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Bates 07592-07691 Appendix M - Supplemental Traffic Operations Analysis
Froom Ranch Specific Plan Project Final EIR APPENDIX M Supplemental Traffic Operations Analysis for LOVR/U.S. 101 07592 This Page Intentionally Left Blank. 07593 City of San Luis Obispo, Public Works, 919 Palm Street, San Luis Obispo, CA, 93401-3218, 805.781.7200, slocity.org TECHNICAL MEMORANDUM FROOM RANCH SPECIFIC PLAN SUPPLEMENTAL TRAFFIC OPERATIONS ANALYSIS FOR LOVR/U.S. 101 June 1, 2020 BACKGROUND During the public review period for the Froom Ranch Specific Plan (FRSP) Draft Environmental Impact Report (DEIR), Caltrans District 5 submitted a comment letter (dated December 20, 2019) expressing questions and concerns on several topics ranging from traffic operations to stormwater hydraulics. Two primary concerns regarding traffic operations include the following: Concern that the baseline traffic data used in the FRSP Transportation Impact Study (TIS) is now outdated and newer traffic count data should be utilized Concern that the proposed mitigation measures at the Los Osos Valley Road (LOVR)/U.S. 101 Southbound (SB) Off-Ramp are not adequate to address queuing issues Following the public review period for the DEIR, City of San Luis Obispo staff met with Caltrans District 5 staff to discuss these concerns. Caltrans staff articulated their concern that the traffic operations analysis provided in the TIS did not adequately capture the complex interaction between the closely-spaced LOVR/Calle Joaquin and LOVR/U.S. 101 SB Ramps intersections, where vehicles exiting the off-ramp are frequently impeded by queues spilling back from the upstream intersection at Calle Joaquin. Caltrans’ primary concern was that conditions at the off-ramp would continue to degrade with additional development growth within the City until the Prado Road Interchange is completed, which will relieve traffic demand at the LOVR interchange. While Caltrans initially suggested that more substantial improvements were desired at the off-ramp, such as widening the full ramp to two-lanes, ultimately City and Caltrans staff agreed that the following alternate strategy would be acceptable: Continue with the mitigation improvements at the LOVR/U.S. 101 SB Ramps intersection as recommended in the FRSP DEIR, which include extension of the SB LOVR right-turn pocket, and extension of the WB thru/left-turn lane turn pocket storage at the SB 101 off-ramp; and Implement signal coordination between the City-operated LOVR/Calle Joaquin traffic signal and the Caltrans-operated LOVR/U.S. 101 SB Ramps traffic signal to allow more efficient signal progression between these intersections to reduce queue spillback at the off-ramp. City staff agreed to proceed with the additional mitigation recommendations and to provide a supplemental traffic operations analysis with more current baseline traffic data to verify that 07594 Froom Ranch Specific Plan Supplemental Traffic Analysis LOVR/U.S. 101 Intersections 2 the recommended measures would adequately address the queueing concerns at the off- ramp. This technical memorandum provides a summary of this supplemental traffic analysis prepared by City traffic engineering division to verify that the final mitigation recommendations at this location adequately address the queueing concerns at the off-ramp. ANALYSIS Study Locations and Analysis Scenarios For the purposes of this focused analysis, the study area was selected based on the specific concerns identified by Caltrans at LOVR/U.S. 101 Interchange. The analysis includes intersection operations analysis for autos only and focuses on the following four intersections on LOVR in the vicinity of the LOVR/U.S. 101 interchange (study intersection numbering consistent with FRSP TIS): Int. #9 – LOVR/Calle Joaquin Int. #10 – LOVR/U.S. 101 SB Ramps Int. #11 – LOVR/U.S. 101 NB Ramps Int. #12 – LOVR/S. Higuera This focused analysis evaluates AM and PM peak hour conditions for the following traffic volume scenarios: Existing Conditions o Existing (2020) traffic volumes and intersection geometrics Existing Plus Project Conditions o Existing conditions plus traffic generated by FRSP development Near Term (2025) Conditions o Existing traffic levels plus background traffic generated by currently planned/approved development projects, including buildout of San Luis Ranch and Avila Ranch o Assumes Prado Road Interchange is not yet complete Near Term Plus Project Conditions o Near Term Conditions plus traffic generated by FRSP development Existing Conditions Traffic Volumes As mentioned above, in the comment letter on the FRSP DEIR, Caltrans requested that additional analysis be conducted using more recent traffic count data. The City’s current TIS Guidelines require that traffic studies utilize existing traffic data that is no more than two years old. In addition, per CEQA Section 15125, the environmental setting established for analysis within an EIR shall be prepared based upon existing information available at the time of publication of the Notice of Preparation (NOP). The FRSP EIR NOP and project TIS were initiated July of 2017 and the project TIS utilized the most recent traffic data available from the City at that time—counts collected during spring of 2016. At the time, this count data was less than two years old, which was consistent with City standard procedures and CEQA best practices. While the analysis presented in the DEIR is considered adequate for CEQA purposes, City staff agreed to provide supplemental analysis to Caltrans using more recent traffic data for the LOVR/U.S. 101 Interchange study intersections. 07595 Froom Ranch Specific Plan Supplemental Traffic Analysis LOVR/U.S. 101 Intersections 3 The City of San Luis Obispo collected traffic counts on LOVR at the Calle Joaquin, U.S. 101 SB and NB Ramps intersections in February 2020. Peak period queuing observations were also collected at the SB ramps as part of this data collection effort. The 2020 counts are provided as Attachment A. Analysis Approach The SB U.S. 101 off-ramp at LOVR is approximately 1,170 feet long measured from the gore point to the limit line. Approximately 185 feet from the intersection, the off-ramp widens to provide a trap right-turn lane and a shared through/right-turn lane. While the analysis results reported in the FRSP TIS did not report substantial queuing spillback at the SB off-ramp, anecdotal reports indicate that during peak periods, extensive queuing sometimes occurs at the off-ramp due to upstream queues at the LOVR/Calle Joaquin intersection spilling back and blocking traffic flow from the off-ramp. While Synchro traffic analysis software, which was used in the FRSP EIR and is generally the industry standard analysis tool for evaluating traffic operations at intersections, is generally appropriate for queueing analysis, Synchro may not fully capture effects of downstream bottlenecks. For this reason, the four consecutive intersections along the LOVR corridor from Calle Joaquin to South Higuera were modeled using SimTraffic, a microsimulation analysis tool that can account for the complex interaction between closely-spaced intersections by tracking individual vehicle performance through a network and aggregating the results. All queueing analysis results reported herein were calculated using SimTraffic software based on an average of five model runs simulating the AM and PM peak hour periods. Industry standard practice recommends that SimTraffic models be calibrated to ensure they reasonably reflect field conditions. Based on the AM peak hour, when off-ramp queues are longer, the observed 95th percentile queuing, as documented in Appendix A, is within one vehicle length of the SimTraffic reported queues. This indicates that the SimTraffic model reasonably replicates observed conditions and is appropriate for use in testing improvement alternatives and future volume scenarios. All intersection level of service (LOS) and delay results reported herein were calculated using Synchro software and Highway Capacity Manual (HCM) 6th Edition methodologies. Intersection Levels of Service Existing Conditions intersection levels of service are summarized in Table 1 below. Table 1: Existing Conditions Levels of Service #Intersection Peak Hour Delay 1 LOS AM 4.3 A PM 5.8 A AM 11.1 B PM 10.4 B AM 18.6 B PM 17.2 B AM 14.2 B PM 22.8 C 1. HCM 6th Edition average control delay in seconds per vehicle (Synchro results) 9 10 11 12 LOVR/Calle Joaquin LOVR/US 101 SB Ramps LOVR/US 101 NB Ramps LOVR/S. Higuera 07596 Froom Ranch Specific Plan Supplemental Traffic Analysis LOVR/U.S. 101 Intersections 4 As shown above, all intersections operate at acceptable LOS D or better for Existing Conditions. Intersection Queueing Existing 95th percentile vehicle queues are summarized below in Table 2. Table 2: Existing Conditions Queuing As shown above, queues exceed available turn pocket storage at the following locations: Int. #10: LOVR/U.S. 101 SB Ramps o SBL (AM) o EBR (AM) Int. #11: LOVR/U.S. 101 NB Ramps o EBR (AM) Existing Plus Project Conditions Traffic Volumes Existing plus Project traffic volumes were developed by adding the FRSP project traffic to existing (2020) traffic volumes. Buildout of the FRSP development is expected to generate a total of 220 AM and 277 PM peak hour vehicle trips. Detailed project trip generation documentation is included in the FRSP TIS. Project traffic assignment is also summarized in Appendix B of this memorandum. Intersection Levels of Service Existing plus Project Conditions intersection levels of service are summarized in Table 3 below. Table 2: Existing Plus Project Levels of Service Delay 1 LOS Delay 1 LOS AM 4.3 A 4.3 A PM 5.8 A 5.8 A AM 11.1 B 10.9 B PM 10.4 B 10.8 B AM 18.6 B 18.5 B PM 17.2 B 17.2 B AM 14.2 B 14.8 B PM 22.8 C 24.4 C 1. HCM 6th Edition average control delay in seconds per vehicle (Synchro results) 11 LOVR/US 101 NB Ramps 12 LOVR/S. Higuera Existing Existing + ProjectPeak HourIntersection# 9 LOVR/Calle Joaquin 10 LOVR/US 101 SB Ramps Storage Queue Storage Queue Storage Queue Storage Queue Storage Queue Storage Queue Storage Queue Storage Queue AM 38 23 72 64 25 71 34 PM 32 29 87 74 56 66 86 AM 227 448 145 59 PM 211 272 142 101 AM 293 262 172 155 PM 283 241 134 178 AM 41 95 271 89 PM 54 185 261 114 1. Queueing estimates calculated using SimTraffic software and reported in feet. Values represent queues that would not be exceeded 95% of the time. 2. Queues that exceed available storage by at least one car length (25') are highlighted. 3. For purposes of this analysis, LOVR is considred the East-West street, with all cross streets considered the North-South Streets. 190 120 220TRAP 200 TRAP 100 610 TRAP 130 400 TRAP WBR 260 260 100 120 120 130 130 NBR SBL SBR EBL EBR WBLPeak HourIntersection#NBL 12 LOVR/ S. Higuera 9 LOVR/ Calle Joaquin 10 LOVR/ US 101 SB Ramps 11 LOVR/ US 101 NB Ramps 07597 Froom Ranch Specific Plan Supplemental Traffic Analysis LOVR/U.S. 101 Intersections 5 As shown above, all intersections operate at acceptable LOS D or better for Existing plus Project conditions. Intersection Queueing Existing plus Project conditions 95th percentile vehicle queues are summarized below in Table 4. Table 4: Existing Plus Project Queuing As shown above, queues exceed available turn pocket storage at the following locations: Int. #10: LOVR/U.S. 101 SB Ramps o SBL (AM) o EBR (AM) Int. #11: LOVR/U.S. 101 NB Ramps o EBR (AM) At the LOVR/U.S. 101 SB Ramps intersection, addition of FRSP project traffic increases deficient queues at the SBL and EBR movements by a small amount (1-2 feet). At the LOVR/U.S. 101 NB Ramps intersection, project traffic increases the EBR queue by approximately 11 feet—less than one car length. Near Term (2025) Conditions Traffic Volumes Near Term conditions represent conditions anticipated to exist at the time that the FRSP development could reasonably be constructed and occupied—assumed as year 2025 for the purposes of this analysis. Near Term traffic includes existing (2020) traffic levels with the addition of traffic added to the street network by other approved and pending development projects in the area. This volume set was derived by calculating the growth increment between the FRSP TIS’s Existing and Near Term scenarios and adding that growth to the recently-collected 2020 traffic counts. Note that this is conservative, as some of the count growth is attributable to Near Term projects that have been occupied since the FRSP TIS was prepared. Near Term volume projections include additional traffic from several major projects approved in recent years, including full build out of San Luis Ranch, Avila Ranch, the Orcutt Area (Righetti Ranch, Taylor Ranch, West Creek, etc.), Long-Bonetti Market, and the Coker/Ellsworth developments. Consistent with the Near Term Scenario 2 analysis assumptions from the FRSP, for the purposes of this study all Near Term traffic projections Storage Queue Storage Queue Storage Queue Storage Queue Storage Queue Storage Queue Storage Queue Storage Queue AM 37 18 73 52 29 55 29 PM 33 30 86 80 97 85 95 AM 229 418 146 74 PM 211 310 134 109 AM 279 241 183 148 PM 296 254 141 193 AM 54 96 293 102 PM 55 214 278 117 1. Queueing estimates calculated using SimTraffic software and reported in feet. Values represent queues that would not be exceeded 95% of the time. 2. Queues that exceed available storage by at least one car length (25') are highlighted. 3. For purposes of this analysis, LOVR is considred the East-West street, with all cross streets considered the North-South Streets. TRAP TRAP 100 190 TRAP 120 220 11 LOVR/ US 101 NB Ramps 610 TRAP 130 400 WBL WBR 9 LOVR/ Calle Joaquin 260 260 100 120 120 # Intersection Peak Hour NBL NBR SBL SBR EBL EBR 130 130 10 LOVR/ US 101 SB Ramps 12 LOVR/ S. Higuera 200 07598 Froom Ranch Specific Plan Supplemental Traffic Analysis LOVR/U.S. 101 Intersections 6 conservatively assume that the Prado Interchange is not yet in place, reflecting a worst-case assumption in terms of traffic levels at the LOVR/U.S. 101 interchange. Intersection Levels of Service Near Term intersection levels of service are summarized in Table 5 below. Table 5: Near Term Conditions Levels of Service As shown above, all intersections operate at acceptable LOS D or better for Near Term conditions. Intersection Queueing Near Term conditions 95th percentile vehicle queues are summarized below in Table 6. Table 6: Near Term Conditions Queuing As shown above, queues exceed available turn pocket storage at the following locations: Int. #10: LOVR/U.S. 101 SB Ramps o SBL (AM & PM) o EBR (AM) Int. #11: LOVR/U.S. 101 NB Ramps o EBR (AM & PM) Int. #12: LOVR/S. Higuera o EBR (AM & PM) Near Term Plus Project Conditions #Intersection Peak Hour Delay 1 LOS AM 4.9 A PM 7.1 A AM 11.8 B PM 12.6 B AM 21.0 C PM 19.6 B AM 24.3 C PM 53.9 D 1. HCM 6th Edition average control delay in seconds per vehicle (Synchro results) 12 LOVR/S. Higuera 9 LOVR/Calle Joaquin 10 LOVR/US 101 SB Ramps 11 LOVR/US 101 NB Ramps Storage Queue Storage Queue Storage Queue Storage Queue Storage Queue Storage Queue Storage Queue Storage Queue AM 46 40 76 60 55 80 33 PM 51 64 88 130 124 105 119 AM 226 467 151 104 PM 230 407 133 162 AM 324 288 188 159 PM 291 261 177 240 AM 105 154 880 166 PM 72 489 515 149 1. Queueing estimates calculated using SimTraffic software and reported in feet. Values represent queues that would not be exc eeded 95% of the time. 2. Queues that exceed available storage by at least one car length (25') are highlighted. 3. For purposes of this analysis, LOVR is considred the East-West street, with all cross streets considered the North-South Streets. 120 220 610 TRAP 130 400 200 190 TRAP TRAP TRAP 100 SBR EBL EBR WBL WBR 9 LOVR/ Calle Joaquin 260 260 100 # Intersection Peak Hour NBL NBR SBL 120 120 130 130 10 LOVR/ US 101 SB Ramps 11 LOVR/ US 101 NB Ramps 12 LOVR/ S. Higuera 07599 Froom Ranch Specific Plan Supplemental Traffic Analysis LOVR/U.S. 101 Intersections 7 Traffic Volumes Near Term plus Project volumes were derived by adding the FRSP project traffic to baseline Near Term traffic levels. Intersection Levels of Service Near Term plus Project Conditions intersection levels of service are summarized in Table 7 below. Table 7: Near Term Plus Project Levels of Service As shown above, all intersections operate at acceptable LOS D or better for Near Term plus Project conditions, which the exception of the LOVR/S. Higuera intersection, which operates at unacceptable LOS E during the PM peak hour with the addition of the FRSP project. This would represent a potentially significant project-related impact. Intersection Queueing Near Term plus Project conditions 95th percentile vehicle queues are summarized below in Table 8. Table 8: Near Term Plus Project Queuing As shown above, queues exceed available turn pocket storage at the following locations: Int. #10: LOVR/U.S. 101 SB Ramps o SBL (AM & PM) o EBR (AM) Int. #11: LOVR/U.S. 101 NB Ramps o EBR (AM & PM) Delay 1 LOS Delay 1 LOS AM 4.9 A 4.9 A PM 7.1 A 7.2 A AM 11.8 B 11.8 B PM 12.6 B 14.4 B AM 21.0 C 21.1 C PM 19.6 B 19.8 B AM 24.3 C 30.7 C PM 53.9 D 64.0 E 1. HCM 6th Edition average control delay in seconds per vehicle (Synchro results) 2. Highlighted locations exceed the City's minimum LOS standard. Peak Hour Near Term Near Term + Project 10 LOVR/US 101 SB Ramps 11 LOVR/US 101 NB Ramps 12 LOVR/S. Higuera 9 LOVR/Calle Joaquin #Intersection Storage Queue Storage Queue Storage Queue Storage Queue Storage Queue Storage Queue Storage Queue Storage Queue AM 48 37 78 75 46 73 39 PM 46 40 84 116 124 117 115 AM 223 540 145 123 PM 232 540 135 204 AM 372 325 201 159 PM 331 284 188 259 AM 85 166 987 171 PM 81 564 773 158 1. Queueing estimates calculated using SimTraffic software and reported in feet. Values represent queues that would not be exceeded 95% of the time. 2. Queues that exceed available storage by at least one car length (25') are highlighted. 3. For purposes of this analysis, LOVR is considred the East-West street, with all cross streets considered the North-South Streets. 130 130 400 200 TRAP TRAP 100 120 220190TRAP EBR WBL LOVR/ US 101 NB Ramps 610 TRAP 120 130 WBR 9 LOVR/ Calle Joaquin 260 260 100 120 # Intersection Peak Hour NBL NBR SBL SBR EBL 12 LOVR/ S. Higuera 10 LOVR/ US 101 SB Ramps 11 07600 Froom Ranch Specific Plan Supplemental Traffic Analysis LOVR/U.S. 101 Intersections 8 Int. #12: LOVR/S. Higuera (AM & PM) At the LOVR/U.S. 101 SB Ramps intersection, addition of FRSP project traffic causes deficient queues at the SBL and EBR movements to change by small amount (5 feet or less). At the LOVR/U.S. 101 NB Ramps intersection, project traffic increases the EBR queues by approximately 12-13 feet—less than one car length. At the LOVR/S. Higuera intersection, project traffic increases the EBR queues by a small amount (5-9 feet), also less than one car length. Mitigation Analysis Proposed Mitigation Measures The San Luis Ranch development project was approved with a mitigation requirement to extend the storage length for the SB off-ramp shared through/left-turn lane to address queueing concerns. The proposed improvement would lengthen the off-ramp through/left- turn pocket to provide a 320-foot striped turn lane plus a 60-foot entry and sharp taper, which provides an effective storage capacity of nearly 380 feet. These improvement plans have been submitted to Caltrans and are currently under review. The FRSP DEIR identified a similar mitigation measure at the LOVR/U.S. 101 SB Ramps intersection, requiring the FRSP project to contribute a fair share financial contribution towards the off-ramp capacity improvements to be constructed by the San Luis Ranch development. The DEIR also recommended that the FRSP project extend the EBR turn pocket length to provide additional queuing capacity for the LOVR to U.S. 101 On-Ramp right-turn movement. By reconstructing the southwest corner of this intersection to reduce the existing corner radii, the right-turn pocket could be striped at roughly 140-160 feet, with a usable storage length of approximately 210 feet before queues would begin to impede through traffic in the adjacent vehicle lane. In addition to these geometric improvements, the FRSP DEIR also recommended a mitigation measure requiring development of an optimized signal timing plan for the LOVR corridor to improve corridor-wide traffic operations. As discussed previously, in addition to the mitigation measures identified in the FRSP DEIR, this supplemental analysis includes the additional measure agreed to by the City and Caltrans, which includes establishing traffic signal coordination between the LOVR/Calle Joaquin intersection and the adjacent Caltrans ramp intersections. In coordinating these signals, this analysis assumes that optimized timing plans would be implemented, with the following recommendations: Convert the westbound left-turn phase from LOVR to Calle Joaquin from “lead” to “lag” phasing. Operate a 75 second cycle length for the AM peak period coordinated timing plan, with a 65 second offset at the LOVR/Calle Joaquin intersection. Operate a 90 second cycle length for the PM peak period coordinated timing plan, with a 80 second offset at the LOVR/Calle Joaquin intersection. Mitigated Existing Plus Project Conditions Table 9 below summarizes the Existing plus Project intersection LOS, while Table 10 summarizes the Existing plus Project queuing results with addition of the abovementioned mitigation measures. 07601 Froom Ranch Specific Plan Supplemental Traffic Analysis LOVR/U.S. 101 Intersections 9 Table 9: Mitigated Existing Plus Project Levels of Service As shown above, with addition of the proposed mitigation measures, all study intersections operate at acceptable LOS D or better for Existing plus Project conditions. Table 10: Mitigated Existing Plus Project Queuing As shown above, with mitigation, queues exceed available turn pocket storage at the following locations: Int. #10: LOVR/U.S. 101 SB Ramps o EBR (AM & PM) Int. #11: LOVR/U.S. 101 NB Ramps o EBR (AM) At the LOVR/U.S. 101 SB Ramps intersection, addition of FRSP project traffic and mitigation improvements resolves the queueing deficiencies at the off-ramp approach. While the eastbound right-turn pocket (right-turn from LOVR to U.S. 101 SB on-ramp) queues will continue to exceed the striped turn pocket length, the effective turn pocket storage at this movement reaches approximately 210 feet with the recommended mitigation improvements required of the FRSP project. For this reason, this queueing impact is considered to be contextually less than significant with the proposed mitigation measures. At the LOVR/U.S. 101 NB Ramps intersection, queues at the eastbound right-turn movement (LOVR to U.S. 101 NB on-ramp) will continue to exceed the striped turn pocket length. However, the effective turn pocket storage is approximately 175 feet. With addition of project traffic and the recommended mitigation improvements, the resulting queue length increases nominally (5 feet) compared to Existing Conditions without the FRSP project. Because the effective turn pocket storage can generally accommodate the peak queue estimate of 177 Delay 1 LOS Delay 1 LOS AM 4.3 A 11.1 B PM 5.8 A 19.7 B AM 10.9 B 9.2 A PM 10.8 B 8.3 A AM 18.5 B 16.0 B PM 17.2 B 15.9 B AM 14.8 B 14.3 B PM 24.4 C 25.8 C 1. HCM 6th Edition average control delay in seconds per vehicle (Synchro results) 10 LOVR/US 101 SB Ramps 11 LOVR/US 101 NB Ramps 12 LOVR/S. Higuera 9 LOVR/Calle Joaquin # Intersection Peak Hour Existing + Project Mitigated Existing + Project Storage Queue Storage Queue Storage Queue Storage Queue Storage Queue Storage Queue Storage Queue Storage Queue AM 32 12 71 64 28 60 49 PM 29 33 85 96 70 77 89 AM 271 149 165 55 PM 185 255 194 95 AM 258 225 177 136 PM 284 249 126 183 AM 53 80 294 99 PM 56 618 267 104 1. Queueing estimates calculated using SimTraffic software and reported in feet. Values represent queues that would not be exceeded 95% of the time. 2. Queues that exceed available storage by at least one car length (25') are highlighted. 3. For purposes of this analysis, LOVR is considred the East-West street, with all cross streets considered the North-South Streets. 220 610 TRAP 130 400 320 TRAP 140 TRAP TRAP 100 WBL WBR 9 LOVR/ Calle Joaquin 260 260 100 120 120 130 130 # Intersection Peak Hour NBL NBR SBL SBR EBL EBR 12 LOVR/ S. Higuera 200 11 LOVR/ US 101 NB Ramps 10 LOVR/ US 101 SB Ramps 07602 Froom Ranch Specific Plan Supplemental Traffic Analysis LOVR/U.S. 101 Intersections 10 feet and the project traffic results in a nominal increase in queue lengths, this queuing impact is considered to be contextually less than significant with the proposed mitigation measures. Mitigated Existing Plus Project Conditions Table 11 below summarizes the Near Term plus Project intersection LOS, while Table 12 summarizes the Near Term plus Project queuing results with addition of the abovementioned mitigation measures. Table 11: Mitigated Near Term Plus Project Levels of Service As shown above, with addition of the proposed mitigation measures, including optimizing signal timings along the LOVR corridor, all study intersections operate at acceptable LOS D or better for Near Term plus Project Conditions. Table 12: Mitigated Near Term Plus Project Queuing As shown above, with mitigation, queues exceed available turn pocket storage at the following locations: Int. #10: LOVR/U.S. 101 SB Ramps o EBR (AM & PM) Int. #11: LOVR/U.S. 101 NB Ramps o EBR (PM) Int. #12: LOVR/S. Higuera o EBR (PM) At the LOVR/U.S. 101 SB Ramps intersection, addition of FRSP project traffic and mitigation improvements resolves the queueing deficiencies at the off-ramp approach. While the Delay 1 LOS Delay 1 LOS AM 4.9 A 13.1 B PM 7.2 A 31.9 C AM 11.8 B 10.2 B PM 14.4 B 16.6 B AM 21.1 C 20.3 C PM 19.8 B 20.4 C AM 30.7 C 22.7 C PM 64.0 E 37.8 D 1. HCM 6th Edition average control delay in seconds per vehicle (Synchro results) 2. Highlighted locations exceed the City's minimum LOS standard. 11 LOVR/US 101 NB Ramps 12 LOVR/S. Higuera Peak Hour Near Term + Project Mitigated Near Term + Project 10 LOVR/US 101 SB Ramps 9 LOVR/Calle Joaquin # Intersection Storage Queue Storage Queue Storage Queue Storage Queue Storage Queue Storage Queue Storage Queue Storage Queue AM 29 25 84 101 76 86 91 PM 47 46 87 129 107 115 122 AM 200 270 195 101 PM 252 344 206 242 AM 289 250 127 174 PM 323 291 177 219 AM 59 571 254 107 PM 76 629 404 142 1. Queueing estimates calculated using SimTraffic software and reported in feet. Values represent queues that would not be exceeded 95% of the time. 2. Queues that exceed available storage by at least one car length (25') are highlighted. 3. For purposes of this analysis, LOVR is considred the East-West street, with all cross streets considered the North-South Streets. 130 400 12 LOVR/ S. Higuera 200 TRAP 140 220 TRAP TRAP 100 11 LOVR/ US 101 NB Ramps 610 TRAP 120 120 130 130 10 LOVR/ US 101 SB Ramps 320 SBR EBL EBR WBL WBR 9 LOVR/ Calle Joaquin 260 260 100 # Intersection Peak Hour NBL NBR SBL 07603 Froom Ranch Specific Plan Supplemental Traffic Analysis LOVR/U.S. 101 Intersections 11 eastbound right-turn pocket (right-turn from LOVR to U.S. 101 SB on-ramp) queues will continue to exceed the striped turn pocket length, the effective turn pocket storage at this movement reaches approximately 210 feet with the recommended mitigation improvements required of the FRSP project, which will functionally accommodate the peak right-turn queues. For this reason, this queueing impact is considered to be contextually less than significant with the proposed mitigation measures. At the LOVR/U.S. 101 NB Ramps intersection, the AM peak hour queuing deficiency at the eastbound right-turn movement (LOVR to U.S. 101 NB on-ramp) is resolved with the proposed mitigation measures. However, the queue at this movement will continue to exceed the striped turn pocket length during the PM peak hour. The effective turn pocket storage at this movement reaches approximately 175 feet before queues would begin to impede through traffic in the adjacent vehicle lane. With addition of project traffic and the recommended mitigation improvements, the resulting queue length is reduced to the same level as Near Term Conditions without the FRSP project. Because the effective turn pocket storage can generally accommodate the peak queue estimate of 177 feet and the project traffic results in a nominal increase in queue lengths, this queuing impact is considered to be contextually less than significant with the proposed mitigation measures. At the LOVR/S. Higuera intersection, the AM peak hour queuing deficiency at the eastbound right-turn movement (LOVR to SB S. Higuera) is resolved with the proposed mitigation measures. The PM peak hour queue for this movement is projected to continue to exceed the available turn pocket storage by a little less than two car lengths (44 feet); however, because the proposed mitigation measures reduce the queue length to less than “before project” conditions, this queuing impact is considered to be less than significant with the proposed mitigation measures. CONCLUSIONS With coordination of the LOVR/Calle Joaquin signal with the adjacent U.S. 101 Ramps intersections, as well as the turn pocket capacity improvements and LOVR corridor signal timing improvements identified in the FRSP DEIR transportation mitigations, operations at the LOVR/U.S. 101 interchange will be improved and peak hour queues at the SB off-ramp are expected to remain within the available turn pocket storage. The FRSP Final EIR should include revised mitigation language to require coordination of these three closely-spaced traffic signals. Based on the supplemental traffic analysis presented herein, which includes volume adjustments to reflect current (2020) baseline traffic volumes, no additional transportation impacts or mitigation measures are required for inclusion in the FRSP Final EIR. Attachments: A – Traffic Counts and Queue Observations B – Peak Hour Volumes C – Synchro LOS Analysis Output Sheets D – SimTraffic Queuing Analysis Output Sheets 07604 Attachment A: Traffic Counts and Queue Observations 07605 Metro Traffic Data Inc. 310 N. Irwin Street - Suite 20 Hanford, CA 93230 Prepared For: City of San Luis Obispo 800-975-6938 Phone/Fax 919 Palm Street www.metrotrafficdata.com San Luis Obispo, CA 93401 LOCATION LATITUDE COUNTY LONGITUDE COLLECTION DATE WEATHER Time Left Thru Right (RTOR) Trucks Left Thru Right (RTOR) Trucks Left Thru Right (RTOR) Trucks Left Thru Right (RTOR) Trucks 7:00 AM - 7:15 AM 2199351330515300211341937 7:15 AM - 7:30 AM 311616012199081851033121502357 7:30 AM - 7:45 AM 401313221064082283071121521210 7:45 AM - 8:00 AM 621616016296182405191723936715 8:00 AM - 8:15 AM 30117116032013248415920626510 8:15 AM - 8:30 AM 2 1 11 11 0 18 2 11 9 1 12 274 4 0 6 15 188 22 0 8 8:30 AM - 8:45 AM 4096030096292073051319936814 8:45 AM - 9:00 AM 3 0 13 12 1 22 0 11 9 1 13 254 7 1 12 11 216 36 2 10 TOTAL 27 5 98 90 7 140 6 61 48 5 76 1789 36 6 49 89 1547 219 32 81 Time Left Thru Right (RTOR) Trucks Left Thru Right (RTOR) Trucks Left Thru Right (RTOR) Trucks Left Thru Right (RTOR) Trucks 4:00 PM - 4:15 PM 518513533222111319301193612042 4:15 PM - 4:30 PM 1 1 12 8 0 22 1 19 15 0 13 309 9 1 3 15 343 22 6 3 4:30 PM - 4:45 PM 3 0 12 8 0 28 0 20 14 1 18 288 5 0 2 15 372 24 5 5 4:45 PM - 5:00 PM 711260413251601828650373622350 5:00 PM - 5:15 PM 2 1 15 4 0 41 1 24 17 0 15 314 4 0 2 15 340 26 8 3 5:15 PM - 5:30 PM 7 0 11 5 0 33 1 22 10 0 12 308 6 1 2 15 341 27 7 2 5:30 PM - 5:45 PM 4 1 14 9 0 35 0 22 6 0 12 285 8 0 1 21 353 18 8 3 5:45 PM - 6:00 PM 12850361209013250952192921144 TOTAL 30 7 92 50 1 271 10 184 109 2 112 2359 49 7 26 116 2764 171 47 22 PEAK HOUR Left Thru Right (RTOR) Trucks Left Thru Right (RTOR) Trucks Left Thru Right (RTOR) Trucks Left Thru Right (RTOR) Trucks 7:30 AM - 8:30 AM 15 3 51 47 3 71 4 29 21 2 41 990 16 2 27 52 848 105 14 43 4:30 PM - 5:30 PM 19 2 50 23 0 143 5 91 57 1 63 1196 20 1 9 52 1415 100 25 10 PHF Trucks AM 0.933 3.4%PM 57 91 5 143 0.866 PM 0.989 0.6%PM AM AM 21 29 4 71 0.839 AM PM 0.96 0.903 PHF (RTOR)PHF (RTOR)14 25 63 41 105 100 1196 990 848 1415 20 16 52 52 12(RTOR)PHF 0.86 0.953 PHF (RTOR) AM 0.719 15 3 51 47 PM 0.888 19 2 50 23 Page 1 of 3 Los Osos Valley Rd Calle Joaquin WestboundEastbound Turning Movement Report LOVR @ Calle Joaquin San Luis Obispo Tuesday, February 25, 2020 Clear 35.2467 -120.6831 SouthboundNorthbound Northbound Southbound Eastbound Westbound Northbound Southbound Eastbound Westbound Los Osos Valley Rd Calle Joaquin 07606 Metro Traffic Data Inc. 310 N. Irwin Street - Suite 20 Hanford, CA 93230 Prepared For: City of San Luis Obispo 800-975-6938 Phone/Fax 919 Palm Street www.metrotrafficdata.com San Luis Obispo, CA 93401 LOCATION LATITUDE COUNTY LONGITUDE COLLECTION DATE WEATHER Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 7:00 AM - 7:15 AM 0000000000000000 7:15 AM - 7:30 AM 0000000100000000 7:30 AM - 7:45 AM 0000000000000002 7:45 AM - 8:00 AM 0002000000000000 8:00 AM - 8:15 AM 0002000000010000 8:15 AM - 8:30 AM 0000000000000000 8:30 AM - 8:45 AM 0000000000000000 8:45 AM - 9:00 AM 0000000000000000 TOTAL 0004000100010002 Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 4:00 PM - 4:15 PM 0000000000000000 4:15 PM - 4:30 PM 0001000000000001 4:30 PM - 4:45 PM 0000000000000000 4:45 PM - 5:00 PM 0000000000030000 5:00 PM - 5:15 PM 0000000000000001 5:15 PM - 5:30 PM 0000000000000000 5:30 PM - 5:45 PM 0000000000010000 5:45 PM - 6:00 PM 0001000000000001 TOTAL 0002000000040003 PEAK HOUR Left Thru Right Left Thru Right Left Thru Right Left Thru Right 7:30 AM - 8:30 AM 0004000000010002 4:30 PM - 5:30 PM 0000000000030001 Bikes Peds Peds <> AM Peak Total 07 PM0000 PM Peak Total 0 4 AM 0004 Peds <>12 AM PM 00 00 00 00 00 00 PM AM Peds <>13 Peds <>0000AM 0000PM Westbound Bikes W.Leg Peds Calle Joaquin Los Osos Valley Rd Los Osos Valley Rd Calle Joaquin Page 2 of 3 Northbound Bikes N.Leg Peds Southbound Bikes S.Leg Peds Eastbound Bikes E.Leg Peds Westbound Bikes W.Leg Peds Northbound Bikes N.Leg Peds Southbound Bikes S.Leg Peds Eastbound Bikes E.Leg Peds Westbound Bikes W.Leg Peds Northbound Bikes N.Leg Peds Southbound Bikes S.Leg Peds Eastbound Bikes E.Leg Peds Turning Movement Report LOVR @ Calle Joaquin 35.2467 San Luis Obispo -120.6831 Tuesday, February 25, 2020 Clear 07607 Metro Traffic Data Inc. 310 N. Irwin Street - Suite 20 Hanford, CA 93230 Prepared For: City of San Luis Obispo 800-975-6938 Phone/Fax 919 Palm Street www.metrotrafficdata.com San Luis Obispo, CA 93401 LOCATION N/S STREET COUNTY E/W STREET COLLECTION DATE WEATHER CYCLE TIME CONTROL TYPE Los Osos Valley Rd Clear Signal COMMENTS Northbound/southbound left turns are permitted. Eastbound/westbound left turns are protected/permitted. Northbound right turns controlled by a yield sign. Page 3 of 3 91 Seconds Turning Movement Report LOVR @ Calle Joaquin San Luis Obispo Tuesday, February 25, 2020 Calle Joaquin 07608 Metro Traffic Data Inc. 310 N. Irwin Street - Suite 20 Hanford, CA 93230 Prepared For: City of San Luis Obispo 800-975-6938 Phone/Fax 919 Palm Street www.metrotrafficdata.com San Luis Obispo, CA 93401 LOCATION LATITUDE COUNTY LONGITUDE COLLECTION DATE WEATHER Time Left Thru Right (RTOR) Trucks Left Thru Right (RTOR) Trucks Left Thru Right (RTOR) Trucks Left Thru Right (RTOR) Trucks 7:00 AM - 7:15 AM 00000702231560114692472138005 7:15 AM - 7:30 AM 00000760433040108971234147004 7:30 AM - 7:45 AM 000008903918201629419772330016 7:45 AM - 8:00 AM 0000011806627301997319772130012 8:00 AM - 8:15 AM 000001030512630205882065203008 8:15 AM - 8:30 AM 0000012406038501999215810166006 8:30 AM - 8:45 AM 00000940472550176699592080015 8:45 AM - 9:00 AM 00000840673430200781614122060013 TOTAL 0000075823962133101363 660 134 57 56 1514 0 0 79 Time Left Thru Right (RTOR) Trucks Left Thru Right (RTOR) Trucks Left Thru Right (RTOR) Trucks Left Thru Right (RTOR) Trucks 4:00 PM - 4:15 PM 000007001033130211158281310295003 4:15 PM - 4:30 PM 00000530107300019515220220313005 4:30 PM - 4:45 PM 0000066091312018314524314335003 4:45 PM - 5:00 PM 0000065081312019313825214313000 5:00 PM - 5:15 PM 0000057086211022316224216305001 5:15 PM - 5:30 PM 0000072081252020014817217304000 5:30 PM - 5:45 PM 0000051081122020014739118306006 5:45 PM - 6:00 PM 0000049058202014313022217261003 TOTAL 0000048306882011401548 1180 199 27 126 2432 0 0 21 PEAK HOUR Left Thru Right (RTOR) Trucks Left Thru Right (RTOR) Trucks Left Thru Right (RTOR) Trucks Left Thru Right (RTOR) Trucks 7:30 AM - 8:30 AM 0000043402161091307653477328298150042 4:15 PM - 5:15 PM 00000241036511350794597939641266 0 0 9 PHF Trucks AM 0.964 3.2%PM 113 365 0 241 0.947 PM 0.980 0.7%PM AM AM 109 216 0 434 0.883 AM PM 0.903 0.949 PHF (RTOR)PHF (RTOR)00 00 00 794 765 815 1266 597 347 29 64 93 73 (RTOR)PHF 0.879 0.953 PHF (RTOR) AM #####0000 PM #####0000 Page 1 of 3 Los Osos Valley Rd US 101 Southbound On-ramp WestboundEastbound Turning Movement Report LOVR @ 101 Southbound Ramps San Luis Obispo Tuesday, February 25, 2020 Clear 35.2459 -120.6827 SouthboundNorthbound Northbound Southbound Eastbound Westbound Northbound Southbound Eastbound Westbound Los Osos Valley Rd US 101 Southbound Off-ramp 07609 Metro Traffic Data Inc. 310 N. Irwin Street - Suite 20 Hanford, CA 93230 Prepared For: City of San Luis Obispo 800-975-6938 Phone/Fax 919 Palm Street www.metrotrafficdata.com San Luis Obispo, CA 93401 LOCATION LATITUDE COUNTY LONGITUDE COLLECTION DATE WEATHER Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 7:00 AM - 7:15 AM 0000000000000000 7:15 AM - 7:30 AM 0001000000000000 7:30 AM - 7:45 AM 0000000000000000 7:45 AM - 8:00 AM 0003000000000000 8:00 AM - 8:15 AM 0003000000000000 8:15 AM - 8:30 AM 0006000000000000 8:30 AM - 8:45 AM 0002000000000000 8:45 AM - 9:00 AM 0000000000000000 TOTAL 00015000000000000 Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 4:00 PM - 4:15 PM 0001000000000000 4:15 PM - 4:30 PM 0003000000000000 4:30 PM - 4:45 PM 0000000000000000 4:45 PM - 5:00 PM 0003000000000000 5:00 PM - 5:15 PM 0001000000000000 5:15 PM - 5:30 PM 0001000000000000 5:30 PM - 5:45 PM 0001000000000000 5:45 PM - 6:00 PM 0001000000000000 TOTAL 00011000000000000 PEAK HOUR Left Thru Right Left Thru Right Left Thru Right Left Thru Right 7:30 AM - 8:30 AM 00012000000000000 4:15 PM - 5:15 PM 0007000000000000 Bikes Peds Peds <> AM Peak Total 012 PM0007 PM Peak Total 0 7 AM 00012 Peds <>00 AM PM 00 00 00 00 00 00 PM AM Peds <>00 Peds <>0000AM 0000PM Westbound Bikes W.Leg Peds S 101 Southbound Off-ram Los Osos Valley Rd Los Osos Valley Rd S 101 Southbound On-ram Page 2 of 3 Northbound Bikes N.Leg Peds Southbound Bikes S.Leg Peds Eastbound Bikes E.Leg Peds Westbound Bikes W.Leg Peds Northbound Bikes N.Leg Peds Southbound Bikes S.Leg Peds Eastbound Bikes E.Leg Peds Westbound Bikes W.Leg Peds Northbound Bikes N.Leg Peds Southbound Bikes S.Leg Peds Eastbound Bikes E.Leg Peds Turning Movement Report LOVR @ 101 Southbound Ramps 35.2459 San Luis Obispo -120.6827 Tuesday, February 25, 2020 Clear 07610 Metro Traffic Data Inc. 310 N. Irwin Street - Suite 20 Hanford, CA 93230 Prepared For: City of San Luis Obispo 800-975-6938 Phone/Fax 919 Palm Street www.metrotrafficdata.com San Luis Obispo, CA 93401 LOCATION N/S STREET COUNTY E/W STREET COLLECTION DATE WEATHER CYCLE TIME CONTROL TYPE Los Osos Valley Rd Clear Signal COMMENTS Westbound left turns are protected. Page 3 of 3 87 Seconds Turning Movement Report LOVR @ 101 Southbound Ramps San Luis Obispo Tuesday, February 25, 2020 US 101 Southbound Ramps 07611 Metro Traffic Data Inc. 310 N. Irwin Street - Suite 20 Hanford, CA 93230 Prepared For: City of San Luis Obispo 800-975-6938 Phone/Fax 919 Palm Street www.metrotrafficdata.com San Luis Obispo, CA 93401 LOCATION LATITUDE COUNTY LONGITUDE COLLECTION DATE WEATHER Time Left Thru Right (RTOR) Trucks Left Thru Right (RTOR) Trucks Left Thru Right (RTOR) Trucks Left Thru Right (RTOR) Trucks 7:00 AM - 7:15 AM 9004125500000012617781646007 7:15 AM - 7:30 AM 96027225000000185261241861005 7:30 AM - 7:45 AM 159029207000000201501153376007 7:45 AM - 8:00 AM 1250282370000002914314828102004 8:00 AM - 8:15 AM 123029197000000262411372583007 8:15 AM - 8:30 AM 8903721400000030437872890006 8:30 AM - 8:45 AM 1060312690000002144897251050010 8:45 AM - 9:00 AM 12703623600000022949682694007 TOTAL 9150258179500000001812 311 80 54 199 657 0 0 53 Time Left Thru Right (RTOR) Trucks Left Thru Right (RTOR) Trucks Left Thru Right (RTOR) Trucks Left Thru Right (RTOR) Trucks 4:00 PM - 4:15 PM 1230201600000001999425640186008 4:15 PM - 4:30 PM 121013850000001876515339200002 4:30 PM - 4:45 PM 1420292130000001687112452211004 4:45 PM - 5:00 PM 1170221400000001828216539214000 5:00 PM - 5:15 PM 1120251110000001897715148208002 5:15 PM - 5:30 PM 97019800000002027410336220004 5:30 PM - 5:45 PM 1290161110000001507919244194002 5:45 PM - 6:00 PM 940201100000001457211236184001 TOTAL 9350164100100000001422 614 123 26 334 1617 0 0 23 PEAK HOUR Left Thru Right (RTOR) Trucks Left Thru Right (RTOR) Trucks Left Thru Right (RTOR) Trucks Left Thru Right (RTOR) Trucks 7:30 AM - 8:30 AM 496012383250000001058 171 46 27 114 351 0 0 24 4:30 PM - 5:30 PM 46809554400000074130453131758530010 PHF Trucks AM 0.937 3.3%PM0000##### PM 0.979 1.0%PM AM AM 0000#####AM PM 0.947 0.901 PHF (RTOR)PHF (RTOR)00 00 00 741 1058 351 853 304 171 114 175 53 46 (RTOR)PHF 0.894 0.977 PHF (RTOR) AM 0.823 496 0 123 83 PM 0.823 468 0 95 54 Page 1 of 3 Los Osos Valley Rd US 101 Northbound Ramps WestboundEastbound Turning Movement Report LOVR @ 101 Northbound Ramps San Luis Obispo Tuesday, February 25, 2020 Clear 35.2434 -120.6816 SouthboundNorthbound Northbound Southbound Eastbound Westbound Northbound Southbound Eastbound Westbound Los Osos Valley Rd 07612 Metro Traffic Data Inc. 310 N. Irwin Street - Suite 20 Hanford, CA 93230 Prepared For: City of San Luis Obispo 800-975-6938 Phone/Fax 919 Palm Street www.metrotrafficdata.com San Luis Obispo, CA 93401 LOCATION LATITUDE COUNTY LONGITUDE COLLECTION DATE WEATHER Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 7:00 AM - 7:15 AM 0000000000000000 7:15 AM - 7:30 AM 0000000000000000 7:30 AM - 7:45 AM 0000000000000000 7:45 AM - 8:00 AM 0000000000000000 8:00 AM - 8:15 AM 0000000000000000 8:15 AM - 8:30 AM 0000000000000000 8:30 AM - 8:45 AM 0000000000000000 8:45 AM - 9:00 AM 0000000100000001 TOTAL 0000000100000001 Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 4:00 PM - 4:15 PM 0000000000000000 4:15 PM - 4:30 PM 0000000000000000 4:30 PM - 4:45 PM 0000000100000000 4:45 PM - 5:00 PM 0000000000020000 5:00 PM - 5:15 PM 0000000000000000 5:15 PM - 5:30 PM 0000000000000000 5:30 PM - 5:45 PM 0000000000000000 5:45 PM - 6:00 PM 0000000000000000 TOTAL 0000000100020000 PEAK HOUR Left Thru Right Left Thru Right Left Thru Right Left Thru Right 7:30 AM - 8:30 AM 0000000000000000 4:30 PM - 5:30 PM 0000000100020000 Bikes Peds Peds <> AM Peak Total 00 PM0000 PM Peak Total 0 3 AM 0000 Peds <>00 AM PM 00 00 00 00 00 00 PM AM Peds <>02 Peds <>0000AM 1000PM Westbound Bikes W.Leg Peds 0 Los Osos Valley Rd Los Osos Valley Rd US 101 Northbound Ramp Page 2 of 3 Northbound Bikes N.Leg Peds Southbound Bikes S.Leg Peds Eastbound Bikes E.Leg Peds Westbound Bikes W.Leg Peds Northbound Bikes N.Leg Peds Southbound Bikes S.Leg Peds Eastbound Bikes E.Leg Peds Westbound Bikes W.Leg Peds Northbound Bikes N.Leg Peds Southbound Bikes S.Leg Peds Eastbound Bikes E.Leg Peds Turning Movement Report LOVR @ 101 Northbound Ramps 35.2434 San Luis Obispo -120.6816 Tuesday, February 25, 2020 Clear 07613 Metro Traffic Data Inc. 310 N. Irwin Street - Suite 20 Hanford, CA 93230 Prepared For: City of San Luis Obispo 800-975-6938 Phone/Fax 919 Palm Street www.metrotrafficdata.com San Luis Obispo, CA 93401 LOCATION N/S STREET COUNTY E/W STREET COLLECTION DATE WEATHER CYCLE TIME CONTROL TYPE Los Osos Valley Rd Clear Signal COMMENTS Westbound left turns are protected. Page 3 of 3 99 Seconds Turning Movement Report LOVR @ 101 Northbound Ramps San Luis Obispo Tuesday, February 25, 2020 US 101 Northbound Ramps 07614 Metro Traffic Data Inc. 310 N. Irwin Street - Suite 20 Hanford, CA 93230 Prepared For: City of San Luis Obispo 800-975-6938 Phone/Fax 919 Palm Street www.metrotrafficdata.com San Luis Obispo, CA 93401 LOCATION LATITUDE COUNTY LONGITUDE COLLECTION DATE WEATHER Time Left Right Queue Cleared?Time Left Right Queue Cleared?Time Left Right Queue Cleared? 7:01 AM 4 1 Yes 11:00 AM 1 1 Yes 4:00 PM 5 9 Yes 7:03 AM 6 1 Yes 11:01 AM 1 3 Yes 4:01 PM 6 2 Yes 7:04 AM 6 -Yes 11:03 AM 5 3 Yes 4:03 PM 11 6 Yes 7:06 AM 6 -Yes 11:04 AM 5 5 Yes 4:05 PM 11 5 Yes 7:07 AM 5 -Yes 11:06 AM 5 2 Yes 4:06 PM 6 5 Yes 7:09 AM 4 1 Yes 11:07 AM 0 4 Yes 4:08 PM 5 6 Yes 7:10 AM 6 -Yes 11:09 AM 3 4 Yes 4:10 PM 2 9 Yes 7:12 AM 5 -Yes 11:10 AM 4 5 Yes 4:11 PM 3 5 Yes 7:13 AM 4 -Yes 11:12 AM 5 -Yes 4:13 PM 5 2 Yes 7:15 AM 4 1 Yes 11:13 AM 4 2 Yes 4:15 PM 5 1 Yes 7:16 AM 6 -Yes 11:15 AM 4 3 Yes 4:16 PM 5 5 Yes 7:18 AM 10 2 Yes 11:16 AM 7 3 Yes 4:18 PM 1 7 Yes 7:19 AM 7 -Yes 11:18 AM 4 3 Yes 4:20 PM 3 2 Yes 7:21 AM 5 -Yes 11:19 AM 4 5 Yes 4:21 PM 5 8 Yes 7:22 AM 3 -Yes 11:21 AM 2 4 Yes 4:23 PM 7 6 Yes 7:24 AM 10 -Yes 11:22 AM 4 3 Yes 4:25 PM 5 2 Yes 7:25 AM 12 -Yes 11:24 AM 7 -Yes 4:26 PM 5 6 Yes 7:27 AM 7 -Yes 11:25 AM 7 3 Yes 4:28 PM 4 3 Yes 7:28 AM 6 -Yes 11:27 AM 6 4 Yes 4:30 PM 8 6 Yes 7:30 AM 6 -Yes 11:28 AM 8 4 Yes 4:31 PM 5 1 Yes 7:31 AM 6 -Yes 11:30 AM 5 2 Yes 4:33 PM 8 2 Yes 7:33 AM 4 -Yes 11:31 AM 5 5 Yes 4:35 PM 4 1 Yes 7:34 AM 7 -Yes 11:32 AM 9 4 Yes 4:36 PM 4 3 Yes 7:26 AM 6 -Yes 11:34 AM 7 8 Yes 4:38 PM 8 1 Yes 7:37 AM 5 5 Yes 11:36 AM 3 1 Yes 4:40 PM 6 2 Yes 7:39 AM 8 -Yes 11:37 AM 2 3 Yes 4:41 PM 5 6 Yes 7:41 AM 12 -Yes 11:39 AM 6 7 Yes 4:43 PM 8 4 Yes 7:42 AM 9 -Yes 11:40 AM 5 8 Yes 4:45 PM 5 -Yes 7:44 AM 11 1 Yes 11:42 AM 2 5 Yes 4:46 PM 10 2 Yes 7:45 AM 9 -Yes 11:43 AM 5 -Yes 4:48 PM 6 5 Yes 7:47 AM 12 -Yes 11:45 AM 5 1 Yes 4:50 PM 3 1 Yes 7:49 AM 16 -Yes 11:46 AM 6 1 Yes 4:51 PM 5 4 Yes 7:50 AM 11 2 Yes 11:47 AM 3 1 Yes 4:53 PM 5 5 Yes 7:52 AM 8 -Yes 11:49 AM 5 4 Yes 4:55 PM 4 6 Yes 7:54 AM 16 -No 11:51 AM 6 -Yes 4:56 PM 5 1 Yes 7:55 AM 26 -No 11:52 AM 10 4 Yes 4:58 PM 2 1 Yes 7:56 AM 18 -No 11:54 AM 4 8 Yes 5:00 PM 7 2 Yes 7:58 AM 13 -No 11:55 AM 8 1 Yes 5:01 PM 7 8 Yes 8:00 AM 18 -No 11:57 AM 5 3 Yes 5:03 PM 0 3 Yes 8:01 AM 15 -No 11:58 AM 4 1 Yes 5:05 PM 3 8 Yes 8:03 AM 11 -Yes 12:00 PM 5 3 Yes 5:06 PM 4 1 Yes 8:04 AM 19 4 No 12:01 PM 9 -Yes 5:08 PM 2 3 Yes 8:06 AM 13 -Yes 12:03 PM 5 3 Yes 5:10 PM 1 2 Yes 8:07 AM 10 -Yes 12:04 PM 4 1 Yes 5:11 PM 6 8 Yes 8:09 AM 9 -Yes 12:06 PM 6 4 Yes 5:13 PM 6 5 Yes 8:11 AM 2 -Yes 12:07 PM 1 9 Yes 5:15 PM 8 1 Yes 8:12 AM 1 1 Yes 12:09 PM 2 1 Yes 5:16 PM 4 2 Yes 8:14 AM 6 2 Yes 12:10 PM 3 2 Yes 5:18 PM 3 2 Yes 8:15 AM 10 -Yes 12:12 PM 2 8 Yes 5:20 PM 4 2 Yes 8:17 AM 11 -Yes 12:13 PM 8 4 Yes 5:21 PM 5 6 Yes 8:19 AM 13 -Yes 12:15 PM 7 1 Yes 5:23 PM 4 4 Yes 8:20 AM 13 2 No 12:16 PM 6 4 Yes 5:25 PM 7 1 Yes 8:22 AM 14 4 Yes 12:18 PM 2 4 Yes 5:26 PM 7 7 Yes 8:23 AM 13 -Yes 12:19 PM 4 6 Yes 5:28 PM 3 -Yes 8:25 AM 4 -Yes 12:21 PM 3 7 Yes 5:29 PM 4 4 Yes 8:26 AM 13 1 Yes 12:22 PM 5 3 Yes 5:31 PM 3 6 Yes 8:28 AM 12 -Yes 12:24 PM 2 -Yes 5:33 PM 3 2 Yes 8:30 AM 7 -Yes 12:25 PM 7 3 Yes 5:34 PM 7 5 Yes 8:31 AM 4 -Yes 12:27 PM 3 2 Yes 5:36 PM 5 6 Yes 8:33 AM 8 -Yes 12:28 PM 6 2 Yes 5:37 PM 2 3 Yes 8:34 AM 7 4 Yes 12:30 PM 9 -Yes 5:39 PM 1 4 Yes 8:36 AM 12 1 Yes 12:31 PM 3 7 Yes 5:40 PM 6 4 Yes 8:37 AM 4 -Yes 12:33 PM 7 4 Yes 5:42 PM 7 1 Yes 8:39 AM 2 -Yes 12:34 PM 5 2 Yes 5:43 PM 2 -Yes 8:41 AM 8 -Yes 12:36 PM 6 4 Yes 5:45 PM 2 1 Yes 8:42 AM 11 1 Yes 12:37 PM 10 9 Yes 5:46 PM 1 3 Yes 8:44 AM 5 -Yes 12:39 PM 1 -Yes 5:48 PM 2 5 Yes 8:45 AM 6 -Yes 12:40 PM 3 -Yes 5:49 PM 6 3 Yes 8:47 AM 10 2 Yes 12:42 PM 5 3 Yes 5:51 PM 2 2 Yes 8:49 AM 5 3 Yes 12:43 PM 7 7 Yes 5:52 PM 2 2 Yes 8:50 AM 2 2 Yes 12:45 PM 5 5 Yes 5:54 PM 7 -Yes 8:52 AM 9 4 Yes 12:46 PM 4 2 Yes 5:55 PM 5 1 Yes 8:53 AM 5 -Yes 12:48 PM 7 1 Yes 5:57 PM 6 1 Yes 8:55 AM 15 3 No 12:49 PM 2 -Yes 5:58 PM 5 5 Yes 8:57 AM 5 2 Yes 12:51 PM 1 3 Yes 6:00 PM 1 -Yes 8:58 AM 5 1 Yes 12:52 PM 5 1 Yes 9:00 AM 6 1 Yes 12:54 PM 3 3 Yes 12:55 PM 4 3 Yes 12:57 PM 5 2 Yes 12:58 PM 4 -Yes 1:00 PM 6 -Yes *Maximum queues during each peak period are highlighted in yellow. Vehicles in Queue: AM Vehicles in Queue: Mid-day Vehicles in Queue: PM Page 1 of 1 Approach Queue Report US 101 Southbound Offramp @ LOVR San Luis Obispo Tuesday, February 25, 2020 Clear 35.2459 -120.6827 07615 Attachment B: Peak Hour Volumes 07616 Existing Conditions (2020) LTRLTRLTRLTR LOVR/Calle Joaquin AM 15 3 51 71 4 29 41 990 16 52 848 105 LOVR/US 101 SB Ramps AM 434 216 765 347 29 815 LOVR/US 101 NB Ramps AM 496 123 1,058 171 114 351 LOVR/S. Higuera AM 23 422 275 376 1,069 70 LOVR/Calle Joaquin PM 13 3 51 133 5 88 64 1,207 23 52 1,417 95 LOVR/US 101 SB Ramps PM 241 365 794 597 64 1,266 LOVR/US 101 NB Ramps PM 494 89 736 299 178 836 LOVR/S. Higuera2 PM 31 262 794 559 687 81 1. For purposes of this analysis, LOVR is considred the East‐West street, with all cross streets considered the North‐South Streets. Near‐Term Conditions LTRLTRLTRLTR LOVR/Calle Joaquin AM 22 3 61 78 4 38 51 1,144 25 65 973 113 LOVR/US 101 SB Ramps AM 000495 0 234 0 946 371 50 1,023 0 LOVR/US 101 NB Ramps AM 547 0 177 00001,288 174 135 526 0 LOVR/S. Higuera AM 110 477 00299 511 1,280 0 101 000 LOVR/Calle Joaquin PM 26 3 75 168 5 105 75 1,369 35 67 1,631 102 LOVR/US 101 SB Ramps PM 000314 0 375 0 926 646 105 1,505 0 LOVR/US 101 NB Ramps PM 539 0 134 0000908 335 246 1,070 0 LOVR/S. Higuera PM 64 290 00690 1,068 967 0 92 000 1. For purposes of this analysis, LOVR is considred the East‐West street, with all cross streets considered the North‐South Streets. Project Traffic Assignment LTRLTRLTRLTR LOVR/Calle Joaquin AM 80 65 LOVR/US 101 SB Ramps AM 18 65 15 48 LOVR/US 101 NB Ramps AM 12 44 22 36 LOVR/S. Higuera AM 2 34 41 2 LOVR/Calle Joaquin PM 85 98 LOVR/US 101 SB Ramps PM 27 15 70 71 LOVR/US 101 NB Ramps PM 18 46 23 53 LOVR/S. Higuera PM 3 50 44 3 1. For purposes of this analysis, LOVR is considred the East‐West street, with all cross streets considered the North‐South Streets. Existing+Project LTRLTRLTRLTR LOVR/Calle Joaquin AM 15 3 51 71 4 29 41 1,070 16 52 913 105 LOVR/US 101 SB Ramps AM 000434 0 234 0 830 362 29 863 0 LOVR/US 101 NB Ramps AM 508 0 123 00001,102 193 114 387 0 LOVR/S. Higuera AM 25 422 00275 410 1,110 0 72 000 LOVR/Calle Joaquin PM 13 3 51 133 5 88 64 1,292 23 52 1,515 95 LOVR/US 101 SB Ramps PM 000241 0 392 0 809 667 64 1,337 0 LOVR/US 101 NB Ramps PM 512 0 89 0000782 322 178 889 0 LOVR/S. Higuera PM 34 262 00794 609 731 0 84 000 1. For purposes of this analysis, LOVR is considred the East‐West street, with all cross streets considered the North‐South Streets. Near Term + Project LTRLTRLTRLTR LOVR/Calle Joaquin AM 22 3 61 78 4 38 51 1,224 25 65 1,038 113 LOVR/US 101 SB Ramps AM 000495 0 252 0 1,011 386 50 1,071 0 LOVR/US 101 NB Ramps AM 559 0 177 00001,332 196 135 562 0 LOVR/S. Higuera AM 112 477 00299 545 1,321 0 103 000 LOVR/Calle Joaquin PM 26 3 75 168 5 105 75 1,454 35 67 1,729 102 LOVR/US 101 SB Ramps PM 000314 0 402 0 941 716 105 1,576 0 LOVR/US 101 NB Ramps PM 557 0 134 0000954 358 246 1,123 0 LOVR/S. Higuera PM 67 290 00690 1,118 1,011 0 95 000 1. For purposes of this analysis, LOVR is considred the East‐West street, with all cross streets considered the North‐South Streets. APPENDIX B: FROOM RANCH SPECIFIC PLAN SUPPLEMENTAL TRAFFIC OPERATIONS ANALYSIS ‐PEAK HOUR ANALYSIS VOLUMES 2. 2020 traffic counts were not available at the LOVR/S. Higuera intersection. Thus, for the purposes of this analysis, 2016 traffic counts at this location were adjusted to reflect 2020 conditions using a growth rate of 19%, which is based on the average 2016‐2020 traffic growth observed at the adjacent intersection of LOVR/U.S. 101 NB Ramps Intersection Period NB SB EB WB Intersection Period NB SB EB WB Intersection Period NB SB EB WB Intersection Period NB SB EB WB Intersection Period NB SB EB WB 07617 Attachment C: Synchro LOS Analysis Output Sheets 07618 Existing Conditions 9: Calle Joaquin & LOVR AM Peak HCM 6th Signalized Intersection Summary Synchro 10 Report City of San Luis Obispo Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 41 990 16 52 848 105 15 3 51 71 4 29 Future Volume (veh/h) 41 990 16 52 848 105 15 3 51 71 4 29 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 0.99 1.00 0.99 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 Adj Flow Rate, veh/h 44 1065 15 56 912 98 16 3 0 76 4 8 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %444444444444 Cap, veh/h 543 2654 1181 469 2667 1186 179 151 187 45 90 Arrive On Green 0.03 0.76 0.76 0.06 1.00 1.00 0.08 0.08 0.00 0.08 0.08 0.08 Sat Flow, veh/h 1753 3497 1556 1753 3497 1556 1371 1841 1560 1381 545 1090 Grp Volume(v), veh/h 44 1065 15 56 912 98 16 3 0 76 0 12 Grp Sat Flow(s),veh/h/ln 1753 1749 1556 1753 1749 1556 1371 1841 1560 1381 0 1635 Q Serve(g_s), s 0.5 10.0 0.2 0.7 0.0 0.0 1.0 0.1 0.0 5.1 0.0 0.6 Cycle Q Clear(g_c), s 0.5 10.0 0.2 0.7 0.0 0.0 1.7 0.1 0.0 5.2 0.0 0.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.67 Lane Grp Cap(c), veh/h 543 2654 1181 469 2667 1186 179 151 187 0 135 V/C Ratio(X)0.08 0.40 0.01 0.12 0.34 0.08 0.09 0.02 0.41 0.00 0.09 Avail Cap(c_a), veh/h 603 2654 1181 559 2667 1186 413 465 423 0 413 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 0.91 0.91 0.91 1.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 2.2 4.0 2.8 2.6 0.0 0.0 41.1 40.1 0.0 42.5 0.0 40.3 Incr Delay (d2), s/veh 0.1 0.5 0.0 0.1 0.3 0.1 0.2 0.1 0.0 1.4 0.0 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 2.8 0.1 0.1 0.1 0.0 0.4 0.1 0.0 1.8 0.0 0.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 2.3 4.4 2.8 2.7 0.3 0.1 41.3 40.1 0.0 43.9 0.0 40.6 LnGrp LOS AAAAAADD DAD Approach Vol, veh/h 1124 1066 19 A 88 Approach Delay, s/veh 4.3 0.4 41.1 43.4 Approach LOS A A D D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 7.1 76.1 11.8 6.7 76.4 11.8 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 8.0 51.0 24.0 6.0 53.0 24.0 Max Q Clear Time (g_c+I1), s 2.7 12.0 7.2 2.5 2.0 3.7 Green Ext Time (p_c), s 0.0 10.0 0.2 0.0 8.3 0.0 Intersection Summary HCM 6th Ctrl Delay 4.3 HCM 6th LOS A Notes Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. 07619 Existing Conditions 10: Hwy 101 SB On-Ramp/Hwy 101 SB Off-Ramp & LOVR AM Peak HCM 6th Signalized Intersection Summary Synchro 10 Report City of San Luis Obispo Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 765 347 29 815 00004340216 Future Volume (veh/h) 0 765 347 29 815 00004340216 Initial Q (Qb), veh 000000 000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 0 1841 1841 1841 1841 0 1841 1841 1841 Adj Flow Rate, veh/h 0 797 285 30 849 0 452 0 111 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, %044440 444 Cap, veh/h 0 1606 716 44 1705 0 512 0 456 Arrive On Green 0.00 0.92 0.92 0.05 0.97 0.00 0.29 0.00 0.29 Sat Flow, veh/h 0 3589 1560 1753 3589 0 1753 0 1560 Grp Volume(v), veh/h 0 797 285 30 849 0 452 0 111 Grp Sat Flow(s),veh/h/ln 0 1749 1560 1753 1749 0 1753 0 1560 Q Serve(g_s), s 0.0 3.3 2.2 1.6 1.1 0.0 23.4 0.0 5.2 Cycle Q Clear(g_c), s 0.0 3.3 2.2 1.6 1.1 0.0 23.4 0.0 5.2 Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 1606 716 44 1705 0 512 0 456 V/C Ratio(X)0.00 0.50 0.40 0.68 0.50 0.00 0.88 0.00 0.24 Avail Cap(c_a), veh/h 0 1606 716 161 1705 0 738 0 657 HCM Platoon Ratio 1.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.00 0.92 0.92 0.83 0.83 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 2.2 2.2 44.7 0.6 0.0 32.1 0.0 25.6 Incr Delay (d2), s/veh 0.0 1.0 1.5 14.2 0.9 0.0 8.9 0.0 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.9 0.8 0.8 0.4 0.0 10.9 0.0 1.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 3.2 3.7 59.0 1.5 0.0 40.9 0.0 25.9 LnGrp LOS AAAEAA DAC Approach Vol, veh/h 1082 879 563 Approach Delay, s/veh 3.4 3.5 38.0 Approach LOS A A D Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 5.7 45.3 51.0 31.8 Change Period (Y+Rc), s 3.5 4.9 4.9 4.2 Max Green Setting (Gmax), s 8.5 34.1 46.1 39.8 Max Q Clear Time (g_c+I1), s 3.6 5.3 3.1 25.4 Green Ext Time (p_c), s 0.0 5.9 4.5 2.2 Intersection Summary HCM 6th Ctrl Delay 11.1 HCM 6th LOS B 07620 Existing Conditions 11: NB ramp & LOVR AM Peak HCM 6th Signalized Intersection Summary Synchro 10 Report City of San Luis Obispo Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 1032 167 114 350 494 123 Future Volume (veh/h) 1032 167 114 350 494 123 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1841 1841 1841 1841 1841 1900 Adj Flow Rate, veh/h 1098 129 121 372 566 0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, %444440 Cap, veh/h 2060 1242 175 2500 745 329 Arrive On Green 0.59 0.59 0.10 0.71 0.21 0.00 Sat Flow, veh/h 3589 1560 1753 3589 3506 1610 Grp Volume(v), veh/h 1098 129 121 372 566 0 Grp Sat Flow(s),veh/h/ln 1749 1560 1753 1749 1753 1610 Q Serve(g_s), s 17.9 1.7 6.3 3.2 14.4 0.0 Cycle Q Clear(g_c), s 17.9 1.7 6.3 3.2 14.4 0.0 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 2060 1242 175 2500 745 329 V/C Ratio(X) 0.53 0.10 0.69 0.15 0.76 0.00 Avail Cap(c_a), veh/h 2060 1242 249 2500 1008 449 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.91 0.91 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 11.7 2.2 41.4 4.3 35.1 0.0 Incr Delay (d2), s/veh 0.9 0.2 4.9 0.1 2.3 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.6 1.2 2.9 1.0 6.4 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 12.6 2.3 46.2 4.4 37.5 0.0 LnGrp LOS B A D A D A Approach Vol, veh/h 1227 493 566 Approach Delay, s/veh 11.5 14.7 37.5 Approach LOS B B D Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 12.0 60.1 72.1 22.9 Change Period (Y+Rc), s 3.5 4.9 4.9 4.5 Max Green Setting (Gmax), s 12.5 44.1 60.1 25.5 Max Q Clear Time (g_c+I1), s 8.3 19.9 5.2 16.4 Green Ext Time (p_c), s 0.1 6.9 1.7 2.0 Intersection Summary HCM 6th Ctrl Delay 18.6 HCM 6th LOS B Notes User approved volume balancing among the lanes for turning movement. 07621 Existing Conditions 12: S. Higuera & LOVR AM Peak HCM 6th Signalized Intersection Summary Synchro 10 Report City of San Luis Obispo Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 1069 70 23 422 275 376 Future Volume (veh/h) 1069 70 23 422 275 376 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 1091 71 23 431 281 384 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222222 Cap, veh/h 1332 611 266 710 439 983 Arrive On Green 0.39 0.39 0.03 0.38 0.23 0.23 Sat Flow, veh/h 3456 1585 1781 1870 1870 1585 Grp Volume(v), veh/h 1091 71 23 431 281 384 Grp Sat Flow(s),veh/h/ln 1728 1585 1781 1870 1870 1585 Q Serve(g_s), s 14.5 1.5 0.5 9.5 6.9 6.2 Cycle Q Clear(g_c), s 14.5 1.5 0.5 9.5 6.9 6.2 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 1332 611 266 710 439 983 V/C Ratio(X) 0.82 0.12 0.09 0.61 0.64 0.39 Avail Cap(c_a), veh/h 1692 776 567 1319 1831 2163 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 14.1 10.1 13.4 12.8 17.6 4.9 Incr Delay (d2), s/veh 2.6 0.1 0.1 0.8 1.6 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 4.8 1.6 0.2 3.1 2.7 3.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 16.7 10.2 13.6 13.6 19.1 5.1 LnGrp LOS BBBBBA Approach Vol, veh/h 1162 454 665 Approach Delay, s/veh 16.3 13.6 11.0 Approach LOS B B B Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 25.4 25.7 7.4 18.0 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 36.0 25.0 10.0 50.0 Max Q Clear Time (g_c+I1), s 11.5 16.5 2.5 8.9 Green Ext Time (p_c), s 2.4 3.2 0.0 3.1 Intersection Summary HCM 6th Ctrl Delay 14.2 HCM 6th LOS B 07622 Existing Conditions 9: Calle Joaquin & LOVR PM Peak HCM 6th Signalized Intersection Summary Synchro 10 Report City of San Luis Obispo Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 64 1207 23 52 1417 95 13 3 51 133 5 88 Future Volume (veh/h) 64 1207 23 52 1417 95 13 3 51 133 5 88 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 0.99 1.00 0.99 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 65 1232 22 53 1446 73 13 3 0 136 5 27 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %111111111111 Cap, veh/h 379 2561 1142 380 2552 1138 233 253 260 34 184 Arrive On Green 0.03 0.72 0.72 0.06 1.00 1.00 0.13 0.13 0.00 0.13 0.13 0.13 Sat Flow, veh/h 1795 3582 1598 1795 3582 1598 1380 1885 1598 1415 254 1373 Grp Volume(v), veh/h 65 1232 22 53 1446 73 13 3 0 136 0 32 Grp Sat Flow(s),veh/h/ln 1795 1791 1598 1795 1791 1598 1380 1885 1598 1415 0 1627 Q Serve(g_s), s 1.0 14.9 0.4 0.8 0.0 0.0 0.8 0.1 0.0 9.2 0.0 1.7 Cycle Q Clear(g_c), s 1.0 14.9 0.4 0.8 0.0 0.0 2.6 0.1 0.0 9.4 0.0 1.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.84 Lane Grp Cap(c), veh/h 379 2561 1142 380 2552 1138 233 253 260 0 218 V/C Ratio(X)0.17 0.48 0.02 0.14 0.57 0.06 0.06 0.01 0.52 0.00 0.15 Avail Cap(c_a), veh/h 498 2561 1142 522 2552 1138 490 603 523 0 521 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 0.76 0.76 0.76 1.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 3.3 6.2 4.1 4.5 0.0 0.0 39.4 37.5 0.0 41.6 0.0 38.2 Incr Delay (d2), s/veh 0.2 0.6 0.0 0.1 0.7 0.1 0.1 0.0 0.0 1.6 0.0 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 4.7 0.1 0.2 0.2 0.0 0.3 0.1 0.0 3.3 0.0 0.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 3.6 6.8 4.1 4.6 0.7 0.1 39.5 37.6 0.0 43.2 0.0 38.5 LnGrp LOS AAAAAADD DAD Approach Vol, veh/h 1319 1572 16 A 168 Approach Delay, s/veh 6.6 0.8 39.1 42.3 Approach LOS A A D D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 7.1 75.5 17.4 7.3 75.2 17.4 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 11.0 45.0 32.0 10.0 46.0 32.0 Max Q Clear Time (g_c+I1), s 2.8 16.9 11.4 3.0 2.0 4.6 Green Ext Time (p_c), s 0.0 10.6 0.5 0.1 16.0 0.0 Intersection Summary HCM 6th Ctrl Delay 5.8 HCM 6th LOS A Notes Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. 07623 Existing Conditions 10: Hwy 101 SB On-Ramp/Hwy 101 SB Off-Ramp & LOVR PM Peak HCM 6th Signalized Intersection Summary Synchro 10 Report City of San Luis Obispo Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 794 597 64 1266 00002410365 Future Volume (veh/h) 0 794 597 64 1266 00002410365 Initial Q (Qb), veh 000000 000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 0 1885 1885 1885 1885 0 1885 1885 1885 Adj Flow Rate, veh/h 0 810 514 65 1292 0 246 0 257 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %011110 111 Cap, veh/h 0 1653 737 87 1837 0 354 0 315 Arrive On Green 0.00 0.92 0.92 0.10 1.00 0.00 0.20 0.00 0.20 Sat Flow, veh/h 0 3676 1598 1795 3676 0 1795 0 1598 Grp Volume(v), veh/h 0 810 514 65 1292 0 246 0 257 Grp Sat Flow(s),veh/h/ln 0 1791 1598 1795 1791 0 1795 0 1598 Q Serve(g_s), s 0.0 3.2 7.0 3.5 0.0 0.0 12.7 0.0 15.4 Cycle Q Clear(g_c), s 0.0 3.2 7.0 3.5 0.0 0.0 12.7 0.0 15.4 Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 1653 737 87 1837 0 354 0 315 V/C Ratio(X)0.00 0.49 0.70 0.74 0.70 0.00 0.70 0.00 0.82 Avail Cap(c_a), veh/h 0 1653 737 192 1837 0 718 0 639 HCM Platoon Ratio 1.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.00 0.85 0.85 0.86 0.86 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 2.2 2.3 44.5 0.0 0.0 37.4 0.0 38.4 Incr Delay (d2), s/veh 0.0 0.9 4.6 10.3 2.0 0.0 2.5 0.0 5.2 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 0.0 0.9 1.9 1.7 0.5 0.0 5.7 0.0 6.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 3.1 7.0 54.8 2.0 0.0 39.8 0.0 43.6 LnGrp LOS A A A D A A D A D Approach Vol, veh/h 1324 1357 503 Approach Delay, s/veh 4.6 4.5 41.7 Approach LOS A A D Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 8.2 47.8 56.0 23.7 Change Period (Y+Rc), s 3.5 4.9 4.9 4.2 Max Green Setting (Gmax), s 10.5 37.1 51.1 39.8 Max Q Clear Time (g_c+I1), s 5.5 9.0 2.0 17.4 Green Ext Time (p_c), s 0.1 7.4 8.3 2.1 Intersection Summary HCM 6th Ctrl Delay 10.4 HCM 6th LOS B 07624 Existing Conditions 11: NB Off ramp & LOVR PM Peak HCM 6th Signalized Intersection Summary Synchro 10 Report City of San Luis Obispo Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 736 299 178 836 494 89 Future Volume (veh/h) 736 299 178 836 494 89 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1900 Adj Flow Rate, veh/h 759 248 184 862 543 0 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %222220 Cap, veh/h 2027 1215 239 2592 718 312 Arrive On Green 0.57 0.57 0.13 0.73 0.20 0.00 Sat Flow, veh/h 3647 1584 1781 3647 3563 1610 Grp Volume(v), veh/h 759 248 184 862 543 0 Grp Sat Flow(s),veh/h/ln 1777 1584 1781 1777 1781 1610 Q Serve(g_s), s 11.7 4.3 10.0 8.7 14.4 0.0 Cycle Q Clear(g_c), s 11.7 4.3 10.0 8.7 14.4 0.0 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 2027 1215 239 2592 718 312 V/C Ratio(X) 0.37 0.20 0.77 0.33 0.76 0.00 Avail Cap(c_a), veh/h 2027 1215 401 2592 1044 459 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.92 0.92 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 11.7 3.2 41.8 4.8 37.6 0.0 Incr Delay (d2), s/veh 0.5 0.3 5.2 0.3 1.9 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 4.4 2.7 4.6 2.6 6.3 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 12.2 3.6 47.0 5.2 39.5 0.0 LnGrp LOS B A D A D A Approach Vol, veh/h 1007 1046 543 Approach Delay, s/veh 10.1 12.5 39.5 Approach LOS B B D Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 15.9 61.2 77.1 22.9 Change Period (Y+Rc), s 3.5 4.9 4.9 4.5 Max Green Setting (Gmax), s 21.5 38.1 63.1 27.5 Max Q Clear Time (g_c+I1), s 12.0 13.7 10.7 16.4 Green Ext Time (p_c), s 0.4 5.0 4.6 2.0 Intersection Summary HCM 6th Ctrl Delay 17.2 HCM 6th LOS B Notes User approved volume balancing among the lanes for turning movement. 07625 Existing Conditions 12: S. Higuera & LOVR PM Peak HCM 6th Signalized Intersection Summary Synchro 10 Report City of San Luis Obispo Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 687 81 31 262 794 559 Future Volume (veh/h) 687 81 31 262 794 559 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 747 88 34 285 845 595 Peak Hour Factor 0.92 0.92 0.92 0.92 0.94 0.94 Percent Heavy Veh, %222222 Cap, veh/h 862 395 180 1142 950 1200 Arrive On Green 0.25 0.25 0.03 0.61 0.51 0.51 Sat Flow, veh/h 3456 1585 1781 1870 1870 1585 Grp Volume(v), veh/h 747 88 34 285 845 595 Grp Sat Flow(s),veh/h/ln 1728 1585 1781 1870 1870 1585 Q Serve(g_s), s 17.7 3.8 0.7 6.0 34.7 12.5 Cycle Q Clear(g_c), s 17.7 3.8 0.7 6.0 34.7 12.5 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 862 395 180 1142 950 1200 V/C Ratio(X) 0.87 0.22 0.19 0.25 0.89 0.50 Avail Cap(c_a), veh/h 1009 463 330 1142 1092 1321 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 30.8 25.5 17.0 7.7 18.9 4.0 Incr Delay (d2), s/veh 7.2 0.3 0.5 0.1 8.4 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 7.8 0.0 0.3 2.0 15.1 8.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 38.0 25.8 17.5 7.8 27.3 4.4 LnGrp LOS D C B A C A Approach Vol, veh/h 835 319 1440 Approach Delay, s/veh 36.7 8.8 17.8 Approach LOS D A B Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 58.3 27.3 8.8 49.5 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 36.0 25.0 10.0 50.0 Max Q Clear Time (g_c+I1), s 8.0 19.7 2.7 36.7 Green Ext Time (p_c), s 1.5 1.6 0.0 6.8 Intersection Summary HCM 6th Ctrl Delay 22.8 HCM 6th LOS C 07626 Near Term Conditions 9: Calle Joaquin & LOVR AM Peak HCM 6th Signalized Intersection Summary Synchro 10 Report City of San Luis Obispo Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 51 1144 25 65 973 113 22 3 61 78 4 38 Future Volume (veh/h) 51 1144 25 65 973 113 22 3 61 78 4 38 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 0.99 1.00 0.99 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 Adj Flow Rate, veh/h 55 1230 25 70 1046 107 24 3 0 84 4 18 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %444444444444 Cap, veh/h 491 2616 1164 404 2628 1169 181 166 198 26 118 Arrive On Green 0.03 0.75 0.75 0.07 1.00 1.00 0.09 0.09 0.00 0.09 0.09 0.09 Sat Flow, veh/h 1753 3497 1556 1753 3497 1556 1359 1841 1560 1382 290 1305 Grp Volume(v), veh/h 55 1230 25 70 1046 107 24 3 0 84 0 22 Grp Sat Flow(s),veh/h/ln 1753 1749 1556 1753 1749 1556 1359 1841 1560 1382 0 1595 Q Serve(g_s), s 0.7 13.0 0.4 0.9 0.0 0.0 1.6 0.1 0.0 5.6 0.0 1.2 Cycle Q Clear(g_c), s 0.7 13.0 0.4 0.9 0.0 0.0 2.8 0.1 0.0 5.7 0.0 1.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.82 Lane Grp Cap(c), veh/h 491 2616 1164 404 2628 1169 181 166 198 0 144 V/C Ratio(X)0.11 0.47 0.02 0.17 0.40 0.09 0.13 0.02 0.42 0.00 0.15 Avail Cap(c_a), veh/h 545 2616 1164 490 2628 1169 402 465 423 0 403 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 0.83 0.83 0.83 1.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 2.4 4.6 3.1 3.2 0.0 0.0 41.2 39.4 0.0 42.0 0.0 39.9 Incr Delay (d2), s/veh 0.1 0.6 0.0 0.2 0.4 0.1 0.3 0.0 0.0 1.4 0.0 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 3.8 0.1 0.2 0.1 0.0 0.5 0.1 0.0 2.0 0.0 0.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 2.5 5.3 3.1 3.4 0.4 0.1 41.5 39.4 0.0 43.4 0.0 40.4 LnGrp LOS AAAAAADD DAD Approach Vol, veh/h 1310 1223 27 A 106 Approach Delay, s/veh 5.1 0.5 41.3 42.8 Approach LOS A A D D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 7.4 75.1 12.6 7.1 75.4 12.6 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 8.0 51.0 24.0 6.0 53.0 24.0 Max Q Clear Time (g_c+I1), s 2.9 15.0 7.7 2.7 2.0 4.8 Green Ext Time (p_c), s 0.0 12.1 0.3 0.0 10.1 0.0 Intersection Summary HCM 6th Ctrl Delay 4.9 HCM 6th LOS A Notes Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. 07627 Near Term Conditions 10: Hwy 101 SB On-Ramp/Hwy 101 SB Off-Ramp & LOVR AM Peak HCM 6th Signalized Intersection Summary Synchro 10 Report City of San Luis Obispo Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 946 371 50 1023 00004950234 Future Volume (veh/h) 0 946 371 50 1023 00004950234 Initial Q (Qb), veh 000000 000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 0 1841 1841 1841 1841 0 1841 1841 1841 Adj Flow Rate, veh/h 0 985 310 52 1066 0 516 0 130 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, %044440 444 Cap, veh/h 0 1555 693 70 1705 0 575 0 512 Arrive On Green 0.00 0.89 0.89 0.08 0.97 0.00 0.33 0.00 0.33 Sat Flow, veh/h 0 3589 1560 1753 3589 0 1753 0 1560 Grp Volume(v), veh/h 0 985 310 52 1066 0 516 0 130 Grp Sat Flow(s),veh/h/ln 0 1749 1560 1753 1749 0 1753 0 1560 Q Serve(g_s), s 0.0 6.8 3.5 2.8 1.9 0.0 26.6 0.0 5.8 Cycle Q Clear(g_c), s 0.0 6.8 3.5 2.8 1.9 0.0 26.6 0.0 5.8 Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 1555 693 70 1705 0 575 0 512 V/C Ratio(X)0.00 0.63 0.45 0.75 0.63 0.00 0.90 0.00 0.25 Avail Cap(c_a), veh/h 0 1555 693 161 1705 0 738 0 657 HCM Platoon Ratio 1.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.00 0.87 0.87 0.79 0.79 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 3.3 3.1 43.3 0.6 0.0 30.4 0.0 23.4 Incr Delay (d2), s/veh 0.0 1.7 1.8 11.8 1.4 0.0 11.6 0.0 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 1.6 1.1 1.4 0.6 0.0 12.7 0.0 2.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 5.0 4.9 55.0 2.0 0.0 42.0 0.0 23.7 LnGrp LOS AAAEAA DAC Approach Vol, veh/h 1295 1118 646 Approach Delay, s/veh 5.0 4.5 38.3 Approach LOS A A D Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 7.1 43.9 51.0 35.2 Change Period (Y+Rc), s 3.5 4.9 4.9 4.2 Max Green Setting (Gmax), s 8.5 34.1 46.1 39.8 Max Q Clear Time (g_c+I1), s 4.8 8.8 3.9 28.6 Green Ext Time (p_c), s 0.0 7.3 6.2 2.3 Intersection Summary HCM 6th Ctrl Delay 11.8 HCM 6th LOS B 07628 Near Term Conditions 11: NB ramp & LOVR AM Peak HCM 6th Signalized Intersection Summary Synchro 10 Report City of San Luis Obispo Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 1288 174 135 526 547 177 Future Volume (veh/h) 1288 174 135 526 547 177 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1841 1841 1841 1841 1841 1900 Adj Flow Rate, veh/h 1370 136 144 560 675 0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, %444440 Cap, veh/h 1915 1222 197 2400 845 375 Arrive On Green 0.55 0.55 0.11 0.69 0.24 0.00 Sat Flow, veh/h 3589 1560 1753 3589 3506 1610 Grp Volume(v), veh/h 1370 136 144 560 675 0 Grp Sat Flow(s),veh/h/ln 1749 1560 1753 1749 1753 1610 Q Serve(g_s), s 27.7 2.0 7.5 5.7 17.2 0.0 Cycle Q Clear(g_c), s 27.7 2.0 7.5 5.7 17.2 0.0 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 1915 1222 197 2400 845 375 V/C Ratio(X) 0.72 0.11 0.73 0.23 0.80 0.00 Avail Cap(c_a), veh/h 1915 1222 249 2400 1008 449 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.78 0.78 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 16.0 2.4 40.8 5.6 33.9 0.0 Incr Delay (d2), s/veh 1.8 0.1 7.9 0.2 3.9 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 10.7 1.4 3.6 1.8 7.7 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 17.8 2.6 48.7 5.8 37.8 0.0 LnGrp LOS B A D A D A Approach Vol, veh/h 1506 704 675 Approach Delay, s/veh 16.4 14.6 37.8 Approach LOS B B D Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 13.2 56.2 69.4 25.6 Change Period (Y+Rc), s 3.5 4.9 4.9 4.5 Max Green Setting (Gmax), s 12.5 44.1 60.1 25.5 Max Q Clear Time (g_c+I1), s 9.5 29.7 7.7 19.2 Green Ext Time (p_c), s 0.1 7.1 2.7 1.9 Intersection Summary HCM 6th Ctrl Delay 21.0 HCM 6th LOS C Notes User approved volume balancing among the lanes for turning movement. 07629 Near Term Conditions 12: S. Higuera & LOVR AM Peak HCM 6th Signalized Intersection Summary Synchro 10 Report City of San Luis Obispo Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 1280 101 110 477 299 511 Future Volume (veh/h) 1280 101 110 477 299 511 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 1306 103 112 487 305 521 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222222 Cap, veh/h 1346 617 311 792 491 1034 Arrive On Green 0.39 0.39 0.07 0.42 0.26 0.26 Sat Flow, veh/h 3456 1585 1781 1870 1870 1585 Grp Volume(v), veh/h 1306 103 112 487 305 521 Grp Sat Flow(s),veh/h/ln 1728 1585 1781 1870 1870 1585 Q Serve(g_s), s 23.8 2.7 2.8 13.0 9.2 10.9 Cycle Q Clear(g_c), s 23.8 2.7 2.8 13.0 9.2 10.9 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 1346 617 311 792 491 1034 V/C Ratio(X) 0.97 0.17 0.36 0.61 0.62 0.50 Avail Cap(c_a), veh/h 1346 617 469 1049 1457 1852 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 19.2 12.8 15.2 14.4 20.8 5.8 Incr Delay (d2), s/veh 17.8 0.1 0.7 0.8 1.3 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 11.3 3.0 1.0 4.6 3.7 7.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 37.1 12.9 15.9 15.2 22.1 6.2 LnGrp LOS D B B B C A Approach Vol, veh/h 1409 599 826 Approach Delay, s/veh 35.3 15.3 12.1 Approach LOS D B B Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 33.2 31.0 10.3 22.9 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 36.0 25.0 10.0 50.0 Max Q Clear Time (g_c+I1), s 15.0 25.8 4.8 12.9 Green Ext Time (p_c), s 2.7 0.0 0.1 3.9 Intersection Summary HCM 6th Ctrl Delay 24.3 HCM 6th LOS C 07630 Near Term Conditions 9: Calle Joaquin & LOVR PM Peak HCM 6th Signalized Intersection Summary Synchro 10 Report City of San Luis Obispo Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 75 1369 35 67 1631 102 26 3 75 168 5 105 Future Volume (veh/h) 75 1369 35 67 1631 102 26 3 75 168 5 105 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 0.99 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 77 1397 35 68 1664 80 27 3 0 171 5 44 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %111111111111 Cap, veh/h 327 2465 1099 317 2460 1097 251 298 294 26 229 Arrive On Green 0.04 0.69 0.69 0.07 1.00 1.00 0.16 0.16 0.00 0.16 0.16 0.16 Sat Flow, veh/h 1795 3582 1598 1795 3582 1598 1360 1885 1598 1417 165 1450 Grp Volume(v), veh/h 77 1397 35 68 1664 80 27 3 0 171 0 49 Grp Sat Flow(s),veh/h/ln 1795 1791 1598 1795 1791 1598 1360 1885 1598 1417 0 1614 Q Serve(g_s), s 1.2 19.9 0.7 1.1 0.0 0.0 1.8 0.1 0.0 11.6 0.0 2.6 Cycle Q Clear(g_c), s 1.2 19.9 0.7 1.1 0.0 0.0 4.4 0.1 0.0 11.7 0.0 2.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.90 Lane Grp Cap(c), veh/h 327 2465 1099 317 2460 1097 251 298 294 0 255 V/C Ratio(X)0.24 0.57 0.03 0.21 0.68 0.07 0.11 0.01 0.58 0.00 0.19 Avail Cap(c_a), veh/h 443 2465 1099 454 2460 1097 471 603 523 0 517 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 0.68 0.68 0.68 1.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 4.0 8.0 5.0 6.2 0.0 0.0 38.5 35.5 0.0 40.5 0.0 36.6 Incr Delay (d2), s/veh 0.4 1.0 0.1 0.2 1.0 0.1 0.2 0.0 0.0 1.8 0.0 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 6.7 0.2 0.3 0.4 0.0 0.6 0.1 0.0 4.1 0.0 1.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 4.4 8.9 5.0 6.4 1.0 0.1 38.7 35.5 0.0 42.3 0.0 36.9 LnGrp LOS AAAAAADD DAD Approach Vol, veh/h 1509 1812 30 A 220 Approach Delay, s/veh 8.6 1.2 38.4 41.1 Approach LOS A A D D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 7.4 72.8 19.8 7.5 72.7 19.8 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 11.0 45.0 32.0 10.0 46.0 32.0 Max Q Clear Time (g_c+I1), s 3.1 21.9 13.7 3.2 2.0 6.4 Green Ext Time (p_c), s 0.1 11.4 0.7 0.1 20.1 0.1 Intersection Summary HCM 6th Ctrl Delay 7.1 HCM 6th LOS A Notes Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. 07631 Near Term Conditions 10: Hwy 101 SB On-Ramp/Hwy 101 SB Off-Ramp & LOVR PM Peak HCM 6th Signalized Intersection Summary Synchro 10 Report City of San Luis Obispo Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 926 646 105 1505 00003140348 Future Volume (veh/h) 0 926 646 105 1505 00003140348 Initial Q (Qb), veh 000000 000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 0 1885 1885 1885 1885 0 1885 1885 1885 Adj Flow Rate, veh/h 0 945 564 107 1536 0 320 0 240 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %011110 111 Cap, veh/h 0 1554 693 137 1837 0 387 0 344 Arrive On Green 0.00 0.87 0.87 0.15 1.00 0.00 0.22 0.00 0.22 Sat Flow, veh/h 0 3676 1598 1795 3676 0 1795 0 1598 Grp Volume(v), veh/h 0 945 564 107 1536 0 320 0 240 Grp Sat Flow(s),veh/h/ln 0 1791 1598 1795 1791 0 1795 0 1598 Q Serve(g_s), s 0.0 7.4 15.9 5.7 0.0 0.0 17.0 0.0 13.9 Cycle Q Clear(g_c), s 0.0 7.4 15.9 5.7 0.0 0.0 17.0 0.0 13.9 Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 1554 693 137 1837 0 387 0 344 V/C Ratio(X)0.00 0.61 0.81 0.78 0.84 0.00 0.83 0.00 0.70 Avail Cap(c_a), veh/h 0 1554 693 192 1837 0 718 0 639 HCM Platoon Ratio 1.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.00 0.78 0.78 0.79 0.79 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 4.2 4.8 41.6 0.0 0.0 37.4 0.0 36.2 Incr Delay (d2), s/veh 0.0 1.4 8.1 10.4 3.8 0.0 4.5 0.0 2.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 1.8 3.4 2.7 1.0 0.0 7.8 0.0 5.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 5.6 12.9 52.0 3.8 0.0 42.0 0.0 38.8 LnGrp LOS A A B D A A D A D Approach Vol, veh/h 1509 1643 560 Approach Delay, s/veh 8.3 6.9 40.6 Approach LOS A A D Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 10.9 45.1 56.0 25.5 Change Period (Y+Rc), s 3.5 4.9 4.9 4.2 Max Green Setting (Gmax), s 10.5 37.1 51.1 39.8 Max Q Clear Time (g_c+I1), s 7.7 17.9 2.0 19.0 Green Ext Time (p_c), s 0.1 7.7 11.2 2.3 Intersection Summary HCM 6th Ctrl Delay 12.6 HCM 6th LOS B 07632 Near Term Conditions 11: NB Off ramp & LOVR PM Peak HCM 6th Signalized Intersection Summary Synchro 10 Report City of San Luis Obispo Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 908 335 246 1070 539 134 Future Volume (veh/h) 908 335 246 1070 539 134 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1900 Adj Flow Rate, veh/h 936 285 254 1103 633 0 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %222220 Cap, veh/h 1804 1154 307 2505 806 351 Arrive On Green 0.51 0.51 0.17 0.70 0.23 0.00 Sat Flow, veh/h 3647 1583 1781 3647 3563 1610 Grp Volume(v), veh/h 936 285 254 1103 633 0 Grp Sat Flow(s),veh/h/ln 1777 1583 1781 1777 1781 1610 Q Serve(g_s), s 17.6 6.0 13.8 13.3 16.7 0.0 Cycle Q Clear(g_c), s 17.6 6.0 13.8 13.3 16.7 0.0 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 1804 1154 307 2505 806 351 V/C Ratio(X) 0.52 0.25 0.83 0.44 0.79 0.00 Avail Cap(c_a), veh/h 1804 1154 401 2505 1044 459 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.87 0.87 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 16.5 4.5 40.0 6.3 36.4 0.0 Incr Delay (d2), s/veh 0.9 0.4 10.6 0.6 3.0 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 7.0 3.8 6.8 4.3 7.4 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 17.4 4.9 50.5 6.9 39.5 0.0 LnGrp LOS B A D A D A Approach Vol, veh/h 1221 1357 633 Approach Delay, s/veh 14.5 15.0 39.5 Approach LOS B B D Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 19.7 55.0 74.7 25.3 Change Period (Y+Rc), s 3.5 4.9 4.9 4.5 Max Green Setting (Gmax), s 21.5 38.1 63.1 27.5 Max Q Clear Time (g_c+I1), s 15.8 19.6 15.3 18.7 Green Ext Time (p_c), s 0.5 5.9 6.5 2.1 Intersection Summary HCM 6th Ctrl Delay 19.6 HCM 6th LOS B Notes User approved volume balancing among the lanes for turning movement. 07633 Near Term Conditions 12: S. Higuera & LOVR PM Peak HCM 6th Signalized Intersection Summary Synchro 10 Report City of San Luis Obispo Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 967 92 64 290 690 1068 Future Volume (veh/h) 967 92 64 290 690 1068 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 1051 100 70 315 734 1136 Peak Hour Factor 0.92 0.92 0.92 0.92 0.94 0.94 Percent Heavy Veh, %222222 Cap, veh/h 888 407 201 1159 962 1222 Arrive On Green 0.26 0.26 0.04 0.62 0.51 0.51 Sat Flow, veh/h 3456 1585 1781 1870 1870 1585 Grp Volume(v), veh/h 1051 100 70 315 734 1136 Grp Sat Flow(s),veh/h/ln 1728 1585 1781 1870 1870 1585 Q Serve(g_s), s 25.0 4.9 1.7 7.5 30.5 50.0 Cycle Q Clear(g_c), s 25.0 4.9 1.7 7.5 30.5 50.0 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 888 407 201 1159 962 1222 V/C Ratio(X) 1.18 0.25 0.35 0.27 0.76 0.93 Avail Cap(c_a), veh/h 888 407 306 1159 962 1222 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 36.1 28.6 16.6 8.5 18.9 8.3 Incr Delay (d2), s/veh 93.9 0.3 1.0 0.1 3.7 12.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 21.6 0.0 0.6 2.6 12.8 31.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 130.0 29.0 17.6 8.6 22.6 20.6 LnGrp LOS F C B A C C Approach Vol, veh/h 1151 385 1870 Approach Delay, s/veh 121.2 10.2 21.4 Approach LOS F B C Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 66.2 31.0 10.2 56.0 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 36.0 25.0 10.0 50.0 Max Q Clear Time (g_c+I1), s 9.5 27.0 3.7 52.0 Green Ext Time (p_c), s 1.7 0.0 0.1 0.0 Intersection Summary HCM 6th Ctrl Delay 53.9 HCM 6th LOS D 07634 Existing+Project 9: Calle Joaquin & LOVR AM Peak HCM 6th Signalized Intersection Summary Synchro 10 Report City of San Luis Obispo Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 41 1070 16 52 913 105 15 3 51 71 4 29 Future Volume (veh/h) 41 1070 16 52 913 105 15 3 51 71 4 29 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 0.99 1.00 0.99 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 Adj Flow Rate, veh/h 44 1151 15 56 982 98 16 3 0 76 4 8 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %444444444444 Cap, veh/h 516 2654 1181 436 2667 1186 179 151 187 45 90 Arrive On Green 0.03 0.76 0.76 0.06 1.00 1.00 0.08 0.08 0.00 0.08 0.08 0.08 Sat Flow, veh/h 1753 3497 1556 1753 3497 1556 1371 1841 1560 1381 545 1090 Grp Volume(v), veh/h 44 1151 15 56 982 98 16 3 0 76 0 12 Grp Sat Flow(s),veh/h/ln 1753 1749 1556 1753 1749 1556 1371 1841 1560 1381 0 1635 Q Serve(g_s), s 0.5 11.2 0.2 0.7 0.0 0.0 1.0 0.1 0.0 5.1 0.0 0.6 Cycle Q Clear(g_c), s 0.5 11.2 0.2 0.7 0.0 0.0 1.7 0.1 0.0 5.2 0.0 0.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.67 Lane Grp Cap(c), veh/h 516 2654 1181 436 2667 1186 179 151 187 0 135 V/C Ratio(X)0.09 0.43 0.01 0.13 0.37 0.08 0.09 0.02 0.41 0.00 0.09 Avail Cap(c_a), veh/h 576 2654 1181 527 2667 1186 413 465 423 0 413 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 0.90 0.90 0.90 1.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 2.2 4.1 2.8 2.8 0.0 0.0 41.1 40.1 0.0 42.5 0.0 40.3 Incr Delay (d2), s/veh 0.1 0.5 0.0 0.1 0.4 0.1 0.2 0.1 0.0 1.4 0.0 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 3.2 0.1 0.1 0.1 0.0 0.4 0.1 0.0 1.8 0.0 0.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 2.3 4.6 2.8 2.9 0.4 0.1 41.3 40.1 0.0 43.9 0.0 40.6 LnGrp LOS AAAAAADD DAD Approach Vol, veh/h 1210 1136 19 A 88 Approach Delay, s/veh 4.5 0.5 41.1 43.4 Approach LOS A A D D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 7.1 76.1 11.8 6.7 76.4 11.8 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 8.0 51.0 24.0 6.0 53.0 24.0 Max Q Clear Time (g_c+I1), s 2.7 13.2 7.2 2.5 2.0 3.7 Green Ext Time (p_c), s 0.0 11.1 0.2 0.0 9.2 0.0 Intersection Summary HCM 6th Ctrl Delay 4.3 HCM 6th LOS A Notes Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. 07635 Existing+Project 10: Hwy 101 SB On-Ramp/Hwy 101 SB Off-Ramp & LOVR AM Peak HCM 6th Signalized Intersection Summary Synchro 10 Report City of San Luis Obispo Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 830 362 29 863 00004340234 Future Volume (veh/h) 0 830 362 29 863 00004340234 Initial Q (Qb), veh 000000 000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 0 1841 1841 1841 1841 0 1841 1841 1841 Adj Flow Rate, veh/h 0 865 301 30 899 0 452 0 130 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, %044440 444 Cap, veh/h 0 1606 716 44 1705 0 513 0 457 Arrive On Green 0.00 0.92 0.92 0.05 0.97 0.00 0.29 0.00 0.29 Sat Flow, veh/h 0 3589 1560 1753 3589 0 1753 0 1560 Grp Volume(v), veh/h 0 865 301 30 899 0 452 0 130 Grp Sat Flow(s),veh/h/ln 0 1749 1560 1753 1749 0 1753 0 1560 Q Serve(g_s), s 0.0 3.8 2.4 1.6 1.3 0.0 23.3 0.0 6.1 Cycle Q Clear(g_c), s 0.0 3.8 2.4 1.6 1.3 0.0 23.3 0.0 6.1 Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 1606 716 44 1705 0 513 0 457 V/C Ratio(X)0.00 0.54 0.42 0.68 0.53 0.00 0.88 0.00 0.28 Avail Cap(c_a), veh/h 0 1606 716 161 1705 0 738 0 657 HCM Platoon Ratio 1.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.00 0.90 0.90 0.83 0.83 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 2.3 2.2 44.7 0.6 0.0 32.0 0.0 25.9 Incr Delay (d2), s/veh 0.0 1.2 1.6 14.2 1.0 0.0 8.7 0.0 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 1.0 0.9 0.8 0.5 0.0 10.8 0.0 2.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 3.4 3.8 59.0 1.6 0.0 40.7 0.0 26.2 LnGrp LOS AAAEAA DAC Approach Vol, veh/h 1166 929 582 Approach Delay, s/veh 3.5 3.5 37.5 Approach LOS A A D Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 5.7 45.3 51.0 31.8 Change Period (Y+Rc), s 3.5 4.9 4.9 4.2 Max Green Setting (Gmax), s 8.5 34.1 46.1 39.8 Max Q Clear Time (g_c+I1), s 3.6 5.8 3.3 25.3 Green Ext Time (p_c), s 0.0 6.5 4.9 2.3 Intersection Summary HCM 6th Ctrl Delay 10.9 HCM 6th LOS B 07636 Existing+Project 11: NB ramp & LOVR AM Peak HCM 6th Signalized Intersection Summary Synchro 10 Report City of San Luis Obispo Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 1102 193 114 387 508 123 Future Volume (veh/h) 1102 193 114 387 508 123 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1841 1841 1841 1841 1841 1900 Adj Flow Rate, veh/h 1172 156 121 412 580 0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, %444440 Cap, veh/h 2046 1242 175 2487 759 335 Arrive On Green 0.59 0.59 0.10 0.71 0.22 0.00 Sat Flow, veh/h 3589 1560 1753 3589 3506 1610 Grp Volume(v), veh/h 1172 156 121 412 580 0 Grp Sat Flow(s),veh/h/ln 1749 1560 1753 1749 1753 1610 Q Serve(g_s), s 19.9 2.2 6.3 3.7 14.8 0.0 Cycle Q Clear(g_c), s 19.9 2.2 6.3 3.7 14.8 0.0 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 2046 1242 175 2487 759 335 V/C Ratio(X) 0.57 0.13 0.69 0.17 0.76 0.00 Avail Cap(c_a), veh/h 2046 1242 249 2487 1008 449 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.89 0.89 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 12.3 2.2 41.4 4.5 35.0 0.0 Incr Delay (d2), s/veh 1.0 0.2 4.9 0.1 2.5 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 7.4 1.5 2.9 1.1 6.5 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 13.3 2.4 46.2 4.6 37.5 0.0 LnGrp LOS B A D A D A Approach Vol, veh/h 1328 533 580 Approach Delay, s/veh 12.1 14.1 37.5 Approach LOS B B D Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 12.0 59.8 71.7 23.3 Change Period (Y+Rc), s 3.5 4.9 4.9 4.5 Max Green Setting (Gmax), s 12.5 44.1 60.1 25.5 Max Q Clear Time (g_c+I1), s 8.3 21.9 5.7 16.8 Green Ext Time (p_c), s 0.1 7.4 1.9 2.0 Intersection Summary HCM 6th Ctrl Delay 18.5 HCM 6th LOS B Notes User approved volume balancing among the lanes for turning movement. 07637 Existing+Project 12: S. Higuera & LOVR AM Peak HCM 6th Signalized Intersection Summary Synchro 10 Report City of San Luis Obispo Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 1110 72 25 422 275 410 Future Volume (veh/h) 1110 72 25 422 275 410 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 1133 73 26 431 281 418 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222222 Cap, veh/h 1356 622 265 709 440 995 Arrive On Green 0.39 0.39 0.03 0.38 0.24 0.24 Sat Flow, veh/h 3456 1585 1781 1870 1870 1585 Grp Volume(v), veh/h 1133 73 26 431 281 418 Grp Sat Flow(s),veh/h/ln 1728 1585 1781 1870 1870 1585 Q Serve(g_s), s 15.6 1.5 0.5 9.8 7.1 7.0 Cycle Q Clear(g_c), s 15.6 1.5 0.5 9.8 7.1 7.0 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 1356 622 265 709 440 995 V/C Ratio(X) 0.84 0.12 0.10 0.61 0.64 0.42 Avail Cap(c_a), veh/h 1643 754 550 1281 1779 2130 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 14.4 10.2 13.8 13.2 18.1 5.0 Incr Delay (d2), s/veh 3.3 0.1 0.2 0.8 1.6 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 5.3 1.7 0.2 3.3 2.8 4.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 17.7 10.3 13.9 14.0 19.7 5.2 LnGrp LOS BBBBBA Approach Vol, veh/h 1206 457 699 Approach Delay, s/veh 17.3 14.0 11.0 Approach LOS B B B Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 25.9 26.6 7.6 18.4 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 36.0 25.0 10.0 50.0 Max Q Clear Time (g_c+I1), s 11.8 17.6 2.5 9.1 Green Ext Time (p_c), s 2.4 3.1 0.0 3.2 Intersection Summary HCM 6th Ctrl Delay 14.8 HCM 6th LOS B 07638 Existing+Project 9: Calle Joaquin & LOVR PM Peak HCM 6th Signalized Intersection Summary Synchro 10 Report City of San Luis Obispo Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 64 1292 23 52 1515 95 13 3 51 133 5 88 Future Volume (veh/h) 64 1292 23 52 1515 95 13 3 51 133 5 88 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 0.99 1.00 0.99 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 65 1318 22 53 1546 73 13 3 0 136 5 27 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %111111111111 Cap, veh/h 356 2561 1142 353 2552 1138 233 253 260 34 184 Arrive On Green 0.03 0.72 0.72 0.06 1.00 1.00 0.13 0.13 0.00 0.13 0.13 0.13 Sat Flow, veh/h 1795 3582 1598 1795 3582 1598 1380 1885 1598 1415 254 1373 Grp Volume(v), veh/h 65 1318 22 53 1546 73 13 3 0 136 0 32 Grp Sat Flow(s),veh/h/ln 1795 1791 1598 1795 1791 1598 1380 1885 1598 1415 0 1627 Q Serve(g_s), s 1.0 16.6 0.4 0.8 0.0 0.0 0.8 0.1 0.0 9.2 0.0 1.7 Cycle Q Clear(g_c), s 1.0 16.6 0.4 0.8 0.0 0.0 2.6 0.1 0.0 9.4 0.0 1.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.84 Lane Grp Cap(c), veh/h 356 2561 1142 353 2552 1138 233 253 260 0 218 V/C Ratio(X)0.18 0.51 0.02 0.15 0.61 0.06 0.06 0.01 0.52 0.00 0.15 Avail Cap(c_a), veh/h 476 2561 1142 495 2552 1138 490 603 523 0 521 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 0.71 0.71 0.71 1.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 3.3 6.4 4.1 4.8 0.0 0.0 39.4 37.5 0.0 41.6 0.0 38.2 Incr Delay (d2), s/veh 0.2 0.7 0.0 0.1 0.8 0.1 0.1 0.0 0.0 1.6 0.0 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 5.3 0.1 0.2 0.3 0.0 0.3 0.1 0.0 3.3 0.0 0.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 3.6 7.2 4.1 4.9 0.8 0.1 39.5 37.6 0.0 43.2 0.0 38.5 LnGrp LOS AAAAAADD DAD Approach Vol, veh/h 1405 1672 16 A 168 Approach Delay, s/veh 7.0 0.9 39.1 42.3 Approach LOS A A D D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 7.1 75.5 17.4 7.3 75.2 17.4 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 11.0 45.0 32.0 10.0 46.0 32.0 Max Q Clear Time (g_c+I1), s 2.8 18.6 11.4 3.0 2.0 4.6 Green Ext Time (p_c), s 0.0 11.3 0.5 0.1 17.8 0.0 Intersection Summary HCM 6th Ctrl Delay 5.8 HCM 6th LOS A Notes Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. 07639 Existing+Project 10: Hwy 101 SB On-Ramp/Hwy 101 SB Off-Ramp & LOVR PM Peak HCM 6th Signalized Intersection Summary Synchro 10 Report City of San Luis Obispo Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 809 667 64 1337 00002410392 Future Volume (veh/h) 0 809 667 64 1337 00002410392 Initial Q (Qb), veh 000000 000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 0 1885 1885 1885 1885 0 1885 1885 1885 Adj Flow Rate, veh/h 0 826 586 65 1364 0 246 0 285 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %011110 111 Cap, veh/h 0 1653 737 87 1837 0 385 0 343 Arrive On Green 0.00 0.92 0.92 0.10 1.00 0.00 0.21 0.00 0.21 Sat Flow, veh/h 0 3676 1598 1795 3676 0 1795 0 1598 Grp Volume(v), veh/h 0 826 586 65 1364 0 246 0 285 Grp Sat Flow(s),veh/h/ln 0 1791 1598 1795 1791 0 1795 0 1598 Q Serve(g_s), s 0.0 3.3 10.6 3.5 0.0 0.0 12.5 0.0 17.1 Cycle Q Clear(g_c), s 0.0 3.3 10.6 3.5 0.0 0.0 12.5 0.0 17.1 Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 1653 737 87 1837 0 385 0 343 V/C Ratio(X)0.00 0.50 0.79 0.74 0.74 0.00 0.64 0.00 0.83 Avail Cap(c_a), veh/h 0 1653 737 192 1837 0 718 0 639 HCM Platoon Ratio 1.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.00 0.82 0.82 0.85 0.85 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 2.2 2.5 44.5 0.0 0.0 35.7 0.0 37.5 Incr Delay (d2), s/veh 0.0 0.9 7.2 10.2 2.4 0.0 1.8 0.0 5.2 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 0.0 0.9 2.5 1.7 0.6 0.0 5.5 0.0 7.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 3.1 9.7 54.7 2.4 0.0 37.5 0.0 42.7 LnGrp LOS A A A D A A D A D Approach Vol, veh/h 1412 1429 531 Approach Delay, s/veh 5.8 4.7 40.3 Approach LOS A A D Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 8.2 47.8 56.0 25.5 Change Period (Y+Rc), s 3.5 4.9 4.9 4.2 Max Green Setting (Gmax), s 10.5 37.1 51.1 39.8 Max Q Clear Time (g_c+I1), s 5.5 12.6 2.0 19.1 Green Ext Time (p_c), s 0.1 7.8 9.1 2.2 Intersection Summary HCM 6th Ctrl Delay 10.8 HCM 6th LOS B 07640 Existing+Project 11: NB Off ramp & LOVR PM Peak HCM 6th Signalized Intersection Summary Synchro 10 Report City of San Luis Obispo Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 782 322 178 889 512 89 Future Volume (veh/h) 782 322 178 889 512 89 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1900 Adj Flow Rate, veh/h 806 272 184 916 562 0 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %222220 Cap, veh/h 2009 1215 239 2574 737 320 Arrive On Green 0.57 0.57 0.13 0.72 0.21 0.00 Sat Flow, veh/h 3647 1584 1781 3647 3563 1610 Grp Volume(v), veh/h 806 272 184 916 562 0 Grp Sat Flow(s),veh/h/ln 1777 1584 1781 1777 1781 1610 Q Serve(g_s), s 12.8 4.8 10.0 9.6 14.9 0.0 Cycle Q Clear(g_c), s 12.8 4.8 10.0 9.6 14.9 0.0 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 2009 1215 239 2574 737 320 V/C Ratio(X) 0.40 0.22 0.77 0.36 0.76 0.00 Avail Cap(c_a), veh/h 2009 1215 401 2574 1044 459 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.91 0.91 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 12.2 3.3 41.8 5.1 37.3 0.0 Incr Delay (d2), s/veh 0.5 0.4 5.2 0.4 2.1 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 4.8 3.0 4.6 2.9 6.5 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 12.8 3.7 47.0 5.5 39.5 0.0 LnGrp LOS B A D A D A Approach Vol, veh/h 1078 1100 562 Approach Delay, s/veh 10.5 12.5 39.5 Approach LOS B B D Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 15.9 60.7 76.6 23.4 Change Period (Y+Rc), s 3.5 4.9 4.9 4.5 Max Green Setting (Gmax), s 21.5 38.1 63.1 27.5 Max Q Clear Time (g_c+I1), s 12.0 14.8 11.6 16.9 Green Ext Time (p_c), s 0.4 5.4 5.0 2.0 Intersection Summary HCM 6th Ctrl Delay 17.2 HCM 6th LOS B Notes User approved volume balancing among the lanes for turning movement. 07641 Existing+Project 12: S. Higuera & LOVR PM Peak HCM 6th Signalized Intersection Summary Synchro 10 Report City of San Luis Obispo Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 731 84 34 262 794 609 Future Volume (veh/h) 731 84 34 262 794 609 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 795 91 37 285 845 648 Peak Hour Factor 0.92 0.92 0.92 0.92 0.94 0.94 Percent Heavy Veh, %222222 Cap, veh/h 893 409 175 1133 943 1209 Arrive On Green 0.26 0.26 0.03 0.61 0.50 0.50 Sat Flow, veh/h 3456 1585 1781 1870 1870 1585 Grp Volume(v), veh/h 795 91 37 285 845 648 Grp Sat Flow(s),veh/h/ln 1728 1585 1781 1870 1870 1585 Q Serve(g_s), s 19.6 4.0 0.8 6.3 36.1 14.5 Cycle Q Clear(g_c), s 19.6 4.0 0.8 6.3 36.1 14.5 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 893 409 175 1133 943 1209 V/C Ratio(X) 0.89 0.22 0.21 0.25 0.90 0.54 Avail Cap(c_a), veh/h 977 448 317 1133 1057 1305 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 31.6 25.8 17.9 8.1 19.8 4.2 Incr Delay (d2), s/veh 9.7 0.3 0.6 0.1 9.4 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 8.9 3.9 0.3 2.1 16.1 9.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 41.3 26.1 18.5 8.2 29.2 4.6 LnGrp LOS D C B A C A Approach Vol, veh/h 886 322 1493 Approach Delay, s/veh 39.7 9.4 18.5 Approach LOS D A B Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 59.6 28.8 9.0 50.6 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 36.0 25.0 10.0 50.0 Max Q Clear Time (g_c+I1), s 8.3 21.6 2.8 38.1 Green Ext Time (p_c), s 1.5 1.2 0.0 6.5 Intersection Summary HCM 6th Ctrl Delay 24.4 HCM 6th LOS C 07642 Near Term+Project 9: Calle Joaquin & LOVR AM Peak HCM 6th Signalized Intersection Summary Synchro 10 Report City of San Luis Obispo Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 51 1224 25 65 1038 113 22 3 61 78 4 38 Future Volume (veh/h) 51 1224 25 65 1038 113 22 3 61 78 4 38 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 0.99 1.00 0.99 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 Adj Flow Rate, veh/h 55 1316 25 70 1116 107 24 3 0 84 4 18 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %444444444444 Cap, veh/h 468 2616 1164 377 2628 1169 181 166 198 26 118 Arrive On Green 0.03 0.75 0.75 0.07 1.00 1.00 0.09 0.09 0.00 0.09 0.09 0.09 Sat Flow, veh/h 1753 3497 1556 1753 3497 1556 1359 1841 1560 1382 290 1305 Grp Volume(v), veh/h 55 1316 25 70 1116 107 24 3 0 84 0 22 Grp Sat Flow(s),veh/h/ln 1753 1749 1556 1753 1749 1556 1359 1841 1560 1382 0 1595 Q Serve(g_s), s 0.7 14.4 0.4 0.9 0.0 0.0 1.6 0.1 0.0 5.6 0.0 1.2 Cycle Q Clear(g_c), s 0.7 14.4 0.4 0.9 0.0 0.0 2.8 0.1 0.0 5.7 0.0 1.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.82 Lane Grp Cap(c), veh/h 468 2616 1164 377 2628 1169 181 166 198 0 144 V/C Ratio(X)0.12 0.50 0.02 0.19 0.42 0.09 0.13 0.02 0.42 0.00 0.15 Avail Cap(c_a), veh/h 522 2616 1164 463 2628 1169 402 465 423 0 403 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 0.81 0.81 0.81 1.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 2.4 4.8 3.1 3.5 0.0 0.0 41.2 39.4 0.0 42.0 0.0 39.9 Incr Delay (d2), s/veh 0.1 0.7 0.0 0.2 0.4 0.1 0.3 0.0 0.0 1.4 0.0 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 4.2 0.1 0.2 0.1 0.0 0.5 0.1 0.0 2.0 0.0 0.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 2.5 5.5 3.1 3.7 0.4 0.1 41.5 39.4 0.0 43.4 0.0 40.4 LnGrp LOS AAAAAADD DAD Approach Vol, veh/h 1396 1293 27 A 106 Approach Delay, s/veh 5.4 0.6 41.3 42.8 Approach LOS A A D D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 7.4 75.1 12.6 7.1 75.4 12.6 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 8.0 51.0 24.0 6.0 53.0 24.0 Max Q Clear Time (g_c+I1), s 2.9 16.4 7.7 2.7 2.0 4.8 Green Ext Time (p_c), s 0.0 13.2 0.3 0.0 11.1 0.0 Intersection Summary HCM 6th Ctrl Delay 4.9 HCM 6th LOS A Notes Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. 07643 Near Term+Project 10: Hwy 101 SB On-Ramp/Hwy 101 SB Off-Ramp & LOVR AM Peak HCM 6th Signalized Intersection Summary Synchro 10 Report City of San Luis Obispo Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 1011 386 50 1071 00004950252 Future Volume (veh/h) 0 1011 386 50 1071 00004950252 Initial Q (Qb), veh 000000 000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 0 1841 1841 1841 1841 0 1841 1841 1841 Adj Flow Rate, veh/h 0 1053 326 52 1116 0 516 0 148 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, %044440 444 Cap, veh/h 0 1555 693 70 1705 0 576 0 512 Arrive On Green 0.00 0.89 0.89 0.08 0.97 0.00 0.33 0.00 0.33 Sat Flow, veh/h 0 3589 1560 1753 3589 0 1753 0 1560 Grp Volume(v), veh/h 0 1053 326 52 1116 0 516 0 148 Grp Sat Flow(s),veh/h/ln 0 1749 1560 1753 1749 0 1753 0 1560 Q Serve(g_s), s 0.0 8.0 3.8 2.8 2.1 0.0 26.6 0.0 6.7 Cycle Q Clear(g_c), s 0.0 8.0 3.8 2.8 2.1 0.0 26.6 0.0 6.7 Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 1555 693 70 1705 0 576 0 512 V/C Ratio(X)0.00 0.68 0.47 0.75 0.65 0.00 0.90 0.00 0.29 Avail Cap(c_a), veh/h 0 1555 693 161 1705 0 738 0 657 HCM Platoon Ratio 1.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.00 0.85 0.85 0.79 0.79 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 3.4 3.1 43.3 0.6 0.0 30.4 0.0 23.7 Incr Delay (d2), s/veh 0.0 2.0 1.9 11.8 1.6 0.0 11.4 0.0 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 1.8 1.2 1.4 0.7 0.0 12.7 0.0 2.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 5.4 5.1 55.0 2.2 0.0 41.8 0.0 24.0 LnGrp LOS AAAEAA DAC Approach Vol, veh/h 1379 1168 664 Approach Delay, s/veh 5.3 4.6 37.8 Approach LOS A A D Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 7.1 43.9 51.0 35.2 Change Period (Y+Rc), s 3.5 4.9 4.9 4.2 Max Green Setting (Gmax), s 8.5 34.1 46.1 39.8 Max Q Clear Time (g_c+I1), s 4.8 10.0 4.1 28.6 Green Ext Time (p_c), s 0.0 7.8 6.6 2.4 Intersection Summary HCM 6th Ctrl Delay 11.8 HCM 6th LOS B 07644 Near Term+Project 11: NB ramp & LOVR AM Peak HCM 6th Signalized Intersection Summary Synchro 10 Report City of San Luis Obispo Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 1332 196 135 562 559 177 Future Volume (veh/h) 1332 196 135 562 559 177 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1841 1841 1841 1841 1841 1900 Adj Flow Rate, veh/h 1417 160 144 598 688 0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, %444440 Cap, veh/h 1904 1222 197 2389 857 380 Arrive On Green 0.54 0.55 0.11 0.68 0.24 0.00 Sat Flow, veh/h 3589 1560 1753 3589 3506 1610 Grp Volume(v), veh/h 1417 160 144 598 688 0 Grp Sat Flow(s),veh/h/ln 1749 1560 1753 1749 1753 1610 Q Serve(g_s), s 29.5 2.4 7.5 6.2 17.5 0.0 Cycle Q Clear(g_c), s 29.5 2.4 7.5 6.2 17.5 0.0 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 1904 1222 197 2389 857 380 V/C Ratio(X) 0.74 0.13 0.73 0.25 0.80 0.00 Avail Cap(c_a), veh/h 1904 1222 249 2389 1008 449 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.74 0.74 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 16.6 2.5 40.8 5.8 33.7 0.0 Incr Delay (d2), s/veh 2.0 0.2 7.9 0.3 4.1 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 11.4 1.7 3.6 2.0 7.9 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 18.6 2.6 48.7 6.0 37.9 0.0 LnGrp LOS B A D A D A Approach Vol, veh/h 1577 742 688 Approach Delay, s/veh 17.0 14.3 37.9 Approach LOS B B D Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 13.2 55.9 69.1 25.9 Change Period (Y+Rc), s 3.5 4.9 4.9 4.5 Max Green Setting (Gmax), s 12.5 44.1 60.1 25.5 Max Q Clear Time (g_c+I1), s 9.5 31.5 8.2 19.5 Green Ext Time (p_c), s 0.1 6.8 3.0 1.9 Intersection Summary HCM 6th Ctrl Delay 21.1 HCM 6th LOS C Notes User approved volume balancing among the lanes for turning movement. 07645 Near Term+Project 12: S. Higuera & LOVR AM Peak HCM 6th Signalized Intersection Summary Synchro 10 Report City of San Luis Obispo Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 1321 103 112 477 299 545 Future Volume (veh/h) 1321 103 112 477 299 545 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 1348 105 114 487 305 556 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222222 Cap, veh/h 1317 604 316 815 519 1044 Arrive On Green 0.38 0.38 0.07 0.44 0.28 0.28 Sat Flow, veh/h 3456 1585 1781 1870 1870 1585 Grp Volume(v), veh/h 1348 105 114 487 305 556 Grp Sat Flow(s),veh/h/ln 1728 1585 1781 1870 1870 1585 Q Serve(g_s), s 25.0 2.9 2.8 13.0 9.2 12.1 Cycle Q Clear(g_c), s 25.0 2.9 2.8 13.0 9.2 12.1 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 1317 604 316 815 519 1044 V/C Ratio(X) 1.02 0.17 0.36 0.60 0.59 0.53 Avail Cap(c_a), veh/h 1317 604 469 1027 1426 1812 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 20.3 13.5 14.9 14.1 20.4 5.9 Incr Delay (d2), s/veh 30.9 0.1 0.7 0.7 1.1 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 14.1 3.1 1.0 4.6 3.7 8.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 51.2 13.6 15.5 14.8 21.5 6.3 LnGrp LOS F B B B C A Approach Vol, veh/h 1453 601 861 Approach Delay, s/veh 48.5 15.0 11.7 Approach LOS D B B Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 34.6 31.0 10.4 24.2 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 36.0 25.0 10.0 50.0 Max Q Clear Time (g_c+I1), s 15.0 27.0 4.8 14.1 Green Ext Time (p_c), s 2.7 0.0 0.1 4.1 Intersection Summary HCM 6th Ctrl Delay 30.7 HCM 6th LOS C 07646 Near Term+Project 9: Calle Joaquin & LOVR PM Peak HCM 6th Signalized Intersection Summary Synchro 10 Report City of San Luis Obispo Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 75 1454 35 67 1729 102 26 3 75 168 5 105 Future Volume (veh/h) 75 1454 35 67 1729 102 26 3 75 168 5 105 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 0.99 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 77 1484 35 68 1764 80 27 3 0 171 5 44 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %111111111111 Cap, veh/h 309 2465 1099 295 2460 1097 251 298 294 26 229 Arrive On Green 0.04 0.69 0.69 0.07 1.00 1.00 0.16 0.16 0.00 0.16 0.16 0.16 Sat Flow, veh/h 1795 3582 1598 1795 3582 1598 1360 1885 1598 1417 165 1450 Grp Volume(v), veh/h 77 1484 35 68 1764 80 27 3 0 171 0 49 Grp Sat Flow(s),veh/h/ln 1795 1791 1598 1795 1791 1598 1360 1885 1598 1417 0 1614 Q Serve(g_s), s 1.2 22.1 0.7 1.1 0.0 0.0 1.8 0.1 0.0 11.6 0.0 2.6 Cycle Q Clear(g_c), s 1.2 22.1 0.7 1.1 0.0 0.0 4.4 0.1 0.0 11.7 0.0 2.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.90 Lane Grp Cap(c), veh/h 309 2465 1099 295 2460 1097 251 298 294 0 255 V/C Ratio(X)0.25 0.60 0.03 0.23 0.72 0.07 0.11 0.01 0.58 0.00 0.19 Avail Cap(c_a), veh/h 425 2465 1099 431 2460 1097 471 603 523 0 517 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 0.62 0.62 0.62 1.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 4.0 8.3 5.0 6.8 0.0 0.0 38.5 35.5 0.0 40.5 0.0 36.6 Incr Delay (d2), s/veh 0.4 1.1 0.1 0.2 1.1 0.1 0.2 0.0 0.0 1.8 0.0 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 7.4 0.2 0.3 0.4 0.0 0.6 0.1 0.0 4.1 0.0 1.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 4.5 9.4 5.0 7.0 1.1 0.1 38.7 35.5 0.0 42.3 0.0 36.9 LnGrp LOS AAAAAADD DAD Approach Vol, veh/h 1596 1912 30 A 220 Approach Delay, s/veh 9.1 1.3 38.4 41.1 Approach LOS A A D D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 7.4 72.8 19.8 7.5 72.7 19.8 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 11.0 45.0 32.0 10.0 46.0 32.0 Max Q Clear Time (g_c+I1), s 3.1 24.1 13.7 3.2 2.0 6.4 Green Ext Time (p_c), s 0.1 11.6 0.7 0.1 22.1 0.1 Intersection Summary HCM 6th Ctrl Delay 7.2 HCM 6th LOS A Notes Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. 07647 Near Term+Project 10: Hwy 101 SB On-Ramp/Hwy 101 SB Off-Ramp & LOVR PM Peak HCM 6th Signalized Intersection Summary Synchro 10 Report City of San Luis Obispo Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 941 716 105 1576 00003140375 Future Volume (veh/h) 0 941 716 105 1576 00003140375 Initial Q (Qb), veh 000000 000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 0 1885 1885 1885 1885 0 1885 1885 1885 Adj Flow Rate, veh/h 0 960 636 107 1608 0 320 0 268 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %011110 111 Cap, veh/h 0 1554 693 137 1837 0 389 0 346 Arrive On Green 0.00 0.87 0.87 0.15 1.00 0.00 0.22 0.00 0.22 Sat Flow, veh/h 0 3676 1598 1795 3676 0 1795 0 1598 Grp Volume(v), veh/h 0 960 636 107 1608 0 320 0 268 Grp Sat Flow(s),veh/h/ln 0 1791 1598 1795 1791 0 1795 0 1598 Q Serve(g_s), s 0.0 7.6 25.8 5.7 0.0 0.0 17.0 0.0 15.8 Cycle Q Clear(g_c), s 0.0 7.6 25.8 5.7 0.0 0.0 17.0 0.0 15.8 Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 1554 693 137 1837 0 389 0 346 V/C Ratio(X)0.00 0.62 0.92 0.78 0.88 0.00 0.82 0.00 0.77 Avail Cap(c_a), veh/h 0 1554 693 192 1837 0 718 0 639 HCM Platoon Ratio 1.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.00 0.74 0.74 0.77 0.77 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 4.2 5.4 41.6 0.0 0.0 37.3 0.0 36.9 Incr Delay (d2), s/veh 0.0 1.4 15.2 10.1 4.9 0.0 4.4 0.0 3.7 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 0.0 1.8 5.0 2.7 1.2 0.0 7.7 0.0 6.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 5.6 20.6 51.7 4.9 0.0 41.7 0.0 40.6 LnGrp LOS A A C D A A D A D Approach Vol, veh/h 1596 1715 588 Approach Delay, s/veh 11.6 7.8 41.2 Approach LOS B A D Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 10.9 45.1 56.0 25.7 Change Period (Y+Rc), s 3.5 4.9 4.9 4.2 Max Green Setting (Gmax), s 10.5 37.1 51.1 39.8 Max Q Clear Time (g_c+I1), s 7.7 27.8 2.0 19.0 Green Ext Time (p_c), s 0.1 5.4 12.1 2.5 Intersection Summary HCM 6th Ctrl Delay 14.4 HCM 6th LOS B 07648 Near Term+Project 11: NB Off ramp & LOVR PM Peak HCM 6th Signalized Intersection Summary Synchro 10 Report City of San Luis Obispo Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 954 358 246 1123 557 134 Future Volume (veh/h) 954 358 246 1123 557 134 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1900 Adj Flow Rate, veh/h 984 309 254 1158 651 0 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %222220 Cap, veh/h 1787 1154 307 2488 822 359 Arrive On Green 0.50 0.51 0.17 0.70 0.23 0.00 Sat Flow, veh/h 3647 1583 1781 3647 3563 1610 Grp Volume(v), veh/h 984 309 254 1158 651 0 Grp Sat Flow(s),veh/h/ln 1777 1583 1781 1777 1781 1610 Q Serve(g_s), s 19.0 6.6 13.8 14.5 17.2 0.0 Cycle Q Clear(g_c), s 19.0 6.6 13.8 14.5 17.2 0.0 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 1787 1154 307 2488 822 359 V/C Ratio(X) 0.55 0.27 0.83 0.47 0.79 0.00 Avail Cap(c_a), veh/h 1787 1154 401 2488 1044 459 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.85 0.85 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 17.1 4.6 40.0 6.7 36.2 0.0 Incr Delay (d2), s/veh 1.0 0.5 10.6 0.6 3.3 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.5 4.2 6.8 4.7 7.7 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 18.1 5.1 50.5 7.3 39.5 0.0 LnGrp LOS B A D A D A Approach Vol, veh/h 1293 1412 651 Approach Delay, s/veh 15.0 15.1 39.5 Approach LOS B B D Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 19.7 54.5 74.2 25.8 Change Period (Y+Rc), s 3.5 4.9 4.9 4.5 Max Green Setting (Gmax), s 21.5 38.1 63.1 27.5 Max Q Clear Time (g_c+I1), s 15.8 21.0 16.5 19.2 Green Ext Time (p_c), s 0.5 6.1 7.0 2.1 Intersection Summary HCM 6th Ctrl Delay 19.8 HCM 6th LOS B Notes User approved volume balancing among the lanes for turning movement. 07649 Near Term+Project 12: S. Higuera & LOVR PM Peak HCM 6th Signalized Intersection Summary Synchro 10 Report City of San Luis Obispo Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 1011 95 67 290 690 1118 Future Volume (veh/h) 1011 95 67 290 690 1118 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 1099 103 73 315 734 1189 Peak Hour Factor 0.92 0.92 0.92 0.92 0.94 0.94 Percent Heavy Veh, %222222 Cap, veh/h 888 407 199 1159 961 1222 Arrive On Green 0.26 0.26 0.04 0.62 0.51 0.51 Sat Flow, veh/h 3456 1585 1781 1870 1870 1585 Grp Volume(v), veh/h 1099 103 73 315 734 1189 Grp Sat Flow(s),veh/h/ln 1728 1585 1781 1870 1870 1585 Q Serve(g_s), s 25.0 5.0 1.8 7.5 30.6 50.0 Cycle Q Clear(g_c), s 25.0 5.0 1.8 7.5 30.6 50.0 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 888 407 199 1159 961 1222 V/C Ratio(X) 1.24 0.25 0.37 0.27 0.76 0.97 Avail Cap(c_a), veh/h 888 407 303 1159 961 1222 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 36.2 28.7 17.0 8.5 18.9 8.3 Incr Delay (d2), s/veh 116.7 0.3 1.1 0.1 3.7 19.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 24.4 0.0 0.7 2.6 12.8 34.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 152.8 29.1 18.1 8.6 22.6 27.8 LnGrp LOS F C B A C C Approach Vol, veh/h 1202 388 1923 Approach Delay, s/veh 142.2 10.4 25.8 Approach LOS F B C Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 66.3 31.0 10.3 56.0 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 36.0 25.0 10.0 50.0 Max Q Clear Time (g_c+I1), s 9.5 27.0 3.8 52.0 Green Ext Time (p_c), s 1.7 0.0 0.1 0.0 Intersection Summary HCM 6th Ctrl Delay 64.0 HCM 6th LOS E 07650 Existing+Project w/ Mitigation 9: Calle Joaquin & LOVR AM Peak HCM 6th Signalized Intersection Summary Synchro 10 Report City of San Luis Obispo Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 41 1070 16 52 913 105 15 3 51 71 4 29 Future Volume (veh/h) 41 1070 16 52 913 105 15 3 51 71 4 29 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 0.99 1.00 0.99 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 Adj Flow Rate, veh/h 44 1151 15 56 982 98 16 3 0 76 4 8 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %444444444444 Cap, veh/h 341 1585 704 700 2530 1125 203 156 211 46 92 Arrive On Green 0.03 0.45 0.45 0.60 1.00 1.00 0.08 0.08 0.00 0.08 0.08 0.08 Sat Flow, veh/h 1753 3497 1553 1753 3497 1556 1371 1841 1560 1382 545 1090 Grp Volume(v), veh/h 44 1151 15 56 982 98 16 3 0 76 0 12 Grp Sat Flow(s),veh/h/ln 1753 1749 1553 1753 1749 1556 1371 1841 1560 1382 0 1635 Q Serve(g_s), s 1.1 20.1 0.4 0.0 0.0 0.0 0.8 0.1 0.0 4.0 0.0 0.5 Cycle Q Clear(g_c), s 1.1 20.1 0.4 0.0 0.0 0.0 1.3 0.1 0.0 4.1 0.0 0.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.67 Lane Grp Cap(c), veh/h 341 1585 704 700 2530 1125 203 156 211 0 138 V/C Ratio(X)0.13 0.73 0.02 0.08 0.39 0.09 0.08 0.02 0.36 0.00 0.09 Avail Cap(c_a), veh/h 425 1585 704 700 2530 1125 507 564 518 0 501 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 0.89 0.89 0.89 1.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 12.7 16.7 11.3 6.6 0.0 0.0 32.3 31.5 0.0 33.4 0.0 31.7 Incr Delay (d2), s/veh 0.2 2.9 0.1 0.0 0.4 0.1 0.2 0.0 0.0 1.0 0.0 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 7.9 0.1 0.3 0.1 0.0 0.3 0.1 0.0 1.4 0.0 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 12.8 19.6 11.4 6.7 0.4 0.1 32.4 31.5 0.0 34.4 0.0 31.9 LnGrp LOS BBBAAACC CAC Approach Vol, veh/h 1210 1136 19 A 88 Approach Delay, s/veh 19.3 0.7 32.3 34.1 Approach LOS B A C C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 26.6 38.0 10.4 6.4 58.2 10.4 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 6.0 34.0 23.0 6.0 34.0 23.0 Max Q Clear Time (g_c+I1), s 2.0 22.1 6.1 3.1 2.0 3.3 Green Ext Time (p_c), s 0.0 6.4 0.2 0.0 8.5 0.0 Intersection Summary HCM 6th Ctrl Delay 11.3 HCM 6th LOS B Notes Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. 07651 Existing+Project w/ Mitigation 10: Hwy 101 SB On-Ramp/Hwy 101 SB Off-Ramp & LOVR AM Peak HCM 6th Signalized Intersection Summary Synchro 10 Report City of San Luis Obispo Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 830 362 29 863 00004340234 Future Volume (veh/h) 0 830 362 29 863 00004340234 Initial Q (Qb), veh 000000 000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 0 1841 1841 1841 1841 0 1841 1841 1841 Adj Flow Rate, veh/h 0 865 301 30 899 0 452 0 130 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, %044440 444 Cap, veh/h 0 1583 706 48 1693 0 523 0 465 Arrive On Green 0.00 0.91 0.91 0.05 0.97 0.00 0.30 0.00 0.30 Sat Flow, veh/h 0 3589 1560 1753 3589 0 1753 0 1560 Grp Volume(v), veh/h 0 865 301 30 899 0 452 0 130 Grp Sat Flow(s),veh/h/ln 0 1749 1560 1753 1749 0 1753 0 1560 Q Serve(g_s), s 0.0 3.5 2.2 1.3 1.3 0.0 18.3 0.0 4.8 Cycle Q Clear(g_c), s 0.0 3.5 2.2 1.3 1.3 0.0 18.3 0.0 4.8 Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 1583 706 48 1693 0 523 0 465 V/C Ratio(X)0.00 0.55 0.43 0.62 0.53 0.00 0.86 0.00 0.28 Avail Cap(c_a), veh/h 0 1583 706 157 1693 0 701 0 624 HCM Platoon Ratio 1.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.00 0.89 0.89 0.87 0.87 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 2.1 2.1 35.1 0.6 0.0 24.9 0.0 20.1 Incr Delay (d2), s/veh 0.0 1.2 1.7 10.9 1.0 0.0 8.5 0.0 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.9 0.8 0.7 0.5 0.0 8.4 0.0 1.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 3.3 3.7 46.0 1.7 0.0 33.4 0.0 20.5 LnGrp LOS A A A D A A C A C Approach Vol, veh/h 1166 929 582 Approach Delay, s/veh 3.4 3.1 30.5 Approach LOS A A C Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 5.4 35.6 41.0 26.4 Change Period (Y+Rc), s 3.5 4.9 4.9 4.2 Max Green Setting (Gmax), s 6.5 26.1 36.1 29.8 Max Q Clear Time (g_c+I1), s 3.3 5.5 3.3 20.3 Green Ext Time (p_c), s 0.0 5.9 4.8 1.9 Intersection Summary HCM 6th Ctrl Delay 9.2 HCM 6th LOS A 07652 Existing+Project w/ Mitigation 11: NB ramp & LOVR AM Peak HCM 6th Signalized Intersection Summary Synchro 10 Report City of San Luis Obispo Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 1102 193 114 387 508 123 Future Volume (veh/h) 1102 193 114 387 508 123 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1841 1841 1841 1841 1841 1900 Adj Flow Rate, veh/h 1172 156 121 412 580 0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, %444440 Cap, veh/h 1896 1198 175 2363 815 357 Arrive On Green 0.54 0.55 0.10 0.68 0.23 0.00 Sat Flow, veh/h 3589 1560 1753 3589 3506 1610 Grp Volume(v), veh/h 1172 156 121 412 580 0 Grp Sat Flow(s),veh/h/ln 1749 1560 1753 1749 1753 1610 Q Serve(g_s), s 17.3 1.9 5.0 3.2 11.4 0.0 Cycle Q Clear(g_c), s 17.3 1.9 5.0 3.2 11.4 0.0 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 1896 1198 175 2363 815 357 V/C Ratio(X) 0.62 0.13 0.69 0.17 0.71 0.00 Avail Cap(c_a), veh/h 1896 1198 175 2363 1206 537 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.88 0.88 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 11.8 2.2 32.6 4.5 26.5 0.0 Incr Delay (d2), s/veh 1.3 0.2 10.9 0.2 1.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.2 1.2 2.6 0.9 4.8 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 13.2 2.4 43.5 4.6 27.6 0.0 LnGrp LOS B A D A C A Approach Vol, veh/h 1328 533 580 Approach Delay, s/veh 11.9 13.5 27.6 Approach LOS B B C Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 10.0 44.9 54.9 20.1 Change Period (Y+Rc), s 3.5 4.9 4.9 4.5 Max Green Setting (Gmax), s 6.5 31.6 41.6 24.0 Max Q Clear Time (g_c+I1), s 7.0 19.3 5.2 13.4 Green Ext Time (p_c), s 0.0 5.6 1.9 2.2 Intersection Summary HCM 6th Ctrl Delay 16.0 HCM 6th LOS B Notes User approved volume balancing among the lanes for turning movement. 07653 Existing+Project w/ Mitigation 12: S. Higuera & LOVR AM Peak HCM 6th Signalized Intersection Summary Synchro 10 Report City of San Luis Obispo Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 1110 72 25 422 275 410 Future Volume (veh/h) 1110 72 25 422 275 410 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 1133 73 26 431 281 418 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222222 Cap, veh/h 1389 637 260 700 434 1005 Arrive On Green 0.40 0.40 0.03 0.37 0.23 0.23 Sat Flow, veh/h 3456 1585 1781 1870 1870 1585 Grp Volume(v), veh/h 1133 73 26 431 281 418 Grp Sat Flow(s),veh/h/ln 1728 1585 1781 1870 1870 1585 Q Serve(g_s), s 15.6 1.5 0.6 10.0 7.3 7.0 Cycle Q Clear(g_c), s 15.6 1.5 0.6 10.0 7.3 7.0 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 1389 637 260 700 434 1005 V/C Ratio(X) 0.82 0.11 0.10 0.62 0.65 0.42 Avail Cap(c_a), veh/h 1870 858 373 1711 1327 1761 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 14.3 10.0 14.2 13.6 18.6 4.9 Incr Delay (d2), s/veh 2.1 0.1 0.2 0.9 1.6 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 5.1 1.7 0.2 3.4 2.9 4.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 16.4 10.1 14.3 14.5 20.2 5.1 LnGrp LOS BBBBCA Approach Vol, veh/h 1206 457 699 Approach Delay, s/veh 16.0 14.5 11.2 Approach LOS B B B Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 26.0 27.5 7.6 18.4 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 49.0 29.0 5.0 38.0 Max Q Clear Time (g_c+I1), s 12.0 17.6 2.6 9.3 Green Ext Time (p_c), s 2.6 3.9 0.0 3.2 Intersection Summary HCM 6th Ctrl Delay 14.3 HCM 6th LOS B 07654 Existing+Project w/ Mitigation 9: Calle Joaquin & LOVR PM Peak HCM 6th Signalized Intersection Summary Synchro 10 Report City of San Luis Obispo Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 64 1292 23 52 1515 95 13 3 51 133 5 88 Future Volume (veh/h) 64 1292 23 52 1515 95 13 3 51 133 5 88 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 0.99 1.00 0.99 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 65 1318 22 53 1546 73 13 3 0 136 5 27 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %111111111111 Cap, veh/h 244 1393 621 696 2480 1106 245 258 272 35 188 Arrive On Green 0.04 0.39 0.39 0.68 1.00 1.00 0.14 0.14 0.00 0.14 0.14 0.14 Sat Flow, veh/h 1795 3582 1598 1795 3582 1598 1380 1885 1598 1416 254 1373 Grp Volume(v), veh/h 65 1318 22 53 1546 73 13 3 0 136 0 32 Grp Sat Flow(s),veh/h/ln 1795 1791 1598 1795 1791 1598 1380 1885 1598 1416 0 1627 Q Serve(g_s), s 2.1 32.0 0.8 0.0 0.0 0.0 0.8 0.1 0.0 8.3 0.0 1.6 Cycle Q Clear(g_c), s 2.1 32.0 0.8 0.0 0.0 0.0 2.3 0.1 0.0 8.4 0.0 1.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.84 Lane Grp Cap(c), veh/h 244 1393 621 696 2480 1106 245 258 272 0 223 V/C Ratio(X)0.27 0.95 0.04 0.08 0.62 0.07 0.05 0.01 0.50 0.00 0.14 Avail Cap(c_a), veh/h 376 1393 621 696 2480 1106 547 670 581 0 579 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 0.71 0.71 0.71 1.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 18.8 26.6 17.0 9.4 0.0 0.0 35.2 33.6 0.0 37.2 0.0 34.2 Incr Delay (d2), s/veh 0.6 14.3 0.1 0.0 0.8 0.1 0.1 0.0 0.0 1.4 0.0 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 15.5 0.3 0.3 0.3 0.0 0.3 0.1 0.0 2.9 0.0 0.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 19.3 40.9 17.1 9.4 0.8 0.1 35.3 33.6 0.0 38.6 0.0 34.5 LnGrp LOS B D BAAADC DAC Approach Vol, veh/h 1405 1672 16 A 168 Approach Delay, s/veh 39.5 1.1 35.0 37.8 Approach LOS D A C D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 34.7 39.0 16.3 7.4 66.3 16.3 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 11.0 35.0 32.0 10.0 36.0 32.0 Max Q Clear Time (g_c+I1), s 2.0 34.0 10.4 4.1 2.0 4.3 Green Ext Time (p_c), s 0.1 0.8 0.5 0.0 16.0 0.0 Intersection Summary HCM 6th Ctrl Delay 19.7 HCM 6th LOS B Notes Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. 07655 Existing+Project w/ Mitigation 10: Hwy 101 SB On-Ramp/Hwy 101 SB Off-Ramp & LOVR PM Peak HCM 6th Signalized Intersection Summary Synchro 10 Report City of San Luis Obispo Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 809 667 64 1337 00002410392 Future Volume (veh/h) 0 809 667 64 1337 00002410392 Initial Q (Qb), veh 000000 000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 0 1885 1885 1885 1885 0 1885 1885 1885 Adj Flow Rate, veh/h 0 826 586 65 1364 0 246 0 285 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %011110 111 Cap, veh/h 0 1815 810 87 2002 0 388 0 345 Arrive On Green 0.00 1.00 1.00 0.10 1.00 0.00 0.22 0.00 0.22 Sat Flow, veh/h 0 3676 1598 1795 3676 0 1795 0 1598 Grp Volume(v), veh/h 0 826 586 65 1364 0 246 0 285 Grp Sat Flow(s),veh/h/ln 0 1791 1598 1795 1791 0 1795 0 1598 Q Serve(g_s), s 0.0 0.0 0.0 3.2 0.0 0.0 11.2 0.0 15.3 Cycle Q Clear(g_c), s 0.0 0.0 0.0 3.2 0.0 0.0 11.2 0.0 15.3 Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 1815 810 87 2002 0 388 0 345 V/C Ratio(X)0.00 0.45 0.72 0.74 0.68 0.00 0.63 0.00 0.83 Avail Cap(c_a), veh/h 0 1815 810 174 2002 0 618 0 550 HCM Platoon Ratio 1.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.00 0.80 0.80 0.85 0.85 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 0.0 0.0 40.1 0.0 0.0 32.0 0.0 33.7 Incr Delay (d2), s/veh 0.0 0.7 4.5 10.1 1.6 0.0 1.7 0.0 5.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.2 1.0 1.6 0.4 0.0 4.9 0.0 6.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 0.7 4.5 50.1 1.6 0.0 33.8 0.0 39.3 LnGrp LOS A A A D A A C A D Approach Vol, veh/h 1412 1429 531 Approach Delay, s/veh 2.3 3.8 36.7 Approach LOS A A D Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 7.7 47.3 55.0 23.5 Change Period (Y+Rc), s 3.5 4.9 4.9 4.2 Max Green Setting (Gmax), s 8.5 38.1 50.1 30.8 Max Q Clear Time (g_c+I1), s 5.2 2.0 2.0 17.3 Green Ext Time (p_c), s 0.0 8.6 9.1 1.9 Intersection Summary HCM 6th Ctrl Delay 8.3 HCM 6th LOS A 07656 Existing+Project w/ Mitigation 11: NB Off ramp & LOVR PM Peak HCM 6th Signalized Intersection Summary Synchro 10 Report City of San Luis Obispo Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 782 322 178 889 512 89 Future Volume (veh/h) 782 322 178 889 512 89 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1900 Adj Flow Rate, veh/h 806 272 184 916 562 0 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %222220 Cap, veh/h 1943 1193 244 2528 755 327 Arrive On Green 0.55 0.55 0.14 0.71 0.21 0.00 Sat Flow, veh/h 3647 1584 1781 3647 3563 1610 Grp Volume(v), veh/h 806 272 184 916 562 0 Grp Sat Flow(s),veh/h/ln 1777 1584 1781 1777 1781 1610 Q Serve(g_s), s 12.0 4.6 8.9 9.0 13.3 0.0 Cycle Q Clear(g_c), s 12.0 4.6 8.9 9.0 13.3 0.0 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 1943 1193 244 2528 755 327 V/C Ratio(X) 0.41 0.23 0.76 0.36 0.74 0.00 Avail Cap(c_a), veh/h 1943 1193 386 2528 1081 474 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.91 0.91 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 11.9 3.3 37.4 5.0 33.2 0.0 Incr Delay (d2), s/veh 0.6 0.4 4.7 0.4 1.7 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 4.4 2.8 4.1 2.7 5.7 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 12.5 3.7 42.1 5.5 34.9 0.0 LnGrp LOS B A D A C A Approach Vol, veh/h 1078 1100 562 Approach Delay, s/veh 10.3 11.6 34.9 Approach LOS B B C Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 14.8 53.4 68.2 21.8 Change Period (Y+Rc), s 3.5 4.9 4.9 4.5 Max Green Setting (Gmax), s 18.5 33.1 55.1 25.5 Max Q Clear Time (g_c+I1), s 10.9 14.0 11.0 15.3 Green Ext Time (p_c), s 0.4 5.1 5.0 2.0 Intersection Summary HCM 6th Ctrl Delay 15.9 HCM 6th LOS B Notes User approved volume balancing among the lanes for turning movement. 07657 Existing+Project w/ Mitigation 12: S. Higuera & LOVR PM Peak HCM 6th Signalized Intersection Summary Synchro 10 Report City of San Luis Obispo Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 731 84 34 262 794 609 Future Volume (veh/h) 731 84 34 262 794 609 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 795 91 37 285 845 648 Peak Hour Factor 0.92 0.92 0.92 0.92 0.94 0.94 Percent Heavy Veh, %222222 Cap, veh/h 943 432 163 1082 877 1176 Arrive On Green 0.27 0.27 0.03 0.58 0.47 0.47 Sat Flow, veh/h 3456 1585 1781 1870 1870 1585 Grp Volume(v), veh/h 795 91 37 285 845 648 Grp Sat Flow(s),veh/h/ln 1728 1585 1781 1870 1870 1585 Q Serve(g_s), s 17.5 3.6 0.8 6.1 35.3 14.4 Cycle Q Clear(g_c), s 17.5 3.6 0.8 6.1 35.3 14.4 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 943 432 163 1082 877 1176 V/C Ratio(X) 0.84 0.21 0.23 0.26 0.96 0.55 Avail Cap(c_a), veh/h 1242 570 211 1136 881 1179 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 27.7 22.6 18.6 8.5 20.7 4.5 Incr Delay (d2), s/veh 4.2 0.2 0.7 0.1 21.7 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.2 3.5 0.3 2.0 18.5 9.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 31.9 22.9 19.3 8.6 42.5 5.1 LnGrp LOS C C B A D A Approach Vol, veh/h 886 322 1493 Approach Delay, s/veh 31.0 9.8 26.2 Approach LOS C A C Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 52.7 28.0 8.8 43.8 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 49.0 29.0 5.0 38.0 Max Q Clear Time (g_c+I1), s 8.1 19.5 2.8 37.3 Green Ext Time (p_c), s 1.6 2.5 0.0 0.5 Intersection Summary HCM 6th Ctrl Delay 25.8 HCM 6th LOS C 07658 Near Term+Project w/ Mitigation 9: Calle Joaquin & LOVR AM Peak HCM 6th Signalized Intersection Summary Synchro 10 Report City of San Luis Obispo Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 51 1224 25 65 1038 113 22 3 61 78 4 38 Future Volume (veh/h) 51 1224 25 65 1038 113 22 3 61 78 4 38 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 0.99 1.00 0.99 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 Adj Flow Rate, veh/h 55 1316 25 70 1116 107 24 3 0 84 4 18 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %444444444444 Cap, veh/h 323 1585 704 648 2482 1104 206 173 224 27 123 Arrive On Green 0.04 0.45 0.45 0.59 1.00 1.00 0.09 0.09 0.00 0.09 0.09 0.09 Sat Flow, veh/h 1753 3497 1553 1753 3497 1556 1360 1841 1560 1383 290 1306 Grp Volume(v), veh/h 55 1316 25 70 1116 107 24 3 0 84 0 22 Grp Sat Flow(s),veh/h/ln 1753 1749 1553 1753 1749 1556 1360 1841 1560 1383 0 1596 Q Serve(g_s), s 1.4 24.7 0.7 0.0 0.0 0.0 1.2 0.1 0.0 4.4 0.0 0.9 Cycle Q Clear(g_c), s 1.4 24.7 0.7 0.0 0.0 0.0 2.2 0.1 0.0 4.5 0.0 0.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.82 Lane Grp Cap(c), veh/h 323 1585 704 648 2482 1104 206 173 224 0 150 V/C Ratio(X)0.17 0.83 0.04 0.11 0.45 0.10 0.12 0.02 0.38 0.00 0.15 Avail Cap(c_a), veh/h 399 1585 704 648 2482 1104 496 564 518 0 489 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 0.79 0.79 0.79 1.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 12.8 18.0 11.4 9.1 0.0 0.0 32.2 30.8 0.0 32.9 0.0 31.2 Incr Delay (d2), s/veh 0.2 5.2 0.1 0.1 0.5 0.1 0.2 0.0 0.0 1.0 0.0 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 10.1 0.2 0.4 0.2 0.0 0.4 0.0 0.0 1.5 0.0 0.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 13.0 23.2 11.5 9.2 0.5 0.1 32.5 30.9 0.0 33.9 0.0 31.7 LnGrp LOS B C BAAACC CAC Approach Vol, veh/h 1396 1293 27 A 106 Approach Delay, s/veh 22.6 0.9 32.3 33.5 Approach LOS C A C C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 26.0 38.0 11.0 6.7 57.2 11.0 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 6.0 34.0 23.0 6.0 34.0 23.0 Max Q Clear Time (g_c+I1), s 2.0 26.7 6.5 3.4 2.0 4.2 Green Ext Time (p_c), s 0.0 4.9 0.3 0.0 10.1 0.0 Intersection Summary HCM 6th Ctrl Delay 13.1 HCM 6th LOS B Notes Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. 07659 Near Term+Project w/ Mitigation 10: Hwy 101 SB On-Ramp/Hwy 101 SB Off-Ramp & LOVR AM Peak HCM 6th Signalized Intersection Summary Synchro 10 Report City of San Luis Obispo Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 1011 386 50 1071 00004950252 Future Volume (veh/h) 0 1011 386 50 1071 00004950252 Initial Q (Qb), veh 000000 000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 0 1841 1841 1841 1841 0 1841 1841 1841 Adj Flow Rate, veh/h 0 1053 326 52 1116 0 516 0 148 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, %044440 444 Cap, veh/h 0 1540 687 70 1693 0 582 0 518 Arrive On Green 0.00 0.88 0.88 0.08 0.97 0.00 0.33 0.00 0.33 Sat Flow, veh/h 0 3589 1560 1753 3589 0 1753 0 1560 Grp Volume(v), veh/h 0 1053 326 52 1116 0 516 0 148 Grp Sat Flow(s),veh/h/ln 0 1749 1560 1753 1749 0 1753 0 1560 Q Serve(g_s), s 0.0 6.8 3.2 2.2 2.1 0.0 20.9 0.0 5.3 Cycle Q Clear(g_c), s 0.0 6.8 3.2 2.2 2.1 0.0 20.9 0.0 5.3 Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 1540 687 70 1693 0 582 0 518 V/C Ratio(X)0.00 0.68 0.47 0.75 0.66 0.00 0.89 0.00 0.29 Avail Cap(c_a), veh/h 0 1540 687 157 1693 0 701 0 624 HCM Platoon Ratio 1.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.00 0.82 0.82 0.83 0.83 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 2.9 2.7 34.2 0.7 0.0 23.7 0.0 18.5 Incr Delay (d2), s/veh 0.0 2.0 1.9 12.4 1.7 0.0 11.5 0.0 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 1.5 1.0 1.1 0.7 0.0 9.9 0.0 1.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 5.0 4.6 46.5 2.3 0.0 35.2 0.0 18.8 LnGrp LOS A A A D A A D A B Approach Vol, veh/h 1379 1168 664 Approach Delay, s/veh 4.9 4.3 31.5 Approach LOS A A C Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 6.3 34.7 41.0 28.9 Change Period (Y+Rc), s 3.5 4.9 4.9 4.2 Max Green Setting (Gmax), s 6.5 26.1 36.1 29.8 Max Q Clear Time (g_c+I1), s 4.2 8.8 4.1 22.9 Green Ext Time (p_c), s 0.0 6.8 6.4 1.8 Intersection Summary HCM 6th Ctrl Delay 10.2 HCM 6th LOS B 07660 Near Term+Project w/ Mitigation 11: NB ramp & LOVR AM Peak HCM 6th Signalized Intersection Summary Synchro 10 Report City of San Luis Obispo Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 1332 196 135 562 559 177 Future Volume (veh/h) 1332 196 135 562 559 177 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1841 1841 1841 1841 1841 1900 Adj Flow Rate, veh/h 1417 160 144 598 688 0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, %444440 Cap, veh/h 1791 1198 175 2258 920 405 Arrive On Green 0.51 0.52 0.10 0.65 0.26 0.00 Sat Flow, veh/h 3589 1560 1753 3589 3506 1610 Grp Volume(v), veh/h 1417 160 144 598 688 0 Grp Sat Flow(s),veh/h/ln 1749 1560 1753 1749 1753 1610 Q Serve(g_s), s 24.9 2.0 6.0 5.5 13.5 0.0 Cycle Q Clear(g_c), s 24.9 2.0 6.0 5.5 13.5 0.0 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 1791 1198 175 2258 920 405 V/C Ratio(X) 0.79 0.13 0.82 0.26 0.75 0.00 Avail Cap(c_a), veh/h 1791 1198 175 2258 1206 537 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.74 0.74 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 15.0 2.2 33.1 5.7 25.4 0.0 Incr Delay (d2), s/veh 2.7 0.2 25.8 0.3 1.9 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 9.3 1.3 3.7 1.6 5.7 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 17.7 2.4 58.8 6.0 27.2 0.0 LnGrp LOS BAEACA Approach Vol, veh/h 1577 742 688 Approach Delay, s/veh 16.2 16.2 27.2 Approach LOS B B C Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 10.0 42.6 52.6 22.4 Change Period (Y+Rc), s 3.5 4.9 4.9 4.5 Max Green Setting (Gmax), s 6.5 31.6 41.6 24.0 Max Q Clear Time (g_c+I1), s 8.0 26.9 7.5 15.5 Green Ext Time (p_c), s 0.0 3.2 2.9 2.4 Intersection Summary HCM 6th Ctrl Delay 18.7 HCM 6th LOS B Notes User approved volume balancing among the lanes for turning movement. 07661 Near Term+Project w/ Mitigation 12: S. Higuera & LOVR AM Peak HCM 6th Signalized Intersection Summary Synchro 10 Report City of San Luis Obispo Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 1321 103 112 477 299 545 Future Volume (veh/h) 1321 103 112 477 299 545 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 1348 105 114 487 305 556 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222222 Cap, veh/h 1430 656 295 772 488 1070 Arrive On Green 0.41 0.41 0.06 0.41 0.26 0.26 Sat Flow, veh/h 3456 1585 1781 1870 1870 1585 Grp Volume(v), veh/h 1348 105 114 487 305 556 Grp Sat Flow(s),veh/h/ln 1728 1585 1781 1870 1870 1585 Q Serve(g_s), s 25.9 2.9 3.1 14.3 10.0 12.2 Cycle Q Clear(g_c), s 25.9 2.9 3.1 14.3 10.0 12.2 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 1430 656 295 772 488 1070 V/C Ratio(X) 0.94 0.16 0.39 0.63 0.62 0.52 Avail Cap(c_a), veh/h 1448 664 308 1324 1027 1526 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 19.5 12.7 16.6 16.1 22.6 5.6 Incr Delay (d2), s/veh 12.4 0.1 0.8 0.9 1.3 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 11.2 0.0 1.1 5.3 4.1 8.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 31.9 12.8 17.5 17.0 23.9 6.0 LnGrp LOS C B B B C A Approach Vol, veh/h 1453 601 861 Approach Delay, s/veh 30.5 17.1 12.3 Approach LOS C B B Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 34.6 34.6 10.5 24.1 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 49.0 29.0 5.0 38.0 Max Q Clear Time (g_c+I1), s 16.3 27.9 5.1 14.2 Green Ext Time (p_c), s 3.0 0.7 0.0 3.9 Intersection Summary HCM 6th Ctrl Delay 22.4 HCM 6th LOS C 07662 Near Term+Project w/ Mitigation 9: Calle Joaquin & LOVR PM Peak HCM 6th Signalized Intersection Summary Synchro 10 Report City of San Luis Obispo Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 75 1454 35 67 1729 102 26 3 75 168 5 105 Future Volume (veh/h) 75 1454 35 67 1729 102 26 3 75 168 5 105 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 0.99 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 77 1484 35 68 1764 80 27 3 0 171 5 44 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %111111111111 Cap, veh/h 235 1393 621 648 2369 1057 264 304 307 27 234 Arrive On Green 0.04 0.39 0.39 0.63 1.00 1.00 0.16 0.16 0.00 0.16 0.16 0.16 Sat Flow, veh/h 1795 3582 1598 1795 3582 1598 1360 1885 1598 1417 165 1450 Grp Volume(v), veh/h 77 1484 35 68 1764 80 27 3 0 171 0 49 Grp Sat Flow(s),veh/h/ln 1795 1791 1598 1795 1791 1598 1360 1885 1598 1417 0 1615 Q Serve(g_s), s 2.6 35.0 1.2 0.0 0.0 0.0 1.6 0.1 0.0 10.4 0.0 2.4 Cycle Q Clear(g_c), s 2.6 35.0 1.2 0.0 0.0 0.0 3.9 0.1 0.0 10.5 0.0 2.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.90 Lane Grp Cap(c), veh/h 235 1393 621 648 2369 1057 264 304 307 0 261 V/C Ratio(X)0.33 1.07 0.06 0.10 0.74 0.08 0.10 0.01 0.56 0.00 0.19 Avail Cap(c_a), veh/h 355 1393 621 648 2369 1057 528 670 582 0 574 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 0.59 0.59 0.59 1.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 18.9 27.5 17.2 11.3 0.0 0.0 34.3 31.7 0.0 36.1 0.0 32.6 Incr Delay (d2), s/veh 0.8 43.6 0.2 0.0 1.3 0.1 0.2 0.0 0.0 1.6 0.0 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.1 22.3 0.5 0.5 0.4 0.0 0.5 0.1 0.0 3.6 0.0 0.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 19.7 71.1 17.4 11.3 1.3 0.1 34.5 31.7 0.0 37.7 0.0 33.0 LnGrp LOS B F BBAACC DAC Approach Vol, veh/h 1596 1912 30 A 220 Approach Delay, s/veh 67.5 1.6 34.2 36.6 Approach LOS E A C D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 32.5 39.0 18.5 7.9 63.5 18.5 Change Period (Y+Rc), s 4.0 4.0 4.0 4.0 4.0 4.0 Max Green Setting (Gmax), s 11.0 35.0 32.0 10.0 36.0 32.0 Max Q Clear Time (g_c+I1), s 2.0 37.0 12.5 4.6 2.0 5.9 Green Ext Time (p_c), s 0.1 0.0 0.7 0.1 19.3 0.1 Intersection Summary HCM 6th Ctrl Delay 31.9 HCM 6th LOS C Notes Unsignalized Delay for [NBR] is excluded from calculations of the approach delay and intersection delay. 07663 Near Term+Project w/ Mitigation 10: Hwy 101 SB On-Ramp/Hwy 101 SB Off-Ramp & LOVR PM Peak HCM 6th Signalized Intersection Summary Synchro 10 Report City of San Luis Obispo Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 941 716 105 1576 00003140402 Future Volume (veh/h) 0 941 716 105 1576 00003140402 Initial Q (Qb), veh 000000 000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 0 1885 1885 1885 1885 0 1885 1885 1885 Adj Flow Rate, veh/h 0 960 636 107 1608 0 320 0 295 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %011110 111 Cap, veh/h 0 1715 765 138 2002 0 404 0 359 Arrive On Green 0.00 0.96 0.96 0.15 1.00 0.00 0.22 0.00 0.22 Sat Flow, veh/h 0 3676 1598 1795 3676 0 1795 0 1598 Grp Volume(v), veh/h 0 960 636 107 1608 0 320 0 295 Grp Sat Flow(s),veh/h/ln 0 1791 1598 1795 1791 0 1795 0 1598 Q Serve(g_s), s 0.0 2.2 7.4 5.2 0.0 0.0 15.1 0.0 15.8 Cycle Q Clear(g_c), s 0.0 2.2 7.4 5.2 0.0 0.0 15.1 0.0 15.8 Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 1715 765 138 2002 0 404 0 359 V/C Ratio(X)0.00 0.56 0.83 0.78 0.80 0.00 0.79 0.00 0.82 Avail Cap(c_a), veh/h 0 1715 765 174 2002 0 618 0 550 HCM Platoon Ratio 1.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.00 0.67 0.67 0.77 0.77 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 1.0 1.1 37.4 0.0 0.0 32.9 0.0 33.2 Incr Delay (d2), s/veh 0.0 0.9 7.1 12.5 2.7 0.0 4.0 0.0 5.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.6 2.0 2.6 0.8 0.0 6.8 0.0 6.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 1.9 8.2 49.9 2.7 0.0 36.9 0.0 39.0 LnGrp LOS A A A D A A D A D Approach Vol, veh/h 1596 1715 615 Approach Delay, s/veh 4.4 5.7 37.9 Approach LOS A A D Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 10.2 44.8 55.0 24.2 Change Period (Y+Rc), s 3.5 4.9 4.9 4.2 Max Green Setting (Gmax), s 8.5 38.1 50.1 30.8 Max Q Clear Time (g_c+I1), s 7.2 9.4 2.0 17.8 Green Ext Time (p_c), s 0.0 9.7 12.1 2.3 Intersection Summary HCM 6th Ctrl Delay 10.2 HCM 6th LOS B 07664 Near Term+Project w/ Mitigation 11: NB Off ramp & LOVR PM Peak HCM 6th Signalized Intersection Summary Synchro 10 Report City of San Luis Obispo Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 954 358 246 1123 557 134 Future Volume (veh/h) 954 358 246 1123 557 134 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1900 Adj Flow Rate, veh/h 984 309 254 1158 651 0 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %222220 Cap, veh/h 1354 965 473 2451 832 362 Arrive On Green 0.38 0.38 0.27 0.69 0.23 0.00 Sat Flow, veh/h 3647 1583 1781 3647 3563 1610 Grp Volume(v), veh/h 984 309 254 1158 651 0 Grp Sat Flow(s),veh/h/ln 1777 1583 1781 1777 1781 1610 Q Serve(g_s), s 21.3 8.5 11.0 13.5 15.4 0.0 Cycle Q Clear(g_c), s 21.3 8.5 11.0 13.5 15.4 0.0 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 1354 965 473 2451 832 362 V/C Ratio(X) 0.73 0.32 0.54 0.47 0.78 0.00 Avail Cap(c_a), veh/h 1354 965 473 2451 1021 447 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.86 0.86 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 23.8 8.5 28.3 6.4 32.3 0.0 Incr Delay (d2), s/veh 3.0 0.8 1.2 0.7 3.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 9.0 4.9 4.7 4.2 6.8 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 26.8 9.3 29.5 7.1 35.6 0.0 LnGrp LOS C A C A D A Approach Vol, veh/h 1293 1412 651 Approach Delay, s/veh 22.6 11.1 35.6 Approach LOS C B D Timer - Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 27.8 38.5 66.3 23.7 Change Period (Y+Rc), s 4.9 * 4.9 4.9 4.5 Max Green Setting (Gmax), s 19.5 * 34 56.6 24.0 Max Q Clear Time (g_c+I1), s 13.0 23.3 15.5 17.4 Green Ext Time (p_c), s 0.5 4.7 6.9 1.8 Intersection Summary HCM 6th Ctrl Delay 20.3 HCM 6th LOS C Notes User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 07665 Near Term+Project w/ Mitigation 12: S. Higuera & LOVR PM Peak HCM 6th Signalized Intersection Summary Synchro 10 Report City of San Luis Obispo Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Volume (veh/h) 1011 95 67 290 690 1118 Future Volume (veh/h) 1011 95 67 290 690 1118 Initial Q (Qb), veh 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 1099 103 73 315 734 1189 Peak Hour Factor 0.92 0.92 0.92 0.92 0.94 0.94 Percent Heavy Veh, %222222 Cap, veh/h 1124 515 177 1010 797 1191 Arrive On Green 0.33 0.33 0.05 0.54 0.43 0.43 Sat Flow, veh/h 3456 1585 1781 1870 1870 1585 Grp Volume(v), veh/h 1099 103 73 315 734 1189 Grp Sat Flow(s),veh/h/ln 1728 1585 1781 1870 1870 1585 Q Serve(g_s), s 28.1 4.2 1.9 8.3 33.1 38.0 Cycle Q Clear(g_c), s 28.1 4.2 1.9 8.3 33.1 38.0 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 1124 515 177 1010 797 1191 V/C Ratio(X) 0.98 0.20 0.41 0.31 0.92 1.00 Avail Cap(c_a), veh/h 1124 515 193 1028 797 1191 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 29.8 21.7 20.4 11.3 24.2 7.5 Incr Delay (d2), s/veh 21.6 0.2 1.5 0.2 15.9 25.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 14.1 4.3 0.8 3.0 16.7 34.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 51.4 21.9 21.9 11.5 40.1 33.2 LnGrp LOS D C C B D C Approach Vol, veh/h 1202 388 1923 Approach Delay, s/veh 48.8 13.5 35.8 Approach LOS D B D Timer - Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 54.2 35.0 10.2 44.0 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 49.0 29.0 5.0 38.0 Max Q Clear Time (g_c+I1), s 10.3 30.1 3.9 40.0 Green Ext Time (p_c), s 1.8 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 37.8 HCM 6th LOS D 07666 Attachment D: SimTraffic Queuing Analysis Output Sheets 07667 Existing Conditions AM Peak Queuing and Blocking Report SimTraffic Report City of San Luis Obispo Intersection: 9: Calle Joaquin & LOVR Movement EB EB EB EB WB WB WB WB NB NB NB SB Directions Served L T T R L T T R L T R L Maximum Queue (ft)92 155 197 52 86 71 95 53 51 22 51 74 Average Queue (ft)24 59 73 4 31 13 24 8 13 2 3 41 95th Queue (ft)64 128 159 25 71 45 66 34 38 12 23 72 Link Distance (ft)614 614 235 235 446 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 125 100 125 100 300 300 50 Storage Blk Time (%)0 3 0 0 0 0 19 Queuing Penalty (veh)0 0 0 0 0 0 6 Intersection: 9: Calle Joaquin & LOVR Movement SB Directions Served TR Maximum Queue (ft) 113 Average Queue (ft) 27 95th Queue (ft)73 Link Distance (ft)237 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) 1 Queuing Penalty (veh) 1 Intersection: 10: Hwy 101 SB On-Ramp/Hwy 101 SB Off-Ramp & LOVR Movement EB EB EB WB WB WB SB SB Directions Served T T R L T T LT R Maximum Queue (ft) 240 283 115 74 245 263 200 483 Average Queue (ft) 132 150 86 22 133 145 178 200 95th Queue (ft)234 270 145 59 230 251 227 448 Link Distance (ft)235 235 699 699 672 Upstream Blk Time (%) 0 3 Queuing Penalty (veh) 3 15 Storage Bay Dist (ft)90 220 175 Storage Blk Time (%)13 1 1 18 0 Queuing Penalty (veh)44 5 0 38 0 07668 Existing Conditions AM Peak Queuing and Blocking Report SimTraffic Report City of San Luis Obispo Intersection: 11: NB ramp & LOVR Movement EB EB EB WB WB WB NB NB Directions Served T T R L T T L LR Maximum Queue (ft) 270 294 150 191 114 89 310 280 Average Queue (ft) 150 166 68 86 53 30 203 163 95th Queue (ft)237 264 172 155 101 69 293 262 Link Distance (ft)699 699 669 669 678 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft)125 375 600 Storage Blk Time (%)11 0 Queuing Penalty (veh)19 0 Intersection: 12: S. Higuera & LOVR Movement EB EB EB NB NB SB SB Directions Served L L R L T T R Maximum Queue (ft) 314 318 125 44 214 172 128 Average Queue (ft) 184 142 28 14 119 87 46 95th Queue (ft)271 236 89 41 184 145 95 Link Distance (ft)846 846 417 596 596 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft)100 200 Storage Blk Time (%)10 0 0 Queuing Penalty (veh)7 0 0 Network Summary Network wide Queuing Penalty: 140 07669 Existing Conditions PM Peak Queuing and Blocking Report SimTraffic Report City of San Luis Obispo Intersection: 9: Calle Joaquin & LOVR Movement EB EB EB EB WB WB WB WB NB NB NB SB Directions Served L T T R L T T R L T R L Maximum Queue (ft) 100 324 407 122 84 237 236 125 51 26 55 74 Average Queue (ft) 38 101 209 8 31 92 109 26 8 2 5 59 95th Queue (ft)74 245 390 56 66 182 197 86 32 14 29 87 Link Distance (ft)380 380 235 235 481 Upstream Blk Time (%)0 5 0 0 Queuing Penalty (veh)0 0 2 4 Storage Bay Dist (ft) 125 100 125 100 300 300 50 Storage Blk Time (%)1 20 00270 34 Queuing Penalty (veh)1500170 32 Intersection: 9: Calle Joaquin & LOVR Movement SB Directions Served TR Maximum Queue (ft) 203 Average Queue (ft) 78 95th Queue (ft)168 Link Distance (ft)237 Upstream Blk Time (%) 0 Queuing Penalty (veh) 0 Storage Bay Dist (ft) Storage Blk Time (%) 7 Queuing Penalty (veh) 10 Intersection: 10: Hwy 101 SB On-Ramp/Hwy 101 SB Off-Ramp & LOVR Movement EB EB EB WB WB WB SB SB Directions Served T T R L T T LT R Maximum Queue (ft) 243 288 115 147 283 296 200 348 Average Queue (ft) 139 187 102 52 149 161 131 148 95th Queue (ft)242 309 142 101 266 283 211 272 Link Distance (ft)235 235 699 699 618 Upstream Blk Time (%) 1 9 Queuing Penalty (veh) 5 63 Storage Bay Dist (ft)90 220 175 Storage Blk Time (%)18 4 2 3 4 Queuing Penalty (veh)107 15 1 12 9 07670 Existing Conditions PM Peak Queuing and Blocking Report SimTraffic Report City of San Luis Obispo Intersection: 11: NB Off ramp & LOVR Movement EB EB EB WB WB WB NB NB Directions Served T T R L T T L LR Maximum Queue (ft) 204 268 150 213 213 173 309 270 Average Queue (ft) 106 106 57 110 113 85 201 155 95th Queue (ft)169 184 134 178 194 153 283 241 Link Distance (ft)699 699 802 802 646 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft)125 375 600 Storage Blk Time (%)4 0 Queuing Penalty (veh)11 1 Intersection: 12: S. Higuera & LOVR Movement EB EB EB NB NB SB SB Directions Served L L R L T T R Maximum Queue (ft) 282 250 125 65 146 522 328 Average Queue (ft) 182 142 45 22 66 245 60 95th Queue (ft)261 235 114 54 123 405 185 Link Distance (ft)846 846 417 596 596 Upstream Blk Time (%)0 0 Queuing Penalty (veh)0 0 Storage Bay Dist (ft)100 200 Storage Blk Time (%)10 0 0 Queuing Penalty (veh)8 1 0 Network Summary Network wide Queuing Penalty: 294 07671 Near Term Conditions AM Peak Queuing and Blocking Report SimTraffic Report City of San Luis Obispo Intersection: 9: Calle Joaquin & LOVR Movement EB EB EB EB WB WB WB WB NB NB NB SB Directions Served L T T R L T T R L T R L Maximum Queue (ft)98 260 298 104 97 81 106 50 59 22 82 74 Average Queue (ft)28 84 103 10 38 23 37 8 18 3 5 44 95th Queue (ft)60 184 221 55 80 63 83 33 46 15 40 76 Link Distance (ft)614 614 235 235 446 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 125 100 125 100 300 300 50 Storage Blk Time (%)2800 0 20 Queuing Penalty (veh)1200 0 8 Intersection: 9: Calle Joaquin & LOVR Movement SB Directions Served TR Maximum Queue (ft) 107 Average Queue (ft) 30 95th Queue (ft)76 Link Distance (ft)237 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) 2 Queuing Penalty (veh) 1 Intersection: 10: Hwy 101 SB On-Ramp/Hwy 101 SB Off-Ramp & LOVR Movement EB EB EB WB WB WB SB SB Directions Served T T R L T T LT R Maximum Queue (ft) 252 304 115 148 300 299 200 489 Average Queue (ft) 189 209 96 46 160 174 183 227 95th Queue (ft)283 309 151 104 264 273 226 467 Link Distance (ft)235 235 699 699 672 Upstream Blk Time (%) 4 11 Queuing Penalty (veh) 24 71 Storage Bay Dist (ft)90 220 175 Storage Blk Time (%)23 1 1 20 0 Queuing Penalty (veh)87 6 1 47 2 07672 Near Term Conditions AM Peak Queuing and Blocking Report SimTraffic Report City of San Luis Obispo Intersection: 11: NB ramp & LOVR Movement EB EB EB WB WB WB NB NB Directions Served T T R L T T L LR Maximum Queue (ft) 400 417 150 180 151 132 377 360 Average Queue (ft) 228 246 80 97 77 50 221 183 95th Queue (ft)350 375 188 159 135 102 324 288 Link Distance (ft)699 699 669 669 678 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft)125 375 600 Storage Blk Time (%)27 0 Queuing Penalty (veh)46 1 Intersection: 12: S. Higuera & LOVR Movement EB EB EB NB NB SB SB Directions Served L L R L T T R Maximum Queue (ft) 809 788 125 143 227 179 203 Average Queue (ft) 497 465 79 56 124 103 85 95th Queue (ft)880 841 166 105 202 165 154 Link Distance (ft)846 846 417 596 596 Upstream Blk Time (%) 7 6 Queuing Penalty (veh) 0 0 Storage Bay Dist (ft)100 200 Storage Blk Time (%)50 0 0 0 Queuing Penalty (veh)50 1 0 0 Network Summary Network wide Queuing Penalty: 349 07673 Near Term Conditions PM Peak Queuing and Blocking Report SimTraffic Report City of San Luis Obispo Intersection: 9: Calle Joaquin & LOVR Movement EB EB EB EB WB WB WB WB NB NB NB SB Directions Served L T T R L T T R L T R L Maximum Queue (ft) 149 403 419 125 149 247 259 125 67 22 104 75 Average Queue (ft) 57 292 387 36 45 143 165 38 21 2 15 64 95th Queue (ft)130 478 457 124 105 247 269 119 51 13 64 88 Link Distance (ft)380 380 235 235 481 Upstream Blk Time (%)4 59 1 2 Queuing Penalty (veh)0 0 6 21 Storage Bay Dist (ft) 125 100 125 100 300 300 50 Storage Blk Time (%)0 9 53 0 0 9 17 0 40 Queuing Penalty (veh) 1 7 19 0 0 6 17 0 44 Intersection: 9: Calle Joaquin & LOVR Movement SB Directions Served TR Maximum Queue (ft) 224 Average Queue (ft) 107 95th Queue (ft)211 Link Distance (ft)237 Upstream Blk Time (%) 0 Queuing Penalty (veh) 0 Storage Bay Dist (ft) Storage Blk Time (%) 10 Queuing Penalty (veh) 17 Intersection: 10: Hwy 101 SB On-Ramp/Hwy 101 SB Off-Ramp & LOVR Movement EB EB EB WB WB WB SB SB Directions Served T T R L T T LT R Maximum Queue (ft) 249 298 115 244 396 407 200 533 Average Queue (ft) 184 234 109 87 190 202 156 204 95th Queue (ft)285 325 133 162 326 344 230 407 Link Distance (ft)235 235 699 699 618 Upstream Blk Time (%) 4 21 0 Queuing Penalty (veh) 32 173 0 Storage Bay Dist (ft)90 220 175 Storage Blk Time (%)28 8 5 6 7 Queuing Penalty (veh)178 37 5 22 21 07674 Near Term Conditions PM Peak Queuing and Blocking Report SimTraffic Report City of San Luis Obispo Intersection: 11: NB Off ramp & LOVR Movement EB EB EB WB WB WB NB NB Directions Served T T R L T T L LR Maximum Queue (ft) 254 262 150 262 243 213 332 292 Average Queue (ft) 140 142 82 163 142 117 211 167 95th Queue (ft)212 225 176 240 217 197 291 261 Link Distance (ft)699 699 802 802 646 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft)125 375 600 Storage Blk Time (%)11 0 Queuing Penalty (veh)38 1 Intersection: 12: S. Higuera & LOVR Movement EB EB EB NB NB SB SB Directions Served L L R L T T R Maximum Queue (ft) 613 541 125 82 142 576 610 Average Queue (ft) 327 291 66 39 71 277 223 95th Queue (ft)515 475 149 72 130 487 489 Link Distance (ft)846 846 417 596 596 Upstream Blk Time (%)1 2 Queuing Penalty (veh)0 0 Storage Bay Dist (ft)100 200 Storage Blk Time (%)44 0 Queuing Penalty (veh)40 2 Network Summary Network wide Queuing Penalty: 685 07675 Existing+Project AM Peak Queuing and Blocking Report SimTraffic Report City of San Luis Obispo Intersection: 9: Calle Joaquin & LOVR Movement EB EB EB EB WB WB WB WB NB NB NB SB Directions Served L T T R L T T R L T R L Maximum Queue (ft)68 203 254 61 68 78 109 31 49 22 37 73 Average Queue (ft)21 64 83 3 25 17 30 8 11 3 2 40 95th Queue (ft)52 149 193 29 55 52 75 28 37 13 18 73 Link Distance (ft)614 614 235 235 446 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 125 100 125 100 300 300 50 Storage Blk Time (%)1 4 0 0 18 Queuing Penalty (veh)0 1 0 0 6 Intersection: 9: Calle Joaquin & LOVR Movement SB Directions Served TR Maximum Queue (ft) 150 Average Queue (ft) 31 95th Queue (ft)92 Link Distance (ft)237 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) 1 Queuing Penalty (veh) 0 Intersection: 10: Hwy 101 SB On-Ramp/Hwy 101 SB Off-Ramp & LOVR Movement EB EB EB WB WB WB SB SB Directions Served T T R L T T LT R Maximum Queue (ft) 247 285 115 101 243 257 200 526 Average Queue (ft) 145 158 88 28 136 145 173 175 95th Queue (ft)242 278 146 74 236 261 229 418 Link Distance (ft)235 235 699 699 672 Upstream Blk Time (%) 1 3 0 Queuing Penalty (veh) 5 21 0 Storage Bay Dist (ft)90 220 175 Storage Blk Time (%)14 1 0 16 0 Queuing Penalty (veh)51 5 0 37 0 07676 Existing+Project AM Peak Queuing and Blocking Report SimTraffic Report City of San Luis Obispo Intersection: 11: NB ramp & LOVR Movement EB EB EB WB WB WB NB NB Directions Served T T R L T T L LR Maximum Queue (ft) 301 304 150 188 136 112 320 264 Average Queue (ft) 156 169 78 81 58 32 195 152 95th Queue (ft)245 265 183 148 117 80 279 241 Link Distance (ft)699 699 669 669 678 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft)125 375 600 Storage Blk Time (%)12 0 Queuing Penalty (veh)24 1 Intersection: 12: S. Higuera & LOVR Movement EB EB EB NB NB SB SB Directions Served L L R L T T R Maximum Queue (ft) 335 310 125 72 218 199 131 Average Queue (ft) 202 168 34 22 115 97 46 95th Queue (ft)293 268 102 54 185 166 96 Link Distance (ft)846 846 417 596 596 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft)100 200 Storage Blk Time (%)15 0 1 Queuing Penalty (veh)11 0 0 Network Summary Network wide Queuing Penalty: 163 07677 Existing+Project PM Peak Queuing and Blocking Report SimTraffic Report City of San Luis Obispo Intersection: 9: Calle Joaquin & LOVR Movement EB EB EB EB WB WB WB WB NB NB NB SB Directions Served L T T R L T T R L T R L Maximum Queue (ft) 113 387 406 125 132 245 250 125 57 22 58 75 Average Queue (ft) 38 162 302 23 37 104 128 26 9 2 4 61 95th Queue (ft)80 372 497 97 85 206 232 95 33 11 30 86 Link Distance (ft)380 380 235 235 481 Upstream Blk Time (%)1 25 0 1 Queuing Penalty (veh)0 0 2 6 Storage Bay Dist (ft) 125 100 125 100 300 300 50 Storage Blk Time (%)2 35 00390 39 Queuing Penalty (veh)1800290 36 Intersection: 9: Calle Joaquin & LOVR Movement SB Directions Served TR Maximum Queue (ft) 191 Average Queue (ft) 75 95th Queue (ft)158 Link Distance (ft)237 Upstream Blk Time (%) 0 Queuing Penalty (veh) 0 Storage Bay Dist (ft) Storage Blk Time (%) 8 Queuing Penalty (veh) 11 Intersection: 10: Hwy 101 SB On-Ramp/Hwy 101 SB Off-Ramp & LOVR Movement EB EB EB WB WB WB SB SB Directions Served T T R L T T LT R Maximum Queue (ft) 246 284 115 140 346 342 200 406 Average Queue (ft) 154 209 107 54 173 178 127 162 95th Queue (ft)259 326 134 109 304 300 211 310 Link Distance (ft)235 235 699 699 618 Upstream Blk Time (%) 2 13 Queuing Penalty (veh) 12 93 Storage Bay Dist (ft)90 220 175 Storage Blk Time (%)19 8 3 2 7 Queuing Penalty (veh)128 31 2 9 16 07678 Existing+Project PM Peak Queuing and Blocking Report SimTraffic Report City of San Luis Obispo Intersection: 11: NB Off ramp & LOVR Movement EB EB EB WB WB WB NB NB Directions Served T T R L T T L LR Maximum Queue (ft) 234 234 150 216 198 174 322 298 Average Queue (ft) 108 108 58 114 121 90 203 161 95th Queue (ft)181 190 141 193 182 166 296 254 Link Distance (ft)699 699 802 802 646 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft)125 375 600 Storage Blk Time (%)4 0 Queuing Penalty (veh)12 1 Intersection: 12: S. Higuera & LOVR Movement EB EB EB NB NB SB SB Directions Served L L R L T T R Maximum Queue (ft) 307 293 125 61 150 502 364 Average Queue (ft) 192 159 48 22 68 246 72 95th Queue (ft)278 264 117 55 127 396 214 Link Distance (ft)846 846 417 596 596 Upstream Blk Time (%)0 0 Queuing Penalty (veh)0 0 Storage Bay Dist (ft)100 200 Storage Blk Time (%)15 0 0 Queuing Penalty (veh)12 0 0 Network Summary Network wide Queuing Penalty: 392 07679 Near Term+Project AM Peak Queuing and Blocking Report SimTraffic Report City of San Luis Obispo Intersection: 9: Calle Joaquin & LOVR Movement EB EB EB EB WB WB WB WB NB NB NB SB Directions Served L T T R L T T R L T R L Maximum Queue (ft) 111 297 319 82 94 66 96 57 67 13 70 74 Average Queue (ft) 32 112 128 7 35 22 39 11 18 1 6 46 95th Queue (ft)75 229 259 46 73 57 86 39 48 9 37 78 Link Distance (ft)614 614 235 235 446 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 125 100 125 100 300 300 50 Storage Blk Time (%)4 12 0 0 0 0 22 Queuing Penalty (veh)2300 00 9 Intersection: 9: Calle Joaquin & LOVR Movement SB Directions Served TR Maximum Queue (ft) 144 Average Queue (ft) 36 95th Queue (ft)98 Link Distance (ft)237 Upstream Blk Time (%) 0 Queuing Penalty (veh) 0 Storage Bay Dist (ft) Storage Blk Time (%) 1 Queuing Penalty (veh) 1 Intersection: 10: Hwy 101 SB On-Ramp/Hwy 101 SB Off-Ramp & LOVR Movement EB EB EB WB WB WB SB SB Directions Served T T R L T T LT R Maximum Queue (ft) 254 290 115 187 286 312 200 596 Average Queue (ft) 195 224 102 47 167 185 186 261 95th Queue (ft)281 314 145 123 271 288 223 540 Link Distance (ft)235 235 699 699 672 Upstream Blk Time (%) 5 14 1 Queuing Penalty (veh) 35 93 0 Storage Bay Dist (ft)90 220 175 Storage Blk Time (%)24 2 0 2 23 1 Queuing Penalty (veh)94 8 0 1 57 4 07680 Near Term+Project AM Peak Queuing and Blocking Report SimTraffic Report City of San Luis Obispo Intersection: 11: NB ramp & LOVR Movement EB EB EB WB WB WB NB NB Directions Served T T R L T T L LR Maximum Queue (ft) 424 443 150 186 173 158 413 374 Average Queue (ft) 240 264 90 93 81 55 248 207 95th Queue (ft)380 407 201 159 145 112 372 325 Link Distance (ft)699 699 669 669 678 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft)125 375 600 Storage Blk Time (%)29 0 Queuing Penalty (veh)56 1 Intersection: 12: S. Higuera & LOVR Movement EB EB EB NB NB SB SB Directions Served L L R L T T R Maximum Queue (ft) 875 852 125 102 247 215 211 Average Queue (ft) 656 619 87 51 130 107 87 95th Queue (ft)987 951 171 85 212 185 166 Link Distance (ft)846 846 417 596 596 Upstream Blk Time (%) 18 16 Queuing Penalty (veh) 0 0 Storage Bay Dist (ft)100 200 Storage Blk Time (%)60 0 1 Queuing Penalty (veh)61 1 1 Network Summary Network wide Queuing Penalty: 427 07681 Near Term+Project PM Peak Queuing and Blocking Report SimTraffic Report City of San Luis Obispo Intersection: 9: Calle Joaquin & LOVR Movement EB EB EB EB WB WB WB WB NB NB NB SB Directions Served L T T R L T T R L T R L Maximum Queue (ft) 145 396 431 125 149 248 254 125 63 22 61 75 Average Queue (ft) 52 276 386 36 52 167 187 36 18 2 9 65 95th Queue (ft)116 461 465 124 117 283 293 115 46 12 40 84 Link Distance (ft)380 380 235 235 481 Upstream Blk Time (%)3 60 1 4 Queuing Penalty (veh)0 0 10 43 Storage Bay Dist (ft) 125 100 125 100 300 300 50 Storage Blk Time (%)0 10 52 0 0 14 22 0 42 Queuing Penalty (veh) 1 8 18 0 0 9 22 0 46 Intersection: 9: Calle Joaquin & LOVR Movement SB Directions Served TR Maximum Queue (ft) 250 Average Queue (ft) 105 95th Queue (ft)209 Link Distance (ft)237 Upstream Blk Time (%) 1 Queuing Penalty (veh) 0 Storage Bay Dist (ft) Storage Blk Time (%) 11 Queuing Penalty (veh) 19 Intersection: 10: Hwy 101 SB On-Ramp/Hwy 101 SB Off-Ramp & LOVR Movement EB EB EB WB WB WB SB SB Directions Served T T R L T T LT R Maximum Queue (ft) 249 298 115 244 545 525 200 503 Average Queue (ft) 186 237 110 100 246 258 156 253 95th Queue (ft)282 319 135 204 440 456 232 540 Link Distance (ft)235 235 699 699 618 Upstream Blk Time (%) 3 18 0 0 7 Queuing Penalty (veh) 28 154 0 0 0 Storage Bay Dist (ft)90 220 175 Storage Blk Time (%)27 8 9 5 16 Queuing Penalty (veh)194 40 10 17 51 07682 Near Term+Project PM Peak Queuing and Blocking Report SimTraffic Report City of San Luis Obispo Intersection: 11: NB Off ramp & LOVR Movement EB EB EB WB WB WB NB NB Directions Served T T R L T T L LR Maximum Queue (ft) 244 288 150 284 234 220 380 333 Average Queue (ft) 143 152 94 164 144 123 230 185 95th Queue (ft)219 243 188 259 222 200 331 284 Link Distance (ft)699 699 802 802 646 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft)125 375 600 Storage Blk Time (%)12 0 Queuing Penalty (veh)44 2 Intersection: 12: S. Higuera & LOVR Movement EB EB EB NB NB SB SB Directions Served L L R L T T R Maximum Queue (ft) 770 723 125 91 178 559 563 Average Queue (ft) 485 449 71 40 73 287 277 95th Queue (ft)773 731 158 81 137 524 564 Link Distance (ft)846 846 417 596 596 Upstream Blk Time (%) 1 0 1 3 Queuing Penalty (veh) 0 0 0 0 Storage Bay Dist (ft)100 200 Storage Blk Time (%)60 0 0 Queuing Penalty (veh)57 2 0 Network Summary Network wide Queuing Penalty: 776 07683 Existing+Project w/ Mitigation AM Peak Queuing and Blocking Report SimTraffic Report City of San Luis Obispo Intersection: 9: Calle Joaquin & LOVR Movement EB EB EB EB WB WB WB WB NB NB NB SB Directions Served L T T R L T T R L T R L Maximum Queue (ft)95 205 302 80 68 101 110 93 43 26 19 73 Average Queue (ft)25 71 91 3 29 28 40 12 10 2 1 41 95th Queue (ft)64 171 205 28 60 70 87 49 32 12 12 71 Link Distance (ft)614 614 235 235 446 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 125 100 125 100 300 300 50 Storage Blk Time (%)1 5 0 0 0 0 17 Queuing Penalty (veh)1 1 0 0 0 0 5 Intersection: 9: Calle Joaquin & LOVR Movement SB Directions Served TR Maximum Queue (ft) 128 Average Queue (ft) 28 95th Queue (ft)80 Link Distance (ft)237 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) 1 Queuing Penalty (veh) 1 Intersection: 10: Hwy 101 SB On-Ramp/Hwy 101 SB Off-Ramp & LOVR Movement EB EB EB WB WB WB SB SB Directions Served T T R L T T LT R Maximum Queue (ft) 230 248 164 70 180 191 301 232 Average Queue (ft) 122 124 82 22 86 95 174 68 95th Queue (ft)212 227 165 55 159 168 271 149 Link Distance (ft)235 235 699 699 672 Upstream Blk Time (%) 0 1 Queuing Penalty (veh) 1 5 Storage Bay Dist (ft)140 220 320 Storage Blk Time (%)3 0 0 0 0 Queuing Penalty (veh)11 1 0 1 0 07684 Existing+Project w/ Mitigation AM Peak Queuing and Blocking Report SimTraffic Report City of San Luis Obispo Intersection: 11: NB ramp & LOVR Movement EB EB EB WB WB WB NB NB Directions Served T T R L T T L LR Maximum Queue (ft) 332 337 150 155 129 105 299 239 Average Queue (ft) 166 181 74 77 61 35 177 131 95th Queue (ft)266 286 177 136 109 78 258 225 Link Distance (ft)699 699 669 669 678 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft)125 375 600 Storage Blk Time (%)14 0 Queuing Penalty (veh)28 1 Intersection: 12: S. Higuera & LOVR Movement EB EB EB NB NB SB SB Directions Served L L R L T T R Maximum Queue (ft) 328 312 125 64 298 184 110 Average Queue (ft) 201 166 30 20 131 92 39 95th Queue (ft)294 279 99 53 227 154 80 Link Distance (ft)846 846 417 596 596 Upstream Blk Time (%)0 Queuing Penalty (veh)0 Storage Bay Dist (ft)100 200 Storage Blk Time (%)13 0 1 Queuing Penalty (veh)9 0 0 Network Summary Network wide Queuing Penalty: 65 07685 Existing+Project w/ Mitigation PM Peak Queuing and Blocking Report SimTraffic Report City of San Luis Obispo Intersection: 9: Calle Joaquin & LOVR Movement EB EB EB EB WB WB WB WB NB NB NB SB Directions Served L T T R L T T R L T R L Maximum Queue (ft) 128 389 408 124 121 251 254 125 38 27 58 75 Average Queue (ft) 42 138 262 13 34 109 128 25 8 2 5 58 95th Queue (ft)96 328 462 70 77 231 241 89 29 13 33 85 Link Distance (ft)380 380 235 235 481 Upstream Blk Time (%)1 12 1 1 Queuing Penalty (veh)0 0 6 9 Storage Bay Dist (ft) 125 100 125 100 300 300 50 Storage Blk Time (%)0 3 25 0 3 9 0 33 Queuing Penalty (veh)0260 280 30 Intersection: 9: Calle Joaquin & LOVR Movement SB Directions Served TR Maximum Queue (ft) 216 Average Queue (ft) 74 95th Queue (ft)157 Link Distance (ft)237 Upstream Blk Time (%) 0 Queuing Penalty (veh) 0 Storage Bay Dist (ft) Storage Blk Time (%) 8 Queuing Penalty (veh) 10 Intersection: 10: Hwy 101 SB On-Ramp/Hwy 101 SB Off-Ramp & LOVR Movement EB EB EB WB WB WB SB SB Directions Served T T R L T T LT R Maximum Queue (ft) 232 261 165 134 230 248 232 299 Average Queue (ft) 108 134 107 44 121 132 110 156 95th Queue (ft)190 242 194 95 200 224 185 255 Link Distance (ft)235 235 699 699 618 Upstream Blk Time (%) 0 1 Queuing Penalty (veh) 1 7 Storage Bay Dist (ft)140 220 320 Storage Blk Time (%)3 2 0 0 Queuing Penalty (veh)22 9 0 0 07686 Existing+Project w/ Mitigation PM Peak Queuing and Blocking Report SimTraffic Report City of San Luis Obispo Intersection: 11: NB Off ramp & LOVR Movement EB EB EB WB WB WB NB NB Directions Served T T R L T T L LR Maximum Queue (ft) 171 217 150 217 192 205 311 270 Average Queue (ft) 100 97 55 111 119 97 197 153 95th Queue (ft)156 172 126 183 187 171 284 249 Link Distance (ft)699 699 802 802 646 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft)125 375 600 Storage Blk Time (%)2 0 Queuing Penalty (veh)7 0 Intersection: 12: S. Higuera & LOVR Movement EB EB EB NB NB SB SB Directions Served L L R L T T R Maximum Queue (ft) 298 275 125 60 181 624 619 Average Queue (ft) 183 139 40 26 73 410 211 95th Queue (ft)267 236 104 56 138 666 618 Link Distance (ft)846 846 417 596 596 Upstream Blk Time (%)10 7 Queuing Penalty (veh)0 0 Storage Bay Dist (ft)100 200 Storage Blk Time (%)9 0 0 Queuing Penalty (veh)7 1 0 Network Summary Network wide Queuing Penalty: 127 07687 Existing+Project w/ Mitigation PM Peak Queuing and Blocking Report SimTraffic Report City of San Luis Obispo Intersection: 9: Calle Joaquin & LOVR Movement EB EB EB EB WB WB WB WB NB NB NB SB Directions Served L T T R L T T R L T R L Maximum Queue (ft) 138 385 408 124 121 251 256 125 38 27 54 75 Average Queue (ft) 44 144 272 16 37 113 131 26 8 2 4 57 95th Queue (ft)101 333 469 76 86 237 247 91 29 13 25 84 Link Distance (ft)380 380 235 235 481 Upstream Blk Time (%)1 13 1 1 Queuing Penalty (veh)0 0 7 10 Storage Bay Dist (ft) 125 100 125 100 300 300 50 Storage Blk Time (%)0 3 26 00490 31 Queuing Penalty (veh)02600280 29 Intersection: 9: Calle Joaquin & LOVR Movement SB Directions Served TR Maximum Queue (ft) 214 Average Queue (ft) 70 95th Queue (ft)154 Link Distance (ft)237 Upstream Blk Time (%) 0 Queuing Penalty (veh) 0 Storage Bay Dist (ft) Storage Blk Time (%) 8 Queuing Penalty (veh) 11 Intersection: 10: Hwy 101 SB On-Ramp/Hwy 101 SB Off-Ramp & LOVR Movement EB EB EB WB WB WB SB SB Directions Served T T R L T T LT R Maximum Queue (ft) 235 265 165 158 244 257 255 303 Average Queue (ft) 107 133 108 45 128 140 113 161 95th Queue (ft)196 243 195 101 211 232 200 270 Link Distance (ft)235 235 699 699 618 Upstream Blk Time (%) 0 1 Queuing Penalty (veh) 1 8 Storage Bay Dist (ft)140 220 320 Storage Blk Time (%)3 2 0 0 Queuing Penalty (veh)21 10 0 1 07688 Existing+Project w/ Mitigation PM Peak Queuing and Blocking Report SimTraffic Report City of San Luis Obispo Intersection: 11: NB Off ramp & LOVR Movement EB EB EB WB WB WB NB NB Directions Served T T R L T T L LR Maximum Queue (ft) 175 218 150 209 216 209 326 282 Average Queue (ft) 98 97 55 108 120 94 203 157 95th Queue (ft)156 172 127 174 191 170 289 250 Link Distance (ft)699 699 802 802 646 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft)125 375 600 Storage Blk Time (%)2 0 Queuing Penalty (veh)7 0 Intersection: 12: S. Higuera & LOVR Movement EB EB EB NB NB SB SB Directions Served L L R L T T R Maximum Queue (ft) 274 259 125 67 179 627 619 Average Queue (ft) 178 134 41 27 74 400 187 95th Queue (ft)254 228 107 59 138 651 571 Link Distance (ft)846 846 417 596 596 Upstream Blk Time (%)9 5 Queuing Penalty (veh)0 0 Storage Bay Dist (ft)100 200 Storage Blk Time (%)9 0 0 Queuing Penalty (veh)7 1 0 Network Summary Network wide Queuing Penalty: 131 07689 Near Term+Project w/ Mitigation PM Peak Queuing and Blocking Report SimTraffic Report City of San Luis Obispo Intersection: 9: Calle Joaquin & LOVR Movement EB EB EB EB WB WB WB WB NB NB NB SB Directions Served L T T R L T T R L T R L Maximum Queue (ft) 149 659 690 125 138 263 258 125 56 22 76 75 Average Queue (ft) 61 387 523 29 50 168 182 40 18 2 10 63 95th Queue (ft)129 771 806 107 115 286 287 122 47 12 46 87 Link Distance (ft)660 660 235 235 481 Upstream Blk Time (%)3 24 2 3 Queuing Penalty (veh)0 0 23 33 Storage Bay Dist (ft) 125 100 130 100 300 300 50 Storage Blk Time (%)1 10 43 0 0 10 20 0 36 Queuing Penalty (veh) 4 7 15 0 0 6 20 0 40 Intersection: 9: Calle Joaquin & LOVR Movement SB Directions Served TR Maximum Queue (ft) 245 Average Queue (ft) 101 95th Queue (ft)196 Link Distance (ft)237 Upstream Blk Time (%) 1 Queuing Penalty (veh) 0 Storage Bay Dist (ft) Storage Blk Time (%) 14 Queuing Penalty (veh) 24 Intersection: 10: Hwy 101 SB On-Ramp/Hwy 101 SB Off-Ramp & LOVR Movement EB EB EB WB WB WB SB SB Directions Served T T R L T T LT R Maximum Queue (ft) 246 298 165 245 565 591 322 451 Average Queue (ft) 148 183 138 109 245 248 144 196 95th Queue (ft)248 297 206 242 482 493 252 344 Link Distance (ft)235 235 699 699 618 Upstream Blk Time (%) 1 6 0 0 0 Queuing Penalty (veh) 5 51 1 2 0 Storage Bay Dist (ft)140 220 320 Storage Blk Time (%)6 5 0 13 0 2 Queuing Penalty (veh)43 24 0 14 0 5 07690 Near Term+Project w/ Mitigation PM Peak Queuing and Blocking Report SimTraffic Report City of San Luis Obispo Intersection: 11: NB Off ramp & LOVR Movement EB EB EB WB WB WB NB NB Directions Served T T R L T T L LR Maximum Queue (ft) 263 272 150 244 235 222 359 319 Average Queue (ft) 141 144 100 138 139 120 227 185 95th Queue (ft)222 235 177 219 211 200 323 291 Link Distance (ft)699 699 998 998 646 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft)125 375 600 Storage Blk Time (%)12 1 Queuing Penalty (veh)41 6 Intersection: 12: S. Higuera & LOVR Movement EB EB EB NB NB SB SB Directions Served L L R L T T R Maximum Queue (ft) 460 422 125 91 154 819 807 Average Queue (ft) 279 246 60 38 79 311 272 95th Queue (ft)404 376 142 76 135 599 629 Link Distance (ft)846 846 1155 1259 1259 Upstream Blk Time (%)0 Queuing Penalty (veh)0 Storage Bay Dist (ft)100 200 Storage Blk Time (%)33 0 Queuing Penalty (veh)31 1 Network Summary Network wide Queuing Penalty: 397 07691