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HomeMy WebLinkAboutDune Palms - Traffic Study Memo 3-12-15 FinalDUNE PALMS ROAD LOW WATER CROSSING REPLACEMENT PROJECT CITY OF LA QUINTA RIVERSIDE COUNTY, CALIFORNIA Traffic Analysis Report March 12, 2015 Prepared for: City of La Quinta Federal Project Number BLRKS-5433(014) Prepared by: Page 1   1.Introduction Dune Palms Road is a secondary arterial in the City of La Quinta that provides a north/south link between residential developments to the north and commercial activity to the south near the Highway 111 corridor. It is an important connection to schools and emergency services access to the community. Currently the elevation of the existing Dune Palms Road low-water crossing causes it to flood during minor rain events making it impassable. Therefore the City of La Quinta has decided to construct a new bridge to ensure that all-weather access is maintained. The existing roadway width is 68 feet at the crossing, and consists of one northbound and two southbound through lanes, eight foot wide walkway area along the western edge, and an eight foot shoulder along the eastern edge of the road; and no median. The existing roadway approach south of the crossing consists of one northbound and two southbound through lanes. The northern roadway approach consists of one through lanes in each direction. The transition from one to two lanes in the southbound direction occurs at the midpoint of the channel crossing. The new bridge and roadway will be 86 feet wide and a cross section that includes a six-foot sidewalk on both sides of the bridge, two eight-foot outside shoulders also serving as bike/golf cart lanes, a 10’ raised median, two eleven-foot travel lanes, and two twelve-foot travel lanes. The main purpose of the project is to provide safe access across the CVSWC (Whitewater River) during all-weather events; provide a reliable route for emergency vehicles, motorists, pedestrians, and bicyclists; and the improved roadway will achieve the City’s General Plan goals for the corridor. This report provides traffic analysis of Dune Palms Road at the project location and adjacent intersections. The analysis includes existing conditions, and future conditions with and without the project. Page 2   2.Study Area The study area for this project includes the segment of Dune Palms Road between Highway 111 and Westward Ho/Blackhawk Way. The study also includes the two signalized intersections on either side of this segment of Dune Palms Road that is being reconstructed. The study intersections and segment are listed below and shown in Figure 1. 1.Dune Palms Road and Westward Ho Drive/Blackhawk Way 2.Dune Palms Road and Highway 111 3.Study Scenarios This report presents the analysis of the following three study scenarios: x Existing Conditions – operation of the intersections and roadway segment with existing traffic volumes x Future 2040 No-Build Conditions – operation of the intersections and roadway segment with future traffic volumes and existing roadway geometrics (i.e. number of lanes) x Future 2040 Build Conditions – operation of the intersections and roadway segment with future traffic volumes and proposed roadway reconstruction geometrics Figure 1: Dune Palms Road Project Location and Study Area Page 3   4.Study Analysis Methodology Street system operating conditions are typically described in terms of “level of service.” Level of service is a report-card scale used to indicate the quality of traffic flow on roadway segments and at intersections. Level of service (LOS) ranges from LOS A (free flow, little congestion) to LOS F (forced flow, extreme congestion). A more detailed description of the concepts described in this section is provided in Appendix A of this document. The following methods are used in this study. Roadway Segment Capacity Analysis The City of La Quinta has published daily traffic volume standards for roadways within its jurisdiction in the Circulation Element of the General Plan. To determine service levels on study area roadway segments, we compared the appropriate average daily traffic thresholds for level of service to the daily capacity of the study area roadway segments, and the existing and future volumes in the study area. The thresholds for determining level of service used in this analysis are shown in Appendix A. Intersection Capacity Analysis The analysis of peak hour intersection performance was conducted using the SYNCHRO analysis software program, which uses methodologies defined in the 2000 Highway Capacity Manual (HCM) to calculate results. Level of service (LOS) for intersections is determined by control delay. Control delay is defined as the total elapsed time from when a vehicle stops at the end of a queue to the time the vehicle departs from the stop line. The total elapsed time includes the time required for the vehicle to travel from the last-in-queue position to the first-in-queue position, including deceleration of vehicles from free-flow speed to the speed of vehicles in the queue. The HCM analysis methodology for evaluating signalized intersections is based on the “operational analysis” procedure. This technique uses 1,900 passenger cars per hour of green per lane (pcphgpl) as the maximum saturation flow of a single lane at an intersection. This saturation flow rate is adjusted to account for lane width, on-street parking, conflicting pedestrian flow, traffic composition, (e.g., the percentage of vehicles that are trucks) and shared lane movements (e.g., through and right-turn movements from the same lane). Average control delay is calculated by taking a volume-weighted average of all the delays for all vehicles entering the intersection. The intersection analysis focuses on the intersection peak hour during a weekday. Appendix A lists the HCM delay/LOS criteria for signalized intersections. General Plan’s Concept LOS The City of La Quinta has established LOS D as the threshold for acceptable operating conditions; therefore all roadways and intersections operating at LOS D or better are acceptable. Roadways and intersections that operate at LOS E or F are considered deficient. Page 4   5.Analysis Results 5.1 Existing Conditions Traffic Volumes Existing roadway segment (24-hour) counts with vehicle classifications were collected on Thursday, November 6, 2014. Existing turning movement counts were collected on the same day for the AM (7:00- 9:00a.m.) and PM (4:00-6:00p.m.) peak periods at the study intersections.Figure 2 shows the existing traffic volumes collected at each study intersection. Intersection Conditions Table 1 summarizes the intersection LOS and delay for the AM and PM peak hours under the existing conditions. As shown in the table, all study intersections are operating at LOS D or better in both the AM and PM peak periods, except for the intersection of Dune Palms Road and Blackhawk Way/Westward Ho Drive, where the AM peak operates at LOS E. Table 1: Existing Conditions Intersection Level of Service (2014) Location Control Type AM Peak Hour PM Peak Hour Delay (sec)LOS Delay (sec)LOS 1 Dune Palms Road and Blackhawk Way/Westward Ho Drive Signalized 77.7 E 29.1 C 2 Dune Palms Road and Highway 111 Signalized 40.6 D 51.5 D Segment Conditions Table 2 summarizes the segment LOS. As shown in the table, the roadway segment operates at LOS D or better. Table 2: Existing Conditions Segment Level of Service (2014) Segment ADT Roadway Designation Number of Lanes Capacity**V/C LOS Dune Palms Road (between Hwy 111 and Westward Ho/Blackhawk Way) 8,985 Modified Secondary 3*19,000 0.47 A * Existing Dune Palms Road is two lanes for southbound and one lane northbound ** LOS F capacity of a 2-Lane divided Modified Secondary roadway from City of La Quinta General Plan, 2013 Page 5   Table 3 summarizes the current vehicle classifications for the segment of Dune Palms Road. Table 3: Existing Conditions Vehicle Classifications (2014) Total Roadway Segment # of Lanes ADT Peak Hour Total Volume Auto Medium Truck Heavy Truck Truck %AM PM 3*8,985 1,231 956 8,543 393 49 4.9% * 2 lanes southbound and 1 lane northbound Existing (Northbound) # of Lanes ADT (NB) Peak Hour Total Volume Auto Medium Truck Heavy Truck Truck %AM PM 1 4,279 580 442 3,987 260 32 6.8% Existing (Southbound) # of Lanes ADT (NB) Peak Hour Total Volume Auto Medium Truck Heavy Truck Truck %AM PM 2 4,706 651 515 4,556 133 17 3.2% Page͸  Figure 2: Existing Traffic Volumes Page͹  5.2 Future 2040 No-Build Conditions Future Traffic Volumes The methodology for the development of the future 2040 roadway traffic volumes included a review of the traffic volumes in the vicinity (using the City of La Quinta General Plan), a review of recent traffic studies in the area and also reviewing the average growth on the area roadway segments. Recent studies in the City have used 2% and 2.5% for growth rates. A review of the volumes listed in the General plan for seven roadway segments in the vicinity showed an average growth of 1.8%. Ultimately, the forecast annual growth shown in the General Plan for the study segment of Dune Palms Road was 2.32% and based on discussions with the City of La Quinta Traffic Engineer, this was used to develop the future segment volume and the future peak hour turn volumes.Figure 3 shows the future traffic volumes for the roadway segment and at each study intersection. Intersection Conditions Table 3 summarizes the intersection LOS and delay for the AM and PM peak hours under the future no- build conditions. As shown in the table, all study intersections are operating at LOS D or worse in both the AM and PM peak periods. Table 3: Future 2040 No-Build Conditions Intersection Level of Service Location Control Type AM Peak Hour PM Peak Hour Delay (sec)LOS Delay (sec)LOS 1 Dune Palms Road and Blackhawk Way/Westward Ho Drive Signalized 295.5 F 39.7 D 2 Dune Palms Road and Highway 111 Signalized 119.5 F 158.7 F Segment Conditions Table 4 summarizes the segment LOS. As shown in the table, the roadway segment operates at an acceptable level of LOS C. Table 4: Future 2040 No-Build Conditions Segment Level of Service Segment ADT Roadway Designation Number of Lanes Capacity**V/C LOS Dune Palms Road (between Hwy 111 and Westward Ho/Blackhawk Way) 16,311 Modified Secondary 3*19,000 0.86 C * Existing Dune Palms Road is two lanes for southbound and one lane northbound ** LOS F capacity of a 2-Lane divided Modified Secondary roadway from City of La Quinta General Plan, 2013 Pageͺ  Figure 3: Future 2040 Traffic Volumes Pageͻ  5.3 Future 2040 Build Conditions Future Traffic Volumes The same future traffic volumes used for the future No-Build conditions is used for this Build scenario analysis.Figure 3 shows the future traffic volumes for the roadway segment and at each study intersection. Intersection Conditions Table 5 summarizes the intersection LOS and delay for the AM and PM peak hours under the future build conditions. As shown in the table, all study intersections are operating at LOS D or worse in both the AM and PM peak periods. Table 5: Future 2040 Build Conditions Intersection Level of Service Location Control Type AM Peak Hour PM Peak Hour Delay (sec)LOS Delay (sec)LOS 1 Dune Palms Road and Blackhawk Way/Westward Ho Drive Signalized 292.1 F 39.7 D 2 Dune Palms Road and Highway 111 Signalized 119.5 F 158.7 F Segment Conditions Table 6 summarizes the segment LOS. As shown in the table, the roadway segment operates at an acceptable level of LOS A. Table 6: Future 2040 Build Conditions Segment Level of Service Segment ADT Roadway Designation Number of Lanes Capacity**V/C LOS Dune Palms Road (between Hwy 111 and Westward Ho/Blackhawk Way) 16,311 Secondary 4*28,000 0.58 A * Dune Palms Road will be 4 lanes with median ** LOS F capacity of a 4-Lane Secondary roadway from City of La Quinta General Plan, 2013 Page10  6.Summary This report examines traffic operations in the vicinity of the new bridge proposed for Dune Palms Road. Table 7 shows the summary of roadway segment conditions for each scenario.Table 8 shows the summary of the peak hour intersection conditions for each scenario. Table 7: Summary of Intersection Conditions Intersection Control Existing (2014)No Build (2040)Build (2040) AM PM AM PM AM PM Delay LOS Delay LOS Delay LOS Delay LOS Delay LOS Delay LOS Dune Palms Road and Blackhawk Way/Westward Ho Drive Signal 77.7 E 29.1 C 295.5 F 39.7 D 292.1 F 39.7 D Dune Palms Road and Highway 111 Signal 40.6 D 51.5 D 119.5 F 158.7 F 119.5 F 158.7 F Table 8: Summary of Segment Level of Service Segment Scenario ADT Roadway Designation Number of Lanes* Capacity**V/C LOS Dune Palms Road (between Hwy 111 and Westward Ho/Blackhawk Way) Existing 8,985 Modified Secondary 3 19,000 0.47 A 2040 No-Build 16,311 Modified Secondary 3 19,000 0.86 C 2040 Build 16,311 Secondary 4 28,000 0.58 A * Existing Dune Palms Road is two lanes for southbound and one lane northbound, future Dune Palms Road will be 4 lanes with median ** LOS F capacity of a 2-Lane divided Modified Secondary roadway (19,000), City of La Quinta General Plan, 2013 LOS F capacity of a 4-Lane Secondary roadway (28,000), City of La Quinta General Plan, 2013 Appendix A Level of Service Concept Roadway Segment Level of Service Definitions LOS V/C Congestion/Delay Traffic Description (Used for surface streets, freeways, expressways and conventional highways) "A"<0.41 None Free flow. "B">0.41-0.62 None Free to stable flow, light to moderate volumes. "C">0.62-0.80 None to minimal Stable flow, moderate volumes, freedom to maneuver noticeably restricted. "D">0.80-0.92 Minimal to substantial Approaches unstable flow, heavy volumes, very limited freedom to maneuver. "E">0.92-1.00 Significant Extremely unstable flow, maneuverability and psychological comfort extremely poor. (Used for surface streets and conventional highways) "F">1.00 Considerable Forced or breakdown flow. Delay measured in average travel speed (MPH). Signalized segments experience delays >60.0 seconds/vehicle. (Used for freeways and expressways) "F(0)">1.00-1.25 Considerable 0-1 hour delay Forced flow, heavy congestion, long queues form behind breakdown points, stop and go. "F(1)">1.25-1.35 Severe 1-2 hour delay Very heavy congestion, very long queues. "F(2)">1.35-1.45 Very Severe 2-3 hour delay Extremely heavy congestion, longer queues, more numerous breakdown points, longer stop periods. "F(3)">1.45 Extremely Severe 3+ hours of delay Gridlock Source: Caltrans, 1992. Signalized Intersection Level of Service Highway Capacity Manual Operational Analysis Method The operational analysis method for evaluation of signalized intersections presented in the 2000 Highway Capacity Manual (Transportation Research Board Special Report 209) defines level of service in terms of delay, or more specifically, control stopped delay per vehicle. Delay is a measure of driver and/or passenger discomfort, frustration, fuel consumption, and lost travel time. Control Stopped Delay Per Vehicle (seconds) Level of Service (LOS) Characteristics <10 LOS A describes operations with very low delay. This occurs when progression is extremely favorable, and most vehicles do not stop at all. Short cycle lengths may also contribute to low delay. >10 – 20 LOS B describes operations with generally good progression and/or short cycle lengths. More vehicles stop than for LOS A, causing higher levels of average delay. >20 – 35 LOS C describes operations with higher delays, which may result from fair progression and/or longer cycle lengths. Individual cycle failures may begin to appear at this level. The number of vehicles stopping is significant at this level, although many still pass through the intersection without stopping. >35 – 55 LOS D describes operations with high delay, resulting from some combination of unfavorable progression, long cycle lengths, or high volumes. The influence of congestion becomes more noticeable, and individual cycle failures are noticeable. >55 – 80 LOS E is considered to be the limit of acceptable delay. Individual cycle failures are frequent occurrences. >80 LOS F describes a condition of excessively high delay, considered unacceptable to most drivers. This condition often occurs when arrival flow rates exceed the capacity of the intersection. Poor progression and long cycle lengths may also be major contributing causes to such delay. Source: Highway Capacity Manual 2000, Exhibit 16-2 Source: City of La Quinta General Plan, 2013 Appendix B Traffic Count Data File Name : LQADPBLAM Site Code : 09814451 Start Date : 11/6/2014 Page No : 1 City of La Quinta N/S: Dune Palms Road E/W: Blackhawk Way Weather: Clear Groups Printed- Total Volume Dune Palms Road Southbound Blackhawk Way Westbound Dune Palms Road Northbound Blackhawk Way Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 5 76 56 137 17 35 36 88 21 92 7 120 19 21 29 69 414 07:15 AM 15 77 96 188 48 75 78 201 39 68 33 140 43 48 46 137 666 07:30 AM 10 81 83 174 36 49 39 124 40 38 33 111 60 54 59 173 582 07:45 AM 0 58 16 74 2 14 10 26 10 57 2 69 8 10 15 33 202 Total 30 292 251 573 103 173 163 439 110 255 75 440 130 133 149 412 1864 08:00 AM 2 63 6 71 2 7 22 31 3 60 0 63 8 4 6 18 183 08:15 AM 5 65 4 74 8 7 19 34 4 47 1 52 6 3 6 15 175 08:30 AM 10 56 7 73 1 6 4 11 2 16 4 22 3 0 5 8 114 08:45 AM 2 42 4 48 6 6 5 17 4 37 3 44 2 6 10 18 127 Total 19 226 21 266 17 26 50 93 13 160 8 181 19 13 27 59 599 Grand Total 49 518 272 839 120 199 213 532 123 415 83 621 149 146 176 471 2463 Apprch %5.8 61.7 32.4 22.6 37.4 40 19.8 66.8 13.4 31.6 31 37.4 Total %2 21 11 34.1 4.9 8.1 8.6 21.6 5 16.8 3.4 25.2 6 5.9 7.1 19.1 Dune Palms Road Southbound Blackhawk Way Westbound Dune Palms Road Northbound Blackhawk Way Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 AM 07:00 AM 5 76 56 137 17 35 36 88 21 92 7 120 19 21 29 69 414 07:15 AM 15 77 96 188 48 75 78 201 39 68 33 140 43 48 46 137 666 07:30 AM 10 81 83 174 36 49 39 124 40 38 33 111 60 54 59 173 582 07:45 AM 0 58 16 74 2 14 10 26 10 57 2 69 8 10 15 33 202 Total Volume 30 292 251 573 103 173 163 439 110 255 75 440 130 133 149 412 1864 % App. Total 5.2 51 43.8 23.5 39.4 37.1 25 58 17 31.6 32.3 36.2 PHF .500 .901 .654 .762 .536 .577 .522 .546 .688 .693 .568 .786 .542 .616 .631 .595 .700 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : LQADPBLAM Site Code : 09814451 Start Date : 11/6/2014 Page No : 2 City of La Quinta N/S: Dune Palms Road E/W: Blackhawk Way Weather: Clear Dune Palms Road Blackhawk Way Blackhawk Way Dune Palms Road Right 251 Thru 292 Left 30 InOut Total 548 573 1121 Right163 Thru173 Left103 OutTotalIn238 439 677 Left 110 Thru 255 Right 75 Out TotalIn 544 440 984 Left130 Thru133 Right149 TotalOutIn534 412 946 Peak Hour Begins at 07:00 AM Total Volume Peak Hour Data North Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:00 AM 07:00 AM 07:00 AM 07:00 AM +0 mins.5 76 56 137 17 35 36 88 21 92 7 120 19 21 29 69 +15 mins.15 77 96 188 48 75 78 201 39 68 33 140 43 48 46 137 +30 mins.10 81 83 174 36 49 39 124 40 38 33 111 60 54 59 173 +45 mins.0 58 16 74 2 14 10 26 10 57 2 69 8 10 15 33 Total Volume 30 292 251 573 103 173 163 439 110 255 75 440 130 133 149 412 % App. Total 5.2 51 43.8 23.5 39.4 37.1 25 58 17 31.6 32.3 36.2 PHF .500 .901 .654 .762 .536 .577 .522 .546 .688 .693 .568 .786 .542 .616 .631 .595 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : LQADPBLPM Site Code : 09814451 Start Date : 11/6/2014 Page No : 1 City of La Quinta N/S: Dune Palms Road E/W: Blackhawk Way Weather: Clear Groups Printed- Total Volume Dune Palms Road Southbound Blackhawk Way Westbound Dune Palms Road Northbound Blackhawk Way Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 1 68 6 75 3 8 9 20 8 50 7 65 4 15 11 30 190 04:15 PM 5 66 6 77 6 7 5 18 6 61 7 74 10 7 6 23 192 04:30 PM 5 56 10 71 2 10 9 21 8 75 5 88 5 10 11 26 206 04:45 PM 3 46 11 60 10 13 4 27 13 76 3 92 16 12 10 38 217 Total 14 236 33 283 21 38 27 86 35 262 22 319 35 44 38 117 805 05:00 PM 7 88 23 118 4 20 8 32 8 73 4 85 10 20 18 48 283 05:15 PM 1 71 36 108 8 25 9 42 19 65 10 94 13 11 16 40 284 05:30 PM 2 72 25 99 1 25 17 43 19 77 3 99 9 13 9 31 272 05:45 PM 3 61 19 83 5 13 12 30 11 51 5 67 4 9 11 24 204 Total 13 292 103 408 18 83 46 147 57 266 22 345 36 53 54 143 1043 Grand Total 27 528 136 691 39 121 73 233 92 528 44 664 71 97 92 260 1848 Apprch %3.9 76.4 19.7 16.7 51.9 31.3 13.9 79.5 6.6 27.3 37.3 35.4 Total %1.5 28.6 7.4 37.4 2.1 6.5 4 12.6 5 28.6 2.4 35.9 3.8 5.2 5 14.1 Dune Palms Road Southbound Blackhawk Way Westbound Dune Palms Road Northbound Blackhawk Way Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM 04:45 PM 3 46 11 60 10 13 4 27 13 76 3 92 16 12 10 38 217 05:00 PM 7 88 23 118 4 20 8 32 8 73 4 85 10 20 18 48 283 05:15 PM 1 71 36 108 8 25 9 42 19 65 10 94 13 11 16 40 284 05:30 PM 2 72 25 99 1 25 17 43 19 77 3 99 9 13 9 31 272 Total Volume 13 277 95 385 23 83 38 144 59 291 20 370 48 56 53 157 1056 % App. Total 3.4 71.9 24.7 16 57.6 26.4 15.9 78.6 5.4 30.6 35.7 33.8 PHF .464 .787 .660 .816 .575 .830 .559 .837 .776 .945 .500 .934 .750 .700 .736 .818 .930 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : LQADPBLPM Site Code : 09814451 Start Date : 11/6/2014 Page No : 2 City of La Quinta N/S: Dune Palms Road E/W: Blackhawk Way Weather: Clear Dune Palms Road Blackhawk Way Blackhawk Way Dune Palms Road Right 95 Thru 277 Left 13 InOut Total 377 385 762 Right38 Thru83 Left23 OutTotalIn89 144 233 Left 59 Thru 291 Right 20 Out TotalIn 353 370 723 Left48 Thru56 Right53 TotalOutIn237 157 394 Peak Hour Begins at 04:45 PM Total Volume Peak Hour Data North Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 05:00 PM 05:00 PM 04:45 PM 04:45 PM +0 mins.7 88 23 118 4 20 8 32 13 76 3 92 16 12 10 38 +15 mins.1 71 36 108 8 25 9 42 8 73 4 85 10 20 18 48 +30 mins.2 72 25 99 1 25 17 43 19 65 10 94 13 11 16 40 +45 mins.3 61 19 83 5 13 12 30 19 77 3 99 9 13 9 31 Total Volume 13 292 103 408 18 83 46 147 59 291 20 370 48 56 53 157 % App. Total 3.2 71.6 25.2 12.2 56.5 31.3 15.9 78.6 5.4 30.6 35.7 33.8 PHF .464 .830 .715 .864 .563 .830 .676 .855 .776 .945 .500 .934 .750 .700 .736 .818 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 951-268-6268 Location: Date:11/6/2014 N/S: File :LQADPBL E/W: North Leg Northeast to East Leg Southeast to South Leg West Leg Dune Palms Road Southwest Leg Blackhawk Way Northwest Leg Dune Palms Road Blackhawk Way Pedestrians Pedestrians Pedestrians Pedestrians Pedestrians Pedestrians TOTAL 1 25 1 0 14 15 56 1 158 3 0 88 37 287 0 113 2 0 49 65 229 0 3 0 0 1 1 5 1 0 0 0 0 2 3 2 0 0 0 0 0 2 0 0 0 0 3 2 5 2 0 0 0 0 1 3 7 299 6 155 123 590 North Leg Northeast to East Leg Southeast to South Leg West Leg Dune Palms Road Southwest Leg Blackhawk Way Northwest Leg Dune Palms Road Blackhawk Way Pedestrians Pedestrians Pedestrians Pedestrians Pedestrians Pedestrians TOTAL 2 0 0 0 0 0 2 3 2 0 0 0 0 5 0 0 0 1 0 3 4 1 0 0 0 0 2 3 1 0 0 0 0 0 1 0 1 0 0 0 4 5 0 0 0 0 0 2 2 0 0 0 0 0 0 0 7 3 0 0 11 21 WEEKDAY 7:00 AM 7:45 AM 8:00 AM 8:15 AM 7:15 AM 5:00 PM 5:15 PM La Quinta Dune Palms Road Blackhawk Way 4:15 PM 7:30 AM 8:30 AM 8:45 AM TOTAL VOLUMES: 4:00 PM 4:30 PM 5:30 PM TOTAL VOLUMES: 5:45 PM 4:45 PM Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 951-268-6268 Location: Date:11/6/2014 N/S: File :LQADPBL E/W: North Leg East Leg South Leg West Leg Dune Palms Road Blackhawk Way Dune Palms Road Blackhawk Way Bicycles Bicycles Bicycles Bicycles TOTAL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 North Leg East Leg South Leg West Leg Dune Palms Road Blackhawk Way Dune Palms Road Blackhawk Way Bicycles Bicycles Bicycles Bicycles TOTAL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:45 PM TOTAL VOLUMES: 4:15 PM 4:30 PM 4:45 PM 4:00 PM 5:00 PM 5:15 PM 5:30 PM WEEKDAY 8:45 AM La Quinta Dune Palms Road Blackhawk Way 7:00 AM 7:15 AM 7:30 AM 7:45 AM 8:00 AM 8:15 AM 8:30 AM TOTAL VOLUMES: File Name : LQADP111AM Site Code : 09814451 Start Date : 11/6/2014 Page No : 1 City of La Quinta N/S: Dune Palms Road E/W: Highway 111 Weather: Clear Groups Printed- Total Volume Dune Palms Road Southbound Highway 111 Westbound Dune Palms Road Northbound Highway 111 Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 07:00 AM 11 140 15 166 12 67 12 91 39 69 28 136 19 141 49 209 602 07:15 AM 18 145 20 183 15 129 23 167 76 87 46 209 36 236 89 361 920 07:30 AM 26 54 18 98 13 155 26 194 83 106 35 224 27 225 38 290 806 07:45 AM 33 28 9 70 13 176 14 203 29 43 6 78 24 233 31 288 639 Total 88 367 62 517 53 527 75 655 227 305 115 647 106 835 207 1148 2967 08:00 AM 36 40 23 99 12 121 10 143 20 28 12 60 29 175 23 227 529 08:15 AM 11 27 15 53 9 160 23 192 21 32 20 73 21 200 15 236 554 08:30 AM 21 19 19 59 12 151 11 174 14 20 20 54 25 204 15 244 531 08:45 AM 17 22 16 55 14 220 13 247 25 19 12 56 38 233 26 297 655 Total 85 108 73 266 47 652 57 756 80 99 64 243 113 812 79 1004 2269 Grand Total 173 475 135 783 100 1179 132 1411 307 404 179 890 219 1647 286 2152 5236 Apprch %22.1 60.7 17.2 7.1 83.6 9.4 34.5 45.4 20.1 10.2 76.5 13.3 Total %3.3 9.1 2.6 15 1.9 22.5 2.5 26.9 5.9 7.7 3.4 17 4.2 31.5 5.5 41.1 Dune Palms Road Southbound Highway 111 Westbound Dune Palms Road Northbound Highway 111 Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 AM 07:00 AM 11 140 15 166 12 67 12 91 39 69 28 136 19 141 49 209 602 07:15 AM 18 145 20 183 15 129 23 167 76 87 46 209 36 236 89 361 920 07:30 AM 26 54 18 98 13 155 26 194 83 106 35 224 27 225 38 290 806 07:45 AM 33 28 9 70 13 176 14 203 29 43 6 78 24 233 31 288 639 Total Volume 88 367 62 517 53 527 75 655 227 305 115 647 106 835 207 1148 2967 % App. Total 17 71 12 8.1 80.5 11.5 35.1 47.1 17.8 9.2 72.7 18 PHF .667 .633 .775 .706 .883 .749 .721 .807 .684 .719 .625 .722 .736 .885 .581 .795 .806 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : LQADP111AM Site Code : 09814451 Start Date : 11/6/2014 Page No : 2 City of La Quinta N/S: Dune Palms Road E/W: Highway 111 Weather: Clear Dune Palms Road Highway 111 Highway 111 Dune Palms Road Right 62 Thru 367 Left 88 InOut Total 486 517 1003 Right75 Thru527 Left53 OutTotalIn1038 655 1693 Left 227 Thru 305 Right 115 Out TotalIn 627 647 1274 Left106 Thru835 Right207 TotalOutIn816 1148 1964 Peak Hour Begins at 07:00 AM Total Volume Peak Hour Data North Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:00 AM 08:00 AM 07:00 AM 07:15 AM +0 mins.11 140 15 166 12 121 10 143 39 69 28 136 36 236 89 361 +15 mins.18 145 20 183 9 160 23 192 76 87 46 209 27 225 38 290 +30 mins.26 54 18 98 12 151 11 174 83 106 35 224 24 233 31 288 +45 mins.33 28 9 70 14 220 13 247 29 43 6 78 29 175 23 227 Total Volume 88 367 62 517 47 652 57 756 227 305 115 647 116 869 181 1166 % App. Total 17 71 12 6.2 86.2 7.5 35.1 47.1 17.8 9.9 74.5 15.5 PHF .667 .633 .775 .706 .839 .741 .620 .765 .684 .719 .625 .722 .806 .921 .508 .807 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : LQADP111pM Site Code : 09814451 Start Date : 11/6/2014 Page No : 1 City of La Quinta N/S: Dune Palms Road E/W: Highway 111 Weather: Clear Groups Printed- Total Volume Dune Palms Road Southbound Highway 111 Westbound Dune Palms Road Northbound Highway 111 Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total 04:00 PM 41 45 23 109 32 289 35 356 31 18 38 87 35 480 31 546 1098 04:15 PM 40 26 25 91 30 263 29 322 26 25 20 71 30 370 29 429 913 04:30 PM 36 31 20 87 29 293 34 356 37 35 44 116 33 361 29 423 982 04:45 PM 36 37 20 93 45 275 41 361 27 35 28 90 38 374 30 442 986 Total 153 139 88 380 136 1120 139 1395 121 113 130 364 136 1585 119 1840 3979 05:00 PM 46 51 20 117 38 253 31 322 30 37 39 106 43 387 29 459 1004 05:15 PM 49 55 17 121 34 301 43 378 25 34 16 75 35 386 27 448 1022 05:30 PM 48 56 23 127 41 290 33 364 21 34 24 79 21 445 32 498 1068 05:45 PM 34 42 17 93 34 292 22 348 12 16 19 47 23 332 27 382 870 Total 177 204 77 458 147 1136 129 1412 88 121 98 307 122 1550 115 1787 3964 Grand Total 330 343 165 838 283 2256 268 2807 209 234 228 671 258 3135 234 3627 7943 Apprch %39.4 40.9 19.7 10.1 80.4 9.5 31.1 34.9 34 7.1 86.4 6.5 Total %4.2 4.3 2.1 10.6 3.6 28.4 3.4 35.3 2.6 2.9 2.9 8.4 3.2 39.5 2.9 45.7 Dune Palms Road Southbound Highway 111 Westbound Dune Palms Road Northbound Highway 111 Eastbound Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM 04:45 PM 36 37 20 93 45 275 41 361 27 35 28 90 38 374 30 442 986 05:00 PM 46 51 20 117 38 253 31 322 30 37 39 106 43 387 29 459 1004 05:15 PM 49 55 17 121 34 301 43 378 25 34 16 75 35 386 27 448 1022 05:30 PM 48 56 23 127 41 290 33 364 21 34 24 79 21 445 32 498 1068 Total Volume 179 199 80 458 158 1119 148 1425 103 140 107 350 137 1592 118 1847 4080 % App. Total 39.1 43.4 17.5 11.1 78.5 10.4 29.4 40 30.6 7.4 86.2 6.4 PHF .913 .888 .870 .902 .878 .929 .860 .942 .858 .946 .686 .825 .797 .894 .922 .927 .955 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 File Name : LQADP111pM Site Code : 09814451 Start Date : 11/6/2014 Page No : 2 City of La Quinta N/S: Dune Palms Road E/W: Highway 111 Weather: Clear Dune Palms Road Highway 111 Highway 111 Dune Palms Road Right 80 Thru 199 Left 179 InOut Total 425 458 883 Right148 Thru1119 Left158 OutTotalIn1878 1425 3303 Left 103 Thru 140 Right 107 Out TotalIn 475 350 825 Left137 Thru1592 Right118 TotalOutIn1302 1847 3149 Peak Hour Begins at 04:45 PM Total Volume Peak Hour Data North Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:45 PM 04:45 PM 04:30 PM 04:45 PM +0 mins.36 37 20 93 45 275 41 361 37 35 44 116 38 374 30 442 +15 mins.46 51 20 117 38 253 31 322 27 35 28 90 43 387 29 459 +30 mins.49 55 17 121 34 301 43 378 30 37 39 106 35 386 27 448 +45 mins.48 56 23 127 41 290 33 364 25 34 16 75 21 445 32 498 Total Volume 179 199 80 458 158 1119 148 1425 119 141 127 387 137 1592 118 1847 % App. Total 39.1 43.4 17.5 11.1 78.5 10.4 30.7 36.4 32.8 7.4 86.2 6.4 PHF .913 .888 .870 .902 .878 .929 .860 .942 .804 .953 .722 .834 .797 .894 .922 .927 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 (951) 268-6268 Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 951-268-6268 Location: Date:11/6/2014 N/S: File :LQADP111 E/W: North Leg East Leg South Leg West Leg Dune Palms Road Highway 111 Dune Palms Road Highway 111 Pedestrians Pedestrians Pedestrians Pedestrians TOTAL 1 9 2 0 12 1 11 0 0 12 2 2 0 0 4 0 4 1 0 5 0 1 1 1 3 2 1 0 0 3 0 1 0 0 1 1 3 0 0 4 7 32 4 1 44 North Leg East Leg South Leg West Leg Dune Palms Road Highway 111 Dune Palms Road Highway 111 Pedestrians Pedestrians Pedestrians Pedestrians TOTAL 1 0 0 7 8 1 1 0 2 4 1 0 0 5 6 2 0 0 0 2 0 0 0 1 1 0 0 0 5 5 0 0 0 0 0 0 0 1 2 3 5 1 1 22 29 5:30 PM TOTAL VOLUMES: 5:45 PM 4:45 PM 4:00 PM 4:30 PM 5:00 PM 5:15 PM La Quinta Dune Palms Road Highway 111 4:15 PM 7:30 AM 8:30 AM 8:45 AM TOTAL VOLUMES: WEEKDAY 7:00 AM 7:45 AM 8:00 AM 8:15 AM 7:15 AM Counts Unlimited, Inc. PO Box 1178 Corona, CA 92878 951-268-6268 Location: Date:11/6/2014 N/S: File :LQADP111 E/W: North Leg East Leg South Leg West Leg Dune Palms Road Highway 111 Dune Palms Road Highway 111 Bicycles Bicycles Bicycles Bicycles TOTAL 0 1 0 0 1 0 0 1 0 1 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 0 0 1 0 1 1 0 0 0 1 0 0 0 0 0 2 1 2 0 5 North Leg East Leg South Leg West Leg Dune Palms Road Highway 111 Dune Palms Road Highway 111 Bicycles Bicycles Bicycles Bicycles TOTAL 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0 0 1 0 0 1 0 0 1 0 1 1 1 2 0 4 WEEKDAY 8:45 AM La Quinta Dune Palms Road Highway 111 7:00 AM 7:15 AM 7:30 AM 7:45 AM 8:00 AM 8:15 AM 8:30 AM TOTAL VOLUMES: TOTAL VOLUMES: 4:15 PM 4:30 PM 4:45 PM 4:00 PM 5:00 PM 5:15 PM 5:30 PM 5:45 PM Page 1 City of La Quinta Dune Palms Road N/ Low Water Crossing 24 Hour Directional Classification Count LQADPNLW Site Code: 098-14451 Counts Unlimited, Inc PO Box 1178 Corona, CA 92878 Phone: 951-268-6268 email: counts@countsunlimited.com Northbound Start Cars &2 Axle 2 Axle 3 Axle 4 Axle <5 Axl 5 Axle >6 Axl <6 Axl 6 Axle >6 Axl Time Bikes Trailers Long Buses 6 Tire Single Single Double Double Double Multi Multi Multi Total 11/06/14 0 6 1 0 0 0 0 0 0 0 0 0 0 7 01:00 0 7 1 0 0 0 0 0 0 0 0 0 0 8 02:00 1 4 1 0 1 0 0 0 0 0 0 0 0 7 03:00 0 2 1 0 1 0 0 0 0 0 0 0 0 4 04:00 0 4 4 0 0 0 0 0 0 0 0 0 0 8 05:00 0 17 7 0 3 0 0 1 1 0 0 0 0 29 06:00 1 96 37 5 10 0 0 1 0 0 0 0 0 150 07:00 0 412 140 2 18 1 0 6 0 1 0 0 0 580 08:00 0 118 45 1 16 0 0 1 0 0 0 0 0 181 09:00 0 94 24 2 6 0 0 0 0 0 0 0 0 126 10:00 0 127 42 0 16 0 0 2 0 0 0 0 0 187 11:00 0 132 46 3 22 0 0 3 0 0 0 0 0 206 12 PM 0 171 39 5 9 0 0 1 0 0 0 0 0 225 13:00 0 170 80 3 20 0 0 2 0 0 0 0 0 275 14:00 0 291 118 2 26 0 0 5 0 0 0 0 0 442 15:00 2 251 86 0 19 0 0 4 0 0 0 0 0 362 16:00 1 232 85 0 17 0 0 1 0 0 0 0 0 336 17:00 1 259 73 0 14 0 0 3 0 0 0 0 0 350 18:00 1 187 60 0 17 0 0 0 0 0 0 0 0 265 19:00 0 175 48 0 10 0 0 0 0 0 0 0 0 233 20:00 0 115 23 0 5 0 0 0 0 0 0 0 0 143 21:00 0 66 22 0 4 0 0 0 0 0 0 0 0 92 22:00 0 38 12 0 2 0 0 0 0 0 0 0 0 52 23:00 0 13 5 0 0 0 0 0 0 0 0 0 0 18 Total 7 2987 1000 23 236 1 0 30 1 1 0 0 0 4286 Percent 0.2%69.7%23.3%0.5%5.5%0.0%0.0%0.7%0.0%0.0%0.0%0.0%0.0% AM Peak 02:00 07:00 07:00 06:00 11:00 07:00 07:00 05:00 07:00 07:00 Vol.1 412 140 5 22 1 6 1 1 580 PM Peak 15:00 14:00 14:00 12:00 14:00 14:00 14:00 Vol.2 291 118 5 26 5 442 Grand Total 7 2987 1000 23 236 1 0 30 1 1 0 0 0 4286 Percent 0.2%69.7%23.3%0.5%5.5%0.0%0.0%0.7%0.0%0.0%0.0%0.0%0.0% Page 2 City of La Quinta Dune Palms Road N/ Low Water Crossing 24 Hour Directional Classification Count LQADPNLW Site Code: 098-14451 Counts Unlimited, Inc PO Box 1178 Corona, CA 92878 Phone: 951-268-6268 email: counts@countsunlimited.com Southbound Start Cars &2 Axle 2 Axle 3 Axle 4 Axle <5 Axl 5 Axle >6 Axl <6 Axl 6 Axle >6 Axl Time Bikes Trailers Long Buses 6 Tire Single Single Double Double Double Multi Multi Multi Total 11/06/14 0 8 3 0 0 0 0 0 0 0 0 0 0 11 01:00 0 3 0 0 0 0 0 0 0 0 0 0 0 3 02:00 1 6 1 0 0 0 0 0 0 0 0 0 0 8 03:00 0 7 1 0 1 0 0 0 0 0 0 0 0 9 04:00 0 18 8 0 0 0 0 0 1 0 0 0 0 27 05:00 0 30 10 0 3 0 0 0 0 0 0 0 0 43 06:00 0 94 36 0 3 2 0 0 0 0 0 0 0 135 07:00 0 530 104 0 14 2 0 1 0 0 0 0 0 651 08:00 0 206 38 2 14 0 0 1 0 0 0 0 0 261 09:00 0 148 42 0 7 0 0 2 0 0 0 0 0 199 10:00 0 158 38 0 3 0 0 0 0 0 0 0 0 199 11:00 0 186 48 1 5 0 0 2 0 0 0 0 0 242 12 PM 0 225 49 5 5 0 0 1 0 0 0 0 0 285 13:00 0 172 46 1 2 0 0 4 0 0 0 0 0 225 14:00 1 393 100 1 18 0 0 2 0 0 0 0 0 515 15:00 1 332 82 3 8 0 0 2 0 0 0 0 0 428 16:00 0 236 64 2 4 0 0 0 0 0 0 0 0 306 17:00 2 309 61 1 12 0 0 0 0 0 0 0 0 385 18:00 0 226 46 0 3 0 0 0 0 0 0 0 0 275 19:00 2 137 28 0 6 0 0 1 0 0 0 0 0 174 20:00 0 107 20 0 1 0 0 0 0 0 0 0 0 128 21:00 0 120 22 0 4 0 0 0 0 0 0 0 0 146 22:00 1 33 12 0 0 0 0 0 0 0 0 0 0 46 23:00 0 10 3 0 0 0 0 0 0 0 0 0 0 13 Total 8 3694 862 16 113 4 0 16 1 0 0 0 0 4714 Percent 0.2%78.4%18.3%0.3%2.4%0.1%0.0%0.3%0.0%0.0%0.0%0.0%0.0% AM Peak 02:00 07:00 07:00 08:00 07:00 06:00 09:00 04:00 07:00 Vol.1 530 104 2 14 2 2 1 651 PM Peak 17:00 14:00 14:00 12:00 14:00 13:00 14:00 Vol.2 393 100 5 18 4 515 Grand Total 8 3694 862 16 113 4 0 16 1 0 0 0 0 4714 Percent 0.2%78.4%18.3%0.3%2.4%0.1%0.0%0.3%0.0%0.0%0.0%0.0%0.0% Page 3 City of La Quinta Dune Palms Road N/ Low Water Crossing 24 Hour Directional Classification Count LQADPNLW Site Code: 098-14451 Counts Unlimited, Inc PO Box 1178 Corona, CA 92878 Phone: 951-268-6268 email: counts@countsunlimited.com Northbound, Southbound Start Cars &2 Axle 2 Axle 3 Axle 4 Axle <5 Axl 5 Axle >6 Axl <6 Axl 6 Axle >6 Axl Time Bikes Trailers Long Buses 6 Tire Single Single Double Double Double Multi Multi Multi Total 11/06/14 0 14 4 0 0 0 0 0 0 0 0 0 0 18 01:00 0 10 1 0 0 0 0 0 0 0 0 0 0 11 02:00 2 10 2 0 1 0 0 0 0 0 0 0 0 15 03:00 0 9 2 0 2 0 0 0 0 0 0 0 0 13 04:00 0 22 12 0 0 0 0 0 1 0 0 0 0 35 05:00 0 47 17 0 6 0 0 1 1 0 0 0 0 72 06:00 1 190 73 5 13 2 0 1 0 0 0 0 0 285 07:00 0 942 244 2 32 3 0 7 0 1 0 0 0 1231 08:00 0 324 83 3 30 0 0 2 0 0 0 0 0 442 09:00 0 242 66 2 13 0 0 2 0 0 0 0 0 325 10:00 0 285 80 0 19 0 0 2 0 0 0 0 0 386 11:00 0 318 94 4 27 0 0 5 0 0 0 0 0 448 12 PM 0 396 88 10 14 0 0 2 0 0 0 0 0 510 13:00 0 342 126 4 22 0 0 6 0 0 0 0 0 500 14:00 1 684 218 3 44 0 0 7 0 0 0 0 0 957 15:00 3 583 168 3 27 0 0 6 0 0 0 0 0 790 16:00 1 468 149 2 21 0 0 1 0 0 0 0 0 642 17:00 3 568 134 1 26 0 0 3 0 0 0 0 0 735 18:00 1 413 106 0 20 0 0 0 0 0 0 0 0 540 19:00 2 312 76 0 16 0 0 1 0 0 0 0 0 407 20:00 0 222 43 0 6 0 0 0 0 0 0 0 0 271 21:00 0 186 44 0 8 0 0 0 0 0 0 0 0 238 22:00 1 71 24 0 2 0 0 0 0 0 0 0 0 98 23:00 0 23 8 0 0 0 0 0 0 0 0 0 0 31 Total 15 6681 1862 39 349 5 0 46 2 1 0 0 0 9000 Percent 0.2%74.2%20.7%0.4%3.9%0.1%0.0%0.5%0.0%0.0%0.0%0.0%0.0% AM Peak 02:00 07:00 07:00 06:00 07:00 07:00 07:00 04:00 07:00 07:00 Vol.2 942 244 5 32 3 7 1 1 1231 PM Peak 15:00 14:00 14:00 12:00 14:00 14:00 14:00 Vol.3 684 218 10 44 7 957 Grand Total 15 6681 1862 39 349 5 0 46 2 1 0 0 0 9000 Percent 0.2%74.2%20.7%0.4%3.9%0.1%0.0%0.5%0.0%0.0%0.0%0.0%0.0% Appendix C Existing Conditions Peak Hour Intersection Analysis Worksheets Existing Conditions AM 1: Dune Palms Road & Blackhawk Way 1/15/2015 Parsons Brinckerhoff Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 130 133 149 103 173 163 112 255 75 30 292 251 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.92 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1770 1716 1770 1863 1583 1770 1863 1583 1770 1863 1583 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1770 1716 1770 1863 1583 1770 1863 1583 1770 1863 1583 Peak-hour factor, PHF 0.54 0.62 0.63 0.54 0.58 0.52 0.69 0.69 0.57 0.50 0.90 0.65 Adj. Flow (vph) 241 215 237 191 298 313 162 370 132 60 324 386 RTOR Reduction (vph) 0 31 0 0 0 232 0 0 96 0 0 259 Lane Group Flow (vph) 241 421 0 191 298 81 162 370 36 60 324 127 Turn Type Prot NA Prot NA pm+ov Prot NA Perm Prot NA pm+ov Protected Phases 7 4 38152 167 Permitted Phases 8 2 6 Actuated Green, G (s) 19.0 30.1 14.1 25.2 30.2 12.0 30.8 30.8 5.0 23.8 42.8 Effective Green, g (s) 19.0 30.1 14.1 25.2 30.2 12.0 30.8 30.8 5.0 23.8 42.8 Actuated g/C Ratio 0.15 0.23 0.11 0.19 0.23 0.09 0.24 0.24 0.04 0.18 0.33 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 258 397 191 361 367 163 441 375 68 341 569 v/s Ratio Prot c0.14 c0.25 0.11 0.16 0.01 c0.09 0.20 0.03 c0.17 0.03 v/s Ratio Perm 0.04 0.02 0.05 v/c Ratio 0.93 1.06 1.00 0.83 0.22 0.99 0.84 0.10 0.88 0.95 0.22 Uniform Delay, d1 54.9 50.0 58.0 50.3 40.4 59.0 47.2 38.7 62.2 52.5 31.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 38.3 62.3 65.1 14.2 0.3 68.3 17.2 0.5 69.4 37.6 0.2 Delay (s) 93.2 112.2 123.1 64.5 40.7 127.3 64.4 39.2 131.6 90.1 31.8 Level of Service F F F E D F E D F F C Approach Delay (s) 105.6 69.2 74.8 64.1 Approach LOS F E E E Intersection Summary HCM 2000 Control Delay 77.7 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.73 Actuated Cycle Length (s) 130.0 Sum of lost time (s) 18.0 Intersection Capacity Utilization 56.7% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group Existing Conditions AM 2: Dune Palms Road & Highway 111 1/15/2015 Parsons Brinckerhoff Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 116 869 181 47 652 57 227 305 115 88 367 62 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.97 0.95 1.00 0.97 0.95 1.00 0.97 0.95 1.00 0.97 0.95 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 3433 3539 1583 3433 3539 1583 3433 3539 1583 3433 3539 1560 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 3433 3539 1583 3433 3539 1583 3433 3539 1583 3433 3539 1560 Peak-hour factor, PHF 0.81 0.92 0.51 0.84 0.74 0.62 0.68 0.72 0.63 0.67 0.63 0.78 Adj. Flow (vph) 143 945 355 56 881 92 334 424 183 131 583 79 RTOR Reduction (vph) 0 0 257 0 0 68 0 0 141 0 0 61 Lane Group Flow (vph) 143 945 98 56 881 24 334 424 42 131 583 18 Confl. Peds. (#/hr) 2 2 Turn Type Prot NA Perm Prot NA Perm Split NA Perm Split NA Perm Protected Phases 7 4 3 8 2 2 6 6 Permitted Phases 4826 Actuated Green, G (s) 4.0 18.0 18.0 4.0 18.0 18.0 16.0 16.0 16.0 16.0 16.0 16.0 Effective Green, g (s) 4.0 18.0 18.0 4.0 18.0 18.0 16.0 16.0 16.0 16.0 16.0 16.0 Actuated g/C Ratio 0.06 0.26 0.26 0.06 0.26 0.26 0.23 0.23 0.23 0.23 0.23 0.23 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Grp Cap (vph) 196 910 407 196 910 407 784 808 361 784 808 356 v/s Ratio Prot c0.04 c0.27 0.02 0.25 0.10 c0.12 0.04 c0.16 v/s Ratio Perm 0.06 0.01 0.03 0.01 v/c Ratio 0.73 1.04 0.24 0.29 0.97 0.06 0.43 0.52 0.12 0.17 0.72 0.05 Uniform Delay, d1 32.5 26.0 20.6 31.6 25.7 19.6 23.1 23.7 21.4 21.7 24.9 21.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 21.1 40.3 1.4 3.6 23.0 0.3 1.7 2.4 0.7 0.5 5.5 0.3 Delay (s) 53.6 66.3 22.0 35.3 48.8 19.9 24.8 26.1 22.0 22.1 30.5 21.3 Level of Service D E C D D B CCCCCC Approach Delay (s) 54.1 45.4 24.8 28.2 Approach LOS DDCC Intersection Summary HCM 2000 Control Delay 40.6 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.77 Actuated Cycle Length (s) 70.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 60.5% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group Existing Conditions PM 1: Dune Palms Road & Blackhawk Way 1/15/2015 Parsons Brinckerhoff Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 48 56 53 23 83 38 59 291 20 13 277 95 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.93 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1770 1730 1770 1863 1583 1770 1863 1583 1770 1863 1583 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1770 1730 1770 1863 1583 1770 1863 1583 1770 1863 1583 Peak-hour factor, PHF 0.75 0.70 0.74 0.56 0.83 0.68 0.78 0.95 0.50 0.46 0.83 0.72 Adj. Flow (vph) 64 80 72 41 100 56 76 306 40 28 334 132 RTOR Reduction (vph) 0 37 0 0 0 45 0 0 20 0 0 68 Lane Group Flow (vph) 64 115 0 41 100 11 76 306 20 28 334 64 Turn Type Prot NA Prot NA pm+ov Prot NA Perm Prot NA pm+ov Protected Phases 7 4 38152 167 Permitted Phases 8 2 6 Actuated Green, G (s) 4.0 14.2 2.4 12.6 17.5 9.1 44.1 44.1 4.9 39.9 43.9 Effective Green, g (s) 4.0 14.2 2.4 12.6 17.5 9.1 44.1 44.1 4.9 39.9 43.9 Actuated g/C Ratio 0.04 0.16 0.03 0.14 0.19 0.10 0.49 0.49 0.05 0.44 0.49 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 78 272 47 260 307 178 912 775 96 825 842 v/s Ratio Prot c0.04 c0.07 0.02 0.05 0.00 c0.04 0.16 0.02 c0.18 0.00 v/s Ratio Perm 0.00 0.01 0.04 v/c Ratio 0.82 0.42 0.87 0.38 0.04 0.43 0.34 0.03 0.29 0.40 0.08 Uniform Delay, d1 42.6 34.2 43.6 35.2 29.4 38.0 14.0 11.9 40.9 17.0 12.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 47.4 1.1 84.1 0.9 0.0 1.6 1.0 0.1 1.7 1.5 0.0 Delay (s) 90.0 35.3 127.8 36.1 29.5 39.6 15.0 11.9 42.6 18.5 12.3 Level of Service F D F D C D B B D B B Approach Delay (s) 51.5 53.3 19.1 18.2 Approach LOS D D B B Intersection Summary HCM 2000 Control Delay 29.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.40 Actuated Cycle Length (s) 90.0 Sum of lost time (s) 18.0 Intersection Capacity Utilization 38.0% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group Existing Conditions PM 2: Dune Palms Road & Highway 111 1/15/2015 Parsons Brinckerhoff Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 137 1592 118 158 1119 148 103 140 107 179 199 80 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.97 0.95 1.00 0.97 0.95 1.00 0.97 0.95 1.00 0.97 0.95 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 3433 3539 1583 3433 3539 1583 3433 3539 1583 3433 3539 1583 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 3433 3539 1583 3433 3539 1583 3433 3539 1583 3433 3539 1583 Peak-hour factor, PHF 0.80 0.89 0.92 0.88 0.93 0.86 0.80 0.95 0.72 0.91 0.89 0.87 Adj. Flow (vph) 171 1789 128 180 1203 172 129 147 149 197 224 92 RTOR Reduction (vph) 0 0 52 0 0 96 0 0 118 0 0 77 Lane Group Flow (vph) 171 1789 76 180 1203 76 129 147 31 197 224 15 Turn Type Prot NA Perm Prot NA Perm Split NA Perm Split NA Perm Protected Phases 7 4 3 8 2 2 6 6 Permitted Phases 4826 Actuated Green, G (s) 8.0 47.0 47.0 5.0 44.0 44.0 16.0 16.0 16.0 16.0 16.0 16.0 Effective Green, g (s) 8.0 47.0 47.0 5.0 44.0 44.0 16.0 16.0 16.0 16.0 16.0 16.0 Actuated g/C Ratio 0.08 0.47 0.47 0.05 0.44 0.44 0.16 0.16 0.16 0.16 0.16 0.16 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Grp Cap (vph) 274 1663 744 171 1557 696 549 566 253 549 566 253 v/s Ratio Prot 0.05 c0.51 c0.05 0.34 0.04 c0.04 0.06 c0.06 v/s Ratio Perm 0.05 0.05 0.02 0.01 v/c Ratio 0.62 1.08 0.10 1.05 0.77 0.11 0.23 0.26 0.12 0.36 0.40 0.06 Uniform Delay, d1 44.5 26.5 14.8 47.5 23.8 16.5 36.7 36.8 36.0 37.4 37.7 35.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 10.3 45.6 0.3 83.4 3.8 0.3 1.0 1.1 1.0 1.8 2.1 0.4 Delay (s) 54.8 72.1 15.0 130.9 27.5 16.8 37.7 37.9 37.0 39.3 39.7 36.1 Level of Service D E B F C B DDDDDD Approach Delay (s) 67.2 38.3 37.5 38.9 Approach LOS E D D D Intersection Summary HCM 2000 Control Delay 51.5 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.79 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 70.8% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group Appendix D Future 2040 No-Build Conditions Peak Hour Intersection Analysis Worksheets 2040 No Build AM 1: Dune Palms Road & Blackhawk Way 2/11/2015 Parsons Brinckerhoff Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 236 241 270 187 314 296 203 463 136 54 530 456 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 0.95 Frt 1.00 0.92 1.00 1.00 0.85 1.00 0.96 1.00 0.92 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1770 1716 1770 1863 1583 1770 3400 1770 3251 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 1770 1716 1770 1863 1583 1770 3400 1770 3251 Peak-hour factor, PHF 0.54 0.62 0.63 0.54 0.58 0.52 0.69 0.69 0.57 0.50 0.90 0.65 Adj. Flow (vph) 437 389 429 346 541 569 294 671 239 108 589 702 RTOR Reduction (vph) 0 26 0 0 0 202 0 24 0 0 144 0 Lane Group Flow (vph) 437 792 0 346 541 367 294 886 0 108 1147 0 Turn Type Prot NA Prot NA pm+ov Prot NA Prot NA Protected Phases 7 4 38152 16 Permitted Phases 8 Actuated Green, G (s) 19.0 38.0 16.0 35.0 41.0 14.0 40.0 6.0 32.0 Effective Green, g (s) 19.0 38.0 16.0 35.0 41.0 14.0 40.0 6.0 32.0 Actuated g/C Ratio 0.13 0.25 0.11 0.23 0.27 0.09 0.27 0.04 0.21 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 224 434 188 434 432 165 906 70 693 v/s Ratio Prot c0.25 c0.46 0.20 0.29 0.03 c0.17 0.26 0.06 c0.35 v/s Ratio Perm 0.20 v/c Ratio 1.95 1.82 1.84 1.25 0.85 1.78 0.98 1.54 1.66 Uniform Delay, d1 65.5 56.0 67.0 57.5 51.6 68.0 54.6 72.0 59.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 0.79 1.24 1.00 1.00 Incremental Delay, d2 443.8 380.0 398.1 129.0 14.4 354.0 5.2 303.2 301.3 Delay (s) 509.3 436.0 465.1 186.5 66.0 407.4 72.8 375.2 360.3 Level of Service F F F F E F E F F Approach Delay (s) 461.5 205.6 154.5 361.4 Approach LOS FFFF Intersection Summary HCM 2000 Control Delay 295.5 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.37 Actuated Cycle Length (s) 150.0 Sum of lost time (s) 18.0 Intersection Capacity Utilization 93.4% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group 2040 No Build AM 2: Dune Palms Road & Highway 111 2/11/2015 Parsons Brinckerhoff Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 211 1578 329 85 1184 103 412 554 209 160 666 113 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.97 0.95 1.00 0.97 0.95 1.00 0.97 0.95 1.00 0.97 0.95 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 3433 3539 1583 3433 3539 1583 3433 3539 1583 3433 3539 1556 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 3433 3539 1583 3433 3539 1583 3433 3539 1583 3433 3539 1556 Peak-hour factor, PHF 0.81 0.92 0.51 0.84 0.74 0.62 0.68 0.72 0.63 0.67 0.63 0.78 Adj. Flow (vph) 260 1715 645 101 1600 166 606 769 332 239 1057 145 RTOR Reduction (vph) 0 0 120 0 0 71 0 0 134 0 0 71 Lane Group Flow (vph) 260 1715 525 101 1600 95 606 769 198 239 1057 74 Confl. Peds. (#/hr) 2 2 Turn Type Prot NA Perm Prot NA Perm Split NA Perm Split NA Perm Protected Phases 7 4 3 8 2 2 6 6 Permitted Phases 4826 Actuated Green, G (s) 9.0 62.0 62.0 4.0 57.0 57.0 30.0 30.0 30.0 38.0 38.0 38.0 Effective Green, g (s) 9.0 62.0 62.0 4.0 57.0 57.0 30.0 30.0 30.0 38.0 38.0 38.0 Actuated g/C Ratio 0.06 0.41 0.41 0.03 0.38 0.38 0.20 0.20 0.20 0.25 0.25 0.25 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Grp Cap (vph) 205 1462 654 91 1344 601 686 707 316 869 896 394 v/s Ratio Prot c0.08 c0.48 0.03 0.45 0.18 c0.22 0.07 c0.30 v/s Ratio Perm 0.33 0.06 0.13 0.05 v/c Ratio 1.27 1.17 0.80 1.11 1.19 0.16 0.88 1.09 0.63 0.28 1.18 0.19 Uniform Delay, d1 70.5 44.0 38.6 73.0 46.5 30.7 58.3 60.0 54.9 44.9 56.0 43.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.42 1.33 2.02 Incremental Delay, d2 153.4 85.5 10.0 127.1 93.4 0.6 15.4 60.2 9.1 0.1 82.0 0.1 Delay (s) 223.9 129.5 48.7 200.1 139.9 31.2 73.7 120.2 64.0 63.7 156.3 88.9 Level of Service F F D F F C E F E E F F Approach Delay (s) 119.0 133.5 92.7 134.2 Approach LOS FFFF Intersection Summary HCM 2000 Control Delay 119.5 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.18 Actuated Cycle Length (s) 150.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 90.5% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group 2040 No Build PM 1: Dune Palms Road & Blackhawk Way 2/11/2015 Parsons Brinckerhoff Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 87 102 96 42 151 69 107 528 36 24 503 172 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 0.95 Frt 1.00 0.93 1.00 1.00 0.85 1.00 0.98 1.00 0.96 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1770 1731 1770 1863 1583 1770 3478 1770 3389 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 1770 1731 1770 1863 1583 1770 3478 1770 3389 Peak-hour factor, PHF 0.75 0.70 0.74 0.56 0.83 0.68 0.78 0.95 0.50 0.46 0.83 0.72 Adj. Flow (vph) 116 146 130 75 182 101 137 556 72 52 606 239 RTOR Reduction (vph) 0 33 0 0 0 78 0700320 Lane Group Flow (vph) 116 243 0 75 182 23 137 621 0 52 813 0 Turn Type Prot NA Prot NA pm+ov Prot NA Prot NA Protected Phases 7 4 38152 16 Permitted Phases 8 Actuated Green, G (s) 6.0 16.3 5.0 15.3 22.6 14.2 47.0 7.3 40.1 Effective Green, g (s) 6.0 16.3 5.0 15.3 22.6 14.2 47.0 7.3 40.1 Actuated g/C Ratio 0.06 0.16 0.05 0.15 0.23 0.14 0.47 0.07 0.40 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 106 282 88 285 357 251 1634 129 1358 v/s Ratio Prot c0.07 c0.14 0.04 0.10 0.00 c0.08 0.18 0.03 c0.24 v/s Ratio Perm 0.01 v/c Ratio 1.09 0.86 0.85 0.64 0.06 0.55 0.38 0.40 0.60 Uniform Delay, d1 47.0 40.8 47.1 39.8 30.4 39.9 17.1 44.3 23.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 115.1 22.8 50.8 4.6 0.1 2.4 0.7 2.1 2.0 Delay (s) 162.1 63.5 98.0 44.4 30.5 42.3 17.8 46.3 25.6 Level of Service F E F D C D B D C Approach Delay (s) 92.7 51.7 22.2 26.8 Approach LOS F D C C Intersection Summary HCM 2000 Control Delay 39.7 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.64 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 18.0 Intersection Capacity Utilization 53.2% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group 2040 No Build PM 2: Dune Palms Road & Highway 111 2/11/2015 Parsons Brinckerhoff Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 249 2890 214 287 2031 269 187 254 194 325 361 145 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.97 0.95 1.00 0.97 0.95 1.00 0.97 0.95 1.00 0.97 0.95 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 3433 3539 1583 3433 3539 1583 3433 3539 1583 3433 3539 1583 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 3433 3539 1583 3433 3539 1583 3433 3539 1583 3433 3539 1583 Peak-hour factor, PHF 0.80 0.89 0.92 0.88 0.93 0.86 0.80 0.95 0.72 0.91 0.89 0.87 Adj. Flow (vph) 311 3247 233 326 2184 313 234 267 269 357 406 167 RTOR Reduction (vph) 0 0 25 0 0 98 0 0 79 0 0 90 Lane Group Flow (vph) 311 3247 208 326 2184 215 234 267 190 357 406 77 Turn Type Prot NA Perm Prot NA Perm Split NA Perm Split NA Perm Protected Phases 7 4 3 8 2 2 6 6 Permitted Phases 4826 Actuated Green, G (s) 13.0 92.0 92.0 9.0 88.0 88.0 17.0 17.0 17.0 16.0 16.0 16.0 Effective Green, g (s) 13.0 92.0 92.0 9.0 88.0 88.0 17.0 17.0 17.0 16.0 16.0 16.0 Actuated g/C Ratio 0.09 0.61 0.61 0.06 0.59 0.59 0.11 0.11 0.11 0.11 0.11 0.11 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Grp Cap (vph) 297 2170 970 205 2076 928 389 401 179 366 377 168 v/s Ratio Prot 0.09 c0.92 c0.09 0.62 0.07 0.08 0.10 c0.11 v/s Ratio Perm 0.13 0.14 c0.12 0.05 v/c Ratio 1.05 1.50 0.21 1.59 1.05 0.23 0.60 0.67 1.06 0.98 1.08 0.46 Uniform Delay, d1 68.5 29.0 12.9 70.5 31.0 14.8 63.3 63.8 66.5 66.8 67.0 62.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 65.1 225.8 0.5 287.5 35.1 0.6 6.7 8.5 84.6 41.3 68.4 8.7 Delay (s) 133.6 254.8 13.4 358.0 66.1 15.4 70.0 72.2 151.1 108.1 135.4 71.6 Level of Service F F B F EBEEFFFE Approach Delay (s) 230.0 94.2 99.1 113.5 Approach LOS FFFF Intersection Summary HCM 2000 Control Delay 158.7 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.40 Actuated Cycle Length (s) 150.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 117.7% ICU Level of Service H Analysis Period (min) 15 c Critical Lane Group Appendix E Future 2040 Build Conditions Peak Hour Intersection Analysis Worksheets 2040 Build AM 1: Dune Palms Road & Blackhawk Way 2/11/2015 Parsons Brinckerhoff Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 236 241 270 187 314 296 203 463 136 54 530 456 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 0.95 Frt 1.00 0.92 1.00 1.00 0.85 1.00 0.96 1.00 0.92 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1770 1716 1770 1863 1583 1770 3400 1770 3251 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 1770 1716 1770 1863 1583 1770 3400 1770 3251 Peak-hour factor, PHF 0.54 0.62 0.63 0.54 0.58 0.52 0.69 0.69 0.57 0.50 0.90 0.65 Adj. Flow (vph) 437 389 429 346 541 569 294 671 239 108 589 702 RTOR Reduction (vph) 0 26 0 0 0 202 0 24 0 0 144 0 Lane Group Flow (vph) 437 792 0 346 541 367 294 886 0 108 1147 0 Turn Type Prot NA Prot NA pm+ov Prot NA Prot NA Protected Phases 7 4 38152 16 Permitted Phases 8 Actuated Green, G (s) 19.0 38.0 16.0 35.0 42.0 13.0 39.0 7.0 33.0 Effective Green, g (s) 19.0 38.0 16.0 35.0 42.0 13.0 39.0 7.0 33.0 Actuated g/C Ratio 0.13 0.25 0.11 0.23 0.28 0.09 0.26 0.05 0.22 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 224 434 188 434 443 153 884 82 715 v/s Ratio Prot c0.25 c0.46 0.20 0.29 0.04 c0.17 0.26 0.06 c0.35 v/s Ratio Perm 0.19 v/c Ratio 1.95 1.82 1.84 1.25 0.83 1.92 1.00 1.32 1.60 Uniform Delay, d1 65.5 56.0 67.0 57.5 50.6 68.5 55.5 71.5 58.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 0.79 1.25 1.00 1.00 Incremental Delay, d2 443.8 380.0 398.1 129.0 12.1 416.9 9.7 205.9 278.2 Delay (s) 509.3 436.0 465.1 186.5 62.8 470.8 79.2 277.4 336.7 Level of Service F F F F E F E F F Approach Delay (s) 461.5 204.4 174.9 332.1 Approach LOS FFFF Intersection Summary HCM 2000 Control Delay 292.1 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.37 Actuated Cycle Length (s) 150.0 Sum of lost time (s) 18.0 Intersection Capacity Utilization 93.4% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group 2040 Build AM 2: Dune Palms Road & Highway 111 2/11/2015 Parsons Brinckerhoff Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 211 1578 329 85 1184 103 412 554 209 160 666 113 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.97 0.95 1.00 0.97 0.95 1.00 0.97 0.95 1.00 0.97 0.95 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 3433 3539 1583 3433 3539 1583 3433 3539 1583 3433 3539 1556 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 3433 3539 1583 3433 3539 1583 3433 3539 1583 3433 3539 1556 Peak-hour factor, PHF 0.81 0.92 0.51 0.84 0.74 0.62 0.68 0.72 0.63 0.67 0.63 0.78 Adj. Flow (vph) 260 1715 645 101 1600 166 606 769 332 239 1057 145 RTOR Reduction (vph) 0 0 120 0 0 71 0 0 134 0 0 71 Lane Group Flow (vph) 260 1715 525 101 1600 95 606 769 198 239 1057 74 Confl. Peds. (#/hr) 2 2 Turn Type Prot NA Perm Prot NA Perm Split NA Perm Split NA Perm Protected Phases 7 4 3 8 2 2 6 6 Permitted Phases 4826 Actuated Green, G (s) 9.0 62.0 62.0 4.0 57.0 57.0 30.0 30.0 30.0 38.0 38.0 38.0 Effective Green, g (s) 9.0 62.0 62.0 4.0 57.0 57.0 30.0 30.0 30.0 38.0 38.0 38.0 Actuated g/C Ratio 0.06 0.41 0.41 0.03 0.38 0.38 0.20 0.20 0.20 0.25 0.25 0.25 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Grp Cap (vph) 205 1462 654 91 1344 601 686 707 316 869 896 394 v/s Ratio Prot c0.08 c0.48 0.03 0.45 0.18 c0.22 0.07 c0.30 v/s Ratio Perm 0.33 0.06 0.13 0.05 v/c Ratio 1.27 1.17 0.80 1.11 1.19 0.16 0.88 1.09 0.63 0.28 1.18 0.19 Uniform Delay, d1 70.5 44.0 38.6 73.0 46.5 30.7 58.3 60.0 54.9 44.9 56.0 43.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.41 1.33 2.01 Incremental Delay, d2 153.4 85.5 10.0 127.1 93.4 0.6 15.4 60.2 9.1 0.1 82.0 0.1 Delay (s) 223.9 129.5 48.7 200.1 139.9 31.2 73.7 120.2 64.0 63.5 156.3 88.4 Level of Service F F D F F C E F E E F F Approach Delay (s) 119.0 133.5 92.7 134.0 Approach LOS FFFF Intersection Summary HCM 2000 Control Delay 119.5 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.18 Actuated Cycle Length (s) 150.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 90.5% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group 2040 Build PM 1: Dune Palms Road & Blackhawk Way 2/11/2015 Parsons Brinckerhoff Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 87 102 96 42 151 69 107 528 36 24 503 172 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 0.95 Frt 1.00 0.93 1.00 1.00 0.85 1.00 0.98 1.00 0.96 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1770 1731 1770 1863 1583 1770 3478 1770 3389 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 1770 1731 1770 1863 1583 1770 3478 1770 3389 Peak-hour factor, PHF 0.75 0.70 0.74 0.56 0.83 0.68 0.78 0.95 0.50 0.46 0.83 0.72 Adj. Flow (vph) 116 146 130 75 182 101 137 556 72 52 606 239 RTOR Reduction (vph) 0 33 0 0 0 78 0700320 Lane Group Flow (vph) 116 243 0 75 182 23 137 621 0 52 813 0 Turn Type Prot NA Prot NA pm+ov Prot NA Prot NA Protected Phases 7 4 38152 16 Permitted Phases 8 Actuated Green, G (s) 6.0 16.3 5.0 15.3 22.6 14.2 47.0 7.3 40.1 Effective Green, g (s) 6.0 16.3 5.0 15.3 22.6 14.2 47.0 7.3 40.1 Actuated g/C Ratio 0.06 0.16 0.05 0.15 0.23 0.14 0.47 0.07 0.40 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 106 282 88 285 357 251 1634 129 1358 v/s Ratio Prot c0.07 c0.14 0.04 0.10 0.00 c0.08 0.18 0.03 c0.24 v/s Ratio Perm 0.01 v/c Ratio 1.09 0.86 0.85 0.64 0.06 0.55 0.38 0.40 0.60 Uniform Delay, d1 47.0 40.8 47.1 39.8 30.4 39.9 17.1 44.3 23.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 115.1 22.8 50.8 4.6 0.1 2.4 0.7 2.1 2.0 Delay (s) 162.1 63.5 98.0 44.4 30.5 42.3 17.8 46.3 25.6 Level of Service F E F D C D B D C Approach Delay (s) 92.7 51.7 22.2 26.8 Approach LOS F D C C Intersection Summary HCM 2000 Control Delay 39.7 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.64 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 18.0 Intersection Capacity Utilization 53.2% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group 2040 Build PM 2: Dune Palms Road & Highway 111 2/11/2015 Parsons Brinckerhoff Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 249 2890 214 287 2031 269 187 254 194 325 361 145 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.97 0.95 1.00 0.97 0.95 1.00 0.97 0.95 1.00 0.97 0.95 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 3433 3539 1583 3433 3539 1583 3433 3539 1583 3433 3539 1583 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 3433 3539 1583 3433 3539 1583 3433 3539 1583 3433 3539 1583 Peak-hour factor, PHF 0.80 0.89 0.92 0.88 0.93 0.86 0.80 0.95 0.72 0.91 0.89 0.87 Adj. Flow (vph) 311 3247 233 326 2184 313 234 267 269 357 406 167 RTOR Reduction (vph) 0 0 25 0 0 98 0 0 79 0 0 90 Lane Group Flow (vph) 311 3247 208 326 2184 215 234 267 190 357 406 77 Turn Type Prot NA Perm Prot NA Perm Split NA Perm Split NA Perm Protected Phases 7 4 3 8 2 2 6 6 Permitted Phases 4826 Actuated Green, G (s) 13.0 92.0 92.0 9.0 88.0 88.0 17.0 17.0 17.0 16.0 16.0 16.0 Effective Green, g (s) 13.0 92.0 92.0 9.0 88.0 88.0 17.0 17.0 17.0 16.0 16.0 16.0 Actuated g/C Ratio 0.09 0.61 0.61 0.06 0.59 0.59 0.11 0.11 0.11 0.11 0.11 0.11 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Grp Cap (vph) 297 2170 970 205 2076 928 389 401 179 366 377 168 v/s Ratio Prot 0.09 c0.92 c0.09 0.62 0.07 0.08 0.10 c0.11 v/s Ratio Perm 0.13 0.14 c0.12 0.05 v/c Ratio 1.05 1.50 0.21 1.59 1.05 0.23 0.60 0.67 1.06 0.98 1.08 0.46 Uniform Delay, d1 68.5 29.0 12.9 70.5 31.0 14.8 63.3 63.8 66.5 66.8 67.0 62.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 65.1 225.8 0.5 287.5 35.1 0.6 6.7 8.5 84.6 41.3 68.4 8.7 Delay (s) 133.6 254.8 13.4 358.0 66.1 15.4 70.0 72.2 151.1 108.1 135.4 71.6 Level of Service F F B F EBEEFFFE Approach Delay (s) 230.0 94.2 99.1 113.5 Approach LOS FFFF Intersection Summary HCM 2000 Control Delay 158.7 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.40 Actuated Cycle Length (s) 150.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 117.7% ICU Level of Service H Analysis Period (min) 15 c Critical Lane Group