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HomeMy WebLinkAbout16 - Traffic Impact Study - Cottonwood Corner Condos abelin traffic Cottonwood Corner Apartments services and NE Babcock & Cottonwood Commercial Traffic Impact Study Bozeman, Montana Prepared For: C&H Engineering and Surveying, Inc. 1091 Stoneridge Drive Bozeman, MT 59718 June, 2016 130 South Howie Street i Cottonwood Corner Apts. and NE Babcock&Cottonwood TIS Bozeman,Montana Table of Contents A. Executive Summary......................................................................................1 B. Project Description........................................................................................1 C. Existing Conditions........................................................................................1 AdjacentRoadways ..............................................................................2 TrafficCounts........................................................................................3 Adjacent Developments........................................................................3 Planned Road Improvements................................................................3 Levelof Service.....................................................................................3 D. Proposed Development..............................................................................4 E. Trip Generation and Assignment................................................................6 F. Trip Distribution ..........................................................................................7 G. Traffic Impacts Outside of the Development...............................................7 H. Impact Summary& Recommendations......................................................9 List of Figures Figure 1 - Proposed Development Site...................................................................2 Figure 2- Proposed Development.............. Figure3-Trip Distribution.......................................................................................7 List of Tables Table 1 - 2016 Level of Service Summary..............................................................4 Table 2- Trip Generation Rates.............................................................................6 Table 3-Additional Development Trip Generation.................................................6 Table 4- Future Level of Service Summary.......................................................... 8 i Cottonwood Corner Apts. and NE Babcock&Cottonwood TIS Bozeman,Montana Cottonwood Corner Apartments & NE Babcock & Cottonwood Commercial Traffic Impact Study Bozeman, Montana A. EXECUTIVE SUMMARY l� StwS -716 u4TIs. The Cottonwood Corner Apartments is a 2-acre 8 t development located east of Cottonwood Road and south of Babcock Street. The NE Ba cock & Cottonwood development is a 2.5-acre commercial project located east of Cottonwood Road and north of Babcock Street. The projects would produce 559 and 736 daily trips respectively (1,295 daily trips total). As proposed, the Cottonwood Corner Apartments and NE Babcock & Cottonwood commercial developments will not create any additional roadway capacity problems in this area. The developments should contribute to the installation of the planned traffic signal at Ferguson Road & Babcock Street. The Cottonwood Corner Apartments should configure their parking lot to potentially provide access to a combined approach at Stafford Avenue in the future if and when the property to the east is developed. The NE Babcock & Cottonwood commercial development should identify appropriate commercial truck routes through the development and consider modifying the Stafford Avenue/Babcock Street intersection if necessary. B. PROJECT DESCRIPTION This document studies the possible effect on the surrounding road system from two separate development projects located east of Cottonwood Road at Babcock Street in Bozeman, Montana. The developments include a proposed apartment complex south of Babcock Street and a mixed- use commercial project north of Babcock Street. The document also identifies any traffic mitigation efforts that the developments may require. The site is located north of the West Edge Condominiums. The projects would be developed to include up to 84 new residential units and approximately 29,000 S.F. of retail and commercial space. Based on the City of Bozeman Subdivision Regulations, the developers must study all effected intersections within 1/2 mile of the proposed development, which includes the intersections of Cottonwood Road with Durston Road, Babcock Street, and Huffine Lane and the intersection of Babcock Street with Ferguson Road to the east. C. EXISTING CONDITIONS The proposed development properties currently consists of a 2-acre parcel of undeveloped land located east of Cottonwood Road and south of Babcock Street which would be developed into the Cottonwood Corner Apartments and 2.5 acres of land located north of Babcock Street which would be developed into the NE Babcock & Cottonwood commercial development. The Abelin Traffic Services 1 June 2016 Cottonwood Corner Apts. and NE Babcock& Cottonwood TIS Bozeman,Montana topography in this area is flat. See Figure 1 for a location map of the proposed development. Fi ure 1- Pro osed Develo ment Site ab ICWY • stud' t � - Adjacent Roadways Cottonwood Road is a north/south principal arterial street. North of Huffine Lane the road has experienced a significant amount of new development over the past ten years including the JC Billion car dealership and a variety of offices, apartment, and residential developments. South of Babcock Street the road has a five lane cross section, and north of Babcock Street the road has a two-lane cross section. The intersections of Cottonwood Road with Durston Road and Huffine Lane are currently signalized. The posted speed limit is 35 MPH south of Babcock Street and 40 MPH north of Babcock Street. Abelin Traffic Services 2 June 2016 Cottonwood Corner Apts. and NE Babcock&Cottonwood TIS Bozeman,Montana West Babcock Street is an east-west, two-way collector route which extends west of Main Street. East of Cottonwood Road the street has a paved width of 40 feet with bike lanes. The posted speed limit is 30 MPH. The road currently carries 2,000 VPD east of Cottonwood Road. Stafford Avenue is a local road which extends north from Babcock Street. The road has a paved width of 30 feet and provides access to a variety of new residential developments. The road currently carries approximately 500 VPD. Traffic Counts In May 2016 Abelin Traffic Services (ATS) collected turning movement count data at the intersections of Babcock Street with Cottonwood Road and Stafford Avenue. This data was supplemented with data collected by ATS at Ferguson Road in 2015, data collected by RPA at Durston Road and Cottonwood Road in 2015, and data collected by MDT at Cottonwood Road and Huffine Lane. The raw traffic data is included in Appendix A of this report. Additional Developments Phases 3 of the Norton East Ranch project is currently under construction at the west end of Babcock Street. This project includes 106 single family residential units. The Lupine Village development is currently under construction west of Ferguson Road and south of Babcock Street. The Lupine Village project will ultimately include the construction of 30 residential units. Traffic from these projects was included in the future traffic projections for this traffic study. Planned Road Improvements The City of Bozeman is currently planning improvement projects along Cottonwood Road. These plans include upgrading Cottonwood Road to a five-lane arterial section from Fallon Street to Baxter Lane. The City of Bozeman also has plans to install a traffic signal at the intersection of Ferguson Road and Babcock Street and has plans to widen Babcock Street to a three-lane cross-section from Cottonwood Road to Ferguson Road to address increasing traffic volumes in this area. 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 Abelin Traffic Services 3 June 2016 Cottonwood Corner Apts. and NE Babcock&Cottonwood TIS Bozeman,Montana (HCM) - Special Report 209 and the Highway Capacity Software (HCS) version 6.7. 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 1 shows the existing 2016 LOS for the AM and PM peak hours without the traffic from the proposed developments. The LOS calculations are included in Appendix C. The table shows that most of the existing intersections along Cottonwood Road are currently operating within acceptable limits. The traffic signal recently installed at the intersection of Cottonwood Road and Durston Road has corrected the congestion issues at that location. The intersection of Ferguson Road and Babcock Street is currently experiencing excessive evening peak-hour delay. The City of Bozeman has preliminary plans to install a traffic signal at this location to improve traffic flow. Table 1 —2016 Level of Service Summary AM Peak Hour PM Peak Hour Intersection Delay Sec. LOS Delay (Sec.) LOS Cottonwood Road & 16.8 B 25.4 C Durston Road Cottonwood Road & 16.3/14.6 C/B 18.6/12.5 C/B Babcock Street* Cottonwood Road & 16.1 B 13.5 B Huffine Lane Babcock Street & 9.1 A 9.4 A Stafford Avenue* Babcock Street & 18.4/18.9 C/C 31.7/44.7 D/E Ferguson Road* "Northbound/Souhbound or Westbound/Eastbound Side Street LOS and Delay D. PROPOSED DEVELOPMENT The development currently under consideration for this site includes 2 acres of land located east of Cottonwood Road which would be developed into an 84-unit Apartment complex and 2.5 acres which would be developed into a mixed-use commercial development. Adoess to the Cottonwood Corner Apartments would be provided through the existing approach on the southern end of the property (right in/out only) and a new approach onto Babcock Street. Access to the NE Babcock & Cottonwood project would be provided from Stafford Avenue and a new right in/out only onto Cottonwood Road 300 feet north of Babcock Street. It is possible that a portion of the NE Babcock & Cottonwood development may be converted to residential. The Cottonwood Comer Apartments site plan is shown in Figure 2. The site plan for the NE Babcock & Cottonwood development is not yet available. It is anticipated these project would begin construction in 2017 with full build-out by early 2018. Abelin Traffic Services 4 June 2016 Cottonwood Corner Apts. and NE Babcock&Cottonwood TIS Bozeman, Montana Figure 3 - Proposed Cottonwood Corner Apartments •.4+iii(s. i Y;bi M'nl^'lW p9 Ma b•N.M n.!91 ti'�1 �� -1 a'..11 I � `t )Vaiw. �93vFPe �sW�l�✓G.i Is4u9 e�ilji%I? '1rg aF.� 1 t Abelin Traffic Services 5 June 2016 Cottonwood Corner Apts. and NE Babcock&Cottonwood TIS Bozeman,Montana 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, Ninth 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 developments would produce 83 AM peak hour trips, 121 PM peak hour trips, and 1,295 daily trips with 559 trips produced by the Cottonwood Corner Apartments (43%) and 736 trips produced by the NE Babcock & Cottonwood commercial project (57%). If a portion of the NE Babcock & Cottonwood project were converted to a residential development the overall trip generation from the site would decrease. See Table 2 for detailed trip generation information. Table 2 - Trip Generation Rates AM Peak Total AM PM Peak Total PM Hour Trip Peak Hour Trip Peak Weekday Total Ends per Hour Trip Ends per Hour Trip Trip Ends Weekday Land Use Units Unit Ends Unit Ends per Unit Trip Ends Cottonwood 84 Apartments Units 0.51 43 0.62 52 6.65 559 10 Office Park KSF 1.71 17 1.48 15 11.42 114 13.8 Business Park KSF 1.4 19 1.26 17 12.44 172 Cafe/ 5 Restaurant KSF 0.81 4 7.49 1 37 89.95 450 TOTAL 83 1 1 121 1 1,295 The other projects which were accounted for in the traffic modeling include the Norton Ranch Phases 3 development and the Lupine Village residential development. The trip generation from these projects is shown in Table 3. This data was obtained from the traffic impact studies prepared for each of these projects. Table 3 —Additional Development Trip Generation Total AM Total PM Peak Hour Peak Hour Total Weekday Land Use Units Trip Ends Trip Ends Trip Ends Norton Phase 3 106 80 107 1,014 Lupine Village 30 23 30 1 286 TOTAL 136 103 137 1 1,300 Abelin Traffic Services 6 June 2016 Cottonwood Corner Apts. and NE Babcock&Cottonwood TIS Bozeman,Montana F. TRIP DISTRIBUTION The traffic distribution and assignment for the proposed subdivisions 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. Figure 3—Trip Distribution Durston Road 20% 0 0 3 c o NE Babcock& o Cottonwood v Commercial Babcock Street 0 0 5 o Cottonwood 35 0 Corner Apartments 40% Huffine Lane 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 Cottonwood Corner Apartments & NE Babcock & Cottonwood commercial development is shown in Table 4. The future traffic modeling also includes the projected traffic volumes from the Phases 3 of the Norton Ranch Project and the Lupine Village residential development. These calculations are included in Appendix B of this report. Table 4 indicates that the construction of the Cottonwood Corner Apartments and NE Babcock & Cottonwood commercial developments will not cause any roadway capacity problems along Cottonwood Road. The recently installed traffic signal at the intersection of Cottonwood Road Abelin Traffic Services 7 June 2016 Cottonwood Corner Apts. and NE Babcock&Cottonwood TIS Bozeman,Montana and Durston Road has corrected the traffic issues at that location. The Cottonwood Road intersections of Huffine Lane and Babcock Street have sufficient reserve capacity to handle the additional traffic loads from these projects. With planned road improvements in this area, all streets will remain well within their recommended carrying capacity for their functional classification(40,000 VPD for 5-lane arterials and 18,000 VPD for 3-lane collectors). The intersection of Ferguson Road and Babcock Street currently has known capacity problems and the City of Bozeman has preliminary plans to install a traffic signal at this location to improve the level of service. The developers should contribute to the installation of the traffic signal at this location. The Cottonwood Corner Apartments and NE Babcock & Cottonwood commercial development will account for 3% additional traffic at this location at full build-out. Table 4-Future Level of Service Summary AM Peak Hour T PM Peak Hour Intersection Delay Sec. LOS Delay Sec. LOS Cottonwood Road & 17.9 B 27.0 C o Durston Road �la Cottonwood Road & 17.7/16.7 C/C 21.2/15.5 C/C Babcock Street* �QB Cottonwood Road & 16.6 B 14.5 B o� Huffine Lane Babcock Street & Cottonwood Corner Apt.* 9.5 A 9.4 A �. Babcock Street & 9.2 A 9.5 A Stafford Avenue* Babcock Street & 12.9 B 15.5 B Ferguson Road** *Northbound/Southbound or Westbound/Eastbound Side Street LOS and Delay. **With Planned Traffic Signal. The proposed approach to the Cottonwood Corner apartments on Babcock Street is 235 feet from Cottonwood Road and 63 feet from Stafford Avenue. While these distances are less than the recommended City of Bozeman Standards for collector roads (330 feet and 150 feet respectively), the approach configuration should function adequately for the proposed land uses. The proposed approach configuration would be similar to the existing approaches on Babcock Street one block east at the Aspen Springs Condos just east of Ferguson Road. That location has three separate approaches (Broadwater Ct, Aspen Springs, & N. Sanders Ave.) starting 260 feet from Ferguson Road and separated by 70 to 80 feet. It would be ideal for the Cottonwood Comer Apartments to line up their approach with Stafford Avenue, but the necessary property is not available at this time. Converting the approach to a right-in/out only would not provide a significant operational improvement for the area and would likely cause drivers to make U-turns at undesirable locations. It is recommended that the Cottonwood Corner Apartments configure Abelin Traffic Services 8 June 2016 Cottonwood Corner Apts. and NE Babcock&Cottonwood TIS Bozeman,Montana the infrastructure in the parking lot so that an alternative combined approach could be developed to the east at Stafford Avenue in the future if necessary when the property to the east is developed. The NE Babcock & Cottonwood commercial property would be accessed from a right in/out approach from Cottonwood Road (arterial street) and from Stafford Avenue (local street). While much of the traffic entering the commercial area would access through Cottonwood Road, some traffic would enter and exit along Stafford Avenue. The intersection of Stafford Avenue with Babcock Street has existing bulb-outs which decrease the approach width to 22 feet. While this width is sufficient for the levels of traffic expected (approximately 900 VPD), it may not be a sufficient width for commercial truck traffic to safely navigate. The developers should identify appropriate commercial truck routes through the development and consider modifying the Stafford Avenue approach from Babcock Street if necessary. H. IMPACT SUMMARY & RECOMMENDATIONS As proposed, the Cottonwood Corner Apartments and NE Babcock & Cottonwood commercial developments will not create any additional roadway capacity problems in this area. The, developments should contribute to the installation of the planned traffic signal at Ferguson Road & Babcock Street. The Cottonwood Corner Apartments should configure their parking lot to potentially provide access to a combined approach at Stafford Avenue in the future if and when the property to the east is developed: The NE Babcock & Cottonwood commercial development should identify appropriate commercial truck routes through the development and consider modifying the Stafford Avenue/Babcock Street intersection if necessary. Abelin Traffic Services 9 June 2016 APPENDIX A Traffic Data ai a din .1 uoc Sew is e 130 S. Howie Street Helena, MT 59601 File Name : babcockcottam Site Code : 00012345 Start Date : 5/25/2016 Page No : 1 Groups Printed-Unshifted-Bank'I Cottonwood Babcock Cottonwood Babcock Southbound Westbound Northbound Eastbound ks cw Right Thru I Left I Peds A,,T i Right I Thru I Left I Peds Tan,, Right Thru Left Peds; 4p T,tw . Ri ht Thru Le$FPd.I Amaaw Int.T. 07:30 AM 7 71 6 0 84 4 1 20 0 25 6 49 2 0 57 ' 1 2 7 0 10 176 07-46 AM 5 82 10 2 99 9 2 22 0 33 10_ 55 1 2 68 1 3 6 0 10 210 Total 12 153 16 2 183 13 3 42 0 58 16 104 3 2 1251 2 5 13 0 20 386 08:00 AM 1 78 7 0 86 6 2 20 0 28 13 53 2 0 681 1 5 1 0 7 189 08:15 AM 7 75 6 0 88 3 0 9 0 12 6 48 6 0 60 1 2 4 0 7 167 Grand Total 20 306 29 2 357 22 5 71 0 98 35 205 11 2 253 4 12 18 0 34 742 Apprch% 5.6 85.7 8.1 0-6 22.4 5.1 72.4 0 13.8 81 4.3 0.8 11.8 35.3 52.9 0 Total%o . 2.7 41.2 3.9 0.3 40.1 3 0.7 9.6 0 13.2 4.7 27.6 1.5 0.3 34.1 0.5 1.6 2.4 0 4.6 Unshifted 2 29 2 357 22 5 71 0 98 35 205 11 2 253 4 12 18 0 34 742 Unshifted Bank 1� -00300'5 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 %Bank 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Cottonwood _1n 246 357 602 01 0 C602 20 306 29 2 Right Thru Left Pads J b� Vol 2 North �— 5/25/2016 07:30 AM -2 N v 0 5/25/2016 08:15 AM —04m r w Unshifted o o -Rank t J a JOAf� N 0001 T F+ Left Thru Rlaht Peds 11 205 35 2 0 381 F 253 Z 0 381 �253- Out In Total d l a firt Aa.ffic S e wic e e 130 S. Howie Street Helena, MT 59601 File Name : babcockcot Site Code : 00000000 Start Date : 5/24/2016 Page No : 1 (3rouloa3 Printed-Unshifted-Bank 1 COTTONWOOD BABCOCK COTTONWOOD BABCOCK 1 Southbound Westbound Northbound Eastbound St,-ft Time _W_gtt_t Thni _Left Peds__gip .w Right! Thru Left Peds Tmr Right Thru Left Peds rw� ht Thru Left Peds ,p Tow int.Total 04:45 PM 5 50 5 1 61 9 1 9 _ 0 19 1.5 57 2 0 74 2 2 7 _ 0 11 165 Total 5 50 5 1 61 9 1 9 0 19 15 57 2 0 74 2 2 7 0 11 j 165 05:00 PM 1 50 5 0 56 9 0 10 0 19 18 67 1 0 86 f 4 2 6 0 121 173 05:15 PM 7 59 7 0 73 15 1 5 0 21 16 91 2 0 109 I 1 1 9 0 11 214 05:30 PM 4 45 8 0 57 10 2 6 0 18 12 70 1 0 83, 2 1 4 0 7 165 Grand Total 17 204 25 1 247 43 4 30 0 77 61 285 6 0 352 9 6 26 0 41 717 Apprch% 6.9 82.6 10.1 0.4 55.8 5.2 39 0 17.3 81 1.7 0 22 14.6 63.4 0 Total% 2.4 28.5 3.6 0.1 34A 6 0.6 4.2 0 10.7 8.5 39.7 0.8 0 49.1 1.3 0.8 3.6 0 _5.7_ Unshifted 17 204 24 1 246 42 4 30 0 76 61 284 6 0 351 9 6 24 0 39 712 Unshifted Bank 1 0 0 1 0 1 1 0 0 0 1 0 1 0 0 1 0 0 2 0 2 5 %Bank 1 0 0 4 0 0.4 2.3 0 0 0 1.3 0 0.4 0 0 0.3 0 0 7.7 0 4.9 0.7 COTTONWOOD 0ut n 350 j 246 as 4 I _ 5 354 17 21)4 24 1 1 _Q Right Thru Left Peds NN 1 �? O J m North O cnFT L t`� 5/24/2016 04:45 PM ~2 a co5/24/2016 05:30 PM r r r a m �,,� rr .r Unshifted ,o 0 N N I._Bank 1 O O y N m J a ,a O T r 6 284 61 l fil 285 w El 1243 I 351 594 243 �_352 506 Out In Total 41 q Robert Peccia&Associates Count Name:Durston/ 825 Custer Ave Cottonwood TMC Helena,Montana,United States 59604 Site Code:04 Start Date:04/30/2015 406447-5000 scour@Ma-hln.com Page No:1 Tuming Movement Data Cottonwood Rd Dureton Rd Cottonwood Rd Durston Rd Souhbound Westbound Northbound Eastbound Start Time Right Thru Left Pods APP' Right Thru Left Pods R Rohl Right Thru Left Pods ' ght Th Left Pods A ' InL Tatal T1'otal Total ru Tatld Told 12:00 AM 0 1 0 0 1 0 5 1 0 6 1 1 2 2 4 0 4 0 0 4 15 12:15AM 0 0 0 0 0 1 4 1 0 6 2 1 4 0 7 0 0 0 0 0 13 12:30 AM 0 0 0 0 0 0 5 2 0 7 0 0 6 0 5 3 1 0 0 4 16 12:45 AM 0 0 0 a 0 0 4 1 0 5 0 0 0 0 0 1 1 0 a 2 7 Hourly Total 0 1 0 0 1 1 18 5 0 24 3 2 11 2 16 4 6 0 0 10 61 1:00 AM 0 0 0 0 0 1 2 0 0 3 0 1 2 0 3 2 2 0 0 4 10 1:15AM 0 0 0 0 0 0 3 0 0 3 0 0 1 0 1 1 1 0 0 2 6 1:30 AM 0 0 0 0 0 0 3 0 0 3 0 0 2 0 2 0 2 0 0 2 7 1:45 AM 0 0 0 0 0 1 2 0 0 3 0 0 0 0 0 1 0 0 0 1 4 Hourly Total 0 0 0 0 0 2 10 0 0 12 0 1 5 0 6 4 5 0 0 9 27 2:00 AM 0 0 0 0 0 0 2 0 0 2 2 0 1 0 3 0 3 0 0 3 e 2:15AM 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 0 0 0 0 2 2:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 1 2:45 AM 0 0 0 0 0 0 3 1 0 4 1 0 1 0 2 1 2 0 0 3 9 Houdy Total 0 0 0 0 0 0 7 1 a e 3 0 2 0 5 1 6 0 0 7 20 3:00 AM 0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 1 1 1 0 3 6 3:15AM 0 0 0 0 0 0 2 0 0 2 0 0 1 0 1 1 1 0 0 2 5 3:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 a 0 1 3:45 AM 0 1 1 0 2 0 2 0 a 2 0 0 0 0 0 0 1 0 0 1 5 Houity Total 0 1 1 0 2 0 7 0 0 7 0 0 2 0 2 2 3 1 0 6 17 4:DO AM 0 0 0 0 0 0 2 1 0 3 0 0 1 0 1 0 5 0 0 5 9 4:15AM 0 0 0 0 0 0 1 0 0 1 0 1 0 0 1 1 0 0 0 1 3 4:30 AM 0 0 2 0 2 1 1 0 0 2 2 0 0 0 2 0 2 0 0 2 8 4,45 AM 0 0 0 0 0 0 1 0 0 1 1 0 0 0 1 1 5 0 0 6 e Hourty Total 0 0 2 0 2 1 5 1 0 7 3 1 1 0 5 2 12 0 0 14 28 5:00 AM 0 0 0 0 0 0 1 0 0 1 1 0 1 0 2 2 4 0 0 6 9 5:15AM 0 0 0 0 0 0 1 3 0 4 4 0 1 0 5 3 3 0 0 6 15 5:30 AM 0 0 2 0 2 0 7 1 0 e 2 0 0 0 2 2 5 0 0 7 19 5:45 AM 0 1 0 0 1 0 7 4 0 11 2 1 2 0 5 0 9 0 0 9 26 Hourly TOW 0 1 2 0 3 0 16 8 0 24 9 1 4 0 14 7 21 0 0 28 Be 6:00 AM 0 1 2 0 3 0 4 2 0 6 3 1 1 0 5 3 4 0 0 7 21 6:15 AM 0 1 3 2 4 0 9 8 0 17 7 1 2 0 10 5 10 0 0 15 46 6:30AM 1 1 6 0 8 5 1s 6 0 27 8 0 3 0 11 6 20 0 0 28 74 6:45 AM 0 6 3 1 9 2 24 15 0 41 10 3 6 0 19 6 24 0 0 30 99 Houft Total 1 9 14 3 24 7 53 31 0 01 28 5 12 0 45 22 5e 0 0 s0 240 7:00 AM 1 1 2 a 4 1 27 15 0 43 11 2 4 2 17 14 22 2 0 38 102 7:15 AM 1 1 0 0 2 0 29 22 0 51 14 1 3 1 18 23 47 0 0 70 141 7:30 AM 0 6 9 1 15 1 27 30 1 58 28 3 12 3 43 38 71 1 0 110 226 7A5 AM 1 4 3 3 e 2 62 45 0 99 42 1 7 2 50 47 78 0 0 125 2e2 Hourty Total 3 12 14 4 29 4 135 112 1 251 95 7 26 a 128 122 21e 3 0 343 751 0:00 AM 0 0 4 0 4 2 40 48 0 90 52 1 4 0 57 45 79 0 0 124 275 8:15 AM 0 3 0 11 3 3 43 45 0 91 54 1 9 1 64 33 79 1 0 113 271 8:30 AM 1 6 2 0 9 0 50 45 0 05 32 3 7 0 42 18 49 0 0 67 213 8:45 AM 0 3 1 0 4 0 37 23 0 60 32 4 5 1 41 19 35 0 0 54 Ias— Hourly TOW 1 12 7 11 20 5 170 161 0 336 170 9 25 2 204 115 242 1 0 368 91e 9:00 AM 1 2 0 0 3 2 23 11 0 36 17 3 5 0 25 20 37 0 0 57 121 9:15 AM 0 3 5 3 e 2 31 12 0 45 26 0 1 0 27 23 23 0 0 46 125 9:30 AM 0 1 2 0 3 2 21 16 0 39 25 4 0 0 29 19 28 0 0 47 116 9:46 AM 0 2 0 0 2 1 Is 16 0 35 22 1 0 0 23 19 25 0 0 44 104 "May Total 1 e 7 3 16 7 93 55 0 155 90 8 s 0 104 81 113 0 0 194 469 10:00 AM 1 1 0 0 2 2 38 27 0 67 24 1 7 0 32 13 18 0 0 31 132 10:15 AM 0 1 1 2 2 2 37 25 0 64 30 3 16 0 48 22 34 0 0 56 170 10:30 AM 1 1 1 0 3 0 27 15 0 42 21 1 10 0 32 1B 1s 0 0 36 113 10:45AM 1 1 4 0 6 3 19 16 0 3e 20 2 11 0 33 12 1s 0 0 28 106 Hourty Total 3 4 6 2 13 7 121 93 0 211 95 7 43 0 145 85 86 0 0 151 520 11:DO AM 0 1 0 0 1 2 24 30 0 56 21 1 12 3 34 9 25 0 0 34 125 11:15 AM 0 2 4 0 6 3 29 25 0 57 22 0 15 1 37 16 24 0 a 40 140 11:30 AM 1 3 2 0 6 2 43 22 2 67 35 7 20 a 52 16 24 0 0 40 176 11:45 AM 0 2 2 0 4 3 30 21 0 54 27 0 13 0 40 26 34 0 0 s0 158 Hourly Total 1 e 8 0 17 10 126 Be a 234 105 a so 4 173 67 107 0 0 174 506 12:00 PM 0 3 4 1 7 7 34 21 4 62 33 0 11 1 44 19 37 0 l 56 169 12:15 PM 0 1 2 4 3 3 37 24 2 64 21 2 14 0 37 18 39 0 0 57 161 12:30 PM 0 4 4 0 8 6 35 19 0 60 41 4 12 0 57 6 43 1 0 50 175 12:45 PM i 3 6 2 10 4 39 30 0 73 36 1 14 0 51 13 29 1 0 43 177 Hourly Total 1 11 16 7 28 20 145 94 6 259 131 7 51 1 189 56 14B 2 1 206 682 1:00 PM 0 2 4 1 6 3 47 30 0 80 30 1 11 0 42 9 31 0 0 40 168 1:15 PM 0 4 2 0 6 4 43 26 0 73 21 1 14 0 36 11 39 0 0 50 165 1:30 PM 0 2 0 1 2 3 44 27 0 74 19 0 19 0 38 12 24 1 0 37 151 1:45 PM 0 4 1 1 5 5 47 15 0 67 29 0 17 0 46 8 21 0 0 29 147 Hourly Totd 0 12 7 3 19 15 181 98 0 294 99 2 61 0 162 40 115 1 0 156 631 2:00 PM 0 2 2 0 4 4 45 28 0 77 24 6 14 0 44 10 33 1 0 44 169 2:15 PM 1 2 2 0 5 4 35 27 1 66 20 2 16 0 46 16 27 2 0 45 162 2:30 PM 1 4 1 0 6 2 52 20 0 74 28 0 16 0 44 22 28 0 0 50 174 2:45 PM 1 3 2 1 6 2 52 22 0 76 24 5 10 0 39 9 29 0 1 38 159 Hourly Total 3 11 7 1 21 12 184 97 1 293 104 13 56 0 173 57 117 3 1 177 664 3:00 PM 0 1 3 2 4 1 49 31 0 81 22 3 18 0 43 11 32 0 0 43 171 3:16 PM 0 5 3 3 B 3 47 26 1 76 35 2 16 0 53 18 71 0 1 89 226 3:30 PM 0 3 3 10 6 2 82 31 1 115 44 2 23 0 69 19 34 0 0 53 243 3:45 PM 0 3 0 5 3 3 42 33 1 78 27 4 24 1 55 20 41 0 0 61 197 Hourly Total 0 12 9 20 21 9 220 121 3 350 128 11 81 1 220 68 178 0 1 246 837 4:OD PM 0 1 3 0 4 5 52 39 0 96 23 4 23 0 50 16 36 0 0 52 202 4:15 PM 2 1 4 1 7 3 52 45 0 100 48 2 29 2 79 30 53 0 0 83 269 4:30 PM 0 0 5 1 5 12 61 28 0 101 38 0 24 0 62 22 56 0 0 78 246 4:45 PM 0 3 2 1 5 2 71 35 0 108 51 2 21 0 74 17 45 0 0 62 249 Hourly Total 2 5 14 3 21 22 236 147 0 405 160 8 97 2 265 85 190 0 0 275 968 5:00 PM 0 3 4 1 7 12 77 31 0 120 44 0 28 0 72 20 51 0 0 71 270 5:15 PM 3 2 4 0 9 5 89 55 0 149 26 5 23 0 54 22 77 2 0 101 313 5:30 PM 1 4 3 0 8 5 76 36 0 117 55 4 25 0 84 20 69 1 0 90 299 6:46 PM 0 3 1 0 4 3 70 52 0 125 40 7 18 0 65 24 54 2 0 80 274 Hourly Total 4 12 12 1 28 25 312 174 0 511 165 16 94 0 275 86 251 5 0 342 1156 , 6:00 PM 0 0 5 0 5 7 64 31 0 92 62 4 28 0 94 22 47 0 0 69 260 6:15 PM 1 1 3 1 5 2 57 19 1 78 33 4 23 0 60 12 40 0 0 52 195 6:30 PM 0 3 1 0 4 3 41 20 0 64 24 3 25 1 52 17 34 2 0 53 173 6:45 PM 1 0 1 1 2 4 42 16 0 62 20 4 21 0 45 13 30 0 0 43 152 HoudyTatel 2 4 10 2 16 16 194 8s 1 296 139 15 97 1 251 64 151 2 0 217 780 7:00 PM 0 0 4 0 4 8 45 24 0 77 1B 7 19 0 44 16 42 0 0 58 153 7:15 PM 0 3 1 0 4 2 42 31 2 75 19 4 15 0 3B 8 25 2 0 35 152 7:30 PM 0 0 4 0 4 7 46 24 0 77 30 3 27 0 60 7 31 0 0 38 179 7:45 PM 0 0 2 0 2 3 25 10 4 38 15 3 14 0 32 10 23 0 0 33 105 Hourly Total 0 3 11 0 14 20 158 69 6 267 62 17 75 0 174 41 121 2 0 164 619 8:00 PM 0 2 2 0 4 1 49 10 0 60 9 3 12 0 24 9 23 0 0 32 120 8:15 PM 0 2 1 0 3 4 35 8 0 47 11 3 14 0 28 5 29 0 0 34 112 8:30 PM 0 2 2 1 4 6 34 11 0 51 11 3 14 0 28 9 20 0 0 29 112 8:45 PM 0 0 0 1 0 3 38 9 0 50 4 0 16 0 20 4 21 0 0 25 95 Hourly Total 0 6 5 2 11 14 156 38 0 208 35 9 56 0 100 27 93 0 0 120 439 9:00 PM 1 0 2 1 3 3 30 10 0 43 7 4 13 0 24 7 21 0 0 26 98 9:15 PM 0 0 3 0 3 3 30 17 0 50 B 0 13 0 21 7 23 0 0 30 104 9:30 PM 0 0 3 0 3 2 28 11 0 41 12 3 4 0 19 10 21 0 0 31 94 9:45 PM 0 0 0 0 0 3 23 4 0 30 5 0 9 0 14 5 12 0 0 17 61 Hourly Total 1 0 8 1 9 11 111 42 0 164 32 7 39 0 78 29 77 0 0 106 367 10:00 PM 0 0 0 0 0 2 24 1 0 27 2 0 8 0 10 5 10 0 0 15 52 10:15 PM 2 2 1 0 5 1 15 3 0 19 3 0 10 0 13 3 7 0 0 10 47 10:30 PM 0 0 1 0 1 0 12 2 0 14 1 0 5 0 6 5 13 1 0 19 40 10:45 PM 0 0 1 0 1 2 12 2 0 16 3 0 4 0 7 1 4 0 0 5 29 Hourly Total 2 2 3 0 7 5 63 8 0 76 9 0 27 0 36 14 34 1 0 49 168 11:00 PM 0 0 0 0 0 0 13 2 0 15 1 0 7 0 8 2 2 0 0 4 27 11:15 PM 0 0 0 0 0 1 10 1 0 12 1 4 8 0 13 1 6 0 0 7 32 11:30 PM 0 0 0 0 0 0 8 2 0 10 0 1 3 0 4 1 3 0 0 4 18 11:45 PM 0 0 0 0 0 1 7 1 0 9 0 0 5 0 5 1 4 0 0 5 19 Hourly Total 0 0 0 0 0 2 38 6 0 46 2 5 23 0 30 5 15 0 0 20 96 Grand Total 25 134 163 63 322 215 2759 1555 20 4529 1687 159 954 21 2800 1D64 2367 21 3 3452 11103 Approach% 7.0 41.6 50.6 4.7 60.9 34.3 60.3 5.7 34.1 30.8 68.6 0.6 Total% 0.2 1.2 1.5 2.9 1.9 24.8 14.0 40.8 15.2 1-4 8.6 25.2 9.6 21.3 0.2 31-1 Modes 0 1 1 2 1 11 4 16 3 2 7 12 6 6 1 13 43 %Motwrycles D.0 0.7 0.6 D.6 0.5 0.4 0.3 0.4 0.2 1.3 0.7 0.4 0.6 0.3 4.8 - 0.4 0.4 lets 13 100 131 244 160 2009 1178 3347 1292 122 715 2129 052 1929 11 2792 8512 %care 52.0 74.6 80.4 75.8 74.4 72.8 75.8 73.9 76.6 76.7 74.9 76.0 80.1 81.5 52.4 80.9 76.7 Light Goods 12 27 20 - 59 47 666 310 - 1023 330 25 213 - 568 195 370 7 - 572 2222 Vehicles Light Goods Vehicles48.0 20.1 12.3 - 18.3 21.9 24.1 19.9 - 22.6 19.6 15.7 22.3 - 20.3 18.3 15.6 33.3 16.6 20.0 Buses 0 1 0 1 0 10 6 16 10 0 6 16 2 13 0 15 48 %Buses 0.0 0.7 0.0 0.3 0.0 0.4 0.4 0.4 0.6 0.0 0.6 0.6 0.2 0.5 0.0 0.4 0.4 Single-Unit Trucks0 2 6 B 4 46 50 - 100 47 5 10 - 62 5 30 0 - 36 206 Trucks %Single-Unit 0.0 1.5 3.7 - 2.5 1.9 1.7 3.2 - 2.2 2.8 3.1 1.0 - 2.2 0.6 1.3 0.0 - 1.0 1.9 Trucks ArUudBNd 0 0 3 3 2 2 6 - 10 5 0 0 - 5 0 6 0 - 6 24 Trucks Trucks Articulated 0.0 0.0 1.8 - 0.9 0.9 0.1 0.4 - 0.2 0.3 0.0 0.0 - 0.2 0.0 0.3 0.0 - 0.2 0.2 Tr Ol V1 Ut N Ut A A A A + + + N N N N + fD fD m m m Qr V v v r 4 � G A IJ � G A lJ � C t�1 + O A W � O � tJ .ZI �► !J O � 4� G Z 3 n O N O In O N O In O O (n O S M O fn O tll O N O -0 - 1 3E 3 3 4 3 3 3 K 3 3 3 3 3 3 3 3 3 3 3 3 m N N w '0" N + Ol 0 O S w W w w IN w w f0 w 0 O tp + O! 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O V V t�l Of I� O J m 2 J ro W VVVVVV111III O + w m 444444JJJJJJ A W + w f0lCC fO w 41 O V W O O tJ m A Vt � N W O O W O O w A w A N w N W w w W W w WT fA GGG 6 c $ m 0 j 3 o + o o + o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 cc) 0 N m O O 'c -0' p • N O + m J O Of rn N m • O + J O N foil A M O N O • O S fA/l fVJ m N V A N twD tN0 �'a CD G Q 3 � m� ^d N A tNp O W w m N ' A ' m tO O w A P w ' N w N 0 • O J + N w W + w m CD `G N C1 J w w 0 0 W O m A N W m O N O J A w W W rt Ol N co W A �l N N W N N N N NN tfll�� N N W W V W N S v 0 Ol 0 0 0 A w w N tD A w W N • O m A m A N w A m + A 0 • O W tO O + w 0 + V O N 2 I�� N O tO Y/ O 1Z tJ „nml S 0 tO + fG w W N + A J O + O N fO V w w + + N J m O • O W N m J w � O w N + � OZ g C S S C c� byy G G O o O O O o o O o 0 o O O o 0 o O o O O O O O O O o O O O O O O O o o O G n v 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 a OO�l mm w{s d! • � O � m N Owf m A O T Owi N fJ � O ONi J m fN0 N N m N fAil fA0 O • O w � twil tw[) fm11 N A T W N �Rp W J � mm N N ww � W • A + W ' N W N W J NN N -� N fJl IN O W O f0 w fD w wl w A w + O A J J W J 'w W N N J O • O N N W N N N N J O W � -0cn Cl)n N 6'O fff�.11l m A N p Np N V + W + V + + NAl� w N mm fNf�� N pmmp pNp N + 0�0 1 }AV p V O O w v A wN wO W N O OAl fwD O frail Owl N tJp N W T O O O A A A m W m J V 0 2 z o oo" o R CL _ ppll m m�3 A ' A O w ' N w AA O' N N tt��ff • O N t{pp N N N N pp,, N O • O ' 'CA) w p w N w m O m w W N w O w 41 W O W V O + tO 'w w w f0 A V w w N + y N x C b O j 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o 0 0 0 0 0 0 0 0 0 0 0 o 0 0 0 0 0 0 0 0 0 0 3 f 3 O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 r w 7 CD ,NAI . w 0 + !NT J NNW N m fNil A w J • O m ((pp fmT + �Nf W � Afp Nw fNJ O • O + ONl fNJ O �Ntpp m pWp O + w iQy m N + N t0 O � V f0 O N A O A O w W W w A N N S w W m A V w fD N O �D ttpJ w w V V w ppppll ppQp�� �p P Qo (m� Opp � A ,Q {��11 t�1 (O�1� yW� pw� � NV ppl A W S O V O N OI V N OWi A V m /Jil • O � � N tJl Oo W N O r O • O O V W 4t• � f0 m A O APPENDIX B Traffic Model Cottonwood Corner Apts Cottonwood NE Babcock&Cottonwood Existing Conditions 4 40 L8 16 1 4-208 Peak Hour 12 14r 180 _Durston 15 Min x 4 4 28 312 t 4 188 90168 L Stafford Ferguson 0 t 280 20 4 L 36 12 OP L 40 328 8 4- 132 20 40 L 4 412 j 4-52 Babcock 40 it 88 r 4 4. 112 28 Id r 60 24 J41 4 92 �41 8 J 4 J 41 16 12 t 220 Z 84 68 t 212 4 40 24 44 L t 0 PM Cottonwood Peak Hour 160 40 L 64 15 Min x 4 180 j 4-812 12 d L 20 80 r 60 Huffine 8 1 4-356 144 41 80 16 14 r 220 Durston 992 t 124 8 J N 184 88 0132 308 t 20 88 208 L Stafford Ferguson e It 28 40 L 60 16 4111 L 100 236 l 4-4 4-84 4 4P L 28 320 4 r 132 Babcock 28 r 20 r 12 0-80 60 to r 48 36 J 41 8 96 h 4 S 4 J '1 40 4 04 It 364 92 88 t 352 4 064 28 9048 L M t 112 L 84 96 i 4-1144 96 r 120 Huffine 240 104 976 t 100 100 020 Cottonwood Corner Apts Cottonwood NE Babcock&Cottonwood AM 4♦ L Model 0 l 4- Residential 14 4,1 Durston 2 t 1 1 05 ;* Stafford Ferguson t z 8 L4 I 1 40 L l 4'1 L 1 4-2 Babcock 2 '- r 4 4- 3 1' 41 -4 17 1 2 1 0 t 3 3 7 14 14 m* 8 t 901 7 31 3 90 75% 90% 3 10% IN 9 9* 25% OUT 34 t 1 12 3 Cottonwood 5 40 L 1 5 l 4- PM L 2 14t Nuffine 1 j 4- 1 t n Durston t 1 1 t 0 2 2 L Stafford Ferguson t 7 4 40 L 2 2 4 L 9 4-0 4- 40 L j 1-8 Babcqck 7 4r 6 t 14 14 l 41 9 1 1 *1 4 1 t 2 11 0 7 7 EO 4 t 903 26 16 2 75% 90% L 2 10% IN 34 909 25% OUT 18 t 3 6 12 2 4 L 2 2 t 1 t Nuffine 5 s N -io t 5 Z 111110 Cottonwood Corner Apts Cottonwood NE Babcock&Cottonwood L zi 1 1 Commercial r 4 Durston •A 0 t 0 2 101 7 1 L 1 2016 Stafford Ferguson r 23 70% t 7 23 IN 33 80% 30% 6 t# OUT 7 40 L 0 6 10 1 40 L 1 4- 0 4- 4 40 L 9 i 4-5 Babcock 1 t 3 t 2 Q 4- t h * h 1 1 0 412 0 t 17 04 g 1 t f► 0 0 L do t 17 3 17 Cottonwood 1 40 L 3 1 1 4- PM 40 L 1 t Huffine 1 1 4- 7 4 Durston t 7 2 t 1 2 105 6 8 L 7.6 20% Stafford Ferguson 9*22 70% t 6 22 IN 31 80, 30% 5 Lt OUT 38 40 L 0 30 9 1 40 L 1 4- 1 4- 20 40 L 8 1 4-5 Babcock 1 t 19 r 1.1 4- 4r �1 *1 1 1 2 #1 2 0 t 16 6 t 0 3 t 16 19 16 8 40 IL a t 4- 4 t Huffine 7 S 41 ♦ t 7 s �► Norton Ranch Phase 3 Model Norton Ph 3 40 Z PM 41 Z 1 1 4- 2 1 y r 3 Durston 12 Durston 5 1 h 3 t 2 "'/ t 1 2 Z 10 6 Z 1* 7 b 17 19 11 Cottonwood Cottonwood 3 1J Z 9 40 Z 3 4 4- 2 10 4 4- 5 30% G _r Babcock 30% 20 16 r Babcock 18 8 s h 2 12 5 s h 6 5 9 3 1 6 5 Z 1♦ 4 Z /� IN 20 IN 68 OUT 60 OUT 39 3 L 10 40 5 1 4- 2 4 l ♦' 7 50% 10 r Fallon 50% 34 r Fallon 30 9 1 h 5 20 6 1 17 6 1 2 4 1 6 15 Z 1* 10 Z 1* 2U 7 13 23 Z 3 40 Z 10 11 1 4- 0 7 1 4- 1 9 j' Huffine 6 j' Huffine s h s h 1 t 4 1 t 13 Z Ir Z 1 m r V! D � w r O c@ O c C.) m 3 ID m m m F 3 m m m 3 < m — m 3 an m w o m a m M. -i M. w a I..- 2 m n � n 40 1 r�L «� 1 r� b. aL m Z� hif� 0 o z♦ htf ` O ] O N 0 f r N 3 o r N 3 o o m o m o a o + N w f+ W O F+ dl 4r4- N401 4r4L ewe~ htf• 0 -1, jhtf► C Z m Z m m m D O V 3 3 F~+ l~D n V 01 K H � N m W w F+ A Wr� l r�L t, � l r«.t Doz-+ 41t10 0N htf� w F` f+ O lU lJ1 � ut W A 01 w 1 4CL r4-L 4r 1 rL 41 14 r~LrD tf• Z♦ 41111 z-► htf• tf� Zy htf, Z♦ htf• w 7 u� v N O �+' hi z p z p c � c m N w O x N A 7 3 /0 «1 1 40 1 It ht z I N Lq 1+ N Cottonwood Corner Apts Cottonwood NE Babcock&Cottonwood Projected Traffic 4 Z8 AM 17 208 Includes 12 r 188 Durston Norton 3 4 36 Lupine Village 312 t 7 192 90184 �.1 Stafford Ferguson 23 t 324 23 4 Z 43 15 40 L 40 331 1 11 4-132 24 40 L 13 412 1 4-62 Babcg.Gk 44 r 104 C 4 6 4-116 28 14 r 60 32 J 1 6 92 M 41 17 9 d 10 '1 21 17 t 250 3 14 98 84 t 212 9 A*41 32 1*44 f.3 02 It 297 PM Cottonwood 166 4P L 71 197 4 4-812 12 40 L 20 92 116 r 60 Huffine 11 1 4-356 152 41 80 16 14_r 239 Durston 993 t 136 6 J 41 191 88 132 308 t 22 98 0222 L 8 Stafford Ferguson 6*22 it 493 37 40 L 64 23 40 L 100 246 1 4-11 4-84 24 40 L 36 320 1 r 152 Babc r 46 r 14 23 4_94 60 0,48 41 J '1 14 96 h 9 S .* 9 J h 50 8 It 388 11 1 fi*7 99 y 103 t 352 8 fi*69 35 9048 t.2 09 It 471 122 4 Z 100 113 1 1145 107 116 r 120 Huffine 251 J '1 104 977 t 124 100 020 APPENDIX C LOS Calculations HCS 2010 finalized Intersection Results Su, iary General Information Intersection Information '•� Agency ATS Duration,h 0.25 Analyst RLA Analysis Date May 31,2016 Area Type Oilier Jurisdiction City of Bozeman Time Period AM Peak PHF 1.00 ; Urban Street Durston Road Analysis Year 2016 1 Analysis Period 1>7:00 ' s Intersection Cottonwood Road File Name DurstonAM.xus Project Description Cottonwood Comer Apts. { ' `e i Man Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand(v ,veh/h 4 312 188 180 208 8 28 4 168 12 16 4 Signal Information Cycle,s 90.0 Reference Phase 2 "s �" f Offset,s 0 Reference Point End Green 0.6 1.4 51.7 3.3 13.0 0.0 Uncoordinated No Simult.Gap E/W On Yellow 4.0 4.0 4.0 4.0 4.0 0.0 Force Mode Fixed Simult.Gap N/S On Red 10.0 0.0 0.0 0.0 0.0 0.0 1 3 Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 5 2 1 6 8 4 Case Number 1.1 4.0 1.1 4.0 12.0 12.0 Phase Duration,s 4.6 55.7 9.9 61.1 17.0 7.3 Change Period,( Y+R c),s 4.0 4.0 4.0 1 4.0 4.0 4.0 Max Allow Headway(MAH),s 3.1 0.0 3.1 0.0 3.3 3.1 Queue Clearance Time a),s 2.1 5.3 12.7 3.5 Green Extension Time(g a),s 0.0 0.0 0.3 0.0 0.4 0.0 Phase Call Probability 0.10 1 0.99 0.99 0.55 Max Out Probability 0.00 1 0.00 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 12 1 6 16 3 8 18 7 4 14 Adjusted Flow Rate(v),veh/h 4 500 180 216 200 32 Adjusted Saturation Flow Rate(s ,veh/hAn 1810 1780 1810 1887 1640 1825 Queue Service Time(g s),s 0.1 14.9 3.3 4.3 10.7 1 1.5 Cycle Queue Clearance Time(g c),s 0.1 14.9 3.3 4.3 10.7 1.5 Green Ratio(g/C) 0.58 0.57 0.66 0.63 0.14 0.04 Capacity(c),veh/h 760 1023 572 1198 237 67 Volume-to-Capacity Ratio(X) 0.005 0.489 0.315 0.180 0.843 0.477 Available Capacity c a),veh/h 1567 1023 1190 1198 724 547 Back of Queue(Q),vehlln(50 th percentile) 0.0 5.7 1.1 1 1.6 4.4 0.7 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 7.9 11.3 7.7 6.8 37.5 42.5 Incremental Delay d 2),s/veh 0.0 1.7 0.1 0.3 3.1 2.0 Initial Queue Delay(d 3),s/veh 0.0 0.0 0.0 0.0 1 0.0 0.0 Control Delay(d),s/veh 7.9 13.0 7.8 1 7.1 40.6 44.5 Level of Service(LOS) A B A A D D Approach Delay,s/veh/LOS 12.9 B 47.4 AL.6 D 44.5 D Intersection Delay,s/veh/LOS 16.8 B Multimodal Results EB WB NB SB Pedestrian LOS Score/LOS 2.1 B 2.1 B 2.3JA 2.3 B Bicycle LOS Score/LOS 1.3 A 1.1 A 0.80.5 A7d C ipy;righ!'c)20'fi University of Florf,fa,A0 Rii4i:l_- Rv%F rv�c1, HCS 2n101" Sire;is VUraiari 6 7 Geisi)rated: 6!'<U,'1016 IZ'M3t PrA HCS 20, Signalized Intersection Results , nmary General Information Intersection Information Agency ATS Duration, h 0.25 .Analyst RLA Analysis Date May 31,2016 Area Type Other _ ;diction City of Bozeman Time Period PM Peak PHF 1.00 Urban Street Durston Road Analysis Year 2016 Analysis Period 1>7:00 ' Intersection lCottonwood Road File Name DurstonPM.xus Project Description Cottonwood Comer Apts. i f+Y r r Demand Information EB WB NB SB Approach Movement L I T R L T R L T R L T R Demand(v 1.veh/h 8 308 88 220 356 20 184 20 208 16 8 12 Signal Information Cycle,s 100.0 Reference Phase 2 Offset,s 0 Reference Point End Green 1.2 3.3 45.5 3.8 26.3 0.0 Uncoordinated No Simult.Gap ENV On Yellow 4.0 4.0 4.0 4.0 4.0 10.0 Force Mode Fixed Simult.Gap N/S On lRed 10.0 10.0 10.0 10.0 10.0 10.0 5 Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 5 2 1 6 8 4 Case Number 1.1 4.0 1.1 4.0 12.0 12.0 Phase Duration,s 5.2 49.5 12.5 56.7 30.3 7.8 Change Period, Y+R c),s 4.0 4.0 4.0 4.0 4.0 4.0 Max Allow Headway(MAH),s 3.1 0.0 3.1 0.0 3.2 3.2 Queue Clearance Time(g a),s 2.2 8.1 25.5 4.0 Green Extension Time(g 6),s 0.0 0.0 0.4 0.0 0.8 0.0 ;e Call Probability 0.20 1.00 1.00 0.63 it„mac Out Probability 0.00 0.00 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 12 1 6 16 3 8 18 7 4 14 Adjusted Flow Rate(v),veh/h 8 396 220 376 412 36 Adjusted Saturation Flow Rate(s),veh/h/In 1810 1827 1810 1882 1707 1756 Queue Service Time(g a),s 0.2 15.1 6.1 1 11.8 23.5 1 2.0 Cycle Queue Clearance Time(g c),s 0.2 15.1 6.1 11.8 23.5 2.0 Green Ratio(g/C) 0.47 0.45 0.56 0.53 0.26 0.04 Capacity(c),veh/h 493 831 532 992 449 67 Volume-to-Capacity Ratio(X) 0.016 0.4771 0.414 0.379 0.919 0.540 Available Capacity(c a ,veh/h 1212 831 10831 992 720 1 1 562 Back of Queue(Q),veh/In(50 th percentile) 0.1 6.5 2.3 5.0 10.4 0.9 Queue Storage Ratio(RQ)(50 th percentile) 0.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay(d i),s/veh 14.5 19.0 12.9 14.0 35.8 47.2 Incremental Delay(d 2),s/veh 0.0 2.0 0.2 1.1 7.9 2.5 Initial Queue Delay(d 3), sNeh 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay(d),s/veh 14.5 20.9 13.1 15.1 43.7 49.8 Level of Service(LOS) B C B B D D proach Dela ,s/veh/LOS 20.8 C 14.3 1 B 43.7 D 49.8 D Intersection Delay,sNeh/LOS 25.4 C .dmodal Results EB WB NB SB Pedestrian LOS Score/LOS 2.1 B 2.1 B 2.3 BA 2.3 B Bicycle LOS Score/LOS� �^ 1.2 A 1.5 _A 1.2 A 0.5 A �)ayriglit©="_97 f.Univarslty of Florida,All F iyf=ts�r.sarvr,tl. }?C:5 2�D�W" atreeh tierfil�n 6.'70 Gaf?57P7ated:$I2p,+2d1t6 ?'2'?2:1�P� HCS 201 signalized Intersection Results S imary General Information Intersection Information + +- y A ency Abelin Traffic Duration,h 0.25 Analyst RLA Analysis Date May 31,2016 Area Type Other Jurisdiction MDT Time Period AM Peak Hour PHF 1.00 • Urban Street Huffine Lane Analysis Year (Existing 2016 Analysis Period 1>7:00 J Intersection lCottonwood AM File Name COttonwoodAM.xus j Project Description JCoftonwood Comer Apt. . r+Y}r Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand v ,veh/h 144 992 88 60 812 64 80 124 132 80 180 160 Signal Information '•. Cycle,s 56.0 Reference Phase JEnd 1 F Offset,s 0 Reference Point reen 5.0 24.0 5.0 8.0 0.0 0.0 ncoordinated Yes Simult.Gap E/W ellow 14.0 14.0 0.0 3.0 0.0 0.0 Force W Fixed Simuft.Gap N/S On Red 10.0 12.0 10.0 11.0 0.0 0.0 s 7 Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 5 2 1 6 3 8 7 4 Case Number 1.1 4.0 1.1 4.0 1.1 4.0 1.1 4.0 Phase Duration,s 9.0 30.0 9.0 30.0 5.0 12.0 5.0 12.0 Change Period, ( Y+R ),s 4.0 6.0 4.0 6.0 0.0 4.0 0.0 4.0 Max Allow Headway(MAH),s 2.8 3.1 2.8 3.1 2.8 3.3 2.8 3.3 Queue Clearance Time g a),s 4.2 15.0 2.9 11.8 3.9 6.3 3.9 7.3 Green Extension Time(g.),s 0.0 3.4 0.0 3.0 0.0 0.0 0.0 0.1 Phase Call Probability 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Max Out Probability 1.00 0.43 1.00 0.55 1.00 1.00 1.00 1.00 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 12 1 6 16 3 8 18 7 4 14 Adjusted Flow Rate(v),veh/h 144 548 532 60 444 432 80 124 132 80 178 162 Adjusted Saturation Flow Rate(s),veh/hAn 1882 1900 1845 1882 1900 1851 1810 1900 1610 1810 1900 1613 Queue Service Time(g a),s 2.2 13.0 1 13.0 0.9 1 9.7 9.8 1.9 3.4 4.3 1.9 5.0 5.3 Cycle Queue Clearance Time(g c),s 2.2 13.0 13.0 0.9 9.7 9.8 1.9 3.4 4.3 1.9 5.0 5.3 Green Ratio(g/C) 0.52 0.43 0.43 0.52 0.43 0.43 0.27 0.14 0.14 0.27 0.14 0.14 Capacity(c),veh/h 443 814 791 386 814 793 302 271 230 325 271 230 Volume-to-Capacity Ratio(X) 0.325 0.673 0.673 0.156 0.545 0.545 0.265 0.457 0.574 0.246 0.657 0.702 Available Capacity c.),veh/h 443 814 791 386 1 814 793 302 271 230 325 271 230 Back of Queue(Q),vehAn(50 th percentile) 0.7 5.0 4.9 0.3 3.6 3.5 0.7 1.4 1.6 0.7 2.4 2.4 Queue Storage Ratio(RQ)(50 th percentile) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay(d i),s/veh 8.6 12.8 12.8 9.0 11.9 11.9 16.5 22.0 22.4 16.4 22.7 22.9 Incremental Delay(d 2),s/veh 0.2 1.8 1.8 0.1 0.4 0.4LE2 .2 0.1 4.5 7.8 Initial Queue Delay(d 3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 .0 0.0 0.0 0.0 Control Delay(d),sbeh 8.8 14.6 14.7 9.0 12.4 12.4 .7 16.5 27.3 30.7 Level of Service(LOS) A B B A B BC B C C Approach Delay,s/veh/LOS 14.0 B 12.2 B 26.5 C Intersection Delay, s/veh/LOS 16.1 B Mu ltimodal lResults EB WB NB SB Pedestrian LOS Score/LOS 2.8 CJ 2.8 C 2.8 C 2.8 C Bicycle LOS Score/LOS 1.5 A 1.3 A 0.8 L A 0.8 FA Capydgn.t Cq)�015 tJr3wersity of Floridi,A!I Rigim,Rese"od. HCS 21110 Streets Yert,iun 6.70 C�ener:ated:fii 2W'.20'18 11s59:2b 4tN HCS 201� finalized Intersection Results S Tmary General Information Intersection Information ' Agency Abelin Traffic Duration,h 0.25 P^alyst RLA Analysis Date May 31,2016 Area Type Other ;diction MDT Time Period PM Peak Hour PHF 1.00 Urban Street IHuffine Lane Analysis Year Existing 2016 1 Analysis Period 1>7:00 ' Intersection lCottonwood PM File Name CottonwoodPM.xus Project Description lCottonwood Comer Apt. ' . t+Y*r Demand Information EB WB NB SB Approach Movement L T I R L I T I R L I T I R L T R Demand v ,veh/h 240 976 100 120 1144 84 104 100 20 86 86 112 Signal Information Cycle, s 71.0 Reference Phase 2 n T k , Offset,s 0 Reference Point End Green 5.0 40.0 5.0 7.0� 0.0 0.0 Uncoordinated Yes Simult. Gap ENV On Yellow 4.0 4.0 0.0 3.0 0.0 0.0 Force Mode Fixed Simult.Gap N/S On Red 10.0 12.0 0.0 11.0 10.0 10.0 a n Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 5 2 1 6 3 8 7 4 Case Number 1.1 4.0 1.1 4.0 1.1 4.0 1.1 4.0 Phase Duration,s 9.0 46.0 9.0 46.0 5.0 11.0 5.0 11.0 Change Period,( Y+R c),s 4.0 6.0 4.0 6.0 0.0 4.0 0.0 4.0 Max Allow Headway(MAH),s 2.8 3.1 2.8 3.1 2.8 3.2 2.8 3.2 Queue Clearance Time(g a),s 5.8 14.5 3.8 17.1 5.5 4.2 4.8 6.8 Green Extension Time(g a),s 0.0 5.9 0.0 0.0 0.0 0.1 0.0 0.0 ;e Call Probability 1.00 1 1.00 1.00 1 1.00 1.00 1 1.00 1.00 1 1.00 kv.-c Out Probability 1.00 0.10 1.00 1.00 1.00 1 1.00 1.00 1 1.00 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 12 1 6 16 3 8 18 7 4 14 Adjusted Flow Rate(v),veh/h 240 547 529 120 621 607 104 60 60 86 86 112 Adjusted Saturation Flow Rate(s),veh/h/In 1882 1900 1837 1882 1900 1854 1810 1900 1792 1810 1900 1610 Queue Service Time(g a).s 3.8 12.5 1 12.5 1.8 15.1 15.1 3.5 2.1 2.2 2.8 3.0 4.8 Cycle Queue Clearance Time(g c),s 3.8 12.5 12.5 1.8 15.1 15.1 3.5 2.1 2.2 2.8 3.0 4.8 Green Ratio(g/C) 0.63 0.56 0.56 0.63 0.56 0.56 0.20 0.10 0.10 0.20 0.10 0.10 Capacity(c),veh/h 388 1070 1035 433 1070 1044 232 187 177 280 187 159 Volume-to-Capacity Ratio(X) 0.618 0.511 0.511 0.277 0.580 0.581 0."7 0.323 0.337 0.307 0.459 0.705 Available Capacity(c e ,veh/h 388 10701 1035 433 1 1070 1044 232 187 177 280 187 159 Back of Queue(Q),veh/In(50 th percentile) 1.4 4.4 4.3 0.6 5.5 5.3 1.5 0.9 0.9 1.2 1.4 2.3 Queue Storage Ratio(RQ)(50 th percentile) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay(d i),s/veh 9.6 9.5 9.5 7.0 10.1 10.1 24.8 29.8 29.8 24.3 30.2 31.0 Incremental Delay d 2),s/veh 2.2 0.2 0.2 0.1 0.5 0.5 0.5 0.4 0.4 0.2 0.7 11.5 Initial Queue Delay(d 3),s/veh 0.0 0.0 0.0 0.0 1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay(d),s/veh 11.8 9.7 9.7 7.1 10.6 10.6 25.3 30.2 30.3 24.5 30.9 42.5 Level of Service(LOS) B E A A A B B C C C C C D Approach Delay,s/veh/LOS 10.1 B 10.3 B 27.9 C 33.5 C Intersection Delay,s/veh/LOS 13.5 B Amodal Results EB WB NB SB Pedestrian LOS Score/LOS 2.8 C 2.8 C 2.8 C 2.8 C Bicycle LOS Score/LOS 1.6 A 1.6 A 0.7 A 0.7 A 2T,)1L,1-'-,-'!5ity of F�lonjja..Aid RigVita ;tr•5U�'v tom.ti Hf{;?� l�'' SSds.`E=[�Vw-sior1 6.>(1 't�i-:z;i1�'i4. Fiji�i'�.?'F2 !:d:��r; .L f'!1l! Two-WayA • • Control • ! General Information Site Information Analyst RLA Intersection Babcock&Cottonwood Agency/Co. Abelin Traffic Services Jurisdiction Bozeman Date Performed 5/31/16 East/West Street Babcock Street Analysis Year 2016 North/South Street Cottonwood Road Time Analyzed AM Peak Hour Peak Hour Factor 1.00 Intersection Orientation North-South Analysis Time Period(hrs) 0.25 Project Description Ferguson Lanes � J.4. i. I. 0 n1 ,4 +Yt Fr r —>r r Major Street:Morth-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 K Priority 10 11 12 7 8 9 1 U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 1 1 1 0 1 2 0 Configuration LTR LTR L T R L T TR Volume(veh/h) 24 12 4 88 8 36 4 220 40 40 328 20 Percent Heavy Vehicles 0 0 0 0 0 0 0 0 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate(veh/h) 40 132 4 40 Capacity 3S9 506 1222 1316 v/c Ratio 0.11 0.26 0.00 0.03 95%Queue Length 0.4 1.0 0.0 0.1 Control Delay(s/veh) 16.3 14.6 8.0 7.8 Level of Service(LOS) C B A A Approach Delay(s/veh) 16.3 14.6 0.1 0.8 Approach LOS C B A A Copyright O 2016 University of Florida.All Rights Reserved. HCS 2010-TWSC Version 6.70 Generated:6/20/201612:13:17 PM BabcottAM.xtw HCS 1 ♦ f Stop Control SummofReport General Information Site Information Analyst RLA Intersection Babcock&Cottonwood ncy/Co. Abelin Traffic Services Jurisdiction Bozeman Date Performed 5/31/16 East/West Street Babcock Street Analysis Year 2016 North/South Street Cottonwood Road Time Analyzed PM Peak Hour Peak Hour Factor 1.00 Intersection Orientation North-South Analysis Time Period(hrs) 0.25 Project Description Ferguson Lanes Jd 1J-41I- �. b f 1r r Majoi Sheet:North-South Vehicle Volumes and Adjustments roach 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 1 U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 1 1 1 0 1 2 0 Configuration LTR LTR L T R L T TR Volume(veh/h) 36 4 4 20 4 60 8 364 64 28 236 28 Percent Heavy Vehicles 0 0 0 0 0 0 0 0 Proportion Time Blocked I El Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length,and Level of Service Flow Rate(veh/h) 44 84 8 28 Capacity 309 566 1312 1142 v/c Ratio 0.14 0.15 0.01 0.02 95%Queue Length 0.5 0.5 0.0 0.1 Control Delay(s/veh) 18.6 12.5 7.8 8.2 Level of Service(LOS) C B A A -)roach Delay(s/veh) 18.6 12.5 0.1 0.8 mpproach LOS C B A A Copyright®2016 University of Florida.All Rights Reserved. HCS 2010-TWSC Version 6.70 Generated:6/20/201612:13:49 PM BabcottPM.xtw HCS 2A Two-Way Stop Control Summp- Report General Information Site Information Analyst RLA Intersection Babcock&Stafford Agency/Co. ATS Jurisdiction City of Bozeman Date Performed 5/31/2016 East/West Street Babcock Street Analysis Year 2016 North/South Street Time Analyzed AM Peak Hour-Existing Peak Hour Factor 1.00 Intersection Orientation East-West Analysis Time Period(hrs) 0.25 Project Description Cottonwood Apt. Lanes J ed l A-4- I- L c 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 T R U L T R Priority 1 U 1 2 3 4U 4 5 6 7 B 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 0 0 0 0 0 Configuration IT TR LR Volume(veh/h) 8 84 112 4 4 20 Percent Heavy Vehicles 3 3 3 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length,and Level of Service Flow Rate(veh/h) 92 24 Capacity 1465 902 v/c Ratio 0.06 0.03 95%Queue Length 0.0 0.1 Control Delay(s/veh) 7.5 9.1 Level of Service(LOS) A I A Approach Delay(s/veh) 0.7 9.1 Approach LOS A A Copyright®2016 University of Florida.All Rights Reserved. HCS 20101 TWSC Version 6.70 Generated:6/20/2016 12:15:25 PM StaffordAM.xtw HCS • • • • Control • • General Information Site Information Analyst RLA IntersectionI Babcock&Stafford ncy/Co. ATS Jurisdiction City of Bozeman Date Performed 5/31/2016 East/West Street Babcock Street Analysis Year 2016 North/South Street Time Analyzed PM Peak Hour-Existing Peak Hour Factor 1.00 Intersection Orientation East-West Analysis Time Period(hrs) 0.25 Project Description Cottonwood Apt. Lanes Jd 1 ,J�� kl. t s JL r ) q +Yt rr Major Street:East-West Vehicle Volumes and Adjustments roach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1 U 1 2 3 4U 4 5 6 7 a 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 0 0 0 0 0 Configuration LT TR LR Volume OWN 4 92 80 28 12 4 Percent Heavy Vehicles 3 3 3 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay,Queue Length, and Level of Service Flow Rate(veh/h) 96 16 Capacity 1475 826 v/c Ratio 0.07 0.02 95%Queue Length 0.0 0.1 Control Delay(sNeh) 7A 9.4 Level of Service(LOS) A A -)roach Delay(sNeh) 0.3 9A ,vpproach LOS A A Copyright O 2016 University of Florida.All Rights Reserved. HCS 2010TM TWSC Version 6.70 Generated:6/20/201612:15:41 PM StaffordPM.xtw HCS J • • • Control Surnmil Report General Information Site Information Analyst RLA Intersection Babcock&Ferguson Agency/Co. ATS Jurisdiction City of Bozeman Date Performed 5/31/16 East/West Street Babcock Street Analysis Year 2016 North/South Street Ferguson Avenue Time Analyzed AM Peak Hour Peak Hour Factor 1.00 Intersection Orientation North-South Analysis Time Period(hrs) 0.25 Project Description Ferguson Lanes -- - Jd 1J.+ J. V L t � r � 'ti '4 �Y1 rf Major Street:North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U J L T R U L T R U L T R U L T K Priority 10 11 12 7 8 9 1 U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 1 1 0 0 0 1 0 1 0 0 1 0 Configuration LTR L TR LTR LTR Volume(veh/h) 4 68 24 60 52 40 16 212 44 28 412 12 Percent Heavy Vehicles 0 0 0 0 0 0 0 0 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length,and Level of Service Flow Rate(veh/h) 96 60 92 16 28 Capacity 363 244 444 1146 1321 v/c Ratio 0.26 0.25 0.21 0.01 0.02 95%Queue Length 1.0 0.9 0.8 0.0 0.1 Control Delay(s/veh) 18.4 24.5 15.2 8.2 7.8 Level of Service(LOS) C C C A A Approach Delay(s/veh) 18A 18.9 0.6 0.7 Approach LOS C C A A Copyright O 2016 University of Florida.All Rights Reserved. HCS 20101 TWSC Version 6.70 Generated:6/20/2016 12:14:06 PM BabFergAM.xtw HCS • Stop Control SummARReport General Information Site Information Analyst RLA Intersection Babcock&Ferguson ;ncy/Co. ATS Jurisdiction City of Bozeman Date Performed 5/31/16 East/West Street Babcock Street Analysis Year 2016 North/South Street Ferguson Avenue Time Analyzed PM Peak Hour Peak Hour Factor 1.00 Intersection Orientation North-South Analysis Time Period(hrs) 0.25 Project Description Ferguson Lanes Jd l FLU Ir Majo(Street North-South Vehicle Volumes and Adjustments roach 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 1 U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 1 1 0 0 0 1 0 0 0 1 0 Configuration LTR L TR LTR LTR Volume(veh/h) 4 88 28 48 132 100 40 352 48 60 320 100 Percent Heavy Vehicles 0 0 0 0 0 0 0 0 Proportion Time Blocked Right Turn Channelized No No t No No Median Type Undivided Median Storage Delay, Queue Length,and Level of Service Flow Rate(veh/h) 120 48 232 40 60 Capacity 2S2 137 309 1150 1170 v/c Ratio 0.48 0.35 0.75 0.03 0.05 9S%Queue Length 2A 1 A 5.7 0.1 0.2 Control Delay(s/veh) 31.7 44.7 44.6 8.2 8.2 Level of Service(LOS) D E E A A -)roach Delay(s/veh) 31.7 44.7 1.1 1.5 Approach LOS D E A A Copyright O 2016 University of Florida.All Rights Reserved. HCS 20101 TWSC Version 6.70 Generated:6/20/2016 12:14:24 PM BabFergPM.xtw HCS 20'. Signalized Intersection Results : .nmary General Information Intersection Information Agency ATS Duration,h 0.25 Analyst RLA Analysis Date May 31,2016 Area Type Other Jurisdiction City of Bozeman Time Period AM Peak PHF 1.00 a Urban Street Durston Road Analysis Year 2016 Analysis Period 1>7:00 Intersection lCottonwood Road File Name DurstonAM.xus Project Description lCottonwood ComerApts.With Dev. T+Y F Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand v ,veh/h 4 312 192 188 208 1 8 36 7 184 12 17 4 Signal Information Cycle,s 90.0 Reference Phase 2 $--AV s" 2 3 Offset,s 0 Reference Point End Green 10.6 1.4 150.2 3.4 14.6 0.0 Uncoordinated No Simult. Gap E/W On Yellow 14.0 4.0 14.0 4.0 4.0 0.0 .. Force Mode Fixed Simult.Gap N/S On lRed 10.0 Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 5 2 1 6 8 4 Case Number 1.1 4.0 1 A 4.0 12.0 12.0 Phase Duration,s 4.6 54.2 10.0 59.6 18.5 7.4 Change Period,( Y+R c),s 4.0 4.0 4.0 1 4.0 4.0 1 4.0 Max Allow Headway(MAH),s 3.1 0.0 3.1 0.0 3.3 3.1 Queue Clearance Time(9 a),s 2.1 5.7 14.1 3.6 Green Extension Time(g.),s 0.0 0.0 0.3 0.0 1 0.5 0.0 Phase Call Probability 0.10 0.99 1.00 0.56 Max Out Probability 0.00 0.00 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 12 1 6 16 3 8 18 7 4 14 Adjusted Flow Rate(v),veh/h 4 504 188 216 227 33 Adjusted Saturation Flow Rate(s),veh/h/In 1810 1778 1810 1887 1647 1827 Queue Service Time(g s),s 0.1 15.8 3.7 1 4.5 12.1 1 1 1.6 Cycle Queue Clearance Time(g c),s 0.1 15.8 3.7 4.5 12.1 1.6 Green Ratio(g/C) 0.56 0.56 0.65 0.62 0.16 0.04 Capacity(c),veh/h 737 991 547 1165 265 68 Volume-to-Capacity Ratio(X) 0.005 0.509 0.344 0.185 0.856 0.482 Available Capacity c a),veh/h 1513 991 1 11341 1165 725 1 548 Back of Queue(Q),veh/In(50 th percentile) 0.0 6.1 1.2 1.7 4.9 1 0.7 Queue Storage Ratio(RQ)(50 th percentile) 0.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay(d f),s/veh 8.6 12.3 8.5 7.4 36.7 42.5 Incremental Delay(d 2),s/veh 0.0 1.9 0.1 0.4 3.1 1.9 Initial Queue Delay(d 3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay(d),s/veh 8.6 14.2 8.6 7.8 39.8 44.4 Level of Service(LOS) A B A A D D Approach Delay,s/veh/LOS 14.1 B 8.2 A 39.1 D 44.4 D Intersection Delay, s/veh/LOS 17.9 B MuRlmodal Results EB WB NB SB Pedestrian LOS Score/LOS 2.1 B 2.1 B 2.3 AA 2.3 B Bicycle LOS Score/LOS 1.3 A 1.2 A 0.9 0.5 A Ct3P'riyht((D 20'S Unlyrvrsity of Florid>i,All Rights,Reserved HCS 2010 , Streets Version 5.70 Generated; 612 '2015 12:S6:3i PM HCS 20,; Signalized Intersection Results 1 . hmary General Information Intersection Information Agency ATS Duration,h 0.25 Analyst RLA Analysis Date 'May 31,2016 Area Type Other ;diction City of Bozeman Time Period PM Peak PHF 1.00 Urban Street Durston Road Analysis Year 2016 Analysis Period 1>7:00 ' Intersection JCottonwood Road File Name DurstonPM.xus Project Description JCottonwood Comer Apts.With Dev. 1 i-Y r r Demand Information EB WB NB SB Approach Movement L T R L I T I R L T R L T R Demand(v),veh/h 8 308 98 239 356 20 191 22 222 16 11 12 Signal Information Cycle,s 100.0 Reference Phase 2 Offset,s 0 Reference Point End a Green 1.2 4.1 43.1 4.0 27.6 0.0 Uncoordinated No Simult.Gap E/W On Yellow 4.0 14.0 4.0 4.0 4.0 0.0 .00' Force Mode Fixed Simult.Gap N/S On Red 10.0 10.0 10.0 10.0 10.0 10.0 1 -41 6 7 Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 5 2 1 6 8 4 Case Number 1.1 4.0 1.1 4.0 12.0 12.0 Phase Duration,s 5.2 47.1 13.3 55.2 31.6 8.0 Change Period,( Y+R ,s 4.0 4.0 4.0 4.0 4.0 4.0 Max Allow Headway MAH),s 3.1 0.0 3.1 0.0 3.2 3.2 Queue Clearance Time J g a ,s 2.2 8.9 26.8 4.2 Green Extension Time(g a),s 0.0 0.0 0.4 0.0 0.9 0.0 se Call Probability 0.20 1.00 1.00 0.66 n..,x Out Probability 0.00 0.00 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 12 1 6 16 3 8 18 7 4 14 Adjusted Flow Rate(v),veh/h 8 406 239 376 435 39 Adjusted Saturation Flow Rate(s),veh/h/In 1810 1821 1810 1882 1706 1766 Queue Service Time(g a),s 0.2 16.3 6.9 12.2 24.8 2.2 Cycle Queue Clearance Time(g c),s 0.2 16.3 6.9 12.2 24.8 2.2 Green Ratio(g/C) 0.44 0.43 0.54 0.51 0.28 0.04 Capacity(c),veh/h 474 785 510 964 471 70 Volume-to-Capacity Ratio(X) 0.017 0.518 0.468 0.390 0.923 0.556 Available Capacity(c a),veh/h 1166 785 1019 964 717 565 Back of Queue(Q),veh/In(50 th percentile) 0.1 7.2 2.7 5.2 11.2 1.0 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 15.8 20.8 14.1 14.9 35.2 47.1 Incremental Delay d 2),s/veh 0.0 2.4 0.2 1.2 9.9 2.5 Initial Queue Delay(d 3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay(d),s/veh 15.8 23.3 14.4 16.1 45.0 49.7 Level of Service(LOS) B C B B D D Approach Delay,s/veh/LOS 23.1 C 15.4 B 45.0 D 49.7 D Intersection Delay,s/veh/LOS 27.0 C ,tlmodal Results EB WB NB SB Pedestrian LOS Score/LOS 2.1 J B 2.1 B 2.3 B 2.3 B Bicycle LOS Score/LOS - 1.2 A 1.5 A 1.2 A 0.6 A -myriyht'J 2016 University of FIo Oda..AI! Re ervell HCS 20Wt Vz�rs10n 6 70 C:±n*7rat.ed:6i2i?,2016 12-57.13 pM HCS 201 signalized Intersection Results E imary General Information Intersection Information + Agency Abelin Traffic Duration,h 0.25 Analyst RLA Analysis Date May 31,2016 Area Type Other Jurisdiction MDT Time Period AM Peak Hour PHF 1.00 ! Urban Street lHuffine Lane Analysis Year 2016 With 1 Analysis Period 1>7:00 ' Intersection Cottonwood AM File Name CottonwoodAM.xus Project Description Cottonwood Comer Apt.With Dev. Demand Information EB WB NB SB A"veh/h h Mement L T R L T R L T R L T R 152 993 88 60 812 71 80 136 132 92 197 166 Signal information Cycle,s 56.0 Reference Phase a r Offset,s 0 Reference Point en 5.0 24.0 5.0 --�[c- - J 8.0 0.0 OAUncoordinated Yes Simult. Gap E/W ow 4.0 4.0 0.0 3.0 0.0 0.0 Force Mode Fixed Simult.Gap N/S On Red 0.0 2.0 0.0 1.0 0.0 0.0 Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 5 2 1 6 3 8 7 4 Case Number 1.1 4.0 1.1 4.0 1.1 4.0 1.1 4.0 Phase Duration,s 9.0 30.0 9.0 30.0 5.0 12.0 5.0 12.0 Change Period,( Y+R c),s 4.0 6.0 4.0 6.0 0.0 4.0 0.0 4.0 Max Allow Headway(MAH),s 2.8 3.1 2.8 3.1 2.8 3.2 2.8 3.2 Queue Clearance Time(g.),s 4.4 15.0 2.9 11.9 3.9 6.3 4.2 7.7 Green Extension Time(g a),s 0.0 3.4 0.0 3.0 0.0 0.0 0.0 0.1 Phase Call Probability 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Max Out Probability1.00 0.43 1.00 0.57 1.00 1.00 1.00 1.00 Movement GroupResults EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 5 2 12 1 6 16 3 8 18 7 4 14 Adjusted Flow Rate(v),veh/h 152 548 533 60 448 435 80 136 132 92 191 172 Adjusted Saturation Flow Rate(s),veh/h/In 1882 1900 1845 1882 1900 1846 1810 1900 1610 1810 1900 1619 Queue Service Time(g s),s 2.4 13.0 1 13.0 0.9 1 9.9 9.9 1.9 3.7 4.3 2.2 1 5.4 5.7 Cycle Queue Clearance Time ,s 2.4 13.0 13.0 0.9 9.9 9.9 1.9 3.7 4.3 2.2 5.4 5.7 Green Ratio(g/C) 0.52 0.43 0.43 0.52 0.43 0.43 0.27 0.14 0.14 0.27 0.14 0.14 Capacity(c),veh/h 440 814 791 385 814 791 295 271 230 325 271 231 Volume-to-Capacity Ratio(X) 0.345 0.673 0.674 0.156 0.550 0.550 0.271 0.501 0.574 0.283 0.702 0.745 Available Capacity(c. ,veh/h 440 814 791 385 1 814 791 295 271 230 325 1 271 231 Back of Queue(Q),veh/In(50 th percentile) 0.8 5.0 4.9 0.3 3.6 3.5 0.7 1.6 1.6 0.8 2.7 2.7 Queue Storage Ratio(RQ)(50 th percentile) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay(d i),s/veh 8.7 12.9 12.9 9.0 12.0 12.0 16.6 22.2 22.4 16.5 22.9 23.0 Incremental Delay(d 2),s/veh 0.2 1.8 1.9 0.1 0.5 0.5 0.2 0.5 2.2 0.2 6.7 11.0 Initial Queue Delay(d 3),s/veh 0.0 0.0 0.0 0.0 1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay(d), s/veh 8.9 14.6 14.7 9.0 12.4 12.4 16.8 22.7 24.7 16.7 29.6 34.1 Level of Service(LOS) A I B B A B B B C C B C I C Approach Delay,s/veh/LOS 14.0 B 12.2 B 22.1 C 28.7 C Intersection Delay,s/veh/LOS 16.6 B Multimodal Results EB WB NB SB Pedestrian LOS Score/LOS 2.8 C 2.8 C 2.8 C 2.8 C Bicycle LOS Score/LOS 1.5 A 1.3 A 0.8 A 0.9 A �] CorlwrtyhtC 2.016 University of Fiorido,AN Rightn' Rase.rved- HCS?a1W Sire"- Ve,$Oui!6.70 Generated:61201'2016 14�53:33 PM HCS 20, Signalized Intersection Results t nmary rAgency mation Intersection Information d�. J. Abelin Traffic Duration,h 0.25 RLA Analysis Date May 31,2016 Area Type Other F idiction MDT Time Period PM Peak Hour PHF 1.00 i Urban Street Huffine Lane Analysis Year 2016 With Analysis Period 1>7:00 X Intersection lCottonwood PM File Name CottonwoodPM.xus ect Description lCottonwood CornerApt.With Dev. Remand Information EB WB NB SB Approach Movement L I T R L T I R I L J T I R I L I T I R Demand v ,veh/h 251 977 100 120 1145 100 104 124 20 107 113 122 Signal Information Cycle,s 71.0 Reference PhaseTd Offset,s 0 Reference PointGreen 5.0 40.0 5.0 7.0 0.0 0.0Uncoordinated Yes Simult.Gap ENVYellow 4.0 4.0 0.0 3.0 0.0 0.0 Force Mode Fixed Simult Gap N/S On I Red 10.0 2.0 10.0 11.0 0.0 10.0 s 3 Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 5 2 1 6 3 8 7 4 Case Number 1.1 4.0 1.1 4.0 1.1 4.0 1.1 4.0 Phase Duration, s 9.0 46.0 9.0 46.0 5.0 11.0 5.0 11.0 Change Period, Y+R c),s 4.0 6.0 4.0 6.0 0.0 4.0 0.0 4.0 Max Allow Headway(MAH),s 2.8 3.1 2.8 3.1 2.8 3.2 2.8 3.2 Queue Clearance Time(g,),s 6.0 14.6 3.8 17.5 5.5 4.6 5.6 7.2 Green Extension Time(g.),s 0.0 6.0 0.0 0.0 0.0 0.0 0.0 0.0 ;e Call Probability 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Max Out Probability 1.00 0.10 1.00 1.00 1.00 1.00 1.00 1.00 Movement G up Results EB WB NB SB Approach Movement L T R L T R L T R L T R Assigned Movement 5 2 12 1 6 16 3 8 18 7 4 14 Adjusted Flow Rate(v),veh/h 251 547 530 120 631 614 104 72 72 107 113 122 Adjusted Saturation Flow Rate(s),veh/h/In 1882 1900 1838 1882 1900 1846 1810 1900 1809 1810 1900 1610 Queue Service Time(g s),s 4.0 12.5 1 12.6 1.8 1 15.4 15.5 3.5 2.5 2.6 3.6 4.0 5.2 Cycle Queue Clearance Time(g ),s 4.0 12.5 12.6 1.8 15.4 15.5 3.5 2.5 2.6 3.6 4.0 5.2 Green Ratio(g/C) 0.63 0.56 0.56 0.63 0.56 0.56 0.20 0.10 0.10 0.20 0.10 0.10 Capacity(c),veh/h 384 1070 1035 432 1070 1040 229 187 178 271 187 159 Volume-to-Capacity Ratio(X) 0.654 0.511 0.512 0.278 0.589 0.591 0.454 0.387 0.401 0.395 0.603 0.768 Available Capacity c.),veh/h 384 1070 1035 432 1 1070 1040 229 187 178 271 187 159 Back of Queue(Q),veh/In(50 th percentile) 1.6 4.4 4.3 0.6 5.6 5.5 1.5 1.1 1.1 1.5 2.0 2.8 Queue Storage Ratio(RQ (50 th percentile) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay(d i), s/veh 10.1 9.5 9.5 7.0 10.1 10.1 24.8 30.0 30.0 24.7 30.7 31.2 Incremental Delay d s ,s/veh 3.2 0.2 0.2 0.1 0.6 0.6 0.5 0.5 0.5 0.3 3.9 18.4 Initial Queue Delay(d 3),s/veh 0.0 0.0 1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay(d),s/veh 13.3 9.7 9.7 7.1 10.7 10.8 25.4 30.5 30.6 25.0 34.5 49.6 Level of Service(LOS) B A A A B B C C C C C D Approach Delay,s/veh/LOS 10.4 B 10.4 B 28.4 C 36.9 D Intersection Delay,s/veh/LOS 1 14.5 1 B ,.__Almodal Results EB WB NB SB Pedestrian LOS Score/LOS 2.8 C 2.8 C 2.8 C 2.8 C Bicycle LOS Score/LOS 1 1.6 __A 1.6 A 0.7 A 0.8 A Copyright U 2016 University of Fiorlda,All Right-,s'Reserved. HCS 2010"1 Str�et5 VDrsion 6-70 Generated; W20/2010 12;5511 PAN `^ HCS 201 signalized Intersection Results : imary General Information Intersection Information Agency ATS Duration,h 0.25 Analyst RLA Analysis Date Jun 1,2016 Area Type Other Jurisdiction City of Bozeman Time Period AM Peak Hour PHF 1.00 Urban Street Ferguson Road Analysis Year 2016 1 Analysis Period 1>7:00 Y Intersection lBabcock St. File Name FergusonAM.xus Pmjed Description Cottonwood Apt With Dev. Demand Information EB WB NB SB Approach Movement L T R L T R L T R L T R Demand v ,veh/h 10 84 32 60 62 40 21 212 44 28 412 15 Signal Information L Cycle,s 90.0 Reference Phase 2 R Offset,s 0 Reference Point End Green 69.9 12.1 0.0 0.0 0.0 0.0 Uncoordinated No Simult.Gap EMI On Yellow 4.0 4.0 0.0 10.0 0.0 10.0 Force Mode Fixed Simult.Gap N/S On Red 0.0 10.0 110.0 10.0 10.0 10.0 , s Timer Results EBL EBT WBL WBT NBL NBT SBL 77-- - Assigned Phase 8 4 6 Case Number 6.0 6.0 6.0 Phase Duration,s 16.1 16.1 73.9 Change Period,( Y+R c),s 4.0 4.0 4.0 4.0 Max Allow Headway(MAH),s 3.2 3.2 0.0 0.0 Queue Clearance Time(g s),s 7.4 11.4 Green Extension Time(g a),s 0.5 0.5 0.0 1 0.0 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 ff28427 T R Assigned Movement 3 8 18 7 4 14 1 6 16 2 12 Adjusted Flow Rate(v),veh/h 10 116 60 102 21 256 Adjusted Saturation Flow Rate(s),veh/h/In 1313 1810 1296 1775 976 1843 888 Queue Service Time(g a),s 0.6 5.3 4.0 4.7 0.6 3.3 0.6 5.9 Cycle Queue Clearance Time(g c),s 5A 5.3 9.4 4.7 6.4 3.3 3.8 5.9 Green Ratio(g/C) 0.13 0.13 0.13 0.13 0.78 0.78 0.78 0.78 Capacity(c),veh/h 189 246 179 241 773 1429 924 1464 Volume-to-Capacity Ratio(X) 0.053 0.472 0.335 0.423 0.027 0.179 0.030 0.292 Available Capacityc. ,veh/h 1105 1508 1083 1479 773 1429 924 1464 Back of Queue Q),veh/In(50 th percentile) 0.2 2.3 1.3 2.0 0.1 0.9 0.1 1.6 Queue Storage Ratio(RQ)(50 th percentile) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay(d s),s/veh 38.1 35.9 40.2 35.7 3.9 2.6 3.1 2.9 Incremental Delayd 2),s/veh 0.0 0.5 0.4 0.4 0.1 0.3 0.1 0.5 Initial Queue Delay(d 3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay d),s/veh 38.2 36.4 40.7 36.1 3.9 2.9 3.2 1 3.4 Level of Service(LOS) D D D D A A A i A Approach Delay,s/veh/LOS 36.6 D 37.8 = D 3.0 A 3.4 A Intersection Delay, s/veh/LOS 12.9 B Multimodal Results EB WB NB SB Pedestrian LOS Score/LOS 2.3 B 2.3 B 2.2 B 2.2 B Bicycle LOS Score/LOS 0.7 1 A t 0.8 1 A 0.9 1 A 1.2 1 A ConyrightC 201,Uidversity of Fiorlda„A11 Rights RQm-,rved, HGS 21)W'5tremts Version fi.70 Gtmerated;6t291206 IT57;42 PM HC 2S 01 -signalized Intersection Results 'nmary General Information Intersection Information Agency ATS Duration, h 0.25 p-lyst RLA Analysis Date Jun 1,2016 Area Type Other .diction City of Bozeman Time Period PM Peak Hour PHF 1.00 o- t Urban Street Ferguson Road Analysis Year 2016 1 Analysis Period 1>7:00 v Intersection 113abcock St. File Name FergusonPM.xus Project Description on Cottonwood ApL With Dev. '+y>•" Demand Information EB WB NB SB Approach Movement L T R 35 L T R L T R L T R Demand v ,veh/h 9 103 48 152 100 50 352 48 60 320 23 Signal Information Cycle,s 90.0 Reference Phase 2 R Offset,s 0 Reference Point End Green 66.1 115.9 0.0 10.0 0.0 0.0 , Uncoordinated No Simult. Gap E/W On Yellow 14.0 4.0 0.0 10.0 0.0 10.0 Force Mode Fixed Simult.Gap N/S On Red 10.0 10.0 0.0 10.0 10.0 10.0 s r a Timer Results EBL EBT WBL WBT NBL NBT SBL SBT Assigned Phase 8 4 6 2 Case Number 6.0 6.0 6.0 6.0 Phase Duration,s 19.9 19.9 70.1 70.1 Change Period, ( Y+R c),s 4.0 4.0 4.0 4.0 Max Allow Headway(MAH),s 3.2 3.2 0.0 0.0 Queue Clearance Time(g a),s 15.1 14.3 Green Extension Time(g e),s 0.9 0.9 0.0 0.0 se Call Probability 1.00 1 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 3 8 18 7 4 14 1 6 16 5 2 12 Adjusted Flow Rate(v),veh/h 9 138 48 252 50 400 60 343 Adjusted Saturation Flow Rate(s),veh/h/In 1146 1817 1271 1773 1054 1860 1000 1877 Queue Service Time(g a),s 0.7 6.1 1 3.2 1 12.3 1 1.5 6.6 1 1.9 1 5.4 Cycle Queue Clearance Time(g c),s 13.1 6.1 9.3 12.3 6.7 6.6 8.4 5.4 Green Ratio(g/C) 0.18 0.18 0.18 0.18 0.73 0.73 0.73 0.73 Capacity(c),veh/h 125 322 218 314 793 1365 743 1378 Volume-to-Capacity Ratio(X) 0.072 0.429 0.221 0.803 0.063 0.293 0.081 0.249 Available Capacity(c a),veh/h 877 1514 10521 1478 793 13651 743 1 1378 Back of Queue Q),veh/In(50 th percentile) 0.2 2.6 1.0 5.3 0.3 2.0 0.4 1.7 Queue Storage Ratio(RQ)(50 th percentile) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay(d f),s/veh 41.8 33.0 37.2 35.5 5.0 4.1 5.4 3.9 Incremental Delay d z ,s/veh 0.1 0.3 0.2 1.8 0.2 0.5 0.2 0.4 Initial Queue Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1 0.0 Control Delay(d),s/veh 41.9 33.3 37.4 37.4 5.1 4.6 5.7 4.3 Level of Service(LOS) D C D D A A A I A Approach Delay,s/veh/LOS 33.8 C 37.4 D 4.7 A 4.5 A Intersection Delay,s/veh/LOS 15.5 B b..__.dmodal Results EB WB NB SB Pedestrian LOS Score/LOS 2.3 B 2.3 B 2.2 B 2.2 B Bigle LOS Score/LOS 0.7 A 1.0 A 1.2 A 1.2 A CAS Writ ht�i 20'16 u*:density cA F ,r';dar Ail Riyhts RnsatrvLd. HCS 20101"Slf�tgjs Vt�rsioi� G.70 61M2016 }2;5$.V)PM Two-Wayi • Control Surnmo Report General Information Site Information Analyst RLA Intersection Babcock&Cottonwood Agency/Co. Abelin Traffic Services Jurisdiction Bozeman Date Performed 5/31/16 East/West Street Babcock Street Analysis Year 2016 North/South Street Cottonwood Road Time Analyzed AM Peak Hour-With Proj. Peak Hour Factor 1.00 Intersection Orientation North-South Analysis Time Period(hrs) 0.25 Project Description Ferguson Lanes J 4 1 J.+ 1- It r n "rit +Yr rr 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 1 U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 1 1 1 0 1 2 0 Configuration LTR LTR L T R L T TR Volume(veh/h) 32 17 9 104 11 43 6 250 41 44 331 23 Percent Heavy Vehicles 0 0 0 0 0 0 0 0 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay,Queue Length,and Level of Service Flow Rate(veh/h) 58 158 6 44 Capacity 341 464 1216 1282 v/c Ratio 0.17 0.34 0.00 0.03 95%Queue Length 0.6 1.5 0.0 0.1 Control Delay(s/veh) 17.7 16.7 8.0 7.9 Level of Service(LOS) C C A A Approach Delay(s/veh) 17.7 16.7 0.2 0.9 Approach LOS C C A A Copyright 0 2016 University of Florida.All Rights Reserved. HCS 20101 TWSC Version 6.70 Generated:6/20/2016 12:59:15 PM BabcottAM.xtw HCS 24 Two-Way Stop Control Summl* Report General Information Site Information Analyst RLA Intersection Babcock&Cottonwood ncy/Co. Abelin Traffic Services Jurisdiction Bozeman Date Performed 5/31/16 East/West Street Babcock Street Analysis Year 2016 North/South Street Cottonwood Road Time Analyzed PM Peak Hour-With Proj. Peak Hour Factor 1.00 Intersection Orientation North-South Analysis Time Period(hrs) 025 Project Description Ferguson Lanes .1 L f-- r —y r n � 4tYtrr Majoi Sheet:North-South Vehicle Volumes and Adjustments roach 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 1 U 1 2 3 4U 4 5 6 Number of Lanes 0 1 0 0 1 0 0 1 1 1 0 1 2 0 Configuration LTR LTR L T R L T TR Volume(veh/h) 41 8 8 46 11 64 14 388 69 38 246 37 Percent Heavy Vehicles 0 0 0 0 0 0 0 0 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay,Queue Length,and Level of Service Flow Rate(veh/h) 57 121 14 38 Capacity 279 464 1291 1115 v/c Ratio 0.20 0.26 0.01 0.03 95%Queue Length 0.7 1.0 0.0 0.1 Control Delay(s/veh) 21.2 15.5 7.8 8.3 Level of Service(LOS) C C A A )roach Delay(s/veh) 21.2 15.5 0.2 1.0 Approach LOS C C A A Copyright O 2016 University of Florida.All Rights Reserved. HCS 20101 TWSC Version 6.70 Generated:6/20/201612:59:35 PM BabcottPM.xtw HCS 2C*Two-Way Stop Control SurnmAoReport General Information Site Information Analyst RLA Intersection Babcock&Cot.Comer Apt Agency/Co. ATS Jurisdiction City of Bozeman Date Performed 5/31/2016 East/West Street Babcock Street Analysis Year 2016 North/South Street Cottonwood Comer Apt Time Analyzed AM Peak Hour-With Dev. Peak Hour Factor 1.00 Intersection Orientation East-West Analysis Time Period(hrs) 0.25 Project Description Cottonwood Apt. Lanes J -11Jr+ 1• L t r ) ,4 +yt tr Majoi Strut.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 0 1 0 0 0 1 0 0 0 0 0 0 0 Configuration TR LT LR Volume(veh/h) 92 3 4 132 17 14 Percent Heavy Vehicles 3 3 3 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay.Queue Length,and Level of Service Flow Rate(veh/h) 136 31 Capacity 1491 832 v/c Ratio 0.09 0.04 95%Queue Length 0.0 0.1 Control Delay(s/veh) 7A 9.5 Level of Service(LOS) A A Approach Delay(s/veh) 0.2 9.5 Approach LOS A A Copyright O 2016 University of Florida.All Rights Reserved. HCS 20101 TWSC Version 6.70 Generated:6/20/201612:59:53 PM CottonAptAM.xtw HCS A Two-Way Stop Control Sumn-40 Report General Information Site Information Analyst RLA Intersection Babcock&Cot.Corner Apt ncy/Co. ATS Jurisdiction City of Bozeman Date Performed 5/31/2016 East/West Street Babcock Street Analysis Year 2016 North/South Street Cottonwood Comer Apt Time Analyzed PM Peak Hour-With Dev. Peak Hour Factor 1.00 Intersection Orientation East-West Analysis Time Period(hrs) Lo.25 Project Description Cottonwood Apt. Lanes J4 L G "1 '4 +Y t tr Major Street:East-West Vehicle Volumes and Adjustments roach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1 U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 0 0 0 0 0 Configuration TR LT LR Volume(veh/h) 96 11 14 84 9 7 Percent Heavy Vehicles 3 3 3 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay,Queue Length,and Level of Service Flow Rate(veh/h) 98 16 Capacity 1476 836 v/c Ratio 0.07 0.02 95%Queue Length 0.0 0.1 Control Delay(s/veh) 7.5 9.4 Level of Service(LOS) A A iroach Delay(s/veh) 1.1 9.4 approach LOS A A Copyright©2016 University of Florida.All Rights Reserved. HCS 2010—TWSC Version 6.70 Generated:6/20/20161:00:19 PM CottonAptPM.xtw HCS A Two-Way Stop Control Summ#Report General Information Site Information Analyst RLA Intersection Babcock&Stafford Agency/Co. ATS Jurisdiction City of Bozeman Date Performed 5/31/2016 East/West Street Babcock Street Analysis Year 2016 North/South Street Time Analyzed AM Peak Hour-With Dev. Peak Hour Factor 1.00 Intersection Orientation East-West Analysis Time Period(hrs) 0.25 Project Description Cottonwood Apt. Lanes Jai 1A.4- I• L n '4tYt '� r Major Street:East-Wes[ 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 1 U 1 2 3 41.1 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 0 0 0 0 0 Configuration LT TR LR Volume(vehN 9 98 116 13 6 24 Percent Heavy Vehicles 3 3 3 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length,and Level of Service Flow Rate(veh/h) 107 30 Capacity 1449 882 v/c Ratio 0.07 0.03 95%Queue Length 0.0 0.1 Control Delay(s/veh) 7.5 9.2 Level of Service(LOS) A A Approach Delay(s/veh) 0.7 9.2 Approach LOS A A Copyright®2016 University of Florida.All Rights Reserved. HCS 2010TM TWSC Version 6.70 Generated:6/20/2016 1:00:35 PM StaffordAM.xtw HCS 2G*Two-Way Stop Control Summo Report General Information Site Information Analyst RLA Intersection Babcock&Stafford ency/Co. ATS Jurisdiction City of Bozeman Date Performed 5/31/2016 East/West Street Babcock Street Analysis Year 2016 North/South Street Time Analyzed PM Peak Hour-With Dev. Peak Hour Factor 1.00 Intersection Orientation East-West Analysis Time Period(hrs) 0.25 Project Description Cottonwood Apt. Lanes r r '1 #Y t * r Major Street:East-West Vehicle Volumes and Adjustments )roach 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 B 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 0 0 0 0 0 Configuration LT TR LR Volume(veh/h) 5 99 94 36 23 24 Percent Heavy Vehicles 3 3 3 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay,Queue Length,and Level of Service Flow Rate(veh/h) 104 47 Capacity 1448 842 v/c Ratio 0.07 0.06 95%Queue Length 0.0 0.2 Control Delay(s/veh) 7.5 9.5 Level of Service(LOS) A A oroach Delay(s/veh) 0.4 9.5 Approach LOS A A Copyright®2016 University of Florida.All Rights Reserved. HCS 2010—TWSC Version 6.70 Generated:6/20/2016 1:00:54 PM StaffordPM.xtw