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HomeMy WebLinkAbout; 1991 Traffic Monitoring Program Carlsbad Part 2; 1991 Traffic Monitoring Program Carlsbad Part 2; 1991-12-01TURNING MOVEMENT COUNTS INTRODUCTION Forty-one (41) 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 collected for the a.m. and p.m. peak periods and completed during the months of July and August of 1991. It consisted of tum movement counts for each approach for all forty- one (41) intersections. Pedestrian and U-turn data was also collected at each intersection. The data was then reduced and intersection capacity utilization analysis was performed for each signalized intersection while the unsignalized locations were analyzed with procedures outlined in the Highway Capacity 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-one (41) intersections during the a.m. and p.m. peak hours. Figure A-2 INTERSECTION LOCATION MAP Table A-3 COUNT DATE SUMMARY SHEET 1991 TRAFFIC MONITORING PROGRAM Location Number Count Intersection/Location Count Day Count Date 1. El Camino Real and Marron Road Tue 7/30 2. El Camino Real and Carlsbad Village Drive Tue 7/30 3. El Camino Real and Tamarack Avenue Tue 7/30 4. El Camino Real and College Boulevard Thu 7/18 5. El Camino Real and Faraday Avenue Thu 7/18 6. El Camino Real and Palomar Airport Road Wed 7/17 7. El Camino Real and Alga Road Tue 7/16 8. El Camino Real and La Costa Avenue Tue 7/16 9. El Camino Real and Olivenhain Road Tue 7/09 10. Palomar Airport Road and Avenida Encinas Thu 7/25 11. Palomar Airport Road and Paseo Del Norte Thu 7/25 12. Palomar Airport Road and College Boulevard Thu 7/25 13. Palomar Airport Road and El Fuerte Street Wed 7/17 14. Palomar Airport Road and Business Park Drive Wed 7/17 15. Carlsbad Boulevard and Grand Avenue Tue 8/06 16. Carlsbad Boulevard and Carlsbad Village Drive Tue 8/06 17. Carlsbad Boulevard and Tamarack Avenue ' Thu 8/08 18. Carlsbad Boulevard and Cannon Road Tue 8/06 19. Carlsbad Boulevard and Poinsettia Lane Tue 8/06 20. Rancho Santa Fe Road and Melrose Drive Tue 7/09 21. Rancho Santa Fe Road and La Costa Meadows Drive Wed 7/10 22. Rancho Santa Fe Road and Questhaven Road Wed 7/10 23. Rancho Santa Fe Road and La Costa Avenue Tue 7/09 24. Rancho Santa Fe Road and Olivenhain Road/Camino Alvaro Tue 7/09 25. Carlsbad Village Drive and Harding Street Wed 7/31 26. Carlsbad Village Drive and Pio Pico Drive Wed 7/31 27. Carlsbad Village Drive and Monroe Street Tue 8/06 Table A-3 (Continued) COUNT DATE SUMMARY SHEET 1991 TRAFFIC MONITORING PROGRAM Location Number Count Intersection/Location Count Day Count Date 29. Poinsettia Lane and Paseo Del Norte Wed 7/24 30. Poinsettia Lane and Avenida Encinas Wed 7/24 31. Tamarack Avenue and Pio Pico Drive Thu 8/08 32. Tamarack Avenue and Adams Sti-eet Wed 7/31 33. Alga Road and El Fuerte Street Tue 7/16 34'. College Boulevard and Faraday Avenue Thu 7/18 35. I-5/Cannon Road S/B Ramp Tue 7/23 36. I-5/Cannon Road N/B Ramp Tue 7/23 37. I-5/Palomar Airport Road S/B Ramp Thu 7/25 38. I-5/Palomar Airport Road N/B Ramp Thu 7/25 39. I-5/Poinsettia S/B Ramp Wed 7/24 40. I-5/Poinsettia N/B Ramp Wed 7/24 41. I-5/La Costa Avenue S/B Ramp Tue 7/23 42. I-5/La Costa Avenue N/B Ramp Tue 7/23 Table A-4 INTERSECTION LEVELS OF SERVICE 1991 TRAFFIC MONITORING PROGRAM AM PM Count Count ICU ICU No. Intersection/Location Ratio LOS Ratio LOS 1. El Camino Real and Marron Road 0.34 A 0.61 B 2. El Camino Real and Carlsbad Village Drive 0.51 A 0.63 B 3. El Camino Real and Tamarack Avenue 0.63 B 0.61 B 4. El Camino Real and College Boulevard 0.44 A 0.42 A 5. El Camino Real and Faraday Avenue 0.48 A 0.60 A 6. El Camino Real and Palomar Aiiport Road 0.72 C 0.95 E 7. El Camino Real and Alga Road 0.45 A 0.64 B 8. El Camino Real and La Costa Avenue 0.63 B 0.65 B 9. El Camino Real and Olivenhain Avenue 0.75 C 0.91 E 10. Palomar Airport Road and Avenida Encinas 0.54 A 0.49 A 11. Palomar Airport Road and Paseo Del Norte 0.48 A 0.80 D 12. Palomar Airport Road and College Boulevard 0.43 A 0.50 A 13. Palomar Airport Road and El Fuerte Street 0.63 B 0.88 D 14. Palomar Airport Road and Business Park Drive 1.11 F 0.96 E 15. Carlsbad Boulevard and Grand Avenue 0.25 A 0.45 A 16. Carlsbad Boulevard and Carlsbad Village Drive 0.28 A 0.52 A 17. Carlsbad Boulevard and Tamarack Avenue 0.28 A 0.47 A 18. Carlsbad Boulevard and Cannon Road 0.38 A 0.63 B 19. Carlsbad Boulevard and Poinsettia Lane 0.26 A 0.42 A 20. Rancho Santa Fe Road and Melrose Drive 0.75 C 0.70 C 21. Rancho Santa Fe Road and La Costa Meadows Dr. * A * A 22. Rancho Santa Fe Road and Questhaven Road * A * A 23. Rancho Santa Fe Road and La Costa Avenue 0.51 A 0.50 A 24. Rancho Santa Fe Road and Olivenhain Road/ Camino Alvaro 0.56 A 0.62 B 25. Carlsbad Village Drive and Harding Street 0.36 A 0.64 B 26. Carlsbad Village Drive and Pio Pico Drive 0.30 A 0.43 A 27. Carlsbad Village Drive and Monroe Street 0.34 A 0.53 A 29. Poinsettia Lane and Paseo Del Norte * C * E Table A-4 (Continued) INTERSECTION LEVELS OF SERVICE 1991 TRAFFIC MONITORING PROGRAM AM PM Count No. Count Intersection/Location ICU Ratio LOS ICU Ratio LOS 30. Poinsettia Lane and Avenida Encinias 0.39 A 0.74 C 31. Tamarack Avenue and Pio Pico Drive 0.38 A 0.46 A 32. Tamarack Avenue and Adams Street 0.47 A 0.51 A 33. Alga Road and El Fuerte Stireet * A * A 34. College Boulevard and Faraday Avenue 0.22 A 0.24 A 35. I-5/Cannon Road S/B Ramp * D * B 36. I-5/Cannon Road N/B Ramp * B * B 37. I-5/Palomar Airport Road S/B Ramp * C * B 38. I-5/Palomar Airport Road N/B Ramp * F * B 39. I-5/Poinsettia S/B Ramp * B * B 40. I-5/Poinsettia N/B Ramp * A * B 41. I-5/La Costa Avenue S/B Ramp * C * C 42. I-5/La Costa Avenue N/B Ramp B * E ICU ratio not applicable to tiiis unsignalized location. CITY OF CARLSBAD SUMMER 1991 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 lil Rssociatos Turning Hovenenl Counts Analysis City: CORLSBHD Intorsection of: H/S Street: fcVH Street: EL. CflMINO REAL HFlRRON RO File: ELCMflR.MKl Data Collected by:CI ft Page 1 of 3 AB ^l"*-'*' Days rUESOAV Traffic Control: Signalized n,.'M/:il Heather: CLOUDV End of 15 "."J- "PP'-^-^h <EB) East fipproact, CHB5 15 mn. Totals Til" [ZlL "l!." J^l"'' ^"^^ Rig^rPeds Lefr'u-Trn^Thr^RighrPeds tJehicl r"pedr 0^=1S HM 2 0 Li 1 0 e 0 111 9 0 6 0 0 2 0 9 1 10 20 I ""I'/l 7 "'> = 1S HH -I 0 t 0 8 0 230 8 0 5 0 4 11 i 12 S 5 2? 0 ? fi' = 00 HH 1 0 HP 7 0 8 1 252 ? 0 H 0 5 3 0 ^ 0 6 S ^79 • ""•'=1"^ 0 0 120 3 0 8 0 18^ 1 0 5 0 8 5 0 9 0 5 I 1 3sl ? "'•' = 30 f'H » 9 0 166 6 0 13 l 2^2 r 0 7 0 5 5 0 13 0 3 26 2 III 2 0V:H5 HH » 19 0 287 17 0 16 0 272 8 1 H Q 10 11 0 2 0 Jl H 0 III ? 0«:00 HH « 12 0 116 10 0 21 0 322 25 0 H 0 6 0 3 15 0 23 33 0 Ifo 3 Oa=15 HM « a 0 157 6 0 16 1 H8 7 0 11 0 7 10 0 8 0 6 9 0 ^01 n Of' = 3p HH 17 0 181 9 0 16 1 160 16 0 13 0 9 0 9 ^ 11 15 S i?o 0 O^'-IS HM 7 1 163 6 OH 0 123 10 0 7 0 22 18 1 7 1 3 18 2 100 3 0;J-00_AH IB °_.._1!1_.._1^___ 0 29 1 130 21 0 12 0 H lo 1 7 1 12 2? 0 1^2 1 Hax. 15 nin. 18 1 287 17 0 29 1 322 25 1 11 0 22 18 3 18 1 23 33 2 685 7 'l:_"::..^!i:_.JL tJIt !1 ? !L !_..!!^ ^ o 36 3 0 4 f? I I 01': 15 AH Peok Intersection Traffic in Pk. Hr.= 2208 Peak Hr. Factor 0.81 08:15 HH Hour Intersection Pdstrns in Pk. Hr.= 6 03:15 PM 33 0 169 22 0 35 2 119 13 0 32 0 27 "12' 0~" "9 0 31 17 0 ""sfll~'~"n' 03 = 30 FH 53 0 190 23 0 11 0 130 13 0 50 0 59 15 0 20 1 23 26 S 683 S " ' = 1S PH 51 0 220 21 0 11 1 175 25 0 15 0 55 11 0 38 0 30 31 I 7II i 01 = 00 PH « 77 0 321 31 0 27 3 186 22 1 67 0 73 59 0 22 0 22 38 1 95! 2 01:15 PH « 103 0 360 19 0 11 2 152 18 0 62 0 66 57 0 it 0 35 35 0 I0I1 0 01 = 30 PH » 61 0 309 .31 0 30 2 209 26 1 50 0 59 60 0 19 0 10 31 S ^It 1 01:15 PH « 78 0 311 38 0 52 1 193 33 0 63 0 61 73 0 33 0 35 11 0 106^ 0 05:00 PH 71 0 189 18 0 30 1 155 31 0 30 0 39 35 0 21 0 11 33 2 . 703 -2 05:15 PM 71 0 259 37 0 50 2 169 15 0- 19 0 55 15 0 35 0 15 22 0 ^ 851 0' 05:30 PH 52 0 303 38 0 12 1 201 28 0 50 0 78 60 0 25 0 37 21 0 936 0 05:15 PM 18 0 291 27 0 15 3 176 100 0 53 0 29 56 1 32 0 37 38 0 ' 935 1 "^:00_PH 29 °___flf__.J5 0___ 50 1 176 62 0 52 0 71 69 0 21 1 26 32 0 ! 828 . . 0 ; Has. 15 Min. 103 0 360 19 0 52 1 209 100 1 67 0 81 73 1 19 1 15 1l"^"~2 1062 "i' Pk. Hr. yol. 322. 0 1331 155 0 153 8 710 99 2 212 0 279 219 0 115 0 132 118 1 1003 3 03:15 PH Peak Intersection Traffic in Pk. Hr.= 1003 Poak Hr. Factor 0.91 01:15 PH Hour Intersection Pdstrns in Pk. Hr.= 3 £L mm mi at nmm m Lane Configuration for InterEection Capacity Utili2ation Page 2 of 3 Pk. Hr. Ties Period: So. Approach (NB) No. Approach (SB) Hest Appr. (EB) East Appr. (NB) 07:15 Afi to - CS:i5 m Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 11 1 i i Co/;fic- (left) 2 1 1 . i i urations 3 1 1 1111 4 11 Outside 5 11 1 i Lans Settings 23023012 0120 Capacity 3240 6000 0 3240 6000 0 1800 4000 0 IBOO 4000 0 Dc you Hant separate .North/South phases (Yes/,No)? N Do VOL! sant separate East/feiest phases (Yes/.No)? N Efficiency Lost Factor 0.10 Hourly Vol use 47 726 39 75 984 47 46 28 36 48 43 87 Adjusted Hourly Voluse 47 765 0 75 1031 0 46 64 0 48 130 0 Utilization Factor 0.01 0.13 0,00 0.02 0.17 0,00 0,03 0,02 0.00 0,03 0,03 0.00 Criticai Factors 0,01 0.17 0,03 0,03 ICti Ratio = 0,34 LOS = A Turning Hovesents at Intersection of EL CAHINO REAL and MARRON RD Tise: 07:15 A« tc • 08:15 AM North Approach EL CAMINO REAL Date: 07/30/91 Day: TUESDAY 1969 <- Total Nase: CI & .AB 1108 861 <- Subtotals Sub- 47 984 77 Total totals 1 ! ! " Sub- is V •-> ; totals Total E e 137 • < I ; g 5 " 87 s 247 ; - <— 43 175 t 46 —• : /— 48 A 110 28 -> ; ; 320 A 36 —' North V I > 142 V /-> HARRON RD I t 47 . 726 39 5 I ) Subtotals -> 1068 812 Total -> IBBO 0 Note: Left"turn voluises i-clud^ South Approach U-turns. EL CAKINO REAL at HARRON RD Lane Configuration for Intersection Capacity Utiliration Page 3 of 3 Pk. Hr, Tise Period: So. Approach (NB) No. Approach (SB) Best Appr. (EB) East Appr, (HB) 03:45 ?M to ' 04:45 Pf! 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 1111 4 1 1 Outside 5 11 11 Lane Settings 23023 0120120 Caoacity 3240 6000 0 3240 6000 0 1800 4000 0 1800 4000 0 Do you want separate North/South phases (Yes/No)? N Do you sant separate East/^est phases (Yes/No)? N Efficiency Lost Factor 0,10 Hourly Vol use •ynn 1331 155 153 740 99 242 279 249 145 132 143 Adjusted Hourly Vcluee 322 i486 0 153 839 0 242 528 0 145 280 0 Utiliration Factor 0.10 0,25 0,00 0.05 0.14 0,00 0,13 0.13 0.00 O.OB 0,07 0,00 Critical Factors 0.25 0.05 0.13 0,08 ICU Ratio = 0.61 LOS = B Turning Hovesents at Intersection of EL CAMINO REAL and MARRON RD Tiie: 03:45 FM to 04:45 PM North Approach EL CAMINO REAL Date: 07/30/91 Day: TUESDAY 2729 <- Total Nase: CI 4 AB 1000 1729 <- Subtotals Sub- 99 740 161 Total totals ; ! ; V •-> : " totals Total 553 E " '— 143 s t 1323 ; " <— 132 425 t 242 — • 1 /— 145 A 770 279 ~> i i 1012 A 0 249 —' North V D s ! > 5g? 0 r V ! r ; <-, * /-> MARRON RD V ; ; ; 322 1331 155 Subtotals -> 1134 • ISOS Total -> 2942 Note: Left-turn voluses include CITY OF CARLSBAD SUMMER 1991 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 ..HIU a Hsi50ciates Turning MoveMent Counts Analysis Paq^ 1 of 3 •ity: CARLSBAO File: ELCELM HKl i:r,t«,r.5ec:tior, of: H/S Street: Et CAMIHO REAL D-ata Collected t.u:CC 9 DP E/H Street: CHRLSBfiD TILLAGE DR 0.ay: TUESDHV Traffic Control: Signalized H-sathers CLOUDV tnii of 15 Min. |;ir(l. South Approach CNBi North Approach CSBJ 111.:.: 15 HM 1 0 15 1 0 3 0 30 iikzm HH 3 0 15 2 0 2 0 25 iji;.:i::> HM 0 1? 1.17: 111) (IH 9 0 83 0 1 7 (I 11 nV: 15 flH •* 6 0 73 2 0 11 0 77 111':30 HH ;« 5 0 10.2 1 0 10 0 16 lli'515 HH Si 1 0 82 2 1 11 0 61 OH:Ofl HM * 7 0 129 5 0 21 0 81 lltl: 15 HH 11 1 111 8 0 10 12 n(!:.iiO HH 11 1 92 2 0 6 0 72 0tl:-15 HH 10 0 120 1 0 0 0 59 <r:l:00 HM 17 1 110 2 0 8 0 19 Hax. 15 Min. 17 1 110 8 1 21 0 81 Pk. Hr. Vol. 22 0 386 13 1 59 0 268 1 Host Approach <EB5 East Approach CHB!! 15 Hin. Total; -— — . . « ght Peds Left U-Trn Thru Right Peds Left U -Trn Thru Right Peds I'thi cl s Peds • .„ . 20 1 5 0 1 2 0 3 0 97 3 0 211 1 26 0 7 ,0 2 1 0 0 106 1 0 225 0 33 0 8 0 8 8 1 6 0 215 8 2 137 3 11 1 23 0 6 8 0 8 0 281 6 0 519 2 31 1 13 0 10 10 0 26 0 260 15 0 537 1 31 58 0 25 0 11 13 0 15 0 180 6 0 159 0 31 58 0 13 0 10 10 0 16 0 239 12 1 521 2 58 0 21 0 11 16 0 16 0 336 19 p 726 0 29 1 31 0 16 12 0 15 0 190 12 0 185 1 11 1 15 1 11 12 0 20 0 111 10 0 111 1 29 18 0 23 0 3 8 0 13 0 129 7 0 102 0 29 18 0 18 0 12 11 0 12 0 97 11 0 129 0 " -. .— .. 58 1 31 1 16 16 1 26 0 336 19 2 726 3 181 1 75 0 12 19 0 73 0 1023 52 1 2213 3 0V:00 HH Peak Intersection Traffic in Pk. Hr.=: 2213 . Peak Hr. Factor 0.77 iJiri:UO HH Hour Intersection Pdstrns in Pk. Hr.= 3 113: 15 PH 11 0 159 6 1 13 0 139 25 1 18 03:30 PH 13 0 222 15 0 39 0 156 27 1 25 03:15 PH 8 0 19'1 8 0 11 0 115 26 0 29 0-1:1.10 PH 10 0 315 9 0 12 0 182 37 1 37 i;i 1: 15 PM 13 0 215 6 2 51 1 15? 31 0 21 01: iO PH 19 0 362 11 0 72 0 221 28 2 31 01:15 PH 12 0 195 5 0 63 0 160 21 0 13 05:00 PH « 8 0 303 11 1 72 3 137 21 0 26 05:15 PH * 15 0 287 11 1 70 0 158 27 0 16 05:30 PM « 21 0 372 13 0 70 2 160 26 0 18 ori: 15 PM « 18 0 267 15 0 69 D 131 25 0 32 06:00 PH 11 0 191 10 0 71 0 169 20 0 31 H'liK. 15 Min. 21 0 372 15 2 71 3 221 37 2 18 Ck. Hr. l,Jol. 65 0 1229 50 2 281 5 586 102 0 152 0 •1'' 11 3 6 0 ID 27 0 565 5 0 I'S 17 0 2 0 11 35 0 611 1 0 HO 9 0 8 0 13 21 0 518 0 0 16 12 0 1 0 38 37 1 799 2 0 53 8 0 11 0 68 33 0 701 2 0 58 13 0 10 0 50 11 1 919 3 0 67 11 0 10 0 39 37 0 669 0 0 71 15 0 11 0 38 29 1 751 5 0 79 12 0 18 0 16 12 0 811 1 0 105 19 0 11 0 51 38 0 912 0 0 83 1 0 19 0 10 30 0 733 0 0 71 8 0 8 0 11 10 0 680 0 0 105 19 3 19 0 68 11 1 912 5 0 311 50 0 59 0 178 139 1 3237 6 01:-)5 PM Pt..!ik Intersection Traffic in Pk. Hr," 3237 Peak Hr. Factor 0.06 uri: 15 PH Hour Intersection Pdstrns in Fk. Hr.- 6 EL CAHINC REAL at CARLSBAD VILLASE DR Lane Configuration for Intersection Capacity Utilization Pace 2 of 3 Pk, Hr, Tise Period; So. Approach (NB) No, Aporoach (SB) ^est Appr, (EB) East Apor, («B) 07:00 AH to Left Thru Right Left Thru Right Left Thru Right Left Thru Right 08;00 AM Lane W W ] t i AW urations Inside 1 (left) 2 3 4 1 1 0 IBOO 4000 C IBOO 4000 Lans settings i 3 - 0 i 3 CeDacitv ISOO 6000 0 1800 6000 DD you sant ssDarate North/South chases (Yes/Nc)? H Do you sent ssDarats East/slsst phases (Yes/No!? N EfficlEncy Lost Factor 0,10 Hourly voluse 22 3Si 13 59 268 IBl 75 42 49 Hojustec Houriy Voiuse 59 449 0 75 91 ft 73 102 73 107 1 !-\->-' C.T 0.01 0,07 0.00 0.03 0,07 0,00 0,04 0,02 0,00 0,04 0,27 0.00 0,27 LOE = A Turning Movements at Intersection of EL CAMINO SEAL and CARLSBAD VILLASE DR Tise: 07:00 AM tc 05.AO, iM Nase: CC li DP North ADoroach EL CAMINO REAL <- Total ISI 7.1,0 166 71; • 42 —) 45 — • Nortn 71 ; '.L CARLBBAD VILLASE D! Ci,i,f.-;r3; Note; Left-t EL CAMINO .REAL at CARLSBAD VILLASE DR Lane Configuration for Intersection Capacity Utili !atlOR Pk, Hr, Tise Period: So, Approach (NS) ,No, Aoproach (SB) Sest Appr, of 3 04:45 PM to 05:45 PM Left Thru Right Left Thru Right Left Thru Right Left Th iru Lane Inside 1 1 1 1 Config-(left) 2 ) 1 1 urations 3 ) 1 1 4 1 11 Outside 5 l_;nG B^ttin nc 1 3 0 13 0 1 2 0 1 Caoa^ity IBOO 6000 0 IBOO 6000 0 1800 4000 0 1800 40 G U U ;• .. w .-ta.-: L separate Nor th/South phases (Yes/No)? N n- yrr iijnt separate Eas t/»jest phases (' fes/No)? N Ef f i ciu^'^y Lost Factor 0,10 HwUrl^ Volu 65 1229 1 30 2B1 586 102 152 341 50 59 1 7S urly Voiuse 65 127? 0 281 6SS 0 152 391 0 59 3, ! 7 ijtil i*^2tiD-Factor 0,04 0,21 0,( )0 0,16 0.11 0,00 0,08 0,10 0,00 0,03 0, OS 0.00 0,16 COS 0.^ DB ICU RatiG = 0,63 LHS = *^ Turnin g Movesents at.] [ntersBction of EL CAMINO Ri :AL and CARLSBAD VILL ASE DR Tise: 04:45 ! 05:45 PH North Aooroach EL CAM! [NO RE.AL Date: 07/30/91 Day: TuEBDA' '/ 2499 (••- Tnt = 1 . C i. S ,( Nase; CC h DP 974 1525 <- Subtotals 102 5B6 286 Tnt:i *--2!-:' ) : 1 ... N <-• V •-> totals Jr. tal c !5 s • ... — c •— 139 t 885 <— 17S 376 ^iZ '41 — A7' CARLSBAD Subtot"!- -'- Ith Approach CITY OF CARLSBAD SUMMER 1991 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 Hovenent Counts Analysis Paqe 1 of 3 City: CARLSBAO Fil„. ELCTBH.HKl Intersection of: N/S Street: EL CAMIHO REAL Data CoUected bu-SH 5 RG E/H Street: TAHARHCK Count riatej Day: TUESDAV Traffic Control: Signalized 07./.:i0/91 Heather: CLOUDV End of 15 ^PP^''*^^' "^^^^ E*^* Approach CHBi IS nin. Totals !:!!!:_ ZZtt "l^"'" .'^^^ ^"^^^ ^^""^ P*^' Lefr U-Ir^ Thr^Right Peds Vehicir peds' 06.: 15 HH 2 0 57 1 3 3 0 105 1 0 1 0 1 5 0 15 0 21 1 0 216 7 06:30 HH 11 0 21 5,0 0 0 159 2 0 2 0 9 21 0 1 0 32 1 2 283 2 0-00 HH 7 a 59 I I '1 \ 2 0 6 0 2 10 0 31 S 13 0 1 380 6 1 RH « 7 n It t ^ i ^ ^ ^ ° 6 22 0 36 0 15 11 0 520 3 U,:lo HH K 7 0 7b 6 5 2 0 301 1 0 9 0 5 31 0 51 0 98 10 0 603 5 0i; = 30 HH » 5 0 37 6 0 1 0 231 6 0 3 0 6 37 0 52 0 18 7 ^ 115 1 0.':15 HH » 8 0 86 12 0 7 0 239 6 0 17 0 12 33 0 56 0 67 9 0 552 0 00:00 HH K 12 0 95 13 0 10 0 338 3 0 10 0 12 71 0 81 0 52 9 1 ?09 1 0«:15 HH 5 0 65 11 0 5 0 251 6 0 8 0 11 35 0 58 0 56 13 1 52^ 08:30 HH 12 0 102 8 0 1 0 172 10 0 18 0 23 30 0 11 0 36 1 0 170 0 08:15 HM 13 D 02 5 0 1 0 131 11 1 9 0 15 20 0 37 0 18 7 0 382 1 f '-OO FlM _ I'l 0 129 13 0 3 0 111 0 0 13 0 7 20 0 22 0 37 1 1 381 1 Max. IS nin. 11 0 129 13 5 10 1 338 11 1 18 0 23 71 0 81 0~ 98 13 2 709 "T ° ^'^'^ ^ ° ^^^^ o 39 0 35 172 0 213 0 265 35 2 2309 7 07:00 HH Peak Intersection Traffic in Pk. Hr.= 2309 Peak Nr. Factor 0.81 08:00 HH Hour Intersection Pdstrns in Pk. Hr.= 7 03:15 PH 18 0 191 22 0 9 0 128 11 0 12 0 21 35 0 21 0 20 1 o"~ 501 0~ 03:30 PH 18 0 185 28 0 7 0 150 11 0 10 0 29 20-0 17 0 13 5 0 193 0 03 = -15 PH 21 0 361 33 0 6 0 137 8 0 11 0 32 27 0 19 0 11 1 0 676 0 01:00 PH 26 0 232 31 0 5 2 177 26 0 12 0 27 10 0 20 0 17 7 0 592 0 01:15 PM 27 0 310 10 0 10 0 128 8 0 8 0 30 7 0 15 0 12 12 0 637 0 01:30 PM 26 0 213 31 0 9 1 157 13 0 11 0 15 20 0 23 0 13 10 0 578 0 01:15 PM « 31 0 311 32 0 7 0 113 18 0 13 0 39 28 0 28 0 21 10 1 681 - 1 05:00 PH » 26 0 301 50 0 8 1 152 21 0 B 0 19 28 0 21 0 22 18 0 708 0 05:15 PH * 11 0 311 68 0 7 2 115 9 1 12 0 16 20 0 19 0 23 9 D 715 ' ' 1 05:30 PH » 31 0 391 80 0 18 0 138 21 2 15 0 51 19 0 30 0 27 6 0 833 * 2 05:15 PM 25 0 228 55 0 6 0 115 11 0 12 0 71 7 0 19 0 18 5 0 575 0 06:00 PM 25 0 157 19 0 20 0 119 20 3 5 0 13 9 0 19 0 21 3 0 190 .3 Has. 15 Min. 11 0 391 80 0 20 2 177 26 3 15 0 71 35 0 30 0 2? 18 1 " 833 s" Pk. Hr. Moi. 132 0 1350 230 0 10 3 518 69 3 18 0 188 95 0 96 0 93 13 1 2937 1 01:30 PH Peak Intersection Traffic in Pk. Hr.= 2937 Peak Hr. Factor 0.88 05:30 PH Hour Intersection Pdstrns in Pk. Hr.= 1 EL CAMINO REAL at TAMARACK Lane Configuration for Intersection Capacity Utilization Paqe 2 of 3 Pk, Hr, Tisse Period: So, Approach (NB) Nc. Approach (SB) Uest Appr. (EB) East Appr. (HB) 07:00 AM to 08:00 AM 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 11 1 1 4 1 Outside 5 Lane Settings 121120111111 Casacity 1800 4000 1800 1800 4000 0 1800 2000 1800 IBOO 2000 1800 Do you want separate North/South phases (Yes/No)? N Do you sant separate East/Hest phases (Yes/No)? N Efficiency Lost Factor 0.10 Hourly Voluse 32 294 37 23 1115 19 39 35 172 243 265 35 Adjusted Houriy Voluse 32 294 37 23 1134 0 39 35 172 243 265 35 Utiliration Factor 0.02 0.07 0.02 0.01 0,23 0.00 0.02 0.02 0.10 0.14 0.13 0.02 Critical Factors 0,02 0.28 0.10 0.14 ICU Ratio = 0.63 LOS = B Turning Movements at Intersection of EL CAMINO REAL and TAM.ARACK Tise: 07:00 AM tc 08:00 AH North Aoproach EL CAMINO REAL Date: 07/30/91 Day: TUESDAY 1525 <- Total Naie: SH i .RB 1157 368 <- Subtotals Sub- 19 1115 23 Total totals " Sub- « <-' y '-> ] - totals Total B 316 < ; ; 5 •'• •— 35 u > 95 <-, " /-> TAMARACK } 1 I I I ( 32 294 37 Subtotals -> 1530 363 Total -> 1893 a ; <— 265 543 t 39 —' ! /— 243^ 246 35 ~> ; ; 633 A 172 —' North V o Note; Left-turn voluses include South Approach U-turns. EL CAMINO REAL at TAMARACK Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Tiae Period: So. Approach (NB) No. Approach (SB) Hest Appr. (EB) East Appr, (HB) 04:30 PM to 05:30 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 11 1 1 1 Config- (left) 2 1 1 1 1 urations 3 1 111 1 4 1 Outside 5 Lane Settings 121120111111 Capacity 1800 4000 1800 1800 4000 0 1800 2000 IBOO 1300 2000 1800 Do you want separate North/South phases (Yes/No)? N Bo you »ant separate East/Hest phases (Yes/No)? N Efficiency Lost Factor 0,10 Hourly Voluse 132 1350 230 40 548 69 43 188 95 98 93 43 Adjusted Houriy Voluse 132 1350 230 40 617 0 48 163 95 93 93 43 Utilization Factor 0,07 0,34 0.13 0.02 0.15 0.00 0.03 0.09 0.05 0.05 0.05 0,02 Critical Factors 0.34 0.02 0.09 0.05 ICU Ratio = 0.61 LOS = B Turning Hovesents at Intersection of EL CAMINO REAL and TAMARACK Tise: Date: Day: Nase: Total 625 04:30 PM to 05:30 PM 07/30/91 TUESDAY SH i RS Sub- totals 294 48 — • 331 IBS ~> 95 —' North Approach EL CAMINO REAL 660 69 548 <- Subtotals -> 741 Total -> 2104 43 1 •-> 245-3 South Approach <- Total 1444 <- Subtotals <— I— North <-, " /-> ; I ( < I I 132 1350 230 1712 Sub- totals Total 43 93 234 98 692 45S TAMARACK Note: Left-turn voluses include U-turns, CITY OF CARLSBAD SUMMER 1991 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 .UIK a Hssociates rurninq MoceMent Counts Ai-iali)si:5 Pacie I of 3 l.i tij; CARLSHAH tion of: N/ E,' Stri.'et: Street: EL CAMINO RtAL COLLEIJE BLl.m i-i:iii(it finite; ili'.-'1f;...":il 0.91.4: MciiHier: fHIIRSHAV Cl (iOOV Lii.J .:.f IS Mi ri - pr d- 111.: 15 HM iik.r.iiu HH Uf..: !'.;. HH Hi':00 HH 1:1 i': 15 HM liV:.?iO HH » iii':.i:;j HH Hi 1.11:1:1.10 HH Hk Dt): 15 HM » I, liJ::30 HH i:ifi:15 HH fi':l:i;iU HM II. ;iw. I'i nin. [•t:. llr. i..'ol . South flpfiro.sch CNB.) Nor tii H|-j(.ro.acli tSB.) File: ELCCLLGE.HKl lliita Collected by:OF ft KS Tr-affic Control: Signalized Mest flppro-ach (.EB!i East Approach CHBIi ^:^1L I'l!*;" .^^"^'1 '"^^ ''"'''-^ ^ett U-Im Thru Right Peds Left H-TrnThru Right 111': K: 111): K ly.i: 15 ll.il: :!0 li:j:-'15 11-1:110 n-l: 15 O'l: 30 n.|:.15 i:i;i:oo u::i: 15 05:30 US: 15 iif. :00 HH HM PM PH PH PH PH PM PH PH PH PH PH PH f'sfvik llcmr H.iis. 15 Min. PI., llr. l..'ol. 21 15 12 58 78 89 91 71 89 76 116 0 0 0 0 0 0 0 0 0 0 0 0 u 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 09 151 iHi 365 211 29'3 •110 261 201 168 177 16 21 35 36 11 76 55 'ii 70 •)1 2'3 21 1 2 3 5 a 5 6 1 7 7 11 10 111:00 F'H 115:00 PH Peak Hour 5 116 0 0 0 0 110 93 0 11 1 0 12 332 0 0 0 0 1323 291 0 0 0 1 Tnl.<?r ':t;ii^i:.:t i on Tr^if f i c ill Pk. Hr 1^87 P"»..^k Hr. Factor 0 .78 lntern'.s..~ti(jn Pdrl .rns in Pk. Hr . ^ tl 1 1 316 0 0 0 0 121 12 0 0 0 0 0 :j 1 2 229 0 0 0 0 135 20 0 0 0 0 0 :j 1 0 321 0 0 0 0 121 20 0 0 0 0 0 0 3 252 0 0 0 0 75J 5 0 0 0 0 0 1 2 391 0 0 0 0 UO 18 0 0 0 0 0 1 2 297 0 0 0 0 112 12 0 0 0 0 0 1 1 310 0 0 0 0 105 15 0 0 0 0 0 a 0 283 0 0 0 0 151 11 0 0 0 0 0 0 371 316 0 0 0 0 129 12 0 0 0 0 0 1 1 371 316 0 0 0 0 121 12 0 0 0 0 0 1 0 291 0 0 0 0 135 8 0 0 0 0 0 n 0 192 0 0 0 0 220 26 0 0 0 0 0 3 3 391 0 0 0 0 220 26 0 0 0 0 0 3 5 1 281 0 0 0 0 511 .56 0 0 0 0 0 — —-— — ........ 1 nter ?:ecti on Traffic ill Pk. Hr. 2091 Peak Hr. Fa. :tor 0 85 I nter 5:«'.::tion Pdst ins i n Pk. Hr. 0 — — , , 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13 32 39 60 89 10 31 66 70 13 35 28 89 229 0 0 1 0 0 1 0 0 0 0 0 0 1 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 15 M.i n. Totals Peds Mehicls Peds 0 112 0 0 201 0 0 278 0 0 502 0 0 351 0 0 161 0 0 151 0 0 635 0 0 111 0 0 337 0 0 287 0 0 329 0 0 635 0 0 1987 0 0 195 0 0 123 0 0 - 507 0 0 395 0 0 615 0 0 195 0 0 166 0 0 515 0 0 588 0 0 195 0 0 170 0 0 166 0 0 615 0 0 2091 0 EL CAMINO REAL at COLLESE BLVD Lane Configuration for Intersection Capacity Utilization Pk. Hr, Tise Period: 07:15 AM to 03:15 AM Page 2 of 3 So, Approach (NS) No. Approach (SB) Hest Appr, (EB) East Appr. (gB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lsns Insids 1 i i. ( Config- (left) 2 1 ( a 1 urations 3 1 1 i. ! 4 Outside ^ Lane S^^t^-nc 1 ? 0 0 2 1 2 0 1 0 0 0 Capacity 1800 4000 0 0 4000 1800 3240 0 1800 0 0 0 Do you sant seoarate North/South phi ises (Yes/No)? N Do you want separate East/Hest phasi 55 !Yes/No)? N Efficiency Lost Factor 0,10 Hourly voluse 3 332 0 0 1323 294 22 0 1 0 0 0 Adjusted Hourly voiuse 3 332 0 0 1323 294 22 0 1 0 0 0 Utilization Factor 0,00 0,03 0.00 0,00 0,33 0,16 0,01 0,00 0,00 0.00 0,00 0,00 Critical Factors 0-00 0,33 0,01 ICii Ratio = 0.44 LOS = A Turning Movesents at Intersection of EL CAMI.NO REAL and COLLEBE BLVD Tise: 07:15 AM to 08:15 AM ..-1 -WWJI EL CAMINO REAL Date: 07/13/91 Day: THURSDAY 1971 <- Total Nase; DF S KS 1617 354 <- Subtotals Sub-294 1323 0 ; ; 1 Sub- ; " totals Total ] ! t 320 <— 0 0 22 — _ •" 1 f /— 0 A 23 0 -\ 1 I 0 n *, — North V V ; y 1 1 15 33-2 /") COLLEB^ Si VD (i CijKfrtrlc -> 1336 347 I w w- w- L< •.- U - .- ~ V ' >•' U ^ .- Kjn^D* iO^i- — TiJ^fl •, in,' limn,?- iT^f-'-. EL CAMINO REAL at COLLESE BLVD Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk, Hr, Tise Period: So. Approach (NB) No, Approach (SB) Hest Appr, (EB) East Apcr, (HB) 04:00 PM to - 05:00 PM Left Thru Right Left Thru Right Left Thru Right Left T.hru Right Lane Inside 11 11 Config- (left) 2 1 11 urations 3 i i i 4 Outride 5 Lane Settings 12 0 0 2 12 0 10 0 0 Capacity 1800 4000 0 0 4000 1800 3240 0 1800 0 C 0 Do you want separate !^orth/Scuth phases (Yes/No)? N Do you sant seoarate East/litest phases !Yes/No)? N Efficiency Lost Factor 0.10 Hourly Voluse 3 1234 0 0 511 56 0 0 0 229 0 2 Adjusted Hourly Voluse 3 1234 0 0 511 56 0 0 0 0 0 0 utilization Factor 0,00 0,32 0,00 0,00 0.13 0.03 0,00 0,00 0,00 0.00 0,00 0.00 Critical Factors 0,32 0,00 0,00 0,00 ICU Ratio = 0,42 LDS = A Turning Movesents at Intersection of EL CAMINO REAL and COLLESE BLVD Tise: 04:00 PM to 05:00 PM North Approach EL CAMINO REAL Date: 07/l?i/91 Day: THURSDAY 1853 <- Total 567 12B6 <- Subtotals 56 511 0 V '-> \ totals ! } -: { 2 <— 0 232 ; /— 230 4 {) f) —\ I s 0 —' North COLLESE BLVD 3 1284 0 w u b b .r- (.- K. w a 1.1; w u f : :• 5 * CITY OF'CARLSBAD SUMMER 1991 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 IIIK it H<:s.::.ci«tes Turning Movenc-nt Counts An.!»li|sis paqs- 1 of 3 litic CHUI.SBHM File: ELCFAPDV.HKl rIit-i Hon ..f: M./S Streel: El. CHHJ NO RLHL |)^t,.a Collected l:.ii:rp 6- OP E..'H Str eot: f HRHOH'r" HI^'F I^-^iy! IHllRSnoV Traffic Control: Signalized "'-'''••'I H.;;..ather: CLOUDV Liid of 15 South 1 Appro.: »..:li ilNBJ North Approach Ci Liid of 15 -— -Min. |)r.(l. Left M-Trn Thru Ri ght Peds L.:>ft IJ -Trn Thru Ri ght Peds Ol.: 15 HH 20 0 36 9 0 10 0 52 3 0 ill.:;:iO HH 12 1 30 17 0 21 2 119 26 0 ili.:15 HH 31 1 ii;:i 15 0 36 5 127 11 0 Ui':Oi:i HM 72 0 113 36 61 6 23l:> 35 0 Hi': 15 HM 93 0 62 12 0 15 183 55 0 iri':UO HH ;» 135 0 73 13 0 21 0 186 107 0 ni':'-|5 HH * 98 1 65 23 0 35 8 209 11 0 Oa:UO HM * 132 0 86 11 0 50 12 269 51 0 111/: 15 HM * 129 0 70 11 n 50 2 ICiO 1!:i 0 l.ia:;r.O HM 96 0 Gl 31 5 55 3 170 1 0 11(1:15 HH 82 1 r'5 15 0 50 2 160 50 20 1 0 iViz'jn HH 12 0 76 17 0 32 5 123 50 20 0 H-;is.. 15 nin. 135 1 06 12 5 61 12 269 107 1 I'k. Mr. i.'ol. 191 1 302 ue 0 161 22 01-1 211. . 0 .-.- ~-~~ Mest flppro.!Jch tEB!) Easst Approach fHB;i 15 Min. Totals Left U-Trn Thru Right Peds Lefl 11 Trn Thru Right Peds Oehicls Peds 2 0 0 0 1 0 1 2 0 151 0 '' 2 0 1 0 2 3 0 283 0 'j; |3 "1 0 ' 0 1 2 0 305 0 0 ^ IJ '3 5 1 5 0 5 0 0 562 1 0 ^ 15 3 2 10 0 3 2 0 536 II ? 6 0 11 0 2 1 0 516 13 0 11 5 0 9 0 2 1 0 521 '<' 0 27 5 0 11 0 8 3 0 710 0 11 0 15 8 0 6 0 6 3 0 571 0 26 0 13 a 0 i' 0 1 2 0 532 6 13 0 '3 3 0 5 0 5 3 0 118 o & 0 0 1 0 0 0 6 2 0 319 0 2& f 27 8 2 U 0 8 1 0 710 6 -SI 0 e.5 23 1 31 0 21 7 0 2370 1 0i':15 HH Peak Inlersection Traffic in Pk. Hr.-- 2370 Peak Hr. Factor 0.83 in Pk. Hr.- 1 Ofl: 15 HH Hour I r 1 let •.De.;tion Pd strns i)::l: 15 F'M 13 0 292 8 1 li:;l: 30 F'H 36 0 163 13 3 0:;l: 15 f'H * 33 1 218 10 0 n-l: liO t'H K 36 0 190 27 0 0-1: 15 PH » 11 0 101 22 2 0.|: ;ii:i PM * 38 0 180 15 1 D-I: 15 PH 22 1 221 16 1 Oii: (10 F'H 15 0 IS'l 15 0 O'y,: 15 F'H 16 0 232 0 0 l)!:!: ;iO PH 13 0 292 8 1 ori: 15 PH 8 1 200 6 0 Oh: (10 I'M 13 0 102 1 0 M..fK . 15 nin. 11 1 292 27 3 Pl;. Hr. 1..' ol. 151 1 772 71 3 u;:i: ;iO PM f'(.t(,k I nler i;e.::ti on Tr , i.ftic 111: F'H Hour I nt er 5e>;:ti on Pd: 3tr.rr.s 1? 10 16 6 21 30 27 17 7 17 1 6 30 in Pk. in Pk. 1 117 5 0 76 U 2 39 0 17 0 13 17 0 617 1 5 108 13 0 16 0 15 12 0 9 0 12 7 0 119 3 1 121 11 0 61 0 16 33 0 51 0 28 30 0 615 0 2 122 15 0 11 0 19 32 0 39 1 21 26 0 583 0 3 1 131 19 0 113 0 19 98 0 71 1 26 11 2 826 1 3 1 111 16 0 18 0 6 88 0 91 1 27 20 0 711 1 101 9 1 76 0 9 17 0 29 0 11 15 8 592 2 5 96 15 0 80 0 8 35 0 50 0 23 . 13 0 506 a 95 1 0 115 0 1 57 2 55 0 26 13 0 631 2 1 117 5 0 76 0 2 39 0 17 0 13 17 0 617 1 2 81 1 0 75 0 2 28 0 17 0 5 5 0 135 0 1 61 1 0 38 0 1 17 0 13 0 9 3 0 272 0 — -.- — -— 5 Ill 19 1 113 0 19 98 91 1 20 11 826 1 13 521 61 0 299 0 60 251 0 250 3 105 120 2765 5 —— -—.~ -_ . Nr.-2765 Peak Hr, Factor 0.81 Mr . -- EL CAMINO RE.AL at FARADAY AVE Lane Configuration for Intersection Capacity, Utilization Page 2 of 3 Pk. Hr. Tise Period: So, Approach (NB) No. Approach (SB) Hest Appr, (EB) East 07:15 AM to Left Thru Right Left Thru Right Left Thru Right Left 03:15 AM Lane Appr, (HB) Thru Risht Inside 1 1 1 rnn-f •! .1- / 1 a-f + ^ Outside 3 4 5 1 t i \ 1 t \ 1 1 t 1 1 < 1 1 2 2 1 2 3 0 2 1 1 2 0 Panar^tv ;240 4000 1300 3240 6000 0 3240 2000 1800 1300 4 000 0 fin vrn iuanf cpnirsta North /South phases (Yes/No) N East.' Hest phases (Yes/No)? N EfficiSwC^ Lest FBctcr C ,10 494 302 113 164 344 244 34 65 23 31 21 7 i.n'ir;ctp.n hpiirl'i; -J'niiif 494 302 US 164 1033 0 34 65 23 31 Utilization Factor c ,15 0.03 0,07 0.05 0.18 0.00 0,01 0,03 0,01 0,02 0 c 0,18 0.03 0.02 TPli 5a+^n = A 45 LOS = A Tur nlng Movesents at Inte rsecticn of EL CAMINO RE.AL and FARA DAY AVE Tise: Nase; 07:15 AM to 08:15 AM 07/18/91 THURSDAY TP I DP North Approach EL CAMINO REAL 1639 274 <- Total iCtSi 244 S44 186 34 — • 65 —> -7 ' North /— SubtDtsls- *> 39v 1 t i : i f 495 302 lis 915 Note; i eft-tu-"n v.nl EL CAMINO REAL at FARADAY AVE Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Tis e Period; Sc. Approach (NB) No- Approach (SB) Best Appr. (EB) East Appr. (t^B) Appr. (EB) East VI-., •-- -.- f n . 04:30 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Richt Lane Inside i 1 1 1 1 Config-(left) 2 1 1 1 I urations 3 1 1 1 4 1 1 1 Hii'tc i rig 5 111 Lane Settir 5-- • 2 2 1 2 3 0 2 i 1 1 ~i A Caoacity 3240 4000 1300 3240 6000 0 3240 2000 1300 1300 4000 0 Do you want separate North/South phases (Yes/No)? N Do you want separate East/Hest phases (Yes/.No)? N Efficiency .Dst Fact 3r 0,10 Hourly Voll se 151 772 74 73 521 64 299 60 251 25S Adjusted Ho IS 151 772 74 73 585 0 299 60 251 . 253 nne (\ Utilization Factor 0,05 0,19 0,04 0,02 0,10 0,00 0,09 0.03 0.14 0.14 0.06 0,00 Criticai Fa ctcrs 0,19 0,02 0,14 0,14 ICU Ratio = 0,60 LOS = A . Tu? ning Movesents at Intersection of EL CAMINO REAL and FAR.ADAY AV z Tise: 03:30 PM to 04; 30 PM North Aoproach EL CAMINO REAL Date: 07/ 13/91 Day; THI RSDAY 1875 (- Total Nase: TP & DP 671 1204 <- Subtotals Sub- 64 521 86 Total t Dtals ; ; ; <-• V '-> * * 2 .s Totsi E -9A .' I — _: c • J-. '• ^ ^ 299 —' ' / '5A1 / ^*^4. A 610 60 ~> i i 696 D 251 —' North V K V '• > 2. • <••- ^ \} ' ' i-> FARAI *AY AVE 152 772 74 Subtotals -> 1031 993 Total -> 2029 Nets I LB"^ ^ ~^ur^ Vl :iusBS inciud Scut- A p " r G £ r \\ CITY OF CARLSBAD SUMMER 1991 INTERSECTION ANALYSIS SUMMARY Intersection Number: 6 Intersection Location: El Camino Real and Palomar Airport 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 .UIK 6 Hssociates Turning MoveMenl Counts Analysis page 1 of 3 Citg: CARLSBAD Fil^. PORELCHKI 1 nter ;.ec lion of: N,'5 Street: EL CAMIHO REAL Data Collected bu:HH 5 SH F/H Street: PHLOMHR AIRPORT RD ?f '^'•^'J= HEDME'iOflV Traffic Control: Signalized Ui.'l'-'^ll Heather: CLOUDV End of 15 "^^.^^^^^^^^^^^.^ M^st Approach <EB) East Approach CMB) 15 Nin. Totals ft U-Trn Thru Right Peds Left l.l~Trn Thru Right Peds fehicls Peds f 0 50 1 2 68 0 108 19 0 393 2 •3 0 16 1 0 112 0 183 78 0 587 0 0 77 9 0 121 0 213 58 0 682 0 I'' 0 81 7 0 180 0 191 39 0 921 0 20 0 69 17 0 132 0 217 193 0 938 0 •3 0 50 10 0 no 0 177 130 0 793 0 la 0 128 7 0 105 0 200 97 0 929 0 23 0 101 19 0 102 0 206 129 0 1090 0 21 0 76 18 0 ICiO 0 192 109 0 960 0 30 0 92 11 0 113 0 209 136 0 965 0 31 0 76 IS 0 101 0 118 51 0 717 0 21 0 71 17 • 0 91 0 137 63 0 715 0 31 0 128 19 2 180 0 217 193 0 1090 2 •52 0 337 58 0 128 0 807 171 0 3911 0 07:30 HH Pe-ak Inlersection Traffic in Pk. Hr.= 3911 Peak Hr. Factor 0.90 Ori:;jO HM Hour Intersection Pdstrns in Pk. Mr.- 0 12 0 IS 0 71 71 0 819 1 17 1 53 0 Ul 66 0 081 1 21 2 51 0 111 66 0 1022 3 8 0 60 0 113 69 3-926 3 21 0 17 1 101 71 0 1020 0 11 0 39 0 81 60 0 852 1 26 0 71 0 155 73 2 1229 2 13 3 59 0 113 79 0 981 3 28 0 51 0 115 65 1 1150 3 31 3 70 0 95 53 0 1007 1 16 0 61 0 109 78 1 937 1 18 0 . 12 0 91 17 0 798 0 S'' 3 71 1 155 79 3 1229 1 101 6 251 0 178 270 3 1370 12 nin. prd. Left 11-•Trn Thru Right Peds Left U -Trn Thru Right Peds —.-~ -06:15 HM 3 0 27 13 0 12 0 10 15 0 06:.;iO HM 3 0 21 16 0 33 0 51 25 0 06:15 HM 2 0 2i' 38 0 30 1 61 38 0 07:00 HH 5 0 66 31 0 70 0 153 76 0 07:15 HH 10 0 51 32 0 12 0 105 17 0 07:30 HH 7 0 72 25 0 51 0 no 12 0 07:15 HH « 11 0 67 63 0 71 0 101 55 0 00:00 HH s 1 0 125 65 0 59 0 171 86 0 09:15 HH « 12 0 116 63 0 62 0 127 56 0 Of):..50 HM « 21 0 98 60 0 66 0 85 11 0 011:15 HH 7 0 87 27 0 15 0 89 31 0 i:i'J:00 HH 1'3 0 95 18 0 53 1 91 38 0 MiiK. IS nin 21 0 125 65 0 71 1 171 86 0 t'k. Hr. i..'ol 51 0 106 251 0 258 0 187 238 0 • ---^ .—^_ , -~ --„. 03:15 PH 22 0 131 108 1 71 0 82 11 0 55 0 131 01:00 PH 26 0 122 120 0 19 0 101 18 0 10 0 128 111: 15 PH 6 0 123 119 0 96 0 107 37 1 102 0 180 01:30 PM 19 0 161 103 0 52 0 90 10 0 15 0 132 01:15 PH 13 0 115 157 0 99 0 123 10 0 56 1 166 ii5:00 PH 11 0 108 91 1 107 0 106 31 0 12 1 158 05:15 PH * 19 0 192 177 0 112 0 111 32 0 62 0 166 ori: 30 PH * 18 0 113 119 0 71 0 103 26 0 10 0 197 05:15 PH * 8 0 182 138 2 125 0 161 12 0 97 0 135 06:00 PH s 11 0 117 131 0 91 0 122 31 1 11 0 172 06:15 PH 13 0 116 115 0 87 0 89 17 0 53 0 183 06:30 PH 8 1 127 63 0 09 0 111 18 0 31 0 119 Way.. 15 Min. 26 1 192 177 1 125 0 161 18 1 102 1 197 F'k. Hr. Moi . 5''J 0 661 568 2 102 0 533 131 1 210 0 670 05:00 PH Peak Intersect iori Traffic in Pk. Hr 1370 Peak Hr. Fa. :tor 0.89 06:00 F'H Hour Int. ersection Pd:i;trns in Pk. Hr . -12 -- EL CAMINO REAL at PALOMAR AI.RPORT RD Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk, Hr. Tise Period: So. Approach (NB) No, Approach (SB) Hest Appr, (EB) East Appr. (HB) 07:30 AM to 08:30 .AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 11 1 1 1 Config- (left) 2 1 111 urations 3 1 1 1 1 4 1 i 1 • 1 Outside 5 Lane Settings 121121121121 Capacity 1800 4000 1800 1800 4000 1800 1800 4000 1800 1800 4000 1800 Do you want separate .North/South phases (Yes/No)? N Do you want separate East/Hest phases (Yes/No)? N Efficiency Lost Factor 0.10 Hourly Voluse 51 406 251 258 487 238 92 397 58 428 807 471 Adjusted Hourly Voluse 51 406 251 258 487 233 92 397 53 .423 807 471 Utilization Factor 0.03 0.10 0.14 0.14 0,12 0,13 0,05 0.10 0.03 0,24 0,20 0.26 Critical Factors 0.14 0.14 0.10 0.24 ICU Ratio =0,72 LQS = C Turning Movesents at Intersection of EL CAMINO RE.AL and PALO.MAR AIRPORT RD Tise: 07:30 AM to 03:30 .AM North Approach EL CAMINO REAL Date: 07/17/91 Day: HEDNESD.AY 1952 <- Total Nase: HH 4 SH 983 969 <- Subtotals Sub- 233 487 258 Total totals i !, 1 Sub- <-' V •-> \ " totals Total e 1096 < ; ; a 5 471 s t 1643 ; " <— 807 1706 t 92 —' ; /— 428 A 547 397 ~> \ \ 2612 A D 53 —' North V p P ; > 906 p r V ', r I " /-> PALOMAR AIR.f^ORT RD V : ; ; 51 406 251 Subtotals -:> 973 708 Total -> 1681 South Approach U-turns. EL CAMINO REAL at PALOMAR AIRPORT RD Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk, Hr, Tise .^^eriod: So, Approach (NB) No. Approach (SB) Hest Appr. (EB) East Appr. (HB) 05:00 PM to 06:00 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 11 1 1 1 Config- (left) 2 1 i 1 1 urations 3 1 1 1 1 4 1.1 1 1 Outside 5 Lane Settings 121121121121 Capacity 1800 4000 1800 1800 4000 1800 1800 4000 1800 1800 4000 1800 So you want sepa-^ate -North/South phases (Yes/No)? N Do you want separate East/Hest phases (Yes/No)? N Efficiency Lost Factor 0.10 Hourly Voluse 59 664 563 402 533 134 240 670 101 251 478 270 Adjusted Hourly Voluse 59 664 568 402 533 134 240 670 101 251 473 270 Utilization .i^actor 0.03 0,17 0.32 0.22 0.13 0.07 0.13 0.17 0.06 0.14 0.12 0,15 Critical .^actors 0.32 0.22 0.17 0.14 ICU Ratio = 0.95 LOS = E Turning Movesents et Intersection of EL CAMINO REAL and PALOMAR AIRPORT RD Tise: 05:00 PM to 06:00 PM North Aoproach EL CAMINO REAL Date: 07/17/91 Day: HEDNESD.AY 2243 <- Total Nass: HH i SH 1069 1174 <- Subtotals Sub- 134 533 402 Total totals ', \ " Sub- s —-- <-• V •-> ] " totals Total E e 671 < ; ; a 5 " 270 5 t 16S2 ; " <— 473 999 t 240 —' ; /—•• 251 A 1011 670 ~> ; ; 2639 A 0 101 —' North V D p ; > 1640 p r V : r \ <-, /-> PALOMAR AIRPORT RD V ; ; ; 59 664 563 Subtotals -> 885 1291 Total -> 2176 South Approach U-turns. CITY OF CARLSBAD SUMMER 1991 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 IHK li Associates Turning Mo..'eMent Counts Analysis p^^^ j 3 T.iid of 15 Iiin. prd. I 06:15 HH 06:30 HH 06:15 HM 07:00 HM 07:15 HH 0i':30 HH S 07:15 HH « 01:1:00 HH * 0!1:15 HH * 0!t:.30 HH 111.1:15 HH 09:00 HH Max. 15 Min. Pk. Hr. Ool. j:'^^''!.^:'^'^:. '""^ '''^^1.J^':'''±.^!^L._..... ^ '-^^^ ^ast Approach CHB. 15 Min. Totals u 0 33 5 0 17 1 7 2 65 1 0 59 0 0 17 0 86 5 1 83 0 0 20 0 109 10 0 96 0 19 1 90 38 0 117 0 9 0 151 20 0 68 0 25 0 170 28 0 61 0 2S 1 233 18 0 100 0 13 0 235 26 0 UO 0 9 1 91 15 0 1' c:! 0 Li-0 111 10 0 31 2 ia 2 98 35 0 33 0 25 233 10 1 117 2 72 1 797 100 0 312 0 12 6 0 6 1 16 25 23 0 10 0 5 31 33 0 16 0 11 3'3 57 0 9 0 16 31 10 0 12 0 13 15 13 0 15 0 21 61 68 0 22 0 29 23 109 0 31 0 28 a's 60 0 33 1 23 la 21 0 18 0 25 Vi 35 0 13 1 11 18 9 0 27 0 17 61 109 0 31 1 29 111 250 0 101 1 101 11 1 101 16 0 23 68 36 0 159 35 0 16 1 132 22 0 83 27 0 16 0 102 31 0 109 16 0 12 0 107 11 0 132 65 0 59 1 176 10 0 90 60 1 51 0 112 13 0 92 26 0 19 0 131 37 1 160 51 1 19 0 137 19 0 118 63 0 18 0 198 11 1 103 86 1 67 0 81 10 0 133 127 0 55 0 150 22 1 91 66 0 17 0 163 18 1 160 127 1 67 1 198 163 2 511 330 2 219 0 569 •- ght Peds Left U-Trn Thru Right Peds Uehicls Peds • , 9 0 1 1 20 3 0 112 0 5 0 1 0 11 10 0 260 0 6 3 11 0 55 10 0 367 1 7 2 18 0 53 8 0 112 2 7 0 9 0 38 5 0 122 0 13 0 11 0 19 11 0 383 0 16 0 22 0 13 10 0 561 0 18 0 22 0 50 10 0 676 0 21 0 20 0 70 5 0 659 0 15 0 8 0 78 1 0 378 0 12 0 21 0 78 0 0 133 0 8 0 11 0 IS 5 0 291 0 ..-21 3 21 1 78 11 0 676 1 71 0 78 0 182 39 0 2279 0 . oni I- OH IT^' Intersection Tr-.,ffic in Pk. Hr.= 2279 PearHrrF^actor^O^ei' 00:l..j HH Hour Intersection Pdjitrns in Pk. Hr.= 0 03:15 PH 11 1 101 16 0 23 •> fa n 7 ^ ZZ' - 36 0 159 35 S 16 1 132 12 S 12 0 8^ ? " 9 18 0 373 0 "3 = "15 PM 22 0 83 27 0 16 0 102 8 0 ^9 Q p3 '.f I ^'^ ° ^6 10 0 725 1 "'• = 00 31 0 109 16 0 12 0 07 6 S ll 0 o r^ ° 8 11 0 398 1 "•'=15 PH 11 0 132 65 0 59 1 76 11 0 ^1 0 1' n ° ^5 0 561 0 01:30 PH 10 0 90 60 1 51 0 U.> 11 0 ^3 n n ° 28 27 0 722 0 i'H = ^5 PH 13 0 92 26 0 19 0 131 1- n ? -5 ° ^'^ 0 l^" 1^ 0 573 1 i«"-00 PH * 37 1 160 51 I V. n -'J g \l \ l\ 0 31 27 0 555 1 O 18 1 11 31 0 53 0 20 16 0 16 0 71 18 0 39 0 32 21 0 21 0 80 18 1 58 0 28 22 0 27 0 81 18 0 38 0 23 13 f 25 0 12 20 0 27 0 12 9 05=5PH* 10 0 U 63 0 18 0 9.^ n .5 31 0 53 0 20 16 0 627 05 = 30 PH .* 11 1 Jo3 el 1 67 0 'll '1 0 I lo ? " '"^ " ° 05 = 15 PH •< 10 0 133 127 0 55 0 150 28 0 27 n «2 ^« n ° ° 2 "(. = 00 PH 22 1 91 66 0 17 n S 2 ?5 ° ^? 0 23 13 0 . 766 0 0 503 0 h<lK. 15 Min. 10 I IMJ l^f 1 67 jtig 28 0 12 i fit 'iK i T-O n Pk. Hr. 1.^.1. 163 2 511 330 2 ?m n r-.,,^ fl 0 82 1 2^9 175 I ,0- ""^ ° ^ _ ^ 75 0 2767 3 !!r''1! nM l',""^' Intersection Traffic in Pk. Hr.- 2767 Peak Hr. Factor 0.9o' il:i:15 F'H Hour Intersection Pdstrns in Pk. Hr.-.: 3 EL CAMINO REAL at ALBA RD . Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr, Tise Period: So, Approach (NB) No. Approach (SB) Hest Appr. (EB) East Appr. (HB) 07:15 AM to - 08:15 .AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 11 1 i i Config- (left) 2 11 1 i urations 3 1 1 11 i 4 1 1 1 1 Outside 5 1 11 Lene Settings 13123 0 210220 Caoacity 1300 6000 1300 3240 6000 0 3240 2000 0 3240 4000 0 Do you want separate North/South phases (Yes/No)? N Do you jiant separate East/Hest phases (Yes/Noi? N Efficiency Lost Factor 0.10 Hourly Voluse 72 797 100 342 141 250 104 101 71 78 182 39 Adjusted Hourly Voiuse 72 797 100 342 391 0 104 172 0 78 221 0 Utilization Factor 0,04 0,13 0,06 0.11 0,07 0,00 0,03 0,09 0.00 0.02 0,06 0.00 Critical Factors 0,13 0.11 0.09 0.02 ICU Ratio = 0.45 LOS = A Turning Movesents at Intersection of EL CAMINO REAL and ALSA RD Tise: 07:15 AH to 08:15 AM North App.-oach EL CAMINO REAL Date: 07/16/91 Day; TUESDAY 1673 <- Total • Nase; CS i DF 733 940 (- Subtotals Sub- 250 141 342 Total totals ', \ I " Sub- » <-' V •-> ', " totals Total e 505 < I ; 5 39 t 732 I <— 182 299 105 —' ; /— 78 A 277 101 -> ! ; 842 3 71 —' North V P ; > 543 r V ', i <-, " /-> ,AL6A RD il 111 73 797 100 Subtotals -> 291 970 Total -> 1261 = K K' w n w i i EL CAMINO REAL at ALSA RD Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Tise Period: So. Approach (NB) No. Approach (SB) Hest Appr. (EB) East Appr. (HB) 04:45 PM to - - 05:45 PM Left Thru Right Left Thru .Right Left Thru Right Left Thru Right Lene Inside 11 i i i Config- (left) 2 11 1 1 . urations 3 1 1 111 4 11 11 Outside 5 111 Lane Settings 13123021022 0 Capacity 1800 6000 1800 3240 6000 0 3240 2000 0 3240 4000 0 Do you want separate North/South phases (Yes/.No)? N Do you want separate East/Hest phases (Yes/No)? N Efficiency Lost Factor 0.10 Hourly Voluse 169 514 330 219 569 61 82 279 175 188 103 75 Adjusted Hourly Voluse 169 514 330 219 630 0 82 454 0 188 173 0 Utilization Factor 0.09 0.09 0.18 0,07 0,11 0.00 0.03 0.23 0.00 0.06 0,04 0.00 Critical Factors 0.18 0.07 0.23 0,06 ICU Ratio = 0.64 LOS = B Turning Movesents at Intersection of EL CAMINO REAL and ALBA RD Tise: 04:45 PM to 05:45 PM North Approach EL CAMINO REAL Date: 07/16/91 Day: TUESDAY 1520 <- Total Nase; CB & DF 849 671 <- Subtotals Sub- 61 569 219 Total totals ! ; ! " Sub- ^ V ; * totals Total E e 334 < ; ; 3 s ^ •— 7 ! <— 103 366 t S3 —' ; /— 183 537 279 -> ; ; ii?4 A 175 —' North V o ; > 828 0 V ! r : <-, " /-> ALGA RD V ; ; ; 171 514 330 Subtotals -> 934 1015 Total -> 1949 Note: Left-turn voluses include South Approach U-turns. CITY OF CARLSBAD SUMMER 1991 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 .311K ft Associates Turning l1oi.'eMent Counts Analysis Pagj, j 3 City: CARLSBAD P^l F,rLflr05 Ukl i;c..ir,t Hate: 0,a,j. TUESDAV "''•''^'•••''1 Me.ither: CLOUDV Traffic Control: Signalized and of 15 •ir^!:.?!?:!-!:' ^^'^ «PP—h (EB> East Approach <HB> 15 Min. Totals I*:!::: .i^:^ ..^r^ Right ped, uft u-im Th;7R:;hrp:d; iiTt '7^7:"T77:'^^:i:^ ^:i7'^ 2 0 72 7 0 226 0 1 0 76 7 0 381 1 2 0 121 21 0 190 0 1 0 111 20 1 636 1 '1 0 112 20 0 579 0 7 0 172 37 0 951 0 e 0 115 33 0 612 0 I'S 0 125 18 0 7'S6 0 8 0 139 37 0 808 0 17 0 116 11 0 905 0 16 0 171 33 0 798 0 15 0 121 27 0 719 0 I'S 0 172 18 1 951 1 60 0 581 162 0 3307 0 Peak Hr. Factor 0.91 06:15 HH 30 0 17 2 0 06:30 HH 25 0 19 3 1 06:15 HH 12 0 11 1 0 07:00 HM 10 0 66 0 07:15 HM 51 0 58 0 0 07:30 HH 91 0 111 3 0 07:15 HH 57 0 69 0 0 Of):00 HH « 81 0 130 3 0 011:15 HM » 73 0 79 3 0 0(1:30 HM * 80 0 108 1 0 0(1:15 HH K 61 0 91 5 0 U'J:00 HH 01 0 102 1 0 . —. H-;iK. IS nin. 91 0 130 5 1 Pk. Hr. l.'ol. 301 0 103 12 0 0i':15 HH Peak Intersect icin Traffic 0(1:15 HH Flout Inlersection Pdstrns ---03:15 PH 66 0 129 0 0 03:30 PH 58 0 111 1 1 0:1:15 PH 75 0 130 9 0 01:00 PH * 108 0 119 5 0 01:15 PH W 65 0 118 16 0 01:30 PH » 75 0 UO 3 0 01:15 f'H * 129 0 217 11 0 05:00 PH 18 0 72 2 0 05:15 PM 75 0 120 12 0 05 = 30 f'H 80 0 138 10 0 05:15 F'H 86 0 158 9 0 Ot>:00 PH 52 0 85 8 0 ~ -. M4K. 1-5 nin . 129 0 217 16 1 Pl:. Hr. Vol . 377 0 621 35 0 Left U-Trn Thru 15 0 11 19 0 10 ell 0 71 10 0 61 s 0 35 11 0 85 13 0 65 21 0 81 11 0 105 2-1 0 105 25 0 83 20 0 97 .— .. . 25 0 105 81 0 377 in Pk. Hr.= 3307 in Pk. Hr.= 0 35 0 105 36 1 117 51 2 131 13 2 156 36 5 126 15 2 116 93 1 217 27 1 57 11 2 115 61 1 113 69 1 202 51 3 128 93 5 217 217 10 615 in Pk. Hr.-1189 in Pk. Hr.:;: 1 31 0 16 0 5 18 0 51 0 11 0 81 21 0 76 0 69 0 19 16 0 111 0 102 0 37 31 0 112 0 76 0 56 11 0 111 0 123 0 116 18 0 70 0 83 0 66 33 0 71 0 106 0 67 33 0 no 0 98 0 72 TO 0 107 0 105 a 101 67 0 105 0 71 0 60 71 0 82 0 60 0 59 15 0 111 0 123 0 116 71 0 393 0 383 0 300 216 0 .— — ... 80 0 81 0 101 56 0 11 0 70 29 0 769 0 71 0 75 0 108 76 0 11 0 71 31 0 785 1 107 0 108 0 89 72 0 23 0 80 57 0 911 0 103 1 102 0 119 59 0 15 0 92 22 0 975 1 79 0 108 u 122 16 0 21 0 81 21 0 811 0 87 0 87 0 117 79 0 21 0 107 26 0 905 0 153 0 115 0 179 123 0 21 0 113 33 0 1165 0 10 0 76 0 97 51 0 22 0 15 17 0 555 0 91 0 111 0 129 67 0 20 0 87 18 0 929 0 88 0 181 1 110 91 0 18 0 72 26 0 1059 0 77 0 75 0 185 107 0 20 0 102 20 0 UU 0 92 0 81 0 113 57 0 11 0 87 21 0 795 0 — „ __ — 153 1 181 1 185 123 0 23 0 113 37 0 1165 1 122 1 112 0 537 307 0 78 0 393 102 OS:15 PH Peak 0-1:15 PH Hour Peak Hr. Factor 0.71 EL CAMINO REAL at LA COSTA AVE Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Tise Period: So, Approach (NB) No, Approach (SB) Hest Appr, (EB) East Appr, (HB) 07:45 AM to - 08:45 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 11 1 1 i :nnfig- (left) 2 1 1 1 1 0,10 301 408 12 84 377 393 383 300 246 60 581 162 301 420 0 84 770 0 383 300 246 60 743 0 0.09 0.07 0,00 0,03 0,13 0.00 •=0.12 0.08 0.14 0.03 0.19 0,00 0.09 0.13 0.12 0.19 urations 3 1 1 1 i 1 4 1 1 1 Outside 5 11 11 1 Lane Settings 23 0 230221120 Caoacity 3240 6000 0 3240 6000 0 3240 4000 1800 1800 4000 0 Do you want separate North/South phases (Yes/No)? N Do you Hint separate East/Hest phases (Yes/No)? N Efficiency Lost Factor Hourlv Volu*e Adjusted Hourly Voluse Utilization Factor Critical Factors ICU Ratio = 0,63 LOS = B Turning Movesents at Intersection of EL CAMINO REAL and LA COSTA AVE Tise: 07:45 AM to 08:45 AM North Approach EL CAMINO REAL Date; 07/16/91 Day; TUESDAY iB07 <- Total Nase; ML I SH 854 953 <- Subtotals Sub- 393 377 84 Total totals III Sub- y V •-> I * totals Total e 1275 < : ; —- s " 162 t 2204 ; " <— 531 303 333 — • ! /— 60 A 929 300 ~> ; ; 11?? p 246 —' North V P ; > 396 r V ; : <-, /-> rngTji ^yp 301 403 12 Subtotals -> 683 721 Total -> 1404 Note: Left-turn voiuaes include South Approach U-turns, EL CAMINO REAL at LA COSTA AVE Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk, Hr, Tise Period: So, Approach (NB) No, Approach (SB) Hest Appr. (EE) East Appr. (HBi 03:45 PM to - ..... PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 11 i i i Config- (left) 2 1 1 .] j urations 3 1 i j j ! 4 1 1 1 . ' Outside 5 11 i i i Lane Settings 23 0 23 0 221120 f^asacity 3240 6000 0 3240 6000 0 3240 4000 1800 1800 4000 0 Do you want separate North/South phases (Yes/No)? N Do you want separate East/Hest phases (Yes/No)? N Efficiency Lost Factor 0,10 Houriy Voluse 377 624 35 217 645 422 442 537 307 78 393 102 Adjusted Hourly Voiuse 377 659 0 217 1067 0 442 537 307 78 495 0 Utilization Factor 0,12 0,11 0.00 0,07 0.18 0,00 0.14 0.13 0.17 0.04 0.12 0,00 Critical Factors 0,12 0.18 0.14 0,12 ICU .Ratio = 0.65 LOS = B Turning Movesents at Intersection of EL CAMINO REAL and LA COSTA AVE Tise: 03:45 PM to 04:45 PM North Aoproach EL CAMINO REAL Date: 07/16/91 Day: TUESDAY 2472 <- Total Nsse; .ML i SH 1294 1178 <- Subtotals Sub- 422 645 227 Total totals e 1192 t 2473 : " Sub- ^' '-> ; " totals Tott '— 102 <— 393 573 442 — ! /— 78 A 1286 537 --.> ; ; 13A2 0 307 — • North V P ; > 729 LA COSTA AVE 1 I 377 624 35 I I 1 1 I I Subtotals -> 1030 1036 Total -> 2066 Note: Left-turn voluses include South Approach U-turns. CITY OF CARLSBAD SUMMER 1991 INTERSECTION ANALYSIS SUMMARY Intersection Number: 9 Intersection Location: El Camino Real and Olivenhain Avenue CONTENT Turn Movement Count Summary (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Turn Movement Diagram P.M. Peak Hour ICU Analysis and Turn Movement Diagram PAGE 1 of 3 2 of 3 3 of 3 .ItIK li hssociates Turning Hot'enent Counts Analysis i.:i ty: Iiit.::.r CAHLSElAtI :lion of: N,'S Streel: E/H Slreel: El. CAHINO REAL OLIVEMMAIN RD File: ELCOLIl'E.HKl Data Collected by:K'5 a Page 1 of 3 DF .1 lilt H.',l.i 'jl D.:>y; Hisather TOESOHV cm D End M:i n. ..f 15 prd. South Approach <:tiU} North Approach i;SB> Tr-affic Control: 'Signali2:ed Hest Approach CEB? East Approach (HBIJ 15 Min. Totals L. 06:15 HH 0 0 28 23 0 7 0 28 111. = .10 HH 0 0 57 23 0 7 0 53 06:15 HH 0 0 50 11 0 •> 0 10 85 07:00 HH 0 0 ?') 30 0 25 0 10 85 Or': 15 HH (.1 0 73 •12 0 22 0 83 07:30 HH Q 0 81 53 0 19 0 76 07=15 HH 0 0 130 57 1 21 0 Ul 1.111 = 00 HH « n 0 127 71 0 20 0 152 Oil: 15 HH * ri 0 155 71 0 30 0 119 Oi'i:.:iO HH * i:i 0 80 77 0 0 l-IO 01.1:15 HH s (1 0 135 76 1 3E. 0 171 O'l:00 HH 0 0 Ui' 81 0 30 0 166 H.:,:-:. 15 nin. n 0 155 01 1 36 0 171 n.. llr . Vol. n 0 505 298 1 117 0 612 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07: 15 HH Peak Intersec tion Traffic in Pk. Hr 2193 Ofl: 1':. HH Hour Inter section Pds trns ill Pk. Hi-1 .. 03: IS PH Q 0 201 118 0 58 0 170 0 03: 30 F'H (1 0 181 151 0 32 0 189 0 03: 15 F'H 0 0 189 120 0 13 0 161 0 0-1: 00 PH 0 0 216 173 0 10 0 215 0 01: 15 f'H 0 0 199 136 0 26 0 182 0 0-1: 30 f'H Q 0 211 195 0 52 0 222 0 IJ-I: 15 PH 0 0 166 118 0 53 0 152 0 05 = 00 PH « 0 0 220 166 0 33 1 216 0 05: 15 PH * 0 0 218 199 0 75 0 232 0 05: 30 PH * 0 0 215 211 0 51 0 220 0 05: 15 PH * 0 0 212 175 0 61 0 198 0 06: 00 F'M 0 0 191 169 0 51 0 200 0 M-.i:-. 15 Min. (1 0 218 211 0 75 1 232 0 Pk. Hr. Moi. 0 0 925 751 0 226 1 366 0^ 0-1: •15 PH Peak Inter section Traffic i ri Pk. Hr --3108 115: •15 f'H Hour Inter se.-tion Pd-j; trn.( i 11 Pk. Hr . 3 U-Trn Thru Right Ped:r. Left 0 Trn Thru Right Peds Vehi cls Peds - — -. --0 0 0 0 0 52 0 0 17 0 155 0 0 0 0 0 0 65 0 0 16 1 221 1 0 0 0 0 0 137 0 0 25 0 327 0 0 0 0 0 0 129 0 0 25 0 373 1 0 0 0 0 0 129 0 0 12 0 391 5 0 0 0 0 0 118 0 0 29 1 109 1 0 0 0 0 0 119 0 0 11 2 182 3 0 0 0 0 0 219 0 0 56 0 653 0 0 0 0 0 0 193 0 0 53 0 651 0 0 0 0 0 0 195 0 0 50 0 581 0 0 0 0 0 0 151 0 0 11 0 610 1 0 0 0 0 0 182 0 0 61 0 610 0 -— 0 0 0 0 0 219 0 0 61 651 5 0 0 0 0 0 758 0 0 208 0 2198 1 Peak Hr. Factor 0.95 0 0 0 0 0 0 0 2 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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 113 130 119 161 165 uo 109 130 122 93 111 128 165 189 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 10 31 57 11 10 32 16 31 31 39 27 57 ISO 0 0 0 1 1 0 0 0 0 0 0 0 1 0 731 726 669 862 719 868 660 812 907 827 862 766 907 3108 Peak Hr. Factor 0.91 EL CAMINO REAL at OLIVENHAIN RD Lane Configuration for Intersection Capacity Utilization Page 2 of 3 .Pk, Hr, Tise Period: So. Approach (NE) No, Approach (SB) Hest Appr. (EB) East Apor, (HB) 07:45 AM to - — ''S:45 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 11- 1 Config- (left) 2 11 1 1 4 Outside 5 j -.1 "e Settincs 0 2 1 1 2 0 0 0 0 1 '1 1 Ca pacity 0 4000 1800 1800 4000 0 0 0 0 1800 0 1300 Do you want separate .Nor th/Sou th phases (Yes/No) No you want separate Eas t/Hest phases (Yes/No)? No Ef: •iciency Lost Factor 0,10 Hoi irly Voluse 0 505 298 117 612 0 0 0 0 758 Ad; lusted Hourly Voluse 0 505 293 117 612 0 0 0 0 753 0 203 Ut: ilizaticn Factor 0,00 0,13 0,17 0.07 0,15 0.-00 0.00 0.00 0.00 0,42 C !,00 0.12 Cri .tical Factors 0.17 0.07 0,42 Ratio = 0.75 LOS = C Turning Movesents at Intersection of EL CAMINO REAL and OLIVENHAIN RD Tise; 07:45 AM to 03:45 AM North Approach EL CAMINO RE.AL Date: 07/09/91 Day: TUESDAY 1442 <- Total Nase; KS OF 729 713 <- Subtotals Sub- 0 612 117 Total totals ; [ ; " 0 •'• ' — 208 ; " <— 0 966 0 —' '. ./ TH'S North 4i5 Subtotals -> 137C Total -> -, " /-> OLIVENHAIN RD i : 1 -: I 0 505 298 803 Net?! LBTt~tur^ VG1U''&^ ^• ^ EL CAMINO REAL at OLIVE.NHAIN RD Lene Configuration for Intersection Capacity Utilization Page 3 of 3 Fk. Hr. Tise Period: So, Approach (NB) No, Aoproach (SB) Hest Appr. (EB^ East Appr, <HB) 04:45 PM to 55:45 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 111 1 Config- (left) 2 1 1 . i urations 3 11 4 Lane Settings 021120000101 Capacity 0 4000 1300 1300 4000 OOOO 1300 0 1300 Dc you went separate North/South phases {Yes/No)? No Do you sent separate East/Hest phases (Yes/No)? No Efficiency Lost Factor CIO Houriy Voluse 0 925 751 226 866 0 0 0 0 439 0 150 Adjusted Hourly voluse 0 925 751 226 866 0 0 0 0 489 0 150 Utilization Factor 0,00 0.23 0,42 0.13 0,22 O.OQ 0.00 0.00 0.00 0.27 0.00 0,03 Critical Factors 0,42 0,13 n •77 'Cu Ratio = 0,91 LOS = E urning Movesents at Intersection of EL CAMINO REAL and OLIVENHAIN RD North Approach EL CAMINO REAL Tise: 04:45 PM to fi=,-4'; PM Date: 07/09/91 Day; TUESDAY 2169 <- Total Kimn' •|'5 i- flP P-ih- tnl-ii 1 1093 1076 866 227 150 ; ^ i— fi 0 —• ; /— 489 0 --> ; • 1616 0 —' North y ; > 977 V ; t " /-) OLIVENHAIN RD Vi i ! i ' i : t 0 925 751 I..UU .W ...... ^ ..V-b-v' AW.' t.. Toial -> 3031 CITY OF CARLSBAD SUMMER 1991 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 Hssociates Turning Mo'/OMent Counts Analysis Pag^ 1 of 3 City: CARLSBAO pil,, pfiRflyEN.wKl Intersection of: N/b Street: Ht'ENIDR ENCINAS Data CoUected bu:HH ft CC E/H Street: PALOHHR AIRPORT RD n.'""r*:i'f*' ^^"i- THIJRSDAV Traffic Controls Signalized Ui/..'.../91 Heather: CLOUDV 15 Approach CHB> 15 „in. Totals !:!!!:. "Z^ll ^if.:^ J:Ztl ^."IL ^Ztl L^^t"u-^rn"Thru~Righrp;dI [efr"u-^rn"Thru'RighrPeds vl77.77'7777 OE: 15 AM 0 0 1 1 o 7 0 0 0 0 3 0 " 23 3 "'n 16 n ^ ZZ 7 T" " """S ' o I i \l i I I I I i i I I i 0 i ii I .!^ ! S ^ !l ^ S I I S li I - ; 08:15 AM K 2 0 1 11 0 51 0 3 3 O 11 n ,i 1 Zi. 0 32 65 0 321 0 ------------"----^i--J----?L---i----l-.--L-.-L...?L...L.!^ ° ^° s ^ Max. 15 Min. 1 0 1 25 2 80 0 7 6 0 15 0 ~U1 23 2 73 2 37 fif. 1 7 L..^^' ^ ° ° ' 07:15 RM Peak Intersection Traffic in Pk. Hr.= 1296 Peak Hr. Factor 0.82 08:15 AM Hour Intersection Pdstrns in Pk. Hr.= 1 03^1 PS , ^ n ^ n ° ^ ^ ° " ° 50 18 0 36 0 36 33 O"""2M"~""O" 03:30 PH .« 9 0 3 2b 0 11 1 1 12 0 10 0 58 11 0 31 1 18 50 0 311 ' n 01:00' PH« 1 0 '2 I7 S 6=-' I ° ' ' ' 0 26 0 65 39 I 10 0. 01.UU « 3 0 5 3? 0 6c' 0 3 6 0 2 0 11 1 0 19 1 61 ^« n n 01:15 PH« 15 0 3 38 0 11 0 5 13 0 10 0 53 5 0 2 0 77 33 ? lol ? °'' = ^° ^" ^ " 5 31 0 18 0 3 11 0 8 0 57 5 0 U 0 5^ 31 0 I76 0 05.00 in 2 0 5 22 0 11 0 5 6 2 7 0 35 2 1 8 0 57 "iq n p-=>3 f. °5=15PH n 0 10 75 0 90 0 1 11 0 9 0 61 6 1 9 0 77 28 ^ 399 2 05:30 PM 3 0 3 27 0 59 0 1 6 1 8 0 15 1 0 6 0 81 2 2I7 1 '»5= '"5 f« 11 0 1 20 1 38 0 0 8 0 8 0 55 5 2 7 0 52 26 0 03! I f _ 35_ 0_ 1 2 0 16 0 56 3 i 3 S 6? 2^ ; S . 223 2 ' Ha«. 15 Min. 25 0 11 90 1 90 1 5 13 2 16 1 61 18 ~"l 36 ~"l 81 50 2 im" 7 ° ^ is o 29 0 216 2? 0 91 i ssl ^0 l iTz 1 03:15 PH Peak Intersection Traffic in Pk. Hr.= 1302 Peak Hr. Factor 0.81 01:15 PH Hour Intersecti cin Pdstrns in Pk- Hr-~ 1 ' AVENIDA ENCINAS at PALOMAR AIRPORT RD Lane Configuration for Intersection Capacity Utilization ' Page 2 of 3 Pk. Hr, Tiae Period: So. Approach (NB) No. Approach (SB) Hest Appr. (EB) East Appr. (SB) 07:45 AM to 08:45 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lans Inside 11 1 i i Config- (left) 2 i 1 11 .1 urations 3 11 1 4 Outside 5 Lane Settings 111111110 111 Capacity 1800 2000 1800 1800 2000. IBOO 1800 2000 0 1800 2000 1800 Do you want separate North/South phases (Yes/No)? N Do you want separate East/Hest phases (Yes/No)? N Efficiency Lost Factor 0.10 Hourly Voluse 11 10 65 213 9 16 55 327 65 156 103 256 Adjusted Houriy Voluse 11 10 65 218 9 16 55 392 0 156 108 256 Utilization Factor 0.01 0,01 0.04 0.12 0.00 0,01 0,03 0.20 0.00 0.09 0.05 0.14 Critical Factors 0.04 0.12 0.20 0.09 ICU .Ratio = 0.54 LOS = A Turning Movesents at Intersection of AVENIDA E,NCIMAS and PALOMAR AIRPORT RD Tise: 07:45 AM to 08:45 AM North Approach AVENIDA ENCINAS Date: 07/25/91 Day: THURSDAY 564 <- Total Nase; HH S CC 243 321 <- Subtotals Sub- 16 9 218 Total totals ! ! ! Sub- (.. V ; " totals Total E \-\<\ { 1 I ..0.' \ I I 3 •— 256 5 i " <~ 108 520 t 55 —• ; /— 156 447 327 ~> : ; 1130 A 65 — • North V p : > 610 c V ! r ! <-, " /-> PALOMAR AIRPORT RD 10 65 Subtotals -> 230 86 Total -> 316 Note: Left-turn voluses include South Aoproach U-turns. AVENIDA ENCINAS at PALOMAR AIRPORT RD Lane Configuration for Intersection Capacity Utilization . Page 3 of 3 Pk. Hr. Tise Period: So, Approach (NB) No. Approach (SB) Hest Appr. (EB) East Appr. (HB) 03:15 PM to - <^^:15 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 11 1 i i Config- (left) 2 1 i ill urations 3 1 i 1 4 Outside 5 Lane Settings 1 1 1 1 1 1 1 1 0 1 1 i Capaaty 1800 2000 1800 1800 2000 1800 1800 2000 0 IBOO 2000 1800 Do you want separate North/South phases (Yes/No)? N Do you want separate East/Hest phases (Yes/No)? N Efficiency Lost Factor 0.10 Hourly Voluse 52 25 191 200 15 39 29 216 27 91 254 160 Adjusted Hourly Voluse 52 25 191 200 15 39 29 243 0 91 254 160 Utilization Factor 0.03 0,01 0,11 0.11 0.01 0.02 0.02 0.12 0.00 0.05 0.13 0.09 Critical Factors 0.11 0.11 " 0.12 0.05 ICU Ratio = 0.49 LOS = A Turning Movesents at Intersection of AVENIDA ENCINAS and PALOMAR AIRPORT RD Tise: 03:15 PM to 04:15 PH North Approach AVENIDA ENCINAS Date: 07/25/91 Day; THURSDAY 470 <- Total Nase: HH & CC 255 215 <- Subtotals Sub- 39 15 201 Total totals ill " Sub- ^ <-' V •-> ; * totals Total E e 345 <- ; ; ^ 5 " - 160 s ' ; " <— 254 507 t 29—' I /— 93 A 272 216 ; ; nib A P 27 —' North V P ; > 609 r V : <-, " /-> PALOMAR AIRPORT RD I 1 I 52 25 191 Subtotals -> 133 268 Total -> 401 Note: Left-turn voluses include South Aporoach U-turns. CITY OF CARLSBAD SUMMER 1991 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 a Hssociates Turning Movenent Counts Analysis Page 1 of 3 City: CHHLSBAD File: PARPDN.HKl Trilorsecliori of: N/S Street: PFlSEO DEL NORTE Data CoUected by:LH 9; AB E/H Street: PHLOHAR AIRPORT RD I"""* T'ay: THIJRSDAV Traffic Control: Signalized ili'/i:::::./91 H.»atFier: CLOUllV f hl i f 15 Approach CNB!) North Approach CSBJ Hest Approach CEB!) East Approach CMB5 15 Min. Totals Min. prd. Left U-Trn Tliru Right Peds Left 0 Tl •n Thru Ri ght Perls Left U -Trn Thru Right Peds Left U-Trn Thru Right Peds Uehi cls Peds 06:15 AH 35 0 0 3 3 2 0 1 3 0 1 2 115 17 1 9 3 80 8 1 279 5 06:30 HH 33 0 3 2 1 7 0 1 1 0 3 112 10 0 9 1 115 3 0 313 1 06:15 HH 3rj 51 0 7 3 0 25 0 5 2 0 8 3 137 11 0 11 0 11 7 0 301 0 Or:(IO HH 3rj 51 0 0 23 11 1 61 0 11 1 0 3 0 216 3 8 11 6 251 10 0 669 1 07:15 HH 2i" 0 0 8 5 0 37 0 a 6 0 12 1 181 6 0 21 0 155 15 0 105 0 Oi':30 HH * 10 0 19 20 1 50 0 6 7 0 5 0 186 5 0 12 1 112 22 0 518 1 07:15 HH * 11 0 23 11 0 16 0 11 8 1 19 0 202 16 0 21 6 178 21 0 615 1 0(1:00 HH * 52 0 U 35 -0 83 0 12 16 1 18 1 166 a ti 19 1 129 10 0 591 3 00:15 HH * 22 0 10 17 0 IS 0 17 26 0 31 0 198 20 0 le 1 131 35 0 577 0 0(1:30 HM 36 0 0 7 0 30 0 12 17 0 20 0 101 5 1 16 3 110 22 0 112 1 0U:15 HH 68 0 18 6 0 11 0 15 26 0 29 0 216 5 0 39 1 205 29 1 701 1 O'iUOO HH 19 0 19 1 0 15 0 U 23 0 22 0 103 0 22 113 25 0 110 0 M'.iK. 15 Min 68 0 28 35 3 03 0 17 26 1 31 1 216 20 2 39 6 251 10 1 701 5 Pl:. Hr. I'ol . 155 0 63 86 1 221 0 19 57 2 76 1 752 19 2 73 13 580 121 0 2301 5 ' ... .-; -.™ , -. 0i':15 HH Peak Inter section Traffic in Pk. Hr. 2301 Peak Hr. Fai ctor 0.91 0(1:15 HH Hour Inter section Pd strns in Pk. Hr. 5 - — — ,. ..—.— o::i:i5 PH 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0:il:30 PH 53 0 7 3 7 33 0 19 25 0 11 3 129 31 0 21 7 212 12 8 572 15 o::):i5 PH 62 0 25 21 0 50 0 20 11 0 23 5 161 38 0 30 1 327 32 0 812 0 01:00 f'H 55 0 21 U 0 23 0 36 16 0 26 9 138 22 0 29 5 319 13 0 786 0 01:15 PH 65 0 27 23 0 37 0 29 28 1 22 3 175 11 0 13 1 359 21 3 877 1 01:30 PH 51 0 19 5 3 25 0 28 29 0 31 8 163 22 1 1? 8 357 39 0 835 1 01:15 PH « 17 0 17 6 0 29 0 30 26 1 15 5 103 20 0 39 5 350 16 0 768 1 05:00 PH * 52 0 3 8 0 53 0 36 16 1 11 13 122 36 0 16 1 109 19 0 896 1 05:15 PM » 27 0 19 1 0 35 0 27 19 0 20 1 93 36 1 51 3 301 12 0 651 1 05:30 PH •>• 67 0 15 2 1 53 0 52 51 1 37 2 111 37 0 92 9 567 36 0 1161 2 05:15 PH 33 0 11 2 0 25 0 22 20 0 21 0 71 18 0 28 1 285 19 0 565 0 06:00 PH 23 0 5 0 0 27 1 18 17 0 52 1 112 11 0 50 9 271 11 0 611 0 H.as. 15 Min 67 0 17 23 7 53 1 52 51 1 52 13 175 11 1 92 9 567 39 8 1161 15 Pl:. Hr. Vol . 193 0 89 20 1 170 0 115 112 3 116 21 162 129 1 231 21 1627 83 0 3182 5 -•• - - — . 111:30 PH Peak Intersection Traffic in Pk. Hr. 3182 Peak Hr. Factor 0.75 05:30 PH Hour Intersection Pdstrns in Pk. Hr.~ PASEO DEL NORTE at PALOMAR AIRPORT RD Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Tise Period: So. Approach (NB) No, Approach (SB) Hest Appr. (EB) East Apor. (WB) 07:15 AM to — 08:15 AM Left Thru Right Left Thru Right Left ' Thru Right Left Thru Right Lane Inside 11 11. 1 Config- (left) 2 1 1 .1 1 urations 3 11 11 1 11 4 11 Outside 5 Lane Settings 12 0 12 0 13 0 12 0 Capacity 1800 4000 0 1800 4000 0 1800 6000 0 1800 4000 0 Do you want separate North/South phases (Yes/No)? N Do you want separate East/Hest phases (Yes/Noj? N Efficiency Lost Factor 0,10 Hourly Voiuse 155 63 86 224 49 57 77 752 49 91 580 121 Adjusted Houriy Voiuse 155 149 0 224 106 0 77 BOl 0 91 701 0 Utilization Factor 0,09 0.04 0.00 0.12 0,03 0.00 0.04 0.13 0.00 0,05 0,13 0.00 Critical .^actors 0.04 0.12 0,04 0,13 ICU Ratio = 0.48 LOS = A Turning Movesents at Intersection cf PASEO DEL NORTE and PALOMAR AIRPORT RD Tise: 07:15 AM to 08:15 AM North Approach PASEO DEL NORTE Date: 07/25/91 Day: LHURSDAY 590 <- Total Nase; LH i .AB 330 260 <- Subtotals Sub- 57 49 224 Total totals iil " Sub- » V •, " totals Total E e 793 < ; ; £ E ;— 121 t 1671 ; <— 580 792 t 77 —' ; /— 91 A 878 752 ~> ! ! 1872 A 0 49 —' North V • o 0 ; > 1080 0 r . V I r ! <-. /-> PALOMAR AIRPORT RD V ; ; I 155 63 86 Subtotals -> 171 304 Total -> 475 Nri*p« I o'^f-^iirn t/nlfsffoc ^r^.'-lsiHo South Approach U-turns. PASEO DEL NORTE at PALOM.AR AIRPORT RD Lane Configuration for Intersection Capacity Utilization Pags 3 of 3 Pk. Hr. Tise Period; So, Approach (NB) No. App.-'oach (SB) Hest Appr. (EB) East Appr. (HB) 04:30 PM to — — 05:30 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 11 1 i i Config- (left) 2 1 1 1 1 urations 3 11 111 11 * 1 1 Outside 5 Lane Settings 120120130120 Capacity 1800 4000 0 1800 4000 0 1800 6000 0 1300 4000 0 Do you want separate North/South phases (Yes/.No)? N Do you want separate East/Hest phases (Yes/No)? N Efficiency Lost Factor 0.10 .Hourly Voluse 193 39 20 170 145 142 170 462 129 252 1627 83 Adjusted Hourly Voluse 193 109 0 170 237 0 170 591 0 252 1710 0 Utilization Factor 0.11 0.03 0.00 0.09 0.07 0.00 0.09 0.10 0.00 0.14 0.43 0.00 Critical Factors 0.11 0,07 0.09 ^ 0.43 ICU Ratio = 0.80 LOS = D • Turning Moveients at Intersection of PASEO DEL NORTE and PALOMAR AIRPORT RD Tise: 04:30 PM to 05:30 PM North Approach PASEO DEL NORTE Date; 07/25/91 Day: THURSDAY 775 <- Total Nase: LH 4 AE 457 318 <- Subtotals Sub- 142 145 170 Total totals ! ; ! Su 1986 V ! " totals Total 33 5 2^47 i <— 1627 19-62 t 170 —' ; /— 252 7fcl 462 -y ; ; 2635 A 129 —' .North V c ; > 673 0 V ! r I <-. /-> PALOMAR AIRPORT RD . V ; ; : 193 89 20 Subtotals -> 505 302 Total -.> 807 Note; Left-turn voluses include South Approach U-turns, CITY OF CARLSBAD SUMMER 1991 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 .IHK li Elssociates Turning MoveMent Counts Analysis Page 1 of 3 City: CARLSBAD File: PHRCLLGE.HKl Intersection of: N,.'S Slr-eet: COLLEGE BLVD Data Collected by:SH « HL E/H Street: PHLOHHR AIRPORT RD Count D.sto: D.ay: THURSDAV Traf fic Control : Si gnal i zed iri'.--25/'il H.s.ather: (LOUDV v -i • ,K Approach CHB) North Approach (SBJ Hest Approach CEB5 East Approach <HB-J 15 Min. Totals Min. prd. Left U-Trn Thru Right Pods Left U Trn Thru Ri ght Peds Left U -Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicls Peds 06: 15 HH 0 0 0 0 0 3 0 0 7 0 27 1 79 0 2 0 0 71 3 2 197 1 06:30 HH 0 0 0 0 0 1 0 0 17 0 33 7 111 0 0 0 3 111 2 0 318 0 06:15 HH 0 0 0 0 0 8 1 0 30 0 51 1 187 0 1 0 0 159 3 0 110 1 07:00 HM 0 0 0 0 0 10 0 0 19 0 91 1 339 0 2 0 1 173 9 0 619 2 07: 15 HH 0 0 0 0 0 8 0 0 31 0 73 2 231 0 0 0 0 117 3 0 195 0 0i':30 HH « 0 0 0 0 0 13 0 0 22 0 110 0 289 0 0 0 0 121 1 0 600 0 07:15 flH » 0 0 0 0 0 8 0 0 13 0 96 1 213 0 0 0 2 195 1 0 589 0 00:00 HH « 0 0 0 0 0 11 0 0 21 0 138 1 328 0 2 0 0 113 2 0 617 2 0(1: 15 HH S 0 0 0 0 0 1 0 0 11 0 138 19 315 0 0 0 0 60 1 0 581 0 0'.;;l:30 FlH 0 0 0 0 0 0 0 27 0 88 5 222 0 0 0 0 183 7 0 537 0 0(1:15 HH 0 0 0 0 0 3 0 0 21 0 82 1 222 0 0 0 1 192 1 0 529 0 09:00 HH 0 0 0 0 0 2 0 0 12 0 71 9 296 0 0 0 0 186 2 0 608 0 "-••-" —. " , ..... —. . „ ... . HiiW. r;i Min. 0 0 0 0 0 13 1 0 13 0 118 19 315 0 2 0 1 195 9 2 619 1 Pk. Hr -. Vol. 0 0 0 0 0 36 0 0 103 0 520 21 1205 0 2 0 2 192 11 0 2390 2 -" -— .— --. — . — _ — — — 07: 15 HM Peak Intersection Traffic in Pk. Hr.= 2390 Peak Hr. Factor 0.97 00: 15 HH Hour Intersection Pdslrns in Pk. Hr.= 2 03:15 PH 0 0 0 0 0 2 3 0 38 0 15 3 128 0 0 0 0 139 3 0 331 D 03:30 PH 0 0 0 0 0 2 1 0 51 0 10 5 202 0 0 0 0 211 1 0 516 0 03:-15 01:00 PH 0 0 0 0 0 9 0 0 89 0 37 6 221 0 0 0 2 377 6 0 717 0 03:-15 01:00 PH 0 0 0 0 0 1 0 0 73 0 32 6 209 0 0 0 0 237 1 0 565 0 01: 15 PH 0 0 0 0 0 0 0 0 181 0 35 1 230 0 0 0 1 165 1 0 920 0 01:30 PH 0 0 0 0 0 3 0 0 31 0 28 1 181 2 0 0 0 112 2 0 396 0 01:15 PH » 0 0 0 0 0 8 0 0 131 0 28 1 181 0 0 0 1 136 15 0 aio 0 05:00 PH S 0 0 0 0 0 1 0 0 73 0 32 1 151 0 0 0 0 211 5 0 513 0 05: 15 PH * 0 0 0 0 0 1 0 0 201 0 11 1 209 0 0 0 2 518 8 0 987 0 05:30 PH i* 0 0 0 0 0 1 0 0 95 0 20 6 237 0 0 0 0 256 5 0 620 0 05:15 PM 0 0 0 0 0 1 2 0 126 0 10 5 88 0 0 0 0 299 6 0 537 0 06:00 PH 0 0 0 0 0 0 1 0 81 0 36 3 168 0 0 0 0 213 3 0 511 0 H.ax. IS Min. 0 0 0 0 0 9 1 0 201 0 11 6 237 2 0 0 1 518 15 0 987 0 Pk. Hr. Vol. 0 0 0 0 0 17 0 0 503 0 121 15 781 0 0 0 6 1151 33 0 2930 0 01:30 PH Peak Intersection Traffic in Pk. Hr.= 2930 Peak Hr. Fa :tor 0.71 05:30 PH Hour Intersection Pds trns in Pk. Hr.= 0 --- COLLEBE BLVD at PALOMAR AIRPORT RD Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk, Hr, Tise Period; 07:15 AM to 08:15 AM La.ne Inside 1 Config- (left) 2 urations 3 4 Outside 5 So, Approach (NB) No, Approach (BB) Hest Appr.' (EB) East Appr. (HE) Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Settings 0 0 0 1 0 2 0. 3 1 0 -7 1 v> i Capacity 0 0 0 1800 0 3240 3240 5800 IBOO 3240 6000 1800 Do you want separate North/South phases (Yes/No) ? N Do you want separate East/Hest phases (Yes/No)? N Efficiency Lost .'actor 0.10 Hourly Voluse 0 0 0 36 0 103 520 1205 0 0 492 11 Adjusted Hourly Voluse 0 0 0 36 0 103 0 1725 0 0 492 11 Utilization Factor 0.00 0.00 0.00 0.02 0,00 0.03 0.00 0.30 0.00 0,00 0.03 0.01 Critical Factors 0,00 0.03' 0,30 0,00 ICU Ratio 0.43 LDS = A H e c t A Turning Movesents at Intersection of COLLESE BLVD and PALOM.AR AIRPORT RD Tise: Date; Day: Nase: 07:15 AM to 03:15 AM 07/25/91 THURSDAY SH & ML Sub- totals 541 —' 1746 1205 0 —• Subtotals -> Tctai -> North Approach COLLEBE BLVD 670 <- Total 139 531 <- Subtotals 103 (-' 0 36 North -. " /•-> I I I 1 I I 0 0 0 0 0 South Apcrcsch Sub- totals Total £ g 11 <— 492 505 /— 2 I V t 1743 A p 1243 p • r PALOMAR AIRPORT RD Note; Left-turn voluses includs U-turns, COLLEBE BLVD at PALOMAR AIRPORT RD Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Tise Period: So. Approach (NB) No, Approach (SB) Hest Appr. (EB) East .Appr. (HE) 04:30 PM to 05:30 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 l 2 2 Config- (left) 2 1.1 1 urations 3 111 4 11 Outside 5 1 i Lane Settings 000102 0 31031 Capacity 0 0 0 1300 0 3240 3240 5800 1800 3240 6000 1800 Do you want separate North/South phases (Yes/No)? N Do you want separate East/Hest p.hases (Yes/No)? N Efficiency Lost Factor 0,10 Houriy Voluse 0 0 0 17 0 503 121 781 0 0 1454 33 Adjusted Houriy Voiuse 0 0 0 17 0 503 0 902 0 0 1454 33 Utilization Factor 0.00 0.00 0,00 0.01 0.00 0.16 0,00 0.16 0.00 0.00 0.24 0.02 Critical Factors 0.00 0.16 0.00 0.24 ICU Ratio =0.50 LOS = A Turning Movesents at Intersection of COLLEBE BLVD and PALO.M.AR AIRPORT RD Tise: Date: Day: Nase: 04:30 PM to 05:30 PH 07/25/91 THURSDAY SH & ML North Approach COLLEBE BLVD 674 <- Total 520 154 <- Subtotals Total Sub- total 5 1972 917 136 —' 781 ~> 0 — • 503 17 No Sub- totals Total /-> <— 1454 1493 6 /-- I I V A 0 804 p r PALOMAR AIRPORT RD Subtotals -> Total -> South Approach liote: Left-turn voluses include U-turns. CITY OF CARLSBAD SUMMER 1991 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 •JIIK 6 Hssociates Turning Hoverient Counts Analysis Page 1 of 3 City: CARLSBAD File: PARELF.HKl I.it.:,r3ectiori of: N/S Street: EL FUERTE ST Data Collected by:KS 8 HB E/H Streel: PHLOHflR FlIRPORT RD f'^y: HEDNESDHV Traffic Contr-ol i Signalized 11'.''''••'••I Heather: COLD End of 15 nin. prd. South Approach <NB:> Hest Approach CEB) East Approa ch CHB3 15 nin. Totals Peds Lefl L -Trn Thru Right Peds Left U-Trn Thru Right Peds Wehicls Peds 0 27 0 71 0 0 0 0 199 10 0 337 0 0 12 0 82 0 0 0 0 311 6 0 111 0 0 23 0 117 0 0 0 0 369 12 0 551 0 0 12 0 153 0 0 1 0 131 27 0 662 0 0 37 0 118 1 0 0 0 120 10 0 620 0 0 13 0 189 0 0 1 0 113 9 0 656 0 0 29 0 191 0 0 0 0 379 11 0 628 0 0 36 0 191 0 0 0 0 185 11 0 731 0 0 58 1 152 0 0 1 0 393 11 0 625 0 0 17 5 159 0 1 1 1 351 11 0 589 1 0 21 3 123 1 n 0 0 333 5 0 195 0 0 27 0 111 0 2 0 255 9 0 119 0 0 58 5 191 2 1 2 1 185 27 0 731 1 0 166 1 726 0 0 2 0 1670 51 0 2510 0 116:15 HH OOOOO 10 0 0 20 06:30 HH OOOOO 3 0 U 0 06:15 HH 0 0 0 0 0 2 0 0 1 07:00 HH 0 0 0 0 0 7 0 0 1 07:15 HH 0 0 0 0 0 3 0 0 1 07:30 HH K OOOOOIOOO 07:15 HH « 1 0 0 0 0 7 1 0 3 0(1:00 HH « 0 0 0 0 0 2 0 0 3 0;j: 15 HH » 0 0 0 0 0 0 0 fl 3 0(1:30 flH 0 0 0 1 0 3 0 0 7 IIU:'15 HH 0 0 0 0 0 1 0 0 2 09:00 HH 0 0 0 1 0 2 0 0 7 Maw. IS Min. 1 0 0 1 0 10 1 0 20 I'k. Hr. i.'ol .1 0 0 0 0 10 1 0 9 07:15 HH Peak Intersection Traffic in Pk. Hr.:: 2610 . Peak Hr. Factor 0.90 00:15 HH Hour Inter secti on Pd strns in Pk. Hr .-0 -— ... ....... 03:15 PH 0 0 0 0 0 27 1 0 28 0 22 0 331 0 0 01:00 PH 0 0 0 0 0 11 0 0 1 0 7 0 228 1 0 01:15 PH » 1 0 0 0 0 31 0 0 12 0 21 0 398 1 0 01:30 PH * 1 0 0 0 0 11 0 0 11 0 20 0 313 1 1 01:15 PH * 0 0 0 0 0 27 0 0 11 0 13 0 359 0 0 2 05:00 PH * 1 0 0 0 0 12 0 0 9 0 12 0 398 1 0 2 05:15 PH 0 0 0 0 0 25 0 0 8 0 3 0 398 0 0 05:30 PH 0 0 0 0 0 9 0 0 10 0 U 1 357 0 0 05:15 PH 0 0 0 1 0 31 0 0 11 0 5 0 386 0 3 06:00 PM 0 0 0 0 0 U 0 0 7 0 5 0 391 0 0 06:15 PH 0 0 0 0 0 26 0 0 7 0 a 0 392 2 2 06:30 PH 0 0 0 0 0 3 0 0 11 0 11 0 323 0 1 MaK. 15 nin. 1 0 0 1 0 31 1 0 28 0 21 1 398 1 3 Pk. Hr. Vol. 3 0 0 0 0 81 0 0 19 0 69 0 1168 6 3 01:00 PH Peak Inter 3e<:ti on Traffic in Pk. Hr — 2518 Peak Hr. Fa ;tor 0.81 05:00 PH Hour Inter secti on Pd -itrns in Pk. Hr -3 - - -— -- -.- -— -.. 0 0 212 SO 626 0 0 0 157 10 115 0 0 0 271 11 0 755 0 0 0 175 7 0 515 1 1 0 191 10 612 0 0 0 198 5 0 ,, 636 2 0 0 208 5 0 617 0 1 0 200 6 0 595 0 0 0 215 2 0 651 . . 3 0 0 208 1 0 623 0 0 0 158 3 0 596 2 0 0 155 2 0 511 1 1 0 271 11 0 755 3 1 0 838 30 0 2518 3 EL FUERTE ST at PALOMAR AIRPORT RD ^ V.-: Z-'7 ' " . ' :' . Lene Configuration for Intersection Capacity Utilization . Page 2 of 3 Pk. Hr, Tise Period; So, Approach (NB) No, Approach (SB) Hest Appr, (EB) East Appr, (HBi 07:15 AM to i. 08:15 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 11 i . i i Config- (left) 2 11 i.i 1 urations 3 1 111 4 Outside 5 Lane Settings 110 11111112 0 Capacity 1800 2000 0 1800 2000 1800 1800 2000 1800 IBOO 4000 0 Do you want separate North/South phases (Yes/No)? No Do you want separate East/Hest phases (Yes/No)? No Efficiency Lost .^actor 0,10 Hourly Voluse 1 0 0 10 0 9 166 726 0 2 1670 51 Adjusted Hourly Voluse 1 0 0 10 0 ? 166 726 0 2 1721 0 Utilization Factor 0.00 0.00 0.00 0,01 0,00 0.01 0,09 0.36 0.00 0.00 0.43 0.00 Critical Factors 0,00 0.01 0.01 0.09 0.43 ICU Ratio = 0.63 LDS = B Turning Movesents at Intersection of EL FUERTE ST and PALOMAR AIRPORT RD Tiae: 07:15 AM tc 08:15 AM North Approach EL FUERTE ST Date; 07/17/91 Day: HEDNESDAY 238 <- Total Nase: KS & HB 20 218 <- Subtotals Sub- 9 0 11 Total totals ! ! ! " Sub- 1634 <-' V •-> ; " totals Total ; ! — a s '— 51 2580 ; " <— ii7o 1723 t 170—' ; /— 2 896 726 --> ; ; 2459 A 0 —' North V p ; .> 736 p V ! . r <-•, " /-> PALOMAR AIRPORT RD y 111 ' 1 r 1 1 0 0 Subtotals -> 2 I Total -> 3 Note; Left-turn voluses include South App-'oach U-tu.'-ns. EL FUERTE ST at PALOMAR AIRPORT RD Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr, Tise Period: So. Approach (NB) No. Approach (SB) Hest Appr. (EB) East Appr. (HE) 04:00 PM to 05:00 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 11 1.1 1 Config- (left) 2 11 1 i i urations 3 1 .111 4 Outside 5 Lane Settings 110111111120 Capacity 1800 2000 0 1800 2000 1800 1800 2000 1800 IBOO 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 Houriy Voiuse 3 0 0 84 0 49 69 1468 6 1 833 30 Adjusted Hourly Voluse 3 0 0 84 0 49 69 1468 6 1 863 0 Utilization Factor 0,00 0.00 0,00 0.05 0.00 0.03 0.04 0.73 0.00 0.00 0.22 0,00 Critical .^actors 0,05 0.73 0.00 ICU Ratio = 0.8B LDS = D Turning Movesents at Intersection of EL FUERTE ST and PALOMAR AIRPORT RD Tise: 04:00 PM to 05:00 PM North Approach EL FUERTE ST Date: 07/17/91 Day: HEDNESDAY . 232 <- Total Nase: KS i HB 133 99 <- Subtotals Sub- 49 0 84 Total totals ill' " Sub- « <-' V •-> ; totals Total E e 390 < I i a s " 30 s t 2433 ; <— 93S 869 t 69 —' 1 /— 1 A 1543 1463 ~> ; ! 2421 A P 6 —' North V D 0 1 > 1552 p r V 1 r !<-."/-> PALOMAR AIRPORT RD U ill ' 111 3 0 0 Subtotals -> 7 3 Total -> 10 Note: Left-turn voluses include South Aoproach U-turns. CITY OF CARLSBAD SUMMER 1991 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 6 Associates Turning MoveMent Counts Analysis Page 1 of 3 City: CARLSBAD Intersection of: N/S Street: E/H Street: Cdunt Date: 07/17/91 BUSINESS PARK DR PALOMAR niRPORT RD Day: Heathers HEDMESOnV CLOUDV File: PARBUSPK.HKl Data Collected by:CB ft DF Traffic Control; Signalized End of 15 Min. prd. North Approach CSB) Hest Approach CEB) East Approach CHB) 15 nin. Totals !:!!-_ "ll!;" _!^?.^ "-T"-" Thru Right Peds Left U-Trn Thru Right Peds Lefl U-Trr'Thr^RighrPeds Uehicl^^^ 06:15 06:30 06:15 07:00 07:15 07:30 0i":15 08:00 08:15 0(1:30 O'd: 15 O'l: 00 AH HM HM HH AH AH AH HH AH HH HH HH 0 0 0 0 0 0 0 0 0 0 0 0 13 10 32 35 85 51 82 13 23 31 6 7 0 0 0 0 0 0 0 0 0 0 0 0 91 169 2.30 230 153 111 165 361 81 103 160 61 1 0 0 0 0 0 0 0 0 0 0 0 23 9 85 76 91 90 125 27 11 53 20 13 26 36 68 63 111 101 88 19 19 91 16 17 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 90 171 219 231 119 176 115 171 250 112 173 89 8 9 28 6 19 9 27 12 16 10 18 12 251 101 692 611 611 571 632 633 163 130 393 202 Mas. 15 Hin. Pk. Hr. Vol. 0 0 0 0 0 85 0 0 361 1 125 0 111 0 0 0 0 250 12 0 692 1 0 0 0 0 0 203 0 0 757 0 312 0 376 0 p 0 0 808 62 0 2518 0 Inter section Traffic in Pk. Hr ^ — 2518 Peak Hr. Factor 0.92 ' Intersection Pd strns in Pk. Hr .= 0 0 0 0 0 0 31 0 D 87 0 135 0 182 0 0 0 0 108 37 0 580 0 0 0 0 0 0 19 0 0 60 0 112 0 115 0 0 0 0 107 38 0 511 0 0 0 0 0 0 18 0 0 115 0 157 0 195 0 0 0 0 101 57 0 676 0 0 0 0 0 0 37 0 0 76 0 169 0 205 0 2 0 0 106 19 0 612 2 0 0 0 0 0 36 D 0 79 0 157 0 211 0 0 0 0 119 53 0 658 0 0 0 0 0 0 35 0 0 85 0 195 0 215 0 0 0 0 85 71 0 686 0 0 0 0 0 0 11 0 0 126 0 203 0 213 0 0 0 0 123 51 1 793 r r i' • 0 0 0 0 0 17 0 D 81 0 119 0 118 0 0 0 0 95 . 39 0 • • :•: 529 0 0 0 0 0 0 63 0 0 126 0 200 0 225 0 0 0 0 121 '57 1 792 '•• .: 0 0 0 0 0 11 0 0 79 0 186 0 175 0 0 0 0 81 62 0 , 627 0 0 0 0 0 0 38 0 0 78 0 216 0 222 0 0 0 0 105 13 0 702 : 0 0 0 0 0 0 51 0 0 73 0 131 0 162 0 0 0 0 109 58 0 587 : 0 0 0 0 0 0 63 0 0 126 0 216 0 213 0 2 0 0 123 71 1 793 2 0 0 0 0 0 159 0 0 118 0 717 0 831 0 0 0 0 121 221 2 2800 2 06:30 AM 07:30 AH Peak Hour 03:15 01:00 01:15 01:30 01:15 05:00 05:15 05:.30 05:15 06:00 06:15 06:30 PH PH PH PH PH PH PH PH PH PM PH PH Has. 15 nin. Pk. Hr. Vol. 01:-15 PH 05:15 PH Peak Hour Intersection Traffic in Pk. Hr.= 2800 Inter-section Pdstrns in Pk. Hr.= 2 Peak Hr. Factor 0.88 BUSINESS PARK DR at PALO.MAR AIRPORT RD Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr, Tise Period: So. Approach (NB) No, Approach (SB) Hest Appr. (EB) East Appr, (HB) 06:30 AM to 07:30 ,AM Left Thru Right Left Thru Right Left Thru Right Left. Thru Right Lane Inside 1 i i i Config- (left) 2 11 i urations 3 4 Outside 5 Lane Settings 0 0 0 1 0 1 1 1 0 0 1 1 Capacity 0 0 0 1800 0 1800 1800 2000 0 0 2000 1800 Do you want separate .North/South phases (Yes/No)? N Do you want separate East/Hest phases (Yes/Noj? N Efficiency Lost Factor 0,10 .Hourly Voiuse 0 0 0 203 0 757 342 376 0 0 308 62 Adjusted Houriy Voiuse 0 0 0 203 0 757 342 376 0 0 803 62 Utilization Factor 0,00 0,00 0,00 0,11 0,00 0.42 0,19 0.19 0,00 0.00 0,40 0,03 Critical Factors 0.00 0.42 0.19 0.40 ICU Ratio = 1.11 LOS = F Tu-^ning .Movesents at Intersection of BUSINESS PARK DR and PALOMAR AIRPORT RD Tise; 06:30 AM to 07:30 AM North Approach BUSINESS PARK DR Date: 07/17/91 Day: HEDNESDAY 1364 <- Total Nase: CB i DF 960 404 <- Subtotals Sub- 757 0 203 Total totals 111 " Sub- <-' V •-> ; - totals Total e 1565 < ; ; 5 . ' '— 62 t 2233 ! " <— gog 370 342 — • I /— 0 A 718 376 ~> ; ; 1449 E 0 —' North V V > 579 p r /-> PALOMAR AIRPORT RD 0 0 Subtotals -> 0 0 Total -> 0 Notes Left-turn voluses includs South Aporoach U-turns, BUSINESS PARK DR at PALOMAR AIRPORT RD Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk, Hr, Tise Period: So, Approach (NB) No. Approach (SB) Hest Appr. (EB) East Appr. (HB) 04:45 PM to 05:45 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 1 i i Config- (left) 2 1.1 1 urations 3 4 Outside 5 Lane Settings 000101110011 Capacity 0 0 0 1800 0 1800 1800 2000 0 0 2000 1300 Do ycu want separate North/South phases (Yes/No)? N Do you want separate East/Hest phases (Yes/No)? N Efficiency Lost Factor 0.10 . Houriy Voiuse 0 0 0 159 0 418 747 831 0 0 424 221 Adjusted Houriy Voluse 0 0 0 159 0 413 747 831 0 0 424 221 Utilization Factor 0.00 0,00 0,00 0,09 0.00 0.23 0.42 0.42 0.00 0.00 0.21 0.12 Critical Factors 0,00 0.23 0.42 0.21 ICU Ratio = 0.96 LOS = E . Turning Hovesents at Intersection of BUSINESS PARK DR anri PALOMAR AIRPORT RD Tise: 04:45 PM to 05:45 PM North Approach BUSINESS PARK DR Date: 07/17/91 Day: HEDNESDAY 1545 <- Total Nese: CB & DF 577 968 <- Subtotals Sub- 413 0 159 Total totals 111 * Sub- <-' V •-> ! totals Total e 842 < 1 I a E 221 s t 2420 ; * <— 424 645 ' t 747 —' ! /— 0 ft 1578 831 --.> ; ; 1635 A P 0 — • North V p P i > 990 ' p r V 1 • r 1 <-, " /-> PALOMAR AIRPORT RD Vlll 0 0 0 Subtotals -> 0 0 Total -> 0 Note: Left-turn voluses include South Aooroach U-turns, CITY OF CARLSBAD SUMMER 1991 INTERSECTION ANALYSIS SUMMARY Intersection Number: 15 Intersection Location: Carlsbad Boulevard and Grand Avenue CONTENT PAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and 2 of 3 Turn Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Turn Movement Diagram JHK ft Hssociates Turning Movenent Counts Analysis Page 1 of 3 City: CARLSBAD Pil,, cARLGRND HKl Intersection of: N.'S St,-eet: CARLSBAD BLVD Data Collected"by:CI E/H Streets GRAND HUE ^ oa/Sfi-^^f" n'"^V ^"^^""^ Traffic Control: Signalized 03.'06/91 Heather: CLOUDV End Of 15 . ^--^^ "PP^"*'^^^ ^"^^ 15 Min. Totals "^IZ^^i J^T" "'^^^ ^"''^ "-^^ ''^^ht Peds Lefr"uI^rn"^hru~RighrPeds [efr'u-Trn~~^hr.7RrghrPeds Uehrcl's^Pedr 07:00 HH a 0 51 8 1 0 1 •I n ; n ^ 2 ^ " 2 0 123 1 0^:15 AH « 0 28 6 0 6 12 I 1 S 3 ? 1 n i ^ S «':30 HH 1 0 32 8 0 1 1 70 ^1 } o I On? n ? ^ ? ^ "''IS AM 0 0 17 6 1 5 1 81 7 n , n ^ ? 2 }i ° 1 3 1 133 5 = " ° =3 11 2 7 59 2 0 2 S 2 0 28 0° 6 1 0 ^ 08:15 AM « 1 0 59 11 3 13 2 flfl 5 7 t n t I S ° ^ 10 179 2 «« = 30AM« 2 0 32 H 2 '9 1 1 1 1 S 3 1 ? ^5 0 ^ I " 08:15 AM S Z 0 51 16 3 19 0 71 1 3 5 n f ^ 7 ^ 5 2 15b 9 °!:"?_-!_.....L....?_...-..._5L_.._'...JL...l__iL__.L_L....L...L^ ' " ' - Max. 15 Min. 1 0 61 16 1 I'i ? £J5 a •» r, c ..." "I! ~~ ~ na'oo ?M u*'''' Intersection Traffic in Pk. Hr.= 828 Peak Hr.'Factor""or88 Oj:ao HH Hour Intersection Pdstrns in Pk. Hr.= 35 Hax. 15 nin. 39 1 192 50 0 30 0 217 21 0 21 0 21 26 5 7? n i-^ n 17, ~Z' l.J:^..2^ 5?_..^!L...^e._..e_...?? . ° o ll I 2oo6 : o 03:15 PM Peak Intersection Traffic in Pk. Hr.= 2006 Peak Hr. Factor 0.71 01:15 PM Hour Intersection Pdstrns in Pk. Hr.= 0 CA,RLSBAD BLVD at 6RAND AVE Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk, Hr, Tise Period: So. Approach (NB) No, Approach (SB) Hest Appr. (EB) East Appr. (HB> 08:00 AM to - 0?:00 AM Left Thru Right Left Thru Right Left Thru Right Left Th,-u Right Lane Inside 11 1 i i Config- (left) 2 1 11 11 urations 3 11 i i i 4 Outside 5 Lane Settings 12 0 12 0 111110 Capacity 1800 4000 0 1800 4000 0 1800 2000 1800 1800 2000 0 Do you want separate North/South phases (Yes/No)? N Do you want separate East/Hest phases (Yes/No)? N Efficiency Lost Factor 0.10 Houriy Voiuse 11 209 56 55 299 19 11 15 15 86 17 31 Adjusted Hourly Voluse 11 265 0 55 318 0 11 15 15 86 43 0 Utilization Factor 0.01 0,07 0,00 0,03 0.08 0.00 0,01 0.01 0.01 0.05 0.02 0.00 Criticai Factc-s 0,07 0.03 0.01 0,05 ICU Ratio = 0.25 LOS = A Turning Movesents at Intersection of CARLSBAD BLVD and BRAND AVE Tise: Date: Day; Nase: Total SQ 08:00 AM to 09:00 AM 08/06/91 TUESDAY CI Sub- totals 47 41 11 < i; North Aoproach CARLSBAD BLVD 377 19 299 Subtotals -> 400 Total -> 632 59 North <-, ^ I I 1 t 11 209 276 676 South Approach <- Total 255 <- Subtotals Sub- * totals 1 ..... I ...... '— 31 <— 17 134 /— 86 I ( V -> /-> 260 126 BRAND AVE Note: Left-turn voluses in U-turns. CARLSBAD BLVD at BRAND AVE Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr, Tise Period: So. App.-oach (NE) No. Approach (SB) Hest Appr, (EB) East Appr. (HB) 03:15 PM to — —- 04:,15 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 11 1 i i Config- (left) 2 1 i i i i urations 3 11 1 i i 4 Outside 5 Lane Settings 12 0 1 2 0 1 i 1 1 1 0 Capacity 1800 4000 0 1800 4000 0 1800 2000 1800 1800 2000 fl Do you want separate North/South phases (Yes/No) N Do you sant separate East/Hest phases (Yes/No)? N Hourly Voiuse 82 615 111 78 673 60 44 46 47 174 33 42 Adjusted Houriy Voluse 82 726 0 78 733 0 44 46 47 174 75 0 Utilization Factor 0.05 0.13 0.00 0.04 0.18 0.00 0.02 0.02 0.03 0.10 0.04 0,00 Critical ."^actors 0.05 O.IB 0.03 0.10 ICU Ratio = 0,45 LOS = A Turning Movesents at Intersection of CARLSBAD BLVD and BRAND AVE Tise: 03:15 PM to 04:15 PM North Approach CARLSBAD BLVD Date: 08/06/91 Day: TUESDAY 1512 <- Total f^sse: CI 811 701 <- Subtotals Sub- 60 673 78 Total totals 111 " Sub- y V '-> 1 - totals Total e 175 5 " '— 42 ^ t 312 1 - <— 33 249 t 44 —• ; /— 174 A 137 46 --> ; ; 434 A s 47 —' North V r, -> '7T>i <-. " /-> 6.RAND AVE 1 1 I i t I 83 615 111 Subtotals -> 895 809 Total -> 1704 Note: Left-turn voluses inci South Approach U-tu.'-ns, CITY OF CARLSBAD SUMMER 1991 INTERSECTION ANALYSIS SUMMARY Intersection Number: 16 Intersection Location: Carlsbad Boulevard and Carlsbad Village Drive CONTENT PAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and 2 of 3 Turn Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Turn Movement Diagram JHK ft Associates Turning Movenent Counts Analysis Paqe 1 of 3 City: CHRLSBAn Tiitf.r':(.ction of: N/S Streel: E/H Str-.;..ut: Ciiiiiil O.ale: 1111/06/':! 1 cHRi.sBnn Bu-'n CHRI.SBllll VII.LHOE DR D-iiy: H.;>.iither: File: CARLELH.HKl n-:ita CoUected by:HB llJESnOV CLOUllV South Approach CNB> North Approacli C^B) Lnd of 15 •— -.- - „. Min. prd. Left U-Trn Thru Right Peds Left U-Trn Thru Right Tr.sffic Control: Signalised Hest Approach CEB> East Approach CHB) 15 nin. Totals 06: 15 Oi;.: 30 06:15 Of: 00 07: 15 Of: 30 07:15 OEl: 00 00: 15 0(1:30 00:15 O'a: 00 HM HM HH flH HH HH HH HM HH HH HH HH Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Uehicls 0 0 2 0 0 1 0 0 1 0 0 0 HaK. IS Min. 5 Pk. Hr. Uol. 'j 20 21 29 29 31 31 52 90 37 50 63 63 98 218 16 11 29 13 22 35 21 17 22 22 30 S3 53 121 1 0 1 1 0 0 1 1 1 1 0 0 1 7 6 1 8 17 10 U 12 19 19 50 0 0 0 0 0 0 0 0 3 0 0 0 3 3 07:15 AM 08:15 HM Peak Hour Inlersection Traffic in Pk. Hr. Inlersection Pdstrns in Pk. Hr. 33 10 02 57 19 80 83 123 11 62 70 GO 123 296 1005 0 1 2 0 1 5 1 3 2 2 0 1 1 0 2 2 2 3 0 3 0 1 8 0 0 3 5 3 3 2 2 0 3 7 5 7 12 0 0 0 0 0 0 0 0 0 0 0 2 0 1 6 5 2 8 7 8 12 1 11 17 18 18 11 1 0 2 0 1 1 1 7 1 3 3 2 7 11 1 0 0 1 0 0 0 1 2 3 2 1 1 8 9 17 21 11 20 27 28 50 13 30 25 35 50 118 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8 9 1 7 1 12 5 6 6 12 12 29 1 1 2 1 6 8 11 23 7 10 11 12 23 51 88 112 193 137 152 213 221 396 117 213 219 301 2 396 7 1005 Peds 1 2 3 7 0 2 3 6 8 6 6 1 8 26 Peak Hr. Factor 0.63 03:15 03:30 03:15 01:00 01: 15 01:30 01:15 05:00 05:15 05:30 05:15 06:00 PM PM PM PH PM PH PH PH PH PH f'H PH 1 152 52 1 39 2 170 0 1 13 3 151 57 5 15 2 105 0 12 5 0 112 37 1 28 2 133 1 2 3 0 162 51 1 52 1 258 1 0 15 0 177 73 3 38 1 115 1 1 10 1 131 19 1 26 1 88 3 2 7 1 153 11 1 8 1 101 3 5 8 0 175 59 1 31 109 12 1 1 0 170 67 1 25 1 86 0 2 9 1 117 30 1 27 1 127 2 1 1 0 113 10 2 13 1 103 0 1 1 0 69 9 1 5 77 0 1 16 3 17? 73 5 52 1 258 12 12 36 3 635 218 13 163 9 611 9 15 Inlerse<:li on Traffic in Pk. Hr 2211 Peak Interseclion Pds^trns in Pk. Hr 50 —" - -...... 1 5 6 2 2 6 18 1 5 3 2 5 6 31 26 32 31 16 20 12 16 12 17 20 0 1 7 5 18 1 6 5 0 3 8 1 3 3 0 1 2 6 0 10 2 6 2 6 11 38 17 19 57 10 36 39 11 56 S3 55 1 0 1 0 0 1 0 0 0 0 0 0 31 25 22 13 21 12 17 16 10 27 16 21 9 20 21 19 28 9 17 8 32 17 13 7 2 0 9 1 0 2 3 9 12 9 13 8 521 502 181 651 607 397 135 507 160 163 110 271 7 20 15 9 6 11 9 21 17 17 18 19 H'JS. 15 Min. Pk. Hr. I'ol. 03:15 PH 01:15 PH 18 15 12 120 18 31 10 9 5? 191 31 81 32 88 13 13 651 2211 21 50 Peak Hour Peak Hr. Factor 0.86 CARLSBAD BLVD at CARLSBAD VILLASE DR Lane Configuration for Intersection Capacity Utilization Pace 2 of 3 Pk, Hr, Tiss Period: So, Approach (NE) No, Aoproach (SE) Hest Appr, (EB) East Appr, (HE) 07:45 AM to . . 0S:45 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Rig.ht Lans Inside 11 1 i i Config- (left) 2 1 i 111 urations 3 1 111 1 4 1 Outside 5 Lane Settings 121120111111 Casacity 1300 4000 1300 1800 4000 0 1800 2000 1800 1800 2000 ISOO Do you want separate North/South phases (Yes/No)? No Do you want seoarate East/^est phases (Yes/No)? Yes Efficiency Lost Factor 0.10 Hourly voluse 9 243 121 50 296 9 12 44 14 113 29 51 Adjusted Hourly voluse 9 243 121 50 305 0 12 44 14 113 29 51 Utilization Factor 0.01 0,06 0.07 0,03 0.03 0.00 0,01 0,02 0,01 0,07 0.01 0,03 Criticai Factors CO? 0.03 0.02 0,0? ICO Sstio = 0,23 LOS = A Turning Movesents at Intersection of CARLSBAD BLVD and CARLSBAD VILLASE DR Nas y7;45 AM ^c 08:45 AH 03/06/91 TUESDAY AB North ADoroach CARLSBAD BLVD 672 <- Total 353 314 <- Subtotals 12 44 14 North IQS /— 113 t V 413 CARLSBAD VILLAGE DR Subtotals Tn'^i' -•> BA; 248 121 379 k b-1.1 b . . n ».. l-. ; U U 1. . 1 Note: Left-tu^n '.'O'u''^^^ inri.iH CARLSBAD BLVD at CARLSBAD VILLASE DR Lane Configuration fer Intersection Capacity Utilization Paoe 3 of 3 Pk, Hr, Tise Period: So. Approach (NS) No. Approach (SB) Hest Acor, (EB) East Appr, (HB) 03:15 FM tc — 04:15 PM ^ Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane urations Inside 1 (left) 2 nntc 1 1 1 1 Lane Settings 1 2 t t n i. 0 1 1 1 1 1 1800 4000 1800 1800 4000 0 1800 2000 1800 1600 2000 IS Do ycu sant separate North/South pha ses (Yes/No)? No Dc you sant separate Ea st/isest phase s (Yes/No)? Yes Efficiency Lost Factor 0.10 Un:ir 1 ij Mn] j}.»p 36 635 218 163 641 9 15 120 34 191 31 firii;:-cto.'^ Unnrlv UrsSn.'sc 36 635 218 163 650 0 15 120 34 191 Sl 0,02 0,16 0,12 0,09 0.16 0.00 O.Cl 0.06 0.02 0.11 0,04 0, f r i f ^ rr ! K a^-tryrc .- 1. ^ ^ u « : C- L b u: ^ 0,16 0.09 0,06 0,11 BS ICU Ratio = 0.52 LOS = A Tu.-ning Moveissnts at Intersection of CARLSBAD BLVD and CA.RLSBAD VILLABE DR Tise; Day: Na-:^e: 03:15 PM to 04:15 PM 03/06/91 TUESDAY AB North Asoroach CARLSBAD BLVD 1569 <- Total 747 <- Subtotal; Sub-9 641 172 15 —• U9 nA —•> North <— 31 /— 192 CARLSBAD VILLA 39 635 218 392 1761 jth Approach N D191 L 9 ^ ~ t li r n v o I u ^ e s y-turns. CITY OF CARLSBAD SUMMER 1991 INTERSECTION ANALYSIS SUMMARY Intersection Number: 17 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 a Hssociates Turning Mo«/enent Counts Analysis Pag^, j of 3 City: CARLSBAD CRRLTAM.HKl Intersectaon of: N/S Street: CARLSBAD BLMD Data Collected bu-DF E/H Street: TAHARACK AI.»E oa'lnJ; .rf*' THURSDAV Traffic Control! Signalized 08.'08.'91 Heather: CLOUDV End of 15 !*°[-':_''??':!!L'^.^!?? "PP^-^-^t^ 15 "in. Totals "^"'ZJH:'!: [.ZiL 7J^^'i ^ll^l _^!:^! lit.*: '•t^'-" ^ighrPeds Left~'u-^rn"^hru'RighrPeds Uehicls~''pedr 06=15 AH 2 0 11 1 1 2 0 10 3 1 1 o 0 1 0 7 n I ^ ^ nn Z7 "f'= 30 HH 1 0 18 6 2 1 0 57 7 8 1 0 2 2 2 13 O 6 13 1?? "^ = ^^ ^" 7 0 29 6 6 6 0 UO 11 11 5 0 ^ 1 1 29 S 6 18 ^ 235 ll O^ISHM 2 i It s r ^ ^ 1^ 3 0 2 3 2 15 0 6^2 16^ 19 0 -30 H 1 '7 5 6 3 n ^ ^ 3 ° 2 6 1 21 0 5 10 1 180 9 or..30 HM ^ ^ '"'^ 5 ^ 3 C 59 7 3 2 0 0 3 1 16 0 3 ? 1 i-^o 1,1 ^'•' = -15 3 0 38 13 1 6 0 100 6 9 2 0 6 2 1 25 0 11 U 1 Itl 08:00 HH « 5 0 56 6 0 6 0 115 1 9 6 0 3 3 2 35 0 7 I3 2 Ia9 3 1 0 66 3 1 9 0 76 3 8 1 0 7 1 2 15 S 9 12 I 1^? ^ 08:30 HH » 6 0 68 15 0 9 0 99 13 13 7 0 10 1 5 18 0 I I'- ? ^Ir 08:15 HH « 2 1 70 6 0 11 0 83 10 8 2 0 2 2 0 23 0 I U 1 2M H L..._!_...!^ L 1_____0 79 8 __10 9__ 0 6 3 S 13 0 10 15 2 255 ll Max. 15 Min. 7 1 85 18 6 11 0 115 13 11 8 0 10 6 5 35 0 11 18 1 17, 17 ':':.-"::..'::!h.„!! i.„^L._..?_._:'eL...^?.__!? ° 13991 S 30 ie 10 99I se 07:15 HM Peak Intersection Traffic in Pk. Hr.= 999 Peak Hr. Factor 0.86 08:15 AM Hour Intersection Pdstrns in Pk. Hr.= 58 'I'^'-ll rll 3 0 92 11 1 17 0 101 9 5 16 0 5 11 7 7 0 6 9" 1 299 7^' 03 = 30 PH 16 1 131 31 1 19 0 115 26 9 13 0 11 18 7 23 0 1 15 5 1I9 ll "'nor'"'* " ^ 33 1 20 0 108 11 6 21 0 13 8 7 21 0 16 2! 5 155 ll 01:00 PH « 21 1 155 33 0 20 0 155 15 6 11 0 17 15 6 26 0 9 20 2 501 ll S 2 173 32 0 28 0 91 16 13 16 0 20 20 15 26 0 17 18 1 167 It 01:30 PH » 21 0 158 25 0 30 1 109 23 13 7 0 16 7 13 26 0 21 26 10 17I 36 01:15 PH 17 1 127 22 0 18 0 90 10 12 16 0 11 15 6 20 0 7 20 S 3^1 !fl °^ = ?" 'I 2 179 22 1 11 0 112 11 9 10 0 3 6 i 33 0 ? 28 3 151 22 05:15 PM 13 3 215 30 1 22 0 150 12 5 7 0 9 9 12 28 0 7 21 3 526" 21 "5 = 30 PM H 3 100 36 0 28 0 109 17 9" 13 0 6 8 12 28 0 8 21 2 ^ 1?t f 3 ' "5 = •'5 F'M 11 1 177 25 0 20 0 101 12 1 13 0 1 9 7 23 0 8 H 0 lie 8 '^J:*! ll_ f5_ 1 0 93 7 10 9 0 . 1 ll 5 25 5 11 15 5 316 .2! Hax. 15 Min. 21 3 215 36 1 30 1 155 26 13 21 o" 20 20 15 ""33 0 21 28 10 ^77'^"7.~ t-.^..J^. I It ' " 0 66 50 11 99 0 66 85 2? W99 lol 03:30 PH Peak Intersection Traffic in Pk. Hr.= 1899 Peak Hr. Factor 0.95 01:30 PM Hour Intersection Pdstrns in Pk. Hr.= 101 CARLSBAD BLVD at TAMARACK AVE Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Tise Period: So. Approach (NB) No, Approach (SB) Hest Appr. (EB) East Appr, (HE) 07:45 AM to - — 08:45 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 11 i 11 1 Config- (left) 2 1 l i i urations 3 111 1 4 1 . : Outside 5 Lane Settings 12012101-1111 Capacity 1800 4000 0 1800 4000 1800 0 1800 1800 1300 2000 1300 Do you want seperete North/South phases (Yes/No)? N Do you want separate East/Hest phases (Yes/No)? Y Efficiency Lost Factor 0.10 Hourly Voluse 17 260 30 35 403 30 19 22 13 91 30 43 Adjusted Hourly Voluse 17 290 . 0 35 403 30 0 41 13 91 30 43 Utilization Factor 0.01 0.07 0.00 0,02 0,10 0,02 0,00 0.02 0.01 0,05 0,02 0,03 Critical Factors 0.01 0,10 0,02 0.05 ICU -Ratio = 0.28 LOS = A Turning Movesents at Intersection of CARLSBAD BLVD and TAMARACK AVE Tise: 07:45 AM tc 08:45 AM North Approach CARLSBAD BLVD Date: 03/08/91 Day: THU.RSDAY 795 <- Total -Nase: DF 468 327 <- Subtotals Suo- 30 403 35 Total totals 11"! Sub- 0 77 <-• V •-> ', " • totals Total 5 4s t 1^1 ; <— 30 169 19 —• ; /— 91 A 54 22 -> 1 ; 256 P 13 —' North V <-, " i-y TA.MARACK .AVE I ! I I 1 I IS 260 30 Subtoteis -> SOS 308 Total -> 816 Note: Left-turn voiuses include South App-'oach U-turns. CARLSBAD BLVD at TAM.A.R.ACK AVE Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk, Hr. Tise Period: So. Approach (NB) No, Approach (SB) Hest Appr. (EB) East Appr. (HB) 03:30 PM to 04:30 PK Left Thru Right Left Thru Right Left Thru Right Left, Thru Right Lane Inside 11 1 111 Config- (left) 2 1 111 urations 3 1.11 1 * 1 . Outside 5 Lane Settings 120121011111 Capacity 1800 4000 0 1800 4000 1300 0 1800 1800 1800 2000 1300 Do you want sepsrets North/South phases (Yes/No)? N Do you sant seoarate East/Mest phases (Yes/No)? Y Efficiency Lost Factor 0.10 Hourly Voluse 70 6-46 123 98 466 68 55 66 50 99 66 85 Adjusted Hourly Voluse 70 769 0 93 466 68 0 121 50 99 66 85 Utilization Factor 0.04 0,19 0,00 0,05 0,12 0.04 0.00 0.07 0,03 0.06 0.03 0,05 Critical Factors 0,19 0.05 0.07 0.06 ICU Ratio = 0.47 LOS = A Turning Movesents at Intersection of CARLSBAD BLVD and TAMARACK AVE Tise; 03:30 PM to 04:30 PM Nc-th Approach CARLSBAD BLVD Date; 03/03/91 Dey: THURSDAY 1420 <- Total Nese: DF 633 787 <- Subtotals Sub- 68 466 99 Total totals 111 " Sub- 'i —-- <-' V ^-> 1 ^ totals Total E e 204 < ; ; & 5 '— 85 5 t 375 1 " <— 66 250 t 55 —• i . /— 99 A 171 66 -> 1 ! 537 A D 50 —' North V o 287 V <-, ^ /-> TAMARACK AVE 111 I I 76 646 123 Subtotals -> 621 845 Total -> 1466 Note: Left-turn voluses inciude South Approach U-turns, CITY OF CARLSBAD SUMMER 1991 INTERSECTION ANALYSIS SUMMARY Intersection Number: 18 Intersection Location: Carlsbad Boulevard and Cannon Road CONTENT PAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and 2 of 3 Turn Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Turn Movement Diagram .IHK ll Associates Turriing HoveMent Counts Analysis Page 1 of 3 City: CHRLSBAD Fil,. CARLCRN.HKl Intersection of: N/S Street: CARLSBAD BLVO Data CoUerted by:DP E/H Street; CHNHON KD Count Date: D-sy: TUESDAV Traffic Control : Signalized lli::/Ut./91 Heather: CI.OIKIV South Approa.: :h CNB!) North Approach (.SB) bnrl of 15 ---~ — Min. prd. Left U-Trn Thru Ri ght Peds Left U-Trn Thru Ri gl ~---. .— '— " .....— —^ -—. — —— . 06: 15 HH 0 0 20 2 0 3 0 36 06:30 HH 0 0 2'5 3 3 8 0 16 06: IS HH 0 0 35 5 1 15 0 86 0 7:00 HH 0 0 39 7 1 5 0 Ul 07: 15 HH 0 0 33 6 1 11 0 89 07:30 HH * 0 0 55 15 26 0 119 0(':15 HH Ht 0 0 55 13 3 25 0 101) Ofl: 00 HH •* 0 0 72 16 2 25 0 107 Oil: 15 flH * 0 0 61 0 1 33 0 111 08:30 HH 0 0 19 1 0 IB 0 91) 00:15 HH 0 0 61 5 3 IV 0 9(1 O'J: 00 HH 0 0 73 8 0 12 0 10b Hax. 15 nin. 0 0 73 16 3 33 0 119 Pk. Hr. Vol. 0 0 216 52 8 109 0 118 — . . —. 07:15 AM Peak Inter •section Traffic in Pk. Hr.-1011 Ofl: 15 HH Hour Inter section Pd strns in Pk. Hr.= 21 03:15 PH 0 0 157 10 1 26 0 171 03:30 PH 0 0 131 9 0 11 0 113 03:15 PH 0 0 191 6 19 0 161 01:00 PH 0 0 111 6 0 26 0 136 O'l: 15 PH 0 0 113 8 1 30 0 120 0-1:30 PH 0 0 118 8 5 19 0 159 01:15 PH 0 0 137 7 1 22 0 130 05:00 PH 0 0 173 7 2 21 0 167 05:15 PH » 0 0 171 10 2 21 0 160 05:30 PH « 0 0 138 9 2 27 0 133 05:15 PH Ht 0 0 168 12 3 19 0 171 06:00 PH f* 0 0 115 9 1 22 0 172 — •• •• —: ,—..— H.UW. ] 15 Min. 0 0 191 12 5 30 0 172 Pl:. Hr . I'ol . 0 0 622 10 U 92 0 636- . • - — . 05:00 PH Peak Intersect ion Traffic in Pk. Nr.-1729 06:00 PH Hour I nter^ sei:;tion Pd: strns in Pk. Hr.~ 29 Hest Approisch CEB5 East Approach CHBJ 15 Min. Totals 0 3 0 . 3 0 2 0 2 0 2 0 1 0 3 0 3 0 3 0 1 0 0 0 3 0 1 0 13 Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Vehicls Peds 0 0 0 0 0 1 0 0 1 0 66 3 0 0 0 0 0 2 0 0 13 2 97 8 0 0 0 0 0 1 0 0 16 0 161 3 0 0 0 0 0 5 0 0 21 1 191 1 0 0 0 0 U 10 0 0 9 1 161 1 0 0 0 0 0 17 0 0 25 0 257 6 0 0 0 0 0 17 0 0 31 2 252 8 0 0 0 0 ' 0 18 0 0 25 1 263 6 0 0 0 0 0 8 0 0 12 0 239 1 0 0 0 0 0 6 0 0 11 1 189' 2 0 0 0 0 0 7 0 0 11 0 197 3 0 0 0 0 0 7 0 0 20 1 226 1 — 0 0 0 0 0 18 0 0 31 263 8 0 0 0 0 0 60 0 0 96 3 1011 21 '— Peak Hr. Factor 0.96 0 1 0 0 0 0 0 10 0 0 33 0 107 2 0 0 0 0 0 0 0 6 0 0 23 1 326 1 0 1 0 0 0 0 0 11 0 0 11 0 135 3 0 0 0 0 0 0 0 16 0 0 21 2 352 2 0 6 0 0 0 0 0 17 0 0 35 0 361 7 0 0 0 0 0 0 0 25 0 0 27 3 386 8 0 5 0 0 0 0 0 10 0 0 38 1 352 13 0 3 0 0 0 0 0 11 0 0 51 1 133 6 0 2 0 0 0 0 0 22 0 0 65 0 152 1 0 1 0 0 0 0 0 15 0 0 59 2 381 8 0 1 0 0 0 0 0 22 0 0 70 1 162 8 0 5 0 0 0 0 0 15 0 0 71 0 131 9 . — — 0 6 0 0 0 0 0 25 0 0 71 1 162 13 0 12 0 0 0 0 0 71 0 0 265 6 1729 29 Peak Hr. Factor 0.91 • CARLSBAD BLVD at CANNON RD Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr, Tise Period; So, Approach (NB) No. Approach (SB) Hest Appr. (EB) East Appr. (HB) 07:15 AM to 0B:;15 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 111 1 Config- (left) 2 . 1 ' i urations 3 4 Outside 5 Lens Settings 0101100 0 0101 Capacity 0 2000 0 1300 2000 0 0 0 0 1800 0 1800 Do you want separate North/South phases (Yes/No)?. N Do yn!j ^anf c.oparate East/Hest p.hases !Yes/No)? N Efficiency Lost Factor 0,10 Hourly voiuse 0 246 52 109 443 0 0 0 0 60 0 96 Adjusted Houriy Voluse 0 293 0 109 443 0 0 0 0 60 0 96 Utilization Factor 0,00 0,15 0,00 0,06 0,22 0,00 0.00 0,00 0,00 0,03 0,00 0.05 Critical Factors 0,00 0,22 0,00 0,05 ICU Ratio = 0,38 LOS = A Turning Movesents at Intersection of CARLSBAD BLVD.and CANNON RD Tise: Date: Day: Nase; 07:15 AM to 08:15 AM 03/06/91 TUESDAY np North .Approach CARLSB.AD BLVD 5'i7 399 <- Total 342 <- Subtotals Sub-0 443 109 Sub- tr>*3!= Tr,+ : 0 — • 0 ~> 0 —' No /— 60 I V Ui CANNON Subtotals Total -> 508 806 South Approach 246 52 298 Note; Left-turn voiuses ir y-turns. CARLSB.AD BLVD at CANNON RD Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk, Hr, "•ise Period: So, Approach (.NB) No. Approach (SB) Hest Appr, (EE) East Appr, m vv,v.i rn 06:00 FM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 111 1 ConfIQ-(left) 2 1 ijr: f: .nne 3 4 Outside Lene Set :incs 0 10 11 0 0 0 0 1 0 f Capacity 0 2000 0 1300 2000 0 0 0 0 1800 0 1800 Do you Sc nt separate North/South phases (Yes/No)? N I'O y-O'u K snt separate East/Hest phases (Yes/No)? N Efficiency Lost Factor 0,10 Houriy Vc iluse 0 622 40 92 636 0 0 0 0 74 0 265 Adjusted Houriy Voluse 0 662 0 92 636 0 0 0 0 74 0 265 i:f^ !i--t' on Factor 0,00 0.33 0,00 0,05 0,32 0.00 0,00 0,00 0,00 0,04 0,00 0,15 Criticai Factors 0,33 0.05 0,00 0,15 ICU Rati: 0,63 LQS = B ning Movesents at intersection of CARLSBAD BLVD and CANNON RD Tise: 05:00 PM to 06; 00 PM North Apprcac CARLSBAD BLVD Date; 03/ 06/91 Day: TUE BBAY 1615 i — Total Nese: DP 723 887 <-Siibtot Sub" 0 ^.3^ 92 Total t -,j- = ic ' ' Sub- i y I .-\ total^ Tc til r e 0 < I — c. - 265 • A <— 0 339 f A ' •v" 1 /— - 74 0 0 ~> 1 471 fi 0 (1 ' Jorth u .11 t---P r V i r 1 <-, i-y CANNON RD V I 0 622. 40 Subtotals -> 710 662 Total -> 1372 Note; Left-: iD C- L oe WfcJui.:: nvf - UU u ; U-turn 51 CITY OF CARLSBAD SUMMER 1991 INTERSECTION ANALYSIS SUMMARY Intersection Number: 19 Intersection Location: Carlsbad Boulevard and Poinsettia Lane CONTENT PAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. Peak Hour ICU Analysis and 2 of 3 Turn Movement Diagram P.M. Peak Hour ICU Analysis and 3 of 3 Turn Movement Diagram ..IIIK a Associates Turning Ho..'eMent Counts Analysis Paqe 1 of 3 City: CARL'SBAO Pjl^. cf,RLPOIN HKl Iritii-rscction of: H/S Street: CHRLSBAD BU-'D Data"c.;.Uected"by:CC E-'H Street: POINSETTIA I.N nivnfin^"' "^y= TUFSDAV Traffic Control: Siqr>alized '>•'••"'>•'-'I Heather: CLOUDV jT^-J^^lJ:"^L..^ '*'^^J^^J^' East Approach CHBi 15 Min. Totals I U-Trn Thru Right Peds Left U-Trn Thru Right Peds Uehicls Peds 00 0 00 5 0302 10 2 0 0 0 0 0 U 0 7 0 0 68 0 " 0 0 0 15 0 15 0 3 139 3 0 0 0 0 0 15 0 11 0 2 161 2 OviaOHH S 0 55 15 ^ S S 0 0 ^ ^ ° ^ " " ° 0 0 0 U 0 17 0 19 0 8 178 9 0 0 0 0 0 11 0 25 0 0 206 1 0 0 0 0 0 21 1 11 0 2 20 Lnd of 15 nin. prd. 06: 15 RH Of.:.:)0 HH 06:15 HH 07:00 HH 07:15 HH Ofl: 15 HH 0':i:00 HH Ha«. nin. Pk. Hr. Vol. , 1: U Trn Thru Ri ght Peds Left U Trn Thru Right Peds -•- --a 0 16 2 0 tl 0 12 0 0 0 Q 0 23 1 0 2 0 21 0 0 0 Q 0 38 11 0 6 1 53 0 0 0 0 19 10 0 13 0 63 0 0 0 0 16 7 0 3 0 32 0 0 0 0 55 15 1 9 1 62 0 0 a 0 61 15 0 20 66 0 1 a 0 65 10 0 10 0 51 0 0 Q 0 76 12 0 10 1 55 0 0 (1 0 18 13 0 17 0 60 0 0 ij 0 6-1 15 1 9 1 59 0 0 n 0 56 15 0 19 0 10 0 0 • .— 0 0 76 15 1 20 2 66 0 1 a 0 253 50 . 0 65 3 235 0 1 07:15 HH Ht 00:00 HH * o«:'oHH^ 0 0 ;e J3 ;^ ^ ^ ° " " ? ? « " 0 1 2^7 I ° 0 0 0. 0 20 0 28 0 2 186 2 0 0 0 0 0 19 0 25 0 0 192 1 OOOO 0 23 0 22 0 5 175 5 0 0 0 0 0 26 1 11 0 8 217 9 0 0 0 0 0 81 1 123 0 5 811 6 '^r'!'?" 'c\l M*"'^ Inlersection Traffic in Pk. Hr.- 811 peak Hr. Factor 0.93 Ofl:;iU HH Hour Intersection Pdstrns in Pk. Hr.= 6 .— ... 0 0 103 26 0 0 0 119 33 0 0 0 119 12 0 0 0 98 29 0 0 0 125 31 0 a 0 71 33 0 Q 0 105 30 0 0 0 101 32 0 0 0 135 12 0 0 0 107 31 0 0 0 111 10 0 0 0 102 30 0 0 0 135 12 0 0 0 160 115 0 03:15 PH 0:;l:30 PH 03:15 PH 01:00 PH 01:15 PH 0 0 125 31 0 11 1 iy? 01:30 PH 01:15 PH 05:00 PH Ht 0 0 101 32 0 37 'H 9 05:15 PH * 0 0 135 12 0 37 1 13 05:30 PH « 00 107 31 0 33 1 85 05:15 PH « 0 0 111 10 0 38 2 1 _ 0(':00 PH 0 0 102 30 0 35 2 85 13 1 98 36 1 105 16 5 108 29 3 88 Mow. 15 Min. 0 0 135 -12 0 16 5 132 Pk. Hr. i..'ol. 0 0 160 115 0 115 10 136 0 0 0 0 0 0 0 26 1 0 33 3 331 3 0 0 0 0 0 0 0 28 0 0 31 3 356 3 0 •l> 0 0 0 0 0 32 1 0 33 0 386 2 0 0 0 0 0 0 0 18 2 0 27 6 291 6 0 0 0 0 0 0 0 13 0 11 3 385 3 0 1 0 0 0 0 0 29 0 0 29 7 279 8 0 0 0 0 0 0 0 21 0 0 35 6 337 6 0 0 0 0 0 0 0 11 0 0 . 10 1 351 1 0 0 0 0 0 0 0 31 0 0 10 0 121 0 0 0 0 0 0 0 0 19 0 0 35 2 311 2 0 0 0 0 0 0 0 33 1 fl 10 1 390 1 0 0 0 0 0 0 0 31 0 0 11 2 329 2 —— —... .— . „ _. 0 2 0 0 0 0 0 19 2 0 11 7 121 8 0 0 0 0 0 0 0 151 1 0 ISS 1 1506 1 0.1:15 PH Peak Interiiection Traffic in Pk. Hr.::: 1506 Peak Hr. Fartor 0.89 05:15 PH Hour Intersection Pdr.trns iri Pk. Hr.=: 1 CARLSBAD BLVD at POINSETTIA LN Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk, Hr. Tise Period: So. Approach (NB) So. Approach (SB) Hest Appr. (EB) East Appr, (HB) 07:30 AM to 08:30 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 11 i Config- (left) 2 1 1 1 urations 3 11 4 Outside 5 Lane Settings 020120000101 Capacity 0 40-00 0 1800 4000 OOOO 1800 0 1800 Do you want separate North/South phases (Yes/No)? N Do you want seoarate East/Hest phases (Yes/No)? N Efficiency Lost Factor 0.10 Hourly Vol'use 0 253 50 65 235 0 0 0 0 81 123 0 Adjusted Hourly Voluse 0 303 0 65 235 0 0 0 0 81 0 0 Utilization Factor 0.00 0.03 0.00 0.04 0.06 0.00 0.00 0.00 0.00 0.05 0.00 0.00 Critical Factors 0.03 0.04 0,05 ICU Ratio = 0,26 LOS = A Turning Movesents at Intersection of CARLSB.AD BLVD and POINSETTIA LN Tise; 07:30 .AM to 08:30 AM ' North Approach CARLSBAD BLVD Date: 08/06/91 Day: TUESDAY 559 <- Total Nase: CC 303 256 <- Subtotals iDtc] totals 235 63 1 1 " Sub- V 1 " totals Total e 123 < ; i £ s •— 0 s t 123 1 <— 123 205 t 0 —' 1 /— 82 A 0 0 ~> ; ; 321 A p 0 —' North V 0 P ; > 116 p r VI r ; <-, " /-> POINSETTIA LN will ' 111 0 253 50 Subtotals -> 316 303 Total -> 619 Note: Left-turn voluses include South Approach U-turns, CARLSBAD BLVD at POINSETTIA LN Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Tise Period: So, Approach (NB). No. Approach (SB) Hest Appr. (EB) Eest Appr. (HE) 04:45 PM to - 05:45 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 111 1 Config- (left) 2 1 i t urations 3 1 i 4 Outside 5 Lane Settings 0 2 0 1 2 0 0 0 0 1 0 1 Capacity 0 4000 0 1800 4000 OOOO 1800 0 1300 Do you want separate .North/South phases (Yes/.No)? N Do you want separate East/Hest phases (Yes/No)? N Efficiency Lost Factor 0.10 Hourly Voluse 0 460 145 145 436 0 0 0 0 154 0 . 155 Adjusted Houriy Voluse 0 605 0 145 436 OOOO 154 0 155 Utilization Factor 0.00 0.15 0,00 0,08 0,11 0,00 0,00 0.00 0,00 0,09 0,00 0.09 Criticai Factors 0,15 0,03 0,00 0,09 ICU Ratio = 0,42 <^ LOS = A Turning Movesents at Intersection of CARLSBAD BLVD and POINSETTIA LN Tise: 04:45 PM to 05:45 PM .North Aoproach CARLSBAD BLVD Date: 03/06/91 Day; TUESDAY 1216 <- Total Nsee: CC 591 625 <- Subtotals Sub- 0 436 155 Total totals 111 " Sub- » y --S IA JJJ,.,, e 0 < ; ; - 5 " '— 155 t 0 ! <— 0 310 0 1 /-- 155 A 0 0 ~> 1 ; fcOl P 0 —• North V c i > 291 r y ; 1 <-. " i-y POINSETTIA LN 0 460 145 Subtotals -> 590 605 Total -y 1195 Note: Left-turn voluses inciude South Approach U-turns. CITY OF CARLSBAD SUMMER 1991 INTERSECTION ANALYSIS SUMMARY Intersection Number: 20 Intersection Location: Rancho Santa Fe Road and Melrose Drive CONTENT EAIIE 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 Mo./eMfnl Counts Analysis Paqs, i of 3 City: CHRLSBAD File- RANCHELR HKl Ir,t.-.rs«ctiori of: N/S Streel: RANCHO SOHTH FE RD Data"Col 1 ected'by:CB » DF E/H Street: HELROSE DR j u ';':'ln*..!'f^'"'r- TUESDAV Tr.iiffic Cor>tr-ol: Signalized '^'•''J^'J ' H.?.'jther: CLOUDV Lrid of VJ "t!!.???:?*^" E«t Approach <HB) 15 Min. Totals llZl.'it !;!!-- i^^f *i~J_'^2 JJlt ^ttt ^"'^^ ^^^^ "-Tm Ihru'RighrPeds Lefr~U-Trr7'Thr7RighrPeds Jehi'cl s^'peds" "t'=l'5"M 2 0 18 0 0 0 0 97 11 0 22 0 0 1 'o 0 o " 'o fl ' "n \7A n' •'-•i°" s iS ; s ; s s .5 s s s s s SSS: '3 ! S ! S S ! a. S S S : ! S : ! s S ! 5 i S 0 0 0 0 0 319 0 ooooo 586 0 ooooo 107 0 0 0 0 0 0 113 0 ooooo 138 0 ooooo 517 0 OOOO 0 339 0 07:30 flH * 5 0 89 07:15 HH * 20 0 201 Ofl:00 flH 0 0 28 Ofl: 15 HH 11 0 119 00:30 flH 20 0 )06 08:15 flH 13 0 116 09:00 flH 12 0 101 H*i:-;. 15 nin. 20 0 201 Pl; - Hr. Vol. 16 0 502 0 0 0 0 0 97 11 0 22 0 0 1 0 0 0 0 0 0 12 7 7 0 21 0 0 11 0 0 0 0 0 200 21 0 39 0 0 5 0 0 0 0 0 281 51 0 37 0 0 21 0 0 0 0 0 310 32 0 58 0 0 26 0 0 0 0 0 151 25 0 58 0 0 18 0 0 0 0 0 219 31 0 72 0 0 13 0 0 0 0 0 58 9 0 10 0 0 2 0 0 0 0 0 183 22 0 68 0 0 IS n 0 0 0 0 231 56 0 19 0 0 6 0 0 0 0 0 58 0 60 1 0 17 0 0 0 0 0 162 20 0 25 0 0 19 0 0 0 0 0 310 58 0 72 1 0 26 0 0 0 0 0 991 112 0 225 0 0 81 0 -— -.. 06:15 fiH Peak Inlersection Traffic ii> Pk. Hr.= 2070 Peak Hr. Factor 0.86 Oi':15 flH Hour Intersection Pdstrns in Pk. Hr.= 0 03:15 PH 21 0 150 0 0 0 0 168 35 0 51 0 0 03:30 PH 10 0 71 0 0 0 0 130 17 0 38 0 0 03:15 PH 18 0 126 0 0 0 0 177 33 0 33 0 0 01:00 F'H 20 0 202 0 0 0 0 182 57 0 93 0 0 O'l: 15 PH 27 0 218 0 0 0 0 161 59 0 19 0 0 01:30 f'H 17 0 192 0 0 0 0 173 55 0 51 0 0 01:15 PH 27 0 231 0 0 0 0 158 56 0 63 0 0 05:00 PH 22 0 186 0 0 0 0 181 16 0 56 0 0 05:15 PH s 21 0 215 0 0 0 0 187 70 0 61 0 0 05:30 PH Ht 36 0 257 0 0 0 0 237 17 1 77 0 0 05:15 PH Ht 8 0 77 0 0 0 0 159 57 0 92 0 0 06:00 PH Hr; 21 0 326 0 0 0 0 188 62 0 72 0 0 — ...— ------. . HaK. 15 nin. 36 0 326 0 0 0 0 237 70 1 93 0 0 Pk. Hr. Vol. 92 0 875 0 0 0 0 771 236 1 302 0 0 05:00 PH Peak Inter section Traffic in Pk. Hr, . -2351 Peak Hr. Factor 0.83 06:00 PH flour I nler secti on Pds trns ill Pk. Hr, .;:: 1 OOOOO 600 0 OOOOO 2070 0 11 0 0 0 0 0 0 112 0 5 0 0 0 0 0 0 301 0 13 0 0 0 0 0 0 100 0 12 0 0 0 0 0 0 566 0 27 OOOOOO 571 0 '3 0 0 0 0 0 0 197 0 7 0 0 0 0 0 0 512 0 -1 0 0 0 0 0 0 195 0 19 0 0 0 0 0 0 576 0 15 0 0 0 0 0 0 669 1 5 0 0 0 0 0 0 398 0 36 0 0 0 0 0 0 708 0 36 0 0 0 0 0 0 708 1 75 0 0 0 0 0 0 2351 1 RANCHO SANTA FE RD at MELROSE DR Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr, Tise Period: So, Aoproach (NB) No, Approach (SB) Hest Appr, (EB) East Appr, (HE) 06:45 AM to 07:45 .AM Left Thru Right Left Thru Right Left Thru Right Left Th.-u Right Lane Inside 11 1 i Config- (left) 2 1 11 urations 3 1 4 Outside 5 Lene Settings 1'2 0 0 1 1 1 0 1 0 0 0 Capacity 1800 4000 0 0 2000 1800 1800 0 1800 0 0 0 Do you want seoarate North/South phases (Yes/No)? No Do you want separate East/Hest phases (Yes/No)? No Efficiency Lost Factor 0.10 Hourly Voluse 46 532 0 0 994 142 225 0 81 0 0 0 Adjusted Hourly Voluse 46 532 0 0 994 142 225 0 81 0 0 0 Utilization Factor 0,03 0.15 0.00 0.00 0.50 0,08 0,13 0.00 0.05 0.00 0,00 0,00 C'-iticai Factc-s 0.03 0.50 0.13 ICU Ratio = 0.75 LOS = C Turning Movesents at Intersection of RANCHO SANTA FE RD and MELROSE DR Tise: 06:45 AM to 07:45 AM North Aporoach RANCHO SANTA FE .RD Date: 07/09/91 Day; TUESDAY 1943 <- Total Nase; CB & DF 1136 307 <- Subtotals Sub- 142 994 0 Total tote is ! ; ! '- Sub- ^ <-' V '-> 1 " totals Total E e 183 < ; ; - = E •— 0 S t 494 ; <— 0 0 t 225 —• ; /— 0 A 306 0 ~> I ; OA 0 31 —' North V c V <-, " /-> I I ] ' { ( 46 582 0 Subtotals -> 1075 628 Total -> 1703 ? .Note: Left-turn voluses include South Approach U-tu.'-ns, RANCHO SANTA FE RD at MELROSE DR Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk, Hr, Tise Period: So, Approach (NE) No, Approach (SB) Hest Appr. (EB) East Appr, (HB) 05:00 PH to - 06:00 PM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 11 1.1 Config- (left) 2 1 i i urations 3 1 4 Outside 5 Lane Settincs 12 0 0 1110 10 0 0 Capacity 1800 4000 0 0 2000 1800 1800 0 1800 0 0 0 Co 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 Voluse 92 875 0 0 771 236 302 0 75 0 0 0 Adjusted Houriy Voiuse 92 875 0 0 771 236 302 0 75 0 0 0 Utilization Factor 0,05 0.22 0.00 0.00 0,39 0,13 0,17 0,00 0.04 0.00 0,00 0,00 Critical Factors 0,05 0.39 0.17 ICU Ratio = 0.70 LOS = C Turning Movesents at Intersection of RANCHO SANTA FE RD and MELROSE DR H e 5 t Tise: Date: Day: Nase: Total 05:00 PM to 06:00 PM 07/09/91 TUESDAY CB & DF Sub- totals 328 377 302 —' 0 ~> 75 —' North Approach RANCHO SANTA FE RD 1007 23-6 771 I I j I (.-' y 2184 .North <- Total 1177 <- Subtotals <— /— Sub- totals Total /-> MELROSE DR Subtotals -> 846 Total -.> 92 875 967 1813 South Approach .Note: Left-tu.-n •.'oiuses inciude U-turns. CITY OF CARLSBAD SUMMER 1991 INTERSECTION ANALYSIS SUMMARY Intersection Number: 21 Intersection Location: Rancho Santa Fe Road and La Costa Meadows Drive CONTENT PAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. LOS Analysis (HCM Delay Method) 2 of 3 P.M. LOS Analysis (HCM Delay Method) 3 of 3 IflK li Hssociates Turning Hovenent Counts Analysis Page 1 of 3 City: CARLSBAO File: RSFLCMDH.HKl Intersection of: Mi's Slreet: RANCHO SANTA FE RD Data Collected by:AP » KS Ei'H Street: LA COSTA HEHDOHS DR nT^^^.Pt*"*' °":<= HEDNESDAV Traf fi c Control: Unsi gnal i zed 07.'.10/91 Heather: CLOUDV of 15 ^^^^ Approach CMB) 15 Min. Totals "'.IZJ^'Z^Z JJ^Z." ^itl*: !:!!*. .I^""" ^'!'^=' "-T--^' Thr"u Right'peds Lefr'u-rrr'Thr^Right'peds Uehicir'peds' 0f-=15AH a 0 35 7 0 35 0 ' 51 0 " 'o ~'"o '™0 "''o ~~""'o "'o "'1 '""o '"^^ '"••=''^ 0 0 7 0 31 0 92 0 0 1 0 0 0 0 2 S S 3 0 POq n '^'^••'^'^ " ^ 110 11 0 51 0 112 1 0 0 0 0 0 0 0 0 0 1 0 n '" = '^1? " " '23 20 0 87 0 163 1 0 0 0 0 0 0 2 S 0 t o lol S °' = 1V" " ° 21 0 0 200 3 0 0 0 0 0 0 2 0 0 I S 113 S 'J' = ^^^ * « 0 15? S"" 0 7'' 0 219 0 0 0 0 0 0 0 6 0 0 7 0 ^^o n Oi^--''^ * n 0 '-07 17 0 91 0 131 0 0 0 0 0 0 0 3 S 0 8 0 16^ S '>^ = 00 fM * 1 0 259 26 0 98 0 207 1 0 2 0 0 1 0 1 0 S 12 S 608 0 0^--l-'""* » 0 1^3 30 0 83 0 217 3 0 1 0 0 0 0 1 0 0 20 S ll? S "« = 30 flH 0 0 181 11 0 19 0 196 1 0 2 0 0 0 0 3 1 0 16 1 166 1 0^-" = ''^ nn 1 0 165 18 0 37 0 179 2 0 1 0 0 0 0 1 0 0 9 0 116 0 e!:00_«M !1 t....^.. ^ _ 0 1 0 0 0 S 0 S 0 I 0 121 S H-ris. 15 Min. 1 0 259 30 0 98 0 219 1 0 2 0 0 1 0 6 1 0 20 1 6nn i' I °......':^1.....!'._.!!!_„._''. « 3 o o 1 o 11 o S i? o 2099 0 07:15 AH Peak Intersection Traffic in Pk. Hr.= 2099 Peak Hr. Factor 0.86 08:15 flH Hour Inlersection Pdstrns in Pk. Hr.= 0 03:15 PH a 0 116 1 0 30 0 137 0 0 1 0 0 ~0 1 13 0 0 39 0 370 l" 0' = ^0 PM a 0 158 11 0 57 0 125 1 0 0 0 0 0 1 13 0 0 29 S 391 } 0;':15 PH a 0 171 9 0 33 0 153 0 0 1 0 0 1 0 33 0 0 112 0 0 0'l = aO PH a 0 175 12 0 51 0 135 1 0 2 0 0 1 0 21 0 0 0 172 S 0"'=1^^PM a 0 220 15 0 33 0 179 1 0 1 0 0 0 0 26 0 0 71 0 519 S 0-1 = 30 PH 1 0 230 10 0 18 0 156 0 0 1 0 0 0 0 22 0 0 101 2 53I 2 0"' = -1^^ PM 0 0 201 1 0 11 0 167 0 0 2 0 0 0 0 19 0 0 92 0 199 0 0"' = 00 PH « 0 0 217 7 0 11 0 108 0 0 0 0 0 0 0 23 0 0 58 0 507 0 0'-'=l^PM« a 0 221 7 0 18 0 187 0 0 0 0 0 0 0 35 0 0 79 0 517 0 0'' = 30 PM « a 0 217 3 0 1 0 229 0 0 0 0 0 0 0 27 0 0 li 0 551 0 05:15 PM Ht 0 0 227 1 0 11 0 193 0 0 0 0 0 0 0 26 0 0 19 0 513 0 0«;-00_PM 00 226 1 0 8 0 188 0 0 0 0 0 0 0 7 0 0 11 0 171 0 Man. 15 nin. 0 0 217 15 0 57 0 229 1 0 2 0 0 1 1 35 0 0 ~112 2 551 7 ° " ° " " « o o m o o 227 o 2118 0 01:15 PM Peak Interse.::tion Traffic in Pk. Hr.= 2118 peak Hr. Factor 0.96 05:15 PM Hour Inlersection Pdstrns in Pk. Hr.- 0 Intersection: RANCHO SANTA FE/LA COSTA MEADOWS Date: 07/10/91 Analyst: B.L.T. Time Period: 7:15 AM TO 8:15 AM Project No: 2460 City/State: CARLSBAD, CALIFORNIA Time Period Stopped Vehicles 1 Approach Volume Time Period WB SB 1 WB 1 SB 6:30 - 6:44 1 11 1 14 1 54 6:45 - 6:59 1 9 1 11 1 87 7:00 - 7:14 3 12 1 11 1 91 * 7:15 - 7:29 9 16 1 13 1 77 * 7:30 - 7:44 18 39 1 11 1 91 * 7:45 - 7:59 5 53 1 13 1 98 * 8:00 -8:14 21 25 1 24 1 83 8:15 - 8:29 8 13 1 20 1 49 Pk 15 Min Stop Veh Vol 21 53 1 Pk 15 Min Approach Vol 1 24 1 98 Tot Pk Hr Vol ] 61 1 349 Overall Intersection Delay 2(Delay/Approach) * (Pk Hr Approach Vol) Pk Hr Entering Vol (21v * 20s /24v)(61v) + (53v * 20s /98v)(349v) 2099V 2.7 s LOS "A" Note: 1. V = vehicles, s = seconds 2. Intersection LOS is based on information contained in the Highway Capacity Manual and provided earlier in this report Intersection:RANCHO SANTA FE/LA COSTA MEADOWS Date: 07/10/91 Analyst:B.L.T. Time Period: 4:30 PM TO 5:30 PM Project No: 2460 City/State: CARLSBAD, CALIFORNIA Time Period • • Stopped Vehicles! Approach Volume Time Period WB 1 SB 1 WB 1 SB 3:30 - 3:44 165 1 7 1 145 1 33 3:45 - 3:59 63 1 22 1 95 1 51 4:00 -4:14 126 30 1 100 1 33 4:15 - 4:29 173 1 0 1 123 1 18 * 4:30 - 4:44 63 2 1 111 1 14 * 4:45 - 4:59 41 1 3 1 81 1 14 * 5:00 - 5:14 154 1 2 1 114 1 18 * 5:15 - 5:29 53 3 1 68 1 4 Pk 15 Min Stop Veh Vol 154 3 1 Pk 15 Min Approach Vol 1 114 1 14 Tot Pk Hr Vol ] 374 1 50 Overall Intersection Delay ^(Delay/Approach) * (Pk Hr Approach Vol) Pk Hr Entering Vol (154v * 20s /114v)(374v) + (3v * 20s /14v)(50v) 2104v 4.9 s LOS "A" Note: 1. V = vehicles, s = seconds 2. Intersection LOS is based on information contained in the Highway Capacity Manual and provided earlier in this report CITY OF CARLSBAD SUMMER 1991 INTERSECTION ANALYSIS SUMMARY Intersection Number: 22 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 -IHK a Associates Turning Mo".'eMent Counts Analysis Page 1 of 3 City: CARL'SBAD File- t:";FQUEST HKl I.it..r:...cliori of: H/S Street: RANCHO SflNTE FE RD Data"c.^'ilected"by:HH R RC t/H Str eet: OUESTHflt'tH RD ) IVI'^IK. •rif"'*' Oay: TUESDAV Traf fi c Control : Unsi qnal i zed 0'-'0'».':ll Heather: COLD E„d of 15 J?::™-???':!!!!:.^!!??: J^J^:-^^.J^t -J^J^Z'^Z^J^ Approach <M> 15 Min. Totals "i'':J":^:. 'Z^l*:. "l!*:!: ...i;*':^^ ^Z^^l ^'':^Z^_ '^Z^^ZI 7^":' Le^r^O-Irn^Thru RighrPeds [e^r"u-^rn "ihru'RighrPeds Uehicls^Peds" 06:15 HM 0 0 15 1 0 5 0 63 0 " ~0 0 0 0 0 " o 3 n ri --, '"n '77 7 S S 1? ; s ;?! s s s s S j 1 "i'"« s s !i? 1? 3 ^: s IS s s 3 ; s s s I = ° " 1''! !«' 0 27 0 l^ifc 0 0 0 0 0 0 r 16 0 S 36 0 TJ^ n = f'" * 0 0 l''^ 1^ 0 16 0 162 0 0 0 n 0 0 6 S 0 5 0 = '* ° 1^^^' 1-' 0 20 0 175 0 0 0 0 0 0 0 6 S 0 9 S if a 0 ''"^-•'^ * 0 0 192 26 0 21 0 200 0 0 0 0 0 0 0 11 0 0 26 S 179 0 0"= '0 0 0 19 0 19 0 175 0 0 0 0 0 0 0 lo n r U 0 383 0 = 0 0 119 19 0 21 0 152 0 0 0 0 0 0 0 10 0 0 '0 0 311 n = 0 0 11"' 1^ 0 20 0 118 0 0 0 0 0 S S 9 S 0 25 S 312 0 H.:ix. 15 Min. 0 0 193 26 0 31 0 200 0 0 0 0 0 0 0 19 0 0 36 0 -I7q n '± 0 81 0 693 0 0 0 0 0 0 S 6^ S S 96 0 17^0 . 0 0V:15 RH Peak Intersection Traffic in Pk. Hr.= 1760 peak Hr. Factor 0.92 08:15 HH Hour Intersection Pdstrns in Pk. Hr.= 0 03:15 PH 0 0 120 16 0 25 0 131 0 0 0.1:30 PH 0 0 160 23 0 21 0 131 0 0 03:15 PH 0 0 199 27 0 12 0 150 0 0 01:00 PH » 0 0 212 20 0 26 0 139 0 0 01:15 PH H* 0 0 221 23 0 25 0 113 0 0 01:30 PH Ht 0 0 222 26 0 27 0 158 0 0 01:15 PH Jf 0 0 201 21 0 20 0 190 0 0 05:00 PH 0 0 186 15 0 19 0 173 0 0 03:15 PH 0 0 178 21 0 19 0 217 0 0 OS:30 PH 0 0 168 6 0 21 0 219 0 0 05:15 PH 0 0 160 23 0 16 0 192 0 0 06:00 PH 0 0 118 17 0 12 0 166 0 0 M.iix. IS Min. 0 0 221 27 0 12 0 219 0 0 Pl:. Hr. i.Jol. 0 0 862 93 0 98 0 630 0 0 — . — . —.. . 0.il:15 PH Pc..ak Inter sect i on Traf* ic in Pk. Hr . — 1815 Peak 111:15 PH Hour I r 1 ter :5ection Pdstr n -3 i r i Pk. Hr . — a 0 0 0 0 0 10 0 0 32 0 337 0 0 0 0 0 0 10 0 0 27 0 375 0 0 0 0 0 0 13 0 0 27 0 158 0 0 0 0 0 0 16 0 0 23 0 136 0 0 0 0 0 0 11 0 0 26 0 152 0 0 0 0 0 0 12 0 0 16 0 161 0 0 0 0 0 0 10 0 0 18 0 166 0 0 0 0 00 16 0 0 15 0 121 0 0 0 0 0 0 11 0 0 13 0 159 0 0 0 0 0 0 7 0 0 7 0 128 0 0 0 0 0 0 11 0 0 15 0 117 0 0000080050 356 0 0 0 0 0 0 16 0 0 .32 0 166 0 0 0 0 0 0 19 0 0 83 0 1815 0 . Factor 0.97 Intersection: RANCHO SANTA FE/QUESTHAVEN ROAD Date: 07/09/91 Analyst: B.L.T. Time Period: 7:15 AM TO 8:15 AM Project No: 2460 City/State: CARLSBAD, CALIFORNIA Time Period Stopped Vehicles 1 Approach Volume Time Period WB SB 1 WB I .SB 6:30 - 6:44 7 2 1 26 1 15 6:45 - 6:59 12 3 1 25 14 7:00 - 7:14 11 12 1 39 1 31 * 7:15 - 7:29 20 5 1 52 1 27 * 7:30 - 7:44 37 13 1 31 1 16 * 7:45 - 7:59 32 18 1 35 1 20 * 8:00 -8:14 16 8 1 40 1 21 8:15 - 8:29 17 7 1 23 19 Pk 15 Min Stop Veh Vol 37 18 1 Pk 15 Min Approach Vol 1 31 i 20 Tot Pk Hr Vol 1 158 1 84 Overall Intersection Delay S(Delay/Approach) * (Pk Hr Approach Vol) Pk Hr Entering Vol (37v * 20s /34v)(158v) + (18v * 20s /20v)(84v) 1760V 3.0 s LOS "A" Note: 1. V = vehicles, s = seconds 2. Intersection LOS is based on information contained in the Highway Capacity Manual and provided earlier in this report Intersection:RANCHO SANTA FE/QUESTHAVEN ROAD Date: 07/09/91 Analyst:B.L.T. Time Period: 3:45 PM TO 4:45 PM Project No: 2460 City/State: CARLSBAD, CALIFORNIA Time Period Stopped Vehicles 1 Approach Volume Time Period WB SB 1 WB SB 3:30 - 3:44 4 11 1 40 42 * 3:45 - 3:59 14 6 1 39 26 * 4:00 - 4:14 41 6 1 286 25 * 4:15 - 4:29 12 13 1 28 27 * 4:30 - 4:44 10 10 1 28 20 4:45 - 4:59 25 3 1 31 19 5:00 - 5:14 14 11 1 24 19 5:15 - 5:29 2 4 1 14 21 Pk 15 Min Stop Veh Vol 41 13 1 Pk 15 Min Approach Vol 1 286 27 Tot Pk Hr Vol 381 98 Overall Intersection Delay S(Delay/Approach) * (Pk Hr Approach Vol) Pk Hr Entering Vol (41v * 20s /286v)(381v) + (13v * 20s /27v)(98v) 1815V 1.1 s LOS "A" Note: 1. V = vehicles, s = seconds 2. Intersection LOS is based on information contained in the Highway Capacity Manual and provided earlier in this report CITY OF CARLSBAD SUMMER 1991 INTERSECTION ANALYSIS SUMMARY Intersection Number: 23 Intersection Location: Rancho Santa Fe Road and La Costa Avenue CONTENT EA£iE 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 & Fls.^oci4t»s Turning Hoveri«int Counts flnalLisis City: CflRLSBflCi Ihtersfrction of: N/S Str6»t: RRNCHO SflNTR FE RO E/H EtrMt: LFl COSTfi WE Fil»: RSFLfiCOS.HKl Data Ccl.l»ct»d by:CB ft Pag* 1 of 3 fip n^/nq/ot*"*' TUESDHV Traffic Control: Signalized O7./09/«il H^athor: CLOUDV End of 1'5 J^V^ Approach CEB5 East Approach CHB) 15 r.in. Totals Iil:f7:l: ^llL _V7_" ^^'^^^ ^^'^^ U-^'-" ^^--^ ^^<3^>^ >-.»ft U-Trn"rhru'RighrP*ds Lefr'u-Trn""rhru'Right"p*ds UehiciT'pedr SS 33 s ll "1 "1 "1 "1 "'I "1 "1 "1? "1 ""1 ""I ""^ "1 "1 ""i ""7 3 0 66 1 5 1 0 83 33 0 31 0 3 11 1 12 0 ll 7 ? P7fi ? S-30 25. \l S ^ S ^ " ^-'^ =^ 0 11 S 2 16^ in S o 8 J 39? 0 ^7.Z ?S 0 121 0 0 0 0 122 31 0 76 0 1 23 1 8 0 23 11 1 1^1 ? ^I'on S2 * ° ° ° 0 0 119 10 0 83 0 5 ll 0 7 S ^0 13 1 ^99 1 08:15 FIH « ^^ 0 98 3 0 1 0 130 33 0 59 0 1 29 1 2 0 IS 7 ? in^ ^ 08,30 ftM 12 0 90 1 1 2 0 109 11 0 17 0 6 33 3 0 n iJ 2 3?3 1 iVolZ }o S I " ^ 0 92 28 2 33 0 H 36 2 ll S 5 S 0 358 H O^-^O^"!] 0 ^2 3 0 0 0 122 11 0 10 0 8 11 0 5 0 13 1 0 391 0 MAS. IS Min. 30 0 111 7 5 12 0 177 51 2 83 0 39 16 7 20 0 31 11 2 III 7 !'::.Il::.'^!i:.„!? °..Jlll ! ! ! e.„r^ ° ° ^^o i 1? S i?2 6 ilSS 12 07:15 AM P*ak Intersection Traffic in Pk. Hr.= 1901 P©ak=Hr. Factor 0.81 08:15 HM Hour Intersection Pdstrns in Pk. Hr,= 12 03:15 PM 27 0 121 6 0 1 0 65 27 0 11 0 20 28 0 1 0 10 "z 2 358 7 03:30 PM 19 0 113 11 0 16 0 106 58 0 53 0 18 22 1 6 0 12 7 I 5o5 2 03:15 PM 27 0 131 2 0 6 0 71 37 0 11 0 ? 25 1 5 0 11 3 0 |69 1 01:00 PM 11 0 112 1 1 16 0 105 16 0 68 0 11 30 0 3 0 10 I 1 5" 2 01:15 PM 37 0 155 12 6 7 0 109 19 0 61 0 16 22 2 1 0 11 1 0 190 8 01:30 PM 32 0 116 1 0 3 0 56 36 0 11 0 18 15 0 6 0 9 1 1 313 1 01:15 PM X 31 0 150 15 3 8 0 100 57 0 67 0 28 30 0 3 0 18 3 1 510 1 05:00 PM « S3 0 119 11 1 9 0 93 10 0 68 0 33 39 0 7 0 11 5 0 521 1 05:15 PM « 10 0 155 10 2 11 0 110 59 0 87 0 27 20 0 3 0 11 1 0 510 2 05:30 PM X 19 0 155 11 1 10 0 81 15 0 25 0 11 18 0 3 0 23 2 1 112 2 05:15 PM 10 0 189 15 1 6 0 15 32 0 31 0 20 12 0 3 0 10 10 1 116 5 06:00_PM 21 0 72_ 1 1 7 0 90 31 0 _ 31 0 8 15 0 1 0 11 6 0 sJi 1 Max. 15 Min. 53 0 189 15 6 16 0 110 59 0 87 0 33 39 2 7 0 23 10 1 510 B~ Pk. Hr. Vol, 173 0 609 50 7 38 0 387 201 0 217 0 102 107 0 16 0 69 11 2 2013 9 01:30 PM Peak Intersection Traffic in Pk. Hr.= 2013 Peak Hr. Factor 0.93 05:30 PM Hour Intersection Pdstrns in Pk. Hr.= 9 RANCHO SANTA FE RD at LA COSTA AVE Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Tite Period: So. Approach (NB) No. Approach (SB) Nest Appr. (EB) East Appr. (HB) 07:15 AH to 08!l5 AH Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside Config- (left) urations Outside 1 1 1 1 Lane Settings 12 0 12 Capacity 1800 4000 0 1800 4000 0 1800 4000 Do you Nant separate North/South phases (Yes/No)? No Do you Hant separate East/Mest phases (Yes/No)? No Efficiency Lost Factor 0.10 Hourly Voluee 62 475 7 5 578 161 286 16 130 Adjusted Hourly Voluie 62 482 0 5 739 0 0 1 2 0 1800 4000 286 146 37 102 37 147 45 0 Utilization Factor Critical Factors ICU Ratio 0.51 0.03 0.12 0.00 0.00 0.18 0.00 0.16 0.04 0.00 0.02 0.04 0.00 0.03 0.18 0.16 0.04 LOS = A Turning Hoveients at Intersection of RANCHO SANTA FE RD and LA COSTA AVE North Approach RANCHO SANTA FE RO Tiie: 07:15 AN to 08:15 AH Date: 07/09/91 Day: TUESDAY Naie: CB k AP Sub- Total totals 757 325 432 286 —' 16 -> 130 —' 161 I Subtotals -> 745 Total -> 744 578 I I V I I 62 1550 North 475 544 1289 South Approach 806 /-> <- Total <- Subtotals <— /— —> Sub- totals Total 45 102 37 184 212 28 LA COSTA AVE Note: Left-turn voiuaes include U-turns. RANCHO SANTA FE RD at LA COSTA AVE Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Tiie Period: So. Approach (NB) No. Approach (SB) Nest Appr. (EB) East Appr. (NB) 04:30 PH to — .! ...l. _. °5530 PH Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 11 i Config- (left) 2 l i 1 1 urations 3 l i i i ^ j j 4 Outside 5 Lane Settings 120120120120 Capacity 1800 4000 0 1800 4000 0 1800 4000 0 1800 4000 0 Do you want separate North/South phases (Yes/No)? No Do you want separate East/Nest phases (Yes/No)? No Efficiency Lost Factor 0.10 Hourly. Voluse 173 609 50 38 387 201 247 102 107 16 69 14 Adjusted Hourly Volute 173 659 0 38 588 0 247 209 0 16 83 0 Utilization Factor 0.10 0.16 0.00 0.02 0.15 0.00 0.14 0.05 0.00 0.01 0.02 0.00 Critical Factors 0.10 0.15 0.14 0.02 ICU Ratio = 0.50 LOS = A Turning Hoveients at Intersection of RANCHO SANTA FE RD and LA COSTA AVE Tiie: 04:30 PH to 05:30 PH North Approach RANCHO SANTA FE RD Date: 07/09/91 Day: TUESDAY 1494 <_ T^tgi "aw: CB 4 AP 626 870 <- Subtotals Sub- 201 387 38 Total totals - Sub- 443 899 <-' V •-> I * totals Total E < : ! — a '- 14 5 ; * <— 49 99 t 247 —' ; /— 14 456 102 ~> 107 — • North 289 A P > 190 p r <-. * /-> LA COSTA AVE 111 III 173 609 50 Subtotals -> 510 832 Total -> 1342 Note: Left-turn voiuaes include South Approach U-turns. CITY OF CARLSBAD SUMMER 1991 INTERSECTION ANALYSIS SUMMARY Intersection Number: 24 Intersection Location: Rancho Santa Fe Road and Olivenhain Road/Camino Alvaro CONTENT Turn Movement Count Summary (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Turn Movement Diagram P.M. Peak Hour ICU Analysis and Turn Movement Diagram PAGE 1 of 3 2 of 3 3 of 3 lllH 11 H:S-socjale.«i Turning Movenent Counts finali.|i:is Paqe 1 of 3 i:it.j: CHRI.58110 Pil^, RSFOLH-'E.HUl lritors^.cli.;in of: N/S Street: RHNCHO SHUT PI-: RD Dat.f, CoUected t.u:RC ft HH E;..'H Street: OLU'LHlimN kD / CHHINO HLI..'HP.ri "•^''"= Oay: niLSOHV Traffic Control: SiqnalizBcl iii.-il'.)..'91 H.;.atlier: CLOHIlV Lml of 15 'jouth fipfiroacti (HtCi 01:15 HH 12 0 1 8 2 l>6::ii:i fill 9 0 2 7 2 111.: 15 HH 11 0 1 12 1 Hi':00 HH 19 0 1 20 0 111': 15 HH 30 0 0 38 1 07:.'il0 HH 21 0 1 11 0 0r:15 HH 31 0 1 62 1 0:.::Q0 HH 52 0 0 71 0 1111:15 HH * 31 0 1 63 0 011:30 HH * 70 0 1 66 0 1111:15 HH « 15 0 2 89 0 U'J:no HH * 51 0 1 71 0 H-j;-;. 15 nin. 70 0 1 89 2 i'k. Hr. i.'ol . 167 0 8 289 0 08:00 HH Peak Inlerseclion Traffic OTUiiO HM Hour Intersection P.Ji:trn:i Oil: 15 PH 25 0 3 62 0 u:;i:30 PH 11 0 2 01 6 ii::i:15 PH 52 0 1 8S 0 11-1:110 PH 69 0 1 101 0 11-1:15 PH 38 0 3 75 0 111:.JO PH 51 0 7 126 0 01:15 f'H •* 15 0 2 125 0 05:00 PH i* 31 0 3 108 0 05:15 PH * 25 0 6 100 0 05:30 f'H Sf 53 0 11 107 0 05:15 PH 32 0 1 72 0 1.16:00 I'H 31 0 a 57 0 t1.ii:-:. 15 Min. 69 0 U 126 6 Pk. Hr. Vol. 151 , 0 22 110 0 0'l::Ji:i PH Pf.-ik Intersection Traffic in MS:30 PH Hour Inlersection P.J;.:trn:i in lortli 1 H(:ifir().3c:li fSB'J Hest Hpproach CEtD East Hpproach CHfi:* 15 Min. Totals _— : ... .. .ft 11 -Trn Thru Riqlit Pe.l:i Left U Trn Thru fii qht Peds Lef U-Trn Thru tiiqtit Peds Mehicls f:'eds -.. ..— . . ...... .......... .... ; . 1 0 0 I 1 1 2 0 25 2 0 23 0 11 0 1 120 1 5 0 0 3 1 10 0 1 ,U 30 .> 0 11 0 61 0 0 177 2 3 0 3 1 3 0 1 0 50 3 0 79 0 91 0 0 261 1 0 U 1 0 1 0 39 2 0 91 0 91 0 0 281 0 0 7 1 0 2 n 53 0 0 93 0 85 0 0 311 1 <^ 0 h 1 0 0 0 66 1 0 105 0 91 3 0 350 0 tt 0 0 1 6 0 0 0 67 0 1 78 0 122 0 3 377 5 1 0 0 5 1 0 1 0 95 0 0 100 0 111 2 0 172 0 6 0 •J 7 0 1 0 01 3 0 101 0 120 2 0 121 0 5 0 ;) 11 3 0 0 71 2 0 03 0 121 2 0 110 0 12 0 0 ;) 11 I 0 0 0 80 2 0 103 0 100 7 0 119 0 •-' 0 0 7 9 1 0 91 3 0 93 0 156 7 2 502 3 .. 12 0 I) 10 1 0 95 3 1 105 0 156 7 3 502 5 20 0 23 20 1 5 0 332 10 0 385 0 500 18 1785 3 1 Pk. tlr.r. 1705 Peak Hr. Fai ctor 0.89 Pk. Hi-.= 3 1 0 ti 3 0 1 0 122 .:5 0 58 0 121 8 0 108 0 0 0 1 7 0 2 0 139 0 0 • 59 0 90 1 0 129 6 5 0 0 1 0 1 0 117 3 0 51 0 101 8 0 167 0 1 0 2 1 0 1 0 109 1 0 70 0 UO 3 0 178 0 2: 0 3 r.r 0 1 0 111 1 0 11 0 91 2 0 382 0 1 0 0 1 0 1 0 161 ci 0 .50 0 80 7 0 190 0 6 0 2 0 2 0 115 3 0 58 0 97 1 0 188 0 1 0 *> 3 0 2 0 122 2 0 62 0 97 5 0 138 0 1 0 •) 1 0 1 0 136 1 0 63 0 89 3 0 128 0 r' 0 3 3 0 5 0 116 2 0 66 0 IDS 8 0 516 0 0 0 7 0 1 0 126 1 0 17 0 79 6 1 377 1 ••' 0 6 3 0 6 0 112 1 0 50 0 111 5 1 399 1 •-•— -. .— 7 0 6 i' 0 6 0 161 3 0 70 0 121 8 1 516 6 i;i 11 9 9 0 10 0 519 8 0 219 0 388 17 0 1870 0 Pk. Hr-. =: 1070 Peak Hr. Fa. :;tor 0.91 Pk. Hr.-: 0 -. —.. — — — . , . RANCHO SANT FE RD at OLIVENHAIN RD / CAHINO ALVARO Isne Configuration for InterEEction Capacity Utilization Page 2 of 3 Pk. Hr. Tise Peri-D-d: So. .Approach (N3) No. App.-oach (SE) Hest Appr, {E3! East Appr. (IB) 08:00 AH to •05:00 AH Left T.hru Rig.ht Left Thru Right Left Thru Right Left Thru Rig.ht Lans Inside ill 1111 1 Config- {left! 2 i . i i urati-ons 3 111 4 1 Outside 5 Lane Settings 011010120121 'Capacity 0 1800 1300 0 1800 0 1800 4000 0 1800 4G00 1800 Do you aant separate North/South phases iVes/Nol? No DD yny sant SEparate East/iest p.hases (Yes/No)? No Efficiency Lost Factor 0.10 Kciiriy Voiuse 167 8 289 28 23 20 5 332 10 385 500 18 Adjustsd Houriy Voiuse 0 175 285 0 71 0 5 342 0 385 500 18 litiiirstion Factor 0.00 0.10 O.li 0,00 0,04 0.00 0.00 0.09 0,00 0.21 0,13 0.01 Critical Factcrs 0,16 0,00 0.09 0.21 icy Ratio = 0.56 LOS = A Turning Hovesents at Intersection of RANCHO SANT FE RD and OLIvENHAIN RD / CAHINO AL Tiie: OBiOO Afi tc 05:00 AH North Aoproach RANCHO SANT FE RD Date: 07/09/91 Day: TUESDAY 102 <- Total Naie: RC S HH 71 31 <- Subtotals Sub- 20 23 23 ...Hh- .",57 1.: Sfift !fil 1^ 5 —' ; /— 385 347 332 -> I ; 1552 A 10 —• North V ? ; > 64? p y ! r <-, i-y OLI-VENHAIN RD / iMM V ; ; ; 167 3 285 Subtotals -> 418 464 Total -) 832 Note: ^ eft-^u^n vclu-*^^- inr]QCP South i^PproSCh ii-^^ii^r^c RANCHO SANT FE RD st OLIVE.NHAIN RD / CAHINO ALVARO Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Tiae Period: So, App.reach (NB) No. Approach (SB) Hest .Appr. (EB) East .Appr. («E) 04:30 PH to ~ ~ 05:30 PH Left Thru Right Left Thru Right Left Thru Right Left Thru Right lane Inside 111 1111 1 Config- Ueft) 2 1 i i urations 3 111 4 1 Outside 5 Lane Settings 011010120121 C=tecity 0 1800 1800 0 1800 0 1800 4000 0 1800 4000 1800 Do you sant separate North/South phases (Yes/Nc)? No Do you sant separate East/Mest phases (Yes/No)? No Efficiency Lost Factor 0.10 Hourly Voluse 154 22 440 15 9 9 10 549 8 24? 383 1? Adjusted Hourly Voiuse 0 176 440 0 33 0 10 557 0 245 383 17 Utilization Factor 0,00 0,10 0,24 0,00 0,02 0,00 0,01 0.14 0.00 0.14 0.10 0,01 Critical Factors 0,24 0.00 0,14 0,14 ICy Ratio = 0,62 LDS = B Turning HoveiBentE at Intersection of RANCHO SANT FE RD and OLIVENHAIN RD / CAHINO AL Tise: 04:30 PH to 05:30 PH North Approach RANCHO SANT ,!^E RD Date: 07/09/51 Day: TUESDAY 82 <- Total Nase: RC * HH 33 4? <- Subtotals T.-,*.:) tr<(.3lc lil .\ r,.-, .•""" , . , SUC is <-' ii •-> : A totals Totai = i..i... I 10 — 385 654 245 567 545 —> ; ' u": 154 22 440 Subtotals -> 266 616 Totai -) 882 Note: Left-turn voluses www...- .TH*... WCWJ; W .w;; = r. CITY OF CARLSBAD SUMMER 1991 INTERSECTION ANALYSIS SUMMARY Intersection Number: 25 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 PACTE 1 of 3 2 of 3 3 of 3 JHK 6L nssociates Turning Movenent Counts flnalkisis Page I of 3 City I CnRLSBRO Intersection of: N/S Street: E/H Street! Count Date: 07/31/91 HnRDiNG sr CRRLSSnO UILLRGE ORIME Dag: Heather: UEDNESDRV CLOUDV File: ELMHRRCHKl Data Collected bg:SH (b CC Traffic Controls Signalized North Approach CSBJ South Approach CNBJ End of 15 Min. prd. Left U-Trn Thru Right Peds Left U-Trn Thru Right _ Approach CEB> East Approach <HBJ 15 nin. Totals Peds Left U-Trn Thru Right Peds Left U-Trn Thru Right Peds Uehicls 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 RM RH RH RH RM RM RM RM RH RM HM RM 1 1 a 3 1 1 11 9 IS 8 12 10 0 0 0 0 0 0 0 0 0 0 0 0 1 2 11 6 3 13 13 10 31 11 13 11 9 11 21 13 15 16 9 12 22 9 12 15 0 0 0 0 1 0 0 0 0 0 3 2 0 1 1 0 1 6 0 1 1 2 0 e 0 0 0 0 0 0 0 0 0 0 0 0 3 2 6 I 2 21 6 7 1 9 6 13 3 3 11 22 23 16 9 13 11 25 32 33 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 39 10 102 39 75 65 82 78 83 96 111 91 0 2 1 2 3 G 1 1 1 9 10 3 3 3 7 7 5 22 21 21 IS 31 27 21 0 0 0 0 0 0 0 0 0 0 0 0 31 15 51 81 69 167 95 101 109 173 156 131 1 8 10 10 7 18 11 11 9 21 13 9 0 0 0 0 0 0 0 0 0 0 0 0 100 118 238 181 208 385 262 270 306 101 393 358 1 0 2 1 2 1 0 1 0 0 3 2 Max. 15 nin. Pk. Hr. Vol. 15 15 31 72 21 58 21 32 16 101 111 381 10 26 31 97 173 572 21 55 101 1156 08:00 RM 09:00 RM Peok Hour Intersection Traffic in Pk. Hr.= 1156 Intersection Pdstrns in Pk. Hr.= 5 Peak Hr. Factor 0.91 03:15 PM 22 0 26 26 3 11 0 35 101 0 5 03:30 PM 11 0 20 13 2 1 0 26 63 0 0 03:15 PH 18 0 21 23 3 1 0 27 16 0 5 01:00 PM 6 0 16 13 3 7 0 30 58 0 1 01:15 PM 19 0 20 35 1 3 0 30 60 0 5 01:30 PM 12 0 23 18 2 1 0 17 65 0 5 01:15 PM » 9 0 25 27 3 ^ 0 0 31 97 0 10 05:00 PM » 12 0 22 21 2 2 0 35 82 0 9 05:15 PH X 11 0 23 32 1 2 0 11 50 0 5 05:30 PM » 13 0 30 28 3 8 0 51 78 0 1 05:15 PM 16 0 21 26 3 9 0 25 63 0 2 06:00 PM 12 0 23 21 3 0 0 29 68 0 3 Hax. 15 nin. 22 0 30 35 3 11 0 51 101 0 10 Pk. Hr. Vol. 18 0 100 108 9 12 0 137 307 0 28 0 201 15 1 12 0 173 32 0 692 7 0 159 15 3 27 0 177 22 0 537 5 0 229 20 1 21 0 218 7 0 672 7 0 96 5 1 19 0 136 19 0 106 7 0 208 10 39 0 215 25 0 669 1 0 113 9 1 39 0 196 7 0 538 6 0 213 15 1 51 0 327 39 0 817 1 0 111 8 1 26 0 251 32 0 617 3 0 163 12 16 0 150 11 0 192 6 0 197 12 1 37 0 218 18 0 727 1 0 192 10 1 28 0 197 18 0 610 1 0 138 5 35 0 218 28 0 580 ? 0 229 20 5 51 0 327 39 0 817 7 0 687 17 8 130 0 979 100 0 2683 17 01:30 PM 05:30 PM Peak Hour Intersection Traffic in Pk. Hr.= 2683 Intersection Pdstrns in Pk. Hr.= 17 Peak Hr. Factor 0.79 HARDING ST at CARLSBAD VILLAGE DRIVE Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk. Hr. Tiae Period: So. Approach (NB) No. Approach (SB) Hest Appr. (EB) East Appr. (HB) 09:00 AH Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 Config- (left) 2 urations 3 4 Outside 5 i 1 1 1 1 1 1 1 Lane Settings 0 1 0 0 10 1 Capacity 0 1800 0 0 ISOO Do you itant separate North/South phases (Yes/No)? N Do you want separate East/Hest phases (Yes/No)? N Efficiency Lost Factor 0.10 Hourly Voluae 45 72 58 9 32 101 5 384 Adjusted Hourly Voluae 0 175 0 0 142 0 5 410 2 0 12 0 IBOO 4000 0 1800 4000 26 0 97 572 97 627 55 0 Utilization Factor Critical Factors ICU Ratio = 0.36 0.00 0.10 0.00 0.00 0.08 0.00 0.00 0.10 0.00 0.05 0.16 0.00 0.10 0.00 0.00 0.16 LOS = A H: e 5 t A P P r Turning Hoveaents at Intersection of HARDING ST and CARLSBAD VILLAGE DRIVE North Approach HARDING ST Tiae: 08:00 AH to 09:00 AH Date: 07/31/91 Day: HEDNESDAY Naae: SH k CC Total 1133 Sub- totals 718 415 5 — • 384 ~> 26 — • Subtotals -> Total -> 101 I I <-' 155 274 142 32 I I V North <-, I I 45 72 175 330 South Approach 132 <- Total <- Subtotals /--- I I V /-> 1 SB Sub- totals Total 55 572 97 724 451 1175 E a s t A P P r CARLSBAD VILLAGE DRIVE Note; Left-turn voiuaes include U-turns. HARDING ST at CARLSBAD VILLAGE DRIVE Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Tiae Period: So. Approach (NB) No. Approach (SB) Best 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 1 Config- (left) 2 urations 3 4 Outside 5 1 1 1 1 1 1 1 1 Lane Settings 0 10 0 1 Capacity 0 IBOO 0 0 1800 Do you ttant separate North/South phases (Yes/No)? N Do you want separate East/Hest phases (Yes/No)? N Efficiency Lost Factor 0.10 Hourly Voluae 48 100 108 12 137 307 Adjusted Hourly Voluae 0 256 0 0 456 0 0 1 2 0 1800 4000 28 687 28 734 0 1 0 1800 4000 47 130 979 100 0 130 1079 0 Utilization Factor Critical Factors ICU Ratio = 0.64 0.00 0.14 0.00 0.00 0.25 0.00 0.02 0.18 0.00 0.07 0.27 0.00 0.00 0.25 0.02 0.27 LOS = B H e s t A P P r Turning Hoveaents at Intersection of HARDING ST and CARLSBAD VILLAGE DRIVE North Approach HARDING ST Tiae: 04:30 PH to 05:30 PH Date; 07/31/91 Day: HEDNESDAY Naae: SH I CC Sub- Total totals 2096 1334 762 28 — • 687 ~> 47 307 I I <-' Subtotals -> 314 Total -> 456 137 I V 684 12 f I '-> North <-, I t 48 100 256 570 South Approach 228 /-> I 108 <- Total <- Subtotals <™ Sub- totals Total 100 979 1209 130 807 2016 E a s t A P P r CARLSBAD VILLAGE DRIVE Note: Left-turn voiuaes include U-turns. CITY OF CARLSBAD SUMMER 1991 INTERSECTION ANALYSIS SUMMARY Intersection Number: 26 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 .lilt; 11 H..:j>ocjale:; Turninij Hovenent Count.*.; Hnalrisi: Pacje 1 of 3 ti.j: I n l,€.r: CHm-i.BHD :oction (if: N/S F/H Street: 5tr-eel : PIO PICO OR CHRl.ljUflO l..MI.LH6[: DR r;i.iiiiil H-iite: 07. ••31..••'11 ttiij oi IS Min. pl d. n.au: H.^..3ther: HEIlHLSOHV CLOUllV File: LLHPIO.HKl Data Collected bij:CI ft HD Traf f i c Control: Si .jnal i ;;;cd .!-.'!-„!?f!I[!!!f!!''..'^"''^ ftpP''"«'=»-' <SB> Hest Hpproach CEB) East Approach (MB) 15 nin. Totals ^.~^'Z" '""'^^ ^'"^^ ^'^^'^ '""•'^ ""^''^ ^^'^ ^^"3*^'^ Lett U-rm Thru Right Peds Vehicls Peds 06: 15 HH S 1 U 0 0 0 0 1 06:30 HH t 0 .> 0 0 11 0 (1 06:15 HH 10 0 5 5 0 1 0 3 07:00 HH U 0 3 3 0 1 0 5 07:15 HH 11 0 11 0 0 0 0 1 07: ..ill HH i:j 0 1 1 0 c! 0 1 07:15 HH 23 0 5 2 0 til 0 1 Ofl: 00 HH » 23 0 8 3 0 7' 0 7 Ofl: 15 HH * 25 0 6 0 1 0 0 Ofl: 30 HH * l-l 0 5 3 0 t-0 *'i llfl: 15 HH * 2-1 0 16 2 0 2 0 1 O'l: 00 HH H 0 0 1 0 6 0 1 H.:IX. 1 IS Min. 25 1 16 5 0 6 0 I'l:. Hr -. l.'ol. 85 0 35 10 0 10 0 13 lil': 15 HH Peak Inlersecti on Tr.3ffic in Pk. Hr 998 Ofl: 15 HH Hour Inter r.e.::ti on Pd; strns ill Pk. Hr 5 0 7 1 6 10 11 1 8 6 13 11 32 1 1 1 3 1 5 12 10 8 1 10 12 31 12 17 11 31 28 37 25 58 S3 16 11 70 70 201 11 8 11 8 13 0 10 13 10 8 71 81 98 127 107 95 116 156 113 123 93 72 156 185 1 1 1 2 10 1 1 13 5 5 13 28 115 121 157 207 185 180 201 311 231 212 211 216 311 998 Peak Hr. Factor 0.79 03:15 PH Oil: 30 PH Oil: 15 f'H O^hOO PH 01:15 PH O'l:30 PH 111:15 PH 05:00 PH * 05:15 f'H * 05:30 f'H w 115:15 PH iiK:i:iO PH H.!ix. 15 nin. I'k. Hr-. 30 0 3 1 0 2 0 1 7 0 18 0 106 12 0 5 0 91 1 0 286 0 26 0 10 9 0 0 0 7 11 0 10 0 125 7 0 10 0 10 1 0 259 0 20 0 0 1 1 0 y 0 12 2':) 0 u 0 100 10 0 IS 0 135 7 0 351 0 32 0 0 21 7 0 1 0 1 8 0 20 0 121 20 0 11 0 90 3 0 317 0 33 31 0 7 1 0 c. 0 1 16 0 11 0 175 39 2 10 0 137 9 0 155 2 33 31 0 1 11 0 1 0 6 11 0 11 0 189 8 0 10 0 108 3 0 102 0 15 0 7 9 0 a 0 3 22 0 13 0 121 20 0 9 0 88 3 0 313 0 33 0 12 1 0 1 0 3 13 0 1 0 151 26 0 11 0 155 5 0 123 0 22 0 9 11 0 17 0 6 25 0 9 0 197 31 0 13 0 123 6 0 169 0 31 0 11 18 0 6 0 9 20 0 7 0 236 31 0 9 0 119 8 0 538 0 1? 0 9 9 0 5 1 6 9 0 13 0 169 35 0 10 0 131 11 0 125 0 22 0 6 7 0 t'. 0 5 0 0 21 0 171 23 0 7 0 92 2 0 369 0 38 0 21 18 0 17 1 12 29 0 21 0 236 39 2 15 0 155 11 0 538 2 102 0 11 12 0 3^: 1 21 67 0 33 0 756 123 0 13 0 558 30 0 1855 0 111:15 f'H 05:15 PH Peak Hour Inler.iiection Traffic in Pk. Hr.- Interiseclion Pdr.:trns in Pk. Hi .- 105 Peak Hr. Factor 0.86 PIO PICO DR at CARLSB.AD VILLAEE DR Lans Configuration for Intersecti-sn Capacity Litilizati-on Page 2 of 3 Pk. Hr, Tise Pe.riod: So, Approach (NB) No, Approach (SB) Mest Appr. (EB) East Apor, {WB! 07:45 AH to -— 0B:45 AH Left Thru Right Left Thru Right Left Thru Right Left Thru Riqnt Lans Inside 11,1 11 1 1 Config- (left) 2 11 11 1 urations 3 1111 4 Outside 5 Lane Settings 020011120120 Capacity 0 3800 0 0 1800 1800 IBOO 4000 0 1300 4000 0 Do you ttant separate North/South phases (Yes/No)? Yes Do you sant separate East/Sest phases (Yes/No)? No Efficiency Lost Factor 0,10 Houriy veiuse 85 35 10 10 13 32 34 ' 201 40 22 485 2e Adjusted Hourly Voiuse O 130 0 0 23 32 34 241 0 22 513 0 Utiiiration Factor 0,00 0.03 0,00 0,00 0.01 0,02 0,02 0,06 0.00 0.01 0,13 0,00 Criticai Factors 0,03 0,02 0,02 0,13 ICU Ratio =0,30 LOS = A Turning Hovesants at Intersection of PIO PICO DR and CARLSBAD VILLASE DR TIKS; 07:45 AH to 08:45 AH North Approach PIO PICO DR Date; 07/31/51 Say: WEDNESDAY 152 <- Total Nass: CI k AB 55 ?7 <- Subtotals SHK- '^? ^7 if) J-u iV s "— i'' V tDtniS TotBl o Anfi i . s •" '— 2B t SS3 <— 455 535 A 273 201 --> ; ; , 755 0 40 —' Nc.'th V <-, /-> CfiRLSSAD VILLHSE 85 35 10 Total -> 205 WWL^b:; ~u-y! U^Uii [J ^U.- .'rS* PID PICO DR at CARLSBAD VILLASE DR Lane Configuration for Intersection Capacity Utiliiation Paoe 3 of 3 Pk, Hr, Tise Period: So, Approach (NB) No, .Approach (SB) Best Appr, (EB) East Appr, m) fl^.iS pH tn Appr, m) v 7 , .- w- r ; ; LU 05:45. Pli-Left Thru Ri-ght Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 11 11 1 1 Confio- (left) 2 1 1 1 1 1 urations 3 1 1 1 [ 4 Outside 5 0 2 0 0 1 1 1 2 A ? i'i 0 3B00 0 0 1800 1800 1800 4000 0 1800 • 4000 0 Do ycu want separate North/South phases (Yes/No)? Ves Do you sant separate Eas t/iiest phases (Yes/No)? No Efficiency Lost Factor 0.10 Hour'".^ Vcluffs 102 44 42 32 24 67 33 756 123 43 Adjusted Hourly Volute 0 188 0 0 56 67 33 879 0 43 5BS C 0,00 0,05 0.00 0,00 0,03 0,04 0,02 0.22 O.OC 0,02 Critical Factors 0,05 0,04 0.22 0,02 ICU Ratio = 0.43 LOS = A Turning l^ovesents at Intersection of PIO PI CO DR and CARLSBAD VILL ASE DR Tise: 04:45 PH to 05:45 North Approach ? 10 PICO DR Date: 07/31/ ?1 Day: iiEBNES )AV <-Totai Nase: CI S A. 5 124 108 <-Subtwt iis. is7 24 33 33 —' ..••> North /- 555 1461 Subtotals -> 190 Tnt:1 -\ 102 44 42 188 CITY OF CARLSBAD SUMMER 1991 INTERSECTION ANALYSIS SUMMARY Intersection Number: 27 Intersection Location: Carlsbad Village Drive and Monroe 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 .lllf:; li Hsisociales Turning HoveMenl Counts Hnalijsis Paqj. 1 of 3 l ili,: CHRLSHHD Fil,,. ELHHON.UKI ir,t.M-section of: N/S Street: HOHROE ST Pata CoUected bu:nF F..'H Street: CHI.:i.SBHD laLLHOF. DR . a f'^*-*' 0«ys TOESOflV Traffic Control: Signalized 'l':''''"::'^":^! He.slt,er: CLOUDV , „d of IS ..•^--!^!-."'-'-?-!':'!....':"-? . J^'Z^l Hpproach CSD) Hest Hpproach CEB) East Hpproach CHD) 15 Min. Total: '.'iT'Z! ^i^*: jy^^ rhru Right peds Lett u-rm Thru Right Peds Left U-Trn " Thru"Right"p^ds l^ehiels" Peds' [i" ^ n ^ s !! ? 9'" « 2 0 "'"^ I ""0 ""10"w i ""0" « 0" ,^ ^ : ^ . :^ ? ^ " e 2 1 2 0 52 1 1 us 6 116:15 HH 12 0 7 1 2 3 0 6 37 1 07:00 HH IS 0 8 1 0 1 0 9 21 0 07:15 HH 12 0 7 1 1 2 tl 0 '•i SO 3 0 68 3 0 158 3 0 11 12 1 3 0 61 1 1 162 2 J .:^1 0 7 0 20 1 1 0 0 HV «^ 1 i«d .5 '"-• ^'P H 0 6 1 2 0 0 7 21 0 9 0 11 .0 0 0 62 0 5 37 7 "'=1-^ * 12 0 16 1 2 1 0 13 21 3 10 0 28 12 1 1 0 99 3 0 223 I = * 31 0 21 3 1 2 0 15 11 1 23 0 72 U 0 8 0 93 3 0 3^3 5 "^-^=1-' f'>1 * 5 0 19 2 0 3 0 3 36 0 15 0 8 8 1 2 0 lU 8 0 "0 1 "" = ^'::! " 21 0 17 2 0 3 0 15 23 0 12 0 31 6 0 3 0 52 9 0 ^7 0 '"'=•1' 1'- " 12 0 0 Z H in 26 0 19 0 36 13 3 2 0 56 3 1 191 1 "•'•^^" 16 . 0 10 2 1 6 0 15 21 0 19 0 28 5 2 0 0 61 3 1 192 1 HiiK. 15 nin. Pk. Hr. Moi. 07:30 HH Ps Ofl:30 HH fIc 03:15 PH ri:;j:;so PH 0:1:15 PH 'I'l:'"-' PH 11 0 26 3 0 3 0 27 17 0 51 0 91 15 0 31 0 21 1 . 1 6 0 15 11 3 23 0 72 69 0 73 11 6 12 0 16 121 1 60 0 112 .— Intersecti on Traffic in Pk. Hr . = 963 Peak Hr. Factor 0.75 I nter section ftis\ Irns in Pk. Hr .:-: 12 - ' 10 0 12 2 0 9 0 11 61 0 56 0 76 18 0 31 3 I 1' 0 26 51 0 12 0 69 17 0 29 2 0 U 0 29 63 0 50 0 93 11 0 26 3 0 •i 0 27 17 0 51 0 91 15 0 28 8 0 1 0 21 29 1 52 0 75 16 0 22 6 0 13 0 30 11 0 61 0 113 12 0 32 2 0 12 0 27 59 0 57 0 120 12 0 18 2 0 11 0 29 11 0 95 0 117 11 0 31 1 0 8 0 37 55 0 73 0 113 9 0 12 ' 9 0 11 0 35 62 0 115 0 163 25 0 25 0 0 9 0 20 51 0 77 0 106 15 0 17 3 0 1' 0 27 60 1 53 0 101 25 0 12 9 1 11 0 37 63 I US 0 163 11 0 126 17 0 •15 0 128 217 0 310 0 513 13 3 13 0 111 9 5 323 7 37 2 11 0 355 23 0 963 12 18 0 2 0 69 3 0 332 0 12 0 3 0 61 6 0 332 1 21 2 0 0 63 11 0 392 2 0 50 10 0 312 0 25 0 2 0 68 6 0 333 1 83 15 0 129 0 28 0 6 1 51 9 0 119 0 05:00 PH « 12 0 18 2 0 11 0 29 11 0 95 0 117 19 0 1 0 66 8 0 122 0 05:15 PH * 11 0 31 1 0 8 0 37 55 0 73 0 113 38 1 8 1 66 05:30 PH :•« 05:15 f'H 25 0 25 0 0 9 0 20 51 0 77 0 106 23 1 5 01: 15 PH "•l:^i'' PM 16 0 22 6 0 13 0 30 11 0 61 0 113 17 0 9 0 01:15 PH 10 2 188 3 9 2 3 0 57 11 2 551 1 0 60 7 0 111 1 01.: 00 PH 15 0 17 3 0 7 0 27 60 1 53 0 101 19 0 3 0 60 6 1 371 2 Hiis'. 15 Min. I'k. Hr. Moi. 01:30 F'H Peak Intersection Traffic in Pk. Hr.:- jaoo Peak Hr. Factor 0.05 ii5:::ii:i PH Hour Intersection Pd;;trns in Pk. Hr.- 7 38 2 9 1 83 15 2 551 1 113 3 21 2 213 11 1 1880 7 HGNROE ST at CARLSBAD VILLABE DR Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk, Hr. Tise Period: So, Approach (NB) No, Approach (SB) Best Appr. (EB) East. Aopr, (WB) 07:30 AH to 08:30 AM Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 111 1 1 i Config- (left) 2 11 1 11 urations 3 11111 4 Outside 5 Lens Settings 020111120120 .Capacity 0 3800 0 1800 2000 1300 1800 4000 0 ISOO 4000 0 Do you sant ssparate North/South phases (Yes/No)? Yes Do.you want separate East/fet phases (Yes/No)? No Efficiency Lost Factor 0.10 Hourly VaiusE 69 73 11 12 46 121 60 142 37 14 355 23 Adjusted Hourly Voiuse 0 153 0 12 46 121 60 179 0 14 378 0 Utilization Factor 0,00 0.04 0,00 0,01 0.02 0.07 0.03 0.04 0,00 0.01 0,09 0.00 Critical -actors 0.04 0,07 0.03 0,09 icy Ratio = 0,34 LOS = A iise; Turning hoveients at Intersection of HDNROE ST and CARLSBAD VILLAGE DR North Aoproach HONROE ST 07:30 m to 08:30 .AH 05/06—1 •75 <- Total ISA Q,|Kr.-»,; L Lr\. t wwv... ^3. totais 545 60 •239 142 37 —• !»rsr*h 355 '^9'' 14 1-65 CARLSBAD VILLAS Subtotals -> 77 !1 "GUth pr03 rh Note: Left-turn volusieE KONROE ST at CARLSBAD VILLABE DR Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk. Hr. Tise Period: So, Approach (NB) No, Approach (SE) Hest Appr, (EB) East Appr, (HB) VT « i.'V t il 05:30 ?f! Left Thru Right Left Thru Right Left Thru Right Left Thru f !ight Lane InEide 1 1 1 1 1 1 Confiw" (left) 2 1 1 1 1 urations 3 i 1 1 1 1 1 Outside c: L.' Lane Sett i'-OE 0 0 1 1 1 2 0 1 T i. 0 Capacity 0 3S00 0 1800 2000 1800 1800 4000 0 1800 4000 •.J nt seoarate North/South pha ses (Yes/Noi? Yes Do you fio nt seterate East/sest phase s (Yes/No)? No E*ficienc y Lost Factor 0,10 Houriy Vc 1 liss 44 126 17 45 128 217 340 543 113 21 243 .t * Ad i :UStsd Ur-v.r 1 V v/rvi ;!.«o 0 137 0 45 123 217 340 656 0 21 284 0 on Factor 0,00 0,05 0,00 0,03 0,06 0.12 0,19 0,16 O.OC 0.01 0,07 V * t.' -J rr;f;r=i w.- A k A k. W J Factors 0,05 0.12 0.19 0.07 0,53 LOS = A Turning !1o¥esent5 at Intersection of HONROE ST and CARLSBAD VILLAGE DR Tiie: Date; Day: 04:30 P« to 05:30 ?,*{ 03/06/91 IDESDAV HP North Approach HONRDE ST 897 390 217 128 <-• V 45 507 <- Total <- Subtotals Sub- 340 — 996 543 ~> 113 — North /— 41 243 307 23 914 CARLSBAD VILLAGE DR 44 126 17 Subtotals 262 449 1C7 -t)ifn \ir\ t \-.i.nr i. r. f . b u. I L- . -J... b Li i 'b ; '.j —. . il-hirr!!:. CITY OF CARLSBAD SUMMER 1991 INTERSECTION ANALYSIS SUMMARY Intersection Number: 29 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 •WK 1:1 H;:ssociates Turnin.^ lloceMent Count; Hri.iil r^si .-s Page 1 of 3 Ci tij! lrit.:.r .= CHf;L :l,ior. .BHO •f : N/S Street; E:--H :;a.reet; pHSco fit'L no»..'rf; POIHSLrriH I.HHt i^iii.irit tl.iiite; 0 i'..-'.;M/'i:i 1 D.iii): Hii.!>tlier- HLHNLSDHV cmiinv File: POINPDN.HKl D-iita Collected bi(:KS & HH Traffic Control: Unsign..ilized Ln Mi r 1 of 15 prd. •H'Pr-jacl, 0.0:1 u.-,.,t Hpproach tEB) Lett 11 Trn Thru kicjtil peds Li.>fl U Trn Thru Right Peds Lett O-Trn Thru Ri East flpproac ght Peds Left H~Trn T tl CHG) hru Right Peds lit.: 15 IIH 3 0 2 1 0 1.1 J 25 0 I.H.: .;10 HH 6 0 1 0 0 s 0 1 37 0 06:15 HH 6 0 ;;> 1 0 6 0 0 37 07:00 HH 6 0 ) 1 0 10 0 0 15 0 07:15 HH 10 0 3 0 0 •1 l.l 0 •lr 60 07:30 HH a 0 2 0 0 '1 0 0 •lr 60 0 01': 15 HH it •j* 0 5 1 0 7 0 <d 56 0 Ofl: 00 HH « 9 0 6 •:> 0 Ij 0 1 60 0 llfi: 15 HH * u 0 .;> 1 0 11 0 0 55 0 0 Ofl: ;;ilO HH .« 111 0 1 3 0 1 0 1 S'l 0 0 1111:15 HH 6 0 1 0 7 0 1 0 1 l';i: 00 HH 17 0 1 0 10 0 1 55 0 H.;i:..;. 15 nin. 17 0 6 3 0 11 0 (. 60 2 I'k. Hr . Vol. 37 0 17 7 0 21' 0 1 225 0 07:.30 HH Pe.nk Inter se.::ti on Tr •.;if f i c i n Pk. Hi-1292 Ofl: 30 IIH flour Inter sectiori fti Islrns i r 1 Pk. Hr 1 - -— -.-_ n::l: 15 PH 5 0 3 2 0 10 0 1 36 0.1:30 PH i' 0 1 2 0 9 0 1 11 Oil: 15 PH 11 0 2 1 0 13 0 32 01:00 PH 9 0 3 6 0 13 0 0 36 01:15 I'H 0 0 2 2 0 8 0 1 35 0-1:30 f'H 5 0 1 1 0 t' 0 1 39 111:15 f'H 10 0 3 1 0 17 1 3 11 05:00 PH 1 0 1 3 0 U 0 7 12 115: 15 PH * i 9 0 1 2 0 11 0 L. 58 05:30 f'H * 8 0 2 0 19 0 5 17 l);:i:-15 PH * 'i 0 0 1 0 12 0 t 56 111.: 00 f'H » U 0 1 2 0 11 0 1 16 1 5 ni n. U 0 1 (> 0 i';i 1 58 I'k. Hr . Ml) ll , 37 0 7 '7 0 56 0 9 207 - — — -. • - — u'l: 00 PH Pe.Hk I nter: se.rt i (in Tr .affic in Pk. Hr. 1500 Of, :0n f'H llour 1nler ; ;:t.cti on Pd •sli-ns ill Pk. llr. 1 13 0 13 0 17 0 IfJ I 10 0 60 1 GO 0 126 0 111 0 66 2 51 U 18 1 126 2 391 2 Peak Hr. Factor 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12 57 18 55 66 71 56 77 76 89 ?9 83 89 0 1 0 0 0 1 1 1 0 0 2 ) Peak Hr. 19 26 16 •77 31 35 38 35 3i:i 33 31 11 115 0.06 1 o 65 65 85 103 103 86 109 121 131 125 128 131 505 11 9 5 20 9 11 20 17 13 11 20 12 20 56 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 0 1 0 1 0 0 2 1 1 3 0 0 0 0 0 1 0 0 0 0 0 0 1 0 2 0 0 2 0 0 0 0 0 0 0 1 2 1 12 12 72 71 81 87 105. 113 07 87 78 93 113 392 63 87 98 82 81 80 70 58 62 66 56 52 98 ?36 1 0 7 10 9 7 13 7 13 33 15 11 12 6 11 17 11 9 9 8 17 11 0 0 0 0 b 0 0 0 0 1 0 0 1 1 0 0 1 0 0 0 0 0 0 1 0 0 1 1 15 Min. Mehi cls 113 111 196 269 221 269 317 371 330 271 250 281 371 1292 266 295 293 317 332 315 321 339 376 391 371 362 391 1500 Totals Ped:! 0 0 1 0 2 0 0 0 0 1 0 0 2 1 Factor 0.96 Jhk & Associates, San Diego, CA, «««**«****«»*i|(»***«»i|(i|(*»«**#«»»**»»#«),t*»## Intersection: PASED DEL NORTE AND POINSETTIA LANE Date:07/24/91 Analyst: BCS Time Period Analyzed: 7:30 - 8:30 AM Project No:2460 City/State: CARLSBAD. CA Filename: c:C29AM.dbf APPROACH VOLUMES APPROACH SB WB NB EB LT 27 3 37 393 NUMBER QF APPROACH LANES APPROACH SB WB NB EB APPROACH SB WB NB EB LT 1 O O 1 TH 4 392 17 145 TH 1 1 1 1 RT 225 33 7 9 RT O 1 0 0 SUMMARY OF THE RESULTS DELAY (SECONDS) 48.6 12.6 4.6 14.1 CAPACITY >70 746 169 958 TOTAL 256 428 61 547 TOTAL 2 2 1 2 LOS F C A C PHF 0.93 0.86 0.90 0.82 Average Delay (Intersection) : 19.5 Level of Service (Intersection): C «««»«««»««»««««»«««t««»«t«««« End of Print Job Jhk & Associates, San Diego, CA. lit*************************)!!******* Intersection: PASEO DEL NORTE AND POINSETTIA LANE Date:07/24/91 Analyst: BCS Time Period Analyzed: 5:00 - 6:00 PM Project No:2460 City/State: CARLSBAD, CA Filename: c:C29PM.dbf «»«««****«««***««««*»**»»«******«****»»«»»«»«««;|t:|;^«:|«;| APPROACH VOLUMES APPROACH SB WB NB EB LT 56 9 37 330 NUMBER OF APPROACH LANES APPROACH SB WB NB EB APPROACH SB WB NB EB LT 1 0 O 1 TH 9 236 7 505 TH 1 1 1 1 RT 207 41 7 56 RT O 1 0 0 SUMMARY OF THE RESULTS DELAY (SECONDS) 50.8 5.1 4.8 36.5 CAPACITY 274 746 145 981 TOTAL £.1 ^ 286 51 891 TOTAL 2 2 1 2 PHF 0.96 0.89 0.85 0.96 LOS F B A E Average Delay (Intersection) : 31.5 Level of Service (Intersection): E ««««»*««»«*»«»»»«*»»»**«««**« End of Print Job »«»**»«**»»*»*»»«»•«•»«»«*» CITY OF CARLSBAD SUMMER 1991 INTERSECTION ANALYSIS SUMMARY Intersection Number: 30 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 .1111:: li Hssociates Turning Hovenenl Counts Hnalysis Page 1 of 3 l.:ilg: CHKL5BHD File: POINHMEN.HKl Intersection of: H.'S Street: HVEMIDH ENCIHHS Data Coll ec led bu:RG ft PC E./H Street; POIHSETTIH LHHE O.^'-i-- HEDNESDHV Traffic Control: Signalized 111 ..•c-:l.'':il Heathers CLOOIlV ,v„j ,,f 15 „!™^!!..^??!:!!f!!„^I!?L _ ."!!;^:^."!:';';!!::^_;::'^?; HpP»'<"»ch <EB) East Hpproach tHB) 15 Min. Totals "Z'MZ.Z^Z^'^Z ';;!^-. ^'l!'!! ..^'^[!:' ..^!!'*! '^i;^'"" "'^^^ ''"•^^ Left U-Im Thru Right Peds LeftU-Trn''fhr uRiqf^rPeds Mehi cl r'peds" OH 5! " " ^ ^' » 1 2 0 0 5 2 0 '7 0 U 5 0 11 2 "^'= ' ' fl" 3 0 0 17 2 7 0 0 1 0 0 n 6 It;,. n ,, c , ... .f. Oi':m.i HH 3 0 0 20 0 11 0 0 1 0 1 0 0 7 1 Q I'i 0 9 1 0 0 0 0 1 2 0 0 5 2 0 7 0 11 5 0 0 0 0 1 0 0 0 6 1 5 11 0 11 5 3 0 0 1 1 0 3 0 11 7 0 26 0 . 22 11 1 0 5 2 1 0 0 13 2 5 11 0 23 13 2 0 " 0 1 1 1 0 10 1 1 16 0 22 16 1 0 t: 3 -? 3 0 6 1 36 0 11 39 0 0 1 1 6 0 6 1 3 11 0 29 30 0 0 (L 2 2 3 0 11 13 2 35 0 30 39 1 0 3 1 0 1 0 8 8 1 16 0 10 19 1 0 1 9 1 7 0 13 13 0 19 0 28 11 0 0 3 5 0 10 0 17 11 0 S3 0 23 35 0 0 5 9 1 10 0 17 13 7 53 0 11 11 3 0 9 20 6 21 0 19 15 3 183 0 121 137 2 —..... . —. Hr.= 872 Peak Hr. Factor 0.88 Hr.=: 15 . 65 10 ^ " ^» " 1^ a S 1 ^ ^ r 23 }3 2 l39 ^ "•=^"»IH ^ 0 5 30 0 9 0- 0 1 1 1 n in ^ ^ n J.^ ? ? Ill': 15 HH 5 0 1 31 0 17 = 1 0 1 16 3 6 . . , „ u „ J J., U 29 30 0 119 7 l'"--l~' 'lrt * 1^ 0 30 0 19 0 2 2 2 3 0 11 13 2 35 0 30 39 1 99 I 'I" « H " 3 35 0 10 0 3 1 0 1 0 0 O T n J .^^^ ^ fiil: i:.:. HM * 13 0 1 13 0 23 09:00 HH * 10 0 3 12 1 13 202 2 217 1 225 1 217 10 872 15 Hax. IS Min. 11 0 5 13 1 23 v. u ^ -, i,j u 1, u f- 53 0 11 11 3 :>1? in ^^i- _ 12 _ 150 i 73 0 9 20 & 21 0 19 is ^ 1" n 77. I itl !2 00:00 HH Peak Intersection Traffic in Pk. 09:00 HH Hour Inlersection Pdstrns in Pk. 81 0 27 15 0 363 1 69 0 20 31 0 310 1 69 0 26 12 3 353 6 59 0 28 32 0 301 2 79 0 31 10 1 375 1 79 0 35 31 1 388 3 73 0 31 33 0 368 3 70 0 23 28 0 319 1 88 0 30 31 0 133 8 79 0 35 26 0 379 8 89 0 28 25 0 388 5 81 0 33 21 0 350 1 03:15 PH 16 0 2 73 0 33 1 p 7 2 7 0 31 38 2 03:30 PH 15 0 6 61 1 35 0 1 12 0 1 0 20 27 0 03:15 PH 30 0 ^5 73 2 31 0 10 13 1 9 0 21 21 0 111:00 PH 29 1 5 56 28 0 5 2 0 8 0 29 19 0 01: 15 tH 22 0 1 71 0 23 0 7 13 0 9 0 33 10 0 01:30 PH 29 0 3 80 0 12 0 7 8 1 6 0 31 31 1 01:15 f'H 25 1 3 73 0 50 0 6 10 2 8 0 26 26 1 05:00 PH 28 0 6 81 0 35 0 3 7 1 8 0 38 22 0 05:15 PH * 27 2 6 86 5 58 0 1 11 1 7 0 13 31 2 05:30 PH •* 21 1 3 89 1 37 0 11 8 6 1 0 11 21 1 05:15 PH * 29 0 1 90 0 •;>e-0 5 9 3 5 0 19 30 2 06:00 PH * 21 0 8 80 0 17 0 5 7 0 1 0 12 28 1 H.:lK. IS Min 30 8 90 5 58 1 11 11 6 9 0 19 10 2 Pk. Hi •. Moi . 101 3 21 315 6 137 0 25 38 10 20 0 175 . 116 6 115:00 PH Peak Intersecti on Traffi in Pk. Hr 1550 Peak Hr. Fa :tor 0.89 111.: 00 PH Hour Inter secti on Pdi^lr-n5 in Pk. Hr . -- ~ , — ".---.- 8^ 0 35 15 3 133 8 337 0 126 106 0 1550 22 AVENIDA ENCINAS at POINSETTIA LANE Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk, Hr, Tise Period: So, Approach (NB) No. Approach (SB) Hest Appr. (EB) East Appr, (^B! 05:00 PK to Ofc:CC PH Left Th.-'u Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 11 1111 1 Config- (left) 2 1 111 urations 3 1 i 4 Outside 5 Lane Settings 111010110111 Capacity 1300 2000 1800 0 1800 0 1800 2000 0 1800 2000 1800 Do you sant separate Nort.h/South phases (Yes/No)? Yes Do you want separate East/Hest phases (Yes/No)? No Efficiency Lost Factor 0,10 Hourly Voluse 101 21 345 137 25 38 20 175 116 337 126 106 Adjusted .Hourly Voiuse 101 21 345 0 200 • 0 20 291 0 337 126 106 Utilization Factor 0,06 0,01 0.19 0,00 0,11 0,00 0,01 0,15 0,00 0.19 0,06 0.06 Critical Factors 0,19 0,11 0.15 0.19 icy Ratio = 0,74 LOS = C Turning .^lovesents at Intersection of AVENIDA ENCINAS and POINSETTIA LANE Ti§e: 05:00 PH to 06:00 PH North Approach AVENIDA ENCIN.AS Date: 07/24/91 Day: jsEDNESDAY 347 <- Jctai Nase: RS i CC 200 147 <- Subtotals 5..H-38 25 137 I I ••> Cyh- V ; " totals Totai 1 3 A V w <" /— 337 311 175 -> ; 116 —' North " i-y POINSETTIA LANE : I 1 104 21 345 Subtotals -> 481 470 Totai -> 951 Vkb-J k.Cib ku:;i t * uuiH Z- .L a 1^ * Ui-'Z South Aoproach ii-f"rn=. AVENIDA ENCINAS at POINSETTIA LANE Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk, Hr. Ti3B Period: So, Approach (NB) No. Approach (SB) West Appr, (EB) East Appr, (BB) 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 1800 0 1800 2000 0 1800 2000 .1600 Do you sant separate North/South phases (Yes/No)? Yes Do you sant separate East/iJest phases (Yes/No)? No Efficiency Lost Factor 0,10 Houriy Voiuse 49 12 150 73 9 20 24 49 45 183 121 137 Adjusted Hourly Voluoe 49 12 150 0 102 0 24 94 0 183 121 137 Utilization Factor 0,03 0.01 0,08 0,00 0,06 0.00 O.Cl 0.05 0.00 0.10 0.06 0.08 Critical Factors 0,03 0,06 0.05 0.10 ICU Ratio = 0.39 LOS = A Turning Hovesents at Intersection of AVENIDA ENCINAS and POINSETTIA LANE Tise: 03:00 AH to 09:00 AH .North Approach AVENIDA ENCINAS Date: 07/24/91 Day: i^EDNESDAY 275 <- Total Nase: RS 4 CC 102 173 <- Subtotals Sub- 20 9 73 Total tDtsis I \ Sub- totals Tc 190 •— 13? 308 ; <— 121 441 1B7 24 —• ; /- 118 49 —> : ; 713 45 —' North V " /-> POINSETTIA LANE lli I •: ( 49 12 150 Subtotals -> 237 211 Totai -> 448 Note; Left-turn voluses include CITY OF CARLSBAD SUMMER 1991 INTERSECTION ANALYSIS SUMMARY Intersection Number: 31 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 • IflK ft Hssociates Turning Hovenent Counts Hnalysis p^gp 1 of 3 Citij: t^HRLSBHD File: TflHPIO.HKl lnt.;.r.5*.clion r.f: N/b Street: PIO PICO OR Data CoUected hu:RG E/H Street: THHflRHCK HME I,;;'!"*: .II?'^''"- "-^'J' THUR'^DHV Traffic Cor.trol: Signalized I":'''"':'.':'l Heather; CLOUDV Lnd of 15 H^t Hpproach CEB) East Approach <HB) 15 Min. Totals C'.::.!: .I^.*::'" It'^^ll _^!^! ^Z*7_ ^II:;::: _;^*_'i:^J ^^f-* f"^^ "-eft^ u-rm Thru~Right"peds Lefr'\'l-Trr'Thru'Right'peds yehicir'peds' 06:15 HH "1 0 0 1 0 2 0 0 19 0 2 0 0 0 0 1 0 0 19 1 5 0 23 1 2 } S lol 5 1 \Tl 1 = "» " 1 1 2 0 2 23 0 8 0 39 5 1 2 S 31 7 l^l 3 ^ ° 2 0 3 0 1 36 0 15 0 12 5 0 2 0 138 U 1 ? = ° 3 0 0 33 2 16 0 65 I S 5 S 80 3 0 316 2 f'lM 0 H * •i n 1 ^ ^ * ''^ * *^ ° 2 2 2 0 133 9 2 262 6 llfl:00 HH * .i 0 1 3 1 ,. u 1 10 0 13 0 79 8 2 2 0 160 6 3 I ^'^'=1'-'^'"* ^ " '3 11 1 0 0 29 0 18 0 58 5 S 2 0 H6 10 1 llf 2 "'•=-"' * ^ ° 1 " 5 0 2 26 0 18 0 61 6 1 1 0 137 8 2 ?eO 3 "'^' = -'-'' * 5 0 0 1 0 7 0 1 32 2 11 0 77 3 2 0 137 1 X ilo 1 HaK. IS Min. 6 0 1 3 1 e 0 2 11 2 18 0 79 8 '^l 5 0 180 18 3 71 7 L.._..!_ i.....?i.„._". o 275 22 i ? 0 soS 15 7 ml is 07:15 HH Peak Intersection Traffic in Pk. Hr.= 1169 Peak Hr. Factor 0.90 Ofl: 15 HH Hour Intersection Pdstrns in Pk. Hr.= 15 0.1:15 PH 5 0 1 5 1 12 0 0 17 3 13 0 1-15 8 0 2 0 91 7 0 313 1 "••=^'3 f'" 1 0 0 3 2 16 0 0 13 1 21 0 150 8 1 0 0 88 10 2 313 9 "•'='-• 5 0 0 3 0 12 0 0 26 1 13 0 152 7 1 2 0 121 8 1 356 3 "' = "^' 3 0 0 2 3 11 0 1 22 1 17 0 161 3 0 U3 12 1 35^ 9 "•'=15 f" 3 0 0 6 1 13 0 1 17 2 27 0 190 3 2 0 0 92 3 0 355 5 i:'-l = 30 PH 5 0 0 10 1 9 0 1 18 2 36 0 191 12 1 3 0 102 10 1 100 5 = • " 3 0 0 13 1 15 0 0 15 1 35 0 212 16 0 2 0 '33 12 0 116 P ^'•' = 0" f" 1 0 1 9 1 11 0 1 18 2 30 0 177 11 2 0 0 107 9 2 381 10 "'•=15 PM:* 1 0 0 1 0 21 0 0 12 0 28 0 219 8 9 1 0 17 11 1 161 0 "'• = 30 FH « 1 0 0 9 0 11 0 2 36 0 23 0 215 15 0 1 0 107 18 2 111 2 05:15 PH * 3 0 1 10 0 27 0 0 28 0 33 0 287 10 0 1 0 138 6 2 511 2 "'; = "" F;" « 2 0 0 11 1^ 11 0 0 21 2 55 0 202 15 3 0 0 92 15 5 121 H H.ix. IS Min. 9 0 1 13 1 27 0 2 12 3 55 0 287 16 9 3 0 138 " 18 5 511 ll" ':'::."r:..'^!^:..„!L-_.-°_.__.! !1 ^ !^ '^..^.L^TIl.. ^ " ^ ° ^51 53 10 i87o 2e 05:00 PH Peak Intersection Traffic in Pk. Hr.= 1870 Peak Hr. Factor 0.86 111.:00 f'H flour Intersecti...n Pdstrns in Pk. Hr.:= 28 PID PICD DR at TAHARACK AVE Lane Configuration for Intersection Capacity Utilization Page 2 of 3 « H^. Tiss PBriodi 07:45 AH to 03:45 AH Lane Inside 1 Config- (left) 2 urations 3 4 Outside 5 So. Approach (NB) .No. Approach (SB) «est Appr, (EB) East Aopr, (iiB) Left Thru Right Left Thru Right Left Thru Right Left Thru Right 1 1 1 .ane nettings -aoacity 0 1 0 1300 10 12 0 12 1600 0 1800 4000 0 1800 4000 Do vou want separate North/South phases (Yes/Noj? N Do you sant seoarate East/^est ohasss (Yes/No!? N Efficiency Lost Factor 0,10 0,08 Hourly VDluff 19 t 6 Adjusted Hourly V oluse 0 26 0 uti 1 izati--.n Facto r 0.00 0,01 0,00 Criticai Factcrs 0.00 iCu Ratio = 0 ,38 LCS = A Turning Hov at Int Ji RD J 07:45 AH to 0S;45 AH u Date: 03/03/91 Day: THURSDAY Nase: totals w e 72 t 1(^3*. i.^ S 2?^ V 0 i'- ll.l li 63 275 63 297 / D3C 7 625 00 0.16 0,16 AVE North Approach PIO PICO DR •5 A <- Totai 105 <'- Si'li+^ + = PIO PICO DR at TAHAR.AC.K AVE Lane Configuration for Intersection Capacity Utilization Paoe 3 of Pk, Hr, T ise Period: So, Approach (NB) No, Approach (SB) «est Appr, (EB) East Appr, {'^! i} 05:00 PH 06:00 PH 05:00 PH 06:00 PH Left Thru Right Left ^hru R .ght Left Thru Right Left Thru Ri-: .ht Lane Inside 1 lilll 1 1 1 Config-(ipft? 2 1 3 4 llii'.ci.Hp R w u . i b E .. 1 1 1 Lane Sett ines 0 1 0 0 1 0 1 2 0 1 2 0 Capacity 0 1800 0 0 lECO 0 1800 4000 0 1800 4000 Do you sa nt separate North/South phases {Yes/No;? N Do you Ha nt separate East/Uest phases (Yes/Noj? N V Lost Factor 0,10 Hourly Vc iH..ra n 1 34 7"^ •"! .L1L--L LL- L i L- i. 127 • 139 923 48 3 454 Ad ^ .i^-tS" Hourly Voiuse 0 43 0 0 202 0 139 971 0 3 507 0 Utllizati on Factor 0,00 0,03 0,00 0,00 0,11 i ).00 0,08 0,24 0,00 0,00 0,13 0, Critical Factors 0.00 0.11 0,24 0,00 iuu . 1 a 0,46 LCS = A Turnino Hovesents at intsrssction of ? 10 PICO DR and ^ .AHARACK AVE Tise: 05:00 FH to 06:00 PH North Approach PIO PICD DR Data: 03/03/91 Day: -HyRSDAY 395 <-Total Nase; RS 20/ 193 <-Subtotals 73 Total total' ' •••• 3"b- 594 < totals Total c 53 f 139 —' i— 454 510 A iilO 923 -> i .:fV Li .1 48 —' No rth V n n r r <-, i-y TAHARACK AVE V 1 34 SubtDtsls -> 53 43 TDtsl -•• lul Note; Left-turn voluses 1^ CiudS www h:.- -Sw^i U-turns, CITY OF CARLSBAD SUMMER 1991 INTERSECTION ANALYSIS SUMMARY Intersection Number: 32 Intersection Location: Tamarack Avenue and Adams 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 •mv: li Hssociates Turning Ho..'eMent Counts Hnalysis Page, i 3 City: CHRLSBfiD ^ File: TfiMflDflH.HKl Inter section of: H/S Street: HDHMS ST Oata Collected by:HK t^H Street: TRHRRflCK l.r.,uiit H.r,l..e: D.sy: HEDHESDHV Traf fic Cor>trol: Signalized 'I'-' •'•':'l Heather: CLOUD'i' End of 15 i""-*:."^!?^"!!'.'"'! "!:-:-L"f^:-!--.^!'L__.,. M«^t_flpproach CEB) East Approach CMB) 15 Min. Totals "1:171 JlTlt ^it.! 7^ ^!!^_ 7.'7", ^ Lm]'u-Trrr~^h;u"Right"peds [efr"ul^;n"~'rhru Rlght'peds Uehicl^'peds" 06:15 HH 5 0 0 1 0 0 0 1 7 n n ZZ, ZZ I Z Z t^tz !; s ^ ; ! ? i ^ s " i ° iii i Bzi ^ I I I I I \ U i il i li lis I ;-s;: fa s ^ s ^ s ,i i s ? s s - i i 0 0 1 7 0 3 0 12 0 0 1 0 80 0 0 0 2 0 0 0 12 1 0 2 0 81 2 0 0 1 1 0 1 0 25 2 0 1 0 121 1 0 0 2 3 0 5 0 31 5 0 0 0 111 2 0 1 2 0 1 0 38 7 0 1 0 125 ;> 0 3 0 0 3 0 25 11 0 0 0 112 0 0 7 11 0 5 0 51 11 0 2 0 131 0 0 1 5 0 19 0 18 13 0 5 0 153 1 0 1 5 0 1 0 53 17 0 1 0 126 0 0 8 0 1 0 12 11 0 0 0 UO 1 0 5 7 0 3 0 63 10 1 1 0 125 1 0 12 6 0 0 0 55 a 0 0 0 87 ,—. --— ... 1 0 12 11 0 19 0 63 17 1 5 0 153 3 0 12 29 0 28 0 177 52 0 8 0 SSS Pk. Hr 995 Peak Hr. Factor 0.91 Pk. Hr .= 8 Haw. IS Min. 30 0 3 6 3 , u i,- , , .. i.* ,^ . cr „ ''^-Hr. Moi. 97 0 19 5 5 3 0 2 29 O ll n 77. tl 1 I ° .1 I III ! 7 2 205 2 7 3 272 6 10 3 995 8 07:15 HH Peak Intersection Traffic 0','J:15 HH Hour Interseclion Pdstrns 03:15 PH 30 0 3 10 1 0 0 2 03:30 PH 19 0 1 8 0 S 0 3 03:15 PH 37 0 3 13 1 1 0 5 01:00 PH 28 0 10 10 0 0 0 6 01: 15 PH 37 0 3 9 2 1 0 7 01:30 f'H 31 D 6 11 1 0 0 2 01:15 PH 26 0 3 9 0 1 0 1 05:00 PH » 35 0 3 11 1 1 0 1 05:15 PH » 2? 0 11 7 0 0 0 3 05:30 PH K 10 . 0 7 6 2 3 0 5 05:15 PH * 28 0 1 11 1 1 o 9 06:00 PH 25 0 5 16 0 2 0 1 3 1 3 0 70 11 0 8 0 70 1 0 211 2 3 0 3 0 72 23 0 11 0 63 2 0 213 0 1 1 7 0 98 19 1 10 0 87 2 0 283 6 6 1 10 0 83 22 0 11 0 80 2 0 268 1 7 0 9 0 135 19 10 10 0 83 2 1 352 13 1 2 15 0 121 39 0 3 0 91 2 1 331 1 6 0 3 0 109 12 0 8 0 61 6 0 281 0 3 0 6 0 135 12 0 6 0 96 2 D 311 1 1 2 8 0 116 19 3 1 0 107 1 0 367 •• • 5 . 6 1 3 0 138 16 0 8 0 101 3 0 366 6 3 1 1 0 156 57 2 1 0 86 0 2 363 6 6 0 15 0 121 30 1 1 0 66 2 0 296 1 7 1 15 0 156 57 10 11 0 107 6 2 367 13 16 7 21 0 575 191 5 22 0 390 6 1110 18 Haw. 15 Min. 10 0 11 16 2 S 0 9 Pk. Hr. Moi. 130 . 0 25 35 1 5 0 21 111:15 PH Peak Inlersection Traffic in Pk. Hr.= 1110 Peak Hr. Factor 0.98 115:15 PH Hour Intersection Pdstrns in Pk. Hr.= 18 .;s! s '— i-'t f !T5 '•• ,.• C77 /— 8 7'^7 7CC North 10=; TAHARACK 97 '9 Subtotals -> 72 T-iil -•> sat Hote: Lef^-^^^^o v"^'. South AcDroach U-turns, - ADAHS ST at TAHARACK Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk, Hr, Tise Period: So, .Approach (NB) No, Approach (SB) Sest Appr. (EB) East Appr. (^Bi 07:15 AH to 03:15 AH Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 11111111 1 Config- (left) 2 111 urations 3 1 4 Outside 5 Lans Settinos 01001 Olll 1 1 Caoacity 0 1800 0 0 1800 0 1300 2000 1800 1800 2000 Do y-ou Kant separate North/South phases (Yes/Noi? N Do you sant separate East/^est ohases (Yes/Noj? N Efficiency Lost Factor 0.10 Hourly Voiuse 9? 19 5 3 12 29 23 177 52 8 555 Adjusted Hourly Voluse 0 121 0 0 44 0 28 177 52 8 565 Utilization Factor 0,00 0,07 0.00 0.00 0.02 0,00 0,02 0,09 0.03 0,00 0.23 0. Critical Factors 0,07 0,00 0.02 0.23 ICU Ratio = 0.47 LOS = A Turning Hovesents at Intersection of ADAHS ST and TAHARACK Tise: 07:15 AH to 03:15 AH .North Aporoach ADAHS ST Date: 07/31/91 Day: WEDNESDAY 101 <- Total Nase: HK 44 57 <- Subtotals Sub- 29 12 3 ADAHS ST at TAHARACK Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk, Hr, Tise Period: So, Approach (NB) No, Approach (SB) isest Appr. (EB) East Appr. !sB) 04:45 PH to 05:45 PH Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Inside 1 1 1 1 1 1 1 1 i Config- (left) 2 111 urations 3 1 4 Out^idw Lane Settings 010010111110 Cacacity 0 1800 0 0 1800 0 1300 2000 1800 1800 2000 0 Do y-ou !*ant separate North/South phases (Yes/Noj? N Do you sant separate East/sest phases (Yes/Noj? N Efficiency Lost Factor 0,10 Hourly Voluse 130 25 35 5 21 16 21 575 194 22 390 6 Adjusted Hourly Voiuse 0 190 0 0 42 0 21 575 194 22 396 0 Utilization Factor 0,00 0,11 0,00 0,00 0,02 0,00 0,01 0,29 0,11 0,01 0,20 0,00 Critical Factors 0,11 0.00 0.29 0.01 irii Psfin = 0 51 ! rc = a iww:tat.*w ViW* i-ww r) Turning Hovesents at Intersection of .AD.AHS ST and TAHA.RACK Tise: 04:45 FH to 05:45 PH Date: 07/31/51 Day: SEDNESDAV Naos: HK North HDoroach ADAHS ST 94 <- Total 52 <- Subtotal; 71 dUO- tnT:i c 21 — • 790 575 ~> 154 —•• /— 390 413 22 TAHARfil SubtotslE ~^ 23? 130 25 35 190 427 C n!; t K ti r n r r. 2 r h ww w V ;: riwwt wu w:: CITY OF CARLSBAD SUMMER 1991 INTERSECTION ANALYSIS SUMMARY Intersection Number: 33 Intersection Location: Alga Road and El Fuerte Street CONTENT PAGE Turn Movement Count Summary 1 of 3 (A.M. and P.M.) A.M. LOS Analysis (TRB Method) 2 of 3 P.M. LOS Analysis (TRB Method) 3 of 3 .JHK ft Hssociates Turning Hot'OMent Counts Analysis Page 1 of 3 Illy; CHRL'-iBOD Triti;?r.5i,:.ction of: N./S Street: E/H Street: Kdiint iLnte: 07.'-16.'":il EL FUERTE ST HLG8 Rb Day: Heather; TUESDHV CLOUDV File: HLGfiELF.HKl Data Collected by:HH ft TP Traffic Control: Unsignalized Soutt Approach CHB) i;r.d of 15 r<:iri. prd. Left U-Trn Thru Right Peds - —... — 06:15 HH 0 0 0 2 0 06:30 HH 1 0 0 3 0 06:15 HH 1 0 0 5 0 07:00 HH 0 0 0 10 0 07:15 HH 2 0 0 8 2 Oi':JO HH 1 0 0 11 2 07:15 HH * 1 0 0 11 0 03:00 flH * 1 0 0 10 0 01;l:15 HH » 1 0 1 17 1 0«: 30 HH * 3 0 0 11 0 00:15 HH 0 0 0 10 0 09:00 HH 0 0 0 10 0 H.;i:-:. IS Min. 3 0 1 17 2 Pk. Hr . Moi. 6 0 1 19 1 . .... .... . 07:30 HH Peak Intersection Traffic 00:30 HH Hoirr-Intersect ion fti strns 0;i:15 f'H 3 0 1 12 5 03:30 PH 1 0 0 9. 0 03:15 PH 5 0 0 12 1 0-1:00 PH 1 0 0 6 0 01:15 f'H 1 0 0 3 0 01:30 PH 0 0 0 9 0 0-1:15 PH •* 1 0 1 11 0 115:00 PH S 1 0 1 10 0 05:15 PH .* 0 0 0 11 0 115: 30 PH it 1 0 1 5 0 05:15 PH 0 0 0 11 0 116:00 PH 0 0 0 3 0 Mii.x. 15 Min. 5 0 1 11 5 I'k. Hr. Moi. 3 0 3 10 0 - — — _„ — . 0-1:30 PH Peak Intersection Traffic 115:30 PH Hour - Interst ction Pdstrns North Approach CSB) Hest Hpproach CEB) ..eft U-Trn Thru Right Peds Lett U-Trn Thru Righ East Hpproach CMB) 15 nin. Totals ei 1 0 C 0 0 0 0 s 0 0 15 0 1 9 0 1 12 0 1 16 1 1 13 0 0 2 0 0 13 0 0 9 0 0 16 1 1 13 1 2 Pk. Hr _ — 612 Pk. Hr -= 11 5 0 1 5 0 0 6 0 0 2 0 0 6 0 1 B 0 1 8 0 0 3 0 1 1 0 0 1 0 0 7 0 1 8 0 0 8 0 1 19 0 1 Pk. Hr ::; 788 Pk. Hr -8 7 1 3 0 12 3 0 0 0 12 7 2 2 0 33 13 2 2 0 36 5 1 2 0 39 3 0 1 0 16 21 1 2 0 58 17 2 2 0 13 16 3 1 1 38 12 2 2 0 28 11 0 2 0 13 10 0 1 0 21 21 3 1 1 58 66 8 10 1 167 Peak Hr. Factor 0.85 5 1 12 0 10 7 0 9 0 60 6 1 13 1 61 5 0 13 1 76 5 0 11 0 63 7 0 13 0 75 10 0 11 0 65 6 0 15 1 71 5 0 16 0 86 9 1 27 0 97 7 0 19 0 66 7 2 11 1 73 10 1 27 1 97 30 1 69 1 319 Js Left U~Trn Thru Right Peds Mehi cis Peds --.^ —.— — —,— 0 1 1 32 1 0 62 1 0 1 1 39 2 1 72 1 1 2 0 52 2 3 107 6 0 1 0 70 1 1 110 3 3 1 0 15 2 0 121 6 0 5 0 12 3 0 123 2 1 9 0 68 5 2 189 1 0 8 0 51 1 0 155 2 1 1 0 70 3 0 169 5 1 9 0 58 3 0 129 3 0 5 0 55 1 0 111 0 0 1 0 17 1 0 107 0 3 9 1 70 5 3 189 6 3 30 0 217 15 2 612 11 ——- -— 0 0 0 0 0 0 3 0 2 0 3 1 3 5 6 11 11 8 9 12 7 10 10 11 8 17 17 38 0 0 0 0 0 0 0 1 0 0 0 1 1 1 35 31 16 56 63 66 71 11 50 58 16 53 71 226 3 6 6 7 1 9 7 7 9 6 5 11 11 29 0 0 0 0 0 0 0 0 0 c 0 0 2 2 125 112 173 175 170 200 200 172 192 221 171 188 221 788 Peak Hr. Factor 0.88 Jhk & Associates, San Diego, CA. Intersection: ALGA ROAD AND EL FUERTE STREET Date:07/16/91 Analyst: BCS Time PeriocJ Analyzed: 4:30 - 5:30 PM Project No:2460 City/State: CARLSBAD, CA Filename: c:C33PM.dbf APPROACH VOLUMES APPROACH SB UIB NB EB LT 19 39 3 70 NUMBER OF APPROACH LANES APPROACH SB WB NB EB APPROACH SB WB NB EB LT 0 1 O 1 TH 1 226 3 319 TH 2 2 2 2 RT 30 29 40 9 RT O O 0 O TOTAL 50 294 46 398 TOTAL 2 3 2 3 SUMMARY OF THE RESULTS DELAY (SECONDS) 2.1 3.8 2.6 6.3 CAPACITY 361 988 254 1065 PHF 0.69 0.84 0.72 0.77 LOS A A A B Average Delay (Intersection) : 4.9 Level of Service (Intersection): A «4:«:««»«t««««»»«»»«»«*«««»«t«« End of Print Job «»«»«»«»**»»«»«»«»*«*»»*»»« Jhk «t Associates, San Diego, CA. Intersection: ALGA ROAD AND EL FUERTE STREET Date:07/16/91 Analyst: BCS Time Period Analyzed: 7:30 - 8:30 AM Project No:2460 City/State: CARLSBAD, CA Filename: c:C33AM.dbf APPROACH VOLUMES APPROACH SB WB NB EB LT 44 30 6 11 NUMBER OF APPROACH LANES APPROACH SB WB NB EB APPROACH SB WB NB EB LT O 1 O 1 TH 2 247 1 167 TH 2 2 2 2 RT 66 15 49 4 RT 0 O O 0 TOTAL 112 292 56 182 TOTAL 2 3 2 3 SUMMARY OF THE RESULTS DELAY (SECONDS) 2.9 3.8 2.2 2.8 CAPACITY 500 925 371 881 PHF 0.80 0.89 0.74 0.75 LOS A A A A Average Delay (Intersection) : 3.2 Level of Service (Intersection): A End of Print Job CITY OF CARLSBAD SUMMER 1991 INTERSECTION ANALYSIS SUMMARY Intersection Number: 34 Intersection Location: College Boulevard and Faraday Avenue CONTENT Turn Movement Count Summary (A.M. and P.M.) A.M. Peak Hour ICU Analysis and Turn Movement Diagram P.M. Peak Hour ICU Analysis and Turn Movement Diagram PAGE 1 of 3 2 of 3 3 of 3 •.WK ft Hssociates Turning Mo'/eHent Counts Analysis Pag^ 1 of 3 City: CARLSBAD _ Pii,, CLLGEFAR.HKl Intersection of: N/b Street: COLLEGE BLMD o^ta Collected by:HB E/H Street: FHRRDH^r" RVE li-'-7LcIf*' THURSDAV Traffic Control: Signalized Ol.'18/91 Heather: CLOUO'r' of 15 East Approach CMB) 15 Min. Totals "71:^1: ^.~777_ 7^7' llfl 7:^1 ^777. '7771 7777_ I'^tl ^^ff ~U-rrr~Thru~RrghrPeds Left"u-Tr7"^hrrRilhrPeds Mehi'^^^^ "&=15fl" 0 0 1 6 0 5 0 16 0 ~l 0 o 0 0 0 3 n T T n ~7 = " 0 0 6 0 12 0 6 0 0 0 0 0 0 S 1 S n } n n "^' = "''^ ° 0 2 16 0 19 0 30 1 0 0 1 0 0 S 6 0 ? s ? 11°. 07:00 HH 2 0 7 55 0 10 0 11 0 O 1 n i ^ n ^ 2 i ^ ^ Bl 1 3 0 ^ 8? 0 2« 0 26 0 0 0 S 0 0 0 6 0 S ? O fs.' S "'=^°f'"'' 0 0 5 28 0 35 0 36 0 0 0 0 0 0 S 12 0 I in IPI n 07:15 HH * 0 1 6 13 0 20 0 32 0 0 0 0 0 0 ^6 0 I in Jii n "« = 'J0 flH « 0 0 1 65 0 13- 1 16 0 0 0 0 2 0 0 7 0 2 3 0 7AI n 00:15 HH » 1 0 3 69 0 12 1 29 n n n n t , o .1 ^ 2 0 112 0 I e ° e..._e L ^ ° 1 s il s s 1 s ?5 s Hax. 15 Min. 3 1 10 87 0 13 1 11 l'"~l I 1 2 ^""o ~ll 0 2 5 'l 167 L..^i_...°_...e ° ° ! L. ° " e u ^ ^^I ^ 07:15 RH Peak Intersection Traffic in Pk. Hr.= 511 Peak Hr. Factor 0 81 00:15 HH Hour Intersection Pdstrns in Pk. Hr.= 0 E = i HHi ° ' " " ° ° ' " " ^ i ^ 1 n-lSpS S 0 2I 8 S ? S n° ° ° ° ° ° ° ° ° ° ° ° 0 22 8 0 1 0 6 0 0 0 0 0 0 0 61 0 ^ n i.it n 0 -15 PS ^ ? ^ J S ? S S ° ^ ° ° ° ° ° ^ 28 S l33 S U.J.1.J tn 0 111 20 1 0 701 0 0 0 00 28 n niin 73 1 °.....°_...:^!..„._^ e... ° e 002?? S " 0 ll I Hax. IS Min. 2 1 53 25 1 6 0 20 1 1 1 o 3 3 n M T ^ i "T^c T" 'iz777!^:....7....7..7^..._71 ! ? I ^ o i^ o \ 1° o sll 1 1)3:30 PH Peak Intersection Traffic in Pk. Hr.= 530 Peak Hr. Factor 0.76 01:30 PH Hour Intersection Pdstrns in Pk. Hr.= 1 CDLLE6E BLVD at FARADAY AVE Lane Configuration for Intersection Capacity Utilization Page 2 of 3 Pk, Hr, Tise Period: So. Approach (NB) No. Approach (SB) «est Appr. (EB) East Appr, (BB) 07:15 AH to - 0S: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 i i urations 3 1 1 11 11 4 11 11 Outside 5 Lane Settings 22022012012 0 Capacity 3240 4000 0 3240 4000 0 1800 4000 0 1800 4000 0 Do you tsant separate North/South phases (Yes/No)? N Do you sant separate East/K'est phases (YesANo)? N Efficiency Lost Factor 0,10 Hourly Voluse 1 18 205 140 113 0 0 3 1 40 6 11 Adjusted Hourly Volute 1 223 0 140 113 0 0 4 0 40 17 0 Utilization Factor 0,00 0,06 0,00 0.04 0.03 0.00 0.00 0,00 0,00 0.02 0,00 0.00 Critical Factors 0.06 0.04 0.00 0.02 ICO Ratio = 0.22 LOS = A Turning Hovesents at Intersection of COLLESE BLVD and FARADAY AVE Tifie: 07:15 AH to 08:15 AH North Approach COLLEGE BLVD Date: 07/13/91 Day: THURSDAY 236 <- Total Nase: AE 255 31 <- Subtotals Sub- 0 113 142 Totai totals ! I ! " Sub- <-• V \ . totals Total g 7 11 5 •* ' •— 11 t 11 !, • - <— 6 57 0 — • ; /— 40 A 4 3 ~> i ; 405 P 1 —' North V E •; > 348 y ; ; <-. " i-y FARADAY AVE y I 1 i » 111 2 IB 205 Subtotals -> 155 225 Total -> 380 Note: Left-turn voluses include South Approach U-turns, :; COLLESE BLVD at FARADAY AVE Lane Configuration for Intersection Capacity Utilization Page 3 of 3 Pk, Hr, Tise Period: So, Approach (NB) No, Approach (SE) Best Appr. (EB) East Appr. («B) 03:30 PH to 0*:30 PH Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lene Inside 11 1 i i . Config- (left) 2 1 1 . i ' i urations 3 1 i [ [ 1 i 4 1111 Outside 5 Lane Settings 220220120120 Capacity 3240 4000 0 3240 4000 0 1800 4000 0 1800 4000 0 Do you »ant separate North/South phases (Yes/Noj? N Do you Bant separate East/Sest phases (Yes/Noj? N Efficiency Lost Factor 0,10 Hourly Voluse 2 131 52 IS 57 0 6 3 3 162 19 Adjusted Hourly Voluse 2 183 0 18 57 0 6 6 0 162 96 0 Utilization Factor 0.00 0,05 0,00 0.01 0,01 0,00 0.00 O.OO 0,00 0.09 0.02 0.00 Critical Factors 0,05 0,01 0,00 0,09 ICU .Ratio = 0,24 LOS = A Turning Hovesents at Intersection of COLLESE BLVD and ,!^ARADAY AVE Tise: 03:30 PH to 04:30 PH North Approach COLLEBE BLVD Date: 07/18./91 Day: THURSDAY 307 <- Total Nase: AB 75 232 <- Subtotals Sub- 0 57 18 Total totals ; ! ! " Sub- si <-' y ' " fnt-lc Tn^s: * ' ' ,. LLI LLi . -- : L1 LQ . g 3 '[ ! ' 5 * • 91; t 15 I <— 1 A — /— 162 12 3~> ; I 331 0 3 —' North y /-> FARADAV AVE 1 ! I I 131 52 Subtotals -> 222 IBS Total -> 407 Note: Left-turn voluses include South Approach U-turns, CITY OF CARLSBAD SUMMER 1991 INTERSECTION ANALYSIS SUMMARY Intersection Number: 35 Intersection Location: I-5/Cannon Road S/B Ramp CONTENT EAQE Turn Movement Count Summary I of 3 (A.M. and P.M.) A.M. LOS Analysis (HCM Delay Method) 2 of 3 P.M. LOS Analysis (HCM Delay Method) 3 of 3 .JHK ft Hssociates Turning hov»Hfnt Counts Hnaltisis Page 1 of 3 City: CARLSBAD pil,. CANI-5S.HK1 Intersection of: N/S Street: 1-5 SOUTH RHHPS Data Collected bu:CI a AB E/M Street: CANNON RD n^"';t "^y^ TUESDHV Traffic Control: Unsignalized 07.'23/91 Heather: CLOUDV End of 15 "^^^^ ^PP--^-^^ <:EB) East Approach CMB) 15 nin. Totals ."i":..^^^: !:!.*!:. 71171 b"*^ ^^'^^^ '•"^^ ^^•3*''^ P***' Left U-Im Thru Right Peds Mehicls 'pedr 06:15 HH ~ ^ 06:30 HH 06:15 HH 0 7:00 HH 07:15 HH 07:30 HH 07:15 HH K 08:00 HH » 00:15 HH » 08:30 HH » 03:15 HH 09:00 HH Hax. 15 nin. Pk. Hr. Moi. 07:30 HH Peak Intersection Traffic in Pk. Hr.= 1262 Peak Hr. Factor 0.69 ~ ~ 08:30 HH Hour Intersection Pdstrns in Pk. Hr.= 0 29 7 0 21 0 28 0 0 181 0 52 8 0 13 0 25 0 0 177 0 99 25 0 9 0 31 0 0 271 0 39 20 0 12 0 33 0 0 183 0 •^^ 6 0 13 0 26 0 0 178 0 17 13 0 8 0 35 0 2 200 2 62 19 0 15 0 36 0 0 225 0 63 7 0 18 0 38 0 1 235 1 97 21 0 25 0 15 0 0 287 0 19 13 0 10 0 17 0 0 157 0 63 15 0 19 0 38 0 1 203 1 27 5 0 2 0 6 0 0 68 0 99 25 0 25 0 15 0 2 297 2 269 60 0 66 0 151 0 3 917 3 01:15 PH Peak Intersection Traffic in Pk. Hr.- 917 Peak Hr. Factor 0.82 05:15 PH Hour Intersection Pdstrns in Pk. Hr.~ 3 0 0 0 0 0 15 0 0 20 0 0 0 6 0 0 1 0 8 0 1 50 1 0 ' 0 0 0 0 15 0 0 33 0 0 0 13 7 0 2 0 7 0 0 77 0 0 0 0 0 a 66 0 0 31 0 0 0 u 6 0 1 0 21 0 0 139 0 0 0 0 0 0 90 0 0 63 1 0 0 29 7 0 0 26 0 0 217 1 0 0 0 0 Q 97 0 0 16 0 0 0 21 3 0 1 0 18 0 0 189 0 0 0 0 0 0 101 0 0 SO 0 0 0 23 10 0 2 0 18 0 2 207 2 0 0 0 0 0 162 0 0 58 0 0 0 38 1 0 5 0 25 0 0 292 0 0 0 0 0 a 132 0 0 160 0 0 0 106 5 0 1 0 51 0 0 158 0 0 0 0 0 0 111 0 0 91 0 0 0 31 5 0 8 0 10 0 0 289 0 a 0 0 0 0 100 0 0 17 0 0 0 30 1. 0 3 0 39 0 0 223 0 0 0 0 0 0 05 0 0 • 70 0 0 0 21 8 0 7 0 29 0 0 220 0 0 0 0 0 0 56 0 0 28 0 0 0 10 1 0 9 1 26 0 0 161 0 Q 0 0 0 0 162 0 0 160 1 0 0 106 10 0 9 1 51 0 2 ise 2 Q 0 0 0 0 508 0, 0 356 0 0 0 205 18 0 20 0 155 0 0 1262 0 03:15 PH 0 0 0 0 0 61 1 0 2 1 36, 0 0 Q 03:30 PH 0 0 0 0 0 51 • 0 2 ' 23' 0 0 0 03:15 PH 0 0 0 0 0 65 0 0 12 o' 0 0 01:00 PH 0 0 0 0 0 52 0 1 26 a 0 Q 01:15 PH Q 0 0 0 0 62 0 0 27 0 0 Q 01:30 PH » 0 0 0 0 0 59 0 0 38 0 0 Q 01:15 PH * 0 0 0 0 0 58 0 0 35 0 0 0 05:00 PH K a 0 0 0 0 75 0 1 33 0 0 0 0.5:15 PH * a 0 0 0 0 61 0 0 35 0 0 0 05:30 PH 0. 0 0 0 0 16 0 0 22 0 0 0 05:15 PH 0 0 0 0 0 38 0 1 29; 0 0 0 06:00 PH 0 0 0 0 0 10 0 0 18' 0 0 0 Hax. IS Min. 0 0 0 0 0 75 0 2 12 0 0 0 Pk. Hr. Moi. 0 0 0 0 0 256 0 1 111 0 0 0 Intersection: 1-5/CANNON ROAD S/B RAMP Date: 07/23/91 Analyst: B.L.T. Time Period: 7:30 AM TO 8:30 AM Project No: 2460 City/State: CARLSBAD, CALIFORNIA Time Period Stopped Vehicles 1 Approach Volume Time Period WB 1 SB 1 WB i SB 6:30 - 6:44 0 1 47 1 1 1 97 6:45 - 6:59 1 1 47 1 2 1 153 7:00 - 7:i4 0 1 63 1 1 1 143 7:15 - 7:29 1 1 103 1 2 1 154 * 7:30 - 7:44 1 1 207 1 5 1 220 * 7:45 - 7:59 3 1 1047 1 4 1 292 * 8:00 - 8:14 4 1 226 1 8 1 205 * 8:15 - 8:29 7 1 116 1 3 1 147 Pk 15 Min Stop Veh Vol 7 1 1047 1 Pk 15 Min Approach Vol 1 3 1 292 Tot Pk Hr Vol ] 20 1 684 Overall Intersection Delay S(Delay/Approach) * (Pk Hr Approach Vol) Pk Hr Entering Vol (7v * 20s /3v)(20v) + (1047v * 20s /292v)(684v) 1262V 39.6 s LOS "D" Note: 1. V = vehicles, s = seconds 2. Intersection LOS is based on information contained in the Highway Capacity Manual and provided earlier in this report Intersection:1-5/CANNON ROAD S/B RAMP Date: 07/23/91 Analyst:B.L.T. Time Period: 4:15 PM TO 5:15 PM Project No: 2460 City/State: CARLSBAD, CALIFORNIA Time Period • • Stopped Vehicles 1 Approach Volume Time Period WB SB 1 WB 1 SB 3:30 - 3:44 6 75 1 9 1 107 3:45 - 3:59 0 53 1 12 1 78 4:00 - 4:14 11 67 1 13 1 89 * 4:15 - 4:29 3 72 1 8 1 97 * 4:30 - 4:44 16 68 1 15 1 93 * 4:45 - 4:59 9 99 1 18 1 108 * 5:00 - 5:14 17 75 1 25 1 99 5:15 - 5:29 4 74 1 10 1 68 Pk 15 Min Stop Veh Vol 17 99 1 Pk 15 Min Approach Vol 1 25 1 108 Tot Pk Hr Vol 1 66 1 397 Overall Intersection Delay S(Delay/Approach) * (Pk Hr Approach Vol) Pk Hr Entering Vol (17v * 20s /25v)(66v) + (99v * 20s /108v)(397v) 947v 8.6 s LOS "B" Note: 1. V = vehicles, s = seconds 2. Intersection LOS is based on information contained in the Highway Capacity Manual and provided earlier in this report, CITY OF CARLSBAD SUMMER 1991 INTERSECTION ANALYSIS SUMMARY Intersection Number: 36 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 a Rssociates Turning HoveMent Counts Analysis Page 1 of 3 City: CARLSBAD File: CANI-5N.HK1 I nter sanction of: N/S Street! 1-5 NORTH RAHPS Data Collected by:RG t/H Street: CHNNNOH RD i IV"-"LCM'^*' TUESDAV Traffic Control: Unsignalized 0./U..3/.I1 Heather: CLOUDV End of 15 .... 7777*l77777777l7.ftl f"' "PP^"'^^' ^"0) is Min. Totals "i.":...^:^: ^^""'^ "'9^*- Left U-Im Thru Right Peds [efr""u-Trn~~Thru'RighrPeds [efr'u-Trn"Thru"RrghrPeds ye^r^Is'^eds' 08:00 nn. 36 0 0 M ; s 0 s s s II ; So I s J il s I - ' J » s s s i i i s s s s s s s s s s ; s s ™ i s ° s i i s S s 07:30 RH Peak Intersection Traffic in Pk. Hr.= 1130 Peak Hr. Fartor 0 81 08:30 RH Hour Intersection Pdstrns in Pk. Hr.= 1 - ° 0 - 0 S S S S S 1^ s ?^ s s s ? S ? I S S S S S S I . . ":! = ;^5PH« 18 0 0 20 0 0 0 0 0 0 53 6 70 0 2 0 S 12 79 ? 2^2 I 05:00 PH « 19 0 1 9 0 0 0 0 0 0 11 1 85 0 0 0 0 35 85 1 Irl 1 - l^'l^^* \t 2 ° ° ° ° ° ° 0 0 65 . ; 0 0 °0 0 5? is! 0 io' \ 0 nH ? ° ° ° ° ° ° ° 51 0 59 0 0 0 0 32 96 0 269 0 6:OOPS S S 6 o n n S 2 S ° ^° 0 0 0 1 39 9^ S 2ll S .Z 7.?1. 11 °_. ^ ° ° " ° 0 0 : 13 0 31 0 0 0 0 26 19 0 172 0 H'jx. 15 Min. 20 0 1 20 0 0 0 0 0 0 99 1 92 0 2 0 1 57 ISl 7~ ~ln4 ^" ."^l.^'^i:...^'.....". 1 tl.. 1_ ° 0 0 250 1 27i 0 2 S o ill lli 2 1233 1 01:30 PH Peak Intersection Traffic in Pk. Hr.= 1233 Peak'Hr. Factor 0.76 05:30 PH Hour Inlersection Pdstrns in Pk. Hr.= 1 Intersection: 1-5/CANNON ROAD N/B RAMP Date: 07/23/91 Analyst: B.L.T. Time Period: 7:30 AM TO 8:30 AM Project No: 2460 City/State: CARLSBAD, CALIFORNIA Time Period Stopped Vehicles 1 Approach Volume Time Period EB NB 1 EB 1 NB 6:30 - 6:44 0 12 1 11 1 24 6:45 - 6:59 0 19 1 21 1 30 7:00 - 7:14 0 17 1 22 1 23 7:15 - 7:29 0 23 1 19 1 38 * 7:30 - 7:44 0 38 1 22 1 56 * 7:45 - 7:59 1 80 1 29 1 66 * 8:00 - 8:14 0 49 1 10 1 61 * 8:15 - 8:29 2 40 1 22 1 70 Pk 15 Min Stop Veh Vol 2 80 1 1 Pk 15 Min Approach Vol 1 22 1 66 Tot Pk Hr Vol 1 83 1 253 Overall Intersection Delay ^(Delay/Approach) * (Pk Hr Approach Vol) Pk Hr Entering Vol (2v * 20s /22v)(83v) + (80v * 20s /66v)(253v) 1130V 5.6 s LOS "B" Note: 1. V = vehicles, s = seconds 2. Intersection LOS is based on information contained in the Highway Capacity Manual and provided earlier in this report Intersection:1-5/CANNON ROAD N/B RAMP Date: 07/23/91 Analyst:B.L.T. Time Period: 4:30 PM TO 5:30 PM Project No: 2460 City/State: CARLSBAD, CALIFORNIA Time Period • • Stopped Vehicles 1 Approach Volume Time Period EB 1 NB 1 EB 1 NB 3:30 - 3:44 13 1 47 1 96 1 31 3:45 - 3:59 7 36 1 37 1 38 4:00 - 4:14 6 23 1 35 1 28 4:15 - 4:29 2 1 29 1 40 1 26 * 4:30 - 4:44 6 1 36 1 53 1 38 * 4:45 - 4:59 6 1 35 I 44 1 28 * 5:00 - 5:14 140 61 1 99 1 32 * 5:15 - 5:29 15 1 30 1 54 1 28 Pk 15 Min Stop Veh Vol 140 61 1 Pk 15 Min Approach Vol 1 99 1 32 Tot Pk Hr Vol 1 250 1 126 Overall Intersection Delay S(Delay/Approach) * (Pk Hr Approach Vol) Pk Hr Entering Vol (140v * 20s /99v)(250v) + (61v * 20s /32v)(126v) 1233v 9.6 s LOS "B" Note: 1. V = vehicles, s = seconds 2. Intersection LOS is based on information contained in the Highway Capacity Manual and provided earlier in this report CITY OF CARLSBAD SUMMER 1991 INTERSECTION ANALYSIS SUMMARY Intersection Number: 37 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 6 Hssociates Turning HoveMent Counts Analysis Page i of 3 City: CARLSBAD Pii,, pflRi.gs.Mni Intersection of: N/S Street: 1-5 SOUTH RHHPS Data Collected by:DP 6 TP E/H Street: PRLOHAR HIRPORT RD n-"':^^-CM*"*' THURSDAV Traf fic Conlrol: Unsignalized 0'•'<::='•'-11 Heather: CLOUDV End of 15 M«>»t_Approach CEB) East Approach CMB) 15 „in. Totals "71Z-^t ^^""^ "'^^^ '"^^ RighrPeds [efr"u"-7rn'"^hr7Ri;hrPed» [eft""u-^r"n"^hru"Rrg[rPeds Ue^x'^^r'peds" s I I I I I ll I"I "1 "1 ""1 "1 "1 Is "1 "'1 "1 '1 "Is "1 "'Jl ""\ • r";'^ o'l^ OOOOO 70 0 0 16 0 0 0 61 17 0 0 S 72 81 1 350 s s s s ; i^r s s 3i s s s g . -^r'"- s s s ; s s s s s s s u 08:00 HH « 0 0 0 0 0 UO 0 0 85 0 0 0 115 25 0 0 0 108 68 3 511 3 "'"*=l^f"« 0 0 0 0 0 85 0 0 19 0 0 0 00 ts 1 0 0 99 81 0 135 ? 08:30 HH * 0 D 0 0 0 70 0 0 63 0 0 0 10 22 0 0 0 lOl 1-5 I 191 "" = '15 HH 0 0 0 0 0 75 0 0 20 0 0 0 80 ts 2 0 0 71 81 0 31S I "^A^T^. -°-....e....^:L.-..„".__._°..._L^...^! 1 55 31 ' ° S 91 86 S 357 1 Hax. IS Min. 0 0 0 0 0 121 0 2 93 0 0 "o Iso" 3l' 1 0 0 108 125' 3 511 "7 ^7l77^.777i I ? 0 0 0__J75 0 0 __235 0 0 0 155 85 1 0 0 375 376 1 llol 5 07:30 HH Peak Inlersection Traffic in Pk. Hr.= 1901 Peak Hr. Factor 0.93 08:30 HH Hour Intersection Pdstrns in Pk. Hr.= 5 03=15 PH 0 0 0 0 0 58 0 0 .32 J) 0 0 "'92 12 1 ^^0 0 83 128 0 77'^ T' 03:30 PH « 0 0 0 0 0 57 0 1 11 0 0 0 91 17 2 0 0 91 tig S 1^1 \ ""^ = "^^ ^'^ « ° 0 0 0 0 51 0 0 28 0 0 0 130 12 0 0 0 ll IsO 2 165 \ 01:00 PH « 0 D 0 0 0 55 0 1 35 0 0 0 65 ll 0 0 0 66 }F6 0 ill n V:V7l* 0 0 0 0 0 18 0 0 26 0 0 0 100 33 0 0 S 103 I7I I Vl I 01:30 PH 0 0 0 0 0 39 0 0 13 0 0 0 59 27 0 0 0 35 Ul 1 ?fl1 1 ^^••^'^^'^ 0 0 0 0 0 68 0 0 15^ 0 0 0 88 53 1 0 S 70 5 i?i 1 = ^2 ° ° " 0 0 3S 0 0 17 0 0 0 75 . 21 0 0 I ll III ? • als • 1 , 05:15 PH 0 0 0 0 0 12 0 0 25 0 0 0 93 17 1 0 0 73 203 0 183 1 05 = 30 PH OOOO 0 25 0 0 23 0 0 0 50 30 2 0 0 71 19$ 0 395 2 05 = 15 fM 0 0 0 0 0 62 0 0 18 0 0 0 90 29 1 0 0 60 223 2 1^2 3 0^^ = 00_PH 0 0 0_ _ 0 0 11 0 0 11 0 0 0 51 23 0 0 0 38 115 1 315 1 Hax. IS nin. 0 0 0 0 0 68 0 1 11 0 0 0 130 53 1 0 0 103 223 2 ~~1B3 7 ^.7-77z77i:...7......7 ° ° O 211 0 2 133 O 0 0 389 163 2 0 0 317 SOS 3 1851 5 03:15 PH Peak Intersection Traffic in Pk. Hr.= 1851 Peak Hr. Factor 0.96 01:15 PH Hour Intersection Pdstrns in Pk. Hr.=: 5 Intersection: 1-5/PALOMAR AIRPORT RD S/B RAMP Date: 07/25/91 Analyst: B.L.T. Time Period: 7:30 AM TO 8:30 AM Project No: 2460 City/State: CARLSBAD, CALIFORNIA Time Period Stopped Vehicles 1 Approach Volume Time Period SB 1 1 SB 1 6:30 - 6:44 162 1 1 44 1 6:45 - 6:59 494 1 1 74 1 7:00 - 7:14 211 1 1 44 1 7:15 - 7:29 849 1 1 49 1 * 7:30 - 7:44 279 1 1 45 1 * 7:45 - 7:59 550 1 1 86 1 * 8:00 -8:14 266 1 1 63 1 * 8:15 - 8:29 271 1 1 74 1 Pk 15 Min Stop Veh Vol 550 1 1 / 1 Pk 15 Min Approach Vol 1 195 1 Tot Pk Hr Vol 1 610 1 Overall Intersection Delay ^(Delay/Approach) * (Pk Hr Approach Vol] Pk Hr Entering Vol (550v * 20s /195v)(610v) 1095v = 22.5 s = LOS "C" Note: 1. V = vehicles, s = seconds 2. Intersection LOS is based on information contained in the Highway Capacity Manual and provided earlier in this report Intersection:1-5/PALOMAR AIRPORT ROAD S/B RAMP Date: 07/25/91 Analyst:B.L.T. Time Period: 3:30 PM TO 4:30 PM Project No: 2460 City/State: CARLSBAD, CALIFORNIA Time Period Stopped Vehicles 1 Approach Volume Time Period SB 1 1 SB 1 * 3:30 - 3:44 171 1 1 79 1 * 3:45 - 3:59 93 1 1 90 1 * 4:00 - 4:14 104 1 1 74 1 * 4:15 - 4:29 40 1 1 52 1 4:30 - 4:44 103 1 1 83 1 4:45 - 4:59 43 1 1 52 1 5:00 -5:14 159 1 1 67 1 5:15 - 5:29 96 1 1 48 1 Pk 15 Min Stop Veh Vol 104 1 1 Pk 15 Min Approach Vol 1 74 1 Tot Pk Hr Vol 294 1 Overall Intersection Delay S(Delay/Approach) * (Pk Hr Approach Vol) Pk Hr Entering Vol (104v * 20s /74v)(295v) 1504v = 5.5 s = LOS "B" Note: 1. V = vehicles, s = seconds 2. Intersection LOS is based on information contained in the Highway Capacity Manual and provided earlier in this report. CITY OF CARLSBAD SUMMER 1991 INTERSECTION ANALYSIS SUMMARY Intersection Number: 38 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 ft Hssociates Turning HoveMent Counts Hnalysis Page 1 of 3 City: CARLSBAD P^l,. pflRj.sM HKI Intersection of: N/S Street: 1-5 NORTH RfiHPS Data'coUected by:KS ft RG t/H street: PHLOHRR HIRPORT RD ir'';'"^.J:If THURSDHV Traffic Control: Unsignalized l''''.^5/:ll He.3ther: CLOUDV End of 15 TH^T^^ZT^. *lZll..^71':it7Lltlt ^^rfl^PP:^'^^ ''PP^"**^*^ «"e) 15 Hxn. Totals ii."Z.Z71^Z, TITII 11^ IZll l^SL 'TTZI 777. "^^^^^ [*n'"[-Trn"~Thru"Righ["peds [en'7jI^;n~7[ru'R[g[[~Peds Ve^iclT'peds' "^-5° ° - 0 ^ s s s s ^ s s s s s :^ 1 1 1 _ — w " l*!-^ rt rt .-1 - — . 07:00 HH 30 0 0 39 0 0 0 0 0 0 ".'=15 nn 2 0 0 U8 0 0 S 0 S S }2 0 S ^ S ° ° ° 07-30 HH 2S 0 1 c,> n n „ „ Z 0 178 0 0 0 0 192 66 1 591 1 -"S: ^ li ^ I I I I I I i IB I I I 11 e r i I * 37 D 1 108 0 0 0 0 0 0 9 0 228 0 0 S 0 }?2 I 17 n •^r.-??.!:'' !:> ? ? ? ? ?„.-e.„J° L.i"L ° ° ° S «S =1 S IS S Hax. IS Min. 37 0 1 132 0 0 0 0 0 0 19 0 215 0 0 0 n TtZ 7^ Z, ZZZZ "~ '^:.J7.:.:i:ilz-7^ _ « es? S S o o 63o 2" 1 2325 1 07:30 RH Pe.sk Inlersection Traffic in Pk. Hr,= 2325 Peak Hr. Factor 0.93 08:30 RH Hour Inlersection Pdstrns in Pk. Hr.= 1 03:15 PH 21 0 0 119 0 0 D 0 0 0 22 " 0 118 0 0 0 0 ~tll n n' 03-15 PH 22 S S i^l S S S " S ° " ° ° ° ° ° \^ S I U.J.10 rn 0 0 121 0 0 0 0 0 0 70 0 167 OOOO pno ?:J5 I att i oi:?5 PH n "o \ r^7 I I I I \ \ ° ° ° " ° « 0 01^30 PH * le S Jo3 n n n n n n ' ° ° ° ° " 219 31 1 602 1 DVISPH: IS S 3 1^ S S ^ S ^ n° ^= ° ° ° ° 206 .113 \ II 05- 30 PH U 0 ? i?n n n n n S S ° 0 0 0 0 292 266 2 813 2 0V15 PH 7 0 17^ n r S n ^ S ° 0 0 0 0 325 200 1 810 1 06- 00 PS 8 S O 1?^ n r S n S S " ° ° ° ° 271 161 1 705 1 "*;:°°_::] i " ._-.777_ °__ _„ ° ° o o 13 0 us 00 0 0 m 112 1 ssa 1 Hax. IS Min. 29 0 3 119 0 0 0 0 0 0 70 0 172 0 0 0 1 323 372 2 qnq 7 L..!!!. °. ° °.. o 617 o o S 1 io?l 988 1 3IS5 1 01:15 PH Peak Intersection Traffic in Pk. Hr.= 3205 Peak Hr. Factor 0.88 05:15 PH Hour Intersection Pdstrns in Pk. Hr.= 1 Intersection: 1-5/PALOMAR AIRPORT RD N/B RAMP Date: 07/25/91 Analyst: B.L.T. Time Period: 7:30 AM TO 8:30 AM Project No: 2460 City/State: CARLSBAD, CALIFORNIA Time Period 1 Stopped Vehicles 1 Approach Volume Time Period t NB i EB 1 NB i EB 6:30 - 6:44 t 229 1 1 1 113 1 5 6:45 - 6:59 832 1 1 119 12 7:00 - 7:14 853 4 1 146 12 7:15 - 7:29 1149 1 . 0 1 118 1 10 * 7:30 - 7:44 1330 1 2 1 113 1 7 * 7:45 - 7:59 1651 1 2 1 119 1 16 * 8:00 - 8:14 908 1 1 1 146 1 19 * 8:15 - 8:29 944 3 1 143 18 Pk 15 Min Stop Veh Vol 1651 3 1 Pk 15 Min Approach Vol 1 119 i 18 Tot Pk Hr Vol 1 521 1 60 Overall Intersection Delay ^(Delay/Approach) * (Pk Hr Approach Vol) Pk Hr Entering Vol (1651V * 20s /119v)(521v) + (3v * 20s /18v)(60v) 2325V 62.3 s LOS "F" Note: 1. V = vehicles, s = seconds 2. Intersection LOS is based on information contained in the Highway Capacity Manual and provided earlier in this report Intersection:1-5/PALOMAR AIRPORT ROAD N/B RAMP Date: 07/25/91 Analyst:B.L.T. Time Period: 4:15 PM TO 5:15 PM Project No: 2460 City/State: CARLSBAD, CALIFORNIA Time Period Stopped Vehicles 1 Approach Volume Time Period NB i EB 1 NB 1 EB 3:30 - 3:44 620 1 28 1 143 1 70 3 :45 - 3:59 841 1 28 1 153 1 24 4:00 - 4:14 867 35 1 147 1 30 * 4:15 - 4:29 168 1 5 1 120 1 19 * 4:30 - 4:44 158 1 28 1 98 1 39 * 4:45 - 4:59 267 16 1 135 1 35 * 5:00 - 5:14 478 50 1 102 1 39 5:15 - 5:29 661 22 1 130 1 26 Pk 15 Min Stop Veh Vol 478 50 1 Pk 15 Min Approach Vol 1 102 1 39 Tot Pk Hr Vol 1 455 1 132 Overall Intersection Delay ^(Delay/Approach) * (Pk Hr Approach Vol) Pk Hr Entering Vol (478v * 20s /102v)(455v) + (50v * 20s /39v)(132v) 3205v 14.4 s LOS "B" Note: 1. V = vehicles, s = seconds 2. Intersection LOS is based on information contained in the Highway Capacity Manual and provided earlier in this report CITY OF CARLSBAD SUMMER 1991 INTERSECTION ANALYSIS SUMMARY Intersection Number: 39 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 H Associates Turning HovwHent Counts Hnalysis Page 1 of 3 City: CARLSBAD Fil,. poiNI-SS.HKl I,il..rsection of: N,'S Street: 1-5 SOUTH RAHPS Data Collected by:SH « HL E/H Street: POIHSETTIfl LHNE Ir''."!, .rifHEDNESDHV Traffic Control: Unsignalized :l' Heather: CLOUDV tnd of IS 17777^717^ "PP'-°»*=^' 'EB) East Approach CMB) 15 «in. Totals 7".Z77'1: "zliL 1771 71711 ^ 7777 ^77L 7711 ^TEZ'TE [^^r^E '?''""^''^''"^'^' [^n^'u-^rn'^hrr/Rlgh^'p^ds Ve[[cl'r~Peds" 06:15 HH 00 0 0 0 9 0 0 7 0™ ~n n ~7 ~" 2 7 « Z ZZ Z ~ 06:30 HH 0 0 0 0 0 11 0 0 12 2 0 n ^ ,^ n ^o 0 12 0 0 83 1 S S i i S S g S 5 Ul t 0''=15 "H 0 0 0 0 0 21 0 2 0 I n ^ n 0 0 0 221 0 i'a = 00 HH « 0 0 0 0 0 25 0 0 6? n n n S 0 59 0 0 201 0 iiU LLLL i i i i = N i 1 H i 1 r i 1 i Hax. 15 Min. 0 0 0 0 0 12 0 2 ti 2 n n cc . ..." Z ':^::. "::..^!^:._..°....i..._.e.._..e..._.L-.!L_._.L._.L_.??L_.L...L...L.!!^^ ° 2?S I I i^^ 2 07:15 HH Peak Intersection Traffic in Pk. Hr.= 1095 peak Hr. Factor 0.91 00:15 HH Hour Intersection Pdstrns in Pk. Hr.= 0 "•^'^^ ""^ 0 0 0 0 0 12 0 0 59 0 0 0 107 10 0 25 0 62 n~~"~a n' f " " 0 0 0 0 31 0 0 18 0 0 0 75 11 0 35 0 6F S 0 272 n "^ = ^-' " ° 0 0 0 35 0 1 56 0 0 0 106 13 6 52 S la 0 0 111 0 = ™ ° 0 0 0 0 23 0 0 32 0 0 0 16 25 1 21 0 if 0 0 1^6 ^ 01-30 PS S 0 0 S S S' S ? S ° ° ^= ° ° «^ ° ° ^53 0 OVISPS* 0 0 ^ ^ ll ° 0 16 0 0 S }05 25 2 2I 0 7I S S lo9 . 2 PH » 2 n S S 0 39 0 1 68 0 0 0 150 35 0 39 0 91 0 0 125 0 05:30 PH » 0 0 0 0 0 58 D 0 17 0 0 0 111 31 1 10 0 81 0 0 101 1 o?:oo [r S 0 0 ^ S S 1 58 0 0 0 126 '3 2 38 I ill 0 3 1^7 5 0^'_='^^_[[' 1 0 0 0 0 1.; 0 0 11 0 0 0 98 20 2 27 0 57 0 2 285 , 1 Hax. IS Min. 0 0 0 0 0 58 0 2 68 0 0 0 155 13 2 52 0 101 0 3 125 ^' ""i:.-"::.'::!'.:...."....." °„..._°. °__ = 2» o o o 525 121 5 113 0 3% 0 I 1515 I 01:15 PH Peak Inlersection Traffic in Pk. Hr.= 1515 Poak Hr. Factor 0.91 115:15 PH Hour Interseclion Pdstrns in Pk. Hr.= 8 Intersection: 1-5/POINSETTIA LANE S/B RAMP Date: 07/24/91 Analyst: B.L.T. Time Period: 7:30 AM TO 8:30 AM ProjectNo: 2460 City/State: CARLSBAD, CALIFORNIA Time Period Stopped Vehicles 1 Approach Volume Time Period SB WB 1 SB 1 WB 6:30 - 6:44 44 3 1 44 1 58 6:45 - 6:59 30 4 1 74 1 74 7:00 - 7:14 18 15 1 44 1 91 7:15 - 7:29: 24 11 1 49 1 87 * 7:30 - 7:44 44 10 1 45 1 64 * 7:45 - 7:59 55 11 1 86 1 84 * 8:00 - 8:14 21 10 1 63 1 67 * 8:15 - 8:29 65 11 1 74 1 67 Pk 15 Min Stop Veh Vol 65 11 1 1 Pk 15 Min Approach Vol 1 74 1 67 Tot Pk Hr Vol 1 268 1 282 Overall Intersection Delay S(Delay/Approach) * (Pk Hr Approach Vol) Pk Hr Entering Vol (65v * 20s /74v)(268v) + (Ilv * 20s /67v)(282v) 1095V 5.1 s LOS "B" Note: 1. V = vehicles, s = seconds 2. Intersection LOS is based on information contained in the Highway Capacity Manual and provided earlier in this report, Intersection:1-5/POINSETTIA LANE S/B RAMP Date: 07/24/91 Analyst:B.L.T. Time Period: 4:30 PM TO 5:30 PM Project No: 2460 City/State: CARLSBAD, CALIFORNIA Time Period Stopped Vehicles 1 Approach Volume Time Period SB 1 WB 1 SB 1 WB 3:30 - 3:44 63 1 15 1 92 1 52 3:45 - 3:59 77 1 19 1 55 1 24 4:00 -4:14 81 1 9 1 113 1 31 4:15 - 4:29 56 1 16 1 96 1 42 * 4:30 - 4:44 85 1 3 1 86 1 28 * 4:45 - 4:59 104 1 18 1 81 1 26 * 5:00 - 5:14 134 1 19 1 107 1 39 * 5:15 - 5:29 237 15 1 105 1 40 Pk 15 Min Stop Veh Vol 237 19 1 Pk 15 Min Approach Vol 1 105 1 39 Tot Pk Hr Vol ] 379 1 133 Overall Intersection Delay S(Delay/Approach) * (Pk Hr Approach Vol) Pk Hr Entering Vol (237v * 20s /105v)(379v) + (19v * 20s /39v)(133v) 1545V 11.9 s LOS "B" Note: 1. V = vehicles, s = seconds 2. Intersection LOS is based on information contained in the Highway Capacity Manual and provided earlier in this report CITY OF CARLSBAD SUMMER 1991 INTERSECTION ANALYSIS SUMMARY Intersection Number: 40 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 .IIIK a fls50ciat»s fuming Hovenent Counts Analysis pagp 1 of 3 City: CARLSBAD ^ ^ ^ File: P0INI-5N.HK1 Intersection of: M/S Slreet: 1-5 NORTH RAHPS Data Collected bu:RC S AP E,'H Street: POINSETTIA LANE ^ n7""iS?^*' "-y: HEDNESDHV Traffic Control: Unsignalizod ili'/^.l/dl Heather; CtnUOV End of 15 7777*l7.'7::t±7*l^l ^l^T^^TH^T^.... "fP--'^ East Approach CMB) 15 Min. Total, "7Z:7i:7: "777.1771 7777 ^IJI^T: 7777. ^777.1771 7777. f""^' •""^^ u-Tm'"^hru"Rrghrped; [en""u-rm";hru"Rr;[['p;d^ vehlcir'p^dr 06:15 HH 6 0 0 13 0 0 0 0 0 0 06:30 HH 2 0 0 IB 0 0 0 5 5 S S n « Si « 0 16 29 0 125 1 0'• = ^5 HH a 0 0 29 0 0 0 0 on I n ll S ° 0 53 30 2 127 2 "•• = 00 riH 16 0 0 66 5 0 0 0 0 I fl I ll SSS 0 73 11 3 181 3 0''=15RH 17 0 0 39 0 0 0 0 S S iS o S S S ° ° 275 0 0V:30 HH 16 0 0 " 60 0 0 0 I S S 22 a S ? S 0 116 37 2 259 1 07:15 HH » 32 0 0 88 0 0 0 I 0 I \l t ll S n S » 92 25 I 216 2 1)8:00 HH » 31 0 0 162 0 o o 0 S S 2t S S 5 ° 0 109 61 2 313 2 ^;?iL..JL_l J..A.J._J.. s s sii sin ; ; ii i ? iH 5 Hax. 15 Min. 31 0 0 162 OOOOOO Pk. Hr. Vol. us 0 0 123 0 0 0 0 0 0 '^2 0 63 0 1 0 0 116 83 3 169 5 ^9 0 193 0 1 0 0 102 220 6 1151 10 n'ci'^S OM u"*" Intersection Traffic in Pk. Hr.= 1151 Peak Hr. Factor 0.77 00:30 HH Hour Intersection Pdstrns in Pk. Hr.= 10 03:15 PH 13 0 0 19 0 0 0 0 0 03:30 PH 26 0 2 17 0 0 0 0 0 03:15 PH 29 0 0 52 0 0 0 0 0 01:00 PH 50 0 0 19 0 0 0 0 0 01:15 PH 39 0 0 67 0 0 0 0 0 01:30 PH 31 0 0 97 0 0 0 0 0 IH:15 PH 13 0 0 51 0 Q 0 0 a 05:00 PH » 12 0 0 98 0 0 0 0 0 05:15 PH » 11 0 0 88 0 0 0 0 0 05:30 PH » 35 0 1 93 0 0 0 0 0 05:15 PH * 31 0 0 ai 0 0 0 0 0 06:00 PH 31 0 0 105 0 0 0 0 0 H':iK. IS nin. 50 0 2 105 0 0 0 0 0 Pk. Hr. Vol. 152 0 1 363 0 0 0 0 0 0 56 0 91 0 3 0 0 63 29 2 3io 5 0 13 0 85 0 0 0 0 sa 11 2 335 2 0 32 0 65 0 0 0 0 76 52 3 306 3 0 38 0 101 0 0 0 0 108 53 I 102 1 0 33 0 99 0 0 0 0 103 15 1 386 1 0 ie 0 111 0 0 0 0 57 29 : 106 1 0 $1 0 95 0 1 0 0 75 16 2 371 3 0 50 0 131 0 1 0 0 100 27 2 151 3 0 61 0 120 0 0 0 0 86 30 I 132 1 0 57 0 137 0 0 0 0 86 28 1 137 I 0 ^3 0 115 0 1 0 0 98 31 0 102 1 0 57 0 126 0 7 0 0 75 33 3 130 10 0 61 0 111 0 7 0 0 108 S3 3 151 10 0 211 0 506 0 2 0 0 370 116 1 1722 6 01:15 PH Peak Intersection Traffic in Pk. Hr.= 1722 Peak Hr. Factor 0.95 05:15 PH Hour Intersection Pdstrns in Pk. Hr.= 6 Intersection: 1-5/POINSETTIA LANE N/B RAMP Date: 07/24/91 Analyst: B.L.T. Time Period: 7:30 AM TO 8:30 AM Project No: 2460 City/State: CARLSBAD, CALIFORNIA Time Period • * Stopped Vehicles 1 Approach Volume Time Period NB i EB 1 NB EB 6:30 - 6:44 12 1 1 1 37 4 6:45 - 6:59 16 1 1 82 8 7:00 - 7:14 10 1 2 1 56 14 7:15 - 7:29 25 1 1 76 22 * 7:30 - 7:44 47 1 5 1 120 15 * 7:45 - 7:59 • 76 1 1 1 196 26 * 8:00 - 8:14 28 1 0 1 125 24 * 8:15 - 8:29 21 1 1 97 33 Pk 15 Min Stop Veh Vol 76 / 5 1 Pk 15 Min Approach Vol 1 196 15 Tot Pk Hr Vol 1 538 98 Overall Intersection Delay S (Delay/Approach) * (Pk Hr Approach Vol) Pk Hr Entering Vol (76v * 20s /196v)(538v) + (5v * 20s /15v)(98v) 1451v 3.3 s LOS "A" Note: 1. V = vehicles, s = seconds 2. Intersection LOS is based on information contained in the Highway Capacity Manual and provided earlier in this report Intersection:1-5/POINSETTIA LANE N/B RAMP Date: 07/24/91 Analyst:B.L.T. Time Period: 4:30 PM TO 5:30 PM Project No: 2460 City/State: CARLSBAD, CALIFORNIA Time Period Stopped Vehicles 1 Approach Volume Time Period NB EB 1 NB 1 EB 3:30 - 3:44 43 1 1 81 1 32 3:45 - 3:59 43 7 1 99 1 38 4:00 -4:14 44 0 1 106 1 33 4:15 - 4:29 85 1 1 131 1 48 * 4:30 - 4:44 111 1 1 94 1 61 * 4:45 - 4:59 98 1 1 140 1 50 * 5:00 -5:14 98 2 1 132 1 64 * 5:15 - 5:29 236 0 1 128 1 57 Pk 15 Min Stop Veh Vol 236 2 1 Pk 15 Min Approach Vol i 128 1 64 Tot Pk Hr Vol 1 494 1 232 Overall Intersection Delay ^(Delay/Approach) * (Pk Hr Approach Vol) Pk Hr Entering Vol (236v * 20s /128v) (494v) -t (2v * 20s /64v) (232v) 1722v 10.7 s LOS "B" Note: 1. V = vehicles, s = seconds 2. Intersection LOS is based on information contained in the Highway Capacity Manual and provided earlier in this report CITY OF CARLSBAD SUMMER 1991 INTERSECTION ANALYSIS SUMMARY Intersection Number: 41 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 • IHK ii Hssociates Turning HoveMent Counts Analysis Pag© 1 of 3 City: CARLSBAD File: LACOSI-SS.HKl Inlerseclion of: N/S Street: 1-5 SOUTH RHHPS Data Collected bi|:CC 8 RC E/M Street: LH COSTA fil'F Count Dale: Day: TUESDHV Traffic Control: Unsignalized 0,"/23/91 Heather: CLOUDV End of 15 . "^""'^ Bpproach CSB) West Approach CEB) East Approach CMB) 15 Min. Totals "7' ^"^^ '^^'"'^ ^"'^^ ^"^^ ^^^^^ ''"'^^ '-"••^ '^^'3^^ ''•="^= Lefl . U-Trn Thru Right Peds Uehicls"~Peds' 'l»>:l'o HH OOOOO 22 00 10 0 00 28 7 "o 92 ~ 0 27 ' 0 ' 0 ' 186 " o' '16:30 HH 0 0 0 0 0 27 0 0 19 0 0 0 28 11 0 116 0 26 0 I 227 1 06:15 HH 0 0 0 0 0 18 0 0 22 0 0 0 66 23 1 151 0 23 0 0 333 ' 1 07:00 HH H O D O 0 0 61 0 0 33 0 0 0 61 26 0 215 0 11 0 0 139 0 07:15 HH » 0 0 0 0 0 52 0 0 25 0 0 0 60 11 1 211 0 33 0 0 128 1 07:30 HH « 0 0 0 0 0 57 0 0 31 0 0 0 86 18 0 217 0 50 0 0 159 0 Ui';15 HH « 0 0 0 0 0 61 0 0 21 0 0 0 83 21 1 156 0 35 0 0 380 1 08:00 HH 0 0 0 0 0 69 0 0 29 0 0 0 92 17 0 168 0 17 0 0 122 0 08:15 HH OOOOO 61 0 0 28 0 0 0 75 26 0 191 0 17 0 0 128 0 'jy:J>0 HH OOOOO 72 0 0 10 0 0 0 96 18 0 200 0 50 0 0 176 0 t)fl-.'15 HH 0 0 0 0 0 53 0 0 23 0 0 0 68 11 0 162 0 11 0 0 361 0 09:00 HH rj 0 0 0 0 69 0 0 30 0 0 0 92 20 0 112 0 62 0 0 115 0 H.ax. 15 Min. 0 0 0 0 0 72 0 0 10 0 0 0 96 28 1 211 0 62 0 1 176 1 Pk. Ht . Vol. 0 0 0 0 0 231 0 0 uo 0 0 0 290 81 2 832 0 159 0 0 1706 2 06:15 HH Peak Inter section Traffic in Pk. Hr 1706 Peak Hr. Factor 0.93 07:15 HH Hour Inter section Pd strns in Pk. Hr .= 2 03:15 PH 0 0 0 0 0 81 0 0 33 0 0 0 91 15 0 61 0 69 0 0 373 0 03:30 PH 0 0 0 0 0 59 0 1 38 0 0 0 72 11 0 97 0 51 0 0 335 0 0:1:15 PH 0 0 0 0 0 79 0 1 27 0 0 0 109 18 0 102 0 11 0 0 377 0 01:00 PH 0 0 0 0 0 68 0 1 55 0 0 0 121 20 0 156 0 80 0 1 501 1 01:15 PH 0 0 0 0 0 61 0 2 66 0 0 0 111 11 0 97 0 60 0 0 108 0 01:30 PH 0 0 0 0 0 7? 0 1 16 0 0 0 151 19 0 101 0 56 0 2 151 2 01:15 PH « 0 0 0 0 0 81 0 0 63 0 0 0 111 12 0 105 0 59 0' 0 161 0 05:00 PH * 0 0 0 0 0 96 0 0 65 0 0 0 132 20 0 Ul 0 69 0 0 193 0 05:15 PH S 0 0 0 0 0 73 0 0 59 0 0 0 130 11 0 115 0 75 0 0 166 0 05:30 PH •* 0 0 0 0 0 67 0 1 71 0 0 0 117 11 0 131 0 68 0 0 172 0 05:15 PH 0 0 0 0 0 52 0 0 78 0 0 0 102 16 0 132 0 75 0 0 155 0 06:00 PH 0 0 0 0 0 73 0 0 65 0 0 0 99 16 0 101 0 69 0 0 123 0 H.!>S. 15 Mi n. 0 0 0 0 0 96 0 1 78 0 0 0 151 20 0 156 0 80 0 2 501 2 Pk. Hr. Vol. 0 0 0 0 0 320 0 1 258 0 0 0 520 60 0 165 0 271 0 0 1395 0 - -- . — ... -.-— -... . — . 01:30 PH Peak Inlersection Traffic in Pk. Hr .= 1895 Peak Hr. Factor 0.96 05:30 PH Hour I nter seclion Pd strns in Pk. Hr 0 -.-. Intersection: 1-5/LA COSTA AVENUE S/B RAMP Date: 07/23/91 Analyst: B.L.T. Time Period: 6:45 AM TO 7:45 AM Project No: 2460 City/State: CARLSBAD, CALIFORNIA Time Period Stopped Vehicles 1 Approach Volume Time Period SB 1 WB 1 SB 1 WB 6:30 - 6:44 27 1 76 1 70 1 151 * 6:45 - 6:59 56 1 83 1 94 1 215 * 7:00 -7:14 32 1 74 1 77 1 244 * 7 :: 15 - 7:29 53 1 101 1 88 1 217 * 7:30 - 7:44 91 1 216 1 82 1 156 7:45 - 7:59 104 1 94 1 98 1 168 8:00 - 8:14 70 1 94 1 89 1 191 8:15 - 8:29 226 1 361 1 112 1 200 Pk 15 Min Stop Veh Vol 104 1 216 1 Pk 15 Min Approach Vol 1 98 1 156 Tot Pk Hr Vol 1 341 1 832 Overall Intersection Delay S(Delay/Approach) * (Pk Hr Approach Vol) Pk Hr Entering Vol (104v * 20s /98v)(341v) + (216v * 20s /156v)(832v) 1706v 17.7 s LOS "C" Note: 1. V = vehicles, s = seconds 2. Intersection LOS is based on information contained in the Highway Capacity Manual and provided earlier in this report Intersection:1-5/LA COSTA AVENUE S/B RAMP Date: 07/23/91 Analyst:B.L.T. Time Period: 4:30 PM TO 5:30 PM Project No: 2460 City/State: CARLSBAD, CALIFORNIA Time Period Stopped Vehicles 1 Approach Volume Time Period SB i WB 1 SB 1 WB 3:30 - 3:44 104 1 114 1 107 1 102 3 :45 - 3:59 132 1 266 1 127 1 156 4:00 -4:14 359 1 55 1 129 1 97 4:15 - 4:29 182 1 108 1 124 1 101 * 4:30 - 4:44 224 1 240 1 147 1 105 * 4:45 - 4:59 215 1 106 1 161 1 111 * 5:00 - 5:14 210 1 114 1 132 1 115 * 5:15 - 5:29 213 1 252 1 139 1 134 Pk 15 Min Stop Veh Vol 140 1 61 1 Pk 15 Min Approach Vol 1 147 1 134 Tot Pk Hr Vol 1 579 1 465 Overall Intersection Delay ^(Delay/Approach) * (Pk Hr Approach Vol) Pk Hr Entering Vol (224v * 20s /147v)(579v) + (252v * 20s /134v)(465v) 1895V 18.5 s LOS "C Note: 1. V = vehicles, s = seconds 2. Intersection LOS is based on information contained in the Highway Capacity Manual and provided earlier in this report CITY OF CARLSBAD SUMMER 1991 INTERSECTION ANALYSIS SUMMARY Intersection Number: 42 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 a Hssociates Turning Hovenent Counts Analysis City: CARLSBAD Ifiter.seclion of: N/S Street: 1-5 NORTH RHHPS E.'M Street: LA COSTfl AVE Count Date: OV/23/91 Day: Heather: TUESDAV CLOUDV • • Page 1 of 3 Files LAC0SI-5N.HK1 Data Collected by:HH « HP Traffic Control: Unsignalized South Approach CNB) North Approach CSB) End of 15 Min. prd. Left ll-Trn Thru Ri ght Peds Left U-Trn Thru Right 06:15 HH 7 0 0 23 0 0 0 0 0 06:30 HH 3 0 0 50 0 0 0 0 0 06:15 HH 3 0 0 86 0 0 0 0 0 07:00 HH i 0 0 26 0 0 0 0 0 07:15 HH S 0 0 130 0 0 0 0 0 07:30 HH « 1 0 0 87 0 0 0 0 0 07:15 HH » 1 0 0 106 0 0 d 0 0 08:00 HH * 7 0 0 133 0 0 0 0 0 03:15 HH s 13 0 0 90 0 0 0 0 0 08:30 HH 1 0 0 80 0 0 0 0 0 08:15 HH fl 0 0 75 0 0 0 0 0 09:00 HH a 0 0 91 0 0 0 0 0 H«x. 15 nin 13 0 0 133 0 0 0 0 0 Pk. Hr. Vol 31 0 0 116 0 0 0 0 0 Most Approach CEB) East Approach CMB) 15 Min. Totals 13 12 20 19 20 11 22 23 29 10 21 21 38 15 07 89 88 102 117 132 103 115 111 123 132 111 195 210 263 217 197 190 291 167 217 166 50 18 65 87 90 79 99 117 UO 71 116 91 263 272 156 165 596 533 518 602 636 180 578 506 10 88 132 151 291 925 117 105 636 2319 07:15 03:15 03:15 03:30 03:15 01:00 01:15 01:30 01:15 05:00 05:15 05:30 1.15:15 06:00 HH Peak Intersect! on Traffic in Pk. Hr . — 2319 Peak Hr. Factor 0.91 HH Hour Inlersecti on Pds trns in Pk. Hr .-0 Hr. Factor 0.91 PH U 0 0 113 0 0 0 0 0 0 31 0 110 1 0 0 0 111 70 0 507 0 PH 10 0 0 121 0 0 0 0 0 0 25 0 89 0 0 0 0 111 99 1 185 1 PH 11 0 1 112 0 0 0 0 0 0 27 0 126 0 0 0 0 169 106 0 585 0 PH IS 0 0 133 0 0 0 0 0 0 20 0 119 0 0 0 0 197 87 0 601 0 PH a 0 0 112 0 0 0 0 0 0 26 0 158 0 0 0 0 151 B9 0 511 0 PH U 0 1 122 0 0 0 0 0 0 27 0 156 0 0 0 0 110 58 0 515 0 PH » 15 0 1 117 0 0 0 0 0 0 35 0 161 0 0 0 0 161 93 0 589 0 PH » 15 0 0 122 0 0 0 0 0 0 29 Q 171 0 0 0 0 163 87 0 590 0 PH » 13 0 2 130 0 0 0 0 0 0 33 0 169 0 0 0 0 162 91 0 600 0 PH « 11 0 2 129 0 0 0 0 0 0 25 0 199 0 0 0 0 176 93 0 638 0 PM 11 0 0 ll5 0 0 0 0 0 0 18 0 168 0 0 0 0 202 71 0 588 0 PH 6 0 1 135 0 0 0 0 0 0 15 0 166 0 1 0 0 156 66 0 515 1 5 nin. IS 0 2 112 0 0 0 0 0 0 35 0 199 1 1 0 0 202 106 1 638 1 . Vol. 57 , 0 5 198 0 0 0 0 0 0 122 0 706 0 0 0 0 665 361 0 2117 0 Pk. Hr 01:30 PH Peak Intersection Traffic in Pk. Hr.= 2117 05:30 PH Hour Inlersection Pdstrns in Pk. Hr.= 0 Peak Hr. Factor 0.95 Intersection: 1-5/LA COSTA AVENUE N/B RAMP Date: 07/23/91 Analyst: B.L.T. Time Period: 7:15 AM TO 8:15 AM Project No: 2460 City/State: CARLSBAD, CALIFORNIA Time Period Stopped Vehicles 1 Approach Volume Time Period NB EB 1 NB EB 6:30 - 6:44 65 7 1 89 20 6:45 - 6:59 31 31 1 30 19 7:00 - 7:14 31 15 1 135 20 * 7:15 - 7:29 57 17 1 91 14 * 7:30 - 7:44 165 19 1 113 22 * 7:45 - 7:59 279 36 1 140 23 * 8:00 - 8:14 78 30 1 103 29 8:15 - 8:29 114 50 1 84 40 Pk 15 Min Stop Veh Vol 279 36 1 Pk 15 Min Approach Vol 1 140 23 Tot Pk Hr Vol 1 447 88 Overall Intersection Delay S(Delay/Approach) * (Pk Hr Approach Vol) Pk Hr Entering Vol (279v * 20s /140v)(447v) + (36v * 20s /23v)(88v) 2319V 8.9 s LOS "B" Note: 1. V = vehicles, s = seconds 2. Intersection LOS is based on information contained in the Highway Capacity Manual and provided earlier in this report Intersection:1-5/LA COSTA AVENUE N/B RAMP Date: 07/23/91 Analyst:B.L.T. Time Period: 4:30 PM TO 5:30 PM Project No: 2460 City/State: CARLSBAD, CALIFORNIA Time Period Stopped Vehicles 1 Approach Volume Time Period t NB EB 1 NB 1 EB 3 :30 - 3:44 1 299 30 1 157 1 27 3:45 - 3:59 517 58 1 148 1 20 4:00 -4:14 346 13 1 120 1 26 4:15 - 4:29 701 9 1 134 1 27 * 4:30 - 4:44 1104 37 1 133 1 35 * 4:45 - 4:59 1500 18 1 137 1 29 * 5:00 -5:14 1183 30 1 145 1 33 * 5:15 - 5:29 1452 18 1 145 1 25 Pk 15 Min Stop Veh Vol 1500 37 1 Pk 15 Min Approach Vol 1 137 1 35 Tot Pk Hr Vol 1 560 1 122 Overall Intersection Delay S(Delay/Approach) * (Pk Hr Approach Vol) Pk Hr Entering Vol (1500V * 20s /137v)(560v) + (37v * 20s /35v)(122v) 2417V 51.8 s LOS "E" Note: 1. V = vehicles, s = seconds 2. Intersection LOS is based on information contained in the Highway Capacity Manual and provided earlier in this report