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Home My WebLink About7g_Traffic_12661.pdf i • "-� lbel. traffic Traffic Impact Study services Boulder Creek/Westbrook ResidenfleA Development Bozeman, Montana Prepared For: Four Corners Construction, LLC. 125 Central Avenue Bozeman, MT 59718 November, 2013 130 South Howie Street Helena, Montana 59601 406.459.1443 Boulder Creek/Westbrook Traffic Impact Study Bozeman, Motilaua Table of Contents A. Executive Summary......................................................................................I B. Project Description.....................................................................................—I C. Existing Conditions........................................................................................I AdjacentRoadways ..............................................................................2 TrafficCounts........................................................................................3 Levelof Service.....................................................................................3 D. Proposed Development................................., ...........................................4 E. Trip Generation and Assignment................. F. Trip Distribution ..........................................................................................7 G. Traffic Impacts Outside of the Development...............................................7 H. Impact Summary & Recommendations......................................................8 List of Figures Figure 1 — Proposed Development Site...................................................................2 Figure 2— Proposed Boulder Creek Development..................................................5 Figure 3— Proposed Westbrook Development........................................................6 Figure 4 — Trip Distribution......................................................................................7 List of Tables Table 9 — 2013 Level of Service Summary..............................................................3 Table 2— Trip Generation Rates.............................................................................7 Table 3— Level of Service Summary With Development........................................8 i Boulder Creek/Westbrook Traffic Impact Study Bozeman, Montana Boulder Creek/Westbrook Residential Development Traffic Impact Study Bozeman, Montana A. EXECUTIVE SUMMARY As proposed, the Boulder Creels and Westbrook developments will not create any new roadway capacity problems along Durston Road. The intersection of Durston Road and Cottonwood Road is currently operating at a poor LOS in the PM peak-hour and the traffic from these developments will add to this problem. It is recommended that a left-turn be installed at this intersection for westbound traffic and that the intersection be converted to four-way STOP control. Alternatively this intersection could be improved by the installation of a modern roundabout. All other nearby intersections will continue to function at acceptable levels of service and no other additional improvements will be required along Durston Road to serve the proposed developments. B. PROJECT DESCRIPTION This document studies the possible effect on the surrounding road system from two proposed residential developments located north of Durston Road between Laurel Parkway and Rosa Way in Bozeman, Montana. The document also identifies any traffic mitigation efforts that the development may require. The site is located north of Durston Road '/4 mile west of Cottonwood Road. The property would be developed to include up to 233 new residential units. Based on the City of Bozeman Subdivision Regulations, the developers must study all effected intersections within %s mile of the proposed development which includes the intersections of Durston Road with Laurel Parkway, Rosa Way, Cottonwood Road, and Flanders Mill Road. Although this development will include the construction of a portion of Oak Street,the section of road will not connect to the existing sections of Oak Street to east and will not provide access to the development site until additional properties in this area are developed to the east. A traffic impact study was prepared for this project in 2007 which was then called Laurel Glen Phases 3 & 4. The 2007 traffic study, which anticipated the construction of 270 residential units on the property, recommended the construction of a designated left-turn lane along Durston Road at Cottonwood Road, and that four-way STOP controls be installed at the intersections of Durston Road with Ferguson Road (completed) and Cottonwood Road. C. EXISTING CONDITIONS The proposed development property currently consists of a 70-acre parcel of undeveloped land located north of Durston Road between Laurel Parkway and Rosa Way. The site is located AbeIin Traffic Services 1 November 2013 Boulder Creek/Westbrook Traffic Impact Study Bozeman,Montana between the Laurel Glen Phase 2 Subdivision and the Traditions Subdivision. The topography in this area is flat. See Figure 1 for a location map of the proposed development. Figure 1- Proposed Development Site i f Adjacent Roadways Durston Road is a two-way east/west minor arterial route that provides access to the residential areas to the west of Bozeman. In recent year much of the road has been reconstructed to accommodate development in this area. Currently the road has a three-lane cross-section with a paved width of 46-feet east of Cottonwood Road and two-lanes paved at 31 feet west of Cottonwood Road. Durston Road also has designated bike lanes. All cross- street between Laurel Parkway and Flanders Mill Road are controlled by STOP signs. The roadway has a posted speed limit of 35 MPH and currently carries 8,600 Vehicles Per Day (VPD). Laurel Parkway is a north/road that was constructed to serve the different phases of the Laurel Glen development. This roadway was constructed with a wide median, turn lanes, and roundabouts at some intersection to provide capacity for future development and future road connections. The roadway has a posted speed limit of 25 MPH and currently carries 2,800 Vehicles Per Day(VPD). Cottonwood Road is a principal arterial north/south route that provides access to the residential developments to the north and Huffine lane to the south. The road has a two-lane cross-section with a paved width of 28-feet near Durston Road. The road has a posted speed limit of 25 MPH north of Durston Road and 40 MPH south of Durston Road. Cottonwood Road currently carries 550 VPD north of Durston Road. . Abelin Traffic Services 2 November 2013 Boulder Creek/Westbrook'Traffic Impact Study Bozeman,Montana Flanders Mill Road in a north/south two-lane road which provides access north to Baxter Lane. The road currently has a paved width of 27 feet and a posted speed limit of 40 MPH. Flanders Mill Road currently carries 2,500 VPD north of Durston Road. Traffic Counts In July 2013 Abelin Traffic Services (ATS) collected turning movement count data at intersections along Durston Road as requested by the City of Bozeman. These counts included the intersections of Durston Road with Laurel Parkway, Rose Way, Cottonwood Road, and Flanders Mill Road. ATS also collected 24-hour ADT data on Laurel Parkway, Flanders Mill, and Durston Road. The raw traffic data is included in Appendix A of this report. 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 the Highway Capacity Software (HCS) version 5.3. 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 — 2013 level of Service Summa AM Peak Hour PM Peak Hour Intersection Delay Sec. LOS Delay Sec. LOS Durston Road & Laurel 14.4 B 13.3 B Parkewa Durston Road & Rosa 12.6 B 13.8 B Way Durston Road & Cottonwood Road* 11.9/15.3 B/C 56.2/23.4 F!C Durston Road & 11.3 B 16.8 C Flanders Mill Road 'NorthboundlSouthbound LOS and Delay Table 1 shows the existing 2013 LOS for the AM and PM peak hours without the traffic from the proposed developments. The LOS calculations are included in Appendix C. Table 1 shows that most of the existing intersections along Durston Road are currently operating within acceptable limits. However, the intersection of Cottonwood Road and Durston Road is currently experiencing excessive evening peak-hour delay. This issue Abelin Traffic Services 3 November 2013 Boulder Creek/Westbrook Traffic Impact Study Bozeman,Montana will need to be addressed regardless of any additional development within this area. If this intersection were converted to a four-way STOP controlled intersection it would function at LOS C with 16.8 seconds of delay in the PM peak-hour. If an additional left- turn lane were added to this intersection for westbound traffic, the overall intersection delay would drop to 14.0 seconds. D. PROPOSED DEVELOPMENT The development currently under consideration for this site includes 70 acres of land located north of Durston Road which would be developed into two residential subdivisions. The Westbrook Subdivision would be located just north of Durston Road and the Boulder Creels Subdivision would be located just north of Annie Street. The Westbrook Subdivision would include 118 single-family residential units. A total of 115 single-family residential units are proposed in the Boulder Creek Subdivision for a total of 233 new residential units. It should be noted that this is a significant decrease for the 270 residential units previously proposed for this property. The developments would each have designated parks and sidewalks throughout the properties. Access to the development sites would be provided through a variety of new connections onto Laurel Parkway, Rosa way,and North Cottonwood Road. Presently these three streets would be the only access points from the developments to Durston Road and the City of Bozeman. As this area continues to develop in the future it is likely that additional road connections will be provided to the north and east. The Westbrook and Boulder Creek development are shown in Figures 2 & 3. E. TRIP GENERATION AND ASSIGNMENT ATS performed a trip generation analysis to determine the anticipated fixture traffic volumes from the proposed development using the trip generation rates contained in Trip Generation (Institute of Transportation Engineers, Seventh Edition). These rates are the national standard and are based oil 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 1TE trip generation rates, at full build-out the developments would produce 175 AM peak hour trips, 235 PM peak hour trips, and 2,230 daily trips. See Table 2 for detailed trip generation information. Abelin Traffic Services 4 November 2013 Boulder Creek/Westbrook Traffic Impact Studio Bozeman,Montana Figure 2 - Proposed Boulder Creek Development i '_ ._._..�....__�.• �►�o�.�rnrc�tir�� st�ctlylUvrt.t =�:��la��f_', `Z .,�,�r'"" - i ;y; i)ii �i h� S'�•e; si a; �i i I f ; I RUN I as I e� ' I J '4ti si �i •�ii lei >,i si �i ei� �=`' . cob 60 all LU CL i ' y �nlct,�ta�tns raa! r�svr 11I opts! r ris K o7,pq1epp4pp Y979 R i te�lipjllSg3f�� @fi4i@ 13b+ �ii;iP ld 2 i.Q� ��6�94� � i ��a Abelin Traffic Services 5 November 2013 Boulder CreeklWestbrook Traffic Impact Study Bozeman,Montana Figure 3 — Proposed Westbrook Development 1_T.;. I_:1 i CT1 I_i, i� -a` Tf�ilq,�t ��_.• t'-�� V/�JVv//J/ r N ,t J ~ "� ��fj i s , R.. I ;;s-ij tilt lrJl f lei r w� ,!1.in i e at n t`e4 : toi: rl 1 IL pig Ali' VIM: I z LAM" 4i r � { ..v:, '=�';,+Y �-r.i•r.:^.:� �� i�w"C i�a 7r�1 ':'Lt: f.f � :.•mow.�w ::ram' . i a t,,.: i! ti..�`1'•• '�~ f..ti.��. :;^.''" ..� _ -t� ' r NUISIN ills NO JJ '!;[T1111"I /� •� �' '. t !' !: Y }I II IC •A tct F �:61 iI' 88kti e fig �ilia`; Y 4{ si�ii i �i I {•i �4ga isliii P. 1 s �' Abelin Traffic Services 6 November 2013 Bouddej•Creek/Westbrook Traffic Impact Study Bozeman,Montana 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 Boulder Creek Single-Family 115 0.75 86 1.01 116 9.57 1,101 Westbrook Single-Family 118 0.75 89 1.01 119 9.57 1,129 Total 233 175 1 235 2,230 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. Based on field observations, half of the traffic from the development site will use Durston Road to reach areas to the east in Bozeman. The rest of the traffic will use Cottonwood Road, Flanders Mill Road, and Durston Road to reach other destinations. Traffic is expected to distribute onto the surrounding road network as shown on Figure 4. Figure 4—Trip Distribution 5% MO Proposed Development Site w a� v c 5% LL Durston Road v 50% m 0 v 0 0 3 c 0 c 40% CO) 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 Westbrook and Boulder Creek Subdivisions is shown in Table 3. These calculations are based on the projected model volumes included in Appendix B of this report. Abelin Traffic Services 7 November 2013 Boulder CreeklWestbrook Traffic Impact Study Bozeman,Montana Table 3 indicates that the construction of the Boulder Creek and Westbrook Subdivisions will not cause any additional roadway capacity problems at locations along Durston Road. The intersection of Cottonwood Road and Durston Road is currently operating at a poor LOS and the Bounder Creek/Westbrook developments will contribute to the need for improvements at this location. There are several options for improving the capacity and LOS at the intersection of Durston Road and Cottonwood Road. If the intersection were modified to a four-way STOP controlled intersection with its current lane configuration the LOS would improve to D with 29.3 seconds of peak-hour delay. If an additional left-turn lane were added for westbound traffic with the four- way STOP control, the overall intersection delay would improve to 19.3 seconds (LOS C) and the intersection would have considerable reserve capacity. With the current road layouts in this intersection, a left-turn lane could be created by widening only the west leg of Durston Road and re-striping the intersection. Alternatively, the capacity related issues at this intersection could be addressed by constructing a modern roundabout at this location. There is sufficiently area to construct a roundabout in this intersection and this type of traffic control is becoming common in this part of Bozeman. if constructed, a roundabout would operate at LOS B with 11.5 seconds of delay and would provide sufficient capacity for this intersection well into the future. Table 3-Level of Service Summary With the Boulder Creek/Westbrook Developments AM Peak Hour PM Peak Hour Intersection Delay Sec. LOS Delay Sec. LOS Durston Road & Laurel 15.1 B 14.1 B Parkewa Durston Road & Rosa 14.0 B 15.2 C Way Durston Road & 14.6/25.6 BID 204.8/45.9 FIE Cottonwood Road* Durston Road & 12.0 B 19.6 C Flanders Mill Road "Northbound/Souhbound LOS and Delay H. IMPACT SUMMARY & RECOMMENDATIONS As proposed, the Boulder Creek and Westbrook developments will not create any new roadway capacity problems along Durston Road. The intersection of Durston Road and Cottonwood Road is currently operating at a poor LOS in the PM peak-hour and the traffic from these developments will add to this problem. It is recommended that a left-turn be installed at this intersection for westbound traffic and that the intersection be converted to four-way STOP Abelin Traffic Services 8 November 2013 Boulder Creek/Westbrook Traffic Impact Study Bozeman,Montana control. Alternatively this intersection could be improved by the installation of a modern roundabout. All other nearby intersections will continue to function at acceptable levels of service and no other additional improvements will be required along Durston Road to serve the proposed developments. Abelin Traffic Services 9 November 2013 �,'��_''�.' ?Gil ��[l��. l ¢�tlU'�'u�u o� L��1'i�: Abelin Traffic Services 130 S. Howie Street Helena, MT 59601 Abelin Traffic Services File Name : durstandcottonwood 130 S. Howie Street Site Code : 00000000 Helena, MT 59601 Start Date : 7/23/2013 Page No : 1 Batik 2 FLANDERS DURSTON FLANDERS DURS'I'ON South o d Woqfturd NorthboundEastbound atrt Time Right Thru Left Peds Right Tim Lell Peds Right Thru I Left Pods Right Thru Lett Peds Int.Total 07:30 AM 13 0 8 0 5 36 0 0 0 0 0 0 0 52 9 0 123 07A5 AM 18 0 9 0 4 25 0 0 0 0 0 0 0 103 8 0 167 Total 31 0 17 0 9 61 0 0 0 0 0 0 0 155 17 0 290 08:00 AM 8 0 6 0 4 28 0 0 0 0 0 0 0 64 10 0 120 08:15 AM 11 0 10 0 4 35 0 0 0 0 0 0 0 50 8 0 118 08:30 AM 8 0 6 0 4 28 0 0 0 0 0 0 0 53 3 0 102 8:45 AM 1 0 7 0 0 0 0 0 0 51 11 0 117 Total 34 0 29 0 22 122 0 0 0 0 0 0 0 218 32 0 457 BREAK•'* 04:15 PM lit 0 6 0 14 62 0 0 0 0 0 0 0 40 12 0 148 04:30 PM 10 0 6 0 7 49 0 0 0 0 0 0 0 58 12 0 142 04:45 PM 12 0 5 0 6 53 0 0 0 0 0 0Q��7 15 0 140 Total 36 0 17 0 29 164 0 0 0 0 0 0 0 145 39 0 430 05:00 PM 19 0 10 0 11 80 0 0 0 0 0 0 0 67 13 0 200 05:15 PM 18 0 12 0 16 102 0 0 0 0 0 0 0 36 12 0 196 05:30 PM 17 0 14 0 II 90 0 0 0 0 0 0 0 51 14 0 197 Grand Total 155 0 99 0 98 619 0 0 0 0 0 0 0 672 127 0 1770 Apprch% 61 0 39 0 137 86.3 0 0 0 0 0 0 0 84.1 15.9 0 Total% 8.8 0 5.6 0 5.5 35 0 0 0 0 0 0 0 38 7-2 0 Abelin Traffic Services 130 S. Howie Street Helena, MT 59601 Abelin Traffic Services File Name : durstandcottonwood 130 S. Howie Street Site Code : 00000000 Helena, MT 59601 Start Date : 7/23/2013 Page No : 1 Grou s Printed-Unshiftcd COTTONWOOD DU RSTON COTTON WOOD DURSTON Sou hbound Westbound Northbound Eastbound Start Time Right I Thru I Loft Peds Right Thru I Lcft Pcds Right I Thru Lcft Peds Right I Thru I Left Pcds Int.'folal 07:30 AM 4 3 6 0 0 28 14 0 13 1 9 0 11 49 t 1 140 0 :45 AM 2 0 3 0 1 26 26 0 14 1 1 0 30 81 0 0 185 Total 6 3 9 0 1 54 40 0 27 2 10 0 41 130 1 1 325 08:00 AM 1 2 4 0 0 28 22 0 18 0 3 0 1 15 48 1 0 142 08:15 AM 0 1 3 0 2 32 19 0 23 2 7 0 14 44 0 0 147 08:30 AM 1 3 1 0 0 29 17 0 12 1 2 0 7 49 0 0 l22 08:45 AM 0 1 3 0 2 38 I8 0 19 0 3 0 16 46 2 0 148 Total 2 7 11 0 4 127 76 0 72 3 IS 0 52 187 3 0 559 `••BREAK••• 04:15 PM I I 1 0 2 64 15 0 28 2 11 0 15 37 0 0 177 04:30 PM 2 1 3 0 1 54 12 0 29 6 10 0 10 59 1 0 188 4:45 PM 0 2 2 0 2 51 14 0 37 2 10 6 56 0 0 187 Total 3 4 6 0 5 169 46 0 94 10 31 0 31 152 1 0 552 05:00 PM 0 2 3 0 2 76 27 0 34 4 15 0 19 59 2 0 243 05:15 PM 0 0 1 0 9 98 32 0 31 3 20 0 8 38 2 0 242 0530 PM 0 0 6 0 6 78 32 0 43 5 23 0 13 52 0 0 258 Grand Total II 16 36 0 27 602 253 0 301 27 114 0 164 618 9 1 2179 Apprch% 17.5 25.4 57.1 0 3.1 68.3 28.7 0 68.1 6.1 25.8 0 20.7 78 1.1 0.1 Total% 0.5 0.7 13 0 1.2 27.6 11.6 0 13.8 1.2 5.2 0 7.5 28.4 0.4 0 Abelin Traffic Services 130 S. Howie Street Helena, MT 59601 Abelin Traffic Services File Name : durstandrosa 130 S. Howie Street Site Code : 00000000 Helena, MT 59601 Start Date : 7/22/2013 Page No : 1 _ Oroupg Printed- nshift d ROSA DURSTON ROSA DURSTON South bound N Bns oun Right Thru Loll Pods Right Thni Left Peds Right Thru Loft Pcds Rigltt 'Thru Left Peds Int.7'otal 07:30 AM 1 0 2 0 0 28 0 0 0 0 0 0 0 56 0 0 87 AM 2 0_ 4 0 1 59 0 0 0 0 0 0 0 109 0 5, Total 3 0 6 0 1 87 0 0 0 0 0 0 0 165 0 0 262 WOO AM 1 0 2 0 0 28 0 0 0 0 0 0 0 69 1 0 101 08:15 AM 1 0 3 0 0 26 0 0 0 0 0 0 0 69 1 0 100 08:30 AM 1 0 2 0 0 37 0 0 0 0 0 0 0 52 0 0 92 08:45 A 1_ __0 2 0 2 0 04 0 0 64 0 9 Total 4 0 9 0 0 114 0 0 0 0 0 0 0 254 2 0 383 " BREAK•46 04:45 PM I 0 0 2 0 I 1 70 0 0 I 0 0 0 0 I 0 51 0 0 I 124 Total 0 0 3 0 2 133 0 0 0 0 0 0 0 98 3 0 239 05:00 PM 0 0 I 0 2 56 0 0 0 0 0 0 0 50 0 0L5�7 05:15I'M 0 0 0 0 I 85 0 0 0 0 0 0 0 52 0 0 05-30I'M 1 0 4 0 4 106 0 0 0 0 0 0 0 71 1 0 _ _05:45 PM 0 0 1 0_ I 74 0 0 0 0 0 0 62 0 Total t 0 6 0 8 321 0 0 0 0 0 0 0 235 1 0 Grand Total I 8 0 24 0 I 11 655 0 0 I 0 0 0 0 I 0 752 6 0 I 1456 Apprch% 25 0 75 0 1.7 98.3 0 0 0 0 0 0 0 99.2 0.8 0 Total% 0.5 0 1.6 0 0.8 45 0 0 0 0 0 0 0 51.6 0.4 0 Abelin Traffic Services 130 S. Howie Street Helena, MT 59601 Abelin Traffic Services File Name : durstandrosa 130 S. Howie Street Site Code : 00000000 Helena, MT 59601 Start Date : 7/22/2013 Page No : 1 Groups Printed-Bank LAUREL DURSTON LAUREL DURSTON Southbound es t N 1 and Eastboun Start Time Right Thru Loll Pcds Right Thru Left I Pods Right Thru I Left Pods Ri ht ThruI Lett Peds int.Total 07:30 AM 0 0 10 0 2 27 0 0 0 0 0 0 0 55 1 0 95 07:45 AM 5 0 43 0 8 53 0 0 0 0 0 0 0 190 0 0 299 TO 5 0 53 0 t0 80 0 0 0 0 0 0 0 245 1 0 394 09:00 AM 3 0 24 0 6 23 0 0 0 0 0 0 0 69 1 0 126 08:15 AM 1 0 21 0 7 20 0 0 0 0 0 0 0 70 0 0 119 08:30 AM 1 0 13 0 3 35 0 0 0 0 0 0 0 51 1 0 104 08:4S AM 1 0 16 0 0 24 09. 0 0 0 0 0 64 0 0 los Total 6 0 74 0 16 102 0 0 0 0 0 0 0 754 2 0 454 •••BREAK•*• 04:30 PM 2 0 13 0 14 49 0 0 0 0 0 0 0 48 2 0 128 4:45 P 1 0 20 50 0 0 0 0 0 0 _0 48 3 0 140 Total 3 0 31 0 34 99 0 0 0 0 0 0 0 96 5 0 268 05:00 PM 2 0 6 0 11 45 0 0 0 0 0 0 0 47 3 0 114 05.15 PM 0 0 12 0 is 70 0 0 0 0 0 0 0 47 5 0 149 0530 PM 4 0 11 0 20 87 0 0 0 0 0 0 0 69 3 0 194 05:4 I'M 1 0 _12__ _ 0 2§ 48 0 0 0 0 0 0 0 59 4 0 149 f Total 7 0 41 0 �72 250 0 0 0 0 0 0 0 221 15 0 606 Grand Total 21 0 199 0 I 132 531 0 0 I 0 0 0 O I 0 816 23 0 I 1722 Apprch% 9.5 0 90.5 0 19.9 80.1 0 0 0 0 0 0 0 97.3 2.7 0 Total% 1.2 0 11.6 0 7.7 30.8 0 0 0 0 0 0 0 47A 1.3 0 Basic VolumeI Station ID : DURST Last Connected Device Type : Unic-L Info Line 1 : ATS Version Number: 1.41 Info Line 2 : UNICORN#1 Serial Number: GPS Lat/Lon : Number of Lanes 1 DB File : DURST.DB Posted Speed Limit Lane#1 Configuration J # Dlr. Information Volume Mode Volume Sensors Divide By 2 Comment 1. ALL Normal Axle Yes Lane#1 Basic Volume Data From: 11:00-08/06/2013 To:08:69-08/09/2013 1 Dates DIN 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 080613 T 544 667 597 543 570 708 885 621 399 360 257 124 88 6363 0807*13 W 34 11 18 7 15 72 227 554 595 509 485 502 613 542 549 595 649 881 618 390 317 269 157 80 8689 080813 T 38 11 7 7 18 84 232 515 598 529 536 511 631 635 607 552 694 905 606 423 298 212 153 90 8892 080913 F 50 27 20 14 25 65 205 464 870 Month Total 122 49 45 28 56 221 664 1533 1193 1038 1021 1557 1911 1774 1699 1717 2051 2671 1846 1212 975 738 434 258 24814 Perconl• 0'%6 01. 0% 0% 0% 1% 3% 81/6 5% 4% 4% 81/. 8% 7% 7".16 746 8% 11% 7% 5% 4% 3% 2% 1% ADT: 41 16 15 9 19 74 221 511 597 519 511 519 637 591 566 672 684 890 615 404 325 246 145 86 8813 Sun Mon Tue Wed Thu Fri Sat Total Percent DW Totals: 0 0 6363 8689 8892 870 0 Weekday(Mon-Fri): 24814 100% #Days: 0.0 OA 0.5 1.0 1.0 0.3 0.0 ADT: 8631 ADT: 0 0 11747 8689 8892 2610 0 Weekend(Sat-Sun): 0 0% Percent 0% 0% 26% 35% 36% 4% 0% ADT: 0 Conlunon Basic Volumo Report Ynnfed 0812l'113 Fop 7 Basic VolumeI 1 Station ID : CTNWD N Last Connected Device Type : Unic-L Info Line 1 : ATS Version Number : 1.41 Info Line 2 : UNICORN #3 Serial Number: 91888 GPS Lat/Lon : Number of Lanes : 1 DB File : CTNWD N.DB Posted Speed Limit : Lane #1 Configuration # Dir. Information Volume Mode Volume Sensors Divide By 2 Comment 1. ALL Normal Axle Yes Lane#1 Basic Volume Data From: 10_00-08/06/2013 To_0869 -08/09/2013 Date DW 0000 0100 0200 0300 0400 0500 0600 0700 0800 0900 1000 1100 1200 1300 1,100 1500 1600 1700 1800 1900 2000 2100 2200 2300 Total 080613 T 29 34 38 44 40 32 52 66 36 33 24 17 15 5 455 080713 W 3 2. 0 0 3 6 9 26 14 23 24 42 43 29 28 37 32 52 55 19 28 8 19 5 507 080813 T 2. 6 0 0 4 12 12 25 23 21 26 30 33 37 43 42 38 44 49 32 24 16 7 2 528 080913 F 5 6 2 1 7 6 8 23 58 Month Total 10 14 2 1 14 24 29 74 37 44 79 106 114 110 111 111 122 152 140 84 76 41 41 12 1548 Portent-, 1% 1% 0% 0% 1% 2% 2% 51/6 2% 31/,, 5% 7% 746 79,16 7% 7%, 8% 10% 9% 5% 54% 3% 3% 1% ADT: 3 5 1 0 5 8 10 25 19 22 26 35 38 37 37 37 41 51 47 28 25 14 14 4 532 Stln Mon Tue Wed Thu Fri Sat Total Percent DW Totals: 0 0 455 507 528 58 0 Weekday(Mon-Fri): 1548 100% #Days: 0.0 0.0 0.6 1.0 1.0 0.3 0.0 ADT: 531 ADT: 0 0 780 507 528 174 0 Weekend(Sat-Sun): 0 0% Percent. 0% 0% 29% 33% 34% 4% 0% ADT: 0 Cenlunon Basic Volume Repot Printed 08121113 Pago 1 APPENDIX B Traffic Model Boulder Creek/Westbrook Traffic Model Bozeman,MT Existing 2013 AM Peak Hour laurel Parkway Rosa Way cuttonwoA Flanders MITI Peak 15•1,41n x 4 B 4) L 4 7o J L 3z 6 fD L 4 o 1 4" 104 72 4) L 16 172 4 4— 212 16 4 <-" 236 12 1# f" 104 36 4 4- 140 Ourston 4 -1 0 J 4 .1 4 32 J 264 436 -11' 324 4 392 -1 120 'f /� 56 PM Peak Hour Laurci t.,rl,v:ay Rosa W.'y Cottonwood Flanders Mill Peak 15•Min x 4 0 L 24 16 x.1 L a0 4 L 16 0 1 4- 312 68 L 44 •14 M 348 16 4 4- 424 24 b 128 56 4 `" 408 Ourston 12 -1 4 8 .1 172 56 zoo —s 284 -► 208 20 324 �1 S2 '� r 92 Boulder Creek/Westbrook Traffic Model Bozeman,MT MODEL AM Peak Hour Laurel Parkway Rosa Way Cottonwood Plunders MITI IN 44 OUT 132 60% 2016 2U 79 26 269 26 9 411 It. 13 5 t. 7 3 e1 8 40 8 4— 11 2 4) Pa 21 14 4- 3 24 ti 7 is 40 G4_ Q' 24 a- 22 Durston 2 J 1 .1 45 .9 4 73 7 .4 1 "0 21 34 Q 13 66 �► 11 -4 Ir PM Peak Hoer Laurel Parkway Rosa Way Cottonwood Plandefs Mill IN 150 OUT 85 6014 7m. 2(111 51 90 17 30 17 30 t. 45 3 4) IL 24 2 4J t. 27 26 i 4"' 38 8 49 L 14 1" 2 15 p' 24 51 26 1. d' 83 Ib15 Dunton 6 .9 3 I9 .J 13 47 5 .� 1 -4 14 22 "4 Q 45 42 -4 7 Boulder creek/Westbrook Traffic Model Bozeman,MT With Development AM Peak Hour Laurel Parkway Rosa Way Cottonwood Flanders Mill is 41 L 17 25 41 L 39 11 4j L 12 40 a *' 115 74 4) L 16 193 04 4- 215 40 4 4" 243 52 0 104 36 4 4-- 162 Ourston 6 J 1 J 4 9 8 39 J 265 "4 457 -4 358 1j 17 458 131 "$ 56 PM Peak Hour 'Laurel Pxh.mv Rosa Way cotwnwood 0 <1 L 69 i° j IL 101 6 41 L 43 26 A 4- 350 76 4) L 44 k' 350 31 04 4- 449 50 b r 228 56 {# Durston Is .9 7 J 8 j 185 61 .! 290 230 -4 t 65 366 14 59 'f N 92 APPEN DA C LOS calculations T`WO-Way Stop Control 1'1(,c I of I TWO-WAY STOP CONTROL SUMMARY General Information Site Information nal st RLA Intersection Durston&Lourol Agency/Co. Abefin Traffic Jurisdiction Date Performed 611212013 Analysis Year 2013 Analysis Time Period AM Peak Hour Project Description Boulder/Westbrook East/West Street: Durston Road North/South Street: Laurel Parkway Intersection Orientation: Cast-West IStUdy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume veh/h) 4 264 212 32 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR 4 264 0 0 212 32 vehlh Percent Heavy Vehicles 0 1 0 — - Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h 172 20 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR 0 0 0 172 0 20 veh/h Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 1 0 1 Configuratio2_________j L R Delay,Queue Length and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT L R v (veh/h) 4 172 20 C (m) (veh/h) 1334 532 816 V/C 0.00 0.32 1 0.02 95%queue length 0.01 1.39 0.08 Control Delay(s/veh) 7.7 15.0 9.5 LOS A B A Approach Delay (s/veh) -- - 14A Approach LOS B Copyright 0 2010 University of Florida,All Rights Reserved HCS+7M Version 5.6 Generated: 11/1212013 8:58 AM I ile:///C:/tJsei-s/Bob%2OAbel in/Al)pl)ata/l,ocal/'I'eml)/Li2i:4450.tmp 1 1/12/2013 Two-Way Stop Control llagc 1 41 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst IRLA Intersection IDurston &Laurel Agency/Co. lAbelin Traffic Airisdiction Date Performed 811212013 Analysis Year 12013 Analysis Time Period IPM Peak Hour Project Description Bouider/Westbrook EastANest Street: Durston Road North/South Street: Laurel Parkway Intersection Orientation: East-West IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R olume (veh h 12 240 348 80 Peak-Flour Factor, PI IF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR 12 240 0 0 348 80 veh/h Percent Heavy Vehicles 0 -- 0 Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Northbound S011lhbeUnd Movement 7 8 9 10 11 12 L T R I- T R Volume veh/h 44 16 Peak-Flour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR 0 0 0 44 0 16 veh/h Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 1 0 1 Configuration L R Delay,Queue Length,and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT L R (veh/h) 12 44 16 C (m) (veh/h) 1142 431 665 Ic 0.01 0.10 1 0.02 95% queue length 0.03 0.34 0.07 Control Delay (s/veh) 8.2 14.3 10.5 LOS A B B Approach Delay (s/veh) — 13.3 pproach LOS - B Copyright V 2010 University of Florida,All Rights Reserved HCS+TM Version 5.6 Generated: 11/12/2013 6:58 AM f i le:///C:/Users/Boh%2OAbeiiii/Api)Data/Local/Temp/u2l(13f.21).tmp 1 1/12/2013 'I'wo-Way Stop Control Page I of I TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst IRLA Intersection Durston &Rosa Wa Agency/Co. lAbelin Traffi Jurisdiction Date Performed 1811212013 Analysis Year 2013 Analysis Time Period M Peak Hour Project Description BoulderlWestbrook East/West Street: Durston Road North/South Street: Rosa Way Intersection Orientation: East-West IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume veh/h 2 436 236 4 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR 2 436 0 0 236 4 veh/h Percent Heavy Vehicles 0 -- -- 0 — Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR U stream Si nal 0 0 Minor Street Northbound Sellthbeltnd Movement 7 8 9 10 11 12 L T R L T R Volume vehlh 16 8 Peak--I-lour Factor, PHF 1.00 1,00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR 0 0 0 16 0 8 veh/h) Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay,Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v(veh/h) 2 24 C (m) (veh/h) 1339 500 v/c 0.00 0,05 95%queue length 0.00 0.15 Control Delay (s/veh) T 7 12.6 LOS A B pproach Delay (s/veh) - 126 pproach LOS - -- B Copyright 0 2010 University of Florida,All Rights Reserved HCS+TM Version 5.6 Generated: 11/1212013 8:58 AM file:///C:/Users/Bob%20Abclin/AppData/Local/'I'einp/u2kI 1 D2.tnp 11/12/2013 Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RLA Intersection Durston &Rosa Way Agency/Co. Abefin Traffic Airisdiction Date Performed 811212013 Analysis Year 2013 Analysis Time Period PM Peak Hour Project Description Boulder/Westbrook EastM/est Street: Durston Road tdorth/South Street: Rosa Way Intersection Orientation: East-West IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L 'r R L T R Volume veh/h 4 284 424 16 Peak-Hour Factor, PHF 1.00 1.00 1 00 1.00 1.00 1.00 Hourly Flow Rate, HFR 4 284 0 0 424 16 veh/Il Percent Heavy Vehicles 0 1 0 — - Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 COnf gUration LT TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 1 l 12 L T R L T R olume veh/h 16 4 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR 0 0 0 16 0 4 veh/h Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length,and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v(veil/h) 4 20 C (m) (veh/h) 1131 427 v/c 0.00 0.05 95%queue length 0.01 0.15 Control Delay (s/veh) 8.2 13.8 LOS A B pproach Delay(s/veh) - 13.8 pproach LOS - -- B Copyright©2010 University or Florida,All Rights Reserved HCS JNI Version 5.6 Generated: 11/12/2013 8:59 AM f i lc:///C:/Users/Bob%2OAbel in/AppData/Local/'I'cmp/u2k6C43.tmp 1 1/12/2013 Txvo-Wary Stop Control I'agc I of I TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst IRLA Intersection IDurston &Cottonwood Agency/Go. belin Traffic urisdiction Date Performed 1811212013 Analysis Year 12013 Analysis Time Period IPM Peak Hour Project Description Boulder/Westbrook EasttWest Street: Durston Road North/South Street: Cottonwood Road Intersection Orientation: East-West IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R olume veh/h 6 208 52 128 312 24 Peak-Hour Factor, PI-IF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, lIFR 8 208 52 128 312 24 veh/h Percent Heavy Vehicles 0 0 -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Si nal 0 0 Minor Street Northbound SOLIthbOUnd Movement 7 8 9 10 11 12 L T R L T R Volume veh/h 172 20 92 24 4 4 Peak-Hour Factor, PFIF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR 172 20 92 24 4 4 veh/h Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay,Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR (veh/h) 8 128 284 32 C (m) (veh/h) 1235 1316 331 228 lc 0.01 0,10 0.86 1 0.14 95%queue length 0.02 0.32 7.79 0.48 Control Delay(s/veh) T9 8.0 56.2 23.4 LOS A A F C Approach Delay (s/veh) — -- 56.2 1 23.4 Approach LOS -- - F C Copyright 02010 University of Florida,All Rights Reserved HCS+1M Version 5,6 Generated: 11/12/2013 8:56 AM file:///C:/Users/Bob%20AbeI iii/AppData/Local/'I'cmp/Li2k I0L,8.tmp 1 1/12/2013 'kvo-way Stop UonU•ol Page I of I TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst IRLA Intersection Durston & Cottonwood Agency/Co. Abefrn Traffi Jurisdiction Date Performed 1811212013 Analysis Year 2013 Analysis Time Period JAM Peak Hour- Project Description Boulder/Westbrook East/West Street: Durston Road North/South Street: Cottonwood Road Intersection Orientation: East-West IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume veh/h 4 324 120 104 104 4 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR 4 324 120 104 104 t veh/h Percent Heavy Vehicles 0 -- — 0 - Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 1 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L 1- R olurne (vet/h 4 4 56 12 4 8 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR 4 4 56 12 4 8 veh/h Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration I LTR LTR Delay,Queue Length, and Level of Service Approach Fastboufnd Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR (veh/h) 4 104 64 24 C (m) (veh/h) 1495 1127 566 374 v/c 0.00 0.09 0.11 0.06 95% queue length 0.01 0.30 0.36 0.20 Control Delay(s/veh) 7.4 8.5 11.9 15.3 LOS A A B C Approach Delay(s/veh) - 11.3 15.3 Approach LOS - B C Copyright 0 2010 University of Florida,All Rights Reserved HCS-ITr1 Version 5.6 Generated 11112/2013 8:53 AM fi le:///C:/Users/Bob%,20Abelin/AppData/Local/Temp/ti2k77EI'.tmp 11/12/2013 'kvo-way Slob Control TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst IRLA Intersection IDurston &Flanders Agency/Co. IAbefin Traffic Jurisdiction Date Performed 1811212013 Analysis Year 2013 Analysis Time Period JAM Peak Hour Project Description Boulder/Westbrook East/West Street: Durston Road North/South Street: Flanders Mill Intersection Orientation: East-West IStUdy Period hrs : 0.25 Vehicle Volumes and Adjustments Ma-or Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume veh/h 32 392 140 16 Peak-Flour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR 32 392 0 0 140 16 vehlh Percent Heavy Vehicles 0 - 0 — Median Type Undivided RT Channelized 0 0 Lanes 1 1 0 0 1 0 Configuration f_ T TR Upstream Si nal D 1 0 Minor Street Northbound Southbound Movement 7 8 9 1U 11 12 L T R L T R Volume veh/h 36 72 Peak-Hour Factor, PFIF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR 0 0 0 36 0 72 veh/h Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay,Queue Length and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L LR (veh/h) 32 108 C (m) (veh/h) 1436 680 /c 0.02 0.16 95% queue length 0,07 0.56 Control Delay(slveh) 7.6 11.3 LOS A B Approach Delay(s/veh) 11.3 Approach LOS -- B Copyright Q 2010 University of Florida,All Rights Reserved HCS+TM Version 5.6 Generated: 1111212013 8:5/AM file:///C:/Users/13ob°/r20A belie/ApI)Data/Local/Temp/Li21<6D4D.tmp 1 1/12/2013 Two-Way Stop ('olltrol Paf-c I of I TWO-WAY STOP CONTROL SUMMARY General Information Site Information nal st RLA Intersection Durston&Flanders Agency/Co. Abefin Traffic Jurisdiction Date Performed 811212013 Analysis Year 2013 Analysis Time Period PM Peak Hour Project Description BouldedWestbrook East/West Street: Durston Road North/South Street: Flanders Mill Intersection Orientation: East-West IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume veh/h 56 324 408 44 Peak-flour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR 56 324 0 0 408 44 vehlh Percent Heavy Vehicles 0 - -- 0 - Median Type Undivided RT Channelized 0 0 Lanes 1 1 0 0 1 0 Configuration L T Th Upstream Signal 0 0 Minor Street Northbound SOUthbound Movement 7 8 9 10 11 12 L T I: L T R Volume veh/h 56 68 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR 0 0 0 56 0 68 veh/h Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length,and Level of Service Approach Eastbound Westbound Northbound SOtlthbOttnd Movement 1 4 7 8 9 10 11 12 Lane Configuration L LR (veh/h) 56 124 C (m) (veh/h) 1119 429 v/C 0.05 0.29 95%queue length 0.16 1.18 Control Delay (s/veh) 8A 16.6 LOS A C pproach Delay (s/veh) — -- 16.8 pproach LOS — - C Copyright®2010 University of Florida.All Rights Reserved Version 5.6 Generated: 11112/2013 8 57 AM file:///C:/Users/Bob%20Abelin/AppData/Local/Temp/u2l(D297.tmp 1 1/12/2013 Two-Way Stop Control I'agc I of I TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst IRLA Intersection Durston& Laurel Agency/Co. IAbefin Traffi Jurisdiction Date Performed 1811212013 Analysis Year With Development Analysis Time Period M Peak Hour Project Description 13ouldedWestbrook EastM/est Street: Durston Road North/South Street: Laurel Parkway Intersection Orientation: East-West IStUdy Period hrs : 0.25 Vehicle Volumes and Adjustments Ma-or Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume veh/h 6 265 215 39 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR 6 265 0 0 215 39 veh/h Percent Heavy Vehicles 0 1 0 -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration !_I TR U stream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h 193 25 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR 0 0 0 193 0 25 veh/h Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 D 0 1 0 1 Confi uration L R Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT L R v(veh/h) 6 193 25 C (m) (veh/h) 1323 524 810 v/C 0.00 0.37 0.03 95%queue length 0.01 1.68 0.10 Control Delay (s/veh) 7.7 15.8 9.6 LOS A C A Approach Delay (s/veh) - 15.1 Approach LOS C Copyright©2010 University of Florida,All Rights Reserved I ICS 0 M Vof,ion 5& Generated: 11112/2013 9:17 AM file:///C:/Users/Bob%2OAbeiiii/AppData/l,ocai/Tetnl)/u2kA30C.tinp 1 1/12/2013 Iwo-Way Slop Control Page I of I TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst IRLA Intersection Durston &Laurel Agency/Co. befin Traffi Jurisdiction Date Performed 1811212013 Analysis Year With Development Analysis Time Period JPM Peak I-lour Project Description Boulder/Westbrook East/West Street: Durston Road Nortli/South Street: Laurel Parkway Intersection Orientation: East-West IStUdy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume veh/h 18 243 350 104 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR 18 243 0 0 350 104 veil/h Percent Heavy Vehicles 0 1 0 -- - Median Type Undivided RT Channelized 0 0 Lanes 1 0 1 0 0 1 0 Configuration L 7 TR U stream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L I' R L T R Volume veh/h 58 19 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate,HFR 0 0 0 58 0 19 veh/h Percent Fleavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 1 0 1 ,Configuration L R Delay,Queue Length, and Level of Service Approach Eastbound Westbound Northbound SOUthbOUnd Movement 1 4 7 8 9 10 11 12 Lane Configuration LT L R v (veh/h) 18 56 19 C(m) (veh/h) 1117 412 653 lC 0.02 0.14 1 0.03 95% queue length 0.05 0.49 0.09 Control Delay(s/veh) 8.3 15.2 10.7 LOS A C B Approach Delay(s/veh) -- 14.1 Approach LOS -- B Copyright 0 2010 University of Florida,All Rights Reserved HCS+Tm Version 5.6 Generated: 11/1212013 9:17 AM file:///C:/Users/Bob%20Abeliii/AppData/Local/Temp/Li2kEE8F.tmp 11/12/2013 Two-Way Stop Control Page 1 of ] TWO-WAY STOP CONTROL SUMMARY General Information Site Information nal st RLA Intersection Durston &Rosa Way Agency/Co. Abefin Traffic Airisdiction Date Performed 611212013 Analysis Year With Development Analysis Time Period AM Peak Hour Project Description Boulder/Westbrook East/West Street: Durston Road North/South Street: Rosa Way Intersection Orientation: East-West IStUdy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 G L T R L T R Volume veh/h 2 457 243 12 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR 2 457 0 0 243 12 veh/11 Percent Fleavy Vehicles 0 — -- 0 -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Sig7a-11 0 0 Minor Street Northbound SOLIthbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h 40 11 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR 0 0 0 40 0 11 veh/h Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (veh/h) 2 51 C (m) (veh/h) 1322 450 vlc 0.00 0.11 95%queue length 0.00 0.38 Control Delay(s/veh) 7.7 140 LOS A B Approach Delay (s/veh) -- -- 14.0 Approach LOS I — - B Copyright Q 2010 University of Florida,All Rights Reserved HCS+TM Version 5.6 Generated: 1111212013 0:17 AM file:///C:/Users/Bob%2OAbolin/AppData/Local/Temp/ti2k49DI3.tmp 1 1/12/2013 Two-Way Stop Control Page I of I TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst IRLA Intersection Durston & Rosa Way Agency/Co. belin Traffi Jurisdiction Date Performed 1811212013 Analysis Year With Development Analysis Time Period IPM Peak Hour Project Description Boulder/Westbrook East/West Street: Durston Road North/South Street: Rosa Way Intersection Orientation: Fast-West IStUdy Period (firs): 0,25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume veh/h 7 298 448 43 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR 7 298 0 0 448 43 veh/h Percent Heavy Vehicles 0 1 0 — -- Median Type Uf7divided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume vehlh 31 6 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR 0 0 0 31 0 6 veh/h Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay,Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (veh/h) 7 37 C (m) (veh/h) 1083 389 Ic 0.01 0.10 95%queue length 0.02 0.31 Control Delay(slveh) 8.3 15.2 LOS A C Approach Delay (s/veh) - - 15.2 Approach LOS - - C Copyright 0 2010 University of Florida,All Rights Reserved HCS+TtA Version 5.6 Generated. 11112/2013 9:18 AM file:///C:/Users/Bob%2OAbeliii/AppData/Local/Temp/u2l(A279.tmp 1 1/12/2013 Two-Way Slop Control I'agc 1 01 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst IRLA Intersection Durston & Cottonwood Agency/Co. belin Traffic Airiscliction Date Performed 1811212013 Analysis Year With Development Analysis Time Period M Peak Hour Project Description Boulder/Westbrook East/West Street: Durston Road North/South Street: Cottonwood Road Intersection Orientation: East-West IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume veh/h 4 358 131 104 115 17 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR 4 358 131 104 115 17 veh/h Percent Heavy Vehicles 0 1 0 — Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration I.TR LTR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h 8 17 56 52 40 8 Peak-Hour Factor, PHF 1.00 1.00 1.00 100 1.00 1.00 Hourly Flow Rate, HFR 8 17 56 52 40 8 veh/h Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay,Queue Length,and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR v(veh/h) 4 104 81 100 C (rn) (veh/h) 1466 1085 457 273 lc 0.00 0.10 0.18 1 0-37 95%queue length 0.01 0.32 0.64 1.61 Control Delay(s/veh) 7.5 8.7 14.6 25.6 LOS A I A B D Approach Delay(s/veh) -- 14.6 25.6 Approach LOS -- 8 D Copyright 0 2010 University of Florida,All Rights Reserved HCSF1M Version 5 6 Generated: 11112/2013 9:15 AM file:///C:/Users/Bob%2OAbcl in/AppData/Local/Temp/u21c 1938.tmp 1 1/12/2013 rl'wo-Way Stop Control Page 1 of* I TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst IRLA Intersection Durston & Gottonwoad Agency/Co. belie Traffic Jurisdiction EJ Date Performed 1811212013 Analysis Year With Development Analysis Time Period IPM Peak Hour Project Description Boulder/Westbrook East/West Street: Durston Road North/South Street: Cottonwood Road Intersection Orientation: East-West IStudy Period hrs : 0.25 Vehicle VOILImeS and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume veh/h 8 230 59 128 350 69 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 100 1.00 Hourly Flow Rate, HFR 8 230 59 128 350 69 veh/h Percent Heavy Vehicles 0 - -- 0 - Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR U stream Signal 0 0 Minor Street Northbound Sauthbound Movement 7 8 9 10 11 12 L T R L T R olurne veh/11 185 65 92 50 26 1 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR 185 65 92 50 26 1 veh/t1 Percent Heavy Vehicles 0 0 0 0 0 U Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay,Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR (veh/h) 8 128 342 77 C (m) (veh/h) 1151 1284 260 162 v/c 0.01 0.10 1.32 0.48 95%queue length 0.02 0.33 17.56 2.24 Control Delay(s/veh) 8.1 8.1 204.8 45.9 LOS A A F E Approach Delay(s/veh) - 204.8 45.9 Approach LOS — - F E Copyright Q 2010 University of Florida,All Rights Reserved HCS+TM Version 5.6 Generated: 11/12/2013 9:15 AM file:///C:/Users/Bob`/o2OAbcliii/AppData/Local/'I'cmp/Li2k6A37.tmp 1 1/12/2013 Two-Way Stop Control 11age 1 of I TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst IRLA Intersection Durston & Flanders Agency/Co. 14belin Traffi Jurisdiction Date Performed 1811212013 Analysis Year With Develo meat Analysis Time Period M Peak Hour Project Description Bouldor/Westbrook East/West Street: Durston Road North/South Street: Flanders Mill Intersection Orientation: East-West IStUdy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R olume veh/h 39 458 162 16 Peak-Hour Factor, PHF 1.00 1.00 1.00 1 00 1 00 1.00 Hourly Flow Rate, HFR 39 458 0 0 162 16 veh/h Percent Heavy Vehicles 0 - - 0 Median-r e Undivided RT Channelized 0 0 Lanes 1 1 0 0 1 0 Configuration L T TR 1 stream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L I' R L T R olume vehlh 36 74 Peak-Flour Factor, PFIF 1.00 1.00 1-00 1.00 1.00 1.00 Hourly Flow Rate, FIFR 0 0 0 36 0 74 veh/h Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration I LR Delay,Queue Length, and Level of Service Approach Eastbound Westbound Northbound SOuthbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L LR v (veh/h) 39 110 C (m) (veh/h) 1410 627 Vic 0.03 0,18 95%queue length 0.09 0.63 Control Delay(s/veh) 7.6 12.0 LOS A 8 Approach Delay(s/veh) 12.0 pproach LOS 8 Copyright©2010 University of Florida,All Rights Reserved HCS+7M Version 5.6 Generated: 11/1212013 9:16 AM File:///C:/Users/Bob%2OAbeiiii/Appl)ata/l.,ocal/Temp/Li2l(C88F.tmp 11/12/2013 Two-Way Stop Control Page I of I TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst IRLA Intersection Durston & Flanders Agency/Go. kbelin Traffic .Jurisdiction Date Performed 1811212013 Analysis Year With Development Analysis Time Period M Peak Hour Project Description Boulder/Westbrook East/West Street: Durston Road North/South Street: Flanders Mill Intersection Orientation; Fast-West IStUdy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume veh/h 61 366 483 44 Peak-I-lour Factor, PFIF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, l-IFR 61 366 0 0 483 44 veh/h Percent Heavy Vehicles 0 1 0 -- Median Type Undivided RT Channelized 0 0 Lanes 1 1 0 0 1 0 Configuration L T TR U stream Signal 0 0 Minor Street Northbound SOuthbolmd Movement 7 8 9 10 11 12 L T R L T R Volume veh/h 56 76 Peak-Hour Factor, PhIF 1.00 1.00 I.00 1.00 1.00 1.00 Hourly Flow Rate, HFR 0 0 0 56 0 76 vehlh Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L LR (veh/h) 61 132 C (m) (vehlh) 1050 377 Ic 0,06 0.35 95% queue length 0.18 1.54 Control Delay (s/veh) 8.6 19.6 LOS A C Approach Delay(s/veh) 19.6 pproach LOS C Copyright 0 2010 University of Florida,All Rights Reserved IiCS+TM version 5.6 Generated: 11/1212013 9:16 AM file:///C:/Users/Bob%20Abelin/AppData/Local/'1'einp/u21<3F 18.tmp 1 1/12/2013 All-way Stop Control l'age 1 of I ALL-WAY STOP CONTROL ANALYSIS General Information Site Information Analyst RLA Intersection IColtonwod&Durston Agency/Co. befin Traffic Jurisdiction Date Performed 611212013 nal Is Year With Development Analysis Time Period PM Peak Hour Project ID BoulderlWestbrook East/West Street: Durston Road North/South Street: Coflonwood Road l Volurne Adjustments and Site Characteristics Approach Eastbound Westbound Movement L T R L T R Volume(vehlh) 8 230 59 128 350 69 %Thrus Left Lane Approach Northbound Southbound Movement L I R L T R Volume(vehlh) 185 65 92 50 26 4 /oThrus Left Lane j:_ -1 Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Configuration LTR L TR LTR LTR PHF 1.00 1.00 1.00 1.00 1.00 Flow Rate(veh)h) 297 128 419 342 80 %Heavy Vehicles 0 0 0 0 0 No.Lanes 1 2 1 1 Geometry Group 4a 5 2 2 Duration,l 0.25 Saturation Headway Adjustment Worlcsheet Prop Left-Turns 0.0 1.0 0.0 0.5 0.6 Prop.Right-Turns 0.2 0.0 0.2 0.3 0.1 Prop.Heavy Vehicle 0.0 0.0 0.0 0.0 0.0 hLT-adj 0.2 0.2 0.5 0.5 0.2 0.2 0.2 0.2 hRT-adj 1 -0.6 1 -0.6 1 -0.7 -0.7 1 -0.6 1 -0.6 1 -0.6 1 -0.6 It HV-adj 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1,7 hadj,computed -0.1 0.5 -0.1 -0.1 0.1 De arture Headway and Service Time lid,initial value(s) 3.20 3.20 3.20 3.20 3.20 Inlllal 0.26 0.11 0.37 0.30 0.07 hd,final value(s) 6.34 7.04 6.41 6.41 7.38 final value 0.52 0.25 0.75 0.61 0.16 Move-up time,m(s) 2.0 2.3 2.0 2.0 Service Time,is(s) 4.3 4.7 4.1 4.4 5.4 Capacity and Level of Service 1 Eastbound Westbound Northbound Southbound L1 1_2 1.1 12 L1 1_2 L1 L2 Capacity(vehlh) 534 378 549 531 330 Delay(slveh) 16.10 12.07 25.59 18.86 11.83 LOS C B D C a Approach:Delay(slveh) 16.10 22.42 16.86 11.83 LOS C C I C B Intersection Delay(slveh) 19.31 Intersection LOS C Copyright©2010 University of Florida,All Rights Reserved 1-ICS+TM Version 5.G Generated: 11/1212013 9:18 AM tile:///C:/Users/Bob%20Abeiiii/AppData/Local/Temp/Li2k997.tmp 11/12/2013 Formatted Report Page l of l ROUNDABOUT REPORT General Information Site Information Analyst RLA Intersection Durston&Cottonwood Agency or Co. Abelin Traffic ENV Street Name Durston Road Date Performed 811212013 NLS Street Name Time Period PM Peak Hour Analysis Year With Development Peak Hour Factor 1.00 Project ID Boulder/Westbrook Project Description: Volume Adjustment and Site Characteristics EB WB NB SB L I T I R U L T R U L T R U L T R U Number of Lanes(N) 0 1 0 0 1 0 0 1 0 0 1 0 Lane Assignment LTR LTR LTR L.TR Right-Turn Bypass None None None None Conflicting Lanes 1 1 1 1 Volume(V),veh/h 8 230 59 0 128 350 69 0 185 65 92 0 50 26 4 0 Heavy Veh.Adj.(fHv),% 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 Pedestrians Crossing 0 0 0 0 Critical and Follow-Up Headway Adjustment EB WB NB SB Left Right I Bypass Left Right Bypass Left Right Bypass Left Right Bypass Critical Headway(sec) 5.1929 5 1929 5.1929 5.1929 5,1929 5.1929 5.1929 5.1929 5.1929 5.1929 5,1929 5.1929 Follow-Up Headway(sec) 3.1858 3.1858 13.1856 3.1858 3.1858 3.1858 3.1858 3.1858 3.1858 3.1858 3.1858 3.1858 Flow Computations EB WB NB SB Left Right Bypass Left I Right Bypass Left I Right Bypass Left Right Bypass Circulating Flow(V,),pc/h 211 266 297 663 Exiting Flow(Vex),pc/h 383 555 146 219 Entry Flow(Ve),pclh 306 563 352 82 Entry Volume veh/h 297 547 342 80 Capacity and v/c Ratios EB WB NB SB Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Capacity(cpCE),pc/h 916 866 840 571 Capacity(c),veh/h 889 841 815 554 /c Ratio(X) 0.33 0.65 0.42 0.14 Delay and Level of Service EB WB NB SB Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass Lane Control Delay(d),s/veh 7.7 15.1 9.7 8.3 Lane LOS A C A A Lane 95%Queue 1.5 4.9 2.1 0.5 Approach Delay,s/veh 7.7.1 15.11 9.67 6.30 Approach LOS,s/veh A C A A Intersection Delay,s/veh 11.46 Intersection LOS 8 Copyright 02013 University of Florida,All Rights Reserved HCS 20107M 6.50 Roundabouts Generated: 11/1212013 9:19 AM file:///C:/Users/Bob`/`20Abel in/nppData/L,ocal/Temp/u2k8F33.tmp 1 l/12/2013