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HomeMy WebLinkAboutRS_TrafficImpactAnalysis_Supplement_190528_V1.pdfWilliam Popp Associates Transportation Engineers/Planners ________________________________________________________________________ (425) 401-1030 (425) 401-2124 e-mail: info@wmpoppassoc.com 14-400 Building Suite 206 14400 Bel-Red Road Bellevue, WA 98007 TRAFFIC IMPACT ANALYSIS SUPPLEMENTAL REPORT for Cedar River Apartments Prepared for: SRM Renton, LLC 720 6th Street South Ste. 200 Kirkland, WA 98033 Prepared by: William Popp Associates 14-400 Building, Suite 206 14400 Bel-Red Rd Bellevue, WA 98007 May 28, 2019 Traffic Impact Analysis Supplemental (5/28/19) Cedar River Apartments Page i i T A B L E O F C O N T E N T S 1. BACKGROUND................................................................................................................................. 1 2. LEVEL OF SERVICE ASSUMPTIONS.......................................................................................... 1 Table 1 Intersection Level-of-Service Criteria .................................................. 2 3. SYNCHRO LOS RESULTS – FUTURE.......................................................................................... 2 Table 2 Intersection Level-of-Service Individual Intersection Results (per Synchro)............................................................................................................. 4 4. SIMTRAFFIC LOS RESULTS – FUTURE WITH AND WITHOUT FULL PROJECT........... 5 Table 3 Intersection Level-of-Service – Future with Project Intersection Results (per SimTraffic)..................................................................................... 6 5. CONCLUSIONS................................................................................................................................. 8 Appendix Future Year Synchro LOS Sheets Full Build SimTraffic Summaries Traffic Impact Analysis Supplemental (5/28/19) Cedar River Apartments William Popp Associates Page 1 1 1. Background The analysis presented herein supplements the information presented in the Traffic Impact Analysis for the Cedar River Apartments, November 1, 2018. This supplemental report presents a refinement of Section B.5. After preliminary review of the November 1, 2018 TIA, the City requested that the level of service analyses include the effects of I-405 ramp metering on the intersection LOS estimates. In addition it was apparent based on review comments that additional without Project impacts for Phases 2 and 3 would be helpful for reviewers. Therefore, the purpose of this supplement is two part: 1) to include additional “without project” Synchro level of service results for all phases of development, and 2) to conduct a corridor simulation approach that would include the impacts of the I-405 ramp meters on the analysis intersections. The Synchro analysis, by its construct, focuses primarily on the individual intersection and how the intersection would operate without the impacts of downstream congestion on throughput. A corridor simulation analysis, such as SimTraffic, would quantify extent of queuing from downstream intersections, which in this case consists of queues from the current operations of the ramp meters at the southbound and northbound on-ramps to I- 405. The November 1, 2018 TIA, noted that the impacts of downstream ramp metering at the SR 169/I-405 SB on-ramp intersection and at the SR 169/I-405 NB on-ramp intersection were not reflected in the analysis. This was because the existing ramp meter operation was causing excessive queuing on SR 169 that belied the classic HCM results. The study also noted that much of the observed spillback depends on real time level of congestion on I-405 in the lane adjacent to the on-ramp and its impacts on ramp meter rates. And to that extent the simulation analyses require assumptions regarding meter rates that are essentially guestimates since the rates are algorithm based, with of course, variable outputs. 2. Level of Service Assumptions To restate what was presented in the original TIA, level-of-service for each intersection was calculated using Trafficware’s Synchro software version 9.0. This software replicates the analytical procedures specified in the national Highway Capacity Manual, HCM 2010. HCM analysis is the standard used for TIA’s throughout the region and the nation. The level of service criteria are shown in Table 1 (this is the same table as identified in the original TIA as Table 4). Traffic Impact Analysis Supplemental (5/28/19) Cedar River Apartments William Popp Associates Page 2 2 Table 1 Intersection Level-of-Service Criteria Level of Stopped Delay Per Vehicle1 Service Definition signalized non-signalized A Little or no delay Less than 10.0 sec Less than 10.0 sec B Short traffic delays 10.1 to 20 sec 10.1 to 15 sec C Average traffic delays 20.1 to 35 sec 15.1 to 25 sec D Long traffic delays 35.1 to 55 sec 25.1 to 35 sec E Very long traffic delays 55.1 to 80 sec 35.1 to 50 sec F Extreme delay Greater than 80 sec Greater than 50 sec 1 Delay; seconds per vehicle Note that for signalized intersections, the delay presented represents the overall operation of the intersection, whereas the delay presented for unsignalized intersections represents the delay for the critical approach or movement. In the following two sections, the level of service is presented based on 1) the Synchro results, and 2) SimTraffic results. It should be noted that Synchro and SimTraffic may not produce identical results when downstream congestion can extend through the upstream intersection(s). 3. Synchro LOS Results – Future The LOS results are all presented in Table 2. Existing LOS results are given in Table 5 of the November 1, 2018 report. The results include summary LOS for the full project completion horizon year with and with the Project. It also includes with and without impacts of each Project phase for the three phases of development. As noted above, the November 1, 2018 TIA identified the “without Project” level of service for only the Phase 1 condition, and then in two subsequent tables identified only the “with Project” level of service for Phase 2 and Phase 3. Table 2 below shows the “without Project” and “with Project” Synchro level of service results for the full project at the estimated final completion horizon year, as well as the “without project” and “with Project” for each of the three proposed phases of development. Table 2 is a combination of Tables 7, 8, and 9 of the November 1, 2018 TIA plus inclusion of additional results for Phase 2 and Phase 3 “without Project” LOS, as well as “without Project” LOS results for the estimated full project completion horizon year. Also shown in Table 2 are the LOS results for Intersection 1 with the proposed mitigation, ie, the dual westbound left turn lane on SR 169 at the Sunset/Bronson/I-405 Traffic Impact Analysis Supplemental (5/28/19) Cedar River Apartments William Popp Associates Page 3 3 SB ramp intersection and the conversion of Sunset Blvd southbound to two general purpose lanes. The purpose of showing these LOS results based on Synchro/HCM analysis was to identify intersection LOS & delay impacts/changes with inclusion of the Project, in full and for each of the three phases without involving arbitrary assumptions about freeway congestion and meter rate operations during the several phases of Project buildout. As shown in Table 2, each of these intersections are estimated to operate at satisfactory levels of service except for the SR 169/Sunset Way intersection (Int1), which is estimated to operate at LOS E for both peak hours at Year 2022 (Phase 2) and Year 2023 (full project completion) and that is with or without project traffic. From this analysis, it can be concluded that based on classic HCM methodology the Project will have little impact on delay at any of the subject intersections (0 to 5 seconds). The major reason for this is the Project contributes less than 2.5% of all entering traffic at the corridor critical SR 169/I-405/Sunset Blvd intersection. By way of comparison, the I-405 Express Toll Lanes Project Transportation Discipline Report 1 in the 2025 Build scenario gives estimates of LOS C and D for AM and PM peak hour for SR 169/SB on-ramp terminal intersection and LOS D and B for the SR 169/NB on-ramp terminal intersection. These estimates are based on HCM/Synchro methodology, i.e., without simulation. 1 I-405 Express Toll Lanes Projects, Transportation Discipline Report; Pages E-4 & E-10 Traffic Impact Analysis Supplemental (5/28/19) Cedar River Apartments William Popp Associates Page 4 4 Table 2 Intersection Level-of-Service Individual Intersection Results (per Synchro) Without Project With Project Intersection LOS a Delay a LOS a Delay a Comments AT FULL PROJECT COMPLETION (Year 2023) (without does not include any of the Project) AM PEAK HOUR b 1 SR 169/Sunset/Bronson/I-405 SB Ramps E 56 E 60 ramp meter impact not includedc D 40 same as above with dual WBLT 2 SR 169/I-405 NB Ramps C 31 D 36 ramp meter impact not includedc 3 SR 169/Shari's Driveway A 3 A 3 tee intersection 4 SR 169/Cedar River Park Drive A 9 B 11 tee intersection PM PEAK HOUR b 1 SR 169/Sunset/Bronson/I-405 SB Ramps E 71 E 75 ramp meter impact not includedc E 64 same as above with dual WBLT 2 SR 169/I-405 NB Ramps B 12 B 13 ramp meter impact not includedc 3 SR 169/Shari's Driveway A 3 A 3 tee intersection 4 SR 169/Cedar River Park Drive A 5 A 8 tee intersection PHASE 1 (Year 2021) (with and without Phase 1) AM PEAK HOUR b 1 SR 169/Sunset/Bronson/I-405 SB Ramps D 51 D 52 ramp meter impact not includedc D 36 same as above with dual WBLT 2 SR 169/I-405 NB Ramps C 33 C 32 ramp meter impact not includedc 3 SR 169/Shari's Driveway A 3 A 3 tee intersection 4 SR 169/Cedar River Park Drive A 6 A 7 tee intersection PM PEAK HOUR b 1 SR 169/Sunset/Bronson/I-405 SB Ramps E 65 E 65 ramp meter impact not includedc E 61 same as above with dual WBLT 2 SR 169/I-405 NB Ramps B 13 B 13 ramp meter impact not includedc 3 SR 169/Shari's Driveway A 3 A 4 tee intersection 4 SR 169/Cedar River Park Drive A 5 A 5 tee intersection PHASE 2 (Year 2022) (with and without Phase 2, without includes Phase 1) AM PEAK HOUR b 1 SR 169/Sunset/Bronson/I-405 SB Ramps E 57 E 59 ramp meter impact not includedc D 36 same as above with dual WBLT 2 SR 169/I-405 NB Ramps C 34 C 34 ramp meter impact not includedc 3 SR 169/Shari's Driveway A 3 A 3 tee intersection 4 SR 169/Cedar River Park Drive A 9 A 10 tee intersection PM PEAK HOUR b 1 SR 169/Sunset/Bronson/I-405 SB Ramps E 71 E 72 ramp meter impact not includedc E 63 same as above with dual WBLT 2 SR 169/I-405 NB Ramps B 12 B 13 ramp meter impact not includedc 3 SR 169/Shari's Driveway A 3 A 3 tee intersection 4 SR 169/Cedar River Park Drive A 5 A 6 tee intersection PHASE 3 (Year 2023) (with and without Phase 3, without includes Phase 1 and 2) AM PEAK HOUR b 1 SR 169/Sunset/Bronson/I-405 SB Ramps E 60 E 60 ramp meter impact not includedc D 40 same as above with dual WBLT 2 SR 169/I-405 NB Ramps D 36 D 36 ramp meter impact not includedc 3 SR 169/Shari's Driveway A 3 A 3 tee intersection 4 SR 169/Cedar River Park Drive B 11 A 11 tee intersection PM PEAK HOUR b 1 SR 169/Sunset/Bronson/I-405 SB Ramps E 74 E 75 ramp meter impact not includedc E 64 same as above with dual WBLT 2 SR 169/I-405 NB Ramps B 12 B 13 ramp meter impact not includedc 3 SR 169/Shari's Driveway A 3 A 3 tee intersection 4 SR 169/Cedar River Park Drive A 7 A 8 tee intersection a LOS and Delay are per Synchro v9 and HCM methodology. Delay is represented in seconds per vehicle. b Street peak hour: AM 7:00-8:00am, PM 4:45-5:45pm. c Queue spill back through this intersection due to long ramp meter delay can result in additional delay at the subject intersection that would not be quantified in the Synchro analysis. Traffic Impact Analysis Supplemental (5/28/19) Cedar River Apartments William Popp Associates Page 5 5 4. SimTraffic LOS Results – Future with and without full Project The ensuing analysis computes the level of service at the Project’s four analysis intersections with ramp meter impacts at the two SR 169 on-ramp intersections to I-405 for both near term and post I-405 project completion. Currently, the northbound and southbound ramp meters typically are operational from 6 am to 9 am and from 3 pm to 7 pm. As discussed previously the meter release rates vary depending on the level of traffic congestion in the freeway lane adjacent to the on-ramp. In mid-March of this year the southbound ramp meter cycle was observed to be running at approximately 8 seconds per lane both in the AM and PM peak commute peak hour. The ramp meter cycle of course can fluctuate given speed and volume conditions on I- 405. During times when the meter is in operation the southbound ramp includes two metered lanes and one HOV by-pass lane. The northbound ramp meter cycle was observed to be running at approximately 11 second intervals during the AM commute peak hour and about 8 seconds during the PM commute peak hour. The northbound ramp is a single lane on-ramp with no HOV bypass lane. The simulation of the four subject intersections including the two ramp meters was conducted for both the AM and PM peak hour cases for the project horizon year of 2023 using the above observed meter rates with and without Project and with and without near term dual westbound lane and on-ramp improvements. The simulation was also conducted assuming 4 second meter rates which represent WSDOT’s standard minimum release rate based on the improved I-405 mainline operations associated with the completion of the ETL project. The results are shown in Table 3. WSDOT Improvements WSDOT has programmed improvements as part of the I-405 Renton to Bellevue Widening and Express Toll Lanes project and the I-405 - SR 167 Interchange Direct Connector Project which consist of the following (these are also discussed in the November 2018 TIA): • Widening of the southbound on-ramp to I-405 from SR 169. The widening would include adding an additional lane on the on-ramp (from two lanes to three lanes) from SR 169, widening from one general purpose metered lane and one HOV by-pass lane to two general purpose metered lanes and one HOV by-pass lane. • In turn the westbound approach (SR 169) would be modified to a left turn lane and a shared left/through lane. And for the southbound approach (Sunset Boulevard), the HOV thru lane designation (shared with general purpose southbound left turns) would be removed from the shared left/through lane, and two general-purpose lanes would access the southbound on-ramp. Traffic Impact Analysis Supplemental (5/28/19) Cedar River Apartments William Popp Associates Page 6 6 • Addition of I-405 to SR 167 fly-over ramps connecting HOT lanes on I-405 to carpool lanes on SR 167. • Addition of one Express Toll Lane (ETL) each way on I-405 and conversion of existing HOV lane to an ETL. Project slated for late 2024 completion. The WSDOT ETL project when fully operational in 2025 should significantly reduce congestion on I-4052 in this area which is expected to significantly reduce ramp meter intervals at both SR 169/Sunset Way/I-405 Southbound and Northbound on-ramp intersections, in particular for AM commute peak period conditions. In the interim, the westbound dual left turn lane conversion will allow more efficient ramp operation but that operation remains significantly burdened by the expectation of long meter rates. However the rates may decrease with the opening of the I-405/SR 167 IC direct HOT ramps as a result of shift in mainline freeway volumes, so the delay estimates for the SB on-ramp are likely overstated under that operation. Table 3 Intersection Level-of-Service – Future with Project Intersection Results (per SimTraffic) 2023 2023 with Project with noted improvements without Project a with Project a Int1 mitigation b plus ETL c Intersection LOS Delay d LOS Delay d LOS Delay d LOS Delay d AT FULL PROJECT COMPLETION (Year 2023) AM PEAK HOUR e 1 SR 169/Sunset/Bronson/I-405 SB On-Ramp F 162 F 161 F 132 D 38 2 SR 169/I-405 NB Ramps c D 47 D 49 E 72 D 53 3 SR 169/Shari's Driveway D 42 D 44 D 49 C 21 4 SR 169/Cedar River Park Drive D 52 E 62 E 68 D 38 PM PEAK HOUR e 1 SR 169/Sunset/Bronson/I-405 SB On-Ramp F 151 F 162 F 112 D 53 2 SR 169/I-405 NB Ramps c D 33 D 28 D 26 D 27 3 SR 169/Shari's Driveway B 17 A 5 A 4 A 5 4 SR 169/Cedar River Park Drive B 11 A 9 A 9 B 11 a With existing channelization, ramp metering and I-405 conditions (per 2018 observations). b Improvements at Intersection 1 including a dual westbound left turn lane and no HOV exclusivity for the southbound thru lanes. The southbound on-ramp would be modified to allow two general purpose lanes from the intersection, plus one HOV by-pass. 2018 observed meter rates are assumed. c Ramp meter cycle reduced to 4 seconds for both the NB and SB ramps due to the I-405 Express Toll Lanes project and projected reduced freeway congestion. Technically this occurs in late 2024 but for simplicity is folded into the 2023 analyses. d Average delay measured from simulations. Delay values represented in seconds per vehicle, all intersections are signalized. e Street peak hour: AM 7:00-8:00am, PM 4:45-5:45pm. In summarizing the results shown in Table 3 above, it is important to keep in mind these are simulations and conditions throughout the corridor can be affected by small changes upstream and/or downstream. Each of these simulation results reflect a 60-minute simulation summary (with a 30 minute seed time). Excessive delay and subsequent queue spill back due to conditions downstream once extended through an upstream 2 Ibid; I-405 Operations - 2025 Build AM Period and 2025 Build PM Period, Exhibits 5-9 and 5-10. Traffic Impact Analysis Supplemental (5/28/19) Cedar River Apartments William Popp Associates Page 7 7 intersection will be reported as delay at the upstream intersection. That being said, the results are summarized below. SR 169/Sunset/ Bronson/I-405 SB On-Ramp For both peak hour periods, the intersection is estimated to operate at LOS F with or without the Project at the project’s full build-out horizon year. The average intersection delay for the AM is 162 seconds per vehicle (sec/veh) for the without Project condition and 161 sec/veh with Project. With the proposed WSDOT near term improvements including a rechannelization of the westbound approach from a single left turn lane, two thru lanes, and a right turn lane, to a left turn lane, a shared left/thru lane, a thru lane, and a right turn lane, along with elimination of the southbound HOV thru lane exclusivity, the delay is estimated to improve to 132 sec/veh, which is a substantial improvement of approximately 30 sec/veh; however the grade remains LOS F. This is with no change in assumed meter rates. For the PM peak hour, the average intersection delay is 151 seconds per vehicle (sec/veh) for the without Project condition and 162 sec/veh with Project, a minimal change similar to the AM. With the proposed WSDOT near term improvements and no change in assumed meter rates, the delay is estimated to improve to 112 sec/veh, which is also a substantial delay improvement (50 seconds) however the grade remains LOS F. With completion of the I-405 ETL project, it is projected that there would be reduced congestion on the freeway as a result of an added freeway lane each way. Consequently it is assumed the ramp meter times would decrease to their typical minimum. Assuming a 4 second ramp meter release rate for both the northbound and southbound ramps, the LOS and delay is estimated to improve to LOS D for both the AM and PM peak hour with an average delay of 38 sec/veh and 53 sec/veh respectively. SR 169/I-405 NB On/Off Ramps intersection For the AM peak hour period, the intersection is estimated to operate at LOS D with or without the Project at the project’s full build-out horizon year, and LOS C for the PM peak hour with and without Project. The average intersection delay hovers around the 50 sec/veh mark for the AM peak hour and about 30 sec/veh for the PM peak hour. With the proposed improvements at Intersection 1, the delay increases somewhat to an LOS E grade for the AM peak based on simulations but remains somewhat unchanged for the PM peak hour. With completion of the I-405 ETL project, and an assumed 4-second ramp meter release rate based on the added freeway capacity, the LOS and delay is estimated to be LOS D for the AM peak hour and LOS C for the PM peak hour with an average delay of 53 sec/veh and 27 sec/veh respectively. Traffic Impact Analysis Supplemental (5/28/19) Cedar River Apartments William Popp Associates Page 8 8 SR 169/Shari’s Driveway intersection Congestion and delay is primarily a result of the congestion at the interchange. The LOS is estimated to improve from LOS D to C for the AM peak hour with the WSDOT Intersection 1 mitigation and the ETL improvements. The PM peak hour is estimated to be LOS A or B for all future scenarios. SR 169/Cedar Rive Park Drive For the AM peak hour period the intersection is estimated to be LOS D without Project and LOS E with Project for existing conditions. The level of service is also LOS E for the Intersection 1 mitigation. The level of service is estimated to improve to LOS D with the ETL improvements. For the PM peak hour, the level of service is estimated to be in the LOS B range for all future scenarios. 5. Conclusions • The November 2018 TIA presented level of service results at the four subject intersections based on Synchro/HCM methodology. This classic HCM methodology demonstrates that the Project has little impact on delay at any intersection. The methodology, however, does not accommodate inclusion of impacts of downstream congestion as a result of I-405 congestion and restrictive ramp metering, both of which are considered temporary in the context of this Project analysis due to the programmed construction of the I-405 Express Toll Lane project in late 2024 and the implementation latitude offered by the City’s Concurrency policy. • The simulation results indicate that the proposed near term dual westbound left turn lane and removal of the HOV southbound thru lane exclusivity on Sunset Blvd. at the SR 169/ Sunset/Bronson/I-405 SB on-ramp intersection, along with programmed on- ramp improvements, would result in significantly reduced congestion for the intersection as well as the corridor, but the level of service would remain at F based on the assumption of continued application of the existing observed ramp meter rates, which are driven by freeway mainline conditions . • In the near future (2024 - 2025), the widening of I-405 for the ETL project along with the recently completed direct access ramp to-from SR 167 is projected to significantly improve mainline freeway congestion in the vicinity of SR 169 and which in turn should result in much lower meter release rates. Accordingly the two ramp terminal intersections at the I-405/SR 169 interchange are estimated to operate at LOS D in both the AM and PM peak hours with completion of the ETL project. • By comparison, the I-405 Express Toll Lanes Project Transportation Discipline Report in the 2025 Build scenario gives estimates of LOS C and D for AM and PM peak hour for SR 169/SB on-ramp terminal intersection and LOS D and B for the SR 169/NB on-ramp terminal intersection. These estimates are based on HCM/Synchro methodology, i.e., without simulation. Traffic Impact Analysis Supplemental (5/28/19) Cedar River Apartments William Popp Associates Page 9 9 • The estimated delay at the SR 169/Shari’s driveway intersection and at the SR 169/Cedar River Park Dr intersection for the AM peak hour is estimated to improve from LOS D to C and LOS E to D respectively for each intersection with the WSDOT programmed intersection/ramp improvement and with the ETL project. The PM peak level of service at each of these two intersections is estimated to remain at LOS A and B respectively with the described WSDOT improvements. Appendix: 1. Synchro AM Peak Hour Level of Service Summaries a. Phase 1 -- Year 2021 with and without Project b. Phase 2 – Year 2022 with and without Project (includes Phase 1) c. Phase 3 – Year 2023 with and without Project (includes Phase 1 and 2) d. Full Build Year 2023 with and without Project. Note that the “without Project” condition does not include any of the phased development. The “with Project” condition is the same as 1.c. above. 2. Synchro PM Peak Hour Level of Service Summaries a. Phase 1 -- Year 2021 with and without Project b. Phase 2 – Year 2022 with and without Project (includes Phase 1) c. Phase 3 – Year 2023 with and without Project (includes Phase 1 and 2) d. Full Build Year 2023 with and without Project. Note that the “without Project” condition does not include any of the phased development. The “with Project” condition is the same as 1.c. above. 3. SimTraffic AM summary results for Year 2023 for a) without Project, b) with Project, c) with Project and with Intersection 1 improvements, and d) same as (c) except with decreased ramp meter rates at 4 sec per ramp. 4. SimTraffic PM summary results for Year 2023 for a) without Project, b) with Project, c) with Project and with Intersection 1 improvements, and d) same as (c) except with decreased ramp meter rates at 4 sec per ramp. 1. Synchro AM Peak Hour Level of Service Summaries 1.a. Phase 1 -- Year 2021 with and without Project AM PK HCM 2010 Signalized Intersection Summary 1: I-405 SB On-Ramp/Sunset Blvd & Bronson Way/SR 169 10/30/2018 Cedar River Apartments 10/29/2018 2021 background AM Peak Synchro 9 Light Report BPJ; William Popp Associates Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 411 108 49 806 601 931 0 0 0 272 888 457 Future Volume (veh/h) 411 108 49 806 601 931 0 0 0 272 888 457 Number 5 2 12 1 6 16 7 4 14 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 Adj Sat Flow, veh/h/ln 1765 1765 1800 1765 1765 1765 1765 1765 1765 Adj Flow Rate, veh/h 457 120 0 896 668 1034 302 987 508 Adj No. of Lanes 2 2 0 1 2 1 1 2 1 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 Cap, veh/h 396 407 0 756 1509 1189 576 1210 696 Arrive On Green 0.12 0.12 0.00 0.75 0.75 0.75 0.34 0.34 0.34 Sat Flow, veh/h 3261 3441 0 1681 3353 1500 1681 3529 1500 Grp Volume(v), veh/h 457 120 0 896 668 1034 302 987 508 Grp Sat Flow(s),veh/h/ln 1630 1676 0 1681 1676 1500 1681 1765 1500 Q Serve(g_s), s 17.0 4.6 0.0 63.0 10.4 63.0 20.2 35.7 38.4 Cycle Q Clear(g_c), s 17.0 4.6 0.0 63.0 10.4 63.0 20.2 35.7 38.4 Prop In Lane 1.00 0.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 396 407 0 756 1509 1189 576 1210 696 V/C Ratio(X) 1.15 0.29 0.00 1.18 0.44 0.87 0.52 0.82 0.73 Avail Cap(c_a), veh/h 396 407 0 756 1509 1189 576 1210 696 HCM Platoon Ratio 1.00 1.00 1.00 1.67 1.67 1.67 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.09 0.09 0.09 0.40 0.40 0.40 Uniform Delay (d), s/veh 61.5 56.0 0.0 17.4 10.9 4.3 36.9 42.0 30.4 Incr Delay (d2), s/veh 94.4 0.4 0.0 84.5 0.0 0.7 1.4 2.5 2.7 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/ln 12.8 2.1 0.0 45.8 4.6 40.0 9.5 17.8 20.0 LnGrp Delay(d),s/veh 155.9 56.4 0.0 101.9 10.9 5.0 38.2 44.5 33.1 LnGrp LOS F E F B A D D C Approach Vol, veh/h 577 2598 1797 Approach Delay, s/veh 135.2 40.0 40.2 Approach LOS F D D Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 21.0 52.0 67.0 Change Period (Y+Rc), s 5.0 5.0 5.0 Max Green Setting (Gmax), s 16.0 47.0 62.0 Max Q Clear Time (g_c+I1), s 19.0 40.4 65.0 Green Ext Time (p_c), s 0.0 4.5 0.0 Intersection Summary HCM 2010 Ctrl Delay 51.1 HCM 2010 LOS D Notes HCM Signalized Intersection Capacity Analysis 2: I-405 NB Off-Ramp/I-405 NB On-Ramp & SR 169 10/29/2018 Cedar River Apartments 10/29/2018 2021 background AM Peak Synchro 9 Light Report BPJ; William Popp Associates Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 18 375 0 0 1812 445 0 0 307 0 0 515 Future Volume (vph) 18 375 0 0 1812 445 0 0 307 0 0 515 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 *0.70 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.85 0.86 0.86 Flt Protected 0.95 1.00 1.00 1.00 1.00 1.00 Satd. Flow (prot) 1621 3241 3582 1450 1476 1476 Flt Permitted 0.95 1.00 1.00 1.00 1.00 1.00 Satd. Flow (perm) 1621 3241 3582 1450 1476 1476 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 20 417 0 0 2013 494 0 0 341 0 0 572 RTOR Reduction (vph) 0 0 0 0 0 146 0 0 0 0 0 10 Lane Group Flow (vph) 20 417 0 0 2013 348 0 0 341 0 0 562 Turn Type Prot NA NA Perm Free Over Protected Phases 5 2 6 5 Permitted Phases 6 Free Actuated Green, G (s) 52.0 140.0 78.0 78.0 140.0 52.0 Effective Green, g (s) 53.0 140.0 79.0 79.0 140.0 53.0 Actuated g/C Ratio 0.38 1.00 0.56 0.56 1.00 0.38 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 613 3241 2021 818 1476 558 v/s Ratio Prot 0.01 0.13 c0.56 c0.38 v/s Ratio Perm 0.24 0.23 v/c Ratio 0.03 0.13 1.00 0.43 0.23 1.01 Uniform Delay, d1 27.4 0.0 30.3 17.5 0.0 43.5 Progression Factor 1.53 1.00 0.65 0.34 1.00 1.00 Incremental Delay, d2 0.0 0.1 16.9 1.3 0.4 39.9 Delay (s) 41.9 0.1 36.8 7.3 0.4 83.4 Level of Service D A D A A F Approach Delay (s) 2.0 30.9 0.4 83.4 Approach LOS A C A F Intersection Summary HCM 2000 Control Delay 32.7 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 1.00 Actuated Cycle Length (s) 140.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 77.3% ICU Level of Service D Analysis Period (min) 15 Description: SR 169/I-405 NB On-Ramp c Critical Lane Group HCM 2010 Signalized Intersection Summary 3: SR 169 & Shari's Driveway 10/30/2018 Cedar River Apartments 10/29/2018 2021 background AM Peak Synchro 9 Light Report BPJ; William Popp Associates Movement EBU EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 57 36 666 2090 7 3 57 Future Volume (veh/h) 57 36 666 2090 7 3 57 Number 5 2 6 16 7 14 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 Adj Sat Flow, veh/h/ln 1765 1765 1765 1800 1765 1800 Adj Flow Rate, veh/h 40 740 2322 8 3 63 Adj No. of Lanes 1 3 4 0 0 0 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 0 0 Cap, veh/h 62 3251 4422 15 4 93 Arrive On Green 0.07 1.00 1.00 1.00 0.07 0.06 Sat Flow, veh/h 1681 4235 5978 19 68 1420 Grp Volume(v), veh/h 40 740 1579 751 67 0 Grp Sat Flow(s),veh/h/ln 1681 1235 1235 1761 1511 0 Q Serve(g_s), s 3.2 0.0 0.0 0.0 6.1 0.0 Cycle Q Clear(g_c), s 3.2 0.0 0.0 0.0 6.1 0.0 Prop In Lane 1.00 0.01 0.04 0.94 Lane Grp Cap(c), veh/h 62 3251 3008 1430 99 0 V/C Ratio(X) 0.64 0.23 0.53 0.53 0.68 0.00 Avail Cap(c_a), veh/h 228 3251 3008 1430 183 0 HCM Platoon Ratio 2.00 2.00 2.00 2.00 1.00 1.00 Upstream Filter(I) 0.99 0.99 0.72 0.72 1.00 0.00 Uniform Delay (d), s/veh 63.9 0.0 0.0 0.0 64.4 0.0 Incr Delay (d2), s/veh 10.5 0.2 0.5 1.0 7.8 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 1.7 0.0 0.1 0.4 2.8 0.0 LnGrp Delay(d),s/veh 74.4 0.2 0.5 1.0 72.2 0.0 LnGrp LOS E A A A E Approach Vol, veh/h 780 2330 67 Approach Delay, s/veh 4.0 0.6 72.2 Approach LOS A A E Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 126.8 13.2 9.2 117.6 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 114.0 16.0 18.0 91.0 Max Q Clear Time (g_c+I1), s 2.0 8.1 5.2 2.0 Green Ext Time (p_c), s 40.3 0.1 0.1 37.8 Intersection Summary HCM 2010 Ctrl Delay 3.0 HCM 2010 LOS A Notes HCM 2010 Signalized Intersection Summary 4: Cedar River Park Dr & SR 169 10/30/2018 Cedar River Apartments 10/29/2018 2021 background AM Peak Synchro 9 Light Report BPJ; William Popp Associates Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 648 63 12 2065 32 6 Future Volume (veh/h) 648 63 12 2065 32 6 Number 2 12 1 6 3 18 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 Adj Sat Flow, veh/h/ln 1765 1800 1765 1765 1765 1765 Adj Flow Rate, veh/h 720 70 13 2294 36 7 Adj No. of Lanes 3 0 1 3 1 1 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 2 2 Cap, veh/h 2900 281 27 3632 228 204 Arrive On Green 1.00 1.00 0.02 0.81 0.14 0.14 Sat Flow, veh/h 4332 368 1681 4765 1681 1500 Grp Volume(v), veh/h 467 323 13 2294 36 7 Grp Sat Flow(s),veh/h/ln 1235 1700 1681 1500 1681 1500 Q Serve(g_s), s 0.0 0.0 1.1 28.1 2.6 0.6 Cycle Q Clear(g_c), s 0.0 0.0 1.1 28.1 2.6 0.6 Prop In Lane 0.22 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 1884 1296 27 3632 228 204 V/C Ratio(X) 0.25 0.25 0.49 0.63 0.16 0.03 Avail Cap(c_a), veh/h 1884 1296 84 3632 228 204 HCM Platoon Ratio 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.98 0.98 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 0.0 0.0 68.3 5.3 53.4 52.5 Incr Delay (d2), s/veh 0.3 0.5 13.1 0.8 1.5 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 0.2 0.6 11.8 1.3 0.3 LnGrp Delay(d),s/veh 0.3 0.5 81.5 6.2 54.9 52.8 LnGrp LOS A A F A D D Approach Vol, veh/h 790 2307 43 Approach Delay, s/veh 0.4 6.6 54.6 Approach LOS A A D Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 6.2 110.8 117.0 23.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 6.0 101.0 112.0 18.0 Max Q Clear Time (g_c+I1), s 3.1 2.0 30.1 4.6 Green Ext Time (p_c), s 0.0 40.7 38.1 0.1 Intersection Summary HCM 2010 Ctrl Delay 5.7 HCM 2010 LOS A HCM 2010 Signalized Intersection Summary 1: I-405 SB On-Ramp/Sunset Blvd & Bronson Way/SR 169 10/30/2018 Cedar River Apartments 10/29/2018 AM Peak 2021 Phase 1 Synchro 9 Light Report BPJ; William Popp Associates Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 411 110 49 822 607 946 0 0 0 283 888 457 Future Volume (veh/h) 411 110 49 822 607 946 0 0 0 283 888 457 Number 5 2 12 1 6 16 7 4 14 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 Adj Sat Flow, veh/h/ln 1765 1765 1800 1765 1765 1765 1765 1765 1765 Adj Flow Rate, veh/h 457 122 0 913 674 1051 314 987 508 Adj No. of Lanes 2 2 0 1 2 1 1 2 1 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 Cap, veh/h 396 407 0 768 1533 1189 564 1185 686 Arrive On Green 0.12 0.12 0.00 0.76 0.76 0.76 0.34 0.34 0.34 Sat Flow, veh/h 3261 3441 0 1681 3353 1500 1681 3529 1500 Grp Volume(v), veh/h 457 122 0 913 674 1051 314 987 508 Grp Sat Flow(s),veh/h/ln 1630 1676 0 1681 1676 1500 1681 1765 1500 Q Serve(g_s), s 17.0 4.6 0.0 64.0 10.0 64.0 21.4 36.1 38.9 Cycle Q Clear(g_c), s 17.0 4.6 0.0 64.0 10.0 64.0 21.4 36.1 38.9 Prop In Lane 1.00 0.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 396 407 0 768 1533 1189 564 1185 686 V/C Ratio(X) 1.15 0.30 0.00 1.19 0.44 0.88 0.56 0.83 0.74 Avail Cap(c_a), veh/h 396 407 0 768 1533 1189 564 1185 686 HCM Platoon Ratio 1.00 1.00 1.00 1.67 1.67 1.67 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.09 0.09 0.09 0.40 0.40 0.40 Uniform Delay (d), s/veh 61.5 56.1 0.0 16.6 10.2 4.2 38.0 42.9 31.2 Incr Delay (d2), s/veh 94.4 0.4 0.0 86.1 0.0 0.9 1.6 2.9 2.9 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/ln 12.8 2.2 0.0 46.8 4.5 40.7 10.2 18.0 20.2 LnGrp Delay(d),s/veh 155.9 56.5 0.0 102.7 10.2 5.1 39.6 45.8 34.1 LnGrp LOS F E F B A D D C Approach Vol, veh/h 579 2638 1809 Approach Delay, s/veh 135.0 40.2 41.4 Approach LOS F D D Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 21.0 51.0 68.0 Change Period (Y+Rc), s 5.0 5.0 5.0 Max Green Setting (Gmax), s 16.0 46.0 63.0 Max Q Clear Time (g_c+I1), s 19.0 40.9 66.0 Green Ext Time (p_c), s 0.0 3.6 0.0 Intersection Summary HCM 2010 Ctrl Delay 51.5 HCM 2010 LOS D Notes HCM 2010 Signalized Intersection Summary 1: I-405 SB On-Ramp/Sunset Blvd & Bronson Way/SR 169 05/23/2019 Cedar River Apartments 10/29/2018 AM Peak 2021 Phase 1 with dual wblt Synchro 9 Light Report BPJ; William Popp Associates Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 411 110 49 822 607 946 0 0 0 283 888 457 Future Volume (veh/h) 411 110 49 822 607 946 0 0 0 283 888 457 Number 5 2 12 1 6 16 7 4 14 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 Adj Sat Flow, veh/h/ln 1765 1765 1800 1765 1765 1765 1765 1765 1765 Adj Flow Rate, veh/h 457 122 0 913 674 1051 314 987 508 Adj No. of Lanes 2 2 0 2 1 1 1 2 1 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 Cap, veh/h 396 407 0 1585 832 1189 540 1134 664 Arrive On Green 0.12 0.12 0.00 0.79 0.79 0.79 0.32 0.32 0.32 Sat Flow, veh/h 3261 3441 0 3361 1765 1500 1681 3529 1500 Grp Volume(v), veh/h 457 122 0 913 674 1051 314 987 508 Grp Sat Flow(s),veh/h/ln 1630 1676 0 1681 1765 1500 1681 1765 1500 Q Serve(g_s), s 17.0 4.6 0.0 14.8 31.4 66.0 21.8 36.9 39.9 Cycle Q Clear(g_c), s 17.0 4.6 0.0 14.8 31.4 66.0 21.8 36.9 39.9 Prop In Lane 1.00 0.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 396 407 0 1585 832 1189 540 1134 664 V/C Ratio(X) 1.15 0.30 0.00 0.58 0.81 0.88 0.58 0.87 0.76 Avail Cap(c_a), veh/h 396 407 0 1585 832 1189 540 1134 664 HCM Platoon Ratio 1.00 1.00 1.00 1.67 1.67 1.67 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.09 0.09 0.09 0.40 0.40 0.40 Uniform Delay (d), s/veh 61.5 56.1 0.0 9.4 11.2 4.0 39.6 44.7 32.9 Incr Delay (d2), s/veh 94.4 0.4 0.0 0.0 0.6 0.9 1.8 3.9 3.4 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/ln 12.8 2.2 0.0 6.5 14.8 40.7 10.4 18.6 20.2 LnGrp Delay(d),s/veh 155.9 56.5 0.0 9.5 11.8 4.8 41.5 48.7 36.2 LnGrp LOS F E A B A D D D Approach Vol, veh/h 579 2638 1809 Approach Delay, s/veh 135.0 8.2 43.9 Approach LOS F A D Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 21.0 49.0 70.0 Change Period (Y+Rc), s 5.0 5.0 5.0 Max Green Setting (Gmax), s 16.0 44.0 65.0 Max Q Clear Time (g_c+I1), s 19.0 41.9 68.0 Green Ext Time (p_c), s 0.0 1.6 0.0 Intersection Summary HCM 2010 Ctrl Delay 35.7 HCM 2010 LOS D Notes HCM Signalized Intersection Capacity Analysis 2: I-405 NB Off-Ramp/I-405 NB On-Ramp & SR 169 10/29/2018 Cedar River Apartments 10/29/2018 AM Peak 2021 Phase 1 Synchro 9 Light Report BPJ; William Popp Associates Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 18 375 0 0 1812 445 0 0 307 0 0 515 Future Volume (vph) 18 375 0 0 1812 445 0 0 307 0 0 515 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 *0.70 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.85 0.86 0.86 Flt Protected 0.95 1.00 1.00 1.00 1.00 1.00 Satd. Flow (prot) 1621 3241 3582 1450 1476 1476 Flt Permitted 0.95 1.00 1.00 1.00 1.00 1.00 Satd. Flow (perm) 1621 3241 3582 1450 1476 1476 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 20 417 0 0 2013 494 0 0 341 0 0 572 RTOR Reduction (vph) 0 0 0 0 0 146 0 0 0 0 0 10 Lane Group Flow (vph) 20 417 0 0 2013 348 0 0 341 0 0 562 Turn Type Prot NA NA Perm Free Over Protected Phases 5 2 6 5 Permitted Phases 6 Free Actuated Green, G (s) 52.0 140.0 78.0 78.0 140.0 52.0 Effective Green, g (s) 53.0 140.0 79.0 79.0 140.0 53.0 Actuated g/C Ratio 0.38 1.00 0.56 0.56 1.00 0.38 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 613 3241 2021 818 1476 558 v/s Ratio Prot 0.01 0.13 c0.56 c0.38 v/s Ratio Perm 0.24 0.23 v/c Ratio 0.03 0.13 1.00 0.43 0.23 1.01 Uniform Delay, d1 27.4 0.0 30.3 17.5 0.0 43.5 Progression Factor 1.58 1.00 0.65 0.33 1.00 1.00 Incremental Delay, d2 0.0 0.0 16.3 1.2 0.4 39.9 Delay (s) 43.3 0.0 36.0 7.0 0.4 83.4 Level of Service D A D A A F Approach Delay (s) 2.0 30.3 0.4 83.4 Approach LOS A C A F Intersection Summary HCM 2000 Control Delay 32.3 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 1.00 Actuated Cycle Length (s) 140.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 77.3% ICU Level of Service D Analysis Period (min) 15 Description: SR 169/I-405 NB On-Ramp c Critical Lane Group HCM 2010 Signalized Intersection Summary 3: SR 169 & Shari's Driveway 10/30/2018 Cedar River Apartments 10/29/2018 AM Peak 2021 Phase 1 Synchro 9 Light Report BPJ; William Popp Associates Movement EBU EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 57 36 685 2143 7 3 57 Future Volume (veh/h) 57 36 685 2143 7 3 57 Number 5 2 6 16 7 14 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 Adj Sat Flow, veh/h/ln 1765 1765 1765 1800 1765 1800 Adj Flow Rate, veh/h 40 761 2381 8 3 63 Adj No. of Lanes 1 3 4 0 0 0 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 0 0 Cap, veh/h 62 3251 4424 15 4 93 Arrive On Green 0.07 1.00 1.00 1.00 0.07 0.06 Sat Flow, veh/h 1681 4235 5978 18 68 1420 Grp Volume(v), veh/h 40 761 1619 770 67 0 Grp Sat Flow(s),veh/h/ln 1681 1235 1235 1761 1511 0 Q Serve(g_s), s 3.2 0.0 0.0 0.0 6.1 0.0 Cycle Q Clear(g_c), s 3.2 0.0 0.0 0.0 6.1 0.0 Prop In Lane 1.00 0.01 0.04 0.94 Lane Grp Cap(c), veh/h 62 3251 3009 1430 99 0 V/C Ratio(X) 0.65 0.23 0.54 0.54 0.68 0.00 Avail Cap(c_a), veh/h 132 3251 3009 1430 183 0 HCM Platoon Ratio 2.00 2.00 2.00 2.00 1.00 1.00 Upstream Filter(I) 0.99 0.99 0.71 0.71 1.00 0.00 Uniform Delay (d), s/veh 64.0 0.0 0.0 0.0 64.4 0.0 Incr Delay (d2), s/veh 10.7 0.2 0.5 1.0 7.8 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 1.7 0.1 0.1 0.4 2.8 0.0 LnGrp Delay(d),s/veh 74.6 0.2 0.5 1.0 72.2 0.0 LnGrp LOS E A A A E Approach Vol, veh/h 801 2389 67 Approach Delay, s/veh 3.9 0.7 72.2 Approach LOS A A E Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 126.8 13.2 9.2 117.7 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 114.0 16.0 10.0 99.0 Max Q Clear Time (g_c+I1), s 2.0 8.1 5.2 2.0 Green Ext Time (p_c), s 43.0 0.1 0.0 41.2 Intersection Summary HCM 2010 Ctrl Delay 2.9 HCM 2010 LOS A Notes HCM 2010 Signalized Intersection Summary 4: Cedar River Park Dr & SR 169 10/30/2018 Cedar River Apartments 10/29/2018 AM Peak 2021 Phase 1 Synchro 9 Light Report BPJ; William Popp Associates Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 648 82 12 2065 86 6 Future Volume (veh/h) 648 82 12 2065 86 6 Number 2 12 1 6 3 18 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 Adj Sat Flow, veh/h/ln 1765 1800 1765 1765 1765 1765 Adj Flow Rate, veh/h 720 91 13 2294 96 7 Adj No. of Lanes 3 0 1 3 1 1 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 2 2 Cap, veh/h 2762 347 27 3568 252 225 Arrive On Green 1.00 1.00 0.02 0.79 0.15 0.15 Sat Flow, veh/h 4219 464 1681 4765 1681 1500 Grp Volume(v), veh/h 481 330 13 2294 96 7 Grp Sat Flow(s),veh/h/ln 1235 1683 1681 1500 1681 1500 Q Serve(g_s), s 0.0 0.0 1.1 30.2 7.2 0.6 Cycle Q Clear(g_c), s 0.0 0.0 1.1 30.2 7.2 0.6 Prop In Lane 0.28 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 1849 1260 27 3568 252 225 V/C Ratio(X) 0.26 0.26 0.49 0.64 0.38 0.03 Avail Cap(c_a), veh/h 1849 1260 84 3568 252 225 HCM Platoon Ratio 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.98 0.98 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 0.0 0.0 68.3 6.1 53.6 50.8 Incr Delay (d2), s/veh 0.3 0.5 13.1 0.9 4.3 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 0.2 0.6 12.6 3.7 0.2 LnGrp Delay(d),s/veh 0.3 0.5 81.5 7.0 58.0 51.1 LnGrp LOS A A F A E D Approach Vol, veh/h 811 2307 103 Approach Delay, s/veh 0.4 7.4 57.5 Approach LOS A A E Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 6.2 108.8 115.0 25.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 6.0 99.0 110.0 20.0 Max Q Clear Time (g_c+I1), s 3.1 2.0 32.2 9.2 Green Ext Time (p_c), s 0.0 41.0 37.8 0.2 Intersection Summary HCM 2010 Ctrl Delay 7.3 HCM 2010 LOS A 1.b. Phase 2 – Year 2022 with and without Project (includes Phase 1) AM PK HCM 2010 Signalized Intersection Summary 1: I-405 SB On-Ramp/Sunset Blvd & Bronson Way/SR 169 04/30/2019 Cedar River Apartments 04/30/2019 2022 BACKGROUND AM Peak Synchro 9 Light Report BPJ; William Popp Associates Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 415 111 49 831 614 956 0 0 0 286 897 461 Future Volume (veh/h) 415 111 49 831 614 956 0 0 0 286 897 461 Number 5 2 12 1 6 16 7 4 14 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 Adj Sat Flow, veh/h/ln 1765 1765 1800 1765 1765 1765 1765 1765 1765 Adj Flow Rate, veh/h 461 123 0 923 682 1062 318 997 512 Adj No. of Lanes 2 2 0 1 2 1 1 2 1 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 Cap, veh/h 396 407 0 768 1533 1189 564 1185 686 Arrive On Green 0.12 0.12 0.00 0.61 0.61 0.61 0.34 0.34 0.34 Sat Flow, veh/h 3261 3441 0 1681 3353 1500 1681 3529 1500 Grp Volume(v), veh/h 461 123 0 923 682 1062 318 997 512 Grp Sat Flow(s),veh/h/ln 1630 1676 0 1681 1676 1500 1681 1765 1500 Q Serve(g_s), s 17.0 4.7 0.0 64.0 15.3 64.0 21.7 36.6 39.4 Cycle Q Clear(g_c), s 17.0 4.7 0.0 64.0 15.3 64.0 21.7 36.6 39.4 Prop In Lane 1.00 0.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 396 407 0 768 1533 1189 564 1185 686 V/C Ratio(X) 1.16 0.30 0.00 1.20 0.44 0.89 0.56 0.84 0.75 Avail Cap(c_a), veh/h 396 407 0 768 1533 1189 564 1185 686 HCM Platoon Ratio 1.00 1.00 1.00 1.33 1.33 1.33 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.10 0.10 0.10 0.40 0.40 0.40 Uniform Delay (d), s/veh 61.5 56.1 0.0 27.4 17.9 7.0 38.1 43.1 31.3 Incr Delay (d2), s/veh 98.2 0.4 0.0 91.9 0.0 1.0 1.6 3.1 3.0 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/ln 13.0 2.2 0.0 48.9 7.0 41.2 10.3 18.4 20.3 LnGrp Delay(d),s/veh 159.7 56.5 0.0 119.4 17.9 7.9 39.7 46.1 34.3 LnGrp LOS F E F B A D D C Approach Vol, veh/h 584 2667 1827 Approach Delay, s/veh 138.0 49.0 41.7 Approach LOS F D D Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 21.0 51.0 68.0 Change Period (Y+Rc), s 5.0 5.0 5.0 Max Green Setting (Gmax), s 16.0 46.0 63.0 Max Q Clear Time (g_c+I1), s 19.0 41.4 66.0 Green Ext Time (p_c), s 0.0 3.4 0.0 Intersection Summary HCM 2010 Ctrl Delay 56.6 HCM 2010 LOS E Notes HCM Signalized Intersection Capacity Analysis 2: I-405 NB Off-Ramp/I-405 NB On-Ramp & SR 169 04/30/2019 Cedar River Apartments 04/30/2019 2022 BACKGROUND AM Peak Synchro 9 Light Report BPJ; William Popp Associates Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 18 379 0 0 1830 449 0 0 310 0 0 520 Future Volume (vph) 18 379 0 0 1830 449 0 0 310 0 0 520 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 *0.70 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.85 0.86 0.86 Flt Protected 0.95 1.00 1.00 1.00 1.00 1.00 Satd. Flow (prot) 1621 3241 3582 1450 1476 1476 Flt Permitted 0.95 1.00 1.00 1.00 1.00 1.00 Satd. Flow (perm) 1621 3241 3582 1450 1476 1476 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 20 421 0 0 2033 499 0 0 344 0 0 578 RTOR Reduction (vph) 0 0 0 0 0 146 0 0 0 0 0 10 Lane Group Flow (vph) 20 421 0 0 2033 353 0 0 344 0 0 568 Turn Type Prot NA NA Perm Free Perm Protected Phases 5 2 6 Permitted Phases 6 Free 5 Actuated Green, G (s) 52.0 140.0 78.0 78.0 140.0 52.0 Effective Green, g (s) 53.0 140.0 79.0 79.0 140.0 53.0 Actuated g/C Ratio 0.38 1.00 0.56 0.56 1.00 0.38 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 613 3241 2021 818 1476 558 v/s Ratio Prot 0.01 0.13 c0.57 v/s Ratio Perm 0.24 0.23 c0.38 v/c Ratio 0.03 0.13 1.01 0.43 0.23 1.02 Uniform Delay, d1 27.4 0.0 30.5 17.6 0.0 43.5 Progression Factor 1.57 1.00 0.61 0.35 1.00 1.00 Incremental Delay, d2 0.0 0.1 18.6 1.3 0.4 42.7 Delay (s) 43.0 0.1 37.3 7.4 0.4 86.2 Level of Service D A D A A F Approach Delay (s) 2.0 31.4 0.4 86.2 Approach LOS A C A F Intersection Summary HCM 2000 Control Delay 33.5 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 1.01 Actuated Cycle Length (s) 140.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 78.0% ICU Level of Service D Analysis Period (min) 15 Description: SR 169/I-405 NB On-Ramp c Critical Lane Group HCM 2010 Signalized Intersection Summary 3: SR 169 & Shari's Driveway 04/30/2019 Cedar River Apartments 04/30/2019 2022 BACKGROUND AM Peak Synchro 9 Light Report BPJ; William Popp Associates Movement EBU EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 58 37 692 2164 7 3 58 Future Volume (veh/h) 58 37 692 2164 7 3 58 Number 5 2 6 16 7 14 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 Adj Sat Flow, veh/h/ln 1765 1765 1765 1800 1765 1800 Adj Flow Rate, veh/h 41 769 2404 8 3 64 Adj No. of Lanes 1 3 4 0 0 0 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 0 0 Cap, veh/h 63 3249 4415 15 4 94 Arrive On Green 0.08 1.00 1.00 1.00 0.07 0.06 Sat Flow, veh/h 1681 4235 5979 18 67 1422 Grp Volume(v), veh/h 41 769 1635 777 68 0 Grp Sat Flow(s),veh/h/ln 1681 1235 1235 1762 1510 0 Q Serve(g_s), s 3.3 0.0 0.0 0.0 6.2 0.0 Cycle Q Clear(g_c), s 3.3 0.0 0.0 0.0 6.2 0.0 Prop In Lane 1.00 0.01 0.04 0.94 Lane Grp Cap(c), veh/h 63 3249 3003 1427 100 0 V/C Ratio(X) 0.65 0.24 0.54 0.54 0.68 0.00 Avail Cap(c_a), veh/h 216 3249 3003 1427 183 0 HCM Platoon Ratio 2.00 2.00 2.00 2.00 1.00 1.00 Upstream Filter(I) 0.99 0.99 0.67 0.67 1.00 0.00 Uniform Delay (d), s/veh 63.8 0.0 0.0 0.0 64.4 0.0 Incr Delay (d2), s/veh 10.4 0.2 0.5 1.0 7.8 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 1.7 0.1 0.1 0.4 2.8 0.0 LnGrp Delay(d),s/veh 74.2 0.2 0.5 1.0 72.2 0.0 LnGrp LOS E A A A E Approach Vol, veh/h 810 2412 68 Approach Delay, s/veh 3.9 0.6 72.2 Approach LOS A A E Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 126.7 13.3 9.3 117.4 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 114.0 16.0 17.0 92.0 Max Q Clear Time (g_c+I1), s 2.0 8.2 5.3 2.0 Green Ext Time (p_c), s 44.1 0.1 0.1 41.1 Intersection Summary HCM 2010 Ctrl Delay 2.9 HCM 2010 LOS A Notes HCM 2010 Signalized Intersection Summary 4: Cedar River Park Dr & SR 169 04/30/2019 Cedar River Apartments 04/30/2019 2022 BACKGROUND AM Peak Synchro 9 Light Report BPJ; William Popp Associates Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 655 83 13 2065 86 6 Future Volume (veh/h) 655 83 13 2065 86 6 Number 2 12 1 6 3 18 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 Adj Sat Flow, veh/h/ln 1765 1800 1765 1765 1765 1765 Adj Flow Rate, veh/h 728 92 14 2294 96 7 Adj No. of Lanes 3 0 1 3 1 1 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 2 2 Cap, veh/h 2601 327 28 3375 324 289 Arrive On Green 1.00 1.00 0.02 0.75 0.19 0.19 Sat Flow, veh/h 4219 464 1681 4765 1681 1500 Grp Volume(v), veh/h 486 334 14 2294 96 7 Grp Sat Flow(s),veh/h/ln 1235 1683 1681 1500 1681 1500 Q Serve(g_s), s 0.0 0.0 1.2 36.4 6.8 0.5 Cycle Q Clear(g_c), s 0.0 0.0 1.2 36.4 6.8 0.5 Prop In Lane 0.28 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 1741 1186 28 3375 324 289 V/C Ratio(X) 0.28 0.28 0.50 0.68 0.30 0.02 Avail Cap(c_a), veh/h 1741 1186 60 3375 324 289 HCM Platoon Ratio 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.98 0.98 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 0.0 0.0 68.3 8.9 48.4 45.8 Incr Delay (d2), s/veh 0.4 0.6 13.2 1.1 2.3 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 0.2 0.6 15.2 3.4 0.2 LnGrp Delay(d),s/veh 0.4 0.6 81.5 10.0 50.7 46.0 LnGrp LOS A A F B D D Approach Vol, veh/h 820 2308 103 Approach Delay, s/veh 0.5 10.5 50.4 Approach LOS A B D Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 6.3 102.7 109.0 31.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 4.0 95.0 104.0 26.0 Max Q Clear Time (g_c+I1), s 3.2 2.0 38.4 8.8 Green Ext Time (p_c), s 0.0 40.7 35.2 0.3 Intersection Summary HCM 2010 Ctrl Delay 9.2 HCM 2010 LOS A HCM 2010 Signalized Intersection Summary 1: I-405 SB On-Ramp/Sunset Blvd & Bronson Way/SR 169 10/30/2018 Cedar River Apartments 10/29/2018 2021 Phase 2 AM Peak Synchro 9 Light Report BPJ; William Popp Associates Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 415 114 49 847 621 975 0 0 0 297 897 461 Future Volume (veh/h) 415 114 49 847 621 975 0 0 0 297 897 461 Number 5 2 12 1 6 16 7 4 14 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 Adj Sat Flow, veh/h/ln 1765 1765 1800 1765 1765 1765 1765 1765 1765 Adj Flow Rate, veh/h 461 127 0 941 690 1083 330 997 512 Adj No. of Lanes 2 2 0 1 2 1 1 2 1 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 Cap, veh/h 396 407 0 768 1533 1189 564 1185 686 Arrive On Green 0.12 0.12 0.00 0.61 0.61 0.61 0.34 0.34 0.34 Sat Flow, veh/h 3261 3441 0 1681 3353 1500 1681 3529 1500 Grp Volume(v), veh/h 461 127 0 941 690 1083 330 997 512 Grp Sat Flow(s),veh/h/ln 1630 1676 0 1681 1676 1500 1681 1765 1500 Q Serve(g_s), s 17.0 4.8 0.0 64.0 15.5 64.0 22.7 36.6 39.4 Cycle Q Clear(g_c), s 17.0 4.8 0.0 64.0 15.5 64.0 22.7 36.6 39.4 Prop In Lane 1.00 0.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 396 407 0 768 1533 1189 564 1185 686 V/C Ratio(X) 1.16 0.31 0.00 1.22 0.45 0.91 0.58 0.84 0.75 Avail Cap(c_a), veh/h 396 407 0 768 1533 1189 564 1185 686 HCM Platoon Ratio 1.00 1.00 1.00 1.33 1.33 1.33 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.09 0.09 0.09 0.40 0.40 0.40 Uniform Delay (d), s/veh 61.5 56.2 0.0 27.4 17.9 7.0 38.4 43.1 31.3 Incr Delay (d2), s/veh 98.2 0.4 0.0 102.3 0.0 1.2 1.8 3.1 3.0 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/ln 13.0 2.3 0.0 51.1 7.2 42.1 10.8 18.4 20.3 LnGrp Delay(d),s/veh 159.7 56.6 0.0 129.7 18.0 8.1 40.2 46.1 34.3 LnGrp LOS F E F B A D D C Approach Vol, veh/h 588 2714 1839 Approach Delay, s/veh 137.4 52.8 41.8 Approach LOS F D D Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 21.0 51.0 68.0 Change Period (Y+Rc), s 5.0 5.0 5.0 Max Green Setting (Gmax), s 16.0 46.0 63.0 Max Q Clear Time (g_c+I1), s 19.0 41.4 66.0 Green Ext Time (p_c), s 0.0 3.4 0.0 Intersection Summary HCM 2010 Ctrl Delay 58.5 HCM 2010 LOS E Notes 2022 HCM 2010 Signalized Intersection Summary 1: I-405 SB On-Ramp/Sunset Blvd & Bronson Way/SR 169 05/23/2019 Cedar River Apartments 10/29/2018 2021 Phase 2 AM Peak with dual wblt int1 Synchro 9 Light Report BPJ; William Popp Associates Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 415 114 49 847 621 975 0 0 0 297 897 461 Future Volume (veh/h) 415 114 49 847 621 975 0 0 0 297 897 461 Number 5 2 12 1 6 16 7 4 14 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 Adj Sat Flow, veh/h/ln 1765 1765 1800 1765 1765 1765 1765 1765 1765 Adj Flow Rate, veh/h 461 127 0 941 690 1083 330 997 512 Adj No. of Lanes 2 2 0 2 1 1 1 2 1 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 Cap, veh/h 396 407 0 1585 832 1189 540 1134 664 Arrive On Green 0.12 0.12 0.00 0.79 0.79 0.79 0.32 0.32 0.32 Sat Flow, veh/h 3261 3441 0 3361 1765 1500 1681 3529 1500 Grp Volume(v), veh/h 461 127 0 941 690 1083 330 997 512 Grp Sat Flow(s),veh/h/ln 1630 1676 0 1681 1765 1500 1681 1765 1500 Q Serve(g_s), s 17.0 4.8 0.0 15.7 33.6 66.0 23.2 37.4 40.4 Cycle Q Clear(g_c), s 17.0 4.8 0.0 15.7 33.6 66.0 23.2 37.4 40.4 Prop In Lane 1.00 0.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 396 407 0 1585 832 1189 540 1134 664 V/C Ratio(X) 1.16 0.31 0.00 0.59 0.83 0.91 0.61 0.88 0.77 Avail Cap(c_a), veh/h 396 407 0 1585 832 1189 540 1134 664 HCM Platoon Ratio 1.00 1.00 1.00 1.67 1.67 1.67 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.09 0.09 0.09 0.40 0.40 0.40 Uniform Delay (d), s/veh 61.5 56.2 0.0 9.5 11.4 4.0 40.1 44.9 33.0 Incr Delay (d2), s/veh 98.2 0.4 0.0 0.1 0.7 1.2 2.1 4.2 3.5 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/ln 13.0 2.3 0.0 7.0 15.8 42.0 11.0 18.9 20.4 LnGrp Delay(d),s/veh 159.7 56.6 0.0 9.6 12.1 5.1 42.2 49.2 36.5 LnGrp LOS F E A B A D D D Approach Vol, veh/h 588 2714 1839 Approach Delay, s/veh 137.4 8.5 44.4 Approach LOS F A D Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 21.0 49.0 70.0 Change Period (Y+Rc), s 5.0 5.0 5.0 Max Green Setting (Gmax), s 16.0 44.0 65.0 Max Q Clear Time (g_c+I1), s 19.0 42.4 68.0 Green Ext Time (p_c), s 0.0 1.3 0.0 Intersection Summary HCM 2010 Ctrl Delay 36.1 HCM 2010 LOS D Notes 2022 HCM Signalized Intersection Capacity Analysis 2: I-405 NB Off-Ramp/I-405 NB On-Ramp & SR 169 10/29/2018 Cedar River Apartments 10/29/2018 2021 Phase 2 AM Peak Synchro 9 Light Report BPJ; William Popp Associates Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 18 394 0 0 1872 465 0 0 316 0 0 520 Future Volume (vph) 18 394 0 0 1872 465 0 0 316 0 0 520 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 *0.70 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.85 0.86 0.86 Flt Protected 0.95 1.00 1.00 1.00 1.00 1.00 Satd. Flow (prot) 1621 3241 3582 1450 1476 1476 Flt Permitted 0.95 1.00 1.00 1.00 1.00 1.00 Satd. Flow (perm) 1621 3241 3582 1450 1476 1476 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 20 438 0 0 2080 517 0 0 351 0 0 578 RTOR Reduction (vph) 0 0 0 0 0 148 0 0 0 0 0 10 Lane Group Flow (vph) 20 438 0 0 2080 369 0 0 351 0 0 568 Turn Type Prot NA NA Perm Free Perm Protected Phases 5 2 6 Permitted Phases 6 Free 5 Actuated Green, G (s) 50.0 140.0 80.0 80.0 140.0 50.0 Effective Green, g (s) 51.0 140.0 81.0 81.0 140.0 51.0 Actuated g/C Ratio 0.36 1.00 0.58 0.58 1.00 0.36 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 590 3241 2072 838 1476 537 v/s Ratio Prot 0.01 0.14 c0.58 v/s Ratio Perm 0.25 0.24 c0.38 v/c Ratio 0.03 0.14 1.00 0.44 0.24 1.06 Uniform Delay, d1 28.6 0.0 29.5 16.7 0.0 44.5 Progression Factor 1.57 1.00 0.60 0.35 1.00 1.00 Incremental Delay, d2 0.0 0.0 17.7 1.3 0.4 54.9 Delay (s) 44.9 0.0 35.4 7.1 0.4 99.4 Level of Service D A D A A F Approach Delay (s) 2.0 29.7 0.4 99.4 Approach LOS A C A F Intersection Summary HCM 2000 Control Delay 34.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 1.02 Actuated Cycle Length (s) 140.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 78.8% ICU Level of Service D Analysis Period (min) 15 Description: SR 169/I-405 NB On-Ramp c Critical Lane Group 2022 HCM 2010 Signalized Intersection Summary 3: SR 169 & Shari's Driveway 10/30/2018 Cedar River Apartments 10/29/2018 2021 Phase 2 AM Peak Synchro 9 Light Report BPJ; William Popp Associates Movement EBU EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 58 37 713 2222 7 3 58 Future Volume (veh/h) 58 37 713 2222 7 3 58 Number 5 2 6 16 7 14 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 Adj Sat Flow, veh/h/ln 1765 1765 1765 1800 1765 1800 Adj Flow Rate, veh/h 41 792 2469 8 3 64 Adj No. of Lanes 1 3 4 0 0 0 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 0 0 Cap, veh/h 63 3249 4416 14 4 94 Arrive On Green 0.08 1.00 1.00 1.00 0.07 0.06 Sat Flow, veh/h 1681 4235 5979 18 67 1422 Grp Volume(v), veh/h 41 792 1679 798 68 0 Grp Sat Flow(s),veh/h/ln 1681 1235 1235 1762 1510 0 Q Serve(g_s), s 3.3 0.0 0.0 0.0 6.2 0.0 Cycle Q Clear(g_c), s 3.3 0.0 0.0 0.0 6.2 0.0 Prop In Lane 1.00 0.01 0.04 0.94 Lane Grp Cap(c), veh/h 63 3249 3003 1427 100 0 V/C Ratio(X) 0.65 0.24 0.56 0.56 0.68 0.00 Avail Cap(c_a), veh/h 216 3249 3003 1427 183 0 HCM Platoon Ratio 2.00 2.00 2.00 2.00 1.00 1.00 Upstream Filter(I) 0.99 0.99 0.65 0.65 1.00 0.00 Uniform Delay (d), s/veh 63.8 0.0 0.0 0.0 64.4 0.0 Incr Delay (d2), s/veh 10.4 0.2 0.5 1.0 7.8 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 1.7 0.1 0.1 0.4 2.8 0.0 LnGrp Delay(d),s/veh 74.2 0.2 0.5 1.0 72.2 0.0 LnGrp LOS E A A A E Approach Vol, veh/h 833 2477 68 Approach Delay, s/veh 3.8 0.7 72.2 Approach LOS A A E Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 126.7 13.3 9.3 117.4 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 114.0 16.0 17.0 92.0 Max Q Clear Time (g_c+I1), s 2.0 8.2 5.3 2.0 Green Ext Time (p_c), s 47.2 0.1 0.1 43.6 Intersection Summary HCM 2010 Ctrl Delay 2.9 HCM 2010 LOS A Notes 2022 HCM 2010 Signalized Intersection Summary 4: Cedar River Park Dr & SR 169 10/30/2018 Cedar River Apartments 10/29/2018 2021 Phase 2 AM Peak Synchro 9 Light Report BPJ; William Popp Associates Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 660 99 13 2085 142 6 Future Volume (veh/h) 660 99 13 2085 142 6 Number 2 12 1 6 3 18 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 Adj Sat Flow, veh/h/ln 1765 1800 1765 1765 1765 1765 Adj Flow Rate, veh/h 733 110 14 2317 158 7 Adj No. of Lanes 3 0 1 3 1 1 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 2 2 Cap, veh/h 2540 379 28 3375 324 289 Arrive On Green 1.00 1.00 0.02 0.75 0.19 0.19 Sat Flow, veh/h 4133 537 1681 4765 1681 1500 Grp Volume(v), veh/h 501 342 14 2317 158 7 Grp Sat Flow(s),veh/h/ln 1235 1670 1681 1500 1681 1500 Q Serve(g_s), s 0.0 0.0 1.2 37.1 11.7 0.5 Cycle Q Clear(g_c), s 0.0 0.0 1.2 37.1 11.7 0.5 Prop In Lane 0.32 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 1741 1177 28 3375 324 289 V/C Ratio(X) 0.29 0.29 0.50 0.69 0.49 0.02 Avail Cap(c_a), veh/h 1741 1177 60 3375 324 289 HCM Platoon Ratio 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.97 0.97 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 0.0 0.0 68.3 9.0 50.3 45.8 Incr Delay (d2), s/veh 0.4 0.6 13.2 1.2 5.2 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 0.2 0.6 15.6 5.9 0.2 LnGrp Delay(d),s/veh 0.4 0.6 81.5 10.2 55.5 46.0 LnGrp LOS A A F B E D Approach Vol, veh/h 843 2331 165 Approach Delay, s/veh 0.5 10.6 55.1 Approach LOS A B E Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 6.3 102.7 109.0 31.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 4.0 95.0 104.0 26.0 Max Q Clear Time (g_c+I1), s 3.2 2.0 39.1 13.7 Green Ext Time (p_c), s 0.0 42.1 36.0 0.4 Intersection Summary HCM 2010 Ctrl Delay 10.2 HCM 2010 LOS B 2022 1.c. Phase 3 – Year 2023 with and without Project (includes Phase 1 and 2) AM PK HCM 2010 Signalized Intersection Summary 1: I-405 SB On-Ramp/Sunset Blvd & Bronson Way/SR 169 04/30/2019 Cedar River Apartments 04/30/2019 2023 WITHOUT Phase 3 AM Peak Synchro 9 Light Report BPJ; William Popp Associates Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 419 115 50 855 627 985 0 0 0 300 905 466 Future Volume (veh/h) 419 115 50 855 627 985 0 0 0 300 905 466 Number 5 2 12 1 6 16 7 4 14 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 Adj Sat Flow, veh/h/ln 1765 1765 1800 1765 1765 1765 1765 1765 1765 Adj Flow Rate, veh/h 466 128 0 950 697 1094 333 1006 518 Adj No. of Lanes 2 2 0 1 2 1 1 2 1 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 Cap, veh/h 396 407 0 768 1533 1189 564 1185 686 Arrive On Green 0.12 0.12 0.00 0.61 0.61 0.61 0.34 0.34 0.34 Sat Flow, veh/h 3261 3441 0 1681 3353 1500 1681 3529 1500 Grp Volume(v), veh/h 466 128 0 950 697 1094 333 1006 518 Grp Sat Flow(s),veh/h/ln 1630 1676 0 1681 1676 1500 1681 1765 1500 Q Serve(g_s), s 17.0 4.9 0.0 64.0 15.8 64.0 23.0 37.1 40.1 Cycle Q Clear(g_c), s 17.0 4.9 0.0 64.0 15.8 64.0 23.0 37.1 40.1 Prop In Lane 1.00 0.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 396 407 0 768 1533 1189 564 1185 686 V/C Ratio(X) 1.18 0.31 0.00 1.24 0.45 0.92 0.59 0.85 0.76 Avail Cap(c_a), veh/h 396 407 0 768 1533 1189 564 1185 686 HCM Platoon Ratio 1.00 1.00 1.00 1.33 1.33 1.33 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.09 0.09 0.09 0.40 0.40 0.40 Uniform Delay (d), s/veh 61.5 56.2 0.0 27.4 18.0 7.0 38.5 43.2 31.5 Incr Delay (d2), s/veh 103.0 0.4 0.0 107.5 0.0 1.3 1.8 3.2 3.1 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/ln 13.3 2.3 0.0 52.3 7.2 42.6 10.9 18.6 20.6 LnGrp Delay(d),s/veh 164.5 56.6 0.0 134.9 18.0 8.3 40.3 46.4 34.6 LnGrp LOS F E F B A D D C Approach Vol, veh/h 594 2741 1857 Approach Delay, s/veh 141.3 54.7 42.1 Approach LOS F D D Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 21.0 51.0 68.0 Change Period (Y+Rc), s 5.0 5.0 5.0 Max Green Setting (Gmax), s 16.0 46.0 63.0 Max Q Clear Time (g_c+I1), s 19.0 42.1 66.0 Green Ext Time (p_c), s 0.0 2.9 0.0 Intersection Summary HCM 2010 Ctrl Delay 60.1 HCM 2010 LOS E Notes HCM Signalized Intersection Capacity Analysis 2: I-405 NB Off-Ramp/I-405 NB On-Ramp & SR 169 04/30/2019 Cedar River Apartments 04/30/2019 2023 WITHOUT Phase 3 AM Peak Synchro 9 Light Report BPJ; William Popp Associates Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 18 398 0 0 1891 470 0 0 319 0 0 525 Future Volume (vph) 18 398 0 0 1891 470 0 0 319 0 0 525 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 *0.70 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.85 0.86 0.86 Flt Protected 0.95 1.00 1.00 1.00 1.00 1.00 Satd. Flow (prot) 1621 3241 3582 1450 1476 1476 Flt Permitted 0.95 1.00 1.00 1.00 1.00 1.00 Satd. Flow (perm) 1621 3241 3582 1450 1476 1476 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 20 442 0 0 2101 522 0 0 354 0 0 583 RTOR Reduction (vph) 0 0 0 0 0 148 0 0 0 0 0 10 Lane Group Flow (vph) 20 442 0 0 2101 375 0 0 354 0 0 573 Turn Type Prot NA NA Perm Free Perm Protected Phases 5 2 6 Permitted Phases 6 Free 5 Actuated Green, G (s) 50.0 140.0 80.0 80.0 140.0 50.0 Effective Green, g (s) 51.0 140.0 81.0 81.0 140.0 51.0 Actuated g/C Ratio 0.36 1.00 0.58 0.58 1.00 0.36 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 590 3241 2072 838 1476 537 v/s Ratio Prot 0.01 0.14 c0.59 v/s Ratio Perm 0.26 0.24 c0.39 v/c Ratio 0.03 0.14 1.01 0.45 0.24 1.07 Uniform Delay, d1 28.6 0.0 29.5 16.8 0.0 44.5 Progression Factor 1.57 1.00 0.61 0.38 1.00 1.00 Incremental Delay, d2 0.0 0.1 20.2 1.3 0.4 57.8 Delay (s) 44.8 0.1 38.2 7.7 0.4 102.3 Level of Service D A D A A F Approach Delay (s) 2.0 32.1 0.4 102.3 Approach LOS A C A F Intersection Summary HCM 2000 Control Delay 36.1 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 1.03 Actuated Cycle Length (s) 140.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 79.5% ICU Level of Service D Analysis Period (min) 15 Description: SR 169/I-405 NB On-Ramp c Critical Lane Group HCM 2010 Signalized Intersection Summary 3: SR 169 & Shari's Driveway 04/30/2019 Cedar River Apartments 04/30/2019 2023 WITHOUT Phase 3 AM Peak Synchro 9 Light Report BPJ; William Popp Associates Movement EBU EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 58 37 720 2244 7 3 58 Future Volume (veh/h) 58 37 720 2244 7 3 58 Number 5 2 6 16 7 14 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 Adj Sat Flow, veh/h/ln 1765 1765 1765 1800 1765 1800 Adj Flow Rate, veh/h 41 800 2493 8 3 64 Adj No. of Lanes 1 3 4 0 0 0 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 0 0 Cap, veh/h 63 3249 4416 14 4 94 Arrive On Green 0.08 1.00 1.00 1.00 0.07 0.06 Sat Flow, veh/h 1681 4235 5979 17 67 1422 Grp Volume(v), veh/h 41 800 1695 806 68 0 Grp Sat Flow(s),veh/h/ln 1681 1235 1235 1762 1510 0 Q Serve(g_s), s 3.3 0.0 0.0 0.0 6.2 0.0 Cycle Q Clear(g_c), s 3.3 0.0 0.0 0.0 6.2 0.0 Prop In Lane 1.00 0.01 0.04 0.94 Lane Grp Cap(c), veh/h 63 3249 3003 1427 100 0 V/C Ratio(X) 0.65 0.25 0.56 0.56 0.68 0.00 Avail Cap(c_a), veh/h 204 3249 3003 1427 183 0 HCM Platoon Ratio 2.00 2.00 2.00 2.00 1.00 1.00 Upstream Filter(I) 0.99 0.99 0.64 0.64 1.00 0.00 Uniform Delay (d), s/veh 63.8 0.0 0.0 0.0 64.4 0.0 Incr Delay (d2), s/veh 10.4 0.2 0.5 1.0 7.8 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 1.7 0.1 0.1 0.4 2.8 0.0 LnGrp Delay(d),s/veh 74.2 0.2 0.5 1.0 72.2 0.0 LnGrp LOS E A A A E Approach Vol, veh/h 841 2501 68 Approach Delay, s/veh 3.8 0.7 72.2 Approach LOS A A E Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 126.7 13.3 9.3 117.4 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 114.0 16.0 16.0 93.0 Max Q Clear Time (g_c+I1), s 2.0 8.2 5.3 2.0 Green Ext Time (p_c), s 48.4 0.1 0.1 44.8 Intersection Summary HCM 2010 Ctrl Delay 2.9 HCM 2010 LOS A Notes HCM 2010 Signalized Intersection Summary 4: Cedar River Park Dr & SR 169 04/30/2019 Cedar River Apartments 04/30/2019 2023 WITHOUT Phase 3 AM Peak Synchro 9 Light Report BPJ; William Popp Associates Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 666 100 13 2106 144 6 Future Volume (veh/h) 666 100 13 2106 144 6 Number 2 12 1 6 3 18 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 Adj Sat Flow, veh/h/ln 1765 1800 1765 1765 1765 1765 Adj Flow Rate, veh/h 740 111 14 2340 160 7 Adj No. of Lanes 3 0 1 3 1 1 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 2 2 Cap, veh/h 2514 375 28 3343 336 300 Arrive On Green 1.00 1.00 0.02 0.74 0.20 0.20 Sat Flow, veh/h 4133 537 1681 4765 1681 1500 Grp Volume(v), veh/h 506 345 14 2340 160 7 Grp Sat Flow(s),veh/h/ln 1235 1670 1681 1500 1681 1500 Q Serve(g_s), s 0.0 0.0 1.2 39.0 11.8 0.5 Cycle Q Clear(g_c), s 0.0 0.0 1.2 39.0 11.8 0.5 Prop In Lane 0.32 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 1724 1165 28 3343 336 300 V/C Ratio(X) 0.29 0.30 0.50 0.70 0.48 0.02 Avail Cap(c_a), veh/h 1724 1165 72 3343 336 300 HCM Platoon Ratio 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.97 0.97 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 0.0 0.0 68.3 9.6 49.5 45.0 Incr Delay (d2), s/veh 0.4 0.6 13.2 1.2 4.8 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 0.2 0.6 16.2 5.9 0.2 LnGrp Delay(d),s/veh 0.4 0.6 81.5 10.9 54.3 45.2 LnGrp LOS A A F B D D Approach Vol, veh/h 851 2354 167 Approach Delay, s/veh 0.5 11.3 53.9 Approach LOS A B D Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 6.3 101.7 108.0 32.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 5.0 93.0 103.0 27.0 Max Q Clear Time (g_c+I1), s 3.2 2.0 41.0 13.8 Green Ext Time (p_c), s 0.0 42.7 35.8 0.5 Intersection Summary HCM 2010 Ctrl Delay 10.7 HCM 2010 LOS B HCM 2010 Signalized Intersection Summary 1: I-405 SB On-Ramp/Sunset Blvd & Bronson Way/SR 169 10/30/2018 Cedar River Apartments 10/29/2018 2021 Phase 3 AM Peak Synchro 9 Light Report BPJ; William Popp Associates Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 419 120 50 857 628 988 0 0 0 323 905 466 Future Volume (veh/h) 419 120 50 857 628 988 0 0 0 323 905 466 Number 5 2 12 1 6 16 7 4 14 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 Adj Sat Flow, veh/h/ln 1765 1765 1800 1765 1765 1765 1765 1765 1765 Adj Flow Rate, veh/h 466 133 0 952 698 1098 359 1006 518 Adj No. of Lanes 2 2 0 1 2 1 1 2 1 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 Cap, veh/h 396 407 0 768 1533 1189 564 1185 686 Arrive On Green 0.12 0.12 0.00 0.61 0.61 0.61 0.34 0.34 0.34 Sat Flow, veh/h 3261 3441 0 1681 3353 1500 1681 3529 1500 Grp Volume(v), veh/h 466 133 0 952 698 1098 359 1006 518 Grp Sat Flow(s),veh/h/ln 1630 1676 0 1681 1676 1500 1681 1765 1500 Q Serve(g_s), s 17.0 5.1 0.0 64.0 15.8 64.0 25.3 37.1 40.1 Cycle Q Clear(g_c), s 17.0 5.1 0.0 64.0 15.8 64.0 25.3 37.1 40.1 Prop In Lane 1.00 0.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 396 407 0 768 1533 1189 564 1185 686 V/C Ratio(X) 1.18 0.33 0.00 1.24 0.46 0.92 0.64 0.85 0.76 Avail Cap(c_a), veh/h 396 407 0 768 1533 1189 564 1185 686 HCM Platoon Ratio 1.00 1.00 1.00 1.33 1.33 1.33 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.09 0.09 0.09 0.40 0.40 0.40 Uniform Delay (d), s/veh 61.5 56.3 0.0 27.4 18.0 7.0 39.3 43.2 31.5 Incr Delay (d2), s/veh 103.0 0.5 0.0 108.7 0.0 1.4 2.2 3.2 3.1 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/ln 13.3 2.4 0.0 52.5 7.3 42.8 12.0 18.6 20.6 LnGrp Delay(d),s/veh 164.5 56.7 0.0 136.1 18.0 8.3 41.5 46.4 34.6 LnGrp LOS F E F B A D D C Approach Vol, veh/h 599 2748 1883 Approach Delay, s/veh 140.6 55.1 42.2 Approach LOS F E D Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 21.0 51.0 68.0 Change Period (Y+Rc), s 5.0 5.0 5.0 Max Green Setting (Gmax), s 16.0 46.0 63.0 Max Q Clear Time (g_c+I1), s 19.0 42.1 66.0 Green Ext Time (p_c), s 0.0 3.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 60.2 HCM 2010 LOS E Notes 2023 HCM 2010 Signalized Intersection Summary 1: I-405 SB On-Ramp/Sunset Blvd & Bronson Way/SR 169 10/30/2018 Cedar River Apartments 10/30/2018 2021 Phase 3 AM Peak -- with dual WBL Synchro 9 Light Report BPJ; William Popp Associates Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 419 120 50 857 628 988 0 0 0 323 905 466 Future Volume (veh/h) 419 120 50 857 628 988 0 0 0 323 905 466 Number 5 2 12 1 6 16 7 4 14 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 Adj Sat Flow, veh/h/ln 1765 1765 1800 1765 1765 1765 1765 1765 1765 Adj Flow Rate, veh/h 466 133 0 952 698 1098 359 1006 518 Adj No. of Lanes 2 2 0 2 1 1 1 2 1 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 Cap, veh/h 396 407 0 1537 807 1189 564 1185 686 Arrive On Green 0.12 0.12 0.00 0.61 0.61 0.61 0.34 0.34 0.34 Sat Flow, veh/h 3261 3441 0 3361 1765 1500 1681 3529 1500 Grp Volume(v), veh/h 466 133 0 952 698 1098 359 1006 518 Grp Sat Flow(s),veh/h/ln 1630 1676 0 1681 1765 1500 1681 1765 1500 Q Serve(g_s), s 17.0 5.1 0.0 24.9 45.8 64.0 25.3 37.1 40.1 Cycle Q Clear(g_c), s 17.0 5.1 0.0 24.9 45.8 64.0 25.3 37.1 40.1 Prop In Lane 1.00 0.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 396 407 0 1537 807 1189 564 1185 686 V/C Ratio(X) 1.18 0.33 0.00 0.62 0.87 0.92 0.64 0.85 0.76 Avail Cap(c_a), veh/h 396 407 0 1537 807 1189 564 1185 686 HCM Platoon Ratio 1.00 1.00 1.00 1.33 1.33 1.33 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.09 0.09 0.09 0.40 0.40 0.40 Uniform Delay (d), s/veh 61.5 56.3 0.0 19.8 23.9 7.0 39.3 43.2 31.5 Incr Delay (d2), s/veh 103.0 0.5 0.0 0.1 1.0 1.4 2.2 3.2 3.1 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/ln 13.3 2.4 0.0 11.5 22.2 42.8 12.0 18.6 20.6 LnGrp Delay(d),s/veh 164.5 56.7 0.0 19.9 24.9 8.3 41.5 46.4 34.6 LnGrp LOS F E B C A D D C Approach Vol, veh/h 599 2748 1883 Approach Delay, s/veh 140.6 16.5 42.2 Approach LOS F B D Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 21.0 51.0 68.0 Change Period (Y+Rc), s 5.0 5.0 5.0 Max Green Setting (Gmax), s 16.0 46.0 63.0 Max Q Clear Time (g_c+I1), s 19.0 42.1 66.0 Green Ext Time (p_c), s 0.0 3.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 40.0 HCM 2010 LOS D Notes 2023 HCM Signalized Intersection Capacity Analysis 2: I-405 NB Off-Ramp/I-405 NB On-Ramp & SR 169 10/29/2018 Cedar River Apartments 10/29/2018 2021 Phase 3 AM Peak Synchro 9 Light Report BPJ; William Popp Associates Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 18 426 0 0 1897 472 0 0 329 0 0 525 Future Volume (vph) 18 426 0 0 1897 472 0 0 329 0 0 525 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 *0.70 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.85 0.86 0.86 Flt Protected 0.95 1.00 1.00 1.00 1.00 1.00 Satd. Flow (prot) 1621 3241 3582 1450 1476 1476 Flt Permitted 0.95 1.00 1.00 1.00 1.00 1.00 Satd. Flow (perm) 1621 3241 3582 1450 1476 1476 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 20 473 0 0 2108 524 0 0 366 0 0 583 RTOR Reduction (vph) 0 0 0 0 0 148 0 0 0 0 0 10 Lane Group Flow (vph) 20 473 0 0 2108 377 0 0 366 0 0 573 Turn Type Prot NA NA Perm Free Perm Protected Phases 5 2 6 Permitted Phases 6 Free 5 Actuated Green, G (s) 50.0 140.0 80.0 80.0 140.0 50.0 Effective Green, g (s) 51.0 140.0 81.0 81.0 140.0 51.0 Actuated g/C Ratio 0.36 1.00 0.58 0.58 1.00 0.36 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 590 3241 2072 838 1476 537 v/s Ratio Prot 0.01 0.15 c0.59 v/s Ratio Perm 0.26 0.25 c0.39 v/c Ratio 0.03 0.15 1.02 0.45 0.25 1.07 Uniform Delay, d1 28.6 0.0 29.5 16.8 0.0 44.5 Progression Factor 1.61 1.00 0.61 0.38 1.00 1.00 Incremental Delay, d2 0.0 0.0 21.2 1.3 0.4 57.8 Delay (s) 46.1 0.0 39.2 7.7 0.4 102.3 Level of Service D A D A A F Approach Delay (s) 1.9 32.9 0.4 102.3 Approach LOS A C A F Intersection Summary HCM 2000 Control Delay 36.2 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 1.04 Actuated Cycle Length (s) 140.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 79.7% ICU Level of Service D Analysis Period (min) 15 Description: SR 169/I-405 NB On-Ramp c Critical Lane Group 2023 HCM 2010 Signalized Intersection Summary 3: SR 169 & Shari's Driveway 10/30/2018 Cedar River Apartments 10/29/2018 2021 Phase 3 AM Peak Synchro 9 Light Report BPJ; William Popp Associates Movement EBU EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 58 37 758 2252 7 3 58 Future Volume (veh/h) 58 37 758 2252 7 3 58 Number 5 2 6 16 7 14 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 Adj Sat Flow, veh/h/ln 1765 1765 1765 1800 1765 1800 Adj Flow Rate, veh/h 41 842 2502 8 3 64 Adj No. of Lanes 1 3 4 0 0 0 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 0 0 Cap, veh/h 63 3249 4416 14 4 94 Arrive On Green 0.08 1.00 1.00 1.00 0.07 0.06 Sat Flow, veh/h 1681 4235 5980 17 67 1422 Grp Volume(v), veh/h 41 842 1701 809 68 0 Grp Sat Flow(s),veh/h/ln 1681 1235 1235 1762 1510 0 Q Serve(g_s), s 3.3 0.0 0.0 0.0 6.2 0.0 Cycle Q Clear(g_c), s 3.3 0.0 0.0 0.0 6.2 0.0 Prop In Lane 1.00 0.01 0.04 0.94 Lane Grp Cap(c), veh/h 63 3249 3003 1427 100 0 V/C Ratio(X) 0.65 0.26 0.57 0.57 0.68 0.00 Avail Cap(c_a), veh/h 204 3249 3003 1427 183 0 HCM Platoon Ratio 2.00 2.00 2.00 2.00 1.00 1.00 Upstream Filter(I) 0.99 0.99 0.64 0.64 1.00 0.00 Uniform Delay (d), s/veh 63.8 0.0 0.0 0.0 64.4 0.0 Incr Delay (d2), s/veh 10.4 0.2 0.5 1.0 7.8 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 1.7 0.1 0.1 0.4 2.8 0.0 LnGrp Delay(d),s/veh 74.2 0.2 0.5 1.0 72.2 0.0 LnGrp LOS E A A A E Approach Vol, veh/h 883 2510 68 Approach Delay, s/veh 3.6 0.7 72.2 Approach LOS A A E Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 126.7 13.3 9.3 117.4 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 114.0 16.0 16.0 93.0 Max Q Clear Time (g_c+I1), s 2.0 8.2 5.3 2.0 Green Ext Time (p_c), s 50.1 0.1 0.1 46.2 Intersection Summary HCM 2010 Ctrl Delay 2.8 HCM 2010 LOS A Notes 2023 HCM 2010 Signalized Intersection Summary 4: Cedar River Park Dr & SR 169 10/30/2018 Cedar River Apartments 10/29/2018 2021 Phase 3 AM Peak Synchro 9 Light Report BPJ; William Popp Associates Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 682 123 16 2106 153 7 Future Volume (veh/h) 682 123 16 2106 153 7 Number 2 12 1 6 3 18 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 Adj Sat Flow, veh/h/ln 1765 1800 1765 1765 1765 1765 Adj Flow Rate, veh/h 758 137 18 2340 170 8 Adj No. of Lanes 3 0 1 3 1 1 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 2 2 Cap, veh/h 2429 436 33 3343 336 300 Arrive On Green 1.00 1.00 0.02 0.74 0.20 0.20 Sat Flow, veh/h 4026 628 1681 4765 1681 1500 Grp Volume(v), veh/h 534 361 18 2340 170 8 Grp Sat Flow(s),veh/h/ln 1235 1654 1681 1500 1681 1500 Q Serve(g_s), s 0.0 0.0 1.5 39.0 12.6 0.6 Cycle Q Clear(g_c), s 0.0 0.0 1.5 39.0 12.6 0.6 Prop In Lane 0.38 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 1716 1149 33 3343 336 300 V/C Ratio(X) 0.31 0.31 0.54 0.70 0.51 0.03 Avail Cap(c_a), veh/h 1716 1149 72 3343 336 300 HCM Platoon Ratio 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.97 0.97 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 0.0 0.0 68.0 9.6 49.8 45.0 Incr Delay (d2), s/veh 0.5 0.7 13.2 1.2 5.4 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 0.2 0.8 16.2 6.4 0.3 LnGrp Delay(d),s/veh 0.5 0.7 81.2 10.9 55.2 45.2 LnGrp LOS A A F B E D Approach Vol, veh/h 895 2358 178 Approach Delay, s/veh 0.6 11.4 54.7 Approach LOS A B D Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 6.8 101.2 108.0 32.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 5.0 93.0 103.0 27.0 Max Q Clear Time (g_c+I1), s 3.5 2.0 41.0 14.6 Green Ext Time (p_c), s 0.0 43.8 36.5 0.5 Intersection Summary HCM 2010 Ctrl Delay 10.8 HCM 2010 LOS B 2023 1.d. Full Build Year 2023 with and without Project. Note that the “without Project” condition does not include any of the phased development. The “with Project” condition is the same as 1.c. above. AM PK HCM 2010 Signalized Intersection Summary 1: I-405 SB On-Ramp/Sunset Blvd & Bronson Way/SR 169 05/01/2019 Cedar River Apartments 04/30/2019 2023 AM -- without all of project Synchro 9 Light Report BPJ; William Popp Associates Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 419 110 50 823 614 951 0 0 0 277 905 466 Future Volume (veh/h) 419 110 50 823 614 951 0 0 0 277 905 466 Number 5 2 12 1 6 16 7 4 14 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 Adj Sat Flow, veh/h/ln 1765 1765 1800 1765 1765 1765 1765 1765 1765 Adj Flow Rate, veh/h 466 122 0 914 682 1057 308 1006 518 Adj No. of Lanes 2 2 0 1 2 1 1 2 1 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 Cap, veh/h 396 407 0 768 1533 1189 564 1185 686 Arrive On Green 0.12 0.12 0.00 0.61 0.61 0.61 0.34 0.34 0.34 Sat Flow, veh/h 3261 3441 0 1681 3353 1500 1681 3529 1500 Grp Volume(v), veh/h 466 122 0 914 682 1057 308 1006 518 Grp Sat Flow(s),veh/h/ln 1630 1676 0 1681 1676 1500 1681 1765 1500 Q Serve(g_s), s 17.0 4.6 0.0 64.0 15.3 64.0 20.9 37.1 40.1 Cycle Q Clear(g_c), s 17.0 4.6 0.0 64.0 15.3 64.0 20.9 37.1 40.1 Prop In Lane 1.00 0.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 396 407 0 768 1533 1189 564 1185 686 V/C Ratio(X) 1.18 0.30 0.00 1.19 0.44 0.89 0.55 0.85 0.76 Avail Cap(c_a), veh/h 396 407 0 768 1533 1189 564 1185 686 HCM Platoon Ratio 1.00 1.00 1.00 1.33 1.33 1.33 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.11 0.11 0.11 0.40 0.40 0.40 Uniform Delay (d), s/veh 61.5 56.1 0.0 27.4 17.9 7.0 37.8 43.2 31.5 Incr Delay (d2), s/veh 103.0 0.4 0.0 86.9 0.0 1.1 1.5 3.2 3.1 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/ln 13.3 2.2 0.0 47.9 7.0 41.1 9.9 18.6 20.6 LnGrp Delay(d),s/veh 164.5 56.5 0.0 114.3 17.9 8.0 39.3 46.4 34.6 LnGrp LOS F E F B A D D C Approach Vol, veh/h 588 2653 1832 Approach Delay, s/veh 142.1 47.2 41.9 Approach LOS F D D Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 21.0 51.0 68.0 Change Period (Y+Rc), s 5.0 5.0 5.0 Max Green Setting (Gmax), s 16.0 46.0 63.0 Max Q Clear Time (g_c+I1), s 19.0 42.1 66.0 Green Ext Time (p_c), s 0.0 2.9 0.0 Intersection Summary HCM 2010 Ctrl Delay 56.3 HCM 2010 LOS E Notes HCM Signalized Intersection Capacity Analysis 2: I-405 NB Off-Ramp/I-405 NB On-Ramp & SR 169 05/01/2019 Cedar River Apartments 04/30/2019 2023 AM -- without all of project Synchro 9 Light Report BPJ; William Popp Associates Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 18 370 0 0 1812 438 0 0 307 0 0 525 Future Volume (vph) 18 370 0 0 1812 438 0 0 307 0 0 525 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 *0.70 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.85 0.86 0.86 Flt Protected 0.95 1.00 1.00 1.00 1.00 1.00 Satd. Flow (prot) 1621 3241 3582 1450 1476 1476 Flt Permitted 0.95 1.00 1.00 1.00 1.00 1.00 Satd. Flow (perm) 1621 3241 3582 1450 1476 1476 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 20 411 0 0 2013 487 0 0 341 0 0 583 RTOR Reduction (vph) 0 0 0 0 0 144 0 0 0 0 0 10 Lane Group Flow (vph) 20 411 0 0 2013 343 0 0 341 0 0 573 Turn Type Prot NA NA Perm Free Perm Protected Phases 5 2 6 Permitted Phases 6 Free 5 Actuated Green, G (s) 50.0 140.0 80.0 80.0 140.0 50.0 Effective Green, g (s) 51.0 140.0 81.0 81.0 140.0 51.0 Actuated g/C Ratio 0.36 1.00 0.58 0.58 1.00 0.36 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 590 3241 2072 838 1476 537 v/s Ratio Prot 0.01 0.13 c0.56 v/s Ratio Perm 0.24 0.23 c0.39 v/c Ratio 0.03 0.13 0.97 0.41 0.23 1.07 Uniform Delay, d1 28.6 0.0 28.4 16.3 0.0 44.5 Progression Factor 1.54 1.00 0.59 0.35 1.00 1.00 Incremental Delay, d2 0.0 0.1 11.6 1.1 0.4 57.8 Delay (s) 44.0 0.1 28.3 6.9 0.4 102.3 Level of Service D A C A A F Approach Delay (s) 2.1 24.1 0.4 102.3 Approach LOS A C A F Intersection Summary HCM 2000 Control Delay 31.4 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 1.01 Actuated Cycle Length (s) 140.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 77.9% ICU Level of Service D Analysis Period (min) 15 Description: SR 169/I-405 NB On-Ramp c Critical Lane Group HCM 2010 Signalized Intersection Summary 3: SR 169 & Shari's Driveway 05/01/2019 Cedar River Apartments 04/30/2019 2023 AM -- without all of project Synchro 9 Light Report BPJ; William Popp Associates Movement EBU EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 58 37 680 2133 7 3 58 Future Volume (veh/h) 58 37 680 2133 7 3 58 Number 5 2 6 16 7 14 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 Adj Sat Flow, veh/h/ln 1765 1765 1765 1800 1765 1800 Adj Flow Rate, veh/h 41 756 2370 8 3 64 Adj No. of Lanes 1 3 4 0 0 0 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 0 0 Cap, veh/h 63 3249 4415 15 4 94 Arrive On Green 0.08 1.00 1.00 1.00 0.07 0.06 Sat Flow, veh/h 1681 4235 5978 18 67 1422 Grp Volume(v), veh/h 41 756 1612 766 68 0 Grp Sat Flow(s),veh/h/ln 1681 1235 1235 1761 1510 0 Q Serve(g_s), s 3.3 0.0 0.0 0.0 6.2 0.0 Cycle Q Clear(g_c), s 3.3 0.0 0.0 0.0 6.2 0.0 Prop In Lane 1.00 0.01 0.04 0.94 Lane Grp Cap(c), veh/h 63 3249 3003 1427 100 0 V/C Ratio(X) 0.65 0.23 0.54 0.54 0.68 0.00 Avail Cap(c_a), veh/h 204 3249 3003 1427 183 0 HCM Platoon Ratio 2.00 2.00 2.00 2.00 1.00 1.00 Upstream Filter(I) 0.99 0.99 0.63 0.63 1.00 0.00 Uniform Delay (d), s/veh 63.8 0.0 0.0 0.0 64.4 0.0 Incr Delay (d2), s/veh 10.4 0.2 0.4 0.9 7.8 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 1.7 0.1 0.1 0.4 2.8 0.0 LnGrp Delay(d),s/veh 74.3 0.2 0.4 0.9 72.2 0.0 LnGrp LOS E A A A E Approach Vol, veh/h 797 2378 68 Approach Delay, s/veh 4.0 0.6 72.2 Approach LOS A A E Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 126.7 13.3 9.3 117.4 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 114.0 16.0 16.0 93.0 Max Q Clear Time (g_c+I1), s 2.0 8.2 5.3 2.0 Green Ext Time (p_c), s 42.5 0.1 0.1 39.9 Intersection Summary HCM 2010 Ctrl Delay 2.9 HCM 2010 LOS A Notes HCM 2010 Signalized Intersection Summary 4: Cedar River Park Dr & SR 169 05/01/2019 Cedar River Apartments 04/30/2019 2023 AM -- without all of project Synchro 9 Light Report BPJ; William Popp Associates Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 661 65 13 2106 35 6 Future Volume (veh/h) 661 65 13 2106 35 6 Number 2 12 1 6 3 18 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 Adj Sat Flow, veh/h/ln 1765 1800 1765 1765 1765 1765 Adj Flow Rate, veh/h 734 72 14 2340 39 7 Adj No. of Lanes 3 0 1 3 1 1 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 2 2 Cap, veh/h 2650 259 28 3343 336 300 Arrive On Green 1.00 1.00 0.02 0.74 0.20 0.20 Sat Flow, veh/h 4328 371 1681 4765 1681 1500 Grp Volume(v), veh/h 476 330 14 2340 39 7 Grp Sat Flow(s),veh/h/ln 1235 1699 1681 1500 1681 1500 Q Serve(g_s), s 0.0 0.0 1.2 39.0 2.7 0.5 Cycle Q Clear(g_c), s 0.0 0.0 1.2 39.0 2.7 0.5 Prop In Lane 0.22 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 1724 1186 28 3343 336 300 V/C Ratio(X) 0.28 0.28 0.50 0.70 0.12 0.02 Avail Cap(c_a), veh/h 1724 1186 72 3343 336 300 HCM Platoon Ratio 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.98 0.98 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 0.0 0.0 68.3 9.6 45.9 45.0 Incr Delay (d2), s/veh 0.4 0.6 13.2 1.2 0.7 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 0.2 0.6 16.2 1.3 0.2 LnGrp Delay(d),s/veh 0.4 0.6 81.5 10.9 46.6 45.2 LnGrp LOS A A F B D D Approach Vol, veh/h 806 2354 46 Approach Delay, s/veh 0.5 11.3 46.4 Approach LOS A B D Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 6.3 101.7 108.0 32.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 5.0 93.0 103.0 27.0 Max Q Clear Time (g_c+I1), s 3.2 2.0 41.0 4.7 Green Ext Time (p_c), s 0.0 41.5 35.0 0.1 Intersection Summary HCM 2010 Ctrl Delay 9.1 HCM 2010 LOS A 2. Synchro PM Peak Hour Level of Service Summaries 2.a. Phase 1 -- Year 2021 with and without Project PM PK HCM 2010 Signalized Intersection Summary 1: I-405 SB On-Ramp/Sunset Blvd & Bronson Way/SR 169 10/29/2018 Cedar River Apartments 10/29/2018 2021 without Project PM Peak Synchro 9 Light Report BPJ; William Popp Associates Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 700 541 68 348 246 801 0 0 0 1191 775 664 Future Volume (veh/h) 700 541 68 348 246 801 0 0 0 1191 775 664 Number 5 2 12 1 6 16 7 4 14 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 Adj Sat Flow, veh/h/ln 1765 1765 1800 1765 1765 1765 1765 1765 1765 Adj Flow Rate, veh/h 778 601 0 387 273 890 1323 861 738 Adj No. of Lanes 2 2 0 1 2 1 2 1 1 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 Cap, veh/h 606 623 0 300 599 1093 1849 971 1104 Arrive On Green 0.19 0.19 0.00 0.06 0.06 0.06 0.55 0.55 0.55 Sat Flow, veh/h 3261 3441 0 1681 3353 1500 3361 1765 1500 Grp Volume(v), veh/h 778 601 0 387 273 890 1323 861 738 Grp Sat Flow(s),veh/h/ln 1630 1676 0 1681 1676 1500 1681 1765 1500 Q Serve(g_s), s 26.0 24.9 0.0 25.0 11.0 25.0 40.9 60.0 35.8 Cycle Q Clear(g_c), s 26.0 24.9 0.0 25.0 11.0 25.0 40.9 60.0 35.8 Prop In Lane 1.00 0.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 606 623 0 300 599 1093 1849 971 1104 V/C Ratio(X) 1.28 0.97 0.00 1.29 0.46 0.81 0.72 0.89 0.67 Avail Cap(c_a), veh/h 606 623 0 300 599 1093 1849 971 1104 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.56 0.56 0.56 0.40 0.40 0.40 Uniform Delay (d), s/veh 57.0 56.6 0.0 65.9 59.3 9.8 23.4 27.7 9.6 Incr Delay (d2), s/veh 140.4 27.5 0.0 143.8 0.3 2.8 1.0 5.2 1.3 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/ln 23.5 13.9 0.0 23.6 5.1 35.4 19.2 30.6 25.6 LnGrp Delay(d),s/veh 197.4 84.0 0.0 209.6 59.6 12.6 24.3 32.9 10.9 LnGrp LOS F F F E B C C B Approach Vol, veh/h 1379 1550 2922 Approach Delay, s/veh 148.0 70.1 23.5 Approach LOS F E C Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 30.0 81.0 29.0 Change Period (Y+Rc), s 5.0 5.0 5.0 Max Green Setting (Gmax), s 25.0 76.0 24.0 Max Q Clear Time (g_c+I1), s 28.0 62.0 27.0 Green Ext Time (p_c), s 0.0 11.7 0.0 Intersection Summary HCM 2010 Ctrl Delay 65.2 HCM 2010 LOS E Notes HCM Signalized Intersection Capacity Analysis 2: I-405 NB Off-Ramp/I-405 NB On-Ramp & SR 169 10/29/2018 Cedar River Apartments 10/29/2018 2021 without Project PM Peak Synchro 9 Light Report BPJ; William Popp Associates Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 63 1669 0 0 733 256 0 0 802 0 0 699 Future Volume (vph) 63 1669 0 0 733 256 0 0 802 0 0 699 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 *0.70 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.85 0.86 0.86 Flt Protected 0.95 1.00 1.00 1.00 1.00 1.00 Satd. Flow (prot) 1621 3241 3582 1450 1476 1476 Flt Permitted 0.95 1.00 1.00 1.00 1.00 1.00 Satd. Flow (perm) 1621 3241 3582 1450 1476 1476 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 70 1854 0 0 814 284 0 0 891 0 0 777 RTOR Reduction (vph) 0 0 0 0 0 188 0 0 0 0 0 12 Lane Group Flow (vph) 70 1854 0 0 814 96 0 0 891 0 0 765 Turn Type Prot NA NA Perm Free Over Protected Phases 5 2 6 5 Permitted Phases 6 Free Actuated Green, G (s) 83.8 140.0 46.2 46.2 140.0 83.8 Effective Green, g (s) 84.8 140.0 47.2 47.2 140.0 84.8 Actuated g/C Ratio 0.61 1.00 0.34 0.34 1.00 0.61 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 981 3241 1207 488 1476 894 v/s Ratio Prot 0.04 0.57 c0.23 c0.52 v/s Ratio Perm 0.07 0.60 v/c Ratio 0.07 0.57 0.67 0.20 0.60 0.86 Uniform Delay, d1 11.4 0.0 39.8 32.9 0.0 22.6 Progression Factor 1.31 1.00 0.85 0.39 1.00 1.00 Incremental Delay, d2 0.0 0.1 2.9 0.9 1.8 8.1 Delay (s) 14.9 0.1 36.6 13.6 1.8 30.7 Level of Service B A D B A C Approach Delay (s) 0.6 30.7 1.8 30.7 Approach LOS A C A C Intersection Summary HCM 2000 Control Delay 12.9 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.79 Actuated Cycle Length (s) 140.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 67.3% ICU Level of Service C Analysis Period (min) 15 Description: SR 169/I-405 NB On-Ramp c Critical Lane Group HCM 2010 Signalized Intersection Summary 3: SR 169 & Shari's Driveway 10/29/2018 Cedar River Apartments 10/29/2018 2021 without Project PM Peak Synchro 9 Light Report BPJ; William Popp Associates Movement EBU EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 16 43 2204 973 14 4 32 Future Volume (veh/h) 16 43 2204 973 14 4 32 Number 5 2 6 16 7 14 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 Adj Sat Flow, veh/h/ln 1765 1765 1765 1800 1765 1800 Adj Flow Rate, veh/h 48 2449 1081 16 4 36 Adj No. of Lanes 1 3 4 0 0 0 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 0 0 Cap, veh/h 72 3315 4426 65 7 64 Arrive On Green 0.09 1.00 1.00 1.00 0.05 0.04 Sat Flow, veh/h 1681 4235 5906 80 148 1336 Grp Volume(v), veh/h 48 2449 745 352 41 0 Grp Sat Flow(s),veh/h/ln 1681 1235 1235 1751 1522 0 Q Serve(g_s), s 3.9 0.0 0.0 0.0 3.7 0.0 Cycle Q Clear(g_c), s 3.9 0.0 0.0 0.0 3.7 0.0 Prop In Lane 1.00 0.05 0.10 0.88 Lane Grp Cap(c), veh/h 72 3315 3051 1441 73 0 V/C Ratio(X) 0.67 0.74 0.24 0.24 0.56 0.00 Avail Cap(c_a), veh/h 144 3315 3051 1441 185 0 HCM Platoon Ratio 2.00 2.00 1.33 1.33 1.00 1.00 Upstream Filter(I) 0.79 0.79 0.97 0.97 1.00 0.00 Uniform Delay (d), s/veh 63.0 0.0 0.0 0.0 65.6 0.0 Incr Delay (d2), s/veh 8.1 1.2 0.2 0.4 6.5 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 1.9 0.4 0.1 0.2 1.7 0.0 LnGrp Delay(d),s/veh 71.1 1.2 0.2 0.4 72.1 0.0 LnGrp LOS E A A A E Approach Vol, veh/h 2497 1097 41 Approach Delay, s/veh 2.5 0.3 72.1 Approach LOS A A E Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 129.2 10.8 10.0 119.2 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 114.0 16.0 11.0 98.0 Max Q Clear Time (g_c+I1), s 2.0 5.7 5.9 2.0 Green Ext Time (p_c), s 63.1 0.1 0.0 58.1 Intersection Summary HCM 2010 Ctrl Delay 2.6 HCM 2010 LOS A Notes HCM 2010 Signalized Intersection Summary 4: Cedar River Park Dr & SR 169 10/29/2018 Cedar River Apartments 10/29/2018 2021 without Project PM Peak Synchro 9 Light Report BPJ; William Popp Associates Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 2167 37 12 947 40 69 Future Volume (veh/h) 2167 37 12 947 40 69 Number 2 12 1 6 3 18 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 Adj Sat Flow, veh/h/ln 1765 1800 1765 1765 1765 1765 Adj Flow Rate, veh/h 2408 41 13 1052 44 77 Adj No. of Lanes 3 0 1 3 1 1 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 2 2 Cap, veh/h 3197 54 27 3664 216 193 Arrive On Green 1.00 1.00 0.02 0.81 0.13 0.13 Sat Flow, veh/h 4682 71 1681 4765 1681 1500 Grp Volume(v), veh/h 1431 1018 13 1052 44 77 Grp Sat Flow(s),veh/h/ln 1235 1752 1681 1500 1681 1500 Q Serve(g_s), s 0.0 0.0 1.1 7.9 3.3 6.6 Cycle Q Clear(g_c), s 0.0 0.0 1.1 7.9 3.3 6.6 Prop In Lane 0.04 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 1902 1349 27 3664 216 193 V/C Ratio(X) 0.75 0.75 0.49 0.29 0.20 0.40 Avail Cap(c_a), veh/h 1902 1349 48 3664 216 193 HCM Platoon Ratio 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.56 0.56 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 0.0 0.0 68.3 3.2 54.6 56.0 Incr Delay (d2), s/veh 1.6 2.2 13.1 0.2 2.1 6.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 0.8 0.6 3.3 1.7 3.1 LnGrp Delay(d),s/veh 1.6 2.2 81.5 3.3 56.7 62.1 LnGrp LOS A A F A E E Approach Vol, veh/h 2449 1065 121 Approach Delay, s/veh 1.9 4.3 60.1 Approach LOS A A E Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 6.2 111.8 118.0 22.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 3.0 105.0 113.0 17.0 Max Q Clear Time (g_c+I1), s 3.1 2.0 9.9 8.6 Green Ext Time (p_c), s 0.0 54.1 54.1 0.2 Intersection Summary HCM 2010 Ctrl Delay 4.5 HCM 2010 LOS A HCM 2010 Signalized Intersection Summary 1: I-405 SB On-Ramp/Sunset Blvd & Bronson Way/SR 169 10/29/2018 Cedar River Apartments 10/26/2018 2021 with Phase 1 Project PM Peak Synchro 9 Light Report BPJ; William Popp Associates Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 700 547 68 358 250 811 0 0 0 1222 775 664 Future Volume (veh/h) 700 547 68 358 250 811 0 0 0 1222 775 664 Number 5 2 12 1 6 16 7 4 14 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 Adj Sat Flow, veh/h/ln 1765 1765 1800 1765 1765 1765 1765 1765 1765 Adj Flow Rate, veh/h 778 608 0 398 278 901 1358 861 738 Adj No. of Lanes 2 2 0 1 2 1 2 1 1 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 Cap, veh/h 606 623 0 300 599 1093 1849 971 1104 Arrive On Green 0.19 0.19 0.00 0.18 0.18 0.18 0.55 0.55 0.55 Sat Flow, veh/h 3261 3441 0 1681 3353 1500 3361 1765 1500 Grp Volume(v), veh/h 778 608 0 398 278 901 1358 861 738 Grp Sat Flow(s),veh/h/ln 1630 1676 0 1681 1676 1500 1681 1765 1500 Q Serve(g_s), s 26.0 25.3 0.0 25.0 10.4 25.0 42.7 60.0 35.8 Cycle Q Clear(g_c), s 26.0 25.3 0.0 25.0 10.4 25.0 42.7 60.0 35.8 Prop In Lane 1.00 0.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 606 623 0 300 599 1093 1849 971 1104 V/C Ratio(X) 1.28 0.98 0.00 1.33 0.46 0.82 0.73 0.89 0.67 Avail Cap(c_a), veh/h 606 623 0 300 599 1093 1849 971 1104 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 0.55 0.55 0.55 0.40 0.40 0.40 Uniform Delay (d), s/veh 57.0 56.7 0.0 57.5 51.5 8.6 23.8 27.7 9.6 Incr Delay (d2), s/veh 140.4 30.1 0.0 159.0 0.3 2.9 1.1 5.2 1.3 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/ln 23.5 14.3 0.0 24.8 4.9 35.7 20.1 30.6 25.6 LnGrp Delay(d),s/veh 197.4 86.8 0.0 216.5 51.8 11.5 24.8 32.9 10.9 LnGrp LOS F F F D B C C B Approach Vol, veh/h 1386 1577 2957 Approach Delay, s/veh 148.9 70.4 23.7 Approach LOS F E C Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 30.0 81.0 29.0 Change Period (Y+Rc), s 5.0 5.0 5.0 Max Green Setting (Gmax), s 25.0 76.0 24.0 Max Q Clear Time (g_c+I1), s 28.0 62.0 27.0 Green Ext Time (p_c), s 0.0 11.8 0.0 Intersection Summary HCM 2010 Ctrl Delay 65.4 HCM 2010 LOS E Notes HCM 2010 Signalized Intersection Summary 1: I-405 SB On-Ramp/Sunset Blvd & Bronson Way/SR 169 05/23/2019 Cedar River Apartments 10/29/2018 2021 Phase 1 PM Peak with dual wblt int1 Synchro 9 Light Report BPJ; William Popp Associates Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 700 547 68 358 250 811 0 0 0 1222 775 664 Future Volume (veh/h) 700 547 68 358 250 811 0 0 0 1222 775 664 Number 5 2 12 1 6 16 7 4 14 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 Adj Sat Flow, veh/h/ln 1765 1765 1800 1765 1765 1765 1765 1765 1765 Adj Flow Rate, veh/h 778 608 0 398 278 901 1358 861 738 Adj No. of Lanes 2 2 0 2 1 1 2 1 1 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 Cap, veh/h 582 599 0 648 340 1104 1825 958 1082 Arrive On Green 0.18 0.18 0.00 0.06 0.06 0.06 0.54 0.54 0.54 Sat Flow, veh/h 3261 3441 0 3361 1765 1500 3361 1765 1500 Grp Volume(v), veh/h 778 608 0 398 278 901 1358 861 738 Grp Sat Flow(s),veh/h/ln 1630 1676 0 1681 1765 1500 1681 1765 1500 Q Serve(g_s), s 25.0 25.0 0.0 16.2 21.8 27.0 43.4 61.0 37.8 Cycle Q Clear(g_c), s 25.0 25.0 0.0 16.2 21.8 27.0 43.4 61.0 37.8 Prop In Lane 1.00 0.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 582 599 0 648 340 1104 1825 958 1082 V/C Ratio(X) 1.34 1.02 0.00 0.61 0.82 0.82 0.74 0.90 0.68 Avail Cap(c_a), veh/h 582 599 0 648 340 1104 1825 958 1082 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.54 0.54 0.54 0.40 0.40 0.40 Uniform Delay (d), s/veh 57.5 57.5 0.0 60.5 63.1 9.8 24.5 28.6 10.7 Incr Delay (d2), s/veh 162.7 40.7 0.0 0.9 8.3 2.7 1.1 5.9 1.4 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/ln 24.4 14.9 0.0 7.6 11.4 35.8 20.3 31.2 26.0 LnGrp Delay(d),s/veh 220.2 98.2 0.0 61.4 71.4 12.5 25.7 34.4 12.1 LnGrp LOS F F E E B C C B Approach Vol, veh/h 1386 1577 2957 Approach Delay, s/veh 166.7 35.2 24.8 Approach LOS F D C Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 29.0 80.0 31.0 Change Period (Y+Rc), s 5.0 5.0 5.0 Max Green Setting (Gmax), s 24.0 75.0 26.0 Max Q Clear Time (g_c+I1), s 27.0 63.0 29.0 Green Ext Time (p_c), s 0.0 10.3 0.0 Intersection Summary HCM 2010 Ctrl Delay 60.8 HCM 2010 LOS E Notes HCM Signalized Intersection Capacity Analysis 2: I-405 NB Off-Ramp/I-405 NB On-Ramp & SR 169 10/29/2018 Cedar River Apartments 10/29/2018 2021 Phase 1 PM Peak Synchro 9 Light Report BPJ; William Popp Associates Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 63 1706 0 0 757 266 0 0 818 0 0 699 Future Volume (vph) 63 1706 0 0 757 266 0 0 818 0 0 699 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 *0.70 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.85 0.86 0.86 Flt Protected 0.95 1.00 1.00 1.00 1.00 1.00 Satd. Flow (prot) 1621 3241 3582 1450 1476 1476 Flt Permitted 0.95 1.00 1.00 1.00 1.00 1.00 Satd. Flow (perm) 1621 3241 3582 1450 1476 1476 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 70 1896 0 0 841 296 0 0 909 0 0 777 RTOR Reduction (vph) 0 0 0 0 0 196 0 0 0 0 0 11 Lane Group Flow (vph) 70 1896 0 0 841 100 0 0 909 0 0 766 Turn Type Prot NA NA Perm Free Over Protected Phases 5 2 6 5 Permitted Phases 6 Free Actuated Green, G (s) 83.9 140.0 46.1 46.1 140.0 83.9 Effective Green, g (s) 84.9 140.0 47.1 47.1 140.0 84.9 Actuated g/C Ratio 0.61 1.00 0.34 0.34 1.00 0.61 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 983 3241 1205 487 1476 895 v/s Ratio Prot 0.04 0.58 c0.23 c0.52 v/s Ratio Perm 0.07 0.62 v/c Ratio 0.07 0.59 0.70 0.20 0.62 0.86 Uniform Delay, d1 11.3 0.0 40.3 33.1 0.0 22.6 Progression Factor 1.31 1.00 0.81 0.28 1.00 1.00 Incremental Delay, d2 0.0 0.1 3.3 0.9 1.9 8.1 Delay (s) 14.9 0.1 35.9 10.1 1.9 30.6 Level of Service B A D B A C Approach Delay (s) 0.6 29.2 1.9 30.6 Approach LOS A C A C Intersection Summary HCM 2000 Control Delay 12.5 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.80 Actuated Cycle Length (s) 140.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 67.8% ICU Level of Service C Analysis Period (min) 15 Description: SR 169/I-405 NB On-Ramp c Critical Lane Group HCM 2010 Signalized Intersection Summary 3: SR 169 & Shari's Driveway 10/29/2018 Cedar River Apartments 10/26/2018 2021 with Phase 1 Project PM Peak Synchro 9 Light Report BPJ; William Popp Associates Movement EBU EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 16 43 2258 1007 14 4 32 Future Volume (veh/h) 16 43 2258 1007 14 4 32 Number 5 2 6 16 7 14 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 Adj Sat Flow, veh/h/ln 1765 1765 1765 1800 1765 1800 Adj Flow Rate, veh/h 48 2509 1119 16 4 36 Adj No. of Lanes 1 3 4 0 0 0 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 0 0 Cap, veh/h 73 3315 4427 63 7 64 Arrive On Green 0.04 0.89 1.00 1.00 0.05 0.04 Sat Flow, veh/h 1681 4235 5910 77 148 1336 Grp Volume(v), veh/h 48 2509 770 365 41 0 Grp Sat Flow(s),veh/h/ln 1681 1235 1235 1751 1522 0 Q Serve(g_s), s 3.9 30.9 0.0 0.0 3.7 0.0 Cycle Q Clear(g_c), s 3.9 30.9 0.0 0.0 3.7 0.0 Prop In Lane 1.00 0.04 0.10 0.88 Lane Grp Cap(c), veh/h 73 3315 3049 1441 73 0 V/C Ratio(X) 0.66 0.76 0.25 0.25 0.56 0.00 Avail Cap(c_a), veh/h 144 3315 3049 1441 185 0 HCM Platoon Ratio 1.00 1.00 1.33 1.33 1.00 1.00 Upstream Filter(I) 0.33 0.33 0.96 0.96 1.00 0.00 Uniform Delay (d), s/veh 66.0 2.4 0.0 0.0 65.6 0.0 Incr Delay (d2), s/veh 3.4 0.6 0.2 0.4 6.5 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 1.9 10.2 0.1 0.2 1.7 0.0 LnGrp Delay(d),s/veh 69.3 3.0 0.2 0.4 72.1 0.0 LnGrp LOS E A A A E Approach Vol, veh/h 2557 1135 41 Approach Delay, s/veh 4.2 0.3 72.1 Approach LOS A A E Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 129.2 10.8 10.0 119.2 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 114.0 16.0 11.0 98.0 Max Q Clear Time (g_c+I1), s 32.9 5.7 5.9 2.0 Green Ext Time (p_c), s 55.0 0.1 0.0 61.1 Intersection Summary HCM 2010 Ctrl Delay 3.8 HCM 2010 LOS A Notes HCM 2010 Signalized Intersection Summary 4: Cedar River Park Dr & SR 169 10/29/2018 Cedar River Apartments 10/26/2018 2021 with Phase 1 Project PM Peak Synchro 9 Light Report BPJ; William Popp Associates Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 2167 91 17 947 75 69 Future Volume (veh/h) 2167 91 17 947 75 69 Number 2 12 1 6 3 18 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 Adj Sat Flow, veh/h/ln 1765 1800 1765 1765 1765 1765 Adj Flow Rate, veh/h 2408 101 19 1052 83 77 Adj No. of Lanes 3 0 1 3 1 1 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 2 2 Cap, veh/h 3118 130 34 3696 204 182 Arrive On Green 1.00 1.00 0.02 0.82 0.12 0.12 Sat Flow, veh/h 4567 168 1681 4765 1681 1500 Grp Volume(v), veh/h 1469 1040 19 1052 83 77 Grp Sat Flow(s),veh/h/ln 1235 1735 1681 1500 1681 1500 Q Serve(g_s), s 0.0 0.0 1.6 7.6 6.4 6.7 Cycle Q Clear(g_c), s 0.0 0.0 1.6 7.6 6.4 6.7 Prop In Lane 0.10 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 1908 1340 34 3696 204 182 V/C Ratio(X) 0.77 0.78 0.55 0.28 0.41 0.42 Avail Cap(c_a), veh/h 1908 1340 48 3696 204 182 HCM Platoon Ratio 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.53 0.53 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 0.0 0.0 67.9 2.9 56.8 57.0 Incr Delay (d2), s/veh 1.6 2.4 13.1 0.2 5.9 7.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 0.9 0.9 3.2 3.3 3.1 LnGrp Delay(d),s/veh 1.6 2.4 81.1 3.1 62.8 64.0 LnGrp LOS A A F A E E Approach Vol, veh/h 2509 1071 160 Approach Delay, s/veh 2.0 4.5 63.4 Approach LOS A A E Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 6.9 112.1 119.0 21.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 3.0 106.0 114.0 16.0 Max Q Clear Time (g_c+I1), s 3.6 2.0 9.6 8.7 Green Ext Time (p_c), s 0.0 57.0 57.1 0.3 Intersection Summary HCM 2010 Ctrl Delay 5.3 HCM 2010 LOS A 2.b. Phase 2 – Year 2022 with and without Project (includes Phase 1) PM PK HCM 2010 Signalized Intersection Summary 1: I-405 SB On-Ramp/Sunset Blvd & Bronson Way/SR 169 04/30/2019 Cedar River Apartments 04/30/2019 2022 without Phase 2 -- PM Peak Synchro 9 Light Report BPJ; William Popp Associates Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 707 553 68 361 252 819 0 0 0 1235 783 671 Future Volume (veh/h) 707 553 68 361 252 819 0 0 0 1235 783 671 Number 5 2 12 1 6 16 7 4 14 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 Adj Sat Flow, veh/h/ln 1765 1765 1800 1765 1765 1765 1765 1765 1765 Adj Flow Rate, veh/h 786 614 0 401 280 910 1372 870 746 Adj No. of Lanes 2 2 0 1 2 1 2 1 1 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 Cap, veh/h 582 599 0 312 623 1104 1849 971 1093 Arrive On Green 0.18 0.18 0.00 0.06 0.06 0.06 0.55 0.55 0.55 Sat Flow, veh/h 3261 3441 0 1681 3353 1500 3361 1765 1500 Grp Volume(v), veh/h 786 614 0 401 280 910 1372 870 746 Grp Sat Flow(s),veh/h/ln 1630 1676 0 1681 1676 1500 1681 1765 1500 Q Serve(g_s), s 25.0 25.0 0.0 26.0 11.3 26.0 43.4 61.3 37.6 Cycle Q Clear(g_c), s 25.0 25.0 0.0 26.0 11.3 26.0 43.4 61.3 37.6 Prop In Lane 1.00 0.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 582 599 0 312 623 1104 1849 971 1093 V/C Ratio(X) 1.35 1.03 0.00 1.28 0.45 0.82 0.74 0.90 0.68 Avail Cap(c_a), veh/h 582 599 0 312 623 1104 1849 971 1093 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.51 0.51 0.51 0.40 0.40 0.40 Uniform Delay (d), s/veh 57.5 57.5 0.0 65.7 58.8 9.6 24.0 28.0 10.3 Incr Delay (d2), s/veh 168.6 43.4 0.0 140.3 0.3 2.8 1.1 5.7 1.4 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/ln 24.9 15.2 0.0 24.3 5.3 36.2 20.3 31.3 26.1 LnGrp Delay(d),s/veh 226.1 100.9 0.0 206.0 59.1 12.4 25.1 33.6 11.7 LnGrp LOS F F F E B C C B Approach Vol, veh/h 1400 1591 2988 Approach Delay, s/veh 171.2 69.4 24.2 Approach LOS F E C Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 29.0 81.0 30.0 Change Period (Y+Rc), s 5.0 5.0 5.0 Max Green Setting (Gmax), s 24.0 76.0 25.0 Max Q Clear Time (g_c+I1), s 27.0 63.3 28.0 Green Ext Time (p_c), s 0.0 10.9 0.0 Intersection Summary HCM 2010 Ctrl Delay 70.7 HCM 2010 LOS E Notes HCM Signalized Intersection Capacity Analysis 2: I-405 NB Off-Ramp/I-405 NB On-Ramp & SR 169 04/30/2019 Cedar River Apartments 04/30/2019 2022 without Phase 2 -- PM Peak Synchro 9 Light Report BPJ; William Popp Associates Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 64 1723 0 0 764 269 0 0 826 0 0 706 Future Volume (vph) 64 1723 0 0 764 269 0 0 826 0 0 706 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 *0.70 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.85 0.86 0.86 Flt Protected 0.95 1.00 1.00 1.00 1.00 1.00 Satd. Flow (prot) 1621 3241 3582 1450 1476 1476 Flt Permitted 0.95 1.00 1.00 1.00 1.00 1.00 Satd. Flow (perm) 1621 3241 3582 1450 1476 1476 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 71 1914 0 0 849 299 0 0 918 0 0 784 RTOR Reduction (vph) 0 0 0 0 0 197 0 0 0 0 0 11 Lane Group Flow (vph) 71 1914 0 0 849 102 0 0 918 0 0 773 Turn Type Prot NA NA Perm Free Over Protected Phases 5 2 6 5 Permitted Phases 6 Free Actuated Green, G (s) 83.4 140.0 46.6 46.6 140.0 83.4 Effective Green, g (s) 84.4 140.0 47.6 47.6 140.0 84.4 Actuated g/C Ratio 0.60 1.00 0.34 0.34 1.00 0.60 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 977 3241 1217 493 1476 889 v/s Ratio Prot 0.04 0.59 c0.24 c0.52 v/s Ratio Perm 0.07 0.62 v/c Ratio 0.07 0.59 0.70 0.21 0.62 0.87 Uniform Delay, d1 11.5 0.0 40.0 32.8 0.0 23.2 Progression Factor 1.31 1.00 0.78 0.21 1.00 1.00 Incremental Delay, d2 0.0 0.1 3.2 0.9 2.0 9.1 Delay (s) 15.1 0.1 34.3 7.7 2.0 32.3 Level of Service B A C A A C Approach Delay (s) 0.6 27.3 2.0 32.3 Approach LOS A C A C Intersection Summary HCM 2000 Control Delay 12.4 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.81 Actuated Cycle Length (s) 140.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 68.4% ICU Level of Service C Analysis Period (min) 15 Description: SR 169/I-405 NB On-Ramp c Critical Lane Group HCM 2010 Signalized Intersection Summary 3: SR 169 & Shari's Driveway 04/30/2019 Cedar River Apartments 04/30/2019 2022 without Phase 2 -- PM Peak Synchro 9 Light Report BPJ; William Popp Associates Movement EBU EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 16 43 2281 1017 14 4 33 Future Volume (veh/h) 16 43 2281 1017 14 4 33 Number 5 2 6 16 7 14 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 Adj Sat Flow, veh/h/ln 1765 1765 1765 1800 1765 1800 Adj Flow Rate, veh/h 48 2534 1130 16 4 37 Adj No. of Lanes 1 3 4 0 0 0 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 0 0 Cap, veh/h 72 3313 4426 63 7 66 Arrive On Green 0.09 1.00 1.00 1.00 0.05 0.04 Sat Flow, veh/h 1681 4235 5910 76 145 1340 Grp Volume(v), veh/h 48 2534 778 368 42 0 Grp Sat Flow(s),veh/h/ln 1681 1235 1235 1751 1521 0 Q Serve(g_s), s 3.9 0.0 0.0 0.0 3.8 0.0 Cycle Q Clear(g_c), s 3.9 0.0 0.0 0.0 3.8 0.0 Prop In Lane 1.00 0.04 0.10 0.88 Lane Grp Cap(c), veh/h 72 3313 3048 1440 74 0 V/C Ratio(X) 0.67 0.76 0.26 0.26 0.56 0.00 Avail Cap(c_a), veh/h 144 3313 3048 1440 185 0 HCM Platoon Ratio 2.00 2.00 1.33 1.33 1.00 1.00 Upstream Filter(I) 0.77 0.77 0.95 0.95 1.00 0.00 Uniform Delay (d), s/veh 63.0 0.0 0.0 0.0 65.6 0.0 Incr Delay (d2), s/veh 7.9 1.3 0.2 0.4 6.5 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 1.9 0.4 0.1 0.2 1.7 0.0 LnGrp Delay(d),s/veh 70.9 1.3 0.2 0.4 72.1 0.0 LnGrp LOS E A A A E Approach Vol, veh/h 2582 1146 42 Approach Delay, s/veh 2.6 0.3 72.1 Approach LOS A A E Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 129.1 10.9 10.0 119.2 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 114.0 16.0 11.0 98.0 Max Q Clear Time (g_c+I1), s 2.0 5.8 5.9 2.0 Green Ext Time (p_c), s 68.2 0.1 0.0 62.3 Intersection Summary HCM 2010 Ctrl Delay 2.7 HCM 2010 LOS A Notes HCM 2010 Signalized Intersection Summary 4: Cedar River Park Dr & SR 169 04/30/2019 Cedar River Apartments 04/30/2019 2022 without Phase 2 -- PM Peak Synchro 9 Light Report BPJ; William Popp Associates Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 2188 92 18 956 75 69 Future Volume (veh/h) 2188 92 18 956 75 69 Number 2 12 1 6 3 18 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 Adj Sat Flow, veh/h/ln 1765 1800 1765 1765 1765 1765 Adj Flow Rate, veh/h 2431 102 20 1062 83 77 Adj No. of Lanes 3 0 1 3 1 1 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 2 2 Cap, veh/h 3115 130 36 3696 204 182 Arrive On Green 1.00 1.00 0.02 0.82 0.12 0.12 Sat Flow, veh/h 4567 168 1681 4765 1681 1500 Grp Volume(v), veh/h 1482 1051 20 1062 83 77 Grp Sat Flow(s),veh/h/ln 1235 1735 1681 1500 1681 1500 Q Serve(g_s), s 0.0 0.0 1.7 7.7 6.4 6.7 Cycle Q Clear(g_c), s 0.0 0.0 1.7 7.7 6.4 6.7 Prop In Lane 0.10 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 1906 1339 36 3696 204 182 V/C Ratio(X) 0.78 0.78 0.56 0.29 0.41 0.42 Avail Cap(c_a), veh/h 1906 1339 48 3696 204 182 HCM Platoon Ratio 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.52 0.52 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 0.0 0.0 67.9 2.9 56.8 57.0 Incr Delay (d2), s/veh 1.7 2.5 13.0 0.2 5.9 7.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 0.9 0.9 3.2 3.3 3.1 LnGrp Delay(d),s/veh 1.7 2.5 80.9 3.1 62.8 64.0 LnGrp LOS A A F A E E Approach Vol, veh/h 2533 1082 160 Approach Delay, s/veh 2.0 4.6 63.4 Approach LOS A A E Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 7.0 112.0 119.0 21.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 3.0 106.0 114.0 16.0 Max Q Clear Time (g_c+I1), s 3.7 2.0 9.7 8.7 Green Ext Time (p_c), s 0.0 58.2 58.3 0.3 Intersection Summary HCM 2010 Ctrl Delay 5.3 HCM 2010 LOS A HCM 2010 Signalized Intersection Summary 1: I-405 SB On-Ramp/Sunset Blvd & Bronson Way/SR 169 10/29/2018 Cedar River Apartments 10/29/2018 2022 with Phase 2 Project PM Peak Synchro 9 Light Report BPJ; William Popp Associates Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 707 560 68 372 256 829 0 0 0 1269 783 671 Future Volume (veh/h) 707 560 68 372 256 829 0 0 0 1269 783 671 Number 5 2 12 1 6 16 7 4 14 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 Adj Sat Flow, veh/h/ln 1765 1765 1800 1765 1765 1765 1765 1765 1765 Adj Flow Rate, veh/h 786 622 0 413 284 921 1410 870 746 Adj No. of Lanes 2 2 0 1 2 1 2 1 1 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 Cap, veh/h 582 599 0 312 623 1104 1849 971 1093 Arrive On Green 0.18 0.18 0.00 0.06 0.06 0.06 0.55 0.55 0.55 Sat Flow, veh/h 3261 3441 0 1681 3353 1500 3361 1765 1500 Grp Volume(v), veh/h 786 622 0 413 284 921 1410 870 746 Grp Sat Flow(s),veh/h/ln 1630 1676 0 1681 1676 1500 1681 1765 1500 Q Serve(g_s), s 25.0 25.0 0.0 26.0 11.5 26.0 45.5 61.3 37.6 Cycle Q Clear(g_c), s 25.0 25.0 0.0 26.0 11.5 26.0 45.5 61.3 37.6 Prop In Lane 1.00 0.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 582 599 0 312 623 1104 1849 971 1093 V/C Ratio(X) 1.35 1.04 0.00 1.32 0.46 0.83 0.76 0.90 0.68 Avail Cap(c_a), veh/h 582 599 0 312 623 1104 1849 971 1093 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.51 0.51 0.51 0.40 0.40 0.40 Uniform Delay (d), s/veh 57.5 57.5 0.0 65.7 58.9 9.6 24.4 28.0 10.3 Incr Delay (d2), s/veh 168.6 47.2 0.0 156.7 0.3 3.0 1.2 5.7 1.4 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/ln 24.9 15.5 0.0 25.7 5.4 36.7 21.3 31.3 26.1 LnGrp Delay(d),s/veh 226.1 104.7 0.0 222.4 59.1 12.6 25.6 33.6 11.7 LnGrp LOS F F F E B C C B Approach Vol, veh/h 1408 1618 3026 Approach Delay, s/veh 172.5 74.3 24.5 Approach LOS F E C Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 29.0 81.0 30.0 Change Period (Y+Rc), s 5.0 5.0 5.0 Max Green Setting (Gmax), s 24.0 76.0 25.0 Max Q Clear Time (g_c+I1), s 27.0 63.3 28.0 Green Ext Time (p_c), s 0.0 11.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 72.2 HCM 2010 LOS E Notes HCM 2010 Signalized Intersection Summary 1: I-405 SB On-Ramp/Sunset Blvd & Bronson Way/SR 169 05/23/2019 Cedar River Apartments 10/29/2018 2022 with Phase 2 Project PM Peak with dual wblt int1 Synchro 9 Light Report BPJ; William Popp Associates Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 707 560 68 372 256 829 0 0 0 1269 783 671 Future Volume (veh/h) 707 560 68 372 256 829 0 0 0 1269 783 671 Number 5 2 12 1 6 16 7 4 14 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 Adj Sat Flow, veh/h/ln 1765 1765 1800 1765 1765 1765 1765 1765 1765 Adj Flow Rate, veh/h 786 622 0 413 284 921 1410 870 746 Adj No. of Lanes 2 2 0 2 1 1 2 1 1 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 Cap, veh/h 582 599 0 672 353 1104 1801 945 1071 Arrive On Green 0.18 0.18 0.00 0.07 0.07 0.07 0.54 0.54 0.54 Sat Flow, veh/h 3261 3441 0 3361 1765 1500 3361 1765 1500 Grp Volume(v), veh/h 786 622 0 413 284 921 1410 870 746 Grp Sat Flow(s),veh/h/ln 1630 1676 0 1681 1765 1500 1681 1765 1500 Q Serve(g_s), s 25.0 25.0 0.0 16.7 22.2 28.0 47.0 63.2 39.6 Cycle Q Clear(g_c), s 25.0 25.0 0.0 16.7 22.2 28.0 47.0 63.2 39.6 Prop In Lane 1.00 0.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 582 599 0 672 353 1104 1801 945 1071 V/C Ratio(X) 1.35 1.04 0.00 0.61 0.80 0.83 0.78 0.92 0.70 Avail Cap(c_a), veh/h 582 599 0 672 353 1104 1801 945 1071 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.51 0.51 0.51 0.40 0.40 0.40 Uniform Delay (d), s/veh 57.5 57.5 0.0 60.1 62.7 10.0 26.0 29.8 11.4 Incr Delay (d2), s/veh 168.6 47.2 0.0 0.9 6.9 3.0 1.4 7.3 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/ln 24.9 15.5 0.0 7.9 11.6 36.7 22.1 32.6 27.0 LnGrp Delay(d),s/veh 226.1 104.7 0.0 61.0 69.6 13.0 27.4 37.0 12.9 LnGrp LOS F F E E B C D B Approach Vol, veh/h 1408 1618 3026 Approach Delay, s/veh 172.5 35.2 26.6 Approach LOS F D C Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 29.0 79.0 32.0 Change Period (Y+Rc), s 5.0 5.0 5.0 Max Green Setting (Gmax), s 24.0 74.0 27.0 Max Q Clear Time (g_c+I1), s 27.0 65.2 30.0 Green Ext Time (p_c), s 0.0 7.9 0.0 Intersection Summary HCM 2010 Ctrl Delay 62.8 HCM 2010 LOS E Notes HCM Signalized Intersection Capacity Analysis 2: I-405 NB Off-Ramp/I-405 NB On-Ramp & SR 169 10/29/2018 Cedar River Apartments 10/29/2018 2022 with Phase 2 Project PM Peak Synchro 9 Light Report BPJ; William Popp Associates Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 64 1764 0 0 789 280 0 0 843 0 0 706 Future Volume (vph) 64 1764 0 0 789 280 0 0 843 0 0 706 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 *0.70 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.85 0.86 0.86 Flt Protected 0.95 1.00 1.00 1.00 1.00 1.00 Satd. Flow (prot) 1621 3241 3582 1450 1476 1476 Flt Permitted 0.95 1.00 1.00 1.00 1.00 1.00 Satd. Flow (perm) 1621 3241 3582 1450 1476 1476 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 71 1960 0 0 877 311 0 0 937 0 0 784 RTOR Reduction (vph) 0 0 0 0 0 203 0 0 0 0 0 10 Lane Group Flow (vph) 71 1960 0 0 877 108 0 0 937 0 0 774 Turn Type Prot NA NA Perm Free Over Protected Phases 5 2 6 5 Permitted Phases 6 Free Actuated Green, G (s) 83.4 140.0 46.6 46.6 140.0 83.4 Effective Green, g (s) 84.4 140.0 47.6 47.6 140.0 84.4 Actuated g/C Ratio 0.60 1.00 0.34 0.34 1.00 0.60 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 977 3241 1217 493 1476 889 v/s Ratio Prot 0.04 0.60 c0.24 c0.52 v/s Ratio Perm 0.07 0.64 v/c Ratio 0.07 0.60 0.72 0.22 0.63 0.87 Uniform Delay, d1 11.5 0.0 40.4 33.0 0.0 23.2 Progression Factor 1.31 1.00 0.78 0.20 1.00 1.00 Incremental Delay, d2 0.0 0.1 3.6 1.0 2.1 9.3 Delay (s) 15.2 0.1 35.0 7.6 2.1 32.5 Level of Service B A D A A C Approach Delay (s) 0.6 27.8 2.1 32.5 Approach LOS A C A C Intersection Summary HCM 2000 Control Delay 12.5 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.82 Actuated Cycle Length (s) 140.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 68.9% ICU Level of Service C Analysis Period (min) 15 Description: SR 169/I-405 NB On-Ramp c Critical Lane Group HCM 2010 Signalized Intersection Summary 3: SR 169 & Shari's Driveway 10/29/2018 Cedar River Apartments 10/29/2018 2022 with Phase 2 Project PM Peak Synchro 9 Light Report BPJ; William Popp Associates Movement EBU EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 16 43 2339 1053 14 4 33 Future Volume (veh/h) 16 43 2339 1053 14 4 33 Number 5 2 6 16 7 14 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 Adj Sat Flow, veh/h/ln 1765 1765 1765 1800 1765 1800 Adj Flow Rate, veh/h 48 2599 1170 16 4 37 Adj No. of Lanes 1 3 4 0 0 0 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 0 0 Cap, veh/h 72 3313 4428 61 7 66 Arrive On Green 0.09 1.00 1.00 1.00 0.05 0.04 Sat Flow, veh/h 1681 4235 5913 74 145 1340 Grp Volume(v), veh/h 48 2599 805 381 42 0 Grp Sat Flow(s),veh/h/ln 1681 1235 1235 1752 1521 0 Q Serve(g_s), s 3.9 0.0 0.0 0.0 3.8 0.0 Cycle Q Clear(g_c), s 3.9 0.0 0.0 0.0 3.8 0.0 Prop In Lane 1.00 0.04 0.10 0.88 Lane Grp Cap(c), veh/h 72 3313 3048 1441 74 0 V/C Ratio(X) 0.67 0.78 0.26 0.26 0.56 0.00 Avail Cap(c_a), veh/h 144 3313 3048 1441 185 0 HCM Platoon Ratio 2.00 2.00 1.33 1.33 1.00 1.00 Upstream Filter(I) 0.75 0.75 0.95 0.95 1.00 0.00 Uniform Delay (d), s/veh 63.0 0.0 0.0 0.0 65.6 0.0 Incr Delay (d2), s/veh 7.7 1.5 0.2 0.4 6.5 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 1.9 0.5 0.1 0.2 1.7 0.0 LnGrp Delay(d),s/veh 70.8 1.5 0.2 0.4 72.1 0.0 LnGrp LOS E A A A E Approach Vol, veh/h 2647 1186 42 Approach Delay, s/veh 2.7 0.3 72.1 Approach LOS A A E Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 129.1 10.9 10.0 119.2 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 114.0 16.0 11.0 98.0 Max Q Clear Time (g_c+I1), s 2.0 5.8 5.9 2.0 Green Ext Time (p_c), s 72.1 0.1 0.0 65.4 Intersection Summary HCM 2010 Ctrl Delay 2.7 HCM 2010 LOS A Notes HCM 2010 Signalized Intersection Summary 4: Cedar River Park Dr & SR 169 10/29/2018 Cedar River Apartments 10/29/2018 2022 with Phase 2 Project PM Peak Synchro 9 Light Report BPJ; William Popp Associates Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 2196 142 23 956 112 69 Future Volume (veh/h) 2196 142 23 956 112 69 Number 2 12 1 6 3 18 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 Adj Sat Flow, veh/h/ln 1765 1800 1765 1765 1765 1765 Adj Flow Rate, veh/h 2440 158 26 1062 124 77 Adj No. of Lanes 3 0 1 3 1 1 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 2 2 Cap, veh/h 3020 194 44 3696 204 182 Arrive On Green 1.00 1.00 0.03 0.82 0.12 0.12 Sat Flow, veh/h 4468 253 1681 4765 1681 1500 Grp Volume(v), veh/h 1522 1076 26 1062 124 77 Grp Sat Flow(s),veh/h/ln 1235 1720 1681 1500 1681 1500 Q Serve(g_s), s 0.0 0.0 2.1 7.7 9.8 6.7 Cycle Q Clear(g_c), s 0.0 0.0 2.1 7.7 9.8 6.7 Prop In Lane 0.15 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 1895 1319 44 3696 204 182 V/C Ratio(X) 0.80 0.82 0.60 0.29 0.61 0.42 Avail Cap(c_a), veh/h 1895 1319 48 3696 204 182 HCM Platoon Ratio 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.48 0.48 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 0.0 0.0 67.5 2.9 58.3 57.0 Incr Delay (d2), s/veh 1.8 2.8 15.7 0.2 12.7 7.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 1.0 1.2 3.2 5.3 3.1 LnGrp Delay(d),s/veh 1.8 2.8 83.2 3.1 71.1 64.0 LnGrp LOS A A F A E E Approach Vol, veh/h 2598 1088 201 Approach Delay, s/veh 2.2 5.0 68.4 Approach LOS A A E Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 7.6 111.4 119.0 21.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 3.0 106.0 114.0 16.0 Max Q Clear Time (g_c+I1), s 4.1 2.0 9.7 11.8 Green Ext Time (p_c), s 0.0 61.0 61.1 0.3 Intersection Summary HCM 2010 Ctrl Delay 6.4 HCM 2010 LOS A 2.c. Phase 3 – Year 2023 with and without Project (includes Phase 1 and 2) PM PK HCM 2010 Signalized Intersection Summary 1: I-405 SB On-Ramp/Sunset Blvd & Bronson Way/SR 169 04/30/2019 Cedar River Apartments 04/30/2019 2023 WITHOUT Phase 3 Project PM Peak Synchro 9 Light Report BPJ; William Popp Associates Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 714 565 69 376 259 838 0 0 0 1281 791 677 Future Volume (veh/h) 714 565 69 376 259 838 0 0 0 1281 791 677 Number 5 2 12 1 6 16 7 4 14 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 Adj Sat Flow, veh/h/ln 1765 1765 1800 1765 1765 1765 1765 1765 1765 Adj Flow Rate, veh/h 793 628 0 418 288 931 1423 879 752 Adj No. of Lanes 2 2 0 1 2 1 2 1 1 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 Cap, veh/h 582 599 0 312 623 1104 1849 971 1093 Arrive On Green 0.18 0.18 0.00 0.06 0.06 0.06 0.55 0.55 0.55 Sat Flow, veh/h 3261 3441 0 1681 3353 1500 3361 1765 1500 Grp Volume(v), veh/h 793 628 0 418 288 931 1423 879 752 Grp Sat Flow(s),veh/h/ln 1630 1676 0 1681 1676 1500 1681 1765 1500 Q Serve(g_s), s 25.0 25.0 0.0 26.0 11.6 26.0 46.3 62.5 38.2 Cycle Q Clear(g_c), s 25.0 25.0 0.0 26.0 11.6 26.0 46.3 62.5 38.2 Prop In Lane 1.00 0.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 582 599 0 312 623 1104 1849 971 1093 V/C Ratio(X) 1.36 1.05 0.00 1.34 0.46 0.84 0.77 0.91 0.69 Avail Cap(c_a), veh/h 582 599 0 312 623 1104 1849 971 1093 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.48 0.48 0.48 0.40 0.40 0.40 Uniform Delay (d), s/veh 57.5 57.5 0.0 65.7 59.0 9.6 24.6 28.2 10.3 Incr Delay (d2), s/veh 173.8 50.2 0.0 162.8 0.3 3.0 1.3 6.2 1.4 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/ln 25.3 15.7 0.0 26.2 5.4 37.1 21.7 31.9 26.5 LnGrp Delay(d),s/veh 231.3 107.7 0.0 228.5 59.2 12.6 25.9 34.4 11.8 LnGrp LOS F F F E B C C B Approach Vol, veh/h 1421 1637 3054 Approach Delay, s/veh 176.7 76.0 24.8 Approach LOS F E C Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 29.0 81.0 30.0 Change Period (Y+Rc), s 5.0 5.0 5.0 Max Green Setting (Gmax), s 24.0 76.0 25.0 Max Q Clear Time (g_c+I1), s 27.0 64.5 28.0 Green Ext Time (p_c), s 0.0 10.1 0.0 Intersection Summary HCM 2010 Ctrl Delay 73.8 HCM 2010 LOS E Notes HCM Signalized Intersection Capacity Analysis 2: I-405 NB Off-Ramp/I-405 NB On-Ramp & SR 169 04/30/2019 Cedar River Apartments 04/30/2019 2023 WITHOUT Phase 3 Project PM Peak Synchro 9 Light Report BPJ; William Popp Associates Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 65 1782 0 0 797 282 0 0 852 0 0 713 Future Volume (vph) 65 1782 0 0 797 282 0 0 852 0 0 713 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 *0.70 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.85 0.86 0.86 Flt Protected 0.95 1.00 1.00 1.00 1.00 1.00 Satd. Flow (prot) 1621 3241 3582 1450 1476 1476 Flt Permitted 0.95 1.00 1.00 1.00 1.00 1.00 Satd. Flow (perm) 1621 3241 3582 1450 1476 1476 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 72 1980 0 0 886 313 0 0 947 0 0 792 RTOR Reduction (vph) 0 0 0 0 0 203 0 0 0 0 0 10 Lane Group Flow (vph) 72 1980 0 0 886 110 0 0 947 0 0 782 Turn Type Prot NA NA Perm Free Over Protected Phases 5 2 6 5 Permitted Phases 6 Free Actuated Green, G (s) 82.9 140.0 47.1 47.1 140.0 82.9 Effective Green, g (s) 83.9 140.0 48.1 48.1 140.0 83.9 Actuated g/C Ratio 0.60 1.00 0.34 0.34 1.00 0.60 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 971 3241 1230 498 1476 884 v/s Ratio Prot 0.04 0.61 c0.25 c0.53 v/s Ratio Perm 0.08 0.64 v/c Ratio 0.07 0.61 0.72 0.22 0.64 0.88 Uniform Delay, d1 11.8 0.0 40.1 32.6 0.0 23.9 Progression Factor 1.31 1.00 0.74 0.15 1.00 1.00 Incremental Delay, d2 0.0 0.1 3.5 1.0 2.2 10.5 Delay (s) 15.4 0.1 33.2 5.8 2.2 34.4 Level of Service B A C A A C Approach Delay (s) 0.6 26.0 2.2 34.4 Approach LOS A C A C Intersection Summary HCM 2000 Control Delay 12.4 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.82 Actuated Cycle Length (s) 140.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 69.5% ICU Level of Service C Analysis Period (min) 15 Description: SR 169/I-405 NB On-Ramp c Critical Lane Group HCM 2010 Signalized Intersection Summary 3: SR 169 & Shari's Driveway 04/30/2019 Cedar River Apartments 04/30/2019 2023 WITHOUT Phase 3 Project PM Peak Synchro 9 Light Report BPJ; William Popp Associates Movement EBU EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 16 44 2362 1064 14 4 33 Future Volume (veh/h) 16 44 2362 1064 14 4 33 Number 5 2 6 16 7 14 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 Adj Sat Flow, veh/h/ln 1765 1765 1765 1800 1765 1800 Adj Flow Rate, veh/h 49 2624 1182 16 4 37 Adj No. of Lanes 1 3 4 0 0 0 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 0 0 Cap, veh/h 73 3313 4425 60 7 66 Arrive On Green 0.09 1.00 1.00 1.00 0.05 0.04 Sat Flow, veh/h 1681 4235 5914 73 145 1340 Grp Volume(v), veh/h 49 2624 813 385 42 0 Grp Sat Flow(s),veh/h/ln 1681 1235 1235 1752 1521 0 Q Serve(g_s), s 4.0 0.0 0.0 0.0 3.8 0.0 Cycle Q Clear(g_c), s 4.0 0.0 0.0 0.0 3.8 0.0 Prop In Lane 1.00 0.04 0.10 0.88 Lane Grp Cap(c), veh/h 73 3313 3045 1440 74 0 V/C Ratio(X) 0.67 0.79 0.27 0.27 0.56 0.00 Avail Cap(c_a), veh/h 144 3313 3045 1440 185 0 HCM Platoon Ratio 2.00 2.00 1.33 1.33 1.00 1.00 Upstream Filter(I) 0.75 0.75 0.93 0.93 1.00 0.00 Uniform Delay (d), s/veh 62.9 0.0 0.0 0.0 65.6 0.0 Incr Delay (d2), s/veh 7.6 1.5 0.2 0.4 6.5 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 2.0 0.5 0.1 0.2 1.7 0.0 LnGrp Delay(d),s/veh 70.5 1.5 0.2 0.4 72.1 0.0 LnGrp LOS E A A A E Approach Vol, veh/h 2673 1198 42 Approach Delay, s/veh 2.8 0.3 72.1 Approach LOS A A E Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 129.1 10.9 10.1 119.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 114.0 16.0 11.0 98.0 Max Q Clear Time (g_c+I1), s 2.0 5.8 6.0 2.0 Green Ext Time (p_c), s 73.4 0.1 0.0 66.5 Intersection Summary HCM 2010 Ctrl Delay 2.8 HCM 2010 LOS A Notes HCM 2010 Signalized Intersection Summary 4: Cedar River Park Dr & SR 169 04/30/2019 Cedar River Apartments 04/30/2019 2023 WITHOUT Phase 3 Project PM Peak Synchro 9 Light Report BPJ; William Popp Associates Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 2218 144 23 966 113 70 Future Volume (veh/h) 2218 144 23 966 113 70 Number 2 12 1 6 3 18 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 Adj Sat Flow, veh/h/ln 1765 1800 1765 1765 1765 1765 Adj Flow Rate, veh/h 2464 160 26 1073 126 78 Adj No. of Lanes 3 0 1 3 1 1 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 2 2 Cap, veh/h 2992 192 44 3664 216 193 Arrive On Green 1.00 1.00 0.03 0.81 0.13 0.13 Sat Flow, veh/h 4467 253 1681 4765 1681 1500 Grp Volume(v), veh/h 1537 1087 26 1073 126 78 Grp Sat Flow(s),veh/h/ln 1235 1720 1681 1500 1681 1500 Q Serve(g_s), s 0.0 0.0 2.1 8.1 9.9 6.7 Cycle Q Clear(g_c), s 0.0 0.0 2.1 8.1 9.9 6.7 Prop In Lane 0.15 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 1877 1307 44 3664 216 193 V/C Ratio(X) 0.82 0.83 0.60 0.29 0.58 0.40 Avail Cap(c_a), veh/h 1877 1307 48 3664 216 193 HCM Platoon Ratio 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.47 0.47 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 0.0 0.0 67.5 3.2 57.5 56.1 Incr Delay (d2), s/veh 2.0 3.1 15.7 0.2 11.0 6.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 1.1 1.2 3.3 5.2 3.1 LnGrp Delay(d),s/veh 2.0 3.1 83.2 3.4 68.5 62.3 LnGrp LOS A A F A E E Approach Vol, veh/h 2624 1099 204 Approach Delay, s/veh 2.4 5.3 66.1 Approach LOS A A E Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 7.6 110.4 118.0 22.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 3.0 105.0 113.0 17.0 Max Q Clear Time (g_c+I1), s 4.1 2.0 10.1 11.9 Green Ext Time (p_c), s 0.0 62.0 62.0 0.3 Intersection Summary HCM 2010 Ctrl Delay 6.5 HCM 2010 LOS A HCM 2010 Signalized Intersection Summary 1: I-405 SB On-Ramp/Sunset Blvd & Bronson Way/SR 169 10/30/2018 Cedar River Apartments 10/29/2018 2023 with Phase 3 Project PM Peak Synchro 9 Light Report BPJ; William Popp Associates Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 714 567 69 387 265 853 0 0 0 1290 791 677 Future Volume (veh/h) 714 567 69 387 265 853 0 0 0 1290 791 677 Number 5 2 12 1 6 16 7 4 14 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 Adj Sat Flow, veh/h/ln 1765 1765 1800 1765 1765 1765 1765 1765 1765 Adj Flow Rate, veh/h 793 630 0 430 294 948 1433 879 752 Adj No. of Lanes 2 2 0 1 2 1 2 1 1 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 Cap, veh/h 582 599 0 312 623 1104 1849 971 1093 Arrive On Green 0.18 0.18 0.00 0.06 0.06 0.06 0.55 0.55 0.55 Sat Flow, veh/h 3261 3441 0 1681 3353 1500 3361 1765 1500 Grp Volume(v), veh/h 793 630 0 430 294 948 1433 879 752 Grp Sat Flow(s),veh/h/ln 1630 1676 0 1681 1676 1500 1681 1765 1500 Q Serve(g_s), s 25.0 25.0 0.0 26.0 11.9 26.0 46.8 62.5 38.2 Cycle Q Clear(g_c), s 25.0 25.0 0.0 26.0 11.9 26.0 46.8 62.5 38.2 Prop In Lane 1.00 0.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 582 599 0 312 623 1104 1849 971 1093 V/C Ratio(X) 1.36 1.05 0.00 1.38 0.47 0.86 0.78 0.91 0.69 Avail Cap(c_a), veh/h 582 599 0 312 623 1104 1849 971 1093 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.48 0.48 0.48 0.40 0.40 0.40 Uniform Delay (d), s/veh 57.5 57.5 0.0 65.7 59.1 9.6 24.7 28.2 10.3 Incr Delay (d2), s/veh 173.8 51.3 0.0 179.5 0.3 3.5 1.3 6.2 1.4 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/ln 25.3 15.8 0.0 27.7 5.5 37.9 22.0 31.9 26.5 LnGrp Delay(d),s/veh 231.3 108.8 0.0 245.2 59.3 13.1 26.0 34.4 11.8 LnGrp LOS F F F E B C C B Approach Vol, veh/h 1423 1672 3064 Approach Delay, s/veh 177.1 80.9 24.9 Approach LOS F F C Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 29.0 81.0 30.0 Change Period (Y+Rc), s 5.0 5.0 5.0 Max Green Setting (Gmax), s 24.0 76.0 25.0 Max Q Clear Time (g_c+I1), s 27.0 64.5 28.0 Green Ext Time (p_c), s 0.0 10.1 0.0 Intersection Summary HCM 2010 Ctrl Delay 75.3 HCM 2010 LOS E Notes HCM 2010 Signalized Intersection Summary 1: I-405 SB On-Ramp/Sunset Blvd & Bronson Way/SR 169 10/30/2018 Cedar River Apartments 10/30/2018 2023 with Phase 3 Project PM Peak -- dual WBL Synchro 9 Light Report BPJ; William Popp Associates Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 714 567 69 387 265 853 0 0 0 1290 791 677 Future Volume (veh/h) 714 567 69 387 265 853 0 0 0 1290 791 677 Number 5 2 12 1 6 16 7 4 14 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 Adj Sat Flow, veh/h/ln 1765 1765 1800 1765 1765 1765 1765 1765 1765 Adj Flow Rate, veh/h 793 630 0 430 294 948 1433 879 752 Adj No. of Lanes 2 2 0 2 1 1 2 1 1 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 Cap, veh/h 582 599 0 624 328 1104 1849 971 1093 Arrive On Green 0.18 0.18 0.00 0.06 0.06 0.06 0.55 0.55 0.55 Sat Flow, veh/h 3261 3441 0 3361 1765 1500 3361 1765 1500 Grp Volume(v), veh/h 793 630 0 430 294 948 1433 879 752 Grp Sat Flow(s),veh/h/ln 1630 1676 0 1681 1765 1500 1681 1765 1500 Q Serve(g_s), s 25.0 25.0 0.0 17.6 23.2 26.0 46.8 62.5 38.2 Cycle Q Clear(g_c), s 25.0 25.0 0.0 17.6 23.2 26.0 46.8 62.5 38.2 Prop In Lane 1.00 0.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 582 599 0 624 328 1104 1849 971 1093 V/C Ratio(X) 1.36 1.05 0.00 0.69 0.90 0.86 0.78 0.91 0.69 Avail Cap(c_a), veh/h 582 599 0 624 328 1104 1849 971 1093 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.48 0.48 0.48 0.40 0.40 0.40 Uniform Delay (d), s/veh 57.5 57.5 0.0 61.7 64.4 9.6 24.7 28.2 10.3 Incr Delay (d2), s/veh 173.8 51.3 0.0 1.5 14.6 3.5 1.3 6.2 1.4 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/ln 25.3 15.8 0.0 8.3 12.7 37.9 22.0 31.9 26.5 LnGrp Delay(d),s/veh 231.3 108.8 0.0 63.3 79.0 13.1 26.0 34.4 11.8 LnGrp LOS F F E E B C C B Approach Vol, veh/h 1423 1672 3064 Approach Delay, s/veh 177.1 37.6 24.9 Approach LOS F D C Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 29.0 81.0 30.0 Change Period (Y+Rc), s 5.0 5.0 5.0 Max Green Setting (Gmax), s 24.0 76.0 25.0 Max Q Clear Time (g_c+I1), s 27.0 64.5 28.0 Green Ext Time (p_c), s 0.0 10.1 0.0 Intersection Summary HCM 2010 Ctrl Delay 63.5 HCM 2010 LOS E Notes HCM Signalized Intersection Capacity Analysis 2: I-405 NB Off-Ramp/I-405 NB On-Ramp & SR 169 10/29/2018 Cedar River Apartments 10/29/2018 2023 with Phase 3 Project PM Peak Synchro 9 Light Report BPJ; William Popp Associates Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 65 1793 0 0 829 293 0 0 856 0 0 713 Future Volume (vph) 65 1793 0 0 829 293 0 0 856 0 0 713 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 *0.70 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.85 0.86 0.86 Flt Protected 0.95 1.00 1.00 1.00 1.00 1.00 Satd. Flow (prot) 1621 3241 3582 1450 1476 1476 Flt Permitted 0.95 1.00 1.00 1.00 1.00 1.00 Satd. Flow (perm) 1621 3241 3582 1450 1476 1476 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 72 1992 0 0 921 326 0 0 951 0 0 792 RTOR Reduction (vph) 0 0 0 0 0 204 0 0 0 0 0 9 Lane Group Flow (vph) 72 1992 0 0 921 122 0 0 951 0 0 783 Turn Type Prot NA NA Perm Free Over Protected Phases 5 2 6 5 Permitted Phases 6 Free Actuated Green, G (s) 83.0 140.0 47.0 47.0 140.0 83.0 Effective Green, g (s) 84.0 140.0 48.0 48.0 140.0 84.0 Actuated g/C Ratio 0.60 1.00 0.34 0.34 1.00 0.60 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 972 3241 1228 497 1476 885 v/s Ratio Prot 0.04 0.61 c0.26 c0.53 v/s Ratio Perm 0.08 0.64 v/c Ratio 0.07 0.61 0.75 0.25 0.64 0.88 Uniform Delay, d1 11.7 0.0 40.7 33.0 0.0 23.9 Progression Factor 1.31 1.00 0.74 0.16 1.00 1.00 Incremental Delay, d2 0.0 0.1 4.1 1.1 2.2 10.5 Delay (s) 15.3 0.1 34.3 6.4 2.2 34.4 Level of Service B A C A A C Approach Delay (s) 0.6 27.0 2.2 34.4 Approach LOS A C A C Intersection Summary HCM 2000 Control Delay 12.7 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.84 Actuated Cycle Length (s) 140.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 70.2% ICU Level of Service C Analysis Period (min) 15 Description: SR 169/I-405 NB On-Ramp c Critical Lane Group HCM 2010 Signalized Intersection Summary 3: SR 169 & Shari's Driveway 10/30/2018 Cedar River Apartments 10/29/2018 2023 with Phase 3 Project PM Peak Synchro 9 Light Report BPJ; William Popp Associates Movement EBU EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 16 44 2377 1107 14 4 33 Future Volume (veh/h) 16 44 2377 1107 14 4 33 Number 5 2 6 16 7 14 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 Adj Sat Flow, veh/h/ln 1765 1765 1765 1800 1765 1800 Adj Flow Rate, veh/h 49 2641 1230 16 4 37 Adj No. of Lanes 1 3 4 0 0 0 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 0 0 Cap, veh/h 73 3313 4428 58 7 66 Arrive On Green 0.09 1.00 1.00 1.00 0.05 0.04 Sat Flow, veh/h 1681 4235 5918 70 145 1340 Grp Volume(v), veh/h 49 2641 846 400 42 0 Grp Sat Flow(s),veh/h/ln 1681 1235 1235 1752 1521 0 Q Serve(g_s), s 4.0 0.0 0.0 0.0 3.8 0.0 Cycle Q Clear(g_c), s 4.0 0.0 0.0 0.0 3.8 0.0 Prop In Lane 1.00 0.04 0.10 0.88 Lane Grp Cap(c), veh/h 73 3313 3045 1440 74 0 V/C Ratio(X) 0.67 0.80 0.28 0.28 0.56 0.00 Avail Cap(c_a), veh/h 144 3313 3045 1440 185 0 HCM Platoon Ratio 2.00 2.00 1.33 1.33 1.00 1.00 Upstream Filter(I) 0.74 0.74 0.93 0.93 1.00 0.00 Uniform Delay (d), s/veh 62.9 0.0 0.0 0.0 65.6 0.0 Incr Delay (d2), s/veh 7.6 1.6 0.2 0.4 6.5 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 2.0 0.5 0.1 0.2 1.7 0.0 LnGrp Delay(d),s/veh 70.5 1.6 0.2 0.4 72.1 0.0 LnGrp LOS E A A A E Approach Vol, veh/h 2690 1246 42 Approach Delay, s/veh 2.8 0.3 72.1 Approach LOS A A E Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 129.1 10.9 10.1 119.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 114.0 16.0 11.0 98.0 Max Q Clear Time (g_c+I1), s 2.0 5.8 6.0 2.0 Green Ext Time (p_c), s 75.4 0.1 0.0 68.1 Intersection Summary HCM 2010 Ctrl Delay 2.8 HCM 2010 LOS A Notes HCM 2010 Signalized Intersection Summary 4: Cedar River Park Dr & SR 169 10/30/2018 Cedar River Apartments 10/29/2018 2023 with Phase 3 Project PM Peak Synchro 9 Light Report BPJ; William Popp Associates Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 2224 153 24 966 157 73 Future Volume (veh/h) 2224 153 24 966 157 73 Number 2 12 1 6 3 18 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 Adj Sat Flow, veh/h/ln 1765 1800 1765 1765 1765 1765 Adj Flow Rate, veh/h 2471 170 27 1073 174 81 Adj No. of Lanes 3 0 1 3 1 1 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 2 2 Cap, veh/h 2976 202 45 3664 216 193 Arrive On Green 1.00 1.00 0.03 0.81 0.13 0.13 Sat Flow, veh/h 4451 267 1681 4765 1681 1500 Grp Volume(v), veh/h 1547 1094 27 1073 174 81 Grp Sat Flow(s),veh/h/ln 1235 1718 1681 1500 1681 1500 Q Serve(g_s), s 0.0 0.0 2.2 8.1 14.1 7.0 Cycle Q Clear(g_c), s 0.0 0.0 2.2 8.1 14.1 7.0 Prop In Lane 0.16 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 1875 1304 45 3664 216 193 V/C Ratio(X) 0.82 0.84 0.60 0.29 0.81 0.42 Avail Cap(c_a), veh/h 1875 1304 48 3664 216 193 HCM Platoon Ratio 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.46 0.46 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 0.0 0.0 67.4 3.2 59.3 56.2 Incr Delay (d2), s/veh 2.0 3.2 17.2 0.2 26.5 6.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 1.1 1.3 3.3 8.1 3.2 LnGrp Delay(d),s/veh 2.0 3.2 84.6 3.4 85.8 62.8 LnGrp LOS A A F A F E Approach Vol, veh/h 2641 1100 255 Approach Delay, s/veh 2.5 5.4 78.5 Approach LOS A A E Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 7.7 110.3 118.0 22.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 3.0 105.0 113.0 17.0 Max Q Clear Time (g_c+I1), s 4.2 2.0 10.1 16.1 Green Ext Time (p_c), s 0.0 62.8 62.7 0.1 Intersection Summary HCM 2010 Ctrl Delay 8.1 HCM 2010 LOS A 2.d. Full Build Year 2023 with and without Project. Note that the “without Project” condition does not include any of the phased development. The “with Project” condition is the same as 1.c. above. PM PK HCM 2010 Signalized Intersection Summary 1: I-405 SB On-Ramp/Sunset Blvd & Bronson Way/SR 169 05/01/2019 Cedar River Apartments 04/30/2019 2023 WITHOUT all of Project -- PM Peak Synchro 9 Light Report BPJ; William Popp Associates Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 714 552 69 355 251 818 0 0 0 1216 791 677 Future Volume (veh/h) 714 552 69 355 251 818 0 0 0 1216 791 677 Number 5 2 12 1 6 16 7 4 14 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 Adj Sat Flow, veh/h/ln 1765 1765 1800 1765 1765 1765 1765 1765 1765 Adj Flow Rate, veh/h 793 613 0 394 279 909 1351 879 752 Adj No. of Lanes 2 2 0 1 2 1 2 1 1 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 Cap, veh/h 582 599 0 312 623 1104 1849 971 1093 Arrive On Green 0.18 0.18 0.00 0.06 0.06 0.06 0.55 0.55 0.55 Sat Flow, veh/h 3261 3441 0 1681 3353 1500 3361 1765 1500 Grp Volume(v), veh/h 793 613 0 394 279 909 1351 879 752 Grp Sat Flow(s),veh/h/ln 1630 1676 0 1681 1676 1500 1681 1765 1500 Q Serve(g_s), s 25.0 25.0 0.0 26.0 11.2 26.0 42.3 62.5 38.2 Cycle Q Clear(g_c), s 25.0 25.0 0.0 26.0 11.2 26.0 42.3 62.5 38.2 Prop In Lane 1.00 0.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 582 599 0 312 623 1104 1849 971 1093 V/C Ratio(X) 1.36 1.02 0.00 1.26 0.45 0.82 0.73 0.91 0.69 Avail Cap(c_a), veh/h 582 599 0 312 623 1104 1849 971 1093 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.54 0.54 0.54 0.40 0.40 0.40 Uniform Delay (d), s/veh 57.5 57.5 0.0 65.7 58.8 9.6 23.7 28.2 10.3 Incr Delay (d2), s/veh 173.8 43.0 0.0 131.5 0.3 2.9 1.0 6.2 1.4 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/ln 25.3 15.1 0.0 23.5 5.3 36.1 19.8 31.9 26.5 LnGrp Delay(d),s/veh 231.3 100.5 0.0 197.2 59.1 12.5 24.7 34.4 11.8 LnGrp LOS F F F E B C C B Approach Vol, veh/h 1406 1582 2982 Approach Delay, s/veh 174.3 66.7 24.3 Approach LOS F E C Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 29.0 81.0 30.0 Change Period (Y+Rc), s 5.0 5.0 5.0 Max Green Setting (Gmax), s 24.0 76.0 25.0 Max Q Clear Time (g_c+I1), s 27.0 64.5 28.0 Green Ext Time (p_c), s 0.0 10.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 70.9 HCM 2010 LOS E Notes HCM Signalized Intersection Capacity Analysis 2: I-405 NB Off-Ramp/I-405 NB On-Ramp & SR 169 05/01/2019 Cedar River Apartments 10/29/2018 2023 with Phase 3 Project PM Peak Synchro 9 Light Report BPJ; William Popp Associates Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 65 1704 0 0 748 263 0 0 819 0 0 713 Future Volume (vph) 65 1704 0 0 748 263 0 0 819 0 0 713 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 *0.70 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.85 0.86 0.86 Flt Protected 0.95 1.00 1.00 1.00 1.00 1.00 Satd. Flow (prot) 1621 3241 3582 1450 1476 1476 Flt Permitted 0.95 1.00 1.00 1.00 1.00 1.00 Satd. Flow (perm) 1621 3241 3582 1450 1476 1476 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 72 1893 0 0 831 292 0 0 910 0 0 792 RTOR Reduction (vph) 0 0 0 0 0 191 0 0 0 0 0 13 Lane Group Flow (vph) 72 1893 0 0 831 101 0 0 910 0 0 779 Turn Type Prot NA NA Perm Free Over Protected Phases 5 2 6 5 Permitted Phases 6 Free Actuated Green, G (s) 82.8 140.0 47.2 47.2 140.0 82.8 Effective Green, g (s) 83.8 140.0 48.2 48.2 140.0 83.8 Actuated g/C Ratio 0.60 1.00 0.34 0.34 1.00 0.60 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 970 3241 1233 499 1476 883 v/s Ratio Prot 0.04 0.58 c0.23 c0.53 v/s Ratio Perm 0.07 0.62 v/c Ratio 0.07 0.58 0.67 0.20 0.62 0.88 Uniform Delay, d1 11.8 0.0 39.2 32.3 0.0 23.9 Progression Factor 1.31 1.00 0.74 0.15 1.00 1.00 Incremental Delay, d2 0.0 0.1 2.8 0.9 1.9 10.3 Delay (s) 15.5 0.1 31.7 5.7 1.9 34.2 Level of Service B A C A A C Approach Delay (s) 0.6 24.9 1.9 34.2 Approach LOS A C A C Intersection Summary HCM 2000 Control Delay 12.1 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.81 Actuated Cycle Length (s) 140.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 68.5% ICU Level of Service C Analysis Period (min) 15 Description: SR 169/I-405 NB On-Ramp c Critical Lane Group without all of project PM Peak HCM 2010 Signalized Intersection Summary 3: SR 169 & Shari's Driveway 05/01/2019 Cedar River Apartments 04/30/2019 2023 WITHOUT all of Project -- PM Peak Synchro 9 Light Report BPJ; William Popp Associates Movement EBU EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 16 44 2250 994 14 4 33 Future Volume (veh/h) 16 44 2250 994 14 4 33 Number 5 2 6 16 7 14 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 Adj Sat Flow, veh/h/ln 1765 1765 1765 1800 1765 1800 Adj Flow Rate, veh/h 49 2500 1104 16 4 37 Adj No. of Lanes 1 3 4 0 0 0 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 0 0 Cap, veh/h 73 3313 4420 64 7 66 Arrive On Green 0.09 1.00 1.00 1.00 0.05 0.04 Sat Flow, veh/h 1681 4235 5908 78 145 1340 Grp Volume(v), veh/h 49 2500 760 360 42 0 Grp Sat Flow(s),veh/h/ln 1681 1235 1235 1751 1521 0 Q Serve(g_s), s 4.0 0.0 0.0 0.0 3.8 0.0 Cycle Q Clear(g_c), s 4.0 0.0 0.0 0.0 3.8 0.0 Prop In Lane 1.00 0.04 0.10 0.88 Lane Grp Cap(c), veh/h 73 3313 3045 1439 74 0 V/C Ratio(X) 0.67 0.75 0.25 0.25 0.56 0.00 Avail Cap(c_a), veh/h 144 3313 3045 1439 185 0 HCM Platoon Ratio 2.00 2.00 1.33 1.33 1.00 1.00 Upstream Filter(I) 0.77 0.77 0.96 0.96 1.00 0.00 Uniform Delay (d), s/veh 62.9 0.0 0.0 0.0 65.6 0.0 Incr Delay (d2), s/veh 7.9 1.3 0.2 0.4 6.5 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 2.0 0.4 0.1 0.2 1.7 0.0 LnGrp Delay(d),s/veh 70.8 1.3 0.2 0.4 72.1 0.0 LnGrp LOS E A A A E Approach Vol, veh/h 2549 1120 42 Approach Delay, s/veh 2.6 0.3 72.1 Approach LOS A A E Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 129.1 10.9 10.1 119.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 114.0 16.0 11.0 98.0 Max Q Clear Time (g_c+I1), s 2.0 5.8 6.0 2.0 Green Ext Time (p_c), s 66.0 0.1 0.0 60.5 Intersection Summary HCM 2010 Ctrl Delay 2.7 HCM 2010 LOS A Notes HCM 2010 Signalized Intersection Summary 4: Cedar River Park Dr & SR 169 05/01/2019 Cedar River Apartments 04/30/2019 2023 WITHOUT all of Project -- PM Peak Synchro 9 Light Report BPJ; William Popp Associates Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 2210 40 13 966 41 70 Future Volume (veh/h) 2210 40 13 966 41 70 Number 2 12 1 6 3 18 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 Adj Sat Flow, veh/h/ln 1765 1800 1765 1765 1765 1765 Adj Flow Rate, veh/h 2456 44 14 1073 46 78 Adj No. of Lanes 3 0 1 3 1 1 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 2 2 Cap, veh/h 3190 57 28 3664 216 193 Arrive On Green 1.00 1.00 0.02 0.81 0.13 0.13 Sat Flow, veh/h 4677 74 1681 4765 1681 1500 Grp Volume(v), veh/h 1461 1039 14 1073 46 78 Grp Sat Flow(s),veh/h/ln 1235 1752 1681 1500 1681 1500 Q Serve(g_s), s 0.0 0.0 1.2 8.1 3.4 6.7 Cycle Q Clear(g_c), s 0.0 0.0 1.2 8.1 3.4 6.7 Prop In Lane 0.04 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 1900 1347 28 3664 216 193 V/C Ratio(X) 0.77 0.77 0.50 0.29 0.21 0.40 Avail Cap(c_a), veh/h 1900 1347 48 3664 216 193 HCM Platoon Ratio 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.53 0.53 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 0.0 0.0 68.3 3.2 54.7 56.1 Incr Delay (d2), s/veh 1.7 2.4 13.2 0.2 2.2 6.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 0.9 0.6 3.3 1.7 3.1 LnGrp Delay(d),s/veh 1.7 2.4 81.5 3.4 56.9 62.3 LnGrp LOS A A F A E E Approach Vol, veh/h 2500 1087 124 Approach Delay, s/veh 1.9 4.4 60.3 Approach LOS A A E Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 6.3 111.7 118.0 22.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 3.0 105.0 113.0 17.0 Max Q Clear Time (g_c+I1), s 3.2 2.0 10.1 8.7 Green Ext Time (p_c), s 0.0 56.7 56.7 0.2 Intersection Summary HCM 2010 Ctrl Delay 4.6 HCM 2010 LOS A 3. SimTraffic AM PEAK HOUR summary results for Year 2023 for a) without Project, b) with Project, c) with Project and with Intersection 1 improvements, and d) same as (c) except with decreased ramp meter rates at 4 sec per ramp. SimTraffic Performance Report 05/15/2019 2023 AM -- without all of project Default Cedar River Apartments SimTraffic Report BPJ; William Popp Associates Page 1 1: I-405 SB On-Ramp/Sunset Blvd & Bronson Way/SR 169 Performance by movement Movement EBL EBT EBR WBL WBT WBR SBL SBT SBR All Denied Del/Veh (s) 0.2 0.1 0.1 0.9 0.0 0.4 0.0 0.0 0.0 0.3 Total Del/Veh (s) 420.4 61.2 4.0 36.9 18.6 9.4 264.5 333.8 101.8 162.5 2: I-405 NB Off-Ramp/I-405 NB On-Ramp & SR 169 Performance by movement Movement EBL EBT WBT WBR NBR SBR All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.3 0.1 0.0 Total Del/Veh (s) 62.5 2.3 23.8 231.5 2.4 34.3 47.1 3: SR 169 & Shari's Driveway Performance by movement Movement EBU EBL EBT WBT WBR SBL SBR All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.0 0.9 0.2 0.0 Total Del/Veh (s) 74.8 78.8 2.4 55.8 221.4 100.8 33.9 42.4 4: Cedar River Park Dr & SR 169 Performance by movement Movement EBT EBR WBL WBT NBL NBR All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.1 4.2 0.0 Total Del/Veh (s) 12.1 5.7 72.3 65.4 56.4 1.5 51.9 5: Site East Access & SR 169 Performance by movement Movement EBT EBR WBL WBT NBR All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.1 0.0 Total Del/Veh (s) 2.2 0.9 7.6 18.0 2.7 13.9 8: I-405 NB On-Ramp & ramp meter simulation Performance by movement Movement EBT EBR NBT All Denied Del/Veh (s) 0.1 0.4 321.8 140.7 Total Del/Veh (s) 2.9 2.4 276.1 116.8 16: I-405 NB On-Ramp Performance by movement Movement NBT All Denied Del/Veh (s) 0.0 0.0 Total Del/Veh (s) 4.6 4.6 19: I-405 SB On-Ramp & meter Performance by movement Movement EBT SBT All Denied Del/Veh (s) 0.4 0.0 0.0 Total Del/Veh (s) 2.0 103.4 102.7 SimTraffic Performance Report 05/15/2019 2023 AM -- without all of project Default Cedar River Apartments SimTraffic Report BPJ; William Popp Associates Page 1 1: I-405 SB On-Ramp/Sunset Blvd & Bronson Way/SR 169 Performance by movement Movement EBL EBT EBR WBL WBT WBR SBL SBT SBR All Denied Del/Veh (s) 0.1 0.1 0.1 69.7 21.4 31.4 0.0 0.0 0.0 19.7 Total Del/Veh (s) 408.7 59.2 2.7 42.5 18.8 10.4 247.0 300.8 109.9 160.8 2: I-405 NB Off-Ramp/I-405 NB On-Ramp & SR 169 Performance by movement Movement EBL EBT WBT WBR NBR SBR All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.3 0.0 0.0 Total Del/Veh (s) 67.3 1.9 31.2 230.0 2.6 34.8 49.3 3: SR 169 & Shari's Driveway Performance by movement Movement EBU EBL EBT WBT WBR SBL SBR All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.0 0.1 0.2 0.0 Total Del/Veh (s) 85.3 85.9 2.0 60.6 204.8 81.1 27.0 44.2 4: Cedar River Park Dr & SR 169 Performance by movement Movement EBT EBR WBL WBT NBL NBR All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.3 4.2 0.0 Total Del/Veh (s) 4.3 1.6 97.7 88.3 70.2 17.4 62.4 5: Site East Access & SR 169 Performance by movement Movement EBT EBR WBL WBT NBR All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.1 0.0 Total Del/Veh (s) 2.4 1.4 4.7 22.2 3.5 16.2 8: I-405 NB On-Ramp & ramp meter simulation Performance by movement Movement EBR NBT All Denied Del/Veh (s) 0.4 5.2 2.3 Total Del/Veh (s) 2.4 270.9 112.9 16: I-405 NB On-Ramp Performance by movement Movement EBT NBT All Denied Del/Veh (s) 0.1 0.0 0.0 Total Del/Veh (s) 0.3 4.6 4.5 19: I-405 SB On-Ramp & meter Performance by movement Movement EBT SBT All Denied Del/Veh (s) 0.1 0.0 0.0 Total Del/Veh (s) 3.3 96.7 96.4 WITH PROJECT SimTraffic Performance Report 05/15/2019 2023 AM -- without all of project Default Cedar River Apartments SimTraffic Report BPJ; William Popp Associates Page 1 1: I-405 SB On-Ramp/Sunset Blvd & Bronson Way/SR 169 Performance by movement Movement EBL EBT EBR WBL WBT WBR SBL SBT SBR All Denied Del/Veh (s) 0.1 0.1 0.1 1.3 0.8 0.2 0.0 0.0 0.0 0.4 Total Del/Veh (s) 89.7 56.9 3.8 100.1 46.3 12.7 246.8 298.8 88.9 131.5 2: I-405 NB Off-Ramp/I-405 NB On-Ramp & SR 169 Performance by movement Movement EBL EBT WBT WBR NBR SBR All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.3 14.3 2.9 Total Del/Veh (s) 33.1 2.2 56.0 232.2 2.3 92.5 71.9 3: SR 169 & Shari's Driveway Performance by movement Movement EBU EBL EBT WBT WBR SBL SBR All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.0 0.3 0.2 0.0 Total Del/Veh (s) 64.3 61.6 2.4 66.3 110.2 63.7 99.0 49.4 4: Cedar River Park Dr & SR 169 Performance by movement Movement EBT EBR WBL WBT NBL NBR All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 1.5 3.3 0.1 Total Del/Veh (s) 11.3 2.2 181.2 89.6 87.9 5.1 68.1 5: Site East Access & SR 169 Performance by movement Movement EBT EBR WBL WBT NBR All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.1 0.0 Total Del/Veh (s) 3.7 2.0 24.3 23.4 5.0 18.0 8: I-405 NB On-Ramp & ramp meter simulation Performance by movement Movement EBT EBR NBT All Denied Del/Veh (s) 0.1 0.6 1.7 1.0 Total Del/Veh (s) 1.5 3.3 275.4 113.5 16: I-405 NB On-Ramp Performance by movement Movement EBT NBT All Denied Del/Veh (s) 0.1 0.0 0.0 Total Del/Veh (s) 0.3 4.6 4.5 19: I-405 SB On-Ramp & meter Performance by movement Movement EBT SBT All Denied Del/Veh (s) 0.1 0.0 0.0 Total Del/Veh (s) 2.8 106.2 105.9 WITH PROJECT WITH DUAL WBLT AT INT1 SimTraffic Performance Report 05/15/2019 2023 AM -- without all of project Default Cedar River Apartments SimTraffic Report BPJ; William Popp Associates Page 1 1: I-405 SB On-Ramp/Sunset Blvd & Bronson Way/SR 169 Performance by movement Movement EBL EBT EBR WBL WBT WBR SBL SBT SBR All Denied Del/Veh (s) 0.1 0.1 0.1 5.5 2.1 4.2 0.0 0.0 0.0 1.8 Total Del/Veh (s) 72.1 45.0 2.5 60.6 39.4 28.1 40.2 31.6 11.9 38.3 2: I-405 NB Off-Ramp/I-405 NB On-Ramp & SR 169 Performance by movement Movement EBL EBT WBT WBR NBR SBR All Denied Del/Veh (s) 0.0 0.0 0.2 0.0 0.3 162.4 21.5 Total Del/Veh (s) 19.2 1.1 42.2 3.7 2.6 230.4 53.2 3: SR 169 & Shari's Driveway Performance by movement Movement EBU EBL EBT WBT WBR SBL SBR All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.0 Total Del/Veh (s) 63.7 50.4 1.6 25.0 2.2 43.8 44.9 20.6 4: Cedar River Park Dr & SR 169 Performance by movement Movement EBT EBR WBL WBT NBL NBR All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.3 4.2 0.0 Total Del/Veh (s) 8.1 3.0 160.0 47.7 47.4 4.3 38.4 5: Site East Access & SR 169 Performance by movement Movement EBT EBR WBL WBT NBR All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.1 0.0 Total Del/Veh (s) 2.9 1.8 12.2 9.3 4.1 7.8 8: I-405 NB On-Ramp & ramp meter simulation Performance by movement Movement EBR NBT All Denied Del/Veh (s) 404.6 0.0 213.1 Total Del/Veh (s) 42.2 11.3 26.2 19: I-405 SB On-Ramp & meter Performance by movement Movement EBT SBT All Denied Del/Veh (s) 0.1 0.0 0.0 Total Del/Veh (s) 5.6 12.2 12.2 WITH PROJECT WITH DUAL WBLT INT1 WITH ETL 4. SimTraffic PM PEAK HOUR summary results for Year 2023 for a) without Project, b) with Project, c) with Project and with Intersection 1 improvements, and d) same as (c) except with decreased ramp meter rates at 4 sec per ramp. SimTraffic Performance Report 05/15/2019 2023 without any Project PM Peak Default Cedar River Apartments SimTraffic Report BPJ; William Popp Associates Page 1 1: Bronson Way/SR 169 & Sunset Blvd Performance by movement Interval #1 5:00 Movement EBL EBT EBR WBL WBT WBR SBL SBT SBR All Denied Del/Veh (s) 0.2 0.1 0.1 0.0 0.0 0.0 86.0 98.0 53.1 34.2 Total Del/Veh (s) 187.7 77.1 44.3 84.3 39.2 27.4 194.3 230.1 30.8 122.6 1: Bronson Way/SR 169 & Sunset Blvd Performance by movement Interval #2 5:15 Movement EBL EBT EBR WBL WBT WBR SBL SBT SBR All Denied Del/Veh (s) 0.2 0.1 0.1 0.0 0.0 0.0 104.4 109.4 90.0 43.8 Total Del/Veh (s) 174.2 67.1 55.2 75.3 38.8 26.5 175.9 232.5 31.5 117.5 1: Bronson Way/SR 169 & Sunset Blvd Performance by movement Interval #3 5:30 Movement EBL EBT EBR WBL WBT WBR SBL SBT SBR All Denied Del/Veh (s) 0.2 0.1 0.1 0.0 0.0 0.0 147.2 142.1 90.6 57.5 Total Del/Veh (s) 258.0 56.3 21.7 70.4 35.5 26.6 145.8 261.0 83.6 139.0 1: Bronson Way/SR 169 & Sunset Blvd Performance by movement Interval #4 5:45 Movement EBL EBT EBR WBL WBT WBR SBL SBT SBR All Denied Del/Veh (s) 0.2 0.1 0.1 0.0 0.0 0.0 193.0 176.2 125.9 76.2 Total Del/Veh (s) 289.9 73.0 59.0 84.9 38.4 27.3 160.2 250.4 42.3 142.8 1: Bronson Way/SR 169 & Sunset Blvd Performance by movement Entire Run Movement EBL EBT EBR WBL WBT WBR SBL SBT SBR All Denied Del/Veh (s) 0.2 0.1 0.1 0.0 0.0 0.0 150.4 149.3 97.2 55.6 Total Del/Veh (s) 298.8 78.1 49.2 84.3 39.7 27.6 201.5 319.9 51.1 150.6 2: I-405 NB Off-Ramp & SR 169 Performance by movement Interval #1 5:00 Movement EBL EBT WBT WBR NBR SBR All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 1.0 1.0 0.4 Total Del/Veh (s) 11.6 2.6 109.1 5.7 5.3 40.1 32.4 2: I-405 NB Off-Ramp & SR 169 Performance by movement Interval #2 5:15 Movement EBL EBT WBT WBR NBR SBT SBR All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.9 0.0 0.0 0.2 Total Del/Veh (s) 24.1 2.7 89.0 7.4 6.4 10.9 39.3 30.3 2: I-405 NB Off-Ramp & SR 169 Performance by movement Interval #3 5:30 Movement EBL EBT WBT WBR NBR SBR All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.9 0.4 0.3 Total Del/Veh (s) 13.9 2.4 111.8 4.7 5.5 43.2 33.5 SimTraffic Performance Report 05/15/2019 2023 without any Project PM Peak Default Cedar River Apartments SimTraffic Report BPJ; William Popp Associates Page 2 2: I-405 NB Off-Ramp & SR 169 Performance by movement Interval #4 5:45 Movement EBL EBT WBT WBR NBR SBR All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.9 0.1 0.2 Total Del/Veh (s) 16.8 2.9 96.2 6.1 5.7 34.5 29.9 2: I-405 NB Off-Ramp & SR 169 Performance by movement Entire Run Movement EBL EBT WBT WBR NBR SBT SBR All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.9 0.0 0.4 0.3 Total Del/Veh (s) 16.5 2.7 111.9 6.0 5.8 10.9 42.4 32.8 3: SR 169 & Shari's Driveway Performance by movement Interval #1 5:00 Movement EBU EBL EBT WBT WBR SBL SBR All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.0 Total Del/Veh (s) 26.2 73.7 2.4 60.4 7.4 0.9 12.4 21.5 3: SR 169 & Shari's Driveway Performance by movement Interval #2 5:15 Movement EBU EBL EBT WBT WBR SBL SBR All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.0 Total Del/Veh (s) 64.8 62.7 2.7 56.2 4.7 1.6 36.5 20.9 3: SR 169 & Shari's Driveway Performance by movement Interval #3 5:30 Movement EBU EBL EBT WBT WBR SBR All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.0 0.2 0.0 Total Del/Veh (s) 43.4 61.6 2.7 42.7 2.9 80.9 17.2 3: SR 169 & Shari's Driveway Performance by movement Interval #4 5:45 Movement EBU EBL EBT WBT WBR SBR All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.0 0.1 0.0 Total Del/Veh (s) 70.5 57.3 3.1 10.4 0.4 3.0 6.2 3: SR 169 & Shari's Driveway Performance by movement Entire Run Movement EBU EBL EBT WBT WBR SBL SBR All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.0 0.1 0.2 0.0 Total Del/Veh (s) 61.9 66.6 2.8 44.4 4.0 1.3 47.7 16.8 4: Cedar River Park Dr & SR 169 Performance by movement Interval #1 5:00 Movement EBT EBR WBL WBT NBL NBR All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.3 3.9 0.1 Total Del/Veh (s) 5.2 1.4 81.3 25.2 37.1 5.9 12.7 SimTraffic Performance Report 05/15/2019 2023 without any Project PM Peak Default Cedar River Apartments SimTraffic Report BPJ; William Popp Associates Page 3 4: Cedar River Park Dr & SR 169 Performance by movement Interval #2 5:15 Movement EBT EBR WBL WBT NBL NBR All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.4 3.9 0.1 Total Del/Veh (s) 6.3 0.9 49.9 33.2 57.6 5.4 15.8 4: Cedar River Park Dr & SR 169 Performance by movement Interval #3 5:30 Movement EBT EBR WBL WBT NBL NBR All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.1 4.2 0.1 Total Del/Veh (s) 5.0 1.6 58.5 4.8 33.9 5.0 5.6 4: Cedar River Park Dr & SR 169 Performance by movement Interval #4 5:45 Movement EBT EBR WBL WBT NBL NBR All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.4 4.0 0.1 Total Del/Veh (s) 7.4 1.5 68.5 3.7 99.8 5.7 6.9 4: Cedar River Park Dr & SR 169 Performance by movement Entire Run Movement EBT EBR WBL WBT NBL NBR All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.3 4.0 0.1 Total Del/Veh (s) 6.1 1.3 73.5 17.4 52.3 5.5 10.5 5: Site East Access & SR 169 Performance by movement Interval #1 5:00 Movement EBT EBR WBL WBT NBR All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.6 0.0 Total Del/Veh (s) 4.2 0.7 38.1 0.3 30.9 3.2 5: Site East Access & SR 169 Performance by movement Interval #2 5:15 Movement EBT EBR WBL WBT NBR All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.1 0.0 Total Del/Veh (s) 5.2 0.0 61.3 0.2 14.2 4.1 5: Site East Access & SR 169 Performance by movement Interval #3 5:30 Movement EBT EBR WBL WBT NBR All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.4 0.0 Total Del/Veh (s) 4.0 0.1 12.2 0.2 38.4 3.4 5: Site East Access & SR 169 Performance by movement Interval #4 5:45 Movement EBT EBR WBL WBT NBR All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.1 0.0 Total Del/Veh (s) 6.5 2.5 21.8 0.3 32.0 4.9 SimTraffic Performance Report 05/15/2019 2023 base with Project PM Peak Default Cedar River Apartments SimTraffic Report BPJ; William Popp Associates Page 1 1: Bronson Way/SR 169 & Sunset Blvd Performance by movement Interval #1 5:00 Movement EBL EBT EBR WBL WBT WBR SBL SBT SBR All Denied Del/Veh (s) 0.2 0.1 0.1 0.0 0.0 0.0 56.9 65.5 95.4 30.3 Total Del/Veh (s) 220.0 56.1 14.5 94.6 38.7 26.7 155.1 193.7 34.4 117.6 1: Bronson Way/SR 169 & Sunset Blvd Performance by movement Interval #2 5:15 Movement EBL EBT EBR WBL WBT WBR SBL SBT SBR All Denied Del/Veh (s) 0.2 0.1 0.2 0.0 0.0 0.0 111.3 47.1 105.8 39.0 Total Del/Veh (s) 256.6 59.9 54.2 78.8 35.4 25.2 163.9 251.3 25.6 130.2 1: Bronson Way/SR 169 & Sunset Blvd Performance by movement Interval #3 5:30 Movement EBL EBT EBR WBL WBT WBR SBL SBT SBR All Denied Del/Veh (s) 0.2 0.1 0.2 0.0 0.0 0.0 154.7 105.1 140.9 52.8 Total Del/Veh (s) 293.6 107.5 111.5 108.9 38.3 21.2 160.9 281.4 60.6 154.7 1: Bronson Way/SR 169 & Sunset Blvd Performance by movement Interval #4 5:45 Movement EBL EBT EBR WBL WBT WBR SBL SBT SBR All Denied Del/Veh (s) 0.2 0.1 0.1 0.0 0.0 0.0 191.7 180.3 161.5 83.9 Total Del/Veh (s) 305.0 91.2 80.1 120.0 47.7 20.3 158.8 277.5 44.3 156.4 1: Bronson Way/SR 169 & Sunset Blvd Performance by movement Entire Run Movement EBL EBT EBR WBL WBT WBR SBL SBT SBR All Denied Del/Veh (s) 0.2 0.1 0.1 0.0 0.0 0.0 144.4 107.2 137.8 53.7 Total Del/Veh (s) 367.5 88.6 75.6 108.6 41.9 24.0 187.4 327.5 42.7 161.6 2: I-405 NB Off-Ramp & SR 169 Performance by movement Interval #1 5:00 Movement EBL EBT WBT WBR NBR SBR All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.9 0.0 0.2 Total Del/Veh (s) 29.1 2.6 83.5 5.0 5.4 32.0 25.8 2: I-405 NB Off-Ramp & SR 169 Performance by movement Interval #2 5:15 Movement EBL EBT WBT WBR NBR SBT SBR All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.7 0.0 0.0 0.1 Total Del/Veh (s) 17.9 2.4 54.3 6.3 4.8 23.2 51.2 24.2 2: I-405 NB Off-Ramp & SR 169 Performance by movement Interval #3 5:30 Movement EBL EBT WBT WBR NBR SBT SBR All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 1.0 0.0 0.2 Total Del/Veh (s) 23.8 2.3 110.4 6.4 5.9 3.7 28.6 30.3 SimTraffic Performance Report 05/15/2019 2023 base with Project PM Peak Default Cedar River Apartments SimTraffic Report BPJ; William Popp Associates Page 2 2: I-405 NB Off-Ramp & SR 169 Performance by movement Interval #4 5:45 Movement EBL EBT WBT WBR NBR SBR All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 1.0 0.0 0.2 Total Del/Veh (s) 14.9 2.5 90.5 7.3 5.8 40.5 28.4 2: I-405 NB Off-Ramp & SR 169 Performance by movement Entire Run Movement EBL EBT WBT WBR NBR SBT SBR All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.9 0.0 0.0 0.2 Total Del/Veh (s) 22.2 2.5 89.5 6.5 5.6 23.3 39.7 27.9 3: SR 169 & Shari's Driveway Performance by movement Interval #1 5:00 Movement EBU EBL EBT WBT WBR SBL SBR All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.0 Total Del/Veh (s) 95.1 56.9 2.5 4.5 0.3 63.5 11.6 4.9 3: SR 169 & Shari's Driveway Performance by movement Interval #2 5:15 Movement EBU EBL EBT WBT WBR SBR All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.0 0.1 0.0 Total Del/Veh (s) 82.2 80.1 1.9 3.8 0.8 6.9 4.1 3: SR 169 & Shari's Driveway Performance by movement Interval #3 5:30 Movement EBU EBL EBT WBT WBR SBR All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.0 0.1 0.0 Total Del/Veh (s) 70.6 45.8 2.5 4.5 0.0 8.5 3.9 3: SR 169 & Shari's Driveway Performance by movement Interval #4 5:45 Movement EBU EBL EBT WBT WBR SBL SBR All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.0 Total Del/Veh (s) 76.5 72.6 2.6 16.7 0.1 46.1 13.8 8.5 3: SR 169 & Shari's Driveway Performance by movement Entire Run Movement EBU EBL EBT WBT WBR SBL SBR All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.0 Total Del/Veh (s) 80.8 68.7 2.4 7.6 0.4 50.4 10.2 5.4 4: Cedar River Park Dr & SR 169 Performance by movement Interval #1 5:00 Movement EBT EBR WBL WBT NBL NBR All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.5 3.9 0.1 Total Del/Veh (s) 6.9 3.1 71.2 5.4 56.0 5.2 8.9 SimTraffic Performance Report 05/15/2019 2023 base with Project PM Peak Default Cedar River Apartments SimTraffic Report BPJ; William Popp Associates Page 3 4: Cedar River Park Dr & SR 169 Performance by movement Interval #2 5:15 Movement EBT EBR WBL WBT NBL NBR All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.6 3.6 0.2 Total Del/Veh (s) 5.6 2.0 73.7 6.5 48.3 5.6 9.0 4: Cedar River Park Dr & SR 169 Performance by movement Interval #3 5:30 Movement EBT EBR WBL WBT NBL NBR All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.2 4.1 0.1 Total Del/Veh (s) 7.5 4.5 71.8 5.7 36.9 5.0 8.4 4: Cedar River Park Dr & SR 169 Performance by movement Interval #4 5:45 Movement EBT EBR WBL WBT NBL NBR All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.6 3.6 0.1 Total Del/Veh (s) 6.5 2.6 57.5 7.8 53.7 4.9 9.4 4: Cedar River Park Dr & SR 169 Performance by movement Entire Run Movement EBT EBR WBL WBT NBL NBR All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.5 3.8 0.1 Total Del/Veh (s) 6.7 3.1 67.5 6.5 51.7 5.2 9.1 5: Site East Access & SR 169 Performance by movement Interval #1 5:00 Movement EBT EBR WBL WBT NBR All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.1 0.0 Total Del/Veh (s) 4.8 0.6 48.2 0.3 26.0 3.8 5: Site East Access & SR 169 Performance by movement Interval #2 5:15 Movement EBT EBR WBL WBT NBR All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.1 0.0 Total Del/Veh (s) 4.2 0.0 52.8 0.2 56.3 3.5 5: Site East Access & SR 169 Performance by movement Interval #3 5:30 Movement EBT EBR WBL WBT NBR All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.1 0.0 Total Del/Veh (s) 4.6 3.5 27.6 0.3 50.4 3.6 5: Site East Access & SR 169 Performance by movement Interval #4 5:45 Movement EBT EBR WBL WBT NBR All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.1 0.0 Total Del/Veh (s) 4.6 0.8 51.1 0.3 27.2 3.7 SimTraffic Performance Report 05/15/2019 2023 base with Project PM Peak Default Cedar River Apartments SimTraffic Report BPJ; William Popp Associates Page 1 1: Bronson Way/SR 169 & Sunset Blvd Performance by movement Interval #1 5:00 Movement EBL EBT EBR WBL WBT WBR SBL SBT SBR All Denied Del/Veh (s) 0.2 0.1 0.1 0.0 0.0 0.0 98.7 131.5 109.3 48.0 Total Del/Veh (s) 117.3 52.8 28.8 59.6 43.1 21.8 170.0 219.2 31.3 105.2 1: Bronson Way/SR 169 & Sunset Blvd Performance by movement Interval #2 5:15 Movement EBL EBT EBR WBL WBT WBR SBL SBT SBR All Denied Del/Veh (s) 0.2 0.1 0.1 0.0 0.0 0.0 125.5 194.4 152.4 73.9 Total Del/Veh (s) 56.0 82.2 70.4 129.9 68.7 26.2 154.1 199.4 16.0 96.4 1: Bronson Way/SR 169 & Sunset Blvd Performance by movement Interval #3 5:30 Movement EBL EBT EBR WBL WBT WBR SBL SBT SBR All Denied Del/Veh (s) 0.1 0.1 0.1 0.0 0.0 0.0 224.8 258.4 251.4 115.5 Total Del/Veh (s) 60.0 53.2 20.3 102.0 57.9 23.9 168.5 237.6 27.8 99.3 1: Bronson Way/SR 169 & Sunset Blvd Performance by movement Interval #4 5:45 Movement EBL EBT EBR WBL WBT WBR SBL SBT SBR All Denied Del/Veh (s) 0.2 0.1 0.2 0.0 0.0 0.0 294.0 323.6 288.1 155.3 Total Del/Veh (s) 59.2 60.6 36.3 115.3 55.0 29.1 157.6 246.3 32.3 100.3 1: Bronson Way/SR 169 & Sunset Blvd Performance by movement Entire Run Movement EBL EBT EBR WBL WBT WBR SBL SBT SBR All Denied Del/Veh (s) 0.2 0.1 0.1 0.0 0.0 0.0 225.8 294.7 252.4 109.4 Total Del/Veh (s) 82.7 68.5 41.7 112.9 62.4 26.3 189.3 282.3 27.2 111.6 2: I-405 NB Off-Ramp & SR 169 Performance by movement Interval #1 5:00 Movement EBL EBT WBT WBR NBR SBR All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.9 0.0 0.2 Total Del/Veh (s) 9.8 2.2 23.0 4.6 4.9 47.9 15.3 2: I-405 NB Off-Ramp & SR 169 Performance by movement Interval #2 5:15 Movement EBL EBT WBT WBR NBR SBR All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.8 18.2 3.5 Total Del/Veh (s) 9.5 2.6 48.4 7.2 5.6 97.9 30.7 2: I-405 NB Off-Ramp & SR 169 Performance by movement Interval #3 5:30 Movement EBL EBT WBT WBR NBR SBR All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 1.0 22.0 3.9 Total Del/Veh (s) 12.7 2.5 31.1 5.1 5.6 80.7 24.2 WITH WB DUAL LEFTWITH DUAL WBL INT1 SimTraffic Performance Report 05/15/2019 2023 base with Project PM Peak Default Cedar River Apartments SimTraffic Report BPJ; William Popp Associates Page 2 2: I-405 NB Off-Ramp & SR 169 Performance by movement Interval #4 5:45 Movement EBL EBT WBT WBR NBR SBR All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 1.4 2.0 0.7 Total Del/Veh (s) 27.0 2.5 29.8 4.5 6.4 114.9 29.5 2: I-405 NB Off-Ramp & SR 169 Performance by movement Entire Run Movement EBL EBT WBT WBR NBR SBR All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 1.0 10.9 2.1 Total Del/Veh (s) 14.0 2.5 34.2 5.5 5.7 93.6 25.7 3: SR 169 & Shari's Driveway Performance by movement Interval #1 5:00 Movement EBU EBL EBT WBT WBR SBL SBR All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.0 Total Del/Veh (s) 30.1 52.6 3.2 3.1 2.5 48.9 12.6 3.9 3: SR 169 & Shari's Driveway Performance by movement Interval #2 5:15 Movement EBU EBL EBT WBT WBR SBR All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.0 0.1 0.0 Total Del/Veh (s) 59.1 60.6 3.1 3.0 1.6 7.3 3.9 3: SR 169 & Shari's Driveway Performance by movement Interval #3 5:30 Movement EBU EBL EBT WBT WBR SBR All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.0 0.1 0.0 Total Del/Veh (s) 65.9 45.0 3.4 3.9 0.4 10.5 4.7 3: SR 169 & Shari's Driveway Performance by movement Interval #4 5:45 Movement EBU EBL EBT WBT WBR SBL SBR All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.0 Total Del/Veh (s) 79.0 52.2 3.4 3.4 0.1 3.6 6.5 4.1 3: SR 169 & Shari's Driveway Performance by movement Entire Run Movement EBU EBL EBT WBT WBR SBL SBR All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.0 0.1 0.1 0.0 Total Del/Veh (s) 57.4 56.6 3.3 3.4 1.3 33.8 9.5 4.2 4: Cedar River Park Dr & SR 169 Performance by movement Interval #1 5:00 Movement EBT EBR WBL WBT NBL NBR All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.3 4.0 0.1 Total Del/Veh (s) 7.2 3.4 72.6 5.3 59.2 4.6 9.1 WITH DUAL WBL INT1 SimTraffic Performance Report 05/15/2019 2023 base with Project PM Peak Default Cedar River Apartments SimTraffic Report BPJ; William Popp Associates Page 3 4: Cedar River Park Dr & SR 169 Performance by movement Interval #2 5:15 Movement EBT EBR WBL WBT NBL NBR All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.6 3.8 0.1 Total Del/Veh (s) 7.7 2.5 66.4 3.8 57.8 7.0 9.6 4: Cedar River Park Dr & SR 169 Performance by movement Interval #3 5:30 Movement EBT EBR WBL WBT NBL NBR All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.5 4.0 0.1 Total Del/Veh (s) 8.5 3.0 39.3 6.0 35.0 5.8 9.0 4: Cedar River Park Dr & SR 169 Performance by movement Interval #4 5:45 Movement EBT EBR WBL WBT NBL NBR All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.5 3.8 0.1 Total Del/Veh (s) 7.5 2.1 59.3 6.3 56.6 6.0 9.3 4: Cedar River Park Dr & SR 169 Performance by movement Entire Run Movement EBT EBR WBL WBT NBL NBR All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.5 3.9 0.1 Total Del/Veh (s) 7.8 2.8 61.6 5.4 55.9 6.0 9.4 5: Site East Access & SR 169 Performance by movement Interval #1 5:00 Movement EBT EBR WBL WBT NBR All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.1 0.0 Total Del/Veh (s) 5.6 1.8 55.5 0.2 23.6 4.2 5: Site East Access & SR 169 Performance by movement Interval #2 5:15 Movement EBT EBR WBL WBT NBR All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.1 0.0 Total Del/Veh (s) 6.2 1.3 16.2 0.2 19.1 4.4 5: Site East Access & SR 169 Performance by movement Interval #3 5:30 Movement EBT EBR WBL WBT NBR All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.1 0.0 Total Del/Veh (s) 6.4 0.0 1.3 0.3 15.4 4.3 5: Site East Access & SR 169 Performance by movement Interval #4 5:45 Movement EBT EBR WBL WBT NBR All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.1 0.0 Total Del/Veh (s) 6.3 0.9 26.8 0.3 15.1 4.6 WITH DUAL WBL INT1 SimTraffic Performance Report 05/15/2019 2023 base with Project PM Peak Default Cedar River Apartments SimTraffic Report BPJ; William Popp Associates Page 1 1: Bronson Way/SR 169 & Sunset Blvd Performance by movement Interval #1 5:00 Movement EBL EBT EBR WBL WBT WBR SBL SBT SBR All Denied Del/Veh (s) 0.2 0.1 0.3 0.0 0.0 0.0 1.0 0.3 0.2 0.3 Total Del/Veh (s) 92.0 54.5 16.6 50.2 53.7 28.5 44.8 44.0 11.3 45.9 1: Bronson Way/SR 169 & Sunset Blvd Performance by movement Interval #2 5:15 Movement EBL EBT EBR WBL WBT WBR SBL SBT SBR All Denied Del/Veh (s) 0.2 0.1 0.1 0.0 0.0 0.0 0.1 0.0 0.2 0.1 Total Del/Veh (s) 128.8 46.1 21.6 52.0 51.9 30.5 36.5 28.4 8.1 48.3 1: Bronson Way/SR 169 & Sunset Blvd Performance by movement Interval #3 5:30 Movement EBL EBT EBR WBL WBT WBR SBL SBT SBR All Denied Del/Veh (s) 0.2 0.1 0.1 0.0 0.0 0.0 1.8 1.2 1.2 0.8 Total Del/Veh (s) 122.2 54.2 21.8 52.8 52.3 26.0 50.1 45.6 9.1 51.2 1: Bronson Way/SR 169 & Sunset Blvd Performance by movement Interval #4 5:45 Movement EBL EBT EBR WBL WBT WBR SBL SBT SBR All Denied Del/Veh (s) 0.2 0.1 0.1 0.0 0.0 0.0 1.4 0.4 0.5 0.5 Total Del/Veh (s) 127.5 69.5 50.2 54.1 47.8 19.9 35.7 33.4 9.7 49.8 1: Bronson Way/SR 169 & Sunset Blvd Performance by movement Entire Run Movement EBL EBT EBR WBL WBT WBR SBL SBT SBR All Denied Del/Veh (s) 0.2 0.1 0.2 0.0 0.0 0.0 1.1 0.5 0.5 0.4 Total Del/Veh (s) 139.9 62.7 28.2 54.8 54.3 26.9 44.9 40.9 10.0 52.5 2: I-405 NB Off-Ramp & SR 169 Performance by movement Interval #1 5:00 Movement EBL EBT WBT WBR NBR SBR All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.8 33.3 5.1 Total Del/Veh (s) 13.5 2.9 26.1 4.9 5.0 123.7 27.1 2: I-405 NB Off-Ramp & SR 169 Performance by movement Interval #2 5:15 Movement EBL EBT WBT WBR NBR SBT SBR All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 1.0 0.0 31.8 5.1 Total Del/Veh (s) 13.8 3.6 28.6 5.8 6.4 80.6 104.9 27.3 2: I-405 NB Off-Ramp & SR 169 Performance by movement Interval #3 5:30 Movement EBL EBT WBT WBR NBR SBT SBR All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 1.1 0.0 7.0 1.4 Total Del/Veh (s) 15.5 3.2 29.9 3.9 5.6 68.2 95.3 26.1 WITH DUAL WBL AND ETLWITH DUAL WBL INT1 AND ETL SimTraffic Performance Report 05/15/2019 2023 base with Project PM Peak Default Cedar River Apartments SimTraffic Report BPJ; William Popp Associates Page 2 2: I-405 NB Off-Ramp & SR 169 Performance by movement Interval #4 5:45 Movement EBL EBT WBT WBR NBR SBR All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 1.8 28.5 5.3 Total Del/Veh (s) 10.3 3.7 29.8 4.5 7.3 91.4 25.0 2: I-405 NB Off-Ramp & SR 169 Performance by movement Entire Run Movement EBL EBT WBT WBR NBR SBT SBR All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 1.2 0.0 25.3 4.2 Total Del/Veh (s) 13.3 3.4 29.0 4.9 6.2 73.5 116.1 27.2 3: SR 169 & Shari's Driveway Performance by movement Interval #1 5:00 Movement EBU EBL EBT WBT WBR SBR All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.0 0.1 0.0 Total Del/Veh (s) 43.5 67.7 4.4 3.1 3.0 5.6 5.1 3: SR 169 & Shari's Driveway Performance by movement Interval #2 5:15 Movement EBU EBL EBT WBT WBR SBL SBR All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.0 0.1 0.3 0.0 Total Del/Veh (s) 79.0 76.0 4.8 3.3 0.8 7.1 26.3 5.7 3: SR 169 & Shari's Driveway Performance by movement Interval #3 5:30 Movement EBU EBL EBT WBT WBR SBR All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.0 0.1 0.0 Total Del/Veh (s) 54.3 69.9 4.4 2.8 0.4 9.4 4.5 3: SR 169 & Shari's Driveway Performance by movement Interval #4 5:45 Movement EBU EBL EBT WBT WBR SBR All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.0 0.1 0.0 Total Del/Veh (s) 62.6 62.3 5.4 2.2 8.8 15.8 5.2 3: SR 169 & Shari's Driveway Performance by movement Entire Run Movement EBU EBL EBT WBT WBR SBL SBR All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.0 0.1 0.2 0.0 Total Del/Veh (s) 59.2 74.0 4.8 2.9 3.9 7.1 15.8 5.2 4: Cedar River Park Dr & SR 169 Performance by movement Interval #1 5:00 Movement EBT EBR WBL WBT NBL NBR All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.7 4.1 0.1 Total Del/Veh (s) 9.3 3.0 45.7 7.4 40.9 6.5 9.8 WITH DUAL WBL INT1 AND ETL SimTraffic Performance Report 05/15/2019 2023 base with Project PM Peak Default Cedar River Apartments SimTraffic Report BPJ; William Popp Associates Page 3 4: Cedar River Park Dr & SR 169 Performance by movement Interval #2 5:15 Movement EBT EBR WBL WBT NBL NBR All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.5 4.0 0.1 Total Del/Veh (s) 9.4 2.8 23.9 5.6 55.1 6.9 10.2 4: Cedar River Park Dr & SR 169 Performance by movement Interval #3 5:30 Movement EBT EBR WBL WBT NBL NBR All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.9 3.2 0.1 Total Del/Veh (s) 10.0 2.5 64.2 6.0 47.4 5.6 10.7 4: Cedar River Park Dr & SR 169 Performance by movement Interval #4 5:45 Movement EBT EBR WBL WBT NBL NBR All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.3 3.9 0.1 Total Del/Veh (s) 11.7 5.0 83.0 4.7 41.8 6.0 11.4 4: Cedar River Park Dr & SR 169 Performance by movement Entire Run Movement EBT EBR WBL WBT NBL NBR All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.6 3.8 0.1 Total Del/Veh (s) 10.3 3.3 61.3 6.1 48.4 6.3 10.7 5: Site East Access & SR 169 Performance by movement Interval #1 5:00 Movement EBT EBR WBL WBT NBR All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.1 0.0 Total Del/Veh (s) 7.7 0.5 59.6 0.3 8.5 5.6 5: Site East Access & SR 169 Performance by movement Interval #2 5:15 Movement EBT EBR WBL WBT NBR All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.1 0.0 Total Del/Veh (s) 9.0 1.3 72.1 0.2 56.3 7.2 5: Site East Access & SR 169 Performance by movement Interval #3 5:30 Movement EBT EBR WBL WBT NBR All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.1 0.0 Total Del/Veh (s) 8.5 3.2 70.8 0.2 22.0 6.2 5: Site East Access & SR 169 Performance by movement Interval #4 5:45 Movement EBT EBR WBL WBT NBR All Denied Del/Veh (s) 0.0 0.0 0.0 0.0 0.1 0.0 Total Del/Veh (s) 10.1 0.9 88.0 0.3 46.5 8.0 WITH DUAL WBL AND ETLWITH DUAL WBL INT1 AND ETL END OF APPENDIX