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HomeMy WebLinkAbout; 1989 Traffic Monitoring Program Carlsbad Part 1; 1989 Traffic Monitoring Program Carlsbad Part 1; 1989-12-01;hk & associates ANNUAL REPORT 19 8 9 CITY OF CARLSBAD GROWTH MANAGEMENT PLAN TRAFFIC MONITORING PROGRAM Prepared For City of Carlsbad 2075 Las Palmas Drive Carlsbad, CA 92009 Prepared By JHK & Associates 2831 Camino del Rio South, Suite 205 San Diego, CA 92108 ENGINEERING DEPT. UBRARY City ol Carlsbad 2075 Las Palmas Drive Carlsbad, CA 92009-4859 December, 1989 TABLE OF CONTENTS -J hk. & associates 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 Table LIST OF FIGURES LIST OF TABLES ;hk & . associates figure Page 1- 1 Project Location Map 1-2 2- 1 Comparison of Winter and Summer ADT 2-2 Page 2- 1 Link Count Summary 2-2 3- 1 Intersection Count Date Summary 3-2 3-2 Intersection Capacity Utilization (ICU) Analysis Summary 3-5 3-3 Additional ICU Analysis Summary ICU Standard vs. ICU Heavy Demand 3-10 1. INTRODUCTION hk. & associates PROJECT OVERVIEW In attempts by cities across the country to regulate 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 city. Typically, data requirements for Traffic Monitoring Programs include the average daily traffic volumes recorded at mid-block locations and peak hour turn movement volumes at major signalized 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 problem areas where unacceptable operations exist. This information is intended to assist the City in the control of future development adjacent to these problem locations where capacity deficiencies currently exist. This report documents the results of the initial Growth Management Plan Traffic Monitoring Program for the City of Carlsbad. The City of Carlsbad identified thirty-six (36) key intersections and sixteen (16) key mid-block locations for analysis. The City identified two separate seasons for data collection, the Winter count (February and March 1989) and the Summer count (July and August 1989). The primary purpose of the two phase study was to determine if a substantial fluctuation in traffic volumes occurs between the two seasonal periods. The City of Carlsbad is a coastal community located in Southern California, 35 miles north of San Diego. The current 1989 population is approximately 62,000. Interstate 5 runs north and south along the western edge of Carlsbad and is a major route for commuters to both Orange County and San Diego. This facility also carries a significant amount of through traffic as the primary coastal route linking San Diego to Orange County and Los Angeles. The Carlsbad Circulation system includes the following major arterials: El Camino Real, Palomar Airport Road, Tamarack Avenue, 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 involved in the Traffic Monitoring Program. 1-1 OCEANSIDE VISTA BUtNA VISTA LAGOON AQUA HeOIONOA LAOOON PACIFIC OCEAN AVENIOA ENCINAS 9ATIQUirOS LAGOOM N Intersecticm Count Location Mid-^lock Count Locations CTTY OF CARISBAD GROWTH MANAGEMENT PLAN TRAFFIC MONITORING PROGRAM Figure 1-1 PROJECT LOCATION MAP ihk J A utocittts 1-2 ihk & associates — ANNUAL REPORT ORGANIZATION As required by the Scope of Work, JHK & Associates (JHK) prepared separate monthly reports to document the Winter and Summer count periods. Each of these monthly reports was prepared as stand-alone documents during the course of the project. However, for reference purposes, JHK has included the approved versions of these interim documents in Appendix A (Winter 1989) and Appendix B (Summer 1989) of the Final Annual Report. In addition to these technical appendices, JHK has prepared a summary section for this Annual Report. Summary information is presented in this initial section of the report, and a description of the content of Chapters 2, 3 and 4 is provided below. As mentioned previously, a total of sixteen (16) mid-block link count locations for the coUection of 1989 average daily traffic (ADT) volume counts were identified by the City of Carlsbad. Newport Traffic Studies aided JHK in the data collection effort. JHK reviewed the ADT volumes and performed roadway segment analysis. The results of the mid-block link analysis for both count periods 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. The City of Carlsbad identified thirty-six (36) key intersections to be analyzed. To help assure that the intersection turn movement counts were completed in a timely manner, JHK utilized personnel from a temporary agency within the Carlsbad area. Morning (6:00 to 9:00 a.m.) and evening (3:30 to 6:30 p.m.) peak period turn movement volumes were coUected at each project intersection. The data was reduced to identify the peak hour turn movement volumes and this information was then analyzed using the Intersection Capacity Utilization (ICU) method. The analysis conformed with guidelines established by the City of Carlsbad in a document entitled "GuideUnes and Instructions for the Preparation of Local FaciUties Management Plan Transportation Impact Studies". The results of the information data coUection and analysis activities for both the Winter and Summer count periods 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 presented. 1-3 -J hk & associates 2. LINK COUNTS Mid-block link counts were conducted at 16 locations throughout the City of Carlsbad, and can be identified on Figure 1-1. Newport Traffic Studies conducted the Unk 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. The ADT volumes for the Winter and Summer counts are summarized in Chapter 3 of Appendix A and B respectively. Figure 2-1 compares ADT at the 16 locations for both Winter and Summer phases. 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 both the Winter and Summer roadway segment analysis. The analysis for the roadway segments was completed, no locations were identified to operate at LOS F, However, Palomar Airport Road, East of Melrose was identified to operate at LOS E during the winter count phase. The same location operated at LOS D during the Summer phase. The remaining segments operated at LOS D for either the Summer, Winter or both count phases. The locations of the high volume Unks along with their corresponding levels of service are listed below: WINTER SUMMER Location LOS LOS 6 Palomar Airport Road East of Melrose E D 7 Palomar Airport Road between El Fuerte and El Camino Real D D 13 La Costa Avenue between 1-5 & Saxony D D The analysis also indicated that thirteen (13) of the sixteen (16) Unk count stations experienced an increase in ADT from the Winter to Summer phase. A sUght decrease in ADT was observed at the other three locations. The mean increase in ADT volume was 1,430 vehicles for all locations. This mean increase in 2-1 to I ts5 < CO & O H Q 45- 40 35 30 25 20 15 10 5-I i 1 i Legend Winter i i Summer mmmm T 7 8 9 10 11 COUNT LOCATIONS Figure 2-1 COMPARISON OF WINTER AND SUMMER AOT ihk & associates Table 2-1 CITY OF CARLSBAD 1989 ROADWAY SEGMENT LEVELS OF SERVICE No. Segment 1 Melrose Ave. Segment Limits Alga Rd. & Rancho Santa Fe Rd. 2 El Camino Real SR 78 & Plaza Dr. 3 El Camino Real 4 El Camino Real 5 El Camino Real Palomar Airport Rd. Palomar Airport Rd. Palomgu' Airport Rd. Carlsbad Blvd. 10 Carlsbad Blvd. 11 Carlsbad Blvd. 12 Olivenhain Rd. Faraday & Palomar Airport Rd. Alga Rd. & La Costa Ave. Levante St. & Olivenhain Rd. East of Melrose Ave. El Fuerte & El Camino Real Camino Vida Roble & College Blvd. Oceanside City Limit & State St. Tamarack Ave. & Cannon Rd. Poinsettia Ln. & La Costa Ave.** South of Rancho Santa Fe Rd.** 13 La Costa Ave. 1-5 & Saxony Rd. WINTER One Direction Link V/C Volume Ratio LOS* 385 .07 A 2,060 0.38 A 1,220 0.34 A 1,313 0.36 A 1,140 0.32 A 1,685 0.94 E 1,499 0.83 D 1,179 0.66 B 792 0.44 A 796 0.44 A 545 0.15 A 592 0.33 A 1,468 0.82 D SUMMER One Direction Link V/C Volume Ratio LOS* 379 0.07 A 1,988 0.37 A 1,266 0.35 A 1,386 0.39 A 1,094 0.30 A 1,573 0.87 D 1,597 0.89 D 1,138 0.63 B 902 0.50 A 770 0.43 A 561 0.16 A 622 0.35 A 1,506 0.84 D 2-3 Table 2-1 CITY OF CARLSBAD 1989 ROADWAY SEGMENT LEVELS OF SERVICE No. Segment 14 Elm Ave. 15 Rancho Santa Fe Rd. 16 Jefferson St. Segment Limits Concord St. & Tamarack Ave. Melrose Dr. & Questhaven Rd. Marron Rd. & 1-5 WINTER One Direction Link V/C Volume Ratio LOS* 320 0.18 A 1,188 0.66 B 534 0.30 A SUMMER One Direction Link V/C Volume Ratio LOS* 299 0.17 A 890 0.49 A 574 0.32 A Note: * The segment LOS was based upon the maximum observed one-direction one hour volume in the peak hour as a function of the one direction lane volume of 1,800 vehicles per hour at LOS E. ** One twenty-four hour period of the forty-eight hour period is questionable due to mechanical problems. AU calculations were made with the accurate period. 2-4 ihk & associates ADT represents an eight percent change due to seasonal fluctuations in overall traffic activity. This eight percent increase in arterial volumes between the Winter and Summer count periods can be compared to a 16 percent increase in seasonal ADT activity recorded by CALTRANS on Interstate 5 through the City of Carlsbad. In general the increase in ADT during the Summer months does not substantiaUy influence intersection operations or levels of service during the morning or evening peak periods. However, the arterial street system west of Interstate 5 experiences a greater increase in seasonal ADT than east of Interstate 5. Specifically, the Carlsbad Boulevard count locations recorded increases in Summer ADT volumes ranging from 16 to 21 percent over the volumes collected during the Winter count period. Further discussion regarding the impact of the seasonal increase of Summer traffic volumes on intersection operations and level of service calculations is provided in Chapter 3. It is also important to recognize that although roadway segment analysis is an accurate assessment of roadway conditions in rural settings, it is often difficult to assess the overaU efficiency of the entire circulation system based solely on the segment analysis. This is especially true in urban settings where intersection operations control the flow of traffic on the system. Thus, the analysis of intersection levels of service at signaUzed intersections provides a more accurate indication of system operations in urbanized areas. In summary, the information in this chapter coupled with the capacity analysis of signalized intersections in Chapter 3 wiU enable the City of Carlsbad to accurately determine the current state of the entire circulation system. 2-5 jhk & associates 3. INTERSECTION TURN MOVEMENT COUNTS Intersection turn movement counts were conducted for both the Summer and Winter count seasons at the thirty-six (36) project intersections. Figure 1-1 in Chapter 1 graphicaUy identifies the location of each of the intersections included in the study. To aid in the data collection, JHK employed temporary staff from a local employment agency. The turn movement counts were conducted during the morning peak period (6:00 to 9:00 a.m.) and the evening peak period (3:30 to 6:30 p.m.). The data from the 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 morning 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 on Table 3-1. To aid in the reduction of the field data, JHK developed an in-house computer software appUcation program. The program used a Lotus spreadsheet format to identify peak hour volume conditions to determine the peak hour factor, and perform ICU calculations. The ICU calculations were conducted for both the morning and evening peak hours for aU thirty-six (36) intersections. ICU calculations were completed using guideUnes established by the City. The lane group capacities were assigned as follows: Lane Group Capacity* turn lanes 1500 vphgpl thru lanes 1700 vphgpl When unique lane configurations occurred, capacities were assigned based upon actual lane usage, and these capacities were approved by the City of Carlsbad as a result of discussions with City staff. The intersection ICU was correlated to the level of service as follows: Note:* Taken from the City of Carlsbad "GuideUnes and Instructions for the Preparation of Local Facilities Management Plan Transportation Impact Studies." 3-1 -J hk & associates Table 3-1 COUNT DATE SUMMARY SHEET CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SOURCE: JHK & ASSOCIATES Count Count WINTER 1989 Count Count SUMMER 1989 Numt)er Intersection/Location Day Date Daj Date 1 El Camino Real and Marron Road Wed. 2/15 Tues. 7/25 2 El Camino Real and Elm Avenue Wed. 2/15 Wed. 7/26 3 El Camino Real and Chestnut Avenue Wed. 2/28 Thurs. 7/27 4 El Camino Real and Tamarack Avenue Thurs. 2/16 Thurs. 7/27 5 El Camino Real and Faraday Avenue Wed. 3/01 Wed. 8/02 6 El Camino Real and Palomar Airport Road Wed. 3/01 Wed. 8/02 7 El Camino Real and Camino Vida Roble Wed. 3/01 Wed. 8/02 8 El Camino Real and Alga Road Wed. 3/01 Wed. 8/02 9 El Camino Real and La Costa Avenue Wed . 3/01 Wed. 8/02 10 El Camino Real and Levante Street Wed. 3/01 Wed. 8/02 11 Rancho Santa Fe and Melrose Thurs. 3/02 Thurs. 8/03 12 Rancho Santa Fe and La Costa Avenue Thurs 3/02 Thurs. 8/03 13 Rancho Santa Fe and Olivenhain Thurs. 3/02 Thurs. 8/03 14 Palomar Airport Road and Camino Vida Roble Wed. 3/01 Tues. 8/01 15 Palomar Airport Road and Paseo del Norte Tues. 2/28 Tues. 8/01 16 Palomar Airport Road and Avenida Encinas Tues. 2/28 Tues. 8/01 17 Palomar Airport Road and Carlsbad Boulevard Tues. 2/28 Tues. 8/01 3-2 jhk & associates Table 3-1 (Continued) COUNT DATE SUMMARY SHEET CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM Count Count WINTER SUMMER 1989 1989 Count Count Count Count Number Intersection/Location Day Date Day Date 18 Alga Road and Alicante Thurs. 3/02 Thurs. 8/03 19 Alga Road and El Fuerte Thurs. 3/02 Thurs. 8/03 20 Carlsbad Boulevard and State Street Tues. 2/14 Tues. 7/25 21 Carlsbad Boulevard and Elm Avenue Tues. 2/14 Tues. 7/25 22 Carlsbad Boulevard and Tamarack Avenue Thurs. 2/16 Thurs. 7/27 23 Carlsbad Boulevard and Cannon Tues. 2/28 Thurs. 7/27 24 Carlsbad Boulevard and Poinsettia Thurs. 3/02 Thurs. 8/03 25 Cannon Road and Paseo del Norte Tues. 2/28 Tues. 8/01 26 Poinsettia Lane and Paseo del Norte Thurs. 3/02 Wed. 8/09 27 Monroe Street and Marron Road Wed. 2/15 Tues. 7/25 28 Monroe Street and Elm Avenue Tues. 2/14 Wed. 7/26 29 Marron Road and Jefferson Wed. 2/15 Tues. 7/25 30 Elm Avenue and Tamarack Avenue Thurs. 2/16 Wed. 7/26 31 Elm Avenue and Harding Tues. 2/14 Thurs. 7/27 32 Tamgirack Avenue and Adams Street Thurs. 2/16 Thurs. 7/27 33 Tamarack Avenue and Pio Pico Thurs. 2/16 Thurs. 7/27 34 Tamarack Avenue and Park Drive Thurs. 2/16 Thurs. 7/27 35 Monroe Street and Chestnut Avenue Wed. 2/28 Wed. 7/26 36 Jefferson and Las Flores Tues. 2/14 Tues. 7/25 3-3 ihk & associates Levels of Service Ranges V/C Ratio Level of Service* 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 1.01 F The ICU and LOS for both the Winter and Summer count seasons are summarized in Table 3-2. The Winter ICU calculations identified seven (7) intersections that operate at or below LOS D in the morning and/or evening peak period, while the Summer ICU calculations identified only six (6) intersections. A discussion of traffic operations at each of these intersections is summarized below: EI Camino Real at Tamarack Avenue This intersection operated at LOS D (0.83) during the Winter a.m. peak hour, and at LOS C during the Summer a.m, peak hour. This would indicate that the intersection is currently at the threshold of acceptable operations. Daily fluctuations in traffic volumes could place this intersection in the unacceptable or D range. Thus, intersection operations should be monitored in the future. El Camino Real at Faraday Avenue Intersection capacity analysis revealed this intersection operates at LOS E (0.99) and LOS E (0.93) during the p.m. peak hour in the Winter and Summer months respectively. In the analysis, ICU identified the eastbound right turn as the critical movement. The eastbound right turn volume is approximately 600 vehicles per hour during the p.m. peak. This movement alone contributes approximately 0.38 to the overaU ICU calculation. This intersection would test in the acceptable level if approximately 200 vehicles executed a right turn on red maneuver during the 3-4 -J hk & associates Table 3-2 INTERSECTION CAPACITY UTILIZATION ANALYSIS SUMMARY Count Count No. Intersection/Location 1 El Camino Real and Marron Road 2 Ei Camino Real and Elm Avenue 3 El Camino Real and Chestnut Avenue 4 El Camino Real and Tamarack Avenue 5 El Camino Real and Faraday Avenue 6 El Camino Real and Palomar Airport Road 7 El Camino Real and Camino Vida Roble 8 El Camino Real and Alga Road 9 El Camino Real and La Costa Avenue 10 El Camino Real and Levante Street 11 Rancho Santa Fe and Melrose 12 Rancho Santa Fe and La Costa Avenue 13 Rancho Santa Fe and Olivenhain WINTER 1989 PEAK HOUR AM PM V/C V/C Ratio LOS Ratio LOS .41 A .59 .57 A .70 ,59 A .76 .83 D .63 B .66 B .99 .83 D .97 E .62 B .64 B .65 B .81 D .83 D .84 D .41 A .59 .95 E .72 .68 B .65 B .66 B .62 B SUMMER 1989 PEAK HOUR AM PM V/C V/C Ratio LOS Ratio LOS .42 A .63 B .50 A .69 .49 A .79 .61 B .75 .63 B .93 .91 E 1.24 F .62 B .65 B .64 B .81 D .91 E .92 .41 A .61 B .87 D .65 B .70 C .72 .58 A .64 B 3-5 ihk & associates Table 3-2 (Continued) INTERSECTION CAPACITY UTILIZATION ANALYSIS SUMMARY Count Count No. Intersection/Location 14 Palomar Airport Road and Camino Vida Roble 15 Palomar Airport Road and Paseo del Norte 16 Palomar Airport Road and Avenida Encinas 17 Palomar Airport Road and Carlsbad Boulevard 18 Alga Road and Alicante 19 Alga Road and El Fuerte 20 Carlsbad Boulevard and State Street 21 Carlsbad Boulevard and Elm Avenue 22 Carlsbad Boulevard and Tamarack Avenue 23 Carlsbad Boulevard and Cannon Road 24 Carlsbad Boulevard and Poinsettia 25 Cannon Road and Paseo del Norte 26 Poinsettia Lane and Paseo del Norte 27 Monroe Street and Marron Road WINTER 1989 PEAK HOUR AM PM V/C V/C Ratio LOS Ratio LOS .50 A .55 .59 A .77 .44 A .52 A ** .42 A .41 A .34 A .24 A .49 A .82 D .37 A .58 A .29 A .46 A .39 A .63 B .28 A .33 A .39 A .51 .57 A ,45 .29 A .56 SUMMER 1989 PEAK HOUR AM PM V/C V/C Ratio LOS Ratio LOS ,59 A .57 .58 A .78 .48 A .51 ** A .43 A .46 A .30 A .27 A .59 A ,83 D .36 A .64 B .30 A .59 A .35 A .69 B .25 A .42 A .41 A .51 A .55 A .46 A .26 A .56 A 3-6 ihk & associates Table 3-2 (Continued) INTERSECTION CAPACITY UTILIZATION ANALYSIS SUMMARY Count No. 28 29 30 31 32 33 34 35 36 WINTER 1989 PEAK HOUR AM PM Count V/C V/C Intersection/Location Ratio LOS Ratio LOS Monroe Street and Elm Avenue .42 Marron Road and Jefferson . 34 Elm Avenue and Tamarack Avenue . 40 Elm Avenue and Harding .49 A A A A Tamarack Avenue and Adams Street . 64 B Tamarack Avenue and Pio Pico ,61 B Tamarack Avenue and Park Drive ,59 A Monroe Street and Chestnut Avenue , 44 A Jefferson and Las Flores , 46 A .63 .76 .26 .69 .63 .51 .44 .41 .76 B C A B B A C SUMMER 1989 PEAK HOUR AM PM V/C V/C Ratio LOS Ratio LOS ,39 A .67 B ,35 A .65 B .33 A .32 A .44 A .68 B .66 B .61 B .54 A .48 A .46 A ,49 A .31 A ,34 A .39 A .72 C Note: ** ICU not applicable for this intersection. 3-7 -J hk & associates evening peak hour. This movement may warrant further review by the City. Based on our field work JHK submits the foUowing observations regarding intersection operations: o The eastbound right turn on red movement is possible due to the existence of an exclusive eastbound right turn only lane. o This right turn on red maneuver is also feasible to the three lane cross- section exiting the intersection to the south. o However, this maneuver is restricted due to the high approach speeds of southbound traffic on El Camino Real. o College Boulevard is now open to traffic from Faraday to Palomar Airport Road. At this time we expect many of the right turns to be using College Boulevard instead. The heavy eastbound right turn movement may be redistributed by the opening of CoUege Boulevard from Faraday Avenue to Palomar Airport Road. If a substantial reduction in the right turn volume does not occur, this intersection may be a candidate for operational modifications including: o Overlap phasing for the westbound right turn movement. o Provision of a free (unrestricted) eastbound right turn lane. o Restriping to allow for double right turns. EI Camino Real and Palomar Airport Road The ICU calculations for the Winter count season identified this intersection as a problem location with LOS D (0.83) during the a.m, peak and LOS E (0,97) during the p.m. peak. The LOS was confirmed during the Summer count when the ICU method revealed LOS E (0.91) during the a.m. peak and LOS F (1.24) during the p.m. peak. Morning operations are hampered by heavy westbound left turn movements. In the evening peak aU movements are heavy including the northbound right turn which reflects the return maneuver from the morning westbound left turn. The intersection is experiencing operational difficulty both in the a.m. and 3-8 ;hk &i associates p.m. peak. AU movements add to the high ICU and additional capacity in the form of new geometries appears warranted. With a.m. westbound left turn volumes of approximately '550 vehicles per hour, the provision of double left turn lanes on this westbound approach should be considered. This mitigation measure would reduce the overaU ICU and restore the intersection to an acceptable LOS during the morning peak. Future circulation plans anticipate the extension of Poinsettia Lane and Cannon Road to El Camino Real. These additional east/west routes will promote the diversion of traffic from Palomar Airport Road and may potentially reduce the heavy peak hour entering volume and relieve the current operational problem at this intersection. It should be noted that current entering volumes of 4,933 vph during the Summer p.m, peak hour would need to be reduced by approximately 2,000 vph to restore an acceptable LOS under standard ICU calculations. If this reduction is not achieved, additional lanes wiU be required to increase capacity. El Camino Real and Alga Road This intersection tested poorly in the p.m. peak hour with LOS D (0.81) conditions during both the Winter and Summer count periods. A heavy northbound right turn movement of approximately 500 vehicles during the peak hour currently exists during the Winter and Summer counts. The intersection LOS is improved as long as the northbound right turn on.red volume exceeds approximately 60 vehicles per hour. Currently, the eastbound through movement is relatively Ught and the northbound right turn on red movement is feasible. In the future with the extension of Alga Road/CoUege Boulevard, the eastbound volumes wiU increase. This may reduce the opportunities for northbound right turn on red and possibly decrease the overall intersection LOS. EI Camino Real at La Costa Avenue Heavy movement on all approaches results in a Winter ICU calculations of LOS D (0.83) during the a.m. peak hour and LOS D (0,90) during the p.m. peak hour. This is confirmed in the Summer with standard ICU calculations of LOS E (0.91) and LOS E (0.92) for the a.m. and p.m, peak hours, respectively. The eastbound left turn movement is heavy in the a.m, peak. The southbound right turn is heavy throughout both peaks. The outside southbound thru lane operates as a defacto 3-9 jhk & associates right turn lane. This intersection, like Palomar Airport Road at El Camino Real, wiU receive operational benefits from the extensions of Poinsettia Lane and Alga Road to El Camino Real. Approximately 650 vph out of the total entering volume of 5,200 vph would need to be diverted during the p.m, peak hour for acceptable levels of service to be achieved. Rancho Santa Fe and Melrose Drive Operational problems exist during the a.m. peak hour, and the ICU calculations show LOS E (0.95) and LOS D (0.87) for the Winter and Summer seasons, respectively. Intersection operations at this intersection are impacted by the high southbound volume of approximately 1,000 vph on this one lane approach. This condition indicates the need for additional geometric capacity at this intersection in the near future. Caristiad Boulevard at State Street The ICU calculation for this intersection is LOS D (0.82) and LOS D (0.83) during the p.m. peak for both the Winter and Summer counting seasons. The northbound through movement is critical due to the high volume and the fact that this movement conflicts with the southbound left turn maneuver. The ICU calculation for the northbound lane group is approaching the threshold point for the unacceptable range. It is recommended that this intersection receive periodic monitoring in the future. These seven (7) intersections were again tested using the Heavy Demand Criteria for ICU calculations as required by the City of Carlsbad. This Heavy Demand Method increases the leme group capacities to: Lane Group Capacity turn lane 1800 vphgpl thru lane 2000 vphgpl The.results of these additional capacity analyses are summarized in Table 3-3 and calculation forms are contained in Chapter 4 of both Appendicies. The intersections still operating at or below LOS D under this new testing criteria are: 3-10 ihk issoeiates WINTER Count Number Intersection 4 El Camino Real and Tamarack 5 El Camino Real and Faraday 6 El Camino Real and Palomar Airport Road 8 El Camino Real and Alga 9 El Camino Real and La Costa 11 Rancho Santa Fe and Melrose 20 Carlsbad Boulevard and State SUMMER Table 3-3 ICU SUMMARIES FOR STANDARD AND HEAVY DEMAND STANDARD ICU A.M. P.M. HEAVY DEMAND A.M. P.M. V/C L^ V/C L^ V/C L^ V/C LOS Count Number 11 20 Intersection El Camino Real and Faraday El Camino Real and Palomar Airport El Camino Real and Alga El Camino Real and La Costa Rancho Santa Fe and Melrose Carlsbad and State .83 D - .99 E .83 D .97 E .81 D .83 D .90 D .95 E .82 D STANDARDICU A.M. P.M. V/C LOS V/C LOS .93 E .91 E 1.24 F .81 D .91 E .92 E .87 D .71 C - .85 D .71 C .83 D .73 C .71 C .77 C .82 D .70 C HEAVY DEMAND A.M. P.M. V/C LOS V/C LOS .80 D .78 C 1.06 F .70 C .78 C .79 C .75 C .83 D .71 C 3-11 ihk & associates Intersection No. Intersection Period Phase 5 El Camino Real at Faraday P.M. Summer/Winter 6 El Camino Real at Palomar Airport Rd. P.M. Summer/Winter 11 Rancho Santa Fe at Melrose A.M. Winter It should be stressed that unique operational characteristics exist at intersections in each specific community and Carlsbad is no exception. The ICU analysis technique does not aUow for precise analysis of aU operational aspects of signalized intersections. Progression is one particular factor that is not considered in the ICU analysis. The intersection of EL Camino Real and Marron, although acceptable under ICU calculations, operates poorly in the p.m. peak hour due to the poor progression northbound and the proximity of the intersection to Route 78. Another example of unique characteristics in Carlsbad is the above normal side friction and pedestrian activity along Carlsbad Boulevard during the Summer months. Start up lost time increases and vehicular speeds decrease, each of which reduces capacity. Again, factors are not reflected in ICU calculations. The intersections of Carlsbad Boulevard at Elm, Carlsbad Boulevard at Tamarack as weU as Carlsbad Boulevard at Cannon may operate slightly below the anticipated ICU calculations due to the aforementioned reasons. 3-12 jhk & associates 4. CONCLUSIONS The scope of work for this project was developed to allow the City of Carlsbad to determine if seasonal fluctuations in traffic had a substantial impact on its transportation network. Study findings discussed in Chapters 2 and 3, illustrate that although the Summer ADT was higher than the Winter ADT, intersection operations were not negatively impacted in the peak hours. Seasonal traffic volume increases, in terms of ADT, did not contribute to a substantial decrease of intersection levels of service at any of the thirty-six (36) study intersections. This is confirmed by ICU analysis. The one possible exception is the decrease in LOS at the intersection of El Camino Real at Palomar Airport Road during the Summer count season. This deterioration in LOS may be attributed to the daily fluctuation in commuter traffic, rather than the impact of seasonal traffic. Thus, it is concluded that the impact of seasonal volumes on the ICU analysis was not substantial between the Summer and Winter phases. The data collected in this study and the results of the analysis indicate that peak hour intersection operation and level of service are primarily impacted by commuter demand and even though daily traffic volumes increase during the Summer season peak hour conditions remain uniform. However, this project did reveal that the circulation west of Interstate 5 does experience an increase in ADT volumes of approximately 18 percent during the Summer Count period. It is recommended that all future counting in the western area of the City of Carlsbad occur during the Summer only. This wiU ensure that worse-case conditions are analyzed and a conservative estimate of intersection LOS is calculated. The information contained in Chapter 3 identifies the seven critical intersections out of the 36 study area intersections. The intersection of El Camino Real at Palomar Airport Road is the most critical intersection within the study. LOS F was identified for this intersection utilizing the Heavy Demand ICU Analysis. The intersection of Rancho Santa Fe at Melrose Drive was ranked second in severity due to the heavy southbound movement. The intersection ranked third would be El Camino Real at Faraday Avenue. Based on the results of this study it is recommended that these intersections be reviewed by the City to determine if 4-1 jhk & associates mitigation should be considered. The remaining intersections which were identified as problem locations utiUzing the standard ICU methodology, were found acceptable levels of service when analyzed with Heavy Demand ICU method. It can be concluded that operations at these remaining intersections require periodic monitoring and an additional geometric analysis may be warranted. Options to mitigation may include the reclassification of these intersections as "interim conditions" until future element of the circulation plan are implemented. This would aUow El Camino Real at La Costa Avenue to function at present LOS until the completion of additional east/west faciUties. These additional roadways would reUeve these saturated faciUties by providing alternate routes for existing and future traffic volumes. This alternative to mitigation is viable if the elements are anticipated in the short term of 1 to 3 years. Based on the observed volumes on these existing faciUties it is recommended that mitigation be provided in the near- term (1 to 3 years). In conclusion, this report was developed for the City of Carlsbad as the first Traffic Monitoring Program for the recently developed Growth Management Plan. Critical intersections have been identified and potential mitigation measures have been discussed. The report represents a conservative estimate of intersection operations based on the guidelines developed by the City of Carlsbad. The intent of this document is to provide City staff with an indication of the current status of the overall circulation system in terms of intersection and segment capacities and levels of service. In the future, this report wiU be used as a tool for the accurate identification of conditions in specific areas of the City. Also, the results of this project identify critical locations which warrant close attention in the future. The City may utilize the conclusions of this report to aid in the creation of a future scope of work for additional traffic monitoring. 4-2 jhk & associates APPENDIX A WINTER 1989 CITY OF CARLSBAD GROWTH MANAGEMENT PLAN TRAFFIC MONITORING PROGRAM Prepared For Cityof Carlsbad 2075 Las Palmas Drive Carlsbad, CA 92009 Prepared By JHK & Associates 2831 Camino del Rio South, Suite 205 San Di^, CA 92108 September, 1989 TABLE OF CONTENTS jhk & associates Page Al. INTRODUCTION Al-1 A2. TURNING MOVEMENT COUNTS A2-1 Summary of Intersection Levels of Service A2-2 A3. LINK VOLUME COUNTS A3-1 Link Summary Index A3-2 A4. ADDITIONAL INTERSECTION CAPACITY ANALYSIS A4-1 jhk & associates LIST OF FIGURES F^ure Page A2-1 Intersection Location Map A2-2 A3-1 ADT Summary Map A3-2 LIST OF TABLES Table Page A2-1 Recommended Count Date Summary Sheet A2-3 A2-2 Summary Intersection Levels of Service A2-5 A2-3 Intersection Summary Index A2-7 A3-1 Roadway Segment Levels of Service A3-3 A3-2 Link Summary Index A3-5 A4-1 Additional Intersection Capacity Analysis Summsu-y Index A4-2 A4-2 Summary of Intersection Levels of Service A4-27 -J hk & associates Al. INTRODUCTION The City of Carlsbad Growth Management Plan identified two critical periods for data collection, winter period and summer period. This report summarizes the data collection for thirty-six (36) key intersections and sixteen (16) mid-block locations, for the Spring Count Period Year 1989. The information provided for the thirty-six (36) intersections includes peak period and peak hour turning movement counts (completed by JHK & Associates) for the a.m. and p.m. peak time periods. The limits of the a.m. peak period were 6:00 to 9:00 a.m. and the limits for the p.m. peak period were 3:30 to 6:30 p.m. This document also includes peak hour turn movement diagrams, and intersection capacity utilization (ICU) calculations for the a.m. and p.m. peak hours. ICU analysis was completed for all thirty-six (36) study intersections and summarized in Chapter A2. JHK & Associates followed guidelines established by the City to calculate the ICU ratio. Detailed calculations and summary sheets for the thirty-six (36) intersections are contained in Chapter A2. Chapter A3 identifies the sixteen (16) mid-block Unk count locations and provides summary information for each count. The counts were conducted by Newport Traffic Studies and the capacity analysis was conducted by JHK, The information in Chapter A3 summarizes traffic counts along specified segments over a two day (48-hour) period. The information includes: 15-minute summaries, 24-hour summaries, a bar chart for each 24-hour period, and peak hour analysis. Chapter A3 also includes a summary table of segment v/c ratios and the corresponding LOS. Where conditions warranted, heavy demand standards were utilized to calculate ICU. Again these standsu-ds were provided by the City, the analysis performed by JHK and the results are shown in Chapter A4. This additional anfiilysis was required to provide further detail in terms of operations emd LOS for six (6) study area intersections. This chapter also contains a summary table of intersection levels of service based on the results of this additional capacity analysis task. Al-1 -J hk & associates It is important to note that at the beginning of each chapter a summary index page is provided as a reference Ust for locating the data pertainingto each intersection or mid-block link count. Al-2 jhk & associates A2. TURNING MOVEMENT COUNTS INTRODUCTION Thirty-six (36) key intersections were identified by the City of Carlsbad to be studied under the Traffic Monitoring Program of the Growth Management Plan. Figure A2-1 graphically identifies the location of each of the intersections included in the study. Table A2-1 documents the dates on which each turning movement count was performed. The data was collected for the a.m. and p.m. peak periods. The data coUection was completed during the months of February and March of 1989 and consisted of turn movement counts for each approach for all thirty-six (36) intersections. Pedestrian and U-turn data was also coUected at each intersection. The data was then reduced and intersection capacity utiUzation analysis was performed for each intersection. The procedures developed to accomplish the reduction and analysis are shown in this chapter. Table A2-2 summarizes the results of this initial ICU analysis. The table presents calculated Levels of Service for aU thirty-six (36) intersections during the a.m. and p.m, peak hours. Additionally, Table A2-3 is included to provide a summary index for locating each intersection data set in this chapter. The ICU capacity analysis revealed that there are seven (7) intersections operating at LOS D or worse for the peak hours. These intersections required additional capacity analysis. The seven (7) intersections were identified as heavy demand intersections and were re-analyzed using the Heavy Demand Standards developed by the City. The results of this additional capacity analysis are shown in Chapter A4 of this document. A2-1 OCEANSIDE VI3TA BueNA VISTA LAGOON AQUAHgDIONDA LAGOON PACIFIC OCEAN AVCNIOA EMCINAS aATIQUITOS LAGOON N Legend ^ Intersection Count Location o Intersection Count Number CTTY OF CARISBAD GROWTH MANAGEMENT PLAN TRAFFIC MONITORING PROGRAM Figure A2-1 INTERSECTION LOCATION MAP ihk •J ft utociata A 2-2 ihk & associates Table A2-1 RECOMMENDED COUNT DATE SUMMARY SHEET CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SOURCE: JHK & ASSOCIATES Date: 4/10/89 Scheduled Count Numt)er Count Intersection/Location Count Day Count Date Count Completed 1 El Camino Real and Marron Road Wed. 2/15 2/15 2 El Camino Real and Elm Avenue Wed. 2/15 2/15 3 El Camino Real and Chestnut Avenue Wed. 2/28 2/28 4 El Camino Real and Tamarack Avenue Thurs. 2/16 2/16 5 El Camino Real and Faraday Avenue Wed. 3/01 3/01 6 El Camino Real and Palomar Airport Road Wed. 3/01 3/01 7 El Camino Real and Camino Vida Roble Wed. 3/01 3/01 8 El Camino Real and Alga Road Thurs. 3/01 3/01 9 El Camino Real and La Costa Avenue Thurs. 3/01 3/01 10 El Camino Real and Levante Street Thurs. 3/01 3/01 11 Rancho Santa Fe and Melrose Thurs. 3/02 3/02 12 Rancho Santa Fe and La Costa Avenue Thurs 3/02 3/02 13 Rgincho Santa Fe and Olivenhain Thurs. 3/02 3/02 14 Palomar Airport Road and Camino Vida Roble Wed. 3/01 3/01 15 Palomar Airport Road and Paseo del Norte Tues, 2/28 2/28 16 Palomar Airport Road and Avenida Encinas Tues, 2/28 2/28 17 Palomar Airport Road and Carlsbad Boulevard Tues. 2/28 2/28 A2-3 ihk iX associates Table A2-1 (Continued) COUNT DATE SUMMARY SHEET CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM Scheduled Count Number Count Intersection/Location Count Day Count Date Count Completed 18 Alga Road and Alicante Thurs, 3/02 3/02 19 Alga Road and El Fuerte Thurs. 3/02 3/02 20 Carlsbad Boulevard and State Street Tues, 2/14 2/14 21 Carlsbad Boulevard and Elm Avenue Tues. 2/14 2/14 22 Carlsbad Boulevard and Tamarack Avenue Thurs, 2/16 2/16 23 Carlsbad Boulevard and Cannon Tues. 2/28 2/28 24 Carlsbad Boulevard and Poinsettia Thurs. 3/02 3/02 25 Cannon Road and Paseo del Norte Tues. 2/28 2/28 ~ 26 Poinsettia Lane and Paseo del Norte Thurs. 3/02 3/02 27 Monroe Street and Marron Road Wed. 2/15 2/15 28 Monroe Street and Elm Avenue Tues. 2/14 2/14 29 Marron Road and Jefferson Wed. 2/15 2/15 30 Elm Avenue and Tamarack Avenue Thurs, 2/16 2/16 31 Elm Avenue and Harding Tues. 2/14 2/14 32 Tamarack Avenue and Adams Street Thurs. 2/16 2/16 33 Tamarack Avenue and Pio Pico Thurs. 2/16 2/16 34 Tamarack Avenue and Park Drive Thurs. 2/16 2/16 35 Monroe Street and Chestnut Avenue Wed. 2/28 2/28 36 Jefferson and Las Flores Tues. 2/14 2/14 A2-4 ihk & associates Table A2-2 CITY OF CARLSBAD WINTER 1989 SUMMARY OF INTERSECTION LEVELS OF SERVICE PEAK AM HOUR PM Count Numtier Count Intersection/Location V/C Ratio LOS V/C Ratio LOS 1 El Camino Real and Marron Road .41 A .59 A 2 El Camino Real and Elm Avenue .57 A .70 C 3 El Camino Real and Chestnut Avenue .59 A .76 C 4 El Camino Real and Tamarack Avenue .83 D* .63 B 5 El Camino Real and Faraday Avenue .66 B .99 E* 6 El Camino Real and Palomar Airport Road .83 D* ,97 E* 7 El Camino Real and Camino Vida Roble .62 B .64 B 8 El Camino Real and Alga Road .65 B .81 D* 9 El Camino Real and La Costa Avenue .83 D* .84 D* 10 El Camino Real and Levante Street .41 A .59 A 11 Rancho Santa Fe and Melrose .95 E* .72 C 12 Rancho Santa Fe and La Costa Avenue .68 B .65 B 13 Rancho Santa Fe and Olivenhain .66 B .62 B 14 Palomar Airport Road and Camino Vida Roble .50 A ,55 A 15 Palomar Airport Road and Paseo del Norte .59 A .77 C 16 Palomar Airport Road and Avenida Encinas .44 A .52 A 17 Palomar Airport Road and Carlsbad Boulevard Notes: * Further Capacity Analysis performed by JHK & Associates in Chapter 4 of this document. * * ICU not applicable for this intersection A2-5 ihk & asscjciates Table A2-2 (Continued) CITY OF CARLSBAD WINTER 1989 INTERSECTION LEVELS OF SERVICE PEAK HOUR AM PM Count Number Count Intersection/Location V/C Ratio LOS V/C Ratio LOS 18 Alga Road and AUcante .42 A .41 A 19 Alga Road and El Fuerte .34 A .24 A 20 Carlsbad Boulevard and State Street .49 A .82 D* 21 Carlsbad Boulevard arid Elm Avenue .37 A .58 A 22 Carlsbad Boulevard and Tamarack Avenue .29 A .46 A 23 Carlsbad Boulevard and Cannon Road .39 A ,63 B 24 Carlsbad Boulevard and Poinsettia .28 A ,33 A 25 Cannon Road and Paseo del Norte .39 A .51 A 26 Poinsettia Lane and Paseo del Norte .57 A .45 A 27 Monroe Street and Marron Road .29 A ,56 A 28 Monroe Street and Elm Avenue .42 A .63 B 29 Marron Road and Jefferson ,34 A .76 C 30 Elm Avenue and Tamarack Avenue ,40 A .26 A 31 Elm Avenue and Harding .49 A .69 B 32 Tamarack Avenue and Adams Street .64 B .63 B 33 Tamarack Avenue and Pio Pico .61 B .51 , A 34 Tamarack Avenue and Park Drive .59 A .44 A 35 Monroe Street and Chestnut Avenue .44 A .41 A 36 Jefferson and Las Flores .46 A .76 C Notes: * Further Capacity Analysis performed by JHK & Associates in Chapter 4 of this document. A2-6 jhk & associates Table A2-3 INTERSECTION SUMMARY INDEX Count No. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 Count Count Intersection/Location Date El Camino Real and Marron Road 2/15/89 El Camino Real and Elm Avenue 2/15/89 El Camino Real and Chestnut Avenue 2/28/89 El Camino Real and Tamarack Avenue 2/16/89 El Camino Real and Faraday Avenue 3/01/89 El Camino Real and Palomar 3/01/89 Airport Road El Camino Real and Camino Vida Roble 3/01/89 El Camino Real and Alga Road 3/01/89 El Camino Real and La Costa Avenue 3/01/89 El Camino Real and Levante Street 3/01/89 Rancho Santa Fe and Melrose 3/02/89 Rancho Santa Fe and La Costa Avenue 3/02/89 Rancho Santa Fe and OUvenhain 3/02/89 Palomar Airport Road and Camino Vida Roble 3/01/89 Palomar Airport Road and Paseo del Norte 2/28/89 Palomar Airport Road and Avenida Encinas 2/28/89 Palomar Airport Road and Carlsbad Boulevard 2/28/89 Alga Road and Alicante 3/02/89 Cover Page Number A2-9 A2-13 A2-17 A2-21 A2-25 A2-29 A2-33 A2-37 A2-41 A2-45 A2-49 A2-53 A2-57 A2-61 A2-65 A2-69 A2-73 A2-77 A2-7 ihk & associates Table A2-3 (Continued) INTERSECTION SUMMARY INDEX Count No. 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Count Intersection/Location Alga Road and El Fuerte Carlsbad Boulevard and State Street Carlsbad Boulevard and Elm Avenue Carlsbad Boulevard and Tamarack Avenue Carlsbad Boulevard and Cannon Road Carlsbad Boulevard and Poinsettia Cannon Road and Paseo del Norte Poinsettia Lane and Paseo del Norte Monroe Street and Marron Road Monroe Street and Elm Avenue Marron Road and Jefferson Elm Avenue and Tamarack Avenue Elm Avenue and Harding Tamarack Avenue and Adams Street Tamarack Avenue and Pio Pico Tamarack Avenue and Park Drive Monroe Street and Chestnut Avenue Jefferson and Las Flores Count Date 3/02/89 2/14/89 2/14/89 2/16/89 2/28/89 3/02/89 2/28/89 3/02/89 2/15/89 2/14/89 2/15/89 2/16/89 2/14/89 2/16/89 2/16/89 2/16/89 2/28/89 2/14/89 Cover Page Numtier A2-81 A2-85 A2-89 A2-93 A2-97 A2-101 A2-105 A2-109 A2-113 A2-117 A2-121 A2-125 A2-129 A2-133 A2-137 A2-141 A2-145 A2-149 A2-8 jhk ik associates CITY OF CARLSBAD WINTER 1989 INTERSECTION ANALYSIS SUMMARY Intersection Numtier: 1 Intersection Location: EI Camino Real and Marron Road CONTENT PAGE Turn Movement Count Summary (A.M. and P.M.) 1 of 3 A.M. Peak Hour ICU Analysis and Turn Movement Diagram 2 of 3 P.M. Peak Hour ICU Analj^is and Turn Movement Diagram 3 of 3 A2-9 JHK 6 Fissociates Traffic Counting Progran Vurnirig MoveMunt Counts Fili:.;CB9flM.HKl Pcig.? 1 of 3 City: CflRL5BfiD Intersection of: M/S Street: EL. CflMIMO REftL E/H Street: MRRRON Data Collected by: JSG Count Date: 02/15/89 End of 15 din. prd. Day of Meek:Wednesday Traffic Control; Weather: CLEAR No. of Phases: •ti gnal i aed South Approach <NB5 Horth Approach CSB5 Hest Approach tEBi East Approach CHBrJ 15 nin. Totals Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Ri-yht Peds Left U-Trn Thru Right Peds Uehicls Peds 06:15 AM 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 D 0 0 0 0 07:00 AM 2 0 69 9 0 9 0 81 5 0 8 0 5 13 0 7 0 5 11 0 227 0 07:15 AM 8 0 175 9 0 18 0 22 16 0 11 0 17 32 0 11 0 11 29 0 362 0 07:30 AM * 5 1 251 10 0 11 0 213 12 0 15 0 11 26 0 S 1 10 25 0 628 0 07:15 AM » 2! 0 191 12 3 5 2 301 8 0 16 0 11 12 0 13 0 8 37 1 652 1 08:00 AM * 15 0 252 17 0 20 1 282 17 0 20 0 12 25 1 12 0 12 22 0 706 1 08:15 AM * 10 1 189 17 0 26 0 170 7 0 20 0 20 30 1 13 0 11 28 0 511 1 08:30 AM 10 0 212 19 1 22 0 102 5 0 15 1 12 22 0 13 0 11 25 0 168 1 08:15 AM 12 1 190 17 1 39 0 185 18 1 20 0 15 21 l> 15 0 i^' 13 1 552 5 09:00 AM 16 1 229 17 0 12 0 111 16 0 17 0 10 17 1] 15 1 13 23 1 196 0 0 1 0 0 Max. 15 nin. 16 1 252 19 3 39 2 301 18 1 20 1 20 12 15 1 11 .:17 1 706 5 Pk. Hr. Uol. 32 2 883 56 3 62 3 999 11 0 71 0 57 123 17 1 11 112 1 2530 6 07:15 AM 08:15 AM Peak Hour Intersection Traffic in Pk. Hr.= 2530 Intersection Pdstrns in Pk, Hr.= 6 Peak Hr. Factor 0.90 03:15 PM 30 1 215 19 2 29 0 188 16 0 35 1 31 0 23 0 31 27 0 681 1, 01:00 PM 15 1 286 26 2 70 1 215 28 1 56 0 12 37 2 11 0 38 36 1 920 9 01:15 PM 19 0 259 17 2 53 0 231 31 1 11 1 58 17 1 30 0 15 30 1 891 5 01:30 PM 39 0 219 11 0 60 0 182 26 3 32 0 31 10 3 21 0 30 25 3 722 9 01:15 PM 11 1 215 26 2 39 1 181 30 1 28 0 27 31 6 23 1 29 21 730 11 05:00 PM » 61 1 316 31 1 35 0 202 21 0 31 0 50 39 •;> 31 0 10 12 ••> 932 5 05:15 PM * 13 0 271 30 1 10 1 201 29 0 31 1 13 37 2 28 0 38 38 1 835 ' 1 05:30 PM « 62 0 231 25 1 11 0 170 15 0 16 0 15 13 0 31 0 33 10 0 788 1 05:15 PM * 51 0 236 22 1 ie 0 169 32 1 10 1 13 10 0 28 1 35 17 791 1 06:00 PM 11 1 218 21 1 62 0 181 20 0 32 0 53 10 1 31 0 17 13 0 798 2 06:15 PM 39 0 201 20 0 55 0 156 23 0 18 0 27 11 0 37 . 0 21 33 0 707 0 06:30 PM 20 1 188 25 0 37 0 111 27 0 11 0 36 13 0 30 0 21 36 0 618 D Mas. 15 nin. 61 1 316 31 2 70 1 231 32 1 56 1 58 17 6 11 1 17 17 3 932 11 Pk. Hr. Uol. 223 1 1090 108 1 167 1 712 9? 1 151 lei 159 1 118 1 116 167 5 3319 11 01:15 PM Peak Intersection Traffi c in Pk. Hr.= 3319 Peak Hr. Fa I tor 0.90 05:15 PM Hour Intersection Pdstrns in Pk. Hr.= 11 EL CAHINO REftL at HftRRON Lane Confipration for Intersection Capacity Utilization Paqe 2 of 3 Pk. Hr. Tiie Period: So. Approach (HB) hio. Approach |SBj Hest Appr. (EB) East Appr. (IB) 07:15 All to - —- 08:15 AH Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 11 1 1 1 Config- (left) 2 1 1 1 1 urations 3 1 1 1111 4 1 1 Outside 5 1111 Lane Settings 2 3 0 2 3 0 12 0 12 0 Capacity 2700 5100 0 2700 5100 0 1500 3100 0 1500 3400 0 Do you sant separate North/South phases (Yes/No)? Mo Do you nant separate East/iest phases (Tes/No)? No Efficiency Lost Factor 0.10 Hourly VoluBe 32 883 56 62 ?99 44 71 57 123 47 44 112 Otilization Factor 0,01 0.18 0.00 0.02 0.20 0.00 0,05 0,05 0.00 0.03 0.05 0.00 ICO Ratio = 0.41 LOS = A Turning Hoveients at Intersection of EL CAHINO REAL and HARRON Tiie: 07:15 AH to 08:15 AH North Approach EL CAHINO REAL Date: 02/15/89 Oay: iednesday 2171 <- Total Haie: JS6 1105 1066 <- Subtotals Sub- 44 999 62 Total totals i 1 ; " Sub- H <-• V •-> ; " totals Total E e 120 < : ; a 5 " '— 112 s t 371 : " <— 44 203 t 71 —' ; /— 47 A 251 57 -> ; ; 378 A p 123 —• North ^ p p ; > 175 p r 1/ ; r ; <-, " /-> HARRON I I I 32 883 56 Subtotals -> 1169 971 Total -> 2140 Note: Left-turn voluies include South Approach U-furns. EL CAHINO REAL at HARRON Lane Configuration for Intersection Capacity Otilization Page 3 of 3 Pk. Hr, Tiie Period: So. Approach (NB) No. Approach (SB) lest Appr. (EB) East Appr, (»B) 04:45 PH to - - - 05:45 PH Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 11 1 11 Config- (left) 2 1 1 1 i urations 3 1 1 Illl 4 11 Outside 5 11 11 Lane Settings 2 3 0 2 3 0 12 0 12 0 Capacity 2700 5100 0 2700 5100 0 1500 3400 0 1500 3400 0 Do you nant separate North/South phases (yes./'Noj? No Do you nant separate East/Hest phases (Kes/No)? No Efficiency Lost Factor 0,10 Hourly Voluie 223 1090 108 167 742 97 151 131 159 118 146 167 Otilization Factor 0.08 0.23 0,00 0,06 0,16 0,00 0.10 0.10 0,00 0,08 0,09 0,00 ICO Ratio = 0,59 LOS = A Turning Hoveients at Intersection of EL CAHINO REAL and Tiie: 04:45 PH to 05:45 PH North Approach EL CAHINO REAL Date: 02/15/89 Day: iednesday 2414 <- Total Naie: JSS 1004 1408 {-Subtotals Sub- 97 742 167 Total totals \ \ \ " Sub- i <-' V •-> \ '• totals Total E e 44i <-— ; ; a 5 167 s t 957 ; * <— 146 431 t 151 —' ,' /— 118 A 491 181 -> ; ; 887 A p 159 —' Nortb V p P 1 > 456 p r V i r : <-, ' /-> HARRON V ; ; : 223 1090 108 Subtotals -.> 1019 1421 Total -.> 2440 Note: Left-turn voluies include South Approach U-turns, jhk & associates CITY OF CARLSBAD WINTER 1989 INTERSECTION ANALYSIS SUMMARY Intersection Number: 2 Intersection Location: El Camino Real and Elm Avenue CONTENT PAGE Turn Movement Count Summary (A.M. and P.M.) 1 of 3 A.M. Peak Hour ICU Analysis and Turn Movement Diagram 2 of 3 P.M. Peak Hour ICU Analysis and Turn Movement Diagram 3 of 3 A2-13 JHK 6 Associates Traffic Counting Progran Turning Movenent Counts File:CB8AM.HKl Page 1 of 3 City: CARLSBAD Ifit.»rsection of: N/S Street: EL CAMINO REAL E/H Street: ELM Data Collected by: JSC Count Date : 02/15/89 Day of Meek:Wednesday Traffic Control: Siijnalized Heather: CLEAR No. .Df Phases: 8 South Approach (NB) North Hpproach CSB?.i West Approach CEBJ East Approach tHB:> 15 nin. Totals End of 15 nin. prd. Left U-Trn Thru Ri ght Peds Left U-Trn Thru Right F'eids Left U-Trn Thru Right Peds Left U-Trn Thru Ri ght Peds L'ehi cl s Peds 06:-15 HM 2 0 20 0 0 7 1 237 11 0 12 0 5 10 0 ' 8 0 38 29 0 382 0 07:00 RM 1 1 59 0 0 10 0 262 8 1 16 0 9 13 1 9 0 82 10 1 509 ci 07:15 RM 2 2 13 0 0 11 1 158 13 1 16 0 12 15 0 7 0 85 19 0 111 1 07:30 RM « 6 3 136 0 0 9 1 229 11 0 11 0 21 26 0 11 0 89 58 0 613 D 07:15 HM * 1 1 80 0 0 9 2 338 6 0 25 0 28 20 0 12 0 75 56 2 650 08:00 HM * 7 0 106 5 0 36 1 299 7 0 13 0 11 19 0 11 0 70 52 0 666 0 08: 15 RM K 1 2 113 1 0 21 2 205 3 0 30 0 22 19 0 7 0 70 53 0 581 0 08:30 RM 1 1 113 13 0 20 0 156 9 2 11 0 20 15 1 8 0 59 19 0 177 3 08:15 RM 11 1 121 1 0 23 1 133 15 0 23 0 15 9 0 8 0 12 37 2 111 2 03:00 HM 11 0 151 0 0 21 2 131 18 0 19 0 16 1 0 5 0 50 19 0 178 0 Max. 15 nin. 11 3 151 13 0 36 2 338 18 13 0 28 26 1 11 0 99 58 2 666 3 Pk. Hr. L'ol. 18 6 165 6 0 78 6 1071 27 0 139 0 85 81 0 11 0 301 219 2510 OV: 15 RM Peak Intersection Traffic in Pk. Hr . — 2510 Peak Hr. 1 "actor 0.95 08: 15 RM Hour I nterseirti on Pdstrns in Pk. Hr _ ~ 2 03:15 PM 17 2 287 9 0 31 0 191 12 0 27 0 37 11 0 5 0 28 27 0 688 a Oi:00 PM 10 1 225 9 0 51 0 202 30 0 33 0 60 11 2 12 0 11 28 1 715 3 01: 15 PM 17 0 286 18 0 71 0 187 15 0 28 0 11 13 0 5 0 19 21 0 727 0 01:30 PM 8 1 235 6 0 19 1 113 17 0 23 0 15 11 0 1 0 26 18 0 588 0 01:15 PM « 28 1 319 27 0 69 176 21 0 36 0 67 11 0 8 0 16 27 0 811 0 05:00 PM * 22 0 291 8 0 61 1 186 20 0 35 0 68 13 0 7 0 32 31 0 783 0 05: 15 PM « 21 1 303 5 0 53 0 129 20 0 18 0 71 12 0 10 0 28 21 0 721 0 05:30 PM « 26 1 291 21 0 83 1 119 12 0 18 0 82 10 0 3 0 21 33 0 785 0 05:15 PM 15 1 216 9 1 92 0 139 30 0 50 0 71 11 0 5 0 30 30 0 728 1 06:00 PM 18 0 196 11 0 70 1 120 21 0 11 0 77 10 0 3 0 29 35 0 631 0 06: 15 PM 12 0 183 9 0 65 1 119 27 0 17 0 70 16 0 3 0 19 37 0 607 0 06:30 PM 13 1 172 1 0 69 0 127 18 0 30 0 12 1 0 6 0 23 30 3 538 3 Max. 15 nin. 28 2 319 27 1 92 2 202 30 0 50 0 82 16 2 12 0 11 37 3 811 •Ii Pk. Hr. Vol. 100 3 1210 61 0 269 1 610 76 0 167 0 288 19 0 28 0 100 115 0 3103 0 01:30 PM Peak Intersei:tion Traffi . c in Pk. Hr 3103 Peak Hr. Factor 0.96 05: 30 PM Hour Interseirtion Pdstrns in Pk. Hr .= 0 EL CAHINO REAL at ELH Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr, Tiie Period: So, Approach (Nfi) No, Approach (SB) Hest Appr, (EB) East Appr. (iB). 07:15 AH to 03:15 AH Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 11 1 1 1 Config- (left) 2 1 1 1 I urations 3 1 1 1111 4 11 11 Outside 5 Lane Settings 13 0 13 0 12 0 12 0 Capacity 1500 5100 0 1500 5100 0 1500 3400 0 1500 3400 0 Do you nant separate North/South phases (I'es/No)? No Do you lant separate East/Hest phases (Yes/No)? No Efficiency Lost Factor 0.10 Hourly Voluie 18 465 6 78 1071 27 139 85 84 44 304 219 Utilization Factor 0,01 0.09 0,00 0,05 0.22 0,00 0,09 0,05 0,00 0,03 0,15 0,00 ICU Ratio = 0,57 LOS = A Turning Hoveients at Intersection of EL CAHINO REAL and ELH Tiie: 07:15 AH to 08:15 AH Horth Approach EL CAHINO REAL Date: 02/15/89 Day: iednesday 1999 <- Total Naie: JSG 1176 823 <- Subtotals Sub- 27 1071 78 Total totals I \ ', " Sub- i <-• V •-> ] " totals Total E e 349 < ; ; a 5 " '— 219 s t 657 ; " <— 304 567 t 139 —' : /— 44 A 308 85 "> : ! 736 A P 84 —' North V p p I > 169 p r V ; r I <-, " /-> . ELH V ; 1 : 18 465 6 Subtotals -> 1199 489 Total -> 1688 Note: Left-turn voluies include South Approach 0-turns, EL CAHINO REAL at ELH Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk, Hr. Tue Period: So. Approach (NB) No, Approach (SB) lest Appr, (EB) East Appr, (HB) 04:30 PH to ' —- 05:30 PH Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 11 1 1 1 - Config- (left) 2 1 1 11 urations 3 1 1 1111 4 11 11 Outside 5 Lane Settings 13 0 13 0 12 0 12 0 Capacity 1500 5100 0 1500 5100 0 1500 3400 0 1500 3400 0 Do you nant separate North/South phases (Yes/Mo)? No Do you nant separate East/lest phases (Yes/No)? No Efficiency Lost Factor 0,10 Hourly Voluie 100 1210 61 269 640 76 167 288 49 28 100 115 Utilization Factor 0,07 0,25 0,00 0,18 0.14 0,00 0.11 0,10 0,00 0,02 0,06 0,00 ICU Ratio = 0.70 LOS = C Turning Hoveients at Intersection of EL CAHINO REAL and ELH Tiie: 04:30 PH to 05:30 PH North Approach EL CAHINO REAL Date: 02/15/89 Day: Iednesday 2477 <- Total Naie: JS6 985 1492 <- Subtotals Sub- 76 640 269 Total totals 111 ' Suh- I <-' V •-> . i " totals Total E e 274 <—- ; ; a s * 115 5 t 780 ; " (— 100 243 t 147 —' ; /— 28 A 504 288 ~> ; ; 861 A p 49 —' North V p p ; > 618 p r V : r ; <-, " /-> ELH V ; ; ; 100 1210 61 Subtotals -> 717 1371 Total -> 2088 Note: Left-turn vohies include South Approach U-turns. -J hk & associates CITY OF CARLSBAD WINTER 1989 INTERSECTION ANALYSIS SUMMARY Intersection Number: 3 Intersection Location: EI Camino Real and Chestnut Avenue CONTENT PAGE Turn Movement Count Summary (A.M. and P.M.) 1 of 3 A.M. Peak Hour ICU Analysis and Turn Movement Diagram 2 of 3 P.M. Peak Hour ICU Analysis and Turn Movement Dis^am 3 of 3 A2-17 JHK & Associates Traffic Counting Progran Turning Movenent Counts File:CB30AM.HKl Data Colleirted by: JSG Page 1 of 3 City: CARLSBAD Intersection of: N/S Street: EL CAMINO REAL E/H Street: CHESTNUT Count Date: 02/28/89 Day of Heek:Tuesday Heather: CLEAR Traffic Control: Signalized No. of Ph.ases: 6 South Approach CNBi North Approach tSBiJ Hest Approach CEB) East Approach <:HB) 15 nin. Totals End of 15 nin. prd. Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds 1 Left U -Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicls Peds 06:15 AM •S 0 20 1 0 1 0 65 2 0 3 0 3 17 0 0 0 11 0 136 0 06:30 AM 3 0 30 1 0 2 0 188 8 0 12 0 2 6 0 0 0 20 9 0 281 0 06:15 AM 3 0 50 1 3 0 0 219 5 2 5 0 1 17 0 3 0 11 23 1 311 6 07:00 RM li 0 51 1 0 3 0 252 11 8 13 0 3 15 0 7 0 35 9 5 111 13 07:15 HM 36 1 91 2 6 1 0 162 11 10 19 0 12 21 1 3 0 79 20 1 166 21 07:30 AM * 26 0 111 0 2 6 0 275 19 5 12 0 28 25 1 7 0 65 11 3 621 11 07:15 AM * 20 0 116 0 1 3 0 372 22 0 31 0 25 11 0 11 0 15 18 0 680 1 08:00 AM K 6 0 155 1 0 5 0 352 17 0 19 0 13 28 0 7 0 11 20 1 661 1 08:15 AM » 22 . 1 165 2 0 6 0 216 18 0 30 0 13 21 0 6 0 26 28 0 583 0 08:30 HM 11 0 119 1 0 1 0 132 8 0 16 0 13 6 0 1 0 23 12 0 352 0 08:15 HM 10 0 115 0 0 5 0 111 10 0 11 0 10 9 0 1 0 20 11 1 322 1 09:00 AM 12 0 115 0 0 1 0 121 12 3 17 0 1 5 0 0 0 17 18 0 325 3 Max. 15 nin 36 1 165 2 6 6 0 372 22 10 12 0 28 28 1 11 0 79 28 5 680 21 Pk. Hr. yol 71 1 550 3 3 20 0 1215 76 5 125 0 79 88 1 31 0 177 eo 1 2518 13 07:15 AM Peak Intersection Traffic in Pk. Hr.= 2518 Peak Hr. Factor 0.91 08:15 HM Hour I nterse.:ti on Pdstrns in Pk. Hr.= 13 03:15 PM 11 0 253 1 0 16 0 171 10 0 16 0 19 13 0 1 0 Cj 10 0 526 0 01:00 PM 20 0 323 2 0 19 0 199 29 0 11 0 25 9 0 3 0 15 11 0 669 0 01:15 PM 22 0 281 1 1 27 0 139 13 0 12 0 10 15 0 1 0 21 2 0 517 1 01:30 PM 19 1 176 3 0 16 0 155 21 0 13 0 35 7 0 0 15-7 0 169 0 01:15 PM K 51 0 195 3 0 11 0 161 23 0 20 0 20 9 0 1 0 18 9 0 327 0 05:00 PM « 25 0 305 8 1 18 1 99 20 1 6 0 25 10 0 0 0 10 7 0 533 2 05:15 PM * 17 0 150 7 0 30 2 185 21 0 19 0 12 11 1 0 22 17 0 859 1 05:30 PM K 26 0 362 8 1 17 0 166 21 1 17 0 37 9 0 2 0 15 10 0 690 05:15 PM 26 1 321 8 0 19 0 121 17 0 12 0 20 T" 0 2 0 22 10 0 588 0 06:00 PM 20 0 198 3 0 15 0 86 18 0 11 0 11 3 0 0 0 17 10 0 398 0 06:15 PM 17 0 183 8 0 21 0 108 22 2 17 0 26 13 0 2 0 10 13 0 113 2 06:30 PM 11 0 161 5 0 17 0 112 8 0 17 0 11 11 0 1 0 10 11 0 381 0 Hax. 15 nin 51 1 195 ' 8 1 30 2 199 29 2 20 0 12 15 1 3 0 21 17 0 859 2 Pk. Hr. yol . 152 0 1612 26 2 79 3 611 88 a 62 0 121 12 1 5 0 65 13 0 2909 5 01:30 PM Peak Intersecti on Traffic ill Pk. Hr.= 2909 Peak Hr. Fa ctor 0.85 05:30 PM Hour I nterseirti on Pd strns in Pk. Hr.= 5 EL CAHINO REAL at CHESTNUT Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk, Hr, Tiie Period: So, Approach (NB) No, Approach (SB) lest Appr, (EB) East Appr. (IB) 07:15 AH to - •- 08:15 AH Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 11 1 11 111 Config- (left) 2 11 1 urations 3 11 1 4 1 Outside 5 1 Lane Settings 12 0 13 10 110 10 Capacity 1500 3400 0 1500 5100 1500 0 1500 1500 0 1500 0 Do you nant separate North/South phases (Ye5,%)? No Do you lant separate East/lest phases (Yes/No)? No Efficiency Lost Factor 0,10 Hourly Voluie 74 550 3 20 1245 76 125 79 88 31 177 80 Utilization Factor 0,05 0.16 0,00 0,01 0,24 0,05 0.00 0,14 0,06 0,00 0,19 0.00 ICU Ratio 0,59 LOS = A Turning Hoveients at Intersection of EL CAHINO REAL and CHESTNUT Tiie: 07:15 AH to 08:15 AH North Approach EL CAHINO REAL Date: 02/28/89 Day: Tuesday 2096 <- Total Naie: JSB . 1341 755 <- Subtotals Sub- 76 1245 20 Total totals ; ; ! * Sub- i <-' V '-> ; ' totals Total E e 327 < : : a 5 " '— 30 s t 419 ; " <— 177 238 t 125 —• ; /— 31 A 292 79 -> ', ; 390 A p 88 —' North V p P ! > 102 p r V ; , r ; <-, " /-> CHESTNUT V ', ; ! 74 550 3 Subtotals -> 1344 627 Total -> 1991 Note: Left-tarn voluies include South Approach U-turns, EL CAHINO REAL at CHESTNUT Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk, Hr, Tue Period: So. Approach (NB) No, Approach (SB) 'lest Appr. (EB) East Appr. (IB) 04:30 PH to - , 05:30 PH Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 11 1 11 111 Config- (left) 2 11 1 urations 3 11 1 4 1 Outside 5 1 Lane Settings 12 0 13 10 110 10 Capacity 1500 3400 0 1500 5100 1500 0 1500 1500 0 1500 0 Do you nant separate North/South phases (Yes/No)? No Do you nant separate East/lest phases (Yes/No)? No Efficiency Lost Factor 0,10 Hourly Voluie 152 1612 26 79 611 88 62 124 42 5 65 43 Utilization Factor 0.10 0,48 0.00 0.05 0,12 0,04 0,00 0,12 0.03 0.00 0.08 0.00 ICU Ratio = 0.76 LOS = C Turning Hoveients at Intersection of EL CAHINO REAL and CHESTNUT Tiie: 04:30 PH to 05:30 PH North Approach EL CAHINO REAL Date: 02/28/89 Day: Tuesday 2495 <- Total Naie: JSG 778 1717 <- Subtotals Sub- 88 611 79 Total totals III " Sub- I <-' V •-> ; " totals Total E e 305 < ; : a s " '— 43 s t 533 ; <— 65 113 t 42 —' ; /— 5 A 228 124 -> ; ! 342 A p 42 —• North V p V > 229 <-, ' /-> CHESTNUT I I I 1 f I 152 1412 24 Subtotals -> 458 1790 Total -> 2448 Note: Left-turn voluies include South Approach U-turns, ihk & associates CITY OF CARLSBAD WINTER 1989 INTERSECTION ANALYSIS SUMMARY Intersection Number: 4 Intersection Location: EI Camino Real and Tamarack Avenue CONTENT PAGE Turn Movement Count Summary (A.M. and P.M.) 1 of 3 A.M. Peak Hour ICU Analysis and Turn Movement Diagram 2 of 3 P.M. Peak Hour ICU Analysis and Turn Movement Diagram 3 of 3 A2-21 JHK & AssiSH?t.es Traffic Counting Progran Turning Movenent Counts FileJ^^TlAM.HKl Data Collected by: JSO Page 1 of 3 City: CARLSBAD Intersection .Df: N/S Street: EL CAMINO REAL E/H Street: TFIMHRACK Count Date: 02/16/89 Diiy of Week: Thursday Traffic Control: Si gnali aed Heather: CLEAR No. of Phases: 5 laouth Approach CNB) North Approach CSB) Hest Approach CEB.> East Approach CWI3) 15 nin. Totals nin. prd. Li>ft U-Trn Thru Ri ght Peds Left U-Trn Thru Ri ght Peds Left U -Trn Thru Right Peds Left U-Trn Thru Ri ght Peels L'ehicl 3 Peds 06:15 AM 2 0 16 3 0 3 1 65 1 0 1 0 1 i 0 10 0 13 6 0 161 0 06:30 AM 2 1 28 2 1 8 0 133 1 1 9 0 6 12 0 11 0 32 5 0 252 £ 06:15 AM 3 1 61 1 0 3 1 213 5 0 1 0 3 12 0 22 0 51 1 0 115 0 07:00 AM 6 1 83 1 0 5 0 297 6 0 11 0 8 21 1 27 1 61 6 1 538 2 07:15 AM 13 100 7 0 2 1 212 5 1 10 0 12 20 0 12 0 79 17 0 519 1 07:30 AM * 15 1 88 5 0 12 0 266 5 0 12 0 13 35 0 11 0 76 10 0 578 0 07:15 AM « 19 X 62 10 0 5 0 266 1 7 16 0 21 58 0 16 0 51 9 0 570 7 08:00 AM K 27 113 10 0 6 0 170 1 0 22 0 22 52 1 97 1 66 13 2 902 6 08:15 AM * 19 1 122 16 2 12 1 210 11 1 18 0 11 35 0 87 0 62 8 3 671 6 08:30 AM 12 1 89 12 1 3 1 161 7 0 11 0 16 32 0 12 0 50 10 1 168 c 08:15 AM 7 111 9 0 1 0 127 6 0 16 0 11 13 0 30 0 11 7 1 385 1 09:00 AM 11 115 10 0 11 0 139 10 0 16 0 12 17 1 28 0 31 11 0 111 1 Max. 15 nin. 27 1 122 16 2 12 1 170 11 7 22 0 22 58 1 97 1 79 17 902 r' Pk. Hr. Vol. 90 3 385 71 2 35 1 1212 21 8 68 0 67 ISO 1 271 1 258 10 5 2721 19 07:15 AM Peak Intersection Traffic i n Pk. Hr.= 2721 F'eak Hr. Factor 0.75 08:15 AM Hour Intersection Pd fitrns in Pk. Hr.-19 03:15 PM 33 0 265 17 12 1 151 12 0 13 0 28 15 0 16 0 18 c 585 1 01:00 PM * 31 1 273 38 1 5 1 178 16 0 12 0 38 17 0 18 0 15 5 616 7 01:15 PM K 37 1 267 32 2 8 1 121 11 0 11 0 55 27 2 19 0 12 6 2 612 6 01:30 PM S 32 0 283 52 3 11 0 201 19 0 16 0 36 20 0 20 0 18 2 1 718 1 01:15 PM •* 12 0 111 37 0 ~3 1 0 102 17 0 9 0 11 19 0 15 0 20 1 0 727 0 05:00 PM 23 1 207 13 0 8 0 112 13 0 10 0 17 11 0 16 0 21 9 0 523 0 05:15 PM 60 0 299 17 0 12 0 173 25 0 9 0 56 18 0 19 0 28 1 1 750 1 05:30 PM 12 0 298 62 0 7 0 101 11 0 11 0 16 6 0 23 0 21 10 0 611 0 05:15 PM 35 1 211 18 0 15 0 151 11 0 13 0 63 11 0 26 0 25 c; 1 612 1 06:00 PM 30 1 165 12 0 8 1 111 10 0 12 0 58 13 0 13 1 11 1 0 171 0 06:15 PM 25 0 186 31 0 15 0 113 18 0 10 0 19 12 0 26 0 21 9 0 518 0 06:30 PM 21 0 156 21 0 11 0 83 10 0 13 0 50 11 0 15 0 23 7 0 121 0 Max. 15 nin. 60 1 111 62 1 15 1 201 25 0 1.6 0 63 27 •> 26 1 12 10 3 750 r' Pk. Hr. Moi. 112 2 1212 159 9 31 608 63 0 51 0 170 83 72 0 95 17 6 2733 17 03:15 PM Pe.ak Intersec lion Traffic i h Pk Hr.= 2733 Peak Hr. Fa ctor 0.91 01:15 PM Hour Intersec tion Pd strns i n Pk Hr.= 17 EL CAMINO REAL at TAMARACK Lane Configuration for Intersection Capacity Utili:ation Page 2 of 3 Pk. Hr, Tiie Period: So, Approach (NB) No, Approach (SB) Nest Appr, (EB) East Appr. (WB) 07:15 AM to 08:15 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 11 1 1 1 Config- (left) 2 1 1 1 1 urations 3 1 11 1 1 4 1 Outside 5 Lane Settings 12 112 0 111111 Capacity 1500 3400 1500 1500 3400 0 1500 1700 1500 1500 1700 1500 Do you want separate North/South ohases (Yes/Noj? No Do you want separate East/Mest phases (Yes/No)? No Efficiency Lost Factor 0,10 Hourly Voluae 80 335 71 35 1242 24 68 67 180 271 258 40 Utilisation Factor 0.05 0.11 0,05 0,02 0.37 0.00 0,05 0.04 0,12 0.18 0.15 0,03 ICU Ratio = 0.83 LOS = D Turning Moveients at Intersection of EL CAMINO REAL and TAMARACK Tiae: Date: Day: ,Naise: Total 477 07:15 AH to 08:15 AH 02/16/8? Thursday JS6 Sub- totals 342 315 68 —' 67 ~> 180 —' North Approach EL CAHINO REAL 1794 1301 24 1242 ] I i t <-' V 35 1 I •-> North 493 <- Total <- Subtotals /-- Sub- totals Total 258 569 271 173 TAMARACK 742 Subtotals -> 1693 Total -> 80 385 536 2229 South Approach 71 Note: Left-turn voiuaes include U-turns. EL CAMINO REAL at TAMARACK Lane Configuration for Intersection Capacity Otilization Page 3 of 3 Pk, Hr. Tise Period: So, Approach (NB) No. Approach (SB) Nest Appr. (EB) East Appr. (NB) 03:45 PM to 04:45 PM ' Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 111 1 1 Config- (left) 2 11 1 1 urati'Ons 3 1 11 1 1 4 1 Outside 5 Lane Settings 12 112 0 111111 Capacity 1500 3400 1500 1500 3400 0 1500 1700 1500 1500 1700 1500 Do you want separate North/South phases (Yes/No)? No Do you want separate East/Sest phases (Yes/No)? No Efficiency Lost Factor 0.10 Hourly Volute 142 1242 159 31 608 63 51 170 83 72 95 17 Utilization Factor 0,09 0,37 0,11 0,02 0.20 0.00 0,03 0,10 0,06 0,05 0,06 0,01 ICU Ratio = 0,63 LOS = B Turning Moveients at Intersection of EL CAMINO REAL and TAMARACK - Tise: 03:45 PM to 04:45 PM North Approach EL CAMINO REAL Date: 02/16/89 Day: Thursday 2012 ' <- Total Nate: JSS 702 1310 <- Subtotals Sub- 63 608 31 Total totals ill " Sub- « <-' V •-.> ', " totals Total E e 300 < ; : a 5 " "•— 17 5 t 404 ; " <— 95 184 t 51 —' ; /— 72 A 304 170 ~> ; ; 544 A p . 83 —' North V p p ; > 360 p r V : r ; <-, /-> TAMARACK V ; ; ; 142 1242 159 Subtotals -> 763 1543 Total -> 2306 Note: Left-turn voluses include South Approach U-turns, jhk & associates CITY OF CARLSBAD WINTER 1989 INTERSECTION ANALYSIS SUMMARY Intersection Number: 5 Intersection Location: EI Camino Real and Faraday Avenue CONTENT PAGE Turn Movement Count Summary (A.M. and P.M.) 1 of 3 A.M. Peak Hour ICU Analysis and Turn Movement Diagram 2 of 3 P.M. Peak Hour ICU Analysis and Turn Movement Diagram 3 of 3 A2-25 JHK ft Associates Traffic Counting Progran Turning Movenent Counts File:CB26AM.WKl Page 1 of 3 City: CARLSBAD Intersection of: N/S Street: EL CAMINO REAL E/H Street: FARADAV Data Collected by: JSG Count Date: 03/01/89 Day of Week:Wednesday Traffic dantrol: Signalized Heather: CLEAR No. of Phases: 8 South Hpproach CNB) North Hpproach CSB) Hest Hpproach CEB) East Hpproach CHB) 15 nin. Totals nin. 1 prd. Left U-Trn Thru Right Peds Left U-Trn Thru Right F'eids Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehi cl 3 Peds 06:15 HM 37 0 10 12 0 21 0 133 19 0 5 0 0 7 0 8 0 1 0 0 286 0 06:30 HM 23 0 15 5 0 23 0 115 11 1 3 0 3 0 0 0 0 2 0 236 1 06:15 RM 56 0 11 23 0 15 0 87 21 0 6 0 0 11 0 9 0 0 5 1 310 1 07:00 RM 96 2 60 31 0 57 0 253 60 0 5 0 0 8 0 7 0 0 6 0 586 0 07:15 HM 108 1 81 12 0 15 1 191 16 1 5 0 2 17 1 11 0 1 7 1 562 3 07:30 RM * 110 2 95 31 0 37 1 211 61 1 1 0 1 9 0 9 0 1 6 0 605 1 07:15 HM K 115 0 101 15 0 19 1 286 82 3 5 0 0 10 2 11 0 0 7 0 711 5 08:00 HM K 170 0 98 52 2 52 1 303 115 0 13 0 1 13 2 10 0 0 8 0 835 1 08:15 HM * 166 2 108 53 1 53 0 277 15 0 8 0 1 11 0 15 0 1 8 0 719 1 08:30 HM 71 1 81 27 0 37 0 198 20 0 1 0 1 11 1 15 0 3 7 0 181 1 06:15 HM 70 0 107 31 0 28 0 152 22 0 5 0 1 20 0 7 0 1 CJ 0 119 0 09:00 HM 73 0 117 32 0 31 0 157 20 0 8 0 1 10 1 12 0 3 8 0 175 1 Max. 15 nin. 170 2 117 53 2 57 1 303 115 3 13 0 1 20 1 15 0 1 8 1 835 5 Pk. Hr. Vol. 591 1 102 181 3 191 3 1107 306 1 •^7 0 3 13 1 18 0 Cj 29 0 2933 11 07:15 HM Peak I nterse.it ion Traffic in Pk. Hr.= 2933 Peak Hr. Factor 0.88 08:15 HM Hour I nterse.zti on Pdstrns in Pk. Hr.= 11 03:15 PM 29 0 217 26 0 23 0 138 9 0 77 0 5 138 0 13 0 5 51 0 791 0 01:00 PM 10 0 221 28 1 22 2 118 5 0 31 0 2 68 1 15 0 9 17 0 639 •:> 01:15 PM 18 0 211 19 0 27 1 117 8 0 63 0 6 112 0 50 0 2 23 0 689 0 01:30 PM 36 0 200 21 0 18 1 130 9 0 10 0 5 79 3 21 0 3 23 0 591 ,3 01:15 PM * 22 2 265 9 1 11 1 121 7 0 161 0 6 186 58 0 3 17 0 869 3 05:00 PM * 36 0 216 21 0 17 0 119 6 0 57 0 1 117 1 55 0 1 20 1 699 2 05:15 PM * 10 0 329 13 0 13 1 109 1 0 72 0 1 179 1 55 0 1 37 0 826 1 05:30 PM * 16 0 281 11 0 1 113 1 0 32 0 1 117 0 13 0 0 9 0 635 0 05:15 PM 11 1 225 12 0 5 1 125 5 0 56 0 0 90 0 12 0 0 6 0 577 0 06:00 PM 7 0 205 6 0 13 0 106 2 0 28 0 2 91 0 33 0 0 7 0 503 0 06:15 PM 9 0 180 5 0 11 0 101 3 0 21 0 1 58 0 20 0 0 10 0 119 0 06:30 PM 9 1 130 3 0 1 0 81 1 0 9 0 0 36 0 10 0 0 5 0 291 0 Max. 15 Hin. 10 2 329 28 1 27 2 lie 9 0 161 0 6 186 3 58 0 9 51 1 869 3 Pk. Hr. Vol. 81 2 1121 57 1 16 3 165 15 0 322 0 15 599 1 211 0 8 83 1 3029 6 01:30 PM Peak Interseirtion Traffic in Pk. Hr.= 3029 Peak Hr. Factor 0.87 05:30 PM Hour Intersection Pd strns in Pk. Hr.= 6 EL CAHINO REAL at FARADAY Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Tiie Period: So, Approach (NB) No. Approach (SB) lest Appr. (EB) East Appr, (IB) 07:15 AH to - - 08:15 AH Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 11 1 1 1 Config- (left) 2 1 1 1 1 urations 3 1 .1 1 11 4 11 1 Outside 5 111 Lane Settings 2 2 12 3 0 2 1112 0 Capacity 2700 3400 1500 2700 5100 0 2700 1700 1500 1500 3400 0 Do you lant separate North/South phases (Yes/No)? No Do you nant separate East/lest phases (Yes/No)? No Efficiency Lost Factor 0.10 Hourly Voluie 591 402 181 191 1107 306 27 3 43 48 5 29 Utilization Factor 0,22 0.12 0.12 0.07 0,28 0,00 0,01 0.00 0,03 0.03 0.01 0,00 ICU Ratio = 0.66 LOS = B Turning Hoveients at Intersection of EL CAHINO REAL and FARADAY Tiie: 07:15 AH to 08:15 AH North Approach EL CAHINO REAL Date: 03/01/89 Day: Iednesday 2062 <- Total Naie: JSS 1604 458 <- Subtotals Sub- 306 1107 191 Total totals 111 " Sub- I <-' V '-> ; * totals Total E e 902 < ', ; a s * —- 29 s t 975 ; " <— 5 82 t 27 —' ; /— 48 A 73 3 -> ; ; 457 A p 43 —' North V p p ; > 375 p r ¥ ; r ; <-, * /-> FARADAY V ! i ; 591 402 181 Subtotals -> 1198 1174 Total -> 2372 Note: Left-turn vohies include South Approach U-turns, EL CAHINO REAL at FARADAY Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk, Hr, Tiie Period: So, Approach (NB) No, Approach (SB) lest Appr, (EB) East Appr, (IB) 04:30 PH to 05:30 PH Left Thru Right Left Ihru Right Left Thru Right Left Thru Right Lane Inside 11 1 1 1 Config- (left) 2 1 1 - 1 1 ' urations 3 1 1 1 11 4 11 1 Outside 5 1 11 Lane Settings 2 2 12 3 0 2 1112 0 Capacity 2700 3400 1500 2700 5100 0 2700 1700 1500 1500 3400 0 Do you nant separate North/South phases (Yes/No)? No Do you «nl separate East/lest phases (Yes/No)? No Efficiency Lost Factor 0,10 Hourly Voluie , 84 1124 57 46 465 15 322 15 599 211 8 83 Utilization Factor 0,03 0.33 0.04 0,02 0,09 0,00 0,12 0.01 0,40 0.14 0.03 0,00 ICO Ratio = 0.99 LOS = E • Turning Hoveients at Intersection of EL CAHINO REAL and FARADAY Tiie: 04:30 PH to 05:30 PR North Approach EL CAHINO REAL Date: 03/01/89 Day; Iednesday 2055 <- Total Naie: JS6 526 1529 <- Subtotals Sub- 15 465 46 Total totals 1 ', ', " Sub- I <-' V '-> ] " totals Total E e 107 < ; ; a 5 * '— 83 5 t 1043 : * <— 8 302 t 322 —' 1 /— 211 A 936 15 ~> ! ; 420 A p 599 —' North V p p ! > 118 p r V ; r : <-. " /-> FARADAY V ; ; I 84 1124 57 Subtotals -> 1275 1245 Total -> 2540 Note: Left-turn voluies include South Approach U-turns, -J hk & associates CITY OF CARLSBAD WINTER 1989 INTERSECTION ANALYSIS SUMMARY Intersection Number: 6 Intersection Location: EI Camino Real and Palomar Airport Road CONTENT PAGE Turn Movement Count Summary (A.M. and P.M.) 1 of 3 A.M. Peak Hour ICU Analysis and Turn Movement Diagram 2 of 3 P.M. Peak Hour ICU Analysis and Turn Movement Diagram 3 of 3 A2-29 JHK ft Hssociates Traffic Counting Progran Turning Movenent Counts File:CB27AH.HK1 City: CHRLSBAD Intersection of: N/S Street: EL CAMINO REHL E/H Street: PALOMAR AIRPORT RD Data Collected by: JS6 Page 1 of 3 Count Date: 03/01/89 Day of Heek:Hednesday Traffic Control: .Signali;:ed Heather: CLEAR No. of Phases: 8 laouth Approach CNB) North Approach CSB) Hest Approach CEB) East Approach CHB) 15 nin. Total: nin. prd. Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U -Trn Thru Right Peds Left U-Trn Thru Ri ght Peds Vehicl 3 Peds 06:15 HM 6 0 11 11 0 22 0 35 16 0 12 0 30 3 0 15 1 59 22 0 278 0 06:30 HM 1 0 11 20 0 19 0 69 22 0 25 0 28 7 0 76 1 121 17 0 176 0 06:15 HM 6 0 61 30 0 31 0 91 39 0 29 0 67 12 0 91 1 171 52 0 683 0 07:00 HM 6 0 92 21 0 10 0 161 72 0 13 1 66 31 0 111 1 202 105 0 953 0 07:15 HM 8 0 87 26 0 13 1 97 31 0 32 0 16 18 0 98 0 153 78 0 720 0 07:30 HM K 5 1 117 32 0 16 1 152 56 0 36 0 71 21 0 138 0 162 78 0 919 0 07:15 HM * 5 1 161 23 0 23 1 95 71 0 76 0 112 9 0 101 0 188 81 0 951 0 08:00 HM * 19 1 183 25 0 51 0 212 68 0 53 0 63 31 0 150 0 226 107 0 1191 0 08:15 HH K 13 0 157 17 0 59 0 176 71 0 59 1 68 31 0 113 1 119 52 0 968 0 08:30 HM 17 0 115 22 0 11 0 128 63 0 51 0 89 12 0 112 0 111 19 0 819 0 08:15 HM 21 0 109 12 0 31 0 108 35 0 63 1 72 18 0 61 0 117 37 0 681 0 09:00 HM 16 0 99 11 0 31 0 106 31 0 35 Cl 11 23 0 60 1 90 37 0 583 0 Max. 15 nin. 21 1 183 32 0 59 1 212 71 0 76 1 112 31 0 150 1 226 107 0 1,191 0 Pk. Hr. yol. 12 3 621 ' 97 0 181 2 635 269 0 221 1 311 98 0 502 1 725 321 0 1032 0 07:15 HM Pe.ak Inter section Tr.affic in Pk. Hr ^ — 1032 Peak Hr. Fai ctor 0.85 08:15 HM Hour Inter sectiori Pidstrns in Pk. Hr . — 0 03:15 PM 30 0 119 125 0 76 0 130 56 0 87 0 188 16 0 15 1 126 61 0 1122 0 01:00 PM 21 0 115 67 0 87 0 131 61 0 88 1 108 26 0 38 1 106 65 0 919 0 01:15 PM 22 0 186 93 0 105 1 136 11 0 69 1 166 17 0 31 1 31 19 0 1002 Cl 01:30 PM 9 0 111 71 0 69 1 125 50 0 71 1 100 29 0 15 0 82 18 0 813 D 01:15 PM K 15 1 183 131 0 52 2 230 36 0 71 0 191 29 0 51 0 71 60 0 1126 0 05:00 PM K 25 1 161 91 0 157 0 118 75 0 92 0 119 20 0 32 1 91 61 0 1075 0 05:15 PM * 16 1 227 91 0 73 0 152 65 0 90 0 226 15 0 10 0 87 18 0 1163 0 05:30 PM « 21 1 170 61 0 89 0 156 12 0 87 0 166 33 0 11 0 83 16 0 998 0 05:15 PM 13 2 118 52 0 72 0 151 31 0 57 0 163 11 0 35 0 61 51 0 851 0 06:00 PM 11 0 106 51 0 70 1 111 23 0 31 0 111 38 0 27 0 53 32 0 673 Cl 06:15 PM 5 0 110 31 0 39 0 121 31 0 28 0 105 11 0 25 0 36 37 0 582 0 06:30 PM 11 0 85 10 0 56 0 81 13 0 21 0 98 16 0 22 0 60 21 0 521 0 Max. 15 nin. 30 2 227 131 0 157 2 230 75 0 92 1 226 16 0 51 1 126 65 0 1, 163 0 Pk. Hr. Vol. 77 1 711 377 0 371 656 218 0 313 0 732 127 0 16? 1 33S 215 0 1362 0 01:30 PM Pe.sk Inter section Traffic in Pk. Hr 1362 Peak Hr. Fa. :tor 0.91 05:30 PM Hour Inter sect ion Pdstrns in Pk. Hr 0 EL CAHINO REAL at FALOHAR AIRPORT RD Lane Configuration for Intersection Capacity Otilization Page 2 of 3 Pk, Hr. Tiie Period: So. Approach (NB) No. Approach (SB) lest Appr. (EB) East Appr. (IB) 07:15 AH to - • — 08:15 AH Left^ Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 11 1 1 1 Config- (left) 2 1 1 • 1 1 urations 3 1 1 1 1 4 1111 Outside 5 Lane Settings 12 112 112 112 1 Capacity 1500 3400 1500 1500 3400 1500 1500 3400 1500 1500 3400 1500 Do you sant separate North/South phases (Yes/No); No Do you nant separate East/lest phases (Yes/No)? No Efficiency Lost Factor 0.10 Hourly Voluie 42 621 97 . 134 635 269 224 314 98 502 725 321 Utilization Factor 0,03 0,13 0.06 0,12 0,19 0,18 0,15 0,09 0,07 0.33 0.21 0,21 ICU Ratio = 0.33 LOS = D Turning Hoveients at Intersection of EL CAHINO REAL and PALOHAR AIRPORT RD Tiie: 07:15 AH to 08:15 AH Date: 03/01/89 Day: Iednesday Naie: JS6 North Approach EL CAHINO REAL 254 1166 Total Subtotals Sub- Total totals 1472 1034 224 —' 436 314 -) 269 635 184 ) I I ( t I <-' V '-> North Subtotals -> 1235 Total -> 1995 South Approach /-> I I i t 1 I 42 621 97 760 Sub- totals Total 321 725 1548 502 2143 595 FALOHAR AIRPORT RD Note: Left-turn voluies include U-turns. EL CAHINO REAL at PALOHAR AIRPORT RD Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr, Tiie Period: So. Approach (NB) No. Approach (SB) lest Appr. (EB) East Appr. (IB) 04:30 PH to 05:30 PH . Left Thru Right Left Thru Right Left' Thru Right Left Ihru Right Lane Inside 11 1 1 1 Config- (left) 2 1 1 1 1 urations 3 '1 1 1 1 4 1111 Outside 5 Lane Settings 12 112 112 112 1 Capacity 1500 3400 1500 1500 3400 1500 1500 3400 1500 1500 3400 1500 Do you nant separate North/South phases (Yes/No)? No io you nant separate East/lest phases (Yes/No)? No Efficiency Lost Factor 0.10 Hourly Voluie 77 741 377 371 654 218 • 343 732 127 167 333 215 Utilization Factor 0,05 0,22 0.25 0.25 0,19 0,15 0,23 0.22 0.08 0,11 0.10 0,14 ICU Ratio = 0.97 LOS = E Turning Hoveients at Intersection of EL CAHINO REAL and PALOHAR AIRPORT RD Tiie: 04:30 PH to 05:30 PH North Approach EL CAHINO REAL Bate: 03/01/89 Day: Iednesday 2544 <- Total Naie: JSG 1245 1299 <- Subtotals Sub- 218 656 371 Total totals ', \ ] " . Sub- I <-• V '-> \ " totals Total E e 433 <-— ; ! a 5 " 215 5 t 1835 ; " <— 338 720 • t 343 —' ; /— 167 A 1202 732 -> ; ; 2200 A p 127 —' North V p p ; > 1480 p r V ; r 1 <-, " /-> PALOHAR AIRPORT RD V ; ; ; 77 741 37? Subtotals -> 950 1195 Total -> 2145 Note; Left-turn voluies include South Approach U-turns, ihk & associates CITY OF CARLSBAD WINTER 1989 INTERSECTION ANALYSIS SUMMARY Intersection Number: 7 Intersection Location: El Camino Real and Camino Vida Roble CONTENT PAGE Turn Movement Count Summary (A.M. and P.M.) 1 of 3 A.M. Peak Hour ICU Analysis and Turn Movement Diagram 2 of 3 P.M. Peak Hour ICU Analysis and Turn Movement Diagram 3 of 3 A2-33 JHK a Associates Traffic Counting Progran Turning Movenent Counts File:CB29RM.HK 1 Page 1 of 3 City: CHRLSBAD Intersection of: N/S Street: EL CHHINO REAL E/H Street: CRMINO VIDA ROBLE Count Date: 03/01/89 End of 15 nin. prd. Day of Heek:Wednesday Weather: CLEAR Data Collected by: JSG Traffic Control: Signalised No. of Ph.ases: 1 South Hpproach CNB) North Rppnaach CSB) Hest Hpproach CEB) East Approach CHB) 15 nin. Totals Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicls Peds 06:15 RM 21 0 21 0 0 0 0 27 32 0 1 0 0 3 0 0 0 0 0 0 111 0 06:30 HM 23 1 72 0 0 0 0 53 56 0 6 0 0 9 0 0 0 0 0 0 219 0 06:15 HM 32 2 111 0 0 0 0 79 71 0 1 0 0 15 0 0 0 0 0 0 315 0 07:00 AM 66 1 131 0 0 0 0 79 76 0 6 0 0 22 0 0 0 0 0 0 383 0 07:15 AM 60 0 155 0 0 0 0 93 72 0 8 0 0 22 0 0 0 0 0 0 110 0 07:30 AM 87 1 163 0 0 0 0 118 71 0 12 0 0 17 0 0 0 0 0 0 171 0 07:15 HM .* 128 1 170 0 0 0 0 119 76 0 17 0 0 15 0 0 0 0 0 0 525 0 08:00 HM * 133 1 228 0 0 0 0 108 92 0 11 0 0 16 0 0 0 0 0 0 588 0 08:15 HM * 100 0 151 0 0 0 0 113 90 0 15 0 0 15 0 0 0 0 0 0 517 0 08:30 HM » 109 1 162 0 0 0 0 162 62 0 18 0 0 19 0 0 0 0 0 0 532 0 08:15 AM 57 0 159 0 0 Q 0 125 59 0 13 0 0 25 0 0 0 0 0 0 138 0 09:00 AM 17 1 130 0 0 0 0 125 32 0 16 0 0 17 0 0 0 0 0 0 367 0 Max. 15 nin. 133 2 228 0 0 0 0 162 92 0 18 0 0 25 0 0 0 0 0 0 588 0 Pk. Hr. Vol. 170 3 711 0 0 0 0 532 320 0 61 0 0 65 0 0 0 0 0 0 2162 0 07:30 AM Peak Intersection Traffic in Pk. Hr . — 2162 Peak Hr. Factor 0.92 08:30 HM Hour Inter secti i:in Pdstr ns in Pk. Hr 0 03:15 PM 30 0 109 0 1 0 0 111 32 0 72 0 0 58 0 0 0 0 0 0 112 1 01:00 PM 31 1 171 0 0 0 0 161 17 0 59 0 0 51 0 0 0 0 0 0 526 0 01:15 PM 33 1 191 0 0 0 0 161 28 0 89 0 0 83 0 0 0 0 0 0 588 0 01:30 PM 26 1 155 0 0 0 0 151 23 0 57 0 0 62 0 0 0 0 0 0 171 0 01:15 PM « 21 1 136 0 0 0 0 231 31 0 96 0 0 68 0 0 0 0 0 0 592 0 05:00 PM « 17 2 169 0 0 0 0 235 25 0 79 0 0 79 1 0 0 0 0 0 601 1 05:15 PM a 18 2 176 0 0 0 0 211 55 0 112 0 0 182 0 0 0 0 0 0 781 0 05:30 PM K 17 1 151 0 0 0 0 217 96 0 61 0 0 78 0 0 0 0 0 0 623 0 05:15 PM 20 0 151 0 0 0 0 187 11 0 52 0 0 75 0 0 0 0 0 0 199 0 06:00 PM 11 1 100 0 0 0 0 176 18 0 39 0 0 72 1 0 0 0 - 0 0 116 1 06:15 PM 16 0 160 0 0 rj 0 111 25 0 28 0 0 50 0 0 0 0 0 0 120 0 06:30 PM 13 0 121 0 0 0 0 131 9 0 18 0 0 17 0 0 0 0 0 0 339 0 Max. 15 nin. 31 2 191 0 1 0 ' 0 211 96 0 112 0 0 182 1 0 0 0 0 0 781 1 Pk. Hr. Vol. 76 6 635 0 0 0 0 927 210 0 318 0 0 107 1 0 0 0 0 0 2603 1 01:30 PM 05:30 PM Peak Hour Intersection Traffic in Pk. Hr.= 2603 Intersection Pdstrns in Pk. Hr.= 1 Peak Hr. Factor agllrdataJ EL CAHINO REAL at CAHINO VIDA ROBLE Lane Configuration for Intersection Capacity Otilization Page 2 of 3 Pk. Hr. Tiie Period: So, Approach (NB) No. Approach (SB) lest Appr. (EB) East Appr. (IB) 07:30 AH to - 08:30 AH Left Thru Right Left Thru Right Left Ihru Right Lefi Thru Right Lane Inside 11 11 Config- (left) 2 1 11 urations 3 1 11 1 4 Outside 5 Lane Settings 12 0 0 3 0 2 0 10 0 0 Capacity 1500 3400 0 0 5100 0 2700 0 1500 0 0 0 Do you nant separate North/South phases (Yes/No)? No Do you nant separate East/lest phases (Yes/No)? No Efficiency Lost Factor 0.10 Hourly Voluie 470 714 0 0 532 320 61 0 65 0 0 0 Utilization Factor 0.31 0,21 0,00 0,00 0,17 0.00 0,02 0.00 0.04 0.00 0,00 0.00 ICU Ratio = 0.62 LOS = B Turning Hoveients at Intersection of EL CAHINO REAL and CAHINO VIDA ROBLE Tiie: 07:30 AH to 08:30 AH North Approach EL CAHINO REAL Date: 03/01/39 Day: Iednesday 1627 <- Total Naie: JSG 852 775 <- Subtotals Sub- 320 532 0 Total totals \ \ \ " Sub- I •<-•• V '-> ; * totals Total E e 790 <—- ; ; a s * •— 0 5 t 914 ; " <— 0 0 t 61 —• ; /— 0 A 126 0 "> ; ! OA p 65 —' North V p p ; > 0 p r V ; r ; <-, " /-> CAHINO VIDA ROBLE U III » til 470 714 0 Subtotals -> 597 1184 Total -> 1781 Note: Left-turn voluies include South Approach U-turns. EL CAHINO REAL at CAHINO VIDA ROBLE Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk, Hr, Tiie Period: So. Approach (NB) No, Approach (SB) lest Appr. (EB) East Appr. (IB) 04:30 PH to - 05:30 PH Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 11 11 Config- (left) 2 1 11 urations 3 1 11 1 4 Outside 5 Lane Settings 12 0 0 3 0 2 0 10 0 0 Capacity 1500 3400 0 0 5100 0 2700 0 1500 0 0 0 Do you nant separate North/South phases (Yes/No)? No Do you lant separate East/lest phases (Yes/No)? No Efficiency Lost Factor 0,10 Hourly Voluie 76 635 0 0 927 210 348 0 407 0 0 0 Utilization Factor 0.05 0.19 0.00 0,00 0,22 0,00 0.13 0.00 0.27 0,00 0,00 0,00 ICU Ratio = 0,64 LOS = B Turning Hoveients at Intersection of EL CAHINO REAL and CAHINO VIDA ROBLE Tiie: 04:30 PH to 05:30 PH North Approach EL CAHINO REAL Bate: 03/01/89 Day: Iednesday 2120 <- Total Naie: JSG 1137 983 <- Subtotals Sub- 210 927 0 Total totals 111' Sub- I <-' V '-> : " totals Total E e 284 <; ; a s " •— 0 5 t 1041 ; * <— 0 0 t 348 —• i /— 0 A 755 0 "> ; ; OA p 407 —' North V p p ; r V <-, " /-> CAHINO VIDA ROBLE I I i I r I 76 435 0 Subtotals -> 1334 711 Total -> 2045 Note: Left-turn voluies include South Approach U-turns. • Ihk & associates CITY OF CARLSBAD WINTER 1989 INTERSECTION ANALYSIS SUMMARY Intersection Number: 8 Intersection Location: El Camino Real and Alga Road CONTENT PAGE Turn Movement Count Summary (A.M. and P.M.) 1 of 3 A.M. Peak Hour ICU Analysis and Turn Movement Diagram 2 of 3 P.M. Peak Hour ICU Analysis and Turn Movement Diagram 3 of 3 A2-37 JHK ft Associates Traffi.: Counting Progran Turniriij Movenent Counts Fi le :CB28AM.HK 1 City: CARLSBAD Intersection of: N/S Street: EL CAMINO REAL E/H Street: HLGH Data Collected by: JSG P.3ge 1 of 3 Count Date: Day of Heek:Hednesday Traffic C.antrol: Signalized 03/01/89 Weather = • CLEAR No. of Phase Si 6 South Approach CNB) North Approach CSB) West Approach CEB) East Hpproach CHB) 15 nin. Total criu OT nin. prd. Left U-Trn Thru Right Peds Left J-Trn Thru Right Peds Left U -Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicls . Peds 06:15 AM 0 0 35 1 1 6 0 16 0 0 6 0 6 0 1 56 0 0 8 0 167 2 06:30 HM 0 0 67 11 0 10 0 65 1 0 6 0 1 1 2 70 0 0 18 0 253 2 06:15 HM 2 0 121 20 1 18 0 66 0 0 1 0 3 2 3 111 0 3 35 0 391 1 07:00 AM 1 0 138 23 3 29 0 87 3 1 11 0 3 9 2 116 0 3 51 0 177 6 07:15 AM 1 0 125 26 1 20 1 89 3 0 22 0 3 7 2 125 0 3 15 0 169 3 07:30 HM « 1 0 161 26 0 37 1 126 1 0 21 0 ll-1 0 131 0 1 60 0 571 0 07:15 AM * 1 0 250 32 0 23 1 111 1 0 11 0 1 1 0 112 0 0 67 0 619 Cl 08:00 AM * 0 0 207 28 3 26 1 120 8 0 36 0 0 2 1 113 0 3 95 0 668 1 08:15 AM « 0 0 203 11 1 30 0 131 8 0 1 0 5 2 0 92 0 2 51 0 569 1 08:30 HM 1 0 173 29 1 22 0 122 8 0 9 0 1 5 0 101 0 1 35 0 510 1 08:15 AM 0 0 156 36 0 31 0 135 1 0 7 0 3 1 0 102 0 1 19 0 525 0 09:00 AM 0 0 . 110 27 1 21 1 122 3 0 5 0 2 1 0 103 0 1 IS 0 173 1 Max. .5 nin. 2 0 250 11 3 37 1 135 8 1 36 0 6 9 3 113 0 3 95 0 668 6 Pk. Hr. Vol. 0 821 127 1 116 3 191 18 0 75 0 11 6 1 511 0 6 273 0 2160 5 07: 15 HM Peak Intersection Traffic in Pk. Hr.= 2160 Peak Hr. Fa i;tor 0.92 08: 15 HM Hour Intersection Pdstrns in Pk. Hr.= 5, 03:15 PM cL. 0 157 89 1 0 0 0 0 0 0 0 0 0 0 66 0 1 35 a 350 1 01:00 PM 0 158 97 2 53 0 167 10 0 5 0 3 0 16 0 7 •:i3 1 581 01:15 PM 0 0 153 99 1 19 0 173 12 0 7 0 1 1 0 101 0 2 61 0 662 1 01:30 PM 1 1 137 102 2 50 1 165 17 0 7 0 2 0 0 i'7 0 2 33 0 593 d.'. 01:15 PM 3 0 150 99 2 71 1 237 9 0 12 0 5 1 0 78 0 33 1 700 Z* 05:00 PM K 2 0 112 115 1 69 1 257 23 0 9 0 2 1 0 90 0 6 0 711 1 05:15 PM s 2 0 175 105 0 36 1 331 11 0 6 0 2 1 0 90 0 3 11 1 835 1 05:30 PM * 1 0 118 131 2 80 1 237 13 0 15 0 11 6 0 1" O UI:- . 0 6 29 0 739 2. 05:15 PM * 1 0 163 116 0 75 0 261 10 0 9 0 3 1 0 71 0 e 29 0 783 0 06:00 PM 0 0 121 135 0 61 0 175 9 0 8 0 ^ 1 0 60 0 2 16 0 596 0 06:15 PM 0 119 101 0 66 0 118 13 0 12 0 1 0 0 79 0 1 28 D 579 0 06:30 PM 1 0 110 97 0 0 0 0 0 0 0 0 0 0 0 71 0 e 18 0 305 0 Hay,. 15 nin. 3 1 175 116 2 66 1 331 23 0 15 0 11 6 0 101 0 8 61 1 835 3 Pk. Hr. Vol. 6 0 623 197 3 310 3 1092 60 0 39 0 18 15 0 313 0 23 97 1 3098 '•1 01:15 PM Peak Intersec tion Traffic in Pk. Hr.= 3098 .Peak Hr. ctor 0.93 05:15 PM Hour Intersection Pd: :trns in Pk. Hr.= 1 EL CAHINO REAL at ALBA lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Tiie Period: So. Approach (NB) No. Approach (SB) lest Appr, (EB) East Appr. (IB) 07:15 AH to -- - - 08:15 AH Left Thru Riaht Left Thru Right Left Thru Riqht Left Thru Right Lane Inside 1 Config- (left) urations Outside 5 1111 1 1 111 1 11 11 1 Lane Settings 13 112 0 12 0 111 Capacity 1500 5100 1500 1500 3400 0 1500 3400 0 2000 1200 1500 Do you sant separate North/South phases (Yes/No)? No Do you nant separate East/lest phases (Yes/No)? No Efficiency Lost Factor 0.10 Hourly Voluie 2 824 127 114 491 18 75 11 6 511 6 273 Utilization Factor 0,00 0.16 0,08 0,08 0.15 0.00 0.05 0.01 0.00 0.24 0.01 0.18 ICU Ratio = 0.60 LOS = A Turning Hoveients al Intersection of EL CAHINO REAL and ALGA Tiie; 07:15 AH to 08:15 AH North Approach EL CAHINO REAL Date: 03/01/89 Day: Iednesday 1797 <- Total Naie: JSG 425 1172 0 Subtotals Sub- 18 491 116 Total totals ', \ \ " Sub- I - <-' V '-> ] " totals Total E e 24 < ; : - - a 5 " 273 5 t 118 \ " <— 6 790 t 75 —' i /— 511 A 92 11 -> ; ; 1044 A P 4 — • North V p p ; —-> 254 p r V ; r ', <-, " /-> ALGA V ; ; ; 2 824 127 Subtotah -> 1008 953 Total -> 1941 Note; Left-turn voluies include South Approach U-turns. EL CAHINO REAL at ALGA Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Iise Period: So, Approach (Nfi) ,No, Approach (SB) lest Appr. (EB) East Appr. (IB) 04:45 PR to - 05:45 PH Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 11 1 1 1 Config- (left) 2 1 1 111 urations 3 1 11 11 1 4 1 Outside 5 1 Lane Settings 13 112 0 12 0 111 Capacity 1500 5100 1500 1500 3400 0 1500 3400 0 2000 1200 1500 Do you nant separate North/South phases (Yes/No)? No Do you nant separate East/lest phases (Tes/No)? No Efficiency Lost Factor 0,10 Hourly Voluie 6 623 497 310 1092 60 39 18 15 313 23 97 Utilization Factor 0,00 0,12 0.33 0.21 0.34 0,00 0,03 0,01 COO 0.16 0.02 0.06 ICU Ratio = 0.80 LDS = D Turning Hoveients at Intersection of EL CAHINO REAL and ALGA Tiie: 04:45 PH to 05:45 PH North Approach EL CAHINO REAL Date: 03/01/89 Day: Iednesday 2226 <- Total Naie: JSG 1442 744 <- Subtotals Sub- 60 1092 310 Total totals \ \ \ " Sub- I <-' V '-> I " totals Total E e 89 <-— ! : a 5 " •— 97 5 t 141 : " <— 23 433 t 39 —' ; /— 313 A 72 18 "> ! ; 1258 A p 15 —' North V p p ; > 825 p r V ; r ; <-, " /-> ALGA V 111 6 628 497 Subtotals -> 1420 1131 Total -> . ^" 2551 Note: Left-turn voluies inciude Sooth Approach U-turns. jhk & associates CITY OF CARLSBAD WINTER 1989 INTERSECTION ANALYSIS SUMMARY Intersection Number: 9 Intersection Location: El Camino Real and La Costa Avenue CONTENT PAGE Turn Movement Count Summary (A.M. and P.M.) 1 of 3 A.M. Peak Hour ICU Analysis and Turn Movement Diagram 2 of 3 P.M. Peak Hour ICU Analysis and Turn Movement Diagram 3 of 3 A2-41 JHK ft Associates Traffic Counting Proiqran Turning Movisnent Counts Fi 1 e:C621HM.HK 1 City: CARLSBAD Int6.r-sectj.on of: N/S Street: EL CAMINO REAL Dat-a Collected by: JS6 E/H Street: LA COSTA AVE P.nige 1 of Count D.ate: Oay of Week: Hisdne? .day Traffi Ciziritr o 1 : Si gn.sl i zed 03/01/39 Weather: CLEAR No.' of Phases: 3 South Appiriaa.'. h CNB) Horth Appr.3.3Ch C5 B) We::5t Hfjproach CE5 ) E.ast Ai^ipro act, CHB) 15 nin. Tot.al End of 15 ~-- ~ --- ~ • - --- - - -nin. ptti. Left J-Trn Thru Right Peds Left U-Trn Thru Right Peds Left t -1 rn Thru ft j.ght Ped:3 Left t -Trn Thr u Right Ped;5 Mehicls Ped:!. 06:15 AH 0 15 0 0 0 0 5 17 0 11 0 15 '2 0 1 0 68 1 0 193 Cl 06:30 AM 37 0 32 0 0 1 1 55 111 0 62 0 19 IS 0 1 0 131 9 0 509 D 06:15 AM 52 0 51 1 0 15 2 51 115 0 81 0 'id 19 0 e 0 IGG 13 G 633 Cl 07:00 AM 75 96 1 0 13 3 137 201 0 101 0 f" Cl 13 0 21 1 219 l'l IJ 9S5 Cl 07:15 AM 17 1 37 1 0 11 1 67 103 0 I'' 0 li' G 13 0 SS n G 558 Ll 07:30 AM 7 J 0 1^ 0 13 0 98 153 0 106 0 81 17 G 18 •;:. 19 0 i'62 Cl 07:15 AM * 87 1 913 2 0 16 133 157 0 138 1 T'6 12 •G 1 165 0 968 C.I 08:00 AM S 51 2 125 •tl c. 0 25 1 117 116 0 115 0 SS 50 0 26 1 129 11:1 0 911 Cl 08:15 AM * 75 0 86 1 a 21'" 1 132 153 0 128 0 75 55 G 15 0 150 Q 932 Cl 0.9:30 AM * 76 1 10'3 1 0 "it^'. 0 151 99 0 131 0 101 57 G 12 1 119 19 U 930 Cl 08:15 AM 50 0 86 c 0 13. .:f 165 101 0 61 0 99 53 G 28 0 1G7 ;i'i 0 792 Cl 09:00 HM 62 1 81 6 0 36 3 125 103 0 110 0 103 62 0 16 G 113 17 0 831 Ll M.ax. 15 liir y t'^ 125 6 0 31::, 1 165 201 0 115 1 103 62 0 2 219 10, 0 985 Cl Pk. Hr. Moi . 289 1 1l!3 6 0 93 7 533 525 0 512 1 310 201 G 75 3 593 126 0 3711 Cl 07:30 HM Peak Inter sect i,:in Tl' •if fic in Pk. Hr.=: 3711 P eak Hr. Factor 0.97 03:30 AM Hour I nter sect ion Pd strns in Pk. Hr.= 0 03:15 PM 51 0 95 0 13 0 125 0 101 0 101 G 0 92 22 0 76 S Cl 01:00 PM 91 0 165 7 0 39 1 101 89 0 100 0 150 31 G 3 r' 0 IOB 29 0 lOG 1 C.i 01:15 PM 87 0 131 5 0 31 1 125 97 G 119 0 105 83 G 21 0 106 19 0 93 S i;:i 01:30 PM 102 2 138 6 0 81 1 178 115 0 109 0 122 89 / G 35 2 125 2 S 0 112s Cl 01:15 PM • 66 1 131 39 0 53 0 160 120 0 81 0 103 31 G 35 2 '30 J-J 0 99 S Cl 05:00 PM * 85 1 136 1 0 69 0 lie 128 0 120 • G 150 SO 0 18 1 12--1 13 0 11G5 IJ 05:15 PM « 102 1 111 10 0 76 0 219 168 0 133 0 133 81 G 15 1 111 0 1211 Cl 05:30 PM K 76 1 151 13 0 y C' 0 191 93 0 103 1 130 99 G 30 1 129 13 0 1117 Cl 05:15 PM « y iil • 1 128 11 0 68 0 112 102 0 11? 1 111 71 G 39 Ll 110 58 0 11G2 Ll 06:00 PM 75 0 130 10 0 10 0 126 62 0 120 0 130 61 G 26 1 91 11 0 915 ij 06:15 PM 85 0 117 15 0 70 1 leo 86 0 120 0 130 61 0 2.7} 1 S 3 IS 0 99 1 Ll 06:30 PM 17 0 82 6 0 5::i 0 166 120 0 109 0 111 67 0 15 r 95 11 0 13 88 l.l M.3X. 15 llir 102 2 165 39 0 86 1 219 168 0 117 1 150 99 0 39 2 129 CO IJ 1,211 Cl Pk. Hr. Moi . 315 1 5f,2 :38 0 299 0 700 191 0 5G3 2 551 J .-J r' G 102 171 193 0 159S Ll 01:15 PM Pe..i>k O'T: 15 PH Hour 1 ntersei;t:i on I l l tn,r:::ei;:.ti ,:,n Tr.affic pti:Ktrns in PU:. Hr.:: ^Iri'^S :in Pk. Hr.= G Pi:;,.ak Hr. Factor 0.92 EL CAMINO REAL at LA COSTA AVE Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period: So. Approach (NB) No. Approach (SB) West Appr. (EB) East Appr. (WB) 07:30 AM to — 08:30 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 11 1 1 1 Config- (left) 2 1 1 1 1 urations 3 11 1 11 4 1 1 1 Outside .5 11 11 1 Lane Settings 2 3 0 2 3 0 2 2 112 0 Capacity 2700 5100 0 2700 5100 0 2700 3400 1500 1500 3400 0 Do you want separate North/South phases (Yes/No)? No Do you want separate East/West phases (Yes/No)? No Efficiency Lost Factor O.iO Hourly Voluae 289 418 6 93 533 525 542 340 204 75 593 126 Utilization Factor O.U 0.08 0.00 0.03 0.21 0.00 0.20 0.10 0.14 0.05 0.21 0.00 ICU Ratio = 0.83 LOS = D Turning Hoveaents at Intersection of EL CAHINO REAL and LA COSTA AVE Tiae: 07;.30 AH to 08:30 AH North Approach EL CAHINO REAL Date: 03/01/89 Day: Wednesday 2237 <- Total Naae: JSG 1151 1086 <- Subtotals Sub- 525 533 93 Total totals 111 " Sub- U - <-• V '-> i totals Total E e 1407 < ; ; -— a s * •— 126 s t 2493 1 " <— 593 794 t 542 —' ; /— 75 A 1086 340 -> i ; 1233 A p 204 —' North V p p ; > 439 p r V ; r 1 <-, " /-> LA COSTA AVE U III * II. 289 418 6 Subtotals -> 812 713 Total -> 1525 Note: Left-turn voiuaes include South Approach U-turns. EL CAHINO REAL at LA COSTA AVE Lane Configuration for Intersection Capacity Utilization . Page 3 of 3 Pk. Hr. Tiae Period: So. Approach (NB) No. Approach (SB) West Appr. (EB) East Appr, (WS) 04:45 PM to — —- 05:45 PH Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 11 1 1 1 Config- (left) 2 1 1 ' 1 1 urations 3 1 1 1 11 4 1 1 1 Outside 5 11 11 1 Lane Settings 2 3 0 2 3 0 2 2 112 0 Capacity 2700 5100 0 2700 5100 0 2700 3400 1500 1500 3400 0 Do you want separate North/South phases (Yes/No)? No Do you want separate East/Hest phases (Yes/No)? No Efficiency Lost Factor 0.10 Hourly Voluae 345 562 38 299 700 491 503 554 337 102 474 193 Utilization Factor .0.13 0.12 0.00 0.11 0.23 0.00 0.19 0.16 0.22 0,07 0.20 0.00 ICU Ratio = 0.84 LOS = D Turning Hoveaents at Intersection of EL CAHINO REAL and LA COSTA AVE Tiae: 04:45 PH to 05:45 PH North Approach EL CAHINO REAL Date: 03/01/89 Day: Wednesday 2748 <- Total Naae: JSG 1490 1258 (- Subtotals Sub- 491 700 299 Total totals 111 " Sub- W (-• V '-> ; " totals Total E e 1310 < ! ; —— a s " '— 193 5 t 2704 ; <— 474 769 t 503 —• ; /— 102 A 1394 554 -> 1 I 1660 A p 337 —' North V p p ; > 891 p r V ; r 1 <-, " /-> LA COSTA AVE V ; ; . ; 345 562 38 Subtotals -> 1139 945 Total-) 2084 Note: Left-turn voiuaes include South Approach U-turns. jhk & associates CITY OF CARLSBAD WINTER 1989 INTERSECTION ANALYSIS SUMMARY Intersection Number: 10 Intersection Location: El Camino Real and Levante Street CONTENT PAGE Turn Movement Count Summary (A.M. and P.M.) 1 of 3 A.M. Peak Hour ICU Analysis and Turn Movement Diagram 2 of 3 P.M. Peak Hour ICU Analysis and Turn Movement Diagram 3 of 3 A2-45 b-= • JH •Id £uj>:;pj UO i-f:^asja:).u I jnoH Hd Sb:SO S8" 0 JO>De-| -JH >ieoj Sie2 = --'H •:id '^•'•t Dtj.>i?jj^ uoT-^DaE;je-:|.ui 'i^-^ti Hd Sb:bO h 96 0 0 Oft 0 0 0 0 0 0 0 T26 T 66T 0 S2I bb6 0 0 •lort -JH "-Id t J.69 !=; bb. 0 0 £b-0 0 0 0 0 0 0 9«L2 c 29 0 2S 262 0 0 •utM -xen o on. 0 Zl 0 0 £b-0 0 0 0 tl 0 0 Zll 0 b-2 0 6£ OST 0 0 Hd 0£:90 0 t"3h. 0 IZ 0 0 G? 0 0 0 0 0 0 0 S^T 0 ££ 0 If: S22 0 0 Hd 51=90 0 OTS 0 6T 0 0 iT 0 0 0 0 0 0 0 £11 0 £S 0 b2 b22 0 0 Hd 00=90 1 ess T ll 0 0 IZ 0 0 0 0 0 0 0 9T2 T as 0 92 Sb2 0 0 S Hd Sb:SO G 0 9S 0 0 £Z 0 0 0 0 0 0 0 b-22 0 29 0 S£ b02 0 0 K Hd 0£:fiO J.69 tLZ 0 0 C.C 0 0 0 0 0 0 0 9J.2 0 2b 0 e£ 262 0 0 « Hd ST:S0 T T^s T 9^ 0 0 b-S 0 0 0 0 0 0 0 S02 0 i£ 0 92 £02 0 0 K Hd 00=50 0 99S 0 0 0 tLl 0 0 0 0 0 0 0 98T 0 Gb 0 2S 8b2 0 0 Wd Sb:bO 09S !-I'Z 0 0 St! 0 0 0 0 0 0 0 b-T2 2b 0 b£ T22 0 0 Wd OG:bO p BTS 8T 0 0 9T 0 0 0 0 0 0 0 802 T ££ 0 22 T22 0 0 Wd ST:bO 0 SiS G 0 0 ZZ 0 0 0 0 0 0 0 08T 0 6 b 0 • 8.2 ZIZ 0 0 Wd 00:bO 0 <LJ.S 0 0 0 f.tZ 0 0 0 0 0 0 0 £b-2 0 8b' 0 TT 202 G 0 Wd 5b=£0 b-= • JH £UJ>:JpJ UOT -JfiOH HH 51=80 06 • 0 .JO>-J ip-l -JH IP^d b-OZT = • JH •^d '1^ Zt T j-.:te J uo T:"4.:.as ja-|U j •isad Wb ST = ,10 tOiT T !zb-T 0 0 6b-T 0 0 0 0 0 0 0 0b9 T 9S £ 2b bi9 0 0 "lOrt -JH -;-1d T ^b• 0 0 b-S 0 0 0 0 0 0 0 961 T ,iT 2 ST 002 0 0 -UtH SI "KPH I T b-2 0 0 Tb-0 0 0 0 0 0 0 88T 0 OT 0 bT iST 0 0 WH 00=60 0 06C 0 b,2 0 0 b-S 0 0 0 0 0 0 0 SST T GT 0 bT OGT 0 0 HU Sb:00 0 99£ 0 82 0 0 il 0 0 0 0 0 0 0 t:8T 0 8 0 9 b2T 0 0 HH 0G:80 T 86e T 2b-0 0 9£: 0 0 0 0 0 0 0 SST 0 ll 0 b bbT 0 0 « HH 51=80 1 Fib 0 Tt: 0 0 2b-0 0 0 0 0 0 0 III 0 ST T 8 002 0 0 K HH 00=80 ill-0 ec 0 0 Tb-0 0 0 0 0 0 0 ZWl 0 2T Z ST biT 0 0 * WH Sb:.iO 0 9Tb, 0 0 0 Ot: 0 0 0 0 0 0 0 99T X 2T 0 ST 9ST 0 0 K WH OG = .iO 0 1.6T 0 ST 0 0 ^2 0 0 0 0 0 0 0 ££ 0 £T 0 b SOT 0 0 Wb ST=.iO 0 ?8e 0 9T 0 0 if 0 0 0 0 0 0 0 961 0 ST 0 £ STT 0 0 wy oo=.io 0 ^^^ 0 IZ 0 0 92 0 0 0 0 0 0 0 T8 0 b 0 S le 0 0 WH Sb=90 13 eb-T 0 Zl 0 0 2T 0 0 0 0 0 0 0 b-G 0 2 0 8 SS 0 0 WU 0£=90 0 86 0 6 0 0 ei 0 0 0 0 0 0 0 T2 0 9 0 e 9b 0 0 WH ST=90 spaj njyj. n sped n..<yi •n >s•^«"l spaj njyj. ujj.-ri spej >y6Ta nJMi uji_n -pjd -u-tu — --— ST piJ3 'I«'+"i •'JT" ST CaM) M^eojddy >se3 (33:1 qoeojddy "tcaM CSS) Maeojddy M>-JON CBN) M^^C'-J'^^CIH M>rioc; ^ :s:as:eqd >o -OH ab3"l3 :j»M>eoM 68/T0/£0 p<.21 Xeu61,3 : xoj>uo3 Di:j..^ejj^ hepsaupaf^:>iaan j,o f\<tQ :a-+eO l-urio^ 3IMH1I3I :>e.aj>s M/3 9Sf =fiq pe't^^TT^Cl '='>«'a lH:3a ONIWHO 13 :'^aej:|.s c,/n :.fo uox-^^asja-^ui obasiyb:! :fi'*T3 e JO X abej T.'5(M'HH£283 = *T T.J si.uno3 >uaHa..-.on £"JT'-'-"'ii weJ&ojj 6u-i-^.un.:.;! DT.^^PJI s»-j.e-tDossy :g t^y^c EL CAHINO REAL at LEVANTE Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Tise Period: So. Approach (NB) No. Approach (SB) lest Appr. (EB) East Appr. (IB) 07:15 AH to - —- 03:15 AH Left Thru Right' Left Thru Right Left Thru Right Left Thru Right Lane Inside 111 1 Config- (left) 2 111 11 urations 3 1 1 4 Outside 5 Lase Settinos 0 2 0 1 2 0 0 0 0 1 0 .1 Capacity 0 3400 0 1500 3400 OOOO 2250 0 2250 Do you nant separate North/South phases (Yes/No)? No Do you nant separate East/lest phases (Yes/No)'' No Efficiency Lost Factor 0.10 Hourly Voluse 0 674 42 56 640 0 0 0 0 149 0 143 Utilization Factor 0,00 0.21 0,00 0.04 0,19 0,00 0,00 0,00 0,00 0,07 0.00 0,06 ICU Ratio = 0,41 LOS = A Turning Hoveients at Intersection of EL CAHINO REAL and LEVANTE Tise: 07:15 AH to 08:15 AH North Approach EL CAHINO REAL Date: 03/01/89 Day: Iednesday 1513 <- Total Naie: JSG 696 817 <- Subtotals Sub- 0 640 56 Total totals 111 " Suh- y - <-" V "-> ; " totals Total E e 0 < 1 1 —i 5 " •— 143 5 to 1 • <— 0 292 t 0—' ! ./— 149 A 0 0 -> 1 1 390 A p 0 —' North V p p 1 > '8 p r V 1 r : <-, " /-> LEVANTE Vlll 0 674 42 Subtotals -> 789 716 Total -> 1505 Note: Left-turn voluies include South Approach U-turns, • EL CAHINO REAL at LEVANTE Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Tiie Period: So. Approach (NB) No, Approach (SB) lest Appr. (EB) East Appr. (IB) 04:45 PH to —- - 05:45 PH Left Thru Right Left Ihru Right Left Thru Right Left Thru Right Lane Inside 111 1 Config- (left) 2 111 11 urations 3 1 1 4 Outside 5 Lane Settings 0 2 0 12 0 0 0 0 10 1 Capacity 0 3400 0 1500 3400 OOOO 2250 0 2250 Do you nant separate North/South phases (Yes/No)'? No Do you lant separate East/lest phases (Yes.,''Noj? No Efficiency Lost Factor 0.10 Hourly Voluse 0 944 125 199 921 0 0 0 0 90 0 96 Utilization Factor 0.00 0.31 0.00 0.13 0.27 0.00 0.00 0.00 0.00 0.04 0.00 0.04 ICU Ratio = 0.59 LOS = A Turning Hoveients at Intersection of EL CAHINO REAL and LEVANTE Tiie; 04:45 PH to 05:45 PH North Approach EL CAHINO REAL Date: 03/01/89 Day: Iednesday 2140 <- Total Naie: JSG 1120 1040 <- Subtotals Sub- 0 921 199 Total totals 111 " Sub- I <-' V '-.> ; totals Total E e 0 < 1 1 - a s ' •— 96 s to 1 " - <— 0 136 t 0 —' 1 /— 90 A 0 0 "> 1 ; 510 A p 0 —• North V p P 1 > 324 p r • V 1 r 1 <-, " /-> LEVANTE V 1 1 1 0 944 125 Subtotals -> 1011 1069 Total -> 2080 Note: Left-turn voluies include South Approach U-turns. jhk & associates CITY OF CARLSBAD WINTER 1989 INTERSECTION ANALYSIS SUMMARY Intersection Number: 11 Intersection Location: Rancho Santa Fe and Melrose CONTENT PAGE Turn Movement Count Summary (A.M. and P.M.) 1 of 3 A.M. Peak Hour ICU Analysis and Turn Movement Diagram 2 of 3 P.M. Peak Hour ICU Analysis and Turn Movement Diagram 3 of 3 A2-49 JHK ft Associates Traffic Counting Progran Turning Movenent Counts File:CB35AM.HK 1 Page 1 of 3 City: CAKLSBAD Intersection of: N/S Street: RHNCHO SANTE FE E/H Street: MELROSE Data Collected by: JSG Count Date: 03/02/89 Day of W"?ek: Thursday Heather: RAIN Traffi- No. of : Control: Phases: :ii gnal i ized 1 South Approach CNB) North Approach CSB) Hest Approach CEB) E.ast Approach CHO) 15 nin. Totals End of 15 nin. prd. Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds 1 Left U-•Trn Thru Right Peds Left U-Trn Thru Ri ght Peds Vehicls Peds 06:15 AM 0 0 11 0 0 0 0 62 3 0 15 0 0 11 0 0 0 0 0 0 135 0 06:30 AM 2 0 67 0 0 0 0 151 7 0 20 0 0 11 0 0 0 0 0 0 258 0 06:15 AM 5 0 157 0 0 0 0 267 20 0 37 0 0 11 0 0 0 0 0 0 500 0 07:00 AM 8 0 131 0 0 0 0 273 21 0 11 0 0 27 0 0 0 0 0 0 501 0 07:15 AM * 8 0 159 0 0 0 0 222 31 0 79 0 0 16 0 0 0 0 0 0 518 0 07:30 AM * 11 0 223 0 0 0 0 251 37 0 73 0 0 27 0 0 0 0 0 0 623 0 07:15 AM « 19 0 300 0 0 0 0 282 11 0 85 0 0 10 0 0 0 0 0 0 767 0 08:00 AM * 30 0 251 0 0 0 0 258 58 0 77 0 0 30 0 0 0 0 0 0 701 0 08:15 AM 15 0 123 0 0 0 0 202 21 0 13 0 0 20 1 0 0 0 0 0 • 127 1 08:30 AM 11 0 121 0 0 0 0 213 30 0 37 0 0 19 1 0 0 0 0 0 131 1 08:15 AM 11 0 120 0 0 0 0 171 35 0 50 0 0 26 0 0 0 0 0 0 116 0 09:00 AM 16 0 129 0 0 0 0 151 22 0 11 0 0 17 0 0 0 0 0 0 379 0 Max. 15 nin 30 0 300 0 0 0 0 282 58 0 85 0 0 10 1 0 0 0 0 0 767 1 Pk. Hr. Vol 71 0 933 0 0 0 0 1016 170 0 311 0 0 113 0 0 0 0 0 0 2617 0 07:00 AM Peak Intersection Traffi c in Pk. Hr.= 2617 Peak Hr. Fa.: :tor 0.85 03:00 AM Hour Intersection Pdstrn:5 in Pk. Hr.= 0 03:15 PM 23 0 226 0 0 0 0 199 26 0 33 0 0 19 0 0 0 0 0 0 526 0 01:00 PM 18 0 195 0 0 0 0 113 17 0 27 0 0 17 0 0 0 0 0 ^ 0 117 0 01:15 PM 20 0 219 0 0 0 0 192 39 0 28 0 0 21 0 0 0 0 0 0 519 0 01:30 PM 29 0 213 0 0 0 0 157 28 0 21 0 0 17 0 0 0 0 0 0 168 0 01:15 PM 39 0 165 0 0 0 0 153 11 0 35 0 0 22 0 0 0 0 0 0 155 0 05:00 PM * 21 0 161 0 0 0 0 151 11 0 13 0 0 20 0 0 0 0 0 0 110 0 . 05:15 PM » 37 0 200 0 0 0 0 192 50 0 39 0 0 30 ' 0 0 0 0 0 0 518 0 05:30 PM « 32 0 217 0 0 0 0 181 37 0 52 0 0 30 0 0 0 0 0 0 519 0 05:15 PM •* 36 0 223 0 0 0 0 200 15 0 29 0 0 18 0 0 0 0 0 0 556 0 06:00 PM 21 0 170 0 0 0 0 130 37 0 11 0 0 1 0 0 0 . 0 0 0 106 0 06:15 PM 15 0 139 0 0 0 0 135 19 0 33 0 0 10 0 0 0 0 0 0 386 0 06:30 PM 17 0 151 0 0 0 0 119 29 0 25 0 0 8 0 0 0 0 0 0 352 0 Max. 15 nin 39 0 228 0 0 0 0 200 50 0 52 0 0 30 0 0 0 0 0 0 556 0 Pk. Hr. Vol . 129 0 806 0 0 0 0 721 173 0 163 0 0 98 0 0 0 0 0 0 2093 0 01:15 PM Peak Intersecti on Traffi c in Pk. Hr.= 2093 Peak Hr. Factor 0.91 05:15 PM Hour Intersecti on Pdf itr-ns in Pk. Hr.= 0 RANCHO SANTE FE at HELROSE Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk, Hr, Tise Period: So, Approach (NB) No, Approach (SB) lest Appr. (EB) East Appr. (IB) 07:00 AH to - - - 08:00 AH Left Th.-'u Right Left Thru Right Left Thru Right Left Ihru Right Lane Inside 11 11 Config- (left) 2 1 11 urations 3 1 4 Outside 5 Lane Settings 12 0 0 1110 10 0 0 Capacity 1500 3400 0 0 1700 1500 1500 0 1500 0 0 0 Do you nant separate North/South phases (Yes/No)? No Do you lant separate East/lest phases (Yes/No)? No Efficiency Lost Factor 0,10 Hourly Voluie 71 933 0 0 1016 170 314 0 113 0 0 0 Utilization Factor 0,05 0,27 0.00 0.00 0,60 0,11 0,21 0,00 0.08 0,00 0.00 0.00 ICO Ratio = 0.95 LOS = E Turning Hoveients at Intersection of RANCHO SANTE FE and HELROSE Tiie: 07:00 AH to 08:00 AH North Approach RANCHO SANTE FE Date: 03/02/89 Day: Thursday 2433 <- Total Naie: JSG 1184 1247 <- Subtotals Sub- 170 1016 0 Total totals 111 " Sub- I <-' V I " totals Total E e 241 <—" 1 1 a 5 " '— 0 S t 448 1 " <— 0 0 t 314 —' 1 /— 0 A 427 0 -> 11 OA p 113 —' North V p P 1 > 0 P r V <-, * /-> HELROSE I I I I I 1 71 933 0 Subtotals -> 1129 1004 Total -> 2133 Note; Left-turn voluses inciude South Approach U-turns. RANCHO SANTE FE at HELROSE Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Tise Period; So, Approach (NB) No, Approach (SB) lest Appr. (EB) East Appr. (IB) 04:45 PH to 05:45 PH . Left Thru Right Left Thru Right Left Thru Right Left Ihru Right Lane Inside 11 11 Config- (left) 2 1 11 urations 3 1 4 Outside 5 Lane Settings 12 0 0 1110 10 0 0 Capacity 1500 3400 0 0 1700 1500 1500 0 1500 0 0 0 Do you nant separate North/South phases (Yes/No)? No Do you nant separate East/lest phases (Yes/No)? No Efficiency Lost Factor 0.10 Hourly Voluie 129 806 0 0 724 173 163 0 98 0 0 0 Otilization Factor 0,09 0,24 0,00 0,00 0,43 0,12 0,11 0,00 0,07 0,00 0,00 0,00 ICU Ratio = 0,72 LOS = C Turning Hoveients at Intersection of RANCHO SANTE F£ and HELROSE Tlie: 04:45 PH to . 05:45 PH North Approach RANCHO SANTE FE Date: 03/02/89 Day: Thursday 1866 <- Total Naie: JSG 897 969 <- Subtotals Sub- 173 724 0 Tota! totals 111 " Sub- I <-• V '-> 1' " totals Total E e 302 < 1 1 a s ' '•— 0 s t 54J ; \ <— 0 0 t 143 —' 1 /— 0 A 241 0 ~> 1 1 OA p 98 —' North V p P 1 > « ? r <-, " /-> HELROSE i • I f t f 129 806 0 Subtotals -> 822 935 Total -> 1757 Note: Left-turn voluies include South Approach U-turns, jhk & associates CITY OF CARLSBAD WINTER 1989 INTERSECTION ANALYSIS SUMMARY Intersection Number: 12 Intersection Location: Rancho Santa Fe and La Costa Avenue CONTENT PAGE Turn Movement Count Summary (A.M. and P.M.) 1 of 3 A.M. Peak Hour ICU Analysis and Turn Movement Diagram 2 of 3 P.M. Peak Hour ICU Analysis and Turn Movement Diagram 3 of 3 A2-53 m JHK li iflBPciates Traffic Counting Progran Turnimj Movenent Counts Fi^i^REl3&AM.HKl Data Collected by: JSO Page 1 of City: CARLSBAD Intersection of: N/S Street: Lfl COSTA AVE E/H Street: RRHCO SANTE FE Count Date: 03/02/89 End of 15 nin. prd. Oay of Heek:Thursd.ay Weather: RAIN Traffi.: No. of Ciintrol ; Ph.ases: iouth AppriDach CNB) North Approach CSB) •iii.jnal ised 8 West Approach CEB) E.iist Approach CHB) 15 nin. Total? 06: 15 06:30 06:15 07:00 07:15 07:30 07:15 08:00 08:15 08:30 08:15 09:00 AM AM AM HM RM RM RM RM HM RM RM RM Max. 15 nin. Pk. Hr. Vol. 07:00 RM 08:00 RM Peak Hour 03:15 01:00 01: 15 01:30 01:15 05:00 05: 15 05:30 05:15 06: GO 06:15 06:30 PM PM PM PM PM PM PM »: PM K PM PM PM PM M.3X. 15 nin. Pk. Hr. Vol. t U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn 1 8 2 2 19 1 1 5 0 1 0 0 13 1 1 23 0 2 8 0 3 0 0 29 7 0 80 0 1 31 0 5 0 12 0 11 12 0 51 0 0 36 0 16 0 11 0 36 13 2 89 0 15 31 0 19 1 10 0 23 13 0 95 0 1 26 0 16 1 9 0 55 19 0 103 1 7 35 2 20 0 7 0 33 9 0 92 1 8 60 0 17 0 12 1 17 6 0 70 0 2 30 0 17 0 5 1 8 8 0 16 0 6 33 0 20 0 17 0 28 7 0 86 0 10 70 0 52 0 13 0 19 3 0 0 0 0 0 0 26 0 17 1 55 19 2 103 1 15 70 -'-52 1 37 0 152 51 379 31 155 72 Intersec-> ion Traffic in Pk. Hr.= 22 13 Peak Hr. Fa.L tot- Intersection Pd strns in Pk. Hr .= 1 9 1 13 1 0 16 0 20 21 0 21 0 10 1 12 8 0 61 0 17 33 0 11 0 1 0 11 2 0 50 0 12 21 0 31 0 5 0 10 1 0 IS 1 11 23 0 18 0 7 0 18 1 0 50 1 22 31 0 53 1 1 0 12 2 0 53 0 16 31 0 10 1 1 1 29 8 0 71 1 30 16 0 60 2 5 1 15 1 0 59 1 29 17 0 78 1 •"i 0 7 10 0 53 0 13 31 0 23 G 1 1 16 13 0 53 0 23 29 1 57 0 ."i 0 19 5 0 31 0 20 22 0 37 0 5 0 5 1 0 38 0 20 22 0 16 0 10 1 29 13 0 71 1 30 16 1 78 ""2 17 2 71 18 0 233 3 97 128 0 231 Cj 11 21 108 66 119 152 187 101 82 83 199 118 199 559 12? 123 12.6 118 115 151 215 111 152 96 165 215 599 1 9 3 8 15 9 11 1 10 1 9 15 16 11 r 6 10 13 11 26 50 155 132 113 111 165 113 110 81 111 0 165 592 102 93 113 123 91 125 122 70 101 56 60 125 161 17 21 31 31 11 37 16 11 33 11 11 0 16 165 31 61 18 66 61 62 78 61 37 65 32 31 26; 96 156 165 376 525 523 619 516 116 310 662 180 662 2213 338 193 111 161 505 137 618 620 371 536 -J 3 2 385 620 Ped3 01:30 PM 05:30 PM Peak Hour Intersection Traffic in Pk. Hr.= 2180 Intersection Pdstrns in Pk. Hr.-- 0 P.jak Hr. Factor 0.88 LA COSTA AVE at RANCO SANTE FE Lane Configuration for Intersection Capacity utilization Page 2 of 3 Pk, Hr, Tiffle Period; So, Approach (NB; No. Approach (SB) Slest Appr, (EB) East Appr, (WB) 07:00 AM to 08:00' m Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 11 1 1 1 Config- (left) 2 1 1 1 l urations 3 11 11 11 11 4 Outside 5 Lane Settings 12 0 12 0 12 0 12 0 Capacity 1500 3400 0 1500 3400 0 1500 3400 0 1500 3400 0 Do you want separate North/South phases (Yes/No)? No Do you sant separate East/West phases (Yes/No)? No Efficiency Lost Factor 0.10 Hourly Voluae 37 152 54 379 31 155 72 559 i 11 592 165 Utilization Factor 0.02 0.06 0.00 0,25 0,05 0,00 0,05 0.17 0.00 0.01 0.22 0.00 ICU Ratio = 0.68 LOS = B Turning Hoveaents at Intersection of LA COSTA AVE and RANCO SANTE FE Tiae; 07:00 AM to 08:00 AM North Approach LA COSTA AVE Date: 03/02/89 Day; Thursday 954 <- Total Nase: JSG 565 389 <- Subtotals Sub- 155 31 379 Tota! totals 1 1 ; Sub- W <-' V •-> •••• totals Total E 9 784 <—- 1 a s ' •— 165 5 t 1421 ; " <— 592 76B t 72 —' I /— 11 A 637 559 -> 1 i 1760 A p • 6 —' North V p p . : > 992 P r ;-, " /-> RANCO SANTE FE ! I I < ! I 37 152 54 Subtotals -)• 43 243 Tota! -> 291 Note: Left-turn voluies include South Approach U-turns, LA COSTA AVE at RANCO SANTE FE Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk, Hr, Tiiie Period: So, Approach (NB) No. Approach (SB) Nest Appr, (EB) East Appr. (WB) 04:30 PM to ' 05:30 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside i 1 1 1 1 Config- (left) 2 1 1 1 1 urations 3 11 11 11 11 4 Outside 5 Lane Settings 12 0 12 0 12 0 12 0 Capacity 1500 3400 0 1500 3400 0 1500 3400 0 1500 3400 0 Do you want separate North/South phases (Yes/No)? No Do you sant separate East/West phases (Yes/No)? No Efficiency Lost Factor 0.10 Hourly Voluae 17 74 18 233 97 128 231 599 46 14 461 262 Utilization Factor 0,01 0.03 0.00 0,16 0.07 0.00 0.15 0.19 0.00 0,01 0.21 0.00 ICU Ratio = 0.65 LOS = B Turning Hoveaents at Intersection of LA COSTA AVE and RANCO SANTE FE Tiae: 04:30 PM to 05:30 PM North Approach LA COSTA AVE Date: 03/02/89. Day; Thursday 1025 <- Total Naae: JS6 45B 567 <- Subtotals Sub- 128 97 233 Total totals lli Sub- jj V ; - totals Tota! E e 404 < : ; a s '— 262 s t 1482 : •'• <— 461 737 t 231 —• 1 /— 14 A 876 599 -> I ; 1587 A p 46 — •• North '/ p p 1 > 850 p r V 1 r 1 <-, /-> RANCO SANTE FE Vlll 17 74 le Subtotals -> 15? 109 Total -) 266 Note; Left-turn voiuaes include South Approach U-turns. ihk & associates CITY OF CARLSBAD WINTER 1989 INTERSECTION ANALYSIS SUMMARY Intersection Number: 13 Intersection Location: Rancho Santa Fe and Olivenhain Road CONTENT PAGE Turn Movement Count Summary (A.M. and P.M.) 1 of 3 A.M. Peak Hour ICU Analysis and Turn Movement Diagram 2 of 3 P.M. Peak Hour ICU Analysis and Turn Movement Diagram 3 of 3 A2-57 Jfr; ft flsscciates Traffic Counting Progran Turning Movenent Counts Fi 1 e:C:B:33AH.WK 1 Data Collected by: JS8 Page 1 of 3 Ciy: • CARLSBAD Iitersoction of: N/S Street: RANCHO SANTA FE E/W Street: OLIVENHAIN C«jnt Date: 0&-D2/89 Eld of 15 nri. prd. Day of Week:Thursday Weather: RAIN Traffic C.^ntrol ; No. of Ph.ase-5: iti i^nal i: 6 South Approach CNB) North Approach CSB) Hest Approach CEB) East Approach CHB) 15 nin. Total; Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Ped:5 Left U-Trn Thru Right Peds Vehicls Peds 0&15 HM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Ofe30 HM 9 0 0 11 0 0 0 2 3 0 0 0 33 2 0 10 0 66 0 0 169 0 Ofc 15 HM 21 0 0 13 1 2 0 2 1 1 0 59 0 2 81 0 113 0 0 329 5 O'cDO RM 29 0 0 26 0 1 0 3 5 0 0 0 19 1 • 0 101 0 151 0 0 372 0 0'cl5 HM * 26 0 0 11 0 6 0 6 5 0 0 0 75 2 1 116 0 101 z* 2 381 3 o-cao HM * 26 0 0 68 0 3 0 11 6 0 2 0 89 1 0 102 0 118 0 0 126 0 0''i:15 HM * 37 0 2 61 0 7 0 6 5 0 •? 0 110 0 0 110 0 128 2 1 170 1 OfettO HM w 35 0 1 61 0 2 0 6 5 0 0 111 0 0 109 0 128 0 162 0 0fel5 HM 16 0 0 38 0 1 0 7 1 0 0 0 17 0 0 105 0 109 1 1 361 1 iDe30 HM 31 0 1 60 0 5 0 7 6 0 0 51 1 1 106 0 132 1 0 106 1 0fe15 HM 31 0 0 10 0 12 0 5 6 0 2 0 13 0 0 87 0 112 2 0 310 0 OTiDO HM 23 0 1 51 0 1 0 3. 1 0 0 0 67 1 0 73 0 95 3 0 322 0 M*:. : 15 nin 16 0 2 68 1 12 0 11 6 ^i! 111 0 111 2 2 116 0 151 ."i 2 -170 5 Pti Hr. Vol . 121 0 3 231 0 18 0 29 21 0 6 0 385 3 1 137 0 175 7 3 1739 1 ircDO HM Peak 1nters ect ion Tr affic in Pk. Hr.-1739 Pe-ak Hr. Fa.::tor 0.93 OfeDO HM Hour Intersei::tion Pdstrn:? in Pk. l-lr.: 0&15 PM 1'7 0 -1 78 0 cl. 0 2 5 0 6 0 117 G 0 18 0 95 1 0 108 0 |>SD0 PM 2£l 0 67 0 1 0 0 1 1 3 0 63 -1 0 11 G 93 1 0 307 ,1 OK 15 PM 17 0 6 93 0 1 0 1 6 0 2 0 102 0 0 52 0 117 6 0 136 0 C9^30 PM 21 0 -1 100 0 3 0 0 0 0 0 103 .3 0 19 0 102 r 0 391 0 OH: 15 PM 33 1 :3 76 1 1 0 3 3 0 3 0 119 1 0 13 0 31 "i 0 372 1 06 DO PM •* 28 1 3 62 0 0 0 1 0 5 0 129 1 0 0 88 6 0 380 0 ID615 PM * 30 0 1 91 0 1 0 Cj 9 0 1 0 125 0 0 55 0 100 9 0 136 0 0630 PM * 1 13 88 0 1 0 1 2 0 0 138 0 0 51 0 111 11 0 111 0 CI515 PM * 21 1 8 88 0 8 0 3 2 0 6 0 150 1 G 11 0 96 6 G 136 0 0*:lilO PH 27 0 1] 63 0 3 0 c 2 0 ' 5 0 122 1 1 36 0 85 1 0 350 1 0615 PM 28 0 :3 52 0 0 0 3 0 3 0 106 1 0 36 0 81 Cj 1 321 1 Ot:30 PM 1:3 0 :3 17 0 0 0 0 3 0 96 0 G 23 0 3-^1 1 0 2 i^7 0 MiK. 15 nin 17 1 8 100 1 e 0 5 9 1 6 0 150 1 1 55 0 117 11 1 111 1 Pk Hr. Vol . 107 3 23 332 0 18 0 9 17 0 11 0 512 2 0 202 0 395 .:i2 0 1693 0 I3h:15 PM Pe.!!ik Intersecti on Traffic in Pk. Hr.= 1693 Peak Hr. F 'a.itor 0.96 0515 PM Hour Intersection Pdstrns in Pk. Hr.- RANCHO SANTA FE at OLIVENHAIN Lane Configuration for Intersection Capacity Utilization Paije 2 of 3 Pk. Hr. Time Period: So, Approach (NB) No, Approach (SE) West Appr. (EB) East Appr. (WB) 07:00 AM to 08:00 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 111 1111 1 Config- (left) 2 1 11 urations 3 111 4 1 Outside 5 Lane Settings 0 110 10 12 0 12 1 Capacity .0 1500 1500 0 1500 0 1500 3400 0 1500 3400 1500 Do you want separate North/South phases (Yes/No)? No Do you want separate East/Nest phases (Yes/No)'? No Efficiency Lost Factor .0.10 Houriy Voluise 124 3 231 18 29 21 6 385 3 437 475 7 Utilization Factor 0.00 0.08 0.15 0.00 0.05 0,00 0.00 0.11 0,00 0,29 0,14 0.00 ICU Ratio = 0.66 LOS = B 'Turning Moveients at Intersection of RANCHO SANTA FE and OLIVENHAIN Tiie: 07:00 AM to 08:00 AM North Approach CAMINO ALVARO Date: 03/02/89 Day: Thursday 84 <- Tota! Nase: JSG 68 16 <- Subtotals Sub- 21 29 18 Total totals 111 ''' Sub- S <-• V '-> 1 totais Total E e 420 < ; : a 5 7 s t 1014 1 <— 475 919 t 6 —' 1 /-- 437 A 394 385 -> ; ; 1553 A p 3 —' North V p 0 ; > 634 p r V 1 r OLIVENHAIN <-, /-> RANCHO SANTE FE I ! 1 S I ! 124 3 231 Subtotals -> 469 Total -> 827 South Approach Note: Left-turn voluses include • RANCHO SANTA FE at OLIVENHAIN .ane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Tisie Period: 3o. Approach (NB) No, Approach (SB) West Appr, (EB) East Appr, (WB! 04:45 PM to 05:45 PK Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 111 lili 1 Config- (left) 2 1 1- 1 urations 3 III 4 ,1 Outside 5 Lane Settings 0 110 10 12 0 12 1 Capacity 0 1500 1500 0 1500 0 1500 .3400 0 1-500 3400 1500 Do you want separate North/South phases (Yes/No)? Nc Do you want separate East/Nest phases (Yes/No)? No Efficiency Lost Factor 0,10 Hourly Voluse 107 23 332 18 9 17 14 542 2 202 395 32 Utilization Factor 0,00 0.09 0.22 0,00 0,03 0,00 0.01 0.16 0.00 0.13 0,12 0.02 ICU Ratio = 0.62 LOS = B Turning Moveients at Intersection of RANCHO SANTA FE and OLIVENHAIN Time: 04:45 PM to 05:45 PM North Approach CAMINO ALVARO Date: 03/02/89 D.ay: Thursday 113 <- Total Naae: JSS 44 69 <- Subtotals Sub- 17 9 IB Total totals . Ill . ''' Sub- W <-' V '-> 1 totals Total £ e 519 < ; ; a s '— 32 5 t 1077 1 " <— 395 629 t 14 —' 1 /— 202 A 558 542 -> 1 ; 1521 A P 2 —' North V p OLIVENHAIN 1 I 107 23 332 Subtotals -> 213 462 Total -> 675 p 1 > 892 r V 1 r ; <-. •"• /-.> RANCHO SANTE FE Note; Left-turn voiuaes include South Approach U-turns. ihk & associates CITY OF CARLSBAD WINTER 1989 INTERSECTION ANALYSIS SUMMARY Intersection Number: 14 Intersection Location: Palomar Airport Road and Camino Vida Roble CONTENT PAGE Turn Movement Count Summary (A.M. and P.M.) 1 of 3 A.M. Peak Hour ICU Analysis and Turn Movement Diagram 2 of 3 P.M. Peak Hour ICU Analysis and Turn Movement Diagram 3 of 3 A2-61 JHK 6 Asso(Pffte3 Traffic Counting Progran Turning Movenent Counts FileS aAM.HKl P.age 1 of 3 City: CARLSBAD Intersection of: N/S Street: CFlMINO VIDA ROBLE E/H Street; PALOMAR AIRPORT RD Data Collected by: JSG Count Date: 03/01/89 Day of Heek:Wednesday Weather: CLEAR Traffic Control: No. laf Ph.ases: •ti gnal i zed 6 South Approach CHB) North Approach CSB) Hest Hpproach CEB) East Hpproach CHB) 15 nin. Totals End of 15 — - nin. prd. L.sft U-Trn Thru Right Peds Left U-Trn Thru Ri ght Peds Left U-Trn Thru Right Ped:i5 Left U-Trn Thru Right Peds Vehicls Peds 06: 15 AM 12 0 0 3 0 0 0 0 0 0 0 0 11 25 0 13 0 57 2 1 156 1 06:30 AM 6 0 0 2 0 0 0 0 0 0 0 0 16 15 0 20 0 31 0 0 200 0 06:15 AM 16 0 0 3 d 0 0 1 1 0 0 0 113 57 0 15 0 128 3 0 367 0 07:00 RM 21 0 0 1 0 1 0 0 1 0 0 0 177 112 0 28 0 125 3 0 175 0 07:15 AM 28 0 0 2 0 0 0 0 0 0 2 0 132 57 0 11 0 121 2 0 358 0 07:30 AM 31 0 2 8 0 0 0 0 0 0 0 0 168 86 0 21 0 117 1 0 131 0 07:15 AM •* 36 0 0 10 1 0 0 1 1 0 1 0 200 78 0 19 0 137 0 0 183 1 08:00 AM s 17 0 0 3 0 0 0 2 ••> C 0 0 0 210 120 13 26 0 99 3 0 512 0 08:15 RM « 11 0 0 7 0 0 0 0 0 0 1 0 203 89 0 30 0 125 6 0 502 0 08:30 AM * 35 0 6 7 1 1 0 0 1 0 3 0 111 78 0 23 0 131 9 1 133 tl. 08:15 AM 38 0 3 7 0 1 0 5 0 2 0 181 50 0 7 0 126 1 0 126 0 09:00 AM 35 0 2 2 0 0 0 1 0 0 1 0 128 31 1 9 , 0 100 1 0 310 1 Max. 15 nin. 17 0 6 10 1 1 0 5 0 3 0 210 120 1 30 0 137 9 1 512 c'. Pk. Hr. Vol. 159 0 6 27 2 1 0 3 1 0 5 0 787 .365 0 98 0 192 IS 1 1965 3 07::30 AM Peak Inters ection Traffic in Pk. Hr.= 1965 Peak Hr . F actor 0.91 08:30 HM Hour Inters ection Pdstrns in Pk. Hr.= 3 03:15 PM 121 0 1 21 0 0 0 0 0 0 1 0 172 10 0 11 0 222 1 0 596 0 01:00 PM 61 0 2 IS 0 2 0 5 1 0 0 0 119 53 0 10 0 133 1 0 185 0 01:15 PM 107 0 2 18 1 2 0 3 0 0 1 0 155 51 0 5 0 165 0 0 509 1 01:30 PM 50 0 1 10 0 0 0 0 2 0 0 0 132 33 0 5 1 135 1 0 369 0 01:15 PM •* 111 0 1 16 0 0 0 0 0 0 0 0 161 36 0 5 1 232 1 0 569 0 05:00 PM '« 79 0 1 11 0 1 0 '2 0 0 0 0 163 32 0 1 1 137 1 1 181 1 05:15 PM •* 151 0 1 22 0 0 0 0 0 0 1 0 119 17 0 1 0 226 0 0 598 0 05:30 PM K 77 1 2 11 0 3 0 1 1 0 0 0 157 28 0 0 0 190 0 0 176 0 05:.15 PM 60 0 0 9 0 10 0 1 1 0 0 0 139 25 0 1 0 119 0 0 398 0 06:00 PM 10 0 1 12 0 2 0 1 1 0 0 0 112 28 0 3 0 111 0 1 311 1 06:15 PM 12 0 0 3 0 2 0 0 1 0 0 0 101 21 0 1 0 132 0 0 306 0 06:30 PM 21 0 0 5 0 3 0 0 0 0 0 0 73 19 0 1 0 105 0 1 230 1 Max. 15 nin. 151 1 2 1 10 0 5 1 0 1 0 172 53 0 11 1 232 1 1 593 1 Pk. Hr. Vol. 121 1 5 66 0 1 0 3 1 0 1 0 633 113 0 10 835 2 1 2127 1 01:30 PM Peak Interse.:-tion Traffic in Pk. Hr.--: 2127 Peak Hr . Fa.::tor 0.89 05:30 PM Hour Inters ec-tion Pd strns in Pk. Hr.= 1 • CAMINO VIDA ROBLE at PALOMAR AIRPORT RD Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Tiae Period: So, Approach (NB) No. Approach (SB) West Appr, (EB) East Appr. (WB) 07:30 AH to 03:30 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 11 1111 1 Config- (left) 2 11 1 1 urations 3 11 4 1111 Outside 5 Lane Settings 110 0 10 13 0 13 0 Capacity 1500 1700 0 0 1500 0 1500 5100 0 1500 5100 0 Do you want separate North/South phases (Yes/No)? No Do you want separate East/Mest phases (Yes/No)? No Efficiency Lost Factor 0,10 Hourly Voluie 159 6 27 1 3 4 5 737 365 98 492 13 Utilization Factor 0,11 0,02 0,00 0,00 0,01 0.00 0.00 0.23 0.00 0.07 0.10 0.00 ICU Ratio = 0.50 LOS = A Turning Moveients at Intersection of CAMINO VIDA ROBLE and PALOMAR AIRPORT RD Tise: 07:30 AH to 08:30 AM. Date: 03/01/89 Day: Wednesday Nase: JSG Sub- Total totals 1812 455 1157 787 -> 365 — • North Approach CAMINO VIDA ROBLE 37 4 Subtotals -> 466 Total -> 1 North 159 6 192 658 South Approach 29 /-> 27 <- Total <- Subtotals Sub- totals Total 18 . 492 608 98 1423 815 PALOMAR AIRPORT RD Note; Left-turn voluses inciude U-turns, 4 CAMINO VIDA ROBLE at PALOMAR AIRPORT RD Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk, Hr. Tise Period; So. Approach (,NB) No. Approach (SB) West Appr. (EB) East Appr. (HB) 04:30 PM to 05:30 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 11 1111 1 Config- (left) 2 11 11 urations '3 11 4 1111 Outside 5 Lane Settings 110 0 10 13 0 13 0 Capacity 1500 1700 0 0 1500 0 1500 5100 0 1500 5100 0 Do you want separate .North/South phases (Yes/No)? No Do you want separate East/West phases (Yes/No)'? No Efficiency Lost Factor 0.10 Hourly Voluse 421 5 66 4 3 4 1 633 143 10 835 2 Utilization Factor 0.28 0,04 0,00 0.00 0,01 0,00 0.00 0,15 0,00 0.01 0.16 0.00 ICU Ratio = 0.55 LOS = A Turning Movesents at Intersection of CAMINO VIDA ROBLE and PALOMAR AIRPORT RD Tise: 04:30 PM to 05:30 PM North Approach CAMINO VIDA ROBLE Date: 03/01/89 Day; Wednesday 19 <- Totai Nase: JSG 11 8 {- Subtotals Sub- 4 3 4 Total totals 1 1 1 Sub- W <-' V '-> 1 totals Tota! E e 1240 < 1 1 a 5 "— 2 5 t 2037 1 <— 835 847 t 1 —' 1 . /— 10 A 777 633 -> | 1 1550 A p 143 —' North V p p 1 > 703 p r V 1 r 1 <-, " !-} PALOHAR AIRPORT RD Vlll 421 5 66 Subtotals -> 156 492 Tota! -> 648 Note; Left-turn voluses include South Approach U-turns. ihk & associates CITY OF CARLSBAD WINTER 1989 INTERSECTION ANALYSIS SUMMARY Intersection Number: 15 Intersection Location: Palomar Airport Road and Paseo del Norte ^ CONTENT PAGE Turn Movement Count Summary (A.M. and P.M.) 1 of 3 A.M. Peak Hour ICU Analysis and Turn Movement Diagram 2 of 3 P.M. Peak Hour ICU Analysis and Turn Movement Diagram 3 of 3 A2-65 JHK a A3 ates Tr.9ffi.z Counting Progr.3n Turnimj Movenent Counts F iT^^EB16AM. HKl Page 1 of 3 City: CARLSBAD Intersection of: N/S Street: PHSEO DEL NORTE E/H Street: PALOMAR AIRF'ORT RD Data Collected by: JSG Count Date: 02/28/89 Day of Heek:Tuesday Heather: CLEAR Traffic Control: Signalized No. of Phases: 8 South Approach CNB) North Approach CSB) Hest Approach CEB) East Approach CHB) 15 nin. Tot.ials End of 15 — --- -nin. jrd. Left U -Trn Thru Right Pe ds U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right P eds Vehi cls Peds 06: 15 FIM 36 0 6 10 0 t! 0 1 11 1 7 0 68 11 0 8 0 66 6 1 211 •y 06:30 FIM 16 0 15 9 0 16 0 1 •i? 0 7 0 137 16 0 15 0 63 8 0 363 0 06:15 FlM 12 0 16 27 0 12 0 1 28 0 18 0 183 27 2 6 0 86 1 1 0 160 ct 07:00 FIM 53 0 26 22 0 13 1 7 12 0 23 0 220 31 2 16 0 99 •^1 0 511 '? 07: 15 FIM 18 0 21 28 1 12 0 9 •il' 0 25 0 158 28 0 i^ 0 79 2 t 0 115 1 07::30 FlM 17 1 6 13 0 22 0 5 11 1 25 1 232 27 1 21 1 100 7 0 569 2 07:15 FIM * 56 0 16 62 1 38 0 15 11 1 17 0 ' 230 21 0 26 0 98 ~ 1 0 627 2 08:00 FlM * 55 0 28 76 1 61 0 13 13 0 22 0 255 17 3 12 1 102 "i 6 0 720 1 08: 15 FlM * 66 1 21 13 0 28 0 6 20 1 31 0 170 31 0 17 0 111 2 0 582 1 08:30 FlM a 51 19 35 0 20 1 12 >9 0 37 0 198 16 0 21 0 101 ,:: 1 0 599 0 08:15 RM 62 0 22 28 0 20 0 13 20 0 31 0 113 33 20 0 93 0 0 505 2 09:00 flM 51 0 18 29 1 17 0 19 17 0 38 0 155 13 0 11 0 108 19 0 536 1 Max. 15 Min 66 2 28 76 1 61 1 19 29 1 38 1 255 18 3 26 1 111 T 6 1 720 1 Pk. Hr. Vol . 231 3 81 216 117 1 16 i'6 107 0 853 151 3 79 1 lie I'c 0 0 2528 7 07:30 FIM F'eak I nter sec iitztn Tr fjff ic in Pk. Hr.--:: 2528 Peak Hr. Fa.; tor 0.88 08:30 FIM Hour I n ter se.'-ti,:.n FM •;tr in Pk. Hr." 7 03:-15 PM 6"! 0 22 15 31 0 11 35 1 39 0 155 60 59 1 217 1 6 0 756 5 01:00 PM 30 0 11 10 0 il 'c' 0 22 0 31 0 178 76 0 15 1 251 0 780 0 01: 15 PM 70 G 15 11 0 3'S 0 21 30 0 11 0 137 61 0 32 1 191 c 5 0 675 0 01::30 PM 51 1 2 1^ 17 0 37 0 27 16 1 39 0 151 68 2 15 0 130 cl 5 0 669 3 01:-15 PM * 51 0 15 9 0 -32 1 26 32 1 0 132 57 1 36 0 218 t: O 0 691 05:00 PM * 70 0 25 U 0 t-t li'J 1 17 31 2 39 0 135 62 1 31 0 235 c: 5 0 707 3 05: 15 PM S 81 1 19 13 0 51 0 27 32 0 11 0 151 67 0 55 0 300 cl 3 0 063 rj 05:30 PM * 52 0 20 10 0 31 0 21 29 0 39 1 123 71 0 51 0 263 ] 8 0 710 0 05:15 PM 60 0 10 11 0 23 1 17 30 0 12 1 118 66 0 12 1 235 9 2 671 2 06:00 PM 51 0 11 12 0 11 0 25 2 •33 0 100 62 1 36 0 125 11 0 511' 3 06: 15 PM 65 1 21 19 0 22 0 32 16 0 31 0 75 59 0 S'^ 0 115 J 3 0 520 n 06::30 PM 15 0 10 7 0 21 0 15 >2 0 21 0 60 60 1 32 0 81 9 0 389 1 Max. lEi i-ii n 81 1 27 19 2 51 1 11 16 iii! 12 1 178 76 2 59 1 300 8 863 •J Pk. Hr. Vol . 25? 1 79 13 Q 110 91 1 21 3 111 1 511 260 179 0 1016 •EH 0 300 1 5 01:30 FM Peak I nter se.: tion Traffic in Pk. Hr. ~ 3001 Peak Hr. Fac tor 0.87 05:30 PM Hour I nter sec lion Pll 5tr ns in Pk. Hr.-5 —. - -... „ — PASEO DEL NORTE at PALOHAR AIRPORT RD Lane Configuration for Intersection Capacity Utilization ' Page 2 of 3 Pk. Hr, Tiie Period: So, Approach (NB) No, Approach (SB) lest Appr, (EB) East Appr, (IB) 07:30 AH to 08:30 AH Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 11 1 1 1 Config- (left) 2 1 1 11 urations 3 11 11 1 11 4 1 Outside 5 Lane Settings 12 0 12 0 12 112 0 Capacity 1500 3400 0 1500 3400 0 1500 3400 1500 1500 3400 0 Do you nant separate North/South phases (Yes/No)? No lo you nant separate East/lest phases (Yes/No)? No Efficiency Lost Factor 0,10 Hourly Voluie 231 84 214 147 46 76 107 853 151 79 418 120 Utilization Factor 0.15 0.09 0.00 0.10 0.04 0,00 0.07 0.25 0.10 0.05 0.16 0,00 ICU Ratio = 0.59 LOS = A Turning Hoveients at Intersection of PASEO DEL NORTE and PALOHAR AIRPORT RD Tiie: 07:30 AH to 08:30 AH North Approach PASEO DEL NORTE Date: 02/28/89 Day: Tuesday 580 <- Tota! Naie: JSG 249 311 <- Subtotals Sub- 74 44 147 Total totals 111 * Sub- I <-' V •-> 1 " totals Total E e 725 < i ; a s * '— 120 t 1834 1 * <— 418 617 t 107 —' 1 /— 79 A 11II 853 ~> ; 1 1833 A p 151 —' North V p p I > 1216 p r V 1 r 1 <-, " /-> PALOHAR AIRPORT RD Vlll 231 84 216 Subtotals -> 274 531 Total -> 807 Note: Left-turn voluies include South Approach O-turns. PASEO DEL NORTE at PALOHAR AIRPORT RD Lane Configuration for Intersection Capacity Utilization Page 3 of 3 • Pk, Hr, Tiie Period: So, Approach (NB) No. Approach (SB) lest Appr. (EB) East Appr, (IB) 04:30 PH to 05:30 PH Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 11 1 1 1 Config- (left) 2 1 1 1 1 urations 3 11 11 1 11 4 1 Outside 5 Lane Settings 12 0 12 0 12 112 0 Capacity 1500 3400 0 1500 3400 0 1500 3400 1500 1500 3400 0 Do you nant separate North/South phases (Yes/No)? No Do you lant separate East/lest phases (Yes/No)? No Efficiency Lost Factor 0.10 Hourly Voluie 257 79 43 140 94 124 144 541 260 179 1046 94 Utilization Factor 0,17 0.04 0.00 0.09 0.06 0,00 0,10 0,14 0,17 0.12 0.34 0.00 ICU Ratio = 0.77 LOS = C Turning Hoveients at Intersection of PASEO DEL NORTE and PALOHAR AIRPORT RD Tiie: 04:30 PH to 05:30 PH North Approach PASEO DEL NORTE Date; 02/28/89 Day: Tuesday 675 <- Total Naie: JSG 358 317 <- Subtotals Sub- 124 94 140 Total totals 111 " Sub- I <-' V '-> 1 " totals. Total E e 1427 <-— ; I a s " •— 94 5 t 2372 1 " <— 1046 1319 t 144 —' 1 /— 179 A 945 541 -> 1 ; 2043 A p 240 —' North V p p 1 > 724 p r V 1 r : <-, " /-> PALOHAR AIRPORT RD Vlll 257 79 43 Subtotals -> 533 379 Total -> 912 Note: Left-turn voluies include South Approach U-turos. jhk & associates CITY OF CARLSBAD WINTER 1989 INTERSECTION ANALYSIS SUMMARY Intersection Number: 16 Intersection Location: Palomar Airport Road and Avenida Encinas CONTENT PAGE Turn Movement Count Summary (A.M. and P.M.) 1 of 3 A.M. Peak Hour ICU Analysis and Turn Movement Diagram 2 of 3 P.M. Peak Hour ICU Analysis and Turn Movement Diagram 3 of 3 A2-69 JHK ft AssS^Jftes Traffic Counting Progran Turning Movenent Counts FilelljpBAM.HK1 Data Collected by: JSG Page 1 of 3 City: CARLSBAD Intersection of: N/S Street: AVENIDFi ENCINAS E/H Street: PALOMAR AIRPORT RD Count Date: 02/28/69 Day of Heek:Tuesday Heather: CLEAR Traffic Control: Signalized No. of Phases: 3 South Approach CNB) North Approach Cl: Hest Approach CEB) East Approach CHO) 15 nin. Total End of 15 .— nin. prd. Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left t I-Trn Thru Ri ght Peels Vehi cl s Peds 06:15 AM 1 0 1 3 1 3 0 3 1 0 2 0 17 1 0 20 0 15 16 1 83 2 06:30 AM 3 0 0 6 0 9 0 2 0 0 3 0 32 7 0 12 0 11 11 0 102 G 06:15 AM 3 0 0 7 2 20 0 7 2 0 2 0 53 7 2 21 0 19 29 0 173 1 07:00 AM 1 0 0 6 0 19 0 11 9 2 6 0 63 6 1 61 0 C ._! 37 1 212 1 07:15 AM 0 0 0 6 1 11 0 6 3 0 1 G 58 3 2 28 0 17 29 0 168 07:30 AM 2 0 0 9 0 19 0 3 5 0 6 0 60 7 0 27 0 15 13 0 196 0 07:15 AM 3 0 2 7 0 26 1 3 2 0 5 0 57 -1 0 19 0 19 :33 0 180 0 08:00 AM K 2 0 1 7 0 36 0 1 1 0 3 0 72 11 2 35 0 31 50 1 261 3 08:15 AM 36 1 0 1 12 0 30 1 3 2 0 1 0 55 22 0 32 1 30 67 1 262 1 08:30 AM * 1 0 2 12 1 35 0 3 7 0 12 1 51 12 3 27 0 29 61 1 258 5 08:15 AM •* 2 0 3 19 0 21 0 1 8 0 7 0 31 5 1 25 0 23 11 0 193 1 09:00 AM 1 0 3 16 0 30 0 6 2 0 8 0 19 1 21 0 28 29 0 203 2 Max. 15 nin. 1 0 3 19 2 36 1 11 9 12 1 72 22 3 61 1 31 67 1 262 5 Pk. Hr. Vol. 12 0 7 50 1 125 1 11 22 0 31 1 212 53 6 119 1 113 219 3 971 10 07:15 AM Peak Intersectic n Traffic in Pk. Hr.= 971 Peak Hr. Factor 0.93 08:15 AM Hour Inters ection Pd strns in Pk. Hr.= 10 03:15 PM 17 0 5 59 1 15 0 1 11 0 9 0 61 5 1 22 0 62-15 1 315 3 01:00 PM 6 0 1 21 0 53 0 6 11 0 16 0 65 9 0 10 0 68 12 3 311 .~!t 01:15 PM 8 0 3 31 1 70 0 10 13 0 12 0 59 12 0 16 0 56 30 1 •:i2.3 2 01:30 PM 16 0 2 26 1 19 0 8 7 1 6 0 60 9 0 18 0 19 6 282 8 01:15 PM * 8 0 6 38 0 60 0 5 9 0 9 0 52 1 2 12 0 53 28 0 281 05:00 PM « 8 0 1 28 0 19 0 2 10 0 1 G 51 5 2 11 0 70 28 3 273 5 05:15 PM « 18 0 3 60 0 91 0 3 15 0 11 0 11 3 2 10 0 65 21 0 311 cl. 05:30 PM » 12 0 8 36 1 79 0 1 11 0 6 0 68 2 3 7 0 91 12 1 369 5 05:15 PM 8 0 1 33 0 53 0 0 7 0 11 0 15 2 0 -ft 0 59 35 0 261 0 06:00 PM 3 0 2 17 1 57 0 1 0 1 0 11 1 1 11 1 17 21 1 213 06:15 PM 7 0 0 18 0 31 0 1 6 0 8 0 31 3 1 0 10 0 171 cl 06:.30 PM 2 0 0 10 1 13 0 0 7 0 6 0 29 2 1 7 1 31 10 0 177 Max. 15 nin. 18 0 8 60 1 91 0 10 15 1 16 0 68 12 3 1 91 15 6 369 8 Pk. Hr. Vol. 16 0 18 162 1 279 0 11 IS 0 30 0 215 11 9 13 0 282 122 1 1270 11 01:30 PM Peak Inters ection Traffic in Pk. Hr.= 1270 Peak Hr. Factor 0.86 05:30 PM Hour Inters ©ction Pd strns in Pk. Hr.= 11 AVENIDA ENCINAS at PALOHAR AIRPORT RD Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Tiae Period; So, Approach (NB) No. Approach (SB) West Appr. (EB) East App.r, (WB) 07;45 AH to . . 08:45 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 11 1 1 1 Config- (left) 2 1 1 111 urations 3 11 ,1 I 4 Outside 5 Lane Settings 12 0 111110 111 Capacity 1500 3400 0 1500 1700 1500 1500 1700 0 1500 1700 1500 Do you want separate North/South phases (Yes/No)'' No Do you want separate East/West phases (Yes/No)'? No Efficiency Lost Factor 0.10 Hourly Voluse 12 7 50 125 11 22 31 212 53 119 113 219 Utilization Factor 0.01 0,02 0,00 0,08 0.01 0.01 0.02 0.16 0.00 0.08 0.07 0.15 ICU Ratio = 0,44 LOS = A Turning Movesents at Intersection of AVENIDA ENCINAS and PALOMAR AIRPORT RD Tise: 07:45 AM to 08:45 AM North Approach AVENIDA ENCINAS Date: 02/28/89 Day: Tuesday 415 <- Total Nase: JSG 158 257 <- Subtotals Sub; 22 11 125 Tote! totais 1 1 1 "• Sub- W <-• V •-> ! totals Total E e 147 < ; ; a s " •— 219 5 t 443 ; '•• (— 113 451 t 31 —• • 1 /— 119 A 296 212 ~) 11 838 A p 53 —' North V p p 1 > 387 p r V I r 1 <-, /-> PALOMAR AIRPORT RD Vlll 12 7 50 Subtotals -> 183 69 Total -> 252 Note; Left-turn voluses include South Approach U-turns, AVENIDA ENCINAS at PALOMAR AIRPORT RD Lane Configuration for Intersection Capacitv Utilization Page 3 of 3 Pk. Hr. Tise Period: So. Approach (NB) No. Approach (SB) West Appr. (EB) East Appr. (WB) 04:30 PM to - — 05:30 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 11 1 1 1 Config- (left) 2 1 1 111 urations 3 11 1 1 4 Outside 5 Lane Settings 12 0 111110 111 Capacity 1500 3400 0 1500 1700 1500 1500 1700 0 1500 1700 1500 Do you want separate North/South phases (Yes/No)? No Do you want separate East/West phases (Yes/No)? No Efficiency Lost Factor 0.10 Hourly Voluse 46 18 162 279 11 43 30 215 14 43 282 122 Utilization Factor 0,03 0,05 0,00 0.19 0,01 0.03 0.02 0.13 0.00 0.03 0,17 0,03 ICU Ratio = 0,52 LDS = A Turning Movesents at Intersection of AVENIDA ENCINAS and PALOMAR AIRPORT RD Tise: 04:30 PM to 05:30 PM North Approach . AVENIDA ENCINAS Date: 02/28/89 Day: Tuesday 508 <- Total Nase: JSG 338 ' 170 <- Subtotals Sub- 48 11 279 Total totals 111 ''' Sub- Sj y t.y . tQ.jjj Total E e 374 < 1 1 a s " '— 122 s t 435 ; <— 282 447 t 30 —' -1 /— 43 A 259 215 ~> I 1 1103 A p 14 —' North V p p 1 > 656 p r V 1 r 1 <-, " /-> PALOHAR AIRPORT RD Vlll 46 18 162 Subtotals -> 68 226 Tota! -> 294 Note: Left-turn voluses include South Approach U-turns. ihk & associates CITY OF CARLSBAD WINTER 1989 INTERSECTION ANALYSIS SUMMARY Intersection Number: 17 Intersection Location: Palomar Airport Road and Carlsbad Boulevard CONTENT PAGE Turn Movement Count Summary (A.M. and P.M.) 1 of 3 A.M. Peak Hour ICU Analysis and Turn Movement Diagram 2 of 3 P.M. Peak Hour ICU Analysis and Turn Movement Diagram 3 of 3 A2-73 JHK ft Associates Traffic Counting Progran Turning Movenent Counts File:CB17AM.HK 1 Data Collected by: JSG Page 1 of 3 City: CARLSBAD Intersection of: N/S Street: CHRLSBAD BLVD E/H Street: PALOMAR AIRPORT RD Count Date: 02/26/89 Day of Heek:Tuesday Weather: CLEAR Traffic Control: UNSIGNALI2E0 No. of Phases: 0 South Approach CNB) North Approach CSB) 15 nin. Totals nin. prd. Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U -Trn Thru Right Peds Left U-Trn Thru P.i ght Peds Vehicls Peds 06:15 AM 0 0 5 e 0 11 0 13 0 0 0 0 0 0 0 2 0 0 9 0 13 0 06:30 RM 0 0 13 11 0 39 0 37 0 0 0 0 0 0 0 2 0 0 16 0 118 0 06:15 AM 0 0 21 10 0 31 0 37 0 1 0 0 0 0 0 1 0 0 17 0 120 1 07:00 AM 0 0 29 16 0 19 0 15 0 6 0 0 0 0 0 11 0 0 21 0 171 6 07:15 HM 0 0 26 25 0 51 0 12 0 2 0 0 0 0 0 1 0 0 17 1 165 3 07:30 AM 0 0 27 19 0 36 0 51 0 0 0 0 0 0 0 12 0 0 6 0 151 0 07:15 AM ae 0 0 18 27 0 57 0 61 0 1 0 0 0 0 0 15 0 0 20 0 231 1 08:00 RH * 0 0 55 19 0 51 0 15 0 1 0 0 0 0 0 10 0 0 27 0 237 1 08:15 AM » 0 0 55 21 0 15 0 58 0 3 0 0 0 0 0 9 0 0 18 2 206 5 08:30 AM * 0 0 11 27 0 36 0 56 0 1 0 0 0 0 0 12 0 0 21 0 193 1 08:15 HM 0 0 10 23 0 27 0 69 0 0 Cl 0 0 0 15 0 0 21 0 195 09:00 RM 0 0 56 17 0 36 0 55 0 7 0 0 0 0 0 16 0 0 16 0 196 r" Max. 15 nin. 0 0 56 19 0 57 0 69 0 7 0 0 0 0 0 16 0 0 27 2 237 r' Pk. Hr. Vol. 0 0 199 121 0 139 0 223 0 9 0 0 0 0 0 16 0 0 86 2 867 11 07:30 AM Pe.sk Intersecti on Traff i c in Pk. Hr.= 867 Peak Hr. Fa. :tor 0.91 08:30 RM Hour Intersection Pdstr ns in Pk. Hr.= 11 03:15 PM 0 0 98 25 0 35 0 83 0 6 0 0 0 0 0 32 0 0 18 1 321 7 01:00 PM 0 0 102 37 0 10 0 80 0 2 0 0 0 0 0 36 0 0 11 0 339 ••^ 01:15 PM 0 0 101 20 0 13 0 91 0 7 0 0 0 0 0 33 0 0 39 0 330 7 01:30 PM 0 0 100 16 0 15 0 95 0 6 0 0 0 0 0 21 0 0 50 1 330 7 01:15 PM * 0 0 99 27 0 31 0 66 0 1 0 0 0 0 0 30 0 0 13 0 299 1 05:00 PM « 0 0 107 19 0 38 0 87 0 13 0 0 0 0 0 38 0 0 15 0 331 13 05:15 PM « 0 0 101 19 0 36 0 81 0 3 0 0 0 0 0 31 0 0 77 0 318 3 05:30 PM X 0 0 105 15 0 19 0 62 0 6 0 0 0 0 0 33 0 0 68 1 352 7 05:15 PM 0 0 86 23 0 31 0 61 0 3 0 0 0 0 ID 27 0 0 50 1 281 1 06:00 PM 0 0 79 13 0 33 0 69 0 7 0 0 0 0 0 31 0 0 29 0 251 7 06:15 PM 0 0 59 16 0 33 0 60 0 1 0 0 0 0 0 19 0 0 32 0 219 1 06:30 PM 0 0 12 10 0 21 0 36 0 0 0 0 0 0 0 11 0 0 19 0 112 0 Max. 15 nin. 0 0 107 37 0 19 0 95 0 13 0 0 0 0 0 38 0 0 77 1 352 13 Pk. Hr. Vol. 0 0 115 80 0 157 0 316 0 26 0 0 0 0 0 132 0 0 233 1 1333 27 01:30 PM Peak Intersecti on Traffic in Pk. Hr.= 1333 Peak Hr. Factor 0.95 05:30 PM Hour Intersection Pdstr ns in Pk. Hr.= 27 Paqe 2 of 3 Due to the lack of conflicting movements ICU Calculations were not completed for this intersection. Turning Hoveients at Intersection of CARLSBAD BLVD and PALOHAR AIRPORT RD Tiie; 07:30 AH to 08:30 AH North Approach CARLSBAD BLVD Date: 02/28/89 Day: Tuesday 497 <- Total Naie: JSG 412 285 <- Subtotals Sub- 0 223 189 Total totals 1 1 I * Sub- I <-• V •-> I * totals Total E e 0 <-— I 1 a 5 " 86 s to ; * <— 0 132 t 0—' 1 /— 46* A 0 0 -> 11 445 A p 0 —' North V p p 1 ~—> 313 p r V 1 r 1 <-, " /-> PALOHAR AIRPORT RD V lll I t f 0 199 124 Subtotals -> 249 323 Total -> 592 Note: Left-turn voluies include South Approach U-turns. This volume represents the westbound loop ramp volume to go southbound on Carlsbad Boulevard. Page 3 of 3 Due to the lack of conflicting movements ICU Calculations were not completed for this intersection. Turning Hoveients at Intersection of CARLSBAD BLVD and PALOHAR AIRPORT RD Tiie: 04:30 PH to 05:30 PH North Approach CARLSBAD BLVD Date: 02/28/89 Day; Tuesday 1121 <- Total Naie: JSG 473 648 <- Subtotals Sub- 0 316 157 Total totals 111 " , Sub- I <-' V '-> .1 " totals Total E e 0 < 1 1 a 5 * •— 233 5 to 1 * <— 0 365 t 0—' ; /— 132* A 0 0 ~> 11 602 A p 0 — • North V p p ; > 237 p r V 1 r I <-, • /-> PALOHAR AIRPORT RD V I I I I I I 0 415 80 Subtotals -> 448 495 Total -> 943 Note: Left-turn voluies include South Approach U-turns. * This volume represents the westbound loop ramp volume to gp southbound on Carlsbad Boulevard. CITY OF CARLSBAD WINTER 1989 INTERSECTION ANALYSIS SUMMARY Intersection Number: 18 Intersection Location: Alga Road and Alicante Road ihk & associates 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 A2-77 JHK ft Associates Traffic Counting Progran Turning Movenent Counts Fi1e:CB38AM.WK1 Page 1 of 3 City: CARLSBAD Intersection of: N/S Street: ALICANTE E/H Street: ALGA RD Data Collected by: JSG Count Date; 03/02/89 Day of Week: Thursd.ay Weather: RAIN Traffic Control: Ho. of Phases: Si gnali zed 5 End of 15 South Approach CNB) North Approach CSB) West Hpproach CEB) East Approach CWB) 15 nin. Total; nin. 1 ard. Lisft U--Trn Thru Right Peds Left U-Tr •n Thru Ri ght Peds Left U-Trn Thru Ri ght Peds Left U-Trn Thru Ri ght Peds Vehicls Peds 06: 15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 06:30 AM 20 0 0 1 0 0 0 0 0 0 1 1 11 7 0 1 0 7-J 0 0 120 0 06:15 AM 29 0 0 3 0 0 0 0 0 0 2 cl. 31 11 0 1 0 112 0 0 195 0 07:00 RM 32 0 0 1 0 0 0 0 0 0 3 z* 38 11 0 '7-* 0 113 0 0 233 0 07:15 AM 29 0 0 3 0 0 0 0 0 0 1 1 39 15 0 10 0 116 0 0 216 0 07:30 AM * 11 0 0 1 0 0 0 0 0 0 2 2 12 19 0 6 0 115 0 0 262 0 07:15 AM K 17 0 0 5 0 0 0 0 0 0 1 1 12 18 0 2 0 203 0 0 313 0 08:00 AM •* 15 0 0 3 0 0 0 0 0 0 3 3 33 11 0 3 0 161 0 0 262 0 08:15 AM •* 11 0 0 5 0 0 0 0 0 0 6 6 57 15 0 1 0 118 0 0 279 0 08:30 AM 31 0 0 11 0 0 0 0 0 0 5 10 16 0 1 0 128 0 0 233 0 08:15 AM 57 0 0 6 0 0 0 0 0 0 5 5 13 11 0 3 0 111 0 0 269 0 09:00 AM 10 0 0 2 0 '0 0 0 0 0 7 7 51 22 0 1 0 111 0 0 210 0 Mcix. 15 ni n 57 0 0 11 0 0 0 0 0 0 7 r' 57 0 10 0 203 0 0 318 G Pk. Hr. Vol ISO 0 0 17 0 0 0 0 0 0 12 171 63 0 15 0 660 0 0 1121 0 07:15 AM F'e.bk Ints ?r: section Tr,:iffic in Pk. Hr. 1121 Peak Hr. Factor 0.88 00: 15 AM Hour I nter: =:ect ion p.:1strns in Pk. Hr. • = o" 03:15 PM 37 0 0 1 0 0 0 0 0 0 0 0 125 39 0 6 0 121 0 0 332 0 01:00 PM 36 0 0 G 0 0 0 0 0 0 0 0 1G7 22 0 0 71 0 0 211 0 01: 15 PM 21 0 0 1 0 0 0 0 0 0 1 1 116 28 0 1 0 62 0 0 235 0 01::30 PM 21 0 0 1 0 0 0 0 0 0 0 0 116 28 0 1 0 68 0 0 235 0 01:15 PM 26 0 0 0 0 0 0 0 0 1 1 161 37 0 .3 0 73 0 0 302 0 05:00 PM 17 0 0 0 0 0 0 0 0 0 1 1 117 21 0 6 0 63 0 0 227 0 05: 15 PM * 23 0 0 3 0 0 0 0 0 0 1 1 165 39 0 1 0 69 0 0 303 0 05:30 PM K 16 0 0 3 0 0 0 0 0 0 0 0 159 17 0 9 0 81 0 0 315 0 05:15 PM K 27 0 0 1 0 0 0 0 0 0 0 0 165 38 0 6 0 61 0 0 :301 0 06:00 PM * 20 0 0 3 0 0 0 0 0 0 1 1 118 13 0 :--'i 0 63 0 0 280 0 06: 15 PM 18 0 0 3 0 0 0 0 0 0 2 iiii 90 25 0 3 0 51 0 0 190 0 06:.30 PM 17 0 0 0 0 0 0 0 0 0 1 1 85 27 0 6 0 50 0 0 185 0 Max. 15 nin 37 0 0 1 0 0 0 0 0 0 165 17 0 9 0 121 0 0 332 0 Pk. Hr. Vol 86 0 0 13 0 0 0 0 0 0 2 637 167 0 0 277 0 G 1202 G 05:00 PM 06:00 PM F'e-ak Hour Intersection Traffic in Intersection Pdstrns ii-i Pk. Pk. Hr.= Hr.= 1202 0 Peak Hr. Factor 0.95 ALICANTE at ALGA RD Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Tiie Period: So, Approach (NB) No, Approach (SB) lest Appr. (EB) East Appr. (IB) 07:15 AH to - - - 08:15 AH Left Thru Right Left Thru Right Left Thru Right Left Ihru Right Lane Inside II. 1 1 Config- (left) 2 1 1 1 urations 3 111 4 Outside 5 Lane Settings 10 10 0 0 12 0 12 0 Capacity 1500 0 1500 0 0 0 1500 3400 0 1500 3400 0 Do you nant separate North/South phases (Yes/No)? No Do you sant separate East/lest phases (Yes/No)? No Efficiency Lost Factor 0.10 Hourly Voluse ISO 0 17 0 0 0 12 174 63 15 660 0 ytiluation Factor 0.12 0,00 0.01 0.00 0.00 0,00 0,01 0,07 0.00 0.01 0,19 0.00 ICU Ratio = 0.42 LOS = A Turning Hoveients ai Intersectio.n of ALICANTE and ALSA RD Tise: 07:15 AH to 08:15 AH North Approach ALICANTE Date: 03/02/39 Day: Thursday 12 <- Iota! Naie: JSG 0 12 <- Subtotals Sub- 0 0 0 Total totals 111 " Sub- I - <-' V "-> 1 " totals Tota! E e 840 . <—- 1 ; a 5 •'• '— 0 t 108? 1 " <— 660 675 t 12 —' 1 /— 15 A 249 174 -> ! ; 844 A 0 63 —' North V p P 1 > 191 p r V 1 r 1 .<-, " /-> ALSA RD Vlll 180 0 17 Subtotals -> 78 197 Tota! -) 275 Note; Left-turn voluies include South Approach U-turns. ALICANTE at ALGA RD Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr.Tise Period; So. Approach (NB) No. Approach (SB) lest Appr. (£Bj East Appr. (iB) 05:00 PH to - - - 06:00 PH Left Thru Right Left Ihru Right Left Thru Right Left Thru Right Lane Inside 11 1 i Config- (left) 2 1 1 1 urations 3 111 4 Outside 5 Lane Settings 10 10 0 0 12 0 12 0 Capacity 1500 0 1500 0 0 0 1500 3400 0 1500 3400 0 Do you nant separate North/South phases (Yes/No)? No Do you nant separate East/lest phases (Yes/No)? No Efficiency Lost Factor 0.10 Houriy Voluie 36 0 13 0 0 0 2 637 16? 22 277 0 Utilization Factor 0.06 0.00 0.01 0.00 0,00 0,00 0.00 0.24 0.00 0.01 0.08 0.00 ICO Ratio = 0.41 LOS = A Turning Hoveients at Intersection of ALICANTE and ALSA RD Tiie; 05:00 PH to 06:00 PH North Approach ALICANTE Date; 03/02/89 Day; Thursday 2 <- Tota! Naae; JSG 0 2 (- Subtotals Sub- 0 0 0 Total totals 111 " Sub- I - V 1 totals Total E e 343 <—- 1 1 a S " --- 0 5 t • 1U9 1 " <— 277 299 t 2 —' 1 /— 22 A 306 637 -> 11 949 A B 167 —" North V p p 1 —"> 650 p r VI ' r 1 <-, " i-y ALGA RD ' U 111 ' 111 36 0 13 Subtotals -> 189 99 Total -> 288 Note: Left-turn voluies include South Approach U-turns, CITY OF CARLSBAD WINTER 1989 INTERSECTION ANALYSIS SUMMARY Intersection Number: 19 Intersection Location: Alga Road and EI Fuerte llilV (X associates 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 A2-81 JHK ft Associates Traffic Counting Progran Turnin.g Movenent Counts File:CB31AM.HKl Page 1 of 3 City: CARLSBAD Intersection of: N/S Street: EL FUERTE ST E/W Street: ALGA RD Data Collected by: JSG Count Date: 03/02/89 Day of Week: Thur sd.ay Weather: RAIN Traffi No. of : Control i F'h-a:5es: Unsignali 2ed 0 Siauth Appnaach CNB) Horth Approach CSB) Hest Approach CEB) E.ast Approach CWB) 15 nin. Totals End of 15 -nin. prd. Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds 1 eft U-Trn Thru Right Peds Left U-Trn Thru Ri ght Peds 06:15 AM 0 0 1 5 0 5 0 13 0 1 0 23 0 2 6 0 35 1 1 07:00 AM 0 0 0 9 2 2 0 1 20 3 2 0 33 1 1 10 0 52 2 1 07:15 AM w 0 0 1 19 1 21 0 :3 18 1 7 0 27 1 1 16 0 13 5 -.1 07:30 AM W 2 0 0 20 1 10 0 1 13 . 2 1 0 12 3 6 26 0 13 3 2 07:15 AM K 5 0 6 31 1 17 0 11 15 5 2 0 15 0 8 36 0 62 7 0 08:00 HM * 5 0 10 18 0 5 0 19 18 2 3 0 21 1 1 61 0 59 1 0 08:15 AM 2 0 2 20 0 5 0 1 19 2 5 0 21 0 3 12 0 33 2 1 08:30 AM 6 0 0 17 0 12 0 0 12 0 6 0 37 2 0 11 0 58 2 1 08:15 AM 1 0 1 11 0 7 0 0 11 0 2 0 33 0 0 7 0 50 5 0 09:00 AM 0 0 0 11 0 1 0 1 16 0 0 25 0 0 6 0 36 1 G Max. 15 nin. 6 0 10 IS 2 21 0 19 20 5 7 0 15 1 8 61 0 62 7 Pk. Hr. Vol. 12 0 17 121 3 53 0 37 61 10 16 0 135 8 19 112 0 207 16 5 07:00 AM Peak Intersect!.an Traffic i n Pk. Hr — 820 Peak Hr. Fa.:. tor 0.81 00:00 AM Hour Intersection Pdstrns i n Pk. Hr - = 37 03:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 G 01:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 01:15 PM 1 0 1 10, 0 5 0 2 3 0 0 15 0 0 9 0 12 7 0 01:30 PM 3 0 1 6 0 1 0 1 5 0 10 0 31 2 0 9 0 36 8 0 01:15 PM * 0 0 1 2 0 6 0 1 9 0 0 51 3 0 11 0 38 6 0 05:00 PM K 1 0 2 S 0 3 0 3 5 0 17 0 63 '5 0 11 0 13 2 0 05: 15 PM K 1 0 3 10 0 9 0 1 1 0 18 0 19 2 1 13 0 11 2 0 05::30 PM * 0 0 2 10 0 1 0 0 12 0 25 0 61 1 0 11 0 39 6 1 05:15 PM 0 0 2 5 1 5 0 1 7 0 ' 21 0 51 c 0 8 0 15 2 0 06:00 PM 1 0 1 10 0 9 0 0 6 0 13 0 18 2 0 10 0 31 7 1 06: 15 PM 1 0 2 10 0 6 0 0 7 0 21 0 18 1 0 12 0 29 S 1 06:30 PM 0 0 1 5 0 2 0 13 5 0 15 0 31 1 0 5 0 33 5 0 Max. 15 nin. 3 0 3 10 1 9 0 :3 12 0 25 0 61 3 1 11 0 15 8 1 Pk. Hr. Vol. 2 0 8 30 0 22 0 5 :30 0 82 Cl 230 8 1 52 0 161 16 1 01:30 PM Peak Intersection Traffic i n Pk. Hr 616 Peak Hr. Fac tor 0.93 05:30 PM Hour Intersecti :in Pd strns i n Pk. Hr .-2 --„.-— — — .._ 92 132 161 167 213 251 125 163 131 102 0 0 251 028 0 0 117 119 156 163 153 171 155 116 115 103 171 616 6 11 11 6 6 1 Cl 0 0 G 11 37 EL FUERTE ST at ALGA RD Lane Confiquration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Tiie Period: So. Approach (NB) No. Approach (SB) lest Appr, (EB) East Appr. (IB) 07:00 AH to - 03:00 AH Left Thru Right Left Thru 'Right Left Thru Right Left Thru Right Lane Inside 11111111 .1 Config- (left) 2 1 1 urations 3 1111 4 Outside 5 Lane Settings 0 10 0 10 12 0 12 0 Capacity 0 1500 0 0 1500 0 1500 3400 0 1500 3400 0 Do you sant separate North/South phases (Yes/No)? No Do you nant separate East/lest phases (Yes/No)? No Efficiency Lost Factor 0.10 Hourly Voluie 12 1? 121 53 37 64 16 135 3 142 '207 16 Utilization Factor 0.00 0,10 0.00 0,00 0.10 0.00 0.0! 0.04 0.00 0.09 0.07 0.00 ICU Ratio = 0,34 LDS = A Turning Hoveients at Intersection of EL FUERTE '31 and ALGA RD Tiie: 07:00 AH to 08:00 AH North Approach EL FUERTE ST Date: 03./02/39 Day: Thursday 203 <- Tota! Nase: JSG 154 49 (-Subtotals Sub- 64 37 53 Total totals 111 " Sub- I <-' V '-> 1 totals Total E e 283 < 1 1 — a s " "— 14 5 t 44Z ! '• i— 20? 365 16 —• 1 /— 142 A 159 135 -> • 1 1 674 A p 8 —' North ' V p n ' > m n /-> ALGA RD Subtotals -> 187 150 Total -> 337 Note: Left-turn voiuses include South Approach U-turns. EL FUERTE ST at ALGA RD Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Tise Period: So. Approach (NB) No, Approach (SB) 'lest Appr. (EB) East Appr. (IB) 04:30 PH to — - 05:30 PH Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1111111! 1 Config- (left) 2 11 urations 3 1 1 1 1 4 Outside 5 Lane Settinqs 0 10 0 10 12 0 12 0 Capacity " 0 1500 0 0 1500 0 1500 3400 0 1500 3400 0 Do you sant separate North/South phases (Yes/No)? No Do you nant separate East/lest phases (Yes/No)? No Efficiency Lost Factor 0,10 Hourly Voluse 2 3 30 22 5 30 82 230 8 52 161 16 Utilization Factor 0.00 0.03 0.00 0.00 0,04 0.00 0.05 0.07 0.00 0.03 0.05 0.00 ICU Ratio = 0.24 LOS = A 9 Turning Hoveients at Intersection of EL FUERTE ST and ALBA .RB Tise; 04:30 PH to 05:30 PH Date; 03/02/89 Day: Thursday Naie: JSG North Approach EL FUERTE ST 143 57 106 - Total - Subtotals Sub- Tota! totals 30 5 513 193 320 82 —' 230 ~> North /— I V Sub- totals Total 16 16! 229 52 511 <-. ALGA RD 30 Subtotals -> 65 Total -> 105 South Approach 40 Note: Left-turn voluses include U-turns, ihk & associates CITY OF CARLSBAD WINTER 1989 INTERSECTION ANALYSIS SUMMARY Intersection Number: 20 Intersection Location: Carlsbad Boulevard and State Street CONTENT PAGE Turn Movement Count Summary (A.M. and P.M.) 1 of 3 A.M. Peak Hour ICU Analysis and Turn Movement Diagram 2 of 3 P.M. Peak Hour ICU Analysis and Turn Movement Dif^am 3 of 3 A2-85 • JHK ft Fls:50ciates Traffi.; Ci:iunting Progran Turning Movenent Counts Fi 1 e:CEl5AM.HK 1 Data Collected by: JSG Pago 1 of 3 City: CARLSBAD Intersection of: N/S Street: CARLSBAD BLVD E/H Street: STATE ST Count Oate: 02/11/89 Day of Heek:Tuesday Heather: CLEAR Traffic Control: Un:i5ignali; No. of Ph.ases: 0 South Approach CNB) Horth Approach CSB) West Approach CEB) East Approach CHB) 15 nin. T.:)tal: End of 15 - - — nin. prd. Left U-Trn Thru Right Peds Left U-Trn Thru Ri ght Peds Left U-Trn Thru Right Peds Left U-Trn Ttiru Rl ght Peds 06:-15 FIM 0 0 36 0 0 20 0 63 0 1 0 0 0 0 0 0 0 0 11 0 07:00 FIM 0 0 33 0 0 25 0 53 0 0 0 0 0 0 0 0 0 G 22 0 07: 15 FIM 0 0 35 0 0 32 0 68 0 0 0 0 0 0 0 0 0 0 19 0 07::30 RM 0 0 39 0 0 13 0 69 0 0 0 0 0 0 0 0 0 0 •:^2 0 07:-15 FIM * 0 0 67 0 0 35 0 78 0 0 0 0 0 0 0 0 0 0 -dJ 0 08:00 FlM « 0 0 80 0 0 71 0 92 0 0 0 0 0 0 0 0 0 0 13 0 08: 15 FlM * 0 0 10 0 0 18 0 59 0 0 0 0 0 0 0 0 0 0 11 0 08:30 FlM w 0 0 78 0 0 18 0 70 0 0 0 0 0 0 0 0 0 Cl 33 0 08:15 FIM 0 0 60 0 0 17 0 65 0 0 ' 0 0 0 0 0 0 0 0 31 0 09:00 FIM 0 0 87 0 0 55 0 71 0 0 0 0 0 G 0 0 0 0 17 0 Max. 15 nin. 0 0 8'i' G 0 71 — 0 92 0 1 0 0 0 0 0 0 0 G 17 0 Pk. Hr. Vol. 0 0 265 0 0 202 0 ...... 299 0 0 0 0 0 0 0 0 0 0 150 0 07::30 FlM Peak I nter secti on Traffic in Pk. Hr 916 Peak Hr. Factor 0.80 08:30 FlM Hour Inter secti inn Pdi trns in Pk. Hr 1. 0 03:-15 PM 0 0 113 0 0 69 0 121 0 0 0 0 0 0 0 0 0 0 65 0 01:00 PM 0 0 112 0 0 60 0 109 0 0 0 0 0 G 0 0 0 0 69 0 01: 15 F'M 0 0 138 0 0 66 0 112 0 0 0 0 0 G 0 0 0 0 71 0 01:30 PM 0 0 10:3 0 0 61 0 96 0 0 0 0 0 0 0 0 0 0 71 0 01:15 PM W 0 0 137 0 0 61 0 137 0 0 0 0 0 G G 0 0 0 78 0 05:00 PM » 0 0 120 0 0 62 0 128 0 0 0 0 0 0 0 0 0 0 83 0 05: 15 PM X 0 0 119 0 0 72 0 119 0 0 0 0 0 0 0 0 0 0 101 0 05::30 PM « 0 0 121 0 0 66 0 119 0 0 0 0 0 0 0 0 0 0 89 0 05:15 PM 0 0 122 0 0 50 0 118 0 0 0 0 0 0 0 0 0 0 97 0 06:00 PM 0 0 118 0 0 50 0 101 0 0 0 0 0 0 0 0 0 0 65 0 06: 15 PM 0 0 89 0 0 51 0 91 0 0 0 0 0 0 0 0 0 G 56 0 06::30 PM 0 0 76 0 0 31 0 71 0 0 0 0 0 0 0 0 0 0 51 0 Max. 15 nin. 0 0 119 0 0 72 0 119 •0 0 0 0 0 G 0 G 0 0 101 0 Pk. Hr. Vol. D 0 530 0 0 261 0 563 0 0 0 G 0 0 i::i 0 0 0 351 0 01:30 PM Peak I nter secti on Traffic in Pk. Hr 1708 peak Hr. Fac tor 0.91 05:30 F'M Hour I nter secti on Pdstrns in Pk. Hr . -0 , -- 133 138 151 183 213 286 168 229 203 263 0 0 2S6 916 373 350 390 337 116 393 171 128 38 7 331 293 171 1708 CARLSBAD BLVD at STATE ST Lane Configuration for Intersection Capacity Utilizatioh Page 2 of 3 Pk. Hr. Tise Period; So, Approach (NB) No. Approach (SB) lest Appr. (EB) East Appr. (IB) 07:30 AH to 08:30 AH Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 1 1 1 Config- (left) 2 1 urations 3 4 Outside 5 Lane Settings 0 10 110 0 0 0 0 0 1 Capacity 0 1700 0 1500 1700 OOOOOO 1500 Do you lant separate North/South phases (Yes/No)? No Do you lant separate East/lest phases (Yes/No)7 No Efficiency Lost Factor 0.10 Hourly Voluse 0 245 0 202 299 0 0 3 0 0 0 150 Utilization Factor 0.00 0.14 0,00 0.13 ,0.18 0.00 0.00 0.00 0.00 0.00 0.00 0,10 ICU Ratio = 0.49 LOS = A Turning Hoveients at Intersection of CARLSBAD BLVD and STATE ST Tiie: 07:30 AH to 08:30 AH North Approach CARLSBAD BLVD Date; 02/14/89 Day: Tuesday 914 <- Total Nase: JSG 501 415 <- Subtotals Sub- 0 299 202 Total totals 111 " Sub- I <-' V '-> ; " totals Total E e 0 < 1 : i 5 " — 150 s to 1 " <— 0 150 t 0 —• 1 /— 0 A 0 0 ~> 1 1 352 A p 0 —' Nortb V p p 1 .> 202 p r V I r I <-, " /-} STATE ST V 111 0 265 0 Subtotals-) 299 265 Total -> 544 Note: Left-turn voluies include South Approach U-turns. CARLSBAD BLVD at STATE ST Lane Configuration for Intersection Capacity Otilization Page 3 of 3 Pk. Hr, Tise Period; So, Approach'(NB) No. Approach (SB) lest Appr. (EB) East Appr, (IB) 04:30 PH to - 05:30 PH Left Thru Right Left Thru Right Left Thra Right Left Thru Right Lane Inside 111 1 Config- (left) 2 1 urations 3 4 Outside 5 Lane Settings 0 10 110 0 0 0 0 0 1 Capacity 0 1700 0 1500 1700 OOOOOO 1500 Do you nant separate North/South phases (Yes/No)? No Do you sant separate East/lest phases (Yes/No)? No Efficiency Lost Factor 0.10 Hourly Voluse 0 530 0 244 543 0 0 0 0 0 0 351 Utilization Factor 0.00 0.31 0.00 0.18 0.33 0.00 0,00 0,00 0.00 0.00 0,00 0,23 ICU Ratio = 0.82 • LOS = D Turning Hoveients at Intersection of CARLSBAD BLVD and STATE ST Tiie: 04:30 PH to 05:30 PH North Approach CARLSBAD BLVD Date; 02/14/89 Day: Tuesday 1708 <- Total Naie: JSG 827 881 <- Subtotals Sub- 0 543 244 Tolal totals 111 " Sub- I <-' V 1 " totals Total E e 0 <-— 1 1 a 5 " '— 351 s to 1 " <— 0 351 t 0 —' 1 /— 0 A 0 0 ~> 1 ; 615 A p 0 —' North V p p . . 1 > 264 p r V -, * /-> STATE ST t I I 1 i t 0 530 0 Subtotals -) 543 530 Total -> 1093 Note: Left-turn voluies include South Approach U-turns, • jhk & associates CITY OF CARLSBAD WINTER 1989 INTERSECTION ANALYSIS SUMMARY Intersection Number: 21 Intersection Location: Carlsbad Boulevard and Elm Avenue CONTENT PAGE Turn Movement Count Summary (A.M. and P.M.) 1 of 3 A.M. Peak Hour ICU Analysis and Turn Movement Diagram 2 of 3 P.M. Peak Hour ICU Analj^is and Turn Movement Diagram 3 of 3 A2-89 JHK 6 FllBPfciates Traffic Counting Progran Turnimj Movenent Counts FiTBPt:B1AM.HKl Data Collected by: JSG Page 1 of 3 City: CARLSBAD Intersection of: N/S Street: CARLSBAD BLVD E/H Street: ELM Count Date: 02/11/89 End of 15 Day of Heek:Tuesday Traffic Control: Signalised Heather: CLEAR " No. of Phases: ' 3 South Hpproach CNB) North Approach CSB) Hest Approach CEB) East Approach CWB) 15 n:Ln. Total: nin. prd. Left U-Trn Thru Right Peds Left U-Trn Thru Right Pe.ls Left U-Trn Thru Right Peds Left U-Trn Tliru Right Peds Vehicl:5 Ped:5 06:'15 AM 0 31 33 1 0 83 0 0 0 0 0 0 19 0 1 7 0 181 1 07:00 AM 0 0 36 11 2 10 0 15 0 0 1 0 1 0 0 20 0 r' 2 0 169 "? 07:15 AM 1 1 11 50 3 3 0 52 0 0 1 0 7 2 21 0 5 12 1 196 6 07:;3O RM c 0 39 11 1 6 1 66 3 1 1 0 3 1 0 0 G 9 0 191 -.) 07:15 AM * 2 0 86 56 2 11 0 81 5 1 1 0 17 1 1 11 0 i' 15 s 326 9 08:00 AM * 7 0 62 36 2 10 0 83 2 2 1 0 10 1 1 39 0 3 15 3 275 8 08:15 AM .« 2 0 73 10 0 15 0 69 3 0 2 0 11 1 0 33 0 9 11 1 269 1 08:30 AM * 1 1 71 56 0 11 0 53 1 0 5 0 8 1 1 31 0 6 17 2 270 3 08:15 AM 0 0 86 61 0 11 1 61 1 2 2 G ^:0 1 cl. 25 0 6 20 1 295 3 09:00 AM 0 75 39 5 11 0 11 1 1 7 0 1.7 1 1 25 0 13 10 3 251 0 0 10 0 . 0 Max. 15 nin. Pk. Hr. Vol. 12 86 292 61 188 15 50 81 289 5 11 2:0 11 117 13 31 20 11 32b 1110 10 21 07: 30 AM Peak I n ter sect ion Traf-fic i n Pk. Hr 1110 Pe.ak Hr . Fa. -tor 0 . :::I7 08:30 AM Hour I nter section Pdstrn 1:5 in Pk. Hr , — 21 03:15 PM 0 119 61 1 27 0 137 6 1 6 0 16 1 1 52 0 19 511 12 01:00 PM •_I 1 109 69 1 21 0 109 5 1 •3 0 '27 1 i'-57 0 13 ct! z'i S 152 12 01: 15 PM 1 0 102 18 2 35 0 85 . 8 1 1' 0 22 i::! 0 15 0 IS £6 10 102 16 01:30 PM 1 0 135 52 '7> 18 1 no 8 10 0 16 6 1 66 0 19 21 10 196 18 01:15 PM s 1 0 121 5 13 1 130 12 1 6 0 ;::5 1' 2 57 G 25 20 cr 193 16 05:00 PM * s 0 101 60 7 16 1 122 6 1 7 G 11 •J 1 38 0 20 IS ;i 111 15 05:15 PM •* 5 0 125 51 7 26 0 130 6 1 6 0 18 8 3 Cj-~, 0 19 er 171 19 05:30 PH •* 1 0 155 73 3 11 0 158 12 8 G 15 8 2 87 0 21 '1 5S3 11 05:15 PM 5 1 103 57 2 30 0 87 11 0 9 0 d'.il 1 3 55 0 12 21 1 117 6 06:00 PM 2 0 110 61 6 23 0 81 9 1 6 0 31 6 1 50 0 20 28 s 130 •?o 06: 15 PM 15 0 89 57 1 10 0 76 18 1 5 0 18 7 1 19 0 19 22 3 385 9 06::30 PM 5 0 7:3 17 11 1 80 10 £ 7 0 21 5 32 0 17 • 29 5 338 11 Max. 15 nin. 15 1 155 73 7 35 1 158 18 1 10 0 16 8 5 37 0 25 29 10 583 ?o Pk. Hr. Vol. 18 0 502 256 2 12 69 2 510 36 11 27 0 72 26 11 231 0 89 87 17 1958 61 01:30 PM F'e.ak I nter sect ion Traffi c i n Pk. Hr _ — 1953 Peak Hr . Factor 0. fill 05:30 PM Hour I nter section Pdstrns i n Pk. Hr 61 CARLSBAD BLVD at ELM Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Tise Period; So, Approach (NB) No. Approach (SB) West Appr, (EB) East Appr. (WB) 07:30 AM to 08:30'AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 11 1 1 1 Config- (left) 2 1 1 11111 urations 3 11 11 4 Outside 5 Lane Settings 12 0 12 0 110 110 Capacity 1500 3400 0 1500 3400 0 1500 1700 0 2000 1200 0 Do you want separate North/South phases (Yes/No)'' No Do you want separate East/West phases (Yes/No)? No Efficiency Lost Factor 0.10 Hourly Voluse 12 292 188 50 289 14 9 46 4 147 31 58 Utilization Factor 0,01 0,14 0.00 0,03 0,09 0,00 0,01 0.03 0,00 0,07 0,07 0,00 ICU Ratio = 0,38 LOS = A Turning Movesents at Intersection of CARLSBAD BLVD and ELM Tise; 07:30 AH to 08:30 AM North Approach CARLSBAD BLVD Date: 02/14/89 Day: Tuesday 712 <- Total Nase: JSG 353 359 <- Subtotals Sub- 14 289 50 Total totals 111 Sub- W <-' V '-> 1 totals Tota! E e 57 < ; 1 —- a 5 " '— 53 5 t 114 1 " <— 31 236 t 9 —• ; /— 147 A 59 46 -> 1 1 520 A p 4 —' North V p p 1 > 284 p r V 1 r 1 <-, " /-> ELM Vlll 12 292 188 Subtotals -> 440 492 Tota! -> 932 Note: Left-turn voluses include South Approach U-turns, CARLSBAD BLVD at ELM Lane Configuration for Intersection Capacity Utilization' Page 3 of 3 Pk. Hr. Tiie Period: So. Approach (NB) No. Approach (SB) West Appr. (EB) East Appr. (WB) 04.3(1 Pfl fjj 05:30 PM Left Thru. Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 11 1 1 1 Config- (left) 2 1 ' 1 1 1 1 1 1 urations 3 11 11 4 Outside 5 Lane Settings 12 0 12 0 110 110 Capacity 1500 3400 0 1500 3400 0 1500 1700 0 2000 1200 0 Do you want separate North/South phases (Yes/No)? No Do you sant separate East/West phases (Yes/No)? No Efficiency Lost Factor 0.10 Hourly Voluse 18 502 256. 69 540 36 27 72 26 234 39 87 Utilization Factor 0,01 0,22 0.00 0.05 0.17 0.00 0.02 0.06 0.00 0.12 0.15 0.00 ICU Ratio = 0.54 LOS = A Turning Hovesents at Intersection of CARLSBAD BLVD and ELM Tise: 04:30 PH to 05:30 PM North Approach 'CARLSBAD BLVD Date; 02/14/89 Day; Tuesday 1261 <- Total Nase: JSG 645 616 <- Subtotals Sub- 36 540 69 Tota! totals ; 1 ; Sub- W —— . <-• V I totals Total E e 143 < 1 ; a 5 '— 87 s t • 248 1 <— 89 410 t 27 —' ; /— 234 A 125 72 ~> 1 I 807 A p 26 —' North V p p 1 > 397 p r V 1 r 1 <-. •'• /-> ELH Vlll 18 502 256 Subtotals -> 800 776 Total -> 1576 Note: Left-turn voluses include South Approach U-turns, ihk & associates CITY OF CARLSBAD WINTER 1989 INTERSECTION ANALYSIS SUMMARY Intersection Number: 22 Intersection Location: Carlsbad Boulevard and Tamarack Avenue CONTENT PAGE Turn Movement Count Summary (A.M. and P.M.) 1 of 3 A.M. Peak Hour ICU Analysis and Turn Movement Diagram 2 of 3 P.M. Peak Hour ICU Analysis and Turn Movement Diagram 3 of 3 A2-93 • JHK a Associates Traffic Counting Progran Turning Movenent Counts File:CB13AM.HKl Data Collected by: JSG Page 1 of 3 City: CARLSBAD Intersection of: N/S Street: CRRLSBRD BLVD E/H Street: TflMRRHCK Count Date: 02/16/89 End of 15 nin. prd. Day of Heek: Thursd.ay Weather: CLEAR Traffic Control: No. of Phases: :ii gnali zed 6 South Approach CNB) North Approach CbB) Hest Approach CEB) East Approach CHB) 15 nin. Totals Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicls Peds 06:15 RM 2 1 5 2 3 1 0 37 2 0 0 0 0 0 0 8 0 2 1 1 66 1 06:30 RM 3 0 13 3 1 3 0 67 2 0 0 0 2 1 0 10 0 3 6 1 113 06:15 AM 3 0 15 3 11 3 0 80 2 5 0 0 5 3 1 26 0 1 9 2 150 19 07:00 AM 6 0 32 7 0 r' 0 69 3 6 3 0 1 2 0 26 0 1 7 0 161 6 07:15 HM 0 1 31 7 0 9 1 82 0 0 2 0 1 0 0 6 0 2 7 1 117 1 07:30 HM 1 0 37 1 1 6 0 78 7 6 2 0 1 2 0 21 0 1 13 0 179 7 07:15 AM 1 0 31 11 0 8 1 100 8 1 5 0 1 :3 2 19 0 -li 9 0 205 3 08:00 RM » 1 0 56 12 3 5 0 97 5 1 7 0 5 5 1 22 0 6 16 0 210 5 00:15 HM » 3 0 31 17 2 T" 0 65 6 1 2 0 1 1 2 1 0 1 7 1 151 9 08:30 AM » 0 0 53 20 0 11 1 77 5 6 1 0 2 2 1 12 0 5 29 0 250 C 08:15 AM * 0 0 67 11 0 9 1 86 3 0 7 0 6 1 3 21 0 1 13 1 228 1 09:00 HM 1 0 71 11 2 5 0 19 8 1 3 0 3 2 1 11 0 1 11 1 182 8 Max. 15 nin. 6 1 71 20 11 11 1 100 8 6 7 0 6 5 3 12 0 6 29 1 250 19 Pk. Hr. Vol. 7 0 210 60 5 32 2 325 19 8 20 0 17 9 7 92 0 13 65 5 869 25 07:15 AM 08:15 RM Peak Hour Intersection Traffic in Pk. Hr.= Intersection Pdstrns in Pk. Hr.= 869 25 Peak Hr. Factor 0.87 03:15 01:00 01:15 01:30 01:15 '•05:00 05:15 05:30 05:15 06:00 06:15 06:30 PM 1 0 132 11 7 22 1 95 12 0 12 0 2 7 1 16 0 7 26 0 376 11 PM 3 0 157 27 1 29 0 91 9 1 7 0 6 6 1 13 0 7 22 2 377 8 PM 10 0 111 23 1 23 0 101 10 0 12 0 1 6 2 20 0 2 21 1 382 7 PM X 6 0 166 25 5 22 0 110 6 2 7 0 11 9 1 20 0 13 18 1 113 15 PM * 1 0 130 26 1 21 0 101 8 0 9 0 5 2 5 10 0 Cj 16 5 310 11 PM « 10 1 151 29 5 19 2 101 10 0 12 0 7 3 2 11 0 1 22 3 388 10 PM X 9 0 189 30 2 20 1 98 12 0 7 0 7 7 1 15 0 til 15 1 111 PM 1 0 138 26 3 17 0 97 2 0 10 0 7 7* 1 23 0 10 22 6 358 10 PM 1 0 129 36 3 31 0 87 11 2 11 0 7 1 2 1 0 5 22 318 11 PM 0 0 103 21 0 22 0 62 11 0 11 0 9 8 1 1 0 3 22 6 276 10 PM 1 0 67 25 0 18 0 11 2 0 2 0 8 2 2 9 0 2 25 5 205 7 PM 0 0 57 15 0 13 1 18 1 0 1 0 0 0 0 1 0 2 16 1 157 1 .5 nin. 10 1 189 11 7 31 2 110 12 2 12 0 11 9 5 23 0 13 26 7 113 15 . Vol. 29 1 639 110 13 82 3 116 36 2 35 0 30 21 12 59 0 21 71 16 1552 13 Max. Pk. 01:15 PM 05:15 PM Peak Hour Intersection Traf-fic in Pk. Hr.= Intersection Pdstrns in Pk. Hr.= 1552 13 Peak Hr. Factor 0.91 CARLSBAD BLVD at TAHARACK ' Lane Configuration for Intersection Capacity Otilization Page 2 of 3 Pk. Hr. Tiie Period: So. Approach (NB) No. Approach (SB) lest Appr. (EB) East Appr. (IE) 07:45 AH to 08:45 AH Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside Config- (left) urations Outside 1 1 1 1 1 1 1 1 0 10 111 0 1500 0 1500 1700 1500 Lane Settings 12 0 12 1 Capacity 1500 3400 0 1500 3400 1500 Do you nant separate North/South phases (Yes/No)? No Do you nant separate East/lest phases (Yes/No)? No Efficiency Lost Factor 0.10 Hourly Voluie 7 210 60 32 325 19 20 17 9 92 13 65 Utilization Factor 0.00 0.08 0.00 0.02 0.10 0.01 0.00 0.03 0.00 0.06 0.01 0,04 ICU Ratio = 0,29 LOS = A Turning Hoveients at Intersection of CARLSBAD BLVD and TAHARACK Tiie: 07:45 AH to 08:45 AH Date: 02/16/89 Day: Thursday Naie: JSG Sub- Total totals 85 39 44 North Approach CARLSBAD BLVD 471 20 —' 17 -> 9 —' I I V 19 1 1 <-• Subtotals -> 424 Total -> 374 325 I I V 295 32 I North <-| I 7 210 277 /-> 1 I 40 703 South Approach <- Iota! <- Subtotals <— /— Sub- totals Total 45 13 92 170 109 TAHARACK 279 Note: Left-turn voluies include U-turns. • CARLSBAD BLVD at TAHARACK Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Tiie Period; So. Approach (NB) No. Approach (SB) lest Appr. (EB) East Appr. (IB) 04:15 PH to - - 05:15 PH Left Thru Right Left "Thru Right Left Thru Right Left Thru Right Lane Inside 11 1 1111 Config- (left) 2 11 1 urations 3 111 1 4 1 Outside 5 Lane Settings 12 0 12 10 10 111 Capacity 1500 3400 0 1500 3400 1500 0 1500 0 1500 1700 1500 Do you nant separate North/South phases (Yes/No)? No Do you nant separate East/lest phases (Yes/No)? No Efficiency Lost Factor 0,10 Hourly Voluie 29 439 110 82 414 36 35 30 21 59 24 71 Utilization Factor 0,02 0.22 0.00 0.05 0.12 0,02 0.00 0.06 0.00 0.04 0.01 0.05 ICU Ratio = 0.47 LOS = A Turning Hoveients at Intersection of CARLSBAD BLVD and TAHARACK Tiie: 04:15 PH to 05:15 PH Date: 02/16/89 Day: Thursday Naie: JSG Sub- Total totals 175 48 35 —' 30 -> 21 —' I 1 V North Approach CARLSBAD BLVD 34 534 414 ! 1 V 1279 82 i 1 '-> North 745 <- Tota! <- Subtotals I— V Sub- totals Total 71 24 59 154 222 TAHARACK 376 Subtotals -) 494 Total -> 29 639 778 1274 South Approach 110 Note; Left-turn voluies inciude O-turns. jhk & associates CITY OF CARLSBAD WINTER 1989 INTERSECTION ANALYSIS SUMMARY Intersection Number: 23 Intersection Location: Carlsbad Boulevard and Cannon Road CONTENT PAGE Turn Movement Count Summary (A.M. and P.M.) 1 of 3 A.M. Peak Hour ICU Analysis and Turn Movement Dic^am 2 of 3 P.M. Peak Hour ICU Analysis and Turn Movement Diagram 3 of 3 A2-97 JHK ft Associates Traffic Counting Progran Turning Movenent Counts Fi1e:CB3lAH.HK1 Datci Collected by: JSG Page 1 of 3 City: CARLSBAD Intersection of: N/S Street: CARLSBAD BLVD E/H Street: CANNON RD Count Date: 02/26/89 Day of Heek:Tuesday Heather: CLEAR Traffic Control No. of Phases: South Approach CNB) North Hpproach CSB) Unsignali zed 6 Hest Rpproach CEB) East Approach CHB) 15 nin. Totals End of 15 nin. prd. Left U--Trn Thru Right Peds Left U--Trn Thru Ri ght Peds Left U-Trn Thru Right Peds Left 0-•Trn Thru Ri ght Peds Vehicl-3 Peds 06:15 AM 0 0 10 7 0 7 0 88 0 0 0 0 0 0 0 1 0 0 30 0 176 0 07:00 RM 0 0 13 1 0 11 0 76 0 0 0 0 0 0 0 6 0 0 28 0 171 0 07:15 RM 0 0 10 6 0 23 0 85 0 0 0 0 0 0 0 1 0 0 10 0 168 0 07:30 RM 0 0 25 8 0 26 0 83 0 0 0 0 0 0 0 0 0 0 16 0 158 0 07:15 RM X 0 0 51 11 0 37 0 97 0 0 0 0 0 0 0 1 0 0 9 0 206 0 08:00 RM X 0 0 81 13 0 53 0 95 0 7 0 0 0 0 0 8 0 0 12 0 262 08:15 RM x 0 0 66 1 0 21 0 101 0 0 0 0 0 0 0 1 0 0 8 0 207 0 08:30 AM * 0 0 66 12 0 15 0 106 0 0 0 0 0 0 0 1 0 0 17 G 220 0 08:15 AM 0 0 57 1 0 16 0 62 0 0 0 0 0 0 0 5 0 0 16 0 180 0 09:00 AM 0 0 62 1 0 13 0 65 0 0 0 0 0 0 0 6 0 0 16 0 . 166 0 Max. 15 nin 0 0 81 13 0 53 0 106 0 r 0 0 0 0 G 8 0 0 30 0 262 I"* Pk. Hr -. Vol -0 0 261 10 0 126 0 102 G 1^ 0 G 0 0 G 17 0 0 16 0 895 l' 07:30 RM Peak I nter secti on Tr cif f i c in Pk. Hr .= 895 Peak Hr . Factor 0. f:5 08:30 RM Hour Inter secti on Pd ;:trn3 i n Pk. Hr . " 1 03:15 PM G 0 139 7 1 21 0 111 0 0 0 0 G 0 G .zi 0 0 31 0 318 1 01:00 PM G 0 113 2 1 22 0 119 0 0 0 0 G 0 G 5 G 0 27 1 318 ilii 01:15 PM G 0 135 6 0 32 0 131 0 0 0 0 0 0 0 6 0 0 31 0 311 0 01:30 PM G 0 138 3 0 16 0 130 0 0 0 0 0 0 0 8 0 0 25 c'. 320 01:15 PM * 0 0 130 1 1 17 0 106 0 0 0 0 0 0 0 8 0 0 15 0 310 1 05:00 PM X 0 0 112 12 0 19 0 117 0 0 0 0 0 0 0 9 0 0 31 0 330 0 05:15 PM * 0 0 182 5 1 11 0 130 0 0 0 0 0 0 0 5 0 0 56 0 392 1 05:30 PM X 0 0 119 6 0 21 0 119 0 0 0 0 0 0 0 6 0 0 10 0 311 0 05:15 PM 0 0 131 1 0 10 0 91 0 0 0 0 0 0 0 7 0 0 11 0 287 G 06:00 PM 0 0 101 3 1 11 0 79 0 0 0 0 0 0 0 9 G 0 30 1 239 06: 15 PM 0 0 81 3 0 10 0 90 0 0 0 0 0 0 0 5 0 0 19 1 211 1 06:30 PM 0 0 63 2 0 1 0 51 0 0 0 0 0 0 0 1 0 0 15 0 139 0 Max. 1 .5 nin 0 0 182 12 1 32 0 131 0 0 0 0 0 0 0 9 0 Q 56 2 392 2 Pk. Hr -. Vol -0 0 603 27 2 71 0 172 0 0 0 0 0 0 0 28 0 0 172 0 1373 2 01:30 PM Peak Intersecti on Tr. affic i n Pk. Hr _•- 1373 P-e.ak Hr . Factor 0.88 05:30 PM Hour I nter secti on Pd strns i n Pk. Hr 2 CARLSBAD BLVD at CANNON RD Lane Confiquration for Intersection Capacity Utilization Page 2 sf 3 Pk. Hr. Tise Period; So. Approach (NB) No. Approach (SB) lest Appr. (EB) East Appr. (IB) 07:30 AH lo - — - -- 06:30 AH Left Thru Right Left Thru Riqht Left Thru Right Left Thru Right Lane Inside 1111 1 Config- (left) 2 1 1 urations 3 4 Outside 5 Lane Settinqs 0 1 0 1 1 0 0. 0 0 1 0 i Capacity 0 1700 0 1500 1700 OOOO 1500 0 1500 Do you nant separate North/South phases (Yes/Noj? No Do you Kant separate East/lest phases (Yes/No)'? No Efficiency Lost Factor 0.10 Hourly Voluse 0 264 40 126 402 0 0 0 0 !7 0 46 Utilization Factor 0.00 0,13 0.00 0,08 0.24 0.00 0.00 0.00 0.00 0.01 0.00 0.03 ICU Ratio = 0,39 LOS = A Turning Hovesents at Intersection of CARLSBAD BLVD and CANNON RD Tise: 07:30 AH to 08:30 AH North Approach CARLSBAD BLVD Date: 02/28/89 Day; Tuesday 833 <- Total Nase: JSG 528 310 <- Subtotals Sub- 0 402 126 Total totals 111 " ' Sub- I <-• V '-> \ " totals Total E e 0 < 1 ; a 5 •'• "•— 46 . s to : " <— 0 63 t 0 —' 1 /— 17 A 0 0 -> 1 1 229 A p 0 —" . North V p p 1 > 166 p V <-, " /-> CANNON RD i ! I 0 264 40 Subtotals -> 419 304 Total -> 723 Note; Left-turn voluies include South Approach U-turns. CARLSBAD BLVD at CANNON RD Lane Configuration for Intersection Capacity Otilization Page 3 of 3 Pk. Hr. Tiie Period; So. Approach (NB) No. Approach (SB) lest Appr. (EB) East Appr. (IB) 04:30 PH to 05:30 PH Left Thru Right Left Thru Right Left Ihru Riaht Left Thra Riqht Lane Inside 1111 ! Confio- (left) 2 1 ' i urations 3 i Outside 5 Lane Settinqs 0 1.0110000101 Capacity 0 1700 0 1500 1700 OOOO 1500 0 1500 Do you sant separate North/South phases (Yes/No)'' No Do you nant separate East/lest phases (Yes/Noj? No Efficiency Lost Factor 0.10 Hourly Voluie 0 603 27 71 472 0 0 0 0 23 0 172 Utilization Factor 0.00 0,37 0.00 0.05 0.23 0.00 0.00 0.00 0.00 0.02 0.00 0.11 ICU Ratio = 0.43 LOS = B Turning Hoveients at Intersection of CARLSBAD BLVD and CANNON RD Tiie: 04:30 PH to 05:30 PH North Approach CARLSBAD BLVD Date; 02/23/89. Day: Tuesday 1313 <- Total Naie: JSS 543 775 <- Subtotals Sub- 0 472 71 Total totals 111 " Sub- I <-' V '-> 1 " totals Total £ e 0 < 1 ; —- a s " "— 172 s to ; " <— 0 200 t 0 —' ; /— 23 A 0 0 -> . ; 1 293 A 5 0 —' North V B p i > 93 p r V 1 r 1 <-, " /-> CANNON RD Vlll 0 603 27 Subtotals -.> 500 630 Total -> 1130 Note: Left-turn voluies include South Approach U-turns. ihk & associates CITY OF CARLSBAD WINTER 1989 INTERSECTION ANALYSIS SUMMARY Intersection Number: 24 Intersection Location: Carlsbad Boulevard and Poinsettia Lane CONTENT PAGE Turn Movement Count Summary (A.M. and P.M.) 1 of 3 A.M. Peak Hour ICU Analysis and Turn Movement Dif^am 2 of 3 P.M. Peak Hour ICU Analysis and Turn Movement Diagram 3 of 3 A2-101 JHK ft Rs^lM^tes Traffic Counting Progran Turning Movenent Counts Fi lel^R7AM.HK 1 Data Collected by: JSG Page 1 of 3 City: CHRLSBAD Intersection .sf: N/S Street: CRRLSBRD BLVD E/H Street: POINSETTIA LANE Count Date: 03/02/89 Day of Heek:Thursday Heather: RAIN Traffi< No. of ; Control: Pha-ses: South Hpproach CNB) North Approach CSB) •ti gnal i sed 5 Hest Approach CEB) East Approach CHB) 15 nin. Totals End o nin. 3rd. L.3ft U-Trn Thru Ri ght Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Ped:s Left U-Trn Thru Ri ght Peds Vehi cl3 Peds 06: 15 AM 0 0 1 3 0 2 0 12 0 3 0 0 0 0 0 3 0 0 1 1 28 1 06:30 AM 0 0 33 3 0 9 0 21 0 5 0 0 0 0 0 5 0 0 3 0 71 5 06:15 AM 0 0 27 1 0 9 0 35 1 2 0 0 0 0 0 17 0 0 7 1 100 Z* 07:00 RM 0 0 33 18 0 7 0 53 3 5 0 0 0 0 0 11 0 0 17 115 i' 07:15 AM 0 0 32 9 0 11 1 17 0 0 0 0 0 0 0 20 1 0 6 0 125 0 07:30 RM 0 0 38 8 0 13 0 60 2 0 0 0 0 0 20 0 0 3 115 07:15 RM * 0 0 78 19 0 13 0 11 1 1 0 0 0 0 0 27 0 0 18 1 203 08:00 AM X 0 0 18 5 0 8 1 55 0 2 0 0 0 0 0 15 1 0 17 0 118 08:15 AM X 0 0 70 6 0 15 1 29 1 3 0 0 0 0 0 20 1 0 16 2 157 Cj 08:30 AM X 0 0 60 13 0 16 0 51 1 5 0 0 0 0 0 21 0 0 15 1 177 & 08:15 AM 0 0 53 5 0 26 0 61 2 2 0 0 0 0 0 20 0 0 18 1 188 09:00 AM 0 0 55 16 0 10 0 11 2 1 0 0 0 0 0 13 0 G 19 0 159 1 Max. 15 nin. 0 0 78 19 0 26 1 61 1 5 0 0 0 0 0 27 1 0 19 2 203 7 Pk. Hr. Vol. 0 0 256 13 0 52 2 179 6 11 0 0 0 0 0 83 2 0 66 1 685 15 07:30 AM Pe.ak Inter secti cm Traffic in Pk. Hr.= 665 Pe.ak Hr . Factor 0.31 08:30 RM Hour Inter section Pd strns in Pk. Hr.= 15 03:15 PM 0 0 79 27 0 19 0 77 3 0 0 0 0 0 0 19 0 0 38 0 262 0 01:00 PM 0 0 68 10 0 16 0 61 3 0 0 0 0 0 0 17 0 0 13 • 191 2 01: 15 PM 0 0 71 16 1 16 0 51 5 0 0 0 0 0 0 11 0 0 11 2 181 01:30 PM 0 0 65 19 1 18 1 63 .::. 0 0 0 0 0 0 26 0 0 7 0 200 1 01:15 PM X 0 0 78 11 1 19 0 71 7 0 0 0 0 0 0 27 1 0 22 0 235 1 05:00 PM X 0 0 71 13 0 22 1 55 7 0 0 0 0 0 0 15 1 0 19 1 205 1 05:15 PM X 0 0 88 21 0 22 1 68 2 0 0 0 0 0 0 20 1 G 12 6 233 e, 05::30 PM X 0 0 69 22 0 12 1 68 2 0 0 0 0 0 0 30 0 23 zi 216 ,-i 05:15 PM 0 0 70 21 0 10 1 59 3 0 0 0 0 0 0 17 1 0 11 1 191 1 06:00 PM 0 0 53 17 1 8 0 58 1 0 0 0 0 0 0 21 0 0 6 0 167 1 06:15 PM 0 0 56 15 0 5 0 31 2 0 0 0 0 0 0 12 0 0 1 0 122 0 06:30 PM 0 0 50 17 0 8 1 36 0 0 0 0 0 0 0 10 0 G 26 0 117 0 Max. 15 nin. 0 0 89 27 1 22 1 77 7 0 0 0 0 0 0 30 2 0 38 6 262 6 Pk. Hr. Vol. 0 0 329 67 1 75 3 262 18 0 0 0 0 0 0 92 5 G 76 10 919 11 01::30 PM Peak I nter section Traffic in Pk. Hr.= 919 Peak Hr . Factor 0.93 05:30 PM Hour Inter seizticin Pdstrns in Pk. Hr.= 11 CARLSBAD BLVD at POINSETTIA LANE Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Tise Period: So, Approach (NB) No, Approach (SB) West Appr. (EB) East Appr. (WB) 07:30 AM to 08:30 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 111 1 Config- (left) 2 111 1 urations 3 1 4 1 Outside 5 Lane Settings 0 2 0 12 10 0 0 10 1 Capacity 0 3400 0 1500 3400 1500 0 0 0 1500 0 1500 Do you want separate North/South phases (Yes/No)? No Do you want separate East/West phases (Yes/No)? No Efficiency Lost Factor 0.10 Hourly Voluse 0 256 43 52 179 6 0 0 0 83 0 66 Utilization Factor 0.00 0.09 0.00 0.03 0.05 0.00 0.00 0,00 0.00 0.06 0,00 0,04 ICU Ratio = 0,28 ' LOS = A Turning Movesents at Intersection of CARLSBAD BLVD and POINSETTIA LANE Tise: 07:30 AM to 08:30 AM North Approach CARLSBAD BLVD Date: 03/02/89 Day: Thursday 559 <- Total Nase: JSG 237 322 •(- Subtotals Sub- 6 179 52 Tota! totals 1 1 1 •'" Sub- W —— <-• V 1 totals Tota! E e 6 < 1 ; a 5 "— 66 s t 6 1 " <— 0 149 t 0 —' 1 /— 83 A 0 0 -> 1 1 244 A p 0 —' North y p p 1 —-> 95 p r V <-, I-y POINSETTIA LANE 1 i i 0 256 43 Subtotals -> 262 299 Total -) 561 Note; Left-turn voluses include South Approach U-turns, CARLSBAD BLVD at POINSETTIA LANE Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk, Hr. Tise Period: So. Approach (NB) No, Approach (SB) West Appr, (EB) East Appr, (WB) 04:30 PM to --' 05:30 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 111 1 Config- (left) 2 111 1 urations 3 1 4 1 Outside 5 Lane Settings 0 2 0 12 10 0 0 10 1 Capacity 0 3400 0 1500 3400 1500 0 0 0 1500 0 1500 Do you want separate North/South phases (Yes/No)? No Do you want separate East/iiest phases (Yes/No)? No Efficiency Lost Factor 0,10 Hourly Voluse 0 329 67 75 262 13 0 0 0 92 0 76 Utilization Factor 0.00 0.12 0.00 0.05 0.03 0.01 0.00 0,00 0,00 0,06 0,00 0,05 ICU Ratio = 0,33 LOS = A Turning Movesents at Intersection of CARLSBAD BLVD and POINSETTIA LANE Tise: 04:30 PH to 05:30 PM North Approach CARLSBAD BLVD Date: 03/02/89 Day; Thursday 760 <- Total Nase: JSG 355 405 <- Subtotals Sub- 18 262 75 Tota! totals 11 1 • " • Sub- W V 1 totals Tota! E e 18 < 1 1 — a s " '— 76 . s t 18 1 " <— 0 168 t 0 — • 1 /— 92 A 0 0 -> 11 310 A p 0 —' North V p p 1 > 142 p r V 1 r 1 <-, " I-y POINSETTIA LANE V 111 0 329 67 Subtotals -.> 354 396 Tota! -> 750 Note: Left-turn voluses include South Approach U-turns. ihk & associates CITY OF CARLSBAD WINTER 1989 INTERSECTION ANALYSIS SUMMARY Intersection Number: 25 Intersection Location: Cannon Road and Paseo del Norte CONTENT PAGE Turn Movement Count Summary (A.M. and P.M.) 1 of 3 A.M. Peak Hour ICU Analysis and Turn Movement Diagram 2 of 3 P.M. Peak Hour ICU Anal3^is and Turn Movement Diagram 3 of 3 A2-105 JHK ft Fls:5ociates Traffic Counting Progran Turning Movenent Counts File:CBlORM.HK 1 Data Collected by: JSG Page 1 of 3 City: CARLSBAD Intersection of: N/S Street: PflSEO DEL NORTE E/H Street: CANNON Count Date: 02/28/89 Day of Heek:Tuesday Heather: CLEAR Traffic Control: Unsignalized No. of Phases: 0 South Rpproach CNB) North Approach CSB) Hest Hpproach CEB) East Approach CHB) 15 nin. Total: nin. 1 3rd. Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U -Trn Thru Right Peds Left U-Trn Thru Ri ght Peds Vehicls Peds 06:15 HM 5 0 0 0 0 0 0 0 0 0 0 0 1 11 0 0 0 1 0 0 21 0 06:30 AM 1 0 0 0 0 0 0 0 0 0 0 0 0 15 0 1 0 1 0 0 21 0 06:15 FlM 19 0 0 0 0 0 0 0 0 0 0 0 1 52 3 1 0 2 0 0 75 3 07:00 RM 5 0 0 1 1 0 0 0 0 0 0 0 2 78 0 0 0 5 0 0 91 1 07:15 HM 8 0 0 1 0 0 0 0 0 0 0 0 1 90 0 0 0 0 0 0 103 0 07:30 AM 17 0 0 0 0 0 0 0 0 0 0 0 2 87 0 0 0 0 0 0 106 0 07:15 AM X 27 0 0 1 3 0 0 0 0 0 0 0 15 151 1 0 0 0 0 0 200 1 06:00 AM X 12 0 0 1 0 0 0 0 0 0 0 0 10 196 1 3 0 5 0 0 262 1 08:15 HM * 19 0 0 1 2 0 0 0 0 0 0 0 9 121 0 5 0 2 0 0 193 08:30 AM X 35 0 0 8 3 0 0 0 0 0 0 0 13 76 2 3 0 1 0 0 136 5 08:15 AM 60 0 0 3 0 0 0 0 0 0 0 0 7 79 0 1 0 3 0 0 153 0 09:00 AM 11 0 0 6 0 0 0 0 0 0 0 d 3 65 1 7 0 0 0 1 122 2. Max. 15 nin. 60 0 0 8 3 0 0 0 0 0 0 0 15 198 1 7 0 Cj 0 1 262 5 Pk. Hr. Vol. 153 0 0 20 3 0 0 0 0 0 0 0 17 552 7 11 0 8 0 0 791 15 07:30 AM Peak Inters ecti on Traffic in Pk. Hr.= 791 Peak Hr. Factor 0.75 08:30 RM Hour Inters ecti cm Pds itrns in Pk. Hr.=: 15 03:15 PM 37 0 0 12 0 0 0 0 0 0 0 0 7 59 1 5 0 •:3 0 0 173 1 01:00 PM 99 0 0 13 0 0 0 0 0 0 0 0 9 55 0 6 0 6 0 0 188 0 01:15 PM 71 0 0 11 0 0 0 0 0 0 0 0 7 81 0 2 0 9 0 0 181 0 01:30 PM 93 0 0 11 0 0 0 0 0 0 0 0 6 78 1 2 0 1 0 0 191 1 01:15 PM * 109 0 0 7 0 0 0 0 0 0 0 0 2 69 0 0 0 5 0 0 192 0 05:00 PM X 110 0 0 16 0 0 0 0 0 0 0 0 1 58 0 0 0 1 0 0 219 0 05:15 PM X 121 0 0 7 0 0 0 0 0 0 0 0 2 18 0 0 3 0 c 183 tl 05:30 PM X 129 0 0 6 0 0 0 0 0 0 0 0 7 57 0 2 0 10 0 0 213 0 05:15 PM 112 0 0 8 0 0 0 0 0 0 0 0 5 31 0 1:1 0 7 0 0 165 0 06:00 PM 61 0 0 8 0 0 0 0 0 0 0 0 1 12 1 0 0 6 0 0 121 1 06:15 PM 67 0 0 2 0 0 0 0 0 0 0 0 1 31 0 1 0 5 0 0 110 Cl 06:30 PM 53 0 0 11 0 0 0 0 0 0 0 0 6 11 0 6 0 1 0 0 ' 91 Cl Max. 15 nin. 110 0 0 16 0 0 0 0 0 0 0 0 9 81 1 6 0 10 0 2 219 cl- Pk. Hr. Vol. 199 0 0 38 0 0 0 0 0 0 0 0 12 232 0 1 0 22 0 2 807 01:30 PM Peak Inters eiiti on Traffic in Pk. Hr.= 807 Peak Hr. Fa ctor 0.92 05:30 F'M Hour Inters ecti cn Pds trns in Pk. Hr.= 2 PASEO DEL NORTE at CANNON Lane Configuration for Intersection Capacity Otilization Page 2 of 3 Pk, Hr. Tiie Period: So. Approach (NE) No. Approach (SB) lest Appr. (EB) East Appr. (IB) 07:30 AH to -• - 03:30 .AH Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 11 11 Config- (left) 2 1 . Ill urations 3 4 Outside 5 Lane Settings 10 10 0 0 0 2 0 110 Capacity 1500 0 1500 OOOO 3400 0 1500 1700 0 Do you nant separate North/South phases (Yes.'No)? No Do you ifant separate East/lest phases (Yes/.No)? No Efficiency Lost Factor 0.10 Hourly Voluie 153 0 20 0 0 0 0 47 552 11 3 0 Utilization Factor 0,10 0.00 0.01 0.00 0.00 0.00 0,00 0,18 0.00 0.01 0.00 0.00 ICO Ratio = 0.39 LOS = A Turning Hoveients at Intersection of PASEO DEL NORTE and CANNON Tiie: 07:30 AH to 08:30 AR North Approach PASEO DEL NORTE Date: 02/28/89 Day: Tuesday 0 <- Total Naie: JSG 0 0 <- Subtotals Sub- 0 0 0 Total totals 111 ' Sub- I <-' V '-.> 1 * totals Total E e 141 <-— 1 1 — a 5 ' ' '— 0 5 t 740 _ 1 * <— 8 19 t 0 —' 1 /— 1.1 A 599 47 -> 11 84 A p 552 —' North V p p 1 >- 67 . p r V ; r 1 <-, * I-y CANNON Vlll 153 0 20 Subtotals -> 543 173 Total-) 734 Note: Left-turn voluses include South Approach U-turns. PASEO DEL HORTE at CANNON Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Tue Period; So. Approach (NB) No. Approach (SB) lest Appr. (EB) East Appr, (IB) 04:30 PH to - - 05:30 PH Left Thru Right Left Thru Right Left Thru Right Left Ihru Right Lane Inside 11 11 Config- (left) 2 1 111 urations 3 4 Outside 5 Lane Settings 10 10 0 0 0 2 0 110 Capacity 1500 0 1500 OOOO 3400 0 1500 1700 0 Do you aant separate North/South phases (Yes/No)? No Do you »ant separate East/lest phases (Yes/No)? No Efficiency Lost Factor 0.10 Hourly Voluie .499 0 38 0 0 0 0 12 232 4 22 0 Utilizatioo Factor 0.33 0.00 0,03 0,00 0.00 0.00 0.00 0,07 0,00 0,00 0,01 0,00 ICU Ratio = 0,51 LOS = A • Turning Hoveients at Intersection of PASEO DEL NORTE and Tiie: 04:30 PH to 05:30 PH North Approach PASEO DEL NORTE Date: 02/28/89 Day: Tuesday 0 <- Total Naie: JSG 0 0 <- Subtotals Sub- 0.0 0 Totai totals 11 1 " Sub- I <-' ^ V '-> 1 totals Tota! E e 521 < 1 1 a s * •— 0 s t 745 • 1 " <— 22 26 t 0 —' 1 /— 4 A 244 12 ~> 11 76 A p 232 —' North V p p ! > 50 p r- V I r ! <-, * /-> CANNON Vlll 499 0 38 Subtotals -> 236 537 Total -> 773 Note: Left-turn voluies include South Approach U-turns. -J hk & associates CITY OF CARLSBAD WINTER 1989 INTERSECTION ANALYSIS SUMMARY Intersection Number: 26 Intersection Location: Poinsettia Lane and Paseo del Norte CONTENT PAGE Turn Movement Count Summary (A.M. and P.M.) 1 of 3 A.M. Peak Hour ICU Analj^is and Turn Movement Diagram 2 of 3 P.M. Peak Hour ICU Analysis and Turn Movement Diagram 3 of 3 A2-109 JHK 6 AsiSBP'ates Traffic Counting Progran Turning Movenent Counts Fil^^^32AM.HKl Data Collected by: JSG Page 1 of 3 City: CRRLSBAD Intersection of: N/S Street: PASEO DEL NORTE E/H Street: POINSETTIA LANE Count Date: 03/02/89 Day of Heek:Thursday Traffic Control: Unsignalized Heather: CLOUDV No. of Phases: 0 South Approach CNB) North Approach CSB) Hest Approach CEB) East Approach CHB) 15 nin. Totals End o- ni n. 1 Drd. Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds 1 Left U -Trn Thru Right Peds Left U-Trn Thru Right Peds Vehi cls Peds 06:15 AM 5 0 2 0 0 0 0 0 31 3 9 0 9 0 0 1 0 39 1 0 100 06:30 AM 3 0 1 0 0 0 0 0 37 2 8 0 10 I'i 0 0 33 CJ 99 1 06:15 AM 13 0 3 0 0 0 1 36 1 19 0 26 2 2' 0 0 77 11 3 190 6 07:00 AM 12 0 3 1 0 5 0 0 61 0 20 0 28 2 0 1 0 78 8 0 219 0 07: 15 RM K 11 0 5 0 1 3 0 0 93 3 30 0 12 1 0 0 0 111 11 277 6 07:30 RM « 3 0 5 0 1 2 0 0 52 1 10 0 13 2 1 1 0 13 13 1 111 7 07:15 RM X 17 0 7 0 0 1 0 3 67 2 37 0 28 3 '7> 0 0 101 11 281 6 08:00 RM * 7 0 1 1 0 1 0 1 65 0 17 0 22 3 1 1 0 76 15 0 213 1 08:15 AM 3 0 1 0 0 2 0 2 12 0 31 0 8 •y 0 0 0 50 6 0 117 0 08:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 09:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Max. 15 nin. 17 0 7 1 1 5 0 •3 93 3 17 0 28 3 1-1 0 111 15 281 7 Pk. Hr. Vol. 38 0 21 1 2 10 0 1 277 6 121 0 75 9 7 2 0 331 Si 3 5 915 20 07:00 AM Peak Inters lection Traffic in Pk. Hr.-915 Peak Hr. Fai ctor 0.81 08:00 AM Hour Inters lecti on Pdstrns in Pk. Hr.-20 03:15 PM 6 0 9 1 0 8 0 •jJ 32 0 10 0 59 17 0 3 0 17 0 231 0 01:00 PM 9 0 3 0 1 9 0 1 56 0 53 0 73 15 0 0 0 10 5 0 269 1 01: 15 PM 5 0 0 0 1 1 0 1 20 0 23 G 10 5 0 0 0 35 2 0 110 1 01:30 PM 6 0 5 1 0 11 0 3 30 0 69 G 73 20 0 0 0 11 0 271 G 01:15 PM 5 0 2 0 0 1 0 1 21 0 56 0 16 11 0 0 0 11 3 0 172 0 05:00 PM 2 0 0 2 0 9 0 3 10 0 61 G 19 10 0 0 0 26 T' 0 209 0 05:15 PM X 8 0 1 0 0 9 0 6 38 0 76 0 76 9 0 0 0 23 2 .^1 218 3 05:30 PM « 1 0 6 2 0 12 0 1 17 0 73 0 67 12 0 0 0 26 < 0 257 0 05:15 PM » 1 0 0 0 3 7 0 1 37 0 60 0 51 12 0 0 0 35 5 0 218 3 06:00 PM * 5 0 1 0 0 11 0 6 12 0 60 0 76 11 0 0 0 30 3 0 25G 0 06:15 PM 3 0 2 0 0 7 0 1 33 0 52 0 50 8 0 0 0 28 5 0 192 0 06:30 PM 6' 0 0 0 1 5 0 2 19 0 11 0 32 6 0 0 0 21 7 0 112 1 Max. 15 nin. 9 0 9 2 3 11 0 7 56 0 0 78 20 13 3 0 17 9 271 3 Pk. Hr. Vol. 21 0 8 2 3 12 0 17 161 0 269 0 275 11 0 0 0 111 17 3 973 6 05:00 PM Peak Inters lecti on Traffi c in Pk. Hr.= 973 Peak Hr. Fa. -tor 0.95 06:00 PM Hour I nter secti.:m Pdstrns in Pk. Wr.-6 PASEO DEL NORTE at POINSETTIA LANE Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Tise Period: So. Approach (NB) No. Approach (SB) West Appr. (EB) East Appr. (WB) 07:00 AM tc 08:00 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 11111 1 11 Config- (left) 2 1111 1 urations 3 4 Outside 5 Lane Settings 0 10 110 110 0 11 Capacity 0 1500 0 1500 1700 0 1500 1700 0 0 1500 1500 Do you want separate North/South phases (Yes/No)'? No Do you want separate East/West phases (Yes/No)'? No Efficiency Lost Factor 0.10 Hourly Voiuse 38 21 1 10 4 277 124 75 9 2 331 53 Utilization Factor 0.00 0.04 0.00 0.01 0.17 0.00 0.08 0.05 0.00 0.00 0.22 0.04 ICU Ratio = 0.57 LOS = A Turning Movesents at Intersection of PASEO DEL NORTE and POINSETTIA LANE Tise: 07:00 AH to 08:00 AM North Approach PASEO DEL NORTE Date: 03/02/89 Day; Thursday 489 <- Total Nase: JSG 291 198 <- Subtotals Sub- 277 4 10 Total totals .1 1 1 '" Sub- W -— <-' V "-> 1 totals Total E e 444 < 1 1 a s ^ ••— 53 5 t 854 1 <— 331 386 t 124 —' 1 ' /-1 A 208 75 -> 11 472 A p 9 —' North V p p 1 > 86 p r V 1 r I <-, " i-y POINSETTIA LANE Vlll 38 21 1 Subtotals -y 15 60 Total -> 75 Note; Left-turn voiuaes include South Approach U-turns. • PASEO DEL NORTE at POINSETTIA LANE Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Tise Period: So. Approach (NB) No. Approach (SB) West Appr. (EB) East App,--. (WB) 05:00 PM to 06:00 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 11111 1 11 Config- (left) 2 1111 1 urations 3 4 Outside 5 Lane Settings 0,10110110011 Capacity 0 1500 0 1500 1700 0 1500 1700 0 0 1700 1500 Do you want separate North/South phases (Yes/No)? No Do you want separate East/West phases (Yes/No)? No Efficiency Lost Factor 0.10 Hourly Voluse 21 3 2 42 17 164 269 275 44 0 114 17 Utilization Factor 0.00 0.02 0,00 0,03 0.11 0,00 0.18 0.19 0.00 0.00 0,07 0,01 ICU Ratio = 0,45 LOS = A Turning Movesents at Intersection of PASEO DEL NORTE and POINSETTIA LANE Tiae: 05:00 PM to 06:00 PH North Approach PASEO DEL NORTE Date: 03/02/89 Day; Thursday 517 <- Total Nase; JSG 223 294 <- Subtotals Sub- 164 17 42 Total totals 1 1 1 •'" Sub- W —— <-' V '-> \ ' totals Total E e 2?» < 11 a 5 " "— 17 s t 887 1 " <— 114 131 . t 269 —•• 1 /— 0 A 588 275 -> 1 1 450 A p 44 —' ' North V D p 1 > 319 p r POINSETTIA LANE 21 Subtotals -> 61 31 Total -> 92 Note: Left-turn voluses include South Approach U-turns, • ihk & associates CITY OF CARLSBAD WINTER 1989 INTERSECTION ANALYSIS SUMMARY Intersection Number: 27 Intersection Location: Monroe Street and Marron Road CONTENT PAGE Turn Movement Count Summary (A.M. and P.M.) 1 of 3 A.M. Peak Hour ICU Analysis and Turn Movement Diagram 2 of 3 P.M. Peak Hour ICU Analysis and Turn Movement Diagram 3 of 3 A2-113 JHK fe Associates Traffic Counting Progran Turning Movenent Counts File:CB6FiM.HKl Data Collected by: JSG Page 1 of 3 City: CRRLSBAD Intersection of: N/S Street: MONROE E/H Street: MARRON Count Date: 02/15/89 End of 15 nin. prd. 06:15 AM 07:00 RM 07:15 AM 07:30 AM 07:15 AM * 08:00 AM s 08:15 RM J 08:30 HM > 08:15 AM 09:00 RM Day of Heek: Hednesday Traffic Control: Sii gnal ised Heather: CLEAR No. of Phases: 8 South Approach CNB) North Approach CSB) Hest Hpproach CEB) East Approach CHB) 15 nin. Totals Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicls Peds 18 20 19 37 50 30 31 35 29 29 0 0 0 0 0 0 0 0 0 0 5 7 11 11 12 12 12 11 18 8 0 0 1 2 1 0 0 0 1 Cl 16 16 23 21 21 33 26 10 27 13 12 21 11 30 37 19 21 17 15 22 5 8 9 10 11 17 10 15 8 21 27 23 17 22 78 101 129 112 116 111 111 151 128 152 0 0 Max. : 15 nin. 50 0 9 18 0 3 0 1 6 0 1 2 13 11 0 10 3 27 Zl 1 152 1 Pk. Hr. Vol. 116 0 22 17 0 1 0 5 13 0 7 1 123 91 0 31 5 79 8 1 579 1 07:30 HM Peak Intersection Traffic in Pk. Hr 579 Peak Hr. Fac :tor 0.96 06:30 HM Hour Intersection Pdstrns in Pk. Hr • ~ 1 03:15 PM 11 0 13 27 2 9 0 16 31 0 17 0 96 18 1 21 0 98 11 1 131 1 01:00 PM 39 0 22 21 1 15 0 16 35 1 15 c 77 52 0 18 1 102 7 119 1 01:15 PM 51 0 12 11 0 12 0 18 23 0 17 1 106 57 0 21 2 120 8 0 162 0 01:30 PM 38 0 11 13 1 17 0 10 30 1 15 0 61 35 0 19 0 123 7 0 382 2 01:15 PM 17 0 23 21 2 13 0 15 26 2 16 1 112 55 1 17 1 77 16 1 113 9 05:00 PM X 35 0 17 31 1 11 0 21 35 1 19 2 96 19 0 31 0 116 15 1 185 3 05:15 PM X 51 0 16 25 0 11 0 29 13 0 16 0 111 53 0 26 1 86 11 0 156 0 05:30 PM X 66 0 29 27 2 13 0 20 22 1 17 1 126 60 0 31 1 111 9 2 531 5 05:15 PM X 10 0 25 25 0 12 0 17 25 0 19 1 78 16 0 36 1 111 15 0 119 0 06:00 PM 38 0 16 20 0 8 0 18 22 1 20 1 101 56 0 17 1 101 11 1 133 i::! 06:15 PM 29 0 16 16 0 8 0 26 30 0 23 2 102 18 0 18 0 103 8 0 129 0 06:30 PM 32 0 22 15 0 11 0 25 25 1 26 0 57 29 0 20 0 61 17 0 313 1 Max. 15 nin. 66 0 29 31 2 17 0 29 35 2 26 126 60 1 36 2 123 17 1 531 9 Pk. Hr. Vol. 195 0 87 111 3 50 0 67 100 2 71 1 111 208 0 127 3 121 50 3 1921 8 01:15 PM Peak I nter section Traffic i n Pk. Hr 1921 Peak Hr. Fac tor 0.90 05:15 PM Hour Intersecticm Pdstr ns i n Pk. Hr . = 6 HONROE at HARRON Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Tiie Period: So. Approach (NB) No, Approach (SB) lest Appr, (EB) East Appr, (IB) 07:30 AH to - 08:30 AH Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 11 11 1 Config- (left) 2 111 1 1 urations 3 11111 4 Outside 5 Lane Settings 110 11112 0 12 0 Capacity 1500 1700 0 1500 1700 1500 1500 3400 0 1500 3400 0 Do you nant separate North/South phases (Yes/No)? No Do you sant separate East/lest phases (Yes/No)? No Efficiency Lost Factor 0,10 Hourly Voluie 144 22 47 4 5 13 7 123 94 3! 79 3 Otilization Factor 0,10 0,04 0.00 0.00 0.00 0.01 0.00 0.04 0.00 0,02 0,03 0,00 ICU Ratio = 0,29 LOS = A Turning Hoveients at Intersection of HONROE and HARRON Tiie: 07:30 AH to 08:30 AH North Approach HONROE Date: 02/15/89 Day: Iednesday 59 <- Totai Naie: JSG 22 37 <- Subtotals Sub- 13 5 4 Total totals 111 " Sub- I <-' V '-•> 1 * totals Total £ e 238 < 1 1 a 5 " '— 3 s t 442 i * <— 79 113 t 7 —' 1 /— 31 A 224 123 ~> 1 1 292 A p 94 — • North V p p 1 > 174 p r VI r : <-, " I-y HARRON Vlll 146 22 47 Subtotals -> 130 215 Total -> 345 Note: Left-turn voluies include South Approach O-turns. HONROE at HARRON Lane Configuration for Interseclion Capacity Utilization Page 3 of 3 Pk. Hr. Tiie Period; So, Approach (NB) No, Approach (SB) lest Appr. (EB) East Appr. (IB) 04:45 PH to . — —- 05:45 PH Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 11 1 1 1 Config- (left) 2 111 1 1 urations 3 11111 4 Outside 5 Lane Settings 110 11112 0 12 0 Capacity 1500 1700 0 .1500 1700 1500 1500 3400 0 1500 3400 0 Do you nant separate North/South phases (Yes/No)? No Do you nant separate East/lest phases (Yes/No)? No Efficiency Lost Factor 0.10 Hourly Voluie 195 37 111 50 37 100 71 411 203 127 424 50 Utilization Factor 0.13 0,12 0,00 0,03 0,05 0,07 0,05 0,13 0,00 0,03 0,14 0,00 ICU Ratio = 0,56 LOS = A # Turning Hoveients at Intersection of HONROE and Tiie: 04:45 PH to 05:45 PH North Approach HONROE Date: 02/15/89 Day: Iednesday 445 <- Total Naie: JSG 237 208 <- Subtotals Sub- 100 37 50 Total totals 111 " Sub- I . <-' V '-> ; " totals Total £ e 719 <-—- ; ; a s ' '— 50 5 t 1409 1 ' <— 424 601 t 71 —' 1 /— 127 A 690 411 "> 1 1 1173 A p 208 — • North V p p ! > 572 p r V 1 r ! " I-y HARRON Vlll 195 87 111 Subtotals -> 422 393 Total -> 815 Note: Left-turn voluies include Soath Approach U-turns, -J hk & associates CITY OF CARLSBAD WINTER 1989 INTERSECTION ANALYSIS SUMMARY Intersection Number: 28 Intersection Location: Monroe Street and Elm Avenue CONTENT PAGE Turn Movement Count Summary (A.M. and P.M.) 1 of 3 A.M. Peak Hour ICU Analysis and Turn Movement Diagram 2 of 3 P.M. Peak Hour ICU Analysis and Turn Movement Diagram 3 of 3 A2-117 JHK 6 Associates Traffic Couriting Progran Turning Movenent Counts File:CBlAM.HKl Data Collected by: JSG Pag.? 1 of 3 City: CARLSBAD Intersection of: N/S Street: MONROE E/H Street: ELM Count Date: 02/11/89 Day of Heek:Tuesday Traffic Control: Signalized Heather: CLEAR No. of Phases: 7 South Approach CNB) North Approach CSB) Hest Hpproach CEB) East Approach CHB) 15 nin. Totals End of 15 nin. 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 Vehicls Peds 06:15 AM 9 0 ' 12 0 2 3 0 5 21 1 5 0 20 6 0 5 0 65 0 1 151 1 07:00 AM 29 0 12 1 1 2 0 11 26 1 8 1 22 11 1 1 1 75 6 0 213 6 07:15 AM 10 0 16 6 0 3 0 51 27 7 17 1 21 10 1 20 0 56 1 2 271 10 07:30 AM » 21 0 36 6 0 1 0 36 33 1 17 0 31 25 0 17 0 70 20 1 323 5 07:15 AM » 19 0 26 0 2 2 0 17 11 1 17 0 36 6 0 6 0 88 1 2 262 8 06:00 AM * 15 0 19 3 2 1 0 6 10 6 28 1 35 8 0 3 0 77 1 1 236 9 08:15 RM K 22 0 18 2 3 2 0 9 18 3 20 0 31 7 0 9 1 116 2 0 268 6 08:30 AM 12 0 19 1 1 2 0 11 36 0 23 1 17 11 0 3 0 79 1 1 259 2 08:15 RM 15 0 10 0 0 2 0 7 30 1 19 0 17 13 0 1 0 76 5 0 225 1 09:00 RM 18 0 19 2 0 0 0 5 29 0 28 , 0 31 7 0 1 0 71 5 0. 219 0 0 0 0 0 Max. 15 nin. 29 0 36 8 3 1 0 51 18 7 28 1 17 10 1 20 1 118 20 2 323 10 Pk. Hr. Vol. 77 0 99 13 7 9 0 70 165 17 82 1 136 16 0 35 1 353 21 1 1109 28 07:15 AM Peak Intersecticm Traffi c in Pk. Hr .= 1109 Peak Hr. Fac tor 0.86 06:15 AM Hour I nter secti on Pdstr ns i n Pk. Hr . ~ 28 03:15 PM 22 0 10 9 2 7 0 11 51 1 53 0 99 11 1 8 1 73 8 1 131 5 01:00 PM 25 0 38 8 1 6 0 36 63 3 16 0 81 11 0 0 15 11 1 375 5 01:15 PM 13 0 26 3 1 11 0 38 73 2 60 0 100 15 0 1 0 67 8 0 115 3 01:30 PM 15 0 31 3 1 11 0 12 58 0 52 0 109 26 1 1 0 59 12 0 125 2 01:15 PM 17 0 30 2 1 9 0 12 62 0 52 0 121 17 0 3 0 19 9 1 113 2 05:00 PM 11 0 31 1 2 20 0 16 59 61 1 87 31 0 2 0 65 9 0 126 1 05:15 PM * 16 0 35 10 0 18 0 50 51 0 61 1 121 31 0 8 0 53 8 0 188 0 05:30 PM X 13 0. 11 6 2 12 0 10 56 0 87 0 110 28 0 7 0 68 9 1 512 3 05:15 PM * 19 0 32 3 1 16 0 11 60 0 96 0 131 28 0 6 1 79 22 0 536 1 06:00 PM X 21 0 23 5 0 11 0 28 53 2 82 1 120 11 0 3 0 60 9 1 132 3 06:15 PM 12 0 36 3 1 15 0 39 53 0 71 0 96 19 0 0 1 55 5 0 107 1 06:30 PM 15 0 35 2 0 19 0 37 55 1 16 0 72 15 0 0 0 17 1 0 317 1 Max. 15 nin. 25 0 11 10 2 20 0 50 73 3 96 1 110 31 1 8 1 79 22 1 536 5 Pk. Hr. Vol. 69 0 131 21 3 60 0 162 225 2 316 <1 512 101 0 21 1 260 18 2 1963 7 05:00 PM Peak I nter seixtion Traffic in Pk. Hr .= 1966 Peak Hr. Fac :tor 0.92 06:00 PM Hour Intersection Pdstrns i n Pk. Hr 7 HONROE at ELH Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr, Tise Period: So, Approach (NB) No. Approach (SB) lest Appr. (EB) East Appr, (IB) 07:15 AH to 08:15 AH Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 1 1 1 1 1 Config- (left) 2 111 11 urations 3 11111 4 Outside 5 Lane Settings 0 2 0 11112 0 12 0 •Capacity 0 3200 0 1500 1700 1500 1500 3400 0 1500 3400 0 Do you nant separate North/South phases (Yes/No)? No Do you lant separate East/lest phases (Yes/No)? No Efficiency Lost Factor 0,10 Hourly Voluse 7? 99 13 9 70 165 82 136 46 35 353 24 Otilization Factor 0,00 0.06 0.00 0.01 0.04 0,11 0,05 0.05 0.00 0.02 0.11 0.00 ICU Ratio = 0.38 LOS = A Turning Hoveients at Intersection of HONROE and ELH Tiie: 07:15 AH to 08:15 AH North Approach HONROE Date: 02/14/89. Day: Tuesday 449 <- Total Naie: JSG 244 205 <- Subtotals Sub- 165 70 9 Total totals 111 " Sub- I <-' V •-> 1 totals Total £ e 595 <-— 1 1 a s " '— 24 5 t 9W ; * <— 353 412 t 82 —• 1 /— 35 A 264 134 ~> 1 1 570 A p 44 —' North V p p 1 —-> 158 p r V ! r 1 <-, ' /-> ELH U tri " III 77 99 13 Subtotals -> 151 189 Total -> 340 Note; Left-turn voluies include South Approach U-turns. # at ELH Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk, Hr. Tise Period: So. Approach (NB) No. Approach (SB) lest Appr. (EB) East Appr. (IB) 05:00 PH to 06:00 PH Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1111 1 1 Config- (left) 2 111 1 1 urations 3 11111 4 Outside 5 Lane Settings 0 2 0 11112 0 12 0 Capacity 0 32O0 0 1500 1700 1500 1500 3400 0 1500 3400 0 Do you lant separate North/South phases (Yes/No)? No Do you sant separate East/lest phases (Yes/No)? No Efficiency Lost Factor 0.10 Hourly Voluie 69 134 24 40 142 225 344 512 104 24 260 48 Utilization Factor 0,00 0,07 0,00 0,04 0,10 0.15 0.23 0,13 0,00 0.02 0,09 0,00 ICU Ratio = 0,57 LOS -- A • Turning Hoveients at Intersection of HONROE and ELH Tiie: 05:00 PH to 04:00 PH North Approach HONROE Date: 02/14/89 Day; Tuesday 975 <- Total Naie: JSG 447 528 <- Subtotals Sub- 225 142 40 Total totals 111 ' Sub- V <-' V 1 " totals Tota! £ e 554 <—- 1 1 a s " '— 48 5 t 1514 1 * <— 260 332 t 344 —' 1 /— 24 A 942 512 -> 11 928 A p 104 —' North V p 594 p V I r 1 <-, " I-y ELH U III » III 49 134 24 Subtotals -> 290 227 Total -> 517 Note: Left-turn voluies include South Approach U-turns, ihk & associates CITY OF CARLSBAD WINTER 1989 INTERSECTION ANALYSIS SUMMARY Intersection Number: 29 Intersection Location: Marron Road £md Jefferson 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 A2-121 JHK ft AssalP&tes Traffic Counting Progran Turning Movenent Counts Fi1eiBPrAM.HK1 Page 1 of 3 City: CARLSBAD Intersection .-jf: N/S Street: MRRRON E/H Street: JEFERSON Data Collected by: JSG Count Date: 02/15/89 D.:iy of Heek:Hednesday Traffic Control: Signalized Heather: CLEAR No. of Phases: 8 South Approach CNB) North Approa ch CSB) Hest Approach CEB) E.ast Bpproach (.V JB) 15 nin. Total: End of 15 Bpproach (.V End of 15 nin. prd. L.=.ft U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Ri ght Peds Vehi cl s Peds 06:15 AM 2 0 27 0 0 5 0 25 37 0 6 0 1 3 0 0 0 0 0 0 108 0 07:00 AM 5 1 35 3 0 18 1 12 13 0 11 0 3 1 0 2 0 0 1 0 167 0 07:15 AM 3 0 25 0 0 5 1 69 19 0 9 0 1 3 0 0 0 1 5 0 110 0 07:30 AM 5 1 11 0 0 9 1 15 16 0 9 0 2 0 1 0 0 3 0 166 0 07:15 AM » d 1 57 0 1 8 0 56 19 0 16 0 5 3 0 1 0 0 5 0 201 1 08:00 AM X 10 0 11 0 0 21 1 51 92 0 18 0 2 1 0 0 0 0 1 0 213 0 08:15 AM * 13 1 51 0 0 15 1 17 67 1 13 0 2 5 0 0 0 2 5 0 220 1 08:30 AM * 10 1 50 1 1 10 2 11 13 0 13 0 3 11 0 0 0 0 •=j 1 190 i::. 08:15 AM 7 0 13 0 1 15 0 11 52 0 21 0 1 8 0 0 0 3 2 0 199 1 09:00 AM 5 0 17 0 0 18 1 13 13 0 18 0 1 8 1 0 0 8 7 0 198 0 0 1 0 0 Max. 15 nin. 13 1 57 3 1 21 2 69 92 1 21 0 5 11 1 '7* 0 8 7 1 213 Pk. Hr. Vol. 35 3 202 1 2 51 1 195 251 1 67 0 12 23 0 1 0 11 1 857 1 07:30 AM Peak Inter secti tm Traffic in Pk. Hr.= 857 F'eak Hr. Factor 0, .68 08:30 AM Hour Inter section Pdstr ns in Pk. Hr.:: 1 03:15 PM 23 0 125 2 0 62 0 138 66 0 33 0 11 21 0 0 12 50 0 558 0 01:00 PM 27 1 112 2 0 51 156 81 1 15 0 11 15 0 0 11 61 0 610 1 01:15 PM 33 2 163 5 0 29 1 115 52 0 55 0 11 18 0 0 0 6 18 0 565 0 01:30 PM 35 1 161 0 73 1 120 73 0 52 • 0 6 21 0 1 0 9 12 0 602 G' 01:15 PM 27 1 128 0 0 81 0 121 69 0 51 0 12 19 0 21 0 9 51 0 570 0 05:00 PM X 37 2 131 2 0 65 0 111 70 0 75 0 21 21 1 0 0 8 19 1 627 05: 15 PM w 32 1 155 3 1 71 0 112 58 1 121 0 12 17 1 0 5 ?'G 1 688 1 05:30 PM X 21 0 180 2 0 101 0 195 52 1 11 0 12 23 3 1 0 17 6,0 0 708 1 05:15 PM * 31 0 169 0 0 75 1 163 67 0 60 0 9 22 1 1 0 11 60 0 676 1 06:00 PM 21 1 127 5 0 88 2 151 33 0 13 0 8 17 1 0 0 13 19 0 536 1 06:15 PM 27 1 133 1 0 16 0 117 27 0 32 0 3 11 0 0 0 12 59 0 198 0 06:30 PM 11 1 120 0 0 16 0 109 53 0 19 0 6 12 0 0 0 t'* 63 0 118 0 Max. 15 nin. 37 2 180 5 1 101 c 195 81 1 121 0 21 . 21 3 0 17 70 1 703 1 Pk. Hr. Vol. 121 3 635 7 1 315 1 619 217 '7* 297 0 51 86 6 1 0 15 239 c 2699 11 01:15 PM P< j.ak Inter seixti c.n Traffi c in Pk. Hr.= 2699 Peak Hr. Fa. ;tor 0. .95 05:15 PM Hour Inter section Pdstrns in Pk. Hr.= 11 MARRON at JEFERSON Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Tise Period: So. Approach (NB) No. Approach (SB) Hest Appr. (EB) East Appr. (WB) 07:30 AM to 08:30 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 11 1 1 1 Config- (left) 2 11 11 urations 3 . . 1 1 1 1 1 4 1 Outside 5 1 . Lane Settings 12 0 2 2 1111111 Capacity 1500 3400 0 2700 3400 1500 1500 1700 1500 1500 1700 1500 Do you want separate North/South phases (Yes/No)? No Do you want separate East/West phases (Yes/No)'? No Efficiency Lost Factor 0,10 Hourly Voluse 35 202 1 54 195 251 67 12 23 1 2 14 Utilization Factor 0.02 0,06 0.00 0,02 0,06 0.17 0.04 O.Oi 0.02 0,00 0.00 0.01 ICU Ratio = 0.34 LOS = A Turning Movesents at Intersection of MARRON and JEFERSON Tise: 07:30 AM to 08:30 AH North Approach MARRON Date: 02/15/89 Day: Wednesday 783 •(- Total Nase; JSG 500 283 <- Subtotals Sub- 251 195 54 Tota! totals 111 Sub- W <-" V •-> ; totals Total E e 288 < ; 1 a 5 " '—14 5 t 390 " 1 • <— 2 17 t 67 —• 1 /— 1 A 102 12 ~> 11 34 A p 23 —' North V p p 1 —-> 67 p r V 1 r 1 <-, " i-y JEFERSON V 1 1 1 35 202 1 Subtotals -> 219 Total -> 457 Note; Left-turn voluses include South Approach U-turns. 9 MARRON at JEFERSON Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Tise Period: So. Approach (NB) No. Approach (SB) West Appr. (EB) East Appr. (WB) 04:45 PM to 05:45 PM- Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 11 1 1 1 Config- (left) 2 11 1 1 urations 3 111 1 1 4 1 Outside 5 1 Lane Settings 12 0 2 2 1111111 Capacity 1500 3400 0 2700 3400 1500 1500 1700 1500 1500 1700 1500 Do you want separate North/South phases (Yes/No)? No Do you want separate East/West phases (Yes/No)? No Efficiency Lost Factor 0.10 Hourly Voluse 121 635 7 315 649 247 297 54 86 4 45 239 Utilization Factor 0.08 0.19 0.00 0,12 0,19 0.16 0.20 0.03 0,06 0.00 0.03 0.16 ICU Ratio = 0.76 LOS = C Turning Movesents at Intersection of MARRON and JEFE.RSON Tise: 04:45 PM to 05:45 PM North Approach MARRON Date: 02/15/39 Day; Wednesday 2332 <- Total Nase: JSG 1211 1171 <- Subtotals Sub- 247 649 315 Total totals ' 111" Sub- W <-• V '-> 1 totals Total E e 413 < ; ; a 5 ' '- '— 239 s t 850 ; <— 45 288 t 297 —' I /— 4 A 437 54 ~> 1 1 664 A p 86 —' • North V p p . 1 > 376 p r V 1 r 1 <-, I-y JEFERSON Vlll 121 635 7 Subtotals -> 739 763 Total -> 1502 Note: Left-turn voluses include South Approach U-turns. jhk & associates CITY OF CARLSBAD WINTER 1989 INTERSECTION ANALYSIS SUMMARY Intersection Number: 30 Intersection Location: Elm Avenue and Tamarack Avenue CONTENT PAGE Turn Movement Count Summary (A.M. and P.M.) 1 of 3 A.M. Peak Hour ICU Analysis and Turn Movement Diagram 2 of 3 P.M. Peak Hour ICU Analysis and Turn Movement Diagram 3 of 3 A2-125 Fl^S^i JHK ft RsSBciates Traffic Counting Progran Turning Movenent Counts FiTBP.:B 10AM.HK 1 D.ata Collected by: JSG Page 1 of 3 City: CARLSBAD Intersection of: N/S Street: TAMARACK E/H Street: ELM Count Date: Day of Heek: Thursd.ay Traffi c C.rjntrol : Unsi gnali zed 02/16/99 Heather ' = CLEAR No. of Ph.ase s: 0 South Approach CNB) North Approach CSB) Hest Approach C[ :B) East Approach CH B) 15 nin. Tt .tal: End of 15 — -— nin. 1 prd. Left O-Trn Thru Ri ght Peds Left U-Tr n Thru Right F'e.Js Left U~ Trn Thru Right Peds L< 3ft U-'frn Thru Ri ght Peds Vehicls F 'ed:!5 06: 15 RM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 06:;30 AM 1 0 0 0 1 0 0 10 6 0 0 0 2 5 1 1 0 13 0 0 11 06:-15 RM 8 0 0 0 0 0 0 17 5 0 1 0 1 10 0 8 0 15 0 0 65 D 07:00 RM 7 0 1 0 0 0 0 11 11 0 1 0 1 6 0 S 0 15 1 0 65 • 0 07: 15 RM r' 0 5 0 0 0 0 19 11 0 1 0 3 16 Cl. 5 0 23 0 0 93 •:) 07::30 RM 6 0 3 0 0 0 13 6 0 6 0 2 13 0 19 0 11 1 0 82 U 07:15 RM * 8 0 15 0 0 0 0 21 15 0 8 0 2 9 3 5 0 11 1 0 101 3 08:00 RM * 1'" 0 18 1 8 iC. 0 21 11 1 8 0 0 8 13 5 0 11 5 1 106 23 08: 15 RM * 7 0 29 1 3 1 0 36 33 0 70 0 6 •3 1 7 0 U 9 0 219 7 08:30 RM X 5 0 13 2 3 6 0 30 37 0 19 0 S 11 9 6 0 13 3 0 15:3 12 08:15 RM 8 0 6 1 3 0 0 13 11 0 1 0 2 11 0 1 . 0 12 0 0 72 3 09:00 RM 0 3 0 G 0 5 11 0 5 0 1 11 0 7 0 0 0 66 0 Max. 15 ni n B 0 29 3 8 6 0 36 :37 • 1 70 0 8 16 13 19 0 cZf 9 1 219 23 Pk. Hr. Vol 27 0 75 1 11 9 0 111 99 1 105 0 16 .37 29 23 0 cj-;:i 18 1 !:i79 15 07: :30 RM Pe.ak I nter: section Tr.= if fic in Pk. Hr. ,:::; 579 Peak Hr. Fac tor 0.66 OS: 30 RM Hour I nter sect ion Pdi itrns in Pk. Hr. 15 03:-15 PM ."i 0 0 1 0 0 r 1 0 8 G 16 }::{ 1 0 0 1 0 0 58 "'2 01:00 PM 9 0 11 3 5 0 0 10 7" 0 '3 0 11 7 1 3 0 9 1 0 86 6 01: 15 PM 17 0 10 7 1 0 0 12 10 0 12 G •-I Cj 11 1 .3 G '3 1 0 117 2 01:30 PM 11 0 19 1 10 0 0 10 9 2 9 0 11 1 1 0 12 0 2 96 15 01:15 PM i' 0 13 s 1 1 0 5 1 0 12 0 29 11 2 1 0 8 1 G 103 6 05:00 PM * 18 0 11 •3 2 1 0 1 8 0 17 G 16 10 1 1 0 '3 1 G 108 '3 05: 15 PM * 8 0 12 5 3 0 0 8 9 0 21 G 15 8 3 1 0 10 1 1 101 7 05::30 PM * 22 0 15 11 1 1 0 7 13 1 16 0 23 15 1 1 0 6 1 0 131 6 05:-15 PM s 13 0 20 1 0 G 0 6 1'^ 0 16 ^ G 21 13 •Ii 1 0 9 1 1 111 1 06:00 PM 11 0 11 5 1 0 0 2 1'^ 0 13 0 17 6 1 . 5 0 6 1 1 90 :3 06: 15 PM B 0 11 1 0 1 0 5 7 0 11 0 18 17 0 1 0 12 0 0 92 0 06::30 PM 11 0 9 7 0 0 0 9 6 0 11 0 13 7 0 0 0 13 1 G 90 ri Max. 15 lii n 22 0 20 11 10 1 0 12 13 iiii 21 0 29 17 1 5 0 13 1 131 15 Pk. Hr. Vol 61 0 58 29 6 0 25 :37 1 73 G 75 16 11 1 0 31 1' 151 20 01:15 PM Peak I nter sec-t .ion Traffic in Pk. Hr. 151 Peak Hr. Fac tor 0.86 05:15 PM Hour I n ter sect ion Pd; strns in Pk. Hr. 20 TAHARACK at ELH Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Tise Period: So. Approach (NB) No. Approach (SB) lest Appr. (EB) East Appr. (IB) 07:30 AH to - - - 03:30 AH Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 11 1111 111 Config- (left) 2 1 11 urations 3 1 4 Outside 5 Lane Settings 1 1 1 0 1 0 ! 1 0 0 1 0 Capacity 1500 1700 1500 0 1500 0 1500 1700 0 0 1500 0 Io you nant separate North/South phases (Yes/No)? No Do you sant separate East/lest phases (Yes/No)? No Efficiency Lost Factor 0.10 Hourly Voluse 27 75 4 9 114 99 105 16 37 23 52 13 Utilization Factor 0.02 0.04 0.00 0.00 0.15 0.00 0.07 0.03 0.00 0.00 0.06 0.00 ICU Ratio = 0.40 LOS = A Turning Hovesents at Intersection of TAHARACK and ELH Tise: 07:30 AH to 08:30 AH North Approach TAHARACK Date: 02/16/89 Day: Thursday 420 <- Total Nase: JSS 222 198 <- Subtotals Sub- 99 114 9 Total totals 111 " Sub- I - <-' V •-> 1 " totals Total E e 178 <—- ; ; —- a s " '— 18 s t 334 1 " <— 52 93 t 105 —' 1 /— 23 A 158 14 "> 11 122 A p 37 —' North V p p 1 > 29 p r V ; r 1 <-, " /-> ELH U 111 » lit 27 75 4 Subtotals -> 174 104 Total -> 280 Note: Left-turn voluies include South Approach O-turns. TAHARACK at ELH Lane Configuration for Intersection Capacity Otilization Page 3 of 3 Pk. Hr. Tise Period: So. Approach (NB) No. Approach (SB) lest Appr. (EB) East Appr. (IB) 04:45 PH to 05:45 PH Left Thru Right Left Thru Right Left Ihru Right Left Ihru Right Lane Inside 11 1111 111 Config- (left) 2 1 11 urations 3 1 4 Outside 5 Lane Settings 1110 10 110 0 10 Capacity 1500 1700 1500 0 1500 0 1500 1700 0 0 1500 0 Do you lant separate North/South phases (Yes/No)? No Do you sant separate East/lest phases (Yes/No)? No Efficiency Lost Factor 0.10 Hourly Voluie 61 58 29 2 25 37 73 75 46 4 34 7 Utilization Factor 0.04 0.03 0.02 0.00 0,04 0,00 0.05 0.07 0.00 0.00 0.03 0,00 ICU Ratio = 0.26 LOS = A Turning Hoveients at Intersection of TAHARACK and ELH Tiie: 04:45 PH to 05:45 PH North Approach TAHARACK Date: 02/14/89 Day: Thursday 202 <- Total Naie: JSG 44 138 <- Subtotals Sub- 37 25 2 Total totals 111 * Sub- I <-• V '-> 1 " totals Total £ e 132 <—- 1 1 - —- a s * •— 7 s t 326 1 * <— 34 45 t 73 —' I /— 4 A 194 75 "> 11 151 A p 44 —' North V p P 1 > 106 p r . VI r 1 <-, " I-y ELH V 1 I .1 41 58 29 Subtotals -> 75 148 Total -> 223 Note; Left-turn voluses include South Approach U-turns. • ihk & associates CITY OF CARLSBAD WINTER 1989 INTERSECTION ANALYSIS SUMMARY Intersection Number: 31 Intersection Location: Elm Avenue and Harding CONTENT PAGE Turn Movement Count Summary (A.M. and P.M.) 1 of 3 A.M. Peak Hour ICU Analysis and Turn Movement Diagram 2 of 3 P.M. Peak Hour ICU Analysis and Turn Movement Diagram 3 of 3 A2-129 JHK ft flssc^Ktes Traffic Counting Progran Turning Movenent Counts FileTMIBAM.HKl Data Collected by: JSG Pagij 1 of 3 City: CARLSBHD Intersection of: N/S Street: HRROINC E/H Street: ELM Count Date: 02/11/89 Dciy of Heek:Tuesday Weather: CLEAR Traffic Control: Signalized No. of Phases: 5 End of 15 nin. prd. South Approach CNB) North Approach CSB) Hest Approach CEB) East Approach CHB) 15 nin. Totals Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Ped:i5 Left' U-Trn Thru Right Peds Vehicls Peds 06:15 AM 3 0 8 23 0 20 0 1 2 2 3 0 18 3 '7-> 1 1 16 1 0 168 1 07:00 AM 1 0 11 22 1 28 0 2 1 1 0 0 82 1 0 7 0 70 7 0 232 2 07:15 AM 6 0 9 11 2 22 0 11 0 1 1 1 100 c"! 1 12 0 65 19 1 261 S 07:30 RM 9 0 11 13 1 27 0 13 0 1 1 0 72 5 2 8 0 60 21 0 219 1 07:15 RM 6 0 21 16 0 22 0 22 3 0 2 0 98 3 0 9 1 125 25 0 355 0 08:00 RM 12 0 21 21 3 21 0 18 1 0 0 0 112 7 1 17 0 111 39 0 116 1 08:15 HM K 16 0 20 13 3 35 0 17 1 1 1 0 82 9 •f 25 0 157 19 3 128 11 08:30 RM * 16 0 28 27 1 26 0 21 3 2 6 0 102 9 1 35 1 lie 30 1 151 11 08:15 AM * 7 0 25 23 3 32 0 19 1 1 6 1 123 12 1 11 0 135 39 1 136 '3 09:00 AM x 12 0 20 17 3 12 0 12 1 0 3 0 112 9 5 18 0 161 12 5 152 0 0 13 0 0 Max. 15 nin. 16 0 28 27 1 12 0 22 1 1 6 1 123 12 7 35 1 161 19 5 152 11 Pk. Hr. Vol. 51 0 93 80 13 135 0 69 9 1 19 1 119 39 17 92 1 601 160 13 1767 17 08:00 RM Peak Intersection Tr.:iffic in Pk. Hr. 1767 Peak Hr. Factor 0.98 09:00 RM Hour Inter section Pdstr ns in Pk. Hr .= 17 03:15 PM X 13 0 28 11 3 67 0 31 3 1 5 1 171 12 0 31 1 188 51 12 617 16 01:00 PM X 15 0 10 27 6 102 0 51 i:^ t:i 6 9 0 218 23 8 20 0 205 59 15 780 35 01: 15 PM K 7 0 2.:J 30 '7> 53 0 21 3 1 1 0 113 10 0 27 0 202 16 10 572 .13 01:30 PM K 22 0 19 21 1 17 0 20 2 5 0 107 9 7 20 0 205 11 11 521 21 01:15 PM 11 0 31 38 3 37 0 12 1 3 5 0 93 8 0 20 0 171 13 Cj 176 11 05:00 PM 16 0 27 29 3 57 0 26 7 3 9 0 159 11 3 20 0 168 16 11 578 •>•=[ 05:15 PM 13 0 10 29 5 17 0 22 3 3 5 1 151 10 y 21 0 207 50 23 601 39 05:30 PM 16 0 28 30 0 79 0 . 18 1 3 5 0 227 11 1 21 0 186 55 9 713 13 05:15 PM 15 0 37 32 2 73 0 31 0 3 1 0 187 11 5 28 0 162 12 15 622 25 06:00 PM 10 0 23 22 2 67 0 30 0 1 6 1 ' 171 11 0 27 0 170 •37 5 577 8 06:15 PM 15 0 15 17 3 62 0 21 0 3 5 0 156 11 23 1 113 17 Cl.iL 191 30 06:30 PM 11 0 16 25 1 18 0 36 0 3 1 0 171 21 1 27 0 111 38 10 511 18 Max. 15 nin. 22 0 10 11 6 102 0 51 8 6 9 1 227 23 s 31 1 207 59 23 780 39 Pk. Hr. Vol. 57 0 110 ] 122 12 269 0 129 16 10 23 1 612 51 15 98 1 SOO 200 18 2520 85 03:30 PM Peak Inter section Traffic in Pk. Hr .= 2520 Peak Hr. Fai ctor 0.81 01:30 PM Hour I nter secti.:in Pdstrns in Pk. Hr.: 85 HARDING at ELM Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Tise Period: So. Approach (NB) No. Approach (SB) West Appr. (EB) East Appr. (WB) 08:00 AM to — 09:00 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 11111111 1 Config- (left) 2 1 1 urations 3 1111 4 Outside 5 Lane Settings 0 10 0 10 12 0 12 0 Capacity 0 1500 0 0 1500 0 1500 3400 0 1500 3400 0 Do you want separate North/South phases (Yes/No)'? No Do you want separate East/West p.hases (Yes/No)? No Efficiency Lost Factor 0,10 Hourly Voluse 51 93 80 135 69 9 19 419 ' 39 92 601 . 160 Utilization Factor 0.00 0.15 0.00 0.00 0.14 0,00 0,01 0.13 0.00 0.06 0.22 0.00 ICU Ratio = 0.49 LOS = A Turning Movesents at Intersection of HARDING and ELM North Approach HARDING Tise; 08:00 AM to 09:00 AM Date; 02/14/89 Day: Tuesday Nase: JSG Sub- Total totals 1138 441 477 19 —" 419 -> 39 — • 213 69 i i V 485 135 North ?7'7 Total <- Subtotals Sub- totals Tota! 160 601 92 853 634 1487 <-ELM Subtotals -> 200 Total -> . 51 93 224 424 South Approach 80 Note: Left-turn voluses include U-turns, HARDING at ELM Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Tise Period; So. Approach (NB) No. Approach (SB) West Appr, (EB) East Appr. (WB) 03:30 PM to , 04:30 PM Left Thru Right Left Thru Right Left . Thru Right Left Thru Right Lane Inside 111-11111 1 Config- (left) 2 1 l urations 3 1111 4 Outside 5 Lane Settings 0 10 0 10 12 0 12 0 Capacity 0 1500 0 0 1500 0 1500 3400 0 1500 3400 0 Do you want separate North/South phases (Yes/No)? No Do you want separate East/West phases (Yes/No)? No Efficiency Lost Factor 0.10 Hourly Voluse 57 110 122 269 129 16 23 642 54 98 800 200 Utilization Factor 0.00 0.19 0.00 0,00 0.28 O.CO 0,02 0,20 0,00 0.07 0.29 0,00 ICU Ratio = 0,69 LOS = B Turning Movesents at Intersection of H.ARDING and ELM North Approach HARDING Tise: 03:30 PM to 04:30 PM Date: 02/14/89 Day: Tuesday Nase: JSG Sub- Total totals 1592 873 719 23 — • 642 ~> 54 —' Subtotals -> Total -> 16 281 414 129 i ( V 747 269 North 57 no 289 570 South Approach 333 /-> t (- Total <- Subtotals Sub- totals Total 200 800 1098 98 1033 ELM 2131 Note: Left-turn voluses include U-turns, jhk & associates CITY OF CARLSBAD WINTER 1989 INTERSECTION ANALYSIS SUMMARY Intersection Number: 32 Intersection Location: Tamarack Avenue and Adams Street CONTENT PAGE Turn Movement Count Summary (A.M. and P.M.) 1 of 3 A.M. Peak Hour ICU Analysis and Turn Movement Diagram 2 of 3 P.M. Peak Hour ICU Analysis and Turn Movement Diagram 3 of 3 A2-133 JHK ft Hssociates Traffic Counting Progran Turning Movenent Counts File:CB15RM.HKl Data Collected by: JSG Page 1 of 3 City: CHRLSBAD Intersection of: N/S Street: ADAMS E/H Street: TRMARRCK Count Date: 02/16/89 Day of Heek:Thursday Traffic Control: Unsignalized Heather: CLEAR No. of Phases: 0 South Approach CNB) North Approach CSB) Hest Hpproach CEB) East Approach CHB) 15 riin. Totals nin. prd. L»ft U-Trn Thru Right Peds Left U-Trn Thru Right Peds 1 Left U-Trn Thru Right Peds Left U-Trn Thru Ri ght Peds Vehicls Peda 06:15 AH 0 0 0 6 0 0 0 0 6 0 3 0 88 2 1 1 0 16 3 2 126 3 06:30 BM 52 0 2 0 2 1 0 0 6 3 2 0 110 2 0 0 0 28 8 0 211 5 06:15 RM 31 0 2 2 0 1 0 1 2 1 1 0 110 2 0 1 0 32 1 2 195 6 07:00 AH 28 0 3 3 2 5 0 2 8 2 5 0 116 8 3 31 0 38 11 1 288 8 07:15 HM X 36 0 1 6 3 2 0 1 10 1 8 0 112 3 1 7 0 87 11 11 287 16 07:30 AM * 51 0 6 e 2 5 0 17 21 2 5 0 176 9 3 7 0 77 12 20 391 27 07:15 AM X 11 0 8 5 2 6 0 3 9 1 7 0 117 9 1 21 0 55 10 2 291 6 08:00 RH « -11 0 11 6 5 3 0 3 16 3 12 0 111 12 2 35 0 53 11 2 383 12 08:15 HH 21 0 2 5 1 0 0 1 1 1 2 0 123 6 0 8 0 15 7 2 227 •1 09:30 AM 33 0 3 6 5 3 0 11 23 3 2 0 110 2 0 3 0 60 13 2 302 IQ 06:15 HH 23 0 1 5 1 0 0 1 5 2 1 0 101 0 1 3 0 32 11 0 192 •1 09:00 RH , 33 0 1 2 0 1 0 10 8 0 7 0 102 0 1 6 0 55 8 2 238 3 Hax. 15 nin. 52 0 11 8 5 6 0 17 23 1 12 0 176 12 3 35 0 87 11 20 391 27 Pk. Hr. Vol. 175 0 32 25 12 16 0 21 56 7 32 0 516 63 7 70 0 272 17 35 1358 61 07:00 HH Peak Intersection Traffic in Pk. Hr.= 1358 Peak Hr. Factor 0.66 06:00 HH Hour Intersection Pdstrns in Pk. Hr.= 61 03:-15 PH 36 0 1 10 1 3 0 13 7 5 3 0 103 37 1 11 0 100 1 5 331 15 01:00 PH 30 0 2 9 7 0 0 13 1 8 1 0 101 36 1 15 0 66 5 3 285 19 01:15 PH 36 0 10 12 1 2 0 5 2 0 1 0 103 11 2 12 0 75 2 1 301 V 01:30 PH X 37 0 12 17 3 3 0 11 6 0 10 0 113 38 0 11 0 103 6 8 367 11 01:15 PH * 31 0 6 9 3 6 0 9 3 1 6 0 126 11 1 15 0 99 5 3 361 11 05:00 PH * 11 0 2 15 2 1 0 6 2 0 1 0 119 56 2 18 0 109 7 2 113 B 05:15 PH * 18 0 5 11 6 3 0 5 1 1 3 0 139 62 3 17 0 120 3 1 120 11 q5:30 PH 30 0 1 11 2 2 0 2 0 1 1 0 61 50 0 21 0 10 1 0 255 3 05:15 PH 16 0 1 18 0 1 0 3 0 0 2 0 100 71 0 10 0 68' 0 0 323 a 06:00 PM 31 0 5 7 2 0 0 1 0 2 1 0 90 18 2 9 0 59 1 3 261 06:15 PM 32 0 3 6 1 1 0 1 2 3 1 0 105 63 0 U 0 65 1 0 296 1 06:30 PH 12 0 1 8 2 1 0 5 1 2 1 0 77 26 2 11 0 22 0 0 165 e Max. 15 nin. 18 0 12 le 7 6 0 13 7 6 10 0 119 71 3 21 0 120 7 8 120 IS Pk. Hr. Vol. 160 0 25 55 11 13 0 31 12 5 25 0 527 200 6 61 0 131 21 11 1561 39 01:15 PM Peak Intersection Traffic in Pk. Hr.= 1561 Peak Hr. Factor 0.93 05:15 PM Hour Intersection Pdstrns in Pk. Hr.= 39 ADAMS at TAHARACK Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Tise Period: So. Approach (NB) No. Approach (SB) West Appr. (EB) East Appr. (M) 07:00 AH to 08:00 AH Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 111111111 111 Config- (left) 2 1 urations 3 4 Outside 5 Lane Settings 010010011010 Capacity 0 1500 0 0 1500 0 0 1500 1500 0 1500 0 Do you want separate North/South phases (Yes/No)? No Do you want separate East/Uest phases (Yes/No)? No Efficiency Lost Factor 0.10 Hourly Voluse 175 32 25 16 24 56 32 546 63 70 272 47 Utilization Factor 0.00 0.15 0.00 0.00 0.06 0.00 0.00 0.39 0,04 0.00 0.26 0,00 ICU Ratio = 0,64 LOS = B Turning Moveients at Intersection of ADAMS and TAHARACK Tiie: 07:00 AH to 08:00 AH North Approach ADAHS Date: 02/16/89 Day: Thursday 207 <- Total Naie: JS6 96 111 <- Subtotals Sub- 56 24 16 Total totals 111 " Sub- N <-' V '-> I * totals Total E e 50J < 1 I ~ a 5 * '— 47 s t 1144 ; " <— 272 389 t 32 —' 1 /— 70 A 541 546 -> ; 1 976- fl p 63 —' North V p p 1 > 587 p r V 1 r : <-, " /-> TftHARftCK V ! I ; 175 32 25 Subtotals -> 157 232 Total -> 389 Note: Left-turn voluies include South Approach U-turns. ADAHS at TAHARACK Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr, Tiie Period: So. Approach (NB) No. Approach (SB) Nest Appr. (EB) East Appr. (HB) 04:15 PH to 05:15 PH Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 111111111 111 Config- (left) 2 1 urations 3 4 Outside 5 Lane Settings 010010011010 Capacity 0 1500 0 0 1500 0 0 1500 1500 0 1500 0 Do you want separate North/South phases (Yes/No)? No Do you want separate East/Hest phases (Yes/No)? No Efficiency Lost Factor 0.10 Hourly Voluie 160 25 55 13 31 12 25 527 200 61 431 21 Utilization Factor 0.00 0,16 0,00 0.00 0,04 0,00 0,00 0.37 0.13 0.00 0.34 0.00 ICU Ratio = 0.63 LDS = B Turning Hoveients at Intersection of ADAHS and TAHARACK Tise: 04:15 PH to 05:15 PH North Approach ADAHS Date: 02/16/89 Day: Thursday 127 <- Total Naie: JSG 56 71 <- Subtotals Sub- 12 31 13 Total totals 111 " Sub- It V •-> I * totals Total E e 403 < ; ; a 5 " 21 5 t 1355 I - <— 431 513 t 25 —' 1 /— 61 fl 752 527 ~> 1 1 1108 fl p 200 —' North V p p ; > 595 p r V 1 r I <-, " /-> TAHARACK VIII 160 25 55 Subtotals -> 292 240 Total -> 532 Note: Left-turn voluies include South Approach U-turns. -J hk & associates CITY OF CARLSBAD WINTER 1989 INTERSECTION ANALYSIS SUMMARY Intersection Number: 33 Intersection Location: Tamarack Avenue and Pio Pico CONTENT PAGE Tum Movement Count Summary (A.M. and P.M.) 1 of 3 A.M. Peak Hour ICU Analysis and Turn Movement Diagram 2 of 3 P.M. Peak Hour ICU Analysis and Turn Movement Diagram 3 of 3 A2-137 JHK ft HssB^^tes Traffic Counting Progran Turning Movenent Counts File 2RM.HK1 P.;ige 1 of 3 City: CRRLSBRD Intersection of: N/S Street: PIO-PICO E/H Street: TAMARACK Data Collected by: ..1SG Count Date: 02/16/89 Day of Heek: Thursd.ay Heather: CLEAR Traffi c dintrol; Ni5. of Phases: Si gnal i ;zed 2 South Approach CNB) North Approach CSB) Hest Approach CEB) East Approach CHB) 15 nin. T.-it.3l s End o- nin. 1 3rd. Left U-Trn Thru Right Peds Left U-Tr Tl Thru Right Peds Left U--Trn Thru Right Ped:5 Left U-Trn Thru Ri ght Peds Vehi cls Peds 06: 15 AM 0 0 0 0 0 3 0 0 9 0 11 0 26 0 1 5 0 105 6 0 168 1 06:30 AM 0 0 0 0 0 2 0 0 19 0 5 0 29 0 0 8 0 116 1 0 183 0 06:15 RM 0 0 0 0 0 12 0 0 10 0 11 0 17 0 •::. 8 0 151 3 0 272 2 07:00 RM 0 0 0 0 0 8 0 0 33 3 22 0 85 0 0 0 168 1 0 322 3 07:15 RM X 0 0 0 0 0 11 0 0 13 6 23 0 91 0 8 1 0 171 5 0 351 11 07:30 RM X 0 0 0 0 0 16 0 0 65 2 22 0 98 0 6 3 0 207 10 0 121 8 07:15 RM « 0 0 0 0 0 7 0 0 60 1 33 0 102 0 3 3 0 223 19 0 117 1 08:00 RM X 0 0 0 0 0 21 0 0 10 0 32 0 90 0 3 6 0 156 11 0 356 -r; 08:15 RM 0 0 0 0 0 11 0 0 29 1 29 0 82 0 0 7 0 168 15 0 3'il 1 08:30 RM 0 0 0 0 0 11 0 0 12 3 13 0 72 0 •1 5 0 171 18 0 337 I'' 06:15 RM 0 0 0 0 0 5 0 0 23 0 0 61 0 0 3 0 151 16 0 287 0 09:00 RM 0 0 0 0 0 7 0 0 32 20 G 31 0 1 2 0 131 15 0 291 Max. 15 nin. 0 0 0 0 0 21 0 0 65 6 33 0 r 102 0 8 S 0 22:^'i 19 0 117 11 Pk. Hr. Vol. 0 0 0 0 0 55 0 0 208 9 no 0 381 0 20 16 0 760 15 G 1575 29 07:00 RM Peak Inters :ecti.:in Traffic i n Pk. Hr. . ~ 1575 Peak Hr. Fac :tor 0.38 08:00 RM Hour Inters lecti on Pdstrns i n Pk. Hr. , — 29 03:15 PM 0 0 0 0 0 9 0 0 21 0 28 "G" 130 G 1 5 0 125 16 0 331 1 01:00 PM 0 0 0 0 0 28 0 G 10 0 22 0 118 0 :3 1 0 121 10 . 0 310 •Ii 01:15 PM 0 0 0 0 0 22 0 G 7 25 0 150 0 0 1 0 139 11 0 355 2 01:30 PM 0 0 G 0 0 0 0 16 0 37 0 161 0 13 1 0 128 19 0 392 G 01:15 PM 0 G 0 0 0 11 0 0 12 0 21 0 127 0 13 0 0 103 16 0 296 G 05:00 PM 0 0 0 0 0 31 0 G 11 0 37 0 188 0 1 2 0 158 10 0 110 1 05: 15 PM X 0 0 0 0 0 27 0 0 18 0 35 0 161 0 0 2 0 130 12 0 138 0 05:30 PM * 0 0 0 0 0 27 0 G 16 0 23 0 136 0 0 2 0 113 13 0 365 0 05:15 PM X 0 0 0 0 0 18 0 0 23 0 28 0 181 0 0 •;> 0 130 11 0 396 0 06:00 PM X 0 0 0 0 0 22 0 0 28 0 10 0 199 0 7 0 138 17 0 116 7 06:15 PM 0 0 0 0 0 22 • 0 0 25 0 31 0 113 0 2 •;> 0 112 13 0 351 2 06:30 PM 0 0 0 0 0 18 0 0 18 0 28 0 130 0 0 1 0 119 13 0 327 0 Max. 15 nin. G 0 0 0 0 31 0 G 28 2 10 G 199 0 i"* 5 0 180 19 0 116 I'" Pk. Hr. Vol. 0 0 0 0 0 91 0 0 85 0 131 0 683 0 7 8 0 591 53 0 1615 i' 05:00 PM Peak Inters lecti on Tr af f i c i n Pk. Hr. — 1615 Peak Hr. Fac tor 0.92 06:00 PM Hour I nter lection Pd strns i n Pk. Hr. ,=: PIO-PICO at TAMARACK Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Tise Period: So. Approach (NB) No. Approach (SB) West Appr. (EB) East Appr. (WB) 07:00 AM to 08:00 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 11111111 11 Config- (left) 2 111 urations 3 11 4 Outside 5 Lane Settings 0 1 0 0 1 0 1 2 0 0 2 0 Capacity ' 0 1700 0 0 1500 0 1500 -3400 0 0 • 3200 0 Dc you want separate North/South phases (Yes/Noj? No Do you want separate East/West phases (Yes/No)? No Efficiency Lost Factor 0.10 Hourly Voluse .0 0 0 55 0 203 110 -331 0 16 760 45 Utilization Factor 0.00 0.00 0.00 0,00 0.13 0,00 0,07 0,11 0,00 0,00 0.26 0,00 ICU Ratio = 0,61 LOS = B Turning Movesents at Intersection of PIO-PICO and TAMARACK Tise: 07:00 AM to 08:00 AM North Approach PIO-PICO Date: 02/16./89 Day; Thursday 413 <- Total Nase: JSG 263 155 <- Subtotals Sub- 208 0 55 Total totals 111 Sub- W <-• V '-y ; totals Total E e 968 < 1 1 a 5 '— 45 5 t 1459 1 " <— 760 821 t no —' 1 /— 16 A 491 381 ~> 1 1 1257 A p 0 —' North V p P 1 > 436 p r V 1 r ; <-, " i-y TAHARACK Vlll 0 0 0 Subtotals -> 16 0 Total -> 16 Note; Left-turn voluses include South Approach U-turns. PIO-PICO at TAMARACK Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Tise Period: So. Approach (NB; No. Approach (SB) West Appr. (EB) East Appr. (WB) 05;00 PM to 06:00 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 1 1 1 i 1 1 1 11 Config- (left) 2 111 urations 3 1 1 4 Outside 5 Lane Settings 0 10 0 10 12 0 0 2 0 Capacity 0 1700 0 • 0 1500 0 1500 3400 0 0 3200 0 Do you want separate North/South phases (Yes/No)? Nc Do you want separate East/West phases (Yes/No)? No Efficiency Lost Factor 0.10 Hourly Voluse 0 0 0 94 0 35 131 683 0 8 591 53 Utilization Factor 0.00 0.00 0.00 0,00 0,12 0.00 0,09 0,20 0.00 0.00 0,20 0.00 ICU Ratio = 0,51 LOS = A • Turning Movesents at Intersection of PIO-PICO and TAMARACK Tise: 05:00 PM to 06:00 PM North Approach PIO-PICO Date: 02/16/39 Day: Thursday 363 <- Tota! Nase: JSG 179 184 <- Subtotals Sub- 85 0 94 Total totals 11 1 ''' Sub- W —- <-• V '-> 1 totals Total E e 676 < 1 1 a 5 " ^ '— 53 5 t 1490 1 " <:— 591 652 t 131 —• ; /— 8 A 814 683 -> 1 1 1429 A p 0 —' North V p p 1 > 777 p r V 1 r 1 <-, I-y TAMARACK Vlll 0 0 0 Subtotals Total -> Note: Left-turn voiuses inciude South Approach U-turns, jhk & associates CITY OF CARLSBAD WINTER 1989 INTERSECTION ANALYSIS SUMMARY Intersection Number: 34 Intersection Location: Tamarack Avenue and Park Drive CONTENT PAGE Turn Movement Count Summary (A.M. and P.M.) 1 of 3 A.M. Peak Hour ICU Analysis and Turn Movement Diagram 2 of 3 P.M. Peak Hour ICU Analysis and Turn Movement Diagram 3 of 3 A2-141 JHK & flSWCiates Traffic Counting Progran Turnin.g Mov.=.nent Counts FiiWP!!;B 11AM.HK 1 Data Collected by: JSG Page 1 of 3 City: CARLSBAD Intersection of: H/S Street: PARK DR E/H Street: TAMARACK Count Date: 02/16/89 Day of H.?ek: Thur3d.ay Tr.affic C.rjntrol: Unsignalized Heather: CLEAR No. of Phase-.i:: 6 South Appro.ach CNB) North Approach CSB) West Rpproach CEB) East Approach CHB) 15 nin. Tiatals End of 15 nin. prd. Left U-Trn Thru Right Peds Li: »ft U-Trn Thru Right P eds Left U-Trn Thru Right Peds Left IJ I-Trn Thru Right F'eids Vehi izl s Peds 06:15 RM 0 0 0 1 0 G 0 0 1 0 1 0 17 0 0 1 0 68 1 1 93 1 06:30 RH 0 0 1 1 0 0 0 2 6 0 0 0 il •J 0 0 0 16 5 1 36 1 06:15 RM 6 0 6 2 0 0 0 3 12 1 3 0 15 2 0 2 0 71 1 0 126 -1 07:00 RM 1 0 8 2 1 1 0 1 11 0 3 0 36 .nl 1 2 0 150 i 07:15 RM 0 0 1 0 6 0 10 19 5 0 58 1 0 1 0 61 6 178 -t 07::30 AM X 13 0 16 1 0 10 0 9 21 0 13 0 28 10 2 2 0 221 8 10 352 li! 07:15 RM * 9 0 5 5 2 5 0 1 11 0 1 0 61 1 0 1 0 135 1 1 218 :i 08:00 RM » 12 0 17 2 0 3 0 7 11 0 1 0 52 •> 2 1 0 126 6 ti! 213 -< 08:15 RM X 9 0 6 2 1 0 1 21 1 3 0 11 11 0 0 0 119 8 228 i 08:30 RM 7 0 13 •ZJ 1 6 0 3 17 0 8 0 •'^IS 2 0 0 0 106 2 1 209 a OS:-15 AM 3 0 10 0 0 0 3 11 0 0 G ;::9 3 0 1 0 72 0 0 110 ll 09:00 FlM 0 0 3 5 0 1 0 1 9 0 3 0 21 5 0 3 0 11 0 97 II Max. 15 nin 13 0 17 5 1 10 0 10 21 1 13 0 61 u 2 1 0 221 s 10 352 12 Pk. Hr. Vol 13 0 11 10 1 22 0 21 61 1 21 0 185 27 1 1^ 0 601 23 IS 1071 27 07:15 RM OS:15 RM F'e.ak Hour Intersection Traffic in Pk. Intersection Pdstrns in Pk. Hr.= Hr.= 1071 Peak Hr. Factor 03:-^5 PM 1 0 6 3 1 9 0 10 10 .-:i 9 0 C j -"I r 1 0 0 56 2 5 168 III 01:00 PM 11 0 1 1 0 6 0 12 6 0 11 G 'i'6 3 0 1 0 70 2 0 209 II 01:15 PM 8 0 11 2 11' 9 0 5 10 0 6 G y 0 0 0 68 6 0 219 •T 01:30 PM •* 15 0 11 1 0 5 0 9 5 0 12 0 'ilO 7 d 1 0 68 5 G 232 01:-15 PM » 16 0 6 5 0 9 0 13 11 1 13 0 65 iiii 1 5 0 7 iii! 7 1 230 :f 05:00 PM .* 3 0 22 9 0 10 0 3 1 1 13 0 71 1 0 !5i 5 0 203 .1 05:15 PM X Pt 0 3 0 0 8 0 7 11 2 10 Cl 106 Cj 0 ...1 0 7S 3 0 211 05:30 PM Cj 0 1 1 0 1 0 8 9 0 5 G 106 13 1 1 0 66 1 0 223 1 05:15 PM 1 0 2 1 0 7 0 7 6 0 9 G 110 6 1 1 0 55 1 1 212 •J 06:00 PM 1 0 1 0 0 1 0 11 8 0 13 0 81 3 0 3 0 36 0 0 167 II 06:15 PM 3 0 1 3 0 1 0 13 3 0 13 0 '1^'2 3 0 1 0 50 .-i 0 171 II 06::30 PM 9 0 1 3 0 1 0 11 10 0 15 0 65 6 0 0 60 6 195 2 Max. 15 nin. 16 0 22 9 2 10 0 11 11 3 13 G 110 13 2 5 G 78 7 211 HI Fk. Hr. Vol. 12 0 15 15 0 32 0 32 31 1 13 G 332 25 5 15 0 272 20 1 909 HI 01: 15 PM Peak Inters lecti on Traffi c in Pk. Hr _ — 909 Peak Hr. Fac: tor 0. •EIS 05:15 PM Hour Inters lecti on Pdst rns in Pk. Hr 10 PARK M at TAHARACK Lane Confiquration for Intersection Capacity Utilization Paqe 2 of 3 Pk. Hr. Tise Period: So. Approach (NB) No. Approach (SB) lest Appr. (EB) East Appr, (KB) 07:15 AH to 08:15 AH Left Thru Riqht Left Thru Right Left Thru Right Left Thru Riqht Lane Inside 1 Illlllllllll Confiq- (left) 2 urations 3 Outside 5 Lane Settings 0 10 0 10 0 10 0 10 Capacity 0 1500 0 0 1500 0 0 1500 0 0 1500 0 Do you sant separate North/South phases (tes/No)? No Do you sant separate East/lest phases (Tes/No)? No Efficiency Lost Factor 0,10 Hourly Voluse 43 « 10 22 24 44 21 185 27 7 601 23 Utilization Factor 0,00 0,04 0,00 0,00 0,07 0.00 0.00 0.14 0,00 0.00 0,42 0,00 ICU Ratio = 0.5? LDS = A Turning Hovesents at Intersection of PARK DR and TAHARACK Tise: 07:15 AH to 08:15 AH North Approach PARK DR Date; 02/14/89 Day; Thursday 198 <- Total Nase: JSG 110 88 <- Subtotals Sub- 44 24 22 Total totals 111 " Suh- y <-' V 1 totals Total E e 708 < 1 1 a 5 • " •'— '23 s t 941 1 * <— 401 631 t 21—' ; I— A 233 185 ~> 1 1 p 27 —' North V P 1 > r « 1 1 <-, " I-y TAHARACK i i I t 1 I 43 44 10 Subtotals -> 58 97 Total -> 155 Note: Left-turn voluses include South Approach U-turns. PARK DR at TAHARACK Lane Configuration for Intersection Capacity Utiliiation Page 3 of 3 Fk. Hr. Tise Period: So. Approach (Nfi) No, Approach (SB) «est Appr, (EB) • East Appr, (iB) 04:15 PH to 05:15 PH Left Thru Right Left Thru Right Left Thru Riqht Left Ihru Right Lane I.nside ! Illlllllllll Config- (left) 2 urations 3 4 Outside 5 Lane Settings 0 10 0 10 0 10 0 10 Capacity 0 1500 0 0 1500 0 0 1500 0 0 1500 0 Do you sant separate North/South phases (Yes/No)? No Do you sant separate East/Sest phases (Yes/No)? No Efficiency Lost Factor • 0.10 Hourly S/oluse 42 15 15 32 32 31 48 332 25 15 272 20 Utilization Factor 0,00 0.07 0.00 0.00 0.04 0,00 0.00 0.27 0.00 0.00 0.20 0.00 ICU Ratio = 0.44 LOS = A Turning Hovesents at Intersection of PARK DR and TAHARACK Tise: 04:15 PH to 05:15 PH North Approach PARK DR Date: 02/14/89 Day: Thursday 208 <- Total Nase; JSG 95 113 <- Subtotals Sub- 31 32 32 Total totals 111 Suh- V —- <-• V '-> 1 " totals Tota! E e 345 < 1 1 a 5 " '— 20 s t 750 ; " <— 272 307 t 48 — • 1 /— 15 A 405 332 -> 11 684 A p 25 —' North )l p p 1 —-> 379 p r VI r 1 <-, " I-y TAHARACK V I I 1 I I I 42 45 15 Subtotals -> 72 102 Total -> 174 Note; Left-turn voluses include South Approach U-turns, jhk & associates CITY OF CARLSBAD WINTER 1989 INTERSECTION ANALYSIS SUMMARY Intersection Number: 35 Intersection Location: Monroe Street and Chestnut Avenue CONTENT PAGE Turn Movement Count Summary (A.M. and P.M.) 1 of 3 A.M. Peak Hour ICU Analysis and Turn Movement Diagram 2 of 3 P.M. Peak Hour ICU Analysis and Turn Movement Diagram 3 of 3 A2-145 m JHK ft Associates Traffi.: Counting Progran Turnin>3 Movenent Counts Fi1e:CB20AM.WK1 0.ata Collected by: JSG Page 1 of 3 City: CARLSBAD Intersection of: N/S Street: MONROE E/H Street: CHESTNUT Count Date: 02/28/89 Day of Heek: Tue:5day Heather: CLEAR Traffic Control: Unsignalized No. of Ph.ases; 0 South Approach CNB) North Approach CSB) Hest Approach CEB) East Approach CHB) 15 nin. Totals End of 15 - nin. prd. Left U-Trn Thru Right Peds Left U-Trn Thru Ri ght Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicls Peds 06:15 AM 1 0 2 1 0 1 0 3 1 1 2 0 7 1 0 6 1 0 29 06:30 AM 1 0 2 3 0 5 0 2 2 2 0 9 2 2 3 0 6 1 0 13 1 06:15 AM 8 0 5 5 0 1 0 3 3 3 7 0 11 0 0 2 0 17 9 1 71 1 07:00 AM « 9 0 11 9 0 1 0 13 1 2 19 0 13 1 3 5 0 26 19 1 135 9 07:15 AM if 17 0 15 30 2 3 0 13 0 32 29 0 1 3 1 9 0 23 67 6 213 11 07:30 AM X 26 0 22 33 6 13 0 12 1 26 22 0 21 5 1 8 0 25 35 7 256 10 07:15 AM X 10 0 20 12 2 3 0 16 15 1 1 0 26 1 0 37 0 31 9 0 181 6 08:00 AM 5 0 9 5 3 2 0 •3 10 1 6 0 19 1 Ztf 11 0 37 6 0 120 6 06:15 AM 11 0 13 13 11 8 0 21 17 1 11 0 20 3 11 21 0 26 16 1 183 30 08:30 AM 8 0 8 18 16 12 0 32 11 7 10 0 17 2 'ZJ 10 0 16 9 1 156 29 08:15 AM 10 0 12 5 1 3 0 8 5 1 6 0 11 0 2 2! 0 20 6 1 88 Cj 09:00 AM 6 0 1 8 0 7 0 12 1 0 1 0 15 2 0 7 0 . 31 10 0 107 0 Max. 15 nin. 26 0 22 33 16 13 -0 13 17 32 29 0 26 5 11 •37 0 37 67 7 256 11 Pk. Hr. Vol. 62 0 68 31 10 23 0 119 20 61 71 0 61 10 5 59 0 105 130 17 818 96 06:15 AM Peak I nter sectior Traffic i 11 Pk. Hr.= 818 Peak Hr. Factor 0. SO 07:15 AM Hour I n ter •;:ecti cm Pdstrns in Pk. Hr .= 96 03:15 PM 17 0 21 11 0 2 0 9 8 1 11 0 21 3 1 3 0 26 S 119 01:00 PM 13 0 19 8 0 1 0 15 10 1 0 26 6 3 12 0 25 9 1 118 I'' 01: 15 PM 21 0 22 17 3 1 0 21 8 15 0 2 0 7 0 37 18 0 208 Cl 01:30 PM 17 0 11 13 2 5 0 IS 15 5 19 0 36 3 1 10 0 31 10 c 191 IG 01:15 PM X 20 0 21 15 0 0 0 26 10 3 11 0 •nid 1 0 16 0 25 17 0 198 .'J 05:00 PM X 13 0 20 8 0 0 0 22 7 0 15 0 31 1 0 9 0 26 23 1 178 1 05:15 PM X 27 0 32 19 5 6 0 IS 10 2 16 0 11 6 0 7 0 12 11 0 211 l' 05:30 PM * 21 0 29 12 1 3 0 28 10 3 11 0 37 6 3 1 0 31 IS 1 213 11 05:15 PM 9 0 25 10 0 tl 0 22 11 1 7 0 32 5 0 5 0 32 9 0 169 1 06:00 PM 12 0 12 9 0 tl 0 18 6 0 •> 0 20 2 2 9 0 20 12 0 121 2 06:15 PM 13 0 31 5 0 1 0 19 11 0 3 0 33 9 0 S 0 20 9 0 165 0 06:30 PM 9 0 16 6 0 0 0 7 8 0 5 0 17 2 0 d 0 17 13 0 101 0 Max. 15 nin. 27 0 32 19 5 6 0 28 15 5 19 0 11 9 3 16 0 12 23 1 211 11 Pk. Hr. Vol. 81 0 102 51 6 9 0 91 37 8 53 0 115 20 3 :36 0 121 •-, 11^ 5 330 22 01::30 PM Peak I n ter section Traffi c in Pk. Hr.= 630 F'eak Hr. -actor 0.86 05::30 PM Hour I n ter section Pd:;;trns in Pk. Hr.= 22 HONROE at CHESTNUT Lane Confiquration for Intersection Capacity Utilization Page 2 of 3 Pk, Hr. Tise Period; So. Approach (NB) No. Approach (SB) lest Appr. (EB) East Appr. (IB) 06:45 AH to - - - 07:45 AH Left Thru Right Left Ihru Right Left Thru Right Left Thru Right Lane Inside 1 Illlllllllll Confiq- (left) 2 urations 3 4 Outside 5 Lane Settings 0 10 0 10 0 10 0 10 Capacity 0 1500 0 0 1500 0 0 1500 0 0 1500 0 Do yoB sant separate North/South phases (Tes/No)? No Do you sant separate East/Hest phases (Kes/No)? No Efficiency Lost Factor 0.10 Hourly Voluse 62 48 84 23 11? 20 74 64 10 59 105 130 Utilization Factor 0,00 0,14 0.00 0.00 O.U 0.00 0.00 0.10 0,00 0,00 0,20 0,00 ICU Ratio = 0,44 LOS = A Turning Hovesents at Intersection of HONROE and CfESINUT Tise: 06:45 AH to 07:45 AH North Approach HONROE Date; 02/28/85 Day: Tuesday 434 <- Tota! Nase: JS6 142 272 <- Subtotals Sub- 20 119 23 Totai totals 111 " Sah- r i {-• V '-> 1 ' totals Tota! e 187 < ; ; a 5 " '— 130 5 t 335 : " <— 105 294 t 74 —" 1 /— 59 A 148 44 --•> 11 465 A p 10 —' North V p p 1 > 171 p r VI- r 1 <-, " /-> CHESTNUT V 111 42 48 34 Subtotals -> 188 214 Total -> 402 Note; Left-turn voluses include South Approach U-turns, HONROE at CHESTNUT Lane Confiquration for Intersection Capacity Utiliiation Page 3 of 3 Fk. Hr. Tise Period: So. Approach (NB) No. Approach (SB) lest Appr. (EB) East Appr. (IE) 04:30 PH to - - —- - 05:30 PH Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 illlllllllll Config- (left) 2 urations 3 4 Outside 5 Lane Settings 0 10 0 1 0 0 1 0 0 1 0 Capacity 0 1500 0 0 '1500 0 0 1500 0 0 1500 0 fio you sant separate North/South phases (Tes/No)? No Do you sant separate East/lest phases (Yes/No)? No Efficiency Lost Factor 0,10 Hourly Voluse 84 102 54 9 94 37 53 145 20 36 124 72 Utilization Factor 0,00 0.16 0.00 0,00 0.09 0.00 0.00 0,15 0,00 0.00 0.15 0,00 ICU Ratio = 0.41 LOS = A Turning Hovesents at Intersection of HONRDE and CHESTNUT Tise: 04:30 PH to 05:30 PH Date: 02/28/8? Day: Tuesday Nase: J56 Suh- Tota! totals 443 245 53 —' 218 145 "> 20 —' 1 i V North Approach HONROE 367 . 37 I 140 94 9 i I I I V '-> 227 Total Subtotals North <-,• i-y I ) I I I I 84 102 54 Sub- totals Total 72 124 36 20S , CHESTNUT • Subtotals -> 150 Total -> 390 South Approach Note: Left-turn voluses include U-turns. illlt & associates CITY OF CARLSBAD WINTER 1989 INTERSECTION ANALYSIS SUMMARY Intersection Number: 36 Intersection Location: Jefferson and Las Flores CONTENT PAGE Turn Movement Count Summary (A.M. and P.M.) 1 of 3 A.M. Peak Hour ICU Analysis and Turn Movement Dii^am 2 of 3 P.M. Peak Hour ICU Anal3^is and Turn Movement Diagram 3 of 3 A2-149 .JHK ft Rsl^B?ates Traffic Counting Prcigr.an Turning Movenent Counts Fil^^pBilAM.HKl Data Collected by: JSG Page 1 of 3 City: CRRL'.;BAD Intersection of: N/S Street: JEFFERSON E/H Street: LRS FLORES Count Date: 02/11/89 End of 15 nin. prd. 06:15 AM 07:00 AM 07:15 AM 07:30 AM 07:15 AM 08:00 AM * 08:15 AM '* 08:30 AM s 08:15 09:00 Day of Heek:Tuesday Heather: CLEAR Traffic Control: Si .gnali zed No. of Phases: 1 th Approach CNB) Horth Approach CSB) Hest Approach CEB) East Approach CHB) 15 nin. Total U-Trn Thru Ri ght Peds Left U-Trn Thru Ri ght Peds Left U-Trn Thru Right Peds Left U-Trn Thru Ri ght Peds Vehicls Peds 0 0 13 57 0 8 0 35 0 1 0 0 0 0 0 13 0 0 0 0 126 1 0 0 11 13 0 11 0 31 0 • 0 0 0 0 0 0 15 0 Cl 7 0 121 0 0 0 6 10 1 9 0 31 0 0 0 0 0 0 0 29 0 Cl 3 0 123 1 0 0 10 11 0 11 0 30 0 0 0 0 0 0 0 27 0 0 2 0 121 0 0 0 18 17 0 8 0 52 0 0 0 0 0 0 0 33 0 0 2 0 160 0 0 0 19 75 6 20 0 69 0 0 0 0 0 0 0 35 0 0 6 0 221 6 0 0 16 12 10 11 0 79 0 0 0 0 0 0 0 59 0 0 6 0 218 10 0 0 26 57 1 13 0 53 0 0 0 0 0 0 0 50 0 0 13 0 212 1 0 0 28 19 1 13 0 17 0 1 0 0 0 0 0 S7 0 0 10 0 201 2 0 0 29 36 0 13 0 17 0 0 0 0 0 0 0 12 0 0 10 0 117 n 0 l"l u 0 u 0 AM AM Max. 15 nin. 0 0 29 75 10 20 0 79 0 1 0 0 0 0 0 59 0 0 13 0 221 10 Pk. Hr. Vol. 0 0 91 223 21 60 0 218 0 1 0 0 0 0 0 201 0 0 35 0 853 22 07:15 AM F'eak Inter section Traffic in Pk. Hr .= 858 Peak Hr . Factor 0.96 08:15 AM Hour I nter section Pdj:ti-ns i n Pk. Hr - = 22 03:15 PM 0 0 61 51 1 23 0 77 0 0 0 0 0 0 0 67 0 0 12 2 297 .zi 01:00 PM 0 0 68 . 69 0 30 0 91 0 0 0 0 0 0 0 77 0 0 17 1 355 . 1 01: 15 PM 0 0 75 18 0 17 0 91 0 0 0 0 0 0 0 73 0 0 20 0 327 0 01:30 PM 0 0 75 75 0 19 0 76 0 0 0 0 0 0 0 51 0 0 29 0 325 0 01:15 PM 0 0 62 77 1 32 0 81 0 0 0 0 0 0 0 61 0 Cl 73 0 389 1 05:00 PM 0 0 76 75 1 29 0 92 0 0 0 0 0 0 0 57 0 0 55 1 381 2 05:15 PM * 0 0 65 56 0 26 0 87 0 0 0 0 0 0 0 se 0 0 60 0 352 0 05:30 PM X 0 0 115 91 • 2 27 0 76 0 0 0 0 0 0 0 65 0 0 79 0 153 2 05:15 PM X 0 0 79 76 0 35 0 77 0 0 0 0 0 0 0 •19 0 0 88 0 106 0 06:00 PM X 0 0 90 56 0 35 0 69 0 0 0 0 0 0 0 65 0 0 7 0 112 G 06:15 PM 0 0 73 29 2 26 0 81 0 0 0 0 0 0 0 11 0 0 31 0 290 L. 06:30 PM 0 0 58 36 0 16 0 68 0 0 0 0 0 0 0 33 0 0 10 0 221 G Max. 15 nin. 0 0 115 91 2 35 0 91 0 0 0 0 0 0 0 77 0 Cl 88 2 153 3 Pk. Hr. Vol. 0 0 319 281 2 123 0 329 0 0 0 0 0 0 0 2 31^ 0 Cl 301 0 1623 2 05:00 PM Peak Intersection Traffic i n Pk. Hr .= 1623 Peak Hr . Fi ctor 0.90 06:00 PM Hour Intersection Pdstrns in Pk. Hr . -2 JEFFERSON at LAS FLORES Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr, Tise Period: So, Approach (NB) No, Approach (SB) West Appr. (EB) East Appr. (WB) 07:45 AM to 08:45 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1111 1 Config- (left)" 2 1 . 1 urations 3 4 Outside 5 Lane Settings 0 10 110 0 0 0 10 1 Capacity 0 1700 0 1500 1700 0 0 0 0 1500 0 1500 Do you want separate North/South phases (Yes/No)? No Do you want separate East/West phases (Yes/No)? No Efficiency Lost Factor 0.10 Hourly Voluse 0 91 223 60 243 0 0 0 0 20! 0 35 Utilization Factor 0,00 0.18 0,00 0,04 0.15 0.00 0.00 0.00 0.00 0,13 0,00 0.02 ICU Ratio = 0.46 LOS = A Turning Movesents at Intersection of JEFFERSON and LAS FLORES Tise; 07:45 AM to 03:45 AM North Approach JEFFERSON Date; 02/14/89 Day: Tuesday 434 •(- Totai Nase; JSG 308 126 <- Subtotals Sub- 0 248 60 Total totals 1 1 1 •'" Sub- W <-• y •-> 1 ^ totals Total E e 0 ( I 1 - — a s ••^ '— 35 • 5 t o • 1 <— 0 236 t 0 —• 1 /— 201 A 0 0 -> 1 : 519 A p 0 —• North V p p 1 > 283 p r V 1 r 1 <-, i-y LAS FLORES 0 91 Subtotals -> 449 314 Total -> 763 Note; Left-turn voluses include South Approach U-turns, JEFFERSON at LAS FLORES Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Tise Period: So. Approach (NB) No. Approach (SE) West Appr, (£B) East Appr, (WB) 05:00 PM to 06:00 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1111 1 Config- (left) 2 1 1 urations 3 4 Outside 5 Lane Settings 0 10 11 0 0 . 0 0 1 0 i Capacity 0 1700 0 1500 1700 0 0 0 0 1500 0 1500 Do you want separate North/South~phases (Yes/No)? No Do you want separate East/West phases (Yes/No)? No- Efficiency Lost Factor 0,10 Hourly Voluse 0 349 231 123 329 0 0 0 0 237 0 304 Utilization Factor 0,00 0.37 0.00 0.08 0,19 0,00 0,00 0.00 0.00 0.16 0,00 0,20 ICU Ratio = 0.76 LOS = C Turning Hovesents at Intersection of JEFFERSON and LAS FLORES Tiae: 05:00 PM to • 06:00 PH North Approach JEFFERSON Date: 02/14/89 Day; Tuesday 1105 <- Total Nase: JSG 452 653 <- Subtotals Sub- 0 329 123 Tota! totals 111 ^- Sub- W <-' V • 1 " totais Total E • e 0 < 1 ; - — a s •— 304 s to 1 --^ <— 0 541 t 0 —' 1 /— 237 A 0 0 -> 11 945 A p 0 —' North V p p . 1 > 404 p r V I r 1 <-, " /-> LAS FLORES Vlll 0 349 281 Subtotals -> 566 630 Total -> 1196 Note: Left-turn voluses include South Approach U-turns.