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HomeMy WebLinkAbout; 1994 Traffic Monitoring Program Carlsbad Part 1; 1994 Traffic Monitoring Program Carlsbad Part 1; 1994-12-20ANNUAL REPORT 1994 CITY OF CARLSBAD GROWTH MANAGEMENT PLAN TRAFFIC MONITORING PROGRAM Prepared For City of Carlsbad 2075 Las Palmas Drive Carlsbad, CA 92009 Prgpargd Py JHK & Associates 8989 Rio San Diego Drive, Suite 335 San Diego, CA 92108 /1/2C/94 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 - INTERSECTION SUMMARY APPENDIX - MID-BLOCK SUMMARY LIST OF FIGURES Figure Pflgg 1- 1 Project Location Map 1-2 2- 1 1994 Traffic Monitoring Program - Peak Hour Arterial Levels of Service 2-2 3- 1 Intersection Location Map 3-2 3-2 1994 AM Peak Hour - Intersection Levels of Service 3-11 3-3 1994 PM Peak Hour - Intersection Levels of Service 3-12 LIST OF TABLES Table Pa££ 2- 1 Roadway Segment Levels of Service 2-3 3- 1 Intersection Capacity Utilization Analysis SuiTUTiary 3-8 1. INTRODUCTION PROJECT OVERVIEW In attempts by cities across the country to manage growth within their communities, Growth Management Plans have been developed. An important part of a Growth Management Plan is a Traffic Monitoring Program. The Traffic Monitoring Program entails the collection and analysis of data at critical mid-block link count locations and major intersections 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 currendy exist. This report documents the sixth year's results of the Growth Management Plan Traffic Monitoring Program for the City of Carlsbad. The City of Carlsbad identified forty-seven (47) key intersections and twenty-seven (27) key mid-block locations for analysis. Similar efforts occuired during 1989,1990, 1991, 1992, and 1993 during the months of either June and July or July and August which provided a basis for comparison. The City of Carlsbad is a coastal community located in Southem Califomia, 35 miles north of San Diego, and the current population is approximately 67,000. Interstate 5 runs north and south near the westem edge of Carlsbad and is a major route for commuters to both Orange County and San Diego. The facility also carries a significant amount of tlirough 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 ^ Mid-Block Count Location O Intersection Count Location -J ihk & associates Figure I-l PROJECT LOCATION MAP 1-2 ANNUAL REPORT ORGANIZATION JHK & Associates (JHK) collected data during the Summer of 1994 at requested mid- block locations and intersections within and adjacent to the City of Carlsbad. The results of this data collection effort are included in the appendix at the end of this report. In addition to the technical appendix, JHK has prepared a summary section for this Annual Report. Summary information is presented in this initial section of the report, and a description ofthe content of Chapters 2, 3 and 4 is provided below. As mentioned previously, a total of twenty-seven (27) mid-block link count locations were identified by the City of Carlsbad for the collection of 1994 average daily traffic (ADT) volume counts. JHK 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 rural settings, intersections tend to be the dominant factor in traffic operations within the urban sections of most communities. Thus, the City of Carlsbad identified forty-seven (47) key intersections to be analyzed. To help assure that the intersection tum movement counts were completed in a timely and consistent manner, JHK utilized engineering students from local universities. Moming (6:00 to 9:00 a.m.) and evening (3:30 to 6:30 p.m.) peak period tum movement volumes were collected at each project intersection. Also, vehicular delay was measured at each unsignalized intersection. The data was reduced to identify the peak hour tum movement volumes and approach delays, and this infomiation was then analyzed using the Intersection Capacity Utilization (ICU) method for signalized intersections and procedures outiined in the 1985 Highway Capacitv Manual. Chapter 10, for unsignalized T-intersections. In addition, ALL-WAY STOP-controlled intersections were analyzed using recentiy adopted procedures outiined in the Transportation Research Board (TRB) Circular 373. All analysis conformed with guidelines established by the City of Carlsbad in a document entitied "Guidelines and Instructions for the Preparation of Local Facilities Management Plan Transportation Impact Studies". The results of the intersection data collection and analysis activities are presented in Chapter 3. Critical project findings and conclusions are documented in Chapter 4. Technical issues are discussed and recommendations for future traffic monitoring activities are also presented in Chapter 4. 1-3 2. MID-BLOCK LINK COUNTS Mid-block link counts were conducted at twenty-seven (27) locations throughout the City of Carlsbad and can be identified on Figure 2-1. JHK & Associates conducted the link counts using mechanical tube counters which were placed and monitored for two consecutive days (48-hours). The counts resulted in the determination of average daily traffic (ADT) volumes, and these ADT volumes for the Summer count period are summarized in the Appendix. The City of Carlsbad assumed a one-direction maximum capacity of 1,800 vehicles per lane per hour in the peak period. Roadway segment analysis was calculated by a maximum one-direction lane volume to capacity ratio and the corresponding Level of Service (LOS) was determined. Table 2-1 summarizes and compares the Summer 1994 roadway segment analysis with data from 1990, 1991,1992, and 1993. Figure 2-1 graphically illustrates the 1994 levels of service during the peak hour. After the analysis was completed for the roadway segments, no locations were identified as operating at LOS D, E, or F. However, one (1) location was found to operate at LOS C. La Costa Avenue between Piraeus Street and Saxony Road was found to operate at LOS C with a volume to capacity ratio (V/C) of 0.73 during the peak period. This was a slight increase from the previous year which reported a V/C of 0.71. The remaining segments operated at LOS A or B for the Summer 1994 count phase. The location of the high volume link along with the corresponding level of service is listed below: 1990 1991 1992 1993 1994 Location No. Location Summer LOS Summer LOS Summer LOS Summer LOS Summer LOS 16 La Costa Avenue D OD C/D C C between Piraeus Street and Saxony Road 2-1 ihk & associates Figure 2-1 1994 TRAFFIC MONITORING PROGRAM PEAK HOUR ARTERIAL LEVELS OF SERVICE 2-2 Table 2-1 CITY OF CARLSBAD ROADWAV SEGMENT LEVELS OF SERVICE ANALYSIS SUMMARY to t calitin iiin her ScKment SeciiienI Location Summer 1990 Summer 1991 Summer 1992 Summer 1993 Summer 1994 calitin iiin her ScKment SeciiienI Location ADT Peak LOS ADT Peak LOS ADT Peak LOS ADT Peak LOS ADT Peak LOS 1 Palomar Airport Rd. Yarrow Dr. and El Camino Real 19,525 A 19,025 A 19,685 A 20,180 A 17,980 A 2 Palomar Airport Rd. Paseo Del Norte and College Blvd. 30,545 A 29,855 A 30,180 A 30,765 A 31,920 A 3 Palomar Airport Rd. El Camino Real and El Fuerte Sl. 27,285 A 26,920 A 28,160 A 26,785 A 4 Palomar Airport Rd. Ea.st of future Melrose Dr. 27,055 E 27,450 F 27,895 F 25,385 A 5 1£1 Camino Real Manon Rd. and Plaza Dr. 30,795 A 29,490 A 31,345 A 31,365 A 32,125 A 6 El Camino Real Kelly Dr. and Tamarack Ave. 23,235 A 23,650 A 23,310 A 24.700 A 7 El Camino Real Palomar Airport Rd. and Faraday Ave. 23,155 A 21.345 A 23,000 A 8 El Camino Real Alga Rd. and L.a Costa Ave. 22,280 A 25,335 A 25,060 A 29.775 A 27,540 A 9 El Camino Real La Costa Ave. and Levante St. 23,855 A 10 El Camino Real Levante St. and Olivenhain Rd. 18,010 A 23,890 A 23,500 A 25,075 A 23,825 A 11 Carisbad Blvd. Mountain View I3r. and Stale Sl. 13,600 A 12,920 A 13,045 A 13,950 A 12 Carlsbad Blvd. Cannon Rd. and Cerezo Dr. 14,070 A 14,705 A 15,710 A 15,215 A 15,105 A 13 Carisbad Blvd. Poinseltia Ln. and Palomar Airport Rd. 13,870 A 14,580 A 15,290 A 13,975 A 14 Carlsbad Blvd. Poinsettia Ln. and La Cosla Ave. 13,605 A 12,775 A 15 Olivenhain Rd. El Camino Real and Amargosa Dr. 20,600 A 18,840 A 18,430 A 18,895 A 19,415 A 16 L.a Costa Ave. Piraeus Sl. and Saxony Rd. 31,475 D 29,275 C 29,700 C 29,705 C 30,895 C 17 La Costa Ave. Cadencia Sl. and Romeria Sl. 10,690 A 12,205 A 11,360 A 11,600 A 18 Rancho Sanla Fe Rd. Melrose Dr. and La Costa Meadows Dr. 22,240 A 23,145 C 23,175 B 23,850 C 25,490 B 19 Rancho Santa Fe Rd. Questhaven Rd. and Cadencia Sl. 19,155 A 18,990 A 19,715 A 19,505 A 20.255 A 20 Rancho Santa Fe Rd. Olivenhain Rd. and Avenida La Posta 10.605 A 10,885 A 11,000 A 10,825 A 10,880 A 21 Carlsbad Village Dr. Victoria Ave. and Ponliac Dr. 4,895 A 5,065 A 5,300 A 4,930 A 5.140 A 22 Poinsettia Ln. Paseo Del Norte and Baliquilos Dr. 9,885 A 10,535 A 11.380 A 12,390 A 23 Tamarack Ave. El Camino Real and L.a Portalada Dr. 5.535 A 7,360 A 7,240 A 7.265 A 24 Paseo Del Norte Poinsettia Ln. and Camino De Las Ondas 7,525 A 6.020 A 8,290* A 5,570 A 25 Paseo Del Norte Camino Del Parque (N) and Palomar Airport Rd. 7,510 A 7,490 A 10,560* A 7,470 A 26 Paseo Del Norte Palomar Aiiport Rd. and Car Country Dr. 5,995 A 6,140 A 12,015* A 5,750 A 27 CoUege Blvd. Palomar Airport Rd. and Aston Ave. 9,820 A • significant volume increase due to construction of I-5/Palomar Airport Road Interchange. Twenty-two (22) of the twenty-seven (27) mid-block locations for this 1994 report were also analyzed in the 1993 report while an additional three (3) mid-block locations were last analyzed in 1992. Of these twenty-five (25) locations, fourteen (14) link count stations experienced an increase in ADT from the previous count period. The increases ranged fi^om less than one (1) percent to nine (9) percent with an average increase of four (4) percent. The other eleven (11) sites showed a decrease in the recorded ADT volumes firom the previous count period. The decreases ranged from less than one (1) percent to eleven (11) percent with an average decrease of five (5) percent Based on the twenty-five (25) comparative locations, overall traffic volumes have increased only slightiy, 0.1 percent, during the last year. This is less than previous years when the annual growth rate averaged approximately two (2) percent. A few interesting observations can be made from the ADT data along the main corridors in Carlsbad. For instance, a major reconstmction project on Palomar Airport Road east of El Camino Real is nearing completion. This project will add additional through capacity along Palomar Airport Road as well as increased intersection capacity at key locations. As would be expected, drivers have been avoiding this area, if possible, by diverting to other routes. As a result, the volumes along Palomar Airport Road in this area decreased by three (3) to eleven (11) percent. As a result of the diversion from the reconstruction of Palomar Airport Road, other routes experienced increases in their daily traffic volumes. In particular, traffic on Rancho Santa Fe Road increased seven (7) percent since last year. Additionally, routes leading directiy to 1-5 such as Poinsettia Lane and La Costa Avenue both experienced volume increases of nine (9) percent and four (4) percent, respectively. Last year the interchange at 1-5 and Palomar Airport Road was under construction. Trip diversion from this project affected three north/south routes. El Camino Real, Paseo Del Norte, and Carlsbad Boulevard. With the completion of this interchange project, traffic on these three routes has declined to levels consistent with prior volumes before the interchange project was initiated. For example, last year El Camino Real experienced an ADT increase of nineteen (19) percent but this year experienced a decrease of eight (8) percent Similarly, Paseo Del Norte volumes nearly doubled last year but have since receded to normal levels experienced in prior years. Likewise, Carlsbad Boulevard volumes have declined south of Palomar Airport road by seven (7) to ten (10) percent since drivers may now use the 1-5/ Palomar Airport Road interchange again instead of diverting to the interchanges at Poinsettia Lane and La Costa Avenue. 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 infonnation 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 ofthe entire circulation system. 2-5 3. INTERSECTION TURN MOVEMENT COUNTS Intersection tum movement counts were conducted at forty-seven (47) intersections. Figure 3-1 graphically identifies the location of each of the intersections included in the study. To aid in the data collection, JHK employed temporary staff consisting of engineering students from local universities. The tum movement counts were conducted during the moming peak period (6:00 to 9:00 a.m.) and the evening peak period (3:30 to 6:30 p.m.). The data from each three-hour period was subdivided into fifteen minute intervals, and vehicle turning movement counts were summarized during each interval. This assured that the peak hour would be clearly identified for both the moming and evening peak periods. All counts were conducted during the middle of the week (either Tuesday, Wednesday, or Thursday) and the actual count day and date are shown in the Appendix. To aid in the reduction of the field data, JHK utilized an in-house computer software application program. The program used an Excel spreadsheet format to identify peak hour volume conditions to determine the peak hour factor and perform ICU calculations. The ICU calculations for signalized intersections were conducted for both the morning and evening peak hours for thirty-five (35) of the forty-seven (47) intersections. In the past lane group capacities of 1700 vphg per thm lane and 1500 vphg per tum lane were used for the ICU calculations. As part of the 1991 Traffic Monitoring Program, JHK studied nine signalized intersections in order to compare the theoretical and actual lane group capacities. Based on the results of this analysis and discussions with City staff, ICU calculations were performed based on the following lane group capacities: Lane Group Thru Lanes Tum Lanes Capacity 2000 vphgpl 1800 vphgpl 3-1 -J ihk & associates Figure 3-1 INTERSECTION LOCATION MAP 3-2 The 1994 intersection ICU was correlated to the level of service for the thirty-five (35) signalized locations as follows: SIGNALIZED INTERSECTIONS LEVEL OF SERVICE RANGES ICU Ratio hOS. 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 twelve (12) unsignalized intersections could not be analyzed using ICU procedures. Four intersections were ALL-WAY STOP-controlled, and the remaining were T- intersections or ramps with stop or yield signs controlling the minor street or ramp approach. In Chapter 10 of the 1985 Highway Capacity Manual, methodology for analyzing unsignalized intersections is presented. However, the analysis does not provide an overall measurement of intersection LOS. For example, the analysis of T-intersections provides a level of service for the side street and conflicting mainline movements based on reserve capacity but provides no LOS measurement of the mainline thra movements. Likewise, the analysis of ALL-WAY STOP-controUed intersections provides expected capacities for different demand splits and lane configurations but no measurement of the overall intersection LOS. In 1990, a methodology based on average vehicle delay was developed and approved by the City Traffic Engineer. This methodology required an estimation of vehicular delay based on V/C ratios and corresponding LOS's. Beginning with the 1991 Traffic Monitoring Program, JHK collected actual delay measurements for all conflicting movements at unsignalized intersections. This information was then utilized in calculating a total, weighted, average delay for the intersection. The total intersection delay was then compared to Table 9-1 of the 1985 Highwav Capacitv Manual to obtain the overall intersection level of service. The LOS delay table is summarized as follows: 3-3 UNSIGNALIZED INTERSECTIONS LEVEL OF SFRVTCF RANGES Delay/Vehicle (sec) < 5.0 A 5.1 to 15.0 B 15.1 to 25.0 C 25.1 to 40.0 D 40.1 to 60.0 E >60.0 F Data summary sheets for the unsignalized T-intersections and ramps can be found in the Appendix. As mentioned earlier, the LOS of the ALL-WAY STOP-controlled intersections could not easily be determined. Fortunately, the Transportation Research Board (TRB) recentiy published new procedures for calculating ALL-WAY STOP-controlled intersection LOS's. JHK utilized these procedures in this report to determine the level of service of the four (4) remaining locations. While the operation of a given approach is dependent upon the operation of the other intersection approaches, the methodology for analyzing ALL-WAY STOP-controlled intersections is based on determining the capacity and level of service of each approach separately. The TRB procedure includes the following steps. First determine the flow rates and number of lanes for each approach. Then, estimate the ideal capacity of each approach based on the volume and number of lanes. Next adjust the ideal capacity of each approach based on the proportion of turning movements on the opposing and conflicting approaches. And finally, calculate the average vehicle delay as a function of the volume/capacity ratio. The results of the LOS calculations for the four unsignalized, ALL-WAY STOP-controUed intersections can be found in die Appendix. After analyzing the results of the Summer 1994 count season, five (5) 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 detennine the Level of Service during each 15-minute interval of the peak hour. Three (3) intersections were signalized and two (2) unsignalized. The signalized intersections were analyzed by assuming a peak hour factor of 1.00 for each 15-minute period's volumes. ICU ratios and LOS's were then calculated from the resulting hourly volumes. El Camino Real at Olivenhain Road was the only signalized location 3-4 to exhibit LOS E or F conditions during all four (4) 15-minute peak hour periods for the evening peak period. Rancho Santa Fe Road at Melrose Drive exhibited LOS E conditions during two (2) 15-minute peak hour periods for the morning peak period while the 1-5 Northbound Ramp at Palomar Airport Road experienced LOS E conditions during three (3) 15- minute peak hour periods during the aftemoon. The remaining two (2) ALL-WAY STOP-controlled intersections identified as operating at Level of Service D, E, or F were evaluated using the TRB method simUar to the signalized intersections. The intersection of Paseo Del Norte and Poinsettia Lane experienced LOS F conditions for three (3) 15-minute peak hour periods during the afternoon peak period. However, the other intersection at El Fuerte Street and Alga Road operated at LOS E or F for aU four (4) 15-minute periods of the peak hour in the moming. The ICU and LOS for the Summer count seasons of 1990, 1991, 1992, 1993, and 1994 are summarized in Table 3-1. In addition. Figures 3-2 and 3-3 graphically illustrate the intersection levels of service for both moming and aftemoon peak periods. The Summer 1994 LOS calculations identified five (5) intersections that operate at or below LOS D in the moming or evening peak period. A discussion of traffic operations at each of these intersections follows. El Camino Real and Olivenhain Road This intersection, located in the City of Encinitas, operates poorly during the p.m. peak period for the fifth straight year. As experienced previously, commuters making the northbound right tum maneuver in the aftemoon contribute nearly fifty percent of the ICU ratio of LOS F (1.02). This movement is made from an exclusive right turn lane at present. Last year's ICU analysis indicated LOS E (0.96). Conditions indicate the need for additional geometric capacity at this intersection. It should be noted that the intersection operates at LOS E or worse for the entire peak hour. At this time, the City of Carlsbad has retained an engineering consultant to design improvements at this intersection to improve the level of service. 3-5 Rancho Santa Fe Road and Melrose Drive Morning peak period levels of service at this intersection have remained fairly consistent for the last five years near the threshold between LOS D and E. This year the moming peak hour grew by an additional 500 vehicles compared to last year due mainly to the use of Rancho Santa Fe Road as an altemate route to the Palomar Airport Road construction area. The major contribution to the moming ICU ratio comes from southbound through traffic. Additional through lane capacity for this movement would help alleviate much of the stress on this intersection. It should be noted that this intersection operates below LOS D for 30 of the 60 peak hour minutes for the moming peak period. Poinsettia Lane and Paseo Del Norte Last year this intersection experienced higher volumes than nonnal due to the detour route created by the bridge construction at 1-5 and Palomar Airport Road. While the moming peak period has returned to an acceptable operating level of service, the afternoon peak period delay has increased by nearly twenty percent from 34 seconds of delay to 42 seconds of delay. The dominant movements contributing to this condition come from the southbound approach. OveraU, this intersection operates at LOS F for three (3) 15-minute periods during the aftemoon peak hour. As part of the recentiy started bridge replacement project at the nearby 1-5 interchange, this intersection wiU be signaUzed. Thus, future operating conditions should improve at this location after construction is complete in 1995. Alga Road and El Fuerte Street Prior to this year, this intersection has operated at acceptable levels of service since the traffic monitoring program began in 1989. However, this year the morning peak period level of service was significantiy worse at LOS F. This may be due in part to the construction on Palomar Airport Road since Alga Road provided a diversion route for traffic traveling to 1-5 in the moming. This is supported by the fact that westbound through volumes have nearly tripled since last year. The result of this increase in westbound traffic is naturally an increase in the approach delay from 13 seconds last year to 259 seconds this year. This has led to a total intersection delay of 153 seconds, and LOS E or F conditions exist for the entire moming peak hour. The level of service may soon retum to that of previous years since the Palomar Airport Road reconstruction is nearly complete. However, this intersection will soon be signalized, and this should enhance traffic operations before next year's traffic monitoring program. 3-6 1-5 Northbound Ramp and Palomar Airport Road Last year a major bridge reconstmction project was in progress at this location, and it was completed earlier this year. This ramp is now signalized and has improved geometries compared to prior years. However, there is a heavy flow of traffic in the westbound right tum lane, and this contributes fifty-sbc (56) percent of the intersection's ICU ratio of 0.88 (LOS D). Restriping the adjacent through lane to become a shared through/right lane would greatiy improve the aftemoon level of service. Currently, LOS E conditions exist at this intersection for three 15-minute periods of the aftemoon peak hour due to the heavy right tum movement 3-7 Table 3-1 INTERSECTION CAPACITY UTILIZATION ANALYSIS SUMMARY Count No. Count I liter sect ion/l.neat ion 1. 1:1 Cainino Real and Carlsbad Village Drive 2. El Cainino Real and Tamarack Avenue 3. El Camino Real and College Boulevard 4. El Camino Real and Faraday Avenue 5. El Cainino Real and I*alomar Airport Road 6. El Camino Real and Camino Vida Roble 7. El Camino Real and Alga Road 8. Ei Camino Real and La Costa Avenue 9. El Camino Real and Levante Streel 10. Ei Camino Real and Olivenhain Road 1 i. Palomar Airport Road and Avenida Encinas 12. Palomar Airpon Road and Paseo Del None 13. Palomar Aiiport Road and College Boulevard 14. Palomar Airport Road and Camino Vida Roble 15. Palomar Airport Road and El Fuerle .Street 16. Palomar Airport Road and Business Pari; Drive 17. Carlsbad Boidevard and Grand Avenue SLIMMER 1990 PE.AK IKM'R AM PM ICU ICU Ratio LOS Ratio l.OS 0.56 0.70 0.49 0.58 i.22 SUMMER 1991 fEAK \IWK AM PM ICU ICU Ratio LOS Ralio LOS SUMMER 1992 PEAK HOUR SUMMER 1993 PEAK HOUR SUMMER 1994 PEAK HOUR 1.03 0.63 0.76 0.47 0.52 0.69 B 0.66 B 0.60 B 0.78 C 1.23 F 0.51 A 0.63 B 0.63 B 0.61 B 0.44 0.48 0.72 0.42 0.60 0.95 AM ICU Ratio 0.47 0.64 0.47 0.51 0.80 PM AM PM AM ICU PM ICU ICU ICU ICU -OS Ralio LOS Ralio LOS Ralio LOS Ralio LOS Ralio LOS 0.59 0.60 0.57 0.73 0.99 0.42 A 0.56 A 0.52 A 0.62 B 0.63 B 0.61 B 0.66 B 0.61 B 0.49 A 0.54 A 0.45 A 0.55 A 0.49 A 0.56 A 0.54 A 0.67 B 0.57 A 0.70 B 0-66 B 0.86 D 0.45 A 0.64 B 0.50 A 0.81 D 0.46 A 0.69 B 0.47 A 0.70 B 0.80 D 0.87 D 0.63 B 0.65 B 0.67 B 0.59 A 0.69 B 0.71 C 0.63 B 0.68 B 0.97 0.55 0.98 0.58 0.59 0.75 C 0,91 E 0.54 A 0.49 A 0.48 0.43 0.80 0.50 0.68 B 1.07 F 1.36 F 1,16 F 0.63 B 0.88 D 1.11 F 0.96 E 0.80 C 0.55 A 0.60 A 0.44 A 0.70 C 1.38 F 1.01 F 0.50 A 0.75 C 0.45 A 0.92 E 1.01 F 0.71 0.96 0.37 A 0.63 B 0.25 0.46 A 0.42 A 0.66 B 0.80 C 1.02 F 0.44 A 0.39 A 0.53 A 0.63 B 0.43 A 0.60 A 0.46 A 0.62 B 0.57 A 0.59 A 0.39 A 0.48 A 0.28 A 0.41 A Table 3-r (Continued) INTERSECTION CAPACITY UTILIZATION ANALYSIS SUMMARY t'ounl No. Count Intersec 1 i (m / L o c a t i o n SUMMER 1990 PEAK HOUR AM ICU Ratio LOS PM ICU Ratio LOS SUMMER 1991 PEAK HOUR SUMMER 1992 PEAK HOUR AM PM AM PM ICU Ralio LOS ICU Ratio LOS ICU Ratio LOS ICU Ratio LOS SUMMER 1993 PEAK HOUR AM PM ICU ICU Ralio LOS Ratio LOS SUMMER 1994 PEAK IIQI'R AM PM ICU ICU Ratio LOS Ralio LOS I 18. 19. 20. 21. 22. 23. 24. 25. 26. 27. 28. 29. 30. 31. 32. 33. 34. Carisbad Boulevard and Carlsbad Village Drive 0.37 Caristad Boulevard and Tamarack Avenue Cartsbad Boulevard and Poinsettia Lane 0.29 Rancho Santa Fe Road and Melrose Drive 0.92 Rancho Santa Fe Road and La Cosla Meadows Drive • Rancho Santa Fe Road and (Jueslhaven Road * Rancho Santa Fe Road and La Costa Avenue 0.62 Rancho Santa Fe Road and Olivenhain Road/Camino Alvaro 0.59 Carlsbad Village Drive and Stete Slreet Carlsbad ViUage Drive and Jeffereon Street Carlsbad Village Drive and Harding Sliset 0.48 Poinsettia Lane and Batiquitos Drive PoinseUia Lane and Paseo Del Norte • Poinsettia Lane and Avenida Encinas 0.51 Tamarack Avenue and Carlsljad Village Drive Alga Road and El Fuerte Slreet • Grand Avenue and Stete Street 0.62 B 0.43 0.28 0.52 n 0.66 B B • B 0.67 A 0.69 0.73 C • D 0.89 D 0.28 A 0.47 A 0.26 A 0.42 A 0.75 C 0.70 C 0.51 A 0.56 A 0.36 0.39 0.50 A 0.62 B 0.64 B 0.74 0.35 0.28 0.31 0.87 0.57 0.48 0.38 0.34 0.51 0.47 0.38 0.68 0.56 0.61 0.55 0.65 0.27 0.43 0.35 A 0.53 A 0.28 A 0.42 A 0.31 A 0.37 A 0.87 D 0.82 D • A • A • A • A 0.55 A 0.57 A 0.58 A 0.68 B 0.30 A 0.45 A 0.40 A 0.52 A • A • B • D • E 0.38 A 0.66 B • C * B 0.28 A 0.40 A 0.33 A 0.57 A 0.28 A 0.53 A 0.25 A 0.37 A 0.86 D 0.69 B • A • B • A » A 0.57 A 0.59 A 0.44 A 0.42 A 0.25 A 0.37 A 0.26 A 0.40 A 0.34 A 0.49 A • B • C • C • E 0.35 A 0.62 B • A * A • F • C 0.26 A 0.39 A Table 3-1 (Conlinued) INTERSECTION CAPACITY UTILIZATION ANALYSIS SUMMARY SUMMER 1990 PEAK HOUR SUMMER I99I PEAK HOUR I o SUMMER 1992 PEAK HOUR SUMMER 1993 PEAK IIOl'K SUMMER 1994 PEAK HOUR Count No. Count Intersect ion/Locallon AM ICU Ralio LOS PM ICU Ratio LOS AM ICU Ratio LOS PM ICU Ralio LOS AM ICU Ratio LOS PM ICU Ratio LOS AM ICU Ratio LOS PM ICU Ratio LOS AM ICU Ratio LOS PM ICU Ralio LOS 35. (inuld Avenue and Icffcrson Slreet 0.32 A 0.47 A 0.29 A 0.48 A 36. i-5/Carlshad Village Drive S/B Ramp 0.53 A 0.81 D 0.44 A 0.58 A 37. i-5/Carlsbad ViUage Drive N/B Ramp 0.55 A 0.75 C 0.52 A 0.70 B 38. I-S/Tamarack Avenue S/B Ramp 0.57 A 0.46 A 39. I-5/ramarack Avenue N/B Ramp 0.52 A 0.68 B 40. l-5/Cannon Road S/B Ramp * D * B • C * B • E * A * B • A 41. i-5/Cannon Road N/H Ramp * B * B • B * B » B * B * A • A 42. i-5 Palomar Aiiport Road S/B Ramp * C * B * B * B 0.42 A 0.33 A 43. 1-5 Palomar Airport Road N/B Ramp * F * B • F C 0.62 B 0.88 D 44. I-5/Poinsettia Lane S/B Ramp * B * B • A * C • B * C * B • C 45. I-5/Poinsettia Lane N/B Ramp • A * B • B * B • A * B It A * A 46. I-5/La Cosla Avenue S/B Ramp * C * C * C * C • C * D B • C 47. I-5/La Costa Avenue N/B Ramp « B * E • A * D • C * D * B • C ICU ralio not applicable to this unsignalized location. LEGEND XX Intersection Number LOS A,B or O LOSD LOSE LOSF -J ihk & associates Figure 3-2 1994 AM PEAK HOUR INTERSECTION LEVELS OF SERVICE 3-11 LEGEND XX Intersection Count Number LOS A,B or C O LOSD LOSE # LOS F * Intersection operates at LOS E for less than one full hour -J hk & associates Figure 3-3 1994 PM PEAK HOUR INTERSECTION LEVELS OF SERVICE 3-12 4. CONCLUSIONS The scope of work for this project was developed to allow the City of Carlsbad to monitor growth at several intersections and mid-block locations that have been studied since 1989, as weU as monitor new locations. In aU, forty-three (43) intersections from 1989, 1990, 1991, 1992, and/or 1993 were again studied this year while data was collected at four (4) new intersections. In addition, twenty-five (25) mid-block locations from previous Traffic Monitoring reports were included with the twenty-seven (27) locations studied this year. The results of the mid-block count locations indicate that traffic has barely increased by an average of one tenth of one percent compared to last year's study. La Costa Avenue and Rancho Santa Fe Road are operating at LOS C during the peak hour, but no other corridors are experiencing any significant problems. The information contained in Chapter 3 identifies five (5) critical intersections fi^om die forty-seven (47) study locations. The intersection of El Camino Real and Olivenhain Road is the most critical intersection widiin the study. LOS F was identified for this intersection during the PM peak period. However, it should be noted that this intersection is not located in the City of Carlsbad. A second signalized location operating poorly is the intersection of Rancho Santa Fe Road and Mekose Drive. ICU analysis indicates that the moming peak hour operates at LOS D. Also, the recentiy improved intersection of Palomar Airport Road at the 1-5 northbound ramp operates at LOS D during the evening peak period. Two unsignalized intersections. Alga Road at El Fuerte Street and Paseo Del Norte at Poinsettia Lane, operate at LOS F and LOS E during the moming and evening peak hours respectively. Several upcoming constmction projects should help alleviate some of these network deficiencies. Based on the results of this study, it is recommended that these signalized and unsignaUzed intersections be further reviewed by the City to determine if mitigation should be considered. The remaining signaUzed and unsignalized intersections were found to have acceptable levels of service. It can be concluded that operations at these remaining intersections may require periodic monitoring and additional geometric analysis. Options to mitigation may include the reclassification of some intersections to "interim conditions" until future elements of the circulation plan are implemented. This would allow these facilities to function at their present LOS until the completion of additional east/west or north/south facilities. For example, the completion of Alga Road between El Camino Real and Poinsettia Lane several years ago provided another east/west link with 1-5. This route helped relieve nearby facilities during 1991 which were approaching saturation levels. However, recent analyses show these 4-1 locations worsening again. Additional roadways would also provide alternate routes for existing and futiure traffic volumes. This altemative to mitigation is viable if the elements are anticipated in the short term of 1 to 3 years. Based on the observed volumes on these existing faciUties it is recommended that mitigation be provided in the near term (1 to 3 years). An interesting trend reported in 1992 concerned the "spreading" of the peak hour. Again this year the top ten volume intersections were analyzed with respect to the total entering volume. The results indicate that intersection traffic volumes have again increased this year during the aftemoon peak hour by approximately three (3) percent. However, further analysis indicated that the aftemoon peak two hours have slightly decreased by three tenths of one percent from last year to this year. This is compared to last year's (1992 to 1993) growth rates of three (3) percent for both the afternoon peak hour and peak two hours. Thus, it stiU appears that the aftemoon peak hour is increasing in intensity although the duration of the afternoon peak period appears to be holding steady. In conclusion, this report was developed for the City of Carlsbad as the sixth 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 curtent 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 wanant 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 TURNING MOVEMENT COUNTS INTRODUCTION Forty-seven (47) 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 1994. 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-seven (47) 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 outUned in the Highway Capacitv Manual and TRB Circular 373. The procedures developed to accompUsh 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 aU forty-seven (47) intersections during the a.m. and p.m. peak hours. jhk & as.sociates FigureA-1 INTERSECTION LOCATION MAP Table A-1 COUNT DATE SUMMARY SHEET 1994 TRAFFIC MONITORING PROGRAM Location Number Count Intersection/Location Count Count Day Date 1. El Camino Real and Carlsbad ViUage Drive Tue 8/02 2. El Camino Real and Tamarack Avenue Wed 8/03 3. El Camino Real and College Boulevard Tue 8/09 4. El Camino Real and Faraday Avenue Wed 8/10 5. El Camino Real and Palomar Airport Road Thur 8/11 6. El Camino Real and Camino Vida Roble Wed 8/10 7. El Camino Real and Alga Road Thur 7/21 8. El Camino Real and La Costa Avenue Thur 7/28 9. El Camino Real and Levante Street Tue 7/12 10. El Camino Real and Olivenhain Road Tue 7/12 11. Palomar Airport Road and Avenida Encinas Wed 7/27 12. Palomar Airport Road and Paseo Del Norte Wed 7/27 13. Palomar Airport Road and College Boulevard Tue 8/09 14. Palomar Airport Road and Camino Vida Roble Wed 8/10 15. Palomar Airport Road and El Fuerte Street Thur 8/11 16. Palomar Airport Road and Business Park Drive Thur 8/11 17. Carlsbad Boulevard and Grand Avenue Thur 8/04 18. Carlsbad Boulevard and Carlsbad Village Drive Tliur 8/04 19. Carlsbad Boulevard and Tamarack Avenue Tue 7/26 20. Carlsbad Boulevard and Poinsettia Lane Wed 7/20 21. Rancho Santa Fe Road and Mekose Drive Thur 7/14 22. Rancho Santa Fe Road and La Costa Meadows Drive Wed 8/03 23. Rancho Santa Fe Road and Questhaven Road Thur 7/14 24. Rancho Santa Fe Road and La Costa Avenue Wed 7/13 25. Rancho Santa Fe Road and Olivenhain Road/Camino Alvaro Tue 7/12 26. Carlsbad VUlage Drive and State Street Thur 8/04 27. Carlsbad ViUage Drive and Jefferson Street Thur 8/04 28. Carlsbad VUlage Drive and Harding Street Tliur 8/04 Table A-I (Continued) COUNT DATE SUMMARY SHEET 1994 TRAFFIC MONITORING PROGRAM Location Count Count Count Number Intersection/Location Day Date 29. Poinsettia Lane and Batiquitos Drive Thur 7/21 30. Poinsettia Lane and Paseo Del Norte Wed 7/20 31. Poinsettia Lane and Avenida Encinas Tue 7/19 32. Tamarack Avenue and Carlsbad Village Drive Wed 8/03 33. Alga Road and El Fuerte Street Wed 7/13 34. Grand Avenue and State Street Thur 8/04 35. Grand Avenue and Jefferson Street Thur 8/04 36. I-5/Carlsbad ViUage Drive S/B Ramp Tue 8/02 37. I-5/Carlsbad ViUage Drive N/B Ramp Tue 8/02 38. I-5/Tamarack Avenue S/B Ramp Tue 7/26 39. I-5/Tamarack Avenue N/B Ramp Tue 7/26 40. I-5/Cannon Road S/B Ramp Wed 7/27 41. I-5/Cannon Road N/B Ramp Wed 7/27 42. I-5/Palomar Airport Road S/B Ramp Tue 7/26 43. I-5/Palomar Airport Road N/B Ramp Tue 7/26 44. I-5/Poinsettia Lane S/B Ramp Tue 7/19 45. I-5/Poinsettia Lane N/B Ramp Tue 7/19 46. I-5/La Costa Avenue S/B Ramp Thur 7/28 47. I-5/La Costa Avenue N/B Ramp Tliur 7/28 Table A-2 INTERSECTION LEVELS OF SERVICE 1994 TRAFFIC MONITORING PROGRAM AM PM Count Count ICU ICU No. Intersection/Location Ratio LOS Ratio LOS 1. El Camino Real and Carlsbad ViUage Drive 0.52 A 0.62 B 2. El Camino Real and Tamarack Avenue 0.66 B 0.61 B 3. El Camino Real and CoUege Boulevard 0.45 A 0.55 A 4. El Camino Real and Faraday Avenue 0.49 A 0.56 A 5. EI Camino Real and Palomar Airport Road 0.54 A 0.67 B 6. El Camino Real and Camino Vida Roble 0.57 A 0.70 B 7. El Camino Real and Alga Road 0.47 A 0.70 B 8. El Camino Real and La Costa Avenue 0.63 B 0.68 B 9. El Camino Real and Levante Street 0.42 A 0.66 B 10. El Camino Real and OUvenhain Road 0.80 C 1.02 F 11. Palomar Airport Road and Avenida Encinas 0.44 A 0.39 A 12. Palomar Airport Road and Paseo Del Norte 0.53 A 0.63 B 13. Palomar Airport Road and College Boulevard 0.43 A 0.60 A 14. Palomar Airport Road and Camino Vida Roble 0.46 A 0.62 B 15. Palomar Airport Road and El Fuerte Street 0.57 A 0.59 A 16. Palomar Airport Road and Business Park Drive 0.39 A 0.48 A 17. Carlsbad Boulevard and Grand Avenue 0.28 A 0.41 A 18. Carlsbad Boulevard and Carlsbad Village Drive 0.33 A 0.57 A 19. Carlsbad Boulevard and Tamarack Avenue 0.28 A 0.53 A 20. Carlsbad Boulevard and Poinsettia Lane 0.25 A 0.37 A 21. Rancho Santa Fe Road and Mekose Drive 0.86 D 0.69 B 22. Rancho Santa Fe Road and La Costa Meadows Drive * A * B 23. Rancho Santa Fe Road and Questhaven Road * A * A 24. Rancho Santa Fe Road and La Costa Avenue 0.57 A 0.59 A 25. Rancho Santa Fe Road and Olivenhain Road/Camino Alvaro 0.44 A 0.42 A 26. Carlsbad Village Drive and State Street 0.25 A 0.37 A 27. Carlsbad VUlage Drive and Jefferson Street 0.26 A 0.40 A 28. Carlsbad ViUage Drive and Harding Street 0.34 A 0.49 A Table A-2 (Continued) INTERSECTION LEVELS OF SERVICE 1994 TRAFFIC MONITORING PROGRAM AM PM Count Count ICU ICU No. Intersection/Location Ratio LOS Ratio LOS 29. Poinsettia Lane and Batiquitos Drive * B * C 30. Poinsettia Lane and Paseo Del Norte * C * E 31. Poinsettia Lane and Avenida Encinas 0.35 A 0.62 B 32. Tamarack Avenue and Carlsbad ViUage Drive * A * A 33. Alga Road and El Fuerte Street * F * C 34. Grand Avenue and State Street 0.26 A 0.39 A 35. Grand Avenue and Jefferson Street 0.29 A 0.48 A 36. I-5/Carlsbad VUlage Drive S/B Ramp 0.44 A 0.58 A 37. I-5/Carlsbad VUlage Drive N/B Ramp 0.52 A 0.70 B 38. I-5/Tamarack Avenue S/B Ramp 0.57 A 0.46 A 39. I-5/Tamarack Avenue N/B Ramp 0.52 A 0.68 B 40. I-5/Cannon Road S/B Ramp * B * A 41. I-5/Cannon Road N/B Ramp * A A 42. I-5/Palomar Airport Road S/B Ramp 0.42 A 0.33 A 43. I-5/Palomar Airport Road N/B Ramp 0.62 B 0.88 D 44. I-5/Poinsettia Lane S/B Ramp * B * C 45. I-5/Poinsettia Lane N/B Ramp * A * A 46. I-5/La Costa Avenue S/B Ramp * B * C 47. I-5/La Costa Avenue N/B Ramp * B * C ICU ratio not appUcable to this unsignalized location. CITY OF CARLSBAD SUMMER 1994 INTERSECTION ANALYSIS SUMMARY Intersection Number: 1 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 1 of 3 2 of 3 3 of 3 JHK & Associates Turning Movement Count Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Street: El Camino Real E/W Street: Carlsbad Village Drive File : CB9401 .XLS Data Collected by N.B. & S.K. Count Date : 8/2/94 Day : Tuesday Weattier; Clear Traffic Control; Signalized Soutti 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 Lett U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 7 0 110 1 0 4 0 174 5 0 8 0 4 3 0 5 0 24 22 0 367 0 6:30 AM 3 0 69 1 0 3 0 200 2 0 6 0 1 6 0 4 0 31 33 0 359 0 6:45 AM 5 0 66 0 0 6 0 313 4 0 18 0 5 6 0 3 0 36 45 1 507 1 7:00 AM 4 0 77 1 0 4 0 384 14 1 20 0 5 10 0 7 0 44 38 1 608 2 7:15 AM 0 0 81 1 0 7 0 334 10 0 26 0 5 3 0 5 0 47 48 0 567 0 7:30 AM " 1 0 86 5 1 8 0 329 11 1 26 0 3 4 0 It 0 50 48 1 582 3 7:45 AM " 4 0 137 0 0 7 1 429 15 0 24 0 14 15 0 21 0 65 76 0 808 0 8:00 AM • 4 0 90 3 0 18 2 361 17 0 35 0 18 12 0 9 0 74 67 0 710 0 8:15 AM • 4 0 122 1 0 22 4 257 11 0 18 0 17 6 1 7 0 42 60 0 571 1 8:30 AM 12 0 94 3 0 21 1 209 10 0 17 0 12 2 0 2 0 44 57 0 484 0 8:45 AM 5 0 95 5 0 17 1 140 8 0 19 0 8 6 0 5 0 43 56 0 408 0 9:00 AM 9 0 133 3 0 33 2 136 14 2 27 0 21 3 0 6 0 53 47 0 489 2 Max. 15 min. 12 0 137 5 1 33 4 429 17 2 35 0 21 15 1 21 0 74 76 1 808 3 Pk. Hr. Vol. 13 0 435 9 1 55 7 1376 54 1 103 0 52 37 1 48 0 231 251 1 2671 4 7:15 AM Peak Intersection Trafflc in Pk. Hr. = 2671 Peak Hr, Factor 0.83 8:15 AM Hour Intersection 1 °dstrns in Pk. Hr. = 4 3:45 PM " 10 0 322 4 0 43 5 144 27 1 45 0 39 10 0 11 1 28 40 0 729 1 4:00 PM • 11 0 357 11 0 45 4 165 37 1 33 0 36 8 0 5 0 30 46 1 788 2 4:15 PM • 15 1 321 14 0 44 2 147 20 0 32 0 42 14 0 7 0 42 24 0 725 0 4:30 PM • 17 0 404 24 0 72 4 211 31 1 47 0 87 17 0 2 0 28 47 0 991 1 4:45 PM 14 0 249 9 0 39 1 125 27 0 24 0 53 8 3 5 0 33 37 1 624 4 5:00 PM 14 0 292 8 0 59 3 153 26 1 30 0 63 8 0 10 0 52 37 0 755 1 5:15 PM 18 0 292 16 3 51 5 143 24 0 42 0 88 4 0 7 0 28 37 2 755 5 5:30 PM 27 0 420 15 0 55' 1 152 43 0 31 0 80 9 0 5 0 38 55 0 931 0 5:45 PM 16 0 258 8 0 57 1 153 30 0 34 0 67 6 0 4 0 39 36 0 709 0 6:00 PM 21 0 240 12 0 66 0 151 24 2 32 0 70 18 2 5 0 38 41 0 718 4 6:15 PM 7 0 160 6 0 66 0 136 21 0 26 0 55 5 0 9 0 29 50 0 570 0 6:30 PM 5 0 170 6 0 58 0 113 25 0 33 0 56 15 0 3 0 40 40 0 564 0 Max. 15 min. Pk.Hr. Vol. 27 53 1 1 420 1404 24 53 3 0 72 204 5 15 211 667 43 115 2 3 47 157 0 0 88 204 18 49 3 0 11 25 1 1 52 128 55 157 2 1 991 3233 5 4 3:30 PM Peak Intersection Traffic in Pk. Hr. = 3233 4:30 PM Hour Intersection Pdstrns in Pk. Hr. = 4 Peck Hr. Factor 0.82 El Camino Real at Carlsbad Village Drive Lane Configuration for 'intersection Capacity Utilization Pk. Hr. Time Period 7:15 AM to 8:T5AM 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 Lane Settings 1 3 0 1 3 0 1 2 0 1 2 0 Capacity 1800 6000 0 1800 6000 0 1800 4000 0 1800 4000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 13 435 9 62 1376 54 103 52 37 48 231 251 Adjusted Hourly Volume 13 444 0 62 1430 0 103 89 0 48 482 0 Utilization Factor 0,01 0.07 0.00 0.03 0.24 0,00 0,06 0.02 0.00 0.03 0.12 0.00 Critical Factors 0.01 0.24 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 Totals 490 Time : 7:15 AM to 8:15AM 8/2/94 Tuesday N B. &S,K. Sub - totals Date Day Name 298 192 North Approacn El Camino Real 2288 1492 54 1376 62 103 52 37 Subtotals Total 1461 T A North A I 435 457 796 251 231 Total Subtotals Sub- totals 530 Totals 646 116 Carlsbad Village Drive E a s t A P P r 1918 South Approach Note : Left-turn volumes include' U-turns. El Camino Real at Carlsbad 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 Appr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right _Left_ Thru Right Left Thru Right Lane Config - urations Inside (left) Outside Free-flow 1 1 Lane Settings 1 3 0 1 3 0 1 2 0 1 2 0 Capacity 1800 6000 0 1800 6000 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 Efficiency Lost Factor 0.10 Hourly Volume 54 1404 53 219 667 115 157 204 49 26 128 157 Adjusted Hourly Volume 54 1457 0 219 782 0 157 253 0 26 286 0 Utilization Factor 0.03 0.24 0.00 0.12 0.13 0.00 0.09 0.06 0.00 0.01 0.07 0.00 Crrtical Factors 0.24 0.12 0.09 0.07 ICU Ratio = 0.62 LOS.= B Turning Movements at Intersection of: El Camino Real and Carlsbad Village Drive W e s t A P P r Time : 3:30 PM to 4:30 PM Date : 8/2/94 Day : Tuesday Name : N.B. & S.K. Totals 706 Sub- totals 296 410 157 204 49 North Approach 1001 El Camino Real 2734 115 667 219 • t North ^ t r 54 1404 53 Subtotals 742 1511 1733 157 128 26 Total Subtotals Sub - totals 311 462 Totals 773 E a s t A P P r Carlsbad Village Drive Total 2253 South Approach Note ; Left-turn volumes include U-turns. CITY OF CARLSBAD SUMMER 1994 INTERSECTION ANALYSIS SUMMARY Intersection Number: 2 Intersection Location: El Camino Real and Tamarack Avenue CONTENT PAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and 2 of 3 Turn Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Turn Movement Diagram JHK & Associates Turning Movement Count Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Street: El Camino Real E/W street: Tamarack Avenue File : CB9402.XLS Data Collected by M.D. & N.B. Count Date: 8/3/94 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 4 0 83 2 0 0 0 209 1 0 6 0 0 3 0 15 0 32 1 0 356 0 6:30 AM 5 0 42 2 1 0 0 191 2 1 3 0 6 12 0 11 0 26 3 1 303 3 6:45 AM 3 0 41 6 0 3 0 300 5 0 7 0 5 8 0 35 0 54 2 0 469 0 7:00 AM 4 0 62 11 0 3 0 495 6 0 9 0 4 27 0 43 0 64 4 0 732 0 7:15 AM 6 0 52 8 0 1 0 325 2 0 8 0 8 16 0 54 0 44 7 0 531 0 7:30 AM ' 3 0 67 4 1 2 0 298 2 14 9 0 4 21 1 63 0 41 8 0 522 16 7:45 AM ' 4 1 60 9 0 4 0 415 15-3 9 0 12 19 1 49 0 53 13 0 663 4 8:00 AM • 10 0 81 13 0 5 0 391 6 0 4 0 12 29 0 66 0 59 17 0 693 0 8:15AM " 2 0 82 5 0 5 0 325 13 1 8 0 19 33 0 40 0 61 7 0 600 1 8:30 AM 10 0 55 11 0 5 0 193 6 0 9 0 14 19 0 30 0 23 10 0 385 0 8:45 AM 9 0 82 15 0 7 0 141 6 0 11 0 15 21 0 25 0 25 8 0 365 0 9:00 AM 6 0 86 16 0 4 0 215 9 0 13 0 13 16 0 49 0 36 13 0 476 0 Max, 15 min. 10 1 86 16 1 7 0 495 15 14 13 0 19 33 1 66 0 64 17 1 732 16 Pk. Hr. Vol. 19 1 290 31 1 16 0 1429 36 18 30 0 47 102 2 218 0 214 45 0 2478 21 7:15AM Peak Intersecfion Trafflc in Pk. Hr. = 2478 Peak Hr. Factor 0,85 8:15 AM Hour Intersecfion Pdstrns in Pk. Hr. = 21 3:45 PM 39 0 302 30 0 6 0 146 10 0 6 0 18 12 0 19 0 16 3 0 607 0 4:00 PM 12 0 316 33 0 5 0 123 10 0 14-0 24 13 0 17 0 17 6 0 590 0 4:15 PM 21 0 377 29 0 7 0 116 17 0 5 0 14 9 1 15 0 22 6 0 638 1 4:30 PM • 24 1 293 50 0 7 0 108 11 0 12 0 23 5 0 25 0 22 3 0 584 0 4:45 PM • 15 0 367 46 0 7 0 109 25 0 12 0 36 6 0 29 0 25 3 0 680 0 5:00 PM • 35 0 281 48 0 16 0 130 17 0 9 0 37 9 0 19 0 26 8 0 635 0 5:15 PM • 47 1 528 97 0 10 0 155 17 0 18 0 46 13 0 17 0 42 7 0 998 0 5:30 PM 18 0 198 34 0 9 0 81 16 0 5 0 37 15 0 11 0 20 6 0 450 0 5:45 PM 33 0 353 64 0 7 0 141 15 0 11 0 51 12 0 20 0 25 12 0 744 0 6:00 PM 22 0 181 57 0 6 0 123 10 0 9 0 32 6 0 13 0 14 3 0 476 0 6:15 PM 22 0 162 41 0 14 0 85 18 0 12 0 70 11 0 19 0 24 4 0 482 0 6:30 PM 18 0 140 42 0 9 0 113 16 0 19 0 46 5 0 27 0 28 3 0 466 0 Max. 15 min. 47 1 528 97 0 16 0 155 25 0 19 0 70 15 1 29 0 42 12 0 998 1 Pk. Hr. Vol. 121 2 1469 241 0 40 0 502 70 0 51 0 142 33 0 90 0 115 21 0 2897 0 4:15 PM Peak intersecfion Traffic in Pk. Hr. = 2897 Peak Hr. Factor 0.73 5:15 PM Hour Intersection Pdstrns in Pk, Hr. = 0 El Camlno Real at Tamarack Avenue Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period 7:15AM to 8:15AM Page 2 of 3 South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config - urafions Inside (left) Outside Free-flow 1 1 1 1 1 1 Lane Settings 1 2 1 1 2 0 1 1 1 1 2 0 Capacity 1800 4000 1800 1800 4000 0 1800 2000 1800 1800 4000 0 Aie the North/South phases split (Y/N)? N Ase the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 20 290 31 16 1429 36 30 47 102 218 214 45 Adjusted Hourly Volume 20 290 31 16 1465 0 30 47 102 218 259 0 Utilization Factor 0.01 0.07 0.02 0.01 0.37 0.00 0.02 0.02 0.06 0,12 0.06 0.00 Crrtical Factors 0.01 0.37 0.06 0.12 ICU Ratio = 0.66 LOS = B Turning Movements at Intersection of: El Camino Real and Tamarack Avenue W e s t A P P r Time : 7:15 AM to 8:15AM Date; 8/3/94 Day : Wednesday Name ; M.D. & N.B. Totals 448 Sub- totals 269 179 North Approach 1481 36 1429 30 47 102 Subtotals Total 1750 El Camino Real 1846 365 t North t 4_ 45 214 218 20 290 31 341 2091 Total Subtotals Sub - totals 477 Totals 571 94 Tamarack Avenue E a s t A P P r South /Approach Note : Left-turn volumes include U-turns. El Camino Real at Tamarack Avenue Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period 4:15 PM to 5:15 PM Page 3 of 3 South Appr (NB) North/^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 Lane Settings 1 2 1 1 2 0 1 1 1 1 2 0 Capacity 1800 4000 1800 1800 4000 0 1800 2000 1800 1800 4000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 123 1469 241 40 502 70 51 142 33 90 115 21 Adjusted Hourly Volume 123 1469 241 40 572 0 51 142 33 90 136 0 Utilization Factor 0.07 0.37 0.13 0.02 0.14 0.00 0.03 0.07 0.02 0.05 0.03 0.00 Critical Factors 0.37 0.02 0.07 0.05 ICU Ratio = 0.61 LOS = B Turning Movements at Intersection of: El Camino Real and Tamarack Avenue W e s t A P P r Time : 4:15 PM to 5:15 PM Date: 8/3/94 Day : Wednesday Name : M.D. 8c N.B. Totals 532 Sub- totals 306 226 51 142 33 Subtotals Total North Approach El Camino Real 627 2153 612 70 502 40 • t : North ^ ^ t r 123 1469 241 1833 2460 1541 21 115 90 Total Subtotals Sub- totals 226 423 Totals 649 Tamarack Avenue E a s t A P P r South /^proach Note : Left-turn volumes include U-turns. CITY OF CARLSBAD SUMMER 1994 INTERSECTION ANALYSIS SUMMARY Intersection Number: 3 Intersection Location: El Camino Real and College Boulevard CONTENT PAGE Turn Movement Count Summary I of 3 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and 2 of 3 Turn Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Turn Movement Diagram JHK 8c Associates Turning Movement Count Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Street: El Camino Real E/W Street: College Boulevard File: CB9403.XLS Data Collected by N.B, 8c M.C. Count Date : 8/9/94 Day : Tuesday Weather: Clear Traffic Control: Signalized South Approach (NB) North Approach (SB) West Approach (EB) Eost Approach (WB) 15 min Total End of 15 min, prd. Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15AM 2 0 65 0 0 0 0 98 33 0 9 0 0 0 0 0 0 0 0 0 207 0 6:30 AM 1 1 48 0 0 0 0 170 77 0 3 0 0 0 0 0 0 0 0 0 300 0 6:45 AM 1 1 34 0 0 0 0 271 80 0 10 0 0 0 0 0 0 0 0 0 397 0 7:00 AM 2 2 53 0 0 0 0 361 143 0 7 0 0 1 0 0 0 0 0 0 569 0 7:15AM • 2 5 64 0 0 0 0 313 119 0 13 0 0 0 0 0 0 0 0 0 516 0 7:30 AM ' 1 0 64 0 0 0 0 327 160 0 8 1 0 0 0 0 0 0 0 0 561 0 7:45 AM " 5 1 60 0 0 0 0 310 108 0 11 0 0 3 0 0 0 0 0 0 498 0 8:00 AM • 1 1 76 0 0 0 0 381 184 0 10 0 0 3 0 0 0 0 0 0 656 0 8:15 AM 1 2 74 0 0 0 0 273 95 0 5 0 0 2 0 0 0 0 0 0 452 0 8:30 AM 3 3 64 0 0 0 0 225 79-0 12 0 0 4 0 0 0 0 0 0 390 0 8:45 AM 2 5 80 0 0 0 0 165 40 0 12 0 0 2 0 0 0 0 0 0 306 0 9:00 AM 1 3 71 0 0 0 0 176 40 0 12 0 0 1 0 0 0 0 0 0 304 0 Max, 15 min. 5 5 80 0 0 0 0 381 184 0 13 1 0 4 0 0 0 0 0 0 656 0 Pk. Hr. Vol. 9 7 264 0 0 0 0 1331 571 0 42 1 0 6 0 0 0 0 0 0 2231 0 7:00 AM Peak Intersection Trafflc in Pk. Hr. = 2231 Peak Hr, Factor 0,85 8:00 AM Hour Intersection 1 ^dstrns in Pk, Hr, = 0 3:45 PM 1 3 282 0 0 0 0 117 14 0 109 0 0 0 0 0 0 0 0 0 526 0 4:00 PM 4 1 275 0 0 0 0 127 32 0 59 0 0 1 0 0 0 0 0 0 499 0 4:15 PM 2 7 362 0 0 0 0 127 22 0 154 0 0 4 0 0 0 0 0 0 678 0 4:30 PM 2 2 230 0 0 0 0 104 18 0 62 0 0 2 0 0 0 0 0 0 420 0 4:45 PM • 1 1 309 0 0 0 0 119 10 0 126 0 0 2 0 0 0 0 0 0 568 0 5:00 PM • 1 0 262 0 0 0 0 110 19 0 74 0 0 0 0 0 0 0 0 0 466 0 5:15 PM • 2 1 414 0 0 0 0 87 21 0 142 0 0 2 0 0 0 0 0 0 669 0 5:30 PM • 0 1 299 0 0 0 0 101 24 0 87 0 0 0 0 0 0 0 0 0 512 0 5:45 PM 1 0 295 0 0 0 0 99 18 0 93 0 0 1 0 0 0 0 0 0 507 0 6:00 PM 2 0 173 0 0 0 0 99 7 0 63 0 0 0 0 0 0 0 0 0 344 0 6:15 PM 0 1 181 0 0 0 0 100 15 0 58 0 0 0 0 0 0 0 0 0 355 0 6:30 PM 0 0 122 0 0 0 0 92 9 0 22 0 0 1 0 0 0 0 0 0 246 0 Max. 15 min. Pk. Hr. Vol. 4 4 7 3 414 1284 0 0 0 0 0 0 0 0 127 417 32 74 0 0 154 429 0 0 0 0 4 4 0 0 0 0 0 0 0 0 0 0 0 0 678 2215 0 0 4:30 PM Peak Intersection Traffic in Pk. Hr. =2215 5:30 PM Hour Intersection Pdstrns in Pk, Hr, = 0 Peak Hr, Factor 0,82 El Camino Real at College Boulevard Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 7:00 AM to 8:00 AM Page 2 of 3 South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config - urations 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 Aie the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 16 264 0 0 1331 571 43 0 6 0 0 0 Adjusted Hourly Volume 16 264 0 0 1331 0 43 0 6 0 0 0 Utilization Factor 0.01 0.07 0.00 0.00 0.33 0.00 0.01 0.00 0.00 0.00 0.00 0.00 Critical Factors 0.01 0.33 0.01 0.00 0.00 ICU Ratio = 0.45 LOS = Turning Movements at Intersection of .: Ei Camino Real and College Boulevard W e s t A P P r Time : 7:00 AM to 8:00 AM Date: 8/9/94 Day : Tuesday Name ; N.B. 8c M.C. Totals 630 Sub- totals 581 49 43 0 6 North Approach Ei Camino Real 2208 Subtotals 1344 Total 1902 571 1331 0 t North 1 t r 16 264 0 280 1624 306 Total Subtotals Sub- totals Totals College Boulevard E a s t A P P r South Approach Note : Left-turn volumes include U-turns. Ei Camino Real at College Boulevard Lane Configuration for Intersection Capacity Utilizatiori Pk. Hr. Time Period ; 4:30 PM to 5:30 PM Page 3 of 3 South/Vppr (NB) North/Vppr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config - urations Inside (left) Outside Free-flow 1 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 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 7 1284 0 0 417 74 429 0 4 0 0 0 Adjusted Hourly Volume 7 1284 0 0 417 0 429 0 4 0 0 0 Utilization Factor 0.00 0.32 0.00 0.00 0.10 0.00 0.13 0.00 0.00 0.00 0.00 0.00 Crrtical Factors 0.32 0.00 0.13 0.00 0.00 ICU Ratio = 0.55 LOS = A Turning Movements at Intersection of: El Camino Real and College Boulevard Time : : 4:30 PM to 5:30 PM North Approach El Camino Real Date : : 8/9/94 Day : Tuesday 2204 Total Name : N.B. ScM.C. 491 1713 Subtotals Sub-74 417 0 Sub- Totals totals 1 1 1 totals W T e 78 • A s 511 429 ^ 0 t 433 0 A — 0 0 A P P r North ^ t r Totals E a s t A P P r Subtotals Total 424 1284 0 1291 College Boulevard 1715 South Approach Note : Left-turn volumes include U-turns. CITY OF CARLSBAD SUMMER 1994 INTERSECTION ANALYSIS SUMMARY Intersection Number: 4 Intersection Location: El Camino Real and Faraday Avenue CONTENT PAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and 2 of 3 Turn Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Turn Movement Diagram JHK & Associates Turning Movement Count Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Stieet: El Camino Real E/W Street; Faraday Avenue File: CB9404.XLS Data Collected by M.C. 8c M.B. Count Date: 8/10/94 Day: Wednesday Weather: Clear Traffic Control: Signalized South Approach (NB) North Approach (SB) West /^proach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15AM 91 0 28 16 0 20 0 54 39 0 52 0 5 30 0 8 0 3 4 0 350 0 6:30 AM 115 1 25 12 0 38 3 109 40 0 28 0 4 26 0 3 0 4 0 0 408 0 6:45 AM 78 0 36 32 0 26 11 158 26 0 12 0 7 13 0 7 0 6 1 0 413 0 7:00 AM 104 0 32 27 0 65 7 216 80 2 11 0 22 18 0 3 0 8 6 1 599 3 7:15 AM 99 1 44 14 0 30 3 180 60 0 6 0 15 12 0 10 0 3 1 0 478 0 7:30 AM ' 124 0 45 17 0 34 9 177 112 0 9 0 12 13 1 14 0 4 0 0 570 1 7:45 AM • 117 1 59 27 0 34 13 235 44 1 11 0 27 16 0 18 0 14 3 2 619 3 8:00 AM • 111 1 73 32 0 44 10 211 63 0 . 9 0 23 14 0 12 0 10 1 0 614 0 8:15AM • 108 2 77 26 0 50 9 165 36 0 13 0 32 10 1 10 0 9 1 2 548 3 8:30 AM 110 3 66 24 4 31 6 176 45 0 5 0 22 13 0 14 0 11 0 0 526 4 8:45 AM 62 1 65 19 0 17 8 113 24 0 3 0 12 24 0 12 0 6 4 0 370 0 9:00 AM 55 2 75 22 0 16 7 97 21 0 9 0 9 18 0 11 0 4 2 7 348 7 Max. 15 min. 124 3 77 32 4 65 13 235 112 2 62 0 32 30 1 18 0 14 6 7 619 7 Pk, Hr. Vol. 460 4 254 102 0 162 41 788 255 1 . 42 0 94 53 2 54 0 37 5 4 2351 7 7:15 AM Peak Intersection Traffic in Pk, Hr, 2351 Peak Hr. Factor 0.95 8:15 AM Hour Intersection Pdstrns in Pk, Hr, = 7 3:45 PM 29 0 250 15 1 19 5 110 12 0 53 0 11 83 0 60 0 15 26 8 688 9 4:00 PM • 43 5 166 22 1 11 1 104 11 0 46 0 19 92 1 37 0 17 11 1 585 3 4:15 PM • 14 1 188 22 0 5 2 79 11 1 107 0 11 111 2 46 0 20 26 2 643 5 4:30 PM • 21 1 125 14 0 5 6 73 10 0 28 0 15 72 0 30 0 16 9 0 425 0 4:45 PM • 27 2 264 23 0 15 5 101 9 0 72 0 22 125 1 49 0 34 15 0 763 1 5:00 PM 15 4 151 11 0 6 6 77 11 0 29 0 8 51 1 25 0 12 8 0 414 1 5:15 PM 13 1 312 7 1 14 6 80 4 0 85 0 7 144 1 56 0 17 15 4 761 6 5:30 PM 19 0 208 4 0 6 2 66 3 0 33 0 5 56 0 31 0 19 14 1 466 1 5:45 PM 6 1 219 3 0 3 1 55 4 0 23 0 3 55 0 17 0 18 5 2 413 2 6:00 PM 5 0 149 3 0 1 3 87 1 0 24 0 3 67 0 16 1 6 7 0 373 0 6:15 PM 5 2 133 3 0 1 0 96 1 0 10 0 4 58 0 17 0 13 9 0 352 0 6:30 PM 2 0 98 8 0 3 1 65 3 0 7 0 0 37 0 17 0 6 3 0 250 0 Max. 15 min. • Pk. Hr, Vol, 43 105 5 9 312 743 23 81 1 1 19 36 6 14 110 357 12 41 1 1 107 253 0 0 22 67 144 400 2 4 60 162 1 0 34 87 26 61 8 3 763 2416 9 9 3:45 PM Peak Intersection Traffic in Pk, Hr. =2416 4:45 PM Hour Intersection Pdstrns in Pk. Hr. = 9 Peak Hr. Factor 0.79 El Camino Real at Faraday Avenue Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 7:15 AM to 8:15 AM Page 2 of 3 South Appr (NB) North Appr (SB) West Appr (EB) £as\ Appt 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 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 Efflciency Lost Factor 0.10 Hourly Volume 464 254 102 203 788 256 42 94 53 54 37 5 Adjusted Hourly Volume 464 356 0 203 1043 0 42 94 53 54 42 0 Utilization Factor 0.14 0.06 0.00 0.06 0.17 0.00 0.01 0.05 0.03 0.03 0.01 0.00 Crrtical Factors 0.14 0.17 0.05 0.03 ICU Ratio = 0.49 LOS = A Turning Movements at Intersection of: Ei Camino Real and Faraday Avenue W e s t A P P r Time : 7:15 AM to 8:15AM Date : 8/10/94 Day : Wednesday Name : M.C. 8c M.B. Totals 941 Sub- totols 752 189 42 94 53 Subtotals Total North Approach 899 El Camino Real 1588 1246 255 788 203 t North 342 4^ 5 37 54 464 254 102 820 1719 Total Subtotals Sub- totals 96 358 Totals 454 Faraday Avenue E a s , t A P P r South /Approach Note : Left-turn volumes include U-turns. El Camino Real at Faraday Avenue Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 3:45 PM to 4:45 PM Page 3 of 3 South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right _Left Thru Right Left Thru Right Lane Config - urations Inside (left) Outside Free-flow 1 1 1 Lane Settings 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 Efflciency Lost Factor 0.10 Hourly Volume 114 743 81 50 357 41 253 67 400 162 87 61 Adjusted Hourly Volume 114 824 0 50 398 0 253 67 400 162 148 0 Utilization Factor 0.04 0.14 0.00 0.02 0.07 0.00 0.08 0.03 0.22 0.09 0.04 0.00 Critical Factors 0.14 0.02 0.22 0.09 ICU Ratio = 0.56 LOS: Turning Movements at intersection of: El Camino Real and Faraday Avenue W e s t A P P r Time : 3:45 PM to 4:45 PM Date : 8/10/94 Day : Wednesday Name : M.C. 8c M.B. Totals 953 Sub- totals 233 720 North Approach Ei Camino Real 1519 448 41 357 50 253 67 400 t North Subtotals 928 938 Total 1866 1071 4_ ^ t r 114 743 81 61 87 162 Total Subtotals Sub- totals 310 Totals 494 184 Faraday Avenue E a s t A P P r South /Approach Note : Left-turn volumes include U-turns. CITY OF CARLSBAD SUMMER 1994 INTERSECTION ANALYSIS SUMMARY Intersection Number: 5 Intersection Location: El Camino Real and Palomar Airport Road CONTENT PAGE Turn Movement Count Summary I of 3 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and 2 of 3 Turn Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Turn Movement Diagram JHK 8c Associates Turning Movement Count Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Stieet: El Camino Real E/W Street: Palomar Airport Road File : CB9405.XLS Data Collected by T.M. fic N.B. Count Date: 8/11/94 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 6:15 AM 2 0 18 25 0 53 0 43 16 0 11 0 28 6 0 56 0 132 141 0 530 0 6:30 AM 3 0 25 25 2 38 0 43 30 0 8 0 18 3 0 47 0 86 103 0 429 2 6:45 AM 11 0 54 59 2 67 D 39 75 0 21 0 102 8 0 71 0 136 109 0 752 2 7:00 AM 9 0 63 51 0 62 0 119 54 0 12 0 68 5 0 43 0 81 62 0 619 0 7:15 AM 2 0 65 64 0 67 0 56 37 0 6 0 56 3 0 39 0 97 65 0 546 0 7:30 AM ' 3 0 102 95 0 61 0 97 58 0 16 0 96 6 0 54 0 80 73 0 741 0 7:45 AM " 5 0 104 93 0 52 0 92 48 0 14 0 93 5 0 46 0 101 62 0 715 0 8:00 AM • 7 0 153 81 0 72 0 118 45 1 17 0 96 4 0 40 0 114 71 0 818 1 8:15 AM • 15 0 116 76 0 70 0 79 18 0 25 0 108 11 0 61 0 68 52 0 689 0 8:30 AM 13 0 88 60 0 68 0 82 49 0 20 0 84 9 0 60 0 132 71 0 736 0 8:45 AM 6 0 115 58 0 34 0 54 36 0 23 0 102 13 0 42 0 100 56 0 639 0 9:00 AM 11 0 72 48 0 43 0 92 25 0 16 0 97 13 0 61 0 123 62 0 663 0 Max. 15 min. 15 0 153 95 2 72 0 119 76 1 25 0 108 13 0 71 0 136 141 0 818 2 Pk, Hr, Vol, 30 0 475 345 0 265 0 386 169 1 72 0 393 26 0 191 0 363 268 0 2963 1 7:15 AM Peak Intersection Traftic in Pk. Hr. = 2963 Peak Hr, Factor 0.91 8:15 AM Hour Intersection Pdstrns in Pk, Hr, = 1 3:45 PM 16 0 98 125 0 107 1 93 16 0 51 0 128 11 0 96 0 182 81 0 1004 0 4:00 PM 10 0 69 54 0 73 0 86 35 0 42 0 118 11 0 25 0 81 72 0 675 0 4:15 PM 6 0 94 89 0 142 1 109 16 0 58 0 114 10 0 47 0 67 79 0 831 0 4:30 PM 10 0 98 85 0 77 0 109 17 0 61 0 142 13 0 62 0 122 60 0 856 0 4:45 PM • 8 0 118 89 0 68 1 107 18 0 51 0 153 11 0 62 0 142 100 0 928 0 5:00 PM • 8 0 121 94 0 79 0 103 15 0 25 0 91 10 0 67 0 129 94 0 836 0 5:15 PM • 2 0 113 122 0 88 0 127 17 0 74 0 98 14 0 100 0 135 86 0 976 0 5:30 PM • 8 0 141 87 0 70 0 140 15 0 48 0 138 28 0 91 0 133 67 0 966 0 5:45 PM 3 0 117 56 0 96 0 113 8 0 46 0 106 24 0 62 0 102 52 0 782 0 6:00 PM 11 0 99 69 0 68 0 121 10 0 23 0 121 17 0 63 0 119 39 0 760 0 6:15 PM 5 0 71 78 0 75 0 80 7 0 18 0 110 10 0 61 1 98 58 0 672 0 6:30 PM 9 0 85 68 0 68 0 72 7 0 15 0 124 14 0 23 0 70 36 0 571 0 Max, 15 min, Pk, Hr, Vol. 16 26 0 0 141 493 125 392 0 0 142 305 1 1 140 477 35 66 0 0 74 198 0 0 153 480 28 63 0 0 100 320 1 0 182 539 100 347 0 0 1004 3706 0 0 4:30 PM Peak 5:30 PM Hour Intersection Traffic in Pk. Hr, Intersection Pdstrns in Pk. Hr. 3706 0 Peak Hr. Factor 0.92 El Camino Real at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : 7:15 AM to 8:15AM South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config - urations Inside (left) Outside Free-flow Lane Settings 1 3 12 3 Capacity 1800 6000 1800 3240 6000 Are the North/South phases split (Y/N)? N Aie the East/West phases split (Y/N)? 1 2 3 1800 3240 6000 Efficiency Lost Factor 0.10 Hourly Volume 30 Adjusted Hourly Volume 30 Utilization Factor 0.02 Critical Factors 476 476 N 346 346 255 255 386 386 0.08 0.19 0.08 0.06 0.19 0.08 169 169 0.09 72 72 393 419 26 0 2 3 1 3240 6000 1800 191 191 363 363 258 268 0.02 0.07 0.02 0.00 0.06 0.06 0.14 0.14 ICU Ratio 0.54 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 8:15 AM Date : 8/11/94 Day : Thursday Name : T.M. 8c N.B. Totals 1053 Sub- totols 562 491 North Approach 72 393 26 Subtotals Total 603 I t North t El Camino Real 1615 810 169 386 255 805 4^ 258 363 191 ^ t r 30 476 345 850 1453 Total Subtotals Sub- totals 812 993 Totals 1805 E a s t A P P r Palomar Airport Road South Approach Note : Left-turn volumes include U-turns. El Camino Real at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period 4:30 PM to 5:30 PM . South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config - urations Inside (left) Outside Free-flow 1 Lane Settings 1 3 Capacity 1800 6000 Are the North/South phases spirt (Y/N)? Are the East/West phases split (Y/N)? Efficiency Lost Facitor 0.10 Hourly Volume 26 493 Adjusted Hourly Volume 26 493 Utilization Factor 0.01 0.08 Critical Factors 12 3 12 3 1800 3240 6000 1800 3240 6000 N N 392 392 0.22 0.22 306 306 0.09 0.09 477 477 0.08 65 65 0.04 198 198 0.06 0.06 480 543 0.09 63 0 0.00 2 3 3240 6000 320 320 0.10 639 539 0.09 1800 347 347 0.19 0.19 ICU Ratio 0.67 LOS = Turning Movements at Intersection of: Ei Camino Real and Palomar Airport Road W e s t A P P r Time : 4:30 PM to 5:30 PM Date Day Name Totals 1371 8/11/94 Thursday T.M. 8c N.B. Sub- totals 630 741 North Approach 198 480 63 Subtotals Total 860 I t North t El Camino Real 1887 848 65 477 306 1 t r 26 493 392 911 1771 1039 347 539 320 Total Subtotals Sub- totals 1206 1177 Totals 2383 E a s t A P P r Palomar Airport Road South Approach Note : Left-turn volumes include U-turns. CITY OF CARLSBAD SUMMER 1994 INTERSECTION ANALYSIS SUMMARY Intersection Number: 6 Intersection Location: El Camino Real and Camino Vida Roble CONTENT Turn Movement Count Summary (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Turn Movement Diagram P.M. Peak Hour ICU Analysis and Turn Movement Diagram PAGE 1 of 3 2 of 3 3 of 3 JHK 8c Associates Turning Movement Count Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Street: El Camino Real E/W Street: Camino Vida Roble File : CB9406.XLS Data Collected by T.M, 8c C.I. Count Date: 8/10/94 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 26 1 51 0 0 0 0 38 36 0 8 0 0 7 0 0 0 0 0 0 167 0 6:30 AM 20 0 48 0 0 0 0 38 36 0 5 0 0 5 0 0 0 0 0 0 152 0 6:45 AM 50 2 91 0 0 0 0 48 44 0 10 0 0 14 0 0 0 0 0 0 259 0 7:00 AM 99 0 123 0 0 0 0 56 59 0 22 0 0 7 0 0 0 0 0 0 366 0 7:16 AM 66 1 149 0 0 0 0 68 58 1 16 0 0 11 1 0 0 0 0 0 358 2 7:30 AM " 176 0 230 0 0 0 0 90 104 0 14 0 0 21 0 0 0 0 0 0 634 0 7:45 AM " 112 1 186 0 0 0 0 66 43 0 6 0 0 18 0 0 0 0 0 0 431 0 8:00 AM • 143 0 216 0 0 0 0 60 50 0 . 11 0 0 15 0 0 0 0 0 0 495 0 8:16 AM • 193 1 199 0 0 0 0 88 70 0 13 0 0 22 0 0 0 0 0 0 586 0 8:30 AM 149 0 164 0 0 0 0 62 46 0 13 0 0 16 0 0 0 0 0 0 449 0 8:45 AM 118 0 136 0 0 0 0 94 54 0 16 0 0 25 0 0 0 0 0 0 443 0 9:00 AM 67 0 138 0 0 0 0 94 44 0 9 0 0 34 0 0 0 0 0 0 386 0 Max, 15 min. 193 2 230 0 0 0 0 94 104 1 22 0 0 34 1 0 0 0 0 0 634 2 Pk. Hr. Vol. 623 2 830 0 0 0 0 304 267 0 44 0 0 76 0 0 0 0 0 0 2146 0 7:15 AM Peak Intersection Trafflc in Pk. Hr. = 2146 Peak Hr, Factor 0.85 8:15 AM Hour Intersection 1 Pdstrns in Pk. Hr, = 0 3:45 PM 97 0 146 0 0 0 0 210 49 1 158 0 0 127 0 0 0 0 0 0 787 1 4:00 PM 51 0 103 0 0 0 0 118 20 0 82 0 0 122 0 0 0 0 0 0 496 0 4:15 PM 118 0 116 0 0 0 0 196 24 1 287 0 0 220 0 0 0 0 0 0 961 1 4:30 PM 44 0 124 0 0 0 0 126 17 0 175 0 0 121 0 0 0 0 0 0 606 0 4:45 PM • 86 0 140 0 0 0 0 193 26 1 219 0 0 184 0 0 0 0 0 0 847 1 6:00 PM • 47 0 121 0 0 0 0 174 26 0 243 0 0 180 0 0 0 0 0 0 791 0 5:15 PM • 34 0 122 0 0 0 0 252 16 0 214 0 0 311 0 0 0 0 0 0 949 0 5:30 PM • 29 0 120 0 0 0 0 205 14 0 153 0 0 262 0 0 0 0 0 0 773 0 5:45 PM 23 0 129 0 0 0 0 153 18 1 207 0 0 252 0 0 0 0 0 0 782 1 6:00 PM 63 0 92 0 0 0 0 167 8 1 130 0 0 152 0 0 0 0 0 0 612 1 6:15 PM 24 0 82 0 0 0 0 122 11 0 70 0 0 114 0 0 0 0 0 , 0 423 0 6:30 PM 18 0 110 0 0 0 0 117 9 0 48 0 0 97 0 0 0 0 0 0 399 0 Max. 15 min. Pk. Hr. Vol. 118 196 0 0 146 503 0 0 0 0 0 0 0 0 252 824 49 81 1 1 287 829 0 0 0 0 311 927 0 0 0 0 0 0 0 0 0 0 0 0 961 3360 1 1 4:30 PM Peak 5:30 PM Hour Intersection Trafflc in Pk. Hr. Intersection Pdstrns in Pk. Hr 3360 1 Peak Hr, Factor 0.87 El Camino Real at Camino Vida Roble Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 7:15 AM to 8:15AM Page 2 of 3 South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config - urations Inside (left) Outside Free-flow Lane Settings 1 2 0 0 3 0 1.5 0 1.5 0 0 0 Capacity 1800 4000 0 0 6000 0 2700 0 2700 0 0 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 625 830 0 0 304 267 44 0 76 0 0 0 Adjusted Hourly Volume 625 830 0 0 571 0 44 0 76 0 0 0 Utilization Factor 0.35 0.21 0.00 0.00 0.10 0.00 0.02 0.00 0.03 0.00 0.00 0.00 Critical Factors 0.35 0.10 0.03 0.00 ICU Ratio = 0.57 LOS = Turning Movements at Intersection of: El Camino Real and Camino Vida Roble W e s t A P P r Time : 7:15 AM to 8:15AM Date : 8/10/94 Day : Wednesday Name : T.M. 8c C.I, Totals 1010 Sub- totals 890 120 44 0 76 North Approach I t North t El Camino Real 1445 571 267 304 0 874 ^ t r 625 830 0 Subtotals 382 1465 Total Subtotals Sub- totals Totals Camino Vida Roble E a s t A P P r Total 1837 South Approach Note : Left-turn volumes include U-turns, El Camino Real at Camino Vida Roble 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 Lane Settings 1 2 0 0 3 0 1.5 0 1.5 0 0 0 Capacity 1800 4000 0 0 6000 0 2700 0 2700 0 0 0 Are the North/South phases split (Y/N)? N Aie the East/West phases split (Y/N)? N Efficiency Lcjst Factor 0.10 Hourly Volume 196 503 0 0 824 81 829 0 927 0 0 0 Adjusted Hourly Volume 196 503 0 0 905 0 829 0 927 0 0 0 Utilization Factor 0.11 0.13 0.00 0.00 0.15 0.00 0.31 0.00 0.34 0.00 0.00 0.00 Critical Factors 0.11 0.15 0.34 0.00 ICU Ratio 0.70 LOS= B Turning Movements at Intersection of: El Camino Real and Camino Vida Roble W e s t A P P r Time : 4:30 PM to 5:30 PM Date : 8/10/94 Day ; Wednesday Name: T.M. fic C.I. Totals 2033 Sub- totals 277 1756 North Approach El Camino Real 2237 905 81 824 0 829 0 927 t North ^ t r 196 503 0 1332 Total Subtotals Sub - totals Totals E a s t A P P Camino Vida Roble Subtotals 1751 699 Total 2450 South Approach Note : Left-turn volumes include U-turns. CITY OF CARLSBAD SUMMER 1994 INTERSECTION ANALYSIS SUMMARY Intersection Number: 7 Intersection Location: El Camino Real and Alga Road CONTENT PAGE Turn Movement Count Summary I of 3 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and 2 of 3 Turn Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Turn Movement Diagram JHK fit Associates Turning Movement Count Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Street: El Camino Real E/W Street: Alga Road File : CB9407.XLS Data Collected by S.K. fic N.B. Count Date: 7/21/94 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 7 0 39 2 0 8 0 29 3 0 5 0 5 6 0 43 0 25 21 0 193 0 6:30 AM 12 0, 57 6 0 5 0 34 2 0 3 0 16 11 0 54 0 36 18 0 254 0 6:45 AM 24 0 97 6 1 16 0 31 9 0 8 0 18 16 0 64 0 46 54 0 388 1 7:00 AM 24 0 117 15 1 17 0 22 11 0 20 0 30 16 0 91 0 56 65 0 484 1 7:15 AM • 26 1 148 21 0 18 0 33 8 0 20 0 29 26 0 77 0 70 97 0 574 0 7:30 AM 20 0 167 19 0 14 0 66 9 0 23 0 15 19 0 86 0 52 100 0 580 0 7:45 AM • 16 0 168 22 0 31 0 63 7 0 24 0 60 23 0 71 1 62 91 0 628 0 8:00 AM 32 0 322 17 0 9 0 52 6 0 36 0 40 18 0 87 0 76 117 0 812 0 8:15 AM 17 0 155 20 0 9 0 44 8 0 19 0 35 32 0 90 0 38 95 0 562 0 8:30 AM 21 0 179 24 0 21 0 48 7 0 14 0 32 23 0 84 0 43 55 0 551 0 8:46 AM 34 0 118 21 0 9 0 74 9 0 22 0 30 28 0 107 0 60 64 0 576 0 9:00 AM 36 0 154 24 0 19 0 60 19 1 9 0 24 26 0 83 1 61 45 0 549 1 Max, 15 min. 36 1 322 24 1 31 . 0 74 19 1 36 0 60 32 0 107 1 76 117 0 812 1 Pk. Hr. Vol 93 1 805 79 0 72 0 194 30 0 103 0 144 86 0 321 1 260 405 0 2594 0 7:00 AM Peak Intersection Traffic in Pk. Hr, 2594 Peak Hr, Factor 0,80 8:00 AM Hour Intersection Pdstrns in Pk , Hr, = 0 3:45 PM 67 0 110 54 0 62 0 133 24 3 38 0 56 68 0 71 0 39 6 0 728 3 4:00 PM 52 0 97 73 0 58 0 112 24 0 19 1 62 44 0 44 0 49 1 0 636 0 4:15 PM 62 0 121 77 0 42 0 144 21 0 15 0 90 58 0 31 0 22 4 0 687 0 4:30 PM 69 0 116 84 0 44 0 111 16 0 17 0 63 45 0 43 0 7 4 0 609 0 4:45 PM 59 0 110 92 2 45 0 169 19 0 10 0 68 63 0 38 0 28 7 0 708 2 5:00 PM • 66 0 112 121 0 88 0 181 13 3 16 0 94 60 0 29 0 34 1 0 814 3 5:15 PM * 68 0 114 109 0 95 0 204 28 1 8 0 80 50 0 62 1 63 2 0 884 1 5:30 PM 47 0 115 130 0 136 0 193 26 1 7 0 104 51 0 22 0 41 0 0 872 1 5:45 PM * 62 0 98 143 0 93 0 176 15 3 19 0 86 62 0 18 0 36 0 0 808 3 6:00 PM 67 0 109 84 0 . 50 0 119 13 3 16 0 107 47 0 32 0 8 2 0 654 3 6:15 PM 37 0 64 76 0 24 0 76 14 0 9 0 67 39 0 4 0 9 1 0 409 0 6:30 PM 51 0 80 70 0 23 0 60 10 1 26 0 71 50 0 1 0 9 1 0 452 1 Max. 15 min. 68 0 121 143 2 136 0 204 28 3 38 1 107 68 0 71 1 63 7 0 884 3 Pk, Hr. Vol. 243 0 439 603 0 412 0 754 82 8 49 0 364 223 0 131 1 174 3 0 3378 8 4:45 PM Peak Intersection Traffic in Pk, Hr. = 3378 5:45 PM Hour Intersection Pdstrns in Pk. Hr. = 8 Peak Hr. Factor 0.96 El Camino Real at Alga Road Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period 7:00 AM to 8:00 AM Page 2 of 3 South Appr (NB) North Aippr (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 3 0 2 3 0 2 1 0 2 2 0 Capacity 1800 6000 0 3240 6000 0 3240 2000 0 3240 4000 0 Are the North/South phases split (Y/N)? N Aie the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 94 805 79 72 194 30 103 144 86 322 260 405 Adjusted Hourly Volume 94 805 0 72 224 0 103 230 0 322 665 0 Utilization Factor 0.05 0.13 0.00 0.02 0.04 0.00 0.03 0.12 0.00 0.10 0.17 0.00 Crrtical Factors 0.13 0.02 0.12 0.10 ICU Ratio = 0.47 LOS = A Turning Movements at Intersection of: El Camino Real and Alga Road W e s t A P P r Totals 716 Time : 7:00 AM to 8:00 AM 7/21/94 Thursday S.K. 8c N.B. Sub- totals Date Day Name 383 333 103 144 86 Subtotals Total North Approach 602 EI Camino Real 1609 296 30 194 72 t North ^ t r 94 805 79 978 1580 1313 405 260 322 Total Subtotals Sub- totals 987 296 Alga Road Totals 1283 E a s t A P P r South Approach Note : Left-turn volumes include U-turns. El Camino Real at Alga Road Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 4:45 PM to 5:45 PM Page 3 of 3 South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config - urations Inside (left) Outside Free-flow 1 1 Lane Settings 1 3 0 2 3 0 2 1 0 2 2 0 Capacity 1800 6000 0 3240 6000 0 3240 2000 0 3240 4000 0 Are the North/South phases spirt (Y/N)? N Are the East/West phases split (Y/N)? N Efflciency Lost Factor 0.10 Hourly Volume 243 439 503 412 754 82 49 364 223 132 174 3 Adjusted Hourly Volume 243 439 0 412 836 0 49 587 0 132 177 0 Utilization Factor 0.14 0.07 0.00 0.13 0.14 0.00 0.02 0.29 0,00 0.04 0.04 0.00 Critical Factors 0.14 0.14 0.29 0.04 ICU Ratio = 0.70 LOS = B Turning Movements at Intersection of: El Camino Real and Alga Road Time : 4:45 PM to 5:45 PM North Approach Ei Camino Real Date: 7/21/94 Day : Thursday 1739 Total Name : S.K. fic N.B. 1248 491 Subtotals w e s t A P P r Totals 1135 Sub- totals 499 636 82 754 412 49 364 223 4^ 3 174 132 North Subtotals Total 1108 ^ t r 243 439 503 1185 2293 Sub- totals 309 1280 Alga Road Totals 1589 E a s t A P P r South Approach Note : Left-turn volumes include U-turns. CITY OF CARLSBAD SUMMER 1994 INTERSECTION ANALYSIS SUMMARY Intersection Number: 8 Intersection Location: El Camino Real and La Costa Avenue CONTENT PAGE Turn Movement Count Summary I of 3 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and 2 of 3 Turn Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Turn Movement Diagram JHK 8c Associates Turning Movement Count Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Stieet: El Camino Real E/W Street: La Costa Avenue File : CB9408.XLS Data Collected by M.D. fic N.B. Count Date : 7/28/94 Day: Thursday Weather: Clear Traffic Control: Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15AM 33 0 33 2 0 1 0 14 88 0 22 0 45 14 0 0 0 77 24 0 353 0 6:30 AM 44 0 43 2 0 7 3 33 75 0 35 0 57 27 0 2 0 0 5 0 333 0 6:45 AM 76 0 59 2 0 3 0 20 118 0 71 0 70 34 0 3 0 270 15 0 741 0 7:00 AM 47 0 50 1 0 6 1 32 82 0 73 0 52 34 0 1 0 139 20 0 538 0 7:15AM 68 0 78 3 0 10 1 49 116 0 76 0 78 27 0 7 0 158 29 0 699 0 7:30 AM 76 0 89 3 0 15 4 60 114 0 104 0 89 57 0 5 0 110 28 0 744 0 7:45 AM " 78 1 125 3 0 8 5 94 123 0 143 1 103 69 0 18 0 173 54 0 998 0 8:00 AM • 76 0 136 2 0 18 3 98 91 0 132 0 80 61 0 13 0 121 56 0 887 0 8:15 AM • 59 0 89 7 0 14 3 48 82 0 65 0 46 44 0 12 0 103 22 0 594 0 8:30 AM ' 57 0 109 10 0 13 1 103 118 0 120 0 114 84 0 12 0 152 40 0 933 0 8:45 AM 64 1 79 1 0 23 4 83 67 0 84 0 97 64 0 5 0 109 32 0 703 0 9:00 AM 68 0 102 7 0 17 3 116 111 0 102 0 100 69 0 21 0 139 40 0 895 0 Max. 16 min. 78 1 136 10 0 23 5 116 123 0 143 1 114 84 0 21 0 270 56 0 998 0 Pk. Hr. Vol. 270 1 459 22 0 53 12 343 414 0 460 1 343 268 0 55 0 549 172 0 3412 0 7:30 AM Peak Intersection Traffic in Pk, Hr, = 3412 Peak Hr. Factor 0.85 8:30 AM Hour Intersection Pdstrns in Pk. HI 0 3:45 PM 69 0 99 19 0 56 7 173 145 0 139 0 162 84 0 18 0 106 43 0 1119 0 4:00 PM 96 0 97 7 0 44 2 126 84 0 97 0 132 87 0 16 0 91 24 2 903 2 4:15 PM 106 0 129 17 0 44 7 146 90 0 113 0 128 98 0 14 0 92 22 0 1006 0 4:30 PM 98 0 136 16 0 60 8 133 107 0 106 1 130 80 0 21 0 112 21 0 1019 0 4:45 PM • 87 0 143 14 0 64 4 173 110 0 112 0 169 104 0 11 0 94 34 0 1119 0 5:00 PM • 80 0 145 32 0 66 6 188 116 5 132 0 167 103 0 12 0 86 32 0 1164 5 5:15 PM • 67 0 98 14 0 66 6 158 102 0 107 0 145 86 0 19 0 101 23 0 992 0 5:30 PM • 112 0 129 18 6 63 1 206 113 0 128 0 170 89 0 11 0 108 36 0 1183 6 5:45 PM 80 0 121 16 0 84 2 154 94 0 109 0 163 92 0 16 0 93 29 0 1053 0 6:00 PM 96 0 162 11 0 67 2 90 76 1 115 0 141 77 0 12 0 134 33 0 1005 1 6:15 PM 72 1 153 15 0 57 1 132 87 0 99 0 137 83 0 10 0 92 25 0 964 0 6:30 PM 86 0 118 10 2 42 3 96 80 0 111 0 161 97 0 15 0 130 26 0 974 2 Max. 15 min. Pk. Hr. Vol. 112 346 1 0 153 516 32 78 6 6 84 268 8 17 205 724 145 441 5 5 139 479 1 0 170 651 104 382 0 0 21 53 0 0 134 389 43 125 2 0 1183 4458 6 11 4:30 PM Peak 5:30 PM Hour Intersection Traffic in Pk, Hr, = Intersection Pdstrns in Pk, Hr, 4458 11 Peak Hr. Factor 0.94 El Camino Real at La Costa Avenue Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period 7:30 AM to 8:30 AM Page 2 of 3 South Appr (NB) North Aippr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config - urations Ir^iside (left) Outside Free-flow 1 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 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 271 459 22 65 343 414 461 343 258 55 549 172 Adjusted Hourly Volume 271 481 0 65 757 0 461 343 268 55 721 0 Utilization Factor 0.08 0.08 0.00 0.02 0.13 0.00 0.14 0.09 0.14 0.03 0.18 0.00 Critical Factors 0.08 0.13 0.14 0.18 ICU Ratio = 0.63 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 Date : 7/28/94 Day : Thursday Name : M.D. 8c N.B. Totals 2296 Sub- totals 1234 1062 North Approach 461 343 258 El Camino Real 1925 822 414 343 65 t North ^ t r 271 459 22 Subtotals 657 752 1103 172 549 55 Total Subtotals Sub- totals 776 418 Totals 1194 La Costa Avenue E a s t A P P r Total 1409 South Approach Note : Left-turn volumes include U-turns. El Camino Real at La Costa Avenue Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period 4:30 PM to 5:30 PM Page 3 of 3 South Appr (NB) North Appr (SB) West Appr (EB) East/\ppr (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 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 Aie the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efflciency Lost Factor 0.10 Hourly Volume 346 515 78 275 724 441 479 651 382 53 389 125 Adjusted Hourly Volume 346 593 0 275 1165 0 479 651 382 53 514 0 Utilization Factor 0.11 0.10 0.00 0.08 0.19 0.00 0.16 0.16 0.21 0.03 0.13 0.00 Critical Factors 0.11 0.19 0.15 0.13 ICU Ratio = 0.68 LOS = B Turning Movements at Intersection of: El Camino Real and La Costa Avenue W e s t A P P r Time : 4:30 PM to 5:30 PM Date : 7/28/94 Day : Thursday Name : M.D. fic N.B. Totals 2688 Sub- totals 1176 1512 North Approach 479 651 382 Subtotals Total 1169 I t North t Ei Camino Real 2576 1440 441 724 276 ^ t r 346 515 939 2098 78 136 125 389 53 Total Subtotals Sub- totals 567 987 Totals 1554 La Costa Avenue E a s t A P P r South Approach Note : Left-turn volumes include U-turns. CITY OF CARLSBAD SUMMER 1994 INTERSECTION ANALYSIS SUMMARY Intersection Number: 9 Intersection Location: El Camino Real and Levante Street CONTENT PAGE Turn Movement Count Summary I of 3 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and 2 of 3 Turn Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Turn Movement Diagram JHK & Associates Turning Movement Count Analysis City: Carlsbad Intersecfion of: N/S Stieet : El Camino Real E/W Street: Levante Street Count Date : 7/12/94 Day : Tuesday Weather: Fair File : CB9409.XLS Data Collected by C.I. Traffic Control ; Signalized Page 1 of3 End of 15 min, prd, 6:15 AM 6:30 AM 6:45 AM 7:00 AM 7; 15 AM 7:30 AM 7:45 AM 8:00 AM 8:15 AM 8:30 AM ' 8:45 AM ' 9:00 AM South Approach (NB) North /Vpproach (SB) West /Approach (EB) East Approach (WB) 15 min Total 3:46 PM 0 0 213 24 4:00 PM 0 0 275 43 4:15 PM 0 0 246 46 4:30 PM 0 0 243 50 4:45 PM 0 0 203 48 5:00 PM • 0 0 240 76 5:15 PM • 0 0 239 52 5:30 PM • 0 0 236 39 5:45 PM • 0 0 287 72 6:00 PM 0 0 227 68 6:15 PM 0 0 220 66 6:30 PM 0 0 0 0 Max, 15 min. 0 0 287 76 Pk, Hr, Vol, 0 0 1002 239 4:45 PM Peak Intersection Traffic in Pk, Hr, = 2951 5:45 PM Hour Intersection Pdstrns in Pk, Hr, = 8 37 0 226 0 51 0. 248 0 42 0 225 0 31 0 214 0 47 0 233 0 60 0 281 0 112 0 250 0 51 0 237 0 80 0 286 0 54 0 241 0 67 0 112 0 0 0 0 0 112 0 286 0 303 0 1054 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Peak Hr. Factor 0,90 0 0 0 0 27 0 0 25 0 0 0 0 0 59 0 0 38 1 0 0 0 0 35 0 0 30 1 0 0 0 0 33 0 0 19 0 0 0 0 0 44 0 0 54 I 0 0 0 0 58 0 0 35 0 0 0 0 0 45 0 0 38 0 0 0 0 0 38 0 0 42 1 0 0 0 0 52 0 0 45 0 0 0 0 0 69 0 0. 50 0 0 0 0 0 58 0 0 18 0 0 0 0 0 0 0 0 0 0 0 0 0 0 69 0 0 54 1 0 0 0 0 193 0 0 160 1 552 714 624 590 629 750 736 643 822 709 541 0 822 2951 1 4 2 6 2 1 2 3 2 3 0 0 6 8 El Camino Real at Levante Street Lane Configuration for Intersection Capacity Ufilization Page 2 of 3 Pk. Hr. Time Period : 7:45 AM to 8:45 AM South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config - urations Inside (left) Outside Free-flow 1 1 1 1 Lane Settings 0 2 0 1 2 0 0 0 0 1.5 0 1.5 Capacity 0 4000 0 1800 4000 0 0 0 0 2700 0 2700 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 0 790 42 63 708 0 0 0 0 192 0 164 Adjusted Hourly Volume 0 832 0 63 7W 0 0 0 0 192 0 164 Utilization Factor 0.00 0.21 0.00 0.04 0.18 0.00 0.00 0.00 0.00 0.07 0.00 0.06 Crrtical Factors 0.21 0.04 0.00 0.00 0.07 ICU Ratio = 0.42 LOS = A Turning Movements at Intersection of: Ei Camino Seal and Levante Street Time : 7:45 AM to 8:45 AM Date: 7/12/94 Day : Tuesday Name : C.I. Totals W e s t A P P r Sub- totals 0 0 Subtotals Total North Approach 900 El Camino Real 1725 771 708 63 954 t North t 4L_ 164 0 192 ltr 0 790 42 832 1732 Total Subtotals Sub- totals 356 105 Totals 461 Levante Street E a s t A P P r South Approach Note : Left-turn volumes include U-turns. El Camino Real at Levante Street 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/Vppr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right _L6f1^ Thru Right Left Thru Right Lane Config - urations Inside (left) Outside Free-flow Lane Settings 0 2 0 1 2 0 0 0 0 1.5 0 1.5 Capacity 0 4000 0 1800 4000 0 0 0 0 2700 0 2700 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 1002 239 303 1054 0 0 0 0 193 0 160 Adjusted Hourly Volume 0 1241 0 303 1054 0 0 0 0 193 0 160 Utilization Factor 0.00 0.31 0.00 0.17 0.26 0.00 OOO OOO 0.00 0.07 0.00 0.06 Critical Factors 0.31 0.17 0.00 0.00 0.07 ICU Ratio 0.66 LOS = Turning Movements at Intersection of: El Camino Real and Levante Street W e s t A P P r Time : 4:45 PM to 5:45 PM Date : 7/12/94 Day : Tuesday Name : C.I. Totals Sub- totals 0 0 North Approach Ei Camino Real 2519 1357 0 1054 303 Subtotals 1247 Total t North 1162 4_ ^ t r 0 1002 239 1241 2488 160 0 193 Total Subtotals Sub- totals 353 Totals 896 542 Levante Street E a s t A P P r South /Vpproach Note : Left-turn volumes include U-turns. CITY OF CARLSBAD SUMMER 1994 INTERSECTION ANALYSIS SUMMARY Intersection Number: 10 Intersection Location: El Camino Real and Olivenhain Road CONTENT PAGE Turn Movement Count Summary I of 3 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and 2 of 3 Turn Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Turn Movement Diagram JHK fic Associates Turning Movement Count Analysis Page 1 of 3 City: Encinitas Intersection of: N/S Street: El Camino Real E/W Street: Olivenhain Road File : CB9410.XLS Data Collected by M.D. fic C.K. Count Date : 7/12/94 Day : Tuesday Weather: Overcast / 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 33 26 2 14 0 37 0 0 0 0 0 0 0 74 0 0 15 0 199 2 6:30 AM 0 0 28 39 0 8 0 40 0 0 0 0 0 - 0 0 85 0 0 9 0 209 0 6:45 AM 0 0 58 59 0 22 0 39 0 1 0 0 0 0 0 110 0 0 23 0 311 1 7:00 AM 0 0 81 61 0 32 0 63 0 0 0 0 0 0 0 129 0 0 32 0 398 0 7:15 AM 0 0 69 67 1 16 0 87 0 0 0 0 0 0 0 140 0 0 36 0 416 1 7:30 AM 0 0 97 73 0 20 0 87 0 0 0 0 0 0 0 132 0 0 34 0 443 0 7:46 AM • 0 0 143 101 1 41 0 152 0 0 0 0 0 0 0 185 0 0 58 0 680 1 8:00 AM • 0 0 126 80 0 31 0 179 0 0 0 0 0 0 0 214 0 0 51 0 681 0 8:15 AM • 0 0 105 70 0 22 1 135 0 0 0 0 0 0 0 184 0 0 55 0 672 0 8:30 AM " 0 0 118 86 0 34 0 165 0 0 0 0 0 0 0 203 0 0 47 0 653 0 8:45 AM 0 0 130 84 0 38 0 170 0 0 0 0 0 0 0 196 0 0 55 0 673 0 9:00 AM 0 0 125 84 0 41 0 189 0 0 0 0 0 0 0 174 0 0 57 0 670 0 Max. 15 min. 0 0 143 101 2 41 1 189 0 1 0 0 0 0 0 214 0 0 58 0 681 2 Pk. Hr. Vol, 0 0 492 337 1 128 1 631 0 0 0 0 0 0 0 786 0 0 211 0 2586 1 7:30 AM Peak Intersection Traffic in Pk, Hr, 8:30 AM Hour Intersection Pdstrns in Pk, Hr. 2586 Peak Hr. Factor 0.95 3:45 PM 0 0 186 153 0 46 0 200 0 0 0 - 0 0 0 0 132 0 0 38 0 766 0 4:00 PM 0 0 208 153 0 38 0 207 0 0 0 0 0 0 0 139 0 0 33 0 778 0 4:15 PM 0 0 178 171 1 42 1 169 0 0 0 0 0 0 0 117 0 0 38 0 716 1 4:30 PM 0 0 225 149 0 43 0 187 0 0 0 0 0 0 0 122 0 0 38 0 764 0 4:45 PM 0 0 226 146 0 44 0 164 0 0 0 0 0 0 0 128 0 0 35 0 743 0 5:00 PM 0 0 187 160 0 61 0 236 0 0 0 0 0 0 0 129 0 0 37 0 810 0 5:15 PM • 0 0 251 217 0 63 0 223 0 0 0 0 0 0 0 123 0 0 25 0 902 0 5:30 PM • 0 0 209 197 0 73 0 183 0 0 0 0 0 0 0 131 0 0 39 0 832 0 5:45 PM • 0 0 225 221 0 66 0 189 0 0 0 0 0 0 0 148 0 0 49 0 898 0 6:00 PM • 0 0 193 199 0 52 0 180 0 0 0 0 0 0 0 162 0 0 41 0 827 0 6:15 PM 0 0 205 200 0 44 0 173 0 0 0 0 0 0 0 110 0 0 35 0 767 0 6:30 PM 0 0 186 140 0 34 0 159 0 0 0 0 0 0 0 117 0 0 36 0 672 0 Max. 15 min. 0 0 251 221 1 73 1 236 0 0 0 0 0 0 0 162 0 0 49 0 902 1 Pk. Hr, Vol. 0 0 878 834 0 254 0 775 0 0 0 0 0 0 0 564 0 0 ,154 0 3459 0 5:00 PM Peak Intersection Traffic in Pk. Hr, = 3459 Peak Hr. Factor 0.96 6:00 PM Hour Intersection Pdstrns in Pk. Hr. = 0 Q Camlno Real at OUvenhain Rood Lane Configurcrtion for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : 7:30 AM fo 8:30 AM South Appr (NB) North/Vppr (SB) West Appr (EB) East/Vppr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config- urations Inside (left) Outside Free-flow Lane Settings 0 2 1 1 2 Capacity 0 4000 1800 1800 4000 Aie the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? Efficiency Lost Factor 0.10 Houriy Volume 0 Adjusted Hourly Volume 0 Utilization Factor 0.00 Critical Factors 492 492 0.12 0.19 N 337 337 129 129 0.07 0.19 0.07 631 631 0.16 0 0 0.00 0 0 0 0 0 0 1800 786 786 0 0 1 1800 211 211 0.00 0.00 0.00 0.44 0.00 0.12 0.00 0.00 0.44 ICU Ratio 0.80 LOS= C Turning Movements at Intersection of: EI Camino Real and Olivenhain Road W e s t A P P r Time : 7:30 AM to 8:30 AM Date: 7/12/94 Day : Tuesday Name : M.D. fic C.K. Totals Sub- totals 0 0 0 0 0 North Approach t North t El Camino Real 1464 760 0 631 129 704 4L_ 211 0 786 1 t r 0 492 337 Subtotals 1417 829 Total Subtotals Sub- totals 997 466 Totals 1462 Olivenhain Road E a s t A P P r Total 2246 South Approach Note : Left-turn volumes indude U-turns. B Camino Real at OlivenlKiln Rood Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : 5:00 PM to 6:00 PM South/Vppr (NB) North Appr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config- urations Inside (left) Outside Free-flow Lane Settings 0 2 1 1 2 0 Capacity 0 4000 1800 1800 4000 0 Ale the North/South phases split (Y/N)? N Ale the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 0 878 834 254 775 0 Adjusted Hourly Volume 0 878 834 254 775 0 Utilization Factor 0.00 0.22 0.46 0.14 0.19 0.00 Critical Factors 0.46 0.14 ICU Ratio = 1.02 LOS = F 1 0 1 1800 0 1800 564 0 154 564 0 154 0.31 0.00 0.09 0.00 0.00 0.31 Turning Movements at Intersection of: EI Camino Real and Olivenhain Road W e s t A P P r Time : 5:00 PM to 6:00 PM Date : 7/12/94 Day : Tuesday Name : M.D. fic C.K. Totals Sub- totals 0 0 North Approach El Camino Real 2061 1032 0 878 834 Subtotals 1339 1712 Totol Subtotals Sub- totals 718 1088 Totals 1806 Olivenhain Road E a s t A P P r Total 3051 South /Vpproach Note : Left-turn volumes include U-turns. CITY OF CARLSBAD SUMMER 1994 INTERSECTION ANALYSIS SUMMARY Intersection Number: 11 Intersection Location: Palomar Airport Road and Avenida Encinas CONTENT PAGE Turn Movement Count Summary I of 3 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and 2 of 3 Turn Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Turn Movement Diagram JHK fic Associates Turning Movement Count Analysis Page Tof 3 City: Carlsbad Intersection of: N/S Stieet: Avenida Encinas E/W Street: Palomar Airport Road File: CB9411.XLS Data Collected by M.B. fic B.S. Count Date : 7/27/94 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 Pec 6:15 AM 1 0 0 3 1 8 0 3 2 0 3 0 15 1 0 8 0 12 13 0 69 1 6:30 AM 0 0 1 2 0 8 0 2 0 0 6 0 30 7 0 20 0 7 23 0 105 0 6:45 AM 3 0 1 2 0 11 0 5 2 0 7 0 54 14 I 109 0 14 33 0 255 1 7:00 AM 3 0 0 7 0 16 0 6 1 0 3 0 58 16 0 50 0 11 42 1 211 1 7:15 AM 3 0 1 , 4 0 20 0 3 1 0 7 0 53 21 0 50 0 15 30 0 208 0 7:30 AM 1 0 2 10 3 13 0 3 0 1 10 0 53 14 0 67 0 26 54 1 253 5 7:45 AM ' 4 0 2 14 0 36 0 3 3 0 6 0 85 14 0 42 0 21 55 0 283 0 8:00 AM • 1 0 1 10 0 21 0 2 1 1 19 0 70 14 0 44 0 6 65 0 254 1 8:15 AM • 2 0 3 16 0 33 0 3 3 2 5 0 57 6 1 47 0 14 83 0 272 3 8:30 AM ' 6 0 1 10 0 39 0 6 3 0 13 0 54 14 0 44 0 18 76 0 284 0 8:45 AM 5 0 3 12 0 39 0 0 4 0 8 0 62 13 0 44 0 27 53 0 270 0 9:00 AM 3 0 5 7 0 21 0 3 3 1 10 0 37 14 1 41 0 23 51 1 218 3 Max. 16 min. 6 0 5 16 3 39 0 6 4 2 19 0 85 21 1 109 0 27 83 1 284 5 Pk, Hr, Vol, 13 0 7 60 0 128 0 14 10 3 42 0 266 48 1 177 0 69 279 0 1093 4 7:30 AM Peak Intersection Traffic in Pk, Hr, = 1093 Peak Hr, Factor 0,96 8:30 AM Hour Intersection 1 Pdstrns in Pk, HI 4 3:45 PM 20 0 17 94 0 64 0 8 1 0 7 0 52 11 0 42 1 44 42 1 393 1 4:00 PM 8 0 4 17 0 36 0 1 8 0 11 0 34 11 0 13 1 56 44 5 244 5 4:15 PM 14 0 8 48 0 48 0 4 1 0 7 0 40 3 0 15 0 54 39 0 281 0 4:30 PM 3 0 3 38 1 22 0 2 3 0 9 0 27 6 0 1 0 51 24 0 189 1 4:45 PM 10 0 6 51 1 33 0 1 3 0 10 0 32 2 0 13 0 69 34 0 254 1 6:00 PM • 9 0 10 60 2 39 0 0 3 0 17 0 52 5 0 20 0 62 33 1 310 3 5:15 PM • 16 0 6 66 0 39 0 1 5 0 10 0 39 2 0 8 0 46 31 0 268 0 5:30 PM • 17 0 10 41 0 24 0 3 4 0 6 0 52 6 0 11 0 61 28 0 262 0 5:45 PM • 7 0 5 40 0 55 0 2 5 0 12 0 53 0 0 2 0 62 33 0 276 0 6:00 PM 1 0 1 20 0 59 0 1 6 0 5 0 58 1 0 20 0 56 58 0 286 0 6:15 PM 6 0 2 22 0 7 0 4 8 0 5 0 32 2 0 7 0 48 50 1 193 1 6:30 PM 3 0 2 21 0 90 0 2 8 0 14 0 34 1 0 3 1 71 38 0 288 0 Max, 15 min, Pk, Hr, Vol, 20 49 0 0 17 30 94 207 2 2 90 157 0 0 8 6 8 17 0 0 17 45 0 0 58 196 11 12 0 0 42 41 1 0 71 231 58 126 5 1 393 1116 6 3 4:45 PM Peak 5:45 PM Hour Intersection Traffic in Pk, Hr, Intersection Pdstrns in Pk, Hr, 1116 3 Peak Hr, Factor 0.71 Avenida Encinas at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period 7:30 AM to 8:30 AM Page 2 of 3 South/Vppr (NB) North/Vppr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config - urations Inside (left) Outside Free-flow 1 1 1 1 1 1 1 1 1 Lane Settings 1 2 0 1 1 1 1 1 0 1 1 1 Capacity 1800 4000 0 1800 2000 1800 1800 2000 0 1800 2000 1800 Aie the North/South phases split (Y/N)? N Atse the East/West phases split (Y/N)? N Efflciency Lost Factor 0.10 Hourly Volume 13 7 50 128 14 10 42 266 48 177 59 279 Adjusted Hourly Volume 13 57 0 128. 14 10 42 314 0 177 59 279 Utilization Factor 0.01 0.01 0.00 0.07 0,01 0.01 0.02 0.16 0.00 0.10 0.03 0.16 Critical Factors 0.01 0.07 0.16 0.10 ICU Ratio = 0.44 LOS = Turning Movements at Intersection of : Avenida Encinas and Palomar Airport Road W e s t A P P r Time : 7:30 AM to 8:30 AM Date : 7/27/94 Day : Wednesday Name : M.B. fic B.S. Totals 438 Sub- totals 82 356 North Approach 42 266 48 Subtotals Total 10 239 152 14 7 70 480 128 Avenida Encinas 328 t North ^ t r 4_ 279 59 177 60 Total Subtotals Sub- totals 515 444 Totals 969 E a s t A P P Palomar Airport Road 309 South Approach Note : Left-turn volumes include U-turns. Avenida Encinas at Palonnar Airport Road Lane Configuration for Intersection Capacity Utilization pagg 3 of 3 I^IS^^M ""to'^"''' South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 5:45 PM ^ef^ itiu_ Right ^efLJhri^ Lane Inside 11 , , Config - (left) 2 urations 3 4 6 6 Outside 7 Free-flow Lane Settings ) 2 1 1 1 111 1 LUI ro oeirings j 2 0 I j j j ] • 'i°~u„^.^^j!^„r N '™'™™ ° '™ ^™ ™ Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 49 tn onv ic-? i ,1 Adjusted Hourly Volume 49 2" 7 67 t 17 2 IS " ssrr' ™ zii °- - si - °" - i - ICU Ratio = 0.39 LOS = A Turning Movements at Intersection of: Avenida Encinas and Palomar Airport Road Time : 4:45 PM to ^•^ North Approach Date : 7/27/94 Doy : Wednesday 3gQ Avenida Encinas Name : M.B. fic B.S. Total '80 200 Subtotals Sub- Tofals totals y 6 157 Sub- . W ~~ ^ 'W totals Totals e 297 T E : ^ ^ ^125 : t 253 196 * A 12 t T North ^ 231 397 t 41 957 p " " A ^ t P 1 t r ''9 30 207 Palomar Airport Road Subtotals 69 286 Total 346 South Approach Note : Left-turn volumes include U-turns. CITY OF CARLSBAD SUMMER 1994 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 Turn Movement Diagram P.M. Peak Hour ICU Analysis and Turn Movement Diagram PAGE 1 of 3 2 of 3 3 of 3 JHK fic Associates Turning Movement Count Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Street: Paseo Del Norte E/W Street: Palomar Airport Road File: CB9412.XLS Data Collected by M.C. fic J.C. Count Date : 7/27/94 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 6:15AM 29 0 6 6 0 6 0 1 2 0 4 1 156 19 0 8 3 93 3 0 337 0 6:30 AM 38 0 1 2 0 6 0 2 1 0 5 3 221 13 0 11 6 85 4 0 398 0 6:45 AM 38 0 14 5 0 6 0 5 1 0 10 5 311 20 1 6 0 93 4 1 518 2 7:00 AM 34 0 7 13 0 22 0 2 1 0 9 1 440 26 0 6 0 89 10 0 660 0 7:15AM 32 0 6 11 0 23 0 6 4 0 15 2 311 23 1 12 1 91 22 0 558 1 7:30 AM 35 0 22 24 0 34 0 1 8 0 27 3 392 23 0 10 4 89 17 1 689 1 7:46 AM 42 0 11 22 0 24 0 6 10 1 21 3 420 24 0 11 0 94 13 0 701 1 8:00 AM • 70 0 26 46 0 29 0 8 15 3 22 1 579 31 0 10 0 98 23 0 958 3 8:15 AM • 65 0 21 17 1 23 0 9 13 0 44 3 421 28 0 15 2 85 12 0 748 1 8:30 AM ' 65 0 39 18 0 27 0 14 16 0 25 2 385 28 0 18 1 123 20 0 771 0 8:45 AM " 54 0 21 22 0 25 0 16 12 1 35 3 337 50 0 13 2 125 14 0 728 1 9:00 AM 51 0 18 7 1 18 0 10 22 3 33 5 231 28 0 30 2 124 18 0 597 4 Max. 15 min, 70 0 39 46 1 34 0 15 22 3 44 5 579 50 1 30 6 125 23 1 958 4 Pk, Hr, Vol, 234 0 107 103 1 104 0 46 56 4 126 9 1722 137 0 56 5 431 69 0 3206 5 7:45 AM Peak Intersection Trafflc in Pk, Hr, = 3205 Peak Hr, Factor 0,84 8:45 AM Hour Intersection Pdstrns in Pk, Hr, 3:45 PM 92 0 20 31 0 9 0 4 22 0 33 9 273 36 0 63 9 402 15 0 1018 0 4:00 PM 55 0 15 12 0 11 0 17 17 0 21 6 161 29 0 42 6 315 13 0 719 0 4:15 PM 64 0 19 16 0 22 0 18 15 0 17 6 183 22 0 44 5 453 24 0 908 0 4:30 PM 66 0 10 10 1 10 0 13 12 0 25 6 215 44 0 54 10 416 23 0 914 1 4:45 PM 56 0 10 12 2 16 0 16 6 0 32 12 185 36 0 44 3 517 26 0 968 2 5:00 PM • 72 0 11 6 0 17 0 12 9 0 34 7 180 40 0 51 4 457 33 0 933 0 6:15 PM " 68 0 19 20 1 38 0 30 35 0 30 2 194 63 0 101 4 561 27 0 1182 1 5:30 PM • 66 0 6 11 0 26 0 24 15 0 25 4 177 26 0 61 6 603 22 0 1071 0 5:45 PM • 68 0 15 40 0 29 0 21 14 0 33 3 215 48 0 101 8 448 20 0 1063 0 6:00 PM 71 0 9 9 0 24 0 19 13 0 40 5 160 38 0 47 3 303 15 0 756 0 6:15 PM 72 0 5 10 0 23 1 10 18 0 36 4 168 40 0 25 12 303 8 0 735 0 6:30 PM 54 0 6 11 0 5 0 9 17 0 18 3 157 25 0 34 4 238 9 0 590 0 Max, 16 min. 92 0 20 40 2 38 1 30 35 0 40 12 273 63 0 101 12 603 33 0 1182 2 Pk, Hr, Vol. 274 0 51 77 1 109 0 87 73 0 122 16 766 177 0 314 22 2059 102 0 4249 1 5:45 PM Peak Hour Intersection Traffic in Pk. Hr. Intersection Pdstrns in Pk, Hr, 4249 Peak Hr. Factor 0.90 Paseo Del Norte at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period 7:45 AM to 8:45 AM Page 2 of 3 South Appr (NB) North/Vppr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config - urations Inside (left) Outside Free-flow 1 1 1 Lane Settings 2 2 0 2 2 0 2 3 0 2 3 0 Capacity 3240 4000 0 3240 4000 0 3240 6000 0 3240 6000-0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 234 107 103 104 46 66 136 1722 137 61 431 69 Adjusted Hourly Volume 234 210 0 104 102 0 136 1859 0 61 500 0 Utilization Factor 0.07 0.06 0.00 0.03 0.03 0.00 0.04 0.31 0.00 0.02 0.08 0.00 Critical Factors 0.07 0.03 0.31 0.02 ICU Ratio 0.53 LOS = Turning Movements at Intersection of: Paseo Dei Norte and Palomar Airport Road W e s t A P P Time : 7:45 AM to 8:45 AM Dote : 7/27/94 Day : Wednesday Name : M.C. fic J.C. Totals 2724 Sub- totals 730 1994 North Approach 135 1722 137 Subtotals Total Paseo Del Norte 508 206 56 46 104 It t T North ^ ^ t r 234 107 103 239 444 683 302 69 431 61 Total Subtotals Sub- totals 561 Totals 2495 1934 Palomar Airport Road E a s t A P P r South Approach Note : Left-turn volumes include U-turns. Paseo Oel Norte at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 4:45 PM to 5:45 PM Page 3 of 3 South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) . Left Thru Right Left Thru Right _Left_ Thru Right Left Thru Right Lane Config - urations Inside (left) Outside Free-flow Lane Settings 2 2 0 2 2 0 2 3 0 2 3 0 Capacity 3240 4000 0 3240 4000 0 3240 6000 0 3240 6000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency L<5st Factor 0.10 Hourly Volume 274 51 77 109 87 73 138 766 177 336 2059 102 Adjusted Hourly Volume 274 128 0 109 160 0 138 943 0 336 2161 0 Utilization Factor 0.08 0.03 0.00 0.03 0.04 0.00 0.04 0.16 0.00 0.10 0.36 0.00 Critical Factors 0.08 0.04 0.04 0.36 ICU Ratio 0.63 LOS= B Turning Movements at Intersection of: Paseo Del Norte and Palomar Airport Road W e s t A P P r Time : 4:45 PM to 5:45 PM Date : 7/27/94 Day : Wednesday Name : M.C. fic J.C. Totals 3503 Sub- totals 2422 1081 North Approach 138 766 177 Subtotals Total t North 274 51 578 402 980 Paseo Dei Norte 544 269 73 87 109 275 4^ 102 2059 336 ^ t r 77 Total Subtotals Sub- totals 2497 974 Totals 3471 E a s t A P P r Palomar Airport Road South Approach Note : Left-turn volumes include U-turns. CITY OF CARLSBAD SUMMER 1994 INTERSECTION ANALYSIS SUMMARY Intersection Number: 13 Intersection Location: Palomar Airport Road and College Boulevard CONTENT PAGE Turn Movement Count Summary I of 3 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and 2 of 3 Turn Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Turn Movement Diagram JHK fic Associates Turning Movement Count Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Stieet: College Boulevard E/W Street: Palomar Airport Road File: CB94I3.XLS Data Collected by M.D. fic C.I. Count Date : 8/9/94 Day : Tuesday Weather: Clear Traffic Control : Signalized South Approach (NB) North Approach (SB) West /Vpproach (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 0 0 0 0 0 4 0 0 36 0 72 3 96 0 1 0 0 66 3 0 279 1 6:30 AM 0 0 0 0 0 8 0 0 16 0 62 0 98 0 1 0 0 91 3 0 278 1 6:45 AM 0 0 0 0 0 8 0 0 17 0 82 0 218 0 0 0 0 88 8 0 421 0 7:00 AM 0 0 0 0 0 17 0 0 38 0 178 0 338 0 1 0 0 81 7 0 659 1 7:15AM 0 0 0 0 0 11 0 0 14 0 73 1 156 0 0 0 0 109 5 0 369 0 7:30 AM " 0 0 0 0 0 10 0 0 44 0 206 1 428 0 1 0 0 87 8 0 784 1 7:45 AM " 0 0 0 0 0 15 0 0 20 0 111 3 334 0 1 0 0 66 5 0 554 1 8:00 AM • 0 0 0 0 0 18 0 0 30 0 221 0 415 0 1 0 0 100 3 0 787 1 8:15 AM • 0 0 0 0 0 21 0 0 39 0 185 0 267 0 0 0 0 110 2 0 624 0 8:30 AM 0 0 0 0 0 7 0 0 40 0 125 0 319 0 0 0 0 121 10 0 622 0 8:45 AM 0 0 0 0 0 10 0 0 27 0 119 1 261 0 0 0 1 146 12 0 577 0 9:00 AM 0 0 0 0 0 5 0 0 24 0 91 1 243 0 0 0 1 111 8 0 484 0 Max. 15 min. 0 0 0 0 0 21 0 0 44-0 221 3 428 0 1 0 1 146 12 0 787 1 Pk. Hr. Vol. 0 0 0 0 0 64 0 0 133 0 723 4 1444 0 3 0 0 363 18 0 2749 3 7:15 AM Peak Intersection Traffic in Pk. Hr. = 2749 Peak Hr, Factor 0,87 8:15 AM Hour Intersection Pdstrns in Pk, Hr, = 3 3:45 PM 0 0 0 0 0 17 0 0 120 0 49 1 188 0 0 0 1 373 41 0 790 0 4:00 PM 0 0 0 0 0 13 0 0 94 0 55 2 173 0 0 0 2 318 17 0 674 0 4:15 PM 0 0 0 0 0 27 0 0 141 0 55 1 178 0 0 0 0 347 25 0 774 0 4:30 PM 0 0 0 0 0 27 0 0 98 0 35 1 188 0 0 0 4 245 14 0 612 0 4:45 PM • 0 0 0 0 0 6 0 0 164 0 42 0 152 0 0 0 0 363 23 0 750 0 6:00 PM • 0 0 0 0 0 13 0 0 147 0 29 0 162 0 0 0 1 369 31 0 762 0 5:15 PM • 0 0 0 0 0 19 0 0 165 0 27 0 121 0 0 0 2 492 25 0 851 0 5:30 PM " 0 0 0 0 0 13 0 0 142 0 36 0 129 0 0 0 0 439 20 0 779 0 5:45 PM 0 0 0 0 0 26 0 0 113 0 18 1 106 0 0 0 I 349 9 0 623 0 6:00 PM 0 0 0 0 0 26 0 0 80 0 32 1 112 0 0 0 0 354 22 0 627 0 6:15 PM 0 0 0 0 0 6 0 0 86 0 24 0 115 0 0 0 0 277 12 0 520 0 6:30 PM 0 0 0 0 0 6 0 0 37 0 12 1 123 0 0 0 4 241 10 0 434 0 Max. 15 min. Pk, Hr. Vol. 0 0 0 0 0 0 0 0 0 0 27 51 0 0 0 0 165 618 0 0 55 134 2 0 188 564 0 0 0 0 0 0 4 3 492 1663 41 99 0 0 851 3132 0 0 4:30 PM Peak Intersection Traffic In Pk, Hr, =3132 5:30 PM Hour Intersection Pdstrns in Pk. Hr. = 0 Peak Hr. Factor 0.92 College Boulevard 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 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 Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 0 0 0 64 0 133 727 1444 0 0 363 18 Adjusted Hourly Volume 0 0 0 64 0 133 727 1444 0 0 363 18 Utilization Factor 0.00 0.00 0.00 0.04 0.00 0.04 0.22 0.24 0,00 0.00 0.06 0.01 Critical Factors 0.00 0.04 0.22 0.06 ICU Ratio = 0.43 LOS = A Turning Movements at Intersection of: W e s t A P P r Totals 2671 Time : 7:15 AM to 8:15 AM 8/9/94 Tuesday M.D. fic C.I. Sub- totals Date Day Name 500 2171 College Boulevard North Approach 197 133 0 727 1444 0 and Palomar Airport Road College Boulevard Subtotals Total 938 64 741 t North ^ t r 0 0 0 0 4^ 18 363 0 Total Subtotals Sub- totals 381 Totals 1889 1608 Palomar Airport Road E a s t A P P r South Approach Note : Left-turn volumes include U-turns. College Boulevard 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 _Lefl_ Thru Right Left Thru Right Lane Config - urations Inside (left) Outside Free-flow 1 2i 3 4 5 6 7 1 1 Lane Settings 0 0 0 1 0 2 2 3 1 2 3 1 Capacity 0 0 0 1800 0 3240 3240 6000 1800 3240 6000 1800 Are the North/South phases split (Y/N)? N • Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 0 0 0 51 0 618 134 564 0 3 1663 99 Adjusted Hourly Volume 0 0 0 51 0 618 134 564 0 3 1663 99 Utilization Factor 0.00 0.00 0.00 0.03 0.00 0.19 0.04 0.09 0.00 0.00 0.28 0.06 Critical Factors 0.00 0.19 0.04 0.28 ICU Ratio 0.60 LOS = Turning Movements at Intersection of: College Boulevard and Palomar Airport Road W e s t A P P r Time : 4:30 PM to 5:30 PM Date: 8/9/94 Day : Tuesday Name : M.D. fic C.I. Totals 2979 Sub- totals 2281 698 North Approach 669 618 0 134 564 0 Subtotals Total College Boulevard 902 51 233 t North 1 t r 0 0 0 0 4L_ 99 1663 3 Total Subtotals Sub- totals 1766 618 Totals 2383 E a s t A P P r Palomar Airport Road South /Vpproach Note : Left-turn volumes include U-turns. CITY OF CARLSBAD SUMMER 1994 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 1 of 3 2 of 3 3 of 3 JHK fic Associates Turning Movement Count /Vnalysis Page 1 of 3 City: Carlsbad Intersection of : N/S Stieet: Camino Vida Roble E/W Street: Palomar Airport Road File : CB9414.XLS Data Collected by N.B. fic T. M. Count Date : 8/10/94 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 1 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 5 7 0 4 0 2 1 0 4 1 48 41 0 16 0 57 2 0 216 0 6:30 AM 23 0 2 2 0 0 0 0 0 0 2 0 54 57 0 19 0 53 9 0 221 0 6:45 AM 17 0 2 3 0 1 0 1 0 0 1 0 109 67 0 18 0 64 6 0 289 0 7:00 AM 25 0 16 6 0 0 0 1 0 0 9 0 133 111 0 32 0 30 17 0 380 0 7:15 AM 27 0 6 4 0 1 0 3 0 0 4 0 106 84 1 16 1 60 12 0 324 1 7:30 AM 34 0 16 2 0 3 0 1 0 0 8 0 135 125 0 28 1 . 49 11 0 413 0 7:45 AM " 28 0 6 12 0 2 0 1 1 0 18 0 204 133 1 23 0 59 7 0 494 1 8:00 AM " 34 0 18 12 0 1 0 1 2 0 9 0 194 127 0 20 0 48 13 0 479 0 8:15 AM • 40 0 18 7 0 3 0 3 0 0 9 0 183 122 0 19 0 88 10 0 502 0 8:30 AM " 56 0 19 10 . 0 1 0 3 1 0 2 1 176 135 0 33 1 64 13 0 515 0 8:45 AM 34 0 24 16 0 2 0 2 0 0 7 1 162 109 0 20 1 80 12 0 470 0 9:00 AM 29 0 21 9 0 2 0 4 0 0 3 0 128 84 0 20 1 58 4 0 363 0 Max. 15 min. 66 0 24 16 0 4 0 4 2 0 18 1 204 136 I 33 1 88 17 0 515 1 Pk. Hr. Vol. 168 0 61 41 0 7 0 8 4 0 38 1 757 517 1 95 1 259 43 0 1990 1 7:30 AM Peak Intersection Traffic in Pk. Hr. = 1990 Peak Hr, Factor 0,97 8:30 AM Hour Intersection Pdstrns in Pk, Hr = 1 3:45 PM 150 0 4 24 0 11 0 12 2 0 3 0 133 67 0 28 2 194 4 0 634 0 4:00 PM 83 0 3 20 0 10 0 7 3 0 2 0 134 72 0 24 0 122 3 0 483 0 4:15 PM 126 0 5 17 0 10 0 8 9 0 4 0 142 64 0 24 0 147 1 0 557 0 4:30 PM 40 0 2 13 0 8 0 8 3 0 5 1 151 58 0 10 0 126 1 0 426 0 4:45 PM • 152 0 5 26 0 11 0 7 7 0 3 0 78 57 0 13 1 175 3 0 537 0 5:00 PM " 131 0 2 23 0 8 0 7 9 0 \ 0 0 110 60 0 17 0 156 1 0 514 0 5:15 PM • 197 0 6 19 0 13 0 19 9 0 3 0 122 66 1 23 1 222 1 0 699 1 5:30 PM " 138 0 1 21 0 8 0 7 9 0 3 1 103 62 1 28 0 217 4 0 602 1 5:45 PM 96 0 0 16 0 6 0 5 6 0 1 0 123 57 0 11 0 130 0 0 451 0 6:00 PM 81 0 4 15 0 7 0 8 2 0 3 1 110 56 0 9 1 118 1 0 416 0 6:15 PM 117 0 14 27 0 6 0 5 4 3 0 0 120 30 0 13 0 111 5 3 452 6 6:30 PM 48 0 1 8 0 6 0 7 4 0 0 0 106 29 1 6 0 72 1 0 287 1 Max, 15 min. Pk. Hr. Vol. 197 618 0 0 14 13 27 88 0 0 13 40 0 0 19 40 9 34 3 0 5 9 1 1 151 413 72 234 1 2 28 81 2 2 222 770 5 9 3 0 699 2352 6 2 4:30 PM Peak 5:30 PM Hour Intersection Traffic in Pk. Hr, Intersection Pdstrns in Pk, Hr : 2362 2 Peak Hr, Factor 0.84 Camino Vida Robie at Palonrxir Airport Road Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period 7:30 AM to 8:30 AM Page 2 of 3 South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config- urations Inside (left) Outside Free-flow 1 1 Lane Settings 1 1 1 1 1 1 1 3 0 1 3 0 Capacity 1800 2000 1800 1800 2000 1800 1800 6000 0 1800 6000 0 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 168 61 41 7 8 4 39 757 517 96 259 43 Adjusted Hourly Volume 168 61 41 7 8 4 39 1274 0 96 302 0 Utilization Factor 0.09 0.03 0.02 0.00 0.00 0.00 0.02 0.21 0.00 0.05 0.05 0.00 Crrtical Factors 0.09 0.00 0.21 0.05 ICU Ratio 0.46 LOS= A Turning Movements at Intersection of: Camino Vida Robie and Palomar Airport Road W e s t A P P r Time : 7:30 AM to 8:30 AM Date Day Name Totals 1735 8/10/94 Wednesday N.B. fic T. M. Sub- totals 422 1313 North Approach 19 4 8 39 767 517 Subtotals Total 620 158 61 260 880 Camino Vida Robie 161 142 t North 4^ 43 259 96 41 Total Subtotals Sub- totals 398 Totals 1204 806 Palomar Airport Road E a s t A P P r South Approach Note : Left-turn volumes include U-turns. Camino Vida Roble at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 4:30 PM to 5:30 PM Page 3 of 3 South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config - urations Inside (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 Efflciency Lost Factor 0.10 Hourly Volume 618 13 88 40 40 34 10 413 234 83 770 9 Adjusted Hourly Volume 618 13 88 40 40 34 10 647 0 83 779 0 Utilization Factor 0.34 0.01 0.05 0.02 0.02 0.02 0.01 0.11 0.00 0.05 0.13 0.00 Critical Factors 0.34 0.02 0.11 0.05 ICU Ratio = 0.62 LOS = Turning Movements at Intersection of: Camino Vida Roble and Palomar Airport Road W e s t A P P r Time : 4:30 PM to 5:30 PM Date: 8/10/94 Day : Wednesday Name: N.B. Sc T.M. Totals 2080 Sub- totals 1423 657 North Approach 114 34 40 10 413 234 Subtotals Total 618 13 355 719 1074 Camino Vida Robie 145 40 31 t North t 4_ ^ t r 88 9 770 83 Total Subtotals Sub- totals 862 Totals 1406 543 Palomar Airport Road E a s t A P P r South Approach Note : Left-turn volumes include U-turns. CITY OF CARLSBAD SUMMER 1994 INTERSECTION ANALYSIS SUMMARY Intersection Number: 15 Intersection Location: Palomar Airport Road and El Fuerte Street CONTENT PAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and 2 of 3 Turn Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Turn Movement Diagram JHK fic Associates Turning Movement Count Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Street: El Fuerte Street E/W Street: Palomar Airport Road File : CB9415.XLS Data Collected by T.M. fic C.K. Count Date : 8/11/94 Day : Thursday 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 Leff U-Trn Thru Right Peds Vehicles Peds 6:15 AM 0 0 0 1 0 30 0 0 22 0 27 0 85 0 0 0 0 285 23 0 473 0 6:30 AM 1 0 0 0 0 9 0 0 8 0 24 0 72 0 0 0 0 265 11 0 380 0 6:46 AM 0 0 2 0 0 6 0 0 12 0 30 0 122 0 0 0 0 260 29 0 461 0 7:00 AM 0 0 0 1 0 17 0 0 6 0 79 0 123 0 0 0 0 212 38 0 476 0 7:15 AM 0 0 0 0 0 7 0 0 16 0 68 0 108 0 0 0 0 268 60 0 616 0 7:30 AM 0 0 0 0 0 7 0 0 13 0 129 0 131 0 0 0 0 138 42 0 460 0 7:46 AM ' 0 0 2 0 0 8 0 0 16 0 110 0 144 0 0 0 0 184 60 0 524 0 8:00 AM • 0 0 1 0 0 1 0 0 16 0 109 0 119 0 0 0 0 218 74 0 538 0 8:15AM • 1 0 1 0 0 9 0 0 17 0 149 0 143 0 0 0 0 154 77 0 551 0 8:30 AM " 0 0 0 0 0 7 0 0 17 0 96 0 151 0 0 0 0 206 49 0 626 0 8:45 AM 0 0 0 0 0 10 0 0 20 0 76 0 133 0 0 0 0 193 53 0 485 0 9:00 AM 0 0 0 0 0 14 0 0 22 0 48 0 106 0 0 0 0 273 35 0 498 0 Max. 15 min. 1 0 2 1 0 30 0 0 22 0 149 0 161 0 0 0 0 285 77 0 651 0 Pk, Hr, Vol, 1 0 4 0 0 25 0 0 66 0 464 0 557 0 0 0 0 762 260 0 2139 0 7:30 AM Peak Intersection Traffic in Pk, Hr, = 2139 Peak Hr, Factor 0,97 8:30 AM Hour Intersection Pdstrns in Pk, Hi 0 3:45 PM 1 0 0 0 0 37 0 1 76 0 34 0 385, 0 0 0 0 221 16 0 771 0 4:00 PM 0 0 0 0 0 31 0 0 34 0 39 0 214 0 0 1 0 196 24 0 539 0 4:15 PM 0 0 0 2 0 60 0 0 88 0 35 0 282 0 0 0 0 183 40 0 690 0 4:30 PM 0 0 0 1 0 38 0 0 56 0 47 0 298 0 0 0 0 144 40 0 624 0 4:45 PM • 1 0 0 1 0 84 0 0 110 0 17 0 301 0 0 1 0 179 18 0 712 0 5:00 PM ' 1 0 0 1 0 41 0 2 52 0 29 0 292 0 0 0 0 203 8 0 629 0 6:15 PM • 0 0 0 0 0 90 0 0 115 0 14 0 338 0 0 0 0 178 6 0 741 0 5:30 PM • 0 0 0 4 0 60 0 1 50 0 13 0 303 0 0 0 0 184 13 0 628 0 5:45 PM 0 0 0 0 0 54 0 0 62 0 16 0 329 0 0 0 0 204 17 0 682 0 6:00 PM 1 0 0 0 0 36 0 1 50 0 15 0 251 0 0 0 0 158 24 0 536 0 6:15 PM 1 0 0 1 0 63 0 1 59 0 15 0 277 0 0 0 0 174 13 0 604 0 6:30 PM 1 0 0 0 0 18 0 0 22 0 13 0 204 0 0 0 0 101 5 0 364 0 Max, 15 min. 1 0 0 4 0 90 0 2 116 0 47 0 385 0 0 1 0 221 40 0 771 0 Pk. Hr, Vol, 2 0 0 6 0 276 0 3 327 0 73 0 1234 0 0 1 0 744 45 0 2710 0 4:30 PM Peak Intersection Traffic in Pk, Hr, = 2710 5:30 PM Hour Intersection Pdstrns in Pk, Hr, = 0 Peak Hr, Factor 0,88 El Fuerte Street at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period 7:30 AM to 8:30 AM Page 2 of 3 South Appr (NB) North/Vppr (SB) West Appr (EB) East/Vppr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config - urations Inside (left) Outside Free-flow 1 1 1 1 1 1 Lane Settings 1 1 0 1 1 1 1 2 0 1 3 0 Capacity 1800 2000 0 1800 2000 1800 1800 4000 0 1800 6000 0 Aie the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 1 4 0 25 0 66 464 557 0 0 762 260 Adjusted Hourly Volume 1 4 0 25 0 66 464 557 0 0 1022 0 Utilization Factor 0.00 0.00 0.00 0.01 0.00 0.04 0.26 0.14 0.00 0.00 0.17 0.00 Crrtical Factors 0.00 0.04 0.26 0.17 ICU Ratio 0.57 LOS= A Turning Movements at Intersection of: El Fuerte Street and Palomar Airport Road W e s t A P P r Time : 7:30 AM to 8:30 AM Date : 8/11/94 Day : Thursday Name : T.M. fic C.K. Totals 1850 Sub- totals 829 1021 464 657 0 Subtotals Total North Approach 66 91 0 819 25 El Fuerte Street 728 t North ^ t r 1 4 0 6 260 762 0 Total Subtotals Sub- totals 1022 Totals 1604 582 Palomar Airport Road E a s t A P P South Approach Note : Left-turn volumes include U-turns. El Fuerte Street at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 4:30 PM to 5:30 PM Page 3 of 3 South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right _Lgft_ Thru Right Left Thru Right Lane Config - urations Inside (left) Outside Free-flow 1 2 3 4 5 6 7 Lane Settings 1 1 0 1 1 1 1 2 0 1 3 0 Capacity 1800 2000 0 1800 2000 1800 1800 4000 0 1800 6000 0 Aie the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efflciency Lost Factor 0.10 Hourly Volume 2 0 6 275 3 327 73 1234 0 1 744 45 Adjusted Hourly Volume 2 6 0 275 3 327 73 1234 0 1 789 0 Utilization Factor 0.00 0.00 0.00 0.15 0.00 0.18 0.04 0.31 0.00 0.00 0.13 0.00 Critical Factors 0.00 0.18 0.31 0.00 ICU Ratio = 0.59 LOS= A Turning Movements at Intersection of: El Fuerte Street and Palomar Airport Road W e s t A P P r Time : 4:30 PM to 5:30 PM 8/11/94 Thursday T.M. fic C.K. Date Day Name Totals 2380 Sub- totols 1073 1307 North Approach 327 73 1234 0 Subtotals Total 605 3 El Fuerte Street 723 275 t North 45 744 1 Total Subtotals Sub- totals 790 Totals 2306 1615 Palomar Airport Road E a s t A P P r South Approach Note : Left-turn volumes include U-turns. CITY OF CARLSBAD SUMMER 1994 INTERSECTION ANALYSIS SUMMARY Intersection Number: 16 Intersection Location: Palomar Airport Road and Business Park Drive CONTENT PAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and 2 of 3 Turn Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Turn Movement Diagram JHK fic Associates Turning Movement Count Analysis Page 1 of 3 City : Vista Intersection of: N/S Street: Business Park Drive E/W Street: Palomar Airport Road File : CB9416.XLS Data Collected by M.C. fic M.B. Count Date : 8/11/94 Day : Thursday Weather: Clear Traffic Control : Signalized End of 16 min. prd. South Approach (NB) North Approach (SB) West /Vpproach (EB) East Approach (WB) 15 min Total Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Leff U-Trn Thru Right Peds Vehicles Peds 6:15 AM 0 0 0 0 0 13 0 0 142 0 61 0 66 0 0 0 0 171 20 0 472 0 6:30 AM 0 0 0 0 0 21 0 0 114 0 50 0 25 0 0 0 0 124 16 0 350 0 6:45 AM 0 0 0 0 0 38 0 0 165 0 87 0 48 0 0 0 0 185 15 0 538 0 7:00 AM 0 0 0 0 0 28 0 0 131 0 78 0 48 0 0 0 0 140 24 0 449 0 7:15 AM 0 0 0 0 0 36 0 0 116 0 52 0 62 0 0 0 0 96 16 0 368 0 7:30 AM 0 0 0 0 0 36 0 0 127 0 83 0 65 0 0 0 0 96 11 0 418 0 7:46 AM 0 0 0 0 0 46 0 0 129 0 63 0 67 0 0 0 0 106 17 0 426 0 8:00 AM • 0 0 0 0 0 56 0 0 133 0 72 0 59 0 0 0 0 113 16 0 449 0 8:16 AM • 0 0 0 0 0 43 0 0 80 0 82 0 39 0 0 0 0 127 32 0 403 0 8:30 AM ' 0 0 0 0 0 44 0 0 105 0 93 0 74 0 0 0 0 146 41 0 503 0 8:45 AM • 0 0 0 0 0 57 0 0 110 0 73 0 62 0 0 0 0 114 42 0 468 0 9:00 AM 0 0 0 0 0 41 0 0 103 0 63 0 69 0 0 0 0 118 31 . 0 415 0 Max. 15 min. 0 0 0 0 0 57 0 0 166 0 93 0 74 0 0 0 0 186 42 0 538 0 Pk. Hr, Vol, 0 0 0 0 0 200 0 0 428 0 320 0 234 0 0 0 0 500 131 0 1813 0 7:45 AM Peak Intersection Traffic in Pk. Hr. 1813 Peak Hr, Factor 0,84 8:45 AM Hour Intersection Pdstrns in Pk . Hr. = 0 3:45 PM 0 0 0 0 0 60 0 0 131 0 131 0 186 0 0 0 0 122 43 0 672 0 4:00 PM 0 0 0 0 0 30 0 0 54 0 130 0 180 0 0 0 0 101 42 0 537 0 4:15 PM 0 0 0 0 0 49 0 0 109 0 186 0 221 0 0 0 0 95 48 0 707 0 4:30 PM 0 0 0 0 0 30 0 0 68 0 116 0 167 0 0 0 0 72 36 0 488 0 4:45 PM • 0 0 0 0 0 33 0 0 109 0 166 0 211 0 0 0 0 109 49 0 677 0 5:00 PM • 0 0 0 0 0 39 0 0 80 0 163 0 213 0 0 0 0 87 65 0 637 0 5:15 PM • 0 0 0 0 0 45 0 0 90 0 164 0 206 0 0 0 0 80 56 0 641 0 6:30 PM • 0 0 0 0 0 42 0 0 104 0 190 0 232 0 0 0 0 94 55 0 717 0 6:45 PM 0 0 0 0 0 30 0 0 77 0 141 0 192 0 0 0 0 74 47 0 561 0 6:00 PM 0 0 0 0 0 35 0 0 86 0 141 0 161 0 0 0 0 69 32 0 524 0 6:15 PM 0 0 0 0 0 30 0 0 73 0 147 0 193 0 0 0 0 62 32 0 537 0 6:30 PM 0 0 0 0 0 18 0 0 38 0 187 0 130 0 0 0 0 57 24 0 454 0 Max, 15 min. 0 0 0 0 0 60 0 0 131 0 190 0 232 0 0 0 0 122 56 0 717 0 Pk, Hr, Vol. 0 0 0 0 0 159 0 0 383 0 683 0 862 0 0 0 0 370 215 0 2672 0 Intersection Traffic in Pk. Hr. = 2672 5:30 PM Hour Intersection Pdstrns in Pk. Hr. = 0 Peak Hr. Factor 0.93 Business Park Drive at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period 7:45 AM to 8:45 AM Page 2 of 3 South 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 2 0 0 2 2 0 0 2 1 Capacity 0 0 0 3240 0 0 3240 4000 0 0 4000 1800 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 0 0 0 200 0 428 320 234 0 0 500 131 Adjusted Hourly Volume 0 0 0 200 0 0 320 234 0 0 500 131 Utilization Factor 0.00 0.00 0.00 0.06 0.00 0.00 0.10 0.06 0.00 0.00 0.13 0.07 Crrtical Factors 0.00 0.00 0.06 0.10 0.13 ICU Ratio = 0.39 LOS = A Turning Movements at Intersection of: Business Park Drive and Palomar Airport Road W e s t A P P r Totals 1482 Time : 7:45 AM to 8:46 AM 8/11/94 Thursday M.C. fic M.B. Sub- totals Date Day Name 928 554 North Approach 428 320 234 0 _J4 Subtotals Total 628 0 Business Park Drive 1079 200 451 t North ^ t r 0 0 0 0 4_ 131 500 0 Total Subtotals Sub- totals 631 Totals 1065 434 Palomar Airport Road E a s t A P P r South Approach Note : Left-turn volumes include U-turns. Business Park Drive 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 Lane Settings 0 0 0 2 0 0 2 2 0 0 2 1 Capacity 0 0 0 3240 0 0 3240 4000 0 0 4000 1800 Aie the North/South phases split (Y/N)? N Are the East/West phases spirt (Y/N)? N Efflciency Lost Factor 0.10 Hourly Volume 0 0 0 159 0 383 683 862 0 0 370 215 Adjusted Hourly Volume 0 0 0 159 0 0 683 862 0 0 370 215 Utilization Factor 0.00 0.00 0.00 0.05 0.00 0.00 0.21 0.22 0.00 0.00 0.09 0.12 Critical Factors 0.00 0.00 0.05 0.21 0.12 ICU Ratio = 0.48 LOS = A Turning Movements at Intersection of: Business Park Drive and Palomar Airport Road W e s t A P P r Time : 4:30 PM to 5:30 PM Date : 8/11/94 Day : Thursday Name : M.C. fic M.B. Totals 2298 Sub- totals 753 1545 North Approach 383 683 862 0 Subtotals Total _4 542 0 Business Park Drive 1440 159 t : North t ^ t r 898 215 370 0 Total Subtotals Sub- totals 585 Totals 1606 1021 Palomar Airport Rood E a s t A P P r South Approach Note : Left-turn volumes include U-turns. CITY OF CARLSBAD SUMMER 1994 INTERSECTION ANALYSIS SUMMARY Intersection Number: 17 Intersection Location: Carlsbad Boulevard and Grand Avenue CONTENT PAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and 2 of 3 Turn Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Turn Movement Diagram JHK fic Associates Turning Movement Count /Vnalysis Page 1 of 3 City: Carlsbad Intersection of: N/S Street: Carlsbad Boulevard E/W Street: Grand Avenue File: CBV9404.XLS Data Collected by T.M. fic M.C. Count Date : 8/4/94 Day: Thursday Weather: Clear Traffic Control: Signalized End of 15 min. prd. South Approach (NB) North Approach (SB) West /Vpproach (EB) East Approach (WB) 15 min Total Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:16 AM 0 0 14 4 0 0 0 44 1 0 0 0 0 1 2 8 1 4 4 0 81 2 6:30 AM 0 0 16 6 1 0 0 29 3 0 0 0 1 1 2 12 0 2 3 0 73 3 6:45 AM 1 0 28 9 • 0 1 0 51 2 0 1 0 1 1 0 13 0 4 5 0 117 0 7:00 AM 2 1 37 9 2 1 0 62 4 3 1 0 1 1 2 21 0 7 3 0 140 7 7:16 AM 0 2 29 7 4 4 0 68 3 2 2 0 3 1 2 23 0 2 4 2 148 10 7:30 AM 0 0 65 18 1 3 0 88 1 0 1 0 5 1 0 24 0 5 5 3 206 4 7:45 AM 1 0 61 20 0 5 0 132 7 1 2 0 3 0 8 30 0 3 8 4 272 13 8:00 AM 1 0 42 11 1 5 0 67 8 1 0 0 3 0 3 13 0 3 6 3 159 8 8:15 AM • 4 0 78 23 0 5 0 81 3 1 1 0 1 1 2 25 0 2 9 5 233 8 8:30 AM " 2 1 50 24 0 6 0 70 5 1 1 0 1 1 0 30 0 1 6 5 197 6 8:46 AM ' 4 2 64 22 0 10 0 72 1 6 3 0 6 2 0 30 0 6 4 6 226 12 9:00 AM • 1 1 80 28 0 9 1 49 3 0 1 0 6 1 1 28 1 3 7 0 219 1 Max. 15 min. 4 2 80 28 4 10 1 132 8 6 3 0 6 2 8 30 1 7 9 6 272 13 Pk. Hr, Vol, 11 4 272 97 0 29 1 272 12 8 6 0 14 5 3 113 1 12 26 16 875 27 8:00 AM Peak Intersection Traffic in Pk. Hr. = 875 Peak Hr, Factor 0,80 9:00 AM Hour Intersection Pdstrns in Pk, Hr = 27 3:45 PM 1 2 120 21 2 11 0 99 2 8 2 0 4 6 4 36 0 8 14 9 325 23 4:00 PM 2 5 139 44 2 18 0 90 6 5 7 0 6 4 4 37 0 29 n 2 398 13 4:15 PM 3 2 132 32 5 16 0 129 6 5 2 0 6 6 6 47 0 14 27 10 422 26 4:30 PM 4 2 137 30 3 13 1 89 2 10 3 0 8 5 1 41 0 15 13 5 363 19 4:45 PM 6 5 131 33 2 6 0 111 3 3 6 0 8 3 10 41 1 8 17 3 379 18 5:00 PM 2 4 123 26 1 15 0 119 10 7 4 0 16 5 4 42 2 10 17 7 395 19 5:15 PM • 3 7 131 28 14 11 2 128 8 17 5 0 10 3 0 41 0 5 18 10 400 41 5:30 PM • 4 2 168 43 6 12 0 144 3 4 8 0 4 6 6 45 0 10 13 4 462 20 5:46 PM • 2 2 139 29 1 5 1 101 3 7 6 0 19 5 10 31 1 9 17 6 370 24 6:00 PM • 3 1 126 28 4 9 0 191 5 2 0 0 4 1 0 37 0 7 17 8 429 14 6:15 PM 6 4 116 31 6 7 0 45 5 13 3 0 6 6 11 23 0 4 16 3 271 33 6:30 PM 3 4 94 30 3 5 1 69 1 0 6 0 6 2 1 33 0 2 15 1 271 5 Max, 16 min. 6 7 168 44 14 18 2 191 10 17 8 0 19 6 11 47 2 29 27 10 462 41 Pk. Hr. Vol. 12 12 564 128 25 37 3 664 19 30 19 0 37 15 16 154 1 31 65 28 1661 99 5:00 PM Peak Intersection Traffic in Pk, Hr, =1661 6:00 PM Hour Intersection Pdstrns in Pk, Hr, = 99 Peak Hr, Factor 0.90 Carlsbad Boulevard at Grand Avenue Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period 8:00 AM to 9:00 AM Page 2 of 3 South Appr (NB) North/Vppr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config - urations IrTside (left) Outside Free-flow Lane Settings 1 2 0 1 2 0 1 1 0 1 1 0 Capacity 1800 4000 0 1800 4000 0 1800 2000 0 1800 2000 0 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 15 272 97 30 272 12 6 14 5 114 12 26 Adjusted Hourly Volume 15 369 0 30 284 0 6 19 0 114 38 0 Utilization Factor 0.01 0.09 0.00 0.02 0.07 0.00 0.00 0.01 0.00 0.06 0.02 0.00 Critical Factors 0.09 0.02 0.01 0.06 ICU Ratio 0.28 LOS = Turning Movements at Intersection of; Carlsbad Boulevard and Grand Avenue W e s t A P P r Time : 8:00 AM to 9.00 AM Date Day Name Totals 60 8/4/94 Thursday T.M. fic M.C. Sub- totals 35 25 6 14 5 Subtotals Total North Approach 394 North Carlsbad Boulevard 619 314 272 30 305 t 4_ 26 12 114 ^ t r 272 97 384 Total Subtotals Sub- totals 152 141 Totals 293 Grand Avenue E a s t A P P r 778 South Approach Note : Left-turn volumes include U-turns. Carisbad Boulevard at Grand 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/Vppr (SB) West Appr (EB) East/Vppr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config - urations Inside (left) Outside Free-flow Lane Settings 1 2 0 1 2 0 1 1 0 1 1 0 Capacity 1800 4000 0 1800 4000 0 1800 2000 0 1800 2000 0 Are the North/South phases split (Y/N)? N Aie the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 24 564 128 40 564 19 19 37 15 155 31 65 Adjusted Hourly Volume 24 692 0 40 583 0 19 52 0 155 96 0 Utilization Factor 0.01 0.17 0.00 0.02 0.15 0.00 0.01 0.03 0.00 0.09 0.05 0.00 Critical Factors 0.17 0.02 0.03 0.09 ICU Ratio 0.41 LOS = Turning Movements ert Intersection of: Carlsbad Boulevard and Grand Avenue W e s t A P P r Time : 5:00 PM to 6:00 PM Date: 8/4/94 Day : Thursday Name : T.M. 8c M.C. Totals 133 Sub- totals 62 71 19 37 15 North Approach Subtotals Total 745 24 564 716 1461 Carisbad Boulevard 1274 623 19, 564 40 t North t ^ t r 128 651 65 31 155 Total Subtotals Sub- totals 251 203 Totals 454 Grand Avenue E a s t A P P r South /Vpproach Note : Left-turn volumes include U-turns. CITY OF CARLSBAD SUMMER 1994 INTERSECTION ANALYSIS SUMMARY Intersection Number: 18 Intersection Location: Carlsbad Boulevard and Carlsbad Village Drive CONTENT PAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and 2 of 3 Turn Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Turn Movement Diagram JHK fic Associates Turning Movement Count Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Stieet: Carlsbad Boulevard E/W Street: Corlsbod Village Drive File: CBV9408.XLS Data Collected by N.B. fic K.J. Count Date : 8/4/94 Day : Thursday Weather; Clear Traffic Control: Signalized South /Vpproach (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 6:16AM 2 0 15 13 0 3 0 38 0 0 1 0 8 1 0 9 0 7 0 1 97 1 6:30 AM 1 0 22 23 2 0 0 39 2 1 2 0 6 0 0 7 0 2 3 0 107 3 6:45 AM 1 0 34 20 2 4 0 62 3 1 1 0 6 0 0 17 . 0 3 4 1 154 4 7:00 AM 2 2 40 26 0 7 0 71 1 4 1 0 3 0 0 18 0 4 6 3 181 7 7:15 AM 1 1 38 24 6 5 0 66 1 3 1 0 6 6 2 17 0 4 2 0 171 10 7:30 AM 0 2 67 36 0 8 0 113 5 3 2 0 4 2 3 24 0 6 5 4 273 10 7:45 AM 1 0 47 24 0 12 0 87 2 3 3 0 10 3 0 13 0 4 4 1 210 4 8:00 AM 2 2 89 32 2 4 0 149 4 5 6 0 8 1 10 20 0 8 8 2 332 19 8:15AM • 1 1 68 26 4 9 0 66 7 1 4 0 5 3 4 12 0 9 6 4 • 216 13 8:30 AM " 3 7 66 47 2 11 0 80 4 1 2 0 14 2 5 30 0 8 14 1 288 9 8:45 AM " 3 0 76 60 3 7 1 90 2 10 4 0 14 2 13 27 0 10 16 2 301 28 9:00 AM • 2 2 104 62 3 6 1 77 7 5 6 0 12 6 16 41 0 21 14 8 361 32 Max. 15 min. 3 7 104 62 5 12 1 149 7 10 6 0 14 6 16 41 0 21 15 8 361 32 Pk. Hr. Vol. 9 10 314 184 12 33 2 313 20 17 16 0 45 13 38 110 0 48 49 15 1166 82 8:00 AM Peak Intersection Trafflc in Pk, Hr. = 1166 Peak Hr. Factor 0.81 9:00 AM Hour Intersection Pdstrns in Pk. HI 82 3:45 PM 19 1 153 64 3 27 0 127 12 32 10 0 18 6 9 62 0 13 17 10 519 54 4:00 PM 4 4 152 68 13 33 2 126 3 4 8 0 22 5 26 46 0 16 18 9 497 51 4:15 PM 12 2 138 64 18 29 0 150 11 18 15 0 22 5 34 56 0 21 18 26 533 96 4:30 PM 6 2 138 78 12 29 1 122 13 24 13 0 30 5 22 52 0 26 37 13 552 71 4:46 PM 4 3 88 38 8 16 0 73 10 6 3 0 14 3 6 46 0 16 12 9 323 29 5:00 PM ' 9 1 171 66 17 31 1 170 4 8 11 0 27 6 13 68 0 25 25 15 615 53 6:15 PM • 6 0 197 60 14 17 1 144 12 27 10 0 27 8 23 55 0 17 8 22 562 86 6:30 PM • 4 2 127 45 12 23 2 125 9 6 9 0 23 6 16 54 0 22 22 8 473 42 6:45 PM • 8 3 157 72 10 15 0 130 15 9 6 0 21 4 14 61 0 22 18 21 532 54 6:00 PM 12 0 160 22 14 17 0 147 11 16 7 0 16 7 17 67 0 32 19 24 517 71 6:15 PM 18 5 141 104 7 18 0 146 9 10 12 0 27 8 25 77 0 34 23 21 621 63 6:30 PM 14 4 96 15 23 13 0 77 11 6 18 0 25 9 39 42 0 23 13 6 360 74 Max. 15 min. Pk. Hr. Vol. 19 27 5 6 197 652 104 243 23 53 33 86 2 4 170 569 15 40 32 50 18 36 0 0 30 98 9 24 39 66 77 238 0 0 34 86 37 73 26 66 621 2182 96 235 4:45 PM Peak 5:45 PM Hour Intersection Trafflc in Pk. Hr. Intersection Pdstrns in Pk. Hr. 2182 235 Peak Hr. Factor 0.88 Carlsbad Boulevard at Carlsbad Village Drive Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period 8:00 AM to 9:00 AM Page 2 of 3 South Appr (NB) North/Vppr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config- urations Inside (left) Outside Free-flow 1 1 Lane Settings 1 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 Aie the East/West phases split (Y/N)? Y Efficiency Lost Factor 0.10 Hourly Volume 19 314 184 35 313 20 16 45 13 110 48 49 Adjusted Hourly Volume 19 498 0 35 333 0 16 68 0 110 48 49 Utilization Factor 0.01 0.12 0.00 0.02 0.08 0.00 0.01 0.03 0.00 0.06 0.02 0.03 Crrtical Factors 0.12 0.02 0.03 0.06 ICU Ratio = 0.33 LOS = A Turning Movements at Intersection of: Carlsbad Boulevard and Carisbad Village Drive W e s t A P P r Totals Time : 8:00 AM to 9:00 AM 8/4/94 Thursday N.B. fic K.J. Sub- totals Date Day Name 161 77 74 16 46 13 Subtotals Total North Approach 20 446 19 963 368 313 Carlsbad Boulevard 749 35 381 t North 4_ 49 48 110 314 184 517 Total Subtotals Sub- totals 207 Totals 469 262 Carisbad Village Drive E a s t A P P r South /Vpproach Note : Left-turn volumes include U-turns. Carlsbad Boulevard at Carlsbad Viliage Drive Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 4:45 PM to 5:45 PM Page 3 of 3 South Appr (NB) North/Vppr (SB) West Appr (EB) East/Vppr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config- urations IrTside (left) Outside Free-flow 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 Aie the East/West phases split (Y/N)? Y Efficiency Lost Factor 0.10 Hourly Volume 33 652 243 90 569 40 36 98 24 238 86 73 Adjusted Hourly Volume 33 895 0 90 609 0 36 122 0 238 86 73 Utilization Factor 0.02 0.22 0.00 0.05 0.15 0.00 0.02 0.06 0.00 0.13 0.04 0.04 Critical Factors 0.22 0.05 0.06 0.13 ICU Ratio 0.57 LOS = Turning Movements at Intersection of: Carlsbad Boulevard and Carlsbad Village Drive W e s t A P P r Time : 4:45 PM to 5:45 PM Date: 8/4/94 Day : Thursday Name : N.B. fic K.J. Totals 311 Sub- totals 153 158 36 98 24 North Approach Subtotals Total 837 I t North t Carisbad Boulevard 1464 699 40 569 90 765 4_ ^ t r 33 662 243 928 1765 73 86 238 Total Subtotals Sub- totals 397 427 Totals 824 E a s t A P P r Carisbad Village Drive South Approach Note : Left-turn volumes include U-turns. CITY OF CARLSBAD SUMMER 1994 INTERSECTION ANALYSIS SUMMARY Intersection Number: 19 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 JHK fic /Vssociates Turning Movement Count Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Stieet: Carlsbad Boulevard E/W Street: Tamarack Avenue File: CB9419.XLS Data Collected by M.D. fic C.I. Count Date: 7/26/94 Day: Tuesday Weather: Clear Traffic Control: Signalized South Approach (NB) North /Vpproach (SB) West /Vpproach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15AM 3 0 11 3 2 3 0 52 5 12 1 0 2 1 2 3 0 10 4 4 98 20 6:30 AM 4 0 22 14 4 3 0 64 4 10 5 0 6 3 0 4 0 6 18 2 153 16 6:45 AM 1 0 12 3 0 7 0 82 4 17 3 0 2 5 0 5 0 2 24 2 150 19 7:00 AM 6 0 19 8 5 9 0 105 14 22 2 0 8 3 1 6 0 4 15 6 198 34 7:15 AM 2 0 41 6 4 11 0 104 7 6 7 0 6 6 1 8 0 9 20 3 226 14 7:30 AM 2 1 39 6 4 9 0 86 4 5 3 0 5 8 8 12 0 7 28 4 210 21 7:45 AM 1 0 36 3 8 6 0 122 6 8 1 0 3 3 0 8 0 4 26 1 219 17 8:00 AM " ' 5 1 49 3 4 5 0 120 5 14 3 0 5 6 0 7 0 11 39 1 259 19 8:15AM • 4 1 65 5 1 5 0 86 4 20 7 0 7 13 8 15 0 7 31 5 240 34 8:30 AM • 5 0 68 9 1 9 0 94 10 20 6 0 2 7 12 15 1 11 28 2 255 35 8:46 AM ' 16 0 72 8 0 10 0 83 12 18 16 0 9 7 8 12 0 8 30 4 283 30 9:00 AM 6 0 74 15 1 10 0 84 8 10 8 0 4 12 4 17 0 4 14 0 256 15 Max. 15 min, 16 1 74 15 8 11 0 122 14 22 16 0 9 13 12 17 1 11 39 6 283 35 Pk, Hr. Vol, 30 2 234 25 6 29 0 383 31 72 32 0 23 33 28 49 1 37 128 12 1037 118 7:45 AM Peak Intersection Trafflc in Pk. Hr. = 1037 Peak Hr. Factor 0.92 8:46 AM Hour Intersection Pdstrns in Pk. Hr, 118 3:45 PM 13 3 176 30 2 35 0 157 32 29 27 0 14 37 4 33 0 9 20 6 586 41 4:00 PM 14 3 144 23 0 32 0 168 24 33 14 0 14 29 9 36 0 4 16 8 520 50 4:15 PM 15 2 157 31 1 25 0 153 16 37 44 0 11 35 14 27 0 5 19 3 539 55 4:30 PM 7 2 177 30 2 52 0 140 16 10 17 0 11 31 0 27 0 ' 12 10 0 532 12 4:45 PM 13 0 136 20 1 17 0 139 16 6 13 0 7 21 9 25 0 15 12 1 434 17 5:00 PM 7 2 174 35 5 23 0 140 18 18 21 0 17 43 10 19 0 7 11 2 517 35 5:15 PM • 10 0 175 51 1 36 0 133 26 13 21 0 24 34 6 30 0 10 10 4 560 24 5:30 PM • 9 0 186 41 0 35 0 146 28 11 28 0 16 28 2 29 0 14 23 3 583 16 5:45 PM • 7 1 170 50 2 46 0 158 20 23 16 0 10 26 22 23 0 10 20 1 556 48 6:00 PM • 10 0 168 36 1 17 0 137 35 32 19 0 13 31 35 39 0 9 15 1 529 69 6:15 PM 11 3 104 33 0 39 0 90 30 64 25 0 9 41 34 20 0 15 26 6 446 104 6:30 PM 10 1 120 28 3 13 0 79 18 26 13 0 5 21 0 33 0 11 19 10 371 39 Max. 16 min. 15 3 186 51 6 52 0 168 35 64 44 0 24 43 35 39 0 15 26 10 586 104 Pk. Hr. Vol. 36 1 699 178 4 134 0 574 109 79 83 0 63 119 65 121 0 43 68 9 2228 157 5:00 PM Peak Intersection Traffic in Pk. Hr. = 2228 Peak Hr. Factor 0.95 6:00 PM Hour Intersection Pdstrns in Pk. Hr. = 157 Carlsbad Boulevard at Tamarack Avenue Lane 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 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 Lane Settings 1 2 0 1 2 1 0 1 0 1 1 1 Capacity 1800 4000 0 1800 4000 1800 0 2000 0 1800 2000 1800 Aie the North/South phases split (Y/N)? N Ase the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 32 234 25 29 383 31 32 23 33 50 37 128 Adjusted Hourly Volume 32 269 0 29 383 31 0 66 0 60 37 128 Utilization Factor 0.02 0.06 0.00 0.02 0.10 0.02 0.00 0.03 0.00 0.03 0.02 0.07 Critical Factors 0.02 0.10 0.00 0.07 ICURafio = 0.28 LOS: Turning Movements at Intersection of: Carlsbad Boulevard and Tamarack Avenue W e s t A P P r Time : 7:45 AM to 8:45 AM Date: 7/26/94 Day : Tuesday Name : M.D. fic C.I. Totals 186 Sub- totals 98 88 32 23 33 Subtotals Total North Approach 467 I t North t Carlsbad Boulevard 837 443 31 383 29 394 4^ 128 37 50 ^ t r 32 234 26 291 758 Total Subtotals Sub- totals 215 Totals 293 78 Tamarack Avenue E a s t A P P r South Approach Note : Left-turn volumes include U-turns. 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/Vppr (NB) North Appr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config - urations Inside (left) Outside Free-flow 1 1 Lane Settings 1 2 0 Capacity 1800 4000 0 Aie the North/South phases split (Y/N)? N /Vre the East/West phases split (Y/N)? N 12 10 1800 4000 1800 0 2000 1 1 1 1800 2000 1800 Efflciency Lost Factor 0.10 Hourly Volume 37 699 178 134 574 109 83 63 119 121 43 68 Adjusted Hourly Volume 37 877 0 134 574 109 0 146 0 121 43 68 Utilization Factor 0.02 0.22 0.00 0.07 0.14 0.06 0.00 0.07 0.00 0.07 0.02 0.04 Critical Factors 0.22 0.07 0.07 0.07 ICU Ratio = 0.53 LOS = A Turning Movements at Intersection of: Carlsbad Boulevard and Tamarack Avenue W e s t A P P r Time : 5:00 PM to 6:00 PM Date : 7/26/94 Day : Tuesday Name : M.D. fic C.I. Totals 453 Sub- totals 188 265 North Approach Carisbad Boulevard 83 63 119 Subtotals Total 1667 817 109 674 134 North 816 ^ t r 37 699 178 914 1729 850 68 43 121 Total Subtotals Sub- totals 232 375 Totals 607 Tamarack Avenue E a s t A P P r South /Vpproach Note : Left-turn volumes include U-turns. CITY OF CARLSBAD SUMMER 1994 INTERSECTION ANALYSIS SUMMARY Intersection Number: 20 Intersection Location: Carlsbad Boulevard and Poinsettia Lane CONTENT PAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and 2 of 3 Turn Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Turn Movement Diagram JHK fic Associates Turning Movement Count Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Stieet: Carlsbad Boulevard E/W Street: Poinsettia Lane File : CB9420.XLS Data Collected by M.D. fic J.C. Count Date: 7/20/94 Day: Wednesday 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 Leff U-Trn Thru Right Peds Leff U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 0 0 23 6 0 4 0 18 0 0 0 0 0 0 0 3 0 0 3 0 57 0 6:30 AM 0 0 29 6 0 2 0 24 0 0 0 0 0 0 0 6 0 0 0 0 67 0 6:45 AM 0 0 35 6 0 6 0 52 0 0 0 0 0 0 0 7 0 0 7 0 113 0 7:00 AM 0 0 26 9 0 8 0 25 0 0 0 0 0 0 0 8 0 0 3 0 79 0 7:15 AM 0 0 37 11 0 13 0 48 0 0 0 0 0 0 0 12 0 0 1 0 122 0 7:30 AM 0 0 39 12 0 18 0 72 0 0 0 0 0 0 0 17 0 0 11 0 169 0 7:46 AM 0 0 61 11 0 16 0 56 0 0 0 0 0 0 0 17 2 0 4 0 167 0 8:00 AM-0 0 66 12 0 15 0 61 0' 0 0 0 0 0 0 20 2 0 1 0 177 0 8:15 AM • 0 0 80 11 0 16 0 54 0 0 0 0 0 0 0 20 1 0 7 0 189 0 8:30 AM ' 0 0 60 16 0 16 0 53 0 0 0 0 0 0 0 19 1 0 0 0 164 0 8:46 AM " 0 0 47 18 0 21 0 53 0 0 0 0 0 0 0 14 0 0 3 0 166 0 9:00 AM • 0 0 73 16 0 20 0 49 0 0 0 0 0 0 0 30 1 0 5 0 194 0 Max, 15 min. 0 0 80 18 0 21 0 72 0 0 0 0 0 0 0 30 2 0 11 0 194 0 Pk. Hr. Vol. 0 0 260 61 0 72 0 209 0 0 0 0 0 0 0 83 3 0 15 0 703 0 8:00 AM Peak Intersection Traffic in Pk, Hr, = 703 Peak Hr, Factor 0.91 9:00 AM Hour Intersection Pdstrns in Pk, Hr, 0 3:45 PM 0 0 98 40 0 39 0 83 0 0 0 0 0 0 0 19 0 0 10 0 289 0 4:00 PM 0 0 106 22 0 48 0 89 0 0 0 0 0 0 0 24 4 0 26 0 319 0 4:15 PM 0 1 85 34 0 37 0 92 0 0 0 0 0 0 0 32 1 0 23 0 305 0 4:30 PM 0 0 91 26 0 38 0 88 0 0 0 0 0 0 0 8 0 0 29 0 280 0 4:45 PM 0 0 88 34 0 60 0 108 0 0 0 0 0 0 0 16 0 0 22 0 318 0 6:00 PM • 0 0 106 28 0 45 0 99 0 0 0 0 0 0 0 28 0 0 26 0 332 0 5:15 PM • 0 0 61 28 0 31 0 115 0 0 0 0 0 0 0 31 2 0 39 0 307 0 5:30 PM • 0 2 102 40 0 76 0 110 0 0 ,0 0 0 0 0 25 2 0 27 0 383 0 5:45 PM • 0 0 98 24 0 40 0 122 0 0 0 0 0 0 0 43 1 0 37 0 365 0 6:00 PM 0 1 79 38 0 39 0 86 0 0 0 0 0 0 0 17 6 0 22 0 288 0 6:15 PM 0 0 88 32 0 38 0 89 0 0 0 0 0 0 0 27 1 0 28 0 303 0 6:30 PM 0 0 86 35 0 38 0 62 0 0 0 0 0 0 0 9 3 0 24 0 257 0 Max. 15 min. 0 2 106 40 0 75 0 122 0 0 0 0 0 0 0 43 6 0 39 0 383 0 Pk. Hr. Vol. 0 2 367 120 0 191 0 446 0 0 0 0 0 0 0 127 5 0 129 0 1387 0 4:45 PM Peak Intersection Traffic in Pk. Hr. =1387 5:45 PM Hour Intersection Pdstrns in Pk. Hr. = 0 Peak Hr. Factor 0.91 Carisbad Boulevard at Poinsettia Lane Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period ; 8:00 AM to 9:00 AM Page 2 of 3 South Appr (NB) North/Vppr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config - urations IrTside (left) Outside Free-flow 1 1 Lane Settings Capacity 1 1 4000 1800 1800 4000 Aie the North/South phases split (Y/N)? N Aie the East/West phases spirt (Y/N)? N Efflciency Lost Factor 0.10 Hourly Volume 0 260 61 72 209 Adjusted Hourly Volume 0 260 61 72 209 Utilization Factor 0.00 0.07 0.03 0.04 0.06 Critical Factors 0.07 0.04 ICU Ratio = 0.25 LOS = A 0 0 1 1800 86 86 1800 15 15 0.00 0.00 0.05 Turning Movements at Intersection of: Carlsbad Boulevard and Poinsettia Lane W e s t A P P r Time : 8:00 AM to 9:00 AM Date: 7/20/94 Day : Wednesday Name : M.D. fic J.C. Totals Sub- totals 0 0 Subtotals Total North Approach 292 Cartsbad Boulevard 556 281 0 209 72 : t North ^ ^ t r 0 260 61 321 613 275 15 0 86 Total Subtotals Sub- totals 101 136 Totals 237 Poinsettia Lane E a s t A P P r South Approach Note : Left-turn volumes include U-turns. Carlsbad Boulevard at Poinsettia Lane ^ 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/Vppr (SB) West Appr (EB) East/Vppr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config- urations Inside (left) Outside Free-flow 1 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 Efflciency Lost Factor 0.10 Hourly Volume 2 367 120 191 446 0 0 0 0 132 0 129 Adjusted Hourly Volume 0 369 120 191 446 0 0 0 0 132 0 129 Utilization Factor 0.00 0.09 0.07 0.11 0.11 0.00 0.00 0.00 0.00 0.07 0.00 0.07 Critical Factors 0.09 0.11 0.00 0.00 0.07 ICU Ratio = 0.37 LOS: Turning Movements at Intersection of: Carlsbad Boulevard and Poinsettia Lane W e s t A P P r Time : 4:45 PM to 5:45 PM Date : 7/20/94 Day : Wednesday Name : M.D. fic J.C. Totals Sub- totais 0 0 Subtotals Total North Approach 575 I t North t 367 489 Carisbad Boulevard 1133 637 0 446 191 496 ^ t r 120 29 0 132 Total Subtotals Sub- totals 261 Totals 577 316 Poinsettia Lane E a s t A P P r 1064 South Approach Note : Left-turn volumes include U-turns. CITY OF CARLSBAD SUMMER 1994 INTERSECTION ANALYSIS SUMMARY Intersection Number: 2 I Intersection Location: Rancho Santa Fe Road and Melrose Drive CONTENT PAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and 2 of 3 Turn Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Turn Movement Diagram JHK fic Associates Turning Movement Count Analysis Page 1 of 3 City : Carlsbad Intersection of: N/S Stieet: Rancho Santa Fe Road E/W Street: Melrose Drive File: CB9421.XLS Data Collected by M.B. fic N.B. Count Date : 7/14/94 Day : Thursday Weather: Overcast / Sunny 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 6:15AM 3 0 56 0 0 0 0 165 19 0 17 0 0 15 0 0 0 0 0 0 265 0 6:30 AM 11 0 97 0 0 0 0 239 55 0 31 0 0 18 0 0 0 0 0 0 451 0 6:45 AM 18 0 103 0 0 0 0 260 64 0 36 0 0 12 0 0 0 0 0 0 493 0 7:00 AM 18 0 123 0 0 0 0 297 93 0 46 0 0 36 0 0 0 0 0 0 613 0 7:15 AM • 27 0 159 0 0 0 0 316 127 1 68 0 0 35 0 0 0 0 0 0 732 1 7:30 AM • 18 0 163 0 0 0 0 222 88 0 58 0 0 29 0 0 0 0 0 0 678 0 7:45 AM • 20 0 247 0 0 0 0 302 139 0 103 0 0 41 0 0 0 0 0 0 852 0 8:00 AM • 23 0 197 0 0 0 0 255 110 0 74 0 0 30 0 0 0 0 0 0 689 0 8:15 AM 20 0 163 0 0 0 0 280 137 0 86 0 0 40 0 0 0 0 0 0 726 0 8:30 AM 19 0 174 0 0 0 0 193 86 0 76 0 0 35 0 0 0 0 0 0 583 0 8:45 AM 16 0 181 0 0 0 0 170 67 0 60 0 0 27 0 0 0 0 0 0 521 0 9:00 AM 24 0 186 0 0 0 0 227 57 0 49 0 0 25 0 0 0 0 0 0 568 0 Max. 16 min. 27 0 247 0 0 0 0 316 139 1 103 0 0 41 0 0 0 0 0 0 852 1 Pk, Hr, Vol. 88 0 766 0 0 0 0 1095 464 1 303 0 0 135 0 0 0 0 0 0 2851 1 7:00 AM Peak Intersection Traffic in Pk. Hr, = 2851 Peak Hr. Factor 0.84 8:00 AM Hour Intersection Pdstrns in Pk. Hr. = 1 3:46 PM 22 0 236 0 0 0 0 142 41 0 55 0 0 19 0 0 0 0 0 0 515 0 4.00 PM • 37 0 297 0 0 0 0 182 67 0 88 0 0 41 0 0 0 0 0 0 712 0 4:15 PM • 30 1 338 0 0 0 0 161 41 0 76 0 0 30 0 0 0 0 0 0 677 0 4:30 PM • 29 0 314 0 0 0 0 190 68 0 52 0 0 30 0 0 0 0 0 0 683 0 4:46 PM • 42 0 226 0 0 0 0 183 67 2 62 0 0 36 0 0 0 0 0 0 616 2 5:00 PM 45 0 264 0 0 0 0 181 74 0 78 0 0 34 0 0 0 0 0 0 676 0 5:15 PM 24 0 203 0 0 0 0 202 73 0 61 0 0 30 0 0 0 0 0 0 593 0 5:30 PM 40 0 213 0 0 0 0 235 76 0 81 0 0 53 2 0 0 0 0 0 698 2 5:45 PM 30 0 218 0 0 0 0 163 75 0 78 1 0 32 0 0 0 0 0 0 597 0 6:00 PM 50 0 378 0 0 0 0 197 69 0 80 0 0 24 0 0 0 0 0 0 798 0 6:15 PM 33 0 190 0 0 0 0 146 57 0 44 0 0 7 0 0 0 0 0 0 477 0 6:30 PM 25 0 161 0 0 0 0 125 88 0 69 0 0 28 0 0 0 0 0 0 486 0 Max. 15 min. 50 1 378 0 0 0 0 235 88 2 88 1 0 63 2 0 0 0 0 0 798 2 Pk, Hr. Vol. 138 1 1175 0 0 0 0 716 243 2 278 0 0 137 0 0 0 0 0 0 2688 2 3:45 PM Peak Intersection Traffic in Pk. Hr. = 2688 4:46 PM Hour Intersection Pdstins in Pk. Hr, = 2 Peak Hr. Factor 0,84 Rancho Santa Fe Road at Melrose Drive Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 7:00 AM to 8:00 AM Page 2 of 3 South/Vppr (NB) North Appr (SB) West Appr (EB) East/Vppr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config - urations Inside (left) Outside Free-flow Lane Settings 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 Aie the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 88 766 0 0 1095 464 303 0 136 0 0 0 Adjusted Hourly Volume 88 766 0 0 1095 0 303 0 135 0 0 0 Utilization Factor 0.05 0.19 0.00 0.00 0.56 0.00 0.17 0.00 0.08 0.00 0.00 0.00 Crrtical Factors 0.05 0.55 0.17 0.00 0.00 ICU Ratio = 0.86 LOS = D Turning Movements at Intersection of: Rancho Santa Fe Road and Melrose Drive W e s t A P P r Time : 7:00 AM to 8:00 AM Date : 7/14/94 Day : Thursday Name : M.B. fic N.B, Totals 990 Sub- totals 552 438 North Approach 303 0 135 Subtotals Total Rancho Santa Fe Road 1230 2628 1559 464 1096 0 t North t 88 766 854 2084 1069 4L_ <- Total Subtotals Sub- totals Totals E a s t A P P r Melrose Drive South /Vpproach Note : Left-turn volumes include U-turns, Rancho Santa Fe Road at Melrose Drive Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : 3:45 PM to 4:45 PM South Appr (NB) North/Vppr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config- urations Inside (left) Outside Free-flow 1 1 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 Are the North/South phases split (Y/N)? N Aie the East/West phases split (Y/N)? N Efflciency Lost Factor 0.10 Hourly Volume 139 1175 0 0 716 243 278 0 137 0 0 0 Adjusted Hourly Volume 139 1175 0 0 716 0 278 0 137 0 0 0 Utilization Factor 0.08 0.29 0.00 0.00 0.36 0.00 0.15 0.00 0.08 0.00 0.00 0.00 Critical Factors 0.08 0.36 0.15 0.00 0.00 ICU Ratio 0.69 LOS: Turning Movements at Intersection of: Rancho Santa Fe Road and Melrose Drive Time : 3:45 PM to 4:45 PM Date : 7/14/94 Day : Thursday Name : M.B. fic N.B. W e s t A P P r Totals 796 Sub- totals 381 415 North Approach 959 243 716 Rancho Santa fe Road Subtotals Total 854 2412 139 2168 1453 t North ^ t r Total Subtotals Sub- totals Totals E a s t A P P r 1175 0 1314 Melrose Drive South Approach Note : Left-turn volumes include U-turns. CITY OF CARLSBAD SUMMER 1994 INTERSECTION ANALYSIS SUMMARY Intersection Number: 2 2 Intersection Location: Rancho Santa Fe Road and La Costa Meadows Drive CONTENT PAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. LOS Analysis (HCM Delay Method) 2 of 3 P.M. LOS Analysis (HCM Delay Method) 3 of 3 JHK fic Associates Turning Movement Count /Vnalysis Page 1 of 3 City: Carlsbad Intersection of: N/S Stieet: Rancho Santa Fe Road E/W Street: La Costa Meadows Drive File : CB9422.XLS Data Collected by C.I. fic B.S. Count Date : 8/3/94 Day : Wednesday 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 Pec 6:15AM 0 0 44 4 0 33 0 108 0 0 0 0 0 0 0 3 0 0 6 0 198 0 6:30 AM 0 0 96 14 0 70 0 146 0 0 0 0 0 0 0 2 0 0 2 0 330 0 6:45 AM 0 0 117 7 0 87 0 221 1 0 0 0 0 0 0 2 0 0 9 0 444 0 7:00 AM 0 0 148 39 1 194 0 213 1 0 0 0 0 0 0 8 0 0 25 2 628 3 7:15AM 0 0 136 22 0 111 0 198 0 0 0 0 0 0 0 4 0 0 20 1 491 1 7:30 AM • 0 0 172 23 0 109 0 183 0 0 0 0 0 0 0 4 0 0 19 0 510 0 7:45 AM " 0 0 204 26 0 138 0 182 0 0 0 0 0 0 0 4 0 0 16 0 570 0 8:00 AM * 0 0 215 29 2 104 0 212 0 0 0 0 0 0 0 6 0 0 18 0 584 2 8:15 AM • 0 0 174 35 0 127 0 266 0 0 0 0 0 0 0 19 0 0 35 0 656 0 8:30 AM 0 0 153 17 0 66 0 186 1 0 0 0 0 0 0 7 0 0 23 0 452 0 8:45 AM 0 0 147 20 0 36 0 172 0 0 0 0 0 0 0 2 0 0 18 0 394 0 9:00 AM 0 0 160 22 0 48 0 200 0 0 0 0 0 0 0 11 0 0 24 2 465 2 Max. 15 min. 0 0 216 39 2 194 0 266 1 0 0 0 0 0 0 19 0 0 36 2 656 3 Pk, Hr, Vol, 0 0 765 113 2 478 0 843 0 0 0 0 0 0 0 33 0 0 88 0 2320 2 7:15 AM Peak Intersection Traffic in Pk, Hr. = 2320 Peak Hr. Factor 0,88 8:15 AM Hour Intersection 1 Pdstrns in Pk, Hr, = 2 3:45 PM 0 0 172 12 0 49 0 166 0 0 0 0 0 0 0 39 0 0 140 0 578 0 4:00 PM 0 0 181 19 0 68 0 108 0 0 0 0 0 0 0 27 0 0 55 0 448 0 4:15 PM 0 0 155 12 1 43 0 165 0 0 0 0 0 0 0 44 0 0 144 0 553 1 4:30 PM 0 0 167 6 0 35 0 138 0 0 0 0 0 0 0 43 0 0 126 0 515 0 4:45 PM 0 0 162 9 1 35 0 152 1 0 0 0 0 0 0 24 0 0 103 0 486 1 5:00 PM • 0 0 171 21 2 39 0 156 1 , 0 0 0 0 0 0 59 0 0 62 0 508 2 5:15 PM • 0 0 190 9 0 16 0 170 0 0 0 0 0 0 0 72 0 0 131 0 588 0 5:30 PM • 0 0 209 6 1 21 0 132 2 0 0 0 0 0 0 19 0 0 81 0 470 1 5:45 PM " 0 0 228 6 . . 0 26 0 161 0 0 0 0 0 0 0 35 0 0 88 0 544 0 6:00 PM 0 0 143 6 0 18 0 148 1 0 0 0 0 0 0 25 0 0 57 0 397 0 6:15 PM 0 0 171 7 0 19 0 146 0 0 0 0 0 0 0 69 0 0 60 0 461 0 6:30 PM 0 0 105 2 0 8 0 120 0 0 0 0 0 0 0 6 0 0 33 0 274 0 Max, 15 min, Pk, Hr, Vol, 0 0 0 0 228 798 21 42 2 3 68 102 0 0 170 618 2 3 0 0 0 0 0 0 0 0 0 0 0 0 72 185 0 0 0 0 144 362 0 ' 0 588 2110 2 3 4:45 PM Peak 5:45 PM Hour Intersection Traffic in Pk, Hr, Intersection Pdstrns in Pk, Hr, 2110 3 Peak Hr. Factor 0,90 INTERSECTION : RANCHO SANTA FE RD/LA COSTA MEADOWS DATE: 8/3/94 ANALYST: B.C.S. CITY / STATE : CARLSBAD, CA PROJECT NO : 50028 PK HR ENTERING VOL : 2320 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 31 7 87 11 6:45 - 7:00 90 9 194 33 7:00-7:15 40 13 111 24 7:15-7:30 98 11 109 23 7:30 - 7:45 84 17 138 20 7:45-8:00 64 20 104 24 8:00-8:15 50 33 127 54 15 min Stop Veti Vol 98 11 Corresponding App. Vol 109 23 Total Pk Hr Vol 478 121 APPROACH DELAY (DELAY / APPROACH) * (PK HR APPROACH VOL ) PK HR ENTERING VOL SB APPROACH (DELAY) WB APPROACH (DELAY) INTERSECTION (DELAY) 3.7 0.5 4.2 Seconds Seconds Seconds INTERSECTION (LOS) NOTE: 1. Delay data was collected at 20 second intervals. 2. Intersection LOS is based on information contained in the Highway Capacity Manual and provided earlier in this report. 3. Delay/Approach = Pk 15 min Stop Veh Vol * 20 sec / Pk 15 min Approach Vol 4. Intersection Delay is the maximized value of the 15 min Approach Delays INTERSECTION ANALYST: PROJECT NO : PEAK HOUR : RANCHO SANTA FE RD/LA COSTA MEADOWS B.C.S. 50028 5 (4:45 PM - 5:45 PM) DATE: 8/3/94 CITY / STATE : CARLSBAD, CA PK HR ENTERING VOL : 2110 Time Period Stopped Vehicles Approach Volume Time Period SB WB SB WB 4:00-4:15 21 119 43 188 4:15-4:30 14 173 35 169 4:30 - 4:45 23 106 35 127 4:45 - 5:00 27 73 39 121 5:00-5:15 3 98 16 203 5:15-5:30 22 65 21 100 5:30 - 5:45 16 117 26 123 15 min Stop Veh Vol 16 117 Corresponding App. Vol 26 123 Total Pk Hr Vol 102 547 APPROACH DELAY (DELAY / APPROACH)" (PK HR APPROACH VOL ) PK HR ENTERING VOL SB APPROACH (DELAY) WB APPROACH (DELAY) INTERSECTION (DELAY) 0.6 4.9 5.5 Seconds Seconds Seconds INTERSECTION (LOS) B NOTE: 1. 2. 3. 4. Delay data was collected at 20 second intervals. Intersection LOS is based on information contained in the Highway Capacity Manual and provided earlier in this report. Delay/Approach = Pk 15 min Stop Veh Vol * 20 sec / Pk 15 min Approach Vol intersection Delay is the maximized value of the 15 min Approach Delays CITY OF CARLSBAD SUMMER 1994 INTERSECTION ANALYSIS SUMMARY Intersection Number: 23 Intersection Location: Rancho Santa Fe Road and Questhaven Road CONTENT PAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. LOS Analysis (HCM Delay Method) 2 of 3 P.M. LOS Analysis (HCM Delay Method) 3 of 3 JHK fic /Vssociates Turning Movement Count /Vnalysis Page 1 of 3 City: Carlsbad Intersection of: N/S Stieet: Rancho Santa Fe Road E/W Street: Questhaven Road File : CB9423.XLS Data Collected by C.I. Count Date : 7/14/94 Day : Thursday Weather: Fair / 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 41 4 0 19 0 91 0 0 0 0 0 0 0 7 0 0 9 0 171 0 6:30 AM 0 0 112 19 0 34 0 180 0 0 0 0 0 0 0 16 0 0 21 0 382 0 6:45 AM 0 0 168 15 0 50 0 183 0 0 0 0 0 0 0 10 0 0 38 0 454 0 7:00 AM 0 0 153 8 0 30 0 167 0 0 0 0 0 0 0 15 0 0 23 0 396 0 7:15AM • 0 0 138 9 0 29 0 161 0 0 0 0 0 0 0 16 0 0 63 0 406 0 7:30 AM ' 0 0 213 9 0 14 0 176 0 0 0 0 0 0 0 25 0 0 46 0 482 0 7:46 AM ' 0 0 263 13 0 34 0 236 0 0 0 0 0 0 0 28 0 0 28 0 601 0 8:00 AM ' 0 0 204 23 0 35 0 208 0 0 0 0 0 0 0 38 0 0 43 0 551 0 8:15 AM 0 0 121 10 0 26 0 144 0 0 0 0 0 0 0 31 0 0 26 0 358 0 8:30 AM 0 0 168 12 0 36 0 167 0 0 0 0 0 0 0 23 0 0 30 0 436 0 8:45 AM 0 0 166 6 0 37 0 146 0 0 0 0 0 0 0 30 0 0 34 0 418 0 9:00 AM 0 0 145 7 0 31 0 168 0 0 0 0 0 0 0 18 0 0 28 0 397 0 Max, 16 min. 0 0 263 23 0 50 0 236 0 0 0 0 0 0 0 38 0 0 53 0 601 0 Pk, Hr, Vol, 0 0 818 54 0 112 0 780 0 0 0 0 0 0 0 107 0 0 169 0 2040 0 7:00 AM Peak Intersection Traffic in Pk, Hr, = 2040 Peak Hr, Factor 0,85 8:00 AM Hour Intersection Pdstrns in Pk, Hr, = 0 3:46 PM 0 0 156 32 0 61 0 171 0 0 0 0 0 0 0 36 0 0 50 0 605 0 4:00 PM 0 0 218 25 0 51 0 160 0 0 0 0 0 0 0 22 0 0 50 0 526 0 4:16 PM 0 0 209 19 0 45 0 148 0 0 0 0 0 0 0 14 0 0 44 0 479 0 4:30 PM • 0 0 206 26 0 36 0 178 0 0 0 0 0 0 0 25 0 0 57 0 528 0 4:45 PM • 0 0 254 20 0 42 0 234 0 0 0 0 0 0 0 38 0 0 61 0 649 0 5:00 PM • 0 0 279 19 0 34 0 168 0 0 0 0 0 0 0 21 0 0 35 0 556 0 5:16 PM • 0 0 195 43 0 62 0 208 0 0 0 0 0 0 0 38 0 0 44 0 590 0 5:30 PM 0 0 226 14 0 52 0 188 0 0 0 0 0 0 0 17 0 0 25 0 521 0 5:45 PM 0 0 169 23 0 34 0 109 0 0 0 0 0 0 0 18 0 0 28 0 381 0 6:00 PM 0 0 349 31 0 33 0 199 0 0 0 0 0 0 0 14 0 0 19 0 645 0 6:15 PM 0 0 156 18 0 25 0 176 0 0 0 0 0 0 0 16 0 0 16 0 406 0 6:30 PM 0 0 160 18 0 38 0 118 0 0 0 0 0 0 0 17 0 0 10 0 361 0 Max, 15 min. 0 0 349 43 0 62 0 234 0 0 0 0 0 0 0 38 0 0 61 0 649 0 Pk, Hr, Vol, 0 0 934 108 0 174 0 788 0 0 0 0 0 0 0 122 0 0 197 0 2323 0 4:15 PM Peak Intersection Traffic in Pk, Hr, = 2323 5:15 PM Hour Intersection Pdstrns in Pk, Hr, = 0 Peak Hr, Factor 0,89 INTERSECTION : RANCHO SANTA FE RD/QUESTHAVEN RD DATE: 7/14/94 ANALYST: B.C.S. CITY / STATE : CARLSBAD, CA PROJECT NO : 50028 PK HR ENTERING VOL : 2040 PEAK HOUR : 3 (7:00 AM - 8:00 AM) Time Period Stopped Vehicles Approach Volume Time Period SB WB SB WB 6:30 - 6:45 7 17 50 48 6:45 - 7:00 1 18 30 38 7:00-7:15 3 25 29 69 7:15-7:30 3 35 14 70 7:30 - 7:45 6 44 34 56 7:45 - 8:00 15 41 35 81 8:00-8:15 4 26 26 57 8:15-8:30 2 11 36 53 15 min Stop Veh Vol 6 44 Corresponding App. Vol 34 56 Total Pk Hr Vol 112 276 APPROACH DELAY (DELAY / APPROACH) * (PK HR APPROACH VOL ) PK HR ENTERING VOL SB APPROACH (DELAY) WB APPROACH (DELAY) INTERSECTION (DELAY) 0.2 2.1 2.3 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 INTERSECTION : RANCHO SANTA FE RD/QUESTHAVEN RD DATE : 7/14/94 ANALYST: B.C.S. CITY / STATE : CARLSBAD, CA PROJECT NO : 50028 PK HR ENTERING VOL : 2323 PEAK HOUR : 3 (4:15 PM-5:15 PM) Time Period Stopped Vehicles Approach Volume Time Period SB WB SB WB 4:00-4:15 12 28 45 58 4:15-4:30 11 22 36 82 4:30 - 4:45 11 45 42 99 4:45 - 5:00 12 44 34 56 5:00-5:15 17 59 62 82 5:15-5:30 34 32 52 42 5:30 - 5:45 5 19 34 36 15 min Stop Veh Vol 12 44 Corresponding App. Vol 34 56 Total Pk Hr Vol 174 319 APPROACH DELAY (DELAY / APPROACH) * (PK HR APPROACH VOL ) PK HR ENTERING VOL SB APPROACH (DELAY) WB APPROACH (DELAY) INTERSECTION (DELAY) 0.5 2.2 2.7 Seconds Seconds Seconds INTERSECTION (LOS) NOTE: 1. 2. 3. 4. Delay data was collected at 20 second intervals. Intersection LOS is based on information contained in the Highway Capacity Manual and provided eadier in this report. Delay/Approach = Pk 15 min Stop Veh Vol * 20 sec / Pk 15 min Approach Vol Intersection Delay is the maximized value of the 15 min Approach Delays CITY OF CARLSBAD SUMMER 1994 INTERSECTION ANALYSIS SUMMARY Intersection Number: 2 4 Intersection Location: Rancho Santa Fe Road and La Costa Avenue CONTENT Turn Movement Count Summary (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Turn Movement Diagram P.M. Peak Hour ICU Analysis and Turn Movement Diagram PAGE 1 of 3 2 of 3 3 of 3 JHK fic /Vssociates Turning Movement Count Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Stieet: Rancho Santa Fe Road E/W Street: La Costa Avenue File : CB9424.XLS Data Collected by C.K. fic D.S. Count Date : 7/13/94 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 Leff U-Trn Thru Right Peds Left U-Trn Thru Right Peds Leff U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles PecJs 6:15 AM 1 0 14 2 0 1 0 64 35 0 27 0 1 13 0 1 0 4 3 0 166 0 6:30 AM 1 0 31 1 0 0 0 102 40 0 57 0 1 14 0 4 0 19 4 0 274 0 6:45 AM 8 0 58 0 2 2 0 91 44 0 47 0 2 19 0 3 0 16 4 2 294 4 7:00 AM 3 0 77 1 0 2 0 133 66 0 96 0 8 26 0 5 0 26 5 0 447 0 7:15 AM 7 0 57 2 0 4 0 139 60 0 75 0 7 26 0 6 0 36 7 2 424 2 7:30 AM 6 0 77 1 1 1 0 136 36 0 71 0 6 21 0 • 6 0 22 11 0 393 1 7:45 AM ' 14 0 108 2 0 6 0 162 36 0 83 0 5 28 0 13 0 29 12 0 498 0 8:00 AM • 19 0 124' 4 0 4 0 163 70 2 83 0 6 39 1 15 0 25 9 0 561 3 8:15AM • 16 0 100 0 2 6 0 161 54 0 62 0 5 27 0 12 0 22 10 0 475 2 8:30 AM ' 34 0 74 1 0 11 0 154 68 0 70 0 8 46 0 5 0 28 12 0 510 0 8:45 AM 16 0 92 0 0 7 0 152 47 0 69 0 12 46 0 8 0 26 11 0 486 0 9:00 AM 16 0 91 5 0 3 0 130 53 0 69 0 9 43 0 6 0 19 4 0 438 0 Max. 15 min. 34 0 124 5 2 11 0 163 70 2 95 0 12 46 1 15 0 35 12 2 561 4 Pk, Hr. Vol, 83 0 406 7 2 27 0 640 228 2 298 0 24 139 1 45 0 104 43 0 2044 5 7:30 AM Peak Intersection Trafflc in Pk. Hr. = 2044 Peak Hr, Factor 0,91 8:30 AM Hour Intersection Pdstrns in Pk, Hr, = 6 3:45 PM 27 0 150 1 0 7 0 114 64 0 78 0 20 28 2 9 0 32 8 0 538 2 4:00 PM 23 0 142 16 0 7 0 103 54 0 76 0 28 14 2 4 0 14 9 0 489 2 4:15 PM 39 0 156 4 0 2 0 91 63 0 79 0 20 19 0 5 0 13 11 0 501 0 4:30 PM 25 0 114 8 0 5 0 79 60 0 59 0 16 22 0 2 0 9 4 0 403 0 4:46 PM 40 0 161 4 0 12 0 116 80 0 106 0 30 31 0 4 0 8 13 0 603 0 5:00 PM • 25 0 131 14 0 11 0 128 68 0 68 0 23 21 0 4 0 6 6 0 505 0 5:15 PM " 30 0 144 5 0 11 0 108 66 3 84 0 29 30 1 4 0 20 10 0 531 4 5:30 PM " 29 0 154 6 0 11 0 143 84 0 101 0 37 34 0 5 0 16 6 0 625 0 6:45 PM • 40 0 199 8 0 14 0 -134 89 1 100 0 24 28 0 6 0 10 6 0 668 1 6:00 PM 29 0 128 14 2 6 0 117 59 0 54 0 25 25 0 7 0 11 9 0 484 2 6:15 PM 36 0 113 10 3 8 0 126 53 0 72 0 27 29 2 7 0 15 8 . 0 504 5 6:30 PM 39 0 86 12 1 4 0 78 56 0 53 0 29 26 0 6 0 18 5 0 412 1 Max. 15 min. 40 0 199 15 3 14 0 143 89 3 105 0 37 34 2 9 0 32 13 0 658 5 Pk. Hr. Vol. 124 0 628 32 0 47 0 513 297 4 353 0 113 113 1 19 0 52 28 0 2319 5 Intersection Traffic in Pk, Hr, = 2319 5:45 PM Hour Intersection Pdstrns in Pk, Hr, = 5 Peak Hr, Factor 0,88 Rancho Santa Fe Road at La Costa Avenue Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 7:30 AM to 8:30 AM Page 2 of 3 South Appr (NB) North/Vppr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config - urations Inside (left) Outside Free-flow 1 1 1 1 1 1 1 Lane Settings 1 2 0 1 2 0 1 2 0 1 2 0 Capacity 1800 4000 0 1800 4000 0 1800 4000 0 1800 4000 0 Are the North/South phases split (Y/N)? N Aie the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 83 406 7 27 640 228 298 24 139 45 104 43 Adjusted Hourly Volume 83 413 0 27 868 0 298 163 0 45 147 0 Utilization Factor 0.06 0.10 0.00 0.02 0.22 0.00 0.17 0.04 0.00 0.03 0.04 0.00 Crrtical Factors 0.05 0.22 0.17 0.04 ICU Ratio = 0.57 LOS = A Turning Movements at Intersection of: Rancho Santa Fe Road and La Costa Avenue W e s t A P P r Time : 7:30 AM to 8:30 AM Date Day Nome Totals 876 7/13/94 Wednesday C.K. fic D.S. Sub- totals 415 461 North Approach Rancho Santa Fe Road 1642 298 24 139 896 228 640 27 Subtotals Total t North 824 83 406 496 1320 747 43 104 46 ^ t r Total Subtotals Sub- totals 192 58 Totals 250 E a s t A P P r La Costa Avenue South /Vpproach Note : Left-turn volumes include U-turns. Rancho Santa Fe Road 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 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 2 0 1 2 0 Capacity 1800 4000 0 1800 4000 0 1800 4000 0 1800 4000 0 Are the North/South phases split (Y/N)? N Aie the East/West phases split (Y/N)? N Efflciency Lost Factor 0.10 Hourly Volume 124 628 32 47 613 297 353 113 113 19 52 28 Adjusted Hourly Volume 124 660 0 47 810 0 353 226 0 19 80 0 Utilization Factor 0.07 0.17 0.00 0.03 0.20 0.00 0.20 0.06 0.00 0.01 0.02 0.00 Critical Factors 0.07 0.20 0.20 0.02 ICU Ratio 0.59 LOS= A Turning Movements at Intersection of: Ranclio Santa Fe Road and La Costa Avenue W e s t A P P r Time : 4:45 PM to 6:46 PM Date: 7/13/94 Day : Wednesday Name : C.K. fic D.S. Sub- Totals totals 1052 473 579 353 113 113 Subtotals Total North Approach 645 I t North t 1866 Rancho Santa Fe Road Total 857 297 513 47 1009 4_ ^ t r 124 628 32 784 1429 28 52 19 Subtotals Sub- totals 99 192 Totals 291 La Costa Avenue E a s t A P P r South Approach Note : Left-turn volumes include U-turns. CITY OF CARLSBAD SUMMER 1994 INTERSECTION ANALYSIS SUMMARY Intersection Number: 25 Intersection Location: Rancho Santa Fe Road and Olivenhain Road/Camino Alvaro CONTENT Turn Movement Count Summary (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Turn Movement Diagram P.M. Peak Hour ICU Analysis and Turn Movement Diagram PAGE 1 of 3 2 of 3 3 of 3 JHK fic /Vssociates Turning Movement Count Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Stieet: Rancho Santa Fe Road E/W Street: Olivenhain Rd / Camino Alvaro File: CB9425.XLS Data Collected by T.M. fic J.C. Count Date : 7/12/94 Day : Tuesday Weather: Clear Traffic Control: Signalized End of 15 min, prd. South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 6 0 0 8 0 0 0 0 1 0 1 0 22 0 0 25 0 28 0 3 91 3 6:30 AM 13 0 0 22 0 1 0 2 3 1 0 0 33 1 3 54 0 70 0 2 199 6 6:45 AM 11 0 0 27 0 1 0 3 0 1 0 0 25 0 1 49 0 39 0 1 155 3 7:00 AM 20 0 1 25 0 2 0 6 2 0 0 0 42 0 0 49 0 76 1 0 224 0 7:15 AM 37 0 0 31 0 5 0 0 3 0 0 0 45 1 0 61 0 76 0 0 259 0 7:30 AM 30 0 0 33 0 8 0 4 2 0 0 0 63 1 0 69 0 63 2 1 275 1 7:45 AM " 42 0 1 58 0 8 0 4 1 0 0 0 97 0 0 78 0 140 0 0 429 0 8:00 AM " 29 0 2 32 0 6 0 3 2 0 1 0 66 5 0 94 0 120 3 1 363 1 8:15 AM * 45 0 1 48 0 3 0 2 2 0 2 . 0 60 0 0 77 0 119 2 0 361 0 8:30 AM ' 51 0 1 53 0 6 0 3 5 0 0 0 64 0 0 83 0 106 5 1 377 1 8:45 AM 52 0 2 46 0 6 0 6 4 0 1 0 62 1 0 73 0 133 8 0 393 0 9:00 AM 40 0 1 43 0 7 0 4 1 0 2 0 67 0 0 67 0 97 2 2 331 2 Max. 15 min. 52 0 2 68 0 8 0 6 5 1 2 0 97 5 3 94 0 140 8 3 429 6 Pk. Hr, Vol. 167 0 6 191 0 23 0 12 10 0 3 0 287 5 0 332 0 485 10 2 1530 2 7:30 AM Peak Intersection Traffic in Pk, Hr, = 1530 Peak Hr, Factor 0,89 8:30 AM Hour Intersection Pdstins in Pk, Hr, 2 3:45 PM 41 0 0 86 0 3 0 1 4 0 2 0 111 0 0 44 0 68 7 0 367 0 4:00 PM 54 0 1 120 0 2 0 0 0 0 1 0 129 2 0 34 0 99 7 0 449 0 4:15PM 53 0 4 109 0 2 0 1 1 0 2 0 149 1 0 32 1 66 1 0 422 0 4:30 PM 21 0 8 82 0 3 0 0 1 0 3 0 80 0 0 30 0 67 0 0 295 0 4:45 PM 44 0 5 85 0 4 0 1 0 0 2 0 106 0 0 56 0 70 9 0 382 0 5:00 PM • 43 0 8 101 0 1 0 2 1 0 4 0 129 1 0 62 0 105 4 0 461 0 5:16 PM • 26 0 2 74 0 4 0 1 0 0 3 0 197 3 0 44 0 78 5 0 437 0 5:30 PM • 35 0 3 72 0 1 0 0 0 1 2 0 107 1 0 22 0 45 0 1 288 2 5:45 PM • 31 0 7 81 0 2 0 0 2 0 4 0 149 0 0 36 0 83 9 1 404 1 6:00 PM 29 0 8 78 0 3 0 4 4 0 4 0 119 0 0 42 0 69 7 0 367 0 6:15 PM 34 0 7 63 0 2 0 3 2 0 5 0 142 0 0 41 0 61 8 0 368 0 6:30 PM 31 0 2 46 0 2 0 3 2 0 1 0 88 1 0 23 0 42 3 0 244 0 Max. 15 min. 54 0 8 120 0 4 0 4 4 1 5 0 197 3 0 62 1 105 9 1 461 2 Pk. Hr. Vol. 135 0 20 328 0 8 0 3 3 1 13 0 582 6 0 164 0 311 18 2 1590 3 4:45 PM Peak Intersection Traffic in Pk, Hr, =1590 5:46 PM Hour Intersection Pdstrns in Pk. Hr. = 3 Peak Hr, Factor 0,86 Rancho Santa Fe Road 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 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 1 Capacity 0 2000 0 0 2000 0 1800 4000 0 1800 4000 1800 Aie the North/South phases split (Y/N)? N Aie the East/West phases split (Y/N)? N Efficiency Lcjst Factor 0.10 Hourly Volume 167 6 191 23 12 10 3 287 5 332 485 10 Adjusted Hourly Volume 0 172 0 0 45 0 3 292 0 332 485 10 Utilization Factor 0.00 0.09 0.00 0.00 0.02 0.00 0.00 0.07 0.00 0.18 0.12 0.01 Critical Factors 0.09 0.00 0.07 0.18 ICU Ratio = 0.44 LOS = A Turning Movements at Intersection of: Rancho Santa Fe Road and Olivenhain Rd / Camino Alvaro W e s t A P P r Time : 7:30 AM to 8:30 AM Date: 7/12/94 Day : Tuesday Name : T.M. fic J.C. Totals 957 Sub- totals 662 295 North Approach 10 3 287 6 Subtotals Total 349 167 712 45 12 5 363 63 23 Rancho Santa Fe Road Total t North ^ t r Subtotals Sub- totals 10 485 332 191 827 501 Totals 1328 E a s t A P P r Olivenhain Rd / Camino Alvaro South Approach Note : Left-turn volumes include U-turns. Rancho Santa Fe Road at Olivenhain Rd / Camino Alvaro Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 4:45 PM to 5:45 PM Page 3 of 3 South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config - urations Inside (left) Outside Free-flow 1 1 1 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 Aie the North/South phases spirt (Y/N)? N Aie the East/West phases split (Y/N)? N Efflciency Lost Factor 0.10 Hourly Volume 135 20 328 8 3 3 13 582 5 164 311 18 Adjusted Hourly Volume 0 155 0 0 14 0 13 587 0 164 311 18 Utilization Factor 0.00 0.08 0.00 0.00 0.01 0.00 0.01 0.15 0.00 0.09 0.08 0.01 Critical Factors 0.08 0.00 0.15 0.09 ICU Ratio = 0.42 LOS = A Turning Movements ort Intersection of: Rancho Santa Fe Rood and Olivenhain Rd / Camino Alvaro W e s t A P P r Time : 4:45 PM to 5:45 PM Date : 7/12/94 Day : Tuesday Name : T.M. fic J.C. Totals 1049 Sub- totals 449 600 North Approach 14 3 3 13 682 5 Subtotals Total _J4 172 Rancho Santa Fe Road 65 51 t North t Total Subtotals Sub- totals 4L_ 18 311 164 ^ t r 135 20 328 483 655 493 918 Totals 1411 E a s t A P P r Olivenhain Rd / Camino Alvaro South Approach Note : Left-turn volumes include U-turns. CITY OF CARLSBAD SUMMER 1994 INTERSECTION ANALYSIS SUMMARY Intersection Number: 26 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 1 of 3 2 of 3 3 of 3 JHK fic Associates Turning Movement Count Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Stieet: State Street E/W Street: Carlsbad Village Drive File : CBV9406.XLS Data Collected by M.D. fic D.A. Count Date : 8/4/94 Day : Thursday 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 Leff U-Trn Thru Right Pecjs Leff U-Trn Thru Right Peds Vehicles Peds 6:15AM 0 0 0 0 1 1 0 2 0 0 0 0 18 0 1 0 0 21 3 2 45 4 6:30 AM 2 0 2 0 0 6 0 6 3 1 0 0 46 1 1 3 0 25 6 0 98 2 6:46 AM 1 0 1 0 0 6 0 3 0 0 0 0 22 0 3 0 0 24 0 1 57 4 7:00 AM 6 0 6 0 1 9 0 8 4 1 2 0 39 4 1 0 0 31 7 0 116 3 7:15AM 1 0 2 1 0 9 0 7 3 5 1 0 37 1 6 3 0 34 10 1 109 12 7:30 AM 5 0 5 1 1 9 0 6 2 1 1 0 66 0 1 ' 0 0 37 6 2 127 5 7:45 AM 6 0 7 2 0 5 0 9 5 2 2 0 46 4 0 1 0 31 5 1 122 3 8:00 AM 2 0 14 2 0 12 0 15 6 2 4 0 50 5 6 1 0 43 10 1 164 8 8:15AM • 3 0 12 1 0 9 0 9 2 0 1 0 42 4 2 3 0 48 13 0 147 2 8:30 AM ' 6 0 7 0 0 18 0 11 7 0 2 0 65 1 2 4 0 48 12 0 181 2 8:45 AM " 10 0 13 3 5 16 0 9 4 2 7 0 73 1 6 4 0 66 13 4 208 17 9:00 AM • 10 0 10 0 2 17 0 12 9 4 11 0 77 1 62 1 0 81 20 1 249 69 Max. 15 min. 10 0 14 3 5 18 0 15 9 6 11 0 77 5 62 4 0 81 20 4 249 69 Pk, Hr. Vol, 29 0 42 4 7 59 0 41 22 6 21 0 257 7 72 12 0 233 58 5 786 90 8:00 AM Peak Intersection Traffic in Pk. Hr. = 785 Peak Hr, Factor 0,79 9:00 AM Hour Intersection Pdstrns in Pk. Hr. 90 3:45 PM 18 0 14 6 18 22 0 18 7 8 11 0 84 3 6 11 0 84 10 16 288 48 4:00 PM 14 0 17 6 11 33 0 25 3 5 17 0 93 9 8 6 0 113 27 2 363 26 4:15 PM 12 0 11 5 10 21 0 18 10 12 12 0 80 9 12 3 0 95 25 16 301 50 4:30 PM * 13 0 22 4 16 24 0 18 10 6 12 0 108 6 9 5 0 103 22 13 346 44 4:46 PM " 16 0 14 16 1 23 0 14 7 2 7 0 95 8 0 7 0 97 36 3 339 6 5:00 PM • 18 0 22 i 7 20 0 31 8 2 15 0 81 10 9 11 0 118 24 12 359 30 5:15 PM • 6 0 27 3 8 29 0 25 10 7 22 0 100 8 10 7 0 114 20 16 371 41 5:30 PM 11 0 19 6 5 23 0 18 8 0 11 0 94 5 3 8 0 119 18 12 340 20 5:45 PM 10 0 22 8 0 17 0 15 7 4 9 0 111 2 0 3 0 112 14 13 330 17 6:00 PM 14 0 12 1 4 20 0 11 6 7 5 0 76 3 1 11 0 148 15 11 321 23 6:15 PM 12 0 11 6 6 16 0 12 6 13 3 0 98 3 9 6 0 143 14 8 330 36 6:30 PM 8 0 11 1 5 18 0 8 6 18 5 0 120 2 8 4 0 102 13 9 297 40 Max, 15 min. 18 0 27 16 18 33 0 31 10 18 22 0 120 10 12 11 0 148 36 16 371 60 Pk, Hr. Vol. 62 0 85 24 32 96 0 88 35 17 56 0 384 31 28 30 0 432 102 44 1416 121 4:15 PM Peak Intersection Traffic in Pk, Hr, =1416 5:15 PM Hour Intersection Pdstrns in Pk, Hr. = 121 Peak Hr. Factor 0,95 state Street at Carlsbad Village Drive Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 8:00 AM to 9:00 AM Page 2 of 3 South Appr (NB) North Appr (SB) West Appr (EB) East/Vppr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config - urations Inside (left) Outside Free-flow 1 1 1 Lane Settings 0 1 0 0 1 0 1 2 0 1 2 0 Capacity 0 2000 0 0 2000 0 1800 4000 0 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 29 42 4 59 41 22 21 257 7 12 233 58 Adjusted Hourly Volume 0 75 0 0 122 0 21 264 0 12 291 0 Utilization Factor 0.00 0.04 0.00 0.00 0.06 0.00 0.01 0,07 0.00 0.01 0.07 0.00 Crrtical Factors 0.00 0.06 0.01 0.07 ICU Ratio = 0.25 LOS = A Turning Movements at Intersection of: State Street and Carlsbad Village Drive W e s t A P P r Time : 8:00 AM to 9:00 AM Date: 8/4/94 Day : Thursday Name : M.D. fic D.A. Totals 569 Sub- totals 284 285 North Approach 21 257 7 Subtotals 60 Total t North 29 42 76 135 State Street 243 122 22 41 59 J I It. 121 4_ ^ t r 58 233 12 Total Subtotals Sub- totals 303 320 Totals 623 E a s t A P P r Carlsbad Village Drive South Approach Note : Left-turn volumes include U-turns. State Street at Carlsbad Village Drive Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 4:15 PM to 5:15 PM Page 3 of 3 South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right _Left_ Thru Right 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 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 ' 52 85 24 96 88 ,35 56 384 31 30 432 102 Adjusted Hourly Volume 0 161 0 0 219 0 56 415 0 30 534 0 Utilization Factor 0.00 0.08 0.00 0.00 0.11 0,00 0,03 0.10 0.00 0.02 0.13 0.00 Critical Factors 0.00 0.11 0.03 0.13 ICU Ratio = 0.37 LOS = A Turning Movements at Intersection of: State Street and Carlsbad Village Drive W e s t A P P r Time : 4:15 PM to 5:15 PM Date: 8/4/94 Day : Thursday Name : M.D. fic D.A. Totals 990 Sub- totals 519 471 North Approach 35 56 384 31 Subtotals Total 149 52 310 219 88 462 96 State Street 243 t North ^ t r 85 24 161 102 432 30 Total Subtotals Sub- totals 564 604 Totals 1068 E a s t A P P r Carisbad Village Drive South Approach Note : Left-turn volumes include U-turns. CITY OF CARLSBAD SUMMER 1994 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 1 of 3 2 of 3 3 of 3 JHK 8c Associates Turning Movement Count /Vnalysis Page 1 of 3 City: Carlsbad Intersection of: N/S Street: Jefferson Street E/W Street: Carlsbad Village Drive File : CBV9407.XLS Data Collected by T.M. fic J.H. Count Date : 8/4/94 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 6:15 AM 1 0 1 0 0 8 0 2 0 0 0 0 21 1 1 0 0 10 3 1 47 2 6:30 AM 0 0 1 2 0 2 0 6 5 0 0 0 32 1 0 3 0 49 1 0 101 0 6:45 AM 0 0 0 1 0 5 0 3 4 1 2 0 44 1 1 0 0 36 3 0 99 2 7:00 AM 0 0 0 1 0 4 0 5 9 0 1 0 51 0 0 0 0 49 4 1 124 1 7:15AM 1 0 0 0 0 6 0 2 3 1 3 0 35 1 3 2 0 47 3 0 103 4 7:30 AM 1 0 1 1 0 0 0 7 5 0 5 0 43 1 0 1 0 48 5 0 118 0 7:45 AM 1 0 0 1 0 7 0 5 4, 2 2 0 60 3 1 6 0 59 9 0 156 3 8:00 AM 1 0 2 0 0 10 0 5 10 2 4 0 66 2 2 4 0 86 15 0 205 4 8:15AM • 1 0 0 1 0 11 0 8 4 1 2 0 62 2 0 3 1 95 16 0 206 1 8:30 AM * 0 0 2 1 0 7 0 5 2 7 1 0 70 1 2 3 0 113 12 0 217 9 8:45 AM • 2 0 7 2 0 8 0 6 9 2 3 0 90 2 4 4 0 106 5 0 243 6 9:00 AM " 0 0 0 4 0 6 0 8 5 0 4 0 84 0 1 3 0 107 11 0 232 1 Max. 15 min. 2 0 7 4 0 11 0 8 10 7 6 0 90 3 4 6 1 113 16 1 243 9 Pk, Hr, Vol, 3 0 9 8 0 32 0 26 20 10 10 0 306 5 7 13 1 421 44 0 898 17 8:00 AM Peak Intersection Traffic in Pk, Hr, = 898 Peak Hr, Factor 0,92 9:00 AM Hour Intersection ^dstrns in Pk, H 17 3:45 PM 2 0 6 2 0 21 0 19 8 0 14 0 86 6 1 7 0 142 19 0 332 1 4:00 PM 0 0 1 0 3 25 0 10 12 0 9 0 119 3 9 3 0 140 16 0 338 12 4:15 PM 0 0 1 5 1 19 0 11 8 0 7 0 114 1 7 4 0 127 10 1 307 9 4:30 PM 1 0 6 1 0 31 0 8 9 0 11 0 92 1 3 3 0 161 9 0 333 3 4:45 PM • 0 0 4 2 0 24 0 12 17 0 6 0 115 1 1 4 0 137 5 0 327 1 5:00 PM • 0 0 4 3 0 24 0 10 12 0 18 0 108 6 4 7 0 163 8 0 362 4 5:15 PM • 2 0 6 0 0 34 0 11 13 0 18 0 127 0 0 4 0 146 11 0 372 0 5:30 PM • 0 0 3 4 0 19 0 18 11 0 19 0 171 4 1 6 0 172 14 0 441 1 5:45 PM 1 0 0 5 0 17 0 10 8 0 14 0 111 2 3 2 0 108 16 4 294 7 6:00 PM 0 0 0 1 1 21 0 13 16 0 15 0 111 0 1 2 0 186 14 0 378 2 6:15 PM 0 0 3 3 1 22 0 10 10 0 8 0 125 1 7 5 0 131 6 0 324 8 6:30 PM 0 0 0 0 1 17 0 11 10 0 6 0 95 1 2 0 0 58 4 0 202 3 Max, 15 min, Pk, Hr, Vol, 2 2 0 0 6 17 6 9 3 0 34 101 0 0 19 51 17 53 0 0 19 61 0 0 171 521 6 10 9 6 7 21 0 0 185 618 19 38 4 0 441 1502 12 6 4:30 PM Peak 5:30 PM Hour Intersection Traffic in Pk, Hr, Intersection Pdstrns in Pk, Hr, = 1502 6 Peak Hr, Factor 0,85 Jefferson Street at Carisbad Village Drive Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 8:00 AM to 9:00 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 1 1 1 1 1 1 1 1 Config - (left) 2 1 1 urations 3 4 C 1 1 1 1 Outside O 6 7 Free-flow Lane Settings 0 1 0 0 1 0 1 2 0 1 2 0 Capacity 0 2000 0 0 2000 0 1800 4000 0 1800 4000 0 Are the North/South phases split (Y/N)? N Aie the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 3 9 8 32 26 20 10 306 5 14 421 44 Adjusted Hourly Volume 0 20 0 0 78 0 10 311 0 14 465 0 Utilization Factor 0.00 0.01 0.00 0.00 0.04 0.00 0.01 0.08 0.00 0.01 0.12 0.00 Critical Factors 0.00 0.04 0.01 0.12 ICU Ratio = 0.26 LOS = A Turning Movements at Intersection of: Jefferson Street and Carlsbad Village Drive W e s t A P P r Time : 8:00 AM to 9:00 AM Date Day Name Totals 765 8/4/94 Thursday T.M. fic J.H. Sub- totals 444 321 North Approach 10 306 5 Subtotals Total 20 44 141 78 26 32 Jefferson Street 63 t North ^ t r 3 9 8 20 64 4^ 44 421 14 Total Subtotals Sub- totals 479 347 Totals 826 E a s t A P P r Carlsbad Village Drive South Approach Note : Left-turn volumes include U-turns. Jefferson Street dt Carlsbad Village Drive Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period 4:30 PM to 5:30 PM Page 3 of 3 South Appr (NB) North/Vppr (SB) West Appr (EB) East/Vppr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config- urations Inside (left) Outside Free-flow 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 Aie the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efflciency Lost Factor 0.10 Hourly Volume 2 17 9 101 51 53 61 521 10 21 618 38 Adjusted Hourly Volume 0 28 0 0 205 0 61 531 0 21 656 0 Utilization Factor 0.00 0.01 0.00 0.00 0.10 0.00 0.03 0.13 0.00 0.01 0.16 0.00 Critical Factors 0.00 0.10 0.03 0.16 ICU Ratio = 0.40 LOS = A Turning Movements at Intersection of: Jefferson Stieet and Cartsbad Viliage Drive W e s t A P P r Totals Time : 4:30 PM to 5:30 PM 8/4/94 Thursday T.M. fic J.H. Sub- totals Date Day Name 1265 673 592 North Approach 205 53 51 61 521 10 Subtotals Total 82 321 101 Jefferson Street 116 t North ^ t r 2 17 9 28 110 4_ 38 618 21 Total Subtotals Sub- totals 677 Totals 1308 631 Carisbad Village Drive E a s t A P P South Approach Note : Left-turn volumes include U-turns. CITY OF CARLSBAD SUMMER 1994 INTERSECTION ANALYSIS SUMMARY Intersection Number: 28 Intersection Location: Carlsbad Village Drive and Harding Street CONTENT PAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. Peak Houi- ICU Analysis and 2 of 3 Turn Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Turn Movement Diagram JHK fic Associates Turning Movement Count Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Stieet: Harding Stieet E/W Stieet: Carlsbad Village Drive File: CBV9410.XLS Data Collected by J.C, fic A,R. Count Date : 8/4/94 Day : Thursday Weather: Clear Traftic 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 7 0 8 8 2 6 0 1 0 0 0 0 29 0 1 8 1 25 10 0 103 3 6:30 AM 1 0 14 15 0 10 0 2 1 0 0 0 41 0 0 14 2 35 2 0 137 0 6:45 AM 0 0 7 31 0 11 0 0 0 0 2 0 53 4 0 15 7 58 4 0 192 0 7:00 AM 1 0 4 3 1 12 0 3 2 2 1 0 64 0 1 21 7 54 6 1 178 5 7:15 AM 9 0 6 16 2 15 0 1 0 0 0 0 56 6 0 14 4 54 8 1 187 3 7:30 AM 2 0 9 16 1 15 0 0 1 0 0 1 76 1 0 18 5 48 11 0 202 1 7:45 AM 4 0 10 25 2 14 0 5 0 1 2 1 74 3 2 19 6 63 13 0 239 6 8:00 AM 5 0 16 14 2 17 0 2 0 1 0 0 87 1 6 14 9 89 16 2 270 11 8:16AM • 8 0 13 8 0 25 0 4 1 0 2 0 72 3 2 23 8 91 16 0 273 2 8:30 AM • 6 0 16 20 0 20 0 4 1 1 1 0 86 3 1 23 11 140 23 1 364 3 8:45 AM • 6 0 14 25 2 23 1 13 0 1 1 0 98 2 3 28 11 127 19 0 367 6 9:00 AM • 6 0 17 15 9 20 1 4 2 3 1 0 112 5 2 14 1 136 36 0 369 14 Max. 15 min. 9 0 17 31 9 25 1 13 2 3 2 1 112 5 6 28 11 140 36 2 369 14 Pk, Hr, Vol, 24 0 60 68 11 88 2 26 4 5 5 0 368 13 8 88 31 494 93 1 1363 25 8:00 AM Peak Intersection Traffic in Pk, Hr, = 1363 Peak Hr. Factor 0.92 9:00 AM Hour Intersection Pdstrns in Pk, Hr, = 26 3:45 PM 4 0 19 25 0 46 0 10 3 3 1 0 149 3 8 19 13 102 25 0 419 11 4:00 PM 7 0 17 21 0 21 0 7 0 4 4 0 126 5 7 15 8 188 29 0 448 11 4:15 PM 11 0 27 22 1 51 0 7 2 1 5 0 183 3 1 22 13 118 25 0 489 3 4:30 PM 9 0 18 32 0 31 0 8 1 1 2 2 156 4 5 20 7 224 28 0 642 6 4:45 PM 4 0 16 17 0 34 0 13 1 0 1 0 168 8 2 10 9 104 19 1 404 3 5,00 PM " 11 0 17 20 0 40 0 12 0 0 2 0 145 5 4 18 16 164 41 1 491 5 5:16 PM • 9 0 36 50 0 64 0 13 1 0 8 0 205 5 1 28 11 255 64 0 749 1 6:30 PM • 18 0 30 15 3 35 0 6 0 0 4 0 132 1 0 21 11 165 26 1 464 4 5:45 PM " 20 0 28 23 4 35 0 8 0 0 3 0 168 5 3 25 21 200 18 0 554 7 6:00 PM 4 0 10 22 0 26 0 20 0 0 5 0 113 4 8 20 11 190 12 0 437 8 6:15 PM 8 0 14 9 6 39 0 19 0 0 3 0 149 4 5 18 4 121 14 0 402 11 6:30 PM 9 0 14 21 1 38 0 16 4 0 2 0 183 2 4 16 7 140 18 0 470 5 Max, 15 min. 20 0 36 50 6 64 0 20 4 4 8 2 206 8 8 28 21 255 64 1 749 11 Pk, Hr, Vol, 58 0 111 108 7 174 0 39 1 0 17 0 660 16 8 92 59 784 149 2 2258 17 4:45 PM Peak Intersection Traffic in Pk. Hr. = 2258 Peak Hr. Factor 0.75 6:45 PM Hour Intersection Pdstrns in Pk. Hr. 17 Harding Street at Carlsbad Village Drive Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 8:00 AM to 9:00 AM Page 2 of 3 South/Vppr (NB) North Appr (SB) West Appr (EB) East/Vppr (WB) Left Thru Right Left Thru Right- Left Thru Right Left Thru Right Lane Config - urations Inside (left) Outside Free-flow Lane Settings 0 1 0 0 1 0 1 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 Efflciency Lost Factor 0.10 Hourly Volume 24 60 68 90 25 4 5 368 13 119 494 93 Adjusted Hourly Volume 0 152 0 0 119 0 5 381 0 119 587 0 Utilization Factor 0.00 0.08 0.00 0.00 0.06 0.00 0.00 0.10 0.00 0.07 0.15 0.00 Critical Factors 0.08 0.00 0.10 0.07 ICU Ratio = 0.34 LOS = A Turning Movements at Intersection of: Harding Stieet and Carisbad Village Drive Time : 8:00 AM to 9:00 AM North Approach Harding Street Date : 8/4/94 Day : Thursday 279 Total Name : J.C. ficA.R. 119 160 Subtotals Sub-4 25 90 Sub- Totals totals 1 ± 1 totals W t e 522 A A s 908 5 T ^— 93 t 386 368 —• 4 494 706 13 119 A p p r North ^ t r Totals 1261 Subtotals Total 24 60 126 152 278 68 555 Carlsbad Village Drive E a s t A P P r South Approach Note : Left-turn volumes include U-turns. Harding Street at Carlsbad Village Drive Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 4:45 PM to 5:45 PM Page 3 of 3 South Appr (NB) North/Vppr (SB) West Appr (EB) East/Vppr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config- urations Inside (left) Outside Free-flow 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 Ase the North/South phases split (Y/N)? N Aie the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 58 111 108 174 39 1 17 650 16 151 784 149 Adjusted Hourly Volume 0 277 0 0 214 0 17 666 0 151 933 0 Utilization Factor 0.00 0.14 0.00 0.00 0.11 0.00 0.01 0.17 0.00 0.08 0.23 0.00 Critical Factors 0.14 0.00 0.17 0.08 ICU Ratio = 0.49 LOS = A Turning Movements at Intersection of: Time : 4:45 PM to 5:45 PM Date: 8/4/94 Day : Thursday Name : J.C. fic A.R. W e s t A P P r Totals 1526 Sub- totals 843 683 Harding Street North Approach 17 650 16 Subtotals Total and Carlsbad Village Drive Harding Street 147 58 424 491 214 39 174 t North ^ t r 111 )08 277 277 149 784 161 Total Subtotals Sub- totals 1084 991 Totals 2076 E a s t A P P r Carlsbad Village Drive South Approach Note : Left-turn volumes include U-turns. CITY OF CARLSBAD SUMMER 1994 INTERSECTION ANALYSIS SUMMARY Intersection Number: 2 9 Intersection Location: Poinsettia Lane and Batiquitos Drive CONTENT PAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. LOS Analysis (TRB Method) 2 of 3 P.M. LOS Analysis (TRB Method) 3 of 3 JHK fic Associates Turning Movement Count /Vnalysis Page 1 of 3 City: Carlsbad Intersection of: N/S Stieet: Batiquitos Drive E/W Street: Poinsettia Lane File: CB9429.XLS Data Collected by C.I. fic T.M. Count Date : 7/21/94 Day : Thursday Weather: Clear Traffic Control: Unsignalized End of 15 min. prd. South Approach (NB) North Approoch (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 12 0 0 0 0 1 0 0 10 0 2 0 14 1 1 0 0 29 0 0 69 1 6:30 AM 17 0 0 0 0-2 0 0 18 0 3 0 28 0 1 0 0 48 1 1 117 2 6:45 AM 20 0 0 1 0 4 0 1 24 2 4 0 56 2 1 0 0 60 1 2 163 5 7:00 AM 29 0 1 2 0 4 ' 0 1 29 0 8 0 73 4 0 0 0 86 1 1 238 1 7:15 AM 29 0 0 0 0 9 0 1 34 0 1 0 53 8 0 2 0 76 2 0 215 0 7:30 AM 25 0 0 1 0 5 0 1 32 0 3 0 42 9 0 1 0 120 1 0 240 0 7:45 AM 26 0 1 2 0 8 0 1 33 0 0 0 37 7 0 0 0 82 2 0 199 0 8:00 AM • 26 0 0 0 0 9 0 3 36 0 4 0 45 7 0 1 0 86 0 0 217 0 8:15 AM " 30 0 0 2 0 6 0 0 42 0 8 0 56 11 0 0 0 82 1 0 238 0 8:30 AM " 24 0 3 0 0 3 0 0 32 0 4 0 53 11 0 0 0 68 0 0 198 0 8:45 AM ' 37 0 4 1 0 3 0 0 39 0 6 0 66 17 0 1 0 90 3 0 267 0 9:00 AM 10 0 0 1 0 3 0 2 18 3 7 0 38 13 0 0 0 66 3 0 151 3 Max. 15 min. 37 0 4 2 0 9 0 3 42 3 8 0 73 17 1 2 0 120 3 2 267 5 Pk, Hr, Vol, 117 0 7 3 0 21 0 3 149 0 22 0 220 46 0 2 0 326 4 0 920 0 7:45 AM Peak Intersection Traffic in Pk, Hr, 920 Peak Hr, Factor 0,86 8:45 AM Hour Intersection Pdstrns in Pk, Hr 0 3:45 PM 10 0 0 0 0 1 0 1 26 0 20 0 78 32 0 4 0 145 11 0 328 0 4:00 PM 19 0 5 3 0 6 0 1 6 0 19 0 63 43 1. 0 0 84 2 1 251 2 4:15 PM 23 0 4 2 1 12 0 2 16 1 17 0 88 28 1 2 0 86 9 1 289 4 4:30 PM 19 0 0 2 1 8 0 4 13 0 28 0 73 18 1 4 0 88 5 3 262 5 4:45 PM 25 0 2 2 0 6 0 0 20 1 27 0 83 34 2 0 0 84 5 2 288 5 5:00 PM 27 0 0 1 0 7 0 1 16 1 28 0 118 26 1 1 0 64 8 4 296 6 5:16 PM 15 0 3 1 1 6 0 1 20 1 26 0 86 25 2 2 0 107 9 0 301 4 6:30 PM • 26 0 2 3 2 7 0 1 18 1 30 0 110 32 1 2 0 91 5 2 327 6 5:45 PM " 18 0 3 2 5 2 0 0 19 1 27 0 88 25 1 1 0 73 7 2 265 9 6:00 PM • 28 0 9 2 2 11 0 4 18 2 33 0 97 34 1 1 0 105 10 1 352 6 6:15 PM • 28 0 1 2 4 6 0 1 20 1 32 0 105 27 1 2 0 82 16 2 322 8 6:30 PM 15 0 0 0 3 8 0 0 23 2 16 0 67 19 2 3 0 43 16 1 199 8 Max, 15 min. 28 0 9 3 5 12 0 4 26 2 33 0 118 43 2 4 0 145 16 4 352 9 Pk. Hr. Vol. 100 0 16 9 13 26 0 6 75 5 122 0 400 118 4 6 0 351 38 7 1266 29 6:15 PM Peak Intersection Traffic in Pk, Hr. =1266 6:15 PM Hour Intersection Pdstrns in Pk. Hr. = 29 Peak Hr. Factor 0.90 JHK & Associates - San Diego Intersection: Poinsettia Lane & Batiquitos Drive City / State: Carlsbad, California Date: 7/21/94 Analysis Period: AM Peak Analyst: BCS Proj No: 50028 Filename: rev29a.xls APPROACH VOLUMES Approach LT TH RT Total PHF EB 22 220 46 288 0.81 WB 2 326 4 332 0.88 NB 117 7 3 127 0.90 SB 21 3 149 173 0.90 3F APPROACH LANES Approach LT TH RT Total EB 1 2 0 3 WB 1 2 0 3 NB 1 1 1 3 SB 1 1 1 3 SUMMARY OF THE RESULTS Approach EB WB NB SB Delay (seconds) 5.4 5.7 2.4 12.5 Capacity 805 821 628 289 LOS B B A C Intersection Total Delay: 6.4 Intersection Levei of Service: B seconds JHK & Associates - San Diego Intersection: Poinsettia Lane & Batiquitos Drive City / State: Carlsbad, California Date: 7/21/94 Analysis Period: PM Peak Analyst: BCS Proj No: 50028 Filename: rev29p.xls APPROACH VOLUMES Approach LT TH RT Total PHF EB 122 400 118 640 0.93 WB 6 351 38 395 0.85 NB 100 15 9 124 0.79 SB 26 6 75 107 0.81 NUMBER OF APPROACH L>\NES Approach LT TH RT Total EB 1 2 0 3 WB 1 2 0 3 NB 1 1 1 3 SB 1 1 1 3 SUMMARY OF THE RESULTS Approach EB WB NB SB Delay (seconds) 18.6 8.7 3.6 8.4 Intersection Total Delay: Intersection Level of Service: Capacity 895 815 469 237 12.8 seconds C LOS C B A B CITY OF CARLSBAD SUMMER 1994 INTERSECTION ANALYSIS SUMMARY Intersection Number: 30 Intersection Location: Poinsettia Lane and Paseo Del Norte CONTENT PAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. LOS Analysis (TRB Method) 2 of 3 P.M. LOS Analysis (TRB Method) 3 of 3 JHK fic Associates Turning Movement Count /Vnalysis Page 1 of 3 City: Carlsbad Intersection of: N/S Stieet; Paseo Del Norte E/W Street: Poinsettia Lane File : CB9430.XLS Data Collected by T.M. fic C.I Count Date : 7/20/94 Day : Wednesday Weather: Clear Traffic Control: Unsignalized 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 1 .eft U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-trn Thru Right Peds Vehicles Peds 6:15 AM 4 0 1 1 0 6 0 3 24 0 2 0 3 0 0 0 0 69 4 0 106 0 6:30 AM 2 0 3 1 0 3 0 1 29 0 12 0 35 2 0 0 0 51 0 0 139 0 6:45 AM 10 0 2 2 0 7 0 1 58 0 12 0 67 3 0 1 0 111 4 0 268 0 7:00 AM 4 0 0 1 0 6 0 4 42 0 11 0 64 1 0 0 0 86 12 0 221 0 7:15AM • 8 0 2 2 0 3 0 6 60 0 27 1 45 0 1 1 0 109 6 0 269 1 7:30 AM ' 5 0 1 2 0 6 0 4 66 0 18 2 61 3 0 1 0 97 10 0 264 0 7:45 AM " 6 0 3 0 0 4 0 2 50 0 18 0 40 4 0 1 0 103 9 0 240 0 8:00 AM • 10 0 2 0 0 10 0 1 56 0 33 0 57 3 0 1 0 123 18 0 314 0 8:15 AM 9 0 1 0 0 10 0 6 29 0 28 0 48 8 0 4 0 74 11 0 228 0 8:30 AM 14 0 2 3 0 14 0 7 55 0 27 0 39 6 0 0 0 78 7 0 252 0 8:45 AM 11 0 1 1 2 15 0 1 64 0 14 0 41 7 1 0 0 90 7 0 242 3 9:00 AM 18 0 3 0 0 11 0 0 38 0 27 0 39 2 1 3 0 86 12 0 239 1 Max. 15 min. 18 0 3 3 2 15 0 7 65 0 33 2 57 8 1 4 0 123 18 0 314 3 Pk. Hr. Vol. 29 0 8 4 0 22 0 12 231 0 96 3 193 10 1 4 0 432 43 0 1087 1 7:00 AM Peak Intersection Traffic in Pk, Hr, = 1087 Peak Hr. Factor 0,87 8:00 AM Hour Intersection Pdstrns in Pk. Hr = 1 3:45 PM 8 0 4 2 0 27 0 3 62 0 41 3 67 7 0 5 0 98 18 0 335 0 4:00 PM 5 0 3 1 0 32 0 3 55 0 38 1 63 16 0 6 0 100 20 0 343 0 4:15 PM 11 0 1 2 0 26 0 12 51 0 44 2 88 8 0 1 0 93 18 0 357 0 4:30 PM 0 0 I 0 0 15 0 7 36 2 45 1 74 6 0 2 0 88 13 0 287 2 4:45 PM 5 0 0 3 0 39 0 5 45 0 66 1 106 6 0 4 0 71 15 0 366 0 5:00 PM • 9 0 1 0 0 22 0 7 76 0 70 0 110 17 0 3 ,0 91 23 0 429 0 5:15 PM • 1 0 1 0 0 17 0 10 62 0 42 1 71 10 0 3 0 59 13 0 290 0 5:30 PM • 5 0 1 0 0 55 0 10 61 0 55 2 90 14 0 2 0 84 20 0 399 0 5:45 PM • 4 0 0 0 0 36 0 14 62 0 55 1 80 15 0 2 1 82 16 0 368 0 6:00 PM 7 0 1 2 0 21 0 12 47 0 44 1 71 12 0 7 0 76 13 0 314 0 6:15 PM 8 0 0 0 0 20 0 7 32 0 40 2 87 8 0 1 0 81 9 0 295 0 6:30 PM 5 0 1 0 0 18 0 7 37 0 57 1 93 13 0 3 0 51 10 0 296 0 Max. 16 min. 11 0 4 3 0 65 0 14 76 2 70 3 110 17 0 7 1 100 23 0 429 2 Pk. Hr. Vol. 19 0 3 0 0 130 0 41 261 0 222 4 351 56 0 10 1 316 72 0 1486 0 4:45 PM Peak Intersection Traffic in Pk. Hr. = 1486 Peak Hr. Factor 0.87 5:45 PM Hour Intersection Pdstrns in Pk. Hr.' = 0 JHK & Associates - San Diego Intersection: Paseo Del Norte & Poinsettia Lane City / State: Carlsbad, California Date: 7/20/94 Analysis Period: AM Peak Analyst: BCS Proj No: 50028 Filename: rev30a.xls APPROACH VOLUMES Approach LT TH RT Total PHF EB 99 193 10 302 0.81 WB 4 432 43 479 0.84 NB 29 8 4 41 0.85 SB 22 12 231 265 0.90 NUMBER OF APPROACH LANES Approach LT TH RT Total EB 1 1 0 2 WB 0 1 1 2 NB 0 1 0 1 SB 1 1 0 2 SUMMARY OF THE RESULTS Approach EB WB NB SB Delay (seconds) 4.9 12.3 2.0 20.9 Capacity 895 865 269 368 LOS. A C A D Intersection Total Delay: Intersection Level of Service: 11.7 seconds C JHK & Associates - San Diego Intersection: City / State: Date: 7/20/94 Analysis Period: PM Peak Paseo Del Norte 8c Poinsettia Lane Carlsbad, Caiifornia Analyst: BCS Proj No: 50028 Filename: rev30p.xls APPROACH VOLUMES Approach LT TH RT Total PHF EB 226 351 56 633 0.80 WB 11 316 72 399 0.85 NB 19 3 0 22 0.55 SB 130 41 261 432 0.91 NUMBER OF APPROACH L^NES Approach LT TH RT Total EB 1 1 0 2 WB 0 1 1 2 NB 0 1 0 1 SB 1 1 0 2 SUMMARY OF THE RESULTS Approach EB WB NB SB Delay (seconds) 33.7 12.6 2.5 88.1 Capacity 856 704 164 403 LOS E C A F Intersection Total Delay: Intersection Level of Service: 42.0 seconds E CITY OF CARLSBAD SUMMER 1994 INTERSECTION ANALYSIS SUMMARY Intersection Number: 31 Intersection Location: Poinsettia Lane and Avenida Encinas CONTENT PAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and 2 of'3 Turn Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Turn Movement Diagram JHK fic Associates Turning Movement Count /Vnalysis Page 1 of 3 City: Carlsbad Intersection of : N/S Stieet: Avenida Encinas E/W Street: Poinsettia Lane File: CB9431.XLS Data Collected by N.B. fic M.B. Count Date : 7/19/94 Day : Tuesday Weather: Clear Traffic Control: Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Leff U-Trn Thru Right Peds Leff U-Trn Thru Right Peds Leff U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 0 0 0 16 0 10 0 0 1 0 0 0 6 3 0 9 0 10 5 0 60 0 6:30 AM 1 0 1 13 2 15 0 1 2 1 1 0 9 1 0 16 0 7 6 1 73 4 6:46 AM 3 0 3 14 0 19 0 0 2 4 0 0 7 3 1 14 0 20 8 3 93 8 7:00 AM 1 0 1 20 1 11 0 4 6 0 0 0 7 4 1 19 0 20 15 4 107 6 7:16 AM 9 0 2 26 0 16 0 6 4 1 3 0 16 6 0 19 0 16 17 1 139 2 7:30 AM 6 0 1 27 0 12 0 1 2 0 1 0 15 7 4 29 0 24 26 2 150 6 7:46 AM 8 0 1 30 1 19 0 0 3 0 4 0 8 2 1 29 0 26 16 0 146 2 8:00 AM • 6 0 6 39 9 18 0 2 6 4 8 0 17 12 5 56 0 44 43 4 255 22 8:16AM • 14 0 1 26 5 15 0 1 4 2 3 0 12 22 1 42 0 23 29 0 191 8 8:30 AM ' 6 0 1 43 0 11 0 2 3 4 4 0 12 10 1 63 0 20 33 2 208 7 8:46 AM ' 7 0 2 41 2 23 0 3 3 8 4 0 12 12 2 43 0 27 20 1 197 13 9:00 AM 7 0 3 41 2 19 0 6 6 1 3 0 16 13 1 57 0 22 26 0 218 4 Max. 16 min. 14 0 6 43 9 23 0 6 5 8 8 0 17 22 5 63 0 44 43 4 256 22 Pk, Hr, Vol, 33 0 10 148 16 67 0 8 16 18 19 0 53 56 9 203 0 114 125 7 851 50 7:45 AM Peak Intersection Traffic in Pk, Hr, = 851 Peak Hr, Factor 0,83 8:45 AM Hour Intersection Pdstrns in Pk, Hr 60 3:45 PM 19 0 3 55 0 29 0 7 12 0 6 0 23 29 1 70 0 25 30 2 308 3 4:00 PM 29 2 6 105 1 35 0 5 12 0 13 0 28 29 0 103 0 32 44 0 443 1 4:16 PM 15 0 4 69 1 27 0 3 8 0 3 0 30 25 1 44 0 19 25 0 272 2 4:30 PM 26 0 7 94 1 34 0 7 6 0 5 0 33 31 0 72 0 29 49 0 393 1 4:45 PM • 24 0 6 83 0 51 0 6 10 0 4 0 45 39 2 92 0 46 29 3 434 -6 5:00 PM • 22 0 2 83 0 26 0 9 9 0 3 0 27 31 0 82 0 28 34 2 356 2 5:15 PM • 39 0 4 94 2 60 0 10 8 0 9 0 46 25 2 71 0 21 26 2 412 6 5:30 PM • 38 0 5 91 4 39 0 3 12 1 6 0 41 27 2 79 0 38 29 2 408 9 6:45 PM 21 1 5 87 2 36 0 9 14 3 9 0 58 34 2 95 0 36 27 1 432 8 ' 6:00 PM 21 1 6 70 3 19 0 1 3 0 7 0 21 27 1 47 0 27 14 2 264 6 6:15 PM 36 0 2 85 0 21 0 3 4 0 7 0 45 24 0 77 0 30 18 1 352 1 6:30 PM 40 0 6 62 0 18 0 6 6 6 8 0 27 16 3 68 0 25 17 0 299 9 Max, 15 min, Pk, Hr, Vol, 40 123 2 0 7 16 105 351 4 6 60 176 0 0 10 28 14 39 6 1 13 22 0 0 58 159 39 122 3 6 103 324 0 0 46 133 49 117 3 9 443 1610 9 22 4:30 PM Peak 5:30 PM Hour Intersection Traffic in Pk, Hr, Intersection Pdstrns in Pk. Hr. 1610 22 Peak Hr, Factor 0,91 Avenida Encinas at Poinsettia Lane 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/Vppr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config - urations Inside (left) Outside Free-flow 1 1 1 1 1 1 Lane Settings 1 1 1 0 1 0 1 1 0 1 1 1 Capacity 1800 2000 1800 0 2000 0 1800 2000 0 1800 2000 1800 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efflciency Lost Factor 0.10 Hourly Volume 33 10 148 67 8 15 19 53 56 203 114 125 Adjusted Hourly Volume 33 10 148 0 90 0 19 109 0 203 114 125 Utilization Factor 0.02 0.01 0.08 0.00 0.05 0.00 0.01 0.05 0.00 O.U 0.06 0.07 Critical Factors 0.08 0.00 0.05 0.11 ICU Ratio = 0.35 LOS = A Turning Movements at Intersection of: Avenida Encinas and Poinsettia Lane W e s t A P P r Time : 7:45 AM to 8:45 AM 7/19/94 Tuesday N.B. fic M.B. Date Day Name Totals 290 Sub- totals 162 128 North Approach 19 53 56 Subtotals 267 Total t North t Avenida Encinas 244 90 15 8 67 154 125 114 203 ltr 33 10 148 191 458 Total Subtotals Sub- totals 442 268 Totals 710 Poinsettia Lane E a s t A P P r South /Vpproach Note : Left-turn volumes include U-turns. Avenida Encinas at Poinsettia Lane 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/Vppr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config - urations Inside (left) Outside Free-flow 1 Lane Settings 1 1 1 0 1 0 1 1 0 1 1 1 Capacity 1800 2000 1800 0 2000 0 1800 2000 0 1800 2000 1800 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 123 16 351 176 28 39 22 159 122 324 133 117 Adjusted Hourly Volume 123 16 361 0 243 0 22 281 0 324 133 117 Utilization Factor 0.07 0.01 0.20 0.00 0.12 0.00 0.01 0.14 0.00 0.18 0.07 0.07 Critical Factors 0.20 0.00 0.14 0.18 ICU Ratio = 0.62 LOS = B Turning Movements at Intersection of: Avenida Encinas and Poinsettia Lane W e s t A P P r Time : 4:30 PM to 5:30 PM Date : 7/19/94 Day : Tuesday Name : N.B. fic M.B. Totals 598 Sub- totals 296 303 North Approach 22 159 122 _J4 Subtotals Total 474 I t North Avenida Encinas 398 243 39 28 176 156 4^„7 - 133 - 324 ^ t r 123 16 351 490 964 Total Subtotals Sub- totals 574 686 Totals 1260 Poinsettia Lane E a s t A P P r South Approach Note : Left-turn volumes include U-turns. CITY OF CARLSBAD SUMMER 1994 INTERSECTION ANALYSIS SUMMARY Intersection Number: 32 Intersection Location: Tamarack Avenue and Carlsbad Village Drive CONTENT PAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. LOS Analysis (TRB Method) 2 of 3 P.M. LOS Analysis (TRB Method) 3 of 3 JHK fic Associates Turning Movement Count /Vnalysis Page 1 of 3 City: Carlsbad Intersection of: N/S Street: Tamarack Avenue E/W Street: Carlsbad Village Drive File : CB9432.XLS Data Collected by T.M. fic M.B. Count Date : 8/3/94 Day : Wednesday Weather: Clear Traffic Control: Unsignalized End of 15 min. prd. 6:15AM 6:30 AM 6:45 AM 7:00 AM 7:15 AM 7:30 AM 7:45 AM 8:00 AM 8:15 AM 8:30 AM 8:45 AM 9:00 AM South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Leff U-Trn Thru Right Peds Leff U-Trn Thru Right Peds Vehicles Peds 3 3 5 3 6 4 9 11 6 9 7 12 0 0 0 0 0 0 0 0 0 0 0 0 0 4 1 2 1 3 2 1 3 5 11 9 0 0 1 0 0 0 2 1 2 0 0 4 2 0 1 2 5 0 5 0 0 0 0 0 0 0 1 0 0 0 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4 6 14 8 4 14 1 12 8 7 7 14 2 7 6 9 8 10 6 5 4 6 6 16 0 2 2 1 1 2 0 3 3 3 6 7 0 0 0 0 0 0 0 0 0 0 1 0 2 0 4 4 4 8 5 10 2 2 0 7 2 3 3 7 3 7 6 4 3 7 0 0 0 0 0 0 0 0 0 0 0 0 0 3 4 6 4 3 5 7 2 1 6 3 0 0 0 0 0 0 0 0 0 0 .0 0 6 8 9 19 16 12 25 19 16 14 15 20 0 0 0 0 1 1 0 0 0 0 2 1 0 0 0 0 0 0 0 0 • 0 0 2 0 21 41 46 50 48 60 56 77 66 69 65 95 2 0 2 3 6 0 6 0 0 0 2 0 Max. 16 min. Pk. Hr. Vol. 12 34 11 28 14 36 8:00 AM Peak Intersection Traffic in Pk. Hr. = 274 9:00 AM Hour Intersection Pdstrns in Pk, Hr, = 2 16 32 7 18 10 19 • 7 20 7 12 25 65 Peak Hr, Factor 0,72 96 274 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 5 6 3 7 13 14 9 13 13 3 12 6 3 9 11 6 6 13 13 14 11 7 7 6 2 6 9 10 13 16 12 14 10 10 9 14 9 23 26 17 17 28 26 20 18 26 16 13 14 11 4 16 15 9 7 13 9 0 0 0 0 0 0 0 0 0 0 0 0 8 9 15 16 15 9 17 17 25 15 12 17 0 1 1 1 2 0 0 1 1 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 63 43 92 91 86 85 119 104 110 93 80 80 Max, 15 min, Pk, Hr, Vol, 14 49 14 51 8 23 7 20 15 61 28 92 16 47 25 74 119 426 5:00 PM Peak 6:00 PM Hour Intersection Traffic in Pk, Hr, Intersection Pdstrns in Pk, Hr. 426 Peak Hr. Factor 0.89 JHK & Associates - San Diego Intersection: City / State: Date: 8/3/94 Analysis Period: AM Peak Tamarack Avenue & Carlsbad Village Drive Analyst: BCS Carlsbad, Caiifornia Proj No: 50028 Filename: awsc32a.xi$ APPROACH VOLUMES Approach LT TH RT Total PHF EB 19 19 20 58 0.85 WB 12 65 3 80 0.83 NB 34 28 6 68 0.68 SB 0 36 32 68 0.57 NUMBER OF APPROACH La,NES Approach LT TH RT Total EB 1 1 0 2 WB 0 1 0 1 NB 1 1 1 3 SB 0 1 0 1 SUMMARY OF THE RESULTS Approach EB WB NB SB Delay (seconds) 1.5 2.8 1.5 4.8 Capacity 628 356 1017 288 LOS A A A A Intersection Total Delay: 2.7 Intersection Level of Service: A seconds JHK & Associates - San Diego Intersection: City / State: Date: 8/3/94 Analysis Period: PM Peak Tamarack Avenue 8i Carlsbad Village Drive Analyst: BCS Proj No: 50028 Carlsbad, California Filename: ciwsc32p.xls APPROACH VOLUMES Approach LT TH RT Total PHF EB 51 92 47 190 0.81 WB 6 74 2 82 0.74 NB 49 51 23 123 0.88 SB 0 20 11 31 0.65 DF APPROACH L^NES Approach LT TH RT Total EB 1 1 0 2 WB 0 1 0 1 NB 1 1 1 3 SB 0 1 0 1 SUMMARY OF THE RESULTS Approach EB WB NB SB Delay (seconds) 2.9 2.5 1.8 6.9 Capacity 849 467 864 94 LOS A A A B Intersection Total Delay: 2.8 Intersection Level of Service: A seconds CITY OF CARLSBAD SUMMER 1994 INTERSECTION ANALYSIS SUMMARY Intersection Number: 33 Intersection Location: Alga Road and El Fuerte Street CONTENT PAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. LOS Analysis (TRB Method) 2 of 3 P.M. LOS Analysis (TRB Method) 3 of 3 JHK fic Associates Turning Movement Count Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Stieet: El Fuerte Street E/W Street: Alga Road File: CB9433.XLS Data Collected by C.I. Count Date : 7/13/94 Day : Wednesday Weather: Sunny Traffic Control: Unsignalized End of 16 min. prd. South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 16 min Total Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Leff U-Trn Thru Right Peds Vehicles Peds 6:15 AM 2 0 1 10 0 2 0 2 9 3 1 0 22 1 1 2 0 25 6 1 83 5 6:30 AM 3 0 2 7 2 5 0 1 6 0 1 0 23 2 0 5 0 78 4 1 137 3 6:45 AM 8 0 0 18 1 6 0 1 18 1 5 0 45 1 1 12 0 143 1 1 258 4 7:00 AM 7 0 1 10 0 11 0 3 16 0 4 0 54 0 0 10 0 141 0 3 257 3 7:15 AM 7 0 3 14 0 14 0 2 19 0 1 0 57 2 0 16 0 220 4 4 359 4 7:30 AM 4 . 0 1 24 1 17 0 1 16 1 4 0 61 5 2 20 0 163 7 2 323 6 7:46 AM ' 19 0 3 33 1 30 0 11 32 12 1 2 80 7 2 70 0 260 8 7 556 22 8:00 AM • 9 0 3 50 0 10 0 18 22 4 10 0 84 5 0 65 0 198 3 2 477 6 8:15 AM • 9 1 9 75 0 23 0 29 20 3 7 1 79 10 0 62 0 248 20 2 593 5 8:30 AM " 20 0 16 97 1 11 0 8 11 2 7 0 49 6 2 40 1 148 3 2 417 7 8:45 AM 11 0 2 26 1 13 0 10 20 2 4 0 38 1 0 14 0 99 9 1 247 4 9:00 AM 4 0 5 16 0 7 0 12 10 3 4 0 29 4 1 6 0 41 8 2 145 6 Max. 16 min. 20 1 16 97 2 30 0 29 32 12 10 2 84 10 2 70 1 260 20 7 593 22 Pk. Hr, Vol, 57 1 31 255 2 74 0 66 86 21 25 3 292 28 4 237 1 854 34 13 2043 40 7:30 AM Peak Intersection Traffic in Pk, Hr, = 2043 Peak Hr, Factor 0,86 8:30 AM Hour Intersection Pdstrns in Pk, Hr, = 40 3:45 PM 10 0 13 18 3 16 0 9 6 0 16 0 99 11 0 20 0 91 6 0 314 3 4:00 PM 1 0 2 17 0 7 0 3 4 1 10 0 74 9 0 18 0 61 5 1 211 2 4:15 PM 2 0 0 19 1 8 0 1 4 0 15 0 106 10 1 29 0 57 7 1 258 3 4:30 PM 11 0 0 17 0 11 0 1 5 0 8 0 111 8 1 18 0 61 7 1 268 2 4:45 PM 2 0 3 34 1 8 0 1 10 1 9 0 133 15 1 37 1 86 10 0 349 3 5:00 PM • 9 0 2 30 0 4 0 1 5 0 13 0 101 12 0 42 0 78 8 1 306 1 6:15 PM " 3 0 1 9 1 9 0 3 11 I 14 0 137 4 1 40 0 89 11 3 331 6 5:30 PM • 6 0 1 24 4 24 0 3 11 1 17 0 157 12 0 27 1 92 6 0 381 5 5:45 PM • 4 0 4 27 0 6 0 3 17 0 31 0 136 15 0 41 0 100 22 0 406 0 6:00 PM 4 0 1 25 0 10 0 6 7 0 23 0 95 16 1 24 0 57 9 0 277 1 6:15 PM 4 0 3 21 2 14 0 4 6 0 7 0 53 5 0 32 0 63 7 0 219 2 6:30 PM 4 0 1 8 0 10 0 3 10 0 15 0 97 6 0 28 0 58 7 0 247 0 Max. 15 min. 11 0 13 34 4 24 0 9 17 1 31 0 157 16 1 42 1 100 22 3 406 6 Pk. Hr. Vol. 22 0 8 90 5 43 0 10 44 2 75 0 531 43 1 160 1 359 47 4 1423 12 4:45 PM Peak Intersection Traffic in Pk, Hr, =1423 5:45 PM Hour Intersection Pdstrns in Pk. Hr, = 12 Peak Hr. Factor 0.88 JHK & Associates - San Diego Intersection: Alga Road 8c El Fuerte Street City / State: Carlsbad, California Date: 7/13/94 Analysis Period: AM Peak Analyst: BCS Proj No: 50028 Filename: rev33a.xls APPROACH VOLUMES Approach LT TH RT Total PHF EB 28 292 28 348 0.88 WB 238 854 34 1126 0.83 NB 58 31 255 344 0.65 SB 74 66 85 225 0.77 NUMBER OF APPROACH LAHES Approach LT TH RT Total EB 1 2 0 3 WB 1 2 0 3 NB 0 2 0 2 SB 0 2 0 2 SUMMARY OF THE RESULTS Approach EB WB NB SB Delay (seconds) 7.2 259.0 162.7 12.3 Capacity 762 928 395 443 LOS B F F C Intersection Total Delay: Intersection Level of Service: 172.5 seconds F JHK & Associates - San Diego Intersection: City / State: Date: 7/13/94 Analysis Period: PM Peak Alga Road 8c El Fuerte Street Carlsbad, Caiifornia Analyst: BCS Proj No: 50028 Filename: rev33p.xls APPROACH VOLUMES Approach LT TH RT Total PHF EB 75 531 43 649 0.87 WB 151 359 47 557 0.85 NB 22 8 90 120 0.73 SB 43 10 44 97 0.67 NUMBER OF APPROACH LANES Approach LT TH RT Total EB 1 2 0 3 WB 1 2 0 3 NB 0 2 0 2 SB 0 2 0 2 SUMMARY OF THE RESULTS Approach EB WB NB SB Delay (seconds) 20.6 13.7 11.3 4.8 Intersection Total Delay: Intersection Level of Service: Capacity 937 952 258 349 15.7 seconds C LOS D C C A CITY OF CARLSBAD SUMMER 1994 INTERSECTION ANALYSIS SUMMARY Intersection Number: 34 Intersection Location: Grand Avenue 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 1 of 3 2 of 3 3 of 3 JHK fic Associates Turning Movement Count Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Stieet: State Street E/W Street: Grand Avenue File : CBV9402.XLS Data Collected by S.K. fic B.S. Count Date : 8/4/94 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 Leff 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 0 0 0 2 0 0 0 3 2 0 4 0 4 1 1 0 0 15 1 5 32 6 6:30 AM 0 0 4 0 0 0 0 4 0 0 1 0 11 1 3 3 0 17 2 1 43 4 6:45 AM 0 0 6 0 0 4 0 11 2 0 2 0 15 4 1 4 1 23 3 4 75 5 7:00 AM 1 0 10 2 1 1 0 11 5 2 2 0 9 2 0 7 1 24 2 10 77 13 7:15 AM 1 0 8 3 1 4 0 12 3 2 4 0 9 5 1 3 0 18 4 5 74 9 7:30 AM 0 0 10 2 0 3 0 13 8 1 2 0 23 2 2 4 0 31 11 6 109 9 7:45 AM 0 0 21 1 2 3 0 20 5 1 7 0 28 1 8 6 0 41 8 10 140 21 8:00 AM 1 0 17 1 1 7 0 18 4 1 2 0 23 1 1 2 0 26 10 4 112 7 8:15 AM • 4 0 25 3 1 9 0 16 10 0 6 0 22 3 6 2 0 28 9 3 137 10 8:30 AM • 1 0 23 2 1 10 0 24 7 1 6 0 21 1 4 6 1 29 10 8 139 14 8:45 AM " 3 0 24 5 3 4 0 18 11 2 4 0 31 8 6 5 0 36 13 5 162 16 9:00 AM • 1 0 29 10 7 13 0 27 12 0 10 0 43 4 3 4 0 60 14 14 217 24 Max, 16 min. 4 0 29 10 7 13 0 27 12 2 10 0 43 8 8 7 1 50 14 14 217 24 Pk. Hr. Vol, 9 0 101 20 12 36 0 85 40 3 26 0 117 16 19 16 1 143 46 30 655 64 8:00 AM Peak Intersection Traffic in Pk, Hr. = 655 Peak Hr, Factor 0,75 9:00 AM Hour Intersection Pdstrns in Pk. Hr, 64 3:45 PM 7 0 26 11 4 10 0 27 15 6 10 0 64 9 7 7 2 56 15 IT 258 28 4:00 PM " 6 0 41 8 8 13 0 42 22 11 17 0 60 15 18 9 1 50 28 14 312 51 4:15 PM • 4 0 37 16 15 14 0 41 22 13 6 0 66 14 20 7 1 71 11 15 309 63 4:30 PM • 2 0 21 3 13 5 0 25 10 4 12 0 51 17 10 3 2 61 14 14 226 41 4:45 PM • 3 0 42 22 14 6 0 36 13 7 11 0 63 15 16 5 1 66 11 11 284 48 5:00 PM 7 0 27 18 28 13 0 44 16 7 7 0 64 11 22 6 0 53 19 13 286 70 5:15 PM 3 0 47 7 21 11 0 31 10 3 7 0 48 13 6 9 0 47 15 5 248 35 5:30 PM 7 0 26 21 10 8 0 28 11 3 7 0 68 13 8 13 1 56 13 18 271 39 5:45 PM 2 0 30 4 7 8 0 21 19 8 10 0 63 16 13 7 0 68 20 5 257 33 6:00 PM 4 0 23 3 1 8 0 26 7 3 3 0 58 10 8 3 0 70 8 4 222 16 6:15 PM 6 0 14 10 4 2 0 21 3 2 6 0 36 10 4 7 0 37 8 0 160 10 6:30 PM 3 0 21 3 7 6 0 21 6 3 8 0 54 6 20 5 0 38 7 13 178 43 Max, 15 min. 7 0 47 22 28 14 0 44 22 13 17 0 68 17 22 13 2 71 28 18 312 70 Pk. Hr. Vol, 15 0 141 49 50 38 0 144 67 35 46 0 229 61 64 24 5 248 64 54 1131 203 3:45 PM Peak Intersection Traffic in Pk, Hr. = 1131 4:45 PM Hour Intersection Pdstrns in Pk. Hr. = 203 Peak Hr. Factor 0.91 State Street at Grand Avenue Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 8:00 AM to 9:00 AM Page 2 of 3 South Appr (NB) North Appr (SB) West Appr (EB) East/Vppr (WB) Leff Thru Right Left Thru Right Left Thru Right Left Thru Right_ Lane Config - urations Inside (left) Outside Free-flow 1 1 1 1 Lane Settings 0 1 0 0 1 0 0 1 0 0 2 0 Capacity 0 2000 0 0 2000 0 0 2000 0 0 4000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 9 101 20 36 85 40 25 117 16 17 143 46 Adjusted Hourly Volume 0 130 0 0 161 0 0 158 0 0 . 206 0 Utilization Factor 0.00 0.07 0.00 0.00 0.08 0.00 0.00 0.08 0.00 0.00 0.05 0.00 Critical Factors 0.00 0.08 0.08 0.00 ICU Ratio = 0.26 LOS = A Turning Movements at Intersection of: State Street and Grand Avenue W e s t A P P r Time : 8:00 AM to 9:00 AM Date: 8/4/94 Day : Thursday Name : S.K. fic B.S. Totals 350 Sub- totals 192 168 North Approach State Street 333 25 117 16 Subtotals Total 161 t North 172 40 85 36 4_ 46 143 17 ^ t r 101 20 130 Total Subtotals Sub- totals 206 Totals 380 174 Grand Avenue E a s t A P P r 247 South Approach Note : Left-turn volumes include U-turns. state Street at Grand Avenue Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 3:45 PM to 4:45 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 IrTside (left) Outside Free-flow 1 1 1 1 1 1 1 1 1 1 1 Lane Settings 0 1 0 0 1 0 0 1 0 0 2 0 Capacity 0 2000 0 0 2000 0 0 2000 0 0 4000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efflciency Lost Factor 0.10 Hourly Volume 15 141 49 38 144 67 46 229 61 29 248 64 Adjusted Hourly Volume 0 205 0 0 249 0 0 336 0 0 341 0 Utilization Factor 0.00 0.10 0.00 0.00 0.12 0.00 0.00 0.17 0.00 0.00 0.09 0.00 Critical Factors 0.00 0.12 0.17 0.00 ICU Ratio = 0.39 LOS = Turning Movements at Intersection of: State Stieet and Grand Avenue W e s t A P P r Time : 3:45 PM to 4:45 PM Date: 8/4/94 Day : Thursday Name : S.K. fic B.S. Totals 666 Sub- totals 330 336 North Approach State Stieet 500 249 67 144 38 46 229 61 Subtotals Total t North 229 205 434 251 4_ ^ t r 16 141 49 64 248 29 Total Subtotals Sub- totals 341 Totals 662 321 Grand Avenue E a s t A P P r South Approach Note : Left-turn volumes include U-turns. CITY OF CARLSBAD SUMMER 1994 INTERSECTION ANALYSIS SUMMARY Intersection Number: 35 Intersection Location: Grand Avenue and Jefferson Street CONTENT PAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and 2 of 3 Turn Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Turn Movement Diagram JHK fic Associates Turning Movement Count Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Stieet: Jefferson Street E/W Street : Grand Avenue File : CBV9403.XLS Data Collected by C.I. fic B.S. Count Date : 8/4/94 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. Leff U-Trn Thru Right Peds Left U-Trn Thru Right Peds Leff U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15AM 0 0 1 0 0 2 0 9 8 0 1 0 3 3 0 0 0 8 1 1 36 1 6:30 AM 0 0 3 0 1 8 0 12 11 1 7 0 3 0 0 0 0 6 1 0 61 2 6:45 AM 2 0 7 0 0 12 0 10 17 0 4 0 10 3 0 1 0 8 6 0 80 0 7:00 AM 0 0 4 0 3 6 0 17 24 0 7 0 9 0 1 1 0 13 4 0 85 4 7:15AM 3 0 5 0 2 7 0 9 18 0 5 0 8 2 0 0 0 12 3 3 72 5 7:30 AM 2 0 6 2 0 7 0 16 21 0 8 0 7 1 0 2 0 22 9 1 103 1 7:45 AM 1 0 7 0 1 7 0 17 23 2 8 0 13 3 1 0 0 22 7 1 108 5 8:00 AM 4 0 10 2 0 31 0 31 42 0 15 0 20 3 0 1 0 21 14 2 194 2 8:15 AM " 11 0 5 0 5 14 0 26 19 9 10 0 12 4 1 4 0 26 18 0 149 15 8:30 AM " 5 .0 15 0 1 19 0 20 44 0 8 0 19 1 0 0 0 30 14 1 175 2 8:45 AM * 2 'o 11 2 1 21 0 23 29 0 16 0 22 4 0 1 0 27 7 1 165 2 9:00 AM • 5 0 15 2 1 23 0 25 32 0 18 0 27 5 0 3 0 31 12 1 198 2 Max, 15 min. 11 0 15 2 5 31 0 31 44 9 18 0 27 5 1 4 0 31 18 3 198 15 Pk, Hr, Vol, 23 0 46 4 8 77 0 94 124 9 52 0 80 14 1 8 0 114 51 3 687 21 8:00 AM Peak Intersection Traffic in Pk, Hr. = 687 Peak Hr, Factor 0,87 9:00 AM Hour Intersection Pdstrns in Pk. Hr. = 21 3:45 PM 9 0 31 9 1 20 0 40 24 3 51 0 39 12 2 4 0 22 27 3 288 9 4:00 PM 18 0 25 9 2 18 0 28 32 2 40 0 32 12 2 6 0 50 20 4 290 10 4:15 PM 23 0 34 9 2 15 0 65 43 2 63 0 66 21 2 10 0 101 44 1 494 7 4:30 PM 10 0 32 4 4 15 0 42 43 1 54 0 49 12 5 8 0 55 37 5 361 15 4:45 PM 19 0 38 2 3 11 0 52 41 3 40 0 40 10 1 2 0 35 28 2 318 9 5:00 PM • 8 0 40 7 8 16 0 42 43 2 74 0 50 20 2 3 0 40 29 6 372 18 5:15 PM " 8 0 44 4 4 32 0 40 41 4 78 0 71 16 4 4 0 66 47 3 451 15 5:30 PM • 9 0 29 2 2 14 0 60 54 2 80 0 61 12 2 4 0 70 43 2 428 8 5:45 PM " 14 0 29 4 4 29 0 56 54 3 53 0 46 12 3 5 0 39 36 3 376 13 6:00 PM 15 0 19 8 3 10 0 20 20 3 36 0 23 14 1 4 0 22 28 6 219 12 6:15 PM 3 0 26 2 1 11 0 44 33 0 62 0 36 11 1 3 0 30 26 1 277 3 6:30 PM 6 0 13 6 0 13 0 27 24 0 46 0 27 10 0 2 0 24 19 4 217 4 Max, 16 min, Pk, Hr, Vol, 23 39 0 0 44 142 9 17 8 18 32 91 0 0 65 198 64 192 4 11 80 285 0 0 71 218 21 60 5 11 10 16 0 0 101 216 47 154 6 14 494 1627 18 54 4:45 PM Peak 5:45 PM Hour Intersection Traffic in Pk. Hr. = Intersection Pdstrns in Pk. Hr. = 1627 54 Peak Hr, Factor 0,82 Jefferson Street at Grand Avenue Lane Configuration for Intersection Capacity Utilization Pk. Hr, Time Period 8:00 AM to 9:00 AM Page 2 of 3 South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config - urations Inside (left) Outside Free-flow Lane Settings 0 1 0 0 1 0 0 2 0 0 2 0 Capacity 0 2000 0 0 2000 0 0 4000 0 0 4000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 23 46 4 77 94 124 52 80 14 8 114 51 Adjusted Hourly Volume 0 73 0 0 295 0 0 146 0 0 173 0 Utilization Factor 0.00 0.04 0.00 0.00 0.15 0.00 0.00 0.04 0.00 0.00 0.04 0.00 Critical Factors 0.00 0.15 0.00 0.04 ICU Ratio = 0.29 LOS = A Turning Movements at Intersection of: Jefferson Street and Grand Avenue W e s t A P P r Time : 8:00 AM to 9:00 AM Date: 8/4/94 Day : Thursday Name : C.I. fic B.S. Totals 407 Sub- totals, 261 146 52 80 14 Subtotals Total North Approach 295 124 94 116 23 189 444 77 46 73 Jefferson Street 149 t North 1 t r 51 114 8 Total Subtotals Sub- totals 173 Totals 334 161 Grand Avenue E a s t A P P r South Approach Note : Left-turn volumes include U-turns. Jefferson Street at Grand Avenue Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 4:45 PM to 5:45 PM Page 3 of 3 South/Vppr (NB) North/Vppr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config - urations Inside (left) Outside Free-flow 1 1 1 Lane Settings 0 1 0 0 1 0 0 2 0 0 2 0 Capacity 0 2000 0 0 2000 0 0 4000 0 0 4000 0 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 39 142 17 91 198 192 285 218 60 16 215 154 Adjusted Hourly Volume 0 198 0 0 481 0 0 563 0 0 385 0 Utilization Factor 0.00 0.10 0.00 0.00 0.24 0.00 0.00 0.14 0.00 0.00 0.10 0.00 Critical Factors 0.00 0.24 0.14 0.00 ICU Ratio 0.48 LOS= A Turning Movements at Intersection of: Jefferson Street and Grand Avenue W e s t A P P r Time : 4:45 PM to 5:45 PM Date: 8/4/94 Day : Thursday Name : C.I. fic B.S. Totals 1009 Sub- totals 446 563 North Approach 285 218 60 Subtotals Total 274 t North t Jefferson Street 1062 481 192 198 91 581 4_ ^ t r 39 142 17 198 472 154 215 16 Total Subtotals Sub- totals 385 Totals 711 326 Grand Avenue a s t A P P r South Approach Note : Left-turn volumes include U-turns. CITY OF CARLSBAD SUMMER 1994 INTERSECTION ANALYSIS SUMMARY Intersection Number: 36 Intersection Location: I-5/Carlsbad Village Drive S/B Ramp CONTENT PAGE Turn Movement Count Summary I of 3 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and 2 of 3 Turn Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Turn Movement Diagram JHK fic Associates Turning Movement Count Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Stieet: 1-5 Southbound E/W Sfreet : Carlsbad Village Drive File : CB9436.XLS Data Collected by T.M. fic M.B. Count Date : 8/2/94 Day : Tuesday Weather: Clear Traffic Control: Signalized South Approach (NB) North Approach,(SB) West Approach (EB) East Approach (WB) 16 min Total End of 15 min. prd. Leff U-Trn Thru Right Peds Leff U-Trn Thru Right Peds Leff U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 0 0 0 0 0 2 0 0 20 0 0 0 27 30 1 30 0 22 0 0 131 1 6:30 AM 0 0 0 0 0 6 0 0 35 0 0 0 54 36 2 30 0 28 0 1 188 3 6:45 AM 0 0 0 0 0 7 0 1 22 0 0 0 49 28 2 36 0 39 0 3 181 5 7:00 AM 0 0 0 0 0 5 0 0 33 0 0 0 38 33 1 60 0 72 0 4 241 5 7:15 AM 0 0 0 0 0 3 0 0 33 0 0 1 60 28 1 62 0 56 0 0 243 1 7:30 AM 0 0 0 0 0 8 0 0 34 0 0 0 84 48 3 50 0 65 0 0 289 3 7:45 AM 0 0 0 0 0 17 0 0 37 0 0 0 65 48 2 70 0 77 0 0 314 2 8:00 AM 0 0 0 0 0 14 0 0 41 0 0 0 70 62 2 51 0 88 0 2 316 4 8:15 AM " 0 0 0 0 0 11 0 0 61 0 0 0 82 50 1 43 0 102 0 0 349 1 8:30 AM " 0 0 0 0 0 16 0 0 40 0 0 0 69 41 1 25 0 74 0 2 266 3 8:45 AM " 0 0 0 0 0 23 0 0 69 0 0 0 94 52 1 38 0 116 0 3 392 4 9:00 AM " 0 0 0 0 0 11 0 0 66 0 0 1 99 55 0 27 0 120 0 0 378 0 Max, 15 min. 0 0 0 0 0 23 0 • 1 69 0 0 1 99 66 3 70 0 120 0 4 392 5 Pk, Hr, Vol, 0 0 0 0 0 61 0 0 235 0 0 1 344 198 3 133 0 412 0 5 1384 8 8:00 AM Peak Intersection Traffic in Pk, Hr, = 1384 Peak Hr, Factor 0,88 9:00 AM Hour Intersection Pdstrns in Pk, Hr. = 8 3:45 PM 0 0 0 0 0 25 0 0 76 0 0 0 167 74 4 37 0 140 0 2 609 6 4:00 PM 0 0 0 0 0 20 0 0 76 0 0 0 144 83 2 37 0 128 0 4 488 6 4:15 PM 0 0 0 0 0 24 0 2 43 0 0 0 169 82 4 31 0 166 0 0 517 4 4:30 PM 0 0 0 0 0 31 0 0 72 0 0 0 160 80 4 31 0 156 0 0 530 4 4:45 PM • 0 0 0 0 0 24 0 0 78 0 0 0 175 86 2 23 0 155 0 0 541 2 5:00 PM • 0 0 0 0 0, 22 0 0 49 0 0 0 146 48 0 23 0 131 0 0 419 0 5:15 PM • 0 0 0 0 0 36 0 0 68 0 0 0 174 91 2 56 0 179 0 3 604 5 5:30 PM • 0 0 0 0 0 46 0 0 96 0 0 0 139 64 3 56 0 133 0 2 534 5 5:45 PM 0 0 0 0 0 23 0 0 47 0 0 0 120 58 1 40 0 116 0 3 404 4 6:00 PM 0 0 0 0 0 31 0 0 63 0 0 0 • 120 49 1 31 0 122 0 4 416 5 6:16 PM 0 0 0 0 0 23 0 0 53 0 0 0 78 41 3 17 0 93 0 1 305 4 6:30 PM 0 0 0 0 0 14 0 0 40 0 0 0 128 49 4 32 0 127 0 1 390 6 Max, 15 min, Pk, Hr, Vol, 0 0 0 0 0 0 0 0 0 0 46 128 0 0 2 0 96 291 0 0 0 0 0 0 175 634 91 289 4 7 56 168 0 0 179 598 0 0 4 5 604 2098 6 12 4:30 PM Peak 5:30 PM Hour Intersection Traffic in Pk, Hr, Intersection Pdstrns in Pk, Hi 2098 12 Peak Hr, Factor 0,87 i-5 Southbound at Carlsbad Village Drive Lane Configuration for Intersection Capacity Utilization Pk. Hr, Time Period 8:00 AM to 9:00 AM Page 2 of 3 South Appr (NB) North/Vppr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config- urations Inside (left) Outside Free-fiow 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 Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 0 0 0 61 0 235 1 344 198 133 412 0 Adjusted Hourly Volume 0 0 0 0 61 236 0 543 0 133 412 0 Utilization Factor 0.00 0.00 0.00 0.00 0.03 0.13 0.00 0.14 0.00 0.07 0.10 0.00 Critical Factors 0.00 0.13 0.14 0.07 ICU Ratio = 0.44 LOS = A Turning Movements at Intersection of: i-S Southbound and Carisbad Village Drive W e s t A P P r Time : 8:00 AM to 9:00 AM Date: 8/2/94 Day : Tuesday Name : T.M. fic M.B. Totals 1191 Sub- totals 648 543 North Approach 296 235 0 1 344 198 Subtotals 331 Total North i-5 Southbound 296 61 t 4_ 0 412 133 ^ t r Total Subtotals Sub- totals 545 405 Totals 950 E a s t A P P r Carisbad Village Drive 331 South Approach Note : Left-turn volumes include U-turns. I-S Southbound at Carlsbad Village Drive Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 4:30 PM to 5:30 PM Page 3 of 3 South Appr (NB) North/Vppr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config- urations IrTslde (left) Outside Free-fiow 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 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 0 0 0 128 0 291 0 634 289 158 598 0 Adjusted Hourly Volume 0 0 0 0 128 291 0 923 0 158 598 0 Utilization Factor 0.00 0.00 0.00 0.00 0.06 0.16 0.00 0.23 0.00 0.09 0.15 0.00 Critical Factors 0.00 0.16 0.23 0.09 ICU Ratio 0.58 LOS: Turning Movements at Intersection of: i-S Southbound and Carisbad Village Drive W e s t A P P r Time : 4:30 PM to 5:30 PM Dote: 8/2/94 Day : Tuesday Nome : T.M. fic M.B. Totals 1812 Sub- totals 889 923 North Approach I-S Southbound 419 419 0 291 0 128 0 634 289 t North 4_ ^ t r 0 0 0 Subtotals 447 0 0 698 158 Total Subtotals Sub- totals 756 762 Totals 1518 E a s t A P P r Carisbad Village Drive Total 447 South Approach Note : Left-turn volumes include U-turns. CITY OF CARLSBAD SUMMER 1994 INTERSECTION ANALYSIS SUMMARY Intersection Number: 37 Intersection Location: I-5/Carlsbad Village Drive N/B Ramp CONTENT PAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and 2 of 3 Turn Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Turn Movement Diagram JHK & Associates Turning Movement Count Analysis City: Carlsbad Intersection of: N/S Street: 1-6 Northbound E/W Street: Carlsbad Village Drive Page 1 of 3 Count Date : 8/2/94 End of 15 min, prd, 6:15 AM 6:30 AM 6:45 AM 7:00 AM 7:15 AM 7:30 AM 7:45 AM 8:00 AM • 8:15 AM • 8:30 AM ' 8:45 AM ' 9:00 AM Day: Tuesday Weather: Clear South Approach (NB) North Approach (SB) File: CB9437,XLS Data Collected by Cl, fic B.S. Traffic Control: Signalized West Approach (EB) Left U-Tm Thru Right Peds left U-Tm Thru Right Peds left East Approach (WB) 15 min Total 5 13 27 46 36 33 48 57 37 64 46 73 0 0 0 0 0 0 0 0 0 0 0 0 U-Trn Thru Right Peds Left U-Tm Thru Right Ped. V»hiHo, pecJs 0 0 0 0 0 0 0 0 0 0 0 0 5 12 12 10 11 18 18 34 30 21 27 25 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Max. 16 min. Pk, Hr, Vol, 7:45 AM Peak 8:45 AM Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 73 204 35 52 62 49 71 66 70 86 53 57 95 64 0 0 0 0 0 0 0 0 0 0 0 0 7 22 14 24 18 67 39 74 67 57 82 85 34 112 0 0 0 0 0 0 0 0 0 0 0 0 3 2 2 1 1 1 0 Intersection Traffic in Pk, Hr, =1517 Intersection Pdstrns in Pk, Hr, = 14 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 49 49 74 108 91 87 139 143 120 108 116 78 18 40 39 34 30 28 42 39 46 33 26 43 1 4 1 3 5 3 1 4 2 1 2 2 0 0 95 291 Peak Hr, Factor 85 280 0,88 143 486 46 144 3:45 PM 4:00 PM 4:15 PM 4:30 PM 4:45 PM 6:00 PM 5:15 PM 5:30 PM 5:45 PM 6:00 PM 6:15 PM 6:30 PM Max. 15 min. Pk. Hr. Vol. 4:30 PM Peak 5:30 PM Hour 82 92 91 80 86 78 96 78 69 62 56 55 96 338 0 0 0 0 0 0 0 0 0 0 0 _0_ 0 0 0 0 0 0_ 1 3 68 0 0 0 0 0 0 113 78 0 0 0 0 0 0 102 73 0 0 0 0 0 0 87 64 0 0 0 0 0 0 96 79 0 0 0 0 0 0 108 87 0 0 0 0 0 0 107 99 0 0 0 0 0 0 97 85 0 0 0 0 0 0 86 82 0 0 0 0 0 0 88 88 0 0 0 0 0 0 82 79 0 0 0 0 0 0 97 58 _g 0 0 0 0 0 88 99 0 0 0 0 0 0 113 360 0 0 0 0 0 0 398 Intersection Pdstrns in Pk, Hr. 2699 21 0 0 0 0 0 0 0 0 0 0 0 _g_ 0 0 Peak Hr. Factor 0.93 111 154 158 156 162 200 218 170 139 174 129 117 218 750 0 0 0 0 0 0 0 0 0 0 0 _0_ 0 0 4 2 4 4 2 0 2 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 106 115 134 110 109 156 139 143 131 129 131 126 32 52 51 48 62 56 48 57 48 50 49 27 2 5 4 2 6 2 3 3 4 3 2 1 156 547 57 213 6 14 119 188 228 271 257 289 356 433 353 340 391 368 433 1517 511 594 594 653 597 685 697 620 557 585 541 471 697 2599 2 6 3 4 6 6 3 6 3 2 3 2 6 14 6 7 8 6 8 2 5 6 5 4 5 5 8 21 1-5 Northbound at Carlsbad Village 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-fiow 1 1 Lane Settings 0 1 1 0 0 0 1 2 0 0 2 0 Capacity 0 2000 1800 0 0 0 1800 4000 0 0 4000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 204 0 112 0 0 0 291 280 0 0 486 144 Adjusted Hourly Volume 0 204 112 0 0 0 291 280 0 0 630 0 Utilization Factor 0.00 0.10 0.06 0.00 0.00 0.00 0.16 0.07 0.00 0.00 0.16 0.00 Critical Factors 0.10 0.00 0.16 0.16 ICU Ratio = 0.52 LOS = A Turning Movements at Intersection of: i-5 Northbound and Carisbad Village Drive Time : 7:45 AM to 8:45 AM North Approach i-S Northbound Date : 8/2/94 Day : Tuesday 435 Total Name : C.I. fic B.S. 0 435 Subtotals Sub-0 0 0 Sub- Totals totals J L totals w e s 1261 690 291 • ^ 144 t 571 280 • 4 •4— 486 630 A P P r North ^ t r Totals 1022 Subtotals Total 204 316 0 316 112 392 Carlsbad Village Drive E a s t A P P r South Approach Note : Left-turn volumes include U-turns. 1-5 Northbound at Carisbad Viliage Drive Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period ; 4:30 PM to 5:30 PM Page 3 of 3 South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config- urations Inside (left) Outside Free-fiow Lane Settings 0 1 1 0 0 0 1 2 0 0 2 0 Capacity 0 2000 1800 0 0 0 1800 4000 0 0 4000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 338 3 350 0 0 0 398 750 0 0 547 213 Adjusted Hourly Volume 0 341 350 0 0 0 398 750 0 0 760 0 Utilization Factor 0.00 0.17 0.19 0.00 0.00 0.00 0.22 0.19 0.00 0.00 0.19 0.00 Crrtical Factors 0.19 0.00 0.22 0.19 ICU Ratio = 0.70 LOS = B Turning Movements at Intersection of: 1-5 Northbound and Corlsbod Village Drive W e s t A P P r Time : 4:30 PM to 5:30 PM Date: 8/2/94 Day : Tuesday Name : C.I. fic B.S. Totals 2033 Sub- totals 885 1148 North Approach 0 0 0 398 750 0 Subtotals Total 614 338 3 691 691 1-5 Northbound 614 t North ^ t r 4_ 350 213 547 0 Total Subtotals Sub- totals 760 100 Totals 1860 E a s t A P P r Carlsbad Village Drive South Approach Note : Left-turn volumes include U-turns. CITY OF CARLSBAD SUMMER 1994 INTERSECTION ANALYSIS SUMMARY Intersection Number. 38 Intersection Location: I-5/Tamarack Avenue S/B Ramp CONTENT PAGE Turn Movement Count Summary I of 3 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and 2 of 3 Turn Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Turn Movement Diagram JHK fic /Vssociates Turning Movement Count Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Stieet: 1-6 Southbound E/W Street: Tamarack Avenue File: CB9438.XLS Data Collected by M.B. Count Date: 7/26/94 Day : Tuesday Weather: Clear- Traffic Control: Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 16 min. prd. Leff U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 0 0 0 0 0 10 0 0 17 0 0 0 16 54 0 58 2 13 0 0 170 0 6:30 AM 0 0 0 0 0 8 0 0 16 0 0 0 35 78 0 81 0 22 0 3 240 3 6:45 AM 0 0 0 0 0 10 0 1 22 0 0 0 50 90 5 106 0 18 0 5 297 10 7:00 AM 0 0 0 0 0 19 0 0 17 0 0 0 75 96 2 99 0 26 0 3 332 5 7:15 AM 0 0 0 0 0 20 0 0 18 0 0 0 53 92 2 118 0 35 0 0 336 2 7:30 AM 0 0 0 0 0 16 0 1 23 0 0 0 33 80 1 106 0 49 0 1 308 2 7:45 AM ' 0 0 0 . 0 0 18 0 0 17 0 0 0 66 86 12 112 0 45 0 2 344 14 8:00 AM • 0 0 0 0 0 23 0 1 17 0 0 0 74 84 2 130 0 64 0 0 393 2 8:15 AM • 0 0 0 0 0 25 0 0 20 0 0 0 53 60 2 123 0 58 0 1 339 3 8:30 AM " 0 0 0 0 0 24 0 1 20 0 0 0 60 77 3 98 0 64 0 0 344 3 8:46 AM 0 0 -0 0 0 22 0 0 20 0 0 0 60 66 1 89 0 51 0 6 298 7 9:00 AM 0 0 0 0 0 29 0 0 28 0 0 0 75 77 0 73 0 69 0 0 351 0 Max. 15 min. 0 0 0 0 0 29 0 1 28 0 0 0 76 96 12 130 2 69 0 6 393 14 Pk. Hr. Vol. 0 0 0 0 0 90 0 2 74 0 0 0 253 307 19 463 0 231 0 3 1420 22 7:30 AM Peak Intersection Traffic in Pk. Hr. = 1420 Peak Hr. Factor 0,90 8:30 AM Hour Intersection Pdstrns in Pk, Hr. = 22 3:45 PM 0 0 0 0 0 38 0 2 44 0 0 0 83 46 4 41 0 72 0 2 326 6 4:00 PM 0 0 0 0 0 41 0 0 55 0 0 0 98 46 2 51 0 113 0 5 404 7 4:15 PM 0 0 0 0 1 55 0 0 46 0 0 0 92 48 5 48 0 92 0 2 381 8 4:30 PM 0 0 0 0 0 42 0 1 52 0 0 0 103 31 2 37 0 98 0 5 364 7 4:46 PM • 0 0 0 0 0 60 0 1 52 0 0 0 94 39 4 58 0 130 0 1 434 5 5:00 PM • 0 0 0 0 0 68 0 0 60 0 0 0 90 48 14 66 0 106 0 5 428 19 5:15 PM • 0 0 0 0 0 67 0 1 66 0 0 0 110 34 8 53 0 115 0 1 446 9 5:30 PM • 0 0 0 0 0 68 0 0 62 0 0 0 87 59 2 52 0 115 0 1 443 3 5:45 PM 0 0 0 0 0 67 0 1 49 0 0 0 89 45 0 40 0 123 0 10 404 10 6:00 PM 0 0 0 0 0 55 0 0 54 0 0 0 123 48 3 53 0 114 0 1 447 4 6:16 PM 0 0 0 0 0 36 0 0 38 0 0 0 68 33 5 31 0 96 0 0 301 5 6:30 PM 0 0 0 0 0 50 0 0 61 0 0 0 96 39 7 56 0 103 0 3 405 10 Max. 15 min. Pk. Hr. Vol. 0 0 0 0 0 0 0 0 1 0 68 263 0 0 2 2 66 240 0 0 0 0 0 0 123 381 59 180 14 28 58 219 0 0 130 466 0 0 10 8 447 1751 19 36 4:30 PM Peak 5:30 PM Hour Intersection Traffic in Pk. Hr. Intersection Pdstrns in Pk. Hr. 1751 36 Peak Hr. Factor 0,98 1-5 Southbound at Tamarack Avenue Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 7:30 AM to 8:30 AM Page 2 of 3 South Appr (NB) North/Vppr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config - urations Inside (left) Outside Free-fiow 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 Ase the North/South phases split (Y/N)? N Ase the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 0 0 0 90 2 74 0 253 307 463 231 0 Adjusted Hourly Volume 0 0 0 0 92 74 0 253 307 463 231 0 Utilization Factor 0.00 0.00 0.00 0.00 0.05 0.04 0.00 0.06 0.17 0.26 0.06 0.00 Crrtical Factors 0.00 0.05 0.17 0.26 ICU Ratio = 0.57 LOS = A Turning Movements at Intersection of: I-S Southbound and Tamarack Avenue W e s t A P P r Time : 7:30 AM to 8:30 AM Date : 7/26/94 Day : Tuesday Name : M.B. Totals 865 Sub- totals 305 560 North Approach 0 253 307 Subtotals Total 74 772 166 2 North 1-5 Southbound 166 90 t 4_ 0 231 463 Total Subtotals Sub- totals 694 343 Totals 1037 Tamarack Avenue E a s t A P P 772 South Approach Note : Left-turn volumes include U-turns. 1-5 Southbound at Tamarack Avenue Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 4:30 PM to 5:30 PM Page 3 of 3 South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config - urations Inside (left) Outside Free-flow 1 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 Aie the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efflciency Lost Factor 0.10 Hourly Volume 0 0 0 263 2 240 0 381 180 219 466 0 Adjusted Hourly Volume 0 0 0 0 265 240 0 381 180 219 466 0 Utilization Factor 0.00 0.00 0.00 0.00 0.13 0.13 0.00 0.10 0.10 0.12 0.12 0.00 Critical Factors 0.00 0.13 0.10 0.12 ICU Ratio 0.46 LOS = Turning Movements at Intersection of: i-5 Southbound and Tamarack Avenue W e s t A P P r Totals 1267 Time : 4:30 PM to 5:30 PM 7/26/94 Tuesday M.B. Sub- totals Date Day Name 706 561 North Approach 606 240 2 0 381 180 _J4 Subtotals Total 401 -5 Southbound 505 263 t North ^ t r 0 466 219 Total Subtotals Sub- totals 685 Totals 1329 644 Tamarack Avenue E a s t A P P r 401 South /Vpproach Note ; Left-turn volumes indude U-turns. CITY OF CARLSBAD SUMMER 1994 INTERSECTION ANALYSIS SUMMARY Intersection Number: 39 Intersection Location: I-5/Tamarack Avenue N/B 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 1 of 3 2 of 3 3 of 3 JHK fic Associates Turning Movement Count Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Stieet: 1-6 Northbound E/W Street: Tamarack Avenue File : CB9439.XLS Data Collected by N.B. Count Date : 7/26/94 Day : Tuesday Weather: Clear Traffic Control: Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min, prd. Left U-Trn Thru Right Peds ; Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 5 0 0 11 0 0 0 0 0 0 19 0 12 0 0 0 0 65 19 0 131 0 6:30 AM 6 0 0 13 0 0 0 0 0 0 27 0 17 0 1 0 0 102 36 1 201 2 6:45 AM 7 0 0 21 0 0 0 0 0 0 41 0 25 0 5 0 0 116 43 6 253 10 7:00 AM 14 0 0 34 0 0 0 0 0 0 49 0 46 0 2 0 0 133 62 3 328 6 7:15 AM 9 0 3 29 0 0 0 0 0 0 28 1 33 0 2 0 0 126 33 0 262 2 7:30 AM " 20 0 0 30 0 0 0 0 0 0 33 0 32 0 1 0 0 149 68 1 332 2 7:46 AM ' 17 0 0 33 0 0 0 0 0 0 43 0 42 0 1 0 0 180 73 2 388 3 8:00 AM • 23 0 0 77 0 0 0 0 0 0 45 0 75 0 1 0 0 177 73 0 470 1 8:15AM " 17 0 1 46 0 0 0 0 0 0 24 0 38 0 3 0 0 150 56 0 332 3 8:30 AM 19 0 0 39 0 0 0 0 0 0 33 0 38 0 2 0 0 109 27 0 265 2 8:45 AM 25 0 0 48 0 0 0 0 0 0 45 0 59 0 1 0 0 142 64 6 383 7 9:00 AM 17 0 0 42 0 0 0 0 0 0 25 0 64 0 0 0 0 90 40 1 268 1 Max, 15 min. 26 0 3 77 0 0 0 0 0 0 49 1 75 0 5 0 0 180 73 6 470 10 Pk, Hr, Vol, 77 0 1 186 0 0 0 0 0 0 145 0 187 0 6 0 0 656 270 3 1522 9 7:15 AM Peak Intersection Traffic in Pk, Hr, 1522 Peak Hr. Factor 0.81 8:15 AM Hour Intersection Pdstrns in Pk, Hr, = 9 3:45 PM 53 0 0 102 0 0 0 0 0 0 26 0 105 0 5 0 0 88 41 2 415 7 4:00 PM 64 0 0 105 0 0 0 0 0 0 47 0 94 0 2 0 0 87 38 2 435 4 4:15 PM 62 0 0 151 0 0 0 0 0 0 51 0 114 0 6 0 0 116 52 0 545 6 4:30 PM 68 0 1 162 0 0 0 0 0 0 60 0 121 0 3 0 0 91 42 5 535 8 4:45 PM 73 0 0 96 0 0 0 0 0 0 23 1 85 0 3 0 0 84 29 1 391 4 5:00 PM 50 0 0 117 0 0 0 0 0 0 23 0 121 0 12 0 0 92 36 5 439 17 5:15 PM • 57 0 0 146 0 0 0 0 0 0 27 0 141 0 5 0 0 101 50 0 522 5 5:30 PM • 61 0 0 200 0 0 0 0 0 0 46 0 182 0 3 0 0 140 51 5 680 8 5:45 PM • 70 0 0 143 0 0 0 0 0 0 18 0 82 0 0 0 0 90 50 2 453 2 6:00 PM " 38 0 0 138 0 0 0 0 0 - 0 36 0 122 0 2 0 0 96 49 0 479 2 6:15 PM 51 0 0 122 0 0 0 0 0 0 39 0 104 0 6 0 0 122 33 0 471 6 6:30 PM 59 0 1 108 0 0 0 0 0 0 29 0 83 0 4 0 0 67 32 0 379 4 Max, 15 min, Pk. Hr, Vol, 73 226 0 0 1 0 200 627 0 0 0 0 0 0 0 0 0 0 0 0 51 127 1 0 182 527 0 0 12 10 0 0 0 0 140 427 52 200 5 7 680 2134 17 17 5.00 PM Peak 6:00 PM Hour Intersection Traffic in Pk, Intersection Pdsfrns in Pk Hr, , Hr. = 2134 17 Peak Hr. Factor 0.78 1-5 Northbound at Tamarack Avenue Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 7:15 AM to 8:15 AM Page 2 of 3 South Appr (NB) North/Vppr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config- urations Inside (left) Outside Free-fiow 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 Ase the North/South phases split (Y/N)? N Ase the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 77 1 186 0 0 0 145 187 0 0 656 270 Adjusted Hourly Volume 0 78 186 0 0 0 145 187 0 0 926 0 Utilization Factor 0.00 0.04 0.10 0.00 0.00 0.00 0.08 0.05 0.00 0.00 0.23 0.00 Critical Factors 0.10 0.00 0.08 0.23 ICU Ratio = 0.52 LOS = A Turning Movements at Intersection of: -5 Northbound and Tamarack Avenue W e s t A P P r Time : 7:15 AM to 8:15 AM Date : 7/26/94 Day : Tuesday Name: N.B. Totals 1065 Sub- totols 733 332 North Approach 0 0 0 145 187 0 Subtotals Total 416 North -5 Northbound 416 -t 4_ 270 666 0 77 1 186 264 264 Total Subtotals Sub- totals 926 373 Totals 1299 Tamarack Avenue E a s t A P P r South Approach Note : Left-turn volumes include U-turns. 1-5 Northbound 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 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 Ase the North/South phases split (Y/N)? N /Vre the East/West phases split (Y/N)? N Efficiency Lost Factor O.IO Hourly Volume 226 0 627 0 0 0 127 527 0 0 427 200 Adjusted Hourly Volume 0 226 627 0 0 0 127 627 0 0 627 0 Utilization Factor 0.00 0.11 0.35 0.00 0.00 0.00 0.07 0.13 0.00 0.00 0.16 0.00 Critical Factors 0.35 0.00 0.07 0.16 ICU Ratio = 0.68 LOS = B Turning Movements at Intersection of: I-S Northbound and Tamarack Avenue W e s t A P P r Time : 5:00 PM to 6:00 PM Date : 7/26/94 Day : Tuesday Name : N.B. Totals 1307 Sub- totals 653 654 North Approach 0 0 0 127 527 0 Subtotals 0 853 Total 853 327 North 1-5 Northbound 327 t ^ t r 226 0 627 200 427 0 Total Subtotals Sub- totals 627 1154 Totals 1781 Tamarack Avenue E a s t A P P r South Approach Note : Left-turn volumes include U-turns. CITY OF CARLSBAD SUMMER 1994 INTERSECTION ANALYSIS SUMMARY Intersection Number: 4 0 Intersection Location: I-5/Cannon Road S/B Ramp c CONTENT PAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. LOS Analysis (HCM Delay Method) 2 of 3 P.M. LOS Analysis (HCM Delay Method) 3 of 3 JHK fic Associates Turning Movement Count Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Street: 1-5 Southbound E/W Sfreet: Cannon Road File : CB9440.XLS Data Collected by C.I. fic N.B. Count Date : 7/27/94 Day : Wednesday Weather: Clear Traffic Control: Unsignalized South Approach (NB) End of 15 min. prd. North /Vpproach (SB) West Approach (EB) East Approach (WB) 15 min Total Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15AM 0 0 0 0 0 9 0 0 23 0 0 0 8 1 0 0 0 8 0 0 49 0 6:30 AM 0 0 0 0 0 14 0 0 39 0 0 0 22 3 0 1 0 11 0 0 90 0 6:45 AM 0 0 0 0 0 38 0 0 35 0 0 0 17 7 0 2 0 14 0 0 113 0 7:00 AM 0 0 0 0 0 66 0 0 67 0 0 0 33 4 0 4 0 20 0 0 184 0 7:15 AM 0 0 0 0 0 78 0 0 48 0 0 0 41 12 0 4 0 13 0 0 196 0 7:30 AM 0 0 0 0 0 137 0 0 60 0 0 0 35 7 0 8 0 19 0 0 266 0 7:45 AM • 0 0 0 0 0 136 0 0 55 0 0 0 45 8 0 7 0 15 0 0 266 0 8:00 AM • 0 0 0 0 0 321 0 0 186 0 0 0 108 9 0 8 0 47 0 0 679 0 8:15AM • 0 0 0 0 0 231 ^ 0 0 91 0 0 0 44 1 0 4 0 27 0 0 398 0 8:30 AM ' 0 0 0 0 0 146 0 0 104 0 0 0 57 6 0 11 0 37 0 0 361 0 8:45 AM 0 0 0 0 0 62 0 0 88 0 0 0 46 6 0 7 0 31 0 0 240 0 9:00 AM 0 0 0 0 0 65 0 0 -69 0 0 0 34 7 0 8 0 27 0 0 210 0 Max. 16 min. 6 0 0 0 0 321 0 0 186 0 0 0 108 12 0 11 0 , 47 0 0 679 0 Pk, Hr, Vol, 0 0 0 0 0 834 0 0 436 0 0 0 254 24 0 30 0 126 0 0 1704 0 7:30 AM Peak Intersection Traffic in Pk. Hr, 1704 Peak Hr, Factor 0,63 8:30 AM Hour Intersection Pdstrns in Pk, Hr. = 0 3:45 PM 0 0 0 0 0 83 0 0 49 0 0 0 123 22 0 6 0 36 0 0 319 0 4:00 PM 0 0 0 0 0 91 0 0 28 0 0 0 72 10 0 14 0 31 0 0 246 0 4:15PM 0 0 0 0 0 45 0 0 26 0 0 0 76 3 0 15 0 28 0 0 193 0 4:30 PM 0 0 0 0 0 40 0 0 31 0 0 0 61 7 0 20 0 30 0 0 189 0 4:45 PM • 0 0 0 0 0 47 0 0 32 0 0 0 73 8 0 13 0 26 0 0 199 0 5:00 PM • 0 0 0 0 0 47 0 0 38 0 0 0 70 9 0 26 0 40 0 0 230 0 5:15 PM " 0 0 0 0 0 96 0 0 44 0 0 0 116 23 0 37 0 54 0 0 370 0 5:30 PM • 0 0 0 0 0 38 0 0 47 0 0 0 85 27 0 22 0 51 0 0 270 0 5:45 PM 0 0 0 0 0 35 0 0 32 0 0 0 56 6 0 22 0 34 0 0 186 0 6:00 PM 0 0 0 0 0 32 0 0 17 0 0 0 58 14 0 16 0 40 0 0 176 0 6:15 PM 0 0 0 0 0 27 0 0 26 0 0 0 40 5 0 12 0 24 0 0 134 0 6:30 PM 0 0 0 0 0 17 0 0 21 0 0 0 43 7 0 11 0 12 0 0 111 0 Max, 15 min. 0 0 0 0 0 96 0 0 49 0 0 0 123 27 0 37 0 54 0 0 370 0 Pk. Hr. Vol. 0 0 0 0 0 228 0 0 161 0 0 0 344 67 0 98 0 171 0 0 1069 0 4:30 PM Peak Intersection Traffic in Pk, Hr, =1069 5:30 PM Hour Intersection Pdstrns in Pk, Hr, = 0 Peak Hr. Factor 0,72 INTERSECTION ANALYST: PROJECT NO : PEAK HOUR : 1-5 SOUTHBOUND RAMPS/CANNON ROAD B.C.S 50028 5 (7:30 AM - 8:30 AM) DATE: 7/27/94 CITY / STATE : CARLSBAD, CA PK HR ENTERING VOL : 1704 Time Period Stopped Vehicles Approach Voiume Time Period SB WB SB WB 6:30 - 6:45 14 0 73 2 6:45 - 7:00 32 0 123 4 7:00-7:15 28 0 126 4 7:15-7:30 64 1 197 8 7:30 - 7:45 94 0 191 7 7:45 - 8:00 455 1 507 8 8:00-8:15 219 3 322 4 8:15-8:30 93 0 250 11 15 min Stop Veh Vol 455 1 Corresponding App. Vol 507 8 Total Pk Hr Vol 1270 30 APPROACH DELAY (DELAY / APPROACH) * (PK HR APPROACH VOL PK HR ENTERING VOL SB APPROACH (DELAY) WB APPROACH (DELAY) INTERSECTION (DELAY) 13.4 0.0 13.4 Seconds Seconds Seconds INTERSECTION (LOS) B 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: 7/27/94 ANALYST: B.C.S. CITY / STATE : CARLSBAD, CA PROJECT NO : 50028 PK HR ENTERING VOL : 1069 PEAK HOUR : 4 (4:30 PM - 5:30 PM) Time Period Stopped Vehicles Approach Volume SB WB SB WB 3:45 - 4:00 51 3 119 14 4:00-4:15 18 1 71 15 4:15-4:30 22 2 71 20 4:30 - 4:45 35 2 79 13 4:45 - 5:00 22 0 85 26 5:00-5:15 64 0 140 37 5:15-5:30 17 1 85 22 5:30 - 5:45 22 0 67 22 15 min Stop Veh Vol 35 2 Corresponding App. Vol 79 13 Total Pk Hr Vol 389 98 APPROACH DELAY (DELAY / APPROACH) * (PK HR APPROACH VOL ) PK HR ENTERING VOL SB APPROACH (DELAY) WB APPROACH (DELAY) INTERSECTION (DELAY) 3.2 0.3 3.5 Seconds Seconds Seconds INTERSECTION (LOS) NOTE: 1. Delay data was collected at 20 second intervals. 2. Intersection LOS is based on information contained in the Highway Capacity Manual and provided earlier in this report. 3. Delay/Approach = Pk 15 min Stop Veh Vol * 20 sec / Pk 15 min Approach Vol 4. Intersection Delay is the maximized value of the 15 min Approach Delays CITY OF CARLSBAD SUMMER 1994 INTERSECTION ANALYSIS SUMMARY Intersection Number: 41 Intersection Location: I-5/Cannon Road N/B Ramp CONTENT EAGR Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. LOS Analysis (HCM Delay Method) 2 of 3 P.M. LOS Analysis (HCM Delay Method) 3 of 3 JHK fic /Vssociates Turning Movement Count /Vnalysis Page 1 of 3 City: Carlsbad Intersection of: N/S Stieet: 1-6 Northbound E/W Street: Cannon Road File: CB9441.XLS Data Collected by S.K. fic M.D. Count Date: 7/27/94 Day: Wednesday Weather: Clear 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 Pecis Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 6 0 1 0 0 0 0 0 0 0 3 0 11 0 0 0 0 2 2 0 25 0 6:30 AM 7 0 0 2 0 0 0 0 0 0 17 0 20 0 0 0 0 6 1 0 53 0 6:45 AM 10 0 0 1 0 0 0 0 0 0 8 0 34 0 0 0 0 3 3 0 59 0 7.00 AM 18 0 0 1 0 0 0 0 0 0 14 0 79 0 0 0 0 5 1 0 118 0 7:15AM 13 0 0 4 0 0 0 0 0 0 14 0 84 0 0 0 0 4 6 0 125 0 7:30 AM 19 0 0 19 0 0 0 0 0 0 20 0 119 0 0 0 0 6 15 0 198 0 7:46 AM ' 14 0 0 12 0 0 0 0 0 0 23 0 112 0 0 0 0 12 11 0 184 0 8:00 AM • 27 0 0 48 0 0 0 0 0 0 28 0 219 0 0 0 0 14 21 0 367 0 8:15 AM • 23 0 0 12 0 0 0 0 0 0 24 0 126 0 0 0 0 14 20 0 219 0 8:30 AM " 28 0 0 23 0 0 0 0 0 0 33 0 124 0 0 0 0 20 21 0 249 0 8:45 AM 17 0 0 8 0 0 0 0 0 0 23 0 52 0 0 0 0 13 18 0 131 0 9:00 AM 21 0 0 13 0 0 0 0 0 0 26 0 70 0 0 0 0 21 36 0 187 0 Max. 15 min. 28 0 1 48 0 0 0 0 0 0 33 0 219 0 0 0 0 21 36 0 357 0 Pk. Hr. Vol. 92 0 0 96 0 0 0 0 0 0 108 0 581 0 0 0 0 60 73 0 1009 0 7:30 AM Peak Intersection Traffic in Pk, Hr, = 1009 Peak Hr, Factor 0,71 8:30 AM Hour Intersecfion Pdstrns In Pk, Hr, = 0 3:45 PM 13 0 0 21 0 0 0 0 0 0 88 0 67 0 0 0 0 23 52 0 264 0 4:00 PM 14 0 0 10 0 0 0 0 0 0 56 0 76 0 0 0 0 30 57 0 243 0 4:15 PM 15 0 0 15 0 0 0 0 0 0 67 0 63 0 0 0 0 31 75 0 256 0 4:30 PM • 7 0 0 13 0 0 0 0 0 0 45 0 51 0 0 0 1 34 59 0 210 0 4:45 PM * 19 0 0 21 0 0 0 0 0 0 72 0 57 0 0 0 0 35 98 0 302 0 5:00 PM • 16 0 0 16 0 0 0 0 0 0 61 0 41 0 0 0 0 31 95 0 259 0 5:15 PM • 28 0 1 12 0 0 0 0 0 0 103 0 65 0 0 0 0 65 146 0 420 0 5:30 PM 10 0 0 12 0 0 0 0 0 0 55 0 21 0 0 0 1 27 79 0 205 0 5:45 PM 24 0 0 8 0 0 0 0 0 0 56 0 35 0 0 0 0 38 110 0 271 0 6:00 PM 17 0 0 9 0 0 0 0 0 0 42 0 34 0 0 0 0 23 63 0 188 0 6:15 PM 16 0 1 5 0 0 0 0 0 0 36 0 25 0 0 0 1 11 72 0 167 0 6:30 PM 8 0 1 3 0 0 0 0 0 0 32 0 21 0 0 0 0 14 30 0 109 0 Max. 15 min. 28 0 1 21 0 0 0 0 0 0 103 0 76 0 0 0 1 65 146 0 420 0 Pk. Hr. Vol. 70 0 1 61 0 0 0 0 0 0 281 0 214 0 0 0 1 165 398 0 1191 0 4:15 PM Peak Intersection Traffic in Pk, Hr. =1191 5:15 PM Hour Intersection Pdstrns in Pk. Hr, = 0 Peak Hr. Factor 0.71 INTERSECTION : 1-5 NORTHBOUND RAMPS/CANNON ROAD DATE : 7/27/94 ANALYST: B.C.S CITY / STATE : CARLSBAD, CA PROJECT NO : 50028 PK HR ENTERING VOL : 1009 PEAK HOUR: 5 (7:30 AM - 8:30 AM) Time Period Stopped Vehicles Approach Volume Time Period NB EB NB EB 6:30 - 6:45 9 0 11 8 6:45 - 7:00 10 0 19 14 7:00-7:15 5 0 17 14 7:15-7:30 20 0 38 20 7:30 - 7:45 . 11 0 26 23 7:45 - 8:00 49 2 75 28 8:00-8:15 20 1 35 24 8:15-8:30 22 0 51 33 15 min Stop Veh Vol 49 2 Corresponding App. Vol 75 28 Total Pk Hr Vol 187 108 APPROACH DELAY (DELAY / APPROACH) * (PK HR APPROACH VOL ) PK HR ENTERING VOL NB APPROACH (DELAY) EB APPROACH (DELAY) INTERSECTION (DELAY) 2.4 0.2 2.6 Seconds Seconds Seconds INTERSECTION (LOS) NOTE: 1. Delay data was collected at 20 second intervals. 2. Intersection LOS is based on information contained in the Highway Capacity Manual and provided earlier in this report. 3. Delay/Approach = Pk 15 min Stop Veh Vol * 20 sec / Pk 15 min Approach Vol 4. Intersection Delay is the maximized value of the 15 min Approach Delays INTERSECTION : 1-5 NORTHBOUND RAMPS/CANNON ROAD DATE: 7/27/94 ANALYST: B.C.S. CITY / STATE : CARLSBAD, CA PROJECT NO : 50028 PK HR ENTERING VOL : 1191 PEAK HOUR: 3 (4:15 PM-5:15 PM) Time Period Stopped Vehicles Approach Volume Time Period NB EB NB EB 3:45 - 4:00 7 7 24 56 4:00-4:15 15 8 30 57 4:15-4:30 4 6 20 45 4:30 - 4:45 8 8 40 72 4:45 - 5:00 19 16 31 61 5:00-5:15 36 67 41 103 5:15-5:30 81 46 22 55 5:30 - 5:45 20 6 32 56 15 min Stop Veh Vol 36 67 Corresponding App. Vol 41 103 Total Pk Hr Vol 132 281 APPROACH DELAY (DELAY / APPROACH)" (PK HR APPROACH VOL ) PK HR ENTERING VOL NB APPROACH (DELAY) EB APPROACH (DELAY) INTERSECTION (DELAY) 1.9 3.1 5.0 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 CITY OF CARLSBAD SUMMER 1994 INTERSECTION ANALYSIS SUMMARY Intersection Number: 42 Intersection Location: I-5/Palomar Airport Road S/B 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 1 of 3 2 of 3 3 of 3 JHK fic Associates Turning Movement Count /Vnalysis Page 1 of 3 City: Carlsbad Intersection of: N/S Stieet: 1-5 Southbound E/W Street: Palomar Airport Road File : CB9442.XLS Data Collected by T.M. fic T.G. Count Date : 7/26/94 Day : Tuesday Weather: Clear Traffic Control: Signalized South Approach (NB) North Approach (SB) West Approach (EB) 15 min Total End of 15 min. prd. Left U-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 0 109 0 0 14 0 0 0 24 10 0 0 0 24 24 0 205 0 6:30 AM 0 0 0 0 0 109 0 0 13 0 0 0 18 17 0 0 0 27 31 0 216 0 6:45 AM 0 0 0 0 0 179 0 0 56 0 0 0 46 14 0 0 0 37 46 0 378 0 7:00 AM 0 0 0 0 0 231 0 0 70 0 0 0 56 23 0 0 0 63 53 0 496 0 7:15 AM 0 0 0 0 0 210 0 0 39 0 0 0 75 35 0 0 0 34 42 0 436 0 7:30 AM 0 0 0 0 0 172 0 0 51 0 0 0 62 11 0 0 0 46 32 0 374 0 7:45 AM ' 0 0 0 0 0 201 0 0 39 0 0 0 79 21 0 0 0 57 35 0 432 0 8:00 AM " 0 0 0 0 0 285 0 0 43 0 0 0 98 25 0 0 0 76 37 0 564 0 8:15 AM • 0 0 0 0 0 157 0 0 47 0 0 0 95 28 0 0 0 110 64 0 501 0 8:30 AM " 0 0 0 0 0 148 0 0 18 1 0 0 67 39 0 0 0 74 49 0 395 1 8:45 AM 0 0 0 0 0 98 0 0 30 1 0 0 84 32 0 0 0 89 57 0 390 1 9:00 AM 0 0 0 0 0 122 0 0 16 0 0 0 81 39 0 0 0 83 54 0 395 0 Max, 15 min. 0 0 0 0 0 285 0 0 70 1 0 0 98 39 0 0 0 110 64 0 564 1 Pk. Hr, Vol, 0 0 0 0 0 791 0 0 147 1 0 0 339 113 0 0 0 317 185 0 1892 1 7:30 AM Peak Intersection Traffic in Pk, Hr, = 1892 Peak Hr. Factor 0,84 8:30 AM Hour Intersection 1 ^dstrns in Pk. Hr. = 1 ' 3:45 PM 0 0 0 0 0 100 0 0 23 0 0 0 167 55 0 0 0 86 120 0 551 0 4,00 PM 0 0 0 0 0 135 0 0 18 0 0 0 108 40 0 0 0 64 126 0 491 0 4:15 PM 0 0 0 0 0 106 0 0 22 0 0 0 129 43 0 0 0 79 138 0 517 0 4:30 PM 0 0 0 0 0 105 0 0 12 0 0 0 98 41 0 0 0 80 123 0 459 0 4:45 PM • 0 0 0 0 0 106 0 0 18 0 0 0 114 61 0 0 0 84 173 0 656 0 5:00 PM • 0 0 0 0 0 96 0 0 13 0 0 0 113 62 0 0 0 70 147 0 490 0 6:15 PM • 0 0 0 0 0 94 0 0 7 1 0 0 131 76 0 0 0 103 97 0 607 1 5:30 PM " 0 0 0 0 0 78 0 0 17 0 0 0 103 64 0 0 0 84 200 0 546 0 5:45 PM 0 0 0 0 0 78 0 0 26 1 0 0 110 44 0 0 0 100 165 0 522 1 6:00 PM 0 0 0 0 0 76 0 0 13 0 0 0 86 29 0 0 0 87 184 0 475 0 6:15 PM 0 0 0 0 0 79 0 0 17 0 0 0 72 37 1 0 0 67 134 0 406 1 6:30 PM 0 0 0 0 0 52 0 0 9 0 0 0 65 37 0 0 0 73 86 0 322 0 Max, 15 min, Pk. Hr, Vol, 0 0 0 0 0 0 0 0 0 0 135 373 0 0 0 0 25 55 1 1 0 0 0 0 167 461 75 262 1 0 0 0 0 0 103 341 200 617 0 0 556 2099 1 1 4:30 PM Peak 5:30 PM Hour Intersection Traffic in Pk, Hr. Intersection Pdstrns in Pk. Hr. 2099 Peak Hr. Factor 0.94 1-5 Southbound at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period 7:30 AM to 8:30 AM Page 2 of 3 South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config - urations Inside (left) Outa'de Free-flow 1 1 Lane Settings 0 0 0 2 0 1 0 3 0 0 2 0 Capacity 0 0 0 3240 0 1800 0 6000 0 0 4000 0 Ase the North/South phases split (Y/N)?' N Ase the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 0 0 .0 791 0 147 0 339 113 0 317 185 Adjusted Hourly Volume 0 0 0 791 0 147 0 452 0 0 317 0 Utilization Factor 0.00 0.00 0.00 0.24 0.00 0.08 0.00 0.08 0.00 0.00 0.08 0.00 Critical Factors 0.00 0.00 0.24 0.00 0.08 ICU Ratio = 0.42 LOS = A Turning Movements at Intersection of: i-5 Southbound and Palomar Airport Road W e s t A P P r Totals 916 Time : 7:30 AM to 8:30 AM 7/26/94 Tuesday T.M. fic T.G. Sub- totals Date Day Name 464 452 0 339 113 Subtotals Total North Approach 938 147 0 I 113 i-5 Southbound 791 : t North ^ ltr 185 317 0 Total Sub- totals 502 1130 Totals 1632 E a s t A P P r Palomar Airport Road 113 South Approach Note : Left-turn volumes include U-turns. Note : WB right-turns are accessing 1-5 SB at loop romp. i-5 Southbound at Palomar Airport Rood 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 Lane Settings 0 • 0 0 2 0 1 0 3 0 0 2 0 Capacity 0 0 0 3240 0 1800 0 6000 0 0 4000 0 Ase the North/South phases split (Y/N)? N Ase the East/West phases split (Y/N)? N Efflciency Lost Factor 0.10 Hourly Volume 0 0 0 373 0 55 0 461 262 0 341 617 Adjusted Hourly Volume 0 0 0 373 0 55 0 713 0 0 341 0 Utilization Factor 0.00 0.00 0.00 0.12 0.00 0.03 0.00 0.12 0.00 0.00 0.09 0.00 Critical Factors 0.00 0.00 0.12 0.12 0.00 ICU Ratio = 0.33 LOS = A Turning Movements at Intersection of: i-5 Southbound and Palomar Airport Road W e s t A P P r Totals 1109 Time : 4:30 PM to 5:30 PM 7/26/94 Tuesday T.M. fic T.G. Sub- totals Date Day Name 396 713 North Approach 55 0 461 252 Subtotals Total 252 1-5 Southbound 428 0 373 t North 1 t r 4_ 617 341 0 Total Sub- totals 958 834 Totals 1792 E a s t A P P r Palomar Airport Road 252 South Approach Note : Left-turn volumes include U-turns. Note : WB right-turns are accessing 1-5 SB at loop ramp. CITY OF CARLSBAD SUMMER 1994 INTERSECTION ANALYSIS SUMMARY Intersection Number: 43 Intersection Location: I-5/Palomar Airport Road N/B Ramp CONTENT PAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and 2 of 3 Turn Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Turn Movement Diagram JHK fic Associates Turning Movement Count Analysis Page 1 of3 City: Carlsbad Intersection of: N/S Stieet: 1-5 Northbound E/W Street: Palomar Airport Road File : CB9443.XLS Data Collected by J.C. fic M.C. Count Date: 7/26/94 Day : Tuesday Weather: Clear Traffic Control: Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 14 0 0 75 0 0 0 0 0 0 2 0 123 0 0 0 0 57 60 0 331 0 6:30 AM 18 0 0 93 0 0 0 0 0 0 3 0 164 0 1 0 0 62 35 0 376 1 6:45 AM 26 0 0 200 0 0 0 0 0 0 4 0 308 0 1 0 1 105 34 0 678 1 7:00 AM 32 0 0 121 0 0 0 0 0 0 1 0 190 0 0 0 0 80 34 0 458 0 7:15AM 20 0 0 144 0 0 0 0 0 0 4 0 200 0 0 0 0 82 46 0 496 0 7:30 AM ' 69 0 0 320 0 0 0 0 0 0 6 0 409 0 1 0 0 120 85 0 998 1 7:45 AM " 10 0 0 133 0 0 0 0 0 0 5 0 151 0 0 0 0 42 35 1 376 1 8:00 AM • 54 0 0 341 0 0 0 0 0 0 1 0 350 0 0 0 0 64 63 0 873 0 8:15AM • 61 0 0 264 0 0 0 0 0 0 5 0 253 0 2 0 0 141 58 0 782 2 8:30 AM 49 0 0 270 0 0 0 0 0 0 4 0 206 0 0 0 0 107 , 74 1 710 1 8:45 AM 43 0 0 219 0 0 0 0 0 0 11 0 172 0 1 0 0 120 ' 61 0 626 1 9:00 AM 47 0 0 216 0 0 0 0 0 0 10 0 184 0 0 0 0 144 71 0 672 0 Max. 15 min. 61 0 0 341 0 0 0 0 0 0 11 0 409 0 2 0 1 144 85 1 998 2 Pk. Hr. Vol. 184 0 0 1058 0 0 0 0 0 0 16 0 1163 0 3 0 0 367 241 1 3029 4 7:15 AM Peak Intersecfion Traffic in Pk, Hr, = 3029 Peak Hr, Factor 0,76 8:15 AM Hour Intersection Pdsfrns in Pk. Hr, 4 3:45 PM 30 0 0 131 0 0 0 0 0 0 43 0 216 0 1 0 0 277 231 1 927 2 4:00 PM 31 0 0 136 0 0 0 0 0 0 40 1 216 0 0 0 0 282 232 1 937 1 4:15 PM 15 0 0 125 0 0 0 0 0 0 47 0 176 0 1 0 0 274 195 1 832 2 4:30 PM 44 0 0 144 0 0 0 0 0 0 29 0 208 0 0 0 0 368 237 0 1030 0 4:45 PM 20 0 0 118 0 0 0 0 0 0 35 0 142 0 0 0 0 270 113 0 698 0 5:00 PM • 26 0 0 117 0 0 0 0 0 0 34 0 179 0 2 0 0 319 280 0 966 2 5:15 PM • 25 0 1 116 0 0 0 0 0 0 49 0 164 0 0 0 0 315 256 0 926 0 6:30 PM • 34 0 2 119 0 0 0 0 0 0 34 1 148 0 1 0 0 496 269 2 1103 3 5:45 PM • 20 0 0 109 0 0 0 0 0 0 36 0 169 0 1 0 0 356 197 0 886 1 6:00 PM 30 0 1 102 0 0 0 0 0 0 24 0 149 0 0 0 0 346 175 0 827 0 6:15 PM 29 0 0 111 0 0 0 0 0 0 16 0 128 0 0 0 0 265 158 0 707 0 6:30 PM 22 0 0 114 0 0 0 0 0 0 21 0 111 0 0 0 0 210 115 0 593 0 Max. 15 min. Pk. Hr. Vol. 44 105 0 0 2 3 144 461 0 0 0 0 0 0 0 0 0 0 0 0 49 152 1 1 215 660 0 0 2 4 0 0 0 0 496 1486 280 1002 2 2 1103 3870 3 6 4:45 PM Peak 5:45 PM Hour Intersection Trafflc in Pk. Hr. Intersection Pdstrns in Pk. Hr : 3870 : 6 Peak Hr, Factor 0.88 1-5 Northbound at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 7:16 AM to 8:15AM Page 2 of 3 South Appr (NB) North /Vppr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config - urations Inside (left) Outside Free-fiow 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 Ase the North/South phases split (Y/N)? N Ase the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 184 0 1058 0 0 0 16 1163 0 0 367 241 Adjusted Hourly Volume 0 184 1058 0 0 0 16 1163 0 0 367 241 Utilization Factor 0.00 0.09 0.33 0.00 0.00 0.00 0.01 0.19 0.00 0.00 0.06 0.13 Critical Factors 0.33 0.00 0.19 0.00 ICU Ratio = 0.62 LOS = B Turning Movements at Intersection of: -5 Northbound and Palomar Airport Road W e s t A P P r Totals Time : 7:16 AM to 8:15 AM 7/26/94 Tuesday J.C. fic M.C. Sub- totals Date Day Name 1730 561 1179 North Approach 0 0 0 16 1163 0 Subtotals Total 257 -5 Northbound 257 t North ^ t r 184 0 1058 1242 1242 4^ 241 367 0 Total Subtotals Sub- totals 608 2221 Totals 2829 E a s t A P P r Palomar Airport Road South Approach Note : Left-turn volumes include U-turns. 1-5 Northbound at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period 4:45 PM to 5:45 PM Page 3 of 3 South 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 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 Ase the North/South phases split (Y/N)? N Ase the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 105 3 461 0 0 0 153 660 0 0 1486 1002 Adjusted Hourly Volume 0 108 461 0 0 0 153 660 0 0 1486 1002 Utilization Factor 0.00 0.05 0.14 0.00 0.00 0.00 0.09 0.11 0.00 0.00 0.25 0.56 Critical Factors 0.14 0.00 0.09 0.56 ICU Ratio = 0.88 LOS = Turning Movements of Intersection of: i-5 Northbound and PolorTKir Airport Rood W e s t A P P r Time : 4:45 PM to 5:45 PM Date : 7/26/94 Day : Tuesday Name : J.C. fic M.C. Totals 2405 Sub- totals 1592 813 153 660 0 Subtotals Total North Approach 1157 0 0 0 0 J I ^ • t • North ^ t r 105 3 461 569 569 -5 Northbound 1157 4_ 1002 1486 0 Total Subtotals Sub- totals 2488 1121 Totals 3609 E a s t A P P r Palomar Airport Road South Approach Note : Left-turn volumes include U-turns. CITY OF CARLSBAD SUMMER 1994 INTERSECTION ANALYSIS SUMMARY Intersection Number: 44 Intersection Location: I-5/Poinsettia Lane S/B Ramp CONTENT PAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. LOS Analysis (HCM Delay Method) 2 of 3 P.M. LOS Analysis (HCM Delay Method) 3 of 3 JHK fic Associates Turning Movement Count Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Street: 1-5 Southbound Ramp E/W Street: Poinsettia Lane File : CB9444.XLS Data Collected by C.K. fic N.B. Count Date : 7/19/94 Day : Tuesday Weather: Clear Traffic Control: Unsignalized End of 15 min. prd. South Approach (NB) North Approach (SB) West /Vpproach (EB) East Approach (WB) 15 min Total Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 0 0 0 0 0 8 0 0 11 0 0 0 23 9 0 • 34 0 13 0 0 98 0 6:30 AM 0 0 0 0 0 21 0 0 9 0 0 0 28 8 0 3 0 61 0 2 130 2 6:45 AM 0 0 0 0 0 42 0 0 19 0 0 0 28 13 0 24 0 86 0 0 212 0 7:00 AM 0 0 0 0 0 40 0 0 21 0 0 0 22 12 0 25 0 72 0 3 192 3 7:15 AM 0 0 0 0 0 46 0 0 17 0 0 0 43 25 2 45 0 129 0 0 305 2 7:30 AM 0 0 0 0 0 19 0 0 27 0 0 0 38 11 1 32 0 80 0 3 207 4 7:45 AM 0 0 0 0 0 25' 0 0 30 0 0 0 46 13 1 54 0 78 0 0 245 1 8:00 AM • 0 0 0 0 0 48 . 0 0 51 0 0 0 54 17 0 76 0 77 0 4 323 4 8:15AM • 0 0 0 0 0 32 0 0 50 0 0 0 45 13 0 51 0 87 0 0 278 0 8:30 AM ' 0 0 0 0 0 35 0 0 56 0 0 0 49 16 1 58 0 68 0 2 271 3 8:46 AM " 0 0 0 0 0 28 0 1 32 0 0 0 61 25 2 57 0 88 0 1 282 3 9:00 AM 0 0 0 0 0 28 0 0 50 0 0 0 69 16 0 74 0 50 0 1 287 1 Max. 15 min. 0 0 0 0 0 48 0 1 56 0 0 0 69 25 2 76 0 129 0 4 323 4 Pk. Hr. Vol. 0 0 0 0 0 143 0 1 188 0 0 0 199 71 3 242 0 310 0 7 1154 10 7:45 AM Peak Intersection Traffic in Pk, Hr, = 1154 Peak Hr. Factor 0,89 8:45 AM Hour Intersecfion Pdsfrns in Pk, Hr, = 10 3:45 PM 0 0 0 0 0 50 0 0 68 0 0 0 no 27 0 50 0 112 0 3 407 3 4:00 PM 0 0 0 0 0 49 0 2 61 0 0 0 114 28 0 46 0 82 0 1 382 1 4:15 PM 0 0 0 0 0 42 0 0 50 0 0 0 137 33 0 30 0 74 0 4 366 4 4:30 PM 0 0 0 0 0 35 0 1 56 0 0 0 107 28 0 31 0 86 0 2 343 2 4:45 PM 0 0 0 0 0 42 0 0 65 0 0 0 146 37 0 29 0 107 0 5 425 5 5:00 PM • 0 0 0 0 0 48 0 1 54 0 0 0 114 24 0 37 0 93 0 1 371 1 5:15 PM " 0 0 0 0 0 45 0 0 56 0 0 0 163 46 0 49 0 83 0 4 442 4 5:30 PM • 0 0 0 0 0 42 0 0 45 0 0 0 118 35 0 41 0 90 0 2 371 2 5:46 PM • 0 0 0 0 0 48 0 1 49 0 0 0 137 41 0 58 0 117 0 11 451 11 6:00 PM 0 0 0 0 0 51 0 0 29 0 0 0 107 26 0 53 0 69 0 0 335 0 6:15 PM 0 0 0 0 0 46 0 0 28 • 0 0 0 109 21 0 39 0 80 0 0 323 0 6:30 PM 0 0 0 0 0 52 0 0 39 0 0 0 84 19 0 34 0 69 0 4 297 4 Max. 15 min. 0 0 0 0 0 52 0 2 65 0 0 0 163 46 0 68 0 117 0 11 451 11 Pk, Hr, Vol. 0 0 0 0 0 183 0 2 204 0 0 0 532 146 0 185 0 383 0 18 1635 18 4:45 PM Peak Intersection Traffic in Pk, Hr, =1635 5:45 PM Hour Intersection Pdstrns in Pk. Hr, = 18 Peak Hr, Factor 0.91 INTERSECTION : 1-5 SOUTHBOUND RAMPS/POINSETTIA LANE DATE: 7/19/94 ANALYST: B.C.S. CITY / STATE : CARLSBAD, CA PROJECT NO : 50028 PK HR ENTERING VOL : 1154 PEAK HOUR : 4 (7:45 AM - 8:45 AM) Time Period Stopped Vehicles Approach Volume Time Period SB WB SB WB 7:00-7:15 30 13 63 45 7:15-7:30 38 9 46 32 7:30 - 7:45 22 8 55 54 7:45 - 8:00 64 22 99 76 8:00-8:15 40 13 82 51 8:15-8:30 45 9 90 58 8:30 - 8:45 47 18 60 57 8:45 - 9:00 49 8 78 74 15 min Stop Veh Vol 47 18 Con-esponding App. Vol 60 57 Total Pk Hr Vol 331 242 APPROACH DELAY (DELAY / APPROACH) * (PK HR APPROACH VOL ) PK HR ENTERING VOL SB APPROACH (DELAY) WB APPROACH (DELAY) INTERSECTION (DELAY) 4.5 1.3 12.2 Seconds Seconds Seconds INTERSECTION (LOS) B NOTE: 1. Delay data was collected at 20 second intervals. 2. Intersection LOS is based on information contained in the Highway Capacity Manual and provided earlier in this report. 3. Delay/Approach = Pk 15 min Stop Veh Vol * 20 sec / Pk 15 min Approach Vol 4. Intersection Delay is the maximized value of the 15 min Approach Delays INTERSECTION ANALYST: PROJECT NO : PEAK HOUR : 1-5 SOUTHBOUND RAMPS/POINSETTIA LANE B.C.S. 50028 5 (4:45 PM - 5:45 PM) DATE: 7/19/94 CITY / STATE : CARLSBAD, CA PK HR ENTERING VOL : 1635 Time Period Stopped Vehicles Approach Volume Time Period SB WB SB WB 4:00-4:15 90 25 92 30 4:15-4:30 42 5 90 31 4:30 - 4:45 49 11 107 29 4:45 - 5:00 130 9 102 37 5:00-5:15 324 21 101 49 5:15-5:30 91 8 87 41 5:30 - 5:45 106 13 97 58 15 min Stop Veh Vol 324 21 Corresponding App. Vol 101 49 Total Pk Hr Vol 387 185 APPROACH DELAY (DELAY / APPROACH) * (PK HR APPROACH VOL ) PK HR ENTERING VOL SB APPROACH (DELAY) WB APPROACH (DELAY) INTERSECTION (DELAY) 15.2 1.0 16.2 Seconds Seconds Seconds INTERSECTION (LOS) NOTE: 1. Delay data was collected at 20 second intervals. 2. Intersection LOS is based on information contained in the Highway Capacity Manual and provided earlier in this report. 3. Delay/Approach = Pk 15 min Stop Veh Vol * 20 sec / Pk 15 min Approach Vol 4. Intersection Delay is the maximized value of the 15 min Approach Delays CITY OF CARLSBAD SUMMER 1994 INTERSECTION ANALYSIS SUMMARY Intersection Number: 45 Intersection Location: I-5/Poinsettia Lane N/B Ramp CONTENT PAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. LOS Analysis (HCM Delay Method) 2 of 3 P.M. LOS Analysis (HCM Delay Method) 3 of 3 JHK fic Associates Turning Movement Count /Vnalysis Page 1 of 3 City: Carlsbad Intersection of: N/S Stieet: 1-6 Northbound E/W Sfreet: Poinsettia Lane File: CB9446.XLS Data Collected by C.I. fic T.M. Count Date : 7/19/94 Day : Tuesday Weather: Clear 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 Leff U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 4 0 0 4 0 0 0 0 0 0 13 0 14 0 0 0 0 42 27 1 104 1 6:30 AM 8 0 0 12 0 0 0 0 0 0 16 0 27 0 0 0 0 51 49 1 163 1 6:45 AM 3 0 0 19 0 0 0 0 0 0 15 0 57 0 0 0 0 101 44 2 239 2 7:00 AM " 16 0 0 47 0 0 0 0 0 0 12 0 49 0 0 0 0 94 40 4 268 4 7:15AM • 46 0 0 68 0 0 0 0 0 0 46 0 67 0 0 0 0 226 100 2 662 2 7:30 AM ' 26 0 0 37 0 0 0 0 0 0 38 0 47 0 0 0 0 107 60 2 315 2 7:45 AM " 60 0 0 56 0 0 0 0 0 0 36 0 73 0 0 0 0 142 86 2 452 2 8:00 AM 14 0 0 24 0 0 0 0 0 0 23 0 33 0 0 0 0 83 34 1 211 1 8:15 AM 27 0 0 27 0 0 0 0 0 0 26 0 42 0 0 0 0 69 27 1 217 1 8:30 AM 19 0 0 30 0 0 0 0 0 0 27 0 39 0 0 0 0 112 62 1 279 1 8:45 AM 71 0 0 29 0 0 0 0 0 0 46 0 67 0 0 0 0 92 60 2 355 2 9:00 AM 63 0 0 28 0 0 0 0 0 0 39 0 66 0 0 0 0 91 50 1 316 1 Max. 15 min. 71 0 0 68 0 0 0 0 0 0 46 0 73 0 0 0 0 226 100 4 552 4 Pk, Hr, Vol, 148 0 0 208 0 0 0 0 0 0 130 0 236 0 0 0 0 569 286 10 1577 10 6:45 AM Peak Intersection Traffic in Pk. Hr. = 1577 Peak Hr. Factor 0.71 7:45 AM Hour Intersection Pdstrns in Pk. Hr. = 10 . 3:45 PM 79 0 0 103 0 0 0 0 0 0 49 0 101 0 0 0 0 114 51 0 497 0 4:00 PM 88 0 0 86 0 0 0 0 0 0 28 0 78 0 0 0 0 76 61 0 417 0 4:15 PM " 78 0 0 106 0 0 0 0 0 0 66 0 116 0 0 0 0 86 64 0 616 0 4:30 PM • 100 0 0 112 0 0 0 0 0 0 42 0 121 0 0 0 0 113 34 0 622 0 4:45 PM • 79 0 0 105 0 0 0 0 0 0 43 0 120 0 0 0 0 97 46 0 490 0 5:00 PM " 89 0 0 116 0 0 0 0 0 0 30 0 120 0 0 0 0 93 45 0 493 0 5:15 PM 74 0 0 124 0 0 0 0 0 0 49 0 111 0 0 0 0 98 53 0 509 0 5:30 PM 85 0 0 121 0 0 0 0 0 0 52 0 93 0 0 0 0 102 38 0 491 0 5:45 PM 62 0 0 104 0 0 0 0 0 0 40 0 117 0 0 0 0 129 49 0 501 0 6:00 PM 36 0 0 79 0 0 0 0 0 0 40 0 108 0 0 0 0 100 53 0 416 0 6:15 PM 25 0 0 77 0 0 0 0 0 0 29 0 103 0 0 0 0 94 35 0 363 0 6:30 PM 38 0 0 71 0 0 0 0 0 0 28 0 97 0 0 0 0 74 27 0 335 0 Max, 15 min. 100 0 0 124 0 0 0 0 0 0 66 0 121 0 0 0 0 129 64 0 522 0 Pk. Hr. Vol. 346 0 0 439 0 0 0 0 0 0 181 0 477 0 0 0 0 389 189 0 2021 0 4:00 PM Peak Intersection Traffic in Pk, Hr, = 2021 5:00 PM Hour Intersection Pdsfrns in Pk, Hr, = 0 Peak Hr, Factor 0.97 INTERSECTION : 1-5 NORTHBOUND RAMPS/POINSETTIA LANE DATE: 7/19/94 ANALYST: B.C.S. CITY / STATE : CARLSBAD, CA PROJECT NO : 50028 PK HR ENTERING VOL : 1577 PEAK HOUR : 2 (6:45 AM - 7:45 AM) Time Period Stopped Vehicles Approach Volume Time Period NB EB NB EB 6:30 - 6:45 12 5 22 15 6:45 - 7:00 21 1 63 12 7:00-7:15 17 3 114 45 7:15-7:30 3 26 63 38 7:30 - 7:45 25 4 116 35 7:45 - 8:00 27 12 38 23 8:00-8:15 23 8 54 25 8:15-8:30 27 10 49 27 15 min stop Veh Vol 21 1 Corresponding App. Vol 63 12 Total Pk Hr Vol 356 130 APPROACH DELAY (DELAY / APPROACH) * (PK HR APPROACH VOL) PK HR ENTERING VOL NB APPROACH (DELAY) EB APPROACH (DELAY) INTERSECTION (DELAY) 1.5 0.1 1.6 Seconds Seconds Seconds INTERSECTION (LOS) NOTE: 1. Delay data was collected at 20 second intervals. 2. Intersection LOS is based on information contained iri 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/POINSETTIA LANE DATE: 7/19/94 ANALYST: B.C.S. CITY / STATE : CARLSBAD, CA PROJECT NO : 50028 PK HR ENTERING VOL : 2021 PEAK HOUR : 2 (4:00 PM - 5:00 PM) Time Period Stopped Vehicles Approach Volume Time Period NB EB NB EB 4:00-4:15 100 16 184 66 4:15-4:30 67 16 212 42 4:30 - 4:45 99 17 184 43 4:45 - 5:00 83 6 205 30 5:00-5:15 81 12 198 49 5:15-5:30 107 9 206 52 5:30 - 5:45 118 5 166 40 15 min stop Veh Vol 99 17 Corresponding App. Vol 184 43 Total Pk Hr Vol 785 181 APPROACH DELAY (DELAY / APPROACH) * (PK HR APPROACH VOL ) PK HR ENTERING VOL NB APPROACH (DELAY) EB APPROACH (DELAY) INTERSECTION (DELAY) 4.2 0.7 4.9 Seconds Seconds Seconds INTERSECTION (LOS) NOTE: 1. Delay data was collected at 20 second intervals. 2. Intersection LOS is based on information contained in the Highway Capacity Manual and provided earlier in this report. 3. Delay/Approach = Pk 15 min Stop Veh Vol * 20 sec / Pk 15 min Approach Vol 4. Intersection Delay is the maximized value of the 15 min Approach Delays CITY OF CARLSBAD SUMMER 1994 INTERSECTION ANALYSIS SUMMARY Intersection Number: 46 Intersection Location: I-5/La Costa Avenue S/B Ramp CONTENT EA£LE Turn Movement Count Summary I of 3 (A.M. and P.M.) A.M. LOS Analysis (HCM Delay Method) 2 of 3 P.M. LOS Analysis (HCM Delay Method) 3 of 3 JHK fic Associates Turning Movement Count Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Street: 1-5 Southbound E/W Street: La Costa Avenue File: CB9446.XLS Data Collected by C.I. fic B.T. Count Date: 7/28/94 Day: Thursday Weather: Clear Traffic Control: Unsignalized South /Vpproach (NB) North /Vpproach (SB) West /Vpproach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Pec 6:15 AM 0 0 0 0 0 20 0 0 12 0 0 0 39 8 0 117 0 22 0 0 218 0 6:30 AM 0 0 0 0 0 47 0 0 18 0 0 0 54 19 0 153 0 26 0 0 317 0 6:45 AM 0 0 0 0 0 61 0 0 23 0 0 0 71 29 0 197 0 33 0 0 414 0 7:00 AM • 0 0 0 0 0 79 0 0 45 0 0 0 63 31 0 254 0 69 0 0 531 0 7:15 AM • 0 0 0 0 0 53 0 0 29 0 0 , 0 70 15 0 315 0 41 0 0 523 0 7:30 AM ' 0 0 0 0 0 63 0 0 28 0 0 0 72 21 0 306 ,0 56 0 0 546 0 7:45 AM ' 0 0 0 0 0 66 0 0 26 0 0 0 87 22 0 209 0 38 0 0 447 0 8:00 AM 0 0 0 0 0 86 0 0 65 0 0 0 104 15 0 195 0 47 0 0 512 0 8:15AM 0 0 0 0 0 60 0 0 19 0 0 0 59 26 0 202 0 58 0 0 424 0 8:30 AM 0 0 0 0 0 84 0 0 47 0 0 0 99 22 0 191 0 64 0 0 507 0 8:45 AM 0 0 0 0 0 46 0 0 40 0 0 0 67 27 0 130 0 37 0 0 347 0 9:00 AM 0 0 0 0 0 79 0 0 41 0 0 0 77 27 0 101 0 44 0 0 369 0 Max. 15 min. 0 0 0 0 0 86 0 0 65 0 0 0 104 31 0 315 0 64 0 0 545 0 Pk. Hr. Vol. 0 0 0 0 0 260 0 0 128 0 0 0 292 89 0 1084 0 193 0 0 2046 0 6:45 AM Peak Intersection Traffic in Pk. Hr. = 2046 Peak Hr. Factor 0,94 7:45 AM Hour Intersection Pdstrns in Pk. Hr. = 0 3:46 PM 0 0 0 0 0 45 0 0 43 0 0 0 124 5 0 92 0 83 0 0 392 0 4:00 PM 0 0 0 0 0 33 0 0 58 0 0 0 168 9 0 80 0 66 0 0 414 0 4:15 PM 0 0 0 0 0 79 0 0 59 0 0 0 98 14 0 86 0 84 0 0 420 0 4:30 PM 0 0 0 0 0 57 0 0 53 0 0 0 136 9 0 87 0 54 0 0 396 0 4:45 PM 0 0 0 0 0 73 0 0 74 0 0 0 198 14 0 78 0 84 0 0 521 0 5:00 PM 0 0 0 0 0 77 0 0 61 0 0 0 120 6 0 128 0 66 0 0 457 0 5:15 PM • 0 0 0 0 0 119 0 0 86 0 0 0 157 10 0 184 0 75 0 0 631 0 5:30 PM • 0 0 0 0 0 56 0 0 84 0 0 0 143 18 0 194 0 75 0 0 570 0 5:45 PM • 0 0 • 0 0 0 93 0 0 142 0 0 0 166 25 0 206 0 71 0 0 703 0 6:00 PM • 0 0 0 0 0 109 0 0 39 0 0 0 143 17 0 95 0 81 0 0 484 0 6:15 PM 0 0 0 0 0 78 0 0 51 0 0 0 81 12 0 140 0 100 0 0 462 0 6:30 PM 0 0 0 0 0 73 0 0 34 0 0 0 62 18 0 130 0 80 0 0 397 0 Max. 16 min. Pk. Hr.Vol. 0 0 0 0 0 0 0 0 0 0 119 377 0 0 0 0 142 351 0 0 0 0 0 0 198 609 25 70 0 0 206 679 0 0 100 302 0 0 0 0 703 2388 0 0 5:00 PM Peak 6:00 PM Hour Intersection Traffic in Pk. Hr. Intersection Pdstrns in Pk, Hr. 2388 0 Peak Hr. Factor 0.85 INTERSECTION : 1-5 SOUTHBOUND RAMPS/LA COSTA AVENUE DATE: 7/28/94 ANALYST: B.C.S. CITY / STATE : CARLSBAD, CA PROJECT NO : 50028 PK HR ENTERING VOL : 2046 PEAK HOUR : 2 (6:45 AM - 7:45 AM) Time Period Stopped Vehicles Approach Volume Time Period SB WB SB WB 6:30 - 6:45 52 105 84 197 6:45 - 7:00 52 243 124 254 7:00-7:15 56 117 82 315 7:15-7:30 89 130 91 306 7:30 - 7:45 102 112 91 209 7:45 - 8:00 251 223 151 195 8:00-8:15 55 122 79 202 8:15-8:30 154 274 131 191 15 min Stop Veh Vol 52 243 Con-esponding App. Vol 124 254 Total Pk Hr Vol 388 1084 APPROACH DELAY (DELAY / APPROACH) * (PK HR APPROACH VOL ) PK HR ENTERING VOL SB APPROACH (DELAY) WB APPROACH (DELAY) INTERSECTION (DELAY) I. 6 10.1 II. 7 Seconds Seconds Seconds INTERSECTION (LOS) B 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/POINSETTIA LANE DATE: 7/28/94 ANALYST: B.C.S. CITY / STATE : CARLSBAD, CA PROJECT NO : 50028 PK HR ENTERING VOL : 2388 PEAK HOUR : 5 (5:00 PM - 6:00 PM) Time Period Stopped Vehicles Approach Volume Time Period SB WB SB WB 4:00-4:15 215 133 138 86 4:15-4:30 246 126 110 87 4:30 - 4:45 316 427 147 78 4:45 - 5:00 186 237 138 128 5:00-5:15 120 140 205 184 5:15-5:30 229 429 140 194 5:30 - 5:45 271 391 235 206 5:45 - 6:00 101 255 148 95 15 min stop Veh Vol 229 429 Corresponding App. Vol 140 194 Total Pk Hr Vol 728 679 APPROACH DELAY (DELAY / APPROACH) * (PK HR APPROACH VOL ) PK HR ENTERING VOL SB APPROACH (DELAY) WB APPROACH (DELAY) INTERSECTION (DELAY) 10.0 Seconds 12.6 Seconds 22.5 Seconds INTERSECTION (LOS) NOTE: 1. Delay data was collected at 20 second intervals. 2. Intersection LOS is based on information contained in the Highway Capacity Manual and provided earlier in this report. 3. Delay/Approach = Pk 15 min Stop Veh Vol * 20 sec / Pk 15 min Approach Vol 4. Intersection Delay is the maximized value of the 15 min Approach Delays CITY OF CARLSBAD SUMMER 1994 INTERSECTION ANALYSIS SUMMARY Intersection Number: 4 7 Intersection Location: I-5/La Costa Avenue N/B Ramp CONTENT PAGE Turn Movement Count Summary I of 3 (A.M. and P.M.) A.M. LOS Analysis (HCM Delay Method) 2 of 3 P.M. LOS Analysis (HCM Delay Method) 3 of 3 JHK fic Associates Turning Movement Count /Vnalysis Page 1 of 3 City: Carlsbad Intersection of: N/S Stieet: 1-5 Northbound E/W Street: La Costa Avenue File : CB9447.XLS Data Collected by S.K. fic B.T. Count Date: 7/28/94 Day : Thursday Weather: Clear Traffic Control: Unsignalized End of 15 min. prd. South Approach (NB) North Approach (SB) West /Vpproach (EB) East Approach (WB) 15 min Total Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 7 0 0 34 0 0 0 0 0 0 14 0 29 0 0 0 0 131 51 0 266 0 6:30 AM 9 0 0 53 0 0 0 0 0 0 22 0 81 0 0 0 0 190 55 0 410 0 6:45 AM 4 0 0 91 0 0 0 0 0 0 27 0 79 0 0 0 0 212 72 0 485 0 7:00 AM 3 0 0 82 0 0 0 0 0 0 23 0 83 0 0 0 0 231 80 0 502 0 7:15AM • 2 0 0 112 0 0 0 0 0 0 21 0 91 0 0 0 0 272 104 0 602 0 7:30 AM ' 4 0 0 116 0 0 0 0 0 0 21 0 86 0 0 0 0 265 75 0 667 0 7:45 AM " 4 0 0 166 0 0 0 0 0 0 29 0 134 0 0 0 0 258 108 0 699 0 8:00 AM • 7 0 0 121 0 0 0 0 0 0 33 0 133 0 0 0 0 192 102 0 588 0 8:15 AM 14 0 0 114 0 0 0 0 0 0 14 0 67 0 0 0 0 202 71 0 482 0 8:30 AM 7 0 0 99 0 0 0 0 0 0 27 0 161 0 0 0 0 275 117 0 686 0 8.45 AM 8 0 0 132 0 0 0 0 0 0 19 0 104 0 0 0 0 189 92 0 544 0 9:00 AM 9 0 0 105 0 0 0 0 0 0 19 0 102 0 0 0 0 145 70 0 450 0 Max. 15 min. 14 0 0 166 0 0 0 0 0 0 33 0 161 0 0 0 0 275 117 0 699 0 Pk. Hr. Vol. 17 0 0 515 0 0 0 0 0 0 104 0 444 0 0 0 0 987 389 0 2456 0 7:00 AM Peak Intersection Traffic in Pk, Hr. = 2456 Peak Hr. Factor 0.88 8:00 AM Hour Intersection Pdsfrns in Pk, Hr. = 0 3:45 PM 20 0 0 170 0 0 0 0 0 0 39 0 172 0 0 0 0 243 121 0 765 0 4:00 PM 24 0 0 129 0 0 0 0 0 0 23 0 134 0 0 0 0 131 74 0 515 0 4:15 PM • 13 0 1 140 0 0 0 0 0 0 25 0 128 0 0 0 0 142 95 0 544 0 4:30 PM • 12 0 1 195 0 0 0 0 0 0 41 0 156 0 0 0 0 225 105 0 735 0 4:45 PM • 9 0 0 140 0 0 0 0 0 0 64 0 188 0 0 0 0 184 116 0 701 0 5:00 PM • 18 0 1 146 0 0 0 0 0 0 29 0 167 0 0 0 0 194 71 0 625 0 5:15 PM 7 0 0 102 0 0 0 0 0 0 27 0 59 0 0 0 0 177 84 0 , 456 0 5:30 PM 14 0 1 170 0 0 0 0 0 0 31 0 173 0 0 0 0 227 100 0 716 0 5:45 PM 9 0 0 83 0 0 0 0 0 0 26 0 147 0 0 0 0 136 70 0 471 0 6:00 PM 28 0 2 177 0 0 0 0 0 0 32 0 179 0 0 0 0 187 113 0 718 0 6:15 PM 23 0 0 125 0 0 0 0 0 0 20 0 126 0 0 0 0 162 73 0 529 0 6:30 PM 16 0 0 122 0 0 0 0 0 0 24 0 74 0 0 0 0 104 54 0 394 0 Max, 15 min. 28 0 2 196 0 0 0 0 0 0 64 0 188 0 0 0 0 243 121 0 765 0 Pk, Hr, Vol. 52 0 3 620 0 0 0 0 0 0 169 0 639 0 0 0 0 745 387 0 2605 0 4:00 PM Peak Intersection Traffic in Pk. Hr. = 2605 5:00 PM Hour Intersection Pdstrns in Pk. Hr. = 0 Peak Hr. Factor 0.85 INTERSECTION : 1-5 NORTHBOUND RAMPS/LA COSTA AVENUE DATE: 7/28/94 ANALYST: B.C.S. CITY / STATE : CARLSBAD, CA PROJECT NO : 50028 PK HR ENTERING VOL : 2456 PEAK HOUR : 3 (7:00 AM - 8:00 AM) Time Period Stopped Vehicles Approach Volume Time Period NB EB NB EB 6:30 - 6:45 28 13 95 27 6:45 - 7:00 35 12 85 23 7:00-7:15 31 10 114 21 7:15-7:30 55 11 120 21 7:30 - 7:45 68 11 170 . 29 7:45 - 8:00 224 25 128 33 8:00-8:15 65 9 128 14 8:15-8:30 110 25 106 27 15 min Stop Veh Vol 224 25 Corresponding App. Vol 128 33 Total Pk Hr Vol 532 104 APPROACH DELAY (DELAY/APPROACH) * (PK HR APPROACH VOL ) PK HR ENTERING VOL NB APPROACH (DELAY) EB APPROACH (DELAY) INTERSECTION (DELAY) 7.6 0.6 8.2 Seconds Seconds Seconds INTERSECTION (LOS) B 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/LA COSTA AVENUE DATE : 7/28/94 ANALYST: B.C.S. CITY / STATE : CARLSBAD, CA PROJECT NO : 50028 PK HR ENTERING VOL : 2605 PEAK HOUR : 2 (4:00 PM - 5:00 PM) Time Period Stopped Vehicles Approach Volume Time Period NB EB NB EB 3:45 - 4:00 454 25 153 23 4:00-4:15 533 18 153 25 4:15-4:30 252 15 207 41 4:30 - 4:45 296 108 149 64 4:45 - 5:00 504 15 163 29 5:00-5:15 312 25 109 27 5:15-5:30 130 26 184 31 5:30 - 5:45 359 33 92 26 15 min stop Veh Vol 533 18 Corresponding App. Vol 153 25 Totai Pk Hr Vol 672 159 APPROACH DELAY (DELAY / APPROACH) * (PK HR APPROACH VOL ) PK HR ENTERING VOL NB APPROACH (DELAY) EB APPROACH (DELAY) INTERSECTION (DELAY) 18.0 Seconds 0.9 Seconds 18.9 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