Loading...
HomeMy WebLinkAbout; 1993 Traffic Monitoring Program Carlsbad Part 2; 1993 Traffic Monitoring Program Carlsbad Part 2; 1993-12-03TURNING MOVEMENT COUNTS INTRODUCTION Thirty-seven (37) key intersections were identified by the City of Carlsbad to be studied under the Traffic Monitoring Program of the Growth Management Plan. Figure A-2 graphically identifies the location of each ofthe intersections included in the study. Table A-3 documents the dates on which each tuming movement count was performed. The data was collected for the a.m. and p.m. peak periods and completed during the months of July and August of 1993. It consisted of turn movement counts for each approach for all thirty- seven (37) intersections. Pedestrian and U-tum data was also collected at each intersection. The data was then reduced and intersection capacity utilization analysis was performed for each signalized intersection while the unsignalized locations were analyzed with procedures outlined in the Highwav Capacitv Manual and TRB Circular 373. The procedures developed to accomplish the reduction and analysis are shown in this chapter. Table A-4 summarizes the results of this initial ICU, TRB, or HCM analysis. The table presents calculated Levels of Service for all thirty-seven (37) intersections during the a.m. and p.m. peak hours. LEGEND O Intersection Count Location XX Intersection Count Number ihk & associates J Figure A-2 INTERSECTION LOCATION MAP Table A-3 COUNT DATE SUMMARY SHEET 1993 TRAFFIC MONITORING PROGRAM Location Count Count Count imber Intersection/Location Day Date 1. El Camino Real and Marron Road Tue 7/13 2. El Camino Real and Carlsbad Village Drive Tue 7/13 3. El Camino Real and Tamarack Avenue Tue 7/13 4. El Camino Real and College Boulevard Wed in 5. El Camino Real and Alga Road Thur 7/8 6. El Camino Real and La Costa Avenue Tue 7/27 7. El Camino Real and Olivenhain Road Thur 1122 8. Palomar Airport Road and College Boulevard Wed in 9. Carlsbad Boulevard and Grand Avenue Wed 8/4 10. Carlsbad Boulevard and Carlsbad Village Drive Wed 8/4 11. Carlsbad Boulevard and Tamarack Avenue Wed 8/4 12. Carlsbad Boulevard and Cannon Road Thu 8/5 13. Carlsbad Boulevard and Poinsettia Lane Wed 7/8 14. Rancho Santa Fe Road and Mekose Drive Tues 7/20 15. Rancho Santa Fe Road and La Costa Meadows Drive Tues 7/20 16. Rancho Santa Fe Road and Questhaven Road Wed 7/21 17. Rancho Santa Fe Road and La Costa Avenue Wed 7/21 18. Rancho Santa Fe Road and Olivenhain Road/Camino Alvaro Thur 7/22 19. Carlsbad Village Drive and State Street Tues 8/3 20. Carlsbad Village Drive and Harding Street Thur 7/15 21. Carlsbad Village Drive and Pio Pico Drive Wed 7/14 22. Poinsettia Lane and Batiquitos Drive Wed 7/28 23. Poinsettia Lane and Paseo Del Norte Wed 7/28 24. Poinsettia Lane and Avenida Encinas Thur 7/29 25. Tamarack Avenue and Pio Pico Drive Wed 7/14 26. Alga Road and El Fuerte Street Thur 7/8 27. Grand Avenue and State Street Tues 8/3 Table A-3 (Continued) COUNT DATE SUMMARY SHEET 1993 TRAFFIC MONITORING PROGRAM Location Count Count Count Number Intersection/Location Day Date 28. Grand Avenue and Jefferson Street Tues 8/3 29. College Boulevard and Faraday Avenue Wed in 30. I-5/Carlsbad Village Drive S/B Ramp Thur 7/15 31. I-5/Carlsbad Village Drive N/B Ramp Thur 7/15 32. I-5/Cannon Road S/B Ramp Thur 8/5 33. I-5/Cannon Road N/B Ramp Thur 8/5 34. I-5/Poinsettia S/B Ramp Thur 7/29 35. I-5/Poinsettia N/B Ramp Thur 7/29 36. I-5/La Costa Avenue S/B Ramp Tue 7/27 37. I-5/La Costa Avenue N/B Ramp Tue 7/27 Table A-4 INTERSECTION LEVELS OF SERVICE 1993 TRAFFIC MONITORING PROGRAM AM PM Count No. Count Intersection/Location ICU Ratio LOS ICU Ratio LOS 1. El Camino Real and Marron Road 0.35 A 0.56 A 2. El Camino Real and Carlsbad Village Drive 0.42 A 0.56 A 3. El Camino Real and Tamarack Avenue 0.63 B 0.61 B 4. El Camino Real and College Boulevard 0.49 A 0.54 A 5. El Camino Real and Alga Road 0.46 A 0.69 B 6. El Camino Real and La Costa Avenue 0.69 B 0.71 C 7. El Camino Real and OUvenhain Avenue 0.71 C 0.96 E 8. Palomar Airport Road and College Boulevard 0.37 A 0.63 B 9. Carlsbad Boulevard and Grand Avenue 0.25 A 0.46 A 10. Carlsbad Boulevard and Carlsbad Village Drive 0.35 A 0.53 A 11. Carlsbad Boulevard and Tamarack Avenue 0.28 A 0.42 A 12. Carlsbad Boulevard and Cannon Road 0.36 A 0.53 A 13. Carlsbad Boulevard and Poinsettia Lane 0.31 A 0.37 A 14. Rancho Santa Fe Road and Melrose Drive 0.87 D 0.82 D 15. Rancho Santa Fe Road and La Costa Meadows Dr. * A * A 16. Rancho Santa Fe Road and Questhaven Road * A * A 17. Rancho Santa Fe Road and La Costa Avenue 0.55 A 0.57 A 18. Rancho Santa Fe Road and Olivenhain Road/Camino Alvaro 0.58 A 0.68 B 19. Carlsbad Village Drive and State Street 0.30 A 0.45 A 20. Carlsbad Village Drive and Harding Street 0.40 A 0.52 A 21. Carlsbad Village Drive and Pio Pico Drive 0.32 A 0.39 A 22. Poinsettia Lane and Batiquitos Drive * A * B 23. Poinsettia Lane and Paseo Del Norte * D * E 24. Poinsettia Lane and Avenida Encinias 0.38 A 0.66 B 25. Tamarack Avenue and Pio Pico Drive 0.34 A 0.39 A 26. Alga Road and El Fuerte Street * C * B 27. Grand Avenue and State Street 0.28 A 0.40 A Table A-4 (Continued) INTERSECTION LEVELS OF SERVICE 1993 TRAFFIC MONITORING PROGRAM AM PM Count Count ICU ICU No. Intersection/Location Ratio LOS Ratio LOS 28. Grand Avenue and Jefferson 0.32 A 0.47 A 29. College Boulevard and Faraday Avenue 0.25 A 0.28 A 30. I-5/Carlsbad ViUage Drive S/B Ramp 0.53 A 0.81 D 3L I-5/Carlsbad ViUage Drive N/B Ramp 0.55 A 0.75 C 32. I-5/Cannon Road S/B Ramp * E * A 33. I-5/Cannon Road N/B Ramp * B * B 34. I-5/Poinsettia S/B Ramp * B * C 35. I-5/Poinsettia N/B Ramp * A * B 36. I-5/La Costa Avenue S/B Ramp * C * D 37. I-5/La Costa Avenue N/B Ramp C * D ICU ratio not appUcable to this unsignalized location. CITY OF CARLSBAD SUMMER 1993 INTERSECTION ANALYSIS SUMMARY Intersection Number: 1 Intersection Location: El Camino Real and Marron Road CONTENT Turn Movement Count Summary (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Turn Movement Diagram P.M. Peak Hour ICU Analysis and Turn Movement Diagram PAGE 1 of 3 2 of 3 3 of 3 JHK & Associates Turning Movement Count Analysis Page 1 of 3 City: Carlsbad Intersection of; N/S Street; El Camino Real EAV Street: Marron Road File: CARLS01.XLS Data Collected by A.B. & C.I. Count Dote: 7/13/93 Day: Tuesday Weather: Clear Traffic Control: Signalized South /Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 3 1 65 6 0 0 0 86 7 0 7 0 9 4 0 2 0 0 5 0 195 0 6:30 AM 4 0 64 7 0 5 1 134 10 0 5 0 3 1 0 3 0 5 4 0 246 0 6:45 AM 2 0 113 6 0 3 0 346 7 0 15 0 10 8 0 8 0 12 17 0 547 0 7:C0 AM 2 0 136 8 0 9 0 362 27 0 4 0 2 8 0 14 0 8 21 0 601 0 7:15 AM 14 0 176 8 0 11 0 285 16 0 3 0 1 9 0 6 0 3 2 0 534 0 7:30 AM ' 8 0 191 9 0 16 0 287 6 0 9 0 5 1 0 10 0 5 19 0 566 0 7:45 AM ' 7 0 156 7 0 56 0 242 9 0 7 0 11 8 0 21 0 9 7 0 540 0 8:00 AM • 10 0 190 11 0 14 0 328 15 0 11 0 9 5 0 10 0 20 20 0 643 0 8:15 AM • 7 0 226 16 0 13 0 211 17 0 23 0 10 8 0 7 0 16 7 0 561 0 8:30 AM 12 1 114 18 0 27 0 193 25 0 14 0 3 2 0 13 0 12 13 0 447 0 8:45 AM 14 0 172 7 0 6 0 154 14 0 2 0 7 5 0 5 0 10 5 0 401 0 9:00 AM 6 0 143 11 0 10 0 139 12 0 10 0 6 3 0 6 0 11 6 0 363 0 Max. 15 min. 14 1 226 18 0 56 1 362 27 0 23 0 11 9 0 21 0 20 21 0 643 0 Pl<. Hr. Vol. 32 0 763 43 0 99 0 1068 47 0 50 0 35 22 0 48 0 50 53 0 2310 0 7:15 AM Peak Intersection Traffic in Pk. Hr. = 2310 Peak Hr. Factor 0.90 8:15 AM Hour Intersection Pdstrns in Pk. Hr. = 0 3:45 PM 35 0 235 18 0 33 0 154 23 0 72 0 52 9 0 16 0 35 26 0 708 0 4:00 PM 84 0 258 22 0 34 0 197 25 0 36 0 59 21 0 46 0 70 22 0 874 0 4:15 PM 66 0 203 18 0 48 0 178 24 0 70 0 60 34 0 23 0 36 17 0 777 0 4:30 PM • 66 0 266 19 0 38 0 153 67 0 66 0 64 34 0 31 0 26 12 0 842 0 4:45 PM • 53 0 315 21 0 16 0 196 28 0 55 0 45 29 0 21 0 44 12 0 835 0 5:00 PM • 90 0 371 25 0 50 0 292 48 0 70 0 61 33 0 45 0 34 18 0 1137 0 5:15 PM • 93 0 287 18 0 73 0 243 29 0 60 0 32 36 0 24 0 22 18 0 935 0 5:30 PM 72 0 206 4 0 27 0 125 16 0 57 0 25 13 0 5 0 25 31 0 606 0 5:45 PM 95 0 326 36 0 48 0 226 30 0 117 0 47 29 0 25 0 24 6 0 1008 0 6:00 PM 90 0 260 15 0 47 0 193 24 0 70 0 69 17 0 2 0 38 18 0 843 0 6:15 PM 72 0 201 9 0 30 0 168 25 0 38 0 31 11 0 18 0 21 12 0 636 0 6:30 PM 55 0 163 23 0 15 0 62 13 0 55 0 40 15 0 22 0 11 7 0 481 0 Max. 15 min. 95 0 371 35 0 73 0 292 67 0 117 0 69 36 0 46 0 70 31 0 1137 0 Pl<. Hr. Vol. 302 0 1239 83 0 177 0 884 172 0 251 0 202 132 0 121 0 126 60 0 3749 0 4:15 PM Peal< Intersection Traffic in Pk. Hr. 3749 Peak Hr. Factor 0.82 5:15 PM Hour Intersection Pdstrns in Pk. Hr. 0 El Camino Real at Marron Road Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:15 AM to 8:15 AM Left Thru Right Left Thru Right Left Thru Right Left-Thru Right Lane Inside 1 1 1 1 1 Config - (left) 2 1 1 1 1 urations 3 A 1 1 1 1 1 1 1 5 1 1 1 1 1 1 Outside 6 7 Lane Settings 2 3 0 2 3 0 1 2 0 1 2 0 Capacity 3240 6000 0 3240 6000 0 1800 4000 0 1800 4000 0 Ase the North/South phases split (Y/N)? N Aie the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 32 763 43 99 1068 47 50 35 22 48 50 53 Adjusted Hourly Volume 32 806 0 99 1115 0 50 57 0 48 103 0 Utilization Factor 0.01 0.13 0.00 0.03 0.19 0.00 0.03 0.01 0.00 0.03 0.03 0.00 Critical Factors 0.01 0.19 0.03 0.03 ICU Ratio 0.35 LOS= A Turning Movements at intersection of: El Camino Real and Marron Road W e s t A P P r Time : 7:15 AM to 8:15 AM 7/13/93 Tuesday A.B. &C.I. Date Day Name Totals 236 Sub- totals 129 107 50 35 22 Subtotals Total North Approach El Camlno Real 1138 2080 1214 47 1068 99 t North 32 763 838 866 53 50 48 1 t r 43 Total Subtotals Sub- totals 151 Totals 328 177 Marron Road E a s t A P P r 1976 South /Approach Note : Left-turn volumes include U-turns. El Camino Real at Marron Road Lane Configuration for intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Ajppr (WB) 4:15 PM to 5:15 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 1 1 1 1 Config - (left) 2 1 1 1 1 urations 3 A 1 1 1 1 1 1 1 1 5 6 1 1 1 1 1 1 Outside 7 Lane Settings 2 3 0 2 3 0 1 2 0 1 2 0 Capacity 3240 6000 0 3240 6000 0 1800 4000 0 1800 4000 0 Are the North/South phases spirt (Y/N)? N Aie the East/West phases spirt (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 302 1239 83 177 884 172 251 202 132 121 126 60 Adjusted Hourly Voiume 302 1322 0 177 1056 0 251 334 0 121 186 0 Utilization Factor 0.09 0.22 0.00 0.05 0.18 0.00 0.14 0.08 0.00 0.07 0.05 0.00 Critical Factors 0.22 0.05 0.14 0.05 ICU Ratio 0.56 LOS= A Turning Movements at intersection of: El Camino Real and Marron Road W e s t A P P r Time : 4:15 PM to 5:15 PM Date : 7/13/93 Day : Tuesday Name : A.B. & C.I. Totals 1185 Sub- totals 600 585 North Approach 251 —^ 202 • 132 —^ Subtotals Total 1137 I t North t El Camino Real 2783 1233 172 884 177 ^ t r 302 1239 83 1624 2761 1550 60 126 121 Total Subtotals Sub- totals 307 Totals 769 462 Marron Road E a s t A P P r South Approach Note : Left-turn volumes include U-turns. CITY OF CARLSBAD SUMMER 1993 INTERSECTION ANALYSIS SUMMARY Intersection Number: 2 Intersection Location: EI Camino Real and Carlsbad Village Drive CONTENT PAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and 2 of 3 Turn Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Turn Movement Diagram JHK &. Associates Turning Movement Count Analysis Page 1 of3 City: Carlsbad Intersection of: N/S Street: El Camino Real E/W Street: Carlsbad Viliage Drive Fiie: CARLS02.XLS Data Collected by J.S. ScM.E. Count Date : 7/13/93 Day: Tuesday Weather; Clear Traffic Control: Signalized South /Vpproach (NB) North /^proach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6:30 AM 6 0 33 3 0 4 0 158 7 0 3 0 3 4 0 3 0 48 14 0 286 0 6:45 AM 3 0 31 0 0 6 0 269 3 0 11 0 1 4 0 6 0 38 40 0 412 0 7:00 AM 2 0 40 0 0 8 1 351 12 0 13 0 14 10 0 4 0 50 33 0 538 0 7:15AM 3 0 34 1 0 18 0 174 8 0 6 0 3 8 0 7 0 45 32 0 338 0 7:30 AM " 1 0 41 2 0 12 1 248 11 0 17 0 8 12 0 3 0 50 51 0 457 0 7:45 AM " 7 0 74 1 0 15 0 206 10 0 22 0 4 6 0 8 0 55 25 0 433 0 8:00 AM • 2 0 80 2 0 14 2 299 14 0 16 0 6 9 0 16 0 77 40 0 677 0 8:15AM • 14 0 130 12 0 13 0 150 6 0 24 0 10 4 0 12 0 81 35 0 491 0 8:30 AM 2 0 63 1 0 12 0 205 13 0 11 0 12 4 0 11 0 68 51 0 453 0 8:45 AM 1 0 68 1 0 13 3 103 4 0 10 0 6 0 0 3 1 16 29 0 258 0 9:00 AM 1 0 44 0 0 12 0 106 10 0 20 0 16 7 0 4 0 34 38 0 292 0 Max. 15 min. 14 0 130 12 0 18 3 351 14 0 24 0 16 12 0 16 1 81 51 0 577 0 Pk. Hr. Vol. 24 0 325 17 0 54 3 903 41 0 79 0 28 31 0 39 0 263 151 0 1958 0 7:15 AM Peak Intersection Traffic in Pk. Hr. = 1958 Peak Hr. Factor 0.85 8:15 AM Hour Intersection Pdstrns in Pk. Hr 0 3:45 PM 16 0 224 24 0 23 1 129 18 0 40 1 40 7 0 12 0 42 13 0 690 0 4:00 PM 15 0 405 16 0 45 7 141 21 0 49 0 61 9 0 9 0 36 39 0 843 0 4:15 PM 10 0 192 6 0 40 3 146 12 0 21 0 57 3 0 5 0 34 33 0 561 0 4:30 PM 17 0 313 6 0 50 0 130 18 0 29 0 46 2 0 8 0 40 39 0 698 0 4:45 PM • 11 0 193 3 0 35 0 145 14 0 26 0 90 8 0 7 0 51 33 0 616 0 5:00 PM * 14 0 296 6 0 46 4 133 16 0 29 0 59 12 0 2 0 34 32 0 683 0 5:15 PM • 16 0 265 10 0 52 1 135 18 0 24 0 67 4 0 7 0 41 39 0 679 0 5:30 PM • 27 0 427 18 0 61 1 174 33 0 32 0 96 10 0 1 0 66 37 0 982 0 5:45 PM 9 0 188 7 0 47 3 121 22 0 31 0 67 3 0 9 0 50 23 0 570 0 6:00 PM 23 0 207 10 0 58 2 139 18 0 9 0 79 4 0 5 0 44 61 0 659 0 6:15 PM 13 0 180 8 0 71 1 204 38 0 26 0 36 3 1 3 0 36 63 0 672 1 6:30 PM 13 0 162 15 0 71 0 171 17 0 29 1 54 6 0 4 0 88 71 0 702 0 Max. 15 min. 27 0 427 24 0 71 7 204 38 0 49 1 96 12 1 12 0 88 71 0 982 1 Pk. Hr. Vol. 68 0 1181 37 0 194 6 587 81 0 111 0 311 34 0 17 0 192 141 0 2960 0 4:30 PM Peak Intersection Traffic in Pk. Hr. = 2960 Peak Hr. Factor 0.76 5:30 PM Hour Intersection Pdstrns in Pk. Hr. 0 El Camino Real at Carlsbad Village Drive Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : 7:15 AM to 8:15 AM South Appr (NB) North/\ppr (SB) West Appr (EB) East/>^3pr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config - urations Inside (left) Outside 1 1 1 1 Lone Settings 1 3 0 13 Capacity 1800 6000 0 1800 6000 Aie the North/South phases split (Y/N)? N Aie the East/West phases spirt (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 24 325 17 57 Adjusted Hourly Volume 24 342 0 57 Utilization Factor 0,01 Criticai Factors 0.01 0.16 ICU Ratio = 0.42 LOS = A 903 944 41 0 1 2 1800 4000 79 79 28 59 31 0 1 2 1800 4000 39 39 263 414 161 0 0.06 0,00 0.03 0.16 0.00 0.04 0.01 0.00 0.02 0.10 0.00 0.04 0.10 Turning Movements at Intersection of: El Camlno Real and Carlsbad Viliage Drive W e s t A P P r Time : 7:16 AM to 8:16 AM Date: 7/13/93 Day : Tuesday Name : J.S. & M.E. Totals 466 Sub- totals 328 138 79 28 31 Subtotals Total North Approach Ei Camino Real 1659 1001 41 903 57 973 t North t 558 151 263 39 24 325 17 366 1339 Total Subtotals Sub- totals 453 99 Totals 552 E a s t A P P r Carlsbad Village Drive South /Approach Note : Left-turn voiumes include U-turns. El Camino Real at Carlsbad Village Drive Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 4:30 PM to 5:30 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 1 1 1 1 Config - (left) 2 1 1 1 1 urations 3 1 1 1 1 1 1 4 5 1 1 1 1 Outside 6 7 Lane Settings 1 3 0 1 3 0 1 2 0 1 2 0 Capacity 1800 6000 0 1800 6000 0 1800 4000 0 1800 4000 0 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)7 N Efficiency Lost Factor 0.10 Hourly Volume 68 1181 37 200 587 81 111 311 34 17 192 141 Adjusted Hourly Volume 68 1218 0 200 668 0 111 345 0 17 333 0 Utilization Factor 0.04 0.20 0.00 0.11 0.11 0.00 0.06 0.09 0.00 0.01 0.08 0.00 Criticai Factors 0.20 0.11 0.06 0.08 ICU Ratio = 0.56 LOS = A Turning Movements at Intersection of: Ei Camino Real and Carisbad Village Drive W e s t A P P r Time : 4:30 PM to 5:30 PM Date ; 7/13/93 Day : Tuesday Name : J.S. & M.E. Totals 797 Sub- totols 341 456 North Approach 81 1 31) 34 El Camino Real Subtotals Total 638 2307 868 587 200 1439 t North t 141 192 17 68 1181 37 1286 1924 Total Subtotals Sub- totals 350 Totals 892 642 Carlsbad Village Drive E a s t A P P r South Approach Note : Left-turn volumes include U-turns. CITY OF CARLSBAD SUMMER 1993 INTERSECTION ANALYSIS SUMMARY Intersection Number: 3 Intersection Location: El Camino Real and Tamarack Avenue CONTENT Turn Movement Count Summary (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Turn Movement Diagram P.M. Peak Hour ICU Analysis and Turn Movement Diagram PAGE 1 of 3 2 of 3 3 of 3 JHK 8c /^oclates Turning Movement Count /Vnalysis Page 1 of 3 City: Carlsbad Intersection of: N/S Street: El Camino l?eal E/W Street: Tamarack Avenue File: CARLS03.XLS Data Collected by C.K. 8i M.S. Count Date: 7/13/93 Day: Tuesday Weather: Clear Traffic Control: Signalized End of 15 min. prd. South Approach (NB) North Approach (SB) West /Approach (EB) East Approach (WB) 15 min Total Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 2 0 3 2 0 0 0 35 0 0 3 0 3 2 0 0 0 10 0 0 60 0 6:30 AM 2 0 41 0 3 4 0 173 3 0 3 0 2 10 0 20 0 42 5 1 305 4 6:45 AM 6 0 34 4 2 1 0 315 2 1 6 0 5 13 0 36 0 47 5 0 472 3 7:00 AM 8 0 47 5 12 4 1 404 2 0 12 0 4 19 0 29 0 50 8 0 693 12 7:15AM 7 0 67 4 6 2 0 259 6 0 7 0 3 12 0 49 0 61 6 0 483 5 7:30 AM * 5 0 67 10 2 4 1 327 3 0 8 0 8 31 2 72 0 60 6 0 592 4 7:45 AM ' 5 0 80 7 3 7 0 257 4 2 16 0 11 37 0 58 0 52 12 1 546 6 8:00 AM • 8 0 86 5 0 3 2 433 8 2 5 0 12 42 0 65 0 68 12 0 749 2 8:15 AM • 8 0 104 3 0 10 0 209 11 2 8 0 13 26 0 39 0 44 10 1 484 3 8:30 AM 6 0 86 6 2 4 0 218 11 0 15 0 10 21 0 36 0 43 7 1 463 3 8:45 AM 10 0 104 13 0 6 3 146 2 1 11 0 12 16 0 40 0 52 5 1 420 2 9:00 AM 3 0 86 13 1 1 0 144 7 0 11 0 8 18 0 33 0 32 5 0 361 1 Max. 15 min. 10 0 104 13 12 10 3 433 11 2 16 0 13 42 2 72 0 68 12 1 749 12 Pk. Hr. Vol. 26 0 337 25 5 24 3 1226 26 6 37 0 44 135 2 234 0 214 40 2 2371 15 7:15 AM Peak Intersection Traffic in Pk. Hr. 2371 Peak Hr. Factor 0.79 8:15 AM Hour Intersection Pdstrns in Pk. Hr. = 15 3:45 PM 17 0 359 23 0 11 1 140 8 0 13 0 39 14 0 17 0 27 8 0 677 0 4:00 PM 11 0 340 22 0 3 0 110 14 0 9 0 24 13 0 17 0 19 6 0 588 0 4:15 PM 26 0 326 33 0 9 1 143 18 0 9 0 41 16 0 16 0 16 4 2 657 2 4:30 PM 21 0 287 60 0 10 0 142 9 0 14 0 38 12 0 19 0 19 5 0 626 0 4:46 PM • 22 0 356 66 0 0 0 121 12 0 17 0 43 18 0 21 0 20 3 0 699 0 5:00 PM • 29 0 291 42 0 6 0 152 12 0 15 0 49 12 0 11 0 23 5 0 647 0 5:15 PM • 27 0 443 71 0 10 0 111 16 0 10 0 54 10 0 16 0 23 11 0 802 0 6:30 PM • 34 0 329 61 0 16 0 106 12 0 12 0 55 6 0 17 0 26 14 0 687 0 5:45 PM 29 0 273 66 0 11 1 130 13 0 5 0 73 9 0 24 0 29 7 0 670 0 6 .00 PM 23 0 243 48 0 8 0 106 23 0 18 0 43 5 0 17 0 12 6 0 562 0 6:15 PM 15 0 169 44 1 9 0 94 12 0 11 0 40 20 0 22 0 19 9 0 464 1 6:30 PM 24 0 127 33 1 10 0 91 14 0 9 0 41 16 0 17 0 29 3 2 414 3 Max. 15 min. 34 0 443 71 1 16 1 162 23 0 18 0 73 20 0 24 0 29 14 2 802 3 Pk. Hr. Vol. 112 0 1419 240 0 32 0 489 62 0 54 0 201 46 0 65 0 92 33 0 2835 0 4:30 PM Peak Intersection Traffic in Pk, Hr. = 2835 5:30 PM Hour Intersection Pdstrns in Pk. Hr. = 0 Peak Hr. Factor 0.88 El Camino Real at Tamarack Avenue Lane Configuration for Intersecfion Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:15 AM to 8:16 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 1 1 1 1 Config - (left) 2 1 1 1 1 urations 3 4 C 1 1 1 1 1 1 Outside 0 6 7 Lane Settings 1 2 1 1 2 0 1 1 1 1 1 1 Capacity 1800 4000 1800 1800 4000 0 1800 2000 1800 1800 2000 1800 Aje the North/South phases split (Y/N)? N Ase the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 26 337 26 27 1226 26 37 44 135 234 214 40 Adjusted Hourly Volume 26 337 25 27 1252 0 37 44 136 234 214 40 Utilization Factor 0.01 0.08 0.01 0.02 0.31 0.00 0.02 0.02 0.08 0.13 0.11 0.02 Critical Factors 0.01 0.31 0.08 0.13 ICU Ratio = 0.63 LOS = Turning Movements at Intersection of: El Camino Real and Tamarack Avenue W e s t A P P r Time : 7:15 AM to 8:15 AM 7/13/93 Tuesday C.K, &M.S. Date Day Name Totals 482 Sub- totals 266 216 North Approach El Camino Real 1696 37 44 135 1279 26 1226 27 I t North Subtotals 1595 388 Total 1983 417 40 214 234 26 337 25 Total Subtotals Sub- totals 488 93 Totals 581 Tamarack Avenue E a s t A P P r South /Approach Note : Left-turn volumes include U-turns. El Camino Real at Tamarack Avenue Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 4:30 PM to 5:30 PM Page 3 of 3 South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config - urations Inside (left) Outside 1 1 1 1 1 1 Lane Settings 1 2 1 1 2 0 1 1 1 1 1 1 Capacity 1800 4000 1800 1800 4000 0 1800 2000 1800 1800 2000 1800 Aie the North/South phases split (Y/N)7 N Aie the East/West phases spirt (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 112 1419 240 32 489 52 54 201 46 65 92 33 Adjusted Hourly Volume 112 1419 240 32 541 0 54 201 46 66 92 33 Utilizafion Factor 0.06 0.36 0.13 0.02 0.14 0.00 0.03 0.10 0.03 0.04 0.05 0.02 Critical Factors 0.35 0.02 0.10 0.04 ICU Rafio = 0.61 LOS = Turning Movements at Intersection of: Ei Camino Real and TarrKirack Avenue W e s t A P P r Time : 4:30 PM to 5:30 PM Date: 7/13/93 Day : Tuesday Name : C.K. & M.S. Totals 667 Sub- totals 256 301 North Approach El Camlno Real 2079 54 201 46 573 52 489 32 t : North 1 t r 112 1419 240 Subtotals 600 1771 Total 2371 1506 33 92 65 Total Subtotals Sub- totals 190 473 Totals 663 Tamarack Avenue E a s t A P P r South Approach Note : Left-turn volumes include U-turns. CITY OF CARLSBAD SUMMER 1993 INTERSECTION ANALYSIS SUMMARY Intersection Number: 4 Intersection Location: El Camino Real and College Boulevard CONTENT Turn Movement Count Summary (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Turn Movement Diagram P.M. Peak Hour ICU Analysis and Turn Movement Diagram PAGE 1 of 3 2 of 3 3 of 3 JHK 8c /Associates Turning Movement Count Analysis Page 1 of 3 City: Carlsbad Intersecfion of: N/S Street: El Camino Real E/W Street: College Boulevard File: CARLS04.XLS Data Collected by M.K 8c M.S Count Date : 7/7/93 Day: Wednesday Weather-: Clear Traffic Control: Signalized South Approach (NB) North Approach (SB) West /Approach (EB) East Approach (WB) 16 min Total End of 15 min. prd. Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 0 0 64 0 0 0 0 94 41 0 5 1 0 0 1 0 0 0 0 0 205 1 6:30 AM 2 2 30 0 0 0 0 178 61 0 1 0 0 1 0 0 0 0 0 0 265 0 6:46 AM 1 0 31 0 2 0 0 250 70 0 4 0 0 1 1 0 0 0 0 0 367 3 7:00 AM 2 1 48 0 0 0 0 326 116 0 6 0 0 0 0 0 0 0 0 0 499 0 7:16 AM • 0 2 59 0 0 0 0 234 58 0 11 0 0 0 0 0 0 0 0 0 364 0 7:30 AM ' 0 0 80 0 0 0 0 442 110 0 10 0 0 1 0 0 0 0 0 0 643 0 7:45 AM * 0 6 90 0 0 0 0 305 81 0 14 0 0 0 0 0 0 0 0 0 495 0 8:00 AM • 2 6 92 0 0 0 0 476 110 0 15 0 0 1 0 0 0 0 0 0 701 0 8:15 AM 1 3 50 0 0 0 0 206 48 0 7 0 0 0 0 0 0 0 0 0 315 0 8:30 AM 2 •6 65 0 0 0 0 266 53 0 9 0 0 1 0 0 0 0 0 0 391 0 8:45 AM 0 3 121 0 0 0 0 173 46 0 26 1 0 2 0 0 0 0 0 0 372 0 9:00 AM 1 2 81 0 0 0 0 161 29 0 10 0 0 0 0 0 0 0 0 0 274 0 Max. 15 min. 2 6 121 0 2 0 0 476 116 0 26 1 0 2 1 0 0 0 0 0 701 3 Pk. Hr. Vol. 2 12 321 0 0 0 0 1457 369 0 50 0 0 2 0 0 0 0 0 0 2203 0 7:00 AM Peak Intersection Traffic in Pk. Hr. = 2203 Peak Hr. Factor 0.79 8:00 AM Hour Intersection Pdstrns in Pk. Hr = 0 3:46 PM • 2 2 401 0 0 0 0 107 22 0 107 1 0 1 1 0 0 0 0 0 643 1 4:00 PM • 1 3 271 0 0 0 0 140 24 0 80 0 0 1 0 0 0 0 0 0 520 0 4:15 PM • 3 6 413 0 0 0 0 128 30 0 123 0 0 1 0 0 0 0 0 0 703 0 4:30 PM • 1 0 249 0 0 0 0 133 24 0 45 0 0 1 0 0 0 0 0 0 453 0 4:45 PM 1 0 311 0 0 0 0 102 10 0 87 0 0 0 0 0 0 0 0 0 511 0 5:00 PM 1 0 365 0 0 0 0 159 22 0 90 0 0 0 0 0 0 0 0 0 637 0 5:15 PM 0 0 295 0 0 0 0 58 10 0 70 0 0 0 0 0 0 0 0 0 433 0 5:30 PM 1 0 345 0 1 0 0 90 11 0 70 0 0 2 0 0 0 0 0 0 619 1 5:45 PM 2 1 289 0 0 0 0 118 10 0 60 0 0 2 0 0 0 0 0 0 482 0 6:00 PM 2 2 264 0 0 0 0 128 20 0 47 0 0 0 0 0 0 0 0 0 453 0 6:15 PM 0 0 166 0 0 0 0 91 16 0 23 0 0 1 0 0 0 0 0 0 297 0 6:30 PM 0 0 168 0 0 0 0 80 24 0 31 0 0 1 0 0 0 0 0 0 304 0 Max. 16 min. 3 5 413 0 1 0 0 169 30 0 123 1 0 2 1 0 0 0 0 0 703 1 Pk.Hr. Vol. 7 10 1334 0 0 0 0 508 100 0 355 1 0 4 1 0 0 0 0 0 2319 1 3:30 PM Peak Intersecfion Traffic in Pk. Hr. = 2319 Peak Hr. Factor 0.82 4:30 PM Hour Intersection Pdstrns in Pk. Hr. 1 El Camino Real at College Boulevard Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period ; South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:00 AM to 8:00 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 1 1 1 Config - (left) 2 1 1 1 urations 3 4 C 1 1 1 Outside O 6 7 Lane Settings 1 2 0 0 2 1 2 0 1 0 0 0 Capacity 1800 4000 0 0 4000 1800 3240 0 1800 0 0 0 Aie the North/South phases split (Y/N)? N Aie the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Houriy Volume 14 321 0 0 1467 359 50 0 2 0 0 0 Adjusted Hourly Volume 14 321 0 0 1457 369 50 0 2 0 0 0 Utilization Factor 0.01 0.08 0.00 0.00 0.36 0.20 0.02 0.00 0.00 0.00 0.00 0.00 Critical Factors 0.01 0.36 0.02 0.00 0.00 ICU Rafio = 0.49 LOS = A Turning Movements at Intersection of: Ei Camlno Real and College Boulevard W e s t A P P r Time ; 7:00 AM to 8:00 AM Date: 7/7/93 Day : Wednesday Name : M.K & M.S Totals 413 Sub- totals 361 62 North Approach El Camino Real 2187 1816 369 1457 60 0 2 14 321 Subtotals 1471 336 371 t North Total Subtotals Sub- totals Totals College Boulevard E a s t A P P r Total 1806 South /Approach Note : Left-turn volumes inciude U-turns. El Camlno Real at College Boulevard Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 3:30 PM to 4:30 PM Page 3 of 3 South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config- urations Inside (left) Outside 1 Lane Settings 1 2 0 0 2 1 2 0 1 0 0 0 Capacity 1800 4000 0 0 4000 1800 3240 0 1800 0 0 0 /Are the North/South phases split (Y/N)? N Aie the East/West phases spirt (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 17 1334 0 0 508 100 356 0 4 0 0 0 Adjusted Hourly Volume 17 1334 0 0 608 100 356 0 4 0 0 0 Utilization Factor 0.01 0.33 0.00 0.00 0.13 0.06 0.11 0.00 0.00 0.00 0.00 0.00 Critical Factors 0.33 0.00 0.11 0.00 0.00 ICU Ratio 0.54 LOS= A Turning Movements at Intersection of: El Camino Real and College Boulevard W e s t A P P r Time : 3:30 PM to 4:30 PM Date: 7/7/93 Day : Wednesday Name : M.K 8c M.S Totals 468 Sub- totals 108 360 North Approach El Camlno Real 2297 608 100 608 356 0 4 Subtotals Total _*• 522 17 1334 1361 1873 1689 t North 1 t r 4_ Total Subtotals Sub- totals Totals College Boulevard E a s t A P P r South Approach Note : Left-turn volumes include U-turns. CITY OF CARLSBAD SUMMER 1993 INTERSECTION ANALYSIS SUMMARY Intersection Number: 5 Intersection Location: El Camino Real and Alga Road CONTENT PAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and 2 of 3 Turn Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Turn Movement Diagram JHK 8c /Associates Turning Movement Count /Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Street: El Camino Real E/W Street: Alga Road File: CARLS05.XLS Data Collected by A.B 8c M.U Count Dote : 7/8/93 Day : Thursday Weather: Clear Traffic Control: Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15AM 4 0 42 1 0 7 0 24 2 0 8 0 14 3 0 28 0 21 9 0 163 0 6:30 AM 6 0 59 8 0 8 0 48 11 0 6 0 6 9 0 71 0 23 19 0 274 0 6:45 AM 12 0 97 9 0 11 0 49 4 0 10 0 11 6 0 127 0 55 28 0 419 0 7:00 AM 7 0 144 14 0 16 0 51 3 1 18 0 18 7 0 168 2 47 46 0 531 1 7:15 AM 2 0 130 3 0 19 0 62 6 0 20 0 20 19 0 139 0 56 21 0 496 0 7:30 AM 9 0 163 0 0 27 0 67 3 0 16 0 36 15 0 112 1 47 60 0 566 0 7:45 AM ' 14 0 174 16 0 11 0 79 13 0 24 0 14 8 0 130 0 56 77 0 616 0 8:00 AM • 20 0 305 16 0 24 0 96 5 0 42 0 33 11 0 112 1 44 121 0 830 0 8:15 AM • 9 0 179 24 0 7 0 88 4 0 12 0 18 16 0 110 0 66 66 0 579 0 8:30 AM ' 23 0 164 23 0 24 0 100 11 0 23 0 25 6 0 108 0 62 62 0 611 0 8:45 AM 23 0 168 29 0 6 1 121 7 0 7 0 23 8 0 113 2 36 46 0 580 0 9:00 AM 10 0 175 46 0 8 1 101 16 1 20 0 34 32 0 102 1 47 54 0 646 1 Max. 15 min. 23 0 305 46 0 27 1 121 15 1 42 0 36 32 0 158 2 62 121 0 830 1 Pk. Hr. Vol. 66 0 812 79 0 66 0 363 33 0 101 0 90 41 0 460 1 218 306 0 2636 0 7:30 AM Peak Intersecfion Traffic in Pk. Hr. = 2636 Peak Hr. Factor 0.79 8:30 AM Hour Intersection Pdstrns in Pk. Hr. 0 3:45 PM 47 0 148 33 0 27 1 109 26 0 18 0 50 32 0 61 1 32 31 0 616 0 4:00 PM 64 0 108 50 0 61 2 129 31 0 20 1 29 39 0 66 1 42 40 0 663 0 4:15 PM 21 0 139 72 0 43 0 167 12 0 17 1 46 36 0 54 0 43 23 0 674 0 4:30 PM 62 0 139 82 0 75 0 156 22 0 13 0 63 34 0 69 4 44 27 0 789 0 4:45 PM 25 0 117 71 0 45 1 147 20 0 12 0 49 35 0 58 3 35 29 0 647 0 5:00 PM • 46 0 113 56 0 84 0 179 22 0 16 0 39 35 0 60 3 60 29 0 741 0 5:15 PM * 62 0 122 116 1 49 2 209 25 0 27 0 68 36 0 54 3 20 22 0 806 1 5:30 PM • 44 0 118 105 2 127 1 183 23 0 15 1 49 45 0 63 3 57 21 1 855 3 5:45 PM • 42 0 104 112 0 67 1 182 26 0 20 0 73 30 0 70 3 46 24 1 800 1 6:00 PM 66 0 110 98 0 62 0 137 25 0 15 0 55 26 1 39 3 65 15 0 716 1 6:15 PM 51 0 106 73 0 58 0 115 16 0 13 1 54 27 1 67 0 31 21 0 623 1 6:30 PM 58 0 81 74 0 46 1 127 22 1 15 0 54 40 0 39 1 47 14 1 619 2 Max. 15 min. 66 0 148 116 2 127 2 209 31 1 27 1 73 45 1 70 4 66 40 1 855 3 Pk. Hr. Vol. 184 0 467 389 3 327 4 753 96 0 77 1 229 146 0 247 12 183 96 2 3201 5 4:45 PM Peak Intersection Traffic in Pk. Hr. = 3201 Peak Hr. Factor 0.94 5:45 PM Hour Intersecfion Pdstrns in Pk. Hr. = 5. El Camino Real at Alga Road Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 7:30 AM to 8:30 AM Page 2 of 3 South/Appr (NB) North/Appr (SB) West Appr (EB) East/Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config - urafions Inside (left) Outside 1 1 Lane Settings 1 3 1 2 3 0 2 1 0 2 2 0 Capacity 1800 6000 1800 3240 6000 0 3240 2000 0 3240 4000 0 Aie the North/South phases split (Y/N)? N /Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 66 812 79 66 363 33 101 90 41 461 218 306 Adjusted Hourly Volume 66 812 79 66 396 0 101 131 0 461 524 0 Utilizafion Factor 0.04 0.14 0.04 0.02 0.07 0.00 0.03 0.07 0.00 0.14 0.13 0.00 Critical Factors 0.14 0.02 0.07 0.14 ICU Ratio = 0.46 LOS = A Turning Movements at intersection of: El Camino Real and Alga Road W e s t A P P r Time : 7:30 AM to 8:30 AM 7/8/93 Thursday A.B 8c M.U Date Day Nome Totals 549 Sub- totals 317 232 North Approach Ei Camlno Real 1681 101 90 41 Subtotals Total 462 33 363 66 864 t North 1219 306 218 461 66 812 79 957 1821 Total Subtotals Sub- totals 985 236 Alga Road Totals 1221 E a s t A P P r South Approach Note : Left-turn volumes include U-turr^s. El Camlno Real at Alga Road Lane Configuration for Intersection Capacity Utilization Pk.Hr. Time Period : 4:46 PM to 6:46 PM Page 3 of 3 South/Appr (NB) North/Appr (SB) West Appr (EB) East/Appr (WB) Left Thru Right Left Thru Right _Left_ Thru Right Left Thru Right Lane Config - urations Inside (left) Outside 1 Lane Settings 1 3 1 2 Capacity 1800 6000 1800 3240 Aie the North/South phases split (Y/N)? N Aie the East/West phases spirt (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 184 457 389 331 Adjusted Hourly Volume 184 457 389 331 Utilization Factor 0.10 0.08 0.22 0.10 Critical Factors 0.22 0.10 ICU Rafio = 0.69 LOS = B 763 849 96 0 3240 2000 78 78 229 376 146 0 2 2 3240 4000 259 259 183 279 96 0 0.08 0.22 0.10 0.14 0.00 0.02 0.19 0.00 0.08 0.07 0.00 0.19 0,08 Turning Movements at intersection of: El Canrtino Real and Alga Road W e s t A P P r Time : 4:46 PM to 5:45 PM Date: 7/8/93 Day : Thursday Name : A.B 8c M.U Totals 917 Sub- totais 464 453 North Approach 78 229 146 Subtotals Total El Camlno Real 1814 1180 96 753 331 t North ^ t r 184 457 389 1146 1030 2176 634 96 183 259 Total Subtotals Sub- totals 538 957 Alga Road Totals 1496 E a s t A P P r South Approach Note : Left-turn volumes include U-turns. CITY OF CARLSBAD SUMMER 1993 INTERSECTION ANALYSIS SUMMARY Intersection Number: 6 Intersection Location: El Camino Real and La Costa Avenue CONTENT EAUE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and 2 of 3 Turn Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Turn Movement Diagram JHK 8c /Associates Turning Movement Count Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Street: El Camino Real E/W Street: La Costa Avenue File: CARLS06.XLS Data Collected by A.B 8c C.K Count Date : 7/27/93 Day: Tuesday Weather: Clear Traffic Control: Signalized South Approach (NB) North Approach (SB) West /Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15AM 19 0 11 0 0 1 0 20 34 0 18 0 21 0 0 2 0 55 4 0 185 0 6:30 AM 30 0 26 0 0 1 1 23 92 0 40 0 42 9 0 1 0 84 8 0 357 0 6:45 AM 43 0 27 2 0 2 2 25 114 0 68 0 41 7 0 2 0 130 4 0 467 0 7:00 AM 57 0 67 0 0 9 3 50 134 0 107 0 55 8 0 6 0 173 26 0 695 0 7:15AM 56 0 62 1 0 8 2 57 142 0 88 0 52 7 0 22 0 204 17 0 718 0 7:30 AM 51 0 77 1 0 11 2 49 100 0 91 0 49 23 0 5 0 132 16 0 607 0 7:45 AM 65 0 106 2 0 10 2 88 109 0 127 0 104 11 0 5 0 146 30 0 805 0 8:00 AM 70 0 117 5 0 14 2 96 93 0 163 0 75 18 0 14 0 168 34 0 869 0 8:15AM 68 0 122 0 0 19 5 107 115 0 143 0 74 7 0 22 0 147 51 0 880 0 8:30 AM m 67 0 114 2 0 17 1 103 134 0 122 0 44 9 0 21 0 169 31 0 834 0 8:45 AM « 68 0 78 2 0 20 8 119 126 0 131 0 82 18 0 13 0 127 27 0 808 0 9:00 AM 61 0 77 24 0 18 5 95 105 0 107 0 52 9 0 13 0 145 20 0 721 0 Max. 15 min. 70 0 122 24 0 20 8 119 142 0 163 0 104 23 0 22 0 204 51 0 880 0 Pk. Hr. Vol. 263 0 431 9 0 70 16 425 467 0 559 0 275 52 0 70 0 611 143 0 3391 0 7:45 AM Peak Intersecfion Traffic in Pk. Hr. = 3391 Peak Hr. Factor 0.96 8:45 AM Hour intersection Pdstrns in Pk. Hr. 0 3:45 PM 104 0 131 4 0 52 1 144 111 0 143 0 127 17 0 33 0 126 28 0 1021 0 4:00 PM 58 0 115 8 0 49 6 119 101 0 96 0 164 27 0 21 0 88 23 0 865 0 4:15 PM 81 0 147 9 0 69 2 128 108 0 149 0 160 37 0 28 0 110 14 0 1032 0 4:30 PM 64 0 134 3 0 45 1 136 86 0 82 0 112 29 0 37 0 96 17 0 841 0 4:45 PM 82 0 109 4 0 49 6 164 101 0 148 0 137 36 0 20 0 122 16 0 984 0 5:00 PM 105 0 142 6 0 54 2 214 126 0 117 0 188 38 0 41 0 99 15 0 1147 0 5:15 PM 99 0 134 4 0 64 2 165 150 0 161 0 215 43 0 61 0 104 22 0 1214 0 6:30 PM • 75 0 136 6 0 71 2 211 117 0 137 0 184 30 0 27 0 69 12 0 1077 0 5:45 PM 80 0 88 8 0 48 6 149 110 0 152 0 195 45 0 22 0 102 16 0 1021 0 6:00 PM • 77 0 141 13 0 71 4 165 121 0 189 0 170 29 0 44 0 109 18 0 1151 0 6:15 PM 67 0 137 10 0 63 3 173 119 0 168 0 208 36 0 20 0 131 34 0 1158 0 6:30 PM 43 0 92 13 0 35 1 67 70 0 75 0 107 26 0 23 0 42 17 0 611 0 Max. 15 min. 105 0 147 13 0 71 6 214 160 0 189 0 215 45 0 51 0 131 34 0 1214 0 Pk. Hr. Vol. 331 0 499 31 0 254 14 690 498 0 639 0 764 147 0 144 0 384 68 0 4463 0 5:00 PM Peak Intersecfion Traflic in Pk. Hr. 4463 Peak Hr. Factor 0.92 6:00 PM Hour Intersection Pdstrns in Pk. Hr. 0 El Camino Real at la Costa Avenue Lane Configuration for Intersecfion Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:46 AM to 8:46 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 1 1 1 1 Config - (left) 2 1 1 1 1 urations 3 1 1 1 1 1 4 1 1 1 5 6 1 1 1 1 1 Outside 7 Lane Settings 2 3 0 2 3 0 2 2 1 1 2 0 Capacity 3240 6000 0 3240 6000 0 3240 4000 1800 1800 4000 0 Aie the North/South phases split (Y/N)? N Aie the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Houriy Volume 263 431 9 86 426 467 659 275 62 70 611 143 Adjusted Hourly Volume 263 440 0 86 892 0 669 276 62 70 754 0 Utilizafion Factor 0.08 0.07 0.00 0.03 0.16 0.00 0.17 0.07 0.03 0.04 0,19 0.00 Critical Factors 0.08 0.15 0.17 0.19 ICU Rafio 0.69 LOS = Turning Movements at Intersection of: Time : 7:46 AM to 8:46 AM Date : 7/27/93 Day: Tuesday Name : A.B 8c C.K W e s t A P P r Totals 2227 Sub- totals 1341 886 El Camlno Real and La Costa Avenue North Approach Ei Camino Real 2127 559 275 52 978 467 425 86 t , North ^ 263 431 9 Subtotals 547 Total 703 1149 143 611 70 Total Subtotals Sub- totals 824 Totals 1178 354 La Costa Avenue E a s t A P P r 1250 South /Approach Note : Left-turn volumes inciude U-turns. B Camlno Real at La Costa Avenue Larie Configuration for Intersecfion Capacity Utilization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 5:00 PM to 6:00 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 1 1 1 1 Config - (left) 2 1 1 1 1 urafions 3 A 1 1 1 1 1 1 1 1 5 6 1 1 1 1 1 1 1 1 Outside 7 Lane Settings 2 3 0 2 3 0 2 2 1 1 2 0 Capacity 3240 6000 0 3240 6000 0 3240 4000 1800 1800 4000 0 /Are the North/South phases split (Y/N)? N Aie the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 331 499 31 268 690 498 639 764 147 144 384 68 Adjusted Hourly Voiume 331 530 0 268 1188 0 639 764 147 144 452 0 Utilization Factor 0.10 0.09 0.00 0.08 0.20 0.00 0.20 0.19 0.08 0.08 0.11 0.00 Crrtical Factors 0.10 0.20 0.20 0.11 ICU Rafio = 0.71 LOS = Turning Movements at Intersection of: El Camlno Real and La Costa Avenue W e s t A P P r Time : 5:00 PM to 6:00 PM Date : 7/27/93 Day : Tuesday Name : A.B 8c C.K Totals 2763 Sub- totals 1213 1550 North Approach Et Camirw Real 639 764 147 Subtotals Total 981 2676 1456 498 690 268 t North t 331 499 861 1842 31 1220 68 384 144 Total Subtotals Sub- totals 596 1049 Totals 1646 La Costa Avenue E a s t A P P r South /Approach Note : Left-turn volumes inciude U-turns. CITY OF CARLSBAD SUMMER 1993 INTERSECTION ANALYSIS SUMMARY Intersection Number: 7 Intersection Location: El Camino Real and Olivenhain Road CONTENT Turn Movement Count Summary (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Turn Movement Diagram P.M. Peak Hour ICU Analysis and Turn Movement Diagram PAGE 1 of 3 2 of 3 3 of 3 JHK 8c Associates Turning Movement Count /Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Street: El Camino Real E/W Street: Olivenhain Road File: CARLS07.XLS Data Collected by M.S 8c C.K Count Dote : 7/22/93 Day: Thursday Weather: Clear Traffic Control: Signalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 16 min Total End of 16 min. prd. Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Pecds Vehicles Peds 6:15 AM 0 0 29 27 0 2 0 24 0 0 0 0 0 0 0 58 0 0 13 0 153 0 6:30 AM 0 0 45 29 0 14 0 43 0 0 0 0 0 0 0 84 0 0 17 0 232 0 6:46 AM 0 0 69 47 0 20 0 66 0 0 0 0 0 0 0 136 0 0 37 0 374 0 7:00 AM 0 0 66 50 0 25 0 78 0 0 0 0 0 0 0 109 0 0 14 0 342 0 7:15AM 0 0 73 43 0 21 0 83 0 0 0 0 0 0 0 131 0 0 35 0 386 0 7:30 AM 0 0 105 71 0 20 0 94 0 0 0 0 0 0 0 174 0 0 25 0 489 0 7:45 AM 0 0 111 70 0 29 0 120 0 0 0 0 0 0 0 158 0 0 49 0 637 0 8:00 AM * 0 0 113 78 0 22 0 168 0 0 0 0 0 0 0 199 0 0 47 0 627 0 8:15 AM • 0 0 131 74 0 20 0 156 0 0 0 0 0 0 0 170 0 0 46 0 697 0 8:30 AM * 0 0 106 72 0 31 0 148 0 0 0 0 0 0 0 155 0 0 38 0 649 0 8:45 AM " 0 0 95 73 0 36 0 181 0 0 0 0 0 0 0 164 0 0 58 0 607 0 9:00 AM 0 0 153 69 0 34 0 176 0 0 0 0 0 0 0 135 0 0 43 0 610 0 Max. 16 min. 0 0 153 78 0 36 0 181 0 0 0 0 0 0 0 199 0 0 58 0 627 0 Pk. Hr. Vol. 0 0 444 297 0 109 0 653 0 0 0 0 0 0 0 688 0 0 189 0 2380 0 7:45 AM Peak Intersecfion Traffic in Pk. Hr. = 2380 Peak Hr. Factor 0.96 8:45 AM Hour Intersection Pdstrns in Pk. Hr. 0 3:45 PM 0 0 176 152 0 44 0 177 0 0 0 0 0 0 0 119 0 0 64 0 722 0 4:00 PM 0 0 167 139 0 30 0 197 0 0 0 0 0 0 0 104 0 0 42 0 679 0 4:15 PM 0 0 221 187 0 49 0 190 0 0 0 0 0 0 0 129 0 0 50 0 826 0 4:30 PM 0 0 176 171 0 37 0 176 0 0 0 0 0 0 0 94 0 0 43 0 696 0 4:45 PM • 0 0 205 187 0 50 0 186 0 0 0 0 0 0 0 124 0 0 57 0 808 0 5:00 PM • 0 0 259 203 0 56 0 206 0 0 0 0 0 0 0 120 0 0 45 0 888 0 5:15 PM • 0 0 194 192 0 38 0 179 0 0 0 0 0 0 0 117 0 0 35 0 755 0 5:30 PM • 0 0 242 231 0 79 0 282 0 0 0 0 0 0 0 145 0 0 46 0 1025 0 5:45 PM 0 0 189 175 0 81 0 194 0 0 0 0 0 0 0 106 0 0 45 0 790 0 6:00 PM 0 0 191 189 0 54 0 210 0 0 0 0 0 0 0 135 0 0 33 0 812 0 6:15 PM 0 0 177 164 0 57 0 186 0 0 0 0 0 0 0 127 0 0 29 0 739 0 6:30 PM 0 0 143 132 0 31 0 136 0 0 0 0 0 0 0 114 0 0 32 0 588 0 Max. 15 min. 0 0 269 231 0 81 0 282 0 0 0 0 0 0 0 145 0 0 57 0 1025 0 Pk. Hr. Vol. 0 0 900 813 0 222 0 852 0 0 0 0 0 0 0 606 0 0 183 0 3476 0 4:30 PM Peak Intersecfion Traffic in Pk. Hr. = 3476 Peak Hr. Factor 0.85 5:30 PM Hour Intersection Pdstrns in Pk. Hr. = 0 El Camlno Real at OUvenhain Road Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : 7:45 AM to 8:45 AM South/Appr (NB) North/Appr (SB) West Appr (EB) East/Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config- urations Inside (left) Outside 1 1 1 1 Lane Settings 0 2 112 Capacity 0 4000 1800 1800 4000 /Are the North/South phases split (Y/N)? N Aie the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 0 Adjusted Hourly Volume 0 Ufilizafion Factor 0.00 Critical Factors 444 444 297 297 109 109 653 653 1 1800 688 688 1 1800 189 189 0.11 0.17 0.06 0.16 0.00 0.00 0.00 0.00 0.38 0.00 0.11 0.17 0.06 0.00 0.00 0,38 ICU Ratio = 0.71 LOS = Turning Movements at intersection of: El Camino Real and Olivenhain Road W e s t A P P r Time : 7:45 AM to 8:45 AM Date: 7/22/93 Day : Thursday Name : M.S 8c C.K Totals Sub- totals 0 0 North Approach Ei Camino Real Subtotals Total 1341 1396 762 0 653 109 t North f 633 189 0 688 444 297 741 Total Subtotals Sub- totals 877 Totals 1283 406 Olivenhain Road a s t A P P r 2082 South /Approach Note : Left-turn volumes include U-turns. El Camlno Real at OUvenhain Road Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period ; 4:30 PM to 5:30 PM South Appr (NB) North Appr (SB) West Appr (EB) Page 3 of 3 East Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config- urafions Inside (left) Outside 1 1 1 Lane Settings 0 2 1 1 2 0 0 0 0 1 0 1 Capacity 0 4000 1800 1800 4000 0 0 0 0 1800 0 1800 Are the North/South phases split (Y/N)? N /Are the East/West phases spirt (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 0 900 813 222 862 0 0 0 0 506 0 183 Adjusted Hourly Volume 0 900 813 222 852 0 0 0 0 506 0 183 Ufilization Factor 0.00 0.23 0.46 0.12 0.21 0.00 0.00 0.00 0.00 0.28 0.00 0.10 Critical Factors 0.46 0.12 0.00 0.00 0.28 ICU Ratio = 0.96 LOS = E Turning Movements at Intersection of: El Camlno Real and OUvenhain Road W e s t A P P r Time : 4:30 PM to 5:30 PM Date : 7/22/93 Day : Thursday Name : M.S 8c C.K Totals Sub- totals 0 0 North Approach El Camlno Real 2157 Subfofals 1358 Total 1074 852 222 1083 t North ^ t r 4L_ 183 0 506 900 813 1713 Total Subtotals Sub- totals 689 1036 Totals 1724 Olivenhain Road E a s t A P P r 3071 South /Approach Note : Left-turn volumes include U-turns. CITY OF CARLSBAD SUMMER 1993 INTERSECTION ANALYSIS SUMMARY Intersection Number: 8 Intersection Location: Palomar Airport Road and College Boulevard CONTENT PAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and 2 of 3 Turn Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Turn Movement Diagram JHK 8c /Associates Turning Movement Count Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Street: College Boulevard E/W Street: Palomar Airport Road File: CARLS08.XLS Data Collected by M.S 8c C.K Count Date: 7/7/93 Day: Wednesday Weather: Clear South /Approach (NB) North Approach (SB) Traffic Control: Signalized West /Approach (EB) East Approach (WB) 16 min Total End of 16 min. prd. Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 0 0 0 0 0 4 0 0 10 0 24 1 70 0 0 0 0 93 1 0 203 0 6:30 AM 0 0 0 0 0 3 0 0 18 0 73 0 124 0 1 0 0 90 2 0 310 1 0 6:45 AM 0 0 0 0 0 6 0 0 23 0 95 0 207 0 0 0 1 118 3 0 463 1 0 7:00 AM 0 0 0 0 0 21 0 0 37 0 160 1 260 0 0 0 0 140 2 0 621 0 7:15AM 0 0 0 0 0 15 1 0 28 0 74 0 205 0 0 0 1 123 4 0 461 0 7:30 AM ' 0 0 0 0 0 10 1 0 26 0 119 0 281 0 0 0 1 128 1 0 567 0 7:45 AM ' 0 0 0 0 0 16 0 0 28 0 90 0 271 0 0 0 0 126 5 0 536 0 8:00 AM • 0 0 0 0 0 7 0 0 32 0 153 0 331 0 0 0 0 112 3 0 638 0 8:15 AM • 0 0 0 0 0 8 0 0 22 0 152 0 267 0 0 0 2 125 16 0 592 0 8:30 AM 0 0 0 0 0 9 1 0 29 0 104 1 198 0 0 0 0 162 11 0 515 0 8:45 AM 0 0 0 0 0 10 0 0 36 0 101 0 194 0 0 0 0 159 12 0 512 0 9:00 AM 0 0 0 0 0 11 1 0 30 0 73 1 205 0 0 0 2 167 7 0 487 0 Max. 16 min. 0 0 0 0 0 21 1 0 37 0 160 1 331 0 1 0 2 162 16 0 638 1 Pk. Hr. Vol. 0 0 0 0 0 41 1 0 108 0 514 0 1150 0 0 0 3 490 25 0 2332 0 7:16 AM Peak Intersection Traffic in Pk. Hr. = 2332 Peak Hr. Factor 0.91 8:15 AM Hour intersecfion Pdstrns in Pk. Hr. = 0 3:45 PM 0 0 0 0 0 23 0 0 122 0 60 1 162 0 0 0 0 300 25 0 693 0 4:00 PM 0 0 0 0 0 29 0 0 115 0 78 0 181 0 0 0 1 336 12 0 751 0 4:15 PM 0 0 0 0 0 18 0 0 209 0 76 0 201 0 0 0 0 300 10 0 814 0 4:30 PM 0 0 0 0 0 12 0 0 78 0 47 2 203 0 1 0 0 267 11 0 620 1 4:45 PM • 0 0 0 0 0 29 1 0 178 0 54 1 221 0 0 0 0 392 12 0 888 0 5:00 PM • 0 0 0 0 0 16 0 0 111 0 59 0 186 0 0 0 1 287 13 0 673 0 6:15 PM • 0 0 0 0 0 40 0 0 209 0 48 1 161 0 0 0 0 412 26 1 897 1 5:30 PM " 0 0 0 0 0 6 0 0 169 0 50 1 181 0 0 0 0 449 17 1 863 1 5:46 PM 0 0 0 0 0 19 1 0 122 0 23 1 180 0 0 0 1 340 17 0 704 0 6:00 PM 0 0 0 0 0 0 0 0 126 0 48 1 167 0 0 0 0 321 9 0 662 0 6:15 PM 0 0 0 0 0 6 0 0 112 0 26 2 148 0 2 0 0 286 6 0 586 2 6:30 PM 0 0 0 0 0 3 0 0 107 0 55 1 124 0 1 0 1 230 10 2 531 3 Max. 15 min. 0 0 0 0 0 40 1 0 209 0 78 2 221 0 2 0 1 449 26 2 897 3 Pk. Hr. Vol. 0 0 0 0 0 91 1 0 657 0 211 3 749 0 0 0 1 1540 68 2 3321 2 4:30 PM Peak Intersection Traffic in Pk. Hr. = 3321 Peak Hr. Factor 0.93 5:30 PM Hour Intersection Pdstrns in Pk. Hr. = 2 College Boulevard at Palomar Airport Road Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 7:15 AM to 8:15 AM Page 2 of 3 South/Appr (NB) North/Appr (SB) West Appr (EB) East/Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config- urations Inside (left) Outside 1 Lane Settings 0 0 0 1 0 2 2 3 1 2 3 1 Capacity 0 0 0 1800 0 3240 3240 6000 1800 3240 6000 1800 Are the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 0 0 0 42 0 108 514 1150 0 3 490 25 Adjusted Hourly Volume 0 0 0 42 0 108 514 1160 0 3 490 26 Ufilization Factor 0.00 0.00 0.00 0.02 0.00 0.03 0.16 0.19 0.00 0.00 0.08 0.01 Crrtical Factors 0.00 0.03 0.16 0.08 ICU Ratio = 0.37 LOS = A Turning Movements of Intersection of: W e s t A P P r Totals 2262 Time : 7:15 AM to 8:15AM 7/7/93 Wednesday M.S 8c C.K Sub- totals Date Day Name 598 1664 College Boulevard and Palomar Airport Road North Approach College Boulevard 690 150 108 0 42 614 1150 0 Subtotals Total t North 640 4^ 25 490 3 Total Subtotals Sub- totals 518 Totals 1712 1194 Palomar Airport Road E a s t A P P r South /Approach Note : Left-turn volumes include U-turns. College Boulevard at Palomar Airport Road Lane Configuration for Intersection Capacity Utilizafion Pk. Hr. Time Period 4:30 PM to 5:30 PM Page 3 of 3 South Appr (NB) North/Appr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right _Left_ Thru Right Left Thru Right Lane Config - urations Inside (left) Outside 1 1 Lane Settings 0 0 0 1 0 2 2 3 1 2 3 1 Capacity 0 0 0 1800 0 3240 3240 6000 1800 3240 6000 1800 Aie the North/South phases split (Y/N)? N /Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 0 0 0 92 0 667 214 749 0 1 1540 68 Adjusted Hourly Volume 0 0 0 92 0 667 214 749 0 1 1540 68 Utilization Factor 0.00 0.00 0.00 0.06 0.00 0.20 0.07 0.12 0.00 0.00 0.26 0.04 Criticai Factors 0.00 0.20 0.07 0.26 ICU Ratio 0.63 LOS = B Turning Movements at Intersection of: Time : 4:30 PM to 5:30 PM Date: 7/7/93 Day : Wednesday Name : M.S 8c C.K W e s t A P P r Totals 3163 Sub- totals 2200 963 College Boulevard and Palonnar Airport Road North Approach College Boulevard 749 657 0 214 749 0 Subtotals Total 1029 92 280 t North 1 t r 0 0 0 0 4^ 68 1540 1 Total Subtotals Sub- totals 1609 Totals 2450 841 PaionfKir Airport Road E a s t A P P r South /Approach Note : Left-turn volumes include U-turns. CITY OF CARLSBAD SUMMER 1993 INTERSECTION ANALYSIS SUMMARY Intersection Number: 9 Intersection Location: Carlsbad Boulevard and Grand Avenue CONTENT Turn Movement Count Summary (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Turn Movement Diagram P.M. Peak Hour ICU Analysis and Turn Movement Diagram PAGE 1 of 3 2 of 3 3 of 3 JHK 8c /Associates Turning Movement Count /Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Street: Carlsbad Blvd E/W Street: Grand Avenue File: CARLS09.XLS Data Collected by J.S 8c J.F Count Date: 8/4/93 Day: Wednesday Weather: Clear Traffic Control: Signalized South /Approach (NB) North Approach (SB) West /Approach (EB) East Approach (WB) 16 min Total End of 16 min. prd. Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 1 0 7 2 0 1 0 27 1 1 0 0 0 1 0 2 0 1 3 1 46 2 6:30 AM 0 0 16 5 1 1 0 35 1 0 0 0 0 0 2 2 0 1 2 1 63 4 6:45 AM 2 0 21 6 1 2 0 44 3 0 0 0 1 1 0 11 0 1 2 1 93 2 7:00 AM 1 0 21 6 0 2 0 69 3 2 0 0 0 1 0 16 0 6 8 3 132 5 7:15 AM 1 0 23 2 3 1 0 72 2 0 0 0 4 0 2 13 0 4 4 1 126 6 7:30 AM 0 0 15 2 1 1 0 95 1 2 0 0 1 1 4 12 0 2 5 2 135 9 7:45 AM 3 1 28 3 2 6 0 70 2 1 1 0 1 0 1 26 0 1 9 1 151 5 8:00 AM 4 0 35 9 2 3 0 71 2 1 1 0 3 1 0 11 0 4 7 5 151 8 8:15 AM • 1 1 39 14 2 4 0 83 6 1 0 0 13 3 2 17 0 2 6 1 189 6 8:30 AM ' 3 2 47 5 3 0 0 64 3 3 3 0 7 1 4 19 0 3 5 3 162 13 8:45 AM ' 2 0 29 7 3 2 0 64 2 3 2 0 4 4 2 15 0 6 9 9 136 17 9:00 AM • 5 0 44 7 4 5 0 79 5 1 1 0 6 3 5 29 0 19 18 3 220 13 Max. 15 min. 5 2 47 14 4 6 0 95 6 3 3 0 13 4 6 29 0 19 18 9 220 17 Pk. Hr, Vol. 11 3 159 33 12 11 0 280 16 8 6 0 29 11 13 80 0 30 38 16 707 49 8:00 AM Peak Intersection Traffic in Pk. Hr. = 707 Peak Hr. Factor 0.80 9:00 AM Hour Intersection Pdstrns in Pk. Hr. = 49 3:45 PM 4 2 137 10 2 6 0 133 3 1 1 0 4 3 1 20 0 1 5 2 329 6 4:00 PM 11 1 174 16 6 6 0 117 3 3 5 0 11 0 2 36 0 8 26 2 412 13 4:15 PM 7 2 173 16 12 17 0 121 4 3 4 0 14 2 6 23 0 2 19 5 404 26 4:30 PM 8 0 146 16 5 6 0 82 8 3 6 0 10 3 5 21 0 6 7 2 319 15 4:45 PM 6 0 86 6 4 12 0 111 2 2 9 0 35 9 5 30 1 5 14 1 326 12 5:00 PM 6 1 49 1 5 9 1 125 4 0 1 0 5 1 4 37 0 7 18 1 265 10 5:15 PM • 3 2 114 11 1 13 0 91 1 2 2 0 6 3 1 31 0 6 12 2 294 6 5:30 PM • 13 4 104 34 20 4 0 116 2 4 4 0 27 28 18 33 0 9 16 2 394 44 5:45 PM • 9 5 138 14 1 1 0 93 10 2 2 0 51 7 1 18 0 4 9 5 361 9 6:00 PM • 18 0 244 38 22 9 0 135 5 3 13 0 50 28 7 41 0 7 16 7 604 39 6:15 PM 9 0 60 44 13 14 0 103 3 1 2 0 4 3 3 20 0 4 13 1 279 18 6:30 PM 23 3 118 25 10 5 0 119 10 1 4 0 38 9 4 24 1 9 11 3 399 18 Max. 15 min. 23 5 244 44 22 17 1 135 10 4 13 0 51 28 18 41 1 9 26 7 604 44 Pk. Hr. Vol. 43 11 600 97 44 27 0 436 18 11 21 0 134 66 27 123 0 25 53 16 1653 98 5:00 PM Peak Intersection Traffic in Pk. Hr. = 1663 Peak Hr. Factor 0.68 6:00 PM Hour Intersection Pdstrns in Pk. Hr. = 98 Cartsbad Blvd at Grand Avenue Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 8:00 AM to 9:00 AM South Appr (NB) North Appr (SB) West Appr (EB) Page 2 of 3 East Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config - urations Inside (left) Outside 1 2 3 4 6 6 7 1 1 1 1 Lane Settings 1 2 0 1 2 0 1 1 0 1 1 0 Capacity 1800 4000 0 1800 4000 0 1800 2000 0 1800 2000 0 Aie the North/South phases split (Y/N)? N Are the East/West phases split (Y/N)? N - Efficiency Lost Factor 0.10 Hourly Volume 14 159 33 11 280 16 6 29 11 80 30 38 Adjusted Hourly Volume 14 192 0 11 296 0 6 40 0 80 68 0 Utilizafion Factor 0.01 0.05 0.00 0.01 0.07 0.00 0.00 0.02 0.00 0.04 0.03 0.00 Crrtical Factors 0.01 0.07 0.02 0.04 ICU Ratio = 0.26 LOS = Turning Movements at Intersection of: Carlsbad Blvd and Grand Avenue W e s t A P P r Time : 8:00 AM to 9:00 AM Date: 8/4/93 Day: Wednesday Name : J.S 8c J.F Totals 103 Sub- totals 57 46 6 29 11 Subtotals Total North Approach 374 Carlsbad Blvd 510 307 16 280 11 t North 14 159 33 206 580 203 38 30 80 Total Subtotals Sub- totals 148 73 Totals 221 Grand Avenue E a s t A P P r South /Approach Note : Left-turn volumes include U-turns. Cartsbad Blvd at Grand Avenue Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period 5:00 PM to 6:00 PM Page 3 of 3 South Appr (NB) North /Appr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config - urations Inside (left) Outside 1 1 1 1 1 1 1 1 1 Lane Settings 1 2 0 - 1 2 0 1 1 0 1 1 0 Capacity 1800 4000 0 1800 4000 0 1800 2000 0 1800 2000 0 /Are the North/South phases split (Y/N)? N Aie the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 64 600 97 27 435 18 21 134 66 123 25 53 Adjusted Hourly Volume 54 697 0 27 453 0 21 200 0 123 78 0 Utilization Factor 0.03 0.17 0.00 0.02 0.11 0.00 0.01 0.10 0.00 0.07 0.04 0.00 Critical Factors 0.17 0.02 0.10 0.07 ICU Ratio = 0.46 LOS = Turning Movements at Intersection of: Carlsbad Blvd and Grand Avenue W e s t A P P r Time : 5:00 PM to 6:00 PM Date: 8/4/93 Day : Wednesday Name : J.S 8c J.F Totals 307 Sub- totals 86 221 North Approach Carlsbad Bivd 1154 480 18 435 21 134 66 Subtotals Total 635 54 600 751 1386 27 t North ^ t r 97 674 53 25 123 Total Subtotals Sub- totals 201 Totals 469 258 Grand Avenue E a s t A P P r South /Approach Note : Left-turn volumes include U-turns. CITY OF CARLSBAD SUMMER 1993 INTERSECTION ANALYSIS SUMMARY Intersection Number: 10 Intersection Location: Carlsbad Boulevard and Carlsbad Village Drive CONTENT Turn Movement Count Summary (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Turn Movement Diagram P.M. Peak Hour ICU Analysis and Turn Movement Diagram PAGE 1 of 3 2 of 3 3 of 3 JHK 8c /Associates Turning Movement Count /Analysis Page 1 of3 City: Carlsbad Intersection of: N/S Sfi'eet: Carlsbad Blvd E/W Street: Carlsbad Village Drive File: CARLS10.XLS Data Collected by M.K 8c M.S Count Date: 8/4/93 Day: Wednesday Weather: Clear Traffic Control: Signalized End of 16 min. prd. South /Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:16 AM 1 0 19 14 0 1 0 33 1 0 0 0 5 1 0 10 0 1 0 2 86 2 6:30 AM 0 0 25 24 0 1 0 37 1 1 1 0 5 1 0 16 0 3 1 2 116 3 6:45 AM 2 0 24 26 3 1 0 53 0 0 1 0 2 2 4 21 0 4 7 0 143 7 7:00 AM 5 0 32 28 0 8 0 96 3 3 0 0 5 2 2 32 0 7 5 1 223 6 7:15AM 0 0 48 23 8 8 0 87 4 1 1 0 7 2 2 27 0 8 1 0 216 11 7:30 AM 3 0 47 38 6 11 0 90 3 2 1 0 6 0 6 31 0 11 6 1 247 14 7:46 AM 3 0 35 27 3 4 0 72 2 0 1 0 8 7 0 23 0 11 5 3 198 6 8:00 AM 2 0 78 55 7 7 0 123 4 0 11 0 29 13 6 40 0 21 14 5 397 18 8:15 AM • 6 0 65 45 2 2 0 91 8 2 2 0 12 1 10 28 0 15 9 3 284 17 8:30 AM ' 5 0 119 50 5 11 0 80 3 2 3 0 13 1 0 19 0 12 1 0 317 7 8:45 AM ' 7 0 85 60 0 12 0 82 11 4 14 0 16 9 6 43 0 21 8 6 367 16 9:00 AM • 17 0 86 61 6 17 0 95 9 2 14 0 24 6 2 62 0 32 17 3 429 13 M<DX. 16 min. 17 0 119 60 8 17 0 123 11 4 14 0 29 13 10 62 0 32 17 6 429 18 Pk. Hr. Vol. 35 0 354 206 13 42 0 348 31 10 33 0 64 17 18 152 0 80 35 12 1397 63 8:00 AM Peak Intersection Traffic in Pk. Hr. = 1397 Peak Hr. Factor 0.81 9:00 AM Hour Intersection Pdstrns in Pk. Hr. 53 3:45 PM 10 2 136 49 15 19 1 130 3 6 6 0 23 8 12 60 0 15 8 16 470 48 4:00 PM 4 4 124 87 8 15 2 94 9 9 13 0 34 6 13 54 0 19 18 7 483 37 4:15 PM 10 6 152 72 9 29 5 136 5 11 9 0 28 12 11 65 0 29 20 9 578 40 4:30 PM 7 1 126 66 19 16 2 97 13 8 7 0 13 12 12 60 0 20 23 8 463 47 4:45 PM 3 4 113 67 9 20 1 111 6 6 6 0 20 11 1 62 0 13 14 7 461 23 5:00 PM • 5 1 130 72 27 30 0 162 15 3 6 0 19 1 28 71 0 23 33 7 568 65 6:15 PM • 4 1 123 69 23 19 1 102 7 8 8 0 20 8 5 59 0 20 17 24 448 60 5:30 PM * 7 0 146 78 25 48 0 148 5 9 5 0 34 2 15 89 0 12 24 11 698 60 5:46 PM • 16 2 120 91 32 14 6 99 12 10 5 0 19 10 13 66 0 31 20 14 501 69 6:00 PM 11 4 87 66 4 18 1 74 5 8 17 0 30 3 8 54 0 27 20 6 416 26 6:15 PM 14 2 149 86 14 29 4 120 12 17 20 0 26 7 18 71 0 26 17 7 582 56 6:30 PM 17 1 109 73 26 28 1 123 11 15 17 0 26 11 23 61 0 34 26 20 528 84 Max. 15 min. 17 6 152 91 32 48 6 162 15 17 20 0 34 12 28 89 0 34 33 24 598 84 Pk. Hr. Vol. 32 4 619 300 107 111 7 511 39 30 24 0 92 21 61 275 0 86 94 56 2115 254 4:45 PM Peak Intersection Traffic in Pk. Hr. =2115 5:46 PM Hour Intersection Pdstrns in Pk. Hr. = 254 Peak Hr. Factor 0.88 Carlsbad Blvd at Carlsbad Village Drive Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 8:00 AM to 9:00 AM Page 2 of 3 South/Appr (NB) North/Appr (SB) West Appr (EB) East/Appr (WB) Left Thru Right Left Thru Right Left Thru Right Lieft Thru Right Lane Config - urations Inside (left) Outside 1 1 1 1 1 1 1 Lane Settings 1 2 1 1 2 0 1 1 1 1 1 1 Capacity 1800 4000 1800 1800 4000 0 1800 2000 1800 1800 2000 1800 /Are the North/South phases split (Y/N)? N /Are the East/West phases split (Y/N)? Y Efficiency Lost Factor 0.10 Hourly Volume 35 354 206 42 348 31 33 64 17 152 80 35 Adjusted Hourly Volume 35 354 206 42 379 0 33 64 17 152 80 35 Utilization Factor 0.02 0.09 0.11 0.02 0.09 0.00 0.02 0.03 0.01 0.08 0.04 0.02 Crrtical Factors 0.11 0.02 0.03 0.08. ICU Ratio 0.35 LOS= A Turning Movements at Intersection of; Cartsbad Blvd and Carlsbad Village Drive W e s t A P P r Time : 8:00 AM to 9:00 AM Date: 8/4/93 Day : Wednesday Name : M.K 8c M S Totals 260 Sub- totals 146 114 33 64 17 North Approach t North Subtotals 617 595 Total 1112 Carlsbad Blvd 843 421 31 348 42 422 35 80 162 36 354 206 Total Subtotals Sub- totals 267 312 Totals 679 E a s t A P P r Carlsbad Village Drive South Approach Note : Left-turn volumes include U-turns. Carlsbad Blvd at Carlslxid Village Drive Lane Configuration for Intersection Capacity Ufilization Page 3 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 4:45 PM to 5:45 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 1 1 1 1 Config - (left) 2 1 1 1 1 1 urafions 3 4 C 1 1 1 1 1 1 Outside 0 6 7 Lane Settings 1 2 1 1 2 0 1 1 1 1 1 1 Capacity 1800 4000 1800 1800 4000 0 1800 2000 1800 1800 2000 1800 /Are the North/South phases split (Y/N)? N Aie the East/West phases spirt (Y/N)? Y Efficiency Lost Factor 0.10 Hourly Volume 36 619 300 118 511 39 24 92 21 275 86 94 Adjusted Hourly Volume 36 519 300 118 560 0 24 92 21 276 86 94 Utilization Factor 0.02 0.13 0.17 0.07 0.14 0.00 0.01 0.05 0.01 0.15 0.04 0.05 Crrtical Factors 0.17 0.07 0.05 0.15 ICU Rafio = 0.53 LOS = A Turning Movements at Intersection of: Carisbad Blvd and Carisbad Viliage Drive W e s t A P P r Time : 4:45 PM to 5:45 PM Date : 8/4/93 Day : Wednesday Name : M.K 8c M.S Totals 294 Sub- totals 157 137 24 92 21 North Approach 668 39 511 Carlsbad Blvd Subtotals Total 811 1312 118 t North ^ t r 36 519 300 866 1666 644 94 86 276 Total Subtotals Sub- totals 456 503 Totals 958 E a s t A P P r Carlsbad Village Drive South Approach Note : Left-turn volumes inciude U-turns. CITY OF CARLSBAD SUMMER 1993 INTERSECTION ANALYSIS SUMMARY Intersection Number: 11 Intersection Location: Carlsbad Boulevard and Tamarack Avenue CONTENT Turn Movement Count Summary (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Turn Movement Diagram P.M. Peak Hour ICU Analysis and Turn Movement Diagram PAGE 1 of 3 2 of 3 3 of 3 JHK 8c Associates Turning Movement Count/Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Street: Carlsbad Blvd E/W Street: Tamarack Avenue File: CARLS11.XLS Data Collected by A.B 8c C.I Count Dote : 8/4/93 Day: Wednesday Weather: Clear Traffic Control: Signalized End of 15 min. prd. South /Approach (NB) North /Approach (SB) West /Approach (EB) East Approach (WB) 15 min Total Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 6 0 18 2 0 4 0 48 6 0 2 0 0 1 0 9 0 6 1 0 102 0 6:30 AM 1 0 7 0 0 1 0 49 11 0 4 0 3 4 0 16 0 1 1 0 98 0 6:46 AM 9 0 27 2 0 8 0 93 8 0 3 0 7 0 0 22 0 5 6 0 190 0 7:00 AM 5 0 15 6 0 3 0 89 4 0 1 0 1 1 0 21 0 4 6 0 156 0 7:15 AM 9 0 37 12 0 4 0 114 13 0 4 0 10 3 0 22 0 9 7 0 244 0 7:30 AM 2 0 26 3 0 2 0 130 12 0 7 0 3 4 0 14 0 1 5 0 209 0 7:45 AM 1 0 43 8 0 1 0 113 10 0 3 0 3 7 0 17 0 7 10 0 223 0 8:00 AM " 1 0 89 6 0 3 0 144 11 0 6 0 4 6 0 28 0 5 8 0 311 0 8:16 AM • 4 0 62 6 0 1 0 149 16 0 6 0 4 4 0 26 0 11 10 0 299 0 8:30 AM " 6 0 93 10 0 0 0 128 5 0 11 0 1 3 0 23 0 7 13 0 300 0 8:46 AM ' 3 0 132 10 0 0 0 125 9 0 7 0 7 1 0 26 0 7 23 0 350 0 9:00 AM 10 0 85 3 0 5 0 83 13 0 3 0 4 6 0 17 0 2 10 0 240 0 Max. 15 min. 10 0 132 12 0 8 0 149 16 0 11 0 10 7 0 28 0 11 23 0 350 0 Pk. Hr. Vol. 14 0 376 32 0 4 0 546 41 0 30 0 16 14 0 103 0 30 64 0 1260 0 7:46 AM Peak Intersection Traffic in Pk. Hr. = 1260 Peak Hr. Factor 0.90 8:45 AM Hour Intersection Pdstrns in Pk. Hr. = 0 3:45 PM 18 0 139 9 0 22 0 142 8 0 16 0 7 5 0 23 0 7 20 0 416 0 4:00 PM 9 0 122 12 0 17 0 83 2 0 9 0 8 17 0 21 0 10 9 0 319 0 4:15 PM • 3 0 169 27 0 15 0 171 8 0 12 0 14 26 0 42 0 12 16 0 515 0 4:30 PM • 9 0 146 16 0 16 0 121 11 0 12 0 10 19 0 31 0 14 21 0 426 0 4:45 PM • 10 0 176 26 0 20 0 147 16 0 10 0 6 6 0 25 0 6 7 0 452 0 5:00 PM • 3 0 108 22 0 13 0 102 7 0 16 0 6 14 0 19 0 18 16 0 344 0 5:16 PM 12 0 153 24 • 0 24 0 177 9 0 3 0 10 17 0 23 0 10 18 0 480 0 6:30 PM 4 0 162 10 0 22 0 118 15 0 7 0 7 8 0 40 0 12 17 0 422 0 5:45 PM 16 0 130 13 0 16 0 110 9 0 13 0 4 14 0 19 0 10 12 0 366 0 6:00 PM 3 0 139 13 0 26 0 120 9 0 22 0 9 11 0 28 0 13 24 0 416 0 6:15 PM 4 0 161 8 0 12 0 115 11 0 17 0 16 13 0 25 0 12 18 0 402 0 6:30 PM 21 0 126 17 0 17 0 116 19 0 19 0 12 12 0 27 0 18 27 0 431 0 Max. 16 min. 21 0 175 27 0 25 0 177 19 0 22 0 16 26 0 42 0 18 27 0 616 0 Pk. Hr. Vol. 26 0 598 91 0 64 0 641 41 0 50 0 36 64 0 117 0 50 60 0 1737 0 4:00 PM Peak Intersection Traffic in Pk. Hr. =1737 5:00 PM Hour Intersection Pdstrns in Pk. Hr. = 0 Peak Hr. Factor 0.84 Carlsbad Blvd at Tanxirack Avenue Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period 7:45 AM to 8:45 AM Page 2 of 3 South/Appr (NB) North Appr (SB) West Appr (EB) East/Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config - urations IrTside (left) Outside 1 1 1 1 1 1 1 1 Lane Settings 1 2 0 1 3 1 0 1 1 1 1 1 Capacity 1800 4000 0 1800 6000 1800 0 2000 1800 1800 2000 1800 Aie the North/South phases split (Y/N)? N Aie the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 14 376 32 4 546 41 30 16 14 103 30 54 Adjusted Hourly Volume 14 408 0 4 546 41 0 46 14 103 30 54 Utilization Factor 0.01 0.10 0.00 0.00 0.09 0.02 0.00 0.02 0.01 0.06 0.02 0.03 Critical Factors 0.10 0.00 0.02 0.06 ICU Ratio 0.28 LOS: Turning Movements at Intersection of: Carlsbad Blvd and Tatriarack Avenue W e s t A P P r Time : 7:45 AM to 8:45 AM Date: 8/4/93 Day : Wednesday Name : A.B 8c C.I Totals 145 Sub- totals 85 60 30 16 14 Subtotals Total North Approach 591 41 546 663 14 376 422 1085 Carlsbad Blvd 1061 460 t North 54 30 103 32 Total Subtotals Sub- totals 187 62 Totals 239 TariKirack Avenue E a s t A P P r South /Approach Note : Left-turn volumes include U-turns. Carlsbad Blvd at Tatmrack Avenue Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 4:00 PM to 5:00 PM Page 3 of 3 South Appr (NB) North Appr (SB) West Appr (EB) East /Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config- urations Inside (left) Outside 1 2 3 4 5 6 7 1 1 1 1 1 1 1 1 Lane Settings 1 2 0 1 3 1 0 1 1 1 1 1 Capacity 1800 4000 0 1800 6000 1800 0 2000 1800 1800 2000 1800 /Are the North/South phases split (Y/N)? N /Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 25 598 91 64 541 41 60 36 64 117 60 60 Adjusted Hourly Volume 25 689 0 64 541 41 0 86 64 117 50 60 Utilization Factor 0.01 0.17 0.00 0.04 0.09 0.02 0.00 0.04 0.04 0.07 0.03 0.03 Critical Factors 0.17 0.04 0.04 0.07 ICU Ratio = 0.42 LOS = A Turning Movements at Intersection of: Cartsbad Bivd and Tamarack Avenue Time ; 4:00 PM to 5:00 PM Date : 8/4/93 Day : : Wednesday Name : A.B 8c C.I Sub- Totals totals W e 116 s 266 50 t 150 36 64 A P P r North Approach 41 Subtotals Total 722 Carlsbad Bivd 1354 646 541 64 t North t 25 598 91 714 1436 708 60 50 117 Total Subtotals Sub- totals 227 191 Totals 418 Tamarack Avenue E a s t A P P r South /Approach Note : Left-turn volumes include U-turns. CITY OF CARLSBAD SUMMER 1993 INTERSECTION ANALYSIS SUMMARY Intersection Number: 12 Intersection Location: Carlsbad Boulevard and Cannon Road CONTENT PAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and 2 of 3 Turn Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Turn Movement Diagram JHK 8c Associates Turning Movement Count /Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Street: Carlsbad Blvd E/W Street: Cannon Road File: CARLS12.XLS Data Collected by A.B 8c A.T Count Date: 8/5/93 Day: Thursday Weather: Clear Traffic Control: Signalized South /Approach (NB) North Approach (SB) West /Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Trn Thru Right Peds 1 Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 0 0 21 4 0 6 0 28 0 2 0 0 0 0 0 3 0 0 13 0 75 2 6:30 AM 0 0 32 1 0 3 0 61 0 1 0 0 0 0 0 1 0 0 18 0 106 1 6:46 AM 0 0 26 4 0 21 0 76 0 4 0 0 0 0 0 2 0 0 13 0 142 4 7:00 AM 0 0 25 10 0 22 0 90 0 1 0 0 0 0 0 6 0 0 14 1 167 2 7:15 AM 0 0 24 10 0 29 0 103 0 1 0 0 0 0 0 10 0 0 12 0 188 1 7:30 AM ' 0 0 64 7 0 26 0 120 0 8 0 0 0 0 0 9 0 0 9 0 225 8 7:46 AM " 0 0 67 7 0 34 0 119 0 3 0 0 0 0 0 6 0 0 6 2 229 6 8:00 AM • 0 0 57 7 0 61 0 121 0 13 0 0 0 0 0 6 0 0 13 0 265 13 8:15 AM • 0 0 71 9 0 22 0 107 0 4 0 0 0 0 0 6 0 0 14 0 229 4 8:30 AM 0 0 64 9 0 25 0 97 0 2 0 0 0 0 0 11 0 0 13 0 219 2 8:45 AM 0 0 75 6 0 20 0 94 0 7 0 0 0 0 0 12 0 0 21 0 227 7 9:00 AM 0 0 75 6 0 20 0 94 0 7 0 0 0 0 0 12 0 0 21 0 227 7 Max. 15 min. 0 0 76 10 0 61 0 121 0 13 0 0 0 0 0 12 0 0 21 2 265 13 Pk. Hr. Vol. 0 0 239 30 0 143 0 467 0 28 0 0 0 0 0 27 0 0 42 2 948 30 7:15 AM Peak Intersection Traffic in Pk. Hr. = 948 Peak Hr. Factor 0.89 8:15 AM Hour Intersection Pdstrns in Pk. Hr. = 30 3:46 PM 0 0 98 8 0 24 0 131 0 0 0 0 0 0 0 6 0 0 8 0 275 0 4:00 PM 0 0 131 8 0 28 0 131 0 0 0 0 0 0 0 24 0 0 16 0 338 0 4:15 PM 0 0 123 17 0 29 0 128 0 0 0 0 0 0 0 12 0 0 4 0 313 0 4:30 PM 0 0 148 12 2 28 0 125 0 0 0 0 0 0 0 8 0 0 11 0 332 2 4:45 PM 0 0 142 8 0 28 0 114 0 0 0 0 0 0 0 21 0 0 12 0 325 0 5:00 PM 0 0 103 9 0 27 0 135 0 0 0 0 0 0 0 7 0 0 17 0 298 0 5:15 PM • 0 0 126 14 0 17 0 106 0 0 0 0 0 0, 0 16 0 0 42 0 320 0 5:30 PM • 0 0 164 20 0 26 0 120 0 0 0 0 0 0 0 17 0 0 20 0 367 0 5:45 PM • 0 0 182 4 0 14 0 137 0 0 0 0 0 0 0 11 0 0 30 0 378 0 6:00 PM • 0 0 136 10 0 16 0 115 0 0 0 0 0 0 0 13 0 0 20 0 309 0 6:15 PM 0 0 126 9 0 14 0 99 0 0 0 0 0 0 0 10 0 0 23 0 281 0 6:30 PM 0 0 101 6 0 11 0 74 0 0 0 0 0 0 0 4 0 0 107 0 303 0 Max. 15 min. 0 0 182 20 2 29 0 137 0 0 0 0 0 0 0 24 0 0 107 0 378 2 Pk. Hr. Vol. 0 0 608 48 0 72 0 477 0 0 0 0 0 0 0 57 0 0 112 0 1374 0 5:00 PM Peak Intersection Traffic in Pk. Hr. = 1374 Peak Hr. Factor 0.91 6.00 PM Hour Intersection Pdstrns in Pk. Hr. = 0 Carlsbad Bivd at Cannon Road Lane Configuration for intersection Capacity Utilization Pk. Hr. Time Period : 7:15 AM to 8:15 AM Page 2 of 3 South/Appr (NB) North/Appr (SB) West Appr (EB) East/Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config - urations Inside (left) Outside 1 1 1 1 1 1 Lane Settings 0 1 0 1 1 0 0 0 0 1 0 1 Capacity 0 2000 0 1800 2000 0 0 0 0 1800 0 1800 /Are the North/South phases split (Y/N)? N Aie the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 0 239 30 143 467 0 0 0 0 27 0 42 Adjusted Hourly Volume 0 269 0 143 467 0 0 0 0 27 0 42 Utilization Factor 0.00 0.13 0.00 0.08 0.23 0.00 0.00 0.00 0.00 0.02 0.00 0.02 Critical Factors 0.00 0.23 0.00 0.02 ICU Ratio = 0.36 LOS = A Turning Movements at Intersection of: Cartsbad Blvd and Cannon Road W e s t A P P r Time: 7:15 AM to 8:15 AM Date: 8/5/93 Day : Thursday Name : A.B 8c A T Totals Sub- totals 0 0 Subtotals Total North Approach 494 891 610 467 143 Carlsbad Blvd 281 t North 269 4L_ 42 0 27 239 30 Total Subtotals Sub- totals 69 Totals 242 173 Cannon Road E a s t A P P r 763 South /Approach Note : Left-turn volumes include U-turns. Cartsbad Blvd at Cannon Road Lane Configurcation for Intersection Capacity Utilization Pk. Hr. Time Period : 5:00 PM to 6:00 PM Page 3 of 3 South/Appr (NB) North/Appr (SB) West Appr (EB) East/Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config - urations Inside (left) Outside 1 1 1 1 1 1 Lane Settings 0 1 0 1 1 0 0 0 0 1 0 1 Capacity 0 2000 0 1800 2000 0 0 0 0 1800 0 1800 Are the North/South phases split (Y/N)? N /Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 0 608 48 72 477 0 0 0 0 57 0 112 Adjusted Hourly Volume 0 666 0 72 477 0 0 0 0 57 0 112 Utilization Factor 0.00 0.33 0.00 0.04 0.24 0.00 0.00 0.00 0.00 0.03 0.00 0.06 Critical Factors 0.33 0.04 0.00 0.06 ICU Ratio = 0.53 LOS = A Turning Movements at Intersection of: Carlstxid Blvd and Cannon Road W e s t A P P r Time : 5:00 PM to 6:00 PM Date: 8/5/93 Day : Thursday Name : A B 8c AT Totals Sub- totals 0 0 North Approach Carlsbad Blvd 1269 Subtotals Total 549 477 72 t North 1 t r 0 608 48 534 656 1190 720 112 0 57 Total Subtotals Sub- totals 169 Totals 289 120 Cannon Road E a s t A P P r South /Approach Note : Left-turn volumes include U-turns. CITY OF CARLSBAD SUMMER 1993 INTERSECTION ANALYSIS SUMMARY Intersection Number: 13 Intersection Location: Carlsbad Boulevard and Poinsettia Lane CONTENT PAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and 2 of 3 Turn Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Turn Movement Diagram JHK 8c /Associates Turning Movement Count Analysis Page 1 of 3 City: Carlsbad intersection of: N/S Street: Cdrlsbad Blvd E/W Street: Poinsettia Lane File: CARLS13.XLS Data Collected by M.S 8c C.K Count Dote: 7/28/93 Day: Wednesday Weather; Clear Traffic Control: Signalized South /Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Trn Thru Right Peds 1 Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 0 0 11 2 0 1 0 13 0 0 0 0 0 0 0 7 0 0 5 0 39 0 6:30 AM 0 0 17 1 0 7 3 26 0 0 0 0 0 0 0 5 0 0 2 0 61 0 6:45 AM 0 0 30 8 0 5 2 40 0 0 0 0 0 0 0 13 0 0 11 0 109 0 7:00 AM 0 0 36 6 0 13 2 35 0 0 0 0 0 0 0 15 0 0 18 4 124 4 7:15 AM 0 0 36 11 0 7 0 47 0 0 0 0 0 0 0 13 0 0 9 4 122 4 7:30 AM 0 0 45 13 0 7 1 64 0 0 0 0 0 0 0 15 0 0 13 1 168 1 7:45 AM 0 0 57 9 0 15 2 102 0 0 0 0 0 0 0 23 0 0 26 3 234 3 8:00 AM 0 0 60 11 0 17 2 61 0 0 0 0 0 0 0 28 0 0 36 2 215 2 8:15 AM • 0 0 98 17 0 12 1 69 0 0 0 0 0 0 0 25 0 0 59 2 281 2 8:30 AM " 0 0 58 20 0 15 1 58 0 0 0 0 0 0 0 24 0 0 32 4 208 4 8:45 AM " 0 0 70 24 0 28 1 67 0 0 0 0 0 0 0 20 0 0 38 1 248 1 9:00 AM • 0 0 52 16 0 17 0 81 0 0 0 0 0 0 0 22 0 0 56 3 244 3 Max. 15 min. 0 0 98 24 0 28 3 102 0 0 0 0 0 0 0 28 0 0 59 . 4 281 4 Pk. Hr. Vol. 0 0 278 77 0 72 3 276 0 0 0 0 0 0 0 91 0 0 185 10 981 10 8:00 AM Peak Intersection Traffic in Pk. Hr. = 981 Peak Hr. Factor 0.87 9:00 AM Hour Intersection Pdstrns in Pk. Hr. 10 3:46 PM 0 0 89 37 0 41 2 80 0 0 0 0 0 0 0 29 0 0 52 6 330 6 4:00 PM 0 0 84 45 0 36 1 95 0 0 0 0 0 0 0 31 0 0 63 1 355 1 4:15 PM 0 0 73 31 0 22 1 78 0 0 0 0 0 0 0 26 1 0 48 1 280 1 4:30 PM • 0 0 111 36 0 26 1 100 0 0 0 0 0 0 0 30 0 0 47 1 351 1 4:46 PM • 0 0 90 34 0 25 2 75 0 0 0 0 0 0 0 27 2 0 36 1 291 1 5:00 PM • 0 0 79 32 0 35 6 83 0 0 0 0 0 0 0 26 2 0 33 0 296 0 5:16 PM • 0 0 99 38 0 48 5 117 0 0 0 0 0 0 0 37 0 0 48 0 392 0 5:30 PM 0 0 70 33 0 30 1 99 0 0 0 0 0 0 0 29 0 0 48 2 310 2 5:45 PM 0 0 50 31 0 29 4 96 0 0 0 0 0 0 0 33 0 0 41 0 284 0 6:00 PM 0 0 120 37 0 27 1 78 0 0 0 0 0 0 0 29 1 0 36 1 329 1 6:16 PM 0 0 118 41 0 36 2 79 0 0 0 0 0 0 0 21 2 0 34 1 333 1 6:30 PM 0 0 108 41 0 31 2 71 0 0 0 0 0 0 0 38 0 0 33 4 324 4 Max. 15 min. 0 0 120 45 0 48 6 117 0 0 0 0 0 0 0 38 2 0 63 6 392 6 Pk. Hr. Vol. 0 0 379 140 0 134 14 375 0 0 0 0 0 0 0 120 4 0 164 2 1330 2 4:15 PM Peak Intersecfion Traffic in Pk. Hr. = 1330 Peak Hr. Factor 0.85 5:15 PM Hour Intersection Pdstrns in Pk. Hr. 2 Carlsbad Blvd at Poinsettia Lane Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 8:00 AM to 9:00 AM Page 2 of 3 South Appr (NB) North/Appr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config - urations Inside (left) Outside 1 1 1 1 Lane Settings 0 2 1 1 2 0 0 Capacity 0 4000 1800 1800 4000 0 0 Aie the North/South phases split (Y/N)? N /Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 0 278 77 75 275 0 0 Adjusted Hourly Volume 0 278 77 75 275 0 0 Utilization Factor 0.00 0.07 0.04 0.04 0.07 0.00 0.00 Critical Factors 0.07 0.04 0.00 ICU Ratio = 0.31 LOS = A 1 1800 91 91 1 1800 185 186 0.10 0.10 Turning Movements at Intersection of: Carlsbad Bivd and Poinsettia Lane W e s t A P P r Time: 8:00 AM to 9:00 AM Date : 7/28/93 Day : Wednesday Name : M.S 8c C.K Totals Sub- totals 0 0 Subtotals Total North Approach 366 816 350 275 75 Carlsbad Bivd 466 t North 185 0 91 278 77 356 Total Subtotals Sub- totals 276 149 Totals 426 Poinsettia Lane E a s t A P P r 721 South /Approach Note : Left-turn volumes include U-turns. Carlsbad Bivd at Poinsettia Lane Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 4:16 PM to 5:15 PM Page 3 of 3 South Appr (NB) North Appr (SB) West Appr (EB) East /Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config - urations Inside (left) Outside 1 1 1 1 Lane Settings Capacity 0 2 1 1 2 0 0 0 4000 1800 1800 4000 0 0 /Are the North/South phases split (Y/N)? N Aie the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 0 379 140 Adjusted Hourly Volume 0 379 140 Ufilization Factor 0.00 0.09 0.08 Critical Factors 0.09 ICU Ratio = 0.37 LOS = A 148 148 0.08 0.08 375 0 0 375 0 0 0.09 0.00 0.00 0.00 0.00 0.00 1800 124 124 0.07 1 1800 164 164 0.00 0.09 0.09 Turning Movements at intersection of: Carlsbad Bivd and Poinsettia Lane W e s t A P P r Time : 4:15 PM to 6:15 PM Date : 7/28/93 Day : Wednesday Name : M.S 8c C.K Totals Sub- totals 0 0 Subtotals Total North Approach Carlsbad Bivd 496 1080 523 376 148 t North 379 140 619 557 164 0 124 Total Subtotals Sub- totals 288 278 Totals 566 Poinsettia Lane E a s t A P P r 1014 South /Approach Note : Left-turn volumes include U-turns. CITY OF CARLSBAD SUMMER 1993 INTERSECTION ANALYSIS SUMMARY Intersection Number: 14 Intersection Location: Rancho Santa Fe Road and Melrose Drive CONTENT Turn Movement Count Summary (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Turn Movement Diagram P.M. Peak Hour ICU Analysis and Turn Movement Diagram PAGE 1 of 3 2 of 3 3 of 3 JHK 8c Associates Turning Movement Count /Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Street: Rancho Santa Fe Road E/W Street: Melrose Drive File: CARLS14.XLS Data Collected by M.U 8c A.B Count Dote: 7/20/93 Day: Tuesday Weather: Clear Traffic Control: Signalized South /Approach (NB) North /Approach (SB) West Approach (EB) East Approach (WB) 16 min Total End of 15 min. prd. Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 1 0 62 0 0 0 0 119 3 0 22 0 0 5 0 0 0 0 0 0 212 0 6:30 AM 3 0 69 0 0 0 0 232 13 0 40 0 0 4 0 0 0 0 0 0 361 0 6:45 AM 9 0 85 0 0 0 0 241 15 0 16 0 0 4 0 0 0 0 0 0 370 0 7:00 AM " 15 0 140 0 0 0 0 381 33 0 68 0 0 33 0 0 0 0 0 0 670 0 7:15 AM • 4 0 120 0 0 0 0 248 22 0 44 0 0 15 0 0 0 0 0 0 463 0 7:30 AM " 11 0 168 0 0 0 0 276 25 0 85 0 0 14 0 0 0 0 0 0 579 0 7:45 AM ' 12 0 207 0 0 0 0 266 23 0 86 0 0 28 0 0 0 0 0 0 622 0 8:00 AM 21 0 213 0 0 0 0 137 42 0 106 0 0 27 0 0 0 0 0 0 546 0 8:16 AM 20 0 150 0 0 0 0 202 54 0 103 0 0 36 0 0 0 0 0 0 665 0 8:30 AM 16 0 123 0 0 0 0 214 44 0 84 0 0 22 0 0 0 0 0 0 503 0 8:45 AM 24 0 171 0 0 0 0 251 27 0 79 0 0 22 0 0 0 0 0 0 574 0 9:00 AM 18 0 163 0 0 0 0 162 33 0 44 0 0 26 0 0 0 0 0 0 446 0 Max. 15 min. 24 0 213 0 0 0 0 381 54 0 105 0 0 36 0 0 0 0 0 0 670 0 Pk. Hr. Vol. 42 0 636 0 0 0 0 1171 103 0 283 0 0 90 0 0 0 0 0 0 2324 0 6:46 AM Peak Intersection Traffic in Pk. Hr. = 2324 Peak Hr. Factor 0.87 7:45 AM Hour Intersection Pdstrns in Pk. Hr. = 0 3:45 PM 29 0 331 0 0 0 0 188 37 0 79 0 0 25 0 0 0 0 0 0 689 0 4:00 PM 20 0 230 0 0 0 0 126 20 0 58 0 0 23 0 0 0 0 0 0 477 0 4:16 PM 37 0 267 0 0 0 0 184 16 0 69 0 0 50 0 0 0 0 0 0 623 0 4:30 PM 24 0 253 0 0 0 0 149 39 0 108 0 0 9 0 0 0 0 0 0 582 0 4:45 PM 52 0 350 0 0 0 0 246 41 0 68 0 0 36 0 0 0 0 0 0 783 0 5:00 PM • 39 0 237 0 0 0 0 110 29 0 100 0 0 32 0 0 0 0 0 0 547 0 5:16 PM • 40 0 321 0 0 0 0 232 41 0 107 0 0 63 0 0 0 0 0 0 804 0 5:30 PM " 28 0 228 0 0 0 0 178 33 1 131 0 0 16 0 0 0 0 0 0 614 1 5:45 PM • 41 0 299 0 0 0 0 233 71 0 138 0 0 53 0 0 0 0 0 0 835 0 6:00 PM 21 0 205 0 0 0 0 85 30 0 72 0 0 23 0 0 0 0 0 0 436 0 6:15 PM 32 0 189 0 0 0 0 129 36 0 79 0 0 14 0 0 0 0 0 0 479 0 6:30 PM 14 0 446 0 0 0 0 131 26 0 39 0 0 8 0 0 0 0 0 0 664 0 Max. 15 min. 62 0 446 0 0 0 0 246 71 1 138 0 0 63 0 0 0 0 0 0 835 1 Pk. Hr.Vol. 148 0 1085 0 0 0 0 763 174 1 476 0 0 164 0 0 0 0 0 0 2800 1 4:45 PM Peak Intersection Traffic in Pk. Hr. = 2800 Peak Hr. Factor 0.84 5:45 PM Hour Intersection Pdstrns in Pk. Hr. 1 Rancho Santa Fe Road at Melrose Drive Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period ; 6:46 AM to 7:45 AM Page 2 of 3 South/Appr (NB) North Appr (SB) West Appr (EB) East/Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config- urations Inside (left) Outside 1 1 1 1 1 Lane Settings 1 2 0 0 1 1 1 0 1 0 0 0 Capacity 1800 4000 0 0 2000 1800 1800 0 1800 0 0 0 /Are the North/South phases split (Y/N)? N Aie the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 ' Hourly Volume 42 635 0 0 1171 103 283 0 90 0 0 0 Adjusted Hourly Volume 42 636 0 0 1171 103 283 0 90 0 0 0 Utilizafion Factor 0.02 0.16 0.00 0.00 0.59 0.06 0.16 0.00 0.05 0.00 0.00 0.00 Critical Factors 0.02 0.69 0.16 0.00 0.00 ICU Ratio = 0.87 LOS = D Turning Movements at Intersection of: Rancho Santa Fe Road and Melrose Drive W e s t A P P r Time : 6:45 AM to 7:45 AM Date : 7/20/93 Day : Tuesday Name : M.U 8c A.B Totals 518 Sub- totals 145 373 North Approach Rancho Santa Fe Road 283 0 90 _4 2192 1274 103 1171 0 North 42 636 Subtotals 1261 677 918 t Total Subtotals Sub- totals Totals Melrose Drive E a s t A P P r Total 1938 South Approach Note : Left-turn volumes include U-turrTS. Rancho Santa Fe Road at Melrose Drive Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 4:45 PM to 5:45 PM Page 3 of 3 South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right _Left_ Thru Right Left Thru Right Lane Config- urations Inside (left) Outside 1 1 1 1 1 1 Lane Settings 1 2 0 0 1 1 1 0 1 0 0 0 Capacity 1800 4000 0 0 2000 1800 1800 0 1800 0 0 0 /Are the North/South phases split (Y/N)? N Aie the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 148 1085 0 0 753 174 476 0 164 0 0 0 Adjusted Hourly Volume 148 1086 0 0 753 174 476 0 164 0 0 0 Utilization Factor 0.08 0.27 0.00 0.00 0.38 0.10 0.26 0.00 0.09 0.00 0.00 0.00 Critical Factors 0.08 0.38 0.26 0.00 0.00 ICU Ratio = 0.82 LOS = Turning Movements at Intersection of: Rancho Santa Fe Road and Melrose Drive W e s t A P P r Time : 4:46 PM to 5:45 PM 7/20/93 Tuesday M.U 8c A.B Date Day Name Totals 962 Sub- totals 322 640 North Approach 927 174 753 476 0 164 Rancho Santa Fe Road Subtotals 917 Total 2488 t North t ^ t r 148 1086 0 1233 2160 1661 Total Subtotals Sub- totals Totals Melrose Drive E a s t A P P r South /Approach Note : Left-turn volumes include U-turns. CITY OF CARLSBAD SUMMER 1993 INTERSECTION ANALYSIS SUMMARY Intersection Number: 15 Intersection Location: Rancho Santa Fe Road and La Costa Meadows Drive CONTENT PAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. LOS Analysis (HCM Delay Method) 2 of 3 P.M. LOS Analysis (HCM Delay Method) 3 of 3 JHK 8c /Associates Turning Movement Count Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Street: Rancho Santa Fe Road E/W Street: La Costa Meadows Drive File : CARLS 16.XLS Data Collected by J.S 8cJ.R Count Date: 7/20/93 Day: Tuesday Weather: Clear Trafflc Control: Unsignalized South /Approach (NB) North /Approach (SB) West /Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 0 0 47 13 0 43 0 75 0 0 0 0 0 0 0 2 0 0 10 0 190 0 6:30 AM 0 0 77 8 0 36 0 128 0 0 0 0 0 0 0 1 0 0 8 0 258 0 6:45 AM 0 0 93 16 0 98 0 174 0 0 0 0 0 0 0 2 0 0 12 0 395 0 7:00 AM 0 0 111 26 0 123 0 191 0 0 0 0 0 0 0 1 0 0 11 0 463 0 7:15AM • 0 0 134 20 0 128 0 210 0 0 0 0 0 0 0 4 0 0 9 0 506 0 7:30 AM ' 0 0 170 28 0 79 0 173 0 0 0 0 0 0 0 2 0 0 6 0 458 0 7:45 AM ' 0 0 197 31 0 75 0 187 0 0 0 0 0 0 0 5 0 0 15 0 510 0 8:00 AM • 0 0 189 51 0 68 0 203 0 0 0 0 0 0 0 3 0 0 12 0 626 0 8:15 AM 0 0 176 29 0 77 0 201 0 0 0 0 0 0 0 3 0 0 10 0 496 0 8:30 AM 0 0 137 21 0 40 0 202 0 0 0 0 0 0 0 6 0 0 7 0 413 0 8:45 AM 0 0 167 12 0 48 0 164 0 0 0 0 0 0 0 4 0 0 13 0 388 0 9:00 AM 0 0 86 6 0 33 0 67 0 0 0 0 0 0 0 2 0 0 4 0 197 0 Max. 15 min. 0 0 197 51 0 128 0 210 0 0 0 0 0 0 0 6 0 0 15 0 526 0 Pk. Hr. Vol. 0 0 690 130 0 350 0 773 0 0 0 0 0 0 0 14 0 0 42 0 1999 0 7:00 AM Peak Intersection Traffic in Pk. Hr. = 1999 Peak Hr. Factor 0.95 8:00 AM Hour Intersection Pdstrns in Pk. Hr. 0 3:45 PM 0 0 175 16 0 32 0 98 0 0 0 0 0 0 0 29 0 0 63 0 413 0 4:00 PM 0 0 168 7 0 41 0 166 0 0 0 0 0 0 0 28 0 0 38 0 447 0 4:15 PM • 0 0 188 8 0 22 0 170 0 0 0 0 0 0 0 36 0 0 76 0 500 0 4:30 PM ' 0 0 195 10 0 24 0 146 0 0 0 0 0 0 0 39 0 0 107 0 521 0 4:45 PM • 0 0 188 11 0 18 0 136 0 0 0 0 0 0 0 44 0 0 112 0 508 0 5:00 PM • 0 0 188 8 0 15 0 134 0 0 0 0 0 0 0 30 0 0 81 0 456 0 6:15 PM 0 0 177 6 0 8 0 158 0 0 0 0 0 0 0 26 0 0 84 0 458 0 6:30 PM 0 0 202 6 0 19 0 162 0 0 0 0 0 0 0 48 0 0 59 0 495 0 5:45 PM 0 0 198 3 0 9 0 169 0 0 0 0 0 0 0 67 0 0 72 0 508 0 6:00 PM 0 0 203 4 0 12 0 152 0 0 0 0 0 0 0 19 0 0 33 0 423 0 6:15 PM 0 0 165 4 0 9 0 150 0 0 0 0 0 0 0 23 0 0 30 0 381 0 6:30 PM 0 0 178 2 0 4 0 126 0 0 0 0 0 0 0 9 0 0 12 0 331 0 Max. 16 min. 0 0 203 16 0 41 0 170 0 0 0 0 0 0 0 67 0 0 112 0 521 0 Pk. Hr.Vol. 0 0 769 37 0 79 0 685 0 0 0 0 0 0 0 149 0 0 376 0 1985 0 4:00 PM Peak Intersection Traffic in Pk. Hr, = 1985 Peak Hr, Factor 0.96 5:00 PM Hour Intersection Pdstrns in Pk. Hr. = 0 INTERSECTION ANALYST: PROJECT NO : PEAK HOUR : RANCHO SANTA FE RD/LA COSTA MEADOWS B.LT 30129 3 (7:00 AM-8:00 AM) DATE : 7/20/93 CITY / STATE : CARLSBAD, CA PK HR ENTERING VOL : 1999 Time Period Stopped Vehicles Approach Volume Time Period SB WB SB WB 6:30 - 6:45 5 9 98 14 6:45 - 7:00 23 7 123 12 7:00-7:15 19 7 128 13 7:15-7:30 28 6 79 8 7:30 - 7:45 37 1 75 20 7:45 - 8:00 66 19 68 15 8:00-8:15 11 4 77 15 8:15-8:30 8 4 40 13 15 min Stop Veti Vol 66 19 Corresponding App. Vol 68 15 Total Pk Hr Vol 350 56 APPROACH DELAY (DELAY / APPROACH) * (PK HR APPROACH VOL ) PK HR ENTERING VOL SB APPROACH (DELAY) WB APPROACH (DELAY) INTERSECTION (DELAY) 3.4 0.7 4.1 Seconds Seconds Seconds INTERSECTION (LOS) NOTE: 1. Delay data was collected at 20 second intervals. 2. Intersection LOS is based on information contained in the Highway Capacity Manual and provided earlier in this report. 3. Delay/Approach = Pk 15 min Stop Veh Vol * 20 sec / Pk 15 min Approach Vol 4. Intersection Delay is the maximized value of the 15 min Approach Delays INTERSECTION ANALYST: PROJECT NO : PEAK HOUR : RANCHO SANTA FE RD/LA COSTA MEADOWS B.LT 30129 2 (4:00 PM - 5:00 PM) DATE: 7/20/93 CITY / STATE : CARLSBAD, CA PK HR ENTERING VOL : 1985 Time Period Stopped Vehicles Approach Volume Time Period SB WB SB WB 3:45 - 4:00 19 63 41 66 4:00-4:15 2 66 22 112 4:15-4:30 3 123 24 146 4:30 - 4:45 2 66 18 156 4:45 - 5:00 0 72 15 111 5:00-5:15 0 54 8 109 5:15-5:30 6 81 19 107 5:30 - 5:45 2 29 9 139 15 min stop Veh Vol 3 123 CorresponcJing App. Vol 24 146 Total Pk Hr Vol 79 525 APPROACH DELAY (DELAY / APPROACH) * (PK HR APPROACH VOL) PK HR ENTERING VOL SB APPROACH (DELAY) WB APPROACH (DELAY) INTERSECTION (DELAY) 0.1 4.5 4.6 Seconds Seconds Seconds INTERSECTION (LOS) NOTE: 1. Delay data was collected at 20 second intervals. 2. Intersection LOS is based on information contained in the Highway Capacity Manual and provided eariier in this report. 3. Delay/Approach = Pk 15 min Stop Veh Vol * 20 sec / Pk 15 min /Vpproach Vol 4. Intersection Delay is the maximized value of the 15 min Approach Delays CITY OF CARLSBAD SUMMER 1993 INTERSECTION ANALYSIS SUMMARY Intersection Number: 16 Intersection Location: Rancho Santa Fe Road and Questhaven Road CONTENT PAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. LOS Analysis (HCM Delay Method) 2 of 3 P.M. LOS Analysis (HCM Delay Method) 3 of 3 JHK 8c /Associates Turning Movement Count /Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Street: Rancho Santa Fe Road E/W Street: Questhaven Road File: CARLS16.XLS Data Collected by C.I 8c J.S Count Date: 7/21/93 Day: Wednesday Weather: Clear Traffic Control: Unsignalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 0 0 52 13 0 28 0 78 0 0 0 0 0 0 0 3 0 0 11 0 185 0 6:30 AM 0 0 74 21 0 37 0 98 0 0 0 0 0 0 0 4 0 0 10 0 244 0 6:45 AM 0 0 90 13 0 31 0 160 0 0 0 0 0 0 0 8 0 0 19 0 311 0 7:00 AM 0 0 136 9 0 25 0 134 0 0 0 0 0 0 0 9 0 0 12 0 325 0 7:15 AM 0 0 112 6 0 42 0 165 0 0 0 0 0 0 0 6 0 0 31 0 362 0 7:30 AM 0 0 159 11 0 16 0 158 0 0 0 0 0 0 0 11 0 0 17 0 372 0 7:45 AM * 0 0 230 11 0 32 0 221 0 0 0 0 0 0 0 29 0 0 38 0 561 0 8:00 AM • 0 0 236 8 0 27 0 238 0 0 0 0 0 0 0 37 0 0 44 0 589 0 8:15 AM • 0 0 162 7 0 19 0 157 0 0 0 0 0 0 0 31 0 0 31 0 397 0 8:30 AM • 0 0 128 10 0 32 0 165 0 0 0 0 0 0 0 19 0 0 41 0 395 0 8:45 AM 0 0 122 9 0 26 0 169 0 0 0 0 0 0 0 27 0 0 31 0 374 0 9:00 AM 0 0 121 9 0 32 0 86 0 0 0 0 0 0 0 29 0 0 28 0 305 0 Max. 16 min. 0 0 235 21 0 42 0 238 0 0 0 0 0 0 0 37 0 0 44 0 589 0 Pk. Hr. Vol. 0 0 745 36 0 110 0 781 0 0 0 0 0 0 0 116 0 0 154 0 1942 0 7:30 AM Peak Intersection Traftic in Pk. Hr. = 1942 Peak Hr. Factor 0.82 8:30 AM Hour Intersection PdstrrTS in Pk. Hr. 0 3:45 PM 0 0 211 21 0 49 0 205 0 0 0 0 0 0 0 16 0 0 74 0 575 0 4:00 PM 0 0 180 8 0 46 0 148 0 0 0 0 0 0 0 16 0 0 51 0 449 0 4:15 PM 0 0 246 18 0 56 0 222 0 0 0 0 0 0 0 5 0 0 48 0 694 0 4:30 PM 0 0 189 17 0 32 0 151 0 0 0 0 0 0 0 29 0 0 45 0 463 0 4:45 PM 0 0 171 17 0 64 0 185 0 0 0 0 0 0 0 36 0 0 22 0 495 0 5:00 PM • 0 0 233 16 0 24 0 221 0 0 0 0 0 0 0 10 0 0 19 0 523 0 5:16 PM • 0 0 224 12 0 47 0 248 0 0 0 0 0 0 0 18 0 0 22 0 571 0 5:30 PM • 0 0 203 13 0 42 0 162 0 0 0 0 0 0 0 20 0 0 28 0 468 0 5:45 PM • 0 0 234 12 0 37 0 219 0 0 0 0 0 0 0 32 0 0 45 0 579 0 6:00 PM 0 0 180 7 0 30 0 137 0 0 0 0 0 0 0 16 0 0 30 0 400 0 6:15 PM 0 0 154 15 0 21 0 165 0 0 0 0 0 0 0 18 0 0 13 0 386 0 6:30 PM 0 0 229 16 0 19 0 209 0 0 0 0 0 0 0 15 0 0 21 0 509 0 Max. 16 min. 0 0 245 21 0 64 0 248 0 0 0 0 0 0 0 36 0 0 74 0 594 0 Pk. Hr. Vol. 0 0 894 53 0 150 0 850 0 0 0 0 0 0 0 80 0 0 114 0 2141 0 4:46 PM Peak intersection Traftic in Pk. Hr. = 2141 Peak Hr. Factor 0.90 5:45 PM Hour Intersection Pdstrns in Pk. Hr. = 0 INTERSECTION ANALYST: PROJECT NO : PEAK HOUR : RANCHO SANTA FE ROAD/QUESTHAVEN ROAD DATE : 7/21/93 B.L.T CiTY / STATE : CARLSBAD, CA 30129 PK HR ENTERING VOL: 1942 5 (7:30 AM - 8:30 AM) Time Period Stopped Vehicles Approach Volume Time Period SB WB SB WB 6:30 - 6:45 0 6 31 27 6:45 - 7:00 7 16 25 21 7:00-7:15 6 9 42 37 7:15-7:30 10 14 16 28 7:30 - 7:45 16 25 32 67 7:45 - 8:00 5 14 27 81 8:00-8:15 2 24 19 62 8:15-8:30 7 40 32 60 15 min stop Veti Vol 7 40 Con'esponding App. Vol 32 60 Total Pk Hr Vol 110 270 APPROACH DELAY (DELAY / APPROACH) * (PK HR APPROACH VOL ) PK HR ENTERING VOL SB APPROACH (DELAY) WB APPROACH (DELAY) INTERSECTION (DELAY) 0.2 1.9 2.1 Seconds Seconds Seconds INTERSECTION (LOS) NOTE: 1. Delay data was collected at 20 second intervals. 2. Intersection LOS is based on information contained in the Highway Capacity Manual and provided earlier in this report. 3. Delay/Approach = Pk 15 min Stop Veh Vol * 20 sec / Pk 15 min Approach Vol 4. Intersection Delay is the maximized value of the 15 min Approach Delays INTERSECTION ANALYST: PROJECT NO : PEAK HOUR : RANCHO SANTA FE ROAD/QUESTHAVEN ROAD DATE : 7/21/93 B.L.T CITY / STATE: CARLSBAD, CA 30129 PK HR ENTERING VOL: 2141 5 (4:45 PM - 5:45 PM) ^_ Time Period Stopped Vehicles Approach Volume Time Period SB WB SB WB 3:45 - 4:00 9 41 46 67 4:00-4:15 3 32 56 53 4:15-4:30 3 8 32 74 4:30 - 4:45 1 7 64 58 4:45 - 5:00 6 33 24 29 5:00-5:15 3 4 47 40 5:15-5:30 9 12 42 48 5:30 - 5:45 8 20 37 77 15 min Stop Veh Vol 6 33 Corresponding App. Vol 24 29 Total Pk Hr Vol 150 194 APPROACH DELAY (DELAY / APPROACH) * (PK HR APPROACH VOL ) PK HR ENTERING VOL SB APPROACH (DELAY) WB APPROACH (DELAY) INTERSECTION (DELAY) 0.4 Seconds 2.1 Seconds 2.5 Seconds INTERSECTION (LOS) NOTE: 1. Delay data was collected at 20 second intervals. 2. Intersection LOS is based on information contained in the Highway Capacity Manual and provided eadier in this report. 3. Delay/Approach = Pk 15 min Stop Veh Vol * 20 sec / Pk 15 min Approach Vol 4. Intersection Delay is the maximized value of the 15 min Approach Delays CITY OF CARLSBAD SUMMER 1993 INTERSECTION ANALYSIS SUMMARY Intersection Number: 17 Intersection Location: Rancho Santa Fe Road and La Costa Avenue CONTENT PAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and 2 of 3 Turn Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Turn Movement Diagram JHK 8c /Associates Turning Movement Count /Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Sfi'eet: Rancho Santa Fe Road E/W Street: La Costa Avenue File: CARLS17.XLS Data Collected by C.K 8t M.S Count Date : Day : Wednesday 7/21/93 Weather: Clear South Approach (NB) North /Approach (SB) Traffic Control: Signalized West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 1 0 38 3 0 2 0 58 23 0 45 0 2 5 1 5 0 8 5 0 195 1 6:30 AM 2 0 28 0 0 1 0 65 28 0 41 0 2 6 1 4 0 17 4 0 198 1 6:45 AM 6 0 47 0 0 1 0 130 60 0 61 0 5 13 1 6 0 29 10 0 368 1 7:00 AM 4 0 57 1 0 1 0 105 35 0 79 0 3 15 1 5 0 25 9 0 339 1 7:15 AM • 11 0 80 3 0 1 0 141 50 0 60 0 5 34 2 20 0 27 15 0 447 2 7:30 AM * 7 0 83 0 0 1 0 130 41 0 87 0 3 21 4 8 0 19 10 0 410 4 7:46 AM " 14 0 136 3 0 1 0 169 46 0 97 0 5 37 2 13 0 24 8 0 563 2 8:00 AM • 27 0 129 4 0 4 0 167 46 0 84 0 5 37 0 8 0 27 9 0 647 0 8:15 AM 17 0 80 0 2 6 0 110 38 2 59 0 6 15 1 9 0 17 8 1 365 6 8:30 AM 21 0 76 1 0 2 0 96 28 0 63 0 8 33 2 6 0 21 6 2 359 4 8:45 AM 19 0 86 3 0 I 0 113 43 0 58 0 7 23 2 18 0 24 7 0 402 2 9:00 AM 27 0 82 0 0 1 0 132 67 0 64 0 5 42 4 9 0 18 2 0 439 4 Max. 15 min. 27 0 136 4 2 6 0 169 60 2 97 0 8 42 4 20 0 29 15 2 653 6 Pk. Hr. Vol. 59 0 428 10 0 7 0 607 183 0 328 0 18 129 8 49 0 97 42 0 1957 8 7:00 AM Peak Intersection Traffic in Pk. Hr. = 1957 Peak Hr. Factor 0.88 8:00 AM Hour Intersection Pdstrns in Pk. Hr. = 8 3:46 PM 29 0 116 7 0 7 0 99 67 0 80 0 16 23 1 9 0 10 7 1 470 2 4:00 PM 22 0 120 7 0 9 0 86 36 0 58 0 16 15 0 3 0 12 7 0 391 0 4:15 PM 34 0 163 5 0 7 0 81 52 0 65 0 25 20 2 2 0 10 4 0 468 2 4:30 PM 45 0 174 12 0 6 0 98 81 1 77 0 34 38 0 7 0 5 2 0 679 1 4:45 PM 32 0 140 6 0 5 0 113 38 0 79 0 23 37 0 11 0 14 8 1 506 1 5:00 PM 34 0 121 9 0 1 0 78 59 0 63 0 18 25 0 4 0 12 5 0 429 0 5:15 PM • 47 0 163 7 0 11 0 122 47 0 63 0 34 25 0 5 0 12 5 0 631 0 5:30 PM • 43 0 164 11 0 4 0 135 52 0 98 0 36 36 1 5 0 10 5 0 599 1 5:45 PM • 39 0 167 9 0 7 0 111 66 0 79 0 20 36 0 12 0 12 3 0 560 0 6:00 PM • 43 0 147 25 0 15 0 112 87 0 70 0 46 32 0 8 0 14 4 0 602 0 6:15 PM 34 0 126 8 0 5 0 120 56 0 56 0 26 34 0 7 0 10 5 0 485 0 6:30 PM 39 0 84 13 0 7 0 79 42 0 60 0 32 26 1 5 0 17 5 1 408 2 Max. 15 min. 47 0 174 25 0 15 0 135 87 1 98 0 45 38 2 12 0 17 8 1 602 2 Pk. Hr. Vol. 172 0 631 52 0 37 0 480 251 0 310 0 135 129 1 30 0 48 17 0 2292 1 5:00 PM Peak Intersection Traffic in Pk. Hr. = 2292 Peak Hr. Factor 0.95 6:00 PM Hour Intersection Pdstrns in Pk. Hr. = 1 Rancho Santa Fe Rcxid at La Costa Avenue Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:00 AM to 8:00 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 1 1 1 1 Config - (left) 2 1 1 1 1 urations 3 4 C 1 1 1 1 1 1 1 1 Outside 0 6 7 Lane Settings 1 2 0 1 2 0 1 2 0 1 2 0 Capacity 1800 4000 0 1800 4000 0 1800 4000 0 1800 4000 0 Aie the North/South phases split (Y/N)? N /Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 59 428 10 7 607 183 328 18 129 49 97 42 Adjusted Hourly Volume 59 438 0 7 790 0 328 147 0 49 139 0 Utilization Factor 0.03 0.11 0.00 0.00 0.20 0.00 0.18 0.04 0.00 0.03 0.03 0.00 Critical Factors 0.03 0.20 0.18 0.03 ICU Ratio = 0.55 LOS = A Turning Movements at Intersection of: Rancho Santa Fe Road and La Costa Avenue North Approach W e s t A P P r Time : 7:00 AM to 8:00 AM Date : 7/21/93 Day : Wednesday Name : C.K 8c M.S RanctK) Santa Fe Road Totals 814 Sub- totais 339 475 328 18 129 Subtotals Total 785 1596 797 183 607 North 798 t 42 97 49 59 428 10 497 1282 Total Subtotals Sub- totals 188 36 Totals 223 E a s t A P P r La Costa Avenue South /Approach Note : Left-turn volumes include U-turns. Rancho Santa Fe Road at La Costa Avenue Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 5:00 PM to Page 3 of 3 South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 6:00 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 1 1 1 1 Config - (left) 2 1 1 1 1 urations 3 4 C 1 1 1 1 1 1 1 1 Outside O 6 7 Lane Settings 1 2 0 1 2 0 1 2 0 1 2 0 Capacity 1800 4000 0 1800 4000 0 1800 4000 0 1800 4000 0 /Are the North/South phases split (Y/N)? N /Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 172 631 52 37 480 261 310 135 129 30 48 17 Adjusted Hourly Volume 172 683 0 37 731 0 310 264 0 30 65 0 Utilization Factor 0.10 0.17 0.00 0.02 0.18 0.00 0.17 0.07 0.00 0.02 0.02 0.00 Critical Factors 0.10 0.18 0.17 0.02 ICU Ratio = 0.57 LOS = A Turning Movements at Intersection of: Ranctio Santa Fe Road and La Costa Avenue W e s t A P P r Time : 5:00 PM to 6:00 PM Date : 7/21/93 Day : Wednesday Name : C.K 8c M.S Totals 1046 Sub- fotals 471 674 North Approach 310 —^ 135 • 129 —^ Subtotals Total 639 t North t Rancho Santa Fe Road 1726 768 251 480 37 172 631 62 856 1494 968 17 48 30 Total Subtotals Sub- totals 95 Totals 319 224 La Costa Avenue E a s t A P P r South Approach Note : Left-turn volumes include U-turns. CITY OF CARLSBAD SUMMER 1993 INTERSECTION ANALYSIS SUMMARY Intersection Number: 18 Intersection Location: Rancho Santa Fe Road and Olivenhain Road/Camino Alvaro CONTENT PAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and 2 of 3 Turn Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Turn Movement Diagram JHK 8c /Associates Turning Movement Count Analysis Page 1 of 3 City; Carlsbad Intersection of: N/S Street: Rancho Santa Fe Road E/W Street: Olivenhain Road/Camino Alvaro File: CARLS18.XLS Data Collected by C.I 8c J.S Count Date : 7/22/93 Day: Thursday Weather: Clear Traffic Control: Signalized South Approach (NB) North /Approach (SB) West /Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 7 0 2 13 0 1 0 3 1 0 1 0 26 0 1 22 0 39 2 0 117 1 6:30 AM 10 0 0 10 0 0 0 1 7 0 3 0 30 0 1 43 0 48 0 0 152 1 6:46 AM 31 0 0 17 0 0 0 1 2 0 1 0 41 1 1 70 0 61 0 0 226 1 7:00 AM 17 0 0 28 0 1 0 2 3 0 1 1 47 0 1 90 0 82 1 0 273 1 7:15 AM 41 0 1 46 0 6 0 12 5 0 2 0 63 2 2 159 0 113 0 0 440 2 7:30 AM 16 0 2 34 0 6 0 4 6 0 2 0 54 3 4 95 0 101 0 0 322 4 7:45 AM 44 0 1 63 0 5 0 7 4 0 1 0 86 0 2 126 0 127 4 0 468 2 8:00 AM 44 0 2 46 0 6 0 2 1 0 3 0 68 0 0 108 1 123 1 0 394 0 8:16 AM • 37 0 4 64 0 1 0 1 2 0 2 1 77 3 1 108 0 120 3 0 423 1 8:30 AM • 61 0 5 46 0 8 0 2 5 0 7 0 58 2 2 118 0 106 2 0 409 2 8:45 AM " 49 0 7 76 0 13 0 4 6 0 1 0 76 1 2 137 1 146 8 0 623 2 9:00 AM • 37 0 2 86 0 6 0 2 4 0 1 0 73 2 4 102 0 123 4 0 442 4 Max. 16 min. 61 0 7 86 0 13 0 12 7 0 7 1 86 3 4 169 1 145 8 0 523 4 Pk. Hr. Vol. 174 0 18 270 0 28 0 9 17 0 11 1 284 8 9 466 1 494 17 0 1797 9 8:00 AM Peak Intersection Traffic in Pk. Hr. = 1797 Peak Hr. Factor 0.86 9:00 AM Hour Intersection Pdstrns in Pk. Hr. = 9 3:45 PM 62 0 4 89 0 0 0 0 0 0 3 0 69 3 0 71 0 92 2 0 396 0 4:00 PM 34 0 5 79 0 2 0 0 1 0 1 0 129 0 0 45 0 46 2 0 344 0 4:16 PM 36 0 2 99 0 2 0 0 1 0 4 0 107 0 0 50 0 99 3 0 403 0 4:30 PM 38 0 7 76 0 6 0 0 1 0 0 0 130 2 0 68 0 97 7 0 432 0 4:45 PM • 49 0 6 94 0 2 0 0 1 0 0 0 150 1 0 70 0 83 4 0 460 0 5:00 PM • 38 0 3 116 0 2 0 2 0 0 5 0 138 2 0 81 0 146 2 0 535 0 6:16 PM • 38 0 7 94 0 1 0 2 1 0 4 0 219 0 0 83 0 88 2 0 539 0 5:30 PM • 36 0 5 127 0 0 0 1 0 0 10 0 135 0 0 85 0 98 6 0 602 0 5:45 PM 42 0 4 87 0 0 0 4 0 0 1 0 119 1 0 57 0 83 4 0 402 0 6:00 PM 34 0 5 125 0 3 0 4 10 0 8 0 142 0 0 64 0 117 6 0 518 0 6:16 PM 20 0 8 64 0 2 0 1 1 0 2 0 102 0 0 56 0 77 2 0 336 0 6:30 PM 32 0 4 70 0 6 0 0 2 0 2 0 80 1 0 49 0 72 1 0 319 0 Max. 16 min. 62 0 8 127 0 6 0 4 10 0 10 0 219 3 0 85 0 146 7 0 539 0 Pk. Hr. Vol. 161 0 21 431 0 6 0 6 2 0 19 0 642 3 0 319 0 416 13 0 2036 0 4:30 PM Peak Intersection Traffic in Pk. Hr. = 2036 Peak Hr. Factor 0.94 5:30 PM Hour Intersection Pdstrns in Pk. Hr. 0 Rancho Santa Fe Road at Olivenhain Road/Camino Alvaro Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 8:00 AM to 9:00 AM Page 2 of 3 South/Appr (NB) North/Appr (SB) West Appr (EB) East/Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config - urations Inside (left) Outside 1 1 1 1 1 1 1 1 Lane Settings 0 1 1 0 1 0 1 2 0 1 2 1 Capacity 0 2000 1800 0 2000 0 1800 4000 0 1800 4000 1800 Are the North/South phases split (Y/N)? N /Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 174 18 270 28 9 17 12 284 8 466 494 17 Adjusted Hourly Volume 0 192 270 0 54 0 12 292 0 466 494 17 Utilization Factor 0.00 0.10 0.15 0.00 0.03 0.00 0.01 0.07 0.00 0.26 0.12 0.01 Critical Factors 0.15 0.00 0.07 0.26 ICU Ratio = 0.68 LOS = A Turning Movements at intersection of: Rancho Santa Fe Road and Olivenhain Road/Camino Alvaro W e s t A P P r Time : 8:00 AM to 9:00 AM Date : 7/22/93 Day : Thursday Name : C.I 8c J.S Totals 990 Sub- totals 686 304 North Approach 17 54 9 12 284 8 Subtotals Total Rancho Santa Fe Road IOO 28 46 t North 174 18 270 482 462 944 Total Subtotals Sub- totals 17 494 466 977 583 Totals E a s t A P P r Olivenhain Road/Camino Alvaro 1560 South /Approach Note : Left-turn volumes include U-turns. Rancho Santa Fe Road at Olivenhain Road/Camino Alvaro Lane Configuration tor Intersection Capacity Utilization Pk. Hr. Time Period : 4:30 PM to 5:30 PM South Appr (NB) North Appr (SB) West Appr (EB) Page 3 of 3 East Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config - urations Inside (left) Outside 1 1 1 1 1 1 1 Lane Settings 0 1 1 0 1 0 1 2 0 1 2 1 Capacity 0 2000 1800 0 2000 0 1800 4000 0 1800 4000 1800 /Are the North/South phases spirt (Y/N)? N Aie the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 161 21 431 5 5 2 19 642 3 319 416 13 Adjusted Hourly Volume 0 182 431 0 12 0 19 645 0 319 416 13 Utilization Factor 0.00 0.09 0.24 0.00 0.01 0.00 0.01 0.16 0.00 0.18 0.10 0,01 Critical Factors 0.24 0.00 0.16 0,18 ICU Ratio 0.68 LOS= B Turning Movements at Intersection of: Ranctio Santa Fe Road North Approach and Olivenhain Road/Camino Alvaro W e s t A P P r Time : 4:30 PM to 5:30 PM Date : 7/22/93 Day : Thursday Name : C.I 8c J.S Totals 1242 Sub- totais 578 664 19 642 3 Subtotals Total 327 12 6 Ranclio Santa Fe Road 65 t North t 161 21 431 613 940 53 Total Subtotals Sub- totals 13 415 319 747 1078 Totals E a s t A P P r Olivenhain Road/Camino Alvaro 1825 South /Approach Note : Left-turn volumes include U-turns. CITY OF CARLSBAD SUMMER 1993 INTERSECTION ANALYSIS SUMMARY Intersection Number: 19 Intersection Location: Carlsbad Village Drive and State Street CONTENT PAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and 2 of 3 Turn Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Turn Movement Diagram JHK 8c Associates Turning Movement Count Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Sti^eet: State Street E/W Street: Carisbad Village Drive File : CARLS19.XLS Data Collected by C.I 8c A.B Count Date: 8/3/93 Day: Tuesday Weather: Clear Traffic Control: Signalized South /Approach (NB) North /Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 16 min. prd. Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 2 0 0 2 0 2 0 2 1 1 1 0 32 , 0 2 0 16 5 0 66 1 6:30 AM 4 0 4 0 0 4 0 3 1 3 0 0 43 1 0 3 0 35 12 0 110 3 6:46 AM 3 0 6 0 0 11 0 6 2 1 0 0 45 1 2 2 0 34 11 0 120 3 7:00 AM 7 0 4 1 0 6 0 3 1 6 1 0 45 1 4 0 0 46 9 0 124 10 7:15AM 4 0 5 4 0 7 0 4 2 2 3 0 45 1 1 0 0 39 6 0 120 3 7:30 AM 6 0 2 3 0 9 0 6 5 0 5 0 48 0 1 7 0 52 15 0 168 1 7:46 AM 7 0 5 0 4 15 0 12 4 1 1 0 48 1 4 5 0 63 9 1 170 10 8:00 AM 7 0 11 2 1 12 0 12 8 1 6 0 82 3 2 4 0 92 26 1 265 5 8:16AM • 9 0 6 2 1 13 0 16 5 2 4 0 49 2 3 6 0 59 20 0 191 6 8:30 AM * 5 0 7 3 6 16 0 6 6 8 7 0 63 6 6 2 0 73 8 0 202 20 8:45 AM " 13 0 11 2 2 19 0 11 14 1 10 0 127 4 2 4 0 128 26 0 368 6 9:00 AM • 4 0 11 2 5 22 0 6 4 5 6 0 131 6 2 5 0 131 14 4 342 16 Max. 15 min. 13 0 11 4 6 22 0 16 14 8 10 0 131 6 6 7 0 131 26 4 368 20 Pk. Hr. Vol. 31 0 35 9 14 70 0 39 29 16 27 0 370 18 13 17 0 391 67 4 1103 47 8:00 AM Peak Intersection Traffic in Pk. Hr. = 1103 Peak Hr. Factor 0.75 9:00 AM Hour Intersection Pdstrns in Pk. Hr. 47 3:45 PM 10 0 24 1 0 47 0 17 8 16 10 0 121 6 16 9 0 99 41 8 393 40 4:00 PM 11 0 30 6 2 35 0 20 6 25 6 0 147 4 7 8 0 130 27 7 429 41 4:16 PM 15 0 26 5 2 40 0 29 6 6 12 0 94 6 12 7 0 108 37 3 383 23 4:30 PM 24 0 20 6 2 38 0 17 8 19 16 0 116 9 11 8 0 151 37 10 449 42 4:45 PM • 15 0 20 7 8 36 0 16 7 7 21 0 86 10 6 9 0 102 26 13 354 34 5:00 PM • 10 0 22 4 9 42 0 34 16 25 6 0 119 10 0 15 0 138 21 10 436 44 5:16 PM • 8 0 20 8 16 52 0 18 9 5 15 0 123 6 14 7 0 133 20 8 419 42 5:30 PM • 17 0 21 9 12 51 0 23 6 12 20 0 138 14 8 10 0 176 21 12 506 44 5:45 PM 21 0 21 6 1 26 0 12 5 8 3 0 101 2 6 7 0 116 17 0 337 15 6:00 PM 17 0 16 10 2 32 0 19 6 6 10 0 120 7 10 14 0 134 24 3 409 21 6:16 PM 16 0 11 8 2 32 0 8 6 5 21 0 110 10 6 1 0 145 14 2 382 14 6:30 PM 32 0 27 16 5 34 0 18 13 5 20 0 122 5 6 12 0 126 36 4 461 20 Max. 15 min. 32 0 30 16 15 62 0 34 16 25 21 0 147 14 16 16 0 176 41 13 606 44 Pk. Hr. Vol. 50 0 83 28 44 181 0 91 37 49 61 0 466 40 28 41 0 549 87 43 1714 164 4:30 PM Peak Intersection Traffic in Pk. Hr = 1714 Peak Hr. Factor 0.85 5:30 PM Hour intersection Pdstrns in Pk. Hr. = 164 state Street at Carlsbad Village Drive Lone Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 8:00 AM to 9:00 AM Page 2 of 3 South/Appr (NB) North/Appr (SB) West Appr (EB) East/Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config - urations Inside (left) Outside 1 1 1 1 1 1 1 1 1 Lane Settings 0 1 0 0 1 0 1 2 0 1 2 0 Capacity 0 2000 0 0 2000 0 1800 4000 0 1800 4000 0 /Are the North/South phases split (Y/N)? N /Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 31 35 9 70 39 29 27 370 18 17 391 67 Adjusted Hourly Volume 0 75 0 0 138 0 27 388 0 17 458 0 Utilization Factor 0.00 0.04 0.00 0.00 0.07 0.00 0.02 0.10 0.00 0.01 0.11 0.00 Critical Factors 0.00 0.07 0.02 0.11 ICU Ratio = 0.30 LOS = A Turning Movements at Intersection of: State Street and Carlsbad Village Drive W e s t A P P r Time : 8:00 AM to 9:00 AM Date: 8/3/93 Day ; Tuesday Name : C.I 8c A.B Totals 866 Sub- totgls 451 415 North Approach 138 29 39 27 370 18 Subtotals Total 74 North 31 35 75 149 267 70 State Street 129 t 4_ 67 391 17 Total Subtotals Sub- totals 475 449 Totals 924 E a s t A P P r Carlsbad Viliage Drive South /Approach Note : Left-turn volumes include U-turns. state Street at Carlsbad Village Drive Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 4:30 PM to South Appr (NB) North Appr (SB) West Appr (EB) Page 3 of 3 East Appr (WB) 5:30 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 1 1 1 1 1 1 1 1 Config - (left) 2 1 1 urations 3 4 C 1 1 1 1 Outside O 6 7 Lane Settings 0 1 0 0 1 0 1 2 0 1 2 0 Capacity 0 2000 0 0 2000 0 1800 4000 0 1800 4000 0 /Are the North/South phases split (Y/N)? N /Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 50 83 28 181 91 37 61 466 40 41 549 87 Adjusted Hourly Volume 0 161 0 0 309 0 61 606 0 41 636 0 Utilization Factor 0.00 0.08 0.00 0.00 0.15 0.00 0.03 0.13 0.00 0.02 0.16 0.00 Crrtical Factors 0.00 0.16 0.03 0.16 ICU Ratio 0.46 LOS = Turning Movements at Intersection of: State Street and CarlsbcxJ Viliage Drive W e s t A P P r Time : 4:30 PM to 5:30 PM Date: 8/3/93 Day : Tuesday Name : C.I 8c A.B Totals 1203 Sub- totals 636 567 North Approach 466 40 —^ Subtotals Total 172 t North State Street 540 309 37 91 181 ^ t r 50 83 28 161 333 231 87 549 41 Total Subtotals Sub- totals 677 Totals 1362 675 Carlsbad Village Drive E a s t A P P r South Approach Note : Left-turn volumes include U-turns. CITY OF CARLSBAD SUMMER 1993 INTERSECTION ANALYSIS SUMMARY Intersection Number: 2 0 Intersection Location: Carlsbad Village Drive and Harding Street CONTENT PAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and 2 of 3 Turn Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Turn Movement Diagram JHK 8c /Associates Turning Movement Count Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Street: Harding Street E/W Street: Carisbad Village Drive File: CARLS20.XLS Data Collected by C.K 8c M.S Count Date: 7/15/93 Day: Thursday Weather: Clear Traffic Control: Signalized South /Approach (NB) North Approach (SB) West /Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 1 0 3 6 2 4 0 3 0 1 1 0 50 3 0 10 0 45 4 0 130 3 6:30 AM 1 0 7 17 0 6 0 7 1 0 2 0 73 1 2 6 0 53 8 0 182 2 6:46 AM 4 0 8 16 0 8 0 5 1 1 1 0 60 6 3 11 0 63 10 2 192 6 7:00 AM 1 0 7 15 0 25 0 4 0 0 2 0 95 7 3 13 0 124 10 0 303 3 7:15 AM 5 0 13 13 2 19 0 6 2 0 0 0 90 9 2 12 0 74 10 1 263 5 7:30 AM 7 0 10 10 0 25 0 4 0 2 0 0 102 3 2 14 0 107 12 0 294 4 7:45 AM 9 0 10 14 2 23 0 3 2 0 1 0 108 6 1 11 0 103 18 0 308 3 8:00 AM 7 0 12 21 2 19 0 12 2 1 2 0 93 6 2 17 0 123 22 0 336 5 8:15 AM • 12 0 28 12 2 27 0 16 1 1 3 0 103 6 4 18 0 166 22 3 413 10 8:30 AM ' 17 0 14 17 1 25 0 7 1 2 3 0 103 6 1 15 0 164 20 1 382 5 8:45 AM ' 11 0 10 23 3 32 0 7 3 1 5 0 105 10 0 12 0 176 21 1 414 5 9:00 AM • 13 0 19 17 4 57 0 11 3 0 3 0 125 5 4 22 0 189 20 3 484 11 Max. 15 min. 17 0 28 23 4 67 0 16 3 2 5 0 125 10 4 22 0 189 22 3 484 11 Pk. Hr. Vol. 53 0 71 69 10 141 0 41 8 4 14 0 436 27 9 67 0 683 83 8 1693 31 8:00 AM Peak Intersection Traffic in Pk; Hr. 1693 Peak Hr. Factor 0.87 9:00 AM Hour Intersection Pdstrns in Pk. Hr. = 31 3:45 PM 8 0 23 19 3 46 0 19 9 6 7 0 171 10 3 17 0 206 32 2 666 14 4:00 PM • 19 0 29 26 3 58 0 31 10 4 7 0 169 16 3 21 0 240 33 4 659 14 4:15 PM • 9 0 23 22 8 44 0 16 1 5 4 0 195 17 6 16 0 175 36 4 557 22 4:30 PM • 18 0 43 30 7 64 0 28 3 3 4 0 224 18 3 13 0 247 25 2 717 16 4:46 PM • 13 0 22 29 3 54 0 17 4 2 8 0 183 13 8 17 0 186 25 2 570 15 5:00 PM 13 0 20 18 4 72 0 24 7 2 10 0 141 12 2 15 0 190 29 6 551 14 5:16 PM 14 0 28 21 1 47 0 20 5 2 6 0 200 12 3 25 0 216 37 0 631 6 6:30 PM 14 0 24 26 8 54 0 31 3 8 7 0 178 13 6 20 0 246 21 4 635 26 5:45 PM 6 0 20 22 4 62 0 16 5 3 22 0 175 13 3 15 0 184 26 4 665 14 6:00 PM 7 0 21 17 1 64 0 20 3 4 5 0 157 10 6 21 0 169 21 3 495 14 6:15 PM 10 • 0 22 23 6 62 0 20 2 4 8 0 139 16 3 30 0 186 22 2 539 14 6:30 PM 11 0 26 23 1 63 0 24 2 2 8 0 161 11 4 9 0 165 24 5 517 12 Max. 15 min. 19 0 43 30 8 72 0 31 10 8 22 0 224 18 8 30 0 247 37 6 717 26 Pk. Hr. Vol. 59 0 117 107 21 220 0 92 18 14 23 0 771 64 19 67 0 847 118 12 2603 66 3:46 PM Peak Intersection Traffic in Pk. Hr. = 2503 Peak Hr. Factor 0.87 4:45 PM Hour Intersection Pdstrns in Pk. Hr. = 66 Harding Street at Carlsbad Village Drive Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 8:00 AM to 9:00 AM Page 2 of 3 South/Appr (NB) North/Appr (SB) West Appr (EB) East/Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config - urations Inside (left) Outside 1 1 1 1 1 1 1 1 1 Lane Settings 0 1 0 0 1 0 1 2 0 1 2 0 Capacity 0 2000 0 0 2000 0 1800 4000 0 1800 4000 0 /Are the North/South phases split (Y/N)? N /Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 53 71 69 141 41 8 14 436 27 67 683 83 Adjusted Hourly Voiume 0 193 0 0 190 0 14 463 0 67 766 0 Utilization Factor 0.00 0.10 0.00 0.00 0.10 0.00 0.01 0.12 0.00 0.04 0.19 0.00 Crrtical Factors 0.10 0.00 0.01 0.19 ICU Ratio 0.40 LOS= A Turning Movements at Intersection of: Time : 8:00 AM to 9:00 AM Date : 7/16/93 Day : Thursday Name : C.K 8c M.S W e s t A P P r Totals 1221 Sub- totals 744 477 Harding Street North Approach 14 436 27 Subtotals Total and Carlsbad Village Drive Harding Street 135 t North 358 190 8 41 141 168 83 683 67 53 71 69 193 328 Total Subtotals Sub- totals 833 646 Totals 1479 E a s t A P P r Carlsbad Village Drive South Approach Note : Left-turn volumes include U-turns. Harding Street at Carlsbad Village Drive Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 3:45 PM to 4:46 PM Page 3 of 3 South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config - urafions Inside (left) Outside 1 1 1 1 1 1 1 1 1 Lane Settings 0 1 0 0 1 0 1 2 0 1 2 0 Capacity 0 2000 0 0 2000 0 1800 4000 0 1800 4000 0 /Are the North/South phases split (Y/N)? N /Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 59 117 107 220 92 18 23 771 64 67 847 118 Adjusted Hourly Volume 0 283 0 0 330 0 23 835 0 67 965 0 Utilization Factor 0.00 0.14 0.00 0.00 0.17 0.00 0.01 0.21 0.00 0.04 0.24 0.00 Crrtical Factors 0.00 0.17 0.01 0.24 ICU Ratio = 0.52 LOS= A Turning Movements at Intersection of: Harding Street and Carisbad Village Drive W e s t A P P r Time : 3:45 PM to 4:45 PM Date : 7/15/93 Day : Thursday Name : C.K & M.S Totals 1782 Sub- totols 924 868 North Approach 18 23 771 64 Subtotals Total 223 59 506 588 330 92 220 Harding Street 268 t North 1 t r 117 107 283 118 847 67 Total Subtotals Sub- totals 1032 1098 Totals 2130 E a s t A P P r Carlsbad Village Drive South /Approach Note : Left-turn volumes include U-turns. CITY OF CARLSBAD SUMMER 1993 INTERSECTION ANALYSIS SUMMARY Intersection Number: 21 Intersection Location: Carlsbad Village Drive and Pio Pico Drive CONTENT EAILE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and 2 of 3 Turn Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Turn Movement Diagram JHK 8c /Associates Turning Movement Count Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Street: Pio Pico Drive E/W Street: Carlsbad Village Drive File: CARLS21.XLS Data Collected by C.K 8c M.S Count Date: 7/14/93 Day: Wednesday Weather: Clear Traffic Control: Signalized End of 15 min. prd. South Approach (NB) North /Approach (SB) West Approach (EB) East Approach (WB) 15 min Total Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Pecjs 6:15 AM 10 0 2 1 0 0 0 0 8 0 0 0 19 6 0 1 0 77 1 0 125 0 6:30 AM 10 0 0 2 0 0 0 1 8 0 1 0 14 1 0 1 0 72 2 0 112 0 6:45 AM 11 0 3 1 0 0 0 4 5 1 7 0 32 5 2 5 0 108 2 1 183 4 7:00 AM 15 0 0 3 0 1 0 3 8 0 2 0 27 10 0 5 0 119 1 2 194 2 7:15 AM 22 0 1 0 0 1 0 3 8 0 0 0 32 13 2 17 0 91 3 0 191 2 7:30 AM " 46 0 8 2 0 3 0 4 10 3 22 0 102 15 4 5 0 214 11 1 442 8 7:45 AM " 28 0 4 3 0 6 0 10 6 0 14 0 53 18 1 3 0 129 9 3 283 4 8:00 AM ' 23 0 6 3 1 0 0 1 16 0 9 0 38 13 1 8 0 122 5 2 244 4 8:15 AM • 24 0 2 5 0 1 0 0 6 1 6 0 50 22 0 10 0 112 4 4 242 5 8:30 AM 6 0 2 1 1 0 0 1 4 0 6 0 63 8 3 1 0 101 3 0 186 4 8:45 AM 17 0 5 3 2 1 0 5 3 2 3 0 20 9 2 5 0 37 2 1 110 7 9:00 AM 15 0 2 6 0 3 0 4 8 0 13 0 61 14 2 2 0 85 5 1 218 3 Max. 15 min. 46 0 8 6 2 6 0 10 16 3 22 0 102 22 4 17 0 214 11 4 442 8 Pk. Hr. Vol. 121 0 20 13 1 10 0 15 38 4 51 0 243 68 6 26 0 577 29 10 1211 21 7:16 AM Peak Intersection Traffic in Pk. Hr. 1211 Peak Hr. Factor 0,68 8:16 AM Hour Intersection Pdstrns in Pk. Hr. = 21 3:46 PM 38 0 6 7 1 4 0 2 14 0 13 0 146 30 2 2 0 109 6 1 375 4 4:00 PM 27 0 6 6 0 0 0 4 11 0 13 0 166 29 3 8 0 108 6 1 373 4 4:16 PM 23 0 6 7 2 4 0 4 13 0 9 0 163 31 3 8 0 140 8 4 415, 9 4:30 PM 31 0 6 8 0 6 0 3 12 4 9 0 130 25 2 6 0 105 3 2 343 8 4:46 PM • 35 0 4 11 0 3 0 2 10 2 16 0 200 27 2 6 0 122 2 7 438 11 5:00 PM • 24 0 4 5 5 8 0 6 10 0 20 0 133 22 0 9 0 120 4 3 365 8 5:16 PM • 42 0 3 7 4 6 0 8 15 0 14 0 274 31 2 8 0 171 4 6 582 12 5:30 PM • 33 0 8 10 1 8 0 8 17 0 10 0 170 28 3 9 0 91 7 0 399 4 6:45 PM 33 0 6 6 0 5 0 6 12 8 11 0 177 33 0 8 0 113 5 0 414 8 6:00 PM 31 0 7 7 0 2 0 5 15 0 8 0 149 45 0 9 0 108 3 2 389 2 6:15 PM 35 0 2 11 0 0 0 5 8 0 7 0 142 24 2 15 0 113 1 1 363 3 6:30 PM 24 0 6 8 1 2 0 4 6 1 4 0 121 17 2 3 0 129 3 0 327 4 Max. 15 min. 42 0 8 11 6 8 0 8 17 8 20 0 274 46 3 16 0 171 8 7 582 12 Pk. Hr. Vol. 134 0 19 33 10 24 0 24 62 2 60 0 777 108 7 32 0 504 17 16 1784 36 4:30 PM Peak Intersection Traffic in Pk. Hr. =1784 5:30 PM Hour Intersection Pdstrns in Pk. Hr. = 35 Peak Hr. Factor 0.77 Plo Pico Drive at Carlsbad Viliage Drive Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period 7:15 AM to 8:15 AM Page 2 of 3 South Appr (NB) North/Appr (SB) West Appr (EB) East/Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config - uratior^ Inside (left) Outside 1 2 3 4 5 6 7 1 1 1 1 1 1 1 Lane Settings 0 2 0 Capacity 0 4000 0 /Are the North/South phases split (Y/N)? N Aie the East/West phases spirt (Y/N)? N 0 1112 0 12 0 0 2000 1800 1800 4000 0 1800 4000 0 Efficiency Lost Factor 0.10 Houriy Voiume 121 20 13 10 16 38 51 243 68 26 577 29 Adjusted Hourly Volume 0 154 0 0 26 38 51 311 0 26 606 0 Utilization Factor 0.00 0.04 0.00 0.00 0.01 0.02 0.03 0.08 0.00 0.01 0.16 0.00 Critical Factors 0.04 0.00 0.03 0.16 ICU Ratio = 0.32 LOS = A Turning Movements at Intersection of: Plo Pico Drive and Carlsbad Village Drive W e s t A P P r Time : 7:16 AM to 8:15AM Date : 7/14/93 Day : Wednesday Name : C.K 8c M.S Totals 1098 Sub- totals 736 362 North Approach 63 38 15 51 243 68 Subtotals Total 109 North 121 20 164 163 10 Pio Pico Drive 100 t 29 577 26 13 Total Subtotals Sub- totals 632 266 Totals 898 E a s t A P P r Carisbad Village Drive 263 South /Approach Note : Left-turn volumes include U-turns. Pio Pico Drive at Carlsbad Village Drive Lane Configuration for Intersection Capacity Lltilization Pk. Hr. Time Period : 4:30 PM to 5:30 PM Page 3 of 3 South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config - urations Inside (left) Outside 1 1 1 1 1 1 1 1 Lane Settings 0 2 0 Capacity 0 4000 0 /Are the North/South phases split (Y/N)? N Aie the East/West phases split (Y/N)? N 0 1112 0 0 2000 1800 1800 4000 0 1800 4000 Efficiency Lost Factor 0.10 Houriy Volume 134 19 33 24 24 62 60 777 108 32 504 17 Adjusted Hourly Volume 0 186 0 0 48 52 60 886 0 32 521 0 Utilization Factor 0.00 0.05 0.00 0.00 0.02 0.03 0.03 0.22 0.00 0.02 0.13 0.00 Critical Factors 0.05 0.00 0.22 0.02 ICU Ratio = 0.39 LOS= A Turning Movements crt intersection of: Pio Pico Drive and Carisbad Village Drive Time : 4:30 PM to 6:30 PM North Approach Pio Pico Drive Date : : 7/14/93 Day : : Wednesday 196 Total Name : : C.K ScM.S 100 96 Subtotals Sub-62 24 24 Sub- W e s t A P P r Totals 1635 totals 690 946 60 777 108 t totals 17 504 32 North ^ t r 134 19 33 563 834 Totals 1387 E a s t A P P r Carlsbad Village Drive Subtotals Total 164 186 360 South Approach Note : Left-turn volumes include U-turns. CITY OF CARLSBAD SUMMER 1993 INTERSECTION ANALYSIS SUMMARY Intersection Number: 22 Intersection Location: Poinsettia Lane and Batiquitos Drive CONTENT PAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. LOS Analysis (TRB Method) 2 of 3 P.M. LOS Analysis (TRB Method) 3 of 3 JHK 8c/Associates Turning Movement Count Analysis Page 1 of3 City: Carlsbad Intersection of: N/S Street; Batiquitos Drive E/W Street: Poinsettia Lane File: CARLS22.XLS Data Collected by C.I 8c J.F Count Date: 7/27/93 Day: Tuesday Weather: Clear Traffic Control: Unsignalized South Approach (NB) North /Approach (SB) West /Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 8 0 0 0 0 1 0 0 10 0 0 0 16 1 0 1 0 24 0 0 60 0 6:30 AM 11 0 0 0 0 2 0 0 10 0 3 0 24 1 0 0 0 26 0 0 77 0 6:45 AM 16 0 1 2 0 2 0 0 21 0 1 0 35 2 0 0 0 33 1 0 114 0 7:00 AM 17 0 1 0 0 5 0 0 24 0 2 0 35 6 0 0 0 52 2 0 144 0 7:15 AM 19 0 3 2 0 2 0 0 27 0 8 0 28 4 0 1 0 59 1 0 154 0 7:30 AM 20 0 2 0 0 6 0 0 26 0 5 0 27 5 0 1 0 67 1 0 150 0 7:45 AM 10 0 1 1 0 2 0 2 36 0 16 0 40 3 0 0 0 63 1 0 165 0 8:00 AM • 39 0 6 0 0 6 0 1 24 0 9 0 52 8 0 1 0 93 2 0 241 0 8:15 AM • 18 0 6 3 0 3 0 0 14 0 6 0 22 5 0 0 0 22 0 0 98 0 8:30 AM 15 0 0 2 0 5 0 0 23 0 5 0 66 10 0 0 0 76 1 0 193 0 8:45 AM m 22 0 1 1 0 2 0 0 26 0 9 0 60 9 0 3 0 62 3 0 187 0 9:00 AM 16 0 3 0 0 0 0 1 9 0 1 0 29 4 0 0 0 22 1 0 86 0 Max. 15 min. 39 0 6 3 0 6 0 2 36 0 16 0 56 10 0 3 0 93 3 0 241 0 Pk, Hr. Vol. 94 0 13 6 0 16 0 1 86 0 28 0 180 32 0 4 0 253 6 0 719 0 7:46 AM Peak Intersection Traffic in Pk. Hr. = 719 Peak Hr. Factor 0.75 8:45 AM Hour Intersection Pdstrns in Pk. Hr. = 0 3:45 PM 16 0 0 1 0 1 0 1 2 0 13 0 46 24 0 2 0 62 8 0 176 0 4:00 PM 7 0 2 0 0 0 0 0 8 0 24 0 74 37 0 0 0 80 8 0 240 0 4:15 PM 10 0 1 2 0 4 0 1 4 0 13 0 49 22 0 0 0 66 8 0 180 0 4:30 PM 11 0 2 0 0 3 0 0 9 0 16 0 62 17 0 0 0 62 11 0 192 0 4:45 PM 5 0 0 0 0 2 0 1 11 0 24 0 78 22 0 4 0 58 12 0 217 0 5:00 PM 6 0 5 1 0 5 0 8 11 0 14 0 80 13 0 2 0 80 7 0 232 0 5:15 PM 10 0 4 1 0 3 0 3 9 0 22 0 64 22 0 1 0 41 10 0 190 0 5:30 PM 12 0 1 1 0 1 0 1 12 0 21 0 79 30 0 0 0 42 11 0 211 0 6:46 PM 15 0 1 0 0 3 0 1 13 0 15 0 86 22 0 1 0 58 11 0 225 0 6:00 PM 13 0 2 0 0 4 0 1 16 0 26 0 86 28 0 1 0 62 11 0 239 0 6:15 PM • 13 0 3 4 0 10 0 3 21 0 17 0 92 33 0 3 0 61 10 0 260 0 6:30 PM » 16 0 4 3 0 10 0 3 24 0 25 0 63 22 0 5 0 53 7 0 236 0 Max. 16 min. 16 0 6 4 0 10 0 8 24 0 26 0 92 37 0 5 0 80 12 0 260 0 Pk. Hr. Vol. 57 0 10 7 0 27 0 8 74 0 83 0 326 105 0 10 0 214 39 0 959 0 5:30 PM Peak Intersection Traffic in Pk. Hr. = 959 Peak Hr. Factor 0.92 6:30 PM Hour Intersection Pdstrns in Pk. Hr. = 0 Jhk & Associates, San Diego, CA, ^iifi^<ljitij^\ll<d(i,i^i^tijt^i,i^ii^ Intersection: BATIQUITOS DRIVE AND POINSETTIA LANE Date:07/27/93 Analyst: BLT Time Period Analyzed: 7:^5 - 8:45 All Project No:30129 City/State: CARLSBAD, CA Filename: c: cb9322am.dbf APPROACH VOLUMES APPROACH SB WB NB EB LT 16 28 TH 1 253 13 180 RT 86 6 6 32 TOTAL 103 263 113 240 PHF 0.83 0.68 0.63 0.87 NUMBER OF APPROACH LANES APPROACH LT TH RT TOTAL SB WB NB EB 1 2 1 o 1 0 1 0 SUMMARY OF THE RESULTS APPROACH SB WB NB EB DELAY (SECONDS) 3.8 6.3 3.0 3.9 CAPACITY 799 617 765 LOS A B A A Averaqe Delay (Intersection) Level of Service (Intersection) 4.7 jie*************;*************** End of Print Job Jlotc************************* Jhk & Associates, San Dieao. CA. * ^ * 'yi ^ ^ ^ ^ ^ ^ ^ ffit fy. ^ ^ ^ ^ ^ ^ ^ ^ 1^ ^ ^ ^ ^ ^ ^ ^ ^ ^ ^ ^ Jf^ ^ ^ ^ ^ ^ ^ ^ ^ ^ ^ ffl. ff^ ^ fy. ^ ^ ^ ^ ^ ^ ^ ^ ^ ^ ^ ^ Intersection: BATIQUITOS DRIVE AND POINSETTIA LANE Date:07/27/93 Time Period Analyzed; Analyst: BLT 50 - 6:30 PM Project No:30129 City/State: CARLSBAD,' CA Filename: c:CB9322PM.dbf )jC )jC )|C l^C !^ )iC )|t 3^ )^ )(C )jf)jC3^C)jC3^)jC3^)jf )(C ?|C)jC?jf'(fS|v)^f!^J^ )(C J|C )jC ?(C !^ )|( 1^ )|( )|C )|C )^ 1^ )|C3^)|f)jC)^!^C!^C)j^J|C'^^3^ 1^ 3(C ^ )^ )jC J|C ))t ^ J^C )|( ?|( ^ 'i^- APPROACH VOLUMES APPROACH SB WB NB EB LT 27 10 57 NUMBER OF APPROACH LANES APPROACH SB WB NB EB APPROACH SB WB NB EB LT 1 1 1 1 TH 214 10 325 TH 1 2 1 RT 74 39 7 105 RT 1 0 1 0 TOTAL 109 263 74 513 TOTAL SUMMARY OF THE RESULTS DELAY (SECONDS) 6.6 3.6 2.1 9.9 CAPACITY 275 834 473 947 PHF 0.80 0.94 0.80 0.90 LOS Average Delay (Intersection) : 7.2 Level of Service (Intersection): B ###jjc**jjc*jjc*****ije***jie****** End of Print Job jtol!************************* CITY OF CARLSBAD SUMMER 1993 INTERSECTION ANALYSIS SUMMARY Intersection Number: 23 Intersection Location: Poinsettia Lane and Paseo Del Norte CONTENT PAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. LOS Analysis (TRB Method) 2 of 3 P.M. LOS Analysis (TRB Method) 3 of 3 JHK 8c /Associates Turning Movement Count Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Street: Paseo Del Norte E/W Street: Poinsettia Lane File: CARLS23.XLS Data Collected by J.S 8c A.B Count Date: 7/28/93 Day: Wednesday Weather: Clear Traffic Control: Unsignalized South Approach (NB) North /Approach (SB) West /Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Trn Thru Right Peds 1 Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 4 0 2 0 1 2 0 0 27 0 9 0 9 4 0 0 0 36 4 1 97 2 6:30 AM 5 0 2 0 1 4 0 2 23 0 11 0 27 1 0 1 0 49 4 0 129 1 6:45 AM 8 0 0 1 0 6 0 0 33 0 23 0 37 1 0 2 0 61 4 0 166 0 7:00 AM 10 0 0 1 1 2 1 0 44 0 25 0 49 0 0 0 0 83 9 1 224 2 7:15AM 4 0 0 1 0 7 0 0 46 0 27 0 38 3 0 0 0 98 12 0 236 0 7:30 AM 3 0 0 0 0 5 0 0 64 0 44 0 31 1 0 1 0 112 4 0 265 0 7:45 AM 7 0 6 1 1 16 0 1 58 0 66 0 51 1 0 0 0 89 7 0 302 1 8:00 AM • 9 0 1 0 0 9 0 0 62 0 105 0 63 0 1 0 0 128 18 1 385 2 8:15 AM • 8 0 2 2 0 6 0 0 68 0 123 0 68 0 1 2 0 91 17 0 386 1 8:30 AM ' 5 0 2 3 1 12 0 1 60 0 95 0 53 3 2 0 0 84 23 0 341 3 8:45 AM " 11 0 2 2 1 3 0 0 60 0 115 0 55 6 1 1 0 98 22 1 374 3 9:00 AM 7 0 0 1 0 14 0 0 74 0 88 0 71 8 0 0 0 89 20 0 372 0 Max. 15 min. 11 0 5 3 1 16 1 2 74 0 123 0 71 8 2 2 0 128 23 1 386 3 Pk. Hr. Vol. 33 0 7 7 2 29 0 1 240 0 438 0 239 8 6 3 0 401 80 2 1486 9 7:45 AM Peak Intersecfion Traffic in Pk. Hr. = 1486 Peak Hr. Factor 0.96 8:45 AM Hour Intersection Pdstrns in Pk. Hr. = 9 3:46 PM 5 0 2 0 1 16 1 2 61 0 81 1 63 16 0 3 0 81 12 1 344 2 4:00 PM 8 0 0 1 0 12 0 3 70 0 70 2 101 7 0 1 0 87 20 1 382 1 4:15 PM 6 0 1 1 0 23 0 3 61 0 68 2 83 16 0 4 0 75 18 1 361 1 4:30 PM 4 0 2 1 1 18 0 5 52 0 59 0 88 22 0 2 0 76 24 0 363 1 4:45 PM 5 0 2 1 0 11 0 2 51 0 70 0 100 12 0 1 0 73 18 1 346 1 5:00 PM 12 0 1 6 0 19 0 1 59 0 70 2 79 13 0 7 0 74 24 0 366 0 5:15 PM 3 0 1 7 1 24 0 5 55 0 61 1 87 13 0 1 0 74 13 0 346 1 5:30 PM • 6 0 1 1 0 34 0 2 75 0 78 3 110 19 0 3 0 80 28 0 440 0 5:45 PM • 13 0 4 4 0 17 0 1 65 0 61 0 109 7 0 1 0 73 14 0 369 0 6:00 PM • 6 0 2 3 0 21 0 1 72 0 56 0 93 10 0 3 0 67 21 2 345 2 6:15 PM ' 12 0 4 5 0 41 0 2 74 0 78 0 98 8 0 8 0 61 45 0 436 0 6:30 PM 4 0 3 0 0 26 0 1 50 0 61 1 97 10 0 2 0 56 16 0 327 0 Max. 15 min. 13 0 4 7 1 41 1 6 75 0 81 3 110 22 0 8 0 87 45 2 440 2 Pk. Hr. Vol. 37 0 11 13 0 113 0 6 286 0 273 3 410 44 0 15 0 271 108 2 1690 2 5:15 PM Peak Intersection Traffic in Pk. Hr. = 1590 Peak Hr. Factor 0.90 6:15 PM Hour Intersection Pdstrns in Pk. Hr. 2 Jhk & Associates, San Diego, CA, *** lit***** ****** ije* ****** ******** ****** Intersection: PASEO DEL NORTE AND POINSETTIA LANE Date:07/28/93 Analyst: BLT Time Period Analyzed: ' 7:45 - 8:45 AM Project No:30129 City/State: CARLSBAD, CA Filename: c:CB9323AM.dbf APPROACH VOLUMES APPROACH SB WB NB EB LT 29 3 33 438 NUMBER OF APPROACH LANES APPROACH SB WB NB EB APPROACH SB WB NB EB LT 1 0 0 1 TH 1 401 7 239 TH 1 1 1 1 RT 240 80 7 8 RT 0 1 0 0 TOTAL 270 484 47 685 TOTAL 2 2 1 2 SUMMARY OF THE RESULTS DELAY (SECONDS) 66.1 17.4 4.0 18.2 CAPACITY 266 776 164 997 LOS F C A C PHF 0.92 0.83 0.78 0.90 Average Delay (Intersection) : 25.7 Level of Service (Intersection): D ***************************** End of Print Job *************************** Jhk & Associates, San Diego, CA. 'vt'r'r-'^n^^^'y^'v'r'n^'r-'r'i^'i^ Intersection: PASEO DEL NORTE AND POINSETTIA LANE Date:07/28/93 Analyst: BLT Time Period Analyzed: 5:15 - 6:15 PM Project No:30129 City/State: CARLSBAD, CA Filename: B:cb9323pm.dbf APPROACH VOLUMES APPROACH SB WB NB EB LT 113 15 37 276 NUMBER OF APPROACH LANES APPROACH SB WB NB EB APPROACH SB WB NB EB LT 1 0 0 1 TH 6 271 11 410 TH 1 1 1 1 RT 286 108 13 44 RT 0 1 0 0 TOTAL 405 394 61 730 TOTAL 2 2 1 2 SUMMARY OF THE RESULTS DELAY (SECONDS) 57.8 12.4 5.3 37.2 CAPACITY 436 691 191 882 LOS PHF 0.87 0.86 0.73 0.87 Average Delay (Intersection) : 34.8 Level of Service (Intersection): E ***************************** End of Print Job *************************** CITY OF CARLSBAD SUMMER 1993 INTERSECTION ANALYSIS SUMMARY Intersection Number: 2 4 Intersection Location: Poinsettia Lane and Avenida Encinas CONTENT Turn Movement Count Summary (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Turn Movement Diagram P.M. Peak Hour ICU Analysis and Turn Movement Diagram PAGE 1 of 3 2 of 3 3 of 3 JHK 8c /Associates Turning Movement Count Analysis Page 1 of3 City: Carlsbad Intersection of: N/S Street: Avenida Encinas E/W Street: Poinsettia Lone File: CARLS24.XLS Data Collected by C.K 8c M.S Count Date: 7/29/93 Day: Thursday Weather: Clear Traffic Control: Signalized South Approach (NB) North Approach (SB) West /Approach (EB) East Approach (WB) 15 min Total End of 16 min. prd. Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:16 AM 2 0 0 6 2 11 0 0 2 1 0 0 4 2 0 10 0 3 1 0 41 3 6:30 AM 8 0 2 14 1 7 0 1 1 1 0 0 2 1 2 16 0 3 10 0 65 4 6:46 AM 2 1 1 17 1 12 0 4 0 0 1 0 8 3 0 12 0 17 8 0 86 1 7:00 AM 3 0 0 26 3 12 0 2 3 3 0 0 7 3 0 17 0 21 16 0 109 6 7:16 AM 7 1 5 30 0 24 0 0 6 0 4 0 13 6 1 32 0 21 37 2 185 3 7:30 AM 3 0 0 20 3 18 0 2 5 0 2 0 12 6 1 27 0 24 44 0 163 4 7:45 AM 5 0 1 33 0 23 0 3 4 0 4 0 14 6 2 36 0 32 28 4 189 6 8:00 AM 6 0 3 48 1 25 0 2 10 5 6 0 14 14 3 44 0 66 34 3 262 12 8:15 AM • 9 0 1 28 1 19 0 2 2 6 4 0 11 9 1 43 0 36 34 6 198 14 8:30 AM ' 14 3 1 43 3 53 0 2 7 0 4 0 19 16 0 48 0 47 37 0 294 3 8:45 AM ' 9 0 1 35 1 26 0 2 12 0 2 0 16 3 1 43 0 41^ 24 2 214 4 9.00 AM • 15 0 3 48 4 38 0 7 11 0 6 0 17 9 1 73 0 43 41 3 311 8 Max. 15 min. 15 3 5 48 4 53 0 7 12 6 6 0 19 16 3 73 0 56 44 6 311 14 Pk. Hr. Vol. 47 3 6 154 9 136 0 13 32 6 16 0 63 37 3 207 0 167 136 11 1017 29 8:00 AM Peak Intersection Traffic in Pk. Hr. 1017 Peak Hr. Factor 0.82 9:00 AM Hour Intersection Pdstrns in Pk. Hr. = 29 3:45 PM 47 0 10 120 0 38 0 13 11 0 5 0 41 31 0 122 0 69 40 0 537 0 4:00 PM 10 0 16 61 0 21 0 6 7 0 6 0 22 19 0 72 0 38 20 0 287 0 4:15 PM 28 0 2 87 0 24 0 4 9 3 13 0 40 21 0 81 0 29 28 0 366 3 4:30 PM 36 0 4 122 1 44 0 4 14 1 6 0 44 21 1 112 0 31 38 0 476 3 4:46 PM 42 0 5 95 0 33 0 6 9 2 8 0 34 38 1 81 0 27 31 0 409 3 5:00 PM 13 0 2 76 0 28 0 10 7 3 7 0 34 22 0 96 0 24 41 1 360 4 5:15 PM • 28 0 8 122 1 59 0 9 14 0 9 0 40 27 0 83 0 32 20 1 451 2 5:30 PM • 34 0 13 91 4 35 0 5 9 0 8 0 39 30 4 93 0 61 28 0 436 8 5:46 PM • 44 0 9 90 2 32 0 6 8 0 10 0 44 25 3 75 0 28 31 1 401 6 6:00 PM • 30 0 4 111 0 22 0 4 11 4 8 0 42 28 0 94 0 37 22 2 413 6 6:15 PM 22 0 7 69 2 22 0 7 7 0 6 0 32 20 0 53 0 29 22 2 295 4 6:30 PM 30 0 7 83 0 11 0 6 6 4 6 0 21 31 2 69 0 28 32 1 330 7 Max. 15 min. Pk. Hr.Vol. 47 136 0 0 15 34 122 414 4 7 59 148 0 0 13 23 14 42 4 4 13 35 0 0 44 165 38 110 4 7 122 346 0 0 59 148 41 101 2 4 537 1701 8 22 6:00 PM Peak Intersection Traffic in Pk. Hr. =1701 6:00 PM Hour • intersection Pdstrns in Pk. Hr. = 22 Peak Hr. Factor 0.79 Avenida Encinas at Poinsettia Lane Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : South /Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 8:00 AM to 9:00 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 1 1 1 1 ' 1 1 Config - (left) 2 1 1 1 1 urations 3 4 C 1 1 Outside 0 6 7 Lane Settings 1 1 1 0 1 0 1 1 0 1 1 1 Capacity 1800 2000 1800 0 2000 0 1800 2000 0 1800 2000 1800 /Are the North/South phases split (Y/N)? N /Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 50 6 154 136 13 32 16 63 37 207 167 136 Adjusted Hourly Volume 50 6 154 0 181 0 16 100 0 207 167 136 Utilization Factor 0.03 0.00 0.09 0.00 0.09 0.00 0.01 0.05 0.00 0.12 0.08 0.08 Critical Factors 0.03 0.09 0.05 0.12 ICU Ratio 0.38 LOS = A Turning Movements at Intersection of: Avenida Encinas and Poinsettia Lane W e s t A P P r Time : 8:00 AM to 9:00 AM Date : 7/29/93 Day : Thursday Name : C.K 8c M.S Totals 362 Sub- totals 246 116 North Approach 32 16 63 37 Subtotals Total 260 North 50 470 339 181 13 136 Avenida Encinas 158 t 136 167 207 6 154 210 Total Subtotals Sub- totals 510 353 Totals 863 Poinsettia Lane E a s t A P P r South /Approach Note : Left-turn volumes inciude U-turns. Avenlcia Encinas at Poinsettia Lane Lane Configuration for intersection Capacity Utilization Pk. Hr, Time Period : 5:00 PM to 6:00 PM Page 3 of 3 South/Appr (NB) North Appr (SB) West Appr (EB) East/Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config- urations Inside (left) Outside 1 1 1 1 1 1 1 1 1 1 Lane Settings 1 1 1 0 1 0 1 1 0 1 1 1 Capacity 1800 2000 1800 0 2000 0 1800 2000 0 1800 2000 1800 /Are the North/South phases split (Y/N)? N /Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 136 34 414 148 23 42 35 165 110 345 148 101 Adjusted Hourly Volume 136 34 414 0 213 0 35 275 0 345 148 101 Utilization Factor 0.08 0.02 0.23 0.00 0.11 0.00 0.02 0.14 0.00 0.19 0.07 0.06 Crrtical Factors 0.23 0.00 0.14 0.19 ICU Ratio = 0.66 LOS= B Turning Movements at Intersection of: Avenida Encinas and Poinsettia Lane W e s t A P P r Time : 5:00 PM to 6:00 PM Date : 7/29/93 Day: Thursday Name : C.K 8c M.S Totals 636 Sub- totols 326 310 North Approach 42 36 165 110 Subtotals Total North 478 383 213 23 148 Avenida Encinas 170 t 136 34 414 584 1062 101 148 345 Total Subtotals Sub- totals 594 Totals 1321 727 Poinsettia Lane E a s t A P P r South /Approach Note : Left-turn volumes inciude U-turns. CITY OF CARLSBAD SUMMER 1993 INTERSECTION ANALYSIS SUMMARY Intersection Number: 25 Intersection Location: Tamarack Avenue and Pio Pico Drive CONTENT EAfiE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and 2 of 3 Turn Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Turn Movement Diagram JHK 8c /Associates Turning Movement Count /Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Sfi'eet: Pio Pico Drive E/W Street: Tamarack Avenue File: CARLS25.XLS Data Collected by J.S 8c C.I Count Date: 7/14/93 Day: Wednesday Weather: Clear Traffic Control: Signalized South Approach (NB) North Approach (SB) West /Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 2 0 0 0 0 1 0 0 20 0 5 , 0 17 0 0 1 0 77 4 0 127 0 6:30 AM 3 0 0 0 0 2 0 0 20 0 2 0 24 3 0 1 0 126 1 0 182 0 6:45 AM 0 0 0 0 0 2 0 0 39 1 6 0 34 1 0 2 0 120 4 0 208 1 7:00 AM 2 0 2 1 0 5 0 0 41 0 6 0 45 2 0 4 0 159 2 0 269 0 7:15 AM 2 0 0 2 0 2 0 1 25 0 4 0 38 0 0 0 0 148 0 1 222 1 7:30 AM 3 0 0 1 1 2 0 1 28 0 6 0 38 0 0 3 0 160 4 0 235 1 7:45 AM * 2 0 0 0 0 3 0 0 26 0 8 0 62 2 0 3 0 128 8 2 242 2 8:00 AM • 2 0 0 1 1 3 0 0 33 0 20 0 81 1 0 2 0 150 1 12 294 13 8:16 AM • 5 0 0 1 0 7 0 0 24 0 19 0 84 1 0 2 0 147 4 1 294 1 8:30 AM " 0 0 0 0 0 3 0 0 26 0 13 0 51 1 0 0 0 150 4 4 248 4 8:45 AM 2 0 1 2 1 8 0 0 24 0 8 0 54 1 0 3 0 117 8 4 228 5 9.00 AM 4 0 0 1 0 13 0 1 30 0 10 0 67 3 0 3 0 126 11 2 269 2 Max. 16 min. 5 0 2 2 1 13 0 1 41 1 20 0 84 3 0 4 0 159 11 12 294 13 Pk. Hr. Vol. 9 0 0 2 1 16 0 0 109 0 60 0 278 5 0 7 0 575 17 19 1078 20 7:30 AM Peak Intersection Traffic in Pk. Hr. = 1078 Peak Hr. Factor 0.92 8:30 AM Hour Intersection Pdstrns in Pk. Hr. = 20 3:45 PM 4 0 0 2 2 18 0 2 12 0 16 0 140 1 0 0 0 92 10 0 297 2 4:00 PM 2 0 0 4 1 16 0 1 15 0 20 0 139 1 0 0 0 110 9 0 317 1 4:15 PM 1 0 1 2 0 28 0 1 13 0 16 0 154 0 0 3 0 139 3 1 361 1 4:30 PM 0 0 1 2 0 20 0 0 11 0 23 0 169 2 0 0 0 112 12 2 362 2 4:45 PM 3 0 0 0 1 8 0 1 16 0 27 0 168 0 0 1 0 98 20 2 342 3 5:00 PM 1 0 0 4 6 17 0 0 19 0 30 0 199 1 0 0 0 134 7 0 412 6 5:15 PM • 3 0 1 3 0 16 0 0 20 0 28 0 228 4 0 0 0 117 8 0 428 0 5:30 PM • 3 0 1 2 2 11 0 0 19 0 31 0 231 0 0 1 0 125 9 2 433 4 5:45 PM • 5 0 0 3 3 17 0 0 17 0 30 0 176 0 0 1 0 99 8 2 356 5 6:00 PM • 6 0 0 1 1 21 0 0 17 0 21 0 229 0 0 3 0 131 7 2 435 3 6:16 PM 2 0 0 3 0 14 0 1 12 0 16 0 166 0 0 0 0 110 16 0 340 0 6:30 PM 3 0 0 0 5 10 0 0 20 0 13 0 182 0 0 1 0 117 16 2 362 7 Max. 15 min. 5 0 1 4 6 28 0 2 20 0 31 0 231 4 0 3 0 139 20 2 435 7 Pk. Hr.Vol. 16 0 2 9 6 65 0 0 73 0 110 0 864 4 0 6 0 472 32 6 1652 12 5:00 PM Peak Intersection Traffic in Pk. Hr. = 1652 Peak Hr. Factor 0.95 6:00 PM Hour intersection Pdstrns in Pk. Hr. = 12 Pio Pico Drive at Tamarack Avenue Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 7:30 AM to 8:30 AM South Appr (NB) North Appr (SB) West Appr (EB) Page 2 of 3 East Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config- urations Inside (left) Outside 1 1 1 1 1 1 1 1 Lane Settings 0 1 0 0 1 0 1 2 0 1 2 0 Capacity 0 2000 0 0 2000 0 1800 4000 0 1800 4000 0 /Are the North/South phases split (Y/N)? N Aie the East/West phases spirt (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 9 0 2 16 0 109 60 278 5 7 575 17 Adjusted Hourly Volume 0 11 0 0 125 0 60 283 0 7 592 0 Utilization Factor 0.00 0.01 0.00 0.00 0.06 0,00 0.03 0.07 0.00 0.00 0.15 0.00 Critical Factors 0.00 0.06 0.03 0.15 ICU Ratio = 0.34 LOS = A Turning Movements at Intersection of: Pio Pico Drive and Tamarack Avenue W e s t A P P r Time : 7:30 AM to 8:30 AM Date : 7/14/93 Day : Wednesday Name : J.S 8c C.I Totals 1036 Sub- totals 693 343 North Approach 109 60 278 5 Subtotals Total 12 125 0 202 16 Pio Pico Drive 77 t North 9 0 2 11 23 17 575 7 Total Subtotals Sub- totals 599 Totals 895 296 Tamarack Avenue E a s t A P P r South /Approach Note : Left-turn volumes inciude U-turns. Pio Pico Drive at Tamarack Avenue Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 5:00 PM to 6:00 PM Page 3 of 3 South/Appr (NB) North/Appr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config - urations Inside (left) Outside 1 1 1 1 1 1 1 1 1 Lane Settings 0 1 0 0 1 0 1 2 0 1 2 0 Capacity 0 2000 0 0 2000 0 1800 4000 0 1800 4000 0 Are the North/South phases split (Y/N)7 N /Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 16 2 9 65 0 73 110 864 4 5 472 32 Adjusted Hourly Volume 0 27 0 0 138 0 110 868 0 5 604 0 Utilization Factor 0.00 0.01 0.00 0.00 0.07 0.00 0.06 0.22 0.00 0.00 0.13 0.00 Crrtical Factors 0.00 0.07 0.22 0.00 ICU Ratio 0.39 LOS= A Turning Movements at intersection of: Pio Pico Drive and Tamarack Avenue W e s t A P P r Time : 5:00 PM to 6:00 PM Dote : 7/14/93 Day : Wednesday Name : J.S 8c C.i Totals 1539 Sub- totals 561 978 North Approach 73 110 864 4 Subtotals Total IF 16 36 138 0 2 27 282 65 Pio Pico Drive 144 t North ^ t r 32 472 6 Total Subtotals Sub- totals 509 Totals 1447 938 Tarrrarack Avenue E a s t A P P r South /Approach Note : Left-turn volumes inciude U-turns. CITY OF CARLSBAD SUMMER 1993 INTERSECTION ANALYSIS SUMMARY Intersection Number: 2 6 Intersection Location: Alga Road and El Fuerte Street CONTENT PAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. LOS Analysis (TRB Method) 2 of 3 P.M. LOS Analysis (TRB Method) 3 of 3 JHK 8c /Associates Turning Movement Count /Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Street: El Fuerte Street E/W Street: Alga Road File: CARLS26.XLS Data Collected by J.R 8c C.I Count Dote: 7/8/93 Day: Thursday Weather: Clear Traffic Control: Unsignalized End of 15 South Approach (NB) North /Approach (SB) West /Approach (EB) East Approach (WB) 15 min Total Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 4 0 0 8 0 2 0 0 8 0 1 0 19 1 2 4 0 18 1 0 66 2 6:30 AM 1 0 0 8 0 3 0 0 11 0 0 0 25 1 0 5 0 47 2 0 103 0 6:45 AM 5 0 1 14 0 7 0 0 18 0 3 0 30 1 0 7 0 59 0 0 145 0 7:00 AM 6 0 1 8 0 13 0 0 20 0 0 0 60 0 1 8 0 67 1 0 174 1 7:15 AM 3 0 0 7 0 12 0 1 13 0 1 0 48 2 1 8 0 62 1 0 158 1 7:30 AM 6 0 2 23 0 13 0 1 16 0 3 0 69 3 0 13 0 99 6 0 254 0 7:45 AM 7 0 1 17 0 11 0 6 16 0 1 0 43 4 0 19 1 59 1 0 185 0 8:00 AM • 6 0 3 27 0 13 0 8 12 0 5 0 64 7 1 43 1 81 3 0 262 1 8:15 AM • 8 0 2 45 0 11 0 7 18 0 6 0 54 13 0 78 0 81 2 0 325 0 8:30 AM • 10 0 5 64 0 10 0 7 15 0 4 0 40 12 1 34 0 77 3 0 271 1 8:45 AM 3 0 0 21 0 13 0 0 12 0 3 0 36 4 1 8 0 40 3 0 142 1 9:00 AM 3 0 1 8 0 7 0 2 16 0 8 0 39 14 0 16 1 56 4 0 174 0 Max. 16 min. 10 0 6 54 0 13 0 8 20 0 8 0 69 14 2 78 1 99 6 0 325 2 Pk. Hr. Vol. 30 0 11 143 0 45 0 27 61 0 16 0 191 36 2 174 2 298 9 0 1043 2 7:30 AM Peak Intersection Traffic in Pk. Hr. = 1043 Peak Hr. Factor 0.80 8:30 AM Hour Intersection Pdstrns in Pk. Hr. = 2 3:45 PM 3 0 1 19 0 3 0 0 7 0 10 0 68 2 0 16 0 55 3 2 186 2 4:00 PM 1 0 1 10 0 8 0 0 6 0 11 0 68 0 0 8 0 46 0 0 149 0 4:16 PM 3 0 1 11 0 8 0 0 4 0 9 0 84 6 1 22 0 68 4 0 220 1 4:30 PM 3 0 1 16 0 8 0 2 4 0 17 0 100 7 0 19 0 66 7 0 240 0 4:45 PM 2 0 1 13 0 6 0 1 8 0 15 0 68 6 0 14 1 48 9 0 191 0 5:00 PM 2 0 2 14 0 6 0 1 4 0 10 0 68 7 0 23 0 59 7 0 203 0 5:15 PM 4 0 1 13 0 6 0 0 3 0 13 0 126 12 0 17 0 60 4 2 259 2 6:30 PM 3 0 2 11 0 2 0 0 4 0 22 1 132 14 1 21 0 66 3 0 271 1 6:45 PM m 2 0 1 23 0 8 0 0 7 0 22 0 113 8 0 24 0 82 6 0 296 0 6:00 PM 2 0 0 13 0 5 0 2 3 0 18 0 78 4 0 18 0 49 6 0 198 0 6:15 PM 3 0 0 11 0 3 0 1 5 0 15 0 83 6 0 14 0 42 7 0 190 0 6:30 PM 0 0 0 13 0 8 0 3 9 0 18 0 58 9 0 25 0 38 6 1 187 1 Max. 15 min. 4 0 2 23 0 8 0 3 9 0 22 1 132 14 1 25 1 82 9 2 296 2 Pk. Hr. Vol 11 0 6 61 0 22 0 1 18 0 67 T 439 41 1 85 0 257 20 2 1029 3 4:45 PM Peak Intersection Traftic in Pk. Hr. =1029 6:45 PM Hour Intersection Pdstrns in Pk. Hr. = 3 Peak Hr. Factor 0.87 Jhk & Associates, San Diego, CA. Intersection: EL FUERTE STREET AND ALGA ROAD Date:07/08/93 Analyst: BLT Time Period Analyzed: 7:30 - 8:30 AM Project No:30129 City/State: CARLSBAD, CA Filename: c:CB9326AM.dbf ************************************************************************ APPROACH VOLUMES APPROACH SB WB NB EB LT 4 5 176 30 16 NUMBER OF APPROACH LANES APPROACH SB WB NB EB APPROACH SB WB NB EB LT 0 1 0 1 TH 27 298 11 191 TH RT 61 9 143 36 RT 0 0 0 0 TOTAL 133 483 184 243 TOTAL SUMMARY OF THE RESULTS DELAY (SECONDS) 3.6 13.3 15.1 4.2 CAPACITY 428 945 384 773 LOS PHF 0.92 0.75 0.67 0.83 Average Delay (Intersection) : 10.7 Level of Service (Intersection): C ***************************** End of Print Job *************************** Jhk & Associates, San Diego, CA. Intersection: EL' FUERTE STREET AND ALGA ROAD Date:07/08/93 Analyst: BLT Time Period Analyzed: 4:45 - 5:45 PM Project No:30129 City/State: CARLSBAD, CA Filename: B:cb9326Dm.dbt ************************************* ***********)((*)|(*)(()|()((*****)|())(*)|()j()(()|(j(! APPROACH VOLUMES APPROACH SB WB NB EB LT 22 85 11 68 NUMBER OF APPROACH LANES APPROACH SB WB NB EB LT 0 1 0 1 TH 1 257 6 439 TH o i- 9 RT 18 20 61 41 RT 0 0 0 0 TOTAL 41 362 78 548 TOTAL 2 PHF 0.68 0.81 0.75 0.81. APPROACH SB WB NB EB SUMMARY OF THE RESULTS DELAY (SECONDS) 2.0 5.5 7.1 12.3 CAPACITY 321 992 202 1024 LOS Average Delay (Intersection) Level of Service (Intersection) 9.1 ***************************** End of Print Job *************************** CITY OF CARLSBAD SUMMER 1993 INTERSECTION ANALYSIS SUMMARY Intersection Number: 2 7 Intersection Location: Grand Avenue and State Street CONTENT PAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and 2 of 3 Turn Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Turn Movement Diagram JHK 8c /Associates Turning Movement Count Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Street: State Street E/W Street: Grand Avenue File: CARLS27.XLS Data Collected by J.S 8c J.F Count Dote : 8/3/93 Day: Tuesday Weather: Clear Traffic Control: Signalized End of 15 min. prd. South Approach (NB) North /Approach (SB) West Approach (EB) East Approach (WB) 15 min Total Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 0 0 8 1 0 1 0 4 3 1 1 0 6 1 0 1 0 8 1 2 35 3 6:30 AM 4 0 8 1 2 0 0 4 2 0 0 0 3 0 0 2 0 8 2 3 34 6 6:45 AM 2 0 15 2 4 4 0 6 3 1 2 0 2 3 1 2 0 13 1 0 55 6 7:00 AM 1 0 8 3 1 2 0 6 2 0 3 0 2 1 0 4 0 15 2 1 49 2 7:15 AM 1 0 8 3 1 2 0 9 4 0 3 0 6 2 3 2 0 26 3 1 68 6 7:30 AM 0 0 12 4 1 4 0 9 0 1 2 0 9 1 0 3 0 14 4 4 62 6 7 .45 AM 2 0 14 1 1 1 0 18 3 0 2 0 14 3 3 5 0 27 5 1 96 5 8:00 AM 10 0 19 9 2 2 0 10 7 2 3 0 19 8 0 10 0 33 19 2 149 6 8:15 AM • 1 0 38 5 2 3 0 22 5 0 1 0 20 6 1 7 1 29 7 0 145 3 8:30 AM ' 1 0 23 3 0 5 0 9 5 7 6 0 10 3 4 6 0 23 6 3 100 14 8:46 AM " 5 0 43 12 4 8 0 19 6 7 5 0 10 4 5 n 1 38 14 3 176 19 9:00 AM ' 2 0 34 10 3 5 0 17 7 2 6 0 27 7 3 7 0 22 8 5 152 13 Max. 16 min. 10 0 43 12 4 8 0 22 7 7 6 0 27 8 6 11 1 38 19 5 176 19 Pk. Hr. Vol. 9 0 138 30 9 21 0 67 23 16 18 0 67 20 13 31 2 112 36 11 573 49 8:00 AM Peak Intersection Traffic in Pk. Hr. = 673 Peak Hr. Factor 0.81 9:00 AM Hour Intersection Pdstrns in Pk. Hr. = 49 3:45 PM • 6 0 49 18 16 11 0 28 7 6 20 1 41 17 5 11 1 39 24 20 273 46 4:00 PM • 2 0 49 21 25 9 0 44 16 11 18 0 43 7 14 12 0 44 11 6 276 56 4:16 PM • 6 0 44 14 11 3 0 39 19 8 22 0 39 11 8 7 0 40 21 8 265 36 4:30 PM • 9 0 34 17 13 5 0 18 12 9 27 0 63 15 4 13 2 48 21 5 284 31 4:45 PM 5 0 34 16 9 11 0 38 21 4 7 0 14 10 4 11 2 30 17 4 216 21 5:00 PM 6 0 35 11 7 18 0 18 7 5 7 0 26 8 8 15 1 49 10 4 211 24 5:15 PM 8 0 36 11 8 11 0 38 5 4 4 0 41 6 1 12 0 49 17 2 238 15 6:30 PM 2 0 50 11 14 18 0 31 8 11 16 0 48 13 10 8 1 72 13 1 291 36 5:45 PM 6 0 32 10 7 5 0 26 6 5 . 7 0 31 8 7 6 0 45 13 2 194 21 6:00 PM 4 0 31 6 2 16 0 52 10 6 5 0 37 2 6 8 0 35 8 3 214 17 6:16 PM 3 -0 31 6 1 8 0 27 7 9 9 0 49 13 2 6 1 50 12 1 222 13 6:30 PM 5 0 57 9 5 5 0 17 8 11 8 0 50 9 6 3 0 57 5 9 233 31 Max. 15 min. 9 0 67 21 25 18 0 62 21 11 27 1 63 17 14 15 2 72 24 20 291 56 Pk. Hr. Vol. 23 0 176 70 64 28 0 129 54 34 87 1 186 50 31 43 3 171 77 39 1098 168 3:30 PM Peak Intersection Traffic in Pk. Hr. =1098 4:30 PM Hour intersection Pdstrns in Pk. Hr. = 168 Peak Hr. Factor 0.94 State Street at Grand Avenue Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period 8:00 AM to 9:00 AM Page 2 of 3 South/Appr (NB) North/Appr (SB) West Appr (EB) East/Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config - urations Inside (left) Outside 1 1 1 1 1 1 1 1 1 1 1 Lane Settings 0 1 0 0 1 0 0 1 0 0 1 0 Capacity 0 2000 0 0 2000 0 0 2000 0 0 2000 0 /Are the North/South phases split (Y/N)? N Aie the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 9 138 30 21 67 23 18 67 20 33 112 35 Adjusted Hourly Volume 0 177 0 0 111 0 0 106 0 0 180 0 Utilization Factor 0.00 0.09 0.00 0.00 0.06 0.00 0.00 0.05 0.00 0.00 0.09 0.00 Crrtical Factors 0.09 0.00 0.00 0.09 ICU Ratio = 0.28 LOS = A Turning Movements at Intersection of: State Street and Grand Avenue W e s t A P P r Time : 8.00 AM to 9:00 AM 8/3/93 Tuesday J.S 8c J.F Date Day Name Totals 249 Sub- totals 144 105 North Approach 23 18 67 20 Subtotals Total 118 111 67 North 177 302 21 State Street 191 t 35 112 33 138 30 Total Subtotals Sub- totals 180 Totals 300 120 Grand Avenue E a s t A P P r 296 South Approach Note : Left-turn volumes include U-turns. state Street at Grand Avenue Lone Configuration for Intersection Capacrty Utilization Pk. Hr. Time Period : 3:30 PM to 4:30 PM Page 3 of 3 South/Appr (NB) North/Appr (SB) West Appr (EB) East/Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config- urations Inside (left) Outside 1 2 3 4 5 6 7 1 1 1 1 1 1 1 1 1 1 1 1 Lane Settings 0 1 0 0 1 0 0 1 0 0 1 0 Capacity 0 2000 0 0 2000 0 0 2000 0 0 2000 0 /Are the North/South phases split (Y/N)? N Ate the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 23 176 70 28 129 64 88 186 50 46 171 77 Adjusted Hourly Volume 0 269 0 0 211 0 0 324 0 0 294 0 Utilization Factor 0.00 0.13 0.00 0.00 0.11 0.00 0.00 0.16 0.00 0.00 0.15 0.00 Critical Factors 0.13 0.00 0.16 0.00 ICU Ratio 0.40 LOS = Turning Movements at Intersection of: State Street and Grand Avenue W e s t A P P r Time : 3:30 PM to 4:30 PM Date: 8/3/93 Day : Tuesday Name : J.S 8c J.F Totals 573 Sub- totals 249 324 North Approach 54 88 186 50 Subtotals Total 222 23 491 651 211 129 28 State Street 340 t North 176 70 269 77 171 46 Total Subtotals Sub- totals 294 287 Totals 581 Grand Avenue E a s t A P P r South Approach Note : Left-turn volumes include U-turns. CITY OF CARLSBAD SUMMER 1993 INTERSECTION ANALYSIS SUMMARY Intersection Number: 2 8 Intersection Location: Grand Avenue and Jefferson Street CONTENT PAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and 2 of 3 Turn Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Turn Movement Diagram JHK 8c /Associates Turning Movement Count Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Street: Jefferson Stieet E/W Street: Grand Avenue File: CARLS28.XLS Data Collected by A.B 8c C.I Count Dcrte: 8/3/93 Day: Tuesday Weather: Clear Traffic Control: Signalized South /Approach (NB) North /Approach (SB) West /Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:16 AM 0 0 4 0 0 4 0 13 3 0 1 0 2 2 0 1 0 4 3 0 37 0 6:30 AM 1 0 2 1 0 3 0 8 2 0 0 0 10 2 0 1 0 10 2 0 42 0 6:45 AM 0 0 4 0 0 13 0 17 7 0 1 0 5 1 0 0 0 6 1 0 64 0 7:00 AM 0 0 8 3 0 15 0 19 17 0 2 0 14 0 0 2 0 19 3 0 102 0 7:15 AM 3 0 7 0 0 14 0 13 17 0 3 0 8 2 0 0 0 6 6 0 79 0 7:30 AM 1 0 16 3 0 18 0 15 17 0 2 0 11 1 0 3 0 17 4 0 108 0 7:45 AM 2 0 9 0 0 20 0 13 13 0 11 0 9 3 0 1 0 12 6 0 99 0 8:00 AM « 3 0 5 6 0 30 0 36 37 0 6 0 28 1 0 1 0 32 8 0 192 0 8:15 AM m 2 0 17 1 0 14 0 39 27 0 9 0 28 5 0 3 0 39 11 0 196 0 8:30 AM 2 0 13 2 0 11 0 16 13 0 8 0 19 2 0 1 0 17 7 0 110 0 8:45 AM • 2 0 10 1 0 17 0 12 19 0 14 0 31 8 0 2 0 27 16 0 169 0 9:00 AM 6 0 15 6 0 22 0 27 21 0 10 0 28 4 0 3 0 30 14 0 185 0 Max. 15 min. 6 0 17 6 0 30 0 39 37 0 14 0 31 8 0 3 0 39 16 0 195 0 Pk. Hr. Vol. 9 0 45 10 0 72 0 101 96 0 37 0 106 16 0 7 0 116 42 0 656 0 7:45 AM Peak Intersection Traffic in Pk. Hr. = 656 Peak Hr. Factor 0.84 8:46 AM Hour Intersection Pdstrns in Pk. Hr. = 0 3:46 PM • 12 0 21 7 0 34 0 47 28 0 36 0 59 11 0 5 0 40 30 0 330 0 4:00 PM • 6 0 21 6 0 22 0 41 23 0 23 0 54 16 0 1 0 32 20 0 262 0 4:15 PM 13 0 38 6 0 33 0 31 33 0 25 0 65 12 0 2 0 59 32 0 349 0 4:30 PM • 9 0 25 4 0 22 0 26 24 0 17 0 49 8 0 3 0 36 30 0 251 0 4:45 PM 3 0 22 3 0 26 0 19 27 0 3 0 34 22 0 28 0 59 8 0 264 0 5:00 PM 7 0 28 10 0 46 0 36 29 0 33 0 47 8 0 2 0 34 30 0 310 0 5:15 PM 7 0 20 6 0 • 26 0 25 26 0 28 0 56 8 0 1 0 32 23 0 258 0 5:30 PM 10 0 36 5 0 34 0 44 31 0 38 0 55 6 0 2 0 29 26 0 316 0 5:45 PM 6 0 27 5 0 9 0 39 20 0 21 0 26 2 0 2 0 18 13 0 188 0 6:00 PM 3 0 18 2 0 49 0 35 18 0 26 0 48 6 0 1 0 25 22 0 253 0 6:15 PM 6 0 29 11 0 21 0 35 21 0 13 0 38 5 0 1 0 32 16 0 228 0 6:30 PM 8 0 24 5 0 26 0 32 28 0 26 0 32 4 0 1 0 23 21 0 229 0 Max. 16 min. 13 0 38 11 0 49 0 47 33 0 38 0 65 22 0 28 0 59 32 0 349 0 Pk. Hr. Vol. 39 0 106 22 0 111 0 144 108 0 101 0 227 46 0 11 0 166 112 0 1192 0 3:30 PM Peak Intersection Traffic in Pk. Hr. = 1192 Peak Hr. Factor 0.86 4:30 PM Hour Intersection Pdstrns in Pk. Hr. 0 Jefferson Street at Grand Avenue Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period 7:45 AM to 8:45 AM Page 2 of 3 South/Appr (NB) North/Appr (SB) West Appr (EB) East/Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config- urations Inside (left) Outside 1 1 1 1 1 1 1 1 1 1 Lane Settings 0 1 0 0 1 0 0 1 0 0 1 0 Capacity 0 2000 0 0 2000 0 0 2000 0 0 2000 0 /Are the North/South phases split (Y/N)? N /Are the East/West phases spirt (Y/N)? N Efficiency Lost Factor 0.10 Houriy Volume 9 45 10 72 101 96 37 106 16 7 115 42 Adjusted Hourly Volume 0 64 0 0 269 0 0 159 0 0 164 0 Utilization Factor 0.00 0.03 0.00 0.00 0.13 0.00 0.00 0.08 0.00 0.00 0.08 0.00 Critical Factors 0.00 0.13 0.00 0.08 ICU Ratio = 0.32 LOS = A Turning Movements at intersection of: Jefferson Street and Grand Avenue W e s t A P P r Time : 7:46 AM to 8:45 AM 8/3/93 Tuesday A.B 8c C.i Date Day Name Totals 379 Sub- totais 220 159 North Approach Jefferson Street 393 37 106 16 269 96 101 72 t North Subtotals 124 Total 124 42 115 7 45 10 64 Total Subtotals Sub- totals 164 Totals 352 188 Grand Avenue E a s t A P P r 188 South /Approach Note : Left-turn volumes include U-turns. Jefferson Street at Grand Avenue Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 3:30 PM to 4:30 PM Page 3 of 3 South/Appr (NB) North/Appr (SB) West Appr (EB) East/Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config - urations Inside (left) Outside 1 1 1 1 1 1 1 1 1 1 1 1 Lane Settings 0 1 0 0 1 0 0 1 0 0 1 0 Capacity 0 2000 0 0 2000 0 0 2000 0 0 2000 0 Aie the North/South phases split (Y/N)? N /Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 39 105 22 111 144 108 101 227 46 11 166 112 Adjusted Hourly Volume 0 166 0 0 363 0 0 374 0 0 289 0 Ufilization Factor 0.00 0.08 0.00 0.00 0.18 0.00 0.00 0.19 0.00 0.00 0.14 0.00 Crrtical Factors 0.00 0.18 0.19 0.00 ICU Ratio 0.47 LOS = Turning Movements at Intersection of: Jefferson Street and Grand Avenue W e s t A P P r Time : 3:30 PM to 4:30 PM Date: 8/3/93 Day : Tuesday Name : A.B 8c C.I Totals 687 Sub- totals 313 374 North Approach 101 —^ 227 • 46 ^ Subtotals Total 201 39 367 I t North t Jefferson Street 681 363 108 144 111 318 112 166 11 ^ t r 106 22 166 Total Subtotals Sub- totals 289 Totals 649 360 Grand Avenue E a s t A P P r South /Approach Note : Left-turn volumes include U-turns. CITY OF CARLSBAD SUMMER 1993 INTERSECTION ANALYSIS SUMMARY Intersection Number: 2 9 Intersection Location: College Boulevard and Faraday Avenue CONTENT PAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and 2 of 3 Turn Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Turn Movement Diagram JHK 8c /Associates Turning Movement Count /Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Sfreet: College Boulevard E/W Street: Faraday Avenue File: CARLS29.XLS Data Collected by J.R 8c M.U Count Date: 7/7/93 Day: Wednesday Weather: Clear Traffic Control: Signalized South Approach (NB) North Approach (SB) West /Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 3 0 0 10 0 20 0 13 0 0 1 0 1 0 0 7 0 0 7 0 62 0 6:30 AM 6 0 0 22 0 30 0 19 0 0 0 0 0 0 0 6 0 1 0 0 84 0 6:45 AM 8 4 3 31 0 27 0 43 2 0 0 0 0 0 0 8 0 3 3 0 132 0 7:00 AM 7 0 4 56 0 57 0 62 1 0 1 0 0 0 0 11 0 0 2 0 201 0 7:15AM 6 0 6 30 0 39 0 24 1 0 0 0 0 0 0 17 0 0 10 0 132 0 7:30 AM ' 0 1 4 70 0 47 0 33 0 0 0 0 0 0 0 4 0 0 1 0 160 0 7:46 AM " 1 0 10 44 0 51 0 13 0 0 0 0 2 0 0 1 0 1 0 0 123 0 8:00 AM " 1 0 8 76 0 68 0 47 1 0 0 0 1 1 0 3 0 0 0 0 206 0 8:15 AM • 4 0 7 77 0 45 0 20 0 0 0 0 0 0 0 1 0 0 1 0 165 0 8:30 AM 1 1 5 53 0 25 0 19 0 0 0 0 0 0 0 5 0 0 0 0 109 0 8:45 AM 1 0 9 36 0 14 0 22 0 0 1 0 3 3 0 12 1 6 5 0 112 0 9:00 AM 1 0 6 46 0 8 0 15 0 0 0 0 1 0 0 12 0 1 0 0 90 0 Max. 15 min. 8 4 10 77 0 68 0 62 2 0 1 0 3 3 0 17 1 6 10 0 206 0 Pk.Hr. Vol. 6 1 29 267 0 211 0 113 1 0 0 0 3 1 0 9 0 1 2 0 644 0 7:16 AM Peak Intersection Traffic in Pk. Hr. = 644 Peak Hr. Factor 0.78 8:16 AM Hour Intersection Pdstrns in Pk. Hr. = 0 3:45 PM • 0 0 66 17 0 5 0 17 0 0 0 0 3 12 0 50 0 0 45 0 204 0 4:00 PM • 1 1 60 31 0 8 0 16 1 0 4 0 2 0 0 34 0 1 19 0 178 0 4:16 PM • 0 2 33 13 0 11 0 18 0 0 0 0 1 0 0 63 0 1 71 0 213 0 4:30 PM • 1 0 18 18 0 3 0 16 0 0 0 0 2 0 0 34 0 0 21 0 113 0 4:45 PM 0 1 28 10 0 2 0 12 0 0 1 0 1 1 0 66 0 0 60 0 172 0 5:00 PM 3 0 30 16 0 7 0 10 0 0 0 0 0 0 0 40 0 0 24 0 129 0 5:15 PM 1 0 36 12 0 6 0 10 0 0 0 0 1 0 0 88 0 1 69 0 224 0 6:30 PM 0 0 22 3 0 3 0 6 0 0 0 0 0 0 0 66 0 1 43 0 134 0 5:45 PM 1 0 25 5 0 2 0 9 1 0 0 0 0 0 0 53 0 0 31 0 127 0 6.00 PM 0 0 27 5 0 3 0 14 2 0 0 0 0 1 0 45 0 0 10 0 107 0 6:15 PM 1 0 15 5 0 0 0 21 1 0 0 0 0 0 0 30 0 0 6 0 78 0 6:30 PM 0 0 17 5 0 1 0 15 0 0 1 0 0 0 0 17 0 0 5 0 61 0 Max. 16 min. 3 2 60 31 0 11 0 21 2 0 4 0 3 12 0 88 0 1 71 0 224 0 Pk. Hr. Vol. 2 3 166 79 0 27 0 67 1 0 4 0 8 12 0 181 0 2 156 0 708 0 3:30 PM Peak Intersection Traffic in Pk. Hr. = 708 Peak Hr. Factor 0.79 4:30 PM Hour Intersection Pdstrns in Pk. Hr. = 0 College Boulevard at Faraday Avenue Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : 7:15 AM to 8:15AM South/Appr (NB) North Appr (SB) West Appr (EB) East/Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config- urations Inside (left) Outside 1 1 1 Lane Settings 2 2022012012 Capacity 3240 4000 0 3240 4000 0 1800 4000 0 1800 4000 /Are the North/South phases split (Y/N)? N /Are the East/West phases split (Y/N)? N Efficiency LcDst Factor 0.10 Hourly Volume 7 29 267 211 113 1 0 3 1 9 1 Adjusted Hourly Volume 7 296 0 211 114 0 0 4 0 9 3 Utilization Factor 0.00 0.07 0.00 0.07 0.03 0.00 0.00 0.00 0.00 0.01 0.00 Critical Factors 0.07 0.07 0.00 0.01 ICU Ratio = 0.26 LOS = Turning Movements at Intersection of: College Boulevard and Faraday Avenue W e s t A P P r Time : 7:15 AM to 8:15AM Date: 7/7/93 Day : Wednesday Name : J.R 8c M.U Totals 12 Sub- totais 8 4 Subtotals Total North Approach College Boulevard 124 366 325 1 113 211 , t , North 1 f r 31 29 267 303 Total Subtotals Sub- totals 12 481 Totals 493 Faraday Avenue E a s t A P P r 427 South Approach Note : Left-turn volumes inciude U-turns. College Boulevard at Faraday Avenue Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 3:30 PM to 4:30 PM Page 3 of 3 South/Appr (NB) North/Appr (SB) West Appr (EB) East/Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config - urations Inside (left) Outside 1 1 Lane Settings 2 2 0 2 2 0 1 2 0 1 2 0 Capacity 3240 4000 0 3240 4000 0 1800 4000 0 1800 4000 0 /Are the North/South phases split (Y/N)? N /Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 6 166 79 27 67 1 4 8 12 181 2 156 Adjusted Hourly Volume 5 245 0 27 68 0 4 20 0 181 168 0 Utilization Factor 0.00 0.06 0.00 0.01 0.02 0.00 0.00 0.01 0.00 0.10 0.04 0.00 Crrtical Factors 0,06 0.01 0.01 0.10 ICU Ratio = 0.28 LOS = A Turning Movements at Intersection of: College Boulevard and Faraday Avenue W e s t A P P r Time : 3:30 PM to 4:30 PM Date: 7/7/93 Day : Wednesday Name : J.R 8c M.U Totals 29 Sub- totals 5 24 North Approach 95 1 67 4 8 12 Subtotals Total 263 College Boulevard 421 27 326 t. North ^ t r 4_ 166 79 250 166 2 181 Total Subtotals Sub- totals 339 Totals 453 114 Faraday Avenue E a s t A P P r 613 South Approach Note : Left-turn volumes include U-turns. CITY OF CARLSBAD SUMMER 1993 INTERSECTION ANALYSIS SUMMARY Intersection Number: 30 Intersection Location: I-5/Carlsbad Village Drive S/B Ramp CONTENT PAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and 2 of 3 Turn Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Turn Movement Diagram JHK 8c/Associates Turning Movement Count Analysis Page 1 of 3 City; Carlsbad Intersection of: N/S Sfreet: 1-5 SB Ramp E/W Street: Carlsbad Village Drive File: CARLS30.XLS Data Collected by J.R 8c C.I Count Dote: 7/16/93 Day : Thursday Weather: Clear Traffic Control: Signalized End of 15 South /Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds. 6:15 AM 0 0 0 0 0 6 0 0 23 0 0 0 32 16 0 22 0 42 0 0 141 0 6:30 AM 0 0 0 0 0 11 0 0 34 0 0 0 67 43 0 43 0 50 0 0 248 0 6:45 AM 0 0 0 0 0 3 0 0 36 0 0 0 69 45 0 32 0 61 0 0 246 0 7:00 AM 0 0 0 0 0 23 0 0 68 0 0 0 103 51 1 59 0 121 0 0 425 1 7:15 AM 0 0 0 0 0 25 0 0 37 0 0 0 69 59 0 40 0 55 0 1 286 1 7:30 AM 0 0 0 0 0 26 0 1 67 0 0 0 81 52 2 62 0 90 0 1 379 3 7:46 AM 0 0 0 0 0 11 0 0 50 0 0 0 103 54 2 42 0 107 0 0 367 2 8:00 AM 0 0 0 0 0 24 0 0 47 0 0 0 98 48 1 56 0 109 0 1 382 2 8:16 AM 0 0 0 0 0 43 0 0 81 0 0 0 149 70 0 44 0 164 0 1 651 1 8:30 AM • 0 0 0 0 0 30 0 0 82 0 0 0 93 40 0 60 0 143 0 1 438 1 8:46 AM • 0 0 0 0 0 29 0 1 106 0 0 0 106 71 2 28 1 168 0 0 510 2 9:00 AM 0 0 0 0 0 31 0 1 54 0 0 0 80 62 1 32 0 131 0 0 391 1 Max. 16 min. 0 0 0 0 0 43 0 1 106 0 0 0 149 71 2 62 1 168 0 1 551 3 Pk. Hr. Vol. 0 0 0 0 0 133 0 2 323 0 0 0 428 243 3 154 1 606 0 2 1890 5 8:00 AM Peak Intersection Traffic in Pk. Hr. = 1890 Peak Hr. Factor 0.86 9:00 AM Hour Intersection Pdstrns in Pk. Hr. = 5 3:45 PM 0 0 0 0 0 26 0 0 101 0 0 0 188 69 0 33 0 190 0 2 607 2 4:00 PM 0 0 0 0 0 78 0 0 151 0 0 0 196 87 0 53 0 183 0 0 748 0 4:16 PM 0 0 0 0 0 50 0 2 128 1 0 0 246 96 1 32 0 175 0 1 728 3 4:30 PM 0 0 0 0 0 69 0 2 119 0 0 0 266 99 0 38 0 247 0 0 830 0 4:45 PM 0 0 0 0 0 61 0 1 103 0 0 0 226 81 2 32 0 166 0 0 670 2 5:00 PM 0 0 0 0 0 61 0 0 136 0 0 0 224 102 0 43 0 201 0 0 757 0 5:16 PM « 0 0 0 0 0 96 0 1 118 0 0 0 196 70 0 56 0 178 0 2 714 2 5:30 PM 0 0 0 0 0 78 0 0 101 1 0 0 202 134 1 76 0 259 0 0 850 2 5:45 PM 1 0 0 0 0 0 70 0 1 122 0 0 0 207 95 1 66 0 219 0 1 780 2 6:00 PM 0 0 0 0 0 62 0 0 103 0 0 0 218 77 0 32 0 161 0 0 663 0 6:15 PM 0 0 0 0 0 74 0 0 98 0 0 0 227 92 0 55 0 237 0 0 783 0 6:30 PM 0 0 0 0 0 61 0 0 88 1 0 0 213 95 0 52 0 227 0 1 736 2 Max. 16 min. 0 0 0 0 0 96 0 2 151 1 0 0 256 134 2 76 0 259 0 2 850 3 Pk. Hr. Vol. 0 0 0 0 0 295 0 2 477 1 0 0 828 401 2 241 0 857 0 3 3101 6 4:45 PM Peak Intersection Traffic in Pk. Hr. =3101 5:45 PM Hour Intersection Pdstrns in Pk. Hr. = 6 Peak Hr. Factor 0.91 I-S SB Ramp at Carlsbad Village Drive Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 8:00 AM to 9:00 AM Page 2 of 3 South/Appr (NB) North/Appr (SB) West Appr (EB) East/Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config - urations Inside (left) Outside 1 1 1 1 Lane Settings 0 0 0 0 1 1 0 2 0 I 2 0 Capacity 0 0 0 0 2000 1800 0 4000 0 1800 4000 0 /Are the North/South phases split (Y/N)? N Aie the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Hourly Volume 0 0 0 133 2 323 0 428 243 155 606 0 Adjusted Hourly Volume 0 0 0 0 135 323 0 671 0 166 606 0 Utilization Factor 0.00 0.00 0.00 0.00 0.07 0.18 0.00 0.17 0.00 0.09 0.16 0.00 Critical Factors 0.00 0.18 0.17 0.09 ICU Ratio = 0.63 LOS = Turning Movements crt Intersection of: Time : 8:00 AM to 9:00 AM Date; 7/15/93 Day : Thursday Name : J.R 8c C.I W e s t A P P r Totals 1600 Sub- totais 929 671 1-5 SB Ramp North Approach 458 323 2 0 428 243 Subtotals 399 Total and Carlsbad Village Drive 1-5 SB Ramp North 468 133 t 0 606 155 0 Total Subtotals Sub- totals 761 Totals 1323 562 Carisbad Village Drive E a s t A P P r 399 South /Approach Note : Left-turn volumes include U-turns. 1-5 SB Ramp at Carlsbad Village Drive Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period 4:45 PM to 5:45 PM Page 3 of 3 South /Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Config - urations Inside (left) Outside 1 1 1 1 Lane Settings 0 0 0 0 1 1 0 2 0 1 2 0 Capacity 0 0 0 0 2000 1800 0 4000 0 1800 4000 0 /Are the North/South phases split (Y/N)? N /Are the East/West phases split (Y/N)? N Efficiency Lost Factor 0.10 Houriy Volume 0 0 0 295 2 477 0 828 401 241 857 0 Adjusted Hourly Volume 0 0 0 0 297 477 0 1229 0 241 857 0 Utilization Factor 0.00 0.00 0.00 0.00 0.15 0.27 0.00 0.31 0.00 0.13 0.21 0.00 Critical Factors 0.00 0.27 0.31 0.13 ICU Ratio 0.81 LOS= D Turning Movements at Intersection of: 1-5 SB Ramp and Carisbad Viliage Drive W e s t A P P r Time : 4:45 PM to 5:45 PM Date: 7/16/93 Day : Thursday Name : J.R 8c C.I Totals 2563 Sub- totals 1334 1229 North Approach 774 477 2 0 828 401 Subtotals Total 644 1-5 SB Ramp 774 295 t North ^ t r 0 867 241 Total Subtotals Sub- totals 1098 Totals 2221 1123 Carlsbad Village Drive E a s t A P P r 644 South Approach Note : Left-turn volumes include U-turns. CITY OF CARLSBAD SUMMER 1993 INTERSECTION ANALYSIS SUMMARY Intersection Number: 31 Intersection Location: I-5/Carlsbad Village Drive N/B Ramp CONTENT Turn Movement Count Summary (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Turn Movement Diagram P.M. Peak Hour ICU Analysis and Turn Movement Diagram PAGE 1 of 3 2 of 3 3 of 3 JHK 8c /Associates Turning Movement Count Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Sfreet: 1-6 NB Ramp E/W Street: Carlsbad Village Drive File: CARLS31.XLS Data Collected by J.R 8c C.I Count Date: 7/15/93 Day: Thursday Weather: Clear Traffic Control: Signalized Erid of 15 min. prd. South Approach (NB) North /Approach (SB) West /Approach (EB) East Approach (WB) 16 min Total Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 11 0 2 11 0 0 0 0 0 0 26 0 17 0 2 0 0 46 23 0 135 2 6:30 AM 26 0 1 20 0 0 0 0 0 0 65 0 38 0 0 0 0 119 49 0 317 0 6:45 AM 16 0 0 9 0 0 0 0 0 0 47 0 17 0 1 0 0 68 33 0 190 1 7:00 AM 46 0 2 9 0 0 0 0 0 0 50 0 35 0 0 0 0 113 25 0 280 0 7:15AM 20 0 1 9 0 0 0 0 0 0 66 0 55 0 0 0 0 93 33 0 266 0 7:30 AM 29 0 2 15 0 0 0 0 0 0 41 0 41 0 0 0 0 96 24 0 248 0 7:45 AM ' 53 0 3 24 0 0 0 0 0 0 77 0 46 0 2 0 0 140 46 0 389 2 8:00 AM • 48 0 1 23 0 0 0 0 0 0 66 0 62 0 2 0 0 196 43 0 429 2 8:15 AM • 48 0 0 29 0 0 0 0 0 0 79 0 57 0 2 0 0 141 20 0 374 2 8:30 AM ' 56 0 2 29 0 0 0 0 0 0 51 0 51 0 2 0 0 167 21 0 377 2 8:45 AM 74 0 0 27 0 0 0 0 0 0 57 0 41 0 2 0 0 151 36 0 386 2 9:00 AM 64 0 1 30 0 0 0 0 0 0 80 0 103 0 0 0 0 86 36 0 400 0 Max. 16 min. 74 0 3 30 0 0 0 0 0 0 80 0 103 0 2 0 0 196 49 0 429 2 Pk. Hr. Vol. 205 0 6 105 0 0 0 0 0 0 263 0 216 0 8 0 0 644 130 0 1569 8 7:30 AM Peak Intersection Traffic in Pk. Hr. = 1569 Peak Hr. Factor 0.91 8:30 AM Hour Intersection Pdstrns in Pk. Hr. = 8 3:45 PM 67 0 3 23 0 0 0 0 0 0 86 0 81 0 1 0 0 182 64 0 506 1 4:00 PM • 88 0 0 43 0 0 0 0 0 0 87 0 107 0 0 0 0 205 65 0 585 0 4:15 PM • 97 0 2 35 0 0 0 0 0 0 114 0 139 0 1 0 0 206 37 0 629 1 4:30 PM • 122 0 1 62 0 0 0 0 0 0 80 0 77 0 2 0 0 188 51 0 571 2 4:45 PM • 95 0 1 29 0 0 0 0 0 0 108 0 101 0 3 0 0 148 49 2 531 5 5:00 PM 79 0 2 35 0 0 0 0 0 0 141 0 123 0 2 0 0 141 49 3 670 5 5:16 PM 66 0 1 56 0 0 0 0 0 0 119 0 162 0 0 0 0 141 68 1 603 1 6:30 PM 56 0 3 38 0 0 0 0 0 0 104 0 108 0 1 0 0 136 56 0 601 1 5:45 PM 85 0 0 32 0 0 0 0 0 0 86 0 125 0 1 0 0 115 21 0 464 1 6:00 PM 98 0 1 35 0 0 0 0 0 0 124 0 120 0 2 0 0 101 12 2 491 4 6:15 PM 113 0 1 40 0 0 0 0 0 0 126 0 160 0 0 0 0 49 12 0 601 0 6:30 PM 45 0 0 35 0 0 0 0 0 0 69 0 79 0 0 0 0 99 11 1 338 1 Max. 15 min. 122 0 3 56 0 0 0 0 0 0 141 0 162 0 3 0 0 205 64 3 629 5 Pk. Hr. Vol. 402 0 4 159 0 0 0 0 0 0 389 0 424 0 6 0 0 746 192 2 2316 8 3.45 PM Peak Intersection Traffic in Pk. Hr. =2316 4:46 PM Hour Intersection Pdstrns in Pk. Hr. = 8 Peak Hr. Factor 0.92 1-5 NB Ramp at Carlsbad Village Drive Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Time Period : South Appr (NB) North Appr (SB) West Appr (EB) East Appr (WB) 7:30 AM to 8:30 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 1 1 1 1 1 Config - (left) 2 1 1 1 1 urations 3 4 C 1 Outside O 6 7 Lane Settings 0 1 1 0 0 0 1 2 0 0 2 0 Capacity 0 2000 1800 0 0 0 1800 4000 0 0 4000 0 /Are the North/South phases split (Y/N)? N Are the East/West phases spirt (Y/N)? N Efficiency Lost Factor 0.10 Houriy Volume 205 6 106 0 0 0 263 216 0 0 644 130 Adjusted Hourly Volume 0 211 105 0 0 0 263 216 0 0 774 0 Utilization Factor 0.00 0.11 0.06 0.00 0.00 0.00 0.15 0.05 0.00 0.00 0.19 0.00 Crrtical Factors 0,11 0.00 0.15 0.19 ICU Ratio = 0.55 LOS = A Turning Movements at Intersection of 1-5 NB Ramp and Carisbad Village Drive Time : 7:30 AM to 8:30 AM North Approach 1-5 NB Ramp Date : 7/15/93 Day : Thursday 399 Total Name : J.R 8c C.I 0 399 Subtotals Sub-0 0 0 Sub- w e s t A P P r Totals 1328 totals 849 479 263 216 0 t lort North 130 644 0 1 totals 774 321 Totals 1095 E a s t A P P r Subtotals Total 205 6 0 316 316 105 Carlsbad ATiliage Drive South Approach Note : Left-turn volumes include U-turns. 1-5 NB Ramp at Ccvisbod Village Drive Lane Configuration for Intersection Capacity Utilization Pk. Hr. Time Period : 3:45 PM to 4:46 PM Page 3 of 3 South Appr (NB) North/Appr (SB) West Appr (EB) East/Appr (WB) Left Thru Right Left Thru Right _Left_ Thru Right Left Thru Right Lane Config - urations Inside (left) Outside 1 1 1 1 1 Lane Settings 0 1 1 Capacity 0 2000 1800 Are the North/South phases split (Y/N)? N /Are the East/West phases split (Y/N)? N 1 2 1800 4000 2 4000 Efficiency Lost Factor 0.10 Houriy Volume 402 4 159 0 0 0 389 424 0 0 746 192 Adjusted Hourly Volume 0 406 159 0 0 0 389 424 0 0 938 0 Utilization Factor 0.00 0.20 0.09 0.00 0.00 0.00 0.22 0.11 0.00 0.00 0.23 0.00 Critical Factors 0.20 0.00 0.22 0.23 ICU Ratio = 0.76 LOS= C Turning Movements at Intersection of: 1-5 NB Ramp and Carlsbad Village Drive Time : 3:45 PM to 4:45 PM North Approach 1-5 NB Ramp Date : 7/15/93 Day : Thursday 585 Total Name : J.R 8c Cl 0 585 Subtotals Sub-0 0 0 Sub- w e s t A P P r Totals 1961 totals 1148 813 389 424 0 t totals 192 746 0 North 938 583 Totals 1521 E a s t A P P r Subtotals Total 402 4 0 565 566 159 Carlsbad Village Drive South Approach Note : Left-turn volumes include U-turns. CITY OF CARLSBAD SUMMER 1993 INTERSECTION ANALYSIS SUMMARY Intersection Number: 32 Intersection Location: I-5/Cannon Road S/B Ramp CONTENT PAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. LOS Analysis (HCM Delay Method) 2 of 3 P.M. LOS Analysis (HCM Delay Method) 3 of 3 JHK 8c /Associates Turning Movement Count /Analysis Page 1 of 3 City: Carlsbad Intersection of : N/S Sfreet: 1-5 SB Ramp E/W Sfreet: Cannon Rood Rle: CARLS32.XLS Data Collected by J.S 8c J.F Count Date: 8/5/93 Day: Thursday Weather: Clear Traffic Control: Unsignalized South /Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 0 0 0 0 0 20 0 0 27 0 0 0 7 5 0 1 0 12 0 0 72 0 6:30 AM 0 0 0 0 0 43 0 0 44 0 0 0 4 14 0 1 0 21 0 0 127 0 6:45 AM 0 0 0 0 0 77 0 0 46 0 0 0 29 9 1 1 0 23 0 0 185 1 7:00 AM 0 0 0 0 0 142 0 0 98 0 0 0 46 6 2 1 0 28 0 0 321 2 7:15 AM 0 0 0 0 0 128 0 0 66 0 0 0 29 6 0 6 0 10 0 0 234 0 7:30 AM 0 0 0 0 0 157 0 0 74 0 0 0 44 10 2 7 0 9 0 0 301 2 7:45 AM 0 0 0 0 0 207 0 0 86 0 0 0 62 16 1 16 0 13 0 0 400 1 8:00 AM • 0 0 0 0 0 186 0 0 163 0 0 0 101 8 0 7 0 32 0 0 497 0 8:15 AM • 0 0 0 0 0 204 0 0 140 0 0 0 59 18 1 2 0 17 0 0 440 1 8:30 AM ' 0 0 0 0 0 133 0 0 105 0 0 0 58 9 0 14 0 31 0 0 350 0 8:46 AM " 0 0 0 0 0 161 0 0 116 0 0 0 78 26 1 7 0 52 0 0 430 1 9:00 AM 0 0 0 0 0 82 0 0 53 0 0 0 49 17 0 20 0 33 0 0 254 0 Max. 16 min. 0 0 0 0 0 207 0 0 163 0 0 0 101 26 2 20 0 52 0 0 497 2 Pk. Hr. Vol. 0 0 0 0 0 674 0 0 524 0 0 0 296 61 2 30 0 132 0 0 1717 2 7:45 AM Peak Intersection Traffic in Pk. Hr. 1717 Peak Hr. Factor 0.86 8:45 AM Hour Intersection Pdstrns in Pk. Hr. 2 3:46 PM * 0 0 0 0 0 112 0 0 46 0 0 0 95 38 0 10 0 25 0 0 326 0 4:00 PM * 0 0 0 0 0 106 0 2 47 0 0 0 63 10 0 10 0 26 0 0 263 0 4:15 PM • 0 0 0 0 0 98 0 0 49 0 0 0 68 8 0 16 0 28 0 0 266 0 4:30 PM • 0 0 0 0 0 81 0 0 63 0 0 0 53 8 0 18 0 32 0 0 246 0 4:45 PM 0 0 0 0 0 76 0 0 39 0 0 0 86 10 0 11 0 34 0 0 266 0 5:00 PM 0 0 0 0 0 60 0 1 39 0 0 0 79 19 0 16 0 32 0 0 246 0 5:15 PM 0 0 0 0 0 63 0 0 36 0 0 0 120 10 0 11 0 42 0 0 281 0 6:30 PM 0 0 0 0 0 54 0 0 44 0 0 0 94 11 0 16 0 43 0 0 262 0 6:46 PM 0 0 0 0 0 57 0 0 21 0 0 0 68 8 0 13 0 29 0 0 196 0 6:00 PM 0 0 0 0 0 49 0 0 20 0 0 0 41 8 1 12 0 27 0 2 157 3 6:15 PM 0 0 0 0 0 41 0 0 17 0 0 0 56 13 1 5 0 26 0 0 158 1 6:30 PM 0 0 0 0 0 41 0 0 17 0 0 0 56 13 0 5 0 26 0 0 158 0 Max. 15 min. 0 0 0 0 0 112 0 2 53 0 0 0 120 38 1 18 0 43 0 2 326 3 Pk. Hr. Vol. 0 0 0 0 0 397 0 2 195 0 0 0 279 64 0 63 0 110 0 0 1100 0 3:30 PM Peak Intersection Traffic in Pk. Hr. 1100 Peak Hr. Factor 0.84 4:30 PM Hour Intersection Pdstrns in Pk. Hr. = 0 INTERSECTION : 1-5 SB OFF RAMP/CANNON RD DATE : 8/5/93 ANALYST: B.LT CITY / STATE : CARLSBAD, CA PROJECT NO : 30129 PK HR ENTERING VOL : 1717 PEAK HOUR : 5 (7:45 AM - 8:45 AM) Time Period Stopped Vehicles Approach Volume Time Period SB WB SB WB 6:45 - 7.00 92 0 240 1 7:00-7:15 210 7 184 5 7:15-7:30 311 1 231 7 7:30 - 7:45 502 5 293 16 7:45 - 8:00 1012 6 349 7 8:00-8:15 596 9 344 2 8:15-8:30 476 5 238 14 8:30-8:45 987 9 267 7 15 min Stop Veh Vol 987 9 Corresponding App. Vol 267 7 Total Pk Hr Vol 1198 30 APPROACH DELAY (DELAY / APPROACH) * (PK HR APPROACH VOL ) PK HR ENTERING VOL SB APPROACH (DELAY) WB APPROACH (DELAY) INTERSECTION (DELAY) 51.6 Seconds 0.4 Seconds 52.0 Seconds INTERSECTION (LOS) NOTE: 1. Delay data was collected at 20 second intervals. 2. Intersection LOS is based on information contained in the Highway Capacity Manual and provided earlier in this report. 3. Delay/Approach = Pk 15 min Stop Veh Vol * 20 sec / Pk 15 min Approach Vol 4. Intersection Delay is the maximized value of the 15 min Approach Delays INTERSECTION : 1-5 SB OFF RAMP/CANNON RD DATE: 8/5/93 ANALYST: B.LT CITY / STATE : CARLSBAD, CA PROJECT NO : 30129 PK HR ENTERING VOL : 1100 PEAK HOUR : 1 (3:30 PM-4:30 PM) Time Period Stopped Vehicles Approach Volume Time Period SB WB SB WB 3:30-3:45 26 3 158 25 3:45 - 5:00 34 0 153 25 4:00-4:15 30 1 147 28 4:15-4:30 44 2 134 32 4:30 - 4:45 41 1 115 34 4:45 - 5:00 9 1 99 32 5:00-5:15 13 2 98 42 5:15-5.30 6 0 98 43 15 min Stop Veh Vol 44 2 CJorresponding App. Vol 134 32 Total Pk Hr Vol 592 110 APPROACH DELAY (DELAY / APPROACH) * (PK HR APPROACH VOL ) PK HR ENTERING VOL SB APPROACH (DELAY) WB APPROACH (DELAY) INTERSECTION (DELAY) 3.5 0.1 3.6 Seconds Seconds Seconds INTERSECTION (LOS) NOTE: 1. Delay data was collected at 20 second intervals. 2. Intersection LOS is based on information contained in the Highway Capacity Manual and provided earlier in this report. 3. Delay/Approach = Pk 15 min Stop Veh Vol * 20 sec / Pk 15 min Approach Vol 4. Intersection Delay is the maximized value of the 15 min Approach Delays CITY OF CARLSBAD SUMMER 1993 INTERSECTION ANALYSIS SUMMARY Intersection Number: 33 Intersection Location: I-5/Cannon Road N/B Ramp CONTENT PAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M, LOS Analysis (HCM Delay Method) 2 of 3 P.M. LOS Analysis (HCM Delay Method) 3 of 3 JHK 8c /Associates Turning Movement Count /Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Sfreet: 1-5 NB Ramp E/W Street: Cannon Rood File : CARLS33.XLS Data Collected by C.K 8c M.S Count Date: 8/6/93 Day: Thursday Weather: Clear Traffic Control; Unsignalized South Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 10 0 0 1 0 0 0 0 0 0 6 0 21 0 0 0 0 4 10 0 51 0 6:30 AM 14 0 1 4 •0 0 0 0 0 0 9 0 39 0 0 0 0 4 5 0 76 0 6:45 AM 20 0 0 2 1 0 0 0 0 0 12 0 91 0 0 0 0 7 5 0 137 1 7:00 AM 24 0 0 9 3 0 0 0 0 0 23 0 121 0 0 0 0 5 6 0 187 3 7:15 AM 11 0 0 8 2 0 0 0 0 0 20 0 88 0 0 0 0 8 9 0 144 2 7:30 AM 10 0 0 16 0 0 0 0 0 0 22 0 198 0 0 0 0 7 9 0 262 0 7:46 AM 21 0 2 23 1 0 0 0 0 0 32 0 204 0 0 0 0 6 24 0 312 1 8:00 AM • 36 0 0 29 0 0 0 0 0 0 20 0 231 0 0 0 0 13 33 0 362 0 8:15 AM • 25 0 0 20 0 0 0 0 0 0 25 0 166 0 0 0 0 10 28 0 274 0 8:30 AM " 33 0 0 15 0 0 0 0 0 0 64 0 151 0 0 0 0 22 62 0 347 0 8:45 AM ' 50 0 3 78 2 0 0 0 0 0 66 0 170 0 0 0 0 36 88 0 490 2 9:00 AM 57 0 0 84 0 0 0 0 0 0 48 0 108 0 0 0 0 17 46 0 369 0 Max. 15 min. 67 0 3 84 3 0 0 0 0 0 66 0 231 0 0 0 0 35 88 0 490 3 Pk. Hr. Vol. 144 0 3 142 2 0 0 0 0 0 175 0 718 0 0 0 0 80 211 0 1473 2 7:45 AM Peak Intersection Traffic in Pk. Hr. = 1473 Peak Hr. Factor 0.75 8:45 AM Hour Intersection Pdstrns in Pk. Hr = 2 3:45 PM 14 0 0 10 0 0 0 0 0 0 86 0 109 0 0 0 0 29 51 0 299 0 4:00 PM 16 0 0 17 0 0 0 0 0 0 52 0 119 0 0 0 0 34 73 0 310 0 4:15 PM 9 0 1 8 0 0 0 0 0 0 58 0 97 0 0 0 0 36 77 0 285 0 4:30 PM 13 0 0 17 0 0 - 0 0 0 0 53 0 87 0 0 0 0 49 78 0 297 0 4:46 PM • 28 0 1 14 2 0 0 0 0 0 89 0 79 0 0 0 0 32 97 0 340 2 5:00 PM • 24 0 0 13 1 0 0 0 0 0 76 0 80 0 0 0 0 30 97 0 320 1 5:15 PM • 21 0 0 18 0 0 0 0 0 0 109 0 73 0 0 0 0 72 131 0 424 0 5:30 PM • 24 0 0 13 1 0 0 0 0 0 83 0 67 0 0 0 0 39 90 1 316 2 5:46 PM 16 0 1 9 0 0 0 0 0 0 69 0 66 0 0 0 0 33 120 0 314 0 6:00 PM 22 0 0 7 2 0 0 0 0 0 44 0 49 0 0 0 0 18 62 0 192 2 6:16 PM 15 0 1 7 1 0 0 0 0 0 56 0 42 0 0 0 0 18 58 0 197 1 6:30 PM 8 0 0 5 0 0 0 0 0 0 47 0 37 0 0 0 0 20 30 0 147 0 Max. 15 min. 28 0 1 18 2 0 0 0 0 0 109 0 119 0 0 0 0 72 131 1 424 2 Pk. Hr. Vol. 97 0 1 68 4 0 0 0 0 0 367 0 299 0 0 0 0 173 415 1 1400 5 4:30 PM Peak Intersection Traffic in Pk. Hr. = 1400 Peak Hr. Factor 0.83 5:30 PM Hour Intersection Pdstrns in Pk. Hr. = 6 INTERSECTION : 1-5 NB OFF RAMP/CANNON RD DATE: 8/5/93 ANALYST: B.L.T CITY / STATE : CARLSBAD, CA PROJECT NO : 30129 PK HR ENTERING VOL : 1473 PEAK HOUR: 5 (7:45 AM - 8:45 AM) Time Period Stopped Vehicles Approach Volume Time Period NB EB NB EB 6:45 - 7:00 9 0 33 23 7:00-7:15 11 0 19 20 7:15-7:30 8 0 26 22 7:30 - 7:45 8 1 26 32 7:45 - 8:00 61 1 65 20 8:00-8:15 32 2 45 25 8:15-8:30 64 2 48 64 8:30 - 8:45 174 8 131 66 15 min stop Veh Vol 174 8 Corresponding App. Vol 131 66 Total Pk Hr Vol 289 175 APPROACH DELAY (DELAY / APPROACH)' (PK HR APPROACH VOL ) PK HR ENTERING VOL NB APPROACH (DELAY) EB APPROACH (DELAY) INTERSECTION (DELAY) 5,2 0,3 5,5 Seconds Seconds Seconds INTERSECTION (LOS) B NOTE: 1. Delay data was collected at 20 second intervals. 2. Intersection LOS is based on information contained in the Highway Capacity Manual and provided eadier in this report. 3. Delay/Approach = Pk 15 min Stop Veh Vol * 20 sec / Pk 15 min Approach Vol 4. Intersection Delay is the maximized value of the 15 min Approach Delays INTERSECTION : 1-5 NB OFF RAMP/CANNON RD DATE : 8/5/93 ANALYST: B.L.T CITY / STATE : CARLSBAD, CA PROJECT NO : 30129 PK HR ENTERING VOL : 1400 PEAK HOUR : 3 (4:30 PM - 5:30 PM) Time Period Stopped Vehicles Approach Volume Time Period NB EB NB EB 4:00-4:15 23 15 18 58 4:15-4:30 22 4 30 53 4:30 - 4:45 27 17 43 89 4:45 - 5:00 26 11 37 76 5:00-5:15 51 124 39 109 5:15-5:30 33 16 37 83 5:30 - 5:45 16 4 26 69 5:45 - 6:00 11 5 29 44 15 min stop Veh Vol 51 124 Corresponding App. Vol 39 109 Total Pk Hr Vol 156 357 APPROACH DELAY (DELAY / APPROACH) * (PK HR APPROACH VOL ) PK HR ENTERING VOL NB APPROACH (DELAY) EB APPROACH (DELAY) INTERSECTION (DELAY) 2.9 5.8 8.7 Seconds Seconds Seconds INTERSECTION (LOS) B NOTE: 1. Delay data was collected at 20 second intervals. 2. Intersection LOS is based on information contained in the Highway Capacity Manual and provided eadier in this report. 3. Delay/Approach = Pk 15 min Stop Veh Vol * 20 sec / Pk 15 min Approach Vol 4. Intersection Delay is the maximized value of the 15 min Approach Delays CITY OF CARLSBAD SUMMER 1993 INTERSECTION ANALYSIS SUMMARY Intersection Number: 34 Intersection Location: I-5/Poinsettia Lane S/B Ramp CONTENT PAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. LOS Analysis (HCM Delay Method) 2 of 3 P.M. LOS Analysis (HCM Delay Method) 3 of 3 JHK 8c /Associates Turning Movement Count Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Sfreet; 1-5-SB Ramp E/W Street: Poinsettia Lane File: CARLS34.XLS Data Collected by C.I 8c J.F Count Date: 7/29/93 Day: Thursday Weather: Clear Traffic Control: Unsignalized End of 15 min. prd. South /Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 15 min Total Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 0 0 0 0 0 13 0 1 11 0 0 0 13 11 0 40 0 9 0 0 98 0 6:30 AM 0 0 0 0 0 17 0 1 9 0 0 0 11 10 0 39 0 16 0 0 103 0 6:45 AM 0 0 0 0 0 37 0 0 21 0 0 0 23 12 0 73 0 32 0 0 198 0 7:00 AM 0 0 0 0 0 42 0 0 31 0 0 0 14 16 0 56 0 22 0 0 180 0 7:15 AM 0 0 0 0 0 22 0 2 43 0 0 0 36 19 0 110 0 41 0 0 273 0 7:30 AM 0 0 0 0 0 40 0 3 38 0 0 0 26 9 0 76 0 48 0 0 240 0 7:45 AM 0 0 0 0 0 47 0 0 32 0 . 0 0 45 22 0 81 0 60 0 0 287 0 8:00 AM 0 0 0 0 0 50 0 0 39 0 0 0 38 18 0 92 0 70 0 0 307 0 8:16AM • 0 0 0 0 0 57 0 0 44 0 0 0 35 22 0 70 0 56 0 0 284 0 8:30 AM " 0 0 0 0 0 85 0 1 59 0 0 0 65 30 0 81 0 78 0 0 399 0 8:45 AM ' 0 0 0 0 0 66 0 1 41 0 0 0 75 24 0 80 0 67 0 0 344 0 9:00 AM • 0 0 0 0 0 63 0 0 71 0 0 0 48 15 0 61 0 58 0 0 316 0 Max. 16 min. 0 0 0 0 0 85 0 3 71 0 0 0 76 30 0 110 0 78 0 0 399 0 Pk. Hr. Vol. 0 0 0 0 0 261 0 2 215 0 0 0 223 91 0 292 0 269 0 0 1343 0 8:00 AM Peak Intersection Traffic in Pk. Hr. = 1343 Peak Hr. Factor 0.84 9:00 AM Hour Intersection Pdstrns in Pk. Hr. 0 3:46 PM 0 0 0 0 0 106 0 0 66 0 0 0 81 16 0 37 0 67 0 0 373 0 4:00 PM 0 0 0 0 0 59 0 1 72 0 0 0 101 29 0 61 0 91 0 0 414 0 4:15 PM 0 0 0 0 0 25 0 1 93 0 0 0 87 27 0 39 0 107 0 0 379 0 4:30 PM • 0 0 0 0 0 184 0 1 67 0 0 0 64 22 0 27 0 63 0 0 428 0 4:45 PM • 0 0 0 0 0 71 0 2 62 0 0 0 83 33 0 37 0 65 0 0 353 0 5:00 PM • 0 0 0 0 0 72 0 2 69 0 0 0 95 39 0 51 0 91 0 0 419 0 5:15 PM • 0 0 0 0 0 97 0 3 68 0 0 0 140 35 0 52 0 84 0 0 479 0 5:30 PM 0 0 0 0 0 116 0 1 37 0 0 0 79 30 0 43 0 58 0 0 364 0 5:45 PM 0 0 0 0 0 86 0 2 77 0 0 0 98 33 0 46 0 51 0 0 393 0 6:00 PM 0 0 0 0 0 77 0 0 41 0 0 0 105 19 0 48 0 90 0 0 380 0 6:15 PM 0 0 0 0 0 64 0 3 43 0 0 0 109 18 0 66 0 73 0 0 375 0 6:30 PM 0 0 0 0 0 57 0 1 25 0 0 0 50 21 0 48 0 63 0 0 265 0 Max. 15 min. 0 0 0 0 0 184 0 3 93 0 0 0 140 39 0 66 0 107 0 0 479 0 Pk. Hr. Vol. 0 0 0 0 0 424 0 8 266 0 0 0 382 129 0 167 0 303 0 0 1679 0 4:15 PM Peak Intersection Traffic in Pk. Hr. = 1679 5:15 PM Hour Intersection Pdstrns in Pk. Hr. = 0 Peak Hr. Factor 0.88 INTERSECTION : 1-5 SB OFF RAMP/POINSETTIA LANE DATE: 7/29/93 ANALYST: B.LT CITY / STATE : CARLSBAD, CA PROJECT NO : 30129 PK HR ENTERING VOL : 1343 PEAK HOUR: 5 (8:00 AM - 9:00 AM) Time Period Stopped Vehicles Approach Volume Time Period SB WB SB WB 7:00-7:15 13 0 67 110 7:15-7:30 21 1 81 76 7:30 - 7:45 14 3 79 81 7:45 - 8:00 21 1 89 92 8:00-8:15 59 6 101 70 8:15-8:30 142 22 145 81 8:30 - 8:45 156 17 98 80 8:45 - 9:00 139 15 134 61 15 min Stop Veh Vol 156 17 Corresponding App. Vol 98 80 Total Pk Hr Vol 478 292 APPROACH DELAY (DELAY / APPROACH) * (PK HR APPROACH VOL ) PK HR ENTERING VOL SB APPROACH (DELAY) WB APPROACH (DELAY) INTERSECTION (DELAY) 11.3 0.9 12.2 Seconds Seconds Seconds INTERSECTION (LOS) B NOTE: 1. Delay data was collected at 20 second intervals. 2. Intersection LOS is based on information contained in the Highway Capacity Manual and provided earlier in this report, 3. Delay/Approach = Pk 15 min Stop Veh Vol * 20 sec / Pk 15 min Approach Vol 4. Intersection Delay is the maximized value of the 15 min Approach Delays INTERSECTION : 1-5 SB OFF RAMP/POINSETTIA LANE DATE: 7/29/93 ANALYST: B.L.T CITY / STATE : CARLSBAD, CA PROJECT NO : 30129 PK HR ENTERING VOL : 1679 PEAK HOUR: 2 (4:15 PM-5:15 PM) Time Period Stopped Vehicles Approach Volume Time Period SB WB SB WB 4:00-4:15 361 2 119 39 4.15-4.30 110 7 252 27 4:30 - 4:45 77 10 135 37 4:45 - 5:00 257 16 143 51 5:00-5:15 122 14 168 52 5:15-5:30 159 12 110 43 5:30 - 5:45 143 24 165 46 5:45 - 6:00 90 23 118 48 15 min stop Veh Vol 257 16 Corresponding App. Vol 143 51 Total Pk Hr Vol 698 167 APPROACH DELAY (DELAY / APPROACH) * (PK HR APPROACH VOL ) PK HR ENTERING VOL SB APPROACH (DELAY) WB APPROACH (DELAY) INTERSECTION (DELAY) 14.9 Seconds 0.6 Seconds 15.6 Seconds INTERSECTION (LOS) NOTE: 1. Delay data was collected at 20 second intervals. 2. Intersection LOS is based on information contained in the Highway Capacity Manual and provided eadier in this report. 3. Delay/Approach = Pk 15 min Stop Veh Vol * 20 sec / Pk 15 min Approach Vol 4. Intersection Delay is the maximized value of the 15 min Approach Delays CITY OF CARLSBAD SUMMER 1993 INTERSECTION ANALYSIS SUMMARY Intersection Number: 35 Intersection Location: I-S/Poinsettia Lane N/B Ramp CONTENT PAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. LOS Analysis (HCM Delay Method) 2 of 3 P.M. LOS Analysis (HCM Delay Method) 3 of 3 JHK 8c /Associates Turning Movement Count Analysis Page 1 of 3 City: Carlsbad Intersection of : N/S Sfreet: 1-5 NB Ramp E/W Street: Poinsettia Lone File: CARLS35.XLS Data Collected by A.B 8c J.S Count Dote : 7/29/93 Day: Thursday Weather: Clear Traffic Control: Unsignalized South /Approach (NB) North Approach (SB) West Approach (EB) East Approach (WB) 16 min Total End of 16 min. prd. Left U-Trn Thru Right Peds Left U-Trn Thru Right Pecte Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 6 0 0 10 0 0 0 0 0 0 13 0 11 0 0 0 0 42 31 0 113 0 6:30 AM 7 0 0 9 0 0 0 0 0 0 7 0 22 0 0 0 0 44 41 0 130 0 6:45 AM 6 0 0 14 0 0 0 0 0 0 13 0 18 0 0 0 0 58 32 0 141 0 7:00 AM 13 0 4 36 0 0 0 0 0 0 17 0 40 0 0 0 0 91 34 0 235 0 7:16AM 14 0 2 46 0 0 0 0 0 0 14 0 37 0 0 0 0 125 52 0 290 0 7:30 AM 29 0 1 46 0 0 0 0 0 0 26 0 26 0 0 0 0 130 47 0 304 0 7:45 AM 27 0 2 47 0 0 0 0 0 0 16 0 32 0 0 0 0 78 42 0 244 0 8:00 AM 37 0 0 102 0 0 0 0 0 0 13 0 37 0 0 0 0 74 57 0 320 0 8:16 AM m 33 0 2 113 0 0 0 0 0 0 17 0 44 0 0 0 0 115 38 0 362 0 8:30 AM m 57 0 0 108 0 0 0 0 0 0 21 0 31 0 0 0 0 65 30 0 312 0 8:45 AM m 53 0 1 148 0 0 0 0 0 0 31 0 69 0 0 0 0 98 30 0 430 0 9:00 AM • 35 0 2 82 0 0 0 0 0 0 30 0 42 0 0 0 0 75 56 0 322 0 Max. 15 min. 57 0 4 148 0 0 0 0 0 0 31 0 69 0 0 0 0 130 57 0 430 0 Pk. Hr. Vol. 178 0 5 451 0 0 0 0 0 0 99 0 186 0 0 0 0 363 164 0 1426 0 8:00 AM Peak Intersection Traffic in Pk. Hr. = 1426 Peak Hr. Factor 0.83 9:00 AM Hour Intersection Pdstrns in Pk. Hr . = 0 3:46 PM 45 0 3 55 0 0 0 0 0 0 42 0 93 0 0 0 0 61 37 0 336 0 4:00 PM 64 0 2 52 0 0 0 0 0 0 69 0 66 0 0 0 0 110 40 0 403 0 4:16 PM 66 0 3 60 0 0 0 0 0 0 52 0 116 0 0 0 0 80 41 0 418 0 4:30 PM 42 0 1 49 0 0 0 0 0 0 38 0 79 0 0 0 0 64 46 0 318 0 4:45 PM 33 0 3 43 0 0 0 0 0 0 33 0 69 0 0 0 0 63 26 0 260 0 6:00 PM « 44 0 0 72 0 0 0 0 0 0 34 0 98 0 0 0 0 80 37 0 366 0 6:15 PM « 49 0 2 61 0 0 0 0 0 0 63 0 71 0 0 0 0 65 37 0 348 0 5:30 PM 64 0 0 104 0 0 0 0 0 0 30 0 80 0 0 0 0 82 33 0 383 0 5:45 PM • 42 0 0 108 0 0 0 0 0 0 31 0 97 0 0 0 0 93 28 0 399 0 6:00 PM 36 0 0 57 0 0 0 0 0 0 24 0 61 0 0 0 0 87 34 0 299 0 6:16 PM 40 -0 1 69 0 0 0 0 0 0 41 0 76 0 0 0 0 69 24 0 310 0 6:30 PM 36 0 0 62 0 0 0 0 0 0 56 0 75 0 0 0 0 49 40 0 318 0 Max. 16 min. 66 0 3 108 0 0 0 0 0 0 69 0 116 0 0 0 0 110 46 0 418 0 Pk. Hr. Vol. 189 0 2 345 0 0 0 0 0 0 158 0 346 0 0 0 0 320 136 0 1495 0 4:45 PM Peak Intersection Traffic in Pk. Hr. = 1495 Peak Hr. Factor 0.89 6:45 PM Hour Intersection Pdstrns in Pk. Hr . = 0 INTERSECTION : 1-5 NB OFF RAMP/POINSETTIA LANE DATE : 7/29/93 ANALYST: B.LT CITY / STATE : CARLSBAD, CA PROJECT NO : 30129 PK HR ENTERING VOL : 1426 PEAK HOUR : 5 (8:00 AM - 9:00 AM) Time Period Stopped Vehicles Approach Volume Time Period NB EB NB EB 7:00-7:15 7 2 62 14 7:15-7:30 29 1 76 26 7:30 - 7:45 8 1 76 16 7:45 - 8:00 32 5 139 13 8:00-8:15 51 3 148 17 8:15-8:30 53 2 165 21 8:30-8:45 108 5 202 31 8:45-9:00 44 6 119 30 15 min Stop Veh Vol 108 5 Corresponding App. Vol 202 31 Total Pk Hr Vol 634 99 APPROACH DELAY (DELAY / APPROACH) * (PK HR APPROACH VOL ) PK HR ENTERING VOL NB APPROACH (DELAY) EB APPROACH (DELAY) INTERSECTION (DELAY) 4,8 Seconds 0.2 Seconds 5.0 Seconds INTERSECTION (LOS) NOTE: 1. Delay data was collected at 20 second intervals, 2. Intersection LOS is based on information contained in the Highway Capacity Manual and provided eadier in this report, 3. Delay/Approach = Pk 15 min Stop Veh Vol * 20 sec / Pk 15 min Approach Vol 4. Intersection Delay is the maximized value of the 15 min Approach Delays INTERSECTION : 1-5 NB OFF RAMP/POINSETTIA LANE DATE: 7/29/93 ANALYST : B.L.T CITY / STATE : CARLSBAD, CA PROJECT NO : 30129 PK HR ENTERING VOL : 1495 PEAK HOUR : 4 (4:45 PM - 5:45 PM) Time Period Stopped Vehicles Approach Volume Time Period NB EB NB EB 4:00-4:15 58 6 129 52 4:15-4:30 42 5 92 38 4:30 - 4:45 41 2 79 33 4:45 - 5:00 182 16 116 34 5:00-5:15 150 8 112 63 5:15-5:30 130 14 158 30 5:30 - 5:45 103 7 150 31 5:45 - 6:00 50 4 93 24 15 min Stop Veh Vol 182 16 Corresponding App. Vol 116 34 Total Pk Hr Vol 536 158 APPROACH DELAY (DELAY / APPROACH) * (PK HR APPROACH VOL ) PK HR ENTERING VOL NB APPROACH (DELAY) EB APPROACH (DELAY) INTERSECTION (DELAY) 11.3 Seconds 1.0 Seconds 12.3 Seconds INTERSECTION (LOS) B NOTE: 1. Delay data was collected at 20 second intervals, 2. Intersection LOS is based on information contained in the Highway Capacity Manual and provided eadier in this report. 3. Delay//\pproach = Pk 15 min Stop Veh Vol * 20 sec / Pk 15 min /Approach Vol 4. Intersection Delay is the maximized value of the 15 min Approach Delays CITY OF CARLSBAD SUMMER 1993 INTERSECTION ANALYSIS SUMMARY Intersection Number: 3 6 Intersection Location: I-5/La Costa Avenue S/B Ramp CONTENT PAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. LOS Analysis (HCM Delay Method) 2 of 3 P.M. LOS Analysis (HCM Delay Method) 3 of 3 JHK 8c /Associates Turning Movement Count /Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Sfreet: 1-5 SB Ramp E/W Street: La Costa Avenue File : CARLS36.XLS Data Collected by J.S 8c M.S Count Date : 7/27/93 Day: Tuesday Weather: Clear Traffic Control; Unsignalized South Approach (NB) North /Approach (SB) West /Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Trn Thru Right Peds Left U-Trn Thru Right Pecte Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:15 AM 0 0 0 0 0 16 0 0 6 0 0 0 24 14 0 90 0 9 0 0 158 0 6:30 AM 0 0 0 0 0 29 0 0 11 0 0 0 24 11 0 119 0 29 0 0 223 0 6:45 AM 0 0 0 0 0 29 0 0 17 0 0 0 44 26 0 162 0 26 0 0 304 0 7:00 AM 0 0 0 0 0 46 0 0 29 0 0 0 44 19 0 174 0 29 0 0 341 0 7:15 AM 0 0 0 0 0 24 0 0 26 0 0 0 63 19 0 195 0 22 0 0 339 0 7:30 AM 0 0 0 0 0 37 0 0 20 0 0 0 47 29 0 186 0 46 0 0 365 0 7:45 AM 0 0 0 0 0 37 0 2 26 0 0 0 80 31 0 129 0 44 0 0 348 0 8:00 AM 0 0 0 0 0 56 0 0 19 0 0 0 76 7 0 145 0 54 0 0 367 0 8:15 AM * 0 0 0 0 0 57 0 0 15 0 0 0 84 13 0 135 0 58 0 1 362 1 8:30 AM * 0 0 0 0 0 47 0 0 24 0 0 0 70 12 0 155 0 46 0 0 354 0 8:45 AM ' 0 0 0 0 0 39 0 0 28 0 0 0 66 19 0 149 0 66 0 0 356 0 9:00 AM • 0 0 0 0 0 53 0 1 18 0 0 0 73 31 0 173 0 44 0 0 393 0 Max. 15 min. 0 0 0 0 0 67 0 2 29 0 0 0 84 31 0 195 0 68 0 1 393 1 Pk. Hr. Vol. 0 0 0 0 0 196 0 1 85 0 0 0 292 75 0 612 0 204 0 1 1465 1 8:00 AM Peak Intersection Traffic in Pk. Hr. = 1466 Peak Hr. Factor 0.93 9:00 AM Hour Intersection Pdstrns in Pk. Hr. = 1 3:45 PM 0 0 0 0 0 49 0 0 20 0 0 0 75 25 0 114 0 58 0 0 341 0 4:00 PM 0 0 0 0 0 38 0 0 22 0 0 0 103 20 0 114 0 64 0 0 361 0 4:15 PM 0 0 0 0 0 61 0 2 36 0 0 0 73 18 0 100 0 38 0 0 318 0 4:30 PM 0 0 0 0 0 56 0 0 33 0 0 0 100 27 0 113 0 67 0 0 396 0 4:46 PM 0 0 0 0 0 47 0 1 49 0 0 0 104 41 0 80 0 61 0 0 383 0 5:00 PM 0 0 0 0 0 32 0 0 42 0 0 0 110 13 0 116 0 64 0 0 376 0 5:15 PM • 0 0 0 0 0 48 0 0 43 0 0 0 110 20 0 132 0 64 0 0 417 0 5:30 PM • 0 0 0 0 0 39 0 0 54 0 0 0 116 12 0 146 0 70 0 0 436 0 5:45 PM • 0 0 0 0 0 48 0 0 41 0 0 0 132 10 0 121 0 58 0 0 410 0 6:00 PM • 0 0 0 0 0 40 0 0 77 0 0 0 136 20 0 134 0 59 0 0 466 0 6:15 PM 0 0 0 0 0 70 0 0 34 0 0 0 93 18 0 126 0 72 0 0 413 0 6:30 PM 0 0 0 0 0 48 0 0 28 0 0 0 74 17 0 91 0 49 0 0 307 0 Max. 15 min. 0 0 0 0 0 70 0 2 77 0 0 0 136 41 0 145 0 72 0 0 466 0 Pk. Hr. Vol. 0 0 0 0 0 175 0 0 216 0 0 0 494 62 0 632 0 251 0 0 1729 0 5:00 PM Peak Intersection Traftic in Pk. Hr. = 1729 Peak Hr. Factor 0.93 6:00 PM Hour Intersection Pdstrns in Pk. Hr. = 0 INTERSECTION : 1-5 SB OFF RAMP/LA COSTA AVENUE DATE : 7/27/93 ANALYST: B.L.T CITY / STATE : CARLSBAD, CA PROJECT NO : 30129 PK HR ENTERING VOL : 1465 PEAK HOUR : 5 (8:00 AM - 9:00 AM) Time Period Stopped Vehicles Approach Volume Time Period SB WB SB WB 7:00-7:15 22 20 50 195 7:15-7:30 18 132 57 186 7:30 - 7:45 17 44 64 129 7:45-8:00 65 120 75 145 8:00-8:15 107 74 72 135 8:15-8:30 206 68 71 155 8:30 - 8:45 119 91 67 149 8:45 - 9:00 162 162 72 173 15 min stop Veh Vol 162 162 Corresponding App. Vol 72 173 Total Pk Hr Vol 282 612 APPROACH DELAY (DELAY / APPROACH) * (PK HR APPROACH VOL ) PK HR ENTERING VOL SB APPROACH (DELAY) WB APPROACH (DELAY) INTERSECTION (DELAY) 8.7 7.8 16.5 Seconds Seconds Seconds INTERSECTION (LOS) NOTE: 1, Delay data was collected at 20 second intervals. 2, Intersection LOS is based on information contained in the Highway Capacity Manual and provided eadier in this report, 3, Delay/Approach = Pk 15 min Stop Veh Vol * 20 sec / Pk 15 min Approach Vol 4, Intersection Delay is the maximized value of the 15 min Approach Delays INTERSECTION : 1-5 SB OFF RAMP/LA COSTA AVENUE DATE : 7/27/93 ANALYST: B.LT CITY / STATE : CARLSBAD, CA PROJECT NO : 30129 PK HR ENTERING VOL : 1729 PEAK HOUR: 5 (5:00 PM - 6:00 PM) Time Period Stopped Vehicles Approach Volume Time Period SB WB SB WB 4:00-4:15 170 12 89 100 4:15-4,30 180 17 89 113 4:30 - 4:45 285 23 97 80 4:45 - 5:00 291 66 74 115 5:00-5:15 307 342 91 132 5:15-5:30 402 252 93 145 5:30 - 5:45 206 222 89 121 5:45 - 6:00 427 97 117 134 15 min stop Veh Vol 307 342 . Corresponding App. Vol 91 132 Total Pk Hr Vol 390 532 APPROACH DELAY (DELAY / APPROACH) * (PK HR APPROACH VOL ) PK HR ENTERING VOL SB APPROACH (DELAY) WB APPROACH (DELAY) INTERSECTION (DELAY) 15,2 15.9 31,2 Seconds Seconds Seconds INTERSECTION (LOS) NOTE: 1, Delay data was collected at 20 second intervals. 2, Intersection LOS is based on information contained in the Highway Capacity Manual and provided eariier in this report, 3, Delay/Approach = Pk 15 min Stop Veh Vol * 20 sec / Pk 15 min Approach Vol 4, Intersection Delay is the maximized value of the 15 min Approach Delays CITY OF CARLSBAD SUMMER 1993 INTERSECTION ANALYSIS SUMMARY Intersection Number: 37 Intersection Location: I-5/La Costa Avenue N/B Ramp CONTENT PAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. LOS Analysis (HCM Delay Method) 2 of 3 P.M. LOS Analysis (HCM Delay Method) 3 of 3 JHK 8c /Associates Turning Movement Count Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Sfreet: 1-5 NB Ramp E/W Street: La Costo Avenue File : CARLS37.XLS Data Collected by C.I 8c J.F Count Date : 7/27/93 Day: Tuesday Weather: Clear Traffic Control: Unsignalized South Approach (NB) North /Approach (SB) West Approach (EB) East Approach (WB) 15 min Total End of 15 min. prd. Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicles Peds 6:16 AM 4 0 0 46 0 0 0 0 0 0 19 0 25 0 0 0 0 96 38 0 227 0 6:30 AM 8 0 1 58 0 0 0 0 0 0 11 0 46 0 0 0 0 147 61 0 332 0 6:45 AM 4 0 0 82 0 0 0 0 0 0 19 0 83 0 0 0 0 262 68 0 518 0 7:00 AM 4 0 0 73 0 0 0 0 0 0 9 0 76 0 0 0 0 178 54 0 394 0 7:15 AM 6 0 0 93 0 0 0 0 0 0 25 0 83 0 0 0 0 254 63 0 524 0 7:30 AM 3 0 0 69 0 0 0 0 0 0 7 0 72 0 0 0 0 150 42 0 343 0 7:46 AM " 4 0 0 107 0 0 0 0 0 0 18 0 94 0 0 0 0 155 52 0 430 0 8:00 AM • 1 0 0 87 0 0 0 0 0 0 29 0 94 0 0 0 0 177 118 0 606 0 8:15 AM • 3 0 0 89 0 0 0 0 0 0 25 0 125 0 0 0 0 174 77 0 493 0 8:30 AM " 2 0 0 100 0 0 0 0 0 0 18 0 111 0 0 0 0 211 81 0 623 0 8:45 AM 2 0 0 71 0 0 0 0 0 0 16 0 56 0 0 0 0 164 66 0 365 0 9:00 AM 2 0 0 81 0 0 0 0 0 0 22 0 76 0 0 0 0 178 60 0 419 0 Max. 15 min. 8 0 1 107 0 0 0 0 0 0 29 0 126 0 0 0 0 262 118 0 524 0 Pk. Hr. Vol. 10 0 0 383 0 0 0 0 0 0 90 0 424 0 0 0 0 717 328 0 1952 0 7:30 AM Peak Intersection Traffic in Pk. Hr. = 1952 Peak Hr. Factor 0.93 8:30 AM Hour intersection Pdstrns in Pk. Hr . = 0 3:45 PM 11 0 0 120 0 0 0 0 0 0 26 0 152 0 0 0 0 182 92 0 583 0 4:00 PM 13 0 0 100 0 0 0 0 0 0 34 0 110 0 0 0 0 165 58 0 470 0 4:15 PM 6 0 0 86 0 0 0 0 0 0 27 0 91 0 0 0 0 134 63 0 407 0 4:30 PM 16 0 0 124 0 0 0 0 0 0 36 0 143 0 0 0 0 178 103 0 599 0 4:45 PM 6 0 0 63 0 0 0 0 0 0 22 0 100 0 0 0 0 145 61 0 396 0 6:00 PM 17 0 0 73 0 0 0 0 0 0 19 0 94 0 0 0 0 139 51 0 393 0 5:15 PM • 13 0 0 111 0 0 0 0 0 0 26 0 153 0 0 0 0 272 84 0 669 0 5:30 PM • 12 0 0 103 0 0 0 0 0 0 18 0 118 0 0 0 0 204 83 0 538 0 5:45 PM ' 8 0 0 98 0 0 0 0 0 0 34 0 147 0 0 0 0 240 72 0 599 0 6:00 PM • 9 0 0 86 0 0 0 0 0 0 27 0 99 0 0 0 0 141 45 0 407 0 6:15 PM 10 0 0 100 0 0 0 0 0 0 28 0 112 0 0 0 0 177 67 0 484 0 6:30 PM 12 0 0 108 0 0 0 0 0 0 34 0 128 0 0 0 0 153 76 0 510 0 Max. 15 min. 17 0 0 124 0 0 0 0 0 0 36 0 153 0 0 0 0 272 103 0 659 0 Pk. Hr. Vol. 42 0 0 398 0 0 0 0 0 0 106 0 517 0 0 0 0 857 284 0 2203 0 6:00 PM Peak Intersection Traffic in Pk. Hr. = 2203 Peak Hr. Factor 0.84 6:00 PM Hour Intersection Pdstrns in Pk. Hr. 0 INTERSECTION : 1-5 NB OFF RAMP/LA COSTA AVENUE DATE : 7/27/93 ANALYST: B.LT CITY / STATE : CARLSBAD, CA PROJECT NO : 30129 PK HR ENTERING VOL : 1952 PEAK HOUR : 4 (7:30 AM - 8:30 AM) Time Period Stopped Vehicles Approach Volume Time Period NB EB NB EB 6:45 - 7:00 34 15 77 9 7:00-7:15 15 4 99 25 7:15-7:30 32 2 72 7 7:30 - 7:45 103 7 111 18 7:45 - 8:00 459 62 88 29 8:00-8:15 128 18 92 25 8:15-8:30 305 24 102 18 8:30-8:45 67 23 73 16 15 min Stop Veh Vol 459 62 Corresponding App. Vol 88 29 Total Pk Hr Vol 393 90 APPROACH DELAY (DELAY / APPROACH) * (PK HR APPROACH VOL ) PK HR ENTERING VOL NB APPROACH (DELAY) EB APPROACH (DELAY) INTERSECTION (DELAY) 21.0 Seconds 2,0 Seconds 23.0 Seconds INTERSECTION (LOS) NOTE: 1. Delay data was collected at 20 second intervals. 2. Intersection LOS is based on information contained in the Highway Capacity Manual and provided eadier in this report, 3, Delay/Approach = Pk 15 min Stop Veh Vol * 20 sec / Pk 15 min Approach Vol 4, Intersection Delay is the maximized value of the 15 min Approach Delays INTERSECTION ANALYST: PROJECT NO : PEAK HOUR : 1-5 NB OFF RAMP/LA COSTA AVENUE B,L,T 30129 5 (5:00 PM - 6:00 PM) DATE : 7/27/93 CITY / STATE : CARLSBAD, CA PK HR ENTERING VOL : 2203 Time Period Stopped Vehicles Approach Volume Time Period NB EB NB EB 4:00-4:15 391 25 92 27 4:15-4:30 162 12 139 36 4:30 - 4:45 311 15 68 22 4:45 - 5:00 789 21 90 19 5:00-5:15 745 22 124 26 5:15-5:30 815 13 115 18 5:30 - 5:45 243 8 106 34 5:45 - 6:00 750 25 95 27 15 min stop Veh Vol 750 25 Corresponding App. Vol 95 27 Total Pk Hr Vol 440 105 APPROACH DELAY (DELAY / APPROACH) * (PK HR APPROACH VOL ) PK HR ENTERING VOL NB APPROACH (DELAY) EB APPROACH (DELAY) INTERSECTION (DELAY) 31.5 Seconds 0,9 Seconds 32.4 Seconds INTERSECTION (LOS) NOTE: 1. Delay data was collected at 20 second intervals. 2. Intersection LOS is based on information contained in the Highway Capacity Manual and provided eadier in this report. 3. Delay/Approach = Pk 15 min Stop Veh Vol * 20 sec / Pk 15 min Approach Vol 4. Intersection Delay is the maximized value of the 15 min Approach Delays