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HomeMy WebLinkAboutTRAFFIC IMPACT STUDY - 23-00782 - The Legends - Plat THE LEGENDS DEVELOPMENT TRAFFIC IMPACT STUDY PROJECT NO. 23059 OCTOBER 2023 PREPARED FOR: CITY OF REXBURG & MADISON COUNTY IDAHO PREPARED BY: EAGLE ROCK ENGINEERING AND LAND SURVEYING, LLC 310 N 2nd E, REXBURG, ID 83440 The Traffic Impact Study for The Legends Development has been prepared and approved by: Angel E. Gonzalez, PE Date DRAFT City of Rexburg/Madison County Eagle Rock Engineering and Surveying i The Legends TIS TABLE OF CONTENTS 1 INTRODUCTION AND SUMMARY ............................................................................. 1 1.1 Purpose of Report and Study Objectives ....................................................... 1 1.2 Executive Summary ........................................................................................... 1 1.2.1 Site Location and Study Area .................................................................... 1 1.2.2 Development Description .......................................................................... 1 1.2.3 Principal Findings ......................................................................................... 1 1.2.4 Conclusion and Recommendations ........................................................ 2 2 PROPOSED DEVELOPMENT...................................................................................... 3 2.1 Site Location ....................................................................................................... 3 2.2 Land Use and Intensity (Existing and Proposed) ............................................ 4 2.3 Proposed Development Details ....................................................................... 4 2.4 Access Geometrics ........................................................................................... 4 2.5 Development Phasing and Timing .................................................................. 4 3 ANALYSIS OF EXISTING CONDITIONS ...................................................................... 5 3.1 Study Area .......................................................................................................... 5 3.2 Physical Characteristics .................................................................................... 6 3.2.1 Roadway Characteristics ........................................................................... 6 3.2.2 Traffic Control Devices ............................................................................... 6 3.2.3 Pedestrian/Bicycle Facilities ...................................................................... 6 3.3 Traffic Volumes ................................................................................................... 7 3.4 Level of Service .................................................................................................. 9 4 ANALYSIS OF FUTURE WITHOUT PROJECT CONDITIONS ..................................... 10 4.1 Planned Improvements .................................................................................. 10 4.1.1 Roadway Characteristics ......................................................................... 10 4.1.2 Traffic Control Devices ............................................................................. 10 4.1.3 Pedestrian/Bicycle Facilities .................................................................... 10 4.2 Traffic Volumes ................................................................................................. 10 4.2.1 Volume Forecast Methods....................................................................... 10 4.2.2 Forecasted Volumes by Horizon Year .................................................... 12 4.3 Level of Service ................................................................................................ 15 5 ANALYSIS OF FUTURE WITH PROJECT CONDITIONS ............................................. 16 5.1 Site Traffic Forecasts ........................................................................................ 16 5.1.1 Trip Generation .......................................................................................... 16 5.1.2 Mode Split .................................................................................................. 16 5.1.3 Pass-by Traffic ............................................................................................ 16 5.1.4 Trip Distribution ........................................................................................... 16 5.1.5 Trip Assignment .......................................................................................... 17 City of Rexburg/Madison County Eagle Rock Engineering and Surveying ii The Legends TIS 5.2 Level of Service Analysis ................................................................................. 21 5.3 Traffic Safety Implications ............................................................................... 22 5.4 Turn Lane Warrants .......................................................................................... 22 5.5 Optional Alternatives to Mitigate Level-of-Service Deficiencies ............... 24 5.6 Pedestrian/Bicycle Considerations ................................................................ 24 5.7 On-Site Traffic Circulation ............................................................................... 24 5.8 Consistency with Adopted Transportation Plan .......................................... 24 6 FINDINGS AND RECOMMENDATIONS .................................................................. 25 7 Contacts ................................................................................................................. 26 LIST OF FIGURES Figure 1: Project Location .............................................................................................. 3 Figure 2: Existing Study Area .......................................................................................... 5 Figure 3: Existing AM and PM Peak Turning Volumes.................................................. 8 Figure 4: Roadway Segment Identifications for Forecasted Calculations ............ 11 Figure 5: AADT Growth West of N 12th W/SH-33 ....................................................... 12 Figure 6: AADT Growth West of N 12th W/SH-33 ....................................................... 12 Figure 7: 2033 Turning Volume Counts without Project Traffic ................................. 13 Figure 8: 2038 Turning Volume Counts without Project Traffic ................................. 14 Figure 9: Trip Distribution ............................................................................................... 17 Figure 10: Turning Movements from New Traffic ....................................................... 18 Figure 11: 2033 Turning Volume Counts with Project Traffic .................................... 19 Figure 12: 2038 Turning Volume Counts with Project Traffic Only ........................... 20 LIST OF TABLES Table 1: Level of Service Summary – HCM 6 ................................................................ 2 Table 2: Existing Level of Service ................................................................................... 9 Table 3: AADT from Madison County TMP 2015 ........................................................ 11 Table 4: 2033 Scenario without Project Traffic Level-of-Service .............................. 15 Table 5: 2038 Scenario without Project Traffic Level-of-Service .............................. 15 Table 6: New Trips (Traffic) Generated from The Project ......................................... 16 Table 7: 2033 Scenario with Project Only Level-of-Service ...................................... 21 Table 8: 2038 Scenario with Project Only Level-of-Service ...................................... 21 Table 9: Summary of Collisions .................................................................................... 22 Table 10: Left and Right Turn Warrants (NCHRP 279) ................................................ 23 Table 11: 2038 Project with Improvements Level-of-Service ................................... 24 City of Rexburg/Madison County Eagle Rock Engineering and Surveying 1 The Legends TIS 1 INTRODUCTION AND SUMMARY 1.1 Purpose of Report and Study Objectives This report was prepared for the City of Rexburg and Madison County to present a Traffic Impact Study (TIS) of the S 15th E and E 49th S Development. This study will follow TIS guidelines presented in the Madison County Transportation Master Plan (TMP) 2015 and 2022 Update. Objectives include presenting the proposed development, identifying access locations and requirements, and measuring the operational performance of intersections for the years 2023, 2033, and 2038. The names for new roadways have not been established, therefore, placeholder names were provided. The subject intersections are as follows: 1. N 3000 W and W 2000 N 2. N 12th W and W 2000 N 3. N 12th W and State Highway 33 4. N 12th W and Access Point 1 (NEW) 1.2 Executive Summary 1.2.1 Site Location and Study Area This development is located at the southwest corner of N 12th W and W 2000 N in Rexburg, ID and is approximately 59 acres. The study area includes the proposed development area, one new access point, and three nearby existing intersections. 1.2.2 Development Description The land use is zoned for Low Density Residential 1. The development is expected to be made up of 170 detached single-family homes. New trips (traffic) generated were calculated using the Institute of Transportation Engineers (ITE) Trip Generation Manual 11th Edition. The new trips calculated are 1,644 weekday trips (822 [exiting]/822 [entering]), 128 AM peak trips (95 [exiting]/33 [entering]), 170 PM peak trips (61 [exiting]/109 [entering]). This project is expected to finish construction by 2033. 1.2.3 Principal Findings Table 1 summarizes the findings for all scenario years; no-build scenario (excludes project), build scenario (includes project), and build scenario with recommended improvements. The TMP requires that an intersection level-of- service (LOS) must have a grade of “D” or better. Each scenario was created in Synchro 11 software, this software enables sophisticated highway capacity City of Rexburg/Madison County Eagle Rock Engineering and Surveying 2 The Legends TIS analysis using methodologies from the Highway Capacity Manual 6th Edition (HCM6). From the results, intersection 3 is failing to meet LOS requirements for 2038 No-build during the AM peak and 2038 with Project during both peak hours. This intersection is a 4-leg signalized intersection with existing turn-lanes. State highway 33 (SH-33) is owned by the Idaho Transportation Department (ITD) and will need to be analyzed under ITD requirements. Typically, the operational upgrades to be considered for signalized intersections are the addition of lanes, signal timing optimization, integrations of intelligent transportation systems, geometric upgrades, or redesign into an alternative control type. For this intersection the most reasonable improvement would be to introduce a northbound (NB) right turn lane and dual left turn lanes at the southbound (SB) approach. These improvements would significantly reduce delay times and the volume to capacity (V/C) ratio. Table 1: Level of Service Summary – HCM 6 1.2.4 Conclusion and Recommendations To alleviate congestion and delays at the failing intersections it is recommended that improvements be implemented at the following locations: • N 12th W and SH-33: Install a right turn lane at the NB approach, additional right of way (ROW) would be required to fit this new lane. Install dual left turn lanes at the SB approach, again, this will require additional ROW. Delay (sec.)V/C LOS Delay (sec.)V/C LOS 2023 8.2 0.160 A 7.5 0.096 A 2033 No-Build 8.7 0.217 A 7.7 0.121 A 2038 No-Build 9.0 0.248 A 7.8 0.134 A 2033 with Project 8.8 0.223 A 7.7 0.124 A 2038 with Project 9.0 0.254 A 7.8 0.137 A 2023 3.8 0.124 A 3.7 0.158 A 2033 No-Build 4.1 0.158 A 4.1 0.207 A 2038 No-Build 4.3 0.176 A 4.4 0.236 A 2033 with Project 4.2 0.16 A 4.2 0.212 A 2038 with Project 4.4 0.179 A 4.4 0.242 A 2023 14.1 0.670 B 15.8 0.600 B 2033 No-Build 22.2 0.860 C 23.2 0.780 C 2038 No-Build 40.8 1.090 F 36.4 0.960 D 2033 with Project 29.2 0.980 C 27.1 0.840 C 2038 with Project 60.1 1.200 F 45.4 1.120 F 2038 with Project & Improvements 15.5 0.700 B 17 0.710 B 2033 with Project 2.3 0.151 A 2.4 0.087 A 2038 with Project 2.2 0.159 A 2.2 0.090 A Scenario 3. N 12th W & SH-33 4. N 12th W & Access Point 1 AM PM 1. N 3000 W & W 2000 N 2. N 12th W & W 2000 N City of Rexburg/Madison County Eagle Rock Engineering and Surveying 3 The Legends TIS 2 PROPOSED DEVELOPMENT 2.1 Site Location The development will be located at the southwest corner of N 12th W and W 2000 N in Rexburg, ID, see Figure 1. Figure 1: Project Location City of Rexburg/Madison County Eagle Rock Engineering and Surveying 4 The Legends TIS 2.2 Land Use and Intensity (Existing and Proposed) Prior to the initiation of this project the land use was agricultural use – now the land use will be zoned for low density residential 1. 2.3 Proposed Development Details The development is expected to be made up of 170 detached single-family homes (ITE Code 210). New trips (traffic) generated were calculated using the ITE Trip Generation Manual 11th Edition. The new trips calculated are 1,644 weekday trips (822 [exiting]/822 [entering]), 128 AM peak trips (95 [exiting]/33 [entering]), 170 PM peak trips (61 [exiting]/109 [entering]). This project is expected to finish construction by 2033. 2.4 Access Geometrics The development will introduce one new access point onto N 12th W between W 1000 N and W 2000 N. 2.5 Development Phasing and Timing This project is expected to be fully built out by 2033 – this report will present the scenario years 2023, 2033, and 2038. City of Rexburg/Madison County Eagle Rock Engineering and Surveying 5 The Legends TIS 3 ANALYSIS OF EXISTING CONDITIONS 3.1 Study Area The existing study area includes N 3000 W & W 2000 N, N 12th W & W 2000 N, and N 12th W & State Highway 33 – the entirety of the study is highlighted in Figure 2. Figure 2: Existing Study Area City of Rexburg/Madison County Eagle Rock Engineering and Surveying 6 The Legends TIS 3.2 Physical Characteristics 3.2.1 Roadway Characteristics N 3000 W is a two-way two-lane north-south directional roadway and is classified as a major arterial per the TMP. The posted speed is 30 MPH north of W 2000 N and 40 MPH south of W 2000 N. The shoulder varies in surface type and width all throughout. N 12th W is a two-way two-lane north-south directional roadway and is classified as a minor arterial per the TMP. The posted speed is 45 MPH north of SH-33 and 35 MPH south of W 2000 N. The shoulder varies in surface type and width all throughout. W 2000 N is a two-way two-lane east-west directional roadway and is classified as a minor arterial per the TMP. The posted speed is 45 MPH where it intersects N 12th W at both approaches. The posted speed where it intersects N 12th W is 40 MPH at the westbound (WB) approach and 30 MPH at the eastbound (EB) approach. The shoulder varies in surface type and width all throughout. SH-33 is an east-west directional roadway and is classified as a minor arterial by the Idaho Transportation Department (ITD). The posted speed is 45 MPH where it intersects N 12th W at both approaches. For the EB approach it is a two-way two- lane roadway and for the WB approach it is a multi-lane two-way roadway. The shoulder varies in surface type and width all throughout. 3.2.2 Traffic Control Devices N 3000 W and W 2000 N is an all way stop controlled intersection. The WB approach has a shared left/thru lane with a grade separated free right turn lane. The SB approach has a shared thru/right lane with a grade separated free left turn lane. N 12th W and W 2000 N is a roundabout controlled intersection. Each approach has a single entry and exit lane and there is only one circulating lane. The inscribed diameter is approximately 148-ft with 16-ft wide circulating lanes. Entry and exit lanes vary from 12-ft to 16-ft wide. N 12th W and SH-33 is signal controlled. The WB and EB approaches have separated left, thru, and right lanes. The NB and SB approaches have a left turn lane and a shared thru/right turn lane. 3.2.3 Pedestrian/Bicycle Facilities N 3000 W and W 2000 N has no pedestrian or bicycle facilities. City of Rexburg/Madison County Eagle Rock Engineering and Surveying 7 The Legends TIS N 12th W and W 2000 N has no pedestrian or bicycle facilities. N 12th W and SH-33 have signalized crosswalks at the north, east, and south legs. There are sidewalks along the NB edge of travel and along both sides of the east leg. 3.3 Traffic Volumes Existing turning movement counts were collected on 05/23/2023 and 05/25/2023 – peak hours were determined to be AM (0730) and PM (1700), see Figure 3. The yearly growth rate for the study area is 3.1% (NB/SB) and 2.2% (EB/WB). The growth rates were calculated using Average Annual Daily Traffic (AADT) data from the TMP and from ITD historical data. City of Rexburg/Madison County Eagle Rock Engineering and Surveying 8 The Legends TIS Figure 3: Existing AM and PM Peak Turning Volumes AM Peak (PM Peak) City of Rexburg/Madison County Eagle Rock Engineering and Surveying 9 The Legends TIS 3.4 Level of Service Synchro 11 level-of-service (LOS) software was used to determine LOS for the existing traffic volumes. A Synchro model was built using existing roadway and intersection geometry. Existing volumes, peak hour factors (PHF), and heavy vehicle percentages were used. Table 2 presents the output from this analysis. The TMP requires at least a LOS “D.” All intersections currently meet LOS requirements. Table 2: Existing Level of Service Delay (sec.)V/C LOS Delay (sec.)V/C LOS NB 1-LTR 8.3 0.082 A 7.5 0.047 A SB 1-L, 1-TR 8.5 0.160 A 7.7 0.064 A EB 1-LT, 1-R 8.4 0.134 A 7.4 0.096 A WB 1-LTR 7.5 0.113 A 7.3 0.048 A 8.2 0.160 A 7.5 0.096 A NB 1-LTR 3.5 0.089 A 3.9 0.158 A SB 1-LTR 3.7 0.096 A 3.5 0.075 A EB 1-LTR 4.1 0.124 A 3.4 0.075 A WB 1-LTR 3.0 0.007 A 4.5 0.014 A 3.8 0.124 A 3.7 0.158 A NB 1-L, 1-TR 11.7 0.480 B 12.4 0.540 B SB 1-L, 1-TR 18.9 0.670 B 17.9 0.510 B EB 1-L, 1-T, 1-R 13.4 0.390 B 18.0 0.340 B WB 1-L, 1-T, 1-R 10.7 0.430 B 15.0 0.600 B 14.1 0.670 B 15.8 0.600 B 3. Intersection 4 does not exist for this scenario. 1. NB, SB, EB, WB: northbound, southbound, eastbound, westbound. 2. L, T, R: Left, thorugh right. Intersection AM PM Intersection LOS Intersection LOS 1. N 3000 W & W 2000 N AWSC ROUNDABOUT2. N 12th W & W 2000 N Intersection LOS 2023 EXISTING Direction Lane Configuration Control Type SIGNAL3. N 12th W & SH-33 City of Rexburg/Madison County Eagle Rock Engineering and Surveying 10 The Legends TIS 4 ANALYSIS OF FUTURE WITHOUT PROJECT CONDITIONS 4.1 Planned Improvements 4.1.1 Roadway Characteristics The schedule for planned improvements is not known at this time, but N 3000 W and W 2000 N was proposed to have a roundabout constructed. SH-33 was proposed to be widened to 5 lanes from N 3000 W to N 12th W. None of these improvements were incorporated into this analysis because the TMP dated SH- 33 widening to 2040 and the proposed roundabout was dated for 2020, but at this time there is no build date. 4.1.2 Traffic Control Devices No other updates to the traffic control devices were noted. 4.1.3 Pedestrian/Bicycle Facilities At the time of this report, the ped and bike facilities are unknown even with some future improvements planned. 4.2 Traffic Volumes 4.2.1 Volume Forecast Methods The forecasted yearly growth rates were calculated using AADT from ITD historical data and the TMP. There was an error within the TMP and only forecasted volumes could be accurately calculated from 2030 to 2040, see Table 3. Data for 2020 mirrored data from 2040, which is not correct. Figure 4 shows the corresponding segment numbers seen in Table 3. NB and SB yearly growth was calculated to be 3.1%. Historical traffic data from ITD for the east- west directions was aggregated with TMP data – Figure 5 and Figure 6 shows the trending growth at the mileposts at N 12th W/SH-33. City of Rexburg/Madison County Eagle Rock Engineering and Surveying 11 The Legends TIS Table 3: AADT from Madison County TMP 2015 Figure 4: Roadway Segment Identifications for Forecasted Calculations N-S E-W N-S E-W N-S E-W N-S E-W 1 <3000 <3000 800 1200 <3000 <3000 <3000 <3000 2 <3000 <3000 6100 1500 4900 <3000 6100 <3000 3 4600 <3000 9100 4500 7600 3300 9100 4500 4 <3000 <3000 5100 2800 3600 <3000 5100 <3000 5 --<3000 5100 1100 3700 <3000 5100 <3000 6 <3000 <3000 200 2700 <3000 <3000 <3000 <3000 7 <3000 4100 300 13100 <3000 10000 <3000 13100 8 16800 29800 24900 29800 9 <3000 500 <3000 <3000 2020 2030 2040 AADT from Madison County TMP 2015 Segment 2015 Existing City of Rexburg/Madison County Eagle Rock Engineering and Surveying 12 The Legends TIS Figure 5: AADT Growth West of N 12th W/SH-33 Figure 6: AADT Growth West of N 12th W/SH-33 4.2.2 Forecasted Volumes by Horizon Year Figure 7 and Figure 8 show forecasted volumes for 2033, 2038, and 2043 without the project traffic. City of Rexburg/Madison County Eagle Rock Engineering and Surveying 13 The Legends TIS Figure 7: 2033 Turning Volume Counts without Project Traffic AM Peak (PM Peak) City of Rexburg/Madison County Eagle Rock Engineering and Surveying 14 The Legends TIS Figure 8: 2038 Turning Volume Counts without Project Traffic AM Peak (PM Peak) City of Rexburg/Madison County Eagle Rock Engineering and Surveying 15 The Legends TIS 4.3 Level of Service Using the HCM6 methodology the following LOS grades were prepared, see Table 4 and Table 5. N 12th W and SH-33 is expected to fail during the AM peak period by 2038 without project traffic. Table 4: 2033 Scenario without Project Traffic Level-of-Service Table 5: 2038 Scenario without Project Traffic Level-of-Service Delay (sec.)V/C LOS Delay (sec.)V/C LOS NB 1-LTR 8.6 0.111 A 7.6 0.063 A SB 1-L, 1-TR 9.1 0.217 A 7.9 0.084 A EB 1-LT, 1-R 8.9 0.172 A 7.6 0.121 A WB 1-LTR 7.9 0.144 A 7.5 0.059 A 8.7 0.217 A 7.7 0.121 A NB 1-LTR 3.7 0.117 A 4.4 0.207 A SB 1-LTR 4.1 0.128 A 3.8 0.102 A EB 1-LTR 4.5 0.158 A 3.7 0.093 A WB 1-LTR 3.1 0.008 A 4.6 0.017 A 4.1 0.158 A 4.1 0.207 A NB 1-L, 1-TR 11.4 0.830 B 12.8 0.780 B SB 1-L, 1-TR 28.5 0.860 C 28.1 0.760 C EB 1-L, 1-T, 1-R 27.7 0.530 C 31.0 0.480 C WB 1-L, 1-T, 1-R 16.3 0.470 B 22.1 0.690 C 22.2 0.860 C 23.2 0.780 C 2033 NO BUILD Intersection Direction Lane Configuration Control Type AM PM 1. N 3000 W & W 2000 N AWSC Intersection LOS 2. N 12th W & W 2000 N ROUNDABOUT Intersection LOS 3. N 12th W & SH-33 SIGNAL Intersection LOS 1. NB, SB, EB, WB: northbound, southbound, eastbound, westbound. 2. L, T, R: Left, thorugh right. 3. Intersection 4 does not exist for this scenario. Delay (sec.)V/C LOS Delay (sec.)V/C LOS NB 1-LTR 8.9 0.128 A 7.7 0.066 A SB 1-L, 1-TR 9.5 0.248 A 8.0 0.097 A EB 1-LT, 1-R 9.2 0.195 A 7.7 0.072 A WB 1-LTR 8.1 0.162 A 7.6 0.134 A 9.0 0.248 A 7.8 0.134 A NB 1-LTR 3.9 0.132 A 4.7 0.236 A SB 1-LTR 4.3 0.149 A 4.0 0.116 A EB 1-LTR 4.8 0.176 A 3.8 0.104 A WB 1-LTR 3.2 0.009 A 4.9 0.022 A 4.3 0.176 A 4.4 0.236 A NB 1-L, 1-TR 13.2 1.030 F 13.9 0.920 B SB 1-L, 1-TR 65.0 1.090 F 51.7 0.960 D EB 1-L, 1-T, 1-R 50.5 0.570 D 53.2 0.570 D WB 1-L, 1-T, 1-R 19.2 0.520 B 29.8 0.730 C 40.8 1.090 F 36.4 0.960 D 2038 NO BUILD Intersection Direction Lane Configuration Control Type AM PM 1. N 3000 W & W 2000 N AWSC Intersection LOS N 12th W & W 2000 N ROUNDABOUT 2. L, T, R: Left, thorugh right. 3. Intersection 4 does not exist for this scenario. Intersection LOS 3. N 12th W & SH-33 SIGNAL Intersection LOS 1. NB, SB, EB, WB: northbound, southbound, eastbound, westbound. City of Rexburg/Madison County Eagle Rock Engineering and Surveying 16 The Legends TIS 5 ANALYSIS OF FUTURE WITH PROJECT CONDITIONS 5.1 Site Traffic Forecasts 5.1.1 Trip Generation The land use is zoned for low density residential 1. The development is expected to be made up of 170 detached single-family units. New trips (traffic) generated were calculated using the ITE Trip Generation Manual 11th Edition. New trips calculated are 1,644 weekday trips (822 [exiting]/822 [entering]), 128 AM peak trips (95 [exiting]/33 [entering]), 170 PM peak trips (61 [exiting]/109 [entering]), see Table 6. Table 6: New Trips (Traffic) Generated from The Project 5.1.2 Mode Split There is no available data or information for modes of travel outside of vehicles, thus, automobiles are the only analyzed mode in this report. 5.1.3 Pass-by Traffic Pass-by trips were not included in this study. 5.1.4 Trip Distribution Trip distribution was determined by using engineering judgment of local travel patterns and attraction locations, see Figure 9. Project:The Legends No. Units 170 Enter Exit Enter Exit Enter Exit ITE Code 210 822 822 33 95 109 61 Weekday AM PM New Trips from Project 1644 128 170Total City of Rexburg/Madison County Eagle Rock Engineering and Surveying 17 The Legends TIS Figure 9: Trip Distribution 5.1.5 Trip Assignment The trip assignment was prepared using the trip distribution onto the subject intersections and roadways. Figure 10 shows new traffic turning counts from the project. Figure 11 and Figure 12 shows projected turn count data for 2033 and 2038 with project traffic. City of Rexburg/Madison County Eagle Rock Engineering and Surveying 18 The Legends TIS Figure 10: Turning Movements from New Traffic AM Peak (PM Peak) City of Rexburg/Madison County Eagle Rock Engineering and Surveying 19 The Legends TIS Figure 11: 2033 Turning Volume Counts with Project Traffic AM Peak (PM Peak) City of Rexburg/Madison County Eagle Rock Engineering and Surveying 20 The Legends TIS Figure 12: 2038 Turning Volume Counts with Project Traffic Only AM Peak (PM Peak) City of Rexburg/Madison County Eagle Rock Engineering and Surveying 21 The Legends TIS 5.2 Level of Service Analysis During scenario 2033 with project traffic all intersections are meeting TMP LOS requirements, see Table 7. However, scenario 2038 with project traffic shows that only N 12th W & SH-33 is failing to meet LOS requirements during both peak hours, see Table 8. Table 7: 2033 Scenario with Project Only Level-of-Service Table 8: 2038 Scenario with Project Only Level-of-Service Delay (sec.)V/C LOS Delay (sec.)V/C LOS NB 1-LTR 8.7 0.112 A 7.6 0.063 A SB 1-L, 1-TR 9.2 0.223 A 8.0 0.092 A EB 1-LT, 1-R 9.0 0.176 A 7.6 0.124 A WB 1-LTR 8.0 0.159 A 7.5 0.064 A 8.8 0.223 A 7.7 0.124 A NB 1-LTR 3.8 0.127 A 4.4 0.212 A SB 1-LTR 4.1 0.130 A 3.9 0.104 A EB 1-LTR 4.5 0.160 A 3.8 0.101 A WB 1-LTR 3.2 0.008 A 4.5 0.020 A 4.2 0.160 A 4.2 0.212 A NB 1-L, 1-TR 11.3 0.460 B 12.1 0.670 B SB 1-L, 1-TR 41.0 0.980 D 33.3 0.840 C EB 1-L, 1-T, 1-R 36.1 0.910 D 39.0 0.830 D WB 1-L, 1-T, 1-R 18.1 0.540 B 24.6 0.520 C 29.2 0.980 C 27.1 0.840 C NB 1-LT 1.4 0.026 A 2.3 0.077 A SB 1-TR 0.0 --A 0.0 --A EB 1-LR 11.2 0.151 B 10.2 0.087 B 2.3 0.151 A 2.4 0.087 A 3. N 12th W & SH-33 SIGNAL Intersection LOS 1. NB, SB, EB, WB: northbound, southbound, eastbound, westbound. 2. L, T, R: Left, thorugh right. TWSC Intersection LOS 4. N 12th W & Access Point 1 Intersection LOS 2033 WITH PROJECT Intersection Direction Lane Configuration Control Type AM PM 1. N 3000 W & W 2000 N AWSC Intersection LOS 2. N 12th W & W 2000 N ROUNDABOUT Delay (sec.)V/C LOS Delay (sec.)V/C LOS NB 1-LTR 8.9 0.129 A 7.8 0.072 A SB 1-L, 1-TR 9.6 0.254 A 8.1 0.104 A EB 1-LT, 1-R 9.3 0.197 A 7.8 0.137 A WB 1-LTR 8.2 0.176 A 7.6 0.071 A 9.0 0.254 A 7.8 0.137 A NB 1-LTR 4.0 0.144 A 4.7 0.242 A SB 1-LTR 4.4 0.151 A 4.1 0.119 A EB 1-LTR 4.8 0.179 A 3.9 0.111 A WB 1-LTR 3.3 0.009 A 4.8 0.024 A 4.4 0.179 A 4.4 0.242 A NB 1-L, 1-TR 13.9 0.500 B 14.1 0.740 B SB 1-L, 1-TR 95.2 1.200 F 82.3 1.120 F EB 1-L, 1-T, 1-R 78.9 1.170 F 62.8 1.030 F WB 1-L, 1-T, 1-R 23.3 0.580 C 29.6 0.590 C 60.1 1.200 F 45.4 1.120 F NB 1-LT 1.3 0.027 A 2.1 0.078 A SB 1-TR 0.0 --A 0.0 --A EB 1-LR 11.6 0.159 B 10.4 0.090 B 2.2 0.159 A 2.2 0.090 A 2038 WITH PROJECT Intersection Direction Lane Configuration Control Type AM PM 1. NB, SB, EB, WB: northbound, southbound, eastbound, westbound. 2. L, T, R: Left, thorugh right. 1. N 3000 W & W 2000 N AWSC Intersection LOS 2. N 12th W & W 2000 N ROUNDABOUT Intersection LOS 4. N 12th W & Access Point 1 TWSC Intersection LOS 3. N 12th W & SH-33 SIGNAL Intersection LOS City of Rexburg/Madison County Eagle Rock Engineering and Surveying 22 The Legends TIS 5.3 Traffic Safety Implications An increase in congestion and delay could result in more rear-end collisions, for example, rear-end collisions are commonly an indication of congestion. Also, the inclusion of more access points creates more conflict points, which could increase collisions. It is difficult to determine how the additional traffic from a new development could impact the safety of the roadway network. Currently there have been relatively low collision occurrences over the last 3 years at each existing intersection. Most of the collisions from the three intersections have occurred at N 12th W & SH-33. No fatalities have occurred and only one serious injury has happened. Table 9: Summary of Collisions 5.4 Turn Lane Warrants Turn lane warrants (National Cooperative Highway Research Program [NCHRP] 279) were performed and by 2038 with complete build-out of the development turn lane warrants were met at: 1. Access Point 1 and E 49th S a. No turn lanes were warranted for this intersection. 2. N 12th W and Access Point 1 a. Turn lane warrants were met for NBLT and EBRT. See the full results by year and scenarios in Table 10. Even if a warrant is met this does not mean it is required to be built. Looking at scenario 2038 Project, the worst-case scenario, it shows that intersection 4 is already meeting LOS requirements without turn lanes, see Table 8. NCHRP 279 does not apply to signalized or roundabout controlled intersections, thus, only intersections 1 and 3 could be analyzed. Total Crash Count Fatal Crash Count # of Fatalities Total Injury Crash Count # of Injuries Suspected Serious Injury Crash Count # of Suspected Serious Injuries Property Damage Crash Count 2 0 0 0 0 0 0 2 3 0 0 3 3 0 0 0 15 0 0 5 13 1 1 10 1. N 3000 W & W 2000 N 2. N 12th W & W 2000 N 3. N 12th W & SH-33 Collision Data from January 1, 2019 to January 1, 2022 (Source: ITD) City of Rexburg/Madison County Eagle Rock Engineering and Surveying 23 The Legends TIS Table 10: Left and Right Turn Warrants (NCHRP 279) AM PM AM PM AM PM AM PM AM PM LT RT SB RT LT RT WB LT NB LT X SB RT LT RT O NOTE: Intersections 2 and 3 cannot be analyzed using this methodology because it only applies to unsignalized stop-controlled intersections. Left and Right Turn Lane Warrants, per NCHRP 279 2038 Project EB NB 4. N 12th W & Acess Point 1 EB O: Left or right turn pocket or taper should be Considered X: Left or right turn lane is Warranted 2033 ProjectDirection202320332038 1. W 3000 N & N 2000 W City of Rexburg/Madison County Eagle Rock Engineering and Surveying 24 The Legends TIS 5.5 Optional Alternatives to Mitigate Level-of-Service Deficiencies This section will present improvements to N 12th W and SH-33 because that is the only intersection that is expected to fail with and without the project traffic. The TMP shows that SH-33 is expected to be widened to 5 lanes, but that roadway is under the ownership of ITD and it is unknown when that will happen. The improvements analyzed here include dual SB left-turn lanes and one NB right- turn lane. These two changes have improved the LOS from “D” to “B.” The reason why this could be is because the V/C ratio was reduced. Whenever the V/C ratio is above 1.0 the LOS is “F” and when it is 0.85 or higher the intersection needs attention. See Table 11 for the LOS improvement results at N 12th W and SH-33. Table 11: 2038 Project with Improvements Level-of-Service 5.6 Pedestrian/Bicycle Considerations This project will include sidewalk within the project right-of-way. 5.7 On-Site Traffic Circulation On-site traffic circulation should have excellent functionality and will serve every resident equally. 5.8 Consistency with Adopted Transportation Plan This TIS follows guidelines from the Madison County Transportation Master Plan 2015/2022. Delay (sec.)V/C LOS Delay (sec.)V/C LOS NB 1-L, 1-T, 1-R 14.9 0.530 B 11.9 0.610 B SB 2-L, 1-TR 17.5 0.600 B 13.1 0.420 B EB 1-L, 1-T, 1-R 17.2 0.700 B 24.1 0.710 C WB 1-L, 1-T, 1-R 10.3 0.450 B 16.8 0.440 B 15.5 0.700 B 17.0 0.710 B 1. NB, SB, EB, WB: northbound, southbound, eastbound, westbound. 2. L, T, R: Left, thorugh right. 3. N 12th W & SH-33 SIGNAL Intersection LOS 2038 WITH PROJECT AND IMPROVEMENTS Intersection Direction Lane Configuration Control Type AM PM City of Rexburg/Madison County Eagle Rock Engineering and Surveying 25 The Legends TIS 6 FINDINGS AND RECOMMENDATIONS The development is expected to be made up of 170 detached single-family units. New trips (traffic) generated were calculated using the ITE Trip Generation Manual 11th Edition. The new trips calculated are 1,644 weekday trips (822 [exiting]/822 [entering]), 128 AM peak trips (95 [exiting]/33 [entering]), 170 PM peak trips (61 [exiting]/109 [entering]). This project is expected to finish construction by 2033. From the results, intersection 3 is failing to meet LOS requirements by 2033 without project traffic during the AM peak and will fail by 2038 with project traffic for both peak hours. To alleviate delays at the failing intersection it is recommended that improvements be implemented to alleviate capacity deficiencies. These improvements are to construct dual SB left-turn lanes and a single NB right-turn lane. City of Rexburg/Madison County Eagle Rock Engineering and Surveying 26 The Legends TIS 7 Contacts Eagle Rock Engineering prepared the study herein, working with the Developers for the planning and development of the subdivisions as described in this report. The contacts for this study include the owner of Eagle Rock Engineering, Kurt Roland, PLS, Paul Snarr, PE, Adam Snarr, Survey Manager, and Angel Gonzalez, PE. Reviewers of this Impact Study are invited to contact these individuals as required to obtain any further clarifying information. Disclaimer This Impact Study is not intended to represent a commitment on the part of the City, County, or the Developer, nor to be all-inclusive; it merely represents a starting place to ensure the development agreement, plats, and improvement drawings meet all parties’ requirements. APPENDIX A TRAFFIC VOLUME COUNTS AND TRIP GENERATION Date:Project: Name(s): Location: Left Thru Right Left Thru Right Left Thru Right Left Thru Right 7:00 ‐ 7:15 1 2 19 25 HV Bus 1 Bike 1 Motorcycle/ATV Ped 1 7:15 ‐ 7:30 4 3 15 23 HV Bus 1 Bike Motorcycle Ped 7:30 ‐ 7:45 4 1 11 1 2 11 1 11 HV 1 Bus 1 Bike Motorcycle Ped 7:45 ‐ 8:00 2153177387 1222 HV Bus 1322 1 Bike Motorcycle 1 Ped 8:00 ‐ 8:15 4 11 3 2 3 12 4 3 10 HV Bus 111 Bike Motorcycle Ped 8:15 ‐ 8:30 11 641182 36 HV Bus 1 Bike Motorcycle Ped 8:30 ‐ 8:45 1 161 62 34 HV 1 Bus Bike Motorcycle 1 Ped 8:45 ‐ 9:00 11242 7 66 HV 1 Bus Bike 1 Motorcycle Ped 1 07:00 to 09:00 5/25/2023 23059 The Legends Traffic Impact Study Neil Humphreys N 3000 W & W 2000 N N 2000 W W 2000 N NB SB EB WB AM Date:Project: Name(s): Location: Left Thru Right Left Thru Right Left Thru Right Left Thru Right 14:00 ‐ 14:15 12144211141162 HV 1 Bus Bike Motorcycle Ped 14:15 ‐ 14:30 21 74 1124 93 HV Bus Bike 1 Motorcycle Ped 14:30 ‐ 14:45 413283103 HV 1 Bus Bike 1 Motorcycle Ped 14:45 ‐ 15:00 52 75218101132 HV Bus Bike Motorcycle Ped 3 15:00 ‐ 15:15 221821153166 HV 1 Bus Bike 1 Motorcycle Ped 15:15 ‐ 15:30 13 92 1106182 HV 11 Bus Bike 1 Motorcycle Ped 15:30 ‐ 15:45 2128 2 67144 HV Bus Bike Motorcycle Ped 15:45 ‐ 16:00 32541 4618 HV 1 Bus Bike Motorcycle Ped 16:00 ‐ 16:15 2 1232183 45 HV 1 Bus Bike Motorcycle Ped 16:15 ‐ 16:30 111811 118 55 HV Bus Bike Motorcycle Ped 14:00 to 18:00 PM WB 5/25/2023 23059 The Legends Traffic Impact Study Neil Humphreys N 3000 W & W 2000 N N 2000 W W 2000 N NB SB EB Date:Project: Name(s): Location: Left Thru Right Left Thru Right Left Thru Right Left Thru Right 16:30 ‐ 16:45 22 71 135 5 HV 1 Bus Bike Motorcycle Ped 16:45 ‐ 17:00 6 91 88162 HV Bus Bike 1 Motorcycle 1 Ped 17:00 ‐ 17:15 231133 5163162 HV Bus Bike Motorcycle Ped 17:15 ‐ 17:30 34 712189 82 HV 2 Bus Bike 1 Motorcycle Ped 17:30 ‐ 17:45 372625 87171 HV Bus Bike Motorcycle Ped 17:45 ‐ 18:00 82122111110 91 HV 11 Bus Bike Motorcycle Ped PM 14:00 to 18:00 5/25/2023 23059 The Legends Traffic Impact Study Neil Humphreys N 3000 W & W 2000 N 00 NB SB EB WB Date:Project: Name(s): Location: Left Thru Right Left Thru Right Left Thru Right Left Thru Right 7:00 ‐ 7:15 13 2 1 9 2 13 3 HV Bus 1 Bike 1 Motorcycle/ATV Ped 7:15 ‐ 7:30 67 13111192 HV Bus 1 11 Bike 1 Motorcycle Ped 1 7:30 ‐ 7:45 13 9 25 1 3 2 26 2 1 HV Bus Bike Motorcycle Ped 1 7:45 ‐ 8:00 23 9 1 18 1 2 1 28 2 HV 1 Bus 1111 Bike Motorcycle 1 Ped 1 8:00 ‐ 8:15 12 9 2 29 3 1 1 38 HV 2 1 Bus Bike Motorcycle Ped 8:15 ‐ 8:30 9101 1241 282 HV 11 Bus 1 Bike Motorcycle 1 Ped 8:30 ‐ 8:45 16 10 20 1 13 HV 11 Bus 1 1 Bike Motorcycle 1 Ped 8:45 ‐ 9:00 15 20 1 19 4 1 24 2 1 HV 111 Bus 2 Bike Motorcycle Ped AM 5/23/2023 Chad Bare 07:00 to 09:00 23059 The Legends Traffic Impact Study N 2000 W/N 12th W & W 2000 N N 12th W N 2000 W W 2000 N NB SB EB WB Date:Project: Name(s): Location: Left Thru Right Left Thru Right Left Thru Right Left Thru Right 14:00 ‐ 14:15 19 22 3 9 4 1 1 8 5 HV 21 1 Bus 2 Bike Motorcycle 1 Ped 14:15 ‐ 14:30 22 13 11 4 1 7 1 1 HV 1 1 Bus 1 Bike Motorcycle Ped 14:30 ‐ 14:45 24 19 1 16 5 7 2 31 2 1 HV 122 Bus Bike Motorcycle Ped 14:45 ‐ 15:00 15 17 2 16 18 1 HV 11 Bus 111 Bike Motorcycle Ped 15:00 ‐ 15:15 5122 722119 HV Bus 1 Bike Motorcycle Ped 15:15 ‐ 15:30 8142 114 154 2 HV 11 1 Bus Bike Motorcycle Ped 15:30 ‐ 15:45 16 19 3 17 1 2 15 1 2 HV 13 Bus 11 Bike Motorcycle Ped 15:45 ‐ 16:00 18 22 1 13 2 1 1 17 6 1 HV 21 Bus 11 Bike Motorcycle Ped 16:00 ‐ 16:15 12 24 3 13 1 2 1 24 3 2 1 HV 2 3 Bus Bike Motorcycle 1 Ped 16:15 ‐ 16:30 14 33 2 18 2 2 11 3 1 HV 1 1 Bus 1 Bike Motorcycle 11 Ped PM WB 5/23/2023 Chad Bare W 2000 N 23059 The Legends Traffic Impact Study N 2000 W/N 12th W & W 2000 N 14:00 to 18:00 NB SB EB N 12th W N 2000 W Date:Project: Name(s): Location: Left Thru Right Left Thru Right Left Thru Right Left Thru Right 16:30 ‐ 16:45 10 34 1 13 2 4 1 24 1 2 HV 3 Bus Bike Motorcycle Ped 16:45 ‐ 17:00 23 19 2 23 1 2 22 1 1 HV 1 Bus Bike Motorcycle Ped 17:00 ‐ 17:15 15 19 3 9 5 1 3 21 1 HV 2 Bus Bike Motorcycle Ped 17:15 ‐ 17:30 20 16 1 1 20 4 3 1 19 1 2 2 HV 1 Bus Bike Motorcycle Ped 17:30 ‐ 17:45 27 39 2 2 16 2 2 1 10 HV Bus Bike Motorcycle 11 Ped 17:45 ‐ 18:00 16 18 1 18 1 2 16 1 HV Bus Bike Motorcycle Ped PM NB SB EB WB 5/23/2023 23059 The Legends Traffic Impact Study Chad Bare N 3000 W & W 2000 N N 2000 W W 2000 N 14:00 to 18:00 Date:Project: Name(s): Location: Left Thru Right Left Thru Right Left Thru Right Left Thru Right 7:00 ‐ 7:15 2 8 12 42 6 10 31 23 1 17 3 HV 13 1 1 Bus Bike Motorcycle/ATV Ped 7:15 ‐ 7:30 6 121743 9 2 111816 45 4 HV 111 11 Bus Bike Motorcycle Ped 7:30 ‐ 7:45 9 9 30 60 18 26 16 18 1 64 4 HV 1118 Bus Bike Motorcycle Ped 7:45 ‐ 8:00 5 14407117 1 342326 3 59 9 HV 11 1 3 Bus Bike Motorcycle Ped 8:00 ‐ 8:15 13 17 60 68 37 60 36 35 1 50 20 HV 1112 Bus Bike Motorcycle Ped 8:15 ‐ 8:30 10 21 41 64 59 4 73 26 32 2 49 16 HV 11 3 2 Bus Bike Motorcycle Ped 8:30 ‐ 8:45 15 16 36 52 16 30 21 42 2 28 7 HV 21 311 Bus Bike Motorcycle Ped 8:45 ‐ 9:00 8 13295118 2 182634 1 36 9 HV 131 13 Bus Bike Motorcycle Ped 5/23/2023 23059 The Legends Traffic Impact Study Chase Burke N 12th W & HWY 33 07:00 to 09:00 N 12th W HWY 33 NB SB EB WB AM Date:Project: Name(s): Location: Left Thru Right Left Thru Right Left Thru Right Left Thru Right 14:00 ‐ 14:15 14 21 26 48 41 60 37 50 1 34 13 HV Bus Bike Motorcycle Ped 14:15 ‐ 14:30 3 12164154 21094550 2 5321 HV Bus Bike Motorcycle Ped 14:30 ‐ 14:45 17 10 35 46 56 1 86 25 46 1 31 17 HV Bus Bike Motorcycle Ped 14:45 ‐ 15:00 7 11413923 2 543639 1 45 9 HV Bus Bike Motorcycle Ped 15:00 ‐ 15:15 8 13164315 1 272532 1 29 4 HV Bus Bike Motorcycle Ped 15:15 ‐ 15:30 7 19253814 1 373353 2 32 8 HV Bus Bike Motorcycle Ped 15:30 ‐ 15:45 11 15 27 37 10 1 20 34 40 2 36 4 HV Bus Bike Motorcycle Ped 15:45 ‐ 16:00 5 12273010 4 314135 2 40 2 HV Bus Bike Motorcycle Ped 16:00 ‐ 16:15 10 23 44 45 14 28 43 45 2 49 11 HV Bus Bike Motorcycle Ped 16:15 ‐ 16:30 9 20334614 1 293444 2 41 6 HV Bus Bike Motorcycle Ped PM WB 5/25/2023 23059 The Legends Traffic Impact Study Chase Burke N 12th W & HWY 33 N 12th W HWY 33 14:00 to 18:00 NB SB EB Date:Project: Name(s): Location: Left Thru Right Left Thru Right Left Thru Right Left Thru Right 16:30 ‐ 16:45 5 27454812 304045 1 35 7 HV Bus Bike Motorcycle Ped 16:45 ‐ 17:00 9 32964712 2 283649 2 50 6 HV Bus Bike Motorcycle Ped 17:00 ‐ 17:15 5 48985522 4 404759 3 54 7 HV Bus Bike Motorcycle Ped 17:15 ‐ 17:30 9 40914626 3 395046 4 47 3 HV Bus Bike Motorcycle Ped 17:30 ‐ 17:45 19 45 64 45 14 2 33 50 87 3 46 6 HV Bus Bike Motorcycle Ped 17:45 ‐ 18:00 14 42 58 42 13 3 35 46 79 4 52 7 HV Bus Bike Motorcycle Ped PM 07:00 to 09:00 5/23/2023 23059 The Legends Traffic Impact Study Chase Burke N 12th W & HWY 33 N 12th W HWY 33 NB SB EB WB AM Peak 7:30 8:30 Left Thru Right Left Thru Right Left Thru Right Left Thru Right 2023 5 27 4 49 15 9 16 39 6 1 9 50 AM Peak 20.0% 11.1% 0.0% 8.2% 6.7% 22.2% 12.5% 2.6% 0.0% 0.0% 0.0% 2.0% 7:30 8:30 000000000000 PHASE PHASE PHASE FINAL 5‐year 10‐year 2033 2038 2043 Left Thru Right Left Thru Right Left Thru Right Left Thru Right 2033 7 35 5 64 20 12 20 48 7 1 11 61 AM Peak 20.0% 11.1% 0.0% 8.2% 6.7% 22.2% 12.5% 2.6% 0.0% 0.0% 0.0% 2.0% 7:30 8:30 000000000000 Left Thru Right Left Thru Right Left Thru Right Left Thru Right 2038 7 40 6 73 22 13 22 53 8 1 12 67 AM Peak 20.0% 11.1% 0.0% 8.2% 6.7% 22.2% 12.5% 2.6% 0.0% 0.0% 0.0% 2.0% 7:30 8:30 000000000000 Left Thru Right Left Thru Right Left Thru Right Left Thru Right AM Peak 000200010025 Left Thru Right Left Thru Right Left Thru Right Left Thru Right 2033 7 35 5 66 20 12 20 49 7 1 13 66 AM Peak 20.0% 11.1% 0.0% 8.2% 6.7% 22.2% 12.5% 2.6% 0.0% 0.0% 0.0% 2.0% 7:30 8:30 000000000000 Left Thru Right Left Thru Right Left Thru Right Left Thru Right 2038 7 40 6 75 22 13 22 54 8 1 14 72 AM Peak 20.0% 11.1% 0.0% 8.2% 6.7% 22.2% 12.5% 2.6% 0.0% 0.0% 0.0% 2.0% 7:30 8:30 000000000000 N 3000 W W 2000N 2023 NB SB EB WB EXISTING Total Vehicles HV% PHF 0.59 Bike/Peds 2035‐2050 3.1% 3.1% 2.2% 2.2% BUILD DATES ANNUAL GROWTH NB SB EB WB 2019‐2035 3.1% 3.1% 2.2% 2.2% W 2000N Total Vehicles HV% PHF 0.59 Bike/Peds FINAL N 3000 W NB SB EB WB W 2000N Total Vehicles HV% PHF 0.59 Bike/Peds 5‐year N 3000 W NB SB EB WB W 2000N Total Vehicles Project Trips N 3000 W NB SB EB WB FINAL with Project Trips N 3000 W NB SB EB WB 5‐year with Project Trips N 3000 W NB SB EB WB W 2000N Total Vehicles HV% PHF 0.59 Bike/Peds W 2000N Total Vehicles HV% PHF 0.59 Bike/Peds 2023 62 39 3 2 97 8 7 4 122 6 1 0 AM Peak 8.1% 0.0% 0.0% 0.0% 1.0% 25.0% 14.3% 0.0% 1.6% 0.0% 0.0% NA 7:30 8:30 110000000000 PHASE PHASE PHASE FINAL 5‐year 10‐year 2033 2038 2043 Left Thru Right Left Thru Right Left Thru Right Left Thru Right 2033 81 51 4 3 127 10 9 5 149 7 1 0 AM Peak 8.1% 0.0% 0.0% 0.0% 1.0% 25.0% 14.3% 0.0% 1.6% 0.0% 0.0% NA 7:30 8:30 110000000000 Left Thru Right Left Thru Right Left Thru Right Left Thru Right 2038 93 58 4 3 145 12 9 5 164 8 1 0 AM Peak 8.1% 0.0% 0.0% 0.0% 1.0% 25.0% 14.3% 0.0% 1.6% 0.0% 0.0% NA 7:30 8:30 110000000000 Left Thru Right Left Thru Right Left Thru Right Left Thru Right AM Peak 722000003000 Left Thru Right Left Thru Right Left Thru Right Left Thru Right 2033 88 53 6 3 127 10 9 5 152 7 1 0 AM Peak 8.1% 0.0% 0.0% 0.0% 1.0% 25.0% 14.3% 0.0% 1.6% 0.0% 0.0% NA 7:30 8:30 110000000000 Left Thru Right Left Thru Right Left Thru Right Left Thru Right 2038 100 60 6 3 145 12 9 5 167 8 1 0 AM Peak 8.1% 0.0% 0.0% 0.0% 1.0% 25.0% 14.3% 0.0% 1.6% 0.0% 0.0% NA 7:30 8:30 110000000000 2035‐2050 3.1% 3.1% 2.2% 2.2% N 2000 W/N 12th W W 2000 N 2023 NB SB EB WB Total Vehicles HV% PHF 0.90 Bike/Peds NB SB EB WB 3.1% 3.1% 2.2% 2.2% ANNUAL GROWTH 2019‐2035 BUILD DATES W 2000 N Total Vehicles HV% PHF 0.90 Bike/Peds FINAL N 2000 W/N 12th W NB SB EB WB W 2000 N Total Vehicles HV% PHF 0.90 Bike/Peds 5‐year N 2000 W/N 12th W NB SB EB WB W 2000 N Total Vehicles Project Trips N 2000 W/N 12th W NB SB EB WB FINAL with Project Trips N 2000 W/N 12th W NB SB EB WB 5‐year with Project Trips N 2000 W/N 12th W NB SB EB WB W 2000 N Total Vehicles HV% PHF 0.90 Bike/Peds W 2000 N Total Vehicles HV% PHF 0.90 Bike/Peds AM Peak 7:30 8:30 Left Thru Right Left Thru Right Left Thru Right Left Thru Right 2023 37 65 172 264 132 5 193 107 111 8 237 49 AM Peak 0.0% 6.2% 0.6% 0.4% 0.8% 0.0% 0.0% 5.6% 0.0% 12.5% 6.3% 0.0% 7:30 8:30 000000000000 PHASE PHASE PHASE FINAL 5‐year 10‐year 2033 2038 2043 Left Thru Right Left Thru Right Left Thru Right Left Thru Right 2033 48 85 225 346 173 7 235 131 135 10 289 60 AM Peak 0.0% 6.2% 0.6% 0.4% 0.8% 0.0% 0.0% 5.6% 0.0% 12.5% 6.3% 0.0% 7:30 8:30 000000000000 Left Thru Right Left Thru Right Left Thru Right Left Thru Right 2038 55 97 258 396 198 7 260 144 150 11 319 66 AM Peak 0.0% 6.2% 0.6% 0.4% 0.8% 0.0% 0.0% 5.6% 0.0% 12.5% 6.3% 0.0% 7:30 8:30 000000000000 Left Thru Right Left Thru Right Left Thru Right Left Thru Right AM Peak 0 6 0 57 17 10 4000020 Left Thru Right Left Thru Right Left Thru Right Left Thru Right 2033 48 91 225 403 190 17 239 131 135 10 289 80 AM Peak 0.0% 6.2% 0.6% 0.4% 0.8% 0.0% 0.0% 5.6% 0.0% 12.5% 6.3% 0.0% 7:30 8:30 000000000000 Left Thru Right Left Thru Right Left Thru Right Left Thru Right 2038 55 103 258 453 215 17 264 144 150 11 319 86 AM Peak 0.0% 6.2% 0.6% 0.4% 0.8% 0.0% 0.0% 5.6% 0.0% 12.5% 6.3% 0.0% 7:30 8:30 000000000000 N 12th W HWY 33 2023 NB SB EB WB EXISTING Total Vehicles HV% PHF 0.85 Bike/Peds 2035‐2050 3.1% 3.1% 2.2% 2.2% BUILD DATES ANNUAL GROWTH NB SB EB WB 2019‐2035 3.1% 3.1% 2.2% 2.2% HWY 33 Total Vehicles HV% PHF 0.85 Bike/Peds FINAL N 12th W NB SB EB WB HWY 33 Total Vehicles HV% PHF 0.85 Bike/Peds 5‐year N 12th W NB SB EB WB HWY 33 Total Vehicles Project Trips N 12th W NB SB EB WB FINAL with Project Trips N 12th W NB SB EB WB 5‐year with Project Trips N 12th W NB SB EB WB HWY 33 Total Vehicles HV% PHF 0.85 Bike/Peds HWY 33 Total Vehicles HV% PHF 0.85 Bike/Peds AM Peak 7:30 8:30 Left Thru Right Left Thru Right Left Thru Right Left Thru Right 2023 104 225 AM Peak 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 7:30 8:30 000000000000 PHASE PHASE PHASE FINAL 5‐year 10‐year 2033 2038 2043 Left Thru Right Left Thru Right Left Thru Right Left Thru Right AM Peak 30 0 0 3 11 84 Left Thru Right Left Thru Right Left Thru Right Left Thru Right 2033 30 136 0 0 295 3 11 0 84 0 0 0 AM Peak 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 7:30 8:30 000000000000 Left Thru Right Left Thru Right Left Thru Right Left Thru Right 2038 30 152 0 0 330 3 11 0 84 0 0 0 AM Peak 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 7:30 8:30 000000000000 Access Point 1 Total Vehicles HV% PHF 0.92 Bike/Peds 5‐year with Project Trips N 12th W NB SB EB WB Access Point 1 Total Vehicles HV% PHF 0.92 Bike/Peds FINAL with Project Trips N 12th W NB SB EB WB Access Point 1 Total Vehicles Project Trips N 12th W NB SB EB WB 2035‐2050 3.1% 3.1% 2.2% 2.2% BUILD DATES ANNUAL GROWTH NB SB EB WB 2019‐2035 3.1% 3.1% 2.2% 2.2% EXISTING Total Vehicles HV% PHF 0.92 Bike/Peds N 12th W Access Point 1 2023 NB SB EB WB PM Peak 17:00 18:00 Left Thru Right Left Thru Right Left Thru Right Left Thru Right 2023 16 16 4 31 8 8 7 44 29 2 30 6 PM Peak 0.0% 0.0% 0.0% 9.7% 0.0% 0.0% 0.0% 2.3% 0.0% 0.0% 0.0% 0.0% 17:00 18:00 000000001000 PHASE PHASE PHASE FINAL 5‐year 10‐year 2033 2038 2043 Left Thru Right Left Thru Right Left Thru Right Left Thru Right 2033 21 21 5 41 10 10 9 54 35 2 37 7 PM Peak 0.0% 0.0% 0.0% 9.7% 0.0% 0.0% 0.0% 2.3% 0.0% 0.0% 0.0% 0.0% 17:00 18:00 000000001000 Left Thru Right Left Thru Right Left Thru Right Left Thru Right 2038 24 24 6 46 12 12 9 59 39 3 40 8 PM Peak 0.0% 0.0% 0.0% 9.7% 0.0% 0.0% 0.0% 2.3% 0.0% 0.0% 0.0% 0.0% 17:00 18:00 000000001000 Left Thru Right Left Thru Right Left Thru Right Left Thru Right PM Peak 000500020013 Left Thru Right Left Thru Right Left Thru Right Left Thru Right 2033 21 21 5 46 10 10 9 56 35 2 38 10 PM Peak 0.0% 0.0% 0.0% 9.7% 0.0% 0.0% 0.0% 2.3% 0.0% 0.0% 0.0% 0.0% 17:00 18:00 000000001000 Left Thru Right Left Thru Right Left Thru Right Left Thru Right 2038 24 24 6 51 12 12 9 61 39 3 41 11 PM Peak 0.0% 0.0% 0.0% 9.7% 0.0% 0.0% 0.0% 2.3% 0.0% 0.0% 0.0% 0.0% 17:00 18:00 000000001000 N 3000 W W 2000 N 2023 NB SB EB WB EXISTING Total Vehicles HV% PHF 0.91 Bike/Peds 2035‐2050 3.1% 3.1% 2.2% 2.2% BUILD DATES ANNUAL GROWTH NB SB EB WB 2019‐2035 3.1% 3.1% 2.2% 2.2% W 2000 N Total Vehicles HV% PHF 0.91 Bike/Peds FINAL N 3000 W NB SB EB WB W 2000 N Total Vehicles HV% PHF 0.91 Bike/Peds 5‐year N 3000 W NB SB EB WB W 2000 N Total Vehicles Project Trips N 3000 W NB SB EB WB FINAL with Project Trips N 3000 W NB SB EB WB 5‐year with Project Trips N 3000 W NB SB EB WB W 2000 N Total Vehicles HV% PHF 0.91 Bike/Peds W 2000 N Total Vehicles HV% PHF 0.91 Bike/Peds PM Peak 17:00 18:00 Left Thru Right Left Thru Right Left Thru Right Left Thru Right 2023 79 93 7 3 63 12 8 5 66 2 3 5 PM Peak 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 60.0% 17:00 18:00 000000000000 PHASE PHASE PHASE FINAL 5‐year 10‐year 2033 2038 2043 Left Thru Right Left Thru Right Left Thru Right Left Thru Right 2033 103 122 9 4 83 16 10 6 81 2 4 6 PM Peak 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 60.0% 17:00 18:00 000000000000 Left Thru Right Left Thru Right Left Thru Right Left Thru Right 2038 118 139 10 4 94 18 11 7 89 3 4 7 PM Peak 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 60.0% 17:00 18:00 000000000000 Left Thru Right Left Thru Right Left Thru Right Left Thru Right PM Peak 411020007200 Left Thru Right Left Thru Right Left Thru Right Left Thru Right 2033 107 123 10 4 85 16 10 6 88 4 4 6 PM Peak 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 60.0% 17:00 18:00 000000000000 Left Thru Right Left Thru Right Left Thru Right Left Thru Right 2038 122 140 11 4 96 18 11 7 96 5 4 7 PM Peak 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 60.0% 17:00 18:00 000000000000 2035‐2050 3.1% 3.1% 2.2% 2.2% N 2000 W/N 12th W W 2000 N 2023 NB SB EB WB EXISTING Total Vehicles HV% PHF 0.84 Bike/Peds NB SB EB WB 3.1% 3.1% 2.2% 2.2% ANNUAL GROWTH 2019‐2035 BUILD DATES W 2000 N Total Vehicles HV% PHF 0.84 Bike/Peds FINAL N 2000 W/N 12th W NB SB EB WB W 2000 N Total Vehicles HV% PHF 0.84 Bike/Peds 5‐year N 2000 W/N 12th W NB SB EB WB W 2000 N Total Vehicles Project Trips N 2000 W/N 12th W NB SB EB WB FINAL with Project Trips N 2000 W/N 12th W NB SB EB WB 5‐year with Project Trips N 2000 W/N 12th W NB SB EB WB W 2000 N Total Vehicles HV% PHF 0.84 Bike/Peds W 2000 N Total Vehicles HV% PHF 0.84 Bike/Peds PM Peak 17:00 18:00 Left Thru Right Left Thru Right Left Thru Right Left Thru Right 2023 47 175 311 188 75 12 147 193 271 14 199 23 PM Peak 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 17:00 18:00 000000000000 PHASE PHASE PHASE FINAL 5‐year 10‐year 2033 2038 2043 Left Thru Right Left Thru Right Left Thru Right Left Thru Right 2033 62 229 407 246 98 16 179 235 331 17 243 28 PM Peak 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 17:00 18:00 000000000000 Left Thru Right Left Thru Right Left Thru Right Left Thru Right 2038 70 262 466 282 112 18 198 260 365 19 268 31 PM Peak 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 17:00 18:00 000000000000 Left Thru Right Left Thru Right Left Thru Right Left Thru Right PM Peak 0 21 0 37 11 7 12 000065 Left Thru Right Left Thru Right Left Thru Right Left Thru Right 2033 62 250 407 283 109 23 191 235 331 17 243 93 PM Peak 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 17:00 18:00 000000000000 Left Thru Right Left Thru Right Left Thru Right Left Thru Right 2038 70 283 466 319 123 25 210 260 365 19 268 96 PM Peak 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 17:00 18:00 000000000000 N 2000 W/N 12th W W 2000 N 2023 NB SB EB WB EXISTING Total Vehicles HV% PHF 0.94 Bike/Peds 2035‐2050 3.1% 3.1% 2.2% 2.2% BUILD DATES ANNUAL GROWTH NB SB EB WB 2019‐2035 3.1% 3.1% 2.2% 2.2% W 2000 N Total Vehicles HV% PHF 0.94 Bike/Peds FINAL N 2000 W/N 12th W NB SB EB WB W 2000 N Total Vehicles HV% PHF 0.94 Bike/Peds 5‐year N 2000 W/N 12th W NB SB EB WB W 2000 N Total Vehicles Project Trips N 2000 W/N 12th W NB SB EB WB FINAL with Project Trips N 2000 W/N 12th W NB SB EB WB 5‐year with Project Trips N 2000 W/N 12th W NB SB EB WB W 2000 N Total Vehicles HV% PHF 0.94 Bike/Peds W 2000 N Total Vehicles HV% PHF 0.94 Bike/Peds PM Peak 17:00 18:00 Left Thru Right Left Thru Right Left Thru Right Left Thru Right 2023 179 131 PM Peak 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 17:00 18:00 PHASE PHASE PHASE FINAL 5‐year 10‐year 2033 2038 2043 Left Thru Right Left Thru Right Left Thru Right Left Thru Right PM Peak 98 0 0 11 6 55 Left Thru Right Left Thru Right Left Thru Right Left Thru Right 2033 98 234 0 0 172 11 6 0 55 0 0 0 PM Peak 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 17:00 18:00 000000000000 Left Thru Right Left Thru Right Left Thru Right Left Thru Right 2038 98 262 0 0 192 11 6 0 55 0 0 0 PM Peak 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 17:00 18:00 000000000000 Access Point 1 Total Vehicles HV% PHF 0.92 Bike/Peds 5‐year with Project Trips N 12th W NB SB EB WB Access Point 1 Total Vehicles HV% PHF 0.92 Bike/Peds FINAL with Project Trips N 12th W NB SB EB WB Access Point 1 Total Vehicles Project Trips N 12th W NB SB EB WB 2035‐2050 3.1% 3.1% 2.2% 2.2% BUILD DATES ANNUAL GROWTH NB SB EB WB 2019‐2035 3.1% 3.1% 2.2% 2.2% EXISTING Total Vehicles HV% PHF 0.92 Bike/Peds N 12th W Access Point 1 2023 NB SB EB WB Land Use: 210 Single-Family Detached Housing Description A single-family detached housing site includes any single-family detached home on an individual lot. A typical site surveyed is a suburban subdivision. Specialized Land Use Data have been submitted for several single-family detached housing developments with homes that are commonly referred to as patio homes. A patio home is a detached housing unit that is located on a small lot with little (or no) front or back yard. In some subdivisions, communal maintenance of outside grounds is provided for the patio homes. The three patio home sites total 299 dwelling units with overall weighted average trip generation rates of 5.35 vehicle trips per dwelling unit for weekday, 0.26 for the AM adjacent street peak hour, and 0.47 for the PM adjacent street peak hour. These patio home rates based on a small sample of sites are lower than those for single-family detached housing (Land Use 210), lower than those for single-family attached housing (Land Use 251), and higher than those for senior adult housing -- single-family (Land Use 251). Further analysis of this housing type will be conducted in a future edition of Trip Generation Manual. Additional Data The technical appendices provide supporting information on time-of-day distributions for this land use. The appendices can be accessed through either the ITETripGen web app or the trip generation resource page on the ITE website (https://www.ite.org/technical-resources/topics/trip- and-parking-generation/). For 30 of the study sites, data on the number of residents and number of household vehicles are available. The overall averages for the 30 sites are 3.6 residents per dwelling unit and 1.5 vehicles per dwelling unit. The sites were surveyed in the 1980s, the 1990s, the 2000s, and the 2010s in Arizona, California, Connecticut, Delaware, Illinois, Indiana, Kentucky, Maryland, Massachusetts, Minnesota, Montana, New Jersey, North Carolina, Ohio, Ontario (CAN), Oregon, Pennsylvania, South Carolina, South Dakota, Tennessee, Vermont, Virginia, and West Virginia. Source Numbers 100, 105, 114, 126, 157, 167, 177, 197, 207, 211, 217, 267, 275, 293, 300, 319, 320, 356, 357, 367, 384, 387, 407, 435, 522, 550, 552, 579, 598, 601, 603, 614, 637, 711, 716, 720, 728, 735, 868, 869, 903, 925, 936, 1005, 1007, 1008, 1010, 1033, 1066, 1077,1078, 1079 218 Trip Generation Manual 11th Edition • Volume 3 Single-Family Detached Housing(210) Vehicle Trip Ends vs:Dwelling Units On a:Weekday Setting/Location:General Urban/Suburban Number of Studies:174 Avg.Num.of Dwelling Units:246 Directional Distribution:50%entering,50%exiting Vehicle Trip Generation per Dwelling Unit Average Rate Range of Rates Standard Deviation 9.43 4.45 -22.61 2.13 Data Plot and Equation 0 1000 2000 30000 10000 20000 30000 Average RateStudySiteFittedCurve Fitted Curve Equation:Ln(T)=0.92 Ln(X)+2.68 R²=0.95 X =Number of Dwelling Units T = T r i p s E n d s 219General Urban/Suburban and Rural (Land Uses 000–399) Single-Family Detached Housing(210) Vehicle Trip Ends vs:Dwelling Units On a:Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 7 and 9 a.m. Setting/Location:General Urban/Suburban Number of Studies:192 Avg.Num.of Dwelling Units:226 Directional Distribution:26%entering,74%exiting Vehicle Trip Generation per Dwelling Unit Average Rate Range of Rates Standard Deviation 0.70 0.27 -2.27 0.24 Data Plot and Equation 0 1000 2000 30000 1000 2000 Average RateStudySiteFittedCurve Fitted Curve Equation:Ln(T)=0.91 Ln(X)+0.12 R²=0.90 X =Number of Dwelling Units T = T r i p s E n d s 220 Trip Generation Manual 11th Edition • Volume 3 Single-Family Detached Housing(210) Vehicle Trip Ends vs:Dwelling Units On a:Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 4 and 6 p.m. Setting/Location:General Urban/Suburban Number of Studies:208 Avg.Num.of Dwelling Units:248 Directional Distribution:63%entering,37%exiting Vehicle Trip Generation per Dwelling Unit Average Rate Range of Rates Standard Deviation 0.94 0.35 -2.98 0.31 Data Plot and Equation 0 1000 2000 30000 1000 2000 3000 Average RateStudySiteFittedCurve Fitted Curve Equation:Ln(T)=0.94 Ln(X)+0.27 R²=0.92 X =Number of Dwelling Units T = T r i p s E n d s 221General Urban/Suburban and Rural (Land Uses 000–399) Single-Family Detached Housing(210) Vehicle Trip Ends vs:Dwelling Units On a:Weekday, AM Peak Hour of Generator Setting/Location:General Urban/Suburban Number of Studies:169 Avg.Num.of Dwelling Units:217 Directional Distribution:26%entering,74%exiting Vehicle Trip Generation per Dwelling Unit Average Rate Range of Rates Standard Deviation 0.75 0.34 -2.27 0.25 Data Plot and Equation 0 1000 2000 30000 1000 2000 Average RateStudySiteFittedCurve Fitted Curve Equation:T =0.71(X)+7.23 R²=0.91 X =Number of Dwelling Units T = T r i p s E n d s 222 Trip Generation Manual 11th Edition • Volume 3 Single-Family Detached Housing(210) Vehicle Trip Ends vs:Dwelling Units On a:Weekday, PM Peak Hour of Generator Setting/Location:General Urban/Suburban Number of Studies:178 Avg.Num.of Dwelling Units:203 Directional Distribution:64%entering,36%exiting Vehicle Trip Generation per Dwelling Unit Average Rate Range of Rates Standard Deviation 0.99 0.49 -2.98 0.28 Data Plot and Equation 0 1000 20000 1000 2000 Average RateStudySiteFittedCurve Fitted Curve Equation:Ln(T)=0.93 Ln(X)+0.36 R²=0.92 X =Number of Dwelling Units T = T r i p s E n d s 223General Urban/Suburban and Rural (Land Uses 000–399) Single-Family Detached Housing(210) Vehicle Trip Ends vs:Dwelling Units On a:Saturday Setting/Location:General Urban/Suburban Number of Studies:63 Avg.Num.of Dwelling Units:179 Directional Distribution:50%entering,50%exiting Vehicle Trip Generation per Dwelling Unit Average Rate Range of Rates Standard Deviation 9.48 3.36 -16.52 2.26 Data Plot and Equation 0 1000 20000 2000 4000 6000 8000 Average RateStudySiteFittedCurve Fitted Curve Equation:Ln(T)=0.97 Ln(X)+2.40 R²=0.91 X =Number of Dwelling Units T = T r i p s E n d s 224 Trip Generation Manual 11th Edition • Volume 3 Single-Family Detached Housing(210) Vehicle Trip Ends vs:Dwelling Units On a:Saturday,Peak Hour of Generator Setting/Location:General Urban/Suburban Number of Studies:42 Avg.Num.of Dwelling Units:152 Directional Distribution:54%entering,46%exiting Vehicle Trip Generation per Dwelling Unit Average Rate Range of Rates Standard Deviation 0.92 0.41 -1.78 0.27 Data Plot and Equation 0 200 400 600 8000 200 400 600 Average RateStudySiteFittedCurve Fitted Curve Equation:T =0.86(X)+9.72 R²=0.89 X =Number of Dwelling Units T = T r i p s E n d s 225General Urban/Suburban and Rural (Land Uses 000–399) Single-Family Detached Housing(210) Vehicle Trip Ends vs:Dwelling Units On a:Sunday Setting/Location:General Urban/Suburban Number of Studies:60 Avg.Num.of Dwelling Units:186 Directional Distribution:50%entering,50%exiting Vehicle Trip Generation per Dwelling Unit Average Rate Range of Rates Standard Deviation 8.48 2.61 -16.44 1.74 Data Plot and Equation 0 1000 20000 2000 4000 6000 8000 10000 Average RateStudySiteFittedCurve Fitted Curve Equation:T =8.86(X)-70.09 R²=0.94 X =Number of Dwelling Units T = T r i p s E n d s 226 Trip Generation Manual 11th Edition • Volume 3 Single-Family Detached Housing(210) Vehicle Trip Ends vs:Dwelling Units On a:Sunday,Peak Hour of Generator Setting/Location:General Urban/Suburban Number of Studies:40 Avg.Num.of Dwelling Units:162 Directional Distribution:53%entering,47%exiting Vehicle Trip Generation per Dwelling Unit Average Rate Range of Rates Standard Deviation 0.83 0.36 -1.67 0.19 Data Plot and Equation 0 200 400 600 8000 200 400 600 Average RateStudySiteFittedCurve Fitted Curve Equation:T =0.80(X)+4.76 R²=0.92 X =Number of Dwelling Units T = T r i p s E n d s 227General Urban/Suburban and Rural (Land Uses 000–399) Single-Family Detached Housing(210) Vehicle Trip Ends vs:Residents On a:Weekday Setting/Location:General Urban/Suburban Number of Studies:30 Avg.Num.of Residents:810 Directional Distribution:50%entering,50%exiting Vehicle Trip Generation per Resident Average Rate Range of Rates Standard Deviation 2.65 1.56 -5.62 0.64 Data Plot and Equation 0 1000 2000 3000 40000 2000 4000 6000 8000 10000 Average RateStudySiteFittedCurve Fitted Curve Equation:Ln(T)=0.89 Ln(X)+1.72 R²=0.96 X =Number of Residents T = T r i p s E n d s 228 Trip Generation Manual 11th Edition • Volume 3 Single-Family Detached Housing(210) Vehicle Trip Ends vs:Residents On a:Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 7 and 9 a.m. Setting/Location:General Urban/Suburban Number of Studies:21 Avg.Num.of Residents:1100 Directional Distribution:31%entering,69%exiting Vehicle Trip Generation per Resident Average Rate Range of Rates Standard Deviation 0.21 0.12 -0.42 0.08 Data Plot and Equation 0 1000 2000 3000 40000 1000 2000 Average RateStudySiteFittedCurve Fitted Curve Equation:Ln(T)=0.97 Ln(X)-1.43 R²=0.88 X =Number of Residents T = T r i p s E n d s 229General Urban/Suburban and Rural (Land Uses 000–399) Single-Family Detached Housing(210) Vehicle Trip Ends vs:Residents On a:Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 4 and 6 p.m. Setting/Location:General Urban/Suburban Number of Studies:21 Avg.Num.of Residents:1083 Directional Distribution:66%entering,34%exiting Vehicle Trip Generation per Resident Average Rate Range of Rates Standard Deviation 0.28 0.12 -0.60 0.08 Data Plot and Equation 0 1000 2000 3000 40000 1000 2000 Average RateStudySiteFittedCurve Fitted Curve Equation:T =0.27(X)+9.67 R²=0.89 X =Number of Residents T = T r i p s E n d s 230 Trip Generation Manual 11th Edition • Volume 3 Single-Family Detached Housing(210) Vehicle Trip Ends vs:Residents On a:Weekday, AM Peak Hour of Generator Setting/Location:General Urban/Suburban Number of Studies:22 Avg.Num.of Residents:1073 Directional Distribution:30%entering,70%exiting Vehicle Trip Generation per Resident Average Rate Range of Rates Standard Deviation 0.21 0.12 -0.42 0.08 Data Plot and Equation 0 1000 2000 3000 40000 1000 2000 Average RateStudySiteFittedCurve Fitted Curve Equation:Ln(T)=0.96 Ln(X)-1.39 R²=0.88 X =Number of Residents T = T r i p s E n d s 231General Urban/Suburban and Rural (Land Uses 000–399) Single-Family Detached Housing(210) Vehicle Trip Ends vs:Residents On a:Weekday, PM Peak Hour of Generator Setting/Location:General Urban/Suburban Number of Studies:21 Avg.Num.of Residents:1083 Directional Distribution:66%entering,34%exiting Vehicle Trip Generation per Resident Average Rate Range of Rates Standard Deviation 0.28 0.12 -0.60 0.08 Data Plot and Equation 0 1000 2000 3000 40000 1000 2000 Average RateStudySiteFittedCurve Fitted Curve Equation:T =0.27(X)+9.67 R²=0.89 X =Number of Residents T = T r i p s E n d s 232 Trip Generation Manual 11th Edition • Volume 3 Single-Family Detached Housing(210) Vehicle Trip Ends vs:Residents On a:Saturday Setting/Location:General Urban/Suburban Number of Studies:14 Avg.Num.of Residents:1085 Directional Distribution:50%entering,50%exiting Vehicle Trip Generation per Resident Average Rate Range of Rates Standard Deviation 2.48 1.43 -3.63 0.46 Data Plot and Equation 0 1000 2000 3000 40000 2000 4000 6000 8000 Average RateStudySiteFittedCurve Fitted Curve Equation:T =2.32(X)+183.13 R²=0.96 X =Number of Residents T = T r i p s E n d s 233General Urban/Suburban and Rural (Land Uses 000–399) Single-Family Detached Housing(210) Vehicle Trip Ends vs:Residents On a:Saturday,Peak Hour of Generator Setting/Location:General Urban/Suburban Number of Studies:11 Avg.Num.of Residents:875 Directional Distribution:54%entering,46%exiting Vehicle Trip Generation per Resident Average Rate Range of Rates Standard Deviation 0.27 0.19 -0.41 0.08 Data Plot and Equation 0 1000 2000 30000 200 400 600 Average RateStudySiteFittedCurve Fitted Curve Equation:T =0.19(X)+69.16 R²=0.91 X =Number of Residents T = T r i p s E n d s 234 Trip Generation Manual 11th Edition • Volume 3 Single-Family Detached Housing(210) Vehicle Trip Ends vs:Residents On a:Sunday Setting/Location:General Urban/Suburban Number of Studies:14 Avg.Num.of Residents:1085 Directional Distribution:50%entering,50%exiting Vehicle Trip Generation per Resident Average Rate Range of Rates Standard Deviation 2.42 1.62 -3.16 0.43 Data Plot and Equation 0 1000 2000 3000 40000 2000 4000 6000 8000 10000 Average RateStudySiteFittedCurve Fitted Curve Equation:Ln(T)=0.96 Ln(X)+1.17 R²=0.96 X =Number of Residents T = T r i p s E n d s 235General Urban/Suburban and Rural (Land Uses 000–399) Single-Family Detached Housing(210) Vehicle Trip Ends vs:Residents On a:Sunday,Peak Hour of Generator Setting/Location:General Urban/Suburban Number of Studies:12 Avg.Num.of Residents:870 Directional Distribution:50%entering,50%exiting Vehicle Trip Generation per Resident Average Rate Range of Rates Standard Deviation 0.25 0.19 -0.35 0.05 Data Plot and Equation 0 1000 2000 30000 200 400 600 Average RateStudySiteFittedCurve Fitted Curve Equation:Ln(T)=0.83 Ln(X)-0.23 R²=0.98 X =Number of Residents T = T r i p s E n d s 236 Trip Generation Manual 11th Edition • Volume 3 APPENDIX B SYNCHRO CAPACITY ANALYSIS HCM 6th AWSC Existing AM 1: N 3000 W & W 2000 N 06/19/2023 Eagle Rock Engineering and Land Surveying Synchro 11 Light Report The Legends TIS Page 1 Intersection Intersection Delay, s/veh 8.2 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 16 39 6 1 9 50 5 27 4 49 15 9 Future Vol, veh/h 16 39 6 1 9 50 5 27 4 49 15 9 Peak Hour Factor 0.59 0.59 0.59 0.59 0.59 0.59 0.59 0.59 0.59 0.59 0.59 0.59 Heavy Vehicles, % 13 30002201108722 Mvmt Flow 27 66 10 2 15 85 8 46 7 83 25 15 Number of Lanes 010010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1111 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1111 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1111 HCM Control Delay 8.4 7.5 8.3 8.5 HCM LOS AAAA Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 14% 26% 2% 67% Vol Thru, % 75% 64% 15% 21% Vol Right, % 11% 10% 83% 12% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 36 61 60 73 LT Vol 5 16 1 49 Through Vol 27 39 9 15 RT Vol 4 6 50 9 Lane Flow Rate 61 103 102 124 Geometry Grp 1111 Degree of Util (X) 0.081 0.134 0.112 0.159 Departure Headway (Hd) 4.805 4.667 3.974 4.627 Convergence, Y/N Yes Yes Yes Yes Cap 747 770 904 777 Service Time 2.826 2.683 1.989 2.646 HCM Lane V/C Ratio 0.082 0.134 0.113 0.16 HCM Control Delay 8.3 8.4 7.5 8.5 HCM Lane LOS AAAA HCM 95th-tile Q 0.3 0.5 0.4 0.6 HCM 6th Roundabout Existing AM 2: N 12th W & W 2000 N 06/19/2023 Eagle Rock Engineering and Land Surveying Synchro 11 Light Report The Legends TIS Page 2 Intersection Intersection Delay, s/veh 3.8 Intersection LOS A Approach EB WB NB SB Entry Lanes 1111 Conflicting Circle Lanes 1111 Adj Approach Flow, veh/h 148 8 115 119 Demand Flow Rate, veh/h 152 8 121 122 Vehicles Circulating, veh/h 118 127 15 83 Vehicles Exiting, veh/h 87 9 255 52 Ped Vol Crossing Leg, #/h 0011 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 4.1 3.0 3.5 3.7 Approach LOS AAAA Lane Left Left Left Left Designated Moves LTR LTR LTR LTR Assumed Moves LTR LTR LTR LTR RT Channelized Lane Util 1.000 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 4.976 Entry Flow, veh/h 152 8 121 122 Cap Entry Lane, veh/h 1223 1212 1359 1268 Entry HV Adj Factor 0.974 1.000 0.950 0.975 Flow Entry, veh/h 148 8 115 119 Cap Entry, veh/h 1191 1212 1291 1236 V/C Ratio 0.124 0.007 0.089 0.096 Control Delay, s/veh 4.1 3.0 3.5 3.7 LOS AAAA 95th %tile Queue, veh 0000 HCM 6th Signalized Intersection Capacity Analysis Existing AM 3: S 12th W/N 12th W & SH 33 06/19/2023 Eagle Rock Engineering and Land Surveying Synchro 11 Light Report The Legends TIS Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 193 107 111 8 237 49 37 65 172 264 132 5 Future Volume (veh/h) 193 107 111 8 237 49 37 65 172 264 132 5 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q, veh 000000000000 Ped-Bike Adj (A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Lanes Open During Work Zone Adj Sat Flow, veh/h/ln 1900 1811 1900 1707 1811 1900 1900 1811 1885 1900 1900 1900 Adj Flow Rate, veh/h 227 126 131 9 279 58 44 76 202 311 155 6 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Percent Heavy Veh, % 0 6 0 13 60061000 Opposing Right Turn Influence Yes Yes Yes Yes Cap, veh/h 468 724 644 524 724 644 588 175 466 466 727 28 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Prop Arrive 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 Unsig. Movement Delay Ln Grp Delay, s/veh 18.0 9.2 9.5 9.5 11.1 8.7 10.3 0.0 11.9 23.8 0.0 9.5 Ln Grp LOS BAAABABABCAA Approach Vol, veh/h 484 346 322 472 Approach Delay, s/veh 13.4 10.7 11.7 18.9 Approach LOS BBBB Timer:12345678 Assigned Phs 2468 Case No 5.0 6.0 5.0 6.0 Phs Duration (G+Y+Rc), s 22.5 22.5 22.5 22.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green (Gmax), s 18.0 18.0 18.0 18.0 Max Allow Headway (MAH), s 4.5 4.5 4.8 5.2 Max Q Clear (g_c+l1), s 15.6 20.0 6.9 7.7 Green Ext Time (g_e), s 0.5 0.0 1.2 1.3 Prob of Phs Call (p_c) 1.00 1.00 1.00 1.00 Prob of Max Out (p_x) 0.00 0.00 0.00 0.00 Left-Turn Movement Data Assigned Mvmt 5713 Mvmt Sat Flow, veh/h 1060 1119 1025 1245 Through Movement Data Assigned Mvmt 2468 Mvmt Sat Flow, veh/h 1811 1817 1811 438 Right-Turn Movement Data Assigned Mvmt 12 14 16 18 Mvmt Sat Flow, veh/h 1610 70 1610 1164 Left Lane Group Data Assigned Mvmt 05070103 Lane Assignment LLLL HCM 6th Signalized Intersection Capacity Analysis Existing AM 3: S 12th W/N 12th W & SH 33 06/19/2023 Eagle Rock Engineering and Land Surveying Synchro 11 Light Report The Legends TIS Page 4 Lanes in Grp 01010101 Grp Vol (v), veh/h 0 227 0 311 0 9 0 44 Grp Sat Flow (s), veh/h/ln 0 1060 0 1119 0 1025 0 1245 Q Serve Time (g_s), s 0.0 8.7 0.0 12.3 0.0 0.3 0.0 1.1 Cycle Q Clear Time (g_c), s 0.0 13.6 0.0 18.0 0.0 2.3 0.0 3.6 Perm LT Sat Flow (s_l), veh/h/ln 0 1060 0 1119 0 1025 0 1245 Shared LT Sat Flow (s_sh), veh/h/ln 00000000 Perm LT Eff Green (g_p), s 0.0 18.0 0.0 18.0 0.0 18.0 0.0 18.0 Perm LT Serve Time (g_u), s 0.0 13.1 0.0 12.3 0.0 16.0 0.0 15.5 Perm LT Q Serve Time (g_ps), s 0.0 8.7 0.0 12.3 0.0 0.3 0.0 1.1 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 Prop LT Inside Lane (P_L) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 Lane Grp Cap (c), veh/h 0 468 0 466 0 524 0 588 V/C Ratio (X) 0.00 0.48 0.00 0.67 0.00 0.02 0.00 0.07 Avail Cap (c_a), veh/h 0 468 0 466 0 524 0 588 Upstream Filter (I) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 14.4 0.0 16.4 0.0 9.4 0.0 10.0 Incr Delay (d2), s/veh 0.0 3.6 0.0 7.4 0.0 0.1 0.0 0.2 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 18.0 0.0 23.8 0.0 9.5 0.0 10.3 1st-Term Q (Q1), veh/ln 0.0 1.5 0.0 2.4 0.0 0.0 0.0 0.2 2nd-Term Q (Q2), veh/ln 0.0 0.5 0.0 1.0 0.0 0.0 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 2.0 0.0 3.3 0.0 0.0 0.0 0.3 %ile Storage Ratio (RQ%) 0.00 0.21 0.00 1.38 0.00 0.01 0.00 0.08 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 00000000 Initial Q 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 Mvmt 02040608 Lane Assignment T T Lanes in Grp 01000100 Grp Vol (v), veh/h 0 126 0 0 0 279 0 0 Grp Sat Flow (s), veh/h/ln 0 1811 0 0 0 1811 0 0 Q Serve Time (g_s), s 0.0 2.0 0.0 0.0 0.0 4.9 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 2.0 0.0 0.0 0.0 4.9 0.0 0.0 Lane Grp Cap (c), veh/h 0 724 0 0 0 724 0 0 V/C Ratio (X) 0.00 0.17 0.00 0.00 0.00 0.39 0.00 0.00 Avail Cap (c_a), veh/h 0 724 0 0 0 724 0 0 Upstream Filter (I) 0.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 8.7 0.0 0.0 0.0 9.6 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.5 0.0 0.0 0.0 1.5 0.0 0.0 Initial Q 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 11.1 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 0.5 0.0 0.0 0.0 1.3 0.0 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.1 0.0 0.0 0.0 0.3 0.0 0.0 HCM 6th Signalized Intersection Capacity Analysis Existing AM 3: S 12th W/N 12th W & SH 33 06/19/2023 Eagle Rock Engineering and Land Surveying Synchro 11 Light Report The Legends TIS Page 5 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 0.6 0.0 0.0 0.0 1.6 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.01 0.00 0.00 0.00 0.03 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 00000000 Initial Q 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 Mvmt 0 12 0 14 0 16 0 18 Lane Assignment R T+R R T+R Lanes in Grp 01010101 Grp Vol (v), veh/h 0 131 0 161 0 58 0 278 Grp Sat Flow (s), veh/h/ln 0 1610 0 1887 0 1610 0 1602 Q Serve Time (g_s), s 0.0 2.4 0.0 2.5 0.0 1.0 0.0 5.7 Cycle Q Clear Time (g_c), s 0.0 2.4 0.0 2.5 0.0 1.0 0.0 5.7 Prot RT Sat Flow (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 Prop RT Outside Lane (P_R) 0.00 1.00 0.00 0.04 0.00 1.00 0.00 0.73 Lane Grp Cap (c), veh/h 0 644 0 755 0 644 0 641 V/C Ratio (X) 0.00 0.20 0.00 0.21 0.00 0.09 0.00 0.43 Avail Cap (c_a), veh/h 0 644 0 755 0 644 0 641 Upstream Filter (I) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 8.8 0.0 8.9 0.0 8.4 0.0 9.8 Incr Delay (d2), s/veh 0.0 0.7 0.0 0.6 0.0 0.3 0.0 2.1 Initial Q 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 9.5 0.0 8.7 0.0 11.9 1st-Term Q (Q1), veh/ln 0.0 0.6 0.0 0.7 0.0 0.2 0.0 1.5 2nd-Term Q (Q2), veh/ln 0.0 0.1 0.0 0.1 0.0 0.0 0.0 0.4 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 0.7 0.0 0.8 0.0 0.3 0.0 1.9 %ile Storage Ratio (RQ%) 0.00 0.19 0.00 0.00 0.00 0.07 0.00 0.05 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 00000000 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 14.1 HCM 6th LOS B HCM 6th AWSC Existing PM 1: N 3000 W & W 2000 N 06/19/2023 Eagle Rock Engineering and Land Surveying Synchro 11 Light Report The Legends TIS Page 6 Intersection Intersection Delay, s/veh 7.5 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 7 44 29 2 30 6 16 16 4 31 8 8 Future Vol, veh/h 7 44 29 2 30 6 16 16 4 31 8 8 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Heavy Vehicles, %0200000001000 Mvmt Flow 8 48 32 2 33 7 18 18 4 34 9 9 Number of Lanes 010010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1111 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1111 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1111 HCM Control Delay 7.4 7.3 7.5 7.7 HCM LOS AAAA Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 44% 9% 5% 66% Vol Thru, % 44% 55% 79% 17% Vol Right, % 11% 36% 16% 17% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 36 80 38 47 LT Vol 16 7 2 31 Through Vol 16 44 30 8 RT Vol 4 29 6 8 Lane Flow Rate 40 88 42 52 Geometry Grp 1111 Degree of Util (X) 0.046 0.095 0.047 0.062 Departure Headway (Hd) 4.186 3.889 4.041 4.355 Convergence, Y/N Yes Yes Yes Yes Cap 847 913 877 816 Service Time 2.253 1.951 2.109 2.417 HCM Lane V/C Ratio 0.047 0.096 0.048 0.064 HCM Control Delay 7.5 7.4 7.3 7.7 HCM Lane LOS AAAA HCM 95th-tile Q 0.1 0.3 0.1 0.2 HCM 6th Roundabout Existing PM 2: N 12th W & W 2000 N 06/19/2023 Eagle Rock Engineering and Land Surveying Synchro 11 Light Report The Legends TIS Page 7 Intersection Intersection Delay, s/veh 3.7 Intersection LOS A Approach EB WB NB SB Entry Lanes 1111 Conflicting Circle Lanes 1111 Adj Approach Flow, veh/h 95 12 213 93 Demand Flow Rate, veh/h 95 16 213 93 Vehicles Circulating, veh/h 81 215 20 100 Vehicles Exiting, veh/h 112 18 156 131 Ped Vol Crossing Leg, #/h 0000 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 3.4 4.5 3.9 3.5 Approach LOS AAAA Lane Left Left Left Left Designated Moves LTR LTR LTR LTR Assumed Moves LTR LTR LTR LTR RT Channelized Lane Util 1.000 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 4.976 Entry Flow, veh/h 95 16 213 93 Cap Entry Lane, veh/h 1270 1108 1352 1246 Entry HV Adj Factor 1.000 0.750 1.000 1.000 Flow Entry, veh/h 95 12 213 93 Cap Entry, veh/h 1270 831 1352 1246 V/C Ratio 0.075 0.014 0.158 0.075 Control Delay, s/veh 3.4 4.5 3.9 3.5 LOS AAAA 95th %tile Queue, veh 0010 HCM 6th Signalized Intersection Capacity Analysis Existing PM 3: S 12th W/N 12th W & SH 33 06/19/2023 Eagle Rock Engineering and Land Surveying Synchro 11 Light Report The Legends TIS Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 147 193 271 14 199 23 47 175 311 188 75 12 Future Volume (veh/h) 147 193 271 14 199 23 47 175 311 188 75 12 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q, veh 000000000000 Ped-Bike Adj (A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Lanes Open During Work Zone Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 156 205 288 15 212 24 50 186 331 200 80 13 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, %000000000000 Opposing Right Turn Influence Yes Yes Yes Yes Cap, veh/h 420 632 536 362 632 536 763 309 549 389 803 130 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Prop Arrive On Green 0.33 0.33 0.33 0.33 0.33 0.33 0.50 0.50 0.50 0.50 0.50 0.50 Unsig. Movement Delay Ln Grp Delay, s/veh 20.4 15.1 18.7 15.9 15.2 12.6 8.0 0.0 12.9 22.8 0.0 7.3 Ln Grp LOS C BBBBBAABCAA Approach Vol, veh/h 649 251 567 293 Approach Delay, s/veh 18.0 15.0 12.4 17.9 Approach LOS BBBB Timer:12345678 Assigned Phs 2468 Case No 5.0 6.0 5.0 6.0 Phs Duration (G+Y+Rc), s 22.8 32.2 22.8 32.2 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green (Gmax), s 18.3 27.7 18.3 27.7 Max Allow Headway (MAH), s 4.3 5.1 4.8 5.2 Max Q Clear (g_c+l1), s 13.0 25.1 7.1 13.9 Green Ext Time (g_e), s 1.3 0.4 0.9 3.1 Prob of Phs Call (p_c) 1.00 1.00 1.00 1.00 Prob of Max Out (p_x) 0.00 0.00 0.00 0.00 Left-Turn Movement Data Assigned Mvmt 5713 Mvmt Sat Flow, veh/h 1162 898 918 1324 Through Movement Data Assigned Mvmt 2468 Mvmt Sat Flow, veh/h 1900 1594 1900 613 Right-Turn Movement Data Assigned Mvmt 12 14 16 18 Mvmt Sat Flow, veh/h 1610 259 1610 1091 Left Lane Group Data Assigned Mvmt 05070103 Lane Assignment LLLL HCM 6th Signalized Intersection Capacity Analysis Existing PM 3: S 12th W/N 12th W & SH 33 06/19/2023 Eagle Rock Engineering and Land Surveying Synchro 11 Light Report The Legends TIS Page 9 Lanes in Grp 01010101 Grp Vol (v), veh/h 0 156 0 200 0 15 0 50 Grp Sat Flow (s), veh/h/ln 0 1162 0 898 0 918 0 1324 Q Serve Time (g_s), s 0.0 6.4 0.0 11.2 0.0 0.7 0.0 1.1 Cycle Q Clear Time (g_c), s 0.0 11.0 0.0 23.1 0.0 5.1 0.0 2.6 Perm LT Sat Flow (s_l), veh/h/ln 0 1162 0 898 0 918 0 1324 Shared LT Sat Flow (s_sh), veh/h/ln 00000000 Perm LT Eff Green (g_p), s 0.0 18.3 0.0 27.7 0.0 18.3 0.0 27.7 Perm LT Serve Time (g_u), s 0.0 13.7 0.0 15.8 0.0 13.9 0.0 26.3 Perm LT Q Serve Time (g_ps), s 0.0 6.4 0.0 11.2 0.0 0.7 0.0 1.1 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 Prop LT Inside Lane (P_L) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 Lane Grp Cap (c), veh/h 0 420 0 389 0 362 0 763 V/C Ratio (X) 0.00 0.37 0.00 0.51 0.00 0.04 0.00 0.07 Avail Cap (c_a), veh/h 0 420 0 389 0 362 0 763 Upstream Filter (I) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 17.9 0.0 18.0 0.0 15.6 0.0 7.8 Incr Delay (d2), s/veh 0.0 2.5 0.0 4.8 0.0 0.2 0.0 0.2 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 20.4 0.0 22.8 0.0 15.9 0.0 8.0 1st-Term Q (Q1), veh/ln 0.0 1.4 0.0 1.9 0.0 0.1 0.0 0.3 2nd-Term Q (Q2), veh/ln 0.0 0.3 0.0 0.5 0.0 0.0 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 1.7 0.0 2.4 0.0 0.1 0.0 0.3 %ile Storage Ratio (RQ%) 0.00 0.18 0.00 1.00 0.00 0.04 0.00 0.08 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 00000000 Initial Q 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 Mvmt 02040608 Lane Assignment T T Lanes in Grp 01000100 Grp Vol (v), veh/h 0 205 0 0 0 212 0 0 Grp Sat Flow (s), veh/h/ln 0 1900 0 0 0 1900 0 0 Q Serve Time (g_s), s 0.0 4.4 0.0 0.0 0.0 4.6 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 4.4 0.0 0.0 0.0 4.6 0.0 0.0 Lane Grp Cap (c), veh/h 0 632 0 0 0 632 0 0 V/C Ratio (X) 0.00 0.32 0.00 0.00 0.00 0.34 0.00 0.00 Avail Cap (c_a), veh/h 0 632 0 0 0 632 0 0 Upstream Filter (I) 0.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 13.7 0.0 0.0 0.0 13.8 0.0 0.0 Incr Delay (d2), s/veh 0.0 1.4 0.0 0.0 0.0 1.4 0.0 0.0 Initial Q 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 15.1 0.0 0.0 0.0 15.2 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 1.5 0.0 0.0 0.0 1.6 0.0 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.2 0.0 0.0 0.0 0.3 0.0 0.0 HCM 6th Signalized Intersection Capacity Analysis Existing PM 3: S 12th W/N 12th W & SH 33 06/19/2023 Eagle Rock Engineering and Land Surveying Synchro 11 Light Report The Legends TIS Page 10 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 1.8 0.0 0.0 0.0 1.8 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.03 0.00 0.00 0.00 0.03 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 00000000 Initial Q 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 Mvmt 0 12 0 14 0 16 0 18 Lane Assignment R T+R R T+R Lanes in Grp 01010101 Grp Vol (v), veh/h 0 288 0 93 0 24 0 517 Grp Sat Flow (s), veh/h/ln 0 1610 0 1853 0 1610 0 1704 Q Serve Time (g_s), s 0.0 8.0 0.0 1.4 0.0 0.6 0.0 11.9 Cycle Q Clear Time (g_c), s 0.0 8.0 0.0 1.4 0.0 0.6 0.0 11.9 Prot RT Sat Flow (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 Prop RT Outside Lane (P_R) 0.00 1.00 0.00 0.14 0.00 1.00 0.00 0.64 Lane Grp Cap (c), veh/h 0 536 0 933 0 536 0 858 V/C Ratio (X) 0.00 0.54 0.00 0.10 0.00 0.04 0.00 0.60 Avail Cap (c_a), veh/h 0 536 0 933 0 536 0 858 Upstream Filter (I) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 14.9 0.0 7.1 0.0 12.4 0.0 9.7 Incr Delay (d2), s/veh 0.0 3.8 0.0 0.2 0.0 0.2 0.0 3.1 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 18.7 0.0 7.3 0.0 12.6 0.0 12.9 1st-Term Q (Q1), veh/ln 0.0 2.3 0.0 0.4 0.0 0.2 0.0 3.3 2nd-Term Q (Q2), veh/ln 0.0 0.6 0.0 0.1 0.0 0.0 0.0 0.7 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 2.9 0.0 0.4 0.0 0.2 0.0 4.1 %ile Storage Ratio (RQ%) 0.00 0.80 0.00 0.00 0.00 0.05 0.00 0.11 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 00000000 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 15.8 HCM 6th LOS B HCM 6th AWSC AM 2033 1: N 3000 W & W 2000 N 06/19/2023 Eagle Rock Engineering and Land Surveying Synchro 11 Light Report The Legends TIS Page 11 Intersection Intersection Delay, s/veh 8.7 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 20 48 7 1 11 61 7 35 5 64 20 12 Future Vol, veh/h 20 48 7 1 11 61 7 35 5 64 20 12 Peak Hour Factor 0.59 0.59 0.59 0.59 0.59 0.59 0.59 0.59 0.59 0.59 0.59 0.59 Heavy Vehicles, % 13 30002201108722 Mvmt Flow 34 81 12 2 19 103 12 59 8 108 34 20 Number of Lanes 010010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1111 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1111 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1111 HCM Control Delay 8.9 7.9 8.6 9.1 HCM LOS AAAA Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 15% 27% 1% 67% Vol Thru, % 74% 64% 15% 21% Vol Right, % 11% 9% 84% 12% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 47 75 73 96 LT Vol 7 20 1 64 Through Vol 35 48 11 20 RT Vol 5 7 61 12 Lane Flow Rate 80 127 124 163 Geometry Grp 1111 Degree of Util (X) 0.11 0.171 0.143 0.216 Departure Headway (Hd) 4.984 4.854 4.161 4.771 Convergence, Y/N Yes Yes Yes Yes Cap 719 739 861 752 Service Time 3.021 2.885 2.191 2.803 HCM Lane V/C Ratio 0.111 0.172 0.144 0.217 HCM Control Delay 8.6 8.9 7.9 9.1 HCM Lane LOS AAAA HCM 95th-tile Q 0.4 0.6 0.5 0.8 HCM 6th Roundabout AM 2033 2: N 12th W & W 2000 N 06/19/2023 Eagle Rock Engineering and Land Surveying Synchro 11 Light Report The Legends TIS Page 12 Intersection Intersection Delay, s/veh 4.1 Intersection LOS A Approach EB WB NB SB Entry Lanes 1111 Conflicting Circle Lanes 1111 Adj Approach Flow, veh/h 182 9 151 155 Demand Flow Rate, veh/h 186 9 158 159 Vehicles Circulating, veh/h 153 165 20 106 Vehicles Exiting, veh/h 112 13 319 68 Ped Vol Crossing Leg, #/h 0011 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 4.5 3.1 3.7 4.1 Approach LOS AAAA Lane Left Left Left Left Designated Moves LTR LTR LTR LTR Assumed Moves LTR LTR LTR LTR RT Channelized Lane Util 1.000 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 4.976 Entry Flow, veh/h 186 9 158 159 Cap Entry Lane, veh/h 1180 1166 1352 1238 Entry HV Adj Factor 0.978 1.000 0.956 0.972 Flow Entry, veh/h 182 9 151 155 Cap Entry, veh/h 1155 1166 1292 1204 V/C Ratio 0.158 0.008 0.117 0.128 Control Delay, s/veh 4.5 3.1 3.7 4.1 LOS AAAA 95th %tile Queue, veh 1000 HCM 6th Signalized Intersection Capacity Analysis AM 2033 3: S 12th W/N 12th W & SH 33 06/19/2023 Eagle Rock Engineering and Land Surveying Synchro 11 Light Report The Legends TIS Page 13 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 235 131 135 10 289 60 48 85 225 346 173 7 Future Volume (veh/h) 235 131 135 10 289 60 48 85 225 346 173 7 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q, veh 000000000000 Ped-Bike Adj (A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Lanes Open During Work Zone Adj Sat Flow, veh/h/ln 1900 1811 1900 1707 1811 1900 1900 1811 1885 1900 1900 1900 Adj Flow Rate, veh/h 276 154 159 12 340 71 56 100 265 407 204 8 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Percent Heavy Veh, % 0 6 0 13 60061000 Opposing Right Turn Influence Yes Yes Yes Yes Cap, veh/h 334 642 571 418 642 571 625 211 560 471 875 34 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Prop Arrive On Green 0.35 0.35 0.35 0.35 0.35 0.35 0.48 0.48 0.48 0.48 0.48 0.48 Unsig. Movement Delay Ln Grp Delay, s/veh 43.6 13.4 13.9 14.0 17.2 12.4 10.1 0.0 11.6 38.7 0.0 8.9 Ln Grp LOS D BBBBBBABDAA Approach Vol, veh/h 589 423 421 619 Approach Delay, s/veh 27.7 16.3 11.4 28.5 Approach LOS C B B C Timer:12345678 Assigned Phs 2468 Case No 5.0 6.0 5.0 6.0 Phs Duration (G+Y+Rc), s 24.0 31.0 24.0 31.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green (Gmax), s 19.5 26.5 19.5 26.5 Max Allow Headway (MAH), s 4.6 4.7 4.8 5.2 Max Q Clear (g_c+l1), s 21.5 28.5 10.2 10.4 Green Ext Time (g_e), s 0.0 0.0 1.4 2.3 Prob of Phs Call (p_c) 1.00 1.00 1.00 1.00 Prob of Max Out (p_x) 0.00 0.00 0.00 0.00 Left-Turn Movement Data Assigned Mvmt 5713 Mvmt Sat Flow, veh/h 990 1033 974 1188 Through Movement Data Assigned Mvmt 2468 Mvmt Sat Flow, veh/h 1811 1816 1811 439 Right-Turn Movement Data Assigned Mvmt 12 14 16 18 Mvmt Sat Flow, veh/h 1610 71 1610 1163 Left Lane Group Data Assigned Mvmt 05070103 Lane Assignment LLLL HCM 6th Signalized Intersection Capacity Analysis AM 2033 3: S 12th W/N 12th W & SH 33 06/19/2023 Eagle Rock Engineering and Land Surveying Synchro 11 Light Report The Legends TIS Page 14 Lanes in Grp 01010101 Grp Vol (v), veh/h 0 276 0 407 0 12 0 56 Grp Sat Flow (s), veh/h/ln 0 990 0 1033 0 974 0 1188 Q Serve Time (g_s), s 0.0 11.3 0.0 18.1 0.0 0.5 0.0 1.6 Cycle Q Clear Time (g_c), s 0.0 19.5 0.0 26.5 0.0 3.8 0.0 5.2 Perm LT Sat Flow (s_l), veh/h/ln 0 990 0 1033 0 974 0 1188 Shared LT Sat Flow (s_sh), veh/h/ln 00000000 Perm LT Eff Green (g_p), s 0.0 19.5 0.0 26.5 0.0 19.5 0.0 26.5 Perm LT Serve Time (g_u), s 0.0 11.3 0.0 18.1 0.0 16.2 0.0 22.9 Perm LT Q Serve Time (g_ps), s 0.0 11.3 0.0 18.1 0.0 0.5 0.0 1.6 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 Prop LT Inside Lane (P_L) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 Lane Grp Cap (c), veh/h 0 334 0 471 0 418 0 625 V/C Ratio (X) 0.00 0.83 0.00 0.86 0.00 0.03 0.00 0.09 Avail Cap (c_a), veh/h 0 334 0 471 0 418 0 625 Upstream Filter (I) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 23.3 0.0 20.0 0.0 13.9 0.0 9.8 Incr Delay (d2), s/veh 0.0 20.3 0.0 18.7 0.0 0.1 0.0 0.3 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 43.6 0.0 38.7 0.0 14.0 0.0 10.1 1st-Term Q (Q1), veh/ln 0.0 3.2 0.0 4.5 0.0 0.1 0.0 0.3 2nd-Term Q (Q2), veh/ln 0.0 1.9 0.0 2.4 0.0 0.0 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 5.1 0.0 6.9 0.0 0.1 0.0 0.4 %ile Storage Ratio (RQ%) 0.00 0.53 0.00 2.89 0.00 0.03 0.00 0.11 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 00000000 Initial Q 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 Mvmt 02040608 Lane Assignment T T Lanes in Grp 01000100 Grp Vol (v), veh/h 0 154 0 0 0 340 0 0 Grp Sat Flow (s), veh/h/ln 0 1811 0 0 0 1811 0 0 Q Serve Time (g_s), s 0.0 3.3 0.0 0.0 0.0 8.2 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 3.3 0.0 0.0 0.0 8.2 0.0 0.0 Lane Grp Cap (c), veh/h 0 642 0 0 0 642 0 0 V/C Ratio (X) 0.00 0.24 0.00 0.00 0.00 0.53 0.00 0.00 Avail Cap (c_a), veh/h 0 642 0 0 0 642 0 0 Upstream Filter (I) 0.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 12.5 0.0 0.0 0.0 14.1 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.9 0.0 0.0 0.0 3.1 0.0 0.0 Initial Q 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 13.4 0.0 0.0 0.0 17.2 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 1.1 0.0 0.0 0.0 2.6 0.0 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.2 0.0 0.0 0.0 0.6 0.0 0.0 HCM 6th Signalized Intersection Capacity Analysis AM 2033 3: S 12th W/N 12th W & SH 33 06/19/2023 Eagle Rock Engineering and Land Surveying Synchro 11 Light Report The Legends TIS Page 15 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 1.2 0.0 0.0 0.0 3.2 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.02 0.00 0.00 0.00 0.05 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 00000000 Initial Q 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 Mvmt 0 12 0 14 0 16 0 18 Lane Assignment R T+R R T+R Lanes in Grp 01010101 Grp Vol (v), veh/h 0 159 0 212 0 71 0 365 Grp Sat Flow (s), veh/h/ln 0 1610 0 1887 0 1610 0 1602 Q Serve Time (g_s), s 0.0 3.9 0.0 3.6 0.0 1.6 0.0 8.4 Cycle Q Clear Time (g_c), s 0.0 3.9 0.0 3.6 0.0 1.6 0.0 8.4 Prot RT Sat Flow (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 Prop RT Outside Lane (P_R) 0.00 1.00 0.00 0.04 0.00 1.00 0.00 0.73 Lane Grp Cap (c), veh/h 0 571 0 909 0 571 0 772 V/C Ratio (X) 0.00 0.28 0.00 0.23 0.00 0.12 0.00 0.47 Avail Cap (c_a), veh/h 0 571 0 909 0 571 0 772 Upstream Filter (I) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 12.7 0.0 8.3 0.0 12.0 0.0 9.6 Incr Delay (d2), s/veh 0.0 1.2 0.0 0.6 0.0 0.4 0.0 2.1 Initial Q 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 13.9 0.0 8.9 0.0 12.4 0.0 11.6 1st-Term Q (Q1), veh/ln 0.0 1.1 0.0 1.0 0.0 0.5 0.0 2.3 2nd-Term Q (Q2), veh/ln 0.0 0.2 0.0 0.2 0.0 0.1 0.0 0.4 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 1.3 0.0 1.2 0.0 0.5 0.0 2.7 %ile Storage Ratio (RQ%) 0.00 0.36 0.00 0.00 0.00 0.13 0.00 0.08 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 00000000 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 22.2 HCM 6th LOS C HCM 6th AWSC PM 2033 1: N 3000 W & W 2000 N 06/19/2023 Eagle Rock Engineering and Land Surveying Synchro 11 Light Report The Legends TIS Page 15 Intersection Intersection Delay, s/veh 7.7 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 9 54 35 2 37 7 21 21 5 41 10 10 Future Vol, veh/h 9 54 35 2 37 7 21 21 5 41 10 10 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Heavy Vehicles, %0200000001000 Mvmt Flow 10 59 38 2 41 8 23 23 5 45 11 11 Number of Lanes 010010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1111 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1111 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1111 HCM Control Delay 7.6 7.5 7.6 7.9 HCM LOS AAAA Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 45% 9% 4% 67% Vol Thru, % 45% 55% 80% 16% Vol Right, % 11% 36% 15% 16% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 47 98 46 61 LT Vol 21 9 2 41 Through Vol 21 54 37 10 RT Vol 5 35 7 10 Lane Flow Rate 52 108 51 67 Geometry Grp 1111 Degree of Util (X) 0.061 0.118 0.058 0.082 Departure Headway (Hd) 4.253 3.949 4.108 4.421 Convergence, Y/N Yes Yes Yes Yes Cap 830 895 858 800 Service Time 2.341 2.032 2.2 2.503 HCM Lane V/C Ratio 0.063 0.121 0.059 0.084 HCM Control Delay 7.6 7.6 7.5 7.9 HCM Lane LOS AAAA HCM 95th-tile Q 0.2 0.4 0.2 0.3 HCM 6th Roundabout PM 2033 2: N 12th W & W 2000 N 06/19/2023 Eagle Rock Engineering and Land Surveying Synchro 11 Light Report The Legends TIS Page 16 Intersection Intersection Delay, s/veh 4.1 Intersection LOS A Approach EB WB NB SB Entry Lanes 1111 Conflicting Circle Lanes 1111 Adj Approach Flow, veh/h 115 14 279 123 Demand Flow Rate, veh/h 115 18 279 123 Vehicles Circulating, veh/h 106 280 24 130 Vehicles Exiting, veh/h 147 23 197 168 Ped Vol Crossing Leg, #/h 0000 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 3.7 4.6 4.4 3.8 Approach LOS AAAA Lane Left Left Left Left Designated Moves LTR LTR LTR LTR Assumed Moves LTR LTR LTR LTR RT Channelized Lane Util 1.000 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 4.976 Entry Flow, veh/h 115 18 279 123 Cap Entry Lane, veh/h 1238 1037 1346 1209 Entry HV Adj Factor 1.000 0.778 1.000 1.000 Flow Entry, veh/h 115 14 279 123 Cap Entry, veh/h 1238 807 1346 1209 V/C Ratio 0.093 0.017 0.207 0.102 Control Delay, s/veh 3.7 4.6 4.4 3.8 LOS AAAA 95th %tile Queue, veh 0010 HCM 6th Signalized Intersection Capacity Analysis PM 2033 3: S 12th W/N 12th W & SH 33 06/19/2023 Eagle Rock Engineering and Land Surveying Synchro 11 Light Report The Legends TIS Page 17 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 179 235 331 17 243 28 62 229 407 246 98 16 Future Volume (veh/h) 179 235 331 17 243 28 62 229 407 246 98 16 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q, veh 000000000000 Ped-Bike Adj (A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Lanes Open During Work Zone Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 190 250 352 18 259 30 66 244 433 262 104 17 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, %000000000000 Opposing Right Turn Influence Yes Yes Yes Yes Cap, veh/h 297 535 453 254 535 453 821 356 632 345 924 151 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Prop Arrive On Green 0.28 0.28 0.28 0.28 0.28 0.28 0.58 0.58 0.58 0.58 0.58 0.58 Unsig. Movement Delay Ln Grp Delay, s/veh 37.3 22.2 33.8 23.3 22.5 17.4 7.1 0.0 13.4 38.1 0.0 6.3 Ln Grp LOS DCCCC BAABDAA Approach Vol, veh/h 792 307 743 383 Approach Delay, s/veh 31.0 22.1 12.8 28.1 Approach LOS C C B C Timer:12345678 Assigned Phs 2468 Case No 5.0 6.0 5.0 6.0 Phs Duration (G+Y+Rc), s 22.8 42.2 22.8 42.2 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green (Gmax), s 18.3 37.7 18.3 37.7 Max Allow Headway (MAH), s 4.3 5.5 4.8 5.2 Max Q Clear (g_c+l1), s 20.3 39.7 10.3 20.0 Green Ext Time (g_e), s 0.0 0.0 0.9 4.8 Prob of Phs Call (p_c) 1.00 1.00 1.00 1.00 Prob of Max Out (p_x) 0.00 0.00 0.00 0.00 Left-Turn Movement Data Assigned Mvmt 5713 Mvmt Sat Flow, veh/h 1107 774 830 1291 Through Movement Data Assigned Mvmt 2468 Mvmt Sat Flow, veh/h 1900 1593 1900 614 Right-Turn Movement Data Assigned Mvmt 12 14 16 18 Mvmt Sat Flow, veh/h 1610 260 1610 1090 Left Lane Group Data Assigned Mvmt 05070103 Lane Assignment LLLL HCM 6th Signalized Intersection Capacity Analysis PM 2033 3: S 12th W/N 12th W & SH 33 06/19/2023 Eagle Rock Engineering and Land Surveying Synchro 11 Light Report The Legends TIS Page 18 Lanes in Grp 01010101 Grp Vol (v), veh/h 0 190 0 262 0 18 0 66 Grp Sat Flow (s), veh/h/ln 0 1107 0 774 0 830 0 1291 Q Serve Time (g_s), s 0.0 10.9 0.0 19.7 0.0 1.2 0.0 1.6 Cycle Q Clear Time (g_c), s 0.0 18.3 0.0 37.7 0.0 8.3 0.0 3.5 Perm LT Sat Flow (s_l), veh/h/ln 0 1107 0 774 0 830 0 1291 Shared LT Sat Flow (s_sh), veh/h/ln 00000000 Perm LT Eff Green (g_p), s 0.0 18.3 0.0 37.7 0.0 18.3 0.0 37.7 Perm LT Serve Time (g_u), s 0.0 10.9 0.0 19.7 0.0 11.2 0.0 35.8 Perm LT Q Serve Time (g_ps), s 0.0 10.9 0.0 19.7 0.0 1.2 0.0 1.6 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 Prop LT Inside Lane (P_L) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 Lane Grp Cap (c), veh/h 0 297 0 345 0 254 0 821 V/C Ratio (X) 0.00 0.64 0.00 0.76 0.00 0.07 0.00 0.08 Avail Cap (c_a), veh/h 0 297 0 345 0 254 0 821 Upstream Filter (I) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 27.1 0.0 23.7 0.0 22.7 0.0 6.9 Incr Delay (d2), s/veh 0.0 10.1 0.0 14.4 0.0 0.5 0.0 0.2 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 37.3 0.0 38.1 0.0 23.3 0.0 7.1 1st-Term Q (Q1), veh/ln 0.0 2.6 0.0 3.6 0.0 0.2 0.0 0.3 2nd-Term Q (Q2), veh/ln 0.0 0.8 0.0 1.4 0.0 0.0 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 3.5 0.0 5.0 0.0 0.2 0.0 0.4 %ile Storage Ratio (RQ%) 0.00 0.36 0.00 2.06 0.00 0.06 0.00 0.11 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 00000000 Initial Q 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 Mvmt 02040608 Lane Assignment T T Lanes in Grp 01000100 Grp Vol (v), veh/h 0 250 0 0 0 259 0 0 Grp Sat Flow (s), veh/h/ln 0 1900 0 0 0 1900 0 0 Q Serve Time (g_s), s 0.0 7.1 0.0 0.0 0.0 7.4 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 7.1 0.0 0.0 0.0 7.4 0.0 0.0 Lane Grp Cap (c), veh/h 0 535 0 0 0 535 0 0 V/C Ratio (X) 0.00 0.47 0.00 0.00 0.00 0.48 0.00 0.00 Avail Cap (c_a), veh/h 0 535 0 0 0 535 0 0 Upstream Filter (I) 0.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 19.3 0.0 0.0 0.0 19.4 0.0 0.0 Incr Delay (d2), s/veh 0.0 2.9 0.0 0.0 0.0 3.1 0.0 0.0 Initial Q 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 22.2 0.0 0.0 0.0 22.5 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 2.7 0.0 0.0 0.0 2.8 0.0 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.4 0.0 0.0 0.0 0.5 0.0 0.0 HCM 6th Signalized Intersection Capacity Analysis PM 2033 3: S 12th W/N 12th W & SH 33 06/19/2023 Eagle Rock Engineering and Land Surveying Synchro 11 Light Report The Legends TIS Page 19 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 3.1 0.0 0.0 0.0 3.3 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.05 0.00 0.00 0.00 0.05 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 00000000 Initial Q 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 Mvmt 0 12 0 14 0 16 0 18 Lane Assignment R T+R R T+R Lanes in Grp 01010101 Grp Vol (v), veh/h 0 352 0 121 0 30 0 677 Grp Sat Flow (s), veh/h/ln 0 1610 0 1853 0 1610 0 1704 Q Serve Time (g_s), s 0.0 13.1 0.0 1.9 0.0 0.9 0.0 18.0 Cycle Q Clear Time (g_c), s 0.0 13.1 0.0 1.9 0.0 0.9 0.0 18.0 Prot RT Sat Flow (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 Prop RT Outside Lane (P_R) 0.00 1.00 0.00 0.14 0.00 1.00 0.00 0.64 Lane Grp Cap (c), veh/h 0 453 0 1075 0 453 0 988 V/C Ratio (X) 0.00 0.78 0.00 0.11 0.00 0.07 0.00 0.69 Avail Cap (c_a), veh/h 0 453 0 1075 0 453 0 988 Upstream Filter (I) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 21.5 0.0 6.1 0.0 17.1 0.0 9.5 Incr Delay (d2), s/veh 0.0 12.3 0.0 0.2 0.0 0.3 0.0 3.9 Initial Q 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 33.8 0.0 6.3 0.0 17.4 0.0 13.4 1st-Term Q (Q1), veh/ln 0.0 4.2 0.0 0.5 0.0 0.3 0.0 5.0 2nd-Term Q (Q2), veh/ln 0.0 1.5 0.0 0.1 0.0 0.0 0.0 1.1 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 5.8 0.0 0.6 0.0 0.3 0.0 6.1 %ile Storage Ratio (RQ%) 0.00 1.60 0.00 0.00 0.00 0.08 0.00 0.16 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 00000000 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 23.2 HCM 6th LOS C HCM 6th AWSC AM 2038 1: N 3000 W & W 2000 N 06/19/2023 Eagle Rock Engineering and Land Surveying Synchro 11 Light Report The Legends TIS Page 20 Intersection Intersection Delay, s/veh 9 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 22 53 8 1 12 67 7 40 6 73 22 13 Future Vol, veh/h 22 53 8 1 12 67 7 40 6 73 22 13 Peak Hour Factor 0.59 0.59 0.59 0.59 0.59 0.59 0.59 0.59 0.59 0.59 0.59 0.59 Heavy Vehicles, % 13 30002201108722 Mvmt Flow 37 90 14 2 20 114 12 68 10 124 37 22 Number of Lanes 010010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1111 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1111 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1111 HCM Control Delay 9.2 8.1 8.9 9.5 HCM LOS AAAA Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 13% 27% 1% 68% Vol Thru, % 75% 64% 15% 20% Vol Right, % 11% 10% 84% 12% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 53 83 80 108 LT Vol 7 22 1 73 Through Vol 40 53 12 22 RT Vol 6 8 67 13 Lane Flow Rate 90 141 136 183 Geometry Grp 1111 Degree of Util (X) 0.127 0.193 0.16 0.247 Departure Headway (Hd) 5.074 4.948 4.261 4.856 Convergence, Y/N Yes Yes Yes Yes Cap 704 723 838 738 Service Time 3.123 2.993 2.305 2.9 HCM Lane V/C Ratio 0.128 0.195 0.162 0.248 HCM Control Delay 8.9 9.2 8.1 9.5 HCM Lane LOS AAAA HCM 95th-tile Q 0.4 0.7 0.6 1 HCM 6th Roundabout AM 2038 2: N 12th W & W 2000 N 06/19/2023 Eagle Rock Engineering and Land Surveying Synchro 11 Light Report The Legends TIS Page 21 Intersection Intersection Delay, s/veh 4.3 Intersection LOS A Approach EB WB NB SB Entry Lanes 1111 Conflicting Circle Lanes 1111 Adj Approach Flow, veh/h 198 10 171 177 Demand Flow Rate, veh/h 203 10 179 182 Vehicles Circulating, veh/h 175 186 20 121 Vehicles Exiting, veh/h 128 13 358 75 Ped Vol Crossing Leg, #/h 0011 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 4.8 3.2 3.9 4.3 Approach LOS AAAA Lane Left Left Left Left Designated Moves LTR LTR LTR LTR Assumed Moves LTR LTR LTR LTR RT Channelized Lane Util 1.000 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 4.976 Entry Flow, veh/h 203 10 179 182 Cap Entry Lane, veh/h 1154 1141 1352 1220 Entry HV Adj Factor 0.975 1.000 0.955 0.975 Flow Entry, veh/h 198 10 171 177 Cap Entry, veh/h 1126 1141 1291 1189 V/C Ratio 0.176 0.009 0.132 0.149 Control Delay, s/veh 4.8 3.2 3.9 4.3 LOS AAAA 95th %tile Queue, veh 1001 HCM 6th Signalized Intersection Capacity Analysis AM 2038 3: S 12th W/N 12th W & SH 33 06/19/2023 Eagle Rock Engineering and Land Surveying Synchro 11 Light Report The Legends TIS Page 22 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 260 144 150 11 319 66 55 97 258 396 198 7 Future Volume (veh/h) 260 144 150 11 319 66 55 97 258 396 198 7 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q, veh 000000000000 Ped-Bike Adj (A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Lanes Open During Work Zone Adj Sat Flow, veh/h/ln 1900 1811 1900 1707 1811 1900 1900 1811 1885 1900 1900 1900 Adj Flow Rate, veh/h 306 169 176 13 375 78 65 114 304 466 233 8 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Percent Heavy Veh, % 0 6 0 13 60061000 Opposing Right Turn Influence Yes Yes Yes Yes Cap, veh/h 296 655 582 390 655 582 605 218 582 429 913 31 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Prop Arrive On Green 0.36 0.36 0.36 0.36 0.36 0.36 0.50 0.50 0.50 0.50 0.50 0.50 Unsig. Movement Delay Ln Grp Delay, s/veh 89.5 15.6 16.2 16.5 20.3 14.4 11.7 0.0 13.4 93.4 0.0 10.0 Ln Grp LOS F B B B C BBABFAA Approach Vol, veh/h 651 466 483 707 Approach Delay, s/veh 50.5 19.2 13.2 65.0 Approach LOS D B B E Timer:12345678 Assigned Phs 2468 Case No 5.0 6.0 5.0 6.0 Phs Duration (G+Y+Rc), s 28.0 37.0 28.0 37.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green (Gmax), s 23.5 32.5 23.5 32.5 Max Allow Headway (MAH), s 4.6 4.8 4.8 5.2 Max Q Clear (g_c+l1), s 25.5 34.5 12.8 13.5 Green Ext Time (g_e), s 0.0 0.0 1.7 2.9 Prob of Phs Call (p_c) 1.00 1.00 1.00 1.00 Prob of Max Out (p_x) 0.00 0.00 0.00 0.00 Left-Turn Movement Data Assigned Mvmt 5713 Mvmt Sat Flow, veh/h 953 984 945 1157 Through Movement Data Assigned Mvmt 2468 Mvmt Sat Flow, veh/h 1811 1826 1811 437 Right-Turn Movement Data Assigned Mvmt 12 14 16 18 Mvmt Sat Flow, veh/h 1610 63 1610 1165 Left Lane Group Data Assigned Mvmt 05070103 Lane Assignment LLLL HCM 6th Signalized Intersection Capacity Analysis AM 2038 3: S 12th W/N 12th W & SH 33 06/19/2023 Eagle Rock Engineering and Land Surveying Synchro 11 Light Report The Legends TIS Page 23 Lanes in Grp 01010101 Grp Vol (v), veh/h 0 306 0 466 0 13 0 65 Grp Sat Flow (s), veh/h/ln 0 953 0 984 0 945 0 1157 Q Serve Time (g_s), s 0.0 12.7 0.0 21.0 0.0 0.6 0.0 2.2 Cycle Q Clear Time (g_c), s 0.0 23.5 0.0 32.5 0.0 4.9 0.0 7.0 Perm LT Sat Flow (s_l), veh/h/ln 0 953 0 984 0 945 0 1157 Shared LT Sat Flow (s_sh), veh/h/ln 00000000 Perm LT Eff Green (g_p), s 0.0 23.5 0.0 32.5 0.0 23.5 0.0 32.5 Perm LT Serve Time (g_u), s 0.0 12.7 0.0 21.0 0.0 19.2 0.0 27.7 Perm LT Q Serve Time (g_ps), s 0.0 12.7 0.0 21.0 0.0 0.6 0.0 2.2 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 Prop LT Inside Lane (P_L) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 Lane Grp Cap (c), veh/h 0 296 0 429 0 390 0 605 V/C Ratio (X) 0.00 1.03 0.00 1.09 0.00 0.03 0.00 0.11 Avail Cap (c_a), veh/h 0 296 0 429 0 390 0 605 Upstream Filter (I) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 28.5 0.0 24.7 0.0 16.3 0.0 11.3 Incr Delay (d2), s/veh 0.0 60.9 0.0 68.7 0.0 0.2 0.0 0.4 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 89.5 0.0 93.4 0.0 16.5 0.0 11.7 1st-Term Q (Q1), veh/ln 0.0 4.3 0.0 6.2 0.0 0.1 0.0 0.5 2nd-Term Q (Q2), veh/ln 0.0 5.0 0.0 8.2 0.0 0.0 0.0 0.1 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 9.3 0.0 14.4 0.0 0.1 0.0 0.6 %ile Storage Ratio (RQ%) 0.00 0.97 0.00 6.00 0.00 0.04 0.00 0.16 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 2.4 0.0 9.3 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 00000000 Initial Q Clear Time (tc), h 0.0 0.3 0.0 0.3 0.0 0.0 0.0 0.0 Middle Lane Group Data Assigned Mvmt 02040608 Lane Assignment T T Lanes in Grp 01000100 Grp Vol (v), veh/h 0 169 0 0 0 375 0 0 Grp Sat Flow (s), veh/h/ln 0 1811 0 0 0 1811 0 0 Q Serve Time (g_s), s 0.0 4.3 0.0 0.0 0.0 10.8 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 4.3 0.0 0.0 0.0 10.8 0.0 0.0 Lane Grp Cap (c), veh/h 0 655 0 0 0 655 0 0 V/C Ratio (X) 0.00 0.26 0.00 0.00 0.00 0.57 0.00 0.00 Avail Cap (c_a), veh/h 0 655 0 0 0 655 0 0 Upstream Filter (I) 0.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 14.6 0.0 0.0 0.0 16.7 0.0 0.0 Incr Delay (d2), s/veh 0.0 1.0 0.0 0.0 0.0 3.6 0.0 0.0 Initial Q 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 15.6 0.0 0.0 0.0 20.3 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 1.5 0.0 0.0 0.0 3.8 0.0 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.2 0.0 0.0 0.0 0.7 0.0 0.0 HCM 6th Signalized Intersection Capacity Analysis AM 2038 3: S 12th W/N 12th W & SH 33 06/19/2023 Eagle Rock Engineering and Land Surveying Synchro 11 Light Report The Legends TIS Page 24 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 1.7 0.0 0.0 0.0 4.4 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.03 0.00 0.00 0.00 0.08 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 00000000 Initial Q 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 Mvmt 0 12 0 14 0 16 0 18 Lane Assignment R T+R R T+R Lanes in Grp 01010101 Grp Vol (v), veh/h 0 176 0 241 0 78 0 418 Grp Sat Flow (s), veh/h/ln 0 1610 0 1889 0 1610 0 1601 Q Serve Time (g_s), s 0.0 5.1 0.0 4.8 0.0 2.1 0.0 11.5 Cycle Q Clear Time (g_c), s 0.0 5.1 0.0 4.8 0.0 2.1 0.0 11.5 Prot RT Sat Flow (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 Prop RT Outside Lane (P_R) 0.00 1.00 0.00 0.03 0.00 1.00 0.00 0.73 Lane Grp Cap (c), veh/h 0 582 0 944 0 582 0 801 V/C Ratio (X) 0.00 0.30 0.00 0.26 0.00 0.13 0.00 0.52 Avail Cap (c_a), veh/h 0 582 0 944 0 582 0 801 Upstream Filter (I) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 14.9 0.0 9.3 0.0 13.9 0.0 11.0 Incr Delay (d2), s/veh 0.0 1.3 0.0 0.7 0.0 0.5 0.0 2.4 Initial Q 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 16.2 0.0 10.0 0.0 14.4 0.0 13.4 1st-Term Q (Q1), veh/ln 0.0 1.6 0.0 1.5 0.0 0.7 0.0 3.3 2nd-Term Q (Q2), veh/ln 0.0 0.2 0.0 0.2 0.0 0.1 0.0 0.5 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 1.8 0.0 1.7 0.0 0.7 0.0 3.9 %ile Storage Ratio (RQ%) 0.00 0.50 0.00 0.00 0.00 0.18 0.00 0.11 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 00000000 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 40.8 HCM 6th LOS D HCM 6th AWSC PM 2038 1: N 3000 W & W 2000 N 06/19/2023 Eagle Rock Engineering and Land Surveying Synchro 11 Light Report The Legends TIS Page 25 Intersection Intersection Delay, s/veh 7.8 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 9 59 39 3 40 8 24 24 6 46 12 12 Future Vol, veh/h 9 59 39 3 40 8 24 24 6 46 12 12 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Heavy Vehicles, %0200000001000 Mvmt Flow 10 65 43 3 44 9 26 26 7 51 13 13 Number of Lanes 010010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1111 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1111 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1111 HCM Control Delay 7.7 7.6 7.7 8 HCM LOS AAAA Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 44% 8% 6% 66% Vol Thru, % 44% 55% 78% 17% Vol Right, % 11% 36% 16% 17% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 54 107 51 70 LT Vol 24 9 3 46 Through Vol 24 59 40 12 RT Vol 6 39 8 12 Lane Flow Rate 59 118 56 77 Geometry Grp 1111 Degree of Util (X) 0.072 0.133 0.066 0.097 Departure Headway (Hd) 4.387 4.077 4.256 4.55 Convergence, Y/N Yes Yes Yes Yes Cap 820 883 845 792 Service Time 2.396 2.084 2.265 2.55 HCM Lane V/C Ratio 0.072 0.134 0.066 0.097 HCM Control Delay 7.7 7.7 7.6 8 HCM Lane LOS AAAA HCM 95th-tile Q 0.2 0.5 0.2 0.3 HCM 6th Roundabout PM 2038 2: N 12th W & W 2000 N 06/19/2023 Eagle Rock Engineering and Land Surveying Synchro 11 Light Report The Legends TIS Page 26 Intersection Intersection Delay, s/veh 4.4 Intersection LOS A Approach EB WB NB SB Entry Lanes 1111 Conflicting Circle Lanes 1111 Adj Approach Flow, veh/h 127 17 317 138 Demand Flow Rate, veh/h 127 22 317 138 Vehicles Circulating, veh/h 121 318 26 149 Vehicles Exiting, veh/h 166 25 222 191 Ped Vol Crossing Leg, #/h 0000 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 3.8 4.9 4.7 4.0 Approach LOS AAAA Lane Left Left Left Left Designated Moves LTR LTR LTR LTR Assumed Moves LTR LTR LTR LTR RT Channelized Lane Util 1.000 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 4.976 Entry Flow, veh/h 127 22 317 138 Cap Entry Lane, veh/h 1220 998 1344 1185 Entry HV Adj Factor 1.000 0.773 1.000 1.000 Flow Entry, veh/h 127 17 317 138 Cap Entry, veh/h 1220 771 1344 1185 V/C Ratio 0.104 0.022 0.236 0.116 Control Delay, s/veh 3.8 4.9 4.7 4.0 LOS AAAA 95th %tile Queue, veh 0010 HCM 6th Signalized Intersection Capacity Analysis PM 2038 3: S 12th W/N 12th W & SH 33 06/19/2023 Eagle Rock Engineering and Land Surveying Synchro 11 Light Report The Legends TIS Page 27 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 198 260 365 19 268 31 70 262 466 282 112 18 Future Volume (veh/h) 198 260 365 19 268 31 70 262 466 282 112 18 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q, veh 000000000000 Ped-Bike Adj (A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Lanes Open During Work Zone Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 211 277 388 20 285 33 74 279 496 300 119 19 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, %000000000000 Opposing Right Turn Influence Yes Yes Yes Yes Cap, veh/h 231 496 421 196 496 421 848 384 683 312 1001 160 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Prop Arrive On Green 0.26 0.26 0.26 0.26 0.26 0.26 0.63 0.63 0.63 0.63 0.63 0.63 Unsig. Movement Delay Ln Grp Delay, s/veh 76.7 30.0 56.9 31.7 30.5 22.7 7.1 0.0 14.6 72.6 0.0 6.2 Ln Grp LOS E C E C C C AABEAA Approach Vol, veh/h 876 338 849 438 Approach Delay, s/veh 53.2 29.8 13.9 51.7 Approach LOS D C B D Timer:12345678 Assigned Phs 2468 Case No 5.0 6.0 5.0 6.0 Phs Duration (G+Y+Rc), s 25.4 54.6 25.4 54.6 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green (Gmax), s 20.9 50.1 20.9 50.1 Max Allow Headway (MAH), s 4.4 5.8 4.9 5.2 Max Q Clear (g_c+l1), s 22.9 52.1 13.9 27.0 Green Ext Time (g_e), s 0.0 0.0 0.9 6.5 Prob of Phs Call (p_c) 1.00 1.00 1.00 1.00 Prob of Max Out (p_x) 0.00 0.00 0.00 0.00 Left-Turn Movement Data Assigned Mvmt 5713 Mvmt Sat Flow, veh/h 1078 707 783 1271 Through Movement Data Assigned Mvmt 2468 Mvmt Sat Flow, veh/h 1900 1599 1900 613 Right-Turn Movement Data Assigned Mvmt 12 14 16 18 Mvmt Sat Flow, veh/h 1610 255 1610 1090 Left Lane Group Data Assigned Mvmt 05070103 Lane Assignment LLLL HCM 6th Signalized Intersection Capacity Analysis PM 2038 3: S 12th W/N 12th W & SH 33 06/19/2023 Eagle Rock Engineering and Land Surveying Synchro 11 Light Report The Legends TIS Page 28 Lanes in Grp 01010101 Grp Vol (v), veh/h 0 211 0 300 0 20 0 74 Grp Sat Flow (s), veh/h/ln 0 1078 0 707 0 783 0 1271 Q Serve Time (g_s), s 0.0 10.5 0.0 25.1 0.0 1.8 0.0 2.0 Cycle Q Clear Time (g_c), s 0.0 20.9 0.0 50.1 0.0 11.9 0.0 4.4 Perm LT Sat Flow (s_l), veh/h/ln 0 1078 0 707 0 783 0 1271 Shared LT Sat Flow (s_sh), veh/h/ln 00000000 Perm LT Eff Green (g_p), s 0.0 20.9 0.0 50.1 0.0 20.9 0.0 50.1 Perm LT Serve Time (g_u), s 0.0 10.5 0.0 25.1 0.0 10.8 0.0 47.7 Perm LT Q Serve Time (g_ps), s 0.0 10.5 0.0 25.1 0.0 1.8 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 Prop LT Inside Lane (P_L) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 Lane Grp Cap (c), veh/h 0 231 0 312 0 196 0 848 V/C Ratio (X) 0.00 0.91 0.00 0.96 0.00 0.10 0.00 0.09 Avail Cap (c_a), veh/h 0 231 0 312 0 196 0 848 Upstream Filter (I) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 36.5 0.0 30.7 0.0 30.7 0.0 6.9 Incr Delay (d2), s/veh 0.0 40.2 0.0 41.9 0.0 1.0 0.0 0.2 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 76.7 0.0 72.6 0.0 31.7 0.0 7.1 1st-Term Q (Q1), veh/ln 0.0 3.9 0.0 5.6 0.0 0.3 0.0 0.5 2nd-Term Q (Q2), veh/ln 0.0 2.6 0.0 3.6 0.0 0.1 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 6.5 0.0 9.2 0.0 0.4 0.0 0.5 %ile Storage Ratio (RQ%) 0.00 0.68 0.00 3.84 0.00 0.09 0.00 0.14 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 00000000 Initial Q 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 Mvmt 02040608 Lane Assignment T T Lanes in Grp 01000100 Grp Vol (v), veh/h 0 277 0 0 0 285 0 0 Grp Sat Flow (s), veh/h/ln 0 1900 0 0 0 1900 0 0 Q Serve Time (g_s), s 0.0 10.1 0.0 0.0 0.0 10.4 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 10.1 0.0 0.0 0.0 10.4 0.0 0.0 Lane Grp Cap (c), veh/h 0 496 0 0 0 496 0 0 V/C Ratio (X) 0.00 0.56 0.00 0.00 0.00 0.57 0.00 0.00 Avail Cap (c_a), veh/h 0 496 0 0 0 496 0 0 Upstream Filter (I) 0.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 25.6 0.0 0.0 0.0 25.7 0.0 0.0 Incr Delay (d2), s/veh 0.0 4.5 0.0 0.0 0.0 4.8 0.0 0.0 Initial Q 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 30.0 0.0 0.0 0.0 30.5 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 4.2 0.0 0.0 0.0 4.3 0.0 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.6 0.0 0.0 0.0 0.7 0.0 0.0 HCM 6th Signalized Intersection Capacity Analysis PM 2038 3: S 12th W/N 12th W & SH 33 06/19/2023 Eagle Rock Engineering and Land Surveying Synchro 11 Light Report The Legends TIS Page 29 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 4.8 0.0 0.0 0.0 5.0 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.08 0.00 0.00 0.00 0.08 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 00000000 Initial Q 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 Mvmt 0 12 0 14 0 16 0 18 Lane Assignment R T+R R T+R Lanes in Grp 01010101 Grp Vol (v), veh/h 0 388 0 138 0 33 0 775 Grp Sat Flow (s), veh/h/ln 0 1610 0 1854 0 1610 0 1704 Q Serve Time (g_s), s 0.0 18.8 0.0 2.4 0.0 1.2 0.0 25.0 Cycle Q Clear Time (g_c), s 0.0 18.8 0.0 2.4 0.0 1.2 0.0 25.0 Prot RT Sat Flow (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 Prop RT Outside Lane (P_R) 0.00 1.00 0.00 0.14 0.00 1.00 0.00 0.64 Lane Grp Cap (c), veh/h 0 421 0 1161 0 421 0 1067 V/C Ratio (X) 0.00 0.92 0.00 0.12 0.00 0.08 0.00 0.73 Avail Cap (c_a), veh/h 0 421 0 1161 0 421 0 1067 Upstream Filter (I) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 28.8 0.0 6.0 0.0 22.3 0.0 10.3 Incr Delay (d2), s/veh 0.0 28.2 0.0 0.2 0.0 0.4 0.0 4.3 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 56.9 0.0 6.2 0.0 22.7 0.0 14.6 1st-Term Q (Q1), veh/ln 0.0 6.6 0.0 0.7 0.0 0.4 0.0 7.4 2nd-Term Q (Q2), veh/ln 0.0 3.3 0.0 0.1 0.0 0.0 0.0 1.3 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 9.9 0.0 0.8 0.0 0.5 0.0 8.7 %ile Storage Ratio (RQ%) 0.00 2.74 0.00 0.00 0.00 0.12 0.00 0.23 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 00000000 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 36.4 HCM 6th LOS D HCM 6th AWSC AM 2033 Project 1: N 3000 W & W 2000 N 10/24/2023 Eagle Rock Engineering and Land Surveying Synchro 11 Light Report The Legends TIS Page 30 Intersection Intersection Delay, s/veh 8.8 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 20 49 7 1 13 66 7 35 5 66 20 12 Future Vol, veh/h 20 49 7 1 13 66 7 35 5 66 20 12 Peak Hour Factor 0.59 0.59 0.59 0.59 0.59 0.59 0.59 0.59 0.59 0.59 0.59 0.59 Heavy Vehicles, % 13 30002201108722 Mvmt Flow 34 83 12 2 22 112 12 59 8 112 34 20 Number of Lanes 010010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1111 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1111 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1111 HCM Control Delay 9 8 8.7 9.2 HCM LOS AAAA Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 15% 26% 1% 67% Vol Thru, % 74% 64% 16% 20% Vol Right, % 11% 9% 82% 12% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 47 76 80 98 LT Vol 7 20 1 66 Through Vol 35 49 13 20 RT Vol 5 7 66 12 Lane Flow Rate 80 129 136 166 Geometry Grp 1111 Degree of Util (X) 0.111 0.175 0.157 0.222 Departure Headway (Hd) 5.02 4.877 4.179 4.804 Convergence, Y/N Yes Yes Yes Yes Cap 712 734 856 746 Service Time 3.063 2.913 2.215 2.842 HCM Lane V/C Ratio 0.112 0.176 0.159 0.223 HCM Control Delay 8.7 9 8 9.2 HCM Lane LOS AAAA HCM 95th-tile Q 0.4 0.6 0.6 0.8 HCM 6th Roundabout AM 2033 Project 2: N 12th W & W 2000 N 10/24/2023 Eagle Rock Engineering and Land Surveying Synchro 11 Light Report The Legends TIS Page 31 Intersection Intersection Delay, s/veh 4.2 Intersection LOS A Approach EB WB NB SB Entry Lanes 1111 Conflicting Circle Lanes 1111 Adj Approach Flow, veh/h 185 9 164 155 Demand Flow Rate, veh/h 189 9 172 159 Vehicles Circulating, veh/h 153 176 20 115 Vehicles Exiting, veh/h 121 16 322 70 Ped Vol Crossing Leg, #/h 0011 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 4.5 3.2 3.8 4.1 Approach LOS AAAA Lane Left Left Left Left Designated Moves LTR LTR LTR LTR Assumed Moves LTR LTR LTR LTR RT Channelized Lane Util 1.000 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 4.976 Entry Flow, veh/h 189 9 172 159 Cap Entry Lane, veh/h 1180 1153 1352 1227 Entry HV Adj Factor 0.979 1.000 0.953 0.972 Flow Entry, veh/h 185 9 164 155 Cap Entry, veh/h 1156 1153 1289 1193 V/C Ratio 0.160 0.008 0.127 0.130 Control Delay, s/veh 4.5 3.2 3.8 4.1 LOS A A A A 95th %tile Queue, veh 1 0 0 0 HCM 6th Signalized Intersection Capacity Analysis AM 2033 Project 3: S 12th W/N 12th W & SH 33 10/24/2023 Eagle Rock Engineering and Land Surveying Synchro 11 Light Report The Legends TIS Page 32 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 239 131 135 10 289 80 48 91 225 403 190 17 Future Volume (veh/h) 239 131 135 10 289 80 48 91 225 403 190 17 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q, veh 000000000000 Ped-Bike Adj (A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Lanes Open During Work Zone Adj Sat Flow, veh/h/ln 1900 1811 1900 1707 1811 1900 1900 1811 1885 1900 1900 1900 Adj Flow Rate, veh/h 281 154 159 12 340 94 56 107 265 474 224 20 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Percent Heavy Veh, % 0 6 0 13 60061000 Opposing Right Turn Influence Yes Yes Yes Yes Cap, veh/h 308 625 556 397 625 556 617 233 577 485 868 78 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Prop Arrive On Green 0.34 0.34 0.34 0.34 0.34 0.34 0.50 0.50 0.50 0.50 0.50 0.50 Unsig. Movement Delay Ln Grp Delay, s/veh 59.4 15.0 15.6 15.7 19.2 14.3 10.5 0.0 11.4 57.4 0.0 9.1 Ln Grp LOS EBBBBBBABEAA Approach Vol, veh/h 594 446 428 718 Approach Delay, s/veh 36.1 18.1 11.3 41.0 Approach LOS D B B D Timer:12345678 Assigned Phs 2468 Case No 6.0 5.0 6.0 5.0 Phs Duration (G+Y+Rc), s 34.8 25.2 34.8 25.2 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green (Gmax), s 30.3 20.7 30.3 20.7 Max Allow Headway (MAH), s 5.2 4.6 4.7 4.7 Max Q Clear (g_c+l1), s 11.0 22.7 32.3 11.1 Green Ext Time (g_e), s 2.5 0.0 0.0 1.5 Prob of Phs Call (p_c) 1.00 1.00 1.00 1.00 Prob of Max Out (p_x) 0.00 0.00 0.00 0.00 Left-Turn Movement Data Assigned Mvmt 5713 Mvmt Sat Flow, veh/h 1154 970 1026 974 Through Movement Data Assigned Mvmt 2468 Mvmt Sat Flow, veh/h 462 1811 1719 1811 Right-Turn Movement Data Assigned Mvmt 12 14 16 18 Mvmt Sat Flow, veh/h 1144 1610 153 1610 Left Lane Group Data Assigned Mvmt 05070103 Lane Assignment LLLL HCM 6th Signalized Intersection Capacity Analysis AM 2033 Project 3: S 12th W/N 12th W & SH 33 10/24/2023 Eagle Rock Engineering and Land Surveying Synchro 11 Light Report The Legends TIS Page 33 Lanes in Grp 01010101 Grp Vol (v), veh/h 0 56 0 281 0 474 0 12 Grp Sat Flow (s), veh/h/ln 0 1154 0 970 0 1026 0 974 Q Serve Time (g_s), s 0.0 1.7 0.0 11.6 0.0 21.3 0.0 0.5 Cycle Q Clear Time (g_c), s 0.0 6.2 0.0 20.7 0.0 30.3 0.0 4.2 Perm LT Sat Flow (s_l), veh/h/ln 0 1154 0 970 0 1026 0 974 Shared LT Sat Flow (s_sh), veh/h/ln 00000000 Perm LT Eff Green (g_p), s 0.0 30.3 0.0 20.7 0.0 30.3 0.0 20.7 Perm LT Serve Time (g_u), s 0.0 25.8 0.0 11.6 0.0 21.3 0.0 17.0 Perm LT Q Serve Time (g_ps), s 0.0 1.7 0.0 11.6 0.0 21.3 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 Prop LT Inside Lane (P_L) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 Lane Grp Cap (c), veh/h 0 617 0 308 0 485 0 397 V/C Ratio (X) 0.00 0.09 0.00 0.91 0.00 0.98 0.00 0.03 Avail Cap (c_a), veh/h 0 617 0 308 0 485 0 397 Upstream Filter (I) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 10.2 0.0 26.1 0.0 21.8 0.0 15.6 Incr Delay (d2), s/veh 0.0 0.3 0.0 33.2 0.0 35.6 0.0 0.1 Initial Q 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 10.5 0.0 59.4 0.0 57.4 0.0 15.7 1st-Term Q (Q1), veh/ln 0.0 0.4 0.0 3.7 0.0 6.2 0.0 0.1 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 2.8 0.0 4.8 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 0.4 0.0 6.5 0.0 11.0 0.0 0.1 %ile Storage Ratio (RQ%) 0.00 0.12 0.00 0.68 0.00 4.58 0.00 0.03 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 00000000 Initial Q 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 Mvmt 02040608 Lane Assignment T T Lanes in Grp 00010001 Grp Vol (v), veh/h 0 0 0 154 0 0 0 340 Grp Sat Flow (s), veh/h/ln 0 0 0 1811 0 0 0 1811 Q Serve Time (g_s), s 0.0 0.0 0.0 3.7 0.0 0.0 0.0 9.1 Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 3.7 0.0 0.0 0.0 9.1 Lane Grp Cap (c), veh/h 0 0 0 625 0 0 0 625 V/C Ratio (X) 0.00 0.00 0.00 0.25 0.00 0.00 0.00 0.54 Avail Cap (c_a), veh/h 0 0 0 625 0 0 0 625 Upstream Filter (I) 0.00 0.00 0.00 1.00 0.00 0.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 0.0 0.0 14.1 0.0 0.0 0.0 15.8 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.9 0.0 0.0 0.0 3.4 Initial Q 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 0.0 0.0 15.0 0.0 0.0 0.0 19.2 1st-Term Q (Q1), veh/ln 0.0 0.0 0.0 1.2 0.0 0.0 0.0 3.1 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.2 0.0 0.0 0.0 0.6 HCM 6th Signalized Intersection Capacity Analysis AM 2033 Project 3: S 12th W/N 12th W & SH 33 10/24/2023 Eagle Rock Engineering and Land Surveying Synchro 11 Light Report The Legends TIS Page 34 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.0 1.4 0.0 0.0 0.0 3.7 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.02 0.00 0.00 0.00 0.06 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 00000000 Initial Q 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 Mvmt 0 12 0 14 0 16 0 18 Lane Assignment T+R R T+R R Lanes in Grp 01010101 Grp Vol (v), veh/h 0 372 0 159 0 244 0 94 Grp Sat Flow (s), veh/h/ln 0 1605 0 1610 0 1872 0 1610 Q Serve Time (g_s), s 0.0 9.0 0.0 4.3 0.0 4.5 0.0 2.4 Cycle Q Clear Time (g_c), s 0.0 9.0 0.0 4.3 0.0 4.5 0.0 2.4 Prot RT Sat Flow (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 Prop RT Outside Lane (P_R) 0.00 0.71 0.00 1.00 0.00 0.08 0.00 1.00 Lane Grp Cap (c), veh/h 0 811 0 556 0 946 0 556 V/C Ratio (X) 0.00 0.46 0.00 0.29 0.00 0.26 0.00 0.17 Avail Cap (c_a), veh/h 0 811 0 556 0 946 0 556 Upstream Filter (I) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 9.6 0.0 14.3 0.0 8.5 0.0 13.7 Incr Delay (d2), s/veh 0.0 1.9 0.0 1.3 0.0 0.7 0.0 0.7 Initial Q 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 11.4 0.0 15.6 0.0 9.1 0.0 14.3 1st-Term Q (Q1), veh/ln 0.0 2.5 0.0 1.3 0.0 1.3 0.0 0.7 2nd-Term Q (Q2), veh/ln 0.0 0.4 0.0 0.2 0.0 0.2 0.0 0.1 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 2.9 0.0 1.5 0.0 1.5 0.0 0.8 %ile Storage Ratio (RQ%) 0.00 0.08 0.00 0.42 0.00 0.00 0.00 0.21 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 00000000 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 29.2 HCM 6th LOS C HCM 6th TWSC AM 2033 Project 4: N 12th W & Access Point 1 10/24/2023 Eagle Rock Engineering and Land Surveying Synchro 11 Light Report The Legends TIS Page 35 Intersection Int Delay, s/veh 2.3 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 11 84 30 136 295 3 Future Vol, veh/h 11 84 30 136 295 3 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 00000 Mvmt Flow 12 91 33 148 321 3 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 537 323 324 0 - 0 Stage 1 323 ----- Stage 2 214 ----- Critical Hdwy 6.4 6.2 4.1 - - - Critical Hdwy Stg 1 5.4 ----- Critical Hdwy Stg 2 5.4 ----- Follow-up Hdwy 3.5 3.3 2.2 - - - Pot Cap-1 Maneuver 508 723 1247 - - - Stage 1 738 ----- Stage 2 826 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 493 723 1247 - - - Mov Cap-2 Maneuver 493 ----- Stage 1 717 ----- Stage 2 826 ----- Approach EB NB SB HCM Control Delay, s 11.2 1.4 0 HCM LOS B Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR Capacity (veh/h) 1247 - 686 - - HCM Lane V/C Ratio 0.026 - 0.151 - - HCM Control Delay (s) 8 0 11.2 - - HCM Lane LOS A A B - - HCM 95th %tile Q(veh) 0.1 - 0.5 - - HCM 6th AWSC PM 2033 Project 1: N 3000 W & W 2000 N 10/24/2023 Eagle Rock Engineering and Land Surveying Synchro 11 Light Report The Legends TIS Page 36 Intersection Intersection Delay, s/veh 7.7 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 9 56 35 2 38 10 21 21 5 46 10 10 Future Vol, veh/h 9 56 35 2 38 10 21 21 5 46 10 10 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Heavy Vehicles, %0200000001000 Mvmt Flow 10 62 38 2 42 11 23 23 5 51 11 11 Number of Lanes 010010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1111 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1111 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1111 HCM Control Delay 7.6 7.5 7.6 8 HCM LOS AAAA Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 45% 9% 4% 70% Vol Thru, % 45% 56% 76% 15% Vol Right, % 11% 35% 20% 15% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 47 100 50 66 LT Vol 21 9 2 46 Through Vol 21 56 38 10 RT Vol 5 35 10 10 Lane Flow Rate 52 110 55 73 Geometry Grp 1111 Degree of Util (X) 0.061 0.121 0.064 0.09 Departure Headway (Hd) 4.268 3.964 4.189 4.445 Convergence, Y/N Yes Yes Yes Yes Cap 825 889 860 796 Service Time 2.366 2.057 2.189 2.533 HCM Lane V/C Ratio 0.063 0.124 0.064 0.092 HCM Control Delay 7.6 7.6 7.5 8 HCM Lane LOS AAAA HCM 95th-tile Q 0.2 0.4 0.2 0.3 HCM 6th Roundabout PM 2033 Project 2: N 12th W & W 2000 N 10/24/2023 Eagle Rock Engineering and Land Surveying Synchro 11 Light Report The Legends TIS Page 37 Intersection Intersection Delay, s/veh 4.2 Intersection LOS A Approach EB WB NB SB Entry Lanes 1111 Conflicting Circle Lanes 1111 Adj Approach Flow, veh/h 124 17 285 125 Demand Flow Rate, veh/h 124 21 285 125 Vehicles Circulating, veh/h 111 285 24 137 Vehicles Exiting, veh/h 151 24 211 169 Ped Vol Crossing Leg, #/h 0000 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 3.8 4.5 4.4 3.9 Approach LOS AAAA Lane Left Left Left Left Designated Moves LTR LTR LTR LTR Assumed Moves LTR LTR LTR LTR RT Channelized Lane Util 1.000 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 4.976 Entry Flow, veh/h 124 21 285 125 Cap Entry Lane, veh/h 1232 1032 1346 1200 Entry HV Adj Factor 1.000 0.810 1.000 1.000 Flow Entry, veh/h 124 17 285 125 Cap Entry, veh/h 1232 835 1346 1200 V/C Ratio 0.101 0.020 0.212 0.104 Control Delay, s/veh 3.8 4.5 4.4 3.9 LOS A A A A 95th %tile Queue, veh 0 0 1 0 HCM 6th Signalized Intersection Capacity Analysis PM 2033 Project 3: S 12th W/N 12th W & SH 33 10/24/2023 Eagle Rock Engineering and Land Surveying Synchro 11 Light Report The Legends TIS Page 38 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 191 235 331 17 243 93 62 250 407 283 109 23 Future Volume (veh/h) 191 235 331 17 243 93 62 250 407 283 109 23 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q, veh 000000000000 Ped-Bike Adj (A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Lanes Open During Work Zone Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 203 250 352 18 259 99 66 266 433 301 116 24 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, %000000000000 Opposing Right Turn Influence Yes Yes Yes Yes Cap, veh/h 257 502 426 230 502 426 832 395 643 357 927 192 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Prop Arrive On Green 0.26 0.26 0.26 0.26 0.26 0.26 0.61 0.61 0.61 0.61 0.61 0.61 Unsig. Movement Delay Ln Grp Delay, s/veh 52.6 25.3 40.9 26.3 25.7 21.5 6.9 0.0 12.6 45.9 0.0 6.1 Ln Grp LOS DCDCCCAABDAA Approach Vol, veh/h 805 376 765 441 Approach Delay, s/veh 39.0 24.6 12.1 33.3 Approach LOS D C B C Timer:12345678 Assigned Phs 2468 Case No 6.0 5.0 6.0 5.0 Phs Duration (G+Y+Rc), s 47.0 23.0 47.0 23.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green (Gmax), s 42.5 18.5 42.5 18.5 Max Allow Headway (MAH), s 5.2 4.4 5.6 4.7 Max Q Clear (g_c+l1), s 21.0 20.5 44.5 11.1 Green Ext Time (g_e), s 5.4 0.0 0.0 1.0 Prob of Phs Call (p_c) 1.00 1.00 1.00 1.00 Prob of Max Out (p_x) 0.00 0.00 0.00 0.00 Left-Turn Movement Data Assigned Mvmt 5713 Mvmt Sat Flow, veh/h 1269 1040 759 830 Through Movement Data Assigned Mvmt 2468 Mvmt Sat Flow, veh/h 651 1900 1527 1900 Right-Turn Movement Data Assigned Mvmt 12 14 16 18 Mvmt Sat Flow, veh/h 1059 1610 316 1610 Left Lane Group Data Assigned Mvmt 05070103 Lane Assignment LLLL HCM 6th Signalized Intersection Capacity Analysis PM 2033 Project 3: S 12th W/N 12th W & SH 33 10/24/2023 Eagle Rock Engineering and Land Surveying Synchro 11 Light Report The Legends TIS Page 39 Lanes in Grp 01010101 Grp Vol (v), veh/h 0 66 0 203 0 301 0 18 Grp Sat Flow (s), veh/h/ln 0 1269 0 1040 0 759 0 830 Q Serve Time (g_s), s 0.0 1.6 0.0 10.4 0.0 23.5 0.0 1.3 Cycle Q Clear Time (g_c), s 0.0 3.9 0.0 18.5 0.0 42.5 0.0 9.1 Perm LT Sat Flow (s_l), veh/h/ln 0 1269 0 1040 0 759 0 830 Shared LT Sat Flow (s_sh), veh/h/ln 00000000 Perm LT Eff Green (g_p), s 0.0 42.5 0.0 18.5 0.0 42.5 0.0 18.5 Perm LT Serve Time (g_u), s 0.0 40.2 0.0 10.4 0.0 23.5 0.0 10.7 Perm LT Q Serve Time (g_ps), s 0.0 1.6 0.0 10.4 0.0 23.5 0.0 1.3 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 Prop LT Inside Lane (P_L) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 Lane Grp Cap (c), veh/h 0 832 0 257 0 357 0 230 V/C Ratio (X) 0.00 0.08 0.00 0.79 0.00 0.84 0.00 0.08 Avail Cap (c_a), veh/h 0 832 0 257 0 357 0 230 Upstream Filter (I) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 6.7 0.0 31.1 0.0 25.1 0.0 25.7 Incr Delay (d2), s/veh 0.0 0.2 0.0 21.5 0.0 20.8 0.0 0.7 Initial Q 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 6.9 0.0 52.6 0.0 45.9 0.0 26.3 1st-Term Q (Q1), veh/ln 0.0 0.4 0.0 3.2 0.0 4.7 0.0 0.2 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 1.5 0.0 2.1 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 0.4 0.0 4.7 0.0 6.7 0.0 0.3 %ile Storage Ratio (RQ%) 0.00 0.11 0.00 0.49 0.00 2.81 0.00 0.07 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 00000000 Initial Q 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 Mvmt 02040608 Lane Assignment T T Lanes in Grp 00010001 Grp Vol (v), veh/h 0 0 0 250 0 0 0 259 Grp Sat Flow (s), veh/h/ln 0 0 0 1900 0 0 0 1900 Q Serve Time (g_s), s 0.0 0.0 0.0 7.8 0.0 0.0 0.0 8.1 Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 7.8 0.0 0.0 0.0 8.1 Lane Grp Cap (c), veh/h 0 0 0 502 0 0 0 502 V/C Ratio (X) 0.00 0.00 0.00 0.50 0.00 0.00 0.00 0.52 Avail Cap (c_a), veh/h 0 0 0 502 0 0 0 502 Upstream Filter (I) 0.00 0.00 0.00 1.00 0.00 0.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 0.0 0.0 21.8 0.0 0.0 0.0 21.9 Incr Delay (d2), s/veh 0.0 0.0 0.0 3.5 0.0 0.0 0.0 3.8 Initial Q 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 0.0 0.0 25.3 0.0 0.0 0.0 25.7 1st-Term Q (Q1), veh/ln 0.0 0.0 0.0 3.1 0.0 0.0 0.0 3.2 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.5 0.0 0.0 0.0 0.5 HCM 6th Signalized Intersection Capacity Analysis PM 2033 Project 3: S 12th W/N 12th W & SH 33 10/24/2023 Eagle Rock Engineering and Land Surveying Synchro 11 Light Report The Legends TIS Page 40 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.0 3.6 0.0 0.0 0.0 3.7 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.06 0.00 0.00 0.00 0.06 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 00000000 Initial Q 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 Mvmt 0 12 0 14 0 16 0 18 Lane Assignment T+R R T+R R Lanes in Grp 01010101 Grp Vol (v), veh/h 0 699 0 352 0 140 0 99 Grp Sat Flow (s), veh/h/ln 0 1709 0 1610 0 1843 0 1610 Q Serve Time (g_s), s 0.0 19.0 0.0 14.4 0.0 2.3 0.0 3.4 Cycle Q Clear Time (g_c), s 0.0 19.0 0.0 14.4 0.0 2.3 0.0 3.4 Prot RT Sat Flow (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 Prop RT Outside Lane (P_R) 0.00 0.62 0.00 1.00 0.00 0.17 0.00 1.00 Lane Grp Cap (c), veh/h 0 1038 0 426 0 1119 0 426 V/C Ratio (X) 0.00 0.67 0.00 0.83 0.00 0.13 0.00 0.23 Avail Cap (c_a), veh/h 0 1038 0 426 0 1119 0 426 Upstream Filter (I) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 9.1 0.0 24.2 0.0 5.8 0.0 20.2 Incr Delay (d2), s/veh 0.0 3.5 0.0 16.7 0.0 0.2 0.0 1.3 Initial Q 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 12.6 0.0 40.9 0.0 6.1 0.0 21.5 1st-Term Q (Q1), veh/ln 0.0 5.3 0.0 4.8 0.0 0.6 0.0 1.1 2nd-Term Q (Q2), veh/ln 0.0 1.0 0.0 2.0 0.0 0.1 0.0 0.2 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 6.3 0.0 6.8 0.0 0.7 0.0 1.3 %ile Storage Ratio (RQ%) 0.00 0.17 0.00 1.89 0.00 0.00 0.00 0.32 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 00000000 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 27.1 HCM 6th LOS C HCM 6th TWSC PM 2033 Project 4: N 12th W & Access Point 1 10/24/2023 Eagle Rock Engineering and Land Surveying Synchro 11 Light Report The Legends TIS Page 41 Intersection Int Delay, s/veh 2.4 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 6 55 98 234 172 11 Future Vol, veh/h 6 55 98 234 172 11 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 00000 Mvmt Flow 7 60 107 254 187 12 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 661 193 199 0 - 0 Stage 1 193 ----- Stage 2 468 ----- Critical Hdwy 6.4 6.2 4.1 - - - Critical Hdwy Stg 1 5.4 ----- Critical Hdwy Stg 2 5.4 ----- Follow-up Hdwy 3.5 3.3 2.2 - - - Pot Cap-1 Maneuver 431 854 1385 - - - Stage 1 845 ----- Stage 2 634 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 392 854 1385 - - - Mov Cap-2 Maneuver 392 ----- Stage 1 769 ----- Stage 2 634 ----- Approach EB NB SB HCM Control Delay, s 10.2 2.3 0 HCM LOS B Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR Capacity (veh/h) 1385 - 765 - - HCM Lane V/C Ratio 0.077 - 0.087 - - HCM Control Delay (s) 7.8 0 10.2 - - HCM Lane LOS A A B - - HCM 95th %tile Q(veh) 0.2 - 0.3 - - HCM 6th AWSC AM 2038 Project 1: N 3000 W & W 2000 N 10/24/2023 Eagle Rock Engineering and Land Surveying Synchro 11 Light Report The Legends TIS Page 42 Intersection Intersection Delay, s/veh 9 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 22 54 8 1 14 72 7 40 6 75 22 13 Future Vol, veh/h 22 54 8 1 14 72 7 40 6 75 22 13 Peak Hour Factor 0.59 0.59 0.59 0.59 0.59 0.59 0.59 0.59 0.59 0.59 0.59 0.59 Heavy Vehicles, % 13 30002201108722 Mvmt Flow 37 92 14 2 24 122 12 68 10 127 37 22 Number of Lanes 010010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1111 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1111 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1111 HCM Control Delay 9.3 8.2 8.9 9.6 HCM LOS AAAA Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 13% 26% 1% 68% Vol Thru, % 75% 64% 16% 20% Vol Right, % 11% 10% 83% 12% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 53 84 87 110 LT Vol 7 22 1 75 Through Vol 40 54 14 22 RT Vol 6 8 72 13 Lane Flow Rate 90 142 147 186 Geometry Grp 1111 Degree of Util (X) 0.128 0.197 0.175 0.253 Departure Headway (Hd) 5.112 4.976 4.282 4.891 Convergence, Y/N Yes Yes Yes Yes Cap 698 719 833 731 Service Time 3.167 3.023 2.329 2.94 HCM Lane V/C Ratio 0.129 0.197 0.176 0.254 HCM Control Delay 8.9 9.3 8.2 9.6 HCM Lane LOS AAAA HCM 95th-tile Q 0.4 0.7 0.6 1 HCM 6th Roundabout AM 2038 Project 2: N 12th W & W 2000 N 10/24/2023 Eagle Rock Engineering and Land Surveying Synchro 11 Light Report The Legends TIS Page 43 Intersection Intersection Delay, s/veh 4.4 Intersection LOS A Approach EB WB NB SB Entry Lanes 1111 Conflicting Circle Lanes 1111 Adj Approach Flow, veh/h 202 10 185 177 Demand Flow Rate, veh/h 207 10 194 182 Vehicles Circulating, veh/h 175 198 20 130 Vehicles Exiting, veh/h 137 16 362 78 Ped Vol Crossing Leg, #/h 0011 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 4.8 3.3 4.0 4.4 Approach LOS AAAA Lane Left Left Left Left Designated Moves LTR LTR LTR LTR Assumed Moves LTR LTR LTR LTR RT Channelized Lane Util 1.000 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 4.976 Entry Flow, veh/h 207 10 194 182 Cap Entry Lane, veh/h 1154 1128 1352 1209 Entry HV Adj Factor 0.976 1.000 0.954 0.975 Flow Entry, veh/h 202 10 185 177 Cap Entry, veh/h 1126 1128 1289 1178 V/C Ratio 0.179 0.009 0.144 0.151 Control Delay, s/veh 4.8 3.3 4.0 4.4 LOS A A A A 95th %tile Queue, veh 1 0 1 1 HCM 6th Signalized Intersection Capacity Analysis AM 2038 Project 3: S 12th W/N 12th W & SH 33 10/24/2023 Eagle Rock Engineering and Land Surveying Synchro 11 Light Report The Legends TIS Page 44 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 264 144 150 11 319 86 55 103 258 453 215 17 Future Volume (veh/h) 264 144 150 11 319 86 55 103 258 453 215 17 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q, veh 000000000000 Ped-Bike Adj (A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Lanes Open During Work Zone Adj Sat Flow, veh/h/ln 1900 1811 1900 1707 1811 1900 1900 1811 1885 1900 1900 1900 Adj Flow Rate, veh/h 311 169 176 13 375 101 65 121 304 533 253 20 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Percent Heavy Veh, % 0 6 0 13 60061000 Opposing Right Turn Influence Yes Yes Yes Yes Cap, veh/h 265 645 574 364 645 574 597 243 610 444 923 73 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Prop Arrive On Green 0.36 0.36 0.36 0.36 0.36 0.36 0.53 0.53 0.53 0.53 0.53 0.53 Unsig. Movement Delay Ln Grp Delay, s/veh 144.7 19.3 20.0 20.6 24.7 18.4 13.1 0.0 14.0 138.3 0.0 11.0 Ln Grp LOS F B B C C BBABFAB Approach Vol, veh/h 656 489 490 806 Approach Delay, s/veh 78.9 23.3 13.9 95.2 Approach LOS E C B F Timer:12345678 Assigned Phs 2468 Case No 6.0 5.0 6.0 5.0 Phs Duration (G+Y+Rc), s 47.0 33.0 47.0 33.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green (Gmax), s 42.5 28.5 42.5 28.5 Max Allow Headway (MAH), s 5.2 4.7 4.8 4.7 Max Q Clear (g_c+l1), s 15.5 30.5 44.5 15.4 Green Ext Time (g_e), s 3.2 0.0 0.0 2.0 Prob of Phs Call (p_c) 1.00 1.00 1.00 1.00 Prob of Max Out (p_x) 0.00 0.00 0.00 0.00 Left-Turn Movement Data Assigned Mvmt 5713 Mvmt Sat Flow, veh/h 1124 933 978 945 Through Movement Data Assigned Mvmt 2468 Mvmt Sat Flow, veh/h 457 1811 1738 1811 Right-Turn Movement Data Assigned Mvmt 12 14 16 18 Mvmt Sat Flow, veh/h 1148 1610 137 1610 Left Lane Group Data Assigned Mvmt 05070103 Lane Assignment LLLL HCM 6th Signalized Intersection Capacity Analysis AM 2038 Project 3: S 12th W/N 12th W & SH 33 10/24/2023 Eagle Rock Engineering and Land Surveying Synchro 11 Light Report The Legends TIS Page 45 Lanes in Grp 01010101 Grp Vol (v), veh/h 0 65 0 311 0 533 0 13 Grp Sat Flow (s), veh/h/ln 0 1124 0 933 0 978 0 945 Q Serve Time (g_s), s 0.0 2.7 0.0 15.1 0.0 29.0 0.0 0.8 Cycle Q Clear Time (g_c), s 0.0 9.1 0.0 28.5 0.0 42.5 0.0 6.1 Perm LT Sat Flow (s_l), veh/h/ln 0 1124 0 933 0 978 0 945 Shared LT Sat Flow (s_sh), veh/h/ln 00000000 Perm LT Eff Green (g_p), s 0.0 42.5 0.0 28.5 0.0 42.5 0.0 28.5 Perm LT Serve Time (g_u), s 0.0 36.1 0.0 15.1 0.0 29.0 0.0 23.2 Perm LT Q Serve Time (g_ps), s 0.0 2.7 0.0 15.1 0.0 29.0 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 Prop LT Inside Lane (P_L) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 Lane Grp Cap (c), veh/h 0 597 0 265 0 444 0 364 V/C Ratio (X) 0.00 0.11 0.00 1.17 0.00 1.20 0.00 0.04 Avail Cap (c_a), veh/h 0 597 0 265 0 444 0 364 Upstream Filter (I) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 12.8 0.0 35.0 0.0 28.4 0.0 20.4 Incr Delay (d2), s/veh 0.0 0.4 0.0 109.7 0.0 109.8 0.0 0.2 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 13.1 0.0 144.7 0.0 138.3 0.0 20.6 1st-Term Q (Q1), veh/ln 0.0 0.6 0.0 4.9 0.0 8.3 0.0 0.2 2nd-Term Q (Q2), veh/ln 0.0 0.1 0.0 8.1 0.0 13.6 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 0.7 0.0 13.0 0.0 21.8 0.0 0.2 %ile Storage Ratio (RQ%) 0.00 0.19 0.00 1.36 0.00 9.09 0.00 0.05 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 11.4 0.0 22.2 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 00000000 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.3 0.0 0.3 0.0 0.0 Middle Lane Group Data Assigned Mvmt 02040608 Lane Assignment T T Lanes in Grp 00010001 Grp Vol (v), veh/h 0 0 0 169 0 0 0 375 Grp Sat Flow (s), veh/h/ln 0 0 0 1811 0 0 0 1811 Q Serve Time (g_s), s 0.0 0.0 0.0 5.3 0.0 0.0 0.0 13.4 Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 5.3 0.0 0.0 0.0 13.4 Lane Grp Cap (c), veh/h 0 0 0 645 0 0 0 645 V/C Ratio (X) 0.00 0.00 0.00 0.26 0.00 0.00 0.00 0.58 Avail Cap (c_a), veh/h 0 0 0 645 0 0 0 645 Upstream Filter (I) 0.00 0.00 0.00 1.00 0.00 0.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 0.0 0.0 18.3 0.0 0.0 0.0 20.9 Incr Delay (d2), s/veh 0.0 0.0 0.0 1.0 0.0 0.0 0.0 3.8 Initial Q 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 0.0 0.0 19.3 0.0 0.0 0.0 24.7 1st-Term Q (Q1), veh/ln 0.0 0.0 0.0 2.0 0.0 0.0 0.0 5.1 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.2 0.0 0.0 0.0 0.7 HCM 6th Signalized Intersection Capacity Analysis AM 2038 Project 3: S 12th W/N 12th W & SH 33 10/24/2023 Eagle Rock Engineering and Land Surveying Synchro 11 Light Report The Legends TIS Page 46 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.0 2.2 0.0 0.0 0.0 5.8 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.04 0.00 0.00 0.00 0.10 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 00000000 Initial Q 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 Mvmt 0 12 0 14 0 16 0 18 Lane Assignment T+R R T+R R Lanes in Grp 01010101 Grp Vol (v), veh/h 0 425 0 176 0 273 0 101 Grp Sat Flow (s), veh/h/ln 0 1604 0 1610 0 1875 0 1610 Q Serve Time (g_s), s 0.0 13.5 0.0 6.3 0.0 6.4 0.0 3.4 Cycle Q Clear Time (g_c), s 0.0 13.5 0.0 6.3 0.0 6.4 0.0 3.4 Prot RT Sat Flow (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 Prop RT Outside Lane (P_R) 0.00 0.72 0.00 1.00 0.00 0.07 0.00 1.00 Lane Grp Cap (c), veh/h 0 852 0 574 0 996 0 574 V/C Ratio (X) 0.00 0.50 0.00 0.31 0.00 0.27 0.00 0.18 Avail Cap (c_a), veh/h 0 852 0 574 0 996 0 574 Upstream Filter (I) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 12.0 0.0 18.6 0.0 10.3 0.0 17.7 Incr Delay (d2), s/veh 0.0 2.1 0.0 1.4 0.0 0.7 0.0 0.7 Initial Q 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 14.0 0.0 20.0 0.0 11.0 0.0 18.4 1st-Term Q (Q1), veh/ln 0.0 4.2 0.0 2.1 0.0 2.2 0.0 1.2 2nd-Term Q (Q2), veh/ln 0.0 0.5 0.0 0.2 0.0 0.2 0.0 0.1 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 4.7 0.0 2.3 0.0 2.4 0.0 1.3 %ile Storage Ratio (RQ%) 0.00 0.13 0.00 0.65 0.00 0.01 0.00 0.32 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 00000000 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 60.1 HCM 6th LOS E HCM 6th TWSC AM 2038 Project 4: N 12th W & Access Point 1 10/24/2023 Eagle Rock Engineering and Land Surveying Synchro 11 Light Report The Legends TIS Page 47 Intersection Int Delay, s/veh 2.2 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 11 84 30 152 330 3 Future Vol, veh/h 11 84 30 152 330 3 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 00000 Mvmt Flow 12 91 33 165 359 3 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 592 361 362 0 - 0 Stage 1 361 ----- Stage 2 231 ----- Critical Hdwy 6.4 6.2 4.1 - - - Critical Hdwy Stg 1 5.4 ----- Critical Hdwy Stg 2 5.4 ----- Follow-up Hdwy 3.5 3.3 2.2 - - - Pot Cap-1 Maneuver 472 688 1208 - - - Stage 1 710 ----- Stage 2 812 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 458 688 1208 - - - Mov Cap-2 Maneuver 458 ----- Stage 1 689 ----- Stage 2 812 ----- Approach EB NB SB HCM Control Delay, s 11.6 1.3 0 HCM LOS B Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR Capacity (veh/h) 1208 - 650 - - HCM Lane V/C Ratio 0.027 - 0.159 - - HCM Control Delay (s) 8.1 0 11.6 - - HCM Lane LOS A A B - - HCM 95th %tile Q(veh) 0.1 - 0.6 - - HCM 6th AWSC PM 2038 Project 1: N 3000 W & W 2000 N 10/24/2023 Eagle Rock Engineering and Land Surveying Synchro 11 Light Report The Legends TIS Page 48 Intersection Intersection Delay, s/veh 7.8 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 9 61 39 3 41 11 24 24 6 51 12 12 Future Vol, veh/h 9 61 39 3 41 11 24 24 6 51 12 12 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Heavy Vehicles, %0200000001000 Mvmt Flow 10 67 43 3 45 12 26 26 7 56 13 13 Number of Lanes 010010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1111 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1111 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1111 HCM Control Delay 7.8 7.6 7.8 8.1 HCM LOS AAAA Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 44% 8% 5% 68% Vol Thru, % 44% 56% 75% 16% Vol Right, % 11% 36% 20% 16% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 54 109 55 75 LT Vol 24 9 3 51 Through Vol 24 61 41 12 RT Vol 6 39 11 12 Lane Flow Rate 59 120 60 82 Geometry Grp 1111 Degree of Util (X) 0.073 0.136 0.071 0.105 Departure Headway (Hd) 4.407 4.098 4.246 4.578 Convergence, Y/N Yes Yes Yes Yes Cap 815 878 846 788 Service Time 2.419 2.11 2.259 2.578 HCM Lane V/C Ratio 0.072 0.137 0.071 0.104 HCM Control Delay 7.8 7.8 7.6 8.1 HCM Lane LOS AAAA HCM 95th-tile Q 0.2 0.5 0.2 0.4 HCM 6th Roundabout PM 2038 Project 2: N 12th W & W 2000 N 10/24/2023 Eagle Rock Engineering and Land Surveying Synchro 11 Light Report The Legends TIS Page 49 Intersection Intersection Delay, s/veh 4.4 Intersection LOS A Approach EB WB NB SB Entry Lanes 1111 Conflicting Circle Lanes 1111 Adj Approach Flow, veh/h 135 19 325 140 Demand Flow Rate, veh/h 135 24 325 140 Vehicles Circulating, veh/h 125 325 26 156 Vehicles Exiting, veh/h 171 26 234 193 Ped Vol Crossing Leg, #/h 0000 Ped Cap Adj 1.000 1.000 1.000 1.000 Approach Delay, s/veh 3.9 4.8 4.7 4.1 Approach LOS AAAA Lane Left Left Left Left Designated Moves LTR LTR LTR LTR Assumed Moves LTR LTR LTR LTR RT Channelized Lane Util 1.000 1.000 1.000 1.000 Follow-Up Headway, s 2.609 2.609 2.609 2.609 Critical Headway, s 4.976 4.976 4.976 4.976 Entry Flow, veh/h 135 24 325 140 Cap Entry Lane, veh/h 1215 991 1344 1177 Entry HV Adj Factor 1.000 0.792 1.000 1.000 Flow Entry, veh/h 135 19 325 140 Cap Entry, veh/h 1215 784 1344 1177 V/C Ratio 0.111 0.024 0.242 0.119 Control Delay, s/veh 3.9 4.8 4.7 4.1 LOS A A A A 95th %tile Queue, veh 0 0 1 0 HCM 6th Signalized Intersection Capacity Analysis PM 2038 Project 3: S 12th W/N 12th W & SH 33 10/24/2023 Eagle Rock Engineering and Land Surveying Synchro 11 Light Report The Legends TIS Page 50 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 210 260 365 19 268 96 70 283 466 319 123 25 Future Volume (veh/h) 210 260 365 19 268 96 70 283 466 319 123 25 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q, veh 000000000000 Ped-Bike Adj (A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Lanes Open During Work Zone Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 223 277 388 20 285 102 74 301 496 339 131 27 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, %000000000000 Opposing Right Turn Influence Yes Yes Yes Yes Cap, veh/h 217 487 413 191 487 413 835 407 671 304 965 199 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Prop Arrive On Green 0.26 0.26 0.26 0.26 0.26 0.26 0.63 0.63 0.63 0.63 0.63 0.63 Unsig. Movement Delay Ln Grp Delay, s/veh 106.2 30.7 60.7 32.2 31.1 25.0 7.1 0.0 14.7 117.8 0.0 6.2 Ln Grp LOS F C E C C C A A B F A A Approach Vol, veh/h 888 407 871 497 Approach Delay, s/veh 62.8 29.6 14.1 82.3 Approach LOS E C B F Timer:12345678 Assigned Phs 2468 Case No 6.0 5.0 6.0 5.0 Phs Duration (G+Y+Rc), s 55.0 25.0 55.0 25.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green (Gmax), s 50.5 20.5 50.5 20.5 Max Allow Headway (MAH), s 5.2 4.4 5.9 4.7 Max Q Clear (g_c+l1), s 27.8 22.5 52.5 14.0 Green Ext Time (g_e), s 6.7 0.0 0.0 1.1 Prob of Phs Call (p_c) 1.00 1.00 1.00 1.00 Prob of Max Out (p_x) 0.00 0.00 0.00 0.00 Left-Turn Movement Data Assigned Mvmt 5713 Mvmt Sat Flow, veh/h 1248 1012 692 783 Through Movement Data Assigned Mvmt 2468 Mvmt Sat Flow, veh/h 645 1900 1528 1900 Right-Turn Movement Data Assigned Mvmt 12 14 16 18 Mvmt Sat Flow, veh/h 1063 1610 315 1610 Left Lane Group Data Assigned Mvmt 05070103 Lane Assignment LLLL HCM 6th Signalized Intersection Capacity Analysis PM 2038 Project 3: S 12th W/N 12th W & SH 33 10/24/2023 Eagle Rock Engineering and Land Surveying Synchro 11 Light Report The Legends TIS Page 51 Lanes in Grp 01010101 Grp Vol (v), veh/h 0 74 0 223 0 339 0 20 Grp Sat Flow (s), veh/h/ln 0 1248 0 1012 0 692 0 783 Q Serve Time (g_s), s 0.0 2.0 0.0 10.0 0.0 24.7 0.0 1.8 Cycle Q Clear Time (g_c), s 0.0 4.8 0.0 20.5 0.0 50.5 0.0 12.0 Perm LT Sat Flow (s_l), veh/h/ln 0 1248 0 1012 0 692 0 783 Shared LT Sat Flow (s_sh), veh/h/ln 00000000 Perm LT Eff Green (g_p), s 0.0 50.5 0.0 20.5 0.0 50.5 0.0 20.5 Perm LT Serve Time (g_u), s 0.0 47.7 0.0 10.0 0.0 24.7 0.0 10.3 Perm LT Q Serve Time (g_ps), s 0.0 2.0 0.0 10.0 0.0 24.7 0.0 1.8 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 Prop LT Inside Lane (P_L) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 Lane Grp Cap (c), veh/h 0 835 0 217 0 304 0 191 V/C Ratio (X) 0.00 0.09 0.00 1.03 0.00 1.12 0.00 0.10 Avail Cap (c_a), veh/h 0 835 0 217 0 304 0 191 Upstream Filter (I) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 6.9 0.0 37.1 0.0 31.3 0.0 31.1 Incr Delay (d2), s/veh 0.0 0.2 0.0 69.1 0.0 86.5 0.0 1.1 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 7.1 0.0 106.2 0.0 117.8 0.0 32.2 1st-Term Q (Q1), veh/ln 0.0 0.5 0.0 4.0 0.0 5.7 0.0 0.3 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 4.2 0.0 7.3 0.0 0.1 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 0.5 0.0 8.2 0.0 13.0 0.0 0.4 %ile Storage Ratio (RQ%) 0.00 0.14 0.00 0.85 0.00 5.40 0.00 0.10 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 1.6 0.0 8.8 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 00000000 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.3 0.0 0.3 0.0 0.0 Middle Lane Group Data Assigned Mvmt 02040608 Lane Assignment T T Lanes in Grp 00010001 Grp Vol (v), veh/h 0 0 0 277 0 0 0 285 Grp Sat Flow (s), veh/h/ln 0 0 0 1900 0 0 0 1900 Q Serve Time (g_s), s 0.0 0.0 0.0 10.2 0.0 0.0 0.0 10.5 Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 10.2 0.0 0.0 0.0 10.5 Lane Grp Cap (c), veh/h 0 0 0 487 0 0 0 487 V/C Ratio (X) 0.00 0.00 0.00 0.57 0.00 0.00 0.00 0.59 Avail Cap (c_a), veh/h 0 0 0 487 0 0 0 487 Upstream Filter (I) 0.00 0.00 0.00 1.00 0.00 0.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 0.0 0.0 25.9 0.0 0.0 0.0 26.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 4.8 0.0 0.0 0.0 5.1 Initial Q 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 0.0 0.0 30.7 0.0 0.0 0.0 31.1 1st-Term Q (Q1), veh/ln 0.0 0.0 0.0 4.2 0.0 0.0 0.0 4.3 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.6 0.0 0.0 0.0 0.7 HCM 6th Signalized Intersection Capacity Analysis PM 2038 Project 3: S 12th W/N 12th W & SH 33 10/24/2023 Eagle Rock Engineering and Land Surveying Synchro 11 Light Report The Legends TIS Page 52 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.0 4.8 0.0 0.0 0.0 5.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.08 0.00 0.00 0.00 0.08 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 00000000 Initial Q 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 Mvmt 0 12 0 14 0 16 0 18 Lane Assignment T+R R T+R R Lanes in Grp 01010101 Grp Vol (v), veh/h 0 797 0 388 0 158 0 102 Grp Sat Flow (s), veh/h/ln 0 1709 0 1610 0 1843 0 1610 Q Serve Time (g_s), s 0.0 25.8 0.0 18.9 0.0 2.8 0.0 4.0 Cycle Q Clear Time (g_c), s 0.0 25.8 0.0 18.9 0.0 2.8 0.0 4.0 Prot RT Sat Flow (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 Prop RT Outside Lane (P_R) 0.00 0.62 0.00 1.00 0.00 0.17 0.00 1.00 Lane Grp Cap (c), veh/h 0 1079 0 413 0 1164 0 413 V/C Ratio (X) 0.00 0.74 0.00 0.94 0.00 0.14 0.00 0.25 Avail Cap (c_a), veh/h 0 1079 0 413 0 1164 0 413 Upstream Filter (I) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 10.2 0.0 29.2 0.0 5.9 0.0 23.6 Incr Delay (d2), s/veh 0.0 4.5 0.0 31.6 0.0 0.2 0.0 1.4 Initial Q 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 14.7 0.0 60.7 0.0 6.2 0.0 25.0 1st-Term Q (Q1), veh/ln 0.0 7.6 0.0 6.6 0.0 0.8 0.0 1.4 2nd-Term Q (Q2), veh/ln 0.0 1.4 0.0 3.6 0.0 0.1 0.0 0.2 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 8.9 0.0 10.2 0.0 0.9 0.0 1.6 %ile Storage Ratio (RQ%) 0.00 0.24 0.00 2.85 0.00 0.00 0.00 0.39 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 00000000 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 45.4 HCM 6th LOS D HCM 6th TWSC PM 2038 Project 4: N 12th W & Access Point 1 10/24/2023 Eagle Rock Engineering and Land Surveying Synchro 11 Light Report The Legends TIS Page 53 Intersection Int Delay, s/veh 2.2 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 6 55 98 262 192 11 Future Vol, veh/h 6 55 98 262 192 11 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 ----- Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 00000 Mvmt Flow 7 60 107 285 209 12 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 714 215 221 0 - 0 Stage 1 215 ----- Stage 2 499 ----- Critical Hdwy 6.4 6.2 4.1 - - - Critical Hdwy Stg 1 5.4 ----- Critical Hdwy Stg 2 5.4 ----- Follow-up Hdwy 3.5 3.3 2.2 - - - Pot Cap-1 Maneuver 401 830 1360 - - - Stage 1 826 ----- Stage 2 614 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 364 830 1360 - - - Mov Cap-2 Maneuver 364 ----- Stage 1 749 ----- Stage 2 614 ----- Approach EB NB SB HCM Control Delay, s 10.4 2.1 0 HCM LOS B Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR Capacity (veh/h) 1360 - 737 - - HCM Lane V/C Ratio 0.078 - 0.09 - - HCM Control Delay (s) 7.9 0 10.4 - - HCM Lane LOS A A B - - HCM 95th %tile Q(veh) 0.3 - 0.3 - - HCM 6th Signalized Intersection Capacity Analysis AM 2038 Project Improvements 3: S 12th W/N 12th W & SH 33 10/24/2023 Eagle Rock Engineering and Land Surveying Synchro 11 Light Report The Legends TIS Page 54 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 264 144 150 11 319 86 55 103 258 453 215 17 Future Volume (veh/h) 264 144 150 11 319 86 55 103 258 453 215 17 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q, veh 000000000000 Ped-Bike Adj (A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Lanes Open During Work Zone Adj Sat Flow, veh/h/ln 1900 1811 1900 1707 1811 1900 1900 1811 1885 1900 1900 1900 Adj Flow Rate, veh/h 311 169 176 13 375 101 65 121 304 533 253 20 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Percent Heavy Veh, % 0 6 0 13 60061000 Opposing Right Turn Influence Yes Yes Yes Yes Cap, veh/h 442 833 741 526 833 741 426 652 575 884 626 49 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Prop Arrive On Green 0.46 0.46 0.46 0.46 0.46 0.46 0.36 0.36 0.36 0.36 0.36 0.36 Unsig. Movement Delay Ln Grp Delay, s/veh 26.5 8.6 8.9 9.1 10.9 8.2 15.6 11.6 16.1 19.4 0.0 13.8 Ln Grp LOS C AAABABBBBAB Approach Vol, veh/h 656 489 490 806 Approach Delay, s/veh 17.2 10.3 14.9 17.5 Approach LOS BBBB Timer:12345678 Assigned Phs 2468 Case No 5.0 6.0 5.0 5.0 Phs Duration (G+Y+Rc), s 27.5 22.5 27.5 22.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green (Gmax), s 23.0 18.0 23.0 18.0 Max Allow Headway (MAH), s 4.7 4.9 4.7 4.3 Max Q Clear (g_c+l1), s 25.0 17.7 9.1 9.8 Green Ext Time (g_e), s 0.0 0.2 2.1 1.3 Prob of Phs Call (p_c) 1.00 1.00 1.00 1.00 Prob of Max Out (p_x) 0.00 0.00 0.00 0.00 Left-Turn Movement Data Assigned Mvmt 5713 Mvmt Sat Flow, veh/h 933 1897 945 1124 Through Movement Data Assigned Mvmt 2468 Mvmt Sat Flow, veh/h 1811 1738 1811 1811 Right-Turn Movement Data Assigned Mvmt 12 14 16 18 Mvmt Sat Flow, veh/h 1610 137 1610 1598 Left Lane Group Data Assigned Mvmt 05070103 Lane Assignment LLLL HCM 6th Signalized Intersection Capacity Analysis AM 2038 Project Improvements 3: S 12th W/N 12th W & SH 33 10/24/2023 Eagle Rock Engineering and Land Surveying Synchro 11 Light Report The Legends TIS Page 55 Lanes in Grp 01020101 Grp Vol (v), veh/h 0 311 0 533 0 13 0 65 Grp Sat Flow (s), veh/h/ln 0 933 0 948 0 945 0 1124 Q Serve Time (g_s), s 0.0 15.9 0.0 13.4 0.0 0.4 0.0 2.3 Cycle Q Clear Time (g_c), s 0.0 23.0 0.0 15.7 0.0 3.2 0.0 7.8 Perm LT Sat Flow (s_l), veh/h/ln 0 933 0 948 0 945 0 1124 Shared LT Sat Flow (s_sh), veh/h/ln 00000000 Perm LT Eff Green (g_p), s 0.0 23.0 0.0 18.0 0.0 23.0 0.0 18.0 Perm LT Serve Time (g_u), s 0.0 15.9 0.0 15.7 0.0 20.2 0.0 12.5 Perm LT Q Serve Time (g_ps), s 0.0 15.9 0.0 13.4 0.0 0.4 0.0 2.3 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 Prop LT Inside Lane (P_L) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 Lane Grp Cap (c), veh/h 0 442 0 884 0 526 0 426 V/C Ratio (X) 0.00 0.70 0.00 0.60 0.00 0.02 0.00 0.15 Avail Cap (c_a), veh/h 0 442 0 884 0 526 0 426 Upstream Filter (I) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 17.4 0.0 16.4 0.0 9.0 0.0 14.9 Incr Delay (d2), s/veh 0.0 9.1 0.0 3.0 0.0 0.1 0.0 0.8 Initial Q 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 26.5 0.0 19.4 0.0 9.1 0.0 15.6 1st-Term Q (Q1), veh/ln 0.0 2.7 0.0 2.2 0.0 0.1 0.0 0.5 2nd-Term Q (Q2), veh/ln 0.0 1.1 0.0 0.4 0.0 0.0 0.0 0.1 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 3.9 0.0 2.6 0.0 0.1 0.0 0.6 %ile Storage Ratio (RQ%) 0.00 0.40 0.00 0.52 0.00 0.02 0.00 0.16 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 00000000 Initial Q 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 Mvmt 02040608 Lane Assignment T T T Lanes in Grp 01000101 Grp Vol (v), veh/h 0 169 0 0 0 375 0 121 Grp Sat Flow (s), veh/h/ln 0 1811 0 0 0 1811 0 1811 Q Serve Time (g_s), s 0.0 2.8 0.0 0.0 0.0 7.1 0.0 2.3 Cycle Q Clear Time (g_c), s 0.0 2.8 0.0 0.0 0.0 7.1 0.0 2.3 Lane Grp Cap (c), veh/h 0 833 0 0 0 833 0 652 V/C Ratio (X) 0.00 0.20 0.00 0.00 0.00 0.45 0.00 0.19 Avail Cap (c_a), veh/h 0 833 0 0 0 833 0 652 Upstream Filter (I) 0.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 8.0 0.0 0.0 0.0 9.2 0.0 11.0 Incr Delay (d2), s/veh 0.0 0.5 0.0 0.0 0.0 1.8 0.0 0.6 Initial Q 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 8.6 0.0 0.0 0.0 10.9 0.0 11.6 1st-Term Q (Q1), veh/ln 0.0 0.7 0.0 0.0 0.0 1.9 0.0 0.7 2nd-Term Q (Q2), veh/ln 0.0 0.1 0.0 0.0 0.0 0.4 0.0 0.1 HCM 6th Signalized Intersection Capacity Analysis AM 2038 Project Improvements 3: S 12th W/N 12th W & SH 33 10/24/2023 Eagle Rock Engineering and Land Surveying Synchro 11 Light Report The Legends TIS Page 56 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 0.9 0.0 0.0 0.0 2.3 0.0 0.9 %ile Storage Ratio (RQ%) 0.00 0.02 0.00 0.00 0.00 0.04 0.00 0.02 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 00000000 Initial Q 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 Mvmt 0 12 0 14 0 16 0 18 Lane Assignment R T+R R R Lanes in Grp 01010101 Grp Vol (v), veh/h 0 176 0 273 0 101 0 304 Grp Sat Flow (s), veh/h/ln 0 1610 0 1875 0 1610 0 1598 Q Serve Time (g_s), s 0.0 3.3 0.0 5.5 0.0 1.8 0.0 7.5 Cycle Q Clear Time (g_c), s 0.0 3.3 0.0 5.5 0.0 1.8 0.0 7.5 Prot RT Sat Flow (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 Prop RT Outside Lane (P_R) 0.00 1.00 0.00 0.07 0.00 1.00 0.00 1.00 Lane Grp Cap (c), veh/h 0 741 0 675 0 741 0 575 V/C Ratio (X) 0.00 0.24 0.00 0.40 0.00 0.14 0.00 0.53 Avail Cap (c_a), veh/h 0 741 0 675 0 741 0 575 Upstream Filter (I) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 8.2 0.0 12.0 0.0 7.8 0.0 12.6 Incr Delay (d2), s/veh 0.0 0.8 0.0 1.8 0.0 0.4 0.0 3.5 Initial Q 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 8.9 0.0 13.8 0.0 8.2 0.0 16.1 1st-Term Q (Q1), veh/ln 0.0 0.8 0.0 1.7 0.0 0.4 0.0 2.2 2nd-Term Q (Q2), veh/ln 0.0 0.2 0.0 0.3 0.0 0.1 0.0 0.6 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 0.9 0.0 2.0 0.0 0.5 0.0 2.7 %ile Storage Ratio (RQ%) 0.00 0.26 0.00 0.01 0.00 0.13 0.00 0.76 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 00000000 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 15.5 HCM 6th LOS B HCM 6th Signalized Intersection Capacity Analysis PM 2038 Project Improvements 3: S 12th W/N 12th W & SH 33 10/24/2023 Eagle Rock Engineering and Land Surveying Synchro 11 Light Report The Legends TIS Page 57 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 210 260 365 19 268 96 70 283 466 319 123 25 Future Volume (veh/h) 210 260 365 19 268 96 70 283 466 319 123 25 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q, veh 000000000000 Ped-Bike Adj (A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Lanes Open During Work Zone Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adj Flow Rate, veh/h 223 277 388 20 285 102 74 301 496 339 131 27 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, %000000000000 Opposing Right Turn Influence Yes Yes Yes Yes Cap, veh/h 348 649 550 300 649 550 697 966 819 798 777 160 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Prop Arrive On Green 0.34 0.34 0.34 0.34 0.34 0.34 0.51 0.51 0.51 0.51 0.51 0.51 Unsig. Movement Delay Ln Grp Delay, s/veh 31.8 17.3 24.5 18.7 17.4 14.6 9.5 9.5 13.8 15.3 0.0 8.3 Ln Grp LOS C B C BBBAABBAA Approach Vol, veh/h 888 407 871 497 Approach Delay, s/veh 24.1 16.8 11.9 13.1 Approach LOS C B B B Timer:12345678 Assigned Phs 2468 Case No 5.0 6.0 5.0 5.0 Phs Duration (G+Y+Rc), s 25.0 35.0 25.0 35.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green (Gmax), s 20.5 30.5 20.5 30.5 Max Allow Headway (MAH), s 4.4 6.0 4.7 4.4 Max Q Clear (g_c+l1), s 22.1 19.4 10.0 15.1 Green Ext Time (g_e), s 0.0 2.9 1.4 3.5 Prob of Phs Call (p_c) 1.00 1.00 1.00 1.00 Prob of Max Out (p_x) 0.00 0.00 0.00 0.00 Left-Turn Movement Data Assigned Mvmt 5713 Mvmt Sat Flow, veh/h 1012 1343 783 1248 Through Movement Data Assigned Mvmt 2468 Mvmt Sat Flow, veh/h 1900 1528 1900 1900 Right-Turn Movement Data Assigned Mvmt 12 14 16 18 Mvmt Sat Flow, veh/h 1610 315 1610 1610 Left Lane Group Data Assigned Mvmt 05070103 Lane Assignment LLLL HCM 6th Signalized Intersection Capacity Analysis PM 2038 Project Improvements 3: S 12th W/N 12th W & SH 33 10/24/2023 Eagle Rock Engineering and Land Surveying Synchro 11 Light Report The Legends TIS Page 58 Lanes in Grp 01020101 Grp Vol (v), veh/h 0 223 0 339 0 20 0 74 Grp Sat Flow (s), veh/h/ln 0 1012 0 672 0 783 0 1248 Q Serve Time (g_s), s 0.0 13.1 0.0 11.8 0.0 1.2 0.0 2.0 Cycle Q Clear Time (g_c), s 0.0 20.1 0.0 17.4 0.0 8.0 0.0 4.8 Perm LT Sat Flow (s_l), veh/h/ln 0 1012 0 672 0 783 0 1248 Shared LT Sat Flow (s_sh), veh/h/ln 00000000 Perm LT Eff Green (g_p), s 0.0 20.5 0.0 30.5 0.0 20.5 0.0 30.5 Perm LT Serve Time (g_u), s 0.0 13.5 0.0 24.9 0.0 13.8 0.0 27.7 Perm LT Q Serve Time (g_ps), s 0.0 13.1 0.0 11.8 0.0 1.2 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 Prop LT Inside Lane (P_L) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 Lane Grp Cap (c), veh/h 0 348 0 798 0 300 0 697 V/C Ratio (X) 0.00 0.64 0.00 0.42 0.00 0.07 0.00 0.11 Avail Cap (c_a), veh/h 0 348 0 798 0 300 0 697 Upstream Filter (I) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 23.1 0.0 13.7 0.0 18.3 0.0 9.2 Incr Delay (d2), s/veh 0.0 8.7 0.0 1.7 0.0 0.4 0.0 0.3 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 31.8 0.0 15.3 0.0 18.7 0.0 9.5 1st-Term Q (Q1), veh/ln 0.0 2.7 0.0 1.4 0.0 0.2 0.0 0.5 2nd-Term Q (Q2), veh/ln 0.0 0.8 0.0 0.2 0.0 0.0 0.0 0.1 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 3.5 0.0 1.6 0.0 0.2 0.0 0.5 %ile Storage Ratio (RQ%) 0.00 0.37 0.00 0.32 0.00 0.06 0.00 0.14 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 00000000 Initial Q 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 Mvmt 02040608 Lane Assignment T T T Lanes in Grp 01000101 Grp Vol (v), veh/h 0 277 0 0 0 285 0 301 Grp Sat Flow (s), veh/h/ln 0 1900 0 0 0 1900 0 1900 Q Serve Time (g_s), s 0.0 6.7 0.0 0.0 0.0 7.0 0.0 5.6 Cycle Q Clear Time (g_c), s 0.0 6.7 0.0 0.0 0.0 7.0 0.0 5.6 Lane Grp Cap (c), veh/h 0 649 0 0 0 649 0 966 V/C Ratio (X) 0.00 0.43 0.00 0.00 0.00 0.44 0.00 0.31 Avail Cap (c_a), veh/h 0 649 0 0 0 649 0 966 Upstream Filter (I) 0.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 15.2 0.0 0.0 0.0 15.3 0.0 8.6 Incr Delay (d2), s/veh 0.0 2.0 0.0 0.0 0.0 2.2 0.0 0.8 Initial Q 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 17.3 0.0 0.0 0.0 17.4 0.0 9.5 1st-Term Q (Q1), veh/ln 0.0 2.4 0.0 0.0 0.0 2.5 0.0 1.8 2nd-Term Q (Q2), veh/ln 0.0 0.4 0.0 0.0 0.0 0.4 0.0 0.2 HCM 6th Signalized Intersection Capacity Analysis PM 2038 Project Improvements 3: S 12th W/N 12th W & SH 33 10/24/2023 Eagle Rock Engineering and Land Surveying Synchro 11 Light Report The Legends TIS Page 59 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 2.8 0.0 0.0 0.0 2.9 0.0 2.0 %ile Storage Ratio (RQ%) 0.00 0.05 0.00 0.00 0.00 0.05 0.00 0.05 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 00000000 Initial Q 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 Mvmt 0 12 0 14 0 16 0 18 Lane Assignment R T+R R R Lanes in Grp 01010101 Grp Vol (v), veh/h 0 388 0 158 0 102 0 496 Grp Sat Flow (s), veh/h/ln 0 1610 0 1843 0 1610 0 1610 Q Serve Time (g_s), s 0.0 12.5 0.0 2.8 0.0 2.7 0.0 13.1 Cycle Q Clear Time (g_c), s 0.0 12.5 0.0 2.8 0.0 2.7 0.0 13.1 Prot RT Sat Flow (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 Prop RT Outside Lane (P_R) 0.00 1.00 0.00 0.17 0.00 1.00 0.00 1.00 Lane Grp Cap (c), veh/h 0 550 0 937 0 550 0 819 V/C Ratio (X) 0.00 0.71 0.00 0.17 0.00 0.19 0.00 0.61 Avail Cap (c_a), veh/h 0 550 0 937 0 550 0 819 Upstream Filter (I) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 17.1 0.0 7.9 0.0 13.9 0.0 10.5 Incr Delay (d2), s/veh 0.0 7.4 0.0 0.4 0.0 0.7 0.0 3.3 Initial Q 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 24.5 0.0 8.3 0.0 14.6 0.0 13.8 1st-Term Q (Q1), veh/ln 0.0 3.8 0.0 0.8 0.0 0.8 0.0 3.6 2nd-Term Q (Q2), veh/ln 0.0 1.1 0.0 0.1 0.0 0.1 0.0 0.8 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 4.9 0.0 0.9 0.0 0.9 0.0 4.4 %ile Storage Ratio (RQ%) 0.00 1.37 0.00 0.00 0.00 0.23 0.00 1.22 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 00000000 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 17.0 HCM 6th LOS B APPENDIX C TURN LANE WARRANTS N 3000 W and W 2000 N Speed NB/EB Speed SB/WB 40 30 40 30 Two-Lane %LT in V.a PM 8 8 31 66% AM 9 15 49 67% PM AM AM PM 716 50 6 Two-Lane 44 39 930Two-Lane 29 6 12 %LT in V.a 9% 26%2% 5%%LT in V.a %LT in V.a AM 5 27 4 14% PM 16 16 4 44% Two-Lane AM LT RT PM LT RT V.a V.o V.a RT in V.a V.a V.o V.a RT in V.a NB 36 24 36 4 NB 36 16 36 4 SB 73 9 SB 47 8 EB 61 45 61 6 EB 80 73 80 29 WB 60 59 WB 38 36 For each approach choose multi‐lane or two‐lane Column1 Multi‐Lane Two‐Lane NORTH E-W Street:W 2000 N 2023 Existing N-S Street:N 3000 W EB AM NB AM WB AM EB PM NB PM WB PM EB AM NB AM SB AM NB PM SB PM EB PM Speed NB/EB Speed SB/WB 40 30 40 30 Two-Lane %LT in V.a PM 10 10 41 66% AM 12 20 64 67% PM AM AM PM 920 61 7 Two-Lane 54 48 11 37 Two-Lane 35 7 12 %LT in V.a 9% 26%2% 5%%LT in V.a %LT in V.a AM 7 35 5 14% PM 21 21 5 44% Two-Lane AM LT RT PM LT RT V.a V.o V.a RT in V.a V.a V.o V.a RT in V.a NB 47 31 47 5 NB 47 21 47 5 SB 96 12 SB 62 10 EB 74 55 74 7 EB 98 89 98 35 WB 73 72 WB 46 44 For each approach choose multi‐lane or two‐lane Column1 Multi‐Lane Two‐Lane NORTH E-W Street:W 2000 N 2033 N-S Street:N 3000 W EB AM NB AM WB AM EB PM NB PM WB PM EB AM NB AM SB AM NB PM SB PM EB PM Speed NB/EB Speed SB/WB 40 30 40 30 Two-Lane %LT in V.a PM 12 12 46 66% AM 13 22 73 67% PM AM AM PM 922 67 8 Two-Lane 59 53 12 40 Two-Lane 39 8 13 %LT in V.a 9% 26%2% 5%%LT in V.a %LT in V.a AM 7 40 6 14% PM 24 24 6 44% Two-Lane AM LT RT PM LT RT V.a V.o V.a RT in V.a V.a V.o V.a RT in V.a NB 54 36 54 6 NB 54 24 54 6 SB 109 13 SB 70 12 EB 82 61 82 8 EB 108 98 108 39 WB 81 79 WB 51 49 For each approach choose multi‐lane or two‐lane Column1 Multi‐Lane Two‐Lane NORTH E-W Street:W 2000 N 2038 N-S Street:N 3000 W EB AM NB AM WB AM EB PM NB PM WB PM EB AM NB AM SB AM NB PM SB PM EB PM Speed NB/EB Speed SB/WB 40 30 40 30 Two-Lane %LT in V.a PM 10 10 46 69% AM 12 20 66 68% PM AM AM PM 920 66 10 Two-Lane 56 49 13 38 Two-Lane 35 7 12 %LT in V.a 9% 26%2% 5%%LT in V.a %LT in V.a AM 7 35 5 14% PM 21 21 5 44% Two-Lane AM LT RT PM LT RT V.a V.o V.a RT in V.a V.a V.o V.a RT in V.a NB 47 31 47 5 NB 47 21 47 5 SB 98 12 SB 67 10 EB 75 56 75 7 EB 100 91 100 35 WB 80 79 WB 50 48 For each approach choose multi‐lane or two‐lane Column1 Multi‐Lane Two‐Lane NORTH E-W Street:W 2000 N 2033 with Project N-S Street:N 3000 W EB AM NB AM WB AM EB PM NB PM WB PM EB AM NB AM SB AM NB PM SB PM EB PM Speed NB/EB Speed SB/WB 40 30 40 30 Two-Lane %LT in V.a PM 12 12 51 68% AM 13 22 75 68% PM AM AM PM 922 72 11 Two-Lane 61 54 14 41 Two-Lane 39 8 13 %LT in V.a 9% 26%2% 5%%LT in V.a %LT in V.a AM 7 40 6 14% PM 24 24 6 44% Two-Lane AM LT RT PM LT RT V.a V.o V.a RT in V.a V.a V.o V.a RT in V.a NB 54 36 54 6 NB 54 24 54 6 SB 111 13 SB 75 12 EB 83 62 83 8 EB 110 100 110 39 WB 88 86 WB 55 53 For each approach choose multi‐lane or two‐lane Column1 Multi‐Lane Two‐Lane NORTH E-W Street:W 2000 N 2038 with Project N-S Street:N 3000 W EB AM NB AM WB AM EB PM NB PM WB PM EB AM NB AM SB AM NB PM SB PM EB PM N 12th W and Access Point 1 Speed NB/EB Speed SB/WB 45 30 45 30 Two-Lane %LT in V.a PM 11 172 0 N/A AM 3 295 0 N/A PM AM AM PM 611 00 Two-Lane 00 00Two-Lane 55 84 00 %LT in V.a 10% 12%N/A N/A %LT in V.a %LT in V.a AM 30 136 0 18% PM 98 234 0 29% Two-Lane AM LT RT PM LT RT V.a V.o V.a RT in V.a V.a V.o V.a RT in V.a NB 166 298 166 0 NB 332 183 SB 298 3 SB 183 11 EB 95 84 95 64 EB 61 55 61 35 WB WB For each approach choose multi‐lane or two‐lane Column1 Multi‐Lane Two‐Lane NORTH E-W Street:W 2000 N 2033 with Project N-S Street:N 3000 W EB AM NB AM EB PM NB PM EB AM NB AM SB AM SB PM EB PM Speed NB/EB Speed SB/WB 45 30 45 30 Two-Lane %LT in V.a PM 11 192 0 N/A AM 3 330 0 N/A PM AM AM PM 611 00 Two-Lane 00 00Two-Lane 55 84 00 %LT in V.a 10% 12%N/A N/A %LT in V.a %LT in V.a AM 30 152 0 16% PM 98 262 0 27% Two-Lane AM LT RT PM LT RT V.a V.o V.a RT in V.a V.a V.o V.a RT in V.a NB 182 333 182 0 NB 360 203 SB 333 3 SB 203 11 EB 95 84 95 64 EB 61 55 61 35 WB WB For each approach choose multi‐lane or two‐lane Column1 Multi‐Lane Two‐Lane NORTH E-W Street:W 2000 N 2038 with Project N-S Street:N 3000 W EB AM NB AM EB PM NB PM EB AM NB AM SB AM SB PM EB PM