Bennett Pit. Traffic Impact Study. J&T Consulting, Inc. Weld County, Colorado. March 3, 2017

Bennett Pit Traffic Impact Study J&T Consulting, Inc. Weld County, Colorado March 3, 217 Prepared By: Sustainable Traffic Solutions, Inc. http://www.sustainabletrafficsolutions.com/ Joseph L. Henderson, PE, PTOE 33.589.6875 joe@sustainabletrafficsolutions.com

Table of Contents 1. Introduction... 1 Page 2. Project Description... 1 2.1 Existing and Proposed Streets and Intersections... 1 2.2 Study Assumptions... 1 3. Existing Traffic Volumes... 2 4. Crash Data... 2 5. Site Generated Traffic Volumes... 2 5.1 Trip Generation... 2 5.2 Trip Distribution and Assignment... 2 6. Future Traffic Volumes... 2 6.1 Auxiliary Lanes... 3 7. Level of Service Analysis... 3 8. Conclusions... 4 List of Tables Table 1 Summary of Daily Traffic Volumes Table 2 Summary of Peak Hour Volumes Table 3 Trip Generation Estimate Table 4 Intersection Operational Summary for WCR 24 / WCR 23 List of Figures Figure 1 Vicinity Map Figure 2 Trip Distribution Figure 3 Need for a Northbound Left Turn Lane Figure 4 Need for a Northbound Right Turn Lane Appendix A Appendix B Appendix C List of Appendices Traffic Count Data Crash Data Synchro Analysis Results Sustainable Traffic Solutions, Inc. J&T Consulting, Inc. Weld County, Colorado March 3, 217

Bennett Pit Traffic Impact Study 1. Introduction Northern Colorado Constructors (NCC) is proposing to develop the Bennett Pit east of Weld County Road 23 (WCR 23) adjacent to the intersection with Weld County Road 24 (WCR 24). Figure 1 shows the location of the site. The development will start as a quarry and may expand to include concrete and asphalt batch plants. The quarry is expected to be operational in Year 217, and the addition of the batch plants is expected by Year 222. The quarry and ultimately the batch plants are expected to operate Monday through Saturday during daylight hours with the end of the business day at 4: p.m. The study has been prepared based on the Weld County traffic impact study requirements 1. 2. Project Description 2.1 Existing and Proposed Streets and Intersections The intersection of WCR 24 / WCR 23 will provide access to the development. It is a T-intersection of two lane collector roads. The intersection has side street stop control for the eastbound traffic on WCR 24. 2.2 Study Assumptions The following assumptions were utilized for this study. Short Term Horizon. The Bennett Pit is assumed to be operational in Year 217, therefore, the short term horizon is Year 217. Long Term Horizon. The long term horizon is assumed to be Year 222 when the quarry and batch plants will potentially be operational. Growth in Background Traffic. Traffic on WCR 23 and WCR 24 is expected to grow based on projections that are contained in the 235 Transportation Plan 2. Saturation Flow Rate. The saturation flow rate was assumed to be 1,6 passenger cars / hour / lane which is typical in rural areas. Peak Hour Factor. The peak hour factor for the existing movements was based on the count data. For new movements, the peak hour factor was assumed to be.85. Truck Percentage. Based on the data collected for the study, the percentage of trucks was assumed to be 6%. This assumes that trucks have three or more axles. 1 Weld County Engineering and Construction Criteria. Weld County. April 212. 2 235 Transportation Plan. Weld County. May 9, 211. Sustainable Traffic Solutions, Inc. 1 J&T Consulting, Inc. Weld County, Colorado March 3, 217

3. Existing Traffic Volumes Traffic count data for the study were collected on Thursday December 1, 216 by All Traffic Data. The existing daily volumes are summarized in Table 1, and the existing peak hour volumes are summarized in Table 2. Traffic count data are contained in Appendix A. 4. Crash Data STS requested the most recent three years of crash data from Weld County for the intersection of WCR 24 / WCR 23. The report provided by Weld County contains a list of several incidents at or near the intersection (see Appendix B). Six of the incidents between December 25, 214 and November 29, 215 were crashes. They are highlighted on the report. There wasn t enough information provided by Weld County to determine the cause of the crashes. 5. Site Generated Traffic Volumes 5.1 Trip Generation Quarries and batch plants are not land uses addressed in the ITE Trip Generation manual 3. Therefore, the trip generation was determined based on information that was provided by J&T Consulting. The truck and passenger vehicle traffic for each of the uses is summarized in Table 3. When the quarry and the batch plants are fully operational, the daily and peak hour traffic volumes on an average weekday will include 212 truck trips and 66 passenger vehicle and light duty truck trips. 5.2 Trip Distribution and Assignment The trip distribution for the truck traffic was provided by NCC and is shown in Figure 2. NCC assumes that approximately 5% of the truck traffic will occur on WCR 24, and the other 5% will be on the south leg of WCR 23. Passenger vehicle and light duty truck traffic will be associated with employees and vendors. That traffic is assumed to be divided equally between the three directions of travel from the site. The daily trip assignment is contained in Table 1 and the peak hour trip assignment is contained in Table 2. The distribution of traffic entering and exiting the site was based on count data collected at the Pikeview Quarry in Colorado Springs. 6. Future Traffic Volumes Background traffic volumes (without the development traffic) were estimated by using the projected volumes for each leg of the intersection and inflating the existing volumes to appropriate levels based on the projected volumes that are contained in Appendix A of the 235 Transportation Plan. Tables 1 and 2 contain the Year 217 and Year 222 background traffic volumes. The projected peak hour volumes at the completion of the project were estimated by adding the traffic that is expected to be generated by the Bennett Pit to the background traffic volumes (see Tables 1 and 2). 3 Trip Generation, 9 th Edition. Institute of Transportation Engineers. 212. Sustainable Traffic Solutions, Inc. 2 J&T Consulting, Inc. Weld County, Colorado March 3, 217

6.1 Auxiliary Lanes STS reviewed the need for auxiliary lanes at WCR 24 / WCR 23 following the opening of the quarry in Year 217 and the batch plants in Year 222. Weld County has criteria for auxiliary lanes that are contained in Section 6.6 of the Weld County Engineering and Construction Criteria. The following thresholds trigger the need for the construction of auxiliary lanes on arterial and collector roadways. Left Turn Declaration Lane. A left turn deceleration lane is required when peak hour volumes exceed 1 vehicles hour. Right Turn Deceleration Lane. A right turn deceleration lane is required when peak hour volumes exceed 25 vehicles hour. Right Turn Acceleration Lane. A right turn acceleration lane is required when peak hour volumes exceed 5 vehicles hour. A second criterion is that the right turning traffic would be turning into a single lane. Based on the thresholds, a northbound left turn lane and an eastbound right turn lanes are currently warranted. However, the volumes at the intersection are low enough that the auxiliary lanes would not make a difference in the operation of the intersection. The County s criteria only considers the turning volume, but not the through volumes. STS reviewed the criteria in NCHRP 279 4 because that criteria considers turn lane and through volumes. Figures 3 and 4 contain an evaluation of the need for a northbound left turn and right turn lanes. It can be seen that neither lane is required based on NCHRP 279 because the volumes at the intersection are very low. 7. Level of Service Analysis To evaluate the performance of the intersections within the study area, the Level of Service (LOS) was calculated using Synchro software. This software package utilizes criteria described in the Highway Capacity Manual 5. LOS is a measure used to describe operational conditions at an intersection. LOS categories ranging from A to F are assigned based on the predicted delay in seconds per vehicle for the intersection as a whole, as well as for individual turning movements. LOS A indicates very good operations, and LOS F indicates poor, congested operations. Acceptable intersection operation in rural areas is typically considered LOS C or better. The level of service for stop controlled intersections is based on the lowest letter grade for the side street movements. The level of service analysis shows that the intersection of WCR 24 / WCR 23 is currently operating at LOS A. The level of service is expected to drop to LOS B in the Year 217 and Year 222 total traffic volume scenarios. Table 4 summarizes the operational analysis and the Synchro output is contained in Appendix C. 4 Intersection Channelization Design Guide. National Cooperative Highway Research Program Report 279. Transportation Research Board. November 1985. 5 Highway Capacity Manual. Transportation Research Board. 21. Sustainable Traffic Solutions, Inc. 3 J&T Consulting, Inc. Weld County, Colorado March 3, 217

8. Conclusions STS has drawn the following conclusions based on the analysis performed in the study. The intersection of WCR 24 / WCR 23 is expected to operate at LOS B in the Year 217 and Year 222 total traffic volume scenarios. No auxiliary lanes are required as a result of the traffic generated by the Bennett Pit. Sustainable Traffic Solutions, Inc. 4 J&T Consulting, Inc. Weld County, Colorado March 3, 217

Tables Table 1 Summary of Daily Traffic Volumes Table 2 Summary of Peak Hour Volumes Table 3 Trip Generation Estimate Table 4 Intersection Operational Summary for WCR 24 / WCR 23 Sustainable Traffic Solutions, Inc. J&T Consulting, Inc. Weld County, Colorado March 3, 217

222 Total 44 1,57 28 2,26 3/3/217 3:54 PM Table 1. Summary of Daily Traffic Volumes Scenario Leg North South Existing Aggregate Only 217 Back 217 Total Aggregate, Concrete, Asphalt 222 Back 27 7 29 3 22 42 1,45 25 1,1 1,12 128 1,44 East 57 57 278 West 917 25 1,6 1,8 128 2,13 Note. The daily volumes collected for the study are highlighted in yellow. Table 2. Summary of Peak Hour Volume Scenarios Scenario Peak Hour Northbound Southbound Eastbound Westbound LT T RT LT T RT LT T RT LT T RT Existing Aggregate Only Year 217 Background Year 217 Total Aggregate, Concrete, Asphalt Year 222 Background Year 222 Total AM 35 1 --- --- 1 3 1 --- 3 --- --- --- PM 34 24 --- --- 6 6 7 --- 41 --- --- --- AM 1 1 1 1 PM 1 1 AM 37 1 --- --- 11 3 1 --- 32 --- --- --- PM 36 26 --- --- 6 6 7 --- 37 --- --- --- AM 37 1 1 11 3 1 1 32 1 1 PM 36 26 1 6 6 7 1 37 AM 5 1 5 5 5 1 PM 6 1 6 3 3 AM 49 14 --- --- 16 5 2 --- 65 --- --- --- PM 5 35 --- --- 7 7 13 --- 75 --- --- --- AM 49 14 5 1 16 5 2 5 65 5 5 1 PM 5 35 6 1 7 7 13 6 75 3 3 Bennett Pit 2-24-17 1&2 - Volumes

Table 3. Trip Generation Estimate Facility 1 Daily Trips Aggregate Mining / Processing Facility Total In Out Passenger Vehicles 2 1 1 16 Ton Gravel Trucks 1 5 5 22 Ton Gravel Trucks 25 13 13 Light Duty Trucks 2 1 1 Total - Aggregate Mining / Processing Facility 57 29 29 Concrete Batch Facility Total In Out Passenger Vehicles 2 1 1 32 Ton Mixer Trucks 4 2 2 22 Ton Product Delivery Trucks 2 1 1 Light Duty Trucks 2 1 1 Total - Concrete Batching Facility 64 32 32 Asphalt Batching Facility Total In Out Passenger Vehicles 2 1 1 16 Ton Haul Trucks 55 28 28 22 Ton Haul Trucks 4 2 2 22 Ton Product Delivery Trucks 4 2 2 Light Duty Trucks 2 1 1 Total - Asphalt Batching Facility 157 79 79 Grand Total 278 139 139 Notes: 1. The trip generation estimate was provided by J&T Consulting. C:\Users\Joe\Documents\Projects\Inactive\Weld County\Gravel Pit\Project\Excel\Bennett Pit 2-24-17 3 - Trip Gen 3/3/217 3:57 PM

Year 222 Total Delay LOS Delay LOS Delay LOS Delay LOS Delay LOS Delay LOS Delay LOS Delay LOS Delay LOS Delay LOS Northbound Left Turn 7.4 A 7.4 A 7.4 A 7.4 A 7.4 A 7.4 A 7.4 A 7.4 A 7.4 A 7.4 A Eastbound Left Turn plus Right Turn 8.6 A 8.8 A 8.8 A 8.8 A --- --- --- --- 8.8 A 9.1 A --- --- --- --- Eastbound Left Turn plus Thru plus Right Turn --- --- --- --- --- --- --- --- 8.7 A 9.2 A --- --- --- --- 9 A 9.3 A Westbound Left Turn plus Thru plus Right Turn --- --- --- --- --- --- --- --- 1.8 B 11.5 B --- --- --- --- 1.4 B 11.1 B Southbound Left Turn --- --- --- --- --- --- --- --- A 7.3 A --- --- --- --- 7.3 A 7.4 A Table 4. Intersection Operational Summary for WCR 24 / WCR 23 Existing Year 217 Background Year 217 Total Year 222 Background Stop Controlled Intersections Morning Evening Morning Evening Morning Evening Morning Evening Morning Evening Bennett Pit 2-24-17 4 - LOS 3/3/217 4:8 PM

Figures Figure 1 Vicinity Map Figure 2 Trip Distribution Figure 3 Need for a Northbound Left Turn Lane Figure 4 Need for a Northbound Right Turn Lane Sustainable Traffic Solutions, Inc. J&T Consulting, Inc. Weld County, Colorado March 3, 217

LEGEND - Expressway - Principal Arterial PROJECT SITE - Minor Arterial - Collector - Local VICINITY MAP Scale Date Drawn by Job # Figure 1" = 5,' March 3, 217 JBH J&T Consulting 1

33% LEGEND - Expressway - Principal Arterial - Minor Arterial 5% 33% PROJECT SITE XX% XX% - Collector - Local - Truck Trip Distribution - Passenger Vehicle Trip Distribution 5% 33% TRIP DISTRIBUTION Scale Date Drawn by Job # Figure 1" = 5,' March 3, 217 JBH J&T Consulting 2

Legend Year 217 Peak Hours NEED FOR A NORTHBOUND LEFT TURN LANE Scale NTS Date March 3, 217 Drawn by JBH Job # J&T Consulting Figure 3 Year 222 Peak Hours

Legend Year 217 Peak Hours Year 222 Peak Hours NEED FOR A NORTHBOUND RIGHT TURN LANE Scale Date Drawn by Job # Figure NTS March 3, 217 JBH J&T Consulting 4

Appendix A Traffic Count Data Sustainable Traffic Solutions, Inc. J&T Consulting, Inc. Weld County, Colorado March 3, 217

3 1 (33) 216-2439 www.alltrafficdata.net Peak Hour - All Vehicles (3) 13.53 11 (18) WCR 23 Location: 1 WCR 23 & WCR 24 AM Date and Start Time: Thursday, December 1, 216 Peak Hour: Peak 15-Minutes: 7: AM - 8: AM 7:3 AM - 7:45 AM Peak Hour - Pedestrians/Bicycles on Crosswalk WCR 24 (69) 38.89 31 (58) 1 3 W 1 35 N.82 S E W N S E WCR 23 (71) 4.8 45 (7) Note: Total study counts contained in parentheses. Traffic Counts Interval Start Time WCR 24 WCR 23 WCR 23 Eastbound Westbound Northbound Southbound U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Rolling Pedestrain Crossings Hour West East South North 7: AM 6 5 3 5 2 21 89 7:15 AM 8 8 4 1 1 22 82 7:3 AM 9 13 1 4 27 81 7:45 AM 1 7 9 2 19 74 8: AM 7 5 2 14 69 8:15 AM 2 4 7 5 3 21 8:3 AM 2 6 5 1 2 4 2 8:45 AM 1 5 6 1 1 14 Count Total 6 52 58 12 19 11 158 Peak Hour 1 3 35 1 1 3 89

6 24 (33) 216-2439 www.alltrafficdata.net Peak Hour - All Vehicles (2) 12.6 31 (46) WCR 23 Location: 1 WCR 23 & WCR 24 PM Date and Start Time: Thursday, December 1, 216 Peak Hour: Peak 15-Minutes: 4:45 PM - 5:45 PM 4:45 PM - 5: PM Peak Hour - Pedestrians/Bicycles on Crosswalk WCR 24 (76) 4.91 48 (85) 7 41 W 6 34 N.84 S E W N S E WCR 23 (86) 47.64 58 (13) Note: Total study counts contained in parentheses. Traffic Counts Interval Start Time WCR 24 WCR 23 WCR 23 Eastbound Westbound Northbound Southbound U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right U-Turn Left Thru Right Total Rolling Pedestrain Crossings Hour West East South North 4: PM 6 11 3 1 1 22 15 4:15 PM 2 6 7 4 3 22 17 4:3 PM 1 1 1 2 3 26 115 4:45 PM 2 7 14 1 1 1 35 118 5: PM 12 4 5 1 2 24 13 5:15 PM 2 12 1 4 1 1 3 5:3 PM 3 1 6 5 3 2 29 5:45 PM 2 1 7 1 2 Count Total 12 73 69 34 13 7 28 Peak Hour 7 41 34 24 6 6 118

Site Code: 2 Station ID: 2 WCR 23 S/O WCR 24 All Traffic Data Services, Inc 966 W 44th Ave Wheat Ridge,CO 833 www.alltrafficdata.net Page 1 NB Start 1 16 21 26 31 36 41 46 51 56 61 66 71 76 85th 95th Time 15 2 25 3 35 4 45 5 55 6 65 7 75 999 Total Percent Percent 12/1/16 1 1 49 49 1: 1 1 49 49 2: * * 3: 1 1 49 49 4: 1 1 2 48 49 5: 2 2 3 3 1 47 49 6: 2 7 7 8 1 25 48 49 7: 1 5 12 8 13 5 1 45 49 53 8: 1 1 6 8 7 1 24 48 49 9: 3 9 1 3 1 1 27 51 58 1: 2 6 5 11 3 2 29 46 51 11: 4 9 11 2 26 44 46 12 PM 1 2 16 1 1 3 43 44 13: 1 7 17 7 3 4 39 46 52 14: 2 5 11 1 6 34 45 48 15: 1 1 11 9 8 2 41 47 49 16: 1 8 8 28 11 4 1 61 48 52 17: 1 3 7 1 13 7 2 43 46 49 18: 1 6 5 2 6 1 2 23 49 57 19: 3 5 4 2 14 49 53 2: 1 4 2 3 1 47 49 21: 2 1 3 42 44 22: 4 2 6 47 49 23: 1 3 4 49 49 Total 2 1 12 68 13 149 14 24 6 3 499 Percent.4%.%.2% 2.4% 13.6% 26.1% 29.9% 2.8% 4.8% 1.2%.6%.%.%.% AM Peak 7: 1: 1: 7: 1: 7: 7: 7: 6: 7: Vol. 1 2 6 12 11 13 5 1 1 45 PM Peak 16: 17: 17: 15: 13: 16: 16: 13: 15: 16: 16: Vol. 1 1 3 1 17 28 11 4 2 1 61 Grand Total 2 1 12 68 13 149 14 24 6 3 499 Percent.4%.%.2% 2.4% 13.6% 26.1% 29.9% 2.8% 4.8% 1.2%.6%.%.%.% 15th Percentile : 34 MPH 5th Percentile : 41 MPH 85th Percentile : 47 MPH 95th Percentile : 51 MPH Statistics 1 MPH Pace Speed : 36-45 MPH Number in Pace : 279 Percent in Pace : 55.9% Number of Vehicles > 55 MPH : 9 Percent of Vehicles > 55 MPH : 1.8% Mean Speed(Average) : 42 MPH

Site Code: 2 Station ID: 2 WCR 23 S/O WCR 24 All Traffic Data Services, Inc 966 W 44th Ave Wheat Ridge,CO 833 www.alltrafficdata.net Page 2 SB Start 1 16 21 26 31 36 41 46 51 56 61 66 71 76 85th 95th Time 15 2 25 3 35 4 45 5 55 6 65 7 75 999 Total Percent Percent 12/1/16 * * 1: 1 1 2 38 39 2: 3 1 4 37 38 3: 1 1 39 39 4: 1 4 2 7 37 39 5: 1 5 3 4 1 14 43 46 6: 1 9 14 6 5 35 44 48 7: 1 1 5 12 1 8 3 4 43 46 8: 6 13 7 4 1 31 4 44 9: 1 3 1 15 5 34 39 43 1: 2 5 1 1 2 1 3 39 43 11: 1 4 12 12 9 3 41 38 41 12 PM 5 19 5 2 31 37 41 13: 3 4 16 7 4 34 39 42 14: 5 19 14 4 42 39 42 15: 3 9 22 14 3 2 53 38 43 16: 2 17 1 5 1 35 4 44 17: 1 29 1 1 5 36 39 18: 5 7 12 38 39 19: 1 5 8 2 16 39 42 2: 2 8 1 11 34 37 21: 4 2 4 1 38 39 22: 2 4 2 1 9 39 42 23: 3 1 4 37 38 Total 4 2 11 77 228 156 54 14 546 Percent.7%.4% 2.% 14.1% 41.8% 28.6% 9.9% 2.6%.%.%.%.%.%.% AM Peak 6: 1: 11: 11: 8: 9: 7: 6: 11: Vol. 1 2 4 12 13 15 8 5 41 PM Peak 13: 17: 17: 14: 16: 15: 15: Vol. 3 1 29 14 5 2 53 Grand Total 4 2 11 77 228 156 54 14 546 Percent.7%.4% 2.% 14.1% 41.8% 28.6% 9.9% 2.6%.%.%.%.%.%.% 15th Percentile : 29 MPH 5th Percentile : 33 MPH 85th Percentile : 39 MPH 95th Percentile : 43 MPH Statistics 1 MPH Pace Speed : 31-4 MPH Number in Pace : 384 Percent in Pace : 7.3% Number of Vehicles > 55 MPH : Percent of Vehicles > 55 MPH :.% Mean Speed(Average) : 35 MPH

All Traffic Data Services, Inc 966 W 44th Ave Wheat Ridge,CO 833 www.alltrafficdata.net Page 1 Site Code: 2 Station ID: 2 WCR 23 S/O WCR 24 NB Start Cars & 2 Axle 2 Axle 3 Axle 4 Axle <5 Axl 5 Axle >6 Axl <6 Axl 6 Axle >6 Axl Time Bikes Trailers Long Buses 6 Tire Single Single Double Double Double Multi Multi Multi Total 12/1/16 1 1 1: 1 1 2: 3: 1 1 4: 2 2 5: 9 1 1 6: 1 17 5 2 25 7: 26 14 1 1 2 1 45 8: 18 6 24 9: 2 14 8 1 1 1 27 1: 19 8 2 29 11: 17 6 2 1 26 12 PM 18 1 2 3 13: 28 7 1 2 1 39 14: 19 14 1 34 15: 28 9 3 1 41 16: 45 13 1 1 1 61 17: 33 1 43 18: 1 17 4 1 23 19: 12 2 14 2: 7 3 1 21: 2 1 3 22: 5 1 6 23: 3 1 4 Total 4 342 122 1 6 15 4 5 499 Percent.8% 68.5% 24.4%.2% 1.2% 3.%.%.8% 1.%.%.%.%.% AM Peak 9: 7: 7: 7: 6: 7: 5: 7: Vol. 2 26 14 1 2 2 1 45 PM Peak 18: 16: 14: 13: 13: 15: 15: 13: 16: Vol. 1 45 14 1 2 3 1 1 61 Grand Total 4 342 122 1 6 15 4 5 499 Percent.8% 68.5% 24.4%.2% 1.2% 3.%.%.8% 1.%.%.%.%.%

All Traffic Data Services, Inc 966 W 44th Ave Wheat Ridge,CO 833 www.alltrafficdata.net Page 2 Site Code: 2 Station ID: 2 WCR 23 S/O WCR 24 SB Start Cars & 2 Axle 2 Axle 3 Axle 4 Axle <5 Axl 5 Axle >6 Axl <6 Axl 6 Axle >6 Axl Time Bikes Trailers Long Buses 6 Tire Single Single Double Double Double Multi Multi Multi Total 12/1/16 1: 2 2 2: 3 1 4 3: 1 1 4: 7 7 5: 14 14 6: 1 25 7 2 35 7: 3 4 1 1 4 4 8: 1 21 3 6 31 9: 21 8 5 34 1: 1 21 4 2 2 3 11: 1 33 3 1 2 1 41 12 PM 2 24 4 1 31 13: 2 25 4 2 1 34 14: 1 36 2 2 1 42 15: 45 4 2 1 1 53 16: 3 4 1 35 17: 47 2 1 5 18: 12 12 19: 16 16 2: 1 1 11 21: 1 1 22: 9 9 23: 4 4 Total 9 446 51 6 15 1 3 15 546 Percent 1.6% 81.7% 9.3%.% 1.1% 2.7%.2%.5% 2.7%.%.%.%.% AM Peak 6: 11: 9: 6: 8: 11: 9: 11: Vol. 1 33 8 2 6 2 5 41 PM Peak 12: 17: 12: 14: 13: 15: 15: 12: 15: Vol. 2 47 4 2 2 1 1 1 53 Grand Total 9 446 51 6 15 1 3 15 546 Percent 1.6% 81.7% 9.3%.% 1.1% 2.7%.2%.5% 2.7%.%.%.%.%

Site Code: 3 Station ID: 3 WCR 24 W/O WCR 23 All Traffic Data Services, Inc 966 W 44th Ave Wheat Ridge,CO 833 www.alltrafficdata.net Page 1 EB Start 1 16 21 26 31 36 41 46 51 56 61 66 71 76 85th 95th Time 15 2 25 3 35 4 45 5 55 6 65 7 75 999 Total Percent Percent 12/1/16 1 1 2 53 54 1: 1 1 39 39 2: 2 1 3 47 49 3: 1 1 54 54 4: 2 4 1 7 44 53 5: 1 2 1 2 3 9 47 49 6: 1 1 7 13 5 1 1 29 47 57 7: 2 1 4 5 1 4 3 29 48 52 8: 1 2 7 11 7 1 29 47 49 9: 5 8 7 2 1 23 44 49 1: 1 1 3 1 8 3 26 44 47 11: 1 4 3 1 8 4 1 31 45 49 12 PM 1 1 16 1 2 3 43 46 13: 1 2 4 9 14 4 34 44 47 14: 1 1 3 12 14 11 2 2 46 48 54 15: 3 8 12 11 6 5 1 46 49 53 16: 3 15 11 8 1 38 47 49 17: 3 19 12 8 1 43 46 49 18: 1 5 7 2 1 16 46 51 19: 1 5 4 4 2 1 1 18 53 65 2: 1 3 4 1 1 1 11 51 62 21: 1 3 6 4 2 16 49 52 22: 3 3 1 7 44 48 23: 2 2 4 43 44 Total 6 1 2 16 43 157 162 8 23 6 2 1 499 Percent 1.2%.2%.4% 3.2% 8.6% 31.5% 32.5% 16.% 4.6% 1.2%.4%.2%.%.% AM Peak 7: 11: 8: 11: 9: 1: 6: 8: 7: 6: 6: 11: Vol. 2 1 1 4 5 1 13 7 3 1 1 31 PM Peak 12: 13: 15: 15: 17: 13: 14: 15: 14: 2: 19: 14: Vol. 1 1 3 8 19 14 11 5 2 1 1 46 Grand Total 6 1 2 16 43 157 162 8 23 6 2 1 499 Percent 1.2%.2%.4% 3.2% 8.6% 31.5% 32.5% 16.% 4.6% 1.2%.4%.2%.%.% 15th Percentile : 35 MPH 5th Percentile : 4 MPH 85th Percentile : 47 MPH 95th Percentile : 51 MPH Statistics 1 MPH Pace Speed : 36-45 MPH Number in Pace : 319 Percent in Pace : 63.9% Number of Vehicles > 55 MPH : 9 Percent of Vehicles > 55 MPH : 1.8% Mean Speed(Average) : 41 MPH

Site Code: 3 Station ID: 3 WCR 24 W/O WCR 23 All Traffic Data Services, Inc 966 W 44th Ave Wheat Ridge,CO 833 www.alltrafficdata.net Page 2 WB Start 1 16 21 26 31 36 41 46 51 56 61 66 71 76 85th 95th Time 15 2 25 3 35 4 45 5 55 6 65 7 75 999 Total Percent Percent 12/1/16 1 1 59 59 1: 1 1 54 54 2: 1 1 39 39 3: 1 1 49 49 4: 1 1 2 48 49 5: 2 4 3 2 1 12 52 56 6: 1 1 8 5 3 1 28 49 54 7: 2 1 1 12 2 36 48 5 8: 1 2 3 5 14 6 2 33 47 5 9: 2 8 8 3 1 22 46 49 1: 1 6 9 7 2 25 48 51 11: 1 6 13 5 1 26 47 49 12 PM 2 1 7 6 2 3 1 22 51 54 13: 1 3 4 13 1 3 34 48 52 14: 6 6 9 3 24 49 53 15: 1 1 2 7 8 9 3 1 32 49 54 16: 1 1 11 2 8 1 1 43 47 49 17: 1 16 9 4 3 49 53 18: 1 1 7 7 2 18 49 52 19: 1 1 4 2 1 9 49 52 2: 1 1 1 3 6 48 49 21: 1 1 1 3 52 54 22: 2 2 1 2 7 52 54 23: 2 2 49 49 Total 2 4 8 16 9 149 16 37 4 1 1 418 Percent.5%.% 1.% 1.9% 3.8% 21.5% 35.6% 25.4% 8.9% 1.%.2%.2%.%.% AM Peak 1: 6: 8: 8: 6: 8: 7: 6: : 6: 7: Vol. 1 1 2 3 1 14 12 3 1 1 36 PM Peak 16: 15: 12: 13: 16: 16: 13: 17: 12: 15: 16: Vol. 1 1 2 3 11 2 1 4 1 1 43 Grand Total 2 4 8 16 9 149 16 37 4 1 1 418 Percent.5%.% 1.% 1.9% 3.8% 21.5% 35.6% 25.4% 8.9% 1.%.2%.2%.%.% 15th Percentile : 36 MPH 5th Percentile : 42 MPH 85th Percentile : 49 MPH 95th Percentile : 52 MPH Statistics 1 MPH Pace Speed : 41-5 MPH Number in Pace : 255 Percent in Pace : 61.% Number of Vehicles > 55 MPH : 6 Percent of Vehicles > 55 MPH : 1.4% Mean Speed(Average) : 43 MPH

All Traffic Data Services, Inc 966 W 44th Ave Wheat Ridge,CO 833 www.alltrafficdata.net Page 1 Site Code: 3 Station ID: 3 WCR 24 W/O WCR 23 EB Start Cars & 2 Axle 2 Axle 3 Axle 4 Axle <5 Axl 5 Axle >6 Axl <6 Axl 6 Axle >6 Axl Time Bikes Trailers Long Buses 6 Tire Single Single Double Double Double Multi Multi Multi Total 12/1/16 1 1 2 1: 1 1 2: 2 1 3 3: 1 1 4: 6 1 7 5: 7 2 9 6: 17 1 1 1 29 7: 21 3 2 3 29 8: 21 5 3 29 9: 1 7 2 4 23 1: 17 8 1 26 11: 1 22 6 1 1 31 12 PM 19 9 2 3 13: 21 7 2 2 2 34 14: 1 27 14 2 2 46 15: 25 2 1 46 16: 28 7 1 2 38 17: 33 9 1 43 18: 12 4 16 19: 15 2 1 18 2: 8 3 11 21: 14 1 1 16 22: 6 1 7 23: 4 4 Total 2 338 121 6 15 2 15 499 Percent.4% 67.7% 24.2%.% 1.2% 3.%.%.4% 3.%.%.%.%.% AM Peak 11: 11: 6: 6: 8: 11: 9: 11: Vol. 1 22 1 1 3 1 4 31 PM Peak 14: 17: 15: 13: 13: 17: 12: 14: Vol. 1 33 2 2 2 1 2 46 Grand Total 2 338 121 6 15 2 15 499 Percent.4% 67.7% 24.2%.% 1.2% 3.%.%.4% 3.%.%.%.%.%

All Traffic Data Services, Inc 966 W 44th Ave Wheat Ridge,CO 833 www.alltrafficdata.net Page 2 Site Code: 3 Station ID: 3 WCR 24 W/O WCR 23 WB Start Cars & 2 Axle 2 Axle 3 Axle 4 Axle <5 Axl 5 Axle >6 Axl <6 Axl 6 Axle >6 Axl Time Bikes Trailers Long Buses 6 Tire Single Single Double Double Double Multi Multi Multi Total 12/1/16 1 1 1: 1 1 2: 1 1 3: 1 1 4: 1 1 2 5: 9 1 1 1 12 6: 1 2 5 1 1 28 7: 19 13 1 3 36 8: 22 7 2 1 1 33 9: 11 8 2 1 22 1: 15 9 1 25 11: 19 7 26 12 PM 12 8 2 22 13: 2 9 1 4 34 14: 15 6 1 1 1 24 15: 25 4 2 1 32 16: 26 15 2 43 17: 2 9 1 3 18: 14 3 1 18 19: 7 1 1 9 2: 5 1 6 21: 3 3 22: 5 1 1 7 23: 1 1 2 Total 1 272 19 1 16 8 8 3 418 Percent.2% 65.1% 26.1%.2% 3.8% 1.9%.% 1.9%.7%.%.%.%.% AM Peak 6: 8: 7: 8: 6: 7: 3: 7: Vol. 1 22 13 2 1 3 1 36 PM Peak 16: 16: 13: 13: 12: 14: 14: 16: Vol. 26 15 1 4 2 1 1 43 Grand Total 1 272 19 1 16 8 8 3 418 Percent.2% 65.1% 26.1%.2% 3.8% 1.9%.% 1.9%.7%.%.%.%.%

Appendix B Crash Data Sustainable Traffic Solutions, Inc. J&T Consulting, Inc. Weld County, Colorado March 3, 217

Appendix C Synchro Analysis Results Sustainable Traffic Solutions, Inc. Sustainable Traffic Solutions Weld County, Colorado March 3, 217

1: WCR 23 & WCR 24 Existing Timing Plan: AM Peak Intersection Int Delay, s/veh 5.4 Movement EBL EBR NBL NBT SBT SBR Vol, veh/h 1 3 35 1 3 1 Conflicting Peds, #/hr Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - - - - - Veh in Median Storage, # - - - Grade, % - - - Peak Hour Factor 89 89 8 8 53 53 Heavy Vehicles, % 6 6 6 6 6 6 Mvmt Flow 1 34 44 12 6 19 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 115 15 25 - Stage 1 15 - - - - - Stage 2 1 - - - - - Critical Hdwy 6.46 6.26 4.16 - - - Critical Hdwy Stg 1 5.46 - - - - - Critical Hdwy Stg 2 5.46 - - - - - Follow-up Hdwy 3.554 3.354 2.254 - - - Pot Cap-1 Maneuver 872 153 1564 - - - Stage 1 998 - - - - - Stage 2 914 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 848 153 1564 - - - Mov Cap-2 Maneuver 848 - - - - - Stage 1 998 - - - - - Stage 2 888 - - - - - Approach EB NB SB HCM Control Delay, s 8.6 5.7 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1564-145 - - HCM Lane V/C Ratio.28 -.33 - - HCM Control Delay (s) 7.4 8.6 - - HCM Lane LOS A A A - - HCM 95th %tile Q(veh).1 -.1 - - Henderson - Sustainable Traffic Solutions, Inc. Synchro 8 Report 1/28/217

1: WCR 23 & WCR 24 Existing Timing Plan: PM Peak Intersection Int Delay, s/veh 5.2 Movement EBL EBR NBL NBT SBT SBR Vol, veh/h 7 41 34 24 6 6 Conflicting Peds, #/hr Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - - - - - Veh in Median Storage, # - - - Grade, % - - - Peak Hour Factor 91 91 64 64 6 6 Heavy Vehicles, % 6 6 6 6 6 6 Mvmt Flow 8 45 53 38 1 1 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 159 15 2 - Stage 1 15 - - - - - Stage 2 144 - - - - - Critical Hdwy 6.46 6.26 4.16 - - - Critical Hdwy Stg 1 5.46 - - - - - Critical Hdwy Stg 2 5.46 - - - - - Follow-up Hdwy 3.554 3.354 2.254 - - - Pot Cap-1 Maneuver 823 153 157 - - - Stage 1 998 - - - - - Stage 2 873 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 795 153 157 - - - Mov Cap-2 Maneuver 795 - - - - - Stage 1 998 - - - - - Stage 2 843 - - - - - Approach EB NB SB HCM Control Delay, s 8.8 4.3 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 157-15 - - HCM Lane V/C Ratio.34 -.52 - - HCM Control Delay (s) 7.4 8.8 - - HCM Lane LOS A A A - - HCM 95th %tile Q(veh).1 -.2 - - Henderson - Sustainable Traffic Solutions, Inc. Synchro 8 Report 1/28/217

3: WCR 23 & WCR 24 Year 217 Background Timing Plan: AM Peak Intersection Int Delay, s/veh 5.4 Movement EBL EBR NBL NBT SBT SBR Vol, veh/h 1 32 37 1 11 3 Conflicting Peds, #/hr Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - - - - - Veh in Median Storage, # - - - Grade, % - - - Peak Hour Factor 89 89 8 8 53 53 Heavy Vehicles, % 6 6 6 6 6 6 Mvmt Flow 1 36 46 12 21 6 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 129 24 26 - Stage 1 24 - - - - - Stage 2 15 - - - - - Critical Hdwy 6.46 6.26 4.16 - - - Critical Hdwy Stg 1 5.46 - - - - - Critical Hdwy Stg 2 5.46 - - - - - Follow-up Hdwy 3.554 3.354 2.254 - - - Pot Cap-1 Maneuver 856 141 1563 - - - Stage 1 988 - - - - - Stage 2 99 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 83 141 1563 - - - Mov Cap-2 Maneuver 83 - - - - - Stage 1 988 - - - - - Stage 2 882 - - - - - Approach EB NB SB HCM Control Delay, s 8.6 5.8 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1563-133 - - HCM Lane V/C Ratio.3 -.36 - - HCM Control Delay (s) 7.4 8.6 - - HCM Lane LOS A A A - - HCM 95th %tile Q(veh).1 -.1 - - Henderson - Sustainable Traffic Solutions, Inc. Synchro 8 Report 3/3/217

1: WCR 23 & WCR 24 Year 217 Background Timing Plan: PM Peak Intersection Int Delay, s/veh 5.4 Movement EBL EBR NBL NBT SBT SBR Vol, veh/h 8 47 36 25 6 6 Conflicting Peds, #/hr Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - - - - - Veh in Median Storage, # - - - Grade, % - - - Peak Hour Factor 91 91 64 64 6 6 Heavy Vehicles, % 6 6 6 6 6 6 Mvmt Flow 9 52 56 39 1 1 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 167 15 2 - Stage 1 15 - - - - - Stage 2 152 - - - - - Critical Hdwy 6.46 6.26 4.16 - - - Critical Hdwy Stg 1 5.46 - - - - - Critical Hdwy Stg 2 5.46 - - - - - Follow-up Hdwy 3.554 3.354 2.254 - - - Pot Cap-1 Maneuver 814 153 157 - - - Stage 1 998 - - - - - Stage 2 866 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 785 153 157 - - - Mov Cap-2 Maneuver 785 - - - - - Stage 1 998 - - - - - Stage 2 835 - - - - - Approach EB NB SB HCM Control Delay, s 8.8 4.4 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 157-13 - - HCM Lane V/C Ratio.36 -.6 - - HCM Control Delay (s) 7.4 8.8 - - HCM Lane LOS A A A - - HCM 95th %tile Q(veh).1 -.2 - - Henderson - Sustainable Traffic Solutions, Inc. Synchro 8 Report 1/28/217

3: WCR 23 & WCR 24/Site Access Year 217 Total Timing Plan: AM Peak Intersection Int Delay, s/veh 5.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 1 1 32 1 1 37 1 1 8 3 Conflicting Peds, #/hr Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - - - - - - - - Grade, % - - - - - - - - Peak Hour Factor 89 85 89 85 85 85 8 8 85 85 53 53 Heavy Vehicles, % 6 83 6 83 83 6 6 83 6 6 Mvmt Flow 1 1 36 1 1 46 12 1 15 6 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 124 124 18 142 127 13 21 14 Stage 1 18 18-16 16 - - - - - - - Stage 2 16 16-36 21 - - - - - - - Critical Hdwy 7.16 7.33 6.26 7.93 7.33 6.2 4.16 - - 4.1 - - Critical Hdwy Stg 1 6.16 6.33-6.93 6.33 - - - - - - - Critical Hdwy Stg 2 6.16 6.33-6.93 6.33 - - - - - - - Follow-up Hdwy 3.554 4.747 3.354 4.247 4.747 3.3 2.254 - - 2.2 - - Pot Cap-1 Maneuver 841 639 149 673 636 173 1569 - - 1617 - - Stage 1 991 744-735 674 - - - - - - - Stage 2 89 674-88 741 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 821 62 149 634 617 173 1569 - - 1617 - - Mov Cap-2 Maneuver 821 62-634 617 - - - - - - - Stage 1 961 744-713 654 - - - - - - - Stage 2 862 654-779 741 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 8.7 1.8 5.7 HCM LOS A B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1569 - - 119 625 1617 - - HCM Lane V/C Ratio.29 - -.38.4 - - - HCM Control Delay (s) 7.4-8.7 1.8 - - HCM Lane LOS A A - A B A - - HCM 95th %tile Q(veh).1 - -.1 - - Henderson - Sustainable Traffic Solutions, Inc. Synchro 8 Report 3/3/217

1: WCR 23 & WCR 24 Year 217 Total Timing Plan: PM Peak Intersection Int Delay, s/veh 5.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 8 6 47 3 3 36 25 6 1 6 6 Conflicting Peds, #/hr Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - - - - - - - - Grade, % - - - - - - - - Peak Hour Factor 91 85 91 85 85 85 64 64 85 85 6 6 Heavy Vehicles, % 6 83 6 83 83 6 6 83 6 6 Mvmt Flow 9 7 52 4 4 56 39 7 1 1 1 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 174 176 15 22 177 43 2 46 Stage 1 17 17-155 155 - - - - - - - Stage 2 157 159-47 22 - - - - - - - Critical Hdwy 7.16 7.33 6.26 7.93 7.33 6.2 4.16 - - 4.1 - - Critical Hdwy Stg 1 6.16 6.33-6.93 6.33 - - - - - - - Critical Hdwy Stg 2 6.16 6.33-6.93 6.33 - - - - - - - Follow-up Hdwy 3.554 4.747 3.354 4.247 4.747 3.3 2.254 - - 2.2 - - Pot Cap-1 Maneuver 78 594 153 611 593 133 157 - - 1575 - - Stage 1 992 744-688 638 - - - - - - - Stage 2 836 636-796 74 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 754 571 153 559 57 133 157 - - 1575 - - Mov Cap-2 Maneuver 754 571-559 57 - - - - - - - Stage 1 955 743-663 614 - - - - - - - Stage 2 8 612-749 739 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 9.2 11.5 4.1.4 HCM LOS A B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 157 - - 924 564 1575 - - HCM Lane V/C Ratio.36 - -.73.13.1 - - HCM Control Delay (s) 7.4-9.2 11.5 7.3 - HCM Lane LOS A A - A B A A - HCM 95th %tile Q(veh).1 - -.2 - - Henderson - Sustainable Traffic Solutions, Inc. Synchro 8 Report 1/28/217

3: WCR 23 & WCR 24 Year 222 Background Timing Plan: AM Peak Intersection Int Delay, s/veh 5.8 Movement EBL EBR NBL NBT SBT SBR Vol, veh/h 2 65 49 14 16 5 Conflicting Peds, #/hr Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - - - - - Veh in Median Storage, # - - - Grade, % - - - Peak Hour Factor 89 89 8 8 53 53 Heavy Vehicles, % 6 6 6 6 6 6 Mvmt Flow 2 73 61 18 3 9 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 175 35 4 - Stage 1 35 - - - - - Stage 2 14 - - - - - Critical Hdwy 6.46 6.26 4.16 - - - Critical Hdwy Stg 1 5.46 - - - - - Critical Hdwy Stg 2 5.46 - - - - - Follow-up Hdwy 3.554 3.354 2.254 - - - Pot Cap-1 Maneuver 86 127 1544 - - - Stage 1 977 - - - - - Stage 2 877 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 774 127 1544 - - - Mov Cap-2 Maneuver 774 - - - - - Stage 1 977 - - - - - Stage 2 842 - - - - - Approach EB NB SB HCM Control Delay, s 8.8 5.8 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1544-117 - - HCM Lane V/C Ratio.4 -.74 - - HCM Control Delay (s) 7.4 8.8 - - HCM Lane LOS A A A - - HCM 95th %tile Q(veh).1 -.2 - - Henderson - Sustainable Traffic Solutions, Inc. Synchro 8 Report 3/3/217

1: WCR 23 & WCR 24 Year 222 Background Timing Plan: PM Peak Intersection Int Delay, s/veh 5.8 Movement EBL EBR NBL NBT SBT SBR Vol, veh/h 13 75 5 35 7 7 Conflicting Peds, #/hr Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - - - - - Veh in Median Storage, # - - - Grade, % - - - Peak Hour Factor 91 91 64 64 6 6 Heavy Vehicles, % 6 6 6 6 6 6 Mvmt Flow 14 82 78 55 12 12 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 229 18 23 - Stage 1 18 - - - - - Stage 2 211 - - - - - Critical Hdwy 6.46 6.26 4.16 - - - Critical Hdwy Stg 1 5.46 - - - - - Critical Hdwy Stg 2 5.46 - - - - - Follow-up Hdwy 3.554 3.354 2.254 - - - Pot Cap-1 Maneuver 75 149 1566 - - - Stage 1 994 - - - - - Stage 2 815 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 712 149 1566 - - - Mov Cap-2 Maneuver 712 - - - - - Stage 1 994 - - - - - Stage 2 773 - - - - - Approach EB NB SB HCM Control Delay, s 9.1 4.4 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1566-98 - - HCM Lane V/C Ratio.5 -.99 - - HCM Control Delay (s) 7.4 9.1 - - HCM Lane LOS A A A - - HCM 95th %tile Q(veh).2 -.3 - - Henderson - Sustainable Traffic Solutions, Inc. Synchro 8 Report 3/3/217

3: WCR 23 & WCR 24 Year 222 Total Timing Plan: AM Peak Intersection Int Delay, s/veh 6.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 2 5 65 5 5 1 49 14 5 1 16 5 Conflicting Peds, #/hr Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - - - - - - - - Grade, % - - - - - - - - Peak Hour Factor 89 85 89 85 85 85 8 8 85 85 53 53 Heavy Vehicles, % 6 6 6 6 6 6 6 6 6 6 6 6 Mvmt Flow 2 6 73 6 6 1 61 18 6 1 3 9 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 183 183 35 22 185 2 4 23 Stage 1 37 37-143 143 - - - - - - - Stage 2 146 146-77 42 - - - - - - - Critical Hdwy 7.16 6.56 6.26 7.16 6.56 6.26 4.16 - - 4.16 - - Critical Hdwy Stg 1 6.16 5.56-6.16 5.56 - - - - - - - Critical Hdwy Stg 2 6.16 5.56-6.16 5.56 - - - - - - - Follow-up Hdwy 3.554 4.54 3.354 3.554 4.54 3.354 2.254 - - 2.254 - - Pot Cap-1 Maneuver 769 74 127 728 72 146 1544 - - 1566 - - Stage 1 968 856-85 771 - - - - - - - Stage 2 847 769-922 852 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 739 675 127 651 673 146 1544 - - 1566 - - Mov Cap-2 Maneuver 739 675-651 673 - - - - - - - Stage 1 929 855-816 74 - - - - - - - Stage 2 86 738-85 851 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 9 1.4 5.4.2 HCM LOS A B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1544 - - 979 685 1566 - - HCM Lane V/C Ratio.4 - -.83.19.1 - - HCM Control Delay (s) 7.4-9 1.4 7.3 - HCM Lane LOS A A - A B A A - HCM 95th %tile Q(veh).1 - -.3.1 - - Henderson - Sustainable Traffic Solutions, Inc. Synchro 8 Report 3/3/217

1: WCR 23 & WCR 24 Year 222 Total Timing Plan: PM Peak Intersection Int Delay, s/veh 5.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 13 6 75 3 3 5 35 6 1 7 7 Conflicting Peds, #/hr Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - - - - - - - - Grade, % - - - - - - - - Peak Hour Factor 91 85 91 85 85 85 64 64 85 85 6 6 Heavy Vehicles, % 6 6 6 6 6 6 6 6 6 6 6 6 Mvmt Flow 14 7 82 4 4 78 55 7 1 12 12 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 236 238 18 279 24 58 23 62 Stage 1 2 2-214 214 - - - - - - - Stage 2 216 218-65 26 - - - - - - - Critical Hdwy 7.16 6.56 6.26 7.16 6.56 6.26 4.16 - - 4.16 - - Critical Hdwy Stg 1 6.16 5.56-6.16 5.56 - - - - - - - Critical Hdwy Stg 2 6.16 5.56-6.16 5.56 - - - - - - - Follow-up Hdwy 3.554 4.54 3.354 3.554 4.54 3.354 2.254 - - 2.254 - - Pot Cap-1 Maneuver 71 656 149 665 654 997 1566 - - 1516 - - Stage 1 989 871-779 718 - - - - - - - Stage 2 777 715-936 866 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 678 621 149 583 619 997 1566 - - 1516 - - Mov Cap-2 Maneuver 678 621-583 619 - - - - - - - Stage 1 938 87-738 681 - - - - - - - Stage 2 733 678-855 865 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 9.3 11.1 4.1.4 HCM LOS A B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1566 - - 935 6 1516 - - HCM Lane V/C Ratio.5 - -.111.12.1 - - HCM Control Delay (s) 7.4-9.3 11.1 7.4 - HCM Lane LOS A A - A B A A - HCM 95th %tile Q(veh).2 - -.4 - - Henderson - Sustainable Traffic Solutions, Inc. Synchro 8 Report 3/3/217