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KING COUNTY PARKS – RENTON SHOP
TRAFFIC IMPACT ANALYSIS
CONTRACT NO. E00491E17
11/16/2018
Department of Natural Resources and Parks
Parks and Recreation Division
King Street Center, KSC-NR-0700
201 S Jackson Street, Suite 700
Seattle, WA 98104
Table of Contents
Introduction ................................................................................................................................ 2
Methodology .............................................................................................................................. 4
Study Area ................................................................................................................................. 5
Other Developments .................................................................................................................. 5
Existing Traffic Conditions .......................................................................................................... 5
Roadway/Intersection Conditions ........................................................................................ 5
Pedestrian/Bicycle Facility .................................................................................................. 5
Transit Route ...................................................................................................................... 5
Site-Generated Trips .................................................................................................................. 6
Trip Generation ................................................................................................................... 6
Trip Distribution/Assignment ............................................................................................... 8
Traffic Volumes .......................................................................................................................... 8
Traffic Counts ..................................................................................................................... 8
Existing Traffic .................................................................................................................... 9
Horizon Year Traffic without and with Project ...................................................................... 9
Operations Analysis ..................................................................................................................10
Conclusion ................................................................................................................................10
King County Parks – Renton Shop
Traffic Impact Analysis November 16, 2018
hdrinc.com 929 108th Avenue NE, Suite 1200, Bellevue, WA 98004-5549 (425) 450-6200 1
Prepared for King County Parks & Recreation by:
HDR, Inc.
King County Parks – Renton Shop
Traffic Impact Analysis November 16, 2018
hdrinc.com 929 108th Avenue NE, Suite 1200, Bellevue, WA 98004-5549 (425) 450-6200 2
Memo
Date: Friday, November 16, 2018
Project: King County Parks – Renton Shop
To: Brenda Bradford, King County PM
From: Jake Pi, PE, PTOE
Cc:
Subject: Traffic Impact Analysis
This memorandum documents the analysis of traffic impacts anticipated to result from the
proposed King County Parks – Renton Shop (Project) in Renton, Washington.
Introduction
King County Parks consists of more than 200 parks, 175 miles of regional trails, and 215 miles of
backcountry trails–totaling more than 28,000 acres of property to operate and maintain. Their
headquarters for operations and maintenance (O&M) is located at the Central Maintenance
Facility (Renton Shop, 3005 NE 4th Street in Renton (see vicinity map). The King County
Department of Natural Resources and Parks, Parks and Recreation Division is proposing to
replace the existing Central Maintenance Facility (Parcel No. 1434000012). The existing post-
World War II-era facility is aging, is not connected to the City’s sanitary sewer system, and cannot
accommodate the planned expansion of staff, equipment, and vehicles. The replacement facility,
developed on the same site, will be called the King County Parks - Renton Shop. The Renton
Shop will address currently unmet service needs, be built to current building and environmental
standards, and will accommodate projected future staff growth. The Renton Shop will provide
improved function and space for shop operations, enhanced vehicle and pedestrian safety, better
site circulation and flow, and provide needed office space, meeting rooms, storage, and support
spaces to support planned growth.
The project site was subdivided into an approximately 5.7 acre (248,672 square foot) parcel from
a larger County-owned property in 2016 (REC #20160303900006), and is zoned light industrial.
The new facility would consist of 3 new buildings, staff and visitor parking, fleet and equipment
parking, and covered and uncovered storage. The Crew/Administration Building A (2-story,
approximately 27,000 sq. ft.) is oriented to take advantage of the southern exposure and southerly
winds to act as natural ventilation and cooling. The Shop Building B (2-story, approximately
20,900 sq. ft.) is more centrally located on the site. Along the north and west boundaries, a variety
of storage areas will include ecology block material storage bins, utility trailers and other
equipment parking, and enclosed storage in Building C (single-story, approximately 4,500 sq. ft.).
The construction is scheduled to complete in 2022. This project is located within the city limits of
Renton, Washington, King County Parcel No. 1434000012. Project site fronts Jefferson Avenue
NE which is a private road, just to the south of NE 3rd Street. Site access will be provided via two
driveways connecting to Jefferson Avenue NE. The project location is shown in Figure 1. The
draft site plan is shown in Figure 2.
King County Parks – Renton Shop
Traffic Impact Analysis November 16, 2018
hdrinc.com 929 108th Avenue NE, Suite 1200, Bellevue, WA 98004-5549 (425) 450-6200 3
The traffic impact analysis (TIA) described in this memorandum has been conducted for two
purposes. First, it has been conducted to provide environmental compliance service required for
the environmental aspects of this project. Second, this TIA will be used to provide input to the
formal NEPA/SEPA environmental impact documentation for the proposed project.
This TIA will evaluate the traffic operational impacts from the new vehicle trips generated by the
new facility. As shown in the conclusion of this report, the analysis results showed that the traffic
operations impacts would be minimal, and the study intersection would continue to operate in an
acceptable LOS. No further analysis or any mitigations are recommended.
Figure 1: Project Location
King County Parks – Renton Shop
Traffic Impact Analysis November 16, 2018
hdrinc.com 929 108th Avenue NE, Suite 1200, Bellevue, WA 98004-5549 (425) 450-6200 4
Figure 2: Site Plan (Draft)
Methodology
Traffic analysis for intersection operations was conducted using the version 10 of SynchroTM
software. Synchro is designed to measure the quality of intersection operations using the Level
of Service (LOS) concept documented the Highway Capacity Manual (HCM) published by the
Transportation Research Board (TRB). Synchro 10 is generally consistent with the latest 6th
edition of the HCM.
LOS is a letter-grade scale to assess the quality of peak hour traffic operations, ranging from A
(best) to F (worst). For an intersection, LOS is assigned based on the average delay experienced
by the vehicles traveling through it during a given peak hour. The peak hour delay thresholds
differ between signalized and unsignalized intersections, as shown in Table 1.
Table 1: Highway Capacity Manual Definitions for Level of Service
LOS Characteristics Average Delay Range (seconds/vehicle)
Signalized Unsignalized*
A Very low to no delay 0 to 10.0 0 to 10.0
B Occasionally some delay 10.1 to 20.0 10.1 to 15.0
C Noticeable delay, but not inconvenient 20.1 to 35.0 15.1 to 25.0
D Noticeable and irritating delay 35.1 to 55.0 25.1 to 35.0
E Delay approaching tolerance level 55.1 to 80.0 35.1 to 50.0
F Delay exceeding tolerance level 80.1 or more 50.1 or more
Source: HCM, 6th Edition
*Unsignalized intersection LOS is reported only for worst stop-controlled movement
King County Parks – Renton Shop
Traffic Impact Analysis November 16, 2018
hdrinc.com 929 108th Avenue NE, Suite 1200, Bellevue, WA 98004-5549 (425) 450-6200 5
Study Area
The study area boundary is selected to include all roadways and intersections that would
experience a 5% increase in peak hour traffic volumes as a result of the proposed development.
The project site is accessed via Jefferson Avenue NE, a private road owned by King County that
has no through traffic route to the south. So all of the site-generated traffic is assumed to be from
the north, via NE 3rd Street/Jefferson Avenue NE intersection. This intersection may experience
up to 5% increase in peak hour traffic volumes, but beyond this intersection, the site-generated
traffic would be dispersed and the increase would be minimal. Therefore, this TIA will analyze one
intersection, NE 3rd Street/Jefferson Avenue NE for its impact in traffic operation due to the
proposed project.
Other Developments
The City of Renton’s GIS database show the following developments currently proposed within
the vicinity:
Hertz Rental Car at Renton Collisions Center: a Tier 2 Temporary Use Permit has been
approved to allow for the operation of a small vehicle rental business associated with
Renton Auto Collision, the primary business located on the property at 3205 NE 4th Street.
The vehicle rental service is provided by Hertz as an auxiliary service to the auto-body
shop and customers use the service while their car is being repaired. No significant trip
generation is expected by this temporary use.
Stor-House Self Storage: a 56,835 SF storage facility is proposed to replace the existing
16,479 SF storage facility. A trip generation study, conducted for this redevelopment in
July 2017, indicated that there would be less than 20 net new AM or PM peak hour trips
generated.
Existing Traffic Conditions
Roadway/Intersection Conditions
The NE 3rd Street/Jefferson Avenue NE intersection is controlled by a traffic signal. NE 3rd Street
at this location is a five-lane roadway with a dedicated left-turn lane. Jefferson Avenue NE at this
location is a two-lane roadway, with an exception for the southbound approach at NE 3rd Street
where there is a dedicated right-turn lane and a shared through/left lane. Posted speed limit for
NE 3rd Street is 35 mph, and for Jefferson Avenue NE it is assumed to be 25 mph.
Pedestrian/Bicycle Facility
A separated pathway is provided on both sides of NE 3rd Street, and sidewalks are provided along
both sides of Jefferson Avenue NE. At NE 3rd Street/Jefferson Avenue NE intersection, marked
crosswalks are provided across the south and west legs. Figure 3 shows the pedestrian and
bicycle routes through the study area.
Transit Route
King County Metro operates Route 105 through the study area. Route 105 runs east-west along
NE 4th Street, passing through the NE 3rd Street/Jefferson Avenue NE intersection. Figure 3
shows the transit route.
King County Parks – Renton Shop
Traffic Impact Analysis November 16, 2018
hdrinc.com 929 108th Avenue NE, Suite 1200, Bellevue, WA 98004-5549 (425) 450-6200 6
Figure 3: Pedestrian, Bicycle, Transit Routes
Site-Generated Trips
Trip Generation
Trips generated by the proposed project is estimated based on the number of employees that are
to access the site on a daily basis, as well as any non-employees that are expected to access the
site, such as delivery trucks. There are only occasional visitors to this location, therefore the
vehicle trips by visitors are not considered in the estimate. Also, since the existing facility at the
project site will be removed and replaced by the proposed facility, the net new trips will be
calculated by subtracting the number of existing trips from the proposed trips.
The proposed facility will be designed to accommodate up to 131 staff total. This total number
includes the spring/summer seasonal increase of the field crews. About 5% of the total staff would
be in administration/operations & management (O&M) that are working on site all day from 7:30
a.m. to 4:30 p.m. About 48% of the total staff are also in admin/O&M, and this group would report
to work in the morning, take the single-occupant fleet vehicle out to off-site locations for various
purposes, return to the office, and get off work at 4:30 p.m. The rest of the staff will be the
dispatched field crews and seasonal staff that report to work alone at 6 a.m., use the fleet vehicle
in groups of two and go out to off-site locations, return between 3 and 4 p.m., and get off work
alone at 4:30 p.m. The admin/O&M staff work from Monday through Friday, and the field staff
King County Parks – Renton Shop
Traffic Impact Analysis November 16, 2018
hdrinc.com 929 108th Avenue NE, Suite 1200, Bellevue, WA 98004-5549 (425) 450-6200 7
work from Monday through Thursday. In addition to the total staff, there are other County Parks
District Maintenance Coordinators (PDMC) who are based at other Parks locations but come to
the Renton location for general administrative purposes. Two PDMCs are assumed to stop by
during the day. Lastly, six delivery trucks are assumed to access the site during the day. For the
purpose of a conservative analysis, it will be assumed that all of the vehicle trips in and out of the
site throughout the day are occurring during either AM or PM peak hour, even though the exact
times of deliveries are not certain and the admin/O&M staff that take single-occupant fleet vehicle
would likely try to avoid traveling during peak periods. With these assumptions, based on 7
admin/O&M staff that stay on site all day, 63 admin/O&M staff that take single occupant vehicle
off site during the day, 61 dispatched field crews/seasonal staff that take double-occupant fleet
vehicle, 2 PDMCs and 6 delivery trucks, the gross total trips generated by the proposed facility
calculates to 139 inbound and 102 outbound trips during the AM peak hour, and 102 inbound and
139 outbound trips during the PM peak hour.
The existing facility currently has 70 staff that report to the site. There are 4 admin/O&M staff that
stay on site all day, 34 admin/O&M staff that take single occupant vehicle off site during the day,
32 dispatched field crews/seasonal staff that take double-occupant fleet vehicle, 2 PDMCs and 3
delivery trucks. Using the same assumptions as for the proposed facility, the existing facility
generates 75 inbound and 55 outbound trips during the AM peak hour, and 55 inbound and 75
outbound trips during the PM peak hour.
After subtracting the trips generated by the existing facility from the gross total trips generated by
the proposed facility, the net new trips generated by this proposed project will be 64 inbound and
47 outbound trips during the AM peak hour, and 47 inbound and 64 outbound trips during the PM
peak hour. The summary of trip generation calculation is shown in Table 2.
Table 2: Trip Generation
Proposed Project Daily Trips AM Peak Hour Trips PM Peak Hour Trips
Personnel Number Total In Out Total In Out Total In Out
Admin/O&M Type A* 7 14 7 7 7 7 0 7 0 7
Admin/O&M Type B* 63 252 126 126 126 63 63 126 63 63
Field Crew (2 crew/veh) 61 184 92 92 92 61 31 92 31 61
PDMC 2 8 4 4 4 2 2 4 2 2
Delivery Trucks 6 24 12 12 12 6 6 12 6 6
Gross Total Trips 482 241 241 241 139 102 241 102 139
Existing Facility Daily Trips AM Peak Hour Trips PM Peak Hour Trips
Personnel Number Total In Out Total In Out Total In Out
Admin/O&M Type A* 4 8 4 4 4 4 0 4 0 4
Admin/O&M Type B* 34 136 68 68 68 34 34 68 34 34
Field Crew (2 crew/veh) 32 96 48 48 48 32 16 48 16 32
PDMC 2 8 4 4 4 2 2 4 2 2
Delivery Trucks 3 12 6 6 6 3 3 6 3 3
Total Existing Trips 260 130 130 130 75 55 130 55 75
Net New Trips Daily Trips AM Peak Hour Trips PM Peak Hour Trips
(Proposed) - (Existing) Total In Out Total In Out Total In Out
222 111 111 111 64 47 111 47 64
Note: Admin/O&M staff Type A stay on site all day. Admin/O&M staff Type B take single-occupant fleet vehicle out for one off-
site trip during the day.
King County Parks – Renton Shop
Traffic Impact Analysis November 16, 2018
hdrinc.com 929 108th Avenue NE, Suite 1200, Bellevue, WA 98004-5549 (425) 450-6200 8
Trip Distribution/Assignment
The project site is accessed via Jefferson Avenue NE, which is King County’s private road that
has no through traffic route to the south. There are vehicle wash stations and fuel pumps for King
County vehicles to the south of the project site, so some King County vehicles that are coming
from the east and want to stop by to use those facilities may access the project site from the
south. But since this number cannot be determined, all of the site-generated traffic is assumed to
be from the north, via NE 3rd Street/Jefferson Avenue NE intersection. The existing turning
movement counts at this intersection were referenced so as to assign the generated inbound and
outbound trips in the same turning proportion. On average, about 65% of traffic are accessing the
site from the west via NE 3rd Street, and about 30% are from the east via NE 4th Street. Figure 4
shows the trip distribution percentages and trip assignment volumes within the study area.
Figure 4: Trip Distribution and Assignment
Traffic Volumes
Traffic Counts
Traffic count data for the study intersection of NE 3rd Street and Jefferson Avenue NE was
provided by the City of Renton. The count data included the following count times:
King County Parks – Renton Shop
Traffic Impact Analysis November 16, 2018
hdrinc.com 929 108th Avenue NE, Suite 1200, Bellevue, WA 98004-5549 (425) 450-6200 9
AM – 7 a.m. to 9 a.m., counted on September 24, 2014 by the City of Renton
Midday – 11 a.m. to 1 p.m., counted on June 8, 2010 by the City of Renton
PM – 4 p.m. to 6 p.m., counted on June 12, 2013 by a third party vendor
Analysis of the count data showed that the AM peak hour occurred from 7:15 a.m. to 8:15 a.m.,
and the PM peak hour occurred from 4:45 p.m. to 5:45 p.m. The traffic count sheets are included
in Attachment A.
Existing Traffic
Using the traffic counts, the existing year 2018 traffic volumes were calculated assuming a 1%
annual compound growth rate. These traffic volumes were used for the operations analysis of the
existing condition. The existing year 2018 traffic volumes are shown in Figure 5.
Horizon Year Traffic without and with Project
From the existing 2018 peak hour volumes, the 1% annual compound growth rate was applied up
to the horizon year, 2022 when the construction will be completed. These volumes were used for
the analysis of the horizon year traffic without project. Finally, these volumes were added with the
site-generated trip assignment (shown in Figure 3) to make the horizon year traffic with project.
The horizon year traffic volumes without and with project are shown in Figure 5.
Figure 5: Peak Hour Turning Movement Volumes
King County Parks – Renton Shop
Traffic Impact Analysis November 16, 2018
hdrinc.com 929 108th Avenue NE, Suite 1200, Bellevue, WA 98004-5549 (425) 450-6200 10
Operations Analysis
At the study intersection of NE 3rd Street and Jefferson Avenue NE, analysis of the existing year
(2018) traffic conditions resulted in an average delay of 18.2 seconds per vehicle during AM peak
hour and 17.3 seconds per vehicle during PM peak hour, both LOS B, which can be described as
having occasionally some delay. No notable deficiencies were shown. The horizon year (2022)
traffic conditions without project resulted in an average delay of 18.3 seconds during AM peak
hour and 17.6 seconds during PM peak hour, still both LOS B. From this condition, adding the
generated trips by the proposed project increased the average delay by about one to three
seconds, with 19.1 seconds during AM peak hour and 20.1 seconds during PM peak hour,
maintaining LOS B. A tabulated summary of the operations analysis results are shown below in
Table 3. Detailed Synchro analysis report is included in Attachment B.
Table 3: Peak Hour Intersection Level of Service and Delay
NE 3rd St & Jefferson Ave NE Intersection LOS (Average Delay,
seconds/vehicle)
Scenarios AM PM
Existing 2018 Condition B (18.2) B (17.3)
Horizon Year 2022 Condition without Project B (18.3) B (17.6)
Horizon Year 2022 Condition with Project B (19.1) B (20.1)
Source: Analysis with Synchro 10 based on HCM 6th Edition
Conclusion
The proposed project would generate 222 net new daily trips and 111 net new hourly trips for AM
and PM peak hours. The traffic operations analysis was conducted to determine any impact by
the proposed project, and modeled a worst-case scenario during which seasonal staff were
included in the daily trip counts. The results showed that the change in traffic operations would
be minimal, and the study intersection would continue to operate in an acceptable LOS. The
proposed facility will be serving the same land use as the existing facility, so in terms of traffic
safety at the NE 3rd Street & Jefferson Avenue NE intersection and the site driveways, it is
expected that road users will experience no difference in traffic patterns, only the small increase
of traffic volumes. No additional study is recommended.
1055SouthGradyWayRenton,WA98057AheadoftheCttn’eCounter:Ti2-150CountedBy:BMLWeather:RAINYOther:WETPAVEMENTFileName:TMC1O4ASiteCode:00000104StartDate:09/24/2014222492.350100093.59598.494.8098.2175098.497.284.110096.9PageNo:1GroupsPrinted-CARS/PEDESTRIANS-HEAVYVEHICLESJEFFERSONAVNENE3RDSTJEFFERSONAVNENE3RDSTFromNorthFromEastFromSouthFromWestStartTimeLeftThruRightPedsAppmLeftThmRightPedsAppTAALeftThwRightPedsAppTVALeftThwRightPedsAppTmtTotal07:00200602612921003035011712348224558107:151813022032413033790009112496026663407:3012070195286502968151152624213128261207:45130301642562302834020638263101312617Total6311908310115851012192618237769883741105244408:001104015230917032851006242335026261108:152005025429015030980019111817019954208:30816015128919030981101051895019953308:45150201732151302318140131020990228489Total5411707210110364011772935138508122608882175Grandlotal11723601552022611150239655413375126180063419934619Apprch%75.51.323.200.894.44.8073.35.317.346.390.33.20.2Total¾2.500.803.40.448.92.5051.9-1.20.10.30.11.62.7391.40143.1-c.EspEDEsrHwIs%CARSPEDESTHAA70.97553.810069.397HEAVYVEHICLESHEAVVASIAIItES7.750006.551.65.201.829.12546.2030.71.62.815.903.13
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--T JEFFERSON AV NE NE 3RD ST EEA1NE NE 3RD ST
From North ___[pm East FromSouth From West
Start Time Right Thru Left Peds App Total Right Thru Left Peds App Total Right Thru,Left Feds App Total Right Thru Left Peds App Total mt Total
11:00!5 0 17 1 23 12 219 9 0 240 15 0 10 0 25!13 173 4 0 190 478
11:15 7 2 14 0 23 12 256 10 0 278 11 4 16 0 31 15 193 3 0 211 543
11:30 4 1 13 0 18 7 229 6 2 244;14 1 25 0 40 9 211 9 0 229 531
11:45 6 2 14 1 23 11 214 3 0 228 5 3 15 0 23 21 199 8 0 228 502
Total 22 5 58 2 87’42 918 282 9945 8 66 0 119 58 776 24 0 858 2054
12:00 5 2 18 0 25 12 232 14 0 258 14 3 18 0 35 10 183 7 2 202 520
12:15 5 0 22 0 27 16 265 9 0 290 7 0 10 0 17 12 217 5 0 234 568
12:30 7 1 8 0 16 15 234 11 0 260 11 2 11 0 24 14 187 3 0 204 504
12:45 4 4 19 2 29 13 283 14 0 310 10 2 100 229 233 43 249610
Total 21 7 67 2 97 56 1014 48 0 1118 ‘42 7 49 0 98 45 820 19 5 889 2202
GrandTotal 43 12 125 4 184 98 1932 76 2 2108 87 15 115 0 217 103 1596 43 5 1747,4256Apprch%23.4 6.5 67.9 2.2 4.6 91.7 3.6 0.1 40.1 6.9 53 0 5.9 91.4 2.5 0.3Total%‘1 0.32.9 Q±__
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From North
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From South From WestStartTimeRightIl]ru I Left Peds App Total FfTh_Left Feds App Total Right Thru Left Peds App Total Right —Thru Left Peds App Total lnt TotalPeakHourAnalysisFrom11:00 to 12:45 -Peak 1 of 1
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HCM 6th Signalized Intersection Summary King County Parks - Renton Shop TIA
1: Jefferson Ave NE & NE 3rd St/NE 4th St 2018 AM
HDR Synchro 10 Report
10/29/2018 Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 103 1027 35 11 1223 60 27 2 7 56 1 18
Future Volume (veh/h) 103 1027 35 11 1223 60 27 2 7 56 1 18
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 1.00 1.00 1.00 1.00 1.00
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
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1856 1856 1826 1870 1870 1441 1441 1441 1811 1811 1811
Adj Flow Rate, veh/h 106 1059 36 11 1261 62 28 2 7 58 1 19
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97
Percent Heavy Veh, % 2 3 3 5 2 2 31 31 31 6 6 6
Cap, veh/h 138 1875 64 23 1638 80 295 24 57 482 8 436
Arrive On Green 0.08 0.54 0.54 0.01 0.48 0.48 0.28 0.28 0.28 0.28 0.28 0.28
Sat Flow, veh/h 1781 3479 118 1739 3447 169 767 86 199 1392 27 1535
Grp Volume(v), veh/h 106 537 558 11 649 674 37 0 0 59 0 19
Grp Sat Flow(s),veh/h/ln 1781 1763 1834 1739 1777 1840 1052 0 0 1419 0 1535
Q Serve(g_s), s 4.8 16.7 16.7 0.5 25.0 25.1 1.3 0.0 0.0 0.0 0.0 0.7
Cycle Q Clear(g_c), s 4.8 16.7 16.7 0.5 25.0 25.1 3.4 0.0 0.0 2.1 0.0 0.7
Prop In Lane 1.00 0.06 1.00 0.09 0.76 0.19 0.98 1.00
Lane Grp Cap(c), veh/h 138 950 989 23 844 874 376 0 0 490 0 436
V/C Ratio(X) 0.77 0.56 0.56 0.47 0.77 0.77 0.10 0.00 0.00 0.12 0.00 0.04
Avail Cap(c_a), veh/h 420 1844 1919 137 1580 1636 376 0 0 490 0 436
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 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00
Uniform Delay (d), s/veh 37.4 12.6 12.6 40.5 17.9 18.0 22.5 0.0 0.0 21.9 0.0 21.4
Incr Delay (d2), s/veh 8.7 0.5 0.5 13.8 1.5 1.5 0.5 0.0 0.0 0.5 0.0 0.2
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 2.4 5.9 6.2 0.3 9.5 9.9 0.6 0.0 0.0 0.9 0.0 0.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 46.1 13.2 13.1 54.3 19.5 19.4 23.0 0.0 0.0 22.4 0.0 21.6
LnGrp LOS D B B D B B C A A C A C
Approach Vol, veh/h 1201 1334 37 78
Approach Delay, s/veh 16.1 19.7 23.0 22.2
Approach LOS B B C C
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 28.0 5.6 49.1 28.0 10.9 43.8
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 23.5 6.5 86.5 23.5 19.5 73.5
Max Q Clear Time (g_c+I1), s 5.4 2.5 18.7 4.1 6.8 27.1
Green Ext Time (p_c), s 0.1 0.0 9.1 0.3 0.2 12.2
Intersection Summary
HCM 6th Ctrl Delay 18.2
HCM 6th LOS B
HCM 6th Signalized Intersection Summary King County Parks - Renton Shop TIA
1: Jefferson Ave NE & NE 3rd St/NE 4th St 2018 PM
HDR Synchro 10 Report
10/08/2018 Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 21 1632 6 12 1141 99 38 5 20 97 4 19
Future Volume (veh/h) 21 1632 6 12 1141 99 38 5 20 97 4 19
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 1.00 1.00 1.00 1.00 1.00
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
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1870 1870 1870 1856 1856 1856
Adj Flow Rate, veh/h 22 1700 6 12 1189 103 40 5 21 101 4 20
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96
Percent Heavy Veh, % 1 1 1 1 1 1 2 2 2 3 3 3
Cap, veh/h 41 2140 8 26 1920 166 236 38 100 414 15 413
Arrive On Green 0.02 0.58 0.58 0.01 0.58 0.58 0.26 0.26 0.26 0.26 0.26 0.26
Sat Flow, veh/h 1795 3661 13 1795 3336 289 672 146 382 1300 57 1572
Grp Volume(v), veh/h 22 831 875 12 637 655 66 0 0 105 0 20
Grp Sat Flow(s),veh/h/ln 1795 1791 1883 1795 1791 1833 1200 0 0 1357 0 1572
Q Serve(g_s), s 1.2 35.0 35.0 0.6 22.8 22.9 2.0 0.0 0.0 0.0 0.0 0.9
Cycle Q Clear(g_c), s 1.2 35.0 35.0 0.6 22.8 22.9 8.3 0.0 0.0 6.3 0.0 0.9
Prop In Lane 1.00 0.01 1.00 0.16 0.61 0.32 0.96 1.00
Lane Grp Cap(c), veh/h 41 1047 1101 26 1031 1055 374 0 0 429 0 413
V/C Ratio(X) 0.53 0.79 0.79 0.47 0.62 0.62 0.18 0.00 0.00 0.24 0.00 0.05
Avail Cap(c_a), veh/h 120 1575 1656 102 1557 1594 374 0 0 429 0 413
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 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00
Uniform Delay (d), s/veh 47.0 15.7 15.7 47.5 13.6 13.6 29.7 0.0 0.0 28.8 0.0 26.8
Incr Delay (d2), s/veh 10.2 1.7 1.6 12.8 0.6 0.6 1.0 0.0 0.0 1.4 0.0 0.2
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 0.6 13.1 13.7 0.4 8.4 8.7 1.4 0.0 0.0 2.1 0.0 0.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 57.2 17.3 17.3 60.3 14.2 14.2 30.8 0.0 0.0 30.1 0.0 27.0
LnGrp LOS E B B E B B C A A C A C
Approach Vol, veh/h 1728 1304 66 125
Approach Delay, s/veh 17.8 14.6 30.8 29.6
Approach LOS B B C C
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 30.0 5.9 61.3 30.0 6.7 60.5
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 25.5 5.5 85.5 25.5 6.5 84.5
Max Q Clear Time (g_c+I1), s 10.3 2.6 37.0 8.3 3.2 24.9
Green Ext Time (p_c), s 0.2 0.0 19.8 0.5 0.0 12.2
Intersection Summary
HCM 6th Ctrl Delay 17.3
HCM 6th LOS B
HCM 6th Signalized Intersection Summary King County Parks - Renton Shop TIA
1: Jefferson Ave NE & NE 3rd St/NE 4th St 2022 AM without Project
HDR Synchro 10 Report
10/29/2018 Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 107 1069 37 12 1272 63 28 2 8 58 1 18
Future Volume (veh/h) 107 1069 37 12 1272 63 28 2 8 58 1 18
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 1.00 1.00 1.00 1.00 1.00
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
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1856 1856 1826 1870 1870 1441 1441 1441 1811 1811 1811
Adj Flow Rate, veh/h 110 1102 38 12 1311 65 29 2 8 60 1 19
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97
Percent Heavy Veh, % 2 3 3 5 2 2 31 31 31 6 6 6
Cap, veh/h 142 1929 66 25 1687 84 278 23 59 466 7 420
Arrive On Green 0.08 0.55 0.55 0.01 0.49 0.49 0.27 0.27 0.27 0.27 0.27 0.27
Sat Flow, veh/h 1781 3477 120 1739 3446 171 748 84 215 1397 26 1535
Grp Volume(v), veh/h 110 559 581 12 675 701 39 0 0 61 0 19
Grp Sat Flow(s),veh/h/ln 1781 1763 1834 1739 1777 1840 1047 0 0 1423 0 1535
Q Serve(g_s), s 5.2 17.7 17.8 0.6 26.9 27.0 1.5 0.0 0.0 0.0 0.0 0.8
Cycle Q Clear(g_c), s 5.2 17.7 17.8 0.6 26.9 27.0 3.7 0.0 0.0 2.3 0.0 0.8
Prop In Lane 1.00 0.07 1.00 0.09 0.74 0.21 0.98 1.00
Lane Grp Cap(c), veh/h 142 978 1017 25 870 900 360 0 0 473 0 420
V/C Ratio(X) 0.77 0.57 0.57 0.48 0.78 0.78 0.11 0.00 0.00 0.13 0.00 0.05
Avail Cap(c_a), veh/h 384 1796 1869 111 1541 1596 360 0 0 473 0 420
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 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00
Uniform Delay (d), s/veh 38.8 12.5 12.5 42.0 18.0 18.1 24.1 0.0 0.0 23.5 0.0 22.9
Incr Delay (d2), s/veh 8.7 0.5 0.5 13.3 1.5 1.5 0.6 0.0 0.0 0.6 0.0 0.2
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 2.6 6.3 6.5 0.3 10.3 10.7 0.7 0.0 0.0 1.0 0.0 0.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 47.5 13.0 13.0 55.3 19.6 19.6 24.7 0.0 0.0 24.0 0.0 23.1
LnGrp LOS D B B E B B C A A C A C
Approach Vol, veh/h 1250 1388 39 80
Approach Delay, s/veh 16.0 19.9 24.7 23.8
Approach LOS B B C C
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 28.0 5.7 52.1 28.0 11.3 46.5
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 23.5 5.5 87.5 23.5 18.5 74.5
Max Q Clear Time (g_c+I1), s 5.7 2.6 19.8 4.3 7.2 29.0
Green Ext Time (p_c), s 0.1 0.0 9.8 0.3 0.2 13.1
Intersection Summary
HCM 6th Ctrl Delay 18.3
HCM 6th LOS B
HCM 6th Signalized Intersection Summary King County Parks - Renton Shop TIA
1: Jefferson Ave NE & NE 3rd St/NE 4th St 2022 PM without Project
HDR Synchro 10 Report
10/08/2018 Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 22 1698 7 12 1188 103 39 5 21 101 4 20
Future Volume (veh/h) 22 1698 7 12 1188 103 39 5 21 101 4 20
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 1.00 1.00 1.00 1.00 1.00
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
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1870 1870 1870 1856 1856 1856
Adj Flow Rate, veh/h 23 1769 7 12 1238 107 41 5 22 105 4 21
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96
Percent Heavy Veh, % 1 1 1 1 1 1 2 2 2 3 3 3
Cap, veh/h 42 2198 9 25 1973 170 217 35 93 392 14 396
Arrive On Green 0.02 0.60 0.60 0.01 0.59 0.59 0.25 0.25 0.25 0.25 0.25 0.25
Sat Flow, veh/h 1795 3659 14 1795 3337 288 636 139 371 1278 54 1572
Grp Volume(v), veh/h 23 865 911 12 663 682 68 0 0 109 0 21
Grp Sat Flow(s),veh/h/ln 1795 1791 1883 1795 1791 1833 1146 0 0 1333 0 1572
Q Serve(g_s), s 1.3 37.8 37.9 0.7 24.3 24.5 2.4 0.0 0.0 0.0 0.0 1.0
Cycle Q Clear(g_c), s 1.3 37.8 37.9 0.7 24.3 24.5 9.6 0.0 0.0 7.3 0.0 1.0
Prop In Lane 1.00 0.01 1.00 0.16 0.60 0.32 0.96 1.00
Lane Grp Cap(c), veh/h 42 1076 1131 25 1059 1084 346 0 0 406 0 396
V/C Ratio(X) 0.54 0.80 0.81 0.47 0.63 0.63 0.20 0.00 0.00 0.27 0.00 0.05
Avail Cap(c_a), veh/h 115 1513 1590 98 1495 1530 346 0 0 406 0 396
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 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00
Uniform Delay (d), s/veh 48.9 15.6 15.6 49.5 13.4 13.5 32.4 0.0 0.0 31.0 0.0 28.7
Incr Delay (d2), s/veh 10.5 2.2 2.1 13.0 0.6 0.6 1.3 0.0 0.0 1.6 0.0 0.3
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 0.7 14.3 15.0 0.4 9.0 9.3 1.5 0.0 0.0 2.4 0.0 0.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 59.4 17.8 17.8 62.5 14.0 14.1 33.6 0.0 0.0 32.6 0.0 29.0
LnGrp LOS E B B E B B C A A C A C
Approach Vol, veh/h 1799 1357 68 130
Approach Delay, s/veh 18.3 14.5 33.6 32.1
Approach LOS B B C C
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 30.0 5.9 65.3 30.0 6.9 64.3
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 25.5 5.5 85.5 25.5 6.5 84.5
Max Q Clear Time (g_c+I1), s 11.6 2.7 39.9 9.3 3.3 26.5
Green Ext Time (p_c), s 0.2 0.0 20.9 0.5 0.0 13.1
Intersection Summary
HCM 6th Ctrl Delay 17.6
HCM 6th LOS B
HCM 6th Signalized Intersection Summary King County Parks - Renton Shop TIA
1: Jefferson Ave NE & NE 3rd St/NE 4th St 2022 AM with Project
HDR Synchro 10 Report
11/14/2018 Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 107 1069 84 27 1272 63 63 5 17 58 2 18
Future Volume (veh/h) 107 1069 84 27 1272 63 63 5 17 58 2 18
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 1.00 1.00 1.00 1.00 1.00
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
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1856 1856 1826 1870 1870 1441 1441 1441 1811 1811 1811
Adj Flow Rate, veh/h 110 1102 87 28 1311 65 65 5 18 60 2 19
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97
Percent Heavy Veh, % 2 3 3 5 2 2 31 31 31 6 6 6
Cap, veh/h 142 1790 141 49 1687 84 272 24 57 447 14 420
Arrive On Green 0.08 0.54 0.54 0.03 0.49 0.49 0.27 0.27 0.27 0.27 0.27 0.27
Sat Flow, veh/h 1781 3310 261 1739 3446 171 726 89 210 1334 50 1535
Grp Volume(v), veh/h 110 587 602 28 675 701 88 0 0 62 0 19
Grp Sat Flow(s),veh/h/ln 1781 1763 1809 1739 1777 1840 1025 0 0 1383 0 1535
Q Serve(g_s), s 5.2 19.7 19.7 1.4 26.9 27.0 4.6 0.0 0.0 0.0 0.0 0.8
Cycle Q Clear(g_c), s 5.2 19.7 19.7 1.4 26.9 27.0 7.4 0.0 0.0 2.8 0.0 0.8
Prop In Lane 1.00 0.14 1.00 0.09 0.74 0.20 0.97 1.00
Lane Grp Cap(c), veh/h 142 953 978 49 870 900 353 0 0 461 0 420
V/C Ratio(X) 0.77 0.62 0.62 0.57 0.78 0.78 0.25 0.00 0.00 0.13 0.00 0.05
Avail Cap(c_a), veh/h 384 1755 1801 152 1541 1596 353 0 0 461 0 420
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 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00
Uniform Delay (d), s/veh 38.8 13.6 13.6 41.2 18.0 18.1 25.9 0.0 0.0 23.7 0.0 22.9
Incr Delay (d2), s/veh 8.7 0.6 0.6 9.9 1.5 1.5 1.7 0.0 0.0 0.6 0.0 0.2
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 2.6 7.1 7.3 0.7 10.3 10.7 1.6 0.0 0.0 1.0 0.0 0.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 47.5 14.2 14.2 51.1 19.6 19.6 27.5 0.0 0.0 24.3 0.0 23.1
LnGrp LOS D B B D B B C A A C A C
Approach Vol, veh/h 1299 1404 88 81
Approach Delay, s/veh 17.0 20.2 27.5 24.0
Approach LOS B C C C
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 28.0 6.9 50.9 28.0 11.3 46.5
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 23.5 7.5 85.5 23.5 18.5 74.5
Max Q Clear Time (g_c+I1), s 9.4 3.4 21.7 4.8 7.2 29.0
Green Ext Time (p_c), s 0.3 0.0 10.6 0.3 0.2 13.1
Intersection Summary
HCM 6th Ctrl Delay 19.1
HCM 6th LOS B
HCM 6th Signalized Intersection Summary King County Parks - Renton Shop TIA
1: Jefferson Ave NE & NE 3rd St/NE 4th St 2022 PM with Project
HDR Synchro 10 Report
11/14/2018 Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 22 1698 20 37 1188 103 78 11 41 101 13 20
Future Volume (veh/h) 22 1698 20 37 1188 103 78 11 41 101 13 20
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 1.00 1.00 1.00 1.00 1.00
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
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1870 1870 1870 1856 1856 1856
Adj Flow Rate, veh/h 23 1769 21 39 1238 107 81 11 43 105 14 21
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96
Percent Heavy Veh, % 1 1 1 1 1 1 2 2 2 3 3 3
Cap, veh/h 42 2150 25 58 2009 173 200 35 85 338 41 390
Arrive On Green 0.02 0.59 0.59 0.03 0.60 0.60 0.25 0.25 0.25 0.25 0.25 0.25
Sat Flow, veh/h 1795 3625 43 1795 3337 288 589 141 341 1107 166 1572
Grp Volume(v), veh/h 23 873 917 39 663 682 135 0 0 119 0 21
Grp Sat Flow(s),veh/h/ln 1795 1791 1877 1795 1791 1833 1071 0 0 1273 0 1572
Q Serve(g_s), s 1.4 41.3 41.5 2.3 25.0 25.1 7.2 0.0 0.0 0.0 0.0 1.1
Cycle Q Clear(g_c), s 1.4 41.3 41.5 2.3 25.0 25.1 16.0 0.0 0.0 8.8 0.0 1.1
Prop In Lane 1.00 0.02 1.00 0.16 0.60 0.32 0.88 1.00
Lane Grp Cap(c), veh/h 42 1062 1113 58 1078 1104 320 0 0 380 0 390
V/C Ratio(X) 0.55 0.82 0.82 0.68 0.62 0.62 0.42 0.00 0.00 0.31 0.00 0.05
Avail Cap(c_a), veh/h 109 1385 1451 126 1401 1435 320 0 0 380 0 390
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 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00
Uniform Delay (d), s/veh 51.6 17.2 17.3 51.1 13.4 13.5 38.2 0.0 0.0 33.4 0.0 30.6
Incr Delay (d2), s/veh 11.0 3.2 3.1 13.0 0.6 0.6 4.0 0.0 0.0 2.2 0.0 0.3
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 0.7 16.2 17.0 1.2 9.3 9.6 3.6 0.0 0.0 2.8 0.0 0.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 62.6 20.4 20.4 64.1 14.0 14.0 42.2 0.0 0.0 35.5 0.0 30.8
LnGrp LOS E C C E B B D A A D A C
Approach Vol, veh/h 1813 1384 135 140
Approach Delay, s/veh 20.9 15.4 42.2 34.8
Approach LOS C B D C
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 31.0 7.9 67.8 31.0 7.0 68.7
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 26.5 7.5 82.5 26.5 6.5 83.5
Max Q Clear Time (g_c+I1), s 18.0 4.3 43.5 10.8 3.4 27.1
Green Ext Time (p_c), s 0.4 0.0 19.8 0.6 0.0 13.0
Intersection Summary
HCM 6th Ctrl Delay 20.1
HCM 6th LOS C