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HomeMy WebLinkAbout; 1997 Traffic Monitoring Program Carlsbad Part 1; 1997 Traffic Monitoring Program Carlsbad Part 1; 1997-12-12ANNUAL REPORT 1997 CITY OF CARLSBAD GROWTH MANAGEMENT PLAN TRAFFIC MONITORING PROGRAM Prepared For City of Carlsbad 2075 Las Palmas Drive Carlsbad, CA 92009 Prepared By TransCore 10260 Campus Point Drive San Diego, CA 92121 Tel. No. (619) 646-3400 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 Figure Page 1- 1 Project Location Map 1-2 2- 1 1997 Traffic Monitoring Prograin - Pealc Hour Arterial Levels of 2-2 Service 3- 1 Intersection Location Map 3-2 3-2 1997 AM Peak Hour - Intersection Levels of Service 3-11 3-3 1997 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 PRO JECT OVERVIEW In attempts by cities across the country to manage growth within their communities, Growth Management Plans have been developed. An important part of a Growth Management Plan is a Traffic Monitoring Program. The Traffic Monitoring Program entails the collection and analysis of data at critical mid-block link count locations and major intersections throughout the community. Typically, data requirements for Traffic Monitoring Programs include the average daily traffic volumes recorded at mid-block locations and peak hour tum movement volumes at major signalized and unsignalized intersections. The field data is then reduced and capacity analysis is performed based on existing geometries and lane configurations. The analysis of intersections and mid-block locations enables the jurisdiction to identify potential capacity problem areas where unacceptable operations exist. This information is intended to assist the City in assessing future development adjacent to these problem locations where capacity deficiencies currently exist. This report documents the ninth year's results of the Growth Management Plan Traffic Monitoring Program for the City of Carlsbad. The City of Carlsbad identified forty- six (46) key intersections and twenty-seven (27) key mid-block locations for analysis. Similar efforts occurred during 1989, 1990, 1991, 1992, 1993, 1994, 1995, and 1996 during the months of either June and July or July and August which provided a basis for comparison. The City of Carlsbad is a coastal community located in Southem California, 35 miles north of San Diego, and the current population is approximately 70,000. Interstate 5 runs north and south near the western edge of Carlsbad and is a major route for commuters to both Orange County and San Diego. The facility also carries a significant amount of through traffic as the primary coastal route linking San Diego to Orange County and Los Angeles. The Carlsbad Circulation system includes the following major arterials; El Camino Real, Palomar Airport Road, La Costa Avenue, Rancho Santa Fe Road, and Carlsbad Boulevard. The project location map, Figure 1-1, shows the alignment of the major roadways throughout Carlsbad and the intersections and mid-block locations evaluated in this year's Traffic Monitoring Program. 1-1 LEGEND gi Mid-Block Count Location O Intersection Count Location Acervo TRAf<iS^RE - Figure 1-1 PROJECT LOCATION MAP 1-2 ANNUAL REPORT ORGANIZATION TransCore, formerly JHK & Associates (JHK), collected data during the Summer of 1997 at requested mid-block locations and intersections within and adjacent to the City of Carlsbad. The results of this data collection effort are included in the appendix at the end of this report. In addition to the technical appendix, TransCore has prepared a summary section for this Annual Report. Summary information is presented in this initial section of the report, and a description of the contents of Chapters 2,3 and 4 is provided below. As mentioned previously, a total of twenty-seven (27) mid-block link count locations were identified by the City of Carlsbad for the collection of 1997 average daily traffic (ADT) volume counts. TransCore coordinated the placement of its counters with City staff and later reviewed the ADT volumes and performed roadway segment analysis. The results of the mid-block link analysis for the summer count period are contained in Chapter 2. Although roadway segment analysis provides a good indication of roadway operations in mral settings, intersections tend to be the dominant factor in traffic operations within the urban sections of most communities. Thus, the City of Carlsbad identified forty- six (46) key intersections to be analyzed. To help assure that the intersection turn movement counts were completed in a timely and consistent manner, TransCore utilized engineering students from local universities. Morning (6:00 to 9:00 a.m.) and evening (3:30 to 6:30 p.m.) peak period tum movement volumes were collected at each project intersection. Also, vehicular delay was measured at each unsignalized intersection. The data was reduced to identify the peak hour tum movement volumes and approach delays, and this information was then analyzed using the Intersection Capacity Utilization (ICU) method for signalized intersections and procedures oudined in the 1994 Highwav Capacity Manual. Chapter 10, for unsignalized ALL-WAY STOP-controUed 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. TransCore conducted the link counts using mechanical tube counters which were placed and monitored for two consecutive days (48-hours). The counts resulted in the determination of average daily traffic (ADT) volumes, and these ADT volumes for the Summer count period are summarized in the Appendix. The City of Carlsbad assumed a one-direction maximum capacity of 1,800 vehicles per lane, per hour, in the peak period. Roadway segment analysis was calculated by a maximum one-direction lane volume to capacity ratio and the corresponding Level of Service (LOS) was determined. Figure 2-1 graphically illustrates the 1997 levels of service during the peak hour. Table 2-1 summarizes and compares the Summer 1997 roadway segment analysis with data from 1993, 1994, 1995, and 1996. After the analysis was completed for the roadway segments, no locations were identified as operating at LOS E or F. However, one (1) location was found to operate at LOS C, and one (1) additional location operates at LOS D. La Costa Avenue between Piraeus Street and Saxony Road and Palomar Airport Road east of future Melrose Drive were found to operate at LOS C and D respectively, with volume to capacity ratios (V/C) of 0.76 and 0.82 during the peak period. This is the first year since improvements were completed on the Palomar Airport corridor, east of El Camino Real, that this location has reported a level of service worse than C. The second location, La Costa Avenue between Piraeus Street and Saxony Road was found to operate at LOS C with a (V/C) of 0.76 which is an increase from last year's (V/C) of 0.74, but is less than the 0.78 reported in 1995. The remaining segments operated at LOS A or B for the Summer 1997 count phase. The location ofthe 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 1993 1994 1995 1996 1997 Summer Summer Summer Summer Summer LOS LOS LOS LOS LOS N/A A B C D C C C C C 2-1 TRAmCDRE - An SAICCompany Figure 2-1 1997 TRAFFIC MONITORING PROGRAM PEAK HOUR ARTERIAL LEVELS OF SERVICE 2-2 Table 2-1 CIIY OF CARLSBAD ROADWAY SEGMENT LEVELS OF SERVICE ANALYSIS SUMMARY to I Location Nambcr Seement Seement Location Summer 1993 Summer 1994 Summer 1995 Summer 1996 Summer 1997 Location Nambcr Seement Seement Location ADT Peak LOS ADT Peak LOS ADT Peak LOS ADT Peak LOS ADT Peak LOS 1 Palomar Aiipoit Rd. Paseo Del Norte and Armada Drive/Price Qub 42,895 A 2 Palomar Airport Rd. YatTow Dr. and El Camino Real 20,180 A 17,980 A 22,625 A 24.395 A 26,630 A 3 Palomar Airport Rd. El Camino Real and El Fueite St 26,785 A 36,220 A 37,610 B 41,450 B 4 Palomar Airpon Rd. East of fiinire Melrose Dr. 25,385 A 34.615 B 37,925 C 40,545 D 5 El Camino Real Plaza Dr. and Matron Rd. 31,365 A 32.125 A 31.580 A 32,345 A 33.220 A 6 El Camino Real Tamarack Ave. and Kelly Dr. 23,310 A 24,700 A 22.730 A 23,945 A 26.615 A 7 El Camino Real Palomar Aiipoit Rd. and Faraday Ave. 23.000 A 25.150 A 26,475 A 29.445 A 8 El Camino Real Camino Vida Roble and Alga RdVAviara Pkwy. 23.415 A 25,150 A 28.070 A 9 El Camino Real Alga RA/Aviara Pkwy. and La Costo Ave. 29,775 A 27.540 A 30.450 A 30,715 A 32.565 A 10 El Camino Real La Costa Ave. and Levante SL 23.855 A 25.185 A 26.505 A 30.415 A 11 El Camino Real Levante St. and Olivenhain Rd. 25.075 A 23.825 A 24.770 A 25.905 A 30,220 A 12 Carlsbad Blvd. Mountain View Dr. and State St 13,045 A 13,950 A 14.285 A 13.250 A 12,910 A 13 Carl^ Blvd. Cannon Rd. and Cerezo Dr. 15,215 A 15.105 A 14.715 A 15.065 A 14.515 A 14 Carkbad Blvd. Palomar Airport Rd. and Poinsettia Ln. 15,290 A 13.975 A 13.505 A 12.200 A 15.470 A 15 Carl^ Blvd. Poinsettia Ln. and L» Costa Ave. 13,605 A 12.775 A 15.010 A 12,175 A 14.870 A 16 La Costa Ave. Piraeus St. and Saxony Rd. 29,705 C 30.895 C 31.455 C 30.540 C 30.575 C 17 La Costa Ave. Romeria SL and Cadencia St 11,360 A 11.600 A 11.395 A 11,280 A 11.370 A 18 Randio SanU Fe Rd. Melrose Dr. and La Costa Meadows Dr. 23.850 C 25.490 B 23,290 B 23,560 A 23.330 A 19 Rancho Santa Fe Rd. Questhaven Rd. and (Cadencia St 19.505 A 20.255 A 19.755 A 20.500 A 20,995 A 20 Rancho Santa Fe Rd. Olivenhain Rd. and Aveiuda La Posta 10.825 A 10.880 A 11.520 A 11,305 A 11.785 A 21 Carlsbad ViUage Dr. Pontiac Dr. and Victoria Ave. 4,930 A 5.140 A 5,075 A 5,180 A 5.245 A 22 Poinsettia Ln. Paseo Del Notte and Batiquitos Dt. 11,380 A 12.390 A 12,590 A 15,105 A 18,800 A 23 Tamarack Ave. El Camino Real and La Portalada Dr. 7.240 A 7.265 A 7,075 A 7.045 A 7.270 A 24 Paseo Del Noite Camino Del Parque (N) and Palomar Airport Rd. 10.560* A 7.470 A 8.185 A 8.100 A 8,670 A 25 Paseo Del Norte Palomar Airport Rd. and Car Country Dr. 12.015* A 5,750 A 6.140 A 6,185 A 26 CoUege Blvd. Aston Ave. and Palomar Airport Rd. 9.820 A 10,205 A 11.410 A 12.680 A 27 Alga Road El Camino Real and El Fuerte SL 7.870 A 7.860 A 8.165 A * significant volome Increase was doe to constractlon of I-5/P«lomar Airport Road interchange. Twenty six (26) of the twenty-seven (27) mid-block locations for this 1997 report were previously analyzed in the 1996 report. Of these twenty-six (26) locations, twenty-three (23) link count stations experienced an increase in ADT from the previous count period. The increases ranged from less than one (1) percent to twenty-six (26) percent with an average increase of nine (9) percent. The other three (3) sites showed a decrease in the recorded ADT volumes from the previous count period. The decreases ranged from less than one (1) percent to four (4) percent with an average decrease of two (2) percent. Based on the twenty-six (26) comparative locations, overall traffic volumes have increased by eight (8) percent during the last year. This is more than the previous year when the annual growth rate averaged two (2) percent. A few interesting observations can be made from the ADT data along the main corridors in Carlsbad. For instance, since the completion of construction 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. Currently, the volumes along Palomar Airport Road in this area have continued to increase by seven (7) to ten (10) percent. Although last year's average increases were nearly the same as this year's, it is still considered significant. Since completion of the reconstruction of Palomar Airport Road east of El Camino Real other routes continue to have decreases in their daily traffic volumes, but much less than the previous years' decreases. In particular, traffic on Carlsbad Boulevard still show decreases to the north of three (3) percent since last year and Rancho Santa Fe Road between Melrose Drive and La Costa Meadows experienced a volume decrease for the second straight year. 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 construction on Palomar Airport Road. For instance, El Camino Real, directly north and south of the Palomar Airport Road improvements continue to experience increases of eleven (11) and twel ve (12) percent respecti vei y. 2-4 It is important to recognize that although roadway segment analysis is an accurate assessment of roadway conditions in mral 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 control the flow of traffic on the system. Thus, the analysis of intersection levels of service at signalized intersections provides a more accurate indication of system operations in urbanized areas. In summary, the information in this chapter, coupled with the capacity analysis of signalized and unsignalized intersections in Chapter 3, will enable the City of Carlsbad to more accurately determine the current state of the entire circulation system. 2-5 3. INTERSECTION TURN MOVEMENT COUNTS Intersection tum movement counts were conducted at forty-six (46) intersections. Figure 3-1 graphically identifies the location of each of the intersections included in the study. To aid in the data collection, TransCore employed temporary staff consisting of engineering students from local universities. The tum movement counts were conducted during the moming peak period (6:00 to 9:00 a.m.) and the evening peak period (3:30 to 6:30 p.m.). The data from each three-hour period was subdivided into fifteen minute intervals, and vehicle tuming movement counts were summarized during each interval. This assured that the peak hour would be clearly identified for both the moming and evening peak periods. All counts were conducted during the middle of the week (either Tuesday, Wednesday, or Thursday) and the actual count day and date are shown in the Appendix. To aid in the reduction of the field data, TransCore utilized an in-house computer software application program. The program used an Excel spreadsheet format to identify peak hour volume conditions to determine the peak hour factor and perform ICU calculations. The ICU calculations for signalized intersections were conducted for both the moming and evening peak hours for forty-two (42) of the forty-six (46) intersections. In the past, lane group capacities of 1700 vphg per thru lane and 1500 vphg per turn lane were used for the ICU calculations. As part of the 1991 Traffic Monitoring Program, TransCore studied nine signalized intersections in order to compare the theoretical and actual lane group capacities. Based on the results of this analysis and discussions with City staff, ICU calculations were performed based on the following lane group capacities: Lane Group Capacity Thm Lanes 2000 vphgpl Tum Lanes 1800 vphgpl 3-1 Acervo TRAf<JS^RE .\ri SAK CcTTfyjuy Figure 3-1 INTERSECTION LOCATION MAP 3-2 The 1997 intersection ICU was correlated to the level of service for the forty-two (42) 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 four (4) unsignalized intersections could not be analyzed using ICU procedures. One intersection was ALL-WAY STOP-controlled, and the remaining were TWO-WAY STOP-controlled intersections with stop or yield signs controlling the minor street or ramp approach. The 1997 Traffic Monitoring Program unsignalized analysis incorporated new procedures recently published in the 1994 Highwav Capacity Manual as described below. TWO-WAY STOP-controlled intersections were analyzed using a methodology based on average vehicle delay which was developed and approved in 1990 by the City Traffic Engineer. This methodology required an estimation of vehicular delay based on V/C ratios and corresponding Levels of Service. Beginning with the 1991 Traffic Monitoring Program, TransCore collected actual delay measurements for all conflicting movements at unsignalized intersections. This information was then utilized in calculating a total, weighted, average delay for the intersection. The total intersection delay was then compared to Table 10-3 of the 1994 Highway Capacity Manual to obtain the overall intersection level of service. The 1994 Highwav Capacity Manual provides new Levels of Service criteria as compared with previous years' analysis of unsignalized intersection analysis. The new Levels of Service criteria for unsignalized intersections is summarized in the following table: 3-3 LEVEL OF SERVICE CRITERIA FOR UNSIGNALIZED INTERSECTIONS Delay/Vehicle (sec) 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 the TWO-WAY STOP-controlled intersections can be found in the Appendix. The 1994 Highway Capacity Manual describes new procedures for calculating ALL- WAY STOP-controlled intersection Levels of Service. TransCore utilized these procedures in this report to determine the level of service of the one ALL-WAY STOP-controlled intersection in the study area. The new procedure includes the following steps. First, determine the flow rates and number of lanes for each approach. Then, estimate the approach capacity based on proportion of traffic on the approaches, number of lanes on each approach and proportion of tuming movements. The average approach total delay is a function of the volume on the approach and the capacity estimated for the approach. This is calculated using equation 10-25 located in the 1994 Highway Capacity Manual. Total intersection delay is determined to be the summation of the total approach delay multiplied by the approach adjusted flow rate then divided by the overall intersection volume. A Level of Service is then determined using table 10-3 of the 1994 Highway Capacity Manual. The ALL-WAY STOP- controlled intersection analysis utilized in previous years of the Traffic Monitoring Program was based on an earlier version of the 1994 Highway Capacity Manual procedure, with slight variations in the methodology. After analyzing the results of the Summer 1997 count season, six (6) intersections were identified as operating at Level of Service D, E or F during the a.m. or p.m. peak hours. Each of these locations was then further analyzed to determine the Level of Service during each 15-minute interval of the peak hour. Five (5) intersections were signalized and one (1) unsignalized. 3-4 The signalized intersections were analyzed by assuming a peak hour factor of 1.00 for each 15-minute period's volumes. ICU ratios and Levels of Service were then calculated from the resulting hourly volumes. None of the six (6) locations exhibited LOS E or F conditions during all four (4) 15-minute peak hour periods for the moming or evening peak period. The ICU and LOS for the Summer count seasons of 1993, 1994, 1995, 1996 and 1997 are summarized in Table 3-1. In addition. Figures 3-2 and 3-3 graphically illustrate the intersection levels of service for both moming and aftemoon peak periods. A discussion of traffic operations at each of six (6) intersections identified as operating at or below LOS D follows: Palomar Airport Road and El Camino Real Prior to this year, this intersection has operated at acceptable levels of service since 1994, with the exception of 1995's ICU ratio of 0.81 (LOS D) in the aftemoon peak period. Again, this year the afternoon peak period level of service is D. This is due to continued growth in traffic volumes along Palomar Airport Road and El Camino Real, near this intersection and supported by the fact that ADT volume increases surrounding this intersection range from ten (10) to twelve (12) percent. This has led to an ICU ratio of 0.84 (LOS D) in the aftemoon, previously reported at 0.78 (LOS C) in 1996. This intersection should be monitored closely over the next year or two to see if the completion of alternative connecting roadways to Palomar Airport Road such as, Melrose Drive and Aviara Parkway help relieve congestion at this intersection. It should be noted that this intersection operates at LOS D or worse conditions for only two (2) 15-minute periods of the afternoon peak 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, decreasing by only 95 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 alleviate much of the stress on this intersection. It should be noted that this intersection operates at LOS D or worse for three (3) 15-minute peak periods in the morning peak hour. 3-5 El Camino Real and Faraday Avenue This intersection operated poorly for the second straight year. Currently LOS E conditions exist for the aftemoon peak hour with the eastbound right tum movement contiibuting to forty-seven (47) percent of this intersection's ICU ratio of 0.96. Future occupation of office and industrial lots, previously developed to the west of this intersection, will continue to add additional trips. Consideration should be given to adding additional capacity to this intersection, especially at the eastbound approach to accommodate future needs. It should be noted that LOS D or worse conditions exist for all four (4) 15-minute periods of the aftemoon peak hour. Palomar Airport Road and El Fuerte Street Prior to last year, this intersection has operated at acceptable levels of service since 1994 and after the completion of the Palomar Airport Road construction project. However, this year the moming and afternoon peak period levels of service have worsened to LOS E and LOS F respectively. This is most likely due to the heavy use since completion of the constmction on Palomar Airport Road and is supported by the fact that ADT volumes along Palomar Airport Road continue to experience average increases of ten (10) percent. The result of this increase is most noticeable in the westbound through and eastbound left turn movements, which increased seven (7) and fifteen (15) percent respectively. This has led to an ICU ratio of 0.97 (LOS E) in the moming and 1.01 (LOS F) in the aftemoon, previously reported at 0.88 (LOS D) and 1.06 (LOS F) in 1996. 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 and westbound approaches. It should be noted that this intersection operated at level of service E or worse for two (2) 15-minute periods during the morning 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 three 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 twenty-three (23) percent of the intersection's ICU ratio of 0.73 (LOS C) in the moming and fifty-seven (57) percent of the ICU ratio of 0.97 (LOS E) in the afternoon peak period. Consideration should still be given to a right tum free-flow lane to alleviate this situation. Currently, LOS E or F conditions exist at this intersection for three (3) 15-minute periods ofthe afternoon 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 significantly to the overall delay and corresponding LOS D designation. Next year this intersection will be modified with signalization and geometric modifications. Caltrans is currently completing the P.S.R. and will be proceeding to preparation of the plans, specifications and estimates with constmction scheduled to begin in 1998. It should be noted that this intersection operates at LOS D for only one (1) 15-minute period of the moming peak hour. 3-7 • Table 3-1 INTERSECTION CAPACrrV UTILIZATION ANALYSIS SUMMARY Coonl No. Count Intersection/LocBtion SUMMER 1993 PEAK HOUR AM PM ICU ICU Ratto LOS Ratio LOS SUMMER 1994 PEAKHQU8 AM ICU Rado LOS PM ICU Ratio LOS SUMMER 1995 PEAK HOUR AM ICU Ratio LOS PM ICU Ratio LOS SUMMER 1996 PF.AK HOUR AM PM ICU ICU Ratio LOS Ratio LOS SUMMER 1997 PEAK HOUR AM PM ICU ICU Ratio LOS Ratio LOS 1. El Camino Real and Catlsbad Village Drive 2. El Camino Real and Tamarack Avenue 3. El Canino Real and College Boulevard 4. El Camino Real and Faraday Aveoue 5. El Camino Real and PalonuB' Airport Road 6. El Camino Real and Cainino Vida Roble 7. El Camino Rea] and Alga Road/AviaiB Parkway 8. El Camino Real and La Coita Avenue OO 9. El Camino Real and Levante Street 10. El Camino Real and Dove Lane 11. Palomar Airport Road and Avenida Encinas 12. Palomar Airport Road and Paseo Dd Note 13. Palomar Airport Road and College Boulevard 14. Palomar Airport Road and Camino Vida Roble 15. Palomar Airport Road and El Fuerte Street 16. Caristiad Boulevard and Carlsbad Village Drive 17. Carld>ad Boulevard and Tamarack Avenue 0.42 A 0.56 A 0.63 B 0.61 B 0.49 A 0.54 A 0.4< A 0.69 B 0.69 B 0.71 C 0,37 0.63 B 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 A B A A A A A B A A A A A A 0.62 0.61 0.55 0.56 0.67 0.70 0.70 0.68 0.66 0.39 0.63 0.60 0.62 0.59 B B A A B B B B B A B A B A 0.48 0.59 0.41 0.55 0.63 0.53 0.51 0.75 0.42 0.49 0.60 0.48 0.53 075 A A B A A A A C 0.47 0.S8 0.50 0.77 0.81 0.53 0.69 0.85 0.56 0.75 0.62 0.61 0.66 0.79 A C D A B D A C B B B C .54 A .59 A .44 A .68 B .63 B .53 A .49 .77 .36 0.35 A 0.53 A 0.28 A 0.42 A 0.33 A 0.57 A 0.28 A 0.53 A 0.31 A 0.30 A 0.56 A 0.48 A .54 .31 .33 A C A .68 B .60 A .54 A 74 .53 D C .84 78 .54 A .63 B C A .54 A .69 B .60 A .70 B .63 B .82 D A .62 B D 1.06 F A .54 A A .53 A 0.52 A 0.66 B 0.47 A 0.66 B 0.64 B 0.51 A 0.49 A 0.65 B 0.39 A 0.39 A 0.52 A 0.66 B 0.61 B 0.53 A 0.97 E 0.30 A 0.34 A 0.63 B 0.77 C 0.66 B 0.96 E 0.84 D 0.58 A 0.72 C 0.72 C 0.64 B 0.50 A 074 C 0.69 B 0.72 C 0.64 B 1.01 F 0.51 A 0.52 A Table 3-1 (Continued) INTERSECTION CAPACFTY UTILIZATION ANALYSIS SUMMARY Count No. Count Inler>ection/Loc ation SimiMER 1993 PEAK HOUR AM PM ICU ICU Ratio LOS Ratio LOS SUMMER 1994 PEAK HOUR AM ICU Ratio LOS PM ICU Ratio LOS SUMMER 1995 PEAK HOUR AM ICU Ratio LOS ICU Ratio SUMMER 1996 PEAK HOUR PM AM PM ICU ICU LOS Rado LOS Rado LOS SUMMER 1997 PEAK HOUR AM PM ICU ICU Ratio LOS Ratio LOS t 18. Cartsbad Boulevard and Cannon Road 0.36 19. Carlsbad Boulevard and Poinsettia Lane 0.31 20. Rancho Santa Fe Road and Melrose Drive 0.87 21. Rancho Santa Fe Road and La Costa Meadows Drive * 22. Rancho Santa Fe Road and Questhaven Road * 23. Rancho Santa Fe Road and La Costa Avenue 0.55 24. Rancho Santa Fe Road and Olivenhain RoadACamino Alvaro 0.58 25. Carlsbad Village Drive and State Street 0.30 26. Carlsbad Village Drive and Roosevelt Street 27. Carlsbad Village Drive and Jefferson Street 28. Cartsbad Village Drive and Harding Street 0.40 29. Pomsettia Lane and Batiquitos Drive * 30. Poinsettia Lane and Paseo Dei Norte * 31. Poinsettia Lane and Avenida Encinas 0.38 32. Tamarack Avenue and Caiisbad Village Drive 33. Alga Raad and El Fuerte Street • 34. Aviara Parkway and Manzanita Street A A D A A A A A 0.53 0.37 0.82 0.57 D A A A 0.68 B 0.45 A A 0.52 A A • B D • E A 0.66 B 0.25 0.86 0.57 0.44 0.25 0.26 0.34 0.35 A D A A A A A A A B C 0.37 0.69 0.59 0.42 0.37 0.40 0.49 0.62 B B A A A C E B 0.34 0.86 0.58 0.51 0.22 0.27 0.32 * 0.38 0.32 A A A A A B C 0.49 0.80 0.58 0.44 0.40 0.46 0.53 * 0.37 0.56 A C A A A A A A A B .28 .87 .58 * .60 .49 .28 .39 A D A A A .29 A .37 A * B .44 A .46 A .66 B .66 B * A .56 .43 .42 .28 A A A .48 A .53 A •* C .40 A .33 A .42 A *• B ** B 0.36 A 0.64 B 0.29 A 0.48 A 0.82 D 0.69 B 0.61 B 0.69 B • A * A 0.56 A 0.58 A 0.47 A 0.47 A 0.22 A 0.40 A 0.27 A 0.41 A 0.30 A 0.46 A 0.34 A 0.55 A 0.39 A 0.39 A 0.47 A 0.50 A 0.35 A 0.43 A ** Q Q 0.25 A 0.34 A 0.31 A 0.49 A Table 3-1 (Continued) INTERSECTION CAPACITY UTILIZATION ANALYSIS SUMMARY Count No. Count Inter»«ction/Locatlon SUMMER 1993 PEAK HQVR AM PM ICU ICU Rado LOS Ratio LOS SUMMER 1994 PEAK HOUR AM ICU Rado LOS PM ICU Rado LOS SUMMER 1995 PEAK HOUR AM ICU Ratio LOS PM ICU Rado LOS SUMMER 1996 PEAK HOUR AM PM ICU ICU Rado LOS Rado LOS SUMMER 1997 PEAK HOUR AM PM ICU ICU Ratio LOS Ratio LOS O 35. 1-5/Carisbad VUlage Drive S/B Ramp 36. I-5/Carlsbad VUlage Drive N/B Ramp 37. I-5/Taniarack Avenue S/B Ramp 38. I-5/ramarack Avenue N/B Ran^ 39. I-5/Cannon Road S/B Ramp 40. ^ I-5/Cannon Road N/B Ran^ 41. I-S Palomar Airport Road SIB Ran? 42. 1-5 Palomar Airport Road NIB Kamp 43. I-5/PDinsettia Lane SIB Ranq> 44. I-5/Poinsettia Lane N/BRan? 45. I-5/La Costa Avenue S/B Ramp 46. I-5/La Costa Avenue N/B Ramp 0.53 A 0.81 D 0.55 A 075 C B A C C C B C D 0.44 0.52 0.57 0.52 0.42 0.62 B A B B 0.58 0.70 0.46 0.68 0.33 0.88 A B A A D C A • A B • C B * C 0.50 0.49 0.61 0.44 0.48 070 0.28 B A D B A 0.60 0.67 0.43 0.63 0.40 1.00 0.32 B A B E A 0.30 A 0.33 A • B * C • A * C .52 A .67 B 0.51 A 0.69 B .50 A .81 D 0.53 A 0.67 B 0.56 A 0.43 A 0.48 A 0.64 B * D * A 63 B .49 A 71 D * .44 A C A *A*C 'A'A .50 A .46 A 0.51 A 0.38 A .85 D 1.46 F 0.73 C 0.97 E .38 A .50 A 0.42 A 0.51 A 39 A 41 A 0.40 A 0.48 A 0.48 A 0.53 A 0.46 A 0.51 A * ICU ratio not applicable to this unsignalized location. *• This intersection was found to be out of die range of Uie new HCM procedures, previous TRB procedures were used. ACCIMI TRA!<isCORE AJ^ SAIC Company Figure 3-2 1997 AM PEAK HOUR INTERSECTION LEVELS OF SERVICE 3-11 LEGEND XX Intersedion Count Numher # IXXS A.U or C O I.OS I) # l.OS # LOS Acervo TRAKIS^RE — An 5A/C Company Figure 3-3 1997 PMPEAK HOUR INTERSECTION LEVELS OF SERVICE 3-12 4. CONCLUSIONS The scope of work for this project was developed to allow the City of Carlsbad to monitor growth at several intersections and mid-block locations that have been studied since 1989, as well as monitor new locations. Forty-four (44) intersections have been studied for at least three or more of the years since 1989. In addition, twenty-seven (26) of the twenty seven (27) mid-block locations have been studied in previous Traffic Monitoring reports. The results of the mid-block count locations indicate that overall traffic has increased by an average of eight (8) percent from last year. Segments of La Costa Avenue and Palomar Airport Road are operating at LOS C and D respectively during the peak hour , but all other roadways are operating at LOS A or B. The information contained in Chapter 3 identifies six (6) critical intersections from the forty-six (46) study locations. The signalized intersection of Palomar Airport Road and El Fuerte Street operates at LOS E in the AM peak hour and LOS F in the PM. Two other signalized intersections, 1-5 Northbound Ramp and Palomar Airport Road and El Camino Real and Faraday Avenue were found to operate at LOS E during the PM peak hour. Palomar Airport Road and El Camino Real operates at LOS D for the second time since geometric improvements were completed in 1994. Rancho Santa Fe Road and Melrose Drive operates poorly for the sixth straight year, exhibiting LOS D conditions during the AM peak period. The unsignalized intersection of 1-5 southbound and Cannon Road was found to operate at LOS D conditions during the moming peak period only. Based on the results of this study, it is recommended that these signalized and unsignalized intersections be further reviewed by the City to determine if mitigation should be considered. The remaining signalized and unsignalized intersections were found to have acceptable levels of service. It can be concluded that operations at these remaining intersections may require periodic monitoring and additional geometric analysis. Options to mitigation may include the reclassification of some intersections to "interim conditions" until future elements of the circulation plan are implemented. This would allow these facilities to function at their present LOS until the completion of additional east/west or north/south facilities. For example, the completion of Alga Road (Aviara Parkway) between El Camino Real and Poinsettia Lane several years ago provided another east/west link with 1-5. This route helped relieve nearby facilities during 1991 which were approaching saturation levels. However, recent analyses show these locations worsening again. Additional roadways would also provide altemate routes for existing and future traffic volumes. This alternative to 4-1 mitigation is viable if the elements are anticipated in the short term of 1 to 3 years. Based on the observed volumes on these existing facilities it is recommended that mitigation be provided in the near term (1 to 3 years). In conclusion, this report was developed for the City of Carlsbad as the ninth annual Traffic Monitoring Program for the Growth Management Plan. Critical intersections have been identified and potential mitigation measures have been discussed. The report represents a conservative estimate of intersection operations based on the guidelines developed by the City of Carlsbad. The intent of this document is to provide City staff with an indication of the current status of the overall circulation system in terms of intersection and segment capacities and Levels of Service. In the future, this report will be used as a tool for the accurate identification of conditions in specific areas of the City. Also, the results of this project identify critical locations which warrant close attention in the future. The City may utilize the conclusions of this report to aid in the creation of a future scope of work for additional traffic monitoring. 4-2 APPENDK A INTERSECTION SUMMARY TURNING MOVEMENT COUNTS Forty-six (46) key intersections were identified by the City of Carlsbad to be studied under the Traffic Monitoring Program of the Growth Management Plan. Figure A-1 graphically identifies the location of each of the intersections included in the study. Table A-1 documents the dates on which each tuming movement count was performed. The data was collected for the a.m. and p.m. peak periods and completed during the months of July and August of 1997. The a.m. peak period was from 6:00 to 9:00 a.m., and the p.m. peak period was from 3:30 to 6:30 p.m. It consisted of tum movement counts for each approach for all forty-six (46) intersections. Pedestrian and U-tum data was also collected at each intersection. In addition, delay data was also obtained for each unsignalized intersection. The data was then reduced and intersection capacity utilization analysis was performed for each signalized intersection while the unsignalized locations were analyzed with procedures oudined in the 1994 Highway Capacity Manual. The procedures developed to accomplish the reduction and analysis are shown in this chapter. Table A-2 summarizes the results of this initial ICU, TRB, or HCM analysis. The table presents calculated Levels of Service for all forty-six (46) intersections during the a.m. and p.m. peak hours. When reviewing the reduced intersection data within the following appendix, it should be noted that pedestrian flow for a given vehicular approach is the flow in the crosswalk interfering with right turns from the approach. Thus, for a westbound approach, the pedestrian flow in the north crosswalk would be used; for an eastbound approach, the south-crosswalk flow; for a northbound approach, the east-crosswalk flow; and for a southbound approach, the west-crosswalk flow. LEGEND O Intersection Count Location XX Intersection Count Number Acervo TRAI<JS^RE — Figure A-1 INTERSECTION LOCATION MAP Table A-1 COUNT DATE SUMMARY SHEET 1997 TRAFFIC MONITORING PROGRAM Location Count Count Count Number Intersection/Location Day Date 1. El Camino Real and Carlsbad Village Drive Wed 7/30 2. El Camino Real and Tamarack Avenue Wed 7/23 3. El Camino Real and College Boulevard Wed 7/16 4. El Camino Real and Faraday Avenue Wed 7/16 5. El Camino Real and Palomar Airport Road Thur 7/17 6. El Camino Real and Camino Vida Roble Tue 7/15 7. El Camino Real and Alga Road/Aviara Parkway Tue 7/08 8. El Camino Real and La Costa Avenue Tue 8/05 9. El Camino Real and Levante Street Wed 7/09 10. El Camino Real and Dove Lane Tue 7/15 11. Palomar Airport Road and Avenida Encinas Thur 7/24 12. Palomar Airport Road and Paseo Del Norte Thur 7/17 13. Palomar Airport Road and College Boulevard Thur 7/17 14. Palomar Airport Road and Camino Vida Roble Tue 7/15 15. Palomar Airport Road and El Fuerte Street Thur 8/21 16. Carlsbad Boulevard and Carlsbad Village Drive Tue 7/29 17. Carlsbad Boulevard and Tamarack Avenue Wed 7/23 18. Carlsbad Boulevard and Cannon Road Tue 7/22 19. Carlsbad Boulevard and Poinsettia Lane Wed 8/06 20. Rancho Santa Fe Road and Melrose Drive Thur 7/10 21. Rancho Santa Fe Road and La Costa Meadows Drive Thur 7/10 22. Rancho Santa Fe Road and Questhaven Road Thur 7/10 23. Rancho Santa Fe Road and La Costa Avenue Wed 7/09 24. Rancho Santa Fe Road and Olivenhain Road/Camino Alvaro Wed 7/09 25. Carlsbad Village Drive and State Street Tue 7/29 26. Carlsbad Village Drive and Roosevelt Street Tue 7/29 27. Carlsbad Village Drive and Jefferson Street Thur 7/31 28. Carlsbad Village Drive and Harding Street Wed 7/30 29. Poinsettia Lane and Batiquitos Drive Thur 8/07 Table A-1 (Continued) COUNT DATE SUMMARY SHEET 1997 TRAFFIC MONITORING PROGRAM Location Count Count Count Number Intersection/Location Day Date 30. Poinsettia Lane and Paseo Del Norte Thur 8/07 31. Poinsettia Lane and Avenida Encinas Thur 8/07 32. Tamarack Avenue and Carlsbad Village Drive Wed 7/30 33. Alga Road and El Fuerte Street Tue 7/08 34. Aviara Parkway and Manzanita Street Tue 7/08 35. I-5/Carlsbad Village Drive S/B Ramp Thur 7/31 36. I-5/Carlsbad Village Drive N/B Ramp Thur 7/31 37. I-5/ramarack Avenue S/B Ramp Wed 7/23 38. I-5/Tamarack Avenue N/B Ramp Wed 7/23 39. I-5/Cannon Road S/B Ramp Tue 7/22 40. I-5/Cannon Road N/B Ramp Tue 7/22 41. I-5/Palomar Airport Road S/B Ramp Thur 7/24 42. 1-5/Palomar Airport Road N/B Ramp Thur 7/24 43. 1-5/Poinsettia Lane S/B Ramp Wed 8/06 44. I-5/Poinsettia Lane N/B Ramp Wed 8/06 45. I-5/La Costa Avenue S/B Ramp Tue 8/05 46. 1-5/La Costa Avenue N/B Ramp Tue 8/05 Table A-2 INTERSECTION LEVELS OF SERVICE 1997 TRAFFIC MONITORING PROGRAM AM FM Count No. Count Intersection/Location ICU Ratio LOS ICU Ratio LOS 1. El Camino Real and Carlsbad Village Drive 0.52 A 0.63 B 2. El Camino Real and Tamarack Avenue 0.66 B 0.77 C 3. El Camino Real and College Boulevard 0.47 A 0.66 B 4. El Camino Real and Faraday Avenue 0.66 B 0.96 E 5. El Camino Real and Palomar Airport Road 0.64 B 0.84 D 6. El Camino Real and Camino Vida Roble 0.51 A 0.58 A 7. El Camino Real and Alga Road/Aviara Parkway 0.49 A 0.72 C 8. El Camino Real and La Costa Avenue 0.65 B 0.72 C 9. El Camino Real and Levante Street 0.39 A 0.64 B 10. El Camino Real and Dove Lane 0.39 A 0.50 A 11. Palomar Airport Road and Avenida Encinas 0.52 A 0.74 C 12. Palomar Airport Road and Paseo Del Norte 0.66 B 0.69 B 13. Palomar Airport Road and College Boulevard 0.61 B 0.72 C 14. Palomar Airport Road and Camino Vida Roble 0.53 A 0.64 B 15. Palomar Airport Road and El Fuerte Street 0.97 E 1.01 F 16. Carlsbad Boulevard and Carlsbad Village Drive 0.30 A 0.51 A 17. Carlsbad Boulevard and Tamarack Avenue 0.34 A 0.52 A 18. Carlsbad Boidevard and Cannon Road 0.36 A 0.64 B 19. Carlsbad Boulevard and Poinsettia Lane 0.29 A 0.48 A 20. Rancho Santa Fe Road and Melrose Drive 0.82 D 0.69 B 21. RanchOo Santa Fe Road and La Costa Meadows Drive 0.61 B 0.69 B 22. Rancho Santa Fe Road and Questhaven Road • A • A 23. Rancho Santa Fe Road and La Costa Avenue 0.56 A 0.58 A 24. Rancho Santa Fe Road and Olivenhain Road/Camino Alvaro 0.47 A 0.47 A 25. Carlsbad Village Drive and State Street 0.22 A 0.40 A 26. Carlsbad Village Drive and Roosevelt Street 0.27 A 0.41 A 27. Carlsbad Village Drive and Jefferson Street 0.30 A 0.46 A 28. Carlsbad Village Drive and Harding Street 0.34 A 0.55 A 29. Poinsettia Lane and Batiquitos Drive 0.39 A 0.39 A Table A-2 (Continued) INTERSECTION LEVELS OF SERVICE 1997 TRAFFIC MONITORING PROGRAM AM PM Count No. Count Intersection/Location ICU Ratio LOS ICU Ratio LOS 30. Poinsettia Lane and Paseo Del Norte 0.47 A 0.50 A 31. Poinsettia Lane and Avenida Encinas 0.35 A 0.43 A 32. Tamarack Avenue and Carlsbad Village Drive C *• C 33. Alga Road and El Fuerte Street 0.25 A 0.34 A 34. Aviara Parkway and Manzanita Street 0.31 A 0.49 A 35. I-5/Carlsbad Village Drive S/B Ramp 0.51 A 0.69 B 36. I-5/Carlsbad Village Drive N/B Ramp 0.53 A 0.67 B 37. I-5/Tamarack Avenue S/B Ramp 0.56 A 0.43 A 38. I-5/Tamarack Avenue N/B Ramp 0.48 A 0.64 B 39. I-5/Cannon Road S/B Ramp * D • A 40. I-5/Cannon Road N/B Ramp * A • A 41. I-5/Palomar Airport Road S/B Ramp 0.51 A 0.38 A 42. I-5/Palomar Airport Road N/B Ramp 0.73 C 0.97 E 43. I-5/Poinsettia Lane S/B Ramp 0.42 A 0.51 A 44. I-5/Poinsettia Lane N/B Ramp 0.40 A 0.48 A 45. I-5/La Costa Avenue S/B Ramp 0.48 A 0.53 A 46. I-5/La Costa Avenue N/B Ramp 0.46 A 0.51 A * ICU ratio not applicable to diis unsignalized location. *• This intersection was found to be out of the range of the new HCM procedures, previous TRB procedures were used. CFTY OF CARLSBAD SUMMER 1997 INTERSECTION ANALYSIS SUMMARY Intersection Number: Intersection Location: El Camino Real and Carlsbad Village Drive CONTENT Turn Movement Count Summary (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Turn Movement Diagram P.M. Peak Hour ICU Analysis and Turn Movement Diagram PAGE lof 3 2 of 3 3 of 3 TransCore Turning Movement Count Analysis Pago 1 of 3 City: Carlsbad Intersection of: N/S Street: El Camlno Real E/W Street: Carlsbad Village Drive Count Dote: 7/30/97 Day: Wednesday Weather: Cloudy File: CB9701.XLS Data Collected by D.G.&M.C. 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 8:15AM 8:30 AM 8:45 AM 9:00 AM South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total Lefl 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 7 2 7 8 2 10 10 7 8 4 17 0 0 0 0 1 0 0 0 0 1 0 0 28 108 103 106 100 99 150 109 103 93 117 17 1 4 1 1 1 0 7 1 2 4 10 2 0 0 0 0 0 0 0 0 0 1 0 5 6 8 7 16 13 20 20 31 18 16 22 0 0 1 0 1 2 0 0 1 5 3 2 136 221 240 387 265 294 308 404 254 187 151 142 5 9 8 12 17 12 22 23 23 12 8 8 0 0 1 0 1 0 0 0 0 2 I 0 11 7 14 16 13 32 22 28 29 23 23 20 0 0 0 0 0 0 0 0 0 0 0 0 2 3 8 4 11 9 14 16 18 10 19 27 1 7 4 6 7 8 9 8 17 4 4 13 0 0 0 0 1 0 0 0 0 0 0 0 3 6 4 1 3 12 7 15 12 5 4 8 0 0 0 0 0 0 0 0 0 0 0 0 64 38 55 56 46 55 72 70 60 55 45 46 22 24 34 41 36 50 59 64 58 52 26 45 0 0 0 1 0 0 0 0 0 0 0 0 300 437 485 649 531 590 642 815 620 485 400 477 2 0 1 1 2 0 0 0 0 2 2 0 Max. 15 min. Pk. Hr. Vol. 17 29 150 458 17 9 31 84 404 1260 23 80 32 111 27 57 17 42 15 46 72 64 257 231 .815 2667 7:15 AM Peak Intersection Traffic in Pk. Hr. = 2667 8:15 AM Hour Intersection Pdstrns in Pk. Hr. = 0 Peak Hr. Factor 0.82 3:45 PM 4:00 PM 4:15 PM 4:30 PM 4:45 PM 5:00 PM 5:15 PM 5:30 PM 5:45 PM 6:00 PM 6:15 PM 6:30 PM 9 17 22 22 22 24 25 33 21 15 8 12 0 0 1 0 0 0 0 0 0 1 0 0 235 359 285 333 300 305 357 348 246 247 250 210 6 8 12 12 14 15 12 20 8 9 8 15 0 0 0 0 0 0 0 0 0 0 0 0 39 48 68 50 43 63 62 61 74 62 62 44 151 150 174 159 126 188 169 136 152 104 142 108 13 27 39 25 21 30 38 29 26 26 24 28 0 0 1 0 0 0 0 1 0 0 0 0 28 37 48 32 37 45 42 29 33 34 35 35 0 0 0 0 0 0 0 0 0 0 0 0 48 27 72 39 73 64 57 78 68 71 62 72 13 15 13 8 9 3 11 11 12 8 9 7 0 0 1 1 0 0 0 1 0 0 0 0 7 5 6 3 0 1 0 2 3 0 8 1 0 0 1 0 0 0 0 0 0 0 0 0 34 45 47 29 31 38 51 43 33 30 38 42 19 40 68 29 49 37 22 41 36 30 34 35 602 779 857 743 725 814 849 832 713 637 681 609 0 0 2 1 0 0 0 2 0 0 0 _0_ 2 2 Max. 15 min. Pk. Hr. Vol, 33 104 359 20 1310 61 74 229 188 39 619 118 1 48 153 78 272 15 34 4:30 PM Peak Intersection Traffic in Pk. Hr. = 3220 5:30 PM Hour Intersection Pdstrns in Pk. Hr. = 2 51 163 68 149 Peak Hr. Factor 857 3220 0.94 B Cannino Real at Carlsbad Village Drive Lone Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East /Vppr (WB) 7:15 AM to 8; 16 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lone Inside 1 1 1 1 1 Config - (left) 2 1 1 1 1 uratlons 3 1 1 1 1 1 1 4 5 6 1 1 1 1 Outside 7 Free-flow Lane Settings 1 3 0 1 3 0 1 2 0 1 2 0 Capacity 1800 6000 0 1800 6000 0 1800 4000 0 1800 4000 0 Are the North/South phases split (Y/N)? N /Ve the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 29 458 9 87 1260 80 111 57 42 46 257 231 Adjusted Hourly Volume 29 443 0 87 1340 0 111 99 0 46 488 0 Utilization Factor 0.02 0.07 0.00 0.05 0.22 0.00 0.06 0.02 0.00 0.03 0.12 0.00 Critical Factors 0.02 0.22 0.06 0.12 ICU Ratio 0.52 LOS = A Turning Movements at Intersection of: El Camino Real and Carlsbad Village Drive W e s t A P P r Time : 7:15 AM to 8:15AM Date : 7/30/97 Day: Wednesday Name : D.G.&M.C. Totals 576 Sub- totals 366 210 111 57 42 North Approach 1427 Subtotals 1348 Total t North t El Camino Real 2230 3 29 0 1844 458 496 803 80 1260 87 4^ 231 257 46 Total Subtotals Sub- totals 534 150 Totals 684 Carlsbad Village Drive 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 Carlsbad Village Drive Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period ; 4:30 PM to 5:30 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 1 1 1 1 Config - (left) 2 1 1 1 1 urotions 3 1 1 1 1 1 1 4 5 6 1 1 1 1 Outside 7 Free-flow Lane Settings 1 3 0 1 3 0 1 2 0 1 2 0 Capacity 1800 6000 0 1800 6000 0 1800 4000 0 1800 4000 0 /\re the North/South phases split (V/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Voiume 104 1310 61 234 619 118 153 272 34 3 163 149 Adjusted Hourly Volume 104 1371 0 234 737 0 153 306 0 3 312 0 Utilization Factor 0.06 0.23 0.00 0.13 0.12 0.00 0.09 0.08 0.00 0.00 0,08 0.00 Critical Factors 0.23 0.13 0.09 0.08 ICU Ratio = 0.63 LOS = B Turning Movements at Intersection of: El Camino Real and Carlsbad Village Drive W e s t A P P r Time : 4:30 PM to 5:30 PM Date : 7/30/97 Day : Wednesday Name : D.G.8iM.C. Totals 844 Sub- totals 385 459 North Approach 971 153 272 34 Subtotals Total El Camino Real 656 2588 118 619 234 I t North 104 1310 61 0 1475 2131 1617 149 163 3 Total Subtotals Sub- totals 315 562 Totals 877 Carlsbad Village Drive E a s t A P P r South Approach Note : Left-turn volumes include U-turns. U-turns in bold. CTTY OF CARLSBAD SUMMER 1997 INTERSECTION ANALYSIS SUMMARY Intersection Number: Intersection Location: El Camino Real and Tamarack Avenue CONTENT PAGE Turn Movement Count Summary (A.M. and P.M.) lof 3 A.M. Peak Hour ICU Analysis and Turn Movement Diagram 2 of 3 P.M. Peak Hour ICU Analysis and Turn Movement Diagram 3 of 3 TransCore Turning Movement Count Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Street: El Camino Real E/W Street: Tamarack Avenue File; CB9702.XLS Data Collected by D.M.StS.G. Count Dote: 7/23/97 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 5 0 93 0 2 0 0 209 1 0 4 0 5 5 0 15 0 22 4 0 363 2 6:30 AM 6 0 64 2 0 0 0 191 1 0 3 0 4 7 0 17 0 29 4 0 328 0 6:45 AM 3 0 65 1 0 2 0 251 0 3 3 0 4 25 0 21 0 38 7 0 420 3 7:00 AM 9 0 65 15 0 3 0 400 5 0 8 0 4 18 1 51 0 53 3 0 634 1 7:15 AM " 4 0 80 2 0 2 0 284 6 2 9 0 12 23 0 29 0 38 2 0 491 2 7:30 AM ' 8 0 66 10 0 5 0 343 4 1 7 0 6 31 0 52 0 50 5 0 586 1 7:45 AM ' 7 0 99 4 0 2 0 281 3 0 26 0 17 39 0 54 0 45 4 0 681 0 8:00 AM • 3 0 120 6 0 4 0 459 7 0 10 0 19 83 0 63 0 80 10 0 864 0 8:15 AM 33 0 58 14 1 3 0 226 4 2 11 0 14 10 1 44 0 47 9 1 473 5 8:30 AM 18 0 103 5 0 5 0 220 5 1 12 0 13 22 0 42 0 40 3 0 488 1 8:45 AM 14 0 120 16 0 4 0 160 7 0 3 0 9 38 0 37 0 37 5 0 450 0 9:00 AM 11 0 92 11 0 11 0 155 8 2 12 0 12 19 0 26 0 38 8 2 403 4 Max. 15 min. 33 0 120 16 2 11 0 459 8 3 26 0 19 83 1 63 0 80 10 2 864 6 Pk. Hr. Vol. 22 0 365 22 0 13 0 1367 20 3 52 0 53 176 0 198 0 213 21 0 2522 3 7.00 AM Peak Intersection Traffic In Pk. Hr. = 2522 Peak Hr. Factor 0.73 8:00 AM Hour Intersection Pdstrns in Pk. Hr 3 3:45 PM 18 0 312 39 0 5 0 148 8 0 20 0 61 8 0 24 0 32 9 0 684 0 4:00 PM 37 0 449 43 1 4 0 142 8 0 22 0 34 29 0 24 0 26 6 0 824 1 4:15 PM 43 0 596 48 0 8 0 136 21 0 22 0 41 25 0 11 0 29 8 0 988 0 4:30 PM 12 0 275 56 0 4 0 104 8 0 9 0 46 23 0 18 0 14 2 0 571 0 4:45 PM • 45 3 516 31 0 8 1 100 9 0 24 0 61 2 0 16 0 23 8 0 847 0 5:00 PM " 32 0 413 49 0 9 0 115 11 0 9 0 59 20 0 37 0 20 10 0 784 0 5:15 PM • 47 0 528 73 0 13 0 106 10 0 29 0 58 26 0 18 0 21 5 1 934 1 5:30 PM • 48 0 460 50 0 4 1 116 21 0 14 0 67 19 1 13 0 33 10 0 856 1 5:45 PM 73 0 375 50 0 8 0 116 11 0 9 0 70 15 0 22 0 22 3 1 774 1 6:00 PM 28 0 368 71 0 8 0 134 15 0 9 0 87 15 0 14 0 28 4 0 781 0 6:15 PM 29 0 234 34 0 9 0 64 6 0 9 0 46 8 0 10 0 11 2 0 462 0 6:30 PM 28 0 218 35 0 12 0 96 16 0 19 0 52 12 0 17 0 35 9 1 549 1 Max. 15 min. Pk. Hr. Vol. 73 172 3 3 596 1917 73 203 1 0 13 34 1 2 148 437 21 51 0 0 29 76 0' 0 87 245 29 67 1 1 37 84 0 0 35 97 10 33 1 1 988 3421 1 2 4:30 PM Peak 5:30 PM Hour Intersection Traffic in Pk. Hr. Intersection Pdstrns in Pk. Hr. = 3421 2 Peak Hr. Factor 0.87 B Cainino Real at Tannaraclc Avenue Lane Configuration for Intersection Capacity Utilization Pk. Hf. Time Period : 7:00 AM to 8:00 AM Page 2 of 3 South Appr (NB) North/\ppr (SB) West Appr (EB) East/^ppr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config- urotions Inside (left) Outside Free-flow Lane Settings 1 2 1 1 2 1 1 1 1 1 2 0 Capacity 1800 4000 1800 1800 4000 1800 1800 2000 1800 1800 4000 0 Ase the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 22 365 22 13 1367 20 52 53 176 198 213 21 Adjusted Hourly Volume 22 365 22 13 1367 20 52 53 176 198 234 0 Utilization Factor 0.01 0.09 0.01 0.01 0.34 0.01 0.03 0.03 0.10 0.11 0.06 0.00 Critical Factors 0.01 0.34 0.10 0.11 ICU Ratio = 0.66 LOS = B Turning Movements at Intersection of: El Camino Real and Tamarack Avenue Time : 7:00 AM to 8:00 AM North Approach El Camino Real Date : 7/23/97 Day : Wednesday 1838 Total Name : D.M.&S.G. 1400 n 438 Subtotals Sub-20 1367 u 13 Sub- w e s t A P P r Totals 536 totals 255 281 52 53 176 t North t 21 213 198 totals 432 Subtotals 1741 Total 22 365 22 0 409 2150 Totals 520 88 Tamarack Avenue E a s t A P P r South /^proach Note : Left-turn volumes include U-turns. U-turns in bold. B Camino Real at Tamarack Avenue Lane Configuration for intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 4:30 PM to 5:30 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 1 1 1 1 Config - (left) 2 • 1 1 1 1 urotions 3 1 1 1 1 1 4 5 6 1 1 Outside 7 Free-flow Lane Settings 1 2 1 1 2 1 1 1 1 1 2 0 Capacity 1800 4000 1800 1800 4000 1800 1800 2000 1800 1800 4000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 175 1917 203 36 437 51 76 245 67 84 97 33 Adjusted Hourly Volume 175 1917 203 36 437 51 76 245 67 84 130 0 Utilization Factor 0.10 0.48 0.11 0.02 0.11 0.03 0.04 0.12 0.04 0.05 0.03 0.00 Critical Factors 0.48 0.02 0.12 0.05 ICU Ratio = 0.77 LOS = C Turning Movements at Intersection of El Camino Real and Tannarack Avenue Time : 4:30 PM to 5:30 PM North Approach El Camino Real Date : 7/23/97 Day : Wednesday 2552 Total Name : D.M.&S.G. 524 2028 Subtotals Sub-51 437 36 Sub- w e s t A P P r Totals 708 totals 320 388 76 245 67 t • Jorth 4_ 33 97 84 Subtotals Total 175 1917 203 3 591 2295 2886 totals 214 482 Tamarack Avenue Totals 696 E a s t A P P r South Approach Note : Left-turn volumes include U-turns. U-turns in bold. CTTY OF CARLSBAD SUMMER 1997 INTERSECTION ANALYSIS SUMMARY Intersection Number: Intersection Location: El Camino Real and College Boulevard CONTENT Turn Movement Count Summary (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Turn Movement Diagram P.M. Peak Hour ICU Analysis and Tum Movement Diagram PAGE 1 of 3 2 of 3 3 of 3 TransCore Turning Movement Count Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Street: El Camino Real E/W Street: College Boulevard File: CB9703.XLS Data Collected by K.M.& C.I, Count Date: 7/16/97 Doy: 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 1 .eft U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 0 2 47 0 0 0 0 57 32 0 8 0 0 0 ' 0 0 0 0 0 0 146 0 6:30 AM 3 2 69 0 0 0 0 194 97 0 12 1 0 2 0 0 0 0 0 0 380 0 6:45 AM 0 2 66 0 0 0 0 272 60 0 15 0 0 2 0 0 0 0 0 0 417 0 7:00 AM 2 1 56 0 0 0 0 328 103 0 3 0 0 0 0 0 0 0 0 0 493 0 7:15 AM 2 4 61 0 0 0 0 251 82 0 10 0 0 1 0 0 0 0 0 0 411 0 7:30 AM ' 1 4 78 0 0 0 0 340 116 1 14 0 0 3 0 0 0 0 0 0 556 1 7:45 AM ' 2 5 100 0 0 0 0 364 91 0 13 0 0 2 0 0 0 0 0 0 577 0 8:00 AM • 4 2 93 0 0 0 0 371 134 0 18 0 0 2 0 0 0 0 0 0 624 0 8:15 AM • 3 1 75 0 0 0 0 265 94 0 18 0 0 1 0 0 0 0 0 0 457 0 8:30 AM 4 5 88 0 0 0 0 233 66 2 11 0 0 1 0 0 0 0 0 0 408 2 8:45 AM 0 3 96 0 0 0 0 188 35 0 14 0 0 4 0 0 0 0 0 0 340 0 9:00 AM 1 11 113 0 0 0 0 197 41 0 16 0 0 4 0 0 0 0 0 0 383 0 Max. 15 min. 4 11 113 0 0 0 0 371 134 2 18 1 0 4 0 0 0 0 0 0 624 2 Pk. Hr. Vol. 10 12 346 0 0 0 0 1340 435 1 63 0 0 8 0 0 0 0 0 0 2214 1 7:15 AM Peak Intersection Traflic in Pk. Hr. = 2214 Peak Hr. Factor 0,89 8:15 AM Hour Intersection Pdstrns in Pk. Hr. = 1 3:45 PM 4 2 255 0 0 0 0 165 23 0 98 1 0 8 0 0 0 0 0 0 556 0 4:00 PM 2 3 290 0 0 0 1 180 30 0 63 0 0 2 0 0 0 0 0 0 571 0 4:15 PM 1 5 339 0 0 0 0 125 27 0 147 0 0 7 0 0 0 0 0 0 651 0 4:30 PM 1 3 330 0 0 0 0 141 18 0 66 1 0 5 0 0 0 0 0 0 665 0 4:45 PM 3 3 262 0 0 0 0 138 21 0 89 0 0 8 0 0 0 0 0 0 624 0 5:00 PM • 1 4 437 0 0 0 0 146 21 0 102 0 0 2 0 0 0 0 0 0 713 0 5:15 PM • 4 2 498 0 0 0 0 128 20 0 149 0 0 4 0 0 0 0 0 0 806 0 5:30 PM • 2 0 411 0 0 0 0 104 21 0 104 0 0 3 0 0 0 0 0 0 646 0 5:45 PM " 2 1 353 0 0 0 0 124 22 0 101 0 0 2 0 0 0 0 0 0 605 0 6:00 PM 3 2 243 0 0 0 0 111 7 0 68 0 0 2 0 0 0 0 0 0 436 0 6:15 PM 2 1 242 0 0 0 0 119 4 0 30 1 0 2 0 0 0 0 0 0 401 0 6:30 PM 5 1 145 0 0 0 0 108 6 0 31 0 0 5 0 0 0 0 0 0 301 0 Max. 15 min. 5 5 498 0 0 0 1 180 30 0 149 1 0 8 0 0 0 0 0 0 805 0 Pk. Hr. Vol. 9 7 1699 0 0 0 0 502 84 0 456 0 0 11 0 0 0 0 0 0 2768 0 4:45 PM Peak Intersection Traffic in Pk. Hr. = 2768 Peak Hr, Factor 0.86 5:45 PM Hour Intersection Pdstrns in Pk. Hr, = 0 B Camlno Real at College Boulevard Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : 7:15 AM to 8:15 AM South Appr (NB) North/Vppr (SB) West Appr (EB) Ecist/^pr(WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config- urotions Inside (left) Outside Free-flow 1 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 22 346 0 0 1340 435 63 0 8 0 0 0 Adjusted Hourly Volume 22 346 0 0 1340 0 63 0 8 0 0 0 Utilization Factor 0.01 0.09 0.00 0.00 0.34 0.00 0.02 0.00 0.00 0.00 0.00 0.00 Criticai Factors 0.01 0.34 0.02 0.00 0.00 ICU Ratio = 0.47 LOS = A Turning Movements at Intersection of: El Camlno Real and College Boulevard Time: 7:16 AM to 8:15 AM Date : 7/16/97 Day : Wednesday Name : K.M.&C.I. W e s t A P P r Totals 516 Sub- totals 445 71 North Approach 1775 435 1340 El Camino Real Subtotals Total 1360 2184 0 0 22 346 12 368 1728 409 t North Total Subtotals Sub- totals Totals College Boulevard E a s t A P P r South Approach Note : Left-turn volumes include U-turns. U-turns in bold. B Camlno Real at College Boulevard Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 4:45 PM to 5:46 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- urotions Inside Oeft) Outside Free-flow Lone 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 16 1699 0 0 502 84 456 0 11 0 0 0 Adjusted Hourly Volume 16 1699 0 0 502 0 456 0 11 0 0 0 Utilization Factor 0.01 0.42 0.00 0.00 0.13 0.00 0.14 0.00 0.01 0.00 0.00 0.00 Critical Factors 0.42 0.00 0.14 0.00 0.00 ICU Ratio = 0.66 LOS = B Turning Movements at Intersection of: El Camino Real and College Boulevard W e s t A P P r Time ; : 4:45 PM to 6:45 PM North Approach El Camino Real Date : : 7/16/97 Day : : Wednesday 2741 Total Name : K.M.&C.I. 586 n 2156 Subtotals Sub-84 502 U 0 Sub- Totals 560 totols 93 467 456 0 11 Subtotols Total t North ^ t r 520 16 7 2235 4^ 1699 0 1715 totals Totals College Boulevard E a s t A P P r South Approach Note : Left-turn volumes include U-turns, U-turns in bold. CTTY OF CARLSBAD SUMMER 1997 INTERSECTION ANALYSIS SUMMARY Intersection Number: Intersection Location: El Camino Real and Faraday Avenue CONTENT Turn Movement Count Summary (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Turn Movement Diagram P.M. Peak Hour ICU Analysis and Turn Movement Diagram PAGE lof 3 2 of 3 3 of 3 TransCore Turning Movement Count /Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Street: El Camino Real E/W Street: Faraday Avenue File: CB9704.XLS Data Collected by S,G,&K,M. Count Date: 7/16/97 Day: Wednesday Weather: Clear Traffic Control: Signalized End of 15 min. prd. South Approach (NB) North /Approach (SB) West /Approach (EB) East Approach (WB) 16 min Total Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 86 0 53 8 0 25 0 85 42 0 33 0 5 36 0 25 0 7 2 0 407 0 6:30 AM 125 0 34 24 0 28 4 89 46 0 31 0 4 29 0 12 0 11 2 0 439 0 6:45 AM 109 2 37 26 0 33 2 129 39 0 27 0 12 35 0 8 0 12 4 0 476 0 7:00 AM 183 1 47 33 0 55 4 215 109 0 17 0 20 31 0 10 0 6 8 0 738 0 7:15 AM 199 0 50 36 0 27 6 134 89 0 13 0 18 20 0 10 0 8 3 0 613 0 7:30 AM ' 243 0 74 32 0 43 4 196 102 1 18 0 6 10 0 7 0 6 2 0 743 1 7:45 AM " 215 2 85 54 0 28 8 224 75 4 13 0 19 17 0 22 0 13 8 0 783 4 8:00 AM • 203 0 98 52 0 72 8 262 70 3 16 0 24 22 1 17 0 8 2 0 854 4 8:15 AM • 265 2 106 64 0 71 8 225 61 0 17 0 23 29 0 13 0 22 1 0 907 0 8:30 AM 154 2 83 38 0 31 6 166 25 1 11 0 21 16 I 27 0 17 0 0 696 2 8:45 AM 128 2 101 27 0 35 16 127 23 0 11 0 12 15 0 13 0 14 1 0 626 0 9:00 AM 93 3 102 28 0 19 3 151 15 0 12 0 13 15 0 14 . 0 16 10 0 494 0 Max. 15 min. 265 3 106 64 0 72 16 262 109 4 33 0 24 36 1 27 0 22 10 0 907 4 Pk. Hr. Vol. 926 4 363 202 0 214 28 907 308 8 64 0 72 78 1 69 0 49 13 0 3287 9 7:15 AM Peak Intersection Traftic in Pk. Hr. = 3287 Peak Hr. Factor 0.91 8:15 AM Hour Intersection Pdstrns in Pk. Hr. = 9 3:45 PM 55 0 177 25 0 22 4 116 10 0 88 1 60 183 0 49 0 43 12 2 846 2 4:00 PM 58 3 223 24 0 39 2 137 17 0 34 0 16 125 0 68 0 19 10 2 765 2 4:15 PM 52 2 216 4 0 22 6 118 13 0 87 0 22 221 2 63 0 36 14 1 876 3 4:30 PM 29 2 170 15 0 11 3 114 12 0 50 0 5 132 0 67 0 25 11 2 636 2 4:45 PM • 48 3 188 24 1 18 1 111 12 1 44 0 23 202 0 78 0 39 19 2 810 4 5:00 PM • 25 1 224 15 0 6 2 110 17 0 30 0 13 163 0 61 0 26 10 1 682 I 5:15 PM • 27 12 395 22 0 18 6 119 5 0 68 0 28 210 2 128 0 67 20 1 1115 3 5:30 PM • 18 2 434 15 0 5 2 126 6 0 73 0 6 248 0 66 0 22 10 0 1023 0 5:45 PM 16 4 262 8 0 4 0 100 2 0 25 0 6 136 2 39 0 46 7 1 656 3 6:00 PM 15 1 193 7 2 7 1 99 5 0 31 0 6 146 1 63 0 15 4 0 583 3 6:15 PM 12 0 163 6 0 3 0 102 6 0 22 0 4 118 0 30 0 12 14 0 492 0 6:30 PM 9 1 150 6 0 5 0 119 5 0 18 0 2 83 0 34 0 12 1 0 446 0 Max. 15 min. 58 12 434 25 2 39 6 137 17 1 88 1 60 248 2 128 0 67 20 2 1116 4 Pk. Hr. Vol. 118 18 1241 76 1 47 11 466 40 1 216 0 70 813 2 313 0 143 69 4 3630 8 Peak Hr. Factor 0.81 5:30 PM Hour Intersection Pdstrns in Pk. Hr. B Camino Real at Faraday Avenue Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : South Appf (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:15 AM to 8:15 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 1 1 1 1 Config - (left) 2 1 1 1 1 urotions 3 1 1 1 1 1 4 1 . 1 1 5 6 1 1 1 1 Outside 7 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 AiB the North/South phases split (Y/N)? N Aie the East/West phases split (Y/N)? N Efflciency Lost Factor 0.10 Hourly Volume 930 363 202 242 907 308 64 72 78 59 49 13 Adjusted Houriy Volume 930 666 0 242 1215 0 64 72 78 59 62 0 Utilization Factor 0.29 0.09 0.00 0.07 0.20 0.00 0.02 0.04 0.04 0.03 0.02 0.00 Critical Factors 0.29 0.20 0.04 0.03 ICU Ratio _ 0.66 LOS = B Turning Movements at Intersection of: El Camino Real and Faraday Avenue W e s t A P P r Time : 7:15 AM to 8:15 AM D.ate : 7/16/97 Day : Wednesday Name: S.G.&K.M. Totals 1497 Sub- totals 1283 214 North Approach 72 • 78^ Subtotols 1048 Total I t North t El Camino Real 1925 1457 28 308 907 242 468 4^ 13 49 69 930 363 202 4 1495 2543 Total Subtotals Sub- totals 121 488 Totals 609 Forodoy Avenue 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 Faraday Avenue Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East A^ppr (WB) 4:30 PM to 5:30 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 1 1 1 1 Config - (left) 2 1 1 1 1 urotions 3 1 1 1 1 1 4 1 1 1 5 6 1 1 1 1 Outside 7 Ree-flow Lone Settings 2 3 0 2 3 0 2 1 1 1 2 0 Capacity 3240 6000 0 3240 6000 0 3240 2000 1800 1800 4000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Fac:tor 0.10 Hourly Volume 136 1241 76 68 466 40 216 70 813 313 143 69 Adjusted Hourly Volume 136 1317 0 58 606 0 215 70 813 313 202 0 Utilization Factor 0.04 0.22 0.00 0.02 0.08 0.00 0.07 0.04 0.45 0.17 0.05 0.00 Critical Factors 0.22 0.02 0.45 0.17 ICU Ratio = 0.96 LOS = E Turning Movements cat Intersection of: El Camino Real and Faraday Avenue W e s t A P P r Time : 4:30 PM to 5:30 PM Date: 7/16/97 Day: Wednesday Nome : S.G.&K.M. Totals 1399 Sub- totals 301 1098 North Approach 564 215 70 813 El Camino Real Subtotals Total 2090 II 1526 40 466 68 t North t 59 143 313 ^ t r 136 1241 76 18 1610 1453 3063 Total Subtotals Sub- totals 515 193 Totals 708 Faraday Avenue E a s t A P P r South /^proach Note : Left-turn volumes include U-turns. U-turns in bold. CFTY OF CARLSBAD SUMMER 1997 INTERSECTION ANALYSIS SUMMARY Intersection Number: Intersection Location: El Camino Real and Palomar Airport Road CONTENT Tum Movement Count Summary (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Turn Movement Diagram P.M. Peak Hour ICU Analysis and Turn Movement Diagram PAGE lof 3 2 of 3 3 of 3 TransCore Turning Movement Count /Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Street: El Camino Real E/W Street: Palomar Airport Road File: CB9706.XLS Data Collected by K.M.&M,T.&K.K Count Dote: 7/17/97 Day: Thursday Weather: Clear Traffic Control: Signalized SoLith Approach (NB) North /Approach (SB) West Approach (EB) East Approach (WB) 16 min Total End of 15 min. prd. Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 5 0 18 20 0 68 0 39 15 0 10 0 47 0 0 63 0 175 112 0 652 0 6:30 AM 4 0 53 37 0 45 0 36 24 0 7 0 47 2 0 76 0 213 130 0 674 0 6:45 AM 10 0 46 54 0 102 0 92 54 0 24 0 91 5 0 126 0 359 197 0 1159 0 7:00 AM 5 0 75 79 0 108 0 88 40 0 16 0 117 1 0 139 0 289 189 0 1146 0 7:16 AM 10 0 104 81 0 62 0 67 38 0 12 0 114 0 0 128 0 274 172 0 1062 0 7:30 AM ' 8 0 87 109 0 79 0 68 50 0 17 0 147 6 0 93 0 263 251 0 1178 0 7:45 AM " 8 0 112 100 0 96 1 87 37 0 31 0 129 5 0 102 0 279 196 0 1182 0 8:00 AM • 18 0 154 117 0 86 1 126 84 0 38 0 200 2 0 153 0 338 263 0 1580 0 8:15 AM • 12 0 122 130 0 109 2 116 54 0 32 0 151 1 0 133 0 293 179 0 1334 0 8:30 AM 11 0 96 69 0 62 0 99 45 0 29 0 113 2 0 83 0 283 179 0 1071 0 8:45 AM 15 0 98 75 0 71 1 79 39 0 34 0 138 2 0 118 0 203 134 0 1007 0 9:00 AM 6 0 105 76 0 67 1 126 31 0 48 0 125 2 0 79 0 200 109 0 975 0 Max. 15 min. 18 0 154 130 0 109 2 126 84 0 48 0 200 6 0 163 0 359 263 0 1580 0 Pk. Hr. Vol. 46 0 475 456 0 370 4 397 225 0 118 0 627 14 0 481 0 1173 888 0 6274 0 7:15 AM Peak Intersection Traffic in Pk. Hr , 5274 Peak Hr. Factor 0.83 8:15 AM Hour Intersection Pdstrns in Pk. Hr. = 0 3:45 PM 20 0 189 215 0 220 2 145 45 0 104 1 311 6 0 90 0 170 118 0 1636 0 4:00 PM 10 0 83 119 0 100 0 70 27 0 2 0 206 10 0 60 1 126 64 0 857 0 4:15 PM 27 0 127 162 0 265 3 162 38 1 111 0 234 14 0-81 0 172 108 0 1504 1 4:30 PM 18 0 138 122 0 154 0 115 41 0 48 0 273 16 1 96 0 130 95 0 1245 1 4:45 PM • 10 1 133 147 0 181 1 155 31 0 50 0 272 24 0 65 0 111 71 0 1252 0 5:00 PM " 5 0 113 120 0 190 0 144 35 0 31 0 203 20 0 87 0 151 88 0 1187 0 5:15 PM • 18 0 137 214 0 228 1 158 37 0 78 0 283 16 0 104 2 195 105 0 1576 0 5:30 PM • 20 1 154 131 0 226 0 171 41 0 58 0 271 13 0 171 0 183 83 0 1523 0 6:45 PM 15 0 112 125 0 126 0 113 10 0 54 1 283 25 0 60 0 137 89 0 1150 0 6:00 PM 12 0 128 122 0 142 0 114 31 0 48 0 261 15 0 77 0 173 66 0 1179 0 6:15 PM 16 0 99 48 0 115 0 125 22 0 28 0 251 16 0 66 0 118 69 0 973 0 6:30 PM 24 0 99 121 0 89 0 105 10 0 27 1 150 5 0 74 0 124 38 0 867 0 Max. 15 min. 27 1 189 215 0 265 3 171 45 1 111 1 311 25 1 171 2 195 118 0 1636 1 Pk. Hr. Vol. 53 2 637 612 0 825 2 628 144 0 217 0 1029 73 0 427 2 640 347 0 6538 0 4:30 PM Peak Intersecfion Traffic in Pk. Hr. = 5538 Peak Hr. Factor 0.85 5:30 PM Hour Intersection Pdstrns in Pk, Hr, = 0 B Camino Real at Palonnar Airport Road Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : 7:16 AM to 8:16 AM South/\ppr (NB) North/^pr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config - urotions Inside (left) Outside Free-flow Lone Settings 1 3123123023 Capacity 1800 6000 1800 3240 6000 1800 3240 6000 0 3240 6000 Aie the North/South phases split (Y/N)? N Aie the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 46 475 456 374 397 225 118 627 14 481 1173 Adjusted Hourly Volume 46 568 228 374 397 225 118 641 0 481 1173 Utilization Factor 0.03 0,09 0.13 0.12 0.07 0.13 0.04 0.11 0.00 0.15 0.20 Critical Factors 0.13 0.12 0.04 1800 888 444 0.25 0.25 ICU Ratio 0.64 LOS = Turning Movements at Intersection of: El Camino Real and Palomar Airport Road W e s t A P P r Time: 7:15 AM to 8:15AM Date : 7/17/97 Day : Thursday Name : K.M.&M.T.&K.K Totals 2203 Sub- totals 1444 759 North Approach 225 Subtotals Total 892 2481 996 4 397 374 46 0 1869 475 977 El Camino Real 1485 t North t 888 1173 481 456 Total Subtotals Sub- totals 2542 1453 Totals 3995 E a s t A P P r Palomar Airport Rood South /Approach Note : Left-turn volumes include U-turns. U-turns in bold. B Camino Real at Palomar Airport Road Lone Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North/\ppr (SB) West Appr (EB) East /\ppr (WB) 4:30 PM to 5:30 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 urotions 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 the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Fac:tor 0.10 Hourly Volume 56 637 612 827 628 144 217 1029 73 429 640 347 Adjusted Hourly Volume 66 637 306 827 628 144 217 1102 0 429 640 174 Utilization Factor 0.03 0.09 0.17 0.26 0.10 0.08 0.07 0,18 0.00 0.13 0.11 0.10 Critical Factors 0.17 0.26 0,18 0.13 ICU Ratio = 0.84 LOS= D Turning Movements at Intersection of: El Camino Real and Palomar Airport Road Time : 4:30 PM to 5:30 PM Date : 7/17/97 Day : Thursday Name : K.M.&M.T.&K.K North Approach 1599 El Camino Real 2702 1103 Total Subtotals W e s t A P P r Totals 2156 Sub- totals 837 1319 0 217 1029 73 Subtotals Total 1130 144 628 827 • t- : North ^ ^ t r 55 537 612 2 1204 2334 347 640 429 Sub- totals 1416 2468 Totals 3884 E a s t A P P r Palomar Airport Road South Approach Note : Left-turn volumes include U-turns. U-turns in bold. CITY OF CARLSBAD SUMMER 1997 INTERSECTION ANALYSIS SUMMARY Intersection Number: Intersection Location: El Camino Real and Camino Vida Roble CONTENT PAGE Tum Movement Count Summary (A.M. and P.M.) lof 3 A.M. Peak Hour ICU Analysis and Turn Movement Diagram 2 of 3 P.M. Peak Hour ICU Analysis and Turn Movement Diagram 3 of 3 TransCore Turning Movement Count Analysis Page M City: Carlsbad Intersection of: N/S Street: El Camino Real E/W Street; Cannino Vida Roble File : CB9706,XLS Data Collected by K,M,&C,M. Count Date : 7/15/97 Day: Tuesday Weather: Clear Traffic Control: Signalized End of 15 min, prd. South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 34 0 46 0 0 0 0 58 45 1 18 0 0 11 0 0 0 0 0 0 212 1 6:30 AM 26 0 82 0 0 0 0 70 43 2 9 0 0 8 0 0 0 0 0 0 238 2 6:45 AM 38 0 82 0 0 0 0 113 68 2 11 0 0 10 0 0 0 0 0 0 322 2 7:00 AM 72 0 142 0 0 0 0 132 92 1 11 0 0 6 0 0 0 0 0 0 455 1 7:15AM 82 0 148 0 0 0 0 135 46 5 12 0 0 17 0 0 0 0 0 1 440 6 7:30 AM * 52 0 215 0 0 0 0 110 66 0 12 0 0 10 0 0 0 0 0 0 465 0 7:45 AM * 115 0 246 0 0 0 0 161 86 0 17 0 0 18 0 0 0 0 0 0 643 0 8:00 AM * 115 0 246 0 0 0 0 115 92 0 15 0 0 13 0 0 0 0 0 0 596 0 8;15AM * 140 1 266 0 0 0 0 173 99 3 12 0 0 13 0 0 0 0 0 0 704 3 8:30 AM 84 1 161 0 0 0 0 125 60 0 12 0 0 13 0 0 0 0 0 0 456 0 8:45 AM 92 2 181 0 1 0 0 152 38 1 11 0 0 21 0 0 0 0 0 0 497 2 9:00 AM 65 0 157 0 1 0 0 138 63 1 14 0 0 11 0 0 0 0 0 0 448 2 Max, 15 min. 140 2 266 0 1 0 0 173 99 5 18 0 0 21 0 0 0 0 0 1 704 6 Pk, Hr, Vol, 422 1 973 0 0 0 0 559 343 3 56 0 0 54 0 0 0 0 0 0 2408 3 7:15AM Peak Intersection Traffic in Pk, Hr. = 2408 Peak Hr. Factor 0,86 8:15AM Hour Intersection Pdstrns in Pk. Hr. = 3 3:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:30 PM 61 0 216 0 0 0 0 252 34 0 64 0 0 120 0 0 0 0 0 0 737 0 4:45 PM 25 0 132 0 0 0 0 166 29 0 103 0 0 93 0 0 0 0 0 0 548 0 5:00 PM 46 0 171 0 0 0 0 211 23 0 91 0 0 119 0 0 0 0 0 0 661 0 5:15 PM * 42 1 188 0 0 0 0 366 19 0 164 0 0 204 0 0 0 0 0 0 984 0 5:30 PM * 26 0 164 0 0 0 0 280 8 0 52 0 0 107 1 0 0 0 0 0 637 1 5:45 PM • 34 0 174 0 0 0 0 210 21 1 90 0 0 147 0 0 0 0 0 0 676 1 6:00 PM 31 0 156 0 0 0 0 228 10 1 39 0 0 88 0 0 0 0 0 0 552 1 6:15 PM 26 1 149 0 0 0 0 204 14 1 41 G 0 98 0 0 0 0 0 0 533 1 6:30 PM 25 0 145 0 0 0 0 161 6 1 28 0 0 61 1 0 0 0 0 0 426 2 Max, 15 min. 51 1 216 0 0 0 0 366 34 1 164 0 0 204 1 0 0 0 0 0 1036 2 Pk, Hr, Vol 148 1 697 0 0 0 0 1067 71 1 397 0 0 577 1 0 0 0 0 0 2958 2 4:45 PM Peak Intersection Traffic in Pk, Hr, = 2958 5:45 PM Hour Intersection Pdstrns in Pk, Hr, = 2 Peak Hr, Factor 0,71 * Note: The first three 15 minute count periods were not used due to an accident near intersection B Camlno Real at Camlno Vida Robie Lone Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West/Vppr (EB) East Appr (WB) 7:15 AM to 8:]5AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 1 1 1 Config - (left) 2 1 1 1 1 urotions 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 Aie the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 423 973 0 0 559 343 56 0 64 0 0 0 Adjusted Hourly Volume 423 973 0 0 902 0 56 0 54 0 0 0 Utilization Factor 0.24 0.24 0.00 0.00 0.15 0.00 0.02 0.00 0.02 0.00 0.00 0.00 Critical Factors 0.24 0.15 0.02 0.00 0.00 ICU Ratio -0.51 LOS = A Turning Movements at Intersec^tion of: El Camino Real and Camino Vida Robie Time: 7:15AM to 8:16 AM Date: 7/15/97 Day : Tuesday Name : K.M.&C.M. W e s t A P P r Totals 875 Sub- totals 765 110 North Approach 902 343 569 56 0 54 Subtotals Total 614 1931 0 0 423 973 1 1396 2010 El Camino Real 1029 t North 4_ Total Subtotals Sub- totals Totals Camino Vida Robie 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 Camlno Vida Roble 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/^pr(WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config- urotions Inside (left) Outside Free-flow 1 Lane Settings 1 2 0 0 3 0 1.5 0 1.6 0 0 0 Capacity 1800 4000 0 0 6000 0 2700 0 2700 0 0 0 Are the North/South phases split (Y/N)7 N Ate the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 149 697 0 0 1067 71 397 0 677 0 0 0 Adjusted Hourly Volume 149 697 0 0 1138 0 397 0 577 0 0 0 Utilization Factor 0.08 0.17 0.00 0.00 0.19 0,00 0.15 0.00 0.21 0.00 0.00 0.00 Critical Factors 0.08 0.19 0.21 0.00 ICU Ratio 0.58 LOS= A Turning Movements at Intersection of: El Camino Real and Camlno Vida Roble W e s t A p p r Time : 4:45 PM to 5:46 PM Date : 7/15/97 Day : Tuesday Name : K.M.&C.M. Totals 1193 Sub- totals 219 974 397 0 577 North Approach 1138 71 1067 El Camino Real Subtotals 1645 Total 2232 0 0 HJ I l> t North ^ t r 149 697 1 846 2491 1094 Total Subtotals Sub- totals Totals Camino Vida Roble E a s t A P P r South /Approach Note : Left-turn volumes include U-turns. U-turns in bold. CTTY OF CARLSBAD SUMMER 1997 INTERSECTION ANALYSIS SUMMARY Intersection Number: Intersection Location: El Camino Real and Aviara Parkway/Alga Road CONTENT PAGE Turn Movement Count Summary (A.M. and P.M.) lof 3 A.M. Peak Hour ICU Analysis and Turn Movement Diagram 2 of 3 P.M. Peak Hour ICU Analysis and Turn Movement Diagram 3 of 3 TransCore Turning Movement Count /Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Street: El Camino Real E/W Street: Alga Road / Alviara Parkway File: CB9707.XLS Data Collected by K.M.&C.M. Count Date: 7/8/97 Day: Tuesdoy Weather: Clear Traffic Control: Signalized South /^proach (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 11 0 36 4 1 5 0 49 9 1 9 0 6 11 0 48 0 31 19 0 238 2 6:30 AM 14 0 60 7 0 8 1 66 17 0 8 1 12 15 0 69 3 37 28 0 336 0 6:45 AM 11 0 73 15 0 7 1 60 30 0 13 0 15 25 0 82 0 58 22 0 412 0 7:00 AM 14 0 113 14 0 18 0 79 37 2 23 0 20 19 0 125 0 72 46 2 580 4 7:15 AM 12 0 135 18 1 14 0 62 37 2 22 0 26 21 0 114 0 47 48 3 556 6 7:30 AM 20 0 163 29 0 9 1 111 28 3 40 0 28 29 0 99 0 52 46 1 655 4 7:45 AM " 39 0 169 19 0 23 0 113 31 1 55 2 40 39 0 90 1 78 82 0 781 1 8:00 AM " 27 0 241 36 4 17 0 100 31 0 48 0 41 36 0 99 0 81 85 0 842 4 8:15 AM • 43 0 158 38 0 22 0 90 26 1 45 0 51 38 0 100 1 54 72 0 738 1 8:30 AM " 44 0 184 35 0 30 1 115 31 1 39 0 32 39 0 123 0 62 56 1 791 2 8:45 AM 47 0 144 34 0 17 0 94 14 0 37 0 29 41 0 107 1 57 56 0 678 0 9:00 AM 52 0 121 37 2 15 0 118 39 7 41 0 41 53 0 112 1 74 68 6 772 15 Max. 15 min. 52 0 241 38 4 30 1 118 39 7 55 2 51 53 0 126 3 81 85 6 842 15 Pk. Hr. Vol. 153 0 752 128 4 92 1 418 119 3 187 2 164 152 0 412 2 275 295 1 3152 8 7:30 AM Peak Intersection Traffic in Pk. Hr. = 3152 Peak Hr. Factor 0.94 8:30 AM Hour Intersection Pdstrns in Pk, Hr, = 8 3:45 PM 70 0 138 65 0 47 2 148 27 1 60 0 84 70 0 40 2 54 40 0 847 1 4.00 PM 63 0 143 95 0 64 1 197 29 0 38 1 92 59 0 70 5 63 40 0 950 0 4:15 PM 78 0 162 86 0 46 2 161 30 0 41 1 70 66 0 51 4 69 24 2 891 2 4:30 PM 56 0 148 76 0 41 1 183 37 0 31 0 60 71 0 48 1 52 44 0 849 0 4:45 PM 66 1 211 132 2 43 0 173 44 0 54 1 84 56 2 99 7 74 46 0 1091 4 5:00 PM 33 0 108 94 0 71 0 153 47 0 38 1 81 69 1 58 2 46 31 0 832 1 5:15 PM • 49 0 133 103 2 54 1 333 45 0 28 0 87 66 0 65 4 69 24 0 1051 2 5:30 PM • 84 0 188 130 1 84 0 294 56 0 34 0 104 81 0 41 2 61 23 0 1182 1 5:45 PM • 66 0 141 110 1 69 1 261 51 0 31 0 95 79 2 71 4 38 47 0 1064 3 6:00 PM • 66 0 158 114 0 68 0 205 47 1 38 0 96 57 0 76 2 61 25 1 1013 2 6:15 PM 55 0 108 104 0 61 0 130 38 0 32 0 87 44 0 51 0 49 24 1 783 1 6:30 PM 50 1 99 83 1 57 0 121 35 0 24 5 102 40 0 67 2 51 36 0 763 1 Max. 15 min. 84 1 211 132 2 84 2 333 56 1 60 5 104 81 2 99 7 74 47 2 1182 4 Pk, Hr. Vol. 265 0 620 457 4 275 2 1093 199 1 131 0 382 283 2 253 12 219 119 1 4310 8 5:00 PM Peak Intersection Traffic in Pk, Hr. = 4310 Peak Hr. Factor 0.91 6:00 PM Hour Intersection Pdstrns in Pk. Hr. = 8 B Camlno Real at Alga Road / Alviara Parkway Lone Configuration for intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:30 AM to 8:30 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 1 1 1 1 Config - (left) 2 1 1 1 1 urotions 3 1 1 1 1 4 1 1 1 1 1 1 5 6 1 1 Outside 7 Free-flow 1 Lone 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 Aie the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 153 752 128 93 418 119 189 164 152 414 275 295 Adjusted Hourly Volume 153 752 0 93 537 0 189 316 0 414 570 0 Utilization Factor 0.09 0.13 0.00 0.03 0.09 0.00 0.06 0.08 0.00 0.13 0.14 0.00 Critical Factors 0.09 0.09 0.08 0.13 ICU Ratio 0.49 LOS= A Turning Movements at Intersection of: Time : 7:30 AM to 8:30 AM Date: 7/8/97 Day: Tuesday Nome: K.M.&C.M. W e s t A P P r Totals 1054 Sub- totals 549 505 El Camino Real North Approach 630 189 164 152 Subtotals Total 982 I t North 153 t 752 0 1033 2016 and Algo Road / Alviara Parkway El Camino Real 1865 1 1235 119 418 93 295 275 414 Total Subtotals Sub- totals Totals 1370 E a s t A P P r Alga Rood / Alviara Parkway 984 386 South Approach Note : Left-turn volumes include U-turns. U-turns in bold. B Camino Real at Alga Road / Alviara Parkway Lane Configuration for Intersection Capacity Utilization Pages of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 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 Config - (left) 2 1 1 1 1 urations 3 1 1 1 1 4 1 1 1 T 1 1 6 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 Effidency Lcjst Factor 0.10 Hourly Volume 265 620 467 277 1093 199 131 382 283 265 219 119 Adjusted Hourly Volume 265 620 0 277 1292 0 131 666 0 265 338 0 Utilization Factor 0.16 0.10 0.00 0.09 0.22 0.00 0.04 0.17 0.00 0.08 0.08 0.00 Critical Factors 0.16 0.22 0.17 0.08 ICU Ratio 0.72 LOS= C Turning Movements at Intersection of: El Camlru) Real and Alga Rood / Alviara Parkway W e s t A P P r Time : 5:00 PM to 6:00 PM Date: 7/8/97 Day : Tuesday Name : K.M.&C.M. Totals 1479 Sub- totals 683 796 North Approach 1569 131 382 283 Subtotals Total 1629 I t El Camino Real 2441 872 199 1093 277 North • 265 1 620 0 1342 2971 4_ Total Subtotals Sub- totals 119 219 603 265 12 1126 Totals 1729 E a s t A P P r Alga Road / Alviara Parkway South Approach Note : Left-turn volumes include U-turns. U-turns in bold. CTTY OF CARLSBAD SUMMER 1997 INTERSECTION ANALYSIS SUMMARY Intersection Number: 8 Intersection Location: El Camino Real and La Costa Avenue CONTENT PAGE Turn Movement Count Summary (A.M. and P.M.) lof 3 A.M. Peak Hour ICU Analysis and Turn Movement Diagram 2 of 3 P.M. Peak Hour ICU Analysis and Turn Movement Diagram 3 of 3 TransCore Turning Movement Count Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Street: El Camino Real E/W Street: La Costa Avenue File: CB9708.XLS Data Collected by D.M.&K.M. Count Dote: 8/5/97 Day: Tuesday Weather: Clear Traffic Control: Signalized End of 16 min. prd. South Approach (NB) North Approach (SB) West /Approach (EB) East Approach (WB) 15 min Total Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 28 0 22 0 0 0 0 27 47 0 19 0 20 12 0 0 0 64 9 0 248 0 6:30 AM 32 0 33 1 0 0 0 46 75 0 33 0 38 26 0 2 0 84 18 0 388 0 6:45 AM 44 0 53 2 0 15 0 71 163 1 47 0 66 30 0 9 0 161 17 0 668 1 7:00 AM 79 0 77 0 0 2 0 44 73 0 67 0 63 44 0 6 0 68 14 0 637 0 7:15 AM 53 0 82 7 0 8 0 75 95 0 46 0 66 52 0 7 0 133 40 0 654 0 7:30 AM 63 0 97 6 0 5 0 76 93 1 94 0 80 33 0 9 0 150 58 0 764 1 7:46 AM ' 70 0 129 10 0 18 1 121 107 1 114 0 85 67 0 7 0 147 66 1 942 2 8:00 AM • 82 0 135 2 0 5 0 166 115 0 89 0 79 31 0 16 0 156 51 0 926 0 8:15 AM • 77 0 134 4 0 16 1 102 100 0 96 0 76 50 0 22 0 120 39 0 837 0 8:30 AM ' 76 0 121 3 0 21 1 161 117 0 56 0 69 57 0 14 0 133 52 0 881 0 8:45 AM 96 0 128 13 0 20 0 162 89 0 53 0 82 49 0 21 0 100 36 0 848 0 9:00 AM 74 0 105 10 0 16 1 190 97 0 100 0 104 44 0 19 0 99 36 0 895 0 Max, 15 min. 96 0 136 13 0 21 1 190 163 1 114 0 104 67 0 22 0 161 66 1 942 2 Pk, Hr. Vol. 305 0 519 19 0 60 3 550 439 1 355 0 309 205 0 69 0 666 208 1 3586 2 7:30 AM Peak Intersection Traffic in Pk. Hr. = 3586 Peak Hr. Factor 0.95 8:30 AM Hour Intersection Pdstrns in Pk. Hr. = 2 3:45 PM 85 0 133 8 0 30 0 164 66 0 111 0 137 58 0 23 0 100 36 0 951 0 4:00 PM 129 0 169 6 0 46 1 173 88 0 102 0 127 64 0 15 1 69 36 0 1025 0 4:15 PM 109 0 183 4 0 59 1 183 64 0 108 0 119 45 0 19 0 80 38 0 1012 0 4:30 PM 118 0 162 17 0 69 0 188 74 0 105 0 123 76 0 21 0 90 29 0 1072 0 4:45 PM 101 0 185 21 0 50 2 137 67 0 98 0 156 78 0 8 0 90 37 0 1030 0 5:00 PM 93 1 144 10 0 67 0 217 104 0 124 0 123 70 0 20 0 90 32 0 1096 0 5:15 PM 105 0 165 16 0 52 0 184 73 0 111 0 154 63 0 25 0 96 35 0 1079 0 5:30 PM • 88 0 166 20 0 95 0 255 106 0 106 0 137 79 0 11 0 94 36 0 1192 0 5:45 PM • 132 0 192 12 0 86 0 268 98 0 106 0 151 61 0 16 0 118 34 0 1274 0 6:00 PM • 94 0 196 21 0 75 0 201 91 0 136 0 168 76 0 21 0 106 36 0 1221 0 6:15 PM • 102 0 181 37 0 64 0 201 83 0 103 0 169 110 0 14 0 73 32 1 1169 1 6:30 PM 111 1 176 50 0 56 2 154 94 0 116 0 141 102 0 22 0 87 29 0 1140 0 Max. 15 min. 132 1 196 50 0 95 2 268 106 0 136 0 169 110 0 25 1 118 38 1 1274 1 Pk, Hr, Vol, 416 0 735 90 0 320 0 925 378 0 451 0 625 326 0 62 0 391 137 1 4856 1 5:15 PM Peak Intersection Traffic in Pk, Hr. = 4856 Peak Hr. Factor 0.96 6:15 PM Hour Intersection Pdstrns in Pk. Hr. B Camlno Real at La Costa Avenue Lane Configuration for Intersection Copocity Utilization Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:30 AM to 8:30 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 1 1 1 1 Config - (left) 2 1 1 1 1 urations 3 1 1 1 1 1 4 1 1 1 6 6 1 1 1 1 1 OLitside 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 the North/South phases split (Y/N)? N Aie the East/West phases split (Y/N)? N Efficiency Least Factor 0.10 Hourly Volume 305 519 19 63 560 439 365 309 206 59 555 208 Adjusted Hourly Volume 306 538 0 63 989 0 366 309 205 59 763 0 Utilization Factor 0.09 0.09 0.00 0.02 0.16 0.00 0.11 0.08 0.11 0.03 0.19 0.00 Critical Factors 0.09 0.16 0.11 0.19 ICU Ratio — 0.65 LOS = B Turning Movements at intersection of: El Camino Real and la Costa Avenue W e s t A P p r Time ; : 7:30 AM to 8:30 AM North Approach El Camino Real Date : 8/6/97 Day: Tuesday 2137 Total Name : D.M.&K.M. 1062 1085 Subtotals Sub-439 650 i 63 Sub- Totals 2168 totals 1299 869 355 309 205 Subtotals Total t 814 North *1 305 t 519 0 843 1657 208 555 59 r 19 totals 822 388 la Costa Avenue Totals 1210 E a s t A P P r South Approach Note : Left-turn volumes include U-turns. U-turns in bold. B Camino Real af La Costo Avenue Lane Configuration for intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 5:15 PM to 6:15 PM Left Thru Right Left Thru Right Left Thai Right Left Thru Right Lane Inside 1 1 1 1 1 Config - (left) 2 1 1 1 1 urations 3 1 1 1 1 1 4 1 1 1 5 6 1 1 1 1 1 Outside 7 Free-flow Lone 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 Efficiency Lost Foc^tor 0.10 Hourly Volume 416 736 90 320 926 378 451 626 326 62 391 137 Adjusted Hourly Volume 416 825 0 320 1303 0 451 625 326 62 528 0 Utilization Factor 0.13 0.14 0.00 0.10 0.22 0.00 0.14 0.16 0.18 0.03 0.13 0.00 Critical Factors 0.13 0.22 0.14 0.13 ICU Ratio = 0.72 LOS = C Turning Movements at Intersection of: El Camino Real and La Costo Avenue W e s t A P P r Time : 5:16 PM to 6:16 PM Date: 8/5/97 Day : Tuesday Name : D.M.&K.M. Totals 2587 Sub- totals 1185 1402 451 625 326 Subtotals Total North Approach 1623 t El Camino Real 2946 1323 378 925 320 1313 North A 1 416 1 735 0 1241 2554 4L_ 90 137 391 62 Total Subtotals Sub- totals 690 1036 Totals 1625 la Costa Avenue E a s f A P P r South /^proach Note : Left-turn volumes include U-turns. U-turns in bold. CITY OF CARLSBAD SUMMER 1997 INTERSECTION ANALYSIS SUMMARY Intersection Number: Intersection Location: El Camino Real and Levante Street CONTENT PAGE Turn Movement Count Summary (A.M. and P.M.) lof 3 A.M. Peak Hour ICU Analysis and Tum Movement Diagram 2 of 3 P.M. Peak Hour ICU Analysis and Turn Movement Diagram 3 of 3 TransCore Turning Movement Count Analysis Page 1 of3 City: Carlsbad Intersection of: N/S Street; El Camino Real E/W Street: Levante Street File: CB9709.XLS Data Collected by MT.&C.M./C.I. Count Date: 7/9/97 Day: Wednesday Weather: Clear Traffic Control: Signalized End of 15 min. prd. South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 16 min Total Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 0 0 44 4 0 0 0 45 0 0 0 0 0 0 0 15 0 0 16 0 123 0 6:30 AM 0 0 58 6 0 7 0 60 0 0 0 0 0 0 0 9 0 0 18 0 157 0 6:46 AM 0 0 75 2 0 13 0 78 0 0 0 0 0 0 0 14 0 0 20 0 202 0 7:00 AM 0 0 113 2 0 19 0 143 0 2 0 0 0 0 0 34 0 0 24 0 335 2 7:15 AM 0 0 122 4 0 8 0 159 0 0 0 0 0 0 0 47 0 0 32 0 372 0 7:30 AM 0 0 161 15 0 7 0 173 0 1 0 0 0 0 0 33 0 0 26 0 414 1 7:45 AM 0 0 206 6 0 13 0 163 0 0 0 0 0 0 0 37 0 0 24 0 449 0 8:00 AM • 0 0 222 7 0 11 0 227 0 0 0 0 0 0 0 43 0 0 36 0 645 0 8:15 AM • 0 0 177 9 0 16 0 211 0 0 0 0 0 0 0 34 0 0 27 0 474 0 8:30 AM ' 0 0 183 12 0 12 0 236 0 0 0 0 0 0 0 37 0 0 31 0 611 0 8:46 AM " 0 0 198 7 0 8 0 170 0 0 0 0 0 0 0 36 0 0 34 0 452 0 9:00 AM 0 0 173 8 0 16 0 229 0 0 0 0 0 0 0 43 0 0 21 1 490 1 Max. 15 min. 0 0 222 15 0 19 0 236 0 2 0 0 0 0 0 47 0 0 36 1 545 2 Pk. Hr. Vol. 0 0 780 35 0 47 0 844 0 0 0 0 0 0 0 149 0 0 127 0 1982 0 7:45 AM Peak Intersection Traffic in Pk, Hr, = 1982 Peak Hr. Factor 0.91 8:45 AM Hour Intersection Pdstrns in Pk. Hr. = 0 3:45 PM 0 0 330 41 0 27 0 279 0 0 0 0 0 0 0 33 0 0 40 0 750 0 4:00 PM 0 0 260 47 0 48 0 247 0 0 0 0 0 0 0 34 0 0 49 0 686 0 4:15 PM 0 0 322 26 0 40 0 241 0 0 0 0 0 0 0 24 0 0 29 0 682 0 4:30 PM 0 0 309 27 0 32 0 253 0 0 0 0 0 0 0 23 0 0 20 0 664 0 4:46 PM 0 0 316 39 0 45 0 216 0 0 0 0 0 0 0 23 0 0 36 0 674 0 5:00 PM 0 0 277 33 0 29 0 291 0 0 0 0 0 0 0 36 0 0 41 0 707 0 5:15 PM • 0 0 328 41 0 69 0 265 0 0 0 0 0 0 0 42 0 0 30 0 766 0 5:30 PM • 0 0 382 54 0 61 0 291 0 0 0 0 0 0 0 55 0 0 46 0 889 0 5:45 PM • 0 0 252 45 0 35 0 232 0 0 0 0 0 0 0 46 0 0 40 0 650 0 6:00 PM • 0 0 264 44 0 45 0 300 0 0 0 0 0 0 0 44 0 0 41 0 738 0 6:15 PM 0 0 202 34 0 26 0 223 0 0 0 0 0 0 0 35 0 0 27 0 547 0 6:30 PM 0 0 220 48 0 76 0 237 0 0 0 0 0 0 0 64 0 0 33 0 668 0 Max. 16 min. 0 0 382 54 0 76 0 300 0 0 0 0 0 0 0 55 0 0 49 0 889 0 Pk. Hr, Vol, 0 0 1226 184 0 210 0 1078 0 0 0 0 0 0 0 187 0 0 167 0 3042 0 6:00 PM Hour Peak Hr. Factor 0.86 Intersecfion Pdstrns in Pk. Hr. = 0 B Camino Real at levante Street Lone 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/^pr(WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config - urcitions Inside (left) Outside Free-flow 1 1 Lone 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 Efficiency Lost Factor 0.10 Hourly Volume 0 780 35 47 844 0 0 0 0 149 0 127 Adjusted Hourly Voiume 0 816 0 47 844 0 0 0 0 149 0 127 Utilization Factor 0.00 0.20 0.00 0.03 0.21 0.00 0.00 0.00 0.00 0.06 0.00 0.05 Critical Factors 0.20 0.03 0.00 0.00 0.06 ICU Ratio = 0.39 LOS = : A Turning Movements at Intersection of: El Camino Real and Levante Street Time: 7:45 AM to 8:45 AM North Approach El Camino Real Date : 7/9/97 Day : Wednesday 1798 Total Name: M.T.&C.M./C.I. 891 907 Subtotals Sub-0 844 U 47 Sub- Totals totals 1 ± 1 totals Totals W E e 0 A • a s 0 0 0 ^ ^ 127 s t 0 0 —• t 0 276 t A 0 i 1 North 149 0 358 A P 82 P P r t r P r 0 780 35 Levante Street Subtotals Total 993 0 1808 815 South Approach Note : Left-turn volumes include U-turns. U-turns in bold. B Camlno Real at Levante Street 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 Appr (SB) West Appr (EB) East/^pr(WB) Left Thru i;ighf Left Thru Right Left Thru Right Left Thru Right Lane Config- urations Inside (left) Outside Free-flow 1 2 3 4 5 6 7 1 Lone Settings 0 2 0 1 2 0 Capacity 0 4000 0 1800 4000 0 Are the North/South phases split (Y/N)? N Aie the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 0 Adjusted Hourly Voiume 0 Utilization Factor 0.00 Critical Factors 0.36 0.12 ICU Ratio = 0.64 LOS = B 0 0 0 0 1.5 2700 0 0 1.5 2700 1226 184 210 1078 0 0 0 0 187 0 157 1410 0 210 1078 0 0 0 0 187 0 157 0.35 0.00 0.12 0.27 0.00 0.00 0.00 0.00 0.07 0.00 0.06 0.00 0.00 0.07 Turning Movements at Intersection of: El Camino Real and levante Street w e s t A P P r Time : 6:00 PM to 6:00 PM Date: 7/9/97 Day: Wednesday Name : M.T.&C.M./C.I Totals Sub- totals 0 0 Subtotals Total North Approach El Camino Real 2671 _J4 1265 1288 0 1078 210 t • North • 1 0 T 1226 0 1410 2675 1383 157 0 187 Total Subtotals Sub- totals 344 394 Totals 738 Levante Street E a s t A P P r South /Approach Note : Left-turn volumes include U-turns. U-turns in bold. CTTY OF CARLSBAD SUMMER 1997 INTERSECTION ANALYSIS SUMMARY Intersection Number: 10 Intersection Location: El Camino Real and Dove Lane CONTENT Tum Movement Count Summary (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Turn Movement Diagram P.M. Peak Hour ICU Analysis and Turn Movement Diagram PAGE lof 3 2 of 3 3 of 3 TransCore Turning Movement Count Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Street: El Camino Real E/W Street: Dove Lane File: CB9710.XLS Data Collected by M.T.&J.F. Count Date: 7/15/97 Day: Tuesday Weather: Clear Trafflc Control: Signalized End of 16 min. prd. South Approach (NB) North Approach (SB) West /Approach (EB) East Approach (WB) 15 min Total Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 1 1 55 1 0 2 0 46 6 2 2 0 0 0 0 0 0 0 2 3 115 5 6:30 AM 1 0 86 0 0 4 0 68 3 0 4 0 0 1 1 3 0 2 2 2 174 3 6:45 AM 2 1 108 0 0 1 0 105 6 0 4 0 1 0 0 7 0 1 4 4 240 4 7:00 AM 5 0 188 1 1 7 0 148 5 0 9 0 2 0 1 9 0 0 8 1 382 3 7:16 AM 7 2 169 1 0 9 2 110 11 0 13 0 1 4 1 8 0 1 7 1 346 2 7:30 AM ' 7 0 262 3 0 4 0 126 14 1 11 0 0 3 0 8 0 0 11 0 448 1 7:45 AM " 19 2 270 0 0 4 0 166 17 0 18 0 0 4 0 8 0 2 8 1 507 1 8:00 AM • 18 1 399 0 0 6 2 162 22 0 25 0 3 6 2 10 0 3 26 0 682 2 8:15 AM • 8 0 317 0 0 7 1 158 18 '0 20 0 1 5 0 6 0 2 17 0 560 0 8:30 AM 8 0 203 1 1 11 2 136 10 0 15 0 0 1 1 16 0 1 6 0 409 2 8:45 AM 13 2 224 1 2 17 2 157 17 0 13 0 1 4 0 8 0 0 6 0 464 2 9:00 AM 12 4 209 2 0 11 0 131 8 1 16 0 3 3 1 11 0 3 12 0 425 2 Max. 15 min. 19 4 399 3 2 17 2 162 22 2 26 0 3 6 2 15 0 3 26 4 682 5 Pk. Hr. Vol, 52 3 1248 3 0 21 3 600 71 1 74 0 4 18 2 32 0 7 61 1 2197 4 7:15 AM Peak Intersection Traffic in Pk. Hr. = 2197 Peak Hr. Factor 0.81 8:15 AM Hour Intersection Pdstrns in Pk. Hr. = 4 3:45 PM 18 4 218 3 0 40 6 310 18 0 22 0 2 31 0 17 0 4 14 0 706 0 4:00 PM 15 0 178 1 1 29 0 363 26 0 18 0 4 17 0 16 0 3 9 0 679 1 4:15 PM 18 7 203 2 0 27 0 284 29 0 37 0 4 28 0 26 0 3 6 0 674 0 4:30 PM 21 2 190 1 1 21 0 249 42 0 32 0 4 13 0 15 0 8 11 0 609 1 4:45 PM 20 4 185 4 1 14 3 242 33 0 23 0 8 19 0 12 0 6 7 0 580 1 5:00 PM 7 3 168 3 0 15 9 255 24 0 35 0 4 16 0 28 0 5 13 0 685 0 5:15 PM • 15 2 227 3 0 29 3 426 44 0 19 0 4 9 0 29 0 4 6 0 819 0 5:30 PM • 9 2 196 3 1 16 5 368 45 0 20 0 4 21 0 18 0 4 11 0 722 1 5:45 PM • 24 3 166 2 0 16 3 291 50 1 24 0 0 30 0 22 0 7 3 0 641 1 6:00 PM • 18 6 173 2 0 22 2 291 44 0 26 0 5 26 0 27 0 5 8 0 653 0 6:16 PM 15 3 160 0 1 6 3 216 26 0 19 0 3 8 0 18 0 5 8 0 489 1 6:30 PM 5 1 129 4 1 8 3 197 15 0 10 0 2 7 0 16 0 5 3 0 406 1 Max. 15 min. 24 7 227 4 1 40 9 426 50 1 37 0 8 31 0 29 0 8 14 0 819 1 Pk. Hr. Vol. 66 13 762 10 1 83 13 1376 183 1 88 0 13 86 0 96 0 20 27 0 2835 2 6:00 PM Peak Intersection Traffic in Pk. Hr. = 2835 6:00 PM Hour Intersection Pdstrns in Pk. Hr. = 2 Peak Hr. Factor 0.87 B Camlno Real at Dove Lane Lane Configuration for intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:15 AM to 8:15 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane inside 1 1 1 1 1 Config - (left) 2 1 1 1 1 1 1 urations 3 1 1 4 5 6 1 1 1 1 Outside 7 Free-fiow Lone Settings 1 3 0 1 3 0 1 1 0 1 1 0 Capacity 1800 6000 0 1800 6000 0 1800 2000 0 1800 2000 0 Are the North/Soiith phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficienc:y Lost Factor 0.10 Hourly Volume 55 1248 3 24 600 71 74 4 18 32 7 61 Adjusted Hourly Volume 66 1261 0 24 671 0 74 22 0 32 68 0 Utilization Factor 0.03 0.21 0.00 0.01 0.11 0.00 0.04 0.01 0.00 0,02 0.03 0.00 Critical Factors 0.21 0.01 0.04 0.03 ICU Ratio = 0.39 LOS = A Turning Movements at Intersection of: El Camino Real and Oove Lane W e s t A P P r Time : 7:15 AM to 8:15 AM Date: 7/15/97 Day: Tuesday Name : M.T.&J.F. Totals 226 Sub - totals 130 96 74 4 18 North Approach 71 Subtotals Total El Camino Real 653 2081 695 3 600 24 55 3 1959 1248 1306 1386 t North ^ t r 61 7 32 Total Subtotals Sub- totals 100 28 Dove Lane Totals 128 E a s t A P P r South Aipproach Note : Left-turn volumes include U-turns. U-turns in bold. • B Camlno Real at Dove Lane Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 8:00 PM to 6:00 PM Page 3 of 3 South Appr (NB) North Appr (SB) West Appr (EB) East/\ppr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config - urations Inside (left) Outside Free-fiow 1 2 3 4 5 6 7 Lane Settings 1 3 0 1 3 0 1 1 0 1 1 0 Capacity 1800 6000 0 1800 6000 0 1800 2000 0 1800 2000 0 Are the North/South phases split (Y/N)? N Aie the East/West phases split (Y/N)? N Efficiency LcJst Factor 0.10 Houriy Volume 79 762 10 96 1376 183 88 13 85 96 20 27 Adjusted Hourly Volume 79 772 0 96 1669 0 88 98 0 96 47 0 Utilization Factor 0.04 0.13 0.00 0.06 0.26 0.00 0.05 0.06 0.00 0.06 0.02 0.00 Crrtical Factors 0.04 0.26 0.05 0.06 ICU Ratio = 0.50 LOS = A Turning Movements at Intersecrtion of El Camlno Real and Dove Lane Time ; ; 5:00 PM to 6:00 PM North Approach El Camlno Real Date ; 7/15/97 Day : Tuesday 2545 Total Name ; M.T.&J.F. 1655 890 Subtotals 13 Sub-183 1376 96 Sub- w e s t A P P r Totals 455 totals 269 186 88 13 85 t • Subfofals Total 1570 North t 79 762 13 851 2421 27 20 96 10 totals 143 106 Dove Lane Totals 249 E a s t A P P r South /Approach Note : Left-turn volumes include U-turns. U-turns in bold. CITY OF CARLSBAD SUMMER 1997 INTERSECTION ANALYSIS SUMMARY Intersection Number: 11 Intersection Location: Palomar Airport Road and Avenida Encinas CONTENT PAGE Turn Movement Count Summary (A.M. and P.M.) lof 3 A.M. Peak Hour ICU Analysis and Turn Movement Diagram 2 of 3 P.M. Peak Hour ICU Analysis and Turn Movement Diagram 3 of 3 TransCore Turning Movement Count Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Street: Avenida Encinas E/W Street: Palomar Arport Road File: CB9711,XLS Data Collected by K,M,&C.M. Count Date: 7/24/97 Day: Thursday 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 6:16 AM 5 0 2 8 0 13 0 0 4 0 9 0 32 3 0 29 0 16 42 0 163 0 6:30 AM 3 0 2 9 0 20 1 5 1 0 1 0 46 2 0 30 0 18 47 0 185 0 6:45 AM 1 0 4 6 0 18 0 6 2 0 7 0 37 12 0 68 0 23 63 0 226 0 7:00 AM 0 0 5 12 1 36 0 10 6 0 9 0 50 14 0 87 1 7 78 0 315 1 7:15 AM 5 0 2 12 0 28 0 3 3 0 6 0 50 7 0 66 0 26 58 0 255 0 7:30 AM 6 0 4 20 1 39 0 8 12 0 9 0 60 13 0 62 0 28 78 0 339 1 7:45 AM 1 0 6 8 0 14 0 6 2 0 11 0 73 13 0 76 0 25 75 0 309 0 8:00 AM • 3 0 11 17 0 42 0 6 2 0 22 0 71 10 0 63 0 26 117 0 390 0 8:15 AM • 5 0 13 16 0 33 0 5 1 0 4 0 45 16 0 57 0 28 111 0 332 0 8:30 AM " 4 0 10 20 2 49 0 6 7 0 12 1 42 10 0 56 0 39 121 0 376 2 8:45 AM ' 5 0 14 26 1 58 0 3 2 2 7 0 61 13 0 44 0 32 98 0 363 3 9:00 AM 8 0 13 12 4 46 0 11 3 0 10 0 57 4 0 46 0 27 75 0 312 4 Max. 16 min. 8 0 14 26 4 58 1 11 12 2 22 1 73 16 0 87 1 39 121 0 390 4 Pk, Hr, Vol, 17 0 48 78 3 182 0 20 12 2 46 1 209 48 0 219 0 126 447 0 1461 6 7:45 AM Peak Intersection Traffic in Pk. Hr. = 1451 Peak Hr. Factor 0.93 8:45 AM Hour Intersection Pdstrns in Pk. Hr. = 5 3:45 PM 10 0 22 104 0 98 0 10 20 0 9 0 52 10 0 28 0 83 71 0 617 0 4:00 PM 3 0 10 33 2 73 0 6 10 0 10 0 55 7 1 33 0 86 61 4 376 7 4:15 PM 9 0 9 60 1 86 0 6 7 0 7 0 62 8 0 27 0 82 63 0 426 1 4:30 PM 16 0 12 35 1 104 0 7 12 0 4 0 59 4 0 41 0 75 71 2 440 3 4:45 PM " 16 0 19 86 3 114 0 18 19 0 11 0 62 4 0 37 0 85 79 0 640 3 5:00 PM • 20 0 7 66 2 78 0 18 12 0 6 0 80 7 0 27 0 78 74 0 461 2 5:16 PM • 25 0 17 109 2 128 0 10 29 0 4 0 66 2 3 30 0 85 84 0 589 5 5:30 PM • 10 0 13 62 1 119 0 16 21 0 6 0 48 4 0 34 0 186 126 0 632 1 5:45 PM 16 0 15 76 0 66 0 10 19 0 8 0 40 3 1 17 0 60 38 0 357 1 6:00 PM 17 0 12 69 0 89 0 11 6 0 3 0 44 3 0 26 0 83 85 0 448 0 6:16 PM 10 0 7 31 2 67 0 6 9 0 1 0 60 2 2 26 0 54 66 0 318 4 6:30 PM 3 0 9 46 1 62 0 3 7 0 11 0 59 3 2 12 0 70 88 0 373 3 Max. 15 min. 25 0 22 109 3 128 0 18 29 0 11 0 80 10 3 41 0 185 125 4 632 7 Pk. Hr. Vol. 71 0 56 302 8 439 0 62 81 0 25 0 246 17 3 128 0 433 362 0 2222 11 4:30 PM Peak Intersection Traffic in Pk. Hr. = 2222 Peak Hr. Factor 0.88 5:30 PM Hour Intersection Pdstrns in Pk. Hr. = 11 Avenida Encinas at Palonmr Airport Road 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 (left) Outside Free-flow 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 Efficiency Least Factor 0.10 Hourly Volume 17 48 78 182 20 12 46 209 48 219 125 447 Adjusted Houriy Volume 17 48 78 182 20 12 46 267 0 219 126 447 Utilization Factor 0.01 0.02 0.04 0.10 0.01 0.01 0.03 0.13 0.00 0.12 0.06 0.26 Critical Factors 0.04 0.10 0.03 0.26 ICU Ratio = 0.62 LOS= A Turning Movements at Intersection of: Avenida Encinas and Palomar Airport Road Time : 7:45 AM to 8:45 AM North Approach Avenida Encinas Date: 7/24/97 Day: Thursday 754 Total Name: K.M.&C.M. 214 540 Subtotals Sub-12 20 u 182 Sub- w e Totals totals 166 s 458 1 46 t 303 209 • t A 48 1 North P P r 17 0 t 48 Subtotals 287 143 Total 430 447 126 219 78 totals 791 469 Totals 1260 E a s t A P P r Polonnar Airport Road South Approach Note : Left-turn volumes include U-turns. U-turns in bold. Avenida Encinas at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 4:30 PM to 5:30 PM Page 3 of 3 South Appr (NB) North/^pr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Ccjnfig - urations Inside (left) Outside Free-flow Lone 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 Efficienc:y Lost Fac:tor 0.10 Hourty Volume 71 56 302 439 62 81 26 246 17 128 433 362 Adjusted Hourly Volume 71 66 302 439 62 81 25 263 0 128 433 362 Utilization Factor 0.04 0.03 0.17 0.24 0.03 0.05 0.01 0.13 0.00 0.07 0.22 0.20 Critical Factors 0.17 0.24 0.01 0.22 ICU Ratio 0.74 LOS= C Turning Movements at Intersection of: Avenida Encinas and Palomar Airport Rood W e s t A P P r Time : 4:30 PM to 5:30 PM Date : 7/24/97 Day : Thursday Name : K.M.&C.M. Totals 873 Sub- totals 585 288 North Approach 61 25 246 17 Subtotals Total 207 71 0 636 582 62 66 429 Avenida Encinas 1026 0 439 443 t North 362 433 128 302 Total Subtotals Sub- totals 923 987 Totals 1910 E a s t A P P r Palomar Airport Rood South Approach Note : Left-turn volumes include U-turns. U-turns in bold. CITY OF CARLSBAD SUMMER 1997 INTERSECTION ANALYSIS SUMMARY Intersection Number: 12 Intersection Location: Palomar Airport Road and Paseo Del Norte CONTENT Turn Movement Count Summary (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Tum Movement Diagram P.M. Peak Hour ICU Analysis and Tum Movement Diagram PAGE lof 3 2 of 3 3 of 3 TransCore Turning Movement Count Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Street: Paseo Del Norte E/W Street: Palomar Arport Road File: CB9712,XLS Data Collected by D,M.&S.G.&C.I. Count Date: 7/17/97 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 Peds Left U-Trn Thru Right Peds Vehicles Peds 6:16 AM 37 0 4 18 0 2 0 0 1 0 11 4 214 8 0 12 3 108 12 0 434 0 6:30 AM 49 0 11 12 0 3 0 2 1 0 9 2 293 26 0 10 5 178 14 0 616 0 6:45 AM 43 0 8 15 0 11 0 3 1 0 13 2 425 23 0 24 3 202 16 0 788 0 7:00 AM 43 0 8 27 0 10 0 4 11 0 21 2 469 43 0 28 2 186 26 0 879 0 7:15 AM 56 0 14 37 0 13 0 3 8 2 34 1 425 32 0 30 2 236 26 0 916 2 7:30 AM ' 44 0 15 37 0 27 0 17 15 2 41 0 803 38 1 14 6 199 27 0 1283 3 7:45 AM ' 40 0 15 39 0 15 0 3 3 0 7 0 296 16 0 33 1 203 28 0 698 0 8:00 AM • 66 0 26 78 1 32 0 10 16 0 26 0 618 27 0 26 2 201 33 0 1161 1 8:15 AM • 65 0 21 38 0 23 0 6 12 0 40 0 680 33 1 33 1 212 38 0 1202 1 8:30 AM 49 0 10 27 0 32 0 13 19 0 28 0 469 23 2 27 3 184 24 0 908 2 8:45 AM 53 0 17 31 1 31 0 8 22 1 40 1 422 26 0 26 1 200 17 0 895 2 9:00 AM 61 0 23 30 0 32 0 22 17 0 37 2 396 38 3 12 2 163 22 0 857 3 Max. 15 min. 66 0 26 78 1 32 0 22 22 2 41 4 803 43 3 33 6 236 38 0 1283 3 Pk. Hr, Vol. 215 0 77 192 1 97 0 36 46 2 114 0 2397 113 2 106 10 815 126 0 4344 5 7:15 AM Peck Intersection Traffic in Pk. Hr. 4344 Peak Hr. Factor 0,85 8:15 AM Hour Intersection Pdstrns in Pk. Hr, = 5 3:45 PM 108 1 23 47 0 30 0 15 31 1 38 8 256 45 1 50 5 468 66 0 1189 2 4:00 PM 100 0 22 43 0 25 0 14 28 1 20 3 238 41 0 46 3 436 60 0 1079 1 4:15 PM 120 0 33 41 0 17 0 23 14 1 33 4 259 52 0 61 4 589 52 0 1292 1 4:30 PM 141 1 11 37 0 62 0 23 26 2 39 1 298 51 0 57 7 567 99 0 1410 2 4:45 PM 140 0 9 39 0 22 0 8 14 0 10 3 205 23 0 100 0 361 36 0 960 0 5:00 PM • 107 0 3 106 0 32 0 17 21 0 27 2 272 49 0 39 3 484 42 0 1204 0 5:15 PM • 92 0 12 85 0 45 0 27 40 0 35 3 242 46 0 40 3 618 38 0 1226 0 5:30 PM • 92 0 18 65 0 31 0 11 39 2 27 5 259 63 0 54 5 760 70 0 1499 2 5:45 PM • 83 0 12 87 0 37 0 11 25 3 34 8 243 49 0 19 6 497 64 0 1175 3 6:00 PM 108 0 18 106 0 18 0 10 18 0 18 5 231 49 0 25 4 527 48 0 1185 0 6:15 PM 89 0 14 86 0 22 0 14 31 3 23 7 214 46 1 17 2 428 74 0 1067 4 6:30 PM 88 3 11 84 0 19 0 13 24 0 20 5 186 43 0 16 3 403 49 0 966 0 Max. 15 min. 141 3 33 106 0 62 0 27 40 3 39 8 298 63 1 100 7 760 99 0 1499 4 Pk. Hr. Vol. 374 0 45 343 0 145 0 66 125 5 123 18 1016 207 0 162 17 2259 214 0 6104 5 4:45 PM Peak Intersection Traffic in Pk, Hr, =5104 5:45 PM Hour Intersection Pdstrns in Pk, Hr. = 5 Peak Hr. Factor 0.85 Paseo Del Norte at Palomar Airport Rood Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period 7:16 AM fo 8:16 AM Page 2 of 3 South Appr (NB) North/^pr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config - urations Inside (left) Outside Free-flow 1 Lane Settings 2 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 Houriy Volume 216 77 192 97 36 46 114 2397 113 116 816 126 Adjusted Hourly Volume 215 269 0 97 82 0 114 2510 0 116 816 126 Utilization Factor 0.07 0.07 0.00 0.03 0.02 0.00 0.04 0.42 0.00 0.04 0.14 0.07 Critical Factors 0.07 0.03 0.42 0.04 ICU Ratio = 0.66 LOS = Turning Movements at Intersection of: Paseo Del Norte and Palomar Airport Road W e s t A P P r Time : 7:15 AM to 8:15AM Date : 7/17/97 Day: Thursday Name : D.M.&S.G.&C.I. Totals 3700 Sub- totals 1076 2624 North Approach 46 179 36 14 4 2397 113 Subtotals Total 496 0 97 Paseo Del Norte 317 t North ^ t r 215 77 192 0 255 484 739 126 815 116 Total Subtotals Sub- totols 1057 10 Totals 3753 2696 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 Rood Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 4:45 PM to 6:46 PM Page 3 of 3 South Appr (NB) North Appr (SB) West Appr (EB) East/\ppr (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 f*je the North/South phases spirt (Y/N)? N Aie the East/West phases split (Y/N)? N Efficiency Lcjst Fac^tor 0.10 Hourly Volume 374 46 343 145 66 125 141 1016 207 169 2259 214 Adjusted Houriy Volume 374 388 0 145 191 0 141 1223 0 169 2259 214 Utilization Factor 0.12 0.10 0.00 0.04 0.05 0.00 0.04 0.20 0.00 0.05 0.38 0.12 Critical Factors 0.12 0.05 0.04 0.38 ICU Ratio = 0.69 LOS = B Turning Movements at Intersection of: Paseo Del Norte and Palomar Airport Rood W e s t A P P r Time : 4:45 PM to 6:46 PM Date : 7/17/97 Day : Thursday Name: D.M.&S.G.&C.I. Totals 4140 Sub- totals 2776 1364 North Approach 336 125 66 18 141 1016 207 Subtotals Total 425 North 718 0 145 Paseo Del Norte 382 t ^ t r 374 46 343 0 762 187 Total Subtotals Sub- totals 214 2259 169 17 2642 1521 Totals 4163 E a s t A P P r Palomar Airport Road South /Approach Note : Left-turn volumes include U-turns. U-turns in bold. CTTY OF CARLSBAD SUMMER 1997 INTERSECTION ANALYSIS SUMMARY Intersection Number: 13 Intersection Location: Palomar Airport Road and College Boulevard CONTENT PAGE Tum Movement Count Summary (A.M. and P.M.) 1 of 3 A.M. Peak Hour ICU Analysis and Turn Movement Diagram 2 of 3 P.M. Peak Hour ICU Analysis and Turn Movement Diagram 3 of 3 TransCore Turning Movement Count Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Street: College Boulevard E/W Street: Palomar Airport Road File: CB9713.XLS Data Collected by K.M.&C.M.&M.C. Count Date: 7/17/97 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 Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 0 0 0 0 0 5 0 0 34 0 89 0 133 0 0 0 1 115 1 0 378 0 6:30 AM 0 0 0 0 0 11 0 0 39 0 134 0 198 0 0 0 3 177 1 0 563 0 6:45 AM 0 0 0 0 0 8 0 0 41 0 115 0 237 0 0 0 5 228 7 0 641 0 7:00 AM 0 0 0 0 0 8 0 0 32 0 202 1 376 2 0 0 3 234 3 0 861 0 7:15AM 0 0 0 0 0 9 0 0 37 0 145 0 277 0 0 0 1 223 2 0 694 0 7:30 AM " 0 0 0 0 0 9 0 2 38 0 239 0 424 0 0 0 1 261 8 0 972 0 7:45 AM ' 0 0 0 0 0 10 0 0 36 0 171 1 328 0 0 0 0 215 12 0 773 0 8:00 AM • 0 0 0 0 0 17 0 0 55 0 284 0 457 0 0 0 0 225 8 0 1046 0 8:15 AM • 0 0 0 0 0 9 0 0 47 0 278 0 444 0 0 0 1 253 10 0 1042 0 8:30 AM 0 0 0 0 0 14 0 0 41 0 186 0 351 0 0 0 0 231 10 0 833 0 8:45 AM 0 0 0 0 0 14 0 0 53 0 152 1 314 0 0 0 4 187 7 0 732 0 9:00 AM 0 0 0 0 0 12 0 0 31 0 158 0 299 0 0 0 1 177 8 0 686 0 Max. 15 min. 0 0 0 0 0 17 0 2 55 0 284 1 457 2 0 0 5 253 12 0 1046 0 Pk. Hr. Vol. 0 0 0 0 0 45 0 2 176 0 972 1 1653 0 0 0 2 944 38 0 3833 0 7:15 AM Peak Intersection Traffic in Pk. Hr. = 3833 Peak Hr. Factor 0.92 8:15 AM Hour Intersection Pdstrns in Pk. Hr. = 0 3:45 PM 0 0 0 0 0 10 0 0 113 0 64 0 248 0 0 0 0 382 11 0 828 0 4:00 PM 0 0 0 0 0 7 0 0 116 0 70 0 266 0 0 0 1 377 8 0 845 0 4:15 PM 0 0 0 0 0 6 0 0 219 0 31 0 250 0 0 0 0 340 16 0 862 0 4:30 PM 0 0 0 0 0 4 0 0 170 0 71 0 285 0 0 0 3 334 18 0 885 0 4:45 PM • 0 0 0 0 0 2 0 0 173 0 61 0 281 0 0 0 0 346 13 0 875 0 5:00 PM " 0 0 0 0 0 7 1 0 177 0 40 0 276 0 0 0 1 368 7 0 877 0 5:15 PM • 0 0 0 0 0 8 0 0 270 1 46 0 263 0 0 0 0 666 21 0 1174 1 5:30 PM * 0 0 0 0 0 15 0 0 258 0 49 3 288 0 0 0 1 486 22 0 1122 0 5:45 PM 0 0 0 0 0 2 0 0 189 1 44 0 211 0 0 0 0 333 10 0 789 1 6:00 PM 0 0 0 0 0 9 0 0 161 0 33 0 235 0 0 0 2 344 6 0 790 0 6:15 PM 0 0 0 0 0 1 0 0 143 0 46 0 232 0 0 0 1 324 6 0 752 0 6:30 PM 0 0 0 0 0 2 0 0 103 0 28 0 182 0 0 0 1 273 6 0 695 0 Max. 15 min. 0 0 0 0 0 15 1 0 270 1 71 3 288 0 0 0 3 566 22 0 1174 1 Pk. Hr. Vol. 0 0 0 0 0 32 1 0 878 1 196 3 1108 0 0 0 2 1766 63 0 4048 1 5:30 PM Hour Peak Hr. Factor 0.86 Intersection Pdstrns in Pk. Hr. College Boulevard at Palomar Airport Road Lane Configuration for Intersection CaiDocity 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/^ppr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config - urations Inside (left) Outside Free-flow 1 2 3 4 5 6 7 Lane Settings 0 0 0 1 0 2 2 3 1 2 3 1 Capacity 0 0 0 1800 0 3240 3240 6000 1800 3240 6000 1800 Aie the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 0 0 0 45 2 176 973 1653 0 2 944 38 Adjusted Hourly Volume 0 0 0 45 2 176 973 1653 0 2 944 38 Utilization Factor 0.00 0.00 0.00 0.03 0.00 0.05 0.30 0.28 0,00 0.00 0.16 0.02 Crrtical Factors 0.00 0.05 0.30 0.16 ICU Ratio = 0.61 LOS = B Turning Movements at Intersection of: College Boulevard and Palomar Airport Road W e s t A P P r Time : 7:16 AM to 8:16AM Date : 7/17/97 Day : Thursday Name: K.M.&C.M.&M.C. North Approach Totals 3747 Sub- totals 1121 2626 973 1653 0 Subtotals Total 176 223 2 College Boulevard 1233 0 46 1010 t North ^ t r 4^ 38 944 2 Total Subtotals Sub- totals 984 1700 Totals 2684 E a s t A P P r Palomar Airport Road South Approach Note : Left-turn volumes include U-turns. U-turns in bold. College Boulevard at Palomar Airport Rcxid Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 4:30 PM to 6:30 PM Page 3 of 3 South Appr (NB) North Appr (SB) West Appr (EB) East Appr .(WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config- urations Inside (left) 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 /Ve the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Houriy Volume 0 0 0 33 0 878 199 1108 0 2 1766 63 Adjusted Hourly Volume 0 0 0 33 0 878 199 1108 0 2 1765 63 Utilization Factor 0.00 0.00 0.00 0.02 0.00 0.27 0.06 0.18 0.00 0.00 0.29 0.04 Crrtical Factors 0.00 0.27 0.06 0.29 ICU Ratio = 0.72 LOS = Turning Movements at Intersection of: College Boulevard and Palomar Airport Rood W e s t A P P r Time : 4:30 PM to 5:30 PM Date : 7/17/97 Day : Thursday Name : K.M.&C.M.&M.C. Totals 3953 Sub- totals 2646 1307 North Approach 911 878 0 199 1108 0 Subtotals Total College Boulevard 1171 1 33 260 • t • North 4^ 63 1765 2 Total Subtotals Sub- totals 1830 1142 Totals 2972 E a s t A P P r Palomar Airport Road South Approach Note : Left-turn volumes include U-turns. U-turns in bold. CITY OF CARLSBAD SUMMER 1997 INTERSECTION ANALYSIS SUMMARY Intersection Number: 14 Intersection Location: Palomar Airport Road and Camino Vida Roble CONTENT Turn Movement Count Summary (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Turn Movement Diagram P.M. Peak Hour ICU Analysis and Turn Movement Diagram PAGE lof 3 2 of 3 3 of 3 TransCore Turning Movement Count /Vialysis Page 1 of 3 City: Carlsbad Intersection of: N/S Street: Camino Vida Roble E/W Street: Palomar Airport Road File: CB9714.XLS Data Collected by D.M.&S.G. Count Date: 7/15/97 Day: Tuesday Weather: Clear Traffic Control: Signalized End of 15 min. prd. South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 15 0 9 1 0 1 0 2 1 0 1 0 73 49 1 31 2 146 20 0 361 1 6:30 AM 9 0 1 7 0 5 0 0 0 0 4 0 80 54 0 31 0 143 21 0 356 0 6:46 AM 46 0 9 7 0 1 0 1 1 0 4 0 140 89 0 38 1 209 16 0 662 0 7:00 AM 38 0 9 2 0 2 0 2 0 0 13 1 193 101 0 60 0 233 43 0 697 0 7:15 AM 40 0 16 9 1 2 0 1 0 0 8 0 132 74 0 48 0 193 30 1 553 2 7:30 AM " 42 0 12 9 0 5 0 3 0 0 3 0 167 101 0 45 2 185 36 0 610 0 7:45 AM ' 37 0 15 8 0 1 0 2 1 0 9 1 269 132 0 41 4 265 18 0 803 0 8:00 AM • 31 0 15 5 0 2 0 2 0 0 10 0 199 105 1 38 3 150 32 0 692 1 8:15 AM • 46 0 18 16 0, 3 0 4 0 0 18 0 273 135 0 36 2 228 38 0 817 0 8:30 AM 25 0 14 11 0 2 0 2 1 0 9 1 198 91 1 28 3 186 23 1 694 2 8:45 AM 39 0 28 16 0 7 0 4 4 0 27 0 178 78 0 28 2 124 16 0 550 0 9:00 AM 50 0 8 10 0 3 0 3 1 2 6 1 186 106 0 32 3 165 15 0 589 2 Max, 15 min. 50 0 28 16 1 7 0 4 4 2 27 1 273 136 1 60 4 266 43 1 817 2 Pk. Hr. Vol. 156 0 60 38 0 11 0 11 1 0 40 1 908 473 1 160 11 828 124 0 2822 1 7:15 AM Peak Intersection Traffic in Pk. Hr. = 2822 Peak Hr. Factor 0.86 8:15 AM Hour Intersection Pdstrns in Pk, Hr, = 1 3:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:30 PM 85 0 5 25 0 15 0 14 6 0 2 0 180 64 0 16 0 179 6 0 697 0 4:45 PM • 136 0 16 46 1 19 0 9 1 0 2 0 223 59 0 21 0 204 1 0 737 1 5:00 PM • 108 0 8 34 0 37 0 13 5 0 4 0 205 47 0 15 0 187 6 0 669 0 5:15 PM • 154 0 4 53 0 47 0 19 13 0 0 0 249 52 0 8 1 286 2 0 888 0 5:30 PM • 112 0 3 27 0 23 0 18 12 0 4 0 225 51 0 22 0 334 3 0 834 0 5:45 PM 112 0 11 20 0 16 0 22 4 0 0 0 200 42 0 26 0 221 6 0 678 0 6:00 PM 107 0 10 14 0 19 0 15 6 0 1 0 220 42 0 29 0 232 1 0 696 0 6:15 PM 77 0 16 15 0 12 0 13 5 0 1 0 144 26 0 4 0 219 6 0 538 0 6:30 PM 66 0 2 15 0 6 0 9 5 0 0 0 153 35 0 15 0 178 2 0 486 0 Max. 15 min. 154 0 16 53 1 47 0 22 13 0 4 0 249 64 0 29 1 334 6 0 888 1 Pk. Hr. Vol. 510 0 31 160 1 126 0 59 31 0 10 0 902 209 0 66 1 1011 12 0 3128 1 4:30 PM Peak Intersection Traffic in Pk. Hr. = 3128 Peak Hr. Factor 0.88 5:30 PM Hour Intersection Pdstrns in Pk. Hr, 1 * Note: The first three 15 minute count periods were not used due to an accident near intersection Camino Vida Robie at Poionrrar Airport Rood Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 7:15 AM to 8:15 AM Page 2 of 3 South/Vppr (NB) North Appr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lone Config - urations Inside (left) Outside Free-flow 1 1 1 1 1 1 1 Lane Settings 1 1 1 1 1 1 1 3 0 1 3 0 Capacity 1800 2000 1800 1800 2000 1800 1800 6000 0 1800 6000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lcjst Factor 0.10 Hourly Volume 156 60 38 11 11 1 41 908 473 171 828 124 Adjusted Hourly Volume 166 60 38 11 11 1 41 1381 0 171 952 0 Utilization Factor 0.09 0.03 0.02 0.01 0.01 0.00 0.02 0.23 0.00 0.10 0.16 0.00 Critical Factors 0.09 0.01 0.23 0.10 ICU Ratio = 0.53 LOS = A Turning Movements at Intersection of: Camino Vida Roble and Palomar Airport Road W e s t A P P r Time: 7:15 AM to 8:15AM North Approach Camino Vida Roble Date: 7/16/97 Day : Tuesday 247 Total Name : D.M.&S.G. 23 n 224 Subtotals Sub-1 11 U 11 Sub- Totals 2408 totals 986 1422 41 908 473 Subtotals Total 644 I t 4^ North *] 156 t 60 0 254 898 4^ 124 828 171 38 11 totals 1123 968 Totals 2091 E a s t A P P r Palomar Airport Rood South Approach Note : Left-turn volumes include U-turns. U-turns in bold. Camino Vida Robie at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 4:30 PM to 5:30 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 1 1 1 1 Config - (left) 2 1 1 1 1 urations 3 1 1 1 1 4 6 6 1 1 1 1 Outside 7 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 Aie the East/West phases split (Y/N)? N Efficiency Lcjst Factor 0.10 Hourly Volume 510 31 160 126 59 31 10 902 209 67 1011 12 Adjusted Hourly Volume 610 31 160 126 59 31 10 nil 0 67 1023 0 Utilization Factor 0.28 0.02 0.09 0.07 0.03 0.02 0.01 0.19 0.00 0.04 0.17 0.00 Critical Factors 0.28 0.03 0.19 0.04 ICU Ratio = 0.64 LOS = Turning Movements at Intersection of : Camino Vida Roble and Palomar Airport Rood W e s t A P P r Time : 4:30 PM to 6:30 PM North Approach Camino Vida Robie Date : : 7/15/97 Day : Tuesday 269 Total Name ; D.M.&S.G. 216 ft 53 Subtotals Sub-31 59 u 126 Sub- Totals 2673 totals 1652 1121 10 902 209 Subtotals Total J I If t North 510 31 0 334 701 1035 4_ 12 1011 67 160 totals 1090 1189 Totals 2279 E a s t A P P r Palomar Airport Rood South Approach Note : Left-turn volumes include U-turns. U-turns in bold. CTTY OF CARLSBAD SUMMER 1997 INTERSECTION ANALYSIS SUMMARY Intersection Number: 15 Intersection Location: Palomar Airport Road and El Fuerte Street CONTENT PAGE Turn Movement Count Summary (A.M. and P.M.) lof 3 A.M. Peak Hour ICU Analysis and Turn Movement Diagram 2 of 3 P.M. Peak Hour ICU Analysis and Turn Movement Diagram 3 of 3 TransCore Turning Movement Count Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Street: El Fuerte Street E/W Street: Palomar Arport Road File: CB9715.XLS Data Collected by C.I.&B.T. Count Date: 8/21/97 Day: Thursday Weather: Clear 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 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 19 0 0 10 0 37 1 131 0 0 0 2 364 40 2 604 2 6:30 AM 0 0 1 0 0 21 0 0 5 0 34 6 89 0 0 0 7 416 42 0 620 0 6:45 AM 0 0 0 0 0 7 0 1 10 0 48 4 168 0 0 0 19 557 33 1 837 1 7:00 AM 0 0 0 0 0 11 0 0 10 0 109 4 251 0 0 0 13 770 54 1 1222 1 7:15 AM 0 0 0 0 0 17 0 0 6 0 101 2 174 0 0 0 6 596 58 0 960 0 7:30 AM ' 0 0 0 0 0 14 0 0 4 0 101 2 205 0 0 0 4 624 82 0 1036 0 7:45 AM ' 0 0 0 0 0 14 0 0 2 0 122 1 171 0 0 0 1 597 61 0 969 0 8:00 AM • 0 0 2 0 0 7 0 0 5 0 203 12 283 0 0 0 2 730 69 1 1313 1 8:15 AM • 0 0 2 0 0 17 0 0 8 0 196 11 235 0 0 0 1 644 67 0 1180 0 8:30 AM 0 0 0 0 0 14 0 0 3 1 102 21 220 0 0 0 3 470 78 1 911 2 8:45 AM 0 0 0 0 0 13 0 0 5 0 118 18 279 0 0 0 5 512 29 1 979 1 9:00 AM 0 0 0 0 0 14 0 0 2 0 66 11 116 0 0 0 4 377 29 0 618 0 Max, 15 min. 0 0 2 0 0 21 0 1 10 1 203 21 283 0 0 0 19 770 82 2 1313 2 Pk, Hr, Vol, 0 0 4 0 0 62 0 0 19 0 621 26 894 0 0 0 8 2695 279 1 4498 1 7:15 AM Peak Intersection Traffic in Pk. Hr. = 4498 Peak Hr. Factor 0.86 8:15 AM Hour Intersection Pdstrns in Pk. Hr. = 1 3:45 PM 1 0 0 0 0 56 0 1 26 0 30 2 470 0 0 0 1 230 21 0 837 0 4:00 PM 0 0 0 0 0 36 0 2 22 0 64 5 589 0 0 0 1 261 41 0 1021 0 4:15 PM 1 0 0 0 0 144 0 0 56 0 41 3 527 0 0 0 6 223 15 0 1016 0 4:30 PM 0 0 0 0 0 60 0 0 51 0 47 2 677 1 0 0 1 233 16 0 1087 0 4:45 PM • 0 0 0 0 0 165 0 0 86 0 22 3 631 0 0 0 2 242 12 0 1163 0 5:00 PM • 3 0 0 2 0 81 0 0 75 0 29 2 612 0 0 0 0 283 14 0 1101 0 5:15 PM * 0 0 0 0 0 153 0 1 69 0 33 3 567 0 0 0 0 273 16 0 1114 0 5:30 PM ' 0 0 p 0 0 104 0 0 87 0 31 3 724 0 0 0 1 303 5 0 1258 0 6:46 PM 0 0 0 1 0 82 0 0 56 0 29 3 635 0 0 0 0 234 5 0 1045 0 6:00 PM 0 0 0 0 0 56 0 0 31 0 32 1 671 0 0 0 1 186 3 0 881 0 6:15 PM 0 0 0 0 0 53 0 1 46 0 14 1 347 0 0 0 0 227 4 0 693 0 6:30 PM 1 0 0 0 1 50 0 0 40 0 10 1 327 0 0 0 1 187 2 0 619 1 Max. 15 min. 3 0 0 2 1 165 0 2 87 0 64' 6 724 1 0 0 6 303 41 0 1258 1 Pk. Hr. Vol. 3 0 0 2 0 503 0 1 317 0 115 11 2534 0 0 0 3 1101 46 0 4636 0 4:30 PM Peak Intersection Traffic in Pk. Hr. = 4636 5:30 PM Hour Intersection Pdstrns in Pk. Hr. = 0 Peak Hr. Factor 0.92 Ei Fuerte Street at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 7:15 AM to 8:15 AM Page 2 of 3 South Appr (NB) North/^ppr (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-fiow 1 1 1 Lane Settings 1 1 0 1 1 1 1 2 1 1 3 0 Capacity 1800 2000 0 1800 2000 1800 1800 4000 1800 1800 6000 0 Are the North/South phases split (Y/N)? N fitie the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 0 4 0 52 0 19 647 894 0 8 2595 279 Adjusted Hourly Volume 0 4 0 52 0 19 647 894 0 8 2874 0 Utilization Factor 0.00 0.00 0.00 0.03 0.00 0.01 0.36 0.22 0,00 0.00 0.48 0.00 Critical Factors 0.00 0.03 0.36 0.48 ICU Ratio = 0.97 LOS = E Turning Movements at Intersection of: El Fuerte Street and Palomar Airport Rood W e s t A P P r Time : 7:15 AM to 8:15 AM North Approach El Fuerte Street Date : 8/21/97 Day: Thursday 975 Total Name : C.I.&B.T. 71 904 Subtotals Sub-19 0 u 62 Sub- Totals 4181 totals 2640 1541 26 647 894 0 Subtotals Total t North 279 2595 8 totals 2882 954 Totals 3836 E a s t A P P r Palomar Airport Rood South Approach Note : Left-turn volumes include U-turns. U-turns in bold. El Fuerle Street at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 4:30 PM to 5:30 PM Page 3 of 3 South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config - urations Inside (left) Outside Free-flow 1 1 1 1 1 1 1 Lane Settings 1 1 0 1 1 1 1 2 1 1 3 0 Capacity 1800 2000 0 1800 2000 1800 1800 4000 1800 1800 6000 0 Are the North/South phases split (Y/N)? N /Ve the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Houriy Volume 3 0 2 503 1 317 126 2634 0 3 1101 46 Adjusted Houriy Volume 3 2 0 503 1 317 126 2534 0 3 1147 0 Utilization Factor 0.00 0.00 0.00 0.28 0.00 0.18 0.07 0.63 0.00 0.00 0.19 0.00 Crrtical Factors 0.00 0.28 0.63 0.00 ICU Ratio = 1.01 LOS = F Turning Movements at Intersection of: Ei Fuerte Street and Palomar Airport Rood Time : : 4:30 PM to 5:30 PM Date : 8/21/97 Day : Thursday Name : : C.I.&B.T. Sub- Totals totals w e 1432 s 4092 11 126 t 2660 2634 0 A P P r North Approach Subtotals Total 821 982 0 503 El Fuerte Street 161 t North 4_ 46 1101 3 Total Subtotals Sub- totals 1150 3042 Totals 4192 E a s t A P P r Palomar Airport Road SoLith Approach Note : Left-turn volumes include U-turns. U-turns in bold. CTTY OF CARLSBAD SUMMER 1997 INTERSECTION ANALYSIS SUMMARY Intersection Number: 16 Intersection Location: Carlsbad Boulevard and Carlsbad Village Drive CONTENT Turn Movement Count Summary (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Turn Movement Diagram P.M. Peak Hour ICU Analysis and Turn Movement Diagram PAGE lof 3 2 of 3 3 of 3 TransCore Turning Movement Count Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Street: Carisbad Boulevard E/W Street: Carlsbad Village Drive File: CB9716.XLS Data Collected by K.K.&M.T. Count Date: 7/29/97 Day: Tuesday Weather: Clear Traffic Control: Signalized End of 15 South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 16 min Total Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 1 0 37 16 0 3 0 28 4 0 0 0 2 3 0 14 0 2 4 0 114 0 6:30 AM 1 0 25 16 2 2 0 43 3 4 2 0 3 4 2 19 0 1 7 4 126 12 6:45 AM 2 1 33 15 1 2 0 74 0 2 3 0 6 3 0 26 0 8 12 3 185 6 7:00 AM 2 1 35 22 2 5 0 81 2 1 1 0 4 2 4 20 0 10 8 0 193 7 7:15 AM 0 0 35 22 6 7 0 76 0 4 2 0 6 1 1 18 0 6 6 0 178 11 7:30 AM 1 0 27 27 0 5 0 82 4 3 4 0 12 0 2 12 0 6 3 1 183 6 7:45 AM • 2 1 67 40 5 9 0 101 3 7 2 0 9 5 7 20 0 4 10 0 273 19 8:00 AM • 3 1 60 25 6 9 0 111 3 5 2 0 7 2 6 25 •0 14 9 4 271 20 8:15 AM • 1 2 65 37 2 15 0 83 3 5 0 0 9 1 3 30 0 10 10 0 266 10 8:30 AM • 1 0 49 28 0 13 0 69 6 9 5 0 12 0 3 30 0 16 9 0 238 12 8:45 AM 0 1 61 38 0 14 0 69 12 1 0 0 16 8 11 25 0 9 7 3 260 15 9:00 AM 5 1 72 47 4 14 1 67 7 1 3 0 10 6 7 40 0 9 12 6 283 18 Max. 15 min. 5 2 72 47 6 15 1 111 12 9 5 0 16 8 11 40 0 16 12 6 283 . 20 Pk, Hr. Vol 7 4 241 130 12 46 0 364 15 26 9 0 37 8 19 106 0 44 38 4 1048 61 7:30 AM Peak Intersection Traffic in Pk. Hr. = 1048 Peak Hr , Factor 0,93 8:30 AM Hour Intersection Pdstrns in Pk. Hr, = 61 3:45 PM 1 2 128 62 14 29 0 117 7 6 6 0 23 7 12 56 0 13 21 8 472 40 4:00 PM 6 3 69 23 18 25 0 108 7 5 1 0 18 9 14 65 0 21 8 5 363 42 4:15 PM 2 1 137 51 10 29 0 127 12 18 6 0 15 6 10 64 0 17 18 19 486 67 4:30 PM 1 0 128 50 4 31 0 78 4 1 6 0 12 8 11 40 0 24 20 16 402 32 4:45 PM • 9 2 122 48 10 22 0 161 5 9 10 0 18 5 17 62 0 27 19 20 510 66 5:00 PM 2 3 135 55 12 8 1 89 5 2 2 0 17 6 17 43 0 20 14 9 400 40 5:15 PM 3 3 146 74 10 21 1 145 10 11 6 0 19 10 18 66 0 22 to 3 526 42 5:30 PM 3 4 134 48 12 33 1 125 9 12 19 0 20 8 23 67 0 27 17 15 506 62 5:45 PM 5 3 114 55 7 16 0 98 2 8 10 0 15 9 14 59 0 27 16 14 429 43 6:00 PM 5 4 125 51 10 21 1 111 2 3 6 0 19 10 12 42 0 9 11 4 416 29 6:15 PM 5 1 147 68 16 20 1 121 9 15 10 0 17 8 25 63 0 26 12 21 498 77 6:30 PM 8 0 104 50 4 24 0 117 11 14 5 0 15 4 11 64 0 23 13 7 438 36 Max. 15 min. 9 4 147 74 18 33 1 161 12 18 19 0 23 10 25 66 0 27 21 21 626 77 Pk. Hr. Vol. 17 12 637 225 44 84 3 520 29 34 37 0 74 29 76 218 0 96 60 47 1941 200 4:30 PM Peak Intersection Traffic in Pk, Hr. =1941 5:30 PM Hour Intersection Pdstrns in Pk. Hr. = 200 Peak Hr. Factor 0.92 Carlslsad Boulevard at Corlsbod Viliage Drive Lone 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/^ppr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config - urations Inside (left) Outside Free-flow 1 2 3 4 5 6 7 1 1 1 1 1 1 Lane Settings 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 Aie the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? Y Efficiency Lost Factor 0.10 Houriy Volume 11 241 130 46 364 15 9 37 8 105 44 38 Adjusted Houriy Volume 11 371 0 46 379 0 9 45 0 106 44 38 Utilization Factor 0.01 0.09 0.00 0.03 0.09 0.00 0.01 0.02 0.00 0.06 0.02 0.02 Crrtical Factors 0.09 0.03 0.02 0.06 ICU Ratio = 0.30 LOS= A Turning Movements at Intersection of: Carlsbad Boulevard and Carlsbad Village Drive Time : 7:30 AM to 8:30 AM North Approach Corlsbod Boulevard Date : 7/29/97 Day : Tuesday 713 Total Name : K.K.&M.T. 425 n 288 Subtotals Sub-15 364 u 46 Sub- w e s t A P P r Totals 120 totals 66 54 9 37 8 t 38 44 105 Subtotals Total 481 North • "l 11 t 241 4 382 863 totals 187 213 Totals 400 E a s t A P P r 130 Carlsbad Viliage Drive South Approach Note : Left-turn volumes include U-turns. U-turns in bold. Carlsbad Boulevard at Carisbad Village Drive Lane Configurcjfion for Intersection Capacity Utilization Pk. Hr. Time Period : 4:30 PM to 5:30 PM Page 3 of 3 South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config- urations Inside (left) Outside Free-flow 1 1 1 1 1 1 1 Lone Settings 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 Aie the East/West phases split (Y/N)? Y Efficiency Lcjst Factor 0.10 Houriy Volume 29 537 225 87 520 29 37 74 29 218 96 60 Adjusted Houriy Volume 29 762 0 87 549 0 37 103 0 218 96 60 Utilization Factor 0.02 0.19 0.00 0.05 0.14 0.00 0.02 0.05 0.00 0.12 0.05 0.03 Crrtical Factors 0.19 0.05 0.05 0.12 ICU Ratio = 0.51 LOS= A Turning Movements at Intersection of: Carisbad Boulevard and Corlsbod Viliage Drive Time : 4:30 PM to 5:30 PM North Approach Carisbad Boulevard Date: 7/29/97 Day: Tuesday 1273 Total Name : K.K.&M.T. 636 637 Subtotals Sub-29 520 o 87 Sub- w e s t A P P r Totals 282 totals 142 140 37 74 29 I t Subtotals Total 779 4^ North • 1 29 T 537 12 791 1570 4^ 60 96 218 totals 374 383 Totals 757 E a s t A P P r Corlsbod Village Drive South Approach Note : Left-turn volumes include U-turns. U-turns in bold. CTTY OF CARLSBAD SUMMER 1997 INTERSECTION ANALYSIS SUMMARY Intersection Number: 17 Intersection Location: Carlsbad Boulevard and Tamarack Avenue CONTENT Turn Movement Count Summary (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Turn Movement Diagram P.M. Peak Hour ICU Analysis and Turn Movement Diagram PAGE 1 of 3 2 of 3 3 of 3 TransCore Turning Movement Count Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Street: Carlsbad Boulevard E/W Street: Tamarack Avenue File: CB9717.XLS Data Collected by K.M.&C.M. Count Date: 7/23/97 Day: Wednesday Weather: Clear Traffic Control: Signalized South Approach (NB) North Approach (SB) West Approach (EB) 15 min Total End of 15 min. prd. Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15AM 3 0 18 2 1 2 0 33 4 0 1 0 1 3 0 19 0 10 1 2 97 3 6:30 AM 5 1 23 2 0 1 0 68 4 0 2 0 0 5 0 21 0 5 6 3 142 3 6:45 AM 3 0 34 2 3 11 0 92 6 0 1 0 3 5 0 23 0 2 11 6 193 9 7:00 AM 3 2 39 6 0 7 0 100 5 0 1 0 6 2 0 23 0 5 21 9 220 9 7:16AM 4 0 31 5 1 8 0 110 4 0 6 0 1 2 0 26 0 7 11 6 216 6 7:30 AM ' 4 0 51 5 0 10 0 113 5 0 4 0 4 2 0 35 0 10 9 7 252 7 7:45 AM " 5 0 48 4 0 5 0 138 11 0 7 0 1 8 0 41 0 12 19 11 299 11 8:00 AM • 5 0 47 6 2 15 0 147 17 0 4 0 6 3 0 56 0 13 23 9 342 11 8:15 AM • 10 1 47 5 1 15 0 85 19 0 6 0 7 2 0 32 0 3 12 3 244 4 8:30 AM 5 2 76 8 3 4 0 67 12 0 7 0 10 8 0 21 • 0 4 12 7 236 10 8:46 AM 6 0 59 6 0 12 0 105 11 0 11 0 7 6 0 22 0 4 15 9 264 9 9:00 AM 54 2 73 10 0 12 0 78 22 0 15 0 5 7 0 19 0 3 14 3 314 3 Max. 15 min. 54 2 76 10 3 15 0 147 22 0 15 0 10 8 0 56 0 13 23 11 342 11 Pk. Hr. Vol. 24 1 193 20 3 45 0 483 52 0 21 0 18 15 0 164 0 38 63 30 1137 33 7:15 AM Peak Intersection Traffic in Pk. Hr, = 1137 Peak Hr, Factor 0,83 8:15 AM Hour Intersection Pdstrns in Pk, Hr, = 33 3:45 PM 11 0 179 34 1 26 0 128 8 1 16 0 5 4 0 15 0 5 28 2 459 4 4:00 PM 11 5 159 29 1 20 0 117 11 1 10 0 13 4 0 14 0 11 16 13 419 15 4:15 PM 8 0 136 32 1 38 0 120 12 1 15 0 8 2 1 28 0 19 23 11 441 14 4:30 PM 5 1 138 30 2 26 0 111 11 0 9 0 13 10 1 23 0 3 22 8 402 11 4:45 PM 4 2 176 26 ' 4 31 0 126 22 1 12 0 12 14 0 26 0 6 17 6 474 10 5:00 PM 1 4 126 30 2 16 0 94 12 0 16 0 5 6 1 22 0 12 16 10 360 13 5:15 PM • 7 1 189 36 2 26 0 159 11 0 8 0 9 14 0 23 0 10 30 16 523 18 5:30 PM • 13 1 208 37 1 23 0 100 13 0 11 0 9 6 0 22 0 8 24 36 475 37 5:45 PM • 9 1 211 28 2 21 0 94 14 6 18 0 25 23 1 34 0 16 26 16 520 25 6:00 PM • 16 2 179 23 1 37 0 106 20 15 31 0 19 22 1 32 0 18 20 44 525 61 6:15 PM 11 1 131 24 1 27 0 146 19 31 17 0 14 26 1 25 0 17 26 22 483 55 6:30 PM 13 0 130 28 1 26 0 121 18 25 13 0 14 13 0 26 0 13 23 17 438 43 Max. 15 min. Pk. Hr. Vol. 16 45 5 5 211 787 37 124 4 6 38 107 0 0 159 459 22 58 31 21 31 68 0 0 25 62 25 65 1 2 34 111 0 0 19 62 30 100 44 112 526 2043 61 141 5,00 PM Peak Intersection Traffic in Pk, Hr, = 2043 6:00 PM Hour Intersection Pdstrns in Pk, Hr, = 141 Peak Hr, Factor 0,97 * Note: Southbound peds were not counted in the cm. Carlsbad Boulevard at Tamarack Avenue Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:15 AM to 8:15 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 1 1 1 1 1 Config- (left) 2 1 1 1 urations 3 1 4 c 1 1 1 vJ 6 Outside 7 Free-fiow 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 Aie the North/South phases split (Y/N)? N Aie the East/West phases split (Y/N)? Y Efficiency Lost Factor 0.10 Houriy Volume 26 193 20 46 483 52 21 18 15 164 38 63 Adjusted Hourly Volume 25 213 0 46 483 0 0 39 0 164 38 63 Utilization Factor 0.01 0.05 0.00 0.03 0.12 0.00 0.00 0.02 0.00 0.09 0.02 0.04 Critical Factors 0.01 0.12 0.02 0.09 ICU Ratio = 0.34 LOS = A Turning Movements at Intersection of: Carisbad Boulevard and Tamarack Avenue Time : 7:15 AM to 8:16AM North Approach Carisbad Boulevard Date: 7/23/97 Day : Wednesday 867 Total Name : K.M.&C.M. 580 n 277 Subtotals Sub-52 483 U 45 Sub- w e s t A P P r Totals 168 totals 114 54 21 18 15 t 4_ 63 38 164 Subtotals Total 663 North A *1 25 t 193 1 238 901 totals 265 83 Totals 348 E a s t A P P r Tamarack Avenue South Approach Note : Left-turn volumes include U-turns. U-turns in bold. Carlsbad Boulevard at Tamarack Avenue Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 5:00 PM to 6:00 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 1 1 1 1 1 Free-fiow 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 the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? Y Efficiency Lcjst Factor 0.10 Houriy Volume 50 787 124 107 459 68 68 62 65 111 52 100 Adjusted Hourly Volume 50 911 0 107 459 0 0 130 0 111 52 100 Utilization Factor 0.03 0.23 0.00 0.06 0.11 0.00 0.00 0.07 0.00 0.06 0.03 0.06 Crrtical Factors 0.23 0.06 0.07 0.06 ICU Ratio = 0.62 LOS = Turning Movements at Intersection of: Carisbad Boulevard and Tamarack Avenue W e s t A p p r Time: 5:00 PM to 6:00 PM North Approach Carisbad Boulevard Date ; 7/23/97 Day: Wednesday 1579 Total Name : K.M.&C.M. 624 n 965 Subtotals Sub-58 459 U 107 Sub- Totals 350 totals 155 196 68 62 65 I t North A 1 50 T 787 5 Subtotals 640 961 Total 1601 4_ 124 100 52 111 totals 263 293 Totals 556 Tamarack Avenue E a s t A P P r South Approach Note : Left-turn volumes include U-turns. U-turns in bold. CTTY OF CARLSBAD SUMMER 1997 INTERSECTION ANALYSIS SUMMARY Intersection Number: 18 Intersection Location: Carlsbad Boulevard and Cannon Road CONTENT PAGE Turn Movement Count Summary (A.M. and P.M.) lof 3 A.M. Peak Hour ICU Analysis and Turn Movement Diagram 2 of 3 P.M. Peak Hour ICU Analysis and Turn Movement Diagram 3 of 3 TransCore Turning Movement Count Analysis City: Carlsbad Intersection of: N/S Street: Carlsbad Boulevard E/W Street: Cannon Road File: CB9718.XLS Data Collected by K.M.&C.M. Page 1 of 3 Count Date: 7/22/97 Day: Tuesday Weather: Clear Traffic Control: Signalized End of 15 min. prd. South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 0 0 17 4 3 3 0 45 0 0 0 0 0 0 0 5 0 0 13 0 87 3 6:30 AM 0 0 23 3 0 9 0 72 0 0 0 0 0 0 0 7 0 0 11 0 125 0 6:45 AM 0 0 29 4 2 16 0 87 0 0 0 0 0 0 0 4 0 0 18 0 167 2 7:00 AM 0 0 28 2 1 23 0 91 0 0 0 0 0 0 0 6 0 0 16 0 166 1 7:15 AM 0 0 43 3 1 31 0 93 0 0 0 0 0 0 0 16 0 0 13 0 199 1 7:30 AM 0 0 28 9 0 41 0 110 0 0 0 0 0 0 0 7 0 0 6 0 201 0 7:45 AM 0 0 46 8 0 38 0 86 0 0 0 0 0 0 0 12 0 0 19 0 208 0 8:00 AM • 0 0 47 10 0 63 0 145 0 0 0 0 0 0 0 8 0 0 16 2 289 2 8:15 AM • 0 0 40 8 0 43 0 97 0 0 0 0 0 0 0 13 0 0 21 0 222 0 8:30 AM * 0 0 69 8 1 19 0 78 0 0 0 0 0 0 0 8 0 0 18 2 190 3 8:45 AM ' 0 0 74 9 0 28 0 113 0 0 0 0 0 0 0 7 0 0 17 3 248 3 9:00 AM 0 0 60 5 0 18 0 87 0 0 0 0 0 0 0 13 •0 0 20 3 203 3 Max. 15 min. 0 0 74 10 3 63 0 145 0 0 0 0 0 0 0 16 0 0 21 3 289 3 Pk. Hr. Vol. 0 0 220 35 1 153 0 433 0 0 0 0 0 0 0 36 •0 0 72 7 949 8 7:45 AM Peak Intersection Traffic in Pk. Hr. = 949 Peak Hr, Factor 0,82 8:45 AM Hour Intersection Pdstrns in Pk, Hr, = 8 3:45 PM 0 0 153 8 2 34 0 126 0 0 0 0 0 0 0 14 0 0 33 0 368 2 4:00 PM 0 0 161 11 1 29 0 150 0 0 0 0 0 0 0 19 1 0 32 0 403 1 4:15 PM 0 0 161 13 0 20 0 126 0 0 0 0 0 0 0 11 0 0 41 0 372 0 4:30 PM 0 0 139 8 0 21 0 106 0 0 0 0 0 0 0 19 2 0 27 0 322 0 4:45 PM 0 0 165 5 3 16 0 123 0 0 0 0 0 0 0 15 1 0 31 0 356 3 5:00 PM * 0 0 162 7 0 22 0 158 0 0 0 0 0 0 0 19 0 0 40 0 408 0 5:15 PM • 0 0 132 14 0 19 0 117 0 0 0 0 0 0 0 16 3 0 63 0 354 0 5:30 PM • 0 0 201 3 0 11 0 144 0 0 0 0 0 0 0 13 5 0 69 0 446 0 5:45 PM • 0 0 206 10 0 33 0 142 0 0 0 0 0 0 0 16 4 0 66 0 467 0 6:00 PM 0 0 115 9 0 10 0 93 0 0 0 0 0 0 0 9 0 0 36 0 271 0 6:15 PM 0 0 152 8 0 26 0 97 0 0 0 0 0 0 0 10 1 0 43 0 336 0 6:30 PM 0 0 158 9 0 17 0 123 0 0 0 0 0 0 0 11 2 0 32 0 362 0 Max. 15 min. 0 0 206 14 3 34 0 158 0 0 0 0 0 0 0 19 5 0 69 0 467 3 Pk. Hr. Vol. 0 0 701 34 0 85 0 561 0 0 0 0 0 0 0 64 12 0 218 0 1675 0 4:45 PM Peak Intersection Traffic in Pk. Hr. =1675 6:45 PM Hour Intersection Pdstrns in Pk. Hr. = 0 Peak Hr. Factor 0.90 Cartsbad Boulevard at Cannon Rood Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 7:46 AM to 8:45 AM Page 2 of 3 South/^pr (NB) North/^ppr (SB) West Appr (EB) East/^ppr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config- urations Inside (left) Outside Free-flow Lane Settings 0 1 0 1 1 0 0 0 0 1 0 1 Capacity 0 2000 0 1800 2000 0 0 0 0 1800 0 1800 Are the North/South phases split (Y/N)? N fi^e the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Houriy Volume 0 220 35 153 433 0 0 0 0 36 0 72 Adjusted Houriy Volume 0 255 0 153 433 0 0 0 0 36 0 72 Utilization Factor 0.00 0.13 0.00 0.09 0.22 0.00 0.00 0.00 0.00 0.02 0.00 0.04 Crrtical Factors 0.00 0.22 0.00 0.04 ICU Ratio 0.36 LOS = Turning Movements at Intersection of: Carisbad Boulevard and Cannon Road W e s t A P P r Time : 7:45 AM to 8:45 AM Dote: 7/22/97 Day : Tuesday Name : K.M.&C.M. Totals Sub- totals 0 0 North Approach 586 0 433 Subtotals Total 469 0 0 724 220 265 Corlsbod Boulevard 878 0 153 292 t North 4^ 72 0 36 35 Total Subtotals Sub- totals 108 Totals 296 188 Cannon Road E a s t A P P r South Approach Note : Left-turn volumes include U-turns. U-turns in bold. Cartsbad Boulevard at Cannon Road Lone 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 Lone Config - urations Inside (left) Outside Free-fiow 1 1 1 1 1 1 Lane Settings 0 1 0 1 1 0 0 0 0 1 0 1 Capacity 0 2000 0 1800 2000 0 0 0 0 1800 0 1800 A^e the North/South phases split (Y/N)? N Aire the East/West phases split (Y/N)? N Efficiency Lcjst Factor 0.10 Houriy Volume 0 701 34 85 661 0 0 0 0 76 0 218 Adjusted Hourly Volume 0 736 0 85 561 0 0 0 0 76 0 218 Utilization Factor 0.00 0.37 0.00 0.06 0.28 0.00 0.00 0.00 0.00 0.04 0.00 0.12 Critical Factors 0.37 0.05 0.00 0.12 ICU Ratio = 0.64 LOS = B Turning Movements at Intersection of: Carisbad Boulevard and Cannon Road W e s t A P P r Time : 4:46 PM to 5:45 PM Date : 7/22/97 Day : Tuesday Name : K.M.&C.M. Totals Sub- totals 0 0 Subtotals" Total North Approach 646 0 561 625 0 0 1360 701 735 Carisbad Boulevard 1565 0 85 HJ I ^ t North 34 919 218 0 76 12 Total Subtotals Sub- totals 294 Totals 425 131 Cannon Rood E a s t A P P r South Approach Note : Left-turn volumes include U-turns. U-turns in bold. CTTY OF CARLSBAD SUMMER 1997 INTERSECTION ANALYSIS SUMMARY Intersection Number: 19 Intersection Location: Carlsbad Boulevard and Poinsettia Lane CONTENT Tum Movement Count Summary (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Turn Movement Diagram P.M. Peak Hour ICU Analysis and Turn Movement Diagram PAGE lof 3 2 of 3 3 of 3 TransCore Turning Movement Count Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Street: Carlsbad Boulevard E/W Street: Poinsettia Lane File: CB9719.XLS Data Collected by MT.& CM. Count Date: 8/6/97 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 0 0 14 1 0 4 0 22 1 0 0 0 0 0 3 8 0 0 2 0 52 3 6:30 AM 0 0 22 10 0 8 0 26 2 0 0 0 0 0 2 9 0 0 7 0 84 2 6:45 AM 0 0 22 8 1 4 1 34 1 0 0 0 0 0 0 9 0 0 6 0 85 1 7:00 AM 0 0 48 8 0 4 0 37 1 0 0 0 0 0 1 10 0 0 10 0 118 1 7:15 AM 0 0 61 12 0 14 0 65 0 0 0 0 0 0 4 19 0 0 7 2 168 6 7:30 AM 0 0 43 10 0 13 0 60 3 0 0 0 0 0 2 23 0 0 9 0 161 2 7:46 AM 0 0 65 11 0 11 1 81 5 0 0 0 0 0 11 31 0 0 14 • 2 219 13 8:00 AM 0 0 73 17 0 20 0 86 0 0 0 0 0 0 3 22 0 0 20 0 238 3 8:15 AM • 0 0 102 20 0 11 0 70 2 0 0 0 0 0 13 23 0 0 20 0 248 13 8:30 AM " 0 0 82 17 0 21 0 81 5 0 0 0 0 0 10 29 0 0 21 1 256 11 8:45 AM ' 0 0 67 12 0 16 0 88 5 0 0 0 0 0 6 32 0 0 12 0 232 5 9:00 AM • 0 0 81 27 0 26 1 74 3 0 0 0 0 0 7 36 0 0 24 0 272 7 Max. 15 min. 0 0 102 27 1 26 1 88 5 0 0 0 0 0 13 36 0 0 24 2 272 13 Pk. Hr. Vol. 0 0 332 76 0 74 1 313 15 0 0 0 0 0 35 120 0 0 77 1 1008 36 8:00 AM Peak Intersection Traffic in Pk. Hr. = 1008 Peak Hr. Factor 0.93 9:00 AM Hour Intersection Pdstrns in Pk. Hr. 36 3:45 PM 0 0 111 29 0 45 0 103 5 2 0 0 0 0 1 31 2 0 32 0 358 3 4:00 PM 0 0 107 28 0 37 0 81 16 3 0 0 0 0 3 40 1 0 41 0 350 6 4:15 PM 0 0 106 30 0 31 0 110 11 4 0 d 0 0 7 46 1 0 46 0 381 11 4:30 PM 0 0 91 27 0 44 0 117 8 4 0 0 0 0 8 30 0 0 20 0 337 12 4:45 PM 0 0 141 32 0 27 0 100 9 6 0 0 0 0 0 52 0 0 38 0 399 5 5:00 PM 0 0 136 49 0 35 0 123 13 2 0 0 0 0 0 37 0 0 24 0 417 2 5:15 PM 0 0 107 18 0 40 0 86 10 6 0 0 0 0 8 36 0 0 41 0 338 14 5:30 PM 0 0 138 64 0 32 0 167 16 8 0 0 0 0 19 40 0 0 31 0 488 27 5:45 PM • 0 0 124 53 0 44 0 114 19 7 0 0 0 0 3 57 0 0 47 0 458 10 6:00 PM " 0 0 130 63 0 71 0 116 18 10 0 0 0 0 2 44 0 0 49 0 491 12 6:15 PM • 0 0 126 59 0 62 0 103 24 11 0 0 0 0 4 68 0 0 42 0 474 16 6:30 PM • 0 0 133 55 0 78 0 96 31 13 0 0 0 0 2 44 0 0 68 0 606 15 Max. 15 min. 0 0 141 64 0 78 0 167 31 13 0 0 0 0 19 58 2 0 68 0 505 27 Pk. Hr. Vol. 0 0 513 230 0 255 0 429 92 41 0 0 0 0 11 203 0 0 206 0 1928 62 5:30 PM Peak Intersection Traffic in Pk. Hr. = 1928 Peak Hr. Factor 0.95 6:30 PM Hour Intersection Pdstrns in Pk. Hr. = 52 Carisbad Boulevard at Poinsettia Lane Lone Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 8:00 AM to 9:00 AM Page 2 of 3 South/^pr (NB) North Appr (SB) West Appr (EB) Ecist/^pr(WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config- urations Inside (left) Outside Free-flow 1 1 1 Lane Settings 0 2 1 1 2 0 0 0 0 1 0 1 Capacity 0 4000 1800 1800 4000 0 0 0 0 1800 0 1800 Aie the North/South phases split (Y/N)? N Aie the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Houriy Volume 0 332 76 75 313 16 0 0 0 120 0 77 Adjusted Hourly Volume 0 332 76 75 313 0 0 0 0 120 0 77 Utilization Factor 0.00 0.08 0.04 0.04 0.08 0.00 0.00 0.00 0,00 0,07 0.00 0.04 Critical Factors 0.08 0,04 0,00 0,00 0.07 ICU Ratio = 0.29 LOS = A Turning Movements at Intersection of: Carisbad Boulevard and Poinsettia Lane W e s t A P P r Time : 8:00 AM to 9:00 AM Date: 8/6/97 Day : Wednesday Name : M.T.&C.M.&K.M. Totals 15 Sub- totals 15 0 North Approach Subtotals 433 Total 0 0 841 Cartsbad Boulevard 813 403 1 313 75 410 t North 332 76 408 77 0 120 Total Subtotals Sub- totals 197 150 Totals 347 Poinsettia Lone E a s t A P P r South /Approach Note : Left-turn volumes include U-turns. U-turns in bold. Cartsbad Boulevard of Poinsettia Lone Lone Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 5:30 PM to 6:30 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 (left) Outside Free-fiow 1 2 3 4 6 6 7 1 1 1 Lane 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 Are the East/West phases split (Y/N)? N Efficiency LcJst Factor 0.10 Hourly Volume 0 513 230 266 429 92 0 0 0 203 0 206 Adjusted Houriy Volume 0 513 230 255 429 0 0 0 0 203 0 206 Utilization Factor 0.00 0.13 0.13 0.14 0.11 0.00 0.00 0.00 0.00 0.11 0.00 0.11 Critical Factors O.IS 0.14 0.00 0.11 ICU Ratio = 0.48 LOS = A Turning Movements at Intersection of: Carisbad Boulevard and Poirtsettio Lone W e s t A P P r Time : 6:30 PM to 6:30 PM Date: 8/6/97 Day: Wednesday Name : M.T.&C.M.&K.M. Totals 92 Sub- totals 92 0 Subtotals Total North Approach 776 632 I t Cartsbad Boulevard 1495 719 92 429 255 HJ I I 4^ North • 0 t 513 0 743 1375 4_ 206 0 203 Total Subtotals Sub- totals 409 Totals 894 485 Poinsettia Lane E a s t A P P r South Approach Note : Left-turn volumes include U-turns. U-turns in bold. CTTY OF CARLSBAD SUMMER 1997 INTERSECTION ANALYSIS SUMMARY Intersection Number: 20 Intersection Location: Rancho Santa Fe Road and Melrose Drive CONTENT Tum Movement Count Summary (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Turn Movement Diagram P.M. Peak Hour ICU Analysis and Turn Movement Diagram PAGE lof 3 2 of 3 3 of 3 TransCore Turning Movement Count /^alysis Page 1 of 3 City: Carlsbad Intersection of: N/S Street: Rancho Santa Fe Road E/W Street: Melrose Drive File: CB9720.XLS Data Collected by T.M. & CM. Count Date: 7/10/97 Day: Thursday Weather: Clear Traffic Control: Signalized End of 16 min. prd. South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 16 min Total Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:16 AM 3 0 64 0 0 0 0 148 17 0 35 0 0 6 0 0 0 0 0 0 272 0 6:30 AM 2 0 57 0 0 0 0 148 22 0 23 0 0 10 0 0 0 0 0 0 262 0 6:46 AM 12 0 117 0 0 0 0 321 40 0 42 0 0 15 0 0 0 0 0 0 547 0 7:00 AM 13 0 129 0 0 0 0 235 39 1 60 0 0 26 0 0 0 0 0 0 502 1 7:16AM 17 0 162 0 0 0 0 257 36 1 44 0 0 34 0 0 0 0 0 0 640 1 7:30 AM " 10 0 183 0 0 0 0 281 44 0 67 0 0 20 0 0 0 0 0 0 605 0 7:45 AM " 18 0 204 0 0 0 0 239 33 0 89 0 0 46 1 0 0 0 0 1 629 2 8:00 AM • 15 0 252 0 0 0 0 281 48 0 88 0 0 42 0 0 0 0 0 0 726 0 8:15 AM • 23 0 190 0 0 0 0 228 66 0 69 0 0 41 0 0 0 0 0 0 617 0 8:30 AM 29 0 158 0 0 0 0 219 79 0 79 0 0 35 0 0 0 0 0 0 599 0 8:45 AM 19 0 165 0 0 0 0 183 54 0 93 0 0 37 0 0 0 0 0 0 661 0 9:00 AM 14 0 174 0 0 0 0 171 42 0 67 0 0 38 0 0 .0 0 0 0 606 0 Max. 15 min. 29 0 252 0 0 0 0 321 79 1 93 0 0 46 1 0 0 0 0 1 726 2 Pk, Hr, Vol, 66 0 829 0 0 0 0 1029 191 0 313 0 0 149 1 0 0 0 0 1 2577 2 7:16 AM Peak Intersecfion Traffic in Pk. Hr. = 2577 Peak Hr. Factor 0.89 8:16 AM Hour Intersection Pdstrns in Pk. Hr. = 2 3:45 PM 44 0 397 0 0 0 0 281 86 0 100 0 0 50 0 0 0 0 0 0 968 0 4:00 PM 20 0 139 0 0 0 0 99 30 0 32 0 0 36 0 0 0 0 0 0 366 0 4:15 PM 40 0 316 0 0 0 0 176 67 0 73 0 0 21 0 0 0 0 0 0 693 0 4:30 PM 35 0 280 0 0 0 0 141 60 0 54 0 0 19 0 0 0 0 0 0 589 0 4:45 PM 29 0 240 0 0 0 0 143 62 0 44 0 0 16 0 0 0 0 0 0 624 0 5:00 PM 30 0 240 0 0 0 0 159 49 0 58 0 0 20 0 0 0 0 0 0 556 0 5:15 PM • 39 0 267 0 0 0 0 173 48 0 57 0 0 26 0 0 0 0 0 1 610 1 5:30 PM • 33 0 265 0 0 0 0 177 62 2 69 0 0 21 0 0 0 0 0 0 617 2 5:45 PM " 30 0 298 0 0 0 0 198 68 0 73 0 0 31 0 0 0 0 0 0 698 0 6:00 PM • 39 0 294 0 0 0 0 195 96 0 81 1 0 24 0 0 0 0 0 0 729 0 6:15 PM 34 0 218 0 0 0 • 0 176 79 0 58 0 0 24 0 0 0 0 0 0 589 0 6:30 PM 34 0 212 0 0 0 0 168 81 0 64 0 0 16 0 0 0 0 0 0 576 0 Max. 15 min. 44 0 397 0 0 0 0 281 96 2 100 1 0 50 0 0 0 0 0 1 958 2 Pk. Hr. Vol. 141 0 1124 0 0 0 0 743 273 2 270 1 0 102 0 0 0 0 0 1 2664 3 5:00 PM Peak Intersection Traffic in Pk. Hr. = 2654 6:00 PM Hour Intersection Pdstrns in Pk. Hr. = 3 Peak Hr, Factor 0,69 Rancho Santa Fe Rood at Melrose Drtve Lone Configuration for Intersection Capacity Utilization Pk, Hr, Time Period : 7:15 AM to 8:15AM Page 2 of 3 South/V3pr (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 1 1 1 1 Free-flow 1 Lane Settings 1 2 0 0 1 0 1 0 1 0 0 0 Capacity 1800 4000 0 0 2000 0 1800 0 1800 0 0 0 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 66 829 0 0 1029 191 313 0 149 0 0 0 Adjusted Houriy Volume 66 829 0 0 1029 0 313 0 149 0 0 0 Utilization Factor 0.04 0.21 0.00 0.00 0.51 0.00 0.17 0.00 0.08 0.00 0.00 0.00 Critical Factors 0.04 0.51 0.17 0.00 0.00 ICU Ratio 0.82 LOS = Turning Movements at Intersection of: Rancho Santo Fe Road and Melrose Drive W e s t A P P r Time ; 7:15 AM to 8:15AM North Approach Date ; 7/10/97 Day : Thursday 2362 Name : T.M. & CM. 1220 1*1 Sub-191 1029 u 0 Rancho Santo Fe Rood Total Totals 719 totals 257 462 313 0 149 Subtotals Total 1178 66 829 0 895 2073 1142 t North ^ t r 4^ <- Subtotals Sub- totals Totals E a s t A P P r Melrose Drive South Approach Note : Left-turn volumes include U-turns. U-turns in bold. Rancho Santo Fe Rood at Melrose Drtve 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 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-fiow 1 1 1 Lane Settings 1 2 0 0 1 0 1 0 1 0 0 0 Capacity 1800 4000 0 0 2000 0 1800 0 1800 0 0 0 fi^e the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Houriy Volume 141 1124 0 0 743 273 271 0 102 0 0 0 Adjusted Houriy Volume 141 1124 0 0 718 0 271 0 102 0 0 0 Utilization Factor 0.08 0.28 0.00 0.00 0.36 0.00 0.15 0.00 0.06 0.00 0.00 0.00 Critical Factors 0.08 0,36 0.15 0.00 0.00 ICU Ratio = 0.69 LOS= B Turning Movements at Intersection of: Rancho Santo Fe Rood and Melrose Drtve Time : 5:00 PM to 6:00 PM North Approach Rancho Santo Fe Road Date : 7/10/97 Day: Thursday 2410 Total Name : T.M. & CM. 1016 n 1394 Subtotals Sub-273 743 U 0 Sub- w e s t A P P r Totals 788 totals 415 373 271 0 102 t North t totals 4^ Subtotals Total 846 141 1124 0 0 1265 2110 Totals E a s t A P P r Melrose Drtve South Approach Note : Left-turn volumes include U-turns. U-turns in bold. CITY OF CARLSBAD SUMMER 1997 INTERSECTION ANALYSIS SUMMARY Intersection Number: 21 Intersection Location: Rancho Santa Fe Road and La Costa Meadows Drive CONTENT Turn Movement Count Summary (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Turn Movement Diagram P.M. Peak Hour ICU Analysis and Turn Movement Diagram PAGE lof 3 2 of 3 3 of 3 TransCore Turning Movement Count Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Street: Rancho Santa Fe Road E/W Street: La Costa Meadows Drive File: CB9721.XLS Data Collected by M.T.&J.F. Count Date: 7/10/97 Day: Thursday Weather: Clear Traffic Control: Signalized South Approach (NB) End of 15 min. prd. North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:16 AM 0 0 42 10 0 62 0 79 0 0 0 0 0 0 0 6 0 0 8 0 197 0 6:30 AM 0 0 58 15 2 68 0 191 1 0 0 0 1 0 0 4 0 0 10 0 348 2 6:45 AM 0 0 110 17 0 53 0 188 1 2 0 0 1 0 0 3 0 0 8 0 381 2 7:00 AM 0 0 129 34 0 74 0 169 2 0 0 0 2 0 0 0 0 0 7 0 417 0 7:15AM 0 0 164 29 0 105 0 218 1 0 0 0 1 0 0 6 0 0 15 2 538 2 7:30 AM 0 0 144 27 0 65 0 174 11 0 0 0 11 0 0 6 0 0 10 0 448 0 7:45 AM ' 0 0 203 42 0 72 0 224 4 0 0 0 4 0 0 4 0 0 21 0 674 0 8:00 AM • 0 0 272 48 0 106 • 0 230 4 0 0 0 4 0 0 5 0 0 14 0 683 0 8:15 AM • 0 0 179 40 0 76 0 216 0 0 0 0 0 0 0 5 0 0 32 0 547 0 8:30 AM ' 0 0 208 38 0 57 0 239 4 0 0 0 4 0 0 11 0 0 27 0 588 0 8:45 AM 0 0 114 17 0 38 0 133 1 0 0 0 1 0 0 9 0 0 8 0 321 0 9:00 AM 0 0 176 21 0 37 0 190 3 0 0 0 3 0 0 7 0 0 15 0 452 0 Max. 15 min. 0 0 272 48 2 106 0 239 11 2 0 0 11 0 0 • 11 0 0 32 2 683 2 Pk. Hr. Vol. 0 0 862 168 0 311 0 908 12 0 0 0 12 0 0 25 0 0 94 0 2392 0 7:30 AM Peak Intersection Traffic in Pk, Hr, = 2392 Peak Hr, Factor 0,88 8:30 AM Hour Intersection Pdstrns in Pk, Hr, 0 3:45 PM 0 0 195 9 1 65 0 147 3 0 0 0 3 0 0 21 0 0 108 0 551 1 4:00 PM . 0 0 271 17 0 77 0 169 4 0 0 0 4 0 0 24 0 0 61 0 627 0 4:15 PM 0 0 215 10 0 27 0 173 2 0 0 0 2 0 0 44 0 0 96 0 568 0 4:30 PM 0 0 221 20 0 26 0 161 0 0 0 0 0 0 0 23 0 0 63 0 514 0 4:45 PM • 0 0 267 6 0 20 0 211 0 0 0 0 0 0 0 50 0 0 111 0 665 0 5:00 PM • 0 0 212 12 0 16 0 172 0 0 0 0 0 0 0 29 0 0 68 0 499 0 5:16 PM • 0 0 237 10 0 19 1 202 0 0 0 0 0 0 0 27 0 0 94 0 590 0 5:30 PM " 0 0 269 11 0 20 0 213 0 0 0 0 0 0 0 37 0 0 72 0 622 0 5:45 PM 0 0 242 15 0 16 0 190 0 1 0 0 0 0 0 27 1 0 68 0 559 1 6:00 PM 0 0 281 7 0 12 0 212 0 0 0 0 0 0 0 32 1 0 40 0 585 0 6:15 PM 0 0 132 2 0 4 0 160 0 0 0 0 0 0 0 25 0 0 29 0 352 0 6:30 PM 0 0 199 0 0 5 0 146 0 0 0 0 0 0 0 13 0 0 13 0 376 0 Max. 15 min. 0 0 281 20 1 77 1 213 4 1 0 0 4 0 0 50 1 0 111 0 665 1 Pk, Hr, Vol, 0 0 985 39 0 75 1 798 0 0 0 0 0 0 0 143 0 0 335 0 2376 0 4:30 PM Peak Intersection Traffic in Pk. Hr = 2376 5:30 PM Hour Intersection Pdstrns in Pk. Hr. = 0 Peak Hr. Factor 0.89 Rancho Santo Fe Rood at la Cosla Meadows Drive Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 7:30 AM to 8:30 AM Page 2 of 3 South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config - urations Inside (left) Outside Free-flow 1 ,. 1 Lane Settings 0 2 1 1 1 0 0 Capacity 0 4000 1800 1800 2000 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 Houriy Volume 0 862 168 311 908 12 0 Adjusted Houriy Volume 0 862 168 311 920 0 0 Utilization Factor 0.00 0.22 0.09 0.17 0.46 0,00 0,00 Critical Factors 0.00 0,46 0,00 ICU Ratio = 0.61 LOS = B 2000 12 12 1800 25 25 1800 94 94 0.05 0.06 Turning Movements at Intersection of: Rancho Santa Fe Road and La Costo Meadows Drive W e s t A P P r Time : 7:30 AM to 8:30 AM Date : 7/10/97 Day : Thursday Name : M.T.&J.F. Totals 24 Sub- totals 12 12 0 12 0 Subtotals Total North Approach 1231 Rancho Santo Fe Road _i4 933 2187 956 12 908 311 t North 4^ 94 0 26 0 862 168 0 1030 1963 Total Subtotals Sub- totals 119 491 Totals 610 E a s t A P P r La Costo Meadows Drive South Approach Note : Left-turn volumes include U-turns. U-turns in bold. Rancho Santo Fe Rood at La Costa Meadows Drive Lone Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 4:30 PM to 6:30 PM Page 3 of 3 South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config - urations Inside (left) Outside Free-flow 1 1 1 1 1 1 1 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 Aie the East/West phases split (Y/N)? N Efficiency Lest Factor 0.10 Hourly Volume 0 985 39 76 798 0 • 0 0 0 143 0 336 Adjusted Hourly Volume 0 986 39 76 798 0 0 0 0 143 0 335 Utilization Factor 0.00 0.26 0.02 0.04 0.40 0.00 0.00 0.00 0.00 0.08 0.00 0,19 Critical Factors 0.00 0.40 0.00 0,19 ICU Ratio = 0.69 LOS = B Turning Movements at Intersection of: Rancho Santo Fe Rood and La Costa Meadows Drive W e s t A P P r Time : 4:30 PM to 5:30 PM Date : 7/10/97 Day : Thursday Name : M.T.&J.F. Totals Sub- totals 0 0 Subtotals Total North Approach 874 Rancho Santo Fe Road 941 2196 1 North • 0 T 985 0 1024 1965 1321 798 76 HJ I ^ t 4_ 335 0 143 Total Subtotals Sub- totals 478 114 Totals 592 E a s t A P P r La Costo Meadows Drive South Approach Note : Left-turn volumes include U-turns. U-turns in bold. CTTY OF CARLSBAD SUMMER 1997 INTERSECTION ANALYSIS SUMMARY Intersection Number: 22 Intersection Location: Rancho Santa Fe Road and Questhaven Road CONTENT Turn Movement Count Summary (A.M. and P.M.) A.M. LOS Analysis (HCM Delay Method) P.M. LOS Analysis (HCM Delay Method) PAGE lof 3 2 of 3 3 of 3 TransCore Turning Movement Count Analysis Page 1 of3 City: Carlsbad Intersection of: N/S Street: Rancho Santa Fe Road E/W Street: Questhaven Road File: CB9722.XLS Data Collected by D.M.&C.I. Count Date: 7/10/97 Day: Thursday Weather: Sunny 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-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 0 0 59 1 0 1 0 88 0 0 0 0 0 0 0 3 0 0 2 0 164 0 6:30 AM 0 0 71 1 0 8 0 123 0 0 0 0 0 0 0 7 0 0 6 0 216 0 6:45 AM 0 0 92 7 0 21 0 183 0 0 0 0 0 0 0 11 0 0 15 0 329 0 7:00 AM 0 0 176 9 0 5 0 200 0 0 0 0 0 0 0 18 0 0 24 0 432 0 7:15 AM 0 0 153 3 0 7 0 180 0 0 0 0 0 0 0 14 0 0 23 0 380 0 7:30 AM " 0 0 182 8 0 13 0 204 0 0 0 0 0 0 0 16 0 0 26 0 449 0 7:45 AM " 0 0 208 7 0 6 0 187 0 0 0 0 0 0 0 9 0 0 12 0 429 0 8:00 AM • 0 0 268 11 0 12 0 231 0 0 0 0 0 0 0 14 0 0 17 0 663 0 8:15 AM • 0 0 206 10 0 25 0 196 0 0 0 0 0 0 0 16 0 0 17 0 469 0 8:30 AM 0 0 183 10 0 14 0 177 0 0 0 0 0 0 0 17 0 0 16 0 417 0 8:45 AM 0 0 157 7 0 10 0 166 0 0 0 0 0 0 0 16 .0 0 15 0 371 0 9:00 AM 0 0 173 11 0 15 0 170 0 0 0 0 0 0 0 15 0 0 10 0 394 0 Max. 15 min. 0 0 268 11 0 26 0 231 0 0 0 0 0 0 0 18 0 0 26 0 553 0 Pk. Hr. Vol. 0 0 864 36 0 66 0 818 0 0 0 0 0 0 0 54 0 0 72 0 1900 0 7:15 AM Peak Intersection Traflic in Pk. Hr. = 1900 Peak Hr. Factor 0.86 8:15 AM Hour Intersection Pdstrns in Pk. Hr. = 0 3:45 PM 0 0 186 15 0 26 0 142 0 0 0 0 0 0 0 7 0 0 18 0 394 0 4:00 PM • 0 0 247 16 0 25 0 158 0 0 0 0 0 0 0 4 0 0 16 0 466 0 4:15 PM • 0 0 248 27 0 26 0 195 0 0 0 0 0 0 0 9 0 0 13 0 518 0 4:30 PM • 0 0 277 23 0 29 0 180 0 0 0 0 0 0 0 10 0 0 12 0 631 0 4:45 PM • 0 0 209 18 0 12 0 180 0 0 0 0 0 0 0 7 0 0 12 0 438 0 6:00 PM 0 0 235 16 0 20 0 113 0 0 0 0 0 0 0 11 0 0 9 0 404 0 5:15 PM 0 0 218 16 0 25 0 229 0 0 0 0 0 0 0 10 0 0 11 0 609 0 5:30 PM 0 0 235 17 0 20 0 229 0 0 0 0 0 0 0 8 0 0 5 0 514 0 6:45 PM 0 0 215 17 0 27 0 201 0 0 0 0 0 0 0 14 0 0 6 0 480 0 6:00 PM 0 0 205 16 0 13 0 199 0 0 0 0 0 0 0 4 0 0 2 0 438 0 6:15 PM 0 0 210 5 0 14 0 168 0 0 0 0 0 0 0 2 0 0 5 0 404 0 6:30 PM 0 0 215 15 0 13 0 166 0 0 0 0 0 0 0 12 0 0 9 0 429 0 Max. 16 min. 0 0 277 27 0 29 0 229 0 0 0 0 0 0 0 14 0 0 18 0 531 0 Pk. Hr. Vol. 0 0 981 84 0 92 0 713 0 0 0 0 0 0 0 30 0 0 53 0 1953 0 3:45 PM Peak Intersection Traffic in Pk. Hr. = 1953 4:45 PM Hour Intersection Pdstrns in Pk. Hr. = 0 Peak Hr. Factor 0.92 INTERSECTION : RANCHO SANTA FE RD/QUESTHAVEN RD DATE: 7/10/97 ANALYST: B.LT. cmr / STATE : CARLSBAD, CA PROJECT NO : 80044 PK HR ENTERING VOL : 1900 PEAK HOUR : 4 (7:15 AM-8:15 AM) Time Period Stopped Vehicles Approach Volume Time Period SB WB SB WB 6:30 - 6:45 0 4 21 26 6:45 - 7:00 0 13 5 42 7:00-7:15 1 14 7 37 7:15-7:30 1 12 13 42 7:30 - 7:45 3 11 6 21 7:45 - 8:00 3 33 12 31 8:00-8:15 9 20 25 32 8:15-8:30 3 14 14 33 15 min Stop Veh Vol 3 33 Corresponding App. Vol 12 31 Total Pk Hr Vol 56 126 APPROACH DELAY (DELAY / APPROACH) * (PK HR APPROACH VOL) PK HR ENTERING VOL SB APPROACH (DELAY) WB APPROACH (DELAY) INTERSECTION (DELAY) 0.1 Seconds 1.4 Seconds 1.5 Seconds INTERSECTION (LOS) NOTE: 1. Delay data was collected at 20 second intervals. 2. Intersection LOS is based on information contained in the Highway Capacity Manual and provided earlier in this report. 3. Delay/Approach = Pk 15 min Stop Veh Vol * 20 sec / Pk 15 min Approach Vol 4. Intersection Delay is the maximized value of the 15 min Approach Delays INTERSECTION : RANCHO SANTA FE RD/QUESTHAVEN RD DATE : 7/10/97 ANALYST: B.LT. CITY / STATE : CARLSBAD, CA PROJECT NO : 80044 PK HR ENTERING VOL : 1953 PEAK HOUR : 3 (3:45 PM - 4:45 PM) Time Period Stopped Vehicles Approach Volume Time Period SB WB SB WB 3:30 - 3:45 7 14 26 25 3:45 - 4:00 12 18 25 20 4:00-4:15 12 20 26 22 4:15-4:30 8 16 29 22 4:30 - 4:45 5 16 12 19 4:45 - 5:00 10 18 20 20 5:00-5:15 14 17 25 21 15 min stop Veh Vol 12 18 Conesponding App. Vol 25 20 Total Pk Hr Vol 92 83 APPROACH DELAY (DELAY / APPROACH) * (PK HR APPROACH VOL ) PK HR ENTERING VOL SB APPROACH (DELAY) WB APPROACH (DELAY) INTERSECTION (DELAY) 0.5 0.8 1.3 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 CTTY OF CARLSBAD SUMMER 1997 INTERSECTION ANALYSIS SUMMARY Intersection Number: 23 Intersection Location: Rancho Santa Fe Road and La Costa Avenue CONTENT PAGE Turn Movement Count Summary (A.M. and P.M.) lof 3 A.M. Peak Hour ICU Analysis and Turn Movement Diagram 2 of 3 P.M. Peak Hour ICU Analysis and Turn Movement Diagram 3 of 3 TransCore Turning Movement Count Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Street: Rancho Santa Fe Road E/W Street: La Costa Avenue File: CB9723.XLS Data Collected by K.M.&J.F. Count Date: 7/9/97 Day: Wednesday Weather: Cloudy 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-Trh Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 6 0 30 3 0 2 0 45 28 0 25 0 4 7 0 1 0 9 3 2 162 2 6:30 AM 5 0 32 4 0 1 0 112 48 0 28 0 1 20 0 6 0 15 2 0 274 0 6:45 AM 12 0 52 1 0 0 0 110 36 1 43 0 4 22 2 7 0 11 7 0 304 3 7:00 AM 6 0 78 2 0 2 0 168 41 0 69 0 6 37 1 6 0 28 8 1 451 2 7:16 AM 6 0 73 2 0 5 0 140 40 0 63 0 6 44 3 13 0 19 13 0 424 3 7:30 AM " 18 0 95 2 0 0 0 156 31 0 81 0 5 34 0 14 0 16 11 0 462 0 7:45 AM ' 22 0 128 5 1 3 0 166 25 1 119 0 7 55 1 14 0 22 9 0 574 3 8:00 AM • 32 1 132 4 1 3 0 163 43 4 59 0 4 39 0 20 0 22 7 0 519 5 8:15 AM • 24 0 109 1 0 6 0 166 40 0 76 0 4 41 2 10 0 24 16 0 516 2 8:30 AM " 25 0 112 3 0 13 0 120 39 1 48 0 16 38 0 8 0 24 17 0 462 1 8:45 AM 33 0 96 1 0 8 0 138 60 0 62 0 6 38 0 17 0 31 13 0 502 0 9:00 AM 38 0 100 3 0 9 0 110 36 0 60 0 12 32 2 9 0 20 6 0 435 2 Max. 15 min. 38 1 132 5 1 13 0 168 60 4 119 0 16 55 3 20 0 31 17 2 574 5 Pk, Hr, Vol, 96 1 464 12 2 11 0 639 139 5 335 0 20 169 3 58 0 84 43 0 2071 10 7:15 AM Peak Intersection Traffic in Pk, Hr, = 2071 Peak Hr. Factor 0.90 8:15 AM Hour Intersection Pdstrns in Pk, Hr, 10 3:45 PM 48 0 191 8 0 8 0 117 57 1 82 0 21 43 0 10 0 17 9 0 611 1 4:00 PM 47 0 166 9 0 15 0 90 8 0 31 0 30 49 0 4 0 16 9 0 474 0 4:15 PM 51 0 207 15 0 6 0 119 43 0 87 0 26 67 0 10 1 17 8 0 657 0 4:30 PM 46 0 213 9 0 10 0 120 74 0 68 0 36 15 0 6 0 23 8 0 627 0 4:45 PM 39 0 122 2 0 8 0 79 39 1 62 0 17 30 0 3 0 18 11 0 430 1 5:00 PM 57 0 155 13 0 6 0 117 45 0 48 0 12 18 0 2 0 11 10 0 494 0 5:15 PM • 47 0 146 7 0 5 0 69 60 0 79 0 25 35 0 3 0 17 7 0 500 0 5:30 PM • 50 0 191 9 0 14 0 149 90 0 73 0 29 40 1 10 0 12 6 0 673 1 5:45 PM • 44 0 180 8 0 11 0 115 62 0 59 0 27 48 0 5 0 16 11 1 585 1 6:00 PM • 48 0 178 18 0 4 0 119 76 0 72 0 30 58 4 7 0 12 7 0 629 4 6:15 PM 56 0 117 12 0 12 0 110 64 0 23 0 15 39 0 6 0 17 7 0 477 0 6:30 PM 41 0 151 16 0 12 0 114 67 1 50 0 35 28 2 12 0 15 6 0 547 3 Max, 15 min. 57 0 213 18 0 15 0 149 90 1 87 0 36 67 4 12 1 23 11 1 673 4 Pk. Hr. Vol, 189 0 695 42 0 34 0 452 288 0 283 0 111 181 5 25 0 56 31 1 2387 6 5:00 PM Peak Intersection Traffic in Pk. Hr. = 2387 6:00 PM Hour Intersection Pdstrns in Pk. Hr. = 6 Peak Hr. Factor 0.89 Rancho Santa Fe Rood at La Costo Avenue Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period ; 7:15 AM to 8:15 AM Page 2 of 3 South/^ppr (NB) North Appr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config - urations Inside (left) Outside Free-flow 1 1 1 1 Lane Settings 1 2 0 1 2 0 1 1 1 1 2 0 Capacity 1800 4000 0 1800 4000 0 1800 2000 1800 1800 4000 0 Aie the North/South phases split (Y/N)? N Aie the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 97 464 12 11 639 139 335 20 169 58 84 43 Adjusted Hourly Volume 97 476 0 11 778 0 335 20 169 58 127 0 Utilization Factor 0.05 0.12 0.00 0.01 0.19 0.00 0.19 0.01 0.09 0.03 0.03 0.00 Critical Factors 0.06 0.19 0.19 0.03 ICU Ratio = 0.56 LOS = A Turning Movements at Intersection of: Rancho Santo Fe Road and La Costo Avenue W e s t A P P r Time : 7:15 AM to 8:15 AM Date: 7/9/97 Day : Wednesday Name : K.M.&J.F, Totals 843 Sub- totals 319 624 North Approach 789 139 639 335 20 169 t T North • 97 t 464 1 Subtotals 867 573 Total 1440 Rancho Santa Fe Road 1631 0 842 4^ 43 84 58 Total Subtotals Sub- totals 185 43 Totals 228 la Costa Avenue E a s t A P P r South Approach Note : Left-turn volumes include U-turns. U-turns in bold. Rancho Santa Fe Rood 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 Appr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config- urations Inside (left) Outside Free-flow 1 1 1 1 1 1 1 Lane Settings 1 2 0 1 2 0 1 1 1 1 2 0 Capacity 1800 4000 0 1800 4000 0 1800 2000 1800 1800 4000 0 Aie the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Houriy Volume 189 695 42 34 452 288 283 111 181 25 56 31 Adjusted Hourly Volume 189 737 0 34 740 0 283 111 181 25 87 0 Utilization Factor 0.11 0.18 0.00 0.02 0.19 0.00 0.16 0.06 0.10 0,01 0,02 0,00 Critical Factors 0.11 0.19 0.16 0,02 ICU Ratio = 0.68 LOS= A Turning Movements at Intersection of: Rancho Sonto Fe Rood and la Costa Avenue Time : 6:00 PM to 6:00 PM North Approach Rancho Santa Fe Rood Date : 7/9/97 Day : Wednesday 1783 Total Name : K.M.&J.F, 774 n 1009 Subtotals Sub-288 452 U 34 Sub- w e s t A P P r Totals 1108 totals 533 676 HJ I \> 283 111 181 I t Subtotals Total 658 North • *1 189 T 695 0 926 1584 4^ 31 56 25 totals 112 Totals 299 187 La Costo Avenue E a s t A P P r South Approach Note : Left-turn volumes include U-turns, U-turns in bold. CFTY OF CARLSBAD SUMMER 1997 INTERSECTION ANALYSIS SUMMARY Intersection Number: 24 Intersection Location: Rancho Santa Fe Road and Olivenhain Road/Camino Alvaro CONTENT Turn Movement Count Summary (A.M. and P.M.) PAGE lof 3 A.M. Peak Hour ICU Analysis and Turn Movement Diagram 2 of 3 P.M. Peak Hour ICU Analysis and Turn Movement Diagram 3 of 3 TransCore Turning Movement Count /Analysis Page 1 of3 City: Carlsbad Intersection of: N/S Sfi'eet: Rancho Santa Fe Road E/W Street: Olivenhain Rd / Camino Alvaro File: CB9724,XLS Data Collected by D,M,&S,G, Count Dafe: 7/9/97 Day: Wednesday Weather: Cloudy 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 9 0 0 8 0 2 0 4 0 0 1 0 18 0 2 20 0 43 0 0 105 2 6:30 AM 11 0 0 16 0 1 0 3 0 0 0 0 31 1 1 32 0 64 0 1 169 2 6:45 AM 15 0 0 22 0 3 0 4 3 0 1 0 70 0 1 88 0 99 3 0 308 1 7:00 AM 12 0 0 22 0 2 0 1 5 0 0 0 37 0 2 94 0 81 0 0 264 2 7:15 AM 14 0 0 26 0 3 0 8 3 0 1 0 54 0 1 100 0 151 1 1 361 2 7:30 AM 25 0 1 34 0 2 0 1 3 0 0 0 77 0 0 95 0 123 1 0 362 0 7:45 AM " 31 0 1 54 0 2 0 2 3 0 0 0 83 1 0 79 0 126 0 0 382 0 8:00 AM • 34 0 1 66 0 9 0 6 4 0 1 0 74 0 0 111 0 168 1 0 476 0 8:16 AM • 41 0 1 47 0 4 0 0 6 0 1 0 74 1 1 83 0 149 3 0 410 1 8:30 AM ' 54 0 1 54 1 2 0 3 2 1 1 0 87 1 0 102 0 172 1 1 480 3 8:45 AM 30 0 0 29 0 4 0 4 2 0 0 0 56 0 0 62 0 103 3 2 293 2 9:00 AM 35 0 1 60 0 2 0 4 2 0 6 0 89 3 0 64 0 160 3 0 419 0 Max, 15 min. 54 0 1 66 1 9 0 8 6 1 6 0 89 3 2 111 0 172 3 2 480 3 Pk, Hr, Vol. 160 0 4 221 1 17 0 11 15 1 3 0 318 3 1 375 0 615 5 1 1747 4 7:30 AM Peak Intersection Traffic in Pk. Hr. = 1747 Peak Hr. Factor 0.91 8:30 AM Hour Intersection Pdstrns in Pk. Hr . = 4 - 3:45 PM • 48 0 1 76 0 4 0 1 1 0 2 0 127 0 0 53 0 101 2 0 416 0 4:00 PM • 43 0 2 79 0 2 0 1 2 0 0 0 118 0 0 70 0 127 10 0 464 0 4:15 PM • 43 0 2 118 0 4 0 2 4 0 1 0 174 0 0 72 0 114 11 0 545 0 4:30 PM • 35 0 1 97 0 2 0 3 2 0 2 0 135 0 0 58 0 115 6 0 456 0 4:45 PM 32 0 0 70 0 6 0 1 2 0 1 0 136 0 0 47 0 80 2 1 377 1 5:00 PM 35 0 2 75 0 3 0 2 4 0 2 0 159 0 2 55 1 103 5 1 446 3 5:16 PM 40 0 2 73 0 4 0 1 0 0 2 0 156 1 1 49 0 102 4 1 433 2 5:30 PM 34 0 4 66 0 4 0 0 4 0 1 0 120 1 0 67 0 116 7 0 414 0 5:45 PM 47 0 5 94 0 2 0 1 4 0 0 0 158 1 0 54 0 107 5 1 478 1 6:00 PM 23 0 3 82 0 5 0 4 4 0 3 0 154 1 0 55 0 127 7 0 468 0 6:15 PM 31 0 4 68 1 5 0 0 0 0 2 1 156 0 0 47 0 77 8 0 399 1 6:30 PM 34 0 5 55 0 3 0 3 3 0 6 0 154 1 0 53 4 107 4 0 432 0 Max. 15 min. 48 0 6 118 1 6 0 4 4 0 6 1 174 1 2 72 4 127 11 1 545 3 Pk. Hr. Vol. 169 0 6 370 0 12 0 7 9 0 5 0 554 0 0 253 0 457 29 0 1871 0 3:30 PM Peak Intersection Traffic in Pk. Hr. =1871 4:30 PM Hour Intersection Pdstrns in Pk. Hr. = 0 Peak Hr. Factor 0.86 Rancho Santo Fe Rood at Olivenhain Rd / Camino Alvaro 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/\ppr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Ccsnfig - urations Inside (left) Outside 1 2 3 4 6 6 7 1 1 1 1 1 1 1 1 Free-fiow 1 Lane Settings 0 1 0 0 1 0 1 2 0 1 2 1 Capacity 0 2000 0 0 2000 0 1800 4000 0 1800 4000 1800 Are the North/South phases split (Y/N)? N Ate the East/West phases split (Y/N)? N Efficiency Lcjst Factor 0.10 Hourly Volume 160 4 221 17 11 15 3 318 3 375 616 5 Adjusted Hourly Volume 0 164 0 0 43 0 3 321 0 375 616 5 Utilization Factor 0.00 0.08 0.00 0.00 0.02 0.00 0.00 0.08 0.00 0.21 0.16 0.00 Crrtical Factors 0.08 0.00 0.08 0.21 ICU Ratio 0.47 LOS = Turning Movements at Intersecfion of: Rancho Santo Fe Road and Olivenhain Rd / Camino Alvaro W e s t A P P r Time : 7:30 AM to 8:30 AM Date: 7/9/97 Day : Wednesday Name : D.M.&S.G. Totals 1114 Sub- totals 790 324 North Approach 15 3 318 3 Subtotals Total 389 43 11 I t North • *1 160 t 4 0 385 774 55 0 17 Rancho Sonto Fe Road Total 4_ 5 616 375 r Subtotals Sub- totals 221 995 556 Totals 1551 E a s t A P P r Olivenhain Rd / Camino Alvaro South Approach Note : Left-turn volumes include U-turns. U-turns in bold. Rancho Sonto Fe Rood at Olivenhain Rd / Camino Alvaro Lone Configuration for Intersection 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 fi^pr (WB) Left Thru Right Left Thru Right _Lgft_ Thru Right Left Thru Right Lane Config- urations Inside (left) Outside Free-flow 1 2 3 4 5 6 7 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 /Ve the North/South phases split (Y/N)? N Aie the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Houriy Volume 169 6 370 12 7 9 6 554 0 253 467 29 Adjusted Hourly Volume 0 175 0 0 28 0 5 554 0 253 457 29 Utilization Factor 0.00 0.09 0.00 0.00 0.01 0.00 0.00 0.14 0.00 0.14 0.11 0.02 Critical Factors 0.09 0.00 0.14 0.14 ICU Ratio 0.47 LOS= A Turning Movements at Intersection of: Rancho Santa Fe Rood and Olivenhain Rd / Camino Alvaro W e s t A P P r Time : 3:30 PM to 4:30 PM Date: 7/9/97 Day : Wednesday Name : D.M.&S.G. Totals 1194 Sub- totals 635 559 North Approach 28 7 5 664 0 Subtotals Total 169 6 0 260 545 805 68 0 12 Rancho Sonto Fe Road Total 40 t North 4^ 29 457 253 Subtotals Sub- totals 370 739 936 Totals 1675 E a s t A P P r Olivenhain Rd / Camino Alvaro South Approach Note : Left-turn volumes include U-turns. U-turns in bold. CTTY OF CARLSBAD SUMMER 1997 INTERSECTION ANALYSIS SUMMARY Intersection Number: 25 Intersection Location: Carlsbad Village Drive and State Street CONTENT Turn Movement Count Summary (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Turn Movement Diagram P.M. Peak Hour ICU Analysis and Turn Movement Diagram PAGE lof 3 2 of 3 3 of 3 TransCore Turning Movement Count /Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Street: State Street E/W Street: Carlsbad Village Drive File: CB9726.XLS Data Collected by S.G.&D.M. Count Dote: 7/29/97 Day: Tuesday Weather: Clear Traffic Control: Signalized End of 16 min. prd. South Approach (NB) North Approach (SB) West /Approach (EB) East Approach (WB) 16 min Total Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 3 0 8 0 1 2 0 0 0 1 1 0 27 1 1 1 0 21 18 0 82 3 6:30 AM 2 0 6 0 0 4 0 8 4 1 2 0 24 3 0 4 0 38 7 0 101 1 6:46 AM 3 0 6 0 1 1 0 3 1 0 1 0 34 0 1 1 0 54 6 2 110 4 7:00 AM 6 0 4 1 3 3 0 6 4 2 0 0 39 4 0 1 0 64 4 3 125 8 7:15 AM 4 0 2 3 4 5 0 5 3 2 4 0 40 0 0 1 0 43 15 1 125 7 7:30 AM 1 0 4 3 1 10 0 7 0 0 3 0 52 0 0 1 0 27 10 3 118 4 7:46 AM 6 0 7 0 0 10 0 7 1 0 2 0 60 4 1 1 0 32 3 0 133 1 8:00 AM 6 0 7 2 3 5 0 10 1 0 4 0 62 0 0 3 0 64 9 2 173 5 8:15 AM • 14 0 9 0 0 14 0 12 0 1 5 0 65 4 2 1 0 56 13 0 193 3 8:30 AM " 5 0 9 1 0 8 0 10 1 1 6 0 43 3 0 0 0 61 12 1 148 2 8:45 AM ' 6 0 9 1 1 8 0 3 1 0 2 0 68 0 3 6 0 44 16 1 162 5 9:00 AM • 4 0 10 0 1 15 0 6 2 1 5 0 86 9 1 6 0 67 11 3 221 6 Max. 16 min. 14 0 10 3 4 15 0 12 4 2 5 0 86 9 3 6 0 67 18 3 221 8 Pk. Hr. Vol. 28 0 37 2 2 45 0 31 4 3 17 0 262 16 6 12 0 218 52 6 724 16 8:00 AM Peak Intersecfion Traffic in Pk, Hr, = 724 Peak Hr. Factor 0.82 9:00 AM Hour Intersection Pdstrns in Pk, Hr. = 16 3:45 PM 6 0 12 5 6 27 0 18 13 10 6 0 130 11 6 7 0 96 15 10 345 31 4:00 PM 13 0 19 6 4 16 0 15 3 4 9 0 109 10 5 7 0 102 22 9 330 22 4:15 PM 8 0 6 5 7 26 0 16 8 7 19 0 120 12 9 8 0 110 28 5 366 28 4:30 PM 15 0 20 4 3 32 0 13 7 14 17 0 142 18 11 5 0 114 24 17 411 45 4:45 PM 35 0 14 10 2 19 0 24 8 5 9 0 130 23 6 9 0 97 26 5 403 17 5:00 PM ' 10 0 13 3 9 37 0 16 8 13 8 0 149 9 4 8 0 91 12 20 364 46 5:15 PM " 11 0 33 3 1 25 0 23 4 2 14 0 193 10 13 8 0 147 16 6 487 22 5:30 PM • 7 0 36 3 1 28 0 24 6 11 12 0 153 15 5 9 0 134 18 8 444 26 5:45 PM • 17 0 12 6 0 25 0 22 10 12 12 0 157 11 6 6 0 124 12 12 414 30 6:00 PM 6 0 16 3 3 28 0 10 5 10 11 0 99 3 3 8 0 90 11 8 290 24 6:15 PM 6 0 7 6 8 24 0 18 8 3 4 0 135 5 3 3 0 121 7 9 344 23 6:30 PM 9 0 10 2 2 17 0 11 8 0 3 0 128 3 15 8 1 147 8 12 355 29 Max. 16 min. 35 0 36 10 9 37 0 24 13 14 19 0 193 23 16 9 1 147 28 20 487 46 Pk. Hr. Vol. 45 0 94 15 11 115 0 86 27 38 46 0 652 46 28 31 0 496 58 46 1709 123 4:45 PM Peak Intersection Traffic in Pk. Hr. = 1709 5:46 PM Hour Intersection Pdstrns In Pk. Hr. = 123 Peak Hr. Factor 0.88 State Street at Carlsbad Village Drive Lone Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 8:00 AM to 9:00 AM Page 2 of 3 South Appr (NB) North/Mapr (SB) West Appr (EB) East/^pr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config- urations Inside (left) Outside Free-fiow 1 2 3 4 5 6 7 1 1 1 1 1 1 1 1 Lone Settings 0 1 0 0 1 0 1 2 0 1 2 0 Capacity 0 2000 0 0 2000 0 1800 4000 0 1800 4000 0 Aie the North/South phases spirt (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0,10 Houriy Volume 28 37 2 46 31 4 17 262 16 12 218 52 Adjusted Houriy Volume 0 67 0 0 80 0 17 278 0 12 270 0 Utilization Factor 0.00 0.03 0.00 0.00 0.04 0.00 0.01 0.07 0.00 0.01 0.07 0.00 Crrtical Factors 0.00 0.04 0.01 0.07 ICU Ratio = 0.22 LOS= A Turning Movements at Intersection of: State Street and Carisbad Village Drive Time : 8:00 AM to 9:00 AM North Approach State Streel Date : 7/29/97 Day : Tuesday 186 Total Name : S.G.&D.M. 80 106 Subtotals Sub-4 31 u 45 Sub- w e s t A P P r Totals 646 totals 260 296 17 262 16 Subtotals Total t North 59 28 0 126 37 67 62 218 12 totals 282 309 Totals 591 E a s t A P P r Carlsbad Village Drive South Approach Note : Left-turn volumes include U-turns. U-turns in bold. State street at Carlst>ad Viliage Drive Lone Configuration for Intersection Capacrty Utilization Pk. Hr. Time Period : 4:45 PM to 6:46 PM Page 3 of 3 South Appr (NB) North/\ppr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config - urations Inside (left) Outside Free-flow 1 1 1 1 1 Lane Settings 0 1 0 0 1 0 1 2 0 1 2 0 Capacity 0 2000 0 0 2000 0 1800 4000 0 1800 4000 0 Are the North/South phases split (Y/N)? N Aire the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 45 94 15 115 86 27 46 652 45 31 496 68 Adjusted Houriy Volume 0 154 0 0 227 0 46 697 0 31 554 0 Utilization Factor 0,00 0.08 0.00 0.00 0.11 0.00 0.03 0.17 0.00 0.02 0.14 0.00 Critical Factors 0.00 0.11 0.17 0.02 ICU Ratio = 0.40 LOS = A Turning Movements at Intersection of: State Street and Corlsbod Village Drive W e s t A P P r Time : : 4:46 PM to 6:46 PM North Approach Stole Street Date: : 7/29/97 Day: : Tuesday 426 Total Name: S.G.&D.M. • 227 n 198 Subtotals Sub-27 85 U 115 Sub- Totals 1311 totals 568 743 46 652 46 Subtotals Total t • North 161 46 0 316 94 154 4_ 68 496 31 15 totals 685 782 Totals 1367 E a s t A P P r Carlsbad Village Drive South /Approach Note : Left-turn volumes include U-turns. U-turns in bold. CTTY OF CARLSBAD SUMMER 1997 INTERSECTION ANALYSIS SUMMARY Intersection Number: 26 Intersection Location: Carlsbad Village Drive and Roosevelt Street CONTENT PAGE Tum Movement Count Summary (A.M. and P.M.) lof 3 A.M. Peak Hour ICU Analysis and Turn Movement Diagram 2 of 3 P.M. Peak Hour ICU Analysis and Turn Movement Diagram 3 of 3 TransCore Turning Movement Count Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Street: Roosevelt Street E/W Street: Carlsbad Village Drive File : CB9726.XLS Data Collected by K.M.&K.F.M. Count Date: 7/29/97 Day: Tuesday Weather: Clear Traffic Control: Signalized South Approach (NB) North Approach (SB) West /Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 3 0 3 4 0 4 0 3 0 0 2 0 30 0 2 4 0 49 2 0 104 2 6:30 AM 0 0 3 7 2 1 0 1 1 0 2 0 25 0 1 4 0 47 7 1 98 4 6:45 AM 4 0 7 4 3 10 0 6 2 2 1 0 40 2 1 8 0 66 9 1 159 7 7:00 AM 2 0 8 5 2 2 0 1 2 0 2 0 36 1 2 4 0 48 7 2 118 6 7:15AM 4 0 2 9 6 11 0 5 2 2 1 0 48 8 2 7 0 69 11 1 167 10 7:30 AM 6 0 7 8 2 9 0 8 1 0 1 0 49 6 1 4 0 39 13 3 150 6 7:45 AM 6 0 9 3 0 13 0 2 0 0 0 0 68 6 4 5 0 45 21 2 166 6 8:00 AM 6 0 14 10 0 9 0 6 4 0 3 0 69 7 2 7 0 75 17 0 227 2 8:15 AM • 3 0 11 9 2 11 0 3 3 0 4 0 66 6 0 21 0 57 20 1 212 3 8:30 AM ' 6 0 21 12 3 10 0 11 9 0 5 0 67 2 3 3 0 79 19 2 234 8 8:45 AM ' 4 0 11 5 0 14 0 10 6 2 1 0 66 2 1 7 , 0 55 20 1 201 4 9:00 AM • 6 0 16 14 1 22 0 9 7 3 7 0 72 7 3 9 0 107 28 5 302 12 Max. 15 min. 6 0 21 14 6 22 0 11 9 3 7 0 72 8 4 21 0 107 28 6 302 12 Pk. Hr. Vol. 18 0 58 40 6 67 0 33 26 6 17 0 260 16 7 40 0 298 87 9 949 27 8:00 AM Peak Intersection Traffic in Pk. Hr. = 949 Peak Hr. Factor 0.79 9:00 AM Hour Intersection Pdstrns in Pk. Hr. = 27 3:46 PM 6 0 19 6 3 32 0 16 6 4 9 0 132 13 9 19 0 106 21 13 384 29 4:00 PM 11 0 18 11 5 33 0 16 7 15 13 0 96 14 8 20 0 134 28 16 401 44 4:15 PM 16 0 28 10 3 23 0 19 8 5 10 0 112 9 4 17 0 117 16 5 386 17 4:30 PM 9 0 21 17 6 28 0 20 8 6 4 0 123 11 7 26 0 128 26 8 419 27 4:45 PM • 11 0 18 7 2 25 0 19 6 11 3 0 129 14 12 22 0 108 27 4 389 29 5:00 PM • 4 0 21 10 3 26 0 34 7 3 8 0 114 7 10 19 0 117 23 5 390 21 5:15 PM • 9 0 25 17 2 35 0 26 8 3 13 1 103 13 11 24 0 159 21 11 454 27 5:30 PM • 10 0 20 16 4 23 0 33 9 2 5 0 141 12 4 19 0 133 21 5 442 15 5:46 PM 13 0 23 19 8 26 0 19 7 5 5 0 96 11 18 26 0 117 20 4 381 35 6:00 PM 9 0 18 15 1 19 0 22 6 3 6 0 118 7 7 23 0 98 15 6 355 16 6:15 PM 11 0 23 8 0 22 0 16 4 6 7 0 118 12 6 18 0 120 22 6 381 18 6:30 PM 10 0 15 7 0 16 0 13 13 4 4 0 113 9 12 10 0 141 8 6 359 22 Max. 15 min. 16 0 28 19 8 35 0 34 13 15 13 1 141 14 18 26 0 159 28 16 464 44 Pk. Hr. Vol. 34 0 84 50 11 109 0 112 30 19 29 1 487 46 37 84 0 517 92 26 1675 92 4:30 PM Peak Intersecfion Traffic in Pk. Hr. = 1675 Peak Hr. Factor 0.92 5:30 PM Hour Intersecfion Pdstrns in Pk. Hr. = 92 Roosevelt Slreet at Corlsbod Village Drive Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 8:00 AM to 9:00 AM Page 2 of 3 South/^pr (NB) North Appr (SB) West Appr (EB) East/kppr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config - urations Inside (left) Outside Free-fiow 1 1 1 1 1 1 1 1 1 Lane Settings 0 1 0 0 1 0 1 2 0 1 2 0 Capacity 0 2000 0 0 2000 0 1800 4000 0 1800 4000 0 Are the North/South phases split (Y/N)? N Aie the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Houriy Volume 18 58 40 57 33 25 17 260 16 40 298 87 Adjusted Houriy Volume 0 116 0 0 115 0 17 276 0 40 385 0 Utilizafion Factor 0.00 0.06 0.00 0.00 0.06 0.00 0.01 0.07 0.00 0.02 0.10 0.00 Crifical Factors 0.06 0.00 0.01 0.10 ICU Rafio 0.27 LOS = Turning Movements at Intersection of: Roosevelt Street and Corlsbod Village Drive W e s t A P P r Time : 8:00 AM to 9:00 AM Date : 7/29/97 Day: Tuesday Name : K.M.&K.F.M. Totals 634 Sub- totals 341 293 North Approach 25 17 260 16 Subtotals Total 89 18 0 205 115 33 58 116 277 0 57 Roosevelt Street 162 t North 4^ 87 298 40 40 Total Subtotals Sub- totals 426 Totals 782 357 Corlsbod Viliage Drive E a s t A P P r South Approach Note : Left-turn volumes include U-turns. U-turns in bold. Roosevelt Street at Carlsbad Viliage Drive Lone Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 4:30 PM to 5:30 PM Page 3 of 3 South/\ppr (NB) North Appr (SB) West Appr (EB) East/ikppr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config- urations Inside (left) Outside Free-fiow 1 1 1 1 1 1 1 Lane Settings 0 1 0 0 1 0 1 2 0 1 2 0 Capacity 0 2000 0 0 2000 0 1800 4000 0 1800 4000 0 Aie the North/South phases split (Y/N)? N fi^e fhe East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 34 84 50 109 112 30 30 487 46 84 517 92 Adjusted Houriy Volume 0 168 0 0 261 0 30 633 0 84 609 0 Utilization Factor 0.00 0.08 0.00 0.00 0.13 0,00 0,02 0.13 0.00 0.06 0.15 0.00 Critical Factors 0.00 0.13 0.13 0.05 ICU Ratio = 0.41 LOS = A Turning Movements at Intersection of: Roosevelt Street and Corlsbod Village Drive W e s t A P P r Time: 4:30 PM to 5:30 PM North Approach Roosevelt Street Date : : 7/29/97 Day : Tuesday 456 Total Name : K.M.&K.F.M. 251 fx 205 Subtotals Sub-30 112 U 109 Sub- Totals 1146 totals 682 563 30 487 46 Subtotals Total 242 I t g-, North • 1 34 t 84 0 168 410 4_ 50 92 517 84 totals 693 646 Totals 1339 E a s t A P P r Carlsbad Village Drive South /Approach Note : Lett-turn volumes include U-turns. U-turns in bold. CITY OF CARLSBAD SUMMER 1997 INTERSECTION ANALYSIS SUMMARY Intersection Number: 27 Intersection Location: Carlsbad Village Drive and Jefferson Street CONTENT Turn Movement Count Summary (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Turn Movement Diagram P.M. Peak Hour ICU Analysis and Turn Movement Diagram PAGE lof 3 2 of 3 3 of 3 TransCore Turning Movement Count Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Street: Jefferson Street E/W Street: Carlsbad Village Drive File: CB9727.XLS Data Collected by K.M.&C.M.&M.C. Count Date: 7/31/97 Day: Thursday Weather: Clear Traffic Control: Signalized South Approach (NB) North Approach (SB) West Approach (EB) 16 min Total End of 15 min. prd. Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:16 AM 0 0 1 1 0 2 0 4 3 0 0 0 47 0 0 0 0 59 0 0 117 0 6:30 AM 0 0 0 1 0 7 0 2 4 1 0 0 42 0 1 1 0 51 3 1 111 3 6:45 AM 0 0 0 0 0 7 0 3 4 1 1 0 50 0 4 0 0 82 9 1 156 6 7:00 AM 1 0 4 0 0 9 0 5 2 1 2 0 58 0 3 3 0 96 1 181 4 7:15 AM 1 0 1 4 0 8 0 10 2 1 1 0 68 3 4 1 0 72 6 1 177 6 7:30 AM 0 0 2 1 0 12 0 12 3 1 3 0 74 2 3 2 0 69 3 1 183 5 7:45 AM 1 0 3 3 1 15 0 17 6 0 3 0 100 0 2 9 0 89 8 1 264 4 8:00 AM • 1 0 3 6 0 15 0 7 5 1 5 0 98 2 3 2 0 112 13 1 268 5 8:15 AM " 0 0 4 3 0 19 0 7 11 0 4 0 76 1 2 0 0 112 19 1 266 3 8:30 AM ' 2 0 2 2 0 10 0 4 7 2 6 0 95 2 9 6 0 106 14 2 265 13 8:45 AM ' 0 0 7 3 0 17 0 12 2 0 2 0 75 2 3 11 0 109 19 0 269 3 9:00 AM 0 0 3 1 0 17 0 9 5 2 8 0 99 1 5 3 0 107 16 2 268 9 Max, 15 min. 2 0 7 5 1 19 0 17 11 2 8 0 100 3 9 11 0 112 19 2 268 13 Pk, Hr, Vol, 3 0 16 13 0 61 0 30 25 3 17 0 344 7 17 18 0 439 66 4 1038 24 7:45 AM Peak Intersecfion Traffic in Pk. Hr. = 1038 Peak Hr, Factor 0,97 8:46 AM Hour Intersection 'dstrns in Pk. Hr. = 24 3:45 PM 1 0 6 1 1 30 0 13 12 2 13 0 197 2 5 6 0 178 21 4 480 12 4,00 PM 2 0 7 0 1 17 0 4 7 0 11 0 137 2 7 6 0 142 19 1 354 9 4:15 PM 2 0 8 1 1 44 0 16 17 1 15 0 228 4 5 5 0 167 26 6 532 13 4:30 PM 4 0 4 4 0 21 0 2 11 0 10 0 168 2 11 8 0 148 26 1 408 12 4:45 PM • 2 0 10 3 0 52 0 12 10 0 13 0 172 1 0 7 0 196 26 4 504 4 5:00 PM " 3 0 5 0 1 24 0 13 8 7 16 0 146 4 3 5 0 173 28 2 425 13 5:15 PM • 1 0 9 2 4 33 0 20 23 0 21 0 196 4 3 6 0 178 28 7 519 14 5:30 PM • 2 0 9 1 1 21 0 12 8 0 19 0 210 5 7 11 0 168 20 5 486 13 5:45 PM 0 0 7 0 0 12 0 13 23 1 17 0 168 2 5 4 0 158 21 5 426 11 6:00 PM 2 0 2 1 3 25 0 7 10 0 13 0 151 6 12 6 0 163 10 6 395 21 6:15 PM 0 0 2 0 1 21 0 7 14 0 17 0 153 2 3 4 0 179 15 4 414 8 6:30 PM 5 0 6 3 0 29 0 12 9 2 8 0 161 0 9 9 0 183 14 6 439 17 Max. 15 min. Pk. Hr. Vol. 5 8 0 0 10 33 4 6 4 6 52 130 0 0 20 57 23 49 7 7 21 69 0 0 228 723 6 14 12 13 11 28 0 0 196 716 28 102 7 18 532 1934 21 44 4:30 PM Peak Intersection Traffic in Pk, Hr, =1934 5:30 PM Hour Intersection Pdstrns in Pk, Hr, = 44 Peak Hr, Factor 0.91 Jefferson Street at Carlsbad Village Drive Lone Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 7:45 AM to 8:45 AM Page 2 of 3 South/Vppr (NB) North/^pr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config - urations Inside (left) Outside Free-flow 1 1 1 1 1 1 1 1 Lane Settings 0 1 0 0 1 0 1 2 0 1 2 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 3 16 13 61 30 25 17 344 7 18 439 65 Adjusted Houriy Volume 0 32 0 0 116 0 17 351 0 18 604 0 Ufilization Factor 0.00 0.02 0.00 0.00 0.06 0.00 0.01 0.09 0.00 0.01 0.13 0.00 Critical Factors 0.00 0.06 0.01 0.13 ICU Ratio = 0.30 LOS = A Turning Movements at intersection of: Jefferson Street and Carisbad Village Drive W e s t A P P r Time : 7:45 AM to 8:46 AM Date : 7/31/97 Day: Thursday Name : K.M.&C.M.&M.C. North Approach Totals 835 Sub- totals 467 368 25 344 Subtotals Total 55 3 0 87 116 30 16 32 214 0 61 Jefferson Street 98 t North 13 65 439 18 Total Subtotals Sub- totals 522 Totals 940 418 Corlsbod Village Drive E a s t A P P r South Approach Note : Left-turn volumes include U-turns. U-turns in bold. Jefferson Street at Corlsbod Viliage Drive Lane Configuration for Intersecfion Capacity Utilizafion Pk. Hr. Time Period : 4:30 PM to 5:30 PM Page 3 of 3 South Appr (NB) North Appr (SB) West Appr (EB) East/^pr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config - urations Inside (left) Outside Free-flow 1 2 3 4 6 6 7 1 1 1 1 1 1 1 Lane Settings 0 1 0 0 1 0 1 2 0 1 2 0 Capacity 0 2000 0 0 2000 0 1800 4000 0 1800 4000 0 /Ve the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efflciency Least Factor 0.10 Hourly Volume 8 33 6 130 57 49 69 723 14 28 715 102 Adjusted Hourly Volume 0 47 0 0 236 0 69 737 0 28 817 0 Utilizafion Factor 0.00 0.02 0.00 0.00 0.12 0.00 0.04 0.18 0,00 0.02 0.20 0.00 Critical Factors 0.00 0.12 0.04 0.20 ICU Ratio = 0.46 LOS = A Turning Movements at Intersection of: Jefferson Street and Carlsbad Village Drive W e s t A P P r Time : 4:30 PM to 6:30 PM Date: 7/31/97 Day : Thursday Name : K.M.&C.M.&M.C. North Approach Totals 1578 Sub- totals 772 806 69 723 14 Subtotals Total 49 99 440 236 0 57 130 t 1^ North • "l 8 T 33 0 47 146 Jefferson Street 204 102 715 28 Total Subtotals Sub- totals 845 859 Totals 1704 E a s t A P P r Carisbad Village Drive South Approach Note : Left-turn volumes include U-turns. U-turns in bold. CTTY OF CARLSBAD SUMMER 1997 INTERSECTION ANALYSIS SUMMARY Intersection Number: 28 Intersection Location: Carlsbad Village Drive and Harding Street CONTENT Turn Movement Count Summary (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Turn Movement Diagram P.M. Peak Hour ICU Analysis and Turn Movement Diagram PAGE lof 3 2 of 3 3 of 3 TransCore Turning Movement Count Analysis Page 1 of3 City: Carlsbad Intersection of: N/S Street: Harding Street E/W Street: Carlsbad Village Drive File: CB9728.XLS Data Collected by K.K,&K,M, Count Date: 7/30/97 Day: Wednesday Weather: Clear Traffic Control: Signalized South Approach (NB) North /Approach (SB) West Approach (EB) East Approach (WB) 16 min Total End of 15 min. prd. Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Pedis Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 1 0 9 13 0 6 0 1 0 0 3 2 29 7 1 7 0 32 2 1 112 2 6:30 AM 0 0 6 15 3 9 0 0 2 2 1 0 60 2 2 11 1 39 8 4 144 11 6:45 AM 4 0 8 12 2 16 1 7 2 0 2 0 60 4 1 14 2 67 8 0 207 3 7:00 AM 3 0 5 18 0 22 0 0 2 0 4 0 61 2 1 14 3 71 4 0 199 1 7:15 AM 3 0 12 20 2 12 0 10 6 0 2 0 83 5 2 9 5 63 9 2 239 6 7:30 AM 2 0 8 19 0 23 0 10 11 3 1 0 72 3 6 18 8 81 11 0 267 9 7:46 AM 1 0 10 21 5 13 0 4 7 0 3 2 100 3 5 16 7 75 5 1 267 11 8:00 AM • 3 0 17 21 3 16 0 4 0 1 6 1 100 4 2 14 7 100 21 0 314 6 8:15 AM " 5 0 18 18 1 30 0 7 0 0 8 0 92 0 5 18 5 101 15 0 317 6 8:30 AM ' 3 0 12 17 0 29 0 12 2 4 5 1 98 4 1 12 4 108 16 0 323 6 8:45 AM " 5 0 15 18 3 26 0 6 1 0 6 0 120 4 5 24 6 156 24 1 410 9 9:00 AM 6 0 17 17 1 25 0 3 1 2 2 1 106 1 1 12 5 97 12 1 306 5 Max, 16 min. 6 0 18 21 6 30 1 12 11 4 8 2 120 7 6 24 8 166 24 4 410 11 Pk, Hr, Vol, 16 0 62 74 7 101 0 29 3 5 25 2 410 12 13 68 21 466 76 1 1364 26 7:45 AM Peak Intersecfion Traffic in Pk. Hr. = 1364 Peak Hr, Factor 0,83 8:45 AM Hour Intersection Pdstrns in Pk, Hr, = 26 3:45 PM • 18 3 25 26 9 43 0 8 4 2 10 0 258 10 7 33 13 198 6 4 654 22 4.00 PM • 11 2 19 29 6 33 0 10 6 1 10 0 190 11 8 48 8 192 33 2 602 17 4:15 PM • 11 1 21 30 10 32 0 13 1 4 5 0 169 10 7 25 14 201 32 5 566 26 4:30 PM • 8 1 26 30 9 50 0 22 1 0 6 0 218 9 6 26 7 197 28 2 629 17 4:45 PM 3 0 27 32 11 40 0 11 1 3 9 0 190 12 8 18 4 149 20 3 616 25 5:00 PM 8 0 44 23 5 50 0 23 2 1 6 0 152 4 9 22 15 261 36 4 646 19 5:15 PM 4 1 19 27 3 44 0 11 1 0 4 0 239 9 20 33 7 176 17 0 592 23 5:30 PM 10 0 31 30 13 42 0 8 1 3 8 0 202 11 12 30 8 208 24 2 613 30 5:45 PM 9 1 14 22 9 69 0 12 4 6 6 0 187 10 18 29 10 213 15 1 591 34 6:00 PM 4 2 32 24 6 50 0 19 0 1 7 0 194 6 5 38 11 201 24 0 612 12 6:15 PM 9 1 18 25 2 44 0 11 0 2 6 0 171 9 5 32 7 174 15 2 622 11 6:30 PM 10 4 21 19 6 34 0 8 2 2 7 0 146 4 8 26 9 123 9 0 422 16 Max. 16 min. Pk. Hr. Vol. 18 48 4 7 44 91 32 115 13 34 59 158 0 0 23 53 6 12 6 7 10 31 0 0 258 835 12 40 20 28 48 132 15 42 261 788 36 98 6 13 654 2460 34 82 3:30 PM Peak Intersection Traffic in Pk. Hr. = 2460 Peak Hr, Factor 0,94 4:30 PM Hour Intersecfion Pdstrns in Pk, Hr, 82 Harding Street at Carlsbad Viliage 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 (left) Outside Free-flow 1 2 3 4 5 6 7 1 1 1 1 1 1 1 1 Lane Settings 0 1 0 0 1 0 1 2 0 1 2 0 Capacity 0 2000 0 0 2000 0 1800 4000 0 1800 4000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Houriy Volume 16 62 74 101 29 3 27 410 12 89 465 76 Adjusted Houriy Volume 0 152 0 0 133 0 27 422 0 89 541 0 Utilization Factor 0.00 0.08 0.00 0.00 0.07 0.00 0.02 0.11 0.00 0,05 0.14 O.OO Crrtical Factors 0.08 0.00 0,11 0,05 ICU Ratio = 0.34 LOS = : A Turning Movements at Intersection of: Harding Street and Carisbad Village Drive Time : 7:45 AM to 8:45 AM North Approach Harding Street Date : 7/30/97 Day : Wednesday 296 Total Name: K.K.&K.M. 133 n 163 Subtotals Sub-3 29 U 101 Sub- Totals totals 1 X 1 totals Totals W T E e 486 A A a s 935 2 27 T ^ 76 s t 449 410 —• 4 •4— 465 630 t A 12 1 North ^ 89 21 1236 A P 606 P P r t r P r 16 0 62 74 Carlsbad Village Drive Subtotals Total 109 152 261 South Approach Note : Left-turn volumes include U-turns. U-turns in bold. Harding Street at Corlsbod Village Drive Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 3:30 PM to 4:30 PM Page 3 of 3 South Appr (NB) North/^ppr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lone Config - urotions Inside (left) Outside Free-flow 1 1 1 1 1 1 1 1 Lane Settings 0 1 0 0 1 0 1 2 0 1 2 0 Capacity 0 2000 0 0 2000 0 1800 4000 0 1800 4000 0 Aie the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 66 91 116 168 53 12 31 835 40 174 788 98 Adjusted Hourly Volume 0 261 0 0 223 0 31 875 0 174 886 0 Utilization Factor 0.00 0.13 0.00 0.00 0.11 0.00 0.02 0.22 0.00 0.10 0.22 0.00 Crrtical Factors 0.13 0.00 0.22 0.10 ICU Ratio 0.55 LOS = Turning Movements at Intersection of: Harding Street and Carlsbad Village Drive W e s t A P P r Time : 3:30 PM to 4:30 PM Date : 7/30/97 Day: Wednesday Name: K.K.&K.M. Totals 1764 Sub- fotals 848 906 North Approach 223 12 53 31 835 40 Subtotals Total _i4 232 I t 4, North • 1 65 T 91 7 261 493 Harding Street 443 0 158 220 98 788 174 115 Total Subtotals Sub- totals 42 1060 1150 Totals 2210 E a s f A P P r Corlsbod Village Drive South Approach Note : Left-turn volumes include U-turns. U-turns in bold. CITY OFCARLSBAD SUMMER 1997 INTERSECTION ANALYSIS SUMMARY Intersection Number: 29 Intersection Location: Poinsettia Lane and Batiquitos Drive CONTENT Turn Movement Count Summary (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Turn Movement Diagram P.M. Peak Hour ICU Analysis and Turn Movement Diagram PAGE lof 3 2 of 3 3 of 3 TransCore Turning Movement Count Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Street: Batiquitos Drive E/W Street: Poinsettia Lane File : CB9729.XLS Data Collected by D.M.&C.M. Count Date: 8/7/97 Day: Thursday Weather: Clear Traffic Control: Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 16 min Total End of 16 min. prd. Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 22 0 0 1 0 0 0 2 8 0 1 0 30 4 1 1 0 42 0 2 111 3 6:30 AM 23 0 0 0 1 0 0 0 10 0 4 0 47 18 0 1 0 48 0 0 161 1 6:45 AM 28 0 0 0 0 1 0 1 24 0 4 0 90 19 0 0 0 67 0 0 234 0 7:00 AM 29 0 0 1 0 3 0 0 24 0 7 0 123 36 0 1 0 77 2 0 303 0 7:15 AM 38 0 1 4 0 3 0 0 17 0 7 0 79 41 2 0 0 98 1 2 289 4 7:30 AM 38 0 1 0 0 4 0 1 25 0 10 0 84 23 0 0 0 92 2 8 280 8 7:45 AM * 46 0 1 1 0 10 0 2 25 0 2 2 80 23 1 0 0 126 6 1 323 2 8:00 AM • 46 0 2 2 0 6 0 1 28 0 6 1 81 22 1 1 0 126 1 0 323 1 8:15 AM • 62 0 1 0 0 5 0 1 26 0 5 1 74 24 1 0 0 83 2 0 284 1 8:30 AM " 49 0 1 1 1 10 0 1 27 0 7 1 92 29 3 2 0 82 3 0 305 4 8:45 AM 25 0 1 0 0 4 0 2 10 0 7 1 72 21 3 2 0 91 3 0 239 3 9:00 AM 39 0 0 0 0 2 0 1 21 0 6 0 84 9 3 0 .0 111 6 0 278 3 Max. 15 min. 62 0 2 4 1 10 0 2 28 0 10 2 123 41 3 2 0 126 6 8 323 8 Pk. Hr. Vol. 202 0 5 4 1 31 0 5 106 0 20 5 327 98 6 3 0 417 12 1 1236 8 7:30 AM Peak Intersection Traffic in Pk. Hr. = 1235 Peak Hr, Factor 0,96 8:30 AM Hour Intersection Pdstrns in Pk. Hr. = 8 3:45 PM 47 0 0 6 0 6 0 3 22 0 23 3 121 37 0 4 0 140 8 0 420 0 4:00 PM 59 0 1 1 0 4 0 2 8 0 18 2 117 41 0 1 0 169 5 0 428 0 4:15 PM 23 0 1 1 0 3 0 2 11 0 14 2 125 25 1 1 0 114 6 0 328 1 4:30 PM 41 0 2 2 0 6 0 3 11 0 23 2 89 29 0 1 0 106 3 1 318 1 4:45 PM 33 0 1 1 0 6 0 1 11 0 21 2 114 34 1 1 0 96 5 0 326 1 5:00 PM 35 0 0 2 0 5 0 3 12 1 22 3 118 44 1 2 0 103 9 0 358 2 5:16 PM • 43 0 1 4 0 8 0 0 12 2 25 1 138 41 0 1 0 109 7 0 390 2 5:30 PM • 29 0 1 0 0 5 0 3 16 1 27 3 139 62 2 3 1 117 8 1 404 4 5:45 PM • 29 0 3 0 0 3 0 1 25 0 32 1 121 45 2 1 0 111 12 2 384 4 6:00 PM • 27 0 0 1 0 9 0 0 9 0 23 0 151 66 2 1 0 106 12 0 395 2 6:15 PM 28 0 3 3 0 6 0 1 11 0 25 0 136 46 1 7 0 84 6 0 365 1 6:30 PM 40 0 4 2 0 7 0 5 16 1 24 0 117 40 1 2 0 71 12 0 340 2 Max. 15 min. 59 0 4 6 0 9 0 5 25 2 32 3 151 56 2 7 1 169 12 2 428 4 Pk. Hr. Vol. 128 0 5 5 0 25 0 4 62 3 107 5 549 194 6 6 1 443 39 3 1573 12 5:00 PM Peak Intersection Traffic in Pk. Hr. = 1573 Peak Hr, Factor 0.92 6:00 PM Hour Intersection Pdstrns in Pk, Hr, = 12 Batiquitos Drtve at Poinsettia Lone 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 Lone Config - urations Inside (left) Outside Free-flow 1 1 1 1 1 1 1 1 Lone 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 Aie the North/South phases split (Y/N)? N Aie the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Houriy Volume 202 5 4 31 6 106 25 327 98 3 417 12 Adjusted Houriy Volume 202 5 4 31 6 106 25 425 0 3 429 0 Utilization Factor 0.11 0.00 0.00 0.02 0.00 0.06 0.01 0.11 0.00 0.00 0.11 0.00 Critical Factors 0.11 0.06 0.01 0.11 ICU Ratio = 0.39 LOS = Turning Movements at Intersection of: Batiquitos Drive and Poinsettia Lone W e s t A P P r Time : 7:30 AM to 8:30 AM Date: 8/7/97 Day : Thursday Name : D.M.&C.M. Totals 1180 Sub- fotals 730 450 25 327 98 Subtotals Total North Approach 106 106 202 0 317 142 5 5 211 Batiquitos Drtve 179 0 31 37 t North 4^ <- 12 417 3 Total Subtotals Sub- totals 432 362 Totals 794 Poinsettia Lone E a s t A P P r South Approach Note : Left-turn volumes include U-turns. U-turns in bold. Batiquitos Drive at Poinsettia lane Lone Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 5:00 PM to 6:00 PM Page 3 of 3 South Appr (NB) North A^ppr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lone Config- urations Inside (left) Outside Free-flow 1 1 1 1 1 1 1 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 /Ve the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Houriy Volume 128 5 5 25 4 62 112 549 194 7 443 39 Adjusted Houriy Volume 128 5 5 25 4 62 112 743 0 7 482 0 Utilization Factor 0.07 0.00 0.00 0.01 0.00 0.03 0.06 0.19 0.00 0.00 0.12 0.00 Crifical Factors 0.07 0.03 0.19 0.00 ICU Ratio = 0.39 LOS = A Turning Movements at Intersection of: Batiquitos Drive and Poinsettia Lane W e s t A P P r Time : 5:00 PM to 6:00 PM Dote: 8/7/97 Day: Thursday Name : D.M.&C.M. Totals 1493 Sub- totals 638 855 North Approach 112 549 194 Subtotals Total 91 4 Batiquitos Drive 242 0 25 t North ^ t r 128 5 5 0 204 138 342 151 39 443 7 Total Subtotals Sub- totals 489 680 Totals 1069 Poinsettia Lone E a s t A P P r South Approach Note : Left-turn volumes include U-turns. U-turns in bold. CTTY OF CARLSBAD SUMMER 1997 INTERSECTION ANALYSIS SUMMARY Intersection Number: 30 Intersection Location: Poinsettia Lane and Paseo Del Norte CONTENT PAGE Turn Movement Count Summary (A.M. and P.M.) 1 of 3 A.M. Peak Hour ICU Analysis and Turn Movement Diagram 2 of 3 P.M. Peak Hour ICU Analysis and Turn Movement Diagram 3 of 3 TransCore Turning Movement Count Analysis Poge 1 of 3 City: Carlsbad Intersection of: N/S Slreet: Paseo Del Norte E/W Street: Poinsettia Lane File: CB9730.XLS Data Collected by K.K.&K.M. Count Date: 8/7/97 Day: Thursday Weather: Clear Traffic Control: Signalized South Approach (NB) North Approach (SB) West /Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:16 AM 1 0 0 0 0 3 0 1 18 0 11 0 30 0 0 0 0 63 5 0 122 0 6:30 AM 12 0 0 0 0 6 0 0 32 0 14 0 65 2 0 0 0 79 2 2 202 2 6:45 AM 10 0 0 0 0 13 0 5 40 0 28 0 93 6 0 0 0 113 2 3 309 3 7:00 AM 9 0 1 1 1 8 0 2 56 0 50 0 163 10 3, 0 0 121 9 3 430 7 7:16 AM 4 0 0 0 3 12 0 4 41 0 47 0 124 8 4 0 0 137 16 4 392 11 7:30 AM 3 0 1 0 0 10 0 4 62 0 38 0 95 6 2 0 0 164 16 4 398 6 7:45 AM " 8 0 2 1 0 7 0 0 68 0 32 0 106 12 1 4 0 160 16 1 414 2 8:00 AM • 8 0 1 0 1 11 0 1 56 0 59 0 106 6 2 0 0 169 21 2 437 6 8:16 AM • 10 0 2 3 0 16 0 0 56 0 44 0 94 6 0 2 0 166 15 0 413 0 8:30 AM ' 6 0 5 0 0 19 0 3 61 0 31 0 97 6 5 1 0 172 14 2 406 7 8:46 AM 16 0 2 2 2 20 0 1 34 0 34 0 105 9 3 1 1 141 13 0 379 5 9:00 AM 16 0 2 1 1 12 0 0 46 0 37 0 74 1 0 1 0 128 11 1 329 2 Max, 15 min. 16 0 5 3 3 20 0 5 68 0 69 0 163 12 6 4 1 172 21 4 437 n Pk. Hr. Vol. 32 0 10 4 . 1 53 0 4 231 0 166 0 401 30 8 7 0 666 66 6 1669 14 7:30 AM Peak Intersecfion Traffic in Pk, Hr. = 1669 Peak Hr. Factor 0.96 8:30 AM Hour Intersection Pdstrns in Pk. Hr. = 14 3:45 PM 5 1 7 6 0 21 0 0 76 0 66 1 178 13 0 2 0 206 22 0 604 0 4:00 PM 10 0 0 3 1 18 0 4 40 0 48 0 138 8 2 2 0 181 27 1 479 4 4:15 PM 21 0 22 10 2 22 0 1 59 0 88 0 155 24 3 1 0 163 36 0 601 5 4:30 PM 5 0 3 6 0 18 0 2 40 0 34 0 94 6 1 2 0 88 13 0 311 1 4:45 PM 6 0 0 1 1 27 0 4 78 1 66 0 148 19 3 1 0 190 24 0 563 6 6:00 PM 5 0 2 0 0 21 0 1 48 0 68 0 166 17 1 1 0 108 14 0 450 1 6:16 PM • 4 0 2 1 1 20 0 3 58 0 95 0 182 9 0 1 0 144 21 0 540 1 6:30 PM * 5 0 1 2 1 25 0 4 64 0 87 0 217 10 0 2 0 142 22 0 671 1 5:45 PM • 2 0 0 0 0 24 0 2 63 0 78 0 161 12 0 7 0 166 13 0 518 0 6:00 PM • 8 0 3 4 0 33 0 2 57 1 95 0 213 14 0 4 0 121 29 1 583 2 6:15 PM 11 0 3 2 0 23 1 1 61 0 84 0 198 10 0 3 0 121 20 0 538 0 6:30 PM 4 0 0 4 1 25 0 2 28 0 65 0 110 7 0 1 0 100 10 0 356 1 Max. 16 min. 21 1 22 10 2 33 1 4 78 1 95 1 217 24 3 7 0 206 35 1 604 6 Pk. Hr. Vol. 19 0 6 7 2 102 0 11 232 1 355 0 773 45 0 14 0 563 86 1 2212 4 5:00 PM Peak Intersection Traffic in Pk. Hr. =2212 6:00 PM Hour Intersection Pdstrns in Pk. Hr. = 4 Peak Hr. Factor 0.92 Paseo Del Norte at Poinsettia Lane Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 7:30 AM to 8:30 AM Page 2 of 3 South/^ppr (NB) North/\ppr (SB) West Appr (EB) East/^pr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lone Config - urations Inside Oeft) Outside Free-flow 1 1 1 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 /Ve the North/South phases split (Y/N)? N Are the East/West phases spirt (Y/N)? N Efficiency Lost Factor 0.10 Houriy Volume 32 10 4 53 4 231 166 401 30 7 666 65 Adjusted Houriy Volume 32 14 0 53 235 0 166 401 30 7 731 0 Utilization Factor 0.02 0.01 0.00 0.03 0.12 0.00 0.05 0.10 0.02 0.00 0.18 0,00 Critical Factors 0.02 0.12 0.05 0,18 ICU Ratio = 0.47 LOS = A Turning Movements at intersection of: Paseo Dei Norte and Poinsettia Lane W e s t A P P r Time : 7:30 AM to 8:30 AM Date: 8/7/97 Day: Thursday Name : K,K,&K,M, Totals 1626 Sub- totals 929 597 North Approach 231 166 401 30 Subtotals Total 41 32 0 87 288 4 629 0 53 10 46 Poseo Dei Norte 241 t North 4_ 65 666 7 Total Subtotals Sub- totals 738 468 Totals 1196 Poinsettia Lone E a s t A P P r South Approach Note : Left-turn volumes include U-turns. U-turns in bold. Paseo Del Norte at Poinsettia Lane Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 5:00 PM to 6:00 PM Page 3 of 3 South/Vppr (NB) North/Vppr (SB) West Appr (EB) East/^pr(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 1 1 Lone Settings 1 1 0 1 1 0 2 2 1 1 2 0 Capacity 1800 2000 0 1800 2000 0 3240 4000 1800 1800 4000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Houriy Volume 19 6 7 102 11 232 356 773 46 14 563 85 Adjusted Hourly Volume 19 13 0 102 243 0 355 773 46 14 648 -0 Utilization Factor 0.01 0.01 0.00 0.06 0.12 0.00 0.11 0.19 0.03 0.01 0.16 0.00 Critical Factors 0.01 0.12 0.11 0.16 ICU Ratio = 0.50 LOS= A Turning Movements at Intersection of: Paseo Dei Norte and Poinsettia Lone Time : 5:00 PM to 6:00 PM North Approach Paseo Dei Norte Dote: 8/7/97 Day : Thursday 791 Total Name : K.K.&K.M. 345 n 446 Subtotals Sub-232 11 U 102 Sub- w e s t A P P r Totals 1987 totals 814 1173 355 773 45 t North 4^ 85 563 14 totals 662 882 Totals 1544 E a s t A P P r Subtotals Total 70 19 0 102 6 32 Poinsettia Lane South Approach Note : Left-turn volumes include U-turns. U-turns in bold. CITY OF CARLSBAD SUMMER 1997 INTERSECTION ANALYSIS SUMMARY Intersection Number: 31 Intersection Location: Poinsettia Lane and Avenida Encinas CONTENT PAGE Turn Movement Count Summary (A.M. and P.M.) lof 3 A.M. Peak Hour ICU Analysis and Turn Movement Diagram 2 of 3 P.M. Peak Hour ICU Analysis and Turn Movement Diagram 3 of 3 TransCore Turning Movement Count Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Sti'eet: Avenida Encinas E/W Street: Poinsettia Lane File: CB9731.XLS Data Collected by M.C.&M.T. Count Date: 8/7/97 Day: Thursday Weather: Clear Traffic Control: Signalized South Approach (NB) North Approach (SB) West /Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:16 AM 1 0 1 16 0 8 0 1 1 0 0 0 4 2 0 6 0 12 21 1 73 1 6:30 AM 4 0 2 21 2 18 0 4 1 0 2 0 8 2 0 25 0 11 19 2 117 4 6:45 AM 2 0 1 22 1 16 0 1 1 0 2 0 10 3 0 23 1 15 11 2 108 3 7:00 AM 7 0 1 30 0 15 0 6 3 0 3 0 17 3 4 32 0 32 31 6 180 10 7:15 AM 5 0 6 22 0 18 0 4 3 0 5 0 18 1 1 31 1 20 17 4 151 6 7.30 AM 2 0 4 25 1 9 0 2 2 0 2 0 18 2 2 20 0 24 64 4 174 7 7:45 AM 6 0 6 28 0 19 0 5 4 0 6 0 14 3 0 37 0 24 47 3 197 3 8:00 AM " 3 0 9 35 0 26 0 8 3 0 6 0 16 5 0 68 0 30 63 1 272 1 8:15 AM • 12 1 6 48 0 24 0 8 3 0 6 0 13 8 1 59 0 30 45 3 263 4 8:30 AM " 14 0 5 38 1 16 0 7 1 0 3 0 14 2 1 51 0 34 38 1 223 3 8:45 AM " 6 0 6 32 0 27 0 6 2 0 4 0 19 11 0 39 0 31 39 4 221 4 9:00 AM 4 0 8 43 0 19 0 9 6 0 6 0 20 9 2 58 0 44 38 1 263 3 Max. 16 min. 14 1 9 48 2 27 0 9 6 0 6 0 20 11 4 68 1 44 64 6 272 10 Pk, Hr, Vol. 34 1 26 153 1 93 0 29 9 0 19 0 62 26 2 217 0 125 185 9 979 12 7:45 AM Peak Intersection Traffic in Pk, Hr, = 979 Peak Hr. Factor 0.90 8:45 AM Hour Intersection Pdstrns in Pk, Hr, = 12 3:46 PM 14 0 14 88 1 33 0 14 6 0 4 0 32 18 0 107 1 46 48 0 425 1 4:00 PM 18 0 7 82 1 24 0 9 9 0 4 0 22 15 0 45 0 31 40 1 306 2 4:15 PM 25 0 14 77 0 31 0 11 5 0 4 0 36 25 1 86 0 52 36 1 402 2 4:30 PM 14 0 10 84 0 32 0 7 10 0 2 0 36 14 1 73 1 39 43 2 365 3 4:45 PM 30 0 8 80 0 55 0 1 6 0 1 0 28 16 0 79 0 31 31 1 366 1 5:00 PM 15 0 9 78 2 33 0 13 10 0 6 0 47 15 1 100 0 52 36 0 413 3 5:15 PM • 30 0 12 99 3 42 0 12 10 0 3 0 48 13 1 76 0 49 48 0 442 4 5:30 PM • 20 1 9 80 2 45 0 19 7 0 8 0 42 26 0 84 0 54 22 3 417 5 5:45 PM • 24 0 9 113 0 40 0 20 11 0 9 0 40 30 6 76 0 33 41 2 446 8 6:00 PM • 23 2 13 99 2 31 0 15 9 0 9 0 49 17 3 77 0 49 36 5 429 10 6:15 PM 19 0 16 73 3 40 0 16 9 0 7 0 26 12 1 77 0 30 39 3 364 7 6:30 PM 14 0 12 71 4 44 0 14 6 0 4 0 23 14 3 67 0 30 24 1 322 8 Max. 15 min. 30 2 16 113 4 56 0 20 11 0 9 0 49 30 6 107 1 64 48 5 446 10 Pk, Hr, Vol, 97 3 43 391 7 158 0 66 37 0 29 0 179 86 10 313 0 186 147 10 1734 27 6:00 PM Peak Intersection Traffic in Pk. Hr. = 1734 Peak Hr. Factor 0.97 6:00 PM Hour Intersection Pdstrns in Pk. Hr. = 27 Avenida Encinas at Poinsettia Lone Lone Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:45 AM to 8:45 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 1 1 1 1 1 1 Config- (left) 2 1 1 1 urations 3 1 1 1 4 1 1 1 5 6 1 Outside 7 Free-flow Lone Settings 1 1 1 0 1 0 1 3 0 2 2 1 Capacity 1800 2000 1800 0 2000 0 1800 6000 0 3240 4000 1800 Are the North/South phases split (Y/N)? Y Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Houriy Volume 36 26 153 93 29 9 19 62 26 217 126 185 Adjusted Hourly Volume 36 26 153 0 131 0 19 88 0 217 125 185 Utilization Factor 0.02 0.01 0.09 0.00 0.07 0.00 0,01 0,01 0,00 0.07 0.03 0.10 Critical Factors 0.09 0.05 0,01 0.10 ICU Ratio = 0.35 LOS = A Turning Movements at Intersection of: Avenida Encinos and Poinsettia Lone Time : 7:45 AM to 8:46 AM North Approach Avenida Encinas Date: 8/7/97 Day : Thursday 361 Total Name : M.C.&M.T. 131 n 230 Subtotals Sub-9 29 U 93 Sub- W e s t A P P r Totals 275 totals 168 107 19 62 26 t North ^ t r 185 125 217 totals 527 308 \ Totals 835 E a s t A P P r Subtotals Total 273 36 1 487 26 214 163 Poinsettia Lone South Approach Note : Left-turn volumes include U-turns. U-turns in bold. Avenida Encinas at Poinsettia Lone Lone Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 5:00 PM to 6:00 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 1 1 1 Lone Settings 1 1 1 0 1 0 1 3 0 2 2 1 Capacity 1800 2000 1800 0 2000 0 1800 '6000 0 3240 4CO0 1800 Aie fhe North/South phases split (Y/N)? Y Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 100 43 391 168 66 37 29 179 86 313 185 147 Adjusted Hourly Volume 100 43 391 0 261 0 29 265 0 313 185 147 Utilization Factor 0.06 0.02 0.22 0.00 0.13 0.00 0.02 0.04 0.00 0.10 0.05 0.08 Critical Factors 0.19 0.00 0.04 0.10 ICU Ratio 0.43 LOS = Turning Movements at Intersection of: Avenida Encinas and Poinsettia Lone W e s t A P P r Time : 6:00 PM to 6:00 PM North Approach Avenida Encinas Date : 8/7/97 Day ; Thursday 480 Total Name : M.C.&M.T. 261 n 219 Subtotals Sub-37 66 u 168 Sub- Totals 613 totals 319 294 29 179 86 t North Subtotals Total 468 100 3 1002 43 534 4._ 391 147 185 313 totals 645 728 Totals 1373 Poinsettia Lone E a s t A P P r South Approach Note : Left-turn volumes include U-turns. U-turns in bold. CTTY OF CARLSBAD SUMMER 1997 INTERSECTION ANALYSIS SUMMARY Intersection Number: 32 Intersection Location: Tamarack Avenue and Carlsbad Village Drive CONTENT PAGE Turn Movement Count Summary (A.M. and P.M.) lof 3 A.M. LOS Analysis (HCM Delay Method) 2 of 3 P.M. LOS Analysis (HCM Delay Method) 3 of 3 TransCore Turning Movement Count /^alysis Page 1 of 3 City: Carlsbad Intersection of: N/S Sfi'eet: Tamarack Avenue E/W Street: Carlsbad Village Drive File: CB9732.XLS Data Collected by K.M.&C.M. Count Date: 7/30/97 Day: Wednesday Weather: Cloudy Traffic Control: Unsignalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 16 min Total" End of 15 min. prd. Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 2 0 1 1 0 0 0 4 6 0 1 0 1 6 0 0 0 6 1 2 28 2 6:30 AM 3 0 2 0 0 1 0 6 4 1 3 0 2 9 4 1 0 9 1 0 41 5 6:45 AM 3 0 1 2 0 0 0 10 13 0 2 0 2 4 3 1 0 9 1 0 48 3 7:00 AM 4 0 5 0 0 0 0 17 13 0 5 0 2 9 1 0 0 9 0 0 64 1 7:16 AM 7 0 0 1 0 0 0 8 6 0 3 0 7 8 0 4 .0 13 0 0 57 0 7:30 AM 9 0 1 0 2 0 0 12 10 0 0 0 3 12 0 6 - 0 14 0 0 66 2 7:45 AM ' 11 0 1 0 0 0 0 12 15 1 6 0 5 8 2 2 0 21 2 0 83 3 8:00 AM • 11 0 1 2 0 0 0 11 12 0 2 0 10 12 0 9 0 13 3 0 86 0 8:15 AM • 10 0 3 0 0 0 0 10 11 0 7 0 8 10 1 7 0 15 1 0 82 1 8:30 AM ' 9 0 1 1 0 1 0 8 14 0 2 0 10 16 2 1 0 14 0 0 77 2 8:45 AM 11 0 6 5 0 0 0 11 13 0 2 0 6 6 2 6 0 12 3 0 79 2 9:00 AM 7 0 2 6 0 0 0 7 5 1 2 0 12 6 2 1 0 13 0 0 61 3 Max, 15 min. 11 0 6 6 2 1 0 17 16 1 7 0 12 16 4 9 0 21 3 2 86 5 Pk, Hr,Vol, 41 0 6 3 0 1 0 41 52 1 17 0 33 46 6 19 0 63 6 0 328 6 7:30 AM Peak Intersection Traffic in Pk, Hr, = 328 Peak Hr, Factor 0,96 8:30 AM Hour Intersection Pdstrns in Pk, Hi 6 3:45 PM 3 0 9 5 0 2 0 5 12 0 14 0 13 5 0 2 0 13 1 0 84 0 4:00 PM 19 0 5 4 0 1 0 6 6 0 7 0 18 7 3 5 0 16 0 0 93 3 4:15 PM 6 0 4 3 0 0 0 1 4 0 12 0 21 9 0 2 0 12 5 0 79 0 4:30 PM 8 0 6 3 0 1 0 7 7 0 10 0 28 8 0 2 0 10 1 0 91 0 4:45 PM 14 0 10 6 0 0 0 6 6 0 7 0 14 14 2 7 0 13 0 0 97 2 5:00 PM 16 0 16 2 0 2 0 4 6 1 10 0 26 10 4 2 0 16 1 0 111 6 5:15 PM 9 0 26 9 0 3 0 3 8 0 16 0 24 8 0 2 0 20 3 0 131 0 5:30 PM • 22 0 3 7 0 0 0 6 13 1 14 0 24 16 1 2 0 14 0 0 121 2 5:45 PM • 11 0 14 5 1 1 0 4 10 0 24 0 26 14 1 2 0 16 1 0 128 2 6:00 PM • 8 0 10 11 1 1 0 3 7 5 16 0 45 17 2 5 0 20 2 0 145 8 6:15 PM • 16 0 10 3 1 0 0 11 20 1 17 0 43 14 2 5 0 19 3 0 161 4 6:30 PM 7 0 11 3 0 0 0 3 13 5 16 0 23 8 3 4 0 19 1 0 108 8 Max, 15 min, Pk,Hr,Vol, 22 67 0 0 26 37 11 26 1 3 3 2 0 0 11 24 20 50 6 7 24 71 0 0 45 138 17 61 4 6 7 14 0 0 20 69 5 6 0 0 161 656 8 16 5:16 PM Peak Intersection Traffic in Pk, Hr, = 555 6:15 PM Hour Intersection Pdstrns in Pk, Hr, = 16 Peak Hr, Factor 0,86 TransCore - San Diego Intersection: City / State: Dote: 7/30/97 Analysis Period: AM Peak Tamarack avenue & CarlsbacJ Village Drive Analyst: BLT Proj No: 80044 Carlsbacd, California RIenanne: 7awsc32a.xi5 APPROACH VOLUMES Approach LT TH RT Total PHF EB 17 33 46 96 0.86 WB 19 63 6 88 0.88 NB 41 6 3 50 0.89 SB 1 41 52 94 0.87 NUMBER 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 OF THE RESULTS Approach EB WB NB SB Delay (seconds) 1.7 2.0 1.2 47.2 Capacity 762 534 967 107 LOS A A A F Intersection Total Delay: Intersection Level of Service: 14.6 seconds C TransCore - San Diego Intersection: Tamarack Avenue & Carlsbad Village Drive City / State: Cartsbad, California Date: 7/30/97 Analysis Period; PM Peak Analyst: BLT Proj No; 80044 Filename: 7awsc32p.xls APPROACH VOLUMES Approach LT TH RT Total PHF EB 71 138 61 270 0.87 WB 14 69 6 89 0.80 NB 57 37 26 120 0.95 SB 2 24 50 76 0.80 DF 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 OF THE RESULTS Approach EB WB NB SB Delay (seconds) 3.7 2.3 1.7 100.6 Capacity 900 505 886 78 LOS A A A F Intersection Total Delay: Intersection Level of Service: 16.3 seconds C CFTY OF CARLSBAD SUMMER 1997 INTERSECTION ANALYSIS SUMMARY Intersection Number: 33 Intersection Location: Alga Road and El Fuerte Street CONTENT PAGE Turn Movement Count Summary (A.M. and P.M.) lof 3 A.M. Peak Hour ICU Analysis and Turn Movement Diagram 2 of 3 P.M. Peak Hour ICU Analysis and Turn Movement Diagram 3 of 3 TransCore Turning Movement Count Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Street: El Fuerte Street E/W Street: Alga Road File: CB9733.XLS Data Collected by D.M.&C.I.&R.F. Count Date: 7/8/97 Day: Tuesday Weather: Sunny Traffic Control: Signalized SoLith 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 7 0 0 7 0 2 0 2 3 0 0 0 10 1 1 2 0 34 1 2 69 3 6:30 AM 1 0 0 8 1 2 0 1 6 1 3 0 26 0 0 0 0 23 6 1 76 3 6:46 AM 3 0 0 10 0 6 0 0 2 4 6 0 29 0 0 0 0 48 8 2 112 6 7:00 AM 12 0 1 15 0 16 0 0 0 2 3 0 39 6 1 7 0 106 16 3 219 6 7:15AM 4 0 0 12 0 20 0 0 3 3 4 0 38 0 1 2 0 79 11 7 173 11 7:30 AM 2 0 0 20 0 8 0 0 1 1 1 0 41 0 0 11 0 44 8 4 136 5 7:45 AM ' 6 0 0 18 0 14 0 2 1 0 4 0 61 7 1 6 0 57 11 0 176 1 8:00 AM " 2 0 0 12 0 17 0 2 2 1 2 0 39 6 0 8 0 57 18 9 165 10 8:15 AM • 6 0 0 16 4 13 0 1 13 0 4 0 53 6 0 7 0 76 10 5 204 9, 8:30 AM " 4 0 0 10 2 15 0 3 13 0 7 0 45 4 0 18 0 78 6 1 202 3 8:46 AM 8 0 0 20 1 6 0 2 9 0 1 0 33 3 1 10 0 63 4 0 169 2 9:00 AM 7 0 1 16 2 6 0 3 8 0 2 0 36 1 1 31 0 66 4 1 181 4 Max. 15 min. 12 0 1 20 4 20 0 3 13 4 7 0 53 ' 7 1 31 0 106 18 9 219 11 Pk. Hr. Vol. 17 0 0 66 6 59 0 8 29 1 17 0 188 22 1 39 0 268 44 15 747 23 7:30 AM Peak Intersection Traffic in Pk. Hr. = 747 Peak Hr. Factor 0,85 8:30 AM Hour Intersection Pdstrns in Pk. Hr. 23 3:45 PM 3 0 0 12 0 7 0 0 5 0 8 0 61 4 0 14 1 50 4 0 169 0 4:00 PM 7 0 3 18 0 6 0 2 14 1 20 0 84 6 0 14 0 66 9 0 248 1 4:16 PM 5 0 2 24 0 4 0 3 6 1 14 0 72 7 0 12 0 63 4 0 216 1 4:30 PM 3 0 3 13 0 11 0 0 8 0 7 0 58 7 1 16 0 56 5 0 186 1 4:46 PM 11 0 2 14 0 14 0 1 7 0 15 0 70 9 2 27 1 84 7 0 262 2 6:00 PM 13 0 2 27 0 8 0 1 7 1 9 0 80 16 0 38 0 58 6 0 264 1 5:15 PM • 5 0 1 23 0 14 0 4 8 1 31 0 82 14 2 27 2 78 12 0 301 3 5:30 PM • 1 0 4 18 0 5 0 1 15 0 19 0 99 6 0 22 0 66 7 0 263 0 5:45 PM • 10 0 3 19 0 16 0 1 8 0 13 1 93 8 2 23 0 71 16 0 281 2 6:00 PM • 4 0 1 42 0 6 0 4 7 2 17 0 89 11 2 40 0 93 11 0 326 4 6:15 PM 6 0 2 26 0 8 0 1 8 2 19 0 67 7 0 30 1 65 9 0 249 2 6:30 PM 9 0 3 23 0 9 0 4 9 2 23 1 74 8 1 33 1 81 7 0 285 3 Max. 15 min. 13 0 4 42 0 15 0 4 15 2 31 1 99 16 2 40 2 93 16 0 326 4 Pk. Hr. Vol. 20 0 9 102 0 40 0 10 38 3 80 1 363 39 6 112 2 308 46 0 1170 9 5:00 PM Peak Intersection Traffic in Pk, Hr. = 1170 Peak Hr, Factor 0.90 6:00 PM Hour Intersection Pdstrns in Pk. Hr. 9 B Fuerle Street at Algo Rood Lone Configurortion 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 Lone Config- urations Inside Oeft) Outside Free-flow 1 1 1 1 1 1 1 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 the North/South phases split (Y/N)? N Aie the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Houriy Volume 17 0 66 59 8 29 17 188 22 39 268 44 Adjusted Hourly Volume 17 0 56 59 8 29 17 210 0 39 312 0 Utilization Factor 0.01 0.00 0.03 0.03 0.00 0.02 0.01 0.05 0.00 0.02 0.08 0.00 Critical Factors 0.03 0.03 0.01 0.08 ICU Ratio = 0.25 LOS = A Turning Movements cat Intersection of : El Fuerte Street and Algo Rood W e s t A P P r Time: 7:30 AM to 8:30 AM North Approach Ei Fuerte Street Date: 7/8/97 Day : Tuesday 167 Total Name: D.M.&C.I.&R.F. 96 n 61 Subtotals Sub-29 8 u 59 Sub- Totals 641 totals 314 227 17 188 22 Subtotals Total t North 69 17 0 142 0 73 4L_ 44 268 39 56 totals 351 303 Algo Road Totals 664 E a s t A P P r South Approach Note : Left-turn volumes include U-turns. U-turns in bold. B Fuerte street at Algo Rood Lone Configuration for Intersection Capacity Utilization Pk, Hr. Time Period : 5:00 PM to 6:00 PM Page 3 of 3 South Appr (NB) North/\ppr (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 6 6 7 1 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 Aie the North/South phases split (Y/N)? N Ate the East/West phases split (Y/N)? N Efflciency Lost Factor 0,10 Houriy Voiume 20 9 102 40 10 38 81 363 39 114 308 46 Adjusted Hourly Volume 20 9 102 40 10 38 81 402 0 114 364 0 Utilization Factor 0.01 0.00 0.06 0.02 0.01 0.02 0.06 0.10 0.00 0,06 0.09 0.00 Crifical Factors 0.06 0.02 0.10 0.06 ICU Ratio 0.34 LOS = Turning Movements at Intersection of: Ei Fuerte Street and Algo Road W e s t A P P r Time : 5:00 PM to 6:00 PM Date: 7/8/97 Day: Tuesday Name: D.M.&C.I.&R.F. Totals 850 Sub- totals 367 483 North Approach 88 10 81 363 39 Subtotals Total 161 I t North A 1 20 T 9 0 131 292 El Fuerte Sfreet 223 0 40 38 10 40 102 135 46 308 114 Total Subtotals Sub- totals 468 607 Alga Rood Totals 975 E a s t A P P r South /Approach Note : Left-turn volumes include U-turns. U-turns in bold. CTFY OF CARLSBAD SUMMER 1997 INTERSECTION ANALYSIS SUMMARY Intersection Number: 34 Intersection Location: Aviara Parkway and Manzanita Street CONTENT Turn Movement Count Summary (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Turn Movement Diagram P.M. Peak Hour ICU Analysis and Turn Movement Diagram PAGE lof 3 2 of 3 3 of 3 TransCore Turning Movement Count Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Street: Manzanita Street E/W Street: Alviara Parkway File: CB9734.XLS Data Collected by J.F.&M.T. Count Dc^te: 7/8/97 Day: Tuesday Weather: Sunny Traffic Control: Signalized End of 15 South Approach (NB) North /Approach (SB) West Approach (EB) East Approach (WB) 15 min Total Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 1 0 0 1 0 4 0 0 4 0 6 0 22 0 0 1 0 36 20 1 95 1 6:30 AM 1 0 0 4 0 10 0 0 4 1 6 0 16 0 0 0 0 50 18 0 108 1 6:46 AM 1 0 0 2 0 10 0 0 9 1 9 0 49 1 1 3 0 80 18 0 182 2 7:00 AM 1 0 0 4 0 11 0 1 8 1 10 0 45 0 4 0 0 89 29 2 198 7 7:15AM 2 0 0 2 0 15 0 0 7 0 18 1 56 1 1 1 0 90 25 0 218 1 7:30 AM 4 0 0 3 0 16 0 0 11 0 19 1 78 0 1 1 0 79 28 0 240 1 7:45 AM * 2 0 1 6 0 20 0 0 5 1 23 1 88 3 2 1 0 108 39 0 297 3 8:00 AM " 6 0 0 9 0 19 0 2 6 0 14 1 107 0 0 7 0 117 35 0 322 0 8:15 AM • 2 0 1 5 0 33 0 0 7 0 23 0 97 2 0 8 1 92 43 0 314 0 8:30 AM " 2 0 2 5 0 26 0 1 16 0 19 0 80 0 0 2 0 79 42 0 274 0 8:46 AM 1 0 4 6 0 23 0 3 6 0 13 0 83 0 0 1 0 90 13 0 242 0 9:00 AM 7 0 1 5 0 29 0 2 8 0 • 20 0 82 0 0 2 0 101 69 0 326 0 Max. 15 min. 7 0 4 9 0 33 0 3 16 1 23 1 107 3 4 8 1 117 69 2 326 7 Pk. Hr. Vol. 11 0 4 25 0 98 0 3 34 1 79 2 372 5 2 18 1 396 169 0 1207 3 7:30 AM Peak Intersection Traffic in Pk. Hr = 1207 Peak Hr, Factor 0.93 8:30 AM Hour Intersection Pdstrns in Pk. Hr, 3 3:45 PM 0 0 1 6 0 75 0 2 18 0 34 0 134 3 0 3 0 90 61 0 417 0 4:00 PM 1 0 0 3 0 76 0 0 26 0 25 0 112 0 0 1 0 105 63 0 412 0 4:15 PM 0 0 0 4 0 61 0 0 27 1 30 2 121 2 0 0 0 119 68 1 434 2 4:30 PM 2 0 2 1 0 66 0 1 23 0 32 4 101 2 0 2 0 92 62 0 370 0 4:45 PM • 1 0 1 1 0 73 0 4 17 0 32 1 118 2 0 11 0 116 59 1 436 1 5:00 PM • 6 0 1 0 0 81 0 4 18 0 35 0 101 1 0 2 0 86 60 0 395 0 5:16 PM • 2 0 1 3 0 74 0 1 28 2 21 0 111 1 0 9 0 109 63 2 423 4 5:30 PM • 3 0 1 1 2 82 0 1 18 3 34 2 130 5 1 13 0 161 83 0 524 6 5:45 PM 2 0 1 3 0 85 0 7 16 3 29 2 111 6 2 8 0 56 39 0 364 5 6:00 PM 0 0 0 1 0 68 0 6 16 4 31 3 88 4 1 6 0 89 62 0 374 6 6:16 PM 1 0 2 2 1 72 0 2 30 4 28 1 94 2 0 12 0 92 60 0 398 5 6:30 PM 1 0 2 1 0 75 0 4 22 4 27 0 76 7 0 3 0 65 45 0 328 4 Max. 15 min. 6 0 2 6 2 85 0 7 30 4 35 4 134 7 2 13 0 151 83 2 524 6 Pk. Hr. Vol. 12 0 4 5 2 310 0 10 81 6 122 3 460 9 1 36 0 462 265 3 1778 11 4:30 PM Peak Intersection Traftic in Pk. Hr. =1778 5:30 PM Hour Intersection Pdstrns in Pk. Hr. =11 Peak Hr. Factor 0.85 Manzanita Street at Alviara Paricway Lone Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 7:30 AM to 8:30 AM Page 2 of 3 South Appr (NB) North/^pr (SB) West Appr (EB) East/\ppr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config- urations Inside Oeft) OLitside Free-flow 1 2 3 4 6 6 7 1 1 1 1 1 1 1 1 1 Lane Settings 1 1 0 1 1 0 1 2 0 1 2 1 Capacity 1800 2000 0 1800 2000 0 1800 4000 0 1800 4000 1800 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efflciency Lcjst Factor 0.10 Houriy Volume 11 4 25 98 3 34 81 372 5 19 396 159 Adjusted Hourly Volume 11 29 0 98 37 0 81 377 0 19 396 159 Utilization Factor 0.01 0,01 0,00 0,05 0,02 0.00 0.05 0.09 0.00 0.01 0.10 0.09 Critical Factors 0,01 0,05 0.05 0.10 ICU Ratio = 0.31 LOS = A Turning Movements ert Intersection of: Manzanita Street and Alviara Paricway W e s t A P P r Time : 7:30 AM to 8:30 AM Date: 7/8/97 Day : Tuesday Name : J.F.&M.T. Totals 901 Sub- totals 443 468 North Approach 34 81 372 6 Subtotals Total 26 11 0 66 136 3 4 40 377 0 98 Manzanita Sfreet 242 t North ^ t r 159 396 19 25 Total Subtotals Sub- totals 674 496 Totals 1070 Alviara Parkway E a s t A P P r South Approach Note : Left-turn volumes include U-turns, U-turns in bold. Manzanita Street at Alviara Paricway Lane Configurafion for Intersection Capacity Utilization Pk. Hr. Time Period : 4:30 PM to 5:30 PM Page 3 of 3 South/kppr (NB) North Appr (SB) West Appr (EB) East/^ppr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lone Config- urations Inside Oeft) Outside Free-flow 1 1 1 1 1 1 1 Lane Settings Capacity 1 1 1800 2000 Are the North/South phases split (Y/N)? 0 0 N 1 1 1800 2000 1 2 1800 4000 0 12 1 0 1800 4000 1800 Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 12 4 5 310 10 81 126 460 9 36 462 265 Adjusted Houriy Volume 12 9 0 310 91 0 126 469 0 36 462 266 Utilization Factor 0.01 0.00 0.00 0.17 0.06 0.00 0.07 0.12 0.00 0.02 0.12 0.16 Crrtical Factors 0.00 0.17 0.07 0.15 ICU Ratio = 0.49 LOS= A Turning Movements at Intersection of Manzanita Street and Alviara Paricway w e s t A P P r Time : 4:30 PM to 5:30 PM Date: 7/8/97 Day : Tuesday Name: J.F.&M.T. Totals 1162 Sub- totals 558 694 125 460 9 Subtotals Total North Approach 81 54 12 0 76 792 401 0 10 310 4 21 Manzanita Street 391 t North 265 462 35 Total Subtotals Sub- totals 762 775 Totals 1537 Alviara Portcwoy E a s t A P P r South Approach Note : Left-turn volumes include U-turns. U-turns in bold. CFTY OF CARLSBAD SUMMER 1997 INTERSECTION ANALYSIS SUMMARY Intersection Number: 35 Intersection Location: I-5/Carlsbad Village Drive Southbound Ramp CONTENT Turn Movement Count Summary (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Turn Movement Diagram P.M. Peak Hour ICU Analysis and Turn Movement Diagram PAGE lof 3 2 of 3 3 of 3 TransCore Turning Movement Count /Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Street: 1-5 Southbound E/W Street: Carisbad Village Drive File: CB9735.XLS Data Collected by K.K.&M.T. Count Dale: 7/31/97 Day: Thursday Weather: Clear Traffic Control: Signalized South Approach (NB) North /Approach (SB) West /Approach (EB) East Approach (WB) 16 min Total End of 15 min. prd. Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:16 AM 0 0 0 0 0 2 0 1 28 0 0 0 53 28 2 30 0 61 0 0 203 2 6:30 AM 0 0 0 0 0 4 0 0 41 0 0 0 64 37 5 31 0 56 0 1 233 6 6:46 AM 0 0 0 0 0 12 0 1 49 0 0 0 67 58 1 62 0 109 0 1 348 2 7:00 AM 0 0 0 0 0 3 0 1 48 0 0 0 68 45 5 66 0 102 0 2 332 7 7:16AM 0 0 0 0 0 6 0 0 44 0 0 0 77 64 2 46 0 61 0 1 296 3 7:30 AM 0 0 0 0 0 6 0 0 46 0 0 0 77 67 2 64 0 101 0 2 350 4 7:46 AM 0 0 0 0 0 8 0 0 46 0 0 0 95 53 4 70 0 89 0 1 360 5 8:00 AM 0 0 0 0 0 23 0 0 64 0 0 0 85 93 6 95 0 52 0 2 412 7 8:15 AM • 0 0 0 0 0 13 0 0 58 0 0 0 99 57 2 39 0 137 0 1 403 3 8:30 AM ' 0 0 0 0 0 13 0 0 46 0 0 0 110 78 6 50 0 138 0 0 435 6 8:45 AM " 0 0 0 0 0 14 0 2 87 0 0 0 82 60 2 50 0 126 0 1 420 3 9:00 AM • 0 0 0 0 0 17 0 0 56 0 0 0 122 52 2 35 0 137 0 . 1 418 3 Max. 15 min. 0 0 0 0 0 23 0 2 87 0 0 0 122 93 6 95 0 138 0 2 436 7 Pk. Hr. Vol. 0 0 0 0 0 57 0 2 246 0 0 0 413 247 12 174 0 537 0 3 1676 15 8:00 AM Peak Intersection Traffic in Pk, Hr, = 1676 Peak Hr, Factor 0.96 9:00 AM Hour Intersection Pdstrns in Pk, Hr, 15 3:45 PM 0 0 0 0 0 39 0 1 72 0 0 0 165 92 3 26 0 174 0 2 669 5 4:00 PM 0 0 0 0 0 37 0 0 89 0 0 0 171 71 2 31 0 177 0 4 676 6 4:16 PM 0 0 0 0 0 38 0 1 82 0 0 0 217 83 4 31 0 196 0 8 648 12 4:30 PM 0 0 0 0 0 36 0 1 112 0 0 0 178 83 7 37 0 192 0 6 639 12 4:45 PM 0 0 0 0 0 30 0 0 106 0 0 0 186 82 2 26 0 164 0 6 683 7 5:00 PM • 0 0 0 0 0 35 0 1 126 0 0 0 215 83 11 34 0 197 0 5 691 16 5:16 PM • 0 0 0 0 0 39 0 0 75 0 0 0 208 97 11 48 0 168 0 1 635 12 5:30 PM • 0 0 0 0 0 47 0 1 92 0 0 0 208 79 2 32 0 176 0 0 636 2 5:45 PM • 0 0 0 0 0 26 0 0 85 0 0 0 202 69 2 48 0 196 0 2 626 4 6:00 PM 0 0 0 0 0 37 0 0 107 0 0 0 186 75 6 46 0 177 0 1 628 7 6:16 PM 0 0 0 0 0 16 0 0 113 0 0 0 184 82 3 32 0 182 0 3 609 6 6:30 PM 0 0 0 0 0 23 0 2 95 0 0 1 167 66 6 25 0 139 0 2 518 8 Max. 15 min. 0 0 0 0 0 47 0 2 126 0 0 1 217 97 11 48 0 197 0 8 691 16 Pk, Hr, Vol, 0 0 0 0 0 147 0 2 378 0 0 0 833 328 26 162 0 737 0 8 2587 34 4:45 PM Peak Intersection Traffic in Pk, Hr, = 2687 Peak Hr. Factor 0.94 5:45 PM Hour Intersection Pdstrns in Pk, Hr, 34 1-5 Southbound at Corlsbod Village Drive Lone Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 8:00 AM to 9:00 AM Page 2 of 3 South/Vppr (NB) North Appr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lone Config - urations Inside Oeft) Outside Free-flow 1 1 1 1 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 Aie the North/South phases split (Y/N)? N Aie fhe East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Houriy Voiume 0 0 0 57 2 246 0 413 247 174 537 0 Adjusted Hourly Volume 0 0 0 0 69 246 0 660 0 174 537 0 Utilization Factor 0.00 0.00 0.00 0.00 0.03 0.14 0.00 0.17 0.00 0.10 0.13 0.00 Crrtical Factors 0.00 0.14 0.17 0.10 ICU Ratio = 0.51 LOS = A Turning Movements at Intersection of: 1-5 Southbound and Corlsbod Village Drive W e s t A P P r Time : 8:00 AM to 9:00 AM Date : 7/31/97 Day : Thursday Name : K.K.&M.T. Totals 1443 Sub- totols 783 660 North Approach 246 0 413 247 Subtotals Total 423 0 0 423 305 2 i-S Southbound 305 0 57 t North 4^ 0 537 174 Total Subtotals Sub- totals 711 470 Totals 1181 E a s t A P P r Carisbad Viliage Drive South Approach Note : Left-turn volumes include U-turns. U-turns in bold. 1-5 Southbound at Corlsbod Viliage Drive Lone Configuration for Intersection Capacity Utilization Pk. Hr. Time 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 1 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 Aie the North/South phases split (Y/N)? N Aie the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Houriy Volume 0 0 0 147 2 378 0 833 328 162 737 0 Adjusted Houriy Volume 0 0 0 0 149 378 0 1161 0 162 737 0 Utilization Factor 0.00 0.00 0,00 0,00 0,07 0,21 0.00 0.29 0.00 0.09 0.18 0.00 Criticai Factors 0.00 0.21 0.29 0.09 ICU Ratio 0.69 LOS = Turning Movements at Intersection of: i-5 Southbound and Carisbad Village Drive Time : : 4:45 PM to 5:45 PM Date: 7/31/97 Day : Thursday Name : K.K.&M.T. Sub- Totals totals w e 1116 s 2276 0 0 t 1161 833 328 A P P r North Approach 378 Subtotals Total _J4 492 527 2 I t North A *1 0 T 0 0 0 492 i-S Southbound 527 0 147 4_ 0 737 162 Total Subtotals Sub- totals 899 980 Totals 1879 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 1997 INTERSECTION ANALYSIS SUMMARY Intersection Number: 36 Intersection Location: I-5/Carlsbad Village Drive Northbound Ramp CONTENT PAGE Turn Movement Count Summary (A.M. and P.M.) lof 3 A.M. Peak Hour ICU Analysis and Turn Movement Diagram 2 of 3 P.M. Peak Hour ICU Analysis and Turn Movement Diagram 3 of 3 TransCore Turning Movement Count Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Street: 1-5 Northbound E/W Street: Carlsbad Village Drive Count Date: 7/31/97 Day: Thursday Weather: Clear File: CB9736.XLS Data Collected by D.M.&K.M. Traffic Control: Signalized End of 15 min. prd. 6:15 AM 6:30 AM 6:46 AM 7:00 AM 7:16AM 7:30 AM 7:46 AM 8:00 AM 8:16 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 17 25 39 43 26 36 43 40 61 69 64 69 0 0 0 0 0 1 0 0 0 0 0 0 6 3 8 7 13 13 23 33 14 30 28 42 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 43 48 38 50 32 50 57 47 73 38 39 9 19 24 23 35 37 46 70 52 70 66 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 72 74 110 108 88 128 141 199 182 126 121 22 25 33 31 23 34 37 58 37 32 22 168 194 262 262 216 299 347 447 419 366 340 3 5 3 6 4 3 4 8 2 5 4 Max. 15 min. 69 0 1 42 0 0 0 0 0 0 73 0 70 0 5 0 0 199 58 3 447 8 Pk. Hr. Vol, 213 0 0 100 0 0 0 0 0 0 215 0 238 0 12 0 0 648 164 7 1678 19 7:30 AM Peak Intersection Traffic in Pk. Hr. = 1578 Peak Hr. Factor 0.88 8:30 AM Hour Intersection Pdstrns in Pk. Hr. = 19 3:45 PM 94 0 1 73 0 . 0 0 0 0 0 92 0 107 0 2 0 0 106 27 3 500 5 4:00 PM 113 0 0 74 0 0 0 0 0 0 96 0 136 0 1 0 0 114 22 4 566 5 4:15 PM 90 0 2 87 0 0 0 0 0 0 110 0 155 0 2 0 0 130 36 5 610 7 4:30 PM 95 0 3 66 0 0 0 0 0 0 70 0 114 0 4 0 0 121 20 7 489 11 4:45 PM • 79 0 2 86 0 0 0 0 0 0 86 0 162. 0 2 0 0 139 37 6 590 8 5:00 PM • 83 0 1 88 0 0 0 0 0 0 97 0 154 0 10 0 0 123 23 2 669 12 5:15 PM • 103 0 2 106 0 0 0 0 0 0 92 0 160 0 13 0 0 154 34 6 651 19 5:30 PM • 101 0 1 96 0 0 0 0 0 0 86 0 158 0 2 0 0 113 24 1 579 3 5:45 PM 94 0 1 113 0 0 0 0 0 0 83 0 113 0 2 0 0 139 22 3 565 5 6:00 PM 79 0 1 79 0 0 0 0 0 0 70 0 146 0 2 0 0 107 26 1 508 3 6:16 PM 94 0 1 66 0 0 0 0 0 0 70 0 118 0 3 0 0 126 20 4 494 7 6:30 PM 64 0 0 70 0 0 0 0 0 0 85 0 110 0 6 0 0 115 24 2 468 8 Max, 15 min. 113 0 3 113 0 0 0 0 0 0 110 0 162 0 13 0 0 154 37 7 651 19 Pk. Hr. Vol. 366 0 6 375 0 0 0 0 0 0 361 0 634 0 27 0 0 529 118 16 2389 42 Peak Hr. Factor 0.92 5:30 PM Hour Intersection Pdstrns in Pk. Hr. = 42 1-5 Northbound at Carisbad Village Drive Lone Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 7:30 AM to 8:30 AM Page 2 of 3 South Appr (NB) North/Vppr (SB) West Appr (EB) East/\ppr (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 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 Aire the North/South phases split (Y/N)? N Are fhe East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 213 0 100 0 0 0 215 238 0 0 648 164 Adjusted Houriy Volume 0 213 100 0 0 0 215 238 0 0 812 0 Utilization Factor 0.00 0.11 0.06 0.00 0.00 0.00 0.12 0.06 0,00 0,00 0.20 0.00 Crrtical Factors 0.11 0.00 0.12 0.20 ICU Ratio 0.53 LOS= A Turning Movements at Intersection of: Time : 7:30 AM to 8:30 AM Date : 7/31/97 Day: Thursday Name : D.M.&K.M. W e s t A P P r Totals 1314 Sub- totals 861 453 i-5 Northbound North Approach 0 0 0 and Carlsbad Village Drive 215 238 0 Subtotals Total t North t 213 0 0 313 313 379 0 0 1-5 Northbound 379 164 648 0 r 100 Total Subtotals Sub- totals 812 338 Totals 1150 E a s t A P P r Corlsbod Village Drive South Approach Note : Left-turn volumes include U-turns. U-turns in bold. I-S Northbound at Corlsbod Village Drive Lone Configuration for Intersection Capacity Utilization Pk. Hr. Time Period ; 4:30 PM to 6:30 PM Page 3 of 3 South/^pr (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 Lane Settings 0 1 1 0 0 0 1 2 0 0 2 0 Capacity 0 2000 1800 0 0 0 1800 4000 0 0 4000 0 Aie the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Houriy Volume 366 6 375 0 0 0 361 634 0 0 529 118 Adjusted Hourly Volume 0 372 375 0 0 0 361 634 0 0 647 0 Utilization Factor 0.00 0,19 0,21 0.00 0,00 0,00 0.20 0.16 0.00 0.00 0.16 0.00 Critical Factors 0,21 0.00 0,20 0.16 ICU Ratio 0.67 LOS= B Turning Movements at Intersection of: i-5 Northbound and Corlsbod Village Drive W e s t A P P r Time : 4:30 PM to 5:30 PM Date: 7/31/97 Day : Thursday Name: D.M.&K.M. Totals 1890 Sub- totals 895 995 North Approach 0 0 361 634 0 Subtotals Total I t North • 1 366 t 6 0 747 747 485 0 0 i-5 Northbound 485 375 118 529 0 Total Subtotals Sub- totals 647 1009 Totals 1666 E a s t A P P Corlsbod Village Drive South /Approach Note : Left-turn volumes include U-turns. U-turns in bold. CFTY OF CARLSBAD SUMMER 1997 INTERSECTION ANALYSIS SUMMARY Intersection Number: 37 Intersection Location: I-5/Tamarack Avenue Southbound Ramp CONTENT Turn Movement Count Summary (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Turn Movement Diagram P.M. Peak Hour ICU Analysis and Turn Movement Diagram PAGE lof 3 2 of 3 3 of 3 • TransCore Turning Movement Count Analysis Page 1 of 3 City: Caristxjd Intersection of: N/S Street: 1-5 Southbound E/W Street: Tamarack Avenue File : CB9737.XLS Data Collected by K,K,&M,T, Count Dote: 7/23/97 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 0 0 0 0 0 9 0 1 18 0 0 0 34 61 1 54 0 21 0 0 198 1 6:30 AM 0 0 0 0 0 12 0 0 7 0 0 0 29 67 0 66 0 6 0 0 187 0' 6:45 AM 0 0 0 0 0 21 0 0 22 0 0 0 58 99 3 82 0 33 0 0 315 3 7:00 AM 0 0 0 0 0 18 0 0 10 0 0 0 54 107 2 65 0 33 0 0 287 2 7:15 AM 0 0 0 0 0 21 0 0 8 0 0 0 59 104 0 59 0 22 0 0 273 0 7:30 AM 0 0 0 0 0 14 0 1 15 0 0 0 60 65 1 35 0 11 0 0 201 1 7:45 AM * 0 0 0 0 0 25 0 1 18 0 0 0 73 90 2 76 0 29 0 0 312 2 8:00 AM * 0 0 0 0 0 33 0 0 32 0 0 0 72 92 1 142 0 72 0 0 443 1 8:15AM * 0 0 0 0 0 31 0 0 19 0 0 0 60 72 0 106 0 50 0 0 338 0 8:30 AM * 0 0 0 0 0 14 0 1 10 0 0 0 53 75 0 96 1 24 0 0 274 0 8:45 AM 0 0 0 0 0 28 0 0 13 0 0 0 47 77 1 85 0 35 0 0 285 1 9:00 AM 0 0 0 0 0 23 0 0 19 0 0 0 55 63 2 75 0 37 0 0 272 2 Max. 15 min. 0 0 0 0 0 33 0 1 32 0 0 0 73 107 3 142 1 72 0 0 443 3 Pk. Hr. Vol. 0 0 0 0 0 103 0 2 79 0 0 0 258 329 3 420 1 175 0 0 1367 3 7:30 AM Peak Intersecfion Traffic in Pk. Hr, = 1367 Peak Hr, Factor 0,77 8:30 AM Hour Intersection Pdstrns in Pk. Hr. = 3 3:45 PM 0 0 0 0 0 50 0 1 39 0 0 0 92 38 7 40 0 96 0 5 356 12 4:00 PM 0 0 0 0 0 47 0 0 40 0 0 0 69 47 2 51 0 103 0 2 357 4 4:15PM 0 0 0 0 0 46 0 0 45 0 0 0 70 30 0 54 0 104 0 1 349 1 4:30 PM 0 0 0 0 0 54 0 0 48 0 0 0 86 55 3 55 0 104 0 1 402 4 4:45 PM 0 0 0 0 0 43 0 0 34 0 0 0 78 31 1 39 0 81 0 0 306 1 5:00 PM 0 0 0 0 0 55 0 1 37 0 0 0 87 45 5 59 0 92 0 5 376 10 5:15 PM 0 0 0 0 0 51 0 1 38 0 0 0 90 49 7 54 0 111 0 2 394 9 5:30 PM • 0 0 0 0 0 62 0 0 58 0 0 0 92 39 2 54 0 110 0 4 415 6 5:45 PM * 0 0 0 0 0 54 0 0 58 0 0 0 96 36 4 54 0 104 0 4 402 8 6:00 PM * 0 0 0 0 0 58 0 0 58 0 0 0 86 44 5 51 0 120 0 4 417 9 6:15 PM * 0 0 0 0 0 59 0 1 42 0 0 0 89 48 6 54 0 114 0 5 407 11 6:30 PM 0 0 0 0 0 57 0 1 43 0 0 0 70 42 3 43 0 106 0 5 362 8 Max, 15 min. 0 0 0 0 0 62 0 1 68 0 0 0 96 55 7 59 0 120 0 5 417 12 Pk, Hr, Vol, 0 0 0 0 0 233 0 1 216 0 0 0 363 167 17 213 0 448 0 17 1641 34 5:15 PM Peak Intersection Traffic in Pk, Hr. = 1641 6:15 PM Hour Intersection Pdstrns in Pk. Hr. = 34 Peak Hr. Factor 0.98 Note: Westbound peds were not counted in the a.m. 1-5 Souttibound at Tamarack Avenue Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 7:30 AM fo 8:30 AM Page 2 of 3 South Appr (NB) North Appr (SB) West Appr (EB) East/^pr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config - urations Inside (left) Outside Free-flow 1 2 3 4 6 6 7 1 1 1 1 Lane Settings 0 0 0 0 1 1 0 2 1 1 2 0 Capacity 0 0 0 0 2000 1800 0 4000 1800 1800 4000 0 Ae the North/South phases split (Y/N)? N Aie the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Houriy Volume 0 0 0 103 2 79 0 258 329 421 175 0 Adjusted Houriy Volume 0 0 0 0 105 79 0 258 329 421 176 0 Utilization Factor 0.00 0.00 0.00 0.00 0,05 0,04 0,00 0.06 0.18 0.23 0.04 0.00 Crrtical Factors 0.00 0,05 0.18 0.23 ICU Ratio 0.56 LOS= A Turning Movements at Intersection of: i-5 Southbound and Tamarack Avenue W e s t A P P r Time : 7:30 AM to 8:30 AM Date : 7/23/97 Day : Wednesday Name : K.K.&M.T. Totals 841 Sub- totals 254 587 0 258 329 North Approach 79 Subtotals Total 751 0- 0 751 184 2 i-5 Southbound 184 0 103 t North ^ t r 4_ 0 175 421 Total Subtotals Sub- totals 596 Totals 958 362 Tamarack Avenue E a s t A P P South Approach Note : Left-turn volumes include U-turns. U-turns in bold. 1-5 Southbound at Tamarack Avenue Lone Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 5:16 PM to 6:15 PM Page 3 of 3 South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lone Config - urations Inside Oeft) Outside Free-flow Lane Settings 0 0 0 0 11 Capacity OOOO 2000 1800 Are the North/South phases split (Y/N)? N Aie the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 0 0 0 233 1 216 Adjusted Houriy Volume 0 0 0 0 234 216 Utilization Factor 0.00 0.00 0.00 0.00 0.12 0.12 Criticai Factors 0.00 0.12 0 0 0.00 2 112 4000 1800 1800 4000 363 363 0.09 167 167 0.09 0.09 213 448 213 448 0.12 0.11 0.12 0 0 0,00 ICU Ratio 0.43 LOS= A Turning Movements at Intersection of: 1-5 Southbound ond Tamarack Avenue W e s t A P P r Time : 6:15 PM to 6:15 PM Date : 7/23/97 Day: Wednesday Name : K.K.&M.T. Totals 1194 Sub- totals 664 530 0 363 167 Subtotals Total North Approach 450 216 1 381 I t North A 1 0 T 0 0 0 381 1-5 Southbound 450 0 233 4_ 0 448 213 Total Subtotals Sub- totals 661 596 Totals 1257 Tamarack Avenue E a s t A P P South Approach Note : Left-turn volumes include U-turns. U-turns in bold. CFFY OF CARLSBAD SUMMER 1997 INTERSECTION ANALYSIS SUMMARY Intersection Number: 38 Intersection Location: I-5/Tamarack Avenue Northbound Ramp CONTENT PAGE Turn Movement Count Summary (A.M. and P.M.) lof 3 A.M. Peak Hour ICU Analysis and Turn Movement Diagram 2 of 3 P.M. Peak Hour ICU Analysis and Turn Movement Diagram 3 of 3 TransCore Turning Movement Count /Analysis Page 1 of3 City: Carlsbad Intersection of: N/S Street: 1-5 Northbound E/W Street: Tamarack Avenue File: CB9738.XLS Data Collected by K.M.&M.C, Count Date: 7/23/97 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 7 0 0 13 0 0 0 0 0 0 24 0 11 0 0 0 0 41 19 0 116 0 6:30 AM 1 0 1 12 1 0 0 0 0 0 22 0 18 0 0 0 0 81 36 6 177 6 6:45 AM 2 0 0 15 0 0 0 0 0 0 36 0 23 0 2 0 0 103 42 0 221 2 7:00 AM 9 0 0 24 0 0 0 0 0 0 47 0 40 0 1 0 0 137 60 1 307 2 7:15AM 3 0 0 27 0 0 0 0 0 0 36 0 40 0 0 0 0 112 38 2 266 2 7:30 AM • 6 0 0 27 0 0 0 0 0 0 29 0 39 0 0 0 0 164 44 1 299 1 7:45 AM 7 0 0 41 0 0 0 0 0 0 41 0 50 0 1 0 0 129 52 4 320 5 8:00 AM 9 0 1 35 1 0 0 0 0 0 34 0 66 0 0 0 0 174 63 2 382 3 8:16AM • 9 0 0 39 0 0 0 0 0 0 52 0 62 0 4 0 0 182 49 4 393 8 8:30 AM 8 0 0 37 0 0 0 0 0 0 35 0 47 0 0 0 0 125 26 0 278 0 8:45 AM 14 0 0 40 0 0 0 0 0 0 33 0 56 0 0 0 0 136 41 1 319 1 9:00 AM 4 0 1 39 0 0 0 0 0 0 36 0 40 0 1 0 0 104 51 2 276 3 Max. 15 min. 14 0 1 41 1 0 0 0 0 0 62 0 66 0 4 0 0 182 63 5 393 8 Pk. Hr. Vol. 31 0 1 142 1 0 0 0 0 0 156 0 217 0 5 0 0 639 208 11 1394 17 7:16AM Peak Intersection Traflic in Pk. Hr. = 1394 Peak Hr. Factor 0.89 8:15AM Hour Intersection Pdstrns in Pk. Hr = 17 3:45 PM 51 0 0 102 0 0 0 0 0 0 23 0 88 0 4 0 0 81 33 3 378 7 4:00 PM 65 0 0 97 0 0 0 0 0 0 26 1 85 0 0 0 0 75 36 4 386 4 4:15 PM 55 0 0 104 0 0 0 0 0 0 24 0 78 0 0 0 0 78 39 3 378 3 4:30 PM 85 0 1 97 0 0 0 0 0 0 28 0 100 0 1 0 0 97 41 0 449 1 4:45 PM 49 0 1 116 0 0 0 0 0 0 29 0 93 0 0 0 0 92 38 4 418 4 5:00 PM 65 0 2 137 0 0 0 0 0 0 27 0 129 0 0 0 0 100 47 6 507 6 5:15 PM • 66 0 1 120 0 0 0 0 0 0 29 0 114 0 2 0 0 107 36 2 463 4 5:30 PM • 57 0 0 159 0 0 0 0 0 0 32 0 115 0 1 0 0 93 56 4 512 6 5:46 PM 58 0 0 168 0 0 0 0 0 0 37 0 130 0 2 0 0 110 41 0 644 2 6:00 PM 60 0 0 121 0 0 0 0 0 0 23 0 87 0 1 0 0 87 41 12 419 13 6:16 PM 60 0 1 124 0 0 0 0 0 0 34 0 132 0 2 0 0 108 41 2 500 4 6:30 PM 59 0 1 113 0 0 0 0 0 0 23 0 97 0 1 0 0 89 38 8 420 9 Max. 15 min. 86 0 2 168 0 0 0 0 0 0 37 1 132 0 4 0 0 110 56 12 644 13 Pk. Hr. Vol. 236 0 3 584 0 0 0 0 0 0 126 0 488 0 6 0 0 410 180 12 2026 17 4:45 PM Peak Intersection Traflic in Pk. Hr. = 2026 6:45 PM Hour Intersection Pdstrns in Pk. Hr. = 17 Peak Hr. Factor 0.93 1-5 Norttibound at Tamarack Avenue Lone Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : 7:15 AM to 8:15 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lone Inside 1 1 1 1 1 Config - (left) 2 1 1 1 1 urations 3 4 c 1 O 6 Outside 7 Free-flow Lane Settings 0 1 1 0 0 0 1 2 0 0 2 0 Capacity 0 2000 1800 0 0 0 1800 4000 0 0 4000 0 /Ve the North/South phases split (Y/N)? N Aie the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Houriy Volume 31 1 142 0 0 0 166 217 0 0 639 208 Adjusted Houriy Volume 0 32 142 0 0 0 166 217 0 0 847 0 Utilization Factor 0.00 0.02 0.08 0.00 0.00 0.00 0.09 0.06 0.00 0.00 0.21 0.00 Critical Factors 0.08 0.00 0.09 0.21 ICU Ratio = 0.48 LOS = A Turning Movements at Intersection of: 1-5 Northbound and Tamarack Avenue Time : 7:15 AM to 8:15AM North Approach i-5 Northbound Date : 7/23/97 Day : Wednesday 366 Total Name: K.M.&M.C. 0 n 365 Subtotals Sub-0 0 u 0 Sub- w e s t A P P r Totals 1043 totals 670 373 166 217 0 t North 1 t r 208 639 0 totals 847 359 Totals 1206 E a s t A P P r Subtotals Total 31 0 174 1 174 142 Tamarack Avenue South Aipproach Note : Left-turn volumes include U-turns. U-turns in bold. 1-5 Northbound at Tamarack Avenue Lone Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : 4:45 PM to 6:45 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 Lone Config - urations Inside Oeft) Outside Free-flow 1 1 1 1 1 Lane Settings 0 11000120020 Capacity 0 2000 1800 0 0 0 1800 4000 0 0 4000 0 Aie the North/South phases split (Y/N)? N Aie the East/West phases split (Y/N)? N Efflciency Lost Factor 0.10 Hourly Volume 236 3 584 0 0 0 126 488 0 0 410 180 Adjusted Hourly Volume 0 239 584 0 0 0 126 488 0 0 590 0 Utilization Factor 0.00 --0.12^-0;32 0:00 0.00 0.00 0.07 0.12 0.00 0.00 0.15 0.00 Critical Factors 0.32 0.00 0.07 0.15 ICU Ratio 0.64 LOS = Turning Movements at Intersection of: 1-5 Northbound and Tamarack Avenue W e s t A P P r Time : 4:45 PM to 6:45 PM Date : 7/23/97 Day : Wednesday Name : K.M.&M.C. Totals 1269 Sub- totals 646 613 125 488 0 Subtotals Total North Approach 0 0 0 236 0 823 823 308 0 0 1-5 Northbound 308 t North 584 180 410 0 Total Subtotals Sub- totals 590 1072 Totals 1662 Tamarack Avenue E a s t A P P r South Approach Note : Left-turn volumes include U-turns. U-turns in bold. CFTY OF CARLSBAD SUMMER 1997 INTERSECTION ANALYSIS SUMMARY Intersection Number: 39 Intersection Location: I-5/Cannon Road Southbound Ramp CONTENT PAGE Turn Movement Count Summary (A.M. and P.M.) lof 3 A.M. LOS Analysis (HCM Delay Method) 2 of 3 P.M. LOS Analysis (HCM Delay Method) 3 of 3 TransCore Turning Movement Count /Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Street: 1-6 Southbound E/W Street: Cannon Road File: CB9739.XLS Data Collected by K,K.&M,T, Count Date: 7/22/97 Day: Tuesday Weather: Clear Traffic Control: Unsignalized 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 6:16AM 0 0 0 0 0 26 0 2 17 0 0 0 18 2 0 1 0 16 0 0 82 0 6:30 AM 0 0 0 0 0 25 0 0 26 0 0 0 15 5 0 1 0 12 0 0 84 0 6:45 AM 0 0 0 0 0 42 0 1 42 0 0 0 22 6 0 0 0 14 0 0 127 0 7:00 AM 0 0 0 0 0 101 0 0 51 1 0 0 36 7 0 1 0 15 0 0 211 1 7:15AM 0 0 0 0 0 76 0 0 56 1 0 0 34 6 0 1 0 17 0 0 190 1 7:30 AM 0 0 0 0 0 101 0 1 38 0 0 0 47 1 0 1 1 11 0 0 201 0 7:45 AM ' 0 0 0 0 0 139 0 0 90 1 0 0 62 4 0 3 0 16 0 0 314 1 8:00 AM • 0 0 0 0 0 161 0 0 132 0 0 0 150 1 0 8 0 38 0 0 480 0 8:15AM • 0 0 0 0 0 108 0 0 115 1 0 0 83 6 0 2 0 38 0 0 362 1 8:30 AM ' 0 0 0 0 0 72 0 1 59 1 0 0 37 4 0 4 0 32 0 0 209 1 8:45 AM 0 0 0 0 0 59 0 0 68 2 0 0 49 6 0 7 0 30 0 0 218 2 9:00 AM 0 0 0 0 0 47 0 0 56 0 0 0 44 8 0 6 0 35 0 0 196 0 Max. 15 min. 0 0 0 0 0 161 0 2 132 2 0 0 150 8 0 8 1 38 0 0 480 2 Pk, Hr. Vol. 0 0 0 0 0 470 0 1 396 3 0 0 332 16 0 17 0 124 0 0 1356 3 7:30 AM Peak Intersection Traffic in Pk. Hr, = 1355 Peak Hr. Factor 0.71 8:30 AM Hour Intersection Pdstrns in Pk. Hr. = 3 3:45 PM 0 0 0 0 0 48 0 0 44 0 0 0 100 21 0 26 0 43 0 0 282 0 4:00 PM 0 0 0 0 0 33 0 0 40 0 0 0 81 10 0 19 0 37 0 0 220 0 4:15 PM 0 0 0 0 0 60 0 1 37 0 0 0 94 15 0 17 0 30 0 0 254 0 4:30 PM 0 0 0 0 0 36 0 0 41 1 0 0 47 11 0 27 0 38 0 0 200 1 4:45 PM • 0 0 0 0 0 36 0 1 44 1 0 0 104 14 0 22 2 31 0 0 254 1 6:00 PM • 0 0 0 0 0 48 0 0 31 0 0 0 89 14 0 25 1 40 0 0 248 0 6:15 PM • 0 0 0 0 0 42 0 0 35 0 0 0 90 18 0 23 0 46 0 0 254 0 6:30 PM • 0 0 0 0 0 36 0 0 21 0 0 0 87 11 0 18 2 56 0 0 230 0 6:45 PM 0 0 0 0 0 39 0 1 39 0 0 0 83 12 0 13 0 31 0 0 218 0 6:00 PM 0 0 0 0 0 17 0 0 22 0 0 0 53 8 0 13 0 42 0 0 155 0 6:15 PM 0 0 0 0 0 14 0 0 33 0 0 0 51 11 0 17 0 30 0 0 156 0 6:30 PM 0 0 0 0 0 9 0 0 24 0 0 0 61 6 0 5 0 17 0 0 112 0 Max. 15 min, Pk, Hr, Vol. 0 0 0 0 0 0 0 0 0 0 60 161 0 0 1 1 44 131 1 1 0 0 0 0 104 370 21 57 0 0 27 88 cn to 56 173 0 0 0 0 282 986 1 1 4:30 PM Peak Intersection Traffic in Pk. Hr. = 986 5:30 PM Hour Intersection Pdstrns in Pk. Hr, = 1 Peak Hr, Factor 0,87 INTERSECTION : 1-5 SOUTHBOUND RAMPS/CANNON ROAD DATE : 7/22/97 ANALYST: B.LT. CITY / STATE : CARLSBAD, CA PROJECT NO : 80044 PK HR ENTERING VOL : 1355 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 15 0 85 0 6:45 - 7:00 36 0 152 1 7:00-7:15 39 0 132 1 7:15-7:30 44 0 140 1 7:30 - 7:45 106 0 229 3 7:45 - 8:00 510 0 283 8 8:00-8:15 169 0 223 2 8:15-8:30 29 0 132 4 15 min Stop Veh Vol 510 0 Conesponding App. Vol 283 8 Total Pk Hr Vol 867 17 APPROACH DELAY (DELAY / APPROACH) * (PK HR APPROACH VOL ) PK HR ENTERING VOL SB APPROACH (DELAY) WB APPROACH (DELAY) INTERSECTION (DELAY) 23.1 Seconds 0.0 Seconds 23.1 Seconds INTERSECTION (LOS) NOTE: 1. Delay data was collected at 20 second intervals. 2. Intersection LOS is based on information contained in the Highway Capacity Manual and provided earlier in this report. 3. Delay/Approach = Pk 15 min Stop Veh Vol * 20 sec / Pk 15 min Approach Vol 4. Intersection Delay is the maximized value of the 15 min Approach Delays INTERSECTION : 1-5 SOUTHBOUND RAMPS / CANNON ROAD DATE: 7/22/97 ANALYST: B.LT. CITY / STATE : CARLSBAD, CA PROJECT NO : 80044 PK HR ENTERING VOL : 986 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 15 1 98 17 4:15-4:30 17 2 77 27 4:30 - 4:45 25 3 81 22 4:45 - 5:00 25 8 79 25 5:00-5:15 15 1 77 23 5:15-5:30 24 9 56 18 5:30 - 5:45 18 2 79 13 15 min stop Veh Vol 24 9 Corresponding App. Vol 56 18 Total Pk Hr Vol 293 88 APPROACH DELAY (DELAY / APPROACH) * (PK HR APPROACH VOL ) PK HR ENTERING VOL SB APPROACH (DELAY) WB APPROACH (DELAY) INTERSECTION (DELAY) 2.5 0.9 3.4 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 CTTY OF CARLSBAD SUMMER 1997 INTERSECTION ANALYSIS SUMMARY Intersection Number: 40 Intersection Location: I-5/Cannon Road Northbound Ramp CONTENT PAGE Turn Movement Count Summary (A.M. and P.M.) lof 3 A.M. LOS Analysis (HCM Delay Method) 2 of 3 P.M. LOS Analysis (HCM Delay Method) 3 of 3 TransCore Turning Movement Count Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Sfi'eet: 1-5 Northbound E/W Street: Cannon Road File: CB9740.XLS Data Collected by D.M.&S.G. Count Date: 7/22/97 Day: Tuesday Weather: Clear Traffic Control: Unsignalized South Approach) (NB) North /Approach (SB) West /Approach (EB) East Approach (WB) 15 min Total End of 16 min. prd. Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 11 0 0 10 0 0 0 0 0 0 19 0 28 0 0 0 0 6 4 0 78 0 6:30 AM 6 0 2 7 0 0 0 0 0 0 10 0 23 0 0 0 0 6 8 0 62 0 6:45 AM 12 0 1 15 0 0 0 0 0 0 12 0 43 0 0 0 0 3 8 0 94 0 7:00 AM 14 0 1 28 0 0 0 0 0 0 18 0 103 0 0 0 0 2 6 0 171 0 7:15 AM 8 0 0 18 0 0 0 0 0 0 11 0 87 0 0 0 0 3 10 0 137 0 7:30 AM ' 6 0 0 26 0 0 0 0 0 0 16 0 130 0 0 0 0 9 11 0 198 0 7:45 AM " 20 0 0 39 0 0 0 0 0 0 18 0 154 0 1 0 0 14 18 0 263 1 8:00 AM • 24 0 0 78 0 0 0 0 0 0 18 0 273 0 0 0 0 14 14 0 421 0 8:15 AM " 36 0 0 30 0 0 0 0 0 0 27 0 209 0 0 0 0 21 30 0 363 0 8:30 AM 14 0 0 19 0 0 0 0 0 0 24 0 69 0 0 0 0 12 21 0 159 0 8:46 AM 19 0 0 13 0 0 . 0 0 0 0 36 0 66 0 1 0 0 21 31 0 186 1 9:00 AM 19 0 0 16 0 0 0 0 0 0 30 0 68 0 1 0 0 16 28 0 176 1 Max. 15 min. 36 0 2 78 0 0 0 0 0 0 35 0 273 0 1 0 0 21 31 0 421 1 Pk. Hr, Vol, 86 0 0 173 0 0 0 0 0 0 79 0 766 0 1 0 0 58 73 0 1235 1 7:16 AM Peak Intersection Traffic in Pk. Hr. = 1235 Peak Hr, Factor 0,73 8:16 AM Hour Intersection Pdstrns in Pk. Hr. = 1 3:45 PM 8 0 2 10 0 0 0 0 0 0 61 1 51 0 0 0 0 40 68 0 241 0 4:00 PM 13 0 0 13 0 0 0 0 0 0 68 0 67 - 0 0 0 0 42 79 0 282 0 4:15 PM 10 0 1 12 0 0 0 0 0 0 49 0 59 0 1 0 0 42 71 0 244 1 4:30 PM 7 0 1 9 0 0 0 0 0 0 65 0 67 0 1 0 0 61 73 0 253 1 4:45 PM • 12 0 1 14 0 0 0 0 0 0 97 0 58 0 0 0 0 46 111 0 338 0 5:00 PM • 14 0 1 7 0 0 0 0 0 0 69 0 41 0 0 0 0 36 110 0 277 0 6:16 PM • 15 0 0 14 0 0 0 0 0 0 100 0 72 0 0 0 0 77 209 1 487 1 6:30 PM • 13 0 0 9 0 0 0 0 0 0 95 0 32 0 0 0 0 62 127 0 328 0 5:45 PM 11 0 0 4 0 0 0 0 0 0 68 0 42 0 0 0 0 32 96 0 263 0 6:00 PM 16 0 1 10 0 0 0 0 0 0 56 0 43 0 0 0 0 36 87 0 249 0 6:15 PM 9 0 0 9 0 0 0 0 0 0 37 0 28 0 1 0 0 28 69 0 180 1 6:30 PM 8 0 0 4 0 0 0 0 0 0 42 0 15 0 0 0 0 12 50 0 131 0 Max. 15 min. Pk. Hr. Vol. 16 54 0 0 CM CM 14 44 0 0 0 0 0 0 0 0 0 0 0 0 100 361 1 0 72 203 0 0 1 0 0 0 0 0 77 209 209 667 1 1 487 1430 1 1 4:30 PM Peak Intersection Traffic in Pk. Hr. =1430 5:30 PM Hour Intersection Pdstrns in Pk. Hr. = 1 Peak Hr. Factor 0.73 INTERSECTION : 1-5 NORTHBOUND RAMPS/CANNON ROAD DATE: 7/22/97 ANALYST: B.LT CITY/STATE: CARLSBAD, CA PROJECT NO : 80044 PK HR ENTERING VOL : 1235 PEAK HOUR : 4 (7:15 AM-8:15 AM) Time Period Stopped Vehicles Approach Volume Time Period NB EB NB EB 6:30 - 6:45 5 0 28 12 6:45 - 7:00 6 0 43 18 7:00-7:15 12 0 26 11 7:15-7:30 8 0 32 16 7:30 - 7:45 16 1 59 18 7:45 - 8:00 83 0 102 18 8:00-8:15 43 0 66 27 8:15-8:30 16 1 33 24 15 min Stop Veh Vol 83 0 Conesponding App. Vol 102 18 Total Pk Hr Vol 259 79 APPROACH DELAY (DELAY / APPROACH) * (PK HR APPROACH VOL ) PK HR ENTERING VOL NB APPROACH (DELAY) EB APPROACH (DELAY) INTERSECTION (DELAY) 3.4 0.0 3.4 Seconds Seconds Seconds INTERSECTION (LOS) NOTE: 1. Delay data was collected at 20 second intervals. 2. Intersection LOS is based on information contained in the Highway Capacity Manual and provided earlier in this report. 3. Delay/Approach = Pk 15 min Stop Veh Vol * 20 sec / Pk 15 min Approach Vol 4. Intersection Delay is the maximized value of the 15 min Approach Delays INTERSECTION : 1-5 NORTHBOUND RAMPS/CANNON ROAD DATE: 7/22/97 ANALYST: B.LT. CITY / STATE : CARLSBAD, CA PROJECT NO : 80044 PK HR ENTERING VOL : 1430 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 1 2 26 68 4:00-4:15 6 10 23 49 4:15-4:30 9 7 17 55 4:30 - 4:45 16 _ __ 16 27 . 57. 4:45 - 5:00 15 12 22 69 5:00-5:15 20 36 29 100 5:15-5:30 37 40 22 95 5:30 - 5:45 8 16 15 68 15 min Stop Veh Vol 37 40 Conesponding App. Vol 22 95 Total Pk Hr Vol 100 361 APPROACH DELAY (DELAY / APPROACH) * (PK HR APPROACH VOL ) PK HR ENTERING VOL NB APPROACH (DELAY) EB APPROACH (DELAY) INTERSECTION (DELAY) 2.4 2.1 4.5 . Seconds Seconds Seconds INTERSECTION (LOS) NOTE: 1. Delay data was collected at 20 second inten/als. 2. Intersection LOS is based on information contained in the Highway Capacity Manual and provided earlier in this report. 3. Delay/Approach = Pk 15 min Stop Veh Vol * 20 sec / Pk 15 min Approach Vol 4. Intersection Delay is the maximized value of the 15 min Approach Delays CFTY OF CARLSBAD SUMMER 1997 INTERSECTION ANALYSIS SUMMARY Intersection Number: 41 Intersection Location: I-5/Palomar Airport Road Southbound Ramp CONTENT Turn Movement Count Summary (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Turn Movement Diagram P.M. Peak Hour ICU Analysis and Turn Movement Diagram PAGE lof 3 2 of 3 3 of 3 TransCore Turning Movement Count Ainalysis Page 1 of 3 City: Carlsbad Intersection of: N/S Street: 1-6 Southbound E/W Street: Palomar Airport Road File: CB9741.XLS Data Collected by D,M,&S.G. Count Dote: 7/24/97 Day: Thursday Weather: Clear Traffic Control: Signalized End of 16 min. prd. South /Approach (NB) North /Approach (SB) West Approach (EB) East Approach (WB) 16 min Total Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 0 0 0 0 0 121 0 0 21 0 0 0 25 11 1 0 0 49 68 0 295 1 6:30 AM 0 0 0 0 0 129 0 0 30 0 0 0 41 24 1 0 0 71 116 0 411 1 6:46 AM 0 0 0 0 0 167 0 0 47 0 0 0 42 31 1 0 0 63 143 0 493 1 7:00 AM 0 0 0 0 0 253 0 0 82 0 0 0 74 18 3 0 0 121 163 0 701 3 7:16 AM 0 0 0 0 0 177 0 0 41 0 0 0 73 26 0 0 0 90 126 0 632 0 7:30 AM ' 0 0 0 0 0 181 0 0 58 0 0 0 92 31 0 0 0 130 90 0 682 0 7:45 AM " 0 0 0 0 0 194 0 0 60 0 0 0 106 30 6 0 0 119 116 3 624 9 8:00 AM • 0 0 0 0 0 286 • 0 0 67 0 0 0 119 26 0 0 0 121 121 0 739 0 8:16AM • 0 0 0 0 0 207 0 0 68 0 0 0 101 41 0 0 0 177 138 0 732 0 8:30 AM 0 0 0 0 0 130 0 0 46 0 0 0 73 31 2 0 0 134 96 0 509 2 8:46 AM 0 0 0 0 0 116 0 0 39 0 0 0 93 39 2 0 0 132 126 0 546 2 9:00 AM 0 0 0 0 0 111 0 0 42 0 0 0 101 31 2 0 0 123 96 0 504 2 Max. 15 min. 0 0 0 0 0 285 0 0 82 0 0 0 119 41 6 0 0 177 153 3 739 9 Pk. Hr. Vol. 0 0 0 0 0 867 0 0 253 0 0 0 418 128 6 0 0 547 464 3 2677 9 7:15 AM Peak Intersection Traffic in Pk. Hr . 2677 Peak Hr, Factor 0,91 8:15 AM Hour Intersection Pdstrns in Pk. Hr. = 9 3:46 PM 0 0 0 0 0 0 0 0 23 0 0 0 198 66 3 0 0 162 252 1 691 4 4:00 PM 0 0 0 0 0 124 0 0 32 0 0 0 126 64 1 0 0 148 219 1 713 2 4:16 PM 0 0 0 0 0 96 0 0 42 0 0 0 163 47 0 0 0 118 326 0 790 0 4:30 PM 0 0 0 0 0 100 0 0 38 0 0 0 120 109 2 0 0 169 278 1 814 3 4:46 PM 0 0 0 0 0 94 0 0 28 0 0 0 207 15 2 0 0 176 244 0 764 2 5:00 PM 0 0 0 0 0 110 0 0 23 0 0 0 160 60 2 0 0 177 336 0 866 2 5:15 PM • 0 0 0 0 0 76 0 0 34 0 0 0 204 77 0 0 0 240 312 0 943 0 6:30 PM • 0 0 0 0 0 92 0 0 47 0 0 0 157 62 1 0 0 177 337 0 872 1 6:46 PM • 0 0 0 0 0 56 0 0 25 0 0 0 147 81 1 0 0 164 305 0 778 1 6:00 PM • 0 0 0 0 0 100 0 0 40 0 0 0 166 65 1 0 0 153 356 2 879 3 6:16 PM 0 0 0 0 0 75 0 0 33 0 0 0 119 49 2 0 0 106 253 0 636 2 6:30 PM 0 0 0 0 0 48 0 0 20 0 0 0 121 43 3 0 0 120 186 1 638 4 Max. 15 min. 0 0 0 0 0 124 0 0 47 0 0 0 207 109 3 0 0 240 366 2 943 4 Pk. Hr. Vol. 0 0 0 0 0 324 0 0 146 0 0 0 673 285 3 0 0 734 1310 2 3472 6 5:00 PM Peak Intersection Traffic in Pk. Hr. = 3472 6:C0 PM Hour Intersection Pdstrns in Pk. Hr. = 6 Peak Hr. Factor 0.92 1-5 Souttibound at Palonnor Airport Road Lone Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : 7:16 AM to 8:15 AM South/^ppr (NB) North Appr (SB) West Appr (EB) East/Vppr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config - urations inside Oeft) Outside Free-flow Lane Settings 0 0 0 Capacity 0 0 0 /\re the North/South phases split (Y/N)? N Aie the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Houriy Volume 0 0 0 Adjusted Hourly Volume 0 0 0 Utilization Factor 0.00 Critical Factors 2 3240 1 1800 3 6000 2 4000 0 0 867 0 253 0 418 128 0 547 464 0 0 867 0 253 0 546 0 0 547 0 0.00 0.00 0.27 0.00 0.14 0.00 0.09 0.00 0.00 0.14 0.00 0.00 0.00 0.27 0.00 0.14 ICU Ratio = 0.51 LOS: Turning Movements at Intersection of: 1-5 Southbound and Palomar Airport Rood W e s f A P P r Time : 7:15 AM to 8:16 AM Date: 7/24/97 Day : Thursday Name: D.M.&S.G. Totals 1346 Sub- totals 800 646 North Approach 253 0 418 128 Subtotals Total 128 0 0 128 i-5 Southbound 1584 1120 0 0 867 464 t North 4^ 464 547 0 Total Subtotals Sub- totals 1011 1285 Totals 2296 E a s t A P P r Palomar Airport Rood South Approach Note : Left-turn volumes include U-turns, U-turns in bold. I-S Southbound at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : 5:00 PM to 6:00 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 Oeft) Outside Free-flow Lone Settings 0 0 0 Capacity 0 0 0 /Ve the North/South phases split (Y/N)? N Ate the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 0 0 0 Adjusted Hourly Volume 0 0 0 Utilization Factor 0.00 Critical Factors 2 3240 0 0 324 0 0 0 324 0 0.00 0.00 0.10 0.00 0.00 0.00 0.10 1800 146 146 0.08 0.00 0.00 3 6000 673 958 0.16 285 0 2 4000 734 734 1310 0 0.00 0.00 0,18 0.00 0.18 ICU Ratio 0.38 LOS = Turning Movements at Intersection of: 1-5 Souttibound and Poiomor Airport Road W e s t A P P r Time : 5:00 PM fo 6:00 PM Date : 7/24/97 Day : Thursday Nome : D.M.&S.G. Totals 1838 Sub- totals 880 958 North Approach 146 0 673 285 Subtotals Total 285 0 0 285 i-5 Southbound 1780 470 0 0 324 t North 1310 1310 734 0 Total Subtotals Sub- totals 2044 997 Totals 3041 E a s t A P P r Palomar Airport Rood South Approach Note : Left-turn volumes include U-turns. U-turns in bold. CFTY OF CARLSBAD SUMMER 1997 INTERSECTION ANALYSIS SUMMARY Intersection Number: 42 Intersection Location: I-5/Palomar Airport Road Northbound Ramp CONTENT PAGE Turn Movement Count Summary (A.M. and P.M.) lof 3 A.M. Peak Hour ICU Analysis and Turn Movement Diagram 2 of 3 P.M. Peak Hour ICU Analysis and Turn Movement Diagram 3 of 3 TransCore Turning Movement Count /Vialysis Page 1 of 3 City: Carlsbad Intersection of: N/S Street: 1-5 Northbound E/W Street: Palomar Airport Rood File: CB9742.XLS Data Collected by M.T.&K.K. Count Date: 7/24/97 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 Peds Left U-Trn Thru Right Peds Vehicles Peds 6:16 AM 21 0 0 168 1 0 0 0 0 0 3 0 178 0 0 0 0 140 67 0 577 1 6:30 AM 28 0 1 162 0 0 0 0 0 0 2 0 150 0 0 0 0 138 69 0 540 0 6:45 AM 19 0 0 210 1 0 0 0 0 0 2 0 218 0 0 0 0 216 75 0 740 1 7:00 AM 39 0 1 272 1 0 0 0 0 0 9 0 304 0 0 0 0 179 63 0 867 1 7:15AM 34 0 0 198 1 0 0 0 0 0 17 0 251 0 0 0 0 228 74 0 802 1 7:30 AM 33 0 0 291 0 0 0 0 0 0 6 0 267 0 0 0 0 164 48 0 809 0 7:46 AM * 32 0 1 399 4 0 0 0 0 0 21 0 365 0 0 0 0 200 66 1 1084 5 8:00 AM • 58 0 0 374 0 0 0 0 0 0 12 0 268 0 0 0 0 211 82 0 995 0 8:15 AM " 62 0 1 292 1 0 0 0 0 0 13 0 320 0 0 0 0 202 80 1 970 2 8:30 AM " 48 0 2 312 2 0 0 0 0 0 7 0 217 0 0 0 0 233 82 0 901 2 8:46 AM 50 0 2 319 0 0 0 0 0 0 13 0 271 0 0 0 0 202 39 0 896 0 9:00 AM 45 0 2 253 3 0 0 0 0 0 17 0 164 0 0 0 1 193 148 0 823 3 Max, 15 min. 62 0 2 399 4 0 0 0 0 0 21 0 366 0 0 0 1 233 148 1 1084 6 Pk, Hr, Vol, 200 0 4 1377 7 0 0 0 0 0 53 0 1160 0 0 0 0 846 310 2 3950 9 7:30 AM Peak Intersection Traffic in Pk, Hr, = 3950 Peak Hr, Factor 0,91 8:30 AM Hour Intersection Pdstrns in Pk, Hr, 3:45 PM 38 0 0 200 0 0 0 0 0 0 63 0 217 0 3 0 0 390 278 1 1186 4 4:00 PM 26 0 0 142 0 0 0 0 0 0 26 1 199 0 0 0 0 291 206 0 890 0 4:15 PM 24 0 0 180 0 0 0 0 0 0 36 0 226 0 1 0 0 446 276 0 1187 1 4:30 PM 28 0 0 188 0 0 0 0 0 0 50 1 171 0 0 0 0 361 201 0 990 0 4:45 PM • 33 0 0 168 0 0 0 0 0 0 47 0 224 0 0 0 0 394 242 0 1108 0 5:00 PM • 41 0 0 152 0 0 0 0 0 0 46 0 172 0 1 0 0 423 214 0 1048 1 5:15 PM • 42 0 0 160 0 0 0 0 0 0 64 1 248 0 0 0 0 462 269 0 1236 0 5:30 PM • 48 0 0 164 0 0 0 0 0 0 66 0 204 0 1 0 0 496 262 1 1240 2 5:46 PM 35 0 0 149 0 0 0 0 0 0 60 0 137 0 0 0 0 524 201 0 1106 0 6:00 PM 35 0 0 157 0 0 0 0 0 0 48 1 191 0 0 0 0 378 216 0 1025 0 6:15 PM 30 0 0 144 0 0 0 0 0 0 21 0 143 0 2 0 0 363 188 0 889 2 6:30 PM 37 0 0 144 0 0 0 0 0 0 31 2 166 0 2 0 0 319 173 2 862 4 Max, 15 min. 48 0 0 200 0 0 0 0 0 0 66 2 248 0 3 0 0 624 278 2 1240 4 Pk, Hr, Vol. 164 0 0 644 0 0 0 0 0 0 223 1 848 0 2 0 0 1766 987 1 4632 3 4:30 PM Peak Intersection Traffic in Pk, Hr. = 4632 Peak Hr. Factor 0.93 5:30 PM Hour Intersection Pdstrns in Pk. Hr. * Note: Eastbound peds were not counted in a.m. 1-5 Northbound at Palomar Airport Rood Lone Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:30 AM to 8:30 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lone Inside 1 1 1 1 1 Config- Oeft) 2 1 1 1 urations 3 1 1 1 4 5 6 1 1 Outside 7 Free-flow Lane Settings 0 1 2 0 0 0 1 3 0 0 3 1 Capacity 0 2000 3240 0 0 0 1800 6000 0 0 6000 1800 Are the North/South phases split (Y/N)? N Ae the East/West phases split (Y/N)? N Efficiency Lcjsf Factor 0.10 Hourty Volume 200 4 1377 0 0 0 53 1160 0 0 846 310 Adjusted Houriy Voiume 0 204 1377 0 0 0 63 1160 0 0 846 310 Utilization Factor 0.00 0.10 0.43 0.00 0.00 0.00 0.03 0.19 0.00 0.00 0.14 0.17 Critical Factors 0.43 0.00 0.03 0.17 ICU Ratio = 0.73 LOS = C Turning Movements at Intersection of 1-5 Northbound and Palomar Airport Rood Time: 7:30 AM to 8:30 AM North Approach I-S Northbound Date : 7/24/97 Day : Thursday 367 Total Name : M.T.&K.K. 0 n 367 Subtotals Sub-0 0 U 0 Sub- W e s t A P P r Totals 2259 totals 1046 1213 53 1160 0 t North 4^ 310 846 0 totals 1156 2537 Totals 3693 E a s t A P P r Subtotals Total 200 0 1581 4 1681 1377 Palomar Airport Road South Approach Note : Left-turn volumes include U-turns. U-turns in bold. 1-5 Northbound at Poiomor Airport Rood Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 4:30 PM to 6:30 PM Page 3 of 3 South Appr (NB) North/i>ppr (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 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 Efflciency Lost Facrtor 0 Hourly Volume 164 0 644 0 0 0 224 848 0 0 1765 987 Adjusted Hourly Volume 0 164 644 0 0 0 224 848 0 0 1765 987 Utilization Factor 0,00 0.08 0.20 0.00 0.00 0.00 0.12 0.14 0.00 0.00 0.29 0.65 Crrtical Factors 0.20 0.00 0.12 0,55 ICU Ratio = 0.97 LOS = E Turning Movements at Intersection of: 1-5 Northbound and PoionrKir Airport Road W e s t A P P r Time : 4:30 PM to 5:30 PM Date : 7/24/97 Day: Thursday Name : MT.&K.K. Totals 3002 Sub- tofols 1930 1072 North Approach 0 0 0 224 848 0 Subtotals Total 164 0 808 0 808 i-5 Northbound 1210 0 0 t North ^ t r 644 1210 987 1766 0 Total Subtotals Sub- totals 2762 1492 Totals 4244 E a s f A P P r Palomar Airport Rood South /Approach Note : Left-turn volumes include U-turns. U-turns in bold. CFTY OF CARLSBAD SUMMER 1997 INTERSECTION ANALYSIS SUMMARY Intersection Number: 43 Intersection Location: I-5/Poinsettia Lane Southbound Ramp CONTENT Turn Movement Count Summary (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Turn Movement Diagram P.M. Peak Hour ICU Analysis and Turn Movement Diagram PAGE lof 3 2 of 3 3 of 3 TransCore Turning Movement Count Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Street: 1-5 Southbound Ramp E/W Street: Poinsettia Lane File: CB9743.XLS Data Collected by MT. & K.K. Count Date: 8/6/97 Day: Wednesday Weather: Clear Traffic Control: Signalized End of 16 min. prd. South Approach (NB) North /Approach (SB) West /Approach (EB) East Approach (WB) 15 min Total Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 0 0 0 0 0 19 0 0 13 0 0 0 16 14 0 30 2 34 0 0 128 0 6:30 AM 0 0 0 0 0 38 0 1 11 1 0 0 32 14 1 60 0 37 0 0 193 2 6:45 AM 0 0 0 0 0 48 0 0 17 0 0 0 32 12 0 95 0 33 0 0 237 0 7:00 AM 0 0 0 0 0 93 0 0 12 0 0 0 53 20 0 117 0 73 0 0 368 0 7:16 AM 0 0 0 0 0 74 0 0 20 0 0 0 39 10 1 107 0 47 0 0 297 1 7:30 AM 0 0 0 0 0 68 0 0 19 0 0 0 48 16 1 103 2 88 0 0 344 1 7:45 AM 0 0 0 0 0 56 0 0 27 0 0 0 47 9 3 93 3 75 0 0 310 3 8:00 AM 0 0 0 0 0 57 0 0 36 0 0 0 62 16 3 129 0 120 0 0 420 3 8:15 AM • 0 0 0 0 0 47 0 0 38 0 0 0 62 29 0 116 3 98 0 0 392 0 8:30 AM 0 0 0 0 0 55 0 0 46 0 0 0 52 23 1 119 6 98 0 0 398 1 8:45 AM 0 0 0 0 0 49 0 0 51 0 0 0 67 30 2 93 3 90 0 0 373 2 9:00 AM 0 0 0 0 0 58 0 0 54 0 0 0 82 28 0 106 0 88 0 0 416 0 Max, 16 min. 0 0 0 0 0 93 0 1 64 1 0 0 82 30 3 129 6 120 0 0 420 3 Pk, Hr, Vol, 0 0 0 0 0 208 0 0 171 0 0 0 233 98 6 466 11 406 0 0 1683 6 7:45 AM Peak Intersection Traffic in Pk. Hr. = 1583 Peak Hr. Factor 0.94 8:45 AM Hour Intersection Pdstrns in Pk, Hr. = 6 3:45 PM 0 0 0 0 0 64 0 0 64 0 0 0 146 42 1 128 0 123 0 0 656 1 4:00 PM • 0 0 0 0 0 62 0 0 44 0 0 0 104 31 0 104 0 112 0 1 467 1 4:15 PM • 0 0 0 0 0 65 0 1 40 0 0 0 124 29 2 73 0 132 0 2 464 4 4:30 PM • 0 0 0 0 0 85 0 2 62 0 0 0 187 33 0 68 0 96 0 1 632 1 4:45 PM 0 0 0 0 0 28 0 0 36 0 0 0 88 26 1 72 0 92 0 0 342 1 5:00 PM 0 0 0 0 0 85 0 0 62 0 0 0 145 34 2 58 0 140 0 0 514 2 5:15 PM 0 0 0 0 0 77 0 0 65 2 0 0 147 36 3 56 0 115 0 0 486 6 6:30 PM 0 0 0 0 0 90 0 1 46 0 0 0 153 48 5 64 0 116 0 3 518 8 5:46 PM 0 0 0 0 0 71 0 0 42 0 0 0 127 29 3 77 0 103 0 1 449 4 6:00 PM 0 0 0 0 0 84 0 0 41 0 0 0 159 34 1 66 0 128 0 0 512 1 6:15 PM 0 0 0 0 0 41 0 0 41 0 0 0 . 93 34 1 58 0 91 0 0 358 1 6:30 PM 0 0 0 0 0 62 0 0 46 0 0 0 • 148 42 2 60 0 96 0 0 454 2 Max, 15 min. 0 0 0 0 0 90 0 2 62 2 0 0 187 48 6 128 0 140 0 3 556 8 Pk. Hr. Vol. 0 0 0 0 0 276 0 3 200 0 0 0 560 135 3 373 0 462 0 4 2009 7 3:30 PM Peak Intersection Traflic in Pk. Hr. = 2009 4:30 PM Hour Intersection Pdstrns in Pk. Hr. = 7 Peak Hr. Factor 0.90 Note: Westbound peds were not counted in a.m. 1-5 Souttibound Romp at Poinsettia Lone Lone Configuration for Intersection Capacity Utilization Pk. Hr. Time Period ; 7:46/VM to 8:45 AM Page 2 of 3 South Appr (NB) North Appr (SB) West Appr (EB) Bast Appr QNB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lone Config- urations Inside Oeft) Outside . Free-flow 1 Lane Settings 0 0 0 1 1 1 0 2 1 2 2 0 Capacity 0 0 0 1800 2000 1800 0 4000 1800 3240 4000 0 Aie the North/South phases split (Y/N)? N Ae the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Houriy Volume 0 0 0 208 0 171 0 233 98 467 406 0 Adjusted Houriy Voiume 0 0 0 208 0 171 0 233 98 467 406 0 Utilization Factor 0.00 0.00 0.00 0.12 0.00 0.10 0.00 0.06 0.05 0.14 0.10 0.00 Critical Factors 0.00 0.00 0.12 0.06 0.14 ICU Ratio 0.42 LOS = Turning Movements of Intersection of: i-5 Southbound Romp and Poinsettia Lone North Approach W e s f A P P r Time : 7:45 AM to 8:45 AM Date: 8/6/97 Day : Wednesday Name: K.M.&K.K. I-S Southbound Ramp Totals 908 Sub- totals 677 331 0 233 98 Subtotals Total 379 171 0 654 0 0 554 379 0 208 t North ^ t r 0 406 467 11 Total Subtotals Sub- totals 873 Totals 1325 452 Poinsettia Lone E a s t A P P r South /Approach Note : Left-turn volumes include U-turns. U-turns in bold. 1-5 Souttibound Romp at Poinsettia Lane Lone Configuration for Intersection 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 Lone Config - urations Inside Oeft) Outside Free-flow 1 Lane Settings 0 0 0 1 1 1 0 2 1 2 2 0 Capacity 0 0 0 1800 2000 1800 0 4000 1800 3240 4000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lcjst Factor 0.10 Hourly Volume 0 0 0 276 3 200 0 560 135 373 462 0 Adjusted Houriy Volume 0 0 0 276 3 200 0 660 135 373 462 0 Utilization Factor 0,00 0.00 0.00 0.15 0,00 0.11 0.00 0.14 0.08 0.12 0.12 0.00 Critical Factors 0.00 0.00 0,15 0.14 0.12 ICU Ratio 0.61 LOS = Turning Movements at Intersection of: 1-5 Souttibound Romp and Poinsettia Lone W e s t A p p r Time : 3:30 PM to 4:30 PM Date: 8/6/97 Day : Wednesday Name : K.M.&K.K, Totals 1357 Sub- totals 662 696 North Approach 479 200 3 0 560 135 Subtotals Total 611 I t g-, North A 0 J 0 0 0 511 1-5 Southbound Ramp 479 0 276 0 462 373 Total Subtotals Sub- totals 836 836 Totals 1671 Poinsettia Lone E a s t A P P r South /\pproach Note : Left-turn volumes include U-turns. U-turns in bold. CFTY OF CARLSBAD SUMMER 1997 INTERSECTION ANALYSIS SUMMARY Intersection Number: 44 Intersection Location: I-5/Poinsettia Lane Northbound Ramp CONTENT Turn Movement Count Summary (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Turn Movement Diagram P.M. Peak Hour ICU Analysis and Turn Movement Diagram PAGE lof 3 2 of 3 3 of 3 TransCore Turning Movement Count Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Street: 1-5 Northbound E/W Street: Poinsettia Lone File: CB9744.XLS Data Collected by D.M.&K.M. Count Date: 8/6/97 Day: Wednesday Weather: Clear Traffic Control: Signalized South Approach (NB) North /Approach (SB) End of 16 West /Approach (EB) East Approach (WB) 16 min Total Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 9 0 0 10 0 0 0 0 0 0 7 0 28 0 0 0 0 60 29 0 133 0 6:30 AM 9 0 0 45 0 0 0 0 0 0 13 0 49 0 0 0 0 74 38 0 228 0 6:46 AM 16 0 0 76 0 0 0 0 0 0 15 0 90 0 1 0 0 122 40 0 369 1 7:00 AM 16 0 0 113 0 0 0 0 0 0 3 0 119 0 0 0 0 163 40 2 444 2 7:15 AM 14 0 0 73 0 0 0 0 0 0 8 0 106 0 0 0 0 140 60 3 391 3 7:30 AM 16 0 0 66 0 0 0 0 0 0 7 0 106 0 0 0 0 145 51 1 390 1 7:46 AM 20 0 0 73 0 0 0 0 0 0 13 0 88 0 2 0 0 133 49 3 376 6 8:00 AM • 35 0 0 46 0 0 0 0 0 0 56 0 120 0 4 0 0 230 103 2 589 6 8:16 AM • 32 0 0 47 ^ 0 0 0 0 0 0 37 0 88 0 0 0 0 200 72 2 476 2 8:30 AM " 22 0 2 43 0 0 0 0 0 0 25 0 71 0 1 0 0 144 54 7 361 8 8:45 AM " 35 0 0 54 0 0 0 0 0 0 20 0 99 0 2 0 0 168 64 2 430 4 9:00 AM 31 0 0 38 0 0 0 0 0 0 36 0 99 0 0 0 0 172 53 2 429 2 Max. 16 min. 36 0 2 113 0 0 0 0 0 0 56 0 120 0 4 0 0 230 103 7 589 8 Pk. Hr. Vol. 124 0 2 189 0 0 0 0 0 0 138 0 378 0 7 0 0 732 293 13 1856 20 7:45 AM Peak Intersection Traflic in Pk, Hr, = 1856 Peak Hr. Factor 0.79 8:45 AM Hour Intersection Pdstrns in Pk. Hr = 20 3:45 PM • 47 0 4 72 0 0 0 0 0 0 43 0 151 0 1 0 0 196 98 1 611 2 4:00 PM. • 37 0 0 57 0 0 0 0 0 0 42 0 117 0 0 0 0 187 72 1 612 1 4:15 PM • 56 0 0 63 0 0 0 0 0 0 53 0 141 0 2 0 0 161 76 2 639 4 4:30 PM • 44 0 0 75 0 0 0 0 0 0 55 0 166 0 0 0 0 163 76 0 578 0 4:46 PM 39 0 0 51 0 0 0 0 0 0 41 0 124 0 2 0 0 116 61 0 422 2 5:00 PM 64 0 0 81 0 0 0 0 0 0 44 0 157 0 2 0 0 158 69 2 563 4 6:15 PM 29 0 2 73 0 0 0 0 0 0 43 0 175 0 0 0 0 120 62 1 504 1 5:30 PM 30 0 1 84 0 0 0 0 0 0 45 0 246 0 6 0 0 127 77 4 610 10 5:45 PM 32 0 0 63 0 0 0 0 0 0 24 0 123 0 1 0 0 159 69 3 470 4 6:00 PM 57 0 0 101 0 0 0 0 0 0 64 0 197 0 1 0 0 171 61 0 641 1 6:15 PM 28 0 0 78 0 0 0 0 0 0 27 0 124 0 2 0 0 72 36 1 365 3 6:30 PM 50 0 0 55 0 0 0 0 0 0 40 0 134 0 0 0 0 122 63 1 464 1 Max. 15 min. 64 0 4 101 0 0 0 0 0 0 55 0 246 0 6 0 0 196 98 4 641 10 Pk. Hr. Vol. 184 0 4 267 0 0 0 0 0 0 193 0 674 0 3 0 0 697 321 4 2240 7 3:30 PM Peak Intersection Traffic in Pk. Hr. = 2240 4:30 PM Hour Intersection Pdstrrw in Pk. Hr. = 7 Peak Hr. Factor 0.87 1-5 Northbound at Poinsettia Lone Lone Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 7:45 AM to 8:46 AM Page 2 of 3 South Appr (NB) North Appr (SB) West Appr (EB) East/Vppr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lone Config - urations Inside Oeft) Outside Free-flow 1 1 1 Lane Settings 0 1 2 0 Capacity 0 2000 3240 0 Are the North/South phases split (Y/N)? N Aie the East/West phases split (Y/N)? N Efflciency Lcjst Facrtor 0.10 Hourly Volume 124 2 189 0 Adjusted Houriy Volume 0 126 189 0 Utilization Factor 0.00 0,06 0,06 0,00 Critical Factors 0,06 0.00 ICU Ratio = 0.40 LOS = A 1 2 1800 4000 138 138 0.08 0.08 378 378 3 1 6000 1800 732 732 293 293 0.16 0.16 Turning Movements at Intersection of: 1-5 Northbound and Poinsettia Lone W e s f A p p r Time : 7:46 AM to 8:45 AM Date: 8/6/97 Day : Wednesday Name: D.M.&K.M. Totals 1372 Sub- totals 856 616 138 378 0 Subtotals Total North Approach 0 0 0 124 0 316 North 2 315 433 0 0 1-5 Northbound 433 t 4_ 293 732 0 189 Total Subtotals Sub- totals 1025 667 Totals 1592 Poinsettia Lone E a s t A P P r South Approach Note : Left-turn volumes include U-turns. U-turns in bold. 1-5 NorttitxHind at Poinsettia lane Lane Configuration for intersection 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 Lone Config- urations Inside Oeft) Outside Free-flow 1 1 1 Lone 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 Ae the East/West phases split (Y/N)? N Efficiency Lcjst Factor 0.10 Houriy Volume 184 4 267 0 0 0 193 574 0 0 697 321 Adjusted Hourly Volume 0 188 267 0 0 0 193 574 0 0 697 321 Utilization Factor 0.00 0.09 0.08 0.00 0.00 0,00 0,11 0,14 0,00 0.00 0.12 0.18 Critical Factors 0.09 0.00 0,11 0.18 ICU Ratio = 0.48 LOS = A Turning Movements at Intersection of: 1-5 Northbound and Poinsettia Lane W e s t A P P r Time : 3:30 PM to 4:30 PM Date: 8/6/97 Day : Wednesday Name : D.M.&K.M. Totals 1648 Sub- totals 881 767 North Approach 0 0 0 193 574 0 Subtotals Total 184 0 455 4 456 518 0 0 North 1-5 Northbound 518 t 4_ 267 321 697 0 Total Subtotals Sub- totals 1018 841 Totals 1869 Poinsettia Lone E a s t A P P r South Approach Note : Left-turn volumes include U-turns. U-turns in bold. CFTY OF CARLSBAD SUMMER 1997 INTERSECTION ANALYSIS SUMMARY Intersection Number: 45 Intersection Location: I-5/La Costa Avenue Southbound Ramp CONTENT Turn Movement Count Summary (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Turn Movement Diagram P.M. Peak Hour ICU Analysis and Turn Movement Diagram PAGE lof 3 2 of 3 3 of 3 TransCore Turning Movement Count Analysis Page 1 of 3 City: Corlsbod Intersection of: N/S Street: 1-5 Southbound Romp E/W Street: La Costo Avenue File : CB9745.XLS Data Collected by K,M,&C.M. Count Date 8/5/97 Day: Tuesday Weather: Clear Traffic Control: Signalized End of 15 min. prd. South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 0 0 0 0 0 13 0 0 12 0 0 0 29 14 0 90 0 21 0 0 179 0 6:30 AM 0 0 0 0 0 27 0 0 21 0 0 0 47 12 0 124 0 33 0 0 264 0 6:45 AM 0 0 0 0 0 47 0 1 27 0 0 0 76 17 0 185 0 46 0 0 399 0 7:00 AM 0 0 0 0 0 60 0 0 33 0 0 0 46 15 0 119 0 28 0 0 301 0 7:15 AM 0 0 0 0 0 47 0 1 16 0 0 0 72 22 0 187 0 38 0 0 383 0 7:30 AM 0 0 0 0 0 44 0 0 17 0 0 0 69 13 0 128 0 25 0 0 296 0 7:45 AM 0 0 0 0 0 59 0 0 32 0 0 0 67 18 0 162 0 43 0 0 381 0 8:00 AM 0 0 0 0 0 60 0 0 18 0 0 0 80 17 1 127 0 42 0 0 344 1 8:15AM * 0 0 0 0 0 47 0 0 17 0 0 0 86 12 0 144 0 42 0 0 348 0 8:30 AM * 0 0 0 0 0 62 0 1 33 0 0 0 92 20 0 116 0 39 0 0 363 0 8:45 AM * 0 0 0 0 0 42 0 0 32 0 0 0 90 20 0 141 0 61 0 0 386 0 9:00 AM * 0 0 0 0 0 53 0 0 23 0 0 0 95 19 0 128 0 59 0 0 377 0 Max, 15 min. 0 0 0 0 0 62 0 1 33 0 0 0 95 22 1 187 0 61 0 0 399 1 Pk, Hr, Vol, 0 0 0 0 0 204 0 1 105 0 0 0 363 71 0 529 0 201 0 0 1474 0 8:00 AM Peak Intersection Traffic in Pk. Hr, =1474 9:00 AM Hour Intersection Pdstrns in Pk. Hr. = 0 Peak Hr. Factor 0.92 3:45 PM 0 0 0 0 0 63 0 0 42 0 0 0 121 25 0 97 0 74 0 0 422 0 4:00 PM 0 0 0 0 0 60 0 2 30 0 0 0 115 12 0 99 0 77 0 0 395 0 4:15 PM 0 0 0 0 0 58 0 0 44 0 0 0 119 15 0 71 0 68 0 0 375 0 4:30 PM 0 0 0 0 0 56 0 0 45 0 0 0 138 18 0 93 0 88 0 1 438 1 4:45 PM 0 0 0 0 0 57 0 3 40 0 0 0 115 10 0 78 0 57 0 0 360 0 5:00 PM * 0 0 0 0 0 64 0 2 60 0 0 0 146 28 0 109 0 61 0 0 470 0 5:15 PM * 0 0 0 0 0 46 0 0 46 0 0 0 123 32 0 97 0 77 0 0 421 0 5:30 PM * 0 0 0 0 0 54 0 1 72 0 0 0 168 15 0 101 0 71 0 0 482 0 5:45 PM * 0 0 0 0 0 51 0 0 57 0 0 0 158 21 0 126 0 71 0 0 484 0 6:00 PM 0 0 0 0 0 56 0 1 64 0 0 0 112 13 0 104 0 98 0 1 448 1 6:15 PM 0 0 0 0 0 64 0 1 59 0 0 0 136 21 0 85 0 77 0 0 443 0 6:30 PM 0 0 0 0 0 63 0 1 35 0 0 0 124 23 0 88 0 67 0 0 401 0 Max, 15 min. 0 0 0 0 0 64 0 3 72 0 0 0 168 32 0 126 0 98 0 1 484 1 Pk, Hr, Vol, 0 0 0 0 0 215 0 3 235 0 0 0 595 96 0 433 0 280 0 0 1857 0 4:45 PM Peak Intersection Traffic in Pk, Hr, = 1857 Peak Hr, Factor 0,96 5:45 PM Hour Intersection Pdstrns in Pk, Hr, = 0 1-5 Southbound Ramp at lo Costa Avenue Lane Configuration for Intersection Capacity Utilizafion 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 Jhm^ Right J,eft_ Jhr^ Lane Config- urations Inside (left) Outside Free-flow 1 Lane Settings 0 0 0 1 1 1 0 2 0 2 2 0 Capacity 0 0 0 1800 2000 1800 0 4000 0 3240 4000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Houriy Volume 0 0 0 204 1 105 0 363 71 529 201 0 Adjusted Hourly Volume 0 0 0 204 1 105 0 434 0 529 201 0 Utilization Factor 0.00 0.00 0.00 0,11 0,00 0,06 0.00 0.11 0.00 0.16 0.05 0.00 Critical Factors 0.00 0,00 0,11 0.11 0.16 ICU Ratio = 0.48 LOS: Turning Movements of Intersection of: 1-5 Southbound Romp and Lo Costo Avenue W e s t A P P r Time : 8:00 AM to 9:00 AM Dote: 8/5/97 Day: Tuesday Nome: K.M.&C.M. Totals 740 Sub- totals 306 434 0 363 71 Subtotals Total North Approach 310 105 1 t _4 601 0 0 601 t North t 0 0 1-5 Southbound Romp 310 0 204 4_ r 0 201 529 Total Subtotals Sub- totals 730 567 Totals 1297 lo Costo Avenue E a s t A P P r South Approach Note : Left-turn volumes include U-turns. U-turns in bold. i-5 Southbound Ramp at La Costa 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 Jgft Thru Right Left Thru Right Left Thru Right Lone Config - urations Inside (left) Outside Free-flow 1 1 1 Lane Settings 0 0 0 1 1 1 0 2 0 2 2 0 Capacity 0 0 0 1800 2000 1800 0 4000 0 3240 4000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Houriy Volume 0 0 0 215 3 235 0 595 96 433 280 0 Adjusted Hourly Volume 0 0 0 215 3 235 0 691 0 433 280 0 Utilization Factor 0.00 0.00 0.00 0.12 0.00 0.13 0.00 0.17 0.00 0.13 0,07 0,00 Critical Factors 0.00 0.13 0.17 0,13 ICU Ratio = 0,53 LOS = Turning Movements at Intersection of: Time : 4:45 PM to 5:45 PM Date: 8/5/97 Day: Tuesday Name : K,M,&C.M. W e s t A P P r Totals 1206 Sub- totals 515 691 i-5 Southbound Ramp North Approach 453 235 3 and La Costa Avenue 0 595 96 Subtotals Total -• I T 532 0 0 532 t North 4 I 0 1-5 Southbound Romp 453 0 215 4L^_ ^—- 0 280 433 Total Subtotals Sub- totals 713 810 Totals 1523 E a s t A P P r Lo Costo Avenue South Approach Note : Left-turn volumes include U-turns, U-turns in bold. CFTY OF CARLSBAD SUMMER 1997 INTERSECTION ANALYSIS SUMMARY Intersection Number: 46 Intersection Location: I-5/La Costa Avenue Northbound Ramp CONTENT PAGE Turn Movement Count Summary (A.M. and P.M.) lof 3 A.M. Peak Hour ICU Analysis and Turn Movement Diagram 2 of 3 P.M. Peak Hour ICU Analysis and Turn Movement Diagram 3 of 3 TransCore Turning Movement Count Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Street: 1-5 Northbound E/W Street: La Costo Avenue File : CB9746,XLS Data Collected by M,T,&K,K. Count Dote: 8/5/97 Day: Tuesday Weather: Clear Traffic Control: Signalized End of 15 min, prd. South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 2 0 0 31 0 0 0 0 0 0 13 0 36 0 0 0 0 123 42 0 247 0 6:30 AM 4 0 0 35 0 0 0 0 0 0 14 0 47 0 0 0 0 134 44 0 278 0 6:45 AM 11 0 3 53 0 0 0 0 0 1 23 0 66 0 0 0 0 192 59 0 407 1 7:00 AM 3 0 0 98 0 0 0 0 0 0 22 0 123 0 0 0 0 211 90 0 547 0 7:15AM * 6 0 2 63 0 0 0 0 0 0 28 0 86 0 0 0 0 243 87 0 515 0 7:30 AM * 4 0 0 100 0 0 0 0 0 2 27 0 114 0 0 0 0 156 78 0 479 2 7:45 AM * 2 0 1 92 0 0 0 0 0 0 20 0 102 0 0 0 0 169 4 0 390 0 8:00 AM * 5 0 0 112 0 0 0 0 0 1 24 0 119 0 0 0 0 186 171 0 617 1 8:15AM 5 0 0 65 0 0 0 0 0 1 23 0 113 0 0 0 0 170 88 0 464 1 8:30 AM 6 0 1 66 0 0 0 0 0 2 22 0 123 0 0 0 0 163 61 0 442 2 8:45 AM 6 0 0 75 0 0 0 0 0 2 24 0 91 0 0 0 0 182 84 0 462 2 9:00 AM 6 0 0 96 0 0 0 0 0 2 32 0 123 0 0 0 0 164 61 . 0 482 2 Max, 15 min. 11 0 3 112 0 0 0 0 0 2 32 0 123 0 0 0 0 243 171 0 617 2 Pk, Hr, Vol, 17 0 3 367 0 0 0 0 0 3 99 0 421 0 0 0 0 754 340 0 2001 3 7:00 AM Peak Intersection Traffic in Pk. Hr. = 2001 Peak Hr, Factor 0,81 8:00 AM Hour Intersection Pdstrns in Pk. Hr, = 3 3:45 PM 12 0 1 117 0 0 0 0 0 0 36 0 141 0 0 0 0 147 90 0 544 0 4:00 PM 4 0 3 118 0 0 0 0 0 0 17 0 150 0 0 0 0 169 94 0 555 0 4:15 PM 11 0 0 121 0 0 0 0 0 0 30 0 161 0 0 0 0 154 83 0 560 0 4:30 PM 14 0 0 109 0 0 0 0 0 0 28 0 169 0 0 0 0 153 88 0 561 0 4:45 PM 10 0 0 114 0 0 0 0 0 0 39 0 141 0 0 0 0 141 87 0 532 0 5:00 PM 8 0 0 90 0 0 0 0 0 0 23 0 158 0 0 0 0 183 85 0 547 0 5:15 PM * 7 0 0 113 0 0 0 0 0 0 22 0 167 0 0 0 0 164 93 0 566 0 5:30 PM * 5 0 0 103 0 0 0 0 0 0 15 0 178 0 0 0 0 152 98 0 551 0 5:45 PM * 11 0 0 144 0 0 0 0 0 0 40 0 189 0 0 0 0 169 92 0 645 0 6:00 PM * 10 0 0 119 0 0 0 0 0 0 25 0 148 0 0 0 0 192 84 0 578 0 6:15 PM 10 0 0 82 0 0 0 0 0 0 20 0 190 0 0 0 0 138 71 0 511 0 6:30 PM 11 0 2 105 0 0 0 0 0 0 12 0 147 0 0 0 0 159 84 0 520 0 Max, 15 min. 14 0 3 144 0 0 0 0 0 0 40 0 190 0 0 0 0 192 98 0 645 0 Pk, Hr. Vol. 33 0 0 479 0 0 0 0 0 0 102 0 682 0 0 0 0 677 367 0 2340 0 5:00 PM Peak Intersection Traffic in Pk, Hr, = 2340 6:00 PM Hour Intersection Pdstrns in Pk, Hr, = 0 Peak Hr. Factor 0.91 i-5 Northbound at Lo Costa Avenue Lone Configuration for Intersection Capacity Utilization Pk, Hr, Time Period : 7:00 AM to 8:00 AM South Appr (NB) North Appr (SB) West Appr (EB) Page 2 of 3 East Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right^ Lane Config - urations Inside (left) Outside Free-flow 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 fhe East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Houriy Volume 17 3 367 0 0 0 99 421 0 0 754 340 Adjusted Hourly Volume 0 20 367 0 0 0 99 421 0 0 754 340 Utilization Factor 0.00 0.01 0.11 0.00 0,00 0,00 0,06 0.11 0.00 0.00 0.13 0.19 Critical Factors 0.11 0,00 0,06 0,19 ICU Ratio = 0.46 LOS = A Turning Movements at Intersection of: 1-5 Northbound and lo Costa Avenue Time : 7:00 AM to 8:00 AM North Approach i-5 Northbound Date: 8/5/97 Day : Tuesday 442 Total Name: M.T.&K.K. 0 442 Subtotals Sub-0 0 U 0 Sub- Totals totals J 1 L totals W e s t A P P r 1291 771 520 99 421 0 Subtotals Total 17 0 387 t North t 3 387 340 754 0 1094 788 r 367 Totals 1882 E a s t A P P r La Costo Avenue South Approach Note : Left-turn volumes include U-turns, U-turns in bold. 1-5 Northbound at Lo Costa Avenue Lone 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 Lone Inside 1 1 1 1 1 Config - (left) 2 1 1 1 urcjfions 3 4 c 1 1 1 1 Outside 0 6 7 Free-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/South phases split (Y/N)? N Are fhe East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 33 0 479 0 0 0 102 682 0 0 677 367 Adjusted Hourly Volume 0 33 479 0 0 0 102 682 0 0 677 367 Utilization Factor 0.00 0.02 0.15 0.00 0.00 0.00 0.06 0.17 0.00 0.00 0.11 0.20 Critical Factors 0.15 0.00 0.06 0,20 ICU Ratio = 0.51 LOS = A Turning Movements of Intersection of: i-5 Northbound and lo Costo Avenue Time : 5:00 PM to 6:00 PM North Approach i-5 Northbound Date : 8/5/97 Day : Tuesday 469 Total Name : M.T.&K.K. 0 469 Subtotals Sub-0 0 U 0 Sub- Totals totals 1 1 1 totals W e s 1494 710 0 102 -4 ^ 367 784 682 0 A P P r Subtotals Total 33 0 512 t North t 0 512 677 0 1044 1161 Totals 2205 E o s t A P P r 479 Lo Costo Avenue South Approach Note : Left-turn volumes include U-turns, U-turns in bold.