The Highline Development Traffic Impact Study

The Highline Development Traffic Impact Study Columbia Falls, Montana Prepared For: TD&H Engineering 450 Corporate Drive, Suite 101 Kalispell, MT 59901 June, 2018 130 South Howie Street Helena, Montana 59601 406-459-1443 98

Table of Contents A. Executive Summary...1 B. Project Description...1 C. Existing Conditions...1 Adjacent Roadways...1 Traffic Data...3 Historic Data...3 Level of Service...4 D. Proposed Development...4 E. Trip Generation and Assignment...6 F. Trip Distribution...6 G. Traffic Impacts Outside of the Development...6 H. Impact Summary & Recommendations...8 List of Figures Figure 1 Proposed Development Site...2 Figure 2 Proposed Moonrise Meadows Subdivision...5 Figure 3 Trip Distribution...7 List of Tables Table 1 Historic Traffic Data...3 Table 2 Existing Level of Service Summary...4 Table 3 Trip Generation Rates...6 Table 4 Projected Level of Service Summary...7 99

A. EXECUTIVE SUMMARY The Highline Development Traffic Impact Study Columbia Falls, Montana The Highline development is a 13.8acre, 208 unit residential apartment complex located east of 3 rd Avenue in Columbia Falls, MT. At full build-out the project will produce up to 1,383 daily trips within the area. As proposed, The Highline development will increase traffic along 3 rd Avenue and 9 th Street but will not create any roadway capacity problems within the area under normal seasonal traffic conditions. Higher peak summer traffic conditions within the area will create some traffic congestion issues at the intersection of Highway 2 and 3 rd Avenue. It would be desirable to create separated southbound left- and right-turn lanes at the intersection of Highway 2 with 3 rd Avenue to improve traffic flow through the intersection under peak summer traffic conditions with Phase 2 of this development. B. PROJECT DESCRIPTION This document studies the possible effects on the surrounding road system from a proposed residential development located east of 3 rd Avenue in Columbia Falls, Montana. The development includes 208 residential apartment units on 13.8 acres of property on the eastern side of Columbia Falls. This document identifies any traffic mitigation efforts that the development may require. C. EXISTING CONDITIONS The proposed development property currently consists of a 13.8-acre parcel of undeveloped land located at the east end of Bills Lane. Bills Lane is accessed from 3 rd Avenue to the west. The topography in this area is mostly flat. See Figure 1 for a location map of the proposed development. Adjacent Roadways US Highway 2 is a five-lane east/west principal arterial highway which extends from Whitefish through Columbia Falls to Hungry Horse. Near 3 rd Street the road has a paved width of 96 feet with 12-foot driving lanes and sidewalks. The posted speed limit through Columbia Falls is 35 MPH and increases to 45 MPH at the city limits between Nucleus Avenue and 3 rd Avenue. Traffic data from MDT indicates the highway carried 14,300 VPD in 2017. Bills Lane is a local east/west route with an urban cross-section and a concrete sidewalk on the north side of the road. The lane has a paved width of 28 feet and a total length of 300 feet. Bills Lane provides access to five residential duplexes along the north side of the road. Bills 100

Lane is controlled with STOP signs at the intersection with 3 rd Avenue. Figure 1- Proposed Development Site The Highline = Study Intersection 3 rd Avenue East is a local north/south route which extends north from Highway 2. The road provides access to residential areas north of Highway 2. The road has a rural cross-section and a paved width of 26 feet with a posted speed limit of 25 MPH. 3 rd Avenue has an eight-foot paved pedestrian/bike trail that runs along the east side of the road south of 9 th Street and crosses to the west side of the road north of 9 th Street. 3 rd Ave is STOP controlled at the intersection with Highway 2. Traffic data collected by ATS in 2018 indicates the roadway carries 600 VPD. Nucleus Avenue/ Hwy 486 is a north/south route that extends north from Highway 2 in Columbia Falls and provides access to the commercial areas in the downtown area before extending into the Flathead National Forest. The road has a posted speed limit of 25 MPH through Columbia Falls. Nucleus Avenue has an urban three-lane cross-section at the intersections with 9th Street and a paved width of 55 feet. The intersections of Nucleus Avenue with Highway 2 is controlled with an actuated traffic signal. According to MDT Nucleus Avenue carried 7,500 VPD in 2017. 9 th Street East is a local east/west route that provides access to the residential areas and a city park north of Highway 2. The road has a paved width of 22 to 26 feet. The intersection with 3 rd Avenue is controlled by STOP signs on 9th Street. The road has a short inclined section as 101

it approaches a STOP controlled T-intersection at Nucleus Avenue. Traffic data collected by ATS in 2018 indicates daily traffic volumes of 200 VPD on 9 th Street. Traffic Data Traffic data for this analysis was collected in June 2018 for the intersections near the proposed development site. Intersection traffic data was collected for the AM and PM peak hours at the intersections of Highway 2 with Nucleus Avenue and 3 rd Avenue and at the intersection of Nucleus Avenue with 9 th Street. Additional 48-hour traffic counts were conducted on 3 rd Avenue and 9 th Street. This data was reviewed for seasonal variation patterns in accordance with the data collected from MDT s annual count stations on Highway 2 west of Kalispell (Station A-24) and Highway 2 north of Columbia (Station A-60). These count stations indicated that data collected in June is 119%-149% of the AADT (Average Annual Daily Traffic) volume in this area. For the purposes of this report the seasonal correction factor of 119% was used to assess the average peak-hour traffic conditions for the area intersections. The raw data is included in Appendix A. Generally, traffic analysis is performed using annual average traffic volumes unless significant seasonal variations exist. In this case, traffic volumes in the Flathead Valley can peak at 124% to 210% of the annual average during the month of July. While it may not be necessary to design roadways based on the heaviest use conditions, these conditions should be considered when developing roadway improvement plans. Historic Traffic Data Abelin Traffic Services obtained historic traffic data for area roadways. This data is presented in Table 1. The traffic data history for this area indicates that traffic volumes on the roadways within Columbia Falls have increased at an annual rate of 1.5% over the last ten years. Traffic volumes on Nucleus Avenue have increased at a lower rate than traffic volumes on Highway 2. Table 1 Historic Average Daily Traffic Data Location 2008 2009 2010 2011 2012 2013 2014 2015 2016 2017 US Hwy 2 E of Nucleus Ave 12,760 13,220 13,540 10,360 10,920 11,240 11,520 12,660 14,557 14,324 #15-4A-031 US Hwy 2 btwn 1st & 2nd Ave W 12,380 13,990 14,900 13,090 14,190 12,990 13,840 14,490 18,157 17,072 #15-4A-030 Nucleus Ave btwn 8th & 9th #15-4A-032 7,670 7,290 7,270 7,350 6,050 6,300 6,260 6,770 7,220 7,449 102

Level of Service Using the data collected for this project, ATS conducted a Level of Service (LOS) analysis at area intersections. This evaluation was conducted in accordance with the procedures outlined in the Transportation Research Board s Highway Capacity Manual (HCM) - Special Report 209 and utilized the Highway Capacity Software (HCS) version 7.5. Intersections are graded from A to F representing the average delay that a vehicle entering an intersection can expect. Typically, a LOS of C or better is considered acceptable for peak-hour conditions. Table 2 shows the existing LOS for the AM and PM peak hours without the traffic from the proposed development. The LOS calculations are included in Appendix C. The table shows that the existing intersections are currently operating within acceptable limits and are operating with minimal delay under average traffic conditions. No intersection modifications are currently needed in this area to improve capacity. No detailed LOS calculations were made for the intersection of 9 th Street and 3 rd Avenue due to the relatively low traffic volumes on these roads. Based on the peak-hour traffic volumes recorded on 9 th Street and 3 rd Avenue, the LOS at this two-way STOP controlled intersection is LOS A. Table 2 Existing Level of Service Summary AM Peak Hour PM Peak Hour Intersection Delay (Sec.) LOS Delay (Sec.) LOS Nucleus Ave. & 9 th St. 11.2 B 13.0 B Nucleus Ave. & Hwy 2 11.6 B 12.4 B Hwy 2 & 3 rd Ave. 10.3 B 14.0 B D. PROPOSED DEVELOPMENT The development currently under consideration for this site includes 13.8 acres of land located east of 3 rd Avenue which would be developed into a 208-unit residential apartment complex. The development would include six apartment buildings located at the east of Bills Lane. Access to The Highline residential subdivision will be provided through a connection with Bills Lane to the west. Although the development will be located adjacent to Park Avenue to the east, no connection will be made between The Highline and Park Avenue due to an existing area of wetlands between the properties. The Highline development will include nine acres of open space and a central common with a playground and tennis courts. The project will be constructed in three phases with 1/3 of the units (two building) constructed in each phase. It is anticipated that the first phase of The Highline will be fully constructed 2019. Subsequent phases will be constructed based on occupancy and demand. The Highline residential development site plan is shown in Figure 2. 103

Figure 2 Proposed Highline Residential Development 104

E. TRIP GENERATION AND ASSIGNMENT ATS performed a trip generation analysis to determine the anticipated future traffic volumes from the proposed developments using the trip generation rates contained in Trip Generation (Institute of Transportation Engineers, Tenth Edition). These rates are the national standard and are based on the most current information available to planners. A vehicle trip is defined as any trip that either begins or ends at the development site. ATS determined that the critical traffic impacts on the intersections and roadways would occur during the weekday morning and evening peak hours. According to the ITE trip generation rates, at full build-out the development would produce 106 AM peak hour trips, 129 PM peak hour trips, and 1,383 daily trips. See Table 3 for detailed trip generation information. Land Use Units Table 3 - Trip Generation Rates AM Peak Hour Trip Ends per Unit Total AM Peak Hour Trip Ends PM Peak Hour Trip Ends per Unit Total PM Peak Hour Trip Ends Weekday Trip Ends per Unit Total Weekday Trip Ends Apartment (ITE # 220) 208 0.51 106 0.62 129 6.65 1,383 F. TRIP DISTRIBUTION The traffic distribution and assignment for the proposed development was based upon the existing ADT volumes along the adjacent roadways and the peak-hour turning volumes. Traffic is expected to distribute onto the surrounding road network as shown on Figure 3. G. TRAFFIC IMPACTS OUTSIDE OF THE DEVELOPMENT Using the trip generation and trip distribution numbers, ATS determined the future Level of Service for the area intersections. The anticipated intersection LOS with The Highline is shown in Table 4. The LOS calculations are included in Appendix C of this report. 105

Figure 3 Trip Distribution 24% 1% 50% Nucleus Avenue 9 th Street 3 rd Avenue The Highline 25% Table 4 indicates that the construction of The Highline residential subdivision will not cause any roadway capacity problems along Highway 2 or Nucleus Avenue under normal traffic conditions. The development will increase traffic on the local road network by 10% at the intersections on Highway 2, but all intersections will continue to function at LOS C or better at full buildout of the project under average annual traffic conditions. Traffic volumes on 3 rd Avenue will increase to approximately 2,000 VPD, but it is generally expected that local urban roadways can handle over 5,000 VPD. Peak-hour traffic volumes on 9 th Avenue will increase to 500 VPD. Note that the projected LOS at the intersection of Nucleus Avenue and 9 th Street improves slightly with the proposed development due to an increased number of right-turning vehicles driving down the average delay from the low-volume approach. Table 4 Future Level of Service Summary AM Peak Hour PM Peak Hour Intersection Delay (Sec.) LOS Delay (Sec.) LOS Nucleus Ave. & 9 th St. 10.4 B 12.1 B Nucleus Ave. & Hwy 2 11.7 B 12.6 B Hwy 2 & 3 rd Ave. 12.4 B 16.2 C 106

A peak season analysis was also performed by increasing traffic volumes at the affected intersection by 100 percent to evaluate if any LOS issues will occur under heavy summer traffic loading. This analysis indicated that traffic operations at the intersection of Highway 2 with Nucleus Avenue will be largely unaffected. However, the intersection of Highway 2 and 3 rd Avenue may fall to LOS E under these conditions It would be desirable to create separated southbound left and right-turn lanes at the intersection of Highway 2 with 3 rd Avenue to help improve traffic flow through the intersection under peak summer traffic conditions. This improvement will be necessary to help moderate peak summer demand past Phase 1 of the development. H. IMPACT SUMMARY & RECOMMENDATIONS As proposed, The Highline development will increase traffic along 3 rd Avenue and 9 th Street but will not create any roadway capacity problems within the area under normal seasonal traffic conditions. Higher peak summer traffic conditions within the area will create some traffic congestion issues at the intersection of Highway 2 and 3 rd Avenue. It would be desirable to create separated southbound left- and right-turn lanes at the intersection of Highway 2 with 3 rd Avenue to improve traffic flow through the intersection under peak summer traffic conditions with Phase 2 of this development. 107

APPENDIX A Traffic Data 108

Abelin Traffic Services 130 S. Howie Street Helena, MT 59601 File Name : nucluesam Site Code : 00000000 Start Date : 6/13/2018 Page No : 1 Groups Printed- Unshifted - Bank 1 NUCLEUS Southbound HWY 2 Westbound NUCLEUS Northbound HWY 2 Eastbound Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 07:30 AM 39 0 16 0 55 19 134 0 0 153 0 0 0 0 0 0 85 23 0 108 316 07:45 AM 29 0 19 0 48 20 123 0 1 144 0 0 0 0 0 0 92 27 0 119 311 Total 68 0 35 0 103 39 257 0 1 297 0 0 0 0 0 0 177 50 0 227 627 08:00 AM 44 0 10 0 54 11 106 0 0 117 0 0 0 3 3 0 97 30 0 127 301 08:15 AM 45 0 23 1 69 28 97 0 1 126 0 0 0 0 0 0 97 26 0 123 318 Grand Total 157 0 68 1 226 78 460 0 2 540 0 0 0 3 3 0 371 106 0 477 1246 Apprch % 69.5 0 30.1 0.4 14.4 85.2 0 0.4 0 0 0 100 0 77.8 22.2 0 Total % 12.6 0 5.5 0.1 18.1 6.3 36.9 0 0.2 43.3 0 0 0 0.2 0.2 0 29.8 8.5 0 38.3 Unshifted 155 0 67 1 223 78 453 0 2 533 0 0 0 3 3 0 362 105 0 467 1226 % Unshifted 98.7 0 98.5 100 98.7 100 98.5 0 100 98.7 0 0 0 100 100 0 97.6 99.1 0 97.9 98.4 Bank 1 2 0 1 0 3 0 7 0 0 7 0 0 0 0 0 0 9 1 0 10 20 % Bank 1 1.3 0 1.5 0 1.3 0 1.5 0 0 1.3 0 0 0 0 0 0 2.4 0.9 0 2.1 1.6 109

Abelin Traffic Services 130 S. Howie Street Helena, MT 59601 File Name : nucluespm Site Code : 00000000 Start Date : 6/11/2018 Page No : 1 Groups Printed- Unshifted - Bank 1 NUCLEUS Southbound HWY 2 Westbound NUCLEUS Northbound HWY 2 Eastbound Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 04:30 PM 50 0 50 0 100 29 154 0 6 189 0 0 0 0 0 0 146 66 0 212 501 04:45 PM 51 0 40 3 94 30 141 0 0 171 0 0 0 0 0 0 151 59 0 210 475 Total 101 0 90 3 194 59 295 0 6 360 0 0 0 0 0 0 297 125 0 422 976 05:00 PM 47 0 38 0 85 26 133 0 0 159 0 0 0 2 2 0 141 51 0 192 438 05:15 PM 48 0 43 0 91 35 130 0 0 165 1 0 0 0 1 0 141 61 0 202 459 Grand Total 196 0 171 3 370 120 558 0 6 684 1 0 0 2 3 0 579 237 0 816 1873 Apprch % 53 0 46.2 0.8 17.5 81.6 0 0.9 33.3 0 0 66.7 0 71 29 0 Total % 10.5 0 9.1 0.2 19.8 6.4 29.8 0 0.3 36.5 0.1 0 0 0.1 0.2 0 30.9 12.7 0 43.6 Unshifted 196 0 170 3 369 120 549 0 6 675 0 0 0 2 2 0 574 237 0 811 1857 % Unshifted Bank 1 0 0 1 0 1 0 9 0 0 9 1 0 0 0 1 0 5 0 0 5 16 % Bank 1 0 0 0.6 0 0.3 0 1.6 0 0 1.3 100 0 0 0 33.3 0 0.9 0 0 0.6 0.9 110

Abelin Traffic Services 130 S. Howie Street Helena, MT 59601 File Name : 9th Site Code : 00000000 Start Date : 6/13/2018 Page No : 1 Groups Printed- Bank 2 NUCLEUS 9TH NUCLEUS 9TH Southbound Westbound Northbound Eastbound Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 07:30 AM 0 0 1 0 1 2 0 2 0 4 0 0 0 0 0 0 0 0 0 0 5 07:45 AM 0 0 1 1 2 1 0 1 0 2 2 0 0 0 2 0 0 0 0 0 6 Total 0 0 2 1 3 3 0 3 0 6 2 0 0 0 2 0 0 0 0 0 11 08:00 AM 0 0 1 0 1 0 0 2 0 2 1 0 0 0 1 0 0 0 0 0 4 08:15 AM 0 0 0 0 0 1 1 1 0 3 1 0 0 0 1 0 0 0 0 0 4 Grand Total 0 0 3 1 4 4 1 6 0 11 4 0 0 0 4 0 0 0 0 0 19 Apprch % 0 0 75 25 36.4 9.1 54.5 0 100 0 0 0 0 0 0 0 Total % 0 0 15.8 5.3 21.1 21.1 5.3 31.6 0 57.9 21.1 0 0 0 21.1 0 0 0 0 0 111

Abelin Traffic Services 130 S. Howie Street Helena, MT 59601 File Name : 9thPM Site Code : 00000000 Start Date : 6/11/2018 Page No : 1 Groups Printed- Bank 2 NUCLEUS 9TH NUCLEUS 9TH Southbound Westbound Northbound Eastbound Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 04:30 PM 0 0 1 0 1 1 0 1 6 8 2 0 0 0 2 0 0 0 0 0 11 04:45 PM 0 0 1 0 1 1 0 1 4 6 1 0 0 0 1 0 0 0 0 0 8 Total 0 0 2 0 2 2 0 2 10 14 3 0 0 0 3 0 0 0 0 0 19 05:00 PM 0 0 1 0 1 2 0 1 0 3 1 0 0 0 1 0 0 0 0 0 5 05:15 PM 0 0 3 0 3 5 0 2 0 7 1 0 0 0 1 0 0 0 0 0 11 Grand Total 0 0 6 0 6 9 0 5 10 24 5 0 0 0 5 0 0 0 0 0 35 Apprch % 0 0 100 0 37.5 0 20.8 41.7 100 0 0 0 0 0 0 0 Total % 0 0 17.1 0 17.1 25.7 0 14.3 28.6 68.6 14.3 0 0 0 14.3 0 0 0 0 0 112

Abelin Traffic Services 130 S. Howie Street Helena, MT 59601 File Name : 3rdAM Site Code : 00000000 Start Date : 6/13/2018 Page No : 1 Groups Printed- Unshifted - Bank 1 - Bank 2 3RD Southbound HWY2 Westbound 3RD Northbound HWY2 Eastbound Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 07:30 AM 5 0 2 0 7 2 153 0 1 156 0 0 0 0 0 0 86 13 0 99 262 07:45 AM 3 0 3 0 6 0 149 0 0 149 0 0 0 0 0 0 113 1 0 114 269 Total 8 0 5 0 13 2 302 0 1 305 0 0 0 0 0 0 199 14 0 213 531 08:00 AM 5 0 1 0 6 0 118 0 0 118 0 0 0 0 0 0 109 2 0 111 235 08:15 AM 5 0 0 0 5 2 120 0 0 122 0 0 0 0 0 0 116 5 0 121 248 Grand Total 18 0 6 0 24 4 540 0 1 545 0 0 0 0 0 0 424 21 0 445 1014 Apprch % 75 0 25 0 0.7 99.1 0 0.2 0 0 0 0 0 95.3 4.7 0 Total % 1.8 0 0.6 0 2.4 0.4 53.3 0 0.1 53.7 0 0 0 0 0 0 41.8 2.1 0 43.9 Unshifted 18 0 6 0 24 4 529 0 1 534 0 0 0 0 0 0 411 20 0 431 989 % Unshifted 100 0 100 0 100 100 98 0 100 98 0 0 0 0 0 0 96.9 95.2 0 96.9 97.5 Bank 1 0 0 0 0 0 0 8 0 0 8 0 0 0 0 0 0 12 1 0 13 21 % Bank 1 0 0 0 0 0 0 1.5 0 0 1.5 0 0 0 0 0 0 2.8 4.8 0 2.9 2.1 Bank 2 0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 0 1 0 0 1 4 % Bank 2 0 0 0 0 0 0 0.6 0 0 0.6 0 0 0 0 0 0 0.2 0 0 0.2 0.4 113

Abelin Traffic Services 130 S. Howie Street Helena, MT 59601 File Name : 3rdpm Site Code : 00000000 Start Date : 6/11/2018 Page No : 1 Groups Printed- Unshifted - Bank 1 - Bank 2 3RD Southbound HWY 2 Westbound 3RD Northbound HWY 2 Eastbound Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total 04:30 PM 9 0 5 1 15 2 161 0 0 163 0 0 0 0 0 0 190 6 0 196 374 04:45 PM 4 0 6 1 11 5 166 0 0 171 0 0 0 0 0 0 188 4 0 192 374 Total 13 0 11 2 26 7 327 0 0 334 0 0 0 0 0 0 378 10 0 388 748 05:00 PM 5 0 8 0 13 4 163 0 0 167 0 0 0 0 0 0 185 6 0 191 371 05:15 PM 3 0 8 0 11 1 156 0 0 157 0 0 0 0 0 0 168 6 0 174 342 Grand Total 21 0 27 2 50 12 646 0 0 658 0 0 0 0 0 0 731 22 0 753 1461 Apprch % 42 0 54 4 1.8 98.2 0 0 0 0 0 0 0 97.1 2.9 0 Total % 1.4 0 1.8 0.1 3.4 0.8 44.2 0 0 45 0 0 0 0 0 0 50 1.5 0 51.5 Unshifted 21 0 27 2 50 12 630 0 0 642 0 0 0 0 0 0 713 22 0 735 1427 % Unshifted 100 0 100 100 100 100 97.5 0 0 97.6 0 0 0 0 0 0 97.5 100 0 97.6 97.7 Bank 1 0 0 0 0 0 0 14 0 0 14 0 0 0 0 0 0 9 0 0 9 23 % Bank 1 0 0 0 0 0 0 2.2 0 0 2.1 0 0 0 0 0 0 1.2 0 0 1.2 1.6 Bank 2 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 9 0 0 9 11 % Bank 2 0 0 0 0 0 0 0.3 0 0 0.3 0 0 0 0 0 0 1.2 0 0 1.2 0.8 114

Basic Volume Report: 3RD CFALLS Station ID : 3RD CFALLS Info Line 1 : ATS Info Line 2 : Unicorn #4 GPS Lat/Lon : DB File : 3RD CFALLS.DB Last Connected Device Type : Version Number : Serial Number : Number of Lanes : Posted Speed Limit : Unic-L 1.41 1 0.0 mph Lane #1 Configuration # Dir. Information Volume Mode Volume Sensors Divide By 2 Comment 1. NB Normal Axle Yes Lane #1 Basic Volume Data From: 15:00-06/11/2018 To: 08:59-06/13/2018 Date DW 0000 0100 0200 0300 0400 0500 0600 0700 0800 0900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 Total 061118 061218 061318 Month Total : Percent : ADT : M 58 59 44 47 43 21 19 15 8 314 T 3 3 2 1 1 6 16 13 39 30 34 30 47 36 31 43 59 64 59 45 26 14 17 9 628 W 4 2 4 1 0 3 10 24 29 77 7 5 6 2 1 9 26 37 68 30 34 30 47 36 31 101 118 108 106 88 47 33 32 17 1019 1% 0% 1% 0% 0% 1% 3% 4% 7% 3% 3% 3% 5% 4% 3% 10% 12% 11% 10% 9% 5% 3% 3% 2% 4 3 3 1 1 5 13 19 34 30 34 30 47 36 31 51 59 54 53 44 24 17 16 9 618 DW Totals : # Days : ADT : Percent : Sun Mon Tue Wed Thu Fri Sat 0 314 628 77 0 0 0 0.0 0.4 1.0 0.4 0.0 0.0 0.0 0 837 628 205 0 0 0 0% 31% 62% 8% 0% 0% 0% Weekday (Mon-Fri) : ADT : Weekend (Sat-Sun) : ADT : Total Percent 1019 100% 582 0 0% 0 Centurion Basic Volume Report Printed: 06/19/18 Page 1 115

Basic Volume Report: 9TH CFALLS Station ID : 9TH CFALLS Info Line 1 : ATS Info Line 2 : UNICORN 1 GPS Lat/Lon : DB File : 9TH CFALLS.DB Last Connected Device Type : Version Number : Serial Number : Number of Lanes : Posted Speed Limit : Unic-L 1.41 1 0.0 mph Lane #1 Configuration # Dir. Information Volume Mode Volume Sensors Divide By 2 Comment 1. E/W Normal Axle Yes Lane #1 Basic Volume Data From: 16:00-06/11/2018 To: 08:59-06/13/2018 Date DW 0000 0100 0200 0300 0400 0500 0600 0700 0800 0900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 Total 061118 061218 061318 Month Total : Percent : ADT : M 17 21 14 13 11 12 2 1 91 T 1 1 0 2 2 4 3 6 11 16 18 10 15 9 11 18 23 30 25 13 17 4 5 1 245 W 2 0 0 1 2 5 3 8 16 37 3 1 0 3 4 9 6 14 27 16 18 10 15 9 11 18 40 51 39 26 28 16 7 2 373 1% 0% 0% 1% 1% 2% 2% 4% 7% 4% 5% 3% 4% 2% 3% 5% 11% 14% 10% 7% 8% 4% 2% 1% 2 1 0 2 2 5 3 7 14 16 18 10 15 9 11 18 20 26 20 13 14 8 4 1 239 DW Totals : # Days : ADT : Percent : Sun Mon Tue Wed Thu Fri Sat 0 91 245 37 0 0 0 0.0 0.3 1.0 0.4 0.0 0.0 0.0 0 273 245 99 0 0 0 0% 24% 66% 10% 0% 0% 0% Weekday (Mon-Fri) : ADT : Weekend (Sat-Sun) : ADT : Total Percent 373 100% 218 0 0% 0 Centurion Basic Volume Report Printed: 06/19/18 Page 1 116

APPENDIX B Traffic Model 117

Colombia Falls Existing Traffic Seasaonal Correction Factor 0.84 The Highline Peak AM Hour Nucleus 3rd 222 3 3 7 LOS: B 11.2 9th 178 3 Bills 151 94 17 7 77 326 LOS: B 11.6 3 403 Hwy 2 87 17 326 390 LOS: B 10.3 Peak PM Hour Nucleus 3rd 333 3 3 3 LOS: B 13.0 9th 312 7 Bills 168 97 30 7 168 517 LOS: B 12.4 17 541 Hwy 2 222 20 491 638 LOS: B 14.0 118

Columbia Falls Site Generated Traffic The Highline AM Model Nucleus 3rd Ave East 15 ## # 0 ### 4 1 ## 16 0 # 5 4 16 # 9th 0 ## 1 # # 4 0 # 4 17 1 5 17 # IN 21 # 4 68 # Bill's OUT 85 68 # 68 68 1 5 ## # 48 20 # ### 5 43 ## 48 # 20 48 # 48 Hwy 2 ### 43 PM Model Nucleus 3rd Ave East 8 ## # 1 ### 15 0 ## 9 0 # 3 16 9 # 9th 1 ## 0 # # 16 0 # 17 9 9 # IN 84 0 3 # 17 36 # Bill's OUT 45 67 # 36 67 0 3 ## # 25 20 # ### 5 23 ## 25 # 11 47 # 47 Hwy 2 ### 42 119

Colombia Falls Total Projected Traffic The Highline Projected AM Hour Nucleus 3rd 0 0 222 19 0 0 7 8 LOS: B 10.4 0 0 9th 183 0 16 4 0 1 4 0 0 17 4 68 Bills 0 68 152 99 64 27 82 369 LOS:B 11.7 24 403 Hwy 2 87 64 369 390 Projected PM Hour Nucleus LOS: B 12.4 3rd 0 0 333 11 1 0 19 4 LOS: B 12.1 0 0 9th 315 0 9 8 0 0 16 0 0 9 17 36 Bills 0 67 168 100 55 27 173 540 LOS: B 12.6 28 541 Hwy 2 222 67 533 638 LOS: C 16.2 120

APPENDIX C LOS Calculations 121

HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency ATS Duration, h 0.25 Analyst RLA Analysis Date Jun 15, 2018 Area Type Other Jurisdiction MDT Time Period AM Projected Peak PHF 1.00 Urban Street Nucleus Analysis Year 2018 Analysis Period 1> 7:00 Intersection Hwy 2 File Name Nucleus and Hwy2 AM_with.xus Project Description The Highline Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 87 369 369 99 82 152 Signal Information Cycle, s 90.0 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Green Yellow Red 5.3 60.1 11.6 0.0 0.0 0.0 4.0 4.0 3.0 0.0 0.0 0.0 0.0 1.0 1.0 0.0 0.0 0.0 1 2 3 4 5 6 7 8 Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 5 2 6 4 Case Number 1.0 4.0 8.3 9.0 Phase Duration, s 9.3 74.4 65.1 15.6 Change Period, ( Y+R c ), s 4.0 5.0 5.0 4.0 Max Allow Headway ( MAH ), s 3.1 0.0 0.0 3.2 Queue Clearance Time ( g s ), s 3.3 11.2 Green Extension Time ( g e ), s 0.2 0.0 0.0 0.4 Phase Call Probability 0.89 1.00 Max Out Probability 0.00 0.00 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 5 2 6 16 7 14 Adjusted Flow Rate ( v ), veh/h 87 369 241 227 82 152 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1628 1627 1709 1585 1628 1448 Queue Service Time ( g s ), s 1.3 2.6 11.9 5.0 4.2 9.2 Cycle Queue Clearance Time ( g c ), s 1.3 2.6 11.9 5.0 4.2 9.2 Green Ratio ( g/c ) 0.75 0.77 0.67 0.67 0.13 0.13 Capacity ( c ), veh/h 667 2509 1141 1058 210 187 Volume-to-Capacity Ratio ( X ) 0.130 0.147 0.211 0.215 0.391 0.814 Back of Queue ( Q ), ft/ln ( 50 th percentile) 7.5 15.1 40.7 38 40.9 83.4 Back of Queue ( Q ), veh/ln ( 50 th percentile) 0.3 0.6 1.6 1.5 1.6 3.3 Queue Storage Ratio ( RQ ) ( 50 th percentile) 0.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay ( d 1 ), s/veh 4.2 2.7 5.8 5.8 36.0 38.1 Incremental Delay ( d 2 ), s/veh 0.0 0.1 0.4 0.5 0.4 3.3 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 4.2 2.8 6.2 6.3 36.4 41.4 Level of Service (LOS) A A A A D D Approach Delay, s/veh / LOS 3.1 A 6.2 A 0.0 39.7 D Intersection Delay, s/veh / LOS 11.7 B Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 0.63 A 1.86 B 2.15 B 2.31 B Bicycle LOS Score / LOS 0.86 A 0.87 A F Copyright 2018 University of Florida, All Rights Reserved. HCS Streets Version 7.5 Generated: 6/28/2018 122 3:33:40 PM

HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency ATS Duration, h 0.25 Analyst RLA Analysis Date Jun 15, 2018 Area Type Other Jurisdiction MDT Time Period PM Projected Peak PHF 1.00 Urban Street Nucleus Analysis Year 2018 Analysis Period 1> 7:00 Intersection Hwy 2 File Name Nucleus and Hwy2 PM.xus Project Description The Highline Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 222 491 517 97 168 168 Signal Information Cycle, s 90.0 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Green Yellow Red 6.1 58.2 12.7 0.0 0.0 0.0 4.0 4.0 3.0 0.0 0.0 0.0 0.0 1.0 1.0 0.0 0.0 0.0 1 2 3 4 5 6 7 8 Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 5 2 6 4 Case Number 1.0 4.0 8.3 9.0 Phase Duration, s 10.1 73.3 63.2 16.7 Change Period, ( Y+R c ), s 4.0 5.0 5.0 4.0 Max Allow Headway ( MAH ), s 3.1 0.0 0.0 3.2 Queue Clearance Time ( g s ), s 5.7 12.1 Green Extension Time ( g e ), s 0.4 0.0 0.0 0.6 Phase Call Probability 1.00 1.00 Max Out Probability 0.00 0.00 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 5 2 6 16 7 14 Adjusted Flow Rate ( v ), veh/h 222 491 315 299 168 168 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1628 1627 1709 1615 1628 1448 Queue Service Time ( g s ), s 3.7 3.9 11.0 7.2 8.9 10.1 Cycle Queue Clearance Time ( g c ), s 3.7 3.9 11.0 7.2 8.9 10.1 Green Ratio ( g/c ) 0.74 0.76 0.65 0.65 0.14 0.14 Capacity ( c ), veh/h 610 2469 1105 1045 230 204 Volume-to-Capacity Ratio ( X ) 0.364 0.199 0.285 0.287 0.731 0.822 Back of Queue ( Q ), ft/ln ( 50 th percentile) 23.2 23.2 61.4 57.4 88.5 91.6 Back of Queue ( Q ), veh/ln ( 50 th percentile) 0.9 0.9 2.4 2.3 3.5 3.6 Queue Storage Ratio ( RQ ) ( 50 th percentile) 0.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay ( d 1 ), s/veh 4.9 3.1 6.9 6.9 37.0 37.5 Incremental Delay ( d 2 ), s/veh 0.1 0.2 0.6 0.7 1.7 3.1 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 5.1 3.3 7.5 7.6 38.7 40.7 Level of Service (LOS) A A A A D D Approach Delay, s/veh / LOS 3.8 A 7.6 A 0.0 39.7 D Intersection Delay, s/veh / LOS 12.4 B Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 0.64 A 1.87 B 2.15 B 2.31 B Bicycle LOS Score / LOS 1.08 A 0.99 A F Copyright 2018 University of Florida, All Rights Reserved. HCS Streets Version 7.5 Generated: 6/28/2018 123 3:34:52 PM

HCS7 Two-Way Stop-Control Report General Information Site Information Analyst RLA Intersection Nucleus & Ninth Agency/Co. Abelin Traffic Services Jurisdiction Columbia Falls Date Performed 6/27/2018 East/West Street Ninth St. Analysis Year 2018 North/South Street Nucleus Ave. Time Analyzed AM Peak Hour Peak Hour Factor 1.00 Intersection Orientation North-South Analysis Time Period (hrs) 0.25 Project Description Lanes Highline Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 0 0 1 0 0 0 1 0 0 1 1 0 Configuration LR TR L T Volume (veh/h) 7 3 178 3 3 222 Percent Heavy Vehicles (%) 3 3 3 Proportion Time Blocked Percent Grade (%) 6 Right Turn Channelized Median Type Storage Critical and Follow-up Headways Undivided Base Critical Headway (sec) 7.1 6.2 4.1 Critical Headway (sec) 7.63 6.83 4.13 Base Follow-Up Headway (sec) 3.5 3.3 2.2 Follow-Up Headway (sec) 3.53 3.33 2.23 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 10 3 Capacity, c (veh/h) 587 1388 v/c Ratio 0.02 0.00 95% Queue Length, Q₉₅ (veh) 0.1 0.0 Control Delay (s/veh) 11.2 7.6 Level of Service (LOS) B A Approach Delay (s/veh) 11.2 0.1 Approach LOS B Copyright 2018 University of Florida. All Rights Reserved. HCS TWSC Version 7.5 Generated: 6/28/2018 2:09:53 PM NucleusAM.xtw 124

HCS7 Two-Way Stop-Control Report General Information Site Information Analyst RLA Intersection Nucleus & Ninth Agency/Co. Abelin Traffic Services Jurisdiction Columbia Falls Date Performed 6/28/2018 East/West Street Ninth St. Analysis Year 2018 North/South Street Nucleus Ave. Time Analyzed PM Peak Hour Peak Hour Factor 1.00 Intersection Orientation North-South Analysis Time Period (hrs) 0.25 Project Description Lanes Highline Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 0 0 1 0 0 0 1 0 0 1 1 0 Configuration LR TR L T Volume (veh/h) 3 3 312 7 3 333 Percent Heavy Vehicles (%) 3 3 3 Proportion Time Blocked Percent Grade (%) 6 Right Turn Channelized Median Type Storage Critical and Follow-up Headways Undivided Base Critical Headway (sec) 7.1 6.2 4.1 Critical Headway (sec) 7.63 6.83 4.13 Base Follow-Up Headway (sec) 3.5 3.3 2.2 Follow-Up Headway (sec) 3.53 3.33 2.23 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 6 3 Capacity, c (veh/h) 459 1235 v/c Ratio 0.01 0.00 95% Queue Length, Q₉₅ (veh) 0.0 0.0 Control Delay (s/veh) 13.0 7.9 Level of Service (LOS) B A Approach Delay (s/veh) 13.0 0.1 Approach LOS B Copyright 2018 University of Florida. All Rights Reserved. HCS TWSC Version 7.5 Generated: 6/28/2018 2:11:12 PM NucleusPM.xtw 125

HCS7 Two-Way Stop-Control Report General Information Site Information Analyst RLA Intersection Hwy 2 & 3rd st E. Agency/Co. Abelin Traffic Services Jurisdiction Columbia Falls Date Performed 6/27/2018 East/West Street Hwy 2 Analysis Year 2018 North/South Street 3rd St. E. Time Analyzed AM Peak Hour Peak Hour Factor 1.00 Intersection Orientation East-West Analysis Time Period (hrs) 0.25 Project Description Lanes Highline Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 1 2 0 0 0 2 0 0 0 0 0 1 0 Configuration L T T TR LR Volume (veh/h) 0 17 390 403 7 3 17 Percent Heavy Vehicles (%) 3 3 3 3 Proportion Time Blocked Percent Grade (%) 0 Right Turn Channelized Median Type Storage Critical and Follow-up Headways Undivided Base Critical Headway (sec) 4.1 7.5 6.9 Critical Headway (sec) 4.16 6.86 6.96 Base Follow-Up Headway (sec) 2.2 3.5 3.3 Follow-Up Headway (sec) 2.23 3.53 3.33 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 17 20 Capacity, c (veh/h) 1138 696 v/c Ratio 0.01 0.03 95% Queue Length, Q₉₅ (veh) 0.0 0.1 Control Delay (s/veh) 8.2 10.3 Level of Service (LOS) A B Approach Delay (s/veh) 0.3 10.3 Approach LOS B Copyright 2018 University of Florida. All Rights Reserved. HCS TWSC Version 7.5 Generated: 6/28/2018 2:07:30 PM 3rdAM.xtw 126

HCS7 Two-Way Stop-Control Report General Information Site Information Analyst RLA Intersection Hwy 2 & 3rd st E. Agency/Co. Abelin Traffic Services Jurisdiction Columbia Falls Date Performed 6/27/2018 East/West Street Hwy 2 Analysis Year 2018 North/South Street 3rd St. E. Time Analyzed PM Peak Hour Peak Hour Factor 1.00 Intersection Orientation East-West Analysis Time Period (hrs) 0.25 Project Description Lanes West Bank Flats Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 1 2 0 0 0 2 0 0 0 0 0 1 0 Configuration L T T TR LR Volume (veh/h) 0 20 638 541 7 17 30 Percent Heavy Vehicles (%) 3 3 3 3 Proportion Time Blocked Percent Grade (%) 0 Right Turn Channelized Median Type Storage Critical and Follow-up Headways Undivided Base Critical Headway (sec) 4.1 7.5 6.9 Critical Headway (sec) 4.16 6.86 6.96 Base Follow-Up Headway (sec) 2.2 3.5 3.3 Follow-Up Headway (sec) 2.23 3.53 3.33 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 20 47 Capacity, c (veh/h) 1011 449 v/c Ratio 0.02 0.10 95% Queue Length, Q₉₅ (veh) 0.1 0.3 Control Delay (s/veh) 8.6 14.0 Level of Service (LOS) A B Approach Delay (s/veh) 0.3 14.0 Approach LOS B Copyright 2018 University of Florida. All Rights Reserved. HCS TWSC Version 7.5 Generated: 6/28/2018 2:08:43 PM 3rdPM.xtw 127

HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency ATS Duration, h 0.25 Analyst RLA Analysis Date Jun 15, 2018 Area Type Other Jurisdiction MDT Time Period AM Projected Peak PHF 1.00 Urban Street Nucleus Analysis Year 2018 Analysis Period 1> 7:00 Intersection Hwy 2 File Name Nucleus and Hwy2 AM_with.xus Project Description The Highline Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 87 369 369 99 82 152 Signal Information Cycle, s 90.0 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Green Yellow Red 5.3 60.1 11.6 0.0 0.0 0.0 4.0 4.0 3.0 0.0 0.0 0.0 0.0 1.0 1.0 0.0 0.0 0.0 1 2 3 4 5 6 7 8 Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 5 2 6 4 Case Number 1.0 4.0 8.3 9.0 Phase Duration, s 9.3 74.4 65.1 15.6 Change Period, ( Y+R c ), s 4.0 5.0 5.0 4.0 Max Allow Headway ( MAH ), s 3.1 0.0 0.0 3.2 Queue Clearance Time ( g s ), s 3.3 11.2 Green Extension Time ( g e ), s 0.2 0.0 0.0 0.4 Phase Call Probability 0.89 1.00 Max Out Probability 0.00 0.00 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 5 2 6 16 7 14 Adjusted Flow Rate ( v ), veh/h 87 369 241 227 82 152 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1628 1627 1709 1585 1628 1448 Queue Service Time ( g s ), s 1.3 2.6 11.9 5.0 4.2 9.2 Cycle Queue Clearance Time ( g c ), s 1.3 2.6 11.9 5.0 4.2 9.2 Green Ratio ( g/c ) 0.75 0.77 0.67 0.67 0.13 0.13 Capacity ( c ), veh/h 667 2509 1141 1058 210 187 Volume-to-Capacity Ratio ( X ) 0.130 0.147 0.211 0.215 0.391 0.814 Back of Queue ( Q ), ft/ln ( 50 th percentile) 7.5 15.1 40.7 38 40.9 83.4 Back of Queue ( Q ), veh/ln ( 50 th percentile) 0.3 0.6 1.6 1.5 1.6 3.3 Queue Storage Ratio ( RQ ) ( 50 th percentile) 0.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay ( d 1 ), s/veh 4.2 2.7 5.8 5.8 36.0 38.1 Incremental Delay ( d 2 ), s/veh 0.0 0.1 0.4 0.5 0.4 3.3 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 4.2 2.8 6.2 6.3 36.4 41.4 Level of Service (LOS) A A A A D D Approach Delay, s/veh / LOS 3.1 A 6.2 A 0.0 39.7 D Intersection Delay, s/veh / LOS 11.7 B Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 0.63 A 1.86 B 2.15 B 2.31 B Bicycle LOS Score / LOS 0.86 A 0.87 A F Copyright 2018 University of Florida, All Rights Reserved. HCS Streets Version 7.5 Generated: 6/28/2018 128 3:33:40 PM

HCS7 Signalized Intersection Results Summary General Information Intersection Information Agency ATS Duration, h 0.25 Analyst RLA Analysis Date Jun 15, 2018 Area Type Other Jurisdiction MDT Time Period PM Projected Peak PHF 1.00 Urban Street Nucleus Analysis Year 2018 Analysis Period 1> 7:00 Intersection Hwy 2 File Name Nucleus and Hwy2 PM_with.xus Project Description The Highline Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand ( v ), veh/h 222 533 540 100 173 168 Signal Information Cycle, s 90.0 Reference Phase 2 Offset, s 0 Reference Point End Uncoordinated No Simult. Gap E/W On Force Mode Fixed Simult. Gap N/S On Green Yellow Red 6.1 58.1 12.8 0.0 0.0 0.0 4.0 4.0 3.0 0.0 0.0 0.0 0.0 1.0 1.0 0.0 0.0 0.0 1 2 3 4 5 6 7 8 Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 5 2 6 4 Case Number 1.0 4.0 8.3 9.0 Phase Duration, s 10.1 73.2 63.1 16.8 Change Period, ( Y+R c ), s 4.0 5.0 5.0 4.0 Max Allow Headway ( MAH ), s 3.1 0.0 0.0 3.2 Queue Clearance Time ( g s ), s 5.8 12.1 Green Extension Time ( g e ), s 0.4 0.0 0.0 0.6 Phase Call Probability 1.00 1.00 Max Out Probability 0.00 0.00 Movement Group Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 5 2 6 16 7 14 Adjusted Flow Rate ( v ), veh/h 222 533 328 312 173 168 Adjusted Saturation Flow Rate ( s ), veh/h/ln 1628 1627 1709 1616 1628 1448 Queue Service Time ( g s ), s 3.8 4.3 18.5 7.6 9.2 10.1 Cycle Queue Clearance Time ( g c ), s 3.8 4.3 18.5 7.6 9.2 10.1 Green Ratio ( g/c ) 0.74 0.76 0.65 0.65 0.14 0.14 Capacity ( c ), veh/h 536 2467 1103 1043 231 206 Volume-to-Capacity Ratio ( X ) 0.415 0.216 0.297 0.299 0.749 0.817 Back of Queue ( Q ), ft/ln ( 50 th percentile) 23.5 25.6 65.3 61 91.6 91.4 Back of Queue ( Q ), veh/ln ( 50 th percentile) 0.9 1.0 2.6 2.4 3.6 3.6 Queue Storage Ratio ( RQ ) ( 50 th percentile) 0.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay ( d 1 ), s/veh 6.9 3.2 7.0 7.0 37.1 37.5 Incremental Delay ( d 2 ), s/veh 0.2 0.2 0.7 0.7 1.8 3.0 Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay ( d ), s/veh 7.1 3.4 7.7 7.8 38.9 40.5 Level of Service (LOS) A A A A D D Approach Delay, s/veh / LOS 4.4 A 7.7 A 0.0 39.7 D Intersection Delay, s/veh / LOS 12.6 B Multimodal Results EB WB NB SB Pedestrian LOS Score / LOS 0.64 A 1.87 B 2.15 B 2.31 B Bicycle LOS Score / LOS 1.11 A 1.02 A F Copyright 2018 University of Florida, All Rights Reserved. HCS Streets Version 7.5 Generated: 6/28/2018 129 3:35:24 PM

HCS7 Two-Way Stop-Control Report General Information Site Information Analyst RLA Intersection Nucleus & Ninth Agency/Co. Abelin Traffic Services Jurisdiction Columbia Falls Date Performed 6/27/2018 East/West Street Ninth St. Analysis Year 2018 North/South Street Nucleus Ave. Time Analyzed AM Projected Peak Hour Peak Hour Factor 1.00 Intersection Orientation North-South Analysis Time Period (hrs) 0.25 Project Description Lanes Highline Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 0 0 1 0 0 0 1 0 0 1 1 0 Configuration LR TR L T Volume (veh/h) 8 19 183 4 7 222 Percent Heavy Vehicles (%) 3 3 3 Proportion Time Blocked Percent Grade (%) 6 Right Turn Channelized Median Type Storage Critical and Follow-up Headways Undivided Base Critical Headway (sec) 7.1 6.2 4.1 Critical Headway (sec) 7.63 6.83 4.13 Base Follow-Up Headway (sec) 3.5 3.3 2.2 Follow-Up Headway (sec) 3.53 3.33 2.23 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 27 7 Capacity, c (veh/h) 698 1381 v/c Ratio 0.04 0.01 95% Queue Length, Q₉₅ (veh) 0.1 0.0 Control Delay (s/veh) 10.4 7.6 Level of Service (LOS) B A Approach Delay (s/veh) 10.4 0.2 Approach LOS B Copyright 2018 University of Florida. All Rights Reserved. HCS TWSC Version 7.5 Generated: 6/28/2018 2:10:41 PM NucleusAMwith.xtw 130

HCS7 Two-Way Stop-Control Report General Information Site Information Analyst RLA Intersection Nucleus & Ninth Agency/Co. Abelin Traffic Services Jurisdiction Columbia Falls Date Performed 6/28/2018 East/West Street Ninth St. Analysis Year 2018 North/South Street Nucleus Ave. Time Analyzed PM Projected Peak Hour Peak Hour Factor 1.00 Intersection Orientation North-South Analysis Time Period (hrs) 0.25 Project Description Lanes Highline Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 0 0 1 0 0 0 1 0 0 1 1 0 Configuration LR TR L T Volume (veh/h) 4 11 315 8 19 333 Percent Heavy Vehicles (%) 3 3 3 Proportion Time Blocked Percent Grade (%) 6 Right Turn Channelized Median Type Storage Critical and Follow-up Headways Undivided Base Critical Headway (sec) 7.1 6.2 4.1 Critical Headway (sec) 7.63 6.83 4.13 Base Follow-Up Headway (sec) 3.5 3.3 2.2 Follow-Up Headway (sec) 3.53 3.33 2.23 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 15 19 Capacity, c (veh/h) 524 1231 v/c Ratio 0.03 0.02 95% Queue Length, Q₉₅ (veh) 0.1 0.0 Control Delay (s/veh) 12.1 8.0 Level of Service (LOS) B A Approach Delay (s/veh) 12.1 0.4 Approach LOS B Copyright 2018 University of Florida. All Rights Reserved. HCS TWSC Version 7.5 Generated: 6/28/2018 2:11:38 PM NucleusPMwith.xtw 131

HCS7 Two-Way Stop-Control Report General Information Site Information Analyst RLA Intersection Hwy 2 & 3rd st E. Agency/Co. Abelin Traffic Services Jurisdiction Columbia Falls Date Performed 6/27/2018 East/West Street Hwy 2 Analysis Year 2018 North/South Street 3rd St. E. Time Analyzed AM Projected Peak Hour Peak Hour Factor 1.00 Intersection Orientation East-West Analysis Time Period (hrs) 0.25 Project Description Lanes Highline Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 1 2 0 0 0 2 0 0 0 0 0 1 0 Configuration L T T TR LR Volume (veh/h) 0 64 390 403 27 24 68 Percent Heavy Vehicles (%) 3 3 3 3 Proportion Time Blocked Percent Grade (%) 0 Right Turn Channelized Median Type Storage Critical and Follow-up Headways Undivided Base Critical Headway (sec) 4.1 7.5 6.9 Critical Headway (sec) 4.16 6.86 6.96 Base Follow-Up Headway (sec) 2.2 3.5 3.3 Follow-Up Headway (sec) 2.23 3.53 3.33 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 64 92 Capacity, c (veh/h) 1119 578 v/c Ratio 0.06 0.16 95% Queue Length, Q₉₅ (veh) 0.2 0.6 Control Delay (s/veh) 8.4 12.4 Level of Service (LOS) A B Approach Delay (s/veh) 1.2 12.4 Approach LOS B Copyright 2018 University of Florida. All Rights Reserved. HCS TWSC Version 7.5 Generated: 6/28/2018 2:08:06 PM 3rdAMwith.xtw 132

HCS7 Two-Way Stop-Control Report General Information Site Information Analyst RLA Intersection Hwy 2 & 3rd st E. Agency/Co. Abelin Traffic Services Jurisdiction Columbia Falls Date Performed 6/27/2018 East/West Street Hwy 2 Analysis Year 2018 North/South Street 3rd St. E. Time Analyzed PM Projected Peak Hour Peak Hour Factor 1.00 Intersection Orientation East-West Analysis Time Period (hrs) 0.25 Project Description Lanes West Bank Flats Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 1 2 0 0 0 2 0 0 0 0 0 1 0 Configuration L T T TR LR Volume (veh/h) 0 67 638 541 27 28 55 Percent Heavy Vehicles (%) 3 3 3 3 Proportion Time Blocked Percent Grade (%) 0 Right Turn Channelized Median Type Storage Critical and Follow-up Headways Undivided Base Critical Headway (sec) 4.1 7.5 6.9 Critical Headway (sec) 4.16 6.86 6.96 Base Follow-Up Headway (sec) 2.2 3.5 3.3 Follow-Up Headway (sec) 2.23 3.53 3.33 Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 67 83 Capacity, c (veh/h) 993 405 v/c Ratio 0.07 0.21 95% Queue Length, Q₉₅ (veh) 0.2 0.8 Control Delay (s/veh) 8.9 16.2 Level of Service (LOS) A C Approach Delay (s/veh) 0.8 16.2 Approach LOS C Copyright 2018 University of Florida. All Rights Reserved. HCS TWSC Version 7.5 Generated: 6/28/2018 2:09:27 PM 3rdPMwith.xtw 133

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