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HomeMy WebLinkAbout; 1996 Traffic Monitoring Program Carlsbad Part 1; 1996 Traffic Monitoring Program Carlsbad Part 1; 1996-12-06ANNUAL REPORT 1996 CITY OF CARLSBAD GROWTH MANAGEMENT PLAN TRAFFIC MONITORING PROGRAM Prepared For City of Carlsbad 2075 Las Palmas Drive Carlsbad, CA 92009 Prepared By JHK & Associates 10260 Campus Point Drive San Diego, CA 92121 Tel. No. (619)458-2111 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 LIST OF FIGURES Figprg Page 1- 1 Project Location Map 1-2 2- 1 1996 Traffic Monitoring Program - Peak Hour Arterial Levels of 2-2 Service 3- 1 Intersection Location Map 3-2 3-2 1996 AM Peak Hour - Intersection Levels of Service 3-11 3-3 1996 PM Peak Hour - Intersection Levels of Service 3-12 LIST OF TABLES Table Page 2- 1 Roadway Segment Levels of Service 2-3 3- 1 Intersection Capacity Utilization Analysis Summary 3-8 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 tiiroughout 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 currentiy exist. This report documents the eighth year's results of the Growtii Management Plan Traffic Monitoring Program for the City of Carlsbad. The City of Carlsbad identified forty- three (43) key intersections and twenty-seven (27) key mid-block locations for analysis. Similar efforts occurred during 1989, 1990, 1991, 1992, 1993, 1994, and 1995 during die 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 68,000. Interstate 5 runs north and south near the westem edge of Carlsbad and is a major route for commuters to both Orange County and San Diego. The facility also carries a significant amount of through traffic as the primary coastal route linking San Diego to Orange County and Los Angeles. The Carlsbad Circulation system includes the following major arterials El Camino Real, Palomar Aiiport 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 LEGEND m 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 1996 at requested mid- block locations and intersections witiiin 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-seven (27) mid-block link count locations were identified by die City of Carlsbad for the collection of 1996 average daily traffic (ADT) volume counts. JHK coordinated die placement of its counters with City staff and later reviewed the ADT volumes and performed roadway segment analysis. The results of the mid-block link analysis for the summer count period are contained in Chapter 2. Although roadway segment analysis provides a good indication of roadway operations in rural settings, intersections tend to be the dominant factor in traffic operations witiun the urban sections of most communities. Thus, the City of Carlsbad identified forty- tiiree (43) key intersections to be analyzed. To help assure tiiat the intersection tum movement counts were completed ui a timely and consistent manner, JHK utilized engineering shidents 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 tiien analyzed using die Intersection Capacity Utilization (ICU) method for signalized intersections and procedures outiined in the 1994 Highway Capacity 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-seven (27) 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 Qty 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. Figure 2-1 graphically illustrates the 1996 levels of service during the peak hour. Table 2-1 summarizes and compares the Summer 1996 roadway segment analysis with data from 1992,1993,1994, and 1995. After the analysis was completed for the roadway segments, no locations were identified as operating at LOS D, E, or F. However, two (2) locations were found to operate at LOS C. Palomar Airport Road east of future Mekose Drive and La Costa Avenue between Piraeus Street and Saxony Road were found to operate at LOS C, each with a volume to capacity ratio (V/C) of 0.74 during the peak period. This is the first year since 1993 and after improvements were completed on the Palomar Airport corridor, east of El Camino Real, that this location has reported a level of service worse than B. The second location. La Costa Avenue between Piraeus Street and Saxony Road was found to operate at LOS C with a (V/C) of 0.74 which is a decreased from last years (V/C) of 0.78, but is more consistent with tiie previous two years, having earlier 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 1996 count phase. The location of the high volume links along with the corresponding level of service is listed below: Location No. Location 4 Palomar Airport Road east of future Melrose Drive 16 La Costa Avenue between Piraeus Street and Saxony Road 1992 1993 1994 1995 1996 Summer Summer Summer Summer Summer LOS LOS LOS LOS LOS F N/A A B C C/D C C C C 2-1 LEGEND XX Mid-Block Count Number LOS A, B or C LOSD LOSE LOSF ihk& associates Figure 2-1 1996 TRAFFIC MONITORING PROGRAM PEAK HOUR ARTERIAL LEVELS OF SERVICE 2-2 Table 2-1 CITY OF CARLSBAD ROADWAY SEGMENT LEVELS OF SERVICE ANALYSIS SUMMARY to I Location Nuniber Seement Seement Localion Summer 1992 Summer 1993 Summer 1994 Summer 1995 Summer 1996 Location Nuniber Seement Seement Localion 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. 30.180 A 30,765 A 31,920 A 36,825 A 39,715 A 2 Palomar Airport Rd. Yarrow Dr. and El Camino Real 19.685 A 20,180 A 17,980 A 22,625 A 24,395 A 3 Palomar Aiiport Rd. El Camino Real and El Fuerte St. 28,160 A 26,785 A 36,220 A 37,610 B 4 Palomar Airport Rd. East of future Melrose Dr. 27,895 F 25,385 A 34,615 B 37,925 C 5 El Camino Real Plaza Dr. and Manon Rd. 31,345 A 31,365 A 32,125 A 31,580 A 32,345 A 6 El Camino Real Tamarack Ave. and Kelly Dr. 23,650 A 23,310 A 24,700 A 22,730 A 23,945 A 7 El Camino Real Palomar Airport Rd. and Faraday Ave. 21,345 A 23,000 A 25,150 A 26,475 A 8 El Camino Real Camino Vida Roble and Alga Rd./Aviara Pkwy. 23,415 A 25,150 A 9 El Camino Real Alga Rd./Aviara Pkwy. and La Costa Ave. 25,060 A 29,775 A 27.540 A 30,450 A 30,715 A 10 El Camino Real La Costa Ave. and Levante St. 23,855 A 25,185 A 26,505 A 11 El Camino Real Levante St. and Olivenhain Rd. 23,500 A 25,075 A 23,825 A 24,770 A 25,905 A 12 Catlsbad Blvd. State St. and Mountain View Dr. 12.920 A 13.045 A 13,950 A 14,285 A 13,250 A 13 Carlsbad Blvd. Cannon Rd. and Cerezo Dr. 15,710 A 15,215 A 15,105 A 14,715 A 15,065 A 14 Cailsbad Blvd. Palomar Aiiport Rd. and Poinsettia Ln. 14,580 A 15,290 A 13,975 A 13,505 A 12,200 A 15 Cailsbad Blvd. Poinsettia Ln. and La Costa Ave. 13,605 A 12,775 A 15,010 A 12.175 A 16 La Costa Ave. Piraeus St. and Saxony Rd. 29,700 C 29,705 C 30,895 C 31,455 C 30,540 C 17 La Costa Ave. Romeria St and Cadencia St. 12,205 A 11,360 A 11,600 A 11,395 A 11,280 A 18 Rancho Santa Fe Rd. Melrose Dr. and La Costa Meadows Dr. 23.175 B 23,850 C 25,490 B 23,290 B 23,560 A 19 Rancho Santa Fe Rd. Questhaven Rd. and Cadencia St. 19,715 A 19,505 A 20,255 A 19,755 A 20,500 A 20 Rancho Santa Fe Rd. Olivenhain Rd. and Avenida La Posta 11,000 A 10,825 A 10,880 A 11,520 A 11,305 A 21 Cailsbad Village Dr. Pontiac Dr. and Victoria Ave. 5,300 A 4,930 A 5,140 A 5,075 A 5,180 A 22 Poinsettia Ln. Paseo Del Norte and Batiquitos Dr. 10,535 A 11,380 A 12,390 A 12,590 A 15,105 A 23 Tamarack Ave. El Camino Real and La Portalada Dr. 7.360 A 7,240 A 7,265 A 7,075 A 7,045 A 24 Paseo Del Norte Camino Del Parque (N) and Palomar Airport Rd. 7,490 A 10,560'* A 7.470 A 8.185 A 8,100 A 25 Paseo Del Norte Palomar Aiiport Rd. and Car Country Dr. 6,140 A 12,015* A 5,750 A 6,140 A 26 College Blvd. Aston Ave. and Palomar Aiiport Rd. 9,820 A 10,205 A 11,410 A 27 Alga Road El Camino Real and El Fuerte St. 7,870 A 7,860 A * Significant volume increase was due to construction of I-5/Pal omar Airport Road Interchange. Twenty-sbc (26) of the twenty-seven (27) mid-block locations for this 1996 report were previously analyzed in the 1995 report. The remaining mid-block location, Paseo Del Norte between Palomar Airport Road and Car Country Drive, was last analyzed in the 1994 Growth Management Plan Traffic Monitoring Program for the City of Carlsbad. Of these twenty-six (26) locations, eighteen (18) link count stations experienced an increase in ADT from the previous count period. The increases ranged from less than one (1) percent to twenty (20) percent with an average increase of sbc (6) percent. The other nine (9) sites showed a decrease in the recorded ADT volumes fi-om the previous count period. The decreases ranged from less than one (1) percent to nineteen (19) percent with an average decrease of five (5) percent. Based on the twenty-six (26) comparative locations, overall d-affic volumes have increased by two (2) percent, during the last year. This is less than the previous year when the annual growth rate averaged five (5) percent. A few interesting observations can be made from die ADT data along the main corridors in Carlsbad. For instance, since completion of constmction projects along Palomar Airport Road it has resulted in full access and utilization of this major arterial. This would explain the continued increases in traffic volumes along Palomar Airport Road and El Camino Real again this year. As would be expected, drivers previously avoiding this area, by diverting to other routes, have retumed. Currentiy, the volumes along Palomar Airport Road in this area have continued to increase by four (4) to ten (10) percent. Although this is down from the previous year, it is still considered significant. Since completion of the reconstiiiction of Palomar Airport Road east of El Camino Real other routes experienced decreases in their daily traffic volumes. In particular, traffic on Carlsbad Boulevard showed decreases ranging from seven (7) to nineteen (19) percent since last year and La Costa Avenue both east and west of El Camino Real experienced volume decreases of one (1) to three (3) percent respectively. 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 since completing constmction on Palomar Aiiport Road. For instance. El Camino Real, directiy north and south of the Palomar Airport Road improvements has experienced increases of five (5) and seven (7) percent respectively. 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 tme in urban settings where intersection operations cond-ol 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 fhe City of Carlsbad to more accurately determine the current state of the entire circulation system. 2-5 3. INTERSECTION TURN MOVEMENT COUNTS Intersection tum movement counts were conducted at forty-three (43) intersections. Figiure 3-1 graphically identifies the location of each of the intersections included in the study. To aid in die 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 firom each three-hour period was subdivided into fifteen minute intervals, and vehicle tuming movement counts were summarized during each interval. This assured that the peak hour would be clearly identified for botii the moming and evening peak periods. AU 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 die peak hour factor and perform ICU calculations. The ICU calculations for signalized intersections were conducted for both the moming and evening peak hours for tiiirty-eight (38) of die forty-three (43) intersections. In the past, lane group capacities of 1700 vphg per thru lane and 1500 vphg per tum lane were used for the ICU calculations. As part of tiie 1991 Traffic Monitoring Program, JHK studied nine signalized intersections in order to compare the theoretical and actual lane group capacities. Based on die results of tiiis analysis and discussions with City staff, ICU calculations were performed based on the following lane group capacities: Lane Group Capacity Thm Lanes 2000 vphgpl Tum Lanes 1800 vphgpl 3-1 -J hk & associates Figure 3-1 INTERSECTION LOCATION MAP 3-2 The 1996 intersection ICU was correlated to tiie level of service for the thirty-eight (38) 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 five (5) unsignalized intersections could not be analyzed using ICU procedures. Two intersections were ALL-WAY STOP-conttoUed, and tiie remaining were TWO-WAY STOP-controUed intersections with stop or yield signs controUing the minor street or ramp approach. The 1996 Traffic Monitoring Program unsignalized analysis incorporated new procedures recentiy pubUshed in the 1994 Highwav Capacitv Manual, as described below. TWO-WAY STOP-controUed 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 unsignaUzed intersections. This information was then utiUzed in calculating a total, weighted, average delay for die intersection. The total intersection delay was then compared to Table 10-3 of the 1994 Highwav Capacitv Manual to obtain the overaU intersection level of service. The 1994 Highwav Capacitv Manual provides new Levels of Service criteria as compared with previous years' analysis of unsignaUzed intersection analysis. The new Levels of Service criteria for unsignalized intersections is summarized in the foUowing table: 3-3 LEVEL OF SERVICE CRTFERIA FOR UNSIGNALIZED INTERSECTIONS Delay/Vehicle (see) LOS <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 tiie TWO-WAY STOP-controUed intersections can be found in the Appendix. The 1994 Highwav Capacitv Manual describes new procedures for calculating ALL- WAY STOP-controUed intersection Levels of Service. JHK utilized these procedures in tiiis report to determine tiie level of service of the two (2) remaining locations. The new procedure includes die foUowing steps. First, determine the flow rates and number of lanes for each approach. Then, estimate die 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 detemiined to be the summation of the total approach delay multipUed by the approach adjusted flow rate then divided by the overaU intersection volume. A Level of Service is tiien determined using table 10-3 of the 1994 Highway Capacitv Manual. The ALL-WAY STOP-controlled intersection analysis UtiUzed in previous years of the Traffic Monitoring Program was based on an earUer version of the 1994 Highwav Capacitv Manual procedure, widi slight variations in the methodology. After analyzing the results of the Summer 1996 count season, seven (7) 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-niinute interval of the peak hour. Six (6) intersections were signalized and one (1) unsignaUzed. 3-4 The signalized intersections were analyzed by assuming a peak hour factor of 1.00 for each 15-niinute period's volumes. ICU ratios and Levels of Service were then calculated from the resulting hourly volumes. Only one (1) of the seven (7) locations exhibited LOS E or F conditions during aU four (4) 15-minute peak hour periods for the moming or evening peak period. 1-5 Northbound Ramp at Palomar Airport Road experienced LOS F conditions during aU four (4) 15-niinute peak hour periods during the aftemoon. The ICU and LOS for die Summer count seasons of 1992, 1993, 1994, 1995 and 1996 are sununarized 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. A discussion of traffic operations at each of seven (7) intersections identified as operating at or below LOSD foUows: Palomar Airport Road and College Boulevard This intersection operated poorly during the aftemoon peak period for the first time since the Traffic Monitoring Program began in 1989. Commuters making the southbound right tum maneuver in the aftemoon contribute nearly tiiirty-eight (38) percent of the ICU ratio of LOS D (0.82). Two exclusive right tum lanes are used at present to make this maneuver. Last year's ICU analysis indicated LOS B (0.61). Current conditions indicate die need for additional geometric capacity at this intersection. Although, with the future connection of CoUege Boulevard southerly to Poinsettia Lane, it is possible some of the right tum traffic could become southbound through and negate the need for additional capacity for tius movement. It should be noted diat the intersection operates at LOS D or worse for three (3) 15-niinute peak periods during the aftemoon hour. Rancho Santa Fe Road and Melrose Drive Moming peak period levels of service at this intersection have remained fairly consistent for the last seven years near the threshold between LOS D and E. Again this year the moming peak hour volume has remained close to last year, increasing by only 41 vehicles compared to last year. A major contribution to the moming ICU ratio comes from southbound through traffic. Additional through lane capacity for this movement would help aUeviate much of die stress on tiiis intersection. It should be noted tiiat this intersection operates at LOS D or worse for three (3) 15-minute peak periods in die moming peak hour. 3-5 El Camino Real and Faraday Avenue This intersection operated poorly for the first year since the traffic monitoring program began in 1989. Currentiy LOS D conditions exist for tiie aftemoon peak hour widi die eastbound right tum movement contributing to fifty-two (52) percent of this intersection's ICU ratio of 0.84. Future occupation of office and industrial lots, previously developed to the west of tius intersection, wUl continue to add additional dips. Consideration should be given to adding additional capacity to this intersection, especiaUy at the eastbound approach to accommodate future needs. It should be noted that LOS D conditions exist for three (3) 15-minute periods during die aftemoon peak hour. Palomar Airport Road and El Fuerte Street Prior to tiiis year, this intersection has operated at acceptable levels of service since 1994 and after the completion of the Palomar Airport Road constuction project. However, tills year the moming and aftemoon peak period levels of service have worsened to LOS D and LOS F respectively. This is most likely due to the heavy use since of completion the construction on Palomar Airport Road and is supported by the fact tiiat ADT volumes along Palomar Airport Road continue to experience average increases of eight (8) percent. The result of this increase is most noticeable in the eastbound through and left tum movements, which increased forty-four (44) and thirty-eight (38) percent respectively. This has led to an ICU ratio of 0.88 (LOS D) in tiie moming and 1.06 (LOS F) in the aftemoon, previously reported at 0.75 (LOS C) and 0.79 (LOS C) in 1995. 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 eastbound approach. It should be noted that this intersection operated at level of service E or worse for only two (2) 15-niinute periods during the moming and three (3) 15-minute periods during the aftemoon peak hour. 1-5 Northbound Ramp and Palomar Airport Road Widening of Palomar Airport Road over Interstate Highway 5 at this interchange was completed two years ago. 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 that contributes tiiirty-three (33) percent of the intersection's ICU ratio of 0.85 (LOS D) in tiie moming and sixty-four (64) percent of tiie ICU ratio of 1.46 (LOS F) in tiie aftemoon peak period. Previous recommendations were made to restriping the adjacent tiu-ough lane to become a shared tiirough/right lane. Due to continued worsening conditions, consideration should be given to a right tum free-flow lane to alleviate this situation. Currendy, LOS F conditions exist at tiiis intersection for all four (4) 15-minute periods of die aftemoon peak hour due to the heavy right tum movement. 3-6 1-5 Southbound Ramp and Cannon Road Since 1991 this intersection has been monitored and the moming 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. Within two years this intersection wiU be modified with signaUzation and geometric modifications. Caltrans is currentiy completing the P.S.R. and wUl 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 one (1) 15-minute period of the moming peak hour. 1-5 Northbound Ramp and Carlsbad Village Drive Prior to this year, this intersection has operated at acceptable levels of service since it was first studied in 1993. However, this year the aftemoon peak period level of service has worsened to LOS D. This has led to a ICU ratio of 0.81 (LOS D), previously reported at 0.67 (LOS B) in 1995. This is supported by the reporting of this years level of service F conditions at 1-5 Northbound Ramp and Palomar Airport Road. However, traffic pattems may continue to shift as travelers make use of newly renovated corridors in this vicinity. If traffic continues to increase, consideration could be given to increasing capacity at this location, especiaUy at the northbound approach. 3-7 Table 3-1 INTERSECTION CAPACITY UTILIZATION ANALYSIS SUMMARY Count No. I OO Count Intersection/Location El Camino Real and Carlsbad Village Drive El Camino Real and Tamarack Avenue El Camino Real and College Boulevard El Camino Real and Faraday Avenue El Camino Real and Palomar Airport Road El Camino Real and Camino Vida Roble El Camino Real and Alga Road/Aviara Parkway 8. El Camino Real and La Costa Avenue 9. El Camino Real and Levante Street 10. Palomar Airport Road and Avenida Encinas 11. Palomar Airport Road and Paseo Del Norte 12. Palomar Airport Road and College Boulevard 13. Palomar Airport Road and Camino Vida Roble 14. Palomar Airport Road and El Fuerte Street 15. Carlsbad Boulevard and Grand Avenue 16. Carlsbad Boulevard and Carlsbad Village Drive 17. Carlsbad Boulevard and Tamarack Avenue SUMMER 1992 PEAK HOUR AM ICU PM SUMMER 1993 PEAK HOUR AM PM SUMMER 1994 PEAK HOUR AM SUMMER 1995 PEAK HOUR PM AM PM AM SUMMER 1996 PEAK HOUR PM „ . ICU ICU ICU ICU ICU ICU ICU ICU ICU _Raiio_ LOS Ratio LOS Ratio LOS Ratio LOS Ratio LOS Ratio LOS Ratio LOS Ratio LOS Ratio LOS Ratio LOS 0.47 0.64 0,47 0.51 0.80 0.70 0.59 A 0.60, A 0.57 A 0.73 C 0.99 E 0.50 A -0.81 D 0.67 B 0.59 A 0.55 A 0.50 A 0.60 A 0.75 C 0.44 A 0.45 A 0.92 0.35 A 0.51 A 0.28 A 0.47 A 0.42 A 0.56 A 0.63 B 0.61 B 0.49 A 0.54 A 0.46 A 0.69 B 0.69 B 0.71 C 0.37 0.63 B 0.25 A 0.46 A 0.35 A 0.53 A 0.28 0.42 0.52 0.66 0.45 0.49 0.54 0.57 0.47 0.63 0.42 0.44 0.53 0.43 0.46 0.57 0.28 0.33 0.28 A B 0.62 B 0.61 B 0.55 A 0.56 A 0.67 B 0.70 B 0.70 B 0.68 B 0.66 B 0.39 A 0.63 B 0.60 A 0.62 B 0.59 A 0.41 A 0.57 A 0.53 A 0.48 A 0.59 A 0.41 A 0.55 A 0.63 B 0.53 A 0.51 A 0.75 C 0.42 A 0.49 A 0.60 A 0.48 A 0.53 A 0.75 C 0.28 A 0.31 A 0.30 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 0.75 C 0.62 B 0.61 B 0.66 B 0.79 C 0.37 A 0.56 A 0.48 A .54 .59 .44 .63 B .53 .49 .77 .36 .54 .60- .63 .54 .88 .26 .31 .33 .68 B .60- A .54 A .68 B .84 D .78 .54 C A A .63 B C .74 C A .53 A A .69 B A .70 B B .82 D A .62 B D 1.06 F A .39 A A .54 A A .53 A Table 3-1 (Continued) INTERSECTION CAPACITY UTILIZATION ANALYSIS SUMMARY Count No. Count Intersection/Location SUMMER 1992 PEAK HOUR SUMMER 1993 PEAK HOUR SUMMER 1994 PEAK HOUR SUMMER 1995 PEAK HOUR SUMMER 1996 PEAK HOUR AM PM AM PM AM PM AM PM AM PM ICU ICU ICU ICU ICU ICU ICU ICU ICU ICU I^a'io LOS Ratio LOS Ratio LOS Ratio LOS Ratio LOS Ratio LOS Ratio LOS Ratio LOS Ratio LOS Ratio LOS I 18. Carlsbad Boulevard and Poinsettia Lane 0.31' 19. Rancho Santa Fe Road and Melrose Drive 0.87 20. Rancho Santa Fe Road and La Costa Meadows Drive * 21. Rancho Santa Fe Road and Questhaven Road * 22. Rancho Santa Fe Road and La Costa Avenue 0.57 23. Rancho Santa Fe Road and Olivenhain Road/Camino Alvaro 0.48 24. Carlsbad Village Drive and Slate Street 25. - Carlsbad Village Drive and Jefferson Street 26. Carlsbad Village Drive and Harding Sb-eet 0.38 27. Poinsettia Lane and Batiquitos Drive * 28. Poinsettia Lane and Paseo Del Norte * 29. Poinsettia Lane and Avenida Encinas 0.34 30. Tamarack Avenue and Carlsbad Village Drive 31. Alga Road and El Fuerte Street * 32. Grand Avenue and State Street 0.27 33. Grand Avenue and Jefferson Street 34. I-5/Carlsbad Village Drive S/B Ramp A D 0.38 0.68 0.56 0.61 0.55 0.65 B A 0.43 A 0.31 0.87 0.55 0.58 0.30 0.40 0.38 0.28 0.32 0.53 A A 0.37 0.82 0.57 0.68 0.45 0.52 0.66 0.40 0,47 0.81 0,25 0,86 0,57 0.44 0.25 0,26 0,34 0,35 0,26 0,29 0.44 0.37 0,69 0,59 0,42 0,37 0,40 0,49 0,62 0,39 0,48 0.58 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 0.50 A 0.60 A .28 A .87 D .58 A * A .60 A .49 A ,28 A ,29 A ,37 A * B ,44 • A ,33 A ** B ,39 A .22 A .25 A ,52 A .46 A .66 B .66 B * A .56 A .43 A .42 A .48 A .53 A ** C .40 A .42 A ** B .28 A .37 A .41 A .67 B Table 3-1 (Continued) INTERSECTION CAPACITY UTILIZATION ANALYSIS SUMMARY Count No. Count Intersection/Location SUMMER 1992 PEAK HOUH AM PM ICU ICU Ratio LOS Ratio LOS SUMMER 1993 PEAK HOUR SUMMER 1994 PEAK HOUR AM PM AM ICU ICU PM ICU ICU SUMMER 1995 PEAK HOUR ICU AM . PM AM ICU ICU SUMMER 1996 PEAK HOUR PM ICU _Ratio_ LOS Ratio LOS Ratio LOS Ratio LOS Ratio LOS Ratio LOS Ratio LOS Ratio LOS 35. I-5/Carlsbad Village Drive N/B Ramp 36. I-S/Tamarack Avenue S/B Ramp 37. I-5/ramarack Avenue N/B Ramp 38. I-5/Cannon Road S/B Ramp 39. I-5/Cannon Road N/B Ramp 40. 1-5 Palomar Airport Road OJ S/B Ramp I Q 41. 1-5 Palomar Airport Road N/B Ramp 42, I-5/Poinsettia Lane S/B Ramp 43, I-5/Poinsettia Lane N/B Ramp C B 0,55 0,75 C B 0,52 0,57 0,52 0,42 0,62 0,70 0,46 0,68 0,33 0,88 D C 0.49 A 0.67 B 0.61 B 0.43 A 0.44 A 0.63 B * D * A * A * C 0.48 A 0.40 A 0.70 B 1.00 E 0.28 A 0.32 A 0.30 A 0.33 A .50 A .81 D .63 B .49 A .44 A .71 C .50 .85 .38 .39 A C A .46 A D 1.46 F A ,50 A A ,41 A ICU ratio not applicable to this unsignalized location. This intersection 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 ® LOSE LOSF jhk & associates Figure 3-2 1996 AM PEAK HOUR INTERSECTION LEVELS OF SERVICE 3-11 LEGEND XX Intersection Count Number LOS A,B or C O LOSD # LOSE LOSF ihk & associates Figure 3-3 1996 PM PEAK HOUR INTERSECTION LEVELS OF SERVICE 3-12 • 4. CONCLUSIONS The scope of work for tiiis project was developed to aUow die City of Carlsbad to monitor growtii at several intersections and mid-block locations tiiat have been stiidied since 1989, as weU as monitor new locations. AU forty-tiuee (43) intersections have been stiidied for at least tiiree or more of die years since 1989. In addition, aU twenty-seven (27) mid- block locations have been smdied in previous Traffic Monitoring reports. The results of tiie mid-block count locations indicate tiiat overaU traffic has increased by an average of two (2) percent from last year. La Costa Avenue and Palomar Airport Road are operating at LOS C during die peak hour , but aU otiier roadways are operating at LOS A or B. The information contained in Chapter 3 identifies seven (7) critical intersections firom tiie forty-tiu-ee (43) stiidy locations. The intersection of 1-5 Nortiibound Ramp and Palomar Airport Road was found to operate at LOS F during the PM peak hour. A second signalized location operating at LOS F conditions is tiie intersection of Palomar Airport Road and El Fuerte Street. Botii Palomar Aiiport Road and CoUege Boulevard, and El Camino Real and Faraday Avenue were found to operate at LOS D for die first time since tiie traffic monitoring program began in 1989 . Rancho Santa Fe Road and Mekose Drive operates poorly for die fiftii straight year, exhibiting LOS D conditions during die AM peak period. The unsignaUzed intersection of 1-5 southbound and Cannon Road was found to operate at LOS D conditions during the moming peak period only. Also, tiie intersection of Carlsbad VUlage Drive at tiie 1-5 nortiibound ramp operates at LOS D during the evening peak period. Based on die results of tiiis study, it is recommended that these signaUzed and unsignaUzed intersections be further reviewed by die City to determine if mitigation should be considered. The remaining signaUzed and unsignaUzed 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 die reclassification of some intersections to "interim conditions" until futiu-e elements of die circulation plan are implemented. This would aUow these facilities to function at tiieir present LOS until the completion of additional east/west or north/soutii facUities. For example, tiie completion of Alga Road (Aviara Parkway) between El Camino Real and Poinsettia Lane several years ago provided another east/west Unk witii 1-5. This route helped relieve nearby faciUties during 1991 which were approaching saturation levels. 4-1 However, recent analyses show these locations worsening again. Additional roadways would also provide altemate routes for existing and future fraffic volumes. This altemative to mitigation is viable if the elements are anticipated in the short term of 1 to 3 years. Based on die observed volumes on these existing faciUties it is recommended tiiat mitigation be provided in the near term (1 to 3 years). In conclusion, tiiis report was developed for the City of Carlsbad as the eighth annual Traffic Monitoring Program for die 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 die City of Carlsbad. The intent of this document is to provide City staff witii an indication of the current status of the overaU circulation system in terms of intersection and segment capacities and Levels of Service. In die fumre, this report wUl be used as a tool for die accurate identification of conditions in specific areas of die City. Also, tiie results of tius project identify critical locations which wartant close attention in the future. The City may utiUze tiie conclusions of this report to aid in die creation of a futiure scope of work for additional traffic monitoring. 4-2 APPENDIX A INTERSECTION SUMMARY TURNING MOVEMENT COUNTS Forty-three (43) key intersections were identified by the City of Carlsbad to be studied under tiie Traffic Monitoring Program of the Growth Management Plan. Figure A-1 graphically identifies the location of each of tiie intersections included in the study. Table A-1 documents the dates on which each tuming movement count was performed. The data was coUected for the a.m. and p.m. peak periods and completed during tiie montiis of July and August of 1996. The a.m. peak period was from 6:00 to 9:00 a.m., and die p.m. peak period was from 3:30 to 6:30 p.m. It consisted of tum movement counts for each approach for aU forty-tiu-ee (43) intersections. Pedestrian and U-timi data was also coUected at each intersection. In addition, delay data was also obtained for each unsignaUzed intersection. The data was then reduced and intersection capacity utitization analysis was performed for each signalized intersection while the unsignalized locations were analyzed with procedures outiined in tiie 1994 Highway Capacity Manual. The procedures developed to accompUsh die reduction and analysis are shown in this chapter. Table A-2 summarizes tiie resuUs of this initial ICU, TRB, or HCM analysis. The table presents calculated Levels of Service for aU forty-tiu-ee (43) intersections during the a.m. and p.m. peak hours. When reviewing die reduced intersection data within the foUowing appendix, it should be noted tiiat pedesdian flow for a given vehicular approach is the flow in the crosswalk interfering witii right tums from the approach. Thus, for a westbound approach, the pedestrian flow in the north crosswalk would be used; for an eastbound approach, the soutii-crosswalk flow; for a northbound approach, tiie east-crosswalk flow; and for a soutiibound approach, die west-crosswalk flow. LEGEND O Intersection Location XX Intersection Number ihk& associates Figure A-1 INTERSECTION LOCATION MAP Table A-1 COUNT DATE SUMMARY SHEET 1996 TRAFFIC MONFFORING PROGRAM Location Number Count Intersection/Location 1. El Camino Real and Carlsbad ViUage Drive 2. El Camino Real and Tamarack Avenue 3. El Camino Real and CoUege Boulevard 4. El Camino Real and Faraday Avenue 5. El Camino Real and Palomar Airport Road 6. El Camino Real and Camino Vida Roble 7. El Camino Real and Alga Road/Aviara Parkway 8. El Camino Real and La Costa Avenue 9. El Camino Real and Levante Street 10. Palomar Airport Road and Avenida Encinas 11. Palomar Airport Road and Paseo Del Norte 12. Palomar Airport Road and CoUege Boulevard 13. Palomar Airport Road and Camino Vida Roble 14. Palomar Airport Road and El Fuerte Su-eet 15. Carlsbad Boulevard and Grand Avenue 16. Carlsbad Boulevard and Carlsbad ViUage Drive 17. Carlsbad Boulevard and Tamarack Avenue 18. Carlsbad Boulevard and Poinsettia Lane 19. Rancho Santa Fe Road and Melrose Drive 20. Rancho Santa Fe Road and La Costa Meadows Drive 21. Rancho Santa Fe Road and Questhaven Road 22. Rancho Santa Fe Road and La Costa Avenue 23. Rancho Santa Fe Road and Olivenhain Road/Camino Alvaro 24. Carlsbad ViUage Drive and State Stteet 25. Carlsbad VUlage Drive and Jefferson Sfreet 26. Carlsbad ViUage Drive and Harding Sfreet 27. Poinsettia Lane and Batiquitos Drive Count Day Thur Thur Wed Wed Wed Tue Tue Tue Wed Tue Thur Tue Tue Tue Wed Tue Wed Wed Thur Thur Thur Wed Wed Tue Tue Thur Wed Count Date 8/01 8/01 7/31 7/31 7/31 7/30 7/09 7/09 7/10 7/23 7/18 7/30 7/30 7/30 8/07 8/06 7/24 7/17 7/11&8/08' 7/11&8/08' 7/11&8/08' 7/10 7/10 8/06 8/06 7/25 7/17 ^ This intersection was counted on two separate days to obtain both moming and aftemoon peak hour data. July 11,1996 data was used to obtain the moming peak hour and August 8,1996 data was used to obtain the aftemoon peak hour. Table A-1 (Continued) COUNT DATE SUMMARY SHEET 1996 TRAFFIC MONFFORING PROGRAM Location Count Count Count Number Intersection/Location Day Date 28. Poinsettia Lane and Paseo Del Norte Wed 7/17 29. Poinsettia Lane and Avenida Encinas Tue 7/16 30. Tamarack Avenue and Carlsbad ViUage Drive Thur 8/01 31. Alga Road and El Fuerte Sfreet Tue 7/09 32. Grand Avenue and State Sfreet Wed 8/07 33. Grand Avenue and Jefferson Stteet Wed 8/07 34. I-5/Carlsbad Village Drive S/B Ramp Thur 7/25 35. I-5/Carlsbad ViUage Drive N/B Ramp Thur 7/25 36. I-5n'amarack Avenue S/B Ramp Wed 7/24 37. I-5/Tamarack Avenue N/B Ramp Wed 7/24 38. I-5/Cannon Road S/B Ramp Tue 7/23 39. I-5/Cannon Road N/B Ramp Tue 7/23 40. I-5/Palomar Airport Road S/B Ramp Thur 7/18 41. I-5/Palomar Airport Road N/B Ramp Thur 7/18 42. I-5/Poinsettia S/B Ramp Tue 7/16 43. I-5/Poinsettia N/B Ramp Tue 7/16 Table A-2 INTERSECTION LEVELS OF SERVICE 1996 TRAFFIC MONTTORING PROGRAM AM PM Count Count ICU ICU No. Intersection/Location Ratio LOS Rafio LOS 1. El Camino Real and Carlsbad ViUage Drive 0.54 A 0.68 B 2. El Camino Real and Tamarack Avenue 0.59 A 0.60 A 3. El Camino Real and CoUege Boulevard 0.44 A 0.54 A 4. El Camino Real and Faraday Avenue 0.68 B 0.84 D 5. El Camino Real and Palomar Airport Road 0.63 B 0.78 C 6. El Camino Real and Camino Vida Roble 0.53 A 0.54 A 7. El Camino Real and Alga Road/Aviara Parkway 0.49 A 0.63 B 8. El Camino Real and La Costa Avenue 0.77 C 0.74 C 9. El Camino Real and Levante Stteet 0.36 A 0.53 A 10. Palomar Airport Road and Avenida Encinas 0.54 A 0.69 B 11. Palomar Airport Road and Paseo Del Norte 0.60 A 0.70 B 12. Palomar Aiiport Road and CoUege Boulevard 0.63 B 0.82 D 13. Palomar Airport Road and Camino Vida Roble 0.54 A 0.62 B 14. Palomar Airport Road and El Fuerte Stteet 0.88 D 1.06 F 15. Carlsbad Boulevard and Grand Avenue 0.26 A 0.39 A 16. Carlsbad Boulevard and Carlsbad ViUage Drive 0.31 A 0.54 A 17. Carlsbad Boulevard and Tamarack Avenue 0.33 A 0.53 A 18. Carlsbad Boulevard and Poinsettia Lane 0.28 A 0.46 A 19. Rancho Santa Fe Road and Melrose Drive 0.87 D 0.66 B 20. Rancho Santa Fe Road and La Costa Meadows Drive 0.58 A 0.66 B 21. Rancho Santa Fe Road and Questiiaven Road * A * A 22. Rancho Santa Fe Road and La Costa Avenue 0.60 A 0.56 A 23. Rancho Santa Fe Road and OUvenhain Road/Camino Alvaro 0.49 A 0.43 A 24. Carlsbad ViUage Drive and State Stteet 0.28 A 0.42 A 25. Carlsbad ViUage Drive and Jefferson Sfreet 0.29 A 0.48 A 26. Carlsbad ViUage Drive and Harding Sfreet 0.37 A 0.53 A 27. Poinsettia Lane and Batiquitos Drive * B ** C Table A-2 (Continued) INTERSECTION LEVELS OF SERVICE 1996 TRAFFIC MONITORING PROGRAM AM PM Count Count ICU ICU No. Intersection/Location Ratio LOS Ratio LOS 28. Poinsettia Lane and Paseo Del Norte 0.44 A 0.40 A 29. Poinsettia Lane and Avenida Encinas 0.33 A 0.42 A 30. Tamarack Avenue and Carlsbad ViUage Drive ** B ** B 31. Alga Road and El Fuerte Sfreet 0.39 A 0.28 A 32. Grand Avenue and State Sfreet 0.22 A 0.37 A 33. Grand Avenue and Jefferson Sfreet 0.25 A 0.41 A 34. I-5/Carlsbad ViUage Drive S/B Ramp 0.52 A 0.67 B 35. I-5/Carlsbad ViUage Drive N/B Ramp 0.50 A 0.81 D 36. I-5/ramarack Avenue S/B Ramp 0.63 B 0.49 A 37. I-5/Tamarack Avenue N/B Ramp 0.44 A 0.71 C 38. I-5/Cannon Road S/B Ramp * D * A 39. I-5/Cannon Road N/B Ramp * A * C 40. I-5/Palomar Airport Road S/B Ramp 0.50 A 0.46 A 41. I-5/Palomar Airport Road N/B Ramp 0.85 D 1.46 F 42. I-5/Poinsettia Lane S/B Ramp 0.38 A 0.50 A 43. I-5/Poinsettia Lane N/B Ramp 0.39 A 0.41 A ICU ratio not appUcable to this unsignalized location. ** This intersection was found to be out of die range of die new HCM procedures, previous TRB procedures were used. CIFY OF CARLSBAD SUMMER 1996 INTERSECTION ANALYSIS SUMMARY Intersection Number: 1 Intersection Location: El Camino Real and Carlsbad Village Drive CONTKNT PAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and 2 of 3 Tum Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Tum Movement Diagram CO O <D CD O a. J2 o c 3 O O "c (D E > O c •g o o o I < < >- S- a) •• 2 ir Q CD > t5 (S 11 D J2 O S CD O 11 O 2 m D O O c g t3 CD - - CO o 1 T3 O o c CO c O O o St D >- T3 Q 5 B -fe <J O 5 O o o Q a < •65 D JZ o D O a o o O Q. t O z o D O Q 3 O tn O .c <D > •8 (D Q. £, g i^ .C. a •8 <D CL gl b: •8 (D Q. • •— OCMOCMCMOO'— OOO 8: OOOOOOOOOOOO cj.— <TeOeo^lv.i<:^-8'Jco OeoiQco.— C5CMU5«7"WCM •'T^ujiouj-Or^^uivto OOOOOOOOOOOO U5«00-U5P^2)g2<N£o«M — O"— OOOOOOOOO eo.— ^O^Oeo^2^°o2^•0^0 OOOOOOOOOOOO •o to 2 S >o Iz: "o a £ E OO.— OCMOOO — OOO r^lvOCM^.— TsQ.— lOvOoo O-.— lv.CMO.OO-.OlOlOCMr^ .— .— CMCOtOCOeOeOCMCMCM.— OO"— OOCMO.— CM — .— to OOOOOCNOOOOOO ooo — eocM — coco — --CJ OOOOOOOOO — oo oio.oi~.cvo-o>coooo-~Jj <<<<<<<<<<<< lOOinOlOOiOQiOOlOQ <><)*dr^r.Cr^r^dddoaDc66^ 3 eg CO 768 2722 s o o > S ) O O 1 O CNI ' CM U5 > — O CNI O o o 0.89 — o eg — Hr. Fact CNJ CO CNJ lO Peak 394 \\JI i. CO U3 = 2722 = 3 eg eg In Pk, Hr. i in Pk. Hr CO o-Traffic Pdstrn; 3^ — T 'section 'section — o Intel Intel lO — CNI Max, 15 min. Pk. Hr, Vol. 7.15 AM Peak 8:15 AM Hour oooco — — — ooo — o cgooo-oococNicoiiocoo- — ^ — Q^eocO'^-lOCSo-tOCNl OOOOOOOOOOOO oo-egr».or>.cgiooooom ^'TcoegsTtocococoScoio o o fN. o- sQiooorN.oo'a-o-io egvcoeoiOUSNT^cococNieo OOOOOOOOOOOO JI^OOlog^tOlOUJ-OTcO OOOOOOOOOOOO ^ — r^sor^^o^O — eg 00 CO OOOOOOOOOOOO cooior^u3cocoego-.otocg coco'7'555u5'5-iO'>3-u5ii3~ oooco - — — ooo — o — r^iOiOOOO'-OTr^ooeg — — CNcgCNieg — CNicgco — — ejiocNiQ^-OcocMOooeg — CO — -oSco- u5o-voo'^co CN'^egeocMOOO- coO'T O>r-~pcgoo — cooo — 2too- OOOOOOOOOOOO >0'o2^i£-0'^£co£:!o-cg o-ioo-ooi-..eg5Qioeo — 00 i^cgeg^r^o-^iScN»ONOU5 egcococgcocgegcocMCNi — — OOOOOOOOOOOO — CNI — eg - — — — — — 5 2 2 2 CL CL Q. CL lO 8 ISi O CO CO * a « CL CL a. CL Q. lO -ST 8 to O lO eo V 8 to O CO ti5 tb lb to <3 -b ~b — CO 00 " to rg r~ — CO O eg r» O — r-~ — eg O — •<3- CO o o c £ "5 lO > >< X o Ji CL i= X ii C C o .2 o "5 0) <D 2 £2 0 3 01 o 2 2 CL Q. O O CO CO <i lb B Camino Real at Carlsbad Village Drive Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Tim© Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:15 AM to 8:15AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 1 1 1 1 Config - Oeft) 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 Lone 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 ttie Nortti/Soutti ptiases split (V/ND? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 29 434 9 71 1372 53 114 69 56 52 231 232 Adjusted Hourly Volume 29 443 0 71 1425 0 114 125 0 52 463 0 Utilization Factor 0.02 0.07 0.00 0.04 0.24 0.00 0.06 0.03 0.00 0.03 0,12 0.00 Critical Factors 0.02 0.24 0.06 0.12 ICU Ratio 0.54 LOS = A Turning Movements at Intersection of: El Camino Real and Carlsisad Village Drive W e s t A P P r Time: 7:15 AM to 8;15AM Date: 8/1/96 Day: Thursday Name : A.K. &• A.K. Totals 552 Sub- totals 313 239 North Approach B Camlno Real 2281 114 69 56 Subtotals 1480 Total 1496 t North A *\ 29 t 434 0 472 1952 785 53 1372 71 232 231 52 r Total Subtotals Sub- totals 515 144 Totals 659 Carlsbad Village Drive E a s t A P P r South Approach Note : Left-turn volumes include U-tums. U-turns in bold. El Camino Real at Carlsbad Village Drive Lane Configuration for Intersection Capacity Utilization Rage 3 of 3 Pk. Hr. Tim© Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 4:30 PM to 6:30 PM Left Thru Right Left Thru Right Left Ttvu Right Left Thru Right Lane Inside 1 1 1 1 1 Config - Oeft) 2 1 1 1 1 urations 3 1 1 1 1 I 1 4 1 5 6 • 1 1 1 Outside 7 Free-flow 1 Lan© 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 Ar© th© North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0,10 Hourly Volume 82 1263 40 272 745 91 213 390 30 41 206 144 Adjusted Hourly Volume 82 1303 0 272 836 0 213 420 0 41 350 0 Utilization Factor 0.05 0.22 0.00 0.15 0.14 0.00 0.12 O.n 0.00 0.02 0.09 0.00 Critical Factors 0.22 0.16 0.12 0.09 ICU Ratio = 0.68 LOS = B Turning Movements at Intersection of; El Camino Real and Carlsbad Village Drive Time : 4:30 PM to 5:30 PM North Approach El Camlno Real Date : 8/1/96 Day : Thursday 2730 Total Name : A.K. & A.K. 1108 1622 Subtotals W e s t A P P r Totals 1012 Sub- totals 379 633 213 390 30 Subtotals Total 91 745 272 816 t North • 1 82 T 1263 0 1386 2201 4_ 144 206 41 Sub- totals 391 700 Totals 1091 Carlsbad Village Drive E a s t A P P r South Approach Not© : Left-turn volumes include U-turns. U-turns in bold. CFTY OF CARLSBAD SUMMER 1996 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 Tum Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Tum Movement Diagram JHK & Associates Turning Movement Count Analysis Pag© 1 of 3 City: Carlsbad lnters©ctlonof: N/SStr©et: ElCaminoReal E/W Street; Tamarack Av©nu© File: CB9602,XLS Data Collected by T.M. 8c D.B. Count Date: 8/1/96 Day: Thursday 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 P©ds Left U-Trn Thru Right Peds Vehicles Peds 6:15AM 4 0 128 2 2 2 0 122 1 0 3 0 1 5 0 13 0 21 4 0 306 2 6:30 AM 4 0 60 2 1 0 0 189 3 0 7 0 4 12 0 15 0 34 5 0 335 1 6:45 AM 4 0 72 2 1 0 0 251 4 0 6 0 5 20 0 19 0 40 2 0 426 1 7:00 AM 5 0 77 12 0 2 0 450 5 3 7 0 3 23 0 28 0 69 10 0 691 3 7:15AM 2 0 45 3 0 3 0 180 2 3 8 0 6 16 1 24 0 36 5 0 330 4 7:30 AM ' 5 0 77 8 0 5 0 359 8 0 16 0 7 20 0 45 0 60 8 1 618 1 1 7:45 AM ' 11 0 88 4 1 1 0 372 2 0 14 0 5 26 0 41 0 60 10 0 634 1 1 8:00 AM • 16 0 101 7 0 4 0 249 9 0 12 0 8 39 1 36 0 37 7 0 625 1 8:15 AM • 13 0 96 16 0 3 0 253 5 3 10 0 13 30 2 46 0 55 7 0 547 5 8:30 AM 9 0 68 11 0 6 0 135 3 0 13 0 10 24 0 12 0 29 4 0 324 0 8:45 AM 14 0 97 7 0 2 0 160 7 0 8 0 11 19 0 27 0 23 5 0 370 0 9:00 AM 13 0 91 18 0 4 0 148 6 0 4 0 26 16 1 30 0 30 4 0 389 1 Max. 15 min. 16 0 128 18 2 6 0 450 9 3 16 0 26 39 2 46 0 69 10 1 691 6 Pk, Hr, Vol. 45 0 362 35 1 13 0 1233 24 3 52 0 33 115 3 168 0 212 32 1 2324 8 8:15 AM Hour Intersection Pdstrns in Pk. Hr. 2324 8 Peak Hr. Factor 0.84 3:45 PM 19 0 317 24 0 7 0 123 10 0 12 0 28 12 0 15 0 15 6 0 588 0 4:00 PM 19 0 274 39 0 8 0 137 17 1 18 0 31 18 0 18 0 16 7 0 602 1 4:16 PM 21 0 338 39 0 4 0 162 16 0 16 0 30 12 1 24 0 25 2 0 678 1 4:30 PM 19 0 274 39 1 5 0 93 21 0 13 0 33 10 0 14 0 14 4 0 639 1 4:45 PM • 22 1 331 38 0 10 0 114 8 0 8 0 49 10 0 19 0 15 5 0 630 0 5:00 PM • 25 0 284 49 0 7 0 102 15 0 7 0 44 16 0 21 1 36 2 0 608 0 5:16 PM • 36 0 373 60 0 4 0 116 8 0 16 0 66 11 0 17 0 24 3 1 723 1 5:30 PM • 42 0 347 56 2 11 0 87 6 2 18 0 67 5 0 17 0 17 4 0 677 4 5:45 PM 30 0 221 55 0 10 0 110 6 0 14 0 63 8 1 14 0 34 5 0 660 1 6:00 PM 23 0 224 66 0 7 0 92 13 5 18 0 66 15 2 9 0 8 4 0 524 7 6:15 PM 15 0 171 47 1 8 0 61 10 1 10 0 62 11 0 20 0 20 2 0 437 2 6:30 PM 16 0 157 46 0 6 0 75 7 0 6 0 48 9 0 26 0 28 4 0 426 0 Max. 15 min. 42 1 373 60 2 11 0 152 21 5 18 0 67 18 2 26 1 35 7 1 723 7 Pk. Hr, Vol. 125 1 1335 203 2 32 0 418 37 2 49 0 216 42 0 74 1 91 14 1 2638 5 4:30 PM Peak Intersection Traffic in Pk, Hr, = 2638 Peak Hr. Factor 0.91 5:30 PM Hour Intersection Pdstrns in Pk, Hr, El Camlno Real at Tamarack Avenue Lane Configuration for Intersection Capacity Utilization Pag© 2 of 3 Pk. Hr. Time Period : 7:15AM to 8:15 AM L©ft Thru Right Left Thru Right Left Thru Right Left Thru Right Lan© Inside 1 1 1 1 1 Config- Oeft) 2 1 1 1 1 urations 3 1 1 1 1 1 1 4 5 1 6 Outside 7 Fr©©-flow Lane S©ttings 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 Ar© the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Effl ciency Lost Fa ctor 0.10 Hourly Volume 46 362 35 13 1233 24 62 33 115 168 212 32 Adjusted Hourly Volume 45 362 35 13 1267 0 52 33 115 168 244 0 Utilization Factor 0.03 0.09 0.02 0.01 0.31 0.00 0.03 0.02 0.06 0.09 0.06 0.00 Critical Factors 0.03 0.31 0.06 0.09 ICU Ratio = 0.59 LOS = A Turning Movements at Intersection of: El Camlno Real and Tamarack Avenue Time: 7:15AM to 8:15 AM North Approach El Camino Real Date: 8/1/96 Day: Thursday 1716 Total Name : T.M. 8c D.B. 1270 446 Subtotals Sub-24 1233 U 13 Sub- Totals W © totals 281 s 481 0 62 t 200 33 115 t A • North P P r 45 0 t 362 Subtotals 1516 442 Total 1958 32 212 168 totals 412 Totals 493 81 Tarrxirack 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 Tamarack Avenue Lan© Configuration for lnt©rs©ction Capacity Utilization Pages of 3 Pk. Hr. Time Period : 4:30 PM to 5:30 PM Left Thru Right Left Thru Right L©ft Thru Right Left Thru Right Lane Inside 1 1 1 1 1 • Config - Oeft) 2 1 1 1 1 urations 3 1 1 1 1 1 1 4 5 6 1 Outside 7 Ree-flow 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 Ar© th© North/South phas©s split (Y/N)? N /^r©th© East/W©st phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 126 1335 203 32 418 37 49 216 42 75 91 14 Adjusted Hourly Volume 126 1336 203 32 456 0 49 216 42 75 105 0 Utilization Factor 0.07 0.33 0.11 0.02 0.11 0.00 0.03 0.11 0.02 0.04 0.03 0.00 Critical Factors 0.33 0.02 0.11 0.04 ICU Ratio = 0.60 LOS = A Turning Mov©m©nts at Intersection of: El Camino Real and Tamarack Avenue Tim© : 4:30 PM to 5:30 PM North Approach El Camino Real Dot© : 8/1/96 Day : Thursday 1885 Total Name ; T.M. & D.B. 487 A 1398 Subtotals Sub-37 418 U 32 Sub- w e s t A P P r Totals 560 totals 253 307 49 216 42 Subtotals Total ^ i ^ t r 126 1335 203 1 535 1664 2199 4_ 14 91 75 totals 180 452 Totals 632 E a s t A P P r Tamarack Avenue South Approach Note : Left-turn volumes include U-turns. U-turns in bold. CFFY OF CARLSBAD SUMMER 1996 INTERSECTION ANALYSIS SUMMARY Intersection Number: 3 Intersection Location: £1 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 Tum Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Tum Movement Diagram JHK 8c Associates Turning Movement Count /^alysis Page 1 of 3 City: Carlsbad Intersection of: N/S Street; ElCaminoReal E/W street; Colleg© Boulevard File: CB9603.XLS Data Collected by T.M. 8c CM. Count Date: 7/31/96 Day: Wednesday Weather; Clear Trafflc Control: Signalized South Approach (NB) North Approach (SB) West /y^proach (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 84 0 0 0 0 95 36 0 23 0 0 0 0 0 0 0 0 0 239 0 6:30 AM 0 2 74 0 0 0 0 179 47 0 10 0 0 0 0 0 0 0 0 0 312 0 6:45 AM 0 2 70 0 0 0 0 203 53 0 10 0 0 2 0 0 0 0 0 0 340 0 7:00 AM 3 3 75 0 0 0 0 369 118 0 15 0 0 1 0 0 0 0 0 0 684 0 7:15 AM 1 2 52 0 0 0 0 205 57 0 15 0 0 2 0 0 0 0 0 0 334 0 7:30 AM " 4 4 78 0 0 0 0 400 99 1 8 0 0 3 0 0 0 .0 0 0 596 1 7:46 AM • 2 1 86 0 0 0 0 204 70 0 12 0 0 0 0 0 0 0 0 0 375 0 8:00 AM • 5 2 77 0 0 0 0 479 138 0 16 1 0 2 0 0 0 0 0 0 719 0 8:15 AM • 3 3 80 0 0 0 0 209 76 0 10 0 0 1 0 0 0 0 0 0 382 0 8:30 AM 1 4 88 0 0 0 0 248 47 2 4 0 0 1 0 0 0 0 0 0 393 2 8:45 AM 5 1 80 0 0 0 0 136 35 0 11 0 0 1 0 0 0 0 0 0 269 0 9.00 AM 0 6 109 0 0 0 0 163 36 0 12 0 0 4 0 0 0 0 0 0 330 0 Max. 15 min. 5 6 109 0 0 0 0 479 138 2 23 1 0 4 0 0 0 0 0 0 719 2 Pk, Hr, Vol, 14 10 321 0 0 0 0 1292 383 1 45 1 0 6 0 0 0 0 0 0 2072 1 7:15 AM Peak Intersection Traflic in Pk, Hr. = 2072 Peak Hr. Factor 0.72 8:16 AM Hour Intersection Pdstrns in Pk. Hr. = 1 3:45 PM 3 4 318 0 0 0 0 175 26 0 100 0 0 1 0 0 0 0 0 0 627 0 4:00 PM 2 1 230 0 0 0 0 134 19 0 50 0 0 0 0 0 0 0 0 0 436 0 4:15 PM 0 3 303 0 0 0 0 123 19 0 105 6 0 0 0 0 0 0 0 0 553 0 4:30 PM 0 3 274 0 0 0 0 138 25 0 66 0 0 2 0 0 0 0 0 0 498 0 4:45 PM * 3 4 309 0 0 0 0 116 16 0 100 0 0 1 0 0 0 0 0 0 647 0 5:00 PM • 3 0 275 0 0 0 0 106 19 0 70 0 0 1 0 0 0 0 0 0 474 0 5:15 PM • 1 2 395 0 0 0 0 113 16 0 135 0 0 1 0 0 0 0 0 0 663 0 5:30 PM • 2 2 291 0 0 0 0 122 32 0 85 0 0 1 0 0 0 0 0 0 636 0 5:45 PM 1 0 249 0 0 0 0 107 15 0 77 0 0 1 0 0 0 0 0 0 450 0 6:00 PM 2 1 264 0 0 0 0 113 13 0 64 0 0 1 0 0 0 0 0 0 448 0 6:15 PM 2 0 179 0 0 0 0 80 17 0 63 0 0 0 0 0 0 . 0 0 0 331 0 6:30 PM 1 1 130 0 0 0 0 72 18 0 40 0 0 0 0 0 0 0 0 0 262 0 Max. 15 min. 3 4 396 0 0 0 0 176 32 0 135 0 0 2 0 0 0 0 0 0 663 0 Pk. Hr. Vol. 9 8 1270 0 0 0 0 456 82 0 390 0 0 4 0 0 0 0 0 0 2219 0 4:30 PM Peak Intersection Traffic in Pk. Hr, = 2219 Peak Hr. Factor 0,84 5:30 PM Hour Intersection Pdstrns in Pk. Hr, = 0 El Camino Real at College Boulevard Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Tim© Period : South Appr (NB) North Atfjpr (SB) West Appr (EB) East Appr (WB) 7:15 AM to 8:15 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lan© Insid© 1 1 1 1 Config - Oeft) 2 1 1 1 urations 3 1 4 c- 1 Outside b. 6 7 Free-flow 1 Lane Settings 1 2 0 0 2 0 2 0 1 0 0 0 Capacity 1800 4000 0 0 4000 0 3240 0 1800 0 0 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 24 321 0 0 1292 383 46 0 6 0 0 0 Adjusted Hourly Volume 24 321 0 0 1292 0 46 0 6 0 0 0 Utilization Factor 0.01 0.08 0.00 0.00 0.32 0.00 0.01 0.00 0.00 0.00 0.00 0.00 Criticai Factors 0.01 0.32 0.01 0,00 0.00 ICU Ratio = 0.44 Turning Movements at Intersection of: Time: 7:15 AM to 8:15 AM Date: 7/31/96 Day: Wednesday Name : T.M. 8c CM. W e s t A P P r Totals 450 Sub- totals 398 52 LOS= A El Camlno Real 46 0 6 and College Boulevard North Approach 1675 383 1292 El Camlno Real 2041 0 0 Subtotals 1308 Total 24 321 10 345 1653 366 t North 4L_ Total Subtotals Sub- totals Totals E a s t A P P r College Boulevard South /^proach Note : Left-turn volumes include U-turns. U-turns in bold. El Camlno Real at College Boulevard Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) 4:30 PM to 5:30 PM Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 1 1 1 Config -Oeft) 2 1 1 1 urations 3 1 1 4 5 Outside 6 7 Free-flow 1 Lane Settings 1 2 0 0 2 0 2 0 1 0 0 0 Capacity 1800 4000 0 0 4000 0 3240 0 1800 0 0 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efflciency Lost Factor 0.10 Hourly Volume 17 1270 0 0 456 82 390 0 4 0 0 0 Adjusted Hourly Volume 17 1270 0 0 456 0 390 0 4 0 0 0 Utilization Factor 0.01 0.32 0,00 0,00 0.11 0.00 0.12 0.00 0.00 0.00 0.00 0.00 Critical Factors 0.32 0,00 0.12 0.00 0.00 ICU Ratio 0.54 LOS= A Turning Movements at Intersection of: Time : 4:30 PM to 6:30 PM Date: 7/31/96 Day: Wednesday Name : TM. 8c CM. W e s t A P P r Totals 485 Sub- totals 91 394 El Camino Real North Approach 538 82 456 and College Boulevard 390 0 4 Subtotals Total El Camino Real 468 2198 0 0 t North t ^ t r 17 8 1755 1270 1287 1660 Total Subtotals Sub- totals Totals E a s t A P P r College Boulevard South Approach Note : Left-turn volumes include U-turns. U-turns in bold. CFTY OF CARLSBAD SUMMER 1996 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 Tum Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Tum Movement Diagram JHK 8c Associates Turning Movement Count Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Street: El Camino Real E/W Street: Faraday Avenue File ; CB9604.XLS Data Collected by A.K. 8c A.K. Count Date: 7/31/96 Day: Wednesday 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 56 0 49 8 0 25 8 50 28 0 47 0 13 37 0 18 0 4 0 0 343 0 6:30 AM 88 1 39 26 0 26 5 97 27 0 34 0 9 16 0 10 0 7 0 0 385 0 6:45 AM 114 0 51 36 0 38 9 169 40 0 36 0 19 26 1 7 0 6 6 5 555 6 7:00 AM 176 0 50 39 0 59 5 141 82 0 19 0 39 23 0 9 0 7 7 0 656 0 1 7:15AM 186 0 62 36 0 30 5 138 65 0 13 0 28 22 0 15 0 8 6 1 614 0 1 7:30 AM " 179 0 58 22 0 31 13 175 106 3 5 0 12 12 0 13 0 6 1 0 632 3 7:45 AM " 263 0 135 46 0 28 9 296 61 0 10 0 15 13 1 12 0 13 7 0 908 1 8:00 AM • 280 0 83 76 0 65 15 278 59 1 12 0 39 18 1 21 0 17 2 0 965 2 8:15 AM • 204 0 113 57 0 41 13 180 42 0 14 0 32 9 0 17 0 15 6 1 743 1 8:30 AM 143 0 67 46 0 19 14 149 26 2 6 0 22 19 0 16 0 13 1 0 541 2 8:45 AM 113 0 91 29 0 17 13 149 36 0 11 0 22 15 0 30 0 9 8 0 543 0 9:00 AM 89 0 93 29 0 21 7 141 27 0 16 0 13 20 0 22 0 20 5 0 503 0 Max. 15 min. 280 1 135 76 0 65 15 296 106 3 47 0 39 37 1 30 0 20 8 5 965 6 Pk. Hr. Vol, 926 0 389 201 0 165 50 929 268 4 41 0 98 52 2 63 0 50 16 1 3248 7 7:15 AM Peck Intersection Traffic in Pk, Hr, = 3248 Peck Hr, Factor 0.84 8:15 AM Hour Intersection Pdstrns in Pk, Hr, 3:45 PM 44 4 211 26 0 11 8 143 0 0 115 0 31 130 0 61 0 40 34 0 858 0 4:00 PM 36 2 148 23 0 14 3 96 35 0 20 0 10 78 0 32 0 22 15 4 534 4 4:15 PM • 46 1 174 29 2 13 0 117 10 0 122 0 39 259 2 69 0 26 16 3 921 7 4:30 PM • 42 3 200 12 0 5 5 136 10 0 23 0 10 99 0 48 0 30 19 5 642 5 4:45 PM • 23 1 234 13 1 25 18 94 17 0 54 0 34 224 1 66 0 32 21 4 856 6 5:00 PM • 30 3 183 20 0 9 4 130 4 0 43 0 48 214 0 71 0 39 22 0 820 0 5:15 PM 24 6 268 15 0 8 3 104 15 0 71 0 23 208 0 80 0 40 23 0 888 0 5:30 PM 35 1 165 10 0 5 5 104 11 3 61 0 5 152 0 57 0 32 19 2 662 5 5:45 PM 21 3 213 14 0 10 6 148 3 0 69 0 8 212 0 54 0 32 23 1 816 1 6:00 PM 20 0 143 7 0 3 1 96 1 0 12 0 6 108 0 27 0 9 11 0 444 0 6:15 PM 12 0 138 5 0 9 1 84 8 0 23 0 16 89 0 34 0 17 6 4 442 4 6:30 PM 12 0 98 3 0 4 0 56 1 0 15 0 3 56 0 17 0 7 4 0 275 0 Max. 15 min. 46 6 268 29 2 25 18 148 35 3 122 0 48 259 2 80 0 40 34 5 921 7 Pk. Hr. Vol. 141 8 791 74 3 52 27 477 41 0 242 0 131 796 3 254 0 127 78 12 3239 18 4:00 PM Peak Intersection Traffic in Pk. Hr. = 3239 Peak Hr. Factor 0.88 5:00 PM Hour Intersection Pdstms in Pk. Hr, 18 El Camino Real at Faraday Avenue Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 7:15 AM 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 Oeft) Outside Free-flow 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 Ar© the North/South phases split (Y/N)? N Are th© East/West phases split (Y/N)? N Efficiency Lost Factor 0,10 Hourly Volume 926 389 201 215 929 268 41 98 52 63 50 16 Adjusted Hourly Volume 926 590 0 215 1197 0 41 98 52 63 66 0 Utilization Factor 0.29 0.10 0,00 0,07 0,20 0.00 0.01 0.05 0.03 0.04 0.02 0.00 Critical Factors 0.29 0.20 0.05 0.04 ICU Ratio 0.68 LOS = Turning Movements at Intersection of: El Camino Real and Faraday Avenue W e s t A P P r Tim© : 7:15 AM to 8:15 AM Date : 7/31/96 Day; Wednesday Name : A.K. 8c A.K. Totals 1435 Sub- totals 1244 191 Subtotals Total North Approach 98 52 t El Camino Real 1908 1412 50 268 929 215 496 4^ North ^ ^ t r 926 389 201 0 1044 1516 2560 16 50 63 Total Subtotals Sub- totals 129 464 Totals 593 Faraday Avenue E a s t A P P r South Approach Note : Left-turn volumes include U-turns. U-turns in bold. Ei Camino Real at Faraday Avenue Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 4:00 PM to 5:00 PM Page 3 of 3 South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Jhru Right Left Thru Right Left Thru Right Lane Config - urations Inside (left) Outside Free-flow 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 Aie the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0,10 Houriy Volume 149 791 74 79 477 41 242 131 796 254 127 78 Adjusted Hourly Volume 149 865 0 79 518 0 242 131 796 254 205 0 Utilization Factor 0,05 0.14 0.00 0.02 0,09 0,00 0,07 0,07 0.44 0.14 0.05 0.00 Critical Factors 0.14 0.02 0.44 0.14 ICU Ratio = 0.84 LOS = Turning Movements at Intersection of: EI Camino Real and Faraday Avenue W e s t A P P r Time : 4:00 PM to 5:00 PM Date: 7/31/96 Day: Wednesday Name : A.K. 8c A.K, Totals 1478 Sub- totals 309 1169 North Approach 242 131 796 t North t El Camino Real 1735 597 27 41 477 79 1138 78 127 254 149 791 74 8 Subtotols 1535 1014 Total 2549 Total Subtotals Sub- totals 459 257 Totals 716 Faraday Avenue E 0 s t A P P r South Approach Note : Left-turn volumes include U-turns. U-turns in bold. CITY OF CARLSBAD SUMMER 1996 INTERSECTION ANALYSIS SUMMARY Intersection Number: 5 Intersection Location: EI 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 Tum Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Tum Movement Diagram JHK 8c Associates Turning Movement Count Analysis Page 1 of 3 City: Carlsbad Intersection of: N/SStr©©t: ElCaminoReal E/W Street: Palomar /Mrport Road File: CB9605.XLS Data Collected by L.M, 8c W.H. Count Date: 7/31/96 Day: Wednesday Weather: Clear Traffic Control: Signalized South Approach (NB) North /Approach (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 4 0 44 31 0 56 1 36 16 0 16 1 47 2 0 58 0 209 89 0 610 0 6:30 AM 6 0 34 27 0 43 1 47 27 0 26 3 52 4 0 68 0 195 102 1 635 1 6:45 AM 1 0 41 67 0 21 1 66 36 0 14 1 86 1 0 108 0 248 99 2 790 2 7:00 AM 7 0 162 129 0 160 0 86 62 2 31 0 124 6 0 145 0 300 208 1 1410 3 7:15 AM 2 0 68 73 0 61 1 80 31 0 11 1 86 2 0 103 0 234 153 3 905 3 7:30 AM " 4 0 96 108 0 96 1 108 42 1 26 1 126 5 0 100 1 270 179 0 1163 1 7:45 AM " 3 0 201 145 0 62 1 69 45 0 36 1 149 2 0 110 0 363 183 2 1370 2 8:00 AM • 13 0 117 100 0 129 0 122 77 1 40 1 137 4 0 146 0 214 366 0 1455 1 8:15 AM " 5 0 154 133 0 76 0 94 41 0 60 1 174 0 0 105 0 307 118 0 1268 0 8:30 AM 5 0 89 88 0 58 1 85 41 0 34 0 102 2 0 92 1 209 26 0 833 0 8:45 AM 13 0 107 67 0 50 1 90 40 0 43 1 99 0 0 79 0 216 36 0 841 0 9:00 AM 19 0 122 79 0 58 2 88 27 0 33 1 108 0 0 97 0 227 80 0 941 0 Max. 16 min. 19 0 201 145 0 160 2 122 77 2 60 3 174 6 0 146 1 363 365 3 1455 3 Pk. Hr, Vol. 25 0 568 486 0 363 2 393 205 2 162 4 586 11 0 461 1 1154 835 2 5256 4 7:15 AM Peak Intersection Traffic In Pk, Hr, = 5266 Peak Hr, Factor 0.90 8:15 AM Hour Intersection Pdstrns In Pk, Hr. = 4 3:45 PM 10 0 129 157 0 166 1 100 34 0 91 1 242 7 0 87 0 155 97 0 1277 0 4:00 PM 14 0 125 144 0 159 1 94 36 1 55 0 177 2 0 56 0 147 51 0 1061 1 4:15 PM 17 0 169 161 0 167 0 119 46 0 69 1 257 2 0 83 0 201 61 0 1333 0 4:30 PM 14 0 119 130 0 198 1 112 48 3 52 0 175 8 0 68 0 160 53 0 1138 3 4:45 PM 7 0 112 171 0 180 2 134 26 0 71 1 283 0 0 82 0 130 68 0 1267 0 6:00 PM • 9 0 112 105 1 190 1 120 17 0 48 0 250 2 0 92 0 141 53 0 1140 1 5:16 PM • 13 0 126 163 0 254 0 177 36 0 87 1 285 2 0 108 0 170 66 0 1487 0 5:30 PM • 14 0 104 139 0 187 0 122 28 0 61 1 241 3 0 80 0 123 60 0 1153 0 5:46 PM • 9 0 142 147 0 177 1 173 26 0 81 1 231 1 0 85 0 189 29 0 1292 0 6:00 PM 12 0 94 123 0 128 0 114 26 0 59 0 221 0 0 69 0 122 40 0 1008 0 6:15 PM 7 0 87 117 0 85 0 103 27 0 42 1 239 4 1 69 0 168 45 0 984 1 6:30 PM 11 0 71 111 0 74 0 75 21 0 39 2 196 1 0 64 0 122 19 0 806 0 Max. 15 min. 17 0 159 171 1 254 2 177 48 3 91 2 285 8 1 108 0 201 97 0 1487 3 Pk. Hr. Vol, 45 0 484 654 1 808 2 592 106 0 277 3 1007 8 0 365 0 623 198 0 6072 1 4:45 PM Peak Intersection Traffic In Pk. Hr. = 6072 Peak Hr. Factor 0.86 5:45 PM Hour Intersection Pdstrns In Pk. Hr. = 1 B Camino Real at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Aripr (WB) 7:15 AM to 8.]Sm Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 1 1 1 1 Config- Oeft) 2 1 1 1 1 urations 3 1 1 1 1 4 1 1 1 1 5 1 1 1 1 1 6 1 1 Outside 7 Free-flow 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 th© North/South phas©s split (Y/N)? N Ar© th© East/W©st phases split (Y/N)? N Effidency Lost Factor 0.10 Hourly Volume 25 568 486 365 393 205 166 586 11 462 1154 835 Adjusted Houriy Volume 25 568 243 365 393 205 166 597 0 462 1154 418 Utilization Factor 0.01 0,09 0.14 0.11 0.07 0.11 0.06 0.10 0.00 0.14 0.19 0.23 Critical Factors 0.14 0,11 0.06 0.23 ICU Ratio 0.63 LOS = B Turning Movements at Intersection of: El Camino Real and Palomar Airport Road Time: 7:15 AM to 8:15/WI Date: 7/31/96 Day: Wednesday Name: L.M. 8c W.H. W e s t A P P r Totals 2161 Sub- totals 1388 763 North Approach 963 205 393 166 586 11 El Camlno Real Subtotals Total 865 2530 2 365 25 0 1944 1567 t North 836 1164 462 668 486 1079 Total Subtotals Sub- totals 2451 1436 Totals 3887 E a s t A P P r Palomar Airport Road South Apptoach Note : Left-turn volumes indude U-turns. U-turns in bold. a Camlno Real at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appt (WB) 4:45 PM to 5:45 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 1 1 1 1 Config- Oeft) 2 1 1 1 1 urations 3 1 1 1 1 4 1 1 1 1 5 1 1 1 1 1 6 1 1 Outside 7 Fr©e-flow Lan© S©ttings 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 Ase th© North/South phases split (Y/N)? N Are th© East/W©st phcis©s split (Y/N)? N Efflciency Lost Factor 0.10 Hourly Volume 45 484 554 810 592 106 280 1007 8 365 623 198 Adjusted Hourly Volume 45 484 277 810 592 106 280 1015 0 365 623 99 Utilization Factor 0.03 0.08 0.15 0.25 0.10 0.06 0.09 0.17 0.00 0.11 0.10 0.06 Critical Factors 0.15 0.25 0.17 0.11 ICU Ratio = 0.78 LOS = C Turning Mov©ments at Intersection of: El Camino Real and Palomar Airport Road Time : 4:45 PM to 5:46 PM North Approach El Camino Real Date : 7/31/96 Day : W©dn©sday 2469 Total . Name : LM. 8c W.H. 1508 o 961 Subtotals Sub-106 592 810 Sub- w e s t A P P r Totals 2072 totals 777 1295 280 1007 8 t North t 198 623 365 Subtotals Total 966 ^ t r 45 484 554 0 1083 2048 totals 1186 2369 Totals 3565 E a s t A P P r Palomar Airport Road South Approach Note : Left-turn volumes indude U-tums. U-turns in bold. CFTY OF CARLSBAD SUMMER 1996 INTERSECTION ANALYSIS SUMMARY Intersection Number: 6 Intersection Location: El Camino Real 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 Tum Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Tura Movement Diagram JHK 8c Associates Turning Movement Count Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Street: El Camlno Real E/WStr©©t; Camlno Vida Roble Rle: CB9606.XLS Data Cdlected by TM. 8c CM. Count Date: 7/30/96 Day: Tuesday Weather; Clear Traffic Control: Signalized South Approach (NB) North Approach (SB) West Approach (EB) 15 min Total End of 15 min. prd. Left U-Tm Thru Right Peds Left U-Tm. Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 28 0 49 0 0 0 0 61 28 2 14 0 0 3 0 0 0 0 0 0 173 2 6:30 AM 32 0 76 0 0 0 0 91 67 0 3 0 0 2 0 0 0 0 0 0 271 0 6:45 AM 46 0 109 0 0 0 0 84 59 2 10 0 0 6 0 0 0 0 0 0 314 2 7:00 AM 59 0 142 0 0 0 0 92 103 3 10 0 0 5 1 0 0 0 0 0 411 4 7:15 AM 80 0 136 0 0 0 0 105 57 0 10 0 0 1 0 0 0 0 0 1 389 1 7:30 AM 78 0 182 0 0 0 0 103 96 0 9 0 0 3 0 0 0 0 0 0 471 0 7:45 AM " 103 0 205 0 0 0 0 106 71 0 15 0 0 8 0 0 0 0 0 0 508 0 8:00 AM • 160 1 270 0 0 0 0 115 114 0 12 0 0 12 1 0 0 0 0 0 684 1 8:15AM • 137 0 269 0 0 0 0 104 83 1 9 0 0 11 1 0 0 0 0 0 613 2 8:30 AM ' 111 0 222 0 0 0 0 126 66 2 11 0 0 12 0 0 0 0 0 0 538 2 8:45 AM 87 0 192 0 1 0 0 140 35 3 9 0 0 22 0 0 0 0 0 0 486 4 9:00 AM 60 0 120 0 1 0 0 87 29 0 4 0 0 19 0 0 0 0 0 0 319 1 Max, 15 min. 160 1 270 0 1 0 0 140' 114 3 16 0 0 22 1 0 0 0 0 1 684 4 Pk. Hr, Vol. 511 1 966 0 0 0 0 461 324 3 47 0 0 43 2 0 0 0 0 0 2343 5 7:30 AM Peak Intersection Traffic in Pk, Hr. = 2343 Peak Hr. Factor 0,86 8:30 AM Hour Intersection Pdstrns in Pk, Hr, = 5 3:45 PM 61 0 203 0 0 0 0 186 38 0 133 0 0 89 0 0 0 0 0 0 710 0 4:00 PM 61 0 161 0 0 0 0 146 23 0 43. 0 0 60 0 0 0 0 0 0 494 0 4:16 PM 35 0 146 0 0 0 1 208 20 0 100 0 0 110 2 0 0 0 0 0 619 2 4:30 PM 49 1 155 0 0 0 0 167 23 2 46 0 0 95 0 0 0 0. 0 0 536 2 4:45 PM 39 1 135 0 0 0 0 178 19 0 111 0 0 104 0 0 0 0 0 0 687 0 5:00 PM • 45 1 164 0 0 0 0 216 25 0 84 0 0 107 0 0 0 0 0 0 632 0 5:16 PM • 36 1 202 0 G 0 0 284 15 0 126 0 0 155 0 0 0 0 0 0 819 0 5:30 PM • 24 0 150 0 0 0 0 257 22 0 . 69 0 0 117 0 0 0 0 0 0 629 0 5:45 PM • 38 0 143 0 0 0 0 249 17 0 81 0 0 119 0 0 0 0 0 0 647 0 6:00 PM 27 0 138 0 0 0 0 207 11 0 37 0 0 108 0 0 0 0 0 0 528 0 6:15 PM 28 1 134 0 0 0 0 169 11 0 46 0 0 78 0 0 0 0 0 0 467 0 6:30 PM 28 1 151 0 0 0 0 158 9 4 20 0 0 76 0 0 0 0 0 0 443 4 Max. 15 min. 61 1 203 0 0 0 1 284 38 4 133 0 0 155 2 0 0 0 0 0 819 4 Pk. Hr. Vol. 143 2 649 0 0 0 0 1006 79 0 350 0 0 498 0 0 0 0 0 0 2727 0 4:45 PM Peak Intersection Trafflc in Pk, Hr. = 2727 Peak Hr. Factor 0,83 5:45 PM Hour Intersection Pdstrns in Pk. Hr. = 0 Ei Camino Real at Camino Vida Roble Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : South Appt (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:30 AM to 8:30 AM Left Thru Right Left Thru Right L©ft Thru Right L©ft Thru Right Lane Inside 1 1 1 1 Config - Oeft) 2 1 1 1 1 urations 3 4 1 1 1 1 Outside o 6 7 Free-flow Lan© Settings 1 2 0 0 3 0 1.6 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 th© East/W©st phases split (Y/N)? N Effidency Lost Factor 0.10 Hourly Volume 512 966 0 0 451 324 47 0 43 0 0 0 Adjusted Hourly Volume 512 966 0 0 776 0 47 0 43 0 0 0 Utilization Factor 0.28 0.24 0.00 0.00 0.13 0.00 0.02 0.00 0.02 0.00 0.00 0.00 Critical Factors 0.28 0.13 0.02 0.00 0.00 ICU Ratio — 0.53 LOS = A Tuming Movements at Intersection of: Time: 7:30 AM to 8:30 AM Date: 7/30/96 Day: Tu©sday Nam© : TM, 8c CM. W e s t A p p r Totals 925 Sub- totals 836 90 El Camino Real North Approach and Camlno Vida Roble 0 43 El Camlno Real Subtotals Total 775 324 451 t North 1788 0 0 612 966 1 495 1478 1973 1013 Total Subtotals Sub- totals Totals E a s t A P P r Camino Vida Roble South Approach Note : Left-turn volumes indude U-turns. U-turns in bold. B Camino Real at Camlno Vida Roble Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North A^ppr (SB) West Appr (EB) East Appr (WB) 4:46 PM to 5:45 PM Left Thru Right Left Thru Right Left Thru Right, L©ft Thru Right Lan© Insid© 1 1 1 1 Conflg - 0©ft) 2 1 1 1 1 urations 3 4 c 1 1 1 1 Outside O 6 7 Free-flow Lane Settings 1 2 0 0 3 0 1.5 0 1.5 0 0 0 Capacity 1800 4000 0 0 6000 0 2700 0 2700 0 0 0 Are the North/South phases split (Y/N)? N Are th© East/W©st phases split (Y/N)? N Effidency Lost Factor 0.10 Hourly Volume 146 649 0 0 1006 79 350 0 498 0 0 0 Adjusted Hourly Volume 145 649 0 0 1085 0 350 0 498 0 0 0 Utilization Factor 0.08 0.16 0.00 0.00 0.18 0.00 0.13 0.00 0.18 0.00 0.00 0.00 Crrtical Factors 0.08 0.18 0.18 0.00 ICU Ratio 0.54 LOS = Turning Movements at Intersection of: El Camlno Real and Camlno Vida Roble W © s t A P P r Tim© : 4:45 PM to 5:45 PM Date: 7/30/96 Day: Tuesday Name : TM. 8c CM. Totals 1070 Sub- totals 222 848 North Approach El Camlno Real 2084 350 0 498 Subtotals Total 1085 79 1006 999 t North ^ t r 146 649 0 2 1506 794 2300 Total Subtotals Sub- totals Totals Camino Vida Roble E a s t A P P r South /^proach Note : Left-turn volumes include U-tums. U-turns in bold. CFFY OF CARLSBAD SUMMER 1996 INTERSECTION ANALYSIS SUMMARY Intersection Number: 7 Intersection Location: El Camino Real and Aviara Parkway/Alga Road CONTENT PAGE Tum Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and 2 of 3 Tum Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Tum Movement Diagram JHK 8c /\ssociat©s Turning Movement Count Analysis Pag© 1 of 3 City: Carlsbad lnt©rs©ctlon of: N/S Str©©t: El Camlno R©al E/W Str©©t: Aviara Parkway/Alga Road Count Dot©: 7/9/96 Day: Tuesday Weather; Clear File: CB9607.XLS Data Cdlected by TM. 8c CM. Traffic Control: Signalizod End of 15 min. prd. South Approach (NB) North /Approach (SB) W©st Approach (EB) East Approach (WB) 15 min Total L©ft U-Trn Thru Right P©ds 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 36 9 0 2 0 40 12 0 8 0 11 6 1 41 0 44 30 0 249 1 6:30 AM 24 0 51 16 3 5 0 57 15 0 15 0 17 16 0 66 0 49 27 1 367 4 6:45 AM 19 0 113 5 0 10 0 68 28 1 12 0 18 14 0 87 0 72 46 2 481 3 7.00 AM 30 0 114 11 1 13 1 60 23 0 24 0 28 18 0 138 1 56 51 2 568 3 7:15 AM 17 0 132 24 0 11 0 65 15 5 22 1 24 21 0 98 0 56 46 2 632 7 7:30 AM 29 0 158 32 0 9 0 61 17 1 31 0 27 23 0 93 0 60 63 1 593 2 7:45 AM 22 0 194 26 1 18 0 85 22 0 36 0 37 29 0 86 0 59 77 0 690 1 8:00 AM • 24 0 277 33 0 23 0 84 16 0 49 1 31 30 0 135 0 81 123 1 907 ? 8:15 AM • 10 0 188 23 0 24 0 106 25 0 26 0 34 26 0 110 1 56 80 0 709 0 8:30 AM ' 49 0 156 41 0 13 1 79 25 0 29 0 40 44 0 137 0 65 40 0 719 0 8:45 AM " 29 1 150 36 0 21 1 106 19 0 32 2 33 43 2 126 1 56 74 0 730 2 9:00 AM 33 0 171 31 0 21 0 119 36 0 26 0 38 38 0 87 2 39 32 0 673 0 Max, 15 min. 49 1 277 41 3 24 1 119 36 5 49 2 40 44 . 2 138 2 81 123 2 907 7 Pk, Hr. Vd. 112 1 771 133 0 81 2 375 85 0 136 3 138 143 2 608 2 268 317 1 3065 3 7:45 AM Peak Intersection Traffic In Pk. Hr. = 3066 Peak Hr. Factor 0.84 8:45 AM Hour Intersection Pdstrns In Pk. Hr. 3:45 PM 60 1 142 84 0 42 2 162 19 0 42 0 85 66 . 0 62 1 70 34 0 862 0 4:00 PM 49 0 102 70 0 . 48 2 155 20 0 27 0 51 54 0 67 1 49 47 0 732 0 4:15 PM 47 0 128 93 0 60 2 169 35 0 34 1 72 46 0 66 2 52 43 0 850 0 4:30 PM 63 0 93 86 0 54 0 192 39 0 36 0 64 55 0 60 0 45 36 0 812 0 4:45 PM 66 0 137 106 0 47 2 182 22 1 31 0 59 58 1 68 0 57 42 1 866 3 5:00 PM • 62 0 118 108 4 62 1 204 32 0 27 0 74 60 1 68 3 60 39 1 908 6 5:15 PM • 59 0 132 118 0 91 0 275 49 0 24 0 79 48 0 41 6 49 38 0 1009 0 5:30 PM • 43 0 119 94 1 63 1 248 45 0 34 1 112 57 0 63 7 39 36 0 962 1 5:45 PM • 54 0 146 145 1 58 1 220 43 0 28 0 93 71 0 49 4 70 38 0 1020 1 6:00 PM 54 0 83 88 1 96 1 206 36 0 31 0 99 70 0 43 4 40 25 0 876 1 6:15 PM 64 0 115 114 0 46 2 159 25 0 31 0 89 42 0 67 3 49 28 0 823 0 6:30 PM 68 0 130 125 2 52 1 137 26 0 27 0 75 67 0 70 3 54 31 0 866 2 Max. 15 min. 68 1 146 145 4 96 2 275 49 1 42 1 112 71 1 70 7 70 47 1 1020 6 Pk. Hr. Vd. 218 0 515 465 6 274 3 947 169 0 113 1 358 236 1 211 20 218 151 1 3899 8 4:45 PM Peak Intersection Traffic in Pk. Hr, = 3899 Peak Hr. Factor 0.96 5,45 PM Hour Intersection Pdstrns In Pk, Hr. B Camlno Real at Aviara Parkway/AJga Road Lan© Configuration for lnt©rs©ction Capacity Utilization Pag© 2 of 3 Pk. Hr. Tim© Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:45 AM to 8:45 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 1 1 1 1 1 Config- Oeft) 2 1 1 1 1 1 urations 3 1 1 1 1 4 1 1 1 1 1 1 5 6 1 1 Outside 7 Free-flow 1 Lane Settings 1 3 0 2 3 0 2 2 0 2 2 0 Capacity 1800 6000 0 3240 6000 0 3240 4000 0 3240 4000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efflciency Lost Factor 0.10 Hourly Volume 113 771 133 83 375 85 139 138 143 610 268 317 Adjusted Hourly Vdume 113 771 0 83 460 0 139 281 0 510 576 0 Utilization Factor 0.06 0.13 0,00 0.03 0.08 0.00 0.04 0.07 0.00 0.16 0.14 0.00 Critical Factors 0.13 0.03 0.07 0.16 0.00 ICU Ratio -0.49 LOS = A Tuming Movements at Intersection of: El Camino Real and Aviara Parkway/Alga Road W e s t A P P r Tim©: ; 7:45 AM to 8:45 AM North Approach El Camino Real Dot©; : 7/9/96 Day: Tu©sday 1769 Total Nam©: TM. 8c CM. 543 1226 Subtotals Sub-85 375 83 Sub- Totals 878 totals 458 420 139 ^ 138 • 143 —^ Aviara Parkway Subtotals 1027 Total t North t 113 771 133 1 1017 2044 317 258 510 totals 1085 354 Alga Road Totals 1439 E a s t A P P r South Approach Not© : L©ft-tum volumes indud© U-turns. U-turns in bold. B Camino Real at Aviara Parkway/Alga Road Lan© Configuration for Intersection Capacity Utilization Pag© 3 of 3 Pk. Hr. Tim© P©riod : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 4:45 PM to 6:46 PM Left Thru Right L©ft Thru Right Left Thru Right Left Thru Right Lane Insid© 1 1 1 1 1 Config - (teft) 2 1 1 1 1 urations 3 1 1 1 1 4 1 1 1 1 1 1 5 6 1 1 Outside 7 Free-flow 1 Lan© Settings 1 3 0 2 3 0 2 2 0 2 2 0 Capacity 1800 6000 0 3240 6000 0 3240 4000 0 3240 4000 0 Ar© th© North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efflciency Lost Factor 0.10 Hourly Volume 218 516 465 277 947 169 114 358 236 231 218 161 Adjusted Hourly Volume 218 515 0 277 1116 0 114 694 0 231 369 0 Utilization Factor 0.12 0.09 0.00 0.09 0.19 0.00 0.04 0.16 0.00 0.07 0.09 0.00 Critical Factors 0.12 0.19 0.16 0.07 ICU Ratio = 0.63 LOS = Turning Movements at Intersection of: El Camino Real and Avnra Parkway/Alga Road W © s t A P P r Tim© : 4:46 PM to 5:45 PM Dot©: 7/9/96 Day: Tu©sday Nam© : TM. 8c CM. Totals 1314 Sub- totals 606 708 North Approach 1393 114 368 236 Avkira Parkway Subtotals Total 1394 t El Camino Real 2175 169 947 277 North • *I 218 1 515 0 1198 2592 782 161 218 231 20 Total Subtotals Sub- totals 600 1117 Alga Road Totals 1717 E a s t. A P P r South Approach Note : Left-turn volumes includ© U-turns. U-tums in bold. CFFY OF CARLSBAD SUMMER 1996 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 Tum Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Tum Movement Diagram JHK fic /Associates Turning Movement Count Analysis City: Carlsbad lnters©ctlonof: N/SStr©et: ElCaminoReal E/W Street: La Costa Avenue Count Dote; 7/9/96 Day: Tuesday Weather: Clear Page 1 of3 FIte: CB9608.XLS Data Cdlected by C.I. fic T.H. 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 L©ft U-Trn Thru Right P©ds Vehicles Peds 6:15 AM 25 0 27 0 0 2 0 35 58 0 23 0 26 19 0 1 0 69 13 0 298 0 6:30 AM 41 0 46 4 0 4 0 45 81 0 28 0 34 39 0 7 0 107 22 0 457 0 6:45 AM 64 0 69 4 0 3 0 41 106 0 48 0 48 48 1 5 0 139 31 0 586 1 7:00 AM 63 0 82 13 0 10 0 73 150 0 76 0 99 71 0 7 0 192 28 0 863 0 7:15 AM 75 0 109 12 0 3 0 50 131 0 57 0 51 33 0 10 0 178 39 0 748 0 7:30 AM 76 0 81 14 1 6 0 74 115 0 91 0 77 49 2 12 0 156 35 0 786 3 7:45 AM " 115 0 150 25 0 15 0 107 99 0 106 0 107 62 0 17 0 231 80 0 1114 0 8:00 AM • 67 0 147 22 0 27 0 130 123 0 146 0 107 107 0 11 0 129 58 1 1064 1 8:15 AM • 114 0 123 25 1 14 0 106 99 0 101 0 71 51 0 19 0 189 66 0 978 1 1 8:30 AM ' 110 0 147 29 0 13 0 132 153 0 80 0 84 76 1 21 0 216 73 0 1134 1 1 8:45 AM 168 0 118 30 0 18 0 127 106 0 86 0 63 65 0 17 0 172 60 0 1030 0 9:00 AM 119 0 60 44 0 37 0 116 118 0 99 0 66 54 0 22 0 172 70 0 966 0 Max. 15 min. 168 0 150 44 1 37 0 132 153 0 146 0 107 107 2 22 0 231 80 1 1134 3 Pk. Hr. Vd. 396 0 567 101 1 69 0 475 474 0 433 0 369 296 1 68 0 765 277 1 4290 3 8:30 AM Hour Intersection Pdstrns in Pk. Hr. = 4290 3 Peak Hr. Factor 0.95 3:46 PM 116 0 140 25 0 35 0 144 105 0 104 0 125 74 0 17 0 104 42 0 1031 0 4:00 PM 91 0 169 19 0 40 0 162 76 0 95 0 111 80 0 14 0 86 38 0 981 0 4:15 PM 124 0 148 24 0 44 0 166 91 0 144 0 158 76 0 20 0 104 47 0 1146 0 4:30 PM 133 0 150 16 0 67 1 179 87 0 75 0 157 88 0 11 0 115 35 0 1114 0 4:45 PM 124 0 193 14 0 44 0 183 101 2 117 0 143 102 0 22 0 135 36 0 1214 2 6:00 PM • 108 0 152 19 0 63 0 135 109 0 145 0 168 88 0 13 0 104 27 0 1131 0 5:15 PM " 111 0 161 23 0 52 0 196 143 0 144 0 127 104 0 11 0 96 30 0 1197 0 5:30 PM • 105 0 163 29 0 84 0 192 102 0 112 0 177 66 0 10 0 107 39 0 1186 0 6:45 PM " 107 0 154 16 0 81 0 207 134 0 169 0 202 89 0 16 0 103 31 0 1309 0 6:00 PM 64 0 92 14 0 59 0 153 71 0 111 0 169 79 0 7 0 89 34 0 932 0 6:15 PM 81 0 150 20 0 58 0 175 92 0 147 0 196 90 0 10 0 109 44 0 1172 0 6:30 PM 65 0 177 10 0 49 0 125 63 0 116 0 134 60 0 22 0 85 32 0 937 0 Max. 16 min. 133 0 193 29 0 84 1 207 143 2 169 0 202 104 0 22 0 136 47 0 1309 2 Pk. Hr. Vd. 431 0 630 87 0 280 0 730 488 0 570 0 674 347 0 50 0 409 127 0 4823 0 4:45 PM Peak Intersection Trafflc In Pk. Hr. = 4823 Peak Hr. Factor 0.92 5:45 PM Hour Intersection Pdstrns In Pk. Hr. = 0 B Camino Real 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 - urations Insid© Oeft) Outside Free-flow 1 2 3 4 5 6 7 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 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 396 567 101 69 476 474 433 369 296 68 765 277 Adjusted Hourly Volume 3% 668 0 69 949 0 433 369 296 68 1042 0 Utilization Factor 0.12 0.11 0.00 0,02 0,16 0.00 0.13 0,09 0.16 0.04 0.26 0.00 Crrtical Factors 0.12 0.16 0.13 0.26 0.00 ICU Ratio = 0.77 LOS = C Tuming Movements at Intersection of: El Cannino Real and La Costa Avenue Time: 7:30 AM to 8:30/AM North Approach El Camino Real Date: 7/9/96 Day: Tuesday 2295 Total Name: C.I. fic TH. 1018 n 1277 Subtotals Sub-474 475 U 69 Sub- w e s t A p p r Totals 2733 totals 1635 1098 433 369 296 t 277 765 68 North Subtotals Total 839 ^ t r 396 667 101 0 1064 1903 totals 1110 639 Totals 1649 E a s t A P P r La Costa Avenue South Approach Note : Left-tum volumes include U-tums. U-turns in bold. ElCaminoReal at La Costa Avenue Lan© Configuration for lnt©rsection Capacity Utilizatioh Pag© 3 of 3 Pk. Hr. Tim© Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 4:45 PM to 6:45 PM Left Thru Right Left Thru Right Left Thru Right Left. Thru Right Lan© Insid© 1 1 1 1 1 1 Config- Oeft) 2 1 1 1 1 1 urations 3 1 1 1 1 1 4 1 1 1 1 1 6 6 1 1 1 1 1 Outside 7 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 Are th© North/South phas©s split (Y/N)? N Are th© East/West phcis©s split (Y/N)? N Effid©ncy Lost Factor 0.10 Hourly Volum© 431 630 87 280 730 488 570 674 347 50 409 127 Adjusted Hourly Volum© 431 717 0 280 1218 0 670 674 347 50 536 0 Utilization Factor 0.13 0.12 0.00 0.09 0.20 0.00 0.18 0.17 0.19 0.03 0.13 0.00 Critical Factors 0.13 0.20 0.18 0.13 ICU Ratio = 0.74 LOS = C Tuming Mov©m©nts at Intersection of: El Camino Real and La Costa Avenue W © s t A P P r Tim© : 4:45 PM to 5:45 PM Dot©: 7/9/96 Day: Tuesday Name : C.I. fic TH. Totals 2919 Sub- totals 1328 1591 North Approach El Camlno Real 570 674 347 Subtotals Total 2826 1498 0 730 280 488 730 280 I t 1127 North • 431 T 630 0 1148 2275 r 87 1327 127 409 50 Total Subtotals Sub- totals 586 1041 Totals 1627 La Costa Avenue E a s t A P P r South Approach Not© : L©ft-turn volum©s includ© U-turns. U-turns in bold. CFFY OF CARLSBAD SUMMER 1996 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 Tum Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Tum Movement Diagram JHK 8c Associates Turning Movement Count Analysis Page 1 of3 City: Carlsbad Intersection of; N/SStr©et: ElCaminoReal E/W Street : Levante Street File: CB9609.XLS Data Cdlected by C.I. fic T.H. Count Date: 7/10/96 Day: Wednesday 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 L©ft U-Trn Thru Right P©ds Vehicles Peds 6:15 AM 0 0 43 2 0 3 0 52 0 0 0 0 0 0 0 8 0 0 15 0 123 0 6:30 AM 0 0 75 4 0 1 0 73 0 0 0 0 0 0 0 23 0 0 16 0 192 0 6:45 AM 0 0 80 3 0 5 0 73 0 0 0 0 0 0 0 11 0 0 33 0 206 . 0 7:00 AM 0 0 97 3 0 6 0 127 0 0 0 0 0 0 0 26 0 0 29 0 287 0 7:15 AM 0 0 133 7 0 7 0 104 0 0 0 0 0 0 0 32 0 0 25 0 308 0 7:30 AM 0 0 166 8 0 6 0 139 0 0 0 0 0 0 0 25 0 0 33 0 377 0 7:45 AM " 0 0 163 4 0 8 0 149 0 0 0 0 0 0 0 34 0 0 26 0 384 0 8:00 AM " 0 0 235 8 0 19 0 194 0 0 0 0 0 0 0 35 0 0 25 0 516 0 8:15 AM • 0 0 157 10 0 16 0 182 0 0 0 0 0 0 0 22 0 0 19 0 406 0 8:30 AM * 0 0 162 9 0 12 0 187 0 0 0 0 0 0 0 39 0 0 27 0 426 0 8:45 AM 0 0 164 16 0 7 0 145 0 0 0 0 0 0 0 28 0 0 19 0 369 0 9:00 AM 0 0 166 8 0 11 0 201 0 0 0 0 0 0 0 21 0 0 23 0 420 0 Max. 16 min. 0 0 235 16 0 19 0 201 0 0 0 0 0 0 0 39 0 0 33 0 516 0 Pk. Hr. Vd. 0 0 707 31 0 55 0 712 0 0 0 0 0 0 0 130 0 0 97 0 1732 0 7:30 AM Peak Intersection Traffic in Pk, Hr. = 1732 Peak Hr. Factor 0.84 8:30 AM Hour Intersection Pdstrns in Pk. Hr. = 0 3:45 PM 0 0 271 31 0 22 0 200 0 0 0 0 0 0 0 18 0 0 24 1 566 1 4:00 PM 0 0 259 32 0 39 0 247 0 0 0 0 0 0 0 26 0 0 22 0 625 0 4:15 PM 0 0 220 26 0 51 0 246 0 0 0 0 0 0 0 23 0 0 18 0 584 0 4:30 PM 0 0 200 24 0 31 0 227 0 0 0 0 0 0 0 20 0 0 21 0 623 0 4:45 PM " 0 0 258 35 0 34 0 300 0 0 0 0 0 . 0 0 32 0 0 37 0 696 0 5:00 PM • 0 0 201 22 0 32 0 229 0 0 0 0 0 0 0 28 0 0 26 1 538 1 5:15 PM • 0 0 215 35 0 47 0 247 0 0 0 0 0 0 0 29 0 0 21 1 594 1 6:30 PM • 0 0 266 35 0 60 0 296 0 0 0 0 0 0 0 30 0 0 21 0 707 0 6:45 PM 0 0 177 22 0 63 0 226 0 0 0 0 0 0 0 33 0 0 21 0 542 0 6:00 PM 0 0 226 36 0 47 0 250 0 0 0 0 0 0 0. .37 0 0 23 0 618 0 6:15 PM 0 0 201 34 0 65 0 231 0 0 0 0 0 0 0 21 0 0 20 0 572 0 6:30 PM 0 0 189 20 0 46 0 126 0 0 0 0 0 0 0 9 0 0 9 0 399 0 Max. 16 min. 0 0 271 35 0 65 0 300 0 0 0 0 0 0 0 37 0 0 37 1 707 1 Pk. Hr. Vd. 0 0 940 127 0 173 0 1071 0 0 0 0 0 0 0 119 0 0 105 2 2535 2 4:30 PM Peak Intersection Traffic in Pk. Hr, = 2535 Peak Hr. Factor 0.90 5:30 PM Hour Intersection Pdstrns in Pk. Hr. = 2 B Cannino Real at Levante Street Lane Configuration for Intersection Capacity Utilization Pk. Hr. Tim© P©riod : 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 Lan© Config - urations Inside Oeft) Outside Free-flow Lane Settings 0 2 0 1 2 0 0 0 0 1.5 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 Are the East/West phases split (Y/N)? N Efflciency Lost Factor 0.10 Hourly Volume 0 707 31 55 712 0 0 0 0 130 0 97 Adjusted Hourly Volume 0 738 0 55 712 0 0 0 0 130 0 86 Utilization Factor 0.00 0.18 0.00 0.03 0.18 0.00 0.00 0.00 0.00 0.05 0.00 0.03 Critical Factors 0.18 0.03 0.00 0.00 0.05 ICU Ratio = 0.36 LOS = A Turning Movements at Intersection of: B Camlno Real and Levante Street W e s t A P P r Time; : 7:30 AM to 8:30 AM North Approach El Camino Real Date : : 7/10/96 Day: Wednesday 1671 Total Name; CL fic T.H. 767 n 804 Subtotals Sub-0 712 U 55 Sub- Totals totals 0 0 Subtotals Total t North 842 0 0 1580 707 738 97 0 130 31 totals 227 86 Totals 313 Levante Street E a s t A P P r South /Approach Note: Left-turn volumes include U-turns. U-turns in bold. B Camino Real at Levante Street Lane Configuration for lnt©rs©ction Capacity Utilization Pk. Hr. Time Period : 4:30 PM to 5:30 PM Pages of3 South Appr (NB) North Appr (SB) West Appr (EB) East/Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lan© Config- urations Insid© Oeft) Outside Free-flow Lan© S©ttings 0 2 0 1 2 0 0 0 0 1.5 0 1.5 Capacity 0 4000 0 1800 4000 0 0 0 0 2700 0 2700 Are th© North/South phases split (Y/N)? N Are th© East/West phas©s split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Vdume 0 940 127 173 1071 0 0 0 0 119 0 105 Adjusted Hourly Vdum© 0 1067 0 173 1071 0 0 0 0 119 0 105 Utilization Factor 0.00 0.27 0.00 0.10 0.27 0.00 0.00 0.00 0.00 0.04 0.00 0.04 Critical Factors 0.27 0.10 0.00 0.00 0.04 ICU Ratio = 0.53 LOS = = A Turning Mov©ments at Intersection of: El Camino Real and Levante Street Time: : 4:30 PM to 5:30 PM North Approach El Camlno Real Date; : 7/10/96 Day: W©dn©sday 2289 Total Name: CL fic T.H. 1244 n 1045 Subtotals Sub-0 1071 U 173 Sub- Totals totals 1 1 totals W T e s 0 0 0 0 ^ 105 t 0 0 ^ 4 M— 0 224 A P P r North 119 Totals 624 Subtotals Total 1190 0 0 2257 940 127 1067 300 Levante Street E a s t A P P r South Approach Not© : L©ft-turn volumes include U-turns. U-turns in bold. CFTY OF CARLSBAD SUMMER 1996 INTERSECTION ANALYSIS SUMMARY Intersection Number: 10 Intersection Location: Palomar Airport Road and Avenida Encinas CONTENT PAGE Tum Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and 2 of 3 Tum Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Tum Movement Diagram JHK fic Associates Turning Movement Count /Analysis Pag© 1 of 3 City: Carlsbad lnt©rs©ctlon of: N/S Street: Avenida Encinas E/W Street: Palomar/Airport Road Count Date: 7/23/96 Day; Tuesday Weather: Clear Fite: CB9610.XLS Data Collected by A.K. fic M.K. Traffic Control: Signalized End of 15 min. prd. 6:15 AM 6:30 AM 6:45 AM 7:00 AM 7:15 AM 7:30 AM 7:45 AM 8:00 AM 8:15 AM 8:30 AM 8:45 AM 9:00 AM South Approach (NB) North /Approach (SB) West Approach (EB) Eost 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 0 0 0 0 0 0 0 0 0 0 0 0 1 1 3 6 5 11 6 10 11 6 8 7 0 6 3 11 11 18 24 20 23 17 13 16 2 0 0 0 0 0 2 1 3 0 0 3 13 18 22 29 27 41 30 49 46 51 44 41 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 1 3 7 2 4 6 S 10 6 0 0 0 2 0 0 0 0 0 0 0 0 6 5 2 7 7 13 8 22 9 8 13 8 0 0 0 0 0 0 0 0 0 0 0 0 26 48 47 49 63 66 53 109 61 71 51 65 1 4 7 16 15 14 10 16 9 6 3 7 1 1 2 0 3 1 2 1 2 0 2 1 15 30 49 83 49 72 55 80 40 48 31 60 0 0 0 0 0 0 0 0 0 0 0 1 16 18 16 16 23 26 29 21 21 32 41 34 29 34 41 57 63 59 79 107 78 104 64 1 0 0 1 1 0 0 0 0 0 0 109 171 201 282 275 336 305 450 311 366 284 4 1 2 3 4 1 4 2 6 0 2 Max. 15 min. 8 0 11 24 3 51 0 8 10 2 22 0 109 16 3 83 1 41 107 1 460 5 Pk. Hr. Vd. 14 0 33 84 6 176 0 26 14 0 47 0 294 40 5 223 0 103 368 0 1421 11 7:30 AM Peak Intersection Trafflc in Pk. Hr. 1421 Peak Hr. Factor 0.79 8:30 AM Hour Intersection Pdstrns in Pk. Hr, = n 3:45 PM 13 0 31 74 0 77 1 13 7 0 16 0 54 9 0 26 0 83 83 0 487 0 4:00 PM 22 0 14 30 0 58 0 13 13 0 7 0 65 7 0 16 0 49 54 0 348 0 4:16 PM 20 0 17 48 0 65 0 7 4 0 11 0 51 3 2 23 0 65 60 0 374 2 4:30 PM 14 0 8 36 1 68 0 6 16 0 8 0 68 8 0 37 0 74 64 0 405 1 4:45 PM • 17 1 17 46 2 76 0 16 9 0 10 0 63 6 0 25 0 79 62 0 416 2 5:00 PM • 14 0 9 61 0 72 0 16 14 1 11 0 41 6 1 12 0 82 62 0 399 2 5:16 PM • 16 0 9 78 2 102 0 9 18 0 6 0 39 8 0 19 0 122 60 0 486 2 5:30 PM • 26 0 16 72 2 80 0 8 22 0 6 0 46 3 3 45' 0 216 123 0 662 6 5:45 PM 13 0 5 30 0 78 0 4 20 0 9 0 69 2 0 14 0 93 74 0 401 0 6:00 PM 17 0 26 27 0 68 0 6 13 0 7 0 62 4 1 14 1 39 73 0 347 1 6:15 PM • 13 0 15 26 0 64 0 6 13 0 13 0 48 4 0 9 0 18 15 0 234 0 6:30 PM 8 0 6 14 0 46 0 5 10 0 9 0 40 7 0 12 0 39 26 0 222 0 Max. 15 min. 26 1 31 78 2 102 1 16 22 1 16 0 68 9 3 45 1 216 123 0 662 5 Pk, Hr. Vd. 73 1 50 256 6 330 0 49 63 1 33 0 189 22 4 101 0 .499 297 0 1963 11 4:30 PM Peak Intersection Trafflc in Pk. Hr, = 1963 Peak Hr. Factor 0.74 5:30 PM Hour Intersection Pdstrns In Pk. Hr. =11 Avenida Encinas at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 7:30 AM to 8:30 AM Pag© 2 of 3 South/Appr (NB) North/Appr (SB) W©stAppr(EB) East/Appr (WB) Left Thru Right L©ft Thru Right Left Thru Right Left Thru Right Lane Config - urations Insid© Oeft) Outsid© Fr©©-flow 1 2 3 4 5 6 7 1 1 1 1 1 1 1 1 1 Lane Settings 1 1 1 1 1 1 1 1 0 1 1 1 Capacity 1800 2000 1800 1800 2000 1800 1800 2000 0 1800 2000 1800 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Effidency Lost factor 0.10 Hourly Volum© 14 S3 84 176 25 14 47 294 40 223 103 368 Adjusted Hourly Vdume 14 33 84 176 26 14 47 334 0 223 103 368 Utilization Factor 0.01 0.02 0.05 0.10 0.01 0.01 0.03 0.17 0.00 0.12 0.05 0,20 Critical Factors 0.05 0.10 0.17 0.12 ICU Ratio = 0.54 LOS = A Turning Movements at Intersection of: Avenida Encinas and Palomar/Airport Road W e s t A P P r Time : 7:30/AM to 8:30 AM Date: 7/23/96 Day: Tuesday Name : A.K. 8c M.K. Totals 512 Sub- totals 131 381 North Approach 14 47 294 40 Subtotals Total 288 14 0 419 216 26 33 131 663 0 176 Avenida Encinas 448 t North ^ t r 368 103 223 84 Total Subtotals Sub- totals 694 654 Totals 1248 E a s t A P P r Palomar Airport Road South Approach Note : Left-tum volumes include U-turns. U-turns in bold. Avenida Encinas at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Pages OfS Pk. Hr. Time Period : South Appr (NB) North Appr (SB) W©stAppr(EB) Ec3st Appr (WB) 4:30 PM to 5:30 PM L©ft Thru Right L©ft Thru Right Left Thru Right Left Thru Right Lane Insid© 1 1 1 1 1 Config- Oeft) 2 1 1 1 1 1 urations 3 4 c 1 1 1 Outside o 6 7 Free-flow Lane Settings 1 1 1 1 1 1 1 1 0 1 1 1 Capacity 1800 2000 1800 1800 2000 1800 1800 2000 0 1800 2000 1800 Are the North/South phases split 0//N)? N Are the East/West phases split (Y/N)? N Effidency Lost Factor 0.10 Hourty Vdume 74 50 266 330 49 63 33 189 22 101 499 297 Adjusted Hourly Vdum© 74 50 256 330 49 63 33 211 0 101 499 297 Utilization Factor 0.04 0.03 0.14 0.18 0.02 0.04 0.02 0.11 0.00 0.06 0.25 0.17 Critical Factors 0.14 0.18 0.02 0.25 ICU Ratio 0.69 LOS = Turning Movements at Intersection of: Avenida Encinas and Palomar Airport Road W e s t A P P r Tim© : 4:30 PM to 6:30 PM Date: 7/23/96 Day: Tuesday Nam© : A.K. fic M.K. Totals 879 Sub- totals 636 244 North Approach S3 189 22 Subtotals Total 173 74 1 563 442 49 50 380 822 0 330 Avenida Encinas 380 t North 1 t r 256 297 499 101 Total Subtotals Sub- totals 897 Totals 1672 775 Palomar /Airport Road E a s t A P P r South Approach Not© : L©ft-turn volumes include U-turns. U-turns in bold. January 28, 1997 TO: DISTRIBUTION LIST FROM: Traffic Engineer PALOMAR AIRPORT ROAD/PASEO DEL NORTE INTERSECTION After completion of the 1996 Growth Management Traffic Monitoring Report, it was discovered that a discrepancy existed in the traffic counts obtained at the referenced intersection when compared to the counts at the l-5/Palomar Airport Road northbound ramp. Consequently, JHK re-counted the Paseo Del Norte/Palomar Airport Road intersection on January 8, 1997. Their memorandum report is attached for your use. For purposes of accurate traffic volumes and level of service at the Paseo Del Norte/Palomar Airport Road intersection, this memorandum report should be used. In the Summer of 1997, JHK will again count the subject intersection and report the results in the 1997 Growth Management Traffic Monitoring Report. ROBERT T JOHNSON, JR., P.E. Traffic Engineer RTJ:jb City Engineer Planning Director Assistant City Engineer Assistant Planning Director Principal Civil Engineer, Land Use Review Associate Engineer, Steve Jantz Senior Management Analyst, Don Rideout TO: FROM: DATE: RE: JHK & Associates, Inc. 10260 Campus Point Drive San Diego, California 92121-1522 619 458-2111 619 458-2122 FAX MEMORANDUM Bob Johnson Brad Thomton^iX^ ErikRuehr (£,(2_- RECEIVED JAN 2 A 1997 ENGINEERING DEPARTMENT JHK & Associates An SAIC Company January 22,1997 1996 Growth Management Plan Traffic Monitoring Program - Recount (JHK 70063) This memorandum is prepared to summarize a recount conducted on January 8,1997 for the Qty of Carlsbad. After a review of the data collected at the intersections of 1-5 Northbound/Palomar Airport Road and Paseo Del Norte/Palomar /\irport Road it was determined that the intersection count at Paseo Del Norte/Palomar Airport Road conducted on July 18,1996 for the 1996 Growth Management Plan Traffic Monitoring Program was in error. Volumes were lower than expected, based on intersection counts conducted to the east and west of this location. JHK & Associates conducted recounts at both Paseo Del Norte/Palomar Airport Road and I- 5 Northbound/Palomar Airport Road intersections so that the volumes could be balanced between the two locations. A summary of the recount results is provided below: Intersection (AM/PM) ICU 1-5 Northbound/Palomar Akpon Road (0.75/0.93) Paseo Del Norte/Palomar Airport Road (0.67/0.70) (AM/PM) LOS (C/E) (B/B) Although the intersection of Paseo Del Norte/Palomar Airport Road did indicate an increase in overall volume from the previous count, this volume is still considered to be low due to seasonal variation. It is believed that if the recount had been conducted during the summer months, the rrwming and evening peaks wouki have been, on average, twenty-five percent higher. Based on the recount, it appears that even with an allowance for seasonal variation, the intersection of Paseo Del Norte/Palomar Airport Road would have operated at an acceptable level of service (C/D) during the summer of 1996. Also, enclosed are the revised analysis worksheets for the recount. If you have any questions, please contact me or Erik Ruehr. JHK fic Associates Turning Movement Count /Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Street: Paseo Del Norte E/W Street: Palomar /Airport Rood File: CB9611A.XLS Data Cdl©ct©d by A.K. fic C.I. Count Dot©: 1/8/97 Day: Wednesday 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 37 0 13 27 0 4 0 1 1 0 9 2 236 17 0 5 6 102 12 0 470 0 6:30 AM 51 0 18 44 0 6 0 1 1 1 8 2 327 22 1 14 3 172 8 0 677 2 6:46 AM 36 0 8 30 0 8 0 1 0 0 9 1 313 13 0 9 4 176 20 0 628 0 7:00 AM 59 0 17 51 1 14 0 7 2 1 20 0 620 48 1 10 1 280 16 0 1145 3 7:16 AM 72 2 14 41 0 7 0 3 0 0 10 0 380 27 0 17 3 209 19 0 804 0 7:30 AM 61 0 20 52 0 19 0 6:. 1 1 48 0 626 32 0 15 1 224 27 0 1032 1 7:45 AM " 49 1 13 58 0 28 0 10' 0 . 0 23 0 491 26 0 13 0 190 23 0 926 0 8:00 AM • 60 1 28 70 0 25 0 1 7 0 26 0 847 34 0 19 1 230 45 0 1394 0 8:15 AM • 67 0 23 56 0 23 0 13 5 0 31 0 576 50 0 13 0 166 29 0 1041 0 8:30 AM ' 79 0 12 60 0 28 0 11 6 0 68 0 553 42 0 , 24 1 216 28 0 1127 0 8:45 AM 64 2 23 49 0 12 0 12 9 0 42 0 464 33 0 18 3 161 11 0 903 0 9:00 AM 66 4 19 58 0 . 23 0 n 9 0 47 0 479 52 0 22 5 179 19 0 993 0 Max. 15 min. 79 4 28 70 1 28 0 13 9 1 68 2 847 52 1 24 6 280 46 0 1394 3 Pk. Hr. Vd. 255 2 76 243 0 104 0 35 18 0 148 0 2467 152 0 69 2 791 125 0 4487 0 7:30 AM Peak Intersection Traffic in Pk. Hr. = 4487 Peak Hr. Factor 0.80 8:30 AM Hour Intersection Pdstrns in Pk. Hr. = 0 3:45 PM 64 0 25 51 0 38 0 20 30 0 31 7 280 45 0 64 0 486 42 0 1183 0 4:00 PM 99 0 15 59 0 25 0 18 18 0 19 3 287 61 1 74 3 476 53 0 1210 1 4:15 PM 72 0 20 29 2 37 0 28 42 0 24 2 298 69 0 62 2 639 52 0 1276 2 4:30 PM 116 2 31 50 2 19 0 6 9 0 26 3 238 65 0 78 6 467 46 0 1162 2 4:45 PM 77 2 25 36 1 34 0 20 32 0 18 6 280 39 1 56 6 522 53 0 1206 2 5:00 PM • 93 1 24 61 1 18 0 16 14 0 39 10 264 62 0 81 5 432 43 0 1163 1 5:15 PM • 103 1 19 57 0 i 54 0 31 42 0 34 4 266 49 1 82 5 557 41 0 1346 1 5:30 PM • 76 1 20 42 0 1 29 0 13 31 0 41 7 357 65 0 101 4 743 30 0 1550 0 5:45 PM • 84 1 25 36 1 ! 73 0 33 31 0 26 9 320 50 0 85 4 686 20 0 1381 1 6:00 PM 71 1 14 27 1 ' 40 0 12 13 0 46 4 261 53 0 63 4 449 34 0 1092 1 6:15 PM 84 1 17 36 0 36 0 17 20 0 22 5 189 39 0 62 6 364 22 0 920 0 6:30 PM 62 2 9 33 0 21 0 13 8 0 27 6 216 27 0 69 3 331 16 0 842 0 Max, 16 min. 116 2 31 61 2 73 0 33 42 0 46 10 357 69 1 101 6 743 53 0 1550 2 Pk. Hr. Vd. 356 4 88 195 2 174 0 93 118 0 139 30 1207 216 1 349 18 2318 134 0 5439 3 4:45 PM Peak Intersection Traffic in Pk. Hr. = 5439 5:45 PM Hour Intersection Pdstrns in Pk. Hr. = 3 Peak Hr. Factor 0.88 Paseo Del Norte at Palomar Airport Road Lane Configuration for Intersectibn 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 Lane Settings 2 2 0 Capacity 3240 4000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N 2 2 3240 4000 2 3 3240 6000 0 2 3 1 0 3240 6000 1800 Efficiency Lost Factor 0.10 Hourly Volume 257 76 243 104 35 18 148 2467 152 71 791 125 Adjusted Hourly Volume 257 319 0 104 53 0 148 2619 0 71 791 125 Utilization Factor 0.08 0.08 0.00 0.03 0,01 0,00 0,05 0.44 0.00 0.02 0.13 0.07 Crrtical Factors 0.08 0.03 0.44 0.02 ICU Ratio = 0.67 LOS = B Turning Movements at Intersection of: Paseo Del Norte and Palomar Airport Road W e s t A P P r Time : 7:30 AM to 8:30 AM Date: 1/8/97 Day : W©dn©sday Name : A.K. fic C.I. Totals 3831 Sub- totals 1064 2767 North Approach 148 2467 152 Subtotals Total 18 258 257 2 834 157 35 76 576 506 0 104 Paseo Del Norte 349 t North ^ t r 125 791 71 243 Total Subtotals Sub- totals 987 Totals 3803 2816 Palomar Airport Road 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 Palomar Airport Road Lane Configuration for Intersection Capacity Utilizatibn 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 Lane Settings 2 2 0 2 2 0 2 3 0 2 3 1 Capacity 3240 4000 0 3240 4000 0 3240 6000 0 3240 6000 1800 Are th© North/South phcis©s split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Vdume 360 88 195 174 93 118 169 1207 216 367 2318 134 Adjusted Hourly Volume 360 283 0 174 211 0 169 1423 0 367 2318 134 Utilization Factor 0.11 0.07 0.00 0.06 0,05 0,00 0,05 0.24 0.00 0,11 0,39 0,07 Critical Factors 0.11 0,05 0.05 0,39 ICU Ratio = 0.70 LOS = B Tuming Movements at Intersection of: Paseo Del Norte and Palomar Airport Road W e s t A P P r Time : : 4:45 PM to 5:45 PM North Approach Paseo Del Norte Date : : 1/8/97 Day : : Wednesday 746 Total Name: ; A,K,ficC.I. 386 n 361 Subtotals Sub-118 93 U 174 Sub- Totals totals 1 i 1 totals 4414 2822 30 169 ^ ^ 134 1592 1207 216 t Subtotals Total 662 North A *1 360 T 88 4 643 1305 2318 367 18 195 2819 1594 Totals 4413 E a s t A P P r Palomar Airport Road South Approach Note : Left-turn volumes include U-turns. U-turns in bold. JHK fic /Associates Turning Mov©m©nt Count Analysis Pag© 1 of 3 City: Carlsbad lnt©rs©ction of: N/S Str©©t: 1-5 Northbound E/W Stroet: Palomar /Airport Road File: CB9641A.XLS Data Cdlected by R.M. fic CM, Count Dote: 1/8/97 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 23 0 0 125 0 0 0 0 0 0 4 0 118 0 0 0 0 97 62 0 419 0 6:30 AM 21 0 0 118 0 0 0 0 0 0 8 0. 199 0 1 0 0 137 72 0 565 1 6:45 AM 40 0 1 200 0 0 0 0 0 0 10 0 197 0 2 0 0 173 73 0 694 2 7:00 AM 35 0 1 245 0 0 0 0 0 0 12 0 323 0 1 0 0 223 -69 0 908 1 7:15 AM 22 0 1 221 0 0 0 0 0 0 11 0 199 0 1 0 0 209 68 0 731 1 7:30 AM 70 0 0 300 0 0 0 0 0 0 16 0 265 0 2 0 0 197 67 0 914 2 7:46 AM ' 44 0 0 358 0 0 0 • 0,-0 0 12 0 260 0 3 0 0 164 85 0 923 3 8:00 AM • 49 0 1 415 0 0 0 0 0 0 13 0 382 0 4 0 0 165 74 0 1099 4 8:15 AM • 48 0 0 330 0 0 0 0 0 0 20 0 302 0 3 0 0 156 68 0 924 3 8:30 AM " 41 0 0 328 0 0 0 0 0 0 14 0 276 0 1 0 0 184 88 0 930 1 8:45 AM 63 0 3 320 0 0 0 0 0 0 22 2 177 0 5 0 0 153 84 0 824 6 9:00 AM 82 0 2 329 0 0 0 0 0 0 18 0 218 0 3 0 0 208 84 0 941 3 Max. 16 min. 82 0 3 415 0 0 0 0 0 0 22 2 382 0 6 0 0 223 88 0 1099 5 Pk. Hr. Vd. 182 0 1 1431 0 0 0 0 0 0 69 0 1219 0 11 0 0 669 315 0 3876 11 7:30 AM Peak Intersection Traffic in Pk. Hr. = 3876 Peak Hr. Factor 0.88 8:30 AM Hour Intersection Pdstrns in Pk. Hr, 11 3:45 PM 34 0 0 189 0 0 0 0 0 0 64 0 208 0 0 0 0 339 244 0 1078 0 4:00 PM 27 0 0 177 0 0 0 0 0 0 34 0 208 , 0 0 0 0 278 243 0 967 0 4:15 PM 35 0 0 185 0 0 0 0 0 0 29 0 165 0 0 0 0 332 250 0 986 0 4:30 PM 31 0 0 182 0 0 0 0 0 0 18 0 207 0 1 0 0 399 233 0 1070 1 4:46 PM 28 0 0 177 0 0 0 0 0 0 38 0 190 0 2 0 0 365 227 0 1025 2 5:00 PM • 34 0 0 158 0 0 0 0 0 0 39 0 199 0 1 0 0 357 185 0 972 1 5:15 PM • 34 0 0 169 0 1 0 0 0 0 0 82 0 245 0 1 0 0 387 262 0 1179 1 5:30 PM • 27 0 0 192 0 1 0 0 0 0 0 33 0 192 0 1 0 0 524 246 0 1214 1 5:46 PM • 36 0 0 159 0 1 0 0 0 0 0 48 0 157 0 0 0 0 498 230 0 1128 0 6:00 PM 21 0 0 161 0 ' 0 0 0 0 0 50 0 139 0 4 0 0 374 173 0 918 4 6:15 PM 23 0 0 154 0 0 0 0 0 0 18 0 138 0 1 0 0 298 168 0 789 1 6:30 PM 32 0 0 146 0 0 0 0 0 0 33 0 137 0 0 0 0 243 103 0 694 0 Max. 16 min. 36 0 0 192 0 0 0 0 0 0 82 0 245 0 4 0 0 524 262 0 1214 4 Pk. Hr. Vd. 131 0 0 678 0 0 0 0 0 0 202 0 793 0 3 0 0 1766 923 0 4493 3 4:45 PM Peak Intersection Traffic in Pk. Hr. = 4493 Peak Hr. Factor 0.93 5:46 PM Hour Intersection Pdstms in Pk. Hr. = 3 I-S Northbound at Palomar Airport Road Lane Configuration for Intersection Capacity Utilizatibn Page 2 of 3 Pk. Hr. Tim© Period 7:30 AM to 8:30 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 Oeft) Outside Free-flow 1 1 1 1 1 Lane Settings Capacity 1 2 2000 3240 Are the North/South phases split (Y/N)? Ate th© East/West phases split (Y/N)? Efficiency Lost Factor 0.10 Hourly Volume 182 1 Adjusted Hourly Volume 0 183 Utilization Factor 0.00 Critical Factors 0.44 0.00 N N 1431 1431 1 3 1800 6000 59 69 1219 1219 3 6000 669 669 0.09 0.44 0.00 0.00 0.00 0.03 0.20 0.00 0.00 0.11 0.03 1 1800 316 316 0.18 0.18 ICU Ratio 0.76 LOS = Turning Movements a\ Intersection of: 1-5 Northbound and Palomar Airport Road W e s t A P P r Time : 7:30 AM to 8:30 AM Date: 1/8/97 Day : Wednesday Nome : R.M. fic CM. Totals 2129 Sub- totals 851 1278 North Approach b 0 0 59 1219 0 Subtotals Total 182 0 1614 1614 375 0 0 1-5 Northbound 375 t North 315 669 0 1431 Total Subtotcils Sub- totals 984 2650 Totals 3634 E a s t A P P r Palomar Airport Road South Approach Note : Left-turn volumes include U-tums. U-turns in bold. 1-S Northbound at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 4:45 PM to 5:46 PM Pages 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 Oeft) Outside Free-flow 1 1 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 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0 Hourly Volume 131 0 678 0 0 0 202 793 0 0 1766 923 Adjusted Hourly Volume d 131 678 0 0 0 202 793 0 0 1766 923 Utilization Factor 0.00 0.07 0.21 0.00 0.00 0.00 0.11 0.13 0.00 0.00 0.29 0.51 Critical Factors 0.21 0.00 0.11 0.51 ICU Ratio = 0.93 LOS = E 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 6:45 PM Date: 1/8/97 Day: Wednesday Name: R.M. fic CM. Totals 2892 Sub- totols 1897 995 North Approach 0 0 202 793 0 1-5 Northbound Subtotals Total 131 0 809 1125 0 0 1125 t North 4^ 923 1766 0 0 678 809 Total Subtotals Sub- totals 2689 1471 Totals 4160 E a s t A P P r Palomar Airport Road South /Approach Not© : Left-tum volumes indude U-turns. U-turns in bold. CFTY OF CARLSBAD SUMMER 1996 INTERSECTION ANALYSIS SUMMARY Intersection Number: 11 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 Tum Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Tum Movement Diagram JHK fic /Associates Turning Movement Count Analysis City: Carlsbad Intersection of: N/S Street: Paseo Del Norte E/W Street: Palomar /Airport Road Count Dot©: 7/18/96 Day: Thursday Weather: Clear Page 1 of 3 Fite; CB9611.XLS Data Cdlocted by TM. fic CM. Traffic Control; Signalized End of 15 min. prd. South /Approach (NB) North /Approach (SB) West Approach (EB) East Approach (WB) 16 min Total Left U-Trn Thru Right P©ds L©ft U-Trn Thru Right P©ds Left U-Trn Thru Right Peds L©ft U-Trn Thru Right P©ds V©hlcles Peds 6:16 AM 40 0 4 5 0 7 0 1 1 0 7 1 173 17 1 13 2 153 11 0 435 1 6:30 AM 31 0 9 17 1 3 0 1 5 2 6 1 280 16 0 8 6 126 19 0 527 3 6:45 AM 47 0 6 32 0 6 0 3 4 0 12 2 268 17 2 16 4 166 17 0 599 2 7:00 AM 45 0 14 33 1 11 0 0 4 0 15 1 490 S3 1 12 0 169 16 0 843 2 7:15 AM 69 0 6 25 1 20 0 3 9 0 33 3 340 21 0 17 4 179 25 0 744 1 7:30 AM 59 0 14 46 3 18 0 5 4 0 26 2 441 27 0 8 2 170 32 0 854 3 7:45 AM 58 0 24 46 1 16 0 9 17 0 21 2 499 13 0 24 1 123 25 0 878 1 8:00 AM • 57 0 14 81 1 32 0 3 9 3 21 2 630 36 2 18 3 186 35 0 1127 6 8:15 AM • 52 0 16 55 0 14 0 14 18 1 43 2 552 41 2 21 1 191 43 0 1062 3 8:30 AM " 64 0 12 40 1 21 0 11 13 2 24 5 470 35 0 23 2 171 22 0 913 3 8:45 AM * 75 0 25 62 0 26 0 16 23 0 25 5 385 27 0 22 2 180 27 0 890 0 9:00 AM 66 0 7 38 0 25 0 7 31 0 34 4 463 34 0 16 6 175 27 0 933 0 Max. 15 min. 75 0 25 81 3 32 0 16 31 3 43 5 630 41 2 24 6 191 43 0 1127 6 Pk. Hr. Vd. 248 0 66 228 2 93 0 44 63 6 113 14 2037 139 4 84 8 728 127 0 3992 12 7:46 AM Peak Intersection Traffic In Pk. Hr. = 3992 Peak Hr. Factor 0.89 8:45 AM Hour Intersection Pdstrns In Pk. Hr. =12 3:45 PM 66 0 16 34 0 14 0 18 24 10 36 3 304 61 2 27 11 462 32 0 1086 12 4:00 PM 70 0 12 39 0 29 1 14 21 2 29 7 269 63 0 43 4 387 32 0 1010 2 4:15 PM 86 0 21 33 0 S3 0 9 46 1 44 6 343 54 0 44 20 501 36 0 1276 1 4:30 PM 70 0 20 31 0 19 0 19 27 1 23 4 240 43 0 47 7 427 52 0 1029 1 4:45 PM 60 0 27 35 2 31 0 20 28 0 40 5 277 44 0 71 17 470 45 1 1170 3 5:00 PM • 78 0 23 26 1 41 0 17 40 0 43 8 281 52 0 11 6 454 37 0 1116 1 5:15 PM • 73 0 9 20 0 47 0 20 53 0 40 5 264 46 0 34 4 599 27 0 1241 0 6:30 PM " 63 0 7 25 0 37 0 22 35 1 34 4 261 64 0 79 7 679 35 0 1352 1 6:45 PM • 102 0 17 52 0 49 0 20 56 0 31 2 273 54 0 71 8 518 29 0 1282 0 6:00 PM 66 0 9 28 0 28 0 14 38 3 34 4 216 47 1 60 2 381 14 0 941 4 6:15 PM 72 0 12 21 2 27 0 12 26 0 24 3 224 48 0 52 7 371 25 0 924 2 6:30 PM 66 0 12 31 0 15 0 12 19 0 20 2 190 44 0 41 3 352 26 0 833 0 Max. 15 min. 102 0 27 62 2 49 1 22 66 10 44 8 343 64 2 79 20 679 52 1 1362 12 Pk, Hr. Vd. 316 0 66 123 1 174 0 79 184 1 148 19 1079 216 0 195 24 2260 128 0 4991 2 4:45 PM Peak Intersection Traffic in Pk. Hr. = 4991 Peak Hr. Factor 0.92 5:45 PM Hour Intersection Pdstrns In Pk. Hr. Paseo Del Norte at Palonriar /Airport Road Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Tim© Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:46 AM to 8:45 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lan© Insid© 1 1 1 1 1 Config- 0©ft) 2 1 1 1 1 urations 3 1 1 1 1 4' 1 1 1 1 1 1 5 6 1 1 1 1 Outsid© 7 Fr©©-flow Lan© S©ttings 2 2 0 2 2 0 2 3 0 2 3 1 Capacity 3240 4000 0 3240 4000 0 3240 6000 0 3240 6000 1800 Are th© North/South phases split (Y/N)? N Are th© East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volum© 248 66 228 93 44 63 127 2037 139 92 728 127 Adjust©d Hourly Volum© 248 294 0 93 107 0 127 2176 0 92 728 127 Utilization Factor 0.08 0.07 0.00 0.03 0.03 0.00 0.04 0.36 0.00 0.03 0.12 0.07 Crrtical Factors 0.08 0.03 0,36 0.03 ICU Ratio = 0.60 LOS= A Turning Movements at intersection of: Paseo Del Norte and Palomar Airport Road Tim© : 7:45 AM to 8:46/AM North Approach Paseo Del Norte Date: 7/18/96 Day: Thursday 506 Total Name : TM. fic CM. 200 A • 306 Subtotals Sub-63 44 U 93 Sub- w e s t A P P r Totals 3356 totals 1053 2303 14 127 2037 139 t Subtotals Total 267 4. North • *] 248 t 66 0 542 809 228 127 728 92 totals 947 2366 Totals 3313 E a s t A P P r Palomar Airport Road South Approach Note : Left-turn volumes includ© U-turns. U-turns in bold. Paseo Del Norte at Palomar /Airport Road Lan© Configuration for lnt©rs©ction Capacity Utilization Pk. Hr. Tim© Period : 4:46 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 Oeft) Outside Free-flow Lan© Settings 2 2 0 2 2 0 2 3 0 2 3 1 Capacity 3240 4000 0 3240 4000 0 3240 6000 0 3240 6000 1800 Are the North/South phases split (Y/N)? N /Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 316 66 123 174 79 184 167 1079 216 219 2250 128 Adjusted Hourly Volum© 316 179 0 174 263 0 167 1295 0 219 2250 128 Utilization Factor 0.10 0.04 0.00 0.05 0.07 0.00 0.06 0.22 0.00 0.07 0.38 0.07 Critical Factors 0.10 0.07 0.06 0.38 ICU Ratio = 0.70 LOS = B Turning Movements at Intersection of: Poseo Del Norte and Palomar/Airport Road W e s t A P P r Time : : 4:46 PM to 5:46 PM North Approach Paseo Del Norte Date: ; 7/18/96 Day: : Thursday 769 Total Name: TM.ficC.M, 437 n 332 Subtotals Sub-184 79 U 174. Sub- Totals 4231 totals 2769 1462 19 167 1079 216 Subtotals Total ' t ' North 490 316 0 985 56 495 123 128 2250 219 24 totals 2597 1400 Totals 3997 E a s t A P P r Palomar /Airport Road South /Approach Note : Left-tum volumes include U-turns. U-turns in bold. CFTY OF CARLSBAD SUMMER 1996 INTERSECTION ANALYSIS SUMMARY Intersection Number: 12 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 Tum Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Tum Movement Diagram JHK fic/Associates Turning Movement Count Analysis City: Carlsbad Intersection of: N/S Street: College Boulevard E/W Street: Palomar /Airport Road Page 1 of 3 Fite: CB9612.XLS Data Collected by C.I. fic CH. Count Date: 7/30/96 Day: Tuesday Weather: Clear Traffic Control: Signalized South /Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 16 min Total End of 15 min. prd. Left U-Tm Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:16 AM 0 0 0 0 0 6 0 0 46 0 61 0 149 0 0 0 0 103 5 0 370 0 6:30 AM 0 0 0 0 0 7 0 0 26 0 67 0 168 0 0 0 0 126 12 0 404 0 6:45 AM 0 0 0 0 0 14 0 0 47 0 134 0 355 0 0 0 0 226 26 0 801 0 7:00 AM 0 0 0 0 0 8 0 0 29 0 194 0 308 0 0 0 0 163 31 0 733 0 7:15 AM 0 0 0 0 0 23 0 0 44 0 157 0 304 0 0 0 0 219 20 0 767 0 7:30 AM ' 0 0 0 0 0 9 0 0 38 0 240 0 384 0 0 0 0 181 30 0 882 0 7:45 AM ' 0 0 0 0 0 24 0 0 49 0 243 0 422 0 0 0 0 205 23 0 966 0 8:00 AM • 0 0 0 0 0 23 0 0 61 0 265 0 613 0 0 0 0 244 28 0 1224 0 8:16 AM • 0 0 0 0 0 13 0 0 81 0 250 0 498 0 0 0 0 256 18 0 1116 0 8:30 AM 0 0 0 0 0 12 0 0 70 0 155 0 339 0 0 0 0 174 19 0 769 0 8:45 AM 0 0 0 0 0 13 0 0 54 0 166 0 340 0 0 0 0 196 21 0 789 0 9:00 AM 0 0 0 0 0 17 0 0 41 0 184 0 306 0 0 0 0 214 12 0 773 0 Max. 15 min. 0 0 0 0 0 24 0 0 81 0 265 0 613 0 0 0 0 256 31 0 1224 0 Pk. Hr, Vd. 0 0 0 0 0 69 0 0 219 0 998 0 1917 0 0 0 0 886 99 0 4188 0 7:15 AM Peak Intersection Trafflc In Pk. Hr. = 4188 Peak Hr. Factor 0.86 8:16 AM Hour Intersection Pdstrns In Pk. Hr. = 0 3:45 PM 0 0 0 0 0 3 0 0 192 0 83 0 284 0 0 0 2 393 9 0 966 0 4:00 PM 0 0 0 0 0 7 1 0 161 0 52 1 268 0 0 0 2 283 10 0 776 0 4:15 PM 0 0 0 0 0 8 1 0 255 0 62 1 283 0 0 0 1 459 32 0 1102 0 4:30 PM 0 0 0 b 0 16 1 0 204 0 78 1 349 0 0 0 1 450 23 0 1123 0 4:45 PM • 0 0 0 0 0 15 1 0 211 0 41 1 339 0 0 0 : 2 641 28 0 1179 0 5:00 PM • 0 0 0 0 0 19 1 0 181 0 82 0 276 0 0 0 1 364 34 0 947 0 5:15 PM " 0 0 0 0 0 15 2 0 366 0 61 3 324 0 0 0 2 586 26 0 1385 0 5:30 PM • 0 0 0 0 0 10 2 0 243 0 69 6 368 0 0 0 2 474 31 0 1206 0 6:45 PM 0 0 0 0 0 10 1 0 228 0 47 0 237 0 0 0 5 351 22 0 901 0 6:00 PM 0 0 0 0 0 7 0 0 186 0 34 2 247 0 0 0 1 340 17 0 834 0 6:15 PM 0 0 0 0 0 13 1 0 172 0 34 4 228 0 0 0 2 323 16 0 793 0 6:30 PM 0 0 0 0 0 3 1 0 124 0 47 1 177 0 0 0 2 227 14 0 596 0 Max. 15 min. 0 0 0 0 0 19 2 0 366 0 83 6 368 0 0 0 5 586 34 0 1385 0 Pk. Hr. Vd, 0 0 0 0 0 59 6 0 1001 0 253 10 1306 0 0 0 7 1955 119 0 4716 0 4:30 PM Peak Intersection Trafflc in Pk. Hr. = 4716 Peak Hr. Factor 0.85 5:30 PM Hour Intersection Pdstrns in Pk. Hr. = 0 Cotlege Boulevard at Palomar/Airport Road Lane Configuration for Intersection Capacity Utilization Pk. Hr. Tim© Period : 7:15/AM to 8:16AM Pag© 2 of 3 South/Appr (NB) North/Appr (SB) W©stAppr(EB) East/Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config- urations Inside Oeft) Outside Free-flow Lane Settings 0 0 0 1 0 2 2 3 1 2 3 1 Capacity 0 0 0 1800 0 3240 3240 6000 1800 3240 6000 1800 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Effidency Lost Factor 0.10 Hourly Vdume 0 0 0 69 0 219 998 1917 0 0 886 99 Adjusted Hourly Volume 0 0 0 69 0 219 998 1917 0 0 886 99 Utilization Factor 0.00 0.00 0.00 0.04 0.00 0.07 0.31 0.32 0.00 0.00 0.16 0.06 Critical Factors 0.00 0.07 0.31 0.16 ICU Ratio = 0.63 LOS = B Turning Movements at Intersection of: College Boulevard and Palomar Airport Road W e s t A P P r Time :7:16AM to 8:15/AM Date; 7/30/96 Day: Tu©sday Nam© : C.I. fic CH. Totals 4020 Sub- totals 1105 2916 North Approach 219 998 1917 0 Subtotals Total 288 0 College Boulevard 1386 0 69 1097 t North 4^ 99 886 0 Total Subtotals Sub- totals 985 1986 Totals 2971 E a s t A P P r Palomar /Airport Road South Approach Not© : L©ft-turn volumes include U-tums. U-turns in bold. College Boulevard at Palomar/Airport Road Lane Configuration for lnt©rs©ction Capacity Utilization Pages of 3 Pk. Hr. Tim© Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 4:30 PM to 5:30 PM Left Thru Right Left Thru Right L©ft Thru Right Left Thru Right Lan© Insid© 1 1 1 1 Config - Oeft) 2 1 1 1 1 uratiorB 3 1 1 1 4 1 1 5 1 1 6 1 1 Outside 7 1 Free-flow Lane Settings 0 0 0 1 0 2 2 3 1 2 3 1 Capacity 0 0 0 1800 0 3240 3240 6000 1800 3240 6000 1800 Ar© th© North/South phases split (Y/N)? N Ar© th© East/West phases split (Y/N)? N Efficiency Lost Fac^tor 0.10 Hourly Volume 0 0 0 65 0 1001 263 1306 0 7 1955 119 Adjusted Hourly Volum© 0 0 0 65 0 1001 263 1306 0 7 1955 119 Utilization Factor 0.00 0.00 0.00 0.04 0.00 0.31 0.08 0.22 0.00 0.00 0.33 0.07 Critical Factors 0.00 0.31 0.08 0.33 ICU Ratio = 0.82 LOS = D Turning Movements at Intersection of: College Boulevard and Palomar Airport Road W e s t A P P r Time : 4:30 PM to 6:30 PM Date: 7/30/96 Day: Tuesday Name : C.I. fic CH. Totals 4535 Sub- totals 2966 1569 10 North Approach 263 1306 0 Subtotals Total 1066 0 College Boulevard 1444 6 65 t North ^ tr 378 119 1955 7 Total Subtotals Sub- totals 2081 1372 Totals 3453 E a s t A P P r Palomar /Airport Road South Approach Note : Left-turn volumes indude U-turns, U-turns in bold. CFTY OF CARLSBAD SUMMER 1996 INTERSECTION ANALYSIS SUMMARY Intersection Number: 13 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 Tum Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Tura Movement Diagram JHK fic Associates Turning Movement Count Analysis Pag© 1 of 3 City: Carlsbad Intersection of: N/S Street : Camlno Vida Roble E/W Street: Palomar Airport Road Fite: CB9613.XLS Data Cdlected by D.B. fic L.M. Count Date : 7/30/96 Day: Tuesday Weather: Clear Trafflc Control: Signalized End of 15 min. prd. 6:15 AM 6:30 AM 6:45 AM 7:00 AM 7:15AM 7:30 AM 7:45 AM 8:00 AM 8:15 AM 8:30 AM 8:45 AM 9:00 AM South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 19 14 22 26 35 33 41 52 45 44 29 51 0 0 0 0 0 0 0 0 0 0 0 0 6 4 4 7 15 20 7 15 19 6 7 10 6 5 4 9 11 9 18 11 12 8 11 19 0 0 0 0 0 0 0 0 0 0 0 0 4 3 3 2 0 1 1 2 4 2 4 3 0 0 0 0 0 0 0 0 0 0 0 0 2 0 1 0 0 0 2 2 1 4 3 2 0 0 0 1 1 1 1 2 1 3 0 0 0 0 0 0 0 0 0 1 0 0 0 1 5 1 2 11 9 10 10 10 9 8 2 10 0 0 0 0 0 0 0 0 1 1 0 0 68 68 140 168 117 183 186 293 221 204 148 155 33 56 55 114 111 132 105 159 120 92 77 63 0 0 0 0 2 0 0 0 1 0 0 1 21 24 37 44 38 48 33 41 48 33 16 23 0 1 2 5 2 6 5 9 3 4 1 93 100 170 183 177 178 145 178 168 155 158 9 18 21 29 26 15 19 35 25 18 11 0 0 0 0 0 0 0 0 0 0 0 266 294 461 599 542 636 573 809 677 582 467 0 0 0 0 2 0 0 1 ,1 0 0 Max. 15 min. 52 0 20 19 0 4 0 4 3 I 11 I 293 159 2 48 9 183 35 0 809 2 Pk. Hr. Vd. 171 0 61 50 0 8 0 5 5 1 39 1 883 516 1 170 23 669 94 0 2695 2 7:15 AM Peak Intersection Traffic in Pk, Hr. = 2695 Peak Hr. Factor 0.83 8:15 AM Hour Intersection Pdstrns in Pk. Hr. 2 3:45 PM 119 . 0 -8 26 0 32 0 10 12 0 6 0 223 62 0 19 0 197 5 0 719 0 4:00 PM 96 0 11 20 0 13 0 15 10 0 1 .0 200 66 0 14 0 137 7 0 590 0 4:15 PM 139 0 5 29 0 26 0 9 2 0 6 0 180 63 1 .17 3 200 9 0 688 1 4:30 PM 86 0 9 30 0 16 0 16 10 0 8 0 227 62 0 13 4 177 2 0 660 0 4:45 PM • 128 0 3 37 0 T3 0 11 4 0 3 0 181 44 0 23 2 224 6 0 679 0 5:00 PM • 116 0 5 23 0 22 0 14 9 0 .0 0 212 45 0 18 0 194 6 0 664 0 5:15 PM • 141 0 .12 36 0 32 0 20 8 0 4 0 216 48 0 23 0 310 4 0 854 0 5:30 PM • 108 0 7 35 0 19 0 12 5 0 0 0 230 54 0 20 0 221 4 0 715 0 5:45 PM 106 0 5 31 0 21 0 9 3 0 0 0 213 36 0 14 0 199 2 0 639 0 6:00 PM 94 0 3 25 0 7 0 9 2 0 6 0 188 58 0 . 15 0 176 1 0 584 0 6:15 PM 97 0 2 19 0 4 0 7 6 0 1 0 167 25 0 9 0 162 3 0 502 0 6:30 PM 66 0 7 23 0 4 0 7 8 0 1 0 144 30 0 15 0 142 0 0 447 0 Max. 15 min. 141 0 12 37 0 32 0 20 12 0 8 0 230 66 1 23 4 310 9 0 854 1 Pk, Hr, Vd. 493 0 27 131 0 86 0 57 26 0 7 0 839 191 0 84 2 949 20 0 2912 0 4:30 PM Peak Intersection Traffic in Pk. Hr. = 2912 Peak Hr. Factor 0.85 5:30 PM Hour Intersection Pdstrns In Pk. Hr. = 0 Camino Vida Roble at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 7:15 AM to 8:15AM Page 2 OfS South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left -Thru Right Left Thru RigW JgL JlliL-Big!± Lane Config - urations Inside (left) Outside Free-flow 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 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 171 61 50 8 5 5 40 883 516 193 669 . 94 Adjusted Hourly Volume 171 61 50 8 5 5 40 1399 0 193 763 0 Utilization Factor 0.10- 0.03 0.03 0.00 0.00 0.00 0.02 0.23 0.00 . 0.11 0.13 0.00 Critical Factors 0.10 0.00 0.23 0.11 0.00 ICU Ratio = 0.54 Turning Movements at Intersection of: LOS = Camino Vida Roble and Palomar Airport Road W © s t A P P r Time : 7:15 AM to 8:15 AM Date : 7/30/96 Day : Tuesday Name : D.B. 8c L.M. Totals 2285 Sub- totals' 846 1439 North Approach 18 5 "6 40 883 516 Subtotals Total 691 I t i-l - North • *1 171 t 61 0 282 973 Camino Vida Roble 212 0 8 194 94 669 193 r 50 23 Total Subtotals Sub- totals 956 964 Totals 1920 E a s t A P P r Palomar Airport Road South Approach Note : Left-tum 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 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 Oeft) Outside Free-flow Lan© 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 Are the North/South phases split (Y/N)? N Are th© East/W©st phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 493 27 131 86 57 26 7 839 191 86 949 20 Adjusted Hourly Volum© 493 27 131 86 57 26 7 1030 0 86 969 0 Utilization Factor 0.27 0.01 0.07 0.05 0.03 0.01 0.00 0.17 0.00 0.05 0.16 0.00 Critical Factors 0.27 0.03 0.17 0.05 ICU Ratio 0.62 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 Dot©: 7/30/96 Day : Tu©sday Name : D.B. fic L.M. Totals 2505 Sub- totals 1468 1037 North Approach 26 7 839 191 Subtotals Total 332 493 0 983 169 57 27 651 Camino Vida Roble 223 0 86 t North ^ t r 131 54 20 949 86 Total Subtotals Sub- totals 1055 1058 Totals 2113 E a s t A P P r Palomar Airport Road South Approach Note : Left-turn volumes include U-turns. U-turns in bold. CFTY OF CARLSBAD SUMMER 1996 INTERSECTION ANALYSIS SUMMARY Intersection Number: 14 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 Tura Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Tura Movement Diagram JHK fic/Associates Turning Movement Count/Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Street: El Fuerte Street E/W Street; Palomar /Airport Road Fite: CB9614.XLS Data Collected by A.K fic A.K. Count Date; 7/30/96 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 Pads L©ft U-Trn Thru Right P©cls V©hlcles Peds 6:16 AM 0 0 0 0 0 12 0 0 9 0 29 0 106 0 0 0 0 277 11 0 444 0 6:30 AM 0 0 0 0 0 11 0 0 .-6 0 22 1 106 0 0 0 0 444 10 0 600 0 6:46 AM 0 0 0 0 0 10 0 0 6 0 69 6 261 1 0 0 0 781 50 0 1184 0 7:00 AM 0 0 0 0 0 2 0 0 0 0 63 7 99 0 0 0 0 327 38 0 536 0 7:15 AM • 1 0 0 0 0 21 0 0 7 0 82 3 166 1 0 2 0 602 47 0 932 0 7:30 AM ' 0 0 1 1 0 6 0 0 7 0 106 9 191 1 0 1 0 617 51 0 891 0 7:45 AM ' 0 0 0 0 0 12 0 0 4 0 158 6 252 0 0 0 0 629 66 0 1126 0 8:00 AM • 1 0 3 0 0 10 0 0 4 0 181 16 299 6 0 0 0 668 66 0 1252 0 8:15 AM 0 0 0 0 0 16 0 0 7 0 123 6 213 1 0 0 0 508 47 0 921 0 8:30 AM 0 0 0 0 0 17 0 0 7 1 114 11 211 1 0 0 0 474 39 0 874 1 8:45 AM 0 0 2 1 0 1 0 0 2 0 79 6 215 2 0 1 0 308 27 0 643 0 9:00 AM 0 0 0 0 1 8 0 0 4 0 70 6 175 2 0 0 0 271 22 0 667 1 Max. 15 min. 1 0 3 1 1 21 0 0 9 1 181 16 299 6 0 2 0 781 65 0 1252 1 Pk. Hr, Vd. 2 0 4 1 0 49 0 0 22 0 527 34 908 7 0 3 0 2416 228 0 4201 0 7:00 AM Peak Intersection Traffic In Pk. Hr. = 4201 Peak Hr. Factor 0,84 8:00 AM Hour Intersection Pdstrns In Pk. Hr, = 0 3:46 PM 0 0 0 0 0 40 0 0 6 1 23 2 577 1 0 0 0 262 6 0 907 1 4:00 PM 1 0 0 0 0 38 0 0 9 0 44 2 512 0 0 0 2 220 12 0 840 0 4:15 PM 0 0 0 0 0 71 0 0 21 0 21 2 636 0 0 0 2 216 7 0 876 0 4:30 PM 0 0 0 0 0 SO 0 0 13 0 44 1 607 0 0 0 S 228 24 2 950 2 4:45 PM • 0 0 0 0 0 81 0 0 66 0 7 1 780 0 0 0 2 292 8 0 1226 0 5:00 PM • 0 0 0 2 0 53 0 0 29 0 13 0 613 3 0 0 1 186 14 0 914 0 5:15 PM • 0 0 0 0 0 129 0 0 81 0 6 1 776 0 0 0 . 1 322 5 2 1321 2 5:30 PM • 0 0 0 0 0 64 0 0 29 0 13 0 965 0 0 0 0 238 7 0 1316 0 6:45 PM 0 0 0 1 0 63 0 0 31 0 14 2 791 2 0 0 1 252 5 0 ' 1162 0 6:00 PM 0 0 0 0 0 34 0 0 23 0 6 0 443 1 0 0 0 147 7 0 661 0 6:15 PM 0 0 0 0 0 36 0 0 35 0 7 0 574 0 0 0 1 197 5 0 856 0 6:30 PM 0 0 0 0 1 26 0 0 16 0 7 0 338 0 0 0 0 145 10 0 542 1 Max. 15 min. 1 0 0 2 1 129 0 0 81 1 44 2 965 3 0 0 3 322 24 2 1321 2 Pk. Hr. Vd. 0 0 0 2 0 327 0 0 194 0 39 2 3134 3 0 0 4 1038 34 2 4777 2 4:30 PM Peak Intersection Traffic in Pk. Hr. = 4777 Peak Hr. Factor 0,90 5:30 PM Hour Intersection Pdstrns in Pk. Hr. = 2 B Fuerte Street at Palomar /Airport Road Lan© 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) L©ft Thru Right L©ft Thru Right Left Thru Right Left Thru Right Lan© Config- urations Inside Oeft) Outside Free-flow 1 2 S 4 5 6 7 Lane Settings 1 1 0 1 1 1 1 2 113 0 Capacity 1800 2000 0 1800 2000 1800 1800 4000 1800 1800 6000 0 Are th© North/South phases split (Y/N)? N Are th© East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volum© 2 4 1 49 0 22 561 908 7 3 2416 228 Adjusted Hourly Volume 2 5 0 49 0 22 561 908 7 3 2644 0 Utilization Factor 0.00 0.00 0.00 0.03 0.00 0.01 0.31 0.23 0.00 0.00 0.44 0.00 Critical Factors O.CD 0.03 0.31 0,44 ICU Ratio = 0.88 LOS = D Tuming Movements at Intersection of: B Fuerte Street and Palomar /Airport Road Time : 7:00/AM to 8:00 AM North Approach B Fuerte Street Date: 7/30/96 Day: Tuesday 830 Total Name: A.K fic A.K. 71 759 Subtotals Sub-22 0 U 49 Sub- w e s t A P P r Totals 3950 totals 2474 1476 34 561 —^ 908 • t North 228 2416 3 totals 2647 958 Totals 3605 E a s t A P P r Subtotals Total 10 2 0 17 Palomar /Airport Road South Approach Note : Left-tum volumes include U-tums. U-turns in bold. B Fuerte Street at Palonnor /Airport Road Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period ; 4:30 PM to 6:30 PM Page 3 of3 South Appr (NB) North Appr (SB) West Appr (EB) East/Appr (WB) Lane Inside 1 1 1 1 1 Config - Oeft) 2 1 . 1 1 1 1 urations 3 1 1 • 1.. 4 5 6 1 1 1 Outside 7 Free-flow 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 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Effid©ncy Lost Factor 0.10 Hourly Volume 0 0 2 327 0 194 41 3134 3 4 1038 34 Adjusted Hourly Volume 0 2 0 327 0 194 41 3134 3 4 1072 0 Utilization Factor 0.00 0.00 0.00 0.18 0.00 0.11 0.02 0.78 0.00 0.00 0.18 0.00 Critical Factors 0.00 0.18 0.78 0.00 ICU Ratio = 1.06 LOS = F Turning Movem©nts at lnt©rsection of: El Fuerte Street and Palomar Airport Road W e s t A P P r Tim© : 4:30 PM to • 5:30 PM Dat©: 7/30/96 Day: Tu©sday Nam©: A.K8cA.K. Totals 4412 Sub- totals 1234 3178 North Approach 194 41 3134 3 Subtotals Total 521 0 594 0 327 B Fuerte Street 73 t North ^ t r 34 1038 4 Total Subtotals Sub- totals 1076 Totals 4543 3467 Palomar Airport Road E a s t A P P r South Approach Note : Left-turn volumes include U-turns. U-tums in bold. CFFY OF CARLSBAD SUMMER 1996 INTERSECTION ANALYSIS SUMMARY Intersection Number: 15 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 Tura Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Tura Movement Diagram JHK fic Associates Turning Movement Count /Analysis City; Carlsbad Intersection of: N/S Street: Carlsbad Boulevard E/W Street: Grand Avenue Pag©1 of 3 Count Dot©; 8/7/96 End of 15 min. prd. 6:15 AM 6:30 AM 6:45 AM 7:00 AM 7:15 AM 7:30 AM 7:45 AM 8:00 AM 8:15 AM 8:30 AM 8:45 AM 9:00 AM Day: W©dnesday Weather: Clear South /Approach (NB) Fite; CB9616.XLS Data Cdlected by L.M. fic T.M. Trafflc Control; Signalized North /Approach (SB) West /Approach (EB) East Approach (WB) IS min Total Left U-Trn Thru Right P©ds Left U-Trn Thru Right P©ds L©ft U-Trn Thru Right P©ds Left U-Tm Thru Right Peds V©hlcl9s P©ds 0 0 13 2 1 4 0 42 1 1 0 0 0 0 1 6 0 1 0 0 69 S 1 0 17 9 0 1 0 47 2 2 1 0 1 0 1 S 1 0 3 3 86 6 0 0 SO 6 0 4 0 55 3 1 1 0 1 1 0 8 0 6 3 0 117 1 1 0 38 8 2 12 0 63 6 0 0 0 4 1 0 10 0 1 8 1 152 3 3 0 27 11 2 7 0 54 3 2 3 0 1 0 0 18 0 3 3 1 133 5 1 1 0 42 10 0 6 0 81 4 1 2 0 2 1 1 9 0 2 5 3 165 5 1 1 1 58 18 1 14 0 65 2 0 2 0 2 0 0 14 0 6 5 5 188 6 4 0 58 20 0 8 0 92 6 1 2 0 4 0 3 14 0 4 4 6 216 9 1 0 70 25 0 7 1 63 1 1 0 0 7 0 0 11 0 2 8 0 196 1 .5 2 98 18 2 14 1 69 0 3 0 0 3 0 5 28 0 4 7 5 249 16 1 0 47 21 0 10 1 79 1 13 1 0 4 2 4 26 0 7 11 0 210 17 3 2 45 21 3 8 0 65 5 0 1 0 2 3 4 31 0 8 9 5 203 12 5 2 98 25 3 14 1 92 6 13 3 0 7 3 6 31 1 8 11 5 249 17 11 2 273 84 2 39 3 303 8 18 3 0 18 2 12 78 0 17 30 10 871 42 Intersection Traffic In Pk. Hr. = 871 Peak Hr. Factor 0.87 Max. 15 min. Pk. Hr. Vd. 7:45 AM Peak 8:45 AM Hour Intersection Pdstrns In Pk. Hr, 42 3:45 PM 4:00 PM 4:15 PM 4:30 PM 4:45 PM 5:00 PM 6:15 PM 5:30 PM 5:45 PM 6:00 PM 6:16 PM 6:30 PM 5 2 121 21 0 10 0 110 5 1 3 0 5 2 7 28 0 6 IS 1 1 331 9 8 4 128 30 3 16 0 94 . 8 2 4 0 7 2 1 29 0 14 10 1 1 354 7 4 2 96 29 0 10 1 110 6 2 2 0 5 1 6 32 1 8 16 0 322 8 2 2 114 36 4 6 1 99 1 4 3 0 7 1 12 38 1 14 18 3 343 23 2 2 133 32 0 10 0 89 7 12 8 0 5 2 11 31 1 8 14 11 344 34 1 1 1 145 34 3 15 1 108 4 3 5 0 6 3 6 30 0 1 6 1 360 13 1 1 3 147 32 6 8 0 98 11 7 5 0 5 2 8 37 0 12 11 2 372 22 2 4 128 41 0 19 0 110 2 3 2 0 4 1 10 20 1 3 6 1 343 14 1 3 132 39 0 13 1 94 3 11 2 0 2 2 9 30 1 6 10 3 338 23 2 1 140 30 0 19 1 110 8 3 4 0 5 1 8 24 1 2 6 1 354 12 0 1 127 32 2 17 2 65 1 0 5 0 7 2 3 31 5 4 6 1 305 6 2 2 105 20 0 10 1 93 3 0 3 0 7 2 7 26 3 8 16 6 299 13 8 4 147 41 5 19 2 110 11 12 8 0 7 3 12 38 6 14 18 11 372 34 92 6 8 539 134 12 39 2 394 23 26 21 0 23 6 37 136 2 35 49 17 1419 34 92 Intersection Traffic In Pk. Hr. = 1419 Peak Hr. Factor 0.95 Max. 15 min. Pk. Hr. Vd, 4:16 PM 6:15 PM Peak Hour Intersection Pdstrns in Pk. Hr. = 92 Caitsbad Boulevard at Grand Avenue Lane Configuration for Intersection Capacity Utilization Pk, Hr. Tim© 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 Thru Right Left Thru Right Left Thru Right Left Thru Right Lan© Config- urations Inside Oeft) Outsid© Ree-flow Lan© 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 Are th© North/South phases split (Y/N)? N Ar© the East/West phases split (Y/N)? N Effidency Lost Factor 0.10 Hourly Vdum© 13 273 84 42 303 8 3 18 2 78 17 SO Adjust©d Hourly Volum© 13 357 0 42 311 0 3 20 0 78 47 0 Utilization Factor 0.01 0.09 0.00 0.02 0.08 0.00 0.00 0.01 0.00 0.04 0.02 0.00 Critical Factors 0.09 0.02 0.01 0.04 ICU Ratio = 0.26 LOS= A Turning Movements at Intersecrtion of: Carlsbad Boulevard and Grand Avenue Tim© : 7:46 AM to 8:45/AM North Approach Carlsbad Boulevard Date: 8/7/96 Day; Wedn©sday 662 Total Nam©: LM. fic T.M. 353 309 Subtotals Sub-8 303 o 42 Sub- w e s t A P P r Totals 59 totals ; 36 23 3 18 2 Subtotals Total t North t 385 SO 17 78 1 t r 13 273 84 2 370 755 totals 125 141 Totals 266 E a s t A P P r Grand Avenue South Approach Not© : Left-turn volumes include U-turns. U-turns in bold. Cartsbad Boulevard at Grand Avenue Lane Configuration for lnt©rs©ction Capacity Utilization Pag© 3 of 3 Pk. Hr. Tim© P©riod : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 4:15 PM to 6:15 PM L©ft Thru Right L©ft Thru Right Left Thru Right Left Thru Right Lan© Inside 1 1 1 1 1 Config- Oeft) 2 1 1 1 1 1 1 uratiorw 3 4 c 1 1 1 1 Outsid© 0 6 7 R©&-flow 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 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Effidency Lost Factor 0.10 Hourly Volum© 14 539 134 41 394 23 21 23 8 138 35 49 Adjust©d Hourly Vdum© 14 673 0 41 417 0 21 31 0 138 84 0 Utilization Factor 0.01 0.17 0.00 0.02 0.10 0.00 0.01 0.02 0.00 0.08 0.04 0.00 Crrtical Factors 0.17 0.02 0.02 0.08 ICU Ratio = 0.39 LOS = A Turning Movements at Intersection of: Cartsbad Boulevard and Grand Avenue W e s t A P P r Time :4:15 PM to 6:15 PM Date; 8/7/96 Day; Wednesday Name; LM. fic T.M. Totals 116 Sub- totals 64 52 21 23 8 North Approach 23 Subtotals Total 546 458 394 t North • *1 14 t 639 8 687 1233 Carisbad Boulevard 1069 2 41 r 611 49 35 138 Total Subtotals Sub- totals 222 198 Totals 420 Grand Avenue E a s t A P P r South Approach Note : Left-tum volumes include U-turns. U-turns in bold. CFTY OF CARLSBAD SUMMER 1996 INTERSECTION ANALYSIS SUMMARY Intersection Number: 16 Intersection Location: Carlsbad Boulevard and Carlsbad Village Drive CONTENT ZAGR Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and 2 of 3 Tura Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Tura Movement Diagram JHK fic /Associates Turning Movement Count Analysis City: Carlsbad Intersection of; N/S Street: Carlsbad Boulevard E/W Street: Carlsbad Village Drive Page 1 of 3 Fite: CB9616.XLS Data Collected by W.H. fic L.M. Count Date: 8/6/96 Day: Tuesday W©ather; Clear Trafflc Control: Signalized End of 15 min. prd. 6:15 AM 6:30 AM 6:45 AM 7:00 AM 7:15 AM 7:30 AM 7:45 AM 8:00 AM 8:15 AM 8:30 AM 8:45 AM 9:00 AM South /Approach (NB) North /Approach (SB) West /Approach (EB) East Approach (WB) 15 min Total Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Tm Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 0 2 3 0 0 2 1 2 1 1 1 4 0 1 0 1 1 0 1 0 4 0 2 2 17 29 35 33 45 48 70 71 66 52 67 72 12 17 17 11 18 17 27 42 31 19 22 40 1 7 2 4 8 7 4 3 9 8 14 16 57 45 60 63 69 84 98 102 96 56 80 74 3 2 3 2 2 5 4 4 5 4 6 6 0 4 4 1 3 2 0 0 5 3 11 11 2 0 2 3 4 1 3 3 4 2 3 3 0 0 0 0 0 0 0 0 0 0 0 0 4 2 3 6 4 3 7 8 10 19 5 16 3 4 1 1 2 4 1 6 2 6 2 4 2 2 5 0 0 4 9 3 16 6 4 2 12 13 10 27 27 16 36 30 39 34 19 24 0 0 0 0 0 0 0 0 0 0 0 0 5 6 3 5 2 7 4 7 12 5 9 9 1 2 5 3 8 2 3 10 7 9 10 0 1 3 1 1 2 3 0 0 2 2 117 130 144 159 190 196 258 288 286 214 240 3 7 17 3 5 10 19 3 24 14 25 Max. 15 min. 4 4 72 42 8 16 1 102 6 11 4 0 19 6 16 39 0 12 11 3 288 25 Pk. Hr. Vd. 5 5 269 119 13 24 1 361 17 8 12 0 44 14 34 138 0 28 29 6 1046 60 7:30 AM Peak Intersection Trafflc in Pk. Hr. = 1046 Peak Hr. Factor 0.91 8:30 AM Hour Intersection Pdstrns in Pk. Hr. = 60 3:46 PM 9 3 118 41 12 21 0 104 7 6 10 0 10 6 7 65 0 17 12 11 423 36 4:00 PM • 6 3 132 74 7 18 0 110 14 23 7 0 20 12 19 68 0 14 24 18 602 67 4:15 PM • 7 2 141 75 12 28 1 126 7 2 10 0 32 6 6 56 0 20 8 2 619 22 4:30 PM • 17 2 112 62 5 27 0 112 8 8 3 0 17 9 10 57 0 12 13 19 451 42 4:45 PM • 7 1 137 49 5 26 0 115 10 16 6 0 23 8 14 39 0 16 10 11 447 46 5:00 PM 9 3 123 62 0 23 3 107 11 10 10 0 30 11 13 48 0 24 13 13 477 36 5:15 PM 20 3 127 48 2 21 0 146 3 11 8 0 22 8 13 46 0 14 16 19 482 45 5:30 PM 9 2 125 47 18 29 0 126 9 14 6 0 20 7 9 54 0 17 17 14 466 55 6:45 PM 8 1 127 47 30 19 1 115 6 12 7 0 14 2 0 48 0 . 21 3 16 419 58 6:00 PM 16 2 137 56 21 17 1 129 16 22 7 0 20 7 3 54 0 26 17 11 503 67 6:15 PM 9 0 86 45 11 18 0 134 9 17 8 0 13 3 18 39 0 18 15 24 397 70 6:30 PM 9 1 113 56 16 20 0 104 7 18 10 0 16 2 16 51 0 16 11 9 415 58 Max. 16 min. 20 3 141 76 30 29 3 146 16 23 10 0 32 12 19 68 0 26 24 24 519 70 Pk. Hr. Vd. 37 8 522 260 29 99 1 463 39 49 26 0 92 36 49 220 0 62 66 60 1919 177 3:45 PM Peak Intersection Trafflc in Pk. Hr. =1919 4:45 PM Hour Intersection Pdstrns In Pk. Hr. = 177 Peak Hr, Factor 0,92 Cartsbad Boulevard at Carlsbad Village Drive Lane Configuration for Intersection Capacity Utilization Pk. Hr. Tim© 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 L©ft Thru Right L©ft Thru Right Lane Config - urations Insid© Oeft) Outside Ff©©-flow 1 Lan© S©ttings 1 2 0 1 2 0 1 1 0 1 1 1 Capacity 1800 4000 0 1800 4000 0 1800 2000 0 1800 2000 1800 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? Y Efficiency Lost Factor 0.10 Hourly Volume 10 259 119 25 351 17 12 44 14 138 28 29 Adjusted Hourly Volume 10 378 0 25 368 0 12 68 0 138 28 29 Utilization Factor 0.01 0.09 0.00 0.01 0.09 0.00 0.01 0.03 0.00 0.08 0.01 0.02 Critical Factors 0.09 0.01 0.03 0.08 ICU Ratio = 0.31 LOS = Turning Movements at Intersection of: Cartsbad Boulevard and Carlsbad Village Drive W e s t A P P r Time; 7:30AM to 8:30 AM Dote: 8/6/96 Day; Tuesday Name ; W.H. fic LM. Totals 120 Sub- totals 50 70 North Approach 17 44 • Subtotals Total 508 10 5 896 393 351 Carisbad Boulevard 694 1 25 301 t North 4_ 259 119 388 29 28 138 Total Subtotals Sub- totals 195 187 Totals 382 E a s t A P P r Carlsbad Village Drive South Approach Note : Left-tum volumes include U-turns. U-turns in bold. Cartsbad Boulevard at Carlsbad Village Drive Lan© Configuration for lnt©rs©ction Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East /Appr(WB) 3:45 PM to 4:45 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lan© Insid© 1 1 1 1 1 Config- Oeft) 2 1 1 1 1 1 1 urations 3 4 c 1 1 1 1 1 Outside 9 6 7 Free-flow Lan© S©ttings 1 2 0 1 2 , 0 •1 1 0 1 1 1 Capacity 1800 4000 0 1800 4000 0 1800 2000 0 1800 2000 1800 Ar© th© North/Soutti phases split (Y/N)? N Are the East/West phases split (Y/N)? Y Efficiency Lost Factor 0.10 Hourly Volume 46 522 260 100 463 39 26 92 35 220 62 55 Adjusted Hourly Volum© 46 782 0 100 502 0 26 127 0 220 62 55 Utilization Factor 0.03 0.20 0.00 0.06 0.13 0.00 0.01 0.06 0.00 0.12 0.03 0.03 Critical Factors 0.20 0.06 0.06 0.12 ICU Ratio = 0.54 LOS = A Turning Mov©m©nts at lnt©rs©ction of: Carisbad Boulevard and Carlsbad Village Drive W © s t A P P r Tim© : 3:46 PM to 4:45 PM Date: 8/6/96 Day: Tuesday Nam© : W.H. fic LM. Totals 291 Sub- totals 138 153 26 92 35 North Approach 39 Subtotals Total 726 602 463 I t Carisbad Boulevard 1206 1 100 North • *1 45 t 522 8 827 1553 r 260 604 55 62 220 Total Subtotals Sub- totals 337 451 Totals 788 E a s t A P P r Carlst>ad Village Drive South /Approach Note : Left-turn volumes indude U-turns. U-turns in bold. CFTY OF CARLSBAD SUMMER 1996 INTERSECTION ANALYSIS SUMMARY Intersection Number: 17 Intersection Location: Carlsbad Boulevard and Tamarack Avenue CONTENT PAGE Tura Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and 2 of 3 Tura Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Tura Movement Diagram JHK fic/Associates Turning Movement Count Analysis Pag© 1 of 3 City: Carlsbad lnt©rs©ction of: N/S Street; Carlsbad Boulevard E/W Street; Tamarack Avenue Count Date: 7/24/96 Day: Wednesday Weather; Clear Fite; CB9617.XLS Data Cdlected by TM. fic CM. 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 P©ds L©ft U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 10 0 16 1 1 3 0 54 2 20 0 0 2 3 0 18 0 5 4 3 118 24 6:30 AM 7 0 23 6 0 5 0 73 6 14 4 0 0 8 0 22 0 10 8 5 172 19 6:45 AM 9 2 29 1 0 5 0 98 6 17 5 0 6 16 0 20 0 14 11 4 222 21 7:00 AM 10 0 36 7 1 4 0 96 5 16 3 0 2 8 1 30 0 8 8 4 217 22 7:15 AM 7 1 36 12 0 5 0 117 11 19 4 0 4 15 0 18 0 12 9 6 251 24 7:30 AM 7 0 49 7 0 6 0 103 7 12 5 0 6 8 0 23 0 13 13 3 246 15 7:45 AM 1 1 50 12 3 2 0 124 6 38 4 0 5 7 0 38 0 12 15 7 277 48 8:00 AM • 13 0 62 16 1 7 0 128 15 18 11 0 4 17 0 37 0 15 11 2 336 21 8:16 AM • 10 2 69 7 1 6 0 104 6 33 6 0 4 16 0 30 0 9 16 3 273 37 8:30 AM ' 7 3 96 11 2 10 0 124 21 21 5 0 12 9 0 26 0 10 13 4 346 27 8:45 AM * 11 1 77 14 2 11 0 94 10 10 9 0 11 10 2 21 0 10 15 6 294 20 9:00 AM 15 0 90 15 3 13 0 86 13 9 10 0 10 18 1 31 0 6 23 7 330 20 Max. 15 min. 15 3 96 16 3 13 0 128 21 38 11 0 12 18 2 38 0 15 23 7 346 48 Pk. Hr. Vd, 41 6 293 48 6 34 0 450 52 82 30 0 31 52 2 114 0 • 44 54 15 1249 105 Intersection Traffic In Pk. Hr. = 1249 8:45 AM Hour Intersection Pdstrns in Pk. Hr. = 105 Peak Hr. Factor 0.90 3:46 PM 18 2 196 41 1 31 0 189 34 13 23 0 26 23 0 24 0 13 26 3 644 17 4:00 PM 23 2 179 28 2 12 0 103 21 10 14 0 9 20 0 32 0 10 15 12 468 24 4:15 PM 25 2 181 29 6 18 0 143 23 9 24 0 20 17 0 27 0 13 20 13 542 27 4:30 PM 26 0 182 38 0 21 0 81 18 19 17 0 17 23 4 31 0 5 22 8 481 31 4:45 PM 20 1 161 29 0 20 0 174 9 8 21 0 19 17 0 40 0 26 19 6 545 14 6:00 PM 27 0 163 43 1 20 0 122 19 19 11 0 13 19 1 32 0 9 25 9 503 30 5;15PM 15 0 199 30 1 26 0 147 30 19 15 0 11 11 0 36 0 16 26 16 562 36 5:30 PM • 22 0 183 34 3 20 0 164 38 41 27 0 19 17 0 32 0 16 28 38 599 82 5:45 PM • 23 3 198 44 6 9 0 147 33 26 20 0 24 28 1 18 0 17 22 14 586 47 6:00 PM • 13 1 191 35 2 30 0 149 26 37 30 0 12 26 0 31 0 10 26 40 579 79 6:15 PM • 18 2 166 33 4 26 0 150 34 38 28 0 20 25 0 39 0 16 23 19 580 61 6:30 PM 22 4 166 29 0 25 0 107 29 30 14 0 12 12 0 40 0 20 33 13 503 43 Max. 15 min. 27 4 199 44 6 31 0 189 38 41 30 0 25 28 4 40 0 25 33 40 644 82 Pk. Hr. Vd. 76 6 738 146 15 86 0 610 131 142 106 0 75 95 1 120 0 58 99 111 2344 269 5:16 PM Peak Intersection Traffic in Pk. Hr. = 2344 Peak Hr. Factor 0,91 6:15 PM Hour Intersection Pdstrns In Pk. Hr. 269 Carisbad Boulevard at Tamarack Avenue Lan© Configuration fcx Intersection Capacity Utilization Pk. Hr. Time Period ; 7:45/AM to 8:45 AM Pag© 2 of 3 Soutti/Appr (NB) North/Appr (SB) W©stAppr(EB) East/Appr (WB) L©ft Thru Right L©ft Thnj Right Left Thru Right Left Thru Right Lan© Config - urations Inside Oeft) Outside Fr©©-flow 1 1 Lan© Settings 1 2 0 1 2 0 0 1 0 1 1 1 Capacity 1800 4000 0 1800 4000 0 0 2000 0 1800 2000 1800 /Ar© tti© North/Soutti phases split (Y/N)? N Are th© East/West phases split (Y/N)? Y Effid©ncy Lost Factor 0.10 Hourly Vdum© 47 293 48 34 450 52 30 31 52 114 44 54 Adjusted Hourly Volum© 47 341 0 34 450 0 0 61 0 114 44 54 Utilization Factor 0.03 0.09 0.00 0.02 0.11 0.00 0.00 0.03 0.00 0.06 0.02 0.03 Critical Factors 0.03 0.11 0.03 0.06 ICU Ratio = 0.33 LOS= A Tuming Movements at Intersection of; Carisbad Boulevard and Tamarack Avenue Tim© : 7:45 AM to 8:45/AM North Approach Carisbad Boulevard Dot©: 7/24/96 Day: Wednesday 913 Total Nam© : TM. fic CM. 536 fl 377 Subtotals Sub-62 460 u 34 Sub- w © s t A P P r Totals 250 totals 137 113 30 31 52 t North 54 44 114 totals 212 113 Totals 325 E a s t A P P r Subtotals 622 Total 47 6 1010 293 388 48 Tamarack Avenue South Approach Note : Left-turn volumes include U-turns. U-turns in bold. Cartsbad Boulevard at Tamarack Avenue Lane Configuration for Intersection Capacity Utilization Pages of 3 Pk. Hr. Time Period ; Soutti Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 5:15 PM to 6:15 PM Left Thru Right Left Thru Right Left Thru Right L©ft Thru Right Lan© Insid© 1 1 1 1 1 1 Config - 0©ft) 2 1 1 1 urations 3 4 c 1 1 1 1 Outside O 6 7 Fr©©-flow 1 1 Lane Settings 1 2 0 1 2 0 0 1 0 1 1 1 Capacity 1800 4000 0 1800 4000 0 0 2000 0 1800 2000 1800 Are tti© North/Soutti phases split (Y/N)? N Are th© East/West phas©s split (Y/N)? Y Effid©ncy Lost Factor 0.10 Hourly Vdum© 82 7S8 146 85 610 131 105 75 95 120 58 99 Adjusted Hourly Volume 82 884 0 85 610 0 0 180 0 120 58 99 Utilization Factor 0.05 0.22 0.00 0.05 0.15 0.00 0.00 0.09 0.00 0.07 0.03 0.06 Critical Factors 0.22 0.05 0.09 0.07 ICU Ratio = 0.53 LOS = A Turning Mov©m©nts at lnt©rsection of: Carisbad Boulevard and Tannarack Avenue W © s t A P P r Tim©: 5:15PM to 6:15 PM Dot©; 7/24/96 Day: W©dnesday Name ; TM. fic CM. Totals 540 Sub- totals 265 275 North Approach 105 75 95 Subtotals Total 831 I t North A 1 82 t 738 6 966 1797 Carisbad Boulevard 131 610 85 r 146 99 58 120 1768 Total 826 0 942 Subtotals 610 85 Sub- totals 277 306 Totals 583 Tamarack Avenue E a s t A P P r South Approach Note ; Left-tum volumes indude U-turns. U-turns in bold. CFTY OF CARLSBAD SUMMER 1996 INTERSECTION ANALYSIS SUMMARY Intersection Number: 18 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 Tura Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Tura Movement Diagram JHK fic /Associates Turning Movement Count /Analysis Page 1 of 3 City; Carlsbad Intersection of; N/S Street; Carlsbad Boulevard E/W Street; Poinsettia Lone Count Dot©; 7/17/96 Day; Wednesday Weather; Clear Fite: CB9618.XLS Data Collected by TM, fic CM. Trafflc Control: Signalized End of 15 min. prd. South /Approach (NB) North /Approach (SB) West /Approach (EB) East Approach (WB) 16 min Total Left U-Tm 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 22 3 1 2 0 19 1 0 0 0 0 0 0 5 0 0 8 0 60 1 6:30 AM 0 0 21 2 5 9 0 28 3 0 0 0 0 0 0 13 0 0 18 1 94 6 6:45 AM 0 0 28 4 1 11 0 38 5 0 0 0 0 0 0 IS 0 0 11 2 110 3 7:00 AM 0 0 40 8 8 7 1 43 2 0 0 0 0 0 0 11 0 0 22 0 134 8 7;16AM 0 0 32 8 4 12 0 47 5 0 0 0 0 0 0 11 0 0 6 0 121 4 7:30 AM 0 0 46 16 3 10 0 42 2 0 0 0 0 0 0 17 0 0 10 0 142 3 7:45 AM 0 1 65 16 6 13 0 46 2 0 0 0 0 0 0 17 0 0 14 0 164 6 8:00 AM 0 0 60 12 4 16 0 51 2 0 0 0 0 0 1 23 1 0 26 1 191 6 8:15 AM • 0 0 76 15 1 17 0 67 1 0 0 0 0 0 0 20 0 0 19 0 215 1 8:30 AM V 0 0 70 22 16 13 0 57 4 0 0 0 0 0 0 27 2 0 10 0 205 16 8:45 AM " 0 0 67 25 1 16 0 56 4 0 0 0 0 0 0 31 2 0 16 1 216 2 9:00 AM • 0 1 57 17 3 18 1 59 3 0 0 0 0 0 0 52 0 0 27 0 235 3 Max. 15 min. 0 1 76 25 16 18 1 67 5 0 0 0 0 0 1 52 2 0 27 2 235 16 Pk. Hr. Vd. 0 1 270 79 21 64 1 239 12 0 0 0 0 0 0 130 4 0 71 1 871 22 8:00 AM Peak Intersection Traffic in Pk. Hr, = 871 Peak Hr. Factor 0,93 9:00 AM Hour Intersection Pdstrns in Pk, Hr, 3:45 PM 0 0 102 27 0 57 0 93 31 0 0 0 0 0 5 35 0 0 32 0 377 5 4:00 PM 0 0 84 36 2 49 0 103 26 0 0 0 0 0 8 45 0 0 29 0 372 10 4:15 PM 0 0 96 26 1 49 0 97 26. 0 0 0 0 0 6 36 0 0 43 0 373 7 4:30 PM 0 0 96 SS 4 38 0 101 13 0 0 0 0 0 6 40 0 0 32 0 353 10 4:45 PM 0 , 0 159 62 2 47 0 128 21 0 0 0 0 0 4 64 0 0 67 0 538 6 6:00 PM 0 0 90 39 1 31 0 80 13 0 0 0 0 0 6 25 0 0 26 0 304 7 5:15 PM • 0 0 134 48 2 50 0 102 14 0 0 0 0 0 11 55 0 0 44 0 447 13 5:30 PM • 0 0 118 39 1 48 0 130 14 0 0 0 0 0 9 48 0 0 36 0 433 10 6:46 PM • 0 0 111 51 1 68 0 161 45 0 0 0 0 0 6 75 0 0 53 0 564 7 6:00 PM • 0 0 112 45 6 56 0 85 22 0 0 0 0 0 10 39 0 0 29 0 388 16 6:16 PM 0 0 126 62 2 38 0 111 22 0 0 0 0 0 8 55 0 0 24 0 438 10 6:30 PM 0 0 91 SO 1 59 0 92 19 0 0 0 0 0 6 38 0 0 58 0 387 7 Pk. Hr. Vd 5:00 PM 476 183 10 222 468 46 95 11 36 75 217 0 0 0 0 67 162 564 1822 16 46 Peak Intersection Traffic In Pk. Hr. = 1822 6:00 PM Hour Intersection Pdstrns in Pk. Hr, = 46 Peak Hr. Factor 0.82 Carisbad Boulevard at Poinsettia Lane Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 8:00 AM to 9:00/AM Pag© 2 of 3 South/Appr (NB) North/Appr (SB) W©stAppr(EB) East/Appr (WB) L©ft Thru Right L©ft Thru Right L©ft Thru Right Left Thru Right Lan© Config - urations Inside (left) Outside Free-flow 1 2 3 4 5 6 7 Lan© S©ttings 0 2 1 1 2 0 0 0 0 1 0 1 Capacity 0 4000 1800 1800 4000 0 0 0 0 1800 0 1800 Ar© th© North/South phas©s split (Y/N)? N /Ar© th© East/W©st phases split (Y/N)? N Effidency Lost Factor 0.10 Houriy Vdum© 1 270 79 65 239 12 0 0 0 134 0 71 Adjusted Houriy Volume 0 271 79 65 239 0 0 0 0 134 0 71 Utilization Factor 0.00 0.07 0.04 0.04 0.06 0.00 0.00 0.00 0.00 0.07 0.00 0,04 Critical Factors 0.07 0.04 0.00 0.00 0.07 ICU Ratio = 0.28 LOS = A Turning Mov©m©n1s at lnt©rsection of: Carisbad Boulevard and Poinsettia Lane W e s t , A P P r Time : 8:00 AM to 9:00/AM Date; 7/17/96 Day; Wednesday Name ; TM. fic CM. Totals 12 Sub- totals 12 0 North Approach 316 12 239 0 Subtotals 370 Total 1 1 720 Carisbad Boulevard 658 1 65 342 ^ i 7> t North ^ t r 4_ 71 0 134 270 79 350 Total Subtotals Sub- totals 205 147 Totals 352 Poinsettia Lane E a s t A P P r South Approach Not© : Left-turn volumes indud© U-turns. U-turns in bold. Carisbad Boulevard at Poinsettia Lane Lan© Configuration for lnt©rs©ction Capacity Utilization Pk. Hr. Tim© P©riod : 5:00 PM to 6:00 PM Lan© Config - urations Inside Oeft) Outside Free-flow Page 3 of 3 South/Appr (NB) North/Appr (SB) West Appr (EB) East/Appr (WB) Left Thru Right Left Thru Right L©ft Thru Right Left Thru Right I 1 1 II 1 Lan© Settings 0 2 1 1 2 0 0 0 0 1 0 1 Capacity 0 4000 1800 1800 4000 0 0 0 0 1800 0 1800 Are the North/South phases split (Y/N)? N 0 1800 Are th© East/W©st phas©s split (Y/N)? N Effidency Lost Factor 0.10 Houriy Volume 0 475 183 222 468 95 0 0 0 217 0 162 Adjusted Houriy Volum© 0 475 183 222 468 0 0 0 0 217 0 162 Utilization Factor 0.00 0.12 0.10 0.12 0.12 0.00 0.00 0.00 0.00 0.12 0.00 0.09 Critical Factors 0.12 0.12 0.00 0.00 0.12 0.00 0.09 ICU Ratio = 0.46 LOS = A Tuming Mov©m©nts at Intersection of: Carisbad Boulevard W e s t A P P r Tim© : 5:00 PM to 6;00PM Date: 7/17/96 Day: W©dn©sday Nam© : TM. fic CM. Totals 95 Sub- totals 95 0 0 0 0 Subtotals Total North Approach 685 785 468 0 0 1343 475 658 and Poinsettia Lane Carisbad Boulevard 1422 0 222 t North ^ t r 183 637 162 0 217 Total Subtotals Sub- totals 379 405 Totals 784 E a s t A P P r Poinsettia Lane South Approach Not© : L©ft-turn volum©s includ© U-tums, U-turns in bold. CFFY OF CARLSBAD SUMMER 1996 INTERSECTION ANALYSIS SUMMARY Intersection Number: 19 Intersection Location: Rancho Santa Fe Road and Melrose Drive CONTENT EAfiE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and 2 of 3 Tura Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Tura Movement Diagram JHK fic /Associatos Turning Movoment Count /Analysis Page 1 of 3 City: Carlsbad Intersection of; N/S Str©©t; Rancho Santa F© Road E/W.Str©©t; Melrose Drive Count Date : Day; Thursday 7/11/96(AM) fic 8/08/96(PM) Weather; Clear Fite: CB9619.XLS Data Collected by TM. & CM. Trafflc 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 L©ft U-Trn Thru Right P©ds Left U-Tm Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6; 16 AM 8 0 46 0 0 0 0 133 13 0 28 1 0 10 0 0 0 0 0 0 239 0 6:30 AM 6 0 72 0 0 0 0 177 22 0 SO 0 0 . 12 0 0 0 0 0 0 319 0 6:45 AM 14 0 113 0 0 0 0 256 44 0 36 0 0 23 0 0 0 0 0 0 486 0 7:00 AM 15 0 147 0 0 0 0 269 38 0 59 0 0 38 0 . 0 0 0 0 0 566 0 7:15 AM 12 0 158 0 0 0 0 235 43 0 50 0 0 34 0 0 0 0 0 0 532 0 7:30 AM " 13 0 185 0 0 0 0 290 43 0 70 0 0 35 0 0 0 0 0 0 636 0 7:45 AM " 16 0 181 0 0 0 0 221 41 1 79 0 0 29 1 0 0 0 0 1 667 3 8:00 AM * 27 0 227 0 0 0 0 261 68 0 80 0 0 37 0 0 0 0 0 0 700 0 8:15 AM • 28 0 201 0 0 0 0 263 116 0 123 0 0 39 0 0 0 0 0 0 769 0 8:30 AM 32 0 148 0 0 0 0 225 53 0 87 0 0 39 0 0 0 0 0 0 584 0 8:45 AM 16 0 142 0 0 0 0 200 36 0 40 0 0 20 0 0 0 0 0 0 454 0 9:00 AM 26 0 206 0 0 0 0 194 42 0 53 0 0 25 0 0 0 0 0 0 546 0 Max. 15 min. 32 0 227 0 0 0 0 290 115 1 123 1 0 39 1 0 0 0 0 1 769 3 Pk. Hr, Vd. 84 0 794 0 0 0 0 1036 267 1 352 0 0 140 1 0 0 0 0 1 2672 3 7:16 AM Peak Intersection Traffic in Pk. Hr. = 2672 Peak Hr. Factor 0.87 8:16 AM Hour Intersection Pdstrns In Pk, Hr, = 3 3:46 PM • 33 0 295 0 0 0 0 187 36 0 55 1 0 26 0 0 0 0 0 0 633 0 4:00 PM • 32 0 297 0 0 0 0 199 27 0 60 0 0 36 0 0 0 0 0 0 651 .0 4:15 PM • 38 0 279 0 0 0 0 172 42 0 64 0 0 29 0 0 0 0 0 0 624 0 4:30 PM * SO 0 262 0 0 0 0 160 57 0 51 0 0 28 0 0 0 0 0 0 588 0 4:45 PM 43 0 280 0 0 0 0 156 59 0 48 0 0 34 0 0 0 0 0 0 620 0 6:00 PM 35 0 262 0 0 0 0 186 55 0 67 0 0 22 0 0 0 0 0 0 627 0 6:15 PM 34 0 273 .0 0 0 0 182 56 0 64 0 0 27 0 0 0 0 0 1 636 1 5:30 PM 29 0 224 0 0 0 0 191 68 2 62 0 0 21 0 0 0 0 0 0 595 2 6:45 PM 28 0 224 0 0 . 0 0 176 76 0 62 0 0 28 0 0 0 0 0 0 594 0 6:00 PM 30 0 258 0 0 0 0 164 79 0 62 0 0 26 0 0 0 0 0 0 619 0 6:15 PM 28 0 212 0 0 0 0 147 58 0 44 0 0 17 0 0 0 0 0 0 506 0 6:30 PM 29 0 169 0 0 0 0 150 51 0 47 0 0 17 0 0 0 0 0 0 463 0 Max, 15 min. 43 0 297 0 0 0 0 199 79 2 67 1 0 36 0 0 0 0 0 1 651 2 Pk. Hr, Vd. 133 0 1133 0 0 0 0 718 162 0 230 1 0 119 0 0 0 0 0 0 2496 0 3:30 PM Peak Intersection Traffic in Pk. Hr. = 2496 P©ak Hr. Factor 0.96 4:30 PM Hour Intersection Pdstrns In Pk. Hr. = 0 Rancho Santa Fe Road of Melrose Drive Lane Configuration for lnt©rs©ction Capacity Utilization Pk. Hr. Time Period ; 7:15/AM 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 L©ft Thru Right L©ft Thru Right Lane Config - urations Inside Oeft) Outside Free-flow 1 2 S 4 5 6 7 Lan© S©ttings 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 Ar© ttie North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Houriy Volum© 84 794 0 0 1035 267 352 0 140 0 0 0 Adjusted Houriy Volum© 84 794 0 0 1035 0 362 0 140 0 0 0 Utilization Factor 0.05 0.20 0.00 0.00 0.62 0.00 0.20 0.00 0.08 0.00 0.00 0.00 Critical Factors 0.05 0.52 0.20 0.00 0.00 ICU Ratio = 0.87 Turning Movements at Intersection of: LOS = RanctK) Santa Fe Road and Melrose Drive W e s t A P P r Time ; 7:15 AM to 8:15 AM Date: 7/11/96 Day; Thursday Name ; TM. fit CM. Totals 843 Sub- totals 351 492 North Approach 1302 267 1035 Rancho Santo Fe Rood 2448 0 0 362 0 140 Subtotals 1175 Total 84 794 0 878 2053 1146 t North 4_ Total Subtotals Sub- totals Totals Melrose Drive E a s t A P P r South Approach Note : Left-turn volumes includ© U-turns. U-turns in bold. Rancho Santa Fe Road at Melrose Drive Lan© Configuration for lnt©rs©ction Capacity Utilization 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 Lan© Config - urations Insid© Oeft) 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 th© North/South phases split (Y/N)? N /Ar© tti© East/West phases split (Y/N)? N Effidenc:y Lost Factor 0.10 Hourly Vdume 133 1133 0 0 718 162 231 0 119 0 0 0 Adjusted Houriy Volum© 133 1133 0 0 718 0 231 0 119 0 0 0 Utilization Factor 0.07 0.28 0.00 0.00 0.36 0.00 0.13 0.00 0.07 0.00 0.00 0.00 Critical Factors 0.07 0.36 0.13 0.00 0.00 ICU Ratio = 0.66 LOS = B Turning Movements at Intersection of: Rancho Santa Fe Road and Melrose Drive W e s t A P P r Time; : 3:30 PM to 4:30 PM North Approach Date: : 8/8/96 Day; Thursday 2243 Nam©: TM. fit CM. 880 Sub-162 718 0 0 Totals 646 totals 296 360 231 0 119 Rancho Santa Fe Rood Total Subtotals Total ' t ' North ^ t r 837 133 1133 0 1266 2103 1363 Subtotals Sub- totals Totals Melrose Drive E a s t A P P r South Approach Not© : L©ft-turn volumes include U-turns. U-turns in bold. CFFY OF CARLSBAD SUMMER 1996 INTERSECTION ANALYSIS SUMMARY Intersection Number: 20 Intersection Location: Rancho Santa Fe Road and La Costa Meadows Drive CONTENT EA£LE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and 2 of 3 Tura Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Tura Movement Diagram JHK fic Associates Turning Mov©m©nt Count/Analysis Pag©1 of 3 City; Carlsbad lnt©rs©ctlon of; N/S Stroet; Rancho Santa Fe Road E/W Str©©t; La Costa M©adows Drive Count Date: Day: Thursday 7/11 /96(AM) fic 8/08/96(PM) Weather: Clear File; CB9620.XLS Data Cdlected by A.K. fic D.K. 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-Tm Thru Right Peds Left U-Tm Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 0 0 45 6 0 39 0 108 0 0 0 0 0 0 0 10 0 0 7 0 215 0 6:30 AM 0 0 74 6 0 46 0 165 0 1 1 0 0 0 0 3 0 0 2 0 287 1 6:45 AM 0 0 127 22 0 63 0 209 0 0 0 0 0 0 1 4 0 0 5 : 1 430 2 7:00 AM 0 0 148 31 1 104 0 228 0 0 0 0 1 0 1 8 0 0 16 1 536 3 7:16 AM 0 0 126 14 0 50 0 166 0 0 0 0 0 0 0 3 0 0 16 0 365 0 7:30 AM 0 0 166 22 0 71 0 200 5 0 0 0 0 0 0 1 0 0 10 0 474 0 7:45 AM " 0 0 217 29 0 81 0 219 0 0 0 0 0 0 1 6 0 0 17 0 569 1 8:00 AM " 0 0 247 34 0 71 0 251 1 0 0 0 4 1 1 7 0 0 14 0 630 1 8:15 AM " 0 0 192 30 0 66 0 197 2 1 0 0 0 0 0 5 0 0 30 0 522 1 8;30 AM ' 0 0 181 28 0 69 0 210 0 0 0 0 0 0 1 2 0 0 19 0 509 1 8:45 AM 0 0 153 25 0 53 0 182 1 0 0 0 0 0 0 5 0 0 10 0 429 0 9.00 AM 0 0 209 11 0 39 0 180 1 0 0 0 0 2 0 8 0 0 22 0 472 0 Max. 15 min. 0 0 247 34 1 104 0 251 5 1 1 0 4 2 1 10 0 0 30 1 630 3 Pk. Hr. Vd. 0 0 837 121 0 287 0 877 3 1 0 0 4 1 3 20 0 0 80 0 2230 4 7:30 AM Peak Intersection Traffic In Pk. Hr. = 2230 Peak Hr. Factor 0.88 8:30 AM Hour Intersection Pdstrns In Pk. Hr. 3:46 PM 0 0 237 11 0 62 0 156 2 0 0 0 2 0 0 . 20 0 0 121 0 611 0 4:00 PM 0 0 286 14 0 63 0 173 3 0 0 0 3 0 0 24 0 0 57 0 623 0 4:15 PM 0 0 241 5 0 31 0 166 1 0 0 0 1 0 0 28 0 0 92 0 666 0 4:30 PM 1 0 232 6 0 27 0 170 4 0 0 0 4 1 0 35 0 0 69 0 539 0 4:45 PM 0 0 241 5 0 20 0 163 1 0 0 0 1 0 0 38 0 0 106 0 575 0 5:00 PM • 0 0 218 5 0 14 0 177 0 0 0 0 0 0 0 28 0 0 69 0 511 0 5:15 PM • 0 0 273 6 0 19 0 206 0 0 0 0 0 0 0 36 0 0 101 0 639 0 5:30 PM • 0 0 206 9 0 23 0 211 0 0 0 0 0 0 0 13 0 0 69 0 521 0 5:45 PM • 0 0 331 7 0 12 0 208 • 0 0 0 0 0 0 0 82 0 0 61 0 701 0 6:00 PM 0 0 187 4 0 7 0 102 1 0 0 0 1 0 0 10 0 0 23 0 , 335 0 6:15 PM 0 0 255 6 0 7 0 191 2 0 0 0 1 0 0 20 0 0 36 0 517 0 6:30 PM 0 0 197 4 0 3 0 170 1 0 0 0 0 1 0 13 0 0 22 0 411 0 Max. 15 min. 1 0 331 14 0 63 0 211 4 0 0 0 4 1 0 82 0 0 121 0 701 0 Pk. Hr. Vol. 0 0 1028 26 0 68 0 801 0 0 0 0 0 0 0 159 0 0 290 0 2372 0 5:45 PM Hour Intersection Pdstrns in Pk. Hr. Peak Hr, Factor 0.85 Rancho Santa Fe Road at La Costa Meadows Drive Lane Configuration fa Intersection Capacity Utilization Pk. Hr. Time Period ; 7:30/AM to 8:30 AM Pag© 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 Oeft) Outside Free-flow Lane Settings 0 2 1 1 1 0 0 1 0 1 0 1 Capacity 0 4000 1800 1800 2000 0 0 2000 0 1800 0 1800 Are th© North/South phas©s split (Y/N)? N 1800 Are ttie East/West phases split (Y/N)? N Effici©ncy Lost Factor 0.10 Houriy Volum© 0 837 121 287 877 3 0 4 1 20 0 80 Adjusted Houriy Vdum© 0 837 121 287 880 0 0 5 0 20 0 80 Utilization Factor 0.00 0.21 0.07 0.16 0,44 0,00 0,00 0.00 0.00 0.01 0.00 0.04 Critical Factors 0.00 0,44 0.00 0.00 0.04 ICU Ratio 0.58 LOS = Turning Mov©m©nts at lnt©rs©ction of: Rancho Santa Fe Road and La Costa Meadows Drive W © s t A P P r Time; 7:30 AM to 8:30 AftA Date: 7/11/96 Day; Thursday Nam© : A.K. fic D.K. Totals Sub- totals 3 5 Subtotals Total North Approach 1167 Rancho Santa Fe Road 898 2084 917 877 287 t North ^ t r 80 0 20 0 0 1856 837 121 958 Total Subtotals Sub- totals 100 412 Totals 512 E a s t A P P r La Costa Meadows Drive South Approach Note: Left-turn volumes include U-tums. U-turns in bold. Rancho Santo F« Rood at La Costa Meadows Drive Lane Configuration for Intersection Capacity Ittilization Pk. Hr. Time Period : 4:45 PM to 5:45 PM Pages of 3 Soutti/Appr (NB) North/Appr (SB) West Appr (EB) East/Appr (WB) Left Thru Right L©ft Thru Right L©ft Thru Right L©ft Thru Right Lane Config - urations Inside Oeft) Outside Free-flow Lane Settings 0 2 1 1 1 0 0 1 0 1 0 1 Capacity 0 4000 1800 1800 2000 0 0 2000 0 1800 0 1800 /Are the North/South phases split (Y/N)? N Are ttie East/West phases split (Y/N)? N Effidency Lost Factor 0.10 Houriy Vdume 0 1028 26 68 801 0 0 0 0 159 0 290 Adjusted Houriy Vdume 0 1028 26 68 801 0 0 0 0 159 0 290 Utilization Factor 0.00 0.26 0.01 0.04 0.40 0.00 0.00 0.00 0.00 0.09 0.00 0.16 Critical Factors 0.00 0.40 0.00 0.16 ICU Ratio = 0.66 LOS = B Turning Movements at Intersecrtion of: Rancho Santa Fe Road and La Costa Meadows Drive W e s t A P P r Time; : 4:46 PM to 5:45 PM North Approach Date; : 8/8/96 Day: Thursday 2187 Name: A.K. fic D.K. 869 Sub-0 801 U 68 Totals totals 0 0 Subtotals Total Rancho Santa Fe Road 1318 t North ^ t r 4_ 960 0 0 2014 1028 26 1054 290 0 159 Total Subtotals Sub- totals 449 94 Totals 543 E a s t A P P r La Costa Meadows Drive South Approach Note : Left-turn volumes indude U-tums. U-turns in bdd. CFTY OF CARLSBAD SUMMER 1996 INTERSECTION ANALYSIS SUMMARY Intersection Number: 21 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 2 of 3 Method P.M. LOS Analysis (HCM Delay) 3 of 3 Method JHK fic Associates Tuming Movement Count /Analysis City; Carlsbad Intersection of; N/S Street: Rancho Santa Fe Road E/W Street; Qu©sthav©n Road Count Dot©; Day: Thursday 7/11 /96(AM) fic 8/08/96(PM) W©ath©r; Sunny Page 1 of 3 Fite; CB9621.XLS Data Cdl©ct©d by C.I. fic T.H. Traffic Control: Unsignalized End of 15 min. prd. South Approach (NB) North Approach (SB) West /Approach (EB) East Approach (WB) 15 min Total Left U-Tm Thru Right Peds L©ft U-Trn Thru Right Peds L©ft U-Tm Thru Right P©ds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 0 0 46 1 0 6 0 112 0 0 0 0 0 0 0 2 0 0 9 0 175 0 6:30 AM 0 0 86 6 0 16 0 147 0 0 0 0 0 0 0 16 0 0 7 0 278 0 6:45 AM 0 0 138 6 0 18 0 176 0 0 0 0 0 0 0 12 0 0 14 0 364 0 7:00 AM 0 0 141 3 0 28 0 185 0 0 0 0 0 0 0 19 0 0 18 0 394 0 7:15AM 0 0 150 13 0 23 0 187 0 0 0 0 0 0 0 20 0 0 24 0 417 0 7:30 AM 0 0 143 7 0 26 0 189 0 0 0 0 0 0 0 10 0 0 23 0 398 0 7:45 AM " 0 0 294 9 0 30 0 260 0 0 0 0 0 0 0 33 0 0 38 0 654 0 8:00 AM • 0 0 222 9 0 33 0 209 0 0 0 0 0 0 0 33 0 0 20 0 526 0 8:15 AM • 0 0 190 6 0 25 0 193 0 0 0 0 0 0 0 24 0 0 27 0 466 0 8:30 AM ' 0 0 161 7 0 26 0 189 0 0 0 0 0 0 0 22 0 0 34 0 439 0 8:45 AM 0 0 190 8 0 29 0 167 0 0 0 0 0 0 0 21 0 0 40 0 455 0 9:00 AM 0 0 166 14 0 35 0 143 0 0 0 0 0 0 0 33 0 0 34 0 425 0 Max. 15 min. 0 0 294 14 0 35 0 250 0 0 0 0 0 0 0 33 0 0 40 0 654 0 Pk. Hr. Vd. 0 0 867 31 0 114 0 841 0 0 0 0 0 0 0 112 0 0 119 0 2084 0 7:30 AM Peak Intersection Traffic In Pk. Hr. = 2084 Peak Hr. Factor 0.80 8:30 AM Hour Intersection Pdstrns in Pk. Hr. 3:45 PM 0 0 236 27 0 34 0 154 0 0 0 0 0 0 0 24 0 0 37 0 511 0 4:00 PM 0 0 272 31 0 49 0 177 0 0 0 0 0 0 0 20 0 0 37 0 686 0 4:15 PM 0 0 230 18 0 53 0 177 0 0 0 0 0 0 0 19 0 0 32 0 529 0 4:30 PM • 0 0 210 17 0 46 0 181 0 0 0 0 0 0 0 27 0 0 42 0 522 0 4:45 PM • 0 0 221 19 0 33 0 190 0 0 0 0 0 0 0 21 0 0 38 0 522 0 5:00 PM • 0 0 246 19 0 22 0 241 0 0 0 0 0 0 0 24 0 0 30 0 682 0 6:15 PM • 0 0 268 14 0 25 0 239 0 0 0 0 0 0 0 26 0 0 10 0 582 0 6:30 PM 0 0 159 17 0 25 0 189 0 0 0 0 0 0 0 15 0 0 26 0 431 0 6:45 PM 0 0 239 13 0 29 0 226 0 0 0 0 0 0 0 7 0 0 11 0 625 0 6:00 PM 0 0 220 10 0 18 0 172 0 0 0 0 0 0 0 7 0 0 13 0 440 0 6:15 PM 0 0 218 19 0 17 0 176 0 0 0 0 0 0 0 16 0 0 13 0 459 0 6:30 PM 0 0 169 9 0 26 0 170 0 0 0 0 0 0 0 13 0 0 10 0 397 0 Max. 15 min. 0 0 272 31 0 53 0 241 0 0 0 0 0 0 0 27 0 0 42 0 686 0 Pk. Hr. Vd. 0 0 945 69 0 125 0 851 0 0 0 0 0 0 0 98 0 0 120 0 2208 0 4:15 PM Peak Intersection Traffic in Pk. Hr. = 2208 Peak Hr. Factor 0.94 5:15 PM Hour Intersection Pdstms In Pk. Hr. INTERSECTION : RANCHO SANTA FE RD/QUESTHAVEN RD DATE: 7/11/96 ANALYST: C.E.I. CITY / STATE : CARLSBAD, CA PROJECT NO: 70063 PK HR ENTERING VOL : 2084 PEAK HOUR : 5 (7:30 AM - 8:30 AM) Time Period Stopped Vehicles Approach Volume Time Period SB WB SB WB 6:30 - 6:45 4 10 176 26 6:45 - 7:00 4 20 185 37 7:00-7:15 0 27 187 44 7:15-7:30 1 13 189 33 7:30 - 7:45 8 34 250 71 7:45 - 8:00 10 61 209 53 8:00-8:15 5 32 193 51 8:15-8:30 6 35 189 66 15 min Stop Veh Vol 10 61 Corresponding App. Vol 209 53 Total Pk HrVol 841 241 APPROACH DELAY (DELAY / APPROACH) * (PK HR APPROACH VOL) PK HR ENTERING VOL SB APPROACH (DELAY) WB APPROACH (DELAY) INTERSECTION (DELAY) 0.4 Seconds 2.7 Seconds 3.1 Seconds INTERSECTION (LOS) NOTE: 1. Delay data vi^as 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/QUESTHAVEN RD C.E.I. 70063 3 (4:15 PM-5:15 PM) DATE: 8/8/96 CITY / STATE : CARLSBAD, CA PK HR ENTERING VOL : 2208 Time Period Stopped Vehicles Approach Volume Time Period SB WB SB WB 4:00-4:15 12 11 53 51 4:15-4:30 4 16 45 69 4:30 - 4:45 4 18 33 59 4:45 - 5:00 1 6 22 54 5:00-5:15 2 11 25 , 36 5:15-5:30 1 6 25 41 5:30 - 5:45 7 3 29 18 15 min stop Veh Vol 4 18 Corresponding App. Vol 33 59 Total Pk Hr Vol 125 218 APPROACH DELAY (DELAY / APPROACH) * (PK HR APPROACH VOL) PK HR ENTERING VOL SB APPROACH (DELAY) WB APPROACH (DELAY) INTERSECTION (DELAY) 0.1 Seconds 0.6 Seconds 0.7 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 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 CFTY OF CARLSBAD SUMMER 1996 INTERSECTION ANALYSIS SUMMARY Intersection Number: 22 Intersection Location: Rancho Santa Fe Road and La Costa Avenue CONTENT EAISE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and 2 of 3 Tura Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Tura Movement Diagram JHK fil/Associates Tuming Movement Count/Analysis Page 1 of 3 City: Carlsbad Intersection of; N/S Street; Rancho Santa Fe Road E/W Street: La Costa Avenue Count Dot©; 7/10/96 Day; Wednesday Weather; Cloudy Fite; CB9622,XLS Data Coltect©d by T.M, fic CM, 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 L©ft U-Trn Thru Right P©ds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 2 0 26 1 0 2 0 54 23 0 29 0 3 4 0 3 0 13 6 0 165 0 6:30 AM 9 0 39 0 0 0 0 100 42 0 43 0 1 11 0 1 0 20 3 0 269 0 6:45 AM 9 0 66 1 0 0 0 133 40 0 69 0 5 26 0 1 0 30 3 2 383 2 7:00 AM 7 0 56 1 0 5 0 157 47 0 65 0 4 32 0 7 0 27 7 0 415 0 7:15 AM 10 0 80 1 0 3 0 132 43 0 68 0 6 27 0 9 0 27 8 0 414 0 7:30 AM 16 0 96 2 1 3 0 142 51 2 60 0 3 31 0 6 0 23 4 1 1 437 4 7:45 AM " 20 0 107 2 0 2 0 160 41 4 130 0 4 56 0 12 3 27 19 1 1 683 6 8:00 AM • 24 0 132 0 0 6 0 143 38 0 88 0 6 56 0 15 0 24 17 0 549 0 8:15 AM " 37 0 97 3 1 6 0 160 52 1 73 0 4 41 0 9 0 27 10 0 519 2 8:30 AM " 34 0 86 3 1 2 0 160 47 0 62 0 6 34 0 9 0 28 7 0 478 1 8:45 AM 16 0 99 2 0 7 0 141 47 6 45 0 12 26 0 7 0 20 7 0 429 5 9:00 AM 18 0 95 2 0 5 0 134. 40 0 48 0 8 30 0 9 0 17 9 0 415 0 Max, 15 min. 37 0 132 3 1 7 0 160 52 5 130 0 12 56 0 15 3 30 19 2 583 5 Pk. Hr. Vd. 116 0 422 8 2 16 0 623 178 5 353 0 20 187 0 45 3 106 53 1 2129 8 7:30 AM Peak Intersection Traffic in Pk. Hr. = 2129 Peak Hr. Factor 0.91 8:30 AM Hour Intersection Pdstrns In Pk. Hr. = 8 3:45 PM 49 0 154 5 0 13 0 81 55 0 53 0 18 30 0 6 0 14 14 0 492 0 4:00 PM 40 0 172 4 0 7 0 125 47 1 69 0 27 29 0 3 0 8 3 0 524 1 4:15 PM 39 0 134 6 0 7 0 87 48 0 60 0 25 19 0 4 0 19 7 0 455 0 4:30 PM 30 0 148 8 0 12 0 97 55 1 58 0 12 24 0 7 0 11 5 0 467 1 4:45 PM 40 0 123 9 0 6 0 106 63 0 66 0 28 20 0 1 0 6 6 0 474 0 5:00 PM 40 0 87 7 1 9 0 131 61 1 64 0 22 38 0 2 0 12 9 0 482 2 6:15 PM • 43 0 196 5 0 10 0 120 88 0 63 0 24 28 0 3 0 14 5 0 599 0 5:30 PM • 46 0 140 10 0 17 0 117 66 2 69 0 28 41 0 7 0 8 5 0 554 2 6:45 PM • 50 0 165 8 0 11 0 97 88 0 72 0 20 40 0 4 0 13 7 2 575 2 6:00 PM • 31 0 138 10 3 14 0 131 76 0 64 0 40 43 0 4 0 7 8 0 566 3 6:15 PM 35 0 112 9 2 9 0 90 41 0 44 0 26 37 0 10 0 22 6 0 441 2 6:30 PM 39 0 98 9 1 8 0 91 66 0 46 0 27 31 0 3 0 11 5 0 434 1 Max. 15 min. 50 0 196 10 3 17 0 131 88 2 72 0 40 43 0 10. 0 22 14 2 699 3 Pk. Hr. Vd. 170 0 639 33 3 52 0 465 318 2 268 0 112 152 0 18 0 42 25 2 2294 7 6:00 PM Hour Peak Hr. Factor Intersection Pdstrns In Pk. Hr. = 7 0.96 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) Ec»t/Appr (WB) l-eft Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config- urotions Inside Oeft) Outside Free-flow 1 2 3 4 5 6 7 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 th© North/Soutti phas©s split (Y/N)? N Are tti© Ecist/W©st phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Vdum© 115 422 8 16 623 178 353 20 187 48 106 53 Adjusted Houriy Volume 115 430 0 16 801 0 353 207 0 48 159 0 Utilization Factor 0.06 0.11 0.00 0.01 0.20 0.00 0.20 0.05 0.00 0.03 0.04 0.00 Critical Factors 0.06 0.20 0.20 0.04 ICU Ratio = 0.60 LOS= A Turning Movements at Intersection of: Rancho Santa Fe Road and La Costo Avenue W e s t A P P r Time: 7:30 AM to 8:30 AM Date: 7/10/96 Day; W©dn©sday Nam© : TM. fic CM. Totals 969 Sub- totals 399 560 353 20 187 Subtotals Total North Approach 817 178 623 ^ I t North 115 422 0 855 545 1400 Rancho Santa Fe Road 1645 0 16 828 53 106 48 Total Subtotols Sub- totals 207 47 Totals 254 E a s t A P P r La Costa Avenue 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 : 5:00 PM to 6:00 PM Page 3 of 3 South Appr (NB) North Appt (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right L©ft Thru Right Left Thru Right Lan© Config - urations Inside Oeft) Outside Free-flow 1 2 3 4 5 6 7 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 Effidency Lost Factor 0.10 Houriy Vdume 170 639 33 52 465 318 268 112 152 18 42 26 Adjusted Houriy Volume 170 672 0 52 783 0 268 264 0 18 67 0 Utilization Factor 0.09 0.17 0.00 0.03 0.20 0.00 0.15 0,07 0.00 0.01 0.02 0.00 Critical Factors 0.09 0.20 0.15 0.02 ICU Ratio = 0.56 LOS= A Turning Movements at lntersec:tion of: Rancho Santa Fe Road and La Costa Avenue W e s t A P P r Time ; 5:00 PM to 6:00 PM Date; 7/10/96 Day; VVednesday Name : TM. fic CM. Totals 1062 Sub- totals 530 532 North Approach 835 318 465 268 112 152 Subtotals Total t lori Rancho Santa Fe Road 1767 0 52 North r 170 639 33 0 635 842 1477 932 25 42 18 Total Subtotals Sub- totals 85 197 Totals 282 La Costa Avenue E a s t A P P r South Approach Note; L©ft-turn volumes include U-turns. U-turns in bdd. CFTY OF CARLSBAD SUMMER 1996 INTERSECTION ANALYSIS SUMMARY Intersection Number: 23 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 Tura Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Tum Movement Diagram JHK fic /Associates Turning Mov©ment Count Analysis Page 1 of 3 City; Carlsbad Intersection of: N/S Street: Rancho Santa Fe Road E/W Street; Olivenhain Rd / Camlno Alvaro Count Date; 7/10/96 Day: Wednesday Weather; Cloudy Fite; CB9623.XLS Data Collected by T.H. fic A.K. Trafflc 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 L©ft U-Trn Thru Right P©ds L©ft U-Trn Thru Right P©ds L©ft U-Trn Thru Right P©ds Vehlcl©s Peds 6:15 AM 5 0 0 1 0 1 0 1 2 3 0 0 25 0 0 36 0 57 2 0 130 3 6:30 AM 15 0 0 20 1 1 0 2 2 1 0 0 32 0 0 47 0 63 1 0 183 2 6:46 AM 21 0 0 19 0 3 0 3 2 2 0 0 43 2 0 92 0 73 1 0 259 2 7:00 AM 19 0 0 32 0 1 0 4 5 0 0 0 44 0 0 97 0 113 1 0 316 0 7:15 AM 26 0 1 53 0 3 0 8 2 1 2 0 71 0 0 129 0 137 1 0 433 1 7;30AM 40 0 0 29 0 6 0 2 4 1 1 0 67 0 3 98 0 103 0 0 349 4 7:45 AM " 40 0 1 43 0 2 0 4 3 2 0 0 50 2 3 121 0 127 2 0 395 5 8:00 AM • 47 0 3 56 2 5 0 5 6 0 0 0 80 0 0 127 0 157 3 0 489 2 8:15 AM " 44 0 1 63 1 1 0 2 3 1 3 0 80 0 1 101 0 143 3 0 444 3 8:30 AM " 30 0 0 37 1 6 0 6 4 1 0 0 57 0 0 90 0 152 0 0 382 2 8:45 AM 36 0 1 51 0 1 0 1 1 0 2 0 60 0 2 74 0 138 3 0 368 2 9:00 AM 29 0 1 54 0 2 0 4 3 0 3 1 67 0 0 80 0 101 3 4 348 4 Max. 15 min. 47 0 3 63 2 6 0 8 6 3 3 1 80 2 3 129 0 157 3 4 489 5 Pk. Hr. Vd. 161 0 5 199 4 14 0 17 16 4 3 0 267 2 4 439 0 679 8 0 1710 12 8:30 AM Hour Intersection Pdstrns In Pk. Hr, = 1710 12 Peak Hr. Factor 0.87 3:45 PM 28 0 2 67 0 6 0 4 4 0 2 0 108 1 0 42 0 83 5 1 352 1 4:00 PM 31 0 5 73 0 1 0 2 1 0 3 0 113 3 0 42 0 103 7 0 384 0 4:15 PM 28 0 4 87 0 2 0 1 2 3 8 0 98 0 1 35 0 83 3 0 351 4 4:30 PM 33 0 3 78 0 3 0 2 4 1 0 0 129 0 0 61 0 102 1 0 406 1 4:46 PM 43 0 6 45 0 2 0 1 2 0 3 0 106 1 0 48 0 74 6 0 335 0 6:00 PM • 32 0 7 87 0 2 0 3 4 1 3 0 151 1 0 10 1 115 2 0 418 1 5:15 PM " 26 0 4 43 1 2 0 0 3 2 1 0 105 0 0 87 0 73 4 0 348 3 5:30 PM • 24 0 8 64 0 0 0 3 2 0 2 0 165 0 0 74 0 112 4 0 468 0 5:45 PM • 26 0 6 63 0 1 0 3 2 1 6 0 154 0 0 42 0 68 1 0 370 1 6:00 PM 14 0 3 26 0 4 0 2 1 0 6 0 134 2 0 48 0 81 4 1 324 1 6:15 PM 24 0 2 44 0 2 0 5 1 0 1 1 83 0 0 20 0 41 1 0 225 0 6:30 PM 21 0 4 36 1 2 0 2 1 0 6 0 120 0 1 32 4 42 0 0 270 2 Max. 15 min. 43 0 8 87 1 6 0 5 4 3 8 1 165 3 1 87 4 115 7 1 458 4 Pk. Hr. Vol. 108 0 24 257 1 6 0 9 11 4 11 0 575 1 0 213 1 368 11 0 1694 5 4:45 PM Peak Intersection Traffic In Pk, Hr. = 1594 Peak Hr. Factor 0.87 5:45 PM Hour Intersection Pdstrns In Pk. Hr. Rancho Santa Fe Road at Olivenhain Rd / Camlno ANaio Lane Configuration for lnt©rs©ction Capacity Utilization Pk. Hr. Tim© Period : 7:30 AM to 8:30 AM Pag© 2 of 3 South Appr (NB) North/Appr (SB) W©stAppr(EB) East/Appr (WB) Left Thru Right Left Thru Right L©ft Thru Right L©ft Thru Right Lane Config - urations Insid© Oeft) Outside Ree-flow 1 Lane Settings 0 1 0 0 1 0 1 2 0 1 2 1 Capacity 0 2000 0 0 2000 0 1800 4000 0 1800 4000 1800 Ar© th© North/South phases split (Y/N)? N Are the East/West phas©s sfsllt (Y/N)? N Effidency Lost Factor 0.10 Hourly Vdume 161 5 199 14 17 16 3 267 2 439 579 8 Adjusted Houriy Volum© 0 166 0 0 47 0 3 269 0 439 579 8 Utilization Factor 0,00 0.08 0.00 0.00 0.02 0.00 0.00 0.07 0.00 0.24 0.14 0.00 Critical Factors 0.08 0.00 0.07 0.24 0.14 0.00 ICU Ratio = 0.49 LOS = A Turning Mov©m©nts at Intersection of; Rancho Santa Fe Road and Olivenhain Rd / Camino Alvaro Tim©; 7:30 AM to 8:30 AM Daie: 7/10/96 Day: W©dn©sday Nam©: T.H. fic A.K. North Approach W © s t A P P r Totals 1028 Sub- totals 766 272 16 47 17 63 0 14 Rancho Sonto Fe Rood Total 16 3 267 2 t North ^ t r Subtotals Sub- totals 4_ 8 579 439 1026 480 Totals 1606 E a s t A P P r Subtotals 468 Total 161 0 823 6 365 199 Olivenhain Rd / Camino Alvaro South Approach Note ; Left-tum volumes includ© U-turns. U-turns in bold. Rancho Santa Fe Rood at Olivenhain Rd / Camino Ahroro Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 4:45 PM to 5:45 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lan© Inside 1 1 1 1 1 1 1 1 Config - Oeft) 2 1 1 urations 3 1 1 1 4 5 1 Outsid© 6 7 R©©-flow 1 Lane Settings 0 1 0 0 1 0 1 2 0 1 2 1 Capacity 0 2000 0 0 2000 0 1800 4000 0 1800 4000 1800 Are tiie North/Soutti phases split (Y/N)? N Are the East/West phases split (Y/N)7 N Effidency Lost Factor 0.10 Houriy Vdume 108 24 257 5 9 11 11 575 1 214 368 11 Adjusted Houriy Vdume 0 132 0 0 25 0 11 576 0 214 368 11 Utilization Factor 0.00 0.07 0.00 0.00 0.01 0.00 0.01 0.14 0.00 0.12 0.09 0.01 Critical Factors 0.07 0.00 0.14 0.12 ICU Ratio = 0.43 LOS = A Turning Mov©m©nts at lnt©rs©ction of; Rancho Sonto Fe Rood and Olivenhain Rd / Camino Alvaro W e s t A P P r Time ; 4:45 PM to 5:45 PM Date: 7/10/96 Day; W©dn©sday Nam©; T.H. ficAK. Totals 1074 Sub- totals 487 587 11 575 1 Subtotals Total North Approach 11 25 9 71 0 5 Ronctio Sonto Fe Road Total 46 t North ^ t r 108 24 257 0 223 389 612 11 368 214 Subtotals Sub- totals 693 838 Totals 1431 E a s t A P P r Olivenhain Rd / Camino Ahraro South Approach Not© ; L©ft-turn volumes indude U-turns. U-tums in bold. CFFY OF CARLSBAD SUMMER 1996 INTERSECTION ANALYSIS SUMMARY Intersection Number: 24 Intersection Location: Carlsbad Village Drive and State Street CONTENT EAQE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and 2 of 3 Tura Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Tum Movement Diagram JHK fic /Associates Tuming Movement Count /Analysis Page 1 of3 City; Carlsbad Intersection of: N/S Street: State Street E/W Street: Carlsbad Village Drive Count Date: 8/6/96 Day: Tuesday Weather: Clear File; CB9624.XLS Data Cdlected by C.I. fic A.K. Trafflc Control; Signalized End of 15 min. prd. 6:15 AM 6:30 AM 6:45 AM 7:00 AM 7:15 AM 7:30 AM 7:45 AM 8:00 AM 8:15 AM 8:30 AM 8:45 AM 9:00 AM South Approach (NB) North /Approach (SB) West /Approach (EB) 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 5 2 3 9 11 9 8 12 11 8 10 13 0 0 0 0 0 0 0 0 0 0 0 0 8 2 4 5 5 13 7 5 12 9 8 16 0 1 0 0 2 0 1 1 6 1 4 7 0 0 1 2 0 2 2 1 0 0 0 1 6 4 5 12 4 10 12 14 16 9 17 19 0 0 0 0 0 0 0 0 0 0 1 0 4 4 4 7 4 5 4 13 26 7 14 18 4 5 1 8 7 6 13 0 9 6 7 8 4 0 1 0 2 0 0 1 1 4 6 3 0 1 1 1 4 3 3 3 0 1 3 18 0 0 0 0 0 0 1 0 0 0 0 0 20 33 43 37 47 33 62 62 67 66 56 91 3 2 3 2 4 3 4 3 4 2 9 11 3 2 9 5 2 0 4 4 5 1 8 9 2 0 0 0 1 1 3 3 3 3 1 3 0 0 0 0 0 0 1 0 0 0 0 26 34 42 63 56 28 68 44 85 65 56 22 9 16 16 23 13 19 15 9 18 19 2 2 1 4 1 0 1 0 3 4 3 100 97 122 160 167 124 196 165 248 195 205 9 4 12 11 6 2 7 6 9 9 17 Max, 15 min. 13 0 16 7 2 19 1 26 13 6 18 1 91 11 9 3 1 85 29 4 315 17 Pk, Hr, Vd, 42 0 46 18 1 61 1 65 30 14 22 0 280 26 23 10 0 288 75 14 963 52 8:00 AM Peak Intersection Trafflc In Pk. Hr. = 963 Peak Hr, Factor 0.76 9:00 AM Hour Intersection Pdstrns in Pk. Hr. = 52 3:45 PM 15 0 13 14 11 25 0 19 12 12 6 . 0 82 3 18 12 0 88 26 11 315 52 4:00 PM 9 0 10 12 4 22 0 14 13 14 12 0 115 15 4 2 0 123 20 13 367 35 4:15 PM 12 1 13 11 4 23 0 19 12 16 6 0 128 15 2 10 0 98 22 25 370 47 4:30 PM 14. 0 26 7 5 29 0 16 7 7 6 0 , 103 9 5 13 0 . 114 21 16 363. 33 4:45 PM • 23 0 19 20 14 33 0 15 19 8 8 0 127 12 9 12 0 133 25 11 446 42 5;00 PM • 21 0 44 30 10 27 0 29 15 13 13 1 130 7 22 24 1 142 42 9 526 54 . 5:15 PM • 23 0 28 18 16 24 0 14 11 9 8 1 105 11 10 14 1 128 39 22 425 57 5:30 PM • 21 1 27 10 6 35 0 19 16 3 5 0 110 10 12 7 0 124 26 9 411 30 5:45 PM 18 0 21 11 10 26 0 19 16 3 3 0 98 1 19 5 0 141 18 9 377 41 6:00 PM 11 0 14 9 6 22 0 11 6 4 4 0 104 7 6 6 0 143 16 10 352 26 6:15 PM 12 0 10 6 7 14 0 14 13 9 8 1 110 4 8 3 1 126 14 2 336 26 6:30 PM 14 0 16 12 3 30 0 14 7 13 7 0 105 6 6 13 0 157 15 5 396 27 Max. 15 min. Pk, Hr. Vd, 23 88 44 118 30 78 16 46 36 119 29 77 19 61 16 33 13 34 130 472 4:30 PM Peak Intersection Trafflc In Pk, Hr, =1808 5:30 PM Hour Intersection Pdstms in Pk, Hr. = 183 15 40 22 53 24 57 157 527 42 132 25 51 Peak Hr. Factor 626 1808 0.86 57 183 state street at Corlsbod Village Drive Lan© Configurcjfion for Intersection Capacity Utilization Pag© 2 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East /Appr (WB) 8:00 AM to 9:00 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 1 1 1 1 1 1 1 1 Config- (teft). 2 1 1 urations 3 4 1 1 1 1 Outside 0 6 7 R©©-fiow Lan© S©ttings 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 Ar© th© North/South phases split (Y/N)? N /Are th© East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 42 45 18 62 66 30 22 280 26 10 288 76 Adjusted Hourly Volume 0 105 0 0 157 0 22 306 0 10 363 0 Utilization Factor 0.00 0.05 0.00 0.00 0.08 0.00 0.01 0.08 0.00 0.01 0.09 0.00 Critical Factors 0.00 0.08 0.01 0.09 ICU Ratio — 0.28 LOS = A Turning Movements of Intersection of: State Street and Corlsbod Village Drive W e s t A P P r Time ; 8:00 AM to 9:00 AM Date; 8/6/96 Day ; Tuesday Name : C.I. fic A.K. Totals 688 Sub- totals 360 328 North Approach 30 22 280 26 Subtotals Total 101 42 0 206 157 65 46 105 300 1 62 State Street 143 t North ^ t ^ 75 288 10 18 Total Subtotals Sub- totals 373 359 Totals 732 E a s t A P P r Corlsbod A^lloge Drhre South /Approach Note : Left-turn volumes includ© U-turns. U-turns in bold. state street at Corlsbod Village Drive Lan© Configuration for lnt©rs©ction Capacity Utilization Pag© 3 of 3 Pk. Hr. Tim© P©riod : South /Appr (NB) North Appr (SB) W©st Appr (EB) East Appr (WS) 4:30 PM to 5:30 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lan© Insid© 1 1 1 1 1 1 1 1 1 Config- Oeft) 2 1 1 urations 3 4 C 1 1 1 1 Outside O 6 7 R©©-flow Lan© 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 th© East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 89 118 78 119 77 61 36 472 40 59 527 132 Adjusted Houriy Volume 0 285 0 0 257 0 36 . 512 0 59 659 0 Utilization Factor 0.00 0.14 0.00 0.00 o:i3 0,00 0.02 0.13 0.00 0.03 0.16 0.00 Critical Factors 0.14 0,00 0.02 0.16 ICU Ratio = 0.42 LOS = A Turning Movements at Intersection of: State Street and Corlsbod Village Drive W e s t A P P r Time: ; 4:30 PM to 6:30 PM North Approach State Street Date: : 8/6/96 Day: : Tuesday 541 Total Name: CLficAK. 267 n 284 Subtotals Sub-61 77 U 119 Sub- Totals 1226 totals 678 548 36 472 40 Subtotals Total t North t 175 89 1 460 118 285 4_ ^ t r 78 132 527 59 totals 718 671 Totals 1389 A P P r Carlsbad Village Drive South Approach Note : Left-turn volumes include U-turns. U-turns in bold. CFFY OF CARLSBAD SUMMER 1996 INTERSECTION ANALYSIS SUMMARY Intersection Number: 25 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 Tura Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Tura Movement Diagram JHK fic/Associates Tuming Movement Count/Analysis Page 1 of 3 City: Carlsbad Intersection of; N/S Street; Jefferson Street E/W Street; Carlsbad Village Drive Count Date; 8/6/96 Day; Tuesday Weather; Clear Fite; CB9625.XLS Data Collected by A.K. fic T.M. Trafflc Control: Signalized End of 15 min. prd. South /Approach (NB) North /Approach (SB) West /Approach (EB) East Approach (WB) 15 min Total Left U-Tm Thru Right P©ds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 3 0 1 0 0 2 0 7 5 0 0 0 35 0 0 1 0 51 1 0 106 0 6:30 AM 0 0 0 0 0 6 0 2 2 0 0 0 40 0 0 5 0 53 4 2 111 2 6:45 AM 0 0 1 2 3 7 0 3 5 0 2 0 56 2 1 1 0 49 2 0 130 4 7:00 AM 1 0 2 2 1 9 0 6 2 0 3 0 53 3 0 0 0 77 4 1 162 2 7:15 AM 0 0 1 0 0 1 0 7 9 0 0 0 65 0 0 1 0 64 6 2 144 2 7:30 AM 0 0 3 0 0 2 0 8 1 0 4 0 66 1 3 1 0 61 7 0 164 3 7:45 AM 0 0 0 1 0 6 0 8 5 0 6 0 74 0 3 8 0 96 9 2 213 5 8:00 AM 0 0 0 2 0 11 0 12 7 1 2 0 100 1 0 5 0 89 7 0 236 1 8:16 AM • 0 0 4 0 0 16 0 8 6 1 5 0 74 4 0 2 0 88 6 4 212 6 8:30 AM " 0 0 3 3 0 13 0 6 6 0 7 2 93 3 3 3 2 95 6 3 242 6 8:45 AM ' 0 0 3 1 0 12 0 12 10 0 7 0 82 0 1 3 0 84 14 0 228 1 1 9:00 AM • 0 0 6 0 0 11 0 3 8 0 7 0 99 2 0 7 0 151 12 1 306 1 1 Max. 15 min. 3 0 6 3 3 16 0 12 10 1 7 2 100 4 3 8 2 151 14 4 306 6 Pk. Hr. Vd. 0 0 16 4 0 52 0 29 30 1 26 2 348 9 4 15 2 418 37 6 988 13 9:00 AM Hour Intersection Pdstrns In Pk. Hr. 988 13 Peak Hr. Factor 0.81 3:45 PM 0 0 8 2 0 31 0 17 12 4 19 0 159 3 4 1 0 136 18 2 406 10 4:00 PM 0 0 2 2 0 24 0 15 15 1 16 0 141 5 2 4 0 148 11 1 383 4 4:15 PM 0 0 4 3 1 22 0 6 4 2 17 0 197 3 0 3 0 159 9 3 427 6 4:30 PM 0 0 10 6 1 27 0 10 28 1 15 1 180 0 0 5 0 167 13 1 462 3 4:45 PM 0 0 6 2 0 32 0 10 12 2 16 0 169 3 0 3 0 160 12 0 426 2 6:00 PM • 4 0 4 0 2 42 0 18 17 0 16 0 230 6 3 6 0 216 23 2 681 7 5:15 PM • 0 0 4 0 0 18 0 15 13 1 12 0 160 5 2 9 0 134 14 0 374 3 5:30 PM • 0 0 10 0 0 25 0 21 11 6 13 0 199 2 4 11 0 221 36 2 649 11 6:45 PM • 0 0 1 3 1 19 0 26 9 3 16 0 185 2 2 4 0 245 21 2 531 8 6:00 PM 1 0 4 3 0 20 0 19 15 0 12 0 150 2 6 8 0 186 8 4 427 10 6:15 PM 0 0 7 0 0 13 0 13 11 0 12 0 136 1 3 6 0 114 8 4 321 7 6:30 PM 1 0 2 3 7 19 0 12 18 2 7 0 165 3 1 6 1 158 7 3 392 13 Max. 15 min. 4 0 10 6 7 42 0 26 28 6 19 1 230 5 6 11 1 245 36 4 581 13 Pk. Hr. Vol. 4 0 19 3 3 104 0 80 50 9 57 0 764 14 11 30 0 816 94 6 2035 29 4:45 PM Peak Intersection Traffic in Pk, Hr, = 2035 Peak Hr. Factor 0,88 5:45 PM Hour Intersection Pdstrns In Pk. Hr. 29 Jefferson street at Corlsbod Village Drive Lane Configuration for Intersection Capacity Utilization Pk. Hr. Tim© 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 Oeft) Outside Free-flow Lane Settings 0 1 0 0 1 0 1 2 0 1 2 0 Capacity 0 2000 0 0 2000 0 1800 4000 0 1800 4000 0 Are the North/South phases split (Y/N)? N /Are th© Ecist/W©st phas©s split (Y/N)? N Effici©ncy Lost Factor 0.10 Houriy Volum© 0 16 4 52 29 30 28 348 9 17 418 37 Adjust©d Houriy Volum© 0 20 0 0 111 0 28 357 0 17 455 0 Utilization Factor 0.00 0.01 0.00 0.00 0.06 0.00 0.02 0.09 0.00 0.01 0.11 0.00 Critical Factors 0.00 0.06 0.02 0.11 ICU Ratio 0.29 LOS = Turning Mov©m©nts at Intersection of: Jefferson Street and Corlsbod Village Drive W e s t A P P r Time: 8:00 AM to 9:00 AM Date: 8/6/96 Dc3y; Tuesday Name; A.K. fic TM. Totals 835 Sub- totals 450 385 North Approach 30 28 348 9 Subtotals Total 53 0 0 73 16 20 Jefferson Street t North ^ f r 37 418 17 190 Total 111 0 79 Subtotals 29 62 Sub- totals 472 406 Totals 878 E a s t A P P r Corlsbod Village Drive South Approach Note ; Left-turn volumes include U-turns. U-turns in bold. Jefferson Street at Corlsbod Vilkige Drive Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period ; 4:45 PM to 5:45 PM Pages 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 - urotions Inside Oeft) Outside Free-flow 1 2 3 4 5 6 7 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 Houriy Volume 4 19 3 104 80 50 57 764 14 30 816 94 Adjusted Houriy Vdum© 0 26 0 0 234 0 57 778 0 30 910 0 Utilization Factor 0.00 0.01 0.00 0.00 0.12 0.00 0.03 0.19 0.00 0.02 0.23 0.00 Critical Factors 0.00 0.12 0.03 0.23 ICU Ratio 0.48 LOS= A Turning Mov©m©nts at Intersection of: Jefferson Street and Corlsbod Village Drive W e s t A P P r Time; : 4:45 PM to 6:45 PM North Approach Jefferson Street Date; 8/6/96 Day: Tuesday 404 Total Nome: A.K, fic T.M. 234 A 170 Subtotals Sub-50 80 U 104 Sub- Totals 1705 totals 870 836 57 764 14 Subtotals Total t North ^ t r 124 4 0 150 19 26 94 816 30 totals 940 871 Totals 1811 E a s t A P P r Carlsbad Villoge Drive South Approach Note : Left-tum volumes include U-turns. U-turns in bold. CFFY OF CARLSBAD SUMMER 1996 INTERSECTION ANALYSIS SUMMARY Intersection Number: 26 Intersection Location: Carlsbad Village Drive and Harding Street CONTENT PAG1<: Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and 2 of 3 Tura Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Tura Movement Diagram JHK fic Associates Turning Movement Count/Analysis City: Carlsbad Intersection of; N/S Sti-eet; Harding Street E/W Street: Carlsbad Village Drive Count Date; 7/25/96 Day: Thursday Weather; Ctear Page 1 of 3 Fite; CB9626.XLS Data Cdlected byTH. fic LP. Trafflc Control: Signalized End of 15 min, prd. 6:15 AM 6:30 AM 6:45 AM 7:00 AM 7:15 AM 7:30 AM 7:45 AM 8:00 AM 8:15 AM 8:30 AM 8:45 AM 9:00 AM South Approach (NB) North Approach (SB) West /Approach (EB) East Approach (WB) 15 min Total Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds L©ft U-Tm Thru Right P©ds Left U-Tm Thru Right P©ds Vehicles Peds 2 1 2 2 1 4 11 6 9 6 11 10 0 0 0 0 0 0 0 0 0 0 0 0 11 n 4 13 12 9 25 11 18 17 9 21 12 22 18 14 19 16 46 19 28 20 20 14 1 0 0 0 0 0 0 0 0 0 0 0 14 17 31 14 21 15 24 13 11 29 24 17 0 0 0 0 0 0 0 0 0 0 0 0 3 2 3 5 4 2 6 10 6 2 2 7 0 1 0 1 2 1 2 2 1 1 2 1 4 -2 4 5 3 0 11 3 5 8 35 51 69 67 61 80 110 126 114 111 80 3 3 2 3 1 2 4 2 5 3 4 0 2 2 1 4 3 2 3 1 3 3 9 10 6 13 14 18 11 15 27 18 13 6 6 10 6 14 7 14 8 10 12 10 42 55 59 67 79 63 97 119 128 139 116 5 7 12 4 6 14 7 31 26 32 19 0 0 0 0 0 0 0 0 0 0 0 144 191 211 211 239 233 356 372 387 397 318 1 3 2 2 6 4 4 5 2 4- 5 Max. 15 min. 11 0 25 46 1 31 0 10 3 2 11 0 126 6 4 27 14 166 34 0 425 6 Pk, Hr. Vd, 36 0 65 82 0 81 0 17 9 6 19 0 422 18 9 82 46 539 111 0 1527 16 8:00 AM Peak Intersection Trafflc in Pk. Hr. = 1527 Peak Hr. Factor 0.90 9:00 AM Hour Intersection Pdstrns In Pk. Hr. = 15 3:45 PM 4 0 18 21 6 52 0 8 5 0 5 0 178 12 7 16 19 175 23 2 536 15 4:00 PM 6 0 18 14 0 39 0 12 1 0 6 0 188 4 10 21 10 188 26 6 533 15 4:15 PM 13 0 20 32 0 39 0 11 3 1 1 0 189 9 . 6 34 6 167 36 0 559 6 4:30 PM 5 0 23 32 7 42 0 9 2 0 2 0 169 8 9 17 11 165 25 6 510 22 4:45 PM 3 0 17 19 2 52 0 13 3 4 3 0 176 1 13 22 11 174 32 7 525 26 5:00 PM 2 0 16 13 4 26 0 9 3 0 1 0 152 6 1 37 9 127 19 0 420 5 5:15 PM 12 0 15 31 11 44 0 12 2 0 7 1 191 4 12 22 15 187 21 1 564 24 5:30 PM • 10 0 22 18 2 56 0 13 2 0 13 0 214 0 7 24 19 186 27 1 604 10 5:45 PM • 6 0 12 17 0 34 0 11 3 0 10 0 202 3 . 4 18 12 170 14 1 512 5 6:00 PM • 9 0 19 24 2 59 0 12 2 0 2 0 233 9 11 19 19 208 20 0 635 13 6:16 PM • 9 0 21 16 5 54 0 11 2 1 6 1 214 8 7 28 13 182 18 0 583 13 6:30 PM 2 0 12 9 1 34 0 9 0 0 9 0 155 5 12 20 10 163 16 1 444 14 Max. 16 min. Pk. Hr. Vd. 13 34 23 74 32 75 11 9 59 203 13 47 13 31 233 863 12 20 13 29 37 89 19 63 208 746 35 79 635 2334 26 41 5:15 PM Peak Intersection Traffic in Pk. Hr. = 2334 6:16 PM Hour Intersection Pdstrns in Pk. Hr. = 41 Peak Hr. Factor 0.92 Harding Street ot Corlsbod Village Drive Lane Configuration for Intersection Capacity Utilization Pag© 2 of 3 Pk. Hr. Tim© Period ; South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 8:00 AM to 9:00 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Insid© 1 1 1 1 1 1 1 1 1 Config- 0©ft) 2 1 1 urations 3 4 c 1 1 1 1 Outside 0 6 7 Fre©-fiow Lan© S©ttings 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 th© North/South phases split (Y/N)? N /Are th© East/W©st phases split (Y/N)? N Efficiency Lost Factor 0.10 Houriy Volume 36 65 82 81 17 9 19 422 18 128 539 111 Adjusted Houriy Volume 0 183 0 0 107 0 19 440 0 128 650 0 Utilization Factor 0,00 0.09 0.00 0.00 0.05 0.00 0.01 0.11 0.00 0.07 0.16 0.00 Critical Factors 0.09 0,00 0,11 0.07 ICU Ratio — 0.37 LOS = A Turning Movements at Intersection of: Hording Street and Corlsbod Village Drive Time : 8:00 AM to 9:00 AM North Approach Hording Street Date: 7/25/96 Day: Thursday 302 Total Name : TH. fic LP. 107 fl 195 Subtotals Sub-9 17 u 81 Sub - w e s t A P P r Totals 1043 totals 584 459 19 422 18 Subtotals Total 117 I t North 7 t 36 65 0 183 300 4L_ 111 539 128 r 82 46 totals 778 631 Totals 1409 E 0 s t A P P r Corlsbod Vliloge Drive South Approach Note : Left-turn volumes include U-turns. U-turns in bold. Harding Street at Carlsbad Village Drive Lane Configuration for Intersection Capacity Utilization Pag© 3 of 3 Pk. Hr. Time Period ; South Appr (NB) North/Appr (SB) West Appr (EB) East Appr (WB) 5:15 PM to 6:16 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lan© Insid© 1 1 1 1 1 1 1 1 1 Config - (left) 2 1 1 urations 3 4 C 1 1 1 1 Outside O 6 7 R©©-fiow Lan© S©ttings 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 th© North/South phasos split (Y/N)? N /Ar© the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Houriy Volume 34 74 75 203 47 9 32 863 20 152 746 79 Adjusted Houriy Volume 0 183 0 0 259 0 32 883 0 162 825 0 Utilization Factor 0.00 0.09 0.00 0.00 0.13 0.00 0.02 0.22 0.00 0.08 0.21 0.00 Critical Factors 0.00 0.13 0,22 0.08 ICU Ratio = 0.53 LOS = A Turning Movements at Intersection of; Time : 6:15 PM to 6:15 PM Date; 7/25/96 Day: Thursday Name : TH. fic LP. W e s t A P P r Totals 1705 Sub- totals 790 915 Hording Street North Approach 259 47 32 863 20 Subtotals Total and Corlsbod Vllioge Drive Hording Street 156 34 0 339 74 183 443 0 203 t North 1 t r 75 184 79 .746 152 63 Total Subtotals Sub- totals 977 1204 Totals 2181 E a s t A P P r Corlsbod Village Drive South /Approach Note : Left-turn volumes include U-turns. U-turns in bold. CFFY OF CARLSBAD SUMMER 1996 INTERSECTION ANALYSIS SUMMARY Intersection Number: 27 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 2 of 3 Method) P.M. LOS Analysis (HCM 3 of 3 Method) JHK fic Assoclatos Turning Movoment Count /Analysis Pag© 1 of 3 City: Carlsbad Intersection of; N/S Street; Batiquitos Drive E/W Street: Poinsettia Lane Count Date; 7/17/96 Day; Wednesday Weather; Clear Rte: CB9627.XLS Data Cdlected by C.I. fic T.H. Trafflc Control; Unsignalized End of 15 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 P©cls V©hicles Peds 6:16 AM 12 0 0 0 0 0 0 0 5 1 3 0 49 6 0 0 0 61 0 0 136 1 6:30 AM 22 0 2 1 0 3 0 0 13 1 2 0 61 6 0 2 0 71 2 2 185 3 6:45 AM 11 0 0 3 1 6 0 1 13 0 1 0 86 9 0 0 0 65 3 3 198 4 7:00 AM 22 0 1 2 0 7 0 1 21 0 4 0 118 10 0 1 0 94 3 0 284 0 7:15 AM 24 0 0 1 0 3 0 0 21 0 5 0 66 12 0 3 0 102 1 0 238 0 7:30 AM 18 0 0 1 0 5 0 0 21 0 6 0 63 4 0 1 0 92 3 0 214 0 7:45 AM ' 34 0 0 3 0 7 0 1 22 2 6 0 77 8 0 3 0 86 2 0 248 2 8:00 AM • 36 0 0 2 0 6 0 0 25 0 4 3 66 7 0 1 0 170 2 0 312 0 8:15 AM ' 26 0 1 1 0 3 0 0 21 0 3 0 66 14 0 0 0 77 6 0 216 0 8:30 AM " 38 0 0 0 0 3 0 0 24 0 6 0 61 13 0 0 0 122 2 0 269 0 8:46 AM 13 0 3 0 1 7 0 0 17 0 11 1 58 18 0 1 0 82 6 0 217 1 9:00 AM 24 0 1 3 1 8 0 0 11 0 12 0 57 10 0 3 0 84 7 0 220 1 Max. 16 min. 38 0 3 3 1 8 0 1 25 2 12 3 118 18 0. 3 0 170 7 3 312 4 Pk, Hr. Vd. 133 0 1 6 0 19 0 1 92 2 19 3 259 42 0 4 0 454 12 0 1046 2 7:30 AM Peak Intersection Traffic in Pk. Hr. =1046 8:30 AM Hour Intersection Pdstrns in Pk. Hr. = 2 Peak Hr, Factor 0.84 3:45 PM 34 0 2 3 0 6 0 0 16 0 17 1 111 27 1 1 0 193 9 0 420 1 4:00 PM 23 0 0 1 0 6 0 1 9 0 18 1 92 28 0 1 0 102 3 2 286 2 4:15 PM 15 0 0 1 0 0 0 2 10 0 49 1 105 14 0 1 0 114 7 0 319 0 4:30 PM 20 0 2 1 0 2 0 1 11 0 8 0 73 36 1 0 0 82 12 0 247 1 4:45 PM 17 0 2 3 0 6 0 2 14 0 26 0 122 31 0 1 0 108 7 1 338 1 5:00 PM 11 0 2 0 1 3 0 0 11 0 33 1 92 28 1 1 0 86 5 0 273 2 5:15 PM • 20 0 2 0 0 13 0 1 18 0 34 0 145 41 0 1 0 112 13 1 400 1 5:30 PM • 18 0 6 2 0 4 0 6 18 0 25 0 102 37 0 3 0 87 8 0 316 0 5:45 PM • 23 0 6 2 0 6 0 2 14 0 28 0 138 35 2 1 0 111 12 0 378 2 6:00 PM • 20 0 1 2 0 5 0 3 19 0 24 1 123 24 0 0 0 90 10 0 322 0 6:15 PM 18 0 0 0 0 8 0 1 23 0 32 0 130 32 0 0 1 90 9 0 344 0 6:30 PM 24 0 0 2 0 12 0 0 11 0 21 2 93 31 0 1 1 83 6 1 287 1 Max. 15 min. 34 0 6 3 1 13 0 6 23 0 49 2 145 41 2 3 1 193 13 2 420 2 Pk. Hr. Vd. 81 0 16 6 0 28 0 12 69 0 111 1 608 137 2 5 0 400 43 1 1416 3 5:00 PM Peak Intersection Traffic in Pk. Hr. = 1416 6:00 PM Hour Intersection Pdstrns in Pk. Hr. = 3 Peak Hr. Factor 0.84 JHK & Associates - San Diego Intersecfion: Poinsettia Lane & Batiquitos Drive Cify / State: Carlsbad, California Date: 7/17/96 Analysis Period: AM Peak /Analyst: CEI Proj No: 70063 Rlename: 6ciwsc27a.xls APPROACH VOLUMES /Approacti LT TH RT Total PHF EB 22 259 42 323 0.89 WB 4 454 12 470 0.68 NB 133 1 6 140 0.92 SB 19 1 92 112 0.90 OF APPROACH L<ANES 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 Del<3y (seconds) 4.8 15.7 2.6 9.6 Capacity 877 954 603 208 LOS A C A B Intersecfion Total Delay: Intersection Level of Service: 9.7 seconds B JHK & Associates - Son Diego Intersecfion: Poinsettia Lane 8c Bafiquitos Drive City / State: Carlsbad, California Date: 7/17/96 Analysis Period: PM Peak Analyst: CEI Proj No; 70063 Filenanne: 6awsc27p.xls APPROACH VOLUMES Approach LT TH RT Total PHF EB 112 508 137 757 0.86 WB 5 400 43 448 0.88 NB 81 15 6 102 0.82 SB 28 12 69 109 0.85 OF APPROACH L<\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) 11.6 3.3 2.6 10.7 Capacity 1054 951 554 188 LOS D B A C Intersecfion Total Delay: Intersecfion Level of Service: 17.1 seconds C CFTY OF CARLSBAD SUMMER 1996 INTERSECTION ANALYSIS SUMMARY Intersection Number: 28 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 Tura Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Tura Movement Diagram JHK fic /Associates Turning Movement Count /Analysis City; Carlsbad Intersection of; N/S Street; Poseo Del Norte E/W Street; Poinsettia Lan© Pag© 1 of3 Rl©: CB9628,XLS Data Cdtected by A.K. fic CH. Count Dot©; 7/17/96 Day; W©dnesday 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-Tm Thru Right Peds Left U-Trn Thru Right Peds V©hicles Peds 6:15 AM 3 0 0 0 2 4 0 1 19 0 8 0 60 2 0 1 0 59 10 0 167 2 6:30 AM 5 0 0 0 3 2 0 0 29 0 8 0 51 0 0 0 0 63 4 0 162 3 6:45 AM 8 0 1 1 1 7 0 1 39 0 17 0 111 2 2 0 0 120 6 1 312 4 7:00 AM 12 0 0 2 3 15 0 0 50 0 32 0 109 3 1 0 0 132 9 0 364 4 7:15 AM 7 0 0 2 0 11 0 0 44 1 26 0 70 4 2 0 0 132 14 1 310 4 7:30 AM " 6 0 2 2 0 13 0 3 60 0 28 0 81 2 1 2 0 133 8 3 340 4 7:45 AM " 8 0 2 2 0 9 0 0 63 0 33 0 71 11 0 1 0 107 7 0 304 0 8:00 AM " 6 0 4 0 2 10 0 0 59 2 65 0 68 7 0 2 0 168 20 1 409 5 8:15 AM " 10 0 5 2 0 17 0 3 60 0 29 0 81 8 0 1 0 156 18 0 389 0 8:30 AM 10 0 4 0 0 12 0 0 49 0 28 0 61 3 0 3 0 130 12 0 312 0 8:45 AM 15 0 3 1 1 8 0 3 44 1 32 0 71 8 0 2 0 122 12 0 321 2 9:00 AM 18 0 3 2 0 16 0 3 66 0 30 0 82 8 0 0 0 99 8 0 324 0 Max. 15 min. 18 0 5 2 3 17 0 3 60 2 65 0 111 11 2 3 0 168 20 3 409 5 Pk. Hr. Vd. 30 0 13 6 2 49 0 6 232 2 155 0 301 28 1 6 0 563 53 4 1442 9 7:15 AM Peak Intersection Traffic in Pk. Hr. =1442 8:15 AM Hour lnters©ction Pdstrns In Pk, Hr. = 9 Peak Hr. Factor 0.88 3:45 PM 7 0 1 0 0 25 0 4 57 0 53 0 124 8 1 1 0 207 14 0 501 1 4:00 PM 7 0 5 1 1 14 0 1 33 0 45 0 115 11 0 1 0 141 15 0 389 1 4:15 PM 8 0 4 2 0 26 0 3 34 0 63 0 127 14 0 1 0 128 13 0 423 0 4:30 PM 7 0 1 6 0 23 0 3 39 0 63 0 126 6 0 3 0 100 18 0 395 0 4:45 PM 10 0 3 6 1 32 0 4 37 0 61 0 149 7 5 3 0 138 11 0 460 6 5:00 PM 5 0 1 0 0 9 0 2 35 0 67 0 138 10 0 3 0 76 16 , 0 362 0 5:15 PM 7 0 0 3 0 27 0 4 48 0 81 0 184 13 0 0 0 132 10 0 609 0 5:30 PM • 5 0 1 2 0 24 0 5 33 1 94 0 163 8 4 2 0 111 14 0 462 5 5:45 PM • 9 0 3 3 0 36 0 2 24 1 57 1 176 8 1 1 0 120 15 0 455 2 6:00 PM • 4 0 2 2 0 17 0 3 34 1 62 0 144 7 1 2 0 103 15 1 395 3 6:15 PM • 6 0 3 2 0 29 0 2 ' 37 3 87 0 186 12 0 2 0 118 27 0 511 3 6:30 PM 3 0 1 2 0 20 0 5 26 0 48 0 115 11 1 1 0 94 14 0 339 1 Max. 15 min. 10 0 5 6 1 36 0 6 57 3 94 1 186 14 6 3 0 207 27 1 511 6 Pk. Hr. Vd. 24 0 9 9 0 106 0 12 128 6 300 1 669 35 6 7 0 462 71 1 1823 13 6:15 PM Hour Peak Hr. Factor 0.89 Intersecfion Pdstrns In Pk. Hr. 13 Poseo Del Norte at Poinsettia Lane Lane Configurcation for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) W©st Appr (EB) East Appr (WB) 7:15 AM to 8:16/AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 1 1 1 1 Config - Oeft) 2 1 1 1 1 1 1 urations 3 1 1 1 4 1 5 1 Outside 6 7 Free-flow Lane Settings 1 1 0 1 1 0 2 2 1 1 2 0 Capacity 1800 2000 0 1800 2000 0 3240 4000 1800 1800 4000 0 /Are th© North/South phas©s split (Y/N)? N /Are th© East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Houriy Volume 30 13 6 49 6 232 155 301 28 6 563 53 Adjusted Hourly Volume 30 19 0 49 238 0 165 301 28 6 616 0 Utilization Factor 0.02 0.01 0.00 0.03 0.12 0.00 0.05 0.08 0.02 o.cb 0.15 0.00 Critical Factors 0.02 0.12 0.05 0.15 ICU Ratio = 0.44 LOS = A Tuming Movements at Intersection of: Poseo Del Norte and Polnsettio Lone W e s t A P P r Time: 7:16AM to 8:15 AM Date; 7/17/96 Day: Wednesday Name : A.K. fic CH. Totals 1309 Sub- totals 826 484 North Approach 287 232 6 155 301 28 Subtotals Total 30 0 40 13 49 508 0 49 Poseo Del Norte 221 t North 4^ 53 563 6 Total Subtotals Sub- totals 622 356 Totals 978 Poinsettia Lane E a s t A P P r South Approach Note : Left-turn volumes include U-turns. U-tums in bold. Paseo Del Norte at Poinsettia Lane Lane Configuration for Intersection Capacity Utilization Pk. Hr. Tim© Period ; 5:15 PM to 6:15 PM Lane Config- urations Inside (left) Outsid© Free-flow 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 1 1 1 1 11 111. 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 phcases split (Y/N)? N Effidency Lost Factor 0.10 Houriy Volume 24 9 9 106 12 128 301 669 35 7 462 71 Adjusted Houriy Vdume 24 18 0 106 140 0 301 669 35 7 623 0 Utilization Factor 0.01 0.01 0.00 0.06 0,07 0.00 0.09 0.17 0.02 0.00 0.13 0.00 Critical Factors 0.01 0.07 0.09 0.13 ICU Ratio = 0.40 LOS= A Tuming Movements at Intersection of: Poseo Del Norte ond Poinsettia Lone W e s t A P P r Time; 6:16 PM to 6:15 PM Date: 7/17/96 Day: Wednesday Nam© ; A.K. fic CH. Totals 1610 Sub- totals 605 1005 North Approach 246 128 12 301 669 35 Subtotals Total 54 24 0 96 9 42 626 0 106 Poseo Del Norte 380 t North ^ t r 71 452 7 Total Subtotals Sub- totals 530 784 Totals 1314 Poinsettia Lane E a s t A P P r South Approach Note : Left-turn volumes include U-turns. U-turns in bold. CFFY OF CARLSBAD SUMMER 1996 INTERSECTION ANALYSIS SUMMARY Intersection Number: 29 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 Tura Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Tura Movement Diagram JHK fic /Associates Turning Movement Count /Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Street: Avenida Encinas E/W Street: Poinsettia Lane Count Date; 7/16/96 Day: Tuesday Weather; Clear File: CB9629.XLS Data Cdlected by A.K. fic D.K. Trafflc 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 2 0 2 11 0 11 0 2 0 0 0 0 3 1 1 11 0 9 15 0 67 1 6:30 AM 9 0 0 14 2 7 0 1 0 0 1 0 10 3 0 14 0 19 6 1 84 3 6:45 AM 6 0 2 10 1 11 0 5 1 1 1 0 10 2 0 12 0 26 24 2 109 4 7:00 AM 1 0 3 17 0 9 0 6 0 2 9 0 17 4 5 20 1 23 17 0 127 7 7:16 AM 2 0 1 21 5 13 0 6 6 0 3 0 7 2 3 26 0 25 19 2 130 10 7:30 AM 8 0 10 27 0 9 0 5 4 0 3 0 15 7 0 21 0 16 46 2 170 2 7:45 AM 5 0 4 33 3 13 0 3 1 0 2 0 5 5 2 28 0 25 41 0 165 5 8:00 AM 6 0 3 21 3 12 0 6 1 0 7 0 9 2 0 21 0 20 44 0 152 3 8:16 AM " 3 0 6 40 3 12 0 3 7 6 4 0 12 7 3 53 0 23 33 0 203 11 8:30 AM " 6 0 6 41 1 4 0 3 6 0 8 0 15 11 0 65 0 25 34 0 214 1 8:45 AM ' 10 0 5 60 1 8 0 6 3 2 4 0 19 18 1 58 0 33 27 1 241 5 9:00 AM • 11 0 4 38 6 13 0 9 6 1 5 0 13 11 0 54 0 45 46 6 265 11 Max. 15 min. 11 0 10 50 5 13 0 9 7 6 9 0 19 18 6 58 1 45 46 5 255 11 Pk. Hr. Vd. 30 0 21 169 10 37 0 21 22 8 21 0 59 47 4 220 0 126 140 6 913 28 8:00 AM Peak Intersection Traffic In Pk, Hr. =913 9:00 AM Hour Intersection Pdstms In Pk. Hr, = 28 Peak Hr. Factor 0.90 3:46 PM 24 0 14 92 1 27 0 9 11 0 7 0 38 17 1 78 0 42 41 0 400 2 4:00 PM 24 1 5 88 2 23 0 14 7 0 6 0 40 22 3 78 0 29 36 0 373 5 4:15 PM 25 0 9 70 0 32 0 18 9 0 9 0 29 17 0 65 1 25 23 1 332 1 4:30 PM 29 0 14 92 2 32 0 12 8 0 11 0 34 28 0 99 0 28 35 2 422 4 4:45 PM 12 0 9 54 0 29 0 10 4 2 2 0 23 7 2 52 0 15 10 0 227 4 5:00 PM 30 0 11 73 1 34 0 8 6 0 11 0 23 28 0 75 0 19 24 0 342 1 5:15 PM • 32 0 13 85 7 59 0 16 8 0 6 0 38 27 0 87 0 48 37 0 456 7 5:30 PM • 24 0 4 79 0 39 0 9 9 0 4 0 44 35 1 55 0 30 28 0 360 1 5:45 PM • 17 0 9 96 0 41 0 11 7 3 6 0 48 17 0 63 0 23 28 1 366 4 6:00 PM " 24 0 3 78 0 27 0 13 8 0 9 0 36 24 1 83 0 23 29 0 366 1 - 6:15 PM 27 0 12 87 3 46 0 7 10 5 11 0 40 26 0 64 0 34 32 1 396 9 6:30 PM 24 0 11 71 2 20 0 7 6 0 6 0 23 16 2 52 0 32 22 1 289 6 Max. 15 min. 32 1 14 96 7 69 0 18 11 6 11 0 48 35 3 99 1 48 41 2 456 9 Pk, Hr, Vd, 97 0 29 338 7 166 0 49 32 3 25 0 165 103 2 288 0 124 122 1 1538 13 6:00 PM Hour Intersection Pdstrns In Pk. Hr. 1538 13 Peak Hr. Factor 0.84 Avenkia 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 Soutti/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 - urotions Inside Oeft) Outside Ree-flow 1 1 1 1 Lan© 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 /Ar© th© North/South phas©s split (Y/N)? Y Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Houriy Volum© 30 21 169 37 21 22 21 59 47 220 126 140 Adjust©d Houriy Volum© 30 21 169 0 80 0 21 106 0 220 126 140 Utilization Factor 0.02 0.01 0.09 0.00 0.04 0.00 0.01 0.02 0.00 0.07 0.03 0.08 Critical Factors 0.09 0.05 0.01 0.08 ICU Ratio = 0.33 LOS = A Tuming Movements at Intersection of: Avenida Encinas and Poinsettia Lane W e s t A P P r Tim©: : 8:00 AM to 9:00 AM North Approach Avenida Encinas Dot©: : 7/16/96 Day; : Tuosday 262 Total Nam©: : A.K. fic D.K. 80 182 Subtotals Sub-22 21 U 37 Sub- Totals 305 totals 178 127 21 59 47 Subtotals Total t 288 30 0 508 North 140 126 220 21 169 220 totals 486 265 Totals 751 Polnsettio Lone E a s t A P P r South Approach Note : L©ft-turn volumes indude U-turns. U-tums in bold. Avenida Encinas at Polnsetfia Lane Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period ; South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 5:00 PM to 6:00 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 1 1 1 1 1 , 1 Config - Oeft) 2 1 1 1 urations 3 1 1 1 4 5 1 1 1 1 Outside 6 7 Free-flow Lane Settings 1 1 1 0 1 0 1 3 0 2 2 1 Capacity 1800 2000 1800 0 2000 0 1800 6000 0 3240 4000 1800 /Are the North/South phases split (Y/N)? Y Are th© East/W©st phas©s split (Y/N)? N Efficl©ncy Lost Factor 0.10 Houriy Volum© 97 29 338 166 49 32 25 165 103 288 124 122 Adjusted Houriy Vdum© 97 29 338 0 247 0 25 268 0 288 124 122 Utilization Factor 0.05 0.01 0.19 0.00 0.12 0.00 0.01 0.04 0.00 0.09 0.03 0.07 Critical Factors 0.19 0.00 0.04 0.09 ICU Ratio 0.42 LOS= A Tuming Movements at Intersection of: Avenldo Encinas and Poinsettia Lane W e s t A P P r Time: : 5:00 PM to 6:00 PM North Approach Avenldo Encinas Date: ; 7/16/96 Day: Tuesday 423 Total Name: AK. fic D.K. 247 176 Subtotals Sub-32 49 u 166 Sub- Totals 546 totals 253 293 25 165 103 Subtotals Total 440 I t North A 1 97 t 29 0 464 904 338 122 124 288 totals 634 669 Totals 1203 Polnsettio Lone E a s t A P P r South /Approach Note : Left-turn volumes indude U-turns. U-turns in bold. CFFY OF CARLSBAD SUMMER 1996 INTERSECTION ANALYSIS SUMMARY Intersection Number: 30 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 2 of 3 Method) P.M. LOS Analysis (HCM 3 of 3 Method) JHK & Associates Tuming Movement Count /Analysis Pag© 1 of 3 City; Carlsbad lnters©ction of; N/S Str©©t; Tamarack Av©nu© E/W Street; Carlsbad Village Drive Count Date; 8/1/96 Day; Thursday Weather; Cloudy Rte; CB9630.XLS Data Cdlected by C.I. fic CH. Trafflc 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 3 0 1 0 0 1 0 • 4 6 0 2 0 0 3 1 2 0 6 1 0 29 1 6:30 AM 2 0 1 0 0 0 0 8 7 1 1 0 6 5 5 1 0 8 0 0 39 6 6:45 AM 4 0 2 1 0 1 0 11 10 1 1 0 2 7 0 8 0 15 0 0 62 1 7:00 AM 3 0 0 0 0 0 0 13 12 0 1 0 1 4 0 1 0 10 0 1 1 45 1 7:15 AM • 13 0 2 1 0 0 0 15 20 0 3 0 4 9 6 8 0 15 0 1 1 90 7 7:30 AM " 6 0 6 0 1 1 0 7 7 2 5 0 7 12 1 5 0 18 1 1 74 5 7:45 AM " 9 0 2 1 1 0 0 13 16 0 2 0 3 12 1 6 0 19 0 1 82 3 8:00 AM • 13 0 2 0 0 1 0 19 12 0 4 0 7 13 2 6 0 25 0 0 102 2 8:15 AM 12 0 9 1 0 1 0 15 8 1 3 0 10 12 2 1 0 14 0 2 86 5 8:30 AM 10 0 5 1 1 0 0 5 12 0 3 0 6 6 1 3 0 14 1 0 66 2 8:45 AM 7 0 4 6 0 0 0 11 10 0 1 0 7 8 1 3 0 16 1 0 74 1 9:00 AM 16 0 1 4 0 0 0 3 4 0 5 0 13 7 1 4 0 13 2 0 71 1 Max. 15 min. 16 0 9 6 1 1 0 19 20 2 5 0 13 13 6 8 0 25 2 2 102 7 Pk, Hr, Vd. 41 0 11 2 2 2 0 54 55 2 14 0 21 46 10 24 0 77 1 3 348 17 7:00 AM Peak Intersection Traffic in Pk. Hr. = 348 Peak Hr. Factor 0.85 8:00 AM Hour Intersection Pdstrns in Pk. Hr. 17 3:45 PM 11 0 13 3 0 4 0 10 16 0 7 0 20 13 4 3 0 21 7 0 128 4 4:00 PM 8 0 8 6 0 .1 0 8 10 0 14 0 23 6 0 1 0 30 2 0 117 0 4:15 PM 10 0 8 4 0 1 0 8 11 1 10 1 24 14 4 3 0 17 2 0 113 6 4:30 PM 11 0 13 6 0 0 0 3 6 0 12 0 24 21 3 2 0. 17 1 0 116 3 4:45 PM 12 0 16 2 0 1 0 4 5 0 15 0 23 13 3 0 0 10 3 0 103 3 5:00 PM 24 0 13 2 0 2 0 4 6 0 8 1 23 10 0 2 0 9 0 0 104 0 5:16 PM 9 0 14 11 0 0 0 4 9 1 20 0 17 11 1 7 0 15 0 0 117 2 5:30 PM " 13 0 15 8 0 1 0 3 8 0 22 0 34 15 1 3 0 10 1 1 0 133 1 5:45 PM • 9 0 13 7 1 2 0 6 7 2 22 0 35 7 5 1 0 23 1 1 0 133 8 6,00 PM • 12 0 9 8 0 1 0 2 11 0 16 0 36 11 1 0 0 14 0 0 119 1 6:15 PM • 13 0 12 12 0 2 0 2 10 0 20 0 32 19 0 4 0 32 2 0 160 0 6:30 PM 13 0 15 5 0 5 0 7 6 0 13 0 25 13 0 2 0 21 3 0 127 0 Max, 15 min. 24 0 15 12 1 5 0 10 16 2 22 1 36 21 5 7 0 32 7 0 160 8 Pk. Hr. Vd. 47 0 49 36 1 6 0 13 36 2 79 0 137 52 7 8 0 79 4 0 545 10 6:15 PM Hour Intersection Pdstrns in Pk. Hr. = 10 Peak Hr. Factor 0.85 JHK & Associates - Son Diego Intersection: City / State: Carlsbad, California Date: 8/1/96 Analysis Period: AM Peak Tamarack Avenue & Carlsbad Village Drive Analyst: CEI Proj No: 70063 Filename: 6ciwsc30a.xls APPROACH VOLUMES Approach LT TH RT Total PHF EB 14 21 42 77 0.84 WB 24 77 1 102 0.82 NB 41 11 2 64 0.84 SB 2 54 55 111 0.79 DF 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) 1.7 2.5 1.3 26.7 Capacity 689 614 967 163 LOS A A A D Intersecfion Total Delay: Intersection Level of Service: 9.9 seconds B JHK & Associates - Son Diego Intersecfion: City / State: Carlsbad, California Date: 8/1/96 Analysis Period; PM Peak Tamarack Avenue 8c Carlsbad Village Drive Analyst: CEI Proj No: 70063 Filename: 6ciwsc30p.xl$ APPROACH VOLUMES Approach LT TH RT Total PHF EB 79 137 52 268 0.67 WB 8 79 4 91 0.60 NB 47 49 35 131 0.89 SB 6 13 36 55 0.92 OF APPROACH LANES 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 OFTHE RESULTS /Approacti EB WB NB SB Delay (seconds) 4.7 2.8 2.0 98.2 Intersecfion Total Delay: 13.2 Intersecfion Level of Sen/ice: B Capacity 983 562 823 50 seconds LOS A A A F CFTY OF CARLSBAD SUMMER 1996 INTERSECTION ANALYSIS SUMMARY Intersection Number: 31 Intersection Location: Alga Road and El Fuerte Street CONTENT EAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and 2 of 3 Tum Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Tura Movement Diagram JHK fic /Associates Tuming Movement Count /Analysis City; Carlsbad Intersection of; N/S Street; El Fuert© Str©©t E/WStr©©t; Alga Road Page 1 of 3 Count Dote; 7/9/96 End of 15 min. prd. 6:15 AM 6:30 AM 6:46 AM 7:00 AM 7:15AM 7:30 AM 7:46 AM 8:00 AM 8:15 AM 8:30 AM 8:45 AM 9:00 AM Day: Tuesday Weather; Sunny South /Approach (NB) North /Approach (SB) Rte; CB9631.XLS Data Collected by L.P. fic A.K. Traffic Control: Signalized West /Approach (EB) East Approach (WB) 15 min Total Left U-Tm Thru Right Peds Left U-Tm Thru Right Peds Left U-Trn Thru Right Peds L©ft U-Tm Thru Right Peds Vehlcl©s Peds 7 0 0 4 0 0 0 0 5 1 1 0 25 0 0 2 1 32 0 0 77 1 2 0 0 4 4 6 0 0 6 2 1 0 24 0 2 3 0 26 0 2 72 10 8 0 0 12 1 2 0 0 14 0 1 0 27 1 2 3 0 47 1 1 116 4 1 0 1 6 4 6 0 1 19 2 1 0 35 4 4 8 0 58 6 2 146 12 9 0 1 23 2 6 0 0 14 0 5 0 51 3 1 15 0 65 3 0 195 3 8 0 0 16 1 10 0 1 10 0 5 0 24 4 1 10 0 37 0 0 125 2 6 0 0 37 7 13 0 2 12 4 5 0 55 1 1 36 0 73 1 6 241 17 16 0 2 31 8 12 0 8 22 4 4 0 58 11 6 73 0 73 2 6 312 24 10 0 4 46 0 8 0 9 14 2 2 0 31 7 0 77 0 61 2 0 271 2 10 0 4 54 1 5 0 10 7 2 2 0 47 6 0 49 0 66 0 1 260 4 8 0 0 13 0 3 0 1 11 0 6 0 32 1 0 8 0 52 3 0 138 0 2 0 0 11 1 7 0 0 6 4 7 0 40 4 0 7 0 55 0 0 139 5 16 0 4 54 8 13 0 10 22 4 7 0 58 11 6 77 1 73 6 6 312 1084 24 47 42 0 10 168 16 38 0 29 55 12 13 0 191 25 7 235 0 273 5 12 312 1084 24 47 Intersection Traffic In Pk, Hr. = 1084 Peak Hr. Factor 0.87 Max. 15 min Pk. Hr. Vd. 7:30 AM 8:30 AM Peak Hour Intersection Pdstrns in Pk. Hr. = 47 3:45 PM 4:00 PM 4:15 PM 4:30 PM 4:45 PM 5:00 PM 5:15 PM • 5:30 PM • 5:46 PM • 6:00 PM • 6:15 PM 6:30 PM Max. 15 min. Pk. Hr, Vd. 7 2 2 3 3 3 3 4 7 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 1 1 1 2 0 0 3 2 1 0 2 17 12 9 9 13 14 10 12 13 25 5 15 0 2 0 0 2 1 3 4 0 4 0 7 3 4 7 5. 4 4 10 1 10 11 8 9 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 2 2 0 1 1 2 0 0 0 13 4 9 0 78 4 0 28 1 66 3 4 232 8 8 0 13 0 49 3 0 11 0 38 3 1 146 3 9 0 7 0 72 4 0 11 0 34 8 1 164 1 8 0 11 0 56 4 0 9 0 63 8 0 179 0 8 1 9 0 67 8 1 16 0 62 6 1 199 5 6 4 19 0 80 7 2 20 0 64 12 0 229 7 7 0 16 0 73 12 0 23 0 44 17 0 216 3 6 1 9 0 69 12 3 16 0 41 9 4 182 12 5 0 9 0 61 10 0 31 0 43 6 0 199 0 9 2 16 0 85 10 1 26 0 59 7 1 261 8 6 0 16 0 65 2 3 14 0 33 7 0 146 3 10 0 13 0 69 6 2 12 0 44 4 0 184 9 13 4 19 0 85 12 3 31 1 66 17 4 251 12 27 3 50 0 288 44 4 94 0 187 39 5 848 23 7 0 3 26 7 11 17 0 6 60 11 32 Intersection Traffic In Pk. Hr. 0 0 848 23 5:00 PM Peak 6:00 PM Hour Intersection Pdstrns In Pk. Hr. Peak Hr. Factor 0.84 B Fuerte Street at Alga Rood Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 7:30 AM to 8:30 AM Pag© 2 of 3 Soutti Appr (NB) North Appr (SB) W©st Appr (EB) East Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config - urations Inside Oeft) Outsid© Fr©©-flow 1 2 3 4 5 6 7 Lan© Settings 1 1 1 1 1 1 1 2 0 1 2 0 Capacity 1800 2000 1800 1800 2000 1800 1800 4000 0 1800 4000 0 Are tti© Nortti/Soutti phas©s ^it (Y/N)? N 4000 Ar© tti© East/W©st phas©s split (Y/N)? N Effidency Lost Factor 0.10 Houriy Volume 42 10 168 38 29 55 13 191 25 236 273 5 Adjusted Hourly Vdume 42 10 168 38 29 55 13 216 0 235 278 0 Utilization Factor 0.02 0.01 0,09 0.02 0.01 0.03 0.01 0.05 0.00 0.13 0.07 0.00 Critical Factors 0.09 0.02 0.06 0.13 0.07 0.00 ICU Ratio = 0.39 LOS = A Tuming Movements at Intersecrtion of: El Fuerte Street and Algo Rood W © s t A P P r Tim© ; 7:30 AM to 8:30 AM Dot©: 7/9/96 Day: Tu©sday Nam©; L.P. fic A.K. Totals 599 Sub- fotals 370 229 North Approach 55 13 191 26 Subtotals 289 Total 122 29 t North t 42 10 0 220 609 160 0 38 B Fuerte Street 28 4_ 168 6 273 236 Total Subtotals Sub- totals 613 397 Alga Rood Totals 910 E a s t A P P r South /Approach Not© : Left-turn volumes include U-turns. U-tums in bold. B Fuerte Street at Mga Road Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period ; 5:00 PM to 6:00 PM Page 3 of 3 Soutti/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 Oeft) Outside Ree-flow Lane Settings 1 1 1 1 1 1 1 2 0 1 2 0 Capacity 1800 2000 1800 1800 2000 1800 1800 4000 0 1800 4000 0 /Are ttie North/South phases split (Y/N)? N Are tiie East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Houriy Vdume 17 6 60 32 4 27 50 288 44 94 187 39 Adjusted Houriy Volume 17 6 60 32 4 27 50 332 d 94 226 0 Utilization Factor 0.01 0.00 0.03 0.02 0.00 0.02 0.03 0.08 0.00 0.05 0.06 0.00 Critical Factors 0.03 0.02 0.08 0.05 ICU Ratio = 0.28 LOS = A Turning Movements at Intersection of: B Fuerte Street and /Algo Road W e s t A P P r Time : 5:00 PM to 6:00 PM Dote; 7/9/96 Day: Tuesday Name ; L.P. fic A.K. Totals 613 Sub- totals 231 382 North Approach 63 4 50 288 44 Subtotals Total 142 17 0 225 North B Fuerte Street 158 0 32 t 6 60 83 95 39 187 94 Total Subtotals Sub- totals 320 380 Algo Road Totals 700 E a s t A P P r South Approach Not© : L©ft-tum volumes include U-turns. U-tums in bold. CFFY OF CARLSBAD SUMMER 1996 INTERSECTION ANALYSIS SUMMARY Intersection Number: 32 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 Tura Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Tura Movement Diagram JHK fic /Associates Turning Mov©m©nt Count /Analysis City: Carlsbad lnt©rsection of; N/S Street: State Street E/W Street; Grand Avenue Count Date; 8/7/96 Day: Wednesday Weather; Clear Pag© 1 of 3 Fite; CB9632.XLS Data Cdlected by A.K.fic A.K. 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-Tm Thru Right Peds Left U-Tm Thru Right Peds Left U-Tm Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 3 0 13 2 1 0 0 8 0 1 0 0 4 0 0 2 0 18 12 2 62 4 6:30 AM 1 0 6 0 0 I 0 6 0 1 1 0 13 0 1 2 0 11 4 1 47 3 6:46 AM 2 0 12 0 0 3 0 12 2 0 1 0 5 0 2 1 0 15 9 4 62 6 7:00 AM 4 0 9 3 0 1 0 7 1 2 1 0 13 2 1 1 0 24 6 3 72 6 7:16 AM 3 0 18 1 2 2 0 4 3 0 6 0 15 1 3 4 2 34 8 8 100 13 7:30 AM 0 0 10 1 0 3 0 7 3 1 1 0 14 2 0 3 0 17 9 3 70 4 7:45 AM 1 0 17 4 3 4 0 17 5 1 6 0 17 0 3 2 0 33 7 8 113 15 8.00 AM 0 0 11 2 1 4 0 14 3 3 6 0 18 4 2 6 0 17 5 5 90 11 8:15 AM • 2 0 11 6 1 5 0 21 6 0 8 0 15 3 0 6 0 35 14 1 132 2 8:30 AM " 3 0 23 7 4 2 0 5 4 0 5 0 39 3 1 3 0 33 11 4 138 9 8:45 AM ' 3 0 17 1 4 3 0 10 6 10 7 0 28 5 2 4 1 43 6 4 133 20 9:00 AM • 2 0 13 3 1 6 0 16 4 0 2 0 29 5 1 5 0 35 9 3 128 6 Max. 15 min. 4 0 23 7 4 6 0 21 6 10 8 0 39 5 3 6 2 43 14 8 138 20 Pk. Hr. Vol. 10 0 64 17 10 16 0 51 19 10 22 0 111 16 4 18 1 146 40 12 531 36 8:00 AM Peak Intersection Trafflc in Pk. Hr. = 631 Peak Hr. Factor 0.96 9:00 AM Hour Intersection Pdstrns in Pk. Hr. = 36 3:45 PM 4:00 PM 4:15 PM 4:30 PM 4:45 PM 6:00 PM 6:15 PM 5:30 PM 5:46 PM 6:00 PM 6:15 PM 6:30 PM 3 0 25 10 20 14 0 36 11 16 12 0 46 4 16 10 0 46 24 20 240 72 7 0 28 16 18 9 0 16 12 12 9 1 47 5 4 5 1 48 12 17 216 51 9 0 33 11 24 7 0 29 12 15 9 0 '45 6 16 3 1 59 14 12 238 67 5 0 19 7 12 9 0 34 11 14 8 0 52 8 7 8 1 56 22 23 240 56 10 0 24 5 7 9 0 32 11 9 7 0 56 6 6 8 0 38 11 13 217 35 .5 0 32 .15 19 8 0 33 11 14 12 0 83 10 4 11 0 63 14 11 297 48 3 0 38 13 4 16 0 37 8 11 12 0 61 8 6 12 0 66 12 8 276 29 3 0 21 8 4 12 0 18 7 10 14 0 60 9 2 7 0 44 19 2 212 18 5 0 19 10 0 9 0 31 10 2 9 0 41 7 0 4 0 67 12 3 214 6 5 0 31 7 2 7 0 34 10 0 10 0 63 11 10 9 0 60 11 3 248 16 3 0 21 10 3 3 0 9 8 1 8 0 29 1 2 6 0 44 10 6 151 11 3 0 16 10 2 12 0 10 5 6 11 0 35 5 5 6 0 33 7 8 153 21 10 0 38 16 24 16 0 37 12 16 14 1 83 11 16 12 1 66 24 23 297 72 23 0 113 40 42 42 0 136 41 48 39 0 242 32 23 39 1 223 59 55 1030 168 Intersection Trafflc In Pk. Hr. = 1030 Peak Hr. Factor 0.87 Max, 15 min Pk. Hr. Vd. 4:15 PM 5:15 PM Peak Hour Intersection Pdstrns in Pk. Hr. 168 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 Lan© Config - urations Inside Oeft) Outside Fr©©-flow Lan© 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 /Ar© ttie North/South phas©s split (Y/N)? N /Are th© East/W©st phases split (Y/N)? N Efficiency Lost Factor 0.10 Houriy Vdum© 10 64 17 16 51 19 22 111 16 19 146 40 Adjusted Houriy Vdume 0 91 0 0 86 0 0 149 0 0 205 0 Utilization Factor 0.00 0.05 0.00 0.00 0.04 0.00 0.00 0.07 0.00 0.00 0.05 0.00 Critical Factors 0.05 0.00. 0.07 0.00 ICU Ratio 0.22 LOS = Tuming Movements at lnt©fs©ction of: State Sfreet and Grand Avenue W e s t A' P P r Tim© ; 8:00 AM to 9:00 AM Date: 8/7/96 Day: W©dn©sday Nam©; A.K.ficA.K. Totals 324 Sub- totals 175 149 North Approach 86 19 51 22 —4 111 • Subtotals Total 85 I t North • *1 10 t 64 0 91 176 212 0 16 State Street 126 40 146 19 17 Total Subtotals Sub- totals 205 145 Totals 350 Grand Avenue E a s t A P P r South Approach Not© ; Left-tum volum©s include U-turns. U-tums in bold. state Street of Grand Avenue Lan© Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 4:15 PM to 5:15 PM Pag© 3 of 3 Soutti/Appr (NB) North/Appr (SB) W©stAppr(EB) East/Appr (WB) Left Thru Right Left Thru Right L©ft Thru Right Left Thru Right Lane Config- urations Inside Oeft) Outside Ree-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 /Are th© North/South phases split (Y/N)? N Are th© East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Houriy Volume 23 113 40 42 136 41 39 242 32 40 223 59 Adjusted Houriy Vdum© 0 176 0 0 219 0 0 313 0 0 322 0 Utilization Factor 0.00 0.09 0.00 0.00 0.11 0.00 0.00 0.16 0.00 0.00 0.08 0.00 Critical Factors 0.00 0.11 0.16 0.00 ICU Ratio = 0.37 LOS = Turning Movem©nts at lnt©rs©ction of; Stote Street and Grand Avenue W e s t A P P r Time: 4:15PM to 5:15 PM Date: 8/7/96 Day: W©dn©sday Nam©; A.K.fic A.K. Totals 600 Sub- totals 287 313 North Approach 39 242 32 Subtotals Total 207 t North • 1 23 t 113 0 176 383 State Street 41 136 42 4_ 59 223 40 430 Total 219 0 211 Subtotals 136 42 Sub- totals 322 325 Totals 647 Grand Avenue E a s t A P P r South Approach Note ; Left-tum volumes include U-tums. U-turns in bold. CFFY OF CARLSBAD SUMMER 1996 INTERSECTION ANALYSIS SUMMARY Intersection Number: 33 Intersection Location: Grand Avenue and Jefferson Street CONTENT £AGE Tura Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and 2 of 3 Tura Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Tura Movement Diagram JHK fic /Associates Turning Mov©m©nt Count /Analysis Page 1 of 3 City; Carlsbad Intersection of; N/S Street: Jefferson Street E/W Street; Grand Avenue Count Date; 8/7/96 Day; Wednesday Weather; Clear File: CB9633.XLS Data Cdtected by W.H. fic C.I. Traffic Control; Signalized End of 16 min. prd. 6:16 AM 6:30 AM 6:45 AM 7:00 AM 7:15 AM 7:30 AM 7:45 AM 8:00 AM 8:15 AM 8:30 AM 8:45 AM 9:00 AM South /Approach (NB) North Approach (SB) West /Approach (EB) East Approach (WB) 15 min Total Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 0 0 0 0 0 0 0 0 0 0 0 0 3 10 10 5 4 2 10 6 9 9 16 16 1 6 0 0 1 0 2 0 1 2 1 3 1 0 0 0 0 1 0 1 2 0 2 3 6 4 11 9 8 9 10 14 16 10 8 9 0 0 0 0 0 0 0 0 0 0 0 0 16 6 20 21 16 16 18 30 14 21 24 28 2 18 19 20 13 10 26 36 20 25 19 28 0 0 0 3 0 0 0 1 0 1 0 2 6 7 2 5 7 8 5 9 12 15 8 9 0 0 0 0 0 0 0 0 0 0 0 0 7 17 11 12 10 4 8 11 14 14 7 18 1 3 0 3 0 1 2 6 4 1 13 9 1 0 0 0 0 0 1 3 0 1 0 4 1 2 2 1 0 1 0 1 1 1 0 0 0 0 0 0 0 0 0 0 0 0 17 14 17 9 16 13 10 15 26 24 32 6 7 10 11 11 9 10 8 5 11 18 0 0 0 0 0 0 2 3 1 2 0 70 95 104 97 86 74 104 137 122 139 151 2 0 0 3 0 1 3 8 3 4 2 Max. 15 min. 6 0 16 5 3 15 0 30 36 3 15 0 18 13 4 2 0 34 18 4 172 13 Pk. Hr. Vd. 17 0 50 7 7 42 0 87 92 3 44 0 63 27 5 4 0 116 45 7 584 22 8:00 AM Peak Intersection Traffic in Pk. Hr. = 684 Peak Hr. Factor 0.85 9:00 AM Hour Intersection Pdstrns In Pk, Hr, = 22 3:45 PM 12 0 31 3 2 19 0 49 32 2 33 0 38 19 1 4 0 63 32 6 325 11 4:00 PM 13 0 32 5 3 14 0 56 35 8 38 0 36 24 6 4 0 37 28 1 320 16 4:15 PM 12 0 24 6 4 26 0 36 41 3 59 1 44 22 3 5 0 57 33 3 366 13 4:30 PM 11 0 21 1 6 10 0 40 46 3 37 0 44 17 4 7 0 50 26 8 310 20 4:45 PM 5 0 42 4 1 21 0. 29 37 2 42 0 58 12 6 1 0 51 21 6 323 14 5:00 PM • 8 0 46 6 1 16 0 66 35 1 45 0 44 17 4 1 0 53 40 0 365 6 6:16 PM • 13 0 41 14 2 17 0 52 44 4 68 0 42 23 5 3 0 52 42 1 411 12 5:30 PM • 8 0 34 6 1 20 0 44 22 0 66 0 31 13 1 1 0 33 38 4 306 6 5:45 PM • 6 0 38 6 0 12 0 47 43 0 58 0 46 10 3 1 0 45 38 1 350 4 6:00 PM 15 0 31 5 0 13 0 47 44 1 48 0 27 12 1 3 0 31 26 0 302 2 6:15 PM 7 0 28 3 0 15 0 29 49 4 41 0 63 9 0 1 1 34 38 1 308 5 6:30 PM 7 0 26 2 2 14 0 38 22 2 29 0 33 14 3 2 0 28 29 1 244 8 Max. 15 min. 15 0 46 14 5 26 0 55 49 8 68 1 58 24 6 7 1 57 42 8 411 20 Pk. Hr. Vd. 35 0 169 31 4 65 0 198 144 5 227 0 163 63 13 6 0 183 158 6 1432 28 4:45 PM Peak Intersection Traffic in Pk. Hr, =1432 6:45 PM Hour Intersection Pdstrns in Pk, Hr. = 28 Peak Hr. Factor 0.87 Jefferson Street at Grand Avenue Lane C^onfiguration for Intersection Capacity Utilization Pk. Hr. Tim© Period : 8:00 AM to 9:00 AM Page 2 of 3 Soutti Appr (NB) North/Appr (SB) West Appr (EB) East/Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lan© Config- urations Inside Oeft) Outside Free-flow 1 1 1 1 1 1 Lane Settings 0 1 0 0 1 0 0 2 0 0 2 0 Capactiy 0 2000 0 0 2000 0 0 4000 0 0 4000 0 /Are tti© North/South phas©s split (Y/N)? N Ar© th© East/West phases split (Y/N)? N Effidency Lost Factor 0.10 Houriy Vdume 17 50 7 42 87 92 44 63 27 A 116 45 Adjusted Houriy Volum© 0 74 0 0 221 0 0 124 0 0 165 0 Utilization Factor 0.00 0.04 0.00 0.00 0.11 0.00 0.00 0.03 0.00 0.00 0.04 0.00 Critical Factors 0.00 0.11 0.00 0.04 ICU Ratio 0.25 LOS = Turning Mov©ments at Intersection of: Jefferson Street and Grand Avenue W e s t A P P r Time : 8:00/AM to 9:00 AM Date; 8/7/96 Day; Wednesday Name ; W.H. fic Cl, Totals 349 Sub- totals 225 124 Subtotals Total North Approach 92 44 63 27 118 17 0 192 221 87 60 74 360 0 42 Jefferson Street 139 t North 45 116 4 Total Subtotals Sub- totals 166 102 Totals 267 Grand Avenue E a s t A P P r South Approach Note : Left-turn volumes include U-turns. U-tums in bold. Jefferson Street of Grand Avenue 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 Oeft) 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/Soutti phases split (Y/N)? N /Are the East/West phases split (Y/N)? N Effidency Lost Facrtor 0.10 Hourty Volume 35 159 31 65 198 144 227 163 63 6 183 168 Adjusted Houriy Volume 0 225 0 0 407 0 0 453 0 0 347 0 Utilization Factor 0.00 0.11 0.00 0.00 0.20 0.00 0.00 0.11 0.00 0.00 0.09 0.00 Critical Factors 0.00 0.20 0.11 0.00 ICU Ratio = 0.41 LOS = Tuming Movements at lntersec:tion of; Jefferson Street and Grand Avenue W e s t A P P r Tim© ; 4:45 PM fo 5:45 PM Dot©: 8/7/96 Day; Wedn©sday Nam© : W.H. fic C.I. Totals 815 Sub- totols 362 453 227 163 63 North Approach 407 144 198 Subtotals Total 267 35 159 0 225 492 951 0 66 Jefferson Street 544 t North ^ t r 31 168 183 6 Total Subtotals Sub- totals 347 259 Totals 606 Grand Avenue E a s t A P P r South Approach Not© : Left-tum volumes include U-tums. U-turns in bold. CFTY OF CARLSBAD SUMMER 1996 INTERSECTION ANALYSIS SUMMARY Intersection Number: 34 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 Tura Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Tura Movement Diagram JHK fic Associates Turning Movement Count /Analysis Page 1 of 3 City; Carlsbad Intersection of: N/S Street; 1-5 Southbound E/W Street; Carlsbad Village Drive Rle: CB9634,XLS Data Cdlected by TM, fic CM. Count Dote: 7/25/96 Day; Thursday Weather; Clear Trafflc Control; Signalized End of 15 min. prd. South Approach (NB) North /Approach (SB) West Approach (EB) East Approach (WB) 15 min Total Left U-Tm Thru Right Peds Left U-Trn Thru Right Peds Left U-Tm Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:16 AM 0 0 0 0 0 8 0 0 37 0 0 0 47 33 2 29 0 45 0 1 199 3 6:30 AM 0 0 0 0 0 5 0 0 38 0 0 0 54 36 1 22 0 49 0 0 204 1 6:45 AM 0 0 0 0 0 4 0 0 36 0 6 0 75 54 1 66 0 66 0 1 301 2 7:00 AM 0 0 0 0 0 9 0 0 40 0 0 0 59 45 1 64 0 62 0 2 279 3 7:15 AM 0 0 0 0 0 5 0 0 41 0 0 0 72 50 2 36 0 69 0 2 273 4 7:30 AM 0 0 0 0 0 17 0 0 48 0 0 0 74 46 3 52 0 93 0 1 330 4 7:46 AM 0 0 0 0 0 18 0 0 57 0 0 0 122 53 5 38 0 87 0 1 376 6 8:00 AM • 0 0 0 0 0 21 0 0 68 0 0 0 98 53 1 52 0 131 0 0 423 1 8:15 AM • 0 0 0 0 0 22 0 2 81 0 0 0 122 55 3 56 0 160 0 2 498 5 8:30 AM " 0 0 0 0 0 13 0 0 59 0 0 0 83 55 3 45 0 135 0 0 390 3 8:45 AM " 0 0 0 0 0 16 0 0 82 0 0 0 94 74 6 35 0 133 0 4 434 10 9;00 AM 0 0 0 0 0 14 0 0 72 0 0 0 94 62 1 25 0 132 0 0 399 1 Max. 15 min. 0 0 0 0 0 22 0 2 82 0 0 0 122 74 6 66 0 160 0 4 498 10 Pk. Hr. Vd, 0 0 0 0 0 72 0 2 290 0 0 0 397 237 13 188 0 669 0 6 1745 19 7:45 AM Peak Intersection Traffic in Pk, Hr, = 1745 Peak Hr. Factor 0,88 8:45 AM Hour Intersection Pdstrns in Pk. Hr, = 19 3:45 PM 0 0 0 0 0 26 0 0 99 0 0 0 204 91 5 36 0 142 0 0 598 5 4.00 PM 0 0 • 0 0 0 31 0 0 114 0 0 0 173 90 3 33 0 178 0 1 619 4 4:16 PM ^ 0' 0 0 0 0 16 0 0 113 0 0 0 229 115 4 29 0 177 0 2 679 6 4:30 PM 0 0 0 0 0 36 0 2 62 0 0 0 123 71 3 74 0 151 0 1 519 4 4:45 PM 0 0 0 0 0 33 0 0 71 0 0 0 193 65 4 29 0 165 0 3 646 7 5:00 PM 0 0 0 0 0 27 0 0 99 0 0 0 186 68 1 32 0 182 0 0 694 1 6:15 PM 0 0 0 0 0 12 0 0 61 0 0 0 216 92 6 29 0 190 0 2 600 8 6:30 PM • 0 0 0 0 0 13 0 0 63 0 0 0 181 99 0 37 0 199 0 0 592 0 5:46 PM • 0 0 0 0 0 23 0 0 105 0 0 0 211 118 2 47 0 198 0 3 702 6 6:00 PM • 0 0 0 0 0 16 0 0 70 0 0 0 187 88 5 23 0 168 0 2 551 7 6:15 PM • 0 0 0 0 0 27 0 1 106 0 0 0 223 86 2 37 0 166 0 0 646 2 6:30 PM 0 0 0 0 0 26 0 0 92 0 0 0 164 56 5 36 0 146 0 0 520 5 Max. 15 min. 0 0 0 0 0 36 0 2 114 0 0 0 229 118 6 74 0 199 0 3 702 8 Pk. Hr. Vd. 0 0 0 0 0 78 0 1 344 0 0 0 802 391 9 144 0 731 0 5 2491 14 5:16 PM P©ak Intersection Traffic in Pk. Hr, = 2491 6:16 PM Hour Intersection Pdstrns in Pk. Hr. = 14 Peak Hr. Factor 0.89 1-5 Southbound at Carlsbad Villoge Drive Lane Configuration for Intersection 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 Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config - urations Inside Oeft) Outside Free-flow 1 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 ttie North/South phases split (Y/N)? N Are the East/West phases split (Y/t^? N Efficiency Lost Factor 0.10 Houriy Volume 0 0 0 72 2 290 0 397 237 188 559 0 Adjusted Hourly Volume 0 0 0 0 74 290 0 634 0 188 669 0 Utilization Factor 0.00 0.00 0.00 0.00 0.04 0.16 0.00 0.16 0.00 0.10 0.14 0.00 Critical Factors 0.00 0.16 0.16 0.10 ICU Ratio = 0.62 LOS = Tuming Movements at Intersection of: ••5 Southbound and Corlsbod Village Drive W e s t A P P r Time ; 7:45 AM to 8:45 AM Date: 7/25/96 Day; Thursday Name : TM. fic CM. Totals 1483 Sub- totois 849 634 North Approach 290 0 397 237 Subtotals Total 427 0 0 427 364 2 1-5 Southbound 364 0 72 t North 0 559 188 Total Subtotals Sub- totals 747 469 Totals 1216 E a s t A P P r Corlsbod Village Drive South Approach Not© : L©ft-tum volum©s includ© U-turns. U-tums in bold. i-5 Southbound at Carisbad Village Drive Lan© Configuration for lnt©rsection C^apacity Utilization Pages of 3 Pk. Hr. Tim© P©riod ; 5:15 PM to 6:15 PM South Appr (NB) North Appr (SB) W©st Appr (EB) East Appr (WB) L©ft Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config - urotions Inside Oeft) Outside Free-flow Lane Settings 0 0 Capacity 0 0 /Are the Nortti/Soutti phases split (Y/N)? /Are the East/West phases split (Y/N)7 Efficiency Lost Factor 0.10 Houriy Volume 0 0 Adjusted Houriy Volume 0 0 Utilization Factor 0.00 Critical Factors 0.00 0 0 N N 0 0 78 0 1 1 2000 1800 1 79 344 344 2 4000 802 1193 0 0 391 0 1 2 1800 4000 144 144 731 731 0.00 0.00 0.00 0.04 0.19 0.00 0.30 0.00 0.08 0.18 0.00 0.19 0.30 0.08 ICU Ratio 0.67 LOS= B Tuming Movements at Intersection of; 1-5 Southbound ond Corlsbod Village Drive W e s t A P P r Time: 5:15PM to 6:16 PM Date: 7/26/96 Day; Thursday Name ; TM. fic CM. Totals 2268 Sub- totals 1075 1193 North Approach 423 344 1 0 -J- 802 391 Subtotals Total 536 0 0 536 0 0 1-5 Souttibound 423 0 78 t North 0 731 144 Total Subtotals Sub- totals 876 880 Totals 1755 E a s t A P P r Corlsbod Villoge Drive South Approach Note : Left-turn volumes indude U-turns. U-turns in bold. CFTY OF CARLSBAD SUMMER 1996 INTERSECTION ANALYSIS SUMMARY Intersection Number: 35 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 Tura Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Tura 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; CB9635,XLS Data Collected by A,K, fic L,P. Count Date: 7/25/96 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;15AM 17 0 1. 9 0 0 0 0 0 0 37 0 16 0 0 0 0 64 17 0 151 0 6:30 AM 14 0 0 5 0 0 0 0 0 0 34 0 20 0 0 0 0 90 29 0 192 0 6:45 AM 10 0 0 7 0 0 0 0 0 0 65 0 20 0 1 0 0 96 39 0 227 1 7:00 AM 11 0 1 14 0 0 0 0 0 0 49 0 27 0 1 0 0 116 39 2 257 3 7:15 AM 29 0 3 9 0 0 0 0 0 0 39 0 25 0 1 0 0 104 38 3 247 4 7:30 AM 27 0 0 15 0 0 0 0 0 0 60 0 37 0 0 0 0 106 35 0 280 0 7:45 AM ' 39 0 0 29 0 0 0 0 0 0 68 0 69 0 4 0 0 119 37 2 361 6 8:00 AM • 51 0 0 15 0 0 0 0 0 0 62 0 63 0 1 0 0 120 41 0 352 1 8:15 AM • 63 0 0 27 0 0 0 0 0 0 71 0 59 0 4 0 0 132 29 2 381 6 8:30 AM ' 71 0 0 27 0 0 0 0 0 0 64 0 47 0 2 0 0 108 23 1 330 3 8:45 AM 64 0 0 21 0 0 0 0 0 0 53 0 52 0 6 0 0 94 29 3 313 9 9:00 AM 78 0 0 21 0 0 0 0 0 0 49 0 68 0 1 0 0 112 29 1 357 2 Max. 15 min. 78 0 3 29 0 0 0 0 0 0 71 0 69 0 6 0 0 132 41 3 381 9 Pk. Hr. Vol. 224 0 0 98 0 0 0 0 0 0 255 0 238 0 11 0 0 479 130 6 1424 16 7:30 AM Peak Intersection Traffic in Pk. Hr. = 1424 Peak Hr. Factor 0.93 8:30 AM Hour Intersection Pdstrns in Pk. Hr. = 16 3:45 PM 108 0 2 106 0 0 0 0 0 0 171 0 190 0 4 0 0 160 73 0 810 4 4:00 PM 156 0 2 84 0 0 0 0 0 0 80 1 138 0 8 0 1 115 61 1 638 9 4:15 PM 100 0 2 101 0 0 0 0 0 0 118 1 206 0 4 0 2 177 66 1 773 5 4:30 PM 88 0 2 70 0 0 0 0 0 0 73 1 145 0 8 0 1 105 32 1 517 9 4:45 PM • 101 0 3 94 . 0 0 0 0 0 0 137 1 176 0 5 0 1 134 68 0 715 5 5:00 PM • 148 0 0 86 0 0 0 . 0 0 0 117 0 187 0 . 8 0 0 154 56 0 748 8 5:16 PM ' 128 0 1 127 0 . 0 0 0 0 0 113 0 140 0 2 0 0 135 47 1 691 3 5:30 PM • 135 0 2 107 0 0 0 0 0 0 90 0 155 0 6 0 0 151 52 1 692 7 5:45 PM 114 0 1 86 0 0 0 0 0 0 100 1 155 0 7 0 1 156 41 1 655 8 6:00 PM 70 0 1 78 0 0 0 0 0 0 102 1 173 0 5 0 0 145 59 1 629 6 6:15 PM 117 0 2 97 0 0 0 0 0 0 132 1 204 0 7 0 1 163 41 2 758 9 6:30 PM 99 0 3 72 0 0 0 0 0 0 114 1 141 0 4 0 2 142 52 2 626 6 Max. 15 min. 156 0 3 127 0 0 0 0 0 0 171 1 206 0 8 0 2 177 73 2 810 9 Pk. Hr. Vd. 512 0 6 414 0 0 0 0 0 0 457 1 658 0 21 0 1 574 223 2 2846 23 4:30 PM Peak Intersection Traffic in Pk. Hr. = 2846 Peak Hr. Factor 0.88 5:30 PM Hour Intersection Pdstrns in Pk. Hr = 23 1-5 Northbound at Carlsbad Village Drive Lane Configuration for Intersection Capacity Utilizatioh 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 Oeft) Outside Free-flow 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 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 224 0 98 0 0 0 255 238 0 0 479 130 Adjusted Hourly Volume 0 224 98 0 0 0 265 238 0 0 609 0 Utilization Factor 0.00 0.11 0.05 0.00 0.00 0.00 0.14 0.06 0.00 0.00 0.15 0.00 Critical Factors 0.11 0.00 0.14 0.15 ICU Ratio 0.50 LOS = Turning Movements at Intersection of: 1-5 Northbound and Carlsbad Village Drive W e s t A P P r Time : 7:30 AM to 8:30 AM Date : 7/25/96 Day : Thursday Name : A.K. fic LP, Totals 1196 Sub- totols 703 493 North Approach 0 0 0 255 238 0 Subtotals Total 224 0 322 0 322 385 0 0 -5 Northbound 385 t North ^ t r 130 479 0 98 Total Subtotals Sub- totals 609 336 Totals 945 E a s t A P P r Carlsbad Village Drive South Approach Note : Left-turn volumes include . U-turns, U-turns in bold. 1-5 Northbound at Corlsbod Village Drive Lan© Configurcrtion for Intorsection 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 Oeft) Outside Free-flow 1 1 1 1 1 Lan© S©ttings 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 /Ar© th© North/South phases split O'/N)? N /Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Houriy Volume 512 6 414 0 0 0 458 658 0 1 574 223 Adjusted Houriy Volume 0 518 414 0 0 0 458 658 0 0 798 0 Utilization Factor 0.00 0.26 0.23 0.00 0.00 0.00 0.25 0.16 0.00 0.00 0.20 0.00 Critical Factors 0.26 0.00 0.25 0.20 ICU Ratio = 0.81 LOS= D Turning Movements at Intersection of: I-S Northbound and Carlsbad Village Drive W © s t A P P r Time : 4:30 PM to 5:30 PM Date : 7/25/96 Day : Thursday Nome : A.K. fic LP. Totals 2203 Sub- totals 1087 1116 North Approach 0 0 468 658 0 Subtotals Total I t North • *1 512 T 6 0 932 932 686 0 0 -5 Northbound 686 414 223 574 1 Total Subtotals Sub- totals 798 1073 Totals 1871 E a s t A P P r Carlsbad Village Drive South Approach Note : Left-turn volumes include U-turns. U-turns in bold. CFTY OF CARLSBAD SUMMER 1996 INTERSECTION ANALYSIS SUMMARY Intersection Number: 36 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 Tura Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Tura Movement Diagram JHK fic Associates Turning Movement Count Analysis City; Carlsbad Intersection of; N/S Street: 1-5 Southbound E/W Street; Tamarack Avenue Page 1 of 3 Fite: CB9636.XLS Data Cdlected by C.I. fic A.K. Count Dote; 7/24/96 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-Tm 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 0 0 0 0 0 11 0 0 19 0 0 0 28 59 0 66 0 27 0 1 199 1 6:30 AM 0 0 0 0 0 18 0 0 25 0 0 0 39 63 0 49 0 30 0 2 224 2 6:45 AM 0 0 0 0 0 35 0 0 25 0 0 0 59 116 0 102 0 34 0 1 371 1 7:00 AM 0 0 0 0 0 34 0 0 39 0 0 0 42 96 0 130 0 36 0 2 377 2 7:15AM 0 0 0 0 0 29 0 0 22 0 0 0 67 76 2 140 0 49 0 1 382 3 7:30 AM 0 0 0 0 0 18 0 0 19 0 0 0 59 104-0 79 0 24 0 1 303 1 7:45 AM ' 0 0 0 0 0 30 0 0 31 0 0 0 74 116 0 114 0 62 0 1 427 1 8:00 AM • 0 . 0 0 0 0 27 0 1 33 0 0 0 59 101 1 144 0 52 0 3 417 4 8:15 AM • 0 0 0 0 0 26 0 2 36 0 0 0 68 65 1 98 0 60 0 2 365 3 8:30 AM ' 0 0 0 0 0 31 0 0 26 0 0 0 65 88 1 94 0 62 0 2 356 3 8:45 AM 0 0 0 0 0 31 0 0 29 0 0 0 70 76 0 87 0 50 0 2 343 2 9:00 AM 0 0 0 0 0 25 0 1 30 0 0 0 72 87 0 89 0 55 0 3 359 3 Max. 15 min. 0 0 0 0 0 35 0 2 39 0 0 0 74 116 2 144 0 62 0 3 427 4 Pk. Hr. Vd. 0 0 0 0 0 114 0 3 126 0 0 0 266 370 3 450 0 226 0 8 1555 11 7:30 AM Peak Intersection Traffic in Pk. Hr. = 1565 Peak Hr. Factor 0.91 8:30 AM Hour Intersection Pdstrns in Pk. Hr. = 11 3:45 PM 0 0 0 0 0 36 0 0 39 0 0 0 95 39 0 47 0 119 0 6 375 6 4:00 PM 0 0 0 0 0 50 0 0 49 0 0 0 105 34 0 47 0 88 0 2 373 2 4:15 PM 0 0 0 0 0 41 0 0 44 0 0 0 66 35 0 45 0 118 0 5 349 5 4:30 PM 0 0 0 0 0 58 0 1 47 0 0 0 108 43 4 43 0 100 0 7 400 11 4:45 PM 0 0 0 0 0 60 0 0 71 0 0 0 97 60 3 46 0 113 0 2 437 5 5:00 PM • 0 0 0 0 0 60 0 0 60 0 0 0 98 51 8 58 0 121 0 6 448 14 5:15 PM ' 0 0 0 0 0 76 0 0 83 0 0 0 94 63 0 40 0 108 0 6 463 6 5:30 PM • 0 0 0 0 0 80 0 3 72 0 0 0 126 52 2 60 0 130 0 8 523 10 5:45 PM ' 0 0 0 0 0 77 0 0 69 0 0 0 115 42 5 34 0 114 0 13 451 18 6:00 PM 0 0 0 0 0 67 0 2 59 0 0 0 116 46 0 47 0 80 0 8 417 8 6:16 PM 0 0 0 0 0 39 0 0 69 0 0 0 116 40 6 44 0 103 0 6 411 12 6:30 PM 0 0 0 0 0 50 0 1 76 0 0 0 81 58 1 45 0 104 0 3 415 4 Max. 15 min. Pk. Hr. Vd. 0 0 0 0 0 0 0 0 0 0 80 292 0 0 3 3 83 284 0 0 0 0 0 0 126 433 63 208 8 15 60 192 0 0 130 473 0 0 13 33 523 1885 18 48 4:45 PM Peck 5:45 PM Hour Intersection Traffic in Pk. Hr. Intersection Pdstrns in Pk. Hr. = 1885 48 Peak Hr. Factor 0.90 1-5 Southbound at Tamarack Avenue Lan© Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period ; 7:30 AM to 8:30 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 Oeft) Outside Free-flow Lan© Settings 0 0 Capacity 0 0 /Are the North/South phases split (Y/N)? /Are th© East/W©st phases split (Y/N)? Effici©ncy Lost Factor 0.10 Houriy Volume 0 0 Adjusted Houriy Volume 0 0 Utilization Factor O.CD Critical Factors 0.00 0 0 N N 0 0 114 0 1 1 2000 1800 3 117 126 126 2 112 4000 1800 1800 4000 266 266 370 450 226 370 450 226 0.00 0.00 0.00 0.06 0.07 0.00 0.07 0.21 0.25 0.06 0,00 0,07 0,21 0,25 ICU Ratio 0.63 LOS = Turning Movem©nts at Intersection of: 1-5 Southbound and Tamarack Avenue W © s t A P P r Time : 7:30 AM to 8:30 AM Dote : 7/24/96 Day : Wednesday Nome ; C.I. fic A.K. Totals 988 Sub- totols 352 636 North Approach 243 126 3 0 266 370 Subtotals Total 823 0 0 823 1-5 Southbound 243 0 114 t North 0 226 450 Total Subtotals Sub- totals 676 380 Totals 1056 Tamarack Avenue E a s t A P P r South Approach Note : Left-turn volumes include U-turns. U-turns in bold. 1-5 Southbound at Tamarack Avenue Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk, Hr, Time Period : 4:45 PM to 5:45 PM 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 Capacity 0 0 /Ar© the North/South pheases split (Y/N)? /Are the East/West phases split (Y/N)? Effici©ncy Lc3st Factor 0,10 Houriy Volume 0 0 Adjusted Hourly Volum© 0 0 Utilization Factor 0,00 Critical Factors 0,00 0 0 N N 0 0 292 0 2000 3 295 1 1800 284 284 2 112 4000 1800 1800 4000 433 433 208 208 192 192 473 473 0,00 0.00 0.00 0.15 0.16 0.00 0.11 0.12 0.11 0.12 0.00 0.16 0.12 0.11 ICU Ratio 0.49 LOS = Turning Movements at Intersection of: 1-5 Southbound and Tamarack Avenue W e s t A P P r Time : 4:46 PM to 5:45 PM Dote : 7/24/96 Day : Wednesday Name : Cl. fic A.K. Totals 1398 Sub- totals 757 641 North Approach 579 284 3 0 433 208 Subtotals Total 403 0 0 403 1-5 Southbound 579 0 292 t North 0 473 192 Total Subtotals Sub- totals 665 725 Totals 1390 Tamarack Avenue E a s t A P P r South Approach Note : Left-turn volumes include U-turns. U-turns in bold. CFFY OF CARLSBAD SUMMER 1996 INTERSECTION ANALYSIS SUMMARY Intersection Number: 3 7 Intersection Location: I-S/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 Tura Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Tura 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: Tamarack Avenue Count Dote: 7/24/96 Day; Wednesday Weather: Clear Rte; CB9637.XLS Data Collected by L.P. fic A.K. Trafflc Control: Signalized End of 16 min. prd, 6:15 AM 6:30 AM 6:45 AM 7:00 AM 7:15 AM 7:30 AM 7:45 AM 8:00 AM 8:15 AM 8:30 AM 8:45 AM 9:00 AM South /Approach (NB) North /Approach (SB) West /Approach (EB) East Approach (WB) 15 min Total Left U-Trn Thru Right Peds Left U-Tm Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds V©hlcl©s P©cls 19 6 10 8 17 12 9 22 21 20 21 27 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 1 1 1 1 19 7 12 24 14 31 21 44 39 31 32 46 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 40 19 43 32 53 47 18 41 41 43 37 36 0 0 0 0 0 0 0 0 0 0 0 0 25 11 49 40 44 48 33 69 47 69 44 55 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 71 32 118 91 137 166 90 157 144 127 110 51 19 41 36 46 54 40 35 29 48 42 0 0 1 0 0 1 0 0 2 2 1 225 96 273 231 311 358 211 368 322 329 287 0 0 1 0 0 1 0 1 2 4 1 Max. 16 min. 27 0 1 46 0 0 0 0 0 0 53 0 59 0 2 0 0 166 54 6 358 6 Pk. Hr, Vd, 84 0 3 146 0 0 0 0 0 0 162 0 209 0 3 0 0 638 154 5 1296 8 7;45AM Peak Intersection Traffic in Pk. Hr. = 1296 Peak Hr, Factor 0.91 8:45 AM Hour Intersection Pdstrns in Pk. Hr. = 8 3:46 PM 96 0 0 116 0 0 0 0 0 0 39 0 103 0 2 0 0 105 48 3 507 5 4:00 PM 66 0 0 104 0 0 0 0 0 0 22 0 74 0 5 0 0 98 51 0 415 6 4:15 PM 76 0 0 100 0 0 0 0 0 0 41 0 91 0 2 0 0 135 68 0 511 2 4:30 PM 94 0 0 114 0 0 0 0 0 0 42 0 94 0 7 0 0 79 33 0 456 7 4:45 PM • 75 0 1 131 0 0 0 0 0 0 32 0 99 0 2 0 0 183 90 3 611 5 6:00 PM • 108 0 0 107 0 0 0 0 0 0 33 0 91 0 2 0 0 138 66 0 543 2 6:15 PM • 93 0 1 176 0 0 0 0 0 0 38 0 124 0 1 0 0 111 68 1 611 2 ' 5:30 PM ' 92 0 0 163 0 0 0 0 0 0 39 0 125 0 4 0 0 127 55 1 591 5 5:45 PM 65 0 0 120 0 0 0 0 0 0 24 0 115 0 0 0 0 141 63 12 628 12 6:00 PM 67 0 0 157 0 0 0 0 0 0 25 0 100 0 5 0 0 140 54 6 643 11 6:15 PM 76 0 0 127 0 0 0 0 0 0 36 0 116 0 0 0 0 113 56 5 624 5 6:30 PM 42 0 0 100 0 0 0 0 0 0 31 0 82 0 0 0 0 120 34 5 409 5 Max.' 15 min. 108 0 1 176 0 0 0 0 0 0 . 42 0 125 0 7 0 0 183 90 12 6M 12 Pk. Hr, Vd. 368 0 2 567 0 0 0 0 0 0 142 0 439 0 9 0 0 659 279 5 2356 14 4:30 PM Peak Intersection Trafflc in Pk. Hr, = 2356 5:30 PM Hour Intersection Pdstms In Pk. Hr. =14 Peak Hr, Factor 0.96 1-5 Northbound at Tomorock Avenue Lan© Configuration for lnt©rs©ction Capacity Utilization Pk. Hr. Time Period : 7:45 AM to 8:45/AM Pag© 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 Lan© Config - urations Inside Oeft) Outside Free-flow 1 2 3 4 5 6 7 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 Ar© th© North/Soutti phases split (Y/N)? N Are th© East/West phases split (Y/N)? N Effidency Lost Factor 0.10 Houriy Volum© 84 3 146 0 0 0 162 209 0 0 538 154 Adjusted Houriy Volum© 0 87 146 0 0 0 162 209 0 0 692 0 Utilization Factor 0.00 0.04 0.08 0.00 0.00 0.00 0.09 0.06 0.00 0.00 0.17 0.00 Critical Factors 0.08 0.00 0.09 0.17 ICU Ratio 0.44 LOS= A Tuming Mov©m©nts at Intersection of; 1-5 Northbound ond Tamarack Avenue W © s t A P P, r Tim© ; 7:45 AM to 8:45 AM Date: 7/24/96 Day; W©dn©sday Nam© ; L.P. fic A.K, Totals 993 Sub- totals 622 371 North Approach 0 0 0 162 —^ 209 • Subtotals Total 84 0 233 3 233 319 0 0 1-5 Northbound 319 t North 146 164 638 0 Total Subtotals Sub- totals 692 355 Totals 1047 Tannarack Avenue 'E a s t A P P r South /Approach Not© ; L©ft-turn volumes include U-turns. U-turns in bold. I-S Northbound at Tamarack 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 L©ft Thru Right Lan© Config - urations Inside Oeft) Outside Free-flow 1 1 1 Lane Settings 0 1 1 Capacity 0 2000 1800 /Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? 0 0 1 2 1800 4000 2 4000 N Efficiency Lost Factor 0.10 Houriy Volume 368 Adjusted Houriy Vdume 0 Utilization Factor 0.00 Critical Factors ICU Ratio = 0.71 2 370 567 0 0 0 142 439 0 0 559 279 567 0 0 0 142 439 0 0 838 0 0.19 0.32 0.00 0.00 0.00 0.08 0.11 0.00 0.00 0.21 0.00 0.32 0.00 0.08 0.21 LOS= C Tuming Movements ert Intersection of: 1-5 Northbound and Tomorack Avenue W e s t A P P r Time: : 4:30 PM to 6:30 PM Nortti Approach 1-5 Northbound Date; 7/24/96 Day: Wednesday 423 Total Name: LP. fic A.K. 0 423 Subtotals Sub-0 0 u 0 Sub- Totals 1508 totals 927 581 142 439 0 Subtotals Total t North 368 0 937 2 937 4_ 279 659 0 567 totals 838 1006 Totals 1844 Tamarack Avenue E a s t A P P r South /Approach Note ; Left-turn volumes includ© U-tums. U-turns in bold. CFTY OF CARLSBAD SUMMER 1996 INTERSECTION ANALYSIS SUMMARY Intersection Number: 38 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 2 of 3 Method) P.M. LOS Analysis (HCM Delay 3 of 3 Method) JHK fic Associates Turning Movement Count Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Street: 1-5 Southbound E/W Street; Cannon Road Count Dote: 7/23/96 Day; Tuesday Weather: Clear Fite: CB9638.XLS Data Cdlected by Cl. fic TH, Traffic Control.; Unsignalized End of 15 min. prd, 6:15 AM 6:30 AM 6:45 AM 7:00 AM 7:15AM 7:30 AM 7:45 AM 8:00 AM 8:15 AM 8:30 AM 8:45 AM 9:00 AM South Approach (NB) North /Approach (SB) West Approach (EB) East Approach (WB) 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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 29 33 36 55 61 45 164 151 103 98 91 69 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 24 37 62 53 43 103 66 66 79 85 . 82 61 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 13 11 24 31 29 59 36 86 48 54 63 2 4 6 8 5 7 9 10 9 7 3 0 0 0 0 0 0 0 0 0 0 0 0 1 2 1 3 3 4 5 10 14 12 0 0 0 0 0 0 0 0 0 0 0 12 11 13 24 16 24 18 49 50 30 39 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 1 0 1 2 1 3 80 97 132 172 157 241 297 367 299 288 290 0 1 0 0 1 1 0 1 2 Max, 15 min. 0 0 0 0 0 164 0 0 103 0 0 0 66 10 0 14 0 50 0 3 367 3 Pk, Hr, Vd, 0 0 0 0 0 516 0 0 296 0 0 0 224 35 0 33 0 147 0 4 1251 4 7:30 AM Peak Intersection Trafflc in Pk. Hr. = 1251 Peck Hr. Factor 0.85 8:30 AM Hour Intersection Pdstrns in Pk. Hr. = 4 3:45 PM 0 0 0 0 0 63 0 0 64 0 0 0 108 14 0 29 0 38 0 0 306 0 4:00 PM , 0 0 0 0 0 63 0 0 26 0 0 0 72 18 0 17 0 37 0 1 233 1 4:15 PM 0 0 0 0 0 60 0 0 52 0 0 0 85 13 0 21 0 62 0 1 283 1 4:30 PM 0 0 0 0 0 65 0 0 55 0 0 1 83 21 0 28 0 33 0 1 286 1 4:45 PM • 0 0 0 0 0 85 0 0 49 0 0 0 82 13 0 24 0 45 0 1 298 1 5:00 PM • 0 0 0 0 0 69 0 0 64 0 0 0 86 19 0 34 0 41 0 2 313 2 5:15 PM • 0 0 0 0 0 68 0 0 59 0 0 0 136 31 0 49 0 56 0 1 399 1 5:30 PM • 0 0 -0 0 0 63 0 0 64 0 0 0 78 26 0 22 0 44 0 1 287 1 5:45 PM 0 0 0 0 0 28 0 0 36 0 0 0 82 19 0 24 0 46 0 2 235 2 6:00 PM 0 0 0 0 0 22 0 0 37 0 0 0 68 12 0 13 0 32 0 1 184 1 6:15 PM 0 0 0 0 0 20 0 0 46 0 0 0 51 10 0 16 0 26 0 2 169 2 6:30 PM 0 0 0 0 0 21 0 0 28 0 0 0 36 9 0 8 0 37 0 3 • 139 3 Max, 15 min. 0 0 0 0 0 85 0 0 64 0 0 1 136 31 0 49 0 56 0 3 399 3 Pk, Hr, Vd, 0 0 0 0 0 275 0 0 236 0 0 0 382 89 0 129 0 186 0 5 1297 5 Peak Hr. Factor 0.81 5:30 PM Hour Intersection Pdstrns in Pk. Hr. INTERSECTION: 1-5 SOUTHBOUND RAMPS/CANNON ROAD DATE : 7/23/96 ANALYST: C.E.I. CITY / STATE : CARLSBAD, CA PROJECT NO : 70063 PK HR ENTERING VOL : 1251 PEAK HOUR : 5 (7:30 AM - 8:30 AM) Time Period Stopped Vehicles Approach Volume Time Period SB WB SB WB 6:30 - 6:45 0 0 88 13 6:45 - 7:00 13 0 108 24 7:00-7:15 16 0 104 16 7:15-7:30 49 1 148 24 7:30 - 7:45 64 2 230 18 7:45 - 8:00 406 0 217 49 8:00-8:15 122 0 182 50 8:15-8:30 29 1 183 30 15 min Stop Veh Vol 406 0 Corresponding App. Vol 217 49 Total Pk Hr Vol 812 147 APPROACH DELAY (DELAY / APPROACH) * (PK HR APPROACH VOL) PK HR ENTERING VOL SB APPROACH (DELAY) WB APPROACH (DELAY) INTERSECTION (DELAY) 24.3 Seconds 0.0 Seconds 24.3 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. Interseclion Delay is the maximized value of the 15 min /Approach Delays INTERSECTION : 1-5 SOUTHBOUND RAMPS / CANNON ROAD DATE: 7\23\96 ANALYST: C.E.I. CITY / STATE : CARLSBAD, CA PROJECT NO : 70063 PK HR ENTERING VOL : 1297 PEAK HOUR: 4 (4:30 PM - 5:30 PM) Time Period Stopped Vehicles Approach Volume Time Period SB WB SB WB 4:00-4:15 30 3 112 29 4:15-4:30 41 1 120 17 4:30 - 4:45 43 6 134 21 4:45 - 5:00 18 2 133 28 5:00-5:15 45 17 127 24 5:15-5:30 29 3 117 34 5:30 - 5:45 15 0 64 49 15 min stop Veh Vol 45 17 Corresponding App. Vol 127 24 Total Pk Hr Vol 511 107 APPROACH DELAY (DELAY / APPROACH) * (PK HR APPROACH VOL) PK HR ENTERING VOL SB. APPROACH (DELAY) WB APPROACH (DELAY) INTERSECTION (DELAY) 2.8 1.2 4.0 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 CFFY OF CARLSBAD SUMMER 1996 INTERSECTION ANALYSIS SUMMARY Intersection Number: 39 Intersection Location: I-5/Cannon Road N/B Ramp CONTENT PAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. LOS Analysis (HCM Delay 2 of 3 Method) P.M. LOS Analysis (HCM Delay 3 of 3 Method) JHK fic /Associates Turning Movement Count Analysis Page 1 of 3 City; Carlsbad Intersection of; N/S Street; 1-5 Northbound E/W Street: Cannon Road Count Date; 7/23/96 Day; Tuesday Weather; Clear Fite: CB9639.XLS Data Cdlected by TM. fic CH. Trafflc Control; Unsignalized 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-Tm Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 5 0 1 12 0 0 0 0 0 0 13 0 23 0 2 0 0 3 6 0 63 2 6:30 AM 9 0 0 17 0 0 0 0 0 0 6 0 24 0 0 0 0 7 9 0 72 0 6:45 AM 10 0 1 19 0 0 0 0 0 0 12 0 42 0 0 0 0 3 5 0 92 0 7:00 AM 15 0 1 12 0 0 0 0 0 0 19 0 58 0 0 0 0 2 10 0 117 0 7:15 AM 9 0 0 11 0 0 0 0 0 0 17 1 66 0 0 0 0 3 10 0 117 0 7:30 AM 12 0 2 29 0 0 0 0 0 0 30 0 136 0 4 0 0 6 15 0 230 4 7:45 AM ' 8 0 0 19 0 0 0 0 0 0 17 0 105 0 3 0 0 12 19 3 180 6 8:00 AM • 38 0 0 49 0 0 0 0 0 0 30 0 112 0 3 0 0 12 15 1 256 4 8:15 AM • 33 0 0 28 0 0 0 0 0 0 21 0 113 0 0 0 0 17 11 1 223 1 8:30 AM " 22 0 0 17 0 0 0 0 0 0 40 0 104 0 0 0 0 24 28 0 235 0 8:45 AM 20 0 1 15 0 0 0 0 0 0 34 0 58 0 2 0 0 21 25 0 174 2 9:00 AM 14 0 0 20 0 0 0 0 0 0 32 0 66 0 2 0 0 15 26 0 173 2 Max. 15 min. 38 0 2 49 0 0 0 0 0 0 40 1 136 0 4 0 0 24 28 3 256 6 Pk. Hr. Vd. 101 0 0 113 0 0 0 0 0 0 108 0 434 0 6 0 0 66 73 5 894 11 7:30 AM Peak Intersection Traffic in Pk, Hr. = 894 Peak Hr. Factor 0,87 8:30 AM Hour Intersection Pdstrns in Pk. Hr. 11 3:45 PM 21 0 0 19 0 0 0 0 0 0 95 0 48 0 3 0 0 36 44 0 262 3 4:00 PM 18 0 , 0 13 0 0 0 0 0 0 69 0 57 0 0 0 0 32 44 1 233 1 4:15 PM 18 0 0 22 0 0 0 0 0 0 65 0 42 0 0 0 0 36 45 0 228 0 4:30 PM 9 0 0 16 0 0 0 0 0 0 67 0 57 0 0 0 1 31 55 0 226 0 4:45 PM • 21 0 0 27 0 0 0 0 0 0 80 0 59 0 0 0 0 '44 90 0 321 0 5:00 PM • 15 0 0 10 0 0 0 0 0 0 97 0 68 0 1 0 0 46 90 0 316 1 5:15 PM • 20 0 0 13 0 0 0 0 0 0 107 0 44 0 1 0 0 61 101 2 336 3 5:30 PM • 8 0 0 12 0 0 0 0 0 0 66 0 44 0 0 0 0 38 64 0 232 0 5:45 PM 22 0 1 19 0 0 0 • 0 0 0 79 0 28 0 0 0 1 40 62 0 252 0 6:00 PM 20 0 0 6 0 0 0 0 0 0 46 0 36 0 1 0 0 22 76 0 206 1 6:15 PM 14 0 0 5 0 0 0 0 0 0 37 0 23 0 1 0 0 18 49 0 146 1 6:30 PM 20 0 0 5 0 0 0 0 0 0 36 0 20 0 3 0 0 17 37 0 135 3 Max, 15 min. 22 0 1 27 0 0 0 0 0 0 107 0 59 0 3 0 1 51 101 2 336 3 Pk. Hr. Vd. 64 0 0 62 0 0 0 0 0 0 350 0 205 0 2 0 0 178 346 2 1204 4 4:30 PM Peak Intersection Traffic in Pk. Hr. = 1204 Peak Hr. Factor 0.90 5:30 PM Hour Intersection Pdstrns in Pk. Hr. = 4 INTERSECTION: 1-5 NORTHBOUND RAMPS/CANNON ROAD DATE: 7/23/96 ANALYST: C.E.I. CITY / STATE : CARLSBAD, CA PROJECT NO : 70063 PK HR ENTERING VOL : 894 PEAK HOUR : 5 (7:30 AM - 8:30 AM) Time Period Stopped Vehicles Approach Volume Time Period NB EB NB EB 6:30 - 6:45 0 0 30 13 6:45 - 7:00 11 0 28 6 7:00-7:15 9 0 20 12 7:15-7:30 14 0 43 19 7:30 - 7:45 19 0 27 17 7:45 - 8:00 58 0 87 30 8:00-8:15 42 0 61 17 8:15-8:30 26 0 39 30 15 min stop Veh Vol 19 0 Oirresponding App. Vol 27 17 Total Pk Hr Vd 214 94 APPROACH DELAY (DELAY / APPROACH) ' (PK HR APPROACH VOL) PK HR ENTERING VOL NB APPROACH (DELAY) EB APPROACH (DELAY) INTERSECTION (DELAY) 3.4 Seconds 0.0 Seconds 3.4 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 INTERSECTION : 1-5 NORTHBOUND RAMPS/CANNON ROAD DATE: 7/23/96 ANALYST: C.E.I. CITY / STATE : CARLSBAD, CA PROJECT NO: 70063 PK HR ENTERING VOL : 1204 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 0 0 31 69 4:00-4:15 19 20 40 65 4:15-4:30 5 14 25 57 4:30 - 4:45 39 32 48 80 4:45 - 5:00 11 32 25 97 5:00-5:15 28 175 33 107 5:15-5:30 16 36 20 66 5:30 - 5:45 28 53 41 79 15 min stop Veh Vol 28 175 Corresponding App. Vol 33 107 Total Pk Hr Vol 126 350 APPROACH DELAY (DEUY / APPROACH) * (PK HR APPROACH VOL) PK HR ENTERING VOL ' NB APPROACH (DELAY) EB APPROACH (DELAY) INTERSECTION (DELAY) INTERSECTION (LOS) 1.8 Seconds 9.5 Seconds 11.3 Seconds C 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 CFTY OF CARLSBAD SUMMER 1996 INTERSECTION ANALYSIS SUMMARY Intersection Number: 40 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 Tura Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Tura Movement Diagram JHK fic /Associates Turning Movement Count /Analysis Page 1 of 3 City; Carlsbad Intersection of; N/S Street: 1-5 Southbound E/W Street; Palomar Airport Rood Count Date; 7/18/96 Day: Thursday Weather: Clear File; CB9640.XLS Data Cdlected byTH. fic A.K, Traffic Control: Signalized End of 15 min, prd. South Approach (NB) North Approach (SB) West /Approach (EB) East Approach (WB) 15 min Total Loft U-Trn Thru Right P©ds Left U-Trn Thru Right Peds Left U-Trn Thru Right P©ds L©ft U-Trn Thru Right P©ds Vehlcl©s P©ds 6:15 AM 0 0 0 0 0 96 0 0 18 0 0 0 23 16 2 0 0 52 103 0 308 2 6:30 AM 0 0 0 0 ' 0 127 0 0 18 0 0 0 38 18 1 0 0 64 81 0 346 1 6:45 AM 0 0 0 0 0 168 0 0 32 0 0 0 48 21 1 0 0 87 160 0 606 1 7:00 AM 0 0 0 0 0 261 0 0 69 0 0 0 66 13 2 0 0 108 86 0 593 2 7:15 AM 0 0 0 0 0 217 0 0 45 0 0 0 70 33 0 0 0 118 97 3 580 3 7:30 AM 0 0 0 0 0 186 0 0 61 0 0 0 64 22 3 0 0 93 158 1 684 4 7:45 AM 0 0 0 0 0 245 0 0 36 0 0 0 62 17 0 0 0 128 110 1 598 1 8:00 AM • 0 0 0 0 0 350 0 0 54 0 0 0 88 29 1 0 0 117 120 1 758 2 8:15 AM * 0 0 0 0 0 183 0 0 48 0 0 0 89 29 1 0 0 133 158 0 640 1 8:30 AM m 0 0 0 0 0 182 0 0 29 0 0 0 71 29 3 0 0 129 108 1 548 4 8:46 AM « 0 0 0 0 0 164 0 0 46 0 0 0 70 35 1 0 0 169 161 0 635 1 9:00 AM 0 0 0 0 0 139 0 0 30 0 0 0 83 36 0 0 0 170 142 0 600 0 Max, 15 min. 0 0 0 0 0 350 0 0 69 0 0 0 89 36 3 0 0 170 161 3 758 4 Pk, Hr. Vd. 0 0 0 0 0 879 0 0 177 0 0 0 318 122 6 0 0 538 547 2 2581 8 7:46 AM Peak Intersection Traffic in Pk. Hr, = 2681 Peak Hr. Factor 0,86 8:46 AM Hour Intersection Pdstrns in Pk. Hr, = 8 3:45 PM 0 0 0 0 0 0 0 0 21 0 0 0 186 63 1 0 0 144 210 0 624 1 4:00 PM . 0 0 0 0 0 126 0 0 43 0 0 0 109 45 0 0 0 135 237 0 695 0 4:15 PM 0 0 0 0 0 106 0 0 31 0 0 0 116 49 0 0 0 139 241 1 682 1 4:30 PM 0 0 0 0 0 126 0 0 27 0 0 0 108 45 0 0 0 168 193 0 667 0 4:46 PM 0 0 0 0 0 147 0 0 21 0 0 0 132 56 1 0 0 167 418 0 941 1 5:00 PM 0 0 0 0 0 176 0 0 25 0 0 0 144 60 0 0 0 182 355 0 942 0 6:15 PM » 0 0 0 0 0 107 0 0 23 0 0 0 121 67 2 0 0 190 395 0 903 2 5:30 PM 0 0 0 0 0 99 0 0 30 0 0 0 136 60 1 0 0 242 236 0 803 1 6:45 PM 0 0 0 0 0 130 0 0 30 0 0 0 136 62 4 0 0 178 458 0 994 4 6:00 PM 0 0 0 0 0 170 0 0 26 0 0 1 107 42 1 0 0 190 278 0 814 1 6:15 PM 0 0 0 0 0 114 0 0 32 0 0 0 81 35 1 0 0 140 169 0 571 1 6:30 PM 0 0 0 0 0 86 0 0 16 0 0 0 91 36 1 0 0 165 177 0 671 1 Max. 15 min. 0 0 0 0 0 176 0 0 43 0 0 1 186 67 4 0 0 242 468 1 994 4 Pk, Hr. Vd, 0 0 0 0 0 512 0 0 108 0 0 0 637 249 7 0 0 792 1444 0 3642 7 4:45 PM Peak Intersection Traffic in Pk, Hr, = 3642 Peak Hr. Factor 0,92 5:45 PM Hour Intersection Pdstrns in Pk, Hr, = 7 1-5 Souttibound at Poiomor/Airport Rood Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk, Hr. Tim© P©riod ; South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:45/AM to 8:45/AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lan© Inside 1 1 1 1 Config - Oeft) 2 1 1 1 urations 3 4 c 1 1 1 Outsid© 0 6 7 Free-flow 1 Lan© S©ttings 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/Soutti phases split (Y/N)? N Ar© th© East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Houriy Volum© 0 0 0 879 0 177 0 318 122 0 538 547 Adjusted Houriy Volume 0 0 0 879 0 177 0 440 0 0 538 0 Utilization Factor 0.00 0.00 0.00 0.27 0.00 0.10 0.00 0.07 0.00 0.00 0.13 0.00 Critical Factors 0.00 0.00 0.27 0.00 0.13 ICU Ratio = 0.50 LOS = A Turning Movements at Intersecrtion of: 1-5 Southbound ond Poiomor/Airport Road W e s t A P P r Time ; 7:45 AM to 8:45 AM Date; 7/18/96 Day: Thursday Name ; TH. fic A.K. Totals 1155 Sub- totgls 715 440 North Approach 1-5 Southbound 1603 177 0 318 122 Subtotals Total 122 0 0 122 1056 0 647 0 879 t North 547 538 0 Total Subtotals Sub- totals 1085 1197 Totals 2282 E a s t A P P r Palomar /Airport Rood South Approach Not© : Left-turn volumes include U-turns. U-turns in bold. 1-5 Souttibound at Palomar /Airport Rood Lane Configuration for Intersection Capacity Utilization Pk. Hr. Tim© Period ; 4:45 PM to 5:45 PM Page3 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 Oeft) Outside Free-flow 1 2 3 4 5 6 7 Lane Settings 0 0 0 2 0 1 0 3 0 0 2 0 Capacity 0 0 0 3240 0 1800 0 6000 0 0 4000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Effidency Lost Factor 0.10 Hourly Vdume 0 0 0 612 0 108 0 637 249 0 792 1444 Adjusted Houriy Volume 0 0 0 612 0 108 0 786 0 0 792 0 Utilization Factor 0.00 0.00 0.00 0.16 0.00 0.06 0.00 0.13 0.00 0.00 0.20 0.00 Critical Factors 0.00 0.00 0.16 0.00 0.20 ICU Ratio 0.46 LOS = Turning Movements at Intersection of: 1-5 Southbound and Poiomor Airport Rood W e s t A P P r Time ; 4:46 PM to 5:45 PM Date; 7/18/96 Day: Thursday Name : TH. fic A.K. Totals 1686 Sub- totals 900 786 North Approach 1-5 Southbound 2064 0 537 249 Subtotals Total 249 0 0 249 620 0 1444 0 612 t North 4_ 1444 792 0 Total Subtotols Sub- totals 2236 1049 Totals 3285 E a s t A P P r Poiomor /Airport Road South /Approach Note : Left-turn volumes include U-turns. U-turns in bold. CFFY OF CARLSBAD SUMMER 1996 INTERSECTION ANALYSIS SUMMARY Intersection Number: 41 Intersection Location: I-5/Palomar Airport Road N/B Ramp CONTENT PAGE Tura Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and 2 of 3 Tura Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Tura Movement Diagram JHK fic /Associates Turning Movement Count /Analysis City: Carlsbad Intersection of; N/S Street: 1-5 Northbound E/W Street; Palomar /Airport Road Page 1 of 3 Fite: CB9641.XLS Data Cdlected by TM. fic V.P. Count Date; 7/18/96 Day: Thursday Weather; Clear Trafflc 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-Tm Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 24 0 0 121 0 0 0 0 0 0 6 0 143 0 0 0 0 131 103 0 528 0 6:30 AM 25 0 1 117 0 0 0 0 0 0 6 0 125 0 1 0 0 120 44 0 438 1 6:46 AM 38 0 0 203 0 0 0 0 0 0 9 0 228 0 3 0 0 209 100 0 787 3 7:00 AM 38 0 1 240 0 0 0 0 0 0 11 0 293 0 1 0 0 156 75 0 814 1 7:15AM 19 0 0 219 0 0 0 0 0 0 14 0 206 0 1 0 0 196 96 0 749 1 7;30AM 74 0 0 299 0 0 0 0 0 0 12 0 262 0 1 0 0 177 112 0 936 1 7:46 AM 46 0 1 364 0 0 0 0 0 0 16 0 268 0 3 0 0 192 113 0 979 3 8:00 AM • 48 0 0 419 0 0 0 0 0 0 11 0 435 0 5 0 0 189 123 0 1226 5 8:15 AM • 45 0 1 328 0 0 0 0 0 0 19 0 271 0 3 0 0 246 94 0 1004 3 8:30 AM " 43 0 2 331 0 0 0 0 0 , 0 16 0 237 0 2 0 0 194 145 0 967 2 8:45 AM " 62 0 2 323 0 0 0 0 0 0 20 2 192 0 4 0 0 258 135 0 994 4 9:00 AM 86 0 2 324 0 0 0 0 0 0 16 0 202 0 3 0 0 226 105 0 961 3 Max. 15 min. 86 0 2 419 0 0 0 0 0 0 20 2 436 0 6 0 0 258 145 0 1226 5 Pk, Hr, Vd. 198 0 5 1401 0 0 0 0 0 0 66 2 1136 0 14 0 0 887 497 0 4190 14 7:45 AM Peak Intersection Traffic in Pk, Hr. = 4190 Peak Hr. Factor 0.86 8:45AM Hour Intersection Pdstrns In Pk. Hr. 14 3:45 PM 52 0 0 179 0 0 0 0 0 0 62 0 227 0 2 0 0 302 236 0 1058 2 4:00 PM 42 0 1 231 0 0 0 0 0 0 38 0 210 0 4 0 0 330 292 0 1144 4 4:15 PM 44 0 1 186 0 0 0 0 0 0 54 0 184 0 2 0 0 336 298 0 1103 2 4:30 PM 54 0 1 192 0 0 0 0 0 0 43 0 192 0 2 0 0 307 231 0 1020 2 4:46 PM 83 0 0 286 0 0 0 0 0 0 40 0 232 0 1 0 0 502 353 0 1496 1 5:00 PM • 100 0 0 292 0 0 0 0 0 0 52 0 219 0 1 0 0 437 355 0 1465 1 5:15 PM • 76 0 0 227 0 0 0 0 0 0 45 0 211 0 1 0 0 609 517 0 1586 1 5:30 PM • 102 0 0 260 0 0 0 0 0 0 47 0 193 0 0 0 0 376 398 0 1366 0 5:45 PM • 104 0 0 297 0 0 0 0 0 0 36 0 208 0 0 0 0 632 403 0 1580 0 6:00 PM 112 0 0 196 0 0 0 0 0 0 30 0 200 0 0 0 0 356 208 0 1102 0 6:15 PM 44 0 0 180 0 0 0 0 0 0 37 0 198 0 0 0 0 265 161 0 885 0 6:30 PM 32 0 1 126 0 0 0 0 0 0 12 0 76 0 2 0 0 310 134 0 691 2 Max. 15 min. 112 0 1 297 0 0 0 0 0 0 62 0 232 0 4 0 0 532 617 0 1585 4 Pk. Hr. Vd, 382 0 0 1066 0 0 0 0 0 0 180 0 831 0 2 0 0 1854 1673 0 5986 2 4:45 PM Peak Intersection Traffic in Pk, Hr. = 5986 Peok Hr. Factor 0.94 5:45 PM Hour Intersection Pdstrns in Pk. Hr. 1-S Northbound ot Poiomor /Airport Rood Lane Configuration for Intersection Capacity Utilization Pk. Hr. Tim© P©riod : 7:45 AM to 8:45/AM Pag© 2 of 3 South/Appr (NB) North/Appr (SB) West Appr (EB) East/Appr (WB) Left Thru Right Left Thru Right L©ft Thru Right Left Thru Right Lane Config - urations Insid© Oeft) Outside Fr©©-flow 1 2 3 4 5 6 7 1 1 1 1 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 /Are th© North/South phases split (Y/N)? N /Are th© East/West phases split (Y/N)? N Efficiency Lost Facrtor 0.10 Hourly Volume 198 6 1401 0 0 0 67 1135 0 0 887 497 Adjusted Houriy Volume 0 203 1401 0 0 0 67 1135 0 0 887 497 Utilization Factor 0.00 0.10 0.43 0.00 0.00 0.00 0.04 0.19 0.00 0.00 0.15 0.28 Critical Factors 0.43 0.00 0.04 0.28 ICU Ratio = 0.85 LOS= D Turning Movements at lnt©rs©ction of: 1-5 Northbound and Palomar Airport Rood W © s t A P P r Time ; 7:45 AM to 8:45 AM Date; 7/18/96 Day; Thursday Name; T.M. fic V.P. Totals 2289 Sub- totals 1087 1202 North Approach 0 0 0 67 1136 0 Subtotals Total 567 0 0 1-5 Northbound 567 t North ^ t r 198 0 1604 5 1604 1401 497 887 0 Total Subtotals Sub- totals 1384 2536 Totals 3920 E a s t A P P r Poiomor /Airport Rood South Approach Note : Left-turn volumes indude U-turns. U-turns in bold. 1-5 Northbound at Palomar/Airport Road Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Tim© P©riod : 4:45 PM to 5:46 PM South/Appr (NB)' North/Appr (SB) West Appr (EB) East/Appr (WB) Left Thru Right Left Thru Right Left Thru Right L©ft Thru Right Lane Config- urations Inside Oeft) Outside Ree-flow Lane Settings 0 12 0 Capacity 0 2000 3240 0 /Are the North/South phases split (Y/N)? N /Are th© East/West phas©s split (Y/N)? N Efficiency Lost Factor . 0 Houriy Volume 382 0 1066 0 Adjusted Houriy Volume 0 382 1066 0 Utilization Factor 0,00 Critical Factors 0.33 0.00 1 3 1800 6000 180 180 831 831 0 0 0 0 3 1 6000 1800 1854 1673 1854 1673 0.19 0.33 0.00 0:00 0.00 0.10 0.14 0.00 0.00 0.31 0.93 0.10 0.93 ICU Ratio 1.46 LOS = Turning Movements at Intersection of: 1-5 Norttibound and Poiomor Airport Rood W e s t A P P r Time ; 4:45 PM to 5:45 PM Date ; 7/18/96 Day : Thursday Nam© ; TM. fic V.P. Totals 3247 Sub- totals 2236 1011 North Approach 0 0 180 831 0 Subtotals Total 1-5 Northbound 1853 0 0 t North ^ t r 382 0 1448 0 1066 1448 1853 1673 1864 0 Total SubtofgLs Sub- totals 3527. 1897 Totals 5424 E a s t A P P r Polomar /Airport Road South Approach Note : Left-turn volumes include U-turns. U-tums in bold. CFFY OF CARLSBAD SUMMER 1996 INTERSECTION ANALYSIS SUMMARY Intersection Number: 42 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 Tura Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Tura Movement Diagram JHK fic Associates Turning Movement Count /Analysis Page 1 of 3 City; Carlsbad Intersection of; N/S Street: 1-5 Southbound Ramp E/W Street; Poinsettia Lane Count Date; 7/16/96 Day; Tuesday Weather: Clear File: CB9642.XLS Data Cdlected by C.I. fic CH. Trafflc Control: Signalized End of 15 min. prd. South Approach (NB) North /Approach (SB) West /Approach (EB) East Approach (WB) 15 min Total Left U-Tm Thru Right Peds Left U-Tm Thru Right Peds Left U-Tm Thru Right Peds Left U-Tm Thru Right Peds Vehicles Peds 6;16AM 0 0 0 0 0 22 0 0 6 0 0 0 16 12 3 47 0 30 0 0 133 3 6:30 AM 0 0 0 0 0 35 0 0 4 0 0 0 22 20 1 54 0 42 0 0 177 1 6:46 AM 0 0 0 0 0 55 0 0 11 0 0 0 23 12 4 74 0 68 0 1 243 6 7:00 AM 0 0 0 0 0 77 0 0 23 0 0 0 40 22 0 100 0 60 0 0 322 0 7:15 AM 0 0 0 0 0 41 0 0 14 0 0 0 45 20 2 124 0 76 0 0 320 2 7:30 AM 0 0 0 0 0 44 0 0 38 0 0 0 45 13 8 128 0 93 0 3 361 11 7:45 AM 0 0 0 . 0 0 37 0 0 33 0 0 0 46 22 1 75 0 46 0 0 269 1 8:00 AM • 0 0 0 0 0 50 0 0 38 0 0 0 49 23 1 108 0 96 0 4 364 5 8:15 AM • 0 0 0 0 0 39 0 0 51 0 0 0 56 30 6 97 0 71 0 1 344 9 8:30 AM ' 0 0 0 0 0 52 0 0 56 0 0 0 47 29 1 110 0 86 0 3 380 4 8:45 AM " 0 0 0 0 0 41 0 0 40 0 0 0 59 23 4 76 0 65 0 2 304 6 9:00 AM 0 0 0 0 0 37 0 0 56 0 0 0 44 27 1 87 0 92 0 3 343 4 Max. 15 min. 0 0 0 0 0 77 0 0 66 0 0 0 59 30 8 128 0 96 0 4 380 11 Pk. Hr, Vd. 0 0 0 0 0 182 0 0 185 0 0 0 211 105 14 391 0 318 0 10 1392 24 7:45 AM Peak Intersection Traffic In Pk, Hr, = 1392 Peak Hr. Factor 0,92 8;45AM Hour Intersection Pdstrns In Pk. Hr, 24 3:46 PM 4:00 PM 4:15 PM 4:30 PM 4:45 PM 5:00 PM 6:16 PM 5:30 PM 5:45 PM 6:00 PM 6:15 PM 6:30 PM Max, 15 min, Pk. Hr. Vd. 4:45 PM 5:45 PM Peak Hour 0 0 0 0 0 61 0 0 41 0 0 0 120 50 1 86 0 128 0 3 486 4 0 0 0 0 0 66 0 0 51 0 0 0 111 34 0 71 0 105 0 1 438 1 0 0 0 0 0 72 0 0 63 0 0 0 119 42 0 60 0 112 0 2 458 2 0 0 0 0 0 86 0 0 60 0 0 0 106 39 0 56 0 108 0 1 455 1 0 0 0 0 0 87 0 0 58 0 0 0 123 39 0 80 0 85 0 1 472 1 0 0 0 0 0 87 0 0 50 0 0 0 120 38 0 62 0 133 0 1 490 1 0 0 0 0 0 76 0 0 68 0 0 0 138 66 0 94 0 178 0 1 620 1 0 0 0 0 0 68 0 0 33 0 0 0 112 31 0 60 0 109 0 2 413 2 0 0 0 0 0 83 0 0 49 0 0 0 178 52 3 74 0 132 0 0 568 3 0 0 0 0 0 57 0 0 36 0 0 0 94 46 4 74 0 90 0 3 396 7 0 0 0 0 0 64 0 0 38 0 0 0 122 36 1 70 0 120 0 0 450 1 0 0 0 0 0 65 0 0 34 0 0 0 108 36 2 50 0 98 0 3 391 5 0 0 0 0 0 87 0 0 68 0 0 0 178 66 4 94 0 178 0 3 620 7 0 0 0 0 0 314 0 0 200 0 0 0 548 187 3 290 0 552 0 4 2091 7 Intersection Traffic in Pk, Hr, = 2091 Peak Hr, Factor 0,84 Intersection Pdstrns In Pk. Hr, I-S Souttibound Ramp of Polnsettio Lone Lane Configuration for Intersection Capacity Utilization Pk, Hr, Time Period ; 7:45 AM to 8:45 AM Pag© 2 of 3 South/Appr (NB) North/Appr (SB) West/Appr (EB) Ecast/Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config-. urations Inside Oeft) Outside Ree-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 ttie North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Effici©ncy Lost Factor 0.10 Houriy Volum© 0 0 0 182 0 185 0 211 105 391 318 0 Adjust©d Houriy Volum© 0 0 0 182 0 185 0 211 105 391 318 0 Utilization Factor 0.00 0.00 0.00 0.10 0.00 0.10 0.00 0.05 0.06 0.12 0.08 0.00 Critical Factors 0.00 0.10 0.06 0.12 ICU Ratio = 0.38 Tuming Movements at lnt©rs©ction of: Tim© ; 7:45 AM to 8:45/AM Date: 7/16/96 Day: Tu©sday Nam©: C.I. fic CH. W © s t A P P r Totals 819 Sub- totals 503 316 LOS = 1-5 Southbound Ramp and Polnsettio Lone North Approach 185 0 -> 211 105 Subtotals Total 496 0 0 496 367 0 1-5 Souttibound Romp 367 0 182 t North 0 318 391 Total Subtotals Sub- totals 709 393 Totals 1102 E a s t A P P r Poinsettia Lone South Approach Not© ; Left-turn volumes include U-turns. U-turns in bold. I-S Souttibound Romp of Poinsettia Lane Lan© Configuration for Intorsection Capacity Utilization Pk. Hr. Tim© P©riod : 4:45 PM to 5:45 PM Page 3 of 3 South/Appr (NB) North/Appr (SB) West Appr (EB) East/Appr (WB) Loft Thru Right L©ft Thru Right L©ft Thru Right L©ft Thru Right Lan© , Config- urations Insid© 0©ft) Outsid© Fre©-flow 1 2 3 4 5 6 7 Lone 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 /Ar© th© North/Soutti phas©s split (Y/N)? N /Ar© the East/West phcases split (Y/N)? N Effidenc^y Lost Factor 0.10 Houriy Volume 0 0 0 314 0 200 0 548 187 290 552 0 Adjusted Houriy Volume 0 0 0 314 0 200 0 548 187 290 552 0 Utilization Factor 0.00 0.00 0.00 0.17 0.00 0.11 0.00 0.14 0.10 0.09 0.14 0.00 Critical Factors 0.00 0.00 0.17 0.14 0.09 ICU Ratio = 0.50 LOS= A Turning Movements at Intersection of: 1-S Souttibound Romp and Poinsettia Lone W e s t A P P r Time : 4:45 PM to 5:46 PM Date; 7/16/96 Day; Tuesday Name ; C.I. fic CH. Totals 1487 Sub- totgls 752 735 North Approach 200 0 548 187 Subtotals Total 477 0 0 477 514 0 1-5 Southbound Romp 514 0 314 t North t 0 562 290 Total Subtotals Sub- totals 842 862 Totals 1704 Poinsettia Lane E a s t A P P r South Approach Note : Left-tum volumes include U-turns. U-tums in bold. CFFY OF CARLSBAD SUMMER 1996 INTERSECTION ANALYSIS SUMMARY Intersection Number: 43 Intersection Location: I-5/Poinsettia Lane N/B Ramp CONTENT EAQE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and 2 of 3 Tura Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Tura 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 Count Date; 7/16/96 Day: Tuesday Weather; Clear Fite: CB9643.XLS Data Collected by T.M. fic CM. Trafflc Control: Signalized End of 15 min. prd. South Approach (NB) North /Approach (SB) West Approach (EB) Eost Approach (WB) 15 min Total Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Tm Thru Right Peds Left U-Tm Thru Right Peds Vehicles Peds 6:15 AM 11 0 0 25 0 0 0 0 0 0 8 0 21 0 2 0 0 60 37 0 162 2 6:30 AM 20 0 0 50 0 0 G 0 0 0 6 0 33 0 I 0 0 62 38 0 209 1 6:45 AM 27 0 0 67 0 0 0 0 0 0 18 0 61 0 4 0 0 125 48 1 346 5 7:00 AM 27 0 1 52 0 0 0 0 0 0 10 0 90 0 0 0 0 130 47 0 357 0 7:15 AM 16 0 0 39 0 0 0 0 0 0 12 0 50 0 2 0 0 126 62 0 294 2 7:30 AM • 19 0 0 62 0 0 0 0 0 0 21 0 41 0 7 0 0 150 60 2 343 9 7:45 AM * 22 0 0 63 0 0 0 0 0 0 16 0 53 0 1 0 0 123 85 0 362 1 8:00 AM * 34 0 0 72 0 0 0 0 0 0 18 0 61 0 1 0 0 133 92 1 410 2 8:15 AM " 31 0 0 54 0 0 0 0 0 0 22 0 70 0 7 0 0 146 88 1 411 8 8:30 AM 26 0 1 24 0 0 0 0 0 0 20 0 44 0 1 0 0 100 41 2 256 3 8:45 AM 34 0 1 43 0 0 0 0 0 0 27 0 48 0 2 0 0 105 66 2 324 4 9:00 AM 33 0 2 33 0 0 0 0 0 0 21 0 70 0 1 0 0 120 61 2 340 3 Max, 16 min. 34 0 2 72 0 0 0 0 0 0 27 0 90 0 7 0 0 150 92 2 411 9 Pk. Hr. Vd, 106 0 0 241 0 0 0 0 0 0 77 0 225 0 16 0 0 662 325 4 1526 20 7;16AM Peak Intersection Traffic In Pk, Hr. = 1626 Peak Hr. Factor 0,93 8:16 AM Hour Intersection Pdstrns In Pk, Hr. 20 3:46 PM 4:00 PM 4:16 PM 4:30 PM 4:45 PM 5:00 PM 6:15 PM 6:30 PM 5:45 PM 6:00 PM 6:15 PM 6:30 PM Max, 15 min Pk, Hr, Vd, 4:45 PM 39 0 2 67 0 0 0 0 0 0 42 0 120 0 1 0 0 166 86 3 512 4 41 0 1 51 0 0 0 0 0 0 40 0 109 0 0 0 0 105 77 1 424 1 34 0 1 48 0 0 0 0 0 0 42 0 128 0 0 0 0 91 50 2 394 2 37 0 0 60 0 0 0 0 0 0 25 0 111 0 0 0 0 96 68 1 387 1 1 30 0 0 76 0 0 0 0 0 0 59 0 122 0 0 0 0 79 43 1 408 1 1 58 0 1 113 0 0 0 0 0 0 65 0 151 0 0 0 0 118 58 0 664 0 36 0 0 83 0 0 0 0 0 0 36 0 110 0 0 0 0 97 27 1 389 1 36 0 1 92 0 0 0 0 0 0 61 0 152 0 0 0 0 103 61 2 486 2 37 0 0 64 0 0 0 0 0 0 46 0 152 0 2 0 0 86 52 0 437 2 37 0 0 78 0 0 0 0 0 0 42 0 139 0 3 0 0 130 36 2 462 6 38 0 1 73 0 0 0 0 0 0 42 0 150 0 1 0 0 102 63 0 469 1 27 0 0 84 0 0 0 0 0 0 31 0 107 0 2 0 0 97 35 2 381 4 58 0 2 113 0 0 0 0 0 0 59 0 152 0 3 0 0 156 86 3 554 6 167 0 2 352 0 0 0 0 0 0 188 0 566 0 2 0 0 404 188 3 1866 6 Intersection Trafflc in Pk. Hr. = 1866 Peak Hr. Factor 0,84 5:45 PM Peak Hour Intersection Pdstrns in Pk. Hr. I-S Northbound at Poinsettia Lone Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period ; 7:15/AM to 8:15 AM Pag© 2 of 3 South/Appr (NB) North/Appr (SB) W©stAppr(EB) East/Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config - urations Inside Oeft) Outside Ree-flow Lane Settings 0 1 2 0 0 0 1 2 0 0 3 1 Capacity 0 2000 3240 0 0 0 1800 4000 0. 0 6000 1800 /Are the North/Soutti phases split (Y/N)? N. /Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Houriy Volume 106 . 0 241 0 0 0 77 225 0 0 662 325 Adjusted Hourly Volume 0 106 241 0 0 0 77 225 0 0 552 325 Utilization Factor 0.00 0.05 0.07 0.00 0.00 0.00 0.04 0.06 0.00 0.00 0.09 0.18 Critical Factors 0.07 0.00 0.04 0.18 ICU Ratio = 0.39 LOS = A Turning Mov©m©nts at lnt©rs©ction of: I-S Northbound ond Poinsettia Lone W e s t A P P r Time ; 7:15 AM to 8:15 AM Dot©: 7/16/96 Day: Tu©sday Nam© : TM. fic CM. Totals 960 Sub- totals 658 302 North Approach 0 0 0 77 225 0 Subtotals Total 106 0 0 0 347 347 1-5 Norttibound 402 0 0 402 t North ^ t r 325 552 0 241 Total Subtotals Sub- totals 877 Totals 1343 466 Poinsettia Lone E a s t A P P r South Approach Not© : L©ft-turn volumes include U-turns. U-turns in bold. -5 Northbound at Polnsettio Lone Lane Configuration for lnt©rs©ction Capacity Utilization Pk. Hr. Tim© Period ; 4:45 PM to 5:45 PM Pag© 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 Oeft) Outside Ree-flow 1 1 Lane Settings 0 1 2 0 0 0 1 2 0 0 3 1 Capacity 0 2000 3240 0 0 0 1800 4000 0 0 6000 1800 /Are the North/South phases split (Y/N)? N Are the East/West phcases split (Y/fvD? N Effid©ncy Lost Factor 0.10 Houriy Volum© 167 2 352 0 0 0 188 565 0 0 404 188 Adjust©d Houriy Volum© 0 169 352 0 0 0 188 565 0 0 404 188 Utilization Factor . 0.00 0.08 0.11 0.00 0.00 0.00 0.10 0.14 0.00 0,00 0,07 0.10 Critical Factors 0.11 0.00 0.10 0.10 ICU Ratio = 0.41 LOS= A Turning Movements at Intersection of: 1-5 Northbound ond Poinsettia Lone W e s t A P P r Time : 4:45 PM to 5:45 PM Date; 7/16/96 Day; Tuesday Name: TM. fic CM. Totals 1324 Sub- totals 571 753 North Approach 0 0 188 566 0 Subtotals Total 167 0 621 2 521 378 0 0 1-5 Norttibound 378 t North 352 188 404 0 Total Subtotals Sub- totals 692 917 Totals 1509 Poinsettia Lone E a s t A P P r South Approach Note ; Left-turn volumes includ© U-turns. U-turns in bold.