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HomeMy WebLinkAbout; 1989 Traffic Monitoring Program Carlsbad Part 3; 1989 Traffic Monitoring Program Carlsbad Part 3; 1989-12-01APPENDIX B SUMMER 1989 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 jhk ik associates September, 1989 ihk &i associates TABLE OF CONTENTS Pg^e Bl. INTRODUCTION Bl-1 B2. TURNING MOVEMENT COUNTS B2-1 Summary of Intersection Levels of Service B2-2 B3. LINK VOLUME COUNTS B3-1 Link Summary Index B3-2 B4. ADDITIONAL INTERSECTION CAPACITY ANALYSIS B4-1 Table LIST OF FIGURES LIST OF TABLES ihk iS; associates Figure Page B2-1 Intersection Location Map B2-2 B3-1 Summary ADT Map ( B3-2 Pf^e B2-1 Count Date Summary Sheet B2-3 B2-2 Summary Intersection Levels of Service B2-5 B2-3 Intersection Summary Index B2-7 B3-1 Roadway Segment Levels of Service B3-3 B3-2 Link Summary Index B3-5 B4-1 Additional Intersection Capacity Analysis Index B4-2 B4-2 Summary Additional Intersection Analysis B4-27 -J hk &. associates Bl. 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 (5c Associates) for the a.m. and p.m. peak time periods. The limits of the a.m. peak period was 6:00 to 9:00 a.m. and the limits for the p.m. peak period was 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 B2. JHK & Associates |followed guidelines established by i the City to calculate the ICU ratio. Detailed calculations and summary sheets for the thirty-six (36) intersections are contained in Chapter B2. Chapter B3 identifies the sixteen (16) mid-block link count locations and provides summary information for each count. The counts were conducted by Newport Traffic Studies and the capacity analjrsis was conducted by JHK. The information in Chapter B3 summarizes traffic counts along specified segments over a two day (48-hour) period. The information iJcludes; 15-minute summaries, 24- hour summaries, a bar chart for each 24-hour period, and peak hour analysis. Chapter B3 also includes a summary table of segment volume to capacity ratios and the corresponding levels of service. | 1 j Where conditions warranted, heavy demand standards were utilized to calculate ICU. Again these standards were provided by the City, the analysis performed by JHK and the results are shown! in Chapter B4. This additional analysis was required to provide further detail in terms of operations and 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. ! Bl-1 ihk &i associates It is important to note that at the beginning of each chapter a summary index page is provided as a reference list for locating the data pertaining to each intersection or mid-block link count. Bl-2 ihk associates B2. 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 B2-1 graphically identifies the location of each of the intersections included in the study. Table B2-1 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 collection was completed during the months of July and August of 1989 and consisted of turn movement counts for each approach for all thirty-six (36) intersections. Pedestrian and U-turn data was also collected at each intersection. The data was then reduced and intersection capacity utilization analysis was performed for each intersection. The procedures developed to accomplish the reduction and analysis are shown in this chapter. Table B2-2 summarizes the results of this initial ICU analysis. The table presents calculated Levels of Service for all thirty-six (36) intersections during the a.m. and p.m. peak hours. Additionally, Table B2-3 is included to provide a summary index for locating each intersection data set in this chapter. The ICU capacity analysis revealed that there are six (6) intersections operating at LOS D or worse for the peak hours. These intersections required additional capacity analysis. The six (6) 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 is shown in Chapter B4 of this document. B2-1 OCEANSIDE VISTA BUENA VISTA LAGOON (22)Tr ' AGUA M6DI0N0A \^ LAGOON \« PACIFIC OCEAN AVENIDA ENCINAS BATIOUITOS LAC N Legend 9 Intersection Count Location o Intersection Count Number CTTY OF CARISBAD GROWTH MANAGEMENT PLAN TRAFFIC MONITORING PROGRAM F^ure B2-1 INTERSECTION LOCATION MAP ihk ft •J B2-2 ihk & associates Table B2-1 COUNT DATE SUMMARY SHEET CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM SOURCE: JHK & ASSOCIATES Count Number Count Intersection/Location SUMMER 1989 Count Count Day Date 1 El Camino Real and Marron Road Tues. 7/25 2 El Camino Real and Elm Avenue Wed. 7/26 3 El Camino Real and Chestnut Avenue Thurs. 7/27 4 El Camino Real and Tamarack Avenue Thurs. 7/27 5 El Camino Real and Faraday Avenue Wed. 8/02 6 El Camino Real and Palomar Airport Road Wed. 8/02 7 El Camino Real and Camino Vida Roble Wed. 8/02 8 El Camino Real and Alga Road Wed. 8/02 9 El Camino Real and La Costa Avenue Wed. 8/02 10 El Camino Real and Levante Street Wed. 8/02 11 Rancho Santa Fe and Melrose Thurs. 8/03 12 Rancho Santa Fe and La Costa Avenue Thurs. 8/03 13 Rancho Santa Fe and Olivenhain Thurs. 8/03 14 Palomar Airport Road and Camino Vida Roble Tues. 8/01 15 Palomsir Airport Road and Paseo del Norte Tues. 8/01 16 Palomar Airport Road and Avenida Encinas Tues. 8/01 17 Palomar Airport Road and C8U"lsbad Boulevard Tues. 8/01 B2-3 ihk & associates Table B2-1 (Continued) COUNT DATE SUMMARY SHEET CITY OF CARLSBAD TRAFFIC MONITORING PROGRAM Count Count Number Intersection/Location 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 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 28 Monroe Street and Elm Avenue 29 Marron Road and Jefferson 30 Elm Avenue and Tamarack Avenue 31 Elm Avenue and Harding 32 Tam£u>ack Avenue and Adams Street 33 Tamarack Avenue and Pio Pico 34 Tamarack Avenue and Park Drive 35 Monroe Street and Chestnut Avenue 36 Jefferson emd Las Flores SUMMER 1989 Count Count Day Thurs. Thurs. Tues. Tues. Thurs. Thurs. Thurs. Tues. Wed. Tues. Wed. Tues. Wed. Thurs. Thurs. Thurs. Thurs. Wed. Tues. Date 8/03 8/03 7/25 7/25 7/27 7/27 8/03 8/01 8/09 7/25 7/26 7/25 7/26 7/27 7/27 7/27 7/27 7/26 7/25 B2-4 ihk & a: ssociates Count Number Table B2-2 CITY OF CARLSBAD SUMMER 1989 SUMMARY OF INTERSECTION LEVELS OF SERVICE PEAK Count Intersection/Location AM V/C Ratio LOS HOUR PM V/C Ratio LOS 1 El Camino Real and Marron Road .42 A .63 B 2 El Camino Real and Elm Avenue .50 A .69 B 3 El Camino Real and Chestnut Avenue .49 A .79 C 4 El Camino Real and Tamarack Avenue .61 B .75 C 5 El Camino Real and Faraday Avenue .63 B .93* E 6 El Camino Real and Palomar Airport Road .91* E 1.24* F 7 El Camino Real and Camino Vida Roble .62 B .65 B 8 El Camino Real and Alga Road .64 B .81* D 9 El Camino Real and La Costa Avenue .91* E .92* E 10 El Camino Real and Levante Street .41 A .61 B 11 Rancho Santa Fe and Melrose .87* D .65 B 12 Rancho Santa Fe and La Costa Avenue .70 C .72 C 13 Rancho Santa Fe and Olivenhain .58 A .64 B 14 Palomar Airport Road and Camino Vida Roble .59 A .57 A 15 Palomar Airport Road and Paseo del Norte .58 A .78 C 16 Palomar Airport Road and Avenida Encinas .48 A .51 A 17 Palomsir 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 B2-5 ihk & associates Count Number Table B2-2 (Continued) CITY OF CARLSBAD SUMMER 1989 INTERSECTION LEVELS OF SERVICE Count Intersection/Location PEAK HOUR AM V/C Ratio LOS PM V/C Ratio LOS 18 Alga Road and Alicante .43 A .46 A 19 Alga Road and El Fuerte .30 A .27 A 20 Carlsbad Boulevard and State Street .59 A .83* D 21 Carlsbad Boulevard and Elm Avenue .36 A .64 B 22 Carlsbad Boulevard and Tamarack Avenue .30 A .59 A 23 Carlsbad Boulevard and Cannon Road .35 A .69 B 24 Carlsbad Boulevard and Poinsettia .25 A .42 A 25 Cannon Road and Paseo del Norte .41 A .51 A 26 Poinsettia Lane and Paseo del Norte .55 A .46 A 27 Monroe Street and Marron Road .26 A .56 A 28 Monroe Street and Elm Avenue .39 A .67 B 29 Marron Road and Jefferson .35 A .65 B 30 Elm Avenue and Tamarack Avenue .33 A .32 A 31 Elm Avenue and Harding .44 A .68 B 32 Tamarack Avenue and Adams Street .66 B .61 B 33 Tamarack Avenue and Pio Pico .54 A .48 A 34 Tamarack Avenue and Park Drive .46 A .49 A 35 Monroe Street and Chestnut Avenue .31 A .34 A 36 Jefferson and Las Flores .39 A .72 C Notes: * Further Capacity Analysis performed by JHK <5c Associates in Chapter 4 of this document. B2-6 Table B2-3 INTERSECTION SUMMARY INDEX ihk &L ass(jcuites 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 Airport Road 3/01/89 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 Olivenhain 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 B2-9 B2-13 B2-17 B2-21 B2-25 B2-29 B2-33 B2-37 B2-41 B2-45 B2-49 B2-53 B2-57 B2-61 B2-65 B2-69 B2-73 B2-77 B2-7 Table B2-3 (Continued) INTERSECTION SUMMARY INDEX ihk i!!v associates Count No. 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Count Count Intersection/Location Date Alga Road and El Fuerte 3/02/89 Carlsbad Boulevard and State Street 2/14/89 Carlsbad Boulevard and Elm Avenue 2/14/89 Carlsbad Boulevard and Tamarack Avenue 2/16/89 Carlsbad Boulevard and Cannon Road 2/28/89 Carlsbad Boulevard and Poinsettia 3/02/89 Cannon Road and Paseo del Norte 2/28/89 Poinsettia Lane and Paseo del Norte 3/02/89 Monroe Street and Marron Road 2/15/89 Monroe Street and Elm Avenue 2/14/89 Marron H..;.ad and Jefferson 2/15/89 Elm Avenue and Tamarack Avenue 2/16/89 Elm Avenue and Harding 2/14/89 Tamarack Avenue and Adams Street 2/16/89 Tamarack Avenue and Pio Pico 2/16/89 Tamarack Avenue and Park Drive 2/16/89 Monroe Street and Chestnut Avenue 2/28/89 Jefferson and Las Flores 2/14/89 Cover Page Number B2-81 B2-85 B2-89 B2-93 B2-97 B2-101 B2-105 B2-109 B2-113 B2-117 B2-121 B2-125 B2-129 B2-133 B2-137 B2-141 B2-145 B2-149 B2-8 ihk &i as.sociates CITY OF CARLSBAD SUMMER 1989 INTERSECTION ANALYSIS SUMMARY Intersection Number: 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 Analysis and Turn Movement Diagram 3 of 3 B2-9 .}W. ii flj;30ci.3-tc.:3 Vurninig Mo'.-'t.Merit Couri+s Ftn.alysis P-StjCt I of City: CARL I rtt.rs6.cti on :jf: H/S E.t'H Strc?et: Street: EL. CFlhlMO REFIL HFlRRON File: CEiliMO 1.MK 1 Dates' Ccii;iect£..J by:MS Co-iiit Date: Day: Hki.ath6.r rUESDHV CLEFIF: Tl .ii-ffic Contr-.:.!: Signaliasd Rpproach I;NB5 North Rpproach C: ;B;I H«.:st Ipproa ch I:;EB::I East Rpproach a 4B::I 15 Min. T :.tal Erd of 15 --z -- nin. prd. L.?ft U-Trn Thru Right P«>d3 Uoft U-Trn Thru Right Peds Lc'ft U -Trn Thru Ri ght Pe.d:s L.6.ft U-Trn Th ru Ri ijht PCftzis I'ehi cii. 'fds 06:15 FIM 0 119 5 0 5 0 123 5 1 19 0 ir 20 •7} 0 0 0 0 0 305 1 0630 FlM a 0 152 6. 0 13 0 213 7 0 10 0 -1 18 1 5 0 6. 9 0 •151 1 06:-15 RM 2 0 1'30 •3 0 l-'l 2 IS 21 1 15 0 s 22 0 9 0 3 2,7 1 -178 2 OT:00 RM ' 10 0 177 1 56. 197 19 1 16 2 18 IS •1 11 0 ':! -'S 1 !5S9 •p OT-IS FiM * •^ 0 15 0 S 0 190 27 0 21 1 22 28 0 11 0 8 18 0 •1-11 0 07:30 RM * 3 0 181 12 0 27 1 21s 19 -1 20 0 IS 29 2 9 0 10 2 j::{ 6 57-1 12 DT-:'15 HM s 10 0 23S 1-1 1 r tl. 0 302 13 0 23 1 1-^1 2!::. 0 9 0 11 33 1 761 2 06:00 AM »' 11 0 23--1 6 0 •ul 0 281 2-1 2 19 0 16 1'7 2 7 0 10 17 2 6-15 6 Ofc 15 RM 3 iil 138 17 2 1 0 178 13 •^ 9 I'i 17 19 0 0 16 0 -130 -1 06:30 RM H 0 Z ^I --1 13 0 66. 0 207 19 2 23 1 12 12 0 6 0 16 i::! ( 1 l;:.38 Ofc-15 RM 17 0 22-1 lb 1 -1-^1 0 26.8 21:-2 11 1 10 12 0 0 15 29 1 673 06:00 RM 15 0 Ib-H 7 1 50 0 98 28 1 9 1 10 13 11 0 10 31 1 -1-11 CJ Mfri. 15 nil' 17 0 tl zS W 17 " 1 (.::! 1 302 2'7 •1 i-3 c. 29 '1 11 0 16 •ri •"' 6 '76-1 12 Pk Hr, Vtztl 2S 0 7-^12 •I'i' 1 no 1 99 1 1:!.3 6 i::>3 2 70 9'3 -1 36 0 31:1 96 9 2-177 2'1 0T-:0O RM Pf.ak Int ?r si^cti tz n Tr af-fic in Pt::.. Hr. -2-177 P.3ak Hr. P.a 0.81 O&IKl RM Hour In tKi.r:5 6'cti on F'd •;:trn:i in Pk. Hr.n: 2-1 Ofe-IS PM * 58 0 -13-1 26 1 8':l 1 200 20 2 -12 0 -40 •:• 2' 1 30 0 52 -18 1 1073 Cj Oft (JO PM * 5:3 0 225 56. 1 195 30 0 -18 0 •3 r' -10 1 •IS • 0 5-1 3-1 1 8-16 -1 Oft 15 PM i* -18 1 25-1 25 2 r' 0 186 31 0 3-1 0 28 3-1 0 35 0 51 3-1 Cj 787 8 Oft 30 PM -x 57 0 211 25 -7} •1-^1 0 201 21 -1 .3 8 0 37 -19 0 19 ' 0 29 13 -1 '771 11 Oft-15 PM 37 0 271 1-1 0 79 0 20-1 2 7 3 57 0 -11 11 0 -1!:i •=iC-0 1386 6 O&OO PM 78 0 338 21 0 79 Cl 20-1 19 1 -11 0 5-1 33 1 35 0 53 61 Cj 101-1 (' O&IS PM 33 0 21.2 13 . 0 •16. 1 203 2fi. •1 -11 0 30 36 5 2^:;l 0 'nl !33 1 710 10 0E:30 PM 53 0 203 23 0 1-^1 2 170 15 0 28 0 29 50 0 25 0 3-^1 39 1 '719 1 OfcHS PM 55 0 303 I'i? 0 76. 0 171 19 0 3 |-0 -ICI 3-1 0 26 0 • -13 -15 3 |::|68 3 06:00 PM -H5 1 i-i! 7 0 6? 1 210 16 0 22 0 26 z\ z\ 0 53 0 30 51 2 &T>Z! 2 Ofc 15 PM 25 1 220 113 1 -11 0 1&'7 21 26 0 33 3-1 0 26 0 20 21 0 6.52 1 06 30 PM -17 0 217 '2-^ 2 -16. 1 18-1 1-1 0 17 0 27 0 '12 0 36 36 0 \ 2 3 2 Me-;. 15 i-ii r 73 1 •13-1 ::?s 3 89 210 31 -1 57 0 5-1 50 5 53 0 5-1 61 5 1 ,073 11 Pk Hr. l'ol . 216. 1 115-1 ii;i-i •3 216. z 782 102 6 162 0 112 155 2 132 0 1 86. 129 11 3-180 3-1 0E:30 PM Oft 30 PM Pf.3k Flour I n t» r s (? c 1. i o fl T r a f •!' i c i n P k:. H r . I n t .1? r s f c t in P .1 s t, 1 - r i :s i n P k:. H r . :i-1S0 3-1 P.?.:iik Hr. Factor 0.81 EL CAHINO REAL at HARRON Lane Confiquration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Tiae Period: So. Approach (NB) No. Approach (SB) Hest Appr. (EB) East Appr. (HB) 07:00 AH to -- 08:00 AH Left Thru Riqht Left Thru Riqht Left Thru Riqht Left Thru Riqht Lane Inside 11 1 1 1 Confiq- (left) 2 1 1 1 1 urations 3 1 1 1111 4 1 i 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 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 28 742 47 UO 991 83 83 70 99 36 39 96 Adjusted Hourly Voluae 28 789 0 110 1074 0 83 169 0 36 135 0 Utilization Factor 0.01 0.15 0.00 0.04 0.21 0.00 0.06 0.05 0.00 0.02 0.04 0.00 Critical Factors 0.01 0.21 0.06 0.04 ICU Ratio = 0.42 LOS = A Turning Hoveaents at Intersection of EL CAHINO REAL and HARRON Tiae: 07:00 AH to 08:00 AH North Approach EL CAHINO REAL Oate: 07/25/89 Day: TUESDAY 2105 <- Total Naae: HZ 1184 921 <- Subtotals Sub- 83 991 110 Total totals " Sub- H <-• V '-> ; * totals Total E e 150 < ; ; --a s " •— 96 s t 402 ; ' <--•- 39 171 t 83 —' : /— 36 A 252 70 ~> ; ; 398 A p 99 —' North V p p ; > 227 p r V ! r ; <-, " /-> HARRON y III 28 742 47 Subtotals -> 1126 817 Total -> 1943 Note: Left-turn voiuaes include South Approach U-turns. EL CAHINO REAL at HARRON Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Tiae Period: So. Approach (NB) No. Approach (SB) Hest Appr. (EB) East Appr. (HB) 03:30 PH to —- -— 0*;30 PH Left Thru Right Left Thru Riqht Left Thru Right Left Thru Riqht Lane Inside 11 1 i i Config- (left) 2 1 1 i i urations 3 1 i 1111 4 1 1 Outside 5 11 l i Lane Settings 230230120120 Capacity 2700 5100 0 2700 5100 0 1500 3400 0 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 216 1154 104 216 782 102 162 142 155 132 186 129 Adjusted Hourly Voluae 216 1258 0 216 884 0 162 297 0 132 315 0 Utilization Factor 0.08 0.25 0.00 0.08 0.17 0.00 0.11 0.09 0.00 0.09 0.09 0.00 Critical Factors 0.25 0.08 O.U 0.09 ICU Ratio = 0.63 LOS = B Turning Hoveaents at Intersection of EL CAHINO REAL and HARRON North Approach EL CAHINO REAL Tiae: 03:30 PH to 04:30 PH Date: 07/25/89 Day: TUESDAY Naae: HZ Sub- Total totals 963 504 459 162 —• 142 -> 155 —' 102 I Subtotals -> 1069 Total -> UOO 782 I I V 2545 216 I North I I 216 1154 1474 2543 South Approach 1445 I-y I 104 <- Total <- Subtotals <— /— Sub- totals Total 129 186 132 447 462 HARRON 909 Note: Left-turn voiuaes include U-turns. ihk lli: associates CITY OF CARLSBAD SUMMER 1989 INTERSECTION ANALYSIS SUMMARY Intersection Number: 2 Intersection Location: EI Camino Real and Elm Avenue CONTENT PAGE Turn Movement Count Summary (A.M. and P.M.) 1 of 3 A.M. 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T 8T 82 0 2e 0 6T IL^tZ-2 T2 T fc- 9ST 'I iT u-ru -si?n 0 Scb-0 Cb SS 0 2T 0 9 T2 0 6T 0 iT 001 T 8T 0 0 T2T 0 £T HU 00=60 0 8b-b-0 Sb-OS 0 y 0 8 22 0 82 0 6T IZl 0 6T 0 2 SOT 0 ST HU Sb-:80 0 82b-0 9e .1 <:• 0 TT 0 2T T2 0 61 0 CT Zirl T T2 0 2 lk 0 iT s HU oe=eo 0 S2S 0 £9 0 8T 0 21 .:LT 0 T2 0 6 S£T 0 T2 0 £ 9ST 0 CT *: HU ST =80 0 £09 0 se 99 .0 I 0 2T b-2 . 0 92 0 2T Si2 T CT 0 0 92T T i * HU 00=80 0 SZI 0 T9 68 0 8T 0 .:!-T 82 0 2e 0 OT e2e 0 OT 0 e T CT 0 9 * HU Sb- = i0 0 6SS 0 es t-L'i 0 22 0 TT TT 0 t-:.c. 0 9 892 0 'J 0 T £:i3 T 1 C HU 0C:i0 0 lis 0 se as 0 2T 0 8T b'2 0 T2 0 6 892 T2 0 2 96 0 t» HU ^l=i0 T 6 b-S 0 29 TS 0 CT T 8T eT 0 OT 0 9 b-62 0 0 b- Ci 0 HU ao=io 0 8b-e 0 0 9e 0 OT 0 S 0 2T 0 e C6T T 8 0 0 i9 0 T HU 5^=90 T 8^1.2 0 ei!!! 9b-0 0 b-••il 0 ,1 0 T 8TT 0 I T 0 iS 0 HU oe=9o T £ZZ 0 oz 02 0 c. T !"' 0 9 0 e2T 0 0 0 2e 0 9 MU ST =90 sp*d •-t='T'-1='i'i -VHC r; 1 l'l-"1.1. '•-l-l .L-r 1 "+-t'9'l rspa,-) •:|.y6^i:a ""'--"-IJ. '•'Ji-n s:paj 't'li^Ta rtjux ij.jj^-. ri ^j-f'i ^V^-ti •VM&Ta •"'Ji-ii -p..id -ij-tM -- --ST .*•-•' P'-*3 • T'^'"t'-'.l -ij-i:u r.;! ;;IM::I <-P'» ojddy 35 lA-'^c. i.^iddy "•l-s^^lM s:'> <-\-' K'0.4ddy '•1^-J'^H CaH;i M3S'Ojdd|-i i.|-:|.no5 AlimiO :.4ay>s-aH pazT tR?i.4l-:. cs : tO-4-+uo;i Di:,+j.t-,.4_i ,J,U0Sana3M -f'^IJ aa/sz.i'.io : a'+B-Q -^.uno:] T>IM-20HSa3 =••^11:^ H'13 i^oe-i^S M/3 "1H3a 0NIMH3 '13 : "-t a a.4c,/n --iO ijo i:-+^as:ja-+i.41 oui3sn;:JH':i -fny^ IL X .sEtE-jJ £:i:-j;l-i [K'Ui-i ^-^.uno^ -(.uawa/.on Eiuiujnj sa>i?-tnos-.jy ^1 ;:<Hr EL CAHINO REAL at ELH Lane Configuration for Intersection Capacity Utilization Paqe 2 of 3 Pk. Hr. Tiae Period: So. Approach (NB) No. Approach (SB) Hest Appr. (EB) East Appr. (HB) 07:30 AH to — - - 08:30 AH Left Thru Riqht Left Thru Riqht Left Thru Riqht Left Thru Riqht Lane Inside 11 1 1 1 Config- (left) 2 1 1 11 urations 3 1 1 1111 4 1111 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 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 43 510 8 65 875 44 98 90 53 54 255 189 Adjusted Hourly Voluae 43 518 0 65 919 0 98 143 0 54 444 0 Utilization Factor 0.03 0.10 0.00 0.04 0.18 0.00 0.07 0.04 0.00 0.04 0.13 0.00 Critical Factors 0.03 0.18 0.07 0.13 ICU Ratio = 0.50 LOS = A Turning Hoveaents at Intersection of EL CAHINO REAL and ELH Tiae: 07:30 AH to 08:30 AH North Approach EL CAHINO REAL Date: 07/26/89 Day: HEDNESDAY 1781 <- Total Naae: LN 984 797 <- Subtotals Sub- 44 875 65 Total totals 11'. " Sub- H <-• V '-> : " totals Total E e 342 < ; ; —- a s " '— 189 s t 583 : " <--- 255 498 t 98 —• ; /— 54 A 241 90 -> ; ' ; 661 A p 53 —' North V p p ; > 163 p r V ; r ; <-, " I-y ELH V ; ; ; 43 510 8 Subtotals -> 982 561 Total -> 1543 Note: Left-turn voiuaes include South Approach U-turns. EL CAHINO REAL at ELH Lane Configuration for Intersection Capacity Utilization Paqe 3 of.3 Pk. Hr. Tiae Period: So. Approach (NB) No. Approach (SB) Hest Appr. (EB) East Appr. (HB) 04:30 PH to 05:30 PH Left - Thru Riqht Left Thru Riqht 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 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 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 88 1355 46 226 683 113 136 314 59 77 139 108 Adjusted Hourly Voluae 88 1401 0 226 796 0 136 373 0 77 247 0 Utilization Factor 0.06 0.27 0.00 0.15 0.16 0.00 0.09 O.U 0.00 0.05 0.07 0.00 Critical Factors 0.27 0.15 0.09 0.07 ICU Ratio = 0.69 LOS = B Turning Hoveaents at Intersection of EL CAHINO REAL and ELH Tiae: 04:30 PH to 05:30 PH North Approach EL CAHINO REAL Date: 07/26/89 Day: HEDNESDAY 2621 <- Total Naae: LN 1022 1599 <- Subtotals Sub- 113 683 226 Total totals ] \ " Sub- y <-• V •-> ; ^ totals Total E e 340 < ; ; a s " '— 108 s t 849 ; " <— 139 324 t 136 —• ; /— 77 A 509 314 -> ; ; 910 A p 59 —• North V p p ; > 586 p r (-, ^ /-> ELH I > t 88 1355 46 Subtotals -> 819 1489 Total -> 2308 r Note: Left-turn voiuaes include South Approach U-turns. ihk & associates CITY OF CARLSBAD SUMMER 1989 INTERSECTION ANALYSIS SUMMARY Intersection Number: 3 Intersection Location: EI Camino Real and Chesnut 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 B2-17 JHK li Rssoci at(?s City: CRRL.!5ElflD I nt«.rs«.cti on of: H/!:. E/H Turning Mo..--«?msnt Counts final ysi-s Page- 1 of 3 itreet: iitriset: EL CFlMINO RERL CHESTNUT FilT.: CEi:5H03.HKl Data Coll^ctud by:H5 Count Date: 07/26/89 Day: Heather MEDHESDRV CLERR Traffic Control: Signalizs.d !5outl Rpproach CHBli North Approach C^ ".Bi Hest Rppr -.lach Cf :B:I East Rpproach CMB::I 15 Min. Total End of 15 — --- - - nin. prd. L.3ft U-Trn Thru Right Peds Left J-Trn Thru Right Pettis Left L -Trn Thru Rl ght •^'ed:!! Left U-Trn Thru Ri ght Peds Mehi cls l-'eds 06:15 FlH 0 39 •1 1 9 0 150 -1 0 9 0 5 9 0 0 0 10 11 0 252 1 06:30 HH 8 0 53 2 2 l'l 0 187 5 1 •1 0 5 23 0 9 0 17 12 3 339 6 06:'IS RH 9 0 -17 3 0 1-1 0 319 9 1 19 0 10 -12 0 3 0 15 13 0 533 1 07:00 RH 1-1 0 5-1 10 0 6 0 88 10 1 '7> 0 10 i"! 1 6 0 11 1 261 3 07:15 RH W 13 0 77 0 9 0 181 20 0 36 0 13 13 0 5 0 i;! i ' 16 0 •112 0 07:30 RH x 12 0 76 1 0 8 0 212 20 1 35 0 1-1 7 1 6 0 26 1-1 6 -13-1 9 07:-15 RM x 12 0 126 -1 1 12 0 370 IS 0 26 0 17 15 1 10 0 26 19 1 655 3 08:00 RH .« 12 0 126 2 0 10 0 322 1-1 1 29 0 20 39 1 12 0 15 16 6i 6-17 8 08:15 RM 20 0 1-11 6 2 -1 0 261 11 0 36 0 21 -ttz tL.J 13 6 0 -11 18 1 590 :3 08:30 RM 36 1 1-19 2 0 20 0-256 11 1 28 0 1-1 22 0 7 0 26 23 1 59-1 2 OS:-15 RH •Z> '.. 0 10-1 rr 0 13 0 176 8 1 25 0 11 20 0 5 0 10 0 •121 1 09:00 RH 19 0 115 1 1 12 0 12-1 9 1 21 0 10 17 0 3 0 22 13 0 366 c Ma-x. 15 Min. Pk. Hr. l.-'ol . 36 -19 1-19 •105 10 12 20 39 370 1085 36 126 21 6-1 -12 7-1 12 33 15 12-1 b 13 655 2-186 07:00 RH Peak I nter :iecti on Tr af f:i i 11 Pk. Hr .= 2-186 Peak HI-. Fa .:: 10 r 0.95 08:00 RH Hour Inter secti on F'd strns i ll Pk. Hr.= 22 03:-15 PH 28 0 213 11 1 16 1 256 5 3 39 0 IS 31 1 9 0 29 16 1 671 6 0-1:00 PH 27 0 273 5 1-1 0 56 -1 0 0 '.Tf 0 6 0 5 13 0 lis 2 0-1:15 PH 26 0 313 6 0 17 0 150 1 1 6 0 10 25 0 -1 13 8 5 2 571 3 0-1:30 PH W 30 0 319 1 0 29 0 209 . •7 0 1 0 19 38 13 6 0 13 11 1 68 1 1 0-1:-15 PH « 32 0 111 21 23 0 121 7 0 12 0 S 19 11 0 26 28 .;:. 752 6 05:00 PH w 31 0 -136 11 0 36 0 153 5 0 11 0 18 35 1 -1 0 2 .-.i 18 3 781 -1 05:15 PH * 35 0 377 12 1 29 0 117 70 0 10 0 20 17 1 7 0 28 r- t' 2 779 1 05:30 PH 1-^1 0 2-13 15 1 26 1 1-11 •19 0 .71 0 28 6 1 6 0 15 13 3 562 C •J 05:-15 PH 36 0 270 . 17 1 26 0 102 37 1 6 0 19 2 0 -1 0 6 7 13 532 06:00 PH 0 2-13 6 1 36 0 167 33 0 13 0 16 .:i 0 5 0 11 10 0 568 1 06:15 PH 16 0 116 -1 1 tlcl. 2 98 17 0 5 0 17 .3 13 -1 0 10 5 1 317 ;> 06:30 PM 17 0 2-16 6 1 17 0 115 12 1 8 0 5 0 8 0 16 1-1 171 -1 Max. 15 Min. 36 0 -l-l^l 21 .Zl 36 256 70 3 39 0 28 .-iy 11 0 29 28 781 6 Pk. Hr. l.-'ol. 128 0 1 576 •15 3 117 0 630 8-1 0 37 0 65 109 -1 28 0 90 8-1 6' 2993 19 0-1: 15 PM Pe ak I nter secti on Traffi ill Pk. Hr 2993 Peak HI . Fa ctor 0. 96 05:15 PM Ho .jr I ntei ;ijecti on Pd strr s i n Pk. Hr .= 19 EL CAHINO REAL at CHESTNUT Lane Configuration for Intersection Capacity Utilization Paqe 2 of 3 Pk. Hr. Tiae Period: So. Approach (NB) No. Approach (SB) Hest Appr. (EB) East Appr. (HB) 07:00 AH to 08:00 AH Left Thru Riqht Left Thru Riqht Left Thru Right Left Thru Right Lane Inside 11 1 11 111 Confiq- (left) 2 11 1 urations 3 11 1 4 I Outside 5 1 Lane Settinqs 12 0 13 10 110 10 Capacity 1500 3400 0 1500 5100 1500 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 Voluae 49 405 12 39 1085 72 126 64 74 33 124 65 Adjusted Hourly Voluae 49 417 0 39 1085 72 0 190 74 0 222 0 Utilization Factor 0.03 0.12 0,00 0.03 0.21 0.05 0.00 0.13 0.05 0.00 0.15 0.00 Critical Factors 0.03 0.21 0.00 0.15 ICU Ratio = 0.49 LOS = A Turning Hoveaents at Intersection of EL CAHINO REAL and CHESTNUT Tiae: 07:00 AH to 08:00 AH North Approach EL CAHINO REAL Date: 07/26/89 Day: HEDNESDAY 1792 <- Total Naae: UZ 1196 596 <- Subtotals < Sub- 72 1085 39 Total totals \ \ \ " Sub- H <-• V •-> ; " totals Total E e 345 < ; ; -a t ; " <— 124 222 t 126 —• ; /— 33 A 264 64 "> ; ; 337 A p 74 — • North V p p ; —-> 115 p r , V : r ; <-, " I-y CHESTNUT V : ; ; 49 405 12 Subtotals -> 1192 466 Total -> 1658 Note: Left-turn voiuaes include South Approach U-turns. EL CAHINO REAL at CHESTNUT Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Tiae Period: So. Approach (NB) No. Approach (SB) Hest 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 11 1 11 111 Config- (left) 2 1 1 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 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 128 1576 45 117 630 84 37 65 109 28 90 84 Adjusted Hourly Voluae 128 1621 0 117 630 84 0 102 109 0 202 0 Utilization Factor 0.09 0.48 0.00 0.08 0.12 0.06 0.00 0.07 0.07 0.00 0.13 0.00 Critical Factors 0.48 0.08 0.00 0.13 ICU Ratio = 0.79 LOS = C Turning Hoveaents at Intersection of EL CAHINO REAL and CHESTNUT Tiae: 04:15 PH to 05:15 PH North Approach EL CAHINO REAL Date: 07/26/89 Day: HEDNESDAY 2528 <- Total Naae: HZ 831 • 1697 <- Subtotals Sub- 84 630 117 Total totals " Sub- H - - <-• V '-> ; " totals Total E e 302 < ; ; —- a s " '— 84 s t 513 ; " <— 90 202 t 37 —• ; /— 28 A 211 65 "> ; : 429 A p' 109 —• North V p p . : > 227 p r V ; r ! <-, " I-y CHESTNUT V ; ; ; 128 1576 45 Subtotals -> 767 1749 Total-) 2516 Note: Left-turn voiuaes include South Approach U-turns. ihk &. associates CITY OF CARLSBAD SUMMER 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 B2-21 .JHK a Hssociates Turning Hoi.--eMent Counts Rnalysis Pags City: CRP:L!5BRD Intersection of: N/S Street: E/H Street: EL CRMIHO RERL TRMHRRCK File: CDLiHOI-HKl Data Collected by:(iiM Count Date: 07/27/89 Day: Heather: THURSDRV CLERR Traffic Contr.::il : Signalised South Rpproach CNB-1 North Approach (.S ;B'I Hest Apprc lach CEBr^i East Approach CM8~J 15 Min. T.: Jtal : End of 15 Min. p ird. Left U-Trn Thru Right F'eds Left U-Trn Thru Right F'e.J-s Left U -Trn Thru Right Peds Left U-Trn Thru Ri ght Peds Mehicls 1 06: 15 RM 5 0 :3 11 1 3 0 90 11 0 6 0 13 9 0 1 0 19 0 0 171 1 06:30 RM c 0 10 16 3 9 0 128 13 1 -2 0 cli'-17 2 0 18 2 0 212 6 06:-15 RM 6 0 19 6 1 17 0 178 10 0 5 0 19 19 0 20 0 1':i 5 0 113 1 07:00 RM 9 0 39 7 0 23 0 292 25 0 8 0 25 cr 3 12 0 36. 1 3 1S5 6 07: 15 RM -'I 0 51 1 0 11 0 175 16 1 16 0 8 0 23 0 50 9 0 .372 1 07:30 RM 6 0 53 6 0 15 0 ISO 29 1 9 0 28 0 17 0 6'7 S 0 120 1 07:-15 RH * 16 0 58 8 0 39 0 301 17 0 15 0 13 0 13 0 S3 9 0 637 0 08:00 RH K 22 0 75 '2 3 81 0 270 25 0 7 Cl Z.t 31 0 60 0 90 10 6 679 9 08: 15 RH X 15 0 88 1 0 11 0 21.3 6 0 6 0 1 2 7 0 37 0 81 9 0 531 0 08:30 RM X 7 0 79 6 0 10 0 101 1 3 7 0 1 20 0 31 0 12 b 1 311 1 08:-15 RM 6 0 83 5 1 1 0 71 23 0 18 0 •3 0 38 0 39 10 0 306 1 09:00 RH 6 0 106 11 1 . 6 0 122 25 0 IS 0 12 20 0 17 0 21 9 0 376 1 Max. ] .5 Min 22 0 106 16 3 81 0 :30i 29 1 IS 0 19 1:3 -3 60 0 90 10 6 679 9 Pk. Hr -. Vol 60 0 300 20 .:! 171 0 883 19 3 .J... 0 13 121 0 171 0 296 31 2267 11 -- •- -- --- 07:30 RM Peak I ntersecti.:in Tr affic in Pk. Hr.-2267 Peak Hr. Fa i~ t .:> 1- • 0.83 08:30 RH Floijr Inte rsect ion Pd strns in Pk. Hr .= 11 03:^15 PM 35 0 115 29 0 13 1 107 G 1 8 0 58 13 1 12 0 25 1 0 162 2 01:00 PM 20 0 268 29 0 8 0 132 11 0 21 0 29 21 0 11 0 •yrz' 1 0 585 0 01: 15 PM 12 0 255 28 0 11 0 116 10 0 8 0 27 21 0 15 0 25 5 0 566 0 01:30 PM 18 0 219 21 1 8 0 138 9 1 17 0 35 20 1 IS 0 20 6 0 529 3 01:15 PM * 69 0 529 56 0 7 0 122 7 1 18 0 28 '7.' 7J 0 27 0 33 I' 0 925 1 05:00 PM •* 12 0 171 16 1 16 0 151 6 0 19 0 15 18 1 0 11 3 0 179 05: 15 PM K 15 0 151 !57 0 1 0 131 15 1 16 0 55 22 1 17 0 20 8 0 1339 2 05:30 PM X 60 0 197 96 0 6 0 90 22 0 10 0 51 20 1 10 0 15 10 0 y fc! r 1 05:15 PM 19 0 187 51 2 5 0 110 12 0 20 1 10 9 1 21 0 32 5 2 517 5 06:00 PM 11 0 115 29 0 13 1 107 8 1 8 0 58 18 1 12 0 25 1 0 111 2 06: 15 PM 22 0 178 17 0 10 1 109 29 0 18 0 37 • 12 0 IS 0 18 10 1 !-;os 1 06:30 PM 11 0 126 29 0 19 0 79 17 0 12 0 59 13 0 19 0 18 1 1 -106 1 Max. 1 .5 Min 69 0 529 96 2 19 1 151 29 1 21 1 59 '7' '7^ 1 i:"-' 1^ 0 33 10 2 925 tr Pk. Hr •. V'Ltl . 187 0 1651 . 225 1 30 0 197 50 2 63 0 179 yell •J 59 13 79 2.S 0 3 130 10 01:30 PM F'eak Intersect i.:.n Traffic in Pk. Hr 3130 Peak : Hr. Fa .;t.Dr 0.85 05:30 PM Flour Intersection Pdstrns in Pk. Hr. 10 EL CAHINO REAL at TAHARACK Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Tiae Period: So. Approach (NB) No. Approach (SB) Hest Appr. (EB) East Appr. (HB) 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 Confiq- (left) 2 11 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 phases (Yes/No)? No Do you want separate East/Hest phases (Yes/No)? No Efficiency Lost Factor 0.10 Hourly Voluae 60 300 20 174 888 49 35 13 121 171 296 34 Adjusted Hourly Voluae 60 300 20 174 937 0 35 13 121 171 296 34 Utilization Factor 0.04 0.09 0.01 0.12 0.28 0.00 0.02 0.01 0.08 O.U 0.17 0.02 Critical Factors 0.04 0.28 0.02 0.17 ICU Ratio = 0.61 LOS = B Turning Hoveaents at Intersection of EL CAHINO REAL and TAHARACK North Approach EL CAHINO REAL Tiae: 07:30 AH to 08:30 AH Date: 07/27/89 Day: THURSDAY Naae: 6H 1480 UU 369 <- Total <- Subtotals Sub- Total totals 574 405 169 35 —' 13 ~> 121 —• 49 I I <-• Subtotals -> UBO Total -> 174 t •-> North <-. I I 60 300 380 1560 South Approach I-y I c 20 <— I— Sub- totals Total 34 296 171 501 207 TAHARACK 708 Note: Left-turn voiuaes include U-turns. EL CAHINO REAL at TAHARACK Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Tiae Period: So. Approach (NB) No. Approach (SB) Hest Appr. (EB) East Appr. (HB) 04:30 PH to 05:30 Pfl Left Thru Right Left Thru Right Left Thru Right Left Thru Riqht Lane Inside 11 1 1 1 Confiq- (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 phases (Yes/No)? No Do you want separate East/Hest phases (Yes/No)? No Efficiency Lost Factor 0.10 Hourly Voluae 187 1651 225 30 497 50 63 179 82 59 79 28 Adjusted Hourly Voluae 187 1651 225 30 547 0 63 179 82 59 79 28 Utilization Factor 0.12 0.49 0.15 0.02 0.16 0.00 0.04 O.U 0.05 0.04 0.05 0.02 Critical Factors 0.49 0.02 O.U 0.04 ICU Ratio = 0.75 LOS = C Turning Hoveaents at Intersection of EL CAHINO REAL and TAHARACK Tiae: 04:30 PH to 05:30 PH North Approach EL CAHINO REAL Date: 07/27/89 Day: THURSDAY 2319 <- Total Naae: GH 577 1742 <- Subtotals Sub- 50 497 30 Total totals " Sub- H <-' V •-> : " totals Total E e 316 < ; ; a s " '— 28 s t 642 ; " <— 79 166 t 63 —• : /— 59 A 324 179 -> : ; 600 A p 82 —• North V p p ; > 434 p r V ; r ; <-, " /-> TAHARACK V ; ; : 187 1651 225 Subtotals -> 638 2063 Total -> 2701 Note: Left-turn voiuaes include South Approach U-turns. jhk & assc CITY OF CARLSBAD SUMMER 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 B2-25 JHK a Associates Turning Mo'.'eMent Counts Analysis Page 1 of 3 City: CARLSBAD Intersection of: H/S Street: EL CAMINO E/M Street: FARADAV REAL File: CBSMOS.MKl Data Collected t.y:DL Count Date: 08/02/89 Day: Heather: HEDNESDHV CLOUDV Traffic Control: Siijnalised End of 15 South Approach CMB) North Approach CSB'J' Hest Apprcia.::h CEB) East Approach CHB:'J 15 Min. Totals End of 15 Min. prd. Left U-Trn Thru Ri ght F'eds Left U-Trn Thru Right Peds L eft U -Trn Thr u RLght Ped:3 Left U-Trn Thru Ri ght Peds Mehicls Ped:5 06:15 RM 25 0 23 7 0 9 0 61 11 0 1 0 0 0 0 0 0 0 1 0 111 0 06:30 RM 36 0 11 6 0 18 1 65 16 0 0 0 2 9 0 2 0 1 0 0 166 0 06:15 RM 69 0 59 33 0 38 1 178 21 0 2 0 0 7 0 1 0 0 5 0 113 0 07:00 RH 102 0 50 36 1 60 1 212 76 0 1 0 1 •1 13 13 0 0 1 0 589 1 07:15 RM 129 0 18 IS 0 22 0 156 13 0 2 0 1 13 13 fc! 0 0 2 0 110 0 07:30 RM * 103 0 11 22 0 29 0 208 67 0 6 0 2 7 13 7 0 0 3 0 19S 0 07:15 RM * 133 0 81 36 0 22 2 211 89 0 6 0 0 16 13 S 0 1 1 0 637 0 08:00 RM w 209 0 96 27 0 19 0 250 133 0 1 0 1 12 0 11 0 'J 1 0 796 0 08:15 RM w 171 0 82 12 0 39 1 166 53 0 11 0 .:i 11 0 17 0 1 0 0 616 0 08:30 RH S2 0 17 20 0 33 6 230 2S 0 1 0 2 11 0 38 0 13 6 (;i 511 0 08:15 RM no 0 109 20 0 19 5 77 19 0 3 0 1 30 0 7 0 1 z} 0 102 0 09:00 RM 105 1 112 11 0 16 5 136 30 0 8 0 1 28 0 9 0 2 I 0 166 0 Max. 1 15 Min , 209 1 112 12 1 60 6 .250 133 0 11 0 1 30 0 38 0 13 6 0 796 1 Pk. Hr. l.-'ol . 616 0 303 127 0 139 6 888 312 0 2 7 0 6 16 0 13 0 5 5 0 2563 1 -— — - - 07: 15 AM Peak Intersec tion Tl affic in Pk. Hr .= 2563 Peak Hr. Fa ctor 0.80 OS:15 RM Hour Intersection Pdstrns in Pk. Hr. 03:15 PH 32 0 193 6 0 11 11 60 21 0 21 0 1 57 0 20 0 0 9 0 131 0 01:00 PH 31 0 121 12 0 10 7 103 5 0 19 0 1 18 0 20 0 1 r' 0 .:1i:i7 0 01:15 PH 36 1 261 10 0 11 6 117 11 0 56 0 ~! 130 0 2S 0 Cj 12 0 710 0 01:30 PM * 16 0 168 15 0 9 "1 111 15 0 33 0 7 65 0 28 0 1 18 0 516 0 01:15 PM s 30 0 217 10 0 10 ;i 111 1 1 135 0 1? 187 -7> 3S 0 1 5 0 765 3 05:00 PM « 31 0 275 8 0 12 7 150 7 0 57 0 81 0 31 0 0 18 0 681 0 05: 15 PH * 29 0 165 7 0 18 1 173 1 0 98 0 219 0 •-J.-, 1 C 0 1 31 0 1120 0 05:30 PM 17 1 191 5 0 1 1 106 3 0 11 0 0 68 0 33 0 1 IS 0 1S7 0 05:15 PM 13 0 236 1 0 5 2 131 5 0 13 0 0 118 0 10 0 0 • 11 0 606 0 06:00 PM 6 0 no 3 0 1 0 91 1 0 21 0 0 59 13 21 0 13 12 0 337 0 06: 15 PM 10 0 206 1 0 -j 0 96 1 0 17 0 1 79 13 21 0 0 9 0 150 0 06:30 PH 6 0 151 3 0 5 83 1 0 10 0 0 11 0 10 0 1 8 0 -i-J 2 7 0 Max. 15 Min 16 1 165 15 0 18 11. 173 21 1 135 0 17 219 72 0 5 31 0 1,120 3 Pk. Hr. Moi . 139 0 1125 10 0 19 17 515 30 1 323 0 32 555 2 172 0 3 72 0 -3085 3 _ — -- • - -~ 01: 15 PH Peak Int er se.iti on 1 Traffic in Pk. Hr.= 3085 F'eak Hr. Factor 0.59 05:15 PM H.:ii-ir Intersection Pdstrns in Pk. Hr.: EL CAHINO REAL at FARADAY Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Tiae Period:- So. Approach (NB) No. Approach (SB) Hest Appr. (EB) East Appr, (HB) 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 1 ,2 3 0 2 1 1 1 2 0 Capacity 2700 3400 1500 2700 5100 0 2700 1700 1500 1500 3400 0 Oo 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 616 303 127 139 888 342 27 6 46 43 5 5 Adjusted Hourly Voluae 616 303 127 139 1230 0 27 6 46 43 10 0 Utilization Factor 0.23 0.09 0.08 0.05 0.24 0.00 0.01 0.00 0.03 0.03 0.00 0,00 Critical Factors 0.23 0.24 0.03 0.03 ICU Ratio = 0.63 LOS = B Turning Hoveaents at Intersection of EL CAHINO REAL and FARADAY Tiae: 07:15 AH to 08:15 AH North Approach EL CAHINO REAL Oate: 08/02/89 Day: HEDNESDAY 1704 (- Total Naae: DL 1369 335 <- Subtotals Sub- 342 888 139 Total totals ! I ,' " Sub- H <-' V •-> ; " totals Total E e 963 < ; ; —a s •— 5 s t 1042 ; " <— 5 53 t 27 —' ; /— 43 A 79 6 -> : : 325 A p 46 —• North V p p : > 272 p r V ; r : <-, " I-y FARADAY •V ; ; ; 616 303 127 Subtotals -> 977 1046 Total -> 2023 Note: Left-turn voiuaes include South Approach U-turns. EL CAHINO REAL at FARADAY Lane Confiquration for Intersection Capacity Utilization Paqe 3 of 3 Pk. Hr. Tiae Period: So. Approach (NB) No. Approach (SB) Hest Appr. (EB) East Appr. (HB) 04:15 PH to —- 05:15 PH Left Thru Riqht Left Thru Riqht Left Thru Right Left Thru Right Lane Inside 11' 11 1 Config- (left) 2 11 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 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 139 1125 40 49 545 30 323 32 555 172 3 72 Adjusted Hourly Voluae 139 1125 40 49 575 0, 323 • 32 555 172 75 0 Utilization Factor 0.05 0.33 0.03 0.02 O.U 0.00 0.12 0.02 0.37 O.U 0.02 0.00 Critical Factors 0.33 0.02 0.37 O.U ICU Ratio = 0.93 LOS = E Turning Hoveaents at Intersection of EL CAHINO REAL and FARADAY Tiae: 04:15 PH to 05:15 PH North Approach EL CAHINO REAL Date: 08/02/89 Oay: HEDNESDAY 2144 <- Total Naae: DL 624 1520 <- Subtotals Sub- 30 545 49 Total totals ,' ; ; " Sub- H — <-• V '-> \ " totals Total E e 172 < ; ; a s " '— 72 s t 1082 ; " <— 3 247 t 323 —• : /— 172 A 910 32 ~> ; ; 368 A p 555 — • North V p p ; > 121 p r V <-, " I-y FARADAY I ( t ( t t 139 1125 40 Subtotals -> 1272 1304 Total -> 2576 Note: Left-turn voiuaes include South Approach U-turns. ihk &. associates CITY OF CARLSBAD SUMMER 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 B2-29 JHK i'i Hssociates Turning Mo...-eMent Counts Hnalysis Page 1 of 3 City: CARLSBAD Intersection of: N/'S Street: E/H Street: EL CAHINO REAL PALOHAR AIRPORT RD. File: CE1SH06.WK1 Data Collected by:LH Count Date: 08/02/89 Day: Heather: HEDNESDAV Traffic Control: Signalized CLEAR South Approach CNB3 HortFi Approach CSB3 Mest Rpproach CEB;:' East Rpproach CHB:'i 15 Min. T.:)tals 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 F ;i ght Peds Mehi cls Peds — — - — ... - 06:15 RH 3 0 15 6 8 0 23 15 0 10 0 21 9 0 31 0 5-3 ::I6 0 233 2 06:30 RH 1 0 30 IS 0 5 0 '7''7' 10 0 17 0 ••jcr c -J 7 0 55 0 69 i;I |-' 0 2S6 0 06:15 RH 6 0 S'.3 21 0 31 1 119 53 0 53 0 96 16 0 90 0 208 65 D UW2 13 07:00 RM 7 0 86 35 0 16 0 112 71 0 55 0 79 25 0 101 0 178 53 0 881 0 07:15 RM 13 0 97 19 0 57 0 115 12 0 15 0 58 21 0 128 0 163 53 0 811 0 07:30 RM e 0 81 i27 0 0 173 37 0 13 0 73 11 0 112 0 197 6.9 0 919 0 07:15 RM x 16 0 162 11 0 51 0 150 56 0 65 0 67 IS 0 171 0 139 '36. 0 1035 0 08:00 RM « 21 0 165 58 0 12 0 151 60 0 56 1 102 2!:. 0 ISS 0 211 i;:i2 0 1217 0 OS:15 RM X 16 0 226 11 0 36 0 187 £l,0 0 60 0 91 ^'8 13 132 0 176 115 0 1139 0 08:30 HM s 0 112 30 0 10 0 165 82 0 51 0 \ \:1 22 2 105 0 165 61 0 957 2 08:15 RM 11 0 163 IS 0 38 0 115 10 0 11 0 52 0 116 0 60 0 703 13 09:00 RM 25 0 188 :37 0 29 0 91 82 0 .37 0 56 3-1 0 97 13 121 •7.\ \' 0 837 0 Max. 15 Mi n 25 0 226 58 z. 5 (' 1 187 82 0 65 1 102 31 '2 188 0 211 152 0 1,217 2 Pk. Hr. Moi 75 0 695 173 0 169 0 656 226 0 232 ] 335 93 2 596 0 721 101 0 1378 2 07:30 RM 08:30 RM F'eak Flour I nter se.:ti •: Interse.:;t n: Traffic in F'k. Pdstrns in Pk. Hr .-• Hr. - 137 ak Hr 0.86 03:15 PH 20 0 253 171 0 109 0 139 15 0 68 0 189 10 0 80 0 72 39 0 1198 0 01:00 PM 18 0 191 71 0 81 0 131 22 0 81 0 199 19 0 67 0 101 0 1013 0 01:15 PM 11 0 137 111 0 65 1 115 36 0 109 0 168 15 0 no 0 661 17 0 1026 0 01:30 PM 12 0 111 '70 0 SFl 0 1D9 28 0 17 0 138 18 0 101 0 81 35 0 838 0 01:15 PM X 11 0 158 119 0 128 0 clT \^ 12 0 7:3 0 226 23 0 87 0 91 20 0 129 1 13 05:00 PH X 9 0 238 92 0 11 0 132 23 0 66 0 161 22 0 93 0 61 29 0 970 0 05:15 PH * 20 0 210 211 0 113 0 110 d2 0 155 0 296 31 0 99 0 71 0 1176 13 05:30 PH * 8 1 212 135 0 61 D 162 50 1 81 0 278 36 0 17 0 i36 •^10 0 1196 1 05:15 PH 21 0 277 82 0 100 0 179 2y 0 96 0 .212 28 0 111 0 101 20 0 1261 0 06:00 PH 1 0 158 13 0 12 0 107 20 0 26 0 219 6 0 111 0 13 29 1 311 1 06: 15 PH 12 0 209 55 0 561 0 121 10 0 37 0 227 11 0 51 0 96 •"i .7} 0 956 0 06:30 PH 5 0 136 32 0 59 0 116 27 0 17 0 9 0 31 0 5 7 •Zl r 0 718 0 Hax. 15 Min 21 1 277 211 0 128 1 277 50 1 155 13 296 36 0 111 0 101 *"! "1 1 1,176 J Pk. Hr. Moi 51 1 816 617 0 313 0 711 117 1 375 0 961 115 0 326 0 315 121 0 1933 2 01:30 PM Peak Inter •sec^ tion Traffic in Pk. Hr _ r 1933 Peak Hr. Fa.: ;tor 0.81 05:30 PM Flour" Inter se.:: tion Pid:: strns in Pk. Hr „ L: 2 EL CAHINO REAL at PALOHAR AIRPORT RD. Lane Confiquration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Tiae Period: So. Approach (NB) No. Approach (SB) Hest Appr. (EB) East Appr. (HB) 07:30 AH to - 08:30 AH Left Thru Right Left Thru Riqht 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 ,1 1 1 1 Outside 5 Lane Settings 12 112 112 112 1 Capacity 1500 3400 1500 1500 3400 1500 1500 3400 1500 1500 3400 1500 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 Voluae 75 695 173 169 656 226 232 335 93 596 724 404 Adjusted Hourly Voluae 75 695 173 169 656 226 232 335 93 596 724 404 Utilization Factor 0.05 0.20 0.12 O.U 0.19 0.15 0.15 0.10 0.06 0.40 0.21 0.27 Critical Factors 0.20 O.U 0.10 0.40 ICU Ratio = 0.91 LOS = E Turning Hoveaents at Intersection of EL CAHINO REAL and PALOHAR AIRPORT RD. Tiae: 07:30 AH to 08:30 AH North Approach EL CAHINO REAL Date: 08/02/89 Day: HEDNESDAY 2382 <- Total Naae: LN 1051 1331 <- Subtotals Sub- 226 656 169 Total totals ^ Sub- H <-' V '-> ; ' totals Total E e 1025 < ; ; —- a s " '— 404 5 t 1685 : " <— 724 1724 t 232 —• ; /— 596 A 660 335 "> ; ; 2401 A p 93 —• North V p p ; > 677 p r V ; r ; <-, " I-y PALOHAR AIRPORT RD. V ; ; ; 75 695 173 Subtotals -> 1345 943 Total -> 2288 Note: Left-turn voiuaes include South Approach U-turns. EL CAHINO REAL at PALOHAR AIRPORT RD. Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr, Tiae Period: So. Approach (NB) No. Approach (SB) Hest Appr. (EB) East Appr. (HB) 04:30 PH to 05:30 PH Left Thru Right Left Thru Right Left Thru Right Left Thru Riqht Lane Inside 11 1 1 1 Confiq- (left) 2 1 1 1 1 urations 3 1 1 1 1 4 1 1 1 1 Outside 5 Lane Settinqs 12 112 112 112 1 Capacity 1500 3400 1500 1500 3400 1500 1500 3400 1500 1500 3400 1500 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 51 ,848 617 343 711 147 375 964 115 326 315 121 Adjusted Hourly Voluae 51 848 617 343 711 147 375 964 115 326 315 121 Utilization Factor 0,03 0.25 0,41 0.23 0.21 0.10 0.25 0.28 0.08 0.22 0.09 0.08 Critical Factors 0,41 0,23 0,28 0.22 ICU Ratio = 1.24 LOS = F Turninq Hoveaents at Intersection of EL CAHINO REAL and PALOHAR AIRPORT RD. Tiae: 04:30 PH to 05:30 PH North Approach EL CAHINO REAL Date: 08/02/89 Day: HEDNESDAY 2545 <- Total Naae: LN 1201 1344 <- Subtotals Sub- 147 711 343 Total totals I \ \ " Sub- H — <-' V •-> ! " totals Total E e 513 <: '. a s " •— 121 s 1967 ; " <— 315 762 t 375 —• ; /— 326 A 1454 964 -> ', 2686 A p 115 —• North V p p ; > 1924 p r V : r ; <-, " I-y PALOHAR AIRPORT RD. V . ; ; ; 51 848 617 Subtotals -> 1152 1516 Total -> 2668 Note: Left-turn voiuaes include South Approach U-turns. ihk Si associates CITY OF CARLSBAD SUMMER 1989 INTERSECTION ANALYSIS SUMMARY Intersection Number: 7 Intersection Location: EI 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 B2-33 JHK a Hssociates Turninq Mo..--eMent Counts Analysis Page 1 cd- 3 City: CARL::.BAD File: CBSM07. MKl Intersecti ori .:if : N. -•S Street: EL CflMINO RERL Data Collected hy:JH E. •M Str eet: CRMitNO MIDR ROBLE Count Date: Oay: HEDNESDAV Traffic Cont i-.:.l : Signali zet-J 0S/02/S9 Heather: CLERR !;jOuth Approach CNB3 Horth flpF r^.:^4achi C!i. ;B:) Hest Approach CF.B •;i Ea:5t Appro.5 ch Cl-B;:I 15 Min. T ..tal End of 15 — - - ••- — — - - •- — — -•• . — Min. prd. Left U-Trn Thru Right F'eds Left U-Tr n Thru Right Peds Left 1. -Trn Thru P ight P eds L. i.rt U-Trn Thru ki ght Peds MeFiicls -'eds _. _ .-- — -~ -— - - •- •- - ~ - --- - - - - -• - ~ 06:15 RH 13 0 16 0 0 0 0 16 23 0 1 0 0 1 0 0 0 0 0 0 70 0 06:30 RH 32 0 68 0 0 0 0 10 22 1 S 0 0 11 0 0 0 0 0 0 181 1 06: •IS RH 36 0 108 0 2 0 0 58 37 0 3 0 0 J6 0 0 0 0 0 0 253 2 07:00 RM 65 0 113 0 1 0 0 91 13 1 9 0 0 18 0 0 0 0 0 0 369 2 07:15 RM 65 0 126 0 1 0 0 111 15 0 13 0 0 13 0 0 0 0 0 0 373 1 07:30 RH 68 0 113 0 1 0 0 102 59 0 10 0 0 25 0 0 0 0 0 0 -3'7 7 1 07:15 RH » 111 0 223 0 0 0 0 115 11 0 10 0 0 17 0 0 0 0 (;i 0 517 0 08:00 RM X 159 0 218 0 0 0 0 127 11 0 IS 0 0 16 i;;i 0 0 0 0 0 612 0 08:15 RM » 126 0 192 0 0 0 0 112 38 0 11 0 0 21 0 0 0 0 0 0 503 0 08:30 RH w 121 0 157 0 0 0 0 137 11 0 20 0 0 17 0 0 0 0 0 0 196 0 08:15 RH 101 1 130 0 1 0 0 92 31 0 12 0 0 cLZi 0 0 0 0 0 0 392 1 09:00 RH 107 0 166 0 0 0 0 97 26 0 12 0 0 IB 0 0 0 0 0 0 126 0 —. -— - ••• ~ •- —-~ ~-- ~ • - • Max. 15 Min. 159 1 213 0 •z> 0 0 137 59 1 20 0 0 0 0 0 0 0 0 612 2 Pk. Hr. Moi. 517 0 8213 0 0 0 0 191 167 0 62 0 0 71 13 0 0 0 i3 0 2128 6 07:30 RH Peak Intersecti on Tr aff ic j.n Pk. Hr. -2128 Pea^ : Hr. F.i jctor 0.87 08:30 RH Hour I nterse.::ti tzm Pd --tr ns in Pk. Hr. 6 - -.. - — — -• • -~ ---— 03:15 PH^ 25 0 3'7 0 0 0 0 152 32 1 86 0 0 15 0 0 0 13 0 0 -3 ( 1 1 01:00 PM 38 0 171 0 0 0 0 139 26 0 36 0 0 60 13 0 0 0 L';i 0 17:3 0 01:15 PM 25 0 116 0 0 0 0 128 '^'1' 0 70 0 0 13 0 0 0 0 0 0 131 0 01:30 PH 28 0 119 0 0 0 0 123 17 0 26 0 0 51 0 0 0 0 0 0 391 0 01:15 PH 21 0 111 0 0 0 0 182 30 0 . 75 0 0 76 0 0 0 0 0 0 531 13 05:00 PH « 21 2! 166 0 0 0 0 213 31 0 73 0 0 8^3 0 0 0 0 0 0 593 0 05:15 PM •* 16 0 166 0 0 0 0 211 38 1 136 0 -0' 118 0 0 0 0 0 0 715 1 05:30 PM :-* 16 0 161 0 0 0 0 ^:6S 37 1 53 13 0 92 0 0 0 0 0 D 630 1 05:15 PH w 16 0 160 0 1 0 0 201 12 0 68 0 0 109 0 0 0 0 0 0 599 1 06:00 PH 13 0 121 0 0 0 0 173 30 0 35 0 0 51 0 0 0 0 0 0 126 13 06:15 PH 13 1 151 0 0 0 0 119 27 0 31 0 . 0 51 0 0 0 0 0 0 1213 0 05:30 PM 10 0 112 0 0 0 0 131 16 0 19 0 0 53 0 0 0 0 0 0 371 0 Maw. 15 Min. 38 171 0 1 0 0 268 12 1 136 0 0 118 i3 0 0 13 0 0 715 1 Pk. Hr. Moi., 72 656 0 1 0 0 926 151 330 0 0 132 0 i;:i 0 13 0 0 2567 •-' 01:15 PM Peak I n ter secti on Tr affic in Pk. Hr -2567 Peai :: Hr. Factor 0.86 0"^:15 PM Hour I ri :er se.rti i::.i-i Pdstr ns in Pk. Hr 3 EL CAHINO REAL at CAHINO VIDA ROBLE Lane Configuration for Intersection Capacity Utilization Paqe 2 of 3 Pk. Hr. Tiae Period: So. Approach (NB) No. Approach (SB) Hest Appr. (EB) East Appr. (HB) 07:30 AH to - 08:30 AH Left Thru Right Left Thru Right Left Thru Riqht Left Thru Riqht Lane Inside 11 11 Config- (left) 2 1 11 urations 3 . 1 11 1 4 Outside 5 Lane Settinqs 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 want separate North/South phases (Yes/No)? No Do you want separate East/Hest phases (Yes/No)? Yes Efficiency Lost Factor 0.10 Hourly Voluae 517 820 0 0 491 167 62 0 71 0 0 0 Adjusted Hourly Voluae 517 820 0 0 658 0 62 0 71 0 0 0 Utilization Factor 0.34 0.24 0.00 0.00 0.13 0.00 0.02 0.00 0.05 0.00 0.00 0,00 Critical Factors 0.34 0.13 0.05 0.00 ICU Ratio = 0.62 LOS = B Turninq Hoveaents at Intersection of EL CAHINO REAL and CAHINO VIDA ROBLE Tiae: 07:30 AH to ' 08:30 AH North Approach EL CAHINO REAL Date: 08/02/89 Day: HEDNESDAY 1540 <- Total Naae: JA 658 882 <- Subtotals Sub- 167 491 0 Total totals ', " Sub- H <-• V •-> ; " totals Total E e 684 <: ; a s ^ •— 0 s t 717 : " <— 0 0 t 62 —• : /— 0 A 133 0 -> ; ; OA p 71 —• North . V p p : > 0 p r <-, I-y CAHINO VIDA ROBLE I 1 I I'I ( 517 820 0 Subtotals -> 562 1337 Total -> 1899 Note: Left-turn voiuaes include South Approach U-turns. EL CAHINO REAL at CAHINO VIDA ROBLE Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Tiae Period: So. Approach (NB) No. Approach (SB) Hest Appr. (EB) East Appr. (HB) 04:45 PH to 05:45 PH Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 11 11 Confiq- (left) 2 1 11 urations 3 1 11 1 4 Outside 5 • Lane Settinqs 120030201000 Capacity 1500 3400 0 0 5100 0 2700 0 1500 0 0 0 Do you want separate North/South phases (Yes/No)? No Do you want separate East/Hest phases (Yes/No)? Yes Efficiency Lost Factor 0.10 Hourly Voluae 72 656 0 0 926 151 330 0 432 0 0 0 Adjusted Hourly Voluae 72 656 0 0 1077 0 330 0 432 0 0 0 Utilization Factor 0.05 0.19 0.00 0.00 0.21 0.00 0.12 0,00 0.29 0.00 0,00 0.00 Critical Factors 0.05 0.21 0.29 0.00 ICU Ratio = 0.65 LOS = B Turning Hoveaents at Intersection of EL CAHINO REAL and CAHINO VIDA ROBLE Tiae: 04:45 PH to 05:45 PH North Approach EL CAHINO REAL Date: 08/02/89 Day: HEDNESDAY 2063 <- Total Naae: JA 1077 986 <- Subtotals Sub- 151 926 0 Total totals ', 1 ! " Sub- H <-• V '-> ; ^ totals Total E e 223 < : : a s " '— 0 s t 985 ; " <— 0 0 t 330 —• ; /— 0 A 762 0 -> ' ; ; OA p 432 —' North V p p ; ——> 0 p r (-, " I-y CAHINO VIDA ROBLE 1 I t t.l I 72 656 0 Subtotals -> 1358 728 Total -> 2086 Note: Left-turn voiuaes include South Approach U-turns. ihk &. associates CITY OF CARLSBAD SUMMER 1989 INTERSECTION ANALYSIS SUMMARY Intersection Number: 8 Intersection Location: EI Camino Reed and Alga Road 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 B2-37 JHK a Hssociates Turning Moi,--eMent Counts Hnalysis Page 1 .sf City: CARLSBAD Intersection of: H/S Street: EL CAMINO REAL E/H Street: ALGA File: CBSM08.MK1 Data Collected by:LH Count Date: 08/02/89 Day: MeatFier: HEDNESDAV CLOUDV T' r a f f i c C o ri 11-.::. 1 : Signalized !3outh Appro .ach CNB'J Horth flppnaa ch CSB;I Mest Approach CE :B:J East FlpproacFi c^ 15 Min. Total: End of 15 --• -••• — — • -Miri. prd. Left U-Trn Thru Ri ght F'eds Left U-Trn Thru Right 1 -'eds Left U-Trn Thru Ri girt Peds Left U-Trn Thr u Ri ght Peds • Mehi cls |-*'etj:5 06:15 RH 2 0 21 "2 0 0 0 52 1 0 2 0 0 0 0 15 0 2 0 0 97 0 06:30 RM 7 0 70 8 0 9 0 75 S 0 7 0 1 0 1 56 1 2 20 0 263 1 06:15 RM 11 0 123 IS 0 21 0 SS 18 3 9 0 0 0 1 61 0 8 13 0 383 1 07:00 RM 10 0 136 11 1 33 1 102 5 1 7 0 1 .3 -1 81 1 c. 12 0 136 6 07:15 RM * 6 1 111 2'2 1 21 0 125 1 1 13 0 0 1 13 116 1 2 6.5 1 516 6 07:30 FlM x ,:i 0 251 53 1 12 0 155 6 2 13 0 1 1 1 119 0 .zi 61 0 7 .:i W -1 07:15 RM * 5 0 169 10 1 32 0 192 1 0 18 0 61 1 13 127 0 1 6.8 0 627 1 08:00 FlM * 0 197 18 0 32 0 92 1 1 16 0 Z} .i'j 0 121 1 0 -^13 1 528 2 08:15 RM 3 0 . 168 19 0 28 0 75 0 0 15 0 2 13 125 1 1 11 1 ISO 1 08:30 RH 2 0 107 56 1 20 0 62 6 1 11 0 1 -1 O 91 1 1 1-1 0 70S 2 08:15 RH 0 115 26 0 11 0 53 7 2 10 0 0 0 0 75 1 0 •3 7 0 366 2 09:00 FlH ,:i 0 108 38 0 11 0 19 1 1 . 9 0 1 0 0 73 •;^ 2 35 0 333 1 --— Max. 15 i-ii n 11 1 107 56 1 12 1 192 IS 3 18 0 1 1 119 8 6.S 1 738 6, Pk. Hr. Moi 16 1 753 103 6 127 0 561 15 1 60 0 1 6 1 513 2 6 2 ^3 r' 2! 2109 20 — ~ 07:00 RM F'e.ak Intersec-Lion Tr-if if fic in Pk. Hr.= 2109 Peak Hr. F actor-0.82 08:00 RH Flour Intersection Pdstrns in Pk. Hr. 03:15 PM 1 1 112 69 1 50 0 198 S 0 11 0 1 16 0 103 5 ti. 11 0 615 1 01:00 PM tl. 0 157 106 0 15 0 132 7 1 61 1 5 0 S3 0 1 i::!y 1 571 2 01: 15 PM 1 0 151 78 1 53 1 227 13 s 0 1 9 •'-1 96 Zl 2 •zi 0 6S1 9 01::30 PH 1 179 123 0 15 1 137 13 0 s 0 1 *Zl 1 66 1 1 z!ii'l 1 616 2 01:15 PM K 0 110 101 0 92 281 19 3 0 0 3 0 81 6 2 •ztT 0 767 2 05:00 PM X 3 1 212 115 1 81 1 272 15 0 15 0 1 6 1 97 s 6 16 1 899 .::! 05: 15 PM K 5 1 107 80 0 53 0 196 CJ 0 1 0 1 2 0 15 1 1 17 0 519 i;i 05:30 PM « 1 0 152 170 0 90 0 326 16 1 10 0 5 S 0 79 5 C Zicl 1 891 2 05:15 PM 3 0 172 111 0 51 0 186 S • 3 9 0 2 13 13 7 7 1 2. 21 1 691 -1 06:00 PM 0 116 111 0 82 0 231 10 0 3 0 •;:i 1 0 96 0 25 0 756 0 06: 15 PM 1 0 153 119 5 71 0 156 7 .z\ IS 0 9 20 2 80 2 1 :. ( 0 713 lu 06:30 PH 3 0 111 '38 1 15 0 105 6 2 0 2 6 0 59 0 3; 19 1 167 1 „,.. -•- „. -•-~ • -Max. 15 Min. 5 1 212 1'70 5 92 ,:;! 326 19 18 0 9 20 •j 103 6 6 16 1 3 9'3 10 Pk. Hr. Moi. 11 611 199 1 316 1 1078 55 .z) 32 0 |-19 1 302 17 11 132 2 • 3079 18 01:30 PM Peak I nterse.-ti i: .n Tr-E if fic it •i Pk. Hr .= 3079 Peak Hr. F "actor 0.86 05:30 PM Hour I n tersection Pds :trns ii •1 Pk. Hr . — 18 EL CAHINO REAL at ALSA Lane Configuration for Intersection Capacity Utilization Paqe 2 of 3 Pk. Hr. Tiae Period: So. Approach (NB) No. Approach (SB) Hest Appr. (EB) East Appr. (HB) 07:00 AH to —- 08:00 AH Left Thru Riqht Left Thru Riqht Left Thru Riqht Left Thru Right Lane Inside 11 1 1 1 Config- (left) 2 1 1 111 urations 3 1 1111 1 4 1 Outside 5 1 Lane Settings 13 112 0 12 0 111 Capacity 1500 5100 1500 1500 3400 0 1600 3200 0 2000 1200 1600 Do you want separate North/South phases (Yes/No)? No Do you want separate East/Hest phases (Yes/No)? Yes Efficiency Lost Factor 0.10 Hourly Voluae 16 758 103 127 564 15 60 4 6 513 6 237 Adjusted Hourly Voluae 16 758 103 127 579 0 60 10 0 513 6 237 Utilization Factor 0.01 0.15 0.07 0.08 0.17 0.00 0.04 0.00 0.00 0.26 0.01 0.15 Critical Factors 0.15 0.08 0.04 0.26 ICU Ratio = 0.63 LOS = B Turning Hoveaents at Intersection of EL CAHINO REAL and ALGA Tiae: 07:00 AH to 08:00 AH North Approach EL CAHINO REAL Date: 08/02/89 Day: WEDNESDAY 1761 <- Total Naae: LN 706 1055 <- Subtotals Sub- 15 564 127 Total totals \ \ " Sub- H <-' V •-> ; " totals Total E e 37 < ; 1 —— a s ' " '— 237 s t 107 ; ' <— 6 756 t 60 —' ; /— 513 A 70 4 -> : ; 990 A p 6 —' North V p p ; > 234 p r <-, " I-y ALGA II I -. I ( t 16 758 103 Subtotals -> 1083 877 Total -> 1960 Note: Left-turn voiuaes include South Approach U-turns. EL CAHINO REAL at ALGA Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk, Hr, Tiae Period: So. Approach (NB) No. Approach (SB) Hest Appr. (EB) East Appr. (HB) 04:30 PH to - 05:30 PH Left Thru Riqht Left Thru Riqht Left Thru Right Left Thru Right Lane Inside 11 1 1 1 Config- (left) 2 1 1 111 urations 3 1 1111 1 4 1 Outside 5 1 Lane Settings 13 112 0 12 0 111 Capacity 1500 5100 1500 1500 3400 0 1600 3200 0 2000 1200 1600 Do you want separate North/South phases (Yes/No)? No Do you want separate East/Hest phases (Yes/No)? Yes Efficiency Lost Factor 0.10 Hourly Voluae 14 611 499 316 1078 55 32 7 19 302 14 132 Adjusted Hourly Voluae 14 611 499 316 1133 0 32 26 0 302 14 132 Utilization Factor 0.01 0.12 0.33 0.21 0.33 0.00 0.02 0.01 0.00 0.15 0.01 0.08 Critical Factors 0,33 0,21 0,02 0.15 ICU Ratio = 0,81 LOS = D Turning Hoveaents at Intersection of EL CAHINO REAL and ALGA Tiae: 04:30 PH to 05:30 PH North Approach EL CAHINO REAL Date: 08/02/89 Day: HEDNESDAY 2224 <- Total Naae: LN 1449 775 (- Subtotals Sub- 55 1078 316 Total totals ] \ ] " Sub- H <-• V '-> : " totals Total E e 83 < ; ; a s " '— 132 s t 141 I " <— 14 448 t 32 —• ! /— 302 A 58 7 -> ; ; 1270 A p 19 —• North V p p ; > 822 ^ p r V ; r : <-, ' " I-y ALGA V ; ; ; 14 611 499 Subtotals -> 1399 1124 Total -> 2523 Note: Left-turn voiuaes include South Approach U-turns, -J hk &. associates CITY OF CARLSBAD SUMMER 1989 INTERSECTION ANALYSIS SUMMARY Intersection Number: 9 Intersection Location: EI 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 B2-41 JHK li Hssociates Turning MoveMent Counts Analysis Page 1 of City: CARLSBHD Intersection of: N.--"S Street: E/H Street: EL CAMINO REAL LR COSTA File: CBSM09.HK1 Data Collected hy:EF Cour-it Date: 08/02/89 Day: Heather HEDNESDAV CLOUDV Traffic Coritrol : Signalized South Rpproach CNBb Horth Appr.:)acFi C-'.B;:I Hest Rpp r.: ach Cl :B:I East Rpproach I:;MB;4 15 Min. Total End of 15 ----- • - - -Min. prd. Left U-Trn Thru Right Peds Left U-Trn Thru Ri ght Peds Left U-Tr ri Thru Ri gFi t 'eds Left U-Trn Thru Ri ght Peds Mehi cls Peds 06:IS RM 15 0 11 . 1 0 1 0 11 2LL 0 0 20 19 0 2 0 39 1 0 170 n 06:30 RH 13 0 20 3 0 2 0 21 01 1 S5 0 16 26 0 1 0 19 8 fl 36 1 1 06:-15 RM 13 0 57 3 0 6 2 11 lis 0 135 0 86 19 0 2 0 119 13 0 7.3 5 0 07:00 RM 52 0 70 1 0 5 2 16 87 0 102 1 52 19 0 9 0 136 17 0 629 Cl 07:15 RM 61 0 71 1 -Zl 16 1 r -J 155 0 113 0 76 17 0 5 0 1 7 1 C..T.' 0 813 2 07:30 RM 19 0 59 7 0 5 1 11 7 7 1 105 0 61 5 2 0 1 0 117 2.0 0 630 1 07:15 RM * 76 1 126 1 0 18 1 no 129 0 163 0 103 3'3 0 12 0 167 -39 0 99 1 0 03:00 RM « 107 0 162 1 0 15 3 120 lis 0 230 0 111 8'7 0 IS 0 160 ':.0 0 1215 0 OS:IS RM X 85 0 95 3 0 13 1 101 115 0 203 0 109 13 0 15 0 133 3.9 1 '363 1 08:30 RM w 61 0 lis S 0 23 1 105 93 1 115 Cl 73 19 0 10 0 160 36. 0 SSI 1 08:15 RM 60 0 82 1 25 2 126 127 1 100 0 81 9!:i 0 11 0 107 '27 0 SI 6 2 I>9:I30 RM 78 0 91 s 0 27 0 125 131 0 120 0 76 81 0 ;:i6 0 115 ~|5 0 950 Cl Max . 15 Mi n. 107 1 162 S 2 27 1 126 155 1 230 1 111 95 tl 36 0 171 s;o 1 1,215 2 Pk. Hr. Moi. 329 1 513 1 19 U 69 12 136 185 1 716 0 101 218 0 55 0 625 163 1 1050 1 07:30 RM Peak In :er sei;: ti c n lr affic in Pk. Hr.::: 1050 Peal-: Hr. F a i:: t.: r 0.83 OS:30 RM Hour In •.er se.zti c ri Ptz\ jtrns in Pk. Hr.:= 1 03:15 PM 70 0 96 12 0 76 0 179 165 0 197 0 211 97 0 11 0 r 13 0 1206 0 01:00 PM 103 0 132 21 'Tf 38 0 65 93 0 75 0 150 62 0 18 0 105 3 :i. 0 398 2 01: 15 PM 85 0 1213 11 0 65 0 186 176 0 169 0 IBS 97 0 17 0 113 t-C 7 0 1257 0 01:30 PM 56 0 112 7' S 0 10 0 106 89 0 99 0 113 S!:. 0 21 13 80 26 1 I3S5 1 01:15 PM X 97 0 117 12 3 13 0 117 133 0 197 0 161 no 0 IS 0 81 IS 0 1115 3 05:00 PH * 127 0 161 26 2 70 0 155 151 0 179 0 209 120 0 20 0 11'7 27 1 1362 :i 05: 15 PH « 127 0 172 33 0 63 0 159 163 0 111 0 136 90 0 26 0 135 31 61 1232 0 05:30 PM S 83 0 165 2 7 86 0 218 116 0 176 0 217 115 0 23 0 99 i::!fc" 0 1118 2 05:15 PM 97 0 155 25 1 31 0 99 105 0 87 0 132 7'3 0 25 0 97 39 0 97 1 1 06:00 PM 70 0 96 12 0 76 0 179 165 0 197 0 211 9'7 0 11 0 7:. 13 0 1206 6i 06:15 PM 95 0 99 21 1 51 0 C| Zf 90 0 106 0 112 59 0' 19 0 92 16 1 2 06:30 PM 81 0 91 15 0 18 0 99 18 0 101 0 IBS 71 0 19 0 91 16 61 371 0 Max. 15 Min. 127 0 172 33 •1 86 0 218 176 0 197 0 2 17 115 0 26 0 135 39 1 1,118 1 Pk. Hr. Moi. 139 0 6i:5 '38 7 267 0 619 593 0 696 0 726 165 0 8 7 0 135 107 1 5207 '3 01:30 PM Peak Intersecti.: n Traffic in Pk, Hr.-5207 Peal :: Hr. F •iiict.: r' 0.92 05:30 PM Hour In : r :•• e i:: t i ( n Pd strns in Pk. Hr.:::: 9 EL CAHINO REAL at LA COSTA 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, (HB) 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 Confiq- (left) 2 1 1 1 1 urations 3 1 1 1 11 4 1 1 1 Outside 5 11 11 1 Lane Settinqs 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 329 501 19 69 436 485 746 404 218 55 625 163 Adjusted Hourly Voluae 329 520 0 69 921 0 746 404 218 55 788 0 Utilization Factor 0.12 0.10 0.00 0,03 0,18 0.00 0.28 0.12 0.15 0.04 0.23 0.00 Critical Factors 0.12 0.18 0.28 0.23 ICU Ratio = 0.91 LOS = E Turninq Hoveaents at Intersection of EL CAHINO REAL and LA COSTA Tiae: 07:30 AH to 08:30 AH North Approach EL CAHINO REAL Date: 08/02/89 Day: HEDNESDAY 2400 <- Total Naae: EF 990 1410 <- Subtotals Sub- 485 436 69 Total totals '. I ', " Sub- H <-• V •-> : " totals Total E e 1439 < : : a s " . '— 163 s t 2807 '. " <— 625 843 t 746 —• ; /— • 55 A 1368 404 -> : : 1335 A p 218 —• North V , p p : > 492 p r V : • ' r ; <-, " I-y LA COSTA V ; : ; 329 501 19 Subtotals -> 709 849 Total -> 1558 Note: Left-turn voiuaes include South Approach U-turns. EL CAHINO REAL at LA COSTA Lane Confiquration for Intersection Capacity Utilization Paqe 3 of 3 Pk, Hr, Tiae Period: So, Approach (NB) No. Approach (SB) Hest Appr. (EB) East Appr. (WB) 04:30 PH to 05:30 PH Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 11 11 1 Confiq- (left) 2 1 1 1 1 urations 3 1 1 1 1 l 4 1,1 1 Outside 5 11 11 1 Lane Settinqs 230230221120 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 439 645 98 267 649 593 696 726 465 87 435 107 Adjusted Hourly Voluae 439 743 0 267 1242 0 696 726 465 87 542 0 Utilization Factor 0.16 0.15 0.00 0.10 0.24 0.00 0.26 0.21 0.31 0.06 0.16 0.00 Critical Factors 0.16 0.24 0.26 0.16 ICU Ratio = 0.92 LOS = E Turning Hoveaents at Intersection of EL CAHINO REAL and LA COSTA Tiae: 04:30 PN to 05:30 PH North Approach EL CAHINO REAL Date: 08/02/89 Day: HEDNESDAY 2957 <- Tota! Naae: EF 1509 1448 <- Subtotals Sub- 593 649 267 Total totals 111 " Sub- H <-• V •-> '. " totals Total E e 1467 < 1 1 a s " •— 107 s t 3354 1 " <— 435 629 t 696 — • 1 /— 87 A 1887 726 -> 1 ,' 1720 A p 465 —• North V p p 1 > 1091 p r VI r 1 <-, '• I-y LA COSTA Vlll 439 645 98 Subtotals -> 1201 1182 Total -> 2383 Note; Left-turn voiuaes include South Approach U-turns. -J hk & associates CITY OF CARLSBAD SUMMER 1989 INTERSECTION ANALYSIS SUMMARY Intersection Number: 10 Intersection Location: EI 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 B2-45 JHK St .Associates Turning Mo.,--eMent Counts Analysis Page 1 of City: CARLSBAD I ntersecti or. of: N/S Street: E/M Street: EL CAMINO REAL LEMHNTE File: CBSMIO.MKI Data Collected 'by:HL Count Date: 03/02/89 Day: Heather HEDNESDAV CLEAR Traffic Control: Signalise.J !5outh Appro.»c :h am Horth Rppro ach CS BJ Hest Rpprc lach CE ;B;:I East Rppro acFi C^ JB.'j 1.5 Min. Total End of 15 — - -- -••• . - - -— -.. Mi n. p ird. Left U-Trn Thru Ri gl it F'eds Left U-Tr n Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Ri gFit Peds Mehicls Peds ~ —-— — — ~ •.-.• •.•-- -.. 06:15 AM 0 0 20 0 0 7 0 31 0 0 0 0 0 0 0 3 0 0 1 0 65 0 06:30 RH 0 0 83 1 0 0 0 IS 0 0 0 0 0 0 0 21 0 61 IS 0 177 0 06:15 RM 0 0 81 1 1 9 0 63 0 0 0 0 0 0 0 29 0 0 16 0 199 1 07:00 RM 0 0 65 2 0 12 0 ni 0 0 0 0 0 0 0 28 0 0 26 0 261 0 07:15 RM 0 0 91 6 2 9 0 86 0 0 0 0 0 0 0 ::'•? 0 0 31 0 215 IL. 07:30 RM 0 0 no 1 0 16 0 90 0 0 0 0 0 0 0 21 0 0 12 0 286 0 07:15 RM 0 0 111 3 0 1 0 121 0 0 0 0 0 0 0 33 0 0 30 1 338 1 08:00 RM « 0 0 217 7 2 10 1 155 0 0 0 0 0 0 0 12 0 0 31 z* 165 08: 15 RM * 0 0 180 7 1 17 0 113 0 0 0 0 0 0 0 i_'J 0 0 20 0 395 1 08:30 RM * 0 0 115 11 0 15 0 157 0 0 0 0 0 0 0 36 0 0 •3 0 397 0 08:15 RM * 0 0 116 9 0 15 0 171 0 0 0 0 0 0 0 35 0 0 29 1 105 1 09:00 RM 0 0 158 6 0 9 0 167 0 0 0 0 0 0 0 35 0 0 0 397 0 Max. 1 .5 Min 0 i:;i 217 11 17 1 171 0 0 0 0 0 0 0 12 0 0 12 -j 165 5 Pk. Hr . Moi 0 0 688 31 57 1 626 0 0 0 0 0 0 0 111 0 0 116 1 1662 07:15 RM Peak I nter sect ion Tr affic in Pk. Hr. = 1662 Peak Hr. Fa.: :ti?r' 0.89 08:15 RM H>:.ur-inter •se.^t ii:iri Pd str-ris in Pk. Hr. , — 3 03:15 PH 0 0 203 3 28 0 216 0 0 0 0 0 0 0 23 0 0 2 .3 a 550 •^ 01:00 PM fj 0 201 21 0 19 0 151 0 0 • 0 0 0 0 0 27 0 0 11 0 136 li 01:15 PH 0 0 259 .37 1 13 0 252 0 0 0 0 0 0 0 16 1 61 19 1 626 01:30 PM 0 0 22.3 37 0 52 0 166 0 0 0 0 0 0 0 26 0 0 21 5 525 5 01:15 PM 0 0 221 28 0 30 0 211 0 0 0 0 0 0 0 29 0 0 17 2 536 :> 05:00 PM X 0 0 238 •10 0 31 0 202 0 0 0 Cl 0 0 0 39 0 0 25 0 573 0 05: 15 PM .* 0 0 251 39 0 15 0 ei'.ici.ii 0 0 0 0 0 0 13 0 0 21 •7} 603 05:30 PM X 0 0 223 31 0 11 0 238 0 0 0 0 0 0 13 16 0 Cl 27 0 c:; tZt -.1 0 05:15 PM •* 0 0 271 17 1 58 0 235 0 0 0 0 0 0 0 35 0 0 26 0 675 1 06:00 PM 0 1 220 36 0 38 0 172 0 0 0 0 0 13 . 13 25 0 Cl 16 I:;I 507 0 05: 15 PH 0 0 199 28 0 33 0 196 0 0 0 0 0 13 0 0 0 27 0 520 0 06:30 PH 0 0 151 30 0 27 0 181 0 0 0 0 0 0 13 21 0 0 IS 131 2 Max. ] .5 Mi n 0 1 271 17 3 58 0 252 0 0 0 0 0 0 13 39 1 0 27 5 675 5 Pk. Hr . Moi 0 0 986 160 1 131 0 897 0 0 0 0 0 13 13 112 0 0 102 :i 2138 TO 01:15 PM Peak I nter secti.;.ri Tr a l-f i c in Pk. Hr. -: 2138 Peak Hr. Fac tor 0.90 05:15 PM Hour I nter s e i:: 1: i.:.n Pd strns in Pk. Hr. 10 EL CAHINO REAL at LEVANTE Lane Configuration for Intersection Capacity Utilization Paqe 2 of 3 Pk. Hr. Tiae Period: So. Approach (NB) No, Approach (SB) West Appr, (EB) East Appr. (WB) 07:45 AH to 08:45 AH Left Thru Right Left Thru Right Left Thru Right Left Thru Riqht Lane Inside 111 1 Confiq- (left) 2 111 11 urations 3 1 1 4 Outside 5 Lane Settinqs 0 2 0 12 0 0 0 0 10 1 Capacity 0 3400 0 1500 3400 OOOO 2250 2250 Do you want separate North/South phases (Yes/No)? Nb Do you want separate East/Hest phases (Yes/No)? Yes Efficiency Lost Factor 0.10 Hourly Voluae 0 688 34 57 626 0 0 0 0 141 0 116 Adjusted Hourly Voluae 0 722 0 57 626 0 0 0 0 141 0 116 Utilization Factor 0.00 0.2r 0.00 0.04 0.18 0.00 0.00 0.00 0.00 0.06 0.00 0.05 Critical Factors 0.21 0.04 0.06 ICU Ratio = 0.41 LOS = A Turning Hoveaents at Intersection of EL CAHINO REAL and LEVANTE Tiae: 07:45 AH to 08:45 AH North Approach EL CAHINO REAL Date: 08/02/89 Day: WEDNESDAY 1487 <- Total Naae: HL 683 804 <- Subtotals Sub- 0 626 57 Total totals 111 " Sub- H <-• V '-> 1 * totals Total E e 0 < 1 1 a s " '— 116 s to 1 " <— 0 257 t 0 —• 1 /— 141 A 0 0 ~> 1 1 348 A p 0 —• North V p p 1 > 91 p r VI r 1 <-, " I-y LEVANTE Vlll 0 688 34 Subtotals -> 767 722 Total -> 1489 Note: Left-turn voiuaes include South Approach U-turns. EL CAHINO REAL at LEVANTE Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk, Hr, Tiae Period: So, Approach (NB) No, Approach (SB) Hest Appr, (EB) East Appr, (HB) 04:45 PH to — 05:45 PH Left Thru Right Left Thru Right Left Thru Riqht Left Thru Riqht Lane Inside 111 1 Confiq- (left) 2 111 11 urations 3 11 4 Outside 5 Lane Settinqs 0 2 0 12 0 0 0 0 10 1 Capacity 0 3400 0 1500 3400 OOOO 2250 2250 Do you want separate North/South phases (Yes/No)? No Do you want separate East/Hest phases (Yes/No)? Yes Efficiency Lost Factor 0,10 Hourly Voluae 0 986 160 181 897 0 0 0 0 112 0 102 Adjusted Hourly Voluae 0 1146 0 181 897 - 0 0 0 0 112 0 102 Utilization Factor 0.00 0.34 0.00 0.12 0.26 0.00 0.00 0,00 0,00 0,05 0.00 0.05 Critical Factors 0.34 0.12 0.05 ICU Ratio = 0.61 LOS = B Turning Hoveaents at Intersection of EL CAHINO REAL and LEVANTE Tiae: 04:45 PH to 05:45 PH North Approach EL CAHINO REAL Date: 08/02/89 Day: HEDNESDAY 2166 <- Total Naae: HL 1078 1088 <- Subtotals Sub- 0 897 181 Total totals 111 " Sub- H —- <-• V •-> I totals Total E e 0 < 1 1 a s " •— 102 s to 1 " <— 0 214 t 0 —' 1 /— 112 A 0 0 -> 1 1 555 A p 0 —' North V p p 1 > 341 p r VI' r 1 <-, " I-y LEVANTE y III 0 986 160 Subtotals -> 1009 1146 Total -> 2155 Note: Left-turn voiuaes include South Approach U-turns. -J hk iSc associates CITY OF CARLSBAD SUMMER 1989 INTERSECTION ANALYSIS SUMMARY Intersection Number: 11 Intersection Location: Rancho Santa Re and Melrose CONTENT PAGE Tum 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 B2-49 JHK li Associates r u r n ing M o .,-• e M e n t C o u n t s Anal y sis Page 1 .:if 3 City: CARLSBAD Intersection of: H/S Street: E/H Street: RANCHO SANTA FE MELROSE File: CBSHll.HKl Data Collected by:JL Count Date: 08/03/89 Day: Heather THURSDAV CLEAR Traffic Control: Signalised End of 15 South Approach CNB> North Approach CSB3 Mi ri. ird. Left U-Trn Thru Ri ght Peds Left U-Trn Thru Right Peds 06: 15 RM 0 0 3 0 0 0 0 19 11 0 06:30 RM 2 0 313 0 0 0 0 70 9 0 06:15 RM 13 1 101 0 0 0 0 177 21 0 07:00 RM 11 0 111 0 0 0 0 335 32 0 07: 15 RH 6 0 109 0 1 0 0 172 IS 0 07:30 RH Ht 16 0 165 0 0 0 0 216 21 0 07:15 RH X 26 0 250 0 0 0 0 216 21 0 03:00 RM X 21 0 193 0 0 0 0 •Zi 2 '3 11 0 OS: 15 RM '* 18 0 237 0 0 0 0 188 tilt!. 0 OS: 30 RM 15 0 17-1 0 0 0 0 211 31 0 08:15 RM 9 0 113 0 0 0 0 160 22 0 09:00 RM 17 0 185 0 0 0 0 193 25 1 Max. 15 Min 26 1 250 0 1 0 0 335 11 1 Pk. Hr. Moi SI Ll 815 0 0 0 0 978 108 0 11 12 52 69 16 13 69 208 r oach Cl :B':> East Rpprov* ch a IB'i 15 Min. Total n Thru Right Peds Left U-Trn Thru Ri gFit Peds Mehicls Ped:;; 0 0 5 0 0 0 61 0 0 69 0 0 0 6 0 0 0 0 0 0 133 0 0 0 13 0 0 0 0 0 0 358 0 0 0 21 0 0 0 0 0 0 581 0 0 0 17 0 0 0 61 0 0 361 1 0 0 2'3 0 0 0 0 0 0 529 0 0 0 26 0 0 0 0 0 0 611 0 0 0 ••"-i 0 0 0 0 0 0 639 61 0 0 IS 0 0 0 61 61 0 512 61 0 0 21 0. 0 0 6i i;;i 0 196 Cl 0 0 IS 0 0 0 61 0 0 3':S8 Cl 0 0 i::!!,-J 0 0 0 Cl 0 0 ISS 1 2'3 93 639 232 1 07: 15 RM Peak Int. -'.rsei::ti .;ir Tr ;itfic in Pk. Hr „ nr. 2321 F'eak Hr. Fac ti:ir-0.91 08: 15 HM Flour I nter 3ei::ti .r.f Pd strns in Pk. Hr --1 03:-15 PM 25 0 260 0 0 0 0 131 25 0 56 0 0 313 0 0 0 Cl 0 0 530 0 01:00 PM 21 0 106 0 0 0 0 161.3 26 0 13 Cl 0 15 0 0 0 Cl 0 0 361 0 01: 15 PM 28 0 272 0 0 0 0 151 17 0 37 Cl 0 15 0 0 0 0 i;;i 0 523 0 01:30 PM 29 0 279 0 0 0 0 129 16 0 32 0 0 16 0 0 0 0 0 501 ii 01:15 PM S 20 0 236 0 2 0 0 171 57 0 32 0 0 15 1 0 0 0 0 0 531 3 05:00 PH * 20 0 210 0 0 0 0 113 11 1 25 0 0 17 0 0 0 Cl 0 0 159 J 05: 15 PH S 37 0 310 0 0 0 0 186 3S 0 12 0 0 20 0 0 0 Cl 0 0 6-. 3 3 Cl 05::30 PM * 12 1 306 0 0 0 0 131 39 0 55 0 0 12 0 0 0 0 0 0 615 0 05:15 PH 17 0 159 0 0 0 0 191 53 0 18 0 0 13 0 0 0 0 0 0 151 Cl 06:00 PH 26 1 195 0 0 0 0 137 10 1 11 0 0 31 0 0 0 Cl 0 0 -170 ] 06: 15 PM 35 0 286 0 0 0 0 151 86 0 63 0 0 2-1 0 0 0 Cl 0 0 615 0 06:30 PM 19 0 160 0 0 0 0 86 15 0 32 0 Cl 11 0 0 0 Cl 0 0 -'i i;',! -7} Cl Max. 5 Mi n 12 1 3113 0 'T> 0 0 191 86 1 63 0 0 12 1 0 0 Cl 0 Cl 615 ;:| Pk. Hr. Moi . 119 1 1062 0 •> 0 0 631 178 1 151 0 0 9-1 1 0 0 Cl 0 0 2:;;: 3 s -1 01: D!:i: :30 PM 30 PM Peak Flour Iriter3ei:ti.;.n Tr-ijffic in I n t e r::: e.:: t i .:. n F' ti s 11- n s i n Hr Hr.: tCL/iJ 1 Peak Hr. Fact. 0.88 RANCHO SANTA FE at HELROSE Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Tiae Period: So. Approach (NB) No. Approach (SB) Hest Appr. (EB) East Appr. (HB) 07:15 AH to 08:15 AH Left Thru Right Left Thru Right Left Thru Right Left Thru Riqht Lane Inside 11 1 1 Confiq- (left) 2 1 11 urations 3 1 4 Outside 5 Lane Settinqs 12 0 0 1110 10 0 0 Capacity 1500 3400 0 0 1700 1500 1500 0 1500 0 0 0 Do you want separate North/South phases (Yes/No)? No Do you want separate East/Hest phases (Yes/No)? Yes Efficiency Lost Factor 0.10 Hourly Voluae 84 845 0 0 978 108 208 0 98 0 0 0 Adjusted Hourly Voluae 84 845 0 0 978 108 208 0 98 0 0 0 Utilization Factor 0.06 0.25 0.00 0.00 0.58 0.07 0.14 0.00 0.07 0.00 0.00 0.00 Critical Factors 0.06 0.58 0.14 ICU Ratio = 0.87 LOS = D Turning Hoveaents at Intersection of RANCHO SANTA FE and HELROSE Tiae: 07:15 AH to 08:15 AH North Approach ~ RANCHO SANTA FE Date: 08/03/89 Day: THURSDAY 2139 <- Total Naae: JL 1086 1053 <- Subtotals Sub- 108 978 0 Total totals 111 " Sub- H <-• V '-> 1 * totals Total E e 192 < ' I a s " '— 0 s t 498 I * <— 0 0 t 208 —• 1 /— 0 A 306 0 -> 1 1 O A p 98 —• North V p p 1 > 0 p r VI r 1 <-, " I-y HELROSE V 111 84 845 0 Subtotals -> 1076 929 Total -> 2005 Note: Left-turn voiuaes include South Approach U-turns. RANCHO SANTA FE at HELROSE Lane Confiquration for Intersection Capacity Utilization Paqe 3 of 3 Pk. Hr. Tiae Period: So, Approach (NB) No. Approach (SB) Hest Appr. (EB) East Appr. (HB) 04:30 PH to - 05:30 PH Left Thru Riqht Left Thru Right Left Thru Riqht Left Thru Riqht Lane Inside 11 11 Confiq- (left) 2 1 1 1 urations 3 1 4 Outside 5 Lane Settinqs 12 0 0 1110 10 0 0 Capacity 1500 3400 0 0 1700 1500 1500 0 1500 0,0 0 Do you want separate North/South phases (Yes/No)? No Do you want separate East/Hest phases (Yes/No)? Yes Efficiency Lost Factor 0.10 Hourly Voluae 119 1062 0 0 631 178 154 0 94 0 0 0 Adjusted Hourly Voluae 119 1062 0 0 631 178 154 0 94 0 0 0 Utilization Factor 0.08 0.31 ,0.00 0.00 0.37 0.12 0.10 0.00 0.06 0.00 6.00 0.00 Critical Factors 0.08 0.37 0.10 ICU Ratio = 0.65 LOS = B Turninq Hoveaents at Intersection of RANCHO SANTA FE and HELROSE North Approach RANCHO SANTA FE Tiae: 04:30 PH to 05:30 PH Date: 08/03/89 Day: THURSDAY Naae: JL Sub- Total totals 1945 297 248 154 —• 0 -> 94 —• 178 I I <-' Subtotals -> 725 Total -> 2025 809 631 ( I V •-> North I I I I 119 1062 1181 1906 South Approach 1216 I-y <- Totai <- Subtotals <— /— Sub- totals Total 0 HELROSE Note; Left-turn voiuaes include U-turns. jhk ik associates CITY OF CARLSBAD SUMMER 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 B2-53 JHK & Rssoci ates Turriing Mo..--eMerit Counts Analysis City: CARL:5BAD I ntersecti ori of: N/S Street: E/H Street: LA COSTA AME. RANCHO SRNTR FE Page 1 of File: CBSM12.MK1 Data Collected tiy:H.-: Count Date: 08/03/89 Day: Heather: THURSDAV CLEAR Traffic Control: Signalised End of 15 Min. prd. 05:15 05:30 05:15 07:00 07:15 07:30 07:15 08:00 08: 08: 08:15 09:00 RM RM RM RM RM RH RH RH RH RH RM RM Mah- Pk. . 15 i-iin. Hr. Moi . 07:30 RM 08:30 FlM 03:15 PM 01:00 PM 01:15 PM 01:30 PM 01:15 PM 05:00 F'M 05:15 PM 30 PM 15 PM 00 PM 15 PM Peak Flour lUth Approach CNBiJ North Appiroach C!:: .B:J Hest Apprc • ach CEB:) East Appr. :iach CHS; ;i 15 Mi r-l. Ti; -- - -, „ t U-Trn Thru Right Peds Left U-Trn TFiru Right Peds Lel'-t U I-Trn ,Thru Right Peds Left U-Trn Thru R: I ght Peds Mehicls I' •'iTi'd :5 3 0 12 1 5 17 0 0 6. 0 1 0 31 .3 1 5 0 13 182 6 0 30 6 1 19 0 cl. 7 0 6 0 17 2 0 0 91 15 0 261 1 9 0 36 16 2 82 0 0 6 0 9 0 83 0 1 11 0 38 27 1 367 1 -3 0 6 3 0 62 0 9 20 0 3 0 62 1 0 1 0 185 29 1 367 1 9 0 11 8 1 75 1 1 27 0 9 0 71 3 1 6 0 157 62 0 115 8 0 26 S 0 SO 0 1 13 0 15 0 102 1 0 •7^ 0 168 59 0 517 0 0 16 0 3 7 6 0 113 0 5 18 0 26 0 160 2 0 0 182 16' 0 613 0 0 11 0 10 5 0 101 0 3 11 0 11 0 102 1 1 '.'It 0 201 IS 0 518 1 8 0 Z**7.t 5 2 31 0 11 23 0 21 Cl 137 1 0 y 0 195 13 (;i 577 12 0 21 9 0 67 1 2 22 0 21 0 70 1 0 1 0 132 -10 0 101 0 13 0 29 7 1 73 0 ( 26 31 0 90 ,J 1 1 1 106 -11 1 138 3 11 0 25 8 0 50 0 7 31 0 •7> •7> 0 68 6 13 2 0 70 •Z.t.t 0 •'.ll 7} 0 16 0 10 16 5 113 1 11 13 31 0 160 6 1 n 1 201 izi2 1 613 17 0 133 25 2 365 1 21 7 7 0 0 169 8 1 16 0 713 1-17 0 -i--iir c c. ».„ 11 —. — •-" -- . ~-— — _ ... Intersecti on Traffic in Pk. Hr. ~ 2225 Peak • Hr. Fa ctor 0.91 Inl: .ersecti on Pdstrns in Pk. Hr. -11 --, , 05 05 06 06 06:30 PM Max. 15 Min. Pk. Hr. Moi. 01:15 PM 05:15 PM f 6 9 11 12 10 n 12 •38 Peak Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Inter I ntiEir 19 21 13 11 15 17 28 21 IS 19 25 2S 88 10 1 1 3 3 11 12 9 13 9 9 12 13 -15 55 70 65 62 71 61 103 35 91 31 51 3-3 108 318 0 0 0 0 0 0 0 0 0 0 0 0 0 0 r.e.;:tii:.ri Tr.:if-fic in F'k. Hr-. section Pdstrns in Pk. Hr. 11 9 12 33 10 16 13 13 62 6 31 13 62 161 ;5i8 9 16 17 15 26 21 39 51 39 15 26 15 51 1-56 13 29 53 33 61 38 39 59 35 65 36 19 39 221 129 103 151 156 163 189 131 195 173 112 167 132 195 691 11 7 11 11 10 16 9 12 -3 10 16 16 l„l 0 1 1 13 0 0 1 1 0 0 13 6 11 1:3 10 11 1 20 11 11 13 21 21 21 -T3 '33 136 132 112 111 99 137 93 139 66 115 ft t--^ 115 163 50 6.8 -11 51 1? 31 51 50 -^17 23 31 231 131 166 516 513 612 520 713 651 661 161 568 131 713 ;?518 Peak Hr. Factor 0.89 LA COSTA AVE. at RANCHO SANTA FE Lane Confiquration for Intersection Capacity Utilization Paqe 2 of 3 Pk. Hr. Tiae Period: So. Approach (NB) No, Approach (SB) Hest Appr, (EB) East Appr, (WB) 07:30 AH to -— 08:30 AH Left Thru Riqht Left Thru Riqht Left Thru Riqht Left Thru Riqht Lane Inside 11 1 1 l Confiq- (left) 2 1 1 1 1 urations 3 11 11 11 i i 4 Outside 5 Lane Settings 12012012012 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 want separate East/Hest phases (Yes/No)? No Efficiency Lost Factor 0,10 Hourly Voluae 47 133 25 365 21 77 88 469 8 16 713 147 Adjusted Hourly Voluae 47 158 0 365 98 0 88 477 0 16 860- 0 Utilization Factor 0,03 0,05 0,00 0,24 0,03 0,00 0.06 0.14 0.00 0.01 0,25 0.00 Critical Factors 0.05 0.24 0.06 0.25 ICU Ratio = 0.70 LOS = C Turning Hoveaents at Intersection of LA COSTA AVE. and RANCHO SANTA FE Tiae: 07:30 AH to 08:30 AH North Approach LA COSTA AVE. Date: 08/03/89 Day: THURSDAY 831 <- Total Naae: HZ 463 368 <- Subtotals Sub- 77 21 365 Total totals 111 " Sub- H — <-• V •-> ; ^ totals Total E e 839 < ' 1 a s " •— 147 s t 1404 1 " <— 713 876 t 88 —• 1 /— 16 A 565 469 -> 1 1 1735 A p 8 —• North V p p 1 > 859 p r VI r 1 <-, " I-y RANCHO SANTA FE Vlll 47 133 25 Subtotals -> 45 205 Total -> 250 Note: Left-turn voiuaes include South Approach U-turns. LA COSTA AVE. at RANCHO SANTA FE Lane Configuration for Intersection Capacity Utilization Paqe 3 of 3 Pk. Hr. Tiae Period: So. Approach (NB) No. Approach (SB) Hest Appr. (EB) East Appr. (HB) 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 1 1 1 1 urations 3 11 11 11 11 4 Outside 5 Lane Settinqs 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 want separate East/West phases (Yes/No)? No Efficiency Lost Factor 0.10 Hourly Voluae 38 88 45 348 164 156 221 691 46 49 468 234 Adjusted Hourly Voluae 38 133 0 348 320 0 221 737 0 49 702 0 Utilization Factor 0.03 0.04 0.00 0.23 0.09 0.00 0.15 0.22 0.00 0.03 0.21 0.00 Critical Factors 0.04 0.23 0.15 0.21 ICU Ratio = 0.72 LOS = C Turning Hoveaents at Intersection of LA COSTA AVE. and RANCHO SANTA FE Tiae: 04:45 PH to 05:45 PH North Approach LA COSTA AVE. Date: 08/03/89 Day: THURSDAY 1211 <- Total Naae: HZ 666 543 <- Subtotals Sub- 156 164 348 Total totals 111 " Sub- H <-' V '-> 1 totals Total E e 662 < 1 1 —— a s " •— 234 s t 1620 1 " <— 468 751 t 221 —• 1 /— 49 A 958 691 "> 1 1 1835 A p 46 —• North V p p 1 > 1084 p r V 1 r 1 <-, " I-y RANCHO SANTA FE Vlll 38 88 45 Subtotals -> 259 171 Total -> 430 Note: Left-turn voiuaes include South Approach U-turns. ihk ik associates CITY OF CARLSBAD SUMMER 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 B2-57 JHK a Rssoci ate:: Turriing MoviSMent Counts Fln.9li.|:sis Page 1 ot City: CARLSBAD Intersection of: N/S Street: RRNCHO SHNTA FE E/H Street: OLIMENHAIN File: CBSMIS.HKI Oata Collected byiAL Csunt Date: 08/03/89 Day: HeatF.er-: THURSDAV CLEAF; T r a ffic C o ri 11-.:. 1 : S i g n a 1 i -z e d South Approach CNB::' Horth Appr 13 acFi C! iBiJ Mest Rppr o ach CEB:;I East Approi Hch (;i-15 Min. T.: Jtal: End of 15 — Min. prd. Left 1 J-Trn Thru Ri ght F'eds Left U-Trn Thru Right Peds Ln ?ft U-Trn Ttiru Right Peds Left U-Trn Tliru Rl gFit F'eds Mehicls f •eds 06:15 RM 1 0 0 8 0 2 0 0 0 0 0 20 13 0 19 0 26 1 0 32 61 06:30 RM ID 0 0 13 3 0 0 0 0 0 0 26 0 0 z\ 3 0 57 1 0 112 3 06:-15 RM 21 0 0 23 0 1 0 0 0 0 0 13 0 0 by 0 113 0 0 271 0 07:00 RM 16 0 0 ;-i3 0 1 1 7 fc. 0 0 0 51 1 0 116 0 122 1 1 :317 1 07:15 RM 12 0 0 33 0 1 0 1 7 0 0 51 1 6 92 0 93 0 0 303 13 07:30 RM Hf 33 0 0 13 0 d. 0 8 (* 0 1 0 58 0 1 121 0 121 1 0 108 1 07: ••IS RM •* 31 0 0 11 3 9 0 7 5 1 2 0 91 0 .i 100 0 111 0 0 100 [• 08:00 RM w 28 0 13 51 0 1 0 1 1 0 0 0 71 0 0 101 0 122 1 0 392 0 08:15 RM w 31 0 13 -10 0 0 0 6 0 2 1 0 78 0 2 85 0 91 1 0 312 1 08:30 RM 19 0 .zi 33 0 6 0 .3 6 0 0 53 1 0 107 0 107 5 1 3S0 1 06:15 RH 8 0 '2 -13 0 .:i 0 2 5 0 1 0 55 Cl 1 71 0 106 2 0 :306 1 09:00 RH 19 0 0 -11 Zl 0 0 0 0 0 3 0 58 1 2 61 0 131 0 1 350 8 Max . 1-5 Mi n 19 0 .'3 51 3 9 1 8 7 7 • 3 0 91 1 . 6 121 0 131 S -1 IOS 1:3 Pk. Hr. Moi . 129 0 13 178 3 15 0 '7' IS 13 .3 1 0 311 0 6 110 0 151 9 0 1512 07: 15 RM F^eak Inter sect ion Tr-affic i n Pk. Hr . z: 1512 Peak Hr-. Fc ict. :ir' 0.91 08: 15 RM Hour Inter sect icn Pd: itrns i n Pk. Hr .•'•: 22 03:-IS PM 13 0 3 78 0 0 1 2 1 2 0 123 1 0 19 0 125 zS 0 135 1 01:00 PH 15 0 1 81 0 5 0 0 .3 1 1 1 121 1 ^ 0 56 0 116 0 136 1 01: 15 PH 11 0 13 '70 0 0 0 0 3 0 1 0 91 13 0 13 0 y 3 1 0 315 0 01:30 PH 35 0 1 86 0 2 0 0 3 0 0 0 101 1 0 58 0 86 5 0 3S2 Cl 01:-15 PH 13 0 -1 96 „ 0 6 0 1 5 0 s 0 183 1 0 59 0 107 9 0 525 0 05:00 PH 27 0 13 •36 2 1 0 .3 0 0 •f 0 121 1 0 11 0 100 2 0 102 05: 15 PM 29 0 1 75 0 S 0 1 3 0 0 0 32 0 0 56 0 y -J n 0 319 0 05:30 PM H f 23 0 8 102 1 0 0 0 1 0 1 0 116 0 0 .•.:i3 0 81 0 0 370 1 05:15 PM H ( 31 0 7 99 1 8 0 .-5 1 0 1 0 209 1 i::i 59 0 111 r' . 0 510 1 06:00 PM H e 30 0 3 •30 0 Cj 0 cl 0 0 0 101 0 0 Z* •"' 0 93 61 0 :392 Cl 06: 15 PH .H e 3Q 0 11 136 1 1 0 2 0 1 Cl 129 0 1 31 0 93 0 397 2 06:30 PM 20 0 6 62 1 0 i2 1 0 .3 Cl 105 0 13 11 0 8 '3 5 0 339 1 Max. 15 Min. 15 0 11 102 •;> 8 0 1 5 1 8 1 209 6 1 59 0 125 11 0 510 1 Pk. Hr. M.: :il. Ill 0 29 3'7 7 •'i 11 0 r 9 0 6 Cl 555 1 1 181 0 I3 -7} 20 0 1699 !::. 05: 15 PM Peak Inter sect i.:iri Tr.i iif fic i n Pk. Hr 1699 Peak Hr . Fa iCt( ;.r 0.79 06: 15 PM Flour Inter sect i.:in F'.32 strns i n Pk:. Hr RANCHO SANTA FE at OLIVENHAIN Lane Confiquration for Intersection Capacity Utilization Paqe 2 of 3 Pk. Hr. Tiae Period: So, Approach (NB) No. Approach (SB) West Appr, (EB) East Appr, (HB) 07:15 AH to - —- 08:15 AH Left Thru Right Left Thru Riqht 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 011010120121 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/Hest phases (Yes/No)? No Efficiency Lost Factor 0,10 Hourly Voluae 129 0 178 15 22 13 4 311 0 410 451 9 Adjusted Hourly Voluae 0 129 178 0 50 0 4 311 0 410 451 9 Utilization Factor 0.00 0.09 0.12 0.00 0.03 0.00 0.00 0.09 0.00 0.27 0.13 0.01 Critical Factors 0.12 0.00 0.09 0.27 ICU Ratio = 0.58 LOS = A Turninq Hoveaents at Intersection of RANCHO SANTA FE and OLIVENHAIN Tiae: 07:15 AH to 08:15 AH North Approach RANCHO SANTA FE Date: 08/03/89 Day: THURSDAY 63 <- Total Naae: AL 50 13 <- Subtotals Sub- 13 22 15 Total totals 111 " Sub- H (-• V ; " totals Total E e 593 < 1 1 a s " '—9 s t 908 1 " <— 451 870 t 4 —• 1 /— 410 A 315 311 -> 1 1 1374 A p 0 —' North V p p 1 > 504 p r V 1 r 1 <-, " I-y OLIVENHAIN Vlll 129 0 178 Subtotals -> 432 307 Total -> 739 Note: Left-turn voiuaes include South Approach U-turns. RANCHO SANTA FE at OLIVENHAIN Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Tiae Period: So. Approach (NB) No. Approach (SB) Hest Appr, (EB) East Appr, (HB) 05:15 PH to - 06:15 PH Left Thru Right Left Thru Riqht 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 011010120121 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/Hest phases (Yes/No)? No Efficiency Lost Factor 0,10 Hourly Voluae 114 29 377 14 7.9 6 555 1 184 383 20 Adjusted Hourly Voluae 0 143 377 0 30 0 6 556 0 184 383 20 Utilization Factor 0,00 0,10 0.25 0.00 0.02 0.00 0.00 0.16 0.00 0.12 O.U 0.01 Critical Factors 0.25 0.00 0.16 0.12 ICU Ratio = 0.64 LOS = B Turninq Hoveaents at Intersection of RANCHO SANTA FE and OLIVENHAIN Tiae: 05:15 PH to 06:15 PH North Approach RANCHO SANTA FE Date: 08/03/89 Day: THURSDAY 85 <- Total Naae: AL 30 55 <- Subtotals Sub- 9 7 14 Total totals 111 " Sub- H <-• V - •-> 1 ' totals Total E e 506 < 1 1 a s . '—20 5 t 1068 1 * <— 383 587 t 6 —• I /— 184 A 562 555 ~> 1 1 1533 A p 1 —' North V p p 1 > 946 p r VI r <-, " I-y OLIVENHAIN Vlll U4 29 377 Subtotals -> 192 520 Total -> 712 Note: Left-turn voiuaes include South Approach U-turns. -J hk ik associates CITY OF CARLSBAD SUMMER 1989 INTERSECTION ANALYSIS SUMMARY Intersection Number: 14 Intersection Location: Palomar Aii^wrt Road and Camino Vida Roble CONTENT PAGE Turn Movement Count Summary (A.M. and P.M.) 1 of 3 A.M. Peak Hour ICU Analj^is and Turn Movement Dii^am 2 of 3 P.M, Peak Hour ICU Analysis and Turn Movement Diagram 3 of 3 B2-61 JHK ii Hssociates Turning MoveMent Counts Hnalysis F'age 1 .:.F City: CRRLSBAD I ntersecti ori of: N/S Street: E/H Street: CAMTNO MIDfl ROBLE PALOMAR AIRPORT RD. File: CB.';.^M11.HK1 Data Collected by:Li; Courit Date: 08/01/89 Day: Heather TUESDAV OMERCAST Traffic C.:iritrol : Signalised !5outh Approach CNBi Horth Rpproach C SBJ Hest Approach Cl :B;'J East Approa cFi CHB'-i 15 riin. Total End of 15 — ;-- ••- -•• - Min. prd. Left U-Trn Thru Right Pe ds Left U-Trn Thru Right Peds Left U-Trn Thru Right P« d:5 Left U-Trn Thru Ri ght Peds Mehicls Peds 06:15 RM 1 0 0 0 0 1 0 0 0 0 0 0 50 11 0 11 0 11 1 0 122 0 06:30 RM 11 0 0 1 0 0 0 0 0 0 1 0 117 59 13 15 0 73 2 0 312 0 05:15 RM 9 0 0 -•> 0 0 1 0 2 0 9 0 128 51 0 27 0 167 6 1 101 1 07:00 RM 15 0 I-"" Zl 0 1 0 1 0 2 25 0 179 105 13 31 0 76 cr 0 175 2 07:15 RM 17 0 0 0 0 0 0 3 3 0 0 0 108 39 0 16 0 81 10 0 277 0 07:30 RM 20 0 0 8 1 1 0 0 1 0 7 0 162 65 0 19 0 70 0 0 359 1 07:15 RM * 31 0 1 5 0 0 1 5 0 19 0 218 61 0 27 0 131 1 0 519 0 08:00 RM * 27 0 7 7 0 2 0 3 1 0 5 0 313 116 0 30 0 125 1 0 610 0 08: 15 RM •* 31 0 -1 1 0 •Zi 1 1 2 0 3 0 -:i-35 131 0 15 1 SO (' 0 652 0 08:30 RM X 16 0 1 3 0 9 0 2 0 0 7 0 227 62 0 23 0 162 9 0 556 Cl 06:15 RM 7 0 7 7 0 9 0 0 0 0 3 ci 111 35 13 IS 0 169 9 0 108 0 09:00 RM 53 0 •1 7 0 1 0 1 1 '7 0 220 18 13 11 0 128 1 0 186 1 Max. 15 Min 53 0 7 S 1 9 1 1 -;:. 25 0 335 131 0 15 1 169 10 1 652 2 Pk. Hr. Moi . Ill 0 16 21 0 21 1 10 11 0 31 0 1093 373 0 125 1 501 18 0 2367 1 07:30 RM Peak Inters e.;:ti or Tr affic in Pk. Hr .= 2367 Peak Hr. F actor 0.91 08:30 RM Flour I riter's ei.-:ti .:.r Pd str ns in Pk. Hr 1 03:15 PM 79 0 1 16 0 8 0 0 1 0 1 0 116 27 0 15 0 196 3 0 193 0 01:00 PM 96 0 1 11 0 2 1 1 0 0 1 0 211 29 0 S 1 109 3 1 172 J 01: IS PM 81 0 1 15 0 0 0 2 0 0 1 0 139 17 13 5 0 201 0 167 0 01:30 PM 89 0 2 12 0 1 0 1 0 1 1 200 39 0 2 0 102 0 153 Cl 01:15 PH 85 0 3 11 0 3 0 0 • 3 0 1 2' 180 31 13 ---1 0 85 1 0 111 0 05:00 PM « 110 0 0 12 0 2 0 0 1 0 0 0 207 30 0 7 1 215 6 0 620 0 05: 15 PM * 95 0 1 S 0 1 0 3 1 0 •:> 0 276 10 0 6 0 208 1 0 615 0 05:30 PM s 13 0 1 5 0 i::! 0 1 2 0 0 0 75 n:;. 0 3 0 363 1 0 520 0 05:15 PM * 103 0 0 10 0 1 0 2 1 0 0 0 186 16 0 1 0 197 0 523 0 06:00 PM 18 0 0 11 0 ID 0 3 1 0 5 0 118 15 61 1 1 208 1 0 151 0 06: 15 PM 38 0 0 9 0 1 0 0 1 0 0 0 121 9 0 3 0 162 9 0 356 0 06:30 PM 22 0 0 6 0 1 0 1 0 0 0 72 11 13 1 0 133 2 0 251 Cl Max. 15 Mi n . 110 0 3 16 0 10 1 1 1 0 5 id 276 10 Cl 15 1 363 9 1 615 1 Pk. Hr. Moi . 381 0 ••:i 35 0 12 0 9 5 0 0 711 102 ii 17 1 983 n 0 2308 1 01:15 PM Peak Inters ecti ..-.m Traffic in Pk. Hr. = 2308 Peak Hr. F actor 0.89 05:15 PM Flour-Inters ecti .:.n Pd 5tr-ns in Pk. Hr 1 CAHINO VIDA ROBLE at PALOHAR AIRPORT RD, Lane Confiquration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Tiae Period: So. Approach (NB) No. Approach (SB) Hest Appr. (EB) East Appr. (HB) 07:30 AH to - —- 08:30 AH Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 11 1111 1 Config- (left) 2 11 11 urations 3 1 1 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/Hest phases (Yes/No)? No Efficiency Lost Factor 0.10 Hourly Voluae 141 16 24 21 10 11 34 1093 373 125 501 18 Adjusted Hourly Voluae 141 40 0 0 42 0 34 1466 0 125 519 0 Utilization Factor 0.09 0.02 0.00 0.00 0.03 0.00 0.02 0.29 0.00 0.08 0.10 0.00 Critical Factors 0.09 0.03 0.29 0,08 ICU Ratio = 0,59 LOS = A Turning Hoveaents at Intersection of CAHINO VIDA ROBLE and PALOHAR AIRPORT RD, Tiae: 07:30 AH to 08:30 AH North Approach CAHINO VIDA ROBLE Date; 08/01/89 Day: TUESDAY UO <- Total Naae: LC 42 68 <- Subtotals Sub- 11 10 21 Total totals 111 " Sub- H <-• V '-> 1 totals Total E e 653 < 1 1 a s " '— 18 s t 2153 1 " <— 501 644 t 34 —• 1 /— 125 A 1500 1093 "> I 1 1782 A p 373 —' North V p p 1 > 1138 p r VI . . r 1 <-, " I-y PALOHAR AIRPORT RD. Vlll 141 16 24 Subtotals -> 508 181 Total -) 689 Note: Left-turn voiuaes include South Approach U-turns. CAHINO VIDA ROBLE at PALOHAR AIRPORT RD. Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Tiae Period: So. Approach (NB) No. Approach (SB) Hest Appr. (EB) East Appr. (HB) 04:45 PH to —- 05:45 Pfl Left Thru Right Left Thru Right Left Thru Right Left Thru Riqht Lane Inside 11 1111 1 Config- (left) 2 11 1 1 urations 3 1 1 4 1111 Outside 5 Lane Settinqs 1100 10130130 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/Hest phases (Yes/No)? No Efficiency Lost Factor 0.10 Hourly Voluae 381 2 35 12 9 5 2 744 102 17 988 11 Adjusted Hourly Voluae 381 37 0 0 26 0 2 846 0 17 999 0 Utilization Factor 0.25 0.02 0.00 0.00 0.02 0.00 0.00 0.17 0.00 0.01 0.20 0.00 Critical Factors 0.25 0.02 0.00 0.20 ICU Ratio = 0.57 LOS = A Turning Hoveaents at Intersection of CAHINO VIDA ROBLE and PALOHAR AIRPORT RD. Tiae: 04:45 PH to 05:45 PH North Approach CAHINO VIDA ROBLE Date: 08/01/89 Day: TUESDAY 41 <- Total Naae: LC 26 15 <- Subtotals Sub- 5 9 12 Total totals III " Sub- H — <-• V •-> 1 " totals Total E e 1374 < I 1 a 5 " '— U 5 t 2222 1 " <— 988 1016 t 2 —• 1 /— 17 A 848 744 -> 1 1 1807 A p 102 —• North V p p 1 > 791 p r V I r 1 <-, " I-y PALOHAR AIRPORT RD. Vlll 381 2 35 Subtotals -> 128 418 Total -> 546 Note: Left-turn voiuaes include South Approach U-turns. ihk ik associates CITY OF CARLSBAD SUMMER 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 B2-65 JHK & Associates City: CARLSBAD Intersection of: N/!i5 E/H Turning Mo'/eMent Counts Finalysi Street: PASEO DEL NORTE Street: PALOMAR AIRPORT RD. Page 1 File: CBSM15.HK1 Data Collected bc|:DL Count Date; 08/01/89 Day: Heather- TUESDAV CLOUDV Traffic Control: Signalised End of 15 Min. prd. South Approach CNB:I Horth Approach CSB'.J East Rpproach CHB:'J Hest Rpproach CEB;:I Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Mehicl 1 Min. T.:>tali Peds 06: 15 RH 15 0 6 3 0 1 0 1 06:30 RM 61 0 11 15 0 10 0 y 06:15 AM 25 0 1 16 0 20 0 1 07:00 RM 39 0 5 32 1 29 0 6 07: 15 RM 11 0 2!:i 11 0 29 0 10 07:30 RH 61 0^ 17 19 0 37 0 6 07:-15 RM K 19 o' 15 52 0 21 0 7 08:00 AH » 82 0 33 93 0 76 1 20 08: 15 RM * 51 0 17 31 0 39 0 19 08:30 RM * 17 0 15 28 0 , 25 0 1 08:-15 RM 62 0 21 32 0 11 0 20 09:00 RM 63 0 20 30 0 19 0 3 Max. 15 Mi r 82 0 33 93 1 76 1 20 Pk. Hr. Moi . 229 0 80 201 0 165 1 50 07:30 RM Peak Inter secti or Tr-af f i c i n Pk. Hr 2611 03:30 RM Flour Inter secti .:iri Pd strns i n Pk. Hr . — 6 03:15 PM 50 0 15 9 0 39 0 11 01:00 PM 71 0 10 12 0 36 0 13 01: 15 PM 79 0 16 30 0 16 0 21 01:30 PH 65 0 17 19 0 39 0 11 01:15 PH 51 0 20 32 0 29 0 20 05:00 PH * 52 0 17 IS 0 36 0 28 05: 15 PH s 71 0 22 38 0 52 0 31 05:30 PH X 71 0 25 12 0 30 0 33 05:15 PM X 77 0 18 27 0 2 7 0 17 06:00 PM 69 0 12 19 0 29 0 32 06: 15 PM 65 0 11 11 0 26 0 12 06:30 PM 16 0 S 8 0 11 0 1 Max. 1-5 Mi n 79 0 10 1..' 0 52 0 11 Pk. Hr. Moi 277 0 82 35 0 115 0 109 01:15 PM F'eak Inter seirti on Traffic i n Pk. Hr .::: 3070 Or:i: -15 PM Flour Inter 3e.::-ti .:.n Pd strns i tl Pk. Hr 2 6 5 10 9 17 15 19 13 10 11 11 18 8 16 36 35 26 31 31 26 37 20 1 52 2.3 0 6 1 22 7 0 191 0 1 lis 23 0 12 1 103 21 0 •109 0 1 150 -Zt -Zl 0 6 1 61 7 0 339 2 2 289 27 0 7 1 67' 15 0 537 ] 2 117 35 2 113 1 110 ti'.Zi 0 198 2 1 183 31 0 22 112 cl', r 1 619 1 tl. 155 10 0 21 0 90 0 188 0 3 329 56 0 13 0 128 0 915 1 0 216 13 2 18 ii:! 86 0 592 . 2 0 137 21 0 11 86 0 151 0 0 215 60 0 11 1 109 I::! r' Cl 618 0 1 132 58 0 22 1 110 21 0 577 0 19 61 12 28 26 22 26 30 36 11 23 13 12 111 1 .ak .:) r 120 Hr Factor 0.71 25 15 36 26 21 1::!7 11 52 20 29 12 111 lis 108 168 150 137 101 lis 137 115 135 no 71 16S 501 60 133 15 13 69 ?1 16 50 19 71 ;!26 66 10 50 11 52 62 31 69 79 ;j'7 16 25 79 ;:ii 112 390 179 226 259 152 199 271 287 239 252 115 117 91 36 108 :39 c:. r 2f.t 19 15 16 15 1 237 8 1019 915 2611 569 671 867 696 663 693 '3 ;3 2 7'7 2 551 ;379 867 3070 Peak Hr. Factor 0.92 PASEO DEL NORTE at PALOHAR AIRPORT RD. Lane Confiquration for Intersection Capacity Utilization Paqe 2 of 3 Pk. Hr, Tiae Period: So, Approach (NB) No, Approach (SB) West Appr. (EB) East Appr, (HB) 07:30 AH to - 08:30 AH Left Thru Riqht Left Thru Riqht 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 want separate North/South phases (Yes/No)? No Do you want separate East/West phases (Yes/No)? No Efficiency Lost Factor 0,10 Hourly Voluae 229 80 204 165 50 64 120 837 133 66 390 108 Adjusted Hourly Voluae 229 284 0 165 114 0 120 837 133 66 498 0 Utilization Factor 0.15 0.08 0.00 O.U 0,03 0,00 0.08 0.25 0.09 0.04 0.15 0.00 Critical Factors 0.08 O.U . 0.25 0.04 ICU Ratio = 0.58 LOS = A Turning Hoveaents at Intersection of PASEO DEL NORTE and PALOHAR AIRPORT RD. Tiae: 07:30 AH to 08:30 AH North Approach PASEO DEL NORTE Date: 08/01/89 Day: TUESDAY 587 (- Total Naae: OL 279 308 <^ Subtotals Sub- 64 50 165 Total totals 111 " Sub- W <-' V •-> 1 " totals Total E e 683 <1 1 a s " •— 108 s t 1773 1 " <— 390 564 t 120 —• I /— 66 A 1090 837 -> f 1 1770 A p 133 —• North V p p 1 > 1206 p r VI r 1 <-, * I-y PALOHAR AIRPORT RD. y 111 229 80 204 Subtotals -> 249 513 Total -> 762 Note; Left-turn voiuaes include South Approach U-turns. PASEO DEL NORTE at PALOHAR AIRPORT RD. 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, (WB) 04:45 PH to 05:45 PH Left Thru Right Left Thru Riqht 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 want separate North/South phases (Yes/No)? No Do you want separate East/West phases (Yes/No)? No Efficiency Lost Factor 0.10 Hourly Voluae 277 82 95 145 109 114 141 504 226 241 1049 87 Adjusted Hourly Voluae 277 177 0 145 223 0 141 504 226 241 1136 0 Utilization Factor 0.18 0.05 0.00 0.10 0.07 0.00 0.09 0,15 0.15 0.16 0.33 0.00 Critical Factors 0,18 0,07 0,09 0,33 ICU Ratio = 0,78 LOS = C Turning Hoveaents at Intersection of PASEO DEL NORTE and PALOHAR AIRPORT RD. Tiae: 04:45 PH to 05:45 PH North Approach PASEO DEL NORTE Date: 08/01/89 Day; TUESDAY 678 <- Total Naae; DL 368 310 <- Subtotals Sub- 114 109 145 Total totals 111" Sub- H <-• V •-> ; " totals Total E e 1440 < 1 1 -—- a s " '—87 s t 2311 1 " <— 1049 1377 t 141 —• I /— 241 A 871 504 -> 1 1 2121 A p 226 —• North V p p 1 > 744 p r VI r <-, " I-y PALOHAR AIRPORT RD, Vlll 277 82 95 Subtotals -> 576 454 Total -> 1030 Note: Left-turn voiuaes include South Approach U-turns. -J hk & associates CITY OF CARLSBAD SUMMER 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 B2-69 JHK ii Hssociates-Turning MoveMent Counts Analysis Page 1 of City: CARLSBAD Intersection of: N/S Street: AMENIDA ENCINAS E/H Street: PALOMAR AIRPORT RD. Count Date: 08/01/69 Day: Heather: TUESDAV CLEAR File: C'6SH16.HK1 Data Coi;iected t.y:BG Tr af f i c: Contr o 1 : Si gna 1 i 2ed. Fn.1 .-.f 1':: !iouth Rpproac h CNB'J North Approach CS B3 Hest Apprc lach Cl u. r 1U O T 4, .,J Min. prd. Left 1 J-Trn Thru Right F^eds Left U-Trn Thru Right Peds Left U I-Trn Thru 06:15 RM 2 0 0 5 0 3 0 0 0 0 1 0 20 05:30 RM 0 0 1 1 0 6 0 0 1 0 0 0 11 05:15 RM 1 0 1 0 5 0 3 '7* 0 .:i 0 37 07:00 RH 0 1 9 0 21 0 5 5 -::. 3 0 66 07:15 HH 3 0 3 9 0 d^j 0 3 0 3 2 0 13 07:30 RM X 1 0 3 10 0 18 0 •Zi 1 2 7 0 16 07:15 RM «• 2 0 1 3 0 15 0 2 1 3 0 IS 08:00 RM * 1 0 • 1 22 0 71 0 1 Z* 0 25 0 85 08:15 RM * 3 0 3 21 0 19 0 1 1 0 15 0 51 03:30 RM 1 0 1 10 0 21. 0 6 5 0 5 0 ll ( 08:15 RM 6 0 -J 19 0 39 0 y z* 0 O 0 16 09:00 RM cl 0 ' --i 19 1 31 0 5 1 0 0 36 Maw. 15 i-ii n. 6 0 •1 1 71 0 8 S .3 25 0 85 Pk. Hr. U 'ol . 10 0 u 61 0 156 0 13 16 .::! 50 0 230 07:15 RM Peak I nter s hi' •:; t i o r i Traffi.: in Pk. Hr .-• 11 89 Peak : Hr. Fa ctor 0.69 08:15 HM Hour I nter sfcti on Pd str ris in Pk. Hr 20 03:15 PM 9 0 1 21 0 13 0 3 1 0 5 0 35 01:00 PH 11 0 •3 12 1 12 0 5 6 1 7 0 65 01:15 PM 5 0 32 0 59 0 5 12 10 0 33 01:30 PM 7 0 P 33 0 35 0 5 10 0 3 0 60 01:15 PM X 7 0 1 11 1 39 0 5 9 0 5 0 17 05:00 PM X 17 0 9 33 0 57 0 2 11 0 1 0 50 05:15 PM X 19 0 10 17 0 86 0 1 IS 0 7 0 53 05:30 PM X 9 0 7 7> j-"} 0 53 0 1 11 0 5 0 66 05:15 PH 5 0 5 15 6 35 0 0 s 0 7 0 3S 06:00 PM z* 0 1 30 0 36 0 1 7 0 11 0 52 06: 15 PM 1 0 0 16 0 39 0 0 11 0 6 0 :36 06:30 PM 5 0 2 IS 31 0 1 0 7 0 17 Max. 15 Mi n. 19 0 10 17 6 86 0 Cj IS 2 11 0 66 Pk. Hr. M ol . 52 0 30 1 1 235 0 12 55 0 21 0 216 01:30 PM Peak Inter :^e.::-l:i c.ri Tr. aff i c in Pk. Hr .::-12 76 Pe.iHk Hr. Fai ctor 0.88 05:30 PH Hour I nter secti on Pd: !:;tr •ri:5 in Pk. Hr . -'• 12 East Appiroach CHtCl 15 Min Peds Left U-Trn Thru Right Peds Mehicls 1,0 1 0 8 0 12 16 6 0 0 0 0 1 0 0 0 0 1 0 1 1 0 1 10 32 65 11 10 21 IS 2 7 30 65 139 9 21 9 12 16 31 20 cL C 17 .20 37 111 10 Cj "Tj 61 105 82 69 71 6'i'' 57 51 105 317 i; 36 •37 70 "^16 61 13 97 256 10 36 21 36 0 0 0 0 9 0 Cl 1 0 1 0 9 10 13; 51 117 217 200 206 171 -128 296 191 27 1 236 128 1189 203 311 2'f'9 251 260 36-1 ->r-z ri . J ...I .:• 291 212 217 202 200 361 1276 Totali P.n.ds 0 0 0 1 1 n 1 0 1 1 1 n 20 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) Hest Appr. (E8) East Appr. (HB) 07:15 AH to —- - 08:15 AH Left Thru Right Left Thru Right Left Thru Riqht Left Thru Right Lane Inside 11 1 1 1 Config- (left) 2 1 1 111 urations 3 111 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/Hest phases (Yes/No)? No Efficiency Lost Factor 0.10 Hourly Voluae 10 11 61 156 13 16 50 230 48 139 111 256 Adjusted Hourly Voluae 10 72 0 156 13 16 50 278 0 139 111 256 Utilization Factor 0.01 0.02 0.00 0.10 0.01 0.01 0.03 0.16 0.00 0.09 0.07 0.17 Critical Factors 0.02 0.10 0.16 0.09 ICU Ratio = 0.48 LOS = A Turning Hoveaents at Intersection of AVENIDA ENCINAS and PALOHAR AIRPORT RD. Tiae: 07:15 AH to 08:15 AH North Approach AVENIDA ENCINAS Date: 08/01/89 Day: TUESDAY 502 <- Total Naae; BG 185 317 <- Subtotals Sub- 16 13 156 Total totals 111" Sub- W —- <-' V '-> I * totals Total E e 137 < 1 1 a s " •— 256 s t 465 I " <— 111 506 t 50 —• 1 /— 139 A 328 230 -) I 1 953 A p 48 —' North V p p 1 > 447 p r V 1 r 1 <-, " I-y PALOHAR AIRPORT RD. Vlll 10 11 61 Subtotals -> 200 82 Total -> 282 Note; Left-turn voiuaes include South Approach U-turns. AVENIDA ENCINAS at PALOHAR AIRPORT RD. Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Tiae Period: So. Approach (NB) No, Approach (SB) Hest Appr, (EB) East Appr, (WB) 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 1 111 urations 3 111 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/Uest phases (Yes/No)? No Efficiency Lost Factor 0,10 Hourly Voluae 52 30 152 235 12 55 21 216 13 40 317 133 Adjusted Hourly Voluae 52 182 0 235 12 55 21 229 0 40 317 133 Utilization Factor 0,03 0.05 0.00 0.16 0.01 0.04 0.01 0.13 0.00 0.03 0.19 0.09 Critical Factors 0.05 0.16 0.01 0.19 ICU Ratio = 0.51 LOS = A Turning Hoveaents at Intersection of AVENIDA ENCINAS and PALOHAR AIRPORT RD. Tiae: 04:30 PH to 05:30 PH North Approach AVENIDA ENCINAS Date: 08/01/89 Day: TUESDAY 486 <- Total Naae: BG 302 184 <- Subtotals Sub- 55 12 235 Total totals 111 " Sub- H <-• V •-> I " totals Total E e 424 < 1 1 - a s " •— 133 s t 674 ,1 " <--- 317 490 t 21 —' 1 /— 40 A 250 216 -> 1 1 1093 A p 13 —• North V p p 1 > 603 p r VI r 1 <-, " I-y PALOHAR AIRPORT RD. VIII 52 30 152 Subtotals -> 65 234 Total -) 299 Note; Left-turn voiuaes include South Approach U-turns. ihk & associates CITY OF CARLSBAD SUMMER 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 B2-73 JHK ft Associates T u r t'l i tl M o ',-• e M e ri t C o u nts An a 1 i.j s :i. s F'.3.ge 1 of 3 City: CARLSBAD Intersection of: N/S Street: PRLOHAR E/H Street: CRRLSBRD File: CBSM17.HK1 Data Collected by:LN Count Date : 08/131/89 Day: Heather TUESDAV CLEAR Traf f i c C o ri 11 • o 1 : U n s i g n a 1 i s e d 15 Min. Ti:jtal: South Approach CNB3 Horth Approach CSBiH Hest Approach CEB3 East Approach CHB;j Min. prd. Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Mehicls Ped.! 06:15 AM 06:30 AM 06:-15 RM 07:00 RH 07:15 RH 07:30 RH 07:15 RM 08:00 RM 08:15 RM 08:30 HM 03:15 RH 09:00 RM Max. 15 Mi n. Pk. Hr. Moi. 07:15 HM Peak OS:15 RH Hour 03:^15 PH 01:00 PH 01:IS PH 01:30 PH 01:15 PM 05:00 PM 05:15 PM 05:30 PM 05:15 PM 06:00 PM 06:15 PM 06:30 PM )1.ax. 15 Mi n. Pk. Hr. Moi. 01:30 PM F'eak 05:30 PM Flour 0 0 5 1 0 11 0 0 0 0 0 0 13 0 -1 0 0 0 0 26 6 0 0 10 9 3 13 0 21 0 0 0 0 0 0 0 .zi 0 0 0 0 139 .J 0 0 13 22 6 50 0 35 0 0 0 0 0 0 0 s 0 0 10 0 133 6 0 0 21 'Zt -Zt 1^ I.J 39 0 10 0 0 0 0 0 0 11 7 0 0 10 D 112 61 0 0 25 -'Zi-Zt 2 10 0 15 0 0 0 0 0 0 0 y 0 0 ;>1 0 161 2 0 0 33 IS 9 33 0 68 0 0 0 0 0 0 0 6! 1 0 IS 0 178 9 0 0 3'3 26 S 39 1 16 0 0 0 0 0 0 0 6 0 0 16 0 172 13 0 0 13 !33 12 61 1 51 0 0 . 0 0 0 0 0 17 0 0 28-0 256 12 0 0 16 12 1 3T' 0 S'"' 0 0 0 0 0 0 0 13 0 0 IS 0 213 -1 0 0 13 25 3 26 0 50 0 0 0 0 0 13 0 13 0 Cl 20 2 182 C" 0 0 15 ;;'!5 5 29 0 17 0 0 0 0 0 13 0 13 1 0 30 0 1619 c 0 0 11 15 7 23 0 53 0 0 0 0 0 0 0 13 1 0 21 0 172 r" 0 0 13 !33 12 61 1 68 0 0 0 0 0 0 0 18 1 Cl 30 2 256 0 0 161 139 33 170 220 0 0 0 0 0 i::i 0 19 1 Cl eo 0 f;iio -"i Inter se.;: tion Tr affic in Pk. Hr .-810 Peak Hr. Fa.: ttjtr 3.82 Inter se.: Lion Pdstrns in Pk. Hr . -.:! .3 — - — — 0 0 113 32 3 51 0 101 0 0 0 0 0 0 0 31 0 0 !!:.S 0 392 0 0 102 20 5 15 0 98 0 0 0 0 0 0 0 27 0 0 ':.0 0 312 Cj 0 0 109 23 1 15 0 98 0 0 0 0 0 0 0 31 0 0 67 0 376 •1 0 0 125 26 3 13 } 0 96 0 0 0 0 0 0 0 0 0 56 1 369 (•' 0 0 IDl 11 9 12 0 93 0 0 0 0 0 0 0 31 13 Cl 12 0 ::. i::! 3 ':! 0 0 108 11 5 11 0 113 0 0 0 0 0 0 0 50 0 Cl 6.S 0 391 0 0 127 30 3 17 0 90 0 0 0 0 0 0 0 5 7 0 Cl 71 1 125 1 0 0 117 13 12 0 93 0 1-0 Cl 0 0 0 31 0 0 73 0 •3 r 1:1 11 0 0 106 17 10 12 1 101 0 0 0 0 0 0 0 36 0 Cl 56 0 358 10 0 0 103 19 6 11 0 92 0 0 0 0 0 0 61 •J 0 0 17 0 ;:i-10 6. 0 0 112 17 10 37 0 63 0 0 0 0 0 0 0 31 0 0 50 0 335 10 0 0 106 .i'l 7 36 1 ftf 0 1 0 0 0 0 0 •i;;!i3 0 0 -13 0 301 61 0 0 127 32 13 51 1 113 0 1 0 0 0 0 Cl 57 0 Cl 71 1 125 1-1 0 0 153 '77 30 175 0 339 0 1 0 0 0 0 0 169 Cl 0 ~L 5 r' 1 1555 •ICl Inter sei:;ti.:in Tr affic in Pk. . Hr .-1555 Peak Hr. Fac tor 3.91 Intersectii:.n Pd ;trris in Pk. Hr, 10 Paqe 2 of 3 Due to the lack of conflicting movements ICU Calculations were not completed for this intersection. Turninq Hoveaents at Intersection of PALOHAR and CARLSBAD Tiae: 07:15 AH to 08:15 AH North Approach PALOHAR Date: 08/01/89 Oay: TUESDAY 631 <- Total Naae: LN 390 241 (- Subtotals Sub- 0 220 170 Total totals 111 " Sub- W <-• V '-> I ^ totals Total E e 0 ( ; I - a s '— 80 5 to 1 " <— 0 129 t 0 —• I /— 49 A 0 0 -> 1 1 438 A p 0 —• North V p P 1 > 309 p r V I r 1 <-, " I-y CARLSBAD VIII 0 161 139 Subtotals -> 269 300 Total -) 569 Note: Left-turn voiuaes include South Approach U-turns. Paqe 3 of 3 Due to the lack of conflicting movements ICU Calculations were not completed for this intersection. Turninq Hoveaents at Intersection of PALOHAR and CARLSBAD Tiae: 04:30 PH to 05:30 PH North Approach PALOHAR Date; 08/01/89 Day: TUESDAY 1274 <- Total Naae; LN 564 710 <- Subtotals Sub- 0 389 175 Total totals 111 " Sub- H <-• V '-> I totals Total E e 0 < I 1 —- a s " •— 257 s to 1 " -<— 0 426 t 0 —• I /— 169 A 0 0 -> I I 678 ~ A p 0 —• North V p p I > 252 p r V 1 r I <-, " I-y CARLSBAD Vlll 0 453 77 Subtotals -> 558 530 Total -> 1088 Note; Left-turn voiuaes include South Approach U-turns. ihk ik associates CITY OF CARLSBAD SUMMER 1989 INTERSECTION ANALYSIS SUMMARY Intersection Number: 18 Intersection Location: Alga Road and Alicante CONTENT Tum Movement Count Summary (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Turn Movement Dic^am P.M. Peak Hour ICU Analysis and Turn Movement Diagram PAGE 1 of 3 2 of 3 3 of 3 B2-77 JHK ii A,s:3i:":i a tes Turnii-ig Mo.,'-eMerit Counts Analysis F'.3ge 1 .:if ':i City: CARLSBAD Intersection of: N/S Street: ALIi:;ANTE E/H Street: ALOA File: CBSM18.HK1 Data Collected by:RCS Courit Date: 09/03/89 Day: THURSDAV Traf fi c Control : Signali:2:ed Heather: CLEAR End of 15 Min. prd. South Appro.9.rh CHB') North Approach Cl: ;B3' West Rppr. ciacFi Ct "B;^ East Rppri each CMB'.i 15 nin. Total End of 15 Min. prd. Left U-Trn Thru Right Peds Left U-Trn Thru Right Pe ds Left U-Trn Thru Right Ped:3 Left U-Trn Thru Ri ght Peds Mehicls Peds 06:15 RH 5 0 0 1 0 0 0 0 0 0 0 0 5 0 1 0 18 0 0 31 0 06:30 RM 9 0 0 0 0 0 0 0 0 0 0 6. 7 0 2 0 31 0 0 60 0 06:15 AM 27 0 0 .3 0 0 0 0 0 0 1 1 23 12 0 1 0 111 0 0 181 0 07:00 RH 3-3 0 0 3 0 0 0 0 0 0 3 .:! .J13 35 0 1 0 113 0 0 231 0 07:15 RH 37 0 0 3 0 0 0 0 0 0 0 Cl 10 30 0 5 0 119 0 0 231 0 07:30 RM 33 0 0 3 0 0 0 0 0 0 1 1 18 31 0 6 0 81 0 0 211 0 07:15 RH 13 0 0 9 0 0 0 0 0 0 -1 1 .3'c:! 15 13 1 0 110 0 0 211 0 08:00 HH 'X. 57 0 0 S 0 0 0 0 0 0 6 6 31 13 0 .3 0 157 0 61 2'73 0 0 08:15 AH * 52 0 0 3 0 0 0 0 0 0 3 3 17 11 0 0 180 0 0 306 0 0 08:30 AM X 56 0 0 5 0 0 0 0 0 0 1 1 18 11 0 6 0 112 0 ll 2 7! J 0 08:15 AH '* 38 0 0 5 0 0 0 0 0 0 5 5 60 11 0 1 0 130 0 0 253 0 09:00 AH 33 0 0 0 0 0 0 0 0 3 •Zi 21 9 0 1 0 36 0 61 156 0 Max. 15 Min. 57 0 0 9 0 0 0 0 0 0 6 6 50 35 0 6 0 ISO 0 1,1 306 0 Pk. Hr. Moi. 203 0 0 ; 26 0 0 0 0 0 0 18 18 189 52 0 15 0 609 0 0 1112 0 07:15 RM Peak Inter :secti .;iri Traffi ,-i n Pk. Hr, :::: 1112 Peak HI •. Fa' ctor-0.91 08:15 RH Hour Inter se.~ti .:iri Pdstrns in Pk. Hr. . — 0 03:15 PM 13 0 0 9 0 0 0 0 0 0 5 5 ' 162 Ic? 13 1 0 76 0 0 311 0 01:00 PM 37 0 0 6 0 0 0 0 0 0 1 1 93 26 i;:i 5 0 33 0 0 251 0 01:15 PH 19 0 0 2 0 0 0 0 0 0 -1 1 117 27 0 5 0 '78 0 0 262 0 01:30 PM 12 0 0 5 0 0 0 0 0 0 1 1 113 36 0 6 0 91 0 0 300 0 01:15 PH 27 0 0 3 0 0 0 0 0 0 6 6 131 16 0 6 0 57 0 0 276 0 05:00 PH 53 0 0 3 0 0 0 0 0 0 8 3 116 38 0 6 0 72 0 0 326 Cl 05:15 P» X 11 0 0 2 0 0 0 0 0 0 3 3 201 3 ( 13 7 0 66 0 0 357 0 05:30 PM w 32 0 0 1 0 0 0 0 0 0 3 .:! 115 13 0 6. " 0 83 0 0 316 0 05:15 PM * 32 0 0 2 0 0 0 0 0 0 3 ,:i 169 15 0 6 0 75 0 0 0 06:00 PH * 13 0 0 9 0 0 0 0 0 0 !3 i=j 162 12 0 1 0 76 0 0 311 0 06:15 PH 31 0 0 3 0 0 0 0 0 0 1 1 no 21 0 5 0 19 0 61 226 Cl 06:30 PM 29 0 0 5 0 0 0 0 0 0 •;> 2 103 21 0 8 0 81 0 0 252 0 Max. 15 Min. 53 0 0 9 0 0 0 0 Cl 0 8 R 201 16 0 .::. 0 91 0 0 357 u Pk. Hr. MoT. 118 0 0 17 0 0 0 0 0 0 11 11 677 167 0 2' .3 Cl 300 0 0 1316 Cl -•• - -— _.-,— —: , 05:00 PH Peak I nter secti .:iri Traffi .:: i n Pk. Hr. .:: 1316 1 Peak Hr-. Fa. :tor 0. '31 06:00 PM Hour Inter section Pdstrn i n Pk. Hr. ." 0 - ALICANTE at ALGA Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Tiae Period: So. Approach (NB) No, Approach (SB) Hest Appr, (EB) East Appr, (HB) 07:45 AH to — 08:45 AH Left Thru Right Left Thru Right Left Thru Riqht Left Thru Riqht Lane Inside 11 11 Config- (left) 2 1 11 urations 3 111 4 Outside 5 Lane Settings 101000120120 Capacity 1500 0 1500 0 0 0 1500 3400 0 1500 3400 0 Do you want separate North/South phases (Yes/No)? Yes Do you want separate East/Uest phases (Yes/No)? No Efficiency Lost Factor 0,10 Hourly Voluae 203 0 26 0 0 0 18 189 52 15 609 0 Adjusted Hourly Voluae 203 0 26 0 0 0 18 241 0 15 609 0 Utilization Factor 0.14 0.00 0.02 0.00 0.00 0.00 0.01 0.07 0.00 0.01 0.18 0.00 Critical Factors 0.14 0.01 0.18 ICU Ratio = 0.43 LOS = A Turning Hoveaents at Intersection of ALICANTE and ALGA Tiae: 07:45 AH to 08:45 AH North Approach ALICANTE Date; 08/03/89 Day: THURSDAY 18 <- Total Naae: RCS 0 18 <- Subtotals Sub- 0 0 0 Total totals 111 " Sub- H <-• V '-> 1 " totals Total E e 812 <1 I - a s " '— 0 s t 1071 1 " <— 609 624 t 18 —' 1 /— 15 A 259 189 -> I 1 839 A p 52 —' North V p p 1 > 215 p r V I r 1 <-, " I-y ALGA Vlll 203 0 26 Subtotals -> 67 229 Total -> 296 Note: Left-turn voiuaes include South Approach U-turns. ALICANTE at ALGA Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Tiae Period: So. Approach (NB) No. Approach (SB) Hest Appr. (EB) East Appr. (HB) 05:00 PH to —- 06:00 PH Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 11. 1 1 Config- (left) 2 1 1 1 urations 3 111 4 Outside 5 Lane Settinqs 10 10 0 0 12 0 12 0 Capacity 1500 0 1500 0 0 0 1500 3400 0 1500 3400 0 Do you want separate North/South phases (Yes/No)? Yes Do you want separate East/Hest phases (Yes/No)? No Efficiency Lost Factor 0.10 Hourly Voluae , 148 0 17 0 0 0 14 677 167 23 300 0 Adjusted Hourly Voluae 148 0 17 0 0 0 14 844 0 23 300 0 Utilization Factor 0.10 -0.00 0.01 0.00 0.00 0.00 0.01 0.25 0.00 0.02 0.09 0.00 Critical Factors 0.10 0.25 0.02 ICU Ratio = 0.46 LOS = A Turninq Hoveaents at Intersection of ALICANTE and ALGA Tiae: 05:00 Pfl to 06:00 PH North Approach ALICANTE Date: 08/03/89 Day; THURSDAY 14 <- Total Naae: RCS 0 14 <- Subtotals Sub- 0 0 0 Total totals III " ' Sub- H <-• V •-> I totals Total E e 446 <1 1 a s " '—0 s t 1306 1 ' <— 300 323 t 14 —• 1 /— 23 A 858 677 --> I I 1017 A p 167 —• North V p p 1 > 694 p r V I r I <-, " I-y ALGA VIII 148 0 17 Subtotals -> 190 165 Total -> 355 Note: Left-turn voiuaes include South Approach U-turns. CITY OF CARLSBAD SUMMER 1989 INTERSECTION ANALYSIS SUMMARY ihk ik associates Intersection Number: 19 Intersection Location: Alga Road and EI Fuerte 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 Analj^is and Turn Movement Diagram PAGE 1 of 3 2 of 3 3 of 3 B2-81 JHK S: Associates Turning MoveMent Counts Analysis Pag.-; City: CARLSBAD Intersection of: N/S Street: EL FUERTE E/H Street: ALGA File: CBSH19.HK1 Oata Collected hy:EF Courit Date: 08/03/89 Day: Heather: THURSDAV CLOLIDV Traffic t~oritr-ol : Unsi gnal i si^iJ South Appn^ach CNB3 North Approach SB3 Mest Approa i:h CEB;:I East Rppr.: lach CM IBii 15 Mi ri. Total End of 15 . •— Mi n. prd. Left U-Trn Thru Ri ght Peds Left U-Trn Thr u Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Ri gFit. Peds Mehicls Peds 06:15 RH 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13 0 0 0 0 0 0 0 06:30 AH 2 0 0 6 1 10 0 1 16 5 1 0 Ti-'lt 1 0 7 0 15 2 3 113 9 06:-15 RH 1 0 0 S 1 •y 0 1 11 2 1 0 35 0 0 11 0 53 1 1 121 1 07:00 RH 2 0 7 0 5 0 6 0 2 0 27 7J 0 19 0 39 2 0 115 0 07:15 RM 5 0 3 21 1 7 0 1 S 0 1 0 27 1 0 27 0 12 3 j^l 155 zi 07:30 RM 1 0 IS 0 9 0 6 11 0 6 Cl d Z' '-Tf 1 0 39 1 0 159 1 07:-15 RM 3 0 0 29 0 6 0 7 12 2 3 Cl d f -L'l 13 35 0 11 Cj 0 171 2. 03:00 RM * 1 0 1 33 2 5 0 9 11 0 5 0 2? -1 2 :36 0 37 8 2 186 f_, 08:15 RH X 6 0 !5 1 7 0 5 6 0 7 0 61 0 28 0 12 1 1 151 fl 03:30 FlH x 6 0 :3 21 0 8 0 5 0 5 0 -1 13 31 0 36 6 0 159 6i 08:-15 RH » 9 0 2 17 1 6 0 .3 2 5 0 y 0 15 0 .32 6 0 133 :3 09:00 AM 3 0 •1 12 0 1 0 -3 S 0 1 0 18 0 20 0 21 8 5 no Max. 15 Mi n 9 0 5 33 2 10 0 9 16 5 Cl 35 2 36 0 S3 t:t 5 186 9 Pk. Hr. Moi 25 0 11 93 1 26 0 2 :2 36 2 22 0 86 21 ;> 113 0 117 21 3 671 16 07:15 RM F'eak Inters ect ii:.n Tr affic in Pk. Hr. = 61^ '1 Peak Hr. F actor 0.91 08:-15 AM 03:-IS 01:00 01: 15 01:30 01:-15 05:00 05: 15 05:30 05:15 06:00 Flour Interse.ition Pdstrns in Pk. Hr."-16 06: 06: Ma^ Pk. 15 30 PM 0 0 0 0 0 0 0 0 8 0 5 0 25 13 i;:i 6 0 16 0 0 60 0 PM 3 0 Zl 11 0 3 0 3 11 1 10 0 12 2^ 0 17 0 51 9 0 178 1 PM 0 0 0 12 1 5 0 0 !3 0 13 0 37 1 1 17 0 11 1 131 3 PH 1 0 1 9 1 2 0 2 61 0 17 0 19 1 1 13 0 IS 6 0 157 2 PH -Zl 0 0 10 0 8 0 2 3 0 9 0 39 1 13 11 0 39 1 0 128 Cl PM 1 0 0 11 0 5 0 11 0 11 0 62 3 0 9 0 12 ii*! 1 162 1 PH K 1 0 2 7 0 1 0 1 6 1 HZ 61 67 5 0 11 0 15 10 0 181 ] PH X 1 0 1 S 0 •I' 0 5 7 0 30 0 71 -1 0 9 0 50 6 0 195 Cl PM w 0 0 0 11 0 1 0 9 0 26 0 81 0 10 0 2!:i 8 0 186 0 PM s 1 0 13 9 1 6, 0 6 10 0 29 0 77 3 0 11 0 31 |-0 190 ] PM -Zl 0 1 10 0 1 0 1 7 1 27 0 77 "1 1 1:3 0 20 7 0 176 ,'••' PH 0 0 1 3 0 7 0 1 t'j 0 28 0 (•3 '•j 1 13 0 19 8 61 171 1 5 Mi r-l. 3 0 11 1 3 0 7 11 1 30 0 81 !5 1 17 0 51 10 1 195 "i . Moi. 3 0 3 35 1 17 0 ::. -: j 32 1 107 0 296 17 0 11 0 151 31 61 755 05:00 PH 06:00 PH Peak Flour Intersection Traffic in Pk. Hr Intersection Pdstrns in Pk. Hr 755 6 Peak Hr Factor 0.91 EL FUERTE at ALGA Lane Confiquration for Intersection Capacity Utilization Paqe 2 of 3 Pk. Hr. Tiae Period: So. Approach (NB) No. Approach (SB) Hest Appr. (EB) East Appr. (HB) 07:45 AH to — 08:45 AH Left Thru Riqht Left Thru Riqht Left Thru Riqht Left Thru Riqht Lane Inside 11111111 1 Confiq- (left) 2 1 1 urations 3 1111 4 Outside 5 Lane Settinqs 010010120120 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/Hest phases (Yes/No)? No Efficiency Lost Factor 0.10 Hourly Voluae 25 14 - 93 26 22 36 22 86 24 113 147 24 Adjusted Hourly Voluae 0 132 0 0 84 0 22 UO 0 113 171 0 Utilization Factor 0.00 0.09 0.00 0.00 0.06 0.00 0.01 0,03 0.00 0.08 0.05 0.00 Critical Factors 0.09 0.00 0.03 0.08 ICU Ratio = 0.30 LOS = A Turning Hoveaents at Intersection of EL FUERTE and ALGA Tiae: 07:45 AH to 08:45 AH North Approach EL FUERTE Date: 08/03/89 Day; THURSDAY 144 (- Total Naae: EF 84 60 <- Subtotals Sub- 36 22 26 Total totals 11 I ' Sub- H —- <-' V •-> I " totals Total E e 208 <1 1 - —- a s " '— 24 5 t 548 1 " <— 147 284 t 22 —• I /— 113 A 132 86 -) 11 489 A p 24 —• North V p p 1 > 205 p r V I r I <-, ^ I-y ALGA VIII 25 14 93 Subtotals -> 159 132 Total -> 291 Note: Left-turn voiuaes include South Approach U-turns. EL FUERTE at ALGA Lane Configuration for Intersection Capacity Utilization Paqe 3 of 3 Pk. Hr. Tiae Period: So. Approach (NB) No. Approach (SB) Hest Appr. (EB) East Appr. (HB) 05:00 PH to — 06:00 PH Left Thru Riqht Left Thru Riqht Left Thru Riqht Left Thru Riqht Lane Inside 11111111 1 Confiq- (left) 2 1 i urations 3 1111 4 Outside 5 Lane Settings 010010120120 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/Hest phases (Yes/No)? No Efficiency Lost Factor 0.10 Hourly Voluae 3 3 35 17 22 32 107 296 17 41 151 31 Adjusted Hourly Voluae 0 41 0 0 71 0 107 313 0 41 182 0 Utilization Factor 0.00 0.03 0.00 0.00 0.05 0.00 0.07 0.09 0.00 0.03 0.05 0.00 Critical Factors 0.00 0.05 0.07 0.05 ICU Ratio = 0.27 LOS = A Turning Hoveaents at Intersection of EL FUERTE and ALGA North Approach EL FUERTE Tiae; 05:00 PH to 06:00 PH Date: 08/03/89 Day; THURSDAY Naae: EF Sub- Total totals 606 186 420 107 —• 296 -> 17, —• Subtotals -> Total -> 32 80 71 22 212 17 I ( '-> North I 3 3 41 121 South Approach 141 I-y 35 <- Total <- Subtotals <— I— Sub- totals Total 31 151 41 223 348 ALGA 571 Note: Left-turn voiuaes include U-turns. -J hk ik associates CITY OF CARLSBAD SUMMER 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 Diagram 3 of 3 B2-85 JHK li Associates Turning Mo'/eMent Counts Rn-alysi: Page 1 City: CARL!5BAD Intersection of: N/S Street: CARLSBHD E/H Street: STATE File: CBSM20.HK1 Data Collected by:RGT Count Date: 07/25/89 Day: Heather TUESDAV CLOUDV Traffi c C o n t r- o 1 ; U n s i g n a 1 i E e d !5outh Appro ach CNB:I North fippiro-sch C!: ;B3 Hest Flppri aach Ct :B:> East Rpprc lach CHF 15 Min. Total End of 15 — -- -.. ... .- -.... Min. prd. L:eft U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U -Trn Thr-u Right Peds Left U-Trn Thru f iiijFit F^e' :l3 Ml?Fli izl s Peds 05:15 RM 0 0 31 0 0 30 0 16 0 0 0 0 0 0 0 0 0 0 15 0 122 0 05:30 RM 0 0 36 0 0 10 0 16 0 0 0 0 0 0 0 0 0 0 51 0 115 0 05:15 RM * 0 0 38 0 0 68 0 51 0 0 0 0 0 0 0 0 0 0 55 0 215 0 07:00 RH X 0 0 66 0 0 11 0 57 0 0 0 0 0 0 0 0 0 0 82 0 216 0 07:15 RH x 0 0 85 0 0 65 0 51 0 0 0 0 0 0 Cl 0 0 0 61 2 262 2 07:30 RM X 0 0 1'3 0 0 55 0 75 0 0 0 0 0 0 0 0 0 0 93 0 2'7 2 0 07:15 RM 0 t;i 50 0 0 52 0 88 0 0 0 0 0 0 0 0 0 0 16 206 08:00 RM 0 0 5'3 0 0 10 0 11 0 0 0 0 0 0 0 0 0 0 c:! cl 0 165 0 08:15 RM 0 0 19 0 0 13 0 57 0 0 0 0 0 0 0 0 0 Cl •3 z} 0 132 0 03:30 AM 0 0 16 0 0 16 0 19 0 0 0 0 0 0 0 0 0 0 51 0 192 0 08:15 AH 0 0 10 0 0 10 0 35 0 0 0 0 0 0 0 0 0 Cl 16 1 161 1 09:00 AM 0 0 51 0 0 29 0 36 0 0 0 0 0 0 0 0 0 0 11 0 157 0 Max. 15 Miri 0 0 85 0 0 68 0 88 0 0 0 0 0 0 0 0 0 0 93 ;•• c:! 72 ..J Pk. Hr. Moi 0 0 238 0 0 229 0 237 0 0 0 0 0 0 0 0 0 0 291 . 2 995 1 • - .-05:30 RH Pe.3k Iriterse.rtiori Tr affic in Pk. Hr .= 995 Pe.;ik : Hr. Fa ctor 0.91 07:30 RM Flour Intersection Pdsti-ris in Pk. Hr. 03:-15 PM 0 0 121 0 0 73 0 100 0 0 0 0 0 61 0 0 0 0 K-zt •.t I 1 351 1 01:00 PM 0 0 125 0 0 76 0 129 0 0 0 0 0 0 0 0 0 0 65 2 395 0-^: 15 PH * 0 0 175 0 0 79 0 135 0 0 0 0 0 0 13 0 0 0 90 21 180 2 01:.30 PM .* 0 0 123 0 0 76 0 111 0 0 0 0 0 0 13 0 0 0 69 1 379 1 01:15 PM * 0 0 125 0 0 72 0 117 0 0 0 0 0 0 0 0 0 0 i'7 0 391 0 05:00 PM S 0 0 119 0 0 68 0 115 0 0 0 0 0 0 0 0 0 0 81 0 116 0 05:15 PH 0 0 133 0 0 71 0 119 0 0 0 0 0 0 0 0 0 0 89 112 2 05:30 PH 0 0 129 0 0 60 0 111 0 0 0 0 0 0 0 0 0 0 91 1 12 1 1 05:15 PH 0 0 133 0 0 52 0 120 0 0 0 0 0 0 0 0 0 0 100 0 105 0 06:00 PH 0 ' 0 93 0 0 55 0 123 0 0 0 0 0 0 6.1 0 0 0 68 0 339 0 06:15 PH 0 0 ^ 123 0 0 16 0 102 0 0 0 0 0 0 0 0 0 0 6S Cl 339 Cl 05:30 PM 0 0 63 0 0 11 0 89 0 0 0 0 0 13 13 0 0 61 •3 (• 1 235 1 Max. 15 Min. 0 0 175 0 0 79 0 115 0 13 0 0 0 0 0 0 0 0 100 •;:, ISO .-, Pk. Hr. Moi. 0 0 512 0 0 295 0 509 0 0 0 0 0 0 0 i::i 0 Cl 320 .•:l 1666 6 _ , _ -01:00 PM Peak Int er se.zti o .n Tr affic i n Pk. Hr .-1666 Peak 1 11". F'a.:t( ;.r' 0.87 05:00 PM Hoiir I nter:n;e.;ti.: Pdstrns in Pk. Hr. CARLSBAD at STATE 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) 06:30 Afl to 07:30 Afl Left Thru Right Left Thru Riqht Left Thru Right Left Thru Right Lane Inside lli 1 Confiq- (left) 2 1 urations 3 4 Outside 5 Lane Settinqs 010110000001 Capacity 0 1700 0 1500 1700 OOOOOO 1500 Oo you want separate North/South phases (Yes/No)? No Do you want separate East/Hest phases (Yes/No)? Yes Efficiency Lost Factor 0.10 Hourly Voluae 0 238 0 229 237 0 0 0 0 0 0 291 Adjusted Hourly Voluae 0 238 0 229 237 0 0 0 0 0 0 291 Utilization Factor 0.00 0.14 0.00 0.15 0.14 0.00 0.00 0.00 0.00 0.00 0.00 0.19 Critical Factors 0.14 0.15 0.00 0.19 ICU Ratio = 0.59 LOS = A Turninq Hoveaents at Intersection of CARLSBAD and STATE Tiae; 06:30 AH to 07:30 AH North Approach CARLSBAD Date; 07/25/89 Day: TUESDAY 995 (- Total Naae; RGT 466 529 <- Subtotals Sub- 0 237 229 Total totals 111 " Sub- H <-• V '-> 1 " totals Total E e 0 < 1 1 a s " •— 291 s to I " <— 0 291 t 0 —• 1 /— 0 A 0 0 -> I I 520 A p 0 —• North V p p I > 229 p r VI r 1 <-, " I-y STATE Vlll 0 238 0 Subtotals -) 237 238 Total -> 475 Note: Left-turn voiuaes include South Approach U-turns. CARLSBAD at STATE Lane Configuration for intersection Capacity Utilization Page 3 of 3 Pk, Hr, Tiae Perio'd: So, Approach (NB) No, Approach (SB) Hest Appr, (EB) East Appr. (HB) 04:00 PH to — 05:00 PH Left Thru Right Left Thru Right Left Thru Riqht Left Thru Riqht Lane Inside 111 1 Confiq- (left) 2 1 urations 3 4 Outside 5 Lane Settinqs 010110000001 Capacity 0 1700 0 1500 1700 OOOOOO 1500 Do you want separate North/South phases (Yes/No)? No Do you want separate East/West phases (Yes/No)? Yes Efficiency Lost Factor 0.10 Hourly Voluae 0 542 0 295 509 0 0 0 0 0 0 320 Adjusted Hourly Voluae 0 542 0 295 509 0 0 0 0 0 0 320 Utilization Factor 0.00 0.32 0.00 0.20 0.30 0.00 0.00 0.00 0.00 0.00 0.00 0.21 Critical Factors 0.32 0.20 0.00 0.21 ICU Ratio = 0.83 LOS = D Turninq Hoveaents at Intersection of CARLSBAD and STATE Tiae: 04:00 PH to - 05:00 PH North Approach CARLSBAD Date: 07/25/89 Day: TUESDAY 1666 <- Total Naae: RGT 804 862 <- Subtotals Sub- 0 509 295 Total totals 111 " Sub- H —- - <-• V •-> 1 •^ totals Total E e 0 < I I - a s " 5 to 1 <— 0 320 t 0 —• 1 /— 0 A 0 0 "> I I 615 A p 0 —' North V p p 1 . > 295 p r VI r 1 <-, " /-> STATE Vlll 0 542 0 Subtotals -> 509 542 Total -> 1051 Note: Left-turn voiuaes include South Approach U-turns. Ihk ik associates CITY OF CARLSBAD SUMMER 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 Analysis and Turn Movement Diagram 3 of 3 B2-89 JHK riates Turning Mo'/eMent Counts Rn-alysi:: Page 1 of City: CRRLSBRD Intersection of: N/S Street: ELM E/H Street: CRRLSBAD File: CBSM21.HK1 Data Collected bu:RS Courit Dat« 07/25/89 Day: HeatFier: TUESDAV CLEAR Traffic Coriti-.-jl : SiijnaliiTed End of 15 Min. prd. South f1ppro.sch CNB'J NortFi ApproacFi CSB;J Hest Rpproach CEB;;i 05: 15 RM 0 0 0 0 0 0 0 2-3 0 0 0 0 0 06:30 RM 0 0 21 13 5 n 0 33 0 1 1 0 5 06:-15 RM 0 0 21 29 2 tl. 0 31 1 i:!l •-f 0 5 07:00 RH 0 0 16 35 1 1 0 81 0 Z* 1 0 1 07: 15 RM 0 0 11 35 7 e. 0 18 0 0 1 0 3 07:30 RM 1 0 33 31 11 0 66 3 1 0 5 07: IS RM 1 0 51 31 r 0 SI 3 0 2. 0 1 08:00 RM *; 1 0 7!;i 15 'Tf 11 0 61'.::I 0 1 ."i Cl 6 08: 15 RM w 0 0 6!:j 39 1 0 76 0 2 Cl 0 |-' OS: :30 RM * 1 1 61::. .3 7 11 0 62 1 .;:. 2 0 6 03:15 RH * 0 0 72 -t'i 1 11 0 59 2 s ' 1 0 11 09:00 RM 1 0 15 11 0 10 0 55 2 1 3 0 12 Max. 15 Mi n. -1 1 I .J 15 11 11 0 1'I '••I .:i ID •1 0 11 Pk. Hr -. Moi. 1 2- 7 61 160 6 11 0 285 3 13 9 0 33 07:15 RM F'eak I nter se.::ti o m Tr affic in Pk. Hr 1035 Peak Hr -. Fa II-. tor 0.88 08:-15 RM Hour I nter 3ei:;-Li o m Pd strns in Pk. Hr .•-'-'- 78 03:15 PM « 0 157 91 ;=) 12 0 115 3 6 1 0 Zl^, 01:00 PH X 1 0 211 76 0 27 0 152 1 .3 12 0 26 01: 15 PH w 1 0 176 85 1 21 0 97 3 1 8 0 21 01:30 PM W 1 0 156 76 1 17 0 123 1 6 6 0 17 01:-15 PH 3 0 121 58 3 21 0 118 .;:! 9 6l 17 05:00 PM 8 0 113 52 6 25 0 103 1 9 6 0 13 05: 15 PM 5 0 120 67 0 23 0 160 1 10 -1 0 21 05:30 PM 7 0 132 69 9 21 0 118 1 1 1 61 22 05:15 PM 1 0 98 55 1 7 0 <:18 1 6 0 28 06:00 PM 12 0 122 67 10 21 0 125 6 -1 1 0 28 05: 15 PM 3 0 103 63 0 10 0 101 !3 3 10 0 38 06:30 PH 8 0 103 50 0 10 0 99 .:i 6 8 0 21 M-ax . 15 Mi n . 12 0 211 91 10 2 7 0 160 6 10 12 0 38 Pk. Hr. Moi. 8 0 700 328 a ( i' Cl 192 S IS 30 0 92 03:30 PM F'eak I rit.?i section Tr affic in Pk. Hr .= 2 100 Peak Hr •. Fa ctor 0.39 01:30 PM Hour I nti^r sectio n Pd strns in Pk:. Hr 9i;;i 17 East Rppr.: lach CF tl3::i 15 Min. Total Is Left L 1-Trn Thru Ri ght Peds Mehi cls Peds 0 12 0 Cl 11 0 19 0 1 n 0 11 I' 2 115 '3 0 20 0 1 y 1 130 8 1 19 0 '2 1' 20 1 10 0 22 0 S n 11 173 21 0 29 0 1 s (' 192 19 0 3' J 0 T' 12 6 213 1 30 0 23 12 i::!.i;i 295 30 .zi '.i -7} 0 13 12 1 260 1'' 6 13 0 .•;! 11 11 2'2 5 21 6 29 0 'il 16 1 255 13 6 33 0 10 9 9 .:!2 7 19 6 36 0 16 ;595 30 16 110 0 52 51 36 10:35 1' 61 52 0 • —-16 19 506 30 9 11 0 21 n •;:• 591 19 1 51 0 19 15 11 503 20 57 0 26 11 £l 500 20 1 26 1 12 21 5 118 15 6 50 0 22 18 11 123 35 :•. 59 0 36 20 6 521 18 3 76 0 18 21 5 Iiiiic'i3 21 1 62 Cl 30 11 6 103 15 nr •11", -11-| c:!61 5 ....., p. •-• .-1 --' r Cf u 1-.-. zl c:!61 •:• tz. -Zl C ."! 58 0 3 7 18 6 119 12 56 0 .3 t' 107 16' 3 7l::l 1 3 7 tiiy 19 59 1 •:; ? 201 0 88 !:.6 15 2 100 90 ELH at CARLSBAD Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Tiae Period; So, Approach (NB) No, Approach (SB) Hest Appr. (EB) East Appr. (HB) 07:45 AH to —- 08:45 AH Left Thru Right Left Thru Riqht Left Thru Riqht Left Thru Riqht 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 1600 1600 0 2000 1200 0 Do you want separate North/South phases (Yes/No)? No Do you want separate East/Hest phases (Yes/No)? Yes Efficiency Lost Factor 0.10 Hourly Voluae 2 278 160 44 285 3 9 33 5 UO 52 54 Adjusted Hourly Voluae 2 438 0 44 288 0 9 38 0 UO 106 0 Utilization Factor 0.00 0.13 0.00 0.03 0.08 0.00 0.01 0.02 0.00 0.06 0.09 0.00 Critical Factors 0.13 0.03 0.02 0.09 ICU Ratio = 0.37 LOS = A Turning Hoveaents at Intersection of ELH and CARLSBAD Tiae: 07:45 AH to 08:45 AH North Approach ELH Date; 07/25/89 Day: TUESDAY 673 <- Total Naae: RS 332 341 <- Subtotals Sub- 3 285 44 Total totals III " Sub- H <-• V '-> 1 * totals Total E e 57 < 1 1 a s " '— 54 s t 104 1 " <— 52 216 t 9 —• 1 /— UO A 47 33 "> II 453 A p 5 —• North V p p 1 > 237 p r VI r I <-, " I-y CARLSBAD Vlll 2 278 160 Subtotals -> 400 440 Total -> 840 Note; Left-turn voiuaes include South Approach U-turns. ELH at CARLSBAD 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, (HB) 03:30 Pfl to — - 04:30 Pfl Left Thru Riqht Left Thru Right Left Thru Right Left Thru Right Lane Inside 11 1 1 1 Confiq- (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 1600 1600 0 2000 1200 0 Do you want separate North/South phases (Yes/No)? No Do you want separate East/Hest phases (Yes/No)? Yes Efficiency Lost Factor 0,10 Hourly Voluae 8 700 328 77 492 8 30 92 17 204 88 56 Adjusted Hourly Voluae 8 1028 0 77 500 0 30 109 0 204 144 0 Utilization Factor 0.01 0.30 0.00 0.05 0,15 0,00 0.02 0.07 0.00 0.10 0.12 0.00 Critical Factors 0.30 0.05 0.07 0.12 ICU Ratio = 0.64 LOS = B Turning Hoveaents at Intersection of ELH and CARLSBAD Tiae: 03:30 PH to 04:30 PH North Approach ELH Date: 07/25/89 Day: TUESDAY 1363 <- Total Naae; RS 577 786 <- Subtotals Sub- 8 492 77 Total totals III " Sub- H —- <-• V •-> I " totals Total E e 104 < 1 I — a s " —-56 s t 243 1 " <— 88 348 t 30 — • I /— 204 A 139 92 -> 11 845 A p 17 —' North V p p I > 497 p r Vlr 1 <-, " I-y CARLSBAD Vlll 8 700 328 Subtotals -> 713 1036 Total -> 1749 Note; Left-turn voiuaes include South Approach U-turns. ihk ik associates CITY OF CARLSBAD SUMMER 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 B2-93 JHK ft Rssoci at( Turning MoveMent Courits Analysis Page 1 of City: , CRRLSBAD Intersection of: N/S Street: CRRLSBRD E/H Street: TRHRRACK File: CeSM22.HKl Data Collected by:H2 Count Date: 07/27/39 Day: Heather THURSDRV HARM Traffic Control: Signalised End of 15 Min. prd. South Appr-o.sch CNB5 NortFi ApproacFi CSBJ Hest Approach CEFJiJ East Approach i".UB:i 15 Min. Total:: Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Riqht Peds Mehicls Peds 06:15 06:30 06:15 07:00 07: 15 07:30 07:15 08:00 08 03 08 ; 15 ; 30 ;15 09:00 RH RH RH RH RH RH RH * RH X RH K RH :-« HM RM Max. 15 Min. Pk. Hr. Moi. 07:30 RM Peak 08:30 RH Hour 03:15 PH 01:00 PH 01:15 PH 01:30 PM 01:15 PM 05:00 PM 05:15 PM 05:30 PM 05:15 PM 06:00 PM 06:15 PM 06:30 PM Max. 15 Mi r-l. Pk. Hr. Moi. 01: 15 PM Peak 05: 15 PM Hour 2 0 1 2 1 0 0 3 0 0 0 0 0 0 Cl 1 0 .:i 1 1 16 2 1 0 13 9 2 5 0 13 ,:l 1 0 0 2 0 0 5 0 9 10 1 100 10 6 0 26 5 2 8 0 63 0 11 2 0 5 0 i:;i 15 0 13 15 7 158 2.ZJ 0 0 19 1 1 9 0 SO 2 21 2 0 zzi 0 -1 12 0 3 12 1 113 30 3 0 19 1 1 1 0 101 2 2 0 0 0 0 15 0 1 S 157 1 .3 0 21 S 8 0 108 .:. 17 1 0 z* 0 16 0 c:. 11 n 192 "i 7 2 0 12 1 1 8 0 100 7 2Zf 3 0 il 1 6 19 0 61 13 r 209 37 2 0 10 12 2 12 0 .:i 10 6 0 6. 1 2 26 0 Cl 16 216 .-, 6 0 62 13 1 20 0 81 7 12 1 0 1 10 17 1 -^1 21 8 212 31 9 0 62 9 3 21 0 6'8 1 3 1 0 3 1::. 19 0 b' 20 0 2 3 ;3 12 9 0 56 10 1 13 0 65 5 9 1 0 •7* rr 8 12 0 cl. c! '-• 1 207 19 .:! 0 71 13 18 0 16 6 IT 1 0 z) 1 !3 13 0 o 17 206 11 9 0 71 13 3 21 0 103 7 21 6 0 6 Zi 10 26 1 13 -1 11 212 .3 7 19 0 206 38 ( 61 0 336 21 13 17 0 11 6 21 81 1 28 70 2 3 900 127 I nter se.::ti 1 in Traffic in Pk. Hr . --900 F'eak Hr. Fa. :tor i; 1.93 Inter secti 1 in Pd-.= trns in Pk. Hr -~ 127 12 1 173 19 15 0 108 11 c:! t 0 6 11 7 15 0 -• 2S 11 525 18 9 0 177 IS 8 15 0 137 11 0 20 0 9 11 .3 2;3 0 19 •TtT 6 522 11 1 113 IS 3 18 0 131 31 35 27 0 10 19 '3 15 0 6 2 2 2 157 19 19 0 230 11 12 21 0 115 11 IS 8 0 3 -1 31 0 13 35 13 572 17 11 0 125 37 21 0 108 11 IS 7 0 1 17 1 21 0 13 1 • 103 ll 6 0 196 IS 13 39 0 131 11 11 16 0 9 9 2 213 0 16 16 6 523 70 16 0 216 31 11 39 0 152 26 n 18 0 10 7 1 2 7 0 12 361 1 5S1 1 0 163 21 9 37 0 112 12 17 15 0 10 5 5 16 0 9 iL-!61 a 135 39 12 0 123 17 1 15 0 no 17 11 8 61 15 1 11 13 0 7 21 0 102 '230 29 6 0 8^3 15 9 28 0 31 16 1 1 0 2! 1 '2 11 0 17 11 11 102 '230 26 10 0 111 22 8 18 0 58 13 16 7 0 7 2 10 31 0 11 36 9 362 13 11 0 152 2'7 18 11 0 119 0 27 10 0 12 7 ;;; 21 0 6 30 6' 139 ^' -li 19 1 230 19 18 18 0 152 31 11 2 7 0 15 19 11 -15 0 19 16 13 5 S'l 70 191 52 0 7 6'7 130 13 126 0 539 65 91 19 0 26 . 36 11 110 0 51 133 21 2087 70 191 — — . _ .~ . ._ I nter se.::tion Tr-a ffic in Pk. Hr . " 2087 Peak Hr. Fai: tor- C . 8';;i [nter: :tion Pdstrn:; Pk. Hr 191 CARLSBAD at TAHARACK Lane Confiquration for Intersection Capacity Utilization Paqe 2 of 3 Pk. Hr. Tiae Period: So, Approach (NB) No, Approach (SB) Hest Appr. (EB) East Appr. (HB) 07:30 AH to 08:30 Afl Left Thru Right Left Thru Riqht Left Thru Right Left Thru Right Lane Inside 11 1 1111 Confiq- (left) 2 11 1 urations 3 111 1 4 1 Outside 5 Lane Settinqs 12 0 12 10 10 111 Capacity 1500 3400 0 1500 3400 1500 0 1600 0 1600 1600 1600 Do you want separate North/South phases (Yes/No)? No Do you want separate East/Hest phases (Yes/No)? Yes Efficiency Lost Factor 0.10 Hourly Voluae 19 206 38 64 336 21 17 14 6 81 28 70 Adjusted Hourly Voluae 19 244 0 64 336 21 0 37 0 81 28 70 Utilization Factor 0.01 0.07 0.00 0.04 0.10 0,01 0,00 0.02 0.00 0.05 0.02 0.04 Critical Factors 0.07 0.04 0.03 0.05 ICU Ratio = 0.30 LOS = A Turninq Hoveaents at Intersection of CARLSBAD and TAHARACK Tiae: 07:30 AH to 08:30 AH North Approach CARLSBAD Date; 07/27/89 Day: THURSDAY 714 <- Total Naae: WZ 421 293 <- Subtotals Sub- 21 336 64 Total totals III " Sub- H ~ <-• V '-> I " totals Total E e 68 < 1 1 - a s ' " '— 70 s t 105 1 " <— 28 179 t 17 —' I /— 81 A 37 14 -> I I 295 A p 6 —• North V p p I > 116 p r V I r I <-, " I-y TAHARACK Vlll 19 206 38 Subtotals -> 423 263 Total -> 686 Note: Left-turn voiuaes include South Approach U-turns. CARLSBAD at TAHARACK Lane Confiquration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Tiae Period: So. Approach (NB) No. Approach (SB) Hest Appr, (EB) East Appr, (WB) 04:15 PH to . 05:15 Pfl Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 11 1 1111 Confiq- (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 1600 0 1600 1600 1600 Do you want separate North/South phases (Yes/No)? No Do you want separate East/Hest phases (Yes/No)? Yes Efficiency Lost Factor 0,10 Hourly Voluae 52 767 130 126 539 65 49 26 36 UO 54 133 Adjusted Hourly Voluae 52 897 0 126 539 65 0 111 0 UO 54 133 Utilization Factor 0.03 0.26 0.00 0.08 0,16 0,04 0.00 0.07 0.00 0.07 0.03 0.08 Critical Factors 0.26 0.08 0.07 0.08 ICU Ratio = 0.60 LOS = B Turning Hoveaents at Intersection of CARLSBAD and TAHARACK North Approach CARLSBAD Tiae: 04:15 PH to 05:15 PH Date: 07/27/89 Day: THURSDAY Naae; HZ Sub- Total totals 282 171 111 49 —' 26 ~> 36 —' 65 I ( <-• Subtotals -> 685 Total -> 730 539 I V 1679 126 ( •-> North <-, i I 52 767 949 1634 South Approach 949 I-y I 130 <- Total <- Subtotals <— /— Sub- totals Total 133 54 UO 297 282 TAHARACK 579 Note: Left-turn voiuaes include U-turns. jhk ik assi: CITY OF CARLSBAD SUMMER 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 Diagram 2 of 3 P.M. Peak Hour ICU Anal3^is and Turn Movement Diagram , 3 of 3 B2-97 JHK & Hssociates Turning Mo'/eMent Counts Analysis F^age 1 i:.f City: CARLSBHD Intersection of: N/S Street: CARLSBAD E/H Street: CANNON File: CBSM23.HK1 Data Collected by:RCS Coiint Date: 07/27/89 Day: MeatFier THURSDRV Traffic Control: Signalised OMERCAST South Rpproach CNB) Horth Rpproach CSB;:I Hest Rpprc lach CE B) East Approach CF iB.'i 15 Min. Total: End of 15 ' Min. pr-d. Left U-Trn Thru Right F^eds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U -Trn Thr "U Ri gFit Peds Mehicls Ped:=; 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 RH 0 0 31 1 0 T' 0 15 0 0 0 61 0 0 13 2 0 0 3 0 39 Q 06:-15 RH 0 0 33 s 0 11 0 68 0 0 0 0 0 0 0 1 0 0 6 0 . 130 0 07:00 RH 0 0 28 5 0 il-3 0 91 0 0 0 0 0 0 0 2 0 0 11 1 160 1 07:15 RH 0 0 21 S 0 11 0 75 0 0 0 0 0 0 0 6 0 0 9 0 136 0 07:30 RH 0 0 32 7 0' 23 0 96 0 0 0 61 0 0 0 '3 0 6i 9 1 176 1 07:-IS RM 0 0 39 1 0 21 0 86 0 0 0 0 0 0 0 zzi 0 61 n 0 167 0 08:00 RM * 0 0 18 12 0 36 0 90 0 0 0 0 0 0 0 7 0 61 n 1 201 1 08:15 RM * 0 0 51 7 0 29 0 81 0 0 0 61 0 0 0 2 0 0 n 2 137 2 08:30 RM K 0 0 63 o 0 13 0 c. c... 0 0 0 0 0 13 0 2 0 0 12 .i;i 193 .z* 08:15 RM * 0 0 50 8 0 21 0 75 0 0 0 0 0 13 0 11 0 0 10 0 175 0 09:00 RM 0 0 15 s 0 15 0 61 0 0 0 Cl 0 13 0 '7 0 Cl 13 1 119 1 Max. 15 nin 0 0 63 12 0 36 61 96 0 0 0 0 0 0 0 n 0 0 13 1 20-1 1 Pk. Hr. Moi 0 0 220 • 35 0 101 0 331 0 0 0 Cl Cl 0 0 22 0 Cl 11 9 759 9 07:15 RM F'eak Int er-3e..:ti on Ti-af f i c in Pk. Hr.:; 75'3 Peak ; Hr. F a.-:tior-0.93 08:15 RM Flour Int er-sec-Li c.n Pd s tr-n 5 in Pk. Hr.~ '3 03: •IS PM 0 0 99 1 0 11 0 66 0 0 0 Ci 0 0 0 0 0 10 2 212 01:00 PM 0 0 158 3 0 15 0 171 0 . 0 0 0 0 13 0 t-j 0 Cl 31 1 :3S9 , ] 01:IS PH 0 0 167 8 0 29 0 117 0 0 0 0 0 0 0 12 0 0 •ZiZ* 0 396 0 01:30 PH X 0 0 1S5 5 0 17 0 150 0 0 0 Cl 0 0 0 11 0 0 11 1 115 1 01: •IS PM .* 0 0 116 11 0 25 0 112 Cl 0 0 Cl 0 0 0 9 0 •0 •Z' (' 3 310 ;3 05:00 PM « 0 0 165 6 0 19 0 125 0 0 0 0 0 0 0 15 0 0 16 1 376 1 05:15 PM w 0 0 173 1 0 23 0 158 0 0 0 Cl 0 0 0 11 0 0 56 Cl 123 Cl 05:30 PM 0 0 167 1 0 17 0 111 0 0 0 Cl 0 0 0 10 0 0 50 0 :362 n 05: ••IS PM 0 0 133 3 0 17 0 112 0 0 0 0 0 0 0 5 0 Cl •Zi2 0 :307 0 06:130 PM 0 0 120 3 0 19 0 101 0 0 0 Cl 0 13 0 10 0 0 31 1 281 "1 06:15 PM 0 0 180 1 0 13 0 93 0 0 0 Cl 0 0 61 rr 0 Cl 2.7 2 .3 c:! 2 c. 06:30 PM 0 0 111 8 0 c: 0 85 0 0 0 Cl 0 13 0 -1 0 0 2.2 •3 .::! .:i 5 - --— -.-_._ . _ Max. 15 Min 0 0 185 11 0 29 0 171 0 13 0 0 61 13 0 15 0 Cl 56 1 123 1 Pk. Hr. Moi 0 0 66'3 26 0 81 0 515 0 0 0 0 0 0 0 I'-z, Zl 0 Cl 163 5 1559 '3 01:15 PM 05:IS PM F'eak Flc.iur- I nLer Inter 3 e 1:: t i o n T r- .3 f f i c i n P k:. H r . section Pdstrns in Pk. Hr. 1559 Peak Hr. Factor 0.91 CARLSBAD at CANNON Lane Configuration for Intersection Capacity Utilization Paqe 2 of 3 Pk. Hr. Tiae Period: So. Approach (NB) No. Approach (SB) West Appr. (EB) East Appr. (WB) 07:45 AH to 08:45 Afl Left Thru Riqht Left Thru Right Left Thru Right Left Thru Riqht Lane Inside 1 111 1 Confiq- (left) 2 1 1 urations 3 4 Outside 5 Lane Settinqs 0 10 110 0 0 0 10 1 Capacity 0 1700 0 1500 1700 OOOO 1500 0 1500 Do you want separate North/South phases (Yes/No)? No Do you want separate East/Hest phases (Yes/No)? Yes Efficiency Lost Factor 0.10 Hourly Voluae 0 220 35 104 334 0 0 0 0 22 0 44 Adjusted Hourly Voluae 0 255 0 104 334 0 0 0 0 22 0 44 Utilization Factor 0.00 0.15 0.00 0.07 0.20 0.00 0.00 0.00 0.00 0.01 0.00 0.03 Critical Factors 0.15 0.07 0.00 0.03 ICU Ratio = 0.35 LOS = A Turninq Hoveaents at Intersection of CARLSBAD and CANNON Tiae: 07:45 AH to 08:45 AH North Approach CARLSBAD Date: 07/27/89 Day: THURSDAY 702 <- Total Naae; RCS 438 264 <- Subtotals Sub- 0 334 104 Total totals 111 " Sub- H <-• V •-> I " totals Total E e 0 < I I - a s ^ 44 5 to 1 " <— 0 66 t 0 —• I /— 22 A 0 0 -> II 205 A p 0 —• North V p p 1 > 139 p r V 1 r 1 <-, " I-y CANNON Vlll 0 220 35 Subtotals -> 356 255 Total -> 611 Note: Left-turn voiuaes include South Approach U-turns. CARLSBAD at CANNON Lane Confiquration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Tiae Period: So. Approach (NB) No. Approach (SB) Hest Appr. (EB) East Appr. (HB) 04:15 PH to — 05:15 PH Left Thru Right Left Thru Riqht Left Thru Riqht Left Thru Right Lane Inside 1111 1 Config- (left) 2 1 1 urations 3 4 Outside 5 Lane Settinqs 010110000101 Capacity 0 1700 0 1500 1700 OOOO 1500 0 1500 Do you want separate North/South phases (Yes/No)? No Do you want separate East/West phases (Yes/No)? Yes Efficiency Lost Factor 0.10 Hourly Voluae 0 669 26 84 545 0 0 0 0 52 0 183 Adjusted Hourly Voluae 0 695 0 84 545 0 0 0 0 52 0 183 Utilization Factor 0.00 0.41 0.00 0.06 0.32 0.00 0.00 0.00 0.00 0.03 0.00 0.12 Critical Factors 0.41 0.06 0.00 0.12 ICU Ratio = 0.69 LOS = B Turning Hoveaents at Intersection of CARLSBAD and CANNON Tiae: 04:15 PH to 05:15 PH North Approach CARLSBAD Date: 07/27/89 Day; THURSDAY 1481 <- Total Naae: RCS 629 852 <- Subtotals Sub- 0 545 84 Total totals 111 " Sub- U —- <-• V •-> I " totals Total E e 0 < I 1 a s " '— 183 s to 1 " <— 0 235 t 0 —• 1 /— 52 A 0 0 "> I 1 345 A p 0 —• North V p p I > UO p r <-, " I-y CANNON I I I I I I 0 669 26' Subtotals -> 597 695 Total -> 1292 Note: Left-turn voiuaes include South Approach U-turns. jhk ik associates CITY OF CARLSBAD SUMMER 1989 INTERSECTION ANALYSIS SUMMARY Intersection Number: 24 Intersection Location: Carlsbad Boulevard and Poinsettia 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 B2-101 Sb- I'riT ,,40-4.rie.j 0i2T iT ST CCT Ob- T2T Tb- •IH ;:1E;-a,.j 0 Cl Sb- 0i2T : • .4 H •;-(,-) u-t s u .1 -\ :=: pi .j u.:. ]: -| a s ,4 a -j, u J :"-iH "'-Id '-n -'l^^l-^:!'--li u.3-i:-|:-ia£,4a^,u J jnoH :>)«•••'d Hd oe=so Hd Oe:b-0 20T 86 b-£ 02T 9b- Sl-b- sei •Tt'Ci --JH -u-iM i-x • 'Id Jen t. b-,i2 b-92 0 Cl b-c: 0 0 0 13 0 0 0 OS T CT 0 9b SOT 0 0 Hd oe=9o fc-T Tee b-T 32 0 0 se 0 0 0 13 0 0 0 TS h-b-2 0 S£ 8T T 0 0 Md ST =90 ST S92 ST 62 Ci 0 Te 0 0 0 0 0 0 0 £9 I 02 0 06 0 0 Hd 00=90 6 662 j^ izz i: 0 0 ib-0 0 0 0 0 0 0 hS 0 .1 Sb b-DT 0 0 Hd Sb-:SO .1 0i2 I ee 0 0 9e 0 0 0 0 0 0 0 OS !-ll 0 l-Z 06 0 0 *i Hd Oe:SO i 61P 3 !-0 0 6e 0 0 0 0 0 0 0 20T 0 9£ 8CT 0 0 * Hd ST =S0 T 9i2 T 6i;!! 0 0 .-^2 0 0 0 0 0 0 0 TS 0 l'l 0 T 6: 66 0 0 * Hd 00=SO fl .1 ee I 1.- [T 0 0 b-2 0 0 0 0 0 0 0 06 z £.£ T ftC 82T 0 0 w Hd Sb- = ^0 S 2e2 2 Cl 0 b-2 0 0 0 0 0 0 0 Ti Q T2 £ S9 0 -0 Hd 0£ = l-0 9 62e Oti-Cl 0 S2 0 0 0 0 0 0 0 T6 I 0 Cc: STT 0 0 Hd ST :t'0 0 b-9T ,:'. 0 0 91 Cl 0 0 0 0 0 0 21:' 6T 0 ei i9 0 Cl Hd 00 = b-0 0 0 0 0 0 0 Cl 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Md Sb-:eO 6 -.JH -^id >-n £1.4 .J-t:Ep,J 1.4 o T-fll as ja:|.ui .4riOH MU St" = 80 S6-0 ..40-|:i • J • -IR ?|f^-^». J oe9 := -'H -'Id '-''^ -i .i-.i'^'ll ij.j T-f ri.9s: .4«.i,ui I'^'^d HU Sfc- = iO oe9 99T b-9 T2 Si T2 SST 6S 9£ b-T; • K'Cl --IH •=1d "u-tw tz-x -xew T ££1 T .1 0 0 ST 0 0 0 0 0 0 0 3h' T b-T 0 9 01-0 0 HU 00=60 b-6ST I' CT 0 0 i.T 0 0 0 0 0 0 0 Sh 0 6 0 02 SS 0 0 .« HW St-= 30 0 99T 13 9T 0 i^ 9T 0 0 0 Cl 0 0 0 6S T 3 0 OT iS 0 0 s HH 0e=80 b-b-ST t'-i 0 0 T 2 0 0 0 0 0 0 0 0 6 0 2T OS 0 0 « HH 31=80 I T !;iT T T2 0 0 T 2 0 0 0 0 0 0 0 9e 0 OT 0 TT , 2S 0 0 * HH 00=80 T b-ST 'I iT 0 0 iT 0 0 0 0 0 0 0 b-S T c-0 TT OS 0 0 HH ^i'-lO 0 9eT 0 .i 0 0 ST 0 0 0 0 0 0 0 t_r'.Tl 0 8 0 6 2b-0 0 HH Oe:iO 0 2TT 0 9 0 0 02 0 0 0 0 0 0 0 Oi' T c 0 9 i e 0 0 HU 'iST =iO T S'^T T ei 0 0 ST 0 0 0 0 0 0 0 2S 0 OT 0 i 3£ 0 0 HH 00=iO 0 TTT 0 s 0 0 b-T 0 0 0 0 0 0 0 2b-0 0 6.£ 0 0 HU Sb- = 90 Cl 92 0 :::• 0 0 £ 0 0 0 0. 0 0 0 TT 0 T 0 0 6 0 0 HU oe=90 0 02 0 T 0 0 S 0 0 0 0 0 0 0 n 0 0 0 0 9 0 0 HU 91=90 spa^l T^' T'l'^r'i -i-.pa,j 'v-\i> ys njyjt ij-jj-ri -|.+ a-| :::p ^d -fllSTIH n "••IJ. '-i-'i-O >,1'9."1 epa.j "i'#Ta rum u.4i-.n >.t«"1 spaj •f'-ifj Ta n..4yi •J-ii-A '-1 .*•»"! "p-jd -ijtH •" - -.... ST P'-*3 T«^->•:'.. •u-iw ._~-|: cat i::i M="? ojddy -).:se3 ca: 3::i y:ieo,.4ddn ^£an C8S3 y:oeo.jddy '-l^-J'^'H C8FO i13':^':^.-»dd|-| y-^noc; au:3~iD pasi-teub-rc; :i;o.4>uo:;i Di:ij.f.4j[ ,\HaS3H03M : .jay-^eaH :fii?a 63/20/80 rci-j.eQ -|i.4no3 :ia:F'iq pa-j3a-| to;i e-+e-a T:-Wb-2MSi33 :^IT.-1 £ .1'-' T '95i?d HIliaSMIOd :>aa.4+s M/3 OUaS iaU9 :>ea-4-:fS <:,,--^i : .j.o uo i:-4.:Tasja-4ij i ausiis"^i;au:3 •Hvj ;: ish x^''-*H s-funo:] -4.uaua.--iO|.| bu-tujnj^ CARLSBAD at POINSETTIA Lane Configuration for Intersection Capacity Utilization Paqe 2 of 3 Pk. Hr. Tiae Period: So. Approach (NB) No. Approach (SB) West Appr. (EB) East Appr. (WB) 07:45 AH to 08:45 AH Left Thru Riqht 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 1 2 1 0 0 01 01 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/Mest phases (Yes/No)? Yes Efficiency Lost Factor 0.10 Hourly Voluae 0 214 53 36 188 0 0 0 0 75 0 64 Adjusted Hourly Voluae 0 267 0 36 188 0 0 0 0 75 0 64 Utilization Factor 0.00 0.08 0.00 0.02 0.06 0.00 0.00 0.00 0.00 0.05 0.00 0.04 Critical Factors 0.08 0.02 0.05 ICU Ratio = 0.25 LOS = A Turning Hoveaents at Intersection of CARLSBAD and POINSETTIA Tiae: 07:45 AH to 08:45 AH North Approach CARLSBAD Date: 08/02/89 Day: HEDNESDAY 502 <- Total Naae: RCS 224 278 <- Subtotals Sub- 0 188 36 Total totals 111 " Sub- H <-' V •-> I " totals Total E e 0 ( I I a s " '—64 s to I " <— 0 139 t 0 —• 1 /— 75 A 0 0 -> I 1 228 A p 0 —• • North V p p I > 89 p r VI r I <-, " I-y POINSETTIA Vlll 0 214 53 Subtotals -> 263 267 Total -> 530 Note: Left-turn voiuaes include South Approach U-turns. CARLSBAD at POINSETTIA Lane Configuration for Intersection Capacity Utilization Paqe 3 of 3 Pk. Hr. Tiae Period: So. Approach (NB) No. Approach (SB) Hest Appr, (EB) East Appr. (HB) 04:30 Pfl to 05:30 Pfl Left Thru Riqht Left Thru Riqht Left Thru Riqht Left Thru Riqht Lane Inside 111 1 Config- (left) 2 111 1 urations 3 1 4 1 Outside 5 Lane Settinqs 020121000101 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/Hest phases (Yes/No)? Yes Efficiency Lost Factor 0.10 Hourly Voluae 0 445 120 98 353 0 0 0 0 121 0 133 Adjusted Hourly Voluae 0 565 0 98 353 0 0 .0 0 121 0 133 Utilization Factor 0.00 0.17 0.00 0.07 0.10 0.00 0.00 0.00 0.00 0.08 0.00 0.09 Critical Factors 0.17 0.07 0.00 0.09 ICU Ratio = 0.42 LOS = A Turning Hoveaents at Intersection of CARLSBAD and POINSETTIA Tiae: 04:30 PH to 05:30 PH North Approach CARLSBAD Date; 08/02/89 Day: HEDNESDAY 1029 <- Total Naae: RCS 451 578 <- Subtotals Sub- 0 353 98 Total totals 111 " Sub- H <-• V '-> I totals Total E e 0 < I 1 a s " '— 133 s to 1 ' " <— 0 254 t 0 —• 1 /— 121 A 0 0 -> 1 I 472 A p 0 —• North V p p 1 > 218 p r V I r 1 <-, ^ I-y POINSETTIA U III ' III 0 445 120 Subtotals -> 474 565 Total -> 1039 Note: Left-turn voiuaes include South Approach U-turns. ihk ik associates CITY OF CARLSBAD SUMMER 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 Analysis and Turn Movement Diagram 3 of 3 B2-105 JHK ft Associates Turning MoveMent Counts Analysis F^.3ge 1 of ;3 City: CARLSBAD Intersection of: N/S Street: E/H Str-eet: PASEO DEL HORTE CANNON File: CBSM25.HK1 Data Collected by:JA Courit Date: 08/01/89 Day: He.ather TUESDAV CLEAR Traffic Coriti-ol : Unsign-alized South Appro ach , CNB;I North Approach CSB3 Hest Approach CE :B:I East Flppr oa ch CHB',J 15 Min. Total: End of 15 _-.- — Min. prd. Left U-Trn Thru Ri ght Peds Left U-Trn Thru Right Peds L eft U-Trn Thru Right Peds Left U-Trn Thru Ri gFit Peds Mehicls Peds 06: 15 AM 1 0 13 0 0 0 0 0 0 0 0 0 5 5 0 0 0 0 0 0 11 0 06:;30 AH 9 1 0 0 0 0 0 0 0 0 0 0 1 29 0 0 0 0 0 0 39 0 06:-15 AH 7 0 0 3 0 0 0 0 0 0 0 0 3 1'7 0 0 0 1 0 0 61 0 07:00 AH 11 0 0 0 0 0 0 0 0 0 0 0 6 71 0 0 0 0 0 0 86 0 07:15 AH 15 0 0 2 0 61 0 0 0 0 0 0 |-' 103 0 1 0 0 0 131 0 07:30 AH 11 1 0 3 1 0 0 0 0 0 0 0 7 121 61 0 0 1 0 0 116 1 07:15 AM 19 0 0 1 0 0 0 0 0 0 0 0 2 155 0 0 0 0 0 0 177 0 08:00 RM X 11 1 0 0 0 0 0 0 0 0 0 0 16 ISO 0 2 0 1 0 Cl 210 0 08:15 RM * 10 1 61 10 0 0 0 0 0 0 0 0 17 169 61 1 0 6. 0 1 213 1 08:30 RM * 57 2 0 3 u 0 0 0 0 0 0 0 9 12S 0 2 0 '5 0 0 202 0 08:-15 RM x 12 1 0 0 0 0 0 0 0 0 0 15 93 0 1 0 6 0 0 160 0 09:00 RH 18 1 0 0 0 0 0 0 0 0 0 6 S3 0 .3 0 6. 0 0 116 0 Max. 15 Min 57 1 0 10 1 0 0 0 0 0 0 0 17 ISO 0 1 0 6 0 1 213 1 Pk. Hr. Moi . 130 S 13 16 0 0 0 0 0 0 0 0 57 570 0 6 0 16 0 1 862 '2 07:15 AM Peak Int erse.^ti on Traffic in Pk. Hr.= 862 Pe.9k Hi-. F'a.-tor 0.89 08:15 AH Flciur-Intersect i on Pd:=; itrns in Pk. Hr. -•• 2 03:-15 PM 81 ,:i 0 11 0 0 0 0 0 0 0 0 6 66 0 5 0 |-' 0 0 179 0 01:00 PM 112 1 0 5 0 0 0 0 0 0 0 0 6 SI 0 6 0 8 0 0 221 0 0-^: 15 PM 158 CJ 0 13 0 0 0 0 0 0 0 0 5 73 0 7 0 20 0 0 281 61 01:30 PM 12 0 0 0 0 0 0 0 0 0 0 0 12 99 0 0 0 cz. 0 0 125 Cl 01:15 PM 87 1 0 5 0 0 0 0 0 0 0 0 6 69 0 1 0 0 61 175 0 05:00 PM s 93 0 S 0 0 0 0 0 0 0 0 6 95 0 2 0 10 0 0 211 0 05:15 PM « 132 1 0 1 0 0 0 0 0 0 0 0 9 SI 61 0 0 15 0 0 211 0 05:30 PM X 137 1 0 5 0 0 0 0 0 0 0 61 S 75 0 0 16 0 0 213 0 05:-15 PH X 101 1 61 5 0 0 0 0 0 0 0 0 1 50 0 2 0 15 0 0 177 Cl Of.,:00 PM 92 2 0 1 0 0 0 0 0 0 0 0 .:i 17 0 2 0 *di 61 0 156 Cl 06: 15 PH 69 1 0 2 0 0 0 0 0 0 0 0 6 12 0 1 0 . 10 0 0 130 Cl 06:30 PH 11 0 0 1 0 0 0 0 0 0 0 0 3 30 0 1 0 2 0 0 7fc! 0 Max. 15 Min. 153 Pk. Hr. Moi. 163 01:15 PM F^eak 05:15 PM Flour 16 11 12 2 "7 99 301 20 56 231 I n t e r- s e i:: L i o n Traf f i c I nter se.;:ti on PdstrTif in Pk. Hr.= in Pk. Hr.= Peak Hr. Factor 0.90 PASEO DEL NORTE at CANNON Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Tiae Period: So. Approach (NB) No. Approach (SB) Hest Appr. (EB) East Appr. (HB) 07:45 Afl to 08:45 AM Left Thru Riqht Left Thru Riqht Left Thru Riqht Left Thru Riqht 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 Oo you want separate North/South phases (Yes/No)? Yes Oo you want separate East/Hest phases (Yes/No)? No ' Efficiency Lost Factor 0.10 Hourly Voluae 180 0 16 0 0 0 0 57 570 6 16 0 Adjusted Hourly Voluae 180 0 16 0 0 0 0 627 0 6 16 0 Utilization Factor 0.12 0.00 0.01 0.00 0.00 0.00 0.00 0.18 0.00 0.00 0.01 0.00 Critical Factors 0.12 0.18 0.00 ICU Ratio = 0.41 LOS = A Turning floveaents at Intersection of PASEO DEL NORTE and CANNON Tiae: 07:45 AH to 08:45 AH North Approach PASEO DEL NORTE Date: 08/01/89 Day: TUESDAY 0 <- Total Naae: JA 0 0 <- Subtotals Sub- 0 0 0 Total totals 11 1 • " Sub- H <-' V •-> I * totals Total E e 196 < I I a s " '—0 s t 823 I " <— 16 22 t 0 —' 1 /— 6 A 627 57 -> 11 95 A p 570 —• North V p p 1 > 73 p r VI r 1 <-, " I-y CANNON VIII 180 0 16 Subtotals -> 576 196 Total -> 772 Note: Left-turn voiuaes include South Approach U-turns. PASEO DEL NORTE at CANNON Lane Confiquration for Intersection Capacity Utilization Paqe 3 of 3 Pk. Hr. Tiae Period: So. Approach (NB) No. Approach (SB) Hest Appr. (EB) East Appr. (HB) 04:45 PH to 05:45 PH Left Thru Riqht Left Thru Riqht Left Thru Riqht Left Thru Riqht Lane Inside 11 11 Confiq- (left) 2 1 111 urations 3 4 Outside 5 Lane Settinqs 10 10 0 0 0 2 0 110 Capacity 1500 0 1500 OOOO 3400 0 1500 1700 0 Do you want separate North/South phases (Yes/No)? Yes Do you want separate East/Hest phases (Yes/No)? No Efficiency Lost Factor 0.10 Hourly Voluae 463 0 22 0 0 0 0 27 304 6 56 0 Adjusted Hourly Voluae 463 0 22 0 0 0 0 331 0 6 56 0 Utilization Factor 0.31 0.00 0.01 0.00 0.00 0.00 0.00 0.10 0.00 0.00 0,03 0.00 Critical Factors 0,31 0,10 0,00 ICU Ratio = 0.51 LOS = A Turning floveaents at Intersection of PASEO DEL NORTE and CANNON Tiae: 04:45 PH to 05:45 PH North Approach PASEO DEL NORTE Date: 08/01/89 Day: TUESDAY 0 <- Total Naae: JA 0 0 <- Subtotals Sub- 0 0 0 Total totals 111 ' Sub- H <-• V •-> 1 " totals Total E e 519 <--^-- 1 1 a s ^ '— 0 s t 850 1 " <--•• 56 62 t 0 —• I /— 6 A 331 27 "> 1 1 - 111 A p 304 —' North V p p 1 > 49 p r VI r 1 <-, ' I-y CANNON Vlll 463 0 22 Subtotals -> 310 485 Total -> 795 Note: Left-turn voiuaes include South Approach U-turns. jhk iS: associates CITY OF CARLSBAD SUMMER 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 Analysis and Turn Movement Diagram 2 of 3 P.M. Peak Hour ICU Analysis and Turn Movement Diagram 3 of 3 B2-109 JHK ft Hssociates T u r n i 11 g M o e M e n t C o u n t s fi nal y s i :i Page 1 .:.f 3 City: CARLSBAD Intersection of: N/S Street: PASEO DEL HORTE E/H Street: POINTSETTIA File: CBSM26.MK1 Data Collected by:EF Courit Date: 08/09/69 Day: HEDNESDAV Traffic Control: Unsignalised He.9ther: CLOUDV End of 15 :5outh flpproach CNB'3 Horth Approach CSB3 Hest Approach CEB::i East ApproacFi CMI3;j 15 Min. Total-- Min. prd. Left U-Trn Thru Right P eids Left U-Trn Thru Right Peds LeFt 3--Trn Thru Right Ped:?; Left U-Trn TFir u ;:i ght Peds .'ehicls Peds 05:15 AM 5 0 0 0 0 0 0 0 1 0 11 Cl 0 0 0 21' 1 1 SO 1 05:30 RH .3 0 1 1 3 3 0 0 7."i 2 23 0 !••! 1 13 6 0 66 r* 2 215 7 05:15 RH 9 0 0 0 1 2 0 0 11 1 IS 0 6 0 1 1 0 57 12 2 116 11 07:00 RM 7 0 3 0 0 1 0 0 56 0 11 0 15 0 0 0 0 52 9 157 07:15 RH 11 0 1 3 1 0 5 82 1 30 0 13 1 1 0 0 61 9 3 220 8 07:30 RH * 19 0 13 2 2 0 2 62 0 52 0 13 1 13 0 0 82 15 3 213 5 07:15 RH * 20 0 2 2 0 1 61 0 38 0 13 2 1 1 0 71 11 1 231 1 08:00 RH X 21 0 i-:! 0 1 0 0 56 2 39 0 22 3 2 1 0 72 21 211 6 08:15 RM x 33 0 0 1 1 3 0 1 15 1 36 0 31 0 1 2 0 71 19 1 212 7 09:30 RM 21 ,0 1 2 1 0 2 35 1 '2 t 0 2 |-' 3 -1 0 0 19 19 0 183 9 08:15 RM 26 0 i::! 0 0 1 0 2 51 0 31 0 22 1 13 1 0 31 16 cr 190 c 0'3:00 RH 18 0 1 1 0 0 0 0 39 2 IS 0 17 -1 0 0 16 26 1 168 -1 Max. 15 Min 33 0 ."I 2 1 3 0 82 1 '•-j 0 31 -1 -1 6 0 o c:. 26 5 218 11 Pk. Hr. Moi 96 0 •1 8 8 0 1 22 (^ 165 0 79 6 •1 1 0 299 69 7 962 23 07: 15 I3M F'eak I ri ter se.:t ion Traf fic in Pk. Hr.-962 PeaF Hr. F !jctor 0.97 08:15 RM Hour I n ter s e c t i o n F'd ;: t r n-3 i t t P k. H r 03:15 PM 8 0 ,1 1 0 12 0 1 2':) 61 0 61 13 1 1 0 31 6 0 cll Z} c'!. 1 01:00 PM 8 0 1 1 0 9 0 .zi 3.3 0 61 0 51 18 13 0 0 33 5 0 226 0 01: 15 PM 6 0 1 0 10 0 6 19 0 73 0 59 11 0 0 0 19 1 0 216 Cl 01:30 PH 5 0 'Tf 2 1 9 0 •HI 26 1 63 0 61 12 0 1 0 11 6 0 231 2 01:15 PH 1 0 1 1 0 5 0 5 33 2 71 0 71 11 i3 0 0 29 5 0 212 2 05:00 F'H H6 5 0 i--' 0 0 10 0 1 11 2! 63 0 70 21 1 1 0 31 6 1 251 1 05: 15 PM s 5 0 3 0 1 12 0 1 11 0 69 0 72 11 13 0 0 25 -i 61 251 1 05:30 PM S 7 0 3 1 0 9 0 1 30 0 69 0 i'2 9 1 0 0 29 6 Cl 239 1 05:15 PM « 6 0 1 2 1 11 0 5 12 0 72 0 61 17 1 1 0 • 21 5 1 256 ;-l 06:00 PH 8 0 2 1 0 12 0 1 29 3 61 0 61 13 1 1 0 31 6 0 2 ~* •' 1 05: 15 PH 5 0 1 2 0 9 0 1 2 7 1 68 0 55 13 0 0 0 29 •Z* 0 216 1 06:30 PH .zi 0 '.zi 1 Zt 5 0 1 21 1 70 0 51 13 61 0 0 17 1 0 195 ii Ma.--:. 15 Min. 8 0 1 2 zt 11 0 6 11 73 0 72 21 1 1 13 19 6 1 256 1 Pk. Hr . Vol . 23 0 12 Zl 15 0 17 157 273 0 27S 61 -!:i 2 0 109 2i:.i 1000 11 01;: 15 PM Peak I nter .se.-ti or Tr.f ffic in Pk. Hr _ -: 1000 Peak Hr. F 5i.:tor-0.93 05:15 F'M Hour Inter 3e.;ti .;ir Pd: trns in Pk. Hr . :-11 PASEO DEL NORTE at POINTSETTIA Lane Confiquration for Intersection Capacity Utilization Paqe 2 of 3 Pk. Hr. Tiae Period: So. Approach (NB) No. Approach (SB) West Appr, (EB) East Appr. (HB) 07:15 Afl to 08:15 Afl Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 11111 1 11 Confiq- (left) 2 1111 1 urations 3 4 Outside 5 Lane Settings OlOllOIlOOll 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/Uest phases (Yes/No)? No Efficiency Lost Factor 0.10 Hourly Voluae 96 4 1 8 4 227 165 79 6 4 299 69 Adjusted Hourly Voluae 0 101 0 8 231 0 165 85 0 0 303 69 Utilization Factor 0.00 0.07 0.00 0.01 0.14 0.00 O.U 0.05 0.00 0.00 0.20 0.05 Critical Factors 0.00 0.14 O.U 0.20 ICU Ratio = 0.55 LOS = A Turning floveaents at Intersection of PASEO DEL NORTE and POINTSETTIA Tiae; 07:15 AH to 08:15 AH . North Approach PASEO DEL NORTE Date: 08/09/89 Day: WEDNESDAY 477 <- Total Naae: EF 239 238 (- Subtotals Sub- 227 4 8 Total totals III " Sub- U <-• V '-> I " totals Total E e 622 < 1 1 a s " •— 69 s t 872 1 " <— 299 372 t 165 —• I /— 4 A 250 79 "> II 460 A p 6 —' North V p p I > 88 p r VI r 1 <-, " I-y POINTSETTIA Vlll 96 4 1 Subtotals -> 14 101 Total -> 115 Note; Left-turn voiuaes include South Approach U-turns. PASEO DEL NORTE at POINTSETTIA Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr, Tiae Period: So. Approach (NB) No. Approach (SB) Hest Appr. (EB) East Appr. (HB) 04:45 PH to 05:45 PH Left Thru Right Left Thru Right Left Thru Riqht 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 Voluae 23 12 3 45 17 157 273 278 61 2 109 20 Adjusted Hourly Voluae 0 38 0 45 174 0 273 339 0 0 111 20 Utilization Factor 0.00 0.03 0.00 0.03 0.10 0.00 0.18 0.20 0.00 0.00 0.07 0.01 Critical Factors 0.00 0.10 0.18 0.07 ICU Ratio = 0.46 LOS = A Turning Hoveaents at Intersection of PASEO DEL NORTE and POINTSETTIA Tiae: 04:45 PH to 05:45 PH North Approach PASEO DEL NORTE Date: 08/09/89 Day: HEDNESDAY 524 <- Total Naae: EF 219 305 <- Subtotals Sub- 157 17 45 Total totals 111 " Sub- It y totals Total E e 289 < 1 1 a s " '— 20 s t 901 1 " <— 109 131 t 273 —• 1 /— 2 A 612 278 -> II 457 A p 61 — • North V p p I > 326 p r V I r I <-, " I-y POINTSETTIA Vlll 23 12 3 Subtotals -> 80 38 Total -> 118 Note; Left-turn voiuaes include South Approach U-turns. ihk associates CITY OF CARLSBAD SUMMER 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 B2-113 JHK ft Hssociates T u r n i l-l g H o i.-- e M e n L C o ci n t s R n .31 ci s i s Page 1 of :3 City: CRRLSBAD Intersection of: H/S Street: HONROE E/H Street: HRRRON File: CBSM27.MK1 Data Collected by:JL Courit Date: 07/25/89 Day: Heather TUESDAV CLERR Tr'affic Coriti"ol ; Sl gna. lized End of 15 Min. prd. South Approach CNB3 Horth Approach CSB';' Hest Approach CEB;) 06: 15 05:30 06:-IS 07:00 07: 15 07:30 07:'15 08:00 08: 15 08:30 08:15 09:00 AH RH HH RM RM RH RM RH s RM X RH X RM w RH Hax. 15 Mi n . Pk. Hr. Moi. 16 12 3 32 19 <L I 29 36 31 26 36 115 15 RH Peak 15 RH Hour 03:15 PH 01:00 PH 01:15 PH 01:30 PM 01:15 PM 05:00 PM 05:15 PH 05:30 05:15 06:00 PM 06:15 PM 06:30 PM PM PM Hax Pk. 01: 05: 15 Min. Hr. Moi. 28 30 33 36 15 59 16 38 11 39 59 185 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .3 11 6 1 8 5 11 29 0 6 11 .'J 10 10 13 9 IS 9 I n t e r 3 e c t ion T r- a f F i Iriterse.:tion Pdsti-n 10 13 12 13 12 19 17 19 13 19 13 19 19 67. 15 IS 16 17 29 25 26 IS 29 31 11 ;;?i 31 '33 33 16 26 36 39 .itl 10 19 15 IS I'ly 13 20 11 2 0 •3 .3 2 Cj 0 IS 28 6 0 5 61 1 11 Cl 111 79 Pk. Hr.=: 570 p. •..ak Hr. Fa •:tor 0.92 Pk. Hr . 15 13 0 21 2!"! .:i 6 0 111 31 18 0 17 33 0 13 0 31 19 21 0 11 0 19 0 69 62 13 . 0 21 3'2 0 IS 0 80 5-1 22 0 20 O'T' 2 13 0 91 61 17 0 20 30 0 0 107 r' -3 17 0 26 30 0 n 0 90 38 13 0 15 10 0 17 Cl 107 71 11 0 10 28 1 21 Cl 118 IS 23 0 10 35 0 18 0 99 113 19 0 21 21 0 '•'Pt n 109 36 7 0 16 27 0 IS Cl 71 17 2 .:i 0 26 13 3 28 Cl lis 7-3 69 0 81 122 66 Cl 395 213 East Flppro.; ch Cl--IB;) 15 Min. Total s \. eft U-Trn Thru Right Peds Mehicls Peds 61 3 0 8 0 0 11 1 1 3 0 7 0 1 71 3 1 .2 0 12 0 1 61 3 1 3 0 15 Zi 1 10 1 1' 1 5 0 11 0 0 31 2 0 1 0 17 1 1 96 3 0 6 0 21 ."i 2 121 3 0 8 0 21 i:j 0 155 1 0 6 0 20 5 1 113 2 0 3 0 2-3 2. 0 136 0 0 1 0 23 ,~i 0 136 2 1 13 . 0 19 0 137 1 13 0 -"i Cj 1 155 f' 0 21 0 87 15 1 570 15 1 23 0 lis 15 1 125 r' 0 15 0 107 11 1 106 ci! 2 2'7 0 132 15 2 157 1 0 25 0 101 10 2 120 2 2 21 0 ni 12 0 153 1 2 26 0 121 8 - 0 516 3 1 23 0 99 11 0 152 1 1 30 0 109 17 0 502 1 1 21 0 13 .:i 11 1 139 6 1 23 0 761 10 0 110 1 0 19 0 81 9 1 117 5 61 ;;!6 0 90 21 0 391 0 1 30 0 132 21 """"2"' 516 •j-.' 6 113S 0 -110 IS 0 1923 15 PH PM F'eak Flour" Inte r s et i o n T r a f f i c 1 ri P k:. H r.:::: Intersection Pdstrns in Pk. Hr.:: 192 F' I? .a k Fl I -. F' .a c t o r' i;;i. '3 3 HONROE at HARRON Lane Confiquration for Intersection Capacity Utilization Paqe 2 of 3 Pk. Hr. Tiae Period: So. Approach (NB) No. Approach (SB) West Appr. (EB) East Appr. (HB) 07:45 AH to - 08:45 AH Left Thru Riqht Left Thru Riqht Left Thru Right Left Thru Right Lane Inside 11 1 1 1 Confiq- (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 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 115 29 50 6 5 8 14 141 79 21 87 15 Adjusted Hourly Voluae 115 79 0 6 5 8 14 220 0 21 102 0 Utilization Factor 0.08 0.05 0.00 0.00 0.00 0.01 0.01 0.06 0.00 0.01 0.03 0.00 Critical Factors 0.08 0.01 0.06 0.01 ICU Ratio = 0.26 LOS = A Turning Hoveaents at Intersection of HONROE and HARRON Tiae: 07:45 AH to 08:45 AH North Approach HONROE Date: 07/25/89 Oay: TUESDAY 77 <- Total Naae: JL 19 58 <- Subtotals • Sub- 8 5 6 Total totals II I " Sub- H <-• V •-> 1 totals Total E e 210 < I 1 —— a s " '—15 s t 444 1 " <— 87 123 t 14 —• I /— 21 A 234 141 -> II 320 A p 79 —• North V p p I > 197 p r V 1 r 1 <-, " I-y nmm V 111 115 29 50 Subtotals -> 105 194 Total -> 299 Note: Left-turn voiuaes include South Approach U-turns. HONROE at flARRON Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Tiae Period: So. Approach (NB) No. Approach (SB) Hest Appr. (EB) East Appr, (HB) 04:30 PM to 05:30 Pfl Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 11 1 1 1 Confiq- (left) 2 11 1 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 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 186 67 98 69 81 122 66 395 243 108 440 48 Adjusted Hourly Voluae 186 165 0 69 81 122 66 638 0 108 488 0 Utilization Factor 0.12 0.10 0.00 0.05 0.05 0.08 0.04 0.19 0.00 0.07 0.14 0.00 Critical Factors 0.12 0.08 0.19 0.07 ICU Ratio = 0.56 LOS = A Turning floveaents at Intersection of HONROE and HARRON Tiae: 04:30 PH to 05:30 PH North Approach HONROE Date: 07/25/89 Day; TUESDAY 453 <- Total Naae: JL 272 181 <- Subtotals Sub- 122 81 69 Total totals III " Sub- H <-• V •-> 1 " totals Total E e 748 < I I —— a s " '— 48 s t 1452 1 --• " <— 440 596 t 66 —• 1 /— 108 A 704 395 "> 1 1 U58 A p 243 —' North V p p I > 562 p r VI r I <-, " /-> HARRON Vlll 186 67 98 Subtotals -> 432 351 Total -> 783 Note: Left-turn voiuaes include South Approach U-turns. jhk & associates CITY OF CARLSBAD SUMMER 1989 INTERSECTION ANALYSIS SUMMARY Intersection Number: 28 Intersection Location: Monroe Street and Elm Avenue CONTENT PAGE Turn Movement Coimt Summary (A.M. and P.M.) 1 of 3 A.M. Peak Hour ICU Analysis and Turn Movement Dis^am 2 of 3 P.M. Peak Hour ICU Analysis and Turn Movement Diagram 3 of 3 B2-117 T2 :: " -' H " -'I d " '^ -''' 't P '3 u o i -4. n a :=: . 4 a :|. 1.4 j .4noH Md Sb-:SO i8 "0 ..40>r..e -3 • 'H •:-|ea,-| iS02 = •-JH • -'-Ui '.J 'I l-.i-.i =•--13 uo •i-^.D.?-;: -JO-4-1.4 J =1«••'^J Hd 51' = l-O T2 iS02 •3 2'^ iS2 0 3T Z 92T 609 0 20b-1,: tt.2 b-ei 0 ie b-8 61T T 0 ss "lOf'i ••JH "-Id E' 26S c 6T 68 0 2T s b-S £91 T 90T 2 b-8 2S 0 9T 9 b-b-T T2 -MTH .-x "XE-g — -- --- - - •- - - - -- -.-— -8 2eb-0 t-T9 0 j: s 9T 92T 0 i9 2 T9 9e 0 91 T b-62 T 6 Hd oe = 90 601' T TT 2S 0 b-T 6T 6TT T Oi 0 Sh i2 0 '3 0 9 Cjl-0 2T Hd ST = 90 2 OSb-0 6T OS 0 b-C .1 p 22T 0 96 0 ££ 0 ,1 0 9 c.C 0 TT Hd 00 = 90 2 b-Sh T TT 09 0 b-T T2 9b-T 0 66 0 es Tb-0 6 0 T b-2 0 OT s Hd Sb- = SO F-2Sb-t'T OS 0 T 61 b-2 ib-T 0 OOT 0 es 0 TT C 0 T2 0 9 K Hd oe = so 26S [H' 6T 68 0 2T T b-S C9T 0 90T T 91. 82 0 J C-9 b-h 0 ST K Md ST :S0 2 62S 0 S 3S 0 T 61 i2 esT 0 i6 c!-b-8 Ob-0 OT 0 T 62 0 12 X Hd 00 = SO T sb-e 0 c 2 b-0 2 I 62 .'•36 0 S9 0 Th 02 0 TT 0 T £2 0 OT Md Sh = t.O b'-se 0 2T 6i 0 0 .2 fc-2 iOT 0 6S 0 6£ 9T 0 TT T e 02 0 hi Hd L3£ = b-0 i Tse T OT 9S 0 i:-b-9T T8 0 .2 et. 2S 0 ,1 0 b-iT 0 6 Md ST =l:.0 6 T T £ T .1 b-l' 0 0 b-TT TOT 0 6S T b-£ 2 0 } £ s £:2 0 3T Hd 00 = b-0 1 Ob-0 .1 £b-0 T T b-£ 96 0 6i T 6S ££ 0 01 0 b-2 0 ei Hd sb-=eo b-T rz •-IH •'^•i "T -=:U..4-+ -Pd uo-|:-4.:.ai.:: MS-^ii I •Ji-iOH My ST =80 iS'O ..40-j.:.K .3 - -'H :ie.i»,j i66 ZZ •--IH ••:id 'Ji: -' t.:l-.F :-jj. uo T-4.:.i.ss: .ja:pji •-If^'-'d HU ST =iO b-T i 66 £ 6 ise 0 £T iZ' se sei 0 S9 2 T2T 2S 0 y b-2T ii 0 es •I'^Ci -JH -^d SS2 2 21 21 T 0 9 z 9T se 0 £.2 1: 9C b-T 0 2 S 6i.^ 0 e2 •i-iT'^ ST -— 0 61 :•'• 2 0 1=-6i 0 2 Cl TT ££ 0 iT 0 b-e t-T 0 0 0 0 ST 0 6T HU 00 = 60 0 0 2T 28 0 9 Cl '"i 62 0 ST 0 T2 b-T 0 0 0 s ClT 0 e2 HH 5^ = 80 £ 891 2 09 0 I 0 f 62 0 TT T i 0 •? 0 T TT 0 ei HU oe = 8o S !• 612 T 1:-90T 0 (7: ;::| 9T se 0 ST T b-e b-T 0 £ T 2 82 0 22 i* HU ST =80 2 6i,2 T £ 2TT 0 b-0 6 ,1 f • 0 e2 0 se b-T 0 0 T I 6T 0 22 X HU 00 = 80 0 0T2 0 T b-8 0 £ 0 t!. oc 0 TT 0 b-2 2T 0 T 0 V 2T 0 T2 X HU Sl':iO s C ^' jT' T T SS 0 1: T 0£ 0 9T T 82 2T 0 b-2 s ST 0 3T X HU oe = io c £ST 0 £ Oi 0 0 T b^T 0 2T T 02 e 0 T 0 2, OT 0 WT MU ST = iO s 202 0 2 6i 0 2. T i2 0 b-l ,-:;; 9e 6 0 T 0 TT 0 b-T HU 00 = iO 0 ScT 0 T 29 0 I 0 6 0 9 0 OT 9 0 T 0 I ei 0 9T HU Sb-:90 1 02T 1: 9S 0 b-T ei 0 t-!"' 6T 2 0 T I I s 0 i HH 0C:9O z 06 0 2 6£ 0 2 2 b-2T 0 0 9 6 0 T 0 0 b-0 9 MU ST =90 £pa..| s x,Ti ti-ia,--! :-p«d 'f'l£' Tfcl l'l-J'1.1 uj_i..-n ^•^•s'l epaj ^•'•<£''!;a ''i-JU. uji-n ^•f'5'1 ifr-pa, i "flf-Ta njyj u.JX-f spaj -f-l&Ta ruyj. uji....n •\<if.i-\ -p.Jfl •UXM ---• — -.- -ST ,+'3 P«3 IC-+Oi •uiw C6IM;:I o.4dd|-i V--^3 CB:-1:1 i.|-.iS'0..4dd|.j TsaM ca ::;:i M^' K-OJ 3dy lA-iJOH C.aW3 yDeojddy pas T. feub •tj : i;o-4-4.i.403 ::i-i:.j..j.e-,Ji J.SH;I33,'IO ,^H0S3Fj03M ..4ay'4.ean : fieo 6S/92/iO :a-4.i?i] •4.unci-3 •|[-:l=iq pa^i.::iat [':';i '^'"\i'^0 T:>IH-32HSS3 •-'^11 i H13 :^a«'-i4S M/3 30fHH0H :>aa.4-+s 5/H :j.o uo t-:^:oa£:Ja->l.41 aHasiyu:3 :fi>T:i y:t X •'fi's^d £ •i::;|-i-[euy £-4.uno3 •^.u.aue/ioi.i bu-iujnj^ HONROE at ELH 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. (HB) 07:15 AH to 08:15 AH Left Thru Riqht Left Thru Riqht Left Thru Right Left Thru Riqht Lane Inside 1111 1 1 Confiq- (left) 2 111 1 1 urations 3 11111 4 Outside 5 Lane Settinqs 020111120120 Capacity 0 3200 0 1600 1600 1600 1500 3400 0 1500 3400 0 Do you want separate North/South phases (Yes/No)? Yes Do you want separate East/Hest phases (Yes/No)? No Efficiency Lost Factor 0.10 Hourly Voluae 83 77 12 8 52 121 65 135 35 13 387 9 Adjusted Hourly Voluae 0 172 0 8 52 121 65 170 0 13 396 0 Utilization Factor 0.00 0.05 0.00 0,01 0,03 0,08 0.04 0.05 0.00 0.01 0.12 0.00 Critical Factors 0.05 0.08 0.04 0.12 ICU Ratio = 0.39 LOS = A Turning Hoveaents at Intersection of HONROE and ELH Tiae: 07:15 AH to 08:15 AH North Approach HONROE Date: 07/26/89 Day; HEDNESDAY 332 <- Total Naae: JL 181 151 <- Subtotals Sub- 121 52 8 Total totals III " Sub- H <-' V •-> I " totals Total E e 591 < 1 1 a s " •— 9 s t 826 1 " <— 387 409 t 65 —• 1 /— 13 A 235 135 -> I 1 564 A p 35 —' North V p p 1 > 155 p r V 1 , r 1 <-, " I-y ELH VIII 83 77 12 Subtotals -> 100 172 Total -> 272 Note: Left-turn voiuaes include South Approach U-turns. HONROE at ELH Lane Confiquration for Intersection Capacity Utilization Paqe 3 of 3 Pk. Hr. Tiae Period; So. Approach (NB) No. Approach (SB) Hest Appr. (EB) East Appr. (HB) 04:45 PH to 05:45 PH Left Thru Riqht Left Thru Right Left Thru Riqht Left Thru Riqht Lane Inside 1111 1 1 Confiq- (left) 2 11 1 1 1 urations 3 111 11 4 Outside 5 Lane Settinqs 0 2 0 11112 0 12 0 Capacity 0 3200 0 1600 1600 1600 1500 3400 0 1500 3400 0 Do you want separate North/South phases (Yes/No)? Yes Do you want separate East/Hest phases (Yes/No)? No Efficiency Lost Factor 0.10 Hourly Voluae 55 118 8 37 134 241 402 609 126 18 257 52 Adjusted Hourly Voluae 0 181 0 37 134 241 402 735 0 18 309 0 Utilization Factor 0.00 0.06 0.00 0.02 0.08 0.15 0.27 0.22 0,00 0.01 0.09 0.00 Critical Factors 0.06 0.15 0.27 0,09 ICU Ratio = 0,67 LOS = B Turning floveaents at Intersection of flONROE and ELH Tiae: 04:45 PH to 05:45 PH North Approach HONROE Date: 07/26/89 Day: HEDNESDAY 984 <- Total Naae: JL 412 572 <- Subtotals Sub- 241 134 37 Total totals 111 " Sub- H <-' V '-> I totals Total E e 553 < ' I -—- a s " '— 52 s t 1690 1 " <— 257 327 t 402 —' 1 /— 18 A 1137 609 -) I I 981 A p 126 —' North V p p I > 654 p r <-, " I-y ELH lit ( c I 55 118 8 Subtotals -> 278 181 Total -> 459 Note; Left-turn voiuaes include South Approach U-turns. CITY OF CARLSBAD SUMMER 1989 INTERSECTION ANALYSIS SUMMARY ihk ik associates Intersection Number: 29 Intersection Location: Marron Road and 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 B2-121 JHK Rssoci a tis Turning MoveMent Counts Analysis Page 1 of City: CARLSBAD Intersection of: N/S Street: MARRON E/H Street: JEFFERSON File: CBSM29.HK1 Data Collected by:DL Count Date: Day: TUESDAV Traffic Corit roi : Signali ;s e d 07/25. ••'89 Heather: SUNNV South Approach CNB3 North Approach Ci iB3 Hest flpproach CEB •;i East Appro ach CM B':i 15 ni n. Total End of 15 ..... — — - - •••-Min. prd. Left U-Trn Thru Right Peds Left U-Tr ri TFiru Ri ght Peds Le-Ft U -Trn Thru R ight Ped::: Ln i'ft U -Trn Tliru Right Peds Me, hi cl s Peds 06:15 RH .3 0 17 0 0 0 0 9 1 1 15 0 0 0 0 0 0 1 1 0 17 1 06:30 RH 1 0 15 0 0 11 0 21 19 0 7 0 1 6 1 1 0 1 - 0 89 1 05:15 RH 1 0 31 0 3 6 0 31 30 0 17 0 1 5 0 0 0 1 1 0 127 •'J 07:00 RH 7 0 30 0 0 |-' 0 38 37 0 6 0 Z' .:i 13 •;:. 0 1 5 0 139 0 07: IS RH 2 0 2S 0 0 11 0 28 39 2 ''Lt 0 1 t 13 0 0 0 0 121 2 07:30 RH r' 0 11 0 1 6 1 33 11 2 10 0 •Zl 2 '2 0 0 Cl 0 0 116 Cj 07:15 RM 8 0 33 1 3 1 0 11 10 1 11 0 1 0 Cl 0 0 0 1 0 116 1 08:00 RH » 10 0 52 0 1 21 0 36 73 0 18 0 15 10 0 0 0 1 1 0 210 1 08: 15 RH * 8 0 33 1 0 21 0 56 59 1 11 0 6 5 0 0 0 3 3 1 211 OS: 30 RH S 11 0 10 0 2 17 1 65 71 0 23 1 10 3 2 0 0 1 1 2 256 B 08:15 RM s 8 0 39 0 0 2 13 16 2 20 0 2 9 1 0 0 c. r 0 198 3 09:00 RM i' 0 1!3 0 0 10 0 11 13 0 2 7 0 5 11 2 i;;i 0 1 2-0 195 Max. 15 Mi n 11 0 52 1 !3 21 i^ 65 71 '27 1 15 11 0 .:l "2' 256 6 Pk. Hr. Moi 10 0 169 1 3 81 .'3 200 t'-'ji::! 72 1 33 32 3 0 0 7 13 z^ ';J08 13 07:15 RM F'e.ak; Intersection Tr affic in Pk. Hr. 17. 903 Peak Hr. Fa c L o r 0.89 08:15 FlH Flour lnt ersection Pd strns in Pk. Hr. T.'l 13 03:15 PH 21 0 115 2 0 17 0 105 0 31 0 13 20 0 !3 0 8 13 1 117 1 01:00 PM 11 0 155 1 0 72 0 115 6S 0 13 0 11 21 0 2 0 11 67 0 6 10 0 01: 15 PM X 18 0 172 1 0 13 0 128 62 0 55 0 11 19 0 1 0 3 31 0 638 0 01:30 PH X 13 1 112 2 0 37 0 105 51 0 16 0 11 2 7 13 0 1 ;32 0 115 0 01:15 PH Hf 21 0 lis 3 0 56 1 128 16 0 39 0 22 21 0 1 0 11 63 0 565 0 05:00 PH s 28 0 210 3 0 13 0 135 10 0 12 0 13 2 '3 1 1 0 11 82 1 639 -Il 05: 15 PH 17 0 90 2 0 16 0 99 11 0 73 0 26 0 2 0 Cj 29 0 -113 0 05: :30 PH 30 0 71 2 0 17 0 151 11 0 71 0 33 20 0 0 0 11 7-1 0 551 0 05:15 PM 23 0 99 2 0 15 0 137 -J z* 1 113 0 21 IS 13 1 0 11 0 611 1 06:00 PM 27 0 116 0 0 62 0 113 60 0 SO 61 9 19 0 Cl 0 15 Cc:! 0 563 0 06: 15 PM 19 0 113 2 0 55 2 133 35 0 •Z* 2 Cl s 12 0 1 0 21 6S 0 199 0 06:30 PM 23 . 0 97 2 0 c:. 1 0 86 28 0 , 33 0 6 0 1 0 6 59 0 •i 7 3 13 Max. 15 Min, 18 Pk. Hr. Moi. 113 210 639 1 12 179 151 196 68 199 113 132 -13 93 21 10 81 261 01:00 PM Peak 05:00 PM Hour I n t .2. r s e .z t i o n T r.» f -f i c in P k. H r . = 2 2 S 7 I nter secti on Pdstrns i n Pk:. Hr . = 6 Peak Hr. Factor 0.39 HARRON at JEFFERSON Lane Confiquration for Intersection Capacity Utilization Paqe 2 of 3 Pk. Hr. Tiae Period: So. Approach (NB) No. Approach (SB) Hest Appr. (EB) East Appr. (HB) 07:45 AH to - 08:45 AH Left Thru Riqht Left Thru Right Left Thru Right Left Thru Riqht Lane Inside 11 1 1 1 Confiq- (left) 2 11 1 1 urations 3 111 1 1 4 1 Outside 5 1 Lane Settinqs 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/Hest phases (Yes/No)? No Efficiency Lost Factor 0.10 Hourly Voluae 40 169 1 84 200 252 72 33 32 0 7 18 Adjusted Hourly Voluae 40 170 0 84 200 252 72 33 32 - 0 7 18 Utilization Factor 0.03 0.05 0.00 0.03 0.06 0.17 0.05 0.02 0.02 0.00 0.00 0.01 Critical Factors 0.03 0.17 0.05 0.01 ICU Ratio = 0.35 LOS = A Turninq Hoveaents at Intersection of flARRON and JEFFERSON Tiae: 07:45 AH to 08:45 AH North Approach HARRON Date; 07/25/89 Day: TUESDAY 795 <- Total Naae: DL 536 259 <- Subtotals Sub- 252 200 84 Total totals 111 " Sub- H - <-• V •-> I " totals Total E e 299 < I I - a s " '—18 s t 434 1 " <— 7 25 t 72 —• I /— 0 A 137 33 "> 1 1 143 A p 32 —' North V p p I ) UB p r V 1 r I <-, " I-y JEFFERSON Vlll 40 169 1 Subtotals -> 232 210 Total -) 442 Note: Left-turn voiuaes include South Approach U-turns. HARRON at JEFFERSON Lane Confiquration for Intersection Capacity Utilization Paqe 3 of 3 Pk. Hr. Tiae Period: So. Approach (NB) No. Approach (SB) Hest Appr. (EB) East Appr. (HB) 04:00 PH to 05:00 PH Left Thru Riqht Left Thru Riqht Left Thru Riqht Left Thru Riqht Lane Inside 11 1 1 1 Confiq- (left) 2 11 1 i urations 3 111 1 1 4 1 Outside 5 1 Lane Settinqs 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 Voluae 113 639 12 179 496 199 1B2 63 98 5 40 261 Adjusted Hourly Voluae 113 651 0 179 496 199 182 63 98 5 40 261 Utilization Factor 0.08 0.19 0.00 0.07 0.15 0.13 0.12 0.04 0.07 0.00 0.02 0.17 Critical Factors 0.19 0.07 0.12 0.17 ICU Ratio = 0.65 LOS = B Turning Hoveaents at Intersection of flARRON and JEFFERSON Tiae: 04:00 PH to 05:00 PH North Approach HARRON Date: 07/25/89 Day: TUESDAY 1956 <- Total Naae: DL 874 1082 <- Subtotals Sub- 199 496 179 Total totals 111 " Sub- H (-• V •-> 1 " totals Total E e 352 < 1 1 a s " '— 261 s t 695 1 ' <— 40 306 t 182 —• I /— 5 A 343 63 -> 1 1 560 A p 98 —• North V p p 1 > 254 p r VI r I <-. " I-y JEFFERSON V III 113 639 12 Subtotals -> 599 764 Total -> 1363 Note: Left-turn voiuaes include South Approach U-turns. -J hk ik associates CITY OF CARLSBAD SUMMER 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 B2-125 JHK ft Rssoci ates Turni 1-1.3 MoveMent Counts Final ysi; Page 1 of 3 City: Intersection of: H/S Street: TRHRRACK E/H Street: ELH File:•CBSM30.HK1 Data Collected by:CE Courit Date: 07/26/89 Day: HEDNESDAV Traffic Control: Unsignalised He.ather: CLEAR SoutF Appro ach CNB3 North App.rioacFi C. 5B;:I Hest Apprc ach Cf EB3 East Flpproach CHB 1 15 Hi n. Total End of 15 ; -Min. prd. Left U-Trn Thru Right Peds Left U-Trn Thru Ri ght Peds Left U-Trn Thru Right Peds Left U-Trn Th -u R . ght Peds Mehicls Peds 06:15 AH 3 0 1 3 1 0 1 13 .3 1 1 15 7 2 5 0 .zi 1 6 62 11 06:30 AM 0 0 5 1 .3 0 0 1 a 0 1 0 3 5 0 5 0 1 1 38 1 05:-15 AM 5 0 12 0 0 3 0 7 10 0 2 0 12 6 0 1 0 1 1 0 66 0 07:00 RM 3 0 11 0 1 1 0 12 11 0 1 Cl 11 11 0 1 0 0 0 0 77 1 07:15 RM w 3 0 18 3 0 .zi 0 21 15 1 10 0 13 7 0 •;J 0 1 3 0 106 1 07:30 RM x 8 0 25 S 1 1 0 21 21 2 26 0 11 13 0 13 0 2. t-0 160 6. 07:-15 RH .w 3 0 11 1 2 0 21 21 0 26 61 9 8 0 6 0 Cl 0 Cl 117 2 08:130 RH x 8 0 10 0 0 6 0 17 25 1 20 0 11 11 0 10 0 ^! 3 3 126 1 08: IS AM 2 0 10 1 0 3 0 21 ns Z* 11 61 8 6 0 7 0 fi 1 1 96 1 08::30 AM 3 0 12 0 1 3 0 19 IS 0 7 0 13 10 0 '7 0 1 1 0 97 1 08:15 AM 0 0 7 13 -3 1 0 — -ZI IS 0 8 0 •7 0 1 0 1 2 1 52 1 09:00 HM 1 0 7 0 1 3 0 IB 20 3 ( 0 1 0 Z.l 0 Cl 0 0 66 1 Hax. 15 Min. 8 0 25 •7* 1 6 0 21 25 1 26 1 15 13 2 13 0 Cj 5 6 160 11 Pk. Hr. Moi. 22 0 61 9 6 IS 0 66 85 7 132 0 50 39 0 33 0 Cj n ,:i 509 19 07:00 RM 08:00 AM Peak Flour I n t e r 3 e c t i o ri T r a f f ici n I ntersecti.:.ri Pdstrns in Pk. Pk. Hr.= Hr .= 509 19 Peak Hr-:tor 0.80 03:15 PM 5 0 5 7 0 6 1 11 13 0 1 0 2 1 1 5 0 15 1 0 7 7 1 01:00 PH 7 0 9 s 0 6 0 25 7 0 Cl 7 0 2 0 12 1 Cl 39 2: 91:15 PH 13 0 S 1 0 9 0 '7* 9 1 0 0 Cj 1 0 .;:. 0 11 2 0 S9 1 01:30 PH 13 0 12 c-j 1 5 0 17 9 1 2 0 -4 0 0 0 17 0 Cl 137 2 01:-15 PM 8 0 6 2 0 6 0 18 6 0 2 0 i::! 3 0 •zt 0 3 0 1 .::. 61 1 05:00 PH 12 0 8 3 1 19 0 22 11 0 2 0 7 5 0 2 0 10 .;;! 1 107 5 05: 15 PH * 10 0 13 6 1 10 0 25 9 1 0 0 e. 0 0 1 0 21 2 0 117 05:30 PH * 11 0 15 5 1 13 0 21 10 3 1 0 3 1 0 0 18 1 0 113 1 05:15 PH * 11 0 til 2 6 0 13 0 21 16 2 3 0 2 .3 0 2 0 9 1 1 115 .:i 06:00 PH w 13 0 11 7 2 11 0 2-3 11 2 1 Cl 1 1 r 0 i;-;! 0 i;i no Cj 06: 15 PH 11 0 11 9 1 19 0 27 10 1 1 Cl 1 1 0. 0 16 2 1 113 'il 06:30 PH 10 0 9 1 0 n 0 21 7 0 0 Cl 1 1 0 2 0 10 1 2 1 7 '2 Ma:-:. 15 Min. 11 0 22 9 •1 19 1 2 ( 16 3 3 Cl 8 I'l 1 0 21 1 117 ••3 Pk. Hr-^ Moi . 51 0 61 31 1 17 0 96 19 13 5 Cl IS Vi 1 113 0 63 1 1 155 21 ii'it: 130 PM F^i • ak I n ter sect.! ori Tr =iffic ir Pk. Hr.=: 155 Peak Hr. Fc j.itor-0.97 06:00 PM Fl. .ur Inter secti on Pd r.trns ir Pk. Hr .-21 TAHARACK at ELH Lane Configuration for Intersection Capacity Utilization Paqe 2 of 3 Pk. Hr. Tiae Period; So. Approach (NB) No. Approach (SB) Hest Appr. (EB) East Appr. (HB) 07:00 AH to 08:00 AH Left Thru Riqht Left Thru Riqht Left Thru Riqht Left Thru Riqht Lane Inside 11 1111 111 Confiq- (left) 2 1 11 urations 3 1 4 Outside 5 Lane Settinqs 1110 10 110 0 10 Capacity 1500 1700 1500 0 1500 0 1500 1700 0 0 1500 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 Voluae 22 64 9 18 86 85 82 50 39 38 5 11 Adjusted Hourly Voluae 22 64 9 0 189 0 82 89 0 0 54 0 Utilization Factor 0.01 0.04 0.01 0.00 0.13 0.00 0.05 0.05 0.00 0.00 0.04 0.00 Critical Factors 0.01 0.13 0.05 0.04 ICU Ratio = 0.33 LOS = A Turninq Hoveaents at Intersection of TAHARACK and ELH Tiae: 07:00 AH to 08:00 AH North Approach TAHARACK Date: 07/26/89 Day: WEDNESDAY 346 <- Total Naae: CE 189 157 <- Subtotals Sub- 85 86 18 Total totals 111 " Sub- H ~— <-• V '-> 1 " totals Total E e 112 < I 1 —- a s " •— 11 5 t 283 I " (— 5 54 t 82 —• I /— 38 A 171 50 -> 11 131 A p 39 —' North V p p I —-> 77 p r V 1 r 1 <-, " ' I-y ELH VIII 22 64 9 Subtotals -> 163 95 Total -> 258 Note: Left-turn voiuaes include South Approach U-turns. TAHARACK at ELH Lane Confiquration for Intersection Capacity Utilization Paqe 3 of 3 Pk. Hr. Tiae Perioi): So. Approach (NB) No. Approach (SB) West Appr. (EB) East Appr. (HB) 05:00 PH to 06:00 PH Left Thru Riqht Left Thru Riqht Left Thru Riqht Left Thru Riqht Lane Inside 11 1111 111 Confiq- (left) 2 1 11 urations 3 1 4 Outside 5 Lane Settinqs 111010110010 Capacity 1500 1700 1500 0 1500 0 1500 1700 0 0 1500 0 Do you want separate North/South phases (Yes/No)? No Oo you want separate East/West phases (Yes/No)? No Efficiency .Lost Factor 0.10 Hourly Voluae 51 61 24 47 96 49 5 18 19 IB 63 4 Adjusted Hourly Voluae 51 61 24 0 192 0 5 57 0 0 85 0 Utilization Factor 0.03 0.04 0.02 0.00 0.13 0.00 0.00 0.02 0.00 0.00 0.06 0.00 Critical Factors 0.03 0.13 0.00 0.06 ICU Ratio = 0.32 LOS = A Turninq floveaents at Intersection of TAHARACK and ELH Tiae; 05:00 PH to 06:00 Pfl North Approach TAHARACK Date: 07/26/89 Day: WEDNESDAY 262 <- Total Naae: CE 192 70 (- Subtotals Sub- 49 96 47 Total totals 111 " Sub- H <-• V '-> 1 ' totals Total E e 163 < 1 1 a s " •— 4 s t 205 1 " <— 63 85 t 5 —• I /— 18 A 42 18 -> II 174 A p 19 —• North V p p I > 89 p r V I - r I (-, " I-y ELH Vlll 51 61 24 Subtotals -> 133 136 Total -> 269 Note: Left-turn voiuaes inciude South Approach U-turns. ihk associates CITY OF CARLSBAD SUMMER 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 B2-129 JHK ft Hssociates CARLSBAD Ci ty: I nter; ::tior-i .of: Count Date: 07/27/89 Turni i-ig MoveMent Counts An.alysi: N/!3 'Street: E/H Street: HARI3I H6i ELM Day: Heather THURSDHV CLOUDV File: CBSM31, Oata Coll ect* '.age 1 of HKl •ci by:DL T r a f f i c C o r i t. r-.:. 1 : Sig n a 1 i 2 e d South Rpproach CHBJ Horth Rppr0.3ch C! 5B3 Hest Rppr. each CE ;B;:I East Appn 74ach CMB-'i 15 Min. Total: End of 15 --— - -•- - - -Min. prd. Left U-Trn Thru Right F'eds Left U-Trn Thru Right Peds 1 ...eft U -Trn Thru Right Peds Left U -Trn TFiru Rl gFit Peds Mehicls Peds 05:15 AM 2. 0 1 1 0 11 0 0 0 0 0 • 0 53 1 1 5 0 •12 cj 1 127 05:30 AM 8 0 10 16 1 13 0 1 0 3 0 75 -1 13 10 0 68 9 0 223 1 06:15 RH 1 0 5 12 0 17 0 7 1 0 0 0 58 ;3 13 17 0 57 12 0 190 0 07:00 RH 1 0 10 11 0 11 0 •-i 2 1 1 Cl 78 13 0 68 12 61 213 1 07: IS FlH 3 0 6 19 0 19 0 •3 1 1 2 Cl 81 5 .::• 13 0 76 12 1 213 13 07:30 FlH 7 0 9 11 0 21 0 11 0 0 1 0 81 !:. 13 13 0 70 15 0 250 0 07:15 RH 11 0 213 12 1 25 0 3 0 9 3 0 102 1 13 2S 0 202 261 0 116 10 08:00 RM 1 0 21 20 0 'T'Z-' 0 12 2 0 1 0 93 1.0 13 15 0 85 30 61 315 0 08:15 RM S 11 0 21 16 0 37 0 7 .:! 1 0 0 80 8 0 6 0 126 •-i Z.i 0 350 1 03:30 RM x 9 0 21 20 0 29 0 3 5 0 5 0 91 •3 13 19 0 -IOS 31 0 .3!:. 8 0 08:15 RH x 10 0 31 21 0 31 0 13 2 2 0 101 12 1 •3 2. 0 110 30 0 125 -3 09:00 RM X 11 0 21 13 0 65 0 13 ;3 0 •2 61 122 s 13 21 0 150 •-i 1:1!, 0 -16 1 0 Max. • 15 Mi n 11 0 31 21 1 65 0 13 5 9 Cj 0 122 12 |::. 0 202 1 161 13 Pk. Hr. Moi 11 0 61-1 '70 0 162 0 . 11 13 ;3 'iil 0 397 i^i i"* 1 78 0 526 126 0 1591 21 08:00 RM Peak I nterse.:;ti o n Tr. affl c in Pk. Hr . ::: 1591 F'e.ak Hr. r.i:i .::tor~ 0.86 09:00 HM Hour" Iritersectio n Pd: strns in Pk. Hr. = 21 03:-15 PH 11 0 16 :30 0 68 61 tilt! 3 1 11 0 201 17 0 27 0 200 ?iO 0 695 1 01:00 PH 12 0 0 0 0 61 0 17 lii! 0 tl 0 lis 10 0 7 0 115 31 0 111 0 01:15 PM 8 0 30 16 0 71 0 26 2 0 ? 0 216 20 13 25 0 209 51 0 6611 0 01:30 PM 7 0 11 0 10 0 21 0 0 i3 0 116 •3 13 6 0 125 19 Cl 363 Cl 01:15 PM 11 0 19 !5 0 60 0 • 31 1.1 0 •H 0 151 8 13 13 0 118 10 0 520 0 05:00 PM X 20 0 13 Tt* 0 77 0 .--•!7 lii! 0 7 0 180 16 0 iii! iii! 0 187 11 1 619 1 05:15 PM X n 0 30 15 1 80 0 31 i^ 0 •It 0 131 25 13 15 0 190 11 0 633 1 05:30 PM X 9 0 12 19 0 75 0 21 0 0 0 116 16 0 17 0 165 28 0 510 0 05:15 PM X 7 0 13 10 0 81 0 28 0 5 0 230 17 13 30 0 195 zi 1"' 0 559 G 06:00 PH 7 0 1-1 8 0 51 0 18 zi 0 6 0 116 15 13 ;30 0 111 21 1 166 1 CJ 06:15 PH 7 0 23 11 0 11 0 23 3 i;:i 9 61 155 !iii 13 :39 0 120 ;:6 Cl 178 1 CJ 06:30 PH • 5 Ci 12' 10 0 58 0 35 3 0 6 0 137 10 13 13 0 159 17 0 165 0 • -- --— -. — Hax. 15 Min 20 0 16 :30 1 81 0 35 11 1 11 0 230 c:!!::. 13 :39 0 209 51 1 695 1 Pk. Hr. Moi 17 0 7:3 66 1 316 0 no 7 0 17 0 710 71 0 81 0 '7 3 7 150 1 212 1 01:15 PM Peak 1 n Ler-se.~ti 0 n Tr.; jf f i c ltl Pk. Hr . --2121 F'eaF: Hr. Fa t "0 r 0.92 05:15 PM Hour I ri-Ler ::^e.;:ti 0 n Pd:i itrns in Pk. Hr.." 2 HARDING at ELH Lane Confiquration for Intersection Capacity Utilization Paqe 2 of 3 Pk. Hr. Tiae Period: So. Approach (NB) No. Approach (SB) Hest Appr. (EB) East Appr. (HB) 08:00 AH to — 09:00 AH Left Thru Riqht Left Thru Riqht Left Thru Riqht Left Thru Riqht Lane Inside 11111111 1 Confiq- (left) 2 1 1 urations 3 1111 4 Outside 5 Lane Settings 010010120120 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 Voluae 41 94 70 162 41 13 9 397 37 78 526 126 Adjusted Hourly Voluae 0 205 0 0 216 0 9 434 0 78 652 0 Utilization Factor 0.00 0.14 0.00 0.00 0.14 0.00 0.01 0.13 0.00 0.05 0.19 0.00 Critical Factors 0.00 0.14 0.01 0.19 ICU Ratio = 0.44 LOS = A Turning floveaents at Intersection of HARDING and ELH Tiae: 08:00 AH to 09:00 AH North Approach HARDING Date: 07/27/89 Day: THURSDAY 445 <- Total Naae: DL 216 229 <- Subtotals Sub- 13 41 162 Total totals 111 " Sub- H <-• V •-> I r totals Total E e 580 < 1 1 —-- a s " -— 126 5 t 1023 1 " <— 526 730 t 9 —• I /— 78 A 443 397 -> I I 1359 A p 37 —' North V . p p 1 > 629 p r (-, " I-y ELH 1 I f t I 1 41 94 70 Subtotals -> 156 205 Total -> 361 Note: Left-turn voiuaes include South Approach U-turns. HARDING at ELH Lane Confiquration for Intersection Capacity Utilization Paqe 3 of 3 Pk, Hr, Tiae Period: So. Approach (NB) No. Approach (SB) Hest Appr. (EB) East Appr. (HB) 04:45 Pfl to — 05:45 Pfl Left Thru Right Left Thru Riqht Left Thru Riqht Left Thru Riqht Lane Inside 11111111 1 Confiq- (left) 2 1 1 urations 3 1111 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 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 47 73 66 316 UO 7 17 740 74 84 737 150 Adjusted Hourly Voluae 0 186 0 0 433 0 17 814 0 84 887 0 Utilization Factor 0.00 0.12 0.00 0.00 0.29 0.00 0.01 0.24 0,00 0,06 0,26 0.00 Critical Factors 0.00 0,29 0.24 0.06 ICU Ratio = 0.68 LOS = B Turninq Hoveaents at Intersection of HARDING and ELH Tiae; 04:45 PH to 05:45 Pfl North Approach HARDING Date: 07/27/89 Day: THURSDAY 673 <- Total Naae: DL 433 240 <- Subtotals Sub- 7 UO 316 Total totals 111 " Sub- H —- (-• V •-> I totals Total E e 791 < I I a s " '— 150 s t 1622 I " <— 737 971 t 17 —' 1 /— 84 A 831 740 ~> 1 1 2093 A p 74 —• North V p p I > 1122 p r VI r I (-, " I-y ELH Vlll 47 73 66 Subtotals -> 268 186 Total -> 454 Note; Left-turn voiuaes include South Approach U-turns. ihk ik associates CITY OF CARLSBAD SUMMER 1989 INTERSECTION ANALYSIS SUMMARY Intersection Number: 32 Intersection Location: Tamarack Avenue and Adams 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 B2-133 JHK ft Associates T u r n i ri g M oe M e n t C o u n t s A i-i a 1 y s i; Page 1 of City: CARL! I nter secti .on i ;BAD if: N/S Street: E/H Street: ADAHS TAMARACK File: CBSM32.HK1 Data Collected by:EF Count Date: 07/27/89 Day: HeatFier: THUR!r;;DA'r CLOUDV T r' -iJ f f i c C o n 11 - o 1 : U n s i g n .ali: End of IS South Approach CNB;!" Horth Approach CSB'J Hest. flpproach CEB;J F;.a::r.t. Flpproa.zh I:;HI3;:I 15 Min. Total: Mi n. prd. Left U-Trn Thru Right Peds Left U-Tr n Thru Right Peds Left U -Trn Thru Ri gFit Peds Left U-Trn Ttiru ft :i ght Peds MeFii .T.'\. -5 Peds 06:15 AM 11 0 0 2 0 0 0 1 2 0 0 0 61 !:i 0 1 0 n 1 61 98 Cl 06:30 RH 19 0 0 0 0 tZ. 0 1 1 1 0 71 6 0 0 19 2 0 129 1 05:-15 FIH Ct~ 0 1 0 1 0 0 0 1 5 1 0 115 •1 •1 0 19 2 2 172 10 07:00 RM 27 0 0 2 0 0 1 7 0 5 0 118 6 1 10 0 38 1 2 216 07:IS RM 19 0 1 1 0 0 0 1 12 .3 .3 0 127 •1 0 9 0 35 2 0 ;;^2o 3 07:30 RM 27 0 1 3 1 1 0 1 7 1 2 0 112 !5 iiii 2 0 33 3 231 10 07:15 RM :-* 53 0 1 3 1 l' 0 5 61 i.-ii 2 Cl 175 6 1 0 16 2 61 315 08:00 RM K 30 0 7 1 2 1 0 2 6 1 1^ 0 136 11 iiii 1 0 55 6 1 261 6 08:IS RM X 12 0 7 3 1 c 0 1 7 1 12 0 169 13 1 1 0 !33 1 2 ;320 ti 08:30 RH w 32 0 0 2 1 0 0 1 6 0 3 0 116 11 0 6 0 58 0 1 268 OS:-15 RH 23 0 0 1 0 6 0 6 '3 1 3 0 113 11 1 13 0 65 0 61 215 c:! 09:00 RH 37 0 2 .J 1 Cl 1 11 1 6 0 121 1'7 1 •3 0 1'7 3 2 260 7 Hax. IS Min 53 0 7 5 .Zi (' 0 6 12 5 12 0 175 17 5 10 0 65 6. 320 10 Pk. Hr. Mol . 157 0 IS '3 5 10 0 12 2*7 7 25 0 626 -1^1 1"! 15 0 212 12 1 1167 32 _ --.- ---.- — — — -: 07:30 RH Peak Inter sec Li on Tr affic i n Pk. Hr. :: 1167 Peak Hr -. Fa. ctor 0.91 08:30 FlM Hour Inter-section Pdstrns i n Pk. Hr. 32 — --. — . - --. 03:15 PH 21 0 'S 9 1 2 0 1 '7 0 5 0 121 ri'.-j tr 12 0 93 .:! 0 320 9 01:00 PH 29 0 -1 5 1 0 0 6 1 0 9 0 93 30 1 16 0 71 2: 0 i;;!6.9 j::. 01:IS PH 20 0 6 3 1 1 0 5 3 2 8 0 80 12 0 5 0 S3 2 0 i;!63 01:30 PH 39 0 5 11 1 0 0 5 -;:. 1 11 0 122 S '7' 0 13 0 96 0 1 356 01:15 PH S 13 0 '7 12 0 cl 0 3 6 0 9 0 123 51 0 10 0 101 1 0 371 0 05:00 PH X 11 0 j:> 17 1 1 0 1 ;3 0 8 0 106 62 1 16 0 102 ^i! 2 36-1 1 05: 15 PM * 30 0 :3 13 0 iiii 0 6 7 .-J 13 0 115 61 1 10 0 89 2 351 6 05::30 PM *: 39 0 13 16 1 2. 0 12 6 2! 15 0 137 7!:. 2 13 0 123 0 Cj 151 13 05:15 PH 30 0 8 11 0 1 0 r 6 1 y Cl 100 ... .'3 2 16 0 93 Cl -Z' zi ^1 6i 06:00 PM 35 0 6 .20 2 0 0 7 1 ...1 12 Cl 111 11 1 7 0 92 1 0 rJ-J r 6 06:15 PH 11 0 1 16 0 0 0 10 6 0 11 0 111 16. 61 12 0 93 1 0 :3S6 Cl 06:30 PH 10 0 5 11 0 1 0 3 .-J 11 0 123 57 1 3 0 y z* 3 0 :356 3 Hax. 15 Min 13 0 13 20 1 2 0 12 7 1 15 0 111 7!3 tr •J 16 0 123 S Cj -15 1 13 Pk. Hr. Mol . 153 0 2!5 56 5 7 0 25 22 c-15 0 181 219 1 19 Cl 115 8 •3 1537 31 ~ -— — -_-— — 01:30 PM F'eak I nter secti on Tr affic i n Pk. Hr. 1537 F^'eak Hr . Fa. ::tor 0.85 05:30 PM Floui-lnt( :tii Pdstrns in Pk. Hr.-31 ADAHS at TAHARACK Lane Confiquration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Tiae Period: So. Approach (NB) No. Approach (SB) Hest Appr, (EB) East Appr, (HB) 07:30 AM to - 08:30 AH Left Thru Right Left Thru Riqht Left Thru Riqht Left Thru Riqht Lane Inside 1 1111111.1 111 Confiq- (left) 2 1 urations 3 4 Outside 5 Lane Settinqs 0 10 0 10 0 110 10 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 Voluae 157 18 9 10 12 27 25 626 44 15 212 12 Adjusted Hourly Voluae 0 184 0 0 49 0 0 651 44 0 239 0 Utilization Factor 0.00 0.12 0.00 0.00 0.03 0.00 0.00 0.43 0.03 0.00 0.16 0.00 Critical Factors 0.12 0.00 0.43 0.00 ICU Ratio = 0.66 LOS = B Turninq Hoveaents at Intersection of ADAHS and TAflARACK Tiae: 07:30 AH to 08:30 AH North Approach ADAHS Date: 07/27/89 Day: THURSDAY 104 <- Total Naae: EF 49 55 <- Subtotals Sub- 27 12 10 Total totals 111 " Sub- U —- <-• V •-> I ^ totals Total E e 396 ( I I a s " -—12 s t 1091 1 " <— 212 239 t 25 —• I /— 15 A 695 626 -> II 884 A p 44 —' North V p p I > 645 p r VI r 1 <-, I-y TAHARACK Vlll 157 18 9 Subtotals -> 71 184 Total -> 255 Note; Left-turn voiuaes include -South Approach U-turns. ADAHS at TAHARACK Lane Confiquration for Intersection Capacity Utilization Paqe 3 of 3 Pk. Hr. Tiae Period: So. Approach (NB) No. Approach (SB) Hest Appr. (EB) East Appr. (HB) 04:30 PH to 05:30 PH , Left Thru Riqht Left Thru Right Left Thru Riqht Left Thru Riqht Lane Inside 111111111 111 Config- (left) 2 1 urations 3 4 Outside 5 Lane Settings 010010011 ~^0 10 Capacity 0 1500 0 0 1500 0 0 1500 1500 0 1500 0 Oo 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 153 25 58 7 25 22 45 481 249 49 415 8 Adjusted Hourly Voluae 0 236 0 0 54 0 0 526 249 0 472 0 Utilization Factor 0.00 0.16 0,00 0.00 0.04 0.00 0.00 0.35 0.17 0.00 0.31 0.00 Critical Factors 0.16 0.00 0.35 0.00 ICU Ratio = 0.61 LOS = B Turning Hoveaents at Intersection of ADAHS and TAHARACK North Approach ADAHS Tiae: 04:30 PH to 05:30 PH Date: 07/27/89 Day; THURSDAY Naae: EF Sub- Total totals 1365 590 775 45 — • 481 -> 249 — ' 22 ( <-• Subtotals -> 323 Total -> 132 54 25 North <-, i ( 153 25 236 559 South Approach 78 I-y 58 <- Total <- Subtotals <— /— Sub- totals Total 8 415 49 472 546 TAHARACK 1018 Note: Left-turn voiuaes include U-turns. CITY OF CARLSBAD SUMMER 1989 INTERSECTION ANALYSIS SUMMARY Intersection Number: 33 Intersection Location: Tamarack and Pio Pico CONTENT PAGE Tum Movement Count Summary (A.M. and P.M.) 1 of 3 A.M. Peak Hour ICU Analysis and Tum Movement Diagram 2 of 3 P.M. Peak Hour ICU Analysis and Tum Movement Diagram 3 of 3 B2-137 JHK ft Hssociates T u I- n i ri g M oe M «• n -L C o u n t s A n a 1 y s i s City: CARL!3BAD Intersection of: N/S Street: PIO PICO E/H Street: TRHRRACK Page 1 of File: CBSM33.HK1 . Data Collected by:JM Count Date: 07/27/89 Day; Heather THURSDAV Traffic Control: Siqnali:ired CLOUDV iiouth Rpproach CNB:I North Apprc acFi C! -tB'J Hest Approach CE :B;:I East Flppr :iacFi CH 33 15 Min. Tl )tal End cif l!s — - •.•• - -Min. prd. L :.ft 3-Trn Thru Ri ght Peds Left .I-Trn Thru Right Peds Left I F Trn TF ru Right P eds Left U-Trn Thru Ri ght F'e.3 s Me Fli.: Is -•e.3:5 05:15 AH 6 0 0 1 0 1 0 1 tp, 0 10 0 n 1 0 13 0 52 ?• 0 117 0 05:30 AH Cj 0 0 3 0 1 0 0 7 1 Cj 0 2 -Z* 0 0 5 0 961 3 0 151 1 05:-15 AM 9 0 0 1 0 1 0 0 If 0 7 0 26 0 0 i;3 0 126 i' 0 210 0 07:00 FlM -3 61 0 1 0 1 0 1 37 • 0 16 0 18 2 0 5 0 210 8 i;i 338 0 07:15 FIH 9 0 1 0 0 8 0 3 15 1 29 0 IS 0 i;;i 5 0 115 15 61 308 1 07:30 AM 1 0 0 1 2 0 0 13 1 11 0 61 0 0 2 0 172 12 3 312 5 07:15 RH X ~; 0 1 5 1 1 0 0 12 1 17 0 72 61 0 1 0 195 12 0 352 2 03:00 RH w B 0 0 1 0 13 0 0 IS 0 2 6' 0 91 0 i:;i 5 0 205 12 1 111 1 08:15 RM * Cj 0 0 2 1 9 0 0 39 1 22 0 58 0 0 1 0 20 1 11 :l. 351 3 08:30 RM *: 6 0 1 1 0 7 0 0 26 0 22 0 51 0 0 5 0 158 1-1 2 293 2 08:15 RH 0 1 zi 8 D 0 29 1 '3 61 0 0 1 0 161 13 0 286 .-J 09:00 RM •-i 0 1 1 0 10 0 0 13 0 15 0 11 1 0 3 0 116! 13 0 251 0 Max. 15 Min. 9 0 1 5 2 13 0 1 IS 1 29 0 91 1 0 13 0 210 15 1 111 'zi Pk. Hr. Mol. 21 0 2 •3 2 3.3 0 0 155 89 0 : 75 13 0 IS 0 759 19 7 112'3 15 -— — — ~.-- - — ..- — . - _ _ 07:30 RM Peak 08:30 RH Hour Inte r s e c. t i.:. n T r a F F i c Intersecti.:. n P d :51 r n ^ in Pk. Hr.::: in Pk. Hr.-:: 1129 IS Peak Hr. Factor 0.86 03:15 PH .1 0 1 7 0 6 0 0 13 0 23 Cl 117 0 0 1 0 71 c; 0 291 0 01:00 PH 5 0 1 1 0 19 0 0 IS 3 23 0 133 0 13 ,~i 0 95 12 318 6 01:15 PM 1 0 1 0 1 21 0 2 20 3 23 0 178 1 2 1 0 122 ;;:o 1 393 10 01:30 PM 6 0 1 5 0 C 1 0 1 10 1 2 3 0 191 0 0 5 0 123 11 1 136 t-, 01:15 PM * 7 0 -1 S 3 17 0 0 c:Io 1 23 0 203 1 0 ;3 0 150 12 1 156 8 05:00 PH K 8 0 •z> 9 2 19 0 0 20 31 0 iCcC 0 i;:i 1 0 121 i::! (• 3 163 -:. 1 05:15 PH * 3 0 :3 10 0 19 0 1 30 0 30 . 0 203 0 0 1 0 102 17 119 05:30 PH * c 0 0 16 0 11 0 0 .3 .'3 0 195 1 1 Z' 0 153 19 6 '161 15 05:15 PH 3 0 11 0 16 0 0 21 11 21 0 189 0 0 3 0 123 10 2 101 13 06:00 PH 1 0 -1 11 10 21 0 0 zi 2 2 21 0 155 0 0 •1 0 113 9 7 107 19 06:IS PM .:i 0 1 1 0 18 0 0 31 0 23 0 183 13 13 •J 0 127 17 0 112 0 06:30 PM .zi 0 •~J '7 19 0 0 29 1 21 0 152 .;; 0 1 0 122 13 0 377 3 Max. 15 Min. ii 0 1 16 10 27 61 10 11 31 0 "'•^1 2 2 s 0 153 d. I' 163 19 Pk. Hr. Mol. 25 0 9 •13 5 69 0 1 100 11 120 0 y 2 3 - 2 1 3 0 526 75 12 1799 19 01:30 PM 05:30 PM Peak Flour- Inter: Inter: •cti on Traffi. •ction Pdstrn: Pk Pk Hr.- 1799 Hr.- 19 Peak Hr. Factor 0.97 PIO PICO at TAHARACK Lane Confiquration for Intersection Capacity Utilization Paqe 2 of 3 Pk. Hr. Tiae Period: So. Approach (NB) No. Approach (SB) West Appr. (EB) East Appr. (HB) 07:30 AH to 08:30 AH Left Thru Right Left Thru Riqht Left Thru Riqht Left Thru Riqht Lane Inside 11111111 1 1 ' Confiq- (left) 2 111 urations 3 11 4 Outside 5 Lane Settings 010010120020 Capacity 0 1500 0 0 1500 0 1500 3400 0 0 3200 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 24 2 9 33 0 155 89 275 0 15 759 49 Adjusted Hourly Voluae 0 35 0 0 188 0 89 275 0 0 823 0 Utilization Factor 0.00 0.02 0.00 0.00 0.13 0.00 0.06 0.08 0,00 0.00 0.26 0.00 Critical Factors 0.00 0.13 0.06 0,26 ICU Ratio = 0,54 LOS = A Turninq Hoveaents at Intersection of PIO PICO and TAHARACK Tiae: 07:30 AH to 08:30 AH North Approach PIO PICO Date: 07/27/89 Day: THURSDAY 328 <- Total Naae; JH 188 140 <- Subtotals Sub- 155 0 33 Total totals 111 Sub- H <-• V '-> I " totals Total E e 938 < II a s " •— 49 s t 1302 1 " <— 759 823 t 89 —' 1 /— 15 A 364 275 -> I 1 1140 A p 0 —' North V p p 1 > 317 p r V 1 r 1 <-, " I-y TAHARACK V 'II 24 2 9 Subtotals -> 15 35 Total -> 50 Note: Left-turn voiuaes include South Approach U-turns. PIO PICO at TAflARACK 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, (HB) 04:30 PH to — 05:30 PH Left Thru Right Left Thru Right Left Thru Riqht Left Thru Riqht Lane Inside 11111111 11 Config- (left) 2 ^111 urations 3 1 1 4 Outside 5 Lane Settinqs 0 10010120020 Capacity 0 1500 0 0 1500 0 1500 3400 0 0 3200 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 Voluae 23 9 43 69 1 100 120 823 2 8 526 75 Adjusted Hourly Voluae 0 75 0 0 170 0 120 825 0 0 609 0 Utilization Factor 0.00 0.05 0.00 0.00 O.U 0.00 0.08 0.24 0.00 0.00 0.19 0,00 Critical Factors 0.00 - O.U 0.08 0.19 ICU Ratio = 0.48 LOS = A Turninq floveaents at Intersection of PIO PICO and TAflARACK North Approach PIO PICO Tiae: 04:30 PH to 05:30 PH Date: 07/27/89 Day; THURSDAY Naae: Jfl Sub- Total totals 1594 649 945 120 —' 823 ~> 2 — • Subtotals -> Total -> 100 U 170 1 V 374 69 •-> North 23 9 75 86 South Approach 204 I-y 43 <- Total <- Subtotals <- /- Sub- totals Total 75 526 8 609 935 TAHARACK 1544 Note: Left-turn voiuaes include U-turns. jhk ik associates CITY OF CARLSBAD SUMMER 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 B2-141 JHK 6 Hssociates Turning MoveMent Counts F1n.slysi:5 P.9ge 1 of City: CARL' Intersecti ori i ;eAD if: H/S E/H Street: Street: PFIRK TRHRRACK Fil( Dat.: : CBS31.MK1 Collected bu:JL 6!OUI IL Date : 07/;;;7/S9 Day: HeatFier-: THURSDAV OMERCAST Traffic t^onti-.sl : Urisigri.alized South flpproa ch CNB-1 HortFi Approach i;; -:.B'j Hest Rpproach Ct B;:I East RpprOc'-ch CM 3;j 15 Min. Total End o f 15 ~ - --• — - _. • - --Mi n. ord. Left U-Trn Thru Right Peds Left 1 I-Trn Thr u Right Peds Left 1. I-Trn Thru Right Peds Left U-Trn Thru ^ight Pe ds Mehi cls Peds 06: 15 AH 1 0 0 0 1 0 0 0 3 0 1 0 13 0 0 1 0 33 1 0 S3 1 06:30 AH 0 0 0 0 1 2 0 0 0 3 0 IS 0 13 0 0 51 0 0 7 7 1 06:15 AH .3 0 2 1 0 Cj 0 1 15 0 1 0 21 0 1 0 0 66. 3 1 118 07:00 AH 1 0 2 0 0 0 0 2 11 0 3 0 29 3 2 0 0 13 2. 3 0 139 2. 07: 15 RH 10 0 ;;;: o 1 1 0 0 17 0 1 0 28 -1 3 1 0 101 0 6 168 10 07:30 RH X 5 0 !o 2 0 3 0 2 19 1 5 0 31 0 1 0 0 92 •Z* 2 167 '=1 07:15 RM w 7 0 1 0 0 0 0 .3 11 0 6 61 11 3 0 2 0 Sci 5 '2 175 il' 08:00 RH X 11 0 3 5 0 2 0 1 19 0 |-0 53 3 0 2 0 152 6. .:i 269 z^ 08: 15 RH •* 7 0 3 1 fL 2 0 2 11 0 .::. 0 35 1 0 0 0 107 2 5 135 i* 03:30 RM .3 0 •LI 1 0 1 0 2 11 0 1 0 17 1 2 0 0 89 1 0 171 •::! 08:15 RH 3 0 :3 1 0 2 0 2 10 0 Cj 0 13 •1 0 1 0 68 2 '2. 111 2 09:00 RM 10 0 -1 1 1 1 0 1 1 '2 6 a 33 1 0 2 0 76 ( I 151 Hax. 15 Min. 11 Pk. Hr. Mol. 3D 15 19 07:15 RH 08:15 RM F'eak Flour Intersection Traffic'in Pk. Hr.~ I ri t e r s e c t i o n P d s t. r n s i n P k . H r . =: 303 19 1 •ak 8 26 :o8 165 1 10 152 111 16 Hr Factor O.i 269 303 10 19 03:15 PM 1 0 ir .J 7 0 6 0 2 0 13 Cl 90 2 Cj 2 0 63 c; Cl 207 Cj 01:00 PM 7 0 6 2 1 •Il 0 3 5 0 15 .0 69 1 2 2 0 .3 61 il' 0 163 'zi 01: 15 PH 1 0 7 iri! Iiii 1 0 i~ •j 9 1 13 1 69 61 0 1 0 69 i::! 193 1 01:30 PH X 5 0 5 1 2 3 0 5 6 0 13 0 70 5 2 0 0 67 1 1 131 Cj 01:15 PH X 2 0 7 1 0 7 13 0 16 0 103 1 2! .3 0 6'i' 1 1 1- tZ* 5 05:00 PH X 1 0 13 3 0 .7 0 1 12 0 IS 0 100 6 0 0 0 j^iCj 1 2 251 2' 05: 15 PH « 7 0 6 iiii 0 6 0 10 11 0 20 0 138 6 3 i":! 0 9;3 1 0 313 3 3 05:3D PH •Zl 0 2 1 0 3 0 2 10 0 10 0 55 5 1 0 0 58 1 2 152 3 05:15 PH 3 0 -1 0 .:! 0 11 13 0 15 0 91 ( 2 2 0 7.3 1 Cl 23 1 2 06:00 PM 5 0 -1 il' 1 5 0 6 S 0 13 0 81 1 2 i::i 0 19 5 0 ISO .=i 06: IS PM 6 0 .:j iii! 0 cL 0 6; 10 1 15 0 109 i::-1 1 0 69 -I' 2 i:;! ."i y 1 06: :30 PM 5 0 3 1 0 5 y 0 12 0 99 !:) 2 0 12 1 1 191 7 Max. 15 Min, i 0 13 7 'Tf 7 0 1-1 13 1 20 1 138 !::i -~i 0 9:i -1 ;3o;3 •j^ Pk. Hr. Mol. 13 0 26 10 1 20 0 26 12 0 67 0 111 21 7 5 0 312 13 1 '37 1 J7 01: 15 PM F^eak Inters ecti .:iri Tr.: ffi c in Pk. Hr.::: 971 Peak Hr. Fact .or-0.80 05: 15 PM Flour Inters ecti on trns in Pk. Hr .= 17 PARK at TAHARACK 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) 07:15 AH to —- 08:15 AH Left Thru Right Left Thru Riqht Left Thru Riqht Left Thru Riqht Lane Inside 1 Illlllllllll Confiq- (left) 2 urations 3 4 Outside 5 Lane Settinqs 0 10 0 10 0 10 0 10 Capacity 0 1500 0 0 1500 0 0 1500 0 0 1500 0 Do you want separate North/South phases (Yes/No)? No Oo you want separate East/West phases (Yes/No)? No Efficiency Lost Factor 0.10 Hourly Voluae 30 15 8 7 8 63 26 165 10 4 444 16 Adjusted Hourly Voluae 0 53 0 0 78 0 0 201 0 0 464 0 Utilization Factor 0.00 0.04 0.00 0.00 0.05 0.00 0.00 0.13 0.00 0,00 0,31 0.00 Critical Factors 0.00 0.05 0.00 0.31 ICU Ratio = 0.46 LOS = A Turning floveaents at Intersection of PARK and TAMARACK North Approach PARK Tiae: 07:15 AH to 08:15 AH Date: 07/27/89 Day: THURSDAY Naae: JL Sub- Total totals 738 537 201 26 — • 165 -> 10 —• Subtotals -> Total -> 63 I 22 135 78 B North <-, I 30 15 53 75 South Approach 57 I-y <- Total <- Subtotals <— I— Sub- totals Total 16 444 4 464 180 TAHARACK 644 Note: Left-turn voiuaes include U-turns. PARK at TAHARACK 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. (WB) 04:15 Pfl to — 05:15 Pfl Left Thru Right Left Thru Riqht Left Thru Riqht Left Thru Riqht Lane Inside 1 Illlllllllll Config- (left) 2 urations 3 4 Outside 5 Lane Settings 010010010010 Capacity 0 1500 0 0 1500 0 0 1500 0 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 Voluae 18 26 10 20 26 42 67 411 21 . 5 312 13 Adjusted Hourly Voluae 0 54 0 0 88 0 0 499 0 0 330 0 Utilization Factor 0.00 0.04 0.00 0.00 0.06 0.00 0.00 0.33 0.00 0.00 0.22 0.00 Critical Factors 0.00 0,06 0.33 0,00 ICU Ratio = 0.49 LOS = A Turning floveaents at Intersection of PARK and TAHARACK Tiae: 04:15 PH to 05:15 PH North Approach PARK Oate; 07/27/89 Day; THURSDAY 194 <- Total Naae: JL 88 106 <- Subtotals Sub- 42 26 20 Total totals III " Sub- H — — <-• V •-> I " totals Total E e 372 <1 1 —- a S -It 13 5 t 871 : " 330 t 67 —• 1 /— 5 A 499 411 -> 1 1 771 A p 21 —' North V p p 1 > 441 p r V I r 1 <-, ' I-y TAHARACK Vlll 18 26 10 Subtotals -> 52 54 Total -> 106 Note: Left-turn voiuaes include South Approach U-turns. ihk & associates CITY OF CARLSBAD SUMMER 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 B2-145 JHK a RS: :ici a tes Turning MoveMent Counts Rn-alysi:: Page 1 of City: CARLSBAD Intersection of: H/S Street: HDNROE E/H Street: CHESTNUT File: CBSH35.HK1 Data Collected by:RS Courit Date: 07/26/89 Day: Heather HEDNESDA'i- OMERCAST Traffic C o ri t r1 : Unsi g n a 1 i s e .3 !3outh Approach CNB3 Horth Appro.sch C!: ;B3 Hest Apprc •ach CEB;J East Approach Cl-iB':i 15 Min. Total End of 15 .— • Min. prd. Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Pa :.ds Left U-Trn Thru Rl ght Peds Mehicls F' e .3:5 06:15 RM 0 0 2 1 0 0 0 'Tf 0 0 0 1 0 0 •3 0 -| 0 20 0 06:30 AM 0 0 5 0 2 1 0 5 2 0 1 0 10 1 0 3 0 11 3 0 IS -Zl 06:15 RM 1 0 1 2 0 6 0 1 Cl 0 2 0 22 0 0 •1 0 19 3 0 75 0 07:00 RM 1 0 '3 2 0 6 0 7 6 ;3 2 0 11 1 0 0 35 fci 0 96 3 07:15 RM 3 0 '3 1 0 Cj 0 6 7 0 3 0 1 2 0 1 0 11 2: 0 57 0 07:-30 RM 2 0 12 1 0 Cj 0 8 •St 0 5 0 11 1 0 5 0 20 8 0 81 0 07:15 RH * 2 0 5 3 0 6 0 .--•! .3 13 0 7 0 21 3 1 11 0 12 10 61 119 1 08:00 RH * 5 0 •1 S 0 10 0 9 12 0 . 9 0' 11 5 '2 19 0 7f~\ 9 0 127 zl 08:15 RH * 0 0 11 9 0 6 0 9 ( 1 3 0 IS 2 6 7 0 29 13 0 119 10 08:30 RH X 1 0 12 3 0 •li 0 10 Iiii 0 1 0 12 0 1 7 0 31 ( 0 95 1 08:15 RH 5 0 '7 6 0 1 0 5 Zl 1 zi 0 13 61 0 1 0 11 6 0 67 1 09:00 RH •-• 0 10 ;;;: 1 10 0 8 10 0 5 0 IS 1 1 6 0 26 11 61 no Hax. 15 nin Cj 0 12 9 10 0 23 13 1 9 0 21 5 6 19 0 12 13 0 119 10 Pk. Hr. Mol 11 0 32 23 0 25 0 51 37 1 25 0 68 10 10 11 0 125 39 Cl 190 11 07:30 HH 08:30 RH Peak Flour I n t e r 3 e.:; t i o ri T r a f f :i. c I ri t e r 3 e c L i.:. n P d s t. r n s in Pk. Hr. in Pk. Hr. 03: 15 PH 01: 00 PH 01: 15 PH 01: 30 PH 01: 15 PH X 05: 00 PH * 05: 15 PH * 05: 30 PH * 05: 15 PH 06: 00 PH 06: 15 PH 06: 30 PH Hax. 15 Min. Pk. Hr. Mol. 18 12 12 11 13 10 19 13 13 3 tc.-j 6-1 15 11 9 '3 6 11 12 15 11 17 19 12 3 19 19 01:30 PM 05:30 PM F'e.ak Flour I n t e r 3 e.: t i o ri T r a f fic i r i P F:. H r . " Intersetion Pds11-ns in Pk:. Hr . 190 11 11 11 6 13 26 9 23 11 ZlcL 15 600 9 Peak Hr. Fact.: D.f 10 6 13 11 1 0 5 0 26 1 0 zi 0 T'l-, 10 0 -127 0 0 1 0 13 1 '2 13 0 20 9 Cl 96 2 0 ir 0 31 2 Cl 13 0 13 11 0 163 0 0 7 0 c'. C. 5 0 S 0 17 12 0 102 0 0 5 0 25 10 0 1 0 31 17 0 116 0 1 & 0 19 1 0 1 0 30 19 0 111 0 8 0 t:! 3 2 0 2 0 31 IS 0 117 1 1 7 0 iri^i 6 1 .::. 0 29 13 0 166 :3 0 6 Cl 1 0 11 0 22 1 0 i;;;!8 0 0 y 0 IS zi 0 10 0 21 3 0 lis 0 1 7 0 26 6 0 •"i 0 '7>Z-' 11 0 126 1 i;;i 1 0 23 1 0 13 11 0 103 1 1 8 0 39 10 """2""" 13 0 13 19 0 168 Cj 26 0 106 19 1 13 0 121 67 0 600 3 Pi;i.ak HI-. Factor 0.961 HONROE at CHESTNUT Lane Configuration for Intersection Capacity Utilization Paqe 2 of 3 Pk. Hr. Tiae Period: So. Approach (NB) No. Approach (SB) Hest Appr. (EB) East Appr. (HB) 07:30 AH to - —- 08:30 AH Left Thru Riqht Left Thru 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 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 11 32 23 25 51 37 25 68 10 44 125 39 Adjusted Hourly Voluae . 0 66 0 0 113 0 0 103 0 0 208 0 Utilization Factor 0.00 0.04 0.00 0.00 0.08 0.00 0.00 0.07 0.00 0.00 0.14 0.00 Critical Factors 0.00 0.08 0.00 0.14 ICU Ratio = 0.31 LOS = A Turninq Hoveaents at Intersection of HONROE and CHESTNUT Tiae; 07:30 AH to 08:30 Afl North Approach HONROE Date; 07/26/89 Day: HEDNESDAY 209 <- Total Naae: RS 113 96 <- Subtotals Sub- 37 51 25 Total totals 111 " Sub- H —— (-• V •-> I totals Total E e 173 <1 1 a s " '—39 s t 276 I " <— 125 208 t 25 —• I /— 44 A 103 68 -> 1 1 324 A p 10 —• North V p p I > 116 p r V I r I <-, " I-y CHESTNUT Vlll 11 32 23 Subtotals -> 105 66 Total -> 171 Note; Left-turn voiuaes include South Approach U-turns. HONROE at CHESTNUT 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, (WB) 04:30 Pfl to 05:30 Pfl Left Thru Riqht Left Thru Riqht Left Thru Riqht Left Thru Riqht Lane Inside 1 Illlllllllll Confiq- (left) 2 urations 3 4 Outside 5 Lane Settinqs 0 10 0 10 0 10 0 10 Capacity 0 1500 0 0 1500 0 0 1500 0 0 1500 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 Voluae 17 64 15 49 71 27 26 106 19 18 121 67 Adjusted Hourly Voluse 0 96 0 0 147 0 0 151 0 0 206 0 Utilization Factor 0,00 0.06 0.00 0.00 0.10 0.00 0.00 0.10 0.00 0.00 0.14 0.00 Critical Factors 0.00 0.10 0.00 0.14 ICU Ratio = 0.34 LOS = A Turninq Hoveaents at Intersection of HONROE and CHESTNUT Tiae: 04:30 PH to 05:30 Pfl North Approach flONROE Date: 07/26/89 Day: HEDNESDAY 304 <- Total Naae: RS 147 157 <- Subtotals Sub- 27 71 49 Total totals 111 " Sub- It —— (-• V •-> I ^ totals Total E e 165 <1 1 —- a s " '—67 s t 316 1 ^ <— 121 206 t 26 —' I /— 18 A 151 106 "> 1 I 376 A p 19 —• North 'v p p I > 170 p r V I r <-, " I-y CHESTNUT Vlll 17 64 15 Subtotals -> 108 96 Total -> 204 Note: Left-turn voiuaes include South Approach U-turns. ihk ik associates CITY OF CARLSBAD SUMMER 1989 INTERSECTION ANALYSIS SUMMARY Intersection Number: 36 Intersection Location: Jefferson and Las Flores CONTENT Turn Movement Count Summary (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Turn Movement Diagram P.M. 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Hr. Tiae Period: So. Approach (NB) No. Approach (SB) Hest Appr. (EB) East Appr. (HB) 07:30 Afl to 08:30 Afl Left Thru Right Left Thru Right Left Thru Riqht Left Thru Right Lane Inside 1 111 1 Confiq- (left) 2 I 1 urations 3 4 Outside 5 Lane Settinqs 010110000101 Capacity 0 1700 0 1500 1700 OOOO 1500 0 1500 Do you want separate North/South phases (Yes/No)? No Do you want separate East/Hest phases (Yes/No)'' Yes Efficiency Lost Factor 0.10 Houriy Voluae 0 71 165 64 226 0 0 0 0 156 0 47 Adjusted Hourly Voluae 0 236 0 64 226 0 0 0 0 156 0 47 Utilization Factor 0.00 0.14 0.00 0.04 0.13 0,00 0,00 0.00 0.00 0.10 0.00 0.03 Critical Factors 0.14 0.04 0.10 ICU Ratio = 0.39 LOS = A Turning floveaents at Intersection of JEFFERSON and LAS FLORES Tiae; 07:30 AH to 08:30 AH North Approach JEFFERSON Date: 07/25/89 Day: TUESDAY 408 <- Total Naae: CE 290 118 <- Subtotals Sub- 0 226 64 Total totals 111 " Sub- H —— <-• V •-> I totals Total E e 0 < I I — — a s ' - " •— 47 s to 1 " <— 0 203 t 0 —• 1 /— 156 A 0 0 -> I 1 432 A p 0 —' North V p p 1 > 229 p r V 1 r 1 (-, " I-y LAS FLORES Vlll 0 71 165 Subtotals -> 382 236 Total -> 618 Note: Left-turn voiuaes include South Approach U-turns. JEFFERSON at LAS FLORES Lane Configuration for Intersection Capacity Utilization Paqe 3 of 3 Pk. Hr. Tiae Period: So. Approach (NB) No. Approach (SB) Hest Appr. (EB) East Appr, (HB) 04:45 PH to - -- 05:45 PH Left Thru Riqht Left Thru Right Left Thru Riqht Left Thru Riqht Lane Inside 1111 1 Confiq- (left) 2 1 1 urations 3 4 Outside 5 Lane Settings 010110000101 Capacity 0 1700 0 1500 1700 OOOO 1500 0 1500 Do you want separate North/South phases (Yes/No)? No Do you want separate East/West phases (Yes/No)? Yes Efficiency Lost Factor 0,10 Hourly Voluae 0 367 278 88 258 0 0 0 0 270 0 263 Adjusted Hourly Voluae 0 645 0 88 258 0 0 0 0 270 0 263 Utilization Factor 0.00 0.38 0.00 0.06 0.15 0.00 0.00 0.00 0.00 0.18 0.00 0.18 Critical Factors 0.38 0.06 0.18 ICU Ratio = 0.72 LOS = C Turning Hoveaents at Intersection of JEFFERSON and LAS FLORES Tiae: 04:45 PH to 05:45 PH North Approach JEFFERSON Date; 07/25/89 Day: TUESDAY 976 (- Total Naae; CE 346 630 <- Subtotals Sub- 0 258 88 Total totals 111 " Sub- W <-• V •-> 1 " totals Total E e 0 < 1 1 a s " •— 263 s to 1 " <— 0 533 t 0 —• I /— 270 A 0 0") 1 1 899 A p 0 —• North V p p 1 > 366 p r V 1 r I <-, " I-y LAS FLORES Vlll 0 367 278 Subtotals -> 528 645 Total -> U73 Note: Left-turn voiuaes include South Approach U-turns. , ihk lli; associates B3. LINK VOLUME COUNTS INTRODUCTION This chapter presents the link count information for the sixteen (16) mid- block locations identified in the City of Carlsbad Growth Management Plan Traffic Monitoring Program. Newport Traffic Studies collected this data during February and March of 1989 and detailed summaries are shown on the following pages. Figure B3-1 displays the Average Daily Traffic (ADT) volume levels for the sixteen (16) link count locations. Table B3-1 summarizes the ADT volume levels, roadway segment V/C ratio, and LOS for each mid-block link count location. This segment capacity analysis was based on guidelines developed by the City of Carlsbad. Table B3-2 provides a link summary index indicating the cover page number where each ADT field data set is located in the chapter. B3-1 ocEANSine 20,217 DUENA VISTA LAGOON AGUA HEDIONDA LAGOON PACIFIC OCEAN AVENIDA ENCINAS 12,210 0 BATIQUITOS LAOOON Legend Mid-Block Count Locations Mid-Block Count Numbers XX.XXX Average Daily Traffic Volumes CTTY OF CARLSBAD GROWTH MANAGEMENT PLAN TRAFFIC MONITORING PROGRAM Figure B3-1 SUMMER 1989 SUMMARY ADT MAP ihk B3-2 Table B3-1 CITY OF CARLSBAD SUMMER 1989 ROADWAY SEGMENT LEVELS OF SERVICE No. Segment 1 Melrose Ave. 2 El Camino Real 3 El Camino Real 4 El Camino Real 5 El Camino Real 6 7 8 Palomar Airport Rd. Palomar Airport Rd. Palomar Airport Rd. 9 Carlsbad Blvd. 10 Carlsbad Blvd. 11 Carlsbad Blvd. 12 Olivenhain Rd. 13 La Costa Ave. Segment Limits One Direction Link Volume Alga Rd. (Sc Rancho 574 Santa Fe Rd. SR 78 .5c Plaza Dr. 1,905 Faraday Ave. <5c 1,266 Palomar Airport Rd. Alga Rd. (5c 1,386 La Costa Ave. Levante St. (5c 1,094 Olivenhain Rd. East of 1,573 Melrose Ave. El Fuerte (5c 1,599 El Camino Real Camino Vida Roble 1,138 & College Blvd. Oceanside City 902 Limit <5c State St. Tamarack Ave. & 770 Cannon Rd. Poinsettia Ln. & 561 La Costa Ave. South of Rancho 652 Santa Fe Rd. 1-5 (5c Saxony Rd. 1,506 A.M. or P.M. V/C Period Ratio P.M. P.M. P.M. P.M. P.M. P.M. P.M. A.M. P.M. Noon P.M. A.M. P.M. LOS* A A D D 0.12 0.34 0.35 0.39 0.30 0.87 0.82 0.63 A 0.50 A 0.43 A 0.15 A 0.36 A 0.83 D B3-3 Table B3-1 (Continued) CITY OF CARLSBAD SUMMER 1989 ROADWAY SEGMENT LEVELS OF SERVICE No. Segment 14 Elm Ave. Tamarack Ave. 15 Rancho Santa Fe Rd. 16 Jefferson St. Segment Limits Concord St. & Melrose Dr. & Questhaven Rd. Marron Rd. (5c 1-5 One Direction Link Volume 299 890 574 A.M. or P.M. Period P.M. A.M. P.M. V/C Ratio 0.16 0.49 0.29 LOS* A A Note: The segment LOS was based upon the maximum one-direction one hour volume in the peak period as a function of the one-direction maximum lane volume of 1,800 vehicles per hour at LOS E. B3-4 Table B3-2 LINK SUMMARY INDEX ihk ik associates No. Segment S^ment Location Count Dates Cover Page Number 1 Melrose Ave. Alga Rd. (5c Rancho Santa Fe Rd. 02/28/89 03/01/89 B3-6 2 El Camino Real SR 78 (5c Plaza Dr. 02/28/89 03/01/89 B3-15 3 El Camino Real Faraday Ave. & Palomar Airport Rd. 02/28/89 03/01/89 B3-24 4 El Camino Real Alga Rd. (5c La Costa Ave. 02/28/89 03/01/89 B3-33 5 El Camino Real Levante St. (5c Olivenhain St. 02/28/89 03/01/89 B3-42 6 Palomar Airport Rd. East of Melrose Ave. 02/28/89 03/01/89 B3-51 7 Palomar Airport Rd. El Fuerte & El Camino Real 02/28/89 03/01/89 B3-60 8 Palomar Airport Rd. Camino Vida Roble (5c College Blvd. 02/28/89 03/01/89 B3-69 9 Carlsbad Blvd. Oceanside City Limit .5c State St. 02/28/89 03/01/89 B3-78 10 Carlsbad Blvd. Tamarack Ave. (5c Cannon Rd. 02/28/89 03/01/89 B3-87 11 Carlsbad Blvd. Poinsettia Ln. (5c La Costa Ave. 02/28/89 03/01/89 B3-96 12 Olivenhain Rd. South of Rancho Santa Fe Rd. 02/28/89 03/01/89 B3-105 13 La Costa Ave. 1-5 & Saxony Rd. 02/28/89 03/01/89 B3-114 14 Elm Ave. Concord St. .5c Tamarack Ave. 02/28/89 03/01/89 B3-123 15 Rancho Santa Fe Rd. Melrose Dr. (5c Questhaven Rd. 02/28/89 . 03/01/89 B3-132 16 Jefferson St. Marron Rd. ic 1-5 B3-5 02/28/89 03/01/89 B3-141