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12131 113th Avenue NE, Suite 203, Kirkland, WA 98034 | 425.821.3665 |
MEMORANDUM
Date: August 1, 2019 TG:1.18185.00
To: Justin Johnson – City of Renton
From: Mike Swenson, P.E., PTOE – Transpo Group
Francesca Liburdy – Transpo Group
cc: Eric Uebelhor – ARCO Murray
Subject: Renton TopGolf: Logan Avenue N/N 8th Street Intersection Improvements
The following memorandum summarizes traffic operations and a proposed intersection
improvement for the TopGolf site located south of N 8th Street between Logan Avenue N and Park
Avenue N in Renton. The following analysis references the information presented in the July 2019
Renton TopGolf Traffic Impact Analysis (TIA)1. This memorandum presents a potential intersection
improvement at the Logan Avenue N/N 8th Street intersection to improve future (2020) with-
project anticipated traffic operations.
Project Description
The proposed Renton TopGolf development will be located at the southeast corner of the Logan
Avenue N/N 8th Street intersection. The project includes a TopGolf facility with 102 golf driving
range bays at the currently undeveloped site and is anticipated to be constructed in 2020. Two site
accesses are proposed on Logan Avenue N.
Traffic Operations
The following section summarizes the traffic operations for existing, future without-project, and
future with-project conditions at the Logan Avenue/N 8th Street intersection, as presented in the
July 2019 Renton TopGolf traffic impact analysis.
Weekday peak hour traffic operations for existing and future without-project conditions were
evaluated at the study intersection based on the procedures identified in the Highway Capacity
Manual (2010), and were evaluated using Synchro 9.1. The signal timing and phasing information
was obtained from the City of Renton and input into Synchro for the signalized intersections.
Analysis parameters such as lane channelization were maintained for future 2020 conditions
relative to existing conditions.
Table 1. Existing and Future (2020) Weekday Peak Hour Intersection Operations
LOS
Standard
Existing 2020 Without-Project 2020 With-Project
Intersection LOS1 Delay2 WM3 LOS Delay WM LOS Delay WM
AM Peak Hour
1. Logan Avenue N/N 8th Street E B 19 - B 19 - B 19 -
PM Peak Hour
1. Logan Avenue N/N 8th Street E C 31 - C 33 - D 37
1. LOS as defined by the HCM (TRB, 2010)
2. Average delay per vehicle in seconds.
3. Worst movement (WM) reported for side-street stop-controlled intersections.
1 Renton TopGolf Traffic Impact Analysis, Transpo Group (July 2019)
2
Logan Avenue N/N 8th Street Intersection Improvements
As requested by City staff, an option for improving the intersection level of service was evaluated.
The following identifies a possible signal operational improvement that could be implemented by
the City, resulting in the improved operations.
· Increased cycle length and splits: By increasing the intersection cycle length from 110
seconds to 120 seconds and optimizing intersection splits, the overall intersection level of
service is LOS C with 34 seconds of delay under future (2020) with-project PM peak hour
conditions. Detailed LOS and timing worksheets are included in Attachment A.
The overall Logan Avenue N/N 8th Street intersection operations under future with-project PM
peak hour conditions can be improved from LOS D to LOS C with changes to the intersection
signal timing. The intersection with signal timing improvements is anticipated to operate at LOS C
with approximately 34 seconds of delay.
3
Attachment A: LOS Worksheets
Timings Renton Top Golf
1: Logan Ave N & N 8th Ave Future (2020) With-Project Weekday PM Peak Hour
Transpo Group Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT
Lane Configurations
Traffic Volume (vph) 40 25 20 100 5 5 820 10 705
Future Volume (vph) 40 25 20 100 5 5 820 10 705
Turn Type Prot NA Perm Prot NA Prot NA Prot NA
Protected Phases 5 2 1 6 3 8 7 4
Permitted Phases 2
Detector Phase 5 2 2 1 6 3 8 7 4
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 10.9 26.9 26.9 10.9 27.9 10.9 33.9 10.9 31.9
Total Split (s) 16.0 27.0 27.0 16.0 28.0 18.0 57.0 19.0 58.0
Total Split (%) 13.3% 22.5% 22.5% 13.3% 23.3% 15.0% 47.5% 15.8% 48.3%
Yellow Time (s) 4.1 4.1 4.1 4.1 4.1 4.1 4.1 4.1 4.1
All-Red Time (s) 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.9 5.9 5.9 5.9 5.9 5.9 5.9 5.9 5.9
Lead/Lag Lead Lag Lag Lead Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes
Recall Mode None None None None None None C-Min None C-Min
Act Effct Green (s) 8.2 6.5 6.5 11.4 6.8 6.0 86.4 6.4 86.5
Actuated g/C Ratio 0.07 0.05 0.05 0.10 0.06 0.05 0.72 0.05 0.72
v/c Ratio 0.38 0.15 0.11 0.62 0.23 0.06 0.74 0.12 0.57
Control Delay 62.5 55.6 1.1 69.2 21.5 55.4 16.8 56.4 11.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 62.5 55.6 1.1 69.2 21.5 55.4 16.8 56.4 11.9
LOS E E A E C E B E B
Approach Delay 46.0 54.4 17.0 12.5
Approach LOS D D B B
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 4:SBT and 8:NBT, Start of Green
Natural Cycle: 115
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.74
Intersection Signal Delay: 19.5 Intersection LOS: B
Intersection Capacity Utilization 76.2% ICU Level of Service D
Analysis Period (min) 15
Splits and Phases: 1: Logan Ave N & N 8th Ave
Phasings Renton Top Golf
1: Logan Ave N & N 8th Ave Future (2020) With-Project Weekday PM Peak Hour
Transpo Group Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT
Protected Phases 5 2 1 6 3 8 7 4
Permitted Phases 2
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 10.9 26.9 26.9 10.9 27.9 10.9 33.9 10.9 31.9
Total Split (s) 16.0 27.0 27.0 16.0 28.0 18.0 57.0 19.0 58.0
Total Split (%) 13.3% 22.5% 22.5% 13.3% 23.3% 15.0% 47.5% 15.8% 48.3%
Maximum Green (s) 10.1 21.1 21.1 10.1 22.1 12.1 51.1 13.1 52.1
Yellow Time (s) 4.1 4.1 4.1 4.1 4.1 4.1 4.1 4.1 4.1
All-Red Time (s) 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8
Lead/Lag Lead Lag Lag Lead Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Minimum Gap (s) 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2
Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Recall Mode None None None None None None C-Min None C-Min
Walk Time (s) 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 14.0 14.0 15.0 21.0 19.0
Pedestrian Calls (#/hr) 0 0 0 0 0
90th %ile Green (s) 10.1 7.7 7.7 10.1 7.7 6.8 70.9 7.7 71.8
90th %ile Term Code Max Gap Gap Max Gap Gap Coord Gap Coord
70th %ile Green (s) 9.8 6.9 6.9 10.1 7.2 0.0 85.3 0.0 85.3
70th %ile Term Code Gap Gap Gap Max Hold Skip Coord Skip Coord
50th %ile Green (s) 8.4 6.4 6.4 10.1 8.1 0.0 85.8 0.0 85.8
50th %ile Term Code Gap Gap Gap Max Hold Skip Coord Skip Coord
30th %ile Green (s) 7.1 0.0 0.0 18.5 5.5 0.0 89.7 0.0 89.7
30th %ile Term Code Gap Skip Skip Hold Gap Skip Coord Skip Coord
10th %ile Green (s) 0.0 0.0 0.0 8.1 0.0 0.0 100.1 0.0 100.1
10th %ile Term Code Skip Skip Skip Gap Skip Skip Coord Skip Coord
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 4:SBT and 8:NBT, Start of Green
Control Type: Actuated-Coordinated
HCM 2010 Signalized Intersection Summary Renton Top Golf
1: Logan Ave N & N 8th Ave Future (2020) With-Project Weekday PM Peak Hour
Transpo Group Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 40 25 20 100 5 40 5 820 96 10 705 10
Future Volume (veh/h) 40 25 20 100 5 40 5 820 96 10 705 10
Number 5 2 12 1 6 16 3 8 18 7 4 14
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.86 1.00 0.94 1.00 0.95
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1727 1727 1727 1881 1881 1900 1863 1863 1900 1845 1845 1900
Adj Flow Rate, veh/h 42 26 0 105 5 42 5 863 101 11 742 11
Adj No. of Lanes 1 2 1 1 2 0 1 1 0 1 1 0
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Percent Heavy Veh, % 10 10 10 1 1 1 2 2 2 3 3 3
Cap, veh/h 52 458 205 130 322 248 11 941 110 22 1060 16
Arrive On Green 0.03 0.14 0.00 0.07 0.18 0.18 0.01 0.58 0.58 0.01 0.59 0.59
Sat Flow, veh/h 1645 3282 1468 1792 1787 1377 1774 1626 190 1757 1811 27
Grp Volume(v), veh/h 42 26 0 105 5 42 5 0 964 11 0 753
Grp Sat Flow(s),veh/h/ln 1645 1641 1468 1792 1787 1377 1774 0 1816 1757 0 1838
Q Serve(g_s), s 3.0 0.8 0.0 6.9 0.3 3.1 0.3 0.0 57.2 0.7 0.0 34.5
Cycle Q Clear(g_c), s 3.0 0.8 0.0 6.9 0.3 3.1 0.3 0.0 57.2 0.7 0.0 34.5
Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.10 1.00 0.01
Lane Grp Cap(c), veh/h 52 458 205 130 322 248 11 0 1051 22 0 1076
V/C Ratio(X) 0.80 0.06 0.00 0.81 0.02 0.17 0.44 0.00 0.92 0.49 0.00 0.70
Avail Cap(c_a), veh/h 138 577 258 151 329 254 179 0 1051 192 0 1076
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.00 0.92 0.92 0.92 1.00 0.00 1.00 1.00 0.00 1.00
Uniform Delay (d), s/veh 57.7 44.8 0.0 54.8 40.5 41.6 59.4 0.0 22.7 58.8 0.0 17.5
Incr Delay (d2), s/veh 23.8 0.1 0.0 22.5 0.0 0.3 24.6 0.0 13.8 15.5 0.0 3.8
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.7 0.4 0.0 4.3 0.1 1.2 0.2 0.0 32.4 0.5 0.0 18.5
LnGrp Delay(d),s/veh 81.6 44.8 0.0 77.3 40.5 41.9 84.0 0.0 36.5 74.4 0.0 21.3
LnGrp LOS F D E D D F D E C
Approach Vol, veh/h 68 152 969 764
Approach Delay, s/veh 67.5 66.3 36.8 22.1
Approach LOS E E D C
Timer 1 2 3 4 5 6 7 8
Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 14.6 22.6 6.7 76.1 9.7 27.5 7.4 75.3
Change Period (Y+Rc), s * 5.9 * 5.9 * 5.9 * 5.9 * 5.9 * 5.9 * 5.9 * 5.9
Max Green Setting (Gmax), s * 10 * 21 * 12 * 52 * 10 * 22 * 13 * 51
Max Q Clear Time (g_c+I1), s 8.9 2.8 2.3 36.5 5.0 5.1 2.7 59.2
Green Ext Time (p_c), s 0.0 0.1 0.0 4.9 0.0 0.2 0.0 0.0
Intersection Summary
HCM 2010 Ctrl Delay 34.4
HCM 2010 LOS C
Notes