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HomeMy WebLinkAboutAMEND 2019-0002; CARLSBAD CORPORATE PLAZA PARKING STRUCTURE; TECHNICAL APPENDICES; 2019-12-06TECHNICAL APPENDICES CARLSBAD CORPORATE PLAZA PARKING STRUCTURE Carlsbad, California December 6, 2019 LLG Ref. 3-19-3089 LI NS COTT LAW & GREENSPAN engineers JAN 1 r 2020 D Linscott. Law & Greenspan, Engineers 4542 Ruffner Street Suite 100 San Diego, CA 92111 858.300.8800 T 858.300.8810 F www.llgengineers.com ... .. ... ... .. ... .. .. -.. ... - LINSCOTT, LAW & GREENSPAN, engineers APPENDIX A CALTRANS RAMP METER RATES LLG Ref. 3-19-3089 Carlsbad Corporate Plaza Parking Structure ti ti a I a Ii I ii ti II «a &I•• 1, I I I J Cars per Sec./ (per lane) Total Location (I.D.) Route Dir Period green Cycle Veh./hr #lanes Palomar Airport Rd (228) 5 NB 1500 -1900 2 7.6 -14.6 948-494 3 WB Palomar Airport Rd (227) 5 SB 0530-1100 2 7.2 -14.6 996-492 2 1400 -1900 7.2 -8.1 996-892 EB Palomar Airport Rd (226) 5 SB 0530 -1100 1 6.3 -10.5 570 -343 2 Poinsettia Ln (225) 5 NB 1500 -1900 2 7.2 -12.5 996-576 2 Poinsettia Ln (224) 5 SB 0530 -1100 2 8.0-13.1 900 -547 3 1400-1900 12.0 -18.1 600 -398 The meters normally operate in a traffic responsive mode. There are 15 separate rates or steps between the slowest and the fastest discharge rate that depend on the mainlane volumes. HOV Lt Lt Lt Lt Lt • • I ' I & i t ... .. -.. ... ... .. .. .. .. .. .. ... ... LINSCOTT, LAW & GREENSPAN, engineers APPENDIX B HCM INTERSECTION ANALYSIS METHODOLOGY LLG Ref. 3-19-3089 NextMed Specific Plan .. ... .. ... ... - .... ... .. ... .. .... .. ... .. ... HIGHWAY CAPACITY 6th EDITION MANUAL LEVEL OF SERVICE CRITERIA FOR SIGNALIZED INTERSECTIONS In the Highway Capacity Manual 6th Edition (HCM 6), Level of Service for signalized intersections is defined in terms of delay. Delay is a measure of driver discomfort, frustration, fuel consumption, and lost travel time. Specifically, Level of Service criteria are stated in terms of the average control delay per vehicle for a 15-minute analysis period. Control delay includes initial deceleration delay, queue move-up time, stopped delay, and final acceleration delay. Delay is a complex measure, and is dependent on a number of variables, including the quality of progression, the cycle length, the green ratio, and the v/c ratio for the lane group or approach in question. LEVEL OF SERVICE A B C D E F CONTROLLED DELAY PER VEHICLE (SEC) 10.1 20.1 35.1 55.1 < to to to to > 10.0 20.0 35.0 55.0 80.0 80.0 Level of Service A describes operations with very low delay, (i.e. less than 10.0 seconds per vehicle). This occurs when progression is extremely favorable, and most vehicles arrive during the green phase. Most vehicles do not stop at all. Short cycle lengths may also contribute to low delay. Level of Service B describes operations with delay in the range of 10.1 to 20.0 seconds per vehicle. This generally occurs with good progression and/or short cycle lengths. More vehicles stop than for LOS A, causing higher levels of average delay . Level of Service C describes operations with delay in the range of 20.1 to 35.0 seconds per vehicle. These higher delays may result from fair progression and/or longer cycle lengths. Individual cycle failures may begin to appear in the level. The number of vehicles stopping is significant at this level, although many still pass through the intersections without stopping. Level of Service D describes operations with delay in the range of 35.1 to 55.0 seconds per vehicle. At Level D, the influence of congestion becomes more noticeable. Longer delays may result from some combination of unfavorable progression, long cycle lengths, or high v/c ratios. Many vehicles stop, and the proportion of vehicles not stopping declines. Individual cycle failures are noticeable . Level of Service E describes operations with delay in the range of 55.1 to 80.0 seconds per vehicle. This is considered to be the limit of acceptable delay. These high delay values generally indicate poor progression, long cycle lengths, and high v/c ratios. Individual cycle failures are frequent occurrences. Level of Service F describes operations with delay in excess of 80.0 seconds per vehicle. This is considered to be unacceptable to most drivers. This condition often occurs with over-saturation (i.e. when arrival flow rates exceed the capacity of the intersection). It may also occur at high v/c ratios below 1.00 with many individual cycle failures. Poor progression and long cycle lengths may also be major contributing causes to such delay levels . LINSCOTT, LAW & GREENSPAN, engineers S: ·1 echnical Manuals\lICM1HCM 6\IICM \Vritcup_SigHCM6.doc HIGHWAY CAPACITY 6th EDITION MANUAL LEVEL OF SERVICE CRITERIA FOR UNSIGNALIZED INTERSECTIONS In the Highway Capacity Manual 6th Edition (HCM 6), Level of Service for unsignalized intersections is determined by the computed or measured control delay and is defined for each minor movement. Level of Service is not defined for the intersection as a whole. Delay is a measure of driver discomfort, frustration, fuel consumption, and lost travel time. The criteria are given in the following the table, and are based on the average control delay for any particular minor movement. LEVEL OF AVERAGE CONTROL DELAY EXPECTED DELAY TO MINOR SERVICE SECNEH STREET TRAFFIC A 0.0 < 10.0 Little or no delay B 10.1 to 15.0 Short traffic delays C 15.1 to 25.0 Average traffic delays D 25.1 to 35.0 Long traffic delays E 35.1 to 50.0 Very long traffic delays F > 50.0 Severe congestion Level of Service F exists when there are insufficient gaps of suitable size to allow a side street demand to safely cross through a major street traffic stream. This Level of Service is generally evident from extremely long control delays experienced by side-street traffic and by queuing on the minor-street approaches. The method, however, is based on a constant critical gap size; that is, the critical gap remains constant no matter how long the side-street motorist waits. LOS F may also appear in the form on side-street vehicles selecting smaller-than-usual gaps. In such cases, safety may be a problem, and some disruption to the major traffic stream may result. It is important to note that LOS F may not always result in long queues but may result in adjustments to normal gap acceptance behavior, which are more difficult to observe in the field than queuing. In most cases at Two-Way Stop Controlled (TWSC) intersections, the critical movement is the minor-street left-tum movement. As such, the minor-street left-tum movement can generally be considered the primary factor affecting overall intersection performance. The lower threshold for LOS F is set at 50 seconds of delay per vehicle. There are many instances, particularly in urban areas, in which the delay equations will predict delays of 50 seconds (LOS F) or more for minor-street movements under very low volume conditions on the minor street (less than 25 vehicle/hour). Since the first term of the equation is a function only of the capacity, the LOS F threshold of 50 sec/vehicle is reached with a movement capacity of approximately 85 vehicle/hour or less. This procedure assumes random arrivals on the major street. For a typical four-lane arterial with average daily traffic volumes in the range of 15,000 to 20,000 vehicles per day (peak hour, 1,500 to 2,000 vehicle/hour), the delay equation used in the TWSC capacity analysis procedure will predict 50 seconds of delay or more (LOS F) for many urban TWSC intersections that allow minor-street left-tum movements. The LOS F threshold will be reached regardless of the volume of minor-street left-turn traffic. Not-withstanding this fact, most low-volume minor- street approaches would not meet any of the volume or delay warrants for signalization of the Manual on Uniform Traffic Control Devices (MUTCD) since the warrants define an asymptote at 100 vehicle/hour on the minor approach. As a result, many public agencies that use the HCM 6 Level of Service thresholds to determine the design adequacy of TWSC intersections may be forced to eliminate the minor-street left-tum movement, even when the movement may not present any operational problem, such as the formation of long queues on the minor street or driveway approach. LINSCOTT, LAW & GREENSPAN, engineers S:\Technical Manuals\HCM\HCM 6\HCM Writeup_UnsigHCM6.doc --------.. ------- -.. - • - -----... --- ----.. ... ... - ... - ... .. .., .. • .. ... LINSCOTT, LAW & GREENSPAN, engineers APPENDIX C EXISTING TRAFFIC COUNT SHEETS LLG Ref. 3-19-3089 NextMed Specific Plan ■ AM 7:00 7:15 7:30 7:45 8:00 8:15 8:30 8:45 Total Approach% Total% Intersection Turning Movement -Peak Hour Vehicle Count Location: Intersection: Date of Count: #05 AM/PM 1-5 SB Ramps & Palomar Airport Road Wednesday, May 8, 2019 File Name: Project: ITM-19-053-05 LLG Ref. P19054 Carlsbad ..._ __________________________ .__ ____________ _. 1-5 SB Off Ramp Palomar Airport Road 1-5 SB On Ramp Palomar Airport Road Southbound Westbound Northbound Eastbound Left Thru Right Left Thru Right Left Thru Right Left Thru Right Total 164 0 71 0 65 30 0 0 0 0 89 14 433 205 0 103 0 93 31 0 0 0 0 87 11 530 265 0 81 0 123 22 0 0 0 0 101 12 604 235 0 84 0 132 27 0 0 0 0 89 15 582 196 0 60 0 114 38 0 0 0 0 96 6 510 212 0 85 0 147 39 0 0 0 0 79 11 573 216 0 55 0 123 68 0 0 0 0 99 14 575 209 0 60 0 126 57 0 0 0 0 108 16 576 1702 0 599 0 923 312 0 0 0 0 748 99 4383 74.0 . 26.0 . 74.7 25.3 . . . . 88.3 11.7 38.8 . 13.7 . 21.1 7.1 . . -. 17.1 2.3 AM Intersection Peak Hour: 07:30 to 08:30 Volume 908 . 310 . 516 126 -. . . 365 44 2,269 Approach% 74.5 . 25.5 . 80.4 19.6 . . -. 89.2 10.8 Total% 40.0 -13.7 -22.7 5.6 -. . . 16.1 1.9 PHF 0.88 0.86 #DIV/0! 0.90 0.94 1-5 SB Off Ramp Palomar Airport Road 1-5 SB On Ramp Palomar Airport Road PM Southbound Westbound Northbound Eastbound Left Thru Right Left Thru Right Left Thru Right Left Thru Right Total 16:00 168 0 42 0 139 254 0 0 0 0 162 50 815 16:15 123 0 47 0 146 257 0 0 0 0 142 44 759 16:30 135 0 30 0 154 241 0 0 0 0 181 62 803 16:45 140 0 37 0 158 250 0 0 0 0 168 71 824 17:00 120 0 31 0 168 289 0 0 0 0 177 97 882 17:15 115 0 49 0 173 342 0 0 0 0 180 59 918 17:30 148 0 37 0 162 222 0 0 0 0 173 60 802 17:45 172 0 79 0 155 188 0 0 0 0 155 42 791 Total 1121 0 352 0 1255 2043 0 0 0 0 1338 485 6594 Approach% 76.1 . 23.9 . 38.1 61.9 -. . -73.4 26.6 Total% 17.0 -5.3 . 19.0 31.0 . . . -20.3 7.4 PM Intersection Peak Hour: 16:30 to 17:30 Volume 510 . 147 . 653 1,122 . -. . 706 289 3,427 Approach% 77.6 . 22.4 . 36.8 63.2 --. -71 .0 29.0 Total% 14.9 -4.3 . 19.1 32.7 --. -20.6 8.4 PHF 0.93 0.86 #DIV/0! 0.91 0.93 Report Generated by Bearcat Enterprises LLC, OBA "Count Data" I 619-987-5136 I info@yourcountdata.com Intersection Turning Movement -Bicycle & Pedestrian Count ■ Location: Intersection: Date of Count: #05 AM/PM 1-5 SB Ramps & Palomar Airport Road Wednesday, May 8, 2019 File Name: Project: ITM-19-053-05 LLG Ref. P19054 Carlsbad ----------------------------------------- 1-5 SB Off Ramp Palomar Airport Road 1-5 SB On Ramp Palomar Airport Road Totals AM Southbound Westbound Northbound Eastbound Ped B-Left B-Thru B-Right Ped B-Left B-Thru B-Right Ped B-Left B-Thru B-Right Ped B-Left B-Thru B-Right Ped Bicycle 7:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 7:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:30 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1 0 0 2 7:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 8:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 8:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 2 8:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 Ped Total 0 0 0 0 0 Bike Total 0 0 0 0 1 0 0 0 0 0 7 0 8 1-5 SB Off Ramp Palomar Airport Road 1-5 SB On Ramp Palomar Airport Road Totals PM Southbound Westbound Northbound Eastbound Ped B-Left B-Thru B-Right Ped B-Left B-Thru B-Right Ped B-Left B-Thru B-Right Ped B-Left B-Thru B-Right Ped Bicycle 16:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 16:15 1 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 2 0 16:30 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1 0 1 1 16:45 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1 0 17:00 0 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 2 17:15 0 0 0 0 0 0 0 0 2 0 0 0 0 0 1 0 2 1 17:30 0 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 1 1 17:45 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1 0 1 1 Ped Total 1 0 7 0 8 Bike Total 0 0 0 0 3 0 0 0 0 0 3 0 6 Report Generated by Bearcat Enterprises LLC, OBA "Count Data" I 619-987-5136 I info@yourcountdata.com Intersection Turning Movement -Peak Hour Summary ■ Location: #05 AM/PM File Name: ITM-19-053-05 . .__ln-te_rs_e_ct-io_n_: __ l-5-SB-R-am_p_s_&_P_al-om_a_r_A-ir-po_rt_R_o_a_d ________ ...._P_ro_je_c_t: _____ L_L_G_R_e_f._P_19_0_5__.4 Date of Count: Wednesday, May 8, 2019 Carlsbad cl ~ 0 _, 0 0) N CX) <D w )> ~ 0 w 0) C.11 :t _, _, .... -,.. Palomar Airport Road a. E "' Ct'. :s= 0 a:, en '.'.c ~- 0 -0 AM: 0 310 PM: 0 147 j 0 ~-J ,;. 01 7 0 908 0 510 l l. I - 0/ 1 )t . Time Period AM = 07:30 to 08:30 PM = 16:30 to 17:30 AM: 0 0 0 0 PM: 0 0 0 0 I o ;:;; (/) CD 0 ::, ;o D> 3 -c Palomar Airport Road ~o ("') t... <D N ~ N ..... <D ("') i'.n ,,., <D ·r-0 0 ~ ~ <: a.. Report Generated by Bearcat Enterprises LLC, OBA "Count Data" I 619-987-5136 I info@yourcountdata.com Intersection Turning Movement -Peak Hour Vehicle Count ■. ....-Lo-c-at-io-n: ___ #_0_6_A_M_/P_M __________________ ._F_il_e_N_am_e_: _____ ,_T_M--1-9--0-53--0----6 Intersection: 1-5 NB Ramps & Palomar Airport Road Project: LLG Ref. P19054 Date of Count: Wednesday, May 8, 2019 Carlsbad 1-5 NB On Ramp Palomar Airport Road 1-5 NB Off Ramp Palomar Airport Road AM Southbound Westbound Northbound Eastbound Left Thru Right Left Thru Right Left Thru Right Left Thru Right Total 7:00 0 0 0 0 123 110 18 1 229 28 213 0 722 7:15 0 0 0 0 118 112 21 0 245 8 275 0 779 7:30 0 0 0 0 125 106 23 0 326 21 285 0 886 7:45 0 0 0 0 136 106 40 0 301 11 318 0 912 8:00 0 0 0 0 126 94 44 0 312 25 236 0 837 8:15 0 0 0 0 185 98 39 0 277 17 289 0 905 8:30 0 0 0 0 149 105 52 1 294 36 246 0 883 8:45 0 0 0 0 156 87 53 0 306 27 284 0 913 Total 0 0 0 0 1118 818 290 2 2290 173 2146 0 6837 Approach% ----57.7 42.3 11 .2 0.1 88.7 7.5 92.5 - Total% ----16.4 12.0 4.2 0.0 33.5 2.5 31.4 - AM Intersection Peak Hour: 07:30 to 08:30 Volume ----572 404 146 -1,216 74 1,128 -3,540 Approach% ----58.6 41.4 10.7 -89.3 6.2 93.8 - Total% ----16.2 11.4 4.1 -34.4 2.1 31 .9 - PHF #DIV/0! 0.86 0.96 0.91 0.97 1-5 NB On Ramp Palomar Airport Road 1-5 NB Off Ramp Palomar Airport Road PM Southbound Westbound Northbound Eastbound Left Thru Right Left Thru Right Left Thru Right Left Thru Right Total 16:00 0 0 0 0 355 140 19 0 103 55 258 0 930 16:15 0 0 0 0 377 195 23 0 106 47 222 0 970 16:30 0 0 0 0 376 203 23 0 118 49 236 0 1005 16:45 0 0 0 0 349 174 17 1 119 32 268 0 960 17:00 0 0 0 0 324 257 20 0 101 64 277 0 1043 17:15 0 0 0 0 424 182 14 1 74 33 214 0 942 17:30 0 0 0 0 371 198 16 0 101 51 270 0 1007 17:45 0 0 0 0 329 141 12 0 95 39 262 0 878 Total 0 0 0 0 2905 1490 144 2 817 370 2007 0 7735 Approach% ----66.1 33.9 15.0 0.2 84.8 15.6 84.4 - Total% ----37.6 19.3 1.9 0.0 10.6 4.8 25.9 - PM Intersection Peak Hour: 16:15to 17:15 Volume ----1,426 829 83 1 444 192 1,003 -3,978 Approach% ----63.2 36.8 15.7 0.2 84.1 16.1 83.9 - Total% ----35.8 20.8 2.1 0.0 11.2 4.8 25.2 - PHF #DIV/0! 0.97 0.94 0.88 0.95 Report Generated by Bearcat Enterprises LLC, OBA "Count Data" I 619-987-5136 I info@yourcountdata.com Intersection Turning Movement -Bicycle & Pedestrian Count ■. L.. -Lo-c-at-io-n: ___ #0-6-AM_/_P_M ______________ ___.._F_ile_N_a_m_e_: -----IT-M--1-9--0-53--0--'6 Intersection: 1-5 NB Ramps & Palomar Airport Road Project: LLG Ref. P19054 Date of Count: Wednesday, May 8, 2019 Carlsbad 1-5 NB On Ramp Palomar Airport Road 1-5 NB Off Ramp Palomar Airport Road Totals AM Southbound Westbound Northbound Eastbound Ped B-Left B-Thru B-Right Ped B-Left B-Thru B-Right Ped B-Left B-Thru B-Right Ped B-Left B-Thru B-Right Ped Bicycle 7:00 0 0 0 0 0 0 0 0 1 0 0 0 0 0 2 0 1 2 7:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:30 0 0 0 0 0 0 3 0 0 0 0 0 0 0 0 0 0 3 7:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 0 0 3 8:00 0 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 2 0 8:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 2 8:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 2 Ped Total 0 0 3 0 3 Bike Total 0 0 0 0 3 0 0 0 0 0 9 0 12 1-5 NB On Ramp Palomar Airport Road 1-5 NB Off Ramp Palomar Airport Road Totals PM Southbound Westbound Northbound Eastbound Ped B-Left B-Thru B-Right Ped B-Left B-Thru B-Right Ped B-Left B-Thru B-Right Ped B-Left B-Thru B-Right Ped Bicycle 16:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 16:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 16:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 16:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 17:00 0 0 0 0 0 0 3 0 0 0 0 0 0 0 0 0 0 3 17:15 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1 0 1 1 17:30 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 1 17:45 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 Ped Total 0 I 0 1 0 1 Bike Total 0 0 0 0 4 0 0 0 0 0 3 0 7 Report Generated by Bearcat Enterprises LLC, OBA "Count Data" I 619-987-5136 I info@yourcountdata.com Intersection Turning Movement -Peak Hour Summary ■ Location: #06 AM/PM File Name: ITM-19-053-06 . ...._'n-te-rs-e-ct-io_n_: __ , __ 5 _N_B_R_a_m_ps_&_P_a_lo-m-ar-A-ir_p_ort-Ro_a_d ________ _._P_r_oj-ec_t_: -----LL-G-Re_f_. P-1-9-05___.4 Date of Count: Wednesday, May 8, 2019 Carlsbad ,:i ► ;':;:: ;':;:: co __, "' ... 0 "' 0 w CD ..... 0 0 w <D Palomar Airport Road a. E "' c::: c:: 0 CD z '.2 O I 0 AM: 0 0 0 0 PM: 0 0 0 0 0 ~-J 1 l. -------- 'ii 3/1 Time Period AM = 07:30 to 08:30 PM = 16:15 to 17:15 Of 0 AM: 146 0 1216 0 PM: 83 1 444 0 -¥ -( Palomar Airport Road C!f,O I ,t... I :+- :r- 0 I ;; I -~· ;;;; z OJ ~ ;a ru 3 -0 ("') v a, c!; N v co N <D ,-.. N ,n :;'!: 0 0 ~ ~ <>: c.. Report Generated by Bearcat Enterprises LLC, OBA "Count Data" I 619-987-5136 I info@yourcountdata.com National Data & Surveying Services Intersection Turning Movement Count Location: Paseo Del Norte & Palomar Airport Rd City: Carlsbad Project ID: 19-04259-001 Control: Signalized Date: 6/6/2019 Total Paseo Del Norte Paseo Del Norte Palomar Airport Rd Palomar Airport Rd NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND 2 2 0 2 0 0 2 3 0 4 1 0 NL NT NR NU SL ST SR SU EL ET ER EU WL wr WR WU TOTAL 7:00 AM 48 17 16 0 18 20 17 0 22 418 29 I 20 203 17 1 847 7:15AM 29 7 40 0 14 11 12 0 23 473 45 0 25 201 33 3 916 7:30 AM 35 18 34 0 14 14 16 0 22 584 45 0 30 212 32 7 1063 7:45 AM 41 25 41 0 23 13 17 0 32 659 55 0 18 178 33 3 1138 8:00AM 47 17 40 0 16 14 14 0 18 518 39 0 34 211 33 6 1007 8:15AM 42 14 47 0 26 13 13 0 28 576 38 0 12 233 35 6 1083 8:30AM 46 7 46 0 23 17 15 0 22 449 35 0 24 185 27 4 900 8:45 AM 26 9 44 0 18 II 19 0 36 530 32 2 27 227 32 8 1021 NL NT NR NU SL ST SR SU EL ET ER EU WL wr WR WU TOTAL TOTAL VOLUMES : 314 114 308 0 152 113 123 0 203 4207 318 3 190 1650 242 38 7975 APPROACH o/o's: 42.66% 15.49% 41.85% 0.00% 39.18% 29.12% 31.70% 0.00% 4.29% 88.92% 6.72% 0.06% 8.96% 77.83% 11.42% 1.79% PEAK HR : 07:30 AM -08:30 AM TOTAL PEAK HR VOL : 165 74 162 0 79 54 60 0 100 2337 177 0 94 834 133 22 4291 PEAK HR FACTOR : 0.878 0.740 0.862 0.000 0.760 0.964 0.882 0.000 0.781 0.887 0.805 0.000 0.691 0.895 0.950 0.786 0.943 0.937 0.910 0.876 0.947 NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND 2 2 0 0 2 2 0 0 2 3 0 0 2 4 I 0 NL NT NR NU SL ST SR SU EL ET ER EU WL wr WR WU TOTAL 4:00 PM 53 37 43 0 49 23 63 0 64 278 35 5 41 428 56 4 1179 4:15 PM 59 32 53 0 78 23 53 0 53 265 40 2 40 512 65 5 1280 4:30 PM 60 41 46 0 64 27 so 0 58 297 30 4 35 504 64 7 1287 4:45 PM 52 35 38 0 64 22 55 0 65 254 28 I 63 589 76 6 1348 5:00 PM 57 37 57 0 58 36 67 0 51 290 32 2 39 590 73 9 1398 5:15 PM 62 54 49 0 57 35 44 0 53 299 41 7 33 641 BO II 1466 5:30 PM 65 48 43 0 55 25 56 0 50 278 49 5 53 582 67 5 1381 5:45 PM 54 44 38 0 52 28 49 0 44 279 33 6 63 507 62 4 1263 NL NT NR NU SL ST SR SU EL ET ER EU WL wr WR WU TOTAL TOTAL VOLUMES : 462 328 367 0 477 219 437 0 438 2240 288 32 367 4353 543 51 10602 APPROACH D/o's: 39.93% 28.35% 31.72% 0.00% 42.10% 19.33% 38.57% 0.00% 14.61% 74.72% 9.61% 1.07% 6.91% 81.92% 10.22% 0.96% PEAK HR : 04:45 PM • 05:45 PM TOTAL PEAK HR VOL : 236 174 187 0 234 118 222 0 219 1121 ISO 15 188 2402 296 31 5593 PEAK HR FACTOR : 0.908 0.806 0.820 0.000 0.914 0.819 0.828 0.000 0.842 0.937 0.765 0.536 0.746 0.937 0.925 0.705 0.954 0.905 0.891 0.941 0.953 National Data & Surveying Services Intersection Turning Movement Count Location: Paseo Del Norte & Palomar Airport Rd City: C.rlsbad Project ID: 19-()4259-001 Control: Signalized Date: 6/6/2019 Bikes Paseo Del Norte Paseo Del Norte Palomar Airport Rd Palomar Airport Rd NORTHBOUND SOUTHBOUND EASIBOUND WESIBOUND 2 2 0 0 2 2 0 0 2 3 0 0 2 4 1 0 NL NT NR NU SL ST SR SU EL ET ER EU WL wr WR WU TOTAL 7:00AM 0 0 0 0 0 0 1 0 0 3 0 0 0 0 0 0 4 7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 7:30 AM 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 1 7:45 AM 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 1 8:00 AM 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 1 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 8:30 AM 2 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 3 8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 NL NT NR NU SL ST SR SU EL ET ER EU WL wr WR WU TOTAL TOTAL VOLUMES : 2 0 0 0 0 0 1 0 0 6 1 0 0 2 0 0 12 APPROACH 0/o's : 100.00% 0.00% 0.00% 0.00% 0.00% 0.00% 100.00% 0.00% 0.00% 85.71% 14.29% 0.00% 0.00% 100.00% 0.00% 0,()()0,b PEAK HR: 07:30 AM -08:30 AM TOTAL PEAK HR VOL: 0 0 0 0 0 0 0 0 0 3 0 0 0 0 4 PEAK HR FACTOR : 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.750 0.000 0.000 0.000 0.250 0.000 0.000 1.000 0.750 0.250 NORTHBOUND SOUTHBOUND EASIBOUND WESTBOUND 2 2 0 0 2 2 0 0 2 3 0 0 2 4 1 0 NL NT NR NU SL ST SR SU EL ET ER EU WL wr WR WU TOTAL 4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 4:15 PM 0 0 0 0 0 0 0 0 0 1 0 0 0 1 0 0 2 4:30 PM 0 0 0 0 0 0 0 0 1 2 0 0 0 0 0 4 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:00PM 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 2 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 1 1 0 2 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 5:45 PM 0 1 0 0 0 0 0 3 1 0 0 1 0 0 6 NL NT NR NU SL ST SR SU EL ET ER EU WL wr WR WU TOTAL TOTAL VOLUMES: 0 1 1 0 0 0 0 0 1 5 3 0 1 5 1 0 18 APPROACH 0/o's : 0.00% 50.00% 50.00% 0.00% 11.11% 55.56% 33.33% 0.00% 14.29% 71.43% 14.29% 0.00% PEAK HR: 04:45 PM -05:45 PM TOTAL PEAK HR VOL: 0 0 1 0 0 0 0 0 0 0 0 0 0 3 0 5 PEAK HR FACTOR : 0.00 0.000 0.250 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.375 0.250 0.000 0.625 0.250 0.500 National Data & Surveying Services Locatiln~~~/;tig,ip]:;µrning Mo~~nw.ntJ~pun t City: Carlsbad Date: 6/6/2019 Pedestrians (Crosswalks) Paseo Del Norte Paseo Del Norte Palomar Airport Rd Palomar Airport Rd NORTH LEG SOUTH LEG EAST LEG WEST LEG EB WB EB WB NB SB NB SB TOTAL 7:00 AM 0 0 1 0 0 0 0 0 1 7:15 AM 1 0 0 0 2 1 0 0 4 7:30 AM 0 0 1 0 1 0 1 0 3 7:45 AM 0 0 2 0 1 0 1 2 6 8:00 AM 0 0 0 1 0 0 0 0 1 8:15 AM 0 0 2 0 0 2 0 2 6 8:30 AM 0 2 0 1 2 0 0 0 5 8:45 AM 0 0 0 0 0 0 0 0 0 EB WB EB WB NB SB NB SB TOTAL TOTAL VOLUMES: 1 2 6 2 6 3 2 4 26 APPROACH 0/o's: 33.33% 66.67% 75.00% 25.00% 66.67% 33.33% 33.33% 66.67% PEAK HR: 07:30 AM -08:30 AM TOTAL PEAK HR VOL: 0 0 5 1 2 2 2 4 16 PEAK HR FACTOR : 0.625 0.250 0.500 0.250 0.500 0.500 0.667 0.750 0.500 0.500 NORTH LEG SOUTH LEG EAST LEG WEST LEG EB WB EB WB NB SB NB SB TOTAL 4:00 PM 0 1 0 0 0 1 0 1 3 4:15 PM 0 1 0 0 0 0 0 0 1 4:30 PM 0 0 1 2 0 1 0 2 6 4:45 PM 0 0 0 0 1 0 1 0 2 5:00 PM 1 0 1 0 0 0 0 1 3 5:15 PM 0 0 2 0 3 1 0 0 6 5:30 PM 0 0 0 1 0 1 0 0 2 5:45 PM 0 0 1 0 1 0 0 0 2 EB WB EB WB NB SB NB SB TOTAL TOTAL VOLUMES : 1 2 5 3 5 4 1 4 25 APPROACH 0/o's: 33.33% 66.67% 62.50% 37.50% 55.56% 44.44% 20.00% 80.00% PEAK HR: 04:45 PM -05:45 PM TOTAL PEAK HR VOL: 1 0 3 1 4 2 1 1 13 PEAK HR FACTOR : 0.250 0.375 0.250 0.333 0.500 0.250 0.250 0.542 0.250 0.500 0.375 0.500 Prepared by National Data & Surveying Services Paseo Del Norte & Palomar Airport Rd Peak Hour Turning Movement Count ID: 19-04259-001 City: Carlsbad Day: Thursday Date: 06/06/2019 en er:: ::, 07:30 AM -08:30 AM AM 60 54 79 0 307 AM 07:00 AM -09:00 AM 0 J: NONE NOON O O O 0 0 NOON NONE ~ <( w 0.. 04:45 PM -05:45 PM PM 222 118 234 0 689 PM 04:00 PM -06 :00 PM AM NOON PM 1059 0 2875 ~ 0 0 15 _) 0 100 0 219 j 2 2337 0 1121-+ 3 177 0 150 ~ 0 AM NOON PM Total Vehicles (AM) _J~ ~ EL 100.t ♦ t. 133 2337 .. <e> •834 177"l f' 94 7 ... t ,., I-' --.J I-' 0-, ~ 0-, u, N Total Vehicles (Noon) PM NOON AM 0 456 0 325 i} PM NOON AM 2 2 0 1 t. 296 0 133 4 +-2402 0 834 2 ' 188 0 94 0 C.-31 0 22 c:::;> 1573 0 2600 0 2 2 0 PM NOON AM 0 236 174 187 PM Bikes (AM) 0 Q O O NOON 0 165 74 162 AM Bikes (NOON) 0 0 C z --i "ti m ;o 0 C C/1 _J <( <( <(L ---z z z .,I .. I.,. _J <( <( <(L ---z z z .,I • I.,. N/A.t t. N/A N/A .. <e> • N/A N/A"l f' N/A 7 ... t ,., zzz >>> Total Vehicles (PM) _J N 00 o::tL N .-t ("I") N .-t N .,I .. I.,. 219.t t. 296 1121 .. <e> • 2402 lS0"l f' 188 7 ... t ,., N I-' I-' W --.J 00 0-, ~ --.J N/A .t ~ t. N/A N/A .. ~•N/A N/A "l t f' N/A 7 12~1 ---)> )> )> National Data & Surveying Services Intersection Turning Movement Count Location: Paseo Del Norte & 6183 Private Owy City: carlsbad Project ID: 19--04259-002 Control: No Control Date: 6/6/2019 Total Paseo Del Norte Paseo Del Norte 6183 Pnvate Dwy 6183 Private Dwy NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND 0 2 0 0 0 2 0 0 1 0 0 0 0 0 0 NL NT NR NU SL ST SR SU EL ET ER EU WL wr WR WU TOTAL 7:00 AM 0 71 0 0 0 30 6 1 0 0 0 0 0 0 0 0 108 7:15 AM 5 61 0 0 0 28 8 0 0 1 0 0 0 0 0 104 7:30 AM 2 75 0 0 0 57 3 0 0 0 0 0 0 0 0 137 7:45 AM 5 81 0 0 0 32 11 0 0 2 0 0 0 0 0 132 8:00AM 3 68 0 0 0 38 13 0 0 0 0 0 0 0 0 122 8:15 AM 7 88 0 0 0 36 10 0 0 0 0 0 0 0 0 142 8:30AM 9 61 0 0 0 36 11 0 0 0 0 0 0 0 0 120 8:45AM 10 74 0 0 0 30 13 0 0 2 0 0 0 0 0 130 NL NT NR NU SL ST SR SU EL ET ER EU WL wr WR WU TOTAL TOTAL VOLUMES : 41 579 0 0 0 287 75 1 7 0 5 0 0 0 0 0 995 APPROACH %'s: 6.61% 93.39% 0.00% 0.00% 0.00% 79.06% 20.66% 0.28% 58.33% 0.00% 41.67% 0.00% PEAK HR : 07:30 AM -08:30 AM TOTAL PEAK HR VOL : 17 312 0 0 0 163 37 0 2 2 0 0 0 0 0 533 PEAK HR FACTOR : 0.607 0.886 0.000 0.000 0.000 0.715 0.712 0.000 0.500 0.000 0.250 0.000 0.000 0.000 0.000 0.000 0.938 0.866 0.833 0.333 NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND 0 2 0 0 0 2 0 0 0 I 0 0 0 0 0 0 NL NT NR NU SL ST SR SU EL ET ER EU WL wr WR WU TOTAL 4:00 PM 2 58 0 0 0 73 5 0 12 0 4 0 0 0 0 0 154 4:15 PM 2 78 0 0 0 75 5 0 8 0 8 0 0 0 0 0 176 4:30 PM 2 73 0 0 0 56 0 0 13 0 8 0 0 0 0 0 152 4:45 PM 3 61 0 0 0 85 4 0 10 0 9 0 0 0 0 0 172 5:00 PM 2 88 0 0 0 80 2 0 16 0 0 0 0 0 0 195 5:15 PM 1 84 0 0 0 98 0 0 12 0 0 0 0 0 0 197 5:30 PM 0 90 0 0 0 80 4 0 4 0 0 0 0 0 0 180 5:45 PM 1 93 0 0 0 87 4 0 6 0 0 0 0 0 0 195 NL NT NR NU SL ST SR SU EL ET ER EU WL wr WR WU TOTAL TOTAL VOLUMES: 13 625 0 0 0 634 24 0 81 0 44 0 0 0 0 0 1421 APPROACH D/o's : 2.04% 97.96% 0.00% 0.00% 0.00% 96.35% 3.65% 0.00% 64.80% 0.00% 35.20% 0.00% PEAK HR: 05:00 PM -06:00 PM TOTAL PEAK HR VOL : 4 355 0 0 0 345 10 0 38 0 15 0 0 0 0 0 767 PEAK HR FACTOR : 0.500 0.954 0.000 0.000 0.000 0.880 0.625 0.000 0.594 0.000 0.536 0.000 0.000 0.000 0.000 0.000 0.973 0.955 0.906 0.576 N ational Data & Surveying Services Intersection Turning Movement Count Location: Paseo Del Norte & 6183 Private Dwy City: Carlsbad Project ID: 19-04259-002 Control: No Control Date: 6/6/2019 Bikes Paseo Del Norte Paseo Del Norte 6183 Private Dwy 6183 Private Dwy NORIBBOUND SOUIBBOUND EASTBOUND WESTBOUND 0 2 0 0 0 2 0 0 0 1 0 0 0 0 0 0 NL NT NR NU SL ST SR SU EL ET ER EU WL wr WR WU TOTAL 7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:00AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:30 AM 0 3 0 0 0 0 1 0 0 0 0 0 0 0 0 0 4 8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 NL NT NR NU SL ST SR SU EL ET ER EU WL wr WR WU TOTAL TOTAL VOLUMES: 0 3 0 0 0 0 1 0 0 0 0 0 0 0 0 0 4 APPROACH %'s : 0.00% 100.00% 0.00% 0.00% 0.00% 0.00% 100.00% 0.00% PEAK HR: 07:30 AM -08:30 AM TOTAL PEAK HR VOL : 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 PEAK HR FACTOR: 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 NORIBBOUND SOUIBBOUND EASTBOUND WESTBOUND 0 2 0 0 0 2 0 0 0 1 0 0 0 0 0 0 NL NT NR NU SL ST SR SU EL ET ER EU WL wr WR WU TOTAL 4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 1 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 __ O 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 -0-0 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:45 PM 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 1 NL NT NR NU SL ST SR SU EL ET ER EU WL wr WR WU TOTAL TOTAL VOLUMES: 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 2 APPROACH 0/o's : 0.00% 100.00% 0.00% 0.00% PEAK HR: 05:00 PM -06:00 PM TOTAL PEAK HR VOL: 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 PEAK HR FACTOR: 0.00 0.000 0.000 0.000 0.000 0.250 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.250 0.250 National Data & Surveying Services Locatil»J~~o~e~tillne I urning Mo';~UW.nt5Cpun t City: Carlsbad Date: 6/6/2019 Pedestrians (Crosswalks Paseo Del Norte Paseo Del Norte 6183 Private Dwy 6183 Private Dwy NORTH LEG SOUTH LEG EAST LEG WEST LEG EB WB EB WB NB SB NB SB TOTAL 7:00 AM 0 0 0 0 0 0 1 1 2 7:15 AM 0 0 0 0 0 0 0 0 0 7:30 AM 0 0 0 0 0 0 0 0 0 7:45 AM 0 0 0 0 0 0 0 0 0 8:00 AM 0 0 0 0 0 0 0 0 0 8:15 AM 0 0 0 0 0 0 1 1 2 8:30 AM 0 0 0 0 0 0 1 0 1 8:45 AM 0 0 0 0 0 0 0 1 1 EB WB EB WB NB SB NB SB TOTAL TOTAL VOLUMES : 0 0 0 0 0 0 3 3 6 APPROACH 0/o's: 50.00% 50.00% PEAK HR: 07:30 AM -08:30 AM TOTAL PEAK HR VOL: 0 0 0 0 0 0 1 1 2 PEAK HR FACTOR : 0.250 0.250 0.250 0.250 NORTH LEG SOUTH LEG EAST LEG WEST LEG EB WB EB WB NB SB NB SB TOTAL 4:00 PM 0 0 0 0 0 0 0 0 0 4:15 PM 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 0 0 0 0 1 0 1 4:45 PM 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 0 0 0 0 0 0 0 5:15 PM 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 1 1 5:45 PM 0 0 0 0 0 0 0 1 1 EB WB EB WB NB SB NB SB TOTAL TOTAL VOLUMES : 0 0 0 0 0 0 1 2 3 APPROACH 0/o's: 33.33% 66.67% PEAK HR: TOTAL PEAK HR VOL: 0 0 0 0 0 2 2 PEAK HR FACTOR : 0.500 0.500 0.500 Prepared by National Data & Surveying Services Paseo Del Norte & 6183 Private Dwy Peak Hour Turning Movement Count ID: 19-04259-002 City: Carlsbad Day: Thursday Date: 06/06/2019 II) rx: ::J 0 J: 07:30 AM -08:30 AM AM 37 163 0 0 314 AM 07:00 AM -09:00 AM (") 0 C z -I "ti m ;;o NONE NOON O O 0 0 0 NOON NONE ~ ct w c.. 05:00 PM -06:00 PM PM 10 345 0 0 393 PM 04:00 PM -06:00 PM 0 C II) AM NOON PM 54 0 14 ¢=1 0 0 0 _!) 0 2 0 38 j 0 0 0 0 -+ 1 2 0 15 ~ 0 AM NOON PM Total Vehicles (AM) _J5 ~ ~L 2-, ♦ t. 0 0-+ <e> .. o 2'\ f' 0 7 .,t,.I I-' W 0 -..J I-' N Total Vehicles (Noon) _J~ ~ ~L z z z ., .. IL+ N/A_, t. N/A N/A-+ <e> • N/A 7N/A'l., t ,. f'IN/A zzz ---)> )> )> Total Vehicles (PM) _J ~ ~ aL ., .. IL+ 38_, ~ t.0 0-+~•0 15'\ t ,o 7~~~, PM NOON AM 0 2 360 0 165 PM NOON AM 0 0 0 ~ 0 0 +-0 0 ' 0 0 0 0 0 0 0 --f------f--------l- 0 767 0 c;" 0 0 0 NOON PM 0.97 0 0 0 0 2 0 ~ ~ t ,. PM NOON AM 0 4 355 0 PM 0 Q Q Q NOON 0 17 312 Q AM Bikes (AM) _J oo aL ., .. IL+ o., ~ t.o 0-+~•0 O'\ f'O 7 ., t ,. r- 0 a a I Bikes (NOON) _J ~~~L z z z ., .. IL+ N/A _, ~ t. N/A N/A-+ ~•N/A N/A '\ t f' N/A 7 ~z ~r->> ►I Bikes (PM) National Data & Surveying Services Intersection Turning Movement Count Location: Paseo Del Norte & camino De Las Ondas City: Carlsbad Project ID: 19--04259--003 Control: Signallzed Date: 6/6/2019 Total Paseo Del Norte Paseo Del Norte t.amino De Las Ondas Camino De Las Ondas NORTHBOUND SOUTHBOUND EASIBOUND WESIBOUND 1 1 0 0 1 I 0 0 1 1 0 0 1 1 0 0 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 7:00AM 2 20 16 0 11 36 2 0 8 3 11 0 42 1 20 0 172 7:15AM 4 40 24 0 10 36 0 0 3 s 10 0 32 I 11 0 176 7:30AM 2 45 29 0 16 46 s 0 4 10 8 0 31 0 16 0 212 7:45 AM 2 52 66 0 21 31 3 0 4 13 6 0 57 3 17 0 275 8:00 AM 2 38 78 0 28 34 0 0 4 15 0 0 70 6 19 0 ~ 8:15AM 0 53 33 0 9 33 4 0 3 s 4 0 72 7 17 0 240 8:30AM 38 27 0 8 28 3 0 3 3 7 0 28 2 10 0 158 8:45 AM 48 25 0 7 31 2 0 4 s 6 0 25 2 8 0 164 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES: 14 334 298 0 110 275 19 0 33 59 52 0 357 22 118 0 1691 APPROACH o/o's : 2.17% 51.70% 46.13% 0.00% 27.23% 68.07% 4.70% 0.00% 22.92% 40.97% 36.11% 0.00% 71.83% 4.43% 23.74% 0.00% PEAK HR: 07:30 AM -08:30 AM TOTAL PEAK HR VOL: 6 188 206 0 74 144 12 0 IS 43 18 0 230 16 69 0 1021 PEAK HR FACTOR : 0.750 0.887 0.660 0.000 0.661 0.783 0.600 0.000 0.938 0.717 0.563 0.000 0.799 0.571 0.908 0.000 0.868 0.833 0.858 0.826 0.820 NORTHBOUND SOUTHBOUND EASIBOUND WESIBOUND l l 0 0 l 1 0 0 1 1 0 0 l l 0 0 NL NT NR NU Sl ST SR SU EL ET ER EU WL WT WR WU TOTAL 4:00 PM 6 46 17 0 10 57 3 0 3 2 6 0 30 3 17 0 200 4:15 PM s 58 27 0 7 69 5 0 1 2 0 30 s 23 0 233 4:30 PM 6 68 37 0 9 40 1 0 s 3 0 35 s 8 0 219 4:45 PM s 66 34 0 6 70 9 0 4 s 0 30 6 8 0 247 5:00 PM 2 63 34 0 18 so 9 0 7 3 0 35 2 19 0 246 5:15 PM 4 74 31 0 15 53 3 0 3 s 0 40 7 25 0 263 5:30 PM 2 70 34 0 5 57 4 0 3 3 0 44 7 29 0 260 5:45 PM 10 83 40 0 19 59 s 0 6 s 0 33 5 15 0 282 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES: 40 528 254 0 89 455 39 0 32 20 32 0 in 40 144 0 1950 APPROACH D/o's: 4.87% 64.23% 30.90% 0.00% 15.27% 78.04% 6.69% 0.00% 38.10% 23.81% 38.10% 0.00% 60.09% 8.68% 31.24% 0.00% PEAK HR : 05:00 PM -06:00 PM TOTAL PEAK HR VOL : 18 290 139 0 57 219 21 0 19 11 16 0 152 21 88 0 1051 PEAK HR FACTOR: 0.450 0.873 0.869 0.000 0.750 0.928 0.583 0.000 0.679 0.688 0.800 0.000 0.864 0.750 0.759 0.000 0.932 0.840 0.895 0.821 0.816 N ational Data & Surveying Services Intersection Turning Movement Count Location: Paseo Del Norte & Camino De Las Ondas City: carlsbad Project ID: 19-04259--003 Control: Slgnalized Date: 6/6/2019 Bikes Paseo Del Norte Paseo Del Norte Camino De Las Ondas Camino De Las Ondas NORTHBOUND SOUTHBOUND EASIBOUND WESTBOUND 1 1 0 0 I I 0 0 I I 0 0 I 1 0 0 NL NT NR NU SL ST SR SU EL ET ER EU WL wr WR WU TOTAL 7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:30 AM 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 0 2 7:4S AM 0 1 0 0 0 0 0 0 0 2 0 0 0 0 0 0 3 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:15AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:45 AM 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 NL NT NR NU SL ST SR SU EL ET ER EU WL wr WR WU TOTAL TOTAL VOLUMES: 0 3 0 0 0 0 0 0 0 4 0 0 0 0 0 0 7 APPROACH %'s : 0.00% 100.00% 0.00% 0.00% 0.00% 100.00% 0.00% 0.00% PEAK HR: 07:30 AM -08:30 AM TOTAL PEAK HR VOL : 0 1 0 0 0 0 0 0 0 4 0 0 0 0 0 0 5 PEAK HR FACTOR : 0.000 0.250 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.500 0.000 0.000 0.000 0.000 0.000 0.000 0.417 0.250 0.500 NORTHBOUND SOUTHBOUND EASIBOUND WESTBOUND I I 0 0 I I 0 0 1 I 0 0 I I 0 0 NL NT NR NU SL ST SR SU EL ET ER EU WL wr WR WU TOTAL 4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:15 PM 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 I 4:30 PM 0 0 I 0 0 0 0 0 0 0 0 0 0 0 0 0 1 4:45 PM 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 5:00 PM 0 0 0 0 0 I 0 0 0 0 0 0 I 0 0 0 2 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 I 0 0 0 1 5:45 PM 0 0 3 0 1 I 0 0 0 0 0 0 2 0 0 0 7 NL NT NR NU SL ST SR SU EL ET ER EU WL wr WR WU TOTAL TOTAL VOLUMES : 0 I 5 0 1 2 0 0 0 0 0 0 4 0 0 0 13 APPROACH %'s: 0.00% 16.67% 83.33% 0.00% 33.33% 66.67% 0.00% 0.00% 100.00% 0.00% 0.00% 0.00% PEAK HR: 05:00 PM -06:00 PM TOTAL PEAK HR VOL: 0 0 3 0 1 0 0 0 0 0 0 4 0 0 10 PEAK HR FACTOR: 0.00 0.000 0.250 0.000 0.250 0.500 0.000 0.000 0.000 0.000 0.000 0.000 0.500 0.000 0.000 0.000 0.357 0.250 0.375 0.500 National Data & Surveying Services Loc:atilntSi~o~l~UQtl Lly1ning M o~~nw.ntJ~pun t City: carlsbad Date: 6/6/2019 Pedestrians Crosswalks Paseo Del Norte Paseo Del Norte camino De Las Ondas camino De Las Ondas NORTH LEG SOUTH LEG EAST LEG WEST LEG EB WB EB WB NB SB NB SB TOTAL 7:00 AM 0 0 1 0 0 1 0 1 3 7:15 AM 0 0 0 1 0 0 1 0 2 7:30 AM 0 0 0 0 0 0 0 0 0 7:45 AM 4 0 0 0 0 1 2 0 7 8:00 AM 0 0 0 0 0 0 0 0 0 8:15 AM 1 3 0 0 0 2 0 0 6 8:30 AM 1 0 0 0 0 0 0 0 1 8:45 AM 0 2 0 1 2 0 0 0 5 EB WB EB WB NB SB NB SB TOTAL TOTAL VOLUMES : 6 5 1 2 2 4 3 1 24 APPROACH 0/o's : 54.55% 45.45% 33.33% 66.67% 33.33% 66.67% 75.00% 25.00% PEAK HR: 07:30 AM -08:30 AM TOTAL PEAK HR VOL: 5 3 0 0 0 3 2 0 13 PEAK HR FACTOR : 0.313 0.250 0.375 0.250 0.464 0.500 0.375 0.250 NORTH LEG SOUTH LEG EAST LEG WEST LEG EB WB EB WB NB SB NB SB TOTAL 4:00 PM 0 0 0 1 0 0 0 0 1 4:15 PM 2 1 0 0 1 0 0 0 4 4:30 PM 0 0 0 0 0 2 1 0 3 4:45 PM 0 2 0 0 0 0 0 0 2 5:00 PM 1 0 2 3 0 1 1 0 8 5:15 PM 0 1 3 0 0 0 2 0 6 5:30 PM 0 0 0 0 0 0 0 0 0 5:45 PM 0 0 0 0 0 0 0 0 0 EB WB EB WB NB SB NB SB TOTAL TOTAL VOLUMES : 3 4 5 4 1 3 4 0 24 APPROACH 0/o's: 42.86% 57.14% 55.56% 44.44% 25.00% 75.00% 100.00% 0.00% PEAK HR: 05:00 PM -06:00 PM TOTAL PEAK HR VOL: 1 1 5 3 0 1 3 0 14 PEAK HR FACTOR : 0.250 0.250 0.417 0.250 0.250 0.375 0.438 0.500 0.400 0.250 0.375 Prepared by National Data & Surveying Services Paseo Del Norte & Camino De Las Ondas Peak Hour Turning Movement Count ID: 19-04259-003 City: Carlsbad en 0:: ::, 07:30 AM -08:30 AM AM 12 144 74 0 0 J: NONE NOON O O O 0 ::ii:: <( w 0. 05:00 PM -06:00 PM PM 21 219 57 0 AM NOON PM 34 0 60 ¢::1 0 0 0 _!) 0 15 0 19 j 1 43 0 11 -+ 1 18 0 16 ,, 0 AM NOON PM Total Vehicles (AM) _Js; tL 15.t ♦ ~ 69 43-+ <e> •16 18"\, f' 230 7 ., t ,., °' I-' N 00 0 00 O'l Total Vehicles (Noon) _J ~~~L z z z ., • '+ N/A.t ~ N/A N/A-+ <e> • N/A 7N/A'l., t ,. f'IN/A zzz ---)> )> )> Total Vehicles (PM) _J .-t~r--L N N Ll'l ., • '+ 19.t ~ 88 11-+ <e> • 21 16"\, f' 152 7 .,.,., I-' N I-' 00 \.0 W 0 \.0 PM NOON AM 0 1 1 0 0 1 387 0 18 0 0 0 392 0 6 272 0 397 'Lr 1 0 Day: Thursday Date: 06/06/2019 AM 07:00 AM -09:00 AM NOON NONE PM 04:00 PM -06:00 PM PM NOON AM 0 t. 88 0 69 1 +-21 0 16 1 ' 152 0 230 oc;-o o o ¢ 207 0 323 PM NOON AM 0 0 c:: z -I "O m ;u 0 0 en 290 139 PM Bikes (AM) 0 0 NOON 188 206 AM Bikes (NOON) _J ~~~L z z z ., .. '+ N/A.t ~ ~N/A N/A-+ ~• N/A N/A 'l t f'N/A 7 ~z~1 ---)> )> )> Bikes (PM) National Data & Surveying Services Intersection Turning Movement Count Location: I·S SB Ramps & Poinsettia Ln City: Carlsbad Project ID: 19-04259-006 Control: Signalized Date: 6/6/2019 Total I-5 SB Ramps l-5 SB Ramps Poinsettia Ln Poinsettia ln NORTHBOUND SOUTHBOUND EASIBOUND WESIBOUND 0 0 0 0 1.5 0.5 1 0 0 2 I 0 2 2 0 0 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 7:00 AM 0 0 0 0 15 2 38 0 0 116 29 0 125 42 0 0 367 7:15 AM 0 0 0 0 41 6 63 0 0 128 24 0 91 93 0 0 446 7:30 AM 0 0 0 0 63 8 74 0 0 108 35 0 82 152 0 0 522 7:45 AM 0 0 0 0 70 2 78 0 0 162 30 ~ -I-87 149 0 0 578 8:00 AM 0 0 0 0 61 1 75 0 0 157 29 89 169 0 0 581 8:15 AM 0 0 0 0 56 0 67 0 0 119 24 0 86 164 0 0 516 8:30 AM 0 0 0 0 53 1 61 0 0 102 35 0 86 169 0 0 507 8:45 AM 0 0 0 0 56 0 55 0 0 116 34 0 70 141 0 0 472 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES: 0 0 0 0 415 20 511 0 0 1008 240 0 716 1079 0 0 3989 APPROACH 0/o's : 43.87% 2.11% 54.02% 0.00% 0.00% 80.77% 19.23% 0.00% 39.89% 60.11% 0.00% 0.00% PEAK HR: 07:30 AM • 08:30 AM TOTAL PEAK HR VOL: 0 0 0 0 250 11 294 0 0 546 118 0 344 634 0 0 2197 PEAK HR FACTOR : 0.000 0.000 0.000 0.000 0.893 0.344 0.942 0.000 0.000 0.843 0.843 0.000 0.966 0.938 0.000 0.000 0.945 0.925 0.865 0.948 NORTHBOUND SOUTHBOUND EASIBOUND WESIBOUND 0 0 0 0 1.5 0.5 1 0 0 2 1 0 2 2 0 0 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 4:00 PM 0 0 0 0 54 0 42 0 0 143 52 0 127 142 0 0 560 4:15 PM 0 0 0 0 BO 53 0 0 133 47 0 93 171 0 0 578 4:30 PM 0 0 0 0 79 39 0 0 215 63 0 131 173 0 0 703 4:45 PM 0 0 0 0 68 49 0 0 186 51 0 138 186 0 0 679 5:00 PM 0 0 0 0 81 44 0 0 180 47 0 165 180 0 0 697 5:15 PM 0 0 0 0 87 45 0 0 182 55 0 171 228 0 0 768 5:30 PM 0 0 0 0 76 63 0 0 194 69 0 151 193 0 0 746 5:45 PM 0 0 0 0 62 46 0 0 180 51 0 133 200 0 0 672 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES : 0 0 0 0 587 5 381 0 0 1413 435 0 1109 1473 0 0 5403 APPROACH %'s : 60.33% 0.51% 39.16% 0.00% 0.00% 76.46% 23.54% 0.00% 42.95% 57.05% 0.00% 0.00% PEAK HR: 04:45 PM -05:45 PM TOTAL PEAK HR VOL: 0 0 0 0 312 201 0 0 742 222 0 625 787 0 0 2890 PEAK HR FACTOR : 0.000 0.000 0.000 0.000 0.897 0.250 0.798 0.000 0.000 0.956 0.804 0.000 0.914 0.863 0.000 0.000 0.941 0.924 0.916 0.885 National Data & Surveying Services Intersection Turning Movement Count Location: 1-5 SB Ramps & Poinsettia Ln City: Carlsbad Project ID: 19-04259·006 Control: Signalized Date: 6/6/2019 Bikes 1-5 SB Ramps 1-5 SB Ramps Poinsettia Ln Poinsettia Ln NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND 0 0 0 0 1.5 0.5 1 0 0 2 1 0 2 2 0 0 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 7:00AM 0 0 0 0 0 0 0 0 0 2 0 0 0 5 0 0 7 7:15 AM 0 0 0 0 0 0 0 0 0 4 0 0 0 5 0 0 9 7:30 AM 0 0 0 0 0 0 0 0 0 2 0 0 0 3 0 0 s 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 s 0 0 s 8:00AM 0 0 0 0 0 0 0 0 0 0 0 0 0 I 0 0 1 8:15AM 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 2 8:30 AM 0 0 0 0 0 0 0 0 0 2 0 0 0 1 0 0 3 B:45 AM 0 0 0 0 0 0 0 0 0 1 0 0 0 1 0 0 2 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES: 0 0 0 0 0 0 0 0 0 11 0 0 0 23 0 0 34 APPROACH %'s : 0.00% 100.00% 0.00% 0.00% 0.00% 100.00% 0.00% 0.00% PEAK HR: 07:30 AM -08:30 AM TOTAL PEAK HR VOL: 0 0 0 0 0 0 0 0 0 2 0 0 11 0 0 13 PEAK HR FACTOR: 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.250 0.000 0.000 0.000 0.550 0.000 0.000 0.650 0.250 0.550 NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND 0 0 0 0 1.5 0.5 I 0 0 2 I 0 2 2 0 0 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 4:00 PM 0 0 0 0 0 0 0 0 0 1 0 0 0 1 0 0 2 4:15 PM 0 0 0 0 0 0 0 0 0 5 0 0 0 0 0 0 5 4:30 PM 0 0 0 0 0 0 0 0 0 3 0 0 0 1 0 0 4 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 ~PM 0 0 --0-~ 0 0 0 0 0 0 2 0 0 0 4 0 0 6 5:15 PM 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 3 5:30 PM 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 2 5:45 PM 0 0 0 0 0 0 0 0 0 12 0 0 0 0 0 17 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES : 0 0 0 0 0 0 0 0 0 26 0 0 0 14 0 0 40 APPROACH 0/o's : 0.00% 100.00% 0.00% 0.00% 0.00% 100.00% 0.00% 0.00% PEAK HR: 04:45 PM • 05:45 PM TOTAL PEAK HR VOL: 0 0 0 0 0 0 0 0 0 5 0 0 7 0 0 12 PEAK HR FACTOR : 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.625 0.000 0.000 0.000 0.438 0.000 0.000 0.500 0.625 0.438 National Data & Surveying Services LocatilmGt~h.~tiQU Turning Mo~~U1&~5Cpunt City: carlsbad Date: 6/6/2019 Pedestrians Crosswalks I-5 SB Ramps I-5 SB Ramps Poinsettia Ln Poinsettia Ln NORTH LEG SOUTH LEG EAST LEG WEST LEG EB WB EB WB NB SB NB SB TOTAL 7:00 AM 1 1 1 2 0 0 0 0 5 7:15 AM 3 2 3 1 0 0 0 0 9 7:30 AM 0 0 0 1 0 0 0 0 1 7:45 AM 0 0 2 0 0 0 0 0 2 8:00 AM 0 0 1 2 0 0 0 0 3 8:15 AM 0 2 0 1 0 0 0 0 3 8:30 AM 0 0 1 0 0 0 0 0 1 8:45 AM 0 0 2 0 0 0 0 0 2 EB WB EB WB NB SB NB SB TOTAL TOTAL VOLUMES : 4 5 10 7 0 0 0 0 26 APPROACH 0/o's: 44.44% 55.56% 58.82% 41.18% PEAK HR: 07:30 AM -08:30 AM TOTAL PEAK HR VOL: 0 2 3 4 0 0 0 0 9 PEAK HR FACTOR : 0.250 0.375 0.500 0.750 0.250 0.583 NORTH LEG SOUTH LEG EAST LEG WEST LEG EB WB EB WB NB SB NB SB TOTAL 4:00 PM 0 1 1 0 0 0 0 0 2 4:15 PM 1 1 3 0 0 0 0 0 5 4:30 PM 1 1 1 1 0 0 0 0 4 4:45 PM 1 0 1 1 0 0 0 0 3 5:00 PM 1 2 0 0 0 0 0 0 3 5:15 PM 0 0 1 1 0 0 0 0 2 5:30 PM 0 2 1 0 0 0 0 0 3 5:45 PM 1 0 3 1 0 0 0 0 5 EB WB EB WB NB SB NB SB TOTAL TOTAL VOLUMES : 5 7 11 4 0 0 0 0 27 APPROACH 0/o's: 58.33% 73.33% 26.67% PEAK HR: TOTAL PEAK HR VOL: 4 3 2 0 0 0 0 11 PEAK HR FACTOR : 0.500 0.750 0.500 0.917 0.500 0.625 Prepared by National Data & Surveying Services 1-5 SB Ramps & Poinsettia Ln Peak Hour Turning Movement Count ID: 19-04259-006 City: Carlsbad en D:: ::, 07:30 AM -08:30 AM AM 294 11 250 0 0 J: ~ <I: w 0.. NONE NOON O O O 0 04:45PM-05:45PM PM 201 1 312 0 AM NOON PM 928 0 988 ¢:;J 0 0 0 .!) 0 o o o .;o 546 0 742 -+ 2 118 0 222 ,, 1 AM NOON PM Total Vehicles (AM) _J d\ M ~L N .-i N ., . ~ 0., t. 0 546-+ <e> +-634 118'\ '344 7~~~, Total Vehicles (Noon) _J ~~~L z z z ., . ~ N/A_, t. N/A N/A-+ <e> +-N/A N/A'\ t 'N/A 7 ~z:r->>> I Total Vehicles (PM) _J ~ M ~L ., . ~ 0., t. 0 742-+ <e> +-787 222'\ '625 7 ._tr+r- 0 a a I PM NOON AM 1 0.5 1.5 0 0 0 848 0 0 0 0 0 473 0 0 0 0 0 i} 0 0 0 0 0 Day: Thursday Date: 06/06/2019 AM 07:00 AM -09:00 AM NOON NONE PM 04:00 PM -06:00 PM PM NOON AM 0 t. 0 0 0 2 ~ 787 0 634 2 ' 625 0 344 o C. o o o ¢ 1054 0 796 PM NOON AM (') 0 C z -t "tJ m ;o 5 C CJ) "'D 0 ::::, (/) C'D ::; ;· r ::::, 0 PM Bikes (AM) 0 NOON 0 AM _J oo aL ., . ~ o., ~ t.o 2-+~+-11 0'\ ,o 7 ._ t r+ r- 0 a a I Bikes (NOON) _J ~~~L z z z ., . ~ N/A _, ~ t. N/A N/A-+~•N/A N/A '\ t 'N/A 7 1z ~r->>>I Bikes (PM) National Data & Surveying Services Intersection Turning Movement Count Location: 1-5 NB Ramps & Poinsettia Ln City: C.rlsbad Project ID: 19-04259-005 Control: Signalized Date: 6/6/2019 Total 1-5 NB Ramps 1-5 NB Ramps Poinsettia Ln Poinsettia Ln NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND 0.5 0.5 2 0 0 0 0 0 I 2 0 0 0 3 1 0 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 7:00 AM 31 0 B6 0 0 0 0 0 49 85 0 0 0 112 157 0 520 7:15 AM 42 0 111 0 0 0 0 0 42 116 0 0 0 159 150 0 620 7:30 AM 46 0 159 0 0 0 0 0 24 151 0 I 0 156 101 0 638 7:45 AM 37 0 229 0 0 0 0 0 41 IB6 0 0 0 213 103 0 809 8:00AM 47 1 180 0 0 0 0 0 31 185 0 0 0 200 102 0 746 8:15 AM 62 0 184 0 0 0 0 0 35 153 0 0 0 215 104 0 753 8:30 AM 50 0 185 0 0 0 0 0 35 119 0 0 0 188 83 0 660 8:45 AM 53 0 191 0 0 0 0 0 33 137 0 0 0 173 87 0 674 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES: 368 I 1325 0 0 0 0 0 290 1132 0 I 0 1416 887 0 5420 APPROACH o/o's: 21.72% 0.06% 78.22% 0.00% 20.38% 79.55% 0.00% 0.07% 0.00% 61.49% 38.51% 0.00% PEAK HR: 07:45 AM -08:45 AM TOTAL PEAK HR VOL: 196 1 778 0 0 0 0 0 142 643 0 0 0 816 392 0 2968 PEAK HR FACTOR : 0.790 0.250 0.849 0.000 0.000 0.000 0.000 0.000 0.B66 0.864 0.000 0.000 0.000 0.949 0.942 0.000 0.917 0.916 0.B65 0.947 NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND 0.5 0.5 2 0 0 0 0 0 I 2 0 0 0 3 I 0 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 4:00 PM 56 0 121 0 0 0 0 0 30 174 0 0 0 189 49 0 619 4:15 PM 71 0 141 0 0 0 0 0 20 204 0 3 0 211 59 0 709 4:30 PM 64 1 149 0 0 0 0 0 23 256 0 I 0 229 55 0 778 4:45 PM 49 0 149 0 0 0 0 0 34 234 0 0 0 285 52 0 803 5:00 PM 53 0 163 0 0 0 0 0 28 221 0 0 0 274 70 0 809 5:15 PM 71 0 179 0 0 0 0 0 31 234 0 0 0 313 77 0 905 5:30 PM 64 2 143 0 0 0 0 0 26 239 0 I 0 292 48 0 815 5:45 PM 65 156 0 0 0 0 0 26 223 0 0 0 283 75 0 829 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES: 493 4 1201 0 0 0 0 0 218 1785 0 5 0 2076 485 0 6267 APPROACH o/o's: 29.03% 0.24% 70.73% 0.00% 10.86% 88.89% 0.00% 0.25% 0.00% 81.06% 18.94% 0.00% PEAK HR: 05:00 PM -06:00 PM TOTAL PEAK HR VOL: 253 3 641 0 0 0 0 0 111 917 0 I 0 1162 270 0 3358 PEAK HR FACTOR: 0.891 0.375 0.895 0.000 0.000 0.000 0.000 0.000 0.895 0.959 0.000 0.250 0.000 0.928 0.877 0.000 0.928 0.897 0.967 0.918 National Data & Surveying Services Intersection Turning Movement Count Location: I-5 NB Ramps & Poinsettia Ln City: cartsbad Project ID: 19·04259-005 Control: Signalized Date: 6/6/2019 Bikes 1·5 NB Ramps 1·5 NB Ramps Poinsettia Ln Poinsettia Ln NORTHBOUND SOL/THBOUND EASTBOUND WESTBOUND 0.5 0.5 2 0 0 0 0 0 1 2 0 0 0 3 1 0 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 7:00 AM 0 0 0 0 0 0 0 0 0 3 0 0 0 8 0 0 11 7:15 AM 0 0 0 0 0 0 0 0 0 2 0 0 0 2 0 0 4 7:30 AM 0 0 0 0 0 0 0 0 0 3 0 0 0 5 0 0 8 7:45 AM 0 0 0 0 0 0 0 0 0 2 0 0 0 3 0 0 5 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 8:45 AM 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 0 2 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES : 0 0 0 0 0 0 0 0 0 12 0 0 0 19 0 0 31 APPROACH o/o's: 0.00% 100.00% 0.00% 0.00% 0.00% 100.00% 0.00% 0.00% PEAK HR: 07:45 AM • 08:45 AM TOTAL PEAK HR VOL : 0 0 0 0 0 0 0 0 0 0 0 0 4 0 0 6 PEAK HR FACTOR: 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.250 0.000 0.000 0.000 0.333 0.000 0.000 0.300 0.250 0.333 NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND 0.5 0.5 2 0 0 0 0 0 1 2 0 0 0 3 1 0 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 3 0 0 3 4:15 PM 0 0 0 0 0 0 0 0 0 6 0 0 0 0 0 0 6 4:30 PM 0 0 0 0 0 0 0 0 0 2 0 0 0 1 0 0 3 4:45 PM 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 1 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 3 0 0 3 5:15 PM 0 0 0 0 0 0 0 0 0 3 0 0 0 2 0 0 5 5:30 PM 0 0 0 0 0 0 0 0 0 2 0 0 0 1 0 0 3 5:45 PM 0 0 0 0 0 0 0 0 0 11 0 0 0 6 0 0 17 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES: 0 0 0 0 0 0 0 0 0 25 0 0 0 16 0 0 41 APPROACH %'s : 0.00% 100.00% 0.00% 0.00% 0.00% 100.00% 0.00% 0.00% PEAK HR: 05:00 PM -06:00 PM TOTAL PEAK HR VOL: 0 0 0 0 0 0 0 0 0 16 0 0 0 12 0 0 28 PEAK HR FACTOR : 0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.364 0.000 0.000 0.000 0.500 0.000 0.000 0.412 0.364 0.500 National Data & Surveying Services Locatilnt&t~ph~otiQU Turning Mo~~lU&~sC,punt City: carlsbad Date: 6/6/2019 Pedestrians Crosswalks) I-5 NB Ramps I-5 NB Ramps Poinsettia Ln Poinsettia Ln NORTH LEG SOUTH LEG EAST LEG WEST LEG EB WB EB WB NB SB NB SB TOTAL 7:00 AM 0 1 1 2 0 0 0 0 4 7:15 AM 1 0 0 1 0 0 0 0 2 7:30 AM 1 0 3 1 0 0 0 0 5 7:45 AM 0 0 0 0 0 0 0 0 0 8:00 AM 0 0 3 2 0 0 0 0 5 8:15 AM 0 2 0 1 0 0 0 0 3 8:30 AM 0 0 1 0 0 0 0 0 1 8:45 AM 0 0 2 0 0 0 0 0 2 EB WB EB WB NB SB NB SB TOTAL TOTAL VOLUMES : 2 3 10 7 0 0 0 0 22 APPROACH %'s: 40.00% 60.00% 58.82% 41.18% PEAK HR: 07:45 AM -08:45 AM TOTAL PEAK HR VOL: 0 2 4 3 0 0 0 0 9 PEAK HR FACTOR : 0.250 0.333 0.375 0.450 0.250 0.350 NORTH LEG SOUTH LEG EAST LEG WEST LEG EB WB EB WB NB SB NB SB TOTAL 4:00 PM 0 2 0 0 0 0 0 0 2 4:15 PM 0 1 3 0 0 0 0 0 4 4:30 PM 2 1 1 0 0 0 0 0 4 4:45 PM 1 0 1 2 0 0 0 0 4 5:00 PM 0 0 1 0 0 0 0 0 1 5:15 PM 1 2 0 0 0 0 0 0 3 5:30 PM 0 0 2 1 0 0 0 0 3 5:45 PM 0 2 0 1 0 0 0 0 3 EB WB EB WB NB SB NB SB TOTAL TOTAL VOLUMES: 4 8 8 4 0 0 0 0 24 APPROACH 0/o's: 33.33% 66.67% 66.67% 33.33% PEAK HR: 05:00 PM -06:00 PM TOTAL PEAK HR VOL: 1 4 3 2 0 0 0 0 10 PEAK HR FACTOR : 0.250 0.500 0.375 0.500 0.833 0.417 0.417 Prepared by National Data & Surveying Services 1-5 NB Ramps & Poinsettia Ln Peak Hour Turning Movement Count ID: 19-04259-005 City: Carlsbad 1/) ~ :::, 07:45 AM -08:45 AM AM 0 0 ::c NONE NOON 0 ~ <( w a. 05:00 PM -06:00 PM PM 0 AM NOON PM 1012 0 1416 ~ r:: ..J ctl E 0 0 1 _!) 0 Q) 1/) r:: 142 0 111 j 1 ·5 a. 643 0 917 -+ 2 0 0 0 ,, 0 AM NOON PM Total Vehicles (AM) _J;;,o~L 142.t ,J t. 392 643-+ <e> +-816 0~ 1'0 7 .,t,.I I-' I-' -..J \.0 -..J °' 00 Total Vehicles (Noon) _J111L .., .. '+ N/A.t t. N/A N/A-+ <e> +-N/A 7N/A~., t ,.l',N/A zzz ---► )> )> Total Vehicles (PM) _J oo aL .., .. '+ 111.t t. 270 917-+ <e> +-1162 0~ 1'0 7 ., t ,., N W O'\ u, ~ w I-' PM NOON AM 0 0 0 0 0 0 0 0 0 0 535 0 0 0 0 0 384 i} 0 0 0 0.5 0.5 2 Day: Thursday Date: 06/06/2019 AM 07:00 AM -09:00 AM NOON NONE PM 04:00 PM -06:00 PM PM NOON AM 1 t. 270 0 392 3 +-1162 0 816 0 ' 0 0 0 ---+-----+--- 0 C:-0 0 0 c:;> 1558 0 1421 (") 0 C z -t "ti m ;o 0 a CJ) ""D 2. ::::, UI (D = iii' ~._t,. PM NOON AM 0 253 3 641 PM 0 0 0 0 NOON 0 196 1 778 AM Bikes (AM) _J oo oL .., • '+ o.t<&t.o 2-+ ~ +-4 0~ l'O 7 ., t ,. r-- 0 o o I Bikes (NOON) _J ~~~L z z z .., • '+ N/A .t ~ t. N/A N/A-+~•N/A N/A ~ t I' N/A 7 ~z~1 ---)> )> )> Bikes (PM) N ational Data & Surveying Services Intersection Turning Movement Count Location: Paseo Del Norte & Poinsettia Ln City: Carlsbad Project ID: 19--04259-004 Control: Slgnal~ed Date: 6/6/2019 Total Paseo Del Norte Paseo Del Norte Poinsettia Ln Poinsettia Ln NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND 1 1 0 0 1 1 0 0 2 2 1 0 1 2 0 0 NL NT NR NU SL ST SR SU EL ET ER EU WL wr WR WU TOTAL 7:00AM 5 1 3 0 10 1 50 0 29 150 2 0 1 203 13 0 468 7:15AM 8 I 4 0 19 0 83 0 53 161 4 0 2 218 17 0 570 7:30AM 6 3 4 0 25 I 87 0 52 271 3 0 2 185 20 0 659 7:45 AM 9 1 3 0 7 0 109 0 86 322 5 0 1 180 19 0 742 8:00AM 5 2 5 0 15 0 97 0 100 269 3 0 1 207 16 0 no 8:15 AM 11 5 0 19 2 102 0 60 255 0 5 201 17 0 685 8:30 AM 10 6 0 11 I 74 0 58 243 0 3 194 12 0 622 8:45 AM 12 5 0 16 2 64 0 59 259 0 3 179 12 0 618 NL NT NR NU SL ST SR SU EL ET ER EU WL wr WR WU TOTAL TOTAL VOLUMES : 66 15 35 0 122 7 666 0 497 1930 35 0 18 1567 126 0 5084 APPROACH II/o's: 56.90% 12.93% 30.17% 0.00% 15.35% 0.88% 83.77% 0.00% 20.19% 78.39% 1.42% 0.00% 1.05% 91.58% 7.36% 0,0()',. PEAK HR: 07:30 AM • 08:30 AM TOTAL PEAK HR VOL: 31 7 17 0 66 395 0 298 1117 18 0 9 773 72 0 2806 PEAK HR FACTOR : 0.705 0.583 0.850 0.000 0.660 0.375 0.906 0.000 0.745 0.867 0.643 0.000 0.450 0.934 0.900 0.000 0.945 0.809 0.943 0.867 0.953 NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND 1 1 0 0 1 1 0 0 2 2 1 0 1 2 0 0 NL NT NR NU SL ST SR SU EL ET ER EU WL wr WR WU TOTAL 4:00 PM 9 1 2 0 12 1 50 0 47 255 4 0 1 165 15 0 562 4:15 PM 12 2 3 0 26 1 78 0 77 235 17 0 7 189 24 0 671 4:30 PM 5 2 4 0 21 0 63 0 106 296 14 0 5 207 14 0 737 4:45 PM 8 2 8 0 26 3 84 0 112 253 12 0 5 247 16 0 776 5:00 PM 7 3 3 0 19 3 89 0 89 2~ 13 0 5 268 25 0 808 5:15 PM 12 4 2 0 19 3 89 0 90 299 13 0 5 277 26 0 839 5:30 PM 5 2 5 0 24 2 83 0 IOI 282 9 0 2 261 25 0 801 5:45 PM 7 3 3 0 13 1 83 0 138 234 9 0 1 259 26 0 777 NL NT NR NU SL ST SR SU EL ET ER EU WL wr WR WU TOTAL TOTAL VOLUMES : 65 19 30 0 160 14 619 0 760 2138 91 0 31 1873 171 0 5971 APPROACH 0to's : 57.02% 16.67% 26.32% 0.00% 20.18% 1.77% 78.06% 0.00% 25.43% 71.53% 3.04% 0.00% 1.49% 90.27% 8.24% 0.00% PEAK HR : 05:00 PM -06:00 PM TOTAL PEAK HR VOL : 31 12 13 0 75 9 344 0 418 1099 44 0 13 1065 102 0 3225 PEAK HR FACTOR : 0.646 0.750 0.650 0.000 0.781 0.750 0.966 0.000 0.757 0.919 0.846 0.000 0.650 0.961 0.981 0.000 0.961 0.778 0.964 0.971 0.958 National Data & Surveying Services Intersection Turning Movement Count Location: Paseo Del Norte & Poinsettia Ln City: Carlsbad Project ID: 19-04259-004 control: Signalized Date: 6/6/2019 Bikes Paseo Del Norte Paseo Del Norte Poinsettia Ln Poinsettia Ln NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND 1 1 0 0 1 I 0 0 2 2 1 0 I 2 0 0 NL ITT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 7:00AM 0 0 0 0 0 0 1 0 0 4 0 0 0 2 0 0 7 7:15 AM 0 0 0 0 0 0 0 0 0 2 0 0 0 5 1 0 8 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 3 0 0 3 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 8:00AM I 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 2 8:15 AM 0 0 0 0 0 0 0 0 2 0 0 0 0 2 0 0 4 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 8:45 AM 0 0 0 0 0 0 0 0 1 2 0 0 0 0 0 0 3 NL ITT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES : 1 0 0 0 0 0 1 0 3 8 0 0 0 15 I 0 29 APPROACH 0/o's: 100.00% 0.00% 0.00% 0.00% 0.00% 0.00% 100.00% 0.00% 27.27% 72.73% 0.00% 0.00% 0.00% 93.75% 6.25% 0.00% PEAK HR: 07:30 AM -08:30 AM TOTAL PEAK HR VOL: 1 0 0 0 0 0 0 0 2 0 0 0 0 0 0 10 PEAK HR FACTOR : 0.250 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.250 0.000 0.000 0.000 0.000 0.583 0.000 0.000 0.625 0.250 0.250 0.583 NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND I 1 0 0 1 1 0 0 2 2 1 0 1 2 0 0 NL ITT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 4:00 PM 0 1 0 0 0 0 0 0 I 2 0 0 0 0 0 0 4 4:15 PM 0 0 0 0 0 0 0 0 2 1 0 0 0 0 0 0 3 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 2 4:45 PM 0 0 0 0 1 0 I 0 0 1 0 0 0 2 0 0 5 5:00 PM 0 0 0 () 0 0 0 0 0 3 0 0 0 0 0 0 3 5:15 PM 0 1 0 0 0 0 0 0 1 0 0 0 1 0 0 4 5:30 PM 0 0 0 0 1 0 2 0 12 0 0 0 4 0 0 20 5:45 PM 0 0 0 0 0 0 0 0 I 0 0 0 2 0 0 3 NL ITT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES : 0 2 0 0 2 0 3 0 5 21 0 0 0 11 0 0 44 APPROACH 0/o's : 0.00% 100.00% 0.00% 0.00% 40.00% 0.00% 60.()()<>/4 0.00% 19.23% 80.77% 0.00% 0.00% 0.00% 100.00% 0.00% 0.00% PEAK HR : 05:00 PM -06:00 PM TOTAL PEAK HR VOL: 0 1 0 0 1 2 0 2 17 0 0 0 7 0 0 30 PEAK HR FACTOR : 0.00 0.250 0.000 0.000 0.250 0.000 0.250 0.000 0.500 0.354 0.000 0.000 0.000 0.438 0.000 0.000 0.375 0.250 0.250 0.365 0.438 National Data & Surveying Services Locatiln.J~~,l;U9Vtn Turning M o~~uw.mJ~p un t City: Carlsbad Date: 6/6/2019 Pedestrians (Crosswalks) Paseo Del Norte Paseo Del Norte Poinsettia Ln Poinsettia Ln NORTH LEG SOUTH LEG EAST LEG WEST LEG EB WB EB WB NB SB NB SB TOTAL 7:00 AM 0 0 2 0 0 0 0 0 2 7:15 AM 0 0 0 0 0 0 0 0 0 7:30 AM 0 0 2 1 0 0 0 0 3 7:45 AM 0 0 0 1 1 1 0 0 3 8:00 AM 0 0 1 0 0 0 0 0 1 8:15 AM 0 0 0 0 0 0 0 0 0 8:30 AM 0 0 0 0 0 0 0 0 0 8:45 AM 0 0 0 1 0 1 0 0 2 EB WB EB WB NB SB NB SB TOTAL TOTAL VOLUMES: 0 0 5 3 1 2 0 0 11 APPROACH 0/o's: 62.50% 37.50% 33.33% 66.67% PEAK HR: 07:30 AM -08:30 AM TOTAL PEAK HR VOL: 0 0 3 2 1 1 0 0 7 PEAK HR FACTOR : 0.375 0.500 0.250 0.250 0.583 0.417 0.250 NORTH LEG SOUTH LEG EAST LEG WEST LEG EB WB EB WB NB SB NB SB TOTAL 4:00 PM 0 0 2 0 2 0 0 0 4 4:15 PM 0 0 1 0 0 0 0 0 1 4:30 PM 0 0 0 0 0 0 0 0 0 4:45 PM 0 2 0 0 0 0 0 0 2 5:00 PM 0 0 0 1 0 0 0 0 1 5:15 PM 0 2 1 0 3 0 0 0 6 5:30 PM 0 0 2 0 0 0 0 0 2 5:45 PM 0 0 1 0 2 0 0 0 3 EB WB EB WB NB SB NB SB TOTAL TOTAL VOLUMES : 0 4 7 1 7 0 0 0 19 APPROACH 0/o's: 0.00% 100.00% 87.50% 12.50% 100.00% 0.00% PEAK HR: 05:00 PM -06:00 PM TOTAL PEAK HR VOL: 0 2 4 1 5 0 0 0 12 PEAK HR FACTOR : 0.250 0.500 0.250 0.417 0.500 0.250 0.625 0.417 Prepared by National Data & Surveying Services Paseo Del Norte & Poinsettia Ln Peak Hour Turning Movement Count ID: 19-04259-004 City: Carlsbad 1/) a:: ::J 0 J: ~ <I: w ll. C ...J ns i3 Cl) (/j C 0 a. 07:30 AM -08:30 AM AM 395 3 66 0 NONE NOON O O O 0 05:00 PM -06:00 PM PM 344 9 75 0 AM NOON PM 0 1 1 0 1199 0 1440 ¢:;J 0 0 0 .!) 0 298 0 418 j 2 1117 0 1099-+ 2 18 0 44 -,.. 1 0 1 AM NOON PM 377 0 532 i} 3225 PM 0.96 1 0 Day: Thursday Date: 06/06/2019 AM 07:00 AM -09:00 AM NOON NONE PM 04:00 PM -06:00 PM PM NOON AM 0 t. 102 0 72 2 +-1065 0 773 1 ~ 13 0 9 o c;' o o 0 ¢ 1187 0 1200 PM NOON AM C) 0 C: z --1 "ti m ;a 5 C 1/) PM 66 0 31 12 13 PM Bikes (AM) Total Vehicles (Noon) _J f f fL .., .... N/A; t. N/A N/A-+ <e> .,_ N/A 7 N/A'l., t ,. , 1 N/A zzz ---)> )> )> Total Vehicles (PM) _J ~ 0) ~L .., . ... 418; t.102 1099-+ <e> .,_ 1065 44"\, t ,13 7 ~ .... ~r- .... N w I NOON 0 AM 30 0 0 0 0 NOON 0 31 7 17 AM _J oo aL .., .. ... 2;~t.o o-+ A .,.7 O'l ,o 7 ., t ,. r- .... a a I Bikes (NOON) _J ~~~L z z z .., ..... N/A; ~ t.N/A N/A-+~.,_N/A N/A "\, t 'N/A 7 ~z~1 ---)> )> )> Bikes (PM) --.. .. .. .. ... ... LINSCOTT, LAW & GREENSPAN, engineers APPENDIX D TRANSIT SCHEDULES LLG Ref. 3-19-3089 NextMed Specific Plan ~ w 0 z 2 -a I () 0 C ~ -< -a "' )> z ii PACIFIC OCEAN "' ~ G) C ~ -BRI • • Select Trips/Viojei Seloclos .,, -COASTER/SPRINTER § Street/Colle ;:; Q Time Poinl/Punlo de liempo l> l ® Stops/Porodos ;-.. • Londmork/Punlo de Relerencio ~ .., a Tronsfer/lrnosbordo A C .; • Hilton eLegoland I Miles CARLSBAD ~:i:: <..;.. • • • • C t;"'~~b'=-!l~!J. ~-i~g_~ g.&. ~ Bi i· >-0 0 ~➔ ~ V, a-g· 444 1 Carlsbad Poinsettia COASTER Connection via Faraday Ave. & Rutherford Rd. Conexi6n Carlsbad Poinsettia COASTER via Faraday Ave y Rutherford Rd. Bold denotes P.M. times/El texto en negrito indica horario en las tardes (P.M.) ' ' Monday • Friday Northbound to Cannon Rd. Lunes a Viernes • Direccion hocio el norte a Connon Rd. ARRIVING SB COASTER ARRIVING NB COASTER From Oceonside From Son Oiego Llegodo SB COASTER Llegodo NB COASTER desde Oceanside desde Son Diego 7:49 Carlsbad Poinsettio Stotion Polomor Airport Rd. & Armodo Or. College Bl. & Aston Ave. Rutherlord Rd. & Priestty Dr. Armodo Dr. & fleet St. ·------------- Monday · Friday Southbound to Carlsbad Poinsettia Station Lunes a Viernes • Direcci6n hocio el sur a lo Estacion Carlsbad Poinsettia Armodo Dr. & fleet St. Rutherlord Rd. & Priestty Dr. College Bl. & Aston Ave. Polomar Airport Rd. & Armodo Dr. Carlsbod Poinsettio Station DEPARTING NB COASTER To Oceanside SALIDA NB COASTER a Oceanside Route 444 does not operate on Saturdays, Sundays, or holidays. la Ruta 444 no opera los s6bados, domingas o en dies festivos. • Bus may wait up to ten minutes for a late arriving COASTER train. DEPARTING SB COASTER To Son Diego SALIDA SB COASTER o Son Diego El autobus puede esperar haste diez minutos en caso que un tren COASTER que este atrasado. Guio de Posojeros del NORTH COUNTY TRANSIT DISTRICT I VALIDA desde el 7 de obr;/ de/ 2019 231 ~I ~ \ _S.:~ r-\ ____ , 'i )( L I z ~ .... I () 0 C 3 -< .... "" )> z ~ c:, u, .... "" 'J ~ ~- Q C ~ ~ ~ f -" mological 'nstitu PACIFIC \%_\\ Am~. OCEAN ~$i¥Wiib, COASTER -Roule 445/Ruto 445 BREEZE System/~stemo BREEZE Select Trips/Vio~s Seie<tos COASTER/SPRINTER Street/Colle Q Time Point/Punta de f•mpo ® Stops/Porodos CARLSBAD Bressi• Ranch Bressi• Ranch • landmark/Punta de Releren<io ~ a Transfer/Tronsbordo A ~ 1111 Transter/lronsbordo ~ I o 0.5 1 \ '2 3 • \-1;i., J._ I 00 t • 2 ~? ••• C, §~~;. l~ ~i. ~ ~~! ~~r~ V, -~ ~ f i• -:,.~ . . ~g-1;: ....,= !2.3;" ~cg_ i-~ 8~ c;:;1 -= ~Q i~ ~~ ' ' ' ' ' ' ' ' 44 5 I Carlsbad Poinsettia COASTER Connection to Palomar College Conex1on 445 Carlsbad Poinsettia COASTER a Palomar College Bold denotes P.M. times/El texto en negrito indica horario en las tardes (P.M.) Monday -Friday Eastbound to Palomar College Lunes a Viernes • Oireccion hacia el este a Palomar College ARRIVING ARRIVING SB COASTER NB COASTER Son Morcos from Oceonside from Son Oiego Carlsbad Polomor Loker Ave. Blvd. & Uegada SB COASTER Uegada NB COASTER Poinsettia Airport Rd. & & Rancho Santo desde Oceanside desde San Diego Station Yorrow Dr. El Fuerte St. Fe Rd. COASTER COASTER 1 2 3 4 6:42 7:09 ' *7:14 7:31 7:39 7:51 ' 7:49 8:36 ' *8:41 8:58 9:06 -' --' ---3:45 ' 3:43 2:48 ' 4:03 4:17 4:24 4:36 ' Palomar College Transit Center s 8:0la - 3:57p 4:48 ·-------------------------- Mondat -Friday Westbound to Carls ad Poinsettia Station Lunes a Viernes • Oireccion hacia el oeste a la Estacion Carlsbad Poinsettia DEPARTING DEPARTING Palomar Son Morcos NB COASTER SB COASTER College Blvd. & Loker Ave. Polomo1 Carlsbad To Oceanside To Son Diego Transit Rancho Santo & Airport Rd. & Poinsettia SALIDA NB COASTER SALIDA 58 COASTER Center Fe Rd. El Fuerte St. Yorrow Dr. Station a Oceanside a San Diego s 4 3 2 1 COASTER COASTER 6:26 6:37 6:46 6:53 7:08 ' 7:09 7:26a ' 7:36 7:53 8:03 8:10 8:25 ' 8:36 9:47 ' 8:2 1 8:30 ---' --' 4:26 4:36 4:45 4:52 5:07 ' 5:14 5:21p ' 4:56 5:06 5:14 5:21 5:36 ' 5:46 5:51 ' ' ' ' ' ' ' ' ' ' ' --------------------------· Route 445 does not operate on Saturdays, Sundays, or holidays. la Ruta 445 no opera los s6bados, domingos o en dies lestivos. Monday -Friday school days only. Lunes a Viernes solamente en dies escolares. • Bus may wait up to ten minutes for a late arriving COASTER train. El autobus puede esperar haste diez minutes en caso que un tren COASTER este atrasado. Guio de Posoieros del NORTH COUNTY TRANSIT DISTRICT I VAllDA desde el 7 de octubre de/ 2018 223 ... .. .. .,, -.. .. ... ... ., .... ... ... .. .. LINSCOTT, LAW & GREENSPAN, engineers APPENDIX E MMLOS RESULTS LLG Ref. 3-19-3089 NextMed Specific Plan May require improvements and upgrades to fully support CAP goals! * Are crosswalks marked per CA MUTCD standards? * Minimum Sidewalk Unobstructed Width in Feet (Minimum ADA unobstructed width requirement is 4'): * Do sidewalks appear to meet ADA requirements (e.g., cross-slope and trip hazards)? * Do ramps and landings appear to meet ADA * Do the street light locations appear adequate? Speed limit (miles per hour -mph): Number of Through Lanes: Are there 3 lanes or less to be crossed without pedestrian refuge? (Include turn lanes in count) Width (ft.) of landscaped buffer between pedestrian facility and vehicle travel way: Does on-street parking or a bike lane provide 6' or more buffer between pedestrians and vehicle travel way? Any apparent sight distance issues at intersections and pedestrian crossings? Are there any permanent speed control devices installed? Are there traffic calming measures that reduce crossing width (e.g., bulbouts, chokers, right-turn median island)? Do crosswalks appear to be high visibility? Are there intersection enhancements provided for pedestrians (e.g., pedestrian signal phasing, countdown heads)? Are there Rectangular Rapid Flashing Beacons (RRFBs) at street crossings? Is there pedestrian scale lighting? Do active building frontages appear to be present on 80% of street curb line? Does the street furniture appear to be oriented towards businesses or attractions? Do the street trees appear to provide shade over more than 50% of the sidewalk length? Camino Del Parque Paseo Del Norte Caminito Del Reposo Local/Neighborhood Yes 6 Yes No Yes 25 mph or lower 25 mph or lower 1 Yes O' to 2' Yes No No No No No No No No No Project: Carlsbad Corporate Plaza Parking Structure Segment: Camino Del Parque From Paseo Del Norte To Caminita Del Reposa Scenario: All Scenarios meets ADA unobstructed width requirements • Essential Features (Criteria must be met}: Sidewalk width meets minimum width for typology according to the Mobility Element (or 5' if unspecified) Sidewalk width exceeds minimum width for typology Accessibility and according to the Mobility Element (or 6' if unspecified) functionality • Essential Features (Criteria must be met}: Ramps and landings within segment meet ADA requirements segments meet ADA requirements (cross-slope and trip Sidewalk width meets recommended width for typology according to the Mobility Element (or 8' if unspecified) 3 lanes or less to be crossed without pedestrian refuge On-street parking or bike lane provides 6' or more buffer between pedestrians and vehicle travel way Landscaping 2' to 5' wide provides 'buffer' between pedestrians and vehicle travel way Landscaping greater than 5' wide provides 'buffer' between Street characteristics pedestrians and vehicle travel way Less than 3,000 vehicles per lane per day Speed limit 30 mph or less No apparent sight distance issues at intersections and pedestrian crossings Permanent speed control devices installed on segments posted as approved by the City Traffic Engineer • Essential Features (Criteria must be met}: Crosswalks are marked according to CA MUTCD guidelines Crosswalk is high visibility (i.e., continental markings per the CA MUTCD) Crossing characteristics Traffic calming measures that reduce crossing width {pedestrian refuge, bulbouts, chokers, right-turn median island) Presence of intersection enhancements for pedestrians {pedestrian-friendly signal phasing, pedestrian countdown heads, signage, etc.) RRFBs at uncontrolled crossings if warranted • Essential Features (Criteria must be met): Street light locations appear adequate Active building frontages on 80% of street curbline (pedestrian attracting frontages such as active storefronts and recreationa Other Elements spaces) Street trees provide shade over more than 50% of sidewalk length Street furniture oriented toward businesses or attractions 10 0 10 5 0 0 10 0 0 10 0 10 10 0 10 10 0 10 5 0 5 5 0 0 10 0 0 5 0 5 5 5 5 5 0 5 5 0 0 10 0 10 5 0 0 10 0 0 10 0 0 5 0 0 10 0 10 5 0 0 5 0 5 5 0 0 5 0 0 s 100 F A No No May require improvements and upgrades to fully support CAP goals! * Do the roadway pavement conditions appear to be good (e.g., no pot holes)? * Does bike facility on roadway appear to be free of obstructions (e.g., drainage grates)? * Does the bicycle facility appear to meet MUTCD signing and striping design guidelines? Is on-street parking provided? Speed limit (miles per hour -mph): Does the bikeway on the study segment and side streets meet and/or exceed the Bicycle Master Plan? Is there enhanced bicycle detection or video detection provided at intersections? Any bicycle racks are provided along segment? NFO Camino Del Parque Paseo Del Norte Caminito Del Reposo Local/Neighborhood NB SCORE I LOS o I - Yes 25 mph or lower Both No No SB SCORE I LOS o I - Yes 25 mph or lower Both No No Project: Carlsbad Corporate Plaza Parking Structure Segment: Camino Del Parque From Paseo Del Norte To Caminito Del Reposo Scenario: All Scenarios By: LLG Bicycle MMLOS Criteria ~~~-~---~-NB SB Criteria Points Points Assigned Points Assigned Speed limit is~ 25 mph 25 25 25 Speed limit is 30 mph 15 0 0 Street Characteristics Speed limit is 35 mph 10 0 0 Residential street with ADT < 3,000 15 15 15 Street with ADT between 3,000 and 6,000 10 0 0 Class I facility (off-street path), Class IV (cycle track), or multiuse path 25 0 0 Class II facility that meets minimum width of 5' (on-street 15 0 0 bicycle lanes) Facility Bike lane buffer (2' min) is provided 5 0 0 Class Ill facility (bike route designated by signage or paint only) 5 0 0 Additional traffic calming/speed management features have 10 0 0 been applied to Class Ill facility (i.e. a bike boulevard) Bikeway meets or exceeds the Bicycle Master Plan 25 25 25 Bike lane (including buffer) is at least 8' wide from face of curb 10 0 0 Bicycle facilities with signing and striping meet design 10 0 0 Bikeway Design guidelines D Good pavement condition for bikeway (no visible potholes) 10 10 10 Free of infrastructure that obstructs bike facility (e.g. grates) 5 0 0 Bikeways on side streets are consistent with Bicycle Master 5 5 5 Connectivity/ Plan along segment Contiguity Bike lanes are striped continuously on all approaches to and departures from intersections, without dropping at turn lanes 5 0 0 or driveways Adjacent Vehicle No on-street parking and speed limit is 25 or 30 mph 5 0 0 Parking Back-in angled parking 5 0 0 Paral lel parking with door-side buffered bike lane 5 0 0 Enhanced bicycle detection or video detection is provided at 5 0 0 Other Elements intersections Bicycle racks are provided along segment 5 0 0 80 80 B B May require improvements and upgrades to fully support CAP goals! I s rs? • Minimum Sidewalk Unobstructed Width in Feet (Minimum ADA unobstructed width requirement is 4'): • Do sidewalks appear to meet ADA requirements (e.g., cross-slope and trip hazards)? • Do ramps and landings appear to meet ADA refuge? (Include turn lanes in count) Width (ft.) of landscaped buffer between pedestrian facility and vehicle travel way: Does on-street parking or a bike lane provide 6' or more buffer between pedestrians and vehicle travel way? Any apparent sight distance issues at intersections and pedestrian crossings? Are there any permanent speed control devices installed? Are there traffic calming measures that reduce crossing width (e.g., bulbouts, chokers, right-turn median island)? Do crosswalks appear to be high visibility? Are there intersection enhancements provided for pedestrians (e.g., pedestrian signal phasing, countdown heads)? Are there Rectangular Rapid Flashing Beacons (RRFBs) at street crossings? Is there pedestrian scale lighting? Do active building frontages appear to be present on 80% of street curb line? Does the street furniture appear to be oriented towards businesses or attractions? o the street trees appear to provide shade over more Yes 6 No No Yes higher t an 35 ph higher than 35 mph 2 2 No O' to 2' Yes No No No Yes No No No No No Project: Carlsbad Corporate Plaza Parking Structure Segment: Paseo Del Norte From Palomar Airport Rd To Project Driveway Scenario: All Scenarios Accessibility and functionality meets ADA unobstructed width requirements * Essential Features (Criteria must be met): Sidewalk width meets minimum width for typology according to the Mobility Element (or S' if unspecified) Sidewalk width exceeds minimum width for typology according to the Mobility Element (or 6' if unspecified) * Essential Features (Criteria must be met): Ramps and landings within segment meet ADA requirements w segments meet ADA requirements (cross-slope and trip Sidewalk width meets recommended width for typology according to the Mobility Element (or 8' if unspecified) 3 lanes or less to be crossed without pedestrian refuge On-street parking or bike lane provides 6' or more buffer between pedestrians and vehicle travel way Landscaping 2' to 5' wide provides 'buffer' between pedestrians and vehicle travel way Landscaping greater than 5' wide provides 'buffer' between Street characteristics pedestrians and vehicle travel way Less than 3,000 vehicles per lane per day Speed limit 30 mph or less No apparent sight distance issues at intersections and pedestrian crossings Permanent speed control devices installed on segments posted as approved by the City Traffic Engineer * Essential Features {Criteria must be met): Crosswalks are marked according to CA MUTCD guidelines Crosswalk is high visibility (i.e., continental markings per the CA MUTCD) Traffic calming measures that reduce crossing width Crossing characteristics (pedestrian refuge, bulbouts, chokers, right-turn median island) Other Elements Presence of intersection enhancements for pedestrians (pedestrian-friendly signal phasing, pedestrian countdown heads, signage, etc.) RRFBs at uncontrolled crossings if warranted * Essential Features {Criteria must be met): Street light locations appear adequate Active building frontages on 80% of street curbline (pedestrian attracting frontages such as active storefronts and recreationa spaces) Street trees provide shade over more than 50% of sidewalk length Street furniture oriented toward businesses or attractions 10 5 10 10 10 10 5 5 10 5 5 5 5 10 5 10 10 5 10 5 5 5 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 No 10 5 0 0 0 0 5 0 0 0 0 5 0 10 0 0 0 0 10 0 0 0 0 60 D No * Do the roadway pavement conditions appear to be good (e.g., no pot holes)? * Does bike facility on roadway appear to be free of obstructions (e.g., drainage grates)? * Does the bicycle facility appear to meet MUTCD signing and striping design guidelines? Is on-street parking provided? Speed limit (miles per hour -mph): Does the bikeway on the study segment and side streets meet and/or exceed the Bicycle Master Plan? Is there enhanced bicycle detection or video detection provided at intersections? Any bicycle racks are provided along segment? NFO Paseo Del Norte Palomar Airport Rd Project Driveway Neighborhood Connector 9,400 NB SCORE I LOS 75 IC Yes Yes Yes No higher than 35 mph Both No No SB SCORE I LOS 75 IC Yes Yes Yes No higher than 35 mph Both No No Project: Carlsbad Corporate Plaza Parking Structure Segment: Paseo Del Norte From Palomar Airport Rd To Project Driveway Scenario: All Scenarios By: LLG Bicycle MMLOS Criteria NB SB Criteria Points Points Assigned Points Assigned Speed limit is s 25 mph 25 0 0 Speed limit is 30 mph 15 0 0 Street Characteristics Speed limit is 35 mph 10 0 0 Residential street with ADT < 3,000 15 0 0 Street with ADT between 3,000 and 6,000 10 0 0 Class I facility (off-street path), Class IV (cycle track), or 25 0 0 multiuse path Class II facility that meets minimum width of 5' (on-street 15 15 15 bicycle lanes) Facility Bike lane buffer (2' min) is provided 5 0 0 Class Ill facility (bike route designated by signage or paint only) 5 0 0 Additional traffic calming/speed management features have 10 0 0 been applied to Class Ill facility (i.e. a bike boulevard) Bikeway meets or exceeds the Bicycle Master Plan 25 25 25 Bike lane (including buffer) is at least 8' wide from face of curb 10 0 0 Bicycle facilities with signing and striping meet design 10 10 10 Bikeway Design guidelines D Good pavement condition for bikeway (no visible potholes) 10 10 10 Free of infrastructure that obstructs bike facility (e.g. grates) 5 5 5 Bikeways on side streets are consistent with Bicycle Master 5 5 5 Connectivity/ Plan along segment Contiguity Bike lanes are striped continuously on all approaches to and departures from intersections, without dropping at turn lanes 5 5 5 or driveways Adjacent Vehicle No on-street parking and speed limit is 25 or 30 mph 5 0 0 Parking Back-in angled parking 5 0 0 Parallel parking with door-side buffered bike lane 5 0 0 Enhanced bicycle detection or video detection is provided at 5 0 0 Other Elements intersections Bicycle racks are provided along segment 5 0 0 75 75 C C May require improvements and upgrades to fully support CAP goals! • Are crosswalks marked per CA MUTCD standards? • Minimum Sidewalk Unobstructed Width in Feet (Minimum ADA unobstructed width requirement is 4'}: • Do sidewalks appear to meet ADA requirements (e.g., cross-slope and trip hazards)? • Do ramps and landings appear to meet ADA • Do the street light locations appear adequate? Speed limit (miles per hour -mph}: Number of Through Lanes: Are there 3 lanes or less to be crossed without pedestrian refuge? (Include turn lanes in count) Width (ft.} of landscaped buffer between pedestrian facility and vehicle travel way: Does on-street parking or a bike lane provide 6' or more buffer between pedestrians and vehicle travel way? Any apparent sight distance issues at intersections and pedestrian crossings? Are there any permanent speed control devices installed? Are there traffic calming measures that reduce crossing width (e.g., bulbouts, chokers, right-turn median island)? Do crosswalks appear to be high visibility? Are there intersection enhancements provided for pedestrians (e.g., pedestrian signal phasing, countdown heads)? Are there Rectangular Rapid Flashing Beacons (RRFBs) at street crossings? Is there pedestrian scale lighting? Do active building frontages appear to be present on 80% of street curb line? Does the street furniture appear to be oriented towards businesses or attractions? Do the street trees appear to provide shade over more than 50% of the sidewalk length? Paseo Del Norte Project Driveway Caminito Madrigal Neighborhood Connector NB SCORE I LOS o I - higher than 35 mph 1 Yes 5 Yes Yes Yes higher than 35 mph 1 O' to 2' Yes No No No No No No No No No Project: NextMed Segment: Paseo Del Norte From Project Driveway To Caminito Madrigal Scenario: All Scenarios Accessibility and functionality meets ADA unobstructed width requirements • Essential Features {Criteria must be met}: Sidewalk width meets minimum width for typology according to the Mobility Element (or S' if unspecified) Sidewalk width exceeds minimum width for typology according to the Mobility Element (or 6' if unspecified) • Essential Features {Criteria must be met}: Ramps and landings within segment meet ADA requirements I W segments meet ADA requirements (cross-slope and trip Sidewalk width meets recommended width for typology according to the Mobility Element (or 8' if unspecified) 3 lanes or less to be crossed without pedestrian refuge On-street parking or bike lane provides 6' or more buffer between pedestrians and vehicle travel way Landscaping 2' to 5' wide provides 'buffer' between pedestrians and vehicle travel way Landscaping greater than 5' wide provides 'buffer' between Street characteristics pedestrians and vehicle travel way Crossing characteristics Other Elements Less than 3,000 vehicles per lane per day Speed limit 30 mph or less No apparent sight distance issues at intersections and pedestrian crossings Permanent speed control devices installed on segments posted as approved by the City Traffic Engineer • Essential Features {Criteria must be met}: Crosswalks are marked according to CA MUTCD guidelines Crosswalk is high visibility (i.e., continental markings per the CAMUTCD) Traffic calming measures that reduce crossing width (pedestrian refuge, bulbouts, chokers, right-turn median island) Presence of intersection enhancements for pedestrians (pedestrian-friendly signal phasing, pedestrian countdown heads, signage, etc.) RRFBs at uncontrolled crossings if warranted • Essential Features {Criteria must be met}: Street light locations appear adequate Active building frontages on 80% of street curbline (pedestrian attracting frontages such as active storefronts and recreationa spaces) Street trees provide shade over more than 50% of sidewalk length Street furniture oriented toward businesses or attractions 10 5 10 10 10 10 5 5 10 5 5 5 5 10 5 10 10 5 10 5 5 5 0 0 0 0 0 0 0 0 0 5 0 0 0 0 0 0 0 0 0 0 0 0 0 s F No 10 0 10 10 0 0 5 0 0 5 0 5 0 10 0 0 0 0 10 0 0 0 0 80 B Yes * Do the roadway pavement conditions appear to be good (e.g., no pot holes)? * Does bike facility on roadway appear to be free of obstructions (e.g., drainage grates)? * Does the bicycle facility appear to meet MUTCD signing and striping design guidelines? Is on-street parking provided? Speed limit (miles per hour -mph): Does the bikeway on the study segment and side streets meet and/or exceed the Bicycle Master Plan? Is there enhanced bicycle detection or video detection provided at intersections? Any bicycle racks are provided along segment? NFO Paseo Del Norte Project Driveway Caminita Madrigal Neighborhood Connector NB SCORE I LOS 90 I A Yes Yes Yes No higher than 35 mph Both No No SB SCORE I LOS 90 I A Yes Yes Yes No higher than 35 mph Both No No Project: NextMed Segment: Paseo Del Norte From Project Driveway To Caminito Madrigal Scenario: All Scenarios By: LLG Bicycle MMLOS Criteria NB SB Criteria Points Points Assigned Points Assigned Speed limit is :s; 25 mph 25 0 0 Speed limit is 30 mph 15 0 0 Street Characteristics Speed limit is 35 mph 10 0 0 Residential street with ADT < 3,000 15 0 0 Street with ADT between 3,000 and 6,000 10 0 0 Class I facility (off-street path), Class IV (cycle track), or 25 0 0 multiuse path Class II facility that meets minimum width of 5' (on-street 15 15 15 bicycle lanes) Facility Bike lane buffer (2' min) is provided 5 5 5 Class Ill facility (bike route designated by signage or paint only) 5 0 0 Additional traffic calming/speed management features have 10 0 0 been applied to Class Ill facility (i.e. a bike boulevard) Bikeway meets or exceeds the Bicycle Master Plan 25 25 25 Bike lane (including buffer) is at least 8' wide from face of curb 10 10 10 Bicycle facilities with signing and striping meet design 10 10 10 Bikeway Design guidelines D Good pavement condition for bikeway (no visible potholes) 10 10 10 Free of infrastructure that obstructs bike facility (e.g. grates) 5 5 5 Bikeways on side streets are consistent with Bicycle Master 5 5 5 Connectivity/ Plan along segment Contiguity Bike lanes are striped continuously on all approaches to and departures from intersections, without dropping at turn lanes 5 5 5 or driveways Adjacent Vehicle No on-street parking and speed limit is 25 or 30 mph 5 0 0 Parking Back-in angled parking 5 0 0 Parallel parking with door-side buffered bike lane 5 0 0 Enhanced bicycle detection or video detection is provided at 5 0 0 Other Elements intersections Bicycle racks are provided along segment 5 0 0 90 90 A A .. .. ... ... ... .. -- -.. .. .. .. ... .. LINSCOTT, LAW & GREENSPAN, engineers APPENDIX F HCM ANALYSIS WORKSHEETS - EXISTING LLG Ref. 3-19-3089 NextMed Specific Plan Existing AM 1: 1-5 SB Rames & Palomar Aireort Rd ~ _., • 'f +--\.. "" t Movement EBL EBT EBR WBL WBT WBR NBL NBT Lane Configurations ttf+ tt .,, Traffic Volume (veh/h) 0 415 50 0 577 141 0 0 Future Volume (veh/h) 0 415 50 0 577 141 0 0 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pb T) 1.00 0.98 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No Adj Sat Flow, veh/h/ln 0 1870 1870 0 1870 1870 Adj Flow Rate, veh/h 0 441 53 0 614 0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh , % 0 2 2 0 2 2 Cap, veh/h 0 2865 338 0 2206 Arrive On Green 0.00 0.62 0.62 0.00 0.62 0.00 Sat Flow, veh/h 0 4785 544 0 3647 1585 Grp Volume(v), veh/h 0 323 171 0 614 0 Grp Sat Flow(s),veh/h/ln 0 1702 1757 0 1777 1585 Q Serve(g_s), s 0.0 5.6 5.7 0.0 11.1 0.0 Cycle Q Clear(g_c), s 0.0 5.6 5.7 0.0 11.1 0.0 Prop In Lane 0.00 0.31 0.00 1.00 Lane Grp Cap(c), veh/h 0 2113 1090 0 2206 V/C Ratio(X) 0.00 0.15 0.16 0.00 0.28 Avail Cap(c_a), veh/h 0 2113 1090 0 2206 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(!) 0.00 1.00 1.00 0.00 0.92 0.00 Uniform Delay (d), s/veh 0.0 11 .1 11.2 0.0 12.2 0.0 Iner Delay (d2), s/veh 0.0 0.2 0.3 0.0 0.3 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 2.2 2.3 0.0 4.5 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 11 .3 11.5 0.0 12.5 0.0 LnGre LOS A B B A B Approach Vol, veh/h 494 614 A Approach Delay, s/veh 11 .3 12.5 Approach LOS B B ifimer -Assignea Phs 2 4 6 Phs Duration (G+Y+Rc), s 92.3 47.7 92.3 Change Period (Y+Rc), s 5.4 5.1 5.4 Max Green Setting (Gmax), s 52.6 76.9 52.6 Max Q Clear Time (g_c+l1), s 7.7 39.8 13.1 Green Ext Time (p_c), s 2.2 2.8 3.1 ntersection Summa HCM 6th Ctrl Delay 31.1 HCM 6th LOS C Notes Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary N:\3089\Analysis\Synchro\ 1 Existing AM.syn Carlsbad Corp Plaza 12/03/2019 ~ '-. + ""' NBR SBL SBT SB~ "i"i .,, 0 908 0 310 0 908 0 310 0 0 0 1.00 1.00 1.00 1.00 1.00 No 1870 0 1870 966 0 330 0.94 0.94 0.94 2 0 2 1052 0 482 0.30 0.00 0.30 3456 0 1585 966 0 330 1728 0 1585 37.8 0.0 25.6 37.8 0.0 25.6 1.00 1.00 1052 0 482 0.92 0.00 0.68 1898 0 871 1.00 1.00 1.00 1.00 0.00 1.00 47.0 0.0 42.8 1.8 0.0 0.6 0.0 0.0 0.0 16.5 0.0 10.2 48.8 0.0 43.4 D A D 1296 47.4 D Synchro 10 Report Existing AM 2: 1-5 NB Rames & Palomar Aireort Rd ,> --+ -,. f +-"'-~ t I'" \. + Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations "i ttt ttt '(''(' 4' '(''(' Traffic Volume (veh/h) 81 1242 0 0 572 404 146 0 1216 0 0 Future Volume (veh/h) 81 1242 0 0 572 404 146 0 1216 0 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.98 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 0 0 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 84 1280 0 0 590 416 151 0 1254 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 2 2 0 0 2 2 2 2 2 Cap, veh/h 105 2308 0 0 1836 980 842 0 1319 Arrive On Green 0.04 0.30 0.00 0.00 0.24 0.24 0.47 0.00 0.47 Sat Flow, veh/h 1781 5274 0 0 5274 2725 1781 0 2790 Grp Volume(v), veh/h 84 1280 0 0 590 416 151 0 1254 Grp Sat Flow(s),veh/h/ln1781 1702 0 0 1702 1363 1781 0 1395 Q Serve{g_s), s 6.5 29.4 0.0 0.0 13.3 18.1 6.8 0.0 60.3 Cycle Q Clear{g_c), s 6.5 29.4 0.0 0.0 13.3 18.1 6.8 0.0 60.3 Prop In Lane 1.00 0.00 0.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 105 2308 0 0 1836 980 842 0 1319 V/C Ratio(X) 0.80 0.55 0.00 0.00 0.32 0.42 0.18 0.00 0.95 Avail Cap{c_a), veh/h 195 2308 0 0 1836 980 1004 0 1572 HCM Platoon Ratio 0.67 0.67 1.00 1.00 0.67 0.67 1.00 1.00 1.00 Upstream Filter{I) 0.78 0.78 0.00 0.00 0.88 0.88 1.00 0.00 1.00 Uniform Delay (d), s/veh 66.4 37.0 0.0 0.0 39.1 40.9 21 .2 0.0 35.3 Iner Delay (d2), s/veh 4.1 0.8 0.0 0.0 0.4 1.2 0.0 0.0 11 .0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/lrtl.2 13.1 0.0 0.0 6.0 6.6 2.9 0.0 22.1 Unsig . Movement Delay, s/veh LnGrp Delay(d),s/veh 70.5 37.7 0.0 0.0 39.5 42.1 21.3 0.0 46.3 LnGre LOS E D A A D D C A D Approach Vol, veh/h 1364 1006 1405 Approach Delay, s/veh 39.8 40.6 43.6 Approach LOS D D D 2 5 6 8 Phs Duration (G+Y+Rc), s 68.7 13.0 55.7 71 .3 Change Period (Y+Rc), s 5.4 * 4.7 5.4 5.1 Max Green Setting (Gmax), s 50.6 *15 30.6 78.9 Max Q Clear Time (g_c+l1), s 31.4 8.5 20.1 62.3 Green Ext Time (p_c), s 6.6 0.0 3.0 4.0 ntersection Summa!l'. HCM 6th Ctrl Delay 41 .4 HCM 6th LOS D otes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary N:\3089\Analysis\Synchro\1 Existing AM.syn Carlsbad Corp Plaza 12/03/2019 .; SBR 0 0 Synchro 10 Report Existing AM 3: Paseo Del Norte & Palomar Aireort Rd .,> -+ -.,. f +-...__ ~ t I" '-. + Movement EBL EBT EBR BL WBT WBR NBL NBT NBR SBL SBT Lane Configurations "i"i ttf+ "i"i tttt ., "i"i tf+ "i"i tf+ Traffic Volume (veh/h) 100 2337 177 116 834 133 165 74 162 79 54 Future Volume (veh/h) 100 2337 177 116 834 133 165 74 162 79 54 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.99 1.00 0.99 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 109 2540 192 126 907 145 179 80 176 86 59 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh , % 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 1625 3035 225 146 1193 350 338 275 244 131 159 Arrive On Green 0.63 0.83 0.83 0.04 0.19 0.19 0.10 0.16 0.16 0.04 0.09 Sat Flow, veh/h 3456 4844 359 3456 6434 1564 3456 1777 1573 3456 1777 Grp Volume(v), veh/h 109 1769 963 126 907 145 179 80 176 86 59 Grp Sat Flow(s),veh/h/ln1728 1702 1799 1728 1609 1564 1728 1777 1573 1728 1777 Q Serve(g_s), s 1.7 39.3 43.4 5.1 18.7 4.7 6.9 5.6 14.9 3.4 4.4 Cycle Q Clear(g_c), s 1.7 39.3 43.4 5.1 18.7 4.7 6.9 5.6 14.9 3.4 4.4 Prop In Lane 1.00 0.20 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 1625 2132 1127 146 1193 350 338 275 244 131 159 V/C Ratio(X) 0.07 0.83 0.85 0.87 0.76 0.41 0.53 0.29 0.72 0.66 0.37 Avail Cap(c_a), veh/h 1625 2132 1127 146 2803 742 338 495 438 291 518 HCM Platoon Ratio 1.33 1.33 1.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.60 0.60 0.60 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 14.2 7.6 8.0 66.7 54.1 27.1 60.1 52.3 56.3 66.5 60.0 Iner Delay (d2), s/veh 0.0 2.4 5.2 37.0 4.6 3.6 0.8 0.2 1.5 2.1 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ¾ile BackOfQ(50%),veh/lr().7 8.3 10.5 3.0 8.0 4.7 3.1 2.5 6.0 1.6 2.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 14.2 10.0 13.2 103.7 58.7 30.7 60.9 52.5 57.8 68.5 60.6 LnGre LOS B B B F E C E D E E E Approach Vol, veh/h 2841 1178 435 210 Approach Delay, s/veh 11 .3 60.0 58.1 64.1 Approach LOS B E E E t imer -Assigned Phs 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), W.1 93.7 18.7 17.5 71 .8 32.0 9.5 26.7 Change Period (Y+Rc), ~ 4.2 6.0 5.0 *5 6.0 *6 * 4.2 5.0 Max Green Setting (Gma'4S 63.9 10.0 * 41 8.8 * 61 * 12 39.0 Max Q Clear Time (g_c+I~, t 45.4 8.9 7.6 3.7 20.7 5.4 16.9 Green Ext Time (p_c), s 0.0 14.4 0.0 0.5 0.1 5.2 0.1 1.0 ntersection Summa HCM 6th Ctrl Delay 30.3 HCM 6th LOS C ates * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary N:\3089\Analysis\Synchro\ 1 Existing AM.syn Carlsbad Corp Plaza 12/03/2019 .,, SBR 60 60 0 0.98 1.00 1870 65 0.92 2 139 0.09 1553 65 1553 5.6 5.6 1.00 139 0.47 453 1.00 1.00 60.6 0.9 0.0 2.2 61.5 E Synchro 10 Report Existing AM 4: Paseo Del Norte & Proj Drwy ntersection Int Delay, s/veh 0.3 ovement EBL EBR NBL NBT Lane Configurations V "I tt Traffic Vol, veh/h 2 2 17 312 Future Vol, veh/h 2 2 17 312 Conflicting Peds, #/hr 0 0 0 0 Sign Control Stop Stop Free Free RT Channelized -None -None Storage Length 0 25 Veh in Median Storage, # 0 0 Grade,% 0 0 Peak Hour Factor 92 92 92 92 Heavy Vehicles, % 2 2 2 2 Mvmt Flow 2 2 18 339 ,Major/Minor Minor2 Major1 Conflicting Flow All 403 109 217 0 Stage 1 197 Stage 2 206 Critical Hdwy 6.84 6.94 4.14 Critical Hdwy Sig 1 5.84 Critical Hdwy Stg 2 5.84 Follow-up Hdwy 3.52 3.32 2.22 Pot Cap-1 Maneuver 575 924 1350 Stage 1 817 Stage 2 808 Platoon blocked,% Mov Cap-1 Maneuver 568 924 1350 Mov Cap-2 Maneuver 628 Stage 1 806 Stage 2 808 roach HCM Control Delay, s 9.8 0.4 HCM LOS A ,Minor Lane/Major Mvmt NBL NBTEBLn1 Capacity (veh/h) 1350 -748 HCM Lane V/C Ratio 0.014 -0.006 HCM Control Delay (s) 7.7 9.8 HCM Lane LOS A A HCM 95th %tile Q(veh) 0 0 HCM6th TWSC N:\3089\Analysis\Synchro\ 1 Existing AM.syn SBT SBR tf+ 163 37 163 37 0 0 Free Free -None 0 0 92 92 2 2 177 40 Major2 0 SB 0 SBT SBR Carlsbad Corp Plaza 12/03/2019 Synchro 10 Report Existing AM 5: Paseo Del Norte & Camino De Las Ondas .,> -+ ovement EBL EBT Lane Configurations ., f+ Traffic Volume (veh/h) 15 43 Future Volume (veh/h) 15 43 Initial Q (Qb), veh 0 0 Ped-Bike Adj(A_pbT) 1.00 Parking Bus, Adj 1.00 1.00 Work Zone On Approach No Adj Sat Flow, veh/h/ln 1870 1870 Adj Flow Rate, veh/h 16 47 Peak Hour Factor 0.92 0.92 Percent Heavy Veh, % 2 2 Cap, veh/h 28 88 Arrive On Green 0.02 0.07 Sat Flow, veh/h 1781 1231 Grp Volume(v), veh/h 16 0 Grp Sat Flow(s),veh/h/ln 1781 0 Q Serve(g_s), s 0.5 0.0 Cycle Q Clear(g_c), s 0.5 0.0 Prop In Lane 1.00 Lane Grp Cap(c), veh/h 28 0 V/C Ratio(X) 0.57 0.00 Avail Cap(c_a), veh/h 154 0 HCM Platoon Ratio 1.00 1.00 Upstream Filter(I) 1.00 0.00 Uniform Delay (d), s/veh 25.4 0.0 Iner Delay (d2), s/veh 6.4 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 o/oile BackOfQ(50%),veh/ln 0.2 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 31.8 0.0 LnGre LOS C A Approach Vol, veh/h 83 Approach Delay, s/veh 27.7 Approach LOS C iTimer -Assigned Phs 1 2 Phs Duration (G+Y+Rc), s 7.9 21 .3 Change Period (Y+Rc), s 5.0 5.0 Max Green Setting (Gmax), s 5.1 24.2 Max Q Clear Time (g_c+I1), s 4.3 14.1 Green Ext Time (p_c), s 0.0 2.0 ntersection Summa!l'. HCM 6th Ctrl Delay HCM 6th LOS HCM 6th Signalized Intersection Summary N:\3089\Analysis\Synchro\ 1 Existing AM .syn ...... 'f EBR WBL ., 18 230 18 230 0 0 0.97 1.00 1.00 1.00 1870 1870 20 250 0.92 0.92 2 2 38 307 0.07 0.17 524 1781 67 250 1755 1781 1.9 7.0 1.9 7.0 0.30 1.00 126 307 0.53 0.82 913 470 1.00 1.00 1.00 1.00 23.3 20.7 3.5 3.5 0.0 0.0 0.9 2.9 26.7 24.2 C C 3 4 13.9 8.7 5.0 5.0 13.7 27.0 9.0 3.9 0.2 0.3 20.9 C ...,_ WBT f+ 16 16 0 1.00 No 1870 17 0.92 2 68 0.23 297 0 0 0.0 0.0 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0 0.0 A 342 22.1 C 5 5.4 5.0 4.5 2.2 0.0 Carlsbad Corp Plaza 12/03/2019 -\.. ' t I" \. + .,' WBR NBL NBT NBR SBL SBT SBR ., f+ ., f+ 69 6 188 206 74 144 12 69 6 188 206 74 144 12 0 0 0 0 0 0 0 0.98 1.00 0.97 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 No No 1870 1870 1870 1870 1870 1870 1870 75 7 204 224 80 157 13 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 298 13 252 277 101 620 51 0.23 0.01 0.31 0.31 0.06 0.36 0.36 1310 1781 803 881 1781 1703 141 92 7 0 428 80 0 170 1607 1781 0 1684 1781 0 1845 2.4 0.2 0.0 12.1 2.3 0.0 3.4 2.4 0.2 0.0 12.1 2.3 0.0 3.4 0.82 1.00 0.52 1.00 0.08 366 13 0 529 101 0 671 0.25 0.53 0.00 0.81 0.79 0.00 0.25 1120 154 0 785 175 0 881 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 16.4 25.7 0.0 16.4 24.2 0.0 11.6 0.1 11.8 0.0 3.9 5.1 0.0 0.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.8 0.1 0.0 4.6 1.0 0.0 1.2 16.6 37.4 0.0 20.3 29.3 0.0 11.8 B D A C C A B 435 250 20.6 17.4 C B 6 7 8 23.9 5.8 16.8 5.0 5.0 5.0 24.8 4.5 36.2 5.4 2.5 4.4 0.8 0.0 0.3 Synchro 10 Report Existing AM Carlsbad Corp Plaza 6: 1-5 SB Rames & Poinsettia Ln 12/03/2019 ,,,. ---+ l' 'f +-~ ~ t I"' \. ! .,' ovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt r' ""i""i tt ""i 4 r' Traffic Volume (veh/h) 0 547 118 356 656 0 0 0 0 250 11 294 Future Volume (veh/h) 0 547 118 356 656 0 0 0 0 250 11 294 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pb T) 1.00 0.98 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 0 1870 1870 1870 1870 0 1870 1870 1870 Adj Flow Rate, veh/h 0 595 128 387 713 0 281 0 320 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 2 2 2 2 0 2 2 2 Cap, veh/h 0 1342 587 478 2112 0 840 0 374 Arrive On Green 0.00 0.38 0.38 0.14 0.59 0.00 0.24 0.00 0.24 Sat Flow, veh/h 0 3647 1556 3456 3647 0 3563 0 1585 Grp Volume(v), veh/h 0 595 128 387 713 0 281 0 320 Grp Sat Flow(s),veh/h/ln 0 1777 1556 1728 1777 0 1781 0 1585 Q Serve(g_s), s 0.0 7.5 3.3 6.5 6.1 0.0 3.9 0.0 11 .6 Cycle Q Clear(g_c), s 0.0 7.5 3.3 6.5 6.1 0.0 3.9 0.0 11 .6 Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 1342 587 478 2112 0 840 0 374 V/C Ratio(X) 0.00 0.44 0.22 0.81 0.34 0.00 0.33 0.00 0.86 Avail Cap(c_a), veh/h 0 1342 587 478 2112 0 1033 0 460 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(!) 0.00 1.00 1.00 0.83 0.83 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 14.0 12.7 25.1 6.2 0.0 19.0 0.0 22.0 Iner Delay (d2), s/veh 0.0 1.1 0.9 7.9 0.4 0.0 0.1 0.0 10.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ¾ile BackOfQ(50%),veh/lrO.0 2.9 1.2 3.0 1.8 0.0 1.5 0.0 5.1 Unsig . Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 15.0 13.5 33.0 6.5 0.0 19.1 0.0 32.8 LnGre LOS A B B C A A B A C Approach Vol, veh/h 723 1100 601 Approach Delay, s/veh 14.8 15.8 26.4 Approach LOS B B C imer -Ass!gnoo Plis 1 2 4 6 Phs Duration (G+Y+Rc), t3.0 27.8 19.2 40.8 Change Period (Y+Rc), ~ 4.7 5.1 5.1 5.1 Max Green Setting (Gm~l 19.4 17.4 32.4 Max Q Clear Time (g_c+l1),5. 9.5 13.6 8.1 Green Ext Time (p_c), s 0.0 2.2 0.5 9.2 i ntersection Summa!}'. HCM 6th Ctrl Delay 18.1 HCM 6th LOS B Notes User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary Synchro 10 Report N:\3089\Analysis\Synchro\ 1 Existing AM.syn Existing AM 7: 1-5 NB Rames & Poinsettia Ln ,> -+ ""\, 'f +-'-' t I'" '-. ! Movement EBL EBT EBR WBL WBT WBR BL NBT NBR SBL SBT Lane Configurations llj t t ttt '(' 4 '(''(' Traffic Volume (veh/h) 142 655 0 0 816 392 196 1 778 0 0 Future Volume (veh/h) 142 655 0 0 816 392 196 1 778 0 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.97 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 0 0 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 154 712 0 0 887 426 213 1 846 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 0 0 2 2 2 2 2 Cap, veh/h 195 1803 0 0 1612 486 556 3 875 Arrive On Green 0.11 0.51 0.00 0.00 0.32 0.32 0.31 0.31 0.31 Sat Flow, veh/h 1781 3647 0 0 5274 1541 1773 8 2790 Grp Volume(v), veh/h 154 712 0 0 887 426 214 0 846 Grp Sat Flow(s),veh/h/ln1781 1777 0 0 1702 1541 1782 0 1395 Q Serve(g_s), s 4.8 7.0 0.0 0.0 8.2 14.9 5.3 0.0 17.0 Cycle Q Clear(g_c), s 4.8 7.0 0.0 0.0 8.2 14.9 5.3 0.0 17.0 Prop In Lane 1.00 0.00 0.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 195 1803 0 0 1612 486 559 0 875 V/C Ratio(X) 0.79 0.39 0.00 0.00 0.55 0.88 0.38 0.00 0.97 Avail Cap(c_a), veh/h 262 1987 0 0 1682 508 559 0 875 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 24.8 8.7 0.0 0.0 16.2 18.5 15.3 0.0 19.3 Iner Delay (d2), s/veh 7.7 0.5 0.0 0.0 0.2 14.6 0.2 0.0 22.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/lr2.3 2.3 0.0 0.0 2.9 6.7 2.0 0.0 7.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 32.5 9.2 0.0 0.0 16.3 33.0 15.4 0.0 41 .7 LnGre LOS C A A A B C B A D Approach Vol, veh/h 866 1313 1060 Approach Delay, s/veh 13.3 21 .8 36.4 Approach LOS B C D I imer -Assigned Phs 2 5 6 8 Phs Duration (G+Y+Rc), s 34.1 10.9 23.1 23.0 Change Period (Y+Rc), s 5.1 * 4.7 5.1 5.1 Max Green Setting (Gmax), s 31 .9 • 8.4 18.8 17.9 Max Q Clear Time (g_c+l1 ), s 9.0 6.8 16.9 19.0 Green Ext Time (p_c), s 10.8 0.0 1.1 0.0 ntersection Summa!i'. HCM 6th Ctrl Delay 24.3 HCM 6th LOS C otes • HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary N:\3089\Analysis\Synchro\1 Existing AM .syn Carlsbad Corp Plaza 12/03/2019 .,' SBR 0 0 Synchro 10 Report Existing AM 8: Lowder Ln/Paseo Del Norte & Poinsettia Ln .,> ...... -,. 'f +-'-"" t I'" \. + ,Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations "" tt .,, " t~ " ~ " ~ Traffic Volume (veh/h} 298 1117 18 9 782 72 31 7 17 66 3 Future Volume (veh/h) 298 1117 18 9 782 72 31 7 17 66 3 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT} 1.00 0.99 1.00 0.98 1.00 0.99 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 324 1214 20 10 850 78 34 8 18 72 3 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 429 1538 682 23 1055 97 100 28 64 424 3 Arrive On Green 0.12 0.43 0.43 0.01 0.32 0.32 0.06 0.06 0.06 0.24 0.24 Sat Flow, veh/h 3456 3554 1576 1781 3285 301 1781 509 1144 1781 14 Grp Volume(v), veh/h 324 1214 20 10 460 468 34 0 26 72 0 Grp Sat Flow(s),veh/h/ln1728 1777 1576 1781 1777 1810 1781 0 1653 1781 0 Q Serve(g_s}, s 6.3 20.3 0.5 0.4 16.3 16.3 1.3 0.0 1.0 2.2 0.0 Cycle Q Clear(g_c}, s 6.3 20.3 0.5 0.4 16.3 16.3 1.3 0.0 1.0 2.2 0.0 Prop In Lane 1.00 1.00 1.00 0.17 1.00 0.69 1.00 Lane Grp Cap(c), veh/h 429 1538 682 23 571 581 100 0 92 424 0 V/C Ratio(X) 0.75 0.79 0.03 0.44 0.81 0.81 0.34 0.00 0.28 0.17 0.00 Avail Cap(c_a), veh/h 691 2282 1012 137 922 939 671 0 623 424 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I} 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d}, s/veh 29.2 16.9 11.2 33.8 21 .4 21.4 31 .3 0.0 31.2 20.9 0.0 Iner Delay (d2), s/veh 1.0 0.6 0.0 5.0 1.0 1.0 0.8 0.0 0.6 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ¾ile BackOfQ(50%),veh/11£.5 7.5 0.2 0.2 6.4 6.6 0.5 0.0 0.4 0.9 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 30.2 17.5 11 .2 38.8 22.5 22.5 32.1 0.0 31.8 21.0 0.0 LnGre LOS C B B D C C C A C C A Approach Vol, veh/h 1558 938 60 417 Approach Delay, s/veh 20.0 22.6 32.0 46.1 Approach LOS C C C D ifimer -Assigned Phs 4 5 6 8 Phs Duration (G+Y+Rc), s5.1 34.5 21.0 12.8 26.8 8.5 Change Period (Y+Rc), 14.2 4.6 4.6 * 4.2 4.6 4.6 Max Green Setting (Gma'4,.3 44.3 16.4 * 14 35.8 26.0 Max Q Clear Time (g_c+l't),4; 22.3 16.6 8.3 18.3 3.3 Green Ext Time (p_c), s 0.0 6.7 0.0 0.3 3.8 0.1 jntersection Summa!}'. HCM 6th Ctrl Delay 24.7 HCM 6th LOS C ,Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary N:\3089\Analysis\Synchro\ 1 Existing AM.syn Carlsbad Corp Plaza 12/03/2019 .,, SBR 395 395 0 1.00 1.00 1870 342 0.92 2 374 0.24 1573 345 1587 14.6 14.6 0.99 377 0.91 377 1.00 1.00 25.6 25.7 0.0 7.9 51.3 D Synchro 10 Report Existing PM 1: 1-5 SB Rames & Palomar Aireort Rd ,> -+ ..... "f +-'-"" t Movement EBL EBT EBR WBL WBT WBR NBL NBT Lane Configurations t t t. tt .,, Traffic Volume (veh/h) 0 706 289 0 713 1122 0 0 Future Volume (veh/h) 0 706 289 0 713 1122 0 0 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No Adj Sat Flow, veh/h/ln 0 1870 1870 0 1870 1870 Adj Flow Rate, veh/h 0 759 311 0 767 0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 0 2 2 0 2 2 Cap, veh/h 0 2662 1078 0 2674 Arrive On Green 0.00 0.75 0.75 0.00 0.25 0.00 Sat Flow, veh/h 0 3706 1433 0 3647 1585 Grp Volume(v), veh/h 0 730 340 0 767 0 Grp Sat Flow(s),veh/h/ln 0 1702 1567 0 1777 1585 Q Serve(g_s), s 0.0 10.1 10.3 0.0 26.2 0.0 Cycle Q Clear(g_c), s 0.0 10.1 10.3 0.0 26.2 0.0 Prop In Lane 0.00 0.91 0.00 1.00 Lane Grp Cap(c), veh/h 0 2561 1179 0 2674 V/C Ratio(X) 0.00 0.29 0.29 0.00 0.29 Avail Cap(c_a), veh/h 0 2561 1179 0 2674 HCM Platoon Ratio 1.00 1.00 1.00 1.00 0.33 0.33 Upstream Filter(!) 0.00 1.00 1.00 0.00 0.81 0.00 Uniform Delay (d), s/veh 0.0 5.9 5.9 0.0 23.8 0.0 Iner Delay (d2), s/veh 0.0 0.3 0.6 0.0 0.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 3.6 3.4 0.0 12.6 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 6.1 6.5 0.0 24.0 0.0 LnGre LOS A A A A C Approach Vol, veh/h 1070 767 A Approach Delay, s/veh 6.2 24.0 Approach LOS A C 2 4 6 Phs Duration (G+Y+Rc), s 118.2 31 .8 118.2 Change Period (Y+Rc), s 5.4 5.1 5.4 Max Green Setting (Gmax), s 78.6 60.9 78.6 Max Q Clear Time (g_c+l1), s 12.3 25.2 28.2 Green Ext Time (p_c), s 6.0 1.4 4.0 ntersection Summa HCM 6th Ctrl Delay 27.0 HCM 6th LOS C Notes Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary N:\3089\Analysis\Synchro\2 Existing PM.syn Carlsbad Corp Plaza 12/03/2019 I' '. ! .,' NBR SBL SB SB~ "i"i .,, 0 510 0 161 0 510 0 161 0 0 0 1.00 1.00 1.00 1.00 1.00 No 1870 0 1870 548 0 173 0.93 0.93 0.93 2 0 2 614 0 282 0.18 0.00 0.18 3456 0 1585 548 0 173 1728 0 1585 23.2 0.0 15.1 23.2 0.0 15.1 1.00 1.00 614 0 282 0.89 0.00 0.61 1403 0 644 1.00 1.00 1.00 1.00 0.00 1.00 60.3 0.0 56.9 1.9 0.0 0.8 0.0 0.0 0.0 10.4 0.0 6.2 62.2 0.0 57.7 E A E 721 61.1 E Synchro 10 Report Existing PM 2: 1-5 NB Rames & Palomar Aireort Rd ,> --+ -,. f +-'-~ t I" '-. ! .Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations "i ttt ttt '{"(' 4 ,,,, Traffic Volume (veh/h) 192 1024 0 0 1738 829 97 1 444 0 0 Future Volume (veh/h) 192 1024 0 0 1738 829 97 1 444 0 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.98 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 0 0 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 202 1078 0 0 1829 873 102 1 467 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh , % 2 2 0 0 2 2 2 2 2 Cap, veh/h 222 3830 0 0 3033 1620 317 3 502 Arrive On Green 0.25 1.00 0.00 0.00 0.79 0.79 0.18 0.18 0.18 Sat Flow, veh/h 1781 5274 0 0 5274 2727 1765 17 2790 Grp Volume(v), veh/h 202 1078 0 0 1829 873 103 0 467 Grp Sat Flow(s),veh/h/ln1781 1702 0 0 1702 1363 1782 0 1395 Q Serve(g_s), s 16.5 0.0 0.0 0.0 21 .6 17.6 7.5 0.0 24.7 Cycle Q Clear(g_c), s 16.5 0.0 0.0 0.0 21.6 17.6 7.5 0.0 24.7 Prop In Lane 1.00 0.00 0.00 1.00 0.99 1.00 Lane Grp Cap(c), veh/h 222 3830 0 0 3033 1620 321 0 502 V /C Ratio(X) 0.91 0.28 0.00 0.00 0.60 0.54 0.32 0.00 0.93 Avail Cap(c_a), veh/h 372 3830 0 0 3033 1620 331 0 519 HCM Platoon Ratio 2.00 2.00 1.00 1.00 1.33 1.33 1.00 1.00 1.00 Upstream Filter(I) 0.87 0.87 0.00 0.00 0.57 0.57 1.00 0.00 1.00 Uniform Delay (d), s/veh 55.4 0.0 0.0 0.0 8.7 8.2 53.5 0.0 60.6 Iner Delay (d2), s/veh 9.1 0.2 0.0 0.0 0.5 0.7 0.2 0.0 22.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ¾ile BackOfQ(50%),veh/lrr.2 0.1 0.0 0.0 5.9 4.0 3.4 0.0 10.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 64.6 0.2 0.0 0.0 9.2 9.0 53.8 0.0 83.3 LnGre LOS E A A A A A D A F Approach Vol, veh/h 1280 2702 570 Approach Delay, s/veh 10.3 9.1 78.0 Approach LOS B A E iTimer -Assigned Phs 2 5 6 8 Phs Duration (G+Y+Rc), s 117.9 23.4 94.5 32.1 Change Period (Y+Rc), s 5.4 * 4.7 5.4 5.1 Max Green Setting (Gmax), s 111 .6 * 31 75.6 27.9 Max Q Clear Time (g_c+l 1 ), s 2.0 18.5 23.6 26.7 Green Ext Time (p_c), s 6.4 0.2 21.2 0.2 ntersection Summa HCM 6th Ctrl Delay 18.1 HCM 6th LOS B Otes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary N:\3089\Analysis\Synchro\2 Existing PM.syn Carlsbad Corp Plaza 12/03/2019 .,' SBR 0 0 Synchro 10 Report Existing PM 3: Paseo Del Norte & Palomar Aireort Rd .,> -+ ..... f +--\.. ~ t I" \. + Movement EBL EBT EBR WBL WBT BR NBL NBT NBR SBL SBT Lane Configurations "'i"'i ttf+ "'i"'i tttt .,, "'i"'i tf+ "'i"'i tf+ Traffic Volume (veh/h} 234 1121 150 219 2402 296 236 174 187 234 118 Future Volume (veh/h} 234 1121 150 219 2402 296 236 174 187 234 118 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 0.98 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 254 1218 163 238 2611 322 257 189 203 254 128 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 293 1350 181 1027 3351 962 304 296 258 321 314 Arrive On Green 0.17 0.59 0.59 0.30 0.52 0.52 0.09 0.17 0.17 0.09 0.18 Sat Flow, veh/h 3456 4553 609 3456 6434 1563 3456 1777 1547 3456 1777 Grp Volume(v), veh/h 254 911 470 238 2611 322 257 189 203 254 128 Grp Sat Flow(s),veh/h/ln1728 1702 1758 1728 1609 1563 1728 1777 1547 1728 1777 Q Serve(g_s), s 10.7 35.1 35.1 7.8 49.1 4.4 11.0 14.9 18.9 10.8 9.6 Cycle Q Clear(g_c}, s 10.7 35.1 35.1 7.8 49.1 4.4 11 .0 14.9 18.9 10.8 9.6 Prop In Lane 1.00 0.35 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 293 1010 521 1027 3351 962 304 296 258 321 314 V/C Ratio(X) 0.87 0.90 0.90 0.23 0.78 0.33 0.84 0.64 0.79 0.79 0.41 Avail Cap(c_a}, veh/h 295 1407 727 1027 3351 962 410 462 402 321 403 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.90 0.90 0.90 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 61.4 28.6 28.6 39.8 29.0 5.0 67.4 58.3 60.0 66.6 54.8 Iner Delay (d2), s/veh 19.9 11.7 19.8 0.0 1.9 0.9 8.9 0.9 2.2 11.6 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/lrii.2 12.6 14.2 3.4 19.2 2.4 5.2 6.8 7.6 5.3 4.4 Unsig. Movement Delay, s/veh LnGrp Delay(d},s/veh 81.4 40.3 48.4 39.8 30.8 5.9 76.3 59.2 62.2 78.2 55.1 LnGre LOS F D D D C A E E E E E Approach Vol, veh/h 1635 3171 649 623 Approach Delay, s/veh 49.0 29.0 66.9 71.5 Approach LOS D C E E 1mer -Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), Sl.6 50.5 17.4 31 .5 16.9 84.1 18.9 30.0 Change Period (Y+Rc), s 6.0 *6 * 4.2 5.0 * 4.2 6.0 5.0 *5 Max Green Setting (Gmatta * 62 *18 34.0 *13 66.0 12.8 * 39 Max Q Clear Time (g_c+l'E),8; 37.1 13.0 24.2 12.7 51 .1 12.8 20.9 Green Ext Time (p_c), s 0.3 7.4 0.2 1.1 0.0 12.4 0.0 1.5 )ntersection Summa!}'. HCM 6th Ctr! Delay 42.8 HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary N:\3089\Analysis\Synchro\2 Existing PM.syn Carlsbad Corp Plaza 12/03/2019 .,/ SBR 222 222 0 1.00 1.00 1870 241 0.92 2 279 0.18 1580 241 1580 22.2 22.2 1.00 279 0.86 358 1.00 1.00 60.0 13.3 0.0 10.0 73.3 E Synchro 10 Report Existing PM 4: Paseo Del Norte & Proj Drwy ntersection Int Delay, s/veh 0.9 ovement EBL EBR NBL NBT Lane Configurations V "' tt Traffic Vol, veh/h 38 15 4 355 Future Vol, veh/h 38 15 4 355 Conflicting Peds, #/hr 0 0 0 0 Sign Control Stop Stop Free Free RT Channelized -None -None Storage Length 0 25 Veh in Median Storage, # 0 0 Grade,% 0 0 Peak Hour Factor 92 92 92 92 Heavy Vehicles, % 2 2 2 2 Mvmt Flow 41 16 4 386 a·or/Minor Minor2 Ma'or1 Conflicting Flow All 582 193 386 0 Stage 1 381 Stage 2 201 Critical Hdwy 6.84 6.94 4.14 Critical Hdwy Sig 1 5.84 Critical Hdwy Stg 2 5.84 Follow-up Hdwy 3.52 3.32 2.22 Pot Cap-1 Maneuver 444 816 1169 Stage 1 660 Stage 2 813 Platoon blocked, % Mov Cap-1 Maneuver 443 816 1169 Mov Cap-2 Maneuver 528 Stage 1 658 Stage 2 813 rY>proach HCM Control Delay, s 11 .8 0.1 HCM LOS 8 Minor Lane/Ma'or Mvmt NBL NBTEBLn1 Capacity (veh/h) 1169 -587 HCM Lane V/C Ratio 0.004 -0.098 HCM Control Delay (s) 8.1 -11.8 HCM Lane LOS A 8 HCM 95th %tile Q(veh) 0 0.3 HCM 6th TWSC N:\3089\Analysis\Synchro\2 Existing PM.syn SBT SBR tf+ 345 10 345 10 0 0 Free Free -None 0 0 92 92 2 2 375 11 Ma'or2 0 SB 0 SBT SBR Carlsbad Corp Plaza 12/03/2019 Synchro 10 Report Existing PM 5: Paseo Del Norte & Camino De Las Ondas _,> --+ , ovement EBL EBT Lane Configurations "i f+ Traffic Volume (veh/h) 19 11 Future Volume (veh/h) 19 11 Initial Q (Qb), veh 0 0 Ped-Bike Adj(A_pbT) 1.00 Parking Bus, Adj 1.00 1.00 Work Zone On Approach No Adj Sat Flow, veh/h/ln 1870 1870 Adj Flow Rate, veh/h 21 12 Peak Hour Factor 0.92 0.92 Percent Heavy Veh, % 2 2 Cap, veh/h 36 47 Arrive On Green 0.02 0.07 Sat Flow, veh/h 1781 686 Grp Volume(v), veh/h 21 0 Grp Sat Flow(s),veh/h/ln 1781 0 Q Serve(g_s), s 0.5 0.0 Cycle Q Clear(g_c), s 0.5 0.0 Prop In Lane 1.00 Lane Grp Cap(c), veh/h 36 0 V/C Ralio(X) 0.58 0.00 Avail Cap(c_a), veh/h 202 0 HCM Platoon Ratio 1.00 1.00 Upstream Filter(!) 1.00 0.00 Uniform Delay (d), s/veh 22.7 0.0 Iner Delay (d2), s/veh 5.3 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 ¾ile BackOfQ(50%),veh/ln 0.3 0.0 Unsig . Movement Delay, s/veh LnGrp Delay(d),s/veh 28.0 0.0 LnGre LOS C A Approach Vol, veh/h 50 Approach Delay, s/veh 24.5 Approach LOS C imer -Assigned Phs 1 2 Phs Duration (G+Y+Rc), s 7.2 20.9 Change Period (Y+Rc), s 5.0 5.0 Max Green Setting (Gmax), s 5.0 27.0 Max Q Clear Time (g_c+l 1), s 3.6 13.2 Green Ext Time (p_c), s 0.0 2.6 Intersection Summa!}'. HCM 6th Ctrl Delay HCM 6th LOS HCM 6th Signalized Intersection Summary N:\3089\Analysis\Synchro\2 Existing PM.syn ..... 'f EBR WBL "i 16 152 16 152 0 0 0.97 1.00 1.00 1.00 1870 1870 17 165 0.92 0.92 2 2 66 212 0.07 0.12 972 1781 29 165 1658 1781 0.8 4.2 0.8 4.2 0.59 1.00 113 212 0.26 0.78 956 418 1.00 1.00 1.00 1.00 20.7 20.0 1.2 2.3 0.0 0.0 0.3 1.7 21.9 22.4 C C 3 4 10.6 8.2 5.0 5.0 11.0 27.0 6.2 2.8 0.1 0.1 17.3 B +- WBT f+ 21 21 0 1.00 No 1870 23 0.92 2 52 0.17 314 0 0 0.0 0.0 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0 0.0 A 284 20.5 C 5 5.9 5.0 5.3 2.5 0.0 Carlsbad Corp Plaza 12/03/2019 '-"" t I" '. + .,, WBR NBL NBT NBR SBL SBT SB~ "i f+ "i f+ 88 18 290 139 57 219 21 88 18 290 139 57 219 21 0 0 0 0 0 0 0 0.99 1.00 0.98 1.00 0.97 1.00 1.00 1.00 1.00 1.00 1.00 1.00 No No 1870 1870 1870 1870 1870 1870 1870 96 20 315 151 62 238 23 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 218 35 401 192 84 614 59 0.17 0.02 0.34 0.34 0.05 0.37 0.37 1311 1781 1184 567 1781 1674 162 119 20 0 466 62 0 261 1625 1781 0 1751 1781 0 1836 3.1 0.5 0.0 11.2 1.6 0.0 4.9 3.1 0.5 0.0 11.2 1.6 0.0 4.9 0.81 1.00 0.32 1.00 0.09 270 35 0 594 84 0 673 0.44 0.57 0.00 0.79 0.74 0.00 0.39 1134 202 0 1009 190 0 1046 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 17.6 22.8 0.0 13.9 22.0 0.0 11 .0 0.4 5.4 0.0 2.3 4.6 0.0 0.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.1 0.3 0.0 4.0 0.7 0.0 1.7 18.0 28.2 0.0 16.3 26.6 0.0 11 .3 B C A B C A B 486 323 16.8 14.3 B B 6 7 8 22.2 6.0 12.8 5.0 5.0 5.0 26.7 5.3 32.7 6.9 2.5 5.1 1.4 0.0 0.4 Synchro 10 Report Existing PM Carlsbad Corp Plaza 6: 1-5 SB Rames & Poinsettia Ln 12/03/2019 .,)---+ ~ 'f +-'-"\ t I'" '-. + .,' vement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt '{' "'i"'i tt "'i 4' '{' Traffic Volume (veh/h) 0 742 222 625 790 0 0 0 0 312 1 201 Future Volume (veh/h) 0 742 222 625 790 0 0 0 0 312 1 201 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 0 1870 1870 1870 1870 0 1870 1870 1870 Adj Flow Rate, veh/h 0 807 241 679 859 0 340 0 218 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 2 2 2 2 0 2 2 2 Cap, veh/h 0 1058 462 827 2223 0 652 0 290 Arrive On Green 0.00 0.30 0.30 0.24 0.63 0.00 0.18 0.00 0.18 Sat Flow, veh/h 0 3647 1552 3456 3647 0 3563 0 1585 Grp Volume(v), veh/h 0 807 241 679 859 0 340 0 218 Grp Sat Flow(s),veh/h/ln 0 1777 1552 1728 1777 0 1781 0 1585 Q Serve(g_s), s 0.0 11 .0 6.9 9.9 6.4 0.0 4.6 0.0 6.9 Cycle Q Clear(g_c), s 0.0 11 .0 6.9 9.9 6.4 0.0 4.6 0.0 6.9 Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 1058 462 827 2223 0 652 0 290 V/C Ratio(X) 0.00 0.76 0.52 0.82 0.39 0.00 0.52 0.00 0.75 Avail Cap(c_a), veh/h 0 1362 595 1123 2831 0 1165 0 518 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 17.0 15.5 19.2 4.9 0.0 19.6 0.0 20.6 Iner Delay (d2), s/veh 0.0 1.4 0.3 2.6 0.2 0.0 0.2 0.0 1.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/lnl.0 4.1 2.2 3.8 1.6 0.0 1.7 0.0 2.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 18.3 15.9 21.8 5.2 0.0 19.9 0.0 22.1 LnG~ LOS A B B C A A B A C Approach Vol, veh/h 1048 1538 558 Approach Delay, s/veh 17.8 12.5 20.7 Approach LOS B B C [l"imer -Ass· ned Phs 1 2 4 6 Phs Duration (G+Y+Rc), t7.4 20.9 14.8 38.4 Change Period (Y+Rc), ~ 4.7 5.1 5.1 5.1 Max Green Setting (Gma~)1i 20.4 17.4 42.4 Max Q Clear Time (g_c+m1,9; 13.0 8.9 8.4 Green Ext Time (p_c), s 0.8 2.7 0.8 13.3 ntersection Summa!}'. HCM 6th Ctrl Delay 15.7 HCM 6th LOS B otes User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary Synchro 10 Report N:13089\Analysis\Synchro\2 Existing PM.syn Existing PM 7: 1-5 NB Rames & Poinsettia Ln ,> _., ..,. 'f +-4-... "" t ,,.. '. + Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations "I tt ttt .,, +f .,,.,, Traffic Volume (veh/h) 114 940 0 0 1162 278 253 3 641 0 0 Future Volume (veh/h) 114 940 0 0 1162 278 253 3 641 0 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.96 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 0 0 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 124 1022 0 0 1263 302 275 3 697 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 0 0 2 2 2 2 2 Cap, veh/h 159 1853 0 0 1782 531 526 6 833 Arrive On Green 0.09 0.52 0.00 0.00 0.35 0.35 0.30 0.30 0.30 Sat Flow, veh/h 1781 3647 0 0 5274 1522 1763 19 2790 Grp Volume(v), veh/h 124 1022 0 0 1263 302 278 0 697 Grp Sat Flow(s),veh/h/ln1781 1777 0 0 1702 1522 1782 0 1395 Q Serve(g_s), s 3.9 10.9 0.0 0.0 12.1 9.1 7.3 0.0 13.2 Cycle Q Clear(g_c), s 3.9 10.9 0.0 0.0 12.1 9.1 7.3 0.0 13.2 Prop In Lane 1.00 0.00 0.00 1.00 0.99 1.00 Lane Grp Cap(c), veh/h 159 1853 0 0 1782 531 532 0 833 V /C Ratio(X) 0.78 0.55 0.00 0.00 0.71 0.57 0.52 0.00 0.84 Avail Cap(c_a), veh/h 292 2439 0 0 2244 669 657 0 1029 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 25.3 9.1 0.0 0.0 16.0 15.0 16.5 0.0 18.6 Iner Delay (d2), s/veh 3.1 0.9 0.0 0.0 0.5 0.4 0.3 0.0 4.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/lr1 .7 3.6 0.0 0.0 4.2 2.8 2.7 0.0 4.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 28.3 10.0 0.0 0.0 16.4 15.3 16.8 0.0 22.8 LnGre LOS C B A A B B B A C Approach Vol, veh/h 1146 1565 975 Approach Delay, s/veh 12.0 16.2 21 .1 Approach LOS B B C [Timer -Ass!gned Phs 2 5 6 8 Phs Duration (G+Y+Rc), s 34.6 9.8 24.9 22.0 Change Period (Y+Rc), s 5.1 * 4.7 5.1 5.1 Max Green Setting (Gmax), s 38.9 * 9.3 24.9 20.9 Max Q Clear Time (g_c+l1 ), s 12.9 5.9 14.1 15.2 Green Ext Time (p_c), s 16.6 0.0 5.3 1.7 jntersection Summa!}'. HCM 6th Ctr! Delay 16.2 HCM 6th LOS B otes • HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary N:\3089\Analysis\Synchro\2 Existing PM.syn Carlsbad Corp Plaza 12/03/2019 ~ SBR 0 0 Synchro 10 Report Existing PM 8: Lowder Ln/Paseo Del Norte & Poinsettia Ln ,> -+ ""'t 'f ~ 4-.__ ~ t I"' '. + ,Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations ~~ ++ 7' ~ tf+ ~ f+ ~ f+ Traffic Volume (veh/h) 423 1113 45 13 1065 102 31 12 13 75 9 Future Volume (veh/h) 423 1113 45 13 1065 102 31 12 13 75 9 Initial Q (Qb}, veh 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.98 1.00 0.96 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 460 1210 49 14 1158 111 34 13 14 82 10 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 539 1900 817 29 1292 124 104 47 50 346 10 Arrive On Green 0.16 0.53 0.53 0.02 0.40 0.40 0.06 0.06 0.06 0.19 0.19 Sat Flow, veh/h 3456 3554 1528 1781 3271 313 1781 804 866 1781 51 Grp Volume(v), veh/h 460 1210 49 14 628 641 34 0 27 82 0 Grp Sat Flow(s),veh/h/ln1728 1777 1528 1781 1777 1807 1781 0 1671 1781 0 Q Serve(g_s}, s 11.9 22.0 1.4 0.7 30.3 30.4 1.7 0.0 1.4 3.6 0.0 Cycle Q Clear(g_c}, s 11.9 22.0 1.4 0.7 30.3 30.4 1.7 0.0 1.4 3.6 0.0 Prop In Lane 1.00 1.00 1.00 0.17 1.00 0.52 1.00 Lane Grp Cap(c), veh/h 539 1900 817 29 702 714 104 0 97 346 0 V/C Ratio(X) 0.85 0.64 0.06 0.48 0.89 0.90 0.33 0.00 0.28 0.24 0.00 Avail Cap(c_a), veh/h 671 2052 882 103 784 797 506 0 474 346 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d}, s/veh 37.6 15.0 10.2 44.7 25.9 26.0 41.4 0.0 41.3 31 .2 0.0 Iner Delay (d2), s/veh 7.3 0.4 0.0 4.5 11 .2 11.3 0.7 0.0 0.6 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/hii.5 8.3 0.5 0.3 14.3 14.7 0.7 0.0 0.6 1.5 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 45.0 15.4 10.3 49.2 37.1 37.3 42.1 0.0 41 .9 31.3 0.0 LnGre LOS D B B D D D D A D C A Approach Vol, veh/h 1719 1283 61 392 Approach Delay, s/veh 23.2 37.4 42.0 79.9 Approach LOS C D D E trimer -Ass!9ned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s5.7 53.6 22.4 18.5 40.8 9.9 Change Period (Y+Rc), ~ 4.2 4.6 4.6 * 4.2 4.6 4.6 Max Green Setting (Gmcf4,.3 52.9 17.8 * 18 40.4 26.0 Max Q Clear Time (g_c+lt:j,is 24.0 19.8 13.9 32.4 3.7 Green Ext Time (p_c}, s 0.0 7.2 0.0 0.4 3.7 0.1 ntersection Summa HCM 6th Ctrl Delay 35.2 HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary N:\3089\Analysis\Synchro\2 Existing PM.syn Carlsbad Corp Plaza 12/03/2019 .,' SBR 344 344 0 0.98 1.00 1870 300 0.92 2 295 0.19 1518 310 1569 17.8 17.8 0.97 305 1.02 305 1.00 1.00 36.9 55.9 0.0 11.4 92.8 F Synchro 10 Report .. ... -... - --.. .. .. .. .. ... .. - .. .. .. ... -... ... - LINSCOTT, LAW & GREENSPAN, engineers APPENDIX G HCM ANALYSIS WORKSHEETS - EXISTING+ PROJECT LLG Ref. 3-19-3089 NextMed Specific Plan Existing + Proj AM 1 : 1-5 SB Rames & Palomar Aireort Rd ~ -+ ~ f +-'-~ t vement EBL EBT EBR WBL WBT WBR NBL NBT Lane Configurations ttf+ tt .,, Traffic Volume (veh/h} 0 415 50 0 578 142 0 0 Future Volume (veh/h) 0 415 50 0 578 142 0 0 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj{A_pbT} 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No Adj Sat Flow, veh/h/ln 0 1870 1870 0 1870 1870 Adj Flow Rate, veh/h 0 441 53 0 615 0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh , % 0 2 2 0 2 2 Cap, veh/h 0 2876 340 0 2208 Arrive On Green 0.00 0.62 0.62 0.00 0.62 0.00 Sat Flow, veh/h 0 4797 547 0 3647 1585 Grp Volume(v), veh/h 0 322 172 0 615 0 Grp Sat Flow(s),veh/h/ln 0 1702 1772 0 1777 1585 Q Serve(g_s}, s 0.0 5.5 5.7 0.0 11.1 0.0 Cycle Q Clear(g_c), s 0.0 5.5 5.7 0.0 11.1 0.0 Prop In Lane 0.00 0.31 0.00 1.00 Lane Grp Cap(c), veh/h 0 2115 1101 0 2208 V /C Ratio(X) 0.00 0.15 0.16 0.00 0.28 Avail Cap{c_a}, veh/h 0 2115 1101 0 2208 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I} 0.00 1.00 1.00 0.00 0.92 0.00 Uniform Delay (d), s/veh 0.0 11 .1 11.1 0.0 12.1 0.0 Iner Delay (d2}, s/veh 0.0 0.2 0.3 0.0 0.3 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 2.2 2.3 0.0 4.5 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d},s/veh 0.0 11.2 11.4 0.0 12.4 0.0 LnGre LOS A B B A B Approach Vol, veh/h 494 615 A Approach Delay, s/veh 11.3 12.4 Approach LOS B B ifimer -Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 92.4 47.6 92.4 Change Period (Y+Rc), s 5.4 5.1 5.4 Max Green Setting (Gmax), s 52.6 76.9 52.6 Max Q Clear Time (g_c+l1 ), s 7.7 39.7 13.1 Green Ext Time (p_c}, s 2.2 2.8 3.1 ntersection Summa~ HCM 6th Ctrl Delay 31.1 HCM 6th LOS C otes Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary N:\3089\Analysis\Synchro\3 Existing + Proj AM.syn NextMed 12/03/2019 I' '. + .,, NBR SBL SBT SBR "'i"'i .,, 0 906 0 310 0 906 0 310 0 0 0 1.00 1.00 1.00 1.00 1.00 No 1870 0 1870 964 0 330 0.94 0.94 0.94 2 0 2 1050 0 482 0.30 0.00 0.30 3456 0 1585 964 0 330 1728 0 1585 37.7 0.0 25.6 37.7 0.0 25.6 1.00 1.00 1050 0 482 0.92 0.00 0.69 1898 0 871 1.00 1.00 1.00 1.00 0.00 1.00 47.1 0.0 42.9 1.7 0.0 0.7 0.0 0.0 0.0 16.4 0.0 10.2 48.8 0.0 43.5 D A D 1294 47.4 D Synchro 10 Report Existing + Proj AM 2: 1-5 NB Rames & Palomar Aireort Rd ,> _. ~ ~ '4-'-~ t I"' '-. + vement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations ., ttt ttt .,,.,, 4' .,,.,, Traffic Volume (veh/h) 81 1240 0 0 574 410 146 0 1216 0 0 Future Volume (veh/h) 81 1240 0 0 574 410 146 0 1216 0 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pb T) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 0 0 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 84 1278 0 0 592 423 151 0 1254 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 2 2 0 0 2 2 2 2 2 Cap, veh/h 105 2308 0 0 1836 1003 842 0 1319 Arrive On Green 0.04 0.30 0.00 0.00 0.24 0.24 0.47 0.00 0.47 Sat Flow, veh/h 1781 5274 0 0 5274 2790 1781 0 2790 Grp Volume(v), veh/h 84 1278 0 0 592 423 151 0 1254 Grp Sat Flow(s),veh/h/ln1781 1702 0 0 1702 1395 1781 0 1395 Q Serve(g_s), s 6.5 29.3 0.0 0.0 13.4 17.9 6.8 0.0 60.3 Cycle Q Clear(g_c), s 6.5 29.3 0.0 0.0 13.4 17.9 6.8 0.0 60.3 Prop In Lane 1.00 0.00 0.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 105 2308 0 0 1836 1003 842 0 1319 V/C Ratio(X) 0.80 0.55 0.00 0.00 0.32 0.42 0.18 0.00 0.95 Avail Cap(c_a), veh/h 195 2308 0 0 1836 1003 1004 0 1572 HCM Platoon Ratio 0.67 0.67 1.00 1.00 0.67 0.67 1.00 1.00 1.00 Upstream Filter(!) 0.78 0.78 0.00 0.00 0.87 0.87 1.00 0.00 1.00 Uniform Delay (d), s/veh 66.4 37.0 0.0 0.0 39.1 40.8 21 .2 0.0 35.3 Iner Delay (d2), s/veh 4.1 0.8 0.0 0.0 0.4 1.1 0.0 0.0 11.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ¾ile BackOfQ(50%),veh/lrtl.2 13.1 0.0 0.0 6.0 6.7 2.9 0.0 22.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 70.5 37.7 0.0 0.0 39.5 42.0 21.3 0.0 46.3 LnGre LOS E D A A D D C A D Approach Vol, veh/h 1362 1015 1405 Approach Delay, s/veh 39.7 40.5 43.6 Approach LOS D D D [Timer -Ass!9ned Phs 2 5 6 8 Phs Duration (G+Y+Rc), s 68.7 13.0 55.7 71 .3 Change Period (Y+Rc), s 5.4 * 4.7 5.4 5.1 Max Green Setting (Gmax), s 50.6 *15 30.6 78.9 Max Q Clear Time (g_c+l1), s 31 .3 8.5 19.9 62.3 Green Ext Time (p_c), s 6.6 0.0 3.0 4.0 ,ntersection Summa!}'. HCM 6th Ctrl Delay 41 .4 HCM 6th LOS D otes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary N:\3089\Analysis\Synchro\3 Existing + Proj AM.syn NextMed 12/03/2019 "" SBR 0 0 Synchro 10 Report Existing + Proj AM 3: Paseo Del Norte & Palomar Aireort Rd ~ --+ ~ f +--\... ~ t I" '-. + vement EBL BT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations "'i"'i ttf+ "'i"'i tttt .,, "'i"'i tf+ "'i"'i tf+ Traffic Volume (veh/h) 100 2337 174 114 834 133 173 75 168 79 54 Future Volume (veh/h) 100 2337 174 114 834 133 173 75 168 79 54 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 109 2540 189 124 907 145 188 82 183 86 59 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 1613 3023 221 146 1193 354 350 282 250 131 159 Arrive On Green 0.62 0.83 0.83 0.04 0.19 0.19 0.10 0.16 0.16 0.04 0.09 Sat Flow, veh/h 3456 4855 355 3456 6434 1585 3456 1777 1573 3456 1777 Grp Volume(v), veh/h 109 1767 962 124 907 145 188 82 183 86 59 Grp Sat Flow(s),veh/h/ln1728 1702 1805 1728 1609 1585 1728 1777 1573 1728 1777 Q Serve(g_s), s 1.7 40.3 44.0 5.0 18.7 4.6 7.2 5.7 15.5 3.4 4.4 Cycle Q Clear(g_c), s 1.7 40.3 44.0 5.0 18.7 4.6 7.2 5.7 15.5 3.4 4.4 Prop In Lane 1.00 0.20 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 1613 2120 1124 146 1193 354 350 282 250 131 159 V/C Ratio(X) 0,07 0.83 0.86 0.85 0.76 0.41 0.54 0.29 0.73 0.66 0.37 Avail Cap(c_a), veh/h 1613 2120 1124 146 2803 751 350 495 438 291 518 HCM Platoon Ratio 1.33 1.33 1.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.60 0.60 0.60 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 14.5 8.0 8.3 66.6 54.1 26.9 59.8 51 .9 56.1 66.5 60.0 Iner Delay (d2), s/veh 0.0 2.5 5.3 34.1 4.6 3.5 0.9 0.2 1.6 2.1 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ¾ile BackOfQ(50%),veh/lr0.7 8.8 11.0 2.9 8.0 4.7 3.2 2.6 6.3 1.6 2.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 14.5 10.5 13.6 100.7 58.7 30.4 60.7 52.1 57.6 68.5 60.6 LnGre LOS B B B F E C E D E E E Approach Vol, veh/h 2838 1176 453 210 Approach Delay, s/veh 11.7 59.6 57.9 64.1 Approach LOS B E E E ifimer -Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), to.1 93.2 19.2 17.5 71 .3 32.0 9.5 27.2 Change Period (Y+Rc), ~ 4.2 6.0 5.0 *5 6.0 *6 * 4.2 5.0 Max Green Setting (GmcM,.S 63.9 10.0 * 41 8.8 * 61 * 12 39.0 Max Q Clear Time (g_c+l~,(l; 46 .0 9.2 7.6 3.7 20.7 5.4 17.5 Green Ext Time (p_c), s 0.0 14.0 0.0 0.5 0.1 5.2 0.1 1.0 ntersection Summa HCM 6th Ctrl Delay 30.6 HCM 6th LOS C otes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary N:\3089\Analysis\Synchro\3 Existing + Proj AM.syn NextMed 12/03/2019 ..I SBR 60 60 0 0.98 1.00 1870 65 0.92 2 139 0.09 1553 65 1553 5.6 5.6 1.00 139 0.47 453 1.00 1.00 60.6 0.9 0.0 2.2 61.5 E Synchro 1 O Report Existing+ Proj AM 4: Paseo Del Norte & Proj Drwy ntersection Int Delay, s/veh 0.7 Movement EBL EBR NBL BT Lane Configurations V "i tt Traffic Vol, veh/h 17 10 14 312 Future Vol, veh/h 17 10 14 312 Conflicting Peds, #/hr 0 0 0 0 Sign Control Stop Stop Free Free RT Channelized -None -None Storage Length 0 25 Veh in Median Storage, # 0 0 Grade,% 0 0 Peak Hour Factor 92 92 92 92 Heavy Vehicles, % 2 2 2 2 Mvmt Flow 18 11 15 339 ajar/Minor Minor2 Major1 Conflicting Flow All 395 106 212 0 Stage 1 195 Stage 2 200 Critical Hdwy 6.84 6.94 4.14 Critical Hdwy Stg 1 5.84 Critical Hdwy Stg 2 5.84 Follow-up Hdwy 3.52 3.32 2.22 Pot Cap-1 Maneuver 582 928 1356 Stage 1 819 Stage 2 814 Platoon blocked, % Mov Cap-1 Maneuver 576 928 1356 Mov Cap-2 Maneuver 633 Stage 1 810 Stage 2 814 HCM Control Delay, s 10.2 0.3 HCM LOS B inor Lane/Major Mvmt NBL NBTEBLn1 Capacity (veh/h) 1356 -717 HCM Lane V/C Ratio 0.011 -0.041 HCM Control Delay (s) 7.7 -10.2 HCM Lane LOS A B HCM 95th %tile Q(veh) 0 0.1 HCM6thTWSC N:\3089\Analysis\Synchro\3 Existing + Proj AM.syn SBT SBR tf+ 163 32 163 32 0 0 Free Free -None 0 0 92 92 2 2 177 35 Major2 0 SB 0 SBT SBR NextMed 12/03/2019 Synchro 10 Report Existing + Proj AM 5: Paseo Del Norte & Camino De Las Ondas ~ -+ vement EBL EBT Lane Configurations "i ~ Traffic Volume (veh/h} 15 43 Future Volume (veh/h) 15 43 Initial Q (Qb), veh 0 0 Ped-Bike Adj(A_pbT} 1.00 Parking Bus, Adj 1.00 1.00 Work Zone On Approach No Adj Sat Flow, veh/h/ln 1870 1870 Adj Flow Rate, veh/h 16 47 Peak Hour Factor 0.92 0.92 Percent Heavy Veh, % 2 2 Cap, veh/h 28 89 Arrive On Green 0.02 0.07 Sat Flow, veh/h 1781 1245 Grp Volume(v), veh/h 16 0 Grp Sat Flow(s),veh/h/ln 1781 0 Q Serve(g_s}, s 0.5 0.0 Cycle Q Clear(g_c}, s 0.5 0.0 Prop In Lane 1.00 Lane Grp Cap(c), veh/h 28 0 V/C Ratio(X) 0.57 0.00 Avail Cap(c_a}, veh/h 156 0 HCM Platoon Ratio 1.00 1.00 Upstream Filler(!) 1.00 0.00 Uniform Delay (d), s/veh 25.2 0.0 Iner Delay (d2), s/veh 6.4 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 31.6 0.0 LnGre LOS C A Approach Vol, veh/h 83 Approach Delay, s/veh 27.4 Approach LOS C jlimer -Ass~ned Phs 1 2 Phs Duration (G+Y+Rc), s 7.9 21 .0 Change Period (Y+Rc), s 5.0 5.0 Max Green Setting (Gmax), s 5.1 24.2 Max Q Clear Time (g_c+l 1 ), s 4.3 13.8 Green Ext Time (p_c), s 0.0 2.0 ntersection Summa!}'. HCM 6th Ctrl Delay HCM 6th LOS HCM 6th Signalized Intersection Summary N:\3089\Analysis\Synchro\3 Existing + Proj AM.syn • ~ EBR WBL "i 18 230 18 230 0 0 1.00 1.00 1.00 1.00 1870 1870 20 250 0.92 0.92 2 2 38 307 0.07 0.17 530 1781 67 250 1775 1781 1.9 7.0 1.9 7.0 0.30 1.00 128 307 0.53 0.81 931 474 1.00 1.00 1.00 1.00 23.0 20.5 3.3 3.2 0.0 0.0 0.8 2.9 26.4 23.8 C C 3 4 13.9 8.7 5.0 5.0 13.7 27.0 9.0 3.9 0.2 0.3 20.5 C .,._ WBT ~ 16 16 0 1.00 No 1870 17 0.92 2 68 0.23 297 0 0 0.0 0.0 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0 0.0 A 342 21.8 C 5 5.4 5.0 4.5 2.2 0.0 NextMed 12/03/2019 '-"" t I" \. ! "" WBR NBL NBT NBR SBL SBT SBR "i ~ "i ~ 69 6 185 206 74 152 12 69 6 185 206 74 152 12 0 0 0 0 0 0 0 0.98 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 No No 1870 1870 1870 1870 1870 1870 1870 75 7 201 224 80 165 13 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 299 13 250 279 101 616 49 0.23 0.01 0.31 0.31 0.06 0.36 0.36 1310 1781 806 898 1781 1711 135 92 7 0 425 80 0 178 1607 1781 0 1704 1781 0 1846 2.4 0.2 0.0 11 .8 2.3 0.0 3.5 2.4 0.2 0.0 11.8 2.3 0.0 3.5 0.82 1.00 0.53 1.00 0.07 367 13 0 529 101 0 665 0.25 0.53 0.00 0.80 0.79 0.00 0.27 1130 156 0 801 176 0 889 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 16.3 25.5 0.0 16.3 24.0 0.0 11 .7 0.1 11.7 0.0 3.5 5.1 0.0 0.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.8 0.1 0.0 4.5 1.0 0.0 1.3 16.4 37.2 0.0 19.8 29.1 0.0 11 .9 B D A B C A B 432 258 20.1 17.2 C B 6 7 8 23.5 5.8 16.8 5.0 5.0 5.0 24.8 4.5 36.2 5.5 2.5 4.4 0.9 0.0 0.3 Synchro 10 Report Existing + Proj AM NextMed 6: 1-5 SB Rames & Poinsettia Ln 12/03/2019 .,> _,.. ~ 'f -4--'-~ t I" \. + .,' Movement EBL EBT EBR WBL WBT WBR BR SB[ SBT SBR Lane Configurations tt 7' "i"i tt "i 4 7' Traffic Volume (veh/h} 0 547 118 362 656 0 0 0 0 250 11 294 Future Volume (veh/h) 0 547 118 362 656 0 0 0 0 250 11 294 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT} 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 0 1870 1870 1870 1870 0 1870 1870 1870 Adj Flow Rate, veh/h 0 595 128 393 713 0 281 0 320 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 2 2 2 2 0 2 2 2 Cap, veh/h 0 1342 595 478 2112 0 840 0 374 Arrive On Green 0.00 0.38 0.38 0.14 0.59 0.00 0.24 0.00 0.24 Sat Flow, veh/h 0 3647 1576 3456 3647 0 3563 0 1585 Grp Volume(v), veh/h 0 595 128 393 713 0 281 0 320 Grp Sat Flow(s),veh/h/ln 0 1777 1576 1728 1777 0 1781 0 1585 Q Serve(g_s), s 0.0 7.5 3.3 6.6 6.1 0.0 3.9 0.0 11.6 Cycle Q Clear(g_c), s 0.0 7.5 3.3 6.6 6.1 0.0 3.9 0.0 11.6 Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 1342 595 478 2112 0 840 0 374 V/C Ratio(X) 0.00 0.44 0.22 0.82 0.34 0.00 0.33 0.00 0.86 Avail Cap(c_a), veh/h 0 1342 595 478 2112 0 1033 0 460 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 0.83 0.83 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 14.0 12.7 25.'1 6.2 0.0 19.0 0.0 22.0 Iner Delay (d2), s/veh 0.0 1.1 0.8 8.8 0.4 0.0 0.1 0.0 10.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ¾ile BackOfQ(50%),veh/lrtl.0 2.9 1.2 3.1 1.8 0.0 1.5 0.0 5.1 Unsig. Movement Delay, s/veh LnGrp Delay(d},s/veh 0.0 15.0 13.5 33.9 6.5 0.0 19.1 0.0 32.8 LnGre LOS A B B C A A B A C Approach Vol, veh/h 723 1106 601 Approach Delay, s/veh 14.8 16.3 26.4 Approach LOS B B C [!mer -Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), t3.0 27.8 19.2 40.8 Change Period (Y+Rc), ~ 4.7 5.1 5.1 5.1 Max Green Setting (Gm~3 19.4 17.4 32.4 Max Q Clear Time (g_c+l'l),8; 9.5 13.6 8.1 Green Ext Time (p_c), s 0.0 2.2 0.5 9.2 ntersection Summa HCM 6th Ctr! Delay 18.3 HCM 6th LOS B otes User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary Synchro 10 Report N:\3089\Analysis\Synchro\3 Existing+ Proj AM.syn Existing + Proj AM 7: 1-5 NB Rames & Poinsettia Ln .,> -+ \' ~ +-"---~ t I" \. + vement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations "i tt ttt .,, 4 .,,.,, Traffic Volume (veh/h) 142 655 0 0 822 392 196 1 776 0 0 Future Volume (veh/h) 142 655 0 0 822 392 196 1 776 0 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 0 0 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 154 712 0 0 893 426 213 1 843 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 0 0 2 2 2 2 2 Cap, veh/h 195 1795 0 0 1597 494 559 3 880 Arrive On Green 0.11 0.51 0.00 0.00 0.31 0.31 0.32 0.32 0.32 Sat Flow, veh/h 1781 3647 0 0 5274 1580 1773 8 2790 Grp Volume(v), veh/h 154 712 0 0 893 426 214 0 843 Grp Sat Flow(s),veh/h/ln1781 1777 0 0 1702 1580 1782 0 1395 Q Serve(g_s), s 4.8 7.0 0.0 0.0 8.3 14.4 5.3 0.0 16.8 Cycle Q Clear(g_c), s 4.8 7.0 0.0 0.0 8.3 14.4 5.3 0.0 16.8 Prop In Lane 1.00 0.00 0.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 195 1795 0 0 1597 494 562 0 880 V/C Ratio(X) 0.79 0.40 0.00 0.00 0.56 0.86 0.38 0.00 0.96 Avail Cap(c_a), veh/h 264 1997 0 0 1691 523 562 0 880 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 24.6 8.7 0.0 0.0 16.2 18.4 15.1 0.0 19.1 Iner Delay (d2), s/veh 7.5 0.5 0.0 0.0 0.2 12.5 0.2 0.0 20.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/lr2.3 2.3 0.0 0.0 2.9 6.4 1.9 0.0 7.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 32.2 9.2 0.0 0.0 16.4 30.8 15.3 0.0 39.8 LnGre LOS C A A A B C B A D Approach Vol, veh/h 866 1319 1057 Approach Delay, s/veh 13.3 21.1 34.8 Approach LOS B C C ,mer -Assigned Phs 2 5 6 8 Phs Duration (G+Y+Rc), s 33.8 10.9 22.9 23.0 Change Period (Y+Rc), s 5.1 * 4.7 5.1 5.1 Max Green Setting (Gmax), s 31 .9 * 8.4 18.8 17.9 Max Q Clear Time (g_c+l1 ), s 9.0 6.8 16.4 18.8 Green Ext Time (p_c), s 10.8 0.0 1.4 0.0 ntersection Summa!}'. CM 6th Ctr! Delay 23.5 HCM 6th LOS C otes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary N:\3089\Analysis\Synchro\3 Existing + Proj AM.syn NextMed 12/03/2019 .,' SBR 0 0 Synchro 10 Report Existing+ Proj AM 8: Lowder Ln/Paseo Del Norte & Poinsettia Ln ,> --+ ..... 'f +-'-"" t ~ \. + ovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations "i"i tt r' "i tf+ "i f+ "i f+ Traffic Volume (veh/h) 296 1117 18 9 782 71 31 7 17 68 3 Future Volume (veh/h) 296 1117 18 9 782 71 31 7 17 68 3 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 0.99 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 322 1214 20 10 850 77 34 8 18 74 3 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 427 1534 680 23 1056 96 100 28 64 424 3 Arrive On Green 0.12 0.43 0.43 0.01 0.32 0.32 0.06 0.06 0.06 0.24 0.24 Sat Flow, veh/h 3456 3554 1576 1781 3295 298 1781 509 1144 1781 14 Grp Volume(v), veh/h 322 1214 20 10 458 469 34 0 26 74 0 Grp Sat Flow(s),veh/h/ln1728 1777 1576 1781 1777 1817 1781 0 1653 1781 0 Q Serve(g_s), s 6.2 20.3 0.5 0.4 16.3 16.3 1.3 0.0 1.0 2.3 0.0 Cycle Q Clear(g_c), s 6.2 20.3 0.5 0.4 16.3 16.3 1.3 0.0 1.0 2.3 0.0 Prop In Lane 1.00 1.00 1.00 0.16 1.00 0.69 1.00 Lane Grp Cap(c), veh/h 427 1534 680 23 570 582 100 0 92 424 0 V/C Ratio(X) 0.75 0.79 0.03 0.44 0.80 0.80 0.34 0.00 0.28 0.17 0.00 Avail Cap(c_a), veh/h 693 2287 1014 137 924 945 673 0 624 424 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(!) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 29.1 16.9 11.3 33.7 21.4 21 .4 31 .3 0.0 31 .2 20.8 0.0 Iner Delay (d2), s/veh 1.0 0.6 0.0 5.0 1.0 1.0 0.7 0.0 0.6 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ¾ile BackOfQ(50%),veh/lri!.5 7.5 0.2 0.2 6.4 6.5 0.5 0.0 0.4 0.9 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 30.2 17.5 11 .3 38.8 22.4 22.4 32.0 0.0 31 .8 20.9 0.0 LnGre LOS C B B D C C C A C C A Approach Vol, veh/h 1556 937 60 426 Approach Delay, s/veh 20.0 22.6 31 .9 48.8 Approach LOS C C C D ,mer -Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s5.1 34.3 21 .0 12.7 26.7 8.4 Change Period (Y+Rc), ~ 4.2 4.6 4.6 * 4.2 4.6 4.6 Max Green Setting (Gmcf4:S 44.3 16.4 * 14 35.8 26.0 Max Q Clear Time (g_c+ltj,4; 22.3 16.9 8.2 18.3 3.3 Green Ext Time (p_c), s 0.0 6.7 0.0 0.3 3.8 0.1 ntersection Summa!l'. HCM 6th Ctrl Delay 25.2 HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary N:\3089\Analysis\Synchro\3 Existing + Proj AM.syn NextMed 12/03/2019 ..,' SBR 401 401 0 1.00 1.00 1870 349 0.92 2 375 0.24 1574 352 1587 14.9 14.9 0.99 378 0.93 378 1.00 1.00 25.7 29.0 0.0 8.3 54.6 D Synchro 10 Report Existing + Proj PM 1: 1-5 SB Rames & Palomar Aireort Rd ,> --+ • -("' ,._ '-~ t Movement EBL EBT EBR WBL WBT WBR NBL NBT Lane Configurations ttf+ tt .,, Traffic Volume (veh/h) 0 710 289 0 718 1130 0 0 Future Volume (veh/h) 0 710 289 0 718 1130 0 0 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No Adj Sat Flow, veh/h/ln 0 1870 1870 0 1870 1870 Adj Flow Rate, veh/h 0 763 311 0 772 0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 0 2 2 0 2 2 Cap, veh/h 0 2661 1075 0 2652 Arrive On Green 0.00 0.75 0.75 0.00 0.25 0.00 Sat Flow, veh/h 0 3735 1440 0 3647 1585 Grp Volume(v), veh/h 0 728 346 0 772 0 Grp Sat Flow(s),veh/h/ln 0 1702 1603 0 1777 1585 Q Serve(g_s), s 0.0 10.4 10.5 0.0 26.5 0.0 Cycle Q Clear(g_c), s 0.0 10.4 10.5 0.0 26.5 0.0 Prop In Lane 0.00 0.90 0.00 1.00 Lane Grp Cap(c), veh/h 0 2540 1196 0 2652 V/C Ratio(X) 0.00 0.29 0.29 0.00 0.29 Avail Cap(c_a), veh/h 0 2540 1196 0 2652 HCM Platoon Ratio 1.00 1.00 1.00 1.00 0.33 0.33 Upstream Filter(I) 0.00 1.00 1.00 0.00 0.81 0.00 Uniform Delay (d), s/veh 0.0 6.1 6.2 0.0 24.3 0.0 Iner Delay (d2), s/veh 0.0 0.3 0.6 0.0 0.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 ¾ile BackOfQ(50%),veh/ln 0.0 3.7 3.6 0.0 12.7 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 6.4 6.8 0.0 24.6 0.0 LnGre LOS A A A A C Approach Vol, veh/h 1074 772 A Approach Delay, s/veh 6.5 24.6 Approach LOS A C ifimer -Ass!gned Phs 2 4 6 Phs Duration (G+Y+Rc), s 117.3 32.7 117.3 Change Period (Y+Rc), s 5.4 5.1 5.4 Max Green Setting (Gmax), s 78.6 60.9 78.6 Max Q Clear Time (g_c+l 1 ), s 12.5 26.1 28.5 Green Ext Time (p_c), s 6.0 1.5 4.1 ntersection Summa!}'. HCM 6th Ctrl Delay 27.4 HCM 6th LOS C otes Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary N:\3089\Analysis\Synchro\4 Existing + Proj PM.syn Carlsbad Corp Plaza 12/03/2019 ~ '. ! ~ NBR SBL SBT SB~ "i"i .,, 0 529 0 161 0 529 0 161 0 0 0 1.00 1.00 1.00 1.00 1.00 No 1870 0 1870 569 0 173 0.93 0.93 0.93 2 0 2 635 0 291 0.18 0.00 0.18 3456 0 1585 569 0 173 1728 0 1585 24.1 0.0 15.0 24.1 0.0 15.0 1.00 1.00 635 0 291 0.90 0.00 0.59 1403 0 644 1.00 1.00 1.00 1.00 0.00 1.00 59.8 0.0 56.1 1.9 0.0 0.7 0.0 0.0 0.0 10.8 0.0 6.1 61.7 0.0 56.8 E A E 742 60.5 E Synchro 10 Report Existing + Proj PM 2: 1-5 NB Rames & Palomar Aireort Rd .,> _. -,. f +-'-~ t I" '-. ! ovement EBL EBT EBR WBL WBT WBR NBL NBT BR SBL SBT Lane Configurations "ttt ttt r'r' 4 r'r' Traffic Volume (veh/h) 192 1047 0 0 1751 859 97 1 449 0 0 Future Volume (veh/h) 192 1047 0 0 1751 859 97 1 449 0 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 0 0 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 202 1102 0 0 1843 904 102 1 473 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 0 0 2 2 2 2 2 Cap, veh/h 222 3821 0 0 3024 1652 321 3 507 Arrive On Green 0.25 1.00 0.00 0.00 0.79 0.79 0.18 0.18 0.18 Sat Flow, veh/h 1781 5274 0 0 5274 2790 1765 17 2790 Grp Volume(v), veh/h 202 1102 0 0 1843 904 103 0 473 Grp Sat Flow(s),veh/h/ln1781 1702 0 0 1702 1395 1782 0 1395 Q Serve(g_s), s 16.5 0.0 0.0 0.0 22.1 18.1 7.5 0.0 25.1 Cycle Q Clear(g_c), s 16.5 0.0 0.0 0.0 22.1 18.1 7.5 0.0 25.1 Prop In Lane 1.00 0.00 0.00 1.00 0.99 1.00 Lane Grp Cap(c), veh/h 222 3821 0 0 3024 1652 324 0 507 V/C Ratio(X) 0.91 0.29 0.00 0.00 0.61 0.55 0.32 0.00 0.93 Avail Cap(c_a), veh/h 372 3821 0 0 3024 1652 331 0 519 HCM Platoon Ratio 2.00 2.00 1.00 1.00 1.33 1.33 1.00 1.00 1.00 Upstream Filter(I) 0.87 0.87 0.00 0.00 0.54 0.54 1.00 0.00 1.00 Uniform Delay (d), s/veh 55.4 0.0 0.0 0.0 8.8 8.4 53.3 0.0 60.5 Iner Delay (d2), s/veh 9.1 0.2 0.0 0.0 0.5 0.7 0.2 0.0 23.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ¾ile BackOfQ(50%),veh/lrr.2 0.1 0.0 0.0 6.1 4.2 3.4 0.0 10.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 64.6 0.2 0.0 0.0 9.3 9.1 53.5 0.0 83.9 LnGre LOS E A A A A A D A F Approach Vol, veh/h 1304 2747 576 Approach Delay, s/veh 10.1 9.3 78.5 Approach LOS B A E irimer -Assigned Phs 2 5 6 8 Phs Duration (G+Y+Rc), s 117.7 23.4 94.2 32.3 Change Period (Y+Rc), s 5.4 * 4.7 5.4 5.1 Max Green Setting (Gmax), s 111 .6 * 31 75.6 27.9 Max Q Clear Time (g_c+l 1 ), s 2.0 18.5 24.1 27.1 Green Ext Time (p_c), s 6.6 0.2 21.4 0.2 ntersection Summa!l HCM 6th Ctrl Delay 18.1 HCM 6th LOS B ates * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary N:\3089\Analysis\Synchro\4 Existing + Proj PM.syn Carlsbad Corp Plaza 12/03/2019 .,' SBR 0 0 Synchro 1 O Report Existing + Proj PM 3: Paseo Del Norte & Palomar Aireort Rd _,> ___..,. ~ 'f .,_ -\... ~ t I'" '. ! Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations ~~ ttf+ ~~ tttt 7' ~~ tf+ ~~ tf+ Traffic Volume (veh/h) 234 1121 178 240 2402 296 279 181 220 234 122 Future Volume (veh/h) 234 1121 178 240 2402 296 279 181 220 234 122 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 254 1218 193 261 2611 322 303 197 239 254 133 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 293 1345 213 960 3268 944 349 328 290 304 314 Arrive On Green 0.17 0.61 0.61 0.28 0.51 0.51 0.10 0.18 0.18 0.09 0.18 Sat Flow, veh/h 3456 4441 704 3456 6434 1584 3456 1777 1570 3456 1777 Grp Volume(v), veh/h 254 934 477 261 2611 322 303 197 239 254 133 Grp Sat Flow(s),veh/h/ln1728 1702 1740 1728 1609 1584 1728 1777 1570 1728 1777 Q Serve(g_s), s 10.7 35.9 35.9 8.9 50.4 4.3 13.0 15.3 22.0 10.9 10.0 Cycle Q Clear(g_c), s 10.7 35.9 35.9 8.9 50.4 4.3 13.0 15.3 22.0 10.9 10.0 Prop In Lane 1.00 0.40 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 293 1031 527 960 3268 944 349 328 290 304 314 V/C Ratio(X) 0.87 0.91 0.91 0.27 0.80 0.34 0.87 0.60 0.83 0.83 0.42 Avail Cap(c_a), veh/h 295 1407 719 960 3268 944 410 462 408 304 403 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.90 0.90 0.90 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 61.4 27.7 27.7 42.3 30.6 5.7 66.4 56.1 58.8 67.3 54.9 Iner Delay (d2), s/veh 19.9 11 .8 20.0 0.1 2.1 1.0 14.3 0.7 6.5 16.9 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/lri>.2 12.7 14.2 3.8 19.9 2.8 6.4 6.9 9.3 5.5 4.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 81.4 39.4 47.7 42.4 32.7 6.6 80.7 56.8 65.3 84.3 55.3 LnGre LOS F D D D C A F E E F E Approach Vol, veh/h 1665 3194 739 628 Approach Delay, s/veh 48.2 30.9 69.3 73.9 Approach LOS D C E E ifimer -Ass!9ned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc),.t7.7 51.4 19.3 31 .5 16.9 82.2 18.2 32.7 Change Period (Y+Rc), s 6.0 *6 * 4.2 5.0 * 4.2 6.0 5.0 *5 Max Green Setting (Gm~S * 62 *18 34.0 *13 66.0 12.8 * 39 Max Q Clear Time (g_c+ltQ,9; 37.9 15.0 24.2 12.7 52.4 12.9 24.0 Green Ext Time (p_c), s 0.3 7.5 0.2 1.1 0.0 11 .4 0.0 1.6 ntersection Summa!}'. HCM 6th Ctr! Delay 44.4 HCM 6th LOS D Notes • HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary N:\3089\Analysis\Synchro\4 Existing + Proj PM.syn Carlsbad Corp Plaza 12/03/2019 .,' SBR 222 222 0 1.00 1.00 1870 241 0.92 2 279 0.18 1580 241 1580 22.2 22.2 1.00 279 0.86 358 1.00 1.00 60.0 13.2 0.0 10.0 73.2 E Synchro 10 Report Existing + Proj PM 4: Paseo Del Norte & Proj Drwy ntersection Int Delay, s/veh 3.1 ovement EBL EBR NBL NBT Lane Configurations V "i tt Traffic Vol, veh/h 121 63 35 355 Future Vol, veh/h 121 63 35 355 Conflicting Peds, #/hr 0 0 0 0 Sign Control Stop Stop Free Free RT Channelized -None -None Storage Length 0 25 Veh in Median Storage, # 0 0 Grade,% 0 0 Peak Hour Factor 92 92 92 92 Heavy Vehicles, % 2 2 2 2 Mvmt Flow 132 68 38 386 Major/Minor Minor2 Major1 Conflicting Flow All 678 222 443 0 Stage 1 409 Stage 2 269 Critical Hdwy 6.84 6.94 4.14 Critical Hdwy Stg 1 5.84 Critical Hdwy Stg 2 5.84 Follow-up Hdwy 3.52 3.32 2.22 Pot Cap-1 Maneuver 386 782 1113 Stage 1 639 Stage 2 752 Platoon blocked,% Mov Cap-1 Maneuver 373 782 1113 Mov Cap-2 Maneuver 476 Stage 1 617 Stage 2 752 IA roach HCM Control Delay, s 15.2 0.7 HCM LOS C inor Lane/Major Mvmt NBL NBTEBLn1 Capacity (veh/h) 1113 -550 HCM Lane V/C Ratio 0.034 -0.364 HCM Control Delay (s) 8.3 -15.2 HCM Lane LOS A C HCM 95th %tile Q(veh} 0.1 1.7 HCM 6th TWSC N:\3089\Analysis\Synchro\4 Existing + Proj PM.syn SBT SBR ti. 345 63 345 63 0 0 Free Free -None 0 0 92 92 2 2 375 68 Major2 0 SB 0 SBT SBR Carlsbad Corp Plaza 12/03/2019 Synchro 10 Report Existing + Proj PM 5: Paseo Del Norte & Camino De Las Ondas ~ -+ "t ovement EBL EBT EBR Lane Configurations "'i ~ Traffic Volume (veh/h) 19 11 16 Future Volume (veh/h} 19 11 16 Initial Q (Qb), veh 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 Work Zone On Approach No Adj Sat Flow, veh/h/ln 1870 1870 1870 Adj Flow Rate, veh/h 21 12 17 Peak Hour Factor 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 Cap, veh/h 36 46 66 Arrive On Green 0.02 O.D7 0.07 Sat Flow, veh/h 1781 686 972 Grp Volume(v), veh/h 21 0 29 Grp Sat Flow(s),veh/h/ln 1781 0 1657 Q Serve(g_s), s 0.6 0.0 0.8 Cycle Q Clear(g_c}, s 0.6 0.0 0.8 Prop In Lane 1.00 0.59 Lane Grp Cap(c), veh/h 36 0 112 V/C Ratio(X) 0.58 0.00 0.26 Avail Cap(c_a}, veh/h 195 0 926 HCM Platoon Ratio 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 Uniform Delay (d), s/veh 23.5 0.0 21.4 Iner Delay (d2), s/veh 5.4 0.0 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 ¾ile BackOfQ(50%),veh/ln 0.3 0.0 0.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 28.8 0.0 22.6 LnGre LOS C A C Approach Vol, veh/h 50 Approach Delay, s/veh 25.2 Approach LOS C rfimer -Ass!gned Phs 1 2 3 Phs Duration (G+Y+Rc), s 7.3 22.0 10.7 Change Period (Y+Rc), s 5.0 5.0 5.0 Max Green Setting (Gmax), s 5.0 27.0 11.0 Max Q Clear Time (g_c+l 1 ), s 3.7 14.2 6.3 Green Ext Time (p_c), s 0.0 2.7 0.1 Intersection Summa!}'. HCM 6th Ctrl Delay 17.5 HCM 6th LOS B HCM 6th Signalized Intersection Summary N:\3089\Analysis\Synchro\4 Existing + Proj PM.syn "f WBL "'i 152 152 0 1.00 1.00 1870 165 0.92 2 211 0.12 1781 165 1781 4.3 4.3 1.00 211 0.78 406 1.00 1.00 20.7 2.4 0.0 1.8 23.0 C 4 8.3 5.0 27.0 2.8 0.1 +- WBT ~ 21 21 0 1.00 No 1870 23 0.92 2 51 0.17 309 0 0 0.0 0.0 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0 0.0 A 286 21 .2 C 5 5.9 5.0 5.3 2.5 0.0 Carlsbad Corp Plaza 12/03/2019 "--"" t ~ '. ! .; WBR NBL NBT NBR SBL SBT SB "'i ~ "'i ~ 90 18 319 139 60 264 21 90 18 319 139 60 264 21 0 0 0 0 0 0 0 0.99 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 No No 1870 1870 1870 1870 1870 1870 1870 98 20 347 151 65 287 23 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 218 35 434 189 86 649 52 0.17 0.02 0.35 0.35 0.05 0.38 0.38 1315 1781 1235 538 1781 1708 137 121 20 0 498 65 0 310 1624 1781 0 1773 1781 0 1845 3.2 0.5 0.0 12.2 1.7 0.0 6.0 3.2 0.5 0.0 12.2 1.7 0.0 6.0 0.81 1.00 0.30 1.00 O.D7 270 35 0 623 86 0 701 0.45 0.58 0.00 0.80 0.76 0.00 0.44 1099 195 0 991 184 0 1020 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 18.2 23.5 0.0 14.1 22.7 0.0 11.2 0.4 5.5 0.0 2.5 5.0 0.0 0.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.1 0.3 0.0 4.5 0.8 0.0 2.1 18.6 29.0 0.0 16.6 27.7 0.0 11 .6 B C A B C A B 518 375 17.1 14.4 B B 6 7 8 23.4 6.0 13.0 5.0 5.0 5.0 26.7 5.3 32.7 8.0 2.6 5.2 1.7 0.0 0.5 Synchro 10 Report Existing + Proj PM Carlsbad Corp Plaza 6: 1-5 SB Rames & Poinsettia Ln 12/03/2019 .,,> ---+ ~ f +-'-~ t ~ '. ! .,, Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt r' ~~ tt ~ 4 r' Traffic Volume (veh/h) 0 742 222 660 790 0 0 0 0 312 1 201 Future Volume (veh/h) 0 742 222 660 790 0 0 0 0 312 1 201 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pb T) 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 0 1870 1870 1870 1870 0 1870 1870 1870 Adj Flow Rate, veh/h 0 807 241 717 859 0 340 0 218 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 2 2 2 2 0 2 2 2 Cap, veh/h 0 1049 466 859 2240 0 648 0 288 Arrive On Green 0.00 0.30 0.30 0.25 0.63 0.00 0.18 0.00 0.18 Sat Flow, veh/h 0 3647 1577 3456 3647 0 3563 0 1585 Grp Volume(v), veh/h 0 807 241 717 859 0 340 0 218 Grp Sat Flow(s),veh/h/ln 0 1777 1577 1728 1777 0 1781 0 1585 Q Serve(g_s), s 0.0 11.2 6.9 10.7 6.4 0.0 4.7 0.0 7.1 Cycle Q Clear(g_c), s 0.0 11.2 6.9 10.7 6.4 0.0 4.7 0.0 7.1 Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 1049 466 859 2240 0 648 0 288 VIC Ratio(X) 0.00 0.77 0.52 0.83 0.38 0.00 0.52 0.00 0.76 Avail Cap(c_a), veh/h 0 1335 592 1101 2774 0 1141 0 508 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(!) 0.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 17.5 15.9 19.4 4.9 0.0 20.1 0.0 21 .1 Iner Delay (d2), s/veh 0.0 1.5 0.3 3.6 0.2 0.0 0.2 0.0 1.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/lril.0 4.3 2.2 4.3 1.6 0.0 1.8 0.0 2.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 19.0 16.3 23.0 5.1 0.0 20.3 0.0 22.6 LnGre LOS A B B C A A C A C Approach Vol, veh/h 1048 1576 558 Approach Delay, s/veh 18.4 13.2 21.2 Approach LOS B B C ifimer -Assi ned Phs 1 2 4 6 Phs Duration (G+Y+Rc), t8.2 21.1 15.0 39.3 Change Period (Y+Rc), ~ 4.7 5.1 5.1 5.1 Max Green Setting (Gma~ns 20.4 17.4 42.4 Max Q Clear Time (g_c+llr;J,s 13.2 9.1 8.4 Green Ext Time (p_c), s 0.8 2.7 0.8 13.3 Intersection Summa!} HCM 6th Ctrl Delay 16.3 HCM 6th LOS B Notes User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary Synchro 10 Report N:\3089\Analysis\Synchro\4 Existing + Proj PM.syn Existing + Proj PM 7: 1-5 NB Rames & Poinsettia Ln ,> -+ ..... "f ,._ '-~ t I" \. + vement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations "' tt ttt .,, +f .,,.,, Traffic Volume (veh/h) 114 940 0 0 1197 278 253 3 664 0 0 Future Volume (veh/h) 114 940 0 0 1197 278 253 3 664 0 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj{A_pbT) 1.00 1.00 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 0 0 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 124 1022 0 0 1301 302 275 3 722 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 0 0 2 2 2 2 2 Cap, veh/h 159 1843 0 0 1776 547 537 6 850 Arrive On Green 0.09 0.52 0.00 0.00 0.35 0.35 0.30 0.30 0.30 Sat Flow, veh/h 1781 3647 0 0 5274 1574 1763 19 2790 Grp Volume(v), veh/h 124 1022 0 0 1301 302 278 0 722 Grp Sat Flow(s),veh/h/ln1781 1777 0 0 1702 1574 1782 0 1395 Q Serve(g_s), s 3.9 11.2 0.0 0.0 12.9 8.9 7.4 0.0 14.0 Cycle Q Clear(g_c), s 3.9 11.2 0.0 0.0 12.9 8.9 7.4 0.0 14.0 Prop In Lane 1.00 0.00 0.00 1.00 0.99 1.00 Lane Grp Cap(c), veh/h 159 1843 0 0 1776 547 543 0 850 V/C Ratio(X) 0.78 0.55 0.00 0.00 0.73 0.55 0.51 0.00 0.85 Avail Cap(c_a), veh/h 287 2396 0 0 2204 679 646 0 1011 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(!) 1.00 1.00 0.00 0.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 25.7 9.4 0.0 0.0 16.5 15.2 16.5 0.0 18.8 Iner Delay (d2), s/veh 3.1 1.0 0.0 0.0 0.7 0.3 0.3 0.0 5.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/lr1 .7 3.7 0.0 0.0 4.5 2.9 2.8 0.0 4.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 28.8 10.3 0.0 0.0 17.1 15.5 16.8 0.0 24.1 LnGre LOS C B A A B B B A C Approach Vol, veh/h 1146 1603 1000 Approach Delay, s/veh 12.3 16.8 22.1 Approach LOS B B C [!mer -Ass!gned Phs 2 5 6 8 Phs Duration (G+Y+Rc), s 35.0 9.9 25.2 22.7 Change Period (Y+Rc), s 5.1 * 4.7 5.1 5.1 Max Green Setting (Gmax), s 38.9 * 9.3 24.9 20.9 Max Q Clear Time (g_c+l1), s 13.2 5.9 14.9 16.0 Green Ext Time (p_c), s 16.5 0.0 5.2 1.6 ntersection Summa HCM 6th Ctrl Delay 16.9 HCM 6th LOS B otes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary N:\3089\Analysis\Synchro\4 Existing + Proj PM.syn Carlsbad Corp Plaza 12/03/2019 .,' SBR 0 0 Synchro 10 Report Existing + Proj PM 8: Lowder Ln/Paseo Del Norte & Poinsettia Ln ,)----+ '\-'f +-'-~ t I" '. + ovement EB EBT EBR WB[ WBT WBR NBL NBT NBR SBL SBT Lane Configurations 'f 'i tt .,, " tf+ " f+ " f+ Traffic Volume (veh/h} 446 1113 45 13 1065 108 31 12 13 85 9 Future Volume (veh/h) 446 1113 45 13 1065 108 31 12 13 85 9 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.97 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 485 1210 49 14 1158 117 34 13 14 92 10 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 561 1921 853 29 1285 130 103 47 51 341 9 Arrive On Green 0.16 0.54 0.54 0.02 0.39 0.39 0.06 0.06 0.06 0.19 0.19 Sat Flow, veh/h 3456 3554 1578 1781 3259 329 1781 812 874 1781 46 Grp Volume(v), veh/h 485 1210 49 14 631 644 34 0 27 92 0 Grp Sat Flow(s),veh/h/ln1728 1777 1578 1781 1777 1811 1781 0 1686 1781 0 Q Serve(g_s}, s 12.7 22.0 1.4 0.7 30.9 31.1 1.7 0.0 1.4 4.1 0.0 Cycle Q Clear(g_c}, s 12.7 22.0 1.4 0.7 30.9 31.1 1.7 0.0 1.4 4.1 0.0 Prop In Lane 1.00 1.00 1.00 0.18 1.00 0.52 1.00 Lane Grp Cap(c), veh/h 561 1921 853 29 701 714 103 0 97 341 0 V/C Ratio(X) 0.86 0.63 0.06 0.48 0.90 0.90 0.33 0.00 0.28 0.27 0.00 Avail Cap(c_a), veh/h 662 2024 899 102 773 788 499 0 472 341 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I} 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 37.9 14.9 10.1 45.3 26.4 26.4 42.0 0.0 41.9 32.0 0.0 Iner Delay (d2), s/veh 9.1 0.4 0.0 4.5 12.0 12.2 0.7 0.0 0.6 0.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/lrt3.0 8.3 0.5 0.4 14.8 15.2 0.8 0.0 0.6 1.8 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 47.0 15.3 10.1 49.8 38.4 38.6 42.7 0.0 42.5 32.2 0.0 LnGre LOS D B B D D D D A D C A Approach Vol, veh/h 1744 1289 61 440 Approach Delay, s/veh 23.9 38.6 42.6 111 .6 Approach LOS C D D F [Timer -Assi ned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s5.7 54.8 22.4 19.3 41.2 10.0 Change Period (Y+Rc), ~ 4.2 4.6 4.6 * 4.2 4.6 4.6 Max Green Setting (Gm~,l 52.9 17.8 • 18 40.4 26.0 Max Q Clear Time (g_c+ltp;; 24.0 19.8 14.7 33.1 3.7 Green Ext Time (p_c}, s 0.0 7.2 0.0 0.4 3.5 0.1 ntersection Summa HCM 6th Ctrl Delay 40.5 HCM 6th LOS D ates * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary N:\3089\Analysis\Synchro\4 Existing + Proj PM.syn Carlsbad Corp Plaza 12/03/2019 -cl' SBR 379 379 0 1.00 1.00 1870 338 0.92 2 296 0.19 1546 348 1592 17.8 17.8 0.97 305 1.14 305 1.00 1.00 37.5 95.1 0.0 14.8 132.6 F Synchro 10 Report .. .. .... -... .. .. • .. .. LINSCOTT, LAW & GREENSPAN, engineers APPENDIX H HCM ANALYSIS WORKSHEETS - EXISTING+ CUMULATIVE LLG Ref. 3-19-3089 NextMed Specific Plan Existing + Cuml AM 1: 1-5 SB Rames & Palomar Aireort Rd ~ --+ ..... 'f +-'-~ t vement EBL EBT EBR WBL WBT WBR NBL NBT Lane Configurations tt~ tt '{' Traffic Volume (veh/h) 0 448 70 0 626 181 0 0 Future Volume (veh/h) 0 448 70 0 626 181 0 0 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No Adj Sat Flow, veh/h/ln 0 1870 1870 0 1870 1870 Adj Flow Rate, veh/h 0 477 74 0 666 0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 0 2 2 0 2 2 Cap, veh/h 0 2729 415 0 2169 Arrive On Green 0.00 0.61 0.61 0.00 0.61 0.00 Sat Flow, veh/h 0 4640 680 0 3647 1585 Grp Volume(v), veh/h 0 361 190 0 666 0 Grp Sat Flow(s),veh/h/ln 0 1702 1748 0 1777 1585 Q Serve(g_s), s 0.0 6.5 6.7 0.0 12.6 0.0 Cycle Q Clear(g_c), s 0.0 6.5 6.7 0.0 12.6 0.0 Prop In Lane 0.00 0.39 0.00 1.00 Lane Grp Cap(c), veh/h 0 2077 1067 0 2169 V/C Ratio(X) 0.00 0.17 0.18 0.00 0.31 Avail Cap(c_a), veh/h 0 2077 1067 0 2169 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 0.00 0.88 0.00 Uniform Delay (d), s/veh 0.0 11 .9 11.9 0.0 13.1 0.0 Iner Delay (d2), s/veh 0.0 0.2 0.4 0.0 0.3 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ 50%),veh/ln 0.0 2.5 2.7 0.0 5.1 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 12.1 12.3 0.0 13.4 0.0 LnGre LOS A B B A B Approach Vol, veh/h 551 666 A Approach Delay, s/veh 12.2 13.4 Approach LOS B B 1mer -Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 90.8 49.2 90.8 Change Period (Y+Rc), s 5.4 5.1 5.4 Max Green Setting (Gmax), s 52.6 76.9 52.6 Max Q Clear Time (g_c+l1 ), s 8.7 41.1 14.6 Green Ext Time (p_c), s 2.5 3.0 3.4 ntersection Summa~ HCM 6th Ctrl Delay 30.8 HCM 6th LOS C ~otes Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary N:\3089\Analysis\Synchro\5 Existing + Cuml AM.syn NextMed 12/03/2019 I" '. + .,' NBR SBL SBT SB ..,.., 7' 0 941 0 319 0 941 0 319 0 0 0 1.00 1.00 1.00 1.00 1.00 No 1870 0 1870 1001 0 339 0.94 0.94 0.94 2 0 2 1088 0 499 0.31 0.00 0.31 3456 0 1585 1001 0 339 1728 0 1585 39.1 0.0 26.1 39.1 0.0 26.1 1.00 1.00 1088 0 499 0.92 0.00 0.68 1898 0 871 1.00 1.00 1.00 1.00 0.00 1.00 46.3 0.0 41 .8 2.3 0.0 0.6 0.0 0.0 0.0 17.1 0.0 10.3 48.6 0.0 42.4 D A D 1340 47.0 D Synchro 10 Report Existing + Cuml AM 2: 1-5 NB Rames & Palomar Aireort Rd ~ _,. ,. 'f +-"'-~ t /"' '. + ovement EBL EBT EBR WBL WBT WBR NB[ NBT NBR SBL SBT Lane Configurations llj ttt ttt .,,.,, +f .,,.,, Traffic Volume {veh/h) 92 1296 0 0 640 465 167 0 1250 0 0 Future Volume (veh/h) 92 1296 0 0 640 465 167 0 1250 0 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 0 0 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 95 1336 0 0 660 479 172 0 1289 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 2 2 0 0 2 2 2 2 2 Cap, veh/h 118 2245 0 0 1737 949 864 0 1354 Arrive On Green 0.02 0.1 5 0.00 0.00 0.34 0.34 0.49 0.00 0.49 Sat Flow, veh/h 1781 5274 0 0 5274 2790 1781 0 2790 Grp Volume(v), veh/h 95 1336 0 0 660 479 172 0 1289 Grp Sat Flow(s),veh/h/ln1781 1702 0 0 1702 1395 1781 0 1395 Q Serve(g_s), s 7.4 34.3 0.0 0.0 13.7 19.2 7.7 0.0 61.9 Cycle Q Clear(g_c), s 7.4 34.3 0.0 0.0 13.7 19.2 7.7 0.0 61 .9 Prop In Lane 1.00 0.00 0.00 1.00 1.00 1.00 Lane Grp Cap{c), veh/h 118 2245 0 0 1737 949 864 0 1354 V/C Ratio(X) 0.81 0.60 0.00 0.00 0.38 0.50 0.20 0.00 0.95 Avail Cap(c_a), veh/h 195 2245 0 0 1737 949 1004 0 1572 HCM Platoon Ratio 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(!) 0.78 0.78 0.00 0.00 0.88 0.88 1.00 0.00 1.00 Uniform Delay (d), s/veh 67.6 48.2 0.0 0.0 35.0 36.8 20.5 0.0 34.5 Iner Delay {d2), s/veh 3.8 0.9 0.0 0.0 0.6 1.7 0.0 0.0 11.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/l~.6 15.9 0.0 0.0 5.8 6.8 3.3 0.0 22.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 71.4 49.1 0.0 0.0 35.6 38.5 20.6 0.0 46.0 LnGre LOS E D A A D D C A D Approach Vol, veh/h 1431 1139 1461 Approach Delay, s/veh 50.6 36.8 43.0 Approach LOS D D D 1mer -Assigned Phs 2 5 6 8 Phs Duration (G+Y+Rc), s 67.0 13.9 53.0 73.0 Change Period (Y+Rc), s 5.4 * 4.7 5.4 5.1 Max Green Setting (Gmax), s 50.6 *15 30.6 78.9 Max Q Clear Time (g_c+l 1 ), s 36.3 9.4 21 .2 63.9 Green Ext Time (p_c), s 6.0 0.0 3.2 4.0 ntersection Summa!}'. HCM 6th Ctrl Delay 43.9 HCM 6th LOS D Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary N:\3089\Analysis\Synchro\5 Existing + Cuml AM.syn NextMed 12/03/2019 .I SBR 0 0 Synchro 10 Report Existing + Cuml AM 3: Paseo Del Norte & Palomar Aireort Rd ,> -+ -.... 'f +--\.. "" t I"' \.. + ovement EBL EBT EBR WBL WBT WBR NB[ NBT NBR SB[ SBT Lane Configurations "'i"'i ttt '{' "'i"'i tttt '{' "'i"'i tf+ "'i"'i t Traffic Volume (veh/h) 100 2425 177 121 963 149 165 85 163 84 59 Future Volume (veh/h) 100 2425 177 121 963 149 165 85 163 84 59 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 109 2636 192 132 1047 162 179 92 177 91 64 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 1524 3186 1156 146 1366 399 369 277 245 136 155 Arrive On Green 0.59 0.83 0.83 0.04 0.21 0.21 0.11 0.16 0.16 0.04 0.08 Sat Flow, veh/h 3456 5106 1580 3456 6434 1585 3456 1777 1573 3456 1870 Grp Volume(v), veh/h 109 2636 192 132 1047 162 179 92 177 91 64 Grp Sat Flow(s),veh/h/ln1728 1702 1580 1728 1609 1585 1728 1777 1573 1728 1870 Q Serve(g_s), s 1.9 39.2 0.7 5.3 21.4 5.2 6.8 6.5 15.0 3.6 4.6 Cycle Q Clear(g_c), s 1.9 39.2 0.7 5.3 21.4 5.2 6.8 6.5 15.0 3.6 4.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 1524 3186 1156 146 1366 399 369 277 245 136 155 V/C Ratio(X) O.Q7 0.83 0.17 0.91 0.77 0.41 0.48 0.33 0.72 0.67 0.41 Avail Cap(c_a), veh/h 1524 3186 1156 146 2803 753 369 495 438 291 545 HCM Platoon Ratio 1.33 1.33 1.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(!) 0.56 0.56 0.56 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 16.6 7.8 0.6 66.8 51 .9 25.2 58.9 52.6 56.2 66.3 61 .0 Iner Delay (d2), s/veh 0.0 1.5 0.2 46 .9 4.2 3.0 0.4 0.3 1.5 2.1 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ¾ile BackOfQ(50%),veh/h\l.8 8.2 0.3 3.3 9.1 5.0 3.0 2.9 6.1 1.6 2.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 16.6 9.3 0.8 113.7 56.1 28.3 59.2 52.9 57.7 68.4 61.7 LnGre LOS B A A F E C E D E E E Approach Vol, veh/h 2937 1341 448 220 Approach Delay, s/veh 9.0 58.4 57.3 51 .1 Approach LOS A E E D 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), 1il.1 93.4 20.0 16.6 67.7 35.7 9.7 26.8 Change Period (Y+Rc), ~ 4.2 6.0 5.0 *5 6.0 *6 * 4.2 5.0 Max Green Setting (Gmcf4S 63.9 10.0 * 41 8.8 * 61 *12 39.0 Max Q Clear Time (g_c+l~,3; 41.2 8.8 6.6 3.9 23.4 5.6 17.0 Green Ext Time (p_c), s 0.0 17.4 0.0 0.3 0.1 6.3 0.1 1.1 ntersection Summa!}'. HCM 6th Ctrf Delay 28.6 HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary N:\3089\Analysis\Synchro\5 Existing + Cuml AM.syn NextMed 12/03/2019 .,' SBR '{' 60 60 0 0.98 1.00 1870 65 0.92 2 827 0.08 1551 65 1551 0.0 0.0 1.00 827 0.08 1151 1.00 1.00 16.6 0.0 0.0 1.1 16.6 B Synchro 10 Report Existing + Cuml AM 4: Paseo Del Norte & Proj Drwy ntersection Int Delay, s/veh 0.3 ovement EBL EBR NBL NBT SBT SBR Lane Configurations V llj tt tf+ Traffic Vol, veh/h 2 2 17 312 163 37 Future Vol, veh/h 2 2 17 312 163 37 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length 0 25 Veh in Median Storage, # 0 0 0 Grade,% 0 0 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 2 2 18 339 177 40 Major/Minor Minor2 ajor Major2 Conflicting Flow All 403 109 217 0 0 Stage 1 197 Stage 2 206 Critical Hdwy 6.84 6.94 4.14 Critical Hdwy Stg 1 5.84 Critical Hdwy Stg 2 5.84 Follow-up Hdwy 3.52 3.32 2.22 Pot Cap-1 Maneuver 575 924 1350 Stage 1 817 Stage 2 808 Platoon blocked, % Mov Cap-1 Maneuver 568 924 1350 Mov Cap-2 Maneuver 623 Stage 1 806 Stage 2 808 roach SB HCM Control Delay, s 9.9 0.4 0 HCM LOS A Minor Lane/Major Mvmt NBL NBTEBln1 SBT SBR Capacity (veh/h) 1350 -744 HCM Lane V/C Ratio 0.014 -0.006 HCM Control Delay (s) 7.7 9.9 HCM Lane LOS A A HCM 95th %tile Q(veh) 0 0 HCM 6th TWSC N:\3089\Analysis\Synchro\5 Existing + Cuml AM.syn NextMed 12/03/2019 Synchro 10 Report Existing + Cuml AM 5: Paseo Del Norte & Camino De Las Ondas ,} --+ -,. ovement EBL EBT EBR Lane Configurations "i f+ Traffic Volume (veh/h) 15 43 18 Future Volume (veh/h) 15 43 18 Initial Q (Qb), veh 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 Work Zone On Approach No Adj Sat Flow, veh/h/ln 1870 1870 1870 Adj Flow Rate, veh/h 16 47 20 Peak Hour Factor 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 Cap, veh/h 28 89 38 Arrive On Green 0.02 0.07 0.07 Sat Flow, veh/h 1781 1245 530 Grp Volume(v), veh/h 16 0 67 Grp Sat Flow(s),veh/h/ln 1781 0 1775 Q Serve(g_s), s 0.5 0.0 1.9 Cycle Q Clear(g_c), s 0.5 0.0 1.9 Prop In Lane 1.00 0.30 Lane Grp Cap(c), veh/h 28 0 127 VIC Ratio(X) 0.57 0.00 0.53 Avail Cap(c_a), veh/h 155 0 928 HCM Platoon Ratio 1.00 1.00 1.00 Upstream Filter(!) 1.00 0.00 1.00 Uniform Delay (d), s/veh 25.2 0.0 23.1 Iner Delay (d2), s/veh 6.4 0.0 3.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 o/oile BackOfQ(50%),veh/ln 0.2 0.0 0.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 31.7 0.0 26.5 LnGre LOS C A C Approach Vol, veh/h 83 Approach Delay, s/veh 27.5 Approach LOS C 1 2 3 Phs Duration (G+Y+Rc), s 7.9 21 .1 13.9 Change Period (Y+Rc), s 5.0 5.0 5.0 Max Green Setting (Gmax), s 5.1 24.2 13.7 Max Q Clear Time (g_c+l1), s 4.3 13.9 9.0 Green Ext Time (p_c), s 0.0 2.0 0.2 ntersection Summa HCM 6th Ctrl Delay 20.6 HCM 6th LOS C HCM 6th Signalized Intersection Summary N:\3089\Analysis\Synchro\5 Existing + Cuml AM.syn -(" WBL "i 230 230 0 1.00 1.00 1870 250 0.92 2 307 0.17 1781 250 1781 7.0 7.0 1.00 307 0.81 473 1.00 1.00 20.6 3.3 0.0 2.9 23.9 C 4 8.7 5.0 27.0 3.9 0.3 +- WBT f+ 16 16 0 1.00 No 1870 17 0.92 2 68 0.23 297 0 0 0.0 0.0 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0 0.0 A 342 21 .9 C 5 5.4 5.0 4.5 2.2 0.0 NextMed 12/03/2019 -\... "" t I" ~ ! .,, WBR NBL NBT NBR SBL SBT SB~ "i f+ "i f+ 69 6 188 206 74 144 12 69 6 188 206 74 144 12 0 0 0 0 0 0 0 0.98 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 No No 1870 1870 1870 1870 1870 1870 1870 75 7 204 224 80 157 13 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 299 13 253 278 101 616 51 0.23 0.01 0.31 0.31 0.06 0.36 0.36 1310 1781 813 892 1781 1703 141 92 7 0 428 80 0 170 1607 1781 0 1705 1781 0 1845 2.4 0.2 0.0 11.9 2.3 0.0 3.3 2.4 0.2 0.0 11.9 2.3 0.0 3.3 0.82 1.00 0.52 1.00 0.08 367 13 0 532 101 0 667 0.25 0.53 0.00 0.80 0.79 0.00 0.26 1126 155 0 799 176 0 886 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 16.3 25.5 0.0 16.3 24.1 0.0 11.6 0.1 11.8 0.0 3.6 5.1 0.0 0.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.8 0.1 0.0 4.5 1.0 0.0 1.2 16.5 37.3 0.0 20.0 29.2 0.0 11.8 B D A B C A B 435 250 20.2 17.4 C B 6 7 8 23.7 5.8 16.8 5.0 5.0 5.0 24.8 4.5 36.2 5.3 2.5 4.4 0.8 0.0 0.3 Synchro 10 Report Existing + Cuml AM NextMed 6: 1-5 SB Rames & Poinsettia Ln 12/03/2019 .,,. _., -,. "f ...... '-"" t I" \. ! "41' Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt 7' l!jl!j t t l!j 4 7' Traffic Volume (veh/h} 0 547 118 359 656 0 0 0 0 251 11 294 Future Volume (veh/h} 0 547 118 359 656 0 0 0 0 251 11 294 Initial Q (Qb}, veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 0 1870 1870 1870 1870 0 1870 1870 1870 Adj Flow Rate, veh/h 0 595 128 390 713 0 282 0 320 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 2 2 2 2 0 2 2 2 Cap, veh/h 0 1342 595 478 2112 0 840 0 374 Arrive On Green 0.00 0.38 0.38 0.14 0.59 0.00 0.24 0.00 0.24 Sat Flow, veh/h 0 3647 1576 3456 3647 0 3563 0 1585 Grp Volume(v), veh/h 0 595 128 390 713 0 282 0 320 Grp Sat Flow(s),veh/h/ln 0 1777 1576 1728 1777 0 1781 0 1585 Q Serve(g_s}, s 0.0 7.5 3.3 6.6 6.1 0.0 3.9 0.0 11 .6 Cycle Q Clear(g_c), s 0.0 7.5 3.3 6.6 6.1 0.0 3.9 0.0 11.6 Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 1342 595 478 2112 0 840 0 374 V/C Ratio(X) 0.00 0.44 0.22 0.82 0.34 0.00 0.34 0.00 0.86 Avail Cap(c_a), veh/h 0 1342 595 478 2112 0 1033 0 460 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I} 0.00 1.00 1.00 0.83 0.83 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 14.0 12.7 25.1 6.2 0.0 19.0 0.0 22.0 Iner Delay (d2), s/veh 0.0 1.1 0.8 8.3 0.4 0.0 0.1 0.0 10.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/lrO.0 2.9 1.2 3.1 1.8 0.0 1.5 0.0 5.1 Unsig. Movement Delay, s/veh LnG Delay(d),s/veh 0.0 15.0 13.5 33.4 6.5 0.0 19.1 0.0 32.8 LnGre LOS A B B C A A B A C Approach Vol, veh/h 723 1103 602 Approach Delay, s/veh 14.8 16.0 26.4 Approach LOS B B C iTimer -Ass!9ned Phs 1 2 4 6 Phs Duration (G+Y+Rc), t.1.0 27.8 19.2 40.8 Change Period (Y+Rc), 14.7 5.1 5.1 5.1 Max Green Setting (Gmcfx$,.3 19.4 17.4 32.4 Max Q Clear Time (g_c+l~,8; 9.5 13.6 8.1 Green Ext Time (p_c}, s 0.0 2.2 0.5 9.2 ntersection Summa HCM 6th Ctrl Delay 18.2 HCM 6th LOS B otes User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary Synchro 10 Report N:\3089\Analysis\Synchro\5 Existing + Cuml AM.syn Existing + Cuml AM 7: 1-5 NB Rames & Poinsettia Ln ~ --+ ~ f +-'--"" t I" '. ! ovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations "'i tt ttt .,, +f .,,.,, Traffic Volume (veh/h) 142 656 0 0 819 394 196 1 780 0 0 Future Volume (veh/h) 142 656 0 0 819 394 196 1 780 0 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 0 0 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 154 713 0 0 890 428 213 1 848 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 0 0 2 2 2 2 2 Cap, veh/h 195 1796 0 0 1600 495 559 3 879 Arrive On Green 0.11 0.51 0.00 0.00 0.31 0.31 0.32 0.32 0.32 Sat Flow, veh/h 1781 3647 0 0 5274 1580 1773 8 2790 Grp Volume(v), veh/h 154 713 0 0 890 428 214 0 848 Grp Sat Flow(s),veh/h/ln1781 1777 0 0 1702 1580 1782 0 1395 Q Serve(g_s), s 4.8 7.1 0.0 0.0 8.2 14.5 5.3 0.0 17.0 Cycle Q Clear(g_c), s 4.8 7.1 0.0 0.0 8.2 14.5 5.3 0.0 17.0 Prop In Lane 1.00 0.00 0.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 195 1796 0 0 1600 495 561 0 879 V/C Ratio(X) 0.79 0.40 0.00 0.00 0.56 0.86 0.38 0.00 0.96 Avail Cap(c_a), veh/h 263 1995 0 0 1689 523 561 0 879 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 24.7 8.7 0.0 0.0 16.2 18.4 15.2 0.0 19.2 Iner Delay (d2), s/veh 7.6 0.5 0.0 0.0 0.2 12.8 0.2 0.0 22.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50% ), veh/11£.3 2.3 0.0 0.0 2.9 6.4 2.0 0.0 7.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 32.2 9.2 0.0 0.0 16.4 31 .2 15.3 0.0 41 .2 LnGre LOS C A A A B C B A D Approach Vol, veh/h 867 1318 1062 Approach Delay, s/veh 13.3 21 .2 36.0 Approach LOS B C D iTimer -Assigned Phs 2 5 6 8 Phs Duration (G+Y+Rc), s 33.8 10.9 22.9 23.0 Change Period (Y+Rc), s 5.1 * 4.7 5.1 5.1 Max Green Setting (Gmax), s 31.9 * 8.4 18.8 17.9 Max Q Clear Time (g_c+l1), s 9.1 6.8 16.5 19.0 Green Ext Time (p_c), s 10.8 0.0 1.3 0.0 ntersection Summa!}'. HCM 6th Ctrl Delay 23.9 HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary N:\3089\Analysis\Synchro\5 Existing + Cuml AM.syn NextMed 12/03/2019 ~ SBR 0 0 Synchro 10 Report Existing + Cuml AM 8: Lowder Ln/Paseo Del Norte & Poinsettia Ln ,> -+ -. -f +-'-~ t I" \. + Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations "'i"'i tt .,, "'i tft "'i ft "'i ft Traffic Volume (veh/h) 298 1120 18 9 787 72 31 7 17 66 3 Future Volume (veh/h) 298 1120 18 9 787 72 31 7 17 66 3 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pb T) 1.00 0.99 1.00 1.00 1.00 0.99 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 324 1217 20 10 855 78 34 8 18 72 3 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 429 1541 683 23 1061 97 99 28 64 423 3 Arrive On Green 0.12 0.43 0.43 0.01 0.32 0.32 0.06 0.06 0.06 0.24 0.24 Sat Flow, veh/h 3456 3554 1576 1781 3293 300 1781 509 1144 1781 14 Grp Volume(v), veh/h 324 1217 20 10 461 472 34 0 26 72 0 Grp Sat Flow(s),veh/h/ln1728 1777 1576 1781 1777 1816 1781 0 1653 1781 0 Q Serve(g_s), s 6.3 20.4 0.5 0.4 16.4 16.4 1.3 0.0 1.0 2.2 0.0 Cycle Q Clear(g_c), s 6.3 20.4 0.5 0.4 16.4 16.4 1.3 0.0 1.0 2.2 0.0 Prop In Lane 1.00 1.00 1.00 0.17 1.00 0.69 1.00 Lane Grp Cap(c), veh/h 429 1541 683 23 572 585 99 0 92 423 0 V/C Ratio(X) 0.76 0.79 0.03 0.44 0.81 0.81 0.34 0.00 0.28 0.17 0.00 Avail Cap(c_a), veh/h 690 2279 1010 137 921 941 670 0 622 423 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(!) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 29.2 16.9 11.2 33.9 21.4 21.4 31.4 0.0 31 .3 20.9 0.0 Iner Delay (d2), s/veh 1.0 0.6 0.0 5.0 1.1 1.0 0.8 0.0 0.6 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ¾ile BackOfQ(50%),veh/lr2.5 7.5 0.2 0.2 6.5 6.6 0.5 0.0 0.4 0.9 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 30.3 17.5 11 .2 38.9 22.5 22.5 32.1 0.0 31.9 21.0 0.0 LnGre LOS C B B D C C C A C C A Approach Vol, veh/h 1561 943 60 417 Approach Delay, s/veh 20.1 22.7 32.0 46.4 Approach LOS C C C D [Timer -Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s5.1 34.6 21 .0 12.8 26.9 8.5 Change Period (Y+Rc), s 4.2 4.6 4.6 * 4.2 4.6 4.6 Max Green Setting (Gm~l 44.3 16.4 *14 35.8 26.0 Max Q Clear Time (g_c+l~,4; 22.4 16.6 8.3 18.4 3.3 Green Ext Time (p_c), s 0.0 6.7 0.0 0.3 3.8 0.1 ntersection Summa!}'. HCM 6th Ctrl Delay 24.8 HCM 6th LOS C otes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary N:\3089\Analysis\Synchro\5 Existing + Cuml AM.syn NextMed 12/03/2019 ~ SBR 395 395 0 1.00 1.00 1870 342 0.92 2 373 0.24 1573 345 1587 14.6 14.6 0.99 377 0.92 377 1.00 1.00 25.7 26.0 0.0 7.9 51.7 D Synchro 10 Report Existing + Cuml PM 1: 1-5 SB Rames & Palomar Aireort Rd .,,. -+ .. f ,._ 4.... ~ t Movement EBL EBT EBR WBL WBT WBR NBL NBT Lane Configurations tt~ tt r' Traffic Volume (veh/h) 0 748 311 0 767 1155 0 0 Future Volume (veh/h) 0 748 311 0 767 1155 0 0 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No Adj Sat Flow, veh/h/ln 0 1870 1870 0 1870 1870 Adj Flow Rate, veh/h 0 804 334 0 825 0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh , % 0 2 2 0 2 2 Cap, veh/h 0 2592 1069 0 2600 Arrive On Green 0.00 0.73 0.73 0.00 0.24 0.00 Sat Flow, veh/h 0 3710 1461 0 3647 1585 Grp Volume(v), veh/h 0 773 365 0 825 0 Grp Sat Flow(s),veh/h/ln 0 1702 1599 0 1777 1585 Q Serve(g_s), s 0.0 11.8 11 .9 0.0 28.6 0.0 Cycle Q Clear(g_c), s 0.0 11 .8 11.9 0.0 28.6 0.0 Prop In Lane 0.00 0.91 0.00 1.00 Lane Grp Cap(c), veh/h 0 2491 1170 0 2600 V/C Ratio(X) 0.00 0.31 0.31 0.00 0.32 Avail Cap(c_a), veh/h 0 2491 1170 0 2600 HCM Platoon Ratio 1.00 1.00 1.00 1.00 0.33 0.33 Upstream Filter(I) 0.00 1.00 1.00 0.00 0.76 0.00 Uniform Delay (d), s/veh 0.0 7.0 7.0 0.0 26.1 0.0 Iner Delay (d2), s/veh 0.0 0.3 0.7 0.0 0.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 4.3 4.2 0.0 13.8 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 7.3 7.7 0.0 26.4 0.0 LnGre LOS A A A A C Approach Vol, veh/h 1138 825 A Approach Delay, s/veh 7.4 26.4 Approach LOS A C imer -Ass" necl Phs 2 4 6 Phs Duration (G+Y+Rc), s 115.2 34.8 115.2 Change Period (Y+Rc), s 5.4 5.1 5.4 Max Green Setting (Gmax), s 78.6 60.9 78.6 Max Q Clear Time (g_c+l1), s 13.9 28.1 30.6 Green Ext Time (p_c), s 6.5 1.6 4.4 ntersection Summa!}'. HCM 6th Ctrf Delay 28.2 HCM 6th LOS C otes Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary N:\3089\Analysis\Synchro\6 Existing + Cuml PM.syn NextMed 12/03/2019 ~ '. + .,' NBR SBL SBT SB~ "i"i r' 0 574 0 177 0 574 0 177 0 0 0 1.00 1.00 1.00 1.00 1.00 No 1870 0 1870 617 0 190 0.93 0.93 0.93 2 0 2 685 0 314 0.20 0.00 0.20 3456 0 1585 617 0 190 1728 0 1585 26.1 0.0 16.4 26.1 0.0 16.4 1.00 1.00 685 0 314 0.90 0.00 0.60 1403 0 644 1.00 1.00 1.00 1.00 0.00 1.00 58.7 0.0 54.8 1.8 0.0 0.7 0.0 0.0 0.0 11 .6 0.0 6.6 60.5 0.0 55.5 E A E 807 59.3 E Synchro 10 Report Existing + Cuml PM 2: 1-5 NB Rames & Palomar Aireort Rd ,> _,. ""\-f +--\.. ' t I"' '. ! Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations "i ttt ttt .,,.,, +f .,,.,, Traffic Volume (veh/h) 203 1119 0 0 1799 868 124 1 487 0 0 Future Volume (veh/h} 203 1119 0 0 1799 868 124 1 487 0 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj{A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 0 0 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 214 1178 0 0 1894 914 131 1 513 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 0 0 2 2 2 2 2 Cap, veh/h 234 3799 0 0 2968 1621 329 3 519 Arrive On Green 0.26 1.00 0.00 0.00 0.77 0.77 0.19 0.19 0.19 Sat Flow, veh/h 1781 5274 0 0 5274 2790 1768 14 2790 Grp Volume(v), veh/h 214 1178 0 0 1894 914 132 0 513 Grp Sat Flow(s),veh/h/ln1781 1702 0 0 1702 1395 1782 0 1395 Q Serve(g_s}, s 17.5 0.0 0.0 0.0 24.9 19.8 9.8 0.0 27.5 Cycle Q Clear{g_c}, s 17.5 0.0 0.0 0.0 24.9 19.8 9.8 0.0 27.5 Prop In Lane 1.00 0.00 0.00 1.00 0.99 1.00 Lane Grp Cap(c), veh/h 234 3799 0 0 2968 1621 331 0 519 V/C Ratio(X) 0.91 0.31 0.00 0.00 0.64 0.56 0.40 0.00 0.99 Avail Cap{c_a), veh/h 372 3799 0 0 2968 1621 331 0 519 HCM Platoon Ratio 2.00 2.00 1.00 1.00 1.33 1.33 1.00 1.00 1.00 Upstream Filter(I} 0.85 0.85 0.00 0.00 0.53 0.53 1.00 0.00 1.00 Uniform Delay {d), s/veh 54.5 0.0 0.0 0.0 10.0 9.4 53.7 0.0 60.9 Iner Delay {d2), s/veh 11.7 0.2 0.0 0.0 0.6 0.8 0.3 0.0 36.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50% ), veh/lff .8 0.1 0.0 0.0 7.2 4.7 4.4 0.0 12.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 66.2 0.2 0.0 0.0 10.5 10.1 54.0 0.0 97.3 LnGre LOS E A A A B B D A F Approach Vol, veh/h 1392 2808 645 Approach Delay, s/veh 10.3 10.4 88.4 Approach LOS B B F imer -Ass!9ned Phs 2 5 6 8 Phs Duration (G+Y+Rc), s 117.0 24.4 92.6 33.0 Change Period (Y+Rc), s 5.4 * 4.7 5.4 5.1 Max Green Setting (Gmax), s 111.6 * 31 75.6 27.9 Max Q Clear Time {g_c+l1), s 2.0 19.5 26.9 29 .5 Green Ext Time {p_c}, s 7.2 0.2 22.0 0.0 ntersection Summa!}'. HCM 6th Ctrl Delay 20.8 HCM 6th LOS C ates * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary N:\3089\Analysis\Synchro\6 Existing + Cuml PM.syn NextMed 12/03/2019 ..,' SBR 0 0 Synchro 10 Report Existing + Cuml PM 3: Paseo Del Norte & Palomar Aireort Rd _,> --+ "'), 'f +-'-"\ t /"' \. ! ovement EBL EBT EBR WBL BT WBR NBL NBT NBR SBL SBT Lane Configurations "'i"'i ttt ., "'i"'i tttt ., "'i"'i tft "'i"'i t Traffic Volume (veh/h) 234 1259 150 221 2502 308 236 184 191 254 133 Future Volume (veh/h) 234 1259 150 221 2502 308 236 184 191 254 133 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 254 1368 163 240 2720 335 257 200 208 276 145 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 295 1588 631 999 3388 970 304 299 263 295 319 Arrive On Green 0.11 0.41 0.41 0.29 0.53 0.53 0.09 0.17 0.17 0.09 0.17 Sat Flow, veh/h 3456 5106 1579 3456 6434 1584 3456 1777 1568 3456 1870 Grp Volume(v), veh/h 254 1368 163 240 2720 335 257 200 208 276 145 Grp Sat Flow(s),veh/h/ln1728 1702 1579 1728 1609 1584 1728 1777 1568 1728 1870 Q Serve(g_s), s 10.8 36.6 3.1 8.0 52.0 4.6 11.0 15.8 19.1 11 .9 10.5 Cycle Q Clear(g_c), s 10.8 36.6 3.1 8.0 52.0 4.6 11.0 15.8 19.1 11.9 10.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 295 1588 631 999 3388 970 304 299 263 295 319 V/C Ratio(X) 0.86 0.86 0.26 0.24 0.80 0.35 0.84 0.67 0.79 0.94 0.45 Avail Cap(c_a), veh/h 295 2111 792 999 3388 970 410 462 408 295 424 HCM Platoon Ratio 1.33 1.33 1.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.88 0.88 0.88 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 65.6 41.0 10.5 40.7 29.1 5.1 67.4 58.5 59.9 68.2 55.9 Iner Delay (d2), s/veh 19.0 5.7 0.9 0.0 2.1 1.0 8.9 1.0 2.5 35.3 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/lrti.4 15.4 1.8 3.5 20.3 2.6 5.2 7.2 7.8 6.7 5.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 84.7 46.7 11 .4 40.8 31 .2 6.1 76.3 59.5 62.3 103.5 56.3 LnGre LOS F D B D C A E E E F E Approach Vol, veh/h 1785 3295 665 662 Approach Delay, s/veh 48.9 29.4 66.9 73.5 Approach LOS D C E E ifimer -Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc),49.3 52.7 17.4 30.6 17.0 85.0 17.8 30.2 Change Period (Y+Rc), s 6.0 *6 * 4.2 5.0 * 4.2 6.0 5.0 *5 Max Green Setting (Gma~& * 62 * 18 34.0 *13 66.0 12.8 * 39 Max Q Clear Time (g_c+ll(),(l; 38.6 13.0 22.1 12.8 54.0 13.9 21 .1 Green Ext Time (p_c), s 0.3 8.0 0.2 0.8 0.0 10.5 0.0 1.6 ntersection Summa HCM 6th Ctrl Delay 43.3 HCM 6th LOS D otes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary N:\3089\Analysis\Synchro\6 Existing + Cuml PM.syn NextMed 12/03/2019 .,' SBR ., 222 222 0 1.00 1.00 1870 241 0.92 2 405 0.17 1579 241 1579 20.1 20.1 1.00 405 0.60 493 1.00 1.00 49.0 0.5 0.0 8.1 49.5 D Synchro 10 Report Existing + Cuml PM 4: Paseo Del Norte & Proj Drwy ntersection Int Delay, s/veh 0.9 ovement EBL EBR NBL NBT SBT SBR Lane Configurations ¥ "' tt tf+ Traffic Vol, veh/h 38 15 4 355 345 10 Future Vol, veh/h 38 15 4 355 345 10 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length 0 25 Veh in Median Storage, # 0 0 0 Grade,% 0 0 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 41 16 4 386 375 11 ,Ma'or/Minor Minor2 Ma'or1 Ma'or2 Conflicting Flow All 582 193 386 0 0 Stage 1 381 Stage 2 201 Critical Hdwy 6.84 6.94 4.14 Critical Hdwy Sig 1 5.84 Critical Hdwy Sig 2 5.84 Follow-up Hdwy 3.52 3.32 2.22 Pot Cap-1 Maneuver 444 816 1169 Stage 1 660 Stage 2 813 Platoon blocked, % Mov Cap-1 Maneuver 443 816 1169 Mov Cap-2 Maneuver 528 Stage 1 658 Stage 2 813 pproach SB HCM Control Delay, s 11.8 0.1 0 HCM LOS B inor Lane/Ma'or Mvmt NBL NBTEBLn1 SBT SBR Capacity veh/h) 1169 -587 HCM Lane V/C Ratio 0.004 -0.098 HCM Control Delay (s) 8.1 -11 .8 HCM Lane LOS A B HCM 95th %tile Q(veh) 0 0.3 HCM 6th TWSC N:\3089\Analysis\Synchro\6 Existing + Cuml PM.syn NextMed 12/03/2019 Synchro 10 Report Existing + Cuml PM 5: Paseo Del Norte & Camino De Las Ondas ,> ---+ " ovement EBL EBT EBR Lane Configurations "i ~ Traffic Volume (veh/h} 19 11 16 Future Volume (veh/h) 19 11 16 Initial Q (Qb), veh 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 Work Zone On Approach No Adj Sat Flow, veh/h/ln 1870 1870 1870 Adj Flow Rate, veh/h 21 12 17 Peak Hour Factor 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 Cap, veh/h 36 47 66 Arrive On Green 0.02 0.07 O.D7 Sat Flow, veh/h 1781 686 972 Grp Volume(v), veh/h 21 0 29 Grp Sat Flow(s),veh/h/ln 1781 0 1659 Q Serve(g_s}, s 0.5 0.0 0.8 Cycle Q Clear(g_c), s 0.5 0.0 0.8 Prop In Lane 1.00 0.59 Lane Grp Cap(c), veh/h 36 0 113 V/C Ratio(X) 0.58 0.00 0.26 Avail Cap(c_a), veh/h 202 0 960 HCM Platoon Ratio 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 Uniform Delay (d), s/veh 22.7 0.0 20.6 Iner Delay (d2), s/veh 5.3 0.0 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 0.0 0.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 27.9 0.0 21 .8 LnGre LOS C A C Approach Vol, veh/h 50 Approach Delay, s/veh 24.4 Approach LOS C 1 2 3 Phs Duration (G+Y+Rc}, s 7.2 20.7 10.5 Change Period (Y+Rc), s 5.0 5.0 5.0 Max Green Setting (Gmax), s 5.0 27.0 11.0 Max Q Clear Time (g_c+l1), s 3.6 13.1 6.2 Green Ext Time (p_c), s 0.0 2.6 0.1 ntersection Summa HCM 6th Ctrl Delay 17.3 HCM 6th LOS B HCM 6th Signalized Intersection Summary N:\3089\Analysis\Synchro\6 Existing + Cuml PM.syn 'f WBL "i 152 152 0 1.00 1.00 1870 165 0.92 2 212 0.12 1781 165 1781 4.2 4.2 1.00 212 0.78 420 1.00 1.00 20.0 2.3 0.0 1.7 22.3 C 4 8.2 5.0 27.0 2.8 0.1 +- WBT ~ 21 21 0 1.00 No 1870 23 0.92 2 52 0.17 314 0 0 0.0 0.0 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0 0.0 A 284 20.5 C 5 5.9 5.0 5.3 2.5 0.0 NextMed 12/03/2019 '-"" t I"' \. + .,' WBR NBL NBT NBR SBL SBT SB "i ~ "i ~ 88 18 290 139 57 219 21 88 18 290 139 57 219 21 0 0 0 0 0 0 0 0.99 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 No No 1870 1870 1870 1870 1870 1870 1870 96 20 315 151 62 238 23 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 218 35 403 193 84 612 59 0.17 0.02 0.34 0.34 0.05 0.36 0.36 1311 1781 1194 572 1781 1678 162 119 20 0 466 62 0 261 1625 1781 0 1766 1781 0 1840 3.1 0.5 0.0 11.1 1.6 0.0 4.9 3.1 0.5 0.0 11.1 1.6 0.0 4.9 0.81 1.00 0.32 1.00 0.09 271 35 0 595 84 0 672 0.44 0.57 0.00 0.78 0.74 0.00 0.39 1139 202 0 1022 191 0 1053 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 17.5 22.7 0.0 13.9 21.9 0.0 11.0 0.4 5.4 0.0 2.3 4.6 0.0 0.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.0 0.3 0.0 4.0 0.7 0.0 1.7 17.9 28.1 0.0 16.2 26.5 0.0 11 .3 B C A B C A B 486 323 16.7 14.2 B B 6 7 8 22.0 6.0 12.8 5.0 5.0 5.0 26.7 5.3 32.7 6.9 2.5 5.1 1.4 0.0 0.4 Synchro 10 Report Existing + Cuml PM NextMed 6: 1-5 SB Rames & Poinsettia Ln 12/03/2019 ,> ---+ .. .. ~ '-"" t I" \. ! .,' Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt '{' "'i"'i tt "'i 4' '{' Traffic Volume (veh/h) 0 742 222 627 790 0 0 0 0 315 1 201 Future Volume (veh/h) 0 742 . 222 627 790 0 0 0 0 315 1 201 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 0 1870 1870 1870 1870 0 1870 1870 1870 Adj Flow Rate, veh/h 0 807 241 682 859 0 343 0 218 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 2 2 2 2 0 2 2 2 Cap, veh/h 0 1057 469 830 2224 0 652 0 290 Arrive On Green 0.00 0.30 0.30 0.24 0.63 0.00 0.18 0.00 0.18 Sat Flow, veh/h 0 3647 1577 3456 3647 0 3563 0 1585 Grp Volume(v), veh/h 0 807 241 682 859 0 343 0 218 Grp Sat Flow(s),veh/h/ln 0 1777 1577 1728 1777 0 1781 0 1585 Q Serve(g_s), s 0.0 11.0 6.8 10.0 6.4 0.0 4.6 0.0 6.9 Cycle Q Clear(g_c), s 0.0 11.0 6.8 10.0 6.4 0.0 4.6 0.0 6.9 Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 1057 469 830 2224 0 652 0 290 V/C Ratio(X) 0.00 0.76 0.51 0.82 0.39 0.00 0.53 0.00 0.75 Avail Cap(c_a), veh/h 0 1360 603 1121 2826 0 1163 0 517 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 17.0 15.5 19.2 4.9 0.0 19.7 0.0 20.6 Iner Delay (d2), s/veh 0.0 1.4 0.3 2.7 0.2 0.0 0.2 0.0 1.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/lril.0 4.1 2.2 3.9 1.6 0.0 1.8 0.0 2.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 18.4 15.9 21 .9 5.2 0.0 19.9 0.0 22.1 LnGre LOS A B B C A A B A C Approach Vol, veh/h 1048 1541 561 Approach Delay, s/veh 17.8 12.6 20.8 Approach LOS B B C imer -Ass!!Jned Phs 1 2 4 6 Phs Duration (G+Y+Rc), t7.5 21.0 14.8 38.5 Change Period (Y+Rc), ~ 4.7 5.1 5.1 5.1 Max Green Setting (Gma~)1 s 20.4 17.4 42.4 Max Q Clear Time (g_c+~,O; 13.0 8.9 8.4 Green Ext Time (p_c), s 0.8 2.7 0.8 13.3 1 ntersection Summa~ HCM 6th Ctrl Delay 15.8 HCM 6th LOS B ates User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary Synchro 10 Report N:\3089\Analysis\Synchro\6 Existing + Cuml PM.syn Existing + Cuml PM 7: 1-5 NB Rames & Poinsettia Ln ,> -+ -,. 'f +-"-~ t I" '. ! vement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations "' tt ttt .,, 4 .,,.,, Traffic Volume (veh/h) 114 943 0 0 1164 279 253 3 645 0 0 Future Volume (veh/h) 114 943 0 0 1164 279 253 3 645 0 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 0 0 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 124 1025 0 0 1265 303 275 3 701 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 0 0 2 2 2 2 2 Cap, veh/h 159 1852 0 0 1783 549 528 6 836 Arrive On Green 0.09 0.52 0.00 0.00 0.35 0.35 0.30 0.30 0.30 Sat Flow, veh/h 1781 3647 0 0 5274 1574 1763 19 2790 Grp Volume(v), veh/h 124 1025 0 0 1265 303 278 0 701 Grp Sat Flow(s),veh/h/ln1781 1777 0 0 1702 1574 1782 0 1395 Q Serve(g_s), s 3.9 11 .0 0.0 0.0 12.2 8.8 7.4 0.0 13.4 Cycle Q Clear(g_c), s 3.9 11.0 0.0 0.0 12.2 8.8 7.4 0.0 13.4 Prop In Lane 1.00 0.00 0.00 1.00 0.99 1.00 Lane Grp Cap(c), veh/h 159 1852 0 0 1783 549 534 0 836 V/C Ratio(X) 0.78 0.55 0.00 0.00 0.71 0.55 0.52 0.00 0.84 Avail Cap(c_a), veh/h 291 2430 0 0 2235 689 655 0 1025 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 25.3 9.2 0.0 0.0 16.0 14.9 16.5 0.0 18.6 Iner Delay (d2), s/veh 3.1 0.9 0.0 0.0 0.5 0.3 0.3 0.0 4.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ¾ile BackOfQ(50%),veh/lr1.7 3.6 0.0 0.0 4.2 2.8 2.7 0.0 4.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 28.4 10.1 0.0 0.0 16.5 15.2 16.8 0.0 23.1 LnGre LOS C B A A B B B A C Approach Vol, veh/h 1149 1568 979 Approach Delay, s/veh 12.1 16.3 21 .3 Approach LOS B B C 2 5 6 8 Phs Duration (G+Y+Rc), s 34.7 9.8 25.0 22.1 Change Period (Y+Rc), s 5.1 * 4.7 5.1 5.1 Max Green Setting (Gmax), s 38.9 * 9.3 24.9 20.9 Max Q Clear Time (g_c+l1), s 13.0 5.9 14.2 15.4 Green Ext Time (p_c), s 16.6 0.0 5.3 1.7 ntersection Summa!}'. HCM 6th Ctrl Delay 16.3 HCM 6th LOS B otes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary N:\3089\Analysis\Synchro\6 Existing + Cuml PM.syn NextMed 12/03/2019 ../ SBR 0 0 Synchro 10 Report Existing + Cuml PM 8: Lowder Ln/Paseo Del Norte & Poinsettia Ln .,,> --+ ...... f +--\.. "" t I'" '. ! Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations lf"j tt .,, "i tf+ "i f+ "i f+ Traffic Volume (veh/h) 423 1120 45 13 1068 102 31 12 13 75 9 Future Volume (veh/h) 423 1120 45 13 1068 102 31 12 13 75 9 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj{A_pbT) 1.00 1.00 1.00 1.00 1.00 0.97 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 460 1217 49 14 1161 111 34 13 14 82 10 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 539 1901 844 29 1295 124 104 47 51 346 10 Arrive On Green 0.16 0.53 0.53 0.02 0.40 0.40 0.06 0.06 0.06 0.19 0.19 Sat Flow, veh/h 3456 3554 1578 1781 3277 313 1781 812 874 1781 51 Grp Volume(v), veh/h 460 1217 49 14 629 643 34 0 27 82 0 Grp Sat Flow(s),veh/h/ln1728 1777 1578 1781 1777 1813 1781 0 1686 1781 0 Q Serve{g_s), s 11 .9 22.2 1.4 0.7 30.3 30.5 1.7 0.0 1.4 3.6 0.0 Cycle Q Clear{g_c), s 11 .9 22.2 1.4 0.7 30.3 30.5 1.7 0.0 1.4 3.6 0.0 Prop In Lane 1.00 1.00 1.00 0.17 1.00 0.52 1.00 Lane Grp Cap(c), veh/h 539 1901 844 29 702 717 104 0 98 346 0 V/C Ratio(X) 0.85 0.64 0.06 0.48 0.90 0.90 0.33 0.00 0.28 0.24 0.00 Avail Cap{c_a), veh/h 671 2052 911 103 783 800 505 0 478 346 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter{I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay {d), s/veh 37.6 15.1 10.2 44.7 25.9 26.0 41.4 0.0 41.3 31 .2 0.0 Iner Delay (d2), s/veh 7.4 0.4 0.0 4.5 11 .3 11.3 0.7 0.0 0.6 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/lr5.5 8.4 0.5 0.3 14.4 14.8 0.8 0.0 0.6 1.5 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 45.0 15.5 10.2 49.2 37.2 37.3 42.1 0.0 41.9 31 .3 0.0 LnGre LOS D B B D D D D A D C A Approach Vol, veh/h 1726 1286 61 392 Approach Delay, s/veh 23.2 37.4 42.0 76.6 Approach LOS C D D E imer -Assigned Phs 4 5 6 8 Phs Duration (G+Y+Rc), s5.7 53.6 22.4 18.5 40.8 9.9 Change Period (Y+Rc), ~ 4.2 4.6 4.6 * 4.2 4.6 4.6 Max Green Setting (Gm~l 52.9 17.8 *18 40.4 26.0 Max Q Clear Time {g_c+ltp; 24.2 19.8 13.9 32.5 3.7 Green Ext Time {p_c), s 0.0 7.2 0.0 0.4 3.7 0.1 ntersection Summa HCM 6th Ctrl Delay 34.8 HCM 6th LOS C otes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary N:\3089\Analysis\Synchro\6 Existing + Cuml PM.syn NextMed 12/03/2019 .,, SBR 344 344 0 1.00 1.00 1870 300 0.92 2 299 0.19 1542 310 1593 17.8 17.8 0.97 309 1.00 309 1.00 1.00 36.9 51 .6 0.0 11.2 88.6 F Synchro 10 Report .. .. ... ◄ .. .. .. .. .. .. ... .. .. .. .. .. ... .. .. LINSCOTT, LAW & GREENSPAN, engineers APPENDIX I HCM ANALYSIS WORKSHEETS - EXISTING+ CUMULATIVE+ PROJECT LLG Ref. 3-19-3089 NextMed Specific Plan Existing + Cuml + Proj AM 1: 1-5 SB Rames & Palomar Aireort Rd ~ -+ ..,. 'f ,._ -\... ' t Movement EBL EBT EBR WBL WBT WBR NBL NBT Lane Configurations ttf+ tt '{' Traffic Volume (veh/h) 0 448 70 0 627 182 0 0 Future Volume (veh/h) 0 448 70 0 627 182 0 0 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No Adj Sat Flow, veh/h/ln 0 1870 1870 0 1870 1870 Adj Flow Rate, veh/h 0 477 74 0 667 0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh , % 0 2 2 0 2 2 Cap, veh/h 0 2731 416 0 2171 Arrive On Green 0.00 0.61 0.61 0.00 0.61 0.00 Sat Flow, veh/h 0 4640 680 0 3647 1585 Grp Volume(v), veh/h 0 361 190 0 667 0 Grp Sat Flow(s),veh/h/ln 0 1702 1748 0 1777 1585 Q Serve(g_s), s 0.0 6.5 6.7 0.0 12.6 0.0 Cycle Q Clear(g_c), s 0.0 6.5 6.7 0.0 12.6 0.0 Prop In Lane 0.00 0.39 0.00 1.00 Lane Grp Cap(c), veh/h 0 2079 1068 0 2171 V/C Ratio(X) 0.00 0.17 0.18 0.00 0.31 Avail Cap(c_a), veh/h 0 2079 1068 0 2171 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 0.00 0.88 0.00 Uniform Delay (d), s/veh 0.0 11.9 11 .9 0.0 13.1 0.0 Iner Delay (d2), s/veh 0.0 0.2 0.4 0.0 0.3 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 2.5 2.7 0.0 5.1 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 12.0 12.3 0.0 13.4 0.0 LnGre LOS A B B A B Approach Vol, veh/h 551 667 A Approach Delay, s/veh 12.1 13.4 Approach LOS B B jlimer -Ass!gned Phs 2 4 6 Phs Duration (G+Y+Rc), s 90.9 49.1 90.9 Change Period (Y+Rc), s 5.4 5.1 5.4 Max Green Setting (Gmax), s 52.6 76.9 52.6 Max Q Clear Time (g_c+l 1 ), s 8.7 41 .0 14.6 Green Ext Time (p_c), s 2.5 2.9 3.4 )ntersection Summa!}'. HCM 6th Ctrl Delay 30.7 HCM 6th LOS C otes Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary N:\3089\Analysis\Synchro\7 Existing + Cuml + Proj AM.syn NextMed 12/03/2019 I" '. + .,' NBR SBL SBT SBR "i"i '{' 0 939 0 319 0 939 0 319 0 0 0 1.00 1.00 1.00 1.00 1.00 No 1870 0 1870 999 0 339 0.94 0.94 0.94 2 0 2 1086 0 498 0.31 0.00 0.31 3456 0 1585 999 0 339 1728 0 1585 39.0 0.0 26.1 39.0 0.0 26.1 1.00 1.00 1086 0 498 0.92 0.00 0.68 1898 0 871 1.00 1.00 1.00 1.00 0.00 1.00 46.3 0.0 41.9 2.3 0.0 0.6 0.0 0.0 0.0 17.1 0.0 10.3 48.6 0.0 42.5 D A D 1338 47.1 D Synchro 10 Report Existing + Cuml + Proj AM 2: 1-5 NB Rames & Palomar Aireort Rd ,> --+ ..... 'f ....... '-~ t I'" \. + ,Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations "'ttt ttt '{''{' 4 '{''{' Traffic Volume (veh/h) 92 1294 0 0 642 471 167 0 1250 0 0 Future Volume (veh/h} 92 1294 0 0 642 471 167 0 1250 0 0 Initial Q (Qb}, veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 0 0 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 95 1334 0 0 662 486 172 0 1289 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 2 2 0 0 2 2 2 2 2 Cap, veh/h 118 2245 0 0 1737 949 864 0 1354 Arrive On Green 0.02 0.15 0.00 0.00 0.34 0.34 0.49 0.00 0.49 Sat Flow, veh/h 1781 5274 0 0 5274 2790 1781 0 2790 Grp Volume(v), veh/h 95 1334 0 0 662 486 172 0 1289 Grp Sat Flow(s),veh/h/ln1781 1702 0 0 1702 1395 1781 0 1395 Q Serve(g_s}, s 7.4 34.2 0.0 0.0 13.8 19.5 7.7 0.0 61 .9 Cycle Q Clear(g_c}, s 7.4 34.2 0.0 0.0 13.8 19.5 7.7 0.0 61.9 Prop In Lane 1.00 0.00 0.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 118 2245 0 0 1737 949 864 0 1354 V/C Ratio(X) 0.81 0.59 0.00 0.00 0.38 0.51 0.20 0.00 0.95 Avail Cap(c_a), veh/h 195 2245 0 0 1737 949 1004 0 1572 HCM Platoon Ratio 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(!) 0.78 0.78 0.00 0.00 0.85 0.85 1.00 0.00 1.00 Uniform Delay (d), s/veh 67.6 48.2 0.0 0.0 35.0 36.9 20.5 0.0 34.5 Iner Delay (d2}, s/veh 3.8 0.9 0.0 0.0 0.5 1.7 0.0 0.0 11.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ¾ile BackOfQ(50%),veh/l~.6 15.9 0.0 0.0 5.9 6.9 3.3 0.0 22.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 71 .4 49.1 0.0 0.0 35.6 38.6 20.6 0.0 46.0 LnGre LOS E D A A D D C A D Approach Vol, veh/h 1429 1148 1461 Approach Delay, s/veh 50.6 36.8 43.0 Approach LOS D D D iTimer -Ass!9ned Phs 2 5 6 8 Phs Duration (G+Y+Rc), s 67.0 13.9 53.0 73.0 Change Period (Y+Rc), s 5.4 * 4.7 5.4 5.1 Max Green Setting (Gmax), s 50.6 *15 30.6 78.9 Max Q Clear Time (g_c+l1 ), s 36.2 9.4 21 .5 63.9 Green Ext Time (p_c}, s 6.0 0.0 3.2 4.0 ntersection Summa HCM 6th Ctrl Delay 43.9 HCM 6th LOS D otes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary N:\3089\Analysis\Synchro\7 Existing + Cuml + Proj AM.syn NextMed 12/03/2019 .,, SBR 0 0 Synchro 10 Report Existing + Cuml + Proj AM 3: Paseo Del Norte & Palomar Aireort Rd ,> __., "), "f +-'-""\ t /"" \. + vement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations .,., ttf+ .,., tttt r' .,., tf+ .,., tf+ Traffic Volume (veh/h) 100 2425 174 119 963 149 173 86 169 84 59 Future Volume (veh/h) 100 2425 174 119 963 149 173 86 169 84 59 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 109 2636 189 129 1047 162 188 93 184 91 64 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 1511 3021 212 146 1366 399 358 283 251 136 159 Arrive On Green 0.58 0.83 0.83 0.04 0.21 0.21 0.10 0.16 0.16 0.04 0.09 Sat Flow, veh/h 3456 4870 342 3456 6434 1585 3456 1777 1573 3456 1777 Grp Volume(v), veh/h 109 1826 999 129 1047 162 188 93 184 91 64 Grp Sat Flow(s),veh/h/ln1728 1702 1808 1728 1609 1585 1728 1777 1573 1728 1777 Q Serve(g_s), s 1.9 45.9 51.1 5.2 21.4 5.2 7.2 6.5 15.6 3.6 4.8 Cycle Q Clear(g_c), s 1.9 45.9 51 .1 5.2 21.4 5.2 7.2 6.5 15.6 3.6 4.8 Prop In Lane 1.00 0.19 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 1511 2112 1121 146 1366 399 358 283 251 136 159 V/C Ratio(X) 0.07 0.86 0.89 0.89 0.77 0.41 0.52 0.33 0.73 0.67 0.40 Avail Cap(c_a), veh/h 1511 2112 1121 146 2803 753 358 495 438 291 518 HCM Platoon Ratio 1.33 1.33 1.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.56 0.56 0.56 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 16.9 8.7 9.1 66.7 51.9 25.0 59.5 52.2 56.0 66.3 60.2 Iner Delay (d2), s/veh 0.0 2.9 6.5 41 .8 4.2 3.0 0.7 0.2 1.6 2.1 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/lr0.8 10.3 13.2 3.1 9.1 5.0 3.2 2.9 6.3 1.6 2.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 16.9 11.6 15.6 108.5 56.1 28.1 60.2 52.4 57.6 68.4 60.8 LnGre LOS B B B F E C E D E E E Approach Vol, veh/h 2934 1338 465 220 Approach Delay, s/veh 13.1 57.7 57.6 64.1 Approach LOS B E E E 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), W.1 92.8 19.5 17.5 67.2 35.7 9.7 27.3 Change Period (Y+Rc), ~ 4.2 6.0 5.0 *5 6.0 *6 * 4.2 5.0 Max Green Setting (Gm~.s 63.9 10.0 * 41 8.8 * 61 *12 39.0 Max Q Clear Time (g_c+l~,:S 53.1 9.2 7.6 3.9 23.4 5.6 17.6 Green Ext Time (p_c), s 0.0 9.3 0.0 0.5 0.1 6.3 0.1 1.1 Intersection Summa!1 HCM 6th Ctrl Delay 31.6 HCM 6th LOS C ,Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary N:\3089\Analysis\Synchro\7 Existing + Cuml + Proj AM.syn NextMed 12/03/2019 .,, SBR 60 60 0 0.98 1.00 1870 65 0.92 2 139 0.09 1553 65 1553 5.6 5.6 1.00 139 0.47 453 1.00 1.00 60.6 0.9 0.0 2.2 61.5 E Synchro 10 Report Existing + Cuml + Proj AM 4: Paseo Del Norte & Proj Drwy ntersection Int Delay, s/veh 0.7 Movement EBL EBR NBL NBT SBT SBR Lane Configurations V ~ tt tf+ Traffic Vol, veh/h 17 10 14 312 163 32 Future Vol, veh/h 17 10 14 312 163 32 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length 0 25 Veh in Median Storage, # 0 0 0 Grade,% 0 0 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 18 11 15 339 177 35 a"or/Minor Minor2 Ma'or1 Ma"or2 Conflicting Flow All 395 106 212 0 0 Stage 1 195 Stage 2 200 Critical Hdwy 6.84 6.94 4.14 Critical Hdwy Stg 1 5.84 Critical Hdwy Stg 2 5.84 Follow-up Hdwy 3.52 3.32 2.22 Pot Cap-1 Maneuver 582 928 1356 Stage 1 819 Stage 2 814 Platoon blocked, % Mov Cap-1 Maneuver 576 928 1356 Mov Cap-2 Maneuver 630 Stage 1 810 Stage 2 814 f'.\pproach SB HCM Control Delay, s 10.3 0.3 0 HCM LOS B inor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR Capacity (veh/h) 1356 -715 HCM Lane V/C Ratio 0.011 -0.041 HCM Control Delay (s) 7.7 -10.3 HCM Lane LOS A B HCM 95th %tile Q(veh} 0 0.1 HCM 6th TWSC N:\3089\Analysis\Synchro\7 Existing + Cuml + Proj AM.syn NextMed 12/03/2019 Synchro 10 Report Existing + Cuml + Proj AM 5: Paseo Del Norte & Camino De Las Ondas ,,. --+ ,. Movement EBL EBT EBR Lane Configurations "i f+ Traffic Volume (veh/h) 15 43 18 Future Volume (veh/h} 15 43 18 Initial Q (Qb), veh 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 Work Zone On Approach No Adj Sat Flow, veh/h/ln 1870 1870 1870 Adj Flow Rate, veh/h 16 47 20 Peak Hour Factor 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 Cap, veh/h 28 89 38 Arrive On Green 0.02 0.07 0.07 Sat Flow, veh/h 1781 1245 530 Grp Volume(v), veh/h 16 0 67 Grp Sat Flow(s),veh/h/ln 1781 0 1775 Q Serve(g_s}, s 0.5 0.0 1.9 Cycle Q Clear(g_c}, s 0.5 0.0 1.9 Prop In Lane 1.00 0.30 Lane Grp Cap(c), veh/h 28 0 128 V/C Ratio(X) 0.57 0.00 0.53 Avail Cap(c_a}, veh/h 156 0 931 HCM Platoon Ratio 1.00 1.00 1.00 Upstream Filter(!) 1.00 0.00 1.00 Uniform Delay (d), s/veh 25.2 0.0 23.0 Iner Delay (d2), s/veh 6.4 0.0 3.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 ¾ile BackOfQ(50%),veh/ln 0.2 0.0 0.8 Unsig. Movement Delay, s/veh LnGrp Delay(d},s/veh 31 .6 0.0 26.4 LnGre LOS C A C Approach Vol, veh/h 83 Approach Delay, s/veh 27.4 Approach LOS C ,mer -Assigned Phs 1 2 3 Phs Duration (G+Y+Rc), s 7.9 21.0 13.9 Change Period (Y+Rc), s 5.0 5.0 5.0 Max Green Setting (Gmax}, s 5.1 24.2 13.7 Max Q Clear Time (g_c+l1 ), s 4.3 13.8 9.0 Green Ext Time (p_c), s 0.0 2.0 0.2 !ntersection Summa HCM 6th Ctr1 Delay 20.5 HCM 6th LOS C HCM 6th Signalized Intersection Summary N:\3089\Analysis\Synchro\7 Existing + Cuml + Proj AM.syn f WBL "i 230 230 0 1.00 1.00 1870 250 0.92 2 307 0.17 1781 250 1781 7.0 7.0 1.00 307 0.81 474 1.00 1.00 20.5 3.2 0.0 2.9 23.8 C 4 8.7 5.0 27.0 3.9 0.3 +- WBT f+ 16 16 0 1.00 No 1870 17 0.92 2 68 0.23 297 0 0 0.0 0.0 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0 0.0 A 342 21 .8 C 5 5.4 5.0 4.5 2.2 0.0 NextMed 12/03/2019 '-"" t I'" '-. ! ..,, WBR NBL NBT NBR SBL SBT SB "i f+ "i f+ 69 6 185 206 74 152 12 69 6 185 206 74 152 12 0 0 0 0 0 0 0 0.98 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 No No 1870 1870 1870 1870 1870 1870 1870 75 7 201 224 80 165 13 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 299 13 250 279 101 616 49 0.23 0.01 0.31 0.31 0.06 0.36 0.36 1310 1781 806 898 1781 1711 135 92 7 0 425 80 0 178 1607 1781 0 1704 1781 0 1846 2.4 0.2 0.0 11.8 2.3 0.0 3.5 2.4 0.2 0.0 11.8 2.3 0.0 3.5 0.82 1.00 0.53 1.00 O.Q7 367 13 0 529 101 0 665 0.25 0.53 0.00 0.80 0.79 0.00 0.27 1130 156 0 801 176 0 889 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 16.3 25.5 0.0 16.3 24.0 0.0 11 .7 0.1 11 .7 0.0 3.5 5.1 0.0 0.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.8 0.1 0.0 4.5 1.0 0.0 1.3 16.4 37.2 0.0 19.8 29.1 0.0 11 .9 B D A B C A B 432 258 20.1 17.2 C B 6 7 8 23.5 5.8 16.8 5.0 5.0 5.0 24.8 4.5 36.2 5.5 2.5 4.4 0.9 0.0 0.3 Synchro 10 Report Existing + Cuml + Proj AM NextMed 6: 1-5 SB Rames & Poinsettia Ln 12/03/2019 ..> -+ -. f +-'-~ t I'" \. ! .,, vement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt '{' "i"i tt "i 4 '{' Traffic Volume (veh/h) 0 547 118 365 656 0 0 0 0 251 11 294 Future Volume (veh/h) 0 547 118 365 656 0 0 0 0 251 11 294 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pb T) 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 0 1870 1870 1870 1870 0 1870 1870 1870 Adj Flow Rate, veh/h 0 595 128 397 713 0 282 0 320 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 2 2 2 2 0 2 2 2 Cap, veh/h 0 1342 595 478 2112 0 840 0 374 Arrive On Green 0.00 0.38 0.38 0.14 0.59 0.00 0.24 0.00 0.24 Sat Flow, veh/h 0 3647 1576 3456 3647 0 3563 0 1585 Grp Volume(v), veh/h 0 595 128 397 713 0 282 0 320 Grp Sat Flow(s),veh/h/ln 0 1777 1576 1728 1777 0 1781 0 1585 Q Serve(g_s), s 0.0 7.5 3.3 6.7 6.1 0.0 3.9 0.0 11.6 Cycle Q Clear(g_c), s 0.0 7.5 3.3 6.7 6.1 0.0 3.9 0.0 11.6 Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 1342 595 478 2112 0 840 0 374 V/C Ratio(X) 0.00 0.44 0.22 0.83 0.34 0.00 0.34 0.00 0.86 Avail Cap(c_a), veh/h 0 1342 595 478 2112 0 1033 0 460 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 0.83 0.83 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 14.0 12.7 25.2 6.2 0.0 19.0 0.0 22.0 Iner Delay (d2), s/veh 0.0 1.1 0.8 9.4 0.4 0.0 0.1 0.0 10.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/lrO.0 2.9 1.2 3.2 1.8 0.0 1.5 0.0 5.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 15.0 13.5 34.5 6.5 0.0 19.1 0.0 32.8 LnG!E LOS A B B C A A B A C Approach Vol, veh/h 723 1110 602 Approach Delay, s/veh 14.8 16.6 26.4 Approach LOS B B C ~mer -Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), t3.0 27.8 19.2 40.8 Change Period (Y+Rc), ~ 4.7 5.1 5.1 5.1 Max Green Setting (Gm~l 19.4 17.4 32.4 Max Q Clear Time (g_c+l1',s 9.5 13.6 8.1 Green Ext Time (p_c), s 0.0 2.2 0.5 9.2 ntersection Summa!}'. HCM 6th Ctrl Delay 18.4 HCM 6th LOS B otes User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary Synchro 10 Report N:\3089\Analysis\Synchro\7 Existing + Cuml + Proj AM.syn Existing + Cuml + Proj AM 7: 1-5 NB Rames & Poinsettia Ln _,}, _..,. ...... f .._ -\.. 4\ t I" \. + ovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations "' tt ttt .,, +f .,,.,, Traffic Volume (veh/h) 142 656 0 0 825 394 196 1 778 0 0 Future Volume (veh/h) 142 656 0 0 825 394 196 1 778 0 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 0 0 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 154 713 0 0 897 428 213 1 846 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 0 0 2 2 2 2 2 Cap, veh/h 195 1797 0 0 1600 495 559 3 879 Arrive On Green 0.11 0.51 0.00 0.00 0.31 0.31 0.31 0.31 0.31 Sat Flow, veh/h 1781 3647 0 0 5274 1580 1773 8 2790 Grp Volume(v), veh/h 154 713 0 0 897 428 214 0 846 Grp Sat Flow(s),veh/h/ln1781 1777 0 0 1702 1580 1782 0 1395 Q Serve(g_s), s 4.8 7.1 0.0 0.0 8.3 14.5 5.3 0.0 16.9 Cycle Q Clear(g_c), s 4.8 7.1 0.0 0.0 8.3 14.5 5.3 0.0 16.9 Prop In Lane 1.00 0.00 0.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 195 1797 0 0 1600 495 561 0 879 V/C Ratio(X) 0.79 0.40 0.00 0.00 0.56 0.86 0.38 0.00 0.96 Avail Cap(c_a), veh/h 263 1995 0 0 1689 523 561 0 879 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(!) 1.00 1.00 0.00 0.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 24.7 8.7 0.0 0.0 16.3 18.4 15.2 0.0 19.1 Iner Delay (d2), s/veh 7.6 0.5 0.0 0.0 0.2 12.8 0.2 0.0 21 .6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ¾ile BackOfQ(50%),veh/lr2.3 2.3 0.0 0.0 2.9 6.4 2.0 0.0 7.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 32.3 9.2 0.0 0.0 16.4 31 .2 15.3 0.0 40.7 LnGre LOS C A A A B C B A D Approach Vol, veh/h 867 1325 1060 Approach Delay, s/veh 13.3 21.2 35.6 Approach LOS B C D iTimer -Ass!9ned Phs 2 5 6 8 Phs Duration (G+Y+Rc), s 33.8 10.9 22.9 23.0 Change Period (Y+Rc), s 5.1 * 4.7 5.1 5.1 Max Green Setting (Gmax), s 31 .9 *8.4 18.8 17.9 Max Q Clear Time (g_c+l1 ), s 9.1 6.8 16.5 18.9 Green Ext Time (p_c), s 10.8 0.0 1.3 0.0 ntersection Summa!}'. HCM 6th Ctrl Delay 23.8 HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary N:\3089\Analysis\Synchro\7 Existing + Cuml + Proj AM.syn NextMed 12/03/2019 ~ SBR 0 0 Synchro 10 Report Existing + Cuml + Proj AM 8: Lowder Ln/Paseo Del Norte & Poinsettia Ln .,> --+ ~ '# +-'-' t I" \. + .Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations "'i"'i tt .,, "'i tf+ "'i f+ "'i f+ Traffic Volume (veh/h) 296 1120 18 9 787 71 31 7 17 68 3 Future Volume (veh/h) 296 1120 18 9 787 71 31 7 17 68 3 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 0.99 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 322 1217 20 10 855 77 34 8 18 74 3 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh , % 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 427 1538 682 23 1061 96 100 28 64 423 3 Arrive On Green 0.12 0.43 0.43 0.01 0.32 0.32 0.06 0.06 0.06 0.24 0.24 Sat Flow, veh/h 3456 3554 1576 1781 3297 297 1781 509 1144 1781 14 Grp Volume(v), veh/h 322 1217 20 10 461 471 34 0 26 74 0 Grp Sat Flow(s),veh/h/ln1728 1777 1576 1781 1777 1817 1781 0 1653 1781 0 Q Serve(g_s), s 6.2 20.4 0.5 0.4 16.4 16.4 1.3 0.0 1.0 2.3 0.0 Cycle Q Clear(g_c), s 6.2 20.4 0.5 0.4 16.4 16.4 1.3 0.0 1.0 2.3 0.0 Prop In Lane 1.00 1.00 1.00 0.16 1.00 0.69 1.00 Lane Grp Cap(c), veh/h 427 1538 682 23 572 585 100 0 92 423 0 V/C Ratio(X) 0.75 0.79 0.03 0.44 0.81 0.81 0.34 0.00 0.28 0.17 0.00 Avail Cap(c_a), veh/h 691 2282 1012 137 922 943 671 0 623 423 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(!) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 29.2 16.9 11 .2 33.8 21.4 21.4 31 .3 0.0 31.2 20.9 0.0 Iner Delay (d2), s/veh 1.0 0.6 0.0 5.0 1.0 1.0 0.8 0.0 0.6 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ¾ile BackOfQ(50%),veh/lr2.5 7.5 0.2 0.2 6.4 6.6 0.5 0.0 0.4 0.9 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 30.2 17.5 11 .2 38.8 22.4 22.4 32.1 0.0 31.9 21.0 0.0 LnGre LOS C B B D C C C A C C A Approach Vol, veh/h 1559 942 60 426 Approach Delay, s/veh 20.0 22.6 32.0 49.3 Approach LOS C C C D Imer -Ass!gned Phs 2 4 5 6 8 Phs Duration (G+Y+Rc), s5.1 34.5 21.0 12.7 26.8 8.5 Change Period (Y+Rc), ~ 4.2 4.6 4.6 * 4.2 4.6 4.6 Max Green Setting (Gm~l 44.3 16.4 *14 35.8 26.0 Max Q Clear Time (g_c+l~,4; 22.4 17.0 8.2 18.4 3.3 Green Ext Time (p_c), s 0.0 6.7 0.0 0.3 3.8 0.1 jntersection Summa!I HCM 6th Ctrl Delay 25.3 HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary N:\3089\Analysis\Synchro\7 Existing + Cuml + Proj AM.syn NextMed 12/03/2019 .,, SBR 401 401 0 1.00 1.00 1870 349 0.92 2 374 0.24 1574 352 1587 15.0 15.0 0.99 377 0.93 377 1.00 1.00 25.8 29.5 0.0 8.4 55.2 E Synchro 10 Report Existing + Cuml + Proj PM 1: 1-5 SB Rames & Palomar Aireort Rd ,> ---+ ~ f +--\.. ~ t ovement EBL EBT EBR WBL WBT WBR NBL NBT Lane Configurations ttf+ tt r' Traffic Volume (veh/h} 0 752 311 0 772 1163 0 0 Future Volume (veh/h) 0 752 311 0 772 1163 0 0 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No Adj Sat Flow, veh/h/ln 0 1870 1870 0 1870 1870 Adj Flow Rate, veh/h 0 809 334 0 830 0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 0 2 2 0 2 2 Cap, veh/h 0 2575 1056 0 2578 Arrive On Green 0.00 0.73 0.73 0.00 0.24 0.00 Sat Flow, veh/h 0 3717 1456 0 3647 1585 Grp Volume(v), veh/h 0 776 367 0 830 0 Grp Sat Flow(s),veh/h/ln 0 1702 1600 0 1777 1585 Q Serve(g_s), s 0.0 12.2 12.3 0.0 28.9 0.0 Cycle Q Clear(g_c), s 0.0 12.2 12.3 0.0 28.9 0.0 Prop In Lane 0.00 0.91 0.00 1.00 Lane Grp Cap(c), veh/h 0 2470 1161 0 2578 VIC Ratio(X) 0.00 0.31 0.32 0.00 0.32 Avail Cap(c_a}, veh/h 0 2470 1161 0 2578 HCM Platoon Ratio 1.00 1.00 1.00 1.00 0.33 0.33 Upstream Filter(!) 0.00 1.00 1.00 0.00 0.75 0.00 Uniform Delay (d), s/veh 0.0 7.3 7.3 0.0 26.6 0.0 Iner Delay (d2}, s/veh 0.0 0.3 0.7 0.0 0.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 4.4 4.3 0.0 13.9 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d},s/veh 0.0 7.6 8.0 0.0 26.9 0.0 LnGre LOS A A A A C Approach Vol, veh/h 1143 830 A Approach Delay, s/veh 7.8 26.9 Approach LOS A C imer -Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 114.2 35.8 114.2 Change Period (Y+Rc), s 5.4 5.1 5.4 Max Green Setting (Gmax), s 78.6 60.9 78.6 Max Q Clear Time {g_c+l1), s 14.3 29.0 30.9 Green Ext Time (p_c), s 6.5 1.6 4.5 ntersection Summa!}'. HCM 6th Ctrl Delay 28.5 HCM 6th LOS C otes Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay. HCM 6th Signalized Intersection Summary N:\3089\Analysis\Synchro\8 Existing + Cuml + Proj PM.syn NextMed 12/03/2019 ~ '-. + .,, NBR SBL SBT SBR ""i""i r' 0 593 0 177 0 593 0 177 0 0 0 1.00 1.00 1.00 1.00 1.00 No 1870 0 1870 638 0 190 0.93 0.93 0.93 2 0 2 706 0 324 0.20 0.00 0.20 3456 0 1585 638 0 190 1728 0 1585 27.0 0.0 16.3 27.0 0.0 16.3 1.00 1.00 706 0 324 0.90 0.00 0.59 1403 0 644 1.00 1.00 1.00 1.00 0.00 1.00 58.2 0.0 53.9 1.8 0.0 0.6 0.0 0.0 0.0 12.0 0.0 6.6 60.0 0.0 54.6 E A D 828 58.8 E Synchro 10 Report Existing + Cuml + Proj PM 2: 1-5 NB Rames & Palomar Aireort Rd ,,,. ---+ " 'f +-'--"" t I" '. + Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SB SBT Lane Configurations 't ttt ttt 7'7' 4 7'7' Traffic Volume (veh/h) 203 1142 0 0 1812 898 124 1 492 0 0 Future Volume (veh/h) 203 1142 0 0 1812 898 124 1 492 0 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 0 0 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 214 1202 0 0 1907 945 131 1 518 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 0 0 2 2 2 2 2 Cap, veh/h 234 3799 0 0 2968 1621 329 3 519 Arrive On Green 0.26 1.00 0.00 0.00 0.77 0.77 0.19 0.19 0.19 Sat Flow, veh/h 1781 5274 0 0 5274 2790 1768 14 2790 Grp Volume(v), veh/h 214 1202 0 0 1907 945 132 0 518 Grp Sat Flow(s),veh/h/ln1781 1702 0 0 1702 1395 1782 0 1395 Q Serve(g_s), s 17.5 0.0 0.0 0.0 25.3 21 .0 9.8 0.0 27.8 Cycle Q Clear(g_c), s 17.5 0.0 0.0 0.0 25.3 21.0 9.8 0.0 27.8 Prop In Lane 1.00 0.00 0.00 1.00 0.99 1.00 Lane Grp Cap(c), veh/h 234 3799 0 0 2968 1621 331 0 519 V/C Ratio(X) 0.91 0.32 0.00 0.00 0.64 0.58 0.40 0.00 1.00 Avail Cap(c_a), veh/h 372 3799 0 0 2968 1621 331 0 519 HCM Platoon Ratio 2.00 2.00 1.00 1.00 1.33 1.33 1.00 1.00 1.00 Upstream Filter(!) 0.85 0.85 0.00 0.00 0.47 0.47 1.00 0.00 1.00 Uniform Delay (d), s/veh 54.5 0.0 0.0 0.0 10.0 9.5 53.7 0.0 61 .0 Iner Delay (d2), s/veh 11 .7 0.2 0.0 0.0 0.5 0.7 0.3 0.0 39.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/lrl'.8 0.1 0.0 0.0 7.2 5.0 4.4 0.0 12.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 66.2 0.2 0.0 0.0 10.5 10.2 54.0 0.0 100.1 LnGre LOS E A A A B B D A F Approach Vol, veh/h 1416 2852 650 Approach Delay, s/veh 10.2 10.4 90.7 Approach LOS B B F rrimer -Assigned Phs 2 5 6 8 Phs Duration (G+Y+Rc), s 117.0 24.4 92.6 33.0 Change Period (Y+Rc), s 5.4 * 4.7 5.4 5.1 Max Green Setting (Gmax), s 111.6 * 31 75.6 27.9 Max Q Clear Time (g_c+11), s 2.0 19.5 27.3 29.8 Green Ext Time (p_c), s 7.4 0.2 22.4 0.0 Intersection Summa!}'. HCM 6th Ctrl Delay 21.0 HCM 6th LOS C Notes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary N:\3089\Analysis\Synchro\8 Existing + Cuml + Proj PM.syn NextMed 12/03/2019 ~ SBR 0 0 Synchro 10 Report Existing + Cuml + Proj PM 3: Paseo Del Norte & Palomar Aireort Rd ~ -+-l' 'f +-"-""' t I" '. + ~ovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations "'i"'i ttt+ "'i"'i tttt .,, "'i"'i tf+ "'i"'i tf+ Traffic Volume (veh/h) 234 1259 178 242 2502 308 279 191 224 254 137 Future Volume (veh/h) 234 1259 178 242 2502 308 279 191 224 254 137 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 254 1368 193 263 2720 335 303 208 243 276 149 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 293 1489 210 868 3266 940 349 332 293 297 315 Arrive On Green 0.17 0.66 0.66 0.25 0.51 0.51 0.10 0.19 0.19 0.09 0.18 Sat Flow, veh/h 3456 4519 637 3456 6434 1584 3456 1777 1570 3456 1777 Grp Volume(v), veh/h 254 1030 531 263 2720 335 303 208 243 276 149 Grp Sat Flow(s),veh/h/ln1728 1702 1753 1728 1609 1584 1728 1777 1570 1728 1777 Q Serve(g_s), s 10.7 39.3 39.3 9.3 54.1 4.5 13.0 16.2 22.3 11 .9 11 .3 Cycle Q Clear(g_c), s 10.7 39.3 39.3 9.3 54.1 4.5 13.0 16.2 22.3 11 .9 11.3 Prop In Lane 1.00 0.36 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 293 1121 577 868 3266 940 349 332 293 297 315 V/C Ratio(X) 0.87 0.92 0.92 0.30 0.83 0.36 0.87 0.63 0.83 0.93 0.47 Avail Cap(c_a), veh/h 295 1407 725 868 3266 940 410 462 408 297 403 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(!) 0.88 0.88 0.88 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 61 .4 23.9 23.9 45.5 31.5 5.8 66.4 56.2 58.7 68.1 55.4 Iner Delay (d2), s/veh 19.6 12.0 20.1 0.1 2.7 1.1 14.3 0.7 7.0 33.6 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/lrti.1 12.9 14.6 4.0 21.4 2.9 6.4 7.4 9.5 6.7 5.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 81 .0 35.9 44.0 45.6 34.2 6.9 80.7 56.9 65.6 101.7 55.8 LnGre LOS F D D D C A F E E F E Approach Vol, veh/h 1815 3318 754 666 Approach Delay, s/veh 44.6 32.3 69.3 81.1 Approach LOS D C E F I imer -Ass!9n Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), -t'3.7 55.4 19.3 31 .6 16.9 82.1 17.9 33.0 Change Period (Y+Rc), s 6.0 *6 * 4.2 5.0 * 4.2 6.0 5.0 *5 Max Green Setting (Gm~& * 62 * 18 34.0 * 13 66.0 12.8 * 39 Max Q Clear Time (g_c+mp, 41 .3 15.0 24.2 12.7 56.1 13.9 24.3 Green Ext Time (p_c), s 0.3 8.1 0.2 1.2 0.0 8.8 0.0 1.7 ntersection Summa!}'. HCM 6th Ctrl Delay 44.9 HCM 6th LOS D Notes • HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary N:\3089\Analysis\Synchro\8 Existing +Cum!+ Proj PM.syn NextMed 12/03/2019 ~ SBR 222 222 0 1.00 1.00 1870 241 0.92 2 280 0.18 1580 241 1580 22.2 22.2 1.00 280 0.86 358 1.00 1.00 59.9 13.1 0.0 10.0 73.1 E Synchro 10 Report Existing + Cuml + Proj PM 4: Paseo Del Norte & Proj Drwy ntersection Int Delay, s/veh 3.2 ,Movement EBL EBR NBL NBT SBT SBR Lane Configurations V ~ tt tf+ Traffic Vol, veh/h 121 63 35 355 345 63 Future Vol, veh/h 121 63 35 355 345 63 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length 0 25 Veh in Median Storage, # 0 0 0 Grade,% 0 0 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 132 68 38 386 375 68 ,Major/Minor Minor2 Major1 Major2 Conflicting Flow All 678 222 443 0 0 Stage 1 409 Stage 2 269 Critical Hdwy 6.84 6.94 4.14 Critical Hdwy Stg 1 5.84 Critical Hdwy Stg 2 5.84 Follow-up Hdwy 3.52 3.32 2.22 Pot Cap-1 Maneuver 386 782 1113 Stage 1 639 Stage 2 752 Platoon blocked, % Mov Cap-1 Maneuver 373 782 1113 Mov Cap-2 Maneuver 470 Stage 1 617 Stage 2 752 ~pproach SB HCM Control Delay, s 15.4 0.7 0 HCM LOS C inor Lane/Ma'or Mvmt NBL NBTEBLn1 SBT SBR Capacity (veh/h) 1113 -544 HCM Lane V/C Ratio 0.034 -0.368 HCM Control Delay (s) 8.3 -15.4 HCM Lane LOS A C HCM 95th %tile Q(veh) 0.1 1.7 HCM6thTWSC N:\3089\Analysis\Synchro\8 Existing + Cuml + Proj PM.syn NextMed 12/03/2019 Synchro 10 Report Existing + Cuml + Proj PM 5: Paseo Del Norte & Camino De Las Ondas ,> -+ ""t vement EBL EBT EBR Lane Configurations "i tt Traffic Volume (veh/h} 19 11 16 Future Volume (veh/h) 19 11 16 Initial Q (Qb), veh 0 0 0 Ped-Bike Adj{A_pbT} 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 Work Zone On Approach No Adj Sat Flow, veh/h/ln 1870 1870 1870 Adj Flow Rate, veh/h 21 12 17 Peak Hour Factor 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 Cap, veh/h 36 46 66 Arrive On Green 0.02 0,07 0.07 Sat Flow, veh/h 1781 686 972 Grp Volume(v), veh/h 21 0 29 Grp Sat Flow(s),veh/h/ln 1781 0 1657 Q Serve(g_s}, s 0.6 0.0 0.8 Cycle Q Clear(g_c}, s 0.6 0.0 0.8 Prop In Lane 1.00 0.59 Lane Grp Cap(c), veh/h 36 0 112 V/C Ratio(X) 0.58 0.00 0.26 Avail Cap(c_a}, veh/h 195 0 926 HCM Platoon Ratio 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 Uniform Delay (d), s/veh 23.5 0.0 21.4 Iner Delay (d2), s/veh 5.4 0.0 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 0.0 0.3 Unsig. Movement Delay, s/veh LnGrp Delay(d},s/veh 28.8 0.0 22.6 LnGre LOS C A C Approach Vol, veh/h 50 Approach Delay, s/veh 25 .2 Approach LOS C imer -Assigned Phs 1 2 3 Phs Duration (G+Y+Rc), s 7.3 22.0 10.7 Change Period (Y+Rc), s 5.0 5.0 5.0 Max Green Setting (Gmax), s 5.0 27.0 11.0 Max Q Clear Time (g_c+11), s 3.7 14.2 6.3 Green Ext Time (p_c}, s 0.0 2.7 0.1 ntersection Summa!}'. HCM 6th Ctr! Delay 17.5 HCM 6th LOS B HCM 6th Signalized Intersection Summary N:\3089\Analysis\Synchro\8 Existing+ Cuml + Proj PM.syn ~ WBL "i 152 152 0 1.00 1.00 1870 165 0.92 2 211 0.12 1781 165 1781 4.3 4.3 1.00 211 0.78 406 1.00 1.00 20.7 2.4 0.0 1.8 23.0 C 4 8.3 5.0 27.0 2.8 0.1 ,.._ WBT tt 21 21 0 1.00 No 1870 23 0.92 2 51 0.17 309 0 0 0.0 0.0 0 0.00 0 1.00 0.00 0.0 0.0 0.0 0.0 0.0 A 286 21 .2 C 5 5.9 5.0 5.3 2.5 0.0 NextMed 12/03/2019 '-~ t I" '. + .,' WBR NBL NBT NBR SBL SBT SBR "i tt "i tt 90 18 319 139 60 264 21 90 18 319 139 60 264 21 0 0 0 0 0 0 0 0.99 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 No No 1870 1870 1870 1870 1870 1870 1870 98 20 347 151 65 287 23 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 218 35 434 189 86 649 52 0.17 0.02 0.35 0.35 0.05 0.38 0.38 1315 1781 1235 538 1781 1708 137 121 20 0 498 65 0 310 1624 1781 0 1773 1781 0 1845 3.2 0.5 0.0 12.2 1.7 0.0 6.0 3.2 0.5 0.0 12.2 1.7 0.0 6.0 0.81 1.00 0.30 1.00 0,07 270 35 0 623 86 0 701 0.45 0.58 0.00 0.80 0.76 0.00 0.44 1099 195 0 991 184 0 1020 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 18.2 23.5 0.0 14.1 22.7 0.0 11.2 0.4 5.5 0.0 2.5 5.0 0.0 0.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.1 0.3 0.0 4.5 0.8 0.0 2.1 18.6 29.0 0.0 16.6 27.7 0.0 11.6 B C A B C A B 518 375 17.1 14.4 B B 6 7 8 23.4 6.0 13.0 5.0 5.0 5.0 26.7 5.3 32.7 8.0 2.6 5.2 1.7 0.0 0.5 Synchro 10 Report Existing + Cuml + Proj PM NextMed 6: 1-5 SB Rames & Poinsettia Ln 12/03/2019 ,> -+ -,. f +--\.. ~ t I'" '. + .,, Movement EB[ EBT EBR WBL WBT WBR NBL NB NBR SBL SBT SBR Lane Configurations tt t' 'i'i tt 'i 4' (' Traffic Volume (veh/h) 0 742 222 662 790 0 0 0 0 315 1 201 Future Volume (veh/h) 0 742 222 662 790 0 0 0 0 315 1 201 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pb T) 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 0 1870 1870 1870 1870 0 1870 1870 1870 Adj Flow Rate, veh/h 0 807 241 720 859 0 343 0 218 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 2 2 2 2 0 2 2 2 Cap, veh/h 0 1049 465 861 2241 0 648 0 288 Arrive On Green 0.00 0.30 0.30 0.25 0.63 0.00 0.18 0.00 0.18 Sat Flow, veh/h 0 3647 1577 3456 3647 0 3563 0 1585 Grp Volume(v), veh/h 0 807 241 720 859 0 343 0 218 Grp Sat Flow(s),veh/h/ln 0 1777 1577 1728 1777 0 1781 0 1585 Q Serve(g_s), s 0.0 11 .3 6.9 10.8 6.4 0.0 4.7 0.0 7.1 Cycle Q Clear(g_c), s 0.0 11 .3 6.9 10.8 6.4 0.0 4.7 0.0 7.1 Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 1049 465 861 2241 0 648 0 288 VIC Ratio(X) 0.00 0.77 0.52 0.84 0.38 0.00 0.53 0.00 0.76 Avail Cap(c_a), veh/h 0 1332 591 1099 2769 0 1139 0 507 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(!) 0.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 17.5 16.0 19.4 4.9 0.0 20.2 0.0 21 .1 Iner Delay (d2), s/veh 0.0 1.6 0.3 3.7 0.2 0.0 0.3 0.0 1.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/lrO.0 4.3 2.3 4.3 1.6 0.0 1.8 0.0 2.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 19.0 16.3 23.1 5.1 0.0 20.4 0.0 22.7 LnGre LOS A B B C A A C A C Approach Vol, veh/h 1048 1579 561 Approach Delay, s/veh 18.4 13.3 21.3 Approach LOS B B C imer -Assign Phs 1 2 4 6 Phs Duration (G+Y+Rc), t8.3 21 .2 15.0 39.4 Change Period (Y+Rc), ~ 4.7 5.1 5.1 5.1 Max Green Setting (Gma~)16 20.4 17.4 42.4 Max Q Clear Time (g_c+~,8; 13.3 9.1 8.4 Green Ext Time (p_c), s 0.8 2.7 0.8 13.3 ntersection Summa!l'. HCM 6th Ctrl Delay 16.4 HCM 6th LOS B otes User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary Synchro 10 Report N:\3089\Analysis\Synchro\8 Existing + Cuml + Proj PM.syn Existing + Cuml + Proj PM 7: 1-5 NB Rames & Poinsettia Ln ,> --+ -. 'f ,._ '-"\ t ~ '. i vement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations " tt ttt '(' 4 '(''(' Traffic Volume (veh/h) 114 943 0 0 1199 279 253 3 668 0 0 Future Volume (veh/h) 114 943 0 0 1199 279 253 3 668 0 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 0 0 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 124 1025 0 0 1303 303 275 3 726 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 0 0 2 2 2 2 2 Cap, veh/h 159 1842 0 0 1775 547 539 6 852 Arrive On Green 0.09 0.52 0.00 0.00 0.35 0.35 0.31 0.31 0.31 Sat Flow, veh/h 1781 3647 0 0 5274 1574 1763 19 2790 Grp Volume(v), veh/h 124 1025 0 0 1303 303 278 0 726 Grp Sat Flow(s),veh/h/ln1781 1777 0 0 1702 1574 1782 0 1395 a Serve{g_s), s 3.9 11.3 0.0 0.0 12.9 9.0 7.4 0.0 14.1 Cycle Q Clear(g_c), s 3.9 11 .3 0.0 0.0 12.9 9.0 7.4 0.0 14.1 Prop In Lane 1.00 0.00 0.00 1.00 0.99 1.00 Lane Grp Cap(c), veh/h 159 1842 0 0 1775 547 545 0 852 VIC Ratio(X) 0.78 0.56 0.00 0.00 0.73 0.55 0.51 0.00 0.85 Avail Cap(c_a), veh/h 286 2389 0 0 2197 677 644 0 1007 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(!) 1.00 1.00 0.00 0.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 25.8 9.4 0.0 0.0 16.5 15.3 16.5 0.0 18.9 Iner Delay {d2), s/veh 3.1 1.0 0.0 0.0 0.7 0.3 0.3 0.0 5.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/lr1 .7 3.7 0.0 0.0 4.5 2.9 2.8 0.0 4.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 28.9 10.4 0.0 0.0 17.2 15.6 16.8 0.0 24.3 LnGre LOS C B A A B B B A C Approach Vol, veh/h 1149 1606 1004 Approach Delay, s/veh 12.4 16.9 22.2 Approach LOS B B C mmer -Ass!9ned Phs 2 5 6 8 Phs Duration (G+Y+Rc), s 35.1 9.9 25.2 22.8 Change Period (Y+Rc), s 5.1 * 4.7 5.1 5.1 Max Green Setting (Gmax), s 38.9 * 9.3 24.9 20.9 Max Q Clear Time (g_c+l1), s 13.3 5.9 14.9 16.1 Green Ext Time (p_c), s 16.5 0.0 5.2 1.5 ntersection Summa~ HCM 6th Ctrl Delay 17.0 HCM 6th LOS B otes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary N:\3089\Analysis\Synchro\8 Existing+ Cuml + Proj PM.syn NextMed 12/03/2019 ~ SBR 0 0 Synchro 1 O Report Existing + Cuml + Proj PM 8: Lowder Ln/Paseo Del Norte & Poinsettia Ln .,)--+ ---.. " +--\.. ~ f I" '-. + ovement EBL EBT EBR WBL WBT WBR NBL BT NBR SBL SBT Lane Configurations "i"i tt 7' "i tf+ "i f+ "i f+ Traffic Volume (veh/h} 446 1120 45 13 1068 108 31 12 13 85 9 Future Volume (veh/h} 446 1120 45 13 1068 108 31 12 13 85 9 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.97 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 485 1217 49 14 1161 117 34 13 14 92 10 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 561 1922 853 29 1287 130 103 47 50 341 9 Arrive On Green 0.16 0.54 0.54 0.02 0.39 0.39 0.06 0.06 0.06 0.19 0.19 Sat Flow, veh/h 3456 3554 1578 1781 3260 328 1781 812 874 1781 46 Grp Volume(v), veh/h 485 1217 49 14 632 646 34 0 27 92 0 Grp Sat Flow(s),veh/h/ln1728 1777 1578 1781 1777 1811 1781 0 1686 1781 0 Q Serve(g_s), s 12.7 22.2 1.4 0.7 31 .1 31 .2 1.7 0.0 1.4 4.1 0.0 Cycle Q Clear(g_c}, s 12.7 22.2 1.4 0.7 31.1 31 .2 1.7 0.0 1.4 4.1 0.0 Prop In Lane 1.00 1.00 1.00 0.18 1.00 0.52 1.00 Lane Grp Cap(c), veh/h 561 1922 853 29 702 715 103 0 97 341 0 VIC Ratio(X) 0.86 0.63 0.06 0.48 0.90 0.90 0.33 0.00 0.28 0.27 0.00 Avail Cap(c_a}, veh/h 662 2022 898 102 772 787 498 0 471 341 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 38.0 14.9 10.1 45.3 26.4 26.5 42 .1 0.0 41 .9 32.1 0.0 Iner Delay (d2), s/veh 9.1 0.4 0.0 4.5 12.2 12.3 0.7 0.0 0.6 0.2 0.0 Initial Q Delay(d3},s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ¾ile BackOfQ(50%),veh/lni.0 8.4 0.5 0.4 14.9 15.2 0.8 0.0 0.6 1.8 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 47.0 15.3 10.1 49.9 38.6 38.8 42.8 0.0 42.5 32.2 0.0 LnGre LOS D B B D D D D A D C A Approach Vol, veh/h 1751 1292 61 440 Approach Delay, s/veh 24.0 38.8 42.7 112.1 Approach LOS C D D F [!mer -Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s5.7 54.9 22.4 19.3 41 .3 10.0 Change Period (Y+Rc), ~ 4.2 4.6 4.6 * 4.2 4.6 4.6 Max Green Setting (Gmcf4,l 52.9 17.8 *18 40.4 26.0 Max Q Clear Time (g_c+l~,s 24.2 19.8 14.7 33.2 3.7 Green Ext Time (p_c}, s 0.0 7.2 0.0 0.4 3.5 0.1 ntersection Summa!}'. HCM 6th Ctrl Delay 40.6 HCM 6th LOS D otes * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. HCM 6th Signalized Intersection Summary N:\3089\Analysis\Synchro\8 Existing + Cuml + Proj PM.syn NextMed 12/03/2019 "4" SBR 379 379 0 1.00 1.00 1870 338 0.92 2 296 0.19 1546 348 1592 17.8 17.8 0.97 305 1.14 305 1.00 1.00 37.6 95.6 0.0 14.9 133.2 F Synchro 10 Report