HomeMy WebLinkAboutRS_Traffic Memo_190710_v1
2813 Rockefeller Avenue Suite B Everett, WA 98201
Tel: 425-339-8266 Fax: 425-258-2922 E-mail: info@gibsontraffic.com
MEMORANDUM
To: Laurey Tobiason, Tobiason & Company, Inc.
From: Matthew Palmer, PE
Subject: Access Analysis
Project: Renton Transwest Park and Ride, GTC #19-058
Date: July 3, 2019
This memorandum is to address the comments provided by the City of Renton on April 30, 2019. The
comments included the request to provide additional discussion of the existing and proposed
operational characteristics of the two driveways. It was identified to include all the uses from the
adjacent properties in the analysis for the two driveways. As the accesses are to SR-169 (Maple Valley
Hwy) and SR-169 is owned by WSDOT, WSDOT will need to provide their review of the proposed
project associated with the trips anticipated at the existing driveways.
SITE ACCESS ROADWAY/DRIVEWAY ANALYSIS
The development is using the two existing full access points onto SR-169 at MP 24.69 (north) & MP
24.61 (south). Count data was collected by Idax on June 25, 2019 from 7-9 AM and 4-6 PM at the
two access points.
Sight Distance Requirements
The posted speed limit along SR-169 in the site vicinity is 40 mph. Per WSDOT Design Manual
Exhibit 1340-3 for Road Approach Sight Distance and a posted speed limit of 40 mph and an
AWDVTE from 100 to 1500, the sight distance must be greater than 305 feet. Initial review of the
accesses shows both having approximately 600 feet of sight distance within the roadway geometry
which would provide clear sight distance for all the movements in and out of the driveways, satisfying
the WSDOT standards.
State Intersection Separation
The City of Renton is the reviewing agency when determining access points along State Highways
within the City. The City has adopted the State access separation standards. The minimum spacing
requirement for a road approach onto SR-169, a Highway Access Management Class 4 facility, is 250
feet, per the WSDOT Design Manual Exhibit 540-1, Managed Access Highway Class Description.
Between the development’s north access (MP 24.69) and south access (MP 24.61) there is
approximately 390 feet. From the development’s north access there is more than 360 feet of spacing
from nearest access to the north. From the development’s existing south access there is approximately
130 feet of spacing from the adjacent access to Classics Sports Bar. With the low traffic volumes
using the development’s existing south access there is no interaction with the access to the south
driveway.
Renton Transwest Park and Ride Access Analysis
Gibson Traffic Consultants, Inc. July 2019
info@gibsontraffic.com 2 GTC #19-058
Access Level of Service Analysis
The analysis of the site accesses has been performed using the Synchro 10.2 software. Traffic
congestion is generally measured in terms of level of service (LOS). In accordance with the Highway
Capacity Manual (HCM) 6th Edition, road facilities and intersections are rated between LOS A and
LOS F, with LOS A being free flow and LOS F being forced flow or over-capacity conditions. The
level of service at signalized and all-way stop-controlled intersections is measured in terms of average
delay per vehicle in seconds. The level of service for two-way stop-controlled intersections is
determined by the worst case of all the calculated lane groups at the intersection. A summary of the
level of service criteria has been included in Table 1.
Table 1: Level of Service Criteria for Intersections
Level of 1
Service
Expected
Delay
Intersection Control Delay
(Seconds per Vehicle)
Unsignalized
Intersections
Signalized
Intersections
A Little/No Delay <10 <10
B Short Delays >10 and <15 >10 and <20
C Average Delays >15 and <25 >20 and <35
D Long Delays >25 and <35 >35 and <55
E Very Long Delays >35 and <50 >55 and <80
F Extreme Delays2 >50 >80
Level of service analysis was performed for the existing conditions based on the current counts
performed at the existing access that are currently being fully utilized by the adjacent properties.
Utilizing the existing counts, during the AM peak-hour the north access operates at LOS C with 20.7
seconds of delay and the south access operates at LOS C with 21.1 seconds of delay. The 95th
percentile queuing for the minor access approaches is less than 1 vehicle. During the PM peak-hour
the north access operates at LOS F with 107.3 seconds of delay and the south access operates at LOS
F with 117.3 seconds of delay. The 95th percentile queuing for the minor access approaches is less
than 2.3 vehicles.
1 Source: Highway Capacity Manual 6th Edition.
LOS A: Free-flow traffic conditions, with minimal delay to stopped vehicles (no vehicle is delayed longer than
one cycle at signalized intersection).
LOS B: Generally stable traffic flow conditions.
LOS C: Occasional back-ups may develop, but delay to vehicles is short term and still tolerable.
LOS D: During short periods of the peak hour, delays to approaching vehicles may be substantial but are
tolerable during times of less demand (i.e. vehicles delayed one cycle or less at signal).
LOS E: Intersections operate at or near capacity, with long queues developing on all approaches and long delays.
LOS F: Jammed conditions on all approaches with excessively long delays and vehicles unable to move at
times.
2 When demand volume exceeds the capacity of the lane, extreme delays will be encountered with queuing which
may cause severe congestion affecting other traffic movements in the intersection.
Renton Transwest Park and Ride Access Analysis
Gibson Traffic Consultants, Inc. July 2019
info@gibsontraffic.com 3 GTC #19-058
Collision Summary
Collision data for SR-169 at the site accesses was looked at for the 5-year period from January 1,
2014 through December 31, 2018. The two access points are located at milepost 24.61 and 24.69
along SR-169. During the time period, there were a total of 8 collisions at and between the two access
points. Two collisions involved a sideswipe, rear-end, and fixed object while the remaining two
collisions were an at angle and opposite direction. Only two of the eight collisions were associated
with the access points and none of the collisions involved bikes or pedestrians and none of them
resulted in a fatality.
Channelization Warrants
There is already a two-way left-turn lane (TWLTL) along the entire site frontage providing left-turn
channelization at both accesses into the site. Based on WSDOT’s channelization standards for Right-
turn Lanes; as the multilane facility has a posted speed of below 45 mph Exhibit 1310-11 would not
be utilized, the collision data doesn’t indicate a right-turn problem, there is adequate decision sight
distance and the right-turn lane would not significantly improve the level of service due to the low
turning volumes; therefore, right-turn channelization would not be warranted.
CONCLUSIONS
Count performed at the site’s accesses show that with the Park and Ride operating and the adjacent
properties there is a total of 60 AM peak-hour trips (40 inbound/20 outbound) associated with the two
accesses and 82 PM peak-hour trips (34 inbound/48 outbound). This was less than the 76 and 86 AM
and PM peak-hour trips anticipated for just the park and ride. Although the AM peak-hour level of
service operates at an acceptable level of service C; the PM peak-hour level of service is operating at
LOS F. There is only limited queuing from the access during the AM and PM peak-hour easily
contained on-site; also, there is no collision history to indicate that the accesses should be changed.
Attachments
Counts A1 – A4
Level of Service Calculations B1 – B4
Collision Data C1 – C4
www.idaxdata.com 1
to
to
Two-Hour Count Summaries
Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count.
Total
0
0
0
0
0
1
0
0
1
0
Peak Hour
WB 2.5%0.96
NB 0.0%0.63
Peak Hour: 7:15 AM 8:15 AM
HV %:PHF
EB 17.3%0.91
Date: Tue, Jun 25, 2019
Peak Hour Count Period: 7:00 AM 9:00 AM
UT LT TH RT
Interval
Start
SR 169 SR 169 RIVIERA APTS W DWY 0 15-min
TotalUTLTTHRT
SB --
TOTAL 5.4%0.95
TH RT
7:00 AM 0 0 93 0 0 0 598
UT LT TH RT UT LT
Rolling
One HourEastboundWestboundNorthboundSouthbound
0 0 533 0 0 1
0 0 0 696 0
7:15 AM 0 0 132 0
0 0 4 0 1 0
0 0 0 704 0
7:45 AM 0 0 118 11
0 0 4 0 0 0
666 0
7:30 AM 0 0 132 2 0 0 566
0 0 0 0 0 0
671 2,737
8:00 AM 0 0 139 10 0 0 574
0 1 0 0 0 000539002
0 0 485 0 0 0
0 0 0 725 2,766
8:15 AM 0 0 127 2
0 0 2 0 0 0
0 0 0 657 2,667
8:45 AM 0 0 160 1
0 0 3 0 1 0
614 2,714
8:30 AM 0 0 159 17 0 0 477
0 0 0 0 0 0
591 2,58701000000428001
0 0 2,212 0 0
Count Total 0 0 1,060 43 0 0 4,200 0 0 0 5,324 0
0 0 0 0 0 0
West North South
7:00 AM 7 16 0
0 0 521
0 0 17 0 4 0
0 2,766 090100023
0 23 0
EB WB NB SB Total East
7:45 AM 22 12 0 0 34
0 0 0
Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg)
EB WB NB SB Total
0 0
7:15 AM 20 9
0 0 0
0
7:30 AM 22 19 0 0 41 0 0 0
0 0 0 0 0 0002900
0 0
8:15 AM 27 22 0 0 49 0 0
0 0 0 0 0 0
0 0 0
8:00 AM 30 15 0 0 45 0
0 0 0 0 0 0
8:45 AM 21 17 0 0 38
0 0 0 0 0 0
1
8:30 AM 17 17 0 0 34 0 0 0
0 0 0 0 0 0
0 0 0000000
0 1
Peak Hr 94 55 0 0 149 0 0
0 0 0 0 0 0Count Total 166 127 0 0 293 0
0000000
0
00
0
00 0N
RIVIERA APTS W DWY
SR 169
SR 169
RIVIERA APTS W DWYSR 169
2,766TEV:
0.95PHF:
2,212
0 2212
522
0
191023023
521544
2,221
0
Mark Skaggs: (425) 250-0777 mark.skaggs@idaxdata.com A - 1
www.idaxdata.com 2
to
to
Two-Hour Count Summaries
Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count.
Total
0
0
0
0
0
1
0
0
1
0
Peak Hour
WB 2.5%0.94
NB 10.0%0.50
Peak Hour: 7:00 AM 8:00 AM
HV %:PHF
EB 14.8%0.87
Date: Tue, Jun 25, 2019
Peak Hour Count Period: 7:00 AM 9:00 AM
UT LT TH RT
Interval
Start
SR 169 SR 169 RIVIERA APTS E DWY 0 15-min
TotalUTLTTHRT
SB --
TOTAL 4.7%0.97
TH RT
7:00 AM 0 0 107 0 0 0 592
UT LT TH RT UT LT
Rolling
One HourEastboundWestboundNorthboundSouthbound
0 0 528 0 0 2
0 0 0 704 0
7:15 AM 0 0 114 0
0 0 5 0 0 0
0 0 0 698 0
7:45 AM 0 0 116 1
0 0 2 0 0 0
644 0
7:30 AM 0 0 135 1 0 4 556
0 0 0 0 0 0
675 2,721
8:00 AM 0 0 134 0 0 6 552
0 0 0 0 0 0011546001
0 6 497 0 0 0
0 0 0 694 2,711
8:15 AM 0 0 138 1
0 0 2 0 0 0
0 0 0 619 2,630
8:45 AM 0 0 156 1
0 0 2 0 2 0
642 2,709
8:30 AM 0 0 150 1 0 11 453
0 0 0 0 0 0
609 2,56400000001447004
0 15 2,222 0 0
Count Total 0 0 1,050 5 0 39 4,171 0 0 0 5,285 0
0 0 0 0 0 0
West North South
7:00 AM 10 18 1
0 0 472
0 0 18 0 2 0
0 2,721 010000002
0 29 0
EB WB NB SB Total East
7:45 AM 19 15 0 0 34
0 0 0
Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg)
EB WB NB SB Total
0 0
7:15 AM 20 9
0 0 0
0
7:30 AM 21 15 0 0 36 0 0 0
0 0 0 0 0 0002900
0 0
8:15 AM 30 21 0 0 51 0 0
0 0 0 0 0 0
0 0 0
8:00 AM 26 15 1 0 42 0
0 0 0 0 0 0
8:45 AM 20 15 1 0 36
0 0 0 0 0 0
1
8:30 AM 18 15 0 0 33 0 0 0
0 0 0 0 0 0
0 0 0000000
0 1
Peak Hr 70 57 1 0 128 0 0
0 0 0 0 0 0Count Total 164 123 3 0 290 0
0000000
0
00
0
00 0N
RIVIERA APTS E DWY
SR 169
SR 169
RIVIERA APTS E DWYSR 169
2,721TEV:
0.97PHF:
2,222
15 2237
472
0
010101702
472474
2,232
0
Mark Skaggs: (425) 250-0777 mark.skaggs@idaxdata.com A - 2
www.idaxdata.com 1
to
to
Two-Hour Count Summaries
Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count.
Total
1
1
0
1
1
0
2
0
6
3
Peak Hour
WB 4.1%0.95
NB 0.0%0.63
Peak Hour: 4:00 PM 5:00 PM
HV %:PHF
EB 1.2%0.95
Date: Tue, Jun 25, 2019
Peak Hour Count Period: 4:00 PM 6:00 PM
UT LT TH RT
Interval
Start
SR 169 SR 169 RIVIERA APTS W DWY 0 15-min
TotalUTLTTHRT
SB --
TOTAL 2.0%0.95
TH RT
4:00 PM 0 0 608 7 0 0 233
UT LT TH RT UT LT
Rolling
One HourEastboundWestboundNorthboundSouthbound
0 0 260 0 0 2
0 0 0 854 0
4:15 PM 0 0 635 5
0 0 4 0 2 0
0 0 0 857 0
4:45 PM 0 0 571 6
0 0 1 0 0 0
902 0
4:30 PM 0 0 596 4 0 2 254
0 0 0 0 0 0
825 3,438
5:00 PM 0 0 603 2 0 1 231
0 2 0 0 0 001241004
0 0 250 0 0 1
0 0 0 852 3,436
5:15 PM 0 0 607 2
0 0 13 0 2 0
0 0 0 797 3,334
5:45 PM 0 0 561 11
0 0 11 0 3 0
860 3,394
5:30 PM 0 0 563 7 0 0 213
0 0 0 0 0 0
824 3,33301000001243007
0 3 988 0 0
Count Total 0 0 4,744 44 0 5 1,925 0 0 0 6,771 0
0 0 0 0 0 0
West North South
4:00 PM 11 15 0
0 0 2,410
0 0 43 0 10 0
0 3,438 0110400022
0 26 0
EB WB NB SB Total East
4:45 PM 6 5 0 0 11
0 0 0
Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg)
EB WB NB SB Total
0 1
4:15 PM 5 10
0 0 0
1
4:30 PM 6 11 0 0 17 0 0 0
0 0 0 0 0 0001500
0 1
5:15 PM 9 5 0 0 14 0 0
0 0 0 0 0 0
0 0 1
5:00 PM 7 1 0 0 8 0
0 0 0 0 0 0
5:45 PM 8 3 0 0 11
0 0 0 0 0 2
0
5:30 PM 6 0 0 0 6 0 0 0
0 0 0 0 0 0
0 0 0000000
0 6
Peak Hr 28 41 0 0 69 0 0
0 0 0 0 0 0Count Total 58 50 0 0 108 0
3000000
0
00
0
30 0N
RIVIERA APTS W DWY
SR 169
SR 169
RIVIERA APTS W DWYSR 169
3,438TEV:
0.95PHF:
988
3 991
2,4140
4111525022
2,4102432
999
0
Mark Skaggs: (425) 250-0777 mark.skaggs@idaxdata.com A - 3
www.idaxdata.com 2
to
to
Two-Hour Count Summaries
Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count.
Total
0
1
0
1
2
0
0
0
4
4
Peak Hour
WB 2.8%0.95
NB 0.0%0.49
Peak Hour: 4:15 PM 5:15 PM
HV %:PHF
EB 1.0%0.95
Date: Tue, Jun 25, 2019
Peak Hour Count Period: 4:00 PM 6:00 PM
UT LT TH RT
Interval
Start
SR 169 SR 169 RIVIERA APTS E DWY 0 15-min
TotalUTLTTHRT
SB --
TOTAL 1.5%0.95
TH RT
4:00 PM 0 0 587 1 0 1 237
UT LT TH RT UT LT
Rolling
One HourEastboundWestboundNorthboundSouthbound
0 0 256 0 0 4
0 0 0 828 0
4:15 PM 0 0 648 2
0 0 1 0 1 0
0 0 0 875 0
4:45 PM 0 0 595 1
0 0 4 0 1 0
911 0
4:30 PM 0 0 613 3 0 0 254
0 1 0 0 0 0
836 3,450
5:00 PM 0 0 601 1 0 1 226
0 3 0 0 0 001233003
0 0 256 0 0 2
0 0 0 846 3,468
5:15 PM 0 0 622 0
0 0 5 0 12 0
0 0 0 801 3,364
5:45 PM 0 0 510 2
0 0 1 0 2 0
881 3,438
5:30 PM 1 0 592 2 0 0 203
0 1 0 0 0 0
769 3,297011000000241005
0 2 969 0 0
Count Total 1 0 4,768 12 0 3 1,906 0 0 0 6,747 0
0 0 0 0 0 0
West North South
4:00 PM 10 15 0
0 0 2,457
0 0 25 0 32 0
0 3,468 0160170007
0 25 0
EB WB NB SB Total East
4:45 PM 5 4 0 0 9
0 0 0
Interval
Start
Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg)
EB WB NB SB Total
0 0
4:15 PM 6 10
0 0 0
1
4:30 PM 6 10 0 0 16 0 0 0
0 0 0 0 0 0001600
0 2
5:15 PM 7 3 1 0 11 0 0
0 0 0 0 0 0
0 0 1
5:00 PM 7 3 0 0 10 0
0 0 0 0 0 0
5:45 PM 9 2 1 0 12
0 0 0 0 0 0
0
5:30 PM 6 1 0 0 7 0 0 0
0 0 0 0 0 0
0 0 0000000
0 4
Peak Hr 24 27 0 0 51 0 0
0 0 0 0 0 0Count Total 56 48 2 0 106 0
4000000
0
00
0
40 0N
RIVIERA APTS E DWY
SR 169
SR 169
RIVIERA APTS E DWYSR 169
3,468TEV:
0.95PHF:
969
2 971
2,4740
171633907
2,4572464
985
0
Mark Skaggs: (425) 250-0777 mark.skaggs@idaxdata.com A - 4
H:\2019\19-058\Synchro\Existing 2019 AM Peak-hour.syn
1: North Access & Maple Valley Hwy Transwest Renton (19-058)
GTC (MJP)Existing 2019 AM Peak-hour
Intersection
Int Delay, s/veh 0.1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 521 23 0 2212 9 1
Future Vol, veh/h 521 23 0 2212 9 1
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 50 - 0 -
Veh in Median Storage, # 0 - - 0 2 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 95 95 95 95 95 95
Heavy Vehicles, % 5 55555
Mvmt Flow 548 24 0 2328 9 1
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 572 0 1724 286
Stage 1 - - - - 560 -
Stage 2 - - - - 1164 -
Critical Hdwy - - 4.2 - 6.9 7
Critical Hdwy Stg 1 - - - - 5.9 -
Critical Hdwy Stg 2 - - - - 5.9 -
Follow-up Hdwy - - 2.25 - 3.55 3.35
Pot Cap-1 Maneuver - - 976 - 77 702
Stage 1 - - - - 527 -
Stage 2 - - - - 253 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 976 - 77 702
Mov Cap-2 Maneuver - - - - 224 -
Stage 1 - - - - 527 -
Stage 2 - - - - 253 -
Approach EB WB NB
HCM Control Delay, s 0 0 20.7
HCM LOS C
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h)240 - - 976 -
HCM Lane V/C Ratio 0.044 ----
HCM Control Delay (s) 20.7 - - 0 -
HCM Lane LOS C - - A -
HCM 95th %tile Q(veh) 0.1 - - 0 -
B - 1
H:\2019\19-058\Synchro\Existing 2019 AM Peak-hour.syn
2: South Access & Maple Valley Hwy Transwest Renton (19-058)
GTC (MJP)Existing 2019 AM Peak-hour
Intersection
Int Delay, s/veh 0.1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 472 2 0 2222 10 0
Future Vol, veh/h 472 2 0 2222 10 0
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 50 - 0 -
Veh in Median Storage, # 0 - - 0 2 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 97 97 97 97 97 97
Heavy Vehicles, % 5 55555
Mvmt Flow 487 2 0 2291 10 0
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 489 0 1634 245
Stage 1 - - - - 488 -
Stage 2 - - - - 1146 -
Critical Hdwy - - 4.2 - 6.9 7
Critical Hdwy Stg 1 - - - - 5.9 -
Critical Hdwy Stg 2 - - - - 5.9 -
Follow-up Hdwy - - 2.25 - 3.55 3.35
Pot Cap-1 Maneuver - - 1050 - 89 746
Stage 1 - - - - 574 -
Stage 2 - - - - 259 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1050 - 89 746
Mov Cap-2 Maneuver - - - - 232 -
Stage 1 - - - - 574 -
Stage 2 - - - - 259 -
Approach EB WB NB
HCM Control Delay, s 0 0 21.2
HCM LOS C
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h)232 - - 1050 -
HCM Lane V/C Ratio 0.044 ----
HCM Control Delay (s) 21.2 - - 0 -
HCM Lane LOS C - - A -
HCM 95th %tile Q(veh) 0.1 - - 0 -
B - 2
H:\2019\19-058\Synchro\Existing 2019 PM Peak-hour.syn
1: North Access & Maple Valley Hwy Transwest Renton (19-058)
GTC (MJP)Existing 2019 PM Peak-hour
Intersection
Int Delay, s/veh 0.5
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 2410 22 3 988 11 4
Future Vol, veh/h 2410 22 3 988 11 4
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 50 - 0 -
Veh in Median Storage, # 0 - - 0 2 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 95 95 95 95 95 95
Heavy Vehicles, % 2 22222
Mvmt Flow 2537 23 3 1040 12 4
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 2560 0 3075 1280
Stage 1 - - - - 2549 -
Stage 2 - - - - 526 -
Critical Hdwy - - 4.14 - 6.84 6.94
Critical Hdwy Stg 1 - - - - 5.84 -
Critical Hdwy Stg 2 - - - - 5.84 -
Follow-up Hdwy - - 2.22 - 3.52 3.32
Pot Cap-1 Maneuver - - 170 - ~ 9 157
Stage 1 - - - - 44 -
Stage 2 - - - - 557 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 170 - ~ 9 157
Mov Cap-2 Maneuver - - - - 40 -
Stage 1 - - - - 43 -
Stage 2 - - - - 557 -
Approach EB WB NB
HCM Control Delay, s 0 0.1 107.3
HCM LOS F
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h)50 - - 170 -
HCM Lane V/C Ratio 0.316 - - 0.019 -
HCM Control Delay (s) 107.3 - - 26.6 -
HCM Lane LOS F - - D -
HCM 95th %tile Q(veh) 1.1 - - 0.1 -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
B - 3
H:\2019\19-058\Synchro\Existing 2019 PM Peak-hour.syn
2: South Access & Maple Valley Hwy Transwest Renton (19-058)
GTC (MJP)Existing 2019 PM Peak-hour
Intersection
Int Delay, s/veh 1.1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 2457 7 2 969 16 17
Future Vol, veh/h 2457 7 2 969 16 17
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 50 - 0 -
Veh in Median Storage, # 0 - - 0 2 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 95 95 95 95 95 95
Heavy Vehicles, % 2 22222
Mvmt Flow 2586 7 2 1020 17 18
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 2593 0 3104 1297
Stage 1 - - - - 2590 -
Stage 2 - - - - 514 -
Critical Hdwy - - 4.14 - 6.84 6.94
Critical Hdwy Stg 1 - - - - 5.84 -
Critical Hdwy Stg 2 - - - - 5.84 -
Follow-up Hdwy - - 2.22 - 3.52 3.32
Pot Cap-1 Maneuver - - 165 - ~ 9 153
Stage 1 - - - - 42 -
Stage 2 - - - - 565 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 165 - ~ 9 153
Mov Cap-2 Maneuver - - - - 39 -
Stage 1 - - - - 41 -
Stage 2 - - - - 565 -
Approach EB WB NB
HCM Control Delay, s 0 0.1 117.3
HCM LOS F
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h)63 - - 165 -
HCM Lane V/C Ratio 0.551 - - 0.013 -
HCM Control Delay (s) 117.3 - - 27.1 -
HCM Lane LOS F - - D -
HCM 95th %tile Q(veh) 2.3 - - 0 -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon
B - 4
Collisions (2014‐2018)JURISDICTION COUNTY CITY PRIMARY TRAFFICWAY BLOCK NUMBERDIST FROM REF POINTMILEPOSTREPORT NUMBERDATE TIME MOST SEVERE INJURY TYPE# INJ# FAT# VEH# PEDS# BIKESVEHICLE 1 TYPE VEHICLE 2 TYPE JUNCTION RELATIONSHIP WEATHER ROADWAY SURFACE CONDITION LIGHTING CONDITION FIRST COLLISION TYPE / OBJECT STRUCKState Route King Renton 1690 0 24.67 E423550 2015-05-01 10:54 No Apparent Injury 0020 0Passenger CarPassenger CarNot at Intersection and Not Related Clear or Partly Cloudy DryDaylightFrom same direction - both going straight - both moving - sideswipeState Route King Renton 1690 0 24.68 E450237 2015-08-08 19:24 Suspected Serious Injury 3020 0Passenger CarPickup,Panel Truck or Vanette under 10,000 lb Not at Intersection and Not Related OvercastDryDaylightFrom opposite direction - all othersState Route King Renton 1690 0 24.69 E418777 2015-04-13 21:39 Possible Injury1010 0Passenger Car Not at Intersection and Not Related RainingWetDark-Street Lights On Metal Sign PostState Route King Renton 169 0 24.63 E657108 2017-03-11 14:58 Possible Injury1030 0Passenger CarPassenger CarAt DrivewayOvercastWetDaylightEntering at angleState Route King Renton 169 0 24.63 E734175 2017-11-11 20:16 Possible Injury1010 0Pickup,Panel Truck or Vanette under 10,000 lb Not at Intersection and Not Related RainingWetDark-Street Lights On Linear CurbState Route King Renton 169 0 24.64 E652024 2017-03-15 16:54 No Apparent Injury 0030 0Pickup,Panel Truck or Vanette under 10,000 lb Passenger CarNot at Intersection and Not Related RainingWetDaylightFrom same direction - both going straight - both moving - rear-endState Route King Renton 169 0 24.72 E697985 2017-07-18 18:21 No Apparent Injury 0020 0Pickup,Panel Truck or Vanette under 10,000 lb Pickup,Panel Truck or Vanette under 10,000 lb Driveway Related but Not at Driveway Clear or Partly Cloudy DryDaylightFrom same direction - both going straight - both moving - rear-endState Route King Renton 169 0 24.65 E777822 2018-03-09 20:30 No Apparent Injury 0020 0Pickup,Panel Truck or Vanette under 10,000 lb Passenger CarNot at Intersection and Not Related Clear or Partly Cloudy DryDark-Street Lights On From same direction - both going straight - both moving - sideswipe
C - 1
Collisions (2014‐2018)VEHICLE 1 ACTION VEHICLE 2 ACTION VEHICLE 1 COMPASS DIRECTION FROM VEHICLE 1 COMPASS DIRECTION TO VEHICLE 2 COMPASS DIRECTION FROMVEHICLE 2 COMPASS DIRECTION TO MV DRIVER CONTRIBUTING CIRCUMSTANCE 1 (UNIT 1) MV DRIVER CONTRIBUTING CIRCUMSTANCE 2 (UNIT 1) MV DRIVER CONTRIBUTING CIRCUMSTANCE 3 (UNIT 1) MV DRIVER CONTRIBUTING CIRCUMSTANCE 1 (UNIT 2)Going Straight Ahead Going Straight Ahead SouthNorthSouthNorthOther NoneOther*Going Straight Ahead WestNorthEastWestOtherOn Wrong Side Of RoadOver Center LineNoneGoing Straight Ahead NorthSouth Exceeding Stated Speed Limit Making Left Turn Going Straight Ahead WestNorthSouthNorthDid Not Grant RW to Vehicle NoneGoing Straight Ahead EastWest None Going Straight Ahead Going Straight Ahead WestEastWestEastInattention NoneGoing Straight Ahead SlowingWestEastWestEastInattention NoneChanging Lanes Going Straight Ahead WestEastWestEastOther NoneC - 2
Collisions (2014‐2018)FIRST IMPACT LOCATION (City, County & Misc Trafficways ‐ 2010 forward) WA STATE PLANE SOUTH ‐ X 2010 ‐ FORWARD WA STATE PLANE SOUTH ‐ Y 2010 ‐ FORWARDLane 2 Increasing Milepost1222982.38 786684.84Lane 2 Increasing Milepost1222925.77 786718.45Past Right Shoulder Decreasing Milepost1222902.23 786737.44Lane 1 Increasing Milepost1223193.87 786552.23Right Shoulder Decreasing Milepost1223150.88 786574.37Lane 1 Increasing Milepost1223115 786584.61Lane 2 Decreasing Milepost1222792.42 786817.61Lane 1 Decreasing Milepost1223071.43 786629.8
C - 3
C - 4