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Home My WebLink About14 - Traffic Impact Study - Traditions Ph 2-3 eflin traffic Traffic Impact Study services Traditions Subdivision Phases 2 & 3 Residential Development Bozeman, Montana Prepared For: Rosa Construction 209 Black Bull Trail Bozeman, MT 59718 September, 2014 130 South Howie Street Helena, Montana 59601 406-459-1443 Traditions Subdivision Phases 2 &3 Traffic Impact Study Bozeman,Montana Table of Contents A. Executive Summary......................................................................................1 B. Project Description........................................................................................1 C. Existing Conditions........................................................................................1 Adjacent Roadways ..............................................................................2 Traffic Counts...................................................... 3 .................................. Additional Developments.................. ....................................................3 Levelof Service.....................................................................................3 D. Proposed Development..............................................................................4 E. Trip Generation and Assignment................................................................4 F. Trip Distribution ..........................................................................................6 G. Traffic Impacts Outside of the Development...............................................6 H. Impact Summary & Recommendations......................................................7 List of Figures Figure 1 — Proposed Development Site.................... Figure 2— Proposed Development..........................................................................5 Figure 3— Trip Distribution......................................................................................6 List of Tables Table 1 — 2013 Level of Service Summary..............................................................3 Table 2— Trip Generation Rates.............................................................................4 Table 3— Level of Service Summary With Development........................................7 i Traditions Subdivision Phases 2 &3 Traffic Impact Study Bozeman,Montana Traditions Subdivision Phases 2 & 3 Traffic Impact Study Bozeman, Montana A. EXECUTIVE SUMMARY The Traditions Subdivision Phases 2 & 3 is a 21 acre residential development located west of Cottonwood Road. The project would include up to 98 new residential units. As proposed, the development 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 this development will add to this problem. The planned four- way STOP control at this intersection will add additional capacity but will not be a long-term solution. It is recommended that the developers participate in the reconstruction of this intersection once a design has been finalized. 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 development. B. PROJECT DESCRIPTION This document studies the possible effect on the surrounding road system from a proposed residential development located north of Annie Street and west of Cottonwood Road in Bozeman, Montana. The document also identifies any traffic mitigation efforts that the development may require. The property would be developed to include up to 98 new residential units. Based on the City of Bozeman Subdivision Regulations, the developers must study all effected intersections within '/2 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. C. EXISTING CONDITIONS The proposed development property currently consists of a 21-acre parcel of undeveloped land located north of Annie Street and west of Twin Lakes Avenue just east of the new Boulder Creek Subdivision and west of the existing Traditions Subdivision. The topography in this area is flat. See Figure 1 for a location map of the proposed development. Abelin Traffic Services 1 September 2014 Traditions Subdivision Phases 2 &3 Traffic Impact Study Bozeman,Montana Figure 1- Proposed Development Site E. Traditions Subdivision 1 Phases 2 & �v n �E: 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 7,800 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. . 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. Abelin Traffic Services 2 September 2014 Traditions Subdivision Phases 2 &3 Traffic Impact Study Bozeman,Montana Traffic Counts In July 2013 Abelin Traffic Services (ATS) collected turning movement count data at intersections along Durston Road as part of the Boulder Creek/Westbrook development projects. 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. Additional Developments A variety of additional developments are currently in different stages of design and construction within this area. The Boulder Creek and Westbrook developments are underway just west of the Traditions Subdivision and will include 233 residential units. Other developments in this area include the Norton Ranch development (270 residential units), the J&D Family development (40 residential units) and a variety of apartment complexes and commercial lots. The traffic from these projects was included in the future traffic modeling for 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 Summary AM Peak Hour PM Peak Hour Intersection DelaySec. LOS 113elaySec. LOS Durston Road & Laurel 14.4 B 13.3 B Parkewa Durston Road & Rosa 12.6 B 13.8 B Way Durston Road & 10.7 B 16.8 C Cottonwood Road* Durston Road & 11.3 B 16.8 C Flanders Mill Road *With Four-Way STOP control. Abelin Traffic Services 3 September 2014 Traditions Subdivision Phases 2 &3 Traffic Impact Study Bozeman, Montana Table 1 shows the existing 2013 LOS for the AM and PM peak hours without the traffic from the proposed development. The LOS calculations are included in Appendix C. Table 1 shows that the existing intersections along Durston Road are currently operating within acceptable limits. This analysis assumes that the intersection of Cottowood Road and Durston Road is modified to a four-way STOP controlled intersection as planned with the Norton Ranch Subdivision. D. PROPOSED DEVELOPMENT The development currently under consideration for this site includes 21 acres of land located north of Annie Street which would be developed into a residential subdivision. Phase 2 of the Traditions Subdivision would include 34 homes and Phase 3 would include 64 homes for a total of 98 new residential homes. The development would have designated parks and sidewalks throughout the property. Access to the development site would be provided through new connections to Annie Street and Twin Lakes Avenue. The Baxter Ditch runs along the west side of the property. 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 Traditions Subdivision Phases 2 & 3 development is shown in Figure 2. E. TRIP GENERATION AND ASSIGNMENT ATS performed a trip generation analysis to determine the anticipated future 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 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 74 AM peak hour trips, 99 PM peak hour trips, and 938 daily trips. 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 Sin gle-Famil 98 0.75 1 74 j 1.01 1 99 9.57 938 Abelin Traffic Services 4 September 2014 Traditions Subdivision Phases 2 &3 Traffic Impact Study Bozeman,Montana Figure 2 -Traditions Subdivision Phases 2 & 3 PRELIMINARY PLAT OF TRADITIONS SUBDIVISION — PHASES 2 AND 3 LOCATED IN THE E 112 OF THE' SE 114 OF SECTION I, T. 2 S„ R. 5 E. OF P.M.M., GALLATIN COUNTY, MONTANA j....em�i. rx.....��....Wm w.. PHASE 3 LOT v�. ..r{r f 4f• w i1 -_v• i ; I .t'rt�S �1 Ot� 1 r wus[w. ~ ' `gZ•i.`.. 1 t. • t _•1� _ � —___�•'�..--r-,YJwbYliw-i�u.ri G..w..., r •1 Lot IS \' �ft.4 + _ — Wh 14 Viol 11 ^ ^� ! 2 1I,LII". rr .NI .•\Ir .w1 rilrrH _ .O. lw1 K n 1Y• .\Yf . —r :....r r cw w r.r ,r. \''�•' .!II•t1 K.r 1 1 f 111 r•. ~ w i\Vrv. Ya. Mwn 1Y •Y bl:wf µn YJwi\it ••�—•Y••. VAC��ITv MJ\- Abelin Traffic Services 5 September 2014 Traditions Subdivision Phases 2 &3 Traffic Impact Study 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. 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 3. Figure 3—Trip Distribution 5% o Dev.site m c 5% Durston Road v 50% cc 0 v 0 0 3 c 0 0 40% U 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 Traditions Subdivision Phases 2 & 3 is shown in Table 3. These calculations are based on the projected model volumes included in Appendix B of this report. Table 3 indicates that the construction of the Traditions Subdivision Phases 2 & 3 will not cause any new roadway capacity problems at locations along Durston Road. The intersection of Cottonwood Road and Durston Road will need improvements to function at an adequate LOS regardless of the construction of the Traditions Subdivision Phases 2 & 3. It should be noted that it will take at least 3-5 years for all of the developments in this area to be completed and for improvements to become necessary at this intersection. There are several options for improving the capacity and LOS at the intersection of Durston Road and Cottonwood Road. The capacity related issues at this intersection could be addressed by constructing a traffic signal or modern roundabout at this location. If constructed, a roundabout would operate at LOS B with 14.7 seconds of delay and would provide sufficient Abelin Traffic Services 6 September 2014 Traditions Subdivision Phases 2 &3 Traffic Impact Study Bozeman, Montana capacity for this intersection well into the future. If the intersection were constructed as a traffic signal it would function at LOS B with 16.9 seconds of delay. The City of Bozeman is currently in the planning stages of selecting a long-term improvement for this intersection which will likely be a traffic signal or roundabout. The City is funding the design for the intersection but has no current plans for construction funding. In this instance it may be most appropriate for the developers to agree to pay for a portion of the construction of the final design rather than taking additional steps to construct an interim fix for the intersection that may not fit with the final design. 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 15.5 B 14.2 B Parkewa Durston Road & Rosa 14.3 B 15.5 C Way Durston Road & 15.4 C 61.5 F Cottonwood Road* Durston Road & 12.5 B 22.5 C Flanders Mill Road *With Four-Way STOP control. H. IMPACT SUMMARY & RECOMMENDATIONS As proposed, the Traditions Subdivision Phases 2 & 3 development 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 this development will add to this problem. The planned four-way STOP control at this intersection will add additional capacity but will not be a long-term solution. It is recommended that the developers participate in the reconstruction of this intersection once a design has been finalized. 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 development. Abelin Traffic Services 7 September 2014 APPENDIX A Traffic Data atte.an .Twme Sewicea 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 Qroups Pnnted-Bunk 2 FLANDERS DURSTON FLANDERS DURSTON Southbound Westbound Northbound Eastbound Start Time Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru I Left Peds Int,Total 07:30 AM 13 0 8 0 5 36 0 0 0 0 0 0 0 52 9 0 123 07:45 AM 1 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 08:45 AM 7 0 7 0 10 31 0 0 0 0 0.. 0 0 5,1 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 I 14 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 n 5 0 8 53 0 0 0 0 0 l) 0 47 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 11 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 13.7 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 ab-eatt .Jwmc. Sewice6 130 S. Howie Street Helena, MT 59601 Abelin Traffic Services File Name : d u rsta nd cottonwood 130 S. Howie Street Site Code : 00000000 Helena, MT 59601 Start Date : 7/23/2013 Page No : 1 _ Groups Printed-Unshifted COTTONWOOD DURSTON COTTONWOOD DURSTON _ Northbound Westbound Northbound Eastbound Start Time Right Thru Left Peds Right Thru Left i Peds Right Thru Left Peds Right Thru Leff Peds Int Total 07:30 AM 4 3 6 0 0 28 14 0 13 1 9 0 11 49 1 1 140 07:45 AM , _2 U 3 Q _ 1 26_ 26 0 14 1 1 30 81 0 01 185 Total 6 3 9 0� 1 54 40 0 1 27 2 10 0 41 130 1 1 1 325 08:00 AM I 1 2 4 0 0 28 22 0 18 0 3 0 15 48 1 0 I 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 0 122 08:45 AMA_ 0 1 3 0 2 38 18 0 , 19 0 3 0 16 46 2 _ 0 148 Total 2 7 11 0 4 127 76 0 72 3 15 0 52 187 3 0I 559 ***BREAK*** 04:15 PM 1 1 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 04;45 P1N 0 2 2 2 51 19 0 _ 37 2 10 0 _ 6 56 0 0 187 Total 3 4 6 0 5 169 46 0 1 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 05:30 PM 0 0 6 0 6 78 32 0 43 5 23 0 13 52 0 0 258 Grand Total 11 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 1.7 0 1.2 27.6 11.6 0 13.8 1.2 5.2 0 7.5 28.4 0.4 0 Clear .l wme Sewicea 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-Unshifted ROSA DURSTON ROSA DURSTON Southbound Westbound Northbound Eastbound Stut'j'iMe, Right Thru Left Peds Right Thru I Left Peds Right I hru Left Peds Right Thru Left Peds Int.Total 07:30 AM 1 0 2 0 0 28 0 0 0 0 0 0 0 56 0 0 87 07:45 AM 2 0 4 0 1 59 0 0 0 0 0 0 0 109 0 0 175 Total 3 0 6 0 1 87 0 0 0 0 0 0 0 165 0 0 262 08:00 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 l 0 2 0 0 37 0 0 0 0 0 0 0 52 0 0 92 08:45 AM 1 0 2 0 , 0 23 0 0 0 0 0 Q _.Q 64 0 0 90 Total 4 0 9 0 0 114 0 0 0 0 0 0 0 254 2 0 383 ***BREAK*** 04:30 PM 0 0 1 0 1 63 0 0 0 0 0 0 0 47 3 0 115 04:45 PM 0 0 2 1 70 0 0 0 0 0 0 0 51 0 0 124 Total 0 0 3 0 2 133 0 0 0 0 0 0 0 98 3 0 239 05:00 PM 0 0 1 0 2 56 0 0 0 0 0 0 0 50 0 0 109 05:15 PM 0 0 0 0 1 85 0 0 0 0 0 0 0 52 0 0 138 05:30 PM 1 0 4 0 4 106 0 0 0 0 0 0 0 71 1 0 187 05:45 111M u 0 1 0 1 74 0 0 0 0 l) 62 0 0 lab Total 1 0 6 0 8 321 0 0 0 0 0 0 0 235 1 0 572 Grand Total 8 0 24 0 11 655 0 0 0 0 0 0 0 752 6 0 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 ahlin .l uoc. Sewiceii 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 1 LAUREL DURSTON LAUREL DURSTON Southbound Westbound Northbound E tb and Start Time Right Thru Left. Peds Right Thru Left Peds Right � Thru I Left Peds Right _ Thru I Left Peds Int Total 07:30 AM 0 0 10 0 2 27 0 0 0 0 0 0 0 55 1 ti 95 07:45 AM 5 0 43 0 8 53 0 0 0 0 0 (1 0 190 (1 ci 299 Total 5 0 53 0 1 10 80 0 0 (1 0 0 0 0 245 1 0 1 394 08:00 AM 3 0 24 0 6 23 0 0 0 0 0 0 0 69 1 0 1 126 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 08:45 AM 1 0 16 0 0 24 0 0 0 0 0 ri 0 64 0 105 Total 6 0 74 0 16 102 0 0 (1 0 0 0 0 254 2 0 454 ***BREAK*** 04:30 PM 2 0 13 0 14 49 0 0 0 0 0 0 0 48 2 0 128 _04:45 PM 1 0 18 0 20 50 0 0 0 0 U _ Q 0 483 0 I 140 Total 3 0 31 0 34 99 0 0~ 0 0 0 0 0 96 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 15 70 0 0 0 0 0 0 0 47 5 0 149 05:30 PM 4 0 11 0 20 87 0 0 0 0 0 0 0 69 3 0 194 0 :4�I'M 1; 0 12 0 26 48 0 0 0 0 0 0 0 58 4 0 149 Total 7 0 41 0 72 250 0 0 0 0 0 0 0 221 15 0 606 Grand Total 21 0 199 0 132 531 0 0 0 0 0 0 0 816 23 0 1722 Appreh% 9.5 0 905 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 47.4 1.3 0 VolumeBasic / / 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 # Dir. 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: 08:59 -08/09/2013 Date DW 0000 0100 0200 0300 0400 0500 0600 0700 0800 0900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 Total 080613 T 544 667 597 543 570 708 885 621 399 360 257 124 88 6363 080713 W 34 11 18 7 15 72 227 554 595 509 485 502 613 542 549 595 849 881 618 390 317 269 157 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 58 221 664 1533 1193 1038 1021 1557 1911 1774 1699 1717 2051 2671 1845 1212 975 738 434 258 24814 Percent. 0% 0% 0% 0% 0% 1% 3% 6% 5% 4% 4% 6% 8% 7% 7% 7% 8% 11% 7% 5% 4% 3% 2% 1% ADT' 41 16 15 9 19 74 221 511 597 519 511 519 637 591 566 572 684 890 615 404 325 246 145 66 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 0.0 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 Centurion Basic Volume Report Printed:0&21113 Page 1 Basic Volume / / 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 : fLane #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: 08:59 -08/09/2013 Date DW 0000 0100 0200 0300 0400 0500 0600 0700 0800 0900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 Total 080613 T 29 34 38 44 40 32 52 56 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 Percent. 1% 1% 0% 0% 1% 2% 2% 5% 2% 3% 5% 7% 7% 7% 7% 7% 8% 10% 9% 5% 5% 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 Sun 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 Centurion Basic Volume Report Printed.08121113 Page 1 APPENDIX B Traffic Model 0 00 kD a O � � a v v zJh t � Z-th t LL LL Il fn m 01 LDD Ln LLn N m M 1-1 14O O a a Ln N m rN-I r^i N 0) «� 144r o � l4r�L 3 3 c c Z�Jh t �► � 00 O N N O O O cli N 00 00 r1l O V1 m ri N W a V N to V 3 3 -s P u b o Ot t cc 00 W O 1D a lD a a ri m r-I 00 N m o� N 00 N L a N C N O m M N 00 m m + � l ar 0. a 0 u m Mtht Z ht J J N O N a 1D N O F N rl N ri ri N Y O O d Y 'N F 7 O1 -y O C O C O 2 cc = U � N Y G OJ E C N ri O v r�i O 7 N N d Y 1�/1 d Y N to m w Q 0- 0 a M 0 a rn 0 m N N (V d zJh t � ZJh t LL LL m O N N 1, 01 Ln Ln Ln ci LD N `-4 V O m .--4 N rl N n V ti 1, a «� 14t�z o Q «� 144r ry Ln rnZ-►Pubt► o °°��Pub �► U U LD w m .-i V It N Lo r-I-I � LLn m rn m 01 00 N N L L m al ro m 00 " zJh t o � z'th t w w m Ln ci m N LD m Ln N N r-I '1 m m 00 m r1 OZf LD 00 '-I N N ' N L o_ N c O 7 ko Z O 00 m Z �O N N fro �0 L tc Ln dl N � 1 Ln to 01 rn cv a 00 D 00 L 7 N0* h t 7 ZJh t U J At J lD m N .--1 't Ln w m N 1 F Y O O Y H 7 7 2 2 U E w N O N O v p d i D_ N O 0 m m° 2 Q o a o O 00 m N v z-�ti t z-th t LL 00 N '-I 00 r-I r) N (n 0) m -4-4 g 1 4 r�L o «� 1 4 r*mL 3 3 c c z-♦Jh t o z�Jh t �► Ln Ln Ln cc t o m 06 N L a N 0 0 ti m 12 m � a a 0 u ro z ht m F J J 12 F T o E O ll L 0 N C f0 Y F 7 3 NV C o _ U C 0: Y 07 O Y f0� � N O OJ O N o ; a mo m z Q 0 a p Ol N 'Ii 'ni 4 Ln v zPub z:ht LL I� m �T 'i o0 Ln LO O Ln V LO 'i .N-i N 'i Kt a) Ln Ln 01 00 O N '-1 'i N m 00 (3) m 'i 'i 01 'q «� 14 4r a «� 14 r a t 3 3 c c Z-►JI t f♦ o z�JI t 0 U U 00 1. 00 O LO O 1, w 00 'i Ln lD n LD m V LO m 1, 00 rn m Ln Ln Ln '-1 N '7 V Z o M* t 'r-1 v Ln) 0 ) LD m ^ O) V N m 06 N L a o a N O m � t0 ti + v ci a 0 � zPub � ZPub L) J J LD Ln ko Ln N 0) LD rN LLn � V N Y O O 4 Y 41 C Y F n > > g O O o u, x x Y Y � rCo N �0 C LD C E W YO CD N �_ a ° ° 3 <¢ o m m a o' APPENDIX C LOS Calculations TWO-WAY STOP CONTROL SUMMARY 'General Information Site Information Analyst RLA Intersection Durston &Laurel Agency/Co. Abelin Traffic Jurisdiction Date Performed 8/12/2013 Analysis Year 2013 nal sis Time Period AM Peak Hour Project Description Traditions Ph 2&3 East/West 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 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 (veh/h) Percent HeavyVehicles 0 - 0 - - Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 1 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 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 y(veh/h) 4 172 20 C (m) (veh/h) 1334 532 816 V/c 0.00 0.32 0.02 95%queue length 0.01 1.39 0.08 Control Delay(s/veh) 7.7 15.0 9.5 LOS A 8 A Approach Delay(s/veh) 14.4 Approach LOS -- 8 Copyright©2010 University of Florida,All Rights Reserved HCS+TM Version 5 6 Generated: 9123/2014 8:14 AM TWO-WAY STOP CONTROL SUMMARY General Information ,Site Information Analyst RLA Intersection Durston &Laurel Agency/Co Abelin Traffic Jurisdiction Date Performed 811212013 Analysis Year 2013 nal sis Time Period PM Peak Hour Project Description Traditions Ph 2&3 East/West Street: Durston Road North/South Street: Laurel Parkwav 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) 12 240 348 80 Peak-HoLir Factor PHF 1 nn 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 Southbound (Movement 7 8 9 10 11 12 L T R L T R 'Volume veh/h) 44 16 Peak-Hour 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 i i 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) 12 44 16 C (m) (veh/h) 1142 1 431 665 vlc 0.01 0.10 0.02 '95%queue length 0.03 0.34 0.07 Control Delay(s/veh) 8.2 14.3 10.5 LOS A 8 8 Approach Delay(s/veh) - 13.3 Approach LOS -- -- 8 Copyright©2010 University of Florida,All Rights Reserved HCS+TM Version 5 6 Generated: 9/23/2014 8:15 AM TWO-WAY STOP CONTROL SUMMARY General Information Site Information ;Analyst RLA Intersection Durstoii &Rosa Way 'Agency/Co. helin Traffic Jurisdiction Date Performed 811212013 Analysis Year 2013 ,'Analysis Time Period AM Peak Hour (Project Description Traditions Ph 2&3 East/West Street: Durston Road Worth/South Street: Rosa Way Intersection Orientation: East-West Stud 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 1 0 -- -- Median Type Undivided RT Channelized 0 0 I-anes 0 1 0 0 1 0 Configuration LT TR U stream Si nal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R volume (veh/h) 16 8 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 8 (veh/h Percent Heavy Vehicles 0 0 0 0 1 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 IPT Channelized 0 0 Lanes 0 0 0 1 0 0 0 Configuration L LR IDela ,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) 2 24 C (m)(veh/h) 1339 500 WC 0.00 0.05 95%queue length 0.00 0.15 Control Delay(s/veh) 7.7 12.6 LOS A 8 Approach Delay (s/veh) -- 12.6 Approach LOS -- 8 Copyright 0 2010 University of Florida,All Rights Reserved HCS+TM Version 5 6 Generated: 9/23/2014 8:16 AM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RLA Intersection Durston & Rosa Way Agency/Co. Abelin Traffic Jurisdiction Date Performed 811212013 Analysis Year 2013 Analysis Time Period PM Peak Hour Project Descri tion Traditions Ph 2&3 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 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/h Percent Heavy Vehicles 0 1 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 1 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 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 IRT 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 LT LR (veh/h) 4 20 C (m) (veh/h) 1131 427 rlc 0.00 0.05 95% queue length 0.01 0.15 Control Delay(s/veh) 8.2 13.8 LOS A 8 Approach Delay(s/veh) -- 13.8 Approach LOS -- - 8 Copyright 0 2010 University of Florida,All Rights Reserved HCS+TM Version 5 6 Generated: 9/23/2014 8:16 AM ALL-WAY STOP CONTROL ANALYSIS General Information Site Information nal st RLA Intersection Cottonwod&Durston en /Co. WOO Traffic urisdiction Oate Performed 8/12/2013 Analysis Year 2013 nal sis Time Period AM Peak Hour Project ID Traditions Ph 2&3 East/West Street: Durston Road North/South Street: Cottonwood Road Volume Adjustments and Site Characteristics Approach Eastbound Westbound Movement L T R L T R Volume(veh/h) 4 324 120 104 104 4 %Thrus Left Lane roach Northbound Southbound Movement L T R L T R olume(veh/h) 4 4 56 12 4 8 x Thrus Left Lane Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Configuration LTR LTR LTR LTR PHF 1.00 1.00 1.00 1.00 Flow Rate(veh/h) 448 212 64 24 'Yo Heavy Vehicles 0 0 0 1 0 No. Lanes 1 1 1 1 Geometry Group 1 1 1 1 Duration,T 0.25 Saturation Headway Adjustment Worksheet Prop.Left-Turns 0.0 0.5 0.1 0.5 Prop.Right-Turns 0.3 0.0 0.9 0.3 Prop.Heavy Vehicle 0.0 0.0 0.0 0.0 hLT-adj 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 hRT-adj -0.6 -0.6 -0.6 -0.6 1 -0.6 1 -0.6 1 -0.6 1 -0.6 hHV-adj 1.7 1.7 1.7 1.7 1 1.7 1.7 1.7 1.7 hadj,computed -0.2 0.1 -0.5 -0.1 IDe arture Headway and Service Time lid,initial value(s) 3.20 3.20 3.20 3.20 x,initial 0.40 0.19 0.06 0.02 lid,final value(s) 4.22 4.69 4.88 5.37 x,final value 0.53 0.28 0.09 0.04 ove-up time,m(s) 1 2.0 2.0 2.0 2.0 Service Time,is(s) 1 2.2 2.7 2.9 3.4 ICapacity and Level of Service Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Capacity(veh/h) 698 462 314 274 Delay(s/veh) 11.79 9.46 8.35 8.57 LOS 8 A A A Approach:Delay(s/veh) 11.79 9.46 8.35 8.57 LOS 8 A A A Intersection Delay(s/veh) 10.73 Intersection LOS 8 Copyright©2010 University of Florida,All Rights Reserved HCS+TM Version 5 6 Generated: 9/23/2014 8:12 AM ALL-WAY STOP CONTROL ANALYSIS General Information Site Information nal st RLA Intersection Cottonwod 8 Durston enc /Co Abefin Tiac urisdiction ate Performed 8/12/2013 nal sis Year 2013 nal sis Time Period JPM Peak Hour Project ID Traditions Ph 2&3 ast/West Street: Durston Road North/South Street: Cottonwood Road r lume Adjustments and Site Characteristics roach Eastbound Westbound ement L T R L T R me(veh/h) 8 208 52 128 312 24 hrus Left Lane Approach Northbound Southbound Movement L T R L T R olume(veh/h) 172 50 92 24 4 4 '/oThrus Left Lane Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Configuration LTR LTR LTR LTR PHF 1.00 1.00 1.00 1.00 Flow Rate(veh/h) 268 464 314 32 Heavy Vehicles 0 0 Q 1 0 No Lanes 1 1 1 1 Geometry Group 1 1 1 1 Duration,T 0.25 Saturation Headway Adjustment Worksheet Prop Left-Turns 0.0 0.3 0.5 0.8 Prop. Right-Turns 0.2 0.1 0.3 0.1 Prop.Heavy Vehicle 0.0 0.0 0.0 0.0 iLT-adj 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 iRT-adj 1 -0.6 1 -0.6 1 -0.6 1 -0.6 1 76 -0.6 -0.6 -0.6 tHV-adj 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 hadj,computed -0.1 0.0 -0.1 0.1 IDe arture Headway and Service Time lid,initial value(s) 3.20 3.20 3.20 3.20 initial 0.24 0.41 0.28 0.03 hd,final value(s) 5.68 5.49 5.92 6.81 final value 0.42 0.71 0.52 0.06 Move-up time,m(s) 2.0 2.0 2.0 2.0 service Time,is(s) 3.7 3.5 3.9 4.8 lCapacity and Level of Service Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Capacity(veh/h) 518 638 564 282 Delay(s/veh) 12.77 20.69 15.08 10.25 LOS B C C B Approach:Delay(s/veh) 12.77 20.69 15.08 10.25 LOS B C C B Intersection Delay(s/veh) 16.78 Intersection LOS C Copyright©2010 University of Florida,All Rights Reserved HCS+TM Version 5.6 Generated: 9/23/2014 8:12 AM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RLA Intersection Dulstoo &Flanders Agency/Co. Abefin Traffic Jurisdiction Date Performed 811212013 Analysis Year 2013 Analysis Time Period AM Peak Hour Project Description Traditions Ph 2&3 East/West Street: Du/stoo 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) 32 392 140 16 Peak-Hour Factor. PHF 1.00 1.00 100 1.00 1.00 1.00 Hourly Flow Rate, HFR 32 392 0 0 140 16 'veh/h Percent Heavy Vehicles 0 -- 1 0 -- Median Type Undivided IRT Channelized 0 0 Lanes 1 1 0 0 1 0 Configuration L T 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) 36 72 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Dourly 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 IRT Channelized 0 0 (Lanes 1 0 0 0 1 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 v(veh/h) 32 108 C (m) (veh/h) 1436 680 vlc 0.02 0.16 95% queue length 0.07 0.56 Control Delay(s/veh) 7.6 11.3 LOS A 8 Approach Delay(s/veh) 11.3 Approach LOS -- - B Copyright©2010 University of Florida,All Rights Reserved HCS+TM Version 5 6 Generated: 9/23/2014 6:13 AM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RLA Intersection Durston &Flanders Agency/Co. belie Traffic 5urisdiction .Date Performed 811212013 Analysis Year 2013 Anal sis Time Period PM Peak Hour Project Description Traditions Ph 2&3 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-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1 00 Hourly Flow Rate, HFR 56 324 0 0 408 44 veh/h) Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 1 1 0 0 1 0 Configuration L T TR iU stream Signal 0 0 (Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h 56 68 (Peak-Hour Factor, PHF 1.00 1.00 1.00 1 1.00 1.00 1.00 Hourly Flow Rate, HFR 0 0 0 56 0 68 vch/h) (Percent Heavy Vehicles 0 0 0 0 0 0 (Percent Grade (%) 0 0 (Flared Approach N N Storage 0 0 IRT Channelized 0 0 (Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound IMovement 1 4 7 8 9 10 11 12 (Lane Configuration L LR ✓(veh/h) 56 124 C (m) (veh/h) 1119 429 ✓/c 0.05 0.29 135%queue length 0.16 1.18 Control Delay(s/veh) 8.4 16.8 ILOS A C Approach Delay(s/veh) -- 16.8 Approach LOS -- -- C Copyright©2010 University of Florida,All Rights Reserved HCS+TM Version 5.6 Generated: 9/23/2014 8:14 AM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RLA Intersection Durston &Laurel Agency/Co. belin Traffic Jurisdiction Date Performed 811212013 Analysis Year With Develo ment nal sis Time Period AM Peak Hour Project Description BoulderlWestbrook+ Traditions Ph 2&3 East/West Street: Durston Road North/South Street: Laurel Parkway Intersection Orientation: East-West Stud 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) 6 265 229 40 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR 6 265 0 0 229 40 ('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 1 0 0 (Minor Street Northbound Southbound (Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 195 26 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR 0 0 0 195 0 26 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 1 0 0 0 1 1 0 1 Configuration I I 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) 6 195 26 C (m) (veh/h) 1306 1 514 795 ✓lc 0.00 0.38 0.03 95% queue length 0.01 1.76 0.10 Control Delay (s/veh) 7.8 16.2 9.7 LOS A C A Approach Delay(s/veh) -- 15.5 Approach LOS -- - C Copyright©2010 University of Florida,All Rights Reserved HCS+TM Version 5.6 Generated: 9/23/2014 6:23 AM TWO-WAY STOP CONTROL SUMMARY ,General Information Site Information Analyst RLA Intersection Durston & Laurel Agency/Co. Abelin Traffic JUrisdiction Date Performed 811212013 Analysis Year Willi Development Analysis Time Period PM Peak Hour Project Descri tion Boulder/Westbrook+ Traditions Ph 2&3 East/West Street: Durston Road (North/South Street: Laurel Parkway Intersection Orientation: East-West [Study 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) 18 243 359 106 Peak-Hni it Fartnr PHF 1.00 1.00 1.00 1.00 1 on 1.00 Hourly Flow Rate, HFR 18 243 0 0 359 106 (veh/h 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) 59 20 Peak-Hour Factor. PHF 1.00 1.00 1.00 1 1.00 1.00 1.00 (Hourly Flow Rate, HFR 0 0 0 59 0 20 (veh/h) (Percent Heavy Vehicles 0 0 0 0 0 0 (Percent Grade(%) 0 0 (Flared Approach N N Storage 0 0 IRT Channelized 0 0 (Lanes 1 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) 18 59 20 C (m)(veh/h) 1107 1 406 644 ✓/c 0.02 0.15 0.03 95%queue length 0.05 0.50 0.10 Control Delay(s/veh) 8.3 15.4 1 10.8 LOS A C B Approach Delay(s/veh) -- -- 14.2 Approach LOS -- B Copyright 0 2010 University of Florida,All Rights Reserved HCS+TM Version 5 6 Generated: 9/23/2014 8:24 AM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RLA Intersection Durston &Rosa Way Agency/Co Abelin Traffic ,Jurisdiction Date Performed 8/12/2013 Analysis Year With Development Analysis Time Period AM Peak Hour Project Description Boulder/Westbrook+ Traditions Ph 2&3 East/West Street: Durston Road North/South Street: Rosa Way Intersection Orientation: East-West :Studv 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) 2 459 258 13 Peak-Hour Factor. PHF 1.00 1.00 100 1.00 1.00 1.00 Hourly Flow Rate, HFR 2 459 0 0 258 13 'veh/h Percent Heavy Vehicles 0 - -- 0 -- -- (Median Type Undivided IPT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 1 0 1 0 (Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h 41 11 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 (Hourly Flow Rate, HFR 0 0 0 41 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 1 0 0 0 1 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 I-ane Configuration LT LR v(veh/h) 2 52 C (m) (veh/h) 1304 439 ✓lc 0.00 0.12 95% queue length 0.00 0.40 Control Delay (s/veh) 7.8 14.3 LOS A B Approach Delay(s/veh) -- 14.3 Approach LOS - B Copyright 0 2010 University of Florida,All Rights Reserved HCS+TM Version 5 6 Generated: 9/23/2014 8:24 AM TWO-WAY STOP CONTROL SUMMARY (General Information Site Information Analyst RLA Intersection Durston&Rosa Way AAgency/Co- Abefin Traffic Jurisdiction Date Performed 811212013 Analysis Year With Development Analysis Time Period PM Peak Hour Project Description Boulder/Westbrook+ Traditions Ph 2&3 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) 7 299 459 45 (Peak-Hour Factor, PHF 1.00 1.00 1.00 1 on 1.00 1.00 (Hourly Flow Rate, HFR 7 299 0 0 459 45 veh/h) (Percent Heavy Vehicles 0 -- - 0 -- -- IMedian Type Undivided IRT Channelized 0 0 Panes 0 1 0 0 1 0 Configuration LT TR iJ stream Signal 0 0 (Minor Street Northbound Southbound (Movement 7 8 9 10 11 12 L T R L T R Volume veh/h) 32 6 Peak-Hour Factor. PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR 0 0 0 32 0 6 veh!h� Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 IRT 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 LT LR u(veh/h) 7 38 C (m) (veh/h) 1071 381 vlc 0.01 0.10 '95%queue length 0.02 0.33 Control Delay(s/veh) 8.4 15.5 LOS A C Approach Delay(s/veh) -- -- 15.5 Approach LOS -- - C Copyright©2010 University of Florida,All Rights Reserved HCS+TM Version 5.6 Generated: 9/23/2014 8:25 AM ALL-WAY STOP CONTROL ANALYSIS General Information Site Information Analyst IRLA Intersection lCottonwod&Durston Agency/Co jAbelin Traffic Jurisdiction Date Performed ja11212013 Analysis Year With Development Analysis Time Period JAM Peak Hour Project ID BoulderAVestbrook+Traditions Ph 2&3 East/West Street: Durston Road North/South Street: Cottonwood Road Volume Adjustments and Site Characteristics 400roach Eastbound Westbound Movement L T R L T R 'Volume(veh/h) 4 360 136 112 116 26 °IoThrus Left Lane Approach Nortnbound Southbound Movement L I T R L T R Volume(veh/h) 22 31 84 78 67 8 /oThrus Left Lane I I 1 Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Configuration LTR LTR LTR LTR PHF 1.00 1.00 1.00 1.00 Flow Rate(veh/h) 500 254 137 153 '%Heavy Vehicles 0 0 0 1 0 No Lanes 1 1 1 1 Geometry Group 1 1 1 1 Duration,T 0.25 Saturation Headway Adjustment Worksheet Prop Left-Turns 0.0 0.4 0.2 0.5 Prop Right-Turns 0.3 0.1 0.6 0.1 Prop Heavy Vehicle 0.0 0.0 0.0 0.0 hLT-adj 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 hRT-adj 1 -0.6 1 -0.6 -0.6 -0.6 1 -0.6 -0.6 1 -0.6 1 -0.6 hHV-adj 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 hadj,computed -0.2 0.0 -0.3 0.1 (Departure Headway and Service Time lid,initial value(s) 3.20 3.20 3.20 3.20 x,initial 0.44 0.23 0.12 0.14 lid,final value(s) 5.09 5.62 5.93 6.28 x,final value 0.71 0.40 0.23 0.27 (Move-up time,m(s) 2.0 1 2.0 2.0 2.0 Service Time,is(s) I 3.1 3.6 3.9 4.3 lCapacity and Level of Service Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Capacity(veh/h) 688 504 387 403 Delay(s/veh) 19.39 12.27 10.66 11.56 LOS C B B B Approach:Delay(s/veh) 19.39 12.27 10.56 11.56 LOS C B B B Intersection Delay(s/veh) 15.36 ntersection LOS C Copyright©2010 University of Florida,All Rights Reserved HCS+TM Version 5 6 Generated: 9/23/2014 8:20 AM ALL-WAY STOP CONTROL ANALYSIS General Information Site Information nal st RLA Intersection Cottonwod&Durston en /Co. Abelin Trafc Jurisdiction ate Performed 1811212013 final sis Year With Development nal sis Time Period JPM Peak Hour Project ID BoulderMestbrook+Traditions Ph 2&3 IEasUWest Street: Durston Road (North/South Street: Cottonwood Road olume Adjustments and Site Characteristics roach Eastbound Westbound Movement L T R L T R olume(veh/h) 8 231 75 158 353 99 %Thrus Left Lane Fpproach Northbound SouthboUnd Movement L T R L T k olume(veh/h) 195 98 109 66 47 4 /oThrus Left Lane I Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Configuration LTR LTR LTR LTR PHF 1.00 1.00 1.00 1.00 Flow Rate(veh/h) 314 610 402 117 /o Heavy Vehicles 0 0 0 0 No.Lanes 1 1 1 1 Geometry Group 1 1 1 1 Duration,T 0.25 Saturation Headway Adjustment Worksheet Prop Left-Turns 0.0 0.3 0.5 0.6 Prop.Right-Turns 0.2 0.2 0.3 0.0 Prop.Heavy Vehicle 0.0 0.0 0.0 0.0 hLT-adj 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 iRT-adj -0.6 1 -0.6 -0.6 -0.6 -0.6 1 -0.6 1 -0.6 -0.6 hHV-adj 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 hadj,computed -0.1 -0.0 -0.1 0.1 De arture Headway and Service Time lid,initial value(s) 3.20 3.20 3.20 3.20 x,initial 0.28 0.54 0.36 0.10 d,final value(s) 7.23 6.76 7.18 8.48 final value 0.63 1.14 0.80 0.28 Move-up time,m(s) 2.0 1 2.0 1 2.0 2.0 Service Time,is(s) 5.2 4.8 5.2 6.5 lCapacity and Level of Service Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Capacity(veh/h) 479 610 494 367 Delay(s/veh) 21.74 109.69 33.18 14.68 ILOS C F D B Approach:Delay(s/veh) 21.74 109.69 33.18 14.68 LOS C F D B Intersection Delay(s/veh) 61.54 ntersection LOS F Copyright©2010 University of Florida,All Rights Reserved HCS+TM Version 5.6 Generated: 9/23/2014 8:21 AM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RLA Intersection Durston &Flanders Agency/Co. Abelin Traffic Jurisdiction Date Performed 811212013 Analysis Year With Development nal sis Time Period AM Peak Hour Project Description Boulder/Westbrook+ Traditions Ph 2&3 East/West Street: Durston Road North/South Street: Flanders Mill Intersection Orientation: East-West [Study 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) 42 512 179 16 Peak-Hour Factor. PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR 42 512 0 0 179 16 ('veh/h Percent Heavy Vehicles 0 -- -- 0 - — Median Type Undivided RT Channelized 0 0 Lanes 1 1 0 0 1 0 Configuration L T TR lJ stream Signal 0 0 (Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R volume (veh/h) 36 75 Peak-Hour Factor. PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR 0 0 0 36 0 75 (veh/h) Percent Heavy Vehicles 0 0 1 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 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 ILane Configuration L LR ✓(veh/h) 42 111 C (m)(veh/h) 1390 588 ✓lc 0.03 0.19 95% queue length 0.09 0.69 Control Delay (s/veh) 7.7 12.5 LOS A B Approach Delay(s/veh) -- -- 12.5 Approach LOS -- -- B Copyright©2010 University of Florida,All Rights Reserved HCS+TM Version 5 6 Generated: 9/23/2014 8:22 AM TWO-WAY STOP CONTROL SUMMARY (General Information Site Information Analyst RLA Intersection Durston &Flanders Agency/Co. Abefin Traffic Jurisdiction Date Performed /12/2013 Analysis Year With Development Analysis Time Period AM Peak Hour Project Description BoulderlWestbrook+ Traditions Ph 2&3 East/West Street: Durston Road (North/South Street: Flanders Mill Intersection Orientation: East-West Stud 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) 63 400 542 44 Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Hourly Flow Rate, HFR 63 400 0 0 542 44 (veh/h) Percent Heavy Vehicles 0 - -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 1 1 0 0 1 0 Configuration L T 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 56 80 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 80 (veh/h) Percent Heavy Vehicles 0 0 0 0 1 0 j 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 v(veh/h) 63 136 C (m) (veh/h) 999 340 v/c 0.06 0.40 ,95%queue length 0.20 1.86 Control Delay(s/veh) 8.8 22.5 LOS A C Approach Delay(s/veh) - - 22.5 Approach LOS -- -- C Copyright 0 2010 University of Florida,All Rights Reserved HCS+TM Version 5.6 Generated: 9/23/2014 6:23 AM