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T-6249 - Traffic Impact Study - COPPER & WILLOW - 6/14/2019
Transportation Engineers TRAFFIC IMPACT ANALYSIS FOR TRACT 6249 Fresno, California Prepared For: Morton & Pitalo, Inc. 75 Iron Point Circle, Suite 120 Folsom, CA 95630 Prepared By: KD Anderson & Associates, Inc. 3853 Taylor Road, Suite G Loomis, CA 95650 (916) 660-1555 April 23, 2019 Revised June 5, 2019 Job No. 4705-024 6249 Sub Fresno.rpt TRAFFIC IMPACT ANALYSIS FOR TRACT 6249 Fresno, CA TABLE OF CONTENTS INTRODUCTION / SUMMARY .............................................................................................................. 1 Project Description .......................................................................................................................... 1 Study Scenarios ............................................................................................................................... 1 Summary .......................................................................................................................................... 4 EXISTING SETTING ................................................................................................................................ 6 Study Area Circulation System - Roads .......................................................................................... 6 Study Area Circulation System - Intersections ................................................................................ 7 Standards of Significance: Levels of Service - Methodologies ....................................................... 8 Existing Traffic Volumes / Levels of Service / Signal Warrants .................................................. 11 Collision History ............................................................................................................................ 15 Public Transportation .................................................................................................................... 16 Bicycle, Pedestrian and Trails Master Plan ................................................................................... 16 City of Fresno Traffic Signal Mitigation Impact (TSMI) Fee Program ........................................ 17 The City of Fresno Major Street Impact (FMSI) Fee Program ..................................................... 19 PROJECT CHARACTERISTICS .......................................................................................................... 20 Project Characteristics ................................................................................................................... 20 EXISTING PLUS PROJECT IMPACTS ............................................................................................... 24 Existing Plus Project Traffic Conditions and Levels of Service ................................................... 24 EXISTING PLUS APPROVED PROJECTS (EPAP) – SHORT TERM FUTURE IMPACTS ..................................................................................................................................... 29 Existing Plus Approved Projects (EPAP) Conditions ................................................................... 29 EPAP Plus Project Impacts ............................................................................................................ 34 CUMULATIVE YEAR 2036 IMPACTS ................................................................................................ 36 Approach to Developing Long Term Traffic Volume Forecasts ................................................... 36 Cumulative Year 2036 Conditions ................................................................................................ 39 Cumulative Year 2036 Plus Project Conditions ............................................................................ 44 APPENDIX ....................................................................................................................................................... 46 April 23, 2019 Revised June 5, 2019 LIST OF TABLES 1 Level of Service Definition ............................................................................................................. 9 2 Existing Intersection Level of Service ........................................................................................... 13 3 Existing Peak Period Queues ......................................................................................................... 14 4 5-Year Collision History ................................................................................................................ 16 5 Trip Generation Rates and Forecasts ............................................................................................. 21 6 Trip Distribution Assumptions ...................................................................................................... 22 7 Existing Plus Project Intersection Levels of Service ..................................................................... 26 8 Existing Plus Project Peak Period Queues .................................................................................... 27 9 Approved/Pending but Unbuilt Projects – Trip Generation .......................................................... 29 10 EPAP Short Term Plus Project Intersection Level of Service ....................................................... 32 11 EPAP Plus Project Peak Period Queues ........................................................................................ 33 12 Long Term Year 2036 Plus Project Intersection Levels of Service Without Improvements ........ 40 13 Long Term Year 2036 Plus Project Intersection Levels of Service With Improvements ............. 41 14 Long Term Plus Project Peak Period Queues Without Improvements .......................................... 42 15 Long Term Plus Project Peak Period Queues With Improvements ............................................... 43 16 Project Fair Share Calculation ....................................................................................................... 45 LIST OF FIGURES 1 Vicinity Map .................................................................................................................................... 2 2 Site Plan ........................................................................................................................................... 3 3 Existing Traffic Volumes and Lane Configurations ...................................................................... 12 4 Project Only Traffic ....................................................................................................................... 23 5 Existing Plus Project Traffic ......................................................................................................... 25 6 Existing Plus Approved Projects Traffic ....................................................................................... 31 7 EPAP Plus Project Traffic ............................................................................................................. 35 8 Long Term Traffic Without Project............................................................................................... 37 9 Long Term Traffic With Project .................................................................................................... 38 Assigned Planner is Jose Valenzuela FAASTER Reference Numbers are P19-01259, P19-01469 & P19-01470 Revised June 5, 2019 Traffic Impact Analysis for Tract 6249 Page 1 Fresno, CA (June 5, 2019) TRAFFIC IMPACT ANALYSIS FOR TRACT 6249 Fresno, CA INTRODUCTION / SUMMARY This report documents KD Anderson & Associates' analysis of the traffic impacts associated with developing the Tract 6249 in the City of Fresno, California. The assessment which follows adheres to City of Fresno requirements, as well as input received from Fresno County and Caltrans District 6. Project Description The site of the Tract 6249 Subdivision is generally on the southwest corner of the intersection of E. Copper Avenue and N. Willow Avenue north of Clovis North High School, as noted in Figure 1. The project proposes 239 single family units, as noted in Figure 2. The project also includes a General Plan Amendment for the adjoining 5 acres located to the east from BP to Mixed Use, although no plan for development of that site exists. Direct access to the project site occurs via two driveways on E. Copper Avenue west of its intersection with N. Willow Avenue, and full access is planned at both locations. This analysis addresses the ramifications of changes to existing zoning and to the City of Fresno General Plan that are needed to implement the project. The majority of the project subdivision site is currently zoned for this use and will not change. The eastern quarter of the subdivision site is designed BP and will be changed to reflect the project. Study Scenarios This analysis is conducted using existing background conditions, near-term future background conditions, and long-term future background conditions. The effects of the proposed project on each of the three background conditions have been analyzed, resulting in analysis of the following six scenarios: Existing conditions, Existing Plus Project, EPAP No Project, EPAP Plus Project, Cumulative No Project (i.e., current zoning), and Cumulative Plus Project. Existing Plus Approved Projects (EPAP) conditions are a near-term future background condition which includes existing traffic levels, and traffic associated with approved and pending land use development projects in the vicinity of the project site. KD Anderson & Associates, Inc.Transportation Engineers figure 1 VICINITY MAP 4705-024 RA 6/5/2019 PROJECT LOCATION figure 2 SITE PLAN 4705-024 RA 6/5/2019 KD Anderson & Associates, Inc. Transportation Engineers Traffic Impact Analysis for Tract 6249 Page 4 Fresno, CA (June 5, 2019) Cumulative conditions are a long-term background condition with future year traffic forecasts based on development of surrounding land uses and the roadway network. This set of scenarios assumes 2035 conditions with future development consistent with the Fresno Council of Governments (FCOG) Travel Demand Model. Summary Existing Conditions. This analysis evaluated the operation of four intersections within the City of Fresno, one location on the Clovis-Fresno broader and one intersection in Fresno County outside the sphere of influence of the City of Fresno identified through consultation with applicable agencies: Friant Road / N. Willow Avenue E. Copper Avenue / N. Millbrook Avenue E. Copper Avenue / N. Chestnut Avenue E. Copper Avenue / N. Willow Avenue N. Chestnut Avenue / International Avenue N. Chestnut Avenue / Behymer Avenue Evaluation of a.m. / p.m. peak hour traffic volume collected in February 2019 revealed that the E. Copper Avenue/ N. Chestnut Avenue and E. Copper Avenue / N. Willow Avenue intersections operate at LOS E in the a.m. peak hour, but that conditions in the p.m. peak hour and at all other intersections satisfy the applicable minimum standard. Peak hour traffic signal warrants are met at the E. Copper Avenue / N. Chestnut Ave intersection (a.m. peak hour only) and at the E. Copper Avenue / N. Willow Avenue intersection (a.m. and p.m. peak hour). The E. Copper Avenue / N/ Willow Avenue intersection is on the City of Fresno’s traffic signal priority list. Current collision history was reviewed and no correctable issues associated with this history were identified. Project Characteristics. The subdivision included in the proposed project envisions development 239 residential units with access to E. Copper Avenue at two locations roughly 1,600 and 1,120 feet west of the N. Willow Avenue intersection. That portion of the project will generate 2,256 daily trips, with 177 trips in the a.m. peak hour and 237 trips occurring in the p.m. peak hour. The share of this traffic expected to make use of state highway facilities has been identified. The Trip Generation associated with the portion of the project that has no development plan but will be re-designated from BP to Mixed Use could generate 43 a.m. and 106 p.m. peak hour trips if developed with a mix of residential and retail uses. Existing Plus Project Level of Service Impacts. The immediate development of the project will exacerbate the deficient Level of Service already occurring today at two intersections, and the incremental change in delay is significant. Traffic Impact Analysis for Tract 6249 Page 5 Fresno, CA (June 5, 2019) Installation of a traffic signal with separate left turn lanes and protected signal phasing is recommended at the E. Copper Avenue / N. Chestnut Avenue intersection. With this improvement the intersection will operate at LOS D or better. The project proponents should be responsible for installing these improvements with applicable fee credits. Installation of a traffic signal with separate left turn lanes and protected signal phasing is recommended at the E. Copper Avenue / N. Willow Avenue intersection. With this improvement the intersection will operate at LOS D or better. The project proponents should be responsible for installing these improvements with applicable fee credits. Project Access. In the near term the project access intersection on E. Copper Avenue would operate acceptably with full access. However, conditions in excess of the minimum standard are projected under cumulative conditions, and the long-term plan for E. Copper Avenue includes a raised median. A median should be installed along the project frontage within westbound left- turns allowed into the site at the eastern subdivision driveway. This treatment could result in the need to construct improvements to the E. Copper Avenue / N. Chestnut Avenue and E. Copper Avenue / N. Willow Avenue intersections to permit u-turns. Pedestrian Impacts. The project will result in pedestrians walking from the site to existing sidewalks and the Class I trail along N. Willow Avenue. Gaps in pedestrian facilities will exist to the west between the site and sidewalk on N. Chestnut Avenue and to the east from the site to the N. Willow Avenue trail. The project proponents shall install an all-weather path within the existing right of way in one area to address this safety impact. Existing Plus Approved Projects (EPAP) Impacts. The analysis of short-term impacts addressed the effects of fifteen approved / pending but unbuilt projects. The two intersections impacts under Existing plus Project conditions remain affected by the project, but the same mitigation identified for Existing Plus Project conditions is adequate. Development of approved projects will result in LOS F conditions at the E. Copper Avenue / Millbrook Avenue intersection, and the project’s impact is incrementally significant. A traffic signal will be needed at the E. Copper Avenue / Millbrook Avenue intersection, and because the project does not cause the need for the signal, this impact will be mitigated by paying adopted fees. Cumulative Plus Project Impacts. Long term traffic conditions were identified based on forecasts from the Fresno Council of Governments (FCOG) regional travel demand forecasting model. Without improvements resulting Levels of Service will exceed the minimum standard at all unsignalized study intersections, and the project’s impact is incrementally significant at three intersections. At one location the level of improvements needed to deliver minimum LOS standards exceeds that identified for previous scenarios, and the necessary configuration of the E. Copper Avenue / N. Willow Avenue intersection is identified in this report. Fair Share Calculation. The project’s share of long-term traffic at each study location has been identified. Traffic Impact Analysis for Tract 6249 Page 6 Fresno, CA (June 5, 2019) EXISTING SETTING Regionally, the Tract 6249 subdivision site is served by rural Fresno County Roads and City of Fresno streets which link the site with Fresno Metropolitan Area to the south and west and with the City of Clovis to the east and with rural Fresno County to the north. Study Area Circulation System - Roads Study area limits were determined in consultation with City of Fresno staff with input from Caltrans District 6 and Fresno County. Project scoping information and comments received are included in the Appendix. N. Willow Avenue is a north-south road that traverses boundary between the cities of Fresno and Clovis before extending north into Fresno County. Willow Avenue originates in the south at an intersection on Ashlan Avenue and extends northerly for about nine miles across SR 168 along the project site to Friant Old Friant Road. The Clovis Unified School District’s (CUSD) Clovis North HS and Granite Ridge Intermediate School as well as Clovis Community College are located west of N. Willow Avenue south of the project site. N. Willow Avenue in the area of the project is designated a 6-lane super arterial road in the City of Fresno General Plan Circulation diagram. The west side of N. Willow Avenue has been improved to that standard in the area south along the schools’ frontage, but only southbound one travel lane exists from that are for roughly 700 feet to E. Copper Avenue. One travel lane exists in the northbound direction, and north of the E. Copper Avenue intersection N. Willow Avenue is a two-lane road. The speed limit on N. Willow Avenue is 50 mph, but a 25 mph school zone exists in the area of the CUSD’s schools. The City of Clovis is currently pursuing a project that will widen the east side of N. Willow Avenue to its ultimate with in the area from roughly 700 feet south of E. Copper Avenue to Shepherd Avenue. E. Copper Avenue is an east-west road that is designated an 4-lane super arterial in the City of Fresno Circulation Element. Copper Avenue extends east for about six miles from an intersection on Old Friant Road through the N. Willow Avenue intersection into rural Fresno County. In the area west of the project the south side of E. Copper Avenue has been widened to the ultimate standard, but E. Copper Avenue is two-lane road in the area east of N. Chestnut Avenue. The posted speed limit is 50 mph in the area of the project. N. Chestnut Avenue is a north-south street that lies ½ mile west of and parallel to N. Willow Avenue. Chestnut Avenue traverses Fresno County and the City of Fresno but its northern terminus is on N. Willow Avenue. The portion of N. Chestnut Avenue immediately south of N. Willow Avenue is designated a four-lane collector in the Circulation diagram. While the portion of N. Chestnut Avenue just south of E. Copper Avenue is a two-lane road the street has been incrementally widened as development has occurred, and its full width is available in the area of the CUSD schools. Traffic Impact Analysis for Tract 6249 Page 7 Fresno, CA (June 5, 2019) University Avenue is an east-west local street that links N. Chestnut Avenue and N. Willow Avenue and provides direct access to the north side of Clovis North HS. University Avenue is a two-lane facility with on-street parking. International Avenue is a four-lane east-west collector street that lies ½ mile south of N. Willow Avenue and provides direct access to Clovis North HS and Granite Ridge IS’s parking facilities and to the community college. International Avenue extends south from an intersection on E. Copper Avenue and turns to the east at N. Chestnut Avenue before ending at N. Willow Avenue. Behymer Avenue is an east-west street that lies a mile south of N. Willow Avenue. The roadway originates at an intersection on Granville Avenue, and the portion of Behymer Avenue from Granville Avenue to Maple Avenue is designated a collector street. The roadway is a four lane arterial east of Maple Avenue. Study Area Circulation System - Intersections The quality of traffic flow is often governed by the operation of key intersections. The following intersections have been identified for evaluation in this study in consultation with City of Fresno staff based on an initial estimate of the project’s traffic contribution performed through the Fresno Council of Governments (FCOG) regional travel demand forecasting model and comments received from the City of Clovis, Fresno County and Caltrans District 6. There are two signalized intersections in the study area. The N. Chestnut Avenue / International Avenue intersection is controlled by an actuated traffic signal. International Avenue has two through lanes in each direction, as well as separate right and left turn lanes on each approach. The northbound N. Chestnut Avenue approach is striped as three lanes with separate left turn, through and right turn lanes. The southbound N. Chestnut Avenue approach has two through travel lanes plus separate left turn and right turn lanes. Crosswalks are striped across each leg of the intersection. The N. Chestnut Avenue / Behymer Avenue intersection is controlled by an actuated traffic signal. Behymer Avenue has two through lanes in each direction, as well as separate right and left turn lanes on each approach. The northbound and southbound N. Chestnut Avenue approaches are striped as three lanes with separate left turn, through and right turn lanes. Crosswalks are striped across each leg of the intersection. The other four study locations are controlled by stop signs. The Friant Road / N. Willow Avenue intersection is a Fresno County intersection outside of the City of Fresno Sphere of Influence. The intersection is controlled by stop signs on the eastbound and westbound N. Willow Avenue approaches. Friant Road has three lane approaches striped with separate left turn, and a thru lane and a combined thru plus right turn lane. The Traffic Impact Analysis for Tract 6249 Page 8 Fresno, CA (June 5, 2019) westbound N. Willow Avenue approach includes a separated right turn lane that is not controlled by the stop sign and a single combined left and thru lane. The eastbound approach (named Birkhead Avenue) has a single lane. There are no crosswalks at the intersection. The E. Copper Avenue / N. Millbrook Avenue intersection is controlled by stop signs on the northbound and southbound Millbrook Avenue approaches. The E. Copper Avenue approaches feature two through travel lanes and separate left turn and right turn lanes. The three-lane northbound N. Millbrook Avenue approach has separate left turn, through and right turn lanes. The southbound approach has a left turn lane and a combined thru plus right turn lane. Crosswalks are striped across the N. Millbrook Avenue approaches. The E. Copper Avenue / N. Chestnut Avenue intersection is controlled by all-way stop signs. Each approach has two lanes striped as a left turn and combined thru plus right turn lanes, except for southbound N. Chestnut which has a separate right turn lane. There are no crosswalks at this intersection. The E. Copper Avenue / N. Willow Avenue intersection is controlled by an all-way stop and each approach is a single lane. There are no crosswalks at this intersection. Standards of Significance: Levels of Service - Methodologies To assess the quality of existing traffic conditions and provide a basis for analyzing project impacts, Levels of Service were calculated at study area intersections. "Level of Service" is a qualitative measure of traffic operating conditions whereby a letter grade "A" through "F", corresponding to progressively worsening operating conditions, is assigned to an intersection or roadway segment. Analysis Methodology for Intersections. The following methodologies were selected in coordination with City of Clovis were utilized for this traffic analysis. The techniques presented in the Highway Capacity Manual, 6th Edition (HCM) were used to signalized intersections and un-signalized intersections with Two-Way traffic controls. HCM techniques base Level of Service on the length of delays experienced by motorists waiting at the intersection. The delay values reported for Two-Way Stop-Controlled intersections include the overall average delay experienced by all motorists, as well as the delays experienced by motorists on each approach where motorists must yield the right of way. As noted in the City of Fresno Traffic Impact Study Report Guidelines, “While the City of Fresno does not officially advocate the use of any software, Synchro is the software used and preferred by City staff.” The lengths of vehicle queues were also analyzed for this traffic impact study. Methods presented in the HCM, 6th Ed were used to analyze queuing. The 95th percentile queue length values are presented in this traffic impact study. Traffic Impact Analysis for Tract 6249 Page 9 Fresno, CA (June 5, 2019) Worksheets and output reports for the calculation of LOS and vehicles queues are presented in the technical appendix. Table 1 presents general characteristics associated with each Level of Service grade. TABLE 1 LEVEL OF SERVICE DEFINITIONS Level of Service Signalized Intersection Unsignalized Intersection Roadway (Daily) "A" Uncongested operations, all queues clear in a single-signal cycle. Ave Delay < 10 seconds per vehicle Little or no delay. Ave Delay < 10 sec/veh Completely free flow. "B" Uncongested operations, all queues clear in a single cycle. Delay > 10 sec/veh and < 20 sec/veh Short traffic delays. Delay > 10 sec/veh and < 15 sec/veh Free flow, presence of other vehicles noticeable. "C" Light congestion, occasional backups on critical approaches. Delay >20 sec/veh and <35 sec/veh Average traffic delays. Delay > 15 sec/veh and < 25 sec/veh Ability to maneuver and select operating speed affected. "D" Significant congestions of critical approaches but intersection functional. Cars required to wait through more than one cycle during short peaks. No long queues formed. Delay > 35 sec/veh and < 55 sec/veh Long traffic delays. Delay > 25 sec/veh and < 35 sec/veh Unstable flow, speeds and ability to maneuver restricted. "E" Severe congestion with some long standing queues on critical approaches. Blockage of intersection may occur if traffic signal does not provide for protected turning movements. Traffic queue may block nearby intersection(s) upstream of critical approach(es). Delay >55 sec and < 80 sec/veh Very long traffic delays, failure, extreme congestion. Delay > 35 sec/veh and < 50 sec/veh At or near capacity, flow quite unstable. "F" Total breakdown, stop-and-go operation. Delay > 80 sec/veh Intersection often blocked by external causes. Delay > 50 sec/veh Forced flow, breakdown. Sources: Highway Capacity Manual, 6th Edition, and Transportation Research Board (TRB) Special Report 209. Traffic Signal Warrants. The extent to which a traffic signal may be justified is determined based on many factors. From the standpoint of traffic impact analysis, signal warrant criteria contained in the California Manual of Uniform Traffic Control Devices (CMUTCD) are employed in order to assess the relative impact of the additional traffic accompanying a development proposal. For this analysis, Warrant 3 (Peak Hour Traffic) has been employed. Traffic Impact Analysis for Tract 6249 Page 10 Fresno, CA (June 5, 2019) Two sets of traffic signal warrant thresholds have been adopted for urban and rural conditions. The two sets are differentiated based on travel speed (i.e., 40 mph or less is urban) and population (i.e., 10,000 or more is urban) of this analysis rural criteria have been employed. Standards of Significance. Local jurisdictions adopt standards of significance for determining environmental impacts relating to traffic, and in the locations near the proposed project the standards of the City of Fresno and Fresno County apply. Level of Service. In this traffic impact study, the significance of the proposed project’s impact on traffic operating conditions is based on a determination of whether resulting LOS is considered acceptable by the City of Fresno. A project’s impact on traffic conditions is considered significant if implementation of the project would result in LOS changing from levels considered acceptable to levels considered unacceptable, or if the project would substantially worsen already unacceptable LOS. Policy MT-1-n of the Fresno General Plan (City of Fresno 2014a) is used in this traffic impact study to define acceptable LOS. ”MT-1-n Peak Hour Vehicle LOS. Maintain a peak-hour vehicle LOS standard of D or better for all roadway areas outside of identified Activity Center and Bus Rapid Transit Corridor districts, unless the City Traffic Engineer determines that mitigation to maintain this LOS would be infeasible and/or conflict with the achievement of other General Plan policies.” LOS A through D are considered acceptable, while LOS E and F are considered unacceptable. In consultation with City of Fresno staff (Gormley pers. comm.), in this traffic impact study a project will be considered to have a significant impact on LOS if the project: would cause LOS to degrade from LOS D to LOS E or F, would cause LOS to degrade from LOS E to LOS F, or would cause average delay to increase by five seconds or more where the LOS is LOS E or F without the project. Fresno County’s minimum standard is LOS D within the Sphere of Influence (SOI) of the City of Fresno and LOS C beyond the SOI. The LOS C standard applies to the Friant Road / N. Willow Avenue intersection. Vehicle Queuing. The City of Fresno Traffic Impact Study Report Guidelines requires a queuing analysis of the study intersections and recommendations for queues that are projected to exceed the available storage capacity. However, queuing is not included in the significance criteria specified in the guidelines. Traffic Impact Analysis for Tract 6249 Page 11 Fresno, CA (June 5, 2019) A queuing deficiency is identified in No Project scenarios if the calculated 95th percentile queue length exceeds the storage length by more than 25 feet (the average storage length for one additional vehicle) since the turn lane bay taper can typically store at least one vehicle. For Plus Project scenarios, a significant queuing impact is identified if the proposed project would cause the calculated 95th percentile queue length to exceed the existing storage capacity at a signalized intersection by more than 25 feet. In storage lanes that are already deficient under No Project scenarios, a significant queuing impact is identified if the proposed project would increase the calculated 95th percentile queue length by more than 25 feet. Where a left-turn lane connects to a center-two-way left-turn lane (CTWLTL), although the calculated queue may exceed the length of the painted left-turn pocket, the presence of the CTWLTL provides additional storage and allows the queue to avoid spilling into through lanes. Therefore, queues exceeding the painted storage length in these situations may not contribute to operational problems. Existing Traffic Volumes / Levels of Service / Signal Warrants Traffic Counts. New traffic counts were made for this study at the six study intersections and were conducted on February 26, 2019 which was a day when area schools were operating in regular session. Figure 3 illustrates the intersection turning movement counts assessed for this study, as well as current intersection geometry. This data has been used to determine the operating Level of Service at each intersection. 5 1 3 N Chestnut Ave/ E International Ave N Chestnut Ave/ Copper Ave N Friant Rd/ N Willow Ave 7 Project Access West/ Copper Ave KD Anderson & Associates, Inc.Transportation Engineers figure 3 EXISTING TRAFFIC VOLUMES AND LANE CONFIGURATIONS 4705-024 RA 6/5/2019 6 2 4 N Chestnut Ave/ E Behymer Ave Willow Ave/ Copper Ave Millbrook Ave/ Copper Ave 8 Project Access East/ Copper Ave R1-1 R1-1 R1-11 (0)202 (206)194 (151)86 (191) 1 (0)52 (21)(1) 1(1) 2(2) 0 (1) 1(2) 3(289) 150(57) 26R1-1 R1-1 (2) 6(0) 5(0) 2165 (134)2 (3)13 (21)9 (3) 411 (205) 114 (61) (1) 0 (12) 8 (501) 260 (20) 18 R1-1 R1-1 R1-1 R1-1(4) 7(2) 8(10) 2572 (49)5 (4)167 (105)4 (6) 253 (190) 59 (12) 1 (0) (15) 5 (19) 12 (226) 236 (119) 197 (65) 47(131) 193(25) 4130 (68)53 (152)58 (71) 1 (0)47 (59) 216 (116) 124 (75) (34) 20 (179) 157 (75) 139 R1-1 R1-1 R1-1 R1-1 (73) 43(135) 90(125) 66162 (61)237 (121)4 (22)84 (41) 344 (188) 176 (70) 33 (29) (72) 200 (166) 423 (23) 28 (72) 52(130) 184(88) 138135 (82)194 (129)51 (32)65 (57) 165 (244) 63 (35) 20 (3) (27) 23 (45) 101 (175) 247 (15) 39 315 (212) (279) 316 315 (212) (279) 316 2 3 4 1 5 6 Stop Sign Legend AM Peak Hour Volume R1-1 XX PM Peak Hour Volume(XX) Signalized Intersection 7 8 Traffic Impact Analysis for Tract 6249 Page 13 Fresno, CA (June 5, 2019) Intersection Level of Service. Table 2 identifies current intersection Levels of Service. As noted, because of the high volume of peak period traffic associated with travel to and from area schools, the all-way stop controlled intersections at E. Copper Avenue / N. Chestnut Avenue and E. Copper Avenue / N. Willow Avenue operate at LOS E in the a.m. peak hour. LOS E exceeds the minimum LOS D standard. All other locations operate with Level of Service that satisfies the LOS D minimum (City) or LOS C minimum (County) at that time, and all study locations meet the minimum standard in the p.m. peak hour. TABLE 2 EXISTING INTERSECTION LEVEL OF SERVICE Intersection Control AM Peak Hour PM Peak Hour LOS Average Delay (sec) LOS Average Delay (sec/veh) Friant Road / N. Willow Ave Westbound left+thru Eastbound approach EB/SB Stop C C 23.9 20.6 C B 20.8 14.1 E. Copper Ave / N. Millbrook Ave Northbound approach Southbound approach NB/SB Stop B C 11.2 23.2 B A 12,6 8.9 E. Copper Ave / N. Chestnut Ave All-Way Stop E 40.2 B 12.3 E. Copper Ave / N. Willow Ave All-Way Stop E 45.1 C 14.5 International Ave / N. Chestnut Ave Signal D 37.3 B 19.6 Behymer Ave / N. Chestnut Ave Signal B 17.5 B 14.6 Bold indicates conditions in excess of adopted standard Traffic Signal Warrants. The volume of traffic occurring at each intersection was compared to the MUTCD requirements for Warrant 3 (Peak Hour Traffic). The observed volumes do not satisfy warrant requirements at the Friant Road / N. Willow Avenue and E. Copper Avenue / Millbrook Avenue intersections. The volume of traffic observed at the E. Copper Avenue / N. Chestnut Avenue intersection in the morning satisfies peak hour warrants. Peak hour warrants are met at the E. Copper Avenue / N. Willow Avenue intersection during both time periods. Intersection Queues. The 95th percentile queues occurring at signalized intersections were estimated as a byproduct of HCM Synchro peak hour Level of Service calculation, and the results are presented in Table 3. As shown current 95th percentile queues are contained within the existing storage in each lane, except at the N. Chestnut Avenue / International Avenue intersection where the 95th percentile queue in the eastbound left turn lane exceeds the available storage in the a.m. peak hour. Traffic Impact Analysis for Tract 6249 Page 14 Fresno, CA (June 5, 2019) TABLE 3 EXISTING PEAK PERIOD QUEUES Intersection Storage (feet) Existing 2016 AM PM Approach / Lanes Volume 95th % Queue Volume 95th % Queue E. Copper Ave / Millbrook Ave Northbound * 180 <25 158 <25 Southbound * 13 <25 2 <25 E. Copper Ave / N. Chestnut Ave Eastbound * 450 400 379 85 Westbound * 317 120 208 40 Northbound * 244 70 158 <25 Southbound * 40 <25 16 <25 E. Copper Ave / N. Willow Ave Eastbound * 316 200 288 80 Westbound * 387 340 250 65 Northbound * 142 55 291 80 Southbound * 281 170 221 55 International Avenue / N. Chestnut Avenue Eastbound Left 200 200 235 72 105 Thru (2) * 423 220 166 85 Right 150 28 <25 23 <25 Westbound Left 240 209 245 99 135 Thru (2) * 344 175 188 90 Right 150 84 <25 41 <25 Northbound Left 200 4 <25 22 50 Thru * 237 260 121 130 Right 130 162 90 61 <25 Southbound Left 200 43 75 73 115 Thru (2) * 90 50 135 70 Right 200 66 <25 125 <25 Behymer Ave /N. Chestnut Ave Eastbound Left 200 124 150 72 100 Thru (2) * 247 115 175 85 Right shared 39 - 15 - Westbound Left 220 83 115 38 65 Thru (2) * 165 90 244 115 Right 75 65 <25 57 <25 Northbound Left** 130 51 80 32 55 Thru * 194 195 129 125 Right 130 135 25 82 <25 Southbound Left 115 52 80 72 100 Thru * 184 175 130 115 Right 110 138 25 88 <25 (*) Storage greater than 1,000 feet (**) connect to a two-way left-turn lane that provide additional storage Highlighted values exceed the available storage by at least 25 feet Traffic Impact Analysis for Tract 6249 Page 15 Fresno, CA (June 5, 2019) Collision History The Statewide Integrated Traffic Records System (SWITRS) was employed to review collision reports for the most recent five-year period (January 1, 2013 to December 31, 2017). The SWITRS “is a database that serves as a means to collect and process data gathered from a collision scene. The internet SWITRS application is a tool by which CHP staff and members of its Allied Agencies throughout California can request various types of statistical reports in an electronic format.” The TIMS “has been developed over the past five-plus years by SafeTREC to provide quick, easy and free access to California crash data that has been geocoded by SafeTREC to make it easy to map out crashes.” All collision reports found in SWITRS and TIMS between January 1, 2013 and December 21, 2017 were included in the analysis. Collision data for each study intersection are contained in the Appendix. Over the five-year period, a total of four (4) collisions were reported within the influence zone of the existing study intersections. Table 4 summarizes the total number of collisions reported at each existing study intersection, the type of collision, the severity of the collision, the type of violation, and whether the collision involved another motor vehicle, a pedestrian/bicyclist or a fixed object. Based on the collision data recorded during the five-year period, all existing study intersections have experienced a relatively low average number of collisions per year with one exception. The exception is that the intersection of N. Willow Avenue and E. Copper Avenue experienced 3 collisions during the five-year period. The type of collisions at the intersection of N. Willow Avenue and E. Copper Avenue included 2 (two) broadsides and one (1) rear end. The type of violations included one (1) failure to yield the right of way, one (1) unsafe speed, and one (1) driving under the influence. All occurred in the late evening when issues related to intersection capacity and the effects of peak local school traffic would not be an issue. The various factors inherent to these collisions were considered and not evidence was found to suggest that modification of lane geometrics or traffic controls. As a result, the number of correctable collisions experienced at the existing study intersections is considered less than significant. Traffic Impact Analysis for Tract 6249 Page 16 Fresno, CA (June 5, 2019) TABLE 4 5 YEAR COLLISION HISTORY ID Intersection Number of Collisions Type of Collision Severity Type of Violation Motor Vehicle Involved with… Broadside Rear End Head-on Object Sideswipe Fatal Severe Injury Other Visible Injury Complaint of Pain Injury Property Damage Only Wrong Side of Road Right of Way Unsafe Speed Improper Turning Driving Under Influence Pedestrian Violation Pedestrian/Bicyclist Other Motor Vehicle Fixed Object 2 Millbrook Ave/ E Copper Ave 0 - - - - - - - - - - - - - - - - - - - 3 N. Chestnut Ave / E/ Copper Ave 0 - - - - - - - - - - - - - - - - - - - 4 N Willow Ave / E Copper Ave 3 2 1 - - - - 1 - 1 1 - 1 1 - 1 - - 3 - 5 N Chestnut Ave / International Ave 0 - - - - - - - - - - - - - - - - - - - 6 N Chestnut Ave / Behymer Ave 1 1 - - - - - - 1 - - 1 - - - - - 1 - - Public Transportation The Fresno Area Express (FAX) system provides fixed route public transportation to the Fresno Metropolitan Area. The FAX system is operated by the City of Fresno and provides 16 fixed route bus lines (Fresno Area Express 2017). However, the closest FAX route stops about two miles south of the project site. Bicycle, Pedestrian and Trails Master Plan The City of Fresno Active Transportation Plan (City of Fresno 2016) guides and influences bikeway policies, programs, and development standards to make bicycling and walking in the City of Fresno more safe, comfortable, convenient, and enjoyable for all bicyclists and pedestrians. The plan identifies a recommended network of bicycle facilities that consists of 166 miles of additional Class I Bike Paths, 691 miles of additional Class II Bike Lanes, and 69 miles of additional Class III Bike Routes and 21 miles of Class IV Separated Bikeways. The plan also sets forth objectives, goals, and policies to guide the implementation of the recommended network. The current Fresno General Plan (City of Fresno 2014a) supports the Bicycle, Pedestrian and Trails Master Plan objective of a comprehensive bicycle and pedestrian facilities network. Traffic Impact Analysis for Tract 6249 Page 17 Fresno, CA (June 5, 2019) In the study area a Class I bike path exists along the west side of N. Willow Avenue from E. Copper Avenue southward. Class II bike lanes exist on N. Willow Avenue on International Avenue, Behymer Avenue and N. Chestnut Avenue in the area where that roadway has been widened to its ultimate width. Class II Bike Lanes exist on E. Copper Avenue from Friant Road easterly to a point between Maple Avenue and N. Chestnut Avenue, and a Class I bike path exists in various locations. Pedestrian facilities in the area of the project have been created as development has proceeded. The separated Class I bicycle path along the west side of N. Willow Avenue is available for pedestrians. Sidewalk exists on N. Chestnut Avenue beginning about 330 feet and 680 feet south of E. Copper Avenue on the west and east side respectively. However, there are no sidewalks along E. Copper Avenue in the area from about 600 feet west of N. Chestnut Avenue easterly. City of Fresno Traffic Signal Mitigation Impact (TSMI) Fee Program TSMI fees are charged to new development throughout the City to mitigate traffic impacts through the funding of traffic signal improvements that serve new development. TSMI fees for new development are calculated by multiplying the established fee rate by the new development’s average daily traffic (ADT). For each type of intersection improvement, the City maintains a list of priority improvement projects. The priority ranking is determined by assigning points based on several factors including: an intersection’s daily and peak hour traffic volumes, reported collisions, proximity to schools and other pedestrian generators, the need for signal coordination, and engineering judgment. The priority lists are relied upon to prepare the construction schedules for intersection Capital Improvement Projects for which current funding is available. The TSMI fee program is intended to implement necessary intersection signalization improvements. As such, when a traffic impact study for a proposed development project identifies impacts to intersections that would result from that project’s traffic, the mitigating improvements to address those impacts will typically have already been included in the capital improvements anticipated for those intersections in the TSMI program. The TSMI program assumes that each intersection on the list will eventually be fully improved to its ultimate configuration pursuant to the City’s P-69 roadway design standards. The update of the TSMI program consists of identification of improvements needed to mitigate deficiencies resulting from new development. The proposed annual adjustment to the TSMI fee program consists of several components: Review of new traffic signals that will be required Review of locations where protected left turn phasing will be needed Traffic Impact Analysis for Tract 6249 Page 18 Fresno, CA (June 5, 2019) Review of locations where additional vehicle lanes will be needed to maintain LOS standards Review of the estimated cost of the remaining improvements needed at each location Updating the fund balance in the TSMI fund Updating the current amount for which developers are eligible for reimbursement from future fee payments Updating the estimated number of average daily trips (ADT's) from new development projections Updating the program based on new grants or public funds that have been designated for the traffic signal capital improvement program, thus lessening the need for new development to fund those improvements by that same amount As discussed above, the intersection improvements funded by TSMI fees are implemented on a citywide priority basis, as approved by City Council each year. As such, specific intersection improvements needed under existing conditions and/or to mitigate the opening day impacts of a particular new development project may not be scheduled to be completed before the development project is completed. In such instances, the developer would install the intersection improvements needed to provide mitigation for the project impacts on the Project’s opening day, and the costs of installing these improvements would be deducted from the developer’s total calculated fees payable to the TSMI fee program. In the event that the developer’s aggregate cost for installing the intersection improvements exceeds the Project’s calculated total fees payable to the TSMI fee program, the amount of improvement cost in excess of the calculated fees payable is to be reimbursed to the applicant from the TSMI program. The intersection improvements identified under the TSMI program are implemented through the Traffic Signal Capital Improvement Program. Although the major portion of funding for the Capital Improvement Program is from the TSMI fund, there are also other sources of funding such as state and federal grants that can reduce the amount of the TSMI funds used. The TSMI program does not include a schedule for construction of the improvements and does not identify when the improvements will be required. However, the prioritization of the need for the improvements is monitored by the City based on observed conditions (such as traffic volumes, accidents, pedestrian generators, proximity to schools, and engineering judgment) new development, and relevant traffic impact studies. The E. Copper Avenue / N. Willow Avenue intersection is No. 26 in the 2017 Priority List for New Traffic Signal Installations (City of Fresno). It should be noted that this traffic impact study does not assume any of the improvements included in the TSMI program will be in place for any LOS analysis scenarios. Traffic Impact Analysis for Tract 6249 Page 19 Fresno, CA (June 5, 2019) The City of Fresno Major Street Impact (FMSI) Fee Program The City’s FMSI fee program is made up of the New Growth Area Major Street Impact Fee and the Citywide Regional Street Impact Fee. The fees under these programs are calculated based on land use and net acreage of the property as determined by the City. As a basis for establishing the FMSI fees, the City staff developed the Major Street Capital Improvement Program and estimated the cost of the improvements necessary to implement the major street network identified in the Fresno General Plan and Master EIR and to meet the LOS and other policies of the Fresno General Plan. The Citywide Regional Street Impact Fee applies to all new developments and the New Growth Area Major Street Impact Fee is a condition on all new development projects in the New Growth Areas. The FMSI program is updated as necessary on an ongoing basis, in compliance with the current Fresno General Plan and the new LOS standards identified therein. The City Council also may specify during a periodic update which improvements should receive funding from the FMSI fee program before other improvements. Based on roadway LOS evaluations, the location of approved new development that will add significant housing or jobs, or other considerations, the City has the ability to spend the fee revenues on any of the projects identified in the FMSI fee program. Traffic Impact Analysis for Tract 6249 Page 20 Fresno, CA (June 5, 2019) PROJECT CHARACTERISTICS The project deals with two distinct pieces. The western portion (18 acres) is a proposed single family subdivision which will require a GPA to change a portion from BP to MDR. The proposed project will create 239 new residences on that portion with access to E. Copper Avenue. The second portion is a GPA from BP to MU (Mixed use) on 5 acres to the east. No development plan for this area is available. The project is described herein in terms of the amount of traffic it may generate and the routes that traffic will use. Project Characteristics Trip Generation. The amount of new traffic associated with development projects is typically forecast using information developed from recognized national sources. The Institute of Transportation Engineers (ITE) publication Trip Generation, 10th Edition is a source recognized by the City of Fresno and other local agencies, and applicable average trip generation rates for single family residences are presented in Table 5. As shown the subdivision could generate 177 trips in the a.m. peak hour and 237 trips in the p.m. peak hour. With the adjoining 5-acre GPA included the project generates 220 a.m. and 343 net new p.m. trips. Table 5 also compares trip generation forecasts for site under current zoning. The subdivision site is roughly 23% BP and 77% Medium Density Residential, while the adjoining 5 acres is BP. As shown, based on ITE rates development under current designation would result in 325 a.m. and 322 p.m. peak hour trips. Traffic Impact Analysis for Tract 6249 Page 21 Fresno, CA (June 5, 2019) TABLE 5 TRIP GENERATION RATES AND FORECASTS Land Use / Source Unit AM Peak Hour PM Peak Hour In Out Total In Out Total Proposed Project – Western Subdivision Single Family Detached (201) Du 25% 75% 0.74 63% 37% 0.99 Tract 6249 239 du 44 133 177 149 88 237 Proposed Project – Eastern GPA Single Family Detached (201) Du 25% 75% 0.74 63% 37% 0.99 Mixed Use - Residential 35 du1 7 19 26 22 13 35 Retail (820) ksf 62% 38% 0.94 48% 52% 3.81 Mixed Use - Retail 28 ksf2 17 9 26 51 56 107 Pass-by trips 34% 6 3 9 17 19 36 Net new trips 11 6 17 34 37 71 Total Net New Trips 18 25 43 56 50 106 Proposed Project - Total Net New Trips 62 158 220 205 138 343 Site Development under Existing Zoning Business Park (770)3 Ksf 85% 25% 1.40 26% 74% 1.26 9.6 acres @ 0.40 FAR 167 ksf 199 35 234 55 155 210 Medium Density Residential Du 25% 75% 0.74 63% 37% 0.99 14.5 acres @ 8.5 du per acre 123 du’s 23 68 91 77 45 122 Total under current designation 222 103 325 132 200 332 Source: ITE Trip Generation, 10th Edition except as noted. 1 2.6 acres @ 13.5 du/acre 2 2.6 acre @ 0.25 FAR 3 Source: Trip Generation Manual 9th Edition Trip Distribution. Having determined the number of trips that are expected to be generated by the project, it is necessary to identify the directional distribution of project-generated traffic. The distribution of project trips was identified from FCOG travel demand forecasts using “select zone” analysis to track site trips. However, these assumptions were adjusted to account for a regional traffic model’s tendency to understate travel between residences and schools in the a.m. peak hour. In this case some parents of students attending Granite Ridge IS or Clovis North HS will likely elect to drop off their children as part of a trip that continues onto employment, shopping, etc. Table 6 presents the resulting trip distribution assumptions. Traffic Impact Analysis for Tract 6249 Page 22 Fresno, CA (June 5, 2019) TABLE 6 TRIP DISTRIBUTION ASSUMPTIONS Direction Route Percent of Project Trips AM Peak Hour (residential only) PM Peak Hour North N. Willow Ave beyond E. Copper Ave 1.7% 2.0% East E. Copper Ave beyond N. Willow Ave 7.3% 10.0% South N Willow Ave beyond International Ave 26.5% 37.0% N. Chestnut Ave beyond Behymer Ave 2.8% 4.0% N. Maple Ave beyond Behymer Ave 10.7% 14.0% Millbrook Ave south of E. Copper Ave 1.7% 2.0% Clovis North HS and Granite Ridge IS 30.1% 0.0% West E. Copper Ave beyond Millbrook Ave 19.2% 31.0% Total 100.0% 100.0% Trip Assignment. Project trips were assigned to the local street system based on the regional distribution assumptions identified in Figure 4. Figure 4 also identifies the assignment of project peak hour trips under existing conditions. 5 1 3 N Chestnut Ave/ E International Ave N Chestnut Ave/ Copper Ave N Friant Rd/ N Willow Ave 7 Project Access West/ Copper Ave KD Anderson & Associates, Inc.Transportation Engineers figure 4 PROJECT ONLY TRAFFIC VOLUMES AND LANE CONFIGURATIONS 4705-024 RA 6/5/2019 6 2 4 N Chestnut Ave/ E Behymer Ave Willow Ave/ Copper Ave Millbrook Ave/ Copper Ave 8 Project Access East/ Copper Ave R1-1 R1-1 R1-10 (0)0 (0)1 (4)2 (3) 0 (0)0 (0)(0) 0(0) 0(0) 0 (0) 0(0) 0(0) 0(0) 0R1-1 (0) 0(0) 0(0) 01 (4)0 (0)0 (0)0 (0) 26 (27) 2 (3) (0) 0 (0) 0 (64) 13 (0) 0 R1-1 R1-1 R1-1 R1-1(0) 0(0) 0(0) 018 (29)0 (0)0 (0)0 (0) 39 (41) 29 (4) 0 (0) (0) 0 (0) 0 (96) 20 (0) 0 (0) 0(1) 0(3) 12 (0)0 (0)18 (55) 0 (0)0 (0) 3 (15) 2 (6) (3) 2 (14) 10 (33) 56 R1-1 R1-1 R1-1 R1-1 (0) 25(4) 3(0) 00 (0)2 (8)0 (0)17 (21) 5 (1) 2 (0) 0 (0) (0) 0 (0) 0 (0) 0 (0) 0(4) 6(0) 00 (0)2 (8)0 (0)0 (0) 2 (7) 1 (2) 0 (0) (0) 0 (0) 0 (0) 0 (0) 0 R1-1 16 (11)17 (11)50 (34) 5 (18) (106) 33 (19) 6 R1-1 50 (32)50 (34)5 (18) 16 (55) (65) 33 (57) 17 2 3 4 1 5 6 7 8 1 .7% ( 2 %) 7.3% (10%) 26.5% (37%) 2.8% (4%) 10.7% (14%) 19.2% (31%) 1.7% (2%) 30.1% (0%) Stop Sign Legend AM Peak Hour Volume R1-1 XX PM Peak Hour Volume(XX) XX% (XX%)% Trip Distribution Signalized Intersection Traffic Impact Analysis for Tract 6249 Page 24 Fresno, CA (June 5, 2019) EXISTING PLUS PROJECT IMPACTS Existing Plus Project Traffic Conditions and Levels of Service Figure 5 superimposes project trips onto the current background traffic volumes to create the “Existing Plus Project” condition. Subsequent tables compare the “Existing” and “Existing Plus Project” Levels of Service. Project Traffic Impacts to Level of Service at Intersections. As shown in Table 7, the addition of project traffic may increase the length of delays occurring at intersections, but the project does not result in any new intersections operating with an overall Level of Service in excess of adopted standard. Because conditions are already in excess of the LOS D standard at the E. Copper Avenue / N. Chestnut Avenue intersection and at the E. Copper Avenue / N. Willow Avenue intersections, the significance of the project’s impacts are based on consideration of the incremental change in delay. Because the project lengthens the average delay at each intersection by more than 5.0 seconds, its impact is significant. Mitigations: These measures are applicable. E. Copper Avenue / N. Chestnut Avenue. Appropriate mitigation includes installing traffic signals with separate left turn lanes with protected phasing on each approach. This improvement would yield LOS D or better conditions. The project proponents should be responsible for installing these improvements with applicable fee credits. E. Copper Avenue / N. Willow Avenue. Appropriate mitigation could include installing traffic signals with separate left turn lanes with protected phasing on each approach. This improvement would yield LOS D or better conditions. The project proponents should be responsible for installing these improvements with applicable fee credits. Traffic Signal Warrants. The volume of traffic occurring at each unsignalized intersection with development of the project was again compared to the CMUTCD peak hour signal warrant requirements. The status of traffic signal warrants at study intersection is unchanged as a result of project trips. Peak Hour Queues. Table 8 summarized projected 95th percentile queue lengths at study intersections. As shown, at signalized intersections the 95th percentile queues with the addition of project traffic are similar to those without the project under Existing conditions. At unsignalized locations on E. Copper Avenue the peak periods resulting at all-way stops are up to 150 feet longer. Because these queues occur in through travels “spillover” due to inadequate storage is not a significant impact. However, the traffic signals noted above will reduce the length of queues at these intersections. The project does not substantial increase the length of queues at any other location. 5 1 3 N Chestnut Ave/ E International Ave N Chestnut Ave/ Copper Ave N Friant Rd/ N Willow Ave 7 Project Access West/ Copper Ave KD Anderson & Associates, Inc.Transportation Engineers figure 5 EXISTING PLUS PROJECT TRAFFIC VOLUMES AND LANE CONFIGURATIONS 4705-024 RA 6/5/2019 6 2 4 N Chestnut Ave/ E Behymer Ave Willow Ave/ Copper Ave Millbrook Ave/ Copper Ave 8 Project Access East/ Copper Ave R1-1 R1-1 R1-11 (0)202 (206)195 (155)88 (194) 1 (0)52 (21)(1) 1(1) 2(2) 0 (1) 1(2) 3(289) 150(57) 26R1-1 R1-1 (2) 6(0) 5(0) 2166 (138)2 (3)13 (21)9 (3) 437 (232) 116 (64) (1) 0 (12) 8 (564) 273 (20) 18 R1-1 R1-1 R1-1 R1-1(4) 7(2) 8(10) 2590 (78)5 (4)167 (105)4 (6) 292 (231) 88 (16) 1 (0) (15) 5 (19) 12 (322) 256 (119) 197 (65) 47(132) 193(28) 4232 (68)53 (152)76 (126) 1 (0)47 (59) 219 (131) 126 (81) (37) 22 (193) 167 (108) 195 R1-1 R1-1 R1-1 R1-1 (73) 68(139) 93(125) 66162 (61)239 (129)4 (22)100 (62) 348 (189) 178 (70) 33 (29) (72) 200 (166) 423 (23) 28 (72) 52(134) 190(88) 138135 (82)196 (137)51 (32)65 (57) 167 (251) 64 (37) 20 (3) (27) 23 (45) 101 (175) 247 (15) 39 R1-1 16 (11)17 (11)365 (246) 5 (18) (385) 349 (19) 5 R1-1 50 (32)50 (34)320 (230) 17 (55) (339) 348 (57) 17 2 3 4 1 5 6 Stop Sign Legend AM Peak Hour Volume R1-1 XX PM Peak Hour Volume(XX) Signalized Intersection 7 8 Traffic Impact Analysis for Tract 6249 Page 26 Fresno, CA (June 5, 2019) TABLE 7 EXISTING PLUS PROJECT INTERSECTION LEVEL OF SERVICE Intersection Control AM Peak Hour PM Peak Hour Existing Existing Plus Project Existing Existing Plus Project LOS Average Delay (sec/veh) LOS Average Delay (sec/veh) LOS Average Delay (sec/veh) LOS Average Delay (sec/veh) Friant Road / N. Willow Ave Westbound left+thru Eastbound approach EB/SB Stop C C 23.9 20.6 C C 24.1 20.6 C B 20.8 14.1 C B 21.0 14.2 E. Copper Ave / N. Millbrook Ave Northbound approach Southbound approach NB/SB Stop B C 11.2 23.2 B C 11.3 24.8 B C 12.6 18.9 B C 13.3 20.9 E. Copper Ave / N. Chestnut Ave All-Way Stop E 40.2 F 76.0 B 12.3 C 21.6 Mitigated1 B 17.7 B 18.7 - - B 14.3 E. Copper Ave / West Access Northbound approach NB Stop - - C 15.3 - - B 13.1 E. Copper Ave / East Access Northbound approach NB Stop - - C 15.0 - - B 14.6 E. Copper Ave / N. Willow Ave All-Way Stop E 45.1 F 68.1 B 14.5 C 21.8 Mitigated1 C 23.3 C 26.5 - - C 20.3 International Ave / N. Chestnut Ave Signal D 37.3 D 40.9 B 19.6 B 19.6 Behymer Ave / N. Chestnut Ave Signal B 17.5 B 17.6 B 14.6 B 14.7 Bold indicates conditions in excess of adopted standard Highlighted values are a significant impact 1Mitigation includes a traffic signal with separate left turn lanes on each approach with protected left turn phasing Traffic Impact Analysis for Tract 6249 Page 27 Fresno, CA (June 5, 2019) TABLE 8 EXISTING PLUS PROJECT PEAK PERIOD QUEUES Intersection Storage (feet) Existing Existing Plus Project AM PM AM PM Approach / Lanes Volume 95th % Queue Volume 95th % Queue Volume 95th % Queue Volume 95th % Queue E. Copper Ave / Millbrook Ave Northbound * 180 <25 158 <25 181 <25 162 <25 Southbound * 13 <25 2 <25 13 <25 2 <25 E. Copper Ave / N. Chestnut Ave Eastbound * 450 400 379 85 470 600 475 210 Westbound * 317 120 208 40 385 210 253 70 Northbound * 244 70 158 <25 262 80 187 <25 Southbound * 40 <25 16 <25 40 <25 16 <25 E. Copper Ave / N. Willow Ave Eastbound * 316 200 288 80 384 350 338 130 Westbound * 387 340 250 65 392 400 271 90 Northbound * 142 55 291 80 162 75 346 145 Southbound * 281 170 221 55 282 190 225 70 International Avenue / N. Chestnut Avenue Eastbound Left 200 200 235 72 105 200 235 72 105 Thru (2) * 423 220 166 85 423 220 166 85 Right 150 28 <25 23 <25 28 <25 23 <25 Westbound Left 240 209 245 99 135 211 250 99 135 Thru (2) * 344 175 188 90 348 180 189 90 Right 150 84 <25 41 <25 100 <25 62 <25 Northbound Left 200 4 <25 22 50 4 <25 22 50 Thru * 237 260 121 130 239 260 129 140 Right 130 162 90 61 <25 162 90 61 <25 Southbound Left 200 43 75 73 115 68 105 73 115 Thru (2) * 90 50 135 70 93 50 139 70 Right 200 66 <25 125 <25 66 <25 125 45 Behymer Ave /N. Chestnut Ave Eastbound Left 200 124 150 72 100 124 150 72 100 Thru (2) * 247 115 175 85 247 115 175 85 Right shared 39 - 15 - 39 - 15 - Westbound Left 220 83 115 38 65 84 120 40 65 Thru (2) * 165 90 244 115 167 90 251 120 Right 75 65 <25 57 <25 65 <25 57 <25 Northbound Left** 130 51 80 32 55 51 80 32 55 Thru * 194 195 129 125 196 195 137 130 Right 130 135 25 82 <25 135 30 82 <25 Southbound Left 115 52 80 72 100 52 80 72 100 Thru * 184 175 130 115 190 185 134 120 Right 110 138 25 88 <25 138 25 88 <25 (*) Storage greater than 1,000 feet (**) connect to a two-way left-turn lane that provide additional storage Highlighted values exceed the available storage by at least 25 feet Traffic Impact Analysis for Tract 6249 Page 28 Fresno, CA (June 5, 2019) Project Access. This scenario assumes full access at the two subdivision project driveways in order to assess the resulting traffic conditions and relative traffic impacts. Because no site plan is available for the eastern GPA parcel, this analysis assumes right-turn in and out only access to both N. Willow Avenue and to E. Copper Avenue, but those locations are not addressed quantitatively. As indicated, forecast Level of Service satisfies the minimum LOS D standard, and identified volumes do not satisfy traffic signal warrants. This, while review of other existing access on E. Copper Avenue reveals that no outbound left turns are allowed at any private access between Friant Road and N. Willow Avenue, satisfactory operation would be achieved with full access under this initial scenario. However, based on subsequent analysis of long-term cumulative conditions the project’s western access should be limited to right turns only while westbound left turns into the site can also be allowed at the eastern access. This can be accomplished with a continuous raised median that is consistent with the plan for E. Copper Avenue. However, a median will create the need to accommodate u-turns at the intersections on either end. Internal Circulation. The layout of the subdivision project’s internal street system has been reviewed to consider the need for traffic calming measures. The project includes two east-west streets that provide primary access through the site. The length of these streets is roughly 1,500 feet, and un-interrupted travel of this distance can result in speeding issues. Review of the site plan reveals that the circulation design has included measures to address this issue, as bulb-outs are planned at all internal intersections to reduce the effective width of the street and to define the limits of on-street parking. While this treatment appears to be adequate overall, there are two narrow north-south connections between the main east-west streets that could benefit from undulation to reduce the potential for “cut-through” traffic (i.e., are of lots 170-177 and lots 231- 232). Pedestrian Impacts. The subdivision project will result in pedestrians walking between the site and other north Fresno area destinations, which primarily consist of area schools. However, while the project will construct sidewalks along its E. Copper Avenue frontage, some pedestrian activity will result in the areas between the project and existing sidewalks or multi-purpose trials. The total distances involved are 1,400 feet from the project to sidewalk on N. Chestnut Avenue and about 420 feet from the project to the Class I bike path on N. Willow Avenue. This is a significant impact. Mitigation. The project proponent should be responsible for installing an interim all-weather path within existing rights of way between the project and at least one existing sidewalk / paths. With this improvement the project’s impact is not significant. Traffic Impact Analysis for Tract 6249 Page 29 Fresno, CA (June 5, 2019) EXISTING PLUS APPROVED PROJECTS (EPAP) – SHORT TERM FUTURE IMPACTS The traffic impacts of the proposed project have also been considered within the context of traffic conditions in this area of Fresno assuming occupancy of other approved but as yet unconstructed projects under an “Existing Plus Approved Projects” (EPAP) condition. Existing Plus Approved Projects (EPAP) Conditions Land Use Assumptions. The City of Fresno was contacted and asked to identify a list of development projects that have been approved or pending but are not yet occupied. Table 9 presents the list of approved but not constructed projects identified by the City, as well as their estimated a.m. and p.m. peak hour trip generation. These projects would generate 951 trips in the a.m. peak hour and 1,421 p.m. peak hour trips. TABLE 9 APPROVED / PENDING BUT UNBUILT PROJECTS / TRIP GENERATION Tract location Description Quantity AM Peak Hour PM Peak Hour SWC N. Chestnut / Copper -D-17-048 Multi Family 64 du 29 36 6106 NEC N. Chestnut / Copper Single Family 65 du 48 64 11075 N Knotting Hill Office 28 ksf 32 32 6132 11110 N Knotting Hill Single Family 21 du 16 21 6135 11261 N Chestnut Single Family 13 du 10 13 6126 NEC Alicante / Crestview Single Family 94 du 70 93 6153 11871 N Alicante Single Family 41 du 30 41 6185 11860 N Alicante Single Family 26 du 19 26 6231 11341 N Alicante Single Family 89 du 66 88 62017 11291 N Alicante Single Family 44 du 33 44 NMC Copper / Maple P18-03235 Commercial 77 ksf 95 324 Senior Care 87 ksf 2711/2792/2917 E Copper Single Family 89 du 66 88 Multiple Family 150 du 68 84 6238 11479 N Willow Single Family 47 du 35 47 Alicante Btw Crestview and N. Willow Single Family 146 du 108 145 NEC Friant / Copper Multi Family 491 226 275 Total 951 1,421 Traffic Impact Analysis for Tract 6249 Page 30 Fresno, CA (June 5, 2019) Technical Approach. The approach taken to estimate EPAP baseline volumes makes use of available data as these projects were included in a recent traffic study prepared for a neighboring project.1 At intersections where that study did not provide information the trips using adjoining intersections were extended or a local trip generation / distribution analysis was conducted for adjoining development. The trips associated with approved / pending projects were then aggregated and superimposed onto the existing a.m./p.m. background condition to create the EPAP baseline volumes presented in Figure 6. For this analysis the current PHF’s occurring at study intersections have been retained for the EPAP condition. Circulation System Improvements. No improvements are assumed to have been made at study area intersections as a result of other approved / pending projects. Intersection Levels of Service. Table 10 summarizes weekday peak hour Levels of Service under EPAP background condition. As noted in the discussion of Existing Plus Project impacts, these calculations conservatively assume that current PHF’s will remain as background traffic growth occurs. As shown, the length of delays at intersections on E. Copper Avenue will increase, and LOS F conditions are forecast at the N. Millbrook Avenue, N. Chestnut Avenue and N. Willow Avenue intersections. The conditions at the E. Copper Avenue / Millbrook Avenue intersection are consistent with the conclusions of the traffic study competed for a project at the intersection that was cited above. That document suggested a traffic signal with protected left turn phasing as its mitigation. That level of improvement would yield LOS C conditions. Traffic Signal Warrants. Assuming development of approved / pending projects, the volume of traffic occurring at the three study intersections on E. Copper Avenue will satisfy rural peak hour warrants during both the a.m. and p.m. peak hours. Peak Period Queues. Table 11 identifies 95th percentile queues at signalized intersections assuming development of approved / pending projects. As indicated, queues at all-way stop controlled intersections are much longer with the additions of traffic associated with other projects, but no additional left turn lanes at signalized intersections will experience queues that exceed available storage. 1 Traffic Impact Analysis for Copper River Apartments, JLB Engineering, January 10, 2019 5 1 3 N Chestnut Ave/ E International Ave N Chestnut Ave/ Copper Ave N Friant Rd/ N Willow Ave 7 Project Access West/ Copper Ave KD Anderson & Associates, Inc.Transportation Engineers figure 6 EXISTING PLUS APPROVED PROJECTS TRAFFIC VOLUMES AND LANE CONFIGURATIONS 4705-024 RA 6/5/2019 6 2 4 N Chestnut Ave/ E Behymer Ave Willow Ave/ Copper Ave Millbrook Ave/ Copper Ave 8 Project Access East/ Copper Ave R1-1 R1-1 R1-11 (0)205 (214)195 (154)88 (193) 1 (0)52 (21)(1) 1(1) 2(2) 0 (0) 0(3) 4(294) 156(57) 26R1-1 R1-1 (60) 98(15) 31(38) 72183 (181)11 (41)13 (21)37 (95) 448 (285) 123 (84) (0) 0 (80) 30 (578) 305 (20) 18 R1-1 R1-1 R1-1 R1-1(9) 14(5) 13(15) 3273 (50)7 (9)170 (107)6 (14) 323 (370) 60 (13) 0 (0) (0) 0 (42) 19 (375) 381 (122) 205 (69) 52(141) 209(29) 5130 (68)59 (175)98 (170) 0 (0)49 (65) 239 (202) 124 (75) (52) 29 (240) 226 (151) 214 R1-1 R1-1 R1-1 R1-1 (74) 45(139) 104(126) 68162 (61)239 (128)4 (22)85 (43) 351 (188) 209 (99) 0 (0) (74) 201 (166) 430 (23) 28 (72) 52(134) 198(88) 138135 (82)197 (136)51 (32)65 (57) 165 (244) 83 (38) 0 (0) (0) 0 (72) 124 (175) 247 (15) 39 387 (401) (434) 469 387 (401) (434) 469 2 3 4 1 5 6 7 8 Stop Sign Legend AM Peak Hour Volume R1-1 XX PM Peak Hour Volume(XX) Signalized Intersection Approved Projects Traffic Impact Analysis for Tract 6249 Page 32 Fresno, CA (June 5, 2019) TABLE 10 EPAP SHORT TERM PLUS PROJECT INTERSECTION LEVEL OF SERVICE Intersection Control AM Peak Hour PM Peak Hour Existing Plus Approved / Pending Projects EPAP Plus Project Existing Plus Approved / Pending Projects EPAP Plus Project LOS Average Delay (sec/veh) LOS Average Delay (sec/veh) LOS Average Delay (sec/veh) LOS Average Delay (sec/veh) Friant Road / N. Willow Ave Westbound left+thru Eastbound approach EB/SB Stop C C 24.5 20.8 C C 24.6 20.9 C B 21.3 14.3 C B 21.6 14.5 E. Copper Ave / N. Millbrook Ave Northbound approach Southbound approach NB/SB Stop B F 13.3 79.1 B F 13.7 94.5 C F 21.5 67.1 D F 25.0 104.6 Signal C 17.5 B 17.6 B 17.7 B 18.0 E. Copper Ave / N. Chestnut Ave All-Way Stop F 127.7 F 193.5 D 27.7 F 95.5 Mitigated B 19.1 C 20.4 - - B 15.3 E. Copper Ave / West Access Northbound approach NB Stop - - C 20.5 - - C 16.9 E. Copper Ave / East Access Northbound approach NB Stop - - C 20.0 - - C 20.5 E. Copper Ave / N. Willow Ave All-Way Stop F 129.7 F 178.2 F 73.5 F 114.9 Mitigated D 36.0 D 50.1 C 22.9 C 26.7 International Ave / N. Chestnut Ave Signal D 37.9 D 41.5 B 19.7 B 19.7 Behymer Ave / N. Chestnut Ave Signal 2 17.6 B 17.7 B 14.7 B 14.8 Bold indicates conditions in excess of adopted standard Highlighted values are a significant impact. 1Mitigation is a traffic signal with separate left turn lanes one each approach and protected left turn phasing. Traffic Impact Analysis for Tract 6249 Page 33 Fresno, CA (June 5, 2019) TABLE 11 EPAP PLUS PROJECT PEAK PERIOD QUEUES Intersection Storage (feet) Existing Plus Approved Projects EPAP Plus Project AM PM AM PM Approach / Lanes Volume 95th % Queue Volume 95th % Queue Volume 95th % Queue Volume 95th % Queue E. Copper Ave / Millbrook Ave Northbound * 207 <25 243 40 208 <25 247 45 Southbound * 200 155 113 90 201 25 113 115 E. Copper Ave / N. Chestnut Ave Eastbound * 605 975 539 275 625 1,210 635 680 Westbound * 389 225 397 155 457 370 442 285 Northbound * 250 75 166 25 268 90 195 30 Southbound * 59 <25 29 <25 59 <25 29 <25 E. Copper Ave / N. Willow Ave Eastbound * 469 640 443 395 537 880 493 525 Westbound * 412 490 342 225 417 510 363 250 Northbound * 187 100 413 345 207 120 468 485 Southbound * 312 250 239 115 313 255 243 120 International Ave / N. Chestnut Ave Eastbound Left 200 201 235 74 110 201 235 74 110 Thru (2) * 430 225 166 85 430 225 166 85 Right 150 28 <25 23 <25 28 <25 23 <25 Westbound Left 240 209 245 99 135 211 250 99 135 Thru (2) * 351 180 188 90 355 185 189 90 Right 150 85 <25 43 <25 101 <25 64 <25 Northbound Left 200 4 <25 22 50 4 <25 22 50 Thru * 239 260 128 250 241 265 132 140 Right 130 162 90 61 <25 162 90 61 <25 Southbound Left 200 45 75 74 115 70 110 74 115 Thru (2) * 104 55 139 70 107 60 143 70 Right 200 68 <25 126 45 68 <25 126 45 Behymer Ave / N. Chestnut Ave Eastbound Left 200 124 150 72 100 124 150 72 100 Thru (2) * 247 115 175 85 247 115 175 85 Right shared 39 - 15 - 39 - 15 - Westbound Left 220 83 115 38 65 84 120 40 65 Thru (2) * 165 90 244 115 167 90 251 120 Right 75 65 <25 57 <25 65 <25 57 <25 Northbound Left** 130 51 80 32 55 51 80 32 55 Thru * 194 195 129 130 199 200 144 135 Right 130 135 25 82 <25 135 30 82 <25 Southbound Left 115 52 80 72 100 52 80 72 100 Thru * 184 195 130 120 204 200 138 125 Right 110 138 25 88 <25 138 25 88 <25 (*) Storage greater than 1,000 feet (**) connect to a two-way left-turn lane that provide additional storage Highlighted values exceed the available storage by at least 25 feet Traffic Impact Analysis for Tract 6249 Page 34 Fresno, CA (June 5, 2019) EPAP Plus Project Impacts Project Impacts to Intersection Levels of Service. Figure 7 presents the sum of background EPAP traffic and project trips. Table 10 also summarizes weekday peak hour Levels of Service under EPAP conditions with the proposed project. As indicated the signalized study intersections on N. Chestnut Avenue will continue to operate with Levels of Service that satisfy the minimum LOS D standard. However, without improvements the Levels of Service at the N. Millbrook Avenue, N. Chestnut Avenue and N. Willow Avenue will be LOS F with very long delays. The project’s impact at those locations is significant based on the incremental change in delay. Mitigation: E. Copper Avenue / Millbrook Avenue intersection. Because the project alone does not impact the E. Copper Avenue / Millbrook Avenue intersection, the project will mitigate its impact by paying adopted impact fees. E. Copper Avenue / N. Chestnut Avenue. The improvements noted under Existing Plus Project conditions would yield LOS D or better conditions. No additional mitigation is required. E. Copper Avenue / N. Willow Avenue. The improvements noted under Existing Plus Project conditions would yield LOS D or better conditions. No additional mitigation is required. Traffic Signal Warrants. Assuming development of approved projects and the proposed project, the volume of traffic occurring at the N. Millwood Avenue, N. Chestnut Avenue and N. Willow Avenue intersections on E. Copper Avenue will satisfy peak hour traffic signal warrants. Peak Period Queues. Table 11 also identifies 95th percentile queues assuming development of approved projects and the proposed project. Assuming no improvements are installed, the long queues associated with all-way stop controlled intersections will become even longer if the project is developed. However, storage in lanes at the two existing signaled intersections will not be deficient. 5 1 3 N Chestnut Ave/ E International Ave N Chestnut Ave/ Copper Ave N Friant Rd/ N Willow Ave 7 Project Access West/ Copper Ave KD Anderson & Associates, Inc.Transportation Engineers figure 7 EPAP PLUS PROJECT TRAFFIC VOLUMES AND LANE CONFIGURATIONS 4705-024 RA 6/5/2019 6 2 4 N Chestnut Ave/ E Behymer Ave Willow Ave/ Copper Ave Millbrook Ave/ Copper Ave 8 Project Access East/ Copper Ave R1-1 R1-1 R1-11 (0)205 (214)196 (158)90 (196) 1 (0)52 (21)(1) 1(1) 2(2) 0 (1) 1(2) 3(294) 156(57) 26R1-1 R1-1 (60) 98(15) 31(38) 72184 (185)11 (41)13 (21)37 (95) 474 (312) 125 (87) (1) 0 (79) 30 (641) 318 (20) 18 R1-1 R1-1 R1-1 R1-1(9) 14(5) 13(15) 3291 (79)7 (9)170 (107)6 (14) 362 (411) 88 (17) 1 (0) (15) 5 (27) 14 (471) 401 (122) 205 (69) 52(142) 209(32) 5232 (68)59 (175)115 (225) 1 (0)49 (65) 242 (217) 126 (81) (55) 31 (254) 236 (184) 270 R1-1 R1-1 R1-1 R1-1 (74) 70(143) 107(126) 68162 (61)241 (132)4 (22)101 (64) 355 (189) 178 (70) 33 (29) (74) 201 (166) 430 (23) 28 (72) 52(138) 204(88) 138135 (82)199 (144)51 (32)65 (57) 167 (251) 64 (37) 20 (3) (27) 23 (45) 101 (175) 247 (15) 39 R1-1 16 (11)17 (11)437 (435) 5 (18) (505) 502 (19) 5 R1-1 50 (32)50 (34)392 (419) 17 (55) (459) 501 (57) 17 2 3 4 1 5 6 7 8 Stop Sign Legend AM Peak Hour Volume R1-1 XX PM Peak Hour Volume(XX) Signalized Intersection Approved Projects Traffic Impact Analysis for Tract 6249 Page 36 Fresno, CA (June 5, 2019) CUMULATIVE YEAR 2036 IMPACTS The impacts of the project have also been considered within the context of future traffic conditions under the City of Fresno General Plan. Approach to Developing Long Term Traffic Volume Forecasts Long term traffic conditions have been evaluated based on consideration of Year 2036 traffic volume forecasts projected by the Fresno Council of Governments (FCOG) Year 2036 regional travel demand forecasting model. The technical approach employed to use model results to create intersection turning movements for study area intersections follows the approach suggested in FCOG user group guidelines. Because a GPA is required, two cumulative scenarios were created with 1) the current GP designations, and 2) the proposed project. FCOG traffic model runs are the basis for estimating peak hour traffic. The Year 2036 a.m. and p.m. model forecasts were compared to the model’s baseline Year 2019 forecasts, and the net difference in segment volumes was determined. These net changes were added or subtracted from the current peak hour approach volumes to create the adjusted cumulative volumes. Existing and adjusted cumulative traffic volumes were then compared to identify equivalent growth rates for intersection approaches for use in creating intersection turning movement volumes. To create peak hour intersection turning movements, the segment / approach growth factors were applied to current peak hour volumes and the results were balanced to best approximate conditions on each leg using the methodologies contained in the Transportation Research Board’s (TRB’s) NCHRP Report 255, Highway Traffic Data for Urbanized Area Project Planning and Design. This approach reflects the fact that the development of various land uses may affect current travel patterns while adding new traffic, while new roadways may provide alternative routes for existing traffic. Traffic Volume Forecasts. Figure 8 identifies Cumulative No Project conditions at study intersections, while Figure 9 presents Cumulative volumes with the proposed project. 5 1 3 N Chestnut Ave/ E International Ave N Chestnut Ave/ Copper Ave N Friant Rd/ N Willow Ave 7 Project Access West/ Copper Ave KD Anderson & Associates, Inc.Transportation Engineers figure 8 CUMULATIVE BASE TRAFFIC VOLUMES AND LANE CONFIGURATIONS 4705-024 RA 6/5/2019 6 2 4 N Chestnut Ave/ E Behymer Ave Willow Ave/ Copper Ave Millbrook Ave/ Copper Ave 8 Project Access East/ Copper Ave R1-1 R1-1 R1-110 (10)380 (470)540 (630)580 (590) 10 (10)70 (30)(10) 10(10) 10(10) 10 (10) 10(470) 340(70) 20R1-1 R1-1 (60) 100(20) 30(40) 80210 (170)20 (50)30 (50)40 (100) 670 (460) 150 (110) (70) 40 (720) 500 (50) 50 R1-1 R1-1 R1-1 R1-1(10) 10(10) 10(20) 3090 (60)10 (10)190 (150)10 (10) 470 (630) 60 (20) (40) 20 (520) 640 (150) 280 (410) 290(200) 280(120) 10090 (130)230 (300)70 (100)310 (320) 370 (440) 130 (90) (90) 110 (450) 520 (50) 110 R1-1 R1-1 R1-1 R1-1 (80) 50(160) 100(140) 70160 (60)240 (130)10 (30)110 (50) 370 (210) 220 (120) (90) 220 (170) 440 (30) 30 (100) 70(150) 210(110) 170140 (90)210 (150)50 (40)70 (90) 180 (260) 90 (40) (90) 140 (190) 270 (15) 40 540 (660) (590) 740 540 (660) (590) 740 2 3 4 1 5 6 Stop Sign Legend AM Peak Hour Volume R1-1 XX PM Peak Hour Volume(XX) Signalized Intersection 7 8 5 1 3 N Chestnut Ave/ E International Ave N Chestnut Ave/ Copper Ave N Friant Rd/ N Willow Ave 7 Project Access West/ Copper Ave KD Anderson & Associates, Inc.Transportation Engineers figure 9 CUMULATIVE PLUS PROJECT TRAFFIC VOLUMES AND LANE CONFIGURATIONS 4705-024 RA 6/5/2019 6 2 4 N Chestnut Ave/ E Behymer Ave Willow Ave/ Copper Ave Millbrook Ave/ Copper Ave 8 Project Access East/ Copper Ave R1-1 R1-1 R1-110 (10)380 (470)539 (634)582 (591) 10 (10)70 (30)(10) 10(10) 10(10) 10 (10) 10(470) 340(70) 20R1-1 R1-1 (60) 100(20) 30(40) 80209 (174)20 (50)30 (50)40 (100) 696 (487) 152 (111) (70) 40 (775) 480 (50) 50 R1-1 R1-1 R1-1 R1-1(10) 10(10) 10(20) 3065 (77)10 (10)190 (150)10 (10) 509 (671) 89 (24) (40) 20 (603) 610 (150) 280 (410) 290(201) 278(123) 10192 (130)230 (300)88 (155)310 (320) 373 (455) 121 (93) (91) 112 (455) 528 (83) 166 R1-1 R1-1 R1-1 R1-1 (80) 75(164) 103(140) 70160 (60)237 (137)10 (30)87 (60) 374 (209) 222 (120) (90) 220 (170) 440 (30) 30 (100) 70(154) 216(110) 170140 (90)207 (157)60 (40)70 (90) 180 (255) 90 (39) (100) 140 (200) 270 (20) 40 2 3 4 1 5 6 Stop Sign Legend AM Peak Hour Volume R1-1 XX PM Peak Hour Volume(XX) Signalized Intersection 7 8 R1-1 R1-1 16 (11)17 (11)590 (435) 5 (18) (515) 679 (19) 5 50 (32)50 (34)545 (419) 17 (55) (469) 678 (57) 17 Traffic Impact Analysis for Tract 6249 Page 39 Fresno, CA (June 5, 2019) Cumulative Year 2036 Conditions No Project Conditions at Intersections: Levels of Service. Table 12 summarizes weekday peak hour Levels of Service under conditions with the current land use designations on the project site and the Levels of Service with the proposed project. These calculations assume no improvements have been made to study area intersections. As shown, without improvements all intersections that are currently unsignalized will operate with a Level of Service that exceeds the adopted minimum standards of the City of Fresno or Fresno County. The level of improvements needed to meet minimum Level of Service standards is noted below. A traffic signal will be needed at the Friant Road / N. Willow Avenue intersection. At the E. Copper Avenue / Millbrook Avenue intersection the improvements needed for the EPAP plus project conditions (i.e., traffic signal) will deliver LOS D or better. At the E. Copper Avenue / N. Chestnut Avenue intersection the improvements required for EPAP plus Project conditions (i.e., traffic signal) will yield LOS D or better conditions. At the E. Copper Avenue / N. Willow Avenue intersection the following improvements are needed to deliver LOS D: Traffic signal with protected left turn phasing Eastbound Approach: three lanes: left turn lane, through lane, through plus right turn lane Westbound Approach: three lanes: left turn lane, through lane, through plus right turn lane Northbound Approach: three lanes: left turn lane, through lane, right turn lane Southbound Approach: three lanes: left turn lane, through land, right turn lane Table 13 presents resulting Level of Service with these improvements. Traffic Signal Warrants. Year 2036 traffic volumes at un-signalized intersections were compared to traffic signal warrants. All un-signalized study intersections carry volumes that satisfy urban peak hour warrants without the GPA. Peak Period Queues. Table 14 presents 95th percentile queues with and without the proposed project assuming no improvements are made to study area intersections. As shown, additional locations at all three signalized intersection will experience queues that extend for considerable distances, but the queues at the two signals on N. Chestnut Avenue will not exceed available storage. Table 15 presents resulting queue lengths with identified improvements. Resulting queues do not exceed the capacity of any existing left turn lanes. It will be necessary to consider the effects of queueing in the design of future intersection improvements at the E. Copper Avenue / N. Willow Avenue intersection, particularly with regards the southbound left turn lane. The identified peak period queues could justify dual left turn lanes. Traffic Impact Analysis for Tract 6249 Page 40 Fresno, CA (June 5, 2019) TABLE 12 LONG TERM YEAR 2036 PLUS PROJECT INTERSECTION LEVEL OF SERVICE WITHOUT IMPROVEMENTS Intersection Control Year 2036 AM Peak Hour PM Peak Hour Current Land Use Designations With Project Current Land Use Designation With Project LOS Average Delay (sec/veh) LOS Average Delay (sec/veh) LOS Average Delay (sec/veh) LOS Average Delay (sec/veh) Friant Road / N. Willow Ave Westbound left+thru Eastbound approach EB/SB Stop F F >300 >300 F F >300 >300 F F >300 >300 F F >300 >300 E. Copper Ave / N. Millbrook Ave Northbound approach Southbound approach NB/SB Stop F F 49.4 >300 E F 47.9 >300 F F 78.0 >300 F F 102.3 >300 E. Copper Ave / N. Chestnut Ave All-Way Stop F >300 F >300 F 150.3 F 201.1 E. Copper Ave / West Access Northbound approach NB Stop - - D 34.6 - - C 17.6 E. Copper Ave / East Access Northbound approach NB Stop - - E 35.1 - - C 21.7 E. Copper Ave / N. Willow Ave All-Way Stop F >300 F >300 F >300 F >300 International Ave / N. Chestnut Ave Signal D 44.4 D 44.5 B 16.6 B 17.0 Behymer Ave / N. Chestnut Ave Signal B 18.7 B 18.8 B 16.0 B 16.2 Bold indicates conditions in excess of adopted standard Highlighted values are a significant impact Traffic Impact Analysis for Tract 6249 Page 41 Fresno, CA (June 5, 2019) TABLE 13 LONG TERM YEAR 2036 PLUS PROJECT INTERSECTION LEVEL OF SERVICE WITH IMPROVEMENTS Intersection Control Year 2036 AM Peak Hour PM Peak Hour Current Land Use Designations With Project Current Land Use Designation With Project LOS Average Delay (sec/veh) LOS Average Delay (sec/veh) LOS Average Delay (sec/veh) LOS Average Delay (sec/veh) Friant Road / N. Willow Ave Signal B 13.7 B 13.7 B 15.4 B 15.6 E. Copper Ave / N. Millbrook Ave signal C 20.5 C 20.6 B 17.7 B 18.0 E. Copper Ave / N. Chestnut Ave Signal C 25.8 C 27.0 B 18.0 B 18.5 E. Copper Ave / N. Willow Ave Signal D 42.8 D 44.7 D 44.6 D 46.3 International Ave / N. Chestnut Ave Signal D 44.4 D 44.5 B 16.6 B 17.0 Behymer Ave / N. Chestnut Ave Signal B 18.7 B 18.8 B 16.0 B 16.2 Bold indicates conditions in excess of adopted standard Highlighted values are a significant impact Traffic Impact Analysis for Tract 6249 Page 42 Fresno, CA (June 5, 2019) TABLE 14 LONG TERM PLUS PROJECT PEAK PERIOD QUEUES WITHOUT IMPROVEMENTS Intersection Storage (feet) No Project With Project AM PM AM PM Approach / Lanes Volume 95th % Queue Volume 95th % Queue Volume 95th % Queue Volume 95th % Queue E. Copper Ave / Millbrook Ave Northbound * 260 80 270 105 259 85 274 120 Southbound * 210 330 120 205 210 335 120 235 E. Copper Ave / N. Chestnut Ave Eastbound * 940 >1,000 710 825 910 >1,000 793 >1,000 Westbound * 540 580 660 770 608 690 705 840 Northbound * 290 90 220 50 265 90 237 45 Southbound * 50 <25 80 <25 50 <25 40 <25 E. Copper Ave / N. Willow Ave Eastbound * 740 845 590 495 806 930 629 515 Westbound * 810 980 850 995 804 910 868 960 Northbound * 390 255 530 395 410 270 585 450 Southbound * 670 720 730 775 669 725 734 725 International Ave / N. Chestnut Ave Eastbound Left 200 220 260 90 130 220 260 90 130 Thru (2) * 440 230 170 90 440 230 170 90 Right 150 30 <25 30 <25 30 <25 30 <25 Westbound Left 240 220 260 120 160 222 260 120 160 Thru (2) * 370 190 210 105 374 195 209 105 Right 150 110 <25 50 <25 87 <25 60 <25 Northbound Left 200 10 25 30 60 10 25 30 60 Thru * 240 265 130 145 237 260 137 150 Right 130 160 90 60 <25 160 85 60 <25 Southbound Left 200 75 115 80 125 75 115 80 125 Thru (2) * 100 55 160 80 103 55 164 80 Right 200 70 <25 140 45 70 <25 140 45 Behymer Ave / N. Chestnut Ave Eastbound Left 200 140 170 90 120 140 170 100 130 Thru (2) * 270 125 190 90 270 125 200 95 Right shared 40 - 15 - 40 - 20 - Westbound Left 220 90 125 40 65 90 125 39 65 Thru (2) * 180 95 260 130 180 95 255 130 Right 75 70 <25 90 <25 70 <25 90 <25 Northbound Left** 130 60 95 40 65 60 95 40 70 Thru * 210 210 150 150 207 205 157 155 Right 130 140 25 90 <25 140 30 90 <25 Southbound Left 115 70 105 100 135 70 105 100 140 Thru * 210 205 150 145 216 210 154 150 Right 110 170 25 110 <25 170 30 110 <25 (*) Storage greater than 1,000 feet (**) connect to a two-way left-turn lane that provide additional storage Highlighted values exceed the available storage by at least 25 feet Traffic Impact Analysis for Tract 6249 Page 43 Fresno, CA (June 5, 2019) TABLE 15 LONG TERM PLUS PROJECT PEAK PERIOD QUEUES WITH IMPROVEMENTS Intersection Storage (feet) No Project With Project AM PM AM PM Approach / Lanes Volume 95th % Queue Volume 95th % Queue Volume 95th % Queue Volume 95th % Queue E. Copper Ave / Millbrook Ave Eastbound Left 240 40 65 70 105 40 65 70 105 Westbound Left 270 150 260 110 180 152 270 111 185 Northbound Left 230** 20 50 50 75 30 50 50 75 Southbound left * 100 170 60 85 100 170 60 85 E. Copper Ave / N. Chestnut Ave Eastbound Left 280 20 50 40 85 20 50 40 85 Westbound Left 160 60 105 20 55 89 180 24 55 Northbound Left 150** 190 300 150 225 190 300 150 225 Southbound Left * 10 30 10 30 10 30 10 30 E. Copper Ave / N. Willow Ave Eastbound Left * 110 165 90 130 112 170 91 130 Westbound Left * 130 185 90 130 121 165 93 130 Northbound Left * 70 105 100 140 88 125 155 240 Southbound left * 290 330 410 565 290 330 410 565 International Ave / N. Chestnut Ave Eastbound Left 200 220 260 90 130 220 260 90 130 Westbound Left 240 220 260 120 160 222 260 120 160 Northbound Left 200 10 25 30 60 10 25 30 60 Southbound Left 200 75 115 80 125 75 115 80 125 Behymer Ave / N. Chestnut Ave Eastbound Left 200 140 170 90 120 140 170 100 130 Westbound Left 220 90 125 40 65 90 125 39 65 Northbound Left** 130 60 95 40 65 60 95 40 70 Southbound Left 115 70 105 100 135 70 105 100 140 (*) Storage greater than 1,000 feet (**) connect to a two-way left-turn lane that provide additional storage Highlighted values exceed the available storage by at least 25 feet Traffic Impact Analysis for Tract 6249 Page 44 Fresno, CA (June 5, 2019) Cumulative Year 2036 Plus Project Conditions Plus Project Conditions at Intersections: Levels of Service. Table 12 compares weekday peak hour Levels of Service under conditions with the current land use designations on the project site and the Levels of Service with the proposed project. These calculations assume no improvements have been made to study area intersections. As shown, without improvements all intersections that are currently unsignalized will operate with a Level of Service that exceeds the adopted minimum standards of the City of Fresno or Fresno County. In this case the project’s impact is based on the incremental change in delay. As indicated, with the exception of the Friant Road / N. Willow Avenue intersection, the incremental change in delay at all unsignalized locations would exceed the increment allowed by City of Fresno guidelines, and as result, the project’s impact is significant. The level of improvements needed to meet minimum Level of Service standard at each location is the same as was noted for the Cumulative No Project condition. Mitigation: E. Copper Avenue / Millbrook Avenue intersection. Because the project alone does not impact the E. Copper Avenue / Millbrook Avenue intersection, the project will mitigate its impact by paying adopted City of Fresno impact fees. E. Copper Avenue / N. Chestnut Avenue. The improvements noted as mitigation under Existing Plus Project conditions would yield LOS D or better conditions. No additional mitigation is required. E. Copper Avenue / N. Willow Avenue. The improvements for the Cumulative No Project condition would yield LOS D or better conditions. The project will contribute its fair share to the cost of these improvements by paying adopted fees. Traffic Signal Warrants. All unsignalized intersections carry volumes that satisfy peak hour signal warrants. Peak Period Queues. Table 14 presents 95th percentile queues with the proposed project assuming no improvements are made to study area intersections. As shown, additional locations at all three signalized intersection will experience queues that extend for considerable distances, but the queues at the two signals on N. Chestnut Avenue will not exceed available storage. Table 15 presents resulting queue lengths with identified improvements. Resulting queues do not exceed the capacity of any existing left turn lanes. Project Access. As noted in Table 12, the Level of Service at the two project driveways is forecast to exceed the City’s minimum LOS D standard under cumulative condition. As a result it is reasonable to expect that outbound left turns from the project onto westbound E. Copper Traffic Impact Analysis for Tract 6249 Page 45 Fresno, CA (June 5, 2019) Avenue will be prohibited. However, based on the precedent established elsewhere along E. Copper Avenue, westbound left turns into the project site can be acceptable. The feasibility of left turn in only access is predicated on available distance between the project access and adjoining intersections. The eastern driveway is 1,120 feet from N. Willow Avenue, and this distance is adequate to accommodate the back-to-back storage of requirements of the eastbound left turn lane approaching N. Willow Avenue and the westbound left turn lane into the site. The two project driveways are about 485 feet apart, and this distance could be adequate for a left turn lane based on the length of other lanes that have been installed elsewhere on E. Copper Avenue. However, the City of Fresno would need to consider the eventual access requirements for the property on the north side of E. Copper Avenue, and a commitment to westbound left turn lanes at both driveways could severely limit the possibility of access to that property. For that reason it is recommended that the western driveway be limited to right turns in and out only. Fair Share Calculation. The share of future traffic at each location that is caused by the proposed subdivision project has been determined and is noted in Table 16. Fair share contribution is applicable to those long-term improvements that are not addressed by adopted fee programs. TABLE 16 SUBDIVISION PROJECT FAIR SHARE CALCULATION Location Time Period Existing Traffic Subdivision Project Traffic Total Year 2036 Traffic Future New Traffic Fair Share Percentage Friant Road / N. Willow Ave a.m. 719 3 1,991 1,272 0.2% p.m. 922 5 2,325 1,403 0.4% E. Copper Ave / Millbrook Ave a.m. 1,013 37 1,927 914 4.0% p.m. 963 78 1,987 1,024 7.6% E. Copper Ave / N. Chestnut Ave a.m. 1,051 90 1,833 782 11.5% p.m. 761 121 1,775 990 12.2% E. Copper Ave / N. Willow Ave a.m. 1,126 90 2,689 1,563 5.8% p.m. 1,050 117 2,816 1,766 6.6% International Ave / N. Chestnut Ave a.m. 1,890 43 2,028 138 31.2% p.m. 1,126 10 1,290 164 6.1% Behymer Ave / N. Chestnut Ave a.m. 1.477 7 1,653 176 4.0% p.m. 1,134 10 1,355 221 4.5% Traffic Impact Analysis for Tract 6249 Page 46 Fresno, CA (June 5, 2019) APPENDIX (under separate cover) Scope of Work and Correspondence with Agencies FCOG Model Request Traffic Model Results Traffic Count Data Level of Service Analysis Worksheets Collison Data Traffic Signal Warrants Worksheets Transportation Engineers TECHNICAL APPENDIX FOR TRACT 6249 Fresno, California Prepared For: Morton & Pitalo, Inc. 75 Iron Point Circle, Suite 120 Folsom, CA 95630 Prepared By: KD Anderson & Associates, Inc. 3853 Taylor Road, Suite G Loomis, CA 95650 (916) 660-1555 June 5, 2019 Job No. 4705-024 4/23/2019 F:\00 Ken Files\From Wayne\Fresno May 6249\2019 Plus Project\FC19LDALLF.NET - Fresno COG Model - 2019 Plus Project. Blue = a.m. peak hour volume. Red = p.m. peak hour volume.Viper Software by CitilabsLicensed to KDAnderson Transportation Engineers126085310151270782506629763369501529407 301185247311294183244305440653707518734565673728106511071253111944065370751862350572351031821732932853446449657126235027241016334219734812439122733223575734 1131125514011204106511071253111900003178421645466072051748955964550318631331422738037348240034228839835227923734130232519430732811791415155212691125101169141415481260123334710111461021733233923811514815011418 5103 12 4 1 90 15911112014410819118811514727326416111358771183956988734114574815499831561196813237 786541665773810556685803510381423537381510537423 227274292270144 69 93 143 432454547437378550589441421688716501163342197348185242260191274144306467471374421614654468329563602378654773635938451029555451029555166815904 508 615 933104223225128 421688716501219 111 122 205 309888429462671205432424488 35 50 72 35626237736016334219734844065370751843245454743748955964550310651107125311191065110712531119734565673728782506629763510381423537381510537423 7308857201048904508 615 933 5012623264878973 75 118 73891187589737511845233335103105106968923484411121697630535236143102831443733 33 43 138205206119531039663479890581091092240372822403728 4785252478582521641271601360000116105133119450652715512168191214170168191214170185242260191185242260191168191214170130171188139116105133119168191214170735662667356626688636783735662661894216468538576502 5384685025765103814235378105566858035 4139 1 41 7 8 3172784711311913713243919257225755283383 88 51 000011153721114391925711153721111734322011153721114 3052956346850202745 00001846442318464423000050202745502027450000194746241846 44233680784434 17 20 32 3417 20 32 3417 20 32 3417 20 3 2 194746243 91501 534427 235757342357573498182187119127287278160268424272457394256440246361128328199378178372220378178372220 0000 4/23/2019 F:\00 Ken Files\From Wayne\Fresno May 6249\2035 No Project\FC35_LDALL.NET - Fresno COG Model - 2035 No Project. Blue = a.m. peak hour volume. Red = p.m. peak hour volume.Viper Software by CitilabsLicensed to KDAnderson Transportation Engineers1943136915832005964696810102170510111016805 41223832840440223532239671092795580391380489799914661573166216127109279558036717357677317334356217681055846946107391876593699269564779877264473884676629748342 15411715180617031466157316621612863984108711017881113138907787966979 42241013237369599768187966997738282525575233208245837538408185086898227084095887392685763473938056776015891863193617631324121576186119321752138355412414451328642542432715317717215524 8133 17 2 2 52 18713514918113921520114819231929920813411279130713491039109211271102196109127196208237267269 9657578671034980763877105310287488571035748102810 35857 381462511400307 145 192 307 785625729812590786833626636940972688695647798772255328337278340188481680716521562774747648445721697527978835915102531123147603112314760478105211107 760 844 1128145261255172 636940972688249 125 134 250 2913413840123959812686556480159 60 79 122 8574586548496906427897674595710927955803785625729812796699773828146615731662161214661573166216129138048979999646968101021102874885710357481028103 5857 1060942101510841107760 844 1128 589420419630115108 107 122 10811512210711510810712272424965138118133132783749731176574114539186581761121261795147 51 50 160266262183158328327201168341340211182021234595 9819521217295199217172262124312018232157981251235798125123661598742725664599745727 6210257262102957221128029523721128029523721726724623497171168116788111313817016819118873094496581023526928725223526928725225532833727825532833727823526928725217723825220617016819118823526928725210174809210174809211797971221017480922410132385810661087962 106685896210871028748857103598076387710536 7175 1 69 9 4 294951371111771771388717316911640106101553172 71 42 000024411715825187173169116244117158251316559382441171582518 581066108 79621204761114 000031807642318076420000113466010911346601090000348479453180 7642651491388365 31 38 59 6531 38 59 6531 38 59 00000000 26857634268576346531 38 5 9 348479457 581 01410 298 5958669475773358669475773389374692996212624524816515635734720817610917013011922417518645593389941208214845593391148230236185 00002773 148230236185 4/23/2019 F:\00 Ken Files\From Wayne\Fresno May 6249\2035 Plus Project\FC35LDALLF.NET - Fresno COG Model - 2035 Plus Project. Blue = a.m. peak hour volume. Red = p.m. peak hour volume.Viper Software by CitilabsLicensed to KDAnderson Transportation Engineers1945136415812008963696810100969910131030801 411236325400401233320392715949985830911803896985146815941683161771594998583070774580277279544765184510578409431088936766940102071064780179565673884478528738241 15431737182617071468159416831617874979108611187880114140903798982977 32410132374298310088398037258068502515565233198356298058798305547438657234626487852685763480339360184115901883195617671324111577188119531756139345312413451228442443232515217717215524 7132 17 1 2 60 18713414718013721520014718931829720613711283133013791071109811551141197109126193209236269272 9637578671022978762876104110307428541049742103010 49854 386483527413307 145 193 307 792651761835593808849640638961985703710647801795254328347278339186486703734537564774746659448721695538987871958105731141166583114116658496122211110 762 860 1125144261255173 638961985703269 124 131 270 2915315839123949712586556480166 62 84 130 8695057088927056427927904595715949985830792651761835803725806850146815941683161714681594168316179118038969859636968101009103074285410497421030104 9854 1067975105411131110762 860 1125 590417425627114107 106 121 10711412110611410710612171424965139120134135804052751166674112539186581771111241755248 53 54 159268264183158327326200169339338210192021234595 9819421317396198218173262124312019232157971261235797126123660610761726663611763728 6310387363103987321127829323521127829323521626524323298172168117788011414017116920219073696799683023527029625323527029625325432834727825432834727823527029625317723926220617116920219023527029625310073809210073809211795971211007380922410132385210671101959 106785295911011030742854104997876287610416 7175 1 69 9 3 284951371101761771388617216811540106101533072 71 42 000024511715925286172168115245117159252316559382451171592528 521067110 19591204762114 000031807540318075400000114466111011446611100000348379443180 7540641491388165 31 38 59 6531 38 59 6531 38 59 00110011 26857634268576346531 38 5 9 348379447 521 01610 438 5659969475875259969475875288975794596012524425616415535635420717610816613011822417418245583387941208214545583388148228233184 00002883 148228233184 Prepared by National Data & Surveying Services ID:Day: City:Date: AM AM NOON NOON PM PM AM NOON PM PM NOON AM 0 0 0 0 0 0 0 0 0 TEV 719 0 922 0 0 PHF 0.86 0.93 0 0 0 0 0 AM NOON PM PM NOON AM PM PM NOON NOON AM AM Peak Hour Turning Movement Count Total Vehicles (PM)Bikes (PM) Friant Rd & Willow Ave/Birkhead Ave CONTROL WESTBOUNDTotal Vehicles (Noon) Pedestrians (Crosswalks) Bikes (NOON)COUNT PERIODSBikes (AM)PEAK HOURSTotal Vehicles (AM) 0 Willow Ave/Birkhead AveEASTBOUNDFriant Rd Friant Rd SOUTHBOUND NORTHBOUND Willow Ave/Birkhead AveNOON AM PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 PM AM AM NOON PM PM NOON AM AM NOON PM NOON 0 0 1 0 0 0 0 1 2 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 52 1 86 0 2 1 1 202 194 3 150 26 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 21 0 191 2 1 1 0 206 151 2 289 57 2 0 1 0 0 0 0 2 4 0 0 0 NOON PM AM NOON AM PM NOON AM PM NOON PM AM National Data & Surveying Services Intersection Turning Movement Count Location:Friant Rd & Willow Ave/Birkhead Ave City:Fresno Project ID:19-07067-001 Control:Date: NS/EW Streets: 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 7:00 AM 0 16 5 0 29 51 0 0 0 0 3 0 9 1 15 0 129 7:15 AM 0 28 9 0 57 53 0 0 0 1 0 0 11 0 17 0 176 7:30 AM 0 44 9 0 65 61 0 0 1 1 0 0 9 0 19 0 209 7:45 AM 1 31 3 0 43 32 1 0 0 0 0 0 17 1 22 0 151 8:00 AM 2 47 5 1 29 56 0 0 0 0 0 0 15 0 28 0 183 8:15 AM 1 59 9 0 29 33 0 0 0 0 1 0 5 0 35 0 172 8:30 AM 0 47 3 0 29 36 1 0 0 0 0 0 10 1 18 0 145 8:45 AM 2 48 6 0 32 24 0 0 0 0 0 0 7 0 23 0 142 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :6 320 49 1 313 346 2 0 1 2 4 0 83 3 177 0 1307 APPROACH %'s :1.60%85.11%13.03%0.27%47.35%52.34%0.30%0.00%14.29%28.57%57.14%0.00%31.56%1.14%67.30%0.00% PEAK HR :07:15 AM 38 37 44 07:30 AM TOTAL PEAK HR VOL :3 150 26 1 194 202 1 0 1 2 0 0 52 1 86 0 719 PEAK HR FACTOR :0.375 0.798 0.722 0.250 0.746 0.828 0.250 0.000 0.250 0.500 0.000 0.000 0.765 0.250 0.768 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 4:00 PM 0 51 14 0 39 53 0 0 0 2 0 0 3 1 39 0 202 4:15 PM 2 58 10 0 26 71 1 0 0 0 1 0 5 1 39 0 214 4:30 PM 2 72 13 0 35 45 0 0 0 4 3 0 2 0 34 0 210 4:45 PM 0 72 8 1 23 48 0 0 0 1 0 0 4 0 55 0 212 5:00 PM 0 80 16 0 44 56 0 0 0 0 0 0 3 0 45 0 244 5:15 PM 1 61 17 0 46 47 0 0 0 0 1 0 6 0 38 0 217 5:30 PM 1 76 16 0 38 55 0 0 1 0 1 0 8 0 53 0 249 5:45 PM 1 74 23 0 37 39 0 0 0 0 1 0 1 0 32 0 208 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :7 544 117 1 288 414 1 0 1 7 7 0 32 2 335 0 1756 APPROACH %'s :1.05%81.32%17.49%0.15%40.97%58.89%0.14%0.00%6.67%46.67%46.67%0.00%8.67%0.54%90.79%0.00% PEAK HR :04:45 PM 292 289 296 05:30 PM TOTAL PEAK HR VOL :2 289 57 1 151 206 0 0 1 1 2 0 21 0 191 0 922 PEAK HR FACTOR :0.500 0.903 0.838 0.250 0.821 0.920 0.000 0.000 0.250 0.250 0.500 0.000 0.656 0.000 0.868 0.000 2/26/2019 Total 0.9260.500 WESTBOUND 0.869 0.860 SOUTHBOUND 0.909 0.893 04:45 PM - 05:45 PM PM AM 07:15 AM - 08:15 AM NORTHBOUND 0.818 SOUTHBOUND 0.788 0.375 EASTBOUND EASTBOUND Willow Ave/Birkhead Ave NORTHBOUND Willow Ave/Birkhead Ave 0.808 WESTBOUND Friant Rd Friant Rd National Data & Surveying Services Intersection Turning Movement Count Location:Friant Rd & Willow Ave/Birkhead Ave City:Fresno Project ID:19-07067-001 Control:0 Date: NS/EW Streets: 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:15 AM 0 0 0 0 2 0 0 0 0 0 0 0 0 0 1 0 3 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:45 AM 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 1 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:15 AM 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:45 AM 0 1 1 0 0 0 0 0 0 0 0 0 0 0 0 0 2 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :0 2 1 0 2 1 0 0 0 0 0 0 0 0 1 0 7 APPROACH %'s :0.00%66.67%33.33%0.00%66.67%33.33%0.00%0.00%0.00%0.00%100.00%0.00% PEAK HR :07:15 AM 38 37 44 TOTAL PEAK HR VOL :0 0 0 0 2 1 0 0 0 0 0 0 0 0 1 0 4 PEAK HR FACTOR :0.000 0.000 0.000 0.000 0.250 0.250 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.250 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5 0 5 4:15 PM 0 0 0 0 1 2 0 0 0 0 0 0 0 0 0 0 3 4:30 PM 0 3 0 0 2 0 0 0 0 0 0 0 0 0 0 0 5 4:45 PM 0 0 0 0 1 1 0 0 0 0 0 0 1 0 1 0 4 5:00 PM 0 0 0 0 3 0 0 0 0 0 0 0 0 0 0 0 3 5:15 PM 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 1 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :0 3 0 0 7 4 0 0 0 0 0 0 2 0 6 0 22 APPROACH %'s :0.00%100.00%0.00%0.00%63.64%36.36%0.00%0.00%25.00%0.00%75.00%0.00% PEAK HR :04:45 PM 292 289 296 TOTAL PEAK HR VOL :0 0 0 0 4 2 0 0 0 0 0 0 2 0 1 0 9 PEAK HR FACTOR :0.00 0.000 0.000 0.000 0.333 0.500 0.000 0.000 0.000 0.000 0.000 0.000 0.500 0.000 0.250 0.000 2/26/2019 04:45 PM - 05:45 PM 0.5630.500 0.375 07:15 AM - 08:15 AM 0.333 PM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND 0.375 0.250 AM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND Bikes Friant Rd Friant Rd Willow Ave/Birkhead Ave Willow Ave/Birkhead Ave National Data & Surveying Services Intersection Turning Movement Count Location:Friant Rd & Willow Ave/Birkhead Ave Project ID:19-07067-001 City:Fresno Date:2/26/2019 NS/EW Streets: EB WB EB WB NB SB NB SB TOTAL 7:00 AM 0 0 0 0 0 0 0 0 0 7:15 AM 0 0 0 0 0 0 0 0 0 7:30 AM 0 0 0 0 0 0 0 0 0 7:45 AM 0 0 0 0 0 0 0 0 0 8:00 AM 0 0 0 0 0 0 0 0 0 8:15 AM 0 0 0 0 0 0 0 0 0 8:30 AM 0 0 0 0 0 0 0 0 0 8:45 AM 0 0 0 0 0 0 0 0 0 EB WB EB WB NB SB NB SB TOTAL TOTAL VOLUMES :0 0 0 0 0 0 0 0 0 APPROACH %'s : PEAK HR :07:15 AM 37 36 43 TOTAL PEAK HR VOL :0 0 0 0 0 0 0 0 0 PEAK HR FACTOR : Headers NEB NWB SEB SWB ENS ESB WNB WSB EB WB EB WB NB SB NB SB TOTAL 4:00 PM 0 0 0 0 0 0 0 0 0 4:15 PM 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 0 0 0 0 0 0 0 4:45 PM 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 0 0 0 0 0 0 0 5:15 PM 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 0 0 5:45 PM 0 0 0 0 0 0 0 0 0 EB WB EB WB NB SB NB SB TOTAL TOTAL VOLUMES :0 0 0 0 0 0 0 0 0 APPROACH %'s : PEAK HR :04:45 PM 289 286 293 TOTAL PEAK HR VOL :0 0 0 0 0 0 0 0 0 PEAK HR FACTOR : Pedestrians (Crosswalks) WEST LEG 07:15 AM - 08:15 AM Willow Ave/Birkhead Ave 04:45 PM - 05:45 PM PM NORTH LEG SOUTH LEG EAST LEG WEST LEG AM NORTH LEG SOUTH LEG EAST LEG Friant Rd Friant Rd Willow Ave/Birkhead Ave Prepared by National Data & Surveying Services ID:Day: City:Date: AM AM NOON NOON PM PM AM NOON PM PM NOON AM 0 0 0 0 0 0 0 0 0 TEV 1126 0 1050 0 0 PHF 0.79 0.93 0 0 0 0 0 AM NOON PM PM NOON AM PM PM NOON NOON AM AM Peak Hour Turning Movement Count Total Vehicles (PM)Bikes (PM) Willow Ave & Copper Ave CONTROL WESTBOUNDTotal Vehicles (Noon) Pedestrians (Crosswalks) Bikes (NOON)COUNT PERIODSBikes (AM)PEAK HOURSTotal Vehicles (AM) 0 Copper AveEASTBOUNDWillow Ave Willow Ave SOUTHBOUND NORTHBOUND Copper AveNOON AM PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 PM AM AM NOON PM PM NOON AM AM NOON PM NOON 1 0 1 0 0 0 0 0 2 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 124 216 47 139 157 20 41 193 47 58 53 30 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 75 116 59 75 179 34 25 131 65 71 152 68 0 4 2 0 0 0 0 5 1 0 0 0 NOON PM AM NOON AM PM NOON AM PM NOON PM AM National Data & Surveying Services Intersection Turning Movement Count Location:Willow Ave & Copper Ave City:Fresno Project ID:19-07067-002 Control:Date: NS/EW Streets: 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 7:00 AM 6 11 3 0 18 23 2 0 3 26 10 0 14 33 14 0 163 7:15 AM 11 8 5 0 15 35 6 0 3 32 34 0 23 49 9 0 230 7:30 AM 19 15 5 1 13 66 10 0 3 37 62 0 55 63 8 0 357 7:45 AM 21 15 10 0 9 65 12 0 11 58 37 0 26 58 13 0 335 8:00 AM 7 15 10 0 10 27 13 0 3 30 6 0 20 46 17 0 204 8:15 AM 13 24 3 0 7 25 6 0 2 21 14 0 14 38 21 0 188 8:30 AM 16 15 11 0 14 29 2 0 5 28 15 0 20 29 8 0 192 8:45 AM 7 21 10 0 10 27 2 0 7 30 13 0 15 40 15 0 197 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :100 124 57 1 96 297 53 0 37 262 191 0 187 356 105 0 1866 APPROACH %'s :35.46%43.97%20.21%0.35%21.52%66.59%11.88%0.00%7.55%53.47%38.98%0.00%28.86%54.94%16.20%0.00% PEAK HR :07:15 AM 38 37 44 07:30 AM TOTAL PEAK HR VOL :58 53 30 1 47 193 41 0 20 157 139 0 124 216 47 0 1126 PEAK HR FACTOR :0.690 0.883 0.750 0.250 0.783 0.731 0.788 0.000 0.455 0.677 0.560 0.000 0.564 0.857 0.691 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 4:00 PM 11 29 21 0 16 28 4 0 8 38 13 0 15 24 12 0 219 4:15 PM 8 23 12 0 15 34 2 0 4 36 6 0 23 36 13 0 212 4:30 PM 19 32 20 0 12 24 2 0 7 32 15 0 12 36 13 0 224 4:45 PM 22 41 21 0 14 22 5 0 7 42 21 0 11 25 16 0 247 5:00 PM 17 32 12 0 6 30 5 0 8 55 26 0 20 28 15 0 254 5:15 PM 13 38 19 0 26 46 9 0 9 44 11 0 20 36 12 0 283 5:30 PM 19 41 16 0 19 33 6 0 10 38 17 0 24 27 16 0 266 5:45 PM 12 28 11 0 12 41 8 0 8 47 14 0 16 34 11 0 242 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :121 264 132 0 120 258 41 0 61 332 123 0 141 246 108 0 1947 APPROACH %'s :23.40%51.06%25.53%0.00%28.64%61.58%9.79%0.00%11.82%64.34%23.84%0.00%28.48%49.70%21.82%0.00% PEAK HR :04:45 PM 292 289 296 05:15 PM TOTAL PEAK HR VOL :71 152 68 0 65 131 25 0 34 179 75 0 75 116 59 0 1050 PEAK HR FACTOR :0.807 0.927 0.810 0.000 0.625 0.712 0.694 0.000 0.850 0.814 0.721 0.000 0.781 0.806 0.922 0.000 2/26/2019 Total 0.9280.809 WESTBOUND 0.919 0.789 SOUTHBOUND 0.866 0.682 04:45 PM - 05:45 PM PM AM 07:15 AM - 08:15 AM NORTHBOUND 0.772 SOUTHBOUND 0.789 0.745 EASTBOUND EASTBOUND Copper Ave NORTHBOUND Copper Ave 0.768 WESTBOUND Willow Ave Willow Ave National Data & Surveying Services Intersection Turning Movement Count Location:Willow Ave & Copper Ave City:Fresno Project ID:19-07067-002 Control:0 Date: NS/EW Streets: 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:15 AM 0 0 0 0 2 0 0 0 0 0 0 0 0 0 1 0 3 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:45 AM 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :0 3 0 0 2 0 0 0 0 0 0 0 1 0 1 0 7 APPROACH %'s :0.00%100.00%0.00%0.00%100.00%0.00%0.00%0.00%50.00%0.00%50.00%0.00% PEAK HR :07:15 AM 38 37 44 TOTAL PEAK HR VOL :0 0 0 0 2 0 0 0 0 0 0 0 1 0 1 0 4 PEAK HR FACTOR :0.000 0.000 0.000 0.000 0.250 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.250 0.000 0.250 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 4:00 PM 0 1 0 0 1 1 0 0 0 0 0 0 0 0 2 0 5 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1 4:45 PM 0 0 0 0 1 2 0 0 0 0 0 0 0 0 1 0 4 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:15 PM 0 0 0 0 0 3 0 0 0 0 0 0 0 2 0 0 5 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 2 1 0 3 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :0 1 0 0 2 6 0 0 1 0 0 0 0 4 4 0 18 APPROACH %'s :0.00%100.00%0.00%0.00%25.00%75.00%0.00%0.00%100.00%0.00%0.00%0.00%0.00%50.00%50.00%0.00% PEAK HR :04:45 PM 292 289 296 TOTAL PEAK HR VOL :0 0 0 0 1 5 0 0 0 0 0 0 0 4 2 0 12 PEAK HR FACTOR :0.00 0.000 0.000 0.000 0.250 0.417 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.500 0.500 0.000 2/26/2019 04:45 PM - 05:45 PM 0.6000.500 0.500 07:15 AM - 08:15 AM 0.333 PM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND 0.250 0.500 AM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND Bikes Willow Ave Willow Ave Copper Ave Copper Ave National Data & Surveying Services Intersection Turning Movement Count Location:Willow Ave & Copper Ave Project ID:19-07067-002 City:Fresno Date:2/26/2019 NS/EW Streets: EB WB EB WB NB SB NB SB TOTAL 7:00 AM 0 0 0 0 0 0 0 0 0 7:15 AM 0 0 0 0 0 0 0 0 0 7:30 AM 0 0 0 0 0 0 0 0 0 7:45 AM 0 0 0 0 0 0 0 0 0 8:00 AM 0 0 0 0 0 0 0 0 0 8:15 AM 0 0 0 0 0 0 0 0 0 8:30 AM 0 0 0 0 0 0 0 0 0 8:45 AM 0 0 0 0 0 0 0 0 0 EB WB EB WB NB SB NB SB TOTAL TOTAL VOLUMES :0 0 0 0 0 0 0 0 0 APPROACH %'s : PEAK HR :07:15 AM 37 36 43 TOTAL PEAK HR VOL :0 0 0 0 0 0 0 0 0 PEAK HR FACTOR : Headers NEB NWB SEB SWB ENS ESB WNB WSB EB WB EB WB NB SB NB SB TOTAL 4:00 PM 0 0 0 0 0 0 0 0 0 4:15 PM 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 0 0 0 0 0 0 0 4:45 PM 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 0 0 0 0 0 0 0 5:15 PM 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 0 0 5:45 PM 0 0 0 0 0 0 0 0 0 EB WB EB WB NB SB NB SB TOTAL TOTAL VOLUMES :0 0 0 0 0 0 0 0 0 APPROACH %'s : PEAK HR :04:45 PM 289 286 293 TOTAL PEAK HR VOL :0 0 0 0 0 0 0 0 0 PEAK HR FACTOR : Pedestrians (Crosswalks) WEST LEG 07:15 AM - 08:15 AM Copper Ave 04:45 PM - 05:45 PM PM NORTH LEG SOUTH LEG EAST LEG WEST LEG AM NORTH LEG SOUTH LEG EAST LEG Willow Ave Willow Ave Copper Ave Prepared by National Data & Surveying Services ID:Day: City:Date: AM AM NOON NOON PM PM AM NOON PM PM NOON AM 0 0 0 0 0 0 0 0 0 TEV 1051 0 761 0 0 PHF 0.75 0.88 0 0 0 0 0 AM NOON PM PM NOON AM PM PM NOON NOON AM AM Peak Hour Turning Movement Count Total Vehicles (PM)Bikes (PM) Chestnut Ave & Copper Ave CONTROL WESTBOUNDTotal Vehicles (Noon) Pedestrians (Crosswalks) Bikes (NOON)COUNT PERIODSBikes (AM)PEAK HOURSTotal Vehicles (AM) 0 Copper AveEASTBOUNDChestnut Ave Chestnut Ave SOUTHBOUND NORTHBOUND Copper AveNOON AM PM 0 0 0 0 0 0 0 0 0 0 0 1 0 2 0 0 0 0 0 0 0 0 0 0 PM AM AM NOON PM PM NOON AM AM NOON PM NOON 0 0 0 2 0 0 0 0 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 59 253 4 197 236 12 25 8 7 167 5 72 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 12 190 6 119 226 19 10 2 4 105 4 49 0 4 0 1 0 1 0 0 0 1 0 0 NOON PM AM NOON AM PM NOON AM PM NOON PM AM National Data & Surveying Services Intersection Turning Movement Count Location:Chestnut Ave & Copper Ave City:Fresno Project ID:19-07067-003 Control:Date: NS/EW Streets: 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 7:00 AM 21 0 8 0 1 0 6 0 0 28 15 0 3 37 0 0 119 7:15 AM 19 0 6 0 0 1 1 0 2 69 51 0 13 53 0 0 215 7:30 AM 53 2 29 0 1 4 1 0 3 74 92 1 34 56 2 0 352 7:45 AM 80 1 34 0 4 1 6 0 4 59 41 2 9 80 2 0 323 8:00 AM 15 2 3 0 2 2 17 0 3 34 13 2 3 64 0 1 161 8:15 AM 10 0 2 0 0 0 4 0 5 32 19 0 4 51 1 0 128 8:30 AM 7 0 4 0 1 0 3 0 3 43 7 1 4 39 3 0 115 8:45 AM 9 0 6 0 4 1 3 0 0 39 10 2 2 48 2 0 126 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :214 5 92 0 13 9 41 0 20 378 248 8 72 428 10 1 1539 APPROACH %'s :68.81%1.61%29.58%0.00%20.63%14.29%65.08%0.00%3.06%57.80%37.92%1.22%14.09%83.76%1.96%0.20% PEAK HR :07:15 AM 38 37 44 07:30 AM TOTAL PEAK HR VOL :167 5 72 0 7 8 25 0 12 236 197 5 59 253 4 1 1051 PEAK HR FACTOR :0.522 0.625 0.529 0.000 0.438 0.500 0.368 0.000 0.750 0.797 0.535 0.625 0.434 0.791 0.500 0.250 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 4:00 PM 6 6 8 0 0 3 0 0 3 48 6 0 3 35 0 0 118 4:15 PM 9 1 2 0 0 1 0 0 1 40 22 1 3 40 2 0 122 4:30 PM 17 2 3 0 4 2 2 0 3 55 22 3 7 43 3 0 166 4:45 PM 29 0 14 0 1 0 2 0 4 51 43 4 5 47 2 0 202 5:00 PM 29 1 11 0 1 1 2 0 3 77 39 4 1 44 2 0 215 5:15 PM 17 1 11 0 1 1 3 0 8 47 14 4 3 52 1 0 163 5:30 PM 30 2 13 0 1 0 3 0 4 51 23 3 3 47 1 0 181 5:45 PM 10 0 6 0 1 0 1 0 7 62 18 2 1 50 1 0 159 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :147 13 68 0 9 8 13 0 33 431 187 21 26 358 12 0 1326 APPROACH %'s :64.47%5.70%29.82%0.00%30.00%26.67%43.33%0.00%4.91%64.14%27.83%3.13%6.57%90.40%3.03%0.00% PEAK HR :04:45 PM 292 289 296 05:00 PM TOTAL PEAK HR VOL :105 4 49 0 4 2 10 0 19 226 119 15 12 190 6 0 761 PEAK HR FACTOR :0.875 0.500 0.875 0.000 1.000 0.500 0.833 0.000 0.594 0.734 0.692 0.938 0.600 0.913 0.750 0.000 2/26/2019 Total 0.8850.770 WESTBOUND 0.929 0.746 SOUTHBOUND 0.878 0.800 04:45 PM - 05:45 PM PM AM 07:15 AM - 08:15 AM NORTHBOUND 0.530 SOUTHBOUND 0.476 0.662 EASTBOUND EASTBOUND Copper Ave NORTHBOUND Copper Ave 0.861 WESTBOUND Chestnut Ave Chestnut Ave National Data & Surveying Services Intersection Turning Movement Count Location:Chestnut Ave & Copper Ave City:Fresno Project ID:19-07067-003 Control:0 Date: NS/EW Streets: 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:30 AM 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 2 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 2 APPROACH %'s :0.00%0.00%100.00%0.00% PEAK HR :07:15 AM 38 37 44 TOTAL PEAK HR VOL :0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 2 PEAK HR FACTOR :0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.250 0.000 0.000 0.000 0.000 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:30 PM 1 0 0 0 0 0 1 0 0 1 1 0 0 0 0 0 4 4:45 PM 1 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 2 5:00 PM 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 2 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 2 5:45 PM 0 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0 3 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :2 0 0 0 0 0 1 0 1 1 5 0 0 4 0 0 14 APPROACH %'s :100.00%0.00%0.00%0.00%0.00%0.00%100.00%0.00%14.29%14.29%71.43%0.00%0.00%100.00%0.00%0.00% PEAK HR :04:45 PM 292 289 296 TOTAL PEAK HR VOL :1 0 0 0 0 0 0 0 1 0 1 0 0 4 0 0 7 PEAK HR FACTOR :0.25 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.250 0.000 0.250 0.000 0.000 0.500 0.000 0.000 2/26/2019 04:45 PM - 05:45 PM 0.8750.250 0.500 0.500 07:15 AM - 08:15 AM 0.250 PM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND 0.250 AM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND Bikes Chestnut Ave Chestnut Ave Copper Ave Copper Ave National Data & Surveying Services Intersection Turning Movement Count Location:Chestnut Ave & Copper Ave Project ID:19-07067-003 City:Fresno Date:2/26/2019 NS/EW Streets: EB WB EB WB NB SB NB SB TOTAL 7:00 AM 0 0 1 0 0 0 0 0 1 7:15 AM 0 0 1 0 0 0 0 0 1 7:30 AM 0 0 0 0 0 0 0 0 0 7:45 AM 0 0 0 0 0 0 0 0 0 8:00 AM 0 0 0 0 0 0 0 0 0 8:15 AM 0 0 0 0 0 0 0 0 0 8:30 AM 0 0 0 0 0 0 0 0 0 8:45 AM 0 0 0 0 0 0 0 0 0 EB WB EB WB NB SB NB SB TOTAL TOTAL VOLUMES :0 0 2 0 0 0 0 0 2 APPROACH %'s :100.00%0.00% PEAK HR :07:15 AM 37 36 43 TOTAL PEAK HR VOL :0 0 1 0 0 0 0 0 1 PEAK HR FACTOR :0.250 Headers NEB NWB SEB SWB ENS ESB WNB WSB EB WB EB WB NB SB NB SB TOTAL 4:00 PM 0 0 2 0 3 0 0 0 5 4:15 PM 0 0 17 0 0 0 0 0 17 4:30 PM 0 0 3 2 0 0 2 0 7 4:45 PM 0 0 2 0 0 0 0 0 2 5:00 PM 0 0 0 0 0 0 0 0 0 5:15 PM 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 0 0 5:45 PM 0 0 1 0 0 0 1 1 3 EB WB EB WB NB SB NB SB TOTAL TOTAL VOLUMES :0 0 25 2 3 0 3 1 34 APPROACH %'s :92.59%7.41%100.00%0.00%75.00%25.00% PEAK HR :04:45 PM 289 286 293 TOTAL PEAK HR VOL :0 0 2 0 0 0 0 0 2 PEAK HR FACTOR :0.250 Pedestrians (Crosswalks) WEST LEG 07:15 AM - 08:15 AM Copper Ave 04:45 PM - 05:45 PM 0.2500.250 PM NORTH LEG SOUTH LEG EAST LEG WEST LEG 0.2500.250 AM NORTH LEG SOUTH LEG EAST LEG Chestnut Ave Chestnut Ave Copper Ave Prepared by National Data & Surveying Services ID:Day: City:Date: AM AM NOON NOON PM PM AM NOON PM PM NOON AM 0 0 0 0 0 0 0 0 0 TEV 1013 0 963 0 0 PHF 0.88 0.93 0 0 0 0 0 AM NOON PM PM NOON AM PM PM NOON NOON AM AM Peak Hour Turning Movement Count Total Vehicles (PM)Bikes (PM) Millbrook Ave & Copper Ave CONTROL WESTBOUNDTotal Vehicles (Noon) Pedestrians (Crosswalks) Bikes (NOON)COUNT PERIODSBikes (AM)PEAK HOURSTotal Vehicles (AM) 0 Copper AveEASTBOUNDMillbrook Ave Millbrook Ave SOUTHBOUND NORTHBOUND Copper AveNOON AM PM 0 0 1 2 0 0 0 0 0 0 1 1 0 0 0 0 0 0 0 0 0 0 0 0 PM AM AM NOON PM PM NOON AM AM NOON PM NOON 0 1 0 0 0 0 0 0 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 114 411 9 18 260 8 6 5 2 13 2 165 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 61 205 3 20 501 12 2 0 0 21 3 134 0 0 1 0 1 3 0 0 0 0 0 0 NOON PM AM NOON AM PM NOON AM PM NOON PM AM National Data & Surveying Services Intersection Turning Movement Count Location:Millbrook Ave & Copper Ave City:Fresno Project ID:19-07067-004 Control:Date: NS/EW Streets: 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 7:00 AM 3 3 14 0 0 1 3 0 2 39 0 0 13 89 3 0 170 7:15 AM 3 0 28 0 1 0 2 0 1 81 3 0 22 88 2 0 231 7:30 AM 2 0 39 0 1 2 2 0 3 83 4 0 37 115 1 0 289 7:45 AM 3 0 32 0 0 3 2 0 2 59 4 0 37 110 1 0 253 8:00 AM 5 2 66 0 0 0 0 0 2 37 7 0 18 98 5 0 240 8:15 AM 9 0 65 0 2 0 0 0 3 43 3 0 16 74 3 0 218 8:30 AM 2 1 16 0 1 1 1 0 0 42 1 0 24 51 1 1 142 8:45 AM 1 0 20 0 0 2 4 0 1 58 3 0 11 54 4 0 158 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :28 6 280 0 5 9 14 0 14 442 25 0 178 679 20 1 1701 APPROACH %'s :8.92%1.91%89.17%0.00%17.86%32.14%50.00%0.00%2.91%91.89%5.20%0.00%20.27%77.33%2.28%0.11% PEAK HR :07:15 AM 38 37 44 07:30 AM TOTAL PEAK HR VOL :13 2 165 0 2 5 6 0 8 260 18 0 114 411 9 0 1013 PEAK HR FACTOR :0.650 0.250 0.625 0.000 0.500 0.417 0.750 0.000 0.667 0.783 0.643 0.000 0.770 0.893 0.450 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 4:00 PM 2 1 29 0 2 0 0 0 0 72 4 1 13 42 2 1 169 4:15 PM 4 3 32 0 1 1 1 0 4 106 6 0 14 30 0 0 202 4:30 PM 2 0 45 0 1 0 3 0 0 99 2 0 17 54 2 0 225 4:45 PM 9 1 30 0 0 0 0 0 5 122 4 1 13 55 0 0 240 5:00 PM 4 1 30 0 0 0 1 0 2 142 3 0 15 59 1 0 258 5:15 PM 5 1 39 0 0 0 1 0 3 111 6 0 18 49 1 0 234 5:30 PM 3 0 35 0 0 0 0 0 2 126 7 0 15 42 1 0 231 5:45 PM 1 1 29 0 0 2 3 0 5 122 8 1 19 28 0 0 219 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :30 8 269 0 4 3 9 0 21 900 40 3 124 359 7 1 1778 APPROACH %'s :9.77%2.61%87.62%0.00%25.00%18.75%56.25%0.00%2.18%93.36%4.15%0.31%25.25%73.12%1.43%0.20% PEAK HR :04:45 PM 292 289 296 05:00 PM TOTAL PEAK HR VOL :21 3 134 0 0 0 2 0 12 501 20 1 61 205 3 0 963 PEAK HR FACTOR :0.583 0.750 0.859 0.000 0.000 0.000 0.500 0.000 0.600 0.882 0.714 0.250 0.847 0.869 0.750 0.000 2/26/2019 Total 0.9330.908 WESTBOUND 0.897 0.876 SOUTHBOUND 0.878 0.500 04:45 PM - 05:45 PM PM AM 07:15 AM - 08:15 AM NORTHBOUND 0.616 SOUTHBOUND 0.650 0.794 EASTBOUND EASTBOUND Copper Ave NORTHBOUND Copper Ave 0.873 WESTBOUND Millbrook Ave Millbrook Ave National Data & Surveying Services Intersection Turning Movement Count Location:Millbrook Ave & Copper Ave City:Fresno Project ID:19-07067-004 Control:0 Date: NS/EW Streets: 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:45 AM 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 2 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :0 0 0 0 0 0 1 0 0 1 0 0 0 1 0 0 3 APPROACH %'s :0.00%0.00%100.00%0.00%0.00%100.00%0.00%0.00%0.00%100.00%0.00%0.00% PEAK HR :07:15 AM 38 37 44 TOTAL PEAK HR VOL :0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 PEAK HR FACTOR :0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.250 0.000 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 4:00 PM 0 0 0 0 0 0 0 0 0 1 0 0 0 1 0 0 2 4:15 PM 0 0 0 0 1 0 0 0 0 0 0 0 0 1 0 0 2 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:45 PM 0 0 0 0 0 0 0 0 0 1 0 0 0 0 1 0 2 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 0 3 0 0 0 0 0 0 0 3 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :0 0 0 0 1 0 0 0 3 2 0 0 0 2 2 0 10 APPROACH %'s :100.00%0.00%0.00%0.00%60.00%40.00%0.00%0.00%0.00%50.00%50.00%0.00% PEAK HR :04:45 PM 292 289 296 TOTAL PEAK HR VOL :0 0 0 0 0 0 0 0 3 1 0 0 0 0 1 0 5 PEAK HR FACTOR :0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.250 0.250 0.000 0.000 0.000 0.000 0.250 0.000 2/26/2019 04:45 PM - 05:45 PM 0.4170.333 0.250 07:15 AM - 08:15 AM 0.250 PM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND 0.250 AM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND Bikes Millbrook Ave Millbrook Ave Copper Ave Copper Ave National Data & Surveying Services Intersection Turning Movement Count Location:Millbrook Ave & Copper Ave Project ID:19-07067-004 City:Fresno Date:2/26/2019 NS/EW Streets: EB WB EB WB NB SB NB SB TOTAL 7:00 AM 0 0 0 0 0 0 0 0 0 7:15 AM 0 0 1 0 0 0 0 0 1 7:30 AM 0 0 0 0 0 0 0 0 0 7:45 AM 0 0 0 0 0 0 0 0 0 8:00 AM 0 0 0 1 0 0 0 0 1 8:15 AM 3 0 0 0 0 0 0 0 3 8:30 AM 0 2 0 0 0 0 0 0 2 8:45 AM 1 0 0 0 0 0 0 0 1 EB WB EB WB NB SB NB SB TOTAL TOTAL VOLUMES :4 2 1 1 0 0 0 0 8 APPROACH %'s :66.67%33.33%50.00%50.00% PEAK HR :07:15 AM 37 36 43 TOTAL PEAK HR VOL :0 0 1 1 0 0 0 0 2 PEAK HR FACTOR :0.250 0.250 Headers NEB NWB SEB SWB ENS ESB WNB WSB EB WB EB WB NB SB NB SB TOTAL 4:00 PM 22 13 0 0 0 0 0 0 35 4:15 PM 1 10 0 1 0 0 0 0 12 4:30 PM 0 0 0 0 0 0 0 0 0 4:45 PM 0 0 0 0 0 1 0 0 1 5:00 PM 0 0 0 0 0 0 0 0 0 5:15 PM 1 0 0 0 0 0 0 0 1 5:30 PM 1 0 0 0 0 0 0 0 1 5:45 PM 0 1 0 0 0 0 0 0 1 EB WB EB WB NB SB NB SB TOTAL TOTAL VOLUMES :25 24 0 1 0 1 0 0 51 APPROACH %'s :51.02%48.98%0.00%100.00%0.00%100.00% PEAK HR :04:45 PM 289 286 293 TOTAL PEAK HR VOL :2 0 0 0 0 1 0 0 3 PEAK HR FACTOR :0.500 0.250 Pedestrians (Crosswalks) WEST LEG 07:15 AM - 08:15 AM Copper Ave 04:45 PM - 05:45 PM 0.7500.500 0.250 PM NORTH LEG SOUTH LEG EAST LEG WEST LEG 0.5000.500 AM NORTH LEG SOUTH LEG EAST LEG Millbrook Ave Millbrook Ave Copper Ave Prepared by National Data & Surveying Services ID:Day: City:Date: AM AM NOON NOON PM PM AM NOON PM PM NOON AM 0 0 0 0 0 0 0 0 0 TEV 1890 0 1126 0 0 PHF 0.61 0.88 0 0 0 0 0 AM NOON PM PM NOON AM PM PM NOON NOON AM AM Peak Hour Turning Movement Count Total Vehicles (PM)Bikes (PM) Chestnut Ave & International Ave CONTROL WESTBOUNDTotal Vehicles (Noon) Pedestrians (Crosswalks) Bikes (NOON)COUNT PERIODSBikes (AM)PEAK HOURSTotal Vehicles (AM) 0 International AveEASTBOUNDChestnut Ave Chestnut Ave SOUTHBOUND NORTHBOUND International AveNOON AM PM 5 33 4 1 5 0 28 0 0 0 0 28 0 7 0 1 0 6 2 0 0 5 0 0 PM AM AM NOON PM PM NOON AM AM NOON PM NOON 0 0 0 0 22 0 0 0 1 0 0 5 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 176 344 84 28 423 200 66 90 43 4 237 162 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 70 188 41 23 166 72 125 135 73 22 121 61 2 5 0 1 2 0 0 0 0 0 0 0 NOON PM AM NOON AM PM NOON AM PM NOON PM AM National Data & Surveying Services Intersection Turning Movement Count Location:Chestnut Ave & International Ave City:Fresno Project ID:19-07067-005 Control:Date: NS/EW Streets: 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 7:00 AM 0 25 31 0 3 9 5 0 12 30 5 0 12 14 4 2 152 7:15 AM 3 65 50 0 12 8 11 0 60 73 7 0 34 41 12 6 382 7:30 AM 0 97 36 0 15 35 24 0 92 224 12 0 65 131 32 12 775 7:45 AM 1 50 45 0 13 38 26 0 36 96 4 0 65 158 36 13 581 8:00 AM 3 10 7 0 5 16 9 0 4 37 4 0 3 25 4 3 130 8:15 AM 4 7 15 0 5 12 5 0 5 28 6 0 5 5 2 0 99 8:30 AM 2 8 14 0 3 6 1 0 9 35 3 0 5 10 2 4 102 8:45 AM 1 16 15 0 4 5 2 0 5 32 3 0 9 12 8 1 113 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :14 278 213 0 60 129 83 0 223 555 44 0 198 396 100 41 2334 APPROACH %'s :2.77%55.05%42.18%0.00%22.06%47.43%30.51%0.00%27.13%67.52%5.35%0.00%26.94%53.88%13.61%5.58% PEAK HR :07:00 AM 37 37 44 07:30 AM TOTAL PEAK HR VOL :4 237 162 0 43 90 66 0 200 423 28 0 176 344 84 33 1890 PEAK HR FACTOR :0.333 0.611 0.810 0.000 0.717 0.592 0.635 0.000 0.543 0.472 0.583 0.000 0.677 0.544 0.583 0.635 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 4:00 PM 3 15 11 0 9 23 6 0 5 24 4 0 20 33 8 5 166 4:15 PM 8 13 4 0 8 16 4 0 8 33 4 0 16 28 5 3 150 4:30 PM 4 24 13 0 11 26 13 0 17 24 8 0 20 37 3 3 203 4:45 PM 5 47 18 0 16 24 29 0 28 43 6 0 20 44 8 6 294 5:00 PM 9 32 11 0 22 32 35 0 30 39 2 0 28 58 16 6 320 5:15 PM 3 19 13 0 16 35 35 0 9 35 10 0 14 45 8 11 253 5:30 PM 5 23 19 0 19 44 26 0 5 49 5 0 8 41 9 6 259 5:45 PM 7 14 15 0 10 13 9 0 13 37 2 0 6 32 6 6 170 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :44 187 104 0 111 213 157 0 115 284 41 0 132 318 63 46 1815 APPROACH %'s :13.13%55.82%31.04%0.00%23.08%44.28%32.64%0.00%26.14%64.55%9.32%0.00%23.61%56.89%11.27%8.23% PEAK HR :04:45 PM 292 289 296 05:00 PM TOTAL PEAK HR VOL :22 121 61 0 73 135 125 0 72 166 23 0 70 188 41 29 1126 PEAK HR FACTOR :0.611 0.644 0.803 0.000 0.830 0.767 0.893 0.000 0.600 0.847 0.575 0.000 0.625 0.810 0.641 0.659 2/26/2019 Total 0.8800.847 WESTBOUND 0.759 0.610 SOUTHBOUND 0.729 0.935 04:45 PM - 05:45 PM PM AM 07:00 AM - 08:00 AM NORTHBOUND 0.758 SOUTHBOUND 0.646 0.496 EASTBOUND EASTBOUND International Ave NORTHBOUND International Ave 0.585 WESTBOUND Chestnut Ave Chestnut Ave National Data & Surveying Services Intersection Turning Movement Count Location:Chestnut Ave & International Ave City:Fresno Project ID:19-07067-005 Control:0 Date: NS/EW Streets: 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 7:00 AM 0 0 0 0 0 0 0 0 0 4 0 0 0 0 0 0 4 7:15 AM 0 0 4 0 0 0 0 0 0 3 0 0 0 0 0 0 7 7:30 AM 0 0 1 0 1 0 0 0 0 12 0 0 0 0 0 0 14 7:45 AM 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0 0 3 8:00 AM 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 1 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :0 0 5 0 1 0 0 0 0 23 0 0 0 0 0 0 29 APPROACH %'s :0.00%0.00%100.00%0.00%100.00%0.00%0.00%0.00%0.00%100.00%0.00%0.00% PEAK HR :07:00 AM 37 37 44 TOTAL PEAK HR VOL :0 0 5 0 1 0 0 0 0 22 0 0 0 0 0 0 28 PEAK HR FACTOR :0.000 0.000 0.313 0.000 0.250 0.000 0.000 0.000 0.000 0.458 0.000 0.000 0.000 0.000 0.000 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 1 2 0 0 3 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 0 0 0 0 0 0 0 1 0 0 0 1 0 0 2 4:45 PM 0 0 0 0 0 0 0 0 0 2 0 0 1 1 0 0 4 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 2 5:15 PM 0 0 0 0 0 0 0 0 0 0 1 0 1 2 0 0 4 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:45 PM 0 0 0 0 1 0 1 0 0 1 0 0 1 0 0 0 4 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :0 0 0 0 1 0 1 0 0 4 1 0 4 8 0 0 19 APPROACH %'s :50.00%0.00%50.00%0.00%0.00%80.00%20.00%0.00%33.33%66.67%0.00%0.00% PEAK HR :04:45 PM 292 289 296 TOTAL PEAK HR VOL :0 0 0 0 0 0 0 0 0 2 1 0 2 5 0 0 10 PEAK HR FACTOR :0.00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.250 0.250 0.000 0.500 0.625 0.000 0.000 2/26/2019 04:45 PM - 05:45 PM 0.6250.375 0.583 07:00 AM - 08:00 AM 0.5000.313 PM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND 0.250 0.458 AM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND Bikes Chestnut Ave Chestnut Ave International Ave International Ave National Data & Surveying Services Intersection Turning Movement Count Location:Chestnut Ave & International Ave Project ID:19-07067-005 City:Fresno Date:2/26/2019 NS/EW Streets: EB WB EB WB NB SB NB SB TOTAL 7:00 AM 0 0 2 0 7 0 0 0 9 7:15 AM 4 0 7 0 3 0 2 0 16 7:30 AM 16 0 18 0 16 1 2 0 53 7:45 AM 8 0 1 0 7 0 1 0 17 8:00 AM 0 0 1 0 0 0 0 1 2 8:15 AM 0 0 1 0 0 0 0 0 1 8:30 AM 2 0 0 1 0 0 1 0 4 8:45 AM 0 2 0 0 0 0 0 0 2 EB WB EB WB NB SB NB SB TOTAL TOTAL VOLUMES :30 2 30 1 33 1 6 1 104 APPROACH %'s :93.75%6.25%96.77%3.23%97.06%2.94%85.71%14.29% PEAK HR :07:00 AM 36 36 43 TOTAL PEAK HR VOL :28 0 28 0 33 1 5 0 95 PEAK HR FACTOR :0.438 0.389 0.516 0.250 0.625 Headers NEB NWB SEB SWB ENS ESB WNB WSB EB WB EB WB NB SB NB SB TOTAL 4:00 PM 3 2 0 3 0 4 0 1 13 4:15 PM 0 0 0 0 0 0 0 2 2 4:30 PM 0 1 1 0 0 0 0 1 3 4:45 PM 0 0 3 1 4 0 0 0 8 5:00 PM 0 0 3 2 0 3 0 0 8 5:15 PM 1 2 1 1 2 1 0 0 8 5:30 PM 0 3 0 1 0 0 0 2 6 5:45 PM 0 0 0 1 3 0 0 1 5 EB WB EB WB NB SB NB SB TOTAL TOTAL VOLUMES :4 8 8 9 9 8 0 7 53 APPROACH %'s :33.33%66.67%47.06%52.94%52.94%47.06%0.00%100.00% PEAK HR :04:45 PM 289 286 293 TOTAL PEAK HR VOL :1 5 7 5 6 4 0 2 30 PEAK HR FACTOR :0.250 0.417 0.583 0.625 0.375 0.333 0.250 Pedestrians (Crosswalks) WEST LEG 07:00 AM - 08:00 AM International Ave 04:45 PM - 05:45 PM 0.9380.500 0.600 0.625 0.250 PM NORTH LEG SOUTH LEG EAST LEG WEST LEG 0.4480.438 0.389 0.500 0.625 AM NORTH LEG SOUTH LEG EAST LEG Chestnut Ave Chestnut Ave International Ave Prepared by National Data & Surveying Services ID:Day: City:Date: AM AM NOON NOON PM PM AM NOON PM PM NOON AM 0 0 0 0 0 0 0 0 0 TEV 1477 0 1134 0 0 PHF 0.76 0.89 0 0 0 0 0 AM NOON PM PM NOON AM PM PM NOON NOON AM AM Peak Hour Turning Movement Count Total Vehicles (PM)Bikes (PM) Chestnut Ave & Behymer Ave CONTROL WESTBOUNDTotal Vehicles (Noon) Pedestrians (Crosswalks) Bikes (NOON)COUNT PERIODSBikes (AM)PEAK HOURSTotal Vehicles (AM) 0 Behymer AveEASTBOUNDChestnut Ave Chestnut Ave SOUTHBOUND NORTHBOUND Behymer AveNOON AM PM 2 2 1 2 1 0 2 0 1 0 3 12 0 1 0 2 0 0 1 0 3 7 0 0 PM AM AM NOON PM PM NOON AM AM NOON PM NOON 0 1 0 1 0 1 0 0 0 0 7 0 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 63 165 65 39 247 101 52 184 138 51 194 135 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 35 244 57 15 175 45 72 130 88 32 129 82 0 2 0 0 3 0 0 3 0 0 0 0 NOON PM AM NOON AM PM NOON AM PM NOON PM AM National Data & Surveying Services Intersection Turning Movement Count Location:Chestnut Ave & Behymer Ave City:Fresno Project ID:19-07067-006 Control:Date: NS/EW Streets: 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 7:00 AM 4 35 3 0 14 15 10 0 12 28 2 3 2 20 6 0 154 7:15 AM 3 77 10 0 22 40 11 0 34 46 5 6 3 30 15 1 303 7:30 AM 9 74 54 0 54 60 19 0 49 75 2 0 10 50 29 4 489 7:45 AM 10 27 26 0 40 66 18 0 10 75 7 10 22 52 14 3 380 8:00 AM 29 16 45 0 22 18 4 0 8 51 25 7 28 33 7 12 305 8:15 AM 36 20 51 0 10 14 6 0 3 36 11 4 13 25 5 12 246 8:30 AM 11 15 11 0 8 14 10 0 12 36 5 2 3 22 6 1 156 8:45 AM 3 15 11 0 7 13 2 0 7 36 4 4 6 30 3 2 143 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :105 279 211 0 177 240 80 0 135 383 61 36 87 262 85 35 2176 APPROACH %'s :17.65%46.89%35.46%0.00%35.61%48.29%16.10%0.00%21.95%62.28%9.92%5.85%18.55%55.86%18.12%7.46% PEAK HR :07:15 AM 38 37 44 07:30 AM TOTAL PEAK HR VOL :51 194 135 0 138 184 52 0 101 247 39 23 63 165 65 20 1477 PEAK HR FACTOR :0.440 0.630 0.625 0.000 0.639 0.697 0.684 0.000 0.515 0.823 0.390 0.575 0.563 0.793 0.560 0.417 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 4:00 PM 2 24 6 0 13 34 6 0 6 24 5 2 8 23 4 0 157 4:15 PM 4 15 11 0 16 22 9 0 6 29 6 2 6 61 9 7 203 4:30 PM 11 26 25 0 21 32 15 0 6 42 2 4 12 61 13 5 275 4:45 PM 6 54 13 0 17 30 17 0 12 38 5 5 15 50 11 0 273 5:00 PM 6 27 16 0 15 45 19 0 9 30 3 8 6 65 18 0 267 5:15 PM 11 23 18 0 34 24 20 0 11 44 2 7 8 61 12 2 277 5:30 PM 9 25 35 0 22 31 16 0 13 63 5 7 6 68 16 1 317 5:45 PM 4 25 18 0 14 19 4 0 10 54 6 5 10 56 15 1 241 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :53 219 142 0 152 237 106 0 73 324 34 40 71 445 98 16 2010 APPROACH %'s :12.80%52.90%34.30%0.00%30.71%47.88%21.41%0.00%15.50%68.79%7.22%8.49%11.27%70.63%15.56%2.54% PEAK HR :04:45 PM 292 289 296 05:30 PM TOTAL PEAK HR VOL :32 129 82 0 88 130 72 0 45 175 15 27 35 244 57 3 1134 PEAK HR FACTOR :0.727 0.597 0.586 0.000 0.647 0.722 0.900 0.000 0.865 0.694 0.750 0.844 0.583 0.897 0.792 0.375 2/26/2019 Total 0.8940.744 WESTBOUND 0.931 0.755 SOUTHBOUND 0.832 0.918 04:45 PM - 05:45 PM PM AM 07:15 AM - 08:15 AM NORTHBOUND 0.693 SOUTHBOUND 0.703 0.813 EASTBOUND EASTBOUND Behymer Ave NORTHBOUND Behymer Ave 0.841 WESTBOUND Chestnut Ave Chestnut Ave National Data & Surveying Services Intersection Turning Movement Count Location:Chestnut Ave & Behymer Ave City:Fresno Project ID:19-07067-006 Control:0 Date: NS/EW Streets: 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:15 AM 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 7:30 AM 0 4 0 0 0 0 0 0 1 0 0 0 0 0 0 0 5 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 8:00 AM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :0 7 0 0 0 0 0 0 1 0 1 0 0 1 0 0 10 APPROACH %'s :0.00%100.00%0.00%0.00%50.00%0.00%50.00%0.00%0.00%100.00%0.00%0.00% PEAK HR :07:15 AM 38 37 44 TOTAL PEAK HR VOL :0 7 0 0 0 0 0 0 1 0 1 0 0 1 0 0 10 PEAK HR FACTOR :0.000 0.438 0.000 0.000 0.000 0.000 0.000 0.000 0.250 0.000 0.250 0.000 0.000 0.250 0.000 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 4:00 PM 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 2 4:15 PM 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 1 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 4:45 PM 0 0 0 0 0 2 0 0 0 1 0 0 0 0 0 0 3 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:15 PM 0 0 0 0 0 1 0 0 0 2 0 0 0 0 0 0 3 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 2 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :0 0 0 0 0 6 0 0 0 3 0 0 0 3 0 0 12 APPROACH %'s :0.00%100.00%0.00%0.00%0.00%100.00%0.00%0.00%0.00%100.00%0.00%0.00% PEAK HR :04:45 PM 292 289 296 TOTAL PEAK HR VOL :0 0 0 0 0 3 0 0 0 3 0 0 0 2 0 0 8 PEAK HR FACTOR :0.00 0.000 0.000 0.000 0.000 0.375 0.000 0.000 0.000 0.375 0.000 0.000 0.000 0.250 0.000 0.000 2/26/2019 04:45 PM - 05:45 PM 0.6670.375 0.375 0.250 07:15 AM - 08:15 AM 0.5000.438 PM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND 0.500 0.250 AM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND Bikes Chestnut Ave Chestnut Ave Behymer Ave Behymer Ave National Data & Surveying Services Intersection Turning Movement Count Location:Chestnut Ave & Behymer Ave Project ID:19-07067-006 City:Fresno Date:2/26/2019 NS/EW Streets: EB WB EB WB NB SB NB SB TOTAL 7:00 AM 0 0 1 0 3 0 0 0 4 7:15 AM 2 0 0 0 1 0 2 0 5 7:30 AM 0 0 0 0 1 0 4 0 5 7:45 AM 0 0 7 3 0 0 1 3 14 8:00 AM 0 1 5 0 0 2 0 0 8 8:15 AM 0 0 16 3 0 0 0 3 22 8:30 AM 0 0 1 1 0 0 0 1 3 8:45 AM 0 0 0 0 0 0 0 0 0 EB WB EB WB NB SB NB SB TOTAL TOTAL VOLUMES :2 1 30 7 5 2 7 7 61 APPROACH %'s :66.67%33.33%81.08%18.92%71.43%28.57%50.00%50.00% PEAK HR :07:15 AM 37 36 43 TOTAL PEAK HR VOL :2 1 12 3 2 2 7 3 32 PEAK HR FACTOR :0.250 0.250 0.429 0.250 0.500 0.250 0.438 0.250 Headers NEB NWB SEB SWB ENS ESB WNB WSB EB WB EB WB NB SB NB SB TOTAL 4:00 PM 0 0 0 0 0 0 0 0 0 4:15 PM 2 0 0 0 1 3 0 1 7 4:30 PM 0 0 1 2 1 0 1 1 6 4:45 PM 0 0 0 0 0 0 0 0 0 5:00 PM 2 1 0 1 0 1 0 0 5 5:15 PM 0 0 1 0 0 0 0 1 2 5:30 PM 0 0 0 1 0 0 0 0 1 5:45 PM 0 0 0 0 0 0 0 0 0 EB WB EB WB NB SB NB SB TOTAL TOTAL VOLUMES :4 1 2 4 2 4 1 3 21 APPROACH %'s :80.00%20.00%33.33%66.67%33.33%66.67%25.00%75.00% PEAK HR :04:45 PM 289 286 293 TOTAL PEAK HR VOL :2 1 1 2 0 1 0 1 8 PEAK HR FACTOR :0.250 0.250 0.250 0.500 0.250 0.250 Pedestrians (Crosswalks) WEST LEG 07:15 AM - 08:15 AM Behymer Ave 04:45 PM - 05:45 PM 0.4000.250 0.750 0.250 0.250 PM NORTH LEG SOUTH LEG EAST LEG WEST LEG 0.5710.375 0.375 0.500 0.625 AM NORTH LEG SOUTH LEG EAST LEG Chestnut Ave Chestnut Ave Behymer Ave 04/18/2019 TRACT 6249 MORTON-PITALLO Synchro 10 Report KD ANDERSON & ASSOC Page 1 Intersection Int Delay, s/veh 4.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 2 0 52 1 86 4 150 26 194 202 1 Future Vol, veh/h 1 2 0 52 1 86 4 150 26 194 202 1 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - Free - - None - - None Storage Length -----220205--300-- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 86 86 86 86 86 86 86 86 86 86 86 86 Heavy Vehicles, % 2 22222222222 Mvmt Flow 1 2 0 60 1 100 5 174 30 226 235 1 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 786 902 118 770 887 - 236 0 0 204 0 0 Stage 1 688 688 - 199 199 ------- Stage 2 98 214 - 571 688 ------- Critical Hdwy 7.54 6.54 6.94 7.54 6.54 - 4.14 - - 4.14 - - Critical Hdwy Stg 1 6.54 5.54 - 6.54 5.54 ------- Critical Hdwy Stg 2 6.54 5.54 - 6.54 5.54 ------- Follow-up Hdwy 3.52 4.02 3.32 3.52 4.02 - 2.22 - - 2.22 - - Pot Cap-1 Maneuver 283 276 912 290 282 0 1328 - - 1365 - - Stage 1 403 445 - 784 735 0 ------ Stage 2 898 724 - 473 445 0 ------ Platoon blocked, % - - - - Mov Cap-1 Maneuver 245 229 912 251 234 - 1328 - - 1365 - - Mov Cap-2 Maneuver 245 229 - 251 234 ------- Stage 1 401 371 - 781 732 ------- Stage 2 893 721 - 392 371 ------- Approach EB WB NB SB HCM Control Delay, s 20.6 23.9 0.2 4 HCM LOS C C Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1328 - - 234 251 - 1365 - - HCM Lane V/C Ratio 0.004 - - 0.015 0.246 - 0.165 - - HCM Control Delay (s) 7.7 - - 20.6 23.9 0 8.2 - - HCM Lane LOS A - - C C A A - - HCM 95th %tile Q(veh) 0 - - 0 0.9 - 0.6 - - 04/18/2019 TRACT 6249 MORTON-PITALLO Synchro 10 Report KD ANDERSON & ASSOC Page 2 Intersection Int Delay, s/veh 3.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 8 260 18 114 411 9 13 2 165 6 5 2 Future Vol, veh/h 8 260 18 114 411 9 13 2 165 6 5 2 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 240 - 210 265 - 260 330 - 150 175 - 100 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 88 88 88 88 88 88 88 88 88 88 88 88 Heavy Vehicles, % 2 22222222222 Mvmt Flow 9 295 20 130 467 10 15 2 188 7 6 2 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 477 0 0 315 0 0 810 1050 148 894 1060 234 Stage 1 ------313313-727727- Stage 2 ------497737-167333- Critical Hdwy 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 ------6.54 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 ------6.54 5.54 - 6.54 5.54 - Follow-up Hdwy 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 1082 - - 1242 - - 271 226 872 236 223 768 Stage 1 ------672656-381427- Stage 2 ------523423-818642- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1082 - - 1242 - - 242 201 872 168 198 768 Mov Cap-2 Maneuver ------242201-168198- Stage 1 ------667651-378382- Stage 2 ------460379-635637- Approach EB WB NB SB HCM Control Delay, s 0.2 1.8 11.2 23.2 HCM LOS B C Minor Lane/Major Mvmt NBLn1NBLn2NBLn3 EBL EBT EBR WBL WBT WBRSBLn1SBLn2SBLn3 Capacity (veh/h) 242 201 872 1082 - - 1242 - - 168 198 768 HCM Lane V/C Ratio 0.061 0.011 0.215 0.008 - - 0.104 - - 0.041 0.029 0.003 HCM Control Delay (s) 20.8 23.1 10.3 8.4 - - 8.2 - - 27.3 23.7 9.7 HCM Lane LOS C C B A - - A - - D C A HCM 95th %tile Q(veh) 0.2 0 0.8 0 - - 0.3 - - 0.1 0.1 0 04/18/2019 TRACT 6249 MORTON-PITALLO Synchro 10 Report KD ANDERSON & ASSOC Page 3 Intersection Intersection Delay, s/veh 40.2 Intersection LOS E Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 17 236 197 60 253 4 167 5 72 7 8 25 Future Vol, veh/h 17 236 197 60 253 4 167 5 72 7 8 25 Peak Hour Factor 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 Heavy Vehicles, %222222222222 Mvmt Flow 23 315 263 80 337 5 223 7 96 9 11 33 Number of Lanes 110110110010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2212 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1222 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2122 HCM Control Delay 69.5 20.2 16.5 12.7 HCM LOS F C C B Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 Vol Left, % 100% 0% 100% 0% 100% 0% 17% Vol Thru, % 0% 6% 0% 55% 0% 98% 20% Vol Right, % 0% 94% 0% 45% 0% 2% 62% Sign Control Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 167 77 17 433 60 257 40 LT Vol 167 0 17 0 60 0 7 Through Vol 0 5 0 236 0 253 8 RT Vol 0 72 0 197 0 4 25 Lane Flow Rate 223 103 23 577 80 343 53 Geometry Grp 7777776 Degree of Util (X) 0.498 0.196 0.046 1.033 0.165 0.656 0.122 Departure Headway (Hd) 8.227 7.04 7.28 6.443 7.574 7.05 8.477 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Cap 441 513 495 566 477 517 426 Service Time 5.927 4.74 4.98 4.143 5.274 4.75 6.477 HCM Lane V/C Ratio 0.506 0.201 0.046 1.019 0.168 0.663 0.124 HCM Control Delay 18.8 11.4 10.3 71.8 11.8 22.2 12.7 HCM Lane LOS C B B F B C B HCM 95th-tile Q 2.7 0.7 0.1 15.9 0.6 4.7 0.4 04/18/2019 TRACT 6249 MORTON-PITALLO Synchro 10 Report KD ANDERSON & ASSOC Page 4 Intersection Intersection Delay, s/veh45.1 Intersection LOS E Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 20 157 139 124 216 47 59 53 30 47 193 41 Future Vol, veh/h 20 157 139 124 216 47 59 53 30 47 193 41 Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 Heavy Vehicles, % 2 22222222222 Mvmt Flow 25 199 176 157 273 59 75 67 38 59 244 52 Number of Lanes 0 10010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 37.1 69.7 18.4 33.6 HCM LOS E F C D Lane NBLn1EBLn1WBLn1SBLn1 Vol Left, % 42% 6% 32% 17% Vol Thru, % 37% 50% 56% 69% Vol Right, % 21% 44% 12% 15% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 142 316 387 281 LT Vol 59 20 124 47 Through Vol 53 157 216 193 RT Vol 30 139 47 41 Lane Flow Rate 180 400 490 356 Geometry Grp 1111 Degree of Util (X) 0.434 0.826 1.005 0.778 Departure Headway (Hd) 8.696 7.435 7.389 7.874 Convergence, Y/N Yes Yes Yes Yes Cap 412 484 490 459 Service Time 6.793 5.511 5.46 5.948 HCM Lane V/C Ratio 0.437 0.826 1 0.776 HCM Control Delay 18.4 37.1 69.7 33.6 HCM Lane LOS C E F D HCM 95th-tile Q 2.1 8 13.6 6.8 06/05/2019 TRACT 6249 Synchro 10 Report KDANDERSON & ASSOCIATES Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 328 693 46 343 564 138 7 389 266 70 148 108 v/c Ratio 0.81 0.79 0.10 0.82 0.62 0.29 0.06 0.80 0.55 0.44 0.12 0.18 Control Delay 57.5 46.4 0.5 58.0 40.6 9.8 57.5 52.9 24.6 61.4 26.0 6.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 57.5 46.4 0.5 58.0 40.6 9.8 57.5 52.9 24.6 61.4 26.0 6.6 Queue Length 50th (ft) 231 258 0 241 197 6 5 271 89 50 36 0 Queue Length 95th (ft) 234 218 0 245 176 12 15 259 87 72 50 8 Internal Link Dist (ft) 2482 2416 777 1023 Turn Bay Length (ft) 200 150 245 150 190 85 200 200 Base Capacity (vph) 537 1050 521 537 1058 542 136 618 584 209 1460 705 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.61 0.66 0.09 0.64 0.53 0.25 0.05 0.63 0.46 0.33 0.10 0.15 Intersection Summary 06/05/2019 TRACT 6249 Synchro 10 Report KDANDERSON & ASSOCIATES Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 200 423 28 209 344 84 4 237 162 43 90 66 Future Volume (veh/h) 200 423 28 209 344 84 4 237 162 43 90 66 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 0.96 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 328 693 46 343 564 138 7 389 266 70 148 108 Peak Hour Factor 0.61 0.61 0.61 0.61 0.61 0.61 0.61 0.61 0.61 0.61 0.61 0.61 Percent Heavy Veh, %222222222222 Cap, veh/h 368 928 399 383 957 413 16 512 418 91 1122 498 Arrive On Green 0.21 0.26 0.26 0.22 0.27 0.27 0.01 0.27 0.27 0.05 0.32 0.32 Sat Flow, veh/h 1781 3554 1530 1781 3554 1532 1781 1870 1528 1781 3554 1578 Grp Volume(v), veh/h 328 693 46 343 564 138 7 389 266 70 148 108 Grp Sat Flow(s),veh/h/ln 1781 1777 1530 1781 1777 1532 1781 1870 1528 1781 1777 1578 Q Serve(g_s), s 17.4 17.4 2.2 18.2 13.4 7.0 0.4 18.6 14.9 3.8 2.9 4.9 Cycle Q Clear(g_c), s 17.4 17.4 2.2 18.2 13.4 7.0 0.4 18.6 14.9 3.8 2.9 4.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 368 928 399 383 957 413 16 512 418 91 1122 498 V/C Ratio(X) 0.89 0.75 0.12 0.90 0.59 0.33 0.44 0.76 0.64 0.77 0.13 0.22 Avail Cap(c_a), veh/h 540 1015 437 540 1015 437 137 611 499 210 1307 580 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 37.5 33.0 27.4 37.2 30.9 28.6 48.0 32.4 31.1 45.7 23.8 24.5 Incr Delay (d2), s/veh 12.3 2.8 0.1 13.4 0.8 0.5 18.3 4.6 2.0 12.9 0.1 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 8.5 7.5 0.8 9.0 5.6 2.5 0.2 8.8 5.5 2.0 1.2 1.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 49.8 35.8 27.5 50.6 31.7 29.0 66.3 37.0 33.1 58.6 23.8 24.7 LnGrp LOS DDCDCCEDCECC Approach Vol, veh/h 1067 1045 662 326 Approach Delay, s/veh 39.8 37.6 35.7 31.6 Approach LOS DDDC Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 9.5 31.9 25.4 30.6 5.4 36.0 24.6 31.4 Change Period (Y+Rc), s 4.5 5.2 4.5 5.2 4.5 5.2 4.5 5.2 Max Green Setting (Gmax), s 11.5 31.8 29.5 27.8 7.5 35.8 29.5 27.8 Max Q Clear Time (g_c+I1), s 5.8 20.6 20.2 19.4 2.4 6.9 19.4 15.4 Green Ext Time (p_c), s 0.1 2.6 0.7 2.9 0.0 1.2 0.7 3.2 Intersection Summary HCM 6th Ctrl Delay 37.3 HCM 6th LOS D Notes User approved pedestrian interval to be less than phase max green. 06/05/2019 TRACT 6249 Synchro 10 Report KDANDERSON & ASSOCIATES Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 163 325 51 109 217 86 67 255 178 68 239 182 v/c Ratio 0.44 0.39 0.11 0.36 0.30 0.19 0.26 0.50 0.32 0.25 0.46 0.32 Control Delay 33.8 25.5 0.5 37.0 28.4 0.9 38.1 27.8 6.3 37.1 26.5 6.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 33.8 25.5 0.5 37.0 28.4 0.9 38.1 27.8 6.3 37.1 26.5 6.1 Queue Length 50th (ft) 55 57 0 37 38 0 23 85 0 23 79 0 Queue Length 95th (ft) 151 116 0 116 89 0 80 193 27 80 176 26 Internal Link Dist (ft) 2486 2397 1359 1717 Turn Bay Length (ft) 255 120 225 75 105 135 115 115 Base Capacity (vph) 808 1651 799 521 1076 595 413 1111 1016 485 1157 1052 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.20 0.20 0.06 0.21 0.20 0.14 0.16 0.23 0.18 0.14 0.21 0.17 Intersection Summary 06/05/2019 TRACT 6249 Synchro 10 Report KDANDERSON & ASSOCIATES Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 124 247 39 83 165 65 51 194 135 52 182 138 Future Volume (veh/h) 124 247 39 83 165 65 51 194 135 52 182 138 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 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 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 163 325 51 109 217 86 67 255 178 68 239 182 Peak Hour Factor 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 Percent Heavy Veh, %222222222222 Cap, veh/h 219 626 279 154 495 221 116 412 349 117 413 350 Arrive On Green 0.12 0.18 0.18 0.09 0.14 0.14 0.06 0.22 0.22 0.07 0.22 0.22 Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 1781 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 163 325 51 109 217 86 67 255 178 68 239 182 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1781 1870 1585 1781 1870 1585 Q Serve(g_s), s 3.7 3.4 1.1 2.5 2.3 2.0 1.5 5.1 4.1 1.5 4.7 4.2 Cycle Q Clear(g_c), s 3.7 3.4 1.1 2.5 2.3 2.0 1.5 5.1 4.1 1.5 4.7 4.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 219 626 279 154 495 221 116 412 349 117 413 350 V/C Ratio(X) 0.74 0.52 0.18 0.71 0.44 0.39 0.58 0.62 0.51 0.58 0.58 0.52 Avail Cap(c_a), veh/h 968 1871 835 624 1185 528 495 1423 1206 581 1513 1283 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 17.5 15.5 14.5 18.4 16.3 16.2 18.8 14.6 14.2 18.8 14.4 14.2 Incr Delay (d2), s/veh 4.9 0.7 0.3 5.9 0.6 1.1 4.5 1.5 1.2 4.5 1.3 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.5 1.2 0.3 1.1 0.8 0.7 0.7 1.9 1.2 0.7 1.7 1.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 22.4 16.1 14.8 24.3 16.9 17.3 23.3 16.1 15.3 23.3 15.7 15.4 LnGrp LOS C B B C B B C B B C B B Approach Vol, veh/h 539 412 500 489 Approach Delay, s/veh 17.9 19.0 16.8 16.6 Approach LOS BBBB Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 7.2 13.6 8.1 12.5 7.2 13.6 9.6 11.0 Change Period (Y+Rc), s 4.5 4.5 4.5 5.2 4.5 4.5 4.5 5.2 Max Green Setting (Gmax), s 13.5 31.5 14.5 21.8 11.5 33.5 22.5 13.8 Max Q Clear Time (g_c+I1), s 3.5 7.1 4.5 5.4 3.5 6.7 5.7 4.3 Green Ext Time (p_c), s 0.1 2.0 0.2 1.9 0.1 2.0 0.4 1.0 Intersection Summary HCM 6th Ctrl Delay 17.5 HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. 06/05/2019 TRACT 6249 Synchro 10 Report KDANDERSON & ASSOCIATES Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR Lane Group Flow (vph) 23 315 263 80 337 5 223 103 9 11 33 v/c Ratio 0.11 0.58 0.41 0.31 0.46 0.01 0.54 0.17 0.04 0.04 0.09 Control Delay 39.2 28.1 5.7 37.9 21.4 0.0 33.6 5.9 39.4 29.8 0.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 39.2 28.1 5.7 37.9 21.4 0.0 33.6 5.9 39.4 29.8 0.5 Queue Length 50th (ft) 9 109 0 30 81 0 80 2340 Queue Length 95th (ft) 35 221 25 86 230 0 186 23 19 17 0 Internal Link Dist (ft) 2508 690 1488 777 Turn Bay Length (ft) 280 200 170 150 150 125 100 Base Capacity (vph) 261 1602 1398 331 1631 1402 680 883 261 516 541 Starvation Cap Reductn 00000000000 Spillback Cap Reductn 00000000000 Storage Cap Reductn 00000000000 Reduced v/c Ratio 0.09 0.20 0.19 0.24 0.21 0.00 0.33 0.12 0.03 0.02 0.06 Intersection Summary 06/05/2019 TRACT 6249 Synchro 10 Report KDANDERSON & ASSOCIATES Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 17 236 197 60 253 4 167 5 72 7 8 25 Future Volume (veh/h) 17 236 197 60 253 4 167 5 72 7 8 25 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 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 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 23 315 263 80 337 5 223 7 96 9 11 33 Peak Hour Factor 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 Percent Heavy Veh, %222222222222 Cap, veh/h 49 475 403 125 555 470 292 27 370 21 178 151 Arrive On Green 0.03 0.25 0.25 0.07 0.30 0.30 0.16 0.25 0.25 0.01 0.10 0.10 Sat Flow, veh/h 1781 1870 1585 1781 1870 1585 1781 109 1493 1781 1870 1585 Grp Volume(v), veh/h 23 315 263 80 337 5 223 0 103 9 11 33 Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 1870 1585 1781 0 1602 1781 1870 1585 Q Serve(g_s), s 0.6 6.8 6.7 2.0 6.9 0.1 5.4 0.0 2.3 0.2 0.2 0.9 Cycle Q Clear(g_c), s 0.6 6.8 6.7 2.0 6.9 0.1 5.4 0.0 2.3 0.2 0.2 0.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.93 1.00 1.00 Lane Grp Cap(c), veh/h 49 475 403 125 555 470 292 0 397 21 178 151 V/C Ratio(X) 0.46 0.66 0.65 0.64 0.61 0.01 0.76 0.00 0.26 0.43 0.06 0.22 Avail Cap(c_a), veh/h 297 2490 2110 377 2573 2181 773 0 874 297 521 441 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 21.5 15.0 15.0 20.3 13.6 11.2 17.9 0.0 13.6 22.0 18.5 18.8 Incr Delay (d2), s/veh 6.6 1.6 1.8 5.3 1.1 0.0 4.1 0.0 0.3 13.1 0.1 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 2.3 1.9 0.8 2.2 0.0 2.2 0.0 0.7 0.2 0.1 0.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 28.2 16.6 16.8 25.6 14.6 11.2 22.1 0.0 13.9 35.2 18.6 19.5 LnGrp LOS C B B C B B C A B D B B Approach Vol, veh/h 601 422 326 53 Approach Delay, s/veh 17.1 16.7 19.5 22.0 Approach LOS B B B C Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 5.0 15.6 7.7 16.6 11.9 8.8 5.7 18.5 Change Period (Y+Rc), s 4.5 4.5 4.5 5.2 4.5 4.5 4.5 5.2 Max Green Setting (Gmax), s 7.5 24.5 9.5 59.8 19.5 12.5 7.5 61.8 Max Q Clear Time (g_c+I1), s 2.2 4.3 4.0 8.8 7.4 2.9 2.6 8.9 Green Ext Time (p_c), s 0.0 0.5 0.1 2.6 0.5 0.1 0.0 1.9 Intersection Summary HCM 6th Ctrl Delay 17.7 HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. 06/05/2019 TRACT 6249 Synchro 10 Report KDANDERSON & ASSOCIATES Page 3 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 38 375 157 332 75 108 59 296 v/c Ratio 0.22 0.75 0.57 0.45 0.36 0.24 0.31 0.67 Control Delay 45.1 37.5 47.0 24.6 44.9 24.4 45.0 38.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 45.1 37.5 47.0 24.6 44.9 24.4 45.0 38.4 Queue Length 50th (ft) 19 166 78 136 38 36 30 141 Queue Length 95th (ft) 52 266 154 232 83 77 70 227 Internal Link Dist (ft) 1168 2435 1529 9418 Turn Bay Length (ft) 300 300 300 300 Base Capacity (vph) 298 788 346 863 346 608 705 955 Starvation Cap Reductn 00000000 Spillback Cap Reductn 00000000 Storage Cap Reductn 00000000 Reduced v/c Ratio 0.13 0.48 0.45 0.38 0.22 0.18 0.08 0.31 Intersection Summary 06/05/2019 TRACT 6249 Synchro 10 Report KDANDERSON & ASSOCIATES Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 30 157 139 124 216 47 59 53 32 47 193 41 Future Volume (veh/h) 30 157 139 124 216 47 59 53 32 47 193 41 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 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 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 38 199 176 157 273 59 75 67 41 59 244 52 Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 Percent Heavy Veh, %222222222222 Cap, veh/h 71 248 220 203 515 111 108 242 148 95 321 68 Arrive On Green 0.04 0.27 0.27 0.11 0.35 0.35 0.06 0.22 0.22 0.05 0.22 0.22 Sat Flow, veh/h 1781 915 809 1781 1490 322 1781 1086 665 1781 1495 319 Grp Volume(v), veh/h 38 0 375 157 0 332 75 0 108 59 0 296 Grp Sat Flow(s),veh/h/ln 1781 0 1725 1781 0 1812 1781 0 1751 1781 0 1813 Q Serve(g_s), s 1.2 0.0 11.6 4.9 0.0 8.4 2.4 0.0 2.9 1.9 0.0 8.8 Cycle Q Clear(g_c), s 1.2 0.0 11.6 4.9 0.0 8.4 2.4 0.0 2.9 1.9 0.0 8.8 Prop In Lane 1.00 0.47 1.00 0.18 1.00 0.38 1.00 0.18 Lane Grp Cap(c), veh/h 71 0 468 203 0 627 108 0 390 95 0 390 V/C Ratio(X) 0.54 0.00 0.80 0.77 0.00 0.53 0.69 0.00 0.28 0.62 0.00 0.76 Avail Cap(c_a), veh/h 389 0 987 451 0 1101 451 0 727 917 0 1228 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 27.0 0.0 19.4 24.7 0.0 15.0 26.4 0.0 18.4 26.6 0.0 21.1 Incr Delay (d2), s/veh 6.2 0.0 3.2 6.1 0.0 0.7 7.7 0.0 0.4 6.5 0.0 3.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 0.0 4.2 2.1 0.0 2.8 1.1 0.0 1.0 0.9 0.0 3.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 33.2 0.0 22.7 30.8 0.0 15.7 34.0 0.0 18.8 33.1 0.0 24.2 LnGrp LOS C A C C A B C A B C A C Approach Vol, veh/h 413 489 183 355 Approach Delay, s/veh 23.6 20.5 25.1 25.6 Approach LOS CCCC Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 7.5 18.0 11.0 20.8 8.0 17.5 6.8 25.0 Change Period (Y+Rc), s 4.5 5.2 4.5 5.2 4.5 5.2 4.5 5.2 Max Green Setting (Gmax), s 29.5 23.8 14.5 32.8 14.5 38.8 12.5 34.8 Max Q Clear Time (g_c+I1), s 3.9 4.9 6.9 13.6 4.4 10.8 3.2 10.4 Green Ext Time (p_c), s 0.1 0.4 0.2 2.0 0.1 1.6 0.0 1.7 Intersection Summary HCM 6th Ctrl Delay 23.3 HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. 04/18/2019 TRACT 6249 MORTON-PITALLO Synchro 10 Report KD ANDERSON & ASSOC Page 1 Intersection Int Delay, s/veh 2.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 1 2 21 0 191 3 289 57 151 206 0 Future Vol, veh/h 1 1 2 21 0 191 3 289 57 151 206 0 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - Free - - None - - None Storage Length -----220205--300-- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93 Heavy Vehicles, % 2 22222222222 Mvmt Flow 1 1 2 23 0 205 3 311 61 162 222 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 708 924 111 784 894 - 222 0 0 372 0 0 Stage 1 546 546 - 348 348 ------- Stage 2 162 378 - 436 546 ------- Critical Hdwy 7.54 6.54 6.94 7.54 6.54 - 4.14 - - 4.14 - - Critical Hdwy Stg 1 6.54 5.54 - 6.54 5.54 ------- Critical Hdwy Stg 2 6.54 5.54 - 6.54 5.54 ------- Follow-up Hdwy 3.52 4.02 3.32 3.52 4.02 - 2.22 - - 2.22 - - Pot Cap-1 Maneuver 322 268 921 283 279 0 1344 - - 1183 - - Stage 1 490 516 - 641 633 0 ------ Stage 2 824 614 - 569 516 0 ------ Platoon blocked, % - - - - Mov Cap-1 Maneuver 288 231 921 251 240 - 1344 - - 1183 - - Mov Cap-2 Maneuver 288 231 - 251 240 ------- Stage 1 489 445 - 640 632 ------- Stage 2 822 613 - 489 445 ------- Approach EB WB NB SB HCM Control Delay, s 14.1 20.8 0.1 3.6 HCM LOS B C Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1344 - - 401 251 - 1183 - - HCM Lane V/C Ratio 0.002 - - 0.011 0.09 - 0.137 - - HCM Control Delay (s) 7.7 - - 14.1 20.8 0 8.5 - - HCM Lane LOS A - - B C A A - - HCM 95th %tile Q(veh) 0 - - 0 0.3 - 0.5 - - 04/18/2019 TRACT 6249 MORTON-PITALLO Synchro 10 Report KD ANDERSON & ASSOC Page 2 Intersection Int Delay, s/veh 2.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 13 501 20 61 205 3 21 3 134 0 0 2 Future Vol, veh/h 13 501 20 61 205 3 21 3 134 0 0 2 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 240 - 210 265 - 260 330 - 150 175 - 100 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93 Heavy Vehicles, % 2 22222222222 Mvmt Flow 14 539 22 66 220 3 23 3 144 0 0 2 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 223 0 0 561 0 0 809 922 270 651 941 110 Stage 1 ------567567-352352- Stage 2 ------242355-299589- Critical Hdwy 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 ------6.54 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 ------6.54 5.54 - 6.54 5.54 - Follow-up Hdwy 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 1343 - - 1006 - - 272 269 728 354 262 922 Stage 1 ------476505-638630- Stage 2 ------740628-685494- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1343 - - 1006 - - 256 249 728 265 242 922 Mov Cap-2 Maneuver ------256249-265242- Stage 1 ------471500-632588- Stage 2 ------690587-540489- Approach EB WB NB SB HCM Control Delay, s 0.2 2 12.6 8.9 HCM LOS B A Minor Lane/Major Mvmt NBLn1NBLn2NBLn3 EBL EBT EBR WBL WBT WBRSBLn1SBLn2SBLn3 Capacity (veh/h) 256 249 728 1343 - - 1006 - - - - 922 HCM Lane V/C Ratio 0.088 0.013 0.198 0.01 - - 0.065 - - - - 0.002 HCM Control Delay (s) 20.4 19.6 11.2 7.7 - - 8.8 - - 0 0 8.9 HCM Lane LOS C C B A - - A - - A A A HCM 95th %tile Q(veh) 0.3 0 0.7 0 - - 0.2 - - - - 0 04/18/2019 TRACT 6249 MORTON-PITALLO Synchro 10 Report KD ANDERSON & ASSOC Page 3 Intersection Intersection Delay, s/veh 12.3 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 34 226 119 12 190 6 105 4 49 4 2 10 Future Vol, veh/h 34 226 119 12 190 6 105 4 49 4 2 10 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles, %222222222222 Mvmt Flow 38 254 134 13 213 7 118 4 55 4 2 11 Number of Lanes 110110110010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2212 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1222 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2122 HCM Control Delay 13.7 11.2 10.6 9.5 HCM LOS BBBA Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 Vol Left, % 100% 0% 100% 0% 100% 0% 25% Vol Thru, % 0% 8% 0% 66% 0% 97% 12% Vol Right, % 0% 92% 0% 34% 0% 3% 62% Sign Control Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 105 53 34 345 12 196 16 LT Vol 105 0 34 0 12 0 4 Through Vol 0 4 0 226 0 190 2 RT Vol 0 49 0 119 0 6 10 Lane Flow Rate 118 60 38 388 13 220 18 Geometry Grp 7777776 Degree of Util (X) 0.222 0.093 0.062 0.551 0.023 0.345 0.031 Departure Headway (Hd) 6.764 5.603 5.967 5.219 6.159 5.632 6.294 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Cap 533 642 604 694 585 643 570 Service Time 4.475 3.314 3.667 2.919 3.859 3.332 4.314 HCM Lane V/C Ratio 0.221 0.093 0.063 0.559 0.022 0.342 0.032 HCM Control Delay 11.4 8.9 9.1 14.1 9 11.3 9.5 HCM Lane LOS BAABABA HCM 95th-tile Q 0.8 0.3 0.2 3.4 0.1 1.5 0.1 04/18/2019 TRACT 6249 MORTON-PITALLO Synchro 10 Report KD ANDERSON & ASSOC Page 4 Intersection Intersection Delay, s/veh15.5 Intersection LOS C Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 34 179 75 75 116 59 71 152 68 65 131 25 Future Vol, veh/h 34 179 75 75 116 59 71 152 68 65 131 25 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 Heavy Vehicles, % 2 22222222222 Mvmt Flow 37 192 81 81 125 63 76 163 73 70 141 27 Number of Lanes 0 10010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 16.1 14.9 16.4 14.3 HCM LOS C B C B Lane NBLn1EBLn1WBLn1SBLn1 Vol Left, % 24% 12% 30% 29% Vol Thru, % 52% 62% 46% 59% Vol Right, % 23% 26% 24% 11% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 291 288 250 221 LT Vol 71 34 75 65 Through Vol 152 179 116 131 RT Vol 68 75 59 25 Lane Flow Rate 313 310 269 238 Geometry Grp 1111 Degree of Util (X) 0.54 0.531 0.471 0.427 Departure Headway (Hd) 6.218 6.173 6.309 6.469 Convergence, Y/N Yes Yes Yes Yes Cap 579 582 570 554 Service Time 4.277 4.23 4.371 4.532 HCM Lane V/C Ratio 0.541 0.533 0.472 0.43 HCM Control Delay 16.4 16.1 14.9 14.3 HCM Lane LOS C C B B HCM 95th-tile Q 3.2 3.1 2.5 2.1 06/05/2019 TRACT 6249 Synchro 10 Report KDANDERSON & ASSOCIATES Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 82 189 26 113 214 47 25 138 69 83 153 142 v/c Ratio 0.28 0.26 0.07 0.35 0.27 0.11 0.11 0.33 0.17 0.30 0.13 0.23 Control Delay 34.5 25.4 0.3 33.7 24.0 0.6 38.2 27.4 3.3 36.0 19.2 6.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 34.5 25.4 0.3 33.7 24.0 0.6 38.2 27.4 3.3 36.0 19.2 6.0 Queue Length 50th (ft) 25 30 0 34 33 0 8 41 0 25 15 0 Queue Length 95th (ft) 106 84 0 135 91 0 47 131 14 112 67 42 Internal Link Dist (ft) 2482 2416 777 1023 Turn Bay Length (ft) 200 150 245 150 190 85 200 200 Base Capacity (vph) 1007 1982 894 1007 1998 900 280 1124 953 430 2313 1066 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.08 0.10 0.03 0.11 0.11 0.05 0.09 0.12 0.07 0.19 0.07 0.13 Intersection Summary 06/05/2019 TRACT 6249 Synchro 10 Report KDANDERSON & ASSOCIATES Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 72 166 23 99 188 41 22 121 61 73 135 125 Future Volume (veh/h) 72 166 23 99 188 41 22 121 61 73 135 125 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.97 1.00 0.96 1.00 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 82 189 26 112 214 47 25 138 69 83 153 142 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, %222222222222 Cap, veh/h 117 900 387 150 965 416 52 440 357 118 968 429 Arrive On Green 0.07 0.25 0.25 0.08 0.27 0.27 0.03 0.24 0.24 0.07 0.27 0.27 Sat Flow, veh/h 1781 3554 1529 1781 3554 1533 1781 1870 1518 1781 3554 1576 Grp Volume(v), veh/h 82 189 26 112 214 47 25 138 69 83 153 142 Grp Sat Flow(s),veh/h/ln 1781 1777 1529 1781 1777 1533 1781 1870 1518 1781 1777 1576 Q Serve(g_s), s 2.4 2.3 0.7 3.3 2.5 1.2 0.7 3.3 2.0 2.5 1.8 3.9 Cycle Q Clear(g_c), s 2.4 2.3 0.7 3.3 2.5 1.2 0.7 3.3 2.0 2.5 1.8 3.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 117 900 387 150 965 416 52 440 357 118 968 429 V/C Ratio(X) 0.70 0.21 0.07 0.75 0.22 0.11 0.48 0.31 0.19 0.70 0.16 0.33 Avail Cap(c_a), veh/h 979 1840 792 979 1840 794 249 1108 899 382 2370 1051 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 24.6 15.8 15.2 24.0 15.2 14.7 25.7 16.9 16.4 24.6 14.8 15.6 Incr Delay (d2), s/veh 7.4 0.1 0.1 7.2 0.1 0.1 6.9 0.4 0.3 7.5 0.1 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 1.2 0.8 0.2 1.5 0.9 0.4 0.4 1.3 0.6 1.2 0.6 1.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 31.9 15.9 15.3 31.3 15.3 14.8 32.5 17.4 16.7 32.0 14.9 16.1 LnGrp LOS C B B C B B C B B C B B Approach Vol, veh/h 297 373 232 378 Approach Delay, s/veh 20.3 20.0 18.8 19.1 Approach LOS C C B B Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 8.0 17.8 9.0 18.8 6.1 19.8 8.0 19.8 Change Period (Y+Rc), s 4.5 5.2 4.5 5.2 4.5 5.2 4.5 5.2 Max Green Setting (Gmax), s 11.5 31.8 29.5 27.8 7.5 35.8 29.5 27.8 Max Q Clear Time (g_c+I1), s 4.5 5.3 5.3 4.3 2.7 5.9 4.4 4.5 Green Ext Time (p_c), s 0.1 0.9 0.3 1.1 0.0 1.4 0.2 1.4 Intersection Summary HCM 6th Ctrl Delay 19.6 HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. 06/05/2019 TRACT 6249 Synchro 10 Report KDANDERSON & ASSOCIATES Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 77 188 16 41 262 61 34 139 88 77 140 95 v/c Ratio 0.20 0.16 0.03 0.12 0.27 0.11 0.10 0.26 0.15 0.20 0.22 0.14 Control Delay 30.7 19.3 0.1 33.1 22.6 0.4 33.8 22.8 0.5 31.0 19.0 0.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 30.7 19.3 0.1 33.1 22.6 0.4 33.8 22.8 0.5 31.0 19.0 0.5 Queue Length 50th (ft) 22 18 0 12 39 0 10 40 0 22 27 0 Queue Length 95th (ft) 97 82 0 62 116 0 55 122 0 98 116 0 Internal Link Dist (ft) 2486 2397 1359 1717 Turn Bay Length (ft) 255 120 225 75 105 135 115 115 Base Capacity (vph) 1011 2044 962 777 1605 807 640 1283 1143 748 1321 1172 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.08 0.09 0.02 0.05 0.16 0.08 0.05 0.11 0.08 0.10 0.11 0.08 Intersection Summary 06/05/2019 TRACT 6249 Synchro 10 Report KDANDERSON & ASSOCIATES Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 72 175 15 38 244 57 32 129 82 72 130 88 Future Volume (veh/h) 72 175 15 38 244 57 32 129 82 72 130 88 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 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 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 77 188 16 41 262 61 34 139 88 77 140 95 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, %222222222222 Cap, veh/h 134 659 294 84 558 249 72 287 243 134 353 299 Arrive On Green 0.08 0.19 0.19 0.05 0.16 0.16 0.04 0.15 0.15 0.08 0.19 0.19 Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 1781 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 77 188 16 41 262 61 34 139 88 77 140 95 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1781 1870 1585 1781 1870 1585 Q Serve(g_s), s 1.5 1.6 0.3 0.8 2.3 1.2 0.6 2.4 1.7 1.5 2.3 1.8 Cycle Q Clear(g_c), s 1.5 1.6 0.3 0.8 2.3 1.2 0.6 2.4 1.7 1.5 2.3 1.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 134 659 294 84 558 249 72 287 243 134 353 299 V/C Ratio(X) 0.57 0.29 0.05 0.49 0.47 0.25 0.47 0.48 0.36 0.57 0.40 0.32 Avail Cap(c_a), veh/h 1154 2231 995 744 1413 630 590 1697 1438 693 1805 1529 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 15.5 12.2 11.6 16.1 13.3 12.8 16.3 13.4 13.2 15.5 12.4 12.2 Incr Delay (d2), s/veh 3.8 0.2 0.1 4.4 0.6 0.5 4.8 1.3 0.9 3.8 0.7 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 0.5 0.1 0.3 0.7 0.3 0.3 0.9 0.5 0.6 0.8 0.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 19.3 12.4 11.7 20.5 13.9 13.3 21.1 14.7 14.1 19.3 13.1 12.8 LnGrp LOS B B B C B B C BBBBB Approach Vol, veh/h 281 364 261 312 Approach Delay, s/veh 14.2 14.6 15.3 14.5 Approach LOS BBBB Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 7.1 9.8 6.1 11.6 5.9 11.0 7.1 10.7 Change Period (Y+Rc), s 4.5 4.5 4.5 5.2 4.5 4.5 4.5 5.2 Max Green Setting (Gmax), s 13.5 31.5 14.5 21.8 11.5 33.5 22.5 13.8 Max Q Clear Time (g_c+I1), s 3.5 4.4 2.8 3.6 2.6 4.3 3.5 4.3 Green Ext Time (p_c), s 0.1 1.0 0.0 1.0 0.0 1.1 0.1 1.1 Intersection Summary HCM 6th Ctrl Delay 14.6 HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. w improvements TRACT 6249 Synchro 10 Report KDANDERSON & ASSOCIATES Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR Lane Group Flow (vph) 45 301 159 16 253 8 140 70 5 3 13 v/c Ratio 0.12 0.32 0.18 0.04 0.30 0.01 0.28 0.12 0.01 0.01 0.03 Control Delay 30.2 16.5 4.8 31.8 18.6 0.0 24.9 6.0 33.8 24.0 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 30.2 16.5 4.8 31.8 18.6 0.0 24.9 6.0 33.8 24.0 0.1 Queue Length 50th (ft) 6 31 0 2 26 0 16 1110 Queue Length 95th (ft) 54 203 26 26 170 0 117 20 13 7 0 Internal Link Dist (ft) 2508 690 1488 777 Turn Bay Length (ft) 280 200 170 150 150 125 100 Base Capacity (vph) 462 1708 1464 585 1715 1468 1021 1148 462 871 816 Starvation Cap Reductn 00000000000 Spillback Cap Reductn 00000000000 Storage Cap Reductn 00000000000 Reduced v/c Ratio 0.10 0.18 0.11 0.03 0.15 0.01 0.14 0.06 0.01 0.00 0.02 Intersection Summary w improvements TRACT 6249 Synchro 10 Report KDANDERSON & ASSOCIATES Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 34 226 119 12 190 6 105 4 49 4 2 10 Future Volume (veh/h) 34 226 119 12 190 6 105 4 49 4 2 10 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 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 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 45 301 159 16 253 8 140 5 65 5 3 13 Peak Hour Factor 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 Percent Heavy Veh, %222222222222 Cap, veh/h 90 485 411 37 429 364 189 21 272 12 156 133 Arrive On Green 0.05 0.26 0.26 0.02 0.23 0.23 0.11 0.18 0.18 0.01 0.08 0.08 Sat Flow, veh/h 1781 1870 1585 1781 1870 1585 1781 114 1488 1781 1870 1585 Grp Volume(v), veh/h 45 301 159 16 253 8 140 0 70 5 3 13 Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 1870 1585 1781 0 1603 1781 1870 1585 Q Serve(g_s), s 0.9 5.0 2.9 0.3 4.2 0.1 2.7 0.0 1.3 0.1 0.1 0.3 Cycle Q Clear(g_c), s 0.9 5.0 2.9 0.3 4.2 0.1 2.7 0.0 1.3 0.1 0.1 0.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.93 1.00 1.00 Lane Grp Cap(c), veh/h 90 485 411 37 429 364 189 0 293 12 156 133 V/C Ratio(X) 0.50 0.62 0.39 0.44 0.59 0.02 0.74 0.00 0.24 0.41 0.02 0.10 Avail Cap(c_a), veh/h 379 3173 2689 480 3279 2779 985 0 1114 379 663 562 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 16.3 11.5 10.7 17.1 12.1 10.5 15.3 0.0 12.3 17.4 14.8 14.9 Incr Delay (d2), s/veh 4.2 1.3 0.6 8.0 1.3 0.0 5.7 0.0 0.4 21.1 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 1.4 0.7 0.2 1.3 0.0 1.2 0.0 0.4 0.1 0.0 0.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 20.5 12.8 11.3 25.0 13.4 10.5 21.0 0.0 12.7 38.5 14.9 15.2 LnGrp LOS C B B C B B C A B D B B Approach Vol, veh/h 505 277 210 21 Approach Delay, s/veh 13.0 14.0 18.2 20.7 Approach LOS B B B C Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 4.7 10.9 5.2 14.3 8.2 7.4 6.3 13.3 Change Period (Y+Rc), s 4.5 4.5 4.5 5.2 4.5 4.5 4.5 5.2 Max Green Setting (Gmax), s 7.5 24.5 9.5 59.8 19.5 12.5 7.5 61.8 Max Q Clear Time (g_c+I1), s 2.1 3.3 2.3 7.0 4.7 2.3 2.9 6.2 Green Ext Time (p_c), s 0.0 0.3 0.0 2.1 0.3 0.0 0.0 1.4 Intersection Summary HCM 6th Ctrl Delay 14.5 HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. w improvements TRACT 6249 Synchro 10 Report KDANDERSON & ASSOCIATES Page 3 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 37 273 81 188 76 236 70 168 v/c Ratio 0.16 0.58 0.30 0.33 0.29 0.55 0.27 0.39 Control Delay 35.4 29.1 34.4 20.6 34.6 29.5 34.6 27.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 35.4 29.1 34.4 20.6 34.6 29.5 34.6 27.7 Queue Length 50th (ft) 14 94 31 55 29 81 27 57 Queue Length 95th (ft) 51 212 89 134 85 187 80 138 Internal Link Dist (ft) 1168 2435 1529 9418 Turn Bay Length (ft) 300 300 300 300 Base Capacity (vph) 421 1012 489 1047 489 815 935 1151 Starvation Cap Reductn 00000000 Spillback Cap Reductn 00000000 Storage Cap Reductn 00000000 Reduced v/c Ratio 0.09 0.27 0.17 0.18 0.16 0.29 0.07 0.15 Intersection Summary w improvements TRACT 6249 Synchro 10 Report KDANDERSON & ASSOCIATES Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 34 179 75 75 116 59 71 152 68 65 131 25 Future Volume (veh/h) 34 179 75 75 116 59 71 152 68 65 131 25 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 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 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 37 192 81 81 125 63 76 163 73 70 141 27 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, %222222222222 Cap, veh/h 74 275 116 128 294 148 123 236 106 117 290 55 Arrive On Green 0.04 0.22 0.22 0.07 0.25 0.25 0.07 0.19 0.19 0.07 0.19 0.19 Sat Flow, veh/h 1781 1249 527 1781 1173 591 1781 1224 548 1781 1526 292 Grp Volume(v), veh/h 37 0 273 81 0 188 76 0 236 70 0 168 Grp Sat Flow(s),veh/h/ln 1781 0 1776 1781 0 1764 1781 0 1772 1781 0 1818 Q Serve(g_s), s 0.9 0.0 6.1 1.9 0.0 3.9 1.8 0.0 5.4 1.7 0.0 3.6 Cycle Q Clear(g_c), s 0.9 0.0 6.1 1.9 0.0 3.9 1.8 0.0 5.4 1.7 0.0 3.6 Prop In Lane 1.00 0.30 1.00 0.34 1.00 0.31 1.00 0.16 Lane Grp Cap(c), veh/h 74 0 390 128 0 442 123 0 342 117 0 345 V/C Ratio(X) 0.50 0.00 0.70 0.63 0.00 0.43 0.62 0.00 0.69 0.60 0.00 0.49 Avail Cap(c_a), veh/h 516 0 1348 598 0 1421 598 0 976 1217 0 1633 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 20.3 0.0 15.5 19.5 0.0 13.6 19.5 0.0 16.2 19.6 0.0 15.6 Incr Delay (d2), s/veh 5.2 0.0 2.3 5.1 0.0 0.7 4.9 0.0 2.5 4.8 0.0 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 0.0 2.0 0.8 0.0 1.2 0.8 0.0 1.8 0.7 0.0 1.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 25.4 0.0 17.8 24.5 0.0 14.2 24.5 0.0 18.7 24.4 0.0 16.7 LnGrp LOS C A B C A B C A B C A B Approach Vol, veh/h 310 269 312 238 Approach Delay, s/veh 18.7 17.3 20.1 19.0 Approach LOS B B C B Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 7.3 13.5 7.6 14.7 7.5 13.4 6.3 16.0 Change Period (Y+Rc), s 4.5 5.2 4.5 5.2 4.5 5.2 4.5 5.2 Max Green Setting (Gmax), s 29.5 23.8 14.5 32.8 14.5 38.8 12.5 34.8 Max Q Clear Time (g_c+I1), s 3.7 7.4 3.9 8.1 3.8 5.6 2.9 5.9 Green Ext Time (p_c), s 0.1 1.0 0.1 1.4 0.1 0.8 0.0 0.9 Intersection Summary HCM 6th Ctrl Delay 18.8 HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. 06/03/2019 6249 MORTON PITALLO Synchro 10 Report KD ANDERSON & ASSOC Page 1 Intersection Int Delay, s/veh 4.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 2 0 52 1 88 4 150 26 195 202 1 Future Vol, veh/h 1 2 0 52 1 88 4 150 26 195 202 1 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - Free - - None - - None Storage Length -----220205--600-- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 86 86 86 86 86 86 86 86 86 86 86 86 Heavy Vehicles, % 2 22222222222 Mvmt Flow 1 2 0 60 1 102 5 174 30 227 235 1 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 788 904 118 772 889 - 236 0 0 204 0 0 Stage 1 690 690 - 199 199 ------- Stage 2 98 214 - 573 690 ------- Critical Hdwy 7.54 6.54 6.94 7.54 6.54 - 4.14 - - 4.14 - - Critical Hdwy Stg 1 6.54 5.54 - 6.54 5.54 ------- Critical Hdwy Stg 2 6.54 5.54 - 6.54 5.54 ------- Follow-up Hdwy 3.52 4.02 3.32 3.52 4.02 - 2.22 - - 2.22 - - Pot Cap-1 Maneuver 282 275 912 289 281 0 1328 - - 1365 - - Stage 1 401 444 - 784 735 0 ------ Stage 2 898 724 - 472 444 0 ------ Platoon blocked, % - - - - Mov Cap-1 Maneuver 244 229 912 249 234 - 1328 - - 1365 - - Mov Cap-2 Maneuver 244 229 - 249 234 ------- Stage 1 399 370 - 781 732 ------- Stage 2 893 721 - 391 370 ------- Approach EB WB NB SB HCM Control Delay, s 20.6 24.1 0.2 4 HCM LOS C C Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1328 - - 234 249 - 1365 - - HCM Lane V/C Ratio 0.004 - - 0.015 0.248 - 0.166 - - HCM Control Delay (s) 7.7 - - 20.6 24.1 0 8.2 - - HCM Lane LOS A - - C C A A - - HCM 95th %tile Q(veh) 0 - - 0 0.9 - 0.6 - - 06/03/2019 6249 MORTON PITALLO Synchro 10 Report KD ANDERSON & ASSOC Page 2 Intersection Int Delay, s/veh 3.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 8 273 18 116 437 9 13 2 166 6 5 2 Future Vol, veh/h 8 273 18 116 437 9 13 2 166 6 5 2 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 240 - 210 265 - 260 330 - 150 175 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 88 88 88 88 88 88 88 88 88 88 88 88 Heavy Vehicles, % 2 22222222222 Mvmt Flow 9 310 20 132 497 10 15 2 189 7 6 2 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 507 0 0 330 0 0 844 1099 155 935 1109 249 Stage 1 ------328328-761761- Stage 2 ------516771-174348- Critical Hdwy 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 ------6.54 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 ------6.54 5.54 - 6.54 5.54 - Follow-up Hdwy 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 1054 - - 1226 - - 256 211 863 220 208 751 Stage 1 ------659646-364412- Stage 2 ------510408-811633- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1054 - - 1226 - - 227 187 863 155 184 751 Mov Cap-2 Maneuver ------227187-155184- Stage 1 ------653640-361368- Stage 2 ------447364-626627- Approach EB WB NB SB HCM Control Delay, s 0.2 1.7 11.3 24.8 HCM LOS B C Minor Lane/Major Mvmt NBLn1NBLn2NBLn3 EBL EBT EBR WBL WBT WBRSBLn1SBLn2 Capacity (veh/h) 227 187 863 1054 - - 1226 - - 155 235 HCM Lane V/C Ratio 0.065 0.012 0.219 0.009 - - 0.108 - - 0.044 0.034 HCM Control Delay (s) 22 24.5 10.3 8.4 - - 8.3 - - 29.3 20.9 HCM Lane LOS C C B A - - A - - D C HCM 95th %tile Q(veh) 0.2 0 0.8 0 - - 0.4 - - 0.1 0.1 06/03/2019 6249 MORTON PITALLO Synchro 10 Report KD ANDERSON & ASSOC Page 3 Intersection Intersection Delay, s/veh 76 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 17 256 197 89 292 4 167 5 90 7 8 25 Future Vol, veh/h 17 256 197 89 292 4 167 5 90 7 8 25 Peak Hour Factor 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 Heavy Vehicles, %222222222222 Mvmt Flow 23 341 263 119 389 5 223 7 120 9 11 33 Number of Lanes 110110110111 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2232 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3222 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2322 HCM Control Delay 145.5 36.1 19.6 13.3 HCM LOS F E C B Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 SBLn2 SBLn3 Vol Left, % 100% 0% 100% 0% 100% 0% 100% 0% 0% Vol Thru, % 0% 5% 0% 57% 0% 99% 0% 100% 0% Vol Right, % 0% 95% 0% 43% 0% 1% 0% 0% 100% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 167 95 17 453 89 296 7 8 25 LT Vol 1670170890700 Through Vol 0 5 0 256 0 292 0 8 0 RT Vol 0900197040025 Lane Flow Rate 223 127 23 604 119 395 9 11 33 Geometry Grp 888888888 Degree of Util (X) 0.542 0.268 0.053 1.245 0.272 0.848 0.026 0.028 0.081 Departure Headway (Hd) 9.445 8.236 8.342 7.421 8.775 8.252 10.78 10.255 9.52 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 385 440 432 489 412 442 334 351 379 Service Time 7.145 5.936 6.042 5.221 6.475 5.952 8.48 7.955 7.22 HCM Lane V/C Ratio 0.579 0.289 0.053 1.235 0.289 0.894 0.027 0.031 0.087 HCM Control Delay 22.8 13.9 11.5 150.5 14.7 42.5 13.8 13.3 13.1 HCM Lane LOS C B B F BEBBB HCM 95th-tile Q 3.1 1.1 0.2 24 1.1 8.3 0.1 0.1 0.3 06/03/2019 6249 MORTON PITALLO Synchro 10 Report KD ANDERSON & ASSOC Page 4 Intersection Intersection Delay, s/veh68.1 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 22 167 195 126 219 47 77 53 32 47 193 42 Future Vol, veh/h 22 167 195 126 219 47 77 53 32 47 193 42 Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 Heavy Vehicles, % 2 22222222222 Mvmt Flow 28 211 247 159 277 59 97 67 41 59 244 53 Number of Lanes 0 10010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 77.7 96.8 22.5 41.3 HCM LOS F F C E Lane NBLn1EBLn1WBLn1SBLn1 Vol Left, % 48% 6% 32% 17% Vol Thru, % 33% 43% 56% 68% Vol Right, % 20% 51% 12% 15% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 162 384 392 282 LT Vol 77 22 126 47 Through Vol 53 167 219 193 RT Vol 32 195 47 42 Lane Flow Rate 205 486 496 357 Geometry Grp 1111 Degree of Util (X) 0.519 1.026 1.087 0.823 Departure Headway (Hd) 9.604 7.953 8.138 8.713 Convergence, Y/N Yes Yes Yes Yes Cap 377 462 452 418 Service Time 7.604 5.953 6.138 6.713 HCM Lane V/C Ratio 0.544 1.052 1.097 0.854 HCM Control Delay 22.5 77.7 96.8 41.3 HCM Lane LOS C F F E HCM 95th-tile Q 2.9 14 16 7.6 06/03/2019 6249 MORTON PITALLO Synchro 10 Report KD ANDERSON & ASSOC Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 328 693 46 346 570 164 7 392 266 111 152 108 v/c Ratio 0.83 0.82 0.10 0.85 0.65 0.34 0.07 0.83 0.56 0.66 0.12 0.17 Control Delay 61.5 49.6 0.5 62.5 42.6 9.7 58.0 56.6 25.0 71.2 25.7 6.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 61.5 49.6 0.5 62.5 42.6 9.7 58.0 56.6 25.0 71.2 25.7 6.4 Queue Length 50th (ft) 238 267 0 251 207 9 5 281 93 83 37 0 Queue Length 95th (ft) 234 218 0 247 178 12 15 261 88 104 51 8 Internal Link Dist (ft) 2482 2416 777 1023 Turn Bay Length (ft) 200 150 245 150 190 85 200 200 Base Capacity (vph) 488 959 485 488 968 522 124 563 542 190 1377 671 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.67 0.72 0.09 0.71 0.59 0.31 0.06 0.70 0.49 0.58 0.11 0.16 Intersection Summary 06/03/2019 6249 MORTON PITALLO Synchro 10 Report KD ANDERSON & ASSOC Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 200 423 28 211 348 100 4 239 162 68 93 66 Future Volume (veh/h) 200 423 28 211 348 100 4 239 162 68 93 66 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.97 1.00 0.96 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 328 693 46 346 570 164 7 392 266 111 152 108 Peak Hour Factor 0.61 0.61 0.61 0.61 0.61 0.61 0.61 0.61 0.61 0.61 0.61 0.61 Percent Heavy Veh, %222222222222 Cap, veh/h 366 894 384 383 929 400 16 500 408 139 1196 531 Arrive On Green 0.21 0.25 0.25 0.22 0.26 0.26 0.01 0.27 0.27 0.08 0.34 0.34 Sat Flow, veh/h 1781 3554 1528 1781 3554 1530 1781 1870 1526 1781 3554 1578 Grp Volume(v), veh/h 328 693 46 346 570 164 7 392 266 111 152 108 Grp Sat Flow(s),veh/h/ln 1781 1777 1528 1781 1777 1530 1781 1870 1526 1781 1777 1578 Q Serve(g_s), s 18.5 18.7 2.4 19.5 14.5 9.1 0.4 20.0 15.9 6.3 3.1 5.0 Cycle Q Clear(g_c), s 18.5 18.7 2.4 19.5 14.5 9.1 0.4 20.0 15.9 6.3 3.1 5.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 366 894 384 383 929 400 16 500 408 139 1196 531 V/C Ratio(X) 0.90 0.78 0.12 0.90 0.61 0.41 0.45 0.78 0.65 0.80 0.13 0.20 Avail Cap(c_a), veh/h 510 958 412 510 958 413 130 577 471 199 1234 548 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 39.9 35.9 29.8 39.4 33.5 31.5 50.8 35.0 33.5 46.7 23.7 24.4 Incr Delay (d2), s/veh 14.5 3.8 0.1 15.9 1.1 0.7 18.6 6.1 2.6 13.8 0.0 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 9.3 8.3 0.9 9.9 6.2 3.3 0.3 9.7 6.0 3.3 1.3 1.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 54.4 39.7 29.9 55.3 34.6 32.2 69.4 41.1 36.1 60.6 23.8 24.5 LnGrp LOS D D C E C C E D D E C C Approach Vol, veh/h 1067 1080 665 371 Approach Delay, s/veh 43.8 40.9 39.4 35.0 Approach LOS DDDC Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 12.5 32.8 26.7 31.1 5.4 39.9 25.7 32.1 Change Period (Y+Rc), s 4.5 5.2 4.5 5.2 4.5 5.2 4.5 5.2 Max Green Setting (Gmax), s 11.5 31.8 29.5 27.8 7.5 35.8 29.5 27.8 Max Q Clear Time (g_c+I1), s 8.3 22.0 21.5 20.7 2.4 7.0 20.5 16.5 Green Ext Time (p_c), s 0.1 2.4 0.7 2.6 0.0 1.3 0.7 3.2 Intersection Summary HCM 6th Ctrl Delay 40.9 HCM 6th LOS D Notes User approved pedestrian interval to be less than phase max green. 06/03/2019 6249 MORTON PITALLO Synchro 10 Report KD ANDERSON & ASSOC Page 7 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 163 325 51 111 220 86 67 258 178 68 250 182 v/c Ratio 0.44 0.39 0.11 0.37 0.30 0.19 0.26 0.50 0.31 0.26 0.48 0.32 Control Delay 33.9 25.6 0.5 37.1 28.5 0.9 38.3 27.8 6.3 37.2 26.9 6.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 33.9 25.6 0.5 37.1 28.5 0.9 38.3 27.8 6.3 37.2 26.9 6.0 Queue Length 50th (ft) 56 58 0 38 40 0 23 87 0 24 83 0 Queue Length 95th (ft) 151 116 0 117 90 0 80 195 27 80 185 26 Internal Link Dist (ft) 2486 2397 1359 1717 Turn Bay Length (ft) 255 120 225 75 105 135 115 115 Base Capacity (vph) 805 1644 797 518 1072 594 411 1107 1013 483 1153 1049 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.20 0.20 0.06 0.21 0.21 0.14 0.16 0.23 0.18 0.14 0.22 0.17 Intersection Summary 06/03/2019 6249 MORTON PITALLO Synchro 10 Report KD ANDERSON & ASSOC Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 124 247 39 84 167 65 51 196 135 52 190 138 Future Volume (veh/h) 124 247 39 84 167 65 51 196 135 52 190 138 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 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 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 163 325 51 111 220 86 67 258 178 68 250 182 Peak Hour Factor 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 Percent Heavy Veh, %222222222222 Cap, veh/h 219 625 279 155 496 221 115 415 352 117 416 353 Arrive On Green 0.12 0.18 0.18 0.09 0.14 0.14 0.06 0.22 0.22 0.07 0.22 0.22 Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 1781 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 163 325 51 111 220 86 67 258 178 68 250 182 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1781 1870 1585 1781 1870 1585 Q Serve(g_s), s 3.7 3.4 1.1 2.5 2.4 2.1 1.5 5.2 4.1 1.5 5.0 4.2 Cycle Q Clear(g_c), s 3.7 3.4 1.1 2.5 2.4 2.1 1.5 5.2 4.1 1.5 5.0 4.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 219 625 279 155 496 221 115 415 352 117 416 353 V/C Ratio(X) 0.74 0.52 0.18 0.72 0.44 0.39 0.58 0.62 0.51 0.58 0.60 0.52 Avail Cap(c_a), veh/h 964 1864 831 621 1180 526 493 1418 1201 579 1508 1278 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 17.6 15.5 14.6 18.5 16.4 16.3 18.9 14.6 14.2 18.9 14.5 14.2 Incr Delay (d2), s/veh 4.9 0.7 0.3 6.1 0.6 1.1 4.6 1.5 1.1 4.6 1.4 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.5 1.2 0.3 1.1 0.8 0.7 0.7 1.9 1.2 0.7 1.9 1.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 22.5 16.2 14.9 24.6 17.0 17.4 23.4 16.1 15.3 23.4 15.9 15.4 LnGrp LOS C B B C B B C B B C B B Approach Vol, veh/h 539 417 503 500 Approach Delay, s/veh 18.0 19.1 16.8 16.7 Approach LOS BBBB Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 7.2 13.7 8.1 12.5 7.2 13.7 9.6 11.0 Change Period (Y+Rc), s 4.5 4.5 4.5 5.2 4.5 4.5 4.5 5.2 Max Green Setting (Gmax), s 13.5 31.5 14.5 21.8 11.5 33.5 22.5 13.8 Max Q Clear Time (g_c+I1), s 3.5 7.2 4.5 5.4 3.5 7.0 5.7 4.4 Green Ext Time (p_c), s 0.1 2.0 0.2 1.9 0.1 2.0 0.4 1.0 Intersection Summary HCM 6th Ctrl Delay 17.6 HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. 06/03/2019 6249 MORTON PITALLO Synchro 10 Report KD ANDERSON & ASSOC Page 9 Intersection Int Delay, s/veh 0.6 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 349 5 5 365 17 16 Future Vol, veh/h 349 5 5 365 17 16 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 75 92 92 79 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 465 5 5 462 18 17 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 470 0 940 468 Stage 1 - - - - 468 - Stage 2 - - - - 472 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1092 - 293 595 Stage 1 - - - - 630 - Stage 2 - - - - 628 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1092 - 291 595 Mov Cap-2 Maneuver - - - - 291 - Stage 1 - - - - 630 - Stage 2 - - - - 624 - Approach EB WB NB HCM Control Delay, s 0 0.1 15.3 HCM LOS C Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 387 - - 1092 - HCM Lane V/C Ratio 0.093 - - 0.005 - HCM Control Delay (s) 15.3 - - 8.3 0 HCM Lane LOS C - - A A HCM 95th %tile Q(veh) 0.3 - - 0 - 06/03/2019 6249 MORTON PITALLO Synchro 10 Report KD ANDERSON & ASSOC Page 10 Intersection Int Delay, s/veh 2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 348 17 17 320 50 50 Future Vol, veh/h 348 17 17 320 50 50 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 378 18 18 348 54 54 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 396 0 771 387 Stage 1 - - - - 387 - Stage 2 - - - - 384 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1163 - 368 661 Stage 1 - - - - 686 - Stage 2 - - - - 688 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1163 - 361 661 Mov Cap-2 Maneuver - - - - 361 - Stage 1 - - - - 686 - Stage 2 - - - - 675 - Approach EB WB NB HCM Control Delay, s 0 0.4 15 HCM LOS C Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 467 - - 1163 - HCM Lane V/C Ratio 0.233 - - 0.016 - HCM Control Delay (s) 15 - - 8.1 0 HCM Lane LOS C - - A A HCM 95th %tile Q(veh) 0.9 - - 0 - W IMPROVEMENTS TRACT 6249 Synchro 10 Report KDANDERSON & ASSOCIATES Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR Lane Group Flow (vph) 23 341 263 119 389 5 223 127 9 11 33 v/c Ratio 0.13 0.65 0.41 0.45 0.46 0.01 0.59 0.22 0.05 0.04 0.10 Control Delay 40.6 30.3 5.7 41.5 21.1 0.0 36.6 5.8 40.7 30.8 0.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 40.6 30.3 5.7 41.5 21.1 0.0 36.6 5.8 40.7 30.8 0.6 Queue Length 50th (ft) 9 124 0 46 98 0 84 2440 Queue Length 95th (ft) 36 239 24 #134 267 0 191 25 19 17 0 Internal Link Dist (ft) 2508 690 1488 777 Turn Bay Length (ft) 280 200 170 150 150 125 100 Base Capacity (vph) 217 1579 1382 276 1607 1384 566 774 217 437 481 Starvation Cap Reductn 00000000000 Spillback Cap Reductn 00000000000 Storage Cap Reductn 00000000000 Reduced v/c Ratio 0.11 0.22 0.19 0.43 0.24 0.00 0.39 0.16 0.04 0.03 0.07 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. W IMPROVEMENTS TRACT 6249 Synchro 10 Report KDANDERSON & ASSOCIATES Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 17 256 197 89 292 4 167 5 90 7 8 25 Future Volume (veh/h) 17 256 197 89 292 4 167 5 90 7 8 25 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 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 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 23 341 263 119 389 5 223 7 120 9 11 33 Peak Hour Factor 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 Percent Heavy Veh, %222222222222 Cap, veh/h 49 494 419 154 605 513 290 22 371 21 178 151 Arrive On Green 0.03 0.26 0.26 0.09 0.32 0.32 0.16 0.25 0.25 0.01 0.10 0.10 Sat Flow, veh/h 1781 1870 1585 1781 1870 1585 1781 88 1510 1781 1870 1585 Grp Volume(v), veh/h 23 341 263 119 389 5 223 0 127 9 11 33 Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 1870 1585 1781 0 1598 1781 1870 1585 Q Serve(g_s), s 0.6 7.8 7.0 3.1 8.5 0.1 5.7 0.0 3.1 0.2 0.3 0.9 Cycle Q Clear(g_c), s 0.6 7.8 7.0 3.1 8.5 0.1 5.7 0.0 3.1 0.2 0.3 0.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.94 1.00 1.00 Lane Grp Cap(c), veh/h 49 494 419 154 605 513 290 0 393 21 178 151 V/C Ratio(X) 0.47 0.69 0.63 0.77 0.64 0.01 0.77 0.00 0.32 0.43 0.06 0.22 Avail Cap(c_a), veh/h 280 2341 1984 354 2419 2050 727 0 820 280 489 415 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 22.9 15.8 15.5 21.4 13.8 11.0 19.1 0.0 14.8 23.5 19.7 20.0 Incr Delay (d2), s/veh 6.8 1.7 1.6 7.9 1.1 0.0 4.3 0.0 0.5 13.2 0.1 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 2.7 2.1 1.4 2.8 0.0 2.4 0.0 1.0 0.2 0.1 0.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 29.7 17.5 17.1 29.2 15.0 11.0 23.5 0.0 15.2 36.7 19.8 20.7 LnGrp LOS C B B C B B C A B D B C Approach Vol, veh/h 627 513 350 53 Approach Delay, s/veh 17.8 18.2 20.5 23.2 Approach LOS B B C C Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 5.1 16.3 8.6 17.8 12.3 9.0 5.8 20.7 Change Period (Y+Rc), s 4.5 4.5 4.5 5.2 4.5 4.5 4.5 5.2 Max Green Setting (Gmax), s 7.5 24.5 9.5 59.8 19.5 12.5 7.5 61.8 Max Q Clear Time (g_c+I1), s 2.2 5.1 5.1 9.8 7.7 2.9 2.6 10.5 Green Ext Time (p_c), s 0.0 0.6 0.1 2.8 0.5 0.1 0.0 2.2 Intersection Summary HCM 6th Ctrl Delay 18.7 HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. W IMPROVEMENTS TRACT 6249 Synchro 10 Report KDANDERSON & ASSOCIATES Page 3 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 28 458 159 336 97 108 59 297 v/c Ratio 0.20 0.79 0.62 0.41 0.47 0.24 0.34 0.70 Control Delay 48.6 39.0 52.5 23.4 50.0 25.8 49.1 42.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 48.6 39.0 52.5 23.4 50.0 25.8 49.1 42.9 Queue Length 50th (ft) 17 228 93 144 58 43 35 168 Queue Length 95th (ft) 43 338 157 235 102 77 70 229 Internal Link Dist (ft) 1168 2435 1529 9418 Turn Bay Length (ft) 300 300 300 300 Base Capacity (vph) 261 692 303 829 303 546 616 835 Starvation Cap Reductn 00000000 Spillback Cap Reductn 00000000 Storage Cap Reductn 00000000 Reduced v/c Ratio 0.11 0.66 0.52 0.41 0.32 0.20 0.10 0.36 Intersection Summary W IMPROVEMENTS TRACT 6249 Synchro 10 Report KDANDERSON & ASSOCIATES Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 22 167 195 126 219 47 77 53 32 47 193 42 Future Volume (veh/h) 22 167 195 126 219 47 77 53 32 47 193 42 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 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 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 28 211 247 159 277 59 97 67 41 59 244 53 Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 Percent Heavy Veh, %222222222222 Cap, veh/h 54 248 290 202 596 127 127 249 153 89 310 67 Arrive On Green 0.03 0.32 0.32 0.11 0.40 0.40 0.07 0.23 0.23 0.05 0.21 0.21 Sat Flow, veh/h 1781 785 919 1781 1495 318 1781 1086 665 1781 1489 323 Grp Volume(v), veh/h 28 0 458 159 0 336 97 0 108 59 0 297 Grp Sat Flow(s),veh/h/ln 1781 0 1705 1781 0 1813 1781 0 1751 1781 0 1812 Q Serve(g_s), s 1.0 0.0 16.7 5.8 0.0 9.1 3.6 0.0 3.4 2.2 0.0 10.3 Cycle Q Clear(g_c), s 1.0 0.0 16.7 5.8 0.0 9.1 3.6 0.0 3.4 2.2 0.0 10.3 Prop In Lane 1.00 0.54 1.00 0.18 1.00 0.38 1.00 0.18 Lane Grp Cap(c), veh/h 54 0 538 202 0 722 127 0 402 89 0 378 V/C Ratio(X) 0.52 0.00 0.85 0.79 0.00 0.47 0.77 0.00 0.27 0.66 0.00 0.79 Avail Cap(c_a), veh/h 335 0 841 388 0 948 388 0 626 790 0 1057 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 31.8 0.0 21.3 28.7 0.0 14.8 30.4 0.0 21.0 31.1 0.0 24.9 Incr Delay (d2), s/veh 7.5 0.0 5.1 6.6 0.0 0.5 9.2 0.0 0.4 8.2 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 0.0 6.3 2.6 0.0 3.1 1.7 0.0 1.2 1.0 0.0 4.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 39.2 0.0 26.4 35.3 0.0 15.2 39.6 0.0 21.4 39.2 0.0 28.6 LnGrp LOS D A C D A B D A C D A C Approach Vol, veh/h 486 495 205 356 Approach Delay, s/veh 27.2 21.7 30.0 30.4 Approach LOS CCCC Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 7.8 20.5 12.1 26.2 9.2 19.1 6.5 31.7 Change Period (Y+Rc), s 4.5 5.2 4.5 5.2 4.5 5.2 4.5 5.2 Max Green Setting (Gmax), s 29.5 23.8 14.5 32.8 14.5 38.8 12.5 34.8 Max Q Clear Time (g_c+I1), s 4.2 5.4 7.8 18.7 5.6 12.3 3.0 11.1 Green Ext Time (p_c), s 0.1 0.4 0.2 2.2 0.1 1.5 0.0 1.7 Intersection Summary HCM 6th Ctrl Delay 26.5 HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. 06/03/2019 6249 MORTON-PITALLO Synchro 10 Report KD ANDERSON & ASSOC Page 1 Intersection Int Delay, s/veh 2.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 1 2 21 0 194 3 289 57 155 206 0 Future Vol, veh/h 1 1 2 21 0 194 3 289 57 155 206 0 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - Free - - None - - None Storage Length -----220205--600-- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93 Heavy Vehicles, % 2 22222222222 Mvmt Flow 1 1 2 23 0 209 3 311 61 167 222 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 718 934 111 794 904 - 222 0 0 372 0 0 Stage 1 556 556 - 348 348 ------- Stage 2 162 378 - 446 556 ------- Critical Hdwy 7.54 6.54 6.94 7.54 6.54 - 4.14 - - 4.14 - - Critical Hdwy Stg 1 6.54 5.54 - 6.54 5.54 ------- Critical Hdwy Stg 2 6.54 5.54 - 6.54 5.54 ------- Follow-up Hdwy 3.52 4.02 3.32 3.52 4.02 - 2.22 - - 2.22 - - Pot Cap-1 Maneuver 316 264 921 279 275 0 1344 - - 1183 - - Stage 1 483 511 - 641 633 0 ------ Stage 2 824 614 - 561 511 0 ------ Platoon blocked, % - - - - Mov Cap-1 Maneuver 281 226 921 247 236 - 1344 - - 1183 - - Mov Cap-2 Maneuver 281 226 - 247 236 ------- Stage 1 482 439 - 640 632 ------- Stage 2 822 613 - 480 439 ------- Approach EB WB NB SB HCM Control Delay, s 14.2 21 0.1 3.7 HCM LOS B C Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1344 - - 394 247 - 1183 - - HCM Lane V/C Ratio 0.002 - - 0.011 0.091 - 0.141 - - HCM Control Delay (s) 7.7 - - 14.2 21 0 8.5 - - HCM Lane LOS A - - B C A A - - HCM 95th %tile Q(veh) 0 - - 0 0.3 - 0.5 - - 06/03/2019 6249 MORTON-PITALLO Synchro 10 Report KD ANDERSON & ASSOC Page 2 Intersection Int Delay, s/veh 2.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 13 564 20 64 232 3 21 3 138 2 0 0 Future Vol, veh/h 13 564 20 64 232 3 21 3 138 2 0 0 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 240 - 210 265 - 260 330 - 150 175 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93 Heavy Vehicles, % 2 22222222222 Mvmt Flow 14 606 22 69 249 3 23 3 148 2 0 0 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 252 0 0 628 0 0 897 1024 303 720 1043 125 Stage 1 ------634634-387387- Stage 2 ------263390-333656- Critical Hdwy 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 ------6.54 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 ------6.54 5.54 - 6.54 5.54 - Follow-up Hdwy 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 1310 - - 950 - - 235 234 693 315 228 902 Stage 1 ------434471-608608- Stage 2 ------719606-654460- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1310 - - 950 - - 220 215 693 229 209 902 Mov Cap-2 Maneuver ------220215-229209- Stage 1 ------429466-601564- Stage 2 ------667562-505455- Approach EB WB NB SB HCM Control Delay, s 0.2 1.9 13.3 20.9 HCM LOS B C Minor Lane/Major Mvmt NBLn1NBLn2NBLn3 EBL EBT EBR WBL WBT WBRSBLn1SBLn2 Capacity (veh/h) 220 215 693 1310 - - 950 - - 229 - HCM Lane V/C Ratio 0.103 0.015 0.214 0.011 - - 0.072 - - 0.009 - HCM Control Delay (s) 23.2 22 11.6 7.8 - - 9.1 - - 20.9 0 HCM Lane LOS C C B A - - A - - C A HCM 95th %tile Q(veh) 0.3 0 0.8 0 - - 0.2 - - 0 - 06/03/2019 6249 MORTON-PITALLO Synchro 10 Report KD ANDERSON & ASSOC Page 3 Intersection Intersection Delay, s/veh 21.6 Intersection LOS C Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 34 322 119 16 231 6 105 4 78 4 2 10 Future Vol, veh/h 34 322 119 16 231 6 105 4 78 4 2 10 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles, %222222222222 Mvmt Flow 38 362 134 18 260 7 118 4 88 4 2 11 Number of Lanes 110110110111 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2232 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3222 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2322 HCM Control Delay 29 15.4 12 10.5 HCM LOS D C B B Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 SBLn2 SBLn3 Vol Left, % 100% 0% 100% 0% 100% 0% 100% 0% 0% Vol Thru, % 0% 5% 0% 73% 0% 97% 0% 100% 0% Vol Right, % 0% 95% 0% 27% 0% 3% 0% 0% 100% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 105 82 34 441 16 237 4 2 10 LT Vol 1050340160400 Through Vol 0 4 0 322 0 231 0 2 0 RT Vol 0780119060010 Lane Flow Rate 118 92 38 496 18 266 4 2 11 Geometry Grp 888888888 Degree of Util (X) 0.253 0.167 0.071 0.821 0.036 0.492 0.011 0.005 0.022 Departure Headway (Hd) 7.726 6.534 6.662 5.968 7.181 6.657 8.442 7.928 7.209 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 462 545 536 605 496 538 427 454 500 Service Time 5.51 4.317 4.423 3.729 4.956 4.432 6.142 5.628 4.909 HCM Lane V/C Ratio 0.255 0.169 0.071 0.82 0.036 0.494 0.009 0.004 0.022 HCM Control Delay 13.1 10.6 9.9 30.5 10.2 15.8 11.2 10.7 10.1 HCM Lane LOS B B A D B C B B B HCM 95th-tile Q 1 0.6 0.2 8.4 0.1 2.7 0 0 0.1 06/03/2019 6249 MORTON-PITALLO Synchro 10 Report KD ANDERSON & ASSOC Page 4 Intersection Intersection Delay, s/veh21.8 Intersection LOS C Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 37 193 108 81 131 59 126 152 68 65 132 28 Future Vol, veh/h 37 193 108 81 131 59 126 152 68 65 132 28 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 Heavy Vehicles, % 2 22222222222 Mvmt Flow 40 208 116 87 141 63 135 163 73 70 142 30 Number of Lanes 0 10010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 23.4 19.2 25.2 17.2 HCM LOS C C D C Lane NBLn1EBLn1WBLn1SBLn1 Vol Left, % 36% 11% 30% 29% Vol Thru, % 44% 57% 48% 59% Vol Right, % 20% 32% 22% 12% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 346 338 271 225 LT Vol 126 37 81 65 Through Vol 152 193 131 132 RT Vol 68 108 59 28 Lane Flow Rate 372 363 291 242 Geometry Grp 1111 Degree of Util (X) 0.711 0.684 0.572 0.49 Departure Headway (Hd) 6.88 6.779 7.065 7.287 Convergence, Y/N Yes Yes Yes Yes Cap 525 531 510 494 Service Time 4.94 4.841 5.132 5.357 HCM Lane V/C Ratio 0.709 0.684 0.571 0.49 HCM Control Delay 25.2 23.4 19.2 17.2 HCM Lane LOS DCCC HCM 95th-tile Q 5.7 5.2 3.5 2.7 06/03/2019 6249 MORTON-PITALLO Synchro 10 Report KD ANDERSON & ASSOC Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 82 189 26 113 215 70 25 147 69 83 158 142 v/c Ratio 0.28 0.26 0.07 0.35 0.27 0.17 0.11 0.35 0.17 0.30 0.13 0.23 Control Delay 34.7 25.5 0.3 33.9 24.1 3.3 38.3 27.6 3.2 36.2 19.2 6.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 34.7 25.5 0.3 33.9 24.1 3.3 38.3 27.6 3.2 36.2 19.2 6.0 Queue Length 50th (ft) 25 30 0 34 33 0 8 44 0 25 16 0 Queue Length 95th (ft) 106 84 0 135 91 14 47 139 14 112 68 42 Internal Link Dist (ft) 2482 2416 777 1023 Turn Bay Length (ft) 200 150 245 150 190 85 200 200 Base Capacity (vph) 1003 1975 891 1003 1991 897 279 1119 949 428 2303 1062 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.08 0.10 0.03 0.11 0.11 0.08 0.09 0.13 0.07 0.19 0.07 0.13 Intersection Summary 06/03/2019 6249 MORTON-PITALLO Synchro 10 Report KD ANDERSON & ASSOC Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 72 166 23 99 189 62 22 129 61 73 139 125 Future Volume (veh/h) 72 166 23 99 189 62 22 129 61 73 139 125 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.97 1.00 0.96 1.00 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 82 189 26 112 215 70 25 147 69 83 158 142 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, %222222222222 Cap, veh/h 117 897 386 150 963 415 52 446 362 117 979 434 Arrive On Green 0.07 0.25 0.25 0.08 0.27 0.27 0.03 0.24 0.24 0.07 0.28 0.28 Sat Flow, veh/h 1781 3554 1529 1781 3554 1532 1781 1870 1519 1781 3554 1576 Grp Volume(v), veh/h 82 189 26 112 215 70 25 147 69 83 158 142 Grp Sat Flow(s),veh/h/ln 1781 1777 1529 1781 1777 1532 1781 1870 1519 1781 1777 1576 Q Serve(g_s), s 2.4 2.3 0.7 3.3 2.5 1.9 0.7 3.5 2.0 2.5 1.8 3.9 Cycle Q Clear(g_c), s 2.4 2.3 0.7 3.3 2.5 1.9 0.7 3.5 2.0 2.5 1.8 3.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 117 897 386 150 963 415 52 446 362 117 979 434 V/C Ratio(X) 0.70 0.21 0.07 0.75 0.22 0.17 0.48 0.33 0.19 0.71 0.16 0.33 Avail Cap(c_a), veh/h 972 1828 786 972 1828 788 247 1101 894 379 2354 1044 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 24.7 15.9 15.4 24.2 15.3 15.0 25.8 17.0 16.4 24.7 14.8 15.6 Incr Delay (d2), s/veh 7.5 0.1 0.1 7.2 0.1 0.2 6.9 0.4 0.3 7.6 0.1 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 1.2 0.8 0.2 1.5 0.9 0.6 0.4 1.4 0.6 1.2 0.7 1.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 32.2 16.1 15.4 31.4 15.4 15.2 32.7 17.4 16.7 32.3 14.9 16.0 LnGrp LOS C B B C B B C B B C B B Approach Vol, veh/h 297 397 241 383 Approach Delay, s/veh 20.5 19.9 18.8 19.1 Approach LOS C B B B Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 8.1 18.1 9.0 18.8 6.1 20.1 8.0 19.8 Change Period (Y+Rc), s 4.5 5.2 4.5 5.2 4.5 5.2 4.5 5.2 Max Green Setting (Gmax), s 11.5 31.8 29.5 27.8 7.5 35.8 29.5 27.8 Max Q Clear Time (g_c+I1), s 4.5 5.5 5.3 4.3 2.7 5.9 4.4 4.5 Green Ext Time (p_c), s 0.1 1.0 0.3 1.1 0.0 1.4 0.2 1.4 Intersection Summary HCM 6th Ctrl Delay 19.6 HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. 06/03/2019 6249 MORTON-PITALLO Synchro 10 Report KD ANDERSON & ASSOC Page 7 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 77 188 16 43 270 61 34 147 88 77 144 95 v/c Ratio 0.20 0.16 0.03 0.12 0.27 0.11 0.10 0.27 0.15 0.20 0.22 0.14 Control Delay 30.9 19.4 0.1 33.1 22.6 0.4 33.9 22.9 0.5 31.2 19.0 0.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 30.9 19.4 0.1 33.1 22.6 0.4 33.9 22.9 0.5 31.2 19.0 0.4 Queue Length 50th (ft) 23 18 0 13 41 0 10 42 0 23 28 0 Queue Length 95th (ft) 97 83 0 65 119 0 55 128 0 98 119 0 Internal Link Dist (ft) 2486 2397 1359 1717 Turn Bay Length (ft) 255 120 225 75 105 135 115 115 Base Capacity (vph) 1005 2034 959 773 1597 804 641 1278 1140 744 1316 1168 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.08 0.09 0.02 0.06 0.17 0.08 0.05 0.12 0.08 0.10 0.11 0.08 Intersection Summary 06/03/2019 6249 MORTON-PITALLO Synchro 10 Report KD ANDERSON & ASSOC Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 72 175 15 40 251 57 32 137 82 72 134 88 Future Volume (veh/h) 72 175 15 40 251 57 32 137 82 72 134 88 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 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 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 77 188 16 43 270 61 34 147 88 77 144 95 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, %222222222222 Cap, veh/h 134 659 294 87 565 252 72 295 250 134 361 306 Arrive On Green 0.08 0.19 0.19 0.05 0.16 0.16 0.04 0.16 0.16 0.08 0.19 0.19 Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 1781 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 77 188 16 43 270 61 34 147 88 77 144 95 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1781 1870 1585 1781 1870 1585 Q Serve(g_s), s 1.5 1.6 0.3 0.8 2.4 1.2 0.7 2.5 1.7 1.5 2.4 1.8 Cycle Q Clear(g_c), s 1.5 1.6 0.3 0.8 2.4 1.2 0.7 2.5 1.7 1.5 2.4 1.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 134 659 294 87 565 252 72 295 250 134 361 306 V/C Ratio(X) 0.57 0.29 0.05 0.49 0.48 0.24 0.47 0.50 0.35 0.57 0.40 0.31 Avail Cap(c_a), veh/h 1142 2207 984 736 1397 623 584 1679 1422 685 1785 1513 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 15.7 12.3 11.8 16.3 13.4 12.9 16.5 13.5 13.2 15.7 12.4 12.2 Incr Delay (d2), s/veh 3.8 0.2 0.1 4.3 0.6 0.5 4.8 1.3 0.8 3.8 0.7 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 0.5 0.1 0.4 0.8 0.3 0.3 0.9 0.5 0.6 0.8 0.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 19.5 12.5 11.8 20.6 14.1 13.4 21.3 14.8 14.0 19.5 13.1 12.7 LnGrp LOS B B B C B B C BBBBB Approach Vol, veh/h 281 374 269 316 Approach Delay, s/veh 14.4 14.7 15.4 14.6 Approach LOS BBBB Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 7.1 10.0 6.2 11.7 5.9 11.3 7.1 10.8 Change Period (Y+Rc), s 4.5 4.5 4.5 5.2 4.5 4.5 4.5 5.2 Max Green Setting (Gmax), s 13.5 31.5 14.5 21.8 11.5 33.5 22.5 13.8 Max Q Clear Time (g_c+I1), s 3.5 4.5 2.8 3.6 2.7 4.4 3.5 4.4 Green Ext Time (p_c), s 0.1 1.1 0.0 1.0 0.0 1.1 0.1 1.2 Intersection Summary HCM 6th Ctrl Delay 14.7 HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. 06/03/2019 6249 MORTON-PITALLO Synchro 10 Report KD ANDERSON & ASSOC Page 9 Intersection Int Delay, s/veh 0.6 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 385 19 18 246 11 11 Future Vol, veh/h 385 19 18 246 11 11 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 418 21 20 267 12 12 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 439 0 736 429 Stage 1 - - - - 429 - Stage 2 - - - - 307 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1121 - 386 626 Stage 1 - - - - 657 - Stage 2 - - - - 746 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1121 - 378 626 Mov Cap-2 Maneuver - - - - 378 - Stage 1 - - - - 657 - Stage 2 - - - - 730 - Approach EB WB NB HCM Control Delay, s 0 0.6 13.1 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 471 - - 1121 - HCM Lane V/C Ratio 0.051 - - 0.017 - HCM Control Delay (s) 13.1 - - 8.3 0 HCM Lane LOS B - - A A HCM 95th %tile Q(veh) 0.2 - - 0.1 - 06/03/2019 6249 MORTON-PITALLO Synchro 10 Report KD ANDERSON & ASSOC Page 10 Intersection Int Delay, s/veh 1.9 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 339 57 55 230 34 32 Future Vol, veh/h 339 57 55 230 34 32 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 368 62 60 250 37 35 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 430 0 769 399 Stage 1 - - - - 399 - Stage 2 - - - - 370 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1129 - 369 651 Stage 1 - - - - 678 - Stage 2 - - - - 699 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1129 - 346 651 Mov Cap-2 Maneuver - - - - 346 - Stage 1 - - - - 678 - Stage 2 - - - - 656 - Approach EB WB NB HCM Control Delay, s 0 1.6 14.6 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 448 - - 1129 - HCM Lane V/C Ratio 0.16 - - 0.053 - HCM Control Delay (s) 14.6 - - 8.4 0 HCM Lane LOS B - - A A HCM 95th %tile Q(veh) 0.6 - - 0.2 - W IMPROVEMENTS TRACT 6249 Synchro 10 Report KDANDERSON & ASSOCIATES Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR Lane Group Flow (vph) 38 362 134 18 260 7 118 92 4 2 11 v/c Ratio 0.09 0.30 0.12 0.04 0.23 0.01 0.21 0.16 0.01 0.00 0.02 Control Delay 29.1 13.4 4.1 30.4 14.9 0.0 23.3 6.2 33.0 23.5 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 29.1 13.4 4.1 30.4 14.9 0.0 23.3 6.2 33.0 23.5 0.1 Queue Length 50th (ft) 5 38 0 2 25 0 13 1100 Queue Length 95th (ft) 58 301 40 35 209 0 131 34 13 7 0 Internal Link Dist (ft) 2508 690 1488 777 Turn Bay Length (ft) 280 200 170 150 150 125 100 Base Capacity (vph) 541 1699 1456 686 1706 1461 1151 1206 541 1008 922 Starvation Cap Reductn 00000000000 Spillback Cap Reductn 00000000000 Storage Cap Reductn 00000000000 Reduced v/c Ratio 0.07 0.21 0.09 0.03 0.15 0.00 0.10 0.08 0.01 0.00 0.01 Intersection Summary W IMPROVEMENTS TRACT 6249 Synchro 10 Report KDANDERSON & ASSOCIATES Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 34 322 119 16 231 6 105 4 78 4 2 10 Future Volume (veh/h) 34 322 119 16 231 6 105 4 78 4 2 10 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 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 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 38 362 134 18 260 7 118 4 88 4 2 11 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, %222222222222 Cap, veh/h 78 542 460 41 503 426 169 12 275 10 170 144 Arrive On Green 0.04 0.29 0.29 0.02 0.27 0.27 0.09 0.18 0.18 0.01 0.09 0.09 Sat Flow, veh/h 1781 1870 1585 1781 1870 1585 1781 69 1526 1781 1870 1585 Grp Volume(v), veh/h 38 362 134 18 260 7 118 0 92 4 2 11 Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 1870 1585 1781 0 1596 1781 1870 1585 Q Serve(g_s), s 0.8 6.3 2.4 0.4 4.4 0.1 2.4 0.0 1.9 0.1 0.0 0.2 Cycle Q Clear(g_c), s 0.8 6.3 2.4 0.4 4.4 0.1 2.4 0.0 1.9 0.1 0.0 0.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.96 1.00 1.00 Lane Grp Cap(c), veh/h 78 542 460 41 503 426 169 0 287 10 170 144 V/C Ratio(X) 0.49 0.67 0.29 0.44 0.52 0.02 0.70 0.00 0.32 0.41 0.01 0.08 Avail Cap(c_a), veh/h 359 3002 2544 454 3102 2629 932 0 1049 359 627 532 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 17.4 11.6 10.3 18.0 11.6 10.0 16.4 0.0 13.3 18.5 15.4 15.5 Incr Delay (d2), s/veh 4.7 1.4 0.3 7.4 0.8 0.0 5.2 0.0 0.6 25.7 0.0 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 1.8 0.6 0.2 1.3 0.0 1.0 0.0 0.6 0.1 0.0 0.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 22.1 13.1 10.6 25.4 12.4 10.0 21.5 0.0 13.9 44.2 15.4 15.7 LnGrp LOS C B B C B B C A B D B B Approach Vol, veh/h 534 285 210 17 Approach Delay, s/veh 13.1 13.1 18.2 22.4 Approach LOS B B B C Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 4.7 11.2 5.3 16.0 8.0 7.9 6.1 15.2 Change Period (Y+Rc), s 4.5 4.5 4.5 5.2 4.5 4.5 4.5 5.2 Max Green Setting (Gmax), s 7.5 24.5 9.5 59.8 19.5 12.5 7.5 61.8 Max Q Clear Time (g_c+I1), s 2.1 3.9 2.4 8.3 4.4 2.2 2.8 6.4 Green Ext Time (p_c), s 0.0 0.4 0.0 2.5 0.2 0.0 0.0 1.4 Intersection Summary HCM 6th Ctrl Delay 14.3 HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. W IMPROVEMENTS TRACT 6249 Synchro 10 Report KDANDERSON & ASSOCIATES Page 3 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 40 324 87 204 135 236 70 172 v/c Ratio 0.19 0.63 0.33 0.33 0.44 0.55 0.28 0.45 Control Delay 38.2 29.9 37.2 20.8 37.6 31.3 37.4 32.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 38.2 29.9 37.2 20.8 37.6 31.3 37.4 32.3 Queue Length 50th (ft) 16 118 35 64 54 86 29 65 Queue Length 95th (ft) 57 259 99 149 142 199 84 153 Internal Link Dist (ft) 1168 2435 1529 9418 Turn Bay Length (ft) 300 300 300 300 Base Capacity (vph) 394 968 457 1011 457 767 901 1103 Starvation Cap Reductn 00000000 Spillback Cap Reductn 00000000 Storage Cap Reductn 00000000 Reduced v/c Ratio 0.10 0.33 0.19 0.20 0.30 0.31 0.08 0.16 Intersection Summary W IMPROVEMENTS TRACT 6249 Synchro 10 Report KDANDERSON & ASSOCIATES Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 37 193 108 81 131 59 126 152 68 65 132 28 Future Volume (veh/h) 37 193 108 81 131 59 126 152 68 65 132 28 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 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 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 40 208 116 87 141 63 135 163 73 70 142 30 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, %222222222222 Cap, veh/h 78 282 157 130 342 153 178 232 104 115 231 49 Arrive On Green 0.04 0.25 0.25 0.07 0.28 0.28 0.10 0.19 0.19 0.06 0.15 0.15 Sat Flow, veh/h 1781 1128 629 1781 1225 547 1781 1224 548 1781 1497 316 Grp Volume(v), veh/h 40 0 324 87 0 204 135 0 236 70 0 172 Grp Sat Flow(s),veh/h/ln 1781 0 1757 1781 0 1772 1781 0 1772 1781 0 1813 Q Serve(g_s), s 1.0 0.0 7.8 2.2 0.0 4.3 3.4 0.0 5.7 1.8 0.0 4.1 Cycle Q Clear(g_c), s 1.0 0.0 7.8 2.2 0.0 4.3 3.4 0.0 5.7 1.8 0.0 4.1 Prop In Lane 1.00 0.36 1.00 0.31 1.00 0.31 1.00 0.17 Lane Grp Cap(c), veh/h 78 0 439 130 0 495 178 0 336 115 0 280 V/C Ratio(X) 0.52 0.00 0.74 0.67 0.00 0.41 0.76 0.00 0.70 0.61 0.00 0.61 Avail Cap(c_a), veh/h 485 0 1256 563 0 1344 563 0 919 1145 0 1533 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 21.5 0.0 15.8 20.7 0.0 13.5 20.1 0.0 17.4 20.9 0.0 18.1 Incr Delay (d2), s/veh 5.2 0.0 2.4 5.8 0.0 0.5 6.5 0.0 2.7 5.2 0.0 2.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 0.0 2.6 0.9 0.0 1.3 1.4 0.0 2.0 0.8 0.0 1.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 26.7 0.0 18.3 26.5 0.0 14.0 26.6 0.0 20.0 26.1 0.0 20.3 LnGrp LOS C A B C A B C A C C A C Approach Vol, veh/h 364 291 371 242 Approach Delay, s/veh 19.2 17.8 22.4 22.0 Approach LOS B B C C Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 7.5 13.9 7.9 16.7 9.1 12.3 6.5 18.0 Change Period (Y+Rc), s 4.5 5.2 4.5 5.2 4.5 5.2 4.5 5.2 Max Green Setting (Gmax), s 29.5 23.8 14.5 32.8 14.5 38.8 12.5 34.8 Max Q Clear Time (g_c+I1), s 3.8 7.7 4.2 9.8 5.4 6.1 3.0 6.3 Green Ext Time (p_c), s 0.1 1.0 0.1 1.7 0.2 0.9 0.0 1.0 Intersection Summary HCM 6th Ctrl Delay 20.3 HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. 04/18/2019 TRACT 6249 MORTON-PITALLO Synchro 10 Report KD ANDERSON & ASSOC Page 1 Intersection Int Delay, s/veh 4.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 2 0 52 1 88 4 156 26 195 205 1 Future Vol, veh/h 1 2 0 52 1 88 4 156 26 195 205 1 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - Free - - None - - None Storage Length -----220205--300-- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 86 86 86 86 86 86 86 86 86 86 86 86 Heavy Vehicles, % 2 22222222222 Mvmt Flow 1 2 0 60 1 102 5 181 30 227 238 1 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 794 914 120 780 899 - 239 0 0 211 0 0 Stage 1 693 693 - 206 206 ------- Stage 2 101 221 - 574 693 ------- Critical Hdwy 7.54 6.54 6.94 7.54 6.54 - 4.14 - - 4.14 - - Critical Hdwy Stg 1 6.54 5.54 - 6.54 5.54 ------- Critical Hdwy Stg 2 6.54 5.54 - 6.54 5.54 ------- Follow-up Hdwy 3.52 4.02 3.32 3.52 4.02 - 2.22 - - 2.22 - - Pot Cap-1 Maneuver 279 272 909 285 277 0 1325 - - 1357 - - Stage 1 400 443 - 777 730 0 ------ Stage 2 894 719 - 471 443 0 ------ Platoon blocked, % - - - - Mov Cap-1 Maneuver 242 226 909 246 230 - 1325 - - 1357 - - Mov Cap-2 Maneuver 242 226 - 246 230 ------- Stage 1 398 369 - 774 727 ------- Stage 2 889 716 - 390 369 ------- Approach EB WB NB SB HCM Control Delay, s 20.8 24.5 0.2 4 HCM LOS C C Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1325 - - 231 246 - 1357 - - HCM Lane V/C Ratio 0.004 - - 0.015 0.251 - 0.167 - - HCM Control Delay (s) 7.7 - - 20.8 24.5 0 8.2 - - HCM Lane LOS A - - C C A A - - HCM 95th %tile Q(veh) 0 - - 0 1 - 0.6 - - 04/18/2019 TRACT 6249 MORTON-PITALLO Synchro 10 Report KD ANDERSON & ASSOC Page 2 Intersection Int Delay, s/veh 14.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 30 305 18 123 448 37 13 11 183 98 31 72 Future Vol, veh/h 30 305 18 123 448 37 13 11 183 98 31 72 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 240 - 210 265 - 260 330 - 150 175 - 100 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 88 88 88 88 88 88 88 88 88 88 88 88 Heavy Vehicles, % 2 22222222222 Mvmt Flow 34 347 20 140 509 42 15 13 208 111 35 82 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 551 0 0 367 0 0 967 1246 174 1037 1224 255 Stage 1 ------415415-789789- Stage 2 ------552831-248435- Critical Hdwy 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 ------6.54 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 ------6.54 5.54 - 6.54 5.54 - Follow-up Hdwy 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 1015 - - 1188 - - 209 172 839 185 178 744 Stage 1 ------585591-350400- Stage 2 ------486383-734579- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1015 - - 1188 - - 136 147 839 116 152 744 Mov Cap-2 Maneuver ------136147-116152- Stage 1 ------566571-338353- Stage 2 ------344338-522560- Approach EB WB NB SB HCM Control Delay, s 0.7 1.7 13.3 79.1 HCM LOS B F Minor Lane/Major Mvmt NBLn1NBLn2NBLn3 EBL EBT EBR WBL WBT WBRSBLn1SBLn2SBLn3 Capacity (veh/h) 136 147 839 1015 - - 1188 - - 116 152 744 HCM Lane V/C Ratio 0.109 0.085 0.248 0.034 - - 0.118 - - 0.96 0.232 0.11 HCM Control Delay (s) 34.7 31.8 10.7 8.7 - - 8.4 - - 143.2 35.7 10.4 HCM Lane LOS D D B A - - A - - F E B HCM 95th %tile Q(veh) 0.4 0.3 1 0.1 - - 0.4 - - 6.2 0.9 0.4 04/18/2019 TRACT 6249 MORTON-PITALLO Synchro 10 Report KD ANDERSON & ASSOC Page 3 Intersection Intersection Delay, s/veh 127.7 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 19 381 205 60 323 6 170 7 73 14 13 32 Future Vol, veh/h 19 381 205 60 323 6 170 7 73 14 13 32 Peak Hour Factor 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 Heavy Vehicles, %222222222222 Mvmt Flow 25 508 273 80 431 8 227 9 97 19 17 43 Number of Lanes 110110110010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2212 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1222 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2122 HCM Control Delay 241.2 38 19 15.2 HCM LOS F E C C Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 Vol Left, % 100% 0% 100% 0% 100% 0% 24% Vol Thru, % 0% 9% 0% 65% 0% 98% 22% Vol Right, % 0% 91% 0% 35% 0% 2% 54% Sign Control Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 170 80 19 586 60 329 59 LT Vol 170 0 19 0 60 0 14 Through Vol 0 7 0 381 0 323 13 RT Vol 0 73 0 205 0 6 32 Lane Flow Rate 227 107 25 781 80 439 79 Geometry Grp 7777776 Degree of Util (X) 0.525 0.214 0.054 1.488 0.169 0.862 0.189 Departure Headway (Hd) 9.267 8.081 7.62 6.855 8.319 7.788 9.926 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Cap 392 447 467 531 434 469 364 Service Time 6.967 5.781 5.412 4.646 6.019 5.488 7.926 HCM Lane V/C Ratio 0.579 0.239 0.054 1.471 0.184 0.936 0.217 HCM Control Delay 21.8 13 10.9 248.7 12.7 42.6 15.2 HCM Lane LOS C B B F B E C HCM 95th-tile Q 2.9 0.8 0.2 39 0.6 8.9 0.7 04/18/2019 TRACT 6249 MORTON-PITALLO Synchro 10 Report KD ANDERSON & ASSOC Page 4 Intersection Intersection Delay, s/veh129.7 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 29 226 214 124 239 49 98 59 30 52 209 51 Future Vol, veh/h 29 226 214 124 239 49 98 59 30 52 209 51 Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 Heavy Vehicles, % 2 22222222222 Mvmt Flow 37 286 271 157 303 62 124 75 38 66 265 65 Number of Lanes 0 10010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 196.1 148.2 30.7 65 HCM LOS F F D F Lane NBLn1EBLn1WBLn1SBLn1 Vol Left, % 52% 6% 30% 17% Vol Thru, % 32% 48% 58% 67% Vol Right, % 16% 46% 12% 16% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 187 469 412 312 LT Vol 98 29 124 52 Through Vol 59 226 239 209 RT Vol 30 214 49 51 Lane Flow Rate 237 594 522 395 Geometry Grp 1111 Degree of Util (X) 0.62 1.345 1.218 0.937 Departure Headway (Hd) 11.133 8.832 9.356 9.941 Convergence, Y/N Yes Yes Yes Yes Cap 327 416 391 367 Service Time 9.133 6.832 7.356 7.941 HCM Lane V/C Ratio 0.725 1.428 1.335 1.076 HCM Control Delay 30.7 196.1 148.2 65 HCM Lane LOS D F F F HCM 95th-tile Q 3.9 25.6 19.5 9.9 06/05/2019 TRACT 6249 Synchro 10 Report KDANDERSON & ASSOCIATES Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 330 705 46 343 575 139 7 392 266 74 170 111 v/c Ratio 0.81 0.80 0.10 0.82 0.64 0.29 0.06 0.81 0.55 0.46 0.14 0.18 Control Delay 57.9 47.1 0.4 58.4 41.1 10.2 57.8 53.2 24.7 62.3 26.1 6.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 57.9 47.1 0.4 58.4 41.1 10.2 57.8 53.2 24.7 62.3 26.1 6.5 Queue Length 50th (ft) 234 265 0 243 204 8 5 275 90 54 42 0 Queue Length 95th (ft) 235 222 0 245 180 14 15 261 88 74 56 7 Internal Link Dist (ft) 2482 2416 777 1023 Turn Bay Length (ft) 200 150 245 150 190 85 200 200 Base Capacity (vph) 532 1042 518 532 1048 537 135 613 579 207 1456 705 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.62 0.68 0.09 0.64 0.55 0.26 0.05 0.64 0.46 0.36 0.12 0.16 Intersection Summary 06/05/2019 TRACT 6249 Synchro 10 Report KDANDERSON & ASSOCIATES Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 201 430 28 209 351 85 4 239 162 45 104 68 Future Volume (veh/h) 201 430 28 209 351 85 4 239 162 45 104 68 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 0.96 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 330 705 46 343 575 139 7 392 266 74 170 111 Peak Hour Factor 0.61 0.61 0.61 0.61 0.61 0.61 0.61 0.61 0.61 0.61 0.61 0.61 Percent Heavy Veh, %222222222222 Cap, veh/h 370 927 399 383 952 410 16 512 418 96 1131 502 Arrive On Green 0.21 0.26 0.26 0.21 0.27 0.27 0.01 0.27 0.27 0.05 0.32 0.32 Sat Flow, veh/h 1781 3554 1530 1781 3554 1532 1781 1870 1528 1781 3554 1578 Grp Volume(v), veh/h 330 705 46 343 575 139 7 392 266 74 170 111 Grp Sat Flow(s),veh/h/ln 1781 1777 1530 1781 1777 1532 1781 1870 1528 1781 1777 1578 Q Serve(g_s), s 17.7 18.0 2.3 18.4 13.9 7.2 0.4 18.9 15.1 4.0 3.4 5.1 Cycle Q Clear(g_c), s 17.7 18.0 2.3 18.4 13.9 7.2 0.4 18.9 15.1 4.0 3.4 5.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 370 927 399 383 952 410 16 512 418 96 1131 502 V/C Ratio(X) 0.89 0.76 0.12 0.90 0.60 0.34 0.44 0.77 0.64 0.77 0.15 0.22 Avail Cap(c_a), veh/h 534 1005 433 534 1005 433 136 605 494 208 1294 574 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 37.9 33.5 27.7 37.5 31.4 29.0 48.5 32.8 31.4 45.9 24.0 24.6 Incr Delay (d2), s/veh 12.8 3.2 0.1 13.8 0.9 0.5 18.4 4.9 2.1 12.4 0.1 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 8.7 7.8 0.8 9.2 5.8 2.6 0.2 9.0 5.6 2.1 1.4 1.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 50.7 36.7 27.8 51.3 32.4 29.5 66.9 37.8 33.5 58.3 24.1 24.8 LnGrp LOS DDCDCCEDCECC Approach Vol, veh/h 1081 1057 665 355 Approach Delay, s/veh 40.6 38.2 36.4 31.4 Approach LOS DDDC Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 9.8 32.1 25.6 30.8 5.4 36.5 24.9 31.5 Change Period (Y+Rc), s 4.5 5.2 4.5 5.2 4.5 5.2 4.5 5.2 Max Green Setting (Gmax), s 11.5 31.8 29.5 27.8 7.5 35.8 29.5 27.8 Max Q Clear Time (g_c+I1), s 6.0 20.9 20.4 20.0 2.4 7.1 19.7 15.9 Green Ext Time (p_c), s 0.1 2.5 0.7 2.8 0.0 1.4 0.7 3.2 Intersection Summary HCM 6th Ctrl Delay 37.9 HCM 6th LOS D Notes User approved pedestrian interval to be less than phase max green. 06/05/2019 TRACT 6249 Synchro 10 Report KDANDERSON & ASSOCIATES Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 163 325 51 109 217 86 67 259 178 68 261 182 v/c Ratio 0.44 0.39 0.11 0.36 0.30 0.19 0.26 0.50 0.31 0.26 0.50 0.32 Control Delay 33.9 25.5 0.5 37.1 28.5 0.9 38.2 27.8 6.3 37.2 27.2 6.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 33.9 25.5 0.5 37.1 28.5 0.9 38.2 27.8 6.3 37.2 27.2 6.0 Queue Length 50th (ft) 55 57 0 37 39 0 23 87 0 24 87 0 Queue Length 95th (ft) 151 116 0 116 89 0 80 196 27 80 192 26 Internal Link Dist (ft) 2486 2397 1359 1717 Turn Bay Length (ft) 255 120 225 75 105 135 115 115 Base Capacity (vph) 806 1646 797 519 1073 594 411 1109 1014 483 1154 1050 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.20 0.20 0.06 0.21 0.20 0.14 0.16 0.23 0.18 0.14 0.23 0.17 Intersection Summary 06/05/2019 TRACT 6249 Synchro 10 Report KDANDERSON & ASSOCIATES Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 124 247 39 83 165 65 51 197 135 52 198 138 Future Volume (veh/h) 124 247 39 83 165 65 51 197 135 52 198 138 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 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 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 163 325 51 109 217 86 67 259 178 68 261 182 Peak Hour Factor 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 Percent Heavy Veh, %222222222222 Cap, veh/h 219 624 278 153 493 220 115 419 355 116 420 356 Arrive On Green 0.12 0.18 0.18 0.09 0.14 0.14 0.06 0.22 0.22 0.07 0.22 0.22 Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 1781 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 163 325 51 109 217 86 67 259 178 68 261 182 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1781 1870 1585 1781 1870 1585 Q Serve(g_s), s 3.7 3.5 1.1 2.5 2.3 2.1 1.5 5.2 4.1 1.5 5.2 4.2 Cycle Q Clear(g_c), s 3.7 3.5 1.1 2.5 2.3 2.1 1.5 5.2 4.1 1.5 5.2 4.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 219 624 278 153 493 220 115 419 355 116 420 356 V/C Ratio(X) 0.74 0.52 0.18 0.71 0.44 0.39 0.58 0.62 0.50 0.58 0.62 0.51 Avail Cap(c_a), veh/h 963 1860 830 620 1178 525 492 1415 1199 578 1505 1275 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 17.6 15.6 14.6 18.5 16.5 16.3 18.9 14.6 14.1 18.9 14.6 14.1 Incr Delay (d2), s/veh 4.9 0.7 0.3 6.0 0.6 1.1 4.6 1.5 1.1 4.6 1.5 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.5 1.2 0.3 1.1 0.8 0.7 0.7 1.9 1.2 0.7 2.0 1.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 22.6 16.2 14.9 24.5 17.1 17.5 23.5 16.1 15.2 23.5 16.1 15.3 LnGrp LOS C B B C B B C B B C B B Approach Vol, veh/h 539 412 504 511 Approach Delay, s/veh 18.0 19.1 16.8 16.8 Approach LOS BBBB Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 7.2 13.8 8.1 12.5 7.2 13.8 9.6 11.0 Change Period (Y+Rc), s 4.5 4.5 4.5 5.2 4.5 4.5 4.5 5.2 Max Green Setting (Gmax), s 13.5 31.5 14.5 21.8 11.5 33.5 22.5 13.8 Max Q Clear Time (g_c+I1), s 3.5 7.2 4.5 5.5 3.5 7.2 5.7 4.3 Green Ext Time (p_c), s 0.1 2.1 0.2 1.9 0.1 2.1 0.4 1.0 Intersection Summary HCM 6th Ctrl Delay 17.6 HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. W IMPROVEMENTS TRACT 6249 Synchro 10 Report KDANDERSON & ASSOCIATES Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 34 347 20 140 509 42 15 13 208 111 35 82 v/c Ratio 0.17 0.43 0.04 0.59 0.38 0.06 0.08 0.04 0.48 0.46 0.05 0.13 Control Delay 33.0 21.7 0.2 42.0 17.3 0.2 33.2 21.6 7.8 38.0 16.5 2.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 33.0 21.7 0.2 42.0 17.3 0.2 33.2 21.6 7.8 38.0 16.5 2.1 Queue Length 50th (ft) 9 47 0 38 46 04303060 Queue Length 95th (ft) 51 121 0 #212 177 0 29 18 45 #163 36 12 Internal Link Dist (ft) 1334 1174 566 314 Turn Bay Length (ft) 240 210 265 260 330 150 175 100 Base Capacity (vph) 239 2038 960 239 2038 960 239 1150 1057 239 1150 1024 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.14 0.17 0.02 0.59 0.25 0.04 0.06 0.01 0.20 0.46 0.03 0.08 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. W IMPROVEMENTS TRACT 6249 Synchro 10 Report KDANDERSON & ASSOCIATES Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 30 305 18 123 448 37 13 11 183 98 31 72 Future Volume (veh/h) 30 305 18 123 448 37 13 11 183 98 31 72 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 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 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 34 347 20 140 509 42 15 12 208 111 35 82 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, %222222222222 Cap, veh/h 69 659 294 180 880 393 34 345 292 154 470 399 Arrive On Green 0.04 0.19 0.19 0.10 0.25 0.25 0.02 0.18 0.18 0.09 0.25 0.25 Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 1781 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 34 347 20 140 509 42 15 12 208 111 35 82 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1781 1870 1585 1781 1870 1585 Q Serve(g_s), s 0.8 3.7 0.4 3.2 5.3 0.9 0.4 0.2 5.2 2.6 0.6 1.7 Cycle Q Clear(g_c), s 0.8 3.7 0.4 3.2 5.3 0.9 0.4 0.2 5.2 2.6 0.6 1.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 69 659 294 180 880 393 34 345 292 154 470 399 V/C Ratio(X) 0.49 0.53 0.07 0.78 0.58 0.11 0.44 0.03 0.71 0.72 0.07 0.21 Avail Cap(c_a), veh/h 316 2693 1201 316 2693 1201 316 1519 1287 316 1519 1287 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 19.9 15.5 14.2 18.5 14.0 12.3 20.5 14.1 16.2 18.8 12.1 12.5 Incr Delay (d2), s/veh 5.3 0.7 0.1 7.0 0.6 0.1 8.7 0.0 3.2 6.3 0.1 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 1.2 0.1 1.4 1.6 0.2 0.2 0.1 1.6 1.1 0.2 0.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 25.2 16.2 14.3 25.5 14.6 12.4 29.2 14.2 19.4 25.1 12.1 12.7 LnGrp LOS C B B C B B C B B C B B Approach Vol, veh/h 401 691 235 228 Approach Delay, s/veh 16.9 16.6 19.7 18.7 Approach LOS BBBB Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 8.1 12.3 8.8 13.0 5.3 15.1 6.1 15.7 Change Period (Y+Rc), s 4.5 4.5 4.5 5.2 4.5 4.5 4.5 5.2 Max Green Setting (Gmax), s 7.5 34.3 7.5 32.0 7.5 34.3 7.5 32.0 Max Q Clear Time (g_c+I1), s 4.6 7.2 5.2 5.7 2.4 3.7 2.8 7.3 Green Ext Time (p_c), s 0.1 0.7 0.1 2.0 0.0 0.4 0.0 3.1 Intersection Summary HCM 6th Ctrl Delay 17.5 HCM 6th LOS B W IMPROVEMENTS TRACT 6249 Synchro 10 Report KDANDERSON & ASSOCIATES Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR Lane Group Flow (vph) 25 508 273 80 431 8 227 106 19 17 43 v/c Ratio 0.14 0.71 0.35 0.36 0.49 0.01 0.58 0.20 0.11 0.07 0.13 Control Delay 47.8 29.2 4.2 47.5 19.9 0.0 41.8 8.8 48.1 38.6 0.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 47.8 29.2 4.2 47.5 19.9 0.0 41.8 8.8 48.1 38.6 0.8 Queue Length 50th (ft) 12 216 0 37 120 0 103 3980 Queue Length 95th (ft) 42 362 20 101 290 0 #230 29 35 27 0 Internal Link Dist (ft) 2508 690 1488 777 Turn Bay Length (ft) 280 200 170 150 150 125 100 Base Capacity (vph) 218 1454 1295 277 1477 1284 568 755 218 431 476 Starvation Cap Reductn 00000000000 Spillback Cap Reductn 00000000000 Storage Cap Reductn 00000000000 Reduced v/c Ratio 0.11 0.35 0.21 0.29 0.29 0.01 0.40 0.14 0.09 0.04 0.09 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. W IMPROVEMENTS TRACT 6249 Synchro 10 Report KDANDERSON & ASSOCIATES Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 19 381 205 60 323 6 170 7 73 14 13 32 Future Volume (veh/h) 19 381 205 60 323 6 170 7 73 14 13 32 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 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 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 25 508 273 80 431 8 227 9 97 19 17 43 Peak Hour Factor 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 Percent Heavy Veh, %222222222222 Cap, veh/h 51 657 557 114 723 613 288 31 329 41 159 135 Arrive On Green 0.03 0.35 0.35 0.06 0.39 0.39 0.16 0.22 0.22 0.02 0.09 0.09 Sat Flow, veh/h 1781 1870 1585 1781 1870 1585 1781 136 1470 1781 1870 1585 Grp Volume(v), veh/h 25 508 273 80 431 8 227 0 106 19 17 43 Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 1870 1585 1781 0 1606 1781 1870 1585 Q Serve(g_s), s 0.8 13.4 7.5 2.4 10.2 0.2 6.8 0.0 3.0 0.6 0.5 1.4 Cycle Q Clear(g_c), s 0.8 13.4 7.5 2.4 10.2 0.2 6.8 0.0 3.0 0.6 0.5 1.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.92 1.00 1.00 Lane Grp Cap(c), veh/h 51 657 557 114 723 613 288 0 360 41 159 135 V/C Ratio(X) 0.49 0.77 0.49 0.70 0.60 0.01 0.79 0.00 0.29 0.47 0.11 0.32 Avail Cap(c_a), veh/h 241 2021 1712 306 2088 1770 628 0 711 241 422 358 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 26.5 16.0 14.1 25.4 13.5 10.5 22.3 0.0 17.8 26.7 23.4 23.8 Incr Delay (d2), s/veh 7.0 2.0 0.7 7.6 0.8 0.0 4.8 0.0 0.5 8.1 0.3 1.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 4.7 2.1 1.1 3.3 0.0 2.9 0.0 1.0 0.3 0.2 0.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 33.5 18.0 14.7 33.0 14.3 10.5 27.1 0.0 18.3 34.8 23.7 25.2 LnGrp LOS C B B C B B C A B C C C Approach Vol, veh/h 806 519 333 79 Approach Delay, s/veh 17.3 17.1 24.3 27.1 Approach LOS B B C C Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 5.8 16.9 8.0 24.7 13.5 9.2 6.1 26.6 Change Period (Y+Rc), s 4.5 4.5 4.5 5.2 4.5 4.5 4.5 5.2 Max Green Setting (Gmax), s 7.5 24.5 9.5 59.8 19.5 12.5 7.5 61.8 Max Q Clear Time (g_c+I1), s 2.6 5.0 4.4 15.4 8.8 3.4 2.8 12.2 Green Ext Time (p_c), s 0.0 0.5 0.1 4.1 0.5 0.1 0.0 2.5 Intersection Summary HCM 6th Ctrl Delay 19.1 HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. W IMPROVEMENTS TRACT 6249 Synchro 10 Report KDANDERSON & ASSOCIATES Page 5 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 37 557 157 365 124 113 66 330 v/c Ratio 0.27 0.93 0.69 0.46 0.60 0.22 0.41 0.78 Control Delay 52.1 57.2 60.4 26.4 57.0 25.8 53.2 49.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 52.1 57.2 60.4 26.4 57.0 25.8 53.2 49.0 Queue Length 50th (ft) 23 336 98 175 78 48 42 198 Queue Length 95th (ft) 52 #518 160 271 130 83 78 254 Internal Link Dist (ft) 1168 2435 1529 9418 Turn Bay Length (ft) 300 300 300 300 Base Capacity (vph) 222 596 258 786 258 513 525 712 Starvation Cap Reductn 00000000 Spillback Cap Reductn 00000000 Storage Cap Reductn 00000000 Reduced v/c Ratio 0.17 0.93 0.61 0.46 0.48 0.22 0.13 0.46 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. W IMPROVEMENTS TRACT 6249 Synchro 10 Report KDANDERSON & ASSOCIATES Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 29 226 214 124 239 49 98 59 30 52 209 51 Future Volume (veh/h) 29 226 214 124 239 49 98 59 30 52 209 51 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 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 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 37 286 271 157 303 62 124 75 38 66 265 65 Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 Percent Heavy Veh, %222222222222 Cap, veh/h 61 311 294 194 642 131 158 303 153 87 317 78 Arrive On Green 0.03 0.35 0.35 0.11 0.43 0.43 0.09 0.26 0.26 0.05 0.22 0.22 Sat Flow, veh/h 1781 883 837 1781 1507 308 1781 1171 593 1781 1451 356 Grp Volume(v), veh/h 37 0 557 157 0 365 124 0 113 66 0 330 Grp Sat Flow(s),veh/h/ln 1781 0 1720 1781 0 1815 1781 0 1764 1781 0 1806 Q Serve(g_s), s 1.7 0.0 26.0 7.2 0.0 12.1 5.7 0.0 4.2 3.1 0.0 14.6 Cycle Q Clear(g_c), s 1.7 0.0 26.0 7.2 0.0 12.1 5.7 0.0 4.2 3.1 0.0 14.6 Prop In Lane 1.00 0.49 1.00 0.17 1.00 0.34 1.00 0.20 Lane Grp Cap(c), veh/h 61 0 605 194 0 774 158 0 456 87 0 395 V/C Ratio(X) 0.60 0.00 0.92 0.81 0.00 0.47 0.79 0.00 0.25 0.76 0.00 0.84 Avail Cap(c_a), veh/h 266 0 675 309 0 774 309 0 502 628 0 838 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 39.8 0.0 26.0 36.4 0.0 17.2 37.3 0.0 24.6 39.3 0.0 31.2 Incr Delay (d2), s/veh 9.1 0.0 17.0 8.2 0.0 0.4 8.4 0.0 0.3 12.8 0.0 4.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 0.0 12.1 3.3 0.0 4.4 2.7 0.0 1.7 1.6 0.0 6.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 48.9 0.0 43.0 44.6 0.0 17.7 45.7 0.0 24.8 52.1 0.0 35.9 LnGrp LOS D A D D A B D A C D A D Approach Vol, veh/h 594 522 237 396 Approach Delay, s/veh 43.4 25.8 35.7 38.6 Approach LOS DCDD Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 8.6 26.8 13.6 34.6 11.9 23.5 7.4 40.8 Change Period (Y+Rc), s 4.5 5.2 4.5 5.2 4.5 5.2 4.5 5.2 Max Green Setting (Gmax), s 29.5 23.8 14.5 32.8 14.5 38.8 12.5 34.8 Max Q Clear Time (g_c+I1), s 5.1 6.2 9.2 28.0 7.7 16.6 3.7 14.1 Green Ext Time (p_c), s 0.1 0.4 0.2 1.4 0.1 1.7 0.0 1.9 Intersection Summary HCM 6th Ctrl Delay 36.0 HCM 6th LOS D Notes User approved pedestrian interval to be less than phase max green. 04/18/2019 TRACT 6249 MORTON-PITALLO Synchro 10 Report KD ANDERSON & ASSOC Page 1 Intersection Int Delay, s/veh 2.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 1 2 21 0 193 3 294 57 154 214 0 Future Vol, veh/h 1 1 2 21 0 193 3 294 57 154 214 0 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - Free - - None - - None Storage Length -----220205--300-- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93 Heavy Vehicles, % 2 22222222222 Mvmt Flow 1 1 2 23 0 208 3 316 61 166 230 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 726 945 115 801 915 - 230 0 0 377 0 0 Stage 1 562 562 - 353 353 ------- Stage 2 164 383 - 448 562 ------- Critical Hdwy 7.54 6.54 6.94 7.54 6.54 - 4.14 - - 4.14 - - Critical Hdwy Stg 1 6.54 5.54 - 6.54 5.54 ------- Critical Hdwy Stg 2 6.54 5.54 - 6.54 5.54 ------- Follow-up Hdwy 3.52 4.02 3.32 3.52 4.02 - 2.22 - - 2.22 - - Pot Cap-1 Maneuver 312 260 916 276 271 0 1335 - - 1178 - - Stage 1 479 508 - 637 629 0 ------ Stage 2 822 610 - 560 508 0 ------ Platoon blocked, % - - - - Mov Cap-1 Maneuver 278 223 916 244 232 - 1335 - - 1178 - - Mov Cap-2 Maneuver 278 223 - 244 232 ------- Stage 1 478 436 - 636 628 ------- Stage 2 820 609 - 479 436 ------- Approach EB WB NB SB HCM Control Delay, s 14.3 21.3 0.1 3.6 HCM LOS B C Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1335 - - 390 244 - 1178 - - HCM Lane V/C Ratio 0.002 - - 0.011 0.093 - 0.141 - - HCM Control Delay (s) 7.7 - - 14.3 21.3 0 8.6 - - HCM Lane LOS A - - B C A A - - HCM 95th %tile Q(veh) 0 - - 0 0.3 - 0.5 - - 04/18/2019 TRACT 6249 MORTON-PITALLO Synchro 10 Report KD ANDERSON & ASSOC Page 2 Intersection Int Delay, s/veh 9.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 80 578 20 84 285 95 21 41 181 60 15 38 Future Vol, veh/h 80 578 20 84 285 95 21 41 181 60 15 38 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 240 - 210 265 - 260 330 - 150 175 - 100 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93 Heavy Vehicles, % 2 22222222222 Mvmt Flow 86 622 22 90 306 102 23 44 195 65 16 41 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 408 0 0 644 0 0 1135 1382 311 991 1302 153 Stage 1 ------794794-486486- Stage 2 ------341588-505816- Critical Hdwy 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 ------6.54 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 ------6.54 5.54 - 6.54 5.54 - Follow-up Hdwy 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 1147 - - 937 - - 157 143 685 200 160 866 Stage 1 ------348398-531549- Stage 2 ------647494-518389- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1147 - - 937 - - 119 120 685 90 134 866 Mov Cap-2 Maneuver ------119120-90134- Stage 1 ------322368-491496- Stage 2 ------539447-302360- Approach EB WB NB SB HCM Control Delay, s 1 1.7 21.5 67.1 HCM LOS C F Minor Lane/Major Mvmt NBLn1NBLn2NBLn3 EBL EBT EBR WBL WBT WBRSBLn1SBLn2SBLn3 Capacity (veh/h) 119 120 685 1147 - - 937 - - 90 134 866 HCM Lane V/C Ratio 0.19 0.367 0.284 0.075 - - 0.096 - - 0.717 0.12 0.047 HCM Control Delay (s) 42.2 51.5 12.3 8.4 - - 9.3 - - 111.5 35.5 9.4 HCM Lane LOS E F B A - - A - - F E A HCM 95th %tile Q(veh) 0.7 1.5 1.2 0.2 - - 0.3 - - 3.6 0.4 0.1 04/18/2019 TRACT 6249 MORTON-PITALLO Synchro 10 Report KD ANDERSON & ASSOC Page 3 Intersection Intersection Delay, s/veh 27.7 Intersection LOS D Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 42 375 122 13 370 14 107 9 50 9 5 15 Future Vol, veh/h 42 375 122 13 370 14 107 9 50 9 5 15 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles, %222222222222 Mvmt Flow 47 421 137 15 416 16 120 10 56 10 6 17 Number of Lanes 110110110010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2212 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1222 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2122 HCM Control Delay 36.5 23.3 12.4 11.4 HCM LOS E C B B Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 Vol Left, % 100% 0% 100% 0% 100% 0% 31% Vol Thru, % 0% 15% 0% 75% 0% 96% 17% Vol Right, % 0% 85% 0% 25% 0% 4% 52% Sign Control Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 107 59 42 497 13 384 29 LT Vol 107 0 42 0 13 0 9 Through Vol 0 9 0 375 0 370 5 RT Vol 0 50 0 122 0 14 15 Lane Flow Rate 120 66 47 558 15 431 33 Geometry Grp 7777776 Degree of Util (X) 0.263 0.124 0.085 0.895 0.027 0.731 0.071 Departure Headway (Hd) 7.872 6.753 6.454 5.772 6.634 6.1 7.814 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Cap 454 528 553 625 537 591 461 Service Time 5.657 4.537 4.216 3.534 4.402 3.868 5.814 HCM Lane V/C Ratio 0.264 0.125 0.085 0.893 0.028 0.729 0.072 HCM Control Delay 13.5 10.5 9.8 38.8 9.6 23.8 11.4 HCM Lane LOS BBAEACB HCM 95th-tile Q 1 0.4 0.3 10.9 0.1 6.2 0.2 04/18/2019 TRACT 6249 MORTON-PITALLO Synchro 10 Report KD ANDERSON & ASSOC Page 4 Intersection Intersection Delay, s/veh73.5 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 52 240 151 75 202 65 170 175 68 69 141 29 Future Vol, veh/h 52 240 151 75 202 65 170 175 68 69 141 29 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 Heavy Vehicles, % 2 22222222222 Mvmt Flow 56 258 162 81 217 70 183 188 73 74 152 31 Number of Lanes 0 10010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 101.4 51.9 86.5 30.3 HCM LOS F F F D Lane NBLn1EBLn1WBLn1SBLn1 Vol Left, % 41% 12% 22% 29% Vol Thru, % 42% 54% 59% 59% Vol Right, % 16% 34% 19% 12% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 413 443 342 239 LT Vol 170 52 75 69 Through Vol 175 240 202 141 RT Vol 68 151 65 29 Lane Flow Rate 444 476 368 257 Geometry Grp 1111 Degree of Util (X) 1.042 1.095 0.884 0.663 Departure Headway (Hd) 8.867 8.59 9.177 9.862 Convergence, Y/N Yes Yes Yes Yes Cap 413 424 397 370 Service Time 6.867 6.59 7.177 7.862 HCM Lane V/C Ratio 1.075 1.123 0.927 0.695 HCM Control Delay 86.5 101.4 51.9 30.3 HCM Lane LOS F F F D HCM 95th-tile Q 13.7 15.8 8.9 4.6 06/05/2019 TRACT 6249 Synchro 10 Report KDANDERSON & ASSOCIATES Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 84 189 26 113 214 49 25 145 69 84 158 143 v/c Ratio 0.29 0.26 0.07 0.35 0.27 0.12 0.11 0.35 0.17 0.30 0.14 0.23 Control Delay 34.6 25.5 0.3 33.8 24.2 0.6 38.3 27.6 3.2 36.2 19.2 5.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 34.6 25.5 0.3 33.8 24.2 0.6 38.3 27.6 3.2 36.2 19.2 5.9 Queue Length 50th (ft) 25 30 0 34 33 0 8 43 0 25 16 0 Queue Length 95th (ft) 109 84 0 135 91 0 47 137 14 113 68 42 Internal Link Dist (ft) 2482 2416 777 1023 Turn Bay Length (ft) 200 150 245 150 190 85 200 200 Base Capacity (vph) 1004 1976 891 1004 1991 898 279 1120 950 428 2305 1063 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.08 0.10 0.03 0.11 0.11 0.05 0.09 0.13 0.07 0.20 0.07 0.13 Intersection Summary 06/05/2019 TRACT 6249 Synchro 10 Report KDANDERSON & ASSOCIATES Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 74 166 23 99 188 43 22 128 61 74 139 126 Future Volume (veh/h) 74 166 23 99 188 43 22 128 61 74 139 126 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.97 1.00 0.96 1.00 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 84 189 26 112 214 49 25 145 69 84 158 143 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, %222222222222 Cap, veh/h 118 898 386 150 961 414 52 445 361 118 978 434 Arrive On Green 0.07 0.25 0.25 0.08 0.27 0.27 0.03 0.24 0.24 0.07 0.28 0.28 Sat Flow, veh/h 1781 3554 1529 1781 3554 1532 1781 1870 1519 1781 3554 1576 Grp Volume(v), veh/h 84 189 26 112 214 49 25 145 69 84 158 143 Grp Sat Flow(s),veh/h/ln 1781 1777 1529 1781 1777 1532 1781 1870 1519 1781 1777 1576 Q Serve(g_s), s 2.5 2.3 0.7 3.3 2.5 1.3 0.7 3.5 2.0 2.5 1.8 3.9 Cycle Q Clear(g_c), s 2.5 2.3 0.7 3.3 2.5 1.3 0.7 3.5 2.0 2.5 1.8 3.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 118 898 386 150 961 414 52 445 361 118 978 434 V/C Ratio(X) 0.71 0.21 0.07 0.75 0.22 0.12 0.48 0.33 0.19 0.71 0.16 0.33 Avail Cap(c_a), veh/h 973 1830 787 973 1830 789 247 1102 895 379 2356 1045 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 24.7 15.9 15.3 24.2 15.3 14.8 25.8 17.0 16.4 24.7 14.8 15.6 Incr Delay (d2), s/veh 7.6 0.1 0.1 7.2 0.1 0.1 6.9 0.4 0.3 7.6 0.1 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 1.2 0.8 0.2 1.5 0.9 0.4 0.4 1.4 0.6 1.2 0.7 1.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 32.3 16.0 15.4 31.4 15.4 15.0 32.7 17.4 16.7 32.3 14.9 16.0 LnGrp LOS C B B C B B C B B C B B Approach Vol, veh/h 299 375 239 385 Approach Delay, s/veh 20.6 20.1 18.8 19.1 Approach LOS C C B B Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 8.1 18.0 9.0 18.8 6.1 20.1 8.1 19.8 Change Period (Y+Rc), s 4.5 5.2 4.5 5.2 4.5 5.2 4.5 5.2 Max Green Setting (Gmax), s 11.5 31.8 29.5 27.8 7.5 35.8 29.5 27.8 Max Q Clear Time (g_c+I1), s 4.5 5.5 5.3 4.3 2.7 5.9 4.5 4.5 Green Ext Time (p_c), s 0.1 1.0 0.3 1.1 0.0 1.4 0.2 1.4 Intersection Summary HCM 6th Ctrl Delay 19.7 HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. 06/05/2019 TRACT 6249 Synchro 10 Report KDANDERSON & ASSOCIATES Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 77 188 16 41 262 61 34 146 88 77 144 95 v/c Ratio 0.20 0.16 0.03 0.12 0.27 0.11 0.10 0.26 0.15 0.20 0.22 0.14 Control Delay 30.8 19.4 0.1 33.2 22.7 0.4 33.9 22.8 0.5 31.1 19.0 0.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 30.8 19.4 0.1 33.2 22.7 0.4 33.9 22.8 0.5 31.1 19.0 0.4 Queue Length 50th (ft) 22 18 0 12 39 0 10 42 0 22 28 0 Queue Length 95th (ft) 97 82 0 62 116 0 55 127 0 98 119 0 Internal Link Dist (ft) 2486 2397 1359 1717 Turn Bay Length (ft) 255 120 225 75 105 135 115 115 Base Capacity (vph) 1007 2037 960 775 1600 805 640 1280 1141 746 1318 1170 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.08 0.09 0.02 0.05 0.16 0.08 0.05 0.11 0.08 0.10 0.11 0.08 Intersection Summary 06/05/2019 TRACT 6249 Synchro 10 Report KDANDERSON & ASSOCIATES Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 72 175 15 38 244 57 32 136 82 72 134 88 Future Volume (veh/h) 72 175 15 38 244 57 32 136 82 72 134 88 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 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 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 77 188 16 41 262 61 34 146 88 77 144 95 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, %222222222222 Cap, veh/h 134 657 293 84 556 248 72 295 250 134 360 305 Arrive On Green 0.08 0.18 0.18 0.05 0.16 0.16 0.04 0.16 0.16 0.08 0.19 0.19 Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 1781 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 77 188 16 41 262 61 34 146 88 77 144 95 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1781 1870 1585 1781 1870 1585 Q Serve(g_s), s 1.5 1.6 0.3 0.8 2.3 1.2 0.7 2.5 1.7 1.5 2.4 1.8 Cycle Q Clear(g_c), s 1.5 1.6 0.3 0.8 2.3 1.2 0.7 2.5 1.7 1.5 2.4 1.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 134 657 293 84 556 248 72 295 250 134 360 305 V/C Ratio(X) 0.57 0.29 0.05 0.49 0.47 0.25 0.47 0.50 0.35 0.57 0.40 0.31 Avail Cap(c_a), veh/h 1147 2218 989 739 1404 626 586 1687 1429 688 1794 1520 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 15.6 12.3 11.7 16.2 13.4 12.9 16.4 13.4 13.1 15.6 12.3 12.1 Incr Delay (d2), s/veh 3.8 0.2 0.1 4.4 0.6 0.5 4.8 1.3 0.8 3.8 0.7 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 0.5 0.1 0.3 0.7 0.3 0.3 0.9 0.5 0.6 0.8 0.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 19.4 12.5 11.8 20.6 14.0 13.4 21.2 14.7 14.0 19.4 13.1 12.7 LnGrp LOS B B B C B B C BBBBB Approach Vol, veh/h 281 364 268 316 Approach Delay, s/veh 14.4 14.7 15.3 14.5 Approach LOS BBBB Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 7.1 10.0 6.1 11.7 5.9 11.2 7.1 10.7 Change Period (Y+Rc), s 4.5 4.5 4.5 5.2 4.5 4.5 4.5 5.2 Max Green Setting (Gmax), s 13.5 31.5 14.5 21.8 11.5 33.5 22.5 13.8 Max Q Clear Time (g_c+I1), s 3.5 4.5 2.8 3.6 2.7 4.4 3.5 4.3 Green Ext Time (p_c), s 0.1 1.0 0.0 1.0 0.0 1.1 0.1 1.1 Intersection Summary HCM 6th Ctrl Delay 14.7 HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. W IMPROVEMENTS TRACT 6249 Synchro 10 Report KDANDERSON & ASSOCIATES Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 91 657 23 95 324 108 24 47 206 68 17 43 v/c Ratio 0.34 0.56 0.04 0.35 0.28 0.18 0.10 0.13 0.44 0.27 0.03 0.08 Control Delay 35.9 20.6 0.1 36.2 18.0 5.2 34.4 23.5 7.2 34.6 17.9 0.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 35.9 20.6 0.1 36.2 18.0 5.2 34.4 23.5 7.2 34.6 17.9 0.3 Queue Length 50th (ft) 29 102 0 30 45 0 8 15 0 21 4 0 Queue Length 95th (ft) #128 233 0 #135 114 32 39 44 44 85 22 0 Internal Link Dist (ft) 1334 1174 566 314 Turn Bay Length (ft) 240 210 265 260 330 150 175 100 Base Capacity (vph) 285 2237 1043 285 2237 1043 285 1236 1119 285 1236 1091 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.32 0.29 0.02 0.33 0.14 0.10 0.08 0.04 0.18 0.24 0.01 0.04 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. W IMPROVEMENTS TRACT 6249 Synchro 10 Report KDANDERSON & ASSOCIATES Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 80 578 20 84 285 95 21 41 181 60 15 38 Future Volume (veh/h) 80 578 20 84 285 95 21 41 181 60 15 38 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 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 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 91 657 23 95 324 108 24 47 206 68 17 43 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, %222222222222 Cap, veh/h 131 1024 457 134 1030 459 51 338 287 111 401 340 Arrive On Green 0.07 0.29 0.29 0.08 0.29 0.29 0.03 0.18 0.18 0.06 0.21 0.21 Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 1781 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 91 657 23 95 324 108 24 47 206 68 17 43 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1781 1870 1585 1781 1870 1585 Q Serve(g_s), s 2.4 7.7 0.5 2.5 3.4 2.5 0.6 1.0 5.8 1.8 0.3 1.0 Cycle Q Clear(g_c), s 2.4 7.7 0.5 2.5 3.4 2.5 0.6 1.0 5.8 1.8 0.3 1.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 131 1024 457 134 1030 459 51 338 287 111 401 340 V/C Ratio(X) 0.69 0.64 0.05 0.71 0.31 0.24 0.47 0.14 0.72 0.61 0.04 0.13 Avail Cap(c_a), veh/h 281 2392 1067 281 2392 1067 281 1349 1144 281 1349 1144 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 21.5 14.8 12.2 21.5 13.2 12.9 22.7 16.4 18.3 21.7 14.8 15.1 Incr Delay (d2), s/veh 6.4 0.7 0.0 6.7 0.2 0.3 6.6 0.2 3.4 5.4 0.0 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.0 2.4 0.1 1.1 1.0 0.7 0.3 0.4 1.9 0.8 0.1 0.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 27.9 15.4 12.3 28.2 13.4 13.1 29.4 16.5 21.7 27.1 14.8 15.2 LnGrp LOS C B B C B B C B C C B B Approach Vol, veh/h 771 527 277 128 Approach Delay, s/veh 16.8 16.0 21.5 21.5 Approach LOS B B C C Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 7.5 13.1 8.1 18.9 5.9 14.7 8.0 19.0 Change Period (Y+Rc), s 4.5 4.5 4.5 5.2 4.5 4.5 4.5 5.2 Max Green Setting (Gmax), s 7.5 34.3 7.5 32.0 7.5 34.3 7.5 32.0 Max Q Clear Time (g_c+I1), s 3.8 7.8 4.5 9.7 2.6 3.0 4.4 5.4 Green Ext Time (p_c), s 0.0 0.9 0.0 4.0 0.0 0.2 0.0 2.2 Intersection Summary HCM 6th Ctrl Delay 17.7 HCM 6th LOS B W IMPROVEMENTS TRACT 6249 Synchro 10 Report KDANDERSON & ASSOCIATES Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR Lane Group Flow (vph) 56 500 163 17 493 19 143 79 12 7 20 v/c Ratio 0.19 0.44 0.16 0.06 0.49 0.02 0.34 0.15 0.04 0.02 0.05 Control Delay 40.4 15.8 3.7 41.9 19.9 0.1 34.2 9.4 42.7 33.4 0.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 40.4 15.8 3.7 41.9 19.9 0.1 34.2 9.4 42.7 33.4 0.2 Queue Length 50th (ft) 17 69 0 5 124 0 42 3420 Queue Length 95th (ft) 76 352 21 32 341 0 145 29 25 15 0 Internal Link Dist (ft) 2508 690 1488 777 Turn Bay Length (ft) 280 200 170 150 150 125 100 Base Capacity (vph) 353 1596 1379 447 1612 1388 825 941 353 669 660 Starvation Cap Reductn 00000000000 Spillback Cap Reductn 00000000000 Storage Cap Reductn 00000000000 Reduced v/c Ratio 0.16 0.31 0.12 0.04 0.31 0.01 0.17 0.08 0.03 0.01 0.03 Intersection Summary W IMPROVEMENTS TRACT 6249 Synchro 10 Report KDANDERSON & ASSOCIATES Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 42 375 122 13 370 14 107 9 50 9 5 15 Future Volume (veh/h) 42 375 122 13 370 14 107 9 50 9 5 15 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 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 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 56 500 163 17 493 19 143 12 67 12 7 20 Peak Hour Factor 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 Percent Heavy Veh, %222222222222 Cap, veh/h 99 708 600 38 644 546 191 44 243 28 159 134 Arrive On Green 0.06 0.38 0.38 0.02 0.34 0.34 0.11 0.18 0.18 0.02 0.08 0.08 Sat Flow, veh/h 1781 1870 1585 1781 1870 1585 1781 246 1376 1781 1870 1585 Grp Volume(v), veh/h 56 500 163 17 493 19 143 0 79 12 7 20 Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 1870 1585 1781 0 1623 1781 1870 1585 Q Serve(g_s), s 1.4 10.4 3.3 0.4 10.8 0.4 3.6 0.0 1.9 0.3 0.2 0.5 Cycle Q Clear(g_c), s 1.4 10.4 3.3 0.4 10.8 0.4 3.6 0.0 1.9 0.3 0.2 0.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.85 1.00 1.00 Lane Grp Cap(c), veh/h 99 708 600 38 644 546 191 0 286 28 159 134 V/C Ratio(X) 0.57 0.71 0.27 0.45 0.77 0.03 0.75 0.00 0.28 0.44 0.04 0.15 Avail Cap(c_a), veh/h 292 2442 2069 369 2523 2138 758 0 868 292 510 433 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 21.1 12.1 9.9 22.2 13.4 10.0 19.9 0.0 16.3 22.4 19.3 19.4 Incr Delay (d2), s/veh 5.0 1.3 0.2 8.1 1.9 0.0 5.8 0.0 0.5 10.5 0.1 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 3.1 0.8 0.2 3.4 0.1 1.6 0.0 0.7 0.2 0.1 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 26.1 13.4 10.1 30.3 15.3 10.0 25.7 0.0 16.8 32.8 19.4 19.9 LnGrp LOS C B B C B A C A B C B B Approach Vol, veh/h 719 529 222 39 Approach Delay, s/veh 13.6 15.6 22.5 23.8 Approach LOS B B C C Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 5.2 12.6 5.5 22.5 9.4 8.4 7.0 21.0 Change Period (Y+Rc), s 4.5 4.5 4.5 5.2 4.5 4.5 4.5 5.2 Max Green Setting (Gmax), s 7.5 24.5 9.5 59.8 19.5 12.5 7.5 61.8 Max Q Clear Time (g_c+I1), s 2.3 3.9 2.4 12.4 5.6 2.5 3.4 12.8 Green Ext Time (p_c), s 0.0 0.3 0.0 3.6 0.3 0.0 0.0 3.0 Intersection Summary HCM 6th Ctrl Delay 15.9 HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. W IMPROVEMENTS TRACT 6249 Synchro 10 Report KDANDERSON & ASSOCIATES Page 5 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 56 420 81 287 183 261 74 183 v/c Ratio 0.30 0.75 0.38 0.49 0.60 0.51 0.36 0.55 Control Delay 43.3 34.8 43.2 25.7 45.2 32.7 43.2 38.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 43.3 34.8 43.2 25.7 45.2 32.7 43.2 38.1 Queue Length 50th (ft) 28 184 40 113 89 115 36 84 Queue Length 95th (ft) 74 347 96 220 #219 231 90 167 Internal Link Dist (ft) 1168 2435 1529 9418 Turn Bay Length (ft) 300 300 300 300 Base Capacity (vph) 299 794 347 853 347 588 708 959 Starvation Cap Reductn 00000000 Spillback Cap Reductn 00000000 Storage Cap Reductn 00000000 Reduced v/c Ratio 0.19 0.53 0.23 0.34 0.53 0.44 0.10 0.19 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. W IMPROVEMENTS TRACT 6249 Synchro 10 Report KDANDERSON & ASSOCIATES Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 52 240 151 75 202 65 170 175 68 69 141 29 Future Volume (veh/h) 52 240 151 75 202 65 170 175 68 69 141 29 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 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 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 56 258 162 81 217 70 183 188 73 74 152 31 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, %222222222222 Cap, veh/h 93 321 202 115 421 136 235 281 109 110 224 46 Arrive On Green 0.05 0.30 0.30 0.06 0.31 0.31 0.13 0.22 0.22 0.06 0.15 0.15 Sat Flow, veh/h 1781 1074 675 1781 1355 437 1781 1283 498 1781 1508 307 Grp Volume(v), veh/h 56 0 420 81 0 287 183 0 261 74 0 183 Grp Sat Flow(s),veh/h/ln 1781 0 1749 1781 0 1792 1781 0 1781 1781 0 1815 Q Serve(g_s), s 1.7 0.0 12.1 2.4 0.0 7.2 5.4 0.0 7.3 2.2 0.0 5.2 Cycle Q Clear(g_c), s 1.7 0.0 12.1 2.4 0.0 7.2 5.4 0.0 7.3 2.2 0.0 5.2 Prop In Lane 1.00 0.39 1.00 0.24 1.00 0.28 1.00 0.17 Lane Grp Cap(c), veh/h 93 0 522 115 0 557 235 0 390 110 0 270 V/C Ratio(X) 0.60 0.00 0.80 0.70 0.00 0.51 0.78 0.00 0.67 0.67 0.00 0.68 Avail Cap(c_a), veh/h 408 0 1052 474 0 1144 474 0 777 964 0 1292 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 25.3 0.0 17.6 25.0 0.0 15.4 22.9 0.0 19.5 25.0 0.0 22.0 Incr Delay (d2), s/veh 6.0 0.0 3.0 7.5 0.0 0.7 5.5 0.0 2.0 6.9 0.0 3.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.8 0.0 4.2 1.1 0.0 2.4 2.3 0.0 2.7 1.0 0.0 2.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 31.3 0.0 20.6 32.5 0.0 16.1 28.4 0.0 21.5 32.0 0.0 24.9 LnGrp LOS C A C C A B C A C C A C Approach Vol, veh/h 476 368 444 257 Approach Delay, s/veh 21.9 19.7 24.3 27.0 Approach LOS C B C C Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 7.9 17.1 8.0 21.5 11.7 13.3 7.4 22.2 Change Period (Y+Rc), s 4.5 5.2 4.5 5.2 4.5 5.2 4.5 5.2 Max Green Setting (Gmax), s 29.5 23.8 14.5 32.8 14.5 38.8 12.5 34.8 Max Q Clear Time (g_c+I1), s 4.2 9.3 4.4 14.1 7.4 7.2 3.7 9.2 Green Ext Time (p_c), s 0.2 1.1 0.1 2.2 0.3 0.9 0.1 1.5 Intersection Summary HCM 6th Ctrl Delay 22.9 HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. 06/03/2019 6249 MORTON-PITALLO Synchro 10 Report KD ANDERSON & ASSOC Page 1 Intersection Int Delay, s/veh 4.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 2 0 52 1 90 4 156 26 196 205 1 Future Vol, veh/h 1 2 0 52 1 90 4 156 26 196 205 1 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - Free - - None - - None Storage Length -----220205--600-- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 86 86 86 86 86 86 86 86 86 86 86 86 Heavy Vehicles, % 2 22222222222 Mvmt Flow 1 2 0 60 1 105 5 181 30 228 238 1 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 796 916 120 782 901 - 239 0 0 211 0 0 Stage 1 695 695 - 206 206 ------- Stage 2 101 221 - 576 695 ------- Critical Hdwy 7.54 6.54 6.94 7.54 6.54 - 4.14 - - 4.14 - - Critical Hdwy Stg 1 6.54 5.54 - 6.54 5.54 ------- Critical Hdwy Stg 2 6.54 5.54 - 6.54 5.54 ------- Follow-up Hdwy 3.52 4.02 3.32 3.52 4.02 - 2.22 - - 2.22 - - Pot Cap-1 Maneuver 278 271 909 284 276 0 1325 - - 1357 - - Stage 1 399 442 - 777 730 0 ------ Stage 2 894 719 - 470 442 0 ------ Platoon blocked, % - - - - Mov Cap-1 Maneuver 240 225 909 245 229 - 1325 - - 1357 - - Mov Cap-2 Maneuver 240 225 - 245 229 ------- Stage 1 397 368 - 774 727 ------- Stage 2 889 716 - 389 368 ------- Approach EB WB NB SB HCM Control Delay, s 20.9 24.6 0.2 4 HCM LOS C C Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1325 - - 230 245 - 1357 - - HCM Lane V/C Ratio 0.004 - - 0.015 0.252 - 0.168 - - HCM Control Delay (s) 7.7 - - 20.9 24.6 0 8.2 - - HCM Lane LOS A - - C C A A - - HCM 95th %tile Q(veh) 0 - - 0 1 - 0.6 - - 06/03/2019 6249 MORTON-PITALLO Synchro 10 Report KD ANDERSON & ASSOC Page 2 Intersection Int Delay, s/veh 16.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 30 318 18 125 474 37 13 11 184 98 31 72 Future Vol, veh/h 30 318 18 125 474 37 13 11 184 98 31 72 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 240 - 210 265 - 260 330 - 150 175 - 100 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 88 88 88 88 88 88 88 88 88 88 88 88 Heavy Vehicles, % 2 22222222222 Mvmt Flow 34 361 20 142 539 42 15 13 209 111 35 82 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 581 0 0 381 0 0 1000 1294 181 1078 1272 270 Stage 1 ------429429-823823- Stage 2 ------571865-255449- Critical Hdwy 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 ------6.54 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 ------6.54 5.54 - 6.54 5.54 - Follow-up Hdwy 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 989 - - 1174 - - 197 161 831 173 166 728 Stage 1 ------574582-334386- Stage 2 ------473369-727571- Platoon blocked, % - - - - Mov Cap-1 Maneuver 989 - - 1174 - - 125 137 831 ~ 107 141 728 Mov Cap-2 Maneuver ------125137-~ 107141- Stage 1 ------554562-323339- Stage 2 ------331324-514552- Approach EB WB NB SB HCM Control Delay, s 0.7 1.7 13.7 94.5 HCM LOS B F Minor Lane/Major Mvmt NBLn1NBLn2NBLn3 EBL EBT EBR WBL WBT WBRSBLn1SBLn2SBLn3 Capacity (veh/h) 125 137 831 989 - - 1174 - - 107 141 728 HCM Lane V/C Ratio 0.118 0.091 0.252 0.034 - - 0.121 - - 1.041 0.25 0.112 HCM Control Delay (s) 37.6 33.9 10.8 8.8 - - 8.5 - - 173.7 38.8 10.6 HCM Lane LOS E D B A - - A - - F E B HCM 95th %tile Q(veh) 0.4 0.3 1 0.1 - - 0.4 - - 6.7 0.9 0.4 Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon 06/03/2019 6249 MORTON-PITALLO Synchro 10 Report KD ANDERSON & ASSOC Page 3 Intersection Intersection Delay, s/veh 193.5 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 19 401 205 89 362 6 170 7 91 14 13 32 Future Vol, veh/h 19 401 205 89 362 6 170 7 91 14 13 32 Peak Hour Factor 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 Heavy Vehicles, %222222222222 Mvmt Flow 25 535 273 119 483 8 227 9 121 19 17 43 Number of Lanes 110110110111 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2232 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3222 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2322 HCM Control Delay 363.3 84.3 23.1 15.2 HCM LOS F F C C Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 SBLn2 SBLn3 Vol Left, % 100% 0% 100% 0% 100% 0% 100% 0% 0% Vol Thru, % 0% 7% 0% 66% 0% 98% 0% 100% 0% Vol Right, % 0% 93% 0% 34% 0% 2% 0% 0% 100% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 170 98 19 606 89 368 14 13 32 LT Vol 170 0 19 0 89 0 14 0 0 Through Vol 0 7 0 401 0 362 0 13 0 RT Vol 0910205060032 Lane Flow Rate 227 131 25 808 119 491 19 17 43 Geometry Grp 888888888 Degree of Util (X) 0.579 0.292 0.061 1.768 0.279 1.083 0.054 0.047 0.108 Departure Headway (Hd) 10.74 9.528 8.916 8.161 9.863 9.333 12.303 11.77 11.024 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 338 380 404 452 367 393 293 306 327 Service Time 8.44 7.228 6.616 5.861 7.563 7.033 10.003 9.47 8.724 HCM Lane V/C Ratio 0.672 0.345 0.062 1.788 0.324 1.249 0.065 0.056 0.131 HCM Control Delay 27.2 16.1 12.2 374.3 16.3 100.7 15.7 15 15.1 HCM Lane LOS D C B F C F C B C HCM 95th-tile Q 3.5 1.2 0.2 48.4 1.1 14.7 0.2 0.1 0.4 06/03/2019 6249 MORTON-PITALLO Synchro 10 Report KD ANDERSON & ASSOC Page 4 Intersection Intersection Delay, s/veh178.2 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 31 236 270 126 242 49 116 59 32 52 209 52 Future Vol, veh/h 31 236 270 126 242 49 116 59 32 52 209 52 Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 Heavy Vehicles, % 2 22222222222 Mvmt Flow 39 299 342 159 306 62 147 75 41 66 265 66 Number of Lanes 0 10010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 297.9 171.8 38.1 74.1 HCM LOS F F E F Lane NBLn1EBLn1WBLn1SBLn1 Vol Left, % 56% 6% 30% 17% Vol Thru, % 29% 44% 58% 67% Vol Right, % 15% 50% 12% 17% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 207 537 417 313 LT Vol 116 31 126 52 Through Vol 59 236 242 209 RT Vol 32 270 49 52 Lane Flow Rate 262 680 528 396 Geometry Grp 1111 Degree of Util (X) 0.692 1.584 1.271 0.961 Departure Headway (Hd) 12.009 9.19710.17510.842 Convergence, Y/N Yes Yes Yes Yes Cap 304 401 364 337 Service Time 10.009 7.197 8.175 8.842 HCM Lane V/C Ratio 0.862 1.696 1.451 1.175 HCM Control Delay 38.1 297.9 171.8 74.1 HCM Lane LOS E F F F HCM 95th-tile Q 4.8 35.2 20.3 10.2 06/03/2019 6249 MORTON-PITALLO Synchro 10 Report KD ANDERSON & ASSOC Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 330 705 46 346 582 166 7 395 266 115 175 111 v/c Ratio 0.84 0.83 0.10 0.85 0.67 0.34 0.07 0.84 0.56 0.68 0.13 0.17 Control Delay 62.2 50.4 0.5 63.0 43.1 10.1 58.0 57.1 25.2 72.7 25.8 6.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 62.2 50.4 0.5 63.0 43.1 10.1 58.0 57.1 25.2 72.7 25.8 6.3 Queue Length 50th (ft) 241 274 0 252 214 11 5 284 94 87 44 0 Queue Length 95th (ft) 235 222 0 247 182 13 15 264 88 107 57 7 Internal Link Dist (ft) 2482 2416 777 1023 Turn Bay Length (ft) 200 150 245 150 190 85 200 200 Base Capacity (vph) 484 952 482 484 959 518 123 559 538 188 1374 672 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.68 0.74 0.10 0.71 0.61 0.32 0.06 0.71 0.49 0.61 0.13 0.17 Intersection Summary 06/03/2019 6249 MORTON-PITALLO Synchro 10 Report KD ANDERSON & ASSOC Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 201 430 28 211 355 101 4 241 162 70 107 68 Future Volume (veh/h) 201 430 28 211 355 101 4 241 162 70 107 68 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.97 1.00 0.96 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 330 705 46 346 582 166 7 395 266 115 175 111 Peak Hour Factor 0.61 0.61 0.61 0.61 0.61 0.61 0.61 0.61 0.61 0.61 0.61 0.61 Percent Heavy Veh, %222222222222 Cap, veh/h 367 893 384 383 924 398 16 500 408 143 1203 534 Arrive On Green 0.21 0.25 0.25 0.21 0.26 0.26 0.01 0.27 0.27 0.08 0.34 0.34 Sat Flow, veh/h 1781 3554 1528 1781 3554 1530 1781 1870 1526 1781 3554 1578 Grp Volume(v), veh/h 330 705 46 346 582 166 7 395 266 115 175 111 Grp Sat Flow(s),veh/h/ln 1781 1777 1528 1781 1777 1530 1781 1870 1526 1781 1777 1578 Q Serve(g_s), s 18.8 19.3 2.4 19.7 15.1 9.4 0.4 20.4 16.1 6.6 3.6 5.2 Cycle Q Clear(g_c), s 18.8 19.3 2.4 19.7 15.1 9.4 0.4 20.4 16.1 6.6 3.6 5.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 367 893 384 383 924 398 16 500 408 143 1203 534 V/C Ratio(X) 0.90 0.79 0.12 0.90 0.63 0.42 0.45 0.79 0.65 0.80 0.15 0.21 Avail Cap(c_a), veh/h 505 950 408 505 950 409 128 572 467 197 1223 543 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 40.2 36.4 30.1 39.8 34.1 31.9 51.3 35.4 33.8 47.0 23.9 24.5 Incr Delay (d2), s/veh 15.0 4.3 0.1 16.3 1.3 0.7 18.6 6.6 2.7 15.3 0.1 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 9.5 8.6 0.9 10.0 6.4 3.4 0.3 10.0 6.0 3.5 1.5 1.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 55.2 40.7 30.2 56.1 35.3 32.6 69.9 42.0 36.5 62.3 24.0 24.7 LnGrp LOS E D C E D C E D D E C C Approach Vol, veh/h 1081 1094 668 401 Approach Delay, s/veh 44.7 41.5 40.1 35.2 Approach LOS DDDD Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 12.9 33.0 26.8 31.3 5.4 40.4 25.9 32.2 Change Period (Y+Rc), s 4.5 5.2 4.5 5.2 4.5 5.2 4.5 5.2 Max Green Setting (Gmax), s 11.5 31.8 29.5 27.8 7.5 35.8 29.5 27.8 Max Q Clear Time (g_c+I1), s 8.6 22.4 21.7 21.3 2.4 7.2 20.8 17.1 Green Ext Time (p_c), s 0.1 2.4 0.7 2.5 0.0 1.4 0.7 3.2 Intersection Summary HCM 6th Ctrl Delay 41.5 HCM 6th LOS D Notes User approved pedestrian interval to be less than phase max green. 06/03/2019 6249 MORTON-PITALLO Synchro 10 Report KD ANDERSON & ASSOC Page 7 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 163 325 51 111 220 86 67 262 178 68 268 182 v/c Ratio 0.44 0.39 0.11 0.37 0.30 0.19 0.26 0.50 0.31 0.26 0.51 0.31 Control Delay 34.1 25.7 0.5 37.2 28.6 0.9 38.4 27.8 6.3 37.4 27.3 6.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 34.1 25.7 0.5 37.2 28.6 0.9 38.4 27.8 6.3 37.4 27.3 6.0 Queue Length 50th (ft) 56 58 0 38 40 0 23 88 0 24 90 0 Queue Length 95th (ft) 151 116 0 117 90 0 80 199 27 80 197 26 Internal Link Dist (ft) 2486 2397 1359 1717 Turn Bay Length (ft) 255 120 225 75 105 135 115 115 Base Capacity (vph) 801 1636 793 516 1067 592 409 1103 1010 480 1149 1046 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.20 0.20 0.06 0.22 0.21 0.15 0.16 0.24 0.18 0.14 0.23 0.17 Intersection Summary 06/03/2019 6249 MORTON-PITALLO Synchro 10 Report KD ANDERSON & ASSOC Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 124 247 39 84 167 65 51 199 135 52 204 138 Future Volume (veh/h) 124 247 39 84 167 65 51 199 135 52 204 138 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 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 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 163 325 51 111 220 86 67 262 178 68 268 182 Peak Hour Factor 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 Percent Heavy Veh, %222222222222 Cap, veh/h 219 622 277 154 492 220 115 425 361 116 427 362 Arrive On Green 0.12 0.18 0.18 0.09 0.14 0.14 0.06 0.23 0.23 0.07 0.23 0.23 Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 1781 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 163 325 51 111 220 86 67 262 178 68 268 182 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1781 1870 1585 1781 1870 1585 Q Serve(g_s), s 3.7 3.5 1.2 2.5 2.4 2.1 1.5 5.3 4.1 1.6 5.4 4.2 Cycle Q Clear(g_c), s 3.7 3.5 1.2 2.5 2.4 2.1 1.5 5.3 4.1 1.6 5.4 4.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 219 622 277 154 492 220 115 425 361 116 427 362 V/C Ratio(X) 0.74 0.52 0.18 0.72 0.45 0.39 0.58 0.62 0.49 0.59 0.63 0.50 Avail Cap(c_a), veh/h 955 1847 824 616 1169 521 488 1405 1190 573 1494 1266 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 17.8 15.7 14.7 18.7 16.6 16.5 19.1 14.6 14.1 19.1 14.6 14.1 Incr Delay (d2), s/veh 4.9 0.7 0.3 6.2 0.6 1.1 4.6 1.5 1.0 4.6 1.5 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.5 1.2 0.4 1.1 0.8 0.7 0.7 2.0 1.2 0.7 2.0 1.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 22.7 16.4 15.1 24.9 17.2 17.6 23.7 16.0 15.1 23.7 16.1 15.2 LnGrp LOS C B B C B B C B B C B B Approach Vol, veh/h 539 417 507 518 Approach Delay, s/veh 18.2 19.3 16.7 16.8 Approach LOS BBBB Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 7.2 14.0 8.1 12.5 7.2 14.1 9.7 11.0 Change Period (Y+Rc), s 4.5 4.5 4.5 5.2 4.5 4.5 4.5 5.2 Max Green Setting (Gmax), s 13.5 31.5 14.5 21.8 11.5 33.5 22.5 13.8 Max Q Clear Time (g_c+I1), s 3.6 7.3 4.5 5.5 3.5 7.4 5.7 4.4 Green Ext Time (p_c), s 0.1 2.1 0.2 1.9 0.1 2.2 0.4 1.0 Intersection Summary HCM 6th Ctrl Delay 17.7 HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. 06/03/2019 6249 MORTON-PITALLO Synchro 10 Report KD ANDERSON & ASSOC Page 9 Intersection Int Delay, s/veh 0.6 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 502 5 5 437 17 16 Future Vol, veh/h 502 5 5 437 17 16 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 75 92 92 79 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 669 5 5 553 18 17 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 674 0 1235 672 Stage 1 - - - - 672 - Stage 2 - - - - 563 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 917 - 195 456 Stage 1 - - - - 508 - Stage 2 - - - - 570 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 917 - 193 456 Mov Cap-2 Maneuver - - - - 193 - Stage 1 - - - - 508 - Stage 2 - - - - 565 - Approach EB WB NB HCM Control Delay, s 0 0.1 20.5 HCM LOS C Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 268 - - 917 - HCM Lane V/C Ratio 0.134 - - 0.006 - HCM Control Delay (s) 20.5 - - 8.9 0 HCM Lane LOS C - - A A HCM 95th %tile Q(veh) 0.5 - - 0 - 06/03/2019 6249 MORTON-PITALLO Synchro 10 Report KD ANDERSON & ASSOC Page 10 Intersection Int Delay, s/veh 2.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 501 17 17 392 50 50 Future Vol, veh/h 501 17 17 392 50 50 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 545 18 18 426 54 54 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 563 0 1016 554 Stage 1 - - - - 554 - Stage 2 - - - - 462 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1008 - 264 532 Stage 1 - - - - 575 - Stage 2 - - - - 634 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1008 - 258 532 Mov Cap-2 Maneuver - - - - 258 - Stage 1 - - - - 575 - Stage 2 - - - - 619 - Approach EB WB NB HCM Control Delay, s 0 0.4 20 HCM LOS C Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 347 - - 1008 - HCM Lane V/C Ratio 0.313 - - 0.018 - HCM Control Delay (s) 20 - - 8.6 0 HCM Lane LOS C - - A A HCM 95th %tile Q(veh) 1.3 - - 0.1 - W IMPROVEMENTS TRACT 6249 Synchro 10 Report KD ANDERSON & ASSOC Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 34 356 20 142 539 42 15 13 209 111 35 82 v/c Ratio 0.17 0.43 0.04 0.60 0.40 0.06 0.08 0.04 0.48 0.47 0.05 0.13 Control Delay 33.1 21.6 0.2 42.6 17.4 0.2 33.3 21.8 7.8 38.2 16.6 2.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 33.1 21.6 0.2 42.6 17.4 0.2 33.3 21.8 7.8 38.2 16.6 2.1 Queue Length 50th (ft) 9 48 0 39 50 04303060 Queue Length 95th (ft) 51 124 0 #216 188 0 29 18 45 #163 36 12 Internal Link Dist (ft) 1334 1174 566 314 Turn Bay Length (ft) 240 210 265 260 330 150 175 100 Base Capacity (vph) 238 2030 957 238 2030 957 238 1145 1053 238 1145 1020 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.14 0.18 0.02 0.60 0.27 0.04 0.06 0.01 0.20 0.47 0.03 0.08 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. W IMPROVEMENTS TRACT 6249 Synchro 10 Report KD ANDERSON & ASSOC Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 30 313 18 125 474 37 13 11 184 98 31 72 Future Volume (veh/h) 30 313 18 125 474 37 13 11 184 98 31 72 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 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 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 34 356 20 142 539 42 15 12 209 111 35 82 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, %222222222222 Cap, veh/h 69 686 306 183 913 407 34 345 292 152 469 397 Arrive On Green 0.04 0.19 0.19 0.10 0.26 0.26 0.02 0.18 0.18 0.09 0.25 0.25 Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 1781 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 34 356 20 142 539 42 15 12 209 111 35 82 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1781 1870 1585 1781 1870 1585 Q Serve(g_s), s 0.8 3.9 0.4 3.3 5.7 0.9 0.4 0.2 5.3 2.6 0.6 1.8 Cycle Q Clear(g_c), s 0.8 3.9 0.4 3.3 5.7 0.9 0.4 0.2 5.3 2.6 0.6 1.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 69 686 306 183 913 407 34 345 292 152 469 397 V/C Ratio(X) 0.49 0.52 0.07 0.78 0.59 0.10 0.44 0.03 0.72 0.73 0.07 0.21 Avail Cap(c_a), veh/h 310 2643 1179 310 2643 1179 310 1491 1264 310 1491 1264 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 20.3 15.6 14.2 18.8 14.0 12.2 20.9 14.4 16.5 19.2 12.3 12.7 Incr Delay (d2), s/veh 5.3 0.6 0.1 6.9 0.6 0.1 8.7 0.0 3.3 6.6 0.1 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 1.2 0.1 1.4 1.7 0.2 0.2 0.1 1.7 1.2 0.2 0.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 25.6 16.2 14.3 25.7 14.6 12.3 29.6 14.4 19.8 25.8 12.4 13.0 LnGrp LOS C B B C B B C B B C B B Approach Vol, veh/h 410 723 236 228 Approach Delay, s/veh 16.9 16.7 20.1 19.1 Approach LOS B B C B Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 8.2 12.4 8.9 13.5 5.3 15.3 6.2 16.3 Change Period (Y+Rc), s 4.5 4.5 4.5 5.2 4.5 4.5 4.5 5.2 Max Green Setting (Gmax), s 7.5 34.3 7.5 32.0 7.5 34.3 7.5 32.0 Max Q Clear Time (g_c+I1), s 4.6 7.3 5.3 5.9 2.4 3.8 2.8 7.7 Green Ext Time (p_c), s 0.1 0.7 0.1 2.1 0.0 0.4 0.0 3.3 Intersection Summary HCM 6th Ctrl Delay 17.6 HCM 6th LOS B W IMPROVEMENTS TRACT 6249 Synchro 10 Report KD ANDERSON & ASSOC Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR Lane Group Flow (vph) 25 535 273 119 483 8 227 130 19 17 43 v/c Ratio 0.16 0.75 0.35 0.54 0.50 0.01 0.64 0.26 0.13 0.08 0.14 Control Delay 49.6 31.3 4.1 52.8 19.6 0.0 45.5 8.6 49.7 39.9 0.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 49.6 31.3 4.1 52.8 19.6 0.0 45.5 8.6 49.7 39.9 0.9 Queue Length 50th (ft) 12 235 0 58 140 0 106 3980 Queue Length 95th (ft) 43 383 19 #172 329 0 #244 31 36 27 0 Internal Link Dist (ft) 2508 690 1488 777 Turn Bay Length (ft) 280 200 170 150 150 125 100 Base Capacity (vph) 180 1422 1273 228 1457 1267 469 661 180 363 423 Starvation Cap Reductn 00000000000 Spillback Cap Reductn 00000000000 Storage Cap Reductn 00000000000 Reduced v/c Ratio 0.14 0.38 0.21 0.52 0.33 0.01 0.48 0.20 0.11 0.05 0.10 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. W IMPROVEMENTS TRACT 6249 Synchro 10 Report KD ANDERSON & ASSOC Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 19 401 205 89 362 6 170 7 91 14 13 32 Future Volume (veh/h) 19 401 205 89 362 6 170 7 91 14 13 32 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 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 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 25 535 273 119 483 8 227 9 121 19 17 43 Peak Hour Factor 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 Percent Heavy Veh, %222222222222 Cap, veh/h 51 675 572 154 783 664 285 24 325 40 151 128 Arrive On Green 0.03 0.36 0.36 0.09 0.42 0.42 0.16 0.22 0.22 0.02 0.08 0.08 Sat Flow, veh/h 1781 1870 1585 1781 1870 1585 1781 111 1491 1781 1870 1585 Grp Volume(v), veh/h 25 535 273 119 483 8 227 0 130 19 17 43 Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 1870 1585 1781 0 1602 1781 1870 1585 Q Serve(g_s), s 0.8 15.3 8.0 3.9 12.1 0.2 7.4 0.0 4.1 0.6 0.5 1.5 Cycle Q Clear(g_c), s 0.8 15.3 8.0 3.9 12.1 0.2 7.4 0.0 4.1 0.6 0.5 1.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.93 1.00 1.00 Lane Grp Cap(c), veh/h 51 675 572 154 783 664 285 0 349 40 151 128 V/C Ratio(X) 0.49 0.79 0.48 0.77 0.62 0.01 0.80 0.00 0.37 0.47 0.11 0.34 Avail Cap(c_a), veh/h 223 1867 1582 282 1929 1635 580 0 655 223 390 331 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 28.7 17.1 14.8 26.8 13.6 10.2 24.2 0.0 19.9 28.9 25.5 26.0 Incr Delay (d2), s/veh 7.3 2.2 0.6 8.0 0.8 0.0 5.1 0.0 0.7 8.3 0.3 1.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 5.5 2.4 1.8 4.0 0.0 3.2 0.0 1.5 0.3 0.2 0.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 36.0 19.3 15.4 34.8 14.4 10.2 29.3 0.0 20.6 37.2 25.9 27.5 LnGrp LOS D B B C B B C A CDCC Approach Vol, veh/h 833 610 357 79 Approach Delay, s/veh 18.5 18.4 26.2 29.5 Approach LOS B B C C Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 5.9 17.6 9.7 26.8 14.1 9.3 6.2 30.3 Change Period (Y+Rc), s 4.5 4.5 4.5 5.2 4.5 4.5 4.5 5.2 Max Green Setting (Gmax), s 7.5 24.5 9.5 59.8 19.5 12.5 7.5 61.8 Max Q Clear Time (g_c+I1), s 2.6 6.1 5.9 17.3 9.4 3.5 2.8 14.1 Green Ext Time (p_c), s 0.0 0.6 0.1 4.3 0.4 0.1 0.0 2.9 Intersection Summary HCM 6th Ctrl Delay 20.4 HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. W IMPROVEMENTS TRACT 6249 Synchro 10 Report KD ANDERSON & ASSOC Page 5 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 39 641 159 368 147 116 66 331 v/c Ratio 0.29 1.09 0.70 0.47 0.67 0.22 0.41 0.79 Control Delay 52.8 95.6 61.6 27.0 60.0 25.5 53.7 49.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 52.8 95.6 61.6 27.0 60.0 25.5 53.7 49.7 Queue Length 50th (ft) 25 ~476 102 184 94 49 42 203 Queue Length 95th (ft) 55 #636 162 276 151 84 78 255 Internal Link Dist (ft) 1168 2435 1529 9418 Turn Bay Length (ft) 300 300 300 300 Base Capacity (vph) 219 590 255 776 255 519 519 703 Starvation Cap Reductn 00000000 Spillback Cap Reductn 00000000 Storage Cap Reductn 00000000 Reduced v/c Ratio 0.18 1.09 0.62 0.47 0.58 0.22 0.13 0.47 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. W IMPROVEMENTS TRACT 6249 Synchro 10 Report KD ANDERSON & ASSOC Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 31 236 270 126 242 49 116 59 32 52 209 52 Future Volume (veh/h) 31 236 270 126 242 49 116 59 32 52 209 52 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 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 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 39 299 342 159 306 62 147 75 41 66 265 66 Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 Percent Heavy Veh, %222222222222 Cap, veh/h 61 287 328 194 656 133 181 306 167 87 312 78 Arrive On Green 0.03 0.36 0.36 0.11 0.43 0.43 0.10 0.27 0.27 0.05 0.22 0.22 Sat Flow, veh/h 1781 796 910 1781 1509 306 1781 1137 622 1781 1446 360 Grp Volume(v), veh/h 39 0 641 159 0 368 147 0 116 66 0 331 Grp Sat Flow(s),veh/h/ln 1781 0 1706 1781 0 1815 1781 0 1758 1781 0 1806 Q Serve(g_s), s 2.0 0.0 32.8 8.0 0.0 13.1 7.4 0.0 4.7 3.3 0.0 16.0 Cycle Q Clear(g_c), s 2.0 0.0 32.8 8.0 0.0 13.1 7.4 0.0 4.7 3.3 0.0 16.0 Prop In Lane 1.00 0.53 1.00 0.17 1.00 0.35 1.00 0.20 Lane Grp Cap(c), veh/h 61 0 615 194 0 789 181 0 473 87 0 390 V/C Ratio(X) 0.64 0.00 1.04 0.82 0.00 0.47 0.81 0.00 0.25 0.76 0.00 0.85 Avail Cap(c_a), veh/h 244 0 615 284 0 789 284 0 473 577 0 769 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 43.4 0.0 29.1 39.7 0.0 18.3 40.0 0.0 26.0 42.8 0.0 34.3 Incr Delay (d2), s/veh 10.4 0.0 48.0 11.5 0.0 0.4 9.4 0.0 0.3 12.8 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.0 0.0 20.1 3.9 0.0 4.9 3.5 0.0 1.9 1.7 0.0 7.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 53.8 0.0 77.1 51.2 0.0 18.7 49.4 0.0 26.3 55.6 0.0 39.4 LnGrp LOS D A F D A B D A C E A D Approach Vol, veh/h 680 527 263 397 Approach Delay, s/veh 75.8 28.5 39.2 42.1 Approach LOS E C D D Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 8.9 29.7 14.4 38.0 13.8 24.9 7.6 44.8 Change Period (Y+Rc), s 4.5 5.2 4.5 5.2 4.5 5.2 4.5 5.2 Max Green Setting (Gmax), s 29.5 23.8 14.5 32.8 14.5 38.8 12.5 34.8 Max Q Clear Time (g_c+I1), s 5.3 6.7 10.0 34.8 9.4 18.0 4.0 15.1 Green Ext Time (p_c), s 0.1 0.4 0.1 0.0 0.1 1.7 0.0 1.8 Intersection Summary HCM 6th Ctrl Delay 50.1 HCM 6th LOS D Notes User approved pedestrian interval to be less than phase max green. 06/03/2019 TRACT 6249 Synchro 10 Report KDANDERSON & ASSOCIATES Page 1 Intersection Int Delay, s/veh 2.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 1 2 21 0 196 3 294 57 158 214 0 Future Vol, veh/h 1 1 2 21 0 196 3 294 57 158 214 0 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - Free - - None - - None Storage Length -----220205--600-- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93 Heavy Vehicles, % 2 22222222222 Mvmt Flow 1 1 2 23 0 211 3 316 61 170 230 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 734 953 115 809 923 - 230 0 0 377 0 0 Stage 1 570 570 - 353 353 ------- Stage 2 164 383 - 456 570 ------- Critical Hdwy 7.54 6.54 6.94 7.54 6.54 - 4.14 - - 4.14 - - Critical Hdwy Stg 1 6.54 5.54 - 6.54 5.54 ------- Critical Hdwy Stg 2 6.54 5.54 - 6.54 5.54 ------- Follow-up Hdwy 3.52 4.02 3.32 3.52 4.02 - 2.22 - - 2.22 - - Pot Cap-1 Maneuver 308 258 916 272 268 0 1335 - - 1178 - - Stage 1 474 504 - 637 629 0 ------ Stage 2 822 610 - 554 504 0 ------ Platoon blocked, % - - - - Mov Cap-1 Maneuver 274 220 916 240 229 - 1335 - - 1178 - - Mov Cap-2 Maneuver 274 220 - 240 229 ------- Stage 1 473 431 - 636 628 ------- Stage 2 820 609 - 472 431 ------- Approach EB WB NB SB HCM Control Delay, s 14.5 21.6 0.1 3.6 HCM LOS B C Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1335 - - 385 240 - 1178 - - HCM Lane V/C Ratio 0.002 - - 0.011 0.094 - 0.144 - - HCM Control Delay (s) 7.7 - - 14.5 21.6 0 8.6 - - HCM Lane LOS A - - B C A A - - HCM 95th %tile Q(veh) 0 - - 0 0.3 - 0.5 - - 06/03/2019 TRACT 6249 Synchro 10 Report KDANDERSON & ASSOCIATES Page 2 Intersection Int Delay, s/veh 12.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 80 641 20 87 312 95 21 41 185 60 15 38 Future Vol, veh/h 80 641 20 87 312 95 21 41 185 60 15 38 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 240 - 210 265 - 260 330 - 150 175 - 100 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93 Heavy Vehicles, % 2 22222222222 Mvmt Flow 86 689 22 94 335 102 23 44 199 65 16 41 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 437 0 0 711 0 0 1225 1486 345 1062 1406 168 Stage 1 ------861861-523523- Stage 2 ------364625-539883- Critical Hdwy 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 ------6.54 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 ------6.54 5.54 - 6.54 5.54 - Follow-up Hdwy 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 1119 - - 884 - - 135 123 651 178 138 847 Stage 1 ------317371-505529- Stage 2 ------627475-494362- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1119 - - 884 - - 99 101 651 71 114 847 Mov Cap-2 Maneuver ------99101-71114- Stage 1 ------293342-466473- Stage 2 ------515425-276334- Approach EB WB NB SB HCM Control Delay, s 0.9 1.7 25 104.6 HCM LOS D F Minor Lane/Major Mvmt NBLn1NBLn2NBLn3 EBL EBT EBR WBL WBT WBRSBLn1SBLn2SBLn3 Capacity (veh/h) 99 101 651 1119 - - 884 - - 71 114 847 HCM Lane V/C Ratio 0.228 0.436 0.306 0.077 - - 0.106 - - 0.909 0.141 0.048 HCM Control Delay (s) 51.8 65.8 12.9 8.5 - - 9.6 - - 180.6 41.7 9.5 HCM Lane LOS F F B A - - A - - F E A HCM 95th %tile Q(veh) 0.8 1.8 1.3 0.2 - - 0.4 - - 4.5 0.5 0.2 06/03/2019 TRACT 6249 Synchro 10 Report KDANDERSON & ASSOCIATES Page 3 Intersection Intersection Delay, s/veh 95.5 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 42 471 122 17 411 14 107 9 79 9 5 15 Future Vol, veh/h 42 471 122 17 411 14 107 9 79 9 5 15 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles, %222222222222 Mvmt Flow 47 529 137 19 462 16 120 10 89 10 6 17 Number of Lanes 110110110111 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2232 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 3222 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2322 HCM Control Delay 152.5 54.9 14.5 12.5 HCM LOS F F B B Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 SBLn2 SBLn3 Vol Left, % 100% 0% 100% 0% 100% 0% 100% 0% 0% Vol Thru, % 0% 10% 0% 79% 0% 97% 0% 100% 0% Vol Right, % 0% 90% 0% 21% 0% 3% 0% 0% 100% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 107 88 42 593 17 425 9 5 15 LT Vol 1070420170900 Through Vol 0 9 0 471 0 411 0 5 0 RT Vol 0 79 0 122 0 14 0 0 15 Lane Flow Rate 120 99 47 666 19 478 10 6 17 Geometry Grp 888888888 Degree of Util (X) 0.29 0.208 0.099 1.281 0.041 0.946 0.027 0.014 0.039 Departure Headway (Hd) 9.361 8.188 7.573 6.92 8.19 7.656 10.233 9.709 8.977 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 386 441 471 526 440 478 352 371 401 Service Time 7.061 5.888 5.346 4.692 5.89 5.356 7.933 7.409 6.677 HCM Lane V/C Ratio 0.311 0.224 0.1 1.266 0.043 1 0.028 0.016 0.042 HCM Control Delay 15.8 13 11.2 162.5 11.2 56.6 13.2 12.5 12 HCM Lane LOS C B B F B F B B B HCM 95th-tile Q 1.2 0.8 0.3 27.2 0.1 11.4 0.1 0 0.1 06/03/2019 TRACT 6249 Synchro 10 Report KDANDERSON & ASSOCIATES Page 4 Intersection Intersection Delay, s/veh114.9 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 55 254 184 81 217 65 225 175 68 69 142 32 Future Vol, veh/h 55 254 184 81 217 65 225 175 68 69 142 32 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 Heavy Vehicles, % 2 22222222222 Mvmt Flow 59 273 198 87 233 70 242 188 73 74 153 34 Number of Lanes 0 10010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 159.3 66.7 147.3 34.4 HCM LOS F F F D Lane NBLn1EBLn1WBLn1SBLn1 Vol Left, % 48% 11% 22% 28% Vol Thru, % 37% 52% 60% 58% Vol Right, % 15% 37% 18% 13% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 468 493 363 243 LT Vol 225 55 81 69 Through Vol 175 254 217 142 RT Vol 68 184 65 32 Lane Flow Rate 503 530 390 261 Geometry Grp 1111 Degree of Util (X) 1.215 1.249 0.942 0.682 Departure Headway (Hd) 9.414 9.182 10.0810.935 Convergence, Y/N Yes Yes Yes Yes Cap 387 398 363 332 Service Time 7.414 7.182 8.08 8.935 HCM Lane V/C Ratio 1.3 1.332 1.074 0.786 HCM Control Delay 147.3 159.3 66.7 34.4 HCM Lane LOS F F F D HCM 95th-tile Q 19.3 21 10 4.7 06/03/2019 TRACT 6249 Synchro 10 Report KDANDERSON & ASSOCIATES Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 84 189 26 113 215 73 25 150 69 84 163 143 v/c Ratio 0.29 0.26 0.07 0.35 0.28 0.18 0.11 0.36 0.16 0.30 0.14 0.23 Control Delay 34.7 25.5 0.3 33.9 24.3 3.8 38.3 27.6 3.2 36.3 19.1 5.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 34.7 25.5 0.3 33.9 24.3 3.8 38.3 27.6 3.2 36.3 19.1 5.9 Queue Length 50th (ft) 25 30 0 34 33 0 8 45 0 26 16 0 Queue Length 95th (ft) 109 84 0 135 91 16 47 141 14 113 71 42 Internal Link Dist (ft) 2482 2416 777 1023 Turn Bay Length (ft) 200 150 245 150 190 85 200 200 Base Capacity (vph) 1002 1971 889 1002 1987 896 278 1117 948 427 2299 1061 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.08 0.10 0.03 0.11 0.11 0.08 0.09 0.13 0.07 0.20 0.07 0.13 Intersection Summary 06/03/2019 TRACT 6249 Synchro 10 Report KDANDERSON & ASSOCIATES Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 74 166 23 99 189 64 22 132 61 74 143 126 Future Volume (veh/h) 74 166 23 99 189 64 22 132 61 74 143 126 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.97 1.00 0.96 1.00 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 84 189 26 112 215 73 25 150 69 84 162 143 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, %222222222222 Cap, veh/h 118 896 385 150 960 414 52 448 364 118 984 436 Arrive On Green 0.07 0.25 0.25 0.08 0.27 0.27 0.03 0.24 0.24 0.07 0.28 0.28 Sat Flow, veh/h 1781 3554 1528 1781 3554 1532 1781 1870 1520 1781 3554 1576 Grp Volume(v), veh/h 84 189 26 112 215 73 25 150 69 84 162 143 Grp Sat Flow(s),veh/h/ln 1781 1777 1528 1781 1777 1532 1781 1870 1520 1781 1777 1576 Q Serve(g_s), s 2.5 2.3 0.7 3.3 2.5 2.0 0.7 3.6 2.0 2.5 1.9 3.9 Cycle Q Clear(g_c), s 2.5 2.3 0.7 3.3 2.5 2.0 0.7 3.6 2.0 2.5 1.9 3.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 118 896 385 150 960 414 52 448 364 118 984 436 V/C Ratio(X) 0.71 0.21 0.07 0.75 0.22 0.18 0.49 0.33 0.19 0.71 0.16 0.33 Avail Cap(c_a), veh/h 970 1823 784 970 1823 786 247 1098 892 378 2348 1041 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 24.8 16.0 15.4 24.3 15.4 15.2 25.9 17.0 16.4 24.8 14.8 15.6 Incr Delay (d2), s/veh 7.7 0.1 0.1 7.2 0.1 0.2 6.9 0.4 0.2 7.7 0.1 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 1.2 0.8 0.2 1.6 0.9 0.6 0.4 1.4 0.6 1.2 0.7 1.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 32.5 16.1 15.5 31.5 15.5 15.4 32.8 17.5 16.7 32.5 14.9 16.0 LnGrp LOS C B B C B B C B B C B B Approach Vol, veh/h 299 400 244 389 Approach Delay, s/veh 20.7 19.9 18.8 19.1 Approach LOS C B B B Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 8.1 18.2 9.1 18.9 6.1 20.2 8.1 19.8 Change Period (Y+Rc), s 4.5 5.2 4.5 5.2 4.5 5.2 4.5 5.2 Max Green Setting (Gmax), s 11.5 31.8 29.5 27.8 7.5 35.8 29.5 27.8 Max Q Clear Time (g_c+I1), s 4.5 5.6 5.3 4.3 2.7 5.9 4.5 4.5 Green Ext Time (p_c), s 0.1 1.0 0.3 1.1 0.0 1.5 0.2 1.5 Intersection Summary HCM 6th Ctrl Delay 19.7 HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. 06/03/2019 TRACT 6249 Synchro 10 Report KDANDERSON & ASSOCIATES Page 7 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 77 188 16 43 270 61 34 155 88 77 148 95 v/c Ratio 0.20 0.16 0.03 0.12 0.27 0.11 0.10 0.28 0.15 0.20 0.22 0.14 Control Delay 31.0 19.5 0.1 33.2 22.7 0.4 34.0 22.9 0.5 31.2 19.0 0.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 31.0 19.5 0.1 33.2 22.7 0.4 34.0 22.9 0.5 31.2 19.0 0.4 Queue Length 50th (ft) 23 19 0 13 41 0 10 45 0 23 29 0 Queue Length 95th (ft) 97 83 0 65 119 0 55 134 0 98 122 0 Internal Link Dist (ft) 2486 2397 1359 1717 Turn Bay Length (ft) 255 120 225 75 105 135 115 115 Base Capacity (vph) 1000 2025 955 770 1591 802 638 1276 1138 741 1314 1166 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.08 0.09 0.02 0.06 0.17 0.08 0.05 0.12 0.08 0.10 0.11 0.08 Intersection Summary 06/03/2019 TRACT 6249 Synchro 10 Report KDANDERSON & ASSOCIATES Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 72 175 15 40 251 57 32 144 82 72 138 88 Future Volume (veh/h) 72 175 15 40 251 57 32 144 82 72 138 88 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 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 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 77 188 16 43 270 61 34 155 88 77 148 95 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, %222222222222 Cap, veh/h 134 657 293 87 563 251 72 304 257 134 369 313 Arrive On Green 0.08 0.18 0.18 0.05 0.16 0.16 0.04 0.16 0.16 0.08 0.20 0.20 Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 1781 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 77 188 16 43 270 61 34 155 88 77 148 95 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1781 1870 1585 1781 1870 1585 Q Serve(g_s), s 1.5 1.6 0.3 0.8 2.4 1.2 0.7 2.7 1.7 1.5 2.4 1.8 Cycle Q Clear(g_c), s 1.5 1.6 0.3 0.8 2.4 1.2 0.7 2.7 1.7 1.5 2.4 1.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 134 657 293 87 563 251 72 304 257 134 369 313 V/C Ratio(X) 0.58 0.29 0.05 0.50 0.48 0.24 0.48 0.51 0.34 0.58 0.40 0.30 Avail Cap(c_a), veh/h 1134 2192 978 731 1387 619 580 1667 1412 680 1773 1502 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 15.8 12.4 11.9 16.4 13.5 13.0 16.6 13.5 13.1 15.8 12.4 12.1 Incr Delay (d2), s/veh 3.9 0.2 0.1 4.3 0.6 0.5 4.8 1.3 0.8 3.9 0.7 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 0.6 0.5 0.1 0.4 0.8 0.3 0.3 1.0 0.5 0.6 0.8 0.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 19.7 12.6 11.9 20.7 14.2 13.5 21.4 14.8 13.9 19.7 13.1 12.7 LnGrp LOS B B B C B B C BBBBB Approach Vol, veh/h 281 374 277 320 Approach Delay, s/veh 14.5 14.8 15.4 14.5 Approach LOS BBBB Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 7.2 10.2 6.2 11.7 5.9 11.5 7.2 10.8 Change Period (Y+Rc), s 4.5 4.5 4.5 5.2 4.5 4.5 4.5 5.2 Max Green Setting (Gmax), s 13.5 31.5 14.5 21.8 11.5 33.5 22.5 13.8 Max Q Clear Time (g_c+I1), s 3.5 4.7 2.8 3.6 2.7 4.4 3.5 4.4 Green Ext Time (p_c), s 0.1 1.1 0.0 1.0 0.0 1.1 0.1 1.2 Intersection Summary HCM 6th Ctrl Delay 14.8 HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. 06/03/2019 TRACT 6249 Synchro 10 Report KDANDERSON & ASSOCIATES Page 9 Intersection Int Delay, s/veh 0.5 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 505 19 18 435 11 11 Future Vol, veh/h 505 19 18 435 11 11 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 549 21 20 473 12 12 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 570 0 1073 560 Stage 1 - - - - 560 - Stage 2 - - - - 513 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1002 - 244 528 Stage 1 - - - - 572 - Stage 2 - - - - 601 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1002 - 237 528 Mov Cap-2 Maneuver - - - - 237 - Stage 1 - - - - 572 - Stage 2 - - - - 585 - Approach EB WB NB HCM Control Delay, s 0 0.3 16.9 HCM LOS C Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 327 - - 1002 - HCM Lane V/C Ratio 0.073 - - 0.02 - HCM Control Delay (s) 16.9 - - 8.7 0 HCM Lane LOS C - - A A HCM 95th %tile Q(veh) 0.2 - - 0.1 - 06/03/2019 TRACT 6249 Synchro 10 Report KDANDERSON & ASSOCIATES Page 10 Intersection Int Delay, s/veh 1.7 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 459 57 55 419 34 32 Future Vol, veh/h 459 57 55 419 34 32 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 499 62 60 455 37 35 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 561 0 1105 530 Stage 1 - - - - 530 - Stage 2 - - - - 575 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1010 - 233 549 Stage 1 - - - - 590 - Stage 2 - - - - 563 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1010 - 214 549 Mov Cap-2 Maneuver - - - - 214 - Stage 1 - - - - 590 - Stage 2 - - - - 518 - Approach EB WB NB HCM Control Delay, s 0 1 20.5 HCM LOS C Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 304 - - 1010 - HCM Lane V/C Ratio 0.236 - - 0.059 - HCM Control Delay (s) 20.5 - - 8.8 0 HCM Lane LOS C - - A A HCM 95th %tile Q(veh) 0.9 - - 0.2 - W IMPROVEMENTS TRACT 6249 Synchro 10 Report KD ANDERSON & ASSOC Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 91 657 23 95 324 108 24 47 206 68 17 43 v/c Ratio 0.34 0.56 0.04 0.35 0.28 0.18 0.10 0.13 0.44 0.27 0.03 0.08 Control Delay 35.9 20.6 0.1 36.2 18.0 5.2 34.4 23.5 7.2 34.6 17.9 0.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 35.9 20.6 0.1 36.2 18.0 5.2 34.4 23.5 7.2 34.6 17.9 0.3 Queue Length 50th (ft) 29 102 0 30 45 0 8 15 0 21 4 0 Queue Length 95th (ft) #128 233 0 #135 114 32 39 44 44 85 22 0 Internal Link Dist (ft) 1334 1174 566 314 Turn Bay Length (ft) 240 210 265 260 330 150 175 100 Base Capacity (vph) 285 2237 1043 285 2237 1043 285 1236 1119 285 1236 1091 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.32 0.29 0.02 0.33 0.14 0.10 0.08 0.04 0.18 0.24 0.01 0.04 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. W IMPROVEMENTS TRACT 6249 Synchro 10 Report KD ANDERSON & ASSOC Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 80 578 20 84 285 95 21 41 181 60 15 38 Future Volume (veh/h) 80 578 20 84 285 95 21 41 181 60 15 38 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 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 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 91 657 23 95 324 108 24 47 206 68 17 43 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, %222222222222 Cap, veh/h 131 1024 457 134 1030 459 51 338 287 111 401 340 Arrive On Green 0.07 0.29 0.29 0.08 0.29 0.29 0.03 0.18 0.18 0.06 0.21 0.21 Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 1781 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 91 657 23 95 324 108 24 47 206 68 17 43 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1781 1870 1585 1781 1870 1585 Q Serve(g_s), s 2.4 7.7 0.5 2.5 3.4 2.5 0.6 1.0 5.8 1.8 0.3 1.0 Cycle Q Clear(g_c), s 2.4 7.7 0.5 2.5 3.4 2.5 0.6 1.0 5.8 1.8 0.3 1.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 131 1024 457 134 1030 459 51 338 287 111 401 340 V/C Ratio(X) 0.69 0.64 0.05 0.71 0.31 0.24 0.47 0.14 0.72 0.61 0.04 0.13 Avail Cap(c_a), veh/h 281 2392 1067 281 2392 1067 281 1349 1144 281 1349 1144 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 21.5 14.8 12.2 21.5 13.2 12.9 22.7 16.4 18.3 21.7 14.8 15.1 Incr Delay (d2), s/veh 6.4 0.7 0.0 6.7 0.2 0.3 6.6 0.2 3.4 5.4 0.0 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.0 2.4 0.1 1.1 1.0 0.7 0.3 0.4 1.9 0.8 0.1 0.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 27.9 15.4 12.3 28.2 13.4 13.1 29.4 16.5 21.7 27.1 14.8 15.2 LnGrp LOS C B B C B B C B C C B B Approach Vol, veh/h 771 527 277 128 Approach Delay, s/veh 16.8 16.0 21.5 21.5 Approach LOS B B C C Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 7.5 13.1 8.1 18.9 5.9 14.7 8.0 19.0 Change Period (Y+Rc), s 4.5 4.5 4.5 5.2 4.5 4.5 4.5 5.2 Max Green Setting (Gmax), s 7.5 34.3 7.5 32.0 7.5 34.3 7.5 32.0 Max Q Clear Time (g_c+I1), s 3.8 7.8 4.5 9.7 2.6 3.0 4.4 5.4 Green Ext Time (p_c), s 0.0 0.9 0.0 4.0 0.0 0.2 0.0 2.2 Intersection Summary HCM 6th Ctrl Delay 17.7 HCM 6th LOS B W IMPROVEMENTS TRACT 6249 Synchro 10 Report KD ANDERSON & ASSOC Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR Lane Group Flow (vph) 38 529 137 19 462 16 120 99 10 6 17 v/c Ratio 0.12 0.49 0.14 0.06 0.45 0.02 0.28 0.18 0.03 0.02 0.04 Control Delay 39.0 16.2 3.9 40.0 17.5 0.0 32.2 8.2 41.3 32.2 0.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 39.0 16.2 3.9 40.0 17.5 0.0 32.2 8.2 41.3 32.2 0.2 Queue Length 50th (ft) 8 69 0 4 58 0 22 2210 Queue Length 95th (ft) 68 477 38 41 394 0 155 46 28 16 0 Internal Link Dist (ft) 2508 690 1488 777 Turn Bay Length (ft) 280 200 170 150 150 125 100 Base Capacity (vph) 379 1613 1389 480 1630 1402 898 1018 379 713 694 Starvation Cap Reductn 00000000000 Spillback Cap Reductn 00000000000 Storage Cap Reductn 00000000000 Reduced v/c Ratio 0.10 0.33 0.10 0.04 0.28 0.01 0.13 0.10 0.03 0.01 0.02 Intersection Summary W IMPROVEMENTS TRACT 6249 Synchro 10 Report KD ANDERSON & ASSOC Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 34 471 122 17 411 14 107 9 79 9 5 15 Future Volume (veh/h) 34 471 122 17 411 14 107 9 79 9 5 15 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 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 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 38 529 137 19 462 16 120 10 89 10 6 17 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, %222222222222 Cap, veh/h 75 701 594 42 666 565 160 27 242 23 169 143 Arrive On Green 0.04 0.37 0.37 0.02 0.36 0.36 0.09 0.17 0.17 0.01 0.09 0.09 Sat Flow, veh/h 1781 1870 1585 1781 1870 1585 1781 163 1447 1781 1870 1585 Grp Volume(v), veh/h 38 529 137 19 462 16 120 0 99 10 6 17 Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 1870 1585 1781 0 1610 1781 1870 1585 Q Serve(g_s), s 0.9 10.9 2.6 0.5 9.4 0.3 2.9 0.0 2.4 0.2 0.1 0.4 Cycle Q Clear(g_c), s 0.9 10.9 2.6 0.5 9.4 0.3 2.9 0.0 2.4 0.2 0.1 0.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.90 1.00 1.00 Lane Grp Cap(c), veh/h 75 701 594 42 666 565 160 0 269 23 169 143 V/C Ratio(X) 0.51 0.75 0.23 0.45 0.69 0.03 0.75 0.00 0.37 0.43 0.04 0.12 Avail Cap(c_a), veh/h 301 2520 2136 381 2605 2207 783 0 889 301 527 446 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 20.8 12.1 9.5 21.4 12.2 9.3 19.7 0.0 16.4 21.7 18.4 18.6 Incr Delay (d2), s/veh 5.2 1.7 0.2 7.5 1.3 0.0 6.9 0.0 0.8 12.0 0.1 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 3.2 0.6 0.2 2.8 0.1 1.4 0.0 0.8 0.2 0.1 0.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 26.0 13.8 9.7 28.9 13.5 9.3 26.7 0.0 17.2 33.8 18.5 18.9 LnGrp LOS C B A C B A C A B C B B Approach Vol, veh/h 704 497 219 33 Approach Delay, s/veh 13.6 14.0 22.4 23.3 Approach LOS B B C C Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 5.1 11.9 5.5 21.8 8.5 8.5 6.4 21.0 Change Period (Y+Rc), s 4.5 4.5 4.5 5.2 4.5 4.5 4.5 5.2 Max Green Setting (Gmax), s 7.5 24.5 9.5 59.8 19.5 12.5 7.5 61.8 Max Q Clear Time (g_c+I1), s 2.2 4.4 2.5 12.9 4.9 2.4 2.9 11.4 Green Ext Time (p_c), s 0.0 0.4 0.0 3.7 0.2 0.0 0.0 2.8 Intersection Summary HCM 6th Ctrl Delay 15.3 HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. W IMPROVEMENTS TRACT 6249 Synchro 10 Report KD ANDERSON & ASSOC Page 5 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) 59 471 87 303 242 261 74 187 v/c Ratio 0.34 0.77 0.43 0.47 0.78 0.52 0.39 0.59 Control Delay 45.8 35.5 46.0 25.1 56.9 34.3 45.8 41.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 45.8 35.5 46.0 25.1 56.9 34.3 45.8 41.1 Queue Length 50th (ft) 32 216 47 122 137 130 40 96 Queue Length 95th (ft) 77 #440 102 235 #320 232 90 170 Internal Link Dist (ft) 1168 2435 1529 9418 Turn Bay Length (ft) 300 300 300 300 Base Capacity (vph) 269 714 312 768 312 551 635 860 Starvation Cap Reductn 00000000 Spillback Cap Reductn 00000000 Storage Cap Reductn 00000000 Reduced v/c Ratio 0.22 0.66 0.28 0.39 0.78 0.47 0.12 0.22 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. W IMPROVEMENTS TRACT 6249 Synchro 10 Report KD ANDERSON & ASSOC Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 55 254 184 81 217 65 225 175 68 69 142 32 Future Volume (veh/h) 55 254 184 81 217 65 225 175 68 69 142 32 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 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 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 59 273 198 87 233 70 242 188 73 74 153 34 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, %222222222222 Cap, veh/h 91 323 235 114 461 138 293 323 125 102 214 48 Arrive On Green 0.05 0.32 0.32 0.06 0.33 0.33 0.16 0.25 0.25 0.06 0.14 0.14 Sat Flow, veh/h 1781 1008 731 1781 1381 415 1781 1283 498 1781 1482 329 Grp Volume(v), veh/h 59 0 471 87 0 303 242 0 261 74 0 187 Grp Sat Flow(s),veh/h/ln 1781 0 1739 1781 0 1796 1781 0 1781 1781 0 1811 Q Serve(g_s), s 2.1 0.0 16.0 3.0 0.0 8.6 8.3 0.0 8.1 2.6 0.0 6.2 Cycle Q Clear(g_c), s 2.1 0.0 16.0 3.0 0.0 8.6 8.3 0.0 8.1 2.6 0.0 6.2 Prop In Lane 1.00 0.42 1.00 0.23 1.00 0.28 1.00 0.18 Lane Grp Cap(c), veh/h 91 0 558 114 0 599 293 0 448 102 0 262 V/C Ratio(X) 0.65 0.00 0.84 0.77 0.00 0.51 0.83 0.00 0.58 0.72 0.00 0.71 Avail Cap(c_a), veh/h 351 0 900 408 0 986 408 0 669 830 0 1109 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 29.5 0.0 20.0 29.2 0.0 16.9 25.6 0.0 20.8 29.4 0.0 25.8 Incr Delay (d2), s/veh 7.6 0.0 4.2 10.2 0.0 0.7 9.4 0.0 1.2 9.2 0.0 3.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.0 0.0 5.9 1.5 0.0 3.0 3.8 0.0 3.0 1.3 0.0 2.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 37.1 0.0 24.2 39.4 0.0 17.6 35.0 0.0 22.0 38.6 0.0 29.4 LnGrp LOS D A C D A B D A C D A C Approach Vol, veh/h 530 390 503 261 Approach Delay, s/veh 25.6 22.5 28.2 32.0 Approach LOS CCCC Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 8.1 21.1 8.5 25.5 14.9 14.4 7.7 26.3 Change Period (Y+Rc), s 4.5 5.2 4.5 5.2 4.5 5.2 4.5 5.2 Max Green Setting (Gmax), s 29.5 23.8 14.5 32.8 14.5 38.8 12.5 34.8 Max Q Clear Time (g_c+I1), s 4.6 10.1 5.0 18.0 10.3 8.2 4.1 10.6 Green Ext Time (p_c), s 0.2 1.1 0.1 2.3 0.3 0.9 0.1 1.6 Intersection Summary HCM 6th Ctrl Delay 26.7 HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. 04/19/2019 TRACT 6249 MORTON-PITALLO Synchro 10 Report KD ANDERSON & ASSOC Page 1 Intersection Int Delay, s/veh 191.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 10 10 10 70 10 580 10 340 20 540 380 10 Future Vol, veh/h 10 10 10 70 10 580 10 340 20 540 380 10 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - Free - - None - - None Storage Length -----220205--300-- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 86 86 86 86 86 86 86 86 86 86 86 86 Heavy Vehicles, % 2 22222222222 Mvmt Flow 12 12 12 81 12 674 12 395 23 628 442 12 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1932 2146 227 1914 2141 - 454 0 0 418 0 0 Stage 1 1704 1704 - 431 431 ------- Stage 2 228 442 - 1483 1710 ------- Critical Hdwy 7.54 6.54 6.94 7.54 6.54 - 4.14 - - 4.14 - - Critical Hdwy Stg 1 6.54 5.54 - 6.54 5.54 ------- Critical Hdwy Stg 2 6.54 5.54 - 6.54 5.54 ------- Follow-up Hdwy 3.52 4.02 3.32 3.52 4.02 - 2.22 - - 2.22 - - Pot Cap-1 Maneuver 40 48 776 ~ 41 48 0 1103 - - 1138 - - Stage 1 95 145 - 573 581 0 ------ Stage 2 754 575 - 131 144 0 ------ Platoon blocked, % - - - - Mov Cap-1 Maneuver 13 21 776 ~ 13 21 - 1103 - - 1138 - - Mov Cap-2 Maneuver 13 21 - ~ 13 21 ------- Stage 1 94 65 - 567 575 ------- Stage 2 731 569 - ~ 47 65 ------- Approach EB WB NB SB HCM Control Delay, s$ 586.5 $ 3075.5 0.2 7 HCM LOS F F Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1103 - - 24 14 - 1138 - - HCM Lane V/C Ratio 0.011 - - 1.453 6.645 - 0.552 - - HCM Control Delay (s) 8.3 - -$ 586.5$ 3075.5 0 12 - - HCM Lane LOS A - - F F A B - - HCM 95th %tile Q(veh) 0 - - 4.4 12.6 - 3.5 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon 04/19/2019 TRACT 6249 MORTON-PITALLO Synchro 10 Report KD ANDERSON & ASSOC Page 2 Intersection Int Delay, s/veh 77.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 40 500 50 150 670 40 30 20 210 100 30 80 Future Vol, veh/h 40 500 50 150 670 40 30 20 210 100 30 80 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 240 - 210 265 - 260 330 - 150 175 - 100 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 88 88 88 88 88 88 88 88 88 88 88 88 Heavy Vehicles, % 2 22222222222 Mvmt Flow 45 568 57 170 761 45 34 23 239 114 34 91 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 806 0 0 625 0 0 1396 1804 284 1487 1816 381 Stage 1 ------658658-1101 1101 - Stage 2 ------7381146 - 386 715 - Critical Hdwy 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 ------6.54 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 ------6.54 5.54 - 6.54 5.54 - Follow-up Hdwy 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 814 - - 952 - - 101 79 713 ~ 86 77 617 Stage 1 ------420459-226286- Stage 2 ------376272-609433- Platoon blocked, % - - - - Mov Cap-1 Maneuver 814 - - 952 - - 40 61 713 ~ 34 60 617 Mov Cap-2 Maneuver ------4061-~ 3460- Stage 1 ------397434-214235- Stage 2 ------225223-363409- Approach EB WB NB SB HCM Control Delay, s 0.7 1.7 46.4 $ 640.9 HCM LOS E F Minor Lane/Major Mvmt NBLn1NBLn2NBLn3 EBL EBT EBR WBL WBT WBRSBLn1SBLn2SBLn3 Capacity (veh/h) 40 61 713 814 - - 952 - - 34 60 617 HCM Lane V/C Ratio 0.852 0.373 0.335 0.056 - - 0.179 - - 3.342 0.568 0.147 HCM Control Delay (s) 250.5 95.5 12.6 9.7 - - 9.6 - -$ 1298.9 125.3 11.8 HCM Lane LOS F F B A - - A - - F F B HCM 95th %tile Q(veh) 3.2 1.4 1.5 0.2 - - 0.7 - - 13.2 2.3 0.5 Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon 04/19/2019 TRACT 6249 MORTON-PITALLO Synchro 10 Report KD ANDERSON & ASSOC Page 3 Intersection Intersection Delay, s/veh 390.2 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 20 640 280 60 470 10 190 10 90 10 10 30 Future Vol, veh/h 20 640 280 60 470 10 190 10 90 10 10 30 Peak Hour Factor 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 Heavy Vehicles, %222222222222 Mvmt Flow 27 853 373 80 627 13 253 13 120 13 13 40 Number of Lanes 110110110010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2212 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1222 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2122 HCM Control Delay 656 158.6 23.8 18.6 HCM LOS F F C C Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 Vol Left, % 100% 0% 100% 0% 100% 0% 20% Vol Thru, % 0% 10% 0% 70% 0% 98% 20% Vol Right, % 0% 90% 0% 30% 0% 2% 60% Sign Control Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 190 100 20 920 60 480 50 LT Vol 190 0 20 0 60 0 10 Through Vol 0 10 0 640 0 470 10 RT Vol 0 90 0 280 0 10 30 Lane Flow Rate 253 133 27 1227 80 640 67 Geometry Grp 7777776 Degree of Util (X) 0.595 0.271 0.058 2.438 0.173 1.296 0.169 Departure Headway (Hd) 10.746 9.533 8.329 7.591 9.546 9.004 13.004 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Cap 339 380 433 491 378 410 278 Service Time 8.446 7.233 6.029 5.291 7.246 6.704 11.004 HCM Lane V/C Ratio 0.746 0.35 0.062 2.499 0.212 1.561 0.241 HCM Control Delay 28.1 15.7 11.5 670 14.2 176.7 18.6 HCM Lane LOS D C B F B F C HCM 95th-tile Q 3.6 1.1 0.2 90.1 0.6 23.2 0.6 04/19/2019 TRACT 6249 MORTON-PITALLO Synchro 10 Report KD ANDERSON & ASSOC Page 4 Intersection Intersection Delay, s/veh661.7 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 110 520 110 130 370 310 70 230 90 290 280 100 Future Vol, veh/h 110 520 110 130 370 310 70 230 90 290 280 100 Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 Heavy Vehicles, % 2 22222222222 Mvmt Flow 139 658 139 165 468 392 89 291 114 367 354 127 Number of Lanes 0 10010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 733.1 817 254.3 632.2 HCM LOS F F F F Lane NBLn1EBLn1WBLn1SBLn1 Vol Left, % 18% 15% 16% 43% Vol Thru, % 59% 70% 46% 42% Vol Right, % 23% 15% 38% 15% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 390 740 810 670 LT Vol 70 110 130 290 Through Vol 230 520 370 280 RT Vol 90 110 310 100 Lane Flow Rate 494 937 1025 848 Geometry Grp 1111 Degree of Util (X) 1.307 2.491 2.687 2.268 Departure Headway (Hd) 30.85822.86921.69721.854 Convergence, Y/N Yes Yes Yes Yes Cap 123 169 185 178 Service Time 28.85820.86919.69719.854 HCM Lane V/C Ratio 4.016 5.544 5.541 4.764 HCM Control Delay 254.3 733.1 817 632.2 HCM Lane LOS FFFF HCM 95th-tile Q 10.1 33.7 39.2 30.7 06/05/2019 TRACT 6249 Synchro 10 Report KDANDERSON & ASSOCIATES Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 361 721 49 361 607 180 16 393 262 123 164 115 v/c Ratio 0.88 0.84 0.11 0.88 0.70 0.37 0.16 0.84 0.56 0.72 0.13 0.19 Control Delay 66.1 51.4 0.5 66.1 45.1 11.0 59.4 58.1 25.2 75.9 28.1 6.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 66.1 51.4 0.5 66.1 45.1 11.0 59.4 58.1 25.2 75.9 28.1 6.7 Queue Length 50th (ft) 265 284 0 265 230 16 12 284 92 94 41 0 Queue Length 95th (ft) 257 227 0 257 190 17 26 262 87 114 55 7 Internal Link Dist (ft) 2482 2416 777 1023 Turn Bay Length (ft) 200 150 245 150 190 85 200 200 Base Capacity (vph) 475 934 475 475 934 513 120 548 529 185 1283 637 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.76 0.77 0.10 0.76 0.65 0.35 0.13 0.72 0.50 0.66 0.13 0.18 Intersection Summary 06/05/2019 TRACT 6249 Synchro 10 Report KDANDERSON & ASSOCIATES Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 220 440 30 220 370 110 10 240 160 75 100 70 Future Volume (veh/h) 220 440 30 220 370 110 10 240 160 75 100 70 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.96 1.00 0.96 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 361 721 49 361 607 180 16 393 262 123 164 115 Peak Hour Factor 0.61 0.61 0.61 0.61 0.61 0.61 0.61 0.61 0.61 0.61 0.61 0.61 Percent Heavy Veh, %222222222222 Cap, veh/h 396 883 379 396 883 379 32 492 401 151 1173 521 Arrive On Green 0.22 0.25 0.25 0.22 0.25 0.25 0.02 0.26 0.26 0.08 0.33 0.33 Sat Flow, veh/h 1781 3554 1528 1781 3554 1528 1781 1870 1525 1781 3554 1578 Grp Volume(v), veh/h 361 721 49 361 607 180 16 393 262 123 164 115 Grp Sat Flow(s),veh/h/ln 1781 1777 1528 1781 1777 1528 1781 1870 1525 1781 1777 1578 Q Serve(g_s), s 21.1 20.4 2.7 21.1 16.5 10.7 1.0 20.9 16.3 7.2 3.5 5.6 Cycle Q Clear(g_c), s 21.1 20.4 2.7 21.1 16.5 10.7 1.0 20.9 16.3 7.2 3.5 5.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 396 883 379 396 883 379 32 492 401 151 1173 521 V/C Ratio(X) 0.91 0.82 0.13 0.91 0.69 0.47 0.51 0.80 0.65 0.81 0.14 0.22 Avail Cap(c_a), veh/h 492 925 398 492 925 398 125 557 454 192 1191 529 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 40.5 37.8 31.2 40.5 36.4 34.2 52.0 36.7 35.0 48.0 25.1 25.8 Incr Delay (d2), s/veh 18.7 5.6 0.2 18.7 2.0 0.9 12.1 7.3 2.8 18.6 0.1 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 11.0 9.3 1.0 11.0 7.2 4.0 0.5 10.3 6.2 4.0 1.5 2.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 59.2 43.4 31.3 59.2 38.4 35.1 64.1 44.0 37.8 66.6 25.2 26.1 LnGrp LOS E D C E D D E D D E C C Approach Vol, veh/h 1131 1148 671 402 Approach Delay, s/veh 47.9 44.4 42.1 38.1 Approach LOS DDDD Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 13.6 33.3 28.2 31.7 6.4 40.5 28.2 31.7 Change Period (Y+Rc), s 4.5 5.2 4.5 5.2 4.5 5.2 4.5 5.2 Max Green Setting (Gmax), s 11.5 31.8 29.5 27.8 7.5 35.8 29.5 27.8 Max Q Clear Time (g_c+I1), s 9.2 22.9 23.1 22.4 3.0 7.6 23.1 18.5 Green Ext Time (p_c), s 0.1 2.3 0.6 2.2 0.0 1.4 0.6 3.1 Intersection Summary HCM 6th Ctrl Delay 44.4 HCM 6th LOS D Notes User approved pedestrian interval to be less than phase max green. 06/05/2019 TRACT 6249 Synchro 10 Report KDANDERSON & ASSOCIATES Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 184 355 53 118 237 92 79 276 184 92 276 224 v/c Ratio 0.54 0.36 0.10 0.45 0.38 0.22 0.35 0.59 0.35 0.38 0.58 0.39 Control Delay 38.0 26.9 0.4 41.0 31.3 1.3 41.4 32.1 6.5 40.7 30.7 6.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 38.0 26.9 0.4 41.0 31.3 1.3 41.4 32.1 6.5 40.7 30.7 6.2 Queue Length 50th (ft) 67 67 0 44 46 0 29 100 0 34 98 0 Queue Length 95th (ft) 168 126 0 123 96 0 92 210 27 102 204 27 Internal Link Dist (ft) 2486 2397 1359 1717 Turn Bay Length (ft) 255 120 225 75 105 135 115 115 Base Capacity (vph) 646 1337 670 416 878 516 330 967 910 387 1027 973 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.28 0.27 0.08 0.28 0.27 0.18 0.24 0.29 0.20 0.24 0.27 0.23 Intersection Summary 06/05/2019 TRACT 6249 Synchro 10 Report KDANDERSON & ASSOCIATES Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 140 270 40 90 180 70 60 210 140 70 210 170 Future Volume (veh/h) 140 270 40 90 180 70 60 210 140 70 210 170 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 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 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 184 355 53 118 237 92 79 276 184 92 276 224 Peak Hour Factor 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 Percent Heavy Veh, %222222222222 Cap, veh/h 246 650 290 155 470 210 125 427 362 137 439 372 Arrive On Green 0.14 0.18 0.18 0.09 0.13 0.13 0.07 0.23 0.23 0.08 0.23 0.23 Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 1781 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 184 355 53 118 237 92 79 276 184 92 276 224 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1781 1870 1585 1781 1870 1585 Q Serve(g_s), s 4.4 4.0 1.2 2.9 2.7 2.4 1.9 5.9 4.5 2.2 5.8 5.5 Cycle Q Clear(g_c), s 4.4 4.0 1.2 2.9 2.7 2.4 1.9 5.9 4.5 2.2 5.8 5.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 246 650 290 155 470 210 125 427 362 137 439 372 V/C Ratio(X) 0.75 0.55 0.18 0.76 0.50 0.44 0.63 0.65 0.51 0.67 0.63 0.60 Avail Cap(c_a), veh/h 910 1760 785 587 1114 497 465 1338 1134 546 1423 1206 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 18.2 16.3 15.2 19.6 17.8 17.6 19.9 15.4 14.8 19.8 15.1 15.0 Incr Delay (d2), s/veh 4.5 0.7 0.3 7.4 0.8 1.4 5.1 1.6 1.1 5.6 1.5 1.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.8 1.4 0.4 1.3 1.0 0.8 0.9 2.2 1.4 1.0 2.2 1.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 22.8 17.0 15.5 27.1 18.6 19.0 25.0 17.0 15.9 25.4 16.6 16.6 LnGrp LOS C B B C B B C B B C B B Approach Vol, veh/h 592 447 539 592 Approach Delay, s/veh 18.7 20.9 17.8 18.0 Approach LOS B C B B Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 7.9 14.6 8.3 13.3 7.6 14.8 10.6 11.0 Change Period (Y+Rc), s 4.5 4.5 4.5 5.2 4.5 4.5 4.5 5.2 Max Green Setting (Gmax), s 13.5 31.5 14.5 21.8 11.5 33.5 22.5 13.8 Max Q Clear Time (g_c+I1), s 4.2 7.9 4.9 6.0 3.9 7.8 6.4 4.7 Green Ext Time (p_c), s 0.1 2.2 0.2 2.0 0.1 2.4 0.4 1.1 Intersection Summary HCM 6th Ctrl Delay 18.7 HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. W IMPROVEMENTS TRACT 6249 Synchro 10 Report KDANDERSON & ASSOCIATES Page 1 Lane Group EBT WBT WBR NBL NBT SBL SBT Lane Group Flow (vph) 36 93 674 12 418 628 454 v/c Ratio 0.13 0.40 0.43 0.09 0.60 0.77 0.18 Control Delay 20.6 33.1 0.8 39.5 31.7 27.5 6.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 20.6 33.1 0.8 39.5 31.7 27.5 6.1 Queue Length 50th (ft) 10 39 0 5 90 217 26 Queue Length 95th (ft) 31 79 0 24 160 #543 100 Internal Link Dist (ft) 1803 10507 9484 648 Turn Bay Length (ft) 220 205 600 Base Capacity (vph) 671 569 1583 137 1004 950 2590 Starvation Cap Reductn 0000000 Spillback Cap Reductn 0000000 Storage Cap Reductn 0000000 Reduced v/c Ratio 0.05 0.16 0.43 0.09 0.42 0.66 0.18 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. W IMPROVEMENTS TRACT 6249 Synchro 10 Report KDANDERSON & ASSOCIATES Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 10 10 10 70 10 580 10 340 20 540 380 10 Future Volume (veh/h) 10 10 10 70 10 580 10 340 20 540 380 10 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 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 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 12 12 12 81 12 0 12 395 23 628 442 12 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Percent Heavy Veh, %222222222222 Cap, veh/h 144 66 52 267 17 28 635 37 728 2047 55 Arrive On Green 0.09 0.09 0.09 0.09 0.09 0.00 0.02 0.19 0.19 0.41 0.58 0.58 Sat Flow, veh/h 419 737 578 1316 195 1585 1781 3413 198 1781 3534 96 Grp Volume(v), veh/h 36 0 0 93 0 0 12 205 213 628 222 232 Grp Sat Flow(s),veh/h/ln 1735 0 0 1511 0 1585 1781 1777 1835 1781 1777 1853 Q Serve(g_s), s 0.0 0.0 0.0 1.8 0.0 0.0 0.3 4.8 4.8 14.5 2.7 2.7 Cycle Q Clear(g_c), s 0.9 0.0 0.0 2.6 0.0 0.0 0.3 4.8 4.8 14.5 2.7 2.7 Prop In Lane 0.33 0.33 0.87 1.00 1.00 0.11 1.00 0.05 Lane Grp Cap(c), veh/h 261 0 0 285 0 28 330 341 728 1029 1073 V/C Ratio(X) 0.14 0.00 0.00 0.33 0.00 0.44 0.62 0.62 0.86 0.22 0.22 Avail Cap(c_a), veh/h 1080 0 0 1020 0 198 724 748 1369 1892 1973 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 19.0 0.0 0.0 19.7 0.0 0.0 21.9 16.8 16.8 12.1 4.5 4.5 Incr Delay (d2), s/veh 0.2 0.0 0.0 0.7 0.0 0.0 10.4 1.9 1.9 3.2 0.1 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 0.0 0.0 0.8 0.0 0.0 0.2 1.6 1.7 3.9 0.3 0.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 19.2 0.0 0.0 20.4 0.0 0.0 32.3 18.7 18.7 15.3 4.6 4.6 LnGrp LOS B A A C A C BBBAA Approach Vol, veh/h 36 93 A 430 1082 Approach Delay, s/veh 19.2 20.4 19.1 10.8 Approach LOS B C B B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 22.8 13.5 8.5 5.2 31.2 8.5 Change Period (Y+Rc), s 4.5 5.2 4.5 4.5 5.2 4.5 Max Green Setting (Gmax), s 34.5 18.3 27.0 5.0 47.8 27.0 Max Q Clear Time (g_c+I1), s 16.5 6.8 2.9 2.3 4.7 4.6 Green Ext Time (p_c), s 1.9 1.5 0.1 0.0 2.3 0.3 Intersection Summary HCM 6th Ctrl Delay 13.7 HCM 6th LOS B Notes Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay. W IMPROVEMENTS TRACT 6249 Synchro 10 Report KDANDERSON & ASSOCIATES Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 45 568 57 170 761 45 34 23 239 114 34 91 v/c Ratio 0.23 0.56 0.11 0.78 0.56 0.07 0.18 0.08 0.53 0.52 0.06 0.16 Control Delay 35.8 22.4 0.4 58.0 20.4 0.2 35.4 23.8 8.2 42.6 21.4 3.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 35.8 22.4 0.4 58.0 20.4 0.2 35.4 23.8 8.2 42.6 21.4 3.2 Queue Length 50th (ft) 15 84 0 59 118 0 11 8 0 38 8 0 Queue Length 95th (ft) 62 199 0 #261 276 0 51 27 47 #170 35 17 Internal Link Dist (ft) 1334 1174 566 314 Turn Bay Length (ft) 240 210 265 260 330 150 175 100 Base Capacity (vph) 219 1867 889 219 1867 889 219 1053 999 219 1053 948 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.21 0.30 0.06 0.78 0.41 0.05 0.16 0.02 0.24 0.52 0.03 0.10 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. W IMPROVEMENTS TRACT 6249 Synchro 10 Report KDANDERSON & ASSOCIATES Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 40 500 50 150 670 40 30 20 210 100 30 80 Future Volume (veh/h) 40 500 50 150 670 40 30 20 210 100 30 80 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 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 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 45 568 57 170 761 45 34 23 239 114 34 91 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, %222222222222 Cap, veh/h 81 880 392 214 1145 511 66 367 311 147 452 383 Arrive On Green 0.05 0.25 0.25 0.12 0.32 0.32 0.04 0.20 0.20 0.08 0.24 0.24 Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 1781 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 45 568 57 170 761 45 34 23 239 114 34 91 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1781 1870 1585 1781 1870 1585 Q Serve(g_s), s 1.3 7.6 1.5 4.9 9.8 1.0 1.0 0.5 7.6 3.3 0.7 2.4 Cycle Q Clear(g_c), s 1.3 7.6 1.5 4.9 9.8 1.0 1.0 0.5 7.6 3.3 0.7 2.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 81 880 392 214 1145 511 66 367 311 147 452 383 V/C Ratio(X) 0.55 0.65 0.15 0.79 0.66 0.09 0.51 0.06 0.77 0.78 0.08 0.24 Avail Cap(c_a), veh/h 252 2148 958 252 2148 958 252 1212 1027 252 1212 1027 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 24.7 17.8 15.5 22.6 15.5 12.5 25.0 17.3 20.1 23.8 15.5 16.1 Incr Delay (d2), s/veh 5.7 0.8 0.2 13.7 0.7 0.1 6.0 0.1 4.0 8.5 0.1 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 0.6 2.6 0.4 2.5 3.1 0.3 0.5 0.2 2.6 1.6 0.3 0.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 30.5 18.6 15.7 36.4 16.1 12.6 31.1 17.4 24.1 32.3 15.6 16.5 LnGrp LOS C B B D B B C B C C B B Approach Vol, veh/h 670 976 296 239 Approach Delay, s/veh 19.2 19.5 24.4 23.9 Approach LOS B B C C Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 8.9 14.9 10.9 18.3 6.5 17.3 6.9 22.3 Change Period (Y+Rc), s 4.5 4.5 4.5 5.2 4.5 4.5 4.5 5.2 Max Green Setting (Gmax), s 7.5 34.3 7.5 32.0 7.5 34.3 7.5 32.0 Max Q Clear Time (g_c+I1), s 5.3 9.6 6.9 9.6 3.0 4.4 3.3 11.8 Green Ext Time (p_c), s 0.0 0.9 0.0 3.5 0.0 0.4 0.0 4.7 Intersection Summary HCM 6th Ctrl Delay 20.5 HCM 6th LOS C W IMPROVEMENTS TRACT 6249 Synchro 10 Report KDANDERSON & ASSOCIATES Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR Lane Group Flow (vph) 27 853 373 80 627 13 253 133 13 13 40 v/c Ratio 0.22 0.90 0.41 0.51 0.62 0.01 0.77 0.25 0.11 0.07 0.14 Control Delay 59.9 40.2 8.7 65.8 22.9 0.0 63.1 9.3 58.3 47.9 1.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 59.9 40.2 8.7 65.8 22.9 0.0 63.1 9.3 58.3 47.9 1.0 Queue Length 50th (ft) 19 524 50 57 299 0 181 7990 Queue Length 95th (ft) 47 #742 97 105 453 0 #301 34 28 23 0 Internal Link Dist (ft) 2508 690 1488 777 Turn Bay Length (ft) 280 200 170 150 150 125 100 Base Capacity (vph) 144 1138 1058 183 1180 1052 375 599 144 298 373 Starvation Cap Reductn 00000000000 Spillback Cap Reductn 00000000000 Storage Cap Reductn 00000000000 Reduced v/c Ratio 0.19 0.75 0.35 0.44 0.53 0.01 0.67 0.22 0.09 0.04 0.11 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. W IMPROVEMENTS TRACT 6249 Synchro 10 Report KDANDERSON & ASSOCIATES Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 20 640 280 60 470 10 190 10 90 10 10 30 Future Volume (veh/h) 20 640 280 60 470 10 190 10 90 10 10 30 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 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 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 27 853 373 80 627 13 253 13 120 13 13 40 Peak Hour Factor 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 Percent Heavy Veh, %222222222222 Cap, veh/h 49 958 812 103 1015 860 293 32 297 28 104 88 Arrive On Green 0.03 0.51 0.51 0.06 0.54 0.54 0.16 0.20 0.20 0.02 0.06 0.06 Sat Flow, veh/h 1781 1870 1585 1781 1870 1585 1781 157 1452 1781 1870 1585 Grp Volume(v), veh/h 27 853 373 80 627 13 253 0 133 13 13 40 Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 1870 1585 1781 0 1609 1781 1870 1585 Q Serve(g_s), s 1.3 36.4 13.4 3.9 20.5 0.3 12.3 0.0 6.4 0.6 0.6 2.2 Cycle Q Clear(g_c), s 1.3 36.4 13.4 3.9 20.5 0.3 12.3 0.0 6.4 0.6 0.6 2.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.90 1.00 1.00 Lane Grp Cap(c), veh/h 49 958 812 103 1015 860 293 0 329 28 104 88 V/C Ratio(X) 0.55 0.89 0.46 0.78 0.62 0.02 0.86 0.00 0.40 0.47 0.12 0.45 Avail Cap(c_a), veh/h 150 1256 1065 190 1298 1100 390 0 443 150 263 223 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 42.8 19.5 13.9 41.4 14.0 9.4 36.2 0.0 30.7 43.5 40.0 40.7 Incr Delay (d2), s/veh 9.5 6.7 0.4 11.7 0.6 0.0 14.3 0.0 0.8 12.1 0.5 3.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 14.8 4.1 2.0 7.3 0.1 6.3 0.0 2.5 0.4 0.3 0.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 52.2 26.2 14.3 53.0 14.6 9.4 50.5 0.0 31.5 55.5 40.5 44.3 LnGrp LOS D C B D B A D A C E D D Approach Vol, veh/h 1253 720 386 66 Approach Delay, s/veh 23.2 18.8 44.0 45.8 Approach LOS C B D D Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 5.9 22.7 9.7 50.8 19.1 9.5 6.9 53.5 Change Period (Y+Rc), s 4.5 4.5 4.5 5.2 4.5 4.5 4.5 5.2 Max Green Setting (Gmax), s 7.5 24.5 9.5 59.8 19.5 12.5 7.5 61.8 Max Q Clear Time (g_c+I1), s 2.6 8.4 5.9 38.4 14.3 4.2 3.3 22.5 Green Ext Time (p_c), s 0.0 0.6 0.0 7.2 0.3 0.1 0.0 4.1 Intersection Summary HCM 6th Ctrl Delay 25.8 HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. W IMPROVEMENTS TRACT 6249 Synchro 10 Report KDANDERSON & ASSOCIATES Page 7 Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 139 797 165 860 89 291 114 367 354 127 v/c Ratio 0.73 0.85 0.76 0.81 0.51 0.82 0.27 0.87 0.53 0.20 Control Delay 73.1 47.9 72.1 36.4 60.7 63.4 5.1 63.0 34.0 5.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 73.1 47.9 72.1 36.4 60.7 63.4 5.1 63.0 34.0 5.8 Queue Length 50th (ft) 106 299 126 262 67 216 0 272 218 0 Queue Length 95th (ft) #164 315 #186 275 103 272 15 330 278 29 Internal Link Dist (ft) 1168 2435 1529 9418 Turn Bay Length (ft) 300 300 300 200 300 200 Base Capacity (vph) 205 1063 237 1186 237 411 461 485 685 662 Starvation Cap Reductn 0000000000 Spillback Cap Reductn 0000000000 Storage Cap Reductn 0000000000 Reduced v/c Ratio 0.68 0.75 0.70 0.73 0.38 0.71 0.25 0.76 0.52 0.19 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. W IMPROVEMENTS TRACT 6249 Synchro 10 Report KDANDERSON & ASSOCIATES Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 110 520 110 130 370 310 70 230 90 290 280 100 Future Volume (veh/h) 110 520 110 130 370 310 70 230 90 290 280 100 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 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 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 139 658 139 165 468 392 89 291 114 367 354 127 Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 Percent Heavy Veh, %222222222222 Cap, veh/h 170 820 173 198 544 455 115 340 288 406 646 548 Arrive On Green 0.10 0.28 0.28 0.11 0.30 0.30 0.06 0.18 0.18 0.23 0.35 0.35 Sat Flow, veh/h 1781 2920 616 1781 1836 1535 1781 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 139 400 397 165 453 407 89 291 114 367 354 127 Grp Sat Flow(s),veh/h/ln 1781 1777 1759 1781 1777 1594 1781 1870 1585 1781 1870 1585 Q Serve(g_s), s 7.5 20.5 20.5 8.9 23.6 23.6 4.8 14.7 6.2 19.6 15.0 5.6 Cycle Q Clear(g_c), s 7.5 20.5 20.5 8.9 23.6 23.6 4.8 14.7 6.2 19.6 15.0 5.6 Prop In Lane 1.00 0.35 1.00 0.96 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 170 499 494 198 527 472 115 340 288 406 646 548 V/C Ratio(X) 0.82 0.80 0.80 0.83 0.86 0.86 0.78 0.86 0.40 0.90 0.55 0.23 Avail Cap(c_a), veh/h 228 596 590 264 632 567 264 455 386 537 742 628 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 43.4 32.7 32.7 42.6 32.5 32.5 45.1 38.8 35.3 36.7 25.9 22.8 Incr Delay (d2), s/veh 15.4 6.6 6.8 15.5 10.1 11.2 10.7 11.5 0.9 15.5 0.7 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.9 9.1 9.0 4.6 10.8 9.9 2.4 7.4 2.3 9.7 6.2 2.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 58.8 39.3 39.4 58.1 42.6 43.8 55.8 50.3 36.2 52.2 26.6 23.0 LnGrp LOS E D D E D D E DDDCC Approach Vol, veh/h 936 1025 494 848 Approach Delay, s/veh 42.2 45.6 48.0 37.2 Approach LOS DDDD Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 26.8 23.0 15.4 32.7 10.8 39.0 13.9 34.2 Change Period (Y+Rc), s 4.5 5.2 4.5 5.2 4.5 5.2 4.5 5.2 Max Green Setting (Gmax), s 29.5 23.8 14.5 32.8 14.5 38.8 12.5 34.8 Max Q Clear Time (g_c+I1), s 21.6 16.7 10.9 22.5 6.8 17.0 9.5 25.6 Green Ext Time (p_c), s 0.7 1.1 0.1 3.2 0.1 2.2 0.1 3.4 Intersection Summary HCM 6th Ctrl Delay 42.8 HCM 6th LOS D Notes User approved pedestrian interval to be less than phase max green. 04/20/2019 TRACT 6249 MORTON-PITALLO Synchro 10 Report KD ANDERSON & ASSOC Page 1 Intersection Int Delay, s/veh 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 10 10 10 30 10 590 10 470 70 630 470 10 Future Vol, veh/h 10 10 10 30 10 590 10 470 70 630 470 10 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - Free - - None - - None Storage Length -----220205--300-- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93 Heavy Vehicles, % 2 22222222222 Mvmt Flow 11 11 11 32 11 634 11 505 75 677 505 11 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 2145 2467 258 2177 2435 - 516 0 0 580 0 0 Stage 1 1865 1865 - 565 565 ------- Stage 2 280 602 - 1612 1870 ------- Critical Hdwy 7.54 6.54 6.94 7.54 6.54 - 4.14 - - 4.14 - - Critical Hdwy Stg 1 6.54 5.54 - 6.54 5.54 ------- Critical Hdwy Stg 2 6.54 5.54 - 6.54 5.54 ------- Follow-up Hdwy 3.52 4.02 3.32 3.52 4.02 - 2.22 - - 2.22 - - Pot Cap-1 Maneuver 27 30 741 ~ 26 31 0 1046 - - 990 - - Stage 1 75 121 - 477 506 0 ------ Stage 2 703 487 - 109 120 0 ------ Platoon blocked, % - - - - Mov Cap-1 Maneuver - ~ 9 741 - ~ 10 - 1046 - - 990 - - Mov Cap-2 Maneuver - ~ 9 - - ~ 10 ------- Stage 1 74 38 - 472 500 ------- Stage 2 681 482 - ~ 24 38 ------- Approach EB WB NB SB HCM Control Delay, s 0.2 9.2 HCM LOS - - Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1046 -----990-- HCM Lane V/C Ratio 0.01 -----0.684 - - HCM Control Delay (s) 8.5 ----016.1 - - HCM Lane LOS A ----AC-- HCM 95th %tile Q(veh) 0 -----5.7-- Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon 04/20/2019 TRACT 6249 MORTON-PITALLO Synchro 10 Report KD ANDERSON & ASSOC Page 2 Intersection Int Delay, s/veh 52.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 70 720 50 110 460 100 50 50 170 60 20 40 Future Vol, veh/h 70 720 50 110 460 100 50 50 170 60 20 40 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 240 - 210 265 - 260 330 - 150 175 - 100 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93 Heavy Vehicles, % 2 22222222222 Mvmt Flow 75 774 54 118 495 108 54 54 183 65 22 43 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 603 0 0 828 0 0 1419 1763 387 1295 1709 248 Stage 1 ------924924-731731- Stage 2 ------495839-564978- Critical Hdwy 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 ------6.54 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 ------6.54 5.54 - 6.54 5.54 - Follow-up Hdwy 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 971 - - 799 - - 97 83 611 120 90 752 Stage 1 ------290346-379425- Stage 2 ------525379-478327- Platoon blocked, % - - - - Mov Cap-1 Maneuver 971 - - 799 - - 59 65 611 ~ 22 71 752 Mov Cap-2 Maneuver ------5965-~ 2271- Stage 1 ------268319-350362- Stage 2 ------397323-257302- Approach EB WB NB SB HCM Control Delay, s 0.8 1.7 78 $ 636.1 HCM LOS F F Minor Lane/Major Mvmt NBLn1NBLn2NBLn3 EBL EBT EBR WBL WBT WBRSBLn1SBLn2SBLn3 Capacity (veh/h) 59 65 611 971 - - 799 - - 22 71 752 HCM Lane V/C Ratio 0.911 0.827 0.299 0.078 - - 0.148 - - 2.933 0.303 0.057 HCM Control Delay (s) 205.5 170.2 13.4 9 - - 10.3 - -$ 1239.9 76.4 10.1 HCM Lane LOS F F B A - - B - - F F B HCM 95th %tile Q(veh) 4.2 3.8 1.3 0.3 - - 0.5 - - 8.2 1.1 0.2 Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon 04/20/2019 TRACT 6249 MORTON-PITALLO Synchro 10 Report KD ANDERSON & ASSOC Page 3 Intersection Intersection Delay, s/veh 150.3 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 40 520 150 20 630 10 150 10 60 10 10 20 Future Vol, veh/h 40 520 150 20 630 10 150 10 60 10 10 20 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles, %222222222222 Mvmt Flow 45 584 169 22 708 11 169 11 67 11 11 22 Number of Lanes 110110110010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2212 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1222 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2122 HCM Control Delay 178 173.4 16.2 14.2 HCM LOS F F C B Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 Vol Left, % 100% 0% 100% 0% 100% 0% 25% Vol Thru, % 0% 14% 0% 78% 0% 98% 25% Vol Right, % 0% 86% 0% 22% 0% 2% 50% Sign Control Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 150 70 40 670 20 640 40 LT Vol 150 0 40 0 20 0 10 Through Vol 0 10 0 520 0 630 10 RT Vol 0 60 0 150 0 10 20 Lane Flow Rate 169 79 45 753 22 719 45 Geometry Grp 7777776 Degree of Util (X) 0.39 0.158 0.088 1.345 0.044 1.32 0.108 Departure Headway (Hd) 9.359 8.206 7.511 6.836 7.561 7.037 10.029 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Cap 388 440 480 534 476 525 360 Service Time 7.059 5.906 5.211 4.536 5.261 4.737 8.029 HCM Lane V/C Ratio 0.436 0.18 0.094 1.41 0.046 1.37 0.125 HCM Control Delay 17.9 12.4 10.9 188 10.6 178.5 14.2 HCM Lane LOS C B B F B F B HCM 95th-tile Q 1.8 0.6 0.3 31.2 0.1 29.2 0.4 04/20/2019 TRACT 6249 MORTON-PITALLO Synchro 10 Report KD ANDERSON & ASSOC Page 4 Intersection Intersection Delay, s/veh506.7 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 90 450 50 90 440 320 100 300 130 410 200 120 Future Vol, veh/h 90 450 50 90 440 320 100 300 130 410 200 120 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 Heavy Vehicles, % 2 22222222222 Mvmt Flow 97 484 54 97 473 344 108 323 140 441 215 129 Number of Lanes 0 10010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 383.5 676.9 308.2 552.1 HCM LOS F F F F Lane NBLn1EBLn1WBLn1SBLn1 Vol Left, % 19% 15% 11% 56% Vol Thru, % 57% 76% 52% 27% Vol Right, % 25% 8% 38% 16% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 530 590 850 730 LT Vol 100 90 90 410 Through Vol 300 450 440 200 RT Vol 130 50 320 120 Lane Flow Rate 570 634 914 785 Geometry Grp 1111 Degree of Util (X) 1.507 1.694 2.393 2.103 Departure Headway (Hd) 22.67321.80717.81218.939 Convergence, Y/N Yes Yes Yes Yes Cap 165 178 219 204 Service Time 20.67319.80715.81216.939 HCM Lane V/C Ratio 3.455 3.562 4.174 3.848 HCM Control Delay 308.2 383.5 676.9 552.1 HCM Lane LOS FFFF HCM 95th-tile Q 15.8 19.7 39.8 31 06/05/2019 TRACT 6249 Synchro 10 Report KDANDERSON & ASSOCIATES Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 102 193 34 136 239 57 11 148 68 91 182 159 v/c Ratio 0.33 0.26 0.08 0.39 0.30 0.13 0.05 0.36 0.16 0.32 0.14 0.24 Control Delay 35.1 26.3 0.4 34.3 24.9 1.5 40.0 28.6 3.1 37.4 17.3 5.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 35.1 26.3 0.4 34.3 24.9 1.5 40.0 28.6 3.1 37.4 17.3 5.2 Queue Length 50th (ft) 32 32 0 42 38 0 4 46 0 29 19 0 Queue Length 95th (ft) 128 88 0 159 103 4 27 143 13 123 80 45 Internal Link Dist (ft) 2482 2416 777 1023 Turn Bay Length (ft) 200 150 245 150 190 85 200 200 Base Capacity (vph) 985 1940 899 985 1958 906 268 1099 960 411 2259 1051 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.10 0.10 0.04 0.14 0.12 0.06 0.04 0.13 0.07 0.22 0.08 0.15 Intersection Summary 06/05/2019 TRACT 6249 Synchro 10 Report KDANDERSON & ASSOCIATES Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 90 170 30 120 210 50 10 130 60 80 160 140 Future Volume (veh/h) 90 170 30 120 210 50 10 130 60 80 160 140 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 0.99 1.00 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 102 193 34 136 239 57 11 148 68 91 182 159 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, %222222222222 Cap, veh/h 150 562 248 184 629 278 26 337 283 141 870 386 Arrive On Green 0.08 0.16 0.16 0.10 0.18 0.18 0.01 0.18 0.18 0.08 0.24 0.24 Sat Flow, veh/h 1781 3554 1570 1781 3554 1572 1781 1870 1572 1781 3554 1575 Grp Volume(v), veh/h 102 193 34 136 239 57 11 148 68 91 182 159 Grp Sat Flow(s),veh/h/ln 1781 1777 1570 1781 1777 1572 1781 1870 1572 1781 1777 1575 Q Serve(g_s), s 2.2 2.0 0.8 3.0 2.4 1.3 0.2 2.9 1.5 2.0 1.6 3.4 Cycle Q Clear(g_c), s 2.2 2.0 0.8 3.0 2.4 1.3 0.2 2.9 1.5 2.0 1.6 3.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 150 562 248 184 629 278 26 337 283 141 870 386 V/C Ratio(X) 0.68 0.34 0.14 0.74 0.38 0.20 0.43 0.44 0.24 0.65 0.21 0.41 Avail Cap(c_a), veh/h 1299 2442 1079 1299 2442 1080 330 1470 1236 506 3145 1394 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 18.0 15.2 14.7 17.6 14.7 14.2 19.8 14.8 14.2 18.1 12.2 12.8 Incr Delay (d2), s/veh 5.3 0.4 0.2 5.7 0.4 0.4 11.0 0.9 0.4 4.9 0.1 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.0 0.7 0.2 1.3 0.8 0.4 0.2 1.1 0.4 0.9 0.5 1.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 23.3 15.5 14.9 23.3 15.1 14.6 30.7 15.7 14.7 22.9 12.3 13.5 LnGrp LOS C B B C B B C B B C B B Approach Vol, veh/h 329 432 227 432 Approach Delay, s/veh 17.9 17.6 16.1 15.0 Approach LOS BBBB Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 7.7 12.5 8.7 11.6 5.1 15.1 7.9 12.4 Change Period (Y+Rc), s 4.5 5.2 4.5 5.2 4.5 5.2 4.5 5.2 Max Green Setting (Gmax), s 11.5 31.8 29.5 27.8 7.5 35.8 29.5 27.8 Max Q Clear Time (g_c+I1), s 4.0 4.9 5.0 4.0 2.2 5.4 4.2 4.4 Green Ext Time (p_c), s 0.1 1.0 0.3 1.2 0.0 1.7 0.2 1.5 Intersection Summary HCM 6th Ctrl Delay 16.6 HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. 06/05/2019 TRACT 6249 Synchro 10 Report KDANDERSON & ASSOCIATES Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 101 213 17 45 292 101 45 169 101 112 169 124 v/c Ratio 0.33 0.21 0.03 0.18 0.38 0.21 0.18 0.39 0.20 0.37 0.30 0.21 Control Delay 34.2 22.1 0.1 35.9 26.7 1.7 35.9 27.1 1.1 35.8 22.8 2.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 34.2 22.1 0.1 35.9 26.7 1.7 35.9 27.1 1.1 35.8 22.8 2.3 Queue Length 50th (ft) 32 33 0 15 48 0 15 54 0 36 50 0 Queue Length 95th (ft) 120 91 0 66 130 5 66 147 1 135 143 16 Internal Link Dist (ft) 2486 2397 1359 1717 Turn Bay Length (ft) 255 120 225 75 105 135 115 115 Base Capacity (vph) 820 1660 804 528 1095 603 419 1095 1001 492 1140 1035 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.12 0.13 0.02 0.09 0.27 0.17 0.11 0.15 0.10 0.23 0.15 0.12 Intersection Summary 06/05/2019 TRACT 6249 Synchro 10 Report KDANDERSON & ASSOCIATES Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 90 190 15 40 260 90 40 150 90 100 150 110 Future Volume (veh/h) 90 190 15 40 260 90 40 150 90 100 150 110 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 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 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 101 213 17 45 292 101 45 169 101 112 169 124 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, %222222222222 Cap, veh/h 154 709 316 89 579 258 89 313 265 163 391 331 Arrive On Green 0.09 0.20 0.20 0.05 0.16 0.16 0.05 0.17 0.17 0.09 0.21 0.21 Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 1781 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 101 213 17 45 292 101 45 169 101 112 169 124 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1781 1870 1585 1781 1870 1585 Q Serve(g_s), s 2.1 1.9 0.3 0.9 2.8 2.2 0.9 3.1 2.2 2.3 3.0 2.6 Cycle Q Clear(g_c), s 2.1 1.9 0.3 0.9 2.8 2.2 0.9 3.1 2.2 2.3 3.0 2.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 154 709 316 89 579 258 89 313 265 163 391 331 V/C Ratio(X) 0.66 0.30 0.05 0.51 0.50 0.39 0.51 0.54 0.38 0.69 0.43 0.37 Avail Cap(c_a), veh/h 1055 2039 909 680 1290 576 539 1550 1314 633 1649 1397 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 16.8 13.0 12.3 17.6 14.5 14.2 17.6 14.5 14.1 16.7 13.1 12.9 Incr Delay (d2), s/veh 4.7 0.2 0.1 4.4 0.7 1.0 4.4 1.4 0.9 5.1 0.8 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 0.6 0.1 0.4 0.9 0.7 0.4 1.2 0.7 1.0 1.1 0.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 21.5 13.2 12.4 22.0 15.2 15.2 22.0 15.9 15.0 21.9 13.8 13.6 LnGrp LOS C B B C B B C B B C B B Approach Vol, veh/h 331 438 315 405 Approach Delay, s/veh 15.7 15.9 16.5 16.0 Approach LOS BBBB Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 8.0 10.9 6.4 12.8 6.4 12.4 7.8 11.4 Change Period (Y+Rc), s 4.5 4.5 4.5 5.2 4.5 4.5 4.5 5.2 Max Green Setting (Gmax), s 13.5 31.5 14.5 21.8 11.5 33.5 22.5 13.8 Max Q Clear Time (g_c+I1), s 4.3 5.1 2.9 3.9 2.9 5.0 4.1 4.8 Green Ext Time (p_c), s 0.2 1.2 0.0 1.1 0.0 1.3 0.2 1.4 Intersection Summary HCM 6th Ctrl Delay 16.0 HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. W IMPROVEMENTS TRACT 6249 Synchro 10 Report KDANDERSON & ASSOCIATES Page 1 Lane Group EBT WBT WBR NBL NBT SBL SBT Lane Group Flow (vph) 33 43 634 11 580 677 516 v/c Ratio 0.15 0.21 0.40 0.09 0.73 0.76 0.18 Control Delay 22.4 30.6 0.8 39.5 33.2 26.2 5.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 22.4 30.6 0.8 39.5 33.2 26.2 5.1 Queue Length 50th (ft) 9 19 0 5 123 253 24 Queue Length 95th (ft) 32 45 0 24 #258 #654 121 Internal Link Dist (ft) 1803 10507 9484 648 Turn Bay Length (ft) 220 205 600 Base Capacity (vph) 621 555 1583 128 934 886 2849 Starvation Cap Reductn 0000000 Spillback Cap Reductn 0000000 Storage Cap Reductn 0000000 Reduced v/c Ratio 0.05 0.08 0.40 0.09 0.62 0.76 0.18 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. W IMPROVEMENTS TRACT 6249 Synchro 10 Report KDANDERSON & ASSOCIATES Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 10 10 10 30 10 590 10 470 70 630 470 10 Future Volume (veh/h) 10 10 10 30 10 590 10 470 70 630 470 10 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 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 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 11 11 11 32 11 0 11 505 75 677 505 11 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, %222222222222 Cap, veh/h 124 42 36 199 26 25 709 105 763 2285 50 Arrive On Green 0.06 0.06 0.06 0.06 0.06 0.00 0.01 0.23 0.23 0.43 0.64 0.64 Sat Flow, veh/h 465 652 558 1171 402 1585 1781 3105 459 1781 3556 77 Grp Volume(v), veh/h 33 0 0 43 0 0 11 288 292 677 252 264 Grp Sat Flow(s),veh/h/ln 1675 0 0 1573 0 1585 1781 1777 1788 1781 1777 1856 Q Serve(g_s), s 0.0 0.0 0.0 0.3 0.0 0.0 0.3 7.6 7.7 17.9 3.0 3.0 Cycle Q Clear(g_c), s 0.9 0.0 0.0 1.2 0.0 0.0 0.3 7.6 7.7 17.9 3.0 3.0 Prop In Lane 0.33 0.33 0.74 1.00 1.00 0.26 1.00 0.04 Lane Grp Cap(c), veh/h 202 0 0 225 0 25 406 408 763 1142 1193 V/C Ratio(X) 0.16 0.00 0.00 0.19 0.00 0.44 0.71 0.72 0.89 0.22 0.22 Avail Cap(c_a), veh/h 945 0 0 917 0 175 638 642 1206 1666 1741 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 22.7 0.0 0.0 22.9 0.0 0.0 24.9 18.1 18.1 13.4 3.8 3.8 Incr Delay (d2), s/veh 0.4 0.0 0.0 0.4 0.0 0.0 11.4 2.3 2.4 5.2 0.1 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 0.0 0.0 0.4 0.0 0.0 0.2 2.6 2.7 5.6 0.3 0.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 23.1 0.0 0.0 23.3 0.0 0.0 36.4 20.4 20.5 18.7 3.9 3.9 LnGrp LOS C A A C A D C C B A A Approach Vol, veh/h 33 43 A 591 1193 Approach Delay, s/veh 23.1 23.3 20.8 12.3 Approach LOS C C C B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 26.3 16.8 7.8 5.2 38.0 7.8 Change Period (Y+Rc), s 4.5 5.2 4.5 4.5 5.2 4.5 Max Green Setting (Gmax), s 34.5 18.3 27.0 5.0 47.8 27.0 Max Q Clear Time (g_c+I1), s 19.9 9.7 2.9 2.3 5.0 3.2 Green Ext Time (p_c), s 2.0 2.0 0.1 0.0 2.7 0.1 Intersection Summary HCM 6th Ctrl Delay 15.4 HCM 6th LOS B Notes Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay. W IMPROVEMENTS TRACT 6249 Synchro 10 Report KDANDERSON & ASSOCIATES Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 75 774 54 118 495 108 54 54 183 65 22 43 v/c Ratio 0.34 0.66 0.09 0.49 0.36 0.16 0.25 0.16 0.43 0.30 0.07 0.11 Control Delay 37.2 22.7 0.3 41.1 18.1 4.9 35.9 24.5 7.5 36.4 23.8 0.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 37.2 22.7 0.3 41.1 18.1 4.9 35.9 24.5 7.5 36.4 23.8 0.6 Queue Length 50th (ft) 26 126 0 41 73 0 18 18 0 22 7 0 Queue Length 95th (ft) #104 290 0 #181 177 34 73 50 45 85 26 0 Internal Link Dist (ft) 1334 1174 566 314 Turn Bay Length (ft) 240 210 265 260 330 150 175 100 Base Capacity (vph) 240 2052 966 240 2052 966 240 1158 1053 240 1158 1030 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.31 0.38 0.06 0.49 0.24 0.11 0.23 0.05 0.17 0.27 0.02 0.04 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. W IMPROVEMENTS TRACT 6249 Synchro 10 Report KDANDERSON & ASSOCIATES Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 70 720 50 110 460 100 50 50 170 60 20 40 Future Volume (veh/h) 70 720 50 110 460 100 50 50 170 60 20 40 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 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 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 75 774 54 118 495 108 54 54 183 65 22 43 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, %222222222222 Cap, veh/h 115 1149 513 152 1224 546 94 307 260 105 319 270 Arrive On Green 0.06 0.32 0.32 0.09 0.34 0.34 0.05 0.16 0.16 0.06 0.17 0.17 Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 1781 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 75 774 54 118 495 108 54 54 183 65 22 43 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1781 1870 1585 1781 1870 1585 Q Serve(g_s), s 2.1 9.6 1.2 3.3 5.4 2.4 1.5 1.3 5.5 1.8 0.5 1.2 Cycle Q Clear(g_c), s 2.1 9.6 1.2 3.3 5.4 2.4 1.5 1.3 5.5 1.8 0.5 1.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 115 1149 513 152 1224 546 94 307 260 105 319 270 V/C Ratio(X) 0.66 0.67 0.11 0.78 0.40 0.20 0.58 0.18 0.70 0.62 0.07 0.16 Avail Cap(c_a), veh/h 263 2240 999 263 2240 999 263 1263 1071 263 1263 1071 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 23.2 14.9 12.0 22.7 12.7 11.7 23.5 18.3 20.1 23.3 17.7 18.0 Incr Delay (d2), s/veh 6.2 0.7 0.1 8.2 0.2 0.2 5.5 0.3 3.5 5.8 0.1 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 2.9 0.3 1.5 1.6 0.7 0.7 0.5 1.9 0.8 0.2 0.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 29.4 15.6 12.1 31.0 12.9 11.9 29.0 18.5 23.5 29.1 17.8 18.2 LnGrp LOS C B B C B B C B C C B B Approach Vol, veh/h 903 721 291 130 Approach Delay, s/veh 16.5 15.7 23.6 23.6 Approach LOS B B C C Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 7.5 12.8 8.8 21.6 7.2 13.2 7.8 22.7 Change Period (Y+Rc), s 4.5 4.5 4.5 5.2 4.5 4.5 4.5 5.2 Max Green Setting (Gmax), s 7.5 34.3 7.5 32.0 7.5 34.3 7.5 32.0 Max Q Clear Time (g_c+I1), s 3.8 7.5 5.3 11.6 3.5 3.2 4.1 7.4 Green Ext Time (p_c), s 0.0 0.8 0.0 4.9 0.0 0.2 0.0 3.3 Intersection Summary HCM 6th Ctrl Delay 17.7 HCM 6th LOS B W IMPROVEMENTS TRACT 6249 Synchro 10 Report KDANDERSON & ASSOCIATES Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR Lane Group Flow (vph) 45 611 169 27 724 11 169 85 11 11 22 v/c Ratio 0.24 0.64 0.19 0.14 0.80 0.01 0.51 0.18 0.06 0.05 0.07 Control Delay 51.9 21.9 5.0 50.9 28.9 0.0 45.5 10.5 52.3 42.5 0.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 51.9 21.9 5.0 50.9 28.9 0.0 45.5 10.5 52.3 42.5 0.4 Queue Length 50th (ft) 23 178 4 14 330 0 85 4660 Queue Length 95th (ft) 82 590 52 55 #744 0 222 46 31 25 0 Internal Link Dist (ft) 2508 690 1488 777 Turn Bay Length (ft) 280 200 170 150 150 125 100 Base Capacity (vph) 218 1397 1224 276 1419 1238 568 746 218 428 473 Starvation Cap Reductn 00000000000 Spillback Cap Reductn 00000000000 Storage Cap Reductn 00000000000 Reduced v/c Ratio 0.21 0.44 0.14 0.10 0.51 0.01 0.30 0.11 0.05 0.03 0.05 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. W IMPROVEMENTS TRACT 6249 Synchro 10 Report KDANDERSON & ASSOCIATES Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 40 544 150 24 644 10 150 10 66 10 10 20 Future Volume (veh/h) 40 544 150 24 644 10 150 10 66 10 10 20 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 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 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 45 611 169 27 724 11 169 11 74 11 11 22 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, %222222222222 Cap, veh/h 78 881 746 54 855 725 218 38 255 25 135 115 Arrive On Green 0.04 0.47 0.47 0.03 0.46 0.46 0.12 0.18 0.18 0.01 0.07 0.07 Sat Flow, veh/h 1781 1870 1585 1781 1870 1585 1781 209 1408 1781 1870 1585 Grp Volume(v), veh/h 45 611 169 27 724 11 169 0 85 11 11 22 Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 1870 1585 1781 0 1617 1781 1870 1585 Q Serve(g_s), s 1.5 15.8 3.9 0.9 21.1 0.2 5.7 0.0 2.8 0.4 0.3 0.8 Cycle Q Clear(g_c), s 1.5 15.8 3.9 0.9 21.1 0.2 5.7 0.0 2.8 0.4 0.3 0.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.87 1.00 1.00 Lane Grp Cap(c), veh/h 78 881 746 54 855 725 218 0 293 25 135 115 V/C Ratio(X) 0.58 0.69 0.23 0.50 0.85 0.02 0.77 0.00 0.29 0.44 0.08 0.19 Avail Cap(c_a), veh/h 217 1819 1542 275 1880 1593 565 0 644 217 380 322 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 28.8 12.8 9.6 29.4 14.8 9.1 26.1 0.0 21.8 30.1 26.6 26.8 Incr Delay (d2), s/veh 6.7 1.0 0.2 7.2 2.4 0.0 5.8 0.0 0.5 11.9 0.3 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 5.0 1.0 0.5 7.1 0.1 2.6 0.0 1.0 0.2 0.2 0.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 35.5 13.8 9.8 36.5 17.2 9.1 31.9 0.0 22.3 42.0 26.9 27.6 LnGrp LOS D B A D B A C A CDCC Approach Vol, veh/h 825 762 254 44 Approach Delay, s/veh 14.1 17.8 28.7 31.0 Approach LOS B B C C Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 5.4 15.6 6.3 34.1 12.0 8.9 7.2 33.3 Change Period (Y+Rc), s 4.5 4.5 4.5 5.2 4.5 4.5 4.5 5.2 Max Green Setting (Gmax), s 7.5 24.5 9.5 59.8 19.5 12.5 7.5 61.8 Max Q Clear Time (g_c+I1), s 2.4 4.8 2.9 17.8 7.7 2.8 3.5 23.1 Green Ext Time (p_c), s 0.0 0.4 0.0 4.5 0.3 0.0 0.0 5.0 Intersection Summary HCM 6th Ctrl Delay 18.0 HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. W IMPROVEMENTS TRACT 6249 Synchro 10 Report KDANDERSON & ASSOCIATES Page 7 Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 97 538 97 817 108 323 140 441 215 129 v/c Ratio 0.58 0.60 0.55 0.84 0.59 0.87 0.33 0.93 0.32 0.20 Control Delay 64.2 39.1 61.1 40.0 62.1 67.6 8.5 68.5 29.3 5.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 64.2 39.1 61.1 40.0 62.1 67.6 8.5 68.5 29.3 5.8 Queue Length 50th (ft) 69 178 69 247 77 231 0 324 114 0 Queue Length 95th (ft) 130 243 127 327 140 #407 52 #563 196 43 Internal Link Dist (ft) 1168 2435 1529 9418 Turn Bay Length (ft) 300 300 300 200 300 200 Base Capacity (vph) 201 1052 233 1158 233 404 455 476 678 658 Starvation Cap Reductn 0000000000 Spillback Cap Reductn 0000000000 Storage Cap Reductn 0000000000 Reduced v/c Ratio 0.48 0.51 0.42 0.71 0.46 0.80 0.31 0.93 0.32 0.20 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. W IMPROVEMENTS TRACT 6249 Synchro 10 Report KDANDERSON & ASSOCIATES Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 90 450 50 90 440 320 100 300 130 410 200 120 Future Volume (veh/h) 90 450 50 90 440 320 100 300 130 410 200 120 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 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 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 97 484 54 97 473 344 108 323 140 441 215 129 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, %222222222222 Cap, veh/h 123 902 100 124 550 399 136 367 311 473 720 610 Arrive On Green 0.07 0.28 0.28 0.07 0.28 0.28 0.08 0.20 0.20 0.27 0.39 0.39 Sat Flow, veh/h 1781 3224 358 1781 1966 1425 1781 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 97 266 272 97 427 390 108 323 140 441 215 129 Grp Sat Flow(s),veh/h/ln 1781 1777 1806 1781 1777 1614 1781 1870 1585 1781 1870 1585 Q Serve(g_s), s 5.5 13.0 13.1 5.5 23.4 23.5 6.1 17.2 8.0 24.8 8.2 5.6 Cycle Q Clear(g_c), s 5.5 13.0 13.1 5.5 23.4 23.5 6.1 17.2 8.0 24.8 8.2 5.6 Prop In Lane 1.00 0.20 1.00 0.88 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 123 497 505 124 498 452 136 367 311 473 720 610 V/C Ratio(X) 0.79 0.53 0.54 0.78 0.86 0.86 0.79 0.88 0.45 0.93 0.30 0.21 Avail Cap(c_a), veh/h 217 569 578 252 603 548 252 434 368 513 720 610 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 46.9 31.3 31.3 46.9 35.0 35.0 46.5 40.0 36.3 36.8 21.9 21.1 Incr Delay (d2), s/veh 10.5 0.9 0.9 10.4 10.3 11.5 9.9 16.5 1.0 23.4 0.2 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.7 5.4 5.5 2.7 10.8 10.0 3.0 9.1 3.0 13.1 3.4 1.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 57.5 32.1 32.2 57.3 45.3 46.5 56.4 56.5 37.3 60.1 22.1 21.3 LnGrp LOS E C C E D D E E D E C C Approach Vol, veh/h 635 914 571 785 Approach Delay, s/veh 36.0 47.1 51.8 43.3 Approach LOS DDDD Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 31.7 25.3 11.6 33.9 12.3 44.7 11.6 33.9 Change Period (Y+Rc), s 4.5 5.2 4.5 5.2 4.5 5.2 4.5 5.2 Max Green Setting (Gmax), s 29.5 23.8 14.5 32.8 14.5 38.8 12.5 34.8 Max Q Clear Time (g_c+I1), s 26.8 19.2 7.5 15.1 8.1 10.2 7.5 25.5 Green Ext Time (p_c), s 0.4 0.9 0.1 2.6 0.1 1.5 0.1 3.2 Intersection Summary HCM 6th Ctrl Delay 44.6 HCM 6th LOS D Notes User approved pedestrian interval to be less than phase max green. no improvements TRACT 6249 MORTON-PITALLO Synchro 10 Report KD ANDERSON & ASSOC Page 1 Intersection Int Delay, s/veh 191.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 10 10 10 70 10 582 10 340 20 539 380 10 Future Vol, veh/h 10 10 10 70 10 582 10 340 20 539 380 10 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - Free - - None - - None Storage Length -----220205--300-- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 86 86 86 86 86 86 86 86 86 86 86 86 Heavy Vehicles, % 2 22222222222 Mvmt Flow 12 12 12 81 12 677 12 395 23 627 442 12 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1930 2144 227 1912 2139 - 454 0 0 418 0 0 Stage 1 1702 1702 - 431 431 ------- Stage 2 228 442 - 1481 1708 ------- Critical Hdwy 7.54 6.54 6.94 7.54 6.54 - 4.14 - - 4.14 - - Critical Hdwy Stg 1 6.54 5.54 - 6.54 5.54 ------- Critical Hdwy Stg 2 6.54 5.54 - 6.54 5.54 ------- Follow-up Hdwy 3.52 4.02 3.32 3.52 4.02 - 2.22 - - 2.22 - - Pot Cap-1 Maneuver 40 48 776 ~ 41 48 0 1103 - - 1138 - - Stage 1 95 146 - 573 581 0 ------ Stage 2 754 575 - 131 145 0 ------ Platoon blocked, % - - - - Mov Cap-1 Maneuver 13 21 776 ~ 13 21 - 1103 - - 1138 - - Mov Cap-2 Maneuver 13 21 - ~ 13 21 ------- Stage 1 94 66 - 567 575 ------- Stage 2 731 569 - ~ 48 65 ------- Approach EB WB NB SB HCM Control Delay, s$ 586.5 $ 3075.5 0.2 6.9 HCM LOS F F Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1103 - - 24 14 - 1138 - - HCM Lane V/C Ratio 0.011 - - 1.453 6.645 - 0.551 - - HCM Control Delay (s) 8.3 - -$ 586.5$ 3075.5 0 12 - - HCM Lane LOS A - - F F A B - - HCM 95th %tile Q(veh) 0 - - 4.4 12.6 - 3.5 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon no improvements TRACT 6249 MORTON-PITALLO Synchro 10 Report KD ANDERSON & ASSOC Page 2 Intersection Int Delay, s/veh 80 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 40 480 50 152 696 40 30 20 209 100 30 80 Future Vol, veh/h 40 480 50 152 696 40 30 20 209 100 30 80 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 240 - 210 265 - 260 330 - 150 175 - 100 Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 88 88 88 88 88 88 88 88 88 88 88 88 Heavy Vehicles, % 2 22222222222 Mvmt Flow 45 545 57 173 791 45 34 23 238 114 34 91 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 836 0 0 602 0 0 1394 1817 273 1511 1829 396 Stage 1 ------635635-1137 1137 - Stage 2 ------7591182 - 374 692 - Critical Hdwy 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 ------6.54 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 ------6.54 5.54 - 6.54 5.54 - Follow-up Hdwy 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 794 - - 971 - - 101 77 725 ~ 83 76 603 Stage 1 ------433471-215275- Stage 2 ------365262-619443- Platoon blocked, % - - - - Mov Cap-1 Maneuver 794 - - 971 - - 39 60 725 ~ 33 59 603 Mov Cap-2 Maneuver ------3960-~ 3359- Stage 1 ------408444-203226- Stage 2 ------216215-373418- Approach EB WB NB SB HCM Control Delay, s 0.7 1.6 47.9 $ 666 HCM LOS E F Minor Lane/Major Mvmt NBLn1NBLn2NBLn3 EBL EBT EBR WBL WBT WBRSBLn1SBLn2SBLn3 Capacity (veh/h) 39 60 725 794 - - 971 - - 33 59 603 HCM Lane V/C Ratio 0.874 0.379 0.328 0.057 - - 0.178 - - 3.444 0.578 0.151 HCM Control Delay (s) 261.6 97.7 12.4 9.8 - - 9.5 - -$ 1350.4 128.8 12 HCM Lane LOS F F B A - - A - - F F B HCM 95th %tile Q(veh) 3.3 1.4 1.4 0.2 - - 0.6 - - 13.3 2.3 0.5 Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon no improvements TRACT 6249 MORTON-PITALLO Synchro 10 Report KD ANDERSON & ASSOC Page 3 Intersection Intersection Delay, s/veh 370.3 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 20 610 280 89 509 10 190 10 65 10 10 30 Future Vol, veh/h 20 610 280 89 509 10 190 10 65 10 10 30 Peak Hour Factor 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 Heavy Vehicles, %222222222222 Mvmt Flow 27 813 373 119 679 13 253 13 87 13 13 40 Number of Lanes 110110110010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2212 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1222 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2122 HCM Control Delay 615 184 24 18.3 HCM LOS F F C C Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 Vol Left, % 100% 0% 100% 0% 100% 0% 20% Vol Thru, % 0% 13% 0% 69% 0% 98% 20% Vol Right, % 0% 87% 0% 31% 0% 2% 60% Sign Control Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 190 75 20 890 89 519 50 LT Vol 190 0 20 0 89 0 10 Through Vol 0 10 0 610 0 509 10 RT Vol 0 65 0 280 0 10 30 Lane Flow Rate 253 100 27 1187 119 692 67 Geometry Grp 7777776 Degree of Util (X) 0.596 0.204 0.058 2.345 0.255 1.387 0.168 Departure Headway (Hd) 10.613 9.426 8.368 7.623 9.361 8.822 12.766 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Cap 342 383 431 487 387 415 283 Service Time 8.313 7.126 6.068 5.323 7.061 6.522 10.766 HCM Lane V/C Ratio 0.74 0.261 0.063 2.437 0.307 1.667 0.237 HCM Control Delay 27.8 14.5 11.6 628.6 15.2 213 18.3 HCM Lane LOS D B B F C F C HCM 95th-tile Q 3.6 0.8 0.2 84.3 1 27.5 0.6 no improvements TRACT 6249 MORTON-PITALLO Synchro 10 Report KD ANDERSON & ASSOC Page 4 Intersection Intersection Delay, s/veh691.8 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 112 528 166 121 373 310 88 230 92 290 278 101 Future Vol, veh/h 112 528 166 121 373 310 88 230 92 290 278 101 Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 Heavy Vehicles, % 2 22222222222 Mvmt Flow 142 668 210 153 472 392 111 291 116 367 352 128 Number of Lanes 0 10010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 827.3 811.6 283.9 634.6 HCM LOS F F F F Lane NBLn1EBLn1WBLn1SBLn1 Vol Left, % 21% 14% 15% 43% Vol Thru, % 56% 66% 46% 42% Vol Right, % 22% 21% 39% 15% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 410 806 804 669 LT Vol 88 112 121 290 Through Vol 230 528 373 278 RT Vol 92 166 310 101 Lane Flow Rate 519 1020 1018 847 Geometry Grp 1111 Degree of Util (X) 1.375 2.702 2.666 2.265 Departure Headway (Hd) 32.15123.20123.28223.301 Convergence, Y/N Yes Yes Yes Yes Cap 119 173 173 169 Service Time 30.15121.20121.28221.301 HCM Lane V/C Ratio 4.361 5.896 5.884 5.012 HCM Control Delay 283.9 827.3 811.6 634.6 HCM Lane LOS FFFF HCM 95th-tile Q 10.7 37.2 36.4 29 no improvements TRACT 6249 MORTON-PITALLO Synchro 10 Report KD ANDERSON & ASSOC Page 5 Intersection Int Delay, s/veh 0.8 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 679 5 5 590 17 16 Future Vol, veh/h 679 5 5 590 17 16 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 75 92 92 79 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 905 5 5 747 18 17 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 910 0 1665 908 Stage 1 - - - - 908 - Stage 2 - - - - 757 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 748 - 106 334 Stage 1 - - - - 393 - Stage 2 - - - - 463 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 748 - 105 334 Mov Cap-2 Maneuver - - - - 105 - Stage 1 - - - - 393 - Stage 2 - - - - 458 - Approach EB WB NB HCM Control Delay, s 0 0.1 34.6 HCM LOS D Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 157 - - 748 - HCM Lane V/C Ratio 0.228 - - 0.007 - HCM Control Delay (s) 34.6 - - 9.8 0 HCM Lane LOS D - - A A HCM 95th %tile Q(veh) 0.8 - - 0 - no improvements TRACT 6249 MORTON-PITALLO Synchro 10 Report KD ANDERSON & ASSOC Page 6 Intersection Int Delay, s/veh 2.7 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 678 17 17 545 50 50 Future Vol, veh/h 678 17 17 545 50 50 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 737 18 18 592 54 54 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 755 0 1374 746 Stage 1 - - - - 746 - Stage 2 - - - - 628 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 855 - 160 413 Stage 1 - - - - 469 - Stage 2 - - - - 532 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 855 - 155 413 Mov Cap-2 Maneuver - - - - 155 - Stage 1 - - - - 469 - Stage 2 - - - - 516 - Approach EB WB NB HCM Control Delay, s 0 0.3 35.1 HCM LOS E Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 225 - - 855 - HCM Lane V/C Ratio 0.483 - - 0.022 - HCM Control Delay (s) 35.1 - - 9.3 0 HCM Lane LOS E - - A A HCM 95th %tile Q(veh) 2.4 - - 0.1 - 06/05/2019 TRACT 6249 Synchro 10 Report KD ANDERSON & ASSOC Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 361 721 49 364 613 143 16 389 262 123 169 115 v/c Ratio 0.88 0.84 0.11 0.88 0.71 0.31 0.16 0.84 0.56 0.72 0.14 0.19 Control Delay 66.0 51.3 0.5 66.4 45.1 11.4 59.4 58.0 25.1 75.9 28.2 6.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 66.0 51.3 0.5 66.4 45.1 11.4 59.4 58.0 25.1 75.9 28.2 6.7 Queue Length 50th (ft) 264 283 0 267 231 13 12 281 91 93 43 0 Queue Length 95th (ft) 257 227 0 261 192 18 26 259 86 114 56 7 Internal Link Dist (ft) 2482 2416 777 1023 Turn Bay Length (ft) 200 150 245 150 190 85 200 200 Base Capacity (vph) 475 934 475 475 934 489 120 548 530 185 1280 636 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.76 0.77 0.10 0.77 0.66 0.29 0.13 0.71 0.49 0.66 0.13 0.18 Intersection Summary 06/05/2019 TRACT 6249 Synchro 10 Report KD ANDERSON & ASSOC Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 220 440 30 222 374 87 10 237 160 75 103 70 Future Volume (veh/h) 220 440 30 222 374 87 10 237 160 75 103 70 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.96 1.00 0.96 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 361 721 49 364 613 143 16 389 262 123 169 115 Peak Hour Factor 0.61 0.61 0.61 0.61 0.61 0.61 0.61 0.61 0.61 0.61 0.61 0.61 Percent Heavy Veh, %222222222222 Cap, veh/h 396 882 379 399 888 382 32 489 399 151 1169 519 Arrive On Green 0.22 0.25 0.25 0.22 0.25 0.25 0.02 0.26 0.26 0.08 0.33 0.33 Sat Flow, veh/h 1781 3554 1528 1781 3554 1528 1781 1870 1525 1781 3554 1578 Grp Volume(v), veh/h 361 721 49 364 613 143 16 389 262 123 169 115 Grp Sat Flow(s),veh/h/ln 1781 1777 1528 1781 1777 1528 1781 1870 1525 1781 1777 1578 Q Serve(g_s), s 21.1 20.5 2.7 21.3 16.7 8.3 1.0 20.7 16.4 7.3 3.6 5.6 Cycle Q Clear(g_c), s 21.1 20.5 2.7 21.3 16.7 8.3 1.0 20.7 16.4 7.3 3.6 5.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 396 882 379 399 888 382 32 489 399 151 1169 519 V/C Ratio(X) 0.91 0.82 0.13 0.91 0.69 0.37 0.51 0.79 0.66 0.81 0.14 0.22 Avail Cap(c_a), veh/h 492 924 397 492 924 397 125 556 454 192 1190 528 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 40.6 37.9 31.2 40.5 36.3 33.2 52.0 36.8 35.2 48.1 25.3 26.0 Incr Delay (d2), s/veh 18.7 5.6 0.2 19.0 2.1 0.6 12.1 7.0 2.9 18.7 0.1 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 11.0 9.3 1.0 11.1 7.3 3.1 0.5 10.2 6.2 4.0 1.5 2.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 59.3 43.5 31.4 59.4 38.4 33.8 64.1 43.8 38.0 66.7 25.3 26.2 LnGrp LOS E D C E D C E D D E C C Approach Vol, veh/h 1131 1120 667 407 Approach Delay, s/veh 48.0 44.7 42.0 38.1 Approach LOS DDDD Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 13.6 33.2 28.4 31.7 6.4 40.3 28.2 31.9 Change Period (Y+Rc), s 4.5 5.2 4.5 5.2 4.5 5.2 4.5 5.2 Max Green Setting (Gmax), s 11.5 31.8 29.5 27.8 7.5 35.8 29.5 27.8 Max Q Clear Time (g_c+I1), s 9.3 22.7 23.3 22.5 3.0 7.6 23.1 18.7 Green Ext Time (p_c), s 0.1 2.3 0.6 2.2 0.0 1.4 0.6 3.0 Intersection Summary HCM 6th Ctrl Delay 44.5 HCM 6th LOS D Notes User approved pedestrian interval to be less than phase max green. 06/05/2019 TRACT 6249 Synchro 10 Report KD ANDERSON & ASSOC Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 184 355 53 118 237 92 79 272 184 92 284 224 v/c Ratio 0.55 0.36 0.10 0.45 0.38 0.22 0.35 0.58 0.34 0.38 0.59 0.39 Control Delay 38.2 26.9 0.4 41.1 31.4 1.3 41.5 31.7 6.5 40.7 31.0 6.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 38.2 26.9 0.4 41.1 31.4 1.3 41.5 31.7 6.5 40.7 31.0 6.1 Queue Length 50th (ft) 69 69 0 45 46 0 30 99 0 35 102 0 Queue Length 95th (ft) 168 126 0 123 96 0 92 206 27 102 210 27 Internal Link Dist (ft) 2486 2397 1359 1717 Turn Bay Length (ft) 255 120 225 75 105 135 115 115 Base Capacity (vph) 645 1335 669 416 876 515 329 965 908 387 1025 972 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.29 0.27 0.08 0.28 0.27 0.18 0.24 0.28 0.20 0.24 0.28 0.23 Intersection Summary 06/05/2019 TRACT 6249 Synchro 10 Report KD ANDERSON & ASSOC Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 140 270 40 90 180 70 60 207 140 70 216 170 Future Volume (veh/h) 140 270 40 90 180 70 60 207 140 70 216 170 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 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 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 184 355 53 118 237 92 79 272 184 92 284 224 Peak Hour Factor 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 Percent Heavy Veh, %222222222222 Cap, veh/h 246 649 290 155 469 209 125 431 365 136 442 375 Arrive On Green 0.14 0.18 0.18 0.09 0.13 0.13 0.07 0.23 0.23 0.08 0.24 0.24 Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 1781 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 184 355 53 118 237 92 79 272 184 92 284 224 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1781 1870 1585 1781 1870 1585 Q Serve(g_s), s 4.4 4.0 1.2 2.9 2.7 2.4 1.9 5.8 4.5 2.2 6.0 5.6 Cycle Q Clear(g_c), s 4.4 4.0 1.2 2.9 2.7 2.4 1.9 5.8 4.5 2.2 6.0 5.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 246 649 290 155 469 209 125 431 365 136 442 375 V/C Ratio(X) 0.75 0.55 0.18 0.76 0.51 0.44 0.63 0.63 0.50 0.67 0.64 0.60 Avail Cap(c_a), veh/h 907 1754 782 585 1110 495 464 1334 1130 544 1418 1202 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 18.3 16.4 15.3 19.7 17.8 17.7 20.0 15.3 14.8 19.9 15.2 15.0 Incr Delay (d2), s/veh 4.5 0.7 0.3 7.4 0.8 1.5 5.2 1.5 1.1 5.7 1.6 1.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.8 1.4 0.4 1.3 1.0 0.8 0.9 2.2 1.4 1.0 2.3 1.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 22.8 17.1 15.6 27.1 18.7 19.1 25.1 16.8 15.9 25.5 16.7 16.5 LnGrp LOS C B B C B B C B B C B B Approach Vol, veh/h 592 447 535 600 Approach Delay, s/veh 18.8 21.0 17.7 18.0 Approach LOS B C B B Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 7.9 14.7 8.3 13.3 7.6 14.9 10.6 11.0 Change Period (Y+Rc), s 4.5 4.5 4.5 5.2 4.5 4.5 4.5 5.2 Max Green Setting (Gmax), s 13.5 31.5 14.5 21.8 11.5 33.5 22.5 13.8 Max Q Clear Time (g_c+I1), s 4.2 7.8 4.9 6.0 3.9 8.0 6.4 4.7 Green Ext Time (p_c), s 0.1 2.1 0.2 2.0 0.1 2.4 0.4 1.1 Intersection Summary HCM 6th Ctrl Delay 18.8 HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. W IMPROVEMENTS TRACT 6249 Synchro 10 Report KD ANDERSON & ASSOC Page 1 Lane Group EBT WBT WBR NBL NBT SBL SBT Lane Group Flow (vph) 36 93 677 12 418 627 454 v/c Ratio 0.13 0.40 0.43 0.09 0.59 0.77 0.18 Control Delay 20.6 33.1 0.8 39.5 31.7 27.6 6.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 20.6 33.1 0.8 39.5 31.7 27.6 6.1 Queue Length 50th (ft) 10 39 0 5 90 217 26 Queue Length 95th (ft) 31 79 0 24 160 #543 100 Internal Link Dist (ft) 1803 10507 9484 648 Turn Bay Length (ft) 220 205 600 Base Capacity (vph) 673 571 1583 138 1007 953 2590 Starvation Cap Reductn 0000000 Spillback Cap Reductn 0000000 Storage Cap Reductn 0000000 Reduced v/c Ratio 0.05 0.16 0.43 0.09 0.42 0.66 0.18 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. W IMPROVEMENTS TRACT 6249 Synchro 10 Report KD ANDERSON & ASSOC Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 10 10 10 70 10 582 10 340 20 539 380 10 Future Volume (veh/h) 10 10 10 70 10 582 10 340 20 539 380 10 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 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 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 12 12 12 81 12 0 12 395 23 627 442 12 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Percent Heavy Veh, %222222222222 Cap, veh/h 144 66 52 268 17 28 635 37 727 2045 55 Arrive On Green 0.09 0.09 0.09 0.09 0.09 0.00 0.02 0.19 0.19 0.41 0.58 0.58 Sat Flow, veh/h 419 737 578 1316 195 1585 1781 3413 198 1781 3534 96 Grp Volume(v), veh/h 36 0 0 93 0 0 12 205 213 627 222 232 Grp Sat Flow(s),veh/h/ln 1735 0 0 1511 0 1585 1781 1777 1835 1781 1777 1853 Q Serve(g_s), s 0.0 0.0 0.0 1.8 0.0 0.0 0.3 4.8 4.8 14.4 2.7 2.7 Cycle Q Clear(g_c), s 0.9 0.0 0.0 2.6 0.0 0.0 0.3 4.8 4.8 14.4 2.7 2.7 Prop In Lane 0.33 0.33 0.87 1.00 1.00 0.11 1.00 0.05 Lane Grp Cap(c), veh/h 262 0 0 285 0 28 331 341 727 1028 1072 V/C Ratio(X) 0.14 0.00 0.00 0.33 0.00 0.44 0.62 0.62 0.86 0.22 0.22 Avail Cap(c_a), veh/h 1081 0 0 1021 0 199 725 749 1371 1894 1976 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 19.0 0.0 0.0 19.7 0.0 0.0 21.9 16.8 16.8 12.1 4.5 4.5 Incr Delay (d2), s/veh 0.2 0.0 0.0 0.7 0.0 0.0 10.4 1.9 1.9 3.2 0.1 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 0.0 0.0 0.8 0.0 0.0 0.2 1.6 1.7 3.9 0.3 0.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 19.2 0.0 0.0 20.4 0.0 0.0 32.3 18.7 18.7 15.3 4.7 4.6 LnGrp LOS B A A C A C BBBAA Approach Vol, veh/h 36 93 A 430 1081 Approach Delay, s/veh 19.2 20.4 19.1 10.8 Approach LOS B C B B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 22.8 13.5 8.5 5.2 31.1 8.5 Change Period (Y+Rc), s 4.5 5.2 4.5 4.5 5.2 4.5 Max Green Setting (Gmax), s 34.5 18.3 27.0 5.0 47.8 27.0 Max Q Clear Time (g_c+I1), s 16.4 6.8 2.9 2.3 4.7 4.6 Green Ext Time (p_c), s 1.9 1.5 0.1 0.0 2.3 0.3 Intersection Summary HCM 6th Ctrl Delay 13.7 HCM 6th LOS B Notes Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay. W IMPROVEMENTS TRACT 6249 Synchro 10 Report KD ANDERSON & ASSOC Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 45 545 57 173 791 45 34 23 238 114 34 91 v/c Ratio 0.23 0.53 0.11 0.80 0.58 0.07 0.18 0.08 0.53 0.53 0.06 0.16 Control Delay 36.2 21.9 0.4 60.6 20.6 0.2 35.7 24.1 8.3 43.1 21.7 3.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 36.2 21.9 0.4 60.6 20.6 0.2 35.7 24.1 8.3 43.1 21.7 3.1 Queue Length 50th (ft) 15 80 0 61 124 0 11 8 0 39 8 0 Queue Length 95th (ft) 62 191 0 #267 289 0 51 27 47 #170 35 17 Internal Link Dist (ft) 1334 1174 566 314 Turn Bay Length (ft) 240 210 265 260 330 150 175 100 Base Capacity (vph) 217 1859 886 217 1859 886 217 1049 995 217 1049 944 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.21 0.29 0.06 0.80 0.43 0.05 0.16 0.02 0.24 0.53 0.03 0.10 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. W IMPROVEMENTS TRACT 6249 Synchro 10 Report KD ANDERSON & ASSOC Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 40 480 50 152 696 40 30 20 209 100 30 80 Future Volume (veh/h) 40 480 50 152 696 40 30 20 209 100 30 80 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 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 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 45 545 57 173 791 45 34 23 238 114 34 91 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, %222222222222 Cap, veh/h 81 878 392 218 1150 513 66 366 310 147 451 382 Arrive On Green 0.05 0.25 0.25 0.12 0.32 0.32 0.04 0.20 0.20 0.08 0.24 0.24 Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 1781 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 45 545 57 173 791 45 34 23 238 114 34 91 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1781 1870 1585 1781 1870 1585 Q Serve(g_s), s 1.3 7.2 1.5 5.0 10.3 1.0 1.0 0.5 7.5 3.3 0.7 2.5 Cycle Q Clear(g_c), s 1.3 7.2 1.5 5.0 10.3 1.0 1.0 0.5 7.5 3.3 0.7 2.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 81 878 392 218 1150 513 66 366 310 147 451 382 V/C Ratio(X) 0.55 0.62 0.15 0.79 0.69 0.09 0.51 0.06 0.77 0.78 0.08 0.24 Avail Cap(c_a), veh/h 252 2144 956 252 2144 956 252 1210 1025 252 1210 1025 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 24.8 17.8 15.6 22.6 15.6 12.5 25.1 17.4 20.2 23.9 15.6 16.2 Incr Delay (d2), s/veh 5.7 0.7 0.2 14.1 0.7 0.1 6.0 0.1 4.0 8.5 0.1 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 0.6 2.4 0.4 2.6 3.2 0.3 0.5 0.2 2.6 1.6 0.3 0.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 30.5 18.5 15.8 36.8 16.4 12.6 31.1 17.4 24.2 32.3 15.6 16.5 LnGrp LOS C B B D B B C B C C B B Approach Vol, veh/h 647 1009 295 239 Approach Delay, s/veh 19.1 19.7 24.4 23.9 Approach LOS B B C C Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 8.9 14.9 11.0 18.3 6.5 17.3 6.9 22.4 Change Period (Y+Rc), s 4.5 4.5 4.5 5.2 4.5 4.5 4.5 5.2 Max Green Setting (Gmax), s 7.5 34.3 7.5 32.0 7.5 34.3 7.5 32.0 Max Q Clear Time (g_c+I1), s 5.3 9.5 7.0 9.2 3.0 4.5 3.3 12.3 Green Ext Time (p_c), s 0.0 0.9 0.0 3.4 0.0 0.4 0.0 4.9 Intersection Summary HCM 6th Ctrl Delay 20.6 HCM 6th LOS C W IMPROVEMENTS TRACT 6249 Synchro 10 Report KD ANDERSON & ASSOC Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR Lane Group Flow (vph) 27 813 373 119 679 13 253 100 13 13 40 v/c Ratio 0.23 0.91 0.42 0.72 0.65 0.01 0.81 0.20 0.12 0.08 0.14 Control Delay 59.9 42.4 8.3 76.8 24.1 0.0 65.8 10.4 58.2 47.6 1.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 59.9 42.4 8.3 76.8 24.1 0.0 65.8 10.4 58.2 47.6 1.1 Queue Length 50th (ft) 18 480 46 83 338 0 172 7990 Queue Length 95th (ft) 47 675 88 #177 504 0 #301 33 28 23 0 Internal Link Dist (ft) 2508 690 1488 777 Turn Bay Length (ft) 280 200 170 150 150 125 100 Base Capacity (vph) 133 1118 1048 168 1155 1033 346 548 133 278 358 Starvation Cap Reductn 00000000000 Spillback Cap Reductn 00000000000 Storage Cap Reductn 00000000000 Reduced v/c Ratio 0.20 0.73 0.36 0.71 0.59 0.01 0.73 0.18 0.10 0.05 0.11 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. W IMPROVEMENTS TRACT 6249 Synchro 10 Report KD ANDERSON & ASSOC Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 20 610 280 89 509 10 190 10 65 10 10 30 Future Volume (veh/h) 20 610 280 89 509 10 190 10 65 10 10 30 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 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 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 27 813 373 119 679 13 253 13 87 13 13 40 Peak Hour Factor 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 Percent Heavy Veh, %222222222222 Cap, veh/h 49 917 777 149 1023 867 292 43 286 27 102 87 Arrive On Green 0.03 0.49 0.49 0.08 0.55 0.55 0.16 0.20 0.20 0.02 0.05 0.05 Sat Flow, veh/h 1781 1870 1585 1781 1870 1585 1781 210 1407 1781 1870 1585 Grp Volume(v), veh/h 27 813 373 119 679 13 253 0 100 13 13 40 Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 1870 1585 1781 0 1617 1781 1870 1585 Q Serve(g_s), s 1.3 35.3 14.1 5.9 23.3 0.3 12.5 0.0 4.7 0.7 0.6 2.2 Cycle Q Clear(g_c), s 1.3 35.3 14.1 5.9 23.3 0.3 12.5 0.0 4.7 0.7 0.6 2.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.87 1.00 1.00 Lane Grp Cap(c), veh/h 49 917 777 149 1023 867 292 0 328 27 102 87 V/C Ratio(X) 0.56 0.89 0.48 0.80 0.66 0.02 0.87 0.00 0.30 0.47 0.13 0.46 Avail Cap(c_a), veh/h 148 1241 1052 188 1283 1087 385 0 440 148 259 220 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 43.3 20.7 15.3 40.5 14.5 9.3 36.7 0.0 30.5 44.0 40.6 41.3 Incr Delay (d2), s/veh 9.6 6.3 0.5 17.1 0.9 0.0 14.8 0.0 0.5 12.1 0.6 3.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 14.5 4.5 3.1 8.3 0.1 6.5 0.0 1.8 0.4 0.3 0.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 52.9 27.0 15.8 57.6 15.4 9.3 51.5 0.0 31.0 56.1 41.1 45.1 LnGrp LOS D C BEBADACEDD Approach Vol, veh/h 1213 811 353 66 Approach Delay, s/veh 24.1 21.5 45.7 46.5 Approach LOS CCDD Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 5.9 22.8 12.0 49.4 19.3 9.4 7.0 54.5 Change Period (Y+Rc), s 4.5 4.5 4.5 5.2 4.5 4.5 4.5 5.2 Max Green Setting (Gmax), s 7.5 24.5 9.5 59.8 19.5 12.5 7.5 61.8 Max Q Clear Time (g_c+I1), s 2.7 6.7 7.9 37.3 14.5 4.2 3.3 25.3 Green Ext Time (p_c), s 0.0 0.4 0.0 6.9 0.3 0.1 0.0 4.6 Intersection Summary HCM 6th Ctrl Delay 27.0 HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. W IMPROVEMENTS TRACT 6249 Synchro 10 Report KD ANDERSON & ASSOC Page 7 Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 142 878 153 864 111 291 116 367 352 128 v/c Ratio 0.76 0.90 0.74 0.80 0.60 0.83 0.28 0.88 0.59 0.22 Control Delay 76.0 51.2 70.9 35.9 63.3 64.8 5.4 64.3 37.3 6.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 76.0 51.2 70.9 35.9 63.3 64.8 5.4 64.3 37.3 6.0 Queue Length 50th (ft) 109 336 116 264 83 216 0 272 222 0 Queue Length 95th (ft) #169 351 164 278 124 272 16 330 276 29 Internal Link Dist (ft) 1168 2435 1529 9418 Turn Bay Length (ft) 300 300 300 200 300 200 Base Capacity (vph) 201 1043 233 1166 233 403 455 476 663 646 Starvation Cap Reductn 0000000000 Spillback Cap Reductn 0000000000 Storage Cap Reductn 0000000000 Reduced v/c Ratio 0.71 0.84 0.66 0.74 0.48 0.72 0.25 0.77 0.53 0.20 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. W IMPROVEMENTS TRACT 6249 Synchro 10 Report KD ANDERSON & ASSOC Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 112 528 166 121 373 310 88 230 92 290 278 101 Future Volume (veh/h) 112 528 166 121 373 310 88 230 92 290 278 101 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 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 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 142 668 210 153 472 392 111 291 116 367 352 128 Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 Percent Heavy Veh, %222222222222 Cap, veh/h 173 771 242 186 547 453 140 340 288 405 618 524 Arrive On Green 0.10 0.29 0.29 0.10 0.30 0.30 0.08 0.18 0.18 0.23 0.33 0.33 Sat Flow, veh/h 1781 2661 836 1781 1844 1528 1781 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 142 446 432 153 455 409 111 291 116 367 352 128 Grp Sat Flow(s),veh/h/ln 1781 1777 1720 1781 1777 1595 1781 1870 1585 1781 1870 1585 Q Serve(g_s), s 7.7 23.5 23.5 8.3 23.9 23.9 6.0 14.9 6.4 19.8 15.3 5.8 Cycle Q Clear(g_c), s 7.7 23.5 23.5 8.3 23.9 23.9 6.0 14.9 6.4 19.8 15.3 5.8 Prop In Lane 1.00 0.49 1.00 0.96 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 173 515 498 186 527 473 140 340 288 405 618 524 V/C Ratio(X) 0.82 0.87 0.87 0.82 0.86 0.86 0.79 0.86 0.40 0.91 0.57 0.24 Avail Cap(c_a), veh/h 226 591 572 262 627 563 262 451 383 533 736 624 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 43.7 33.2 33.2 43.3 32.8 32.8 44.6 39.1 35.6 37.0 27.2 24.0 Incr Delay (d2), s/veh 16.4 11.7 12.1 13.5 10.5 11.7 9.6 11.8 0.9 15.8 0.8 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.0 11.0 10.7 4.2 11.0 10.1 2.9 7.5 2.4 9.8 6.4 2.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 60.1 44.9 45.3 56.8 43.3 44.5 54.2 50.9 36.5 52.9 28.0 24.3 LnGrp LOS E D D E DDDDDDCC Approach Vol, veh/h 1020 1017 518 847 Approach Delay, s/veh 47.2 45.8 48.4 38.2 Approach LOS DDDD Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 26.9 23.1 14.8 33.8 12.3 37.8 14.1 34.4 Change Period (Y+Rc), s 4.5 5.2 4.5 5.2 4.5 5.2 4.5 5.2 Max Green Setting (Gmax), s 29.5 23.8 14.5 32.8 14.5 38.8 12.5 34.8 Max Q Clear Time (g_c+I1), s 21.8 16.9 10.3 25.5 8.0 17.3 9.7 25.9 Green Ext Time (p_c), s 0.7 1.0 0.1 2.9 0.1 2.2 0.1 3.3 Intersection Summary HCM 6th Ctrl Delay 44.7 HCM 6th LOS D Notes User approved pedestrian interval to be less than phase max green. no improvements TRACT 6249 MORTON-PITALLO Synchro 10 Report KD ANDERSON & ASSOC Page 1 Intersection Int Delay, s/veh 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 10 10 10 30 10 591 10 470 70 634 470 10 Future Vol, veh/h 10 10 10 30 10 591 10 470 70 634 470 10 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - Free - - None - - None Storage Length -----220205--300-- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93 Heavy Vehicles, % 2 22222222222 Mvmt Flow 11 11 11 32 11 635 11 505 75 682 505 11 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 2155 2477 258 2187 2445 - 516 0 0 580 0 0 Stage 1 1875 1875 - 565 565 ------- Stage 2 280 602 - 1622 1880 ------- Critical Hdwy 7.54 6.54 6.94 7.54 6.54 - 4.14 - - 4.14 - - Critical Hdwy Stg 1 6.54 5.54 - 6.54 5.54 ------- Critical Hdwy Stg 2 6.54 5.54 - 6.54 5.54 ------- Follow-up Hdwy 3.52 4.02 3.32 3.52 4.02 - 2.22 - - 2.22 - - Pot Cap-1 Maneuver 27 29 741 ~ 25 31 0 1046 - - 990 - - Stage 1 74 119 - 477 506 0 ------ Stage 2 703 487 - 107 119 0 ------ Platoon blocked, % - - - - Mov Cap-1 Maneuver - ~ 9 741 - ~ 10 - 1046 - - 990 - - Mov Cap-2 Maneuver - ~ 9 - - ~ 10 ------- Stage 1 73 37 - 472 500 ------- Stage 2 681 482 - ~ 23 37 ------- Approach EB WB NB SB HCM Control Delay, s 0.2 9.3 HCM LOS - - Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1WBLn2 SBL SBT SBR Capacity (veh/h) 1046 -----990-- HCM Lane V/C Ratio 0.01 -----0.689 - - HCM Control Delay (s) 8.5 ----016.3 - - HCM Lane LOS A ----AC-- HCM 95th %tile Q(veh) 0 -----5.8-- Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon no improvements TRACT 6249 MORTON-PITALLO Synchro 10 Report KD ANDERSON & ASSOC Page 2 Intersection Int Delay, s/veh 112.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 70 775 50 111 487 100 50 50 174 60 20 40 Future Vol, veh/h 70 775 50 111 487 100 50 50 174 60 20 40 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 240 - 210 265 - 260 330 - 150 175 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93 Heavy Vehicles, % 2 22222222222 Mvmt Flow 75 833 54 119 524 108 54 54 187 65 22 43 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 632 0 0 887 0 0 1494 1853 417 1356 1799 262 Stage 1 ------983983-762762- Stage 2 ------511870-5941037 - Critical Hdwy 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 ------6.54 5.54 - 6.54 5.54 - Critical Hdwy Stg 2 ------6.54 5.54 - 6.54 5.54 - Follow-up Hdwy 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 947 - - 759 - - 85 73 585 108 79 737 Stage 1 ------267325-363412- Stage 2 ------514367-458307- Platoon blocked, % - - - - Mov Cap-1 Maneuver 947 - - 759 - - ~ 49 57 585 ~ 10 61 737 Mov Cap-2 Maneuver ------~ 4957-~ 1061- Stage 1 ------246299-334347- Stage 2 ------383309-235283- Approach EB WB NB SB HCM Control Delay, s 0.7 1.7 102.3 $ 1615.8 HCM LOS F F Minor Lane/Major Mvmt NBLn1NBLn2NBLn3 EBL EBT EBR WBL WBT WBRSBLn1SBLn2 Capacity (veh/h) 49 57 585 947 - - 759 - - 10 157 HCM Lane V/C Ratio 1.097 0.943 0.32 0.079 - - 0.157 - - 6.452 0.411 HCM Control Delay (s) 292.1 219.6 14 9.1 - - 10.6 - -$ 3188.4 43.1 HCM Lane LOS F F B A - - B - - F E HCM 95th %tile Q(veh) 4.8 4.3 1.4 0.3 - - 0.6 - - 9.4 1.8 Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon no improvements TRACT 6249 MORTON-PITALLO Synchro 10 Report KD ANDERSON & ASSOC Page 3 Intersection Intersection Delay, s/veh 201.1 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 40 603 150 24 671 10 150 10 77 10 10 20 Future Vol, veh/h 40 603 150 24 671 10 150 10 77 10 10 20 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles, %222222222222 Mvmt Flow 45 678 169 27 754 11 169 11 87 11 11 22 Number of Lanes 110110110010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2212 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1222 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2122 HCM Control Delay 254.9 213.1 16.5 14.9 HCM LOS F F C B Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 Vol Left, % 100% 0% 100% 0% 100% 0% 25% Vol Thru, % 0% 11% 0% 80% 0% 99% 25% Vol Right, % 0% 89% 0% 20% 0% 1% 50% Sign Control Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 150 87 40 753 24 681 40 LT Vol 150 0 40 0 24 0 10 Through Vol 0 10 0 603 0 671 10 RT Vol 0 77 0 150 0 10 20 Lane Flow Rate 169 98 45 846 27 765 45 Geometry Grp 7777776 Degree of Util (X) 0.39 0.196 0.089 1.532 0.054 1.418 0.108 Departure Headway (Hd) 9.664 8.482 7.678 7.02 7.807 7.281 10.622 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Cap 376 426 470 525 462 505 340 Service Time 7.364 6.182 5.378 4.72 5.507 4.981 8.622 HCM Lane V/C Ratio 0.449 0.23 0.096 1.611 0.058 1.515 0.132 HCM Control Delay 18.4 13.2 11.1 267.9 11 220.2 14.9 HCM Lane LOS C B B F B F B HCM 95th-tile Q 1.8 0.7 0.3 41.2 0.2 33.6 0.4 no improvements TRACT 6249 MORTON-PITALLO Synchro 10 Report KD ANDERSON & ASSOC Page 4 Intersection Intersection Delay, s/veh538.5 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 91 455 83 93 455 320 155 300 130 410 201 123 Future Vol, veh/h 91 455 83 93 455 320 155 300 130 410 201 123 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 Heavy Vehicles, % 2 22222222222 Mvmt Flow 98 489 89 100 489 344 167 323 140 441 216 132 Number of Lanes 0 10010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach RightNB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 432.4 703.6 378.3 561.7 HCM LOS F F F F Lane NBLn1EBLn1WBLn1SBLn1 Vol Left, % 26% 14% 11% 56% Vol Thru, % 51% 72% 52% 27% Vol Right, % 22% 13% 37% 17% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 585 629 868 734 LT Vol 155 91 93 410 Through Vol 300 455 455 201 RT Vol 130 83 320 123 Lane Flow Rate 629 676 933 789 Geometry Grp 1111 Degree of Util (X) 1.669 1.8 2.445 2.114 Departure Headway (Hd) 23.691 23.1719.23720.725 Convergence, Y/N Yes Yes Yes Yes Cap 164 162 205 189 Service Time 21.691 21.1717.23718.725 HCM Lane V/C Ratio 3.835 4.173 4.551 4.175 HCM Control Delay 378.3 432.4 703.6 561.7 HCM Lane LOS FFFF HCM 95th-tile Q 18 20.6 38.3 28.9 no improvements TRACT 6249 MORTON-PITALLO Synchro 10 Report KD ANDERSON & ASSOC Page 5 Intersection Int Delay, s/veh 0.5 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 515 19 18 435 11 11 Future Vol, veh/h 515 19 18 435 11 11 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 89 92 92 89 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 579 21 20 489 12 12 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 600 0 1119 590 Stage 1 - - - - 590 - Stage 2 - - - - 529 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 977 - 229 508 Stage 1 - - - - 554 - Stage 2 - - - - 591 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 977 - 223 508 Mov Cap-2 Maneuver - - - - 223 - Stage 1 - - - - 554 - Stage 2 - - - - 574 - Approach EB WB NB HCM Control Delay, s 0 0.3 17.6 HCM LOS C Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 310 - - 977 - HCM Lane V/C Ratio 0.077 - - 0.02 - HCM Control Delay (s) 17.6 - - 8.8 0 HCM Lane LOS C - - A A HCM 95th %tile Q(veh) 0.2 - - 0.1 - no improvements TRACT 6249 MORTON-PITALLO Synchro 10 Report KD ANDERSON & ASSOC Page 6 Intersection Int Delay, s/veh 1.8 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 469 57 55 419 34 32 Future Vol, veh/h 469 57 55 419 34 32 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 89 92 92 89 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 527 62 60 471 37 35 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 589 0 1149 558 Stage 1 - - - - 558 - Stage 2 - - - - 591 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 986 - 219 529 Stage 1 - - - - 573 - Stage 2 - - - - 553 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 986 - 201 529 Mov Cap-2 Maneuver - - - - 201 - Stage 1 - - - - 573 - Stage 2 - - - - 508 - Approach EB WB NB HCM Control Delay, s 0 1 21.7 HCM LOS C Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 287 - - 986 - HCM Lane V/C Ratio 0.25 - - 0.061 - HCM Control Delay (s) 21.7 - - 8.9 0 HCM Lane LOS C - - A A HCM 95th %tile Q(veh) 1 - - 0.2 - TRACT 6249 Synchro 10 Report KD ANDERSON & ASSOC Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 102 193 34 136 238 68 34 156 68 91 186 159 v/c Ratio 0.33 0.26 0.08 0.40 0.30 0.16 0.15 0.37 0.16 0.33 0.16 0.26 Control Delay 35.3 26.4 0.4 34.4 25.0 2.9 39.2 28.6 3.1 37.5 19.7 5.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 35.3 26.4 0.4 34.4 25.0 2.9 39.2 28.6 3.1 37.5 19.7 5.9 Queue Length 50th (ft) 32 32 0 43 38 0 11 49 0 29 20 0 Queue Length 95th (ft) 128 88 0 159 102 12 59 150 13 123 81 45 Internal Link Dist (ft) 2482 2416 777 1023 Turn Bay Length (ft) 200 150 245 150 190 85 200 200 Base Capacity (vph) 982 1934 896 982 1951 903 266 1095 957 408 2251 1047 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.10 0.10 0.04 0.14 0.12 0.08 0.13 0.14 0.07 0.22 0.08 0.15 Intersection Summary TRACT 6249 Synchro 10 Report KD ANDERSON & ASSOC Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 90 170 30 120 209 60 30 137 60 80 164 140 Future Volume (veh/h) 90 170 30 120 209 60 30 137 60 80 164 140 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 0.99 1.00 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 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 102 193 34 136 238 68 34 156 68 91 186 159 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, %222222222222 Cap, veh/h 150 560 248 184 628 278 70 344 289 141 795 352 Arrive On Green 0.08 0.16 0.16 0.10 0.18 0.18 0.04 0.18 0.18 0.08 0.22 0.22 Sat Flow, veh/h 1781 3554 1570 1781 3554 1572 1781 1870 1572 1781 3554 1574 Grp Volume(v), veh/h 102 193 34 136 238 68 34 156 68 91 186 159 Grp Sat Flow(s),veh/h/ln 1781 1777 1570 1781 1777 1572 1781 1870 1572 1781 1777 1574 Q Serve(g_s), s 2.3 2.0 0.8 3.0 2.4 1.5 0.8 3.0 1.5 2.0 1.7 3.6 Cycle Q Clear(g_c), s 2.3 2.0 0.8 3.0 2.4 1.5 0.8 3.0 1.5 2.0 1.7 3.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 150 560 248 184 628 278 70 344 289 141 795 352 V/C Ratio(X) 0.68 0.34 0.14 0.74 0.38 0.24 0.49 0.45 0.23 0.65 0.23 0.45 Avail Cap(c_a), veh/h 1290 2425 1071 1290 2425 1072 328 1460 1227 503 3122 1383 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 18.1 15.3 14.8 17.7 14.8 14.4 19.2 14.8 14.2 18.2 13.0 13.7 Incr Delay (d2), s/veh 5.4 0.4 0.3 5.7 0.4 0.5 5.2 0.9 0.4 4.9 0.1 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.0 0.7 0.2 1.3 0.8 0.5 0.4 1.1 0.4 0.9 0.6 1.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 23.5 15.6 15.0 23.5 15.2 14.9 24.3 15.7 14.6 23.1 13.1 14.6 LnGrp LOS C B B C B B C B B C B B Approach Vol, veh/h 329 442 258 436 Approach Delay, s/veh 18.0 17.7 16.6 15.7 Approach LOS BBBB Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 7.7 12.7 8.7 11.6 6.1 14.3 7.9 12.4 Change Period (Y+Rc), s 4.5 5.2 4.5 5.2 4.5 5.2 4.5 5.2 Max Green Setting (Gmax), s 11.5 31.8 29.5 27.8 7.5 35.8 29.5 27.8 Max Q Clear Time (g_c+I1), s 4.0 5.0 5.0 4.0 2.8 5.6 4.3 4.4 Green Ext Time (p_c), s 0.1 1.0 0.3 1.2 0.0 1.7 0.2 1.6 Intersection Summary HCM 6th Ctrl Delay 17.0 HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. TRACT 6249 Synchro 10 Report KD ANDERSON & ASSOC Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 112 225 22 44 287 101 45 176 101 112 173 124 v/c Ratio 0.36 0.22 0.04 0.18 0.38 0.22 0.18 0.40 0.20 0.37 0.31 0.21 Control Delay 34.4 22.0 0.1 36.5 27.1 1.7 36.4 27.4 1.0 36.2 23.0 2.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 34.4 22.0 0.1 36.5 27.1 1.7 36.4 27.4 1.0 36.2 23.0 2.3 Queue Length 50th (ft) 36 35 0 15 48 0 15 57 0 36 52 0 Queue Length 95th (ft) 131 95 0 66 129 5 67 155 1 137 148 15 Internal Link Dist (ft) 2486 2397 1359 1717 Turn Bay Length (ft) 255 120 225 75 105 135 115 115 Base Capacity (vph) 814 1655 801 524 1087 599 416 1086 994 488 1131 1028 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.14 0.14 0.03 0.08 0.26 0.17 0.11 0.16 0.10 0.23 0.15 0.12 Intersection Summary TRACT 6249 Synchro 10 Report KD ANDERSON & ASSOC Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 100 200 20 39 255 90 40 157 90 100 154 110 Future Volume (veh/h) 100 200 20 39 255 90 40 157 90 100 154 110 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 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 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 112 225 22 44 287 101 45 176 101 112 173 124 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, %222222222222 Cap, veh/h 162 719 321 87 570 254 88 320 271 162 397 336 Arrive On Green 0.09 0.20 0.20 0.05 0.16 0.16 0.05 0.17 0.17 0.09 0.21 0.21 Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 1781 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 112 225 22 44 287 101 45 176 101 112 173 124 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1781 1870 1585 1781 1870 1585 Q Serve(g_s), s 2.3 2.1 0.4 0.9 2.8 2.2 0.9 3.3 2.2 2.3 3.1 2.6 Cycle Q Clear(g_c), s 2.3 2.1 0.4 0.9 2.8 2.2 0.9 3.3 2.2 2.3 3.1 2.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 162 719 321 87 570 254 88 320 271 162 397 336 V/C Ratio(X) 0.69 0.31 0.07 0.51 0.50 0.40 0.51 0.55 0.37 0.69 0.44 0.37 Avail Cap(c_a), veh/h 1044 2018 900 673 1277 570 533 1534 1300 626 1632 1383 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 16.9 13.0 12.4 17.8 14.7 14.5 17.8 14.6 14.1 16.9 13.1 12.9 Incr Delay (d2), s/veh 5.2 0.2 0.1 4.5 0.7 1.0 4.5 1.5 0.8 5.2 0.8 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.0 0.6 0.1 0.4 0.9 0.7 0.4 1.2 0.7 1.0 1.1 0.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 22.2 13.3 12.5 22.3 15.4 15.5 22.3 16.0 14.9 22.2 13.9 13.6 LnGrp LOS C B B C B B C B B C B B Approach Vol, veh/h 359 432 322 409 Approach Delay, s/veh 16.0 16.1 16.6 16.1 Approach LOS BBBB Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 8.0 11.1 6.4 13.0 6.4 12.6 8.0 11.4 Change Period (Y+Rc), s 4.5 4.5 4.5 5.2 4.5 4.5 4.5 5.2 Max Green Setting (Gmax), s 13.5 31.5 14.5 21.8 11.5 33.5 22.5 13.8 Max Q Clear Time (g_c+I1), s 4.3 5.3 2.9 4.1 2.9 5.1 4.3 4.8 Green Ext Time (p_c), s 0.2 1.3 0.0 1.2 0.0 1.4 0.2 1.3 Intersection Summary HCM 6th Ctrl Delay 16.2 HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. W IMPROVEMENTS TRACT 6249 Synchro 10 Report KD ANDERSON & ASSOC Page 1 Lane Group EBT WBT WBR NBL NBT SBL SBT Lane Group Flow (vph) 33 43 635 11 580 682 516 v/c Ratio 0.15 0.21 0.40 0.09 0.73 0.77 0.18 Control Delay 22.4 30.6 0.8 39.5 33.2 26.4 5.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 22.4 30.6 0.8 39.5 33.2 26.4 5.1 Queue Length 50th (ft) 9 19 0 5 123 256 24 Queue Length 95th (ft) 32 45 0 24 #258 #661 121 Internal Link Dist (ft) 1803 10507 9484 648 Turn Bay Length (ft) 220 205 600 Base Capacity (vph) 621 555 1583 128 934 886 2849 Starvation Cap Reductn 0000000 Spillback Cap Reductn 0000000 Storage Cap Reductn 0000000 Reduced v/c Ratio 0.05 0.08 0.40 0.09 0.62 0.77 0.18 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. W IMPROVEMENTS TRACT 6249 Synchro 10 Report KD ANDERSON & ASSOC Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 10 10 10 30 10 591 10 470 70 634 470 10 Future Volume (veh/h) 10 10 10 30 10 591 10 470 70 634 470 10 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 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 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 11 11 11 32 11 0 11 505 75 682 505 11 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, %222222222222 Cap, veh/h 124 42 36 198 26 25 707 105 768 2292 50 Arrive On Green 0.06 0.06 0.06 0.06 0.06 0.00 0.01 0.23 0.23 0.43 0.64 0.64 Sat Flow, veh/h 464 653 559 1170 403 1585 1781 3105 459 1781 3556 77 Grp Volume(v), veh/h 33 0 0 43 0 0 11 288 292 682 252 264 Grp Sat Flow(s),veh/h/ln 1676 0 0 1573 0 1585 1781 1777 1788 1781 1777 1856 Q Serve(g_s), s 0.0 0.0 0.0 0.3 0.0 0.0 0.3 7.7 7.7 18.1 3.0 3.0 Cycle Q Clear(g_c), s 0.9 0.0 0.0 1.2 0.0 0.0 0.3 7.7 7.7 18.1 3.0 3.0 Prop In Lane 0.33 0.33 0.74 1.00 1.00 0.26 1.00 0.04 Lane Grp Cap(c), veh/h 202 0 0 224 0 25 405 407 768 1145 1197 V/C Ratio(X) 0.16 0.00 0.00 0.19 0.00 0.44 0.71 0.72 0.89 0.22 0.22 Avail Cap(c_a), veh/h 939 0 0 911 0 174 634 638 1198 1656 1730 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 22.9 0.0 0.0 23.0 0.0 0.0 25.1 18.3 18.3 13.5 3.8 3.8 Incr Delay (d2), s/veh 0.4 0.0 0.0 0.4 0.0 0.0 11.5 2.3 2.4 5.5 0.1 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 0.0 0.0 0.4 0.0 0.0 0.2 2.7 2.7 5.7 0.3 0.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 23.2 0.0 0.0 23.4 0.0 0.0 36.5 20.6 20.7 18.9 3.9 3.9 LnGrp LOS C A A C A D C C B A A Approach Vol, veh/h 33 43 A 591 1198 Approach Delay, s/veh 23.2 23.4 20.9 12.4 Approach LOS C C C B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 26.6 16.9 7.8 5.2 38.3 7.8 Change Period (Y+Rc), s 4.5 5.2 4.5 4.5 5.2 4.5 Max Green Setting (Gmax), s 34.5 18.3 27.0 5.0 47.8 27.0 Max Q Clear Time (g_c+I1), s 20.1 9.7 2.9 2.3 5.0 3.2 Green Ext Time (p_c), s 2.0 2.0 0.1 0.0 2.7 0.1 Intersection Summary HCM 6th Ctrl Delay 15.6 HCM 6th LOS B Notes Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay. W IMPROVEMENTS TRACT 6249 Synchro 10 Report KD ANDERSON & ASSOC Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 75 833 54 119 524 108 54 54 187 65 22 43 v/c Ratio 0.35 0.68 0.09 0.51 0.36 0.15 0.26 0.17 0.44 0.31 0.07 0.11 Control Delay 38.1 22.7 0.3 42.6 17.9 4.8 36.7 25.1 7.7 37.3 24.2 0.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 38.1 22.7 0.3 42.6 17.9 4.8 36.7 25.1 7.7 37.3 24.2 0.6 Queue Length 50th (ft) 26 140 0 43 78 0 19 19 0 23 8 0 Queue Length 95th (ft) #104 316 0 #183 187 34 73 50 46 85 26 0 Internal Link Dist (ft) 1334 1174 566 314 Turn Bay Length (ft) 240 210 265 260 330 150 175 100 Base Capacity (vph) 232 1985 938 232 1985 938 232 1119 1026 232 1119 1000 Starvation Cap Reductn 000000000000 Spillback Cap Reductn 000000000000 Storage Cap Reductn 000000000000 Reduced v/c Ratio 0.32 0.42 0.06 0.51 0.26 0.12 0.23 0.05 0.18 0.28 0.02 0.04 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. W IMPROVEMENTS TRACT 6249 Synchro 10 Report KD ANDERSON & ASSOC Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 70 775 50 111 487 100 50 50 174 60 20 40 Future Volume (veh/h) 70 775 50 111 487 100 50 50 174 60 20 40 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 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 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 75 833 54 119 524 108 54 54 187 65 22 43 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, %222222222222 Cap, veh/h 112 1201 536 153 1283 572 92 308 261 104 320 271 Arrive On Green 0.06 0.34 0.34 0.09 0.36 0.36 0.05 0.16 0.16 0.06 0.17 0.17 Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 1781 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 75 833 54 119 524 108 54 54 187 65 22 43 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1781 1870 1585 1781 1870 1585 Q Serve(g_s), s 2.2 10.7 1.2 3.5 5.9 2.5 1.6 1.3 5.9 1.9 0.5 1.2 Cycle Q Clear(g_c), s 2.2 10.7 1.2 3.5 5.9 2.5 1.6 1.3 5.9 1.9 0.5 1.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 112 1201 536 153 1283 572 92 308 261 104 320 271 V/C Ratio(X) 0.67 0.69 0.10 0.78 0.41 0.19 0.59 0.18 0.72 0.63 0.07 0.16 Avail Cap(c_a), veh/h 252 2147 958 252 2147 958 252 1211 1026 252 1211 1026 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 24.3 15.2 12.0 23.7 12.7 11.6 24.6 19.0 20.9 24.4 18.4 18.7 Incr Delay (d2), s/veh 6.6 0.7 0.1 8.2 0.2 0.2 5.8 0.3 3.7 6.1 0.1 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 1.0 3.3 0.3 1.6 1.8 0.7 0.7 0.5 2.1 0.9 0.2 0.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 30.9 15.9 12.1 31.9 12.9 11.8 30.3 19.3 24.6 30.5 18.5 19.0 LnGrp LOS C B B C B B C B C C B B Approach Vol, veh/h 962 751 295 130 Approach Delay, s/veh 16.8 15.7 24.7 24.7 Approach LOS B B C C Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 7.6 13.2 9.1 23.1 7.2 13.6 7.8 24.3 Change Period (Y+Rc), s 4.5 4.5 4.5 5.2 4.5 4.5 4.5 5.2 Max Green Setting (Gmax), s 7.5 34.3 7.5 32.0 7.5 34.3 7.5 32.0 Max Q Clear Time (g_c+I1), s 3.9 7.9 5.5 12.7 3.6 3.2 4.2 7.9 Green Ext Time (p_c), s 0.0 0.9 0.0 5.2 0.0 0.2 0.0 3.5 Intersection Summary HCM 6th Ctrl Delay 18.0 HCM 6th LOS B W IMPROVEMENTS TRACT 6249 Synchro 10 Report KD ANDERSON & ASSOC Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBR Lane Group Flow (vph) 45 678 169 27 754 11 169 98 11 11 22 v/c Ratio 0.25 0.70 0.19 0.15 0.82 0.01 0.51 0.20 0.07 0.05 0.07 Control Delay 52.8 23.6 5.8 51.8 29.9 0.0 46.4 10.1 53.3 43.3 0.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 52.8 23.6 5.8 51.8 29.9 0.0 46.4 10.1 53.3 43.3 0.4 Queue Length 50th (ft) 24 210 7 14 356 0 88 4660 Queue Length 95th (ft) 82 687 59 55 #840 0 222 49 31 25 0 Internal Link Dist (ft) 2508 690 1488 777 Turn Bay Length (ft) 280 200 170 150 150 125 100 Base Capacity (vph) 212 1381 1209 269 1403 1225 553 737 212 418 466 Starvation Cap Reductn 00000000000 Spillback Cap Reductn 00000000000 Storage Cap Reductn 00000000000 Reduced v/c Ratio 0.21 0.49 0.14 0.10 0.54 0.01 0.31 0.13 0.05 0.03 0.05 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. W IMPROVEMENTS TRACT 6249 Synchro 10 Report KD ANDERSON & ASSOC Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 40 603 150 24 671 10 150 10 77 10 10 20 Future Volume (veh/h) 40 603 150 24 671 10 150 10 77 10 10 20 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 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 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 45 678 169 27 754 11 169 11 87 11 11 22 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, %222222222222 Cap, veh/h 77 907 768 53 882 747 217 33 258 25 134 114 Arrive On Green 0.04 0.48 0.48 0.03 0.47 0.47 0.12 0.18 0.18 0.01 0.07 0.07 Sat Flow, veh/h 1781 1870 1585 1781 1870 1585 1781 181 1432 1781 1870 1585 Grp Volume(v), veh/h 45 678 169 27 754 11 169 0 98 11 11 22 Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 1870 1585 1781 0 1613 1781 1870 1585 Q Serve(g_s), s 1.6 18.8 3.9 1.0 22.9 0.2 5.9 0.0 3.4 0.4 0.4 0.8 Cycle Q Clear(g_c), s 1.6 18.8 3.9 1.0 22.9 0.2 5.9 0.0 3.4 0.4 0.4 0.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.89 1.00 1.00 Lane Grp Cap(c), veh/h 77 907 768 53 882 747 217 0 290 25 134 114 V/C Ratio(X) 0.59 0.75 0.22 0.51 0.85 0.01 0.78 0.00 0.34 0.45 0.08 0.19 Avail Cap(c_a), veh/h 208 1745 1479 264 1803 1528 542 0 616 208 365 309 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 30.1 13.3 9.5 30.6 15.0 9.0 27.3 0.0 23.0 31.4 27.8 28.0 Incr Delay (d2), s/veh 7.0 1.3 0.1 7.4 2.5 0.0 5.9 0.0 0.7 12.0 0.3 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.8 6.1 1.0 0.5 7.7 0.1 2.7 0.0 1.3 0.2 0.2 0.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 37.1 14.6 9.7 38.0 17.5 9.0 33.2 0.0 23.6 43.4 28.0 28.8 LnGrp LOS D B A D B A C A CDCC Approach Vol, veh/h 892 792 267 44 Approach Delay, s/veh 14.8 18.1 29.7 32.3 Approach LOS B B C C Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 5.4 16.0 6.4 36.3 12.3 9.1 7.3 35.4 Change Period (Y+Rc), s 4.5 4.5 4.5 5.2 4.5 4.5 4.5 5.2 Max Green Setting (Gmax), s 7.5 24.5 9.5 59.8 19.5 12.5 7.5 61.8 Max Q Clear Time (g_c+I1), s 2.4 5.4 3.0 20.8 7.9 2.8 3.6 24.9 Green Ext Time (p_c), s 0.0 0.4 0.0 5.2 0.3 0.0 0.0 5.3 Intersection Summary HCM 6th Ctrl Delay 18.5 HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. W IMPROVEMENTS TRACT 6249 Synchro 10 Report KD ANDERSON & ASSOC Page 7 Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 98 578 100 833 167 323 140 441 216 132 v/c Ratio 0.59 0.64 0.56 0.85 0.78 0.87 0.33 0.93 0.34 0.21 Control Delay 64.7 39.6 61.8 41.0 73.4 68.4 8.5 69.7 30.7 5.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 64.7 39.6 61.8 41.0 73.4 68.4 8.5 69.7 30.7 5.8 Queue Length 50th (ft) 71 192 72 256 122 233 0 328 120 0 Queue Length 95th (ft) 131 261 131 338 #239 #407 52 #563 196 44 Internal Link Dist (ft) 1168 2435 1529 9418 Turn Bay Length (ft) 300 300 300 200 300 200 Base Capacity (vph) 200 1042 232 1150 232 401 453 473 655 642 Starvation Cap Reductn 0000000000 Spillback Cap Reductn 0000000000 Storage Cap Reductn 0000000000 Reduced v/c Ratio 0.49 0.55 0.43 0.72 0.72 0.81 0.31 0.93 0.33 0.21 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. W IMPROVEMENTS TRACT 6249 Synchro 10 Report KD ANDERSON & ASSOC Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 91 455 83 93 455 320 155 300 130 410 201 123 Future Volume (veh/h) 91 455 83 93 455 320 155 300 130 410 201 123 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 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 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 98 489 89 100 489 344 167 323 140 441 216 132 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, %222222222222 Cap, veh/h 124 845 153 127 564 396 198 366 310 472 653 553 Arrive On Green 0.07 0.28 0.28 0.07 0.28 0.28 0.11 0.20 0.20 0.26 0.35 0.35 Sat Flow, veh/h 1781 3005 544 1781 1995 1400 1781 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 98 288 290 100 435 398 167 323 140 441 216 132 Grp Sat Flow(s),veh/h/ln 1781 1777 1772 1781 1777 1618 1781 1870 1585 1781 1870 1585 Q Serve(g_s), s 5.6 14.4 14.6 5.7 24.1 24.2 9.5 17.4 8.1 25.1 8.8 6.1 Cycle Q Clear(g_c), s 5.6 14.4 14.6 5.7 24.1 24.2 9.5 17.4 8.1 25.1 8.8 6.1 Prop In Lane 1.00 0.31 1.00 0.87 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 124 500 499 127 503 458 198 366 310 472 653 553 V/C Ratio(X) 0.79 0.58 0.58 0.79 0.87 0.87 0.84 0.88 0.45 0.94 0.33 0.24 Avail Cap(c_a), veh/h 215 562 560 249 596 543 249 429 364 506 699 593 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 47.5 32.0 32.0 47.4 35.3 35.4 45.2 40.6 36.8 37.3 24.9 24.0 Incr Delay (d2), s/veh 10.5 1.2 1.2 10.3 11.3 12.5 18.5 17.1 1.0 24.0 0.3 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.8 6.0 6.0 2.8 11.3 10.5 5.0 9.3 3.1 13.3 3.7 2.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 58.0 33.1 33.2 57.7 46.6 47.8 63.8 57.7 37.8 61.3 25.1 24.2 LnGrp LOS E C C E D D E E D E C C Approach Vol, veh/h 676 933 630 789 Approach Delay, s/veh 36.8 48.3 54.9 45.2 Approach LOS DDDD Timer - Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 32.0 25.5 11.9 34.4 16.1 41.4 11.7 34.5 Change Period (Y+Rc), s 4.5 5.2 4.5 5.2 4.5 5.2 4.5 5.2 Max Green Setting (Gmax), s 29.5 23.8 14.5 32.8 14.5 38.8 12.5 34.8 Max Q Clear Time (g_c+I1), s 27.1 19.4 7.7 16.6 11.5 10.8 7.6 26.2 Green Ext Time (p_c), s 0.4 0.9 0.1 2.7 0.1 1.5 0.1 3.1 Intersection Summary HCM 6th Ctrl Delay 46.3 HCM 6th LOS D Notes User approved pedestrian interval to be less than phase max green. N FRIANT ROAD – N WILLOW AVENUE: EXISTING MINOR 53 MINOR 21 AM ( ) : MAJOR 577 PM ( ) : MAJOR 706 COPPER AVENUE – MILLBROOK AVENUE: EXISTING MINOR 180 MINOR 158 AM ( ) : MAJOR 820 PM ( ) : MAJOR 803 COPPER AVENUE – N CHESTNUT AVENUE: EXISTING MINOR 244 MINOR 158 AM ( ) : MAJOR 767 PM ( ) : MAJOR 587 COPPER AVENUE – WILLOW AVENUE: EXISTING MINOR 281 MINOR 221 AM ( ) : MAJOR 703 PM ( ) : MAJOR 538 N FRIANT ROAD – N WILLOW AVENUE: EXISTING PLUS PROJECT MINOR 53 MINOR 21 AM ( ) : MAJOR 578 PM ( ) : MAJOR 710 COPPER AVENUE – MILLBROOK AVENUE: EXISTING PLUS PROJECT MINOR 181 MINOR 162 AM ( ) : MAJOR 861 PM ( ) : MAJOR 896 COPPER AVENUE – N CHESTNUT AVENUE: EXISTING PLUS PROJECT MINOR 262 MINOR 187 AM ( ) : MAJOR 855 PM ( ) : MAJOR 728 COPPER AVENUE – WILLOW AVENUE: EXISTING PLUS PROJECT MINOR 282 MINOR 346 AM ( ) : MAJOR 776 PM ( ) : MAJOR 609 N FRIANT ROAD – N WILLOW AVENUE: EXISTED PLUS APPROVED PROJECT MINOR 53 MINOR 21 AM ( ) : MAJOR 587 PM ( ) : MAJOR 722 COPPER AVENUE – MILLBROOK AVENUE: EXISTING PLUS APPROVED PROJECT MINOR 207 MINOR 243 AM ( ) : MAJOR 961 PM ( ) : MAJOR 1142 COPPER AVENUE – N CHESTNUT AVENUE: EXISTING PLUS APPROVED PROJECT MINOR 250 MINOR 168 AM ( ) : MAJOR 994 PM ( ) : MAJOR 936 COPPER AVENUE – WILLOW AVENUE: EXISTING PLUS APPROVED PROJECT MINOR 312 MINOR 413 AM ( ) : MAJOR 881 PM ( ) : MAJOR 785 N FRIANT ROAD – N WILLOW AVENUE: EPAP PLUS PROJECT MINOR 53 MINOR 21 AM ( ) : MAJOR 588 PM ( ) : MAJOR 726 COPPER AVENUE – MILLBROOK AVENUE: EPAP PLUS PROJECT MINOR 208 MINOR 247 AM ( ) : MAJOR 1002 PM ( ) : MAJOR 1235 COPPER AVENUE – N CHESTNUT AVENUE: EPAP PLUS PROJECT MINOR 268 MINOR 195 AM ( ) : MAJOR 1082 PM ( ) : MAJOR 1077 COPPER AVENUE – WILLOW AVENUE: EPAP PLUS PROJECT MINOR 313 MINOR 468 AM ( ) : MAJOR 954 PM ( ) : MAJOR 856 N FRIANT ROAD – N WILLOW AVENUE: CUMULATIVE BASE MINOR 540 MINOR 630 AM ( ) : MAJOR 720 PM ( ) : MAJOR 550 COPPER AVENUE – MILLBROOK AVENUE: CUMULATIVE BASE MINOR 260 MINOR 270 AM ( ) : MAJOR 1450 PM ( ) : MAJOR 1510 COPPER AVENUE – N CHESTNUT AVENUE: CUMULATIVE BASE MINOR 290 MINOR 220 AM ( ) : MAJOR 1480 PM ( ) : MAJOR 1370 COPPER AVENUE – WILLOW AVENUE: CUMULATIVE MINOR 670 MINOR 730 AM ( ) : MAJOR 1550 PM ( ) : MAJOR 1440