Traffic Impact Analysis Update

Transcription

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2 Willow Bend Traffic Impact Analysis Update TABLE OF CONTENTS Page I. INTRODUCTION II. EXISTING CONDITIONS A. Roadway Network and Land Use B. Existing Volumes and Traffic Operations III. FUTURE CONDITIONS A. Site Trip Generation B. Short Range Future Trip Distribution and Assignment C. Short Range Future Background Traffic and Traffic Operations D. Short Range Future Total Traffic Volumes and Traffic Operations E. Long Range Future Trip Distribution and Assignment F. Long Range Background Traffic G. Long Range Total Traffic Volumes and Traffic Operations H. Queuing and Storage Requirements I. Pedestrian and Bicycle Accommodation IV. SUMMARY AND RECOMMENDATIONS Appendices APPENDIX A. APPENDIX B. APPENDIX C. APPENDIX D. APPENDIX E. APPENDIX F. APPENDIX G. APPENDIX H. TRAFFIC VOLUME COUNTS EXISTING CONDITONS LOS WORKSHEETS SHORT RANGE BACKGROUND LOS WORKSHEETS SHORT RANGE TOTAL LOS WORKSHEETS LONG RANGE BACKGROUND LOS WORKSHEETS LONG RANGE TOTAL LOS WORKSHEETS QUEUE ANALYSIS CITY OF THORNTON ROADWAY CROSS SECTIONS

3 Willow Bend Traffic Impact Analysis Update LIST OF FIGURES Page Figure 1. Vicinity Map Figure 2. Site Plan Figure 3. Existing Conditions Figure 4. Short Range Future Trip Distribution Figure 5. Short Range Future Site Generated Traffic Figure 6. Short Range Future Background Traffic Volumes and LOS Figure 7. Short Range Future Total Traffic Volumes and LOS Figure 8. Long Range Future Trip Distribution Figure 9. Long Range Future Site Generated Traffic Figure 10. Long Range Future Background Traffic Volumes and LOS Figure 11. Long Range Future Total Traffic Volumes and LOS LIST OF TABLES Table 1. Willow Bend Trip Generation Table 2. Left Turn Queues and Storage Requirements

4 Willow Bend Traffic Impact Analysis Update I. INTRODUCTION Willow Bend is a proposed single family residential development to be located in the northwest quadrant of the Holly Street/144 th Avenue intersection in the City of Thornton, Colorado. Figure 1 shows the site location relative to major roadways in the area. This development will occupy approximately 185 acres and will consist of approximately 540 single family homes, an elementary school, and an open space for parks. The proposed site plan includes Bradley Parkway, a planned collector roadway that would form the northern boundary of the site, connecting to Holly Street at a full-movement intersection to be located at the half-mile point between 144 th and 152 nd Avenues. Fairfax Drive, a planned collector road, would bisect the site from north to south, connecting between 144 th Avenue and Bradley Parkway. A secondary site access would be provided at 146 th Avenue and would be restricted to ¾ movement (right-in, left-in, right-out only). Figure 2 illustrates the conceptual site plan for this development. Willow Bend was the subject of a previous report entitled Willow Bend Traffic Impact Analysis, Felsburg Holt & Ullevig, February This earlier report addressed the traffic impacts of a larger site, including mixed uses to the north of Bradley Parkway. Due to the age of the previous report, and because the current development proposal includes only the single family and elementary school site, an update to the previous analysis is appropriate. For the purposes of this updated effort, two future scenarios are considered: Short Range Future: This scenario examines the traffic impacts of Willow Bend approximately one year after buildout estimated to be the year Long Range Future: This scenario examines the traffic impacts associated with long range forecasted traffic volumes for the year Page 1

5 7 160th Ave. 158th Ave. 152nd Ave. 152nd Ave. 144th Ave. York St. Village Green (undeveloped) SITE Parterre (undeveloped) Lewis Pointe (undeveloped) th Ave. Washington St. Colorado Blvd. Holly St. 128th Ave. 120th Ave. FELSBURG HOLT & ULLEVIG Willow Bend TIA /23/15 Figure 1 Vicinity Map NORTH

6 Bradley Pkwy. Fairfax Drive 146th Ave. Holly St. 144th Ave. FELSBURG HOLT & ULLEVIG Willow Bend TIA /29/15 Figure 2 Site Plan NORTH

7 Willow Bend Traffic Impact Analysis Update II. EXISTING CONDITIONS A. Roadway Network and Land Use Land in the vicinity of the site is relatively undeveloped. Several proposed developments surround the site, including Lewis Pointe (also known as Sintra), Valley Green, and Parterre (also known as the Plateau). The existing transportation network in the vicinity of the project, depicted on Figure 1, is described as follows: Colorado Boulevard, a north-south major arterial, provides regional connection to E-470 via an existing interchange located northwest of Willow Bend. The intersection at Colorado Boulevard/144 th Avenue is currently signalized. The speed limit is posted 45 miles per hour (MPH). 144 th Avenue, classified as a major arterial in the 2009 Thornton Transportation Plan, extends continuously from Holly Street west to the Northwest Parkway, and has an interchange at I-25. The section east of Colorado Boulevard is currently two-lanes, unpaved. The speed limit on 144 th Avenue in the vicinity of the site is posted 40 MPH. The intersection of 144 th Avenue/Holly Street is controlled by a STOP sign on 144 th Avenue. Holly Street, also classified as a major arterial in the Thornton Transportation Plan, extends continuously between 168 th Avenue on the north and Riverdale Road on the south. In the vicinity of the site, Holly Street is two-lanes and generally unpaved, except for sections located adjacent to developed land. Asphalt pavement has been placed on a 1,100 foot section of Holly Street beneath the overpass of E-470. The paved section includes two 12-foot lanes and shoulders varying from 2 feet to 8t feet. Directly below the overpass are curb and gutter and a 10-foot sidewalk located on the east side of Holly Street. The speed limit on Holly Street is posted 40 MPH. 152 nd Avenue is a two-lane, unpaved, east-west, roadway extending from just west of Holly Street to Quebec Street. The Thornton Transportation Plan indicates 152 nd Avenue will be a major arterial between Holly Street and Colorado Boulevard in the future. There is currently no posted speed limit on 152 nd Avenue in the vicinity of the site. The intersection of 152 nd Avenue/Holly Street is currently unsignalized, with STOP sign control on the eastbound and westbound approaches. Future roadway improvements that would affect travel patterns in the vicinity of the Willow Bend site include the extension of 152 nd Avenue to Colorado Boulevard north of the E-470 interchange as lands west of Willow Bend develop. The intersection of 152 nd Avenue/Holly Street is anticipated to be signalized as adjacent development occurs. Per the Thornton Transportation Plan, 144 th Avenue will be extended east to Quebec Street. Page 4

8 Willow Bend Traffic Impact Analysis Update B. Existing Volumes and Traffic Operations Twenty-four hour tube counts were recently conducted on 144 th Avenue west of Holly Street and on Holly Street north of 144 th Avenue. Appendix A includes count data. Per the counts, 144 th Avenue currently experiences approximately 1,360 vehicles per day (VPD), and Holly Street carries about 1,230 VPD. The AM and PM peak hour volumes were extracted from the data, and peak hour turning movements at the existing study area intersections were estimated. These estimates were then used to determine the existing intersection Level of Service (LOS) using SYNCHRO, a computerized traffic analysis tool. LOS is a qualitative assessment of the traffic flow characteristics described by a letter designation ranging from A to F. LOS A represents traffic conditions with essentially uninterrupted flow and minimal delay, whereas LOS F represents the breakdown of traffic flow with excessive congestion and delay. Unsignalized intersection analyses result in a LOS designation for each controlled movement, whereas an overall average LOS is reported for signalized intersections. Figure 3 shows the current traffic conditions; as indicated, unsignalized operations along Holly Street are currently acceptable, at LOS A during peak times. Appendix B includes LOS worksheets for the existing conditions. Page 5

9 2(2) 58(63) 1(1) 2(2) 2(2) 2(2) 1(1) 1(1) 1(1) 2(2) 64(70) 1(1) 152nd Ave. A/A A/A 1230 Holly St. A/A A/A LEGEND 61(66) 67(73) XXX(XXX) XXXX X/X = AM(PM) Peak Hour Traffic Volumes (Turning Movements Estimated) = Daily Traffic Volumes = AM/PM Peak Hour Level of Service = Stop Sign 144th Ave. 65(81) 102(68) (56) 16(10) 60(45) 42(23) 20(25) 7(28) A/A A/A FELSBURG HOLT & ULLEVIG Willow Bend TIA /26/15 Figure 3 Existing Conditions NORTH

10 Willow Bend Traffic Impact Analysis Update III. FUTURE CONDITIONS A. Site Trip Generation The number of trips generated by the proposed development at Willow Bend was estimated based on data contained in Trip Generation, 9 th Edition, Institute of Transportation Engineers (ITE), Table 1 summarizes the daily and peak hour site trip generation estimates. It has been estimated that approximately 10 percent of the elementary school trips would come from the single family homes within Willow Bend. Therefore, the trip generation for the elementary school has been reduced by 10 percent, with a corresponding reduction applied to the residential trips, to account for trips that would remain internal to the site and would not impact the external roadway network. As shown, this development is expected to generate approximately 5,820 vehicle trips per day, with approximately 640 trips during the AM peak hour and 680 trips during the PM peak hour. Table 1. Willow Bend Trip Generation Land Use Size Units Daily AM Peak Hour PM Peak Hour In Out Total In Out Total Single Family Detached 540 DU 5, Elementary School 650 students Total Trips 5, Reduction for trips between Residential and Elementary School (1) Total External Trips 5, percent of the elementary school trips are estimated to come directly from homes within Willow Bend. The reduction in the school trips equates to a corresponding number of residential trips; these internal trips have been subtracted from the total to determine impacts to the external roadway network. B. Short Range Future Trip Distribution and Assignment The trip distribution estimates, shown on Figure 4, are based on the accessibility to major roadways such as I-25, E-470, and Colorado Boulevard, and on the location of the site relative to existing developed areas and existing connectivity. The following distribution percentages were used to assign the trips to the roadway network in the short range future as shown in Figure 5: 70 percent oriented to/from the west on 144 th Avenue 25 percent oriented to/from the south on Holly Street 5 percent oriented to/from the north on Holly Street Page 7

11 7 160th Ave. 158th Ave. 152nd Ave. 5% 152nd Ave. 144th Ave. York St. SITE 70% 136th Ave. Washington St. Colorado Blvd. Holly St % FELSBURG HOLT & ULLEVIG Willow Bend TIA /23/15 Figure 4 Short Range Future Trip Distribution NORTH

12 10(20) 152nd Ave. Holly St. 20(15) A/A A/A Bradley Pkwy. 5(15) 5(5) 20(15) 90(60) 60(90) LEGEND XXX(XXX) XXXX = AM(PM) Peak Hour Traffic Volumes = Daily Traffic Volumes Fairfax Drive 5(5) 90(60) 146th Ave. 35(25) 20(40) 60(90) 290 5(25) 25(15) 25(15) 85(60) 5(25) 5(80) th Ave (220) 40(60) 230(160) 35(20) 20(30) 55(35) (35) 70(50) 40(60) 35(20) (30) 40(70) FELSBURG HOLT & ULLEVIG Willow Bend TIA /29/15 Figure 5 Short Range Future Site Generated Traffic Volumes NORTH

13 Willow Bend Traffic Impact Analysis Update C. Short Range Future Background Traffic and Traffic Operations Background traffic is the component of traffic volumes on the roadway network that are unrelated to the proposed development. The 2009 Thornton Transportation Plan was used as the basis for estimating future background traffic volumes. The forecasted daily traffic volumes for the year 2035 were compared to the existing count data and an average annual growth rate of approximately 12 percent per year was calculated. This growth rate was applied to the existing traffic volumes to project year 2017 background traffic. In addition, traffic generated by the adjacent Lewis Point development (Sintra), located immediately south of Willow Bend, has been included in the short range background traffic. These volumes were extracted from the report entitled Traffic Impact Study, Sintra Development, Eugene G. Coppola, April 28, Figure 6 shows the resultant year 2017 projections. As shown, background traffic volumes on 144 th Avenue in the vicinity of the site are projected to be approximately 2,150 to 3,850 vehicles per day (VPD). Holly Street is projected to experience daily volumes in the range of 1,310 VPD south of 144 th Avenue to 1,770 VPD adjacent to the site. Figure 6 also summarizes peak hour LOS results for the projected background conditions. As shown, all critical movements at the intersections of 144 th Avenue/Holly Street and 152 nd Avenue/Holly Street are projected to operate at LOS B or better during peak times under the current STOP sign control. The Lewis Point access to 144 th Avenue would also operate acceptably under unsignalized traffic control. Appendix C includes short range future background LOS worksheets. D. Short Range Future Total Traffic Volumes and Traffic Operations Total traffic is a summation of background traffic volumes and the corresponding site generated traffic volumes. Figure 7 depicts the short range future total traffic volumes. With development of Willow Bend, Bradley Parkway would be constructed to one-half its ultimate cross section from Holly Street west along the site frontage. Fairfax Drive would be constructed to minor collector standards within the site, extending south from Bradley Parkway to 144 th Avenue, and connecting opposite the Lewis Pointe access. Other anticipated improvements include the construction of Holly Street and 144 th Avenue adjacent to the site to one-half the ultimate cross sections identified in the Thornton Transportation Plan (Buildout Roadway Plan). As shown, total traffic volumes on 144 th Avenue in the vicinity of the site are projected to be approximately 7,920 to 3,390 VPD. On Holly Street, the total daily traffic volumes are projected to range from 2,060 VPD north of 152 nd Avenue to 3,610 VPD north of 144 th Avenue. The intersection of 144 th Avenue/Fairfax Drive/Lewis Pointe is expected to approach threshold peak hour signal warrant criteria outlined in the Manual on Uniform Traffic Control Devices, 2009 (MUTCD) in the short range future. Subsequent capacity analyses include this potential improvement. All other study area intersections would remain unsignalized in the short range future. Page 10

14 300 5(5) 70(80) 5(5) 5(5) 5(5) 5(5) 5(5) 5(5) 5(5) 5(5) 85(85) 5(5) 152nd Ave. 300 A/A A/A A/A 1770 Holly St. A/A 1770 LEGEND XXX(XXX) XXXX X/X = AM(PM) Peak Hour Traffic Volumes = Daily Traffic Volumes = AM/PM Peak Hour Level of Service = Stop Sign FELSBURG HOLT & ULLEVIG Willow Bend TIA /26/15 144th Ave (85) 100(120) 150(70) 35(15) 80(100) 20(25) 2150 B/B A/A A/A 60(75) 20(15) 85(60) 80(40) (50) 10(35) B/B B/A A/A Figure 6 Short Range Future Background Traffic Volumes and Levels of Service NORTH

15 5(5) 80(100) 5(5) 5(5) 5(5) 5(5) 5(5) 5(5) 5(5) 5(5) 105(100) 5(5) 152nd Ave. 300 A/A A/A A/A Holly St. A/A A/A A/A Bradley Pkwy. 10(25) 25(15) 25(15) 10(25) 55(80) 5(15) 85(95) A/A 85(60) 20(15) 90(60) A/B A/A 60(90) 95(95) LEGEND XXX(XXX) XXXX X/X = AM(PM) Peak Hour Traffic Volumes = Daily Traffic Volumes = AM/PM Peak Hour Level of Service = Stop Sign = Traffic Signal Fairfax Drive 3680 A/A A/A 146th Ave. 35(25) 5(5) 170(150) (40) 155(185) B/B A/A A/A 144th Ave (160) 5(5) 35(20) 120(220) 170(145) 100(120) 20(30) 135(135) 20(25) 150(70) 5(5) 35(15) C/C (110) 90(65) 125(120) 115(60) 60(80) 50(105) B/B B/A A/A FELSBURG HOLT & ULLEVIG Willow Bend TIA /29/15 Figure 7 Short Range Future Total Traffic Volumes and Levels of Service NORTH

16 Willow Bend Traffic Impact Analysis Update Peak hour LOS analyses were conducted for the study area intersections, the results of which are also indicated on Figure 7. As shown, traffic operations in the vicinity of the site would remain acceptable, at LOS C or better, in the short range future. Appendix D includes LOS worksheets. The following summarize the roadway improvements envisioned in the short range future: 144 th Avenue: Construct 144 th Avenue to the ultimate six-lane major arterial cross section per City of Thornton standards. It is anticipated that the Lewis Pointe development will construct the eastbound laneage; the westbound widening would be done as a part of the Willow Bend development. Holly Street: Construct Holly Street to one-half the ultimate six-lane major arterial cross section per City of Thornton standards. It is expected that this improvement would be done as part of the Willow Bend development and would consist of widening in the southbound direction along the site frontage. Widening along the east side of Holly Street would occur at a later time with development of the Parterre Subdivision. Bradley Parkway: Construct Bradley Parkway along the site frontage to one-half the ultimate four-lane Parkway Collector cross section per City of Thornton standards. This improvement would be done as part of the Willow Bend development. In the future, as development along the north side occurs, the ultimate cross section would be completed. Also in the future, Bradley Parkway would be extended west to Colorado Boulevard as a part of the Valley Green development. STOP sign control on the eastbound approach to Holly Street would provide acceptable traffic operations (LOS A or B) in the short range future. Fairfax Drive: Construct Fairfax Drive within the site to two-lane collector standards per City of Thornton criteria. At the intersection at 144 th Avenue, traffic conditions should be monitored periodically and a traffic signal should be installed when conditions so warrant. With signalized control, this intersection is projected to operate at LOS C during peak times. STOP sign control on the northbound approach to Bradley Parkway would provide acceptable traffic operations in the short range future. 146 th Avenue: As previously noted, this site access on Holly Street would be unsignalized and restricted to ¾ movement. STOP sign control on the eastbound approach would provide acceptable traffic operations. Page 13

17 Willow Bend Traffic Impact Analysis Update E. Long Range Future Trip Distribution and Assignment The long range future trip distribution estimates, shown in Figure 8, reflect the expanded roadway network envisioned in the Thornton Transportation Plan. The changes in the trip distribution account for the planned extension of Bradley Parkway west to Colorado Boulevard (through Village Green) and east, trending south to 144 th Avenue (through the Parterre Subdivision). 144 th Avenue would be extended west to Quebec Street. The following distribution percentages were used to assign the trips to the roadway network in the long range future: 50 percent oriented to/from the west on 144 th Avenue 10 percent oriented to/from the east on 144 th Avenue 20 percent oriented to/from the south on Holly Street 15 percent oriented to/from the west on Bradley Parkway 5 percent oriented to/from the north on Holly Street The site generated traffic was assigned to the adjacent roadway network per these distribution patterns, as shown in Figure 9. F. Long Range Background Traffic As previously discussed, the annual growth rate of 12 percent, as calculated from 2035 projections contained in the Thornton Transportation Plan, was used as the basis for estimating the long range future background traffic volumes. In addition to traffic generated by the adjacent Lewis Point development, traffic volumes associated with the Parterre Subdivision, located immediately east of Willow Bend, and Village Green, located just west of the site, have been included in the long range background traffic. The Parterre Subdivision volumes were estimated based on single family residential uses and on roadway and access alignments contained in the subdivision plat. Village Green traffic volumes were extracted from the report entitled Village Green Development Mixed Use Traffic Impact Study, Alpine Consulting Engineers, November 30, In addition, traffic generated by potential mixed use development north of Bradley Parkway was extracted from our 2007 Willow Bend report. Figure 10 shows the resulting 2035 background traffic volumes. As shown, background traffic volumes on 144 th Avenue in the vicinity of the Willow Bend site are projected to be approximately 11,850 to 12,660 VPD adjacent to the site, with approximately 2,000 VPD east of Holly Street. Holly Street is projected to experience daily volumes in the range of 11,550 to 19,450 VPD adjacent to the site, with about 17,000 VPD south of 144 th Avenue. Bradley Parkway would experience between 2,550 and 3,500 VPD in background traffic. Fairfax Drive would carry about 2,200 VPD, consisting of background traffic generated north of Bradley Parkway. These background daily projections coincide well with 2035 projections contained in the Thornton Transportation Plan. Page 14

18 Willow Bend Traffic Impact Analysis Update Long range improvements identified in the Thornton Transportation Plan include widening to sixlane arterial standards along both 144 th Avenue and Holly Street within the study area. As previously discussed, the six-lane widening along 144 th adjacent to Willow Bend would occur in the short range future with development of both Lewis Pointe and Willow Bend. With development of Parterre Subdivision, the northbound laneage along Holly Street would be constructed. The ultimate cross-section on Bradley Parkway (four-lane Parkway Collector) would be completed with development of the multi-family/commercial mixed-use areas. In the long range future, background traffic volumes would indicate the need for signalization at the following intersections: 152 nd Avenue/Holly Street Bradley Parkway/Holly Street 144 th Avenue/Holly Street 144 th Avenue/Willow Way (this has been previously identified as a short range improvement) The above intersections are projected to meet peak hour signal warrant criteria specified in the MUTCD. Unsignalized traffic control would be sufficient to provide acceptable operational conditions at Bradley Parkway/Fairfax Drive and at 146 th Avenue/Holly Street. Other improvements indicated by background conditions include dual left-turn lanes eastbound and northbound at 144 th Avenue/Holly Street. LOS analyses, the results of which are depicted on Figure 10, indicate acceptable peak hour operational conditions at 144 th Avenue/Holly Street (LOS C or D) with the above improvements. The intersections of 152 nd Avenue/Holly Street, 144 th Avenue/Fairfax Drive, and Bradley Parkway/Holly Street are projected to operate at LOS C or better during both the AM and PM peak hours. Unsignalized operations at Bradley Parkway/Fairfax Drive are also projected to be acceptable, at LOS C during peak times. Appendix E includes the long range background LOS worksheets. Page 15

19 7 160th Ave. 158th Ave. 152nd Ave. 5% 152nd Ave. 144th Ave. York St. 15% SITE 50% 10% 136th Ave. Washington St. Colorado Blvd. Holly St % FELSBURG HOLT & ULLEVIG Willow Bend TIA /23/15 Figure 8 Long Range Future Trip Distribution NORTH

20 10(20) 152nd Ave. Bradley Pkwy. 5(15) 5(5) Holly St. 20(15) 20(15) 85(55) 60(85) LEGEND XXX(XXX) XXXX = AM(PM) Peak Hour Traffic Volumes = Daily Traffic Volumes Fairfax Drive 5(5) 85(55) 146th Ave. 30(20) 15(30) 60(85) (50) 5(10) 45(30) 10(25) 15(10) 25(15) 30(50) 10(25) 50(60) 45(30) 60(40) (115) 50(35) 40(25) 55(35) 20(15) th Ave. 25(45) 15(20) 40(25) (20) (160) 30(40) 30(40) (15) 30(20) (25) 30(55) FELSBURG HOLT & ULLEVIG Willow Bend TIA /29/15 Figure 9 Long Range Future Site Generated Traffic Volumes NORTH

21 (85) 485(550) 10(15) 75(135) 15(25) 240(315) 11,550 15(5) 15(20) 40(30) 290(295) 360(365) 15(55) 152nd Ave B/C A/A Bradley Pkwy. Holly St. 16,100 A/A (10) 105(165) 5(10) 5(10) 5(10) 100(165) 85(115) 75(105) 45(70) A/A B/C B/C B/B B/C A/A 70(130) 40(45) 60(115) 40(80) 20(60) (25) 750(860) 5(10) 15(15) 10(10) 60(90) 10(5) 15(10) 110(70) 45(105) 630(695) 35(125) A/A LEGEND XXX(XXX) XXXX X/X = AM(PM) Peak Hour Traffic Volumes = Daily Traffic Volumes = AM/PM Peak Hour Level of Service = Stop Sign = Traffic Signal Fairfax Drive th Ave. 920(1020) 19, (925) C/D FELSBURG HOLT & ULLEVIG Willow Bend TIA /29/15 50(75) 5(5) 25(30) 315(335) 565(650) 40(35) 10(25) 10(40) 425(635) 15(30) 144th Ave. 20(25) 11,850 20(35) 12,660 45(80) 505(345) 2000 C/C 840(455) 100(120) 150(70) 5(5) 35(15) 50(25) 345(130) 17, (320) 195(540) 15(35) Figure 10 Long Range Future Background Traffic Volumes and Levels of Service NORTH

22 Willow Bend Traffic Impact Analysis Update G. Long Range Total Traffic Volumes and Traffic Operations Figure 11 shows the resultant long range total traffic volumes. In the projected year 2035, traffic volumes on 144 th Avenue adjacent to the site are projected to range between 13,090 and 15,570 VPD; east of Holly Street, the daily volume would drop to about 2,580 VPD. On Holly Street, the daily traffic volumes are projected to range from 11,840 VPD north of 152 nd Avenue to 21,420 VPD adjacent to the site, with about 18,170 VPD south of 144 th Avenue. Bradley Parkway would carry between 3,750 and 4370 VPD adjacent to the site. Fairfax Drive would carry between 4,250 and 5,240 VPD through the site. Capacity analyses were performed for the AM and PM peak hours at the intersections of 144 th Avenue/Holly Street and 152 nd Avenue/Holly Street and at the site access intersections. Appendix F includes worksheets for the long range future total LOS. Figure 11 also summarizes the projected operational conditions and the associated approach geometry at each study intersection. In general, all study area intersections would operate at acceptable levels with the roadway and traffic control improvements previously identified. At the intersection of Holly Street and Bradley Parkway, a traffic signal would be needed in the long range future. During peak times, the signalized intersections within the study area would operate at LOS C or better. Unsignalized operations would be at LOS D or better. H. Queuing and Storage Requirements The long range future total traffic analyses include calculations of the 95 percent maximum probable queues at study area intersections and accesses. The queue computations are included in the LOS output for unsignalized intersections; signalized intersections have a separate calculation (SYNCHRO signalized intersection queue reports are included in Appendix G). Storage requirements were estimated based on the critical peak hour turning movement volumes. An average vehicle length of 25 feet was assumed. A minimum storage requirement of 50 feet (two vehicles) was also assumed. Table 2 summarizes the queue results in comparison to the projected storage requirements for left-turn movements in the study area. Page 19

23 Willow Bend Traffic Impact Analysis Update Table 2. Left Turn Queues and Storage Requirements Intersection 144 th Avenue & Holly Street 152 nd Avenue & Holly Street 144 th Avenue & Fairfax Drive Holly Street & Bradley Parkway Bradley Parkway & Fairfax Drive Left-Turn 95% Max Queue (in feet) Storage Movement AM Peak Hour PM Peak Hour (in feet) Northbound Southbound Eastbound (Dual Lanes) 270 Westbound Northbound Southbound Eastbound Westbound Northbound Southbound Eastbound Westbound Northbound Southbound Eastbound Westbound Northbound Southbound Eastbound Westbound Eastbound Westbound Bradley Parkway & West Access Holly Street & 146 th Avenue Northbound I. Pedestrian and Bicycle Accommodation Willow Bend would accommodate pedestrians and bicyclists with the following improvements: Sidewalks and bike lanes along 144 th Avenue and Holly Street adjacent to the site per City of Thornton standards (arterial cross-sections are provided in Appendix H). Sidewalks and bike lanes along Fairfax Drive and Bradley Parkway per City of Thornton standards (collector cross-sections are also provided in Appendix H). Sidewalks along all internal local roadways per City of Thornton standards. A pedestrian/bike trail along the Todd Creek drainage through the site. Pedestrian actuated signals at all traffic signal installations and ADA ramps at all crosswalk locations. Page 20

24 (85) 495(570) 10(20) 75(135) 15(25) 240(315) 11,840 5(5) 15(20) 40(30) 290(295) 370(380) 15(55) 152nd Ave B/C B/B 16,390 A/A A/A 4370 B/B Bradley Pkwy. 5(10) 155(230) 5(10) 5(10) 5(10) 5(10) 160(210) 10(25) (115) 75(105) 45(70) Holly St. LEGEND XXX(XXX) XXXX X/X A/A = AM(PM) Peak Hour Traffic Volumes = Daily Traffic Volumes = AM/PM Peak Hour Level of Service = Stop Sign = Traffic Signal C/D B/C B/C C/D A/A (10) 25(15) Fairfax Drive 70(130) 85(75) 30(50) 4250 B/B 45(30) 60(115) 60(40) 40(80) 45(100) 50(60) C/C (30) 10(10) 145(145) 146th Ave. 15(40) 755(865) 5(10) 30(20) 5(5) 1005(1075) 21,420 10(5) 15(10) 110(70) 105(190) 630(695) 35(125) 15(30) 770(1010) A/B C/C 215(190) 5(5) 75(65) 355(360) 620(685) 60(50) 35(70) 25(60) 465(660) 25(50) 144th Ave. 20(25) 13,090 20(35) 15, (240) 535(385) 2580 C/C 870(495) 100(120) 150(70) 5(5) 35(15) 70(40) 375(150) 18, (345) 225(595) 15(35) FELSBURG HOLT & ULLEVIG Willow Bend TIA /29/15 Figure 11 Long Range Future Total Traffic Volumes and Levels of Service NORTH

25 Willow Bend Traffic Impact Analysis Update IV. SUMMARY AND RECOMMENDATIONS Willow Bend is a proposed single family residential development to be located in the northwest quadrant of the Holly Street/144 th Avenue intersection. This development will occupy approximately 185 acres and will consist of approximately 540 single family homes, an elementary school, and an open space for parks. Access to Willow Bend is proposed via Bradley Parkway, a planned collector roadway that would connect to Holly Street at fullmovement intersection midway between 144 th and 152 nd Avenues. Fairfax Drive, a planned collector road, would bisect the site from north to south, connecting between 144 th Avenue and Bradley Parkway. A secondary site access would be provided at 146 th Avenue and would be restricted to ¾ movement (right-in, left-in, right-out only). The Willow Bend development is expected to generate approximately 5,820 vehicle trips per day, with approximately 640 trips during the AM peak hour and 680 trips during the PM peak hour. The traffic impacts of this additional traffic were evaluated under both short range future and long range future conditions. In general, the planned future roadway system would have sufficient capacity to accommodate the increase in traffic due to Willow Bend; relative to this, the following recommendations are made: Construct westbound 144 th Avenue adjacent to the site to one-half the ultimate six-lane major arterial cross section per City of Thornton standards. It is anticipated that the Lewis Pointe development will construct the eastbound laneage. Construct southbound Holly Street adjacent to the site to one-half the ultimate six-lane major arterial cross section per City of Thornton standards. Future widening of Holly Street in the northbound direction would be completed as part of the Parterre Subdivision. Periodically monitor traffic conditions at the 144th Avenue/Holly Street intersection and install a traffic signal, when warranted. Construct eastbound Bradley Parkway along the site frontage to one-half the ultimate four-lane Parkway Collector cross section per City of Thornton standards. In the future, as development along the north side occurs, the ultimate cross-section would be completed. Install STOP sign control on the eastbound Bradley Parkway approach to Holly Street as part of initial development at Willow Bend. Periodically monitor traffic conditions at this intersection, and install a traffic signal, when warranted (projected to occur in the long range future). Construct Fairfax Drive within the site to two-lane collector standards per City of Thornton criteria. Periodically monitor traffic conditions at the 144 th Avenue/Fairfax Drive intersection and install a traffic signal, when warranted (projected to occur in the short range future). Page 22

26 Willow Bend Traffic Impact Analysis Update Install STOP sign control on the northbound Fairfax Drive approach to Bradley Parkway. This traffic control is projected to provide for acceptable traffic operations through the long range future. Install STOP sign control on the eastbound 146 th Avenue approach to Holly Street. This intersection should be restricted to ¾ movement. Page 23

27 Willow Bend Traffic Impact Analysis Update APPENDIX A. TRAFFIC VOLUME COUNTS Appendix A

28 All Traffic Data Services, Inc 9660 W 44th Ave Wheat Ridge,CO Page 1 Site Code: 1 Station ID: 1 E 144TH AVE W/O HOLLY ST Start 13-Jan-15 Time Tue EB WB Total 12:00 AM : : : : : : : : : : : :00 PM : : : : : : : : : : : Total Percent 49.4% 50.6% AM Peak - 07:00 07: :00 Vol PM Peak - 15:00 16: :00 Vol Grand Total Percent 49.4% 50.6% ADT ADT 1,341 AADT 1,341

29 All Traffic Data Services, Inc 9660 W 44th Ave Wheat Ridge,CO Page 1 Site Code: 2 Station ID: 2 HOLLY ST N/O E 144TH AVE Start 13-Jan-15 Time Tue NB SB Total 12:00 AM : : : : : : : : : : : :00 PM : : : : : : : : : : : Total Percent 52.6% 47.4% AM Peak - 07:00 07: :00 Vol PM Peak - 16:00 15: :00 Vol Grand Total Percent 52.6% 47.4% ADT ADT 1,233 AADT 1,233

30 Willow Bend Traffic Impact Analysis Update APPENDIX B. EXISTING CONDITONS LOS WORKSHEETS Appendix B

31 HCM 2010 TWSC Existing Conditions AM Peak Hour 1: Holly Street & 144th Avenue 1/22/2015 Intersection Int Delay, s/veh 5.8 Movement EBL EBR NBL NBT SBT SBR Vol, veh/h Conflicting Peds, #/hr Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow Major/Minor Minor2 Major1 Major2 Conflicting Flow All Stage Stage Critical Hdwy Critical Hdwy Stg Critical Hdwy Stg Follow-up Hdwy Pot Cap-1 Maneuver Stage Stage Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage Stage Approach EB NB SB HCM Control Delay, s HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS A A A - - HCM 95th %tile Q(veh) Page 1

32 HCM 2010 TWSC Existing Conditions AM Peak Hour 2: Holly Street & 152nd Ave/152nd Avenue 1/22/2015 Intersection Int Delay, s/veh 0.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h Conflicting Peds, #/hr Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All Stage Stage Critical Hdwy Critical Hdwy Stg Critical Hdwy Stg Follow-up Hdwy Pot Cap-1 Maneuver Stage Stage Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage Stage Approach EB WB NB SB HCM Control Delay, s HCM LOS A A Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS A A - A A A A - HCM 95th %tile Q(veh) Page 2

33 HCM 2010 TWSC Existing Conditions PM Peak Hour 1: Holly Street & 144th Avenue 1/22/2015 Intersection Int Delay, s/veh 4.4 Movement EBL EBR NBL NBT SBT SBR Vol, veh/h Conflicting Peds, #/hr Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow Major/Minor Minor2 Major1 Major2 Conflicting Flow All Stage Stage Critical Hdwy Critical Hdwy Stg Critical Hdwy Stg Follow-up Hdwy Pot Cap-1 Maneuver Stage Stage Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage Stage Approach EB NB SB HCM Control Delay, s HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS A A A - - HCM 95th %tile Q(veh) Page 1

34 HCM 2010 TWSC Existing Conditions PM Peak Hour 2: Holly Street & 152nd Ave/152nd Avenue 1/22/2015 Intersection Int Delay, s/veh 0.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h Conflicting Peds, #/hr Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All Stage Stage Critical Hdwy Critical Hdwy Stg Critical Hdwy Stg Follow-up Hdwy Pot Cap-1 Maneuver Stage Stage Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage Stage Approach EB WB NB SB HCM Control Delay, s HCM LOS A A Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS A A - A A A A - HCM 95th %tile Q(veh) Page 2

35 Willow Bend Traffic Impact Analysis Update APPENDIX C. SHORT RANGE BACKGROUND LOS WORKSHEETS Appendix C

36 HCM 2010 TWSC Short Range Background AM Peak Hour 1: Holly Street & 144th Avenue 1/22/2015 Intersection Int Delay, s/veh 6.3 Movement EBL EBR NBL NBT SBT SBR Vol, veh/h Conflicting Peds, #/hr Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow Major/Minor Minor2 Major1 Major2 Conflicting Flow All Stage Stage Critical Hdwy Critical Hdwy Stg Critical Hdwy Stg Follow-up Hdwy Pot Cap-1 Maneuver Stage Stage Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage Stage Approach EB NB SB HCM Control Delay, s HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS A - B A - - HCM 95th %tile Q(veh) Page 1

37 HCM 2010 TWSC Short Range Background AM Peak Hour 2: Holly Street & 152nd Ave/152nd Avenue 1/22/2015 Intersection Int Delay, s/veh 1.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h Conflicting Peds, #/hr Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All Stage Stage Critical Hdwy Critical Hdwy Stg Critical Hdwy Stg Follow-up Hdwy Pot Cap-1 Maneuver Stage Stage Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage Stage Approach EB WB NB SB HCM Control Delay, s HCM LOS A A Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS A A - A A A A - HCM 95th %tile Q(veh) Page 2

38 HCM 2010 TWSC Short Range Background AM Peak Hour 6: Lewis Pointe & 144th Avenue 1/22/2015 Intersection Int Delay, s/veh 4.3 Movement EBT EBR WBL WBT NBL NBR Vol, veh/h Conflicting Peds, #/hr Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow Major/Minor Major1 Major2 Minor1 Conflicting Flow All Stage Stage Critical Hdwy Critical Hdwy Stg Critical Hdwy Stg Follow-up Hdwy Pot Cap-1 Maneuver Stage Stage Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage Stage Approach EB WB NB HCM Control Delay, s HCM LOS B Minor Lane/Major Mvmt NBLn1 NBLn2 EBT EBR WBL WBT Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS B A - - A - HCM 95th %tile Q(veh) Page 3

39 HCM 2010 TWSC Short Range Background PM Peak Hour 1: Holly Street & 144th Avenue 1/22/2015 Intersection Int Delay, s/veh 4.9 Movement EBL EBR NBL NBT SBT SBR Vol, veh/h Conflicting Peds, #/hr Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow Major/Minor Minor2 Major1 Major2 Conflicting Flow All Stage Stage Critical Hdwy Critical Hdwy Stg Critical Hdwy Stg Follow-up Hdwy Pot Cap-1 Maneuver Stage Stage Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage Stage Approach EB NB SB HCM Control Delay, s HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS A - B A - - HCM 95th %tile Q(veh) Page 1

40 HCM 2010 TWSC Short Range Background PM Peak Hour 2: Holly Street & 152nd Ave 1/22/2015 Intersection Int Delay, s/veh 1.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h Conflicting Peds, #/hr Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All Stage Stage Critical Hdwy Critical Hdwy Stg Critical Hdwy Stg Follow-up Hdwy Pot Cap-1 Maneuver Stage Stage Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage Stage Approach EB WB NB SB HCM Control Delay, s HCM LOS A A Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS A A - A A A A - HCM 95th %tile Q(veh) Page 2

41 HCM 2010 TWSC Short Range Background PM Peak Hour 6: Lewis Pointe & 144th Avenue 1/22/2015 Intersection Int Delay, s/veh 2.6 Movement EBT EBR WBL WBT NBL NBR Vol, veh/h Conflicting Peds, #/hr Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow Major/Minor Major1 Major2 Minor1 Conflicting Flow All Stage Stage Critical Hdwy Critical Hdwy Stg Critical Hdwy Stg Follow-up Hdwy Pot Cap-1 Maneuver Stage Stage Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage Stage Approach EB WB NB HCM Control Delay, s HCM LOS B Minor Lane/Major Mvmt NBLn1 NBLn2 EBT EBR WBL WBT Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS B A - - A - HCM 95th %tile Q(veh) Page 3

42 Willow Bend Traffic Impact Analysis Update APPENDIX D. SHORT RANGE TOTAL LOS WORKSHEETS Appendix D

43 HCM 2010 Signalized Intersection Summary Short Range Total AM Peak Hour 6: Lewis Pointe/Fairfax Dr & 144th Ave 1/30/2015 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS D D D D C C A A A A Approach Vol, veh/h Approach Delay, s/veh Approach LOS D D A A Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay 22.5 HCM 2010 LOS C Page 1

44 HCM 2010 TWSC Short Range Total AM Peak Hour 1: Holly Street & 144th Ave 1/22/2015 Intersection Int Delay, s/veh 6 Movement EBL EBR NBL NBT SBT SBR Vol, veh/h Conflicting Peds, #/hr Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow Major/Minor Minor2 Major1 Major2 Conflicting Flow All Stage Stage Critical Hdwy Critical Hdwy Stg Critical Hdwy Stg Follow-up Hdwy Pot Cap-1 Maneuver Stage Stage Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage Stage Approach EB NB SB HCM Control Delay, s HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS A A B B - - HCM 95th %tile Q(veh) Page 1

45 HCM 2010 TWSC Short Range Total AM Peak Hour 2: Holly Street & 152nd Ave 1/22/2015 Intersection Int Delay, s/veh 1.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h Conflicting Peds, #/hr Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All Stage Stage Critical Hdwy Critical Hdwy Stg Critical Hdwy Stg Follow-up Hdwy Pot Cap-1 Maneuver Stage Stage Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage Stage Approach EB WB NB SB HCM Control Delay, s HCM LOS A A Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS A A - A A A A - HCM 95th %tile Q(veh) Page 2

46 HCM 2010 TWSC Short Range Total AM Peak Hour 10: Holly Street & Bradley Pkwy 1/22/2015 Intersection Int Delay, s/veh 4.6 Movement EBL EBR NBL NBT SBT SBR Vol, veh/h Conflicting Peds, #/hr Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow Major/Minor Minor2 Major1 Major2 Conflicting Flow All Stage Stage Critical Hdwy Critical Hdwy Stg Critical Hdwy Stg Follow-up Hdwy Pot Cap-1 Maneuver Stage Stage Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage Stage Approach EB NB SB HCM Control Delay, s HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS A - B A - - HCM 95th %tile Q(veh) Page 4

47 HCM 2010 TWSC Short Range Total AM Peak Hour 12: Holly Street & 146th Ave 1/22/2015 Intersection Int Delay, s/veh 1.3 Movement EBL EBR NBL NBT SBT SBR Vol, veh/h Conflicting Peds, #/hr Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow Major/Minor Minor2 Major1 Major2 Conflicting Flow All Stage Stage Critical Hdwy Critical Hdwy Stg Critical Hdwy Stg Follow-up Hdwy Pot Cap-1 Maneuver Stage Stage Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage Stage Approach EB NB SB HCM Control Delay, s HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS A - A - - HCM 95th %tile Q(veh) Page 5

48 HCM 2010 TWSC Short Range Total AM Peak Hour 14: Fairfax Dr & Bradley Pkwy 1/30/2015 Intersection Int Delay, s/veh 6.5 Movement EBT EBR WBL WBT NBL NBR Vol, veh/h Conflicting Peds, #/hr Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow Major/Minor Major1 Major2 Minor1 Conflicting Flow All Stage Stage Critical Hdwy Critical Hdwy Stg Critical Hdwy Stg Follow-up Hdwy Pot Cap-1 Maneuver Stage Stage Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage Stage Approach EB WB NB HCM Control Delay, s HCM LOS A Minor Lane/Major Mvmt NBLn1 NBLn2 EBT EBR WBL WBT Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS A A - - A - HCM 95th %tile Q(veh) Page 1

49 HCM 2010 TWSC Short Range Total AM Peak Hour 15: West Access & Bradley Pkwy 1/22/2015 Intersection Int Delay, s/veh 5.9 Movement EBT EBR WBL WBT NBL NBR Vol, veh/h Conflicting Peds, #/hr Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow Major/Minor Major1 Major2 Minor1 Conflicting Flow All Stage Stage Critical Hdwy Critical Hdwy Stg Critical Hdwy Stg Follow-up Hdwy Pot Cap-1 Maneuver Stage Stage Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage Stage Approach EB WB NB HCM Control Delay, s HCM LOS A Minor Lane/Major Mvmt NBLn1 NBLn2 EBT EBR WBL WBT Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS A A - - A - HCM 95th %tile Q(veh) Page 7

50 HCM 2010 Signalized Intersection Summary Short Range Total PM Peak Hour 6: Lewis Pointe/Fairfax Dr & 144th Ave 1/30/2015 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS D C C C C C B A A A Approach Vol, veh/h Approach Delay, s/veh Approach LOS C C A A Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay 23.7 HCM 2010 LOS C Page 1

51 HCM 2010 TWSC Short Range Total PM Peak Hour 1: Holly Street & 144th Ave 1/22/2015 Intersection Int Delay, s/veh 5.5 Movement EBL EBR NBL NBT SBT SBR Vol, veh/h Conflicting Peds, #/hr Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow Major/Minor Minor2 Major1 Major2 Conflicting Flow All Stage Stage Critical Hdwy Critical Hdwy Stg Critical Hdwy Stg Follow-up Hdwy Pot Cap-1 Maneuver Stage Stage Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage Stage Approach EB NB SB HCM Control Delay, s HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS A A B A - - HCM 95th %tile Q(veh) Page 1

52 HCM 2010 TWSC Short Range Total PM Peak Hour 2: Holly Street & 152nd Ave 1/22/2015 Intersection Int Delay, s/veh 1.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h Conflicting Peds, #/hr Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All Stage Stage Critical Hdwy Critical Hdwy Stg Critical Hdwy Stg Follow-up Hdwy Pot Cap-1 Maneuver Stage Stage Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage Stage Approach EB WB NB SB HCM Control Delay, s HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS A A - B B A A - HCM 95th %tile Q(veh) Page 2

53 HCM 2010 TWSC Short Range Total PM Peak Hour 10: Holly Street & Bradley Pkwy 1/22/2015 Intersection Int Delay, s/veh 4.2 Movement EBL EBR NBL NBT SBT SBR Vol, veh/h Conflicting Peds, #/hr Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow Major/Minor Minor2 Major1 Major2 Conflicting Flow All Stage Stage Critical Hdwy Critical Hdwy Stg Critical Hdwy Stg Follow-up Hdwy Pot Cap-1 Maneuver Stage Stage Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage Stage Approach EB NB SB HCM Control Delay, s HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS A - B A - - HCM 95th %tile Q(veh) Page 4

54 HCM 2010 TWSC Short Range Total PM Peak Hour 12: Holly Street & 146th Ave 1/22/2015 Intersection Int Delay, s/veh 1.5 Movement EBL EBR NBL NBT SBT SBR Vol, veh/h Conflicting Peds, #/hr Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow Major/Minor Minor2 Major1 Major2 Conflicting Flow All Stage Stage Critical Hdwy Critical Hdwy Stg Critical Hdwy Stg Follow-up Hdwy Pot Cap-1 Maneuver Stage Stage Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage Stage Approach EB NB SB HCM Control Delay, s HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS A - A - - HCM 95th %tile Q(veh) Page 5

55 HCM 2010 TWSC Short Range Total PM Peak Hour 14: Fairfax Dr & Bradley Pkwy 1/30/2015 Intersection Int Delay, s/veh 6.1 Movement EBT EBR WBL WBT NBL NBR Vol, veh/h Conflicting Peds, #/hr Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow Major/Minor Major1 Major2 Minor1 Conflicting Flow All Stage Stage Critical Hdwy Critical Hdwy Stg Critical Hdwy Stg Follow-up Hdwy Pot Cap-1 Maneuver Stage Stage Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage Stage Approach EB WB NB HCM Control Delay, s HCM LOS A Minor Lane/Major Mvmt NBLn1 NBLn2 EBT EBR WBL WBT Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS B A - - A - HCM 95th %tile Q(veh) Page 1

56 HCM 2010 TWSC Short Range Total PM Peak Hour 15: West Access & Bradley Pkwy 1/22/2015 Intersection Int Delay, s/veh 5.9 Movement EBT EBR WBL WBT NBL NBR Vol, veh/h Conflicting Peds, #/hr Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow Major/Minor Major1 Major2 Minor1 Conflicting Flow All Stage Stage Critical Hdwy Critical Hdwy Stg Critical Hdwy Stg Follow-up Hdwy Pot Cap-1 Maneuver Stage Stage Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage Stage Approach EB WB NB HCM Control Delay, s HCM LOS A Minor Lane/Major Mvmt NBLn1 NBLn2 EBT EBR WBL WBT Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS A A - - A - HCM 95th %tile Q(veh) Page 7

57 Willow Bend Traffic Impact Analysis Update APPENDIX E. LONG RANGE BACKGROUND LOS WORKSHEETS Appendix E

58 HCM 2010 Signalized Intersection Summary Long Range Background AM Peak Hour 1: Holly Street & 144th Ave 1/22/2015 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS D C D E D D D B B E A A Approach Vol, veh/h Approach Delay, s/veh Approach LOS D D C A Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay 26.1 HCM 2010 LOS C Notes User approved pedestrian interval to be less than phase max green. Page 1

59 HCM 2010 Signalized Intersection Summary Long Range Background AM Peak Hour 2: Holly Street & 152nd Ave 1/22/2015 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS C C D C D D A A A B B B Approach Vol, veh/h Approach Delay, s/veh Approach LOS D C A B Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay 17.5 HCM 2010 LOS B Page 2

60 HCM 2010 Signalized Intersection Summary Long Range Background AM Peak Hour 6: Lewis Pointe/Fairfax Dr & 144th Ave 1/30/2015 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS C C C C C C B B B B Approach Vol, veh/h Approach Delay, s/veh Approach LOS C C B B Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay 27.4 HCM 2010 LOS C Page 1

61 HCM 2010 Signalized Intersection Summary Long Range Background AM Peak Hour 10: Holly Street & Bradley Pkwy 1/22/2015 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS D D D D D D A A A A A A Approach Vol, veh/h Approach Delay, s/veh Approach LOS D D A A Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay 6.0 HCM 2010 LOS A Page 4

62 HCM 2010 TWSC Long Range Background AM Peak Hour 14: Fairfax Dr & Bradley Pkwy 1/30/2015 Intersection Int Delay, s/veh 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h Conflicting Peds, #/hr Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All Stage Stage Critical Hdwy Critical Hdwy Stg Critical Hdwy Stg Follow-up Hdwy Pot Cap-1 Maneuver Stage Stage Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage Stage Approach EB WB NB SB HCM Control Delay, s HCM LOS B B Minor Lane/Major Mvmt NBLn1 NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS B B A - - A - - B B HCM 95th %tile Q(veh) Page 1

63 HCM 2010 Signalized Intersection Summary Long Range Background PM Peak Hour 1: Holly Street & 144th Ave 1/23/2015 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS D D D E D D D A A E A A Approach Vol, veh/h Approach Delay, s/veh Approach LOS D E C A Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay 20.4 HCM 2010 LOS C Notes User approved pedestrian interval to be less than phase max green. Page 1

64 HCM 2010 Signalized Intersection Summary Long Range Background PM Peak Hour 2: Holly Street & 152nd Ave 1/22/2015 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS C C E C C C B A A B B B Approach Vol, veh/h Approach Delay, s/veh Approach LOS D C A B Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay 20.6 HCM 2010 LOS C Page 2

65 HCM 2010 Signalized Intersection Summary Long Range Background PM Peak Hour 6: Lewis Pointe/Fairfax Dr & 144th Ave 1/30/2015 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS C C C C D D A B B C Approach Vol, veh/h Approach Delay, s/veh Approach LOS C D A B Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay 31.7 HCM 2010 LOS C Page 1

66 HCM 2010 Signalized Intersection Summary Long Range Background PM Peak Hour 10: Holly Street & Bradley Pkwy 1/22/2015 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS D D D D D D A A A A A A Approach Vol, veh/h Approach Delay, s/veh Approach LOS D D A A Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay 5.0 HCM 2010 LOS A Page 4

67 HCM 2010 TWSC Long Range Background PM Peak Hour 14: Fairfax Dr & Bradley Pkwy 1/30/2015 Intersection Int Delay, s/veh 10.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h Conflicting Peds, #/hr Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All Stage Stage Critical Hdwy Critical Hdwy Stg Critical Hdwy Stg Follow-up Hdwy Pot Cap-1 Maneuver Stage Stage Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage Stage Approach EB WB NB SB HCM Control Delay, s HCM LOS C C Minor Lane/Major Mvmt NBLn1 NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS C C A - - A - - C B HCM 95th %tile Q(veh) Page 1

68 Willow Bend Traffic Impact Analysis Update APPENDIX F. LONG RANGE TOTAL LOS WORKSHEETS Appendix F

69 HCM 2010 Signalized Intersection Summary Long Range Total AM Peak Hour 1: Holly Street & 144th Ave 1/22/2015 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS D C D E D D D B B E A A Approach Vol, veh/h Approach Delay, s/veh Approach LOS D D C A Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay 24.9 HCM 2010 LOS C Notes User approved pedestrian interval to be less than phase max green. Page 1

70 HCM 2010 Signalized Intersection Summary Long Range Total AM Peak Hour 2: Holly Street & 152nd Ave 1/22/2015 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS C C D C D D A A A B B B Approach Vol, veh/h Approach Delay, s/veh Approach LOS D C A B Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay 17.3 HCM 2010 LOS B Page 2

71 HCM 2010 Signalized Intersection Summary Long Range Total AM Peak Hour 6: Lewis Pointe/Fairfax Dr & 144th Ave 1/30/2015 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS C C C C C C B B B B Approach Vol, veh/h Approach Delay, s/veh Approach LOS C C B B Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay 26.8 HCM 2010 LOS C Page 1

72 HCM 2010 Signalized Intersection Summary Long Range Total AM Peak Hour 10: Holly Street & Bradley Pkwy 1/22/2015 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS D D D C C C A A A A A A Approach Vol, veh/h Approach Delay, s/veh Approach LOS D C A A Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay 7.9 HCM 2010 LOS A Page 4

73 HCM 2010 TWSC Long Range Total AM Peak Hour 14: Fairfax Dr & Bradley Pkwy 1/30/2015 Intersection Int Delay, s/veh 8.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h Conflicting Peds, #/hr Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All Stage Stage Critical Hdwy Critical Hdwy Stg Critical Hdwy Stg Follow-up Hdwy Pot Cap-1 Maneuver Stage Stage Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage Stage Approach EB WB NB SB HCM Control Delay, s HCM LOS B B Minor Lane/Major Mvmt NBLn1 NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS C B A - - A - - C B HCM 95th %tile Q(veh) Page 1

74 HCM 2010 TWSC Long Range Total AM Peak Hour 16: West Access & Bradley Pkwy 1/22/2015 Intersection Int Delay, s/veh 1.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h Conflicting Peds, #/hr Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All Stage Stage Critical Hdwy Critical Hdwy Stg Critical Hdwy Stg Follow-up Hdwy Pot Cap-1 Maneuver Stage Stage Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage Stage Approach EB WB NB SB HCM Control Delay, s HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS B A - - A - - B HCM 95th %tile Q(veh) Page 6

75 HCM 2010 TWSC Long Range Total AM Peak Hour 19: Holly Street & 146th Ave 1/22/2015 Intersection Int Delay, s/veh 0.4 Movement EBL EBR NBL NBT SBT SBR Vol, veh/h Conflicting Peds, #/hr Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow Major/Minor Minor2 Major1 Major2 Conflicting Flow All Stage Stage Critical Hdwy Critical Hdwy Stg Critical Hdwy Stg Follow-up Hdwy Pot Cap-1 Maneuver Stage Stage Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage Stage Approach EB NB SB HCM Control Delay, s HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS C - B - - HCM 95th %tile Q(veh) Page 7

76 HCM 2010 Signalized Intersection Summary Long Range Total PM Peak Hour 1: Holly Street & 144th Ave 1/22/2015 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS D C D E D D D B B E A A Approach Vol, veh/h Approach Delay, s/veh Approach LOS D D C A Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay 22.2 HCM 2010 LOS C Notes User approved pedestrian interval to be less than phase max green. Page 1

77 HCM 2010 Signalized Intersection Summary Long Range Total PM Peak Hour 2: Holly Street & 152nd Ave 1/22/2015 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS C C E C C C B C C B B B Approach Vol, veh/h Approach Delay, s/veh Approach LOS D C B B Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay 25.6 HCM 2010 LOS C Page 2

78 HCM 2010 Signalized Intersection Summary Long Range Total PM Peak Hour 6: Lewis Pointe/Fairfax Dr & 144th Ave 1/30/2015 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS C C C C D D B B C C Approach Vol, veh/h Approach Delay, s/veh Approach LOS C D B C Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay 31.5 HCM 2010 LOS C Page 1

79 HCM 2010 Signalized Intersection Summary Long Range Total PM Peak Hour 10: Holly Street & Bradley Pkwy 1/22/2015 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) Number Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Adj No. of Lanes Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln LnGrp Delay(d),s/veh LnGrp LOS D D D D D D A B B A A A Approach Vol, veh/h Approach Delay, s/veh Approach LOS D D B A Timer Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+i1), s Green Ext Time (p_c), s Intersection Summary HCM 2010 Ctrl Delay 11.3 HCM 2010 LOS B Page 4

80 HCM 2010 TWSC Long Range Total PM Peak Hour 14: Fairfax Dr & Bradley Pkwy 1/30/2015 Intersection Int Delay, s/veh 12.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h Conflicting Peds, #/hr Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All Stage Stage Critical Hdwy Critical Hdwy Stg Critical Hdwy Stg Follow-up Hdwy Pot Cap-1 Maneuver Stage Stage Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage Stage Approach EB WB NB SB HCM Control Delay, s HCM LOS C C Minor Lane/Major Mvmt NBLn1 NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS D C A - - A - - D C HCM 95th %tile Q(veh) Page 1

81 HCM 2010 TWSC Long Range Total PM Peak Hour 16: West Access & Bradley Pkwy 1/22/2015 Intersection Int Delay, s/veh 1.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h Conflicting Peds, #/hr Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All Stage Stage Critical Hdwy Critical Hdwy Stg Critical Hdwy Stg Follow-up Hdwy Pot Cap-1 Maneuver Stage Stage Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage Stage Approach EB WB NB SB HCM Control Delay, s HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS B A - - A - - B HCM 95th %tile Q(veh) Page 6

82 HCM 2010 TWSC Long Range Total PM Peak Hour 19: Holly Street & 146th Ave 1/22/2015 Intersection Int Delay, s/veh 0.4 Movement EBL EBR NBL NBT SBT SBR Vol, veh/h Conflicting Peds, #/hr Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow Major/Minor Minor2 Major1 Major2 Conflicting Flow All Stage Stage Critical Hdwy Critical Hdwy Stg Critical Hdwy Stg Follow-up Hdwy Pot Cap-1 Maneuver Stage Stage Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage Stage Approach EB NB SB HCM Control Delay, s HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS C - B - - HCM 95th %tile Q(veh) Page 7

83 Willow Bend Traffic Impact Analysis Update APPENDIX G. QUEUE ANALYSIS Appendix G

84 Queues Long Range Total AM Peak Hour 1: Holly Street & 144th Ave 1/23/2015 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT Lane Group Flow (vph) v/c Ratio Control Delay Queue Delay Total Delay Queue Length 50th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary Page 1

85 Queues Long Range Total AM Peak Hour 2: Holly Street & 152nd Ave 1/23/2015 Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) v/c Ratio Control Delay Queue Delay Total Delay Queue Length 50th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary Page 2

86 Queues Long Range Total AM Peak Hour 6: Lewis Pointe/Fairfax Dr & 144th Ave 1/30/2015 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) v/c Ratio Control Delay Queue Delay Total Delay Queue Length 50th (ft) Queue Length 95th (ft) m Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. Page 1

87 Queues Long Range Total AM Peak Hour 10: Holly Street & Bradley Pkwy 1/23/2015 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) v/c Ratio Control Delay Queue Delay Total Delay Queue Length 50th (ft) Queue Length 95th (ft) m26 46 m5 136 Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. Page 4

88 Queues Long Range Total PM Peak Hour 1: Holly Street & 144th Ave 1/23/2015 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT Lane Group Flow (vph) v/c Ratio Control Delay Queue Delay Total Delay Queue Length 50th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary Page 1

89 Queues Long Range Total PM Peak Hour 2: Holly Street & 152nd Ave 1/23/2015 Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) v/c Ratio Control Delay Queue Delay Total Delay Queue Length 50th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary Page 2

90 Queues Long Range Total PM Peak Hour 6: Lewis Pointe/Fairfax Dr & 144th Ave 1/30/2015 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) v/c Ratio Control Delay Queue Delay Total Delay Queue Length 50th (ft) Queue Length 95th (ft) m Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. Page 1

91 Queues Long Range Total PM Peak Hour 10: Holly Street & Bradley Pkwy 1/23/2015 Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow (vph) v/c Ratio Control Delay Queue Delay Total Delay Queue Length 50th (ft) Queue Length 95th (ft) m7 149 Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. Page 4

92 Willow Bend Traffic Impact Analysis Update APPENDIX H. CITY OF THORNTON ROADWAY CROSS SECTIONS Appendix H