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7-ELEVEN @ COLLEGE & MAGNOLIA - PDP/APU - PDP120026 - SUBMITTAL DOCUMENTS - ROUND 1 - TRAFFIC STUDY
TRAFFIC IMPACT STUDY College & Magnolia Fort Collins, Colorado PREPARED BY: Stantec Consulting Services Inc. 2000 S. Colorado Boulevard Suite 2-300 Denver, CO 80222 (303) 758-4058 Fax: (303) 758-4828 Stantec Project No. 174810663 July 2012 College and Magnolia July, 2012 Stantec Consulting Services Inc. Page i TABLE OF CONTENTS 1.0 INTRODUCTION ............................................................................................. 1-1 1.1 Project Description ................................................................................ 1-1 1.2 Objective ............................................................................................... 1-1 2.0 STUDY AREA .................................................................................................. 2-1 2.1 Site Location ......................................................................................... 2-1 2.2 Existing Roadway Conditions ................................................................ 2-1 2.2.1 Roadways ............................................................................................... 2-1 3.0 TRAFFIC PROJECTIONS ............................................................................... 3-1 3.1 Existing Peak Hour Traffic Volumes ...................................................... 3-1 3.2 Two way Mason Street .......................................................................... 3-1 3.3 Background Traffic Growth .................................................................... 3-2 3.4 Approved Transportation Projects ......................................................... 3-2 3.5 Site Traffic ............................................................................................. 3-8 3.6 Total Future Traffic ................................................................................ 3-9 4.0 CAPACITY ANALYSIS .................................................................................... 4-1 4.1 Capacity Analysis Methodology ............................................................. 4-1 4.2 College Avenue and Magnolia Street [signalized] Impact Assessment .. 4-2 4.3 Mason Street and Magnolia Street [unsignalized] Impact Assessment .. 4-3 4.4 Other Considerations ............................................................................ 4-4 4.4.1 Interaction between Alley and Site access ............................................. 4-4 4.4.2 Pedestrian/Bicycle .................................................................................. 4-5 5.0 SUMMARY OF FINDINGS AND RECOMMENDATIONS ................................ 5-1 5.1 Study Objective ..................................................................................... 5-1 5.2 Recommended Roadway Network Improvements ................................. 5-1 College and Magnolia July, 2012 Stantec Consulting Services Inc. Page ii LIST OF EXHIBITS Exhibit 1-1 Proposed Development .............................................................................................. 1-2 Exhibit 1-2 Project Location Map .................................................................................................. 1-3 Exhibit 2-1 Intersections Studied .................................................................................................. 2-3 Exhibit 2-2 Existing Traffic Control and Lane Configuration ......................................................... 2-4 Exhibit 2-3 Baseline Condition Traffic Control and Lane Configuration ....................................... 2-5 Exhibit 3-1 Existing Average Daily Traffic [2012] ......................................................................... 3-3 Exhibit 3-2 Existing Turning Movement Counts [2012] ................................................................ 3-4 Exhibit 3-3 Baseline Condition Turning Movement Counts [2012] ............................................... 3-5 Exhibit 3-4 Short Range Background Turning Movement Counts [2016] .................................... 3-6 Exhibit 3-5 Long Range Background Turning Movement Counts [2035] ..................................... 3-7 Exhibit 3-6 Trip Distribution ........................................................................................................ 3-10 Exhibit 3-7 Trip Assignment (Pass-by Trips) .............................................................................. 3-11 Exhibit 3-8 Trip Assignment (New Trips) .................................................................................... 3-12 Exhibit 3-9 Trip Assignment (Combined) .................................................................................... 3-13 Exhibit 3-10 Short Range Proposed Turning Movement Counts [2016] .................................... 3-14 Exhibit 3-11 Long Range Proposed Turning Movement Counts [2035] ..................................... 3-15 LIST OF TABLES Table 3-1 Trip Generation for College and Magnolia Development ............................................. 3-8 Table 3-2 New Trips Generated for College and Magnolia Development.................................... 3-8 Table 4-1 Intersection Level-of-Service Description ..................................................................... 4-2 Table 4-2 Capacity Analysis for College Avenue and Magnolia Street ........................................ 4-3 Table 4-3 Capacity Analysis for Mason Street and Magnolia Street ............................................ 4-4 College and Magnolia July, 2012 Stantec Consulting Services Inc. Page iii APPENDICES A. Attachment A Transportation Impact Study Base Assumptions B. Turning Movement Counts – Weekday AM and PM Peak Hour Counts [March 27, 2012] Average Daily Traffic Count – Weekday 24-Hour Counts [2012] C. Synchro© Intersection Capacity Analysis Reports (Weekday AM and PM Peak Hours) A. 2012 Existing Conditions B. 2012 Baseline Conditions C. 2016 Short Range Background D. 2016 Short Range Proposed E. 2035 Long Range Background F. 2035 Long Range Proposed College and Magnolia July, 2012 Stantec Consulting Services Inc. Page 1-1 1.0 INTRODUCTION 1.1 Project Description The existing parking lot on the north east corner of the intersection of College Avenue and Magnolia Street is the site of a proposed development incorporating a 24 hour convenience store and fast food restaurant. The proposed development plan envisions improving the existing access locations and providing required off street parking, sidewalk improvements, and bicycle parking racks. Exhibit 1-1 shows the proposed site development. 1.2 Objective The objective of this study is to evaluate the impacts of the proposed redevelopment on the roadway network in the vicinity of the existing site. A copy of the signed Traffic Impact Study Base Assumptions Form is provided in Appendix A This study will evaluate the level-of-service (LOS) for each study area intersection under two conditions: opening day and future (2035). Unless met with unforeseen delays, the site will open late 2012 or early 2013. However for the purposes of this analysis, background traffic volumes for opening day will be represented by 2016 projected volumes. This report presents the current and projected traffic volumes in the study area, traffic capacity analysis, and a summary of the results. The traffic projections and capacity analysis include the following scenarios: Existing (2012) Conditions — Existing traffic Baseline (2012) Traffic – 2-way Mason Street Short Range (2016) Background- Baseline traffic + background growth Short Range (2016) Proposed – Baseline traffic + background growth + site generated traffic Long Range (2035) Background — Baseline traffic + background growth Long Range (2035) Proposed — Baseline traffic + background growth + site generated traffic. College and Magnolia July, 2012 Stantec Consulting Services Inc. Page 1-2 Exhibit 1-1 Proposed Development College and Magnolia July, 2012 Stantec Consulting Services Inc. Page 1-3 Exhibit 1-2 Project Location Map College and Magnolia July, 2012 Stantec Consulting Services Inc. Page 2-1 2.0 STUDY AREA 2.1 Site Location The Proposed development is located just south of downtown Fort Collins at the intersection of College Avenue and Magnolia Street. The intersections to be studied are: College Avenue and Magnolia Street [Signalized] Mason Street and Magnolia Street [Unsignalized] 2.2 Existing Roadway Conditions 2.2.1 Roadways The study area roadways include College Avenue (State Highway 287), Magnolia Street and Mason Street. College Avenue (SH 287) serves as downtown Fort Collin’s north- south main street. It is a median divided four lane roadway with left turn lanes provided at major intersections. No on-street parking is provided south of the project site. North of the project site on-street parallel parking is provided on the west side of the street. Diagonal parking is provided on the east edge of the roadway as well as in the center. The center parking is accessed from either direction. College Avenue is signed with a speed limit of 30 mph. Magnolia Street is a two lane east-west local street that provides access to and from the local neighborhoods and a small number of businesses. Diagonal on-street parking is provided on both sides of the street. A center two way left turn lane is provided mid- block east of College Avenue. At signalized intersections including the intersection with Figure 2-1 On Street Parking provided on College Avenue North of Project Site College and Magnolia July, 2012 Stantec Consulting Services Inc. Page 2-2 College Avenue, auxiliary left turn lanes are provided. No speed limit is posted on this section of Magnolia Street which sets the speed limit as the 25 mph general local street speed limit. Mason Street is currently a two lane north bound one way street. The center lane includes parallel heavy rail tracks that are active (The BNSF has 6 to 12 trains a day passing along the tracks). Mason Street is planned to be converted to two way operation the summer of 2012 and construction of a Bus Rapid Transit operation is slated to begin this summer as well. Analysis of future operations for this study incorporates the anticipated two way operation. College and Magnolia July, 2012 Stantec Consulting Services Inc. Page 2-3 Exhibit 2-1 Intersections Studied College and Magnolia July, 2012 Stantec Consulting Services Inc. Page 2-4 Exhibit 2-2 Existing Traffic Control and Lane Configuration College and Magnolia July, 2012 Stantec Consulting Services Inc. Page 2-5 Exhibit 2-3 Baseline Condition Traffic Control and Lane Configuration College and Magnolia July, 2012 Stantec Consulting Services Inc. Page 3-1 3.0 TRAFFIC PROJECTIONS 3.1 Existing Peak Hour Traffic Volumes Existing traffic data was collected on March 27, 2012 and included the following data: Peak Hour Turning Movement Counts (AM & PM): - College Avenue and Magnolia Street - Mason Street and Magnolia Street 24 hour directional vehicle classification count: - College Avenue south of Magnolia Street - Magnolia Street west of College Avenue - Alley between College Avenue and Mason Street, north of Magnolia Street Historic data for College Avenue was retrieved from the Colorado Department of Transportation (CDOT). Using historic count data, CDOT calculates a 20 year growth factor for state highways. The growth factor for SH 287 (College Avenue) was used to project background traffic growth. Existing count data is presented in Exhibits 3-1 and 3- 2. Raw collected data is provided in Appendix B 3.2 Two way Mason Street Since Mason Street will be operating as a two way street by the time this project opens, the existing data needed to be adjusted to account for the two way operation. The City recently converted Howes Street. Howes Street is one block west of Mason Street and was deemed a reasonable comparison for adjusting Mason Street volumes. Before and after conversion data was provided and used as a basis for projecting the impact to traffic volumes on a converted Mason Street. To arrive at the baseline volumes on Mason Street, the proportion of before volumes to the after conversion volumes on Howes Street was used. For example when Howes Street operated as one way South bound, the AM Peak hour volume between Olive and Magnolia was 474 vehicles. After conversion, the volume SB was 330 vehicles and NB was 103 vehicles. To arrive at the estimated NB volumes on Mason Street after conversion, the ratio from Howes Street was used. The AM NB volume counted on College and Magnolia July, 2012 Stantec Consulting Services Inc. Page 3-2 Mason Street was 284 vehicles. After two way conversion, Mason Street was estimated as: SB Howes After / SB Howes Before * NB Mason Before = NB Mason After 330 / 474 * 284 = 198 Exhibit 3-3 shows the resulting baseline Mason Street assumed volumes after conversion to two way traffic. It should be noted that the purpose of this conversion was to provide a reasonable baseline for measuring impacts from the new development, not to specifically forecast converted Mason Street volumes. 3.3 Background Traffic Growth Background traffic is the expected traffic that will exist in the future regardless of the addition of the new development. The growth rate was based the CDOT 20 year factor for the SH 287. The 20 year growth factor for this section of SH 287 is 1.26. This growth rate was proportionally applied (assumed straight line background growth to 2035) to the existing ADT and traffic volume data to determine the projected future volumes for 2016 and 2035. Future volumes are shown in Exhibit 3-4 and Exhibit 3-5, respectively. 3.4 Approved Transportation Projects Mason Street will be converted from a two lane north bound one way street to a two lane (one lane in each direction) two way roadway beginning in July, 2012, the complete conversion will occur in August 2012. The Mason Street BRT system will begin construction this summer as well and will be open for revenue service in the spring of 2014. College and Magnolia July, 2012 Stantec Consulting Services Inc. Page 3-3 Exhibit 3-1 Existing Average Daily Traffic [2012] College and Magnolia July, 2012 Stantec Consulting Services Inc. Page 3-4 Exhibit 3-2 Existing Turning Movement Counts [2012] College and Magnolia July, 2012 Stantec Consulting Services Inc. Page 3-5 Exhibit 3-3 Baseline Condition Turning Movement Counts [2012] College and Magnolia July, 2012 Stantec Consulting Services Inc. Page 3-6 Exhibit 3-4 Short Range Background Turning Movement Counts [2016] College and Magnolia July, 2012 Stantec Consulting Services Inc. Page 3-7 Exhibit 3-5 Long Range Background Turning Movement Counts [2035] College and Magnolia July, 2012 Stantec Consulting Services Inc. Page 3-8 3.5 Site Traffic Trip Generation: The traffic to be generated by the 24 hour convenience store and fast food restaurant in the future was calculated using the ITE Trip Generation Handbook, 8th Edition Land use: 851 Convenience market (open 24 Hours) and Land use: 933 Fast-Food Restaurant. The trip generation results are presented in Table 3-1 below. Table 3-1 Trip Generation for College and Magnolia Development Land Use ITE Code Size (SF) Daily Trips AM Peak Trips PM Peak Trips Enter Exit Total Enter Exit Total Convenience market 851 3,041 2,244 109 113 222 84 78 162 Restaurant 933 1,184 848 39 36 75 32 30 62 Total 4,225 3,092 148 149 297 116 108 224 Pass-by Trips were estimated to be 65 % based on ITE data for convenience stores. A 15% mode split for walk and bike was used based on discussions with City of Fort Collins Staff. The total trip generation was then adjusted to account for these two factors. For example the total entering trips to the development in the AM peak hour was calculated using the ITE Trip Generation Handbook, 8th Edition to be 148 trips. Based on the mode split, 85% of these trips are made by cars which give us 126 vehicular trips. Sixty-Five percent of these vehicle trips are pass-by trips, which results in 44 total new trips generated: 126 * 0.65= 82 pass-by trips 126 - 82= 44 New generated trips Table 3-2 New Trips Generated for College and Magnolia Development Land Use AM Peak Trips PM Peak Trips Enter Exit Total Enter Exit Total Convenience market 32 38 70 26 23 49 Restaurant 12 11 23 9 9 18 Total 44 49 93 35 32 67 College and Magnolia July, 2012 Stantec Consulting Services Inc. Page 3-9 Trip Distribution and Assignment: The distribution and assignment of traffic to and from the site was estimated based on the existing peak hour traffic patterns. Directional distribution percentages for trips entering and exiting the site were calculated using percentages dictated by the current and anticipated traffic patterns and agreed to with the City of Fort Collins. Refer to Exhibit 3-6 for the trip distribution. Pass-by trips were diverted from their original path and were tracked from their point of diversion to the site and then from the site back to their original path. Exhibit 3-7 shows the net effect to background trips due to pass-by trip diversions. Figure 3-8 shows the new trip assignment and Exhibit 3-9 shows the combined net result of vehicular trips due to the proposed development. 3.6 Total Future Traffic The total future traffic volumes include the Future background traffic and the site generated trips. The resulting 2016 background turning movement counts are shown in Exhibit 3-10. The 2035 turning movement counts are shown in Exhibit 3-11. College and Magnolia July, 2012 Stantec Consulting Services Inc. Page 3-10 Exhibit 3-6 Trip Distribution College and Magnolia July, 2012 Stantec Consulting Services Inc. Page 3-11 Exhibit 3-7 Trip Assignment (Pass-by Trips) College and Magnolia July, 2012 Stantec Consulting Services Inc. Page 3-12 Exhibit 3-8 Trip Assignment (New Trips) College and Magnolia July, 2012 Stantec Consulting Services Inc. Page 3-13 Exhibit 3-9 Trip Assignment (Combined) College and Magnolia July, 2012 Stantec Consulting Services Inc. Page 3-14 Exhibit 3-10 Short Range Proposed Turning Movement Counts [2016] College and Magnolia July, 2012 Stantec Consulting Services Inc. Page 3-15 Exhibit 3-11 Long Range Proposed Turning Movement Counts [2035] College and Magnolia July, 2012 Stantec Consulting Services Inc. Page 4-1 4.0 CAPACITY ANALYSIS 4.1 Capacity Analysis Methodology A capacity analysis was performed for the roadway network in the project study area using Synchro Version 7 software to analyze all study area intersections for the current and future year analysis periods The level-of-service (LOS) of an intersection ranges from A to F characterizing the operational conditions of the traffic flow. LOS A represents the free-flow conditions where vehicles experience little to no delays. LOS F indicates the worst-case scenario with high congestion, a complete breakdown of traffic flow and high vehicular delays. Although LOS A through C is the desired levels, LOS D is considered acceptable in urban conditions. Traffic conditions with LOS of E or F are generally considered unacceptable and represent significant travel delay, increased accident potential, and inefficient motor vehicle operation. Table 4-1 explains the level of service definitions. Synchro was used to analyze LOS, delay, and queue length at the study area intersections. For unsignalized intersections, the overall LOS is the same as the LOS for the worst approach. Queue length reported is the 95th percentile, which is the length that will contain 95% of queues measured on the approach. It is common engineering practice to assume one vehicle is 25 feet in length1, which simply equates queue length in feet into number of vehicles. 1 ITE Transportation and Land Development, 2nd Edition, Page 5-52. College and Magnolia July, 2012 Stantec Consulting Services Inc. Page 4-2 Table 4-1 Intersection Level-of-Service Description Intersection LOS Based on Vehicle Seconds of Delay Delay Description LOS Seconds of Delay Signalized Unsignalized Minimal or no vehicle delay Slight delay to vehicles Moderate vehicle delays, traffic flow remains stable More extensive delays at intersections Long queues create lengthy delays Severe delays and congestion ≤ 10 >10-20 >20-35 >35-55 >55-80 >80 ≤ 10 >10-15 >15-25 >25-35 >35-50 >50 Table 4-2 through Table 4-3 summarize the results of the analysis for the morning and evening peak hours, displaying the intersection LOS, delay, and queue length for the Existing and Future analysis years. The overall intersection LOS is highlighted in each scenario and in all the tables. Detailed Synchro reports can be found in Appendix C. 4.2 College Avenue and Magnolia Street [signalized] Impact Assessment During all conditions this intersection performs at acceptable levels-of-service. The LOS remains B in the AM Peak Hour and the PM Peak Hour even with the addition of the development trips; therefore, no improvements are needed. Table 4-2 presents the results (LOS, delay, and queue) of the analysis for the existing and future conditions with and without the generated trips for this signalized intersection. College and Magnolia July, 2012 Stantec Consulting Services Inc. Page 4-3 Table 4-2 Capacity Analysis for College Avenue and Magnolia Street Design Year Weekday AM Peak Weekday PM Peak LOS Delay (sec/veh) LOS Delay (sec/veh) Short Range (2016) Background Eastbound Westbound Northbound Southbound Overall C C A A B 20.5 20.0 9.6 9.0 10.6 C C A B B 23.8 21.5 9.7 11.2 12.7 Short Range (2016) Proposed Eastbound Westbound Northbound Southbound Overall C C A A B 22.0 20.3 10.0 9.2 11.6 C C A A B 28.4 23.9 College and Magnolia July, 2012 Stantec Consulting Services Inc. Page 4-4 Table 4-3 Capacity Analysis for Mason Street and Magnolia Street Design Year Weekday AM Peak Weekday PM Peak LOS Delay (sec/veh) LOS Delay (sec/veh) Short Range (2016) Background Eastbound Westbound Northbound Southbound Overall B B A A A 11.6 12.2 0.6 1.1 5.7 B B A A A 12.6 12.8 0.5 1.1 7.4 Short Range (2016) Proposed Eastbound Westbound Northbound Southbound Overall B B A A A 11.9 12.5 0.6 1.5 6.6 B B A A A 13.3 13.4 College and Magnolia July, 2012 Stantec Consulting Services Inc. Page 4-5 25 vehicles travel southbound. In the PM peak period, 18 vehicles were counted in each direction. Some of these alley trips potentially could be diverted to or from the new development. Given the peak hour volumes and trip generation provided above, this number is likely to be quite small. A driver leaving the development site and wanting to travel north through the alley need only make two right turns (The movement will feel more like a “U”-turn) around a diagonal on-street space. With minimal queuing on Magnolia Street, there should be little problems with the occasional movement from the development to the alley. The reverse move is slightly more problematic as it is essentially a “left hand” U-turn. There will be the temptation for drivers making this move to make the turn utilizing at least a portion of the WB lane. In actual practice this should not end up causing any more problems than the right hand U-turn since to make the turn, the driver must make sure that both directions are clear before making the maneuver. If the driver makes a mistake, the chance of a collision is minimal as speeds on Magnolia are slow. The speed limit is 25 mph (not posted in this block). The intersection at the east end of this block is signalized with priority given to College Avenue. At the west end of the block, Magnolia is Stop controlled. Large vehicles will not be able to make this turn, but there is no compelling reason to provide large vehicles the opportunity to make this move. The proximity of the access and the alley effectively precludes large vehicles from making the U-turn to or from the alley. In short, there were likely be a small number of vehicles that access the site from the alley or exit the site to travel along the alley. This maneuver, while awkward, will be infrequent and done in a slow speed environment that minimizes the potential for accidents. 4.4.2 Pedestrian/Bicycle As agreed to in the pre-study meeting with Fort Collins staff, a significant portion of the traffic to and from this site will be bicycle and pedestrian traffic. There is an entrance to the convenience store at the corner of Magnolia and College Avenue that promotes walk up access. Also at the entrance, bike racks will be installed per city requirements. Impacts to pedestrians and cyclists from this development will be minimal. The College and Magnolia July, 2012 Stantec Consulting Services Inc. Page 4-6 increased traffic at the two access points will create additional conflicts, but there are no new sight limitations and speeds are slow into and out of the site. Currently there are two access points to the site from Magnolia Street. The access closest to College Avenue will be closed removing one conflict point. College and Magnolia July, 2012 Stantec Consulting Services Inc. Page 5-1 5.0 SUMMARY OF FINDINGS AND RECOMMENDATIONS 5.1 Study Objective The objective of this study is to determine if improvements are required for roadways impacted by the additional trips from the 24 hour convenience store and fast food restaurant. There is one existing signalized intersection and one unsignalized intersection that were analyzed in this study. The future traffic control and lane configurations remain the same as the baseline condition 5.2 Recommended Roadway Network Improvements Roadway network improvements are summarized below and for each intersection. 1. College Avenue and magnolia Street: The intersection operates at an acceptable levels-of-service during both peak periods; therefore no improvements are necessary at this intersection. 2. Mason Street and magnolia Street: The intersection operates at an acceptable levels-of-service during both peak periods; therefore no improvements are necessary at this intersection. Due to the negligible change in LOS and queue length due to the new development no change to the existing roadway network is required. College and Magnolia July, 2012 Appendix A Attachment A Transportation Impact Study Base Assumptions College and Magnolia July, 2012 Appendix B Traffic Count Data File Name : #1COLLEGE&MAGNOLIAAM Site Code : 00000000 Start Date : 3/27/2012 Page No : 1 Groups Printed- Class 1 COLLEGE AVE Southbound MAGNOLIA ST Westbound COLLEGE AVE Northbound MAGNOLIA ST Eastbound Start Time Rght Thru Left Peds Rght Thru Left Peds Rght Thru Left Peds Rght Thru Left Peds Int. Total 07:00 AM 4873002112712314230204 07:15 AM 3790077023953924330247 07:30 AM 2 138 1 0 014394 113 34 1 10 0 2 0 331 07:45 AM 7 121 4 0 210203 149 20 0 13 4 2 0 337 Total 16 425 8 0 9 33 6 12 12 428 116 4 31 9 10 0 1119 08:00 AM 6 135 4 0 510435 131 27 4 13 4 5 0 356 08:15 AM 7 116 2 0 2121115 139 22 0 17 6 5 0 345 08:30 AM 3 131 4 0 283612 119 14 6 11 9 1 0 329 08:45 AM 7 140 4 0 453012 146 24 0 81040367 Total 23 522 14 0 13 35 11 10 44 535 87 10 49 29 15 0 1397 Grand Total 39 947 22 0 22 68 17 22 56 963 203 14 80 38 25 0 2516 Apprch % 3.9 93.9 2.2 0 17.1 52.7 13.2 17.1 4.5 77.9 16.4 1.1 55.9 26.6 17.5 0 Total % 1.6 37.6 0.9 0 0.9 2.7 0.7 0.9 2.2 38.3 8.1 0.6 3.2 1.5 1 0 COLLEGE AVE MAGNOLIA ST MAGNOLIA ST COLLEGE AVE Rght 39 Thru 947 Left 22 Peds 0 Out In Total 1010 1008 2018 Rght 22 Thru 68 Left 17 Peds 22 Out In Total 116 107 223 Left 203 Thru 963 Rght 56 Peds 14 Out In Total File Name : #1COLLEGE&MAGNOLIAAM Site Code : 00000000 Start Date : 3/27/2012 Page No : 2 COLLEGE AVE Southbound MAGNOLIA ST Westbound COLLEGE AVE Northbound MAGNOLIA ST Eastbound Start Time Rght Thru Left Peds App. Total Rght Thru Left Peds App. Total Rght Thru Left Peds App. Total Rght Thru Left Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM 08:00 AM 6 135 4 0 145 51043225 131 27 4 167 13 4 5 0 22 356 08:15 AM 7 116 2 0 125 212111615 139 22 0 176 17 6 5 0 28 345 08:30 AM 3 131 4 0 138 283619 12 119 14 6 151 11 9 1 0 21 329 08:45 AM 7 140 4 0 151 453012 12 146 24 0 182 8104022367 Total Volume 23 522 14 0 559 13 35 11 10 69 44 535 87 10 676 49 29 15 0 93 1397 % App. Total 4.1 93.4 2.5 0 18.8 50.7 15.9 14.5 6.5 79.1 12.9 1.5 52.7 31.2 16.1 0 PHF .821 .932 .875 .000 .925 .650 .729 .688 .417 .784 .733 .916 .806 .417 .929 .721 .725 .750 .000 .830 .952 COLLEGE AVE MAGNOLIA ST MAGNOLIA ST COLLEGE AVE Rght 23 Thru 522 Left 14 Peds 0 Out In Total 563 559 1122 Rght 13 Thru 35 Left 11 Peds 10 Out In Total 87 59 146 Left 87 Thru 535 Rght 44 Peds 10 Out In Total 582 666 1248 Left 15 Thru 29 File Name : #1COLLEGE&MAGNOLIAPM Site Code : 00000000 Start Date : 3/27/2012 Page No : 1 Groups Printed- Class 1 COLLEGE AVE Southbound MAGNOLIA ST Westbound COLLEGE AVE Northbound MAGNOLIA ST Eastbound Start Time Rght Thru Left Peds Rght Thru Left Peds Rght Thru Left Peds Rght Thru Left Peds Int. Total 04:00 PM 16 189 10 0 213592 138 12 4 36 18 6 4 464 04:15 PM 4 216 8 0 395144 188 17 2 20 14 7 6 517 04:30 PM 11 235 11 0 311454 1746627 18 5 3 523 04:45 PM 7 254 9 0 0136174 1817522 17 16 5 563 Total 38 894 38 0 8 46 20 45 14 681 42 17 105 67 34 18 2067 05:00 PM 5 241 9 0 3251036 164 13 4 41 40 9 5 578 05:15 PM 8 224 9 0 3 8 10 17 10 190 11 4 35 18 9 5 561 05:30 PM 16 182 6 0 214965 158 16 3 30 12 8 9 476 05:45 PM 7 144 2 0 08256 201 11 3 21 10 9 8 437 Total 36 791 26 0 8 55 31 31 27 713 51 14 127 80 35 27 2052 Grand Total 74 1685 64 0 16 101 51 76 41 1394 93 31 232 147 69 45 4119 Apprch % 4.1 92.4 3.5 0 6.6 41.4 20.9 31.1 2.6 89.4 6 2 47.1 29.8 14 9.1 Total % 1.8 40.9 1.6 0 0.4 2.5 1.2 1.8 1 33.8 2.3 0.8 5.6 3.6 1.7 1.1 File Name : #1COLLEGE&MAGNOLIAPM Site Code : 00000000 Start Date : 3/27/2012 Page No : 2 COLLEGE AVE Southbound MAGNOLIA ST Westbound COLLEGE AVE Northbound MAGNOLIA ST Eastbound Start Time Rght Thru Left Peds App. Total Rght Thru Left Peds App. Total Rght Thru Left Peds App. Total Rght Thru Left Peds App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM 04:30 PM 11 235 11 0 257 31145234 174 6 6 190 27 18 5 3 53 523 04:45 PM 7 254 9 0 270 0 13 6 17 36 4 181 7 5 197 22 17 16 5 60 563 05:00 PM 5 241 9 0 255 325103416 164 13 4 187 41 40 9 5 95 578 05:15 PM 8 224 9 0 241 3 8 10 17 38 10 190 11 4 215 35 18 9 5 67 561 Total Volume 31 954 38 0 1023 9 57 30 42 138 24 709 37 19 789 125 93 39 18 275 2225 % App. Total 3 93.3 3.7 0 6.5 41.3 21.7 30.4 3 89.9 4.7 2.4 45.5 33.8 14.2 6.5 PHF .705 .939 .864 .000 .947 .750 .570 .750 .618 .841 .600 .933 .712 .792 .917 .762 .581 .609 .900 .724 .962 COLLEGE AVE MAGNOLIA ST MAGNOLIA ST COLLEGE AVE Rght 31 Thru 954 Left 38 Peds 0 Out In Total 757 1023 1780 Rght 9 Thru 57 Left 30 Peds 42 Out In Total 155 96 251 Left 37 Thru 709 Rght 24 Peds 19 Out In Total 1109 770 1879 Left 39 Thru 93 File Name : #2 MASON&MAGNOLIAAM Site Code : 00000000 Start Date : 3/27/2012 Page No : 1 Groups Printed- Class 1 MASON ST Southbound MAGNOLIA ST Westbound MASON ST Northbound MAGNOLIA ST Eastbound Start Time Rght Thru Left Peds Rght Thru Left Peds Rght Thru Left Peds Rght Thru Left Peds Int. Total 07:00 AM 000112 7 0 0 22021090054 07:15 AM 000025 18 0 0 33021083090 07:30 AM 000021 20 0 0 346300930105 07:45 AM 000120 16 0 1 6697501213141 Total 0 0 0 2 78 61 0 1 14 165 14 7 0 38 7 3 390 08:00 AM 000015 21 0 2 4716001300132 08:15 AM 000016 22 0 4 2553301830126 08:30 AM 000010 19 0 0 5515301623114 08:45 AM 000117 14 0 2 6474101870117 Total 0 0 0 1 58 76 0 8 17 224 18 7 0 65 12 3 489 Grand Total 0003 136 137 0 9 31 389 32 14 010319 6 879 Apprch % 0 0 0 100 48.2 48.6 0 3.2 6.7 83.5 6.9 3 080.514.84.7 Total % 000 0.3 15.5 15.6 0 1 3.5 44.3 3.6 1.6 011.72.20.7 File Name : #2 MASON&MAGNOLIAAM Site Code : 00000000 Start Date : 3/27/2012 Page No : 2 MASON ST Southbound MAGNOLIA ST Westbound MASON ST Northbound MAGNOLIA ST Eastbound Start Time Rght Thru Left Peds App. Total Rght Thru Left Peds App. Total Rght Thru Left Peds App. Total Rght Thru Left Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:45 AM 07:45 AM 00011 20 16 0 1 37 66975870 121316141 08:00 AM 00000 15 21 0 2 38 47160810 130013132 08:15 AM 00000 16 22 0 4 42 25533630 183021126 08:30 AM 00000 10 19 0 0 29 55153640 162321114 Total Volume 0 0 0 1 1 61 78 0 7 146 17 246 21 11 295 0 59 6 6 71 513 % App. Total 0 0 0 100 41.8 53.4 0 4.8 5.8 83.4 7.1 3.7 0 83.1 8.5 8.5 PHF .000 .000 .000 .250 .250 .763 .886 .000 .438 .869 .708 .866 .750 .550 .848 .000 .819 .500 .500 .845 .910 MASON ST MAGNOLIA ST MAGNOLIA ST MASON ST Rght 0 Thru 0 Left 0 Peds 1 Out In Total 313 0 313 Rght 61 Thru 78 Left 0 Peds 7 Out In Total 76 139 215 Left 21 Thru 246 Rght 17 Peds 11 Out In Total 0 284 284 Left 6 Thru 59 File Name : #2 MASON&MAGNOLIAPM Site Code : 00000000 Start Date : 3/27/2012 Page No : 1 Groups Printed- Class 1 MASON ST Southbound MAGNOLIA ST Westbound MASON ST Northbound MAGNOLIA ST Eastbound Start Time Rght Thru Left Peds Rght Thru Left Peds Rght Thru Left Peds Rght Thru Left Peds Int. Total 04:00 PM 000110 16 0 7 7633203640149 04:15 PM 000010 23 0 1 25450023114133 04:30 PM 0000923018552103513138 04:45 PM 0002823045544003331137 Total 0 0 0 3 37 85 0 13 22 226 14 3 0 127 19 8 557 05:00 PM 000112 28 0 0 96161052103183 05:15 PM 000219 23 0 6 8568203762169 05:30 PM 000111 16 0 10 5513302070127 05:45 PM 0001613037505402222115 Total 0 0 0 5 48 80 0 19 29 218 22 10 0 131 25 7 594 Grand Total 000885 165 0 32 51 444 36 13 0 258 44 15 1151 Apprch % 000 100 30.1 58.5 0 11.3 9.4 81.6 6.6 2.4 0 81.4 13.9 4.7 Total % 000 0.7 7.4 14.3 0 2.8 4.4 38.6 3.1 1.1 0 22.4 3.8 1.3 MASON ST MAGNOLIA ST MAGNOLIA ST MASON ST Rght 0 Thru 0 Left 0 Peds 8 Out In Total 573 0 573 Rght 85 Thru 165 Left 0 Peds 32 Out In Total 309 250 559 Left 36 Thru 444 Rght 51 Peds 13 Out In Total File Name : #2 MASON&MAGNOLIAPM Site Code : 00000000 Start Date : 3/27/2012 Page No : 2 MASON ST Southbound MAGNOLIA ST Westbound MASON ST Northbound MAGNOLIA ST Eastbound Start Time Rght Thru Left Peds App. Total Rght Thru Left Peds App. Total Rght Thru Left Peds App. Total Rght Thru Left Peds App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM 04:30 PM 00000923013385521660351339138 04:45 PM 00022823043555440630333137137 05:00 PM 00011 12 28 0 0 40 961617705210365183 05:15 PM 00022 19 23 0 6 48 85682740376245169 Total Volume 0 0 0 5 5 48 97 0 11 156 30 226 20 4 280 0 157 20 9 186 627 % App. Total 0 0 0 100 30.8 62.2 0 7.1 10.7 80.7 7.1 1.4 0 84.4 10.8 4.8 PHF .000 .000 .000 .625 .625 .632 .866 .000 .458 .813 .833 .926 .625 .500 .909 .000 .755 .500 .750 .715 .857 MASON ST MAGNOLIA ST MAGNOLIA ST MASON ST Rght 0 Thru 0 Left 0 Peds 5 Out In Total 294 0 294 Rght 48 Thru 97 Left 0 Peds 11 Out In Total 187 145 332 Left 20 Thru 226 Rght 30 Peds 4 Out In Total 0 276 276 Left 20 Thru 157 Page 1 Site Code: 5 Station ID: 5 ACCESS N-O MAGNOLIA ST All Traffic Data Services, Inc 9660 W 44th Ave Wheat Ridge,CO 80033 www.alltrafficdata.net NB Start Cars & 2 Axle 2 Axle 3 Axle 4 Axle <5 Axl 5 Axle >6 Axl <6 Axl 6 Axle >6 Axl Time Bikes Trailers Long Buses 6 Tire Single Single Double Double Double Multi Multi Multi Total 03/27/1200000000000000 01:0000000000000000 02:0000000000000000 03:0000000000000000 04:0002000000000002 05:0001000000000001 06:0003000000000003 07:00 1222000000000025 08:00 0 12 4 000000000016 09:00 0 13 2 0 1 0000000016 10:0008100000000009 11:000140000000000014 12 PM 0 11 3 0 31000000018 13:00 0 12 0010000000013 14:0007200000000009 15:000111010000000013 16:0005201000000008 17:0007000000000007 18:0007100000000008 19:0003000000000003 20:0004000000000004 21:0002000000000002 22:0006000000000006 23:0001000000000001 Total 1 151 18 0 7 1 0 0 0 0 0 0 0 178 Percent 0.6% 84.8% 10.1% 0.0% 3.9% 0.6% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% AM Peak 07:00 07:00 08:00 09:00 07:00 Vol.1224 1 25 PM Peak 13:00 12:00 12:00 12:00 12:00 Vol. 123 31 18 Grand Total 1 151180710000000 178 Percent 0.6% 84.8% 10.1% 0.0% 3.9% 0.6% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% Page 2 Site Code: 5 Station ID: 5 ACCESS N-O MAGNOLIA ST All Traffic Data Services, Inc 9660 W 44th Ave Wheat Ridge,CO 80033 www.alltrafficdata.net SB Start Cars & 2 Axle 2 Axle 3 Axle 4 Axle <5 Axl 5 Axle >6 Axl <6 Axl 6 Axle >6 Axl Time Bikes Trailers Long Buses 6 Tire Single Single Double Double Double Multi Multi Multi Total 03/27/1202000000000002 01:0000000000000000 02:0000000000000000 03:0002000000000002 04:0001000000000001 05:0001000000000001 06:00011 00000000002 07:0001000000000001 08:0003000000000003 09:00 0 10 0000000000010 10:00091000000000010 11:0007000000000007 12 PM 0 17 0000000000017 13:000171000000000018 14:0008000000000008 15:00 0 15 2 000000000017 16:000171000000000018 17:00 0 10 2 0 0 1 000000013 18:0005200000000007 19:0006000000000006 20:0004000000000004 21:0000000000000000 22:0002000000000002 23:0004000000000004 Total 0 142 10 0 0 1 0 0 0 0 0 0 0 153 Percent 0.0% 92.8% 6.5% 0.0% 0.0% 0.7% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% AM Peak 09:00 06:00 09:00 Vol. 101 10 PM Peak 12:00 15:00 17:00 13:00 Vol. 17 2 1 18 Grand Total 0 142100010000000 153 Percent 0.0% 92.8% 6.5% 0.0% 0.0% 0.7% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% Page 1 Site Code: 3.5 Station ID: 3.5 COLLEGE AVE S-O MAGNOLIA ST All Traffic Data Services, Inc 9660 W 44th Ave Wheat Ridge,CO 80033 www.alltrafficdata.net SB Start Cars & 2 Axle 2 Axle 3 Axle 4 Axle <5 Axl 5 Axle >6 Axl <6 Axl 6 Axle >6 Axl Time Bikes Trailers Long Buses 6 Tire Single Single Double Double Double Multi Multi Multi Total 03/27/1207614000011000092 01:000425040001000052 02:000333000000000036 03:000153010000000019 04:000153020001000021 05:0016112151020000083 06:00 6 119 32 0 7 2 0 10 2 0 0 0 0 178 07:005 33560311120510001 433 08:00 14 405 77 3 19 13 0 10 0 0 1 00 542 09:00 10 515 70 4 24 13 22031001 663 10:00 7 550 89 3 31 23 0121101 0718 11:00 15 563 93 11 21201821000 735 12 PM 27 585 106 1171301303 1 2 0768 13:00 8 598 84 5 27 23 1 14 5 0110 767 14:00 9 649 824191401212101794 15:00 11 553 66 5 15 13 1 14 2 2 0 0 1 683 16:00 21 582 65 7 18 14 0 13 0 2 4 11 728 17:0017 57381616170722300 724 18:00 12 509 73 1 13 8 0 11 0 2 0 0 0 629 19:0011 456472960800100 540 20:008 3614101040420000 430 21:007 308250250100000 348 22:005 185151520100000 214 23:000 12770110010000 137 Total 194 8215 1153 57 277 204 5 166 25 16 12 5 5 10334 Percent 1.9% 79.5% 11.2% 0.6% 2.7% 2.0% 0.0% 1.6% 0.2% 0.2% 0.1% 0.0% 0.0% AM Peak 11:00 11:00 11:00 11:00 10:00 10:00 09:00 09:00 09:00 09:00 08:00 10:00 07:00 11:00 Vol. 15 563 93 11 31 23 2 20 3 1 1 1 1 735 PM Peak 12:00 14:00 12:00 16:00 13:00 13:00 13:00 13:00 13:00 12:00 16:00 12:00 14:00 14:00 Vol. 27 649 106 7 27 23 1 14 5 3 4 2 1 794 Grand Total 194 8215 1153 57 277 204 5 166 25 16 12 5 5 10334 Percent 1.9% 79.5% 11.2% 0.6% 2.7% 2.0% 0.0% 1.6% 0.2% 0.2% 0.1% 0.0% 0.0% Page 1 Site Code: 3 Station ID: 3 COLLEGE AVE S-O MAGNOLIA ST All Traffic Data Services, Inc 9660 W 44th Ave Wheat Ridge,CO 80033 www.alltrafficdata.net NB Start Cars & 2 Axle 2 Axle 3 Axle 4 Axle <5 Axl 5 Axle >6 Axl <6 Axl 6 Axle >6 Axl Time Bikes Trailers Long Buses 6 Tire Single Single Double Double Double Multi Multi Multi Total 03/27/122513010000000057 01:001234020000000030 02:000242000000000026 03:001154021010000024 04:000184000001000023 05:0005110141011000069 06:00 3 172 35 2 17 1 1 1 3 0000 235 07:0010 38443214141611011 478 08:00 11 465 49 5 12 10 2 712101 566 09:00 20 434 60 3 20 102522100 559 10:0010 4074611992522000 503 11:00 9 433 55 1 18 16 2 12 12010 550 12 PM 8 497 58 6 19 11 1 10 30001 614 13:00 11 496 59 41914 11031001 619 14:00 18 535 58 2 23 9 3 7 4 0011 661 15:0010 49846518110510001 595 16:00 13 404 41 4 11 13 0 10 1 1 130502 17:0014 404325880810001 481 18:0017 4153055110810100 493 19:0010 3804615101613 001 464 20:002 350250330540000 392 21:003 248240810000000 284 22:003 147100020020000 164 23:00195121000000000 109 Total 177 6946 756 48 228 155 16 107 33 14 4 6 8 8498 Percent 2.1% 81.7% 8.9% 0.6% 2.7% 1.8% 0.2% 1.3% 0.4% 0.2% 0.0% 0.1% 0.1% AM Peak 09:00 08:00 09:00 08:00 09:00 11:00 08:00 11:00 06:00 08:00 08:00 07:00 07:00 08:00 Vol. 20 465 60 5 20 16 2 12 3 2 1 1 1 566 PM Peak 14:00 14:00 13:00 12:00 14:00 13:00 14:00 12:00 14:00 19:00 16:00 16:00 12:00 14:00 Vol. 18 535 59 6 23 14 3 10 4 3 1 3 1 661 Grand Total 177 6946 756 48 228 155 16 107 33 14 4 6 8 8498 Percent 2.1% 81.7% 8.9% 0.6% 2.7% 1.8% 0.2% 1.3% 0.4% 0.2% 0.0% 0.1% 0.1% Page 1 Site Code: 4 Station ID: 4 MAGNOLIA ST W-O COLLEGE AVE All Traffic Data Services, Inc 9660 W 44th Ave Wheat Ridge,CO 80033 www.alltrafficdata.net EB Start Cars & 2 Axle 2 Axle 3 Axle 4 Axle <5 Axl 5 Axle >6 Axl <6 Axl 6 Axle >6 Axl Time Bikes Trailers Long Buses 6 Tire Single Single Double Double Double Multi Multi Multi Total 03/27/1202300000000005 01:0002000000000002 02:0001100000000002 03:000301 0000000004 04:0002000000000002 05:00190000000000010 06:001204020000000027 07:001394000000000044 08:0006512020000000079 09:00 3 106140200100000 126 10:00 2 97 18 02002 00000 121 11:00 1 130 80510100000 146 12 PM 3 112 15 0 2 0 0 1 00000 133 13:003 11390100000000 126 14:00 4 126 8 1 1001001 00 142 15:00 6 118 19 0110000000 145 16:002 121100010100000 135 17:00 3 147 17 1 320000000 173 18:001676030000000077 19:001392000000000042 20:001366000000000043 21:000171000000000018 22:000131000000000014 23:0007000000000007 Total 33 1392 158 3 24 5 0 7 0 0 1 0 0 1623 Percent 2.0% 85.8% 9.7% 0.2% 1.5% 0.3% 0.0% 0.4% 0.0% 0.0% 0.1% 0.0% 0.0% AM Peak 09:00 11:00 10:00 03:00 11:00 11:00 10:00 11:00 Vol. 3 130 18 1 5 1 2 146 PM Peak 15:00 17:00 15:00 14:00 17:00 17:00 12:00 14:00 17:00 Vol.6 14719132 1 1 173 Grand Total 33 1392 158 3 24 50700100 1623 Percent 2.0% 85.8% 9.7% 0.2% 1.5% 0.3% 0.0% 0.4% 0.0% 0.0% 0.1% 0.0% 0.0% Page 2 Site Code: 4 Station ID: 4 MAGNOLIA ST W-O COLLEGE AVE All Traffic Data Services, Inc 9660 W 44th Ave Wheat Ridge,CO 80033 www.alltrafficdata.net WB Start Cars & 2 Axle 2 Axle 3 Axle 4 Axle <5 Axl 5 Axle >6 Axl <6 Axl 6 Axle >6 Axl Time Bikes Trailers Long Buses 6 Tire Single Single Double Double Double Multi Multi Multi Total 03/27/1201000000000001 01:0003000000000003 02:0004000000000004 03:0001000000000001 04:00030000002 00005 05:00 0 11 1 1 00000000013 06:00 1 60 5 0 7 0000000073 07:00 2 135 1500001 00000 153 08:00 0 121 18 1 2 1 0100000 144 09:00 0 109 19 04001001 00 134 10:00 4 109170110100000 133 11:003 121130200100000 140 12 PM1 118140410000000 138 13:00 1 137 34 0 5 00000000 177 14:00 4 121 15 1 210100000 145 15:00 6 135 30 0 0 0 0 2 00000 173 16:00 4 110 12 0 3 2 0000000 131 17:005 113180100100000 138 18:001606020000000069 19:000587000000000065 20:000375000000000042 21:000191000000000020 22:001130000000000014 23:002120000000000014 Total 35 1611 230 3 33 6 0 9 2 0 1 0 0 1930 Percent 1.8% 83.5% 11.9% 0.2% 1.7% 0.3% 0.0% 0.5% 0.1% 0.0% 0.1% 0.0% 0.0% AM Peak 10:00 07:00 09:00 05:00 06:00 08:00 07:00 04:00 09:00 07:00 Vol. 4 135 19 1 7 1 1 2 1 153 PM Peak 15:00 13:00 13:00 14:00 13:00 16:00 15:00 13:00 Vol. 6 137 34 1 5 2 2 177 Grand Total 35 1611 230 3 33 60920100 1930 Percent 1.8% 83.5% 11.9% 0.2% 1.7% 0.3% 0.0% 0.5% 0.1% 0.0% 0.1% 0.0% 0.0% College and Magnolia July, 2012 Appendix C Synchro© Intersection Capacity Analysis Reports (HCS) HCM 2010 Signalized Intersection Capacity Analysis 3: S College Ave 6/11/2012 4/6/2012 Baseline Synchro 8 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 15 29 49 11 35 13 87 535 44 14 522 23 Movement Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Queue, veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj. Factor (A_pbT) 1.00 0.99 0.99 1.00 1.00 0.99 1.00 0.99 Parking, Bus Adj. Factors 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Sat. Flow Rate, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 Lanes 1 1 0 1 1 0 1 2 0 1 2 0 Lane Assignment Capacity, veh/h 462 182 307 427 380 141 497 1898 156 478 1980 87 Proportion Arriving On Green 0.29 0.29 0.29 0.29 0.29 0.29 0.57 0.57 0.57 0.57 0.57 0.57 Movement Delay, s/veh 20.3 0.0 20.5 21.1 0.0 19.7 11.9 9.1 9.1 10.4 8.9 8.9 Movement LOS C C C B B A A B A A Approach Volume, veh/h 101 64 724 608 Approach Delay, s/veh 20.5 19.9 9.4 8.9 Approach LOS C B A A Timer: 1 2 3 4 5 6 7 8 Assigned Phase 2 4 6 8 Case No 6.0 6.0 6.0 6.0 Phase Duration (G+Y+Rc), s 48.00 27.00 48.00 27.00 Change Period (Y+Rc), s 5.00 5.00 5.00 5.00 Max. Allowable Headway (MAH), s 5.29 5.16 5.29 5.16 Maximum Green Setting (Gmax), s 43.00 22.00 43.00 22.00 Max. Queue Clearance Time (g_c+l1), s 13.29 4.84 9.60 5.36 Green Extension Time (g_e), s 9.99 0.71 10.35 0.70 Probability of Phase Call (p_c) 1.000 1.000 1.000 1.000 Probability of Max Out (p_x) 0.171 0.001 0.131 0.001 Left-Turn Movement Data Assigned Movement 5 7 1 3 Mvmt. Sat Flow, veh/h 820.12 1346.74 791.98 1297.32 Through Movement Data Assigned Movement 2 4 6 8 Mvmt. Sat Flow, veh/h 3309.87 619.19 3452.65 1296.30 Right-Turn Movement Data Assigned Movement 12 14 16 18 Mvmt. Sat Flow, veh/h 271.72 1046.21 151.95 481.48 Left Lane Group Data Assigned Movement 0 5 0 7 0 1 0 3 Lane Assignment L L L L Lanes in Group 0 1 0 1 0 1 0 1 Group Volume (v), veh/h 0.0 94.6 0.0 16.3 0.0 15.2 0.0 12.0 Group Sat. Flow (s), veh/h/ln 0.0 820.1 0.0 1346.7 0.0 792.0 0.0 1297.3 Queue Serve Time (g_s), s 0.0 5.0 0.0 0.7 0.0 0.8 0.0 0.5 Cycle Queue Clear Time (g_c), s 0.0 11.3 0.0 2.3 0.0 7.6 0.0 3.4 HCM 2010 Signalized Intersection Capacity Analysis 3: S College Ave 6/11/2012 4/6/2012 Baseline Synchro 8 Report Page 2 Perm LT Sat Flow Rate (s_l), veh/h/ln 0.0 820.1 0.0 1346.7 0.0 792.0 0.0 1297.3 Shared LT Sat Flow (s_sh), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Eff. Green (g_p), s 0.0 43.0 0.0 22.0 0.0 43.0 0.0 22.0 Perm LT Serve Time (g_u), s 0.0 36.7 0.0 20.4 0.0 36.2 0.0 19.2 Perm LT Que Serve Time (g_ps), s 0.0 5.0 0.0 0.7 0.0 0.8 0.0 0.5 Time to First Blk (g_f), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Proportion LT Inside Lane (P_L) 0.000 1.000 0.000 1.000 0.000 1.000 0.000 1.000 Lane Group Capacity (c), veh/h 0.0 497.3 0.0 462.3 0.0 477.9 0.0 427.4 Volume-to-Capacity Ratio (X) 0.000 0.190 0.000 0.035 0.000 0.032 0.000 0.028 Available Capacity (c_a), veh/h 0.0 497.3 0.0 462.3 0.0 477.9 0.0 427.4 Upstream Filter Factor (I) 0.000 1.000 0.000 1.000 0.000 1.000 0.000 1.000 Uniform Delay (d1), s/veh 0.0 11.1 0.0 20.1 0.0 10.3 0.0 21.0 Incremental Delay (d2), s/veh 0.0 0.8 0.0 0.1 0.0 0.1 0.0 0.1 Initial Queue Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 11.9 0.0 20.3 0.0 10.4 0.0 21.1 First-Term Queue (Q1), veh/ln 0.0 0.9 0.0 0.2 0.0 0.1 0.0 0.2 Second-Term Queue (Q2), veh/ln 0.0 0.1 0.0 0.0 0.0 0.0 0.0 0.0 Third-Term Queue (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Percentile bk-of-que factor (f_B%) 0.000 1.000 0.000 1.000 0.000 1.000 0.000 1.000 Percentile Back of Queue (Q%), veh/ln 0.0 1.0 0.0 0.2 0.0 0.1 0.0 0.2 Percentile Storage Ratio (RQ%) 0.00 0.26 0.00 0.10 0.00 0.04 0.00 0.08 Initial Queue (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Queue (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Saturated Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Saturated Queue (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Saturated Capacity (cs), veh/h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Initial Queue Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data Assigned Movement 0 2 0 4 0 6 0 8 Lane Assignment T T Lanes in Group 0 1 0 0 0 1 0 0 Group Volume (v), veh/h 0.0 310.4 0.0 0.0 0.0 290.5 0.0 0.0 Group Sat. Flow (s), veh/h/ln 0.0 1769.6 0.0 0.0 0.0 1769.6 0.0 0.0 Queue Serve Time (g_s), s 0.0 6.8 0.0 0.0 0.0 6.3 0.0 0.0 Cycle Queue Clear Time (g_c), s 0.0 6.8 0.0 0.0 0.0 6.3 0.0 0.0 Lane Group Capacity (c), veh/h 0.0 1014.6 0.0 0.0 0.0 1014.6 0.0 0.0 Volume-to-Capacity Ratio (X) 0.000 0.306 0.000 0.000 0.000 0.286 0.000 0.000 Available Capacity (c_a), veh/h 0.0 1014.6 0.0 0.0 0.0 1014.6 0.0 0.0 Upstream Filter Factor (I) 0.000 1.000 0.000 0.000 0.000 1.000 0.000 0.000 Uniform Delay (d1), s/veh 0.0 8.3 0.0 0.0 0.0 8.2 0.0 0.0 Incremental Delay (d2), s/veh 0.0 0.8 0.0 0.0 0.0 0.7 0.0 0.0 Initial Queue Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 9.1 0.0 0.0 0.0 8.9 0.0 0.0 First-Term Queue (Q1), veh/ln 0.0 2.3 0.0 0.0 0.0 2.1 0.0 0.0 Second-Term Queue (Q2), veh/ln 0.0 0.2 0.0 0.0 0.0 0.2 0.0 0.0 Third-Term Queue (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Percentile bk-of-que factor (f_B%) 0.000 1.000 0.000 1.000 0.000 1.000 0.000 1.000 Percentile Back of Queue (Q%), veh/ln 0.0 2.5 0.0 0.0 0.0 2.3 0.0 0.0 Percentile Storage Ratio (RQ%) 0.00 0.22 0.00 0.00 0.00 0.13 0.00 0.00 HCM 2010 Signalized Intersection Capacity Analysis 3: S College Ave 6/11/2012 4/6/2012 Baseline Synchro 8 Report Page 3 Initial Queue (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Queue (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Saturated Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Saturated Queue (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Saturated Capacity (cs), veh/h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Initial Queue Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data Assigned Movement 0 12 0 14 0 16 0 18 Lane Assignment T+R T+R T+R T+R Lanes in Group 0 1 0 1 0 1 0 1 Group Volume (v), veh/h 0.0 318.9 0.0 84.8 0.0 301.9 0.0 52.2 Group Sat. Flow (s), veh/h/ln 0.0 1812.0 0.0 1665.4 0.0 1835.0 0.0 1777.8 Queue Serve Time (g_s), s 0.0 6.8 0.0 2.8 0.0 6.3 0.0 1.6 Cycle Queue Clear Time (g_c), s 0.0 6.8 0.0 2.8 0.0 6.3 0.0 1.6 Prot RT Sat Flow Rate (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff. Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Proportion RT Outside Lane (P_R) 0.000 0.150 0.000 0.628 0.000 0.083 0.000 0.271 Lane Group Capacity (c), veh/h 0.0 1038.9 0.0 488.5 0.0 1052.1 0.0 521.5 Volume-to-Capacity Ratio (X) 0.000 0.307 0.000 0.174 0.000 0.287 0.000 0.100 Available Capacity (c_a), veh/h 0.0 1038.9 0.0 488.5 0.0 1052.1 0.0 521.5 Upstream Filter Factor (I) 0.000 1.000 0.000 1.000 0.000 1.000 0.000 1.000 Uniform Delay (d1), s/veh 0.0 8.3 0.0 19.7 0.0 8.2 0.0 19.3 Incremental Delay (d2), s/veh 0.0 0.8 0.0 0.8 0.0 0.7 0.0 0.4 Initial Queue Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 9.1 0.0 20.5 0.0 8.9 0.0 19.7 First-Term Queue (Q1), veh/ln 0.0 2.3 0.0 1.1 0.0 2.2 0.0 0.6 Second-Term Queue (Q2), veh/ln 0.0 0.2 0.0 0.1 0.0 0.2 0.0 0.1 Third-Term Queue (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Percentile bk-of-que factor (f_B%) 0.000 1.000 0.000 1.000 0.000 1.000 0.000 1.000 Percentile Back of Queue (Q%), veh/ln 0.0 2.5 0.0 1.2 0.0 2.4 0.0 0.7 Percentile Storage Ratio (RQ%) 0.00 0.22 0.00 0.07 0.00 0.13 0.00 0.08 Initial Queue (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Queue (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Saturated Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Saturated Queue (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Saturated Capacity (cs), veh/h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Initial Queue Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM Average Control Delay 10.4 HCM Level of Service B HCM 2010 Signalized Intersection Capacity Analysis 6: W Magnolia St & S Mason St 6/11/2012 4/6/2012 Baseline Synchro 8 Report Page 4 HCM 2010 TWSC 6: W Magnolia St & S Mason St 6/11/2012 4/6/2012 Baseline Synchro 8 Report Page 5 Intersection Intersection Delay (sec/veh): 5.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Volume (vph) 10 45 10 14 90 35 16 171 12 9 44 9 Conflicting Peds.(#/hr) 1 0 0 0 0 1 6 0 7 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free Right Turn Channelized None None None None None None None None None None None None Storage Length 55 0 0 55 0 0 0 0 Median Width 28 28 12 12 Grade (%) 0% 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles(%) 2 2 2 2 2 2 2 2 2 2 2 2 Movement Flow Rate 11 49 11 15 98 38 17 186 13 10 48 10 Number of Lanes 1 1 0 1 1 0 1 1 0 1 1 0 Major/Minor Minor 1 Minor 1 Major 1 Major 2 Conflicting Flow Rate - All 368 308 61 337 306 193 59 0 0 200 0 0 Stage 1 73 73 0 228 228 0 0 0 0 0 0 0 Stage 2 295 235 0 109 78 0 0 0 0 0 0 0 Follow-up Headway 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 0 0 Pot Capacity-1 Maneuver 588 606 1008 617 608 848 1559 - - 1374 - - Stage 1 937 834 - 775 715 - - - - - - - Stage 2 713 710 - 896 830 - - - - - - - Mov Capacity-1 Maneuver 483.9 594.6 1001 560.4 596.1 847 1558 - - 1373 - - Mov Capacity-2 Maneuver 483.9 594.6 - 560.4 596.1 - - - - - - - Stage 1 936 827.5 - 774 706.5 - - - - - - - Stage 2 580.2 701.6 - 823.2 823.5 - - - - - - - Approach EB WB NB SB HCM Control Delay (s) 11.415 11.96 0.6 1.1 HCM LOS B B A A Lane NBL NBT NBR EBLn1 EBLn2 WBLn1 WBLn2 SBL SBT SBR Capacity (vph) 484 642 560 650 HCM Control Delay (s) 7.337 - - 12.6 11.2 11.6 12 7.641 - - HCM Lane VC Ratio 0.011 - - 0.022 0.093 0.027 0.209 0.007 - - HCM Lane LOS A - - B B B B A - - HCM 95th Percentile Queue (veh) 0.034 - - 0.069 0.307 0.084 0.783 0.022 - - HCM 2010 Signalized Intersection Capacity Analysis 3: S College Ave 6/11/2012 4/6/2012 Baseline Synchro 8 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 15 29 49 11 35 13 87 535 44 14 522 23 Movement Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Queue, veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj. Factor (A_pbT) 1.00 0.99 0.99 1.00 1.00 0.99 1.00 0.99 Parking, Bus Adj. Factors 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Sat. Flow Rate, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 Lanes 1 1 0 1 1 0 1 2 0 1 2 0 Lane Assignment Capacity, veh/h 462 182 307 427 380 141 497 1898 156 478 1979 87 Proportion Arriving On Green 0.29 0.29 0.29 0.29 0.29 0.29 0.57 0.57 0.57 0.57 0.57 0.57 Movement Delay, s/veh 20.3 0.0 20.5 21.1 0.0 19.7 11.9 9.1 9.1 10.4 8.9 8.9 Movement LOS C C C B B A A B A A Approach Volume, veh/h 101 64 724 608 Approach Delay, s/veh 20.5 19.9 9.4 8.9 Approach LOS C B A A Timer: 1 2 3 4 5 6 7 8 Assigned Phase 2 4 6 8 Case No 6.0 6.0 6.0 6.0 Phase Duration (G+Y+Rc), s 48.00 27.00 48.00 27.00 Change Period (Y+Rc), s 5.00 5.00 5.00 5.00 Max. Allowable Headway (MAH), s 5.29 5.16 5.29 5.16 Maximum Green Setting (Gmax), s 43.00 22.00 43.00 22.00 Max. Queue Clearance Time (g_c+l1), s 13.30 4.84 9.60 5.36 Green Extension Time (g_e), s 9.99 0.71 10.35 0.70 Probability of Phase Call (p_c) 1.000 1.000 1.000 1.000 Probability of Max Out (p_x) 0.171 0.001 0.131 0.001 Left-Turn Movement Data Assigned Movement 5 7 1 3 Mvmt. Sat Flow, veh/h 819.40 1346.74 791.98 1297.32 Through Movement Data Assigned Movement 2 4 6 8 Mvmt. Sat Flow, veh/h 3309.87 619.19 3452.05 1296.30 Right-Turn Movement Data Assigned Movement 12 14 16 18 Mvmt. Sat Flow, veh/h 271.72 1046.21 151.92 481.48 Left Lane Group Data Assigned Movement 0 5 0 7 0 1 0 3 Lane Assignment L L L L Lanes in Group 0 1 0 1 0 1 0 1 Group Volume (v), veh/h 0.0 94.6 0.0 16.3 0.0 15.2 0.0 12.0 Group Sat. Flow (s), veh/h/ln 0.0 819.4 0.0 1346.7 0.0 792.0 0.0 1297.3 Queue Serve Time (g_s), s 0.0 5.0 0.0 0.7 0.0 0.8 0.0 0.5 Cycle Queue Clear Time (g_c), s 0.0 11.3 0.0 2.3 0.0 7.6 0.0 3.4 HCM 2010 Signalized Intersection Capacity Analysis 3: S College Ave 6/11/2012 4/6/2012 Baseline Synchro 8 Report Page 2 Perm LT Sat Flow Rate (s_l), veh/h/ln 0.0 819.4 0.0 1346.7 0.0 792.0 0.0 1297.3 Shared LT Sat Flow (s_sh), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Eff. Green (g_p), s 0.0 43.0 0.0 22.0 0.0 43.0 0.0 22.0 Perm LT Serve Time (g_u), s 0.0 36.7 0.0 20.4 0.0 36.2 0.0 19.2 Perm LT Que Serve Time (g_ps), s 0.0 5.0 0.0 0.7 0.0 0.8 0.0 0.5 Time to First Blk (g_f), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Proportion LT Inside Lane (P_L) 0.000 1.000 0.000 1.000 0.000 1.000 0.000 1.000 Lane Group Capacity (c), veh/h 0.0 496.9 0.0 462.3 0.0 477.9 0.0 427.4 Volume-to-Capacity Ratio (X) 0.000 0.190 0.000 0.035 0.000 0.032 0.000 0.028 Available Capacity (c_a), veh/h 0.0 496.9 0.0 462.3 0.0 477.9 0.0 427.4 Upstream Filter Factor (I) 0.000 1.000 0.000 1.000 0.000 1.000 0.000 1.000 Uniform Delay (d1), s/veh 0.0 11.1 0.0 20.1 0.0 10.3 0.0 21.0 Incremental Delay (d2), s/veh 0.0 0.8 0.0 0.1 0.0 0.1 0.0 0.1 Initial Queue Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 11.9 0.0 20.3 0.0 10.4 0.0 21.1 First-Term Queue (Q1), veh/ln 0.0 0.9 0.0 0.2 0.0 0.1 0.0 0.2 Second-Term Queue (Q2), veh/ln 0.0 0.1 0.0 0.0 0.0 0.0 0.0 0.0 Third-Term Queue (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Percentile bk-of-que factor (f_B%) 0.000 1.000 0.000 1.000 0.000 1.000 0.000 1.000 Percentile Back of Queue (Q%), veh/ln 0.0 1.0 0.0 0.2 0.0 0.1 0.0 0.2 Percentile Storage Ratio (RQ%) 0.00 0.26 0.00 0.10 0.00 0.04 0.00 0.08 Initial Queue (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Queue (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Saturated Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Saturated Queue (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Saturated Capacity (cs), veh/h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Initial Queue Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data Assigned Movement 0 2 0 4 0 6 0 8 Lane Assignment T T Lanes in Group 0 1 0 0 0 1 0 0 Group Volume (v), veh/h 0.0 310.4 0.0 0.0 0.0 290.5 0.0 0.0 Group Sat. Flow (s), veh/h/ln 0.0 1769.6 0.0 0.0 0.0 1769.6 0.0 0.0 Queue Serve Time (g_s), s 0.0 6.8 0.0 0.0 0.0 6.3 0.0 0.0 Cycle Queue Clear Time (g_c), s 0.0 6.8 0.0 0.0 0.0 6.3 0.0 0.0 Lane Group Capacity (c), veh/h 0.0 1014.6 0.0 0.0 0.0 1014.6 0.0 0.0 Volume-to-Capacity Ratio (X) 0.000 0.306 0.000 0.000 0.000 0.286 0.000 0.000 Available Capacity (c_a), veh/h 0.0 1014.6 0.0 0.0 0.0 1014.6 0.0 0.0 Upstream Filter Factor (I) 0.000 1.000 0.000 0.000 0.000 1.000 0.000 0.000 Uniform Delay (d1), s/veh 0.0 8.3 0.0 0.0 0.0 8.2 0.0 0.0 Incremental Delay (d2), s/veh 0.0 0.8 0.0 0.0 0.0 0.7 0.0 0.0 Initial Queue Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 9.1 0.0 0.0 0.0 8.9 0.0 0.0 First-Term Queue (Q1), veh/ln 0.0 2.3 0.0 0.0 0.0 2.1 0.0 0.0 Second-Term Queue (Q2), veh/ln 0.0 0.2 0.0 0.0 0.0 0.2 0.0 0.0 Third-Term Queue (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Percentile bk-of-que factor (f_B%) 0.000 1.000 0.000 1.000 0.000 1.000 0.000 1.000 Percentile Back of Queue (Q%), veh/ln 0.0 2.5 0.0 0.0 0.0 2.3 0.0 0.0 Percentile Storage Ratio (RQ%) 0.00 0.22 0.00 0.00 0.00 0.12 0.00 0.00 HCM 2010 Signalized Intersection Capacity Analysis 3: S College Ave 6/11/2012 4/6/2012 Baseline Synchro 8 Report Page 3 Initial Queue (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Queue (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Saturated Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Saturated Queue (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Saturated Capacity (cs), veh/h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Initial Queue Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data Assigned Movement 0 12 0 14 0 16 0 18 Lane Assignment T+R T+R T+R T+R Lanes in Group 0 1 0 1 0 1 0 1 Group Volume (v), veh/h 0.0 318.9 0.0 84.8 0.0 301.9 0.0 52.2 Group Sat. Flow (s), veh/h/ln 0.0 1812.0 0.0 1665.4 0.0 1834.4 0.0 1777.8 Queue Serve Time (g_s), s 0.0 6.8 0.0 2.8 0.0 6.3 0.0 1.6 Cycle Queue Clear Time (g_c), s 0.0 6.8 0.0 2.8 0.0 6.3 0.0 1.6 Prot RT Sat Flow Rate (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff. Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Proportion RT Outside Lane (P_R) 0.000 0.150 0.000 0.628 0.000 0.083 0.000 0.271 Lane Group Capacity (c), veh/h 0.0 1038.9 0.0 488.5 0.0 1051.7 0.0 521.5 Volume-to-Capacity Ratio (X) 0.000 0.307 0.000 0.174 0.000 0.287 0.000 0.100 Available Capacity (c_a), veh/h 0.0 1038.9 0.0 488.5 0.0 1051.7 0.0 521.5 Upstream Filter Factor (I) 0.000 1.000 0.000 1.000 0.000 1.000 0.000 1.000 Uniform Delay (d1), s/veh 0.0 8.3 0.0 19.7 0.0 8.2 0.0 19.3 Incremental Delay (d2), s/veh 0.0 0.8 0.0 0.8 0.0 0.7 0.0 0.4 Initial Queue Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 9.1 0.0 20.5 0.0 8.9 0.0 19.7 First-Term Queue (Q1), veh/ln 0.0 2.3 0.0 1.1 0.0 2.2 0.0 0.6 Second-Term Queue (Q2), veh/ln 0.0 0.2 0.0 0.1 0.0 0.2 0.0 0.1 Third-Term Queue (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Percentile bk-of-que factor (f_B%) 0.000 1.000 0.000 1.000 0.000 1.000 0.000 1.000 Percentile Back of Queue (Q%), veh/ln 0.0 2.5 0.0 1.2 0.0 2.4 0.0 0.7 Percentile Storage Ratio (RQ%) 0.00 0.22 0.00 0.07 0.00 0.13 0.00 0.08 Initial Queue (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Queue (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Saturated Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Saturated Queue (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Saturated Capacity (cs), veh/h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Initial Queue Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM Average Control Delay 10.4 HCM Level of Service B HCM 2010 Signalized Intersection Capacity Analysis 6: W Magnolia St & S Mason St 6/11/2012 4/6/2012 Baseline Synchro 8 Report Page 4 HCM 2010 TWSC 6: W Magnolia St & S Mason St 6/11/2012 4/6/2012 Baseline Synchro 8 Report Page 5 Intersection Intersection Delay (sec/veh): 0 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Volume (vph) 6 59 0 0 78 61 21 246 17 0 0 0 Conflicting Peds.(#/hr) 1 0 0 0 0 1 6 0 7 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Stop Stop Stop Right Turn Channelized None None None None None None None None None None None None Storage Length 55 0 0 55 0 0 0 0 Median Width 12 12 0 0 Grade (%) 0% 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles(%) 2 2 2 2 2 2 2 2 2 2 2 2 Movement Flow Rate 7 64 0 0 85 66 23 267 18 0 0 0 Number of Lanes 1 1 0 0 1 1 0 3 0 0 0 0 Major/Minor Lane Conflicting Flow Rate - All Capacity (vph) Stage 1 HCM Control Delay (s) Stage 2 HCM Lane VC Ratio Follow-up Headway HCM Lane LOS Pot Capacity-1 Maneuver HCM 95th Percentile Queue (veh) Stage 1 Stage 2 Mov Capacity-1 Maneuver Mov Capacity-2 Maneuver Stage 1 Stage 2 Approach HCM Control Delay (s) HCM LOS HCM 2010 Signalized Intersection Capacity Analysis 3: S College Ave 7/20/2012 4/6/2012 Baseline Synchro 8 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 16 30 51 12 37 14 91 562 46 15 548 24 Movement Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Queue, veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj. Factor (A_pbT) 1.00 0.99 0.99 1.00 1.00 0.99 1.00 0.99 Parking, Bus Adj. Factors 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Sat. Flow Rate, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 Lanes 1 1 0 1 1 0 1 2 0 1 2 0 Lane Assignment Capacity, veh/h 459 181 308 424 378 143 483 1898 155 463 1980 87 Proportion Arriving On Green 0.29 0.29 0.29 0.29 0.29 0.29 0.57 0.57 0.57 0.57 0.57 0.57 Movement Delay, s/veh 20.4 0.0 20.6 21.2 0.0 19.7 12.3 9.2 9.2 10.6 9.0 9.0 Movement LOS C C C B B A A B A A Approach Volume, veh/h 105 68 760 638 Approach Delay, s/veh 20.5 20.0 9.6 9.0 Approach LOS C C A A Timer: 1 2 3 4 5 6 7 8 Assigned Phase 2 4 6 8 Case No 6.0 6.0 6.0 6.0 Phase Duration (G+Y+Rc), s 48.00 27.00 48.00 27.00 Change Period (Y+Rc), s 5.00 5.00 5.00 5.00 Max. Allowable Headway (MAH), s 5.30 5.16 5.30 5.16 Maximum Green Setting (Gmax), s 43.00 22.00 43.00 22.00 Max. Queue Clearance Time (g_c+l1), s 14.15 4.96 10.10 5.53 Green Extension Time (g_e), s 10.58 0.75 11.05 0.74 Probability of Phase Call (p_c) 1.000 1.000 1.000 1.000 Probability of Max Out (p_x) 0.214 0.001 0.164 0.002 Left-Turn Movement Data Assigned Movement 5 7 1 3 Mvmt. Sat Flow, veh/h 798.19 1342.77 769.27 1293.61 Through Movement Data Assigned Movement 2 4 6 8 Mvmt. Sat Flow, veh/h 3311.18 616.67 3453.65 1288.96 Right-Turn Movement Data Assigned Movement 12 14 16 18 Mvmt. Sat Flow, veh/h 270.62 1048.33 151.11 487.72 Left Lane Group Data Assigned Movement 0 5 0 7 0 1 0 3 Lane Assignment L L L L Lanes in Group 0 1 0 1 0 1 0 1 Group Volume (v), veh/h 0.0 98.9 0.0 17.4 0.0 16.3 0.0 13.0 Group Sat. Flow (s), veh/h/ln 0.0 798.2 0.0 1342.8 0.0 769.3 0.0 1293.6 Queue Serve Time (g_s), s 0.0 5.5 0.0 0.7 0.0 0.8 0.0 0.6 Cycle Queue Clear Time (g_c), s 0.0 12.1 0.0 2.4 0.0 8.1 0.0 3.5 HCM 2010 Signalized Intersection Capacity Analysis 3: S College Ave 7/20/2012 4/6/2012 Baseline Synchro 8 Report Page 2 Perm LT Sat Flow Rate (s_l), veh/h/ln 0.0 798.2 0.0 1342.8 0.0 769.3 0.0 1293.6 Shared LT Sat Flow (s_sh), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Eff. Green (g_p), s 0.0 43.0 0.0 22.0 0.0 43.0 0.0 22.0 Perm LT Serve Time (g_u), s 0.0 36.3 0.0 20.3 0.0 35.7 0.0 19.0 Perm LT Que Serve Time (g_ps), s 0.0 5.5 0.0 0.7 0.0 0.8 0.0 0.6 Time to First Blk (g_f), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Proportion LT Inside Lane (P_L) 0.000 1.000 0.000 1.000 0.000 1.000 0.000 1.000 Lane Group Capacity (c), veh/h 0.0 482.6 0.0 459.3 0.0 462.7 0.0 424.4 Volume-to-Capacity Ratio (X) 0.000 0.205 0.000 0.038 0.000 0.035 0.000 0.031 Available Capacity (c_a), veh/h 0.0 482.6 0.0 459.3 0.0 462.7 0.0 424.4 Upstream Filter Factor (I) 0.000 1.000 0.000 1.000 0.000 1.000 0.000 1.000 Uniform Delay (d1), s/veh 0.0 11.4 0.0 20.2 0.0 10.5 0.0 21.1 Incremental Delay (d2), s/veh 0.0 1.0 0.0 0.2 0.0 0.1 0.0 0.1 Initial Queue Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 12.3 0.0 20.4 0.0 10.6 0.0 21.2 First-Term Queue (Q1), veh/ln 0.0 0.9 0.0 0.2 0.0 0.1 0.0 0.2 Second-Term Queue (Q2), veh/ln 0.0 0.1 0.0 0.0 0.0 0.0 0.0 0.0 Third-Term Queue (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Percentile bk-of-que factor (f_B%) 0.000 1.000 0.000 1.000 0.000 1.000 0.000 1.000 Percentile Back of Queue (Q%), veh/ln 0.0 1.0 0.0 0.2 0.0 0.2 0.0 0.2 Percentile Storage Ratio (RQ%) 0.00 0.26 0.00 0.11 0.00 0.04 0.00 0.09 Initial Queue (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Queue (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Saturated Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Saturated Queue (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Saturated Capacity (cs), veh/h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Initial Queue Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data Assigned Movement 0 2 0 4 0 6 0 8 Lane Assignment T T Lanes in Group 0 1 0 0 0 1 0 0 Group Volume (v), veh/h 0.0 326.0 0.0 0.0 0.0 304.9 0.0 0.0 Group Sat. Flow (s), veh/h/ln 0.0 1769.6 0.0 0.0 0.0 1769.6 0.0 0.0 Queue Serve Time (g_s), s 0.0 7.2 0.0 0.0 0.0 6.7 0.0 0.0 Cycle Queue Clear Time (g_c), s 0.0 7.2 0.0 0.0 0.0 6.7 0.0 0.0 Lane Group Capacity (c), veh/h 0.0 1014.6 0.0 0.0 0.0 1014.6 0.0 0.0 Volume-to-Capacity Ratio (X) 0.000 0.321 0.000 0.000 0.000 0.301 0.000 0.000 Available Capacity (c_a), veh/h 0.0 1014.6 0.0 0.0 0.0 1014.6 0.0 0.0 Upstream Filter Factor (I) 0.000 1.000 0.000 0.000 0.000 1.000 0.000 0.000 Uniform Delay (d1), s/veh 0.0 8.4 0.0 0.0 0.0 8.2 0.0 0.0 Incremental Delay (d2), s/veh 0.0 0.8 0.0 0.0 0.0 0.8 0.0 0.0 Initial Queue Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 9.2 0.0 0.0 0.0 9.0 0.0 0.0 First-Term Queue (Q1), veh/ln 0.0 2.4 0.0 0.0 0.0 2.2 0.0 0.0 Second-Term Queue (Q2), veh/ln 0.0 0.2 0.0 0.0 0.0 0.2 0.0 0.0 Third-Term Queue (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Percentile bk-of-que factor (f_B%) 0.000 1.000 0.000 1.000 0.000 1.000 0.000 1.000 Percentile Back of Queue (Q%), veh/ln 0.0 2.6 0.0 0.0 0.0 2.4 0.0 0.0 Percentile Storage Ratio (RQ%) 0.00 0.23 0.00 0.00 0.00 0.13 0.00 0.00 HCM 2010 Signalized Intersection Capacity Analysis 3: S College Ave 7/20/2012 4/6/2012 Baseline Synchro 8 Report Page 3 Initial Queue (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Queue (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Saturated Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Saturated Queue (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Saturated Capacity (cs), veh/h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Initial Queue Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data Assigned Movement 0 12 0 14 0 16 0 18 Lane Assignment T+R T+R T+R T+R Lanes in Group 0 1 0 1 0 1 0 1 Group Volume (v), veh/h 0.0 334.8 0.0 88.0 0.0 316.8 0.0 55.4 Group Sat. Flow (s), veh/h/ln 0.0 1812.2 0.0 1665.0 0.0 1835.1 0.0 1776.7 Queue Serve Time (g_s), s 0.0 7.3 0.0 3.0 0.0 6.7 0.0 1.7 Cycle Queue Clear Time (g_c), s 0.0 7.3 0.0 3.0 0.0 6.7 0.0 1.7 Prot RT Sat Flow Rate (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff. Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Proportion RT Outside Lane (P_R) 0.000 0.149 0.000 0.630 0.000 0.082 0.000 0.275 Lane Group Capacity (c), veh/h 0.0 1039.0 0.0 488.4 0.0 1052.1 0.0 521.2 Volume-to-Capacity Ratio (X) 0.000 0.322 0.000 0.180 0.000 0.301 0.000 0.106 Available Capacity (c_a), veh/h 0.0 1039.0 0.0 488.4 0.0 1052.1 0.0 521.2 Upstream Filter Factor (I) 0.000 1.000 0.000 1.000 0.000 1.000 0.000 1.000 Uniform Delay (d1), s/veh 0.0 8.4 0.0 19.8 0.0 8.3 0.0 19.3 Incremental Delay (d2), s/veh 0.0 0.8 0.0 0.8 0.0 0.7 0.0 0.4 Initial Queue Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 9.2 0.0 20.6 0.0 9.0 0.0 19.7 First-Term Queue (Q1), veh/ln 0.0 2.5 0.0 1.1 0.0 2.3 0.0 0.7 Second-Term Queue (Q2), veh/ln 0.0 0.2 0.0 0.1 0.0 0.2 0.0 0.1 Third-Term Queue (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Percentile bk-of-que factor (f_B%) 0.000 1.000 0.000 1.000 0.000 1.000 0.000 1.000 Percentile Back of Queue (Q%), veh/ln 0.0 2.7 0.0 1.2 0.0 2.5 0.0 0.7 Percentile Storage Ratio (RQ%) 0.00 0.24 0.00 0.07 0.00 0.14 0.00 0.08 Initial Queue (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Queue (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Saturated Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Saturated Queue (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Saturated Capacity (cs), veh/h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Initial Queue Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM Average Control Delay 10.6 HCM Level of Service B HCM 2010 Signalized Intersection Capacity Analysis 6: W Magnolia St & S Mason St 7/20/2012 4/6/2012 Baseline Synchro 8 Report Page 4 HCM 2010 TWSC 6: W Magnolia St & S Mason St 7/20/2012 4/6/2012 Baseline Synchro 8 Report Page 5 Intersection Intersection Delay (sec/veh): 5.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Volume (vph) 11 47 11 15 95 37 17 180 13 9 46 9 Conflicting Peds.(#/hr) 1 0 0 0 0 1 6 0 7 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free Right Turn Channelized None None None None None None None None None None None None Storage Length 55 0 0 55 0 0 0 0 Median Width 28 28 12 12 Grade (%) 0% 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles(%) 2 2 2 2 2 2 2 2 2 2 2 2 Movement Flow Rate 12 51 12 16 103 40 18 196 14 10 50 10 Number of Lanes 1 1 0 1 1 0 1 1 0 1 1 0 Major/Minor Minor 1 Minor 1 Major 1 Major 2 Conflicting Flow Rate - All 386 323 63 354 321 204 61 0 0 211 0 0 Stage 1 75 75 0 241 1.1921461539148E-241 1.1104421060587E-0 6.96411092614458E252 312 278 0 0 0 Stage 2 311 248 0 113 2.12199582011515E-80 4.03179200816993E-0 1.06184929565666E-314 313 153 0 0 0 Follow-up Headway 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 0 0 Pot Capacity-1 Maneuver 573 595 1003 601 596 837 1525 - - 1360 - - Stage 1 934 833 - 762 706 - - - - - - - Stage 2 699 701 - 892 828 - - - - - - - Mov Capacity-1 Maneuver 464.3 583.3 996 542.5 583.8 836 1524 - - 1359 - - Mov Capacity-2 Maneuver 464.3 583.3 - 542.5 583.8 - - - - - - - Stage 1 933 826.5 - 761 696.9 - - - - - - - Stage 2 560 692 - 816.2 821.5 - - - - - - - Approach EB WB NB SB HCM Control Delay (s) 11.571 12.249 0.6 1.1 HCM LOS B B A A Lane NBL NBT NBR EBLn1 EBLn2 WBLn1 WBLn2 SBL SBT SBR Capacity (vph) 464 633 543 638 HCM Control Delay (s) 7.391 - - 13 11.3 11.8 12.3 7.668 - - HCM Lane VC Ratio 0.012 - - 0.026 0.1 0.03 0.225 0.007 - - HCM Lane LOS A - - B B B B A - - HCM 95th Percentile Queue (veh) 0.037 - - 0.079 0.33 0.093 0.858 0.022 - - HCM 2010 Signalized Intersection Capacity Analysis 3: S College Ave 7/20/2012 4/6/2012 Baseline Synchro 8 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 65 38 92 11 42 13 132 534 44 14 519 72 Movement Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Queue, veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj. Factor (A_pbT) 1.00 0.99 0.99 1.00 1.00 0.99 1.00 0.99 Parking, Bus Adj. Factors 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Sat. Flow Rate, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 Lanes 1 1 0 1 1 0 1 2 0 1 2 0 Lane Assignment Capacity, veh/h 456 141 341 376 401 124 471 1897 156 478 1790 248 Proportion Arriving On Green 0.29 0.29 0.29 0.29 0.29 0.29 0.57 0.57 0.57 0.57 0.57 0.57 Movement Delay, s/veh 21.9 0.0 22.0 22.8 0.0 19.8 14.1 9.1 9.0 10.4 9.1 9.1 Movement LOS C C C B B A A B A A Approach Volume, veh/h 212 72 772 658 Approach Delay, s/veh 22.0 20.3 10.0 9.2 Approach LOS C C A A Timer: 1 2 3 4 5 6 7 8 Assigned Phase 2 4 6 8 Case No 6.0 6.0 6.0 6.0 Phase Duration (G+Y+Rc), s 48.00 27.00 48.00 27.00 Change Period (Y+Rc), s 5.00 5.00 5.00 5.00 Max. Allowable Headway (MAH), s 5.33 5.01 5.33 5.01 Maximum Green Setting (Gmax), s 43.00 22.00 43.00 22.00 Max. Queue Clearance Time (g_c+l1), s 17.85 6.99 9.58 7.55 Green Extension Time (g_e), s 10.39 1.21 11.55 1.19 Probability of Phase Call (p_c) 1.000 1.000 1.000 1.000 Probability of Max Out (p_x) 0.293 0.013 0.176 0.016 Left-Turn Movement Data Assigned Movement 5 7 1 3 Mvmt. Sat Flow, veh/h 783.10 1337.49 792.78 1234.34 Through Movement Data Assigned Movement 2 4 6 8 Mvmt. Sat Flow, veh/h 3309.33 480.37 3121.61 1365.50 Right-Turn Movement Data Assigned Movement 12 14 16 18 Mvmt. Sat Flow, veh/h 272.18 1163.00 431.86 422.66 Left Lane Group Data Assigned Movement 0 5 0 7 0 1 0 3 Lane Assignment L L L L Lanes in Group 0 1 0 1 0 1 0 1 Group Volume (v), veh/h 0.0 143.5 0.0 70.7 0.0 15.2 0.0 12.0 Group Sat. Flow (s), veh/h/ln 0.0 783.1 0.0 1337.5 0.0 792.8 0.0 1234.3 Queue Serve Time (g_s), s 0.0 8.8 0.0 3.1 0.0 0.8 0.0 0.6 Cycle Queue Clear Time (g_c), s 0.0 15.8 0.0 4.9 0.0 7.6 0.0 5.6 HCM 2010 Signalized Intersection Capacity Analysis 3: S College Ave 7/20/2012 4/6/2012 Baseline Synchro 8 Report Page 2 Perm LT Sat Flow Rate (s_l), veh/h/ln 0.0 783.1 0.0 1337.5 0.0 792.8 0.0 1234.3 Shared LT Sat Flow (s_sh), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Eff. Green (g_p), s 0.0 43.0 0.0 22.0 0.0 43.0 0.0 22.0 Perm LT Serve Time (g_u), s 0.0 35.9 0.0 20.2 0.0 36.2 0.0 17.0 Perm LT Que Serve Time (g_ps), s 0.0 8.8 0.0 3.1 0.0 0.8 0.0 0.6 Time to First Blk (g_f), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Proportion LT Inside Lane (P_L) 0.000 1.000 0.000 1.000 0.000 1.000 0.000 1.000 Lane Group Capacity (c), veh/h 0.0 471.0 0.0 455.6 0.0 478.4 0.0 376.0 Volume-to-Capacity Ratio (X) 0.000 0.305 0.000 0.155 0.000 0.032 0.000 0.032 Available Capacity (c_a), veh/h 0.0 471.0 0.0 455.6 0.0 478.4 0.0 376.0 Upstream Filter Factor (I) 0.000 1.000 0.000 1.000 0.000 1.000 0.000 1.000 Uniform Delay (d1), s/veh 0.0 12.5 0.0 21.2 0.0 10.2 0.0 22.6 Incremental Delay (d2), s/veh 0.0 1.7 0.0 0.7 0.0 0.1 0.0 0.2 Initial Queue Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 14.1 0.0 21.9 0.0 10.4 0.0 22.8 First-Term Queue (Q1), veh/ln 0.0 1.4 0.0 1.0 0.0 0.1 0.0 0.2 Second-Term Queue (Q2), veh/ln 0.0 0.2 0.0 0.1 0.0 0.0 0.0 0.0 Third-Term Queue (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Percentile bk-of-que factor (f_B%) 0.000 1.000 0.000 1.000 0.000 1.000 0.000 1.000 Percentile Back of Queue (Q%), veh/ln 0.0 1.6 0.0 1.1 0.0 0.1 0.0 0.2 Percentile Storage Ratio (RQ%) 0.00 0.41 0.00 0.49 0.00 0.04 0.00 0.08 Initial Queue (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Queue (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Saturated Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Saturated Queue (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Saturated Capacity (cs), veh/h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Initial Queue Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data Assigned Movement 0 2 0 4 0 6 0 8 Lane Assignment T T Lanes in Group 0 1 0 0 0 1 0 0 Group Volume (v), veh/h 0.0 309.9 0.0 0.0 0.0 319.1 0.0 0.0 Group Sat. Flow (s), veh/h/ln 0.0 1769.6 0.0 0.0 0.0 1769.6 0.0 0.0 Queue Serve Time (g_s), s 0.0 6.8 0.0 0.0 0.0 7.0 0.0 0.0 Cycle Queue Clear Time (g_c), s 0.0 6.8 0.0 0.0 0.0 7.0 0.0 0.0 Lane Group Capacity (c), veh/h 0.0 1014.6 0.0 0.0 0.0 1014.6 0.0 0.0 Volume-to-Capacity Ratio (X) 0.000 0.305 0.000 0.000 0.000 0.315 0.000 0.000 Available Capacity (c_a), veh/h 0.0 1014.6 0.0 0.0 0.0 1014.6 0.0 0.0 Upstream Filter Factor (I) 0.000 1.000 0.000 0.000 0.000 1.000 0.000 0.000 Uniform Delay (d1), s/veh 0.0 8.3 0.0 0.0 0.0 8.3 0.0 0.0 Incremental Delay (d2), s/veh 0.0 0.8 0.0 0.0 0.0 0.8 0.0 0.0 Initial Queue Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 9.1 0.0 0.0 0.0 9.1 0.0 0.0 First-Term Queue (Q1), veh/ln 0.0 2.3 0.0 0.0 0.0 2.3 0.0 0.0 Second-Term Queue (Q2), veh/ln 0.0 0.2 0.0 0.0 0.0 0.2 0.0 0.0 Third-Term Queue (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Percentile bk-of-que factor (f_B%) 0.000 1.000 0.000 1.000 0.000 1.000 0.000 1.000 Percentile Back of Queue (Q%), veh/ln 0.0 2.5 0.0 0.0 0.0 2.6 0.0 0.0 Percentile Storage Ratio (RQ%) 0.00 0.22 0.00 0.00 0.00 0.14 0.00 0.00 HCM 2010 Signalized Intersection Capacity Analysis 3: S College Ave 7/20/2012 4/6/2012 Baseline Synchro 8 Report Page 3 Initial Queue (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Queue (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Saturated Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Saturated Queue (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Saturated Capacity (cs), veh/h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Initial Queue Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data Assigned Movement 0 12 0 14 0 16 0 18 Lane Assignment T+R T+R T+R T+R Lanes in Group 0 1 0 1 0 1 0 1 Group Volume (v), veh/h 0.0 318.4 0.0 141.3 0.0 323.3 0.0 59.8 Group Sat. Flow (s), veh/h/ln 0.0 1811.9 0.0 1643.4 0.0 1783.9 0.0 1788.2 Queue Serve Time (g_s), s 0.0 6.8 0.0 5.0 0.0 7.1 0.0 1.8 Cycle Queue Clear Time (g_c), s 0.0 6.8 0.0 5.0 0.0 7.1 0.0 1.8 Prot RT Sat Flow Rate (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff. Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Proportion RT Outside Lane (P_R) 0.000 0.150 0.000 0.708 0.000 0.242 0.000 0.236 Lane Group Capacity (c), veh/h 0.0 1038.8 0.0 482.1 0.0 1022.7 0.0 524.5 Volume-to-Capacity Ratio (X) 0.000 0.306 0.000 0.293 0.000 0.316 0.000 0.114 Available Capacity (c_a), veh/h 0.0 1038.8 0.0 482.1 0.0 1022.7 0.0 524.5 Upstream Filter Factor (I) 0.000 1.000 0.000 1.000 0.000 1.000 0.000 1.000 Uniform Delay (d1), s/veh 0.0 8.3 0.0 20.5 0.0 8.3 0.0 19.4 Incremental Delay (d2), s/veh 0.0 0.8 0.0 1.5 0.0 0.8 0.0 0.4 Initial Queue Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 9.0 0.0 22.0 0.0 9.1 0.0 19.8 First-Term Queue (Q1), veh/ln 0.0 2.3 0.0 1.8 0.0 2.4 0.0 0.7 Second-Term Queue (Q2), veh/ln 0.0 0.2 0.0 0.2 0.0 0.2 0.0 0.1 Third-Term Queue (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Percentile bk-of-que factor (f_B%) 0.000 1.000 0.000 1.000 0.000 1.000 0.000 1.000 Percentile Back of Queue (Q%), veh/ln 0.0 2.5 0.0 2.0 0.0 2.6 0.0 0.8 Percentile Storage Ratio (RQ%) 0.00 0.22 0.00 0.12 0.00 0.14 0.00 0.09 Initial Queue (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Queue (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Saturated Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Saturated Queue (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Saturated Capacity (cs), veh/h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Initial Queue Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM Average Control Delay 11.6 HCM Level of Service B HCM 2010 Signalized Intersection Capacity Analysis 6: W Magnolia St & S Mason St 7/20/2012 4/6/2012 Baseline Synchro 8 Report Page 4 HCM 2010 TWSC 6: W Magnolia St & S Mason St 7/20/2012 4/6/2012 Baseline Synchro 8 Report Page 5 Intersection Intersection Delay (sec/veh): 6.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Volume (vph) 10 55 10 20 108 52 16 172 24 13 45 8 Conflicting Peds.(#/hr) 1 0 0 0 0 1 6 0 7 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free Right Turn Channelized None None None None None None None None None None None None Storage Length 55 0 0 55 0 0 0 0 Median Width 28 28 12 12 Grade (%) 0% 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles(%) 2 2 2 2 2 2 2 2 2 2 2 2 Movement Flow Rate 11 60 11 22 117 57 17 187 26 14 49 9 Number of Lanes 1 1 0 1 1 0 1 1 0 1 1 0 Major/Minor Minor 1 Minor 1 Major 1 Major 2 Conflicting Flow Rate - All 405 332 61 360 323 201 59 0 0 214 0 0 Stage 1 83 83 0 236 236 0 0 0 0 0 0 0 Stage 2 322 249 0 124 87 0 0 0 0 0 0 0 Follow-up Headway 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 0 0 Pot Capacity-1 Maneuver 556 588 1008 596 595 841 1559 - - 1355 - - Stage 1 925 826 - 767 710 - - - - - - - Stage 2 690 701 - 880 823 - - - - - - - Mov Capacity-1 Maneuver 431 575.2 1001 530.6 581.6 840 1558 - - 1354 - - Mov Capacity-2 Maneuver 431 575.2 - 530.6 581.6 - - - - - - - Stage 1 924 817.1 - 766 701.6 - - - - - - - Stage 2 530 692.7 - 794 814.1 - - - - - - - Approach EB WB NB SB HCM Control Delay (s) 11.867 12.544 0.6 1.5 HCM LOS B B A A Lane NBL NBT NBR EBLn1 EBLn2 WBLn1 WBLn2 SBL SBT SBR Capacity (vph) 431 615 531 646 HCM Control Delay (s) 7.337 - - 13.6 11.6 12.1 12.6 7.687 - - HCM Lane VC Ratio 0.011 - - 0.025 0.115 0.041 0.269 0.01 - - HCM Lane LOS A - - B B B B A - - HCM 95th Percentile Queue (veh) 0.034 - - 0.078 0.387 0.128 1.085 0.032 - - HCM 2010 Signalized Intersection Capacity Analysis 3: S College Ave 7/20/2012 4/6/2012 Baseline Synchro 8 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 20 38 64 14 46 17 114 701 58 18 684 30 Movement Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Queue, veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj. Factor (A_pbT) 1.00 0.99 0.99 1.00 1.00 0.99 1.00 0.99 Parking, Bus Adj. Factors 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Sat. Flow Rate, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 Lanes 1 1 0 1 1 0 1 2 0 1 2 0 Lane Assignment Capacity, veh/h 448 182 307 404 381 141 412 1896 157 390 1980 87 Proportion Arriving On Green 0.29 0.29 0.29 0.29 0.29 0.29 0.57 0.57 0.57 0.57 0.57 0.57 Movement Delay, s/veh 20.8 0.0 21.1 21.9 0.0 20.0 15.4 10.1 10.0 12.1 9.8 9.7 Movement LOS C C C B B B B B A A Approach Volume, veh/h 133 84 949 796 Approach Delay, s/veh 21.1 20.3 10.7 9.8 Approach LOS C C B A Timer: 1 2 3 4 5 6 7 8 Assigned Phase 2 4 6 8 Case No 6.0 6.0 6.0 6.0 Phase Duration (G+Y+Rc), s 48.00 27.00 48.00 27.00 Change Period (Y+Rc), s 5.00 5.00 5.00 5.00 Max. Allowable Headway (MAH), s 5.35 5.17 5.35 5.17 Maximum Green Setting (Gmax), s 43.00 22.00 43.00 22.00 Max. Queue Clearance Time (g_c+l1), s 19.68 5.78 12.85 6.47 Green Extension Time (g_e), s 12.79 0.97 14.66 0.95 Probability of Phase Call (p_c) 1.000 1.000 1.000 1.000 Probability of Max Out (p_x) 0.497 0.004 0.381 0.006 Left-Turn Movement Data Assigned Movement 5 7 1 3 Mvmt. Sat Flow, veh/h 691.70 1327.01 660.61 1267.88 Through Movement Data Assigned Movement 2 4 6 8 Mvmt. Sat Flow, veh/h 3307.66 620.52 3453.28 1298.28 Right-Turn Movement Data Assigned Movement 12 14 16 18 Mvmt. Sat Flow, veh/h 273.58 1045.09 151.41 479.80 Left Lane Group Data Assigned Movement 0 5 0 7 0 1 0 3 Lane Assignment L L L L Lanes in Group 0 1 0 1 0 1 0 1 Group Volume (v), veh/h 0.0 123.9 0.0 21.7 0.0 19.6 0.0 15.2 Group Sat. Flow (s), veh/h/ln 0.0 691.7 0.0 1327.0 0.0 660.6 0.0 1267.9 Queue Serve Time (g_s), s 0.0 8.9 0.0 0.9 0.0 1.3 0.0 0.7 Cycle Queue Clear Time (g_c), s 0.0 17.7 0.0 3.0 0.0 10.9 0.0 4.5 HCM 2010 Signalized Intersection Capacity Analysis 3: S College Ave 7/20/2012 4/6/2012 Baseline Synchro 8 Report Page 2 Perm LT Sat Flow Rate (s_l), veh/h/ln 0.0 691.7 0.0 1327.0 0.0 660.6 0.0 1267.9 Shared LT Sat Flow (s_sh), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Eff. Green (g_p), s 0.0 43.0 0.0 22.0 0.0 43.0 0.0 22.0 Perm LT Serve Time (g_u), s 0.0 34.2 0.0 19.9 0.0 33.4 0.0 18.2 Perm LT Que Serve Time (g_ps), s 0.0 8.9 0.0 0.9 0.0 1.3 0.0 0.7 Time to First Blk (g_f), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Proportion LT Inside Lane (P_L) 0.000 1.000 0.000 1.000 0.000 1.000 0.000 1.000 Lane Group Capacity (c), veh/h 0.0 411.6 0.0 447.7 0.0 390.3 0.0 404.0 Volume-to-Capacity Ratio (X) 0.000 0.301 0.000 0.049 0.000 0.050 0.000 0.038 Available Capacity (c_a), veh/h 0.0 411.6 0.0 447.7 0.0 390.3 0.0 404.0 Upstream Filter Factor (I) 0.000 1.000 0.000 1.000 0.000 1.000 0.000 1.000 Uniform Delay (d1), s/veh 0.0 13.5 0.0 20.6 0.0 11.9 0.0 21.8 Incremental Delay (d2), s/veh 0.0 1.9 0.0 0.2 0.0 0.2 0.0 0.2 Initial Queue Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 15.4 0.0 20.8 0.0 12.1 0.0 21.9 First-Term Queue (Q1), veh/ln 0.0 1.3 0.0 0.3 0.0 0.2 0.0 0.2 Second-Term Queue (Q2), veh/ln 0.0 0.2 0.0 0.0 0.0 0.0 0.0 0.0 Third-Term Queue (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Percentile bk-of-que factor (f_B%) 0.000 1.000 0.000 1.000 0.000 1.000 0.000 1.000 Percentile Back of Queue (Q%), veh/ln 0.0 1.5 0.0 0.3 0.0 0.2 0.0 0.2 Percentile Storage Ratio (RQ%) 0.00 0.38 0.00 0.14 0.00 0.05 0.00 0.10 Initial Queue (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Queue (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Saturated Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Saturated Queue (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Saturated Capacity (cs), veh/h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Initial Queue Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data Assigned Movement 0 2 0 4 0 6 0 8 Lane Assignment T T Lanes in Group 0 1 0 0 0 1 0 0 Group Volume (v), veh/h 0.0 407.5 0.0 0.0 0.0 380.9 0.0 0.0 Group Sat. Flow (s), veh/h/ln 0.0 1769.6 0.0 0.0 0.0 1769.6 0.0 0.0 Queue Serve Time (g_s), s 0.0 9.6 0.0 0.0 0.0 8.8 0.0 0.0 Cycle Queue Clear Time (g_c), s 0.0 9.6 0.0 0.0 0.0 8.8 0.0 0.0 Lane Group Capacity (c), veh/h 0.0 1014.6 0.0 0.0 0.0 1014.6 0.0 0.0 Volume-to-Capacity Ratio (X) 0.000 0.402 0.000 0.000 0.000 0.375 0.000 0.000 Available Capacity (c_a), veh/h 0.0 1014.6 0.0 0.0 0.0 1014.6 0.0 0.0 Upstream Filter Factor (I) 0.000 1.000 0.000 0.000 0.000 1.000 0.000 0.000 Uniform Delay (d1), s/veh 0.0 8.9 0.0 0.0 0.0 8.7 0.0 0.0 Incremental Delay (d2), s/veh 0.0 1.2 0.0 0.0 0.0 1.1 0.0 0.0 Initial Queue Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 10.1 0.0 0.0 0.0 9.8 0.0 0.0 First-Term Queue (Q1), veh/ln 0.0 3.2 0.0 0.0 0.0 2.9 0.0 0.0 Second-Term Queue (Q2), veh/ln 0.0 0.3 0.0 0.0 0.0 0.3 0.0 0.0 Third-Term Queue (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Percentile bk-of-que factor (f_B%) 0.000 1.000 0.000 1.000 0.000 1.000 0.000 1.000 Percentile Back of Queue (Q%), veh/ln 0.0 3.5 0.0 0.0 0.0 3.2 0.0 0.0 Percentile Storage Ratio (RQ%) 0.00 0.31 0.00 0.00 0.00 0.18 0.00 0.00 HCM 2010 Signalized Intersection Capacity Analysis 3: S College Ave 7/20/2012 4/6/2012 Baseline Synchro 8 Report Page 3 Initial Queue (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Queue (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Saturated Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Saturated Queue (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Saturated Capacity (cs), veh/h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Initial Queue Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data Assigned Movement 0 12 0 14 0 16 0 18 Lane Assignment T+R T+R T+R T+R Lanes in Group 0 1 0 1 0 1 0 1 Group Volume (v), veh/h 0.0 417.5 0.0 110.9 0.0 395.2 0.0 68.5 Group Sat. Flow (s), veh/h/ln 0.0 1811.6 0.0 1665.6 0.0 1835.1 0.0 1778.1 Queue Serve Time (g_s), s 0.0 9.6 0.0 3.8 0.0 8.8 0.0 2.1 Cycle Queue Clear Time (g_c), s 0.0 9.6 0.0 3.8 0.0 8.8 0.0 2.1 Prot RT Sat Flow Rate (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff. Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Proportion RT Outside Lane (P_R) 0.000 0.151 0.000 0.627 0.000 0.083 0.000 0.270 Lane Group Capacity (c), veh/h 0.0 1038.7 0.0 488.6 0.0 1052.1 0.0 521.6 Volume-to-Capacity Ratio (X) 0.000 0.402 0.000 0.227 0.000 0.376 0.000 0.131 Available Capacity (c_a), veh/h 0.0 1038.7 0.0 488.6 0.0 1052.1 0.0 521.6 Upstream Filter Factor (I) 0.000 1.000 0.000 1.000 0.000 1.000 0.000 1.000 Uniform Delay (d1), s/veh 0.0 8.9 0.0 20.1 0.0 8.7 0.0 19.5 Incremental Delay (d2), s/veh 0.0 1.2 0.0 1.1 0.0 1.0 0.0 0.5 Initial Queue Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 10.0 0.0 21.1 0.0 9.7 0.0 20.0 First-Term Queue (Q1), veh/ln 0.0 3.3 0.0 1.4 0.0 3.0 0.0 0.8 Second-Term Queue (Q2), veh/ln 0.0 0.3 0.0 0.1 0.0 0.3 0.0 0.1 Third-Term Queue (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Percentile bk-of-que factor (f_B%) 0.000 1.000 0.000 1.000 0.000 1.000 0.000 1.000 Percentile Back of Queue (Q%), veh/ln 0.0 3.6 0.0 1.6 0.0 3.3 0.0 0.9 Percentile Storage Ratio (RQ%) 0.00 0.32 0.00 0.09 0.00 0.18 0.00 0.10 Initial Queue (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Queue (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Saturated Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Saturated Queue (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Saturated Capacity (cs), veh/h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Initial Queue Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM Average Control Delay 11.5 HCM Level of Service B HCM 2010 Signalized Intersection Capacity Analysis 6: W Magnolia St & S Mason St 7/20/2012 4/6/2012 Baseline Synchro 8 Report Page 4 HCM 2010 TWSC 6: W Magnolia St & S Mason St 7/20/2012 4/6/2012 Baseline Synchro 8 Report Page 5 Intersection Intersection Delay (sec/veh): 6.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Volume (vph) 13 59 13 18 118 46 21 224 16 12 58 12 Conflicting Peds.(#/hr) 1 0 0 0 0 1 6 0 7 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free Right Turn Channelized None None None None None None None None None None None None Storage Length 55 0 0 55 0 0 0 0 Median Width 28 28 12 12 Grade (%) 0% 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles(%) 2 2 2 2 2 2 2 2 2 2 2 2 Movement Flow Rate 14 64 14 20 128 50 23 243 17 13 63 13 Number of Lanes 1 1 0 1 1 0 1 1 0 1 1 0 Major/Minor Minor 1 Minor 1 Major 1 Major 2 Conflicting Flow Rate - All 484 405 78 441 402 253 77 0 0 262 0 0 Stage 1 97 97 0 299 299 0 0 0 0 0 0 0 Stage 2 387 308 0 142 103 0 0 0 0 0 0 0 Follow-up Headway 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 0 0 Pot Capacity-1 Maneuver 493 535 981 527 537 786 1536 - - 1305 - - Stage 1 910 815 - 710 666 - - - - - - - Stage 2 637 660 - 861 810 - - - - - - - Mov Capacity-1 Maneuver 367.2 521.3 974 458.6 522.8 785 1535 - - 1304 - - Mov Capacity-2 Maneuver 367.2 521.3 - 458.6 522.8 - - - - - - - Stage 1 909 806.2 - 709 655.5 - - - - - - - Stage 2 472.5 649.6 - 768.7 801.2 - - - - - - - Approach EB WB NB SB HCM Control Delay (s) 12.744 13.921 0.6 1.1 HCM LOS B B A A Lane NBL NBT NBR EBLn1 EBLn2 WBLn1 WBLn2 SBL SBT SBR Capacity (vph) 367 569 459 577 HCM Control Delay (s) 7.381 - - 15.2 12.3 13.2 14 7.789 - - HCM Lane VC Ratio 0.015 - - 0.039 0.138 0.043 0.309 0.01 - - HCM Lane LOS A - - C B B B A - - HCM 95th Percentile Queue (veh) 0.045 - - 0.12 0.475 0.133 1.307 0.03 - - HCM 2010 Signalized Intersection Capacity Analysis 3: S College Ave 7/20/2012 4/6/2012 Baseline Synchro 8 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 69 46 105 13 51 16 155 673 56 17 655 78 Movement Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Queue, veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj. Factor (A_pbT) 1.00 0.99 0.99 1.00 1.00 0.99 1.00 0.99 Parking, Bus Adj. Factors 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Sat. Flow Rate, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 Lanes 1 1 0 1 1 0 1 2 0 1 2 0 Lane Assignment Capacity, veh/h 444 147 336 356 399 125 402 1895 158 404 1826 217 Proportion Arriving On Green 0.29 0.29 0.29 0.29 0.29 0.29 0.57 0.57 0.57 0.57 0.57 0.57 Movement Delay, s/veh 22.4 0.0 22.7 23.6 0.0 20.1 18.3 9.9 9.9 11.8 9.9 9.9 Movement LOS C C C C B A A B A A Approach Volume, veh/h 239 87 961 815 Approach Delay, s/veh 22.6 20.6 11.3 10.0 Approach LOS C C B A Timer: 1 2 3 4 5 6 7 8 Assigned Phase 2 4 6 8 Case No 6.0 6.0 6.0 6.0 Phase Duration (G+Y+Rc), s 48.00 27.00 48.00 27.00 Change Period (Y+Rc), s 5.00 5.00 5.00 5.00 Max. Allowable Headway (MAH), s 5.40 5.04 5.40 5.04 Maximum Green Setting (Gmax), s 43.00 22.00 43.00 22.00 Max. Queue Clearance Time (g_c+l1), s 24.84 7.87 12.24 8.56 Green Extension Time (g_e), s 11.25 1.41 15.32 1.38 Probability of Phase Call (p_c) 1.000 1.000 1.000 1.000 Probability of Max Out (p_x) 0.628 0.028 0.397 0.037 Left-Turn Movement Data Assigned Movement 5 7 1 3 Mvmt. Sat Flow, veh/h 678.53 1321.79 680.97 1209.69 Through Movement Data Assigned Movement 2 4 6 8 Mvmt. Sat Flow, veh/h 3306.03 501.66 3184.21 1360.57 Right-Turn Movement Data Assigned Movement 12 14 16 18 Mvmt. Sat Flow, veh/h 274.95 1145.09 378.93 426.85 Left Lane Group Data Assigned Movement 0 5 0 7 0 1 0 3 Lane Assignment L L L L Lanes in Group 0 1 0 1 0 1 0 1 Group Volume (v), veh/h 0.0 168.5 0.0 75.0 0.0 18.5 0.0 14.1 Group Sat. Flow (s), veh/h/ln 0.0 678.5 0.0 1321.8 0.0 681.0 0.0 1209.7 Queue Serve Time (g_s), s 0.0 13.6 0.0 3.3 0.0 1.1 0.0 0.7 Cycle Queue Clear Time (g_c), s 0.0 22.8 0.0 5.6 0.0 10.2 0.0 6.6 HCM 2010 Signalized Intersection Capacity Analysis 3: S College Ave 7/20/2012 4/6/2012 Baseline Synchro 8 Report Page 2 Perm LT Sat Flow Rate (s_l), veh/h/ln 0.0 678.5 0.0 1321.8 0.0 681.0 0.0 1209.7 Shared LT Sat Flow (s_sh), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Eff. Green (g_p), s 0.0 43.0 0.0 22.0 0.0 43.0 0.0 22.0 Perm LT Serve Time (g_u), s 0.0 33.8 0.0 19.7 0.0 33.9 0.0 16.1 Perm LT Que Serve Time (g_ps), s 0.0 13.6 0.0 3.3 0.0 1.1 0.0 0.7 Time to First Blk (g_f), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Proportion LT Inside Lane (P_L) 0.000 1.000 0.000 1.000 0.000 1.000 0.000 1.000 Lane Group Capacity (c), veh/h 0.0 401.6 0.0 444.1 0.0 403.8 0.0 356.2 Volume-to-Capacity Ratio (X) 0.000 0.420 0.000 0.169 0.000 0.046 0.000 0.040 Available Capacity (c_a), veh/h 0.0 401.6 0.0 444.1 0.0 403.8 0.0 356.2 Upstream Filter Factor (I) 0.000 1.000 0.000 1.000 0.000 1.000 0.000 1.000 Uniform Delay (d1), s/veh 0.0 15.1 0.0 21.6 0.0 11.6 0.0 23.4 Incremental Delay (d2), s/veh 0.0 3.2 0.0 0.8 0.0 0.2 0.0 0.2 Initial Queue Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 18.3 0.0 22.4 0.0 11.8 0.0 23.6 First-Term Queue (Q1), veh/ln 0.0 1.9 0.0 1.0 0.0 0.2 0.0 0.2 Second-Term Queue (Q2), veh/ln 0.0 0.4 0.0 0.1 0.0 0.0 0.0 0.0 Third-Term Queue (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Percentile bk-of-que factor (f_B%) 0.000 1.000 0.000 1.000 0.000 1.000 0.000 1.000 Percentile Back of Queue (Q%), veh/ln 0.0 2.3 0.0 1.1 0.0 0.2 0.0 0.2 Percentile Storage Ratio (RQ%) 0.00 0.58 0.00 0.53 0.00 0.05 0.00 0.10 Initial Queue (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Queue (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Saturated Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Saturated Queue (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Saturated Capacity (cs), veh/h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Initial Queue Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data Assigned Movement 0 2 0 4 0 6 0 8 Lane Assignment T T Lanes in Group 0 1 0 0 0 1 0 0 Group Volume (v), veh/h 0.0 391.4 0.0 0.0 0.0 395.5 0.0 0.0 Group Sat. Flow (s), veh/h/ln 0.0 1769.6 0.0 0.0 0.0 1769.6 0.0 0.0 Queue Serve Time (g_s), s 0.0 9.1 0.0 0.0 0.0 9.2 0.0 0.0 Cycle Queue Clear Time (g_c), s 0.0 9.1 0.0 0.0 0.0 9.2 0.0 0.0 Lane Group Capacity (c), veh/h 0.0 1014.6 0.0 0.0 0.0 1014.6 0.0 0.0 Volume-to-Capacity Ratio (X) 0.000 0.386 0.000 0.000 0.000 0.390 0.000 0.000 Available Capacity (c_a), veh/h 0.0 1014.6 0.0 0.0 0.0 1014.6 0.0 0.0 Upstream Filter Factor (I) 0.000 1.000 0.000 0.000 0.000 1.000 0.000 0.000 Uniform Delay (d1), s/veh 0.0 8.8 0.0 0.0 0.0 8.8 0.0 0.0 Incremental Delay (d2), s/veh 0.0 1.1 0.0 0.0 0.0 1.1 0.0 0.0 Initial Queue Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 9.9 0.0 0.0 0.0 9.9 0.0 0.0 First-Term Queue (Q1), veh/ln 0.0 3.0 0.0 0.0 0.0 3.1 0.0 0.0 Second-Term Queue (Q2), veh/ln 0.0 0.3 0.0 0.0 0.0 0.3 0.0 0.0 Third-Term Queue (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Percentile bk-of-que factor (f_B%) 0.000 1.000 0.000 1.000 0.000 1.000 0.000 1.000 Percentile Back of Queue (Q%), veh/ln 0.0 3.3 0.0 0.0 0.0 3.4 0.0 0.0 Percentile Storage Ratio (RQ%) 0.00 0.29 0.00 0.00 0.00 0.19 0.00 0.00 HCM 2010 Signalized Intersection Capacity Analysis 3: S College Ave 7/20/2012 4/6/2012 Baseline Synchro 8 Report Page 3 Initial Queue (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Queue (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Saturated Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Saturated Queue (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Saturated Capacity (cs), veh/h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Initial Queue Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data Assigned Movement 0 12 0 14 0 16 0 18 Lane Assignment T+R T+R T+R T+R Lanes in Group 0 1 0 1 0 1 0 1 Group Volume (v), veh/h 0.0 401.0 0.0 164.1 0.0 401.3 0.0 72.8 Group Sat. Flow (s), veh/h/ln 0.0 1811.4 0.0 1646.8 0.0 1793.5 0.0 1787.4 Queue Serve Time (g_s), s 0.0 9.1 0.0 5.9 0.0 9.2 0.0 2.3 Cycle Queue Clear Time (g_c), s 0.0 9.1 0.0 5.9 0.0 9.2 0.0 2.3 Prot RT Sat Flow Rate (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff. Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Proportion RT Outside Lane (P_R) 0.000 0.152 0.000 0.695 0.000 0.211 0.000 0.239 Lane Group Capacity (c), veh/h 0.0 1038.5 0.0 483.0 0.0 1028.3 0.0 524.3 Volume-to-Capacity Ratio (X) 0.000 0.386 0.000 0.340 0.000 0.390 0.000 0.139 Available Capacity (c_a), veh/h 0.0 1038.5 0.0 483.0 0.0 1028.3 0.0 524.3 Upstream Filter Factor (I) 0.000 1.000 0.000 1.000 0.000 1.000 0.000 1.000 Uniform Delay (d1), s/veh 0.0 8.8 0.0 20.8 0.0 8.8 0.0 19.5 Incremental Delay (d2), s/veh 0.0 1.1 0.0 1.9 0.0 1.1 0.0 0.6 Initial Queue Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 9.9 0.0 22.7 0.0 9.9 0.0 20.1 First-Term Queue (Q1), veh/ln 0.0 3.1 0.0 2.2 0.0 3.1 0.0 0.9 Second-Term Queue (Q2), veh/ln 0.0 0.3 0.0 0.3 0.0 0.3 0.0 0.1 Third-Term Queue (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Percentile bk-of-que factor (f_B%) 0.000 1.000 0.000 1.000 0.000 1.000 0.000 1.000 Percentile Back of Queue (Q%), veh/ln 0.0 3.4 0.0 2.4 0.0 3.4 0.0 1.0 Percentile Storage Ratio (RQ%) 0.00 0.30 0.00 0.14 0.00 0.19 0.00 0.11 Initial Queue (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Queue (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Saturated Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Saturated Queue (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Saturated Capacity (cs), veh/h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Initial Queue Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM Average Control Delay 12.5 HCM Level of Service B HCM 2010 Signalized Intersection Capacity Analysis 6: W Magnolia St & S Mason St 7/20/2012 4/6/2012 Baseline Synchro 8 Report Page 4 HCM 2010 TWSC 6: W Magnolia St & S Mason St 7/20/2012 4/6/2012 Baseline Synchro 8 Report Page 5 Intersection Intersection Delay (sec/veh): 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Volume (vph) 12 67 12 23 131 61 20 216 27 16 57 11 Conflicting Peds.(#/hr) 1 0 0 0 0 1 6 0 7 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free Right Turn Channelized None None None None None None None None None None None None Storage Length 55 0 0 55 0 0 0 0 Median Width 28 28 12 12 Grade (%) 0% 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles(%) 2 2 2 2 2 2 2 2 2 2 2 2 Movement Flow Rate 13 73 13 25 142 66 22 235 29 17 62 12 Number of Lanes 1 1 0 1 1 0 1 1 0 1 1 0 Major/Minor Minor 1 Minor 1 Major 1 Major 2 Conflicting Flow Rate - All 501 413 76 447 404 250 75 0 0 265 0 0 Stage 1 104 104 0 294 294 0 0 0 0 0 0 0 Stage 2 397 309 0 153 110 0 0 0 0 0 0 0 Follow-up Headway 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 0 0 Pot Capacity-1 Maneuver 480 529 986 522 536 790 1531 - - 1301 - - Stage 1 902 809 - 714 670 - - - - - - - Stage 2 629 660 - 849 804 - - - - - - - Mov Capacity-1 Maneuver 339.8 514.4 979 446.9 520.8 789 1530 - - 1300 - - Mov Capacity-2 Maneuver 339.8 514.4 - 446.9 520.8 - - - - - - - Stage 1 901 797.8 - 713 660.1 - - - - - - - Stage 2 445.5 650.2 - 746.9 792.9 - - - - - - - Approach EB WB NB SB HCM Control Delay (s) 13.135 14.482 0.6 1.5 HCM LOS B B A A Lane NBL NBT NBR EBLn1 EBLn2 WBLn1 WBLn2 SBL SBT SBR Capacity (vph) 340 554 447 584 HCM Control Delay (s) 7.387 - - 16 12.7 13.5 14.6 7.807 - - HCM Lane VC Ratio 0.014 - - 0.038 0.155 0.056 0.357 0.013 - - HCM Lane LOS A - - C B B B A - - HCM 95th Percentile Queue (veh) 0.043 - - 0.119 0.545 0.177 1.613 0.041 - - HCM 2010 Signalized Intersection Capacity Analysis 3: S College Ave 6/11/2012 4/4/2012 Baseline Synchro 8 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 39 93 125 30 57 9 37 709 24 38 954 31 Movement Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Queue, veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj. Factor (A_pbT) 1.00 0.99 0.99 1.00 1.00 0.99 1.00 0.99 Parking, Bus Adj. Factors 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Sat. Flow Rate, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 Lanes 1 1 0 1 1 0 1 2 0 1 2 0 Lane Assignment Capacity, veh/h 676 287 386 522 628 99 257 1397 47 336 1399 45 Proportion Arriving On Green 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 Movement Delay, s/veh 8.2 0.0 9.8 10.3 0.0 7.8 17.0 12.3 12.2 13.4 17.1 16.9 Movement LOS A A B A B B B B B B Approach Volume, veh/h 279 104 837 1112 Approach Delay, s/veh 9.6 8.5 12.5 16.8 Approach LOS A A B B Timer: 1 2 3 4 5 6 7 8 Assigned Phase 2 4 6 8 Case No 6.0 6.0 6.0 6.0 Phase Duration (G+Y+Rc), s 20.00 20.00 20.00 20.00 Change Period (Y+Rc), s 4.00 4.00 4.00 4.00 Max. Allowable Headway (MAH), s 5.33 5.16 5.33 5.16 Maximum Green Setting (Gmax), s 16.00 16.00 16.00 16.00 Max. Queue Clearance Time (g_c+l1), s 14.95 5.93 12.11 6.76 Green Extension Time (g_e), s 0.94 1.51 3.30 1.43 Probability of Phase Call (p_c) 1.000 1.000 1.000 1.000 Probability of Max Out (p_x) 1.000 0.196 1.000 0.258 Left-Turn Movement Data Assigned Movement 5 7 1 3 Mvmt. Sat Flow, veh/h 524.42 1322.22 677.43 1132.66 Through Movement Data Assigned Movement 2 4 6 8 Mvmt. Sat Flow, veh/h 3492.08 717.98 3497.93 1570.75 Right-Turn Movement Data Assigned Movement 12 14 16 18 Mvmt. Sat Flow, veh/h 118.19 965.02 113.66 248.01 Left Lane Group Data Assigned Movement 0 5 0 7 0 1 0 3 Lane Assignment L L L L Lanes in Group 0 1 0 1 0 1 0 1 Group Volume (v), veh/h 0.0 40.2 0.0 42.4 0.0 41.3 0.0 32.6 Group Sat. Flow (s), veh/h/ln 0.0 524.4 0.0 1322.2 0.0 677.4 0.0 1132.7 Queue Serve Time (g_s), s 0.0 2.8 0.0 0.8 0.0 2.0 0.0 0.8 Cycle Queue Clear Time (g_c), s 0.0 12.9 0.0 1.8 0.0 8.8 0.0 4.8 HCM 2010 Signalized Intersection Capacity Analysis 3: S College Ave 6/11/2012 4/4/2012 Baseline Synchro 8 Report Page 2 Perm LT Sat Flow Rate (s_l), veh/h/ln 0.0 524.4 0.0 1322.2 0.0 677.4 0.0 1132.7 Shared LT Sat Flow (s_sh), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Eff. Green (g_p), s 0.0 16.0 0.0 16.0 0.0 16.0 0.0 16.0 Perm LT Serve Time (g_u), s 0.0 5.9 0.0 15.0 0.0 9.2 0.0 12.1 Perm LT Que Serve Time (g_ps), s 0.0 2.8 0.0 0.8 0.0 2.0 0.0 0.8 Time to First Blk (g_f), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Proportion LT Inside Lane (P_L) 0.000 1.000 0.000 1.000 0.000 1.000 0.000 1.000 Lane Group Capacity (c), veh/h 0.0 257.2 0.0 676.3 0.0 335.8 0.0 521.7 Volume-to-Capacity Ratio (X) 0.000 0.156 0.000 0.063 0.000 0.123 0.000 0.063 Available Capacity (c_a), veh/h 0.0 257.2 0.0 676.3 0.0 335.8 0.0 521.7 Upstream Filter Factor (I) 0.000 1.000 0.000 1.000 0.000 1.000 0.000 1.000 Uniform Delay (d1), s/veh 0.0 15.8 0.0 8.1 0.0 12.6 0.0 10.0 Incremental Delay (d2), s/veh 0.0 1.3 0.0 0.2 0.0 0.8 0.0 0.2 Initial Queue Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 17.0 0.0 8.2 0.0 13.4 0.0 10.3 First-Term Queue (Q1), veh/ln 0.0 0.3 0.0 0.2 0.0 0.3 0.0 0.2 Second-Term Queue (Q2), veh/ln 0.0 0.1 0.0 0.0 0.0 0.1 0.0 0.0 Third-Term Queue (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Percentile bk-of-que factor (f_B%) 0.000 1.000 0.000 1.000 0.000 1.000 0.000 1.000 Percentile Back of Queue (Q%), veh/ln 0.0 0.4 0.0 0.2 0.0 0.3 0.0 0.2 Percentile Storage Ratio (RQ%) 0.00 0.10 0.00 0.10 0.00 0.08 0.00 0.09 Initial Queue (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Queue (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Saturated Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Saturated Queue (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Saturated Capacity (cs), veh/h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Initial Queue Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data Assigned Movement 0 2 0 4 0 6 0 8 Lane Assignment T T Lanes in Group 0 1 0 0 0 1 0 0 Group Volume (v), veh/h 0.0 390.5 0.0 0.0 0.0 524.6 0.0 0.0 Group Sat. Flow (s), veh/h/ln 0.0 1769.6 0.0 0.0 0.0 1769.6 0.0 0.0 Queue Serve Time (g_s), s 0.0 6.8 0.0 0.0 0.0 10.1 0.0 0.0 Cycle Queue Clear Time (g_c), s 0.0 6.8 0.0 0.0 0.0 10.1 0.0 0.0 Lane Group Capacity (c), veh/h 0.0 707.8 0.0 0.0 0.0 707.8 0.0 0.0 Volume-to-Capacity Ratio (X) 0.000 0.552 0.000 0.000 0.000 0.741 0.000 0.000 Available Capacity (c_a), veh/h 0.0 707.8 0.0 0.0 0.0 707.8 0.0 0.0 Upstream Filter Factor (I) 0.000 1.000 0.000 0.000 0.000 1.000 0.000 0.000 Uniform Delay (d1), s/veh 0.0 9.2 0.0 0.0 0.0 10.2 0.0 0.0 Incremental Delay (d2), s/veh 0.0 3.1 0.0 0.0 0.0 6.9 0.0 0.0 Initial Queue Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 12.3 0.0 0.0 0.0 17.1 0.0 0.0 First-Term Queue (Q1), veh/ln 0.0 1.9 0.0 0.0 0.0 2.8 0.0 0.0 Second-Term Queue (Q2), veh/ln 0.0 0.6 0.0 0.0 0.0 1.4 0.0 0.0 Third-Term Queue (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Percentile bk-of-que factor (f_B%) 0.000 1.000 0.000 1.000 0.000 1.000 0.000 1.000 Percentile Back of Queue (Q%), veh/ln 0.0 2.5 0.0 0.0 0.0 4.2 0.0 0.0 Percentile Storage Ratio (RQ%) 0.00 0.22 0.00 0.00 0.00 0.23 0.00 0.00 HCM 2010 Signalized Intersection Capacity Analysis 3: S College Ave 6/11/2012 4/4/2012 Baseline Synchro 8 Report Page 3 Initial Queue (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Queue (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Saturated Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Saturated Queue (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Saturated Capacity (cs), veh/h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Initial Queue Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data Assigned Movement 0 12 0 14 0 16 0 18 Lane Assignment T+R T+R T+R T+R Lanes in Group 0 1 0 1 0 1 0 1 Group Volume (v), veh/h 0.0 406.3 0.0 237.0 0.0 546.1 0.0 71.7 Group Sat. Flow (s), veh/h/ln 0.0 1840.7 0.0 1683.0 0.0 1842.0 0.0 1818.8 Queue Serve Time (g_s), s 0.0 6.8 0.0 3.9 0.0 10.1 0.0 1.0 Cycle Queue Clear Time (g_c), s 0.0 6.8 0.0 3.9 0.0 10.1 0.0 1.0 Prot RT Sat Flow Rate (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff. Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Proportion RT Outside Lane (P_R) 0.000 0.064 0.000 0.573 0.000 0.062 0.000 0.136 Lane Group Capacity (c), veh/h 0.0 736.3 0.0 673.2 0.0 736.8 0.0 727.5 Volume-to-Capacity Ratio (X) 0.000 0.552 0.000 0.352 0.000 0.741 0.000 0.099 Available Capacity (c_a), veh/h 0.0 736.3 0.0 673.2 0.0 736.8 0.0 727.5 Upstream Filter Factor (I) 0.000 1.000 0.000 1.000 0.000 1.000 0.000 1.000 Uniform Delay (d1), s/veh 0.0 9.2 0.0 8.4 0.0 10.2 0.0 7.5 Incremental Delay (d2), s/veh 0.0 3.0 0.0 1.4 0.0 6.6 0.0 0.3 Initial Queue Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 12.2 0.0 9.8 0.0 16.9 0.0 7.8 First-Term Queue (Q1), veh/ln 0.0 2.0 0.0 1.0 0.0 2.9 0.0 0.3 Second-Term Queue (Q2), veh/ln 0.0 0.6 0.0 0.3 0.0 1.4 0.0 0.1 Third-Term Queue (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Percentile bk-of-que factor (f_B%) 0.000 1.000 0.000 1.000 0.000 1.000 0.000 1.000 Percentile Back of Queue (Q%), veh/ln 0.0 2.6 0.0 1.3 0.0 4.3 0.0 0.3 Percentile Storage Ratio (RQ%) 0.00 0.23 0.00 0.19 0.00 0.23 0.00 0.04 Initial Queue (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Queue (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Saturated Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Saturated Queue (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Saturated Capacity (cs), veh/h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Initial Queue Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM Average Control Delay 14.0 HCM Level of Service B HCM 2010 Signalized Intersection Capacity Analysis 6: W Magnolia St & S Mason St 6/11/2012 4/4/2012 Baseline Synchro 8 Report Page 4 HCM 2010 TWSC 6: W Magnolia St & S Mason St 6/11/2012 4/4/2012 Baseline Synchro 8 Report Page 5 Intersection Intersection Delay (sec/veh): -0.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Volume (vph) 12 121 44 36 94 15 13 156 21 11 55 11 Conflicting Peds.(#/hr) 5 0 0 0 0 5 9 0 11 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free Right Turn Channelized None None None None None None None None None None None None Storage Length 55 0 0 55 0 0 0 0 Median Width 12 12 12 12 Grade (%) 0% 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles(%) 2 2 2 2 2 2 2 2 2 2 2 2 Movement Flow Rate 13 132 48 39 102 16 14 170 23 12 60 12 Number of Lanes 1 1 0 1 1 0 1 1 0 1 1 0 Major/Minor Minor 1 Minor 1 Major 1 Major 2 Conflicting Flow Rate - All 363 321 1869760359 1869760681 315 186 77 0 0 197 0 0 Stage 1 7.13105558843267E-95 95 279 1.31473942168159E-214 1.42173718105344E-214 1.50661701391733E-47 7.50291417613542E-312 312 279 0 0 0 Stage 2 7.13105559275836E-268 226 279 1869760467 1.24369189063186E-1.08221785339723E-101 1.16709768503584E-43 1.67637669154222E-312 312 312 0 0 0 Follow-up Headway 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 0 0 Pot Capacity-1 Maneuver 593 596 ~ ~ 601 858 1536 - - 1380 - - Stage 1 912 816 - 788 725 - - - - - - - Stage 2 738 717 - ~ 811 - - - - - - - Mov Capacity-1 Maneuver 498.9 588.2 ~ ~ 590.6 854 1530 - - 1374 - - Mov Capacity-2 Maneuver 498.9 588.2 - ~ 590.6 - - - - - - - Stage 1 908 805.3 - 785 722 - - - - - - - Stage 2 621.5 714 - ~ 800.4 - - - - - - - Approach EB WB NB SB HCM Control Delay (s) -1.054 -1.142 0.5 1.1 HCM LOS N N A A Lane NBL NBT NBR EBLn1 EBLn2 WBLn1 WBLn2 SBL SBT SBR Capacity (vph) ~ - ~ - HCM Control Delay (s) 7.375 - - ~ - ~ - 7.643 - - HCM Lane VC Ratio 0.009 - - ~ - ~ - 0.009 - - HCM Lane LOS A - - - - - - A - - HCM 95th Percentile Queue (veh) 0.028 - - ~ - ~ - 0.026 - - HCM 2010 Signalized Intersection Capacity Analysis 3: S College Ave 6/11/2012 4/4/2012 Baseline Synchro 8 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 39 93 125 30 57 9 37 709 24 38 954 31 Movement Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Queue, veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj. Factor (A_pbT) 1.00 0.99 0.99 1.00 1.00 0.99 1.00 0.99 Parking, Bus Adj. Factors 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Sat. Flow Rate, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 Lanes 1 1 0 1 1 0 1 2 0 1 2 0 Lane Assignment Capacity, veh/h 676 287 386 522 628 99 257 1397 47 336 1399 45 Proportion Arriving On Green 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 Movement Delay, s/veh 8.2 0.0 9.8 10.3 0.0 7.8 17.1 12.3 12.2 13.4 17.1 16.9 Movement LOS A A B A B B B B B B Approach Volume, veh/h 279 104 837 1112 Approach Delay, s/veh 9.6 8.5 12.5 16.8 Approach LOS A A B B Timer: 1 2 3 4 5 6 7 8 Assigned Phase 2 4 6 8 Case No 6.0 6.0 6.0 6.0 Phase Duration (G+Y+Rc), s 20.00 20.00 20.00 20.00 Change Period (Y+Rc), s 4.00 4.00 4.00 4.00 Max. Allowable Headway (MAH), s 5.33 5.16 5.33 5.16 Maximum Green Setting (Gmax), s 16.00 16.00 16.00 16.00 Max. Queue Clearance Time (g_c+l1), s 14.95 5.93 12.12 6.76 Green Extension Time (g_e), s 0.94 1.51 3.30 1.43 Probability of Phase Call (p_c) 1.000 1.000 1.000 1.000 Probability of Max Out (p_x) 1.000 0.196 1.000 0.258 Left-Turn Movement Data Assigned Movement 5 7 1 3 Mvmt. Sat Flow, veh/h 524.14 1322.22 677.43 1132.66 Through Movement Data Assigned Movement 2 4 6 8 Mvmt. Sat Flow, veh/h 3492.08 717.98 3497.48 1570.75 Right-Turn Movement Data Assigned Movement 12 14 16 18 Mvmt. Sat Flow, veh/h 118.19 965.02 113.64 248.01 Left Lane Group Data Assigned Movement 0 5 0 7 0 1 0 3 Lane Assignment L L L L Lanes in Group 0 1 0 1 0 1 0 1 Group Volume (v), veh/h 0.0 40.2 0.0 42.4 0.0 41.3 0.0 32.6 Group Sat. Flow (s), veh/h/ln 0.0 524.1 0.0 1322.2 0.0 677.4 0.0 1132.7 Queue Serve Time (g_s), s 0.0 2.8 0.0 0.8 0.0 2.0 0.0 0.8 Cycle Queue Clear Time (g_c), s 0.0 13.0 0.0 1.8 0.0 8.8 0.0 4.8 HCM 2010 Signalized Intersection Capacity Analysis 3: S College Ave 6/11/2012 4/4/2012 Baseline Synchro 8 Report Page 2 Perm LT Sat Flow Rate (s_l), veh/h/ln 0.0 524.1 0.0 1322.2 0.0 677.4 0.0 1132.7 Shared LT Sat Flow (s_sh), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Eff. Green (g_p), s 0.0 16.0 0.0 16.0 0.0 16.0 0.0 16.0 Perm LT Serve Time (g_u), s 0.0 5.9 0.0 15.0 0.0 9.2 0.0 12.1 Perm LT Que Serve Time (g_ps), s 0.0 2.8 0.0 0.8 0.0 2.0 0.0 0.8 Time to First Blk (g_f), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Proportion LT Inside Lane (P_L) 0.000 1.000 0.000 1.000 0.000 1.000 0.000 1.000 Lane Group Capacity (c), veh/h 0.0 257.1 0.0 676.3 0.0 335.8 0.0 521.7 Volume-to-Capacity Ratio (X) 0.000 0.156 0.000 0.063 0.000 0.123 0.000 0.063 Available Capacity (c_a), veh/h 0.0 257.1 0.0 676.3 0.0 335.8 0.0 521.7 Upstream Filter Factor (I) 0.000 1.000 0.000 1.000 0.000 1.000 0.000 1.000 Uniform Delay (d1), s/veh 0.0 15.8 0.0 8.1 0.0 12.6 0.0 10.0 Incremental Delay (d2), s/veh 0.0 1.3 0.0 0.2 0.0 0.8 0.0 0.2 Initial Queue Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 17.1 0.0 8.2 0.0 13.4 0.0 10.3 First-Term Queue (Q1), veh/ln 0.0 0.3 0.0 0.2 0.0 0.3 0.0 0.2 Second-Term Queue (Q2), veh/ln 0.0 0.1 0.0 0.0 0.0 0.1 0.0 0.0 Third-Term Queue (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Percentile bk-of-que factor (f_B%) 0.000 1.000 0.000 1.000 0.000 1.000 0.000 1.000 Percentile Back of Queue (Q%), veh/ln 0.0 0.4 0.0 0.2 0.0 0.3 0.0 0.2 Percentile Storage Ratio (RQ%) 0.00 0.10 0.00 0.10 0.00 0.08 0.00 0.09 Initial Queue (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Queue (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Saturated Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Saturated Queue (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Saturated Capacity (cs), veh/h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Initial Queue Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data Assigned Movement 0 2 0 4 0 6 0 8 Lane Assignment T T Lanes in Group 0 1 0 0 0 1 0 0 Group Volume (v), veh/h 0.0 390.5 0.0 0.0 0.0 524.6 0.0 0.0 Group Sat. Flow (s), veh/h/ln 0.0 1769.6 0.0 0.0 0.0 1769.6 0.0 0.0 Queue Serve Time (g_s), s 0.0 6.8 0.0 0.0 0.0 10.1 0.0 0.0 Cycle Queue Clear Time (g_c), s 0.0 6.8 0.0 0.0 0.0 10.1 0.0 0.0 Lane Group Capacity (c), veh/h 0.0 707.8 0.0 0.0 0.0 707.8 0.0 0.0 Volume-to-Capacity Ratio (X) 0.000 0.552 0.000 0.000 0.000 0.741 0.000 0.000 Available Capacity (c_a), veh/h 0.0 707.8 0.0 0.0 0.0 707.8 0.0 0.0 Upstream Filter Factor (I) 0.000 1.000 0.000 0.000 0.000 1.000 0.000 0.000 Uniform Delay (d1), s/veh 0.0 9.2 0.0 0.0 0.0 10.2 0.0 0.0 Incremental Delay (d2), s/veh 0.0 3.1 0.0 0.0 0.0 6.9 0.0 0.0 Initial Queue Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 12.3 0.0 0.0 0.0 17.1 0.0 0.0 First-Term Queue (Q1), veh/ln 0.0 1.9 0.0 0.0 0.0 2.8 0.0 0.0 Second-Term Queue (Q2), veh/ln 0.0 0.6 0.0 0.0 0.0 1.4 0.0 0.0 Third-Term Queue (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Percentile bk-of-que factor (f_B%) 0.000 1.000 0.000 1.000 0.000 1.000 0.000 1.000 Percentile Back of Queue (Q%), veh/ln 0.0 2.5 0.0 0.0 0.0 4.2 0.0 0.0 Percentile Storage Ratio (RQ%) 0.00 0.22 0.00 0.00 0.00 0.22 0.00 0.00 HCM 2010 Signalized Intersection Capacity Analysis 3: S College Ave 6/11/2012 4/4/2012 Baseline Synchro 8 Report Page 3 Initial Queue (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Queue (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Saturated Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Saturated Queue (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Saturated Capacity (cs), veh/h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Initial Queue Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data Assigned Movement 0 12 0 14 0 16 0 18 Lane Assignment T+R T+R T+R T+R Lanes in Group 0 1 0 1 0 1 0 1 Group Volume (v), veh/h 0.0 406.3 0.0 237.0 0.0 546.0 0.0 71.7 Group Sat. Flow (s), veh/h/ln 0.0 1840.7 0.0 1683.0 0.0 1841.5 0.0 1818.8 Queue Serve Time (g_s), s 0.0 6.8 0.0 3.9 0.0 10.1 0.0 1.0 Cycle Queue Clear Time (g_c), s 0.0 6.8 0.0 3.9 0.0 10.1 0.0 1.0 Prot RT Sat Flow Rate (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff. Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Proportion RT Outside Lane (P_R) 0.000 0.064 0.000 0.573 0.000 0.062 0.000 0.136 Lane Group Capacity (c), veh/h 0.0 736.3 0.0 673.2 0.0 736.6 0.0 727.5 Volume-to-Capacity Ratio (X) 0.000 0.552 0.000 0.352 0.000 0.741 0.000 0.099 Available Capacity (c_a), veh/h 0.0 736.3 0.0 673.2 0.0 736.6 0.0 727.5 Upstream Filter Factor (I) 0.000 1.000 0.000 1.000 0.000 1.000 0.000 1.000 Uniform Delay (d1), s/veh 0.0 9.2 0.0 8.4 0.0 10.2 0.0 7.5 Incremental Delay (d2), s/veh 0.0 3.0 0.0 1.4 0.0 6.6 0.0 0.3 Initial Queue Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 12.2 0.0 9.8 0.0 16.9 0.0 7.8 First-Term Queue (Q1), veh/ln 0.0 2.0 0.0 1.0 0.0 2.9 0.0 0.3 Second-Term Queue (Q2), veh/ln 0.0 0.6 0.0 0.3 0.0 1.4 0.0 0.1 Third-Term Queue (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Percentile bk-of-que factor (f_B%) 0.000 1.000 0.000 1.000 0.000 1.000 0.000 1.000 Percentile Back of Queue (Q%), veh/ln 0.0 2.6 0.0 1.3 0.0 4.3 0.0 0.3 Percentile Storage Ratio (RQ%) 0.00 0.23 0.00 0.19 0.00 0.23 0.00 0.04 Initial Queue (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Queue (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Saturated Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Saturated Queue (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Saturated Capacity (cs), veh/h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Initial Queue Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM Average Control Delay 14.0 HCM Level of Service B HCM 2010 Signalized Intersection Capacity Analysis 6: W Magnolia St & S Mason St 6/11/2012 4/4/2012 Baseline Synchro 8 Report Page 4 HCM 2010 TWSC 6: W Magnolia St & S Mason St 6/11/2012 4/4/2012 Baseline Synchro 8 Report Page 5 Intersection Intersection Delay (sec/veh): 0 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Volume (vph) 20 157 0 0 97 48 20 226 30 0 0 0 Conflicting Peds.(#/hr) 5 0 0 0 0 5 9 0 11 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Stop Stop Stop Right Turn Channelized None None None None None None None None None None None None Storage Length 55 0 0 55 0 0 0 0 Median Width 12 12 12 12 Grade (%) 0% 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles(%) 2 2 2 2 2 2 2 2 2 2 2 2 Movement Flow Rate 22 171 0 0 105 52 22 246 33 0 0 0 Number of Lanes 1 1 0 0 1 1 1 1 1 0 0 0 Major/Minor Lane Conflicting Flow Rate - All Capacity (vph) Stage 1 HCM Control Delay (s) Stage 2 HCM Lane VC Ratio Follow-up Headway HCM Lane LOS Pot Capacity-1 Maneuver HCM 95th Percentile Queue (veh) Stage 1 Stage 2 Mov Capacity-1 Maneuver Mov Capacity-2 Maneuver Stage 1 Stage 2 Approach HCM Control Delay (s) HCM LOS HCM 2010 Signalized Intersection Capacity Analysis 3: S College Ave 7/20/2012 4/4/2012 Baseline Synchro 8 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 41 98 131 32 60 9 39 744 25 40 1002 33 Movement Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Queue, veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj. Factor (A_pbT) 1.00 0.99 1.00 1.00 1.00 0.99 1.00 1.00 Parking, Bus Adj. Factors 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Sat. Flow Rate, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 Lanes 1 1 0 1 1 0 1 2 0 1 2 0 Lane Assignment Capacity, veh/h 461 221 295 305 485 73 295 2049 69 398 2051 68 Proportion Arriving On Green 0.31 0.31 0.31 0.31 0.31 0.31 0.59 0.59 0.59 0.59 0.59 0.59 Movement Delay, s/veh 20.7 0.0 24.4 26.4 0.0 19.3 15.8 9.5 9.4 12.2 11.2 11.2 Movement LOS C C C B B A A B B B Approach Volume, veh/h 293 110 878 1168 Approach Delay, s/veh 23.8 21.5 9.7 11.2 Approach LOS C C A B Timer: 1 2 3 4 5 6 7 8 Assigned Phase 2 4 6 8 Case No 6.0 6.0 6.0 6.0 Phase Duration (G+Y+Rc), s 48.00 27.00 48.00 27.00 Change Period (Y+Rc), s 4.00 4.00 4.00 4.00 Max. Allowable Headway (MAH), s 5.34 5.17 5.34 5.17 Maximum Green Setting (Gmax), s 44.00 23.00 44.00 23.00 Max. Queue Clearance Time (g_c+l1), s 20.21 11.04 16.03 12.99 Green Extension Time (g_e), s 15.51 1.76 17.25 1.60 Probability of Phase Call (p_c) 1.000 1.000 1.000 1.000 Probability of Max Out (p_x) 0.633 0.115 0.571 0.214 Left-Turn Movement Data Assigned Movement 5 7 1 3 Mvmt. Sat Flow, veh/h 498.49 1318.16 654.12 1121.83 Through Movement Data Assigned Movement 2 4 6 8 Mvmt. Sat Flow, veh/h 3493.44 719.28 3496.41 1583.10 Right-Turn Movement Data Assigned Movement 12 14 16 18 Mvmt. Sat Flow, veh/h 117.37 961.49 115.14 237.47 Left Lane Group Data Assigned Movement 0 5 0 7 0 1 0 3 Lane Assignment L L L L Lanes in Group 0 1 0 1 0 1 0 1 Group Volume (v), veh/h 0.0 42.4 0.0 44.6 0.0 43.5 0.0 34.8 Group Sat. Flow (s), veh/h/ln 0.0 498.5 0.0 1318.2 0.0 654.1 0.0 1121.8 Queue Serve Time (g_s), s 0.0 4.2 0.0 1.9 0.0 2.9 0.0 2.0 Cycle Queue Clear Time (g_c), s 0.0 18.2 0.0 4.1 0.0 12.2 0.0 11.0 HCM 2010 Signalized Intersection Capacity Analysis 3: S College Ave 7/20/2012 4/4/2012 Baseline Synchro 8 Report Page 2 Perm LT Sat Flow Rate (s_l), veh/h/ln 0.0 498.5 0.0 1318.2 0.0 654.1 0.0 1121.8 Shared LT Sat Flow (s_sh), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Eff. Green (g_p), s 0.0 44.0 0.0 23.0 0.0 44.0 0.0 23.0 Perm LT Serve Time (g_u), s 0.0 30.0 0.0 20.8 0.0 34.7 0.0 14.0 Perm LT Que Serve Time (g_ps), s 0.0 4.2 0.0 1.9 0.0 2.9 0.0 2.0 Time to First Blk (g_f), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Proportion LT Inside Lane (P_L) 0.000 1.000 0.000 1.000 0.000 1.000 0.000 1.000 Lane Group Capacity (c), veh/h 0.0 295.2 0.0 461.0 0.0 398.3 0.0 304.8 Volume-to-Capacity Ratio (X) 0.000 0.144 0.000 0.097 0.000 0.109 0.000 0.114 Available Capacity (c_a), veh/h 0.0 295.2 0.0 461.0 0.0 398.3 0.0 304.8 Upstream Filter Factor (I) 0.000 1.000 0.000 1.000 0.000 1.000 0.000 1.000 Uniform Delay (d1), s/veh 0.0 14.8 0.0 20.3 0.0 11.6 0.0 25.6 Incremental Delay (d2), s/veh 0.0 1.0 0.0 0.4 0.0 0.6 0.0 0.8 Initial Queue Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 15.8 0.0 20.7 0.0 12.2 0.0 26.4 First-Term Queue (Q1), veh/ln 0.0 0.4 0.0 0.6 0.0 0.4 0.0 0.5 Second-Term Queue (Q2), veh/ln 0.0 0.1 0.0 0.1 0.0 0.1 0.0 0.1 Third-Term Queue (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Percentile bk-of-que factor (f_B%) 0.000 1.000 0.000 1.000 0.000 1.000 0.000 1.000 Percentile Back of Queue (Q%), veh/ln 0.0 0.5 0.0 0.6 0.0 0.4 0.0 0.6 Percentile Storage Ratio (RQ%) 0.00 0.13 0.00 0.29 0.00 0.11 0.00 0.26 Initial Queue (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Queue (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Saturated Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Saturated Queue (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Saturated Capacity (cs), veh/h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Initial Queue Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data Assigned Movement 0 2 0 4 0 6 0 8 Lane Assignment T T Lanes in Group 0 1 0 0 0 1 0 0 Group Volume (v), veh/h 0.0 409.6 0.0 0.0 0.0 551.2 0.0 0.0 Group Sat. Flow (s), veh/h/ln 0.0 1769.6 0.0 0.0 0.0 1769.6 0.0 0.0 Queue Serve Time (g_s), s 0.0 9.3 0.0 0.0 0.0 14.0 0.0 0.0 Cycle Queue Clear Time (g_c), s 0.0 9.3 0.0 0.0 0.0 14.0 0.0 0.0 Lane Group Capacity (c), veh/h 0.0 1038.2 0.0 0.0 0.0 1038.2 0.0 0.0 Volume-to-Capacity Ratio (X) 0.000 0.395 0.000 0.000 0.000 0.531 0.000 0.000 Available Capacity (c_a), veh/h 0.0 1038.2 0.0 0.0 0.0 1038.2 0.0 0.0 Upstream Filter Factor (I) 0.000 1.000 0.000 0.000 0.000 1.000 0.000 0.000 Uniform Delay (d1), s/veh 0.0 8.3 0.0 0.0 0.0 9.3 0.0 0.0 Incremental Delay (d2), s/veh 0.0 1.1 0.0 0.0 0.0 1.9 0.0 0.0 Initial Queue Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 9.5 0.0 0.0 0.0 11.2 0.0 0.0 First-Term Queue (Q1), veh/ln 0.0 3.1 0.0 0.0 0.0 4.6 0.0 0.0 Second-Term Queue (Q2), veh/ln 0.0 0.3 0.0 0.0 0.0 0.6 0.0 0.0 Third-Term Queue (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Percentile bk-of-que factor (f_B%) 0.000 1.000 0.000 1.000 0.000 1.000 0.000 1.000 Percentile Back of Queue (Q%), veh/ln 0.0 3.4 0.0 0.0 0.0 5.1 0.0 0.0 Percentile Storage Ratio (RQ%) 0.00 0.30 0.00 0.00 0.00 0.28 0.00 0.00 HCM 2010 Signalized Intersection Capacity Analysis 3: S College Ave 7/20/2012 4/4/2012 Baseline Synchro 8 Report Page 3 Initial Queue (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Queue (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Saturated Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Saturated Queue (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Saturated Capacity (cs), veh/h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Initial Queue Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data Assigned Movement 0 12 0 14 0 16 0 18 Lane Assignment T+R T+R T+R T+R Lanes in Group 0 1 0 1 0 1 0 1 Group Volume (v), veh/h 0.0 426.3 0.0 248.9 0.0 573.8 0.0 75.0 Group Sat. Flow (s), veh/h/ln 0.0 1841.2 0.0 1680.8 0.0 1841.9 0.0 1820.6 Queue Serve Time (g_s), s 0.0 9.3 0.0 9.0 0.0 14.0 0.0 2.2 Cycle Queue Clear Time (g_c), s 0.0 9.3 0.0 9.0 0.0 14.0 0.0 2.2 Prot RT Sat Flow Rate (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff. Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Proportion RT Outside Lane (P_R) 0.000 0.064 0.000 0.572 0.000 0.063 0.000 0.130 Lane Group Capacity (c), veh/h 0.0 1080.2 0.0 515.4 0.0 1080.6 0.0 558.3 Volume-to-Capacity Ratio (X) 0.000 0.395 0.000 0.483 0.000 0.531 0.000 0.134 Available Capacity (c_a), veh/h 0.0 1080.2 0.0 515.4 0.0 1080.6 0.0 558.3 Upstream Filter Factor (I) 0.000 1.000 0.000 1.000 0.000 1.000 0.000 1.000 Uniform Delay (d1), s/veh 0.0 8.3 0.0 21.2 0.0 9.3 0.0 18.8 Incremental Delay (d2), s/veh 0.0 1.1 0.0 3.2 0.0 1.9 0.0 0.5 Initial Queue Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 9.4 0.0 24.4 0.0 11.2 0.0 19.3 First-Term Queue (Q1), veh/ln 0.0 3.2 0.0 3.4 0.0 4.8 0.0 0.9 Second-Term Queue (Q2), veh/ln 0.0 0.3 0.0 0.5 0.0 0.6 0.0 0.1 Third-Term Queue (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Percentile bk-of-que factor (f_B%) 0.000 1.000 0.000 1.000 0.000 1.000 0.000 1.000 Percentile Back of Queue (Q%), veh/ln 0.0 3.5 0.0 3.8 0.0 5.3 0.0 1.0 Percentile Storage Ratio (RQ%) 0.00 0.31 0.00 0.56 0.00 0.29 0.00 0.11 Initial Queue (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Queue (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Saturated Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Saturated Queue (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Saturated Capacity (cs), veh/h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Initial Queue Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM Average Control Delay 12.7 HCM Level of Service B HCM 2010 Signalized Intersection Capacity Analysis 6: W Magnolia St & S Mason St 7/20/2012 4/4/2012 Baseline Synchro 8 Report Page 4 HCM 2010 TWSC 6: W Magnolia St & S Mason St 7/20/2012 4/4/2012 Baseline Synchro 8 Report Page 5 Intersection Intersection Delay (sec/veh): 7.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Volume (vph) 13 127 46 38 99 16 14 164 22 12 58 12 Conflicting Peds.(#/hr) 5 0 0 0 0 5 9 0 11 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free Right Turn Channelized None None None None None None None None None None None None Storage Length 55 0 0 55 0 0 0 0 Median Width 12 12 12 12 Grade (%) 0% 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles(%) 2 2 2 2 2 2 2 2 2 2 2 2 Movement Flow Rate 14 138 50 41 108 17 15 178 24 13 63 13 Number of Lanes 1 1 0 1 1 0 1 1 0 1 1 0 Major/Minor Minor 1 Minor 1 Major 1 Major 2 Conflicting Flow Rate - All 384 339 86 427 333 195 81 0 0 207 0 0 Stage 1 101 101 0 226 226 0 0 0 0 0 0 0 Stage 2 283 238 0 201 107 0 0 0 0 0 0 0 Follow-up Headway 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 0 0 Pot Capacity-1 Maneuver 574 582 975 538 587 845 1513 - - 1359 - - Stage 1 905 811 - 777 717 - - - - - - - Stage 2 724 708 - 801 807 - - - - - - - Mov Capacity-1 Maneuver 471.6 568 962 403 570.5 841 1507 - - 1353 - - Mov Capacity-2 Maneuver 471.6 568 - 403 570.5 - - - - - - - Stage 1 901 799.5 - 774 706.9 - - - - - - - Stage 2 595.1 698 - 616.3 795.6 - - - - - - - Approach EB WB NB SB HCM Control Delay (s) 12.993 13.196 0.5 1.1 HCM LOS B B A A Lane NBL NBT NBR EBLn1 EBLn2 WBLn1 WBLn2 SBL SBT SBR Capacity (vph) 472 637 403 597 HCM Control Delay (s) 7.413 - - 12.9 13 15 12.6 7.687 - - HCM Lane VC Ratio 0.01 - - 0.03 0.295 0.102 0.209 0.01 - - HCM Lane LOS A - - B B C B A - - HCM 95th Percentile Queue (veh) 0.031 - - 0.092 1.23 0.34 0.784 0.029 - - HCM 2010 Signalized Intersection Capacity Analysis 3: S College Ave 7/20/2012 4/4/2012 Baseline Synchro 8 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 74 105 163 31 63 9 68 725 24 39 981 69 Movement Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Queue, veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj. Factor (A_pbT) 1.00 0.99 1.00 1.00 1.00 0.99 1.00 1.00 Parking, Bus Adj. Factors 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Sat. Flow Rate, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 Lanes 1 1 0 1 1 0 1 2 0 1 2 0 Lane Assignment Capacity, veh/h 422 183 284 234 446 64 309 2144 71 430 2057 145 Proportion Arriving On Green 0.28 0.28 0.28 0.28 0.28 0.28 0.61 0.61 0.61 0.61 0.61 0.61 Movement Delay, s/veh 23.6 0.0 29.7 30.7 0.0 21.0 16.0 8.2 8.2 10.4 10.0 9.9 Movement LOS C C C C B A A B A A Approach Volume, veh/h 372 112 888 1184 Approach Delay, s/veh 28.4 23.9 8.8 10.0 Approach LOS C C A A Timer: 1 2 3 4 5 6 7 8 Assigned Phase 2 4 6 8 Case No 6.0 6.0 6.0 6.0 Phase Duration (G+Y+Rc), s 50.00 25.00 50.00 25.00 Change Period (Y+Rc), s 4.00 4.00 4.00 4.00 Max. Allowable Headway (MAH), s 5.39 5.13 5.39 5.13 Maximum Green Setting (Gmax), s 46.00 21.00 46.00 21.00 Max. Queue Clearance Time (g_c+l1), s 23.06 13.42 15.52 15.52 Green Extension Time (g_e), s 15.48 1.64 18.69 1.30 Probability of Phase Call (p_c) 1.000 1.000 1.000 1.000 Probability of Max Out (p_x) 0.666 0.506 0.560 0.907 Left-Turn Movement Data Assigned Movement 5 7 1 3 Mvmt. Sat Flow, veh/h 490.84 1314.18 667.51 1080.01 Through Movement Data Assigned Movement 2 4 6 8 Mvmt. Sat Flow, veh/h 3495.46 654.03 3353.96 1594.48 Right-Turn Movement Data Assigned Movement 12 14 16 18 Mvmt. Sat Flow, veh/h 115.69 1015.30 235.82 227.78 Left Lane Group Data Assigned Movement 0 5 0 7 0 1 0 3 Lane Assignment L L L L Lanes in Group 0 1 0 1 0 1 0 1 Group Volume (v), veh/h 0.0 73.9 0.0 80.4 0.0 42.4 0.0 33.7 Group Sat. Flow (s), veh/h/ln 0.0 490.8 0.0 1314.2 0.0 667.5 0.0 1080.0 Queue Serve Time (g_s), s 0.0 7.5 0.0 3.7 0.0 2.5 0.0 2.1 Cycle Queue Clear Time (g_c), s 0.0 21.1 0.0 6.1 0.0 11.0 0.0 13.5 HCM 2010 Signalized Intersection Capacity Analysis 3: S College Ave 7/20/2012 4/4/2012 Baseline Synchro 8 Report Page 2 Perm LT Sat Flow Rate (s_l), veh/h/ln 0.0 490.8 0.0 1314.2 0.0 667.5 0.0 1080.0 Shared LT Sat Flow (s_sh), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Eff. Green (g_p), s 0.0 46.0 0.0 21.0 0.0 46.0 0.0 21.0 Perm LT Serve Time (g_u), s 0.0 32.5 0.0 18.6 0.0 37.6 0.0 9.6 Perm LT Que Serve Time (g_ps), s 0.0 7.5 0.0 3.7 0.0 2.5 0.0 2.1 Time to First Blk (g_f), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Proportion LT Inside Lane (P_L) 0.000 1.000 0.000 1.000 0.000 1.000 0.000 1.000 Lane Group Capacity (c), veh/h 0.0 308.5 0.0 421.5 0.0 430.3 0.0 234.0 Volume-to-Capacity Ratio (X) 0.000 0.240 0.000 0.191 0.000 0.099 0.000 0.144 Available Capacity (c_a), veh/h 0.0 308.5 0.0 421.5 0.0 430.3 0.0 234.0 Upstream Filter Factor (I) 0.000 1.000 0.000 1.000 0.000 1.000 0.000 1.000 Uniform Delay (d1), s/veh 0.0 14.2 0.0 22.6 0.0 10.0 0.0 29.4 Incremental Delay (d2), s/veh 0.0 1.8 0.0 1.0 0.0 0.5 0.0 1.3 Initial Queue Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 16.0 0.0 23.6 0.0 10.4 0.0 30.7 First-Term Queue (Q1), veh/ln 0.0 0.8 0.0 1.2 0.0 0.4 0.0 0.5 Second-Term Queue (Q2), veh/ln 0.0 0.2 0.0 0.1 0.0 0.1 0.0 0.1 Third-Term Queue (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Percentile bk-of-que factor (f_B%) 0.000 1.000 0.000 1.000 0.000 1.000 0.000 1.000 Percentile Back of Queue (Q%), veh/ln 0.0 0.9 0.0 1.3 0.0 0.4 0.0 0.6 Percentile Storage Ratio (RQ%) 0.00 0.24 0.00 0.59 0.00 0.11 0.00 0.28 Initial Queue (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Queue (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Saturated Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Saturated Queue (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Saturated Capacity (cs), veh/h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Initial Queue Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data Assigned Movement 0 2 0 4 0 6 0 8 Lane Assignment T T Lanes in Group 0 1 0 0 0 1 0 0 Group Volume (v), veh/h 0.0 398.9 0.0 0.0 0.0 562.4 0.0 0.0 Group Sat. Flow (s), veh/h/ln 0.0 1769.6 0.0 0.0 0.0 1769.6 0.0 0.0 Queue Serve Time (g_s), s 0.0 8.4 0.0 0.0 0.0 13.5 0.0 0.0 Cycle Queue Clear Time (g_c), s 0.0 8.4 0.0 0.0 0.0 13.5 0.0 0.0 Lane Group Capacity (c), veh/h 0.0 1085.4 0.0 0.0 0.0 1085.4 0.0 0.0 Volume-to-Capacity Ratio (X) 0.000 0.368 0.000 0.000 0.000 0.518 0.000 0.000 Available Capacity (c_a), veh/h 0.0 1085.4 0.0 0.0 0.0 1085.4 0.0 0.0 Upstream Filter Factor (I) 0.000 1.000 0.000 0.000 0.000 1.000 0.000 0.000 Uniform Delay (d1), s/veh 0.0 7.2 0.0 0.0 0.0 8.2 0.0 0.0 Incremental Delay (d2), s/veh 0.0 1.0 0.0 0.0 0.0 1.8 0.0 0.0 Initial Queue Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 8.2 0.0 0.0 0.0 10.0 0.0 0.0 First-Term Queue (Q1), veh/ln 0.0 2.7 0.0 0.0 0.0 4.3 0.0 0.0 Second-Term Queue (Q2), veh/ln 0.0 0.3 0.0 0.0 0.0 0.5 0.0 0.0 Third-Term Queue (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Percentile bk-of-que factor (f_B%) 0.000 1.000 0.000 1.000 0.000 1.000 0.000 1.000 Percentile Back of Queue (Q%), veh/ln 0.0 3.0 0.0 0.0 0.0 4.8 0.0 0.0 Percentile Storage Ratio (RQ%) 0.00 0.26 0.00 0.00 0.00 0.26 0.00 0.00 HCM 2010 Signalized Intersection Capacity Analysis 3: S College Ave 7/20/2012 4/4/2012 Baseline Synchro 8 Report Page 3 Initial Queue (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Queue (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Saturated Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Saturated Queue (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Saturated Capacity (cs), veh/h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Initial Queue Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data Assigned Movement 0 12 0 14 0 16 0 18 Lane Assignment T+R T+R T+R T+R Lanes in Group 0 1 0 1 0 1 0 1 Group Volume (v), veh/h 0.0 415.2 0.0 291.3 0.0 578.9 0.0 78.3 Group Sat. Flow (s), veh/h/ln 0.0 1841.5 0.0 1669.3 0.0 1820.2 0.0 1822.3 Queue Serve Time (g_s), s 0.0 8.4 0.0 11.4 0.0 13.5 0.0 2.4 Cycle Queue Clear Time (g_c), s 0.0 8.4 0.0 11.4 0.0 13.5 0.0 2.4 Prot RT Sat Flow Rate (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff. Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Proportion RT Outside Lane (P_R) 0.000 0.063 0.000 0.608 0.000 0.130 0.000 0.125 Lane Group Capacity (c), veh/h 0.0 1129.5 0.0 467.4 0.0 1116.4 0.0 510.2 Volume-to-Capacity Ratio (X) 0.000 0.368 0.000 0.623 0.000 0.519 0.000 0.153 Available Capacity (c_a), veh/h 0.0 1129.5 0.0 467.4 0.0 1116.4 0.0 510.2 Upstream Filter Factor (I) 0.000 1.000 0.000 1.000 0.000 1.000 0.000 1.000 Uniform Delay (d1), s/veh 0.0 7.2 0.0 23.5 0.0 8.2 0.0 20.3 Incremental Delay (d2), s/veh 0.0 0.9 0.0 6.1 0.0 1.7 0.0 0.6 Initial Queue Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 8.2 0.0 29.7 0.0 9.9 0.0 21.0 First-Term Queue (Q1), veh/ln 0.0 2.8 0.0 4.3 0.0 4.4 0.0 1.0 Second-Term Queue (Q2), veh/ln 0.0 0.3 0.0 0.8 0.0 0.5 0.0 0.1 Third-Term Queue (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Percentile bk-of-que factor (f_B%) 0.000 1.000 0.000 1.000 0.000 1.000 0.000 1.000 Percentile Back of Queue (Q%), veh/ln 0.0 3.1 0.0 5.1 0.0 4.9 0.0 1.1 Percentile Storage Ratio (RQ%) 0.00 0.27 0.00 0.74 0.00 0.27 0.00 0.12 Initial Queue (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Queue (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Saturated Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Saturated Queue (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Saturated Capacity (cs), veh/h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Initial Queue Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM Average Control Delay 12.9 HCM Level of Service B HCM 2010 Signalized Intersection Capacity Analysis 6: W Magnolia St & S Mason St 7/20/2012 4/4/2012 Baseline Synchro 8 Report Page 4 HCM 2010 TWSC 6: W Magnolia St & S Mason St 7/20/2012 4/4/2012 Baseline Synchro 8 Report Page 5 Intersection Intersection Delay (sec/veh): 7.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Volume (vph) 12 136 45 41 108 22 14 160 27 15 57 11 Conflicting Peds.(#/hr) 5 0 0 0 0 5 9 0 11 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free Right Turn Channelized None None None None None None None None None None None None Storage Length 55 0 0 55 0 0 0 0 Median Width 12 12 12 12 Grade (%) 0% 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles(%) 2 2 2 2 2 2 2 2 2 2 2 2 Movement Flow Rate 13 148 49 45 117 24 15 174 29 16 62 12 Number of Lanes 1 1 0 1 1 0 1 1 0 1 1 0 Major/Minor Minor 1 Minor 1 Major 1 Major 2 Conflicting Flow Rate - All 396 345 84 434 336 194 79 0 0 208 0 0 Stage 1 106 106 0 224 224 0 0 0 0 0 0 0 Stage 2 290 239 0 210 112 0 0 0 0 0 0 0 Follow-up Headway 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 0 0 Pot Capacity-1 Maneuver 564 578 980 532 585 847 1510 - - 1365 - - Stage 1 900 807 - 779 718 - - - - - - - Stage 2 718 708 - 792 803 - - - - - - - Mov Capacity-1 Maneuver 451.4 563 967 391 567.4 843 1504 - - 1359 - - Mov Capacity-2 Maneuver 451.4 563 - 391 567.4 - - - - - - - Stage 1 896 794 - 776 707.9 - - - - - - - Stage 2 576.1 698 - 599.1 790.1 - - - - - - - Approach EB WB NB SB HCM Control Delay (s) 13.294 13.423 0.5 1.4 HCM LOS B B A A Lane NBL NBT NBR EBLn1 EBLn2 WBLn1 WBLn2 SBL SBT SBR Capacity (vph) 451 628 391 601 HCM Control Delay (s) 7.418 - - 13.2 13.3 15.4 12.8 7.681 - - HCM Lane VC Ratio 0.01 - - 0.029 0.313 0.114 0.235 0.012 - - HCM Lane LOS A - - B B C B A - - HCM 95th Percentile Queue (veh) 0.031 - - 0.089 1.336 0.383 0.908 0.036 - - HCM 2010 Signalized Intersection Capacity Analysis 3: S College Ave 7/20/2012 4/4/2012 Baseline Synchro 8 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 51 122 164 39 75 12 48 929 31 50 1250 41 Movement Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Queue, veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj. Factor (A_pbT) 1.00 0.99 1.00 1.00 1.00 0.99 1.00 1.00 Parking, Bus Adj. Factors 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Sat. Flow Rate, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 Lanes 1 1 0 1 1 0 1 2 0 1 2 0 Lane Assignment Capacity, veh/h 407 201 270 220 439 70 236 2143 72 342 2145 70 Proportion Arriving On Green 0.28 0.28 0.28 0.28 0.28 0.28 0.61 0.61 0.61 0.61 0.61 0.61 Movement Delay, s/veh 23.3 0.0 31.0 32.4 0.0 21.3 19.5 9.4 9.3 13.3 12.0 11.9 Movement LOS C C C C B A A B B B Approach Volume, veh/h 366 137 1096 1458 Approach Delay, s/veh 29.8 24.8 9.8 12.0 Approach LOS C C A B Timer: 1 2 3 4 5 6 7 8 Assigned Phase 2 4 6 8 Case No 6.0 6.0 6.0 6.0 Phase Duration (G+Y+Rc), s 50.00 25.00 50.00 25.00 Change Period (Y+Rc), s 4.00 4.00 4.00 4.00 Max. Allowable Headway (MAH), s 5.40 5.19 5.40 5.19 Maximum Green Setting (Gmax), s 46.00 21.00 46.00 21.00 Max. Queue Clearance Time (g_c+l1), s 27.96 14.27 20.46 17.02 Green Extension Time (g_e), s 15.20 1.62 20.36 1.08 Probability of Phase Call (p_c) 1.000 1.000 1.000 1.000 Probability of Max Out (p_x) 0.872 0.670 0.804 1.000 Left-Turn Movement Data Assigned Movement 5 7 1 3 Mvmt. Sat Flow, veh/h 382.41 1294.96 538.34 1061.41 Through Movement Data Assigned Movement 2 4 6 8 Mvmt. Sat Flow, veh/h 3494.39 716.35 3497.09 1567.39 Right-Turn Movement Data Assigned Movement 12 14 16 18 Mvmt. Sat Flow, veh/h 116.60 962.96 114.58 250.78 Left Lane Group Data Assigned Movement 0 5 0 7 0 1 0 3 Lane Assignment L L L L Lanes in Group 0 1 0 1 0 1 0 1 Group Volume (v), veh/h 0.0 52.2 0.0 55.4 0.0 54.3 0.0 42.4 Group Sat. Flow (s), veh/h/ln 0.0 382.4 0.0 1295.0 0.0 538.3 0.0 1061.4 Queue Serve Time (g_s), s 0.0 7.5 0.0 2.5 0.0 4.6 0.0 2.8 Cycle Queue Clear Time (g_c), s 0.0 26.0 0.0 5.5 0.0 16.4 0.0 15.0 HCM 2010 Signalized Intersection Capacity Analysis 3: S College Ave 7/20/2012 4/4/2012 Baseline Synchro 8 Report Page 2 Perm LT Sat Flow Rate (s_l), veh/h/ln 0.0 382.4 0.0 1295.0 0.0 538.3 0.0 1061.4 Shared LT Sat Flow (s_sh), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Eff. Green (g_p), s 0.0 46.0 0.0 21.0 0.0 46.0 0.0 21.0 Perm LT Serve Time (g_u), s 0.0 27.5 0.0 18.0 0.0 34.2 0.0 8.7 Perm LT Que Serve Time (g_ps), s 0.0 7.5 0.0 2.5 0.0 4.6 0.0 2.8 Time to First Blk (g_f), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Proportion LT Inside Lane (P_L) 0.000 1.000 0.000 1.000 0.000 1.000 0.000 1.000 Lane Group Capacity (c), veh/h 0.0 236.4 0.0 407.4 0.0 341.6 0.0 219.6 Volume-to-Capacity Ratio (X) 0.000 0.221 0.000 0.136 0.000 0.159 0.000 0.193 Available Capacity (c_a), veh/h 0.0 236.4 0.0 407.4 0.0 341.6 0.0 219.6 Upstream Filter Factor (I) 0.000 1.000 0.000 1.000 0.000 1.000 0.000 1.000 Uniform Delay (d1), s/veh 0.0 17.4 0.0 22.6 0.0 12.3 0.0 30.5 Incremental Delay (d2), s/veh 0.0 2.1 0.0 0.7 0.0 1.0 0.0 2.0 Initial Queue Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 19.5 0.0 23.3 0.0 13.3 0.0 32.4 First-Term Queue (Q1), veh/ln 0.0 0.6 0.0 0.8 0.0 0.5 0.0 0.7 Second-Term Queue (Q2), veh/ln 0.0 0.1 0.0 0.1 0.0 0.1 0.0 0.1 Third-Term Queue (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Percentile bk-of-que factor (f_B%) 0.000 1.000 0.000 1.000 0.000 1.000 0.000 1.000 Percentile Back of Queue (Q%), veh/ln 0.0 0.8 0.0 0.9 0.0 0.6 0.0 0.8 Percentile Storage Ratio (RQ%) 0.00 0.19 0.00 0.40 0.00 0.15 0.00 0.37 Initial Queue (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Queue (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Saturated Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Saturated Queue (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Saturated Capacity (cs), veh/h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Initial Queue Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data Assigned Movement 0 2 0 4 0 6 0 8 Lane Assignment T T Lanes in Group 0 1 0 0 0 1 0 0 Group Volume (v), veh/h 0.0 511.4 0.0 0.0 0.0 686.8 0.0 0.0 Group Sat. Flow (s), veh/h/ln 0.0 1769.6 0.0 0.0 0.0 1769.6 0.0 0.0 Queue Serve Time (g_s), s 0.0 11.8 0.0 0.0 0.0 18.4 0.0 0.0 Cycle Queue Clear Time (g_c), s 0.0 11.8 0.0 0.0 0.0 18.4 0.0 0.0 Lane Group Capacity (c), veh/h 0.0 1085.4 0.0 0.0 0.0 1085.4 0.0 0.0 Volume-to-Capacity Ratio (X) 0.000 0.471 0.000 0.000 0.000 0.633 0.000 0.000 Available Capacity (c_a), veh/h 0.0 1085.4 0.0 0.0 0.0 1085.4 0.0 0.0 Upstream Filter Factor (I) 0.000 1.000 0.000 0.000 0.000 1.000 0.000 0.000 Uniform Delay (d1), s/veh 0.0 7.9 0.0 0.0 0.0 9.2 0.0 0.0 Incremental Delay (d2), s/veh 0.0 1.5 0.0 0.0 0.0 2.8 0.0 0.0 Initial Queue Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 9.4 0.0 0.0 0.0 12.0 0.0 0.0 First-Term Queue (Q1), veh/ln 0.0 3.7 0.0 0.0 0.0 5.8 0.0 0.0 Second-Term Queue (Q2), veh/ln 0.0 0.4 0.0 0.0 0.0 0.8 0.0 0.0 Third-Term Queue (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Percentile bk-of-que factor (f_B%) 0.000 1.000 0.000 1.000 0.000 1.000 0.000 1.000 Percentile Back of Queue (Q%), veh/ln 0.0 4.2 0.0 0.0 0.0 6.7 0.0 0.0 Percentile Storage Ratio (RQ%) 0.00 0.36 0.00 0.00 0.00 0.36 0.00 0.00 HCM 2010 Signalized Intersection Capacity Analysis 3: S College Ave 7/20/2012 4/4/2012 Baseline Synchro 8 Report Page 3 Initial Queue (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Queue (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Saturated Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Saturated Queue (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Saturated Capacity (cs), veh/h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Initial Queue Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data Assigned Movement 0 12 0 14 0 16 0 18 Lane Assignment T+R T+R T+R T+R Lanes in Group 0 1 0 1 0 1 0 1 Group Volume (v), veh/h 0.0 532.1 0.0 310.9 0.0 716.5 0.0 94.6 Group Sat. Flow (s), veh/h/ln 0.0 1841.4 0.0 1679.3 0.0 1842.1 0.0 1818.2 Queue Serve Time (g_s), s 0.0 11.8 0.0 12.3 0.0 18.5 0.0 3.0 Cycle Queue Clear Time (g_c), s 0.0 11.8 0.0 12.3 0.0 18.5 0.0 3.0 Prot RT Sat Flow Rate (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff. Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Proportion RT Outside Lane (P_R) 0.000 0.063 0.000 0.573 0.000 0.062 0.000 0.138 Lane Group Capacity (c), veh/h 0.0 1129.4 0.0 470.2 0.0 1129.8 0.0 509.1 Volume-to-Capacity Ratio (X) 0.000 0.471 0.000 0.661 0.000 0.634 0.000 0.186 Available Capacity (c_a), veh/h 0.0 1129.4 0.0 470.2 0.0 1129.8 0.0 509.1 Upstream Filter Factor (I) 0.000 1.000 0.000 1.000 0.000 1.000 0.000 1.000 Uniform Delay (d1), s/veh 0.0 7.9 0.0 23.9 0.0 9.2 0.0 20.5 Incremental Delay (d2), s/veh 0.0 1.4 0.0 7.1 0.0 2.7 0.0 0.8 Initial Queue Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 9.3 0.0 31.0 0.0 11.9 0.0 21.3 First-Term Queue (Q1), veh/ln 0.0 3.9 0.0 4.6 0.0 6.1 0.0 1.2 Second-Term Queue (Q2), veh/ln 0.0 0.4 0.0 0.9 0.0 0.9 0.0 0.1 Third-Term Queue (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Percentile bk-of-que factor (f_B%) 0.000 1.000 0.000 1.000 0.000 1.000 0.000 1.000 Percentile Back of Queue (Q%), veh/ln 0.0 4.3 0.0 5.6 0.0 6.9 0.0 1.3 Percentile Storage Ratio (RQ%) 0.00 0.38 0.00 0.81 0.00 0.38 0.00 0.15 Initial Queue (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Queue (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Saturated Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Saturated Queue (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Saturated Capacity (cs), veh/h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Initial Queue Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM Average Control Delay 13.9 HCM Level of Service B HCM 2010 Signalized Intersection Capacity Analysis 6: W Magnolia St & S Mason St 7/20/2012 4/4/2012 Baseline Synchro 8 Report Page 4 HCM 2010 TWSC 6: W Magnolia St & S Mason St 7/20/2012 4/4/2012 Baseline Synchro 8 Report Page 5 Intersection Intersection Delay (sec/veh): 8.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Volume (vph) 16 159 58 47 123 20 17 204 28 14 72 14 Conflicting Peds.(#/hr) 5 0 0 0 0 5 9 0 11 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free Right Turn Channelized None None None None None None None None None None None None Storage Length 55 0 0 55 0 0 0 0 Median Width 12 12 12 12 Grade (%) 0% 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles(%) 2 2 2 2 2 2 2 2 2 2 2 2 Movement Flow Rate 17 173 63 51 134 22 18 222 30 15 78 15 Number of Lanes 1 1 0 1 1 0 1 1 0 1 1 0 Major/Minor Minor 1 Minor 1 Major 1 Major 2 Conflicting Flow Rate - All 473 415 102 524 408 242 98 0 0 257 0 0 Stage 1 121 121 0 279 9.55700380179791E-279 7.13105559275836E-0 1.54905692740959E-308 279 312 0 0 0 Stage 2 352 294 0 245 6.09238968922231E-129 1.42173718008507E-0 9.77443691675143E199 285 312 0 0 0 Follow-up Headway 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 0 0 Pot Capacity-1 Maneuver 501 528 953 464 533 797 1505 - - 1311 - - Stage 1 883 796 - 728 680 - - - - - - - Stage 2 665 670 - 759 789 - - - - - - - Mov Capacity-1 Maneuver 381.5 513.3 940 310.2 516 794 1499 - - 1306 - - Mov Capacity-2 Maneuver 381.5 513.3 - 310.2 516 - - - - - - - Stage 1 879 783.2 - 725 669 - - - - - - - Stage 2 511.3 659.2 - 540.2 776.3 - - - - - - - Approach EB WB NB SB HCM Control Delay (s) 15.273 15.438 0.5 1.1 HCM LOS C C A A Lane NBL NBT NBR EBLn1 EBLn2 WBLn1 WBLn2 SBL SBT SBR Capacity (vph) 382 584 310 543 HCM Control Delay (s) 7.432 - - 14.9 15.3 18.9 14.3 7.789 - - HCM Lane VC Ratio 0.012 - - 0.046 0.404 0.165 0.286 0.012 - - HCM Lane LOS A - - B C C B A - - HCM 95th Percentile Queue (veh) 0.037 - - 0.143 1.946 0.581 1.175 0.035 - - HCM 2010 Signalized Intersection Capacity Analysis 3: S College Ave 7/20/2012 4/4/2012 Baseline Synchro 8 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 84 129 196 38 78 12 77 910 30 49 1229 77 Movement Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Queue, veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj. Factor (A_pbT) 1.00 0.99 1.00 1.00 1.00 0.99 1.00 1.00 Parking, Bus Adj. Factors 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Sat. Flow Rate, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 Lanes 1 1 0 1 1 0 1 2 0 1 2 0 Lane Assignment Capacity, veh/h 405 186 282 185 442 68 232 2144 71 349 2075 130 Proportion Arriving On Green 0.28 0.28 0.28 0.28 0.28 0.28 0.61 0.61 0.61 0.61 0.61 0.61 Movement Delay, s/veh 24.7 0.0 35.5 35.4 0.0 21.4 24.1 9.2 9.2 13.0 12.2 12.2 Movement LOS C D D C C A A B B B Approach Volume, veh/h 445 139 1105 1473 Approach Delay, s/veh 33.2 25.5 10.3 12.2 Approach LOS C C B B Timer: 1 2 3 4 5 6 7 8 Assigned Phase 2 4 6 8 Case No 6.0 6.0 6.0 6.0 Phase Duration (G+Y+Rc), s 50.00 25.00 50.00 25.00 Change Period (Y+Rc), s 4.00 4.00 4.00 4.00 Max. Allowable Headway (MAH), s 5.46 5.16 5.46 5.16 Maximum Green Setting (Gmax), s 46.00 21.00 46.00 21.00 Max. Queue Clearance Time (g_c+l1), s 34.72 16.48 21.00 19.36 Green Extension Time (g_e), s 10.10 1.40 20.35 0.58 Probability of Phase Call (p_c) 1.000 1.000 1.000 1.000 Probability of Max Out (p_x) 0.944 1.000 0.824 1.000 Left-Turn Movement Data Assigned Movement 5 7 1 3 Mvmt. Sat Flow, veh/h 376.48 1291.15 549.48 1022.46 Through Movement Data Assigned Movement 2 4 6 8 Mvmt. Sat Flow, veh/h 3495.99 663.18 3382.72 1577.01 Right-Turn Movement Data Assigned Movement 12 14 16 18 Mvmt. Sat Flow, veh/h 115.25 1007.62 211.46 242.62 Left Lane Group Data Assigned Movement 0 5 0 7 0 1 0 3 Lane Assignment L L L L Lanes in Group 0 1 0 1 0 1 0 1 Group Volume (v), veh/h 0.0 83.7 0.0 91.3 0.0 53.3 0.0 41.3 Group Sat. Flow (s), veh/h/ln 0.0 376.5 0.0 1291.1 0.0 549.5 0.0 1022.5 Queue Serve Time (g_s), s 0.0 13.7 0.0 4.3 0.0 4.3 0.0 2.9 Cycle Queue Clear Time (g_c), s 0.0 32.7 0.0 7.4 0.0 15.8 0.0 17.4 HCM 2010 Signalized Intersection Capacity Analysis 3: S College Ave 7/20/2012 4/4/2012 Baseline Synchro 8 Report Page 2 Perm LT Sat Flow Rate (s_l), veh/h/ln 0.0 376.5 0.0 1291.1 0.0 549.5 0.0 1022.5 Shared LT Sat Flow (s_sh), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Eff. Green (g_p), s 0.0 46.0 0.0 21.0 0.0 46.0 0.0 21.0 Perm LT Serve Time (g_u), s 0.0 27.0 0.0 17.9 0.0 34.6 0.0 6.5 Perm LT Que Serve Time (g_ps), s 0.0 13.7 0.0 4.3 0.0 4.3 0.0 2.9 Time to First Blk (g_f), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Proportion LT Inside Lane (P_L) 0.000 1.000 0.000 1.000 0.000 1.000 0.000 1.000 Lane Group Capacity (c), veh/h 0.0 231.5 0.0 404.7 0.0 349.2 0.0 184.9 Volume-to-Capacity Ratio (X) 0.000 0.361 0.000 0.226 0.000 0.153 0.000 0.223 Available Capacity (c_a), veh/h 0.0 231.5 0.0 404.7 0.0 349.2 0.0 184.9 Upstream Filter Factor (I) 0.000 1.000 0.000 1.000 0.000 1.000 0.000 1.000 Uniform Delay (d1), s/veh 0.0 19.7 0.0 23.4 0.0 12.1 0.0 32.6 Incremental Delay (d2), s/veh 0.0 4.3 0.0 1.3 0.0 0.9 0.0 2.8 Initial Queue Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 24.1 0.0 24.7 0.0 13.0 0.0 35.4 First-Term Queue (Q1), veh/ln 0.0 1.1 0.0 1.4 0.0 0.5 0.0 0.7 Second-Term Queue (Q2), veh/ln 0.0 0.3 0.0 0.1 0.0 0.1 0.0 0.1 Third-Term Queue (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Percentile bk-of-que factor (f_B%) 0.000 1.000 0.000 1.000 0.000 1.000 0.000 1.000 Percentile Back of Queue (Q%), veh/ln 0.0 1.4 0.0 1.5 0.0 0.6 0.0 0.8 Percentile Storage Ratio (RQ%) 0.00 0.36 0.00 0.70 0.00 0.15 0.00 0.39 Initial Queue (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Queue (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Saturated Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Saturated Queue (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Saturated Capacity (cs), veh/h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Initial Queue Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data Assigned Movement 0 2 0 4 0 6 0 8 Lane Assignment T T Lanes in Group 0 1 0 0 0 1 0 0 Group Volume (v), veh/h 0.0 500.7 0.0 0.0 0.0 697.4 0.0 0.0 Group Sat. Flow (s), veh/h/ln 0.0 1769.6 0.0 0.0 0.0 1769.6 0.0 0.0 Queue Serve Time (g_s), s 0.0 11.4 0.0 0.0 0.0 18.9 0.0 0.0 Cycle Queue Clear Time (g_c), s 0.0 11.4 0.0 0.0 0.0 18.9 0.0 0.0 Lane Group Capacity (c), veh/h 0.0 1085.4 0.0 0.0 0.0 1085.4 0.0 0.0 Volume-to-Capacity Ratio (X) 0.000 0.461 0.000 0.000 0.000 0.643 0.000 0.000 Available Capacity (c_a), veh/h 0.0 1085.4 0.0 0.0 0.0 1085.4 0.0 0.0 Upstream Filter Factor (I) 0.000 1.000 0.000 0.000 0.000 1.000 0.000 0.000 Uniform Delay (d1), s/veh 0.0 7.8 0.0 0.0 0.0 9.3 0.0 0.0 Incremental Delay (d2), s/veh 0.0 1.4 0.0 0.0 0.0 2.9 0.0 0.0 Initial Queue Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 9.2 0.0 0.0 0.0 12.2 0.0 0.0 First-Term Queue (Q1), veh/ln 0.0 3.6 0.0 0.0 0.0 6.0 0.0 0.0 Second-Term Queue (Q2), veh/ln 0.0 0.4 0.0 0.0 0.0 0.9 0.0 0.0 Third-Term Queue (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Percentile bk-of-que factor (f_B%) 0.000 1.000 0.000 1.000 0.000 1.000 0.000 1.000 Percentile Back of Queue (Q%), veh/ln 0.0 4.0 0.0 0.0 0.0 6.8 0.0 0.0 Percentile Storage Ratio (RQ%) 0.00 0.35 0.00 0.00 0.00 0.37 0.00 0.00 HCM 2010 Signalized Intersection Capacity Analysis 3: S College Ave 7/20/2012 4/4/2012 Baseline Synchro 8 Report Page 3 Initial Queue (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Queue (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Saturated Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Saturated Queue (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Saturated Capacity (cs), veh/h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Initial Queue Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data Assigned Movement 0 12 0 14 0 16 0 18 Lane Assignment T+R T+R T+R T+R Lanes in Group 0 1 0 1 0 1 0 1 Group Volume (v), veh/h 0.0 521.1 0.0 353.3 0.0 722.2 0.0 97.8 Group Sat. Flow (s), veh/h/ln 0.0 1841.6 0.0 1670.8 0.0 1824.6 0.0 1819.6 Queue Serve Time (g_s), s 0.0 11.4 0.0 14.5 0.0 19.0 0.0 3.1 Cycle Queue Clear Time (g_c), s 0.0 11.4 0.0 14.5 0.0 19.0 0.0 3.1 Prot RT Sat Flow Rate (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff. Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Proportion RT Outside Lane (P_R) 0.000 0.063 0.000 0.603 0.000 0.116 0.000 0.133 Lane Group Capacity (c), veh/h 0.0 1129.5 0.0 467.8 0.0 1119.1 0.0 509.5 Volume-to-Capacity Ratio (X) 0.000 0.461 0.000 0.755 0.000 0.645 0.000 0.192 Available Capacity (c_a), veh/h 0.0 1129.5 0.0 467.8 0.0 1119.1 0.0 509.5 Upstream Filter Factor (I) 0.000 1.000 0.000 1.000 0.000 1.000 0.000 1.000 Uniform Delay (d1), s/veh 0.0 7.8 0.0 24.7 0.0 9.3 0.0 20.5 Incremental Delay (d2), s/veh 0.0 1.4 0.0 10.8 0.0 2.9 0.0 0.8 Initial Queue Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 9.2 0.0 35.5 0.0 12.2 0.0 21.4 First-Term Queue (Q1), veh/ln 0.0 3.8 0.0 5.4 0.0 6.2 0.0 1.3 Second-Term Queue (Q2), veh/ln 0.0 0.4 0.0 1.4 0.0 0.9 0.0 0.1 Third-Term Queue (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Percentile bk-of-que factor (f_B%) 0.000 1.000 0.000 1.000 0.000 1.000 0.000 1.000 Percentile Back of Queue (Q%), veh/ln 0.0 4.2 0.0 6.8 0.0 7.1 0.0 1.4 Percentile Storage Ratio (RQ%) 0.00 0.37 0.00 1.00 0.00 0.39 0.00 0.15 Initial Queue (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Queue (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Saturated Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Saturated Queue (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Saturated Capacity (cs), veh/h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Initial Queue Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM Average Control Delay 15.1 HCM Level of Service B HCM 2010 Signalized Intersection Capacity Analysis 6: W Magnolia St & S Mason St 7/20/2012 4/4/2012 Baseline Synchro 8 Report Page 4 HCM 2010 TWSC 6: W Magnolia St & S Mason St 7/20/2012 4/4/2012 Baseline Synchro 8 Report Page 5 Intersection Intersection Delay (sec/veh): 9.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Volume (vph) 15 168 57 50 132 26 17 200 33 17 71 13 Conflicting Peds.(#/hr) 5 0 0 0 0 5 9 0 11 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free Right Turn Channelized None None None None None None None None None None None None Storage Length 55 0 0 55 0 0 0 0 Median Width 12 12 12 12 Grade (%) 0% 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles(%) 2 2 2 2 2 2 2 2 2 2 2 2 Movement Flow Rate 16 183 62 54 143 28 18 217 36 18 77 14 Number of Lanes 1 1 0 1 1 0 1 1 0 1 1 0 Major/Minor Minor 1 Minor 1 Major 1 Major 2 Conflicting Flow Rate - All 484 421 100 531 410 240 96 0 0 258 0 0 Stage 1 126 126 0 277 277 0 0 0 0 0 0 0 Stage 2 358 295 0 254 133 0 0 0 0 0 0 0 Follow-up Headway 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 0 0 Pot Capacity-1 Maneuver 493 524 957 459 531 799 1501 - - 1307 - - Stage 1 878 792 - 729 681 - - - - - - - Stage 2 660 669 - 750 786 - - - - - - - Mov Capacity-1 Maneuver 364.2 508.3 944 299.4 513 796 1495 - - 1302 - - Mov Capacity-2 Maneuver 364.2 508.3 - 299.4 513 - - - - - - - Stage 1 874 777.7 - 726 670 - - - - - - - Stage 2 494.2 658.2 - 523.9 771.8 - - - - - - - Approach EB WB NB SB HCM Control Delay (s) 15.775 15.826 0.5 1.3 HCM LOS C C A A Lane NBL NBT NBR EBLn1 EBLn2 WBLn1 WBLn2 SBL SBT SBR Capacity (vph) 364 576 299 545 HCM Control Delay (s) 7.438 - - 15.4 15.8 19.7 14.6 7.805 - - HCM Lane VC Ratio 0.012 - - 0.045 0.425 0.182 0.315 0.014 - - HCM Lane LOS A - - C C C B A - - HCM 95th Percentile Queue (veh) 0.038 - - 0.14 2.107 0.653 1.342 0.043 - - Rght 0 Peds 9 Out In Total 117 177 294 Peak Hour Begins at 04:30 PM Class 1 Peak Hour Data North 0 531 531 Left 44 Thru 258 Rght 0 Peds 15 Out In Total 201 302 503 3/27/2012 04:00 PM 3/27/2012 05:45 PM Class 1 North Rght 0 Peds 6 Out In Total 99 65 164 Peak Hour Begins at 07:45 AM Class 1 Peak Hour Data North Rght 125 Peds 18 Out In Total 125 257 382 Peak Hour Begins at 04:30 PM Class 1 Peak Hour Data North Rght 49 Peds 0 Out In Total 145 93 238 Peak Hour Begins at 08:00 AM Class 1 Peak Hour Data North 1044 1222 2266 Left 25 Thru 38 Rght 80 Peds 0 Out In Total 310 143 453 3/27/2012 07:00 AM 3/27/2012 08:45 AM Class 1 North 0.5 1.4 7.8 Long Range (2035) Background Eastbound Westbound Northbound Southbound Overall B B A A A 12.7 13.9 0.6 1.1 6.3 B B A A A 12.5 12.7 0.5 1.1 7.2 Long Range (2035) Proposed Eastbound Westbound Northbound Southbound Overall B B A A A 13.1 14.5 0.6 1.5 7.0 C C A A A 15.7 15.6 0.5 1.3 9.2 4.4 Other Considerations 4.4.1 Interaction between Alley and Site access The existing site has two access points from Magnolia Street. As part of the development, the access closest to College Avenue will be closed. The close proximity of the remaining access to the alley requires a qualitative discussion of the traffic interaction. Access from the existing surface parking lot to the alley is currently prevented by the concrete parking blocks. The alley has a total daily volume of 330 vehicles. During the AM peak period, approximately 10 vehicles travel northbound and 8.8 10.0 12.9 Long Range (2035) Background Eastbound Westbound Northbound Southbound Overall C C B A B 21.1 20.3 10.7 9.8 11.5 C C A A B 29.8 24.8 9.8 12.0 14.0 Long Range (2035) Proposed Eastbound Westbound Northbound Southbound Overall C C B A B 22.6 20.6 11.3 10.0 12.5 D C A B B 40.4 28.0 9.0 10.5 15.0 4.3 Mason Street and Magnolia Street [unsignalized] Impact Assessment During all conditions this intersection performs at acceptable levels-of-service. The LOS remains A even with the addition of the development trips; therefore, no improvements are needed. Table 4-3 presents the results (LOS, delay, and queue) of the analysis for the existing and future conditions with and without the generated trips for this unsignalized intersection.