December 19, 2013 File: 163600935 Attention: Troy Elliott Carl Elliott Limited 15-1831 Robertson Road PO Box 11117 Nepean, Ontario K1H 7T8 Dear Mr. Elliott, Reference: 2235 and 2265 Robertson Road Transportation Brief Introduction Carl Elliott Limited is seeking a zoning by-law amendment to allow an auto body shop to be a permitted use at two sites located at 2235 and 2265 Robertson Road in Bells Corners, Ottawa. Stantec Consulting Ltd. was retained to undertake a Transportation Brief to determine the potential transportation implications of the proposed change in land use. This Transportation Brief will: Provide an overview of the development proposal including projected site traffic volumes; Provide an overview of the current transportation environment; Assess the intersection operations of the easterly building signalized site access using the Synchro 8 TM software package; Assess the need for an eastbound left turn lane at the westerly building site access; and Determine the potential transportation upgrades required to support the proposed development application. Description of the Proposed Development The two subject sites are located in the Bells Corners community in the City of Ottawa along the northern side of Robertson Road. Figure 1 illustrates the location of the sites located at 2235 and 2265 Robertson Road.
December 19, 2013 Troy Elliott Page 2 of 7 Reference: 2235 and 2265 Robertson Road Transportation Brief Figure 1 Location of the Sites Existing Uses The westerly site used to contain a car dealership which included service bays. The easterly site was a car dealership and has since been used by small dealers for inventory and showroom. The easterly site currently has one service shop that is in operation. Proposed Uses The zoning amendment for both sites is to permit an auto body shop at both locations. These auto body shops will be located in the existing service bays. While some retrofitting may be required, no building expansion is currently proposed. Site Accesses Westerly Site Easterly Site The access to the westerly site forms the north leg of the Robertson Road at Mill Hill Road intersection. The intersection is stop-controlled. The site access forms the north leg and Mill Hill Road forms the south leg of the intersection. There is an existing westbound left turn lane on Robertson Road. The access to the easterly site forms the north leg of the Robertson Road at Westcliffe Road intersection. This intersection is currently signalized. Exclusive left turn lanes are provided in the northbound, eastbound and westbound directions.
December 19, 2013 Troy Elliott Page 3 of 7 Reference: 2235 and 2265 Robertson Road Transportation Brief Site traffic generation To determine the potential transportation impacts of the auto body shop designation it is necessary to estimate the additional demands that will be placed on the transportation network. The Institute of Transportation Engineers (ITE) Trip Generation Manual, 9 th Edition, was used to estimate the volume of traffic generated by both sites during the AM and PM peak hours. Land use code 841: Automobile Sales was thought to be the most representative of the proposed land use as it includes auxiliary uses such as leasing options, truck sales and automobile servicing. Table 1 summarizes the estimated vehicular trips expected to be generated during the morning and afternoon peak hours. It is projected that westerly site will generate 16 and 23 vehicular trips during the AM and PM peak hours respectively. Similarly, it is projected that the easterly site will generate 42 and 62 vehicular trips in the AM and PM peak hours respectively. Table 1 Site Traffic Generation ITE Trip Generation Rates Site Land Use Code 1000's SF AM Peak Hour PM Peak Hour Inbound Outbound Total Inbound Outbound Total Westerly 841: Automobile Sales 8.3 1.44 0.48 1.92 1.12 1.68 2.80 Easterly 841: Automobile Sales 22.1 1.44 0.48 1.92 1.12 1.68 2.80 Generated Vehicular Trips Westerly 841: Automobile Sales 8.3 12 4 16 9 14 23 Easterly 841: Automobile Sales 22.1 32 11 42 25 37 62 Total 841: Automobile Sales 30.4 44 15 58 34 51 85 The proposed body shops will be located within the existing service bays at each location. The turnaround time for an auto body shop is much longer than a typical service bay, which is likely to result in fewer vehicle trips generated by the proposed land use. Existing Transportation Environment Roads and Traffic Controls The major roadways in the study area are as follows: Robertson Road Robertson Road is a four-lane urban arterial that provides access to the two subject sites. It has a posted speed limit of 60 km/h and sidewalks are provided along both sides of the road. There is currently a painted median in the centre of Robertson Road that facilitates left turn movements at
December 19, 2013 Troy Elliott Page 4 of 7 Reference: 2235 and 2265 Robertson Road Transportation Brief intersections and private accesses. Just west of the westerly site a median exists along Robertson Road. Westcliffe Road Westcliffe Road is a two-lane urban collector with a posted speed limit of 40 km/h. Sidewalks are provided along both sides of the road until approximately 100 m south of Robertson Road, at which time sidewalks are only provided along the eastern side. The intersection with Robertson Road is currently signalized and includes pedestrian crosswalks. Transit Service Transit service is currently provided within close proximity of the subject sites by routes 69, 97, and 118. Route 69 is an express route that operates between Bells Corners and Hurdman Station and travels along Westcliffe Road. Route 97 is a regular route that runs along Robertson Road and Westcliffe Road and operates between Bells Corners and the Ottawa International Airport. Route 118 operates between Terry Fox Station and Hurdman Station and travels along Robertson Road. Figure 2 illustrates the local transit routes. Figure 2 Study Area Transit Routes - Site Locations Cycling and Walking Facilities Robertson Road and Westcliffe Road have sidewalks along both sides of each facility.
December 19, 2013 Troy Elliott Page 5 of 7 Reference: 2235 and 2265 Robertson Road Transportation Brief Figure 3-2a of the City of Ottawa s Cycling Plan depicts the existing cycling facilities within the study area. Robertson Road includes paved shoulders for cyclists and there is currently a City-Owned pathway facility within the study area. Figure 3 illustrates the existing cycling facilities within the study area as per the City of Ottawa s Cycling Plan. Figure 3 Existing Cycling Network Site Locations Source: City of Ottawa s Cycling Plan As per Figure 3-5b of the City s Cycling Plan, the study area will undergo some improvements to the existing cycling facilities. As seen in Figure 4 below, the NCC-Owned Capital Pathway will extend beyond Robertson Road. This is a long term plan that is scheduled to take place between 2018 2028. Figure 4 Future Cycling Network Source: City of Ottawa s Cycling Plan Site Locations
December 19, 2013 Troy Elliott Page 6 of 7 Reference: 2235 and 2265 Robertson Road Transportation Brief Transportation Impacts Intersection Capacity Analysis Based on the anticipated negligible change in traffic generated by the two sites, the intersection operations at both sites are projected to be similar to the previous land uses. The intersections turning movement counts at the Robertson Road at Haanel Drive (2012) and the Robertson Road at Westcliffe Road (2013) intersections were obtained from the City of Ottawa. Assuming both sites will be in operation by 2014, a 2% annual rate of growth was applied to the existing counts in order to project 2014 traffic volumes at both site accesses. Intersection operations at the site access for the easterly building were analyzed using the methodologies of the Highway Capacity Manual 2000, (HCM 2000), and facilitated by the Synchro 8 TM software package. The projected traffic generated by the easterly site was distributed according to the existing traffic patterns along Robertson Road. These volumes were then added to the existing counts obtained by the City of Ottawa. Since a portion of the easterly building is currently in use, a conservative approach was used whereby the traffic generated by the entire site was applied to the City s existing traffic counts. Upon analyzing the Robertson Road at Westcliffe Road / Easterly Site Access intersection, it was found that the addition of the auto body shop designation is projected to have a negligible impact on the transportation network. No data existed at the westerly site access, however, given the negligible volume expected to be generated by the site, the site access is expected to operate no differently than it did previously, or than at other unsignalized private commercial accesses along Robertson Road. Attachment 1 contains the detailed Synchro reports. Left turn lane warrants Throughout Bells Corners along Robertson Road there are currently left turn auxiliary lanes at the major intersections. Between intersections, a two way left turn lane facilitates left turn movements at private accesses. As such, driver expectation is that left turn movements along Robertson Road occur in dedicated turn lanes. An eastbound left turn lane warrant analysis was performed using the methodologies set forth in the Ministry of Transportation s Geometric Design Standards for Ontario Highways for the westerly site to determine whether an eastbound left turn lane is required. It was found that the Robertson Road at Mill Hill Road / Westerly Site Access intersection does not meet the warrant for the implementation of an eastbound left turn auxiliary lane. Attachment 2 contains the left turn lane warrant analysis.
December 19, 2013 Troy Elliott Page 7 of 7 Reference: 2235 and 2265 Robertson Road Transportation Brief Conclusions This transportation brief has found the following: The proposed sites will be undergoing a major zoning by-law amendment in order to accommodate an auto body shop at both locations. The proposed new land use designation to permit an auto body shop is expected to generate fewer trips than the existing service bays that will be retrofitted to accommodate the new use. The proposed change in land use will have a negligible impact on the transportation network. No transportation upgrades are required to accommodate permitting the auto body shop designation at both sites. Based on the transportation evaluation and the negligible impacts that have been identified in this Transportation Brief, the proposed addition of the auto body shop at both subject sites will not have a significant impact on the transportation network and should be permitted to proceed. Regards, Stantec Consulting Ltd. Robert Vastag, MCIP, RPP Lauren Mercer, B.A.Sc. Senior Transportation Planner Transportation Engineering Intern Phone: 613-724-4354 Phone: 613-784-2264 Fax: 613-722-2799 Fax: 613-722-2799 Robert.Vastag@stantec.com Lauren.Mercer@stantec.com Attachment: Attachment 1 Detailed Synchro Reports Attachment 2 Left Turn Lane Warrant Analysis
Attachment 1 Detailed Synchro Reports
Lanes, Volumes, Timings Robertson Road 2: Westcliffe Road/Easterly Site Access & Robertson Road 2014 Total AM Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 36 1268 58 27 314 18 75 2 96 15 1 8 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (m) 40.0 0.0 40.0 0.0 0.0 0.0 0.0 0.0 Storage Lanes 1 0 1 0 0 1 0 0 Taper Length (m) 25.0 25.0 25.0 25.0 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.993 0.992 0.850 0.953 Flt Protected 0.950 0.950 0.953 0.970 Satd. Flow (prot) 1695 3366 0 1695 3363 0 0 1700 1517 0 1649 0 Flt Permitted 0.536 0.108 0.714 0.847 Satd. Flow (perm) 956 3366 0 193 3363 0 0 1274 1517 0 1440 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 10 13 63 9 Link Speed (k/h) 48 48 48 48 Link Distance (m) 179.9 209.4 64.7 53.9 Travel Time (s) 13.5 15.7 4.9 4.0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 39 1378 63 29 341 20 82 2 104 16 1 9 Shared Lane Traffic (%) Lane Group Flow (vph) 39 1441 0 29 361 0 0 84 104 0 26 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(m) 3.7 3.7 0.0 0.0 Link Offset(m) 0.0 0.0 0.0 0.0 Crosswalk Width(m) 1.6 1.6 1.6 1.6 Two way Left Turn Lane Headway Factor 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 Turning Speed (k/h) 24 14 24 14 24 14 24 14 Number of Detectors 1 2 1 2 1 2 1 1 2 Detector Template Left Thru Left Thru Left Thru Right Left Thru Leading Detector (m) 6.1 30.5 6.1 30.5 6.1 30.5 6.1 6.1 30.5 Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Position(m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Size(m) 6.1 1.8 6.1 1.8 6.1 1.8 6.1 6.1 1.8 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(m) 28.7 28.7 28.7 28.7 Detector 2 Size(m) 1.8 1.8 1.8 1.8 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm NA Perm NA Perm NA Perm Perm NA Protected Phases 4 8 2 6 Permitted Phases 4 8 2 2 6 Detector Phase 4 4 8 8 2 2 2 6 6 12/19/2013 Synchro 8 Report LM Page 1
Lanes, Volumes, Timings Robertson Road 2: Westcliffe Road/Easterly Site Access & Robertson Road 2014 Total AM Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 Total Split (s) 64.0 64.0 64.0 64.0 26.0 26.0 26.0 26.0 26.0 Total Split (%) 71.1% 71.1% 71.1% 71.1% 28.9% 28.9% 28.9% 28.9% 28.9% Maximum Green (s) 58.0 58.0 58.0 58.0 20.0 20.0 20.0 20.0 20.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None Max Max Max Max Max Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 0 Act Effct Green (s) 42.7 42.7 42.7 42.7 20.4 20.4 20.4 Actuated g/c Ratio 0.57 0.57 0.57 0.57 0.27 0.27 0.27 v/c Ratio 0.07 0.75 0.27 0.19 0.24 0.23 0.07 Control Delay 6.9 14.6 14.5 7.4 27.7 14.1 20.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 6.9 14.6 14.5 7.4 27.7 14.1 20.0 LOS A B B A C B B Approach Delay 14.4 7.9 20.2 20.0 Approach LOS B A C B Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 75.3 Natural Cycle: 60 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 0.75 Intersection Signal Delay: 13.8 Intersection Capacity Utilization 63.6% Analysis Period (min) 15 Intersection LOS: B ICU Level of Service B Splits and Phases: 2: Westcliffe Road/Easterly Site Access & Robertson Road 12/19/2013 Synchro 8 Report LM Page 2
Queues Robertson Road 2: Westcliffe Road/Easterly Site Access & Robertson Road 2014 Total AM Lane Group EBL EBT WBL WBT NBT NBR SBT Lane Group Flow (vph) 39 1441 29 361 84 104 26 v/c Ratio 0.07 0.75 0.27 0.19 0.24 0.23 0.07 Control Delay 6.9 14.6 14.5 7.4 27.7 14.1 20.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 6.9 14.6 14.5 7.4 27.7 14.1 20.0 Queue Length 50th (m) 2.3 72.2 1.9 11.2 9.3 4.4 1.8 Queue Length 95th (m) 5.7 93.0 7.1 16.5 24.9 18.6 8.8 Internal Link Dist (m) 155.9 185.4 40.7 29.9 Turn Bay Length (m) 40.0 40.0 Base Capacity (vph) 750 2643 151 2641 344 456 396 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.05 0.55 0.19 0.14 0.24 0.23 0.07 Intersection Summary 12/19/2013 Synchro 8 Report LM Page 3
HCM Signalized Intersection Capacity Analysis Robertson Road 2: Westcliffe Road/Easterly Site Access & Robertson Road 2014 Total AM Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 36 1268 58 27 314 18 75 2 96 15 1 8 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 Frt 1.00 0.99 1.00 0.99 1.00 0.85 0.95 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.97 Satd. Flow (prot) 1695 3368 1695 3362 1701 1517 1650 Flt Permitted 0.54 1.00 0.11 1.00 0.71 1.00 0.85 Satd. Flow (perm) 957 3368 193 3362 1274 1517 1441 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 39 1378 63 29 341 20 82 2 104 16 1 9 RTOR Reduction (vph) 0 4 0 0 6 0 0 0 46 0 7 0 Lane Group Flow (vph) 39 1437 0 29 355 0 0 84 58 0 19 0 Turn Type Perm NA Perm NA Perm NA Perm Perm NA Protected Phases 4 8 2 6 Permitted Phases 4 8 2 2 6 Actuated Green, G (s) 42.7 42.7 42.7 42.7 20.4 20.4 20.4 Effective Green, g (s) 42.7 42.7 42.7 42.7 20.4 20.4 20.4 Actuated g/c Ratio 0.57 0.57 0.57 0.57 0.27 0.27 0.27 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 544 1914 109 1911 346 412 391 v/s Ratio Prot c0.43 0.11 v/s Ratio Perm 0.04 0.15 c0.07 0.04 0.01 v/c Ratio 0.07 0.75 0.27 0.19 0.24 0.14 0.05 Uniform Delay, d1 7.3 12.2 8.2 7.8 21.3 20.7 20.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.1 1.7 1.3 0.0 1.7 0.7 0.2 Delay (s) 7.3 13.9 9.5 7.9 23.0 21.4 20.4 Level of Service A B A A C C C Approach Delay (s) 13.7 8.0 22.1 20.4 Approach LOS B A C C Intersection Summary HCM 2000 Control Delay 13.5 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.59 Actuated Cycle Length (s) 75.1 Sum of lost time (s) 12.0 Intersection Capacity Utilization 63.6% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group 12/19/2013 Synchro 8 Report LM Page 4
Lanes, Volumes, Timings Robertson Road 2: Westcliffe Road/Easterly Access & Robertson Road 2014 Total PM Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 15 546 102 119 1190 26 86 3 66 40 4 47 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Storage Length (m) 40.0 0.0 40.0 0.0 0.0 0.0 0.0 0.0 Storage Lanes 1 0 1 0 0 1 0 0 Taper Length (m) 25.0 25.0 25.0 25.0 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.976 0.997 0.850 0.930 Flt Protected 0.950 0.950 0.954 0.979 Satd. Flow (prot) 1695 3309 0 1695 3380 0 0 1702 1517 0 1625 0 Flt Permitted 0.126 0.356 0.664 0.847 Satd. Flow (perm) 225 3309 0 635 3380 0 0 1185 1517 0 1406 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 45 4 72 51 Link Speed (k/h) 48 48 48 48 Link Distance (m) 179.9 209.4 64.7 53.9 Travel Time (s) 13.5 15.7 4.9 4.0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 16 593 111 129 1293 28 93 3 72 43 4 51 Shared Lane Traffic (%) Lane Group Flow (vph) 16 704 0 129 1321 0 0 96 72 0 98 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(m) 3.7 3.7 0.0 0.0 Link Offset(m) 0.0 0.0 0.0 0.0 Crosswalk Width(m) 1.6 1.6 1.6 1.6 Two way Left Turn Lane Headway Factor 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 Turning Speed (k/h) 24 14 24 14 24 14 24 14 Number of Detectors 1 2 1 2 1 2 1 1 2 Detector Template Left Thru Left Thru Left Thru Right Left Thru Leading Detector (m) 6.1 30.5 6.1 30.5 6.1 30.5 6.1 6.1 30.5 Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Position(m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Size(m) 6.1 1.8 6.1 1.8 6.1 1.8 6.1 6.1 1.8 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(m) 28.7 28.7 28.7 28.7 Detector 2 Size(m) 1.8 1.8 1.8 1.8 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type Perm NA Perm NA Perm NA Perm Perm NA Protected Phases 4 8 2 6 Permitted Phases 4 8 2 2 6 Detector Phase 4 4 8 8 2 2 2 6 6 12/19/2013 Synchro 8 Report LM Page 1
Lanes, Volumes, Timings Robertson Road 2: Westcliffe Road/Easterly Access & Robertson Road 2014 Total PM Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 Total Split (s) 62.0 62.0 62.0 62.0 28.0 28.0 28.0 28.0 28.0 Total Split (%) 68.9% 68.9% 68.9% 68.9% 31.1% 31.1% 31.1% 31.1% 31.1% Maximum Green (s) 56.0 56.0 56.0 56.0 22.0 22.0 22.0 22.0 22.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None Max Max Max Max Max Walk Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 0 Act Effct Green (s) 39.9 39.9 39.9 39.9 22.4 22.4 22.4 Actuated g/c Ratio 0.53 0.53 0.53 0.53 0.30 0.30 0.30 v/c Ratio 0.13 0.39 0.38 0.73 0.27 0.14 0.21 Control Delay 10.5 9.6 13.0 15.3 26.4 7.7 15.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 10.5 9.6 13.0 15.3 26.4 7.7 15.0 LOS B A B B C A B Approach Delay 9.6 15.1 18.4 15.0 Approach LOS A B B B Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 74.6 Natural Cycle: 55 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 0.73 Intersection Signal Delay: 13.7 Intersection Capacity Utilization 66.2% Analysis Period (min) 15 Intersection LOS: B ICU Level of Service C Splits and Phases: 2: Westcliffe Road/Easterly Access & Robertson Road 12/19/2013 Synchro 8 Report LM Page 2
Queues Robertson Road 2: Westcliffe Road/Easterly Access & Robertson Road 2014 Total PM Lane Group EBL EBT WBL WBT NBT NBR SBT Lane Group Flow (vph) 16 704 129 1321 96 72 98 v/c Ratio 0.13 0.39 0.38 0.73 0.27 0.14 0.21 Control Delay 10.5 9.6 13.0 15.3 26.4 7.7 15.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 10.5 9.6 13.0 15.3 26.4 7.7 15.0 Queue Length 50th (m) 1.0 25.7 9.6 67.3 10.1 0.0 4.7 Queue Length 95th (m) 4.0 35.2 20.2 86.7 27.4 9.9 18.8 Internal Link Dist (m) 155.9 185.4 40.7 29.9 Turn Bay Length (m) 40.0 40.0 Base Capacity (vph) 172 2542 485 2587 356 506 458 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.09 0.28 0.27 0.51 0.27 0.14 0.21 Intersection Summary 12/19/2013 Synchro 8 Report LM Page 3
HCM Signalized Intersection Capacity Analysis Robertson Road 2: Westcliffe Road/Easterly Access & Robertson Road 2014 Total PM Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 15 546 102 119 1190 26 86 3 66 40 4 47 Ideal Flow (vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 Frt 1.00 0.98 1.00 1.00 1.00 0.85 0.93 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.98 Satd. Flow (prot) 1695 3310 1695 3379 1702 1517 1623 Flt Permitted 0.13 1.00 0.36 1.00 0.66 1.00 0.85 Satd. Flow (perm) 225 3310 635 3379 1185 1517 1406 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 16 593 111 129 1293 28 93 3 72 43 4 51 RTOR Reduction (vph) 0 21 0 0 2 0 0 0 50 0 36 0 Lane Group Flow (vph) 16 683 0 129 1319 0 0 96 22 0 62 0 Turn Type Perm NA Perm NA Perm NA Perm Perm NA Protected Phases 4 8 2 6 Permitted Phases 4 8 2 2 6 Actuated Green, G (s) 39.9 39.9 39.9 39.9 22.4 22.4 22.4 Effective Green, g (s) 39.9 39.9 39.9 39.9 22.4 22.4 22.4 Actuated g/c Ratio 0.54 0.54 0.54 0.54 0.30 0.30 0.30 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 120 1777 341 1814 357 457 423 v/s Ratio Prot 0.21 c0.39 v/s Ratio Perm 0.07 0.20 c0.08 0.01 0.04 v/c Ratio 0.13 0.38 0.38 0.73 0.27 0.05 0.15 Uniform Delay, d1 8.6 10.0 10.0 13.1 19.7 18.4 19.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.5 0.1 0.7 1.5 1.8 0.2 0.7 Delay (s) 9.1 10.2 10.7 14.6 21.6 18.6 19.7 Level of Service A B B B C B B Approach Delay (s) 10.2 14.2 20.3 19.7 Approach LOS B B C B Intersection Summary HCM 2000 Control Delay 13.6 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.56 Actuated Cycle Length (s) 74.3 Sum of lost time (s) 12.0 Intersection Capacity Utilization 66.2% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group 12/19/2013 Synchro 8 Report LM Page 4
Attachment 2 Left Turn Lane Warrant Analysis
Robertson Road at Mill Hill Drive / Westerly Site Access Eastbound Left Turn Auxiliary Lane Warrant