501 11 642 1254 Carlsbad Boulevard 1117 3 63 586 55 31 132 Total Subtotals Sub- totals 218 201 Totals 419 Grand Avenue E a s t A P P r South /Vpproach Note : Left-turn volumes include U-turns. U-turns in bold. CITY OF CARLSBAD SUMMER 1995 INTERSECTION ANALYSIS SUMMARY Intersection Number: 17 Intersection Location: Carlsbad Boulevard and Carlsbad Village Drive CONTENT PAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and 2 of 3 Turn Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Turn Movement Diagram JHK 8c /Vssociates Turning Movement Count /Vnalysis Page 1 of 3 City: Carlsbad Intersection of: N/S Street: Carlsbad Boulevard E/W Street: Carlsbad Village Drive File: CB9517.XLS Data Collected by V.P. 8c M.U. Count Date: 8/2/95 Day: Wednesday Weather: Clear Traffic Control: Signalized South /Vpproach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 0 1 16 17 1 4 0 50 3 2 0 0 3 2 0 4 0 3 0 0 103 3 6:30 AM 1 0 33 16 0 7 0 44 2 4 0 0 5 1 1 . 12 0 2 7 1 130 6 6:46 AM 0 0 39 24 1 4 0 83 3 3 1 0 7 1 0 27 0 5 1 0 195 4 7:00 AM 0 2 42 32 0 8 0 69 2 0 1 0 4 2 0 11 0 9 8 0 190 0 7:15 AM 0 1 45 31 2 6 0 89 1 4 3 0 3 1 6 11 0 4 6 1 201 13 7:30 AM 0 4 37 19 5 7 0 73 3 1 1 0 10 1 3 17 0 3 5 0 180 9 7:46 AM ' 3 2 65 20 0 10 0 99 2 0 3 0 15 6 3 38 0 4 10 2 276 • 6 8:00 AM • 1 3 90 28 2 9 0 70 2 : 6 2 0 6 4 3 22 0 5 9 6 251 17 8:16 AM • 1 3 46 37 2 8 0 69 11 0 2 0 13 3 7 19 0 6 6 0 223 9 8:30 AM ' 2 1 93 30 6 5 0 68 5 3 4 0 15 6 6 21 0 9 5 1 263 16 8:46 AM 4 1 80 29 3 9 0 67 5 16 5 0 16 3 2 26 0-11 8 1 263 22 9:00 AM 1 3 76 28 2 10 0 64 3 9 1 0 9 1 7 26 0 17 11 0 250 18 Max. 15 min. 4 4 93 37 6 10 0 99 11 16 6 0 15 5 7 38 0 17 11 6 276 22 Pk. Hr. Vol, 7 9 294 116 10 32 0 306 20 9 11 0 49 17 19 100 0 24 29 9 1013 47 7:30 AM Peak Intersection Traffic in Pk. Hr. = 1013 Peak Hr. Factor 0.92 8:30 AM Hour intersection Pdstrns in Pk. Hr. = 47 3:45 PM 4 3 106 62 25 30 0 114 13 12 6 0 32 4 24 70 0 16 18 11 478 72 4:00 PM 12 1 172 72 2 21 0 77 9 11 6 0 24 7 22 65 0 24 22 9 512 44 4:15 PM 9 1 -131 83 17 19 0 128 19 9 6 0 16 7 20 52 0 14 17 10 502 66 4:30 PM 5 3 115 63 4 26 0 135 9 18 13 0 20 5 16 61 0 28 26 19 608 67 4:45 PM • 17 2 124 68 10 24 0 130 6 6 3 0 22 5 18 64 0 20 11 8 496 42 5:00 PM • 2 3 148 65 6 26 0 116 10 7 10 0 21 4 16 59 0 29 17 19 509 47 5:15 PM • 8 2 127 50 10 28 0 141 7 10 9 0 30 4 23 74 0 25 13 4 518 47 5:30 PM " 9 2 170 58 22 27 1 114 10 14 9 0 23 7 29 62 0 28 25 14 545 79 6:45 PM 10 3 121 60 2 12 0 130 10 13 6 0 15 5 6 56 0 24 15 17 467 37 6:00 PM 6 2 160 50 12 24 1 101 14 10 8 0 33 10 14 61 0 25 15 17 600 53 6:15 PM 9 0 106 56 12 23 2 124 11 10 8 0 18 6 22 50 0 21 12 23 446 67 6:30 PM 6 1 132 63 17 22 0 107 12 10 9 0 16 11 40 81 0 23 10 33 493 100 Max. 16 min. Pk. Hr. Vol. 17 36 3 9 172 669 83 241 26 48 30 104 2 1 141 501 19 33 18 37 13 31 0 0 33 96 11 20 40 85 81 259 0 0 29 102 26 66 33 46 645 2068 100 216 Peak Hr. Factor 0.96 5:30 PM Hour Intersection Pdstrns in Pk. Hr. = 216 Carlsbad Boulevard at Carlsbad Village Drive Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 7:30 AM to 8:30 AM Page 2 of 3 South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config - urations Inside (left) Outside Free-flow 1 Lone Settings 1 2 0 Capacity 1800 4000 0 /Vre the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? Y 1800 4000 1 1 1800 2000 1 1 1 1800 2000 1800 Efflciency Lost Factor 0.10 Hourly Volume 16 294 115 32 306 20 11 49 17 100 24 29 Adjusted Hourly Volume 16 409 0 32 326 0 11 66 0 100 24 29 Utilization Factor 0.01 0.10 0.00 0.02 0.08 0.00 0.01 0.03 0.00 0.06 0.01 0.02 Critical Factors 0.10 0.02 0.03 0.06 ICU Ratio = 0.31 LbS = A Turning Movements at Intersection of: Carlsbad Boulevard and Carlsbad Village Drive W e s t A P P r Time : 7:30 AM to 8:30 AM North Approach Carlsbad Boulevard Date : 8/2/95 Day : Wednesday 692 Total Name : V.P. 8c M.U. 368 n 334 Subtotals Sub-20 306 u 32 Sub- Totals 128 totals 51 77 11 49 17 Subtotals Total J .1 \> t 432 North • •l 16 t 294 9 425 857 4^ 29 24 100 totals 153 196 Totals 349 E a s t A P P r Carlsbad Village Drive South Approach Note : Left-turn volumes include U-turns, U-turns in bold. # Carlsbad Boulevard at Carlsbad Village Drive Lane Configuration for Intersecfion Capacity Utilizafion Pk. Hr. Time Period : 4:30 PM to 5:30 PM Page 3 of 3 South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right j£ft_ Thru Right Left Thru Right_ Lane Config - urations Inside (left) Outside Free-flow 1 Lane Settings 1 2 0 Capacity 1800 4000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? Y 1 2 1800 4000 1 1 1800 2000 1 1 1 1800 2000 1800 Efflciency Lost Factor 0.10 Hourly Volume 45 569 241 105 601 33 31 96 20 259 102 66 Adjusted Hourly Volume 45 810 0 105 534 0 31 116 0 259 102 66 Ufilizafion Factor 0.03 0.20 0.00 0.06 0.13 0.00 0.02 0.06 0.00 0.14 0.05 0.04 Critical Factors 0.20 0.06 0.06 0.14 ICU Ratio = 0.56 LOS = A Turning Movements at Intersection of: Carlsbad Boulevard and Carlsbad Village Drive W e s t A P P r Time : 4:30 PM to 6:30 PM Date: 8/2/95 Day : Wednesday Name : V.P. 8c M.U. Totals 318 Sub- totals 171 147 North Approach 31 96 20 Subtotals Total 789 639 501 Carlsbad Boulevard 1306 1 105 667 t North 4_ 66 102 259 46 9 1644 669 241 856 Total Subtotals Sub- totals 427 441 Totals 868 E a s t A P P r Carlsbad Village Drive South Approach Note : Left-turn volumes include U-turns. U-turns in bold. # CITY OF CARLSBAD SUMMER 1995 INTERSECTION ANALYSIS SUMMARY Intersection Number: 18 Intersection Location: Carlsbad Boulevard and Tamarack Avenue CONTENT PAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and 2 of 3 Turn Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Turn Movement Diagram JHK 8c /Vssociates Turning Movement Count /Vnalysis Page 1 of 3 City: Carlsbad Intersection of: N/S Street: Carlsbad Boulevard E/W Street: Tamarack Avenue File: CB9518.XLS Data Collected by T.M. 8c V.P. Count Date: 8/8/95 Day: Tuesday Weather: Clear Traffic Control: Signalized End of 15 min. prd. South Approach (NB) North Approach (SB) West /Vpproach (EB) East Approach (WB) 15 min Total Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:16 AM 2 0 18 3 0 4 0 44 0 9 1 0 0 0 0 18 0 3 5 5 98 14 6:30 AM 0 0 10 1 0 3 0 54 1 9 0 0 6 1 0 19 0 3 9 2 107 11 6:45 AM 3 1 23 1 0 6 0 101 2 8 0 0 3 1 0 27 0 12 14 1 193 9 7:00 AM 1 0 27 3 0 2 0 89 4 15 2 0 1 1 0 24 0 10 11 4 176 19 7:16 AM 5 0 50 5 1 9 0 82 3 8 4 0 3 0 1 17 0 1 14 8 193 18 7:30 AM 1 0 28 4 1 6 0 97 5 42 1 0 1 1 1 17 0 5 8 4 173 48 7:46 AM ' 8 0 49 6 1 9 0 126 6 24 3 0 2 0 0 24 0 15 13 5 261 30 8:00 AM • 2 0 65 13 2 8 0 141 6 22 3 0 1 0 0 34 0 6 15 9 294 33 8:15 AM • 2 0 44 9 0 10 0 84 2 9 10 0 18 4 0 24 0 4 8 6 219 16 8:30 AM " 10 1 43 12 3 6 0 95 9 17 1 0 32 4 0 10 1 11 8 7 243 27 8:45 AM 9 0 68 6 3 9 0 84 3 24 6 0 5 2 0 20 0 9 16 9 237 36 9:00 AM 5 0 67 10 8 8 0 98 8 29 1 0 2 1 0 26 0 9 15 7 260 • 44 Max. 15 min. 10 1 68 13 8 10 0 141 9 42 10 0 32 4 1 34 1 16 16 9 294 48 Pk. Hr. Vol. 22 1 201 40 6 33 0 446 23 72 17 0 53 8 0 92 1 36 44 27 1017 105 7:30 AM Peak Intersection Traflic in Pk. Hr. = 1017 Peak Hr. Factor 0.86 8:30 AM Hour Intersection Pdstrns in Pk. Hr. 106 3:45 PM 16 1 144 26 0 19 0 117 9 10 9 0 10 1 2 31 0 4 12 " 8 397 20 4:00 PM 10 1 188 43 1 27 0 146 16 6 15 0 6 3 0 46 0 7 17 9 626 16 4:15 PM 7 1 119 16 3 16 0 84 10 13 12 0 14 2 0 17 0 1 17 9 316 25 4:30 PM 9 0 135 30 6 30 0 115 12 9 17 0 6 6 0 19 0 7 16 7 401 21 4:45 PM 7 0 162 26 0 20 0 126 9 2 4 0 4 1 0 31 0 8 11 10 409 12 5:00 PM • 7 1 161 29 5 28 0 129 14 3 5 0 7 10 0 26 0 7 16 8 439 16 6:16 PM ' 16 1 169 28 1 27 0 83 13 6 12 0 7 7 0 22 0 9 9 1 402 8 5:30 PM • 14 0 167 33 1 31 0 105 13 22 9 0 1 0 0 22 0 7 20 12 422 36 5:45 PM • 16 1 147 36 9 19 0 86 15 24 21 0 10 6 0 35 0 5 26 11 422 44 6:00 PM 12 2 164 21 1 29 0 96 14 11 12 0 9 6 3 25 0 7 28 9 424 24 6:15 PM 12 0 117 29 0 28 0 107 11 19 11 0 6 1 0 18 0 17 21 35 378 64 6:30 PM 17 1 133 14 4 27 0 80 18 17 13 0 2 2 0 22 0 10 19 37 368 58 Max. 15 min. 17 2 188 43 9 31 0 146 18 24 21 0 14 10 3 46 0 17 28 37 625 68 Pk. Hr. Vol. 52 3 644 126 16 106 0 403 55 55 47 0 25 23 0 104 0 28 70 32 1686 103 4:45 PM Peak Intersection Traffic in Pk. Hr. = 1686 Peak Hr. Factor 0.80 5:45 PM Hour Intersection Pdstrns in Pk. Hr. 103 Carlsbad Boulevard at Tamarack Avenue Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 7:30 AM to 8:30 AM Page 2 of 3 South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config - urations Inside (left) Outside Free-flow 1 1 1 Lane Settings 1 2 0 1 2 1 0 1 0 1 1 1 Capacity 1800 4000 0 1800 4000 1800 0 2000 0 1800 2000 1800 Are the North/South phases split (Y/N)? N /Vre the East/West phases split (Y/N)? Y Efflciency Lost Factor 0.10 Hourly Volume 23 201 40 33 446 23 17 53 8 93 36 44 Adjusted Hourly Volume 23 241 0 33 446 23 0 55 0 93 36 44 Utilization Factor 0.01 0.06 0.00 0.02 0.11 0.01 0.00 0.03 0.00 0.05 0.02 0.02 Critical Factors 0.01 0.11 0.03 0.05 ICU Rafio = 0.30 LOS = A Turning Movements at Intersection of: Carlsbad Boulevard and Tamarack Avenue W e s t A P P r Time : 7:30 AM to 8:30 AM North Approach Carlsbad Boulevard Date : 8/8/95 Day : Tuesday 764 Total Name : TM. 8cV.P. 602 n 262 Subtotals Sub-23 446 U 33 Sub- Totals 159 totals 81 78 17 53 8 Subtotals Total t North 547 23 201 1 264 811 4^ 44 36 93 40 totals 173 127 Tamarack Avenue Totals 300 E a s t A P P r South Approach Note : Left-turn volumes include U-turns. U-turns in bold. # Carlsbad Boulevard at Tamarack Avenue Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period 4:45 PM to 6:45 PM Page 3 of 3 South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config - urations Inside (left) Outside Free-flow 1 1 1 1 Lane Settings 1 2 0 1 2 1 0 1 0 1 1 1 Capacity 1800 4000 0 1800 4000 1800 0 2000 0 1800 2000 1800 Are the North/South phases split (Y/N)? N Aie the East/West phases split (Y/N)? Y Efflciency Lost Factor 0.10 Hourly Volume 66 644 126 105 403 55 47 26 23 104 28 70 Adjusted Hourly Volume 66 770 0 106 403 55 0 146 0 104 28 70 Utilization Factor 0.03 0.19 0.00 0.06 0.10 0.03 0.00 0,07 0.00 0.06 0.01 0.04 Critical Factors 0.19 0.06 0,07 0.06 ICU Ratio = 0.48 LOS = A Turning Movements at Intersection of: Carlsbad Boulevard and Tamarack Avenue W e s t A P P r Time : 4:45 PM to 6:46 PM Date: 8/8/96 Day : Tuesday Name : TM. 8c V.P. Totals 230 Sub- totals 136 96 47 25 23 Subtotals Total North Approach 563 533 I t North A 1 55 T 644 3 825 1358 Carlsbad Boulevard 1324 65 403 105 ^ 1^ 761 70 28 104 Total Subtotals Sub- totals 202 256 Totals 468 Tamarack Avenue E a s t A P P r South Approach Note : Left-turn volumes include U-turns. U-turns in bold. CITY OF CARLSBAD SUMMER 1995 INTERSECTION ANALYSIS SUMMARY Intersection Number: 19 Intersection Location: Carlsbad Boulevard and Poinsettia Lane CONTENT PAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and 2 of 3 Turn Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Turn Movement Diagram JHK 8c Associates Turning Movement Count Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Sfi'eet: Carlsbad Boulevard E/W Street: Poinsettia Lane File: CB9519.XLS Dota Collected by E,R. 8c M.U. Count Dote: 8/9/95 Day: Wednesday Weather: Clear Traffic Control: Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 0 0 14 4 1 3 3 21 0 0 0 0 0 0 2 21 0 0 3 0 69 3 6:30 AM 0 0 20 6 1 5 4 25 0 0 0 0 0 0 0 38 0 0 1 0 98 1 6:46 AM 0 0 24 6 0 7 5 37 0 0 0 0 0 0 0 8 0 0 5 0 92 0 7:00 AM 0 0 36 15 0 12 0 41 0 0 0 0 0 0 1 4 0 0 6 0 113 1 7:15AM 0 0 39 15 0 6 1 39 0 0 0 0 0 0 1 46 0 0 4 0 150 1 7:30 AM 0 0 34 8 0 3 1 48 0 0 0 0 0 0 2 59 0 0 3 0 156 2 7:45 AM ' 0 0 52 16 0 7 0 52 0 0 0 0 0 0 9 97 0 0 8 0 232 9 8:00 AM " 0 0 65 11 1 12 6 62 0 0 0 0 0 0 4 78 0 0 5 0 238 6 8:15 AM • 0 0 85 21 0 15 3 51 0 0 0 0 0 0 7 54 0 0 7 0 236 7 8:30 AM " 0 0 34 18 0 7 3 54 0 0 0 0 0 0 9 46 0 0 3 0 165 9 8:45 AM 0 0 46 14 0 12 4 46 0 0 0 0 0 0 5 59 0 0 5 0 186 5 9:00 AM 0 0 44 20 0 21 1 33 0 0 0 0 0 0 2 61 0 0 3 0 183 2 Max. 15 min. 0 0 85 21 1 21 5 62 0 0 0 0 0 0 9 97 0 0 8 0 238 9 Pk. Hr. Vol. 0 0 236 66 1 41 11 219 0 0 0 0 0 0 29 276 0 0 23 0 871 30 7:30 AM Peak Intersection Traffic in Pk. Hr. = 871 Peak Hr. Factor 0.91 8:30 AM Hour Intersection Pdstrns in Pk. Hr. = = 30 3:46 PM 0 0 109 28 0 32 7 89 0 0 0 0 0 0 0 70 0 0 26 0 361 0 4:00 PM 0 0 89 44 0 40 15 74 0 0 0 0 0 0 6 66 0 0 26 0 353 6 4:16 PM 0 0 99 47 1 31 10 91 0 0 0 0 0 0 1 77 0 0 23 0 378 2 4:30 PM • 0 0 108 62 0 33 18 114 0 0 0 0 0 0 2 65 2 0 13 0 405 2 4:46 PM • 0 0 86 38 1 50 9 104 0 0 0 0 0 0 6 68 0 0 26 0 380 7 5:00 PM • 0 0 99 44 0 42 3 83 0 0 0 0 0 0 4 85 1 0 23 0 380 4 6:15 PM • 0 0 92 33 0 30 10 100 0 0 0 0 0 0 3 104 0 0 29 0 398 3 5:30 PM 0 0 92 43 0 36 9 85 0 0 0 0 0 0 5 93 1 0 18 0 377 5 5:45 PM 0 0 96 32 0 28 11 76 0 0 0 0 0 0 4 63 0 0 21 0 326 4 6:00 PM 0 0 92 37 0 26 6 88 0 2 0 0 0 0 6 59 2 0 38 0 347 8 6:15 PM 0 0 96 32 0 32 13 81 0 0 0 0 0 0 8 57 0 0 33 0 343 8 6:30 PM 0 0 112 33 0 26 8 61 0 0 0 0 0 0 6 67 2 0 29 0 338 6 Max. 15 min, Pk. Hr.Vol. 0 0 0 0 112 384 52 167 1 1 50 155 18 40 114 401 0 0 2 0 0 0 0 0 0 0 0 0 8 15 104 322 2 3 0 0 38 91 0 0 406 1563 8 16 4:16 PM Peak Intersection Traffic in Pk. Hr. =1663 6:16 PM Hour Inlersection PdstrrTS in Pk. Hr. = 16 Peak Hr. Factor 0.96 # Carisbad Boulevard at Poinsettia Lane Lane Configuration for Intersecfion Capacity Utilization Pk. Hr. Time Period : 7:30 AM to 8:30 AM Page 2 of 3 South/Vppr (NB) North Appr (SB) West Appr (EB) East Appr (WB) Left JjTTLL -Right Left Thru Right Left Thru Ri.qht Jeft_ Jhru_ Righj_ Lane Config - urations Inside (left) Outside Free-flow 1 2 3 4 5 6 7 1 1 Lane Settings 0 2 112 Capacity o 4000 1800 1800 4000 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? 1 1800 1 1800 Efficiency Lost Factor Hourly Volume Adjusted Hourly Volume Utilization Factor Critical Factors N 0.10 0 236 66 52 219 0 0 0 0 276 0 23 0 236 66 62 219 0 0 0 0 275 0 23 0.00 0.06 0.04 0.03 0.06 0.00 0.00 0.00 0.00 0.15 0.00 0.01 0.06 0.03 0.00 0.00 0.16 ICU Ratio 0.34 LOS = Turning Movements at Intersection of: Carisbad Boulevard and Poinsettia Lane W e s t A P P r Time : 7:30 AM to 8:30 AM Date: 8/9/95 Day: Wednesday Name : E.R. & M.U. Totals Sub- totals 0 0 North Approach Subtotals 494 Total I t North t 0 236 0 302 796 Carfst>ad Boulevard 23 0 275 r 541 Total 271 11 270 Subtotals 219 62 Sub- totals 298 107 Totals 406 Poinsettia Lane E a s t A P P r South /Vpproach Note : Left-turn volumes include U-turns. U-turns in bold. Carisbad Boulevard at Poinsettia Lane Lane Configurention for Intersection Capacity Utilization Pk. Hr. Time Period : 4:16 PM to 5:15 PM Page 3 of 3 South/Vppr (NB) North Appr (SB) West Appr (EB). East Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config- urations Inside (left) Outside Free-flow Lane Settings 0 2 1 1 2 0 0 0 0 1 0 Capacity 0 4000 1800 , 1800 4000 0 0 0 0 1800 0 Are the North/South phases split (Y/N)? N Aie the East/West phases split (Y/N)? N Efflciency Lost Factor 0.10 Hourly Volume 0 384 167 195 401 0 0 0 0 325 0 Adjusted Hourly Volume 0 384 167 195 401 0 0 0 0 326 0 Utilization Factor 0.00 0.10 0.09 0.11 0.10 0.00 0.00 0.00 0.00 0.18 0.00 Critical Factors 0.10 0.11 0.00 0.00 0.18 1 1800 91 91 ICU Ratio 0.49 LOS= A Turning Movements at Intersection of: Carlsbad Boulevard and Poinsettia Lane W e s t A P P r Time : 4:15 PM to 5:15 PM Dote: 8/9/96 Day : Wednesday Name : E.R. 8c M.U. Totals Sub- totals 0 0 Subtotals Total North Approach 723 I t North A 0 t 384 0 551 1274 Carlsbad Boulevard 1111 596 40 0 401 195 167 515 91 0 326 Total Subtotals Sub- totals 416 326 Totals 741 Poinsettia Lane E a s t A P P r South /Vpproach Note : Left-turn volumes include U-turns. U-turns in bold. CITY OF CARLSBAD SUMMER 1995 INTERSECTION ANALYSIS SUMMARY Intersection Number: 20 Intersection Location: Rancho Santa Fe Road and Melrose Drive CONTENT PAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and 2 of 3 Turn Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Turn Movement Diagram JHK 8c Associates Turning Movement Count Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Street: Rancho Santa Fe Road E/W Street: Melrose Drive File: CB9620.XLS Data Collected by M.H. 8c Y.H. Count Date: 7/13/96 Day: Thursday Weather: Clear Traffic Control: Signalized South Approach (NB) North Approach (SB) West /Vpproach (EB) East Approach (WB) 15 min Total Ehd of 15 min. prd. Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 5 0 53 0 0 0 0 116 12 0 23 0 0 13 0 0 0 0 0 0 222 0 6:30 AM 4 0 56 0 0 0 0 165 21 0 26 0 0 8 0 0 0 0 0 0 280 0 6:45 AM 10 0 99 0 0 0 0 267 33 0 41 0 0 23 0 0 0 0 0 1 473 1 7:00 AM 25 0 147 0 0 0 0 322 30 0 54 0 0 30 0 0 0 0 0 0 608 0 7:15 AM 9 0 131 0 0 0 0 230 37 0 53 0 0 27 0 0 0 0 0 0 487 0 7:30 AM " 17 0 184 0 0 0 0 246 36 0 80 0 0 23 0 0 0 0 0 0 686 0 7:45 AM ' 12 0 229 0 0 0 0 313 33 0 85 0 0 44 0 0 0 0 0 0 716 0 8:00 AM • 39 0 279 0 0 0 0 273 63 0 98 0 0 50 0 0 0 0 0 0 792 0 8:16 AM • 20 0 93 0 0 0 0 255 72 0 41 0 0 56 0 . 0 0 0 0 0 537 0 8:30 AM 38 0 114 0 0 0 0 192 68 0 71 0 0 24 0 0 0 0 0 7 507 7 8:46 AM 17 0 200 0 0 0 0 191 53 0 86 0 0 32 0 0 0-0 0 0 578 0 9:00 AM 21 0 102 0 0 0 0 131 47 0 160 0 0 24 0 0 0 0 0 0 485 0 Max. 16 min. 39 0 279 0 0 0 0 322 72 0 160 0 0 56 0 0 0 0 0 7 792 7 Pk. Hr. Vol. 88 0 786 0 0 0 0 1087 194 0 304 0 0 173 0 0 0 0 0 0 2631 0 7:15 AM Peak Intersection Trafflc in Pk. Hr. = 2631 Peak Hr. Factor 0.83 8:16 AM Hour Intersection Pdstrns in Pk. Hr 0 3:46 PM 33 0 371 0 0 0 0 169 39 0 85 0 0 19 0 0 0 0 0 0 716 0 4:00 PM 54 0 264 0 0 0 0 211 69 0 70 0 0 43 0 0 0 0 0 0 701 0 4:16 PM 31 1 271 0 0 0 0 197 41 0 62 0 0 23 0 0 0 0 0 0 626 0 4:30 PM 52 0 284 0 0 0 0 168 68 0 51 0 0 39 0 0 0 0 0 0 662 0 4:45 PM 37 0 330 0 0 0 0 186 56 0 53 0 0 23 0 0 0 0 0 0 684 0 5:00 PM • 60 0 282 0 0 0 0 171 53 0 62 0 0 38 0 0 0 0 0 0 656 0 5:15 PM • 140 0 308 0 0 0 0 181 87 0 48 0 0 35 0 0 0 0 0 0 799 0 5:30 PM • 32 0 421 0 0 0 0 258 82 0 69 0 0 38 2 0 0 0 0 0 900 2 6:45 PM • 43 0 246 0 0 0 0 255 128 0 36 0 0 58 0 0 0 0 0 0 766 0 6:00 PM 48 0 177 0 0 0 0 173 112 0 80 0 0 33 0 0 0 0 0 0 623 0 6:15 PM 24 0 173 0 0 0 0 185 81 0 38 0 0 38 0 0 0 0 0 0 539 0 6:30 PM 19 0 150 0 0 0 0 244 83 0 30 0 0 69 0 0 0 0 0 0 695 0 Max. 15 min. 140 1 421 0 0 0 0 268 128 0 86 0 0 69 2 0 0 0 0 0 900 2 Pk. Hr. Vol. 265 0 1267 0 0 0 0 865 350 0 215 0 0 169 2 0 0 0 0 0 3121 2 4:45 PM Peak Intersecfion Traffic in Pk. Hr. = 3121 Peak Hr. Factor 0.87 5:45 PM Hour Intersection Pdstrns in Pk. Hr.. = 2 # Rancho Santa Fe Road at Melrose Drive Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 7:15 AM to 8:16 AM Page 2 of 3 South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config- urations Inside (left) Outside Free-flow 1 Lane Settings 1 2 0 0 1 0 1 0 1 0 0 0 Capacity 1800 4000 0 0 2000 0 1800 0 1800 0 0 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 88 786 0 0 1087 194 304 0 173 0 0 0 Adjusted Hourly Volume 88 786 0 0 1087 0 304 0 173 0 0 0 Utilization Factor 0.06 0.20 0.00 0.00 0.64 0.00 0.17 0.00 0.10 0.00 0.00 0.00 Critical Factors 0.05 0.54 0.17 0.00 0.00 ICU Ratio 0.86 LOS = Turning Movements at Intersection of: Rancho Santa Fe Road and Melrose Drive W e s t A P P r Time : 7:15 AM to 8:15 AM Date : 7/13/95 Day : Thursday Name : M.H. 8c Y.H. Totals 759 Sub- totals 282 477 North Approach 1281 304 0 173 Subtotals Total t North t Rancho Santa Fe Road 2370 1260 88 785 0 873 2133 1089 194 1087 0 4_ Total Subtotals Sub- totals Totals Melrose Drive 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 Melrose Drive Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 4:45 PM to 5:45 PM Page 3 of 3 South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config- urations Inside (left) Outside Free-flow Lane Settings 1 2 0 0 1 0 1 0 1 0 0 0 Capacity 1800 4000 0 0 2000 0 1800 0 1800 0 0 0 Are the North/South phases split (Y/N)? N Aie the East/West phases spirt (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 265 1257 0 0 865 350 215 0 169 0 0 0 Adjusted Hourly Volume 265 1257 0 0 866 0 216 0 169 0 0 0 Utilization Factor 0.15 0.31 0.00 0.00 0.43 0.00 0.12 0.00 0.09 0.00 0.00 0.00 Crrtical Factors 0.15 0.43 0.12 0.00 0.00 ICU Ratio = 0.80 LOS = C Turning Movements at Intersection of: Rancho Santa Fe Road and Melrose Drive W e s t A P P r 384 0 169 Subtotals Total t North t 1034 266 0 2556 1257 1522 Time : 4:46 PM to 5:45 PM North Approach Rancho Santa Fe Road Dote : 7/13/96 Day : Thursday 2687 Total Name : M.H. 8c Y.H. 1215 1472 Subtotals Sub-360 865 u 0 Sub- Totals totals 1 1 1 totals 999 616 0 216 —^ . > 4^ 0 Totals Melrose Drive E a s t A P P r South Approach Note : Left-turn volumes include U-turns. U-turns in bold. CITY OF CARLSBAD SUMMER 1995 INTERSECTION ANALYSIS SUMMARY Intersection Number: 21 Intersection Location: Rancho Santa Fe Road and La Costa Meadows Drive CONTENT PAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. LOS Analysis (HCM Delay Method) 2 of 3 P.M. LOS Analysis (HCM Delay Method) 3 of 3 JHK 8c Associates Turning Movement Count Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Street: Rancho Santa Fe Road E/W Street: La Costa Meadows Drive File: CB9521.XLS Data Collected by V.P. 8c Y.H. Count Date: 7/12/95 Day: Wednesday Weather: Clear Traffic Control: Unsignalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 16 min Total End of 16 min. prd. Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:16 AM 0 0 34 3 0 26 0 78 0 0 0 0 0 0 0 2 0 0 0 0 143 0 6:30 AM 0 0 66 7 0 62 0 206 0 0 0 0 0 0 0 1 0 0 1 0 343 0 6:46 AM 0 0 93 11 0 54 0 131 0 0 0 0 0 0 0 2 0 0 7 0 298 0 7:00 AM 0 0 126 33 0 135 0 163 0 0 0 0 0 0 0 1 0 0 3 2 461 2 7:15 AM 0 0 131 20 0 45 0 85 0 0 0 0 0 0 0 2 0 0 3 1 286 1 7:30 AM 0 0 167 23 0 69 0 133 0 0 0 0 0 0 0 2 0 0 1 0 386 0 7:45 AM 0 0 215 21 0 83 0 220 0 0 0 0 0 0 0 3 0 0 6 0 547 0 8:00 AM • 0 0 277 32 0 73 0 188 0 0 0 0 0 0 0 1 0 0 12 0 583 0 8:15 AM • 0 0 153 24 0 100 0 162 0 0 0 0 0 0 0 2 0- -0-6 0 447 0 8:30 AM ' 0 0 150 14 0 15 0 37. 0 0 0 0 0 0 0 4 0 0 1 0 221 0 8:45 AM ' 0 0 161 18 0 110 0 396 0 0 0 0 0 0 0 6 0 0 26 0 717 0 9:00 AM 0 0 175 16 0 54 0 291 0 0 0 0 0 0 0 5 0 0 12 2 563 2 Max. 15 min. 0 0 277 33 • 0 136 0 396 0 0 0 0 0 0 0 6 0 0 26 2 717 2 Pk. Hr. Vol. 0 0 741 88 0 298 0 783 0 0 0 0 0 0 0 13 0 0 45 0 1968 0 7:45 AM Peak Intersection Traffic in Pk. Hr. 1968 Peak Hr. Factor 0.69 8:45 AM Hour Intersection Pdstrns in Pk. Hr, = 0 3:45 PM 0 0 210 18 0 43 0 151 0 0 0 0 0 0 0 16 0 0 88 0 626 0 4:00 PM 0 0 216 10 0 49 0 156 0 0 0 0 0 0 0 12 0 0 23 0 466 0 4:15 PM 0 0 217 12 0 33 0 171 0 0 0 0 0 0 0 21 0 0 101 0 555 0 4:30 PM 0 0 219 9 0 12 0 161 0 0 0 0 0 0 0 16 0 0 46 0 463 0 4:45 PM 0 0 206 4 0 26 0 169 0 0 0 0 0 0 0 27 0 0 80 0 611 0 5:00 PM • 0 0 213 7 0 30 0 170 0 0 0 0 0 0 0 21 0 0 48 0 489 0 5:15 PM • 0 0 224 7 0 8 0 228 0 0 0 0 0 0 0 28 0 0 37 0 532 0 5:30 PM • 0 0 235 6 0 20 0 185 0 0 0 0 0 0 0 19 0 0 87 0 562 0 5:45 PM " 0 0 244 3 0 11 0 175 0 0 0 0 0 0 0 28 0 0 73 0 634 0 6:00 PM 0 0 184 7 0 11 0 191 0 0 0 0 0 0 0 15 0 0 22 0 430 0 6:15 PM 0 0 194 1 0 10 0 130 0 0 0 0 0 0 0 19 0 0 24 0 378 0 6:30 PM 0 0 173 3 0 3 0 183 0 0 0 0 0 0 0 12 0 0 25 0 399 0 Max. 15 min. 0 0 244 18 0 49 0 228 0 0 0 0 0 0 0 28 0 0 101 0 555 0 Pk, Hr. Vol. 0 0 916 23 0 69 0 768 0 0 0 0 0 0 0 96 0 0 245 0 2107 0 4:45 PM Peak Intersection Traffic in Pk. Hr. = 2107 Peak Hr. Factor 0.96 5:45 PM Hour Intersection Pdstrns in Pk. Hr. = 0 INTERSECTION ANALYST: PROJECT NO : PEAK HOUR : RANCHO SANTA FE RD/LA COSTA MEADOWS LJ.M. 60071 4 (7:45 Ai\4-8:45 AM) DATE: 7/12/95 CITY / STATE : CARLSBAD, CA PK HR ENTERING VOL : 1968 Time Period Stopped Vehicles Approach Volume Time Period SB WB SB WB 7:00-7:15 54 9 7:15-7:30 85 2 135 4 7:30 - 7:45 18 4 45 5 7:45 - 8:00 36 9 59 3 8:00-8:15 49 23 83 8 8:15-8:30 68 9 73 13 8:30 - 8:45 17 10 100 8 15 min Stop Veh Vol 68 9 Corresponding App. Vol 73 13 Total Pk Hr Vol 315 32 APPROACH DELAY (DELAY / APPROACH) * (PK HR APPROACH VOL ) PK HR ENTERING VOL SB APPROACH (DELAY) WB APPROACH (DELAY) INTERSECTION (DELAY) 3.0 0.2 3.2 Seconds Seconds Seconds INTERSECTION (LOS) NOTE: 1. Delay data was collected at 20 second intervals. 2. Intersection LOS is based on information contained in the Highway Capacity Manual and provided earlier in this report. 3. Delay/Approach = Pk 15 min Stop Veh Vol * 20 sec / Pk 15 min Approach Vol 4. Intersection Delay is the maximized value of the 15 min Approach Delays INTERSECTION ANALYST: PROJECT NO : PEAK HOUR : RANCHO SANTA FE RD/LA COSTA MEADOWS LJ.M. 60071 5 (4:45 PM - 5:45 PM) DATE: 7/12/95 CITY / STATE : CARLSBAD, CA PK HR ENTERING VOL : 2107 Time Period Stopped Vehicles Approach Volume Time Period SB WB SB WB 4:00-4:15 9 144 33 122 4:15-4:30 1 32 12 62 4:30 - 4:45 4 51 26 107 4:45 - 5:00 13 46 30 69 5:00-5:15 1 69 8 65 5:15-5:30 8 69 20 106 5:30 - 5:45 3 78 11 101 15 min Stop Veti Vol 1 69 Corresponding App. Vol 8 65 Total Pk Hr Vol 69 341 APPROACH DELAY (DELAY / APPROACH) * (PK HR APPROACH VOL ) PK HR ENTERING VOL SB APPROACH (DELAY) WB APPROACH (DELAY) INTERSECTION (DELAY) 0.1 Seconds 3.4 Seconds 3.5 Seconds INTERSECTION (LOS) NOTE: 1. Delay data was collected at 20 second intervals. 2. Intersection LOS is based on information contained in the Highway Capacity Manual and provided earlier in this report. 3. Delay/Approach = Pk 15 min Stop Veh Vol * 20 sec / Pk 15 min Approach Vol 4. Intersection Delay is the maximized value of the 15 min Approach Delays CITY OF CARLSBAD SUMMER 1995 INTERSECTION ANALYSIS SUMMARY Intersection Number: 22 Intersection Location: Rancho Santa Fe Road and Questhaven Road CONTENT PAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. LOS Analysis (HCM Delay Method) 2 of 3 P.M. LOS Analysis (HCM Delay Method) 3 of 3 JHK 8c /Vssociates Turning Movement Count /Vnalysis Page 1 of 3 City: Corlsbod Intersection of: N/S Street: Rancho Santa Fe Road E/W Street: Questhaven Road File: CB9522.XLS Data Collected by T.M. 8c L.M. Count Date: 7/12/95 Day: Wednesday Weather: Fair / Sunny Traffic Control: Unsignalized End of 15 min. prd. South /Vpproach (NB) North /Vpproach (SB) West /Vpproach (EB) East Approach (WB) 16 min Total Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 0 0 44 2 0 8 0 82 0 0 0 0 0 0 0 4 0 0 6 0 145 0 6:30 AM 0 0 63 6 0 16 0 110 0 0 0 0 0 0 0 6 0 0 4 0 205 0 6:45 AM 0 0 100 12 0 15 0 178 0 0 0 0 0 0 0 4 0 0 7 0 316 0 7:00 AM 0 0 142 11 0 15 0 169 0 0 0 0 0 0 0 14 0 0 18 0 369 0 7:15 AM 0 0 127 9 0 18 0 139 0 0 0 0 0 0 0 13 0 0 23 0 329 0 7:30 AM " 0 0 141 8 0 6 0 162 0 0 0 0 0 0 0 10 0 0 18 0 346 0 7:45 AM " 0 0 200 14 0 11 0 165 0 0 0 0 0 0 0 20 0 0 16 0 425 0 8:00 AM • 0 0 249 8 0 14 0 149 0 0 0 0 0 0 0 9 0 0 13 0 442 0 8:15 AM • 0 0 182 8 0 26 0 162 0 0 0 0 0 0 0 20 0-0 13 0 411 0 8:30 AM 0 0 134 6 0 14 0 139 0 0 0 0 0 0 0 12 0 0 16 0 321 0 8:45 AM 0 0 147 12 0 24 0 145 0 0 0 0 0 0 0 11 0 0 17 0 356 0 9:00 AM 0 0 124 6 0 21 0 87 0 0 0 0 0 0 0 10 0 0 8 0 256 0 Max. 16 min. 0 0 249 14 0 26 0 178 0 0 0 0 0 0 0 20 0 0 23 0 442 0 Pk. Hr. Vol. 0 0 772 38 0 57 0 638 0 0 0 0 0 0 0 59 0 0 69 0 1623 0 7:15 AM Peak Intersection Traffic in Pk. Hr. = 1623 Peak Hr. Factor 0.92 8:15 AM Hour Intersection Pdstrns in Pk. Hr. = 0 3:45 PM 0 0 175 26 0 40 0 123 0 0 0 0 0 0 0 20 0 0 20 0 404 0 4.00 PM 0 0 156 12 0 27 0 102 0 0 0 0 0 0 0 14 0 0 31 0 342 0 4:15 PM 0 0 192 20 0 32 0 132 0 0 0 0 0 0 0 9 0 0 23 0 408 0 4:30 PM 0 0 194 14 0 18 0 144 0 0 0 0 0 0 0 13 0 0 21 0 404 0 4:45 PM 0 0 179 14 0 16 0 159 0 0 0 0 0 0 0 12 0 0 12 0 391 0 6:00 PM 0 0 198 16 0 11 0 140 0 0 0 0 0 0 0 15 0 0 17 0 397 0 5:16 PM • 0 0 188 15 0 28 0 152 0 0 0 0 0 0 0 12 0 0 9 0 404 0 5:30 PM • 0 0 259 15 0 32 0 252 0 0 0 0 0 0 0 16 0 0 15 0 589 0 6:45 PM * 0 0 175 25 0 9 0 134 0 0 0 0 0 0 0 9 0 0 10 0 362 0 6:00 PM " 0 0 220 11 0 18 0 193 0 0 0 0 0 0 0 9 0 0 4 0 455 0 6:16 PM 0 0 134 8 0 7 0 93 0 0 0 0 0 0 0 5 0 0 4 0 251 0 6:30 PM 0 0 151 11 0 8 0 128 0 0 0 0 0 0 0 4 0 0 10 0 312 0 Max. 15 min. 0 0 269 26 0 40 0 252 0 0 0 0 0 0 0 20 0 0 31 0 589 0 Pk. Hr. Vol. 0 0 842 66 0 87 0 731 0 0 0 0 0 0 0 46 0 0 38 0 1810 0 5:00 PM Peak Intersection Traffic in Pk. Hr. =1810 6:00 PM Hour Intersection Pdstrns in Pk. Hr. = 0 Peak Hr. Factor 0.77 INTERSECTION : RANCHO SANTA FE RD/QUESTHAVEN RD DATE: 7/12/95 ANALYST: LJ.M. CfTY / STATE : CARLSBAD, CA PROJECT NO : 60071 PK HR ENTERING VOL : 1623 PEAK HOUR : 4 (7:15 AM-8:15 AM) Time Period Stopped Vehicles Approach Volume Time Period SB WB SB WB 6:30 - 6:45 6 18 15 11 6:45 - 7:00 2 19 15 32 7:00-7:15 3 22 18 36 7:15-7:30 4 38 6 28 7:30 - 7:45 4 47 11 35 7:45 - 8:00 5 16 14 22 8:00-8:15 2 26 26 33 8:15-8:30 8 18 14 28 15 min Stop Veh Vol 4 38 Corresponding App. Vol 6 28 Total Pk Hr Vol 57 118 APPROACH DELAY (DELAY / APPROACH) * (PK HR APPROACH VOL) PK HR ENTERING VOL SB APPROACH (DELAY) WB APPROACH (DELAY) INTERSECTION (DELAY) 0.5 2.0 2.5 Seconds Seconds Seconds INTERSECTION (LOS) NOTE: 1. Delay data was collected at 20 second intervals. 2. Intersection LOS is based on information contained in the Highway Capacity Manual and provided earlier in this report. 3. Delay/Z^pproach = Pk 15 min Stop Veh Vol * 20 sec / Pk 15 min Approach Vol 4. Intersection Delay is the maximized value ofthe 15 min Approach Delays INTERSECTION : RANCHO SANTA FE RD/QUESTHAVEN RD DATE: 7/12/95 ANALYST: LJ.M. CITY / STATE : CARLSBAD, CA PROJECT NO : 60071 PK HR ENTERING VOL : 1810 PEAK HOUR: 6 (4:45 PM - 5:45 PM) Time Period Stopped Vehicles Approach Volume Time Period SB WB SB WB 4:00-4:15 4 13 32 32 4:15-4:30 6 17 18 34 4:30 - 4:45 10 23 15 24 4:45 - 5:00 1 11 11 32 5:00-5:15 6 4 28 21 5:15-5:30 4 13 32 31 5:30 - 5:45 8 14 9 19 15 min Stop Veh Vol 8 14 Conesponding App. Vol 9 19 Total Pk Hr Vol 80 103 APPROACH DELAY (DELAY / APPROACH) * (PK HR APPROACH VOL ) PK HR ENTERING VOL SB APPROACH (DELAY) WB APPROACH (DELAY) INTERSECTION (DELAY) 0.8 0.8 1.6 Seconds Seconds Seconds INTERSECTION (LOS) NOTE: 1. Delay data was collected at 20 second intervals. 2. Intersection LOS is based on information contained in the Highway Capacity Manual and provided eariier in this report. 3. Delay/Approach = Pk 15 min Stop Veh Vol * 20 sec / Pk 15 min Approach Vol 4. Intersection Delay is the maximized value of the 15 min Approach Delays CITY OF CARLSBAD SUMMER 1995 INTERSECTION ANALYSIS SUMMARY Intersection Number: 2 3 Intersection Location: Rancho Santa Fe Road and La Costa Avenue CONTENT 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 of 3 2 of 3 3 of 3 JHK 8c /Vssociates Turning Movement Count /Vnalysis Page 1 of 3 City: Carlsbad Intersection of: N/S Street: Rancho Santa Fe Road E/W Street: La Costa Avenue File: CB9523.XLS Data Collected by D.W. 8c T.Z. Count Date: 7/12/95 Day: Wednesday Weather: Clear Traffic Control: Signalized End of 15 South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:16 AM 0 0 19 2 0 3 0 66 23 0 27 0 0 9 0 1 0 14 4 0 168 0 6:30 AM 9 0 28 0 0 4 0 82 35 0 26 0 4 9 0 3 0 20 3 0 223 0 6:46 AM 8 0 68 2 0 1 0 133 43 0 62 0 0 19 0 6 0 27 5 0 374 0 7:00 AM 8 0 72 1 0 2 0 144 41 0 63 0 11 23 0 3 0 26 7 0 400 0 7:16 AM 12 0 68 0 0 4 0 114 36 0 59 0 11 25 2 6 0 26 8 0 368 2 7:30 AM 14 0 100 0 0 0 0 157 46 0 57 0 5 26 1 11 0 25 11 1 452 2 7:45 AM " 13 0 118 1 0 1 0 161 49 0 126 0 7 67 0 16 0 34 20 0 613 0 8:00 AM " 19 0 140 1 0 3 0 70 46 0 72 0 2 30 1 10 0 33 11 0 437 1 8:16 AM • 8:30 AM ' 30 0 97 6 —0— -5— —0— 193 44 0 46 0 7 22 - 0 7 0 16 7 ? 4S0 2 8:16 AM • 8:30 AM ' 23 0 89 4 1 6 0 167 59 0 101 0 16 53 1 17 0 42 14 1 690 3 8:46 AM 19 0 101 2 0 4 0 94 25 0 54 0 4 22 2 10 0 21 6 0 362 2 9:00 AM 16 0 93 2 0 1 0 102 32 0 50 0 6 21 1 8 0 13 7 0 351 1 Max. 16 min. 30 0 140 6 1-6 0 193 59 0 126 0 16 67 2 17 0 42 20 2 613 3 Pk. Hr. Vol. 85 0 444 12 1 14 0 591 198 0 345 0 32 172 2 50 0 125 52 3 2120 6 7:30 AM Peak Intersection Traffic in Pk. Hr. = 2120 Peak Hr. Factor 0.86 8:30 AM Hour Intersection Pdstrns in Pk. Hr . = 6 3:45 PM 43 0 137 2 0 6 0 76 51 0 55 0 19 33 0 4 0 13 6 0 445 0 4:00 PM 28 0 133 2 0 7 0 80 53 0 70 0 19 20 0 7 0 7 9 0 435 0 4:15 PM 41 0 147 5 1 9 0 96 49 0 56 0 21 20 1 2 0 9 2 0 457 2 4:30 PM 48 0 165 9 0 8 0 116 63 0 68 0 29 29 1 4 0 20 9 0 668 1 4:45 PM 42 0 126 2 0 0 0 118 62 0 66 0 22 32 0 5 0 8 6 0 489 0 5:00 PM 41 0 136 6 0 6 0 110 56 0 62 0 16 19 0 7 0 11 4 0 473 0 6:16 PM 45 0 154 7 0 8 0 104 56 0 82 0 27 43 0 5 0 9 6 0 645 0 6:30 PM • 42 0 163 10 0 18 0 152 79 0 90 0 38 36 1 6 0 12 7 0 653 1 5:45 PM • 47 0 164 8 0 9 0 109 42 0 75 0 45 32 0 8 0 11 10 1 560 1 6:00 PM • 43 0 131 26 1 17 0 103 48 0 45 0 27 28 0 5 0 13 5 0 491 1 6:15 PM • 61 0 110 16 0 13 0 102 65 0 111 0 31 37 0 5 0 18 9 0 567 0 6:30 PM 33 0 121 17 1 12 0 102 47 0 9 0 37 35 0 6 0 21 9 0 449 1 Max. 16 min. 51 0 166 26 1 18 0 152 79 0 111 0 45 43 1 8 0 21 10 1 653 2 Pk.Hr. Vol. 183 0 668 59 1 57 0 466 234 0 321 0 141 133 1 24 0 64 31 1 2271 3 5:15 PM Peak Intersection Traftic in Pk. Hr. = 2271 Peak Hr. Factor 0.87 6:15 PM Hour Intersection Pdstrns in Pk. Hr = 3 Rancho Santa Fe Road at La Costa Avenue Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period 7:30 AM to 8:30 AM Page 2 of 3 South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config - urafions Inside (left) Outside Free-flow Lane Settings 1 2 0 1 2 0 1 2 0 1 2 0 Capacity 1800 4000 0 1800 4000 0 1800 4000 0 1800 4000 0 Aie the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 85 444 12 14 691 198 345 32 172 50 125 52 Adjusted Hourly Volume 86 466 0 14 789 0 345 204 0 50 177 0 Ufilization Factor 0.06 0.11 0.00 0.01 0.20 0.00 0.19 0.05 0.00 0.03 0.04 0.00 Critical Factors 0.05 0.20 0.19 0.04 ICU Ratio = 0.68 LOS = Turning Movements at Intersection of : Rancho Santo Fe Road and La Costa Avenue W e s t A P P r Time : 7:30 AM to 8:30 AM Dote: 7/12/95 Day: Wednesday Name : D.W. 8c T.Z. Totals 957 Sub- totals 408 549 345 32 172 Subtotals Total North Approach 803 198 591 Rancho Santa Fe Road 1644 0 14 North 813 85 444 0 541 1364 841 t 4_ 62 125 50 12 Totol Subtotals Sub- totals 227 58 Totals 285 La Costa Avenue 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 La Costa Avenue Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 5:16 PM to 6:15 PM Page 3 of 3 South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config - urafions Inside (left) Outside Free-flow 1 1 1 1 Lane Settings 1 2 0 1 2 0 1 2 0 1 2 0 Capacity 1800 4000 0 1800 4000 0 1800 4000 0 1800 4000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 183 568 59 57 466 234 321 141 133 24 54 31 Adjusted Hourly Volume 183 627 0 57 700 0 321 274 0 24 85 0 Utilization Factor 0.10 0.16 0.00 0.03 0.18 0.00 0.18 0.07 0.00 0.01 0.02 0.00 Critical Factors 0.10 0.18 0.18 0.02 ICU Ratio = 0.58 LOS = A Turning Movements at Intersection of: Rancho Santa Fe Road and La Costa Avenue Rancho Santa Fe Road W e s t A P P r Time : 5:16 PM to 6:16 PM North Approach Date; 7/12/96 Day : : Wednesday 1677 Name : D.W. 8c T.Z. 757 n Sub-234 466 U 57 Totals 1066 totals 471 596 321 141 133 Subtotals Total t 623 North A *1 183 t 568 0 810 1433 920 4_ 31 54 24 Total Subtotals Sub- totals 109 Totals 366 257 La Costa Avenue E a s t A P P r South Approach Note : Left-turn volumes include U-turns. U-turns in bold. CITY OF CARLSBAD SUMMER 1995 INTERSECTION ANALYSIS SUMMARY Intersection Number: 24 Intersection Location: Rancho Santa Fe Road and Olivenhain Road/Camino Alvaro CONTENT PAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and 2 of 3 Turn Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Turn Movement Diagram JHK 8c /Vssociates Turning Movement Count /Vnalysis Page 1 of 3 City: Carlsbad Intersection of: N/S Street: Rancho Santa Fe Road E/W Street: Olivenhain Rd / Camino Alvaro File: CB9524.XLS Data Collected by J.F. 8c L.S. Count Date: 7/11/96 Day: Tuesday Weather: Clear Traffic Control: Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 16 min Total End of 16 min. prd. Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 2 0 0 10 0 1 0 1 1 0 1 0 5 0 1 5 0 6 0 0 32 1 6:30 AM 10 0 0 15 0 1 0 2 1 0 0 0 11 0 0 18 0 15 0 0 73 0 6:45 AM 9 0 2 17 0 1 0 1 1 0 1 0 20 0 0 25 0 20 0 0 97 0 7:00 AM 15 0 1 15 0 1 0 3 2 0 1 0 25 0 1 38 0 52 0 1 163 2 7:15 AM 18 0 1 26 0 3 0 3 4 1 1 0 54 0 0 78 0 72 0 0 259 1 7:30 AM 26 0 2 40 0 2 0 5 2 0 0 0 64 1 2 91 0 86 1 0 320 2 7:45 AM " 49 0 3 54 0 5 0 12 1 1 0 0 66 1 0 95 0 114 8 0 407 1 8:00 AM • 76 0 5 67 0 7 0 6 4 1 0 0 68 0 0 125 0 119 2 0 479 1 8:15 AM • 55 0 2 49 0 3 0 6 8 1 1 0 78 0 2 75 0 96 5 2 378 6 8:30 AM " 53 0 1 50 0 5 0 6 2 0 0 0 67 0 0 96 0 125 2 1 397 1 8:45 AM 37 0 1 48 0 3 0 3 10 0 0 0 77 0 0 96 0 120 1 0 396 0 9:00 AM 30 0 1 42 0 4 0 1 5 0 0 0 80 0 0 80 0 90 1 2 334 2 Max. 16 min. 76 0 5 67 0 7 0 12 10 1 1 0 80 1 2 125 0 126 8 2 479 5 Pk. Hr. Vol. 233 0 11 220 0 20 0 30 15 3 1 0 268 1 2 391 0 464 17 3 1661 8 7:30 AM Peak Intersection Trafflc in Pk. Hr. = 1661 Peak Hr. Factor 0.87 8:30 AM Hour Intersection Pdstrns in Pk. Hr. = 8 3:46 PM 63 0 6 59 0 4 0 1 0 0 3 0 103 3 0 67 0 104 6 0 398 0 1 4:00 PM 36 0 2 97 0 3 0 2 1 1 2 0 88 0 0 68 0 87 2 0 378 0 1 4:15 PM 66 0 5 103 0 3 0 4 1 0 3 0 161 2 0 64 0 111 11 0 513 0 4:30 PM 36 0 4 98 0 3 0 1 1 3 1 0 108 0 0 48 0 86 1 0 386 3 4:45 PM 46 0 3 70 0 3 0 2 2 0 0 0 104 0 0 47 0 73 2 0 352 0 5:00 PM • 26 0 8 76 0 4 0 0 6 2 3 0 129 1 0 66 0 108 5 2 432 4 5:15 PM • 46 0 1 103 0 8 0 2 2 0 4 0 126 1 2 67 0 82 2 2 433 4 6:30 PM • 36 0 3 115 0 3 0 2 1 1 1 0 131 0 0 64 0 109 8 0 1 472 1 6:45 PM • 42 0 2 77 0 6 0 1 3 0 4 0 130 0 0 44 0 76 6 0 1 390 1 6:00 PM 29 0 4 90 0 3 0 3 4 0 2 0 117 0 1 63 0 103 7 1 415 2 6:16 PM 24 0 6 81 0 6 0 1 3 0 1 0 114 1 0 54 0 74 6 0 369 0 6:30 PM 17 0 1 54 0 3 0 0 1 0 4 0 110 1 0 41 0 107 7 0 346 0 Max. 15 min. 55 0 8 115 0 8 0 4 6 3 4 0 151 3 2 66 0 111 11 2 513 4 Pk. Hr. Vol. 148 0 14 371 0 20 0 5 12 3 12 0 616 2 2 231 0 376 21 5 1727 10 4:45 PM Peak Intersection Traffic in Pk. Hr. = 1727 Peak Hr. Factor 0.84 5:46 PM Hour Intersection Pdstrns in Pk. Hr. 10 Rancho Santa Fe Road at Olivenhain Rd / Camlno Alvaro Lane Configuration for Intersecfion Capacity Utilizafion Pk. Hr. Time Period : 7:30 AM to 8:30 AM Page 2 of 3 South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config - urations Inside (left) Outside Free-flow 1 1 1 1 1 1 1 1 Lane Settings 0 1 0 0 1 0 1 2 0 1 2 1 Capacity 0 2000 0 0 2000 0 1800 4000 0 1800 4000 1800 Are the North/South phases split (Y/N)? N Aie the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 233 11 220 20 30 15 1 268 1 391 464 17 Adjusted Hourly Volume 0 244 0 0 65 0 1 269 0 391 464 17 Utilization Factor 0.00 0.12 0.00 0.00 0.03 0.00 0.00 0.07 0.00 0.22 0.11 0.01 Critical Factors 0.12 0.00 0.07 0.22 ICU Ratio = 0.51 LOS = A Turning Movements at Intersection of: Rancho Santa Fe Road and Olivenhain Rd / Camlno Alvaro W e s t A P P r Time : 7:30 AM to 8:30 AM Date : 7/11/95 Day : Tuesday Name : J.F. 8c L.S. Totals 972 Sub- totals 702 270 North Approach 15 1 268 1 Subtotals Total 422 94 65 0 30 20 North t 233 11 0 464 886 Rancho Santa Fe Road Total 29 t f 454 391 Subtotals Sub- totals 862 220 608 Totals 1370 E a s t A P P r Olivenhain Rd / Camlno Alvaro South Approach Note : Left-turn volumes include U-turns. U-turns in bold. Rancho Santa Fe Road at Olivenhain Rd / Camlno Alvaro Lane Contiguration for Intersection Capacity Utilization Pk. Hr. Time Period : 4:45 PM to 5:45 PM Page 3 of 3 South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config - urations Inside (left) Outside Free-flow 1 1 1 Lane Settings 0 1 0 0 1 0 1 2 0 1 2 1 Capacity 0 2000 0 0 2000 0 1800 4000 0 1800 4000 1800 /Vre the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efflciency Lost Factor 0.10 Hourly Volume 148 14 371 20 5 12 12 516 2 231 375 21 Adjusted Hourly Volume 0 162 0 0 37 0 12 518 0 231 375 21 Utilization Factor 0.00 0.08 0.00 0.00 0.02 0.00 0.01 0.13 0.00 0.13 0.09 0.01 Critical Factors 0.08 0.00 0.13 0.13 ICU Ratio = 0.44 LOS = A Turning Movements at Intersection of: Rancho Santa Fe Road and Olivenhain Rd / Camlno Alvaro W e s t A P P r Time : 4:46 PM to 6:45 PM Date: 7/11/95 Day: Tuesday Name : J.F. 8c L.S. Totals 1066 Sub- totals 535 530 North Approach 12 12 516 2 Subtotals Total 238 37 5 I t North A 1 148 t 14 0 533 771 84 0 20 Rancho Santa Fe Road Total 47 J 1^ 4_ 371 21 375 231 Subtotals Sub- totals 627 907 Totals 1534 E a s t A P P r Olivenhain Rd / Camlno Alvaro South /Vpproach Note : Left-turn volumes include U-turns. U-turns in bold. CITY OF CARLSBAD SUMMER 1995 INTERSECTION ANALYSIS SUMMARY Intersection Number: 25 Intersection Location: Carlsbad Village Drive and State Street CONTENT PAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and 2 of 3 Turn Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Turn Movement Diagram JHK 8c Associates Turning Movement Count Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Street: State Street E/W Street: Carlsbad Village Drive File: CB9525.XLS Data Collected by D.W. 8c L.M. Count Date: 8/2/95 Day: Thursday Weather: Clear Traffic Control: Signalized South Approach (NB) North /Vpproach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 5 0 2 0 0 6 0 3 2 0 0 0 30 0 1 1 0 15 8 0 72 1 6:30 AM 2 0 3 1 0 5 0 1 2 0 3 0 29 0 2 3 0 32 7 1 88 3 6:45 AM 3 0 2 1 1 4 0 9 9 0 0 0 40 2 2 0 0 44 13 0 127 3 7:00 AM 8 0 8 2 0 1 0 6 1 3 2 0 69 1 3 1 0 40 6 3 145 9 7:15AM 9 0 4 1 0 5 0 7 0 1 2 0 41 0 3 0 0 37 11 1 117 5 7:30 AM 2 0 7 0 1 5 0 6 1 1 3 0 40 1 1 4 0 40 10 1 119 4 7:45 AM 10 0 10 3 0 5 0 6 5 3 5 0 60 3 1 2 0 52 13 0 164 4 8:00 AM 3 0 6 0 0 6 0 3 2 1 2 0 44 1 0 0 0 32 7 0 106 1 8:15 AM • 3 0 6 0 1 7 0 2 3 1 2 0 44 2 1 1 0 31 6 1 107 4 8:30 AM " 6 0 8 0 0 13 0 16 5 0 4 0 38 3 0 4 0 46 7 1 149 1 8:45 AM " 8 0 11 4 1 13 0 9 3 0 2 0 63 6 0 5 0 69 16 0 197 1 9:00 AM " 7 0 9 4 0 17 0 5 1 2 3 0 58 2 3 7 0 81 13 3 207 8 Max. 15 min. 10 0 11 4 1 17 0 16 9 3 6 0 69 5 3 7 0 81 15 3 207 9 Pk. Hr. Vol. 24 0 34 8 2 50 0 32 12 3 11 0 203 12 4 17 0 216 41 5 660 14 8:00 AM Peak Intersection Traffic in Pk. Hr. = 660 Peak Hr. Factor 0,80 9:00 AM Hour Intersection Pdstrns in Pk. Hr. = 14 3:46 PM 14 0 20 7 6 21 0 17 14 15 8 0 103 7 13 12 0 103 23 13 349 47 4:00 PM 16 0 20 10 13 36 0 14 13 12 8 0 135 3 14 8 0 146 27 38 436 77 4:15 PM 14 0 11 12 3 18 0 20 7 13 2 0 98 9 11 8 0 73 19 11 291 38 4:30 PM • 13 0 10 1 4 21 0 16 12 1 15 0 118 1 2 7 0 123 37 10 373 17 4:46 PM • 9 0 16 8 3 21 0 14 16 6 11 0 104 6 11 10 0 111 31 16 357 36 6:00 PM • 14 0 19 6 8 31 0 14 15 12 11 0 99 3 7 12 0 126 30 6 379 33 6:15 PM • 23 0 25 11 10 34 0 18 8 12 9 0 135 11 7 12 0 163 24 14 473 43 5:30 PM 9 0 5 4 1 26 0 13 11 2 7 0 102 3 3 10 0 129 16 10 335 16 5:45 PM 11 0 7 8 11 27 0 24 17 0 8 0 100 0 19 11 1 126 12 2 352 32 6:00 PM 17 0 13 5 0 26 0 16 16 2 5 0 122 6 7 12 1 137 17 8 392 17 6:16 PM 13 0 13 5 5 30 0 17 12 8 7 0 91 5 3 10 0 102 17 7 322 23 6:30 PM 9 0 16 2 10 23 0 14 8 1 5 0 90 4 8 7 0 156 10 20 344 39 Max. 16 min. Pk. Hr. Vol. 23 59 0 0 26 70 12 26 13 26 36 107 0 0 24 61 17 51 15 31 15 46 0 0 136 466 11 21 19 27 12 41 1 0 163 522 37 122 38 46 473 1582 77 129 4:16 PM Peak Intersection Traffic in Pk. Hr. = 1682 5:15 PM Hour Intersection Pdstrns in Pk. Hr. = 129 Peak Hr. Factor 0.84 state Street at Carlsbad Village Drive Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 8:00 AM to 9:00 AM Page 2 of 3 South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config - urafions Inside (left) Outside Free-flow 1 1 1 Lane Settings 0 1 0 0 1 0 1 2 0 1 2 0 Capacity 0 2000 0 0 2000 0 1800 4000 0 1800 4000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 24 34 8 50 32 12 11 203 12 17 216 41 Adjusted Hourly Volume 0 66 0 0 94 0 11 216 0 17 267 0 Utilization Factor 0.00 0.03 0.00 0.00 0.06 0.00 0.01 0.06 0.00 0.01 0.06 0.00 Critical Factors 0.00 0.06 0.01 0.06 ICU Ratio = 0.22 LOS = A Turning Movements at Intersection of: State Street and Carlsbad Village Drive W e s t A P P r Time : 8:00 AM to 9:00 AM North Approach State Street Date : 8/2/96 Day : Thursday 180 Total Nome : D.W. 8c LM. 94 n 86 Subtotals Sub-12 32 U 50 Sub- Totals 478 totals 252 226 11 203 12 Subtotals Total t North 61 24 0 127 34 66 41 216 17 totals 274 261 Totals 636 E a s t A P P r Carlsbad Village Drive South Approach Note : Left-turn volumes include U-turns. U-turns in bold. State Street at Carlsbad Village Drive Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 4:16 PM to 5:15 PM Page 3 of 3 South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right Left_ Thru Right Left Thru Right Lane Config - urations Inside (left) Outside Free-flow 1 1 1 1 1 Lane Settings 0 1 0 0 1 0 1 2 0 1 2 0 Capacity 0 2000 0 0 2000 0 1800 4000 0 1800 4000 0 /Vre the North/South phases split (Y/N)? N Aie the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 59 70 26 107 61 51 46 456 21 41 522 122 Adjusted Hourly Volume 0 155 0 0 219 0 46 477 0 41 644 0 Utilization Factor 0.00 0.08 0.00 0.00 0.11 0.00 0.03 0.12 0.00 0.02 0.16 0.00 Critical Factors 0.00 0.11 0.03 0.16 ICU Ratio = 0.40 LOS = A Turning Movements at Intersection of: State Street and Carlsbad Village Drive W e s t A P P r Time: 4:15 PM to 5:15 PM Date: 8/2/95 Day : Thursday Name : D.W. 8c LM. Totals 1155 Sub- totals 632 523 North Approach 51 46 466 21 Subtotals Total 123 219 61 467 0 107 North A "l 59 t 70 0 156 278 State Street 238 t 26 122 622 41 Total Subtotals Sub- totals 686 589 Totals 1274 E a s t A P P r Carlsbad Village Drive South Approach Note : Left-turn volumes include U-turns. U-turns in bold. CITY OF CARLSBAD SUMMER 1995 INTERSECTION ANALYSIS SUMMARY Intersection Number: 26 Intersection Location: Carlsbad Village Drive and Jefferson Street CONTENT PAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and 2 of 3 Turn Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Turn Movement Diagram JHK 8c Associates Turning Movement Count Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Street: Jefferson Street E/W Street: Corlsbod Village Drive File: CB9526.XLS Data Collected byTM. 8c L.M. Count Date: 8/2/96 Day: Wednesday Weather: Clear South Approach (NB) North Approach (SB) Traffic Control: Signalized West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Trn Thru Right Peds 1 Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15AM 0 0 1 0 0 3 0 6 3 0 0 0 42 0 1 0 0 28 1 0 83 1 6:30 AM 0 0 5 1 0 5 0 7 2 0 2 0 36 0 1 2 0 41 3 2 104 3 6:46 AM 0 0 2 1 0 8 0 6 6 1 1 0 68 0 2 0 0 67 4 0 151 3 7:00 AM 0 0 0 4 0 11 0 8 5 1 1 0 96 0 7 1 1 67 6 2 200 10 7:16AM 0 0 2 0 1 6 0 6 6 2 3 0 52 2 1 2 0 68 4 0 141 4 7:30 AM 1 0 1 1 0 5 0 11 6 2 3 0 49 2 1 1 0 62 8 1 150 4 7:46 AM 0 0 3 1 0 10 0 8 4 3 3 0 74 1 1 2 0 99 10 0 216 4 8:00 AM 0 0 4 1 2 12 0 10 14 1 3 0 89 0 6 4 0 89 16 1 242 10 8:16 AM • 0 0 2 1 1 5 0 7 2 2 2 0 81 2 2 9 0 89 13 0 213 5 8:30 AM ' 0 0 2 1 0 4 0 4 9 2 3 0 62 3 1 4 0 114 13 2 219 5 8:46 AM ' 0 0 3 1 0 10 0 9 7 0 3 0 105 0 4 6 1 106 9 0 260 4 9:00 AM • 0 0 3 1 2 4 0 6 9 0 3 0 86 1 3 4 0 123 10 1 249 6 Max. 16 min. 1 0 5 4 2 12 0 11 14 3 3 0 106 3 7 9 1 123 16 2 260 10 Pk. Hr. Vol. 0 0 10 4 3 23 0 26 27 4 11 0 334 6 10 23 1 432 45 3 941 20 8:00 AM Peak Intersection Traffic in Pk. Hr. = 941 Peak Hr. Factor 0.90 9:00 AM Hour Intersection Pdstrns in Pk. Hr. 20 3:45 PM 1 0 5 9 5 32 0 35 15 11 5 0 164 5 9 6 0 148 13 4 437 29 4:00 PM 0 0 10 3 1 25 0 7 9 1 17 0 173 3 10 9 0 177 21 11 454 23 4:15 PM 4 0 6 2 0 25 0 13 15 4 13 0 203 8 3 6 0 165 18 4 477 11 4:30 PM 4 0 10 4 0 23 0 5 12 1 15 0 162 4 4 7 0 132 22 1 390 6 4:45 PM • 1 0 8 4 4 31 0 20 25 1 6 0 197 3 3 3 0 177 12 9 487 17 5:00 PM • 0 0 6 2 0 37 0 19 6 1 11 0 168 5 9 10 0 179 12 4 456 14 5:15 PM • 2 0 12 5 1 35 0 17 7 1 6 0 186 2 6 8 0 169 21 4 470 12 6:30 PM • 2 0 4 3 1 32 0 36 11 3 7 0 182 1 6 6 0 195 15 5 493 15 6:45 PM 0 0 4 4 1 18 0 8 10 2 7 0 138 0 1 6 0 112 6 0 312 4 6:00 PM 0 0 3 2 2 17 0 11 5 0 8 0 150 0 7 3 0 154 11 1 364 10 6:15 PM 2 0 7 6 0 15 0 13 10 0 14 0 162 3 8 6 0 149 10 0 397 8 6:30 PM 2 0 5 5 0 24 0 11 8 0 8 0 144 0 4 6 0 148 9 6 370 9 Max. 15 min. 4 0 12 9 6 37 0 36 25 11 17 0 203 8 10 10 0 196 22 11 493 29 Pk. Hr. Vol. 5 0 30 14 6 135 0 92 49 6 30 0 733 11 24 26 0 720 60 22 1906 58 4:30 PM Peak Intersection Troffic in Pk. Hr. = 1905 Peak Hr. Factor 0.97 5:30 PM Hour Intersecfion Pdstrns in Pk. Hr. = 68 Jefferson Street at Carlsbad Village Drive Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 8:00 AM to 9:00 AM Page 2 of 3 South/Vppr (NB) North/Vppr (SB) West Appr (EB) East/Vppr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config - urations Inside (left) Outside Free-flow Lane Settings 0 1 0 0 1 0 1 Capacity 0 2000 0 0 2000 0 1800 Aie the North/South phases split (Y/N)? N Aie the East/West phases split (Y/N)? N Efflciency Lost Factor 0.10 Hourly Volume 0 10 4 23 25 27 11 Adjusted Hourly Volume 0 14 0 0 75 0 11 Utilization Factor^ 0.00 0.01 0.00 0.00 0.04 0.00 0.01 Critical Factors 0.00 0.04 0.01 ICU Ratio = 0.27 LOS = A 334 340 1 2 1800 4000 24 24 432 477 0.12 0.12 46 0 Turning Movements at Intersection of: Jefferson Street and Caristxid Village Drive W e s t A P P r Time: : 8:00 AM to 9:00 AM North Approach Jefferson Street Date: : 8/2/95 Day : : Wednesday 141 Total Name : : TM.ScL.M. 75 n 66 Subtotals Sub-27 25 U 23 Sub- Totals 810 totals 459 351 11 334 6 Subtotals Total t North 54 0 0 68 10 14 45 432 24 totals 501 362 Totals 863 E a s t A P P r Carlsbad Village Drive South /Vpproach Note : Left-turn volumes include U-turns. U-turns in bold. Jefferson Street at Carlsbad Viliage Drive Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 4:30 PM to 5:30 PM Page 3 of 3 South Appr (NB) North Appr (SB) West Appr (EB) East/Vppr (WB) Left Thru Right Left Thru Right J^ft_ Thru Right Left Thru Right Lane Config- urations Inside (left) Outside Free-flow 1 1 1 1 1 1 1 1 1 Lane Settings 0 1 0 0 1 0 1 2 0 1 2 0 Capacity 0 2000 0 0 2000 0 1800 4000 0 1800 4000 0 Are the North/South phases split (Y/N)? N Aie the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 5 30 14 135 92 49 30 733 11 26 720 60 Adjusted Hourly Volume 0 49 0 0 276 0 30 744 0 26 780 0 Utilization Factor 0.00 0.02 0.00 0.00 0.14 0.00 0.02 0.19 0.00 0.01 0.20 0.00 Critical Factors 0.00 0.14 0.02 0.20 ICU Ratio = 0.46 LOS = A Turning Movements at Intersection of: Jefferson Street and Carlsbad Village Drive W e s t A P P r Time : 4:30 PM to 6:30 PM Date: 8/2/96 Day : Wednesday Name : T.M. 8c L.M. Totals 1548 Sub- totals 774 774 North Approach 49 I 30 733 11 Subtotals Total 129 5 0 178 396 276 0 92 136 I t North t 30 49 Jefferson Street 120 14 60 720 26 Total Subtotals Sub- totals 806 882 Totals 1688 E a s t A P P r Carisbad Village Drive South Approach Note : Left-turn volumes include U-turns. U-turns in bold. CITY OF CARLSBAD SUMMER 1995 INTERSECTION ANALYSIS SUMMARY Intersection Number: 27 Intersection Location: Carlsbad Village Drive and Harding Street CONTENT PAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and 2 of 3 Turn Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Turn Movement Diagram JHK 8c Associates Turning Movement Count Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Sfi'eet: Harding Street E/W Street: Corlsbod Village Drive File: CB9527.XLS Data Collected by V.P. 8c M.U. Count Date: 8/3/95 Day: Thursday Weather; Clear Traffic Control: Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15AM 2 0 4 12 1 10 1 1 2 0 3 0 34 3 1 8 8 36 7 1 131 3 6:30 AM 0 0 8 18 0 18 0 2 1 0 6 0 50 2 0 9 8 56 6 1 184 1 6:45 AM 6 0 11 11 2 23 0 2 2 0 7 1 48 2 7 7 12 83 2 1 217 10 7:00 AM 1 0 3 11 5 22 0 4 1 0 2 0 65 2 0 12 0 27 6 4 156 9 7:15 AM 2 0 9 12 2 11 0 2 0 0 3 0 60 2 1 9 8 47 8 0 173 3 7:30 AM 4 0 14 16 1 27 0 4 4 0 9 0 64 5 3 9 8 68 1 0 232 4 7:45 AM 4 0 15 25 3 25 0 9-4 0 4 0 100 1 2 10 2 98 3 1 300 6 8:00 AM 4 0 18 18 5 33 2 4 3 1 1 1 98 2 0 13 19 111 12 1 339 7 8:15 AM • 9 0 12 12 1 21 0 2 5 0 4 0 86 10 1 16 2 120 21 0 319 2 8:30 AM * 5 0 10 20 0 23 0 8 2 0 2 0 103 5 4 18 9 101 14 0 320 4 8:45 AM ' 1 0 12 9 4 25 0 3 3 2 4 0 104 4 3 10 11 126 24 2 336 11 9:00 AM " 9 0 20 7 7 23 0 6 3 0 6 0 112 6 0 17 8 116 17 2 349 9 Max. 15 min. 9 0 20 25 7 33 2 9 5 2 9 1 112 10 7 18 19 126 24 4 349 11 Pk. Hr. Vol. 24 0 64 48 12 92 0 19 13 2 16 0 405 25 8 60 30 463 76 4 1324 26 8:00 AM Peak Intersection Traffic in Pk. Hr. = 1324 Peak Hr. Factor 0.95 9:00 AM Hour Intersection Pdstrns in Pk. Hr. 26 3:45 PM 12 0 54 10 7 69 0 6 4 0 16 1 200 6 14 11 13 139 23 2 553 23 4:00 PM 8 0 30 14 9 34 0 9 3 2 5 0 212 12 16 17 9 170 38 6 561 33 4:15 PM 12 0 23 16 6 49 0 15 5 1 11 0 201 6 6 17 9 146 39 3 548 15 4:30 PM 9 0 23 18 4 47 0 11 3 2 8 0 173 4 3 21 15 161 26 0 619 9 4:45 PM 4 0 32 22 8 49 0 14 1 2 7 4 205 11 13 14 6 163 27 0 659 23 5:00 PM * 7 0 31 26 9 46 0 11 2 2 8 1 161 7 5 23 7 216 29 0 575 16 5:15 PM • 11 0 32 28 9 36 0 10 5 1 10 1 206 6 4 34 18 166 43 6 606 20 5:30 PM • 13 0 26 20 4 31 0 19 5 1 6 0 216 7 11 29 14 177 42 0 604 16 5:45 PM • 12 0 23 23 6 52 0 9 3 1 13 1 176 12 7 30 20 187 28 6 588 19 6:00 PM 9 0 20 16 6 62 0 16 7 0 7 2 193 7 11 31 14 169 16 2 549 18 6:16 PM 6 0 19 21 10 33 0 15 3 0 6 2 175 7 8 23 17 165 16 0 498 18 6:30 PM 12 0 19 19 4 41 0 15 4 1 9 0 186 10 2 26 13 138 18 2 509 9 Max. 15 min. 13 0 64 28 10 59 0 19 7 2 15 4 215 12 16 34 20 216 43 6 605 33 Pk. Hr. Vol. 43 0 112 97 27 164 0 49 15 5 37 3 757 32 27 116 59 746 142 12 2372 71 4:45 PM Peak Intersection Traffic in Pk. Hr. = 2372 5:45 PM Hour Intersection Pdstrns in Pk. Hr. = 71 Peak Hr. Factor 0.98 IHarding Street at Carlsbad Village Drive Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 8:00 AM to 9:00 AM Page 2 of 3 South/Vppr (NB) North Appr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config - urations Inside (left) Outside Free-flow 1 1 1 1 1 1 1 Lane Settings 0 1 0 0 1 0 1 2 0 1 2 0 Capacity 0 2000 0 0 2000 0 1800 4000 0 1800 4000 0 /Vre the North/South phases split (Y/N)? N Aie the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 24 54 48 92 19 13 15 405 25 90 463 76 Adjusted Hourly Volume 0 126 0 0 124 0 16 430 0 90 639 0 Utilization Factor 0.00 0.06 0.00 0.00 0.06 0.00 0.01 0.11 0.00 0.05 0.13 0.00 Critical Factors 0.06 0.00 0.11 0.05 ICU Ratio 0.32 LOS = Turning Movements at Intersection of: Harding Street and Carisbad Village Drive W e s t A P P r Time : 8:00 AM to 9:00 AM North Approach Harding Street Date: 8/3/95 Day : Thursday 269 Total Name: V.P. 8c M.U. 124 n 145 Subtotals Sub-13 19 U 92 Sub- Totals 945 totals 500 445 15 405 25 Subtotals Total : t , North 104 24 0 230 64 126 76 463 90 48 30 totals 629 676 Totals 1204 E a s t A P P r Carlsbad Village Drive South /Vpproach Note : Left-turn volumes Include U-turns. U-turns in bold. Harding Street at Caristiad Village Drive Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 4:45 PM to 5:45 PM Page 3 of 3 South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) Left • Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config - urations Inside (left) Outside Free-flow 1 1 1 1 1 1 1 1 1 Lane Settings 0 1 0 0 1 0 1 2 0 1 2 0 Capacity 0 2000 0 0 2000 0 1800 4000 0 1800 4000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 43 112 97 164 49 15 40 757 32 176 746 142 Adjusted Hourly Volume 0 252 0 0 228 0 40 789 0 175 888 0 Utilization Factor 0.00 0.13 0.00 0.00 0.11 0.00 0.02 0.20 0.00 0.10 0.22 0.00 Critical Factors 0.13 0.00 0.20 0.10 ICU Ratio = 0.53 LOS = A Turning Movements at Intersection bf: Harding Street and Carlsbad Village Drive W e s t A P P r Time : 4:45 PM to 5:45 PM Date: 8/3/95 Day : Thursday Name : V.P. 8c M.U. Totals 1636 Sub- totals 807 829 North Approach 15 40 757 32 Subtotals Total 197 North A *1 43 t 112 0 262 449 Harding Street 619 228 0 49 164 I ^ t • 291 142 746 175 59 Total Subtotals Sub- totals 1063 Totals 2140 1077 Carlsbad Village Drive E a s t A P P r South Approach Note : Left-turn volumes include U-turns. U-turns in bold. CITY OF CARLSBAD SUMMER 1995 INTERSECTION ANALYSIS SUMMARY Intersection Number: 28 Intersection Location: Poinsettia Lane and Batiquitos Drive CONTENT PAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. LOS Analysis (HCM Delay Method) 2 of 3 P.M. LOS Analysis (HCM Delay Method) 3 of 3 JHK 8c Associates Turning Movement Count Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Street: Batiquitos Drive E/W Street: Poinsettia Lane File: CB9528.XLS Data Collected by S.S. 8c L.A. Count Date: 8/8/95 Day: Thursday Weather: Clear Traffic Control: Unsignalized End of 15 min. prd. South /Vpproach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Tm Thru Right Peds Vehicles Peds 6:15 AM 9 0 0 0 2 4 0 0 8 0 2 0 18 1 0 1 0 99 4 1 146 3 6:30 AM 18 0 0 1 0 3 0 1 15 0 2 0 35 3 1 2 0 88 7 0 176 1 6:46 AM 19 0 1 1 1 7 0 1 16 0 3 0 68 4 1 0 0 76 5 0 200 2 7:00 AM " 11 0 0 0 0 6 0 0 21 0 5 0 81 10 1 1 0 68 9 0 212 1 7:15 AM • 34 0 0 1 1 5 0 1 11 1 8 0 63 9 1 0 0 62 6 1 190 4 7:30 AM " 23 0 0 0 0 4 0 1 16 0 6 0 70 8 0 0 0 66 5 0 198 0 7:45 AM ' 22 1 0 1 1 6 0 0 8 0 5 1 76 10 2 2 0 66 13 1 211 4 8:00 AM 24 0 1 3 2 4 0 1 13 0 10 1 66 12 1 1 0 67 9 0 192 3 8:15 AM 17 0 0 0 3 2 0 1 5 0 3 0 45 13 0 2 0 69 9 1 166 4 8:30 AM 23 0 1 2 0 4 0 2 11 0 5 1 40 8 4 2 0 57 7 1 163 5 8:45 AM 29 0 1 0 0 9 0 3 14 0 5 0 40 7 0 1 0 59 5 1 173 1 9:00 AM 27 0 1 2 1 1 0 1 9 0 8 1 75 10 3 1 0 70 10 2 216 6 Max. 15 min. 34 1 1 3 3 9 0 3 21 1 10 1 81 13 4 2 0 99 13 2 216 6 Pk. Hr. Vol. 90 1 0 2 2 21 0 2 56 1 23 1 280 37 4 3 0 262 33 2 811 9 6:45 AM Peak Intersection Traffic In Pk. Hr. = 811 Peak Hr. Factor 0.94 7:46 AM Hour Intersection Pdstrns in Pk. Hr. = 9 3:46 PM 12 0 1 3 0 1 0 0 9 1 16 2 82 20 0 0 1 19 0 1 166 2 4:00 PM 20 0 4 2 0 1 0 0 14 3 17 1 70 23 4 1 0 35 1 3 189 10 4:15 PM 15 0 1 1 0 3 0 1 18 0 24 2 78 23 0 0 0 45 1 0 212 0 4:30 PM 21 0 1 0 2 2 0 1 9 2 28 2 89 40 0 1 0 49 0 0 243 4 4:46 PM 16 0 3 0 0 3 0 0 18 2 20 0 72 19 3 0 0 46 0 1 197 6 5:00 PM 9 0 0 0 0 3 0 0 13 2 16 2 80 26 0 1 0 65 2 3 216 5 5:15 PM • 16 0 0 0 0 6 0 0 22 2 18 1 130 22 1 1 0 72 0 2 288 6 5:30 PM • 18 0 0 1 0 4 0 0 25 0 26 0 112 32 2 0 0 74 2 4 293 6 5:45 PM • 20 0 0 1 0 2 0 0 10 0 22 1 118 28 0 0 0 47 1 0 250 0 6:00 PM • 13 0 3 1 1 5 0 1 16 1 18 1 80 29 0 0 0 67 2 0 236 2 6:15 PM 24 0 1 2 0 3 0 1 21 1 29 0 109 27 1 0 0 46 2 0 265 2 6:30 PM 11 0 0 2 1 5 0 0 5 0 29 0 88 37 0 2 0 59 2 1 240 2 Max. 15 min. 24 0 4 3 2 6 0 1 25 3 29 2 130 40 4 2 1 74 2 4 293 10 Pk. Hr, Vol. 67 0 3 3 1 17 0 1 73 3 83 3 440 111 3 1 0 260 5 6 1067 13 5:00 PM Peak Intersection Traffic in Pk. Hr. =1067 6:00 PM Hour Intersection Pdstrns in Pk. Hr. = 13 Peak Hr. Factor 0.91 JHK & Associates - San Diego Intersection; Poinsettia Lane & Batiquitos Drive City / State: Carlsbacd, California Date: 8/8/95 Analysis Period: AM Peak Analyst: UM Proj No: 60071 Filename: 5awsc28a.xls APPROACH VOLUMES Approach LT TH RT Total PHF EB 23 280 37 340 0.89 WB 3 262 33 298 0.92 NB 90 0 2 92 0.66 SB 21 2 56 79 0.73 NUMBER OF APPROACH U\NES Approach LT TH RT Total EB 1 2 0 3 WB 1 2 0 3 NB 1 1 1 3 SB 1 1 1 3 SUMMARY OF THE RESULTS Approach EB WB NB SB Delay (seconds) 5.5 4.5 2.4 5.3 Capacity 855 819 608 248 LOS B A A B Intersection Total Delay: 4.3 Intersection Level of Service: A seconds JHK & Associates - Son Diego Intersection: Poinsettia Lane & Batiquitos Drive City / State: Carlsbad, California Date: 8/8/95 /^alysis Period: PM Peak Analyst: UM Proj No: 60071 Filename: 5awsc28p.xls APPROACH VOLUMES Approach LT TH RT Total PHF EB 83 440 111 634 0.93 WB 1 260 5 266 0.88 NB 67 3 3 73 0.87 SB 17 1 73 91 0.78 NUMBER OF APPROACH L^VNES Approach LT TH RT Total EB 1 2 0 3 WB 1 2 0 3 NB 1 1 1 3 SB 1 1 1 3 SUMMARY OFTHE RESULTS Approach EB WB NB SB Delay (seconds) 11.6 3.3 1.8 10.7 Capacity 1054 951 554 188 LOS C A A C Intersection Total Delay: 8.7 Intersection Level of Service: B seconds CITY OF CARLSBAD SUMMER 1995 INTERSECTION ANALYSIS SUMMARY Intersection Number: 2 9 Intersection Location: Poinsettia Lane and Paseo Del Norte CONTENT PAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and 2 of 3 Turn Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Turn Movement Diagram JHK 8c /Vssociates Turning Movement Count Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Street: Paseo Del Norte E/W Street: Poinsettia Lane File: CB9529.XLS Data Collected by B.T 8c S.M. Count Date: 8/29/95 Day: Tuesday Weather: Clear Trafflc Control: Signalized End of 15 min. prd. South Approach (NB) North /Vpproach (SB) West Approach (EB) East Approach (WB) 15 min Total Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 2 0 2 0 0 2 0 0 15 2 6 0 24 1 0 0 0 55 5 0 111 2 6:30 AM 4 0 0 0 1 9 0 0 37 0 4 0 36 2 1 0 0 69 5 1 156 3 6:46 AM 9 0 0 0 1 7 0 0 35 0 11 0 68 0 4 0 0 92 6 0 227 6 7:00 AM 7 0 1 0 0 9 0 0 35 1 14 0 103 0 0 1 0 104 9 0 283 1 7:15 AM 7 0 1 1 2 9 0 0 47 1 11 0 67 2 I 1 0 104 . 15 0 265 4 7:30 AM ' 9 0 3 2 3 8 0 1 67 0 19 0 66 2 1 0 0 109 11 1 287 6 7:45 AM ' 10 0 1 0 0 11 0 2 44 1 17 0 60 1 2 1 0 116 12 1 276 4 8:00 AM • 12 0 3 1 0 7 0 1 42 1 38 0 69 3 1 0 0 119 13 0 308 2 8:15 AM • 9 0 4 2 1 7 0 2 39 0 26 0 66 5 2 2 0 114 18 0 294 3 8:30 AM 11 0 2 1 0 8 0 1 42 0 17 0 49 3 3 2 0 113 11 0 260 3 8:45 AM 4 0 3 3 1 17 0 0 31 0 21 0 68 3 1 0 0 96 23 0 269 2 9:00 AM 3 0 2 2 1 10 0 0 28 0 22 0 68 3 2 0 0 99 20 0 247 3 Max. 15 min. 12 0 4 3 3 17 0 2 67 2 38 0 103 5 4 2 0 119 23 1 308 5 Pk. Hr.Vol. 40 0 11 5 4 33 0 6 192 2 100 0 261 11 6 3 0 458 54 2 1164 14 7:15 AM Peak Intersection Traffic in Pk. Hr. = 1164 Peak Hr, , Factor 0.94 8:16 AM Hour Intersection Pdstrns in Pk. Hr. = 14 3:45 PM 6 0 2 2 1 10 0 2 25 0 41 0 80 4 0 2 0 120 22 0 316 1 4:00 PM 4 0 1 1 1 18 0 4 24 0 46 0 84 16 2 2 0 116 16 0 331 3 4:15 PM 2 0 0 0 0 23 0 4 32 0 44 0 86 6 0 0 0 110 14 0 319 0 4:30 PM 4 0 2 6 0 24 0 5 35 0 53 0 96 12 0 2 0 84 12 0 336 0 4:45 PM 6 0 6 3 0 22 0 3 36 0 67 0 88 17 0 1 0 74 13 0 335 0 5:00 PM 1 0 7 2 0 26 0 6 33 0 63 0 77 17 0 0 0 76 16 0 314 0 5:15 PM • 5 0 I 2 0 22 0 8 45 0 63 1 127 12 0 0 0 77 14 0 367 0 6:30 PM • 4 0 3 0 0 23 0 5 39 0 66 0 127 18 0 0 0 72 11 0 357 0 6:45 PM • 11 0 3 2 0 32 0 7 22 0 74 1 106 10 0 1 1 88 9 0 367 0 6:00 PM • 6 0 6 2 0 22 0 5 39 0 66 0 143 10 0 1 1 76 19 0 396 0 6:15 PM 5 0 2 0 0 22 0 6 41 0 64 0 107 8 0 0 0 85 26 0 355 0 6:30 PM 4 0 0 1 0 15 0 0 41 0 65 0 131 7 0 0 0 59 15 0 338 0 Max. 16 min. 11 0 7 6 1 32 0 8 45 0 74 1 143 18 2 2 1 120 26 0 396 3 Pk. Hr. Vol. 26 0 13 6 0 99 0 25 145 0 248 2 503 50 0 2 2 313 53 0 1487 0 Peak Hr. Factor 0.94 6:00 PM Hour Intersection Pdstrns in Pk. Hr. = 0 Paseo Del Norte at Poinsettia Lane Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period 7:16 AM to 8:16 AM Page 2 of 3 South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config - urations Inside (left) Outside Free-flow Lane Settings 1 1 0 1 1 0 2 2 1 1 2 0 Capacity 1800 2000 0 1800 2000 0 3240 4000 1800 1800 4000 0 Aie the North/South phases split (Y/N)? N Are the East/West phases spirt (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 40 11 5 33 6 192 100 251 11 3 458 54 Adjusted Hourly Volume 40 16 0 33 198 0 100 251 11 3 512 0 Utilization Factor 0.02 0.01 0.00 0.02 0.10 0.00 0.03 0.06 0.01 0.00 0.13 0.00 Critical Factors 0.02 0.10 0.03 0.13 ICU Ratio = 0.38 LOS = A Turning Movements at Intersection of: Paseo Del Norte and Poinsettia Lane W e s t A P P r Time : 7:15 AM to 8:15 AM Date : 8/29/95 Day : Tuesday Name : B.T 8c S.M. Totals 1062 Sub- totals 690 362 North Approach 192 100 251 11 Subtotals Total 20 40 0 76 231 6 396 0 33 11. 66 Paseo Del Norte 165 t North 54 458 3 Total Subtotals Sub- totals 515 289 Totals 804 Poinsettia Lane 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 Pk. Hr. Time Period : 5:00 PM to 6:00 PM Page 3 of 3 South Appr (NB) North/Vppr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right J^gft_ Thru Right Left Thru Right Lane Config - urations Inside (left) Outside Free-flow 1 2 3 4 5 6 7 1 1 1 1 1 Lane Settings 1 1 0 1 1 0 2 2 1 1 2 0 Capacity 1800 2000 0 1800 2000 0 3240 4000 1800 1800 4000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 26 13 6 99 25 145 250 503 50 4 313 63 Adjusted Hourly Volume 26 19 0 99 170 0 260 603 60 4 366 0 Utilization Factor 0.01 0.01 0.00 0.06 0.09 0.00 0.08 0.13 0.03 0.00 0.09 0.00 Crrtical Factors 0.01 0.09 0.08 0.09 ICU Ratio = 0.37 LOS = A Turning Movements at Intersection of: Paseo Del Norte and Poinsettia Lane Time : 6:00 PM to 6:00 PM North Approach Paseo Del Norte Date: 8/29/96 Day : Tuesday 683 Total Name: B.T 8c S.M. 269 fl 314 Subtotals Sub-145 25 u 99 Sub- w e s t A P P r Totals 1289 totals 486 803 250 503 50 ^ \x North ^ 63 313 4 Subtotals Total 77 26 0 122 13 46 totals 370 610 Poinsettia Lane Totals 980 E a s t A P P r South Approach Note : Left-turn volumes include U-turns. U-turns in bold. CITY OF CARLSBAD SUMMER 1995 INTERSECTION ANALYSIS SUMMARY Intersection Number: 30 Intersection Location: Poinsettia Lane and Avenida Encinas CONTENT PAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and 2 of 3 Turn Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Turn Movement Diagram JHK 8c Associates Turning Movement Count/Vnalysis Page 1 of 3 City: Carlsbad Intersection of: N/S Sfi-eet: Avenida Encinas E/W Stieet; Poinsettia Lane File: CB9530.XLS Data Collected by D.W. 8c V.P. Count Date: 8/8/94 Day: Tuesday Weather: Clear Traffic Control: Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 5 0 1 10 0 3 0 4 2 0 1 0 4 1 0 12 0 25 5 2 73 2 6:30 AM 1 0 9 12 0 5 0 0 5 0 2 0 5 3 0 22 0 29 15 0 108 0 6:45 AM 5 0 3 8 0 6 0 1 1 0 2 0 6 2 0 29 0 66 28 0 146 0 7:00 AM 10 0 1 16 1 9 0 5 3 0 0 0 14 12 0 32 0 60 27 1 179 2 7:16 AM 7 0 4 16 0 5 0 3 5 0 5 0 11 1 0 22 0 67 11 1 147 1 7:30 AM 5 0 1 22 1 13 0 8 7 0 5 0 19 3 1 26 0 69 33 0 210 2 7:45 AM 12 0 3 31 0 15 0 1 7 0 3 0 14 6 0 32 0 58 28 0 210 0 8:00 AM 17 0 6 22 1 13 0 7 8 0 2 0 10 12 0 47 0 67 46 0 256 1 8:16 AM • 16 0 6 31 1 10 0 4 4 0 2 0 16 14 0 35 0 45 26 0 207 1 8:30 AM " 13 0 7 46 3 16 0 7 4 0 5 0 16 11 1 67 0 68 35 0 284 4 8:46 AM " 12 0 6 34 1 8 0 8 8 1 5 0 19 9 3 76 0 70 30 0 286 5 9:00 AM • 20 0 8 35 1 12 0 4 5 0 6 0 23 14 4 62 0 78 41 0 308 5 Max. 15 min. 20 0 9 46 3 16 0 8 8 1 6 0 23 14 4 76 0 78 45 2 308 6 Pk. Hr. Vol. 60 0 26 146 6 46 0 23 21 1 18 0 73 48 8 240 0 251 132 0 1084 16 8:00 AM Peak Intersection Traffic in Pk. Hr. = 1084 Peak Hr. Factor 0.88 9:00 AM Hour Intersection Pdstrns in Pk. Hr. = 15 3:45 PM 28 0 12 74 1 26 0 21 13 0 11 0 29 30 0 72 0 42 29 0 387 1 4:00 PM 45 0 15 70 0 20 0 9 13 0 6 0 21 26 3 86 0. 42 25 0 377 3 4:16 PM 28 0 10 67 1 22 0 8 10 0 11 0 37 27 0 84 0 33 26 0 362 1 4:30 PM • 30 2 9 69 1 28 0 16 10 0 3 0 43 30 0 116 0 56 29 0 440 1 4:45 PM • 30 1 15 92 1 32 0 16 9 0 2 0 37 42 1 64 0 50 22 0 411 2 5:00 PM • 42 0 13 103 0 30 0 13 10 0 3 0 27 36 2 70 0 47 31 0 425 2 5:16 PM • 39 0 10 81 0 46 0 15 10 0 3 0 49 22 0 61 0 44 28 0 408 0 6:30 PM 29 0 7 73 0 18 0 19 8 0 6 0 40 30 0 62 0 53 23 1 368 1 6:46 PM 41 0 6 86 0 20 0 11 20 0 13 0 45 30 3 73 0 60 28 0 432 3 6:00 PM 40 0 6 79 0 14 0 16 3 0 9 0 23 27 0 57 0 45 28 0 347 0 6:16 PM 20 1 8 80 2 17 0 11 9 0 5 0 39 29 4 72 0 48 13 0 352 6 6:30 PM 29 0 11 62 5 20 0 9 5 0 4 0 34 24 2 59 0 40 12 0 309 7 Max. 15 min. Pk. Hr. Vol. 45 141 2 3 15 47 103 345 5 2 46 136 0 0 21 68 20 39 0 0 13 11 0 0 49 156 42 130 4 3 116 311 0 0 60 197 31 110 1 0 440 1684 7 5 4:15 PM Peak Intersection Traffic in Pk. Hr. =1684 5:15 PM Hour Intersection Pdstrns in Pk. Hr. = 6 Peak Hr. Factor 0.96 Avenida Encinas at Poinsettia Lane Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 8:00 AM to 9:00 AM Page 2 of 3 South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config - urations Inside (left) Outside Free-flow 1 2 3 4 5 6 7 1 1 1 1 1 Lone Settings 1 1 1 0 1 0 1 3 0 2 2 1 Capacity 1800 2000 1800 0 . 2000 0 1800 6000 0 3240 4000 1800 Are the North/South phases split (Y/N)? Y Ase the East/West phases split (Y/N)? N Efflciency Lost Factor 0.10 Hourly Volume 60 26 146 46 23 21 18 73 48 240 251 132 Adjusted Hourly Volume 60 26 146 0 90 0 18 121 0 240 251 132 Utilization Factor 0.03 0.01 0.08 0.00 0.05 0.00 0.01 0.02 0.00 0.07 0.06 0.07 Critical Factors 0.08 0.05 0.02 0.07 ICU Ratio = 0.32 LOS = A Turning Movements at Intersection bf: Avenida EncirKis and Poinsettia Lane W e s t A P P r Time : 8:00 AM to 9:00 AM North Approach Avenida Encinas Date : : 8/8/94 Day : : Tuesday 266 Total Name : D.W, 8c V.P. 90 A 176 Subtotals Sub-21 23 U 46 Sub- Totals 471 totals 332 139 18 73 48 Subtotals Total t 311 North • *] 60 t 26 0 232 543 ^ 132 261 ^ 240 totals 623 265 Totals 888 Poinsettia Lane E a s t A P P r South Approach Note : Left-turn volumes include U-turns. U-turns in bold. Avenida Encinas at Poinsettia Lane Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 4:16 PM to 5:15 PM South Appr (NB) North Appr (SB) West Appr (EB) Page 3 of 3 East Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config - urations Inside (left) Outside Free-flow Lane Settings 1 1 1 Capacity 1800 2000 1800 Aie the North/South phases split (Y/N)? Y Ase the East/West phases split (Y/N)7 N 1 2000 1 3 1800 6000 0 2 2 1 0 3240 4000 1800 Efficiency Lost Factor 0.10 Hourly Volume 144 47 345 136 68 39 11 166 130 3ri 197 110 Adjusted Hourly Volume 144 47 345 0 233 0 11 286 0 311 197 110 Utilization Factor 0.08 0.02 0.19 0.00 0.12 0.00 0.01 0.05 0.00 0.10 0.05 0.06 Critical Factors 0.19 0.12 0.05 0.10 ICU Ratio = 0.66 LOS = A Turning Movements cat Intersection bf: Avenida Encinas and Poinsettia Lane Time : 4:15 PM to 5:15 PM Date: 8/8/94 Day: Tuesday Name : D.W. 8c V.P. North Approach 233 401 Avenida Encinas 168 Total Subtotals W e s t A P P r Totals 674 Sub- totals 377 297 39 58 136 11 156 130 Subtotals Total t North ^ t r 144 47 345 3 502 536 1038 110 197 311 Sub- totals 618 637 Totals 1256 Poinsettia Lane E a s t A P P r South /Vpproach Note : Left-turn volumes include U-turns. U-turns in bold. CITY OF CARLSBAD SUMMER 1995 INTERSECTION ANALYSIS SUMMARY Intersection Number: 31 Intersection Location: Tamarack Avenue and Carlsbad Village Drive CONTENT PAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. LOS Analysis (HCM Method) 2 of 3 P.M. LOS Analysis (HCM Method) 3 of 3 JHK 8c /Vssociates Turning Movement Count Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Street: Tamarack Avenue E/W Street: Carlsbad Village Drive File: CB9631.XLS Data Collected by T.M. 8c M.H. Count Date: 7/26/95 Day: Wednesday Weather: Clear Traffic Control: Unsignalized End of 16 min. prd. South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 16 min Total Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 4 0 1 0 0 0 0 4 6 0 2 0 1 1 3 0 0 4 0 1 22 4 6:30 AM 5 0 1 0 0 1 0 9 6 0 0 0 0 3 1 1 0 7 0 0 33 1 6:45 AM 6 0 0 0 0 0 0 6 16 0 1 0 0 8 0 3 0 7 0 0 45 0 7:00 AM 5 0 4 0 0 0 0 12 10 0 1 0 0 0 0 3 0 15 0 2 60 2 7:15 AM 3 0 1 0 0 0 0 10 11 0 3 0 3 6 6 6 0 11 0 0 63 6 7:30 AM ' 7 0 0 0 0 0 0 11 12 1 4 0 1 7 0 4 0 9 0 0 55 1 7:45 AM ' 11 0 4 3 0 0 0 16 16 0 2 0 2 9 0 3 0 23 0 0 87 0 8:00 AM • 16 0 4 2 1 1 0 14 8 1 3 0 4 16 0 6 0 13 0 1 86 3 8:15 AM • 6 0 5 1 0 1 0 16 7 0 6 0 8 18 1 2 0 8 0 0 78 1 8:30 AM 7 0 1 4 1 0 0 6 10 0 1 0 9 7 1 4 0 5 1 0 64 2 8:45 AM 3 0 5 2 0 0 0 8 12 1 3 0 2 7 0 5 0 14 0 0 61 1 9:00 AM 15 0 2 1 0 0 0 6 12 0 3 0 4 6 2 4 0 14 1 0 68 2 Max. 15 min. 16 0 6 4 1 1 0 16 15 1 6 0 9 18 6 6 0 23 1 2 87 6 Pk. Hr. Vol. 40 0 13 6 1 2 0 56 42 2 16 0 16 49 1 16 0 53 0 1 306 6 7:15 AM Peak Intersecfion Traffic in Pk. Hr. = 306 Peak Hr. Factor 0.88 8:15 AM Hour Intersection Pdstrns in Pk. Hr, = 5 3:45 PM 7 0 6 3 0 0 0 6 6 0 8 0 12 12 0 4 0 14 3 2 80 2 4:00 PM 9 0 4 3 0 0 0 1 9 0 9 0 18 10 2 4 0 11 1 0 79 2 4:16 PM 14 0 9 6 0 0 0 4 10 0 7 0 14 10 0 1 0 19 3 0 97 0 4:30 PM 9 0 3 4 3 1 0 4 6 0 14 0 8 11 1 0 0 16 1 0 76 4 4:45 PM 7 0 13 6 0 0 0 4 6 0 16 0 18 6 0 2 0 10 1 1 87 1 6:00 PM 15 0 7 3 2 0 0 6 7 1 11 0 19 11 1 2 0 11 0 2 91 6 6:15 PM • 9 1 9 6 1 1 0 5 6 0 24 0 19 21 0 1 0 12 0 0 114 1 5:30 PM • 12 0 21 9 0 1 0 4 7 1 12 0 23 8 1 2 0 12 2 0 113 2 5:45 PM • 9 0 8 8 3 0 0 2 6 0 12 0 26 7 2 6 0 10 1 2 94 7 6:00 PM • 13 0 7 8 0 0 0 10 6 0 18 0 22 10 0 2 0 15 1 0 112 0 6:15 PM 16 0 15 4 0 0 0 3 4 0 16 0 18 10 1 1 0 22 1 1 110 2 6:30 PM 8 0 12 10 0 0 0 3 2 0 10 0 13 6 1 0 0 8 1 0 73 1 Max. 15 min. 16 1 21 10 3 1 0 10 10 1 24 0 26 21 2 6 0 22 3 2 114 7 Pk. Hr. Vol. 43 1 46 31 4 2 0 21 25 1 66 0 90 46 3 10 0 49 4 2 433 10 5:00 PM Peak Intersection Traffic in Pk. Hr. = 433 6:00 PM Hour Intersection Pdstrns in Pk. Hr. = 10 Peak Hr. Factor 0.96 JHK & Associates - San Diego Intersection; Tamarack Avenue & Carlsbad Village Drive City / State: Carlsbad, California Date: 7/26/95 Analysis Period: AM Peak Analyst: UM Proj No; 50028 Filename; awsc32a.xls APPROACH VOLUMES Approach LT TH RT Total PHF EB 15 15 49 79 0.62 WB 15 53 0 68 0.65 NB 40 13 6 59 0,67 SB 2 56 42 100 0.83 DF APPROACH L'VNES Approach LT TH RT Total EB 1 1 0 2 WB 0 1 0 1 NB 1 1 1 3 SB 0 1 0 1 SUMMARY OF THE RESULTS Approach EB WB NB SB Delay (seconds) 2.0 2.2 1.4 14.6 Capacity 687 506 1012 170 LOS A A A B Intersection Total Delay; 5.4 Intersection Level of Service: B seconds JHK & Associates - San Diego Intersection: Tamarack Avenue & Carlsbad Village Drive City / State: Carlsbad, California Date: 7/26/95 Analysis Period: PM Peak Analyst: UM Proj No: 60071 Filename: 5awsc3lp.xls APPROACH VOLUMES Approach LT TH RT Total PHF EB 66 90 46 202 0,79 WB 10 49 4 63 0,88 NB 43 45 31 119 0,71 SB 2 21 25 48 0,75 NUMBER OF APPROACH L^NES Approach LT TH RT Total EB 1 1 0 2 WB 0 1 0 1 NB 1 1 1 3 SB 0 1 0 1 SUMMARY OF THE RESULTS Approach EB WB NB SB Delay (seconds) 3,2 1,9 2.0 5,8 Capacity 832 412 940 138 LOS A A A A Intersection Total Delay: 3.0 Intersection Level of Service: A seconds CITY OF CARLSBAD SUMMER 1995 INTERSECTION ANALYSIS SUMMARY Intersection Number: 32 Intersection Location: Alga Road and El Fuerte Street CONTENT PAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. LOS Analysis (HCM Method) 2 of 3 P.M. LOS Analysis (HCM Method) 3 of 3 JHK 8c Associates Turning Movement Count Analysis Page 1 of 3 City; Carlsbad Intersection of: N/S Street: El Fuerte Street E/W Street: Alga Road File; CB9632.XLS Data Collected by C.I. 8c LM. Count Date: 7/13/96 Day; Wednesday Weather: Sunny Traffic Control: Unsignalized South Approach (NB) North /Vpproach (SB) West /Vpproach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 5 0 4 9 0 4 0 2 8 0 0 0 20 1 3 3 0 37 0 0 93 3 6:30 AM 5 0 0 4 0 4 0 0 4 0 0 0 24 0 0 0 0 41 1 0 83 0 6:46 AM 6 0 2 13 0 10 0 3 18 0 1 0 22 1 1 4 0 61 2 1 143 2 7:00 AM 12 0 3 22 1 7 0 4 17 3 2 0 39 1 1 8 0 67 1 2 183 7 7:15 AM 5 0 3 11 0 6 0 2 10 1 0 0 31 5 0 12 0 53 2 0 140 1 7:30 AM 8 0 6 40 0 16 0 3 17 2 0 0 38 1 0 21 0 77 5 0 231 2 7:46 AM " 12 0 4 29 0 18 0 4 19 0 2 0 63 5 1 23 0 72 4 1 255 2 8.00 AM • 8 0 0 20 1 1 0 6 3 0 0 0 61 5 2 40 0 74 1 1 209 4 8:16 AM • 8 0 6 70 1 4 0 11 10 0 1 0 63 12 3 80 0 81 5 0 351 4 8:30 AM * 10 0 5 52 0 7 0 9 10 1 4 0 51 8 1 70 0 77 4 1 307 3 8:45 AM 8 0 4 32 2 11 0 4 16 4 1 0 32 4 1 10 0 57 2 1 181 8 9:00 AM 6 0 10 19 1 7 0 6 11 0 5 0 48 5 1 13 0 70 4 3 204 5 Max. 16 min. 12 0 10 70 2 18 0 11 19 4 5 0 63 12 3 80 0 81 5 3 351 8 Pk. Hr. Vol, 38 0 16 171 2 30 0 30 42 1 7 0 228 30 7 213 0 304 14 3 1122 13 7:30 AM Peak Intersection Traffic in Pk. Hr. = 1122 Peak Hr. Factor 0.80 8:30 AM Hour Intersection Pdstrns in Pk. Hr. = 13 3:45 PM 6 0 5 26 0 8 0 4 16 1 18 0 92 2 0 15 0 68 6 0 265 1 4:00 PM 4 -0 1 19 1 7 0 1 9 0 16 0 65 8 1 13 0 53 8 1 203 3 4:15 PM 5 0 2 23 0 9 0 1 6 2 12 0 76 13 0 17 0 70 5 0 239 2 4:30 PM 2 0 1 10 1 11 0 3 8 1 18 0 82 8 1 30 0 71 7 2 251 6 4:46 PM 1 0 2 21 2 10 0 2 12 0 18 0 92 7 2 16 0 76 5 1 262 5 5:00 PM 2 0 2 21 0 5 0 1 4 0 20 0 45 8 0 25 0 62 11 0 206 0 6:16 PM • 5 0 3 17 0 14 0 2 13 0 24 0 72 16 2 34 0 66 13 3 279 5 5:30 PM " 1 0 1 15 0 5 0 1 10 0 34 0 81 12 1 24 0 69 15 0 268 1 5:45 PM " 11 0 9 45 1 10 0 4 11 2 20 0 68 12 0 32 0 87 11 1 320 4 6:00 PM • 0 0 5 19 0 6 0 2 9 1 23 0 63 13 1 27 0 71 13 1 251 3 6:15 PM 6 0 2 23 0 8 0 2 16 3 22 0 69 5 2 31 0 68 16 1 268 6 6:30 PM 2 0 4 16 0 8 0 2 7 0 14 0 66 5 0 15 0 42 8 0 179 0 Max. 16 min. 11 0 9 45 2 14 0 4 16 3 34 0 92 16 2 34 0 87 16 3 320 6 Pk. Hr. Vol. 17 0 18 96 1 36 0 9 43 3 101 0 284 63 4 117 0 283 52 6 1108 13 6:00 PM Peak Intersection Traflic in Pk. Hr, = 1108 Peak Hr. Factor 0,87 6:00 PM Hour Intersection Pdstrns in Pk. Hr. 13 JHK & Associates - San Diego Intersection; City / State: Date: 7/13/95 Analysis Period; AM Peak Alga Road & El Fuerte Street Carlsbad, California Analyst; UM Proj No: 60071 Filename; 5awsc32a.xls APPROACH VOLUMES Approach LT TH RT Total PHF EB 7 228 30 265 0.87 WB 213 304 14 531 0.80 NB 38 15 171 224 0.67 SB 30 30 42 102 0.62 NUMBER OF APPROACH LANES Approach LT TH RT Total EB 1 2 0 3 WB 1 2 0 3 NB 0 2 0 2 SB 0 2 0 2 SUMMARY OF THE RESULTS Approach EB WB NB SB Delay (seconds) 41 12.5 17.0 3.6 Intersection Total Delay: Intersection Level of Service; Capacity 819 998 448 485 10.6 seconds C LOS A C C A JHK & Associates - San Diego Intersection: Alga Road & El Fuerte Street City / State: Carlsbad, California Date: 7/13/95 Analysis Period: PM Peak Analyst; UM Proj No: 60071 Filename: 5awsc32p.xiE APPROACH VOLUMES Approach LT TH RT Total PHF EB 101 284 53 438 0.86 WB 117 283 52 452 0.87 NB 17 18 96 131 0,50 SB 35 9 43 87 0,75 DF APPROACH LAYNES Approach LT TH RT Total EB 1 2 0 3 WB 1 2 0 3 NB 0 2 0 2 SB 0 2 0 2 SUMMARY OF THE RESULTS Approach EB WB NB SB Delay (seconds) 7,8 7.9 12.5 2,8 Intersection Total Delay: 8.0 Intersection Level of Service: B Capacity 942 953 395 434 seconds LOS B B C A CITY OF CARLSBAD SUMMER 1995 INTERSECTION ANALYSIS SUMMARY Intersection Number: 33 Intersection Location: Grand Avenue and State Street CONTENT PAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and 2 of 3 Turn Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Turn Movement Diagram JHK 8c /Vssociates Turning Movement Count Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Street: State Street E/W Street: Grand Avenue File: CB9533.XLS Data Collected by D.W. 8c L.M. Count Date; 8/1/95 Day: Tuesday Weather: Clear Traffic Control: Signalized End of 15 min. prd. South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 6 0 8 0 3 1 0 4 3 0 3 0 5 1 0 1 0 15 5 2 52 6 6:30 AM 3 0 9 1 0 2 0 9 0 0 0 0 6 2 0 4 2 19 2 2 59 2 6:46 AM 3 0 16 0 1 2 0 12 5 0 0 0 16 2 3 1 0 36 6 4 98 8 7:00 AM 0 0 18 1 0 2 0 6 8 0 1 0 17 -1 3 3 1 33 4 1 95 4 7:15AM 2 0 13 2 0 6 0 8 4 0 5 0 13 2 2 3 0 26 7 9 91 11 7:30 AM 2 0 10 2 0 6 0 16 4 0 3 0 11 2 0 5 0 27 14 1 102 1 7:45 AM 5 0 16 6 0 0 0 13 4 1 2 0 16 6 4 3 0 32 9 7 112 12 8:00 AM 3 0 21 2 2 6 0 26 10 1 6 0 22 7 2 6 1 39 8 0 156 6 8:15 AM • 3 0 16 1 3 8 0 20 7 1 9 0 27 2 5 6 1 33 5 0 137 9 8:30 AM " 6 0 24 4 0 10 0 25 7 1 4 0 22 5 0 5 1 28 5 11 146 12 8:45 AM " 3 0 17 6 0 4 0 13 11 3 6 0 28 3 0 6 0 30 17 4 144 7 9:00 AM • 3 0 21 9 2 16 0 17 5 0 16 0 33 3 3 8 0 27 13 5 169 10 Max. 16 min. 6 0 24 9 3 15 0 26 11 3 16 0 33 7 5 8 2 39 17 11 169 12 Pk. Hr. Vol. 16 0 78 20 5 37 0 75 30 5 34 0 110 13 8 24 2 118 40 20 596 38 8:00 AM Peak Intersection Traffic in Pk. Hr. = 596 Peak Hr. Factor 0.88 9:00 AM Hour Intersection Pdstrns in Pk. Hr. 38 3:46 PM 3 0 33 6 11 7 0 46 11 9 5 0 39 9 17 13 1 39 22 13 234 60 4:00 PM 2 0 32 16 19 14 0 26 19 11 6 0 41 7 9 12 0 39 21 5 235 44 4:16 PM 4 0 41 12 16 12 0 28 16 1 13 0 43 14 12 10 1 44 15 7 263 36 4:30 PM • 4 0 37 11 13 15 0 46 13 18 12 0 66 4 19 10 0 60 21 7 299 67 4:45 PM • 4 0 23 15 3 12 0 34 9 6 14 0 61 8 5 8 0 43 22 3 263 17 5:00 PM • 4 0 26 13 11 13 0 41 12 7 9 0 8 3 7 13 0 61 17 6 220 31 5:15 PM • 6 0 47 11 15 20 0 46 12 9 7 0 88 9 23 10 1 61 15 13 333 60 5:30 PM 4 0 36 8 16 8 0 37 9 4 9 0 54 16 14 6 0 51 16 11 253 46 5:45 PM 1 0 25 10 6 11 0 45 17 8 9 0 45 15 9 6 0 44 16 6 244 29 6:00 PM 1 0 29 10 22 15 0 24 6 8 7 0 49 14 7 7 0 44 16 12 222 49 6:15 PM 7 0 20 14 3 11 0 18 13 4 8 0 49 8 8 8 1 49 12 7 218 22 6:30 PM 3 0 20 11 1 8 0 28 16 2 6 0 54 10 5 7 0 36 13 1 211 9 Max. 16 min. 7 0 47 16 22 20 0 46 19 18 14 0 88 16 23 13 1 61 22 13 333 60 Pk. Hr. Vol. 18 0 133 50 42 60 0 167 46 40 42 0 223 24 54 41 1 225 76 29 1105 165 Peak Hr. Factor 0.83 6:15 PM Hour Intersection Pdstrns in Pk. Hr. 165 State Street at Grand Avenue Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 8:00 AM to 9:00 AM Page 2 of 3 South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config - urafions Inside (left) Outside Free-flow 1 1 1 1 Lane Settings 0 1 0 0 1 0 0 1 0 0 2 0 Capacity 0 2000 0 0 2000 0 0 2000 0 0 4000 0 Aie the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efflciency Lost Factor 0.10 Hourly Volume 15 78 20 37 75 30 34 110 13 26 118 40 Adjusted Hourly Volume 0 113 0 0 142 0 0 157 0 0' 184 0 Utilizafion Factor 0.00 0.06 0.00 0.00 0.07 0.00 0.00 0.08 0.00 0.00 0.05 0.00 Critical Factors 0.00 0.07 0.08 0.00 ICU Ratio = 0.26 LOS = A Turning Movements at Intersection of: State Street and Grand Avenue Time : 8:00 AM to 9:00 AM North Approach State Street Date: 8/1/95 Day : Tuesday 294 Total Name: D.W. fic LM. 142 152 Subtotals Sub-30 76 U 37 Sub- w e s t A P P r Totals 320 totals 163 157 34 110 13 t North 4^ 40 118 26 totals 184 169 Totals 363 E a s t A P P r Subtotals Total 112 16 78 0 113 225 20 Grand Avenue South Approach Note : Left-turn volumes include U-turns. U-turns in bold. state Street at Grand Avenue Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period 4:15 PM to 5:15 PM Page 3 of 3 South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right _Left_ Thru Right L_eft_ Jhru_ _Righ1^ Lane Config - urations Inside (left) Outside Free-flow Lane Settings 0 1 0 0 1 0 0 1 0 0 2 0 Capacity 0 2000 0 0 2000 0 0 2000 0 0 4000 0 Aie the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 18 133 50 60 167 46 42 223 24 42 225 76 Adjusted Hourly Volume 0 201 0 0 273 0 0 289 0 0 342 0 Utilization Factor 0.00 0.10 0.00 0.00 0.14 0.00 0.00 0.14 0,00 0.00 0.09 0.00 Critical Factors 0.00 0.14 0.14 0.00 ICU Ratio 0.38 LOS = Turning Movements at Intersection of: State Street and Grand Avenue W e s t A P P r Time : 4:15 PM to 5:15 PM Date: 8/1/95 Day : Tuesday Name ; D.W. 8c LM. Totals 578 Sub- totals 289 289 North Approach 273 46 167 42 223 24 Subtotals Total 232 523 0 60 State Street 250 t North t 18 133 50 0 201 433 75 225 42 Total Subtotals Sub- totals 342 334 Totals 676 Grand Avenue E a s t A P P r South Approach Note : Left-turn volumes include U-turns. U-turns in bold. CITY OF CARLSBAD SUMMER 1995 INTERSECTION ANALYSIS SUMMARY Intersection Number: 34 Intersection Location: Grand Avenue and Jefferson Street CONTENT PAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and 2 of 3 Turn Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Turn Movement Diagram JHK 8c /Vssociates Turning Movement Count /Vnalysis Page 1 of 3 City: Carlsbad Intersection of; N/S Street; Jefferson Street E/W Street: Grand Avenue File: CB9534.XLS Data Collected by T.M. 8c Cl Count Date: 8/1/95 Day: Tuesday Weather: Clear Traffic Control: Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Leff U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Pods Vehicles Peds 6:15 AM 0 0 3 1 1 1 0 7 8 0 2 0 3 2 0 0 0 8 5 0 40 1 6:30 AM 0 0 4 0 0 10 0 12 14 0 0 0 7 2 0 0 0 6 6 1 60 1 6:45 AM 3 0 4 0 0 11 0 23 20 1 5 0 11 4 0 1 0 11 6 0 98 1 7:00 AM 4 0 3 0 0 6 0 22 17 0 5 0 11 2 1 2 0 10 9 1 91 2 7:15 AM 1 0 3 0 0 8 0 20 16 1 7 0 12 3 0 1 0 10 6 0 87 1 7:30 AM 0 0 6 0 0 8 0 27 25 1 9 0 19 0 0 1 0 16 14 0 125 1 7:45 AM 1 0 7 0 0 13 0 17 22 0 7 0 11 5 2 0 0 16 2 5 101 7 8:00 AM • 2 0 10 0 0 15 0 33 30 1 14 0 14 3 1 2 0 34 5 0 162 2 8:15 AM • 1 0 9 0 0 11 0 28 21 2 12 0 25 3 1 1 0 34 6 1 160 4 8:30 AM ' 3 0 11 1 1 6 0 18 27 2 8 0 16 5 1 1 0 26 11 8 133 12 8:46 AM " 3 0 8 0 1 3 0 24 20 0 9 0 13 6 1 0 0 22 6 0 113 2 9:00 AM 3 0 14 2 0 11 0 23 24 1 6 0 20 9 1 2 0 23 20 0 167 2 Max. 15 min. 4 0 14 2 1 15 0 33 30 2 14 0 25 9 2 2 0 34 20 8 162 12 Pk. Hr. Vol. 9 0 38 1 2 35 0 103 98 5 43 0 68 16 4 4 0 116 27 9 558 20 7:45 AM Peak Intersecfion Traffic in Pk. Hr. = 668 Peak Hr. Factor 0.86 8:45 AM Hour Intersection Pdstrns in Pk. H 20 3:46 PM 8 0 22 3 3 10 0 36 31 0 26 0 39 18 3 2 0 32 19 0 246 6 4:00 PM 13 0 22 4 0 16 0 48 31 3 24 0 33 10 2 6 0 37 37 0 281 5 4:16 PM 17 0 38 5 3 16 0 44 23 1 25 0 34 18 4 4 0 41 27 0 292 8 4:30 PM 3 0 20 4 0 10 0 27 21 2 22 0 31 12 6 13 0 41 34 1 238 8 4:45 PM • 9 0 17 3 1 18 0 64 29 0 42 0 30 17 3 1 0 38 22 0 280 4 5:00 PM • 9 0 22 7 3 11 0 41 28 1 37 0 33 11 3 -3 0 50 33 3 279 10 5:15 PM • 9 0 33 10 1 13 0 35 16 3 46 0 40 22 2 5 0 44 33 1 306 7 5:30 PM • 14 0 22 2 2 16 0 28 21 1 31 0 34 19 2 2 0 43 26 6 258 11 5:46 PM 8 0 27 3 0 13 0 26 17 4 26 0 27 9 1 1 0 17 17 0 1 190 5 6:00 PM 7 0 13 1 1 21 0 46 37 3 30 0 30 7 6 2 0 21 34 0 1 249 11 6:16 PM 3 0 17 1 0 15 0 26 27 4 29 0 33 7 1 3 0 26 29 3 216 8 6:30 PM 5 0 24 0 2 7 0 29 16 2 38 0 29 14 0 1 0 30 23 1 216 5 Max. 15 min. Pk. Hr. Vol. 17 41 0 0 38 94 10 22 3 7 21 58 0 0 64 168 37 94 4 5 46 166 0 0 40 137 22 69 6 10 13 5 0 0 50 175 37 114 6 10 306 1123 11 32 4:30 PM Peak 5:30 PM Hour Intersection Traffic in Pk. Hr. Intersection Pdstrns in Pk, Hr. = 1123 32 Peak Hr. Factor 0.92 Jefferson street at Grand Avenue Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 7:45 AM to 8:46 AM Page 2 of 3 South/Vppr (NB) North Appr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right Left_ Thiru IjigW J-eft_ Jhru_ jji^^ Lane Config - urations Ir^ide (left) Outside Free-flow Lane Settings 0 1 0 0 1 0 0 • 2 0 0 2 0 Capacity 0 2000 0 0 2000 0 0 4000 0 0 4000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 9 38 1 35 103 98 43 68 16 4 116 27 Adjusted Hourly Volume 0 48 0 0 236 0 0 127 0 0 147 0 Utilization Factor 0.00 0.02 0.00 0.00 0.12 0.00 0.00 0.03 0.00 0.00 0.04 0.00 Crrtical Factors 0.00 0.12 0.00 0.04 ICU Ratio = 0.26 LOS = A Turning Movements at Intersection of: Jefferson Street and Grand Avenue Time ; 7:45 AM to 8:45 AM North Approach Jefferson Street Date; 8/1/95 Day: Tuesday 344 Total Name: TM. fic C.I. 236 A 108 Subtotals Sub-98 103 U 35 Sub- W e s t A P P r Totals 350 totals 223 127 43 68 16 t North ^ t r 27 116 4 totals 147 104 Totals 251 E a s t A P P r Subtotals Total 123 9 0 171 38 48 Grand Avenue South /Vpproach Note ; Left-turn volumes include U-turns. U-turns in bold. Jefferson Street at Grand Avenue Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 4:30 PM to 5:30 PM Page 3 of 3 South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config- urations Inside (left) Outside Free-flow 1 Lane Settings 0 1 0 0 1 0 0 2 0 0 2 0 Capacity 0 2000 0 0 2000 0 0 4000 0 0 4000 0 /Vre the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 41 94 22 58 158 94 156 137 69 6 175 114 Adjusted Hourly Volume 0 157 0 0 310 0 0 362 0 0 294 0 Utilization Factor 0.00 0.08 0.00 0.00 0.16 0.00 0.00 0.09 0.00 0.00 0.07 0.00 Crrtical Factors 0.00 0.16 0.09 0.00 0.00 ICU Ratio 0.35 LOS = Turning Movements at Intersection of: Jefferson Street and Grand Avenue W e s t A P P r Time : 4:30 PM to 5:30 PM Date: 8/1/95 Day: Tuesday Name ; TM. fic C.I. Totals 672 Sub- totals 310 362 156 137 69 Subtotals Total North Approach 94 232 674 310 0 158 58 I t North A 41 t 94 0 157 389 Jefferson Street 364 22 114 175 5 Total Subtotals Sub- totals 294 217 Totals 51] Grand Avenue E a s t A P P r South /Vpproach Note : Left-turn volumes include U-turns. U-turns in bold. CITY OF CARLSBAD SUMMER 1995 INTERSECTION ANALYSIS SUMMARY Intersection Number: 35 Intersection Location: I-5/Carlsbad Village Drive S/B Ramp CONTENT PAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and 2 of 3 Turn Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Turn Movement Diagram JHK 8c Associates Turning Movement Count /Vnalysis Page 1 of 3 City: Carlsbad Intersection of: N/S Sfi^eet: 1-5 Southbound E/W Street: Carlsbad Village Drive File: CB9535.XLS Data Collected byTM. fic L.M. Count Date: 8/3/95 Day: Thursday Weather: Clear Traffic Control: Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 16 min. prd. Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 0 0 0 0 0 6 0 0 22 0 0 0 43 26 1 20 0 33 0 1 150 2 6:30 AM 0 0 0 0 0 3 0 3 31 0 0 0 46 36 1 38 0 50 0 0 206 1 6:45 AM 0 0 0 0 0 6 0 1 37 0 0 0 60 38 3 33 0 62 0 0 237 3 7:00 AM 0 0 0 0 0 18 0 0 67 0 0 0 62 63 5 72 0 64 0 3 326 8 7:15 AM 0 0 0 0 0 4 0 0 40 0 0 1 33 70 2 75 0 109 0 2 332 4 7:30 AM 0 0 0 0 0 5 0 0 20 0 0 1 49 29 1 33 0 34 0 1 171 2 7:45 AM 0 0 0 0 0 10 0 0 43 0 0 0 102 46 1 48 0 61 0 1 309 2 8:00 AM 0 0 0 0 0 13 0 0 52 0 0 0 106 51 2 46 0 114 0 1 381 3 8:15 AM • 0 0 0 0 0 12 0 0 63 0 0 1 64 38 7 49 0 125 0 2 352 9 8:30 AM " 0 0 0 0 0 14 0 0 74 0 0 0 104 43 2 42 0 119 0 1 396 3 8:45 AM " 0 0 0 0 0 13 0 0 63 0 0 0 84 65 1 63 0 127 0 1 416 2 9:00 AM • 0 0 0 0 0 20 0 0 82 0 0 0 96 74 4 34 0 123 0 1 429 6 Max. 15 min. 0 0 0 0 0 20 0 3 82 0 0 1 106 74 7 75 0 127 0 3 429 9 Pk. Hr. Vol. 0 0 0 0 0 59 0 0 282 0 0 1 348 220 14 188 0 494 0 5 1692 19 8:00 AM Peak Intersecfion Traffic in Pk. Hr. = 1592 Peak Hr. Factor 0.93 9:00 AM Hour Intersection Pdstrns in Pk. Hr. 19 3:45 PM 0 0 0 0 0 28 0 0 72 0 0 0 166 80 0 22 0 171 0 0 538 0 4:00 PM 0 0 0 0 0 27 0 0 80 0 0 0 140 64 1 35 0 166 0 4 512 5 4:15 PM • 0 0 0 0 0 20 0 1 66 0 0 0 152 112 0 29 0 103 0 2 472 2 4:30 PM • 0 0 0 0 0 28 0 0 61 0 0 0 138 69 3 29 0 175 0 0 500 3 4:45 PM • 0 0 0 0 0 46 0 0 90 0 0 0 199 96 1 49 0 228 0 1 707 2 6:00 PM • 0 0 0 0 0 39 0 0 92 0 0 0 136 80 0 37 0 176 0 1 669 1 6:16 PM 0 0 0 0 0 19 0 • 1 106 0 0 0 88 50 0 36 0 129 0 3 429 3 5:30 PM 0 0 0 0 0 29 0 0 69 0 0 0 119 66 3 32 0 197 0 0 501 3 5:45 PM 0 0 0 0 0 36 0 0 98 0 0 1 174 66 7 37 0 147 0 0 559 7 6:00 PM 0 0 0 0 0 50 0 0 117 0 0 0 169 74 3 45 0 130 0 1 586 4 6:15 PM 0 0 0 0 0 24 0 0 117 0 0 0 179 67 3 35 0 117 0 2 539 5 6:30 PM 0 0 0 0 0 21 0 0 78 0 0 0 113 46 0 14 0 84 0 2 355 2 Max. 15 min. 0 0 0 0 0 60 0 1 117 0 0 1 199 112 7 49 0 228 0 4 707 7 Pk. Hr. Vol. 0 0 0 0 0 132 0 1 298 0 0 0 625 357 4 144 0 681 0 4 2238 8 4:00 PM Peak Intersection Traffic in Pk. Hr. = 2238 Peak Hr. Factor 0.79 6:00 PM Hour Intersection Pdstrns in Pk. Hr 8 I-S Southbound at Carlsbad Village Drive Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 8:00 AM to 9:00 AM Page 2 of 3 South/Vppr (NB) North Appr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config - urations Inside (left) Outside Free-flow Lane Settings 0 0 0 0 1 1 0 2 0 1 2 0 Capacity 0 0 0 0 2000 1800 0 4000 0 1800 4000 0 Aie the North/South phases spirt (Y/N)? N Aie the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 0 0 0 59 0 282 1 348 220 188 494 0 Adjusted Hourly Volume 0 0 0 0 69 282 0 669 0 188 494 0 Utilization Factor 0.00 0.00 0.00 0.00 0.03 0.16 0.00 0.14 0.00 0.10 0.12 0.00 Critical Factors 0.00 0.16 0.14 0.10 ICU Ratio = 0,50 LOS= A Turning Movements at Intersection of: 1-5 Southbound and Carlsbad Village Drive Time ; 8:00 AM to 9:00 AM North Approach 1-5 Southbound Date: 8/3/95 Day : Thursday 341 Total Name; TM. ScL.M. 341 n 0 Subtotals Sub-282 0 U 59 Sub- w e s t A P P r Totals 1346 totals 777 569 , -J 348 • 220 —^ Subtotals Total t North 408 0 0 408 0 494 188 totals 682 407 Totals 1089 E a s t. A P P r Carisbad Village Drive South Approach Note : Left-turn volumes include U-turns. U-turns in bold. 1-5 Southbound at Carisbad Village Drive Lone Configuration for Intersection Capacity Utilization Pk. Hr. Time Period ; 4.00 PM to 5:00 PM Page 3 of 3 South Appr (NB) North /Vppr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lone Config - urations Inside (left) Outside Free-flow Lane Settings 0 0 0 0 1 1 0 2 0 1 2 0 Capacity 0 0 0 0 2000 1800 0 4000 0 1800 4000 0 Are the North/South phases split (Y/N)? N /Vre the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 0 0 0 132 1 298 0 625 367 144 681 0 Adjusted Hourly Volume 0 0 0 0 133 298 0 982 0 144 681 0 Utilization Factor 0.00 0.00 0.00 0.00 0.07 0.17 0.00 0.25 0.00 0.08 0.17 0.00 Critical Factors 0.00 0.17 0.25 0.08 ICU Ratio 0.60 LOS = Turning Movements at Intersection of: i-5 Southbound and Carisbad Village Drive W e s t A P P r Time ; 4:00 PM to 5:00 PM Date; 8/3/95 Day: Thursday Name : TM. 8c L.M. Totals 1961 Sub- totals 979 982 North Approach 431 298 1 0 625 357 Subtotals Total 502 0 0 502 I-S Southbound 431 0 132 t North t 0 681 144 Total Subtotals Sub- totals 826 767 Totals 1582 E a s t A P P r Carisbad Village Drive South /Vpproach Note : Left-turn volumes include U-turns. U-turns in bold. CITY OF CARLSBAD SUMMER 1995 INTERSECTION ANALYSIS SUMMARY Intersection Number: 36 Intersection Location: I-5/Carlsbad Village Drive N/B Ramp CONTENT PAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and 2 of 3 Turn Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Turn Movement Diagram JHK fic Associates Turning Movement Count Analysis Page 1 of 3 City: Carlsbad Intersection of; N/S Street: 1-6 Northbound E/W Street: Carlsbad Village Drive File: CB9536.XLS Data Collected by D.W. fic B.C. Count Date: 8/3/95 Day: Thursday Weather: Clear Traffic Control: Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 16 min Total End of 15 min. prd. Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 15 0 0 7 0 0 0 0 0 0 41 0 12 0 2 0 0 57 30 1 162 3 6:30 AM 18 0 0 10 0 0 0 0 0 0 39 0 14 0 1 0 0 73 36 0 189 1 6:45 AM 20 0 0 11 0 0 0 0 0 0 49 0 16 0 3 0 0 90 41 1 227 4 7:00 AM 24 0 0 19 0 0 0 0 0 0 42 0 26 0 1 0 0 99 31 2 240 3 7:15AM 26 0 0 17 0 0 0 0 0 0 61 0 24 0 2 0 0 93 20 3 231 5 7:30 AM 37 0 0 15 0 0 0 0 0 0 47 0 22 0 4 0 0 99 25 I 245 5 7:45 AM 33 0 1 22 0 0 0 0 0 0 53 0 50 0 1 0 0 106 24 3 289 4 8:00 AM • 48 0 0 40 0 0 0 0 0 0 77 0 61 0 2 0 0 172 40 1 438 3 8:15 AM " 61 0 0 26 0 0 0 0 0 0 62 0 49 0 5 0 0 73 33 2 294 7 8:30 AM ' 49 0 0 33 0 0 0 0 0 0 57 0 57 0 5 0 0 112 17 2 325 7 8:46 AM ' 72 0 0 38 0 0 0 0 0 0 60 0 67 0 1 0 0 111 21 0 369 1 9:00 AM 66 0 0 43 0 0 0 0 0 0 33 0 76 0 3 0 0 100 21 2 338 5 Max. 15 min. 72 0 1 43 0 0 0 0 0 0 77 0 75 0 5 0 0 172 41 3 438 7 Pk. Hr. Vol. 220 0 0 137 0 0 0 0 0 0 266 0 234 0 13 0 0 468 111 6 1426 18 7:45 AM Peak Intersection Traffic in Pk. Hr. = 1426 Peak Hr. Factor 0.81 8:45 AM Hour Intersection Pdstrns in Pk. Hr. = 18 3:46 PM 91 0 0 52 0 0 0 0 0 0 84 0 150 0 4 0 0 142 31 0 550 4 4:00 PM 98 0 0 59 0 0 0 0 0 0 105 0 136 0 1 0 0 117 24 2 539 3 4:16 PM 89 0 0 75 0 0 0 0 0 0 85 0 123 0 I 0 0 124 22 2 618 3 4:30 PM 120 0 0 54 0 0 0 0 0 0 85 0 129 0 3 0 0 122 38 0 648 3 4:46 PM • 74 0 0 69 0 0 0 0 0 0 86 0 163 0 5 0 0 127 26 3 544 8 6:00 PM " 121 0 0 86 0 0 0 0 0 0 68 0 148 0 2 0 0 123 28 1 573 3 5:15 PM • 95 0 1 131 0 0 0 0 0 0 90 0 135 0 5 0 0 146 31 4 629 9 5:30 PM • 104 0 0 106 0 0 0 0 0 0 89 0 170 0 7 0 0 139 33 0 641 7 5:45 PM 84 0 0 76 0 0 0 0 0 0 71 0 138 0 4 0 0 113 24 0 606 4 6:00 PM 69 0 0 88 0 0 0 0 0 0 98 0 160 0 3 0 0 108 36 2 658 5 6:16 PM 69 0 0 72 0 0 0 0 0 0 83 0 118 0 2 0 0 106 41 3 479 5 6:30 PM 70 0 0 54 0 0 0 0 0 0 95 0 127 0 3 0 0 81 20 3 447 6 Max. 15 min. 121 0 1 131 0 0 0 0 0 0 105 0 170 0 7 0 0 146 41 4 641 9 Pk. Hr. Vol. 394 0 1 391 0 0 0 0 0 0 333 0 616 0 19 0 0 535 117 8 2387 27 4:30 PM Peak Intersection Traffic in Pk. Hr. = 2387 Peak Hr. Factor 0.93 5:30 PM Hour Intersection Pdstrns in Pk, Hr. = 27 i-5 Northbound at Carisbad Village Drive Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 7.-46 AM to 8:45 AM Page 2 of 3 South/Vppr (NB) North Appr (SB) West Appr (EB) East Appr (WB) Left Jhru Right Left Thru Right Left Thru Right Left Thru Right Lane Config - urations Iruide (left) Outside Free-flow 1 2 3 4 5 6 7 Lane Settings 0 1 1 0 0 0 1 2 0 0 2 0 Capacity 0 2000 1800 0 0 0 1800 4000 0 0 4000 0 Ase the North/South phases split (Y/N)? N Aie the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 220 0 137 0 0 0 266 234 0 0 468 111 Adjusted Hourly Volume 0 220 137 0 0 0 256 234 0 0 579 0 Utilization Factor 0.00 0.11 0.08 0.00 0.00 0.00 0.14 0.06 0.00 0.00 0.14 0.00 Critical Factors 0.11 0.00 0.14 0.14 ICU Ratio = 0.49 LOS= A Turning Movements at Intersection of: i-5 Northbound and Carlsbad Village Drive Time: 7:45 AM to 8:45 AM North Approach 1-5 Northbound Date: 8/3/95 Day; Thursday 367 Total Name: D.W. fic B.C. 0 n 367 Subtotals Sub-0 0 U 0 Sub- Totals totals 1 1 1 totals W T e s 1178 688 0 256 —^ ^ ,n t 490 234 • t M— 468 679 A 1 North r- ° 0 p p r Totals 960 Subtotals Total 220 0 367 0 357 137 371 Carlsbad Village Drive E a s t A P P r South Approach Note ; Left-turn volumes include U-turns. U-turns in bold. 1-5 Northbound at Carlsbad Village Drive Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period 4:30 PM to 6:30 PM Page 3 of 3 South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right _Lgfl_ Thru Right Left Thru Right Lane Config- urations Inside (left) Outside Free-flow Lane Settings 0 1 1 0 0 0 1 2 0 0 2 0 Capacity 0 2000 1800 0 0 0 1800 4000 0 0 4000 0 Ase the North/South phases split (Y/N)? N /Vre the East/West phases split (Y/N)? N Efficiency Lcsst Factor 0.10 Hourly Volume 394 1 391 0 0 0 333 616 0 0 636 117 Adjusted Hourly Volume 0 395 391 0 0 0 333 616 0 0 652 0 Utilization Factor 0.00 0.20 0.22 0.00 0.00 0.00 0.19 0.15 0.00 0.00 0.16 0.00 Critical Factors 0.22 0.00 0.19 0.16 ICU Ratio 0.67 LOS= B Turning Movements at Intersection of: 1-5 Northbound and Carlsbad Village Drive W e s t A P P r Time : 4:30 PM to 5:30 PM Date: 8/3/95 Day : Thursday Name ; D.W. 8c B.C. Totals 1878 Sub- totals 929 949 North Approach 0 0 0 333 616 0 Subtotals Total 394 0 786 786 1-5 Northbound 451 0 0 461 t North 4_,„ 535 0 391 Total Subtotals Sub- totals 662 1007 Totals 1669 E a s t A P P r CarlstHid Village Drive South /Vpproach Note : Left-turn volumes include U-turns. U-turns in bold. CITY OF CARLSBAD SUMMER 1995 INTERSECTION ANALYSIS SUMMARY Intersection Number: 37 Intersection Location: I-5/Tamarack Avenue S/B Ramp CONTENT PAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and 2 of 3 Turn Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Turn Movement Diagram JHK 8c /Vssociates Turning Movement Count Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Street; 1-5 Southbound E/W Street; Tamarack Avenue File; CB9537.XLS Data Collected by M.H, fic D.W. Count Date; 7/25/95 Day: Tuesday Weather: Clear Traffic Control; Signalized South Approach (NB) North /Vpproach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 0 0 0 0 0 1 0 1 15 0 0 0 29 52 1 48 0 13 0 0 159 1 6:30 AM 0 0 0 0 0 11 0 1 18 0 0 0 30 74 0 74 0 25 0 0 233 0 6:45 AM 0 0 0 0 0 12 0 0 10 0 0 0 52 100 0 99 0 28 0 0 301 0 7:00 AM 0 0 0 0 0 22 0 0 29 0 0 0 49 117 0 110 0 28 0 2 356 2 7:15 AM 0 0 0 0 0 6 0 0 21 0 0 0 69 62 3 121 0 28 0 0 307 3 7:30 AM " 0 0 0 0 -0 19 0 0 14 0 0 0 68 98 3 124 0 45 0 6 358 9 7:46 AM ' 0 0 0 0 0 18 0 0 17 0 0 0 59 79 0 110 0 64 0 1 337 1 8:00 AM • 0 0 0 0 0 31 0 0 18 0 0 0 67 103 1 140 0 51 0 2 410 3 8:15 AM • 0 0 0 0 0 27 0 1 20 0 0 0 57 78 0 102 0 44 0 2 329 2 8:30 AM 0 0 0 0 0 27 0 0 22 0 0 0 55 60 3 81 0 46 0 1 291 4 8:46 AM 0 0 0 0 0 21 0 1 7 0 0 0 62 63 3 97 0 58 0 6 309 8 9:00 AM 0 0 0 0 0 29 0 0 19 0 0 0 62 72 2 63 0 51 0 2 296 4 Max. 15 min. 0 0 0 0 0 31 0 1 29 0 0 0 69 117 3 140 0 68 0 6 410 9 Pk. Hr. Vol. 0 0 0 0 0 95 0 1 69 0 0 0 241 358 4 476 0 194 0 11 1434 15 7:15 AM Peak Intersection Traffic in Pk. Hr. = 1434 Peak Hr. Factor 0.87 8:16 AM Hour Intersection Pdstrns in Pk. Hr. 15 3:46 PM 0 0 0 0 0 33 0 0 39 0 0 0 86 60 12 45 0 97 0 1 360 13 4:00 PM 0 0 0 0 0 42 0 0 36 0 0 0 64 61 3 46 0 101 0 8 329 11 4:16 PM 0 0 0 0 0 49 0 0 42 0 0 0 71 45 9 46 0 130 0 0 383 9 4:30 PM 0 0 0 0 0 47 0 0 46 0 0 0 90 41 5 36 0 109 0 6 369 10 4:45 PM 0 0 0 0 0 49 0 0 54 0 0 0 71 41 16 48 0 154 0 4 417 20 5:00 PM 0 0 0 0 0 44 0 0 60 0 0 0 109 47 1 36 0 69 0 2 354 3 5:15 PM 0 0 0 0 0 47 0 1 46 0 0 0 86 42 4 44 0 91 0 0 356 4 5:30 PM ' 0 0 0 0 0 64 0 0 50 0 0 0 73 52 3 43 0 128 0 3 410 6 5:45 PM • 0 0 0 0 0 58 0 1 50 0 0 0 102 46 2 38 0 87 0 3 382 5 6:00 PM ' 0 0 0 0 0 67 0 0 44 0 0 0 87 38 1 64 3 101 0 10 394 11 6:15 PM " 0 0 0 0 0 64 0 0 52 0 0 0 93 47 6 48 0 112 0 5 .416 11 6:30 PM 0 0 0 0 0 54 0 0 41 0 0 0 96 40 2 46 0 78 0 6 354 8 Max. 16 min. 0 0 0 0 0 67 0 1 64 0 0 0 109 52 16 54 3 154 0 10 417 20 Pk. Hr. Vol. 0 0 0 0 0 263 0 1 196 0 0 0 355 183 12 183 3 428 0 21 1602 33 6:15 PM Peak Intersection Traffic in Pk. Hr. = 1602 Peak Hr. Factor 0.96 6:15 PM Hour Intersection Pdstrns in Pk. Hr. = 33 1-5 Southbound at Tamarack Avenue Lane Configuration for Intersecfion Capacity Ufilizafion Pk. Hr. Time Period : 7;15AM to 8:16 AM Page 2 of 3 South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left_ Jhru_ Jjiaht_ Lane Config- urations Inside (left) Outside Free-flow Lane Settings 0 0 0 0 1 1 0 2 1 1 2 0 Capacity 0 0 0 0 2000 1800 0 4000 1800 1800 4000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 0 0 0 95 1 69 0 241 358 476 194 0 Adjusted Hourly Volume 0 0 0 0 96 69 0 241 368 476 194 0 Utilization Factor 0.00 0.00 0.00 0.00 0.06 0.04 0.00 0.06 0.20 0.26 0.06 0.00 Critical Factors 0.00 0.06 0.20 0.26 ICU Ratio 0.61 LOS= B Turning Movements at Intersection of: 1-5 Southbound and Tamarack Avenue W e s t A P P r Time : 7:15 AM to 8:16 AM Date: 7/26/96 Day : Tuesday Name : M.H. fic D.W. Totals 862 Sub- totals 263 599 0 241 358 North Approach 69 Subtotals Total 835 0 0 835 165 1 1-5 Southlaound 165 0 95 t North 0 194 476 Total Subtotals Sub- totals 670 336 Totals 1006 Tamarack Avenue E a s t A P P r South Approach Note : Lett-turn volumes include U-turns. U-turns in bold. 1-5 Southbound at Tamarack Avenue Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 6:15 PM to 6:15 PM Page 3 of 3 South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right _Left_ Jhru Rig_hj^ _Left_ Jhru_ _Riaht_ Lane Config- urations Inside (left) Outside Free-flow Lane Settings 0 0 0 0 1 1 0 2 1 1 2 0 Capacity 0 0 0 0 2000 1800 0 4000 1800 1800 4000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efflciency Lcjst Factor 0.10 Hourly Volume 0 0 0 253 1 196 0 366 183 186 428 0 Adjusted Hourly Volume 0 0 0 0 264 196 0 365 183 186 428 0 Utilization Factor 0.00 0.00 0.00 0.00 0.13 0.11 0.00 0.09 0.10 0.10 0.11 0.00 Critical Factors 0.00 0.13 0.10 0.10 ICU Ratio = 0.43 LOS = Turning Movements at Intersection of: I-S Southbound and Tamarack Avenue W e s t A P P r Time: 6:16PM to 6:15 PM Date : 7/26/96 Day ; Tuesday Name : M.H. 8c D.W. Totals 1162 Sub- totals 624 638 0 366 183 Subtotals Total North Approach 450 196 1 367 I t North A 0 J 0 0 0 367 1-5 Southbound 450 0 253 4_ r 0 428 186 Total Subtotals Sub- totals 614 Totals 1226 611 Tamarack Avenue E a s t A P P r South Approach Note : Left-turn volumes include U-turns. U-turns in bold. CITY OF CARLSBAD SUMMER 1995 INTERSECTION ANALYSIS SUMMARY Intersection Number: 38 Intersection Location: I-5/Tamarack Avenue N/B Ramp CONTENT PAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and 2 of 3 Turn Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Turn Movement Diagram JHK fic Associates Turning Movement Count /Vnalysis Page 1 of 3 City: Carlsbad Intersection of: N/S Street: 1-5 Northbound E/W Street; Tamarack Avenue File; CB9538.XLS Data Collected by M.H, 8c Y,H, Count Date: 7/25/96 Day: Tuesday Weather: Clear Traffic Control; Signalized South Approach (NB) North /Vpproach (SB) West /Vpproach (EB) East Approoch (WB) 16 min Totol End of 16 min. prd. Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 8 0 2 4 0 0 0 0 0 0 19 0 12 0 0 0 0 59 20 0 124 0 6:30 AM 8 0 0 14 0 0 0 0 0 0 27 0 22 0 1 0 0 95 33 0 199 1 6:45 AM 8 0 0 9 0 0 0 0 0 0 39 0 19 0 0 0 0 164 29 1 268 1 7:00 AM 12 0 0 11 0 0 0 0 0 0 42 0 41 0 0 0 0 116 46 0 268 0 7:15AM 6 0 0 13 0 0 0 0 0 0 36 0 25 0 0 0 0 122 41 0 243 0 7:30 AM 17 0 1 7 0 0 0 0 0 0 35 0 46 0 1 0 0 125 35 0 266 1 7:45 AM ' 21 0 0 17 0 0 0 0 0 0 46 0 51 0 0 0 0 131 28 0 294 0 8.00 AM • 23 0 0 26 0 0 0 0 0 0 64 0 71 0 0 0 0 172 36 2 382 2 8:15 AM • 15 0 0 26 0 0 0 0 0 0 31 0 44 0 1 0 0 167 45 0 328 1 8:30 AM ' 18 0 0 18 0 0 0 0 0 0 31 0 43 0 0 0 0 151 63 6 324 5 8:45 AM 21 0 0 14 0 0 0 0 0 0 23 0 63 0 4 0 0 127 36 4 273 8 9:00 AM 11 0 0 36 0 0 0 0 0 0 24 0 49 0 0 0 0 150 58 0 328 0 Max. 15 min. 23 0 2 36 0 0 0 0 0 0 54 0 71 0 4 0 0 172 63 5 382 8 Pk. Hr. Vol. 77 0 0 87 0 0 0 0 0 0 162 0 209 0 1 0 0 621 172 7 1328 8 7:30 AM Peak Intersection Traffic in Pk. Hr. = 1328 Peak Hr, Factor 0.87 8:30 AM Hour Intersection Pdstrns in Pk. Hr. = 8 3:46 PM 20 0 0 98 0 0 0 0 0 0 22 0 72 0 3 0 0 112 39 0 363 3 4:00 PM 58 0 1 10 0 0 0 0 0 0 19 0 80 0 4 0 0 77 24 0 269 4 4:15 PM 56 0 0 171 0 0 0 0 0 0 34 0 97 0 6 0 0 62 46 0 466 6 4:30 PM 56 0 1 48 0 0 0 0 0 0 27 0 91 0 4 0 0 84 24 1 331 5 4:46 PM 52 0 1 104 0 0 0 0 0 0 32 0 76 0 2 0 0 114 31 0 410 2 6.00 PM 66 0 2 79 0 0 0 0 0 0 33 0 119 0 4 0 0 121 94 0 614 4 6:16 PM 82 0 0 129 0 0 0 0 0 0 36 0 197 0 0 0 0 165 38 0 637 0 6:30 PM 29 0 0 78 0 0 0 0 0 0 26 0 62 0 1 0 0 104 38 0 327 1 5:45 PM • 28 0 0 103 0 0 0 0 0 0 24 0 104 0 0 0 0 165 54 1 478 1 6:00 PM • 42 0 1 152 0 0 0 0 0 0 23 0 109 0 0 0 0 82 27 2 436 2 6:15 PM • 50 0 1 140 0 0 0 0 0 0 28 0 173 0 0 0 0 102 22 3 516 3 6:30 PM • 48 0 0 134 0 0 0 0 0 0 25 0 83 0 4 0 0 128 144 2 562 6 Max. 15 min. 82 0 2 171 0 0 0 0 0 0 36 0 197 0 6 0 0 165 144 3 637 6 Pk. Hr.Vol. 168 0 2 529 0 0 0 0 0 0 100 0 469 0 4 0 0 477 247 8 1992 12 5:30 PM Peak Intersection Traffic in Pk. Hr. = 1992 Peak Hr. Factor 0.78 6:30 PM Hour Intersection Pdstrns in Pk. Hr. = 12 1-5 Northbound at Tamarack Avenue Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 7:30 AM to 8:30 AM Page 2 of 3 South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config- urations Inside (left) Outside Free-flow 1 1 1 1 Lane Settings 0 1 1 0 0 0 1 2 0 0 2 0 Capacity 0 2000 1800 0 0 0 1800 4000 0 0 4000 0 Aie the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 77 0 87 0 0 0 162 209 0 0 621 172 Adjusted Hourly Volume 0 77 87 0 0 0 162 209 0 0 793 0 Ufilization Factor 0.00 0.04 0.05 0.00 0.00 0.00 0.09 0.05 0.00 0.00 0.20 0.00 Critical Factors 0.05 0.00 0.09 0.20 ICU Ratio = 0.44 LOS = A Turning Movements at Intersection of: i-5 Northbound and Tamarack Avenue W e s t A P P r Time : 7:30 AM to 8:30 AM Date : 7/25/96 Day : Tuesday Name : M.H. fic Y.H. Totals 1069 Sub- totals 698 371 North Approach 0 0 0 162 209 0 Subtotals Total 77 0 0 164 164 334 0 0 1-5 Northbound 334 t North ^ t r 4_ 172 621 0 87 Total Subtotals Sub- totals 793 Totals 1089 296 Tamarack Avenue E a s t A P P r South /Vpproach Note : Left-turn volumes include U-turns. U-turns in bold. 1-5 Northbound at Tamarack Avenue Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : 6:30 PM to 6:30 PM South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) left Thru Right Left Thru Right j£ft_ Thru Right Left Thru Right Lane Config- urations Inside (left) Outside Free-flow 1 1 1 1 Lane Settings 0 11000120020 Capacity 0 2000 1800 0 0 0 1800 4000 0 0 4000 0 Ate the North/South phases split (Y/N)? N Aie the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 168 2 529 0 0 0 100 469 0 0 477 247 Adjusted Hourly Volume 0 170 529 0 0 0 100 469 0 0 724 0 Utilization Factor 0.00 0.09 0.29 0.00 0.00 0.00 0.06 0.12 0.00 0.00 0.18 0.00 Crrtical Factors 0.29 0.00 0.06 0.18 ICU Ratio 0.63 LOS= B Turning Movements at Intersection of : 1-5 Northbound and Tamarack Avenue W e s t A P P r Time : 6:30 PM to 6:30 PM Date : 7/25/95 Day: Tuesday Name : M.H. fic Y.H. Totals 1214 Sub- totals 645 669 100 469 0 North Approach 0 0 0 Subtotals Total 168 0 699 699 349 0 0 1-5 Northbound 349 t North 4^ 529 247 477 0 Total Subtotals Sub- totals 724 998 Totals 1722 Tamarack Avenue E a s t A P P r South /Vpproach Note : Left-turn volumes include U-turns. U-turns in bold. CITY OF CARLSBAD SUMMER 1995 INTERSECTION ANALYSIS SUMMARY Intersection Number: 39 Intersection Location: I-5/Cannon Road S/B Ramp CONTENT PAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. LOS Analysis (HCM Delay Method) 2 of 3 P.M. LOS Analysis (HCM Delay Method) 3 of 3 JHK fic /Vssociates Turning Movement Count Analysis Page 1 of 3 City: Carlsbad Intersection of; N/S Street: 1-5 Southbound E/W Street: Cannon Road File: CB9539.XLS Data Collected by C.I. fic T.M. Count Date : 7/27/95 Day: Thursday Weather: Clear Traffic Control: Unsignalized South Approach (NB) North Approach (SB) West /Vpproach (EB) East Approach (WB) 16 min Total End of 16 min. prd. Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 0 0 0 0 0 10 0 0 20 0 0 0 14 0 0 0 0 13 0 0 57 0 6:30 AM 0 0 0 0 0 19 0 2 31 0 0 0 13 4 0 2 0 9 0 0 80 0 6:45 AM 0 0 0 0 0 27 0 0 27 0 0 0 14 2 0 0 0 6 0 0 76 0 7:00 AM 0 0 0 0 0 60 0 1 46 0 0 0 26 3 1 0 0 10 0 0 136 1 7:15 AM 0 0 0 0 0 45 0 1 46 0 0 0 32 6 0 3 0 4 0 0 137 0 7:30 AM ' 0 0 0 0 0 84 0 1 51 0 0 0 62 7 2 2 0 8 0 0 215 2 7:45 AM ' 0 0 0 0 0 96 0 0 66 0. 0 0 26 3 2 4 0 20 0 0 216 2 8:00 AM • 0 0 0 0 0 124 0 0 80 0 0 0 69 3 0 4 0 19 0 0 299 0 8:15 AM • 0 0 0 0 0 88 0 0 69 0 0 0 30 3 1 5 0 15 0 0 210 1 8:30 AM 0 0 0 0 0 53 0 0 64 0 0 0 37 4 0 5 0 16 0 1 179 1 8:46 AM 0 0 0 0 0 52 0 0 73 0 0 0 19 3 0 5 0 16 0 0 168 0 9:00 AM 0 0 0 0 0 59 0 4 67 0 0 0 23 7 0 11 0 30 0 0 201 0 Max. 16 min. 0 0 0 0 0 124 0 4 80 0 0 0 69 7 2 11 0 30 0 1 299 2 Pk. Hr. Vol. 0 0 0 0 0 392 0 1 266 0 0 0 187 16 5 15 0 62 0 0 939 5 7:15 AM Peak Intersection Traffic in Pk. Hr. = 939 Peak Hr. Factor 0.79 8:16 AM Hour Intersection Pdstrns in Pk. Hr. 5 3:46 PM 0 0 0 0 0 45 0 1 22 0 0 0 57 6 0 15 0 29 0 0 174 0 4:00 PM 0 0 0 0 0 37 0 1 39 0 0 0 65 7 0 23 0 24 0 0 196 0 4:15 PM 0 0 0 0 0 40 0 0 40 0 0 0 68 11 0 13 0 37 0 0 209 0 4:30 PM 0 0 0 0 0 37 0 1 24 0 0 1 55 5 0 14 0 22 0 1 159 1 4:45 PM • 0 0 0 0 0 30 0 0 46 0 0 0 62 14 1 12 0 20 0 0 184 1 6:00 PM " 0 0 0 0 0 36 0 0 36 0 0 0 59 10 0 8 0 32 0 0 180 . 0 5:15 PM • 0 0 0 0 0 43 0 0 28 0 0 0 101 27 2 19 0 34 0 2 252 4 6:30 PM • 0 0 0 0 0 34 0 0 36 0 0 0 69 10 0 13 0 30 0 0 191 0 6:45 PM 0 0 0 0 0 23 0 1 26 0 0 0 36 18 0 7 0 24 0 1 135 1 6:00 PM 0 0 0 0 0 20 0 1 33 0 0 0 37 5 0 6 0 26 0 0 128 0 6:15 PM 0 0 0 0 0 8 0 2 22 0 0 0 50 9 0 5 2 21 0 0 119 0 6:30 PM 0 0 0 0 0 17 0 0 18 0 0 0 27 5 3 9 0 10 0 0 86 3 Max. 15 min. 0 0 0 0 0 45 0 2 46 0 0 1 101 27 3 23 2 37 0 2 252 4 Pk, Hr. Vol, 0 0 0 0 0 142 0 0 145 0 0 0 291 61 3 52 0 116 0 2 807 6 4:30 PM Peak Intersecfion Traffic in Pk. Hr. = 807 5:30 PM Hour Intersection Pdstrns in Pk. Hr. = 5 Peak Hr. Factor 0.80 INTERSECTION : 1-5 SOUTHBOUND RAMPS/CANNON ROAD DATE : 7/27/95 ANALYST: LJ.M. CITY / STATE : CARLSBAD, CA PROJECT NO : 60071 PK HR ENTERING VOL : 939 PEAK HOUR : 4 (7:15 AM-8:15 AM) Time Period Stopped Vehicles Approach Volume Time Period SB WB SB WB 6:30 - 6:45 11 0 54 0 6:45 - 7:00 24 1 97 0 7:00-7:15 15 0 92 3 7:15-7:30 38 2 136 2 7:30 - 7:45 52 1 162 4 7:45 - 8:00 325 2 204 4 8:00-8:15 150 3 157 5 76 0 117 5 15 min Stop Veh Vol 325 2 Corresponding App. Vol 204 4 Total Pk Hr Vol 659 15 APPROACH DELAY (DELAY / APPROACH) * (PK HR APPROACH VOL ) PK HR ENTERING VOL SB APPROACH (DELAY) WB APPROACH (DELAY) INTERSECTION (DELAY) 22.4 Seconds 0.2 Seconds 22.6 Seconds INTERSECTION (LOS) NOTE: 1. Delay data was collected at 20 second inten/als. 2. Intersection LOS is based on information contained in the Highway Capacity Manual and provided earlier in this report. 3. Delay/Approach = Pk 15 min Stop Veh Vol * 20 sec / Pk 15 min Approach Vol 4. Intersection Delay is the maximized value of the 15 min Approach Delays INTERSECTION : 1-5 SOUTHBOUND RAMPS/CANNON ROAD DATE : 7/27/95 ANALYST: LJ.M. CITY / STATE : CARLSBAD, CA PROJECT NO : 60071 PK HR ENTERING VOL : 807 PEAK HOUR : 4 (4:30 PM - 5:30 PM) Time Period Stopped Vehicles Approach Volume Time Period SB WB SB WB 3:45 - 4:00 32 11 77 23 4:00-4:15 28 2 80 13 4:15-4:30 25 5 62 14 4:30 - 4:45 38 3 76 12 4:45 - 5:00 21 3 71 8 5:00-5:15 36 9 71 19 5:15-5:30 29 2 69 13 5:30 - 5:45 10 2 50 7 15 min stop Veh Vol 36 9 Corresponding App. Vol 71 19 Total Pk Hr Vol 287 52 APPROACH DELAY (DELAY / APPROACH) * (PK HR APPROACH VOL ) PK HR ENTERING VOL SB APPROACH (DELAY) WB APPROACH (DELAY) INTERSECTION (DELAY) 3.6 0.6 4.2 Seconds Seconds Seconds INTERSECTION (LOS) NOTE: 1, Delay data was collected at 20 second intervals. 2. Intersection LOS is based on information contained in the Highway Capacity Manual and provided earlier in this report. 3. Delay/Approach = Pk 15 min Stop Veh Vol * 20 sec / Pk 15 min Approach Vol 4, Intersection Delay is the maximized value of the 15 min Approach Delays CITY OF CARLSBAD SUMMER 1995 INTERSECTION ANALYSIS SUMMARY Intersection Number: 4 0 Intersection Location: I-5/Cannon Road N/B Ramp i CONTENT PAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. LOS Analysis (HCM Delay Method) 2 of 3 P.M. LOS Analysis (HCM Delay Method) 3 of 3 JHK 8c /Vssociates Turning Movement Count /Vnalysis Page 1 of 3 City: Carlsbad Intersection of; N/S Street; 1-5 Northbound E/W Street; Cannon Road File: CB9540.XLS Data Collected by C.I, fic M.H. Count Date; 7/27/95 Day; Thursday Weather: Clear Traffic Control: Unsignalized End of 16 min. prd. South Approach (NB) North /Vpproach (SB) West Approach (EB) East Approach (WB) 16 min Total Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 9 0 0 0 0 0 0 0 0 0 8 0 12 0 0 0 0 0 1 0 30 0 6:30 AM 16 0 0 4 0 0 0 0 0 0 10 0 19 0 0 0 0 1 1 0 51 0 6:46 AM 13 0 0 5 0 0 0 0 0 0 12 0 32 0 0 0 0 5 1 0 68 0 7:00 AM 13 0 0 3 0 0 0 0 0 0 12 1 70 0 0 0 0 4 3 0 106 0 7:16 AM 9 0 0 4 0 0 0 0 0 0 21 0 46 0 0 0 0 3 4 0 87 0 7:30 AM ' 14 0 2 20 0 0 0 0 0 0 24 0 111 0 0 0 0 2 16 0 188 0 7:46 AM ' 12 0 0 26 0 0 0 0 0 0 19 0 105 0 0 0 0 7 11 0 179 0 8:00 AM • 28 0 0 27 0 0 0 0 0 0 30 0 188 0 0 0 0 4 11 0 288 0 8:15 AM • 22 0 0 19 0 0 0 0 0 0 19 0 101 0 0 0 0 8 21 1 190 1 8:30 AM 20 0 1 7 0 0 0 0 0 0 28 0 96 0 0 0 0 19 16 1 187 1 8:46 AM 11 0 0 14 1 0 0 . 0 0 0 24 0 66 0 0 0 0 13 22 0 140 1 9.-00 AM 25 0 0 8 0 0 0 0 0 0 24 0 62 0 0 0 0 21 36 0 176 0 Max. 15 min. 28 0 2 27 1 0 0 0 0 0 30 1 188 0 0 0 0 21 36 1 288 1 Pk. Hr. Vol. 76 0 2 91 0 0 0 0 0 0 92 0 505 0 0 0 0 21 58 1 846 1 7:15 AM Peak Intersection Traffic in Pk. Hr. •- 845 Peak Hr. Factor 0.73 8:16 AM Hour Intersection Pdstrns in Pk. Hr. = 1 3:45 PM 21 0 0 21 0 0 0 0 0 0 85 0 82 4:00 PM 21 0 0 26 0 0 0 0 0 0 62 0 68 4:15 PM 30 0 0 19 0 0 0 0 0 0 96 0 70 4:30 PM 19 0 0 21 0 0 0 0 0 0 63 0 75 4:45 PM • 22 0 0 28 0 0 0 0 0 0 103 0 67 6:00 PM • 34 0 0 18 0 0 0 0 0 0 76 0 60 5:16 PM • 18 0 0 12 0 0 0 0 0 0 131 0 64 5:30 PM • 20 0 0 12 0 0 0 0 0 0 93 0 48 5:46 PM 36 0 0 12 0 0 0 0 0 0 86 0 44 6:00 PM 28 0 0 19 0 0 0 0 0 0 88 0 34 6:16 PM 15 0 0 8 0 0 0 0 0 0 65 0 34 6:30 PM 10 0 0 6 0 0 0 0 0 0 60 0 32 Max. 16 min. 36 0 0 28 0 0 0 0 0 0 131 0 82 Pk. Hr. Vol. 94 0 0 70 0 0 0 0 0 0 403 0 239 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 0 0 1 0 37 33 44 42 28 29 67 37 43 34 11 15 49 63 54 57 72 76 132 98 80 85 56 25 0 0 0 0 0 0 0 0 0 0 0 0 4:30 PM Peak Intersection Traftic in Pk. Hr. =1336 5:30 PM Hour Intersection Pdstrns in Pk. Hr. = 0 Peak Hr. Factor 0.81 57 151 132 377 296 263 313 278 320 292 414 309 300 288 190 147 414 1335 0 0 0 0 0 0 0 0 0 0 0 0 0 0 INTERSECTION : 1-5 NORTHBOUND RAMPS/CANNON ROAD DATE : 7/27/95 ANALYST: LJ.M. CITY / STATE : CARLSBAD, CA PROJECT NO : 60071 PK HR ENTERING VOL : 845 PEAK HOUR : 4 (7:15 AM-8:15 AM) Time Period Stopped Vehicles Approach Volume Time Period NB EB NB EB 6:30 - 6:45 2 0 18 12 6:45 - 7:00 0 0 16 12 7:00-7:15 6 0 13 21 7:15-7:30 10 3 36 24 7:30 - 7:45 20 1 37 19 7:45 - 8:00 43 2 55 30 8:00-8:15 31 1 41 19 8:15-8:30 16 0 28 28 15 min Stop Veh Vol 43 2 Con'esponding App. Vol 55 30 Total Pk Hr Vol 169 92 APPROACH DELAY (DELAY / APPROACH) * (PK HR APPROACH VOL) PK HR ENTERING VOL NB APPROACH (DELAY) EB APPROACH (DELAY) INTERSECTION (DELAY) 3.1 Seconds 0.1 Seconds 3.2 Seconds INTERSECTION (LOS) NOTE: 1. Delay data was collected at 20 second intervals. 2, Intersection LOS is based on information contained in the Highway Capacity Manual and provided earlier in this report. 3, Delay/Approach = Pk 15 min Stop Veh Vol * 20 sec / Pk 15 min Approach Vol 4. Intersection Delay is the maximized value of the 15 min Approach Delays INTERSECTION : 1-5 NORTHBOUND RAMPS/CANNON ROAD DATE : 7/27/95 ANALYST: LJ.M. CITY / STATE : CARLSBAD, CA PROJECT NO : 60071 PK HR ENTERING VOL : 1335 PEAK HOUR : 4 (4:30 PM - 5:30 PM) Time Period Stopped Vehicles Approach Volume Time Period NB EB NB EB 3:45 - 4:00 12 7 47 62 4:00-4:15 12 5 49 96 4:15-4:30 14 11 40 63 4:30 - 4:45 12 12 50 103 4:45 - 5:00 31 21 52 76 5:00-5:15 46 171 30 131 5:15-5:30 16 12 32 93 5:30 - 5:45 10 16 47 86 15 min stop Veh Vol 46 171 Conesponding App. Vol 30 131 Total Pk Hr Vol 164 403 APPROACH DELAY (DELAY / APPROACH) * (PK HR APPROACH VOL ) PK HR ENTERING VOL NB APPROACH (DELAY) EB APPROACH (DELAY) INTERSECTION (DELAY) 3.8 Seconds 7.9 Seconds 11.7 Seconds INTERSECTION (LOS) NOTE: 1. Delay data was collected at 20 second intervals. 2. Intersection LOS is based on information contained in the Highway Capacity Manual and provided earlier in this report. 3. Delay/Approach = Pk 15 min Stop Veh Vol * 20 sec / Pk 15 min Approach Vol 4. Intersection Delay is the maximized value of the 15 min Approach Delays CITY OF CARLSBAD SUMMER 1995 INTERSECTION ANALYSIS SUMMARY Intersection Number: 41 Intersection Location: I-5/Palomar Airport Road S/B Ramp CONTENT PAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and 2 of 3 Turn Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Turn Movement Diagram JHK 8c Associates Turning Movement Count Analysis Page 1 of 3 City: Carlsbad Intersection of; N/S Street: 1-5 Southbound E/W Street: Palomar /Virport Road File: CB9541.XLS Data Collected by M,H. fic Cl, Count Date: 7/18/95 Day: Tuesday Weather: Clear Traffic Control; Signalized End of 15 min. prd. South /Vpproach (NB) North /Vpproach (SB) West /Vpproach (EB) East Approach (WB) 16 min Total Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 0 0 0 0 0 101 0 0 17 0 0 0 32 24 0 0 0 42 61 1 277 1 6:30 AM 0 0 0 0 0 146 0 0 23 0 0 0 64 27 0 0 0 81 75 1 415 1 6:46 AM 0 0 0 0 0 160 0 0 45 0 0 0 61 26 0 0 0 166 130 0 578 0 7:00 AM 0 0 0 0 0 244 0 0 73 0 0 0 62 52 2 0 0 77 135 0 643 2 7:15 AM 0 0 0 0 0 160 0 0 51 0 0 0 72 41 0 0 0 132 148 1 604 1 7:30 AM ' 0 0 0 0 0 169 0 0 65 0 0 0 88 60 0 0 0 115 166 0 662 0 7:45 AM * 0 0 0 0 0 183 0 0 37 0 0 0 88 65 0 0 0 188 151 0 712 0 8:00 AM • 0 0 0 0 0 242 0 0 55 0 0 0 88 76 2 0 0 166 96 0 722 2 8:15 AM • 0 0 0 0 0 127 0 0 47 0 0 0 94 58 0 0 0 167 112 1 605 1 8:30 AM 0 0 0 0 0 138 0 0 33 0 0 0 94 82 0 0 0 167 121 0 635 0 8:45 AM 0 0 0 0 0 81 0 0 23 0 0 0 95 43 0 0 0 135 136 1 513 1 9:00 AM 0 0 0 0 0 141 0 0 37 0 0 0 76 60 2 0 0 107 117 0 538 2 Max. 15 min. 0 0 0 0 0 244 0 0 73 0 0 0 95 82 2 0 0 188 165 1 722 2 Pk. Hr. Vol. 0 0 0 0 0 721 0 0 194 0 0 0 358 258 2 0 0 636 524 1 2691 3 7:15 AM Peak Intersecfion Traffic in Pk. Hr . 2691 Peak Hr. Factor 0.93 8:16 AM Hour Intersection Pdstrns in Pk. Hr. = 3 3:45 PM 0 0 0 0 0 96 0 1 26 0 0 0 192 58 0 0 0 156 275 0 804 0 4:00 PM 0 0 0 0 0 131 0 0 47 0 0 0 176 100 1 0 0 239 310 2 1002 3 4:15 PM 0 0 0 0 0 66 0 0 22 0 0 0 110 63 1 0 0 141 182 0 574 1 4:30 PM 0 0 0 0 0 132 0 0 26 0 0 0 120 64 0 0 0 206 265 0 813 0 4:46 PM 0 0 0 0 0 114 0 0 40 0 0 0 147 101 1 0 0 134 237 5 773 6 5:00 PM " 0 0 0 0 0 110 0 0 40 0 0 0 125 83 3 0 0 146 253 0 766 3 5:15 PM • 0 0 0 0 0 98 0 0 33 0 0 0 196 134 0 0 0 222 342 0 1024 0 5:30 PM • 0 0 0 0 0 87 0 0 17 0 0 0 90 79 0 0 0 122 311 0 706 0 6:45 PM • 0 0 0 0 0 144 0 0 32 0 0 0 148 120 0 0 0 142 316 0 902 0 6:00 PM 0 0 0 0 0 70 0 0 13 0 0 0 102 65 1 0 0 154 253 0 657 1 6:15 PM 0 0 0 0 0 63 0 0 25 0 0 0 106 70 0 0 0 159 226 0 649 0 6:30 PM 0 0 0 0 0 59 0 0 27 0 0 0 97 61 0 0 0 141 177 1 662 1 Max. 16 min. 0 0 0 0 0 144 0 1 47 0 0 0 196 134 3 0 0 239 342 5 1024 6 Pk. Hr. Vol. 0 0 0 0 0 439 0 0 122 0 0 0 568 416 3 0 0 631 1222 0 3388 3 Peak Hr. Factor 0.83 6:45 PM Hour Intersection Pdstrns in Pk. Hr. = 3 1-5 Southbound at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 7:15 AM to 8:15 AM Page 2 of 3 South/Vppr (NB) North/Vppr (SB) West Appr (EB) East/Vppr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config - urations Inside (left) Outside Free-flow Lane Settings 0 0 0 2 0 1 0 3 0 0 2 0 Capacity 0 0 0 3240 0 1800 0 6000 0 0 4000 0 Are the North/South phases split (Y/N)? N /Vre the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 0 0 0 721 0 194 0 368 258 0 636 524 Adjusted Hourly Volume 0 0 0 721 0 194 0 616 0 0 636 0 Utilization Factor 0,00 0.00 0.00 0.22 0.00 0.11 0.00 0.10 0.00 0.00 0.16 0.00 Critical Factors 0.00 0,00 0.22 0.00 0.16 ICU Ratio = 0.48 LOS = Turning Movements at Intersection of: 1-5 Southbound and Palomar Airport Road W e s t A P P r Time ; 7:15 AM to 8:15 AM Date; 7/18/95 Day : Tuesday Name ; M.H, fic C.I. Totals 1446 Sub- totals 830 616 North Approach 194 0 358 258 Subtotals Total 258 915 0 t North • 0 t 0 0 0 258 1-5 Southlsound 1439 0 721 524 624 636 0 Totql Subtotals Sub- totals 1160 1079 Totals 2239 E a s t A P P r Palomar Airport Road South /Vpproach Note ; Left-turn volumes include U-turns. U-turns in bold. 1-5 Southbound at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 4:45 PM to 5:45 PM Page 3 of 3 South /Vppr (NB) North Appr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config- urations Inside (left) Outside Free-flow Lane Settings 0 0 0 Capacity 0 0 0 Are the North/South phases split (Y/N)? N Ase the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 0 0 0 Adjusted Hourly Volume 0 0 0 Utilization Factor 0.00 Critical Factors ICU Ratio = 0.40 2 3240 1 1800 3 6000 2 4000 631 631 0 0 439 0 122 0 558 416 0 0 439 0 122 0 974 0 0.00 0,00 0.14 0.00 0.07 0.00 0.16 0.00 0.00 0.16 O.CD 0.00 0.14 0.16 0.00 LOS= A 1222 0 0.00 Turning Movements at Intersection of: i-5 Southbound and Palomar Airport Road W e s t A P P r Time ; 4:45 PM to 5:45 PM Date : 7/18/96 Day : Tuesday Name : M.H. 8c C.I. Totals 1727 Sub- totals 753 974 North Approach 661 122 0 0 558 416 Subtotals Total 416 I t North A *1 0 t 0 0 0 416 i-5 Southbound 1783 0 439 1222 1222 631 0 Totgl Subtotals Sub- totals 1853 997 Totals 2850 E a s t A P P r Palonnar Airport Road South Approach Note : Left-turn volumes include U-turns. U-turns in bold. CITY OF CARLSBAD SUMMER 1995 INTERSECTION ANALYSIS SUMMARY Intersection Number: 42 Intersection Location: I-5/Palomar Airport Road N/B Ramp CONTENT PAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and 2 of 3 Turn Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Turn Movement Diagram JHK fic /Vssociates Turning Movement Count /Vnalysis Page 1 of 3 City: Carlsbad Intersection of: N/S Street; 1-5 Northbound E/W Street; Palomar Arport Road File: CB9542.XLS Data Collected byTM. fic V.P. Count Date; 7/18/96 Day: Tuesday Weather: Clear Traffic Control: Signalized End of 16 min. prd. South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 7 0 0 81 0 0 0 0 0 0 2 0 100 0 1 0 0 73 77 3 340 4 6:30 AM 13 0 0 121 0 0 0 0 0 0 3 0 174 0 1 0 0 117 69 1 487 2 6:45 AM 30 0 0 177 0 0 0 0 0 0 6 0 194 0 1 0 0 172 66 3 644 4 7:00 AM 16 0 0 234 0 0 0 0 0 0 6 0 289 0 2 0 0 171 76 3 792 5 7:16 AM 39 0 0 204 0 0 0 0 0 0 7 0 207 0 2 0 0 167 77 0 701 2 7:30 AM ' 29 0 0 260 0 0 0 0 0 0 17 0 262 0 1 0 0 186 63 1 817 2 7:46 AM " 35 0 0 306 0 0 0 0;-0 0 15 0 259 0 1 0 0 168 82 1 864 2 8:00 AM • 54 0 0 339 0 0 0 0 0 0 4 0 319 0 0 0 0 197 99 0 1012 0 8:15 AM " 54 0 0 355 0 0 0 0 0 0 6 0 253 0 0 0 0 243 98 1 1009 1 8:30 AM 50 0 0 285 0 0 0 0 0 0 9 0 215 0 1 0 0 198 60 0 817 1 8:45 AM 36 0 0 242 0 0 0 0 0 0 13 0 162 0 1 0 0 177 99 2 728 3 9:00 AM 27 0 1 217 0 0 0 0 0 0 8 0 163 0 4 0 0 169 102 4 677 8 Max. 15 min. 54 0 1 355 0 0 0 0 0 0 17 0 319 0 4 0 0 243 102 4 1012 8 Pk. Hr. Vol. 172 0 0 1259 0 0 0 0 0 0 42 0 1093 0 2 0 0 794 342 3 3702 5 7:16 AM Peak Intersecfion Traffic in Pk. Hr. = 3702 Peak Hr. Factor 0.91 8:16 AM Hour Intersection Pdstrns in Pk. Hr. = 6 3:45 PM 29 0 0 179 0 0 0 0 0 0 66 1 207 0 0 0 0 343 231 0 1056 0 4:00 PM 29 0 2 183 0 . 0 0 0 0 0 21 0 198 0 1 0 0 323 240 0 996 1 4:15 PM 32 0 1 156 0 0 0 0 0 0 40 0 170 0 1 0 0 214 228 0 841 1 4:30 PM 40 0 1 203 0 0 0 0 0 0 27 1 162 0 0 0 0 397 261 0 1092 0 4:45 PM 31 0 0 131 0 0 0 0 0 0 7 0 193 0 1 0 0 292 126 0 779 1 5:00 PM • 42 0 0 148 0 0 0 0 0 0 68 0 191 0 4 0 0 346 308 0 1102 . 4 5:16 PM • 33 0 2 136 0 0 0 0 0 0 67 0 206 0 2 0 0 348 295 0 1086 2 5:30 PM • 36 0 1 173 0 0 0 0 0 0 52 1 210 0 0 0 0 433 219 0 1124 0 5:45 PM • 29 0 0 173 0 0 0 0 0 0 30 0 214 0 0 0 0 373 233 1 1062 1 6:00 PM 31 0 0 173 0 0 0 0 ' 0 0 29 0 163 0 1 0 0 339 140 0 865 1 6:15 PM 30 0 0 149 0 0 0 0 0 0 31 1 139 0 1 0 0 299 173 0 822 1 6:30 PM 22 0 0 123 0 0 0 0 0 0 14 0 122 0 1 0 0 232 127 0 640 1 Max. 15 min. 42 0 2 203 0 0 0 0 0 0 68 1 214 0 4 0 0 433 308 1 1124 4 Pk. Hr. Vol. 139 0 3 630 0 0 0 0 0 0 217 1 820 0 6 0 0 1499 1065 1 4364 7 4:46 PM Peak Intersection Traffic in Pk. Hr. = 4364 Peak Hr. Factor 0.97 5:45 PM Hour Intersection Pdstrns in Pk. Hr. = 7 1-5 Northbound at PalonrKir Airport Road Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period 7:15 AM to 8:15 AM Page 2 of 3 South/Vppr (NB) North/Vppr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config - urations Inside (left) Outside Free-flow Lane Settings 0 1 2 Capacity 0 2000 3240 Are the North/South phases split (Y/N)? N Aie the East/West phases spirt (Y/N)? N 1 3 1800 6000 3 1 6000 1800 Efflciency Lost Factor 0.10 Hourly Volume 172 0 1259 0 0 0 42 1093 0 0 794 342 Adjusted Hourly Volume 0 172 1259 0 0 0 42 1093 0 0 794 342 Utilization Factor 0.00 0.09 0.39 0.00 0.00 0.00 0.02 0.18 0.00 0.00 0.13 0.19 Critical Factors 0.39 0.00 0.02 0.19 ICU Ratio = 0.70 LOS= B Turning Movements at Intersection of: 1-5 Northbound and Palomar Airport Road Time: 7:15 AM to 8:15AM North Approach i-5 Northbound Date: 7/18/96 Day : Tuesday 384 Total Name : TM. fic V.P. 0 n 384 SulatQlfllS Sub-0 0 u 0 Sub- w e s t A P P r Totals 2101 totals 966 1135 42 1093 0 _Jt t North t 342 794 0 totals 1136 2352 Totals 3488 E a s t A P P r Subtotals Total 172 0 1431 0 1259 1431 Palonrxir Airport Road South /Vpproach Note ; Left-turn volumes include U-turns. U-turns in bold. 1-5 Northbound at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 4:45 PM to 6:45 PM Page 3 of 3 South Appr (NB) North Appr (SB) West Appr (EB) East/Vppr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config- urations Inside (left) Outside Free-flow Lane Settings 0 1 2 0 0 0 1 3 0 0 3 1 Capacity 0 2000 3240 0 0 0 1800 6000 0 0 6000 1800 Ase the North/South phases split (Y/N)? N Aie the East/West phases split (Y/N)? N Efficiency Lost Factor 0 Hourly Volume 139 3 630 0 0 0 218 820 0 0 1499 1056 Adjusted Hourly Volume 0 142 630 0 0 0 218 820 0 0 1499 1066 Utilization Factor 0,00 0,07 0,19 0.00 0.00 0.00 0.12 0.14 0.00 0.00 0.25 0.59 Critical Factors 0,19 0.00 0.12 0.59 ICU Ratio 1.00 LOS = Turning Movements at Intersection of: 1-5 Northbound and Palomar Airport Road W e s t A P P r Time ; 4:45 PM to 5:45 PM Date; 7/18/95 Day : Tuesday Name ; TM. fic V.P. Totals 2677 Sub- totals 1639 1038 218 820 0 Subtotals Total North Approach 0 0 139 0 772 1-5 Northbound 1275 0 0 t North 1 t r 3 630 772 1275 1066 1499 0 Total Subtotals Sub- totals 2554 1450 Totals 4004 E a s t A P P r Palomar Airport Road South /Vpproach Note : Left-turn volumes include U-turns. U-turns in bold. CITY OF CARLSBAD SUMMER 1995 INTERSECTION ANALYSIS SUMMARY Intersection Number: 43 Intersection Location: I-5/Poinsettia Lane S/B Ramp CONTENT PAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and 2 of 3 Turn Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Turn Movement Diagram JHK fic /Vssociates Turning Movement Count /Vnalysis Page 1 of 3 City; Carlsbad Intersection of: N/S Street; 1-5 Southbound Ramp E/W Street: Poinsettia Lane File; CB9543.XLS Data Collected byTM. fic D.C, Count Date: 8/14/95 Day; Wednesday Weather: Clear Traffic Control; Unsignalized End of 15 min, prd. South /Vpproach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 16 min Total Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 0 0 0 0 0 15 0 0 6 0 0 0 9 6 0 21 0 16 0 0 73 0 6:30 AM 0 0 0 0 0 20 0 1 9 0 0 0 19 12 0 28 0 18 0 0 107 0 6:45 AM 0 0 0 0 0 24 0 1 12 0 0 0 10 15 1 48 0 30 0 0 140 1 7:00 AM 0 0 0 0 0 39 0 2 21 0 0 0 44 15 2 64 0 63 0 0 248 2 7:16 AM 0 0 0 0 0 23 0 0 20 0 0 0 33 10 1 63 0 36 0 0 185 1 7:30 AM 0 0 0 0 0 17 0 0 21 0 0 0 32 10 3 69 0 60 0 0 209 3 7:46 AM 0 0 0 0 0 28 0 0 13 0 0 0 32 5 0 66 0 65 0 0 209 0 8:00 AM 0 0 0 0 0 24 0 0 22 0 0 0 39 7 1 58 0 67 0 0 207 1 8:15 AM • 0 0 0 0 0 18 0 0 22 0 0 0 32 ~ 9 3 50 0 64 0 0 195 3 8:30 AM ' 0 0 0 0 0 16 0 0 17 0 0 0 56 11 3 39 0 57 0 0 196 3 8:46 AM ' 0 0 0 0 0 22 0 0 30 0 0 0 60 17 0 49 0 72 0 0 250 0 9:00 AM • 0 0 0 0 0 28 0 0 58 0 0 0 58 14 1 50 0 80 0 0 288 1 Max. 15 min. 0 0 0 0 0 39 0 2 58 0 0 0 60 17 3 69 0 80 0 0 288 3 Pk. Hr. Vol. 0 0 0 0 0 84 0 0 127 0 0 0 206 51 7 188 0 273 0 0 929 7 8:00 AM Peak Intersection Traffic in Pk. Hr. = 929 Peak Hr. Factor 0.81 9:00 AM Hour Intersection Pdstrns in Pk. Hr. = 7 3:45 PM 0 0 0 0 0 36 0 0 31 0 0 0 113 0 1 0 0 116 0 2 296 3 4:00 PM • 0 0 0 0 0 26 0 0 32 0 0 0 98 0 0 0 0 118 0 1 274 1 4:16 PM • 0 0 0 0 0 36 0 0 36 0 0 0 129 0 0 0 0 132 0 0 332 0 4:30 PM • 0 0 0 0 0 27 0 0 38 0 0 0 109 15 2 21 0 90 0 6 300 8 4:46 PM • 0 0 0 0 0 25 0 0 36 0 0 0 130 26 1 38 0 86 0 1 341 2 6:00 PM 0 0 0 0 0 36 0 0 24 0 0 0 101 16 0 35 0 54 0 0 264 -0. 6:16 PM 0 0 0 0 0 43 0 0 43 0 0 0 88 27 0 26 0 78 0 0 306 0 6:30 PM 0 0 0 0 0 32 0 0 21 0 0 0 126 22 3 31 0 92 0 0 324 3 6:45 PM 0 0 0 0 0 10 0 0 19 0 0 0 104 11 0 25 0 60 0 1 229 1 6:00 PM 0 0 0 0 0 44 0 0 22 0 0 0 89 17 0 23 0 64 0 0 259 0 6:15 PM 0 0 0 0 0 29 0 0 27 0 0 0 96 22 0 33 0 78 0 3 284 3 6:30 PM 0 0 0 0 0 35 0 0 21 0 0 0 74 21 1 26 0 71 0 0 247 1 Max. 15 min. 0 0 0 0 0 44 0 0 43 0 0 0 130 27 3 38 0 132 0 6 341 8 Pk. Hr. Vol. 0 0 0 0 0 114 0 0 141 0 0 0 466 41 3 59 0 426 0 8 1247 11 3:45 PM Peak Intersecfion Traffic in Pk. Hr. = 1247 Peak Hr. Factor 0.91 4:45 PM Hour Intersection Pdstrns in Pk. Hr. =11 1-5 Southbound Ramp at Poinsettia Lane Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 8:00 AM to 9:00 AM Page 2 of 3 South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config - urations Inside (left) Outside Free-flow Lane Settings 0 0 0 1 1 1 0 2 1 2 2 0 Capacity 0 0 0 1800 2000 1800 0 4000 1800 3240 4000 0 Aie the North/South phases split (Y/N)? N Aie the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 0 0 0 84 0 127 0 206 61 188 273 0 Adjusted Hourly Volume 0 0 0 84 0 127 0 206 51 188 273 0 Utilization Factor 0.00 0.00 0.00 0.05 0.00 0.07 0.00 0.05 0.03 0.06 0.07 0.00 Critical Factors 0.00 0.07 0.05 0.06 ICU Ratio 0.28 LOS = Turning Movements at Intersection of; 1-5 Southbound Ramp and Poinsettia Lane W e s t A P P r Time : 8:00 AM to 9:00 AM Date ; 8/14/95 Day : Wednesday Name ; T.M. fic D.C. Totals 657 Sub- totals 400 257 North Approach 211 127 0 0 -J 206 • Subtotals Total 239 0 0 239 211 0 84 i-5 Southbound Ramp Total t North 0 273 188 Subtotals Sub- totals 461 290 Totals 751 E a s t A P P r Poinsettia Lane South /Vpproach Note : Left-turn volumes include U-turns. U-turns in bold. i-5 Southbound Ramp at Poinsettia Lane Lane Configuration for Intersecfion Capacity Utilization Pk. Hr. Time Period 3:46 PM to 4:46 PM Page 3 of 3 South/Vppr (NB) North Appr (SB) West Appr (EB) • East Appr (WB) Left Thru Right Left Thru Right J^eft_ Thru Right Left Thru RigtrL Lane Config- urations Inside (left) Outside Free-flow Lane Settings 0 0 0 1 1 1 0 2 1 2 2 0 Capacity 0 0 0 1800 2000 1800 0 4000 1800 3240 4000 0 Are the North/South phases split (Y/N)? N Aie the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 0 0 0 114 0 141 0 466 41 59 426 0 Adjusted Hourly Volume 0 0 0 114 0 141 0 466 41 59 426 0 Utilization Factor 0.00 0.00 0,00 0.06 0.00 0.08 0.00 0.12 0.02 0.02 0.11 0.00 Critical Factors 0.00 0.08 0.12 0.02 ICU Ratio 0.32 LOS = Turning Movements at Intersection of: 1-5 Southbound Ramp and Poinsettia Lane W e s t A P P r Time : 3:45 PM to 4:45 PM Date : 8/14/95 Day ; Wednesday Name : T.M. fic D.C. Totals 1074 Sub- totals 567 507 North Approach 255 0 0 -J 466 41 Subtotals Total 100 I t North A 1 0 t 0 0 0 100 i-5 Southbound Ramp 265 0 114 141 0 114 0 426 59 Total Subtotals Sub- totals 486 580 Totals 1066 E a s t A P P r Poinsettia Lane South Approach Note : Left-turn volumes include U-turns. U-turns in bold. CITY OF CARLSBAD SUMMER 1995 INTERSECTION ANALYSIS SUMMARY Intersection Number: 44 Intersection Location: I-5/Poinsettia Lane N/B Ramp CONTENT PAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and 2 of 3 Turn Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Turn Movement Diagram JHK fic Associates Turning Movement Count Analysis Page 1 of 3 City; Carlsbad Intersection of: N/S Street: 1-5 Northbound E/W Street; Poinsettia Lane File; CB9544.XLS Data Collected by E.R. fic M.U. Count Date; 8/16/95 Day: Thursday Weather: Clear Traffic Control: Unsignalized End of 15 min. prd. South Approach (NB) North Approach (SB) West /Vpproach (EB) East Approach (WB) 15 min Total Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 7 0 1 5 0 0 0 0 0 0 5 0 18 0 0 0 0 32 19 0 87 0 6:30 AM 9 0 0 11 0 0 0 0 0 0 9 0 23 0 0 0 0 31 23 0 106 0 6:45 AM 14 0 0 32 0 0 0 0 0 0 6 0 24 0 1 0 0 74 46 0 195 1 7:00 AM 13 0 0 30 0 0 0 0 0 0 13 0 50 0 1 0 0 83 42 0 231 1 7:15 AM 16 0 2 16 0 0 0 0 0 0 7 0 26 0 0 0 0 65 37 0 168 0 7:30 AM ' 22 0 0 39 0 0 0 0 0 0 10 0 15 0 0 0 0 104 64 1 264 1 7:45 AM ' 21 0 0 10 0 0 0 0 0 0 6 0 28 0 0 0 0 67 44 0 176 0 8:00 AM • 20 0 0 52 0 0 0 0 0 0 13 0 40 0 0 0 0 73 60 1 268 1 8:15 AM • 26 0 0 31 0 0 0 0 0 0 16 0 28 0 1 0 0 88 59 1 248 2 8:30 AM 13 0 1 27 0 0 0 0 0 0 24 0 30 0 0 0 0 76 52 1 223 1 8:46 AM 13 0 1 16 0 0 0 0 0 0 16 0 34 0 0 0 0 51 29 1 160 1 9:00 AM 18 0 1 26 0 0 0 0 0 0 19 0 50 0 1 0 0 64 46 0 224 1 Max. 16 min. 26 0 2 52 0 0 0 0 0 0 24 0 60 0 1 0 0 104 64 1 258 2 Pk. Hr. Vol. 89 0 0 132 0 0 0 0 0 0 45 0 111 0 1 0 0 332 227 3 936 4 7:16 AM Peak Intersection Traffic in Pk. Hr. = 936 Peak Hr. Factor 0.91 8:15 AM Hour Intersection Pdstrns in Pk. Hr. 3:45 PM 26 0 5 12 0 0 0 0 0 0 66 0 100 0 1 0 0 70 59 0 327 1 4:00 PM 29 0 0 7 0 0 0 0 0 0 46 0 116 0 0 0 0 52 37 0 287 0 4:15 PM * 38 0 5 44 0 0 0 0 0 0 69 0 121 0 0 0 0 82 54 0 413 0 4:30 PM 23 0 0 18 0 0 0 0 0 0 26 0 91 0 4 0 0 45 30 1 233 5 4:46 PM 18 0 0 37 0 0 0 0 0 0 41 0 96 0 0 0 0 69 26 0 286 0 5:00 PM 21 0 2 62 0 0 0 0 0 0 50 0 146 0 0 0 0 62 42 0 385 0 5:16 PM It 25 0 1 17 0 0 0 0 0 0 36 0 100 0 0 0 0 67 45 0 291 0 5:30 PM 31 0 3 47 0 0 0 0 0 0 34 0 83 0 0 0 0 65 35 0 298 0 6:46 PM 21 0 2 47 0 0 0 0 0 0 44 0 117 0 0 0 0 68 44 1 343 1 6:00 PM 24 0 2 22 0 0 0 0 0 0 29 0 110 0 1 0 0 69 36 0 292 1 6:16 PM 26 0 1 63 0 0 0 0 0 0 47 0 125 0 1 0 0 57 35 3 364 4 6:30 PM 14 0 1 20 0 0 0 0 0 0 29 0 108 0 1 0 0 54 37 0 263 1 Max. 15 min. 38 0 5 63 0 0 0 0 0 0 69 0 146 0 4 0 0 82 69 3 413 5 Pk. Hr. Vol. 100 0 7 161 0 0 0 0 0 0 186 0 454 0 4 0 0 268 161 1 1317 6 4:00 PM Peak Intersection Traffic in Pk. Hr. = 1317 Peak Hr. Factor 0.80 6.00 PM Hour Intersection Pdstrns in Pk. Hr. I-S Northbound at Poinsettia Lane Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period ; 7:16 AM to 8:15 AM Page 2 of 3 South/Vppr (NB) North Appr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config- urations Inside (left) Outside Free-flow 1 2 3 4 5 6 7 Lane Settings 0 1 2 0 0 0 1 2 0 0 3 1 Capacity 0 2000 3240 0 0 0 1800 4000 0 0 6000 1800 Ase the North/South phases split (Y/N)? N Ase the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 89 0 132 0 0 0 45 111 0 0 332 227 Adjusted Hourly Volume 0 89 132 0 0 0 45 111 0 0 332 227 Utilization Factor 0.00 0.04 0.04 0.00 0.00 0.00 0.03 0.03 0.00 0.00 0.06 0.13 Crrtical Factors 0.04 0.00 0.03 0.13 ICU Ratio 0.30 LOS = Turning Movements at Intersection of: 1-5 Northbound and Poinsettia Lane W e s t A P P r Time : 7:15 AM to 8:15 AM Date : 8/16/95 Day ; Thursday Name ; E.R. fic M.U. Totals 577 Sub- totals 421 156 North Approach 0 0 0 45 ^ Subtotals Total I t North • 89 t 0 0 221 221 272 0 0 1-5 Northbound 272 4_ 227 332 0 r 132 Total Subtotals Sub- totals 559 243 Totals 802 Poinsettia Lane E a s t A P P r South /Vpproach Note ; Left-turn volumes include U-turns. U-turrTs in bold. 1-5 Northbound at Poinsettia Lane Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period ; 4:00 PM to 6:00 PM Page 3 of 3 South/Vppr (NB) North/Vppr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config- urations Inside (left) Outside Free-flow Lane Settings 0 I 2 0 0 Capacity 0 2000 3240 0 0 Aie the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 100 7 161 0 0 Adjusted Hourly Volume 0 107 161 0 0 Utilization Factor 0.00 0.06 0.06 0.00 0.00 Critical Factors 0.06 0.00 ICU Ratio = 0.33 LOS = A 0 0 1 2 1800 4000 186 454 186 464 3 1 6000 1800 258 268 161 161 0.10 0.00 0.00 0.04 0.08 0.08 Turning Movements at Intersection of; 1-5 Northbound and Poinsettia Lane W e s t A P P r Time; 4:00 PM to 5:00 PM Date: 8/16/95 Day : Thursday Name ; E,R, 8c M,U, Totals 998 Sub- totals 368 640 North Approach 0 0 186 454 0 Subtotals Total 100 0 268 7 268 344 0 0 1-5 Northbound 344 t North 1 t r 161 151 258 0 Total Subtotals Sub- totals 409 615 Totals 1024 Poinsettia Lane E a s t A P P r South /Vpproach Note : Left-turn volumes include U-turns. U-turns in bold. CITY OF CARLSBAD SUMMER 1995 INTERSECTION ANALYSIS SUMMARY Intersection Number: 45 Intersection Location: I-5/La Costa Avenue S/B Ramp CONTENT PAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. LOS Analysis (HCM Delay Method) 2 of 3 P.M. LOS Analysis (HCM Delay Method) 3 of 3 JHK fic /Vssociates Turning Movement Count Analysis Page 1 of 3 City: Carlsbad Intersection of; N/S Street: 1-5 Southbound E/W Street: La Costa Avenue File; CB9646.XLS Data Collected byTM. 8c L.M. Count Date ; 8/9/95 Day; Wednesday Weather: Clear Traftic Control; Unsignalized End of 15 min. prd. South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6; 15 AM 0 0 0 0 0 12 0 0 8 0 0 0 35 23 0 99 0 24 0 0 201 0 6:30 AM 0 0 0 0 0 26 0 0 26 0 0 0 33 32 0 117 0 21 0 0 255 0 6:45 AM 0 0 0 0 0 23 0 0 25 0 0 0 47 26 0 174 0 28 0 0 323 0 7:00 AM ' 0 0 0 0 0 38 0 0 21 0 0 0 40 54 0 166 0 35 0 0 354 0 7:15 AM • 0 0 0 0 0 36 0 0 24 0 0 0 64 62 0 206 0 34 0 0 426 0 7:30 AM ' 0 0 0 0 0 33 0 0 19 0 0 0 34 27 0 143 0 26 0 0 282 0 7:45 AM ' 0 0 0 0 0 40 0 0 17 0 0 0 87 52 0 164 0 20 0 0 380 0 8:00 AM 0 0 0 0 0 40 0 0 24 0 0 0 92 38 0 123 0 28 0 0 345 0 8:15 AM 0 0 0 0 0 33 0 0 21 0 0 0 41 28 0 126 0 22 0 0 271 0 8:30 AM 0 0 0 0 0 49 0 1 21 0 0 0 65 43 0 169 0 54 0 0 402 0 8:45 AM 0 0 0 0 0 46 0 0 20 0 0 0 69 47 0 164 0 39 0 0 385 0 9:00 AM 0 0 0 0 0 34 0 0 23 0 0 0 52 40 0 115 0 31 0 0 295 0 Max. 16 min. 0 0 0 0 0 49 0 1 26 0 0 0 92 62 0 206 0 64 0 0 426 0 Pk. Hr. Vol. 0 0 0 0 0 147 0 0 81 0 0 0 226 195 0 679 0 115 0 0 1442 0 6:45 AM Peak Intersection Traffic in Pk. Hr, = 1442 Peak Hr. Factor 0.85 7:46 AM Hour Intersection Pdstrns in Pk, Hr. = 0 3:45 PM 0 0 0 0 0 33 0 0 34 0 0 0 103 28 0 100 0 54 0 0 352 0 4:00 PM 0 0 0 0 0 38 0 0 27 0 0 0 80 22 0 102 0 60 0 0 319 0 4:15 PM 0 0 0 0 0 30 0 0 43 0 0 0 90 26 0 80 0 67 0 0 326 0 4:30 PM 0 0 0 0 0 40 0 0 63 0 0 0 93 32 0 115 0 58 0 0 401 0 4:45 PM • 0 0 0 0 0 39 0 0 68 0 0 0 178 44 0 88 0 48 0 0 466 0 5:00 PM • 0 0 0 0 0 27 0 0 64 0 0 0 131 24 0 85 0 38 0 2 359 2 5:15 PM • 0 0 0 0 0 37 0 0 59 0 0 0 131 28 0 76 0 34 0 0 364 0 . 5:30 PM " 0 0 0 0 0 51 0 0 67 0 0 0 121 39 0 127 0 62 0 1 467 1 6:45 PM 0 0 0 0 0 40 0 0 53 0 0 0 96 34 0 87 0 44 0 0 354 0 6:00 PM 0 0 0 0 0 30 0 0 44 0 0 0 73 21 0 89 0 48 0 0 305 0 6:15 PM 0 0 0 0 0 42 0 0 34 0 0 0 73 20 0 95 0 54 0 1 318 1 6:30 PM 0 0 0 0 0 27 0 0 31 0 0 0 37 17 0 90 0 44 0 0 246 0 Max. 15 min. 0 0 0 0 0 51 0 0 68 0 0 0 178 44 0 127 0 62 0 2 467 2 Pk. Hr. Vol. 0 0 0 0 0 154 0 0 248 0 0 0 561 135 0 375 0 182 0 3 1655 3 5:30 PM Hour Intersection Pdstrns in Pk. Hr. 1656 3 Peak Hr. Factor 0.89 INTERSECTION ANALYST: PROJECT NO : PEAK HOUR : 1-5 SOUTHBOUND RAMPS/LA COSTA AVENUE LJ.M. 60071 2 (6:45 AM - 7:45 AM) DATE : 8/9/95 CITY / STATE : CARLSBAD, CA PK HR ENTERING VOL : 1442 Time Period Stopped Vehicles Approach Volume Time Period SB WB SB WB 6:30 - 6:45 24 43 48 174 6:45 - 7:00 25 71 59 166 7:00-7:15 46 84 60 206 7:15-7:30 56 98 52 143 7:30 - 7:45 60 89 57 164 7:45 - 8:00 240 225 64 123 8:00-8:15 33 127 54 126 8:15-8:30 138 211 71 169 15 min Stop Veh Vol 56 98 Corresponding App. Vol 52 143 Total Pk Hr Vol 228 679 APPROACH DELAY (DELAY / APPROACH) * (PK HR APPROACH VOL ) PK HR ENTERING VOL SB APPROACH (DELAY) WB APPROACH (DELAY) INTERSECTION (DELAY) 3.4 6.5 9.9 Seconds Seconds Seconds INTERSECTION (LOS) B NOTE: 1. Delay data was collected at 20 second inten/als. 2. Intersection LOS is based on information contained in the Highway Capacity Manual and provided earlier in this report. 3. Delay/Approach = Pk 15 min Stop Veh Vol * 20 sec / Pk 15 min Approach Vol 4. Intersection Delay is the maximized value of the 15 min Approach Delays INTERSECTION : 1-5 SOUTHBOUND RAMPS/POINSETTIA LANE DATE : 8/9/95 ANALYST: LJ.M. CITY / STATE : CARLSBAD, CA PROJECT NO : 60071 PK HR ENTERING VOL : 1655 PEAK HOUR : 3 (4:30 PM - 5:30 PM) Time Period Stopped Vehicles Approach Volume Time Period SB WB SB WB 4:00-4:15 149 92 73 80 4:15-4:30 172 87 103 115 4:30 - 4:45 168 150 107 88 4:45 - 5:00 110 85 81 85 5:00-5:15 83 97 96 75 5:15-5:30 159 297 118 127 5:30 - 5:45 188 270 93 87 5:45 - 6:00 70 176 74 89 15 min Stop Veh Vol 159 297 Corresponding App. Vol 118 127 Total Pk Hr Vol 402 375 APPROACH DELAY (DELAY / APPROACH) * (PK HR APPROACH VOL ) PK HR ENTERING VOL SB APPROACH (DELAY) WB APPROACH (DELAY) INTERSECTION (DELAY) 6.5 Seconds 10.6 Seconds 17.1 Seconds INTERSECTION (LOS) NOTE: 1. Delay data was collected at 20 second inten/als. 2. Intersection LOS is based on information contained in the Highway Capacity Manual and provided eariier in this report. 3. Delay/Approach = Pk 15 min Stop Veh Vol * 20 sec / Pk 15 min Approach Vol 4. Intersection Delay is the maximized value of the 15 min Approach Delays CITY OF CARLSBAD SUMMER 1995 INTERSECTION ANALYSIS SUMMARY Intersection Number: 46 Intersection Location: I-5/La Costa Avenue N/B Ramp CONTENT PAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. LOS Analysis (HCM Delay Method) 2 of 3 P.M. LOS Analysis (HCM Delay Method) 3 of 3 JHK 8c Associates Turning Movement Count Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Street: 1-5 Northbound E/W Street: La Costa Avenue File : CB9546.XLS Data Collected by D.W. fic L.M, Count Date: 8/9/95 Day: Wednesday Weather: Clear Traffic Control; Unsignalized End of 15 min. prd. South Approach (NB) North /Vpproach (SB) West Approach (EB) East Approach (WB) 16 min Total Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15AM 6 0 1 33 0 0 0 0 0 0 13 0 32 0 0 0 0 125 52 0 262 0 6:30 AM 5 0 1 40 0 0 0 0 0 0 18 0 48 0 0 0 0 151 55 0 318 0 6:45 AM 7 0 0 86 0 0 0 0 0 0 30 0 89 0 0 0 0 224 76 0 511 0 7:00 AM 6 0 0 85 0 0 0 0 0 0 13 0 75 0 0 0 0 230 74 0 482 0 7:16AM 9 0 0 69 0 0 0 0 0 0 21 0 82 0 0 0 0 228 61 0 470 0 7:30 AM 6 0 0 96 0 0 0 0 0 0 27 0 89 0 0 0 0 259 68 0 645 0 7:45 AM " 6 0 0 96 0 0 0 0-^ 0 0 32 0 123 0 0 0 0 220 84 0 561 0 8:00 AM • 8 0 1 109 0 0 0 0 0 0 36 0 124 0 0 0 0 180 77 0 535 0 8:15AM " 7 0 0 100 0 0 0 0 0 0 32 0 110 0 0 0 0 219 94 0 562 0 8:30 AM ' 4 0 0 88 0 0 0 0 0 0 24 0 93 0 0 0 0 229 108 0 546 0 8:45 AM 5 0 0 80 0 0 0 0 0 0 23 0 107 0 0 0 0 228 102 0 546 0 9:00 AM 10 0 0 89 0 0 0 0 0 0 23 0 115 0 0 0 0 205 96 0 537 0 Max. 15 min. 10 0 1 109 0 0 0 0 0 0 36 0 124 0 0 0 0 259 108 0 562 0 Pk. Hr. Vol. 25 0 1 393 0 0 0 0 0 0 124 0 460 0 0 0 0 848 363 0 2204 0 7:30 AM Peak Intersecfion Traffic in Pk. Hr. = 2204 Peak Hr. Factor 0.98 8:30 AM Hour Intersection Pdstrns in Pk. Hr = 0 3:45 PM 8 0 0 103 0 0 0 0 0 0 52 0 147 0 0 0 0 191 97 0 598 0 4:00 PM 28 0 1 119 0 0 0 0 0 0 24 0 168 0 0 0 0 206 86 0 622 0 4:15 PM 22 0 0 119 0 0 0 0 0 0 26 0 159 0 0 0 0 156 77 0 568 0 4:30 PM 15 0 0 119 0 0 0 0 0 0 34 0 159 0 0 0 0 178 85 0 590 0 4:46 PM • 15 0 0 135 0 0 0 0 0 0 63 0 164 0 0 0 0 183 95 0 666 0 6:00 PM • 9 0 0 95 0 0 0 0 0 0 44 0 166 0 2 0 0 141 79 0 534 . 2 6:16 PM • 5 0 1 111 0 0 0 0 0 0 27 0 210 0 0 0 0 176 74 0 604 0 6:30 PM • 9 0 1 115 0 0 0 0 0 0 32 0 189 0 0 0 0 202 94 0 642 0 5:46 PM 8 0 1 116 0 0 0 0 0 0 29 0 182 0 0 0 0 174 86 0 596 0 1 6:00 PM 8 0 0 138 0 0 0 0 0 0 26 0 160 0 1 0 0 163 64 0 559 0 1 6:15 PM 12 0 0 141 0 0 0 0 0 0 33 0 136 0 0 0 0 193 83 0 598 0 6:30 PM 13 0 1 124 0 0 0 0 0 0 30 0 131 0 0 0 0 162 61 0 522 0 Max. 16 min. 28 0 1 141 0 0 0 0 0 0 63 0 210 0 2 0 0 206 97 0 666 2 Pk, Hr.Vol. 38 0 2 456 0 0 0 0 0 0 166 0 729 0 2 0 0 702 342 0 2436 2 4:30 PM Peak Intersection Traffic in Pk. Hr. = 2436 Peak Hr. Factor 0.93 5:30 PM Hour Intersection Pdstrns in Pk. Hr. = 2 INTERSECTION ANALYST: PROJECT NO : PEAK HOUR : 1-5 NORTHBOUND RAMPS/LA COSTA AVENUE LJ.M. 60071 5 (7:30 AM-8:30 AM) DATE : 8/9/95 CITY / STATE : CARLSBAD, CA PK HR ENTERING VOL : 2204 Time Period Stopped Vehicles Approach Volume Time Period NB EB NB EB 6:30 - 6:45 30 13 93 30 6:45 - 7:00 30 7 90 13 7:00-7:15 30 6 78 21 7:15-7:30 51 7 102 27 7:30 - 7:45 93 18 102 32 7:45 - 8:00 135 9 118 36 8:00-8:15 65 15 107 32 8:15-8:30 41 13 92 24 15 min Stop Veh Vol 135 9 Con'esponding App. Vol 118 36 Total Pk Hr Vol 419 124 APPROACH DELAY (DELAY / APPROACH) * (PK HR APPROACH VOL ) PK HR ENTERING VOL NB APPROACH (DELAY) EB APPROACH (DELAY) INTERSECTION (DELAY) 4.3 0.3 4.6 Seconds Seconds Seconds INTERSECTION (LOS) NOTE: 1. Delay data was collected at 20 second intervals. 2. Intersection LOS is based on information contained in the Highway Capacity Manual and provided eariier in this report. 3. Delay/Approach = Pk 15 min Stop Veh Vol * 20 sec / Pk 15 min Approach Vol 4. Intersection Delay is the maximized value of the 15 min Approach Delays INTERSECTION ANALYST: PROJECT NO : PEAK HOUR : 1-5 NORTHBOUND RAMPS/LA COSTA AVENUE LJ.M. 60071 2 (4:00 PM - 5:00 PM) DATE : 8/9/95 CITY / STATE : CARLSBAD, CA PK HR ENTERING VOL : 2605 Time Period Stopped Vehicles Approach Volume Time Period NB EB NB EB 3:45 - 4:00 229 44 153 23 4:00-4:15 281 16 154 25 4:15-4:30 315 6 208 41 4:30 - 4:45 215 15 149 64 4:45 - 5:00 369 25 164 29 5:00-5:15 583 28 109 27 5:15-5:30 287 18 185 31 5:30 - 5:45 422 33 92 26 15 min Stop Veh Vol 369 25 Con'esponding App. Vol 164 29 Total Pk Hr Vol 675 159 APPROACH DELAY (DELAY / APPROACH) * (PK HR APPROACH VOL ) PK HR ENTERING VOL NB APPROACH (DELAY) EB APPROACH (DELAY) INTERSECTION (DELAY) 11.7 Seconds 1.1 Seconds 12.8 Seconds INTERSECTION (LOS) NOTE: 1. Delay data was collected at 20 second intervals. 2. Intersection LOS is based on information contained in the Highway Capacity Manual and provided eariier in this report. 3. Delay/Approach = Pk 15 min Stop Veh Vol * 20 sec / Pk 15 min Approach Vol 4. Intersection Delay is the maximized value of the 15 min Approach Delays