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HomeMy WebLinkAbout; 1992 Traffic Monitoring Program Carlsbad Part 2; 1992 Traffic Monitoring Program Carlsbad Part 2; 1992-12-03TURNING MOVEMENT COUNTS INTRODUCTION Forty (40) 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 of the intersections included in the study. Table A-3 documents the dates on which each tuming movement count was performed. The data was coUected for the a.m. and p.m. peak periods and completed during the months of June and July of 1992. It consisted of tum movement counts for each approach for all forty (40) 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 Highway Capacitv Manual and TRB Ciruclar 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 forty (40) intersections during the a.m. and p.m. peak hours. Jon's LEGEND XX Intersection Count Number C) Intersection Count Location ihk & associates Figure A-2 INTERSECTION LOCATION MAP Table A-3 COUNT DATE SUMMARY SHEET 1992 TRAFFIC MONITORING PROGRAM Location Count Count Count Number Intersection/Location Day Date 1. El Camino Real and Marron Road Tue 6/30 2. El Camino Real and Carlsbad Village Drive Tue 6/30 3. El Camino Real and Tamarack Avenue Tue 6/30 4. El Camino Real and College Boulevard Thu 7/9 5. El Camino Real and Faraday Avenue Thu 7/9 6. El Camino Real and Palomar Airport Road Wed 7/8 7. El Camino Real and Alga Road Tue 7/7 8. El Camino Real and La Costa Avenue Tue 6/23 9. El Camino Real and Olivenhain Road Tue 7/14 10. Palomar Airport Road and Avenida Encinas Tue 6/16 11. Palomar Airport Road and Paseo Del Norte Thu 6/18 12. Palomar Aiiport Road and College Boulevard Tue 6/16 13. Palomar Airport Road and El Fuerte Sfreet Wed 7/8 14. Palomar Airport Road and Business Park Drive Wed 7/8 15. Carlsbad Boulevard and Carlsbad Village Drive Thu 7/02 16. Carlsbad Boulevard and Tamarack Avenue Thu 7/02 17. Carlsbad Boulevard and Cannon Road Thu 7/02 18. Carlsbad Boulevard and Poinsettia Lane Wed 6/17 19. Rancho Santa Fe Road and Melrose Drive Wed 7/15 20. Rancho Santa Fe Road and La Costa Meadows Drive Wed 7/15 21. Rancho Santa Fe Road and Questhaven Road Wed 7/15 22. Rancho Santa Fe Road and La Costa Avenue Tue 7/15 23. Rancho Santa Fe Road and Olivenhain Road/Camino Alvaro Tue 7/15 24. Carlsbad Village Drive and Harding Street Wed 7/1 25. Carlsbad Village Drive and Pio Pico Drive Wed 7/1 26. Poinsettia Lane and Batiquitos Drive Wed 6/24 Table A-3 (Continued) COUNT DATE SUMMARY SHEET 1992 TRAFFIC MONFFORING PROGRAM Location Count Count Count Number Intersection/Location Day Date 27. Poinsettia Lane and Paseo Del Norte Wed 6/24 28. Poinsettia Lane and Avenida Encinas Wed 6/24 29. Tamarack Avenue and Pio Pico Drive Wed 7/1 30. Alga Road and El Fuerte Street Tue 7/7 31. Grand Avenue and State Street Thu 7/02 32. College Boulevard and Faraday Avenue Thu 7/9 33. I-5/Cannon Road S/B Ramp Tue 6/16 34. I-5/Cannon Road N/B Ramp Tue 6/16 35. I-5/Palomar Airport Road S/B Ramp Thu 6/18 36. I-5/Palomar Airport Road N/B Ramp Thu 6/18 37. I-5/Poinsettia S/B Ramp Wed 6/17 38. I-5/Poinsettia N/B Ramp Wed 6/17 39. 1-5/La. Costa Avenue S/B Ramp Tue 6/23 40. I-5/La Costa Avenue N/B Ramp Tue 6/23 Table A-4 INTERSECTION LEVELS OF SERVICE 1992 TRAFFIC MONITORING PROGRAM AM PM Count No. Count Intersection/Location ICU Ratio LOS ICU Ratio LOS 1. El Camino Real and Marron Road 0.36 A 0.57 A 2. El Camino Real and Carlsbad Village Drive 0.47 A 0.59 A 3. El Camino Real and Tamarack Avenue 0.64 B 0.60 A 4. El Camino Real and College Boulevard 0.47 A 0.57 A 5. El Camino Real and Faraday Avenue 0.51 A 0.73 C 6. El Camino Real and Palomar Aiiport Road 0.80 C 0.99 E 7. El Camino Real and Alga Road 0.50 A 0.81 D 8. El Camino Real and La Costa Avenue 0.67 B 0.59 A 9. El Camino Real and Olivenhain Avenue 0.80 C 1.01 F 10. Palomar Airport Road and Avenida Encinas 0.55 A 0.50 A 11. Palomar Airport Road and Paseo Del Norte 0.60 A 0.75 C 12. Palomar Airport Road and CoUege Boulevard 0.44 A 0.45 A 13. Palomar Airport Road and El Fuerte Street 0.70 C 0.92 E 14. Palomar Airport Road and Business Park Drive 1.38 F 1.01 F 15. Carlsbad Boulevard and Carlsbad ViUage Drive 0.35 A 0.51 A 16. Carlsbad Boulevard and Tamarack Avenue 0.28 A 0.47 A 17. Carlsbad Boulevard and Cannon Road 0.36 A 0.60 A 18. Carlsbad Boulevard and Poinsettia Lane 0.31 A 0.38 A 19. Rancho Santa Fe Road and Mekose Drive 0.87 D 0.68 B 20. Rancho Santa Fe Road and La Costa Meadows Dr. * A * A 21. Rancho Santa Fe Road and Questhaven Road * A * A 22. Rancho Santa Fe Road and La Costa Avenue 0.57 A 0.56 A 23. Rancho Santa Fe Road and OUvenhain Road/Camino Alvaro 0.48 A 0.61 B 24. Carlsbad ViUage Drive and Harding Street 0.38 A 0.55 A 25. Carlsbad ViUage Drive and Pio Pico Drive 0.29 A 0.45 A 26. Poinsettia Lane and Batiquitos Drive * A * C 27. Poinsettia Lane and Paseo Del Norte * C * C Table A-4 (Continued) INTERSECTION LEVELS OF SERVICE 1992 TRAFFIC MONITORING PROGRAM AM PM Count Count ICU ICU No. Intersection/Location Ratio LOS Ratio LOS 28. Poinsettia Lane and Avenida Encinias 0.34 A 0.65 B 29. Tamarack Avenue and Pio Pico Drive 0.40 A 0.44 A 30. Alga Road and El Fuerte Street * A * A 31. Grand Avenue and State Street 0.27 A 0.43 A 32. College Boulevard and Faraday Avenue 0.26 A 0.28 A 33. I-5/Cannon Road S/B Ramp * C * B 34. I-5/Cannon Road N/B Ramp * B * B 35. I-5/Palomar Aiiport Road S/B Ramp * B * B 36. I-5/Palomar Airport Road N/B Ramp * F * C 37. I-5/Poinsettia S/B Ramp * A * C 38. I-5/Poinsettia N/B Ramp * B * B 39. I-5/La Costa Avenue S/B Ramp * C * C 40. I-5/La Costa Avenue N/B Ramp * A * D ICU ratio not appUcable to this unsignalized location. 9 CTTY OF CARLSBAD SUMMER 1992 INTERSECTION ANALYSIS SUMMARY Intersection Number: 1 Intersection Location: El Camino Real and Marron 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 ft Flssociat»s Turning Hov^nent Counts Rnalysis Pag* 1 of 3 Citij: Carlsbad Intijrss-ction of: N/S Street: E/H Street: El Canino Real Marron Road Count Date: Oe./;30/32 Daui: Heather: rUESDfiV Cl&ar Fil»: R92ICU01.HK1 Dat.s Collected by:K.S ft D.H Traffic Control: Signalized End of 15 nin. prd. South Approach CNBi L.>ft U-Trn Thru Right North Approach CSBJ Hest Approach <EBJ East Approach CHB3 15 nin. Totals 06: IS 06.:'15 07:00 07: 15 Of'::30 07:'15 08:130 08: 15 08::30 08:-15 03:00 flH flM flH flH AM AM AH AH AM AM AM AH 1 1 5 7 e 7 e 7 12 7 11 16 0 0 0 0 0 1 0 0 0 0 0 0 68 8-1 116 118 138 177 188 213 151 159 155 202 6 6 6 6 7 10 12 16 10 12 12 6 0 3 0 0 0 0 1 0 0 0 0 0 8 6 6 11 10 6 15 13 11 15 25 19 0 2 1 0 1 3 0 0 0 1 3 0 70 119 250 315 210 195 279 329 203 20:3 119 132 6 13 11 16 11 85 11 11 17 18 28 31 Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds t'ehicls Peds 0 5 D 0 2 0 2 0 1 11 0 180 0 0 9 0 7 3 1 2 0 3 13 0 298 1 0 1 0 3 13 0 12 0 7 30 0 161 0 0 1 0 1 1 0 9 0 5 20 1 552 1 1 8 0 5 10 1 15 0 7 25 1 161 3 0 6 0 8 7 0 12 0 7 25 0 519 0 1 8 0 11 9 0 10 0 6 31 2 589 1 0 15 0 8 9 1 20 0 15 37 2 696 3 2 10 0 9 6 0 10 0 11 26 1 176 3 1 8 0 11 13 2 8 0 12 23 1 190 1 0 7 0 11 11 1 10 0 5 23 2 123 3 0 15 0 11 11 0 7 0 10 23 0 186 0 2 15 0 11 13 2 20 0 15 37 2 696 1 3 39 0 36 31 1 52 0 39 122 5 2310 10 Peak Hr. Factor 0.83 0 39 Cl 12 11 2 27 0 30 39 2 712 6 1 36 0 13 32 0 32 0 11 11 5 850 7 0 10 0 17 26 1 31 0 35 35 3 717 5 0 52 Cl 37 27 1 32 0 31 50 1 813 2 0 11 0 38 31 25 0 26 33 2 691 2 1 39 0 18 31 1 37 0 25 10 1 830 10 0 61 0 61 38 1 36 0 33 33 1 831 2 0 52 0 51 26 28 0 38 15 0 878 0 1 50 0 17 27 1 10 0 21 33 1 818 9 2 15 Cl 37 32 1 31 0 21 50 1 886 Et 3 13 0 35 31 2 36 0 31 33 0 615 5 0 51 0 35 31 2 35 0 20 37 5 713 7 1 61 0 61 11 2 10 0 11 50 5 886 10 3 208 Cl 196 123 3 138 0 119 161 6 3116 19 Ha.x . IS ni n. 16 Pk. Hr. Moi. 32 213 729 16 18 25 15 3 315 3 1006 85 127 07:15 AH 08:15 AH Peak Hour Intersection Traffic in Pk. Hr.= 2310 Intersection Pdstrns in Pk. Hr.= 10 03:"15 01:00 01: 15 01::30 01: "15 05:00 05: 15 05:30 05:'15 06:00 06: 15 06::30 PM PH PH PH PH PM PM PM PH PH PH PH 38 61 33 16 32 11 13 16 18 17 26 10 0 0 0 0 0 0 0 1 0 1 0 2 231 330 280 318 217 313 272 325 315 361 180 217 20 20 19 21 19 21 19 22 20 21 20 11 2 1 1 0 0 1 0 0 6 1 0 0 10 13 28 26 10 25 31 19 12 51 35 31 1 3 0 1 1 1 0 3 1 3 2 1 127 116 1013 1313 157 181 1713 1613 16? Ill 150 162 31 19 32 28 31 28 29 21 31 33 23 37 Ha.x . 15 nin. 61 Pk. Hr. Vol. 181 361 1276 21 82 51 173 1 10 181 657 19 117 05:00 PM 06:00 PH Peak Hour Intersection Traffic in Pk. Hr,= 3116 Intersection Pdstrns in Pk. Hr.= 19 Peak Hr. Factor 0.97 El Caaino Real at Harron Road Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk, Hr. Tiie Period: So. Approach (NB) No. Approach (SB) Hest Appr. (EB) East Appr. (HB) 07:15 AH to - 08:15 AH Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 11 i [ i Config- (left) 2 1 i i i urations 3 1 i 1111 4 1 1 Outside 5 11 i i Lane Settings 230230120120 Capacity 3240 6000 0 3240 iOOO 0 1800 4000 0 IBOO 4000 0 Do you want separate Morth/South phases (yes/no)? no Do you want separate East/Hest phases (yes/no)? no Efficiency Lost Factor 0.10 Hourly Voluie 33 729 48 AB lOOi 127 39 36 31 52 39 122 Adjusted Hourly Voluie 33 777 0 48 1133 0 39 67 0 52 161 0 Utilization Factor 0.01 0.13 0.00 0.01 0.19 0.00 0.02 0.02 0.00 0.03 0.04 0,00 Critical Factors 0.01 0.19 0.02 0.04 ICU Ratio = 0.36 LOS = A Turning Hoveaents at Intersection of El Caiino Real and Harron Road North Approach El Caiino Real Tiie: 07:15 AH to 08:15 An Date: 06/30/92 Day: TUESDAY Naie: K.S ( D.H Sub- Total totals 304 198 106 39 36 31 1181 127 1006 I I I t <-• V 2074 48 I I •-> North <-, I I 33 Subtotals -> 1090 Total -> 729 810 1900 South Approach 893 /-> I I 48 <- Total <- Subtotals <— /— Sub- totals Total 122 39 52 213 342 129 Harron Road Note: Left-turn voluies include U-turns. El Caiino Real at Harron Road Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Tiie Period: So. Approach (NB) No. Approach (SB) Hest Appr. (EB) East Appr. (HB) 05:00 PH to - 06:00 PH Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 11 1 i i Config- (left) 2 1 1 i i urations 3 1 1 1111 4 1 1 Outside 5 11 11 Lane Settings 230230120120 Capacity 3240 6000 0 3240 6000 0 1800 4000 0 1800 4000 0 Do you want separate North/South phases (yes/no)? no Do you want separate East/Hest phases (yes/no)? no Efficiency Lost Factor 0.10 Hourly Voluie 186 1276 82 183 657 117 208 196 123 138 119 161 Adjusted Hourly Voluie 186 1358 0 183 774 0 208 319 0 138 280 0 Utilization Factor 0.06 0.23 0.00 0.06 0.13 0.00 0.12 0.08 0,00 0.08 0.07 0.00 Critical Factors 0.23 0.06 0.12 0.07 ICU Ratio = 0.57 LOS = A Turning Hoveients at Intersection of El Caiino Real and Harron Road North Approach El Caiino Real Tiie: 05:00 PH to 06:00 PM Date: 06/30/92 Day: TUESDAY Naie: K.S & D.H Sub- Total totals 947 420 527 208 —' 196 -> 123 — • 117 I t <-' Subtotals -> 920 Total -> 957 657 I V 2612 183 I t •-> North I I I I 186 1276 1544 2464 South Approach 1655 /-> I 82 <- Total <- Subtotals <— /— Sub- totals Total 161 119 138 418 869 451 Harron Road Note: Left-turn voluies include U-turns, CITY OF CARLSBAD SUMMER 1992 INTERSECTION ANALYSIS SUMMARY Intersection Number: 2 Intersection Location: El 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 a Associates Turning Movenent Counts Analysis Pag# 1 3 Cit.j: Carl;sbad Pii,, p.92icU02.Hlc;i Int.»rsection of: N/S Street: El Canino Real Data Collected bg:J.S ft H.K E/H Street: Carlsbad tillage Drive ^6/30/91**' u'"^L 1^^^°^'^ Traffic Control! Signalized 06^30/92 Heather: Clear End of 15 'lZVl7.^ZZt'7Llt^7 ^JrfL'P"^''^'^^ "PP-«»^ ^"B' IS "i"- totals :!:".:.!:^: 777 ^if7 777.1L'l!:: .177 tl^l': ^'^rEl^^'l^^'^i^^'^*^' t^ft'^'u-r^r'Th^rRT^hrpeds ^iehicis'^^ds" 06:15 AM 2 0 31 1 0 1 0 99 n o n T c T I 06: 30 AM 2 0 0 0 3 0 151 3 ? I S 3 ? n I S ?I i ^ 06:15 AM 1 0 56 0 0 2 0 277 fl 0 17 n ^ ! 2 i ° ^'^ ° 290 1 08:00 AH « 12 0 108 1 0 13 0 310 15 1 27 0 9 8 S 13 S S7 AS S ? «;»«:: ;-----?...s?__-.i.....J...JL_.J..J_^..JL.J.J! L__Ll...i.J ' ° ^ ° = Has. 15 nin. 12 0 150 1 3 23 3 3io 16 1 27 0 " 21 12 1 16 n I'- T IQT " ^:.7::7^i...7^. °._77t....7 -!L„...i..:!i'°_._J?...J_„.!! 35 i 10 S 2^9 211 0 2333 I 07:00 AM Peak Intersection Traffic in Pk. Hr.= 2333 Peak Hr. Factor 0.81 08:00 AH Hour Intersection Pdstrns in Pk. Hr.= 2 5 0 273 5 1 15 3 156 26 0 28 0 ~ 52 11 0 8 O l^ '7, n lal T" 1^ ° -'50 10 0 39 1 165 17 1 33 0 61 7 0 6 0 29 I 771 < 0-" 15 PH 12 0 236 6 0 67 3 159 21 0 25 0 15 10 0 3 S 26 al S lit n 01= ^0 PM 13 0 352 8 0 11 2 151 23 0 21 0 50 13 1 5 § It t S Is7 ? 01:15 PM « 16 0 266 11 0 51 1 180 28 0 31 0 63 1 0 8 S I . ^1 S 7ll n 05:00 PH « 17 0 238 16 0 19 3 151 31 1 38 0 55 6 0 6 1 IE 32 0 Ilk ^ 05: 15 PH « 13 0 278 12 0 70 2 166 31 0 37 0 65 12 0 9 0 3S ll 1 ?ll } 05::30 PH * 23 0 353 20 2 65 1 115 23 0 11 0 101 11 0 3 S 21 38 \ III k 05:15 PH Kl 0 261 11 0 61 0 135 18 0 39 0 62 5 0 11 0 39 ^8 0 6^6 0 ]}: ° ^-^^ 9 0 16 0 121 35 0 37 0 86 10 0 1 S 17 i? S 7ol S 06:15 PM 13 0 157 11 0 78 1 121 27 0 35 0 81 7 0 3 0 36 IS 0 618 0 0^:;30_PM 9_ 0 ___163 9 0 58 _ 2 125 28 0 28 0 65 7 0 7 0 ill 16 2 595 £ Mas. 15 nin. 23 0 358 20 2 78 1 180 35 1 11 0 101 11 1 n 1 la I7 2 III 7 °.77y. ^ ^ * o 287 36 o 26 i i28 1^5 I jlll 5 01::30 PM Pe.ak Intersection Traffic in Pk. Hr.= 3050 Peak Hr. Factor 0.88 05: 30 PH Hour Intersection Pdstrns in Pk. Hr.= 5 El Caiino Real at Carlsbad Village Drive Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Tiie Period: So. Approach (NB) No. Approach (SB) Hest Appr. (EB) East Appr. (HB) 07:00 AH to — 08:00 AH Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 1 Config- (left) 2 1 urations 3 1 4 1 1 Outside 5 1 1 1 1 1 1 1 1 1 1 1 Lane Settings Capacity 1 3 1800 6000 1 3 1800 6000 1 2 1800 4000 1 2 1800 4000 Do you nant separate North/South phases (yes/no)? Do you want separate East/Hest phases (yes/no)? Efficiency Lost Factor 0.10 no no Hourly Voluie 20 403 8 58 1140 40 92 37 35 40 219 241 Adjusted Hourly Voluie 20 411 0 58 1180 0 92 72 0 40 460 0 Utilization Factor 0.01 0.07 0.00 0.03 0.20 0.00 0.05 0.02 0.00 0.02 0.12 0.00 Critical Factors 0.01 0.20 0.05 0.12 ICU Ratio = 0.47 LOS = A Turning Hoveients at Intersection of El Caiino Real and Carlsbad Village Drive Tiie: 07:00 AN to 08:00 AN Date: 06/30/92 Day: TUESDAY Naie: J.S & n.K Sub- Total totals 443 279 164 92 — • 37 ~> 35 —' North Approach El Caiino Real 1975 1238 40 1140 I I t I <-• V 58 -> North I I 20 Subtotals -> 1215 Total -> 403 431 1646 South Approach 737 <- Total <- Subtotals <— /— Sub- totals Total 241 219 40 500 102 602 Carlsbad Village Drive Hote: Left-turn voluies include U-turns. El Caiino Real at Carlsbad Village Drive Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Tiie Period: So. Approach (NB) No. Approach (SB) Hest Appr. (EB) East Appr. (HB) 04:30 PH to 05:30 PH Left Thru Sight Left Thru Right Left Thru Right Left Thru Right Lane Inside 11 i i i Config- (left) 2 1 i i i urations 3 1 1 1111 4 11 11 Outside 5 Lane Settings 130130120120 Capacity 1800 iOOO 0 1800 6000 0 1800 4000 0 1800 4000 0 Do you ttant separate North/South phases (yes/no)? no Do you Mant separate East/Hest phases (yes/no)? no Efficiency Lost Factor 0.10 Hourly Voluie 69 1140 59 245 645 116 153 287 36 27 128 145 Adjusted Hourly Voluie 69 1199 0 245 761 0 153 323 0 27 273 0 Utilization Factor 0.04 0.20 0.00 0.14 0.13 0.00 0.09 0.08 0.00 0.02 0.07 0.00 Critical Factors 0.20 0.14 0.09 0.07 ICU Ratio = 0.59 LOS = A Turning Hoveients at Intersection of El Caiino Real and Carlsbad Village Drive H e s t A P P r Tiie: 04:30 PH to 05:30 PH Date: 06/30/92 Day: TUESDAY Naie: J.S & H.K Sub- Total totals 789 313 476 153 — • 287 ~> 36 — • North Approach El Caiino Real 116 I I <-* Subtotals -> 707 Total -> 1006 645 I ( V 2451 245 t •-> North <-, " I I I I 69 1140 1268 1975 South Approach 1445 /-> 1 I 59 <- Total <- Subtotals <— /— Sub- totals Total 145 128 27 300 585 885 Carlsbad Village Drive Note: Left-turn voluies include U-turns. CITY OF CARLSBAD SUMMER 1992 INTERSECTION ANALYSIS SUMMARY Intersection Number: 3 Intersection Location: El Camino Real and Tamarack Avenue CONTENT PAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and 2 of 3 Turn Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Turn Movement Diagram JHK ft Associates Turning Movenent Counts Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Street: E/H Street: El Canino Real Tanarack Avenue Count Oate: 06/30/92 Daii: Heather: TUESDAV Cloudy File: R92ICU03.HK1 Data Collected by:C.I ft A.B Traffic Control: Signalized End of 15 nin. prd. South Approach (NB) Left U-Trn Thru Right North Approach CSB) Hest Approach CEB) East Approach CHB) 15 nin. Totals Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds l/ehicls Peds 06:15 06:30 06:15 07:00 07:15 07:30 07:15 08:00 08:15 08:30 08:15 09:00 AH AH AH AH AM AM AM AH AH AH AH AH 6 1 2 11 ^ 9 13 9 7 8 13 10 21 29 36 12 58 65 66 93 69 80 91 89 2 2 2 8 6 6 8 10 2 5 5 10 108 183 329 321 286 288 316 377 203 182 131 122 2 2 5 3 1 5 3 12 8 10 1 6 7 6 6 1 18 11 20 12 11 12 10 23 0 0 0 0 0 0 0 0 0 0 0 0 3 2 2 5 15 6 13 9 8 6 10 15 8 9 19 31 17 29 39 52 21 30 20 17 12 21 28 10 36 60 56 68 63 31 27 35 19 11 33 37 56 56 68 61 11 10 31 38 192 303 171 513 513 513 610 720 152 118 352 375 Mas. 15 nin. 11 0 91 10 2 8 0 377 12 2 23 0 15 52 1 68 0 68 9 2 720 5 Pk. Hr. Moi. 38 0 282 30 1 11 0 1267 21 2 61 0 13 137 2 220 0 211 29 3 2386 8 07:00 AM Peak Intersection Traffic in Pk. Hr.= 2386 Peak Hr. Fai ctor 0.83 08:00 AM Hour Intersection Pdstrns in Pk. Hr.= a 03:15 PM 18 0 310 23 0 10 0 111 21 0 11 0 33 21 0 12 0 18 7 0 631 0 01:00 PM 12 0 311 28 0 11 0 110 11 1 11 0 27 28 1 20 0 18 1 0 627 2 01:15 PM 31 0 376 11 0 8 0 112 7 0 7 0 39 21 0 23 0 23 6 0 691 0 01:30 PM 22 0 278 28 0 5 0 111 16 1 8 0 10 29 0 10 0 17 10 0 571 1 01:15 PM K 25 0 361 17 0 10 0 131 16 1 15 a 13 11 2 18 0 22 6 0 708 3 05:00 PH « 10 0 211 15 0 8 0 118 15 1 10 0 11 29 0 12 0 20 6 0 618 1 05:15 PH « 16 0 191 80 0 7 0 129 17 0 18 0 51 17 0 15 0 21 9 0 901 0 05:30 PH » 22 0 286 19 0 8 0 101 12 2 11 0 63 16 0 18 0 26 3 0 615 2 05:15 PH 29 0 301 55 0 7 0 108 12 0 10 Cl IS 12 0 21 0 51 5 0 665 0 06:00 PH 25 0 205 51 0 8 0 99 15 1 12 0 16 18 0 25 0 28 7 0 539 1 06:15 PH 25 0 188 55 0 16 0 92 8 0 12 0 67 19 0 20 0 19 7 1 528 1 06:30 PM 23 0 157 51 0 17 0 100 13 0 12 0 12 11 0 17 0 21 8 0 178 0 Mas. 15 nin. 16 0 191 80 0 17 0 118 21 2 18 0 67 29 2 25 0 51 10 1 901 3 Pk. Hr. Vol. 133 0 1379 221 0 33 0 509 60 1 51 0 201 76 2 63 0 92 21 0 2815 6 01:30 PH 05:30 PH Peak Hour Intersection Traffic in Pk. Hr.: Intersection Pdstrns in Pk. Hr.= 2815 6 Peak Hr. Factor 0.79 El Caiino Real at Taiarack Avenue Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Tiie Period: So. Approach (NB) No. Approach (SB) Hest Appr. (EB) East Appr. (HB) 07:00 AH to 08:00 AH Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 11 } i i Config- (left) 2 1 1 1 1 urations 3 1 11 i i 4 1 Outside 5 Lane Settings 121120111111 Capacity 1800 4000 1800 1800 4000 0 1800 2000 1800 1800 2000 1800 Do you tiant separate North/South phases (yes/no)? no Do you Mant separate East/Hest phases (yes/no)? no Efficiency Lost Factor 0.10 Hourly Voluie 38 282 30 14 1267 24 61 43 137 220 241 29 Adjusted Hourly Voluie 38 282 30 14 1291 0 61 43 137 220 241 29 Utilization Factor 0.02 0.07 0.02 0.01 0.32 0.00 0.03 0.02 0,08 0.12 0.12 0.02 Critical Factors 0.02 0.32 0.08 0.12 ICU Ratio = 0.64 LOS = B Turning Hoveients at Intersection of El Caiino Real and Taiarack Avenue Tiie: 07:00 AH to 08:00 AH Date: 06/30/92 Day: TUESDAY Naie: C.I & A.B Sub- Total totals 544 303 241 61 — • 43 -> 137 —' North Approach El Caiino Real 1305 24 1267 I I <-• V Subtotals -> 1624 Total -> I t 38 1677 14 I I •-> North 282 350 1974 South Approach 372 /-> I ) 30 <- Total <- Subtotals <— /— Sub- totals Total 29 241 490 220 577 87 Taiarack Avenue Note: Left-turn voluies include U-turns. El Caiino Real at Taiarack Avenue Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Tiie Period: So. Approach (NB) No. Approach (SB) Hest Appr. (EB) East Appr. (HB) 04:30 PH to 05:30 PH Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 11 1 l 1 Config- (left) 2 1 1 1 1 urations 3 1 11 1 1 4 1 Outside 5 Lane Settings 121120111111 Capacity 1800 4000 1800 1800 4000 0 1800 2000 1800 1800 2000 1800 Do you want separate North/South phases (yes/no)? no Do you want separate East/Hest phases (yes/no)? no Efficiency Lost Factor 0.10 Hourly Voluie 133 1379 221 33 509 60 54 201 76 63 92 24 Adjusted Hourly Voluie 133 1379 221 33 569 0 54 201 76 63 92 24 Utilization Factor 0.07 0.34 0.12 0.02 0.14 0.00 0.03 0.10 0.04 0.04 0.05 0.01 Critical Factors 0.34 0.02 0.10 0.04 ICU Ratio = 0.60 LOS = A Turning Hoveients at Intersection of El Caiino Real and Taiarack Avenue North Approach El Caiino Real Tiie: 04:30 PH to 05:30 PH Date: 06/30/92 Day: TUESDAY Naie: C.I & A.B Sub- Total totals 616 285 331 54 — • 201 ~> 76 —' 60 Subtotals -> 648 Total -> 602 509 I t V 2059 33 •-> North t I I t 133 1379 1733 2381 1457 /-> I 221 <- Total <- Subtotals <— /— Sub- totals Total 24 92 63 179 634 455 Taiarack Avenue South Approach Note: Left-turn voluies include U-turns. CITY OF CARLSBAD SUMMER 1992 INTERSECTION ANALYSIS SUMMARY Intersection Number: 4 Intersection Location: El Camino Real 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 ft Associates Turning Movenent Counts Analysis Page 1 of 3 City: Carlsbad Fil,. ft92ICU01.HKl Intersection of: N/S Street: El Canino Real Data CoUected by:C.I ft A.B E/H Street: College Boulevard THURSDAV Traffic Control: Signalized 07/09/92 Heather: Clear End of 15 *777*l7^.^7777l '^^^i "PP'-^'^ch CEB) East Approach CHB) 15 nin. Totalj "i:":.?!-!^: ^'.17. '777.1 777. ^il*7 7.lt' ^"^^ "'^^^ L*^* '••^'•^ "^g^^^ P"^' "-eft U-rrn" rhru Righrpeds i/ehicls ~Peds" 06:15 AH 0 0 35 0 0 0 0 121 28 0 2 0 0 0 0 0 0 0 0 0 186 o' 06:30 flH 1 0 1^ 0 0 0 0 151 26 0 0 0 0 1 0 0 0 0 0 0 198 0 06:15 flH 2 0 12 0 0 0 0 212 51 0 2 0 0 1 0 0 0 0 0 0 313 0 07:00 flH 1 3 0 0 0 0 298 112 0 6 0 0 2 0 0 0 0 0 0 170 0 0'':15 AM « 0 1 71 0 0 0 0 315 79 0 11 0 0 3 0 0 0 0 0 0 510 0 07:30 AM « 1 2 59 0 0 0 0 313 70 0 1 0 0 1 0 0 0 0 0 0 179 0 07:15 PIH » 1 1 77 0 0 0 0 321 71 0 10 0 0 1 0 0 0 0 0 0 19I 0 08:00 AM « 1 0 95 0 0 0 0 119 86 0 1 0 0 3 0 0 0 0 0 0 608 0 08:15 flM 0 1 91 0 0 0 0 270 70 0 8 0 0 0 0 0 0 0 0 0 110 S 08:30 AM 1 1 ^0 0 0 0 0 215 31 0 12 0 0 3 0 0 0 0 0 0 359 0 08:15 AH 1 1 93 0 0 0 0 199 33 0 10 0 0 1 0 0 0 0 0 0 3l! 0 03:00 AM 1 1 96 0 0 0 0 170 30 0 12 0 0 3 0 0 0 0 0 0 313 Mas. 15 nin. 2 1 96 0 0 0 0 119 112 0 12 0 0 1 0 0 0 0 0 0 608 0 Pk. Hr. Vol. 3 1 301 0 0 0 0 1131 309 0 29 0 0 11 0 0 0 0 0 0 2088 0 07:00 AH Peak Intersection Traffic in Pk. Hr.= 2088 Peak Hr. Factor 0.86 08:00 AH Hour Intersection Pdstrns in Pk. Hr.= 0 Hr. Factor 0.86 03:15 PH 1 0 290 0 0 0 0 118 10 0 11 0 0 2 0 0 0 0 0 0 195 0 01:00 FH 7 0 261 0 0 0 0 152 11 0 65 0 0 2 0 0 0 0 0 0 501 0 01:15 PH 3 1 378 0 0 0 0 125 9 0 86 0 0 1 0 0 0 0 0 0 606 0 01:30 PH 23 3 261 0 0 0 0 121 16 0 31 0 0 0 0 0 0 0 0 0 161 0 01:15 PH 10 1 335 0 0 0 0 126 25 0 58 0 0 0 0 0 0 0 0 0 555 0 05:00 PM * 3 1 279 0 0 0 0 123 9 0 31 0 0 1 0 0 0 0 0 0 150 0 05:15 PM « 0 0 531 0 0 0 0 135 19 0 83 0 0 1 0 0 0 0 0 0 772 0 05:30 PM « 3 1 383 0 0 0 0 100 20 0 57 0 0 2 0 0 0 0 0 0 566 0 05:15 PM » 1 0 101 0 0 0 0 96 11 0 11 1 0 0 0 0 0 0 0 0 557 0 06:00 PM 3 d 211 0 0 0 0 81 10 0 16 3 0 1 0 0 0 0 0 0 355 D 06:15 PM 2 0 270 0 0 0 0 126 9 0 39 9 0 0 0 0 0 0 0 0 155 0 06:30 PM 1 0 117 0 0 0 0 66 5 0 17 7 0 0 0 0 0 0 0 0 213 0 Mas. 15 nin. 23 1 531 0 0 0 0 152 25 0 86 9 0 2 0 0 0 0 0 0 772 0 Pk. Hr. Vol. 7 2 1600 0 0 0 0 151 62 0 215 1 0 1 0 0 0 0 0 0 2315 0 01:15 PM Peak Intersection Traffic in Pk. Hr.= 2315 Peak Hr. Factor 0.76 05:15 PM Hour Intersection Pdstrns in Pk. Hr.= 0 El Caiino Real at College Boulevard Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Tiie Period: So. Approach (NB) No. Approach (SB) Hest Appr. |E6) East Appr. (HB) 07:00 AH to 08:00 AH Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 11 11 Config- (left) 2 1 11 urations 3 1 11 4 Outside 5 Lane Settings 120021201000 Capacity 1800 4000 0 0 4000 1800 3240 0 IBOO 0 0 0 Do you Hant separate North/South phases (yes/no)? no Do you want separate East/Hest phases (yes/no)? no Efficiency Lost Factor 0.10 Hourly Voluie 7 301 0 0 1431 309 29 0 11 0 0 0 Adjusted Hourly Voluie 7 301 0 0 1431 309 29 0 11 0 0 0 Utilization Factor 0.00 0.08 0.00 0.00 0.36 0.17 0.01 0.00 0.01 0.00 0.00 0.00 Critical Factors 0.00 0.36 0.01 ICU Ratio = 0.47 LOS = A Turning Hoveients at Intersection of El Caiino Real and College Boulevard North Approach El Caiino Real Tiie: 07:00 AH to 08:00 AH Date: 07/09/92 Day: THURSDAY Naie: Cl & A.B Sub- Total totals 352 312 40 29 — • 0 -> 11 —• 1740 309 1431 t I I I <-• V 2070 '-> North 330 <- Total <- Subtotals <— /— Sub- totals Total /-> College Boulevard Subtotals -> 1446 Total -> 7 301 308 1754 South Approach Note: Left-turn voluies include U-turns. El Caiino Real at College Boulevard Lane Configuration for Intersection Capacity Utilization Pk. Hr. Tiie Period: 04:45 PH to 05:45 PH Page 3 of 3 So. Approach (NB) No. Approach (SB) Hest Appr. (EB) East Appr. (HB) 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 1 1 1 Outside 5 Lane Settings 12 0 0 2 1 Capacity 1800 4000 0 0 4000 1800 Do you want separate North/South phases (yes/no)? no Do you want separate East/Hest phases (yes/no)? no Efficiency Lost Factor 0.10 2 3240 Hourly Voluie 9 Adjusted Hourly Voluie 9 Utilization Factor 0.01 Critical Factors ICU Ratio = 0.57 1600 0 1600 0 0.40 0.00 0.40 LOS = A 0 0 0.00 0.00 454 454 0.11 216 216 62 62 0.03 0.07 0.07 0 0 0.00 1 1800 4 4 0.00 0 0 0.00 0 0 0.00 0 0 0.00 H e s t A P P r Turning Hoveients at Intersection of El Caiino Real and College Boulevard Tiie: 04:45 PH to 05:45 PH Date: 07/09/92 Day: THURSDAY Naie: Cl t A.B Sub- Total totals 290 70 220 216 —' 0 -> 4 — • North Approach El Caiino Real 2331 62 Subtotals -> 460 Total -> 516 454 I V •-> North <-, I t 9 1600 1609 2069 South Approach 1815 /-> <- Total <- Subtotals <— /— Sub- totals Total College Boulevard Note: Left-turn voluies include U-turns. CITY OF CARLSBAD SUMMER 1992 INTERSECTION ANALYSIS SUMMARY Intersection Number: 5 Intersection Location: El Camino Real and Faraday Avenue CONTENT PAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and 2 of 3 Turn Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Turn Movement Diagram JHK ft Associates Turning Movenent Counts Analysis Page 1 ^.f 3 City: Carlsbad ^ ^, File: R92ICU05.HK1 Intersection of: N/S Street: El Canino Real Data CoUected by:K.S ft D.H E/H Street: Faraday Avenue n?/nJi THURSDAV Traffic Control: Signalized 07/09/92 Heather: Clear End of 15 "tfL^Pr*"""^ "PP'-°»«=f' f"B) 15 nin. Totals 171:771: ^Zi7 7771 7777 ^71*7 777l 7777 ^i2l.^_ ^7.t'_ ^777_ "-^rn"'Thru'RighrPed.^ Left^'u-Tr^'rhru'RighrPeds yehiciT'pedr 06:15 AM 13 0 29 13 0 11 2 81 25 0 ' ~3 0 1 i '"i 5 n ? I i III 7 06:30 AM 71 0 36 16 0 31 8 121 22 0 1 r t 7 n c 2 T ^ 1 ^ 0^ = -^=«" 39 0 51 21 0 31 I 18 ?8 1 1 S 6 ? 0 5 S ? S ll7 ? 07:00 AM 123 0 51 13 0 63 2 287 61 0 3 0 28 10 1 1 S 1 la III \ 07:15 AM 67 0 39 22 0 30 7 87 32 0 1 0 3 3 . 7 n 2 0 S ^nn n 07:30 AM « 165 0 60 21 0 31 3 203 111 0 1 5 3 li 0 5 0 5 3 ? Ifa ? 07:15 AM * 108 1 52 12 0 26 10 189 13 0 9 0 11 5 0 3 0 0 1 0 170 0 08:00 AM * 139 0 78 33 0 38 15 298 61 1 8 0 18 8 0 6 0 5 I 1 713 ? 03:15 AH » 152 0 80 51 0 16 5 230 60 0 10 0 15 9 0 9 0 3 10 111 I 08:30 AH 89 0 69 26 0 30 3 189 30 1 8 0 12 11 3 12 0 5 6 0 193 7 08:15 AH 103 0 81 15 0 22 7 137 29 0 7 0 9 3 0 10 0 8 8 S 111 0 177171 tt i!. 1 11 l__71l fL.. ° i o 7 11 o li o s i S 112 S Has. 15 nin. 165 1 107 51 0 63 15 298 111 1 10 0 28 18 3 12 0 8 I l III 7 '7:7::7^:.7^. !!-_...:!^°_ t.7V_ i 31 o ir 33 o 23 S 13 t I I 07:15 AM Peak Intersection Traffic in Pk. Hr.= 2182 Peak Hr. Factor 0.87 08:15 AH Hour Intersection Pdstrns in Pk. Hr.= 3 03:15 PH 30 1 182 15 0 17 0 136 6 0 33 0 11 71 0 55 0 28 30 3 III 7 01 = 00 PH 29 0 225 22 0 12 7 132 9 0 20 0 5 56 0 31 0 13 21 3 les I 01:15 P" 38 0 161 5 0 10 2 117 9 0 108 0 23 219 0 31 0 9 22 1 757 | 01:30 PM « 13 0 191 11 0 21 2 128 6 0 66 0 7 9.5 1 ll 0 11 20 2 IlO 3 01:15 PM X 11 0 229 18 0 5 1 125 9 1 17 0 11 118 I 32 0 20 21 5 Isl I 05:00 PM « 25 0 231 12 0 10 3 UO 13 0 27 0 3 85 0 38 0 11 8 I I79 1 05:15 PH « 27 0 279 12 0 13 6 113 12 1 131 0 17 211 1 12 0 20 11 2 960 1 05:30 PM 16 0 259 5 0 1 0 136 1 0 12 0 2 83 0 30 0 7 17 0 lo5 2 05:15 PM 12 1 266 10 0 2 3 105 11 0 28 0 12 113 0 26 0 10 9 0 6?i 0 06:00 PH 12 0 170 3 0 3 1 91 3 0 11 1 12 78 0 21 0 U I 0 112 0 06:15 PM 9 0 166 5 0 3 1 88 5 0 21 0 1 60 1 11 0 5 I 0 3IS 1 06:30_PH 9 0 __170_ 1 0 1 0 101 1 0 17 0 1 50 0 11 0 9 6 0 383 0 Mas. 15 nin. 38 1 279 22 0 21 7 113 13 1 131 1 23 211 1 ~ 55 0 28 30 5 960 7 7:11: lii:. ° ° ^ 2'"' 0 ^^'^ 2 i36 0 68 63 10 2799 11 01:15 PM Peak Intersection Traffic in Pk. Hr.= 2799 Peak Hr. Factor 0.73 05:15 PM Hour Intersection Pdstrns in Pk. Hr.= 11 El Caiino Real at Faraday Avenue Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Tiie Period: So. Approach (NB) No. Approach (SB) Hest Appr. (EB) East Appr. (HB) 07:15 AH to - 08:15 AH Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 11 1 i i Config- (left) 2 1 1 1 , i urations 3 1 1 i i i 4 11 1 Outside 5 111 Lane Settings 221230211120 Capacity 3240 4000 1800 3240 6000 0 3240 2000 1800 1800 4000 0 Do you Mant separate North/South phases (yes/no)? no Do you Mant separate East/Hest phases (yes/no)? no Efficiency Lost Factor 0.10 Hourly Voluie 565 270 120 174 920 278 31 47 33 23 13 8 Adjusted Hourly Voluie 565 270 120 174 1198 0 31 47 33 23 21 0 Utilization Factor 0.17 0.07 0.07 0.05 0.20 0.00 0.01 0.02 0.02 0.01 0.01 0.00 Critical Factors 0.17 0.20 0.02 0.01 ICU Ratio = 0.51 LOS = A Turning Hoveients at Intersection of El Caiino Real and Faraday Avenue North Approach El Caiino Real Tiie: 07:15 AH to 08:15 AH Date: 07/09/92 Day: THURSDAY Naie: K.S ( D.H Sub- Total totals 966 855 111 31 —' 47 ~> 33 —' 278 I <-• Subtotals -> 977 Total -> 1372 920 I I V <-, I I 565 1714 174 1 I •-> North 270 955 1932 South Approach 342 /-> I I 120 <- Total <- Subtotals <— /— Sub- totals Total 8 13 23 44 352 308 Faraday Avenue Note: Left-turn voluies include U-turns. El Caiino Real at Faraday Avenue Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr, Tiie Period: So. Approach (NB) No. Approach (SB) Hest Appr. (EB) East Appr. (HB) 04:15 PH to -— 05:15 PH Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 11 i i i Config- (left) 2 1 j i i urations 3 1 I i i i 4 11 1 Outside 5 111 Lane Settings 221230211120 Capacity 3240 4000 1800 3240 6000 0 3240 2000 1800 1800 4000 0 Do you Hant separate North/South phases (yes/no)? no Do you Hant separate East/Hest phases (yes/no)? no Efficiency Lost Factor 0.10 Hourly Voluie 82 930 56 67 506 40 274 38 539 136 68 63 Adjusted Hourly Voluie 82 930 56 67 546 0 274 38 539 136 131 0 Utilization Factor 0.03 0.23 0.03 0.02 0.09 0.00 0.08 0.02 0.30 0.08 0.03 0.00 Critical Factors 0.23 0.02 0.30 0.08 ICU Ratio = 0.73 LOS = C Turning Hoveients at Intersection of El Caiino Real and Faraday Avenue Tiie: 04:15 PH to 05:15 PH Date: 07/09/92 Day: THURSDAY Naie: K.S & D.H Sub- Total totals 1041 190 851 274 — • 38 -> 539 — • North Approach El Caiino Real 40 Subtotals -> 1181 Total -> 613 506 I » V I 82 1895 67 I t •-> North 930 1068 2249 South Approach 1282 /-> I I 56 <- Total <- Subtotals <— /— Sub- totals Total 63 68 136 267 413 146 Faraday Avenue Note: Left-turn voluies include U-turns. CITY OF CARLSBAD SUMMER 1992 INTERSECTION ANALYSIS SUMMARY Intersection Number: 6 Intersection Location: El Camino Real and Palomar Airport 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 ft Associates Turning Movenent Counts Analysis Page 1 of 3 City: Carlsbad Fil,. R92ICUO6.HKI Intersection of: N/S Street: El Canino Real Data CoUected by:C.K ft M.K E/H Street: Palonar Airport Road Count date: Day: HEDNESDAV Traffic Control: Signalized 07/08/92 Heather: Clear End of 15 17^1 ''PP''°"=''' '^^^^ fipp^oach CEB) East Approach CHB) 15 nin. Totals !:!!!:_ 1771 ^'*'^1 ^"^i "^^^^ ^"^^ ''^S^*- P*-"^* "-eft U-rm Thru Right Peds Vehicls Peds 06:15 flH 1 0 27 13 0 36 0 10 7 0 12 0 31 3 0 37 ~ 0 81 79 0 373 o' 06:30 AH 1 0 23 17 0 13 0 16 22 2 1 0 56 1 0 71 0 136 78 0 510 2 06:15 flH 2 0 30 36 1 33 0 59 32 1 3 0 81 6 0 38 0 195 105 1 686 3 Or:O0flH 13 0 101 81 0 82 0 125 69 1 29 0 111 20 1 ill i 235 [28 0 1^7 2 07:15 flH 3 0 11 30 0 65 0 120 21 0 8 0 70 8 0 56 0 208 97 0 730 0 07:30 flH « 6 0 69 61 0 65 0 88 27 5 11 0 60 12 1 91 0 175 lls 0 796 6 07:15 flH If 21 0 76 76 0 103 0 116 19 0 17 0 121 18 0 98 0 217 128 0 1013 0 08:00 FIM x 13 1 112 96 0 130 0 111 88 1 16 0 101 11 0 96 0 211 129 0 1181 1 08:15 AM * 16 1 111 79 0 67 0 99 36 0 21 0 130 20 0 92 0 179 129 0 980 0 08:30 flM 13 0 68 16 0 55 0 95 17 0 11 0 78 13 0 69 0 131 52 0 681 0 08:15 AM 17 0 101 67 0 68 0 101 17 0 22 0 95 35 0 86 0 115 85 0 869 0 09:00 AM 21 0 69 12 0 16 0 85 19 0 25 0 71 18 0 58 0 157 56 0 670 0 Mas. 15 nin. 21 1 112 96 1 130 0 111 88 5 29 0 111 35 1 181 0 235 123 1 1217 6 Pk. Hr. Vol. 59 2 398 312 0 365 0 111 200 6 68 D lis 61 1 330 0 782 511 0 1000 7 07:15 flM Peak Intersection Traffic in Pk. Hr.= 1000 Peak Hr. Fa ctor 0.85 08:15 FlH Hour Intersection Pdstrns in Pk. Hr.= ? 03:15 PH 22 0 133 113 0 118 0 127 25 0 82 0 185 13 0 62 0 122 19 0 1087 0 01:00 PH 6 1 108 83 0 60 1 100 11 1 16 0 118 10 0 55 0 123 55 0 807 1 01:15 PM 13 1 126 116 0 118 0 135 38 0 16 0 163 17 0 88 0 127 71 0 1059 0 01:30 PM 18 0 119 91 0 165 0 161 30 0 52 0 151 12 1 58 0 130 61 1 1081 2 01:15 PM 17 0 101 32 0 101 0 115 35 0 65 0 153 18 0 19 0 82 61 0 889 0 05:00 PM « 9 0 125 95 0 113 0 131 23 0 11 0 178 27 0 87 0 110 31 0 1006 0 05:15 F'H » 8 0 172 128 0 160 0 168 27 0 60 0 155 15 0 86 0 173 65 0 1217 0 05:30 PH a 8 1 117 103 0 127 0 138 16 0 35 0 161 27 0 101 0 167 82 0 1119 0 05:15 PM » 13 0 101 107 0 126 0 121 36 0 10 0 189 23 0 60 0 138 72 0 1032 0 06:00 PM 5 0 122 85 0 100 0 119 26 0 36 1 160 15 0 81 0 117 57 0 951 0 06:15 F'H 7 0 76 58 0 71 0 88 9 0 23 0 130 8 0 11 0 77 27 0 615 0 06:30 PH 7 0 123 78 0 68 0 101 6 0 25 0 117 19 0 11 0 120 52 0 787 0 Has. 15 nin. 22 1 172 113 0 165 1 168 11 1 82 1 189 27 1 101 0 173 612 1 1217 2 Pk. Hr. Vol. 38 1 518 133 0 526 0 561 102 0 179 0 686 92 0 337 0 618 253 0 1371 0 01:15 F'H Peak Intersection Traffic in Pk. Hr.= 1371 Peak Hr. Factor 0.90 05:15 PM Hour Intersection Pdstrns in Pk. Hr.= 0 El Caiino Real at Paloiar Airport Road Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Tiie Period: So. Approach (NB) No. Approach (SB) Hest Appr. (EB) East Appr. (HB) 07:15 AH to - - 08:15 AH Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 11 1 i l Config- (left) 2 1 1 1 1 urations 3 1 11 1 4 1111 Outside 5 Lane Settings 121121121121 Capacity 1800 4000 1800 1800 4000 1800 1800 4000 1800 1800 4000 1800 Do you Hant separate North/South phases (yes/no)? no Do you Hant separate East/Hest phases (yes/no)? no Efficiency Lost Factor 0.10 Hourly Voluie 61 398 312 365 444 200 68 415 64 380 782 511 Adjusted Hourly Voluie 61 398 312 365 444 200 68 415 64 380 782 511 Utilization Factor 0.03 0.10 0.17 0.20 0.11 0.11 0.04 0.10 0.04 0.21 0.20 0.28 Critical Factors 0.17 0.20 0.04 0.28 ICU Ratio = 0.80 LOS = C Turning Hoveients at Intersection of El Caiino Real and Paloiar Airport Road North Approach El Caiino Real Tiie: 07:15 AH to 08:15 AH Date: 07/08/92 Day: HEDNESDAY Naie: CK & H.K Sub- Total totals 1588 1041 547 68 — • 415 ~> 64 —• 200 f <-• Subtotals -> 890 Total -> 1009 444 I ( V I I 61 1986 365 I I •-> North 398 771 1661 South Approach 977 /-> I I 312 <- Total <- Subtotals Sub- totals Total 511 782 1673 380 1092 2765 Paloiar Airport Road Note: Left-turn voluies include U-turns. El Caiino Real at Paloiar Airport Road Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Tiie Period: 04:45 PH to 05:45 PH So. Approach (NB) No. Approach (SB) Hest Appr. (EB) East Appr. (HB) Pk. Hr. Tiie Period: 04:45 PH to 05:45 PH Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 I 1 1 1 Config- (left) 2 1 1 1 1 urations 3 1 1 1 1 4 Outside 5 1 1 1 1 Lane Settings 12 11 2 1 1 2 1 1 2 1 Capacity 1800 4000 1800 1800 4000 1800 1800 4000 1800 1800 4000 1800 Do you Hant separate North/South phases (yes/no) t? no Do you Hant separate East/Hest phases (yes/no)? no Efficiency Lost Factor 0.10 Hourly Voluie 39 548 433 526 561 102 179 686 92 337 618 253 Adjusted Hourly Voluie 39 548 433 526 561 102 179 686 92 337 618 253 Utilization Factor 0.02 0.14 0.24 0.29 0.14 0.06 0.10 0.17 0.05 0.19 0.15 0.14 Critical Factors 0.24 0.29 0.17 0.19 ICU Ratio 0,99 LOS = E Turning Hoveients at Intersection of El Caiino Real and Paloiar Airport Road Tiie: 04:45 PH to 05:45 PH Date: 07/08/92 Day: HEDNESDAY Naie: CK & H.K Sub- Total totals 1715 758 957 179 — • 686 ~> 92 — • North Approach El Caiino Real 2169 102 I I <-• Subtotals -> 991 Total -> 1189 561 I I V I t 39 526 1 I •-> North 548 1020 2011 South Approach 980 /-> I I 433 <- Total <- Subtotals <— I— Sub- totals Total E a s t A P P r Paloiar Airport Road 253 618 1208 337 1645 2853 Hote: Left-turn voluies include U-turns. CITY OF CARLSBAD SUMMER 1992 INTERSECTION ANALYSIS SUMMARY Intersection Number: 7 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 n TJ ft o CL m c -.^ u E JC in o => VI •D a a. Ol •H CD QC X w 3 i. .c X u I-^1 o C a o. 1— <z 1 —f Ifl 1 o TJ X p> N •H o •H ffi OC I—. 111 tts Q w VI i. VI Ul .c •C 'M u \-i£ lfl ip ^ .. o 1£ T. •1 X Si rt CL * o a i— (E 1 o o rj =} v o u 0 ll a « (M .-1 X u Ql oc c •.4 _l u n • V •o \. o i— li. o o -.4 3 u o n cc X 1 oc O TJ C 1 •H O E OC tJ « (J. « a i. i. V *• l/l in VI X N N Z UJ TJ q .. JJ V « O 1 O IJ r\ ..4 CD a l/l O TJ m 3 I. Ui o X 13 rt u i- L- tJ 0 1. C a. 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P-fflrt^-CnOrtrtOfOOD l^rtiO(M(MTf\l(\J|\-rtrtO ri<r>oj<Mrtrt(\i(r>oj/nffio OOOOOOOOOOrtO u>cD(\i(r)foajnii)b'>^cjo TTiniOTinTTTTrwTin m M w X X X X a. 0. a. a. in 0 in 0 rt (T) 7-0 (nTTTTinininin\jo»oio OOOOOOOOOOOO i f- CO i rt 1 T T 1 l£ 0 / (P 1 m 1 iSi rt t rt 1 0 0 i m CM' 1 rt i 0 0 1 tX> rt 1 <\l 1 iD in 1 rt 1 CO <VI 1 ffl m 1 CM 1 CI m 1 <s <v 1 is> rj 1 (M 1 0 in >s> 1 1 ffl rt ffl 1 1 m . 1 0 1 1 rt 0 L 1 0 1 •»> 1 U ! V i U. i 1 ffl T 1 CVI CD * I L 1 X ! JC 1 1 (n T 4 1 » 1 a. 1 1 r- ffl 1 T m 1 rt 1 (-1 t\l T 00 1 \ ma I 0 rt 1 i (M CO tS> 1 (T) 1 1 JT) fu 1 II II 1 V. 1 X X 1 . . 1 1 in in Jii Ji 1 1 rt in 1 0. 0. 1 1 rt (T) i C C 1 •rt •rt t 1 CM 0 U ¥1 1 •rt C 1 V I. 1 <<- 1 « n 1 1. TI 1 1 (n ffl 1 1- 0. 1 1 10 1 1 rt T 1 C C 1 0 0 i •rt -rt i ^J V 1 1 ru (V 1 U U 1 1 (n rt 1 » » 1 1 rt 10 1 « n i ^ 1. 1 4 « t .fj *> 1 1 rt 0 1 c c 1 rt rt [ 1 T T i 1 IU rt 1 1 CM 1 JC L 1 V 3 .1 4 0 1 t * * i 0. X 1 1 C rt 1 1 rt 0 1 1 E 1 X X 1 I in • 1 0. Q. 1 1 rt 1. 1 1 X 1 0 0 1 0 0 1 1 X • 1 .. .. ) 1 q .k' 1 in \ss 1 1 X 0. 1 0 0 i El Caiino Real at Alga Road Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk, Hr, Tiie Period: So. Approach (NB) No. Approach (SB) Hest Appr. (EB) East Appr. (HB) 07:45 AH to - 08:45 AH Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 11 } i i Config- (left) 2 11 1 1 urations 3 1 1 111 4 11 11 Outside 5 111 Lane Settings 131230210220 Capacity 1800 6000 1800 3240 6000 0 3240 2000 0 3240 4000 0 Do you Hant separate North/South phases (yes/no)? no Do you Hant separate East/Hest phases (yes/no)? no Efficiency Lost Factor 0.10 Hourly Voluie 68 807 140 88 348 44 93 98 75 505 198 296 Adjusted Hourly Voluie 68 807 140 88 392 0 93 173 0 505 494 0 Utilization Factor 0.04 0.13 0.08 0.03 0.07 0.00 0.03 0.09 0.00 0.16 0,12 0.00 Critical Factors 0.13 0.03 0.09 0.16 ICU Ratio = 0.50 LOS = A Turning Hoveients at Intersection of El Caiino Real and Alga Road North Approach El Caiino Real Tiie: 07:45 AH to 08:45 AH Date: 07/07/92 Day: TUESDAY Naie: K.S ( D.H Sub- Total totals 576 310 266 93 — • 98 ~> 75 — • 44 » <-' Subtotals -> 926 Total -> 1677 480 348 » V North <-, I I 68 807 1015 1941 South Approach 1197 /-> I I 140 <- Total <- Subtotals <— /— Sub- totals Total 296 198 505 999 327 Alga Road 1326 Note: Left-turn voluies include U-turns. El Caiino Real at Alga Road Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Tiie Period: So. Approach (NB) No. Approach (SB) Hest Appr. (EB) East Appr, (HB) 05:00 PH to O'-iOO PH Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 11 i | | Config- (left) 2 1 i i j urations 3 1 i 111 ^ 1 1 11 Outside 5 i i i Lane Settings 131230210220 Capacity 1800 6000 1800 3240 6000 0 3240 2000 0 3240 4000 0 Do you Hant separate North/South phases (yes/no)? no Do you Mant separate East/Hest phases (yes/no)? no Efficiency Lost Factor 0.10 Hourly Voluie 214 512 469 342 802 139 84 315 222 247 210 128 Adjusted Hourly Voluie 214 512 469 342 941 0 84 537 0 247 338 0 Utilization Factor 0.12 0.09 0.26 0.11 0.16 0.00 0.03 0.27 0.00 0.08 0,08 0.00 Critical Factors 0.26 0.11 0.27 0.08 ICU Ratio = 0.81 LOS = D Turning Hoveients at Intersection of El Caiino Real and Alga Road Tiie: 05:00 PH to 06:00 PH Date: 07/07/92 Day: TUESDAY Naie: K.S ii D.H Sub- Total totals 1184 563 621 84 — • 315 ~> 222 —' North Approach El Caiino Real 139 I Subtotals -> 1256 Total -> 1283 802 t I V 2014 342 I I •-> North I I 214 512 1195 2451 South Approach 731 /-> I 469 <- Total <- Subtotals <— I— Sub- totals Total 12B 210 247 585 1134 Alga Road 1719 Note: Left-turn voluies include U-turns. CITY OF CARLSBAD SUMMER 1992 INTERSECTION ANALYSIS SUMMARY Intersection Number: 8 Intersection Location: El Camino Real 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 ft Hssociates Turning Movenent Counts Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Street: E/H Street: Count Date: 06/23/32 El Canino Real La Costa Avenue Day: Heather: TUESDAV Clear File: R92ICU0e.HKl Data CoUected by:J.S ft M.K. Traffic Control: Signalized End of 15 '^!'*- "PP'-"-'^'^ ««) East Approach CHB) 15 nin. Totals "11:711: IliL 1Z7.1 7777 ttt'A 7.ltl 1Zi7 17.11 777_1 1^'^*'^ f"*-^* "-'^^ i-hru'Rrght'peds Len"u-Trn'~Thru'RighrPeds yehicls"peds' 06:15 AH 31 0 16 1 0 1 0 25 81 0 21 0 20 7 " o 3 0 so s ii III n' °^ = 30 AH 26 0 28 0 0 7 1 21 71 0 58 0 ig 16 0 ! S 16 f 0 3S7 n IV-llm 63 S 76 1 S ^ ? !° ° =^ S 30 21 S 1 S 150 ll HI S 07 ?5 AH 5? 0 ^7 3 n ? ^'^ ^''^ ° 0 69 29 0 1 0 151 20 0 711 0 07:15 AM 57 0 57 3 0 7 0 37 132 0 65 0 60 26 0 8 0 187 18 0 6S7 n 07:30 flM 51 0 65 , 5 0 8 2 63 129 0 97 0 75 11 0 6 0 57 38 0 713 0 07:15 flH « 83 0 96 5 0 9 3 87 125 0 108 0 80 37 0 6 0 111 ^0 S 820 0 08:00 flH * 90 0 160 8 0 12 0 102 UO 0 133 0 91 59 0 11 0 Ue le 0 963 0 08:15 flH* 75 0 112 7 0 13 3 97 108 0 127 0 66 60 0 8 0 33 26 0 Ii? 0 08:30 flH * 72 0 106 5 0 13 6 100 111 0 121 0 85 16 0 13 0 13 32 0 Itl 0 08:15 flH 81 0 98 11 0 18 3 100 122 0 77 0 78 61 0 2 0 30 26 0 Tl7 0 11717*1 11_ i 17 1_ 1 28_ _1___135_ 98. 0 126 0 62 55 0 22 0 119 2^ 0 III 1 Has. 15 nin. 90 1 160 11 1 28 6 135 112 0 133 0 91 61 0 22 0 187 66 0 963 1~ 1}1:7::77[:_771_ 1__711 fl o 53 _i2__ 386 157 0 leg 0 325 202 0 33 0 557 isi 0 31" 0 07:30 flH Peak Intersection Traffic in Pk. Hr.= 3192 Peak Hr. Factor 0.91 08:30 flH Hour Intersection Pdstrns in Pk. Hr.= 0 03:15 PH 82 1 139 23 0 15 2 131 77 0 61 0 91 ~ 72 0 23 0 91 25 0 fi66 o" 01:00 FH 73 2 108 11 0 32 1 130 62 0 117 0 128 sl 0 lo 0 103 27 0 II2 0 01:15 FM 83 0 170 16 0 60 2 155 78 0 115 0 130 75 0 19 0 123 36 1 1062 1 01:30 F'H 63 0 105 18 1 18 1 116 75 0 113 0 112 80 0 21 0 95 22 0 869 I 01:15 PH 57 0 108 22 0 37 2 98 72 0 137 0 133 15 0 13 0 9 1 29 0 ill 0 05:00 PH 71 0 105 13 0 51 3 165 83 0 107 0 122 72 0 20 0 99 22 0 939 0 05:15 PH « 75 0 155 30 0 96 7 171 83 0 112 0 189 79 0 37 0 115 31 0 1183 0 05:30 PM « 61 0 107 21 0 10 2 133 61 0 111 0 113 60 0 5 0 91 16 0 861 0 05:15 PH « 70 1 109 17 0 12 3 126 58 0 89 0 117 71 0 23 0 90 19 0 868 0 06:00 PH « 75 0 125 17 1 61 2 132 55 0 113 0 155 60 0 23 0 102 33 I ie6 2 06:15 PM 76 0 Ul 16 0 10 5 80 53 0 121 0 153 61 0 12 0 63 26 0 820 0 06:30 PH 18 0 123 21 0 31 5 100 56 0 121 0 110 61 0 13 0 92 26 0 837 0 Has. 15 nin. 83 2 170 30 1 96 7 171 83 0 113 0 189 85 0 37 0 123 36 I 1183 2" Pk. Hr. Vol. 281 1 196 85 1 212 11 562 257 0 155 0 631 273 0 98 0 398 102 1 3901 2 05:00 PH Peak Intersection Traffic in Pk. Hr.= 3901 Peak Hr. Factor 0.82 06:00 F'H Hour Intersection Pdstrns in Pk. Hr.= 2 El Caiino Real at La Costa Avenue Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Tiie Period: So. Approach (NB) No. Approach (SB) Hest Appr. (ES) East Appr. (HB) 07:30 AH to - 08:30 AH Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 11 1 1 1 Config- (left) 2 1 1 1 1 urations 3 1 1 1 11 4 1 1 1 Outside 5 11 11 i Lane Settings 230230221120 Capacity 3240 6000 0 3240 6000 0 3240 4000 1800 1800 4000 0 Do you Mant separate North/South phases (yes/no)? no Do you Hant separate East/Hest phases (yes/no)? no Efficiency Lost Factor 0.10 Hourly Voluie 320 474 25 65 386 457 489 325 202 38 557 154 Adjusted Hourly Voluie 320 499 0 65 843 0 489 325 202 38 711 0 Utilization Factor 0.10 0.08 0.00 0.02 0.14 0.00 0.15 0.08 0.11 0.02 0.18 0.00 Critical Factors 0.10 0.14 0.15 0.18 ICU Ratio = 0.67 LOS = B Turning Hoveients at Intersection of El Caiino Real and La Costa Avenue North Approach El Caiino Real Tiie: 07:30 AH to 08:30 AH Date: 06/23/92 Day: TUESDAY Naie: J.S & H.K. Sub- Total totals 2350 1334 1016 489 —• 325 ~> 202 —' 457 I <-• Subtotals -> 626 Total -> 908 386 I t V 2037 65 I I •-> North <-, I I 320 474 819 1445 South Approach 1129 /-> I I 25 <- Total <- Subtotals <— /— Sub- totals Total 154 557 38 749 1152 403 La Costa Avenue Note: Left-turn voluies include U-turns. El Caiino Real at La Costa Avenue Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Tiie Period: So. Approach (NB) No. Approach (SB) Hest Appr. (EB) East Appr. (HB) 05:00 PH to 06:00 PH Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 11 1 1 i Config- (left) 2 1 1 1 1 urations 3 1 1 1 11 4 1 1 1 Outside 5 11 11 1 Lane Settings 230230221120 Capacity 3240 6000 0 3240 6000 0 3240 4000 1800 1800 4000 0 Do you Hant separate North/South phases (yes/no)? no Do you Hant separate East/Hest phases (yes/no)? no Efficiency Lost Factor 0.10 Hourly Voluae 285 496 85 256 562 257 455 634 273 98 398 102 Adjusted Hourly Voluie 285 581 0 256 819 0 455 634 273 98 500 0 Utilization Factor 0.09 0.10 0.00 0.08 0.14 0.00 0.14 0.16 0.15 0.05 0.13 0.00 Critical Factors 0.09 0.14 0.14 0.13 ICU Ratio = 0.59 LOS = A Turning Hoveients at Intersection of El Caiino Real and La Costa Avenue Tiie: 05:00 PH to 06:00 PH North Approach El Caiino Real Date: 06/23/92 Day: TUESDAY 2142 <- Total Naie: J.S h H.K. 1075 1067 <- Subtotals Sub- 257 562 256 Total totals * Sub- H <-• V •-> \ " totals Total E e 939 < ; ; a 5 * •— 102 s t 2301 ; * <— 398 598 t 455 — • ; /— 98 A 1362 634 -> \ \ 1559 A p 273 —• North V p p ; > 961 p r V : r I <-, * /-> La Costa Avenue II 111 » III 285 496 85 Subtotals -> 934 866 Totai -> 1800 Note: Left-turn voluies include South Approach U-turns. CITY OF CARLSBAD SUMMER 1992 INTERSECTION ANALYSIS SUMMARY Intersection Number: 9 Intersection Location: El Camino Real and Olivenhain 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 ft Associates Turning Hovenent Counts Analysis Page 1 of 3 City: Carlsbad File" F'92ICU09 Wl Intersection of: N/S Street: El Canino Real Data" CoUected "by: K.S ft D.H E/H Street: Olivenhain Road n^/^l/q?*"*' ?,'"^7 rUESmv Traffic Controls Signalized Ui/H.'^id Heather: Clear E„d of 15 *717J71777171?_ M«t_Approach CEB) East Approach CHB) 15 nin. Totals "77771: IZiL 1771.777 ^7.t*: 77lt ^.17:. 77.11 7777 117*7 L-n^u-^rrihru'Rlghrp^ds [en""ulTrn""Thru'Rr;hrpeds yehi'ci'r'p^dr °^"-15 0 0 27 20 0 1 0 36 0 0 0 Cl 0 ' 0 0 19 n n I n ' T^^ n" 06:30 AH 0 0 39 25 0 15 0 13 on n r n n , ° 8 0 111 0 = ° 0 18 3? ? la S 38 S S S S S S 88 S S 0 il' I 0 0 81 53 1 30 0 68 0 0 0 0 0 0 S 111 S 0 ^3 ? ^n7 p 07:15 AM 0 0 65 38 0 22 0 71 0 0 0 Cl 0 0 S I36 S 0 31 J t^l \ = 0 0 83 71 0 15 0 102 0 0 0 Cl 0 0 0 I59 S 0 '7 n n "^^•^^ 0 0 92 50 0 27 0 103 0 0 0 Ci 0 0 S 128 S 0 1 n 77c^ n 08:00 AH » 0 0 135 76 0 18 1 151 0 0 0 • 0 0 S 111 S S ?! S 7m n 08:15 RH * 0 0 128 78 0 31 0 160 0 0 0 fl 0 0 0 185 S Q n ^3^ n °« = 30 AH * 0 0 100 72 0 28 0 130 0 0 0 0 0 0 S 207 I 0 ^'^ I ^89 n 08:15 AM « 0 0 130 70 0 26 0 193 0 0 0 0 0 0 0 209 I \ I 77^ I "7777.77 1. 1..777 7.....7...^....1__777 o o S S o S S 62 ? tss o Mas. 15 nin. 0 0 135 78 1 31 1 193 0 0 0 0 "o 0 0 218 0 0 T'> I 7m 7 7i77:.77}::. 1. 1..777..J77 1^.777 7_777. 1 1 o a 5 5 S eil S o 220 % 2599 \ 07:15 AM Peak Intersection Traffic in Pk. Hr.= 2599 peak Hr. Factor 0 93 08:15 AH Hour Intersection Pdstrns in Pk. Hr.= 2 03:15 PM 0 0 180 112 0 10 0 186 0 0 0 ci 0 0 0 115 0 0 12 n 7n^ n" 01 = "0 Ptt 0 0 191 112 0 31 0 169 0 0 0 Cl 0 0 0 "l S 0 19 1 72I 1 01:15 PM 0 0 211 137 0 17 0 213 0 0 0 0 0 0 0 122 S 0 10 0 770 D 01:30 PM 0 1 179 139 0 33 0 130 0 0 0 0 0 0 0 81 0 0 18 S Vm 0 01:15 PH 0 0 167 131 0 51 1 191 0 0 0 0 0 0 0 97 0 0 S 682 I 05:00 PM X 0 0 212 177 0 12 0 208 0 0 0 0 0 0 0 135 0 0 19 0 Iss 0 05:15 PM « 0 0 217 213 0 50 0 221 0 0 0 0 0 0 0 126 0 0 35 0 862 S 05:30 PM « 0 0 221 208 0 71 0 191 0 0 0 0 0 0 0 60 0 0 11 2 901 2 05:15 PM « 0 0 221 256 0 69 1 199 0 0 0 0 0 0 0 21 0 0 11 3 ISs 3 06:00 PM 0 0 190 167 0 51 0 180 0 0 0 0 0 0 0 12 0 0 31 0 731 0 06:15 PH 0 0 195 157 0 19 0 180 0 0 0 0 0 0 0 52 0 15 0 "a \ 06 = 30_PH 0 0____161___171 0 35_ 0__ 139 0 0 0 0 0 0 0 103 0 0 12 S Is! I Mas. 15 nin. 0 1 212 256 0 71 1 221 0 0 0 0 0 0 0 160 " ~ 0 0 19 3 908 3' Pk. Hr. Vol. 0 0 901 851 0 235 1 822 0 0 0 D 0 0 0 512 0 0 169 5 3521 5 01:15 PM Peak Intersection Traffic in Pk. Hr.= 3521 Peak Hr. Factor 0.37 05:15 PM Hour Intersection Pdstrns in Pk. Hr.= 5 El Caiino Real at Olivenhain Road Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Tiie Period: So. Approach (NB) No. Approach (SB) Hest Appr. (EB) East Appr. (HB) 07:45 AH to 08:45 AH Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 11 1 Config- (left) 2 11 1 urations 3 1 1 4 Outside 5 Lane Settings 021120000101 Capacity 0 4000 1800 1800 4000 OOOO 1800 0 1800 Do you Hant separate North/South phases (yes/no)? no Do you Hant separate East/Hest phases (yes/no)? no Efficiency Lost Factor 0,10 Hourly Voluie 0 493 296 107 634 0 0 0 0 849 0 220 Adjusted Hourly Voluie 0 493 296 107 634 0 0 0 0 849 0 220 Utilization Factor 0.00 0.12 0.16 0.06 0.16 0.00 0.00 0.00 0.00 0.47 0.00 0.12 Critical Factors 0.16 0.06 0.47 ICU Ratio = 0.80 LOS = C Turning Hoveients at Intersection of El Caiino Real and Olivenhain Road Tiie: 07:45 AH to 08:45 AH North Approach El Caiino Real Date: 07/14/92 Day: TUESDAY 1455 <- Total Naie: K.S & D.H 741 714 <- Subtotals Sub- 0 634 107 Total totals ! I : " Sub- « <-' V •-> ; " totals Total E e 0 < : ; a 5 " •— 220 5 to ; * <— 0 1069 t 0 — • ; /— 849 A 0 0 ~> ; ; 1471 A p 0 —• North V p P : > 402 p r V ; r I <-, " /-> Olivenhain Road U 111 • III 0 493 296 Subtotals -> 1483 789 Total -> 2272 Note: Left-turn voluies include South Approach U-turns. El Caiino Real at Olivenhain Road Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Tiie Period: So. Approach (NB) No. Approach (SB) Hest Appr. (EB) East Appr, (HB) 04:45 PH to 05:45 PR Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 111 1 Config- (left) 2 11 1 urations 3 1 i 4 Outside 5 Lane Settings 02112000010 1 Capacity 0 4000 1800 1800 4000 OOOO 1800 0 1800 Do you Hant separate North/South phases (yes/no)? no Do you Hant separate East/Hest phases (yes/no)? no Efficiency Lost Factor 0.10 Hourly Voluie 0 901 854 236 822 0 0 0 0 542 0 169 Adjusted Hourly Voluie 0 901 854 236 822 0 0 0 0 542 0 169 Utilization Factor 0.00 0.23 0.47 0.13 0.21 0.00 0.00 0.00 0.00 0.30 0.00 0.09 Critical Factors 0.47 0.13 0.30 ICU Ratio = 1.01 LOS = F Turning Hoveients at Intersection of El Caiino Real and Olivenhain Road North Approach El Caiino Real Tiie: 04:45 PH to 05:45 PH Date: 07/14/92 Day: TUESDAY Naie: K.S & D.H Sub- Total totals 0 — • 0 -> 0 — • <-• Subtotals -> 1364 Total -> 1058 822 I t V <-, I 0 2129 236 I I •-> North 901 1755 3119 South Approach 1071 /-> I I 854 <- Total <- Subtotals <— /— Sub- totals Total 169 0 542 711 1800 1089 Olivenhain Road Note: Left-turn voluies include U-turns. CITY OF CARLSBAD SUMMER 1992 INTERSECTION ANALYSIS SUMMARY Intersection Number: 10 Intersection Location: Palomar Airport Road and Avenida Encinas CONTENT PAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and 2 of 3 Turn Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Turn Movement Diagram JHK ft Associates Turning Movenent Counts Analysis Pag* 1 of 3 City: Carlsbad File- R92ICU10 Hkl Intersection of: N/S Street: Avenida Encinas Data'collected"by:L.M 6 F.A E/H Street: Palonar Airport Road 06/lL'3?**' M*^' rUESDAV Traffic Control: Signalized Ub/16.'d2 Heather: Clear End cf 15 .tl1--.y.171l7t117 *1171.111'-77771^1'L "PP^"-<=^' East Approach CHB) 15 nin. Total. i7::7::i: 1:7.. 17.117777 77771:7.1:77 7^71117^ ^K^^^7*r Len"u:Tr"n"Th;]"Rr;;rp;d; ;;:hi';ir'p;dr 06:15 AM 0 0 0 0 0 0 0 0 n n n r, I I I 7 0^ = 30 AH 0 0 0 0 0 0 0 0 S S S n S n n ^ ° ° ° ° ° ° 06 = 15 AH 0 0 0 0 0 0 0 0 S S S n o n S S ° ° ° ° ° ° 07-00 AM 1Qliqn^cn»S o°000 000 0 0 00 0??5flS 2 S 5 S 20 S 2 9 1 ^ }^ 1 5^ ° S3 1 312 3 07:30 flH 1 0 1 5 0 t" 0 1 0 n o n \l ° ^'^ 0 11 11 0 231 1 07:15 FIM « 1 0 2 5 I 31 S 3 5 S 11 S ^9 I 3 3- 2 ' ^ 08:00 flM « 2 0 1 12 0 102 0 11 6 n ^i n ,rl ^ ° ^7 56 0 291 1 08:15 flH . 1 0 7 S 13 0 1 2 ? 13 n 'fr ?n ^ 3? 2 ''^ ^ ''^^ ^ 08:30 FIH » 5 0 2 19 2 16 0 3 3 3 ,1 n I It 0 27 52 0 237 2 08:15 flH 1 0 3 6 2 ^1 n 7 ^ ! 2 3 30 0 21 70 1 301 3 03:00 AH 2 S I 11 2 'fe S I 7 1 n ^ J ^5 0 13 39 0 226 5 : 1 1 7 2 10 0 10 3 1 23 2 39 62 0 252 5 Has. 15 nin- 5 0 3 13 2 102 0 11 9 3 3i n inc ~ ~->^ I I u***' Intersection Traffic in Pk. Hr.= 1386 Peak Hr. Factor 0171 " 08:30 AH Hour Intersection Pdstrns in Pk. Hr.= 22 "1.15 Pli 2! S ' S J IS 5 0 ' " S 5? I o !3 S 2? ! ^ 11 i 2 s 1 • i I ^ u \ in I 05:30 PH 2 0 6 19 1 51 1 2 in S 7 n i ° ^ ^30 7 05 = 15 PM 8 0 I 25 0 16 0 0 6 ? 1 0 T7 a I I n ?l I = 06:00 PM 5 0 2 17 2 10 0 3 6 1 1 n ? I f ° ^'^ ° 2" ^ ^ s ! 1; g s i M M ° ! M ! is i i ii Mas. 15 nin. 21 0 3 67 3 103 2 1 18 1 13 0 10I 7 6 11 1 87 3^ 3 3Qn Tn" '^:7::J!7t:..7^ °„.JL_J?? L..!!^ ! !._-_::!„.,L...^^ LJ^L..!? ' =^ ° ^lo 123 o 1233 2° 01:15 PM Peak Intersection Traffic in Pk. Hr.= 1238 Peak Hr. Factor 0.79 05:15 PM Hour Intersection Pdstrns in Pk. Hr.= 23 Avenida Encinas at Paloiar Airport Road Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Tiie Period: So. Approach (NB) No. Approach (SB) Hest Appr. (EB) East Appr. (HB) 07:30 AH to — 08:30 AH Lane Inside 1 1 Config- (left) 2 1 urations 3 4 Outside 5 Left Thru Right Left Thru Right Left Thru Right Left Thru Right 1 1 1 1 111 1 1 1 1 1 1 no Hourly Voluie Adjusted Hourly Voluie Utilization Factor Critical Factors 12 12 0.01 53 53 225 225 ICU Ratio = 0.55 0.00 0.03 0.13 0.03 0.13 LOS = A 21 21 0.01 12 12 0.01 Lane Settings 1 1 1 Capacity 1800 2000 1800 1800 2000 1800 1800 Do you Hant separate North/South phases (yes/no)? no Do you Mant separate East/Hest phases (yes/no)? Efficiency Lost Factor 0.10 6 6 73 73 1 2000 346 420 0.04 0.21 0.21 1 1 1800 2000 74 160 0 160 0.00 0.09 0.09 113 113 0.06 1 1800 291 291 0.16 Turning Hoveients at Intersection of Avenida Encinas and Paloiar Airport Road North Approach Avenida Encinas Tiie: 07:30 AH to 08:30 AH Date: 06/16/92 Day: TUESDAY Naie: L.N & F.A Sub- Total totals 630 137 493 73 — • 346 ~> 74 —' 12 t t <-• Subtotals -> 255 Total -> 258 21 I I V <-, I I 12 628 225 I t •-> North 6 71 324 South Approach 370 /-> I 4 53 <- Total <- Subtotals <— /— Sub- totals Total 291 113 160 E a s t A P P r Paloiar Airport Road 564 624 1188 Note: Left-turn voluies include U-turns. Avenida Encinas at Paloiar Airport Road Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Tiie Period: So. Approach (NB) No. Approach (SB) Hest Appr. (EB) East Appr. (HB) 04:15 PH to -— 05:15 PH Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 11 1 i i Config- (left) 2 1 1 111 urations 3 1] 1 4 Outside 5 Lane Settings 111111110 111 Capacity 1800 2000 1800 1800 2000 1800 1800 2000 0 1800 2000 1800 Do you Mant separate North/South phases (yes/no)? no Do you Hant separate East/Hest phases (yes/no)? no Efficiency Lost Factor 0.10 Hourly Voluie 48 25 188 238 7 42 34 187 14 52 280 123 Adjusted Hourly Voluie 48 25 188 238 7 42 34 201 0 52 280 123 Utilization Factor 0.03 0.01 0.10 0.13 0.00 0.02 0.02 0.10 0.00 0.03 0.14 0.07 Critical Factors 0.10 0.13 0.02 0.14 ICU Ratio = 0.50 LOS = A Turning Hoveients at Intersection of Avenida Encinas and Paloiar Airport Road North Approach Avenida Encinas Tiie: 04:15 PH to 05:15 PH Date: 06/16/92 Day: TUESDAY Naie: L.N & F.A Sub- Total totals 605 370 235 34 — * 187 ~> 14 — • Subtotals -> Total -> 42 73 287 7 I I V 471 238 I I •-> North <-, I I 48 25 261 334 South Approach 184 /-> I I 188 <- Total <- Subtotals <— /— Sub- totals Total 123 280 52 E a s t A P P r Paloiar Airport Road 455 611 1066 Note: Left-turn voluies include U-turns. CITY OF CARLSBAD SUMMER 1992 INTERSECTION ANALYSIS SUMMARY Intersection Number: 11 Intersection Location: Palomar Airport Road and Paseo Del Norte 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 ft Associates Turning Hovenent Counts Analysis Pag, i of 3 City: Carlshad • File: R92ICU11.HK1 Intersection of: N/S Street: Paseo Del Norte Data CoUected bM:T.S ft J.S E/H Street: Palonar Airport Road nc"?^^^*"'" THURSDAV Traffic Control: Signalized 06.'ie^'92 Heather: Clear End of 15 -^--^-^^--ffl.^!?^ ^^^^ ^•'^^ Approach CHB) 15 nin. Totals 171:771: 1:17 17.11 7771 ll'^^*- ^^^^ ^*""' "^^^^^ Left U-rrn"Thru'Ri"ght'peds LefrTl-Tr7'rhru'Ri'ght'peds Mehicls"'peds' "-30 HH I \l "1 "1 "i "1 ""il "l02 "~l ""'330 ~T 27 0 6 27 0 36 0 8 3 5 1 t 132 25 S 7 2 128 1 0 171 n S?:?SAS 17 S 7 55 0 I t ' ' ' 3 0 Is 2 ll8 5 17 " = 30 Z S ^ r7 I 'o ^ 1 S 1? I 'll 11'.^ 1 07:15 AM » 58 0 15 87 0 68 0 10 6 0 15 1 229 12 0 9 5 156 13 0 681 0 08:00 AM « 52 0 21 171 0 123 0 16 21 3 6 1 292 2 0 22 8 ll ll 0 ll2 3 08:15 AH « 15 0 16 75 0 17 0 3 8 0 9 3 133 22 0 10 3 119 21 0 lo6 0 08:30 AM * 17 0 16 63 0 13 0 13 13 0 18 3 89 12 0 27 5 3! 20 0 III 0 08 = 15 RM 10 0 7 11 0 32 0 28 20 0 21 1 177 11 1 16 1 5 25 2 5?i 2 i:7^7'l 17 0 15__ _11_ 0 29_ 0 29 22,__ 1 16 1 181 9 0 23 2 1^3 tl 0 607 1 Mas. 15 nin. 58 0 21 171 2 123 0 16 21 3 21 3 292 27 1 10 8 173 25 2 912 a' 1^:7::7:7:_7^ 1 t1..777 71 si 3 io e 903 so 0 98 21 ssi ei? 0 2l32 3 07:30 AH Peak Intersection Traffic in Pk. Hr.= 2832 Peak Hr. Factor 0.75 08:30 AH Hour Intersection Pdstrns in Pk. Hr.= 3 03:15 PH 11 0 13 19 0 17 0 22 27 1 21 U 193 35 0 25 1 299 18 0 718 7 Sl = ?5pl3 7? n I3 If S ll 0 20 15 0 19 1 191 38 2 20 1 III 35 S 800. 0 01:15 PH 71 0 23 16 0 23 0 21 23 1 30 0 201 10 0 39 7 251 27 2 781 3 01:30 PH 62 0 17 17 0 10 0 18 31 0 25 0 171 11 0 15 5 ill U 0 llO 0 01:15 PM 16 0 12 10 0 26 0 31 36 2 23 6 185 12 0 36 3 305 25 0 ?89 2 05:00 PM « 57 0 13 13 0 13 0 16 31 0 21 1 171 12 0 37 5 256 28 1 737 1 05:15 PH « 66 0 12 21 0 53 0 22 11 0 33 8 67 51 0 27 6 III H 0 89^ 0 05:30 PH « 19 0 8 21 0 38 0 16 33 1 11 5 172 11 0 35 3 1I2 35 I ^5 2 05:15 PM « 65 0 13 21 0 28 0 21 36 0 39 6 170 10 0 31 2 311 33 0 816 0 06:00 PH 52 0 8 30 0 12 0 18 29 1 36 2 112 15 0 31 3 lo5 23 I 669 ? 06:15 PH 67 0 11 17 0 25 0 7 U 0 33 1 126 35 0 27 3 172 21 0 559 0 06:30_PH 8 0 _ _10 __^ ^! _ ° ° 19 3 19 7 115 28 0 19 3 137 11 1 123 1 Has. 15 nin. 71 0 23 30 0 53 0 31 11 3 11 11 201 51 0 15 7 112 35 " 2 915 1" [i-':."!;'-^'''^' 1 ''^ ° ° ^"^^ ^ 20 683 177 0 130 16 1377 112 2 3389 3 01:15 PH Peak Intersection Traffic in Pk. Hr.= 3389 Peak Hr. Factor 0.93 05:15 PH Hour Intersection Pdstrns in Pk. Hr.= 3 Paseo Del Norte at Paloiar Airport Road Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Tiie Period: So. Approach (NB) No. Approach (SB) Hest Appr. (EB) East Appr. (HB) 07:30 AH to 08:30 AH Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 11 1 i i Config- (left) 2 1 1 i i urations 3 11 1 l i i i 4 1 1 Outside 5 Lane Settings 120120130120 Capacity 1800 4000 0 1800 4000 0 1800 6000 0 1800 4000 0 Do you Mant separate North/South phases (yes/no)? no Do you Mant separate East/Hest phases (yes/no)? no Efficiency Lost Factor 0.10 Hourly Voluie 202 68 399 281 74 51 56 903 58 119 554 67 Adjusted Hourly Voluie 202 467 0 281 125 0 56 961 0 119 621 0 Utilization Factor 0.11 0.12 0.00 0.16 0.03 0.00 0.03 0.16 0,00 0.07 0.16 0.00 Critical Factors 0.12 0.16 0.16 0.07 ICU Ratio = 0,60 LOS = A Turning Hoveients at Intersection of Paseo Del Norte and Paloiar Airport Road North Approach Paseo Del Norte Tiie: 07:30 AH to 08:30 AH Date: 06/18/92 Day: THURSDAY Naie: T.S & J.S Sub- Total totals 1832 815 1017 56 — • 903 ~> 58 — • V 51 I f <-• Subtotals -> 230 Total -> 406 74 I t V 589 281 % I •-> North I 202 68 669 899 South Approach 183 /-> I I 399 <- Total <- Subtotals <— /— Sub- totals Total 67 554 119 E a 5 t A P P r Paloiar Airport Road 740 1604 2344 Note: Left-turn voluies include U-turns. Paseo Del Norte at Paloiar Airport Road Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Tiie Period: So. Approach (NB) No. Approach (SB) Hest Appr. (EB) East Appr. (HB) 04:45 PH to - 05:45 PH Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 1 Config- (left) 2 1 urations 3 1 1 4 Outside 5 1 1 1 1 1 1 1 1 1 1 1 Lane Settings 12 0 12 0 13 Capacity 1800 4000 0 1800 4000 0 1800 6000 Do you Hant separate North/South phases (yes/no)? no Do you Mant separate East/Hest phases (yes/no)? no Efficiency Lost Factor 0.10 Houriy Voluie 237 Adjusted Hourly Voluie 237 Utilization Factor Critical Factors 0.13 ICU Ratio = 0.75 46 122 76 0 162 162 75 216 141 0 157 157 0.05 0.09 LDS = C 683 860 0.13 0.03 0.00 0.09 0.05 0.00 0.09 0.14 0 1 2 0 1800 4000 177 146 1377 0 146 1489 0.00 0.08 0.37 0.37 112 0 0.00 Turning Hoveients at Intersection of Paseo Del Norte and Paloiar Airport Road North Approach Paseo Del Norte Tiie: 04:45 PH to 05:45 PH Date: 06/18/92 Day: THURSDAY Naie: T.S & J.S Sub- Total totals 2792 1775 1017 157 — • 683 ~> 177 —• 141 I I <-• Subtotals -> 382 Total -> 378 75 I I V <-, I I 237 673 162 I I •-> North 46 359 741 South Approach 295 /-> I I 76 <- Total <- Subtotals Sub- totals Total •— 112 <— 1377 1635 /— 146 E a 5 t A P P r Paloiar Airport Road 2572 937 Note: Left-turn voluies include U-turns. CITY OF CARLSBAD SUMMER 1992 INTERSECTION ANALYSIS SUMMARY Intersection Number: 12 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 ft Associates Turning Movenent Counts Analysis page 1 of 3 City: Carlsbad File: R32ICU12.HK1 Intersection of: N/S Street: CoUege Boulevard Data CoUected by:L.M ft H.R E/H Street: Palonar Airport Road ^"""^ Oate: Day: TUESDAV Traffic Control: Signalized 06/16/92 Heather: Clear End of 15 ^PP^^^'^^ <EB) East Approach CHB) 15 nin. Totals lil:.11.1: 1:17 IZllI 777.1 11^11 77tl 1:17 1777 .'^7'^ "i^*"^ ''*'^! ^'^^ ''^9^'^^ P*^^ Lefr'u-Tr7'Thr7Righrped3 Uehicir'peds" 06:15 flH OOOOOOOOOOOOOO 0 0 0 0 0 0 0 o" 0^-:30 flH 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 S S 0 I O^'-lSflH 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 S S 0 I 07:00 flH 0 0 0 0 0 3 0 0 33 0 109 1 276 0 0 0 2 113 1 0 57^ 0 07:15 FlM 0 0 0 0 0 5 1 0 37 0 93 2 216 0 0 0 0 ll2 5 S 5ol 0 07:30 flH « 0 0 0 0 0 7 0 0 10 0 162 1 253 0 0 0 0 56 2 S 62 I 07:15 AH » 0 0 0 0 0 3 0 0 22 0 109 1 275 0 0 0 1 63 5 0 585 I 08:00 flH* S 0 n n S S ^ ° 22'' ° ° ° 0 ' 0 833 0 08:15 flH « 0 0 0 0 0 9 0 0 31 0 85 6 280 0 0 0 1 161 1 0 580 0 08:30 flH 0 0 0 0 0 1 0 0 32 0 80 8 251 0 0 0 0 66 2 0 516 0 08:15 AH 0 0 0 0 0 3 0 0 27 0 66 1 222 0 0 0 0 151 5 0 178 0 0^-00_FlH 0 0 0 0 0_ 1 0 0 15 0 87 3 215 0 0 0 2 IsS 7 0 sIs I Mas. 15 nin. 0 0 0 0 0 11 1 0 15 0 221 8 391 0 0 0 2 166 7 0 833 0~ Pk. Hr. Vol. 0 0 0 0 0 36 0 0 138 0 580 12 1202 0 0 0 2 631 18 0 2619 0 07:15 AH Peak Intersection Traffic in Pk. Hr.= 2619 Peak Hr. Factor 0.79 08:15 flH Hour Intersection Pdj:trns in Pk. Hr.= 0 03:15 F'H 0 0 0 0 0 9 0 0 17 0 16 2 131 0 0 0 1 197 5 0 108 o" 01:00 F'M * 0 0 0 0 0 9 0 0 82 0 19 7 276 0 0 0 1 326 8 0 758 0 01:15 PM » 0 0 0 0 0 7 0 0 167 0 51 1 206 0 0 0 0 351 2 0 791 0 01:30 PM » 0 0 0 0 0 7 0 0 122 0 29 2 200 0 0 0 3 297 5 0 665 0 01:15 PM * 0 0 0 0 0 3 1 0 87 0 12 1 111 0 0 0 0 261 2 0 511 0 05:00 PM 0 0 0 0 0 3 0 0 90 0 13 1 111 0 0 0 0 231 2 0 520 0 05:15 F'H 0 0 0 0 0 2 0 0 129 0 35 2 136 0 1 0 0 316 11 0 631 1 05:30 PH 0 0 0 0 0 1 0 0 123 0 36 5 161 0 1 0 0 291 11 0 631 1 05:15 PM 0 0 0 0 0 1 0 0 75 0 17 3 109 0 0 0 0 176 7 0 388 0 06:00 PH 0 0 0 0 0 1 0 0 52 0 28 3 77 0 2 0 0 137 2 0 300 2 06:15 PM 0 0 0 0 0 2 0 0 58 0 19 1 92 0 2 0 0 121 S 0 301 2 06:30 F'M 0 0 0 0 0 1 0 0 17 0 15 9 119 0 1 0 0 123 2 0 316 1 Mas. 15 nin. 0 0 0 0 0 9 1 0 167 0 51 9 276 0 2 0 3 351 11 0 791 2 Pk. Hr. I.'ol. 0 0 0 0 0 26 1 0 158 0 111 11 826 0 0 0 1 1238 17 0 2725 0 03:15 PM Peak Intersection Tritffic in Pk. Hr.= 2725 Peak Hr. Factor 0.86 01:15 F'M Hour Intersection Pdstrns in Pk. Hr.= 0 College Boulevard at Paloiar Airport Road Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Tiie Period: So. Approach (NB) No. Approach (SB) Hest Appr. (EB) East Appr. (HB) 07:15 AH to 08:15 AH Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 12 2 Config- (left) 2 111 urations 3 111 4 1 1 Outside 5 1 1 Lane Settings 000102031031 Capacity 0 0 0 1800 0 3240 0 6000 1800 0 6000 1800 Do you Hant separate North/South phases (yes/no)? no Do you Hant separate East/Hest phases (yes/no)? no Efficiency Lost Factor 0.10 Hourly Voluie 0 0 0 36 0 138 592 1202 0 2 631 18 Adjusted Hourly Voluie 0 0 0 36 0 138 0 1794 0 0 633 18 Utilization Factor 0.00 0.00 0.00 0.02 0.00 0.04 0.00 0.30 0.00 0.00 0.11 0.01 Critical Factors 0.00 0.04 0.30 0.00 ICU Ratio = 0,44 LOS = A Turning Hoveients at Intersection of College Boulevard and Paloiar Airport Road Tiie: 07:15 AN to 08:15 AH Date: 06/16/92 Day: TUESDAY Naie: L.H t H.R Sub- Total totals 2575 781 592 — • 1794 1202 ~> 0 — • Subtotals -> Total -> North Approach College Boulevard 138 I t <-• 174 0 » I V 772 36 I r •-> North <-, I I 0 598 <- Total <- Subtotals <— /— Sub- totals Total 18 631 2 E a s t A P P r Paloiar Airport Road 651 1240 1891 South Approach Note; Left-turn voluies include U-turns. College Boulevard at Paloiar Airport Road Lane Configuration for Intersection Capacity Utilization Pk. Hr. Tiie Period: 03:45 PH to 04:45 PH Lane Inside Config- (left) urations Outside Page 3 of 3 So. Approach (NB) No. Approach (SB) Hest Appr. (EB) East Appr. (HB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right 1 2 2 1 1 Lane Settings 0 0 0 10 Capacity 0 0 0 1800 0 Do you Mant separate North/South phases (yes/no)? Do you Hant separate East/Hest phases (yes/no)? Efficiency Lost Factor 0.10 Hourly Voluie 0 0 0 27 0 Adjusted Hourly Voluie 0 0 0 27 0 Utilization Factor 0.00 0.00 0.00 0.02 0.00 Critical Factors 0.00 2 3240 no no 458 458 0.14 0.14 155 0 0.00 0.00 3 6000 826 981 0.16 1 1800 0 0 0.00 4 0 0.00 3 6000 1238 1242 0.21 0.21 1 1800 17 17 0.01 ICU Ratio = 0.45 LOS = A Turning Hoveients at Intersection of College Boulevard and Paloiar Airport Road Tiie: 03:45 PK to 04:45 PH Date: 06/16/92 Day: TUESDAY Naie: L.H & H.R Sub- Total totals 2688 1707 981 North Approach College Boulevard 458 I t <-' 155 —• 826 ~> 0 — • Subtotals -> Total -> 485 0 I I V I I 0 647 27 I I •-> North 162 /-> <- Total <- Subtotals Sub- totals Total /-- E a s t A P P r Paloiar Airport Road 17 1238 1259 4 856 2115 South Approach Note: Left-turn voluies include U-turns. CITY OF CARLSBAD SUMMER 1992 INTERSECTION ANALYSIS SUMMARY Intersection Number: 13 Intersection Location: Palomar Airport Road and El Fuerte Street CONTENT PAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and 2 of 3 Turn Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Turn Movement Diagram JHK ft Associates Turning Movenent Counts Analysis Page 1 of 3 City: Carlsbad File: R92ICU13.HK1 Intersection of: N/S Street: El Fuerte Street Data CoUected bM:J.S ft A.B E/H Street: Palonar Airport Road Count Date: Day: HEDNESDAV Traffic Control: Signalized 07/08/92 Heather: Clear South Approach CNB) North Approach CSB) Hest Approach CEB) East Approach CHB) 15 nin. Totals nin. prd. Left U~Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U~Trn Thru Right Peds Vehicls Peds 06:15 AH 0 0 0 0 0 5 0 0 12 0 33 0 50 0 0 0 0 173 11 0 281 0 06:30 AM 0 0 0 0 0 10 0 0 8 0 37 0 71 0 0 0 0 268 9 0 106 0 06:15 AM 0 0 0 0 0 35 0 0 39 0 21 0 107 0 0 0 0 332 17 0 551 0 07:00 AM 0 0 0 0 0 3 0 0 8 0 18 0 151 0 0 0 0 383 31 0 630 0 07:15 AH 0 0 0 0 0 10 0 0 2 0 13 1 133 1 0 1 0 371 19 0 581 0 07:30 AM « 0 0 0 0 0 6 0 0 3 0 63 0 159 0 1 0 0 396 27 0 651 1 07:15 AM * 0 0 0 0 0 8 0 0 5 0 61 0 180 0 0 0 0 381 16 0 651 0 09:00 AH * 0 0 0 0 0 11 0 0 7 0 91 0 201 0 0 0 0 105 37 0 752 0 08:15 flH X 0 0 0 0 0 1 0 0 8 0 80 0 116 0 0 0 0 105 11 0 657 0 09:30 flH 0 0 0 0 0 10 0 0 1 0 57 0 152 0 0 0 0 252 21 0 196 0 09:15 AM 0 0 0 0 0 3 0 0 2 0 35 0 131 0 0 0 0 255 11 1 113 1 09:00 AH 0 0 0 0 0 3 0 0 2 0 22 0 121 0 0 0 0 260 17 0 128 0 Mas. 15 nin. 0 0 0 0 0 35 0 0 39 0 91 1 201 1 1 1 0 105 37 1 752 1 Pk. Hr. Vol. 0 0 0 0 0 29 0 0 23 0 295 0 686 0 1 0 0 1587 91 0 2711 1 07:15 AH Peak Intersectian Traffic in Pk. Hr,= 2711 Peak Hr. Factor 0.90 08:15 AH Hour Intersection Pdstrns in Pk. Hr.= 1 0.90 03:15 PH 0 0 0 0 0 11 0 0 15 0 18 0 313 0 0 1 0 190 5 0 616 0 01:00 PH 0 0 0 0 0 13 0 0 16 0 15 0 351 0 0 1 0 251 9 0 659 0 01:15 PM 0 0 0 0 0 38 0 0 8 0 9 0 321 0 0 1 0 183 6 0 575 0 01:30 PM 0 0 0 0 0 13 0 0 17 0 12 0 375 1 0 0 0 133 1 0 621 0 01:15 PM 0 0 0 0 0 11 0 0 22 1 7 1 301 0 0 0 0 181 3 2 559 3 05:00 PM X 0 0 0 0 0 22 0 0 11 0 15 0 376 0 0 1 0 206 3 0 631 0 05:15 PM X 0 0 0 0 0 15 0 0 11 0 10 0 361 0 0 1 0 198 5 0 661 0 05:30 PM X 0 0 0 0 0 25 0 0 31 0 7 0 395 0 0 0 0 203 1 0 662 0 05:15 PM X 0 0 0 0 0 36 0 0 21 0 10 0 372 0 0 0 0 181 3 0 629 0 06:00 PH 0 0 0 0 0 11 0 0 1 0 13 0 355 0 0 0 0 201 2 0 589 0 06:15 PH 0 0 0 0 0 13 0 0 15 0 1 0 255 0 0 0 0 137 2 0 126 0 06:30 PH 0 0 0 0 0 21 0 0 16 0 10 0 226 0 0 0 0 122 5 0 100 0 Has. 15 nin. 0 0 0 0 0 15 0 0 11 1 18 1 395 1 0 1 0 251 9 2 662 3 Pk. Hr. Vol. 0 0 0 0 0 128 0 0 107 0 12 0 1501 0 0 2 0 791 12 0 2586 0 01:15 PM Peak Intersection Traffic in Pk. Hr.= 2586 Peak Hr. Factor 0.98 05:15 PM Hour Intersection Pdstrns in Pk. Hr.= 0 El Fuerte Street at Paloiar Airport Road Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr, Tiie Period: So. Approach (NB) No. Approach (SB) Hest Appr. (EB) East Appr. (HB) 07:15 AH to 08:15 AH Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 11 1 i i Config- (left) 2 111 11 urations 3 1111 4 Outside 5 Lane Settings 110111111120 Capacity 1800 2000 0 1800 2000 1800 1800 2000 1800 1800 4000 0 Do you Hant separate North/South phases (yes/no)? no Do you Mant separate East/Hest phases (yes/no)? no Efficiency Lost Factor 0.10 Hourly Voluie 0 0 0 29 0 23 295 686 0 0 1587 94 Adjusted Hourly Voluie 0 0 0 29 0 23 295 686 0 0 1681 0 Utilization Factor 0.00 0.00 0.00 0.02 0.00 0.01 0.16 0.34 0.00 0.00 0.42 0.00 Critical Factors 0.02 0.16 0.42 ICU Ratio = 0.70 LOS = C Turning Hoveients at Intersection of El Fuerte Street and Paloiar Airport Road Tiie: 07:15 AH to 08:15 AH North Approach El Fuerte Street Date: 07/08/92 Day: HEDNESDAY 441 <- Total Naie: J.S & A.B 52 389 <- Subtotals Sub- 23 0 29 Total totals ! ! ! ' Sub- H <-• V •-> : " totals Total E e 1610 < ; ; a s * •— 94 5 t 2591 ; " <— 1587 1681 t 295 — • : /— 0 A 981 686 —> ; ; 2396 A P 0 —' North V p p ; > 715 p r V : r I <-, * /-> Paloiar Airport Road II III 'III 0 0 0 Subtotals -> 0 0 Total -> 0 Note: Left-turn voluies include South Approach U-turns. El Fuerte Street at Paloiar Airport Road Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Tiie Period: So. Approach (NB) No. Approach (SB) Hest Appr. (EB) East Appr. (HB) 04:45 PH to 05:45 PH Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 11 i i i Config- (left) 2 111 1 1 urations 3 1111 4 Outside 5 Lane Settings IIOIIIIII12O Capacity 1800 2000 0 1800 2000 1800 1800 2000 1800 1800 4000 0 Do you Hant separate North/South phases (yes/no)? no Do you Mant separate East/Hest phases (yes/no)? no Efficiency Lost Factor 0.10 Hourly Voluie 0 0 0 128 0 107 42 1504 0 2 791 12 Adjusted Hourly Voluie 0 0 0 128 0 107 42 1504 0 2 803 0 Utilization Factor 0.00 0.00 0.00 0.07 0.00 0.06 0.02 0.75 0.00 0.00 0.20 0.00 Critical Factors 0.07 0.75 0.00 ICU Ratio = 0.92 LOS = E Turning Hoveients at Intersection of El Fuerte Street and Paloiar Airport Road Tiie: 04:45 PH to 05:45 PH North Approach El Fuerte Street Date: 07/08/92 Day: HEDNESDAY 289 <- Total Naie: J.S & A.B 235 54 <- Subtotals Sub- 107 0 128 Total totals ! ! ! " Sub- " <-' V •-> ! * totals Total E a e 898 < ; ; s " •— 12 5 t 2444 ; * <— 791 805 t 42 — • ; /— 2 A 1546 1504 ~> : ; 2437 A P 0 —• North V P P : > 1632 p r V : r ! <-, * /-> Paloiar Airport Road U 111 ' III 0 0 0 Subtotals -> 2 0 Total -> 2 Note: Left-turn voluies include South Approach U-turns. CITY OF CARLSBAD SUMMER 1992 INTERSECTION ANALYSIS SUMMARY Intersection Number: 14 Intersection Location: Palomar Airport Road and Business Park Drive CONTENT PAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and 2 of 3 Turn Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Turn Movement Diagram JHK ft Associates Turning Movenent Counts Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Street: Business Park Drive E/H Street: Palonar Airport Road File: R92ICU11.HK1 Data CoUected by:C.I ft D.H Count Date: 07/08/32 Day: HEDNESDAV Traffic Control: Signalized Heather: Clear End of 15 *lll17y.1177l711l. Approach CHB) 15 nin. Totals 171:7:1: 1:^^ ^^"'^ "^^^^ "-'^^ "^g^^*- P*-^* Left U-Trr7"Thru'RighrPed= [efr"u-Trn"Thru"RighrPeds y^hrclT'peds" s s s g s 1? riiriiri 1111'"""^""-^'"s'"ir"T s s s s s li s i in i ; 07:30 m X 0 0 0 0 0 12 0 0 287 0 99 0 105 0 0 0 0 ^52 ,s n Inn n 07:15 AM » 0 0 0 0 0 13 0 0 270 0 90 O il 0 0 0 S 213 11 S 77I n 08:00 AM « 0 0 0 0 0 13 0 0 266 0 111 0 loo 0 0 0 I itl H a III n ° 0 0 0 0 53 0 0 227 0 80 0 113 0 0 0 S ll6 25 S Itl n 08:30 AH 0 0 0 0 0 38 0 0 170 0 85 0 83 0 0 S S 2ol 28 S I06 0 = AM 0 0 0 0 0 13 0 0 ue 0 60 0 91 0 0 0 S ?32 25 S 1^2 a 1177171 0_ 0 JD_ 0_ 0 26_ 0_ 0 __13r __ 0 108 0 99 0 0 I 0 I71 32 0 576 0 Mas. 15 Hin. 0 0 0 0 0 53 0 0 287 1 Ul 0 113 "o 0 0 0 260 32 0 finn 7 ^:77:J71.: 7 °_ 1. 1. 1. ° ^"^^ o 386 o io6 o 6 o I 313 0 305? 0 07:00 AH Peak Intersection Traffic in Pk. Hr.= 3051 Peak Hr. Fartor 0 35 ' 08:00 AH Hour Intersection Pdstrns in Pk. Hr.= 0 03:15 PH 0 0 0 0 0 60 0 0 118 0 175 0 210 0 0 0 0 131 69 0 ?lll n~ 01:00 PH 0 0 0 0 0 38 0 0 107 0 222 0 215 0 0 0 0 110 S3 0 77^ 0 01=15 PM 0 0 0 0 0 39 0 0 130 0 201 0 226 OO OO 111 50 0 790 0 01 = 30 F'H 0 0 0 0 0 13 0 0 69 0 131 0 191 0 0 0 0 76 31 I 5I3 0 01:15 PM 0 0 0 0 0 29 0 0 119 0 168 0 168 0 0 0 0 79 70 0 633 I 05:00 PM « 0 0 0 0 0 31 0 0 112 0 206 0 238 0 0 0 0 98 60 0 718 0 05:15 PH* 0 0 0 0 0 38 0 0 US 0 185 0 209 0 0 0 0 122 18 I 7^7 I 05:30 PH 0 0 0 0 0 28 0 0 99 0 201 0 259 0 0 0 0 UO 59 0 759 0 05:15 PH « 0 0 0 0 0 31 0 0 117 0 202 0 231 0 0 0 0 106 S3 0 7ll 0 06:00 PH 0 0 0 0 0 31 0 0 80 0 167 D 212 0 0 0 0 78 32 0 603 0 06:15 PH 0 0 0 0 0 33 0 0 73 0 116 0 171 0 2 'O 0 91 26 0 513 ^ 06:30 PM 0 0 0 0 0 25 0 0 60 0 125 0 127 0 0 0 0 72 21 0 133 0 Mas. 15 Min. 0 0 0 0 0 60 0 0 118 0 222 0 259 0 2 0 0 111 70 0 796 2~ ° °_ ° ° 0131 0 0 113 0 797 0 910 00 0 0 i36 220 0 2970 0 01:15 F'M Peak Intersection Traffic in Pk. Hr.= 2970 Peak Hr. Factor 0.98 05:15 PM Hour Intersection Pdstrns in Pk. Hr.= 0 Business Park Drive at Paloiar Airport Road Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Tiie Period: So. Approach (NB) No. Approach (SB) Hest Appr. (EB) East Appr. (HB) 07:00 AH to 08:00 AH Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 Config- (left) 2 urations 3 4 Outside 5 1 1 1 Lane Settings 0 0 0 1 0 I 1 1 0 0 1 1 Capacity 0 0 0 1800 0 1800 1800 2000 0 0 2000 1800 Do you Hant separate North/South phases (yes/no) ? no Do you Hant separate East/Hest phases (yes/no)? no Efficiency Lost Factor 0.10 Hourly Voluie 0 0 0 172 0 1071 386 406 0 0 949 67 Adjusted Hourly Voluie 0 0 0 172 0 1071 386 406 0 0 949 67 Utilization Factor 0.00 0.00 0.00 0.10 0.00 0.60 0.21 0.20 0.00 0.00 0.47 0.04 Critical Factors 0.00 0.60 0.21 0.47 ICU Ratio 1.38 LOS = F Turning Hoveients at Intersection of Business Park Drive and Paloiar Airport Road North Approach Business Park Drive Tiie: 07:00 AH to 08:00 AH Date: 07/08/92 Day: HEDNESDAY Naie: CI k D.H Sub- Total totals 2812 2020 792 386 —' 406 ~> 0 — • Subtotals -> Total -> 1071 t 4 <-• 1243 0 I I V 1696 172 I I •-> North 453 /-> <- Total <- Subtotals <— /— Sub- totals Total E a s t A P P r Paloiar Airport Road 67 949 1016 0 578 1594 South Approach Note: Left-turn voluies include U-turns. Business Park Drive at Paloiar Airport Road Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Tiie Period: So. Approach (NB) No. Approach (SB) Hest Appr. (EB) East Appr. (HB) 04:45 PH to 05:45 PH Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 11 1 Config- (left) 2 111 urations 3 4 Outside 5 Lane Settings 000101110011 Capacity 0 0 0 1800 0 1800 1800 2000 0 0 2000 1800 Do you Hant separate North/South phases (yes/no)? no Do you Hant separate East/Hest phases (yes/no)? no Efficiency Lost Factor 0.10 Hourly Voluie 0 0 0 134 0 443 797 940 0 0 436 220 Adjusted Hourly Voluie 0 0 0 134 0 443 797 940 0 0 436 220 Utilization Factor 0.00 0.00 0.00 0.07 0.00 0.25 0.44 0.47 0.00 0.00 0.22 0.12 Critical Factors 0.00 0.25 0.44 0.22 ICU Ratio = 1.01 LDS = F Turning Hoveients at Intersection of Business Park Drive and Paloiar Airport Road North Approach Business Park Drive Tiie: 04:45 PH to 05:45 PH Date: 07/08/92 Day: HEDNESDAY Naie: Cl & D.H Sub- Total totals 2616 879 1737 797 —' 940 ~> 0 —• Subtotals -> Total -> 443 I I <-• 577 0 I t V <-, I I 0 1594 134 I I •-> North South Approach 1017 I-y <- Total <- Subtotals Sub- totals Total <— /— 220 436 0 E a s t A P P r Paloiar Airport Road 656 1074 1730 Note: Left-turn voluies include U-turns. CITY OF CARLSBAD SUMMER 1992 INTERSECTION ANALYSIS SUMMARY Intersection Number: 15 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 ft Associates Turning Hovenent Counts Analysis Paq, 1 3 Citij: Carl .sbad File- R92ICU15 U^-l Intersection of: N/S Street: Carlsbad Blvd Data'coUected b^ K.S ft D.H E/H Street: Carlsbad I/iUage Drive y.r,.^ « u.n Oi^n^yl^^''' ?,^'*L THURSDAV Traffic Control: Signalized ur. ij....-^.. Heather: Clear End of 15 Ji7l7l7^^7177.7^ 177177.1111117711 "^^^^^^^ ^ast Approach CHB) 15 nin. Totals 171:771: 1:17 1777 7771 """"^ ^^^^ht Ped^ L^n^U-^^r'^hr-u'Ri'^ht^^ds Le^r'u-V^'^h^u'RighrPed^ ^i^hi^ir'p^dr \ 'i 11 ll I I I ll I I I ^ ^ 0 ] I I I \^ 'I 07: 15 AM ci 0 1- ll 3 5 5 I? 2 s ^ n 7 ^ ^ =1 0 1 7 1 190 9 07:^30 AM 0 0 36 .30 ! U | 75 2 I I n s S ? ° 'S' ^ ° ^10 10 07:15 AH 2 0 56 31 2 7 0 70 I 0 n n ^ i !! ° ^ = ^06 12 08:00 AM 2 1 70 36 5 8 1 97 3 S 3 n ,i ^ f ^8 0 1 7 0 222 1 08: 15 AM * 5 2 6,3 ^3 3 1 12 I ,t n n K V ^ ^8 0 8 6 3 281 18 08: 30 AM * 3 2 67 sl 1 13 1 77 ^ ? S S ! ! ! 0 10 11 1 280 25 08 = -1S AH » 1 2 51 la 0 3 1 I? 2 1 1 0 ll 373^ ?, I? 7 ^ "0 16 '77^717....,.7 L...71...77.....7 1 L._? LJ ! L.JL ^ ^ S 19 1^ ^ \l Mas. 15 nin. 5 2 78 62 5 13 12 97 5 l? K n ll Z a 11 I ll 71 1 :^.:.7::7l7:...l^. L.71L.771....7L.,71...K_j^___A..l 1 o ll \t '7 1V77 ll nci'".'?? 213 n*'^ Intersection Traffic in Pk. Hr.= 1177 Peak Hr. Factor'~Cir86 09:IJ0 AH Hour Intersection Pdstrns in Pk. Hr.= 73 03:-15 PM » 5 0 136 86 8 36 0 118 7 0 7 0 26 U 13 62 n ll ll 3 III 17 1 161 105 9 25 1 137 7 7 9 0 26 3 23 75 I 31 2a 2 ^11 11 '^^ * ^ 1 08 19 10 17 0 135 8 1 2 0 19 5 U 16 S I9 fa 1 III tn 01= 30 PM .* 6 1 138 71 2 19 2 112 1 1 3 0 23 7 3 63 S 30 21 I ^33 I "'^'"•^ ^" 2 101 68 S 29 0 137 8 6 1 0 21 6 7 58 0 I2 11 in ^n? 05:'30 PM 6 0 125 61 9 18 2 119 8 5 10 0 ll ^ e 5? S 13 fe 5 Hi ll il I la u il s J 111 !; I I s s ' s.=;.;iK I is 15 \i s I III will i ; i I :Ll_JfLJL..jLJL_.J..Ji.JL.J...l_.l.l.J.JLJ.„J_^^ i^ S H.!,s. 15 nin. 11 3 161 105 17 36 2 165 15 8 10 0 26 11 29 75 " 0 32 11 16 626 sq" "::.L'!i:..._fL ?! !!_ ^i o 91 32 60 216 5 122 ul 11 2^80 ilo 03::30 PM Peak Intersection Traffic in Pk. Hr.= 2180 Peak Hr. Factor 0.87 01::30 PM Hour Intersection Pdstrns in Pk. Hr.= 120 Carlsbad Blvd at Carlsbad Village Drive Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Tiie Period: So. Approach (NB) No. Approach (SB) Hest Appr. (EB) East Appr. (HB) 08:00 AH to ~ 09:00 AH Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 11 i i i Config- (left) 2 1 i 111 urations 3 1 1 i i i 4 1 Outside 5 Lane Settings 121120111111 Capacity 1800 4000 1800 1800 4000 0 1800 2000 1800 1800 2000 1800 Do you Hant separate North/South phases (yes/no)? no Do you Hant separate East/Hest phases (yes/no)? no Efficiency Lost Factor 0.10 Hourly Voluie 19 271 193 51 299 14 8 56 10 150 63 43 Adjusted Hourly Voluie 19 271 193 51 313 0 8 56 10 150 63 43 Utilization Factor 0.01 0.07 0.11 0.03 0.08 0.00 0.00 0.03 0.01 0.08 0.03 0.02 Critical Factors 0.11 0.03 0.03 0.08 ICU Ratio = 0.35 LOS = A Turning Hoveients at Intersection of Carlsbad Blvd and Carlsbad Village Drive North Approach Carlsbad Blvd Tiie: 08:00 AH to 09:00 AH Date: 07/02/92 Day: THURSDAY Naie: K.S ( D.H Sub- Total totals 163 89 74 8 —' 56 ~> 10 —' 14 ) I <-' Subtotals -> 466 Total -> 364 299 I I V 709 51 I I •-> North <-, I I 19 271 483 949 South Approach 345 /-> I I 193 <- Total <- Subtotals <— /— Sub- totals Total 43 63 150 256 277 533 Carlsbad Village Drive Note; Left-turn voluies include U-turns. Carlsbad Blvd at Carlsbad Village Drive Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Tiie Period: So. Approach (NB) No. Approach (SB) Hest Appr, (EB) East Appr. (HB) 03:30 PH to 04:30 PH Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 1 Config- (left) 2 urations 3 4 Outside 5 1 1 1 1 1 1 1 Lane Settings 12 11 2 0 1 1 1 1 1 1 Capacity 1800 4000 1800 1800 4000 0 1800 2000 1800 1800 2000 1800 Do you Hant separate North/South phases (yes/no) ? no Do you Hant separate East/Hest phases (yes/no)? no Efficiency Lost Factor 0.10 Hourly Voluie 29 526 311 100 562 26 21 94 32 246 122 111 Adjusted Hourly Voluie 29 526 311 100 588 0 21 94 32 246 122 111 Utilization Factor 0.02 0.13 0.17 0.06 0.15 0.00 0.01 0.05 0.02 0.14 0.06 0.06 Critical Factors 0.17 0.06 0.05 0.14 ICU Ratio = 0.51 LOS = A Turning Hoveients at Intersection of Carlsbad Blvd and Carlsbad Village Drive North Approach Carlsbad Blvd Tiie: 03:30 PH to 04:30 PH Date: 07/02/92 Day: THURSDAY Naie: K.S i D.H Sub- Tota] totals 321 174 147 21 — • 94 ~> 32 —' 26 I I <-' Subtotals -> 843 Total -> 562 t f V 1349 100 I I •-> North <-, I I 29 526 866 1709 South Approach 661 /-> I I 311 <- Total <- Subtotals <— /— Sub- totals Total 111 122 246 479 502 981 Carlsbad Village Drive Note: Left-turn voluies include U-turns. CITY OF CARLSBAD SUMMER 1992 INTERSECTION ANALYSIS SUMMARY Intersection Number: 16 Intersection Location: Carlsbad Boulevard and Tamarack Avenue CONTENT PAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and 2 of 3 Turn Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Turn Movement Diagram JHK ft Associates Turning Movenent Counts Analysis Pag# 1 of 3 City: Carlsbad Fii^. DooTniic ui-i ................ c...... . ..s 07"S^^/9f*" S^^L THURSDAV Traffic Control: Signalized Heather: Clear End of 15 ^17^^71^ 177^:7^^'' '''' ""^ "PP—<") East Approach CHB) 15 nin. Totals 171:717: 1:17 'TTii 7711 ^1^ 77t ^!!^. "^^-^^ ^^^^^ "-eft u-rm Thi-rRr^hrp'e'd^ u;r"u:^;n"rh;7Rr;hr;e'd; ^e'^^i^'p^dr 06:30 AM I I I \ I I ll I \ I I ""\ "1 '""5 ~'"6 "~0 ^6 ""T 06:15 AM 6 1 29 5 2 12 5 fcs ^ ^ ? 5 0 13 0 5 8 0 135 2 07:00 AH 1 0 26 1 2 f S ul 7 ^ } 0 3 2 1 21 o 7 10 6 166 U 0r:15AH 12 2 15 6 2 1 S 95 7 3 10 • ^ 3 J ?^ ° ° 07:30 AH 2 0 36 9 2 7 0 96 1 I n n ^ ^ ^ ° ^ ^ 1 216 7 07:15 AH = 0 16 12 I iQ S 1^7 5 2 1 D I ^ n S ^ ^ ^ ^^3 9 08:00 AH « 1 0 55 11 1 6 0 126 s T 2 n ! ! ° 0 8 9 1 260 1 08:15 AH* 3 0 61 7 2 l| S Ul 5 1 5 ! ^ ^ ^1 0 10 17 1 281 1 08:30 AH « 5 1 70 8 1 9 0 lo2 8 1 5 n ^ I \ ° ^ * 252 9 08:15 AH * 15 0 62 12 1 21 S Se 7 2 1 n 3 % I '1 ° 7 17 1 259 7 03:00 AH 6 3 71 12 1 9 S 70 3 3 10 S 6 7 3 i2 S \l ^ 321 10 ^ J lU a 6 7 3 11 0 10 23 2 211 12 Has. IS nin. 15 3 71 12 1 21 0 127 f* A in ri I I I I '^:-7L:7^:...7I. 7.771...71. ' ° " io ^1^2^^ 1^^ I Ti t AVs ^ o^iis E:::^ l:;^:::::c^i:n ^d:::^s int-.i p:^rH;:-F:;;;r"o:86 - - 'PVX ll I \^ ll I ll I iH ^ " ° ^ - ^ - 01:15 PM 20 7 113 11 2 17 S 101 6 A 3 n I ^ ° 17 1 571 & 05 = 00 PH 19 1 130 28 6 10 S ^2 ? i a 0 8 2 3 li ?, ^ ^"^^ 05:15 PH 22 0 151 33 5 16 0 10 5 5 3 0 I \l I ll 2 5 11 1 H57 11 05 = 30 PM 16 0 183 35 3 58 0 83 10 5 2 I \ I S J 18 8 170 2cl 05:15 PM 10 0 111 37 3 11 0 l?q pn t Q n 2 ^2 ^ '^^ ° 6 11 1 6H 16 06:00 PH 12 1 Ul 33 3 29 S U 16 t ,2 n ^ ^ ^° ° 30 -26 178 -13 06:15 PH 15 1 132 27 i 25 S ill \t I \t n I I ^ ^7 0 5 19 32 378 13 1^.17171 ^-~---:!---5?L.iL.._J...jL.._J._.'i._J„.J...jL._.J..._i.._.j...J I u 1°! 1 1^ Has. 15 nin. 22 7 183 57 6 58 0 225 20 6 19 n 13 In I ll I ll Z '7:7::7l7:..71 1..7^..771,..71:_.711 L.JL..." " ° 30 Vo W 21I2 Z f'"*" Intersection Traffic in Pk. Hr.= 2112 Peak Hr. Factor 0.92 01:.30 FH Hour Intersection Pdstrns in Pk. Hr,= 15 Carlsbad Blvd at Taiarack Avenue Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Tiie Period: So. Approach (NB) No. Approach (SB) Hest Appr. (EB) East Appr. (HB) 07:45 AH to -— 08:45 AH Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 11 1 111 Config- (left) 2 1 1 11 urations 3 111 1 4 1 Outside 5 1 Lane Settings 120131011111 Capacity 1800 4000 0 1800 6000 1800 0 2000 1800 1800 2000 1800 Do you Mant separate North/South phases (yes/no)? no Do you Hant separate East/Hest phases (yes/no)? no Efficiency Lost Factor 0.10 Hourly Voluie 28 248 38 48 450 25 18 15 20 116 42 71 Adjusted Hourly Voluie 28 286 0 48 450 25 0 33 20 116 42 71 Utilization Factor 0.02 0.07 0.00 0.03 0.08 0.01 0.00 0.02 0.01 0.06 0.02 0.04 Critical Factors 0.07 0.03 0.02 0.06 ICU Ratio = 0.28 LOS = A Turning Hoveients at Intersection of Carlsbad Blvd and Taiarack Avenue North Approach Carlsbad Blvd Tiie: 07:45 AH to 08:45 AH Date: 07/02/92 Day: THURSDAY Naie: A.B & J.S Sub- Total totals 147 94 53 18 —• 15 ~> 20 —• 25 I t <-• Subtotals -> 587 Total -> 523 450 I I V 860 48 I t •-> North I I 28 248 314 901 South Approach 337 /-> I I 38 <- Total <- Subtotals <— /— Sub- totals Total 71 42 116 229 330 101 Taiarack Avenue Note: Left-turn voluies include U-turns. Carlsbad Blvd at Taiarack Avenue Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Tiie Period: So. Approach (NB) No. Approach (SB) Hest Appr. (EB) East Appr. (HB) 03:30 PH to 04:30 P« Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 1 Config- (left) 2 1 urations 3 1 1 4 Outside 5 1 1 1 1 Lane Settings 12 0 1 3 1 0 1 1 1 1 1 Capacity 1800 4000 0 1800 6000 1800 0 2000 1800 1800 2000 1800 Do you Hant separate North/South phases (yes/no) ? no Do you Hant separate East/Hest phases (yes/no)? no Efficiency Lost Factor 0.10 Hourly Voluie 66 561 150 147 771 42 47 36 67 125 30 70 Adjusted Hourly Voluie 66 711 0 147 771 42 0 83 67 125 30 70 Utilization Factor 0.04 0.18 0.00 0.08 0.13 0.02 0.00 0.04 0.04 0.07 0.02 0.04 Critical Factors 0.18 0.08 0.04 0.07 ICU Ratio = 0.47 LOS = A Turning Hoveients at Intersection of Carlsbad Blvd and Taiarack Avenue North Approach Carlsbad Blvd Tiie: 03:30 PH to 04:30 PH Date: 07/02/92 Day: THURSDAY Naie: A.B i J.S Sub- Total totals 280 130 150 47 —' 36 -> 67 — • 42 I I <-' Subtotals -> 971 Total -> 960 771 I I V I t 66 1638 147 I I •-> North 561 777 1748 South Approach 678 /-> I I 150 <- Total <- Subtotals <— /— Sub- totals Total 70 30 125 225 558 333 Taiarack Avenue Note; Left-turn voluies include U-turns. CITY OF CARLSBAD SUMMER 1992 INTERSECTION ANALYSIS SUMMARY Intersection Number: 17 Intersection Location: Carlsbad Boulevard and Cannon 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 ft fissociates Turning Movenent Counts Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Street: E/H Street: Count [late: 07/02/92 Carlsbad Blvd Cannon Road Day: Heather: THURSDAV Clear File: R92ICU17.HK1 Data Collected bucCI ft F.A Traffic Control: Signalized End of 15 f^PP'"""*' ^^B) East Approach CHB) 15 nin. Totals 11:1:7111: 1:17 77.11 71l71 Hill 7_1'77_ 1:i1_ 177l .[^'[-^ H'^^*- P*'^* "-eft u-rm Thru'Right'peds Lefr"u-Trn"'rhru'RighrPeds Vehiclr'peds" 06:15 AH 0 0 28 1 0 1 0 S3 0 1 0 Cl 0 0 0 1 0 0 15 n 7 °^=30 F'M 0 0 39 3 2 9 0 61 0 3 0 Cl 0 0 0 0 0 S 10 0 ill S = ° 0 30 1 2 1 0 86 0 3 0 0 0 0 0 1 S S Is ? l^n 6 = 0 0 10 5 1 21 0 107 0 2 0 0 0 S S 1 S S 20 9? 7 07:15 FIH 0 0 15 9 3 13 0 101 0 3 0 0 0 0 0 5 0 0 7 0 leO I 07 = 30 FIM 0 0 17 9 6 22 0 97 0 1 0 0 0 0 0 ? 0 0 e ? Iqn 11 07:15 AM « 0 0 67 7 1 11 0 135 0 3 0 0 0 0 0 13 0 0 11 1 ll? k 08:00 mx 0 0 62 10 7 13 0 133 0 0 0 . 0 0 I 7 I 0 5 2 III I 08=15 mx 0 0 58 8 0 31 0 91 0 1 0 D 0 0 0 6 S I ll I 111 3 08:30 AH « 0 0 71 3 1 22 0 99 0 2 0 0 0 0 0 8 0 0 ll 3 220 6 o'ioOAH 0 0 'l ? n ^ ° ^ ° ^' ° ° ° 1° ° ° 21 0 263 3 0^' = 00 FlH 0 0 rl 7 0 20 0 72 0 1 0 0 0 0 0 7 0 0 19 0 139 1 Has. 15 nin. 0 0 93 10 7 19 0 135 0 1 0 0 0 0 0 13 0 0 21 3 277 ll" ^.:7l:177:.. _ O 261 _ 2e 9 ne 0 ISa 0 6 0 Cl 0 0 0 31 0 0 51 8 978 23 07:30 flH Peak Intersection Traffic in Pk. Hr.= 978 Peak Hr. Fartor 0.88 08:30 AH Hour Intersection Pdstrns in Pk. Hr.= 23 03:15 F'H 0 0 161 8 1 29 0 117 0 2 0 0 0 0 0 12 0 0 37 0 331 s" 01 = 00 PM 0 0 123 9 2 23 0 110 0 6 0 0 0 0 0 7 0 0 35 0 313 10 01:15 F'M 0 0 168 IS 3 28 0 139 0 0 0 0 0 0 0 15 0 0 10 0 105 3 01:30 PM « 0 0 167 10 2 30 0 173 0 1 0 0 0 0 0 6 0 0 12 1 111 7 01:15 PM « 0 0 116 9 2 21 0 138 0 3 0 0 0 0 0 1? 0 0 38 3 369 8 05:00 PM « 0 0 152 6 6 21 0 111 0 1 0 0 0 0 0 6 S 0 13 ! Ill I 05:15 PH« 0 0 187 1 3 13 0 165 0 6 0 0 0 0 0 12 0 0 68 5 119 11 05:30 PH 0 0 152 13 1 17 0 133 0 0 0 0 0 0 0 10 0 0 36 0 367 1 05:15 PH 0 0 156 3 1 11 0 128 0 5 0 0 0 0 0 18 0 0 37 3 362 9 06:00 PH 0 0 116 3 0 7 0 113 0 1 0 0 0 0 0 6 0 0 30 0 275 1 06:15 F'H 0 0 156 7 0 10 0 131 0 1 0 0 0 0 0 10 0 0 31 0 318 1 06:30 F'H 0 0 113 3 0 12 0 95 0 1 0 0 0 0 0 10 0 0 36 0 299 1 Has. IS nin. 0 0 187 15 6 30 0 179 0 6 0 Cl 0 0 0 18 0 0 68 5 119 11 11' ^'''7:1' ^ ° 13 88 0 623 0 11 0 0 0 0 0 61 0 0 191 13 1611 37 01:15 PH Peak Intersection Traffic in Pk. Hr.= 1611 Peak Hr. Factor 0.92 05:15 F'H Hour Intersection Pdstrns in Pk. Hr.= 37 Carlsbad Blvd at Cannon Road Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Tiie Period: So. Approach (NB) No. Approach (SB) Hest Appr. (EB) East Appr. (HB) 07:30 AH to - 08:30 AH Lane Inside 1 Config- (left) 2 urations 3 4 Outside 5 Left Thru Right Left Thru Right Left Thru Right Left Thru Right 111 1 1 Lane Settings 0 1 0 i i Capacity 0 2000 0 1800 2000 Do you Mant separate North/South phases (yes/no)? no Do you Mant separate East/Hest phases (yes/no)? no Efficiency Lost Factor 0.10 Hourly Voluie 0 261 28 146 Adjusted Hourly Voluie 0 289 0 146 Utilization Factor 0.00 0.14 0.00 0.08 Critical Factors 0.00 458 458 0.23 0.23 0.00 0.00 0.00 0.00 0.00 1 1800 34 34 0.02 0 0 0.00 1 1800 51 51 0.03 0.03 ICU Ratio = 0.36 LOS = A H e 5 t A P P r Turning Hoveients at Intersection of Carlsbad Blvd and Cannon Road North Approach Carlsbad Blvd Tiie: 07:30 AH to 08:30 AH Date: 07/02/92 Day: THURSDAY Naie: CI i F.A Sub- Total totals 0 0 — • 0 ~> 0 — • Subtotals -> 492 Total -> 604 458 t f V 916 146 I t •-> North 261 289 781 South Approach 312 /-> 28 <- Total <- Subtotals <— /— 51 0 34 Sub- totals Total 85 259 174 Cannon Road E a s t A P P r Note; Left-turn voluies include U-turns. Carlsbad Blvd at Cannon Road Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Tiie Period: So. Approach (NB) No, Approach (SB) Hest Appr. (EB) East Appr. (HB) 04:15 PH to 05:15 PH Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1111 1 Config- (left) 2 1 1 urations 3 4 Outside 5 Lane Settings 010110000101 Capacity 0 2000 0 1800 2000 OOOO 1800 0 1800 Do you Hant separate North/South phases (yes/no)? no Do you Mant separate East/Hest phases (yes/no)? no Efficiency Lost Factor 0.10 Hourly Voluie 0 652 29 88 623 0 0 0 0 61 0 191 Adjusted Hourly Voluie 0 681 0 88 623 0 0 0 0 61 0 191 Utilization Factor 0.00 0.34 0.00 0.05 0.31 0.00 0.00 0.00 0.00 0.03 0.00 0.11 Critical Factors 0.34 0.05 0.00 0.11 ICU Ratio = 0.60 LOS = A Turning Hoveients at Intersection of Carlsbad Blvd and Cannon Road North Approach Carlsbad Blvd Tiie: 04:15 PH to 05:15 PH Date: 07/02/92 Day: THURSDAY Naie: Cl k F.A Sub- Total totals 0 — • 0 -> 0 —• Subtotals -> 684 Total -> 1554 711 623 I I V North <-, 652 681 1365 South Approach 843 /-> I I 29 <- Total <- Subtotals <— /— Sub- totals Total 191 0 61 252 369 117 Cannon Road Note: Left-turn voluies include U-turns. CITY OF CARLSBAD SUMMER 1992 INTERSECTION ANALYSIS SUMMARY Intersection Number: 18 Intersection Location: Carisbad 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 ft Associates Turning Hovenent Counts Analysis Pag# i of 3 City: Carlsbad File- R92ICU18 HKl Intersection of: N/S Street: Carlsbad Boulevard Data "collected "by: M.K ft CK E/H Street: Poinsettia Lane Q6/?7/9?*'*' HEDNESDAV Traffic Control: Signalized 06.'1"32 Heather: Clear End of 15 ^7717771.771 *l7717l17111i17111. "PP^°-*^^ East Approach CHB) 15 nin. Totals 171:771: 771.1711 7.111 ^ .1:111:7._ 1777 .1111 Hill 1:1i 1:77liiEll77 ^7'^^'^^:7^ J^h^c^r'p^dr 06:15 AH 0 0 29 1 0 5 0 3<i n n ~n ri I I I 06:30 AM 0 1 |l i 5 7 S 30 S 0 n n S 2 ^ ^ ^ ° ^ 0 75 0 06:15 AM 0 0 21 2 0 8 0 lS S S n n S n ^ ^ ° ° ° 89 3 07 = 00 AM 0 0 18 9 0 15 1 IH S 0 n n n n i ^ ° ° 13 0 96 1 07:15 AM 0 0 66 10 0 U 0 58 S 0 n n n n I 1 0 11 0 112 5 07:30 AM 0 0 38 7 0 5 1 Is S n n n S ^ ^ 1 0 16 0 177 3 07:15 mx 0 0 85 22 0 ll 2 87 0 0 n n n n c 0 0 16 0 111 1 08:00 AM « 0 0 155 15 0 !& 1 1? la n n n n t ° 0 12 0 262 6 08:15 HM * 0 0 86 5 ^ 0 2 60 0 S 0 0 n I It °n S ^'^ ° ^ 09:30 AM « 0 0 57 11 0 15 0 51 0 0 n n n n 1 ° 0 ZO 0 220 5 08 = 15 HM 0 0 69 5 0 U ^ 75 0 0 0 0 n f ^q n ? 7 2 09 = 00 AM 0 0 57 9 0 20 1 69 On n n n 2 ^ ^3 0 0 33 0 233 1 u or -3 u 1 69 0 0 0 0 0 0 0 20 0 0 20 0 196 0 ggvfgf: i { jg ¥ ; 5 i ; ; s ; ^ .2 ; g ; g; T ^I'l?. Sl! T'^'' Intersection Traffic in Pk. Hr.= 961 Peak Hr. Factor 0.77 08:30 AM Hour Intersection Pdstrns in Pk. Hr.= 19 i s s I I X i t I s s ' 5 ' °^ = 30 PM « 0 0 90 30 0 35 0 79 0 0 0 0 0 0 1 12 0 S ll S 3n7 i * ° 0 107 35 0 13 2 80 0 0 0 0 0 0 6 3I 1 0 al ? 33« 7 °^ = °° 0 0 89 35 1 22 3 90 0 0 0 Cl 0 0 1 ?6 2 0 ^2 0 P 0^=15 0 0 105 30 0 36 2 66 0 0 0 0 0 0 0 16 0 S 3^ S IlO 0 0^:30_^^ 1__ 1 53 2_1_ 0 19 2 16_ 0 _ 0 0 0 5 0 0 10 0 S 26 0 216 S Mas. 15 nin. 0 1 121 12 1 55 10 118 0 0 0 0 0 0 10 '16 2 0 SS 1 III 77 77.11:777.: °_ 1..771._771. L.711... 7 379 o o o o o o ll itl I 0 111 1 13I7 sl 01:15 PM Peak Intersection Traffic in Pk. Hr.= 1397 Peak Hr. Factor 0.82 05:15 PM Hour Intersection Pdstrns in Pk. Hr.= 21 Carlsbad Boulevard at Poinsettia Lane Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Tiie Period: So. Approach (NB) No. Approach (SB) Hest Appr. (EB) East Appr. (HB) 07:30 AH to - - 08:30 AH Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 111 1 Config- (left) 2 11 1 urations 3 1 1 4 Outside 5 Lane Settings 021120000101 Capacity 0 4000 1800 1800 4000 OOOO 1800 0 1800 Do you Hant separate North/South phases (yes/no)? no Do you Mant separate East/Hest phases (yes/no)? no Efficiency Lost Factor 0.10 Houriy Voluie 0 383 63 65 245 0 0 0 0 142 0 63 Adjusted Houriy Voluie 0 383 63 65 245 0 0 0 0 142 0 63 Utilization Factor 0.00 0.10 0.04 0.04 0.06 0.00 0.00 0.00 0.00 0.08 0.00 0.04 Critical Factors 0.10 0.04 0.08 ICU Ratio = 0.31 LOS = A Turning Hoveients at Intersection of Carlsbad Boulevard and Poinsettia Lane North Approach Carlsbad Boulevard Tiie: 07:30 AH to 08:30 AH Date: 06/17/92 Day: HEDNESDAY Naie: H.K & CK Sub- Total totals 0 — • 0 ~> 0 — • Subtotals -> 387 Total -> 310 245 I I V 761 65 I I '-> North 383 446 833 South Approach 451 /-> I I 63 <- Total <- Subtotals <— /— Sub- totals Total 63 0 142 205 328 123 Poinsettia Lane Note: Left-turn voluies include U-turns. Carlsbad Boulevard at Poinsettia Lane Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Tiie Period: So. Approach (NB) No. Approach (SB) Hest Appr. (EB) East Appr. (HB) 04:45 PH to 05:45 PH Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 111 1 Config- (left) 2 11 1 urations 3 11 4 Outside 5 Lane Settings 021120000101 Capacity 0 4000 1800 1800 4000 OOOO 1800 0 1800 Do you Mant separate North/South phases (yes/no)? no Do you Hant separate East/Hest phases (yes/no)? no Efficiency Lost Factor 0.10 Hourly Voluie 0 434 127 166 379 0 0 0 0 147 0 144 Adjusted Hourly Voluie 0 434 127 166 379 0 0 0 0 147 0 144 Utilization Factor 0.00 0.11 0.07 0.09 0.09 0.00 0.00 0.00 0.00 0.08 0.00 0.08 Critical Factors 0.11 0.09 0.08 ICU Ratio = 0.38 LOS = A Turning Hoveients at Intersection of Carlsbad Boulevard and Poinsettia Lane North Approach Carlsbad Boulevard Tiie: 04:45 PH to 05:45 PH Date: 06/17/92 Day: HEDNESDAY Naie: H.K & CK Sub- Total totals 0 — • 0 -> 0 — • 0 I I <-• Subtotals -> 524 Total -> 545 379 I t V 1129 166 t I •-> North <-, I I 0 434 561 1085 South Approach 584 I I 127 <- Total <- Subtotals <— I— Sub- totals Total 144 0 147 291 580 289 Poinsettia Lane Note: Left-turn voluies include U-turns. CFTY OF CARLSBAD SUMMER 1992 INTERSECTION ANALYSIS SUMMARY Intersection Number: 19 Intersection Location: Rancho Santa Fe Road and Melrose Drive CONTENT PAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and 2 of 3 Turn Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Turn Movement Diagram JHK ft Associates Turning Movenent Counts Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Street: Rancho S-snta Fe Road E/H Street: Melrose Drive Count Date: 07/15/92 Day: Heather: HEDNESDAV Clear File: R92ICU19.HK1 Data Collected by:K.S ft D.H Traffic Control: Signalized End of 15 nin. prd. 06:15 AM 06:30 AH 06:15 AH 07:00 AM 07:15 AM 07:30 AM 07:15 AM x 08:00 AM * 08:15 AM * 08:30 flH « 08:15 flH 09:00 flH -°!ii^']_?''^!''°*''!i| 7'^^ '^PP'^O'^'^M <:EB) East Approach CHB) 15 nin. Totals 1:17 IZllI 7777. Hill 7:11 ^^""^ "^^^^ ^^""^ "^^ht Peds Left U-Trn Thru Right'peds yehicls 'peds' 1 7 9 8 13 16 11 37 10 20 28 13 17 60 105 Ul 137 160 215 317 110 210 182 152 0 0 0 0 0 0 0 0 0 0 0 0 85 112 219 301 222 237 303 281 286 262 227 130 . 7 7 11 10 36 26 17 55 16 11 13 11 0 0 0 0 0 0 0 0 0 0 0 0 16 19 31 11 11 69 79 93 57 57 77 62 0 0 0 0 0 0 0 0 0 0 0 0 1 13 8 29 23 17 26 31 25 21 21 36 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 160 218 116 536 175 555 681 817 561 611 578 197 Mas. 15 nin. 37 0 317 0 0 0 0 301 55 0 93 0 0 17 0 0 0 0 0 0 817 0 Pk. Hr. Vol. 78 0 882 0 0 0 0 1135 192 0 286 0 0 103 0 0 0 0 0 0 2676 0 07:30 AM Peak Intersection Traffi c in Pk. Hr.= 2676 Peak Hr. Factor 0.82 08:30 AM Hour Intersection Pdstr ns in Pk. Hr.= 0 0.82 03:15 PM 32 0 289 0 0 0 0 186 31 0 79 0 0 11 0 0 0 0 0 0 631 0 01:00 PM X 30 0 231 0 0 0 0 192 16 1 71 0 0 35 1 0 0 0 0 0 668> 2 01:15 F'M X 35 0 330 0 0 0 0 202 56 0 56 0 0 32 0 0 0 0 0 0 711 0 01:30 PM X 53 0 335 0 0 0 0 118 17 0 58 0 0 23 0 0 0 0 0 0 661 0 01:15 F'H X 33 0 323 0 0 0 0 175 66 0 57 0 0 32 2 0 0 0 0 0 686 2 05:00 PM 25 0 277 0 0 0 0 116 55 0 97 0 0 30 0 0 0 0 0 0 630 0 05:15 PM 36 0 270 0 0 0 0 178 71 0 51 a 0 29 0 0 0 0 0 0 635 0 05:30 F'M 29 0 291 0 0 0 0 211 71 0 108 0 0 36 0 0 0 0 0 0 719 0 05:15 PM 27 0 277 0 0 0 0 197 61 0 118 0 0 21 0 0 0 0 0 0 701 0 06:00 PM 31 0 230 0 0 0 0 152 55 0 72 0 0 23 0 0 0 0 0 0 563 0 06:15 PH 21 0 163 0 0 0 0 159 59 0 52 1 0 21 0 0 0 0 0 0 505 0 06:30 F'H 26 0 161 0 0 0 0 111 52 0 67 0 0 16 1 0 0 0 0 0 166 1 Mas. 15 nin. 53 0 335 0 0 0 0 211 71 1 118 1 0 36 2 0 0 0 0 0 719 2 Pk. Hr. Vol. 151 0 1262 0 0 0 0 717 215 1 212 0 0 122 3 0 0 0 0 0 2729 1 03:15 F'H Peak Intersection Traffic in Pk. Hr.= 2729 Peak Hr. Factor 0.96 01:15 F'M Hour Intersection Pdstrns in Pk. Hr.= 1 Rancho Santa Fe Road at Helrose Drive Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Tiie Period: So. Approach (NB) No. Approach (SB) Hest Appr. (EB) East Appr. (HB) 07:30 AH to 08:30 AH Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 11 i i Config- (left) 2 1 11 urations 3 1 4 Outside 5 Lane Settings 120011101000 Capacity 1800 4000 0 0 2000 1800 1800 0 1800 0 0 0 Do you Hant separate North/South phases (yes/no)? no Do you Hant separate East/Hest phases (yes/no)? no Efficiency Lost Factor 0.10 Hourly Voluie 78 882 0 0 1135 192 286 0 103 0 0 0 Adjusted Hourly Voluie 78 882 0 0 1135 192 286 0 103 0 0 0 Utilization Factor 0.04 0.22 0.00 0.00 0.57 0.11 0.16 0.00 0.06 0.00 0.00 0.00 Critical Factors 0.04 0.57 0.16 ICU Ratio = 0.87 LOS = D Turning Hoveients at Intersection of Rancho Santa Fe Road and Helrose Drive North Approach Rancho Santa Fe Road Tiie: 07:30 AH to 08:30 AH Date: 07/15/92 Day: HEDNESDAY Naie: K.S i D.H Sub- Total totals 659 270 389 286 — • 0 ~> 103 — • 2495 1327 192 1135 t I I t <-• V North I I 78 Subtotals -> 1238 Total -> 882 960 2198 South Approach 1168 I-y <- Total <- Subtotals <— /— Sub- totals Total Helrose Drive Note: Left-turn voluies include U-turns. Rancho Santa Fe Road at Helrose Drive Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk, Hr, Tiie Period: So. Approach (NB) No. Approach (SB) Hest Appr. (EB) East Appr. (HB) 03:45 PH to 04:45 PH Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 11 1 i Config- (left) 2 1 1 l urations 3 1 4 Outside 5 Lane Settings 120011101000 Capacity 1800 4000 0 0 2000 1800 1800 0 1800 0 0 0 Do you Mant separate North/South phases (yes/no)? no Do you Hant separate East/Hest phases (yes/no)? no Efficiency Lost Factor 0.10 Hourly Voluie 151 1282 0 0 717 215 242 0 122 0 0 0 Adjusted Hourly Voluie 151 1282 0 0 717 215 242 0 122 0 0 0 Utilization Factor 0.08 0.32 0.00 0.00 0.36 0.12 0.13 0.00 0.07 0.00 0.00 0.00 Critical Factors 0.08 0.36 0.13 ICU Ratio = 0.68 LDS = B Turning Hoveients at Intersection of Rancho Santa Fe Road and Helrose Drive North Approach Rancho Santa Fe Road Tiie: 03:45 PH to 04:45 PH Date: 07/15/92 Day: HEDNESDAY Naie: K.S ( D.H Sub- Total totals 730 366 364 242 — • 0 ~> 122 — • 215 1 Subtotals -> 839 Total -> 932 717 I I V 2456 North <-, ' t I I I 151 1282 1433 2272 South Approach 1524 I-y <- Total <- Subtotals <— /— Sub- totals Total Helrose Drive Note: Left-turn voluies include U-turns. CITY OF CARLSBAD SUMMER 1992 INTERSECTION ANALYSIS SUMMARY Intersection Number: 20 Intersection Location: Rancho Santa Fe Road and La Costa Meadovcs 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 ft Associates Turning Movenent Counts Analysis Pag, 1 of 3 City: Carlsbad File- R92ICU20 H^l Intersection of: N/S Street: Rancho S.>nta Fe Road Data'coUected"bLi:C.I ft A.B E/H Street: La Costa Meadows Drive n^TX^f'' HEDNESDAV Traf fi c Control: Unsi gnali zed Ui/lD/di! Heather: Clear End of 15 ^^71777711 I771.1l111tl17t1l ""^ "PP^"-'^ East Approach CHB) 15 nin. Totals "11:771: 1:17 17.11 7.111 Hill 7777 1:17 17.11 7777 Hill 1:11 "i^E Le^t^uI^^n^'^h^u'Ri'^ht^^ds M^hi'^ir'p^ds" 06:15 AH 1 0 70 1 0 37 0 101 On n n ~ I ~ ~ r. r. I Z 06:30 AH 0 0 71 8 0 15 0 99 0 S n n S 2 ° " ° ° ^ 0 220 0 06:15 AH 0 0 90 19 0 73 0 111 0 n n n IT S S ^ 0 0 3 0 227 0 07:00 AH 0 0 151 23 0 153 0 97 0 0 n n n n S ° 0 13 0 315 0 07=15 AH 0 0 116 19 0 80 0 51 So n n n n 2 ^ ° 0 11 0 537 0 °^'30flH 1 0 220 .30 S US S 205 S S S 0 S S S 7 0 n 11 2 2^1 ?. 07:15 AH * 1 0 220 17 0 93 0 205 0 Q n r n n S I S 0 13 0 591 0 08:00 AH « 2 0 333 19 0 127 0 215 On n n n S 2 ^ ° 0 15 0 556 0 08:15 AH * 1 0 1?5 13 0 96 0 187 I I n n n n ° ^ ° 0 17 0 781 0 00 = 30 RH« 1 0 253 36 S lo S 21'3 S S S S S n M n 2 ?^ 2 ° 08:15 RM 0 0 79 12 0 18 0 135 0 0 I r n n 2 " 2 2 f2 ° 668 0 117171 1...711...71 e..__.!!.....LJi L.J 1 1 L 0 s ; S S l6 S 11^ s Mas. 15 nin. 2 0 333 19 0 153 0 213 0 0 0 Cl " 'o 0 0 ll n n ll n III I' 1:7l:7l1:...7 t.717..71 1...711 1..711.....7.__7 1 1...J o S 27 I S 33 S 2533 I 2P^2 u'*'' Intersection Traffic in Pk. Hr.= 2533 Peak Hr. Factor' 0181 08:30 AM Hour Intersection Pdstrns in Pk. Hr.= 0 °3 = 15 PM 0 0 32 10 0 53 0 202 0 0 0 ci 0 0 0 63 0 ll n III l~ 01:00 PM « 0 0 395 17 0 69 0 193 0 0 0 C 0 0 0 52 0 2 ^9 S tit n 01:15 PH « 0 0 261 27 0 57 0 257 0 0 0 0 0 0 0 12 I I tl I Iln n ""^ = 30 PH » 0 0 268 28 0 53 0 250 0 0 0 0 0 0 0 76 0 S 88 S n ''^ * ° 0 273 32 0 31 0 256 0 0 0 0 0 0 S It I I lit a III n = ''^ 0 0 250 10 0 53 0 206 0 0 0 0 0 0 S to S S 85 0 lit n ° 0 153 59 0 75 0 132 0 0 0 0 0 0 0 ^2 I S 76 S lit n ° 0 60 92 0 51 0 136 0 0 0 Cl 0 0 0 137 I I (,1 I III n 05:15 PH 0 0 155 51 0 83 0 170 0 0 0 Cl 0 0 S l? I S 59 S III n 06:00 PM 0 0 252 22 0 180 0 198 0 0 0 Cl 0 0 0 127 0 S M S 111 n 06=15 PM 0 0 201 1 0 69 0 193 0 0 0 Cl 0 0 0 18 S 0 ?i n III I o^:3o_PM e__.__°„J!!.__._° 1 !! 1..717 1 o o o S S S i S o 7 S 371 S Has. 15 nin. 0 0 335 92 0 180 0 257 0 0 0 Cl 0 0 0 137 0 0 120 0 npn 7 ^:7l:7l1: 1. 1..7.11..711. 1..7.11. 1._711 1 ° ° o o o S 236 I S 352 S ^lll I 03:15 PM Peak Intersection Traffic in Pk. Hr.= 3103 Peak Hr. Factor 0.95 01:15 PM Hour Intersection Pdstrns in Pk. Hr.= 0 INTERSECTION ANALYST: PROJECT NO : PEAK HOUR : RANCHO SANTA FE RD/LA COSTA MEADOWS B.L.T 4685 5 (7:30 AM-8:30 AM) DATE: 7/15/92 CITY / STATE : CARLSBAD, CA PK HR ENTERING VOL : 2533 Time Period Stopped Vehicles Approach Volume Time Period SB WB SB WB 6:30 - 6:45 5 9 73 17 6:45 - 7:00 23 7 153 13 7:00-7:15 4 15 80 18 7:15-7:30 17 11 115 20 7:30 - 7:45 30 16 93 20 7:45 - 8.00 73 21 127 25 8:00-8:15 11 21 96 26 8:15-8:30 8 18 80 49 15 min Stop Veh Vol 73 21 Corresponding App. Vol 127 25 Total Pk Hr Vol 396 120 APPROACH DELAY (DELAY / APPROACH)' (PK HR APPROACH VOL ) PK HR ENTERING VOL SB APPROACH (DELAY) WB APPROACH (DELAY) INTERSECTION (DELAY) 1.8 0.8 2.6 Seconds Seconds Seconds INTERSECTION (LOS) NOTE: 1. Delay data was collected at 20 second intervals. 2. Intersection LOS is based on information contained in the Highway Capacity Manual and provided earlier in this report. 3. Delay/Approach = Pk 15 min Stop Veh Vol * 20 sec / Pk 15 min Approach Vol 4. Intersection Delay is the maximized value of the 15 min Approach Delays INTERSECTION ANALYST: PROJECT NO : PEAK HOUR : RANCHO SANTA FE RD/LA COSTA MEADOWS B.L.T 4685 1 (3:45 PM - 4:45 PM) DATE: 7/15/92 CITY / STATE : CARLSBAD. CA PK HR ENTERING VOL : 3103 Time Period Stopped Vehicles Approach Volume Time Period SB WB SB WB 3:45 - 4:00 10 107 69 110 4:00-4:15 5 99 57 128 4:15-4:30 12 74 59 164 4:30-4:45 12 33 31 186 4:45 - 5:00 5 78 53 145 5:00-5:15 11 54 75 170 5:15-5:30 7 81 54 224 5:30 - 5:45 2 29 83 146 15 min Stop Veh Vol 10 107 Corresponding App. Vol 69 110 Total Pk Hr Vol 216 588 APPROACH DELAY (DELAY / APPROACH) ' (PK HR APPROACH VOL ) PK HR ENTERING VOL SB APPROACH (DELAY) WB APPROACH (DELAY) INTERSECTION (DELAY) 0.2 Seconds 3.7 Seconds 3.9 Seconds INTERSECTION (LOS) NOTE: 1. Delay data was collected at 20 second intervals. 2. Intersection LOS is based on information contained in the Highway Capacity Manual and provided earlier in this report. 3. Delay/Approach = Pk 15 min Stop Veh Vol * 20 sec / Pk 15 min Approach Vol 4. Intersection Delay is the maximized value of the 15 min Approach Delays CITY OF CARLSBAD SUMMER 1992 INTERSECTION ANALYSIS SUMMARY Intersection Number: 21 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 a Associates Turning Movenent Counts Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Street: E/H Street: Count Ciate: 07/15/=i2 Rancho S.snta Fe Road Clue.sthavi»n Ro-ad Day: Heather: HEDNESDAV Clear File: R92ICU21.HK1 Data CoUected by:J.S ft M.K Traffic Control: Unsignalized End of 15 ni n. prd. 06:15 FlM 06:30 FlM 06:15 FlM 07:00 FlM 07:15 FlH 30 AM 15 AM * 06:00 FlM * 08:15 FlH * 08:30 FlH * 08:15 FlH 03:00 FlH _ *^°''*-1 ''PP''°*'=^''' "^^^^ Rpproach CEB) East Approach CHB) 15 nin. Totals 1:17 17.11 "^^^^ """^^^ ^^'"''^ 0"'''''" ''^'•^ f'^^^t P**^= Left U-Trn Thru Right Peds t'ehicls Peds 07 07 19 88 93 111 166 119 187 238 171 151 153 152 2 11 11 11 6 13 8 7 12 12 12 6 9 13 20 30 16 21 28 21 26 26 11 23 70 109 153 179 171 116 178 197 179 151 133 162 0 0 0 0 0 0 0 0 0 0 0 0 5 2 5 16 5 20 11 17 11 20 10 19 5 6 10 30 31 21 21 13 22 23 33 33 110 232 235 113 398 373 133 526 121 383 382 397 Has. 15 nin. 0 0 238 11 0 11 0 197 0 0 0 0 0 0 0 20 0 0 13 0 526 0 Pk. Hr. Vol. 0 0 750 39 0 101 0 705 0 0 0 0 0 0 0 59 0 0 109 0 1766 0 07:30 FlH Peak Intersection Traffic in Pk. Hr.= 1766 Peak Hr. Factor 0.81 08:30 flH Hour Intersection Pd; strns in Pk. Hr.= 0 03:15 PM X 0 0 168 20 0 33 0 131 0 0 0 0 0 0 0 19 0 0 52 0 113 0 01:00 F'M « 0 0 181 22 0 11 0 155 0 0 0 0 0 0 0 26 0 0 31 0 161 0 01:15 F'H * 0 0 200 16 0 35 0 155 0 0 0 0 0 0 0 19 0 0 32 0 157 0 01:30 PH * 0 0 238 16 0 19 0 173 0 0 0 0 0 0 0 19 0 0 31 0 196 0 01:15 PH 0 0 156 35 0 15 0 137 0 0 0 0 0 0 0 7 0 0 25 0 375 0 05:00 PH 0 0 205 12 0 18 0 151 0 0 0 0 0 0 0 7 0 0 17 0 113 0 05:15 F'H 0 0 202 10 0 18 0 195 d 0 0 0 0 0 0 16 0 0 12 0 153 0 05:30 F'H 0 0 211 16 0 26 0 193 0 0 0 0 0 0 0 12 0 0 13 0 171 0 05:15 F'H 0 0 211 26 0 31 0 183 0 0 0 0 0 0 0 10 0 0 11 0 175 0 06:00 F'H 0 0 187 11 0 21 0 163 0 0 0 0 0 0 0 16 0 0 15 0 113 0 06:15 F'H 0 0 139 13 0 12 0 138 0 0 0 0 0 0 0 8 0 0 1 0 311 0 06:30 F'H 0 0 170 10 0 7 0 119 0 0 0 0 0 0 0 15 0 0 11 0 365 0 Has. 15 nin. 0 0 238 35 0 11 0 195 0 0 0 0 0 0 0 28 0 0 52 0 196 0 Pk. Hr. Moi. 0 0 807 71 0 128 0 611 0 0 0 0 0 0 0 85 0 0 119 0 1857 0 03:30 F'H 01:30 F'H Peak Hour Intersection Traffic in Pk. Hr.: Intersection Pdstrns in Pk. Hr.: 1857 0 Peak Hr. Factor 0.91 INTERSECTION ANALYST: PROJECT NO : PEAK HOUR : RANCHO SANTA FE ROAD/QUESTHAVEN ROAD DATE : 7/15/92 B.LT CITY/STATE: CARLSBAD, CA 4685 PK HR ENTERING VOL: 1766 5 (7:30 AM - 8:30 AM) Time Period Stopped Vehicles Approach Voiume Time Period SB WB SB WB 6:30 - 6:45 0 6 20 15 6:45 - 7:00 7 16 30 46 7:00-7:15 6 11 16 36 7:15-7:30 10 29 24 41 7:30 - 7:45 14 29 28 32 7:45 - 8:00 27 54 24 60 8:00-8:15 15 25 26 33 8:15-8:30 7 29 26 43 15 min stop Veh Vol 27 54 Corresponding App. Vol 24 60 Total Pk Hr Vol 104 168 APPROACH DELAY (DELAY / APPROACH) * (PK HR APPROACH VOL ) PK HR ENTERING VOL SB APPROACH (DELAY) WB APPROACH (DELAY) INTERSECTION (DELAY) 1.3 1.7 3.0 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 : 7/15/92 B.L.T CITY / STATE: CARLSBAD, CA 4685 PK HR ENTERING VOL: 1857 1 (3:30 PM-4:30 PM) Time Period Stopped Vehicles Approach Volume Time Period SB WB SB WB 3:30-3:45 9 41 33 71 3:45-4:00 3 32 41 62 4:00-4:15 3 8 35 51 4:15-4:30 1 7 19 50 4:30 - 4:45 1 21 15 32 4:45- 5:00 5 11 18 24 5:00-5:15 5 15 18 28 5:15-5:30 2 17 26 25 15 min stop Veh Vol 9 41 Corresponding App. Vol 33 71 Total Pk Hr Vol 128 234 APPROACH DELAY (DELAY / APPROACH) * (PK HR APPROACH VOL ) PK HR ENTERING VOL SB APPROACH (DELAY) WB APPROACH (DELAY) INTERSECTION (DELAY) 0.4 1.5 1.9 Seconds Seconds Seconds INTERSECTION (LOS) NOTE: 1. Delay data was collected at 20 second intervals. 2. Intersection LOS is based on information contained in the Highway Capacity Manual and provided earlier in this report. 3. Delay/Approach = Pk 15 min Stop Veh Vol * 20 sec / Pk 15 min Approach Vol 4. Intersection Delay is the maximized value of the 15 min Approach Delays CITY OF CARLSBAD SUMMER 1992 INTERSECTION ANALYSIS SUMMARY Intersection Number: 22 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 ft fissociates Turning Movenent Counts Analysis Pag# 1 of 3 City: Carlsbad r<i„. pQ->Trn55 uir-i intersection of: N/S Street: -ncho^SanU Fe Road 0..7c^^-^... ft C.K 0?"l/92'" S:^;,,,, J^'^^DAV Traffic Control: Signalized End of 15 -^71777771^ 11111.117777' "PP—^ East Approach CHB) 15 nin. Totals 171:711: 1:171:7117171 Hti .1:111:171777 77ii Hill 1:111:17 >i:^~'r^^^^ ^7~^"^;;^7'^ i":h:;ir'p;dr 06:15 AH 1 0 26 0 0 1 0 18 ~~l n I I „ Z 06:30 RM 1 0 13 1 o 2 0 7n ^t n ? i ^ ° 3 0 7 2 0 117 2 O^'-l^"" 3 0 51 3 ? 0 S 81 10 S ll 0 1 ,1 ^ : ° ^ ° 230 1 °^ = °° 5 0 69 0 0 0 S 157 Is S 69 0 ^ 2 c 2 H ° 2" ^ 07:15 RM 5 0 89 1 0 1 0 157 71 1 q? n ? 2 ! ° 2^ ^ ° ''lO 0 07:30 RM 6 0 92 0 0 1 0 08 ^1 n 1^ 2 i ?f ° ° 31 U 0 193 1 07:15 AH « 16 0 113 1 O 2 0 « 7i n 77L 0 5 11 0 7 0 18 6 0 311 0 08:00 AM « 21 0 1" 0 ? 2 J % \ l I X'^ '? 1^ 2 ' ° -"^^ ° 08:15 AM « 15 0 89 1 0 1 0 63 17 0 9i n t ll I W 0 31 7 0 531 3 08:30 AM * 13 0 111 0 1 2 0 53 62 S 8n r \ 7c. I 'I ° = ° 0 08:15 AM 27 0 108 0 1 0 0 13 12 ? ?5 n \ 7n I 7. 2 ^ ° ^ °„„!! 3__.._^ = » ^ ° 0 s' 28 I Is' S 1^ % I \ ?k:-Hr! t7i: I '^0 \ \ \ % l^r"i^"T"^^ r""r"io"""r"-;s""""o""ir"--u""o s^i r : 0 6t1 133^ 1 360 0 ilO 98 1 11 0 77 28 0 1951 1 nnl^n OH M***" Intersection Traffic in Pk. Hr.= 19S1 PearHrrFactor^Orgi 08:30 AH Hour Intersection Pdstrns in Pk. Hr.= 1 03:15 PM 31 0 172 6 1 3 o 99 51 '~n 76 n 7A 7I n I I ll 01 = 00 PM 25 0 123 10 0 5 0 91 18 0 st C 1^ ?P 2 l 2 ° ^'^'^ ^ 01:15 PH 55 0 202 6 2 7 0 91 69 n ft^ 2 -io 2 ! 0 11 i o 107 0 01:30 PH 23 0 131 i 0 8 S ?i S 68 I V, I I 2 ° = 01:15 PH « 30 0 137 5 0 6 0 1 1 75 S ?! 0 11 Is ? ^ 2 ,2 I " ° 0-5 i\ I III I I ,1 I i i ^ ^ ° - ^ ° - ^ o-r I ii; 1^ ^ M s ° °!:3?.^^. 30 0 ___87__ _1S °...„l„„0.._JL_.jL..L.J? L._!L. " ^ 0 'I t I ll', 'o Mas. 15 nin. 55 0 221 23 2 11 0 131 82 0 85 Cl 32 35 1 a n ll I i III l~ '7:7::7i::.771 1,.7l1 1 11 1..777..711 ° " S se 13 1 2^5 I 01:30 PM Peak Intersection Traffic in Pk. Hr.= 2215 Peak Hr, Factor 0 81 ~ 05:30 PH Hour Intersection Pdstrns in Pk. Hr.= 3 Rancho Santa Fe Road at La Costa Avenue Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Tiie Period: So. Approach (NB) No. Approach (SB) Hest Appr. (EB) East Appr. (HB) 07:30 AH to - 08:30 AH Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 11 1 1 1 Config- (left) 2 1 1 1 1 urations 3 11 11 11 11 4 Outside 5 Lane Settings 120120120120 Capacity 1800 4000 0 1800 4000 0 1800 4000 0 1800 4000 0 Do you Mant separate North/South phases (yes/no)? no Do you Hant separate East/Hest phases (yes/no)? no Efficiency Lost Factor 0.10 Hourly Voluie 74 430 2 7 624 193 360 20 98 41 77 28 Adjusted Hourly Voluie 74 432 0 7 817 0 360 118 0 41 105 0 Utilization Factor 0.04 0.11 0.00 0.00 0.20 0.00 0.20 0.03 0.00 0.02 0,03 0,00 Critical Factors 0.04 0.20 0.20 0.03 ICU Ratio = 0.57 LOS = A Turning Hoveients at Intersection of Rancho Santa Fe Road and La Costa Avenue Tiie: 07:30 AH to 08:30 AH North Approach Rancho Santa Fe Road Date: 07/14/92 Day: TUESDAY 1642 <- Total Naie: H.K k C.K 824 818 <- Subtotals Sub- 193 624 7 Total totals 1 ! : ' Sub- H <-• V •-> ; * totals Total E e 344 < : ; a s " •— 28 s t 822 ; * <— 77 146 t 360 —' ; /— 41 A 478 20 ~> ; : 175 A p 98 —' North V p p : > 29 p r V ; r ! (-, * I-y La Costa Avenue 11 111 ' III 74 430 2 Subtotals -> 763 506 Total -> 1269 Note: Left-turn voluies include South Approach U-turns. Rancho Santa Fe Road at La Costa Avenue Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Tiie Period: So. Approach (NB) No. Approach (SB) Hest Appr. (EB) East Appr. (HB) 04:30 PH to 05:30 PH Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 11 1 1 1 Config- (left) 2 1 1 1 1 urations 3 11 11 11 11 4 Outside 5 Lane Settings 120120120120 Capacity 1800 4000 0 1800 4000 0 1800 4000 0 1800 4000 0 Do you Hant separate North/South phases (yes/no)? no Do you Hant separate East/Hest phases (yes/no)? no Efficiency Lost Factor 0.10 Hourly Voluie 153 679 33 35 444 291 318 89 108 24 58 13 Adjusted Hourly Voluie 153 712 0 35 735 0 318 197 0 24 71 0 Utilization Factor 0.09 0.18 0.00 0.02 0.18 0.00 0.18 0.05 0.00 0.01 0.02 0.00 Critical Factors 0.09 0.18 0.18 0.02 ICU Ratio = 0.56 LOS = A Turning Hoveients at Intersection of Rancho Santa Fe Road and La Costa Avenue North Approach Rancho Santa Fe Road Tiie: 04:30 PH to 05:30 PH Date: 07/14/92 Day: TUESDAY Naie: H.K & C.K Sub- Total totals 1017 502 515 318 —• 89 -> 108 — • 291 I I <-• Subtotals -> 576 Total -> 770 444 I I V 1780 35 I I •-> North I I 153 679 865 1441 South Approach 1010 I-y I I 33 <- Total <- Subtotals <— /— Sub- totals Total 13 58 24 95 252 157 La Costa Avenue Note: Left-turn voluies include U-turns. CITY OF CARLSBAD SUMMER 1992 INTERSECTION ANALYSIS SUMMARY Intersection Number: 23 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 ft Associates Turning Movenent Counts Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Street: Rancho S.snta Fe Road E/H Street: Olivenhain Road/Canino Alvaro Count date: 07/11/92 Day: Heather: TUESDAV Clear File: R92ICU23.HK1 Data Collected by:C.I ft J.S Traffic Control: Signalized End of 15 nin. prd. 06:15 FlM 06:30 FlH 06:15 FlH 07:00 FlH 07:15 FlH 07:30 FlH 07:15 FlH 08:00 FlM * 09:15 FlM * 08:30 FlM * 08:15 FlH « 0'3:00 AM South Approach CNB) ^orth Approach CSB) Hest Approach CEB) East Approach CHB) 15 nin. Totals Till Hill 7:'^' 1"^^ "^^'""^ ^'""^^ ^"^^^ "^9^* "-•'•''n Thru Right Peds Vehicls Peds Left U-Trn 1 9 IS 16 23 18 29 55 25 26 13 36 10 11 25 22 33 16 37 51 17 36 66 30 0 0 1 2 3 7 7 5 1 6 U 15 0 0 2 3 1 10 1 3 1 8 6 10 0 2 2 1 0 2 1 1 3 1 1 11 0 0 0 0 1 0 0 0 0 0 0 0 21 21 10 63 37 61 58 67 68 51 75 62 28 11 71 83 92 82 95 117 89 75 81 31 17 51 80 88 85 31 35 111 108 83 118 81 UO 111 213 282 281 321 327 116 350 296 108 351 Mas. IS nin. 55 0 3 66 0 15 0 10 11 1 3 1 75 2 0 117 0 111 1 0 116 1 Pk. Hr. Vol. 119 0 2 200 0 26 0 21 15 1 1 0 261 2 0 365 0 156 1 0 1502 1 07:15 AM Peak Intersection Traffic in Pk. Hr.= 1502 Peak Hr. Factor 0.81 09:15 FlH Hour Inter: section Pdstrns in Pk. Hr.= 1 03:15 PM 50 0 8 83 0 S 0 3 3 0 1 0 86 7 0 12 0 71 1 0 363 0 01:00 F'M 32 0 7 88 0 2 0 0 1 0 3 a 125 3 0 51 0 100 1 0 119 0 01:15 PM 10 0 8 112 0 11 0 5 7 0 2 0 96 2 0 17 0 73 1 0 107 0 01:30 PM 39 0 16 80 0 6 0 1 5 0 1 0 112 3 0 58 0 76 1 0 101 0 01:15 F'H 9 0 20 75 0 5 0 2 3 0 1 0 118 1 0 53 0 85 6 0 381 0 05:00 F'H « 38 0 U 90 0 7 1 2 6 0 2 0 128 1 0 57 1 106 S 0 155 0 OS:15 PH K 36 0 7 99 0 2 0 0 2 0 22 0 227 1 0 61 0 113 6 0 576 0 05:30 PH X 35 0 13 92 0 0 0 1 5 0 7 0 220 1 0 55 0 111 10 0 550 0 05:15 PH X 21 0 21 71 0 9 0 1 1 0 3 0 181 2 0 51 0 91 7 0 165 0 06:00 PM 21 0 10 73 0 3 0 1 S 0 1 0 113 0 0 57 0 87 1 0 111 0 06:15 PM 25 0 7 61 0 3 0 1 5 0 1 0 115 1 0 38 0 65 S 0 377 0 06:30 PM 20 0 7 23 0 16 0 9 16 0 2 0 56 0 0 33 0 66 6 0 258 0 Has. 15 nin. SO 0 21 112 0 16 1 9 16 0 22 0 227 7 0 61 1 113 10 0 576 0 Pk. Hr. Vol. 133 0 52 352 0 18 1 1 11 0 31 0 756 5 0 227 1 121 28 0 2016 0 01:15 PM Peak Interj lection Traffic in Pk. Hr.= 2016 Peak Hr. Factor 0.89 05:15 F'M Hour Inters section Pds trns in Pk. Hr.= 0 Rancho Santa Fe Road at Olivenhain Road/Caiino Alvaro Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Tiie Period; So. Approach (NB) No. Approach (SB) Hest Appr. (EB) East Appr. (HB) 07:45 AH to 08:45 AH Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 111 1111 1 Config- (left) 2 1 i i urations 3 111 4 1 Outside 5 Lane Settings 01 1010120121 Capacity 0 1800 1800 0 2000 0 1800 4000 0 1800 4000 1800 Do you Hant separate North/South phases (yes/no)? no Do you Hant separate East/Hest phases (yes/no)? no Efficiency Lost Factor 0.10 Hourly Voluie 149 2 200 26 21 15 1 261 2 365 456 4 Adjusted Hourly Voluie 0 151 200 0 62 0 1 263 0 365 456 4 Utilization Factor 0.00 0.08 0.11 0.00 0.03 0.00 0.00 0.07 0.00 0.20 0.11 0.00 Critical Factors 0.11 0.00 0.07 0.20 ICU Ratio = 0.48 LOS = A Turning Hoveients at Intersection of Rancho Santa Fe Road and Olivenhain Road/Caiino Tiie: 07:45 AH to 08:45 AH North Approach Rancho Santa Fe Road Date: 07/14/92 Day: TUESDAY 69 <- Total Naie: Cl & J.S 62 7 <- Subtotals Sub- 15 21 26 Total totals : ! ! " Sub- N -- <-' V •-> ; totals Total E a e 620 < ; ; s - •— 4 5 t 884 : " <— 45i 825 t 1 —' : /— 365 fl 264 261 ~> : : 1312 A P 2 —• North V P P : > 487 p r r <-, * I-y Olivenhain Road/Caiino I I 1 I I 1 149 2 200 Subtotals -> 388 351 Total -> 739 Note: Left-turn voluies include South Approach U-turns. Rancho Santa Fe Road at Olivenhain Road/Caiino Alvaro Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Tiie Period: So. Approach (NB) No. Approach (SB) Hest Appr. (EB) East Appr. (HB) 04:45 PH to 05:45 PH Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 111 1111 1 Config- (left) 2 1 11 urations 3 111 4 1 Outside 5 Lane Settings 011010120121 Capacity 0 1800 1800 0 2000 0 1800 4000 0 1800 4000 1800 Do you Hant separate North/South phases (yes/no)? no Do you Hant separate East/Hest phases (yes/no)? no Efficiency Lost Factor 0.10 Hourly Voluie 133 52 352 19 4 14 34 756 5 228 421 28 Adjusted Hourly Voluie 0 185 352 0 37 0 34 761 0 228 421 28 Utilization Factor 0.00 0.10 0.20 0.00 0.02 0.00 0.02 0.19 0,00 0.13 0.11 0.02 Critical Factors 0.20 0.00 0.19 0.13 ICU Ratio = 0.61 LOS = B H e s t A P P r Turning Hoveients at Intersection of Rancho Santa Fe Road and Olivenhain Road/Caiino North Approach Rancho Santa Fe Road Tiie: 04:45 PH to 05:45 PH Date: 07/14/92 Day: TUESDAY Naie: Cl k J.S Sub- Total totals 1363 568 795 34 — • 756 ~> 5 — • 14 I t <-' Subtotals -> 236 Total -> 37 4 I I 133 152 19 I t •-> North 52 537 773 South Approach 115 I-y I 352 <- Total <- Subtotals <— /— Sub- totals Total 28 421 228 677 1127 1804 Olivenhain Road/Caiino Note: Left-turn voluies include U-turns. CITY OF CARLSBAD SUMMER 1992 INTERSECTION ANALYSIS SUMMARY Intersection Number: 24 Intersection Location: Carlsbad Village Drive and Harding Street CONTENT Turn Movement Count Summary (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Turn Movement Diagram P.M. Peak Hour ICU Analysis and Turn Movement Diagram PAGE 1 of 3 2 of 3 3 of 3 JHK ft Associates Turning Movenent Counts Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Street: Harding St E/H Street: Carlsbad Village Drive Count Date: 07/01/92 Day: Heather: HEDNESDAV Clear File: R92ICU21.HK1 Data CoUected by:K.S ft C.K Traffic Control: Signalized End of 15 nin. prd. South Approach CNB) North Approach CSB) Hest Rpproach CEB) East Approach CHB) 15 nin. Totals 17.11 ''^^^^ "^^ht Peds Left Ll-Trn Thru Right Peds Vehicls Peds Left U-Trn Thru Right Peds Left 06:15 AM 0 6 9 0 7 0 1 0 0 06:30 AM 1 0 1 11 2 8 0 6 0 2 06:15 AH 0 0 6 23 0 9 0 1 1 07:00 AH 1 0 U 19 2 16 0 5 1 07:15 AM 3 0 7 16 1 16 0 1 I 0 07:30 AM 8 0 6 13 1 17 0 2 I 0 07:15 AH 11 0 21 20 0 28 0 10 I 0 08:00 AH 6 0 10 18 0 27 0 6 0 08:15 AH X 11 0 18 16 1 25 0 16 3 1 08:30 AM * 12 0 18 3 3 26 0 11 8 0 2 08:15 AM * 11 0 13 16 2 23 0 11 8 1 0 09:00 AH « 12 0 18 11 6 30 0 10 1 0 Has. 15 nin. 11 0 21 23 6 30 0 16 1 1 Pk. Hr. Uol. 52 0 67 16 12 no 0 15 6 6 0 0 2 3 1 0 1 2 3 1 1 5 0 a 0 0 0 0 0 0 0 0 0 0 11 57 63 59 71 96 88 81 81 100 UO 128 2 5 3 7 5 3 10 1 7 9 3 6 7 1 8 6 6 9 15 11 17 31 17 26 0 0 0 0 0 0 0 0 0 0 0 0 33 19 15 61 81 82 ee 138 167 99 213 180 5 e 3 7 3 13 17 22 32 13 23 23 0 0 0 0 0 0 1 1 0 1 1 2 112 156 167 199 219 250 316 329 102 326 151 153 2 1 3 3 2 1 2 2 7 16 9 3 5 10 126 122 10 31 7 13 31 91 213 653 32 31 1 10 151 1635 16 11 03:00 AH 03:00 AM Peak Hour Intersection Traffic in Pk. Intersection Pdstrns in Pk. Hr.: Hr.= 1635 11 Peak Hr. Facto 0.90 03:15 PM 8 0 19 27 6 55 0 01:00 PH 12 0 27 17 1 56 0 01:15 PH 15 0 25 20 9 66 0 01:30 PH 8 0 27 19 2 65 0 01:15 PH 11 0 21 32 13 51 0 05:00 PM * 11 0 23 29 9 61 0 05:15 PH X 9 0 30 23 1 73 0 05:30 PH X 11 0 33 27 11 73 0 05:15 PH « 12 0 32 29 2 66 0 06:00 PH 8 0 13 19 13 58 0 06:15 PH 1 0 26 29 11 18 0 06:30 PH 6 0 25 27 15 51 0 Has. 15 nin. 15 0 33 32 15 73 0 Pk. Hr. Vol. 19 0 121 106 23 275 0 15 20 30 25 21 35 21 21 23 21 20 18 3 2 6 0 166 U 11 21 0 153 28 0 512 19 3 5 6 0 166 8 7 19 0 133 21 0 559 16 7 5 9 0 203 17 13 19 0 135 37 0 613 27 6 6 7 0 161 8 1 16 0 178 30 5 573 11 6 1 3 0 151 15 U 20 0 182 18 1 510 26 2 2 6 0 186 16 12 23 0 160 35 1 606 27 5 2 1 0 183 8 1 23 0 132 10 0 611 7 5 5 7 0 180 17 9 27 0 230 36 0 673 25 2 2 6 0 181 13 5 19 0 210 20 0 615 9 6 2 8 0 178 13 1 27 0 177 32 3 566 22 5 0 7 0 110 15 8 10 0 113 19 0 166 22 2 1 8 0 162 U 3 12 0 152 13 2 517 21 7 6 9 0 203 17 13 12 0 230 10 5 673 27 11 11 23 0 732 51 30 32 0 eoo 131 1 2508 68 35 106 01:15 PH 05:15 PM Peak Hour Intersection Traffic in Pk. Hr.= 2508 Intersection Pdstrns in Pk. Hr.= 68 Peak Hr. Factor 0.93 Harding St at Carlsbad Village Drive Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Tiie Period; So. Approach (NB) No. Approach (SB) Hest Appr. (EB) East Appr. (HB) 08:00 AH to 09:00 AH Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 11111111 1 Config- (left) 2 1 1 urations 3 1111 4 Outside 5 Lane Settings 010010120120 Capacity 0 2000 0 0 2000 0 1800 4000 0 1800 4000 0 Do you Hant separate North/South phases (yes/no)? no Do you Hant separate East/Hest phases (yes/no)? no Efficiency Lost Factor 0.10 Hourly Voluie 52 67 46 110 45 8 10 422 31 94 659 91 Adjusted Hourly Voluie 0 165 0 0 163 0 10 453 0 94 750 0 Utilization Factor 0.00 0.08 0.00 0.00 0.08 0.00 0.01 0.11 0.00 0.05 0.19 0.00 Critical Factors 0.08 0.00 0.01 0.19 ICU Ratio = 0.38 LOS = A Turning Hoveients at Intersection of Harding St and Carlsbad Village Drive Tiie; Date: Day: Naie: Total 1182 08:00 AH to 09:00 AH 07/01/92 HEDNESDAY K.S & C.K Sub- totals 719 463 10 — • 422 ~> 31 —' Subtotals -> Total -> North Approach Harding St 170 163 45 I I V 331 no I ( North ' I I 52 67 165 335 South Approach 168 I-y I I 46 <- Total <- Subtotals <— /— Sub- totals Total 91 659 94 844 578 1422 Carlsbad Village Drive Note; Left-turn voluies include U-turns. Harding St at Carlsbad Village Drive Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Tiie Period: So. Approach (NB) No. Approach (SB) Hest Appr. (EB) East Appr. (HB) 04:45 PH to 05:45 PH Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 11111111 1 Config- (left) 2 1 1 urations 3 1111 4 Outside 5 Lane Settings 010010120120 Capacity 0 2000 0 0 2000 0 1800 4000 0 1800 4000 0 Do you Hant separate North/South phases (yes/no)? no Do you Hant separate East/Hest phases (yes/no)? no Efficiency Lost Factor 0,10 Hourly Voluie 49 124 108 275 106 14 23 732 54 92 800 131 Adjusted Hourly Voluie 0 281 0 0 395 0 23 786 0 92 931 0 Utilization Factor 0,00 0.14 0.00 0.00 0.20 0.00 0.01 0.20 0.00 0.05 0.23 0.00 Critical Factors 0.00 0.20 0.20 0.05 ICU Ratio = 0.55 LOS = A Turning Hoveients at Intersection of Harding St and Carlsbad Village Drive Tiie: 04:45 PH to 05:45 PH Date: 07/01/92 Day: HEDNESDAY Naie: K.S & C.K Sub- Total totals 1672 863 809 23 — • 732 ~> 54 — • North Approach Harding St 14 Subtotals -> 252 Total -> 395 106 I I V 673 275 t I •-> North <-, I I 49 124 281 533 South Approach 278 I-y I I 108 <- Total <- Subtotals <— /— Sub- totals Total 131 800 1023 92 1115 2138 Carlsbad Village Drive Note: Left-turn voluies include U-turns. CFTY OF CARLSBAD SUMMER 1992 INTERSECTION ANALYSIS SUMMARY Intersection Number: 25 Intersection Location: Carlsbad Village Drive and Pio Pico 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 ft fissociates Turning Movenent Counts Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Street: Pio Pico Drive E/H Street: Carlsbad tillage Drive Filo: R92ICU25.HK1 Data CoUected bi.i:J.S ft A.B Count Date: 07/01/92 Day: HEDNESDAV Traffic Control: Signalized Heather: Clear South Approach CNB) North Approach CSB) End of 15 nin. prd. Left U-Trn Thru Right Peds Left U-Trn Thru Right Hest Appro.sch CEB) East Approach CHB) 15 nin. Totals Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicls Peds 06: IS 06:30 06:15 07:00 07:15 07:30 07:15 09:00 09:15 09:30 09:15 09:00 AM AM AH AH AM AH AH FlH AM AM AM AH 8 12 11 20 11 19 28 28 3 11 28 26 0 0 0 0 0 0 0 0 0 0 0 0 2 2 3 5 3 3 1 2 1 2 6 1 0 0 0 1 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10 3 1 2 11 1 6 2 5 6 2 2 0 0 0 0 0 0 0 0 0 0 0 0 1 2 0 2 5 6 7 17 9 10 12 1 0 0 Cl 0 a Cl Cl Cl 0 Cl Cl 0 10 12 29 29 21 11 12 60 13 55 13 69 6 2 5 2 5 8 9 11 11 7 13 10 0 0 1 0 0 0 0 0 0 0 0 0 1 3 1 3 3 8 7 9 1 9 5 3 0 0 0 0 0 0 0 0 0 0 0 0 50 76 67 127 83 125 130 161 111 113 87 0 0 1 0 0 0 0 0 0 1 0 92 ue 119 203 119 237 251 315 209 227 206 0 0 2 1 0 0 0 1 0 1 0 Has. 15 nin. 28 Pk. Hr. l.'ol. 81 0 8 5 1 0 13 15 1 1 11 0 0 8 20 11 17 0 0 17 0 39 Cl 63 186 11 12 1 0 9 28 0 0 161 530 8 27 1 0 315 1012 2 1 07:15 FlM Peak 09:15 FlH Hour Intersection Traffic Intersection Pdstrns in Pk. in Pk. Hr.= Hr.= 1012 1 Peak Hr. Factor 0.80 01:00 F'H 01:15 PH 01:30 PM 01:15 F'H 05:00 PH PH PH PH PH PH PM 05:15 05:30 05:15 06:00 06:15 06:30 27 35 27 39 29 63 26 33 21 30 8 0 0 0 0 0 0 0 0 0 0 0 21 9 6 2 5 11 9 0 7 10 7 0 2 8 12 15 2 1 11 11 6 10 7 1 0 0 0 0 0 0 0 0 0 0 0 0 1 2 5 0 5 6 19 3 0 9 6 1 0 0 0 0 0 0 0 0 0 0 0 0 5 5 10 1 6 5 11 6 3 1 25 3 13 17 11 9 12 1 23 11 2 2 1 5 2 0 0 0 1 1 0 2 0 0 0 0 12 11 16 11 6 7 15 11 32 21 19 9 117 185 103 235 161 160 305 232 192 203 181 106 11 12 25 23 17 23 23 25 26 15 13 8 1 0 0 0 0 2 0 0 3 0 0 0 11 18 6 16 7 15 21 11 29 11 11 1 0 0 0 0 0 0 0 0 0 0 0 0 106 152 106 111 111 155 231 151 185 155 133 71 2 7 1 19 3 1 6 1 6 1 S 2 0 2 0 0 0 0 0 1 1 0 0 1 330 186 313 511 111 126 751 199 521 162 136 221 3 2 0 0 1 3 0 3 1 0 0 1 Mas. IS nin. 63 Pk. Hr. l.'ol. 113 0 21 15 0 0 26 11 0 19 0 31 0 25 23 23 36 2 32 0 2 85 0 305 932 12 95 3 3 29 75 0 0 231 725 19 16 2 2 751 2233 1 7 05:00 F'M Peak 06:00 F'M Hour Intersection Traffic Intersection Pdstrns in Pk. Hr.= in Pk. Hr.= 2233 7 Peak Hr. Factor 0.71 Pio Pico Drive at Carlsbad Village Drive Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Tiie Period: So. Approach (NB) No. Approach (SB) Hest Appr. (EB) East Appr. (HB) 07:15 AH to 08:15 AH Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 111 11 l i Config- (left) 2 11 i i i urations 3 1111 4 Outside 5 Lane Settings 020011120120 Capacity 0 4000 0 0 2000 1800 1800 4000 0 1800 4000 0 Do you Hant separate North/South phases (yes/no)? no Do you Hant separate East/Hest phases (yes/no)? no Efficiency Lost Factor 0.10 Hourly Voluie 84 13 15 11 20 17 39 186 42 28 530 27 Adjusted Hourly Voluie 0 112 0 0 31 17 39 228 0 28 557 0 Utilization Factor 0.00 0.03 0.00 0.00 0.02 0.01 0.02 0.06 0.00 0.02 0.14 0.00 Critical Factors 0.03 0.00 0.02 0,14 ICU Ratio = 0,29 LOS = A Turning Hoveients at Intersection of Pio Pico Drive and Carlsbad Village Drive North Approach Pio Pico Drive Tiie: 07:15 AH to 08:15 AH Date: 07/01/92 Day: HEDNESDAY Naie: J.S & A.B Sub- Total totals 898 631 267 39 —' 186 ~> 42 — • Subtotals -> Total -> 17 I <-• 90 48 20 <-, I I 84 127 11 I North 13 112 202 South Approach 79 /-> I I 15 <- Total <- Subtotals <— /— Sub- totals Total 27 530 28 585 212 797 Carlsbad Village Drive Note; Left-turn voluies include U-turns. Pio Pico Drive at Carlsbad Village Drive Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Tiie Period: So. Approach (NB) No. Approach (SB) Hest Appr. (EB) East Appr. (HB) 05:00 PH to ~ - 06:00 PH Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 111 11 1 1 Config- (left) 2 11 11 1 urations 3 1111 4 Outside 5 Lane Settings 020011120120 Capacity 0 4000 0 0 2000 1800 1800 4000 0 1800 4000 0 Do you Hant separate North/South phases (yes/no)? no Do you Hant separate East/Hest phases (yes/no)? no Efficiency Lost Factor 0.10 Hourly Voluie 143 26 44 31 23 38 85 932 95 75 725 16 Adjusted Hourly Voluie 0 213 0 0 54 38 85 1027 0 75 741 0 Utilization Factor 0.00 0.05 0.00 0.00 0.03 0.02 0.05 0.26 0.00 0,04 0,19 0,00 Critical Factors 0.05 0.00 0.26 0.04 ICU Ratio = 0.45 LOS = A Turning Hoveients at Intersection of Pio Pico Drive and Carlsbad Village Drive Tiie: 05:00 PH to 06:00 PH North Approach Pio Pico Drive Date: 07/01/92 Day: HEDNESDAY 219 <- Total Naie: J.S ( A.B 92 127 <- Subtotals Sub- 38 23 31 Total totals ! ! : * Sub- H <-• V •-> : * totals Total E e 906 < : ; - a s * •— 16 5 t 2018 ; " <— 725 816 t 85 — • : /— 75 A 1112 932 -> : : 1823 A p 95 —' North V p p ! > 1007 p r V ; r : <-, * I-y Carlsbad Village Drive II 111 ' 111 143 26 44 Subtotals -> 193 213 Total -> 406 Note: Left-turn voluies include South Approach U-turns. CITY OF CARLSBAD SUMMER 1992 INTERSECTION ANALYSIS SUMMARY Intersection Number: 26 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 ft Associates Turning Movenent Counts Analysis Page 1 of 3 City: Carlsbad ^ File: R92ICU26.HK1 Intersection of: N/S Street: Batiquitos Drive Data Collected bci:M.K ft C.K E/H Street: Poinsettia Lane ItlHATif"'' 2*^' HEDNESDAV Traffic Control: Unsignalized 06.'21/32 Heather: Clear E,,d of 15 _!°^!:^-^^::!!!''_^!!^! ^^^^ ^ast Approach CHB) IS nin. Totals H::7l7: 1:17 17:7. 7171 Hill 77111:17 1771 77ii Hill I7l11:17^-'^'^'''^''^^^^^^^^^ Lefr'ti-rT^^hru'Righrpeds yehrciT'peds" 06:15 AH 8 0 0 0 0 0 0 niin s i <-a T 2 06:30 AH 21 0 1 1 2 l Q 2 ^ 2 ! }^ f ^ 0 0 23 1 0 61 1 0«' = 15f>« 17 0 0 0 2 3 S S 2^ 3 I ,6 6 ? 2 ? 2 ^ 07:00 AM 22 0 1 1 2 3 0 2 ^7 8 12 n ^ n 0 50 1 0 110 6 21 0 0 1 0 6 S ^ 2^2 0 5 0 25 5 0 ? S 53 1 1 111 'i 07:30 AH 30 0 0 0 1 1 0 0 ^1 1 ^ n 5 2 }. 2 ^3 11 113 1 = ^ ° ^ 0 I Is t I 0 il I 1 I I tt I t Itl I 08:00 AH « 27 0 0 1 1 11 0 0 21 0 6 1 32 8 0 1 I 4 I 1 i^l I 08:15 AH « ^3 0 1 0 0 6 0 0 26 1 9 Ci 25 5 0 2 2 Is i p 1« ^ -i-R^ ^l\2llll^l^l^^l\l^^^ " ^ 117171.. 11 1.....7 1 1 i.A..A.A..L.l L.1 ' 0 \ I Tl I I ll'. ] Has. 15 nin. 37 0 1 1 2 11 0 2 38 8 12 J 16 11 2 2 n 7^ I I III 17 11.:7::711:.711.. 1......7.....7. 7..77 1....7._771 1 ?!_. ^- 36 2 i S 2^3 10 7 721 Is 07:30 AM Peak Intersection Traffic in Pk. Hr.= 721 Peak Hr. Factor 0.89 08:30 AM Hour Intersection Pdstrns in Pk. Hr.= 15 03:15 PM 18 0 2 3 1 0 0 0 17 0 23 "l 62 32 0 2 0 88 a 0 III 7 01 = 00 PH 16 0 0 2 0 3 0 0 20 1 18 1 11 23 0 1 n 38 2 S 165 1 01=15 PM 18 0 0 2 0 3 0 0 10 1 22 2 77 32 1 1 I It I I llr I 0-1 = 30 PH 11 0 1 1 0 0 0 1 10 0 32 1 60 26 0 1 1 18 5 0 Ioi n 01:15 PM 20 0 1 0 1 1 0 0 15 1 25 0 61 25 2 2 1 73 1 2 lai 2 05:00 PH « 16 0 1 3 2 6 0 1 17 0 16 0 72 28 0 0 0 II 7 I III t 05:15 PH« 21 0 0 0 2 2 0 1 17 0 35 1 106 32 0 I ? 60 I S III ^ 05:30 PH « 18 0 0 2 2 2 0 0 20 0 29 0 '1 28 0 0 51 6 S 233 I 05:15 PM * 17 0 2 3 2 5 0 1 13 1 33 1 91 31 2 1 0 li 1 S III 1 06 = 00 PM 13 0 1 1 0 3 0 0 11 0 22 0 66 28 1 0 11 1 0 ill 1 06=15 PM 15 0 0 0 2 1 0 0 13 2 30 2 59 23 0 1 0 38 10 0 lls 1 06 = 30_PM 10 0 1_ l_ 1_ 5__ 0 1 le 0 19 1 72 16 0 0 0 11 9 0 1^7 1 Has. 15 nin. 21 0 2 1 2 6 0 1 20 2 35 2 106 32 2 2 1 68 10 0 276 s" 11:7:::71:..71 L___ ^ ^ e is o 3 67 i us 2 310 119 2 3 1 215 20 0 1013 u 01:15 PH Peak Intersection Traffic in Pk. Hr.= 1013 Peak Hr. Factor 0.91 05:15 PH Hour Intersection Pdstrns in Pk. Hr,= 11 Jhk & Associates, San Diego, CA. 3(C jfc SfC Jfc «^ sfc )jc 3|C 3|C jjC 5^ JjC 3^ 3^ JjC J|C i(C ^ 3jC 5^ 3^ 5)C i|C JjC 3^ JjJ 5^ j|( ^ ^ ^ j|C J|( J(f *^ 3jf 3(f 5|f J(C J)C i|C J)C JjC 5|C J|C J|( )JC 9|C 1^ 3(C 5|C 3jC 5|C )jC )jC )|C 3|C )jC )(t )|C 5jC )|C Intersection: BATIQUITOS DRIVE AND POINSETTIA LANE Date:06/24/92 Analyst: BLT Time Period Analyzeci: 7:30 - 8:30 AM Project No:4£)B5 City/State: CARLSBAD, CA Filename: B:CB9226AM.dbf APPROACH VOLUMES APPROACH SB WB NB EB LT 30 4 101 29 NUMBER OF APPROACH LANES APPROACH SB WB NB EB APPROACH SB WB NB EB LT 1 1 1 1 TH 1 243 2 145 TH 1 2 1 2 RT 118 10 5 36 RT 1 O 1 0 TOTAL 149 257 108 210 TOTAL 3 3 3 3 SUMMARY OF THE RESULTS DELAY (SECONDS) 7.1 4.4 2.2 3.6 CAPACITY 339 758 621 747 PHF 0.85 0.87 0.84 0.83 LOS B A A A Average Delay (Intersection) : 4.4 Level of Service (Intersection): A t**************************** End of Print Job iK************************** Jhk & Associates, San Diego, CA. Intersection: BATIQUITOS DRIVE AND POINSETTIA LANE Date:06/24/92 Analyst: BLT Time Period Analyzed: 4:45 - 5:45 PM Project No:4685 City/State: CARLSBAD, CA Filename: G:CB9226PM.dbf APPROACH VOLUMES APPROACH SB WB NB EB LT 15 4 72 117 NUMBER OF APPROACH LANES APPROACH SB WB NB EB APPROACH SB WB NB EB LT 1 1 1 1 TH 3 245 3 340 TH 1 2 1 2 RT 67 20 8 119 RT 1 O 1 o SUMMARY OF THE RESULTS DELAY (SECONDS) 9.9 3.7 2.1 14.8 CAPACITY 158 839 465 980 TOTAL 85 269 83 576 TOTAL 3 3 3 3 PHF 0.89 0.93 0.94 0.83 LOS B A A C Average Delay (Intersection) : 10.7 Level of Service (Intersection): C JK**************************** End of Print Job jK************************** CITY OF CARLSBAD SUMMER 1992 INTERSECTION ANALYSIS SUMMARY Intersection Number: 27 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 ft Associates Turning Movenent Counts Analysis p^g^ j 3 City: Carlsbad P., DopTni^? ut-i Intersection of: N/S Street: Paseo Del Norte EalrColUcJed-bS J.S a. C.I E/H Street: Poinsettia Lane 06/21/92'" S:^;,,,, Clear'"'' = """^-l^""^ E„d of IS 111117.1111111.'''' "PP--'^ East Approach CHB) 15 nin. Totals H::7:1: 1:17 1777 7777 HUl 77l11:17 1:111 7711 Hill Ull o-ri::~T;77^^ ^^^'TTT^'T^^T'^ ^7177'^ 06:15 AM 6 0 1 0 0 ? n i -i.. n I J 06:30 AH ^ 0 0 1 o f S '7 S 7 S .'n ^ 2 ° = ° ' 06:15 AH 5 0 5 2 0 7 0 0 n 2 "^2 ^ ° 3 0 56 5 1 131 1 07 = 00 AH 0 0 0 0 I ^ S S 18 S In O ^1 ^ 2 ' ' ^ 1 210 1 07:15 AM 5 0 1 0 1 8 0 0 Sl n ^? 2 2 ° ^ ° " ^ 2 257 3 07:30 AM « 1 0 5 1 1 5 0 ^ L n 2 0 0 0 0 75 6 0 236 1 07:15 AM « 8 0 5 0 5 0 ^1 2 « ^ ° ° 0 69 3 0 263 1 09:00 AH « 10 0 5 2 0 5 I 2 1^7 I ^ ^ * ° ^= ^0 318 3 OEi:lSFlM« 10 0 1 0 S 1 S 0 10 S 11 O ^2 ! 2 2 ° '2 0 361 0 08:30 AM 7 0 0 2 1 7 0 Q 33 ? 70 ? ^1 c 2 1 ° ° 305 0 0e:15 AH 10 0 1 0 0 11 0 1 63 0 18 I tt In 2 0 68 12 0 251 2 09:00 FlH H 0 1 1 0 5 0 2 16 ^ 19 ? ^7 ^ 2 ? ° 10 1 278 1 I I;* f 21 : ^ 1 17 10 I 0 86 U 0 268 1 Has. 15 nin. 11 0 5 2 1 U 0 2 i^T 1 i'»7 I ll I I ~Z 11-:7::7li:..71....7....:i....7... ^ ° I i^i 'o III \ :t\ 2I I I I I ,f,l I 2?=![?L?f?L__...??^!:!!!^^ ^" 'i^- H-= '''^ "^''^ " 03:15 F'H 6 0 1 3 0 13 0 1 13 2 ll I ll TT T I Z 01:00 PH 5 0 2 1 0 8 0 O S7 n ^ ll \l ^ ^ 0 91 12 0 336 3 01=15 PH 8 0 1 1 S 12 0 6 II 0 6S n 2? 2 2 I 0 66 10 0 298 0 01 = 30 PH 9 0 2 0 2 i 5 2 2^ S tl n ? 2 ? ° ^= 1 320 1 01:15 F'M 8 0 3 3 1 1? n ^ I, 2 =^ ? ^'^ 1 1 0 62 11 0 309 3 05:00 F'M « 10 0 .3 ? e 2 6 |2 5 I7 2 ?2 Jil 0 % 0 BO 1. 1 2 05:15 F'M « 2 0 1 2 0 I3 0 1 39 ^ n ino I 2 ^ ° ^ ° ''1'' ^ 05:30 F'M « 9 0 2 0 0 ? I 3 18 S 2 2^^? 1 0 52 11 2 299 2 05:15 F'H « 5 0 1 3 5 1 1 1 18 0 7I 1 1^^ ^ n ! 0 75 10 0 361 1 06 = 00 PH 9 0 1 0 0 10 0 2 ia 0 I Wl 2 ^ ° ^° 1^ 0 361 0 1 g j j ^ 1^ s HM i s in ! s i s i ^ Pk:-H^?M^i: 2t 2 ? 6^ f 1 xi7^ \ 25%' I ^f? In' f il o"";7""ir"i r " * 187 1 259 8 167 60 1 12 0 281 17 2 1138 5 2e'^^ r'l! l""^ Intersection Traffic in Pk. Hr.= 1138 Peak Hr. Factor 0.87 0J:15 FH Hour Intersection Pdstrns in Pk. Hr.= 5 Jhk & Associates, San Dieao, CA, ***** ***!!( ********* * Intersection: PASEO DEL NORTE AND POINSETtiA LANE Date:06/24/92 Analyst: BLT Time Period Analyzed: 7:15 - 8:15 AM Project No:4685 CARLSBAD. CA Filename: G:CB9227AM.dbf *****************!i<!|C*)K****!((*************)i(*********)|C****)K)K*!(c****!((*ii(i)(!K**#JK* APPROACH VOLUMES APPROACH SB WB NB EB LT 24 2 29 399 NUMBER OF APPROACH LANES APPROACH SB WB NB EB APPROACH SB WB NB EB LT 1 0 O 1' TH 3 351 19 162 TH 1 1 1 1 RT 191 37 4 26 RT O 1 0 0 SUMMARY OF THE RESULTS DELAY (SECONDS) 28.6 8.2 5.5 20.1 CAPACITY 281 758 153 992 TOTAL 218 390 52 587 TOTAL 2 2 1 2 LOS D B B D PHF 0.88 0.93 0.76 0.75 Average Delay (Intersection) : 17.5 Level of Service (Intersection): C *********** )K * )K )K * )K Jf; )|( )|( )K # 5(( )K ;^;)(,)())( # gp^j Print Job ************************ JK * )|( Jhk & Associates, San Diego, CA, Intersection: PASEO DEL NORTE AND POINSETTIA LANE Date:06/24/92 Analyst: BLT Time Period Analyzed: 4:45 - 5:45 PM Project No:4685 City/State: CARLSBAD, CA Filename: G:CB9227PM.dbf *******************************!(C)K*!(t*!)()KD(**!((KC)KlK!)t!K)|C!|CJ((Kt»****)|C*************** APPROACH VOLUMES APPROACH SB WB NB EB LT 60 12 26 267 NUMBER OF APPROACH LANES APPROACH SB WB NB EB APPROACH SB WB NB EB LT 1 0 0 1 TH 18 281 7 467 TH 1 1 1 1 RT 187 47 6 60 RT 0 1 0 0 TOTAL 265 340 39 794 TOTAL 2 2 1 2 SUMMARY OF THE RESULTS DELAY (SECONDS) 23.9 7.2 4.4 25.9 CAPACITY 327 772 142 956 PHF 0.97 0.85 0.70 0.97 LOS D B A D Average Delay (Intersection) : 19.9 Level of Service (Intersection): C ***************************** End of Print Job *************************** CITY OF CARLSBAD SUMMER 1992 INTERSECTION ANALYSIS SUMMARY Intersection Number: 28 Intersection Location: Poinsettia Lane and Avenida Encinas CONTENT PAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and 2 of 3 Turn Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Turn Movement Diagram JHK ft Associates Turning Movenent Counts Analysis Pag# i of 3 City: Carlsbad Pil^. Rg2icU2e.HKl Intersection of: N/S Street: Avenida Encinas Data Collected by:K.S ft D.H E/H Street: Poinsettia Lane Oay: HEDNESDAV Traf fic Control: Signalized 06/21/32 Heather: Clear End of 15 -1117.7.1117.11.1111 11111.11111117711 11171111"^^*' "PP----^^ ^"S) 15 nin. Totals 171:711: 1:17 17.11 .777 Hill 7:ll 1:11. 1:111 .1111 HUl ^TY'EEI '^'^'^^^^ Lefr'u-rrn'^hru'Ri'ghrPeds t'ehrcls"peds" 06:15 AM 2 0 1 11 0 6 0 2 in n n I T I I I 06:30 AH 1 0 0 13 0 11 0 2 1 S ? n ^ ^ 2 ° ^ ^ 15 1 06:15 AH 3 0 0 1 0 ll 0 3 2 S 1 n 7 ! 2 ° ^ ^ ^ 70 2 07 = 00 AH 5 0 1 21 0 l6 0 3 ? 0 n n il = 2 ° ^3 0 92 0 07:15 « 1 2 26 S I7 S 1 9 2 iS ^6 7 2 |2 ° 1^7 1 07:30 AM 9 0 1 31 n 10 n 1 .a X , r . 1 2g 0 27 26 5 173 6 07 = 15 AH 5 S 1 30 2 8 S 2 5 2 7 : '2 I 2 ° ^2 3 171 3 09:00 AH 10 0 2 .30 1 20 S 1 8 S ll n 1I 1? ? I- ° ^° ^° ' 1" 3 08:15 AH » 0 0 3 32 1 10 0 2 ? S ? r \t 1 I ll 0 16 29 0 219 5 08:30 AH * 3 0 1 31 22° 0 3 e ? 7 n 1 ^ ^1 0 21 31 0 186 3 0a:15 HH * 5 0 2 37 2 !& 0 3 0 0 5 n 1? i^ n 0 13 17 1 222 8 2!:2e.?!^_!.__..^l._._2....._L...^?.___.L..?..._.L___L_._.L._L__.L____L_.!L__.!L.._°_ ° 12 I I Has. 15 nin. 11 1 1 52 1 39 0 3 qim n ic t-^ ^ Z ~ '^^1^--^----l-..77:..777....7..1l...l...YA.^^^^ - S t ^7 \ 2!'22 ^ T'^^ Intersection Traffic in Pk. Hr.= 862 Peak Hr. Factor 0^83 09:00 AH Hour Intersection Pdstrns in Pk. Hr.= 17 0°i-00 PS 29 5 5 6^ " T 1^ i "}! Vl \ Y'"^"'^""^'"^ o"""l"r"ir""o 77^ o" - = 2^ 1 ' 8^ ^ 1^ ? , ; 21 0 101 0 39 31 0 371 1 SiiispS:: 2^6 I ^7 '^^ I I % 'I I 7. ? ll ^ ll I 31 I III lui;:: ll I ll ll I ll I I ; I \i I ll ll ll I ll I 330 1 05:15 PH« 53 0 3 115 0 16 0 8 12 0 8 0 15 33 0 112 S 3^ 33 S 5U 0 05 = 30 PH 38 0 1 82 0 21 0 5 11 0 2 0 36 21 0 70 0 27 30 ^ I56 I 05:15 PM 35 0 11 75 0 30 0 5 6 0 8 Cl 12 27 1 71 0 31 32 376 2 06:00 PM 29 0 12 87 3 26 0 11 1 0 5 0 38 33 2 77 0 31 39 1 391 I 06:15 PM 36 0 3 83 1 21 0 1 3 0 3 0 23 11 i 89 0 22 21 0 ^37 6 0^:30_PM fl_.„l_ 1 71_ 1 _19_ 1_ 0_ 7___ 0 7 0 32 26 0 ?2 I 23 31 1 III 2 Mas. 15 nin. 53 5 15 115 1 16 1 U 11 0 12 1 15 39 7 112 0 18 10 1 Sll 7 '7:7::7lli:.711 2 17..111. L..71. 2 11 ° '^e no i 377 I itl itl 0 1713 7 01:15 PM Peak Intersection Traffic in Pk. Hr.= 1713 Peak Hr. Factor 0.81 05:15 PM Hour Intersection Pdstrns in Pk. Hr.= 7 Avenida Encinas at Poinsettia Lane Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Tiie Period: So. Approach (NB) No. Approach (SB) Hest Appr. (EB) East Appr. (HB) 08:00 AH to 09:00 AH Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 11 1111 1 Config- (left) 2 1 111 urations 3 1 1 4 Outside 5 Lane Settings 111010110111 Capacity 1800 2000 1800 0 2000 0 1800 2000 0 1800 2000 1800 Do you Hant separate North/South phases (yes/no)? no Do you Hant separate East/Hest phases (yes/no)? no Efficiency Lost Factor 0.10 Hourly Voluie 36 12 152 99 10 12 20 51 47 193 93 157 Adjusted Hourly Voluie 36 12 152 0 121 0 20 98 0 193 93 157 Utilization Factor 0.02 0.01 0.08 0.00 0.06 0.00 0.01 0.05 0.00 0.11 0.05 0.09 Critical Factors 0.08 0.00 0.05 0.11 ICU Ratio = 0.34 LOS = A Turning Hoveients at Intersection of Avenida Encinas and Poinsettia Lane North Approach Avenida Encinas Tiie: 08:00 AH to 09:00 AH Date: 06/24/92 Day: HEDNESDAY Naie; K.S k D.H Sub- Total totals 259 141 118 20 — • 51 ~> 47 — • 12 Subtotals -> 250 Total -> 121 10 I V 310 99 I t North I I 36 12 200 450 South Approach 189 I-y t I 152 <- Total <- Subtotals <— I— Sub- totals Total 157 93 193 443 745 302 Poinsettia Lane Note; Left-turn voluies include U-turns. Avenida Encinas at Poinsettia Lane Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Tiie Period; So. Approach (NB) No. Approach (SB) Hest Appr. (EB) East Appr. (HB) 04:15 PH to 05:15 PH Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 11 1111 1 Config- (left) 2 1 111 urations 3 1 1 4 Outside 5 Lane Settings 111010110111 Capacity 1800 2000 1800 0 2000 0 1800 2000 0 1800 2000 1800 Do you Hant separate North/South phases (yes/no)? no Do you Hant separate East/Hest phases (yes/no)? no Efficiency Lost Factor 0.10 Hourly Voluie 143 29 370 146 21 33 41 128 140 377 142 143 Adjusted Hourly Voluie 143 29 370 0 200 0 41 268 0 377 142 143 Utilization Factor 0.08 0.01 0.21 0.00 0.10 0.00 0.02 0.13 0.00 0.21 0.07 0.08 Critical Factors 0.21 0.00 0.13 0.21 ICU Ratio = 0.65 LOS = B H e 5 t A P P r Turning Hoveients at Intersection of Avenida Encinas and Poinsettia Lane North Approach Avenida Encinas Tiie: 04:15 PH to 05:15 PH Date: 06/24/92 Day: UEDNESDAY Naie: K.S i D.H Sub- Total totals 631 322 309 41 —• 128 ~> 140 — • 33 I I <-' Subtotals -> 538 Total -> 200 21 I V 409 146 I I •-> North I 143 29 542 1080 South Approach 209 I-y I I 370 <- Total <- Subtotals <— I— Sub- totals Total 143 142 377 662 1306 644 Poinsettia Lane Note; Left-turn voluies include U-turns. CITY OF CARLSBAD SUMMER 1992 INTERSECTION ANALYSIS SUMMARY Intersection Number: 29 Intersection Location: Tamarack Avenue and Pio Pico 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 ft Associates Turning Movenent Counts Analysis Page j 3 Intersc.f!^^^;^o*?''N.c * „• . Fil»= R«ICU29.HK1 Intersection of: N/S Street: Pio Pico Drive Data Collected bt,:C.I ft H.K E/H Street: Tanarack Avenue 07"Sl/92*'*' ?,'"^7 HEDNESDAV Traffic Control: Signalized ur.'Ui/j£. Heather: Cloudy End of IS ^ITll'TlTl.TITl 111117.1111111.777 ''-^^ «PP-*ch CHB) IS «in. Totals 71:711: 1:17 1777 7777 HUl 7:111:17 17.11 7777 H'^ 1:t ^!E'2:!:":'_'!^'"'^"^^'^'^^'^^^^ L^fr'uI^^^'rh^rRi'^hrp^d; ve'Mcir'p;dr 06:15 AM 5 0 0 1 0 0 n n in ~n ~ ~c I TZ I °^' = 30FIM 5 0 1 0 S 2 S S I S ll .7 s 2 s 2 2 ° ° 06:15 AH 6 0 0 0 0 3 0 0 2 Q r, H ^ ° ^ 0 112 5 0 203 , 0 07:00 FlH 5 0 2 0 0 I S ^3 n i? 2 c! f ^ ^ ° 2 0 226 1 07:15 FIM » 7 0 0 i 5 2 S S ' 1 ? 6 ^ t ^ 2 = ° 210 1 07:30 RH * 5 0 0 2 2 9 I 0 10 1 ll n o I I ° ^ ° 216 2 07:15 AH « 1 0 0 1 I 7 0 0 12 g a I I I 2 ° 310 5 09:00 AH « 7 0 0 3 0 13 0 1 11 0 2I r II ^ ? I 2 ^"'^ ° ° 261 1 08:15 AH 0 0 0 1 0 7 0 0 35 S O ^5 I n ^ 2 ^° ^ "^"3 3 00 = 30 RH 1 0 1 2 0 2 0 0 ^9 2 Is O ^s ^2 I 2 "° ° 232 0 00 = 15 FlH 3 0 1 5 0 7 0 0 '^0 S 1 C P4 7 ^ n 2 = ^ 225 6 1^771771 1 1....7 3 0 I I I 2? I ,1 , I I I I I I 256 1 ?k:-Hr!"oK 23 I I i\ I 'A I T 'YT'fi VY"!'"^ ^ o"";;r""i5""3""-;o3 r . f fl 0 1 1-^7 3 61 0 2d7 18 6 13 0 618 23 2 1223 H nlinn TH M"" Intersection Traffic in Pk. Hr.= 1223 ""peIk'HrrFactor'~or76 08:00 FlH Hour Intersection Pdstrns in Pk. Hr.= 11 M • I s i s ii •? s ^ i i i 1 np inn PH 3 0 0 7 0 19 0 0 28 2 26 0 191 8 0 1 0 UO 11 0 391 2 2c i2 PH 0 0 3 1 H 0 1 29 1 27 0 187 10 1 3 0 118 11 1 115 1 7 ll ^2 7 0 1 3 2 20 0 1 33 5 36 0 181 2 0 0 0 119 10 0 116 7 17:71177 1 1. 7 !. 1 17 2 I 11 2 !! ° i^'i 7 6 I S I02 le I 379 1 Mas. 15 nin. 8 0 2 7 3 29 0 1 10 5 67 0 "21O 13 U 1 0 176 22 2 ll~ Hi77:77L..71 1. 1 7.. 2 11. 2. L_J?! 7.7^i ^ 30 11 ^ S sis 17 I ilss I1 01:30 PM Peak Intersection Traffic in Pk. Hr.= 1855 Peak Hr. Factor 0.82 05:30 F'H Hour Intersection Pdstrns in Pk. Hr.= 11 Pio Pico Drive at Taiarack Avenue Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Tiie Period; So. Approach (NB) No. Approach (SB) Hest Appr. (EB) East Appr. (HB) 07:00 AH to — 08:00 AH 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 II urations 3 1111 4 Outside 5 Lane Settings 010010120120 Capacity 0 2000 0 0 2000 0 1800 4000 0 1800 4000 0 Do you Hant separate North/South phases (yes/no)? no Do you Hant separate East/Hest phases (yes/no)? no Efficiency Lost Factor 0.10 Hourly Voluie 23 0 11 31 1 157 61 237 18 13 648 23 Adjusted Hourly Voluie 0 34 0 0 189 0 61 255 0 13 671 0 Utilization Factor 0.00 0.02 0.00 0.00 0.09 0.00 0.03 0.06 0.00 0.01 0.17 0.00 Critical Factors 0.00 0.09 0.03 0.17 ICU Ratio = 0.40 LOS = A Turning Hoveients at Intersection of Pio Pico Drive and Taiarack Avenue Tiie; 07:00 AH to 08:00 AH North Approach Pio Pico Drive Date: 07/01/92 Day: HEDNESDAY 273 <- Total Naie: C.I & H.K 189 84 <- Subtotals Sub- 157 1 31 Total totals ! I 1 " Sub- W <-' V •-> ; " totals Total E P IB —' North V r <~) * I-y Taiarack Avenue 1 1 I I 1 I 23 0 11 Subtotals -> 32 34 Total -> 66 a e 828 < I : 5 * •-. 23 s t 1144 ! ' <— 448 684 t 61 —• : /— 13 A 316 237 ~> ; ; 963 A P P ; > 279 p r Note; Left-turn voluies include South Approach U-turns. Pio Pico Drive at Taiarack Avenue Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Tiie Period: So. Approach (NB) No. Approach (SB) Hest Appr. (EB) East Appr. (HB) 04:30 PH to 05:30 PH Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 11111111 1 Config- (left) 2 1 i urations 3 1111 4 Outside 5 Lane Settings 010010120120 Capacity 0 2000 0 0 2000 0 1800 4000 0 1800 4000 0 Do you Hant separate North/South phases (yes/no)? no Do you Hant separate East/Hest phases (yes/no)? no Efficiency Lost Factor 0.10 Hourly Voluie 14 4 19 78 3 129 180 831 38 9 503 47 Adjusted Hourly Voluie 0 37 0 0 210 0 180 869 0 9 550 0 Utilization Factor 0.00 0.02 0.00 0.00 0.11 0.00 0.10 0.22 0.00 0.01 0.14 0.00 Critical Factors 0.00 0.11 0.10 0.14 ICU Ratio = 0.44 LOS = A Turning Hoveients at Intersection of Pio Pico Drive and Taiarack Avenue North Approach Pio Pico Drive Tiie: 04:30 PH to 05:30 PH Date: 07/01/92 Day; HEDNESDAY Naie: C.I & H.K Sub- Total totals 1695 646 1049 180 —' 831 ~> 38 —' Subtotals -> Total -> 129 I I <-• 50 210 3 I I V 441 78 I I •-> North I 14 4 37 87 South Approach 231 I-y I I 19 <- Total <- Subtotals <— /— Sub- totals Total 47 503 9 559 1487 928 Taiarack Avenue Note: Left-turn voluies include U-turns. CITY OF CARLSBAD SUMMER 1992 INTERSECTION ANALYSIS SUMMARY Intersection Number: 30 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 ft Associates Turning Hovenent Counts Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Street: E/H Street: El Fuerte Street Alga Road Count Date: 07/07/92 Day: Heather: TUESDAV Cloudy South Approach CNB) North Approach CSB) File: R92ICU30.HK1 Data CoUected by:J.S ft C.K Traffic Control: Unsignalized Hest Approach CEB) East Approach CHB) 15 nin. Totals nin. prd. Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Uehicls Peds 06:15 AH 2 0 0 3 0 2 0 0 10 0 2 0 11 0 0 1 0 23 0 0 57 0 06:30 AH 3 0 0 3 0 3 0 0 3 0 0 0 15 2 0 1 0 16 0 0 52 0 06:15 AH 1 0 1 10 0 7 0 0 6 0 0 0 17 3 0 3 0 31 1 0 86 0 07:00 AH 1 0 0 11 0 5 0 0 16 0 1 0 32 3 2 6 0 62 0 0 137 2 07:15 AM 3 0 1 IS 0 10 0 0 6 0 2 0 10 2 0 8 0 53 1 1 152 1 07:30 AM x 1 0 0 13 1 16 0 0 11 1 3 0 16 1 0 11 0 63 3 0 180 2 07:15 AM * 1 0 0 11 2 13 0 0 15 0 2 0 19 3 0 10 0 65 3 0 178 2 08:00 AM * 6 0 0 11 0 11 0 0 16 2 6 0 61 2 0 3 0 33 5 0 220 2 00:15 AM se S 0 0 18 1 9 0 1 11 0 1 0 13 3 0 6 0 71 5 0 181 1 08:30 AM 1 0 1 16 2 7 0 0 U 0 5 0 29 5 0 8 1 S3 6 0 119 2 08:15 AH 6 0 0 7 1 11 0 0 10 1 0 0 39 8 1 3 1 36 3 1 133 1 09:00 AM 2 0 3 10 0 5 0 0 13 0 3 0 31 5 0 10 0 17 1 0 133 0 Mas. 15 nin. 6 0 3 16 2 16 0 1 16 2 6 0 61 8 2 11 1 33 6 1 220 1 Fk. Hr. Vol. 13 0 0 56 1 19 0 1 56 3 15 0 199 12 0 32 0 301 16 0 759 7 07:15 AH Peak Intersection 1 Traffic in Pk. Hr.= 759 Peak Hr. Factor 0.86 08:15 AH Hour Intersection 1 Pdstrns in Pk. Hr.= 7 03:15 PM 6 0 0 16 0 1 0 0 6 0 11 0 67 5 0 10 0 61 6 0 191 0 01:00 PM 5 0 1 10 0 5 0 0 5 0 9 0 16 3 0 10 0 33 1 0 131 0 01:15 PM 10 0 2 10 0 5 0 1 3 0 U 0 63 1 0 U 0 17 2 0 169 0 01:30 PM 2 0 0 13 0 1 0 0 7 0 7 0 80 2 2 11 0 56 7 0 183 2 01:15 PH 2 0 1 8 1 5 0 0 5 0 12 0 62 8 0 11 0 16 6 0 169 1 05:00 PH 1 0 3 9 1 7 0 0 6 0 19 0 78 6 0 15 0 13 9 0 205 1 05:15 PH * 6 0 1 16 1 1 0 1 10 0 15 0 77 1 0 15 0 52 13 1 211 2 05:30 PM » 5 0 0 12 1 '2 0 0 2 1 20 1 113 7 0 13 1 53 13 1 212 3 05:15 PM X 3 0 2 11 0 3 0 0 3 0 11 0 79 6 0 19 0 15 6 2 191 2 06:00 PM X 5 0 2 10 0 1 0 0 8 0 15 0 90 3 0 10 2 70 9 1 228 1 06:15 PM 1 0 0 6 0 12 0 0 3 0 13 0 61 8 2 11 0 39 9 2 169 1 06:30 PM 1 0 0 10 2 6 0 0 6 0 6 0 16 6 0 11 1 19 12 1 162 3 Mas. 15 nin. 10 0 3 16 2 12 0 1 10 1 20 1 113 8 2 19 2 70 13 2 212 1 Pk. Hr. Vol. 13 0 5 52 2 13 0 1 23 1 61 1 359 20 0 57 3 220 11 5 875 8 05:00 PM Peak Intersection Traffic in Pk. Hr.= 875 Peak Hr. Factor 0.90 06:00 PM Hour Intersection Pdi itrns in Pk. Hr.= 8 Jhk & Associates, San Dieao, CA, ***************#*****)K)K***********)K*»****)|c****)|t*********************)K*** Intersection: EL FUERTE STREET AND ALGA ROAD Date:07/07/92 Analyst: BLT Time Period Analyzed: 7:15 - 8:15 AM Project No:4685 City/State: CARLSBAD, CA Filename: G:CB9230AM.dbf **********************«J|()|C***l((J|t«)|(!tt****J((************!|(#:((##)|C******!(t*****!(t*!|C3(( APPROACH VOLUMES APPROACH SB WB NB EB LT 49 32 19 15 NUMBER OF APPROACH LANES APPROACH SB WB NB EB APPROACH SB WB NB EB LT 0 1 0 1 TH 1 304 O 199 TH 2 2 2 2 RT 56 16 56 12 RT O O 0 O SUMMARY OF THE RESULTS DELAY (SECONDS) 2.8 5.5 3.0 3.2 CAPACITY 407 955 312 890 TOTAL 106 352 75 226 TOTAL 2 3 2 3 PHF 0.95 0.82 0.82 0.82 LOS A B A A Average Delay (Intersection) : 4.3 Level of Service (Intersection): A ********************»(******** End of Print Job *************************** Jhk & Associates. San Dieao, CA, ************************************************************************ ••^ Intersection: EL FUERTE STREET AND ALGA R(JAD Date:07/07/92 Analyst: BLT Time Period Analyzed: 5:00 - 6:00 PM City/State: CARLSBAD. CA Project No:4685 , , Filename: G:CB9230PM.dbf *************)|(*)i<!|(#)|C*!K***!|(**)|()|(*!|()|<*)|(**)t(,|<!|(j|(*)|()|()|<j|(^^j|(j,(^^ APPROACH VOLUMES APPROACH SB WB NB EB LT 13 60 19 62 NUMBER OF APPROACH LANES APPROACH SB WB NB EB APPROACH SB WB NB EB LT O 1 O 1 TH 1 220 5 359 TH 2 2 2 2 RT 23 41 52 20 RT 0 O 0 0 SUMMARY OF THE RESULTS DELAY (SECONDS) 2.0 4.2 3.3 5.2 CAPACITY 316 968 288 1000 TOTAL 37 321 76 441 TOTAL 2 3 2 3 PHF 0.62 0.88 0.83 1 .02 LOS A A A B Average Delay (Intersection) : 4.4 Level of Service (Intersection): A ***********)K!K)K*)K)K************ End of Print Job *************************** CITY OF CARLSBAD SUMMER 1992 INTERSECTION ANALYSIS SUMMARY Intersection Number: 31 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 ft Associates Turning Movenent Counts Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Street: State St E/H Street: Grand Avenue File: R92ICU31.HK1 Data CoUected by:H.K ft C.K Count Date: 07/02/92 Day: Heather: THURSDAV Clear Traffic Control: Signalized End of 15 South Approach CNB) North Approach CSB) Hest Appro.»ch CEB) East Approach CHB) 15 nin. Totals nin. prd. Left U-Trn Thru Right Pods Left U-Trn Thru Right Peds Left U -Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicls Peds 06:15 AH 0 0 6 3 1 0 0 2 0 5 0 0 1 0 0 2 0 7 3 0 27 6 06:30 AM 0 0 9 0 3 1 0 8 1 7 0 0 5 1 0 1 0 9 1 0 39 10 06:15 AM 0 0 5 2 1 0 0 7 2 7 2 0 12 1 0 1 0 22 1 0 55 e 07:00 AM 1 0 9 3 2 1 0 10 1 10 2 0 8 1 1 2 0 16 3 0 63 16 07:15 AM 5 0 11 3 1 1 0 13 5 S 5 0 12 5 0 3 0 16 1 0 89 9 07:30 AM 3 0 11 1 3 5 0 11 3 5 1 a 8 5 1 1 0 20 7 0 65 9 07:15 AM 2 0 11 5 2 0 0 23 5 2 2 0 12 9 0 2 0 29 8 1 106 5 08:00 AH 7 0 26 6 1 7 0 21 10 11 6 0 18 6 3 3 0 31 13 1 161 19 08:15 AM « 8 0 26 e 1 U 0 19 5 13 1 0 21 6 5 1 0 38 11 1 161 20 08:30 AH K 1 0 26 7 3 U 0 21 6 5 6 0 21 1 1 7 0 31 11 6 160 21 08:15 AM * 0 0 16 6 1 7 0 15 7 7 9 a 21 1 0 6 0 25 8 1 129 15 09:00 AM x 1 0 32 6 2 13 0 13 6 7 6 0 28 8 1 7 0 32 IS 2 170 15 Has. 15 nir 1. 8 0 32 6 9 13 0 23 10 13 9 0 26 9 5 7 0 38 15 6 170 21 Pk. Hr. Vol 16 0 102 29 16 12 0 66 21 32 25 0 97 22 10 21 0 126 18 13 620 71 08:00 AM Peak Intersection 1 Traffic in Pk. Hr.= 620 Peak Hr. Fa ctor 0.91 03:00 AM Hour Intersection 1 Pdstrns in Pk. Hr.= 71 03:15 PM 5 0 37 22 IS 11 0 37 8 11 U 0 11 19 7 9 1 19 15 8 266 11 01:00 PM X 10 0 39 18 22 IS 0 57 11 6 9 0 52 19 8 20 1 17 32 12 330 50 01:15 PM X 3 0 51 15 17 3 0 56 15 11 7 0 19 28 6 11 0 17 32 23 326 60 01:30 PM X 7 0 31 10 10 18 0 13 12 9 7 0 60 23 1 7 0 29 16 8 272 31 01:15 PM X 6 0 11 22 11 13 0 19 12 15 8 0 13 13 6 16 2 18 26 6 .301 38 05:00 PM 10 0 33 10 12 11 0 35 16 6 7 0 35 17 9 9 1 10 13 3 237 30 05:15 PM 7 0 39 11 1 13 0 13 11 16 7 0 16 11 11 5 0 59 15 11 273 12 05:30 PM 3 0 31 15 5 3 0 11 6 6 10 0 51 20 5 12 0 36 15 12 261 30 05:15 PM e 0 31 7 11 8 0 13 13 10 1 0 13 9 1 7 1 15 U 7 236 29 06:00 PH 2 0 22 10 3 3 0 36 6 6 1 0 27 6 3 6 0 36 12 5 170 25 06:15 PH 10 0 27 9 10 6 0 38 6 3 7 0 11 21 1 7 0 36 2 0 212 11 06:30 PH 1 0 19 5 3 1 0 20 2 5 1 0 18 9 5 3 0 33 7 2 155 15 Has. 15 nin 10 0 51 22 22 18 0 57 16 16 11 0 60 28 11 20 2 59 32 23 330 60 Pk. Hr. Moi 28 0 171 65 60 55 0 211 50 16 31 0 201 83 21 51 3 171 106 19 1232 179 03:15 PM Peak Intersection Traffic in Pk. Hr.= 1232 Peak Hr. Factor 0.93 01:15 F'M Hour Intersection Pdstrns in Pk. Hr.= 179 state St at Brand Avenue Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Tiie Period; So. Approach (NB) No. Approach (SB) Hest Appr. (EB) East Appr. (HB) 08:00 AH to 09:00 AH Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 Illlllllllll Config- (left) 2 urations 3 4 Outside 5 Lane Settings 010010010010 Capacity 0 2000 0 0 2000 0 0 2000 0 0 2000 0 Do you Hant separate North/South phases (yes/no)? no Do you Hant separate East/Hest phases (yes/no)? no Efficiency Lost Factor 0.10 Hourly Voluie 16 102 29 42 68 24 25 97 22 21 126 48 Adjusted Hourly Voluie 0 147 0 0 134 0 0 144 0 0 195 0 Utilization Factor 0.00 0.07 0.00 0.00 0.07 0.00 0.00 0.07 0.00 0.00 0.10 0.00 Critical Factors 0.07 0.00 0.00 0.10 ICU Ratio = 0.27 LOS = A H e 5 t A P P r Turning Hoveients at Intersection of State St and Brand Avenue North Approach State St Tiie: 08:00 AH to 09:00 AH Date: 07/02/92 Day: THURSDAY Naie: H.K ( C.K Sub- Total totals 310 166 144 25 —' 97 ~> 22 — • 24 I I <-' Subtotals -> 111 Total -> 134 68 I V 309 42 1 I •-> North <-, I 16 102 147 258 South Approach 175 I-y I I 29 <- Total <- Subtotals <— /— Sub- totals Total 48 126 21 195 363 168 Brand Avenue Note; Left-turn voluies include U-turns. state St at Brand Avenue Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Tiie Period; So. Approach (NB) No. Approach (SB) Hest Appr. (EB) East Appr. (HB) 03:45 PH to 04:45 PH Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside ] 1111 1 1 1 1 1 1 1 1 Config-(left) 2 urations Outside : Lane Settings 0 10 0 10 0 1 Capacity 0 2000 0 0 2000 0 0 2000 Do you Hant separate North/South phases (yes/no)? no Do you Hant separate East/Hest phases (yes/no)? no Efficiency Lost Factor 0.10 28 171 65 55 211 50 31 204 0 264 0 0 316 0 0 318 Hourly Voluie Adjusted Hourly Voluie Utilization Factor Critical Factors 83 0 0 1 0 2000 57 0 171 334 106 0 0.00 0.13 0.00 0.00 0.16 0.00 0.00 0.16 0.00 0.00 0.17 0.00 0.00 0.16 0.00 0.17 ICU Ratio = 0.43 LOS = A Turning Hoveients at Intersection of State St and Brand Avenue Tiie: 03:45 PH to 04:45 PH Date: 07/02/92 Day: THURSDAY Naie: H.K & C.K Sub- Total totals 567 249 318 31 —• 204 ~> 83 — • Subtotals -> Total -> North Approach State St 624 50 I t <-• 348 316 211 1 I V <-, I 28 55 I I •-> North 171 264 612 South Approach 308 I-y t 65 <- Total <- Subtotals /-- Sub- totals Total 106 171 57 334 661 327 Grand Avenue Note: Left-turn voluies include U-turns. CIFY OF CARLSBAD SUMMER 1992 INTERSECTION ANALYSIS SUMMARY Intersection Number: 32 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 ft fissociates Turning Movenent Counts Analysis Page 1 of 3 City: Carlsbad Fil,. R92icU32.HKl Intersection of: N/S Street: CoUege Boulevard Data Collected bti:J.S ft M.K E/H Street: Faraday Avenue 2^2?L2t''*' rHURSDAV Traffic Control: SignaUzed 07/09/92 Heather: Clear South Approach CNB) North Approach CSB) Hest Approach CEB) East Approach CHB) 15 nin. Totals nin. prd. Left U-Trn Thru Right Peds Left U-Trn Thru Ri ght Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicls Peds 06:15 AM 0 0 0 13 0 16 0 10 0 2 0 0 0 0 0 1 0 1 1 0 12 2 06:30 HM 1 0 2 27 1 23 0 9 0 0 0 0 1 0 0 5 0 0 0 0 68 1 06:15 AM 1 0 5 21 0 19 0 27 3 0 0 0 0 0 0 6 0 0 1 . 0 66 0 07:00 AH 2 0 3 51 3 16 0 16 6 0 0 0 1 0 0 12 0 3 3 0 176 3 07:15 AH 0 0 8 10 0 10 1 25 0 0 0 0 2 1 0 12 0 1 2 0 132 0 07:30 AH * 0 0 7 71 0 51 0 21 0 0 0 0 0 0 0 10 0 1 3 0 170 0 07:15 AH « 0 0 6 55 0 32 0 27 0 0 0 0 0 0 0 6 0 1 1 0 131 0 08:00 AM x 0 0 5 61 0 56 0 21 0 0 0 0 0 0 0 15 0 0 1 0 165 0 08:15 AM x 0 0 1 75 0 18 0 25 0 1 0 0 0 1 1 16 0 2 5 0 176 2 08:30 HM 0 0 6 66 0 25 0 23 0 0 0 Cl 0 0 0 13 0 0 6 0 139 0 08:15 AM 0 0 6 39 0 19 0 12 0 0 0 0 0 0 0 6 0 0 6 0 90 0 09:00 AM 0 0 11 35 0 13 0 12 0 0 0 0 2 0 0 11 0 1 3 0 ee 0 Mas. 15 nin. 2 0 11 75 3 56 1 16 6 2 0 a 1 1 1 16 0 3 6 0 176 3 Pk. Hr. Vol. 0 0 22 262 0 130 0 100 0 1 0 0 0 1 1 17 0 1 16 0 612 2 07:15 HH Peak Intersection 1 Traffic in Pk. Hr • 612 Peak Hr. Factor 0.91 08:15 AH Hour Intersection 1 Pd strns in Pk. Hr.= 2 0.91 03:15 PH 1 0 15 12 0 3 0 15 0 0 6 0 2 2 0 57 0 2 26 0 111 0 01:00 PH 0 0 16 19 0 7 0 8 0 0 6 0 0 0 0 28 0 0 16 0 130 0 01:15 PH 0 0 16 15 0 5 0 7 0 0 2 0 0 0 0 52 0 2 61 0 162 0 01:30 PH 1 0 9 18 0 2 0 8 3 1 0 0 0 0 0 10 0 0 21 0 105 1 01:15 PH X 0 0 17 13 0 5 0 20 0 0 0 0 0 0 0 58 0 0 12 0 155 0 05:00 PH X 0 0 16 19 0 3 0 6 0 0 0 a 0 0 0 51 0 0 26 0 130 0 05:15 PH « 0 0 19 1 0 3 0 11 0 0 0 0 0 0 0 51 0 0 70 0 161 0 05:30 PM X 0 0 37 15 0 1 0 19 1 0 0 0 1 0 0 77 0 0 36 0 190 0 05:15 PM 0 2 12 6 0 1 0 13 1 0 1 0 0 0 0 35 0 1 15 0 89 0 06:00 PM 0 0 29 6 0 6 0 12 0 0 0 0 0 0 0 37 0 1 20 0 113 0 06:15 PM 0 2 29 3 0 2 0 15 1 0 0 0 0 0 0 26 0 0 22 0 100 0 06:30 PM 0 0 23 9 0 2 0 18 2 0 0 0 0 1 0 30 0 0 7 0 92 0 Mas. 15 nin. 1 2 16 19 0 9 0 20 3 1 6 0 2 2 0 77 0 2 70 0 190 1 Pk. Hr. Vol. 0 0 89 51 0 21 0 59 1 0 0 0 1 0 0 213 0 0 171 0 639 0 01:30 PM Peak Intersection Traffic in Pk. Hr, .= 639 Peak Hr. Factor-0.81 05:30 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. Tiie Period: So. Approach (NB) No. Approach (SB) Hest Appr. (EB) East Appr. (HB) 07:15 AH to ~ 08:15 AH Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 11 1 i i Config- (left) 2 1 1 1 1 urations 3 1 1 1111 4 11 11 Outside 5 Lane Settings 220220120120 Capacity 3240 4000 0 3240 4000 0 1800 4000 0 1800 4000 0 Do you Hant separate North/South phases (yes/no)? no Do you Hant separate East/Hest phases (yes/no)? no Efficiency Lost Factor 0.10 Hourly Voluie 0 22 262 190 100 0 0 0 1 47 4 16 Adjusted Hourly Voluie 0 284 0 190 100 0 0 1 0 47 20 0 Utilization Factor 0.00 0.07 0.00 0.06 0.03 0.00 0.00 0.00 0.00 0.03 0.01 0.00 Critical Factors 0.07 0.06 0.00 0.03 ICU Ratio = 0.26 LOS = A Turning Hoveients at Intersection of College Boulevard and Faraday Avenue Tiie; 07:15 AH to 08:15 AH Date: 07/09/92 Day; THURSDAY Naie; J.S t H.K Sub- Total totals 4 0 — • 0 ~> 1 —• Subtotals -> Total -> North Approach College Boulevard 148 290 100 I I V 328 190 I I •-> North <-, I I 0 22 284 432 South Approach 38 I-y ) t 262 <- Total <- Subtotals <— /— Sub- totals Total 16 4 47 67 519 452 Faraday Avenue Note: Left-turn voluies include U-turns. College Boulevard at Faraday Avenue Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Tiie Period; So. Approach (NB) No. Approach (SB) Hest Appr. (EB) East Appr. (HB) 04:30 PH to - 05:30 PH Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 111 i i Config- (left) 2 1 1 i i urations 3 1 1 1111 4 11 11 Outside S Lane Settings 220220120120 Capacity 3240 4000 0 3240 4000 0 1800 4000 0 1800 4000 0 Do you Hant separate North/South phases (yes/no)? no Do you Hant separate East/Hest phases (yes/no)? no Efficiency Lost Factor 0.10 Hourly Voluie 0 89 51 21 59 1 0 1 0 243 0 174 Adjusted Hourly Voluie 0 140 0 21 60 0 0 1 0 243 174 0 Utilization Factor 0.00 0.04 0,00 0.01 0.02 0.00 0.00 0.00 0.00 0.14 0.04 0.00 Critical Factors 0.04 0.01 0.00 0.14 ICU Ratio = 0.28 LOS = A Turning Hoveients at Intersection of College Boulevard and Faraday Avenue Tiie; 04:30 PH to 05:30 PH Date: 07/09/92 Day: THURSDAY Naie; J.S k H.K Sub- Total totals 1 0 — • 1 -> 0 — • North Approach College Boulevard Subtotals -> 302 Total -> 81 59 344 21 I I •-> North <-, I I 0 89 140 442 South Approach 263 I-y I I 51 <- Total <- Subtotals <— -> Sub- totals Total 174 0 /— 243 I I V 417 490 73 Faraday Avenue Note; Left-turn voluies include U-turns. CITY OF CARLSBAD SUMMER 1992 INTERSECTION ANALYSIS SUMMARY Intersection Number: 33 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 fk Associates Turning Movenent Counts Analysis Page 1 of 3 Citij: Carlsbad Intersection of: N/S Street: E./H Street: Count Date: 06/16/92 I-S SB off Ranp Cannon Road Day: Heather: TUESDAV Clear File: R32ICU33.HK1 Data CoUected by:A.B ft D.H Traffic Control; Unsignalized End of 15 nin. prd. .IIIII..III.IIIII.IIII -!-!:-..-??::!!!^.f?2L ^PP'"'"'^ ^^^^ E»t Approach CHB) 15 nin. Totals 1:17. '777 .771 HIII 7"".' '-^^*- "^^^^ ^'"'^^ l*^^ O-^--" Right'peds Lefr'u-Trn"'rhru'RighrPeds yehicls"peds' 06: 15 06:30 06:15 07:Q0 07: 15 07:30 07:15 08:00 08: 15 08:30 08:15 09:00 flH RH HH flH flH HM flM flM flM flM AM flM Cl 0 0 Cl 0 Cl Cl Cl Cl Cl 0 Cl 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13 69 123 33 118 118 112 107 90 11 10 17 26 32 93 33 16 85 187 126 96 26 18 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 a 0 7 u 20 17 22 35 19 93 58 33 20 21 1 5 1 6 7 5 7 7 3 5 2 5 0 0 1 3 0 2 2 1 16 9 7 9 9 11 32 13 20 17 17 23 29 31 16 17 11 71 158 262 165 225 279 133 339 268 US 01:00 01: 15 01::30 01:15 OS: 00 05: 15 05:30 05:"15 06:00 06: 15 06::30 PM PM PH PM Jf PM X PH * PM * PH PH PH PH PH 0 0 0 0 0 Cl 0 Cl 0 a a 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 57 63 51 56 66 12 53 10 39 37 19 U 0 0 0 0 0 0 0 0 0 0 0 0 Has. 15 nin. Pk. Hr. Vol. 0 Cl 0 0 0 0 0 0 0 0 123 0 127 0 1 7 187 131 10 0 0 0 0 33 233 7 22 0 0 16 28 0 0 31 109 0 0 0 0 133 1319 1 n 07: 30 AM Pe.sk Oe::30 AM Hour Intersection Intersection rraffi c Pdstrns in Pk. Hr.= in Pk. Hr.= 1319 0 Peak Hr. Factor 0.76 0 22 0 0 0 35 16 0 17 0 31 0 0 238 0 0 23 0 0 0 26 7 0 13 0 23 0 0 155 0 0 30 0 0 Cl 75 7 0 13 0 32 0 0 217 0 0 21 0 0 0 50 12 0 11 0 17 0 0 197 0 0 30 0 0 0 70 13 2 11 0 25 0 0 218 2 0 25 0 0 0 50 5 0 11 0 21 0 0 160 0 3 21 0 0 0 86 9 0 26 0 56 0 0 251 0 0 23 0 0 0 19 5 0 11 0 33 0 0 161 0 3 30 0 0 0 37 6 0 17 0 33 0 0 165 0 0 16 0 0 0 22 6 0 2 0 30 0 0 113 0 0 9 0 0 0 23 3 0 13 0 17 0 0 90 0 0 6 0 0 0 16 5 0 6 0 9 0 0 53 0 3 30 0 0 0 95 16 2 26 0 56 0 0 251 2 3 97 0 0 0 256 39 2 65 0 152 0 0 829 2 Mas . 15 ni n. Cl Pk. Hr. Vol. 0 66 217 01: 15 PM 05: 15 PH Peak Hour Intersection Traffic in Pk. Hr.= 829 Intersection Pdstrns in Pk. Hr,= 2 Peak Hr. Factor 0.82 INTERSECTION : 1-5 SB OFF RAMP/CANNON RD DATE: 6/16/92 ANALYST: B.LT CITY / STATE : CARLSBAD. CA PROJECT NO : 4685 PK HR ENTERING VOL : 1319 PEAK HOUR : 5 (7:30 AM - 8:30 AM) Time Period Stopped Vehicles Approach Volume Time Period SB WB SB WB 6:30 - 6:45 29 0 101 1 6:45 - 7:00 47 0 217 3 7:00 - 7:15 26 0 116 0 7:15-7:30 39 0 166 2 7:30 - 7:45 65 1 204 2 7:45 - 8:00 386 0 303 1 8:00-8:15 354 0 234 16 8:15-8:30 61 1 187 9 15 min Stop Veh Vol 354 0 Corresponding App. Vol 234 16 Total Pk Hr Vol 928 28 APPROACH DELAY (DELAY / APPROACH) ' (PK HR APPROACH VOL ) PK HR ENTERING VOL SB APPROACH (DELAY) WB APPROACH (DELAY) INTERSECTION (DELAY) 21.3 0.0 21.3 Seconds Seconds Seconds INTERSECTION (LOS) NOTE: 1. Delay data was collected at 20 second intervals. 2. Intersection LOS is based on information contained in the Highway Capacity Manual and provided earlier in this report. 3. Delay/Approach = Pk 15 min Stop Veh Vol * 20 sec / Pk 15 min Approach Vol 4. Intersection Delay is the maximized value of the 15 min Approach Delays INTERSECTION ANALYST: PROJECT NO : PEAK HOUR : 1-5 SB OFF RAMP/CANNON RD B.LT 4685 2 (4:15 PM - 5:15 PM) DATE: 6/16/92 CITY / STATE : CARLSBAD, CA PK HR ENTERING VOL : 829 Time Period Stopped Vehicles Approach Volume Time Period SB WB SB WB 4:00-4:15 21 1 84 19 4:15-4:30 28 0 77 11 4:30-4:45 92 0 96 14 4:45 - 5:00 18 0 67 14 5:00-5:15 41 1 77 26 5:15-5:30 9 1 63 11 5:30 - 5:45 13 2 72 17 5:45 - 6:00 6 0 53 2 15 min Stop Veh Vol 92 0 Corresponding App. Vol 96 14 Total Pk Hr Vol 317 65 APPROACH DELAY (DELAY/APPROACH) * (PK HR APPROACH VOL ) PK HR ENTERING VOL SB APPROACH (DELAY) WB APPROACH (DELAY) INTERSECTION (DELAY) 7.3 0.0 7.4 Seconds Seconds Seconds INTERSECTION (LOS) B NOTE: 1. Delay data was collected at 20 second intervals. 2. Intersection LOS is based on information contained in the Highway Capacity Manual and provided earlier in this report. 3. Delay/Approach = Pk 15 min Stop Veh Vol * 20 sec / Pk 15 min Approach Vol 4. Intersection Delay is the maximized value of the 15 min Approach Delays CITY OF CARLSBAD SUMMER 1992 INTERSECTION ANALYSIS SUMMARY Intersection Number: 34 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 6 Associates Turning Hovenent Counts Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Street: I-S NB off Ranp E/H Street: Cannon Road Count Date: 06/16/92 D'Sy: Heather: TUESDAV Clear File: R92ICU31.HK1 Data CoUected bL|:C.I ft H.K. Traffic Control: Unsignalized End of 15 .tll117l177777l11i "^^"^ "PP'-^-^ch CEB) E.,st Approach CHB) 15 nin. Totals "i":_?!;^: 1:17 17.11 .777 H7^^ ^""^^ "'^^^ ^"'^^ L*^*- ^•^' •^ "^g^^*^ Lefr u-rrn 'rhr^Righrpeds Vehicls~Peds' 06:15 06:30 06:15 07:00 07:15 07:30 07:15 08:00 08:15 08:30 08:15 09:00 AM AH AH AH AH AH AH AH AH AM AH AH 1 11 27 11 11 15 20 51 61 10 26 31 3 2 10 6 1 11 22 61 19 19 22 11 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7 6 11 10 21 23 29 26 10 31 25 31 0 1 0 0 Cl 0 0 0 1 0 Cl Cl 11 17 96 113 105 116 153 198 131 95 71 61 0 0 0 1 0 0 0 0 1 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 3 9 1 1 5 11 10 18 19 19 13 1 2 5 3 11 5 17 20 17 22 33 11 28 11 161 151 162 208 252 369 291 226 200 197 Has. 15 nin. 61 0 1 61 1 0 0 0 0 0 10 1 198 0 1 0 0 13 11 1 369 n Pk. Hr. ^ol. 175 0 1 121 0 0 0 0 0 0 126 1 580 0 2 0 0 58 76 3 1138 5 07:30 AH Peak I nter section Traffic in Pk. Hr.= 1138 Peak Hr. Factor 0.77 08:30 AH Hour Inter section Pd strns in Pk. Hr.= 5 0.77 03:15 PM 17 0 0 22 0 0 0 0 0 0 83 0 73 0 0 0 0 38 16 0 281 0 01:00 PM 21 0 0 15 0 0 0 0 0 0 29 0 69 0 0 0 0 23 11 0 201 0 01:15 PH 20 0 1 20 0 0 0 0 0 0 70 0 65 0 0 0 0 38 65 0 279 0 01:30 PM X 15 0 0 15 0 0 0 0 0 0 19 Cl 71 0 0 0 0 26 13 0 252 0 01:15 PM * 21 0 0 6 0 0 0 0 0 0 66 0 71 0 0 0 0 35 72 0 276 0 05:00 PH s 22 0 0 16 0 0 0 0 0 0 71 0 65 0 0 0 0 10 32 0 306 0 05:15 PH X 25 0 0 20 0 0 0 0 0 0 89 0 61 0 0 0 0 63 106 1 370 1 05:30 PH 19 0 0 10 0 0 0 0 0 0 51 Cl 11 0 1 0 0 31 70 2 225 3 05:15 PH 15 0 0 6 1 0 0 0 0 0 37 Cl 33 0 1 0 0 17 61 1 201 3 06:00 PH 11 0 1 9 0 0 0 0 0 0 31 0 31 0 0 0 0 11 57 0 160 0 06:15 PH 18 0 0 10 0 0 0 0 0 0 25 0 27 0 0 0 0 25 53 2 156 2 06:30 PH 12 0 0 5 0 0 0 0 0 0 21 0 22 0 0 0 0 IS 25 0 103 0 Has. 15 nin. 15 0 1 22 1 0 0 0 0 0 69 0 71 0 1 0 0 63 106 2 370 3 Pk. Hr. Moi. 116 0 0 61 0 0 0 0 0 0 275 Cl 271 0 0 0 0 170 313 1 1206 1 01:15 PH Peak Inter: section Traffic in Pk. Hr.= 1206 Peak Hr. Factor 0.91 05:15 PH Hour Intersection Pdstrns in Pk. Hr.= 1 INTERSECTION : 1-5 NB OFF RAMP/CANNON RD DATE: 6/16/92 ANALYST: B.LT CITY / STATE : CARLSBAD, CA PROJECT NO : 4685 PK HR ENTERING VOL : 1138 PEAK HOUR : 5 (7:30 AM - 8:30 AM) Time Period Stopped Vehicles Approach Volume Time Period NB EB NB EB 6:30 - 6:45 9 0 37 14 6:45 - 7:00 11 0 20 10 7:00-7:15 8 0 18 21 7:15-7:30 8 1 29 23 7:30 - 7:45 37 1 42 29 7:45 - 8:00 73 2 115 26 8:00-8:15 87 3 81 40 8:15-8:30 31 4 59 31 15 min Stop Veh Vol 87 3 Corresponding App. Vol 81 40 Total Pk Hr Vol 297 126 APPROACH DELAY (DELAY / APPROACH) * (PK HR APPROACH VOL ) PK HR ENTERING VOL NB APPROACH (DELAY) EB APPROACH (DELAY) INTERSECTION (DELAY) 5.6 0.2 5.8 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 NB OFF RAMP/CANNON RD DATE: 6/16/92 ANALYST: B.LT CITY / STATE : CARLSBAD, CA PROJECT NO : 4685 PK HR ENTERING VOL : 1206 PEAK HOUR : 2 (4:15 PM-5:15 PM) Time Period Stopped Vehicles Approach Volume Time Period NB EB NB EB 4:00-4:15 25 15 41 70 4:15-4:30 25 4 60 49 4:30 - 4:45 20 18 32 66 4:45 - 5:00 10 13 40 71 5:00-5:15 43 53 45 89 5:15-5:30 19 6 29 51 5:30 - 5:45 16 4 23 37 5:45 - 6:00 11 5 24 31 15 min stop Veh Vol 43 53 Corresponding App. Vol 45 89 Total Pk Hr Vol 177 275 APPROACH DELAY (DELAY / APPROACH) * (PK HR APPROACH VOL ) PK HR ENTERING VOL NB APPROACH (DELAY) EB APPROACH (DELAY) INTERSECTION (DELAY) 2.8 2.7 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 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 1992 INTERSECTION ANALYSIS SUMMARY Intersection Number: 35 Intersection Location: I-5/Palomar Airport 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 ft Associates Turning Hovenent Counts Analysis City: Carlsbad Intersection of: N/S Street: 1-5 SB off Ranp E/H Street: Palonar Airport Road Page 1 of 3 Count date: 06/18/92 Day: Heather: THURSDHV Clear File: R92ICU35.HK1 Data CoUected by:A.B ft K.S Traffic Control: Unsignalized South Approach CNB) North Approach CSB) Hest Approach CEB) East Approach CHB) 15 nin. Totals nin. prd. Ltft U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U -Trn Thru Right Peds Left U-Trn Thru Right Peds t'ehi cl s Peds 06:15 AH 0 0 0 0 0 53 0 0 18 0 0 0 12 12 0 0 0 11 0 0 172 0 06:30 AH 0 0 0 0 0 30 0 0 18 0 0 0 10 16 0 0 0 51 0 0 215 0 06:15 AH 0 0 0 0 0 120 0 0 15 0 0 0 60 18 0 0 0 50 0 0 293 0 07:00 AH 0 0 0 0 0 85 0 0 96 0 0 0 171 19 0 0 0 61 0 0 132 0 07:15 AH 0 0 0 0 0 108 0 0 10 0 0 0 93 20 0 0 0 72 0 0 333 0 07:30 AH 0 0 0 0 0 30 0 0 30 0 0 0 95 27 0 0 0 57 0 0 269 0 07:15 AH 0 0 0 0 0 90 0 0 33 0 0 0 96 27 0 0 0 73 0 0 327 0 08:00 HM * 0 0 0 0 0 61 0 0 11 0 0 0 117 19 0 0 0 65 0 0 326 0 08:15 FlM X 0 0 0 0 0 119 0 0 31 0 0 a 207 31 0 0 0 121 0 0 572 0 08:30 AM * 0 0 0 0 0 98 0 0 51 0 0 0 120 16 0 0 0 31 0 0 106 0 08:15 AH * 0 0 0 0 0 103 0 0 38 0 0 0 100 10 0 0 0 107 0 0 see 0 03:00 FlH 0 0 0 0 0 116 0 0 20 0 0 0 66 21 0 0 0 67 0 0 313 0 Has. IS nin. 0 0 0 0 0 120 0 0 36 0 0 0 207 16 0 0 0 121 0 0 572 0 Pk. Hr. Vol. 0 0 0 0 0 381 0 0 221 0 0 0 511 133 0 0 0 101 0 0 1692 0 07:15 FlH Peak Intersection Traffic in Pk, Hr.= 1692 Peak Hr. Fa ctor 0,71 08:15 FlH Hour Intersection Pdstrns in Pk, Hr.= 0 03:15 F'H 0 0 0 0 0 77 0 0 27 0 0 0 172 33 0 0 0 67 0 1 396 1 01:00 PH 0 0 0 0 0 76 0 0 25 0 0 0 83 11 0 0 0 75 0 0 300 0 01:15 PH 0 0 0 0 0 77 0 0 16 0 0 0 131 11 1 0 0 31 0 1 361 2 01:30 F'M 0 0 0 0 0 83 0 0 22 0 0 0 86 22 0 0 0 72 0 0 265 0 01:15 F'M * 0 0 0 0 0 87 0 0 28 0 0 0 132 26 1 0 0 66 0 0 339 1 05:00 PM X 0 0 0 0 0 71 0 0 21 0 0 0 101 13 1 0 0 91 0 0 339 1 05:15 F'M * 0 0 0 0 0 72 0 0 31 0 0 0 127 61 2 0 0 75 0 1 372 3 05:30 F'M x 0 0 0 0 0 91 0 0 20 0 0 0 113 57 0 0 0 92 0 0 373 0 05:15 PH 0 0 0 0 0 66 0 0 23 0 0 0 80 33 0 0 0 56 0 1 261 1 06:00 F'H 0 0 0 0 0 65 0 0 22 0 0 0 67 33 1 0 0 50 0 1 213 2 06:15 F'H 0 0 0 0 0 51 0 0 18 0 0 0 19 36 2 0 0 80 0 1 237 3 06:30 F'H 0 0 0 0 0 18 0 0 1 0 0 0 51 20 0 0 0 63 0 0 189 0 Mas. 15 nin. 0 0 0 0 0 91 0 0 31 0 0 0 172 61 2 0 0 91 0 1 396 1 Pk. Hr, Vol. 0 0 0 0 0 321 0 0 106 0 0 0 176 190 1 0 0 327 0 1 1123 5 01:30 F'M Peak Intersection Traffic in Pk, Hr.= 1123 Peak Hr, Factor 0.95 05:30 F'M Hour Intersection Pdstrns in Pk, Hr.= 5 INTERSECTION : 1-5 SB OFF RAMP/PALOMAR AIRPORT RD DATE : 6/18/92 ANALYST: B.L.T CITY / STATE : CARLSBAD, CA PROJECT NO : 4685 PK HR ENTERING VOL : 1692 PEAK HOUR : 5 (7:45 AM-8:45 AM) Time Period Stopped Vehicles Approach Volume Time Period SB SB 6:45 - 7:00 83 0 181 0 7:00-7:15 410 0 148 0 7:15-7:30 144 0 120 0 7:30 - 7:45 104 0 129 0 7:45-8:00 60 0 105 0 8:00-8:15 270 0 210 0 8:15-8:30 281 0 149 0 8:30-8:45 205 0 141 0 15 min Stop Veh Vol 281 0 Corresponding App. Vol 149 0 Total Pk Hr Vol 605 0 APPROACH DELAY (DELAY / APPROACH) * (PK HR APPROACH VOL ; PK HR ENTERING VOL SB APPROACH (DELAY) APPROACH (DELAY) INTERSECTION (DELAY) 13.5 Seconds 0.0 Seconds 13.5 Seconds INTERSECTION (LOS) NOTE: 1. Delay data was collected at 20 second intervals. 2. Intersection LOS is based on information contained in the Highway Capacity Manual and provided earlier in this report. 3. Delay/Approach = Pk 15 min Stop Veh Vol * 20 sec / Pk 15 min Approach Vol 4. Intersection Delay is the maximized value of the 15 min Approach Delays INTERSECTION : 1-5 SB OFF RAMP/PALOMAR AIRPORT RD DATE: 6/18/92 ANALYST: B.L.T CITY / STATE : CARLSBAD, CA PROJECT NO : 4685 PK HR ENTERING VOL : 1423 PEAK HOUR : 3 (4:30 PM - 5:30 PM) Time Period Stopped Vehicles Approach Volume Time Period SB SB 4:00-4:15 35 0 95 0 4:15-4:30 78 0 105 0 4:30-4:45 34 0 115 0 4:45 - 5:00 102 0 98 0 5:00-5:15 84 0 106 0 5:15-5:30 81 0 111 0 5:30 - 5:45 41 0 89 0 5:45-6:00 36 0 87 0 15 min Stop Veh Vol 102 0 Corresponding App. Vol 98 0 Total Pk Hf Vol 430 0 APPROACH DELAY (DELAY / APPROACH) * (PK HR APPROACH VOL ) PK HR ENTERING VOL SB APPROACH (DELAY) APPROACH (DELAY) INTERSECTION (DELAY) 6.3 0.0 6.3 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 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 CIFY OF CARLSBAD SUMMER 1992 INTERSECTION ANALYSIS SUMMARY Intersection Number: 36 Intersection Location: I-5/Palomar Airport Road N/B Ramp CONTENT PAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. LOS Analysis (HCM Delay Method) 2 of 3 P.M. LOS Analysis (HCM Delay Method) 3 of 3 JHK 6 Associates Turning Hovenent Counts Analysis Page 1 of 3 City: Carlsbad . ^ ^ File: R92ICU36.HK1 Intersection of: N/b Street: I-S NB off Ranp Data CoUected by:C.I ft H.K E/H Street: Palonar Airport Road nc"iL«o^*' l""^'- THURSDAV Traffic Control: Unsignalized 06/16/32 Heather: Clear End of 15 7.1111.1117771.1111 '^PP'""^^ East Approach CHB) 15 nin. TotaU 111:711: 1:17. 17.1.1 .1111 Hill 7:11 1:17 1:1l" 7^^" "^^^^ '-"I*- T-hru Right Peds Lefr'u-rrn'"rhruRighrpeds Mehicls 'peds" 06:15 AH 20 0 2 53 0 0 0 0 0 0 3 0 ~ "82 '~~"o 2 0 0 '"qii ~"ll I III 7 otils AS ll I 1 I' I I 1 1 1 ^ ^'r I I I I ^ll I ^ 07:00 AS la 0 I It I I 1. n 1. 1 1 1 ° ^ 0 137 17 0 163 0 S;:?5 fiS f? I I ll °, I I 1 1 1 ^'^^ ° ° 0 117 69 0 501 0 °'?S ^' 1 3 86 1 0 0 0 0 0 27 0 181 0 0 0 0 151 72 1 557 2 O'-lsAM I I I' I I I 1 1 1 '1 1 0 0 S S U9 0 112 0 00 l» ll I I In I I n "n ^ 1 ^^'^ ° ° ° 0 18 0 395 0 08:00 AM 21 0 0 70 0 0 0 0 0 0 16 0 199 0 0 0 0 115 17 o ^(ii n ItlllVx tl I 1 \ll °^ I " 1 1 1 "'^ 0 S S S Izl si I 55 I 08:30 AM X 16 0 1 109 2 0 0 0 0 0 13 0 157 0 0 0 0 135 73 1 531 3 Oe:1S AM X 31 0 0 109 0 0 0 0 0 0 15 0 130 0 0 0 0 36 65 1 189 1 03:00 AM * 31 0 0 36 3 0 0 0 0 0 12 0 130 OOOO 156 Ma,s'. 15 nin. 17 Pk. Hr. Vol. 158 0 3 103 3 0 1 116 5 0 0 0 0 0 0 0 0 0 0 27 0 62 0 189 602 0 0 2 0 0 0 0 0 156 566 82 276 1 2 557 2061 3 7 08:00 AH Peak 03:00 AM Hour Intersection Traffic Intersection Pdstrns in Pk. in Pk. Hr.= Hr.= 2081 7 Peak Hr. Factor 0.91 03:15 PH « 19 0 0 UO 0 0 0 0 0 0 51 0 158 0 1 0 0 268 230 1 656 2 01 = 00 P" « 11 0 0 89 0 0 0 0 0 0 18 0 137 0 0 0 0 206 133 591 1 01:15 PH « 10 0 1 113 0 0 0 0 0 0 31 C. 166 0 0 0 0 279 217 1 817 1 VJIII^* 10 0 2 111 OOOO 0 0 36 0 129 0 0 0 0 253 160 701 1 01:15 PM 18 0 0 UO 0 0 0 0 0 0 37 0 172 0 1 0 0 300 205 0 812 1 It'-^l ^2 If 0 1 92 0 0 0 0 0 0 27 0 116 0 1 0 0 221 127 0 607 1 05:15 PM 6 0 0 85 0 0 0 0 0 0 23 0 130 0 1 0 0 260 130 V 691 2 05:30 PM H 0 0 30 0 0 0 0 0 0 31 0 112 0 1 0 0 328 182 1 790 2 05:15 PM 10 0 0 88 0 0 0 0 0 0 21 0 111 0 0 0 0 322 178 0 733 0 06:00 PM 8 0 0 81 0 0 0 0 0 0 18 0 106 0 0 0 0 187 123 0 523 0 06:15 PM 21 0 0 105 0 0 0 0 0 0 15 0 101 0 5 0 0 136 129 0 567 5 06:30 PM 11 0 0 72 0 0 0 0 0 0 12 0 68 0 0 0 0 118 69 0 350 0 Mas. IS nin. 21 0 2 113 0 0 0 0 0 0 51 0 172 0 5 0 0 328 230 1 856 5 Pk. Hr. l.'ol. 50 0 3 123 0 0 0 0 0 0 136 0 590 0 1 0 0 1026 710 1 2968 5 03:30 PM Peak Intersection Traffic in Pk. Hr.= 2368 Peak Hr. Factor 0.97 01:30 PM Hour Intersection Pdstrns in Pk. Hr.= 5 INTERSECTION : 1-5 NB OFF RAMP/PALOMAR AIRPORT RD DATE : 6/18/92 ANALYST: B.L.T CITY / STATE : CARLSBAD, CA PROJECT NO : 4685 PK HR ENTERING VOL : 2081 PEAK HOUR : 5 (8:00 AM-9:00 AM) Time Period Stopped Vehicles Approach Volume Time Period NB EB NB EB 7:00 - 7:15 389 1 126 27 7:15-7:30 611 0 117 10 7:30 - 7:45 398 8 112 9 7:45 - 8:00 878 3 94 16 8:00-8:15 984 2 149 22 8:15-8:30 1682 2 155 13 8:30-8:45 1884 2 143 15 8:45 - 9:00 1467 1 127 12 15 min stop Veh Vol 1884 2 Corresponding App. Vol 143 15 Total Pk Hr Vol 574 62 APPROACH DELAY (DELAY / APPROACH) * (PK HR APPROACH VOL ) PK HR ENTERING VOL NB APPROACH (DELAY) EB APPROACH (DELAY) INTERSECTION (DELAY) 72.7 Seconds 0.1 Seconds 72.8 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 NB OFF RAMP/PALOMAR AIRPORT RD DATE: 6/18/92 ANALYST: B.L.T CITY / STATE : CARLSBAD, CA PROJECT NO : 4685 PK HR ENTERING VOL : 2968 PEAK HOUR : 1 (3:30 PM - 4:30 PM) Time Period Stopped Vehicles Approach Volume Time Period NB EB NB EB 3:30-3:45 527 13 129 51 3:45-4:00 229 25 100 18 4:00-4:15 541 35 124 31 4:15-4:30 642 18 123 36 4:30 - 4:45 688 29 128 37 4:45 - 5:00 511 44 111 27 5:00-5:15 279 17 91 23 5:15-5:30 57 9 104 34 15 min Stop Veh Vol 642 18 Corresponding App. Vol 123 36 Total Pk Hr Vol 476 136 APPROACH DELAY (DELAY / APPROACH) * (PK HR APPROACH VOL ) PK HR ENTERING VOL NB APPROACH (DELAY) EB APPROACH (DELAY) INTERSECTION (DELAY) 16.7 Seconds 0.5 Seconds 17.2 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 CIFY OF CARLSBAD SUMMER 1992 INTERSECTION ANALYSIS SUMMARY Intersection Number: 37 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 ft Associates Turning Hovenent Counts Analysis City: Carlsbad Intersection of: N/S Street: E/H Street: 1-5 SB off Ranp Poinsettia Lane File: R92ICU37.HK1 Data CoUected by:A.B. Page 1 of 3 ft D.H Count Date: 06/17/32 Oay: Heather: HEDNESDAV Clear Traffic Control: Unsignalized End of 15 nin. prd. Ith Approach CNB) North Approach CSB) Hest Appro-ach CEB) East Approach CHB) 15 nin. Total: . U -Trn Thru Right Peds Left U-Trn Thru Ri ght Peds Left U -Trn Thru Right Peds Left U -Trn Thru Right Peds Vehicls Peds 0 0 0 0 0 13 0 0 7 0 0 0 17 1 0 30 0 13 0 0 81 0 0 0 0 0 0 21 0 0 13 0 0 0 25 11 0 11 0 17 0 0 131 0 0 0 0 0 0 13 0 0 17 0 0 0 19 11 1 80 0 33 0 0 182 1 0 0 0 0 0 31 0 0 12 0 0 0 39 17 0 71 0 31 0 1 210 1 0 0 0 0 0 25 0 2 21 0 0 0 27 17 0 83 0 15 0 0 223 0 0 0 0 0 0 21 0 0 36 0 0 0 29 15 3 93 0 16 0 0 210 3 0 0 0 0 0 35 0 0 33 0 0 0 18 22 1 91 0 61 0 1 233 2 0 0 0 0 0 27 0 1 31 0 0 0 12 13 0 16 0 59 0 1 213 1 0 0 0 0 0 22 0 0 39 0 0 0 12 21 1 80 0 62 0 2 266 3 0 0 0 0 0 18 0 2 12 0 0 0 11 13 1 61 0 50 0 0 230 1 0 0 0 0 0 22 0 1 52 0 0 0 18 21 0 67 0 60 0 0 271 0 0 0 0 0 0 21 0 0 21 0 0 0 62 16 0 11 0 35 0 0 202 0 0 0 0 0 0 35 0 2 52 0 0 0 62 21 3 91 0 62 0 1 293 1 0 0 0 0 0 105 0 1 139 0 0 0 161 71 5 313 0 228 0 1 1018 9 06:15 06:30 06:15 07:00 07:15 07:30 07:15 08:00 08:15 09:30 08:15 09:00 AH AH AH AH AM AM AM AH AH AH HM AM Has. IS nin. Pk. Hr. Vol. 07:15 AM 08:15 AM Peak Hour Intersection Traffic in Pk. Intersection Pdstrns in Pk. Hr.: Hr.: 1018 9 Peak Hr. Factor 0.67 03:15 PH 0 0 0 0 0 56 0 0 52 0 0 0 111 23 0 22 0 65 0 0 319 0 01:00 PH 0 0 0 0 0 53 0 0 29 0 0 0 61 35 1 27 0 76 0 1 281 2 01:15 PH 0 0 0 0 0 18 0 0 56 0 0 0 77 21 3 36 0 91 0 2 335 5 01:30 PH 0 0 0 0 0 17 0 0 50 0 0 0 107 28 5 33 0 75 0 0 310 5 01:15 PM 0 0 0 0 0 19 0 0 17 0 0 0 115 36 0 39 0 78 0 0 361 0 05:00 PM « 0 0 0 0 0 61 0 0 16 0 0 0 101 30 1 32 0 96 0 1 366 5 05:15 PH X 0 0 0 0 0 16 0 0 56 0 0 0 127 33 1 51 0 78 0 0 391 1 05:30 PH * 0 0 0 0 0 56 0 0 51 0 0 0 93 32 1 16 0 91 0 1 372 2 05:15 PH X 0 0 0 0 0 56 0 0 12 0 0 0 107 31 3 52 0 88 0 2 379 5 06:00 PH 0 0 0 0 0 19 0 0 11 0 0 0 89 26 7 39 0 81 0 0 325 7 06:15 PH 0 0 0 0 0 58 0 0 32 0 0 0 95 26 1 19 0 91 0 2 351 3 06:30 PH 0 0 0 0 0 51 0 0 36 0 0 0 81 22 1 21 0 75 0 0 291 1 Mas. 15 nin. 0 0 0 0 0 61 0 0 56 0 0 0 127 36 7 52 0 96 0 2 391 7 Pk. Hr. Vol. 0 0 0 0 0 219 0 0 136 0 0 0 128 129 9 181 0 353 0 1 1508 13 01:15 PM 05:15 PM Peak Hour Intersection Traffic in Pk. Hr.: Intersection Pdstrns in Pk. Hr.: 1508 13 Peak Hr. Factor 0.36 INTERSECTION : 1-5 SB OFF RAMP/POINSETTIA LANE DATE: 6/17/92 ANALYST: B.L.T CITY / STATE : CARLSBAD, CA PROJECT NO : 4685 PK HR ENTERING VOL : 1018 PEAK HOUR : 4 (7:15 AM-8:15 AM) Time Period Stopped Vehicles Approach Volume Time Period SB WB SB WB 6:30 - 6:45 13 0 36 80 6:45 - 7:00 21 1 46 74 7:00-7:15 14 3 51 83 7:15-7:30 21 1 57 93 7:30 - 7:45 33 4 68 94 7:45 - 8.00 32 0 59 46 8:00-8:15 24 1 61 80 8:15-8:30 18 5 62 61 15 min Stop Veh Vol 32 0 Corresponding App. Vol 59 46 Total Pk Hr Vol 245 313 APPROACH DELAY (DELAY / APPROACH) * (PK HR APPROACH VOL ) PK HR ENTERING VOL SB APPROACH (DELAY) WB APPROACH (DELAY) INTERSECTION (DELAY) 2.6 0.0 2.6 Seconds Seconds Seconds INTERSECTION (LOS) NOTE: 1. Delay data was collected at 20 second intervals. 2. Intersection LOS is based on information contained in the Highway Capacity Manual and provided earlier in this report. 3. Delay/Approach = Pk 15 min Stop Veh Vol * 20 sec / Pk 15 min Approach Vol 4. Intersection Delay is the maximized value of the 15 min Approach Delays INTERSECTION : 1-5 SB OFF RAMP/POINSETTIA LANE DATE: 6/17/92 ANALYST: B.LT CITY / STATE : CARLSBAD, CA PROJECT NO : 4685 PK HR ENTERING VOL : 1508 PEAK HOUR: 4 (4:45 PM - 5:45 PM) Time Period Stopped Vehicles Approach Volume Time Period SB WB SB WB 4:00-4:15 90 3 104 36 4:15-4:30 82 4 97 33 4:30 - 4:45 91 4 96 39 4:45 - 5:00 245 2 107 32 5:00-5:15 331 6 102 51 5:15-5:30 159 2 110 46 5:30 - 5:45 143 12 98 52 5:45-6:00 90 2 90 39 15 min Stop Veh Vol 331 6 Corresponding App. Vol 102 51 Total Pk Hr Vol 417 181 APPROACH DELAY (DELAY/APPROACH) * (PK HR APPROACH VOL ) PK HR ENTERING VOL SB APPROACH (DELAY) WB APPROACH (DELAY) INTERSECTION (DELAY) 17.9 0.3 18.2 Seconds Seconds Seconds INTERSECTION (LOS) NOTE: 1. Delay data was collected at 20 second intervals. 2. Intersection LOS is based on information contained in the Highway Capacity Manual and provided earlier in this report. 3. Delay/Approach = Pk 15 min Stop Veh Vol * 20 sec / Pk 15 min Approach Vol 4. Intersection Delay is the maximized value of the 15 min Approach Delays CFTY OF CARLSBAD SUMMER 1992 INTERSECTION ANALYSIS SUMMARY Intersection Number: 38 Intersection Location: I-5/Poinsettia Lane N/B Ramp CONTENT PAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. LOS Analysis (HCM Delay Method) 2 of 3 P.M. LOS Analysis (HCM Delay Method) 3 of 3 JHK 6 Associates Turning Hovenent Counts Analysis City: Carlsbad Intersection of: N/S Street: E/H Street: 1-5 NB off Ranp Poinsettia Lane File: R92ICU38.Ht:;i Data CoUected by:C.I, Page 1 of 3 ft C.K nc"?^.S^*-*' l""^' HEDNESDAV Traffic Control: Unsignalized 0&'lf''32 Heather: Clear End of 15 _---^---??-!!!--.^--- -!-!:---??[!!!-__^!!?. Hest Approach CEB) East Approach CHB) 15 nin. Totals --"l-!-^: 1:17 1771 .1111 Hill 7.:lt 1:17 1:1l1 .17" "'^'^^ 1"^' ^^"^ ^^"i*"^ P*'*!^ Lefr'tl-Tr^'rhr^Righrpeds l-ehicls^Peds" ^6:30 AH I I I I I I n 1. 1 "l "'-^ 0 '""o ~"l6 "71 "7 ""l20 ""7 06:30 AH ^ 0 0 7 0 0 0 0 0 0 15 0 31 0 0 0 0 3 if.n 3 O^^'-'SAH 10 0 0 50 0 0 0 0 0 0 7 I 10 0 I 0 I 95 15 0 23? 0 07 = 00 AM 1^- 0 0 61 0 0 0 0 0 0 11 0 65 0 1 0 0 92 15 1 2% 2 OT-rlS AM 15 0 1 56 0 0 0 0 0 0 12 0 11 0 0 0 0 100 11 3 26l 3 07:30 AM X 21 0 2 82 0 0 0 0 0 0 18 0 36 0 3 0 I 29 eS 0 35^ 3 07:15 AM X 27 0 0 36 0 0 0 0 0 0 26 0 61 0 1 0 0 15 75 1 102 2 08:00 AM X 10 0 1 123 0 0 0 0 0 0 13 0 51 0 0 0 0 65 75 2 331 2 08:15 AM X 26 0 1 99 0 0 0 0 0 0 18 0 38 OOOO 121 75 0 3I1 0 08 = 30 AH 0 1 58 0 0 0 0 0 0 28 0 12 0 1 0 0 90 39 0 265 1 09 = 15 AH 27 0 0 65 0 0 0 0 0 0 20 0 3l5 0 2 0 0 97 57 0 301 2 0^:00_fil1 23 0 0 17 0 0 0 0 0 0 31 0 51 0 0 0 0 Is 31 2 283 2 Has. 15 nin. 10 0 2 123 0 0 0 0 0 0 31 0 65 0 3 0 0 129 75 3 102 a" P^^:_H[:_^^1;__11^ ° 7_7:7_ ° O O O O O 63 O laS O. 1 0 0 153 290 3 1533 7 07:15 AM Peak Intersection Traffic in Pk. Hr.= 1533 Peak Hr. Fartor O.'^lS 08:15 AM Hour Intersection Pdstrns in Pk. Hr.= 7 03:15 PM 10 0 0 59 0 0 0 0 0 0 60 0 92 0 3 0 0 69 73 0 333 s" 01 = 00 PM 15 0 2 62 0 0 0 0 0 0 36 0 76 0 1 0 0 71 33 1 330 2 01:15 PM 18 0 1 51 0 0 0 0 0 0 10 0 109 0 0 0 0 95 21 1 368 1 01:30 PM 33 0 0 73 0 0 0 0 0 0 38 0 97 0 0 0 0 73 11 0 358 0 01:15 PM * 18 0 0 51 0 0 0 0 0 0 52 Cl 109 0 0 0 0 75 32 0 370 0 05:00 PM X 51 0 1 90 0 0 0 0 0 0 15 0 1S5 0 0 0 0 90 10 0 172 0 05:15 PH X 38 0 0 82 0 0 0 0 0 0 52 0 121 0 0 0 0 72 28 0 393 0 05:30 PH X S9 0 0 102 0 0 0 0 0 0 18 0 103 0 0 0 0 83 35 0 136 0 05:15 PH 37 0 0 71 0 0 0 0 0 0 32 0 111 0 0 0 0 73 27 0 351 0 06:00 PH 10 0 0 86 0 0 0 0 0 0 12 0 128 0 0 0- 0 73 38 0 113 0 06:15 PM 18 0 0 88 0 0 0 0 0 0 35 0 61 0 0 0 0 60 13 0 338 0 06:30 PM 27" 0 1 18 0 0 0 0 0 0 22 0 87 0 0 0 0 67 22 1 271 1 Mas. 15 nin. 53 0 2 102 0 0 0 0 0 0 60 0 155 0 3 0 0 35 73 I 172 3 Pk. Hr. Moi. 196 0 1 328 0 0 0 0 0 0 197 0 188 0 0 0 0 326 135 0 1671 0 01:30 PM Peak Intersection Traffic in Pk. Hr.= 1671 Peak Hr. Factor 0.99 05:30 PM Hour Intersection Pdstrns in Pk. Hr.= 0 INTERSECTION : 1-5 NB OFF RAMP/POINSETTIA LANE DATE: 6/17/92 ANALYST: B.LT CITY / STATE : CARLSBAD, CA PROJECT NO : 4685 PK HR ENTERING VOL : 1533 PEAK HOUR : 4 (7:15 AM-8:15 AM) Time Period Stopped Vehicles Approach Volume Time Period NB EB NB EB 6:30 - 6:45 7 2 60 7 6:45 - 7:00 29 1 83 11 7:00-7:15 8 1 72 12 7:15-7:30 32 5 108 18 7:30 - 7:45 52 8 123 28 7:45 - 8:00 254 3 164 19 8:00-8:15 55 4 126 18 8:15-8:30 37 2 86 28 15 min Stop Veh Vol 254 3 Corresponding App. Vol 164 19 Total Pk Hr Vol 521 83 APPROACH DELAY (DELAY / APPROACH) * (PK HR APPROACH VOL ) PK HR ENTERING VOL NB APPROACH (DELAY) EB APPROACH (DELAY) INTERSECTION (DELAY) 10.5 0.2 10.7 Seconds Seconds Seconds INTERSECTION (LOS) B NOTE: 1. Delay data was collected at 20 second intervals. 2. Intersection LOS is based on information contained in the Highway Capacity Manual and provided earlier in this report. 3. Delay/Approach = Pk 15 min Stop Veh Vol * 20 sec / Pk 15 min Approach Vol 4. Intersection Delay is the maximized value of the 15 min Approach Delays INTERSECTION : 1-5 NB OFF RAMP/POINSETTIA LANE DATE: 6/17/92 ANALYST: B.LT CITY / STATE : CARLSBAD, CA PROJECT NO : 4685 PK HR ENTERING VOL : 1671 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 63 3 100 40 4:15-4:30 43 8 106 38 4:30 - 4:45 45 2 102 52 4:45 - 5:00 117 4 142 45 5:00-5:15 131 8 120 52 5:15-5:30 153 3 161 48 5:30 - 5:45 66 0 111 32 5:45 - 6:00 50 4 126 42 15 min Stop Veh Vol 131 8 Corresponding App. Vol 120 52 Total Pk Hr Vol 525 197 APPROACH DELAY (DELAY/APPROACH) * (PK HR APPROACH VOL ) PK HR ENTERING VOL NB APPROACH (DELAY) EB APPROACH (DELAY) INTERSECTION (DELAY) 6.9 0.4 7.3 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 CFTY OF CARLSBAD SUMMER 1992 INTERSECTION ANALYSIS SUMMARY Intersection Number: 39 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 ft Associates Turning Movenent Counts Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Street: 1-5 SB off Ranp E/H Street: La Costa Avenue Count Date: 06/23/32 Day: Heather: TUESDAV Clear File: R92ICU39.HK1 Data CoUected by:A.B ft K.S Traffic Control: Unsignalized .!!!^-.!]_"?^!]!'"^*^' ."^"^^ Approach CSB) Hest Approach CEB) East Approach CHB) 15 nin. Totals nin. prd. Lpft U-Trn Thru Right Peds Left U-Trn Thru Right Peds Left U--Trn Thru Right Peds Left U-Trn Thru Right Peds Mehi cis Peds 06:15 AH 0 0 0 0 0 30 0 0 U 0 0 0 22 11 0 121 0 15 0 1 216 1 06:30 AM 0 0 0 0 0 32 0 2 18 0 0 0 17 10 1 125 0 20 0 2 251 3 06:15 AM 0 0 0 0 0 38 0 1 16 0 0 0 51 30 0 201 0 28 0 0 368 0 07:00 AH X 0 0 0 0 0 32 0 0 11 0 0 0 55 20 3 221 0 10 0 0 365 3 07:15 AH X 0 0 0 0 0 13 0 0 12 0 0 0 68 23 0 257 0 23 0 0 132 0 07:30 AM x 0 0 0 0 0 13 0 0 21 0 0 0 63 21 0 257 0 10 0 0 151 0 07:15 AM X 0 0 0 0 0 15 0 1 23 0 0 0 75 15 0 136 0 37 0 0 392 0 08:00 AM 0 0 0 0 0 50 0 0 13 0 0 0 60 15 0 175 0 37 0 0 350 0 08:15 AH 0 0 0 0 0 13 0 0 25 0 0 0 66 25 0 186 0 31 0 0 387 0 08:30 AH 0 0 0 0 0 57 0 0 38 0 0 0 55 15 0 228 0 38 0 0 131 0 08:15 AH 0 0 0 0 0 11 0 0 10 0 0 0 62 12 0 188 0 13 0 0 389 0 03:00 AH 0 0 0 0 0 36 0 1 23 0 0 0 51 11 0 120 0 28 0 0 273 0 Mas. 15 nin. 0 0 0 0 0 57 0 2 10 0 0 0 75 30 3 257 0 13 0 2 151 3 Pk. Hr. Vol. 0 0 0 0 0 175 0 1 70 0 0 0 261 82 3 331 0 110 0 0 1663 3 06:15 AH Peak Inters section Traffic in Pk. Hr.= 1663 Peak Hr. Factor 0.92 07:15 AH Hour Inten section Pdstrns in Pk. Hr.= 3 0.92 03:15 PH 0 0 0 0 0 58 0 0 10 0 0 0 118 21 1 128 0 58 0 2 123 3 01:00 PH 0 0 0 0 0 50 0 0 52 0 0 0 102 11 0 131 0 83 0 0 132 0 01:15 PM 0 0 0 0 0 62 0 0 12 0 0 0 UO 10 0 121 0 81 0 0 126 0 01:30 PH 0 0 0 0 0 66 0 0 37 0 0 0 98 20 0 107 0 77 0 0 105 0 01:15 PM 0 0 0 0 0 15 0 0 52 0 0 0 117 12 0 100 0 53 0 0 385 0 05:00 PH X 0 0 0 0 0 11 0 0 102 0 0 0 131 11 0 101 0 67 0 1 179 1 05:15 PM X 0 0 0 0 0 65 0 0 17 0 0 0 120 U 1 113 0 83 0 0 115 1 05:30 PM X 0 0 0 0 0 53 0 0 87 0 0 0 UO 11 1 101 0 72 0 1 137 2 05:15 PH X 0 0 0 0 0 58 0 0 61 0 0 0 115 11 0 130 0 83 0 0 191 0 06:00 PH 0 0 0 0 0 58 0 0 12 0 0 0 90 9 1 132 0 13 0 0 360 1 06:15 PH 0 0 0 0 0 55 0 0 31 0 0 0 99 11 0 111 0 51 0 0 361 0 06:30 PH 0 0 0 0 0 17 0 0 36 0 0 0 57 6 0 101 0 56 0 0 303 0 Has. 15 nin. 0 0 0 0 0 66 0 0 102 0 0 0 115 21 1 131 0 83 0 2 191 3 Pk. Hr. Vol. 0 0 0 0 0 220 0 0 297 0 0 0 506 17 2 lie 0 337 0 2 1855 1 01:15 F'M Peak Inters ection Traffic in Pk. Hr.= 1855 Peak Hr. Factor 0.91 05:15 PM Hour Inters ection Pdstrns in Pk. Hr.= 1 INTERSECTION : 1-5 SB OFF RAMP/LA COSTA AVENUE DATE : 6/23/92 ANALYST: B.LT CITY / STATE : CARLSBAD. CA PROJECT NO : 4685 PK HR ENTERING VOL : 1663 PEAK HOUR : 2 (6:45 AM - 7:45 AM) Time Period Stopped Vehicles Approach Volume Time Period SB WB SB WB 6:30-6:45 25 17 55 201 6:45 - 7:00 20 130 46 224 7:00-7:15 14 58 61 257 7:15-7:30 62 126 70 257 7:30 - 7:45 71 270 69 196 7:45 - 8:00 39 54 63 175 8:00-8:15 49 82 74 186 8:15-8:30 56 95 95 228 15 min Stop Veh Vol 71 270 Corresponding App. Vol 69 196 Total Pk Hr Vol 246 934 APPROACH DELAY (DELAY / APPROACH) * (PK HR APPROACH VOL ) PK HR ENTERING VOL SB APPROACH (DELAY) WB APPROACH (DELAY) INTERSECTION (DELAY) 3.0 15.5 18.5 Seconds Seconds Seconds INTERSECTION (LOS) NOTE: 1. Delay data was collected at 20 second inten/als. 2. Intersection LOS is based on information contained in the Highway Capacity Manual and provided earlier in this report. 3. Delay/Approach = Pk 15 min Stop Veh Vol * 20 sec / Pk 15 min Approach Vol 4. Intersection Delay is the maximized value of the 15 min Approach Delays INTERSECTION ANALYST: PROJECT NO : PEAK HOUR : 1-5 SB OFF RAMP/LA COSTA AVENUE B.LT 4685 4 (4:45 PM - 5:45 PM) DATE: 6/23/92 CITY / STATE : CARLSBAD, CA PK HR ENTERING VOL : 1855 Time Period Stopped Vehicles Approach Volume Time Period SB WB SB WB 4:00-4:15 168 10 104 121 4:15-4:30 185 19 103 107 4:30 - 4:45 283 20 97 100 4:45 - 5:00 286 65 146 104 5:00-5:15 203 31 112 113 5:15 - 5:30 252 30 140 101 5:30 - 5:45 435 102 119 130 5:45 - 6:00 234 28 100 114 15 min stop Veh Vol 435 102 Corresponding App. Vol 119 130 Total Pk Hr Vol 517 448 APPROACH DELAY (DELAY/APPROACH)' (PK HR APPROACH VOL ) PK HR ENTERING VOL SB APPROACH (DELAY) WB APPROACH (DELAY) INTERSECTION (DELAY) 20.4 Seconds 3.8 Seconds 24.2 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 CFTY OF CARLSBAD SUMMER 1992 INTERSECTION ANALYSIS SUMMARY Intersection Number: 40 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 ft Associates Turning Hovenent Counts Analysis Page 1 of 3 City: Carlsbad Intersection of: N/S Street: E/H Street: 1-5 NB off Ranp La Costa Avenue File: R92ICU10.Hlc:i Data Collected by:C.I. ft K.S "•"J' TUESDAV Traffic Control: Unsignalized 06.'23/92 Heather: Cloudy End of 15 _-!-!:----^!-"f--.^--^ -![----5!?[!!!!!_.^!^L ^PP''°'><:h ^EB) East Approach CHB) 15 nin. Totals !]^.-.l_!'J^: 1:11.. 1:1i: 77l11 Hill 77ll 1:11. 1:111 ^^"'^ H'^^^ ^'"^l ^"^^ ^^' ^ "'^•^^ ^""^^ '•rhru Right Peds i/ehicls 'peds' 06:15 AH 2 ° ^2 ° ° ? ° ° 0 13 """ci "'l7 0 ""o ""o """o '~136 "lo """l 267 ""7 06:30 AM ' 0 0 17 0 0 0 0 0 0 21 Cl 12 0 0 0 0 127 39 1 266 1 06.:1S AH 6 0 0 67 0 0 0 0 0 0 23 0 73 0 0 0 216 71 2 III 3 I77IZ 0 0 0 0 0 0 0 0 18 0 71 0 2 S S 215 ^8 0 19^ 2 0'!l5AH 5 0 0 57 0 0 0 0 0 0 11 0 91 0 0 0 0 260 75 0 502 0 0^' = 30 HH ^ 0 0 70 0 0 0 0 0 0 17 Cl 101 0 1 0 0 222 65 0 182 1 0^ =15 fi" 5 0 0 72 0 0 0 0 0 0 17 Cl 115 0 0 0 0 231 UO 0 550 0 08:00 AH X 2 0 0 103 0 0 0 0 0 0 21 0 125 0 0 0 0 191 1 6 1 56^ 1 Z'llZl I I l'^ 1 In In 1 1 1 l^'l 0 0 0 0 2l7 83 0 i;6 0 09:30 AH X 1 0 0 7b 0 0 0 0 0 0 21 0 91 0 0 0 0 206 81 0 181 0 09:15 AH X 6 0 0 83 0 0 0 0 0 0 21 Cl 116 0 0 0 0 233 103 0 568 0 09:00 AH^ 0 0 86 0 0 0 0 0 0 21 Cl 96 0 0 0 0 170 62 1 111 1 Has. 15 nin. 9 0 0 103 0 0 0 0 0 0 21 0 125 0 2 0 0 260 116 2 568 3* Pk. Hr. Uol. 17 0 0 332 0 0 0 0 0 0 60 Cl 136 0 0 0 0 858 386 1 2109 1 07:15 AH Peak Intersection Traffic in Pk. Hr.= 2103 Peak Hr. Factor 0.93 08:15 AM Hour Intersection Pdstrns in Pk. Hr.= 1 03:15 PH 6 0 0 109 0 0 0 0 0 0 27 Cl 113 0 0 0 0 198 98 2 " 581 2" 01:00 PH 12 0 1 75 0 0 0 0 0 0 IS 0 Ul 0 1 0 0 138 55 0 110 1 01:15 PM 11 0 1 110 0 0 0 0 0 0 13 0 171 0 0 0 0 206 105 0 677 0 01:30 PM IT" 0 1 30 0 0 0 0 0 0 25 Cl 121 0 0 0 0 155 62 0 171 0 01:15 PH If' 0 0 78 0 0 0 0 0 0 36 a 120 0 0 0 0 132 83 0 166 0 05:00 PH X 19 0 0 117 0 0 0 0 0 0 31 0 170 0 0 0 0 209 85 0 631 0 05:15 PH X 13 0 0 150 0 0 0 0 0 0 31 Cl 197 0 0 0 0 171 96 0 651 0 05:30 PH X 8 0 0 90 0 0 0 0 0 0 15 0 151 0 1 0 0 217 91 0 575 1 05:15 PM X U 0 0 111 0 0 0 0 0 0 28 0 230 0 0 0 0 263 102 0 715 0 06:00 PM 11 0 1 111 0 0 0 0 0 0 21 0 150 0 0 0 0 138 60 0 196 0 06:15 PM 10 0 0 130 0 0 0 0 0 0 21 Cl 167 0 0 0 0 193 38 0 622 0 06:30 PM 17 0 0 133 0 0 0 0 0 0 31 Cl 113 0 0 0 0 175 63 1 562 1 Mas. 15 nin. 13 0 1 150 0 0 0 0 0 0 13 Ci 230 0 1 0 0 263 105 2 715 2 Pk. Hr. Vol. 51 0 0 168 0 0 0 0 0 0 108 0 711 0 1 0 0 863 371 0 2605 1 01:15 PH Peak Intersection Traffic in Pk. Hr.= 2605 Peak Hr. Factor 0.87 05:15 PH Hour Intersection Pdstrns in Pk. Hr.= 1 INTERSECTION : 1-5 NB OFF RAMP/LA COSTA AVENUE DATE : 6/23/92 ANALYST: B.LT CITY / STATE : CARLSBAD, CA PROJECT NO : 4685 PK HR ENTERING VOL : 2109 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 37 17 73 18 7:00-7:15 13 5 62 14 7:15-7:30 35 2 74 17 7:30 - 7:45 35 9 77 17 7:45 - 8:00 103 21 105 21 8:00-8:15 101 13 78 17 8:15-8:30 43 8 77 21 8:30-8:45 69 23 89 21 15 min Stop Veh Vol 101 13 Corresponding App. Vol 78 17 Tota) Pk Hr Vol 349 80 APPROACH DELAY (DELAY / APPROACH) * (PK HR APPROACH VOL ) PK HR ENTERING VOL NB APPROACH (DELAY) EB APPROACH (DELAY) INTERSECTION (DELAY) 4.3 0.6 4.9 Seconds Seconds Seconds INTERSECTION (LOS) NOTE: 1. Delay data was collected at 20 second intervals. 2. Intersection LOS is based on information contained in the Highway Capacity Manual and provided earlier in this report. 3. Delay/Approach = Pk 15 min Stop Veh Vol * 20 sec / Pk 15 min Approach Vol 4. Intersection Delay is the maximized value of the 15 min Approach Delays INTERSECTION : 1-5 NB OFF RAMP/LA COSTA AVENUE DATE : 6/23/92 ANALYST: B.LT CITY / STATE : CARLSBAD, CA PROJECT NO : 4685 PK HR ENTERING VOL : 2605 PEAK HOUR : 4 (4:45 PM - 5:45 PM) Time Period Stopped Vehicles Approach Volume Time Period NB EB NB EB 4:00-4:15 393 27 152 43 4:15-4:30 164 13 108 25 4:30 - 4:45 318 13 95 36 4:45 - 5:00 804 22 136 31 5:00 - 5:15 613 6 163 34 5:15-5:30 625 7 98 15 5:30 - 5:45 568 30 122 28 5:45 - 6:00 532 3 126 24 15 min Stop Veh Vol 625 7 Corresponding App. Vol 98 15 Total Pk Hr Vol 519 108 APPROACH DELAY (DELAY / APPROACH) * (PK HR APPROACH VOL ) PK HR ENTERING VOL NB APPROACH (DELAY) EB APPROACH (DELAY) INTERSECTION (DELAY) 25.4 0.4 25.8 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