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Transportation Engineering NorthWest
Transportation Planning | Design | Traffic Impact & Operations
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MEMORANDUM
DATE: August 21, 2015
TO: Vicki Grover
City of Renton Public Works
FROM: Chris Forster, P.E.
TENW
SUBJECT: Longacres Business Center Phase 2
Traffic Impact Analysis
TENW Project No. 5093
This memorandum documents the traffic impact analysis completed for the proposed Longacres Business
Center Phase 2 project. The project is located west of Oakesdale Ave SW on the north side of SW 27th
Street across from the proposed Longacres Business Center (Phase 1) project in Renton, WA (see Figure 1).
Executive Summary
Project Description. The proposed project would include up to 320,000 square feet of office space on
a currently vacant site. Vehicular access to the site would be provided at 2 separate access driveways, one
on SW 27th St and one on Oakesdale Ave SW. The site access driveway on SW 27th St will form the north
leg of the existing Naches Ave SW/SW 27th St all-way stop controlled intersection and will provide full
access to all turning movements. The new driveway on Oakesdale Ave SW will provide full access to all
turning movements. For the analysis in this report, a 2017 horizon year was used. This project is located
within Phase IV of the Boeing Longacres Office Park and is subject to the 2003 Development Agreement and
Strander Agreement.
Trip Generation. The proposed project is estimated to generate a total of 3,178 new weekday daily trips
with 485 new trips occurring during the weekday AM peak hour (427 entering, 58 exiting), and 437 new
trips occurring during the weekday PM peak hour (74 entering, 363 exiting).
Traffic Operations at Study Intersections. Based on the results of a traffic operations analysis at the off-
site study intersections, the study intersections currently operate at LOS A and B, and are expected to continue
to operate at LOS B in 2017 with the proposed project.
Access Analysis. With the proposed site access via the north leg at Naches Ave SW/SW 27th Street,
the intersection is proposed to remain as an all-way stop with only minor revisions associated with creating
the new north leg of the intersection for site access. It is assumed that the intersection will be modified to its
ultimate configuration in the future when SW 27th is extended to the west to connect with Strander Blvd. The
results of the site access LOS analysis show that the movements at both access locations are expected to
operate at LOS C or better in 2017 with the proposed project. These results show that no major improvements
such as signalization are needed at the site access locations.
Mitigation. No significant adverse transportation impacts are anticipated with the proposed Longacres
Business Center Phase 2 development. Transportation impact fees are anticipated to be required and will
be determined prior to building permit issuance based on discussions with the City of Renton and Boeing.
Traffic Impact Analysis – Longacres Business Center Phase 2
TENW August 21, 2015
Page 2
Insert Figure 1 (Vicinity Map)
Traffic Impact Analysis – Longacres Business Center Phase 2
TENW August 21, 2015
Page 3
Introduction
Based on correspondence with the City, the following items are addressed in this traffic impact analysis:
Project description
Trip generation
Trip distribution and assignment
Traffic volume forecasts
Traffic operations at 2 study intersections
Site access operations
Mitigation
Project Description
The proposed project would include up to 320,000 square feet of office space on a currently vacant site.
Vehicular access to the site would be provided at 2 separate access driveways, one on SW 27th St and one
on Oakesdale Ave SW. The site access driveway on SW 27th St will form the north leg of the existing
Naches Ave SW/SW 27th St all-way stop controlled intersection and will provide full access to all turning
movements. The new driveway on Oakesdale Ave SW will provide full access to all turning movements. For
the analysis in this report, a 2017 horizon year was used. A preliminary site plan is provided in Figure 2.
This project is located within Phase IV of the Boeing Longacres Office Park and is subject to the 2003
Development Agreement and Strander Agreement.
Trip Generation
The trip generation estimates for the proposed uses were based on methodology documented in the Institute
of Transportation Engineers (ITE) Trip Generation Manual, 9th Edition for Land Use Code (LUC) 710 General
Office Building. The new weekday daily, AM and PM peak hour trip generation from the Longacres Business
Center Phase 2 development are summarized in Table 1. Detailed trip generation calculations are included
in Attachment A.
Table 1
Longacres Business Center Phase 2
Trip Generation Summary
New Trips Generated
Weekday Time Period In Out Total
Daily 1,589 1,589 3,178
AM Peak Hour 427 58 485
PM Peak Hour 74 363 437
As shown in Table 1, the proposed Longacres Business Center Phase 2 project is estimated to generate a
total of 3,178 new weekday daily trips with 485 new trips occurring during the weekday AM peak hour
(427 entering, 58 exiting), and 437 new trips occurring during the weekday PM peak hour (74 entering,
363 exiting).
Traffic Impact Analysis – Longacres Business Center Phase 2
TENW August 21, 2015
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INSERT FIGURE 2 (Site Plan)
Traffic Impact Analysis – Longacres Business Center Phase 2
TENW August 21, 2015
Page 5
Trip Distribution and Assignment
The distribution of PM peak hour project trips in the study area was based on the assumptions used in traffic
studies supporting the Master Plan, EIS, and Development Agreement for the Boeing Longacres Office Park.
The assignment of trips at the site driveways was estimated based on the allocation of parking within the site
as well as logical assumptions based on the origins/destinations. The PM peak hour project trip distribution
and assignment at the study intersections and site driveways are shown in Figure 3.
Traffic Volumes Forecasts
Existing weekday PM peak hour traffic counts were collected by All Traffic Data, Inc. at the following two
study intersections (study intersections were selected based on discussions with the City):
1. Naches Ave SW/SW 27th Street (all-way stop)
2. Oakesdale Ave SW/SW 27th Street (traffic signal)
The existing PM peak hour traffic counts are summarized in Figure 4. Year 2017 without-project baseline
traffic volumes were estimated based on the assumption of a 2 percent annual growth rate, consistent with
other studies conducted in the area. In addition, traffic from the Longacres Business Center (Phase 1) project
were added to the background volumes as a pipeline project. The year 2017 baseline volumes are shown
in Figure 5.
Future 2017 with-project traffic volumes were estimated by adding the trip assignment from the proposed
project (Figure 3) to the year 2017 without-project volumes (Figure 5). The resulting 2017 with-project PM
peak hour traffic volumes at the study intersections and site driveways are shown in Figure 6.
Traffic Impact Analysis – Longacres Business Center Phase 2
TENW August 21, 2015
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Fig 3: Trip Distribution/Assignment
Traffic Impact Analysis – Longacres Business Center Phase 2
TENW August 21, 2015
Page 7
Fig 4: 2015 Existing PM Volumes
Traffic Impact Analysis – Longacres Business Center Phase 2
TENW August 21, 2015
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Fig 5 2017 Without Project Volumes
Traffic Impact Analysis – Longacres Business Center Phase 2
TENW August 21, 2015
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Fig 6: 2017 With-Project Volumes
Traffic Impact Analysis – Longacres Business Center Phase 2
TENW August 21, 2015
Page 10
Traffic Operations at Study Intersections
An existing 2015, 2017 without project, and 2017 with project level of service (LOS) analysis was
conducted at the two study intersections.
LOS generally refers to the degree of congestion on a roadway or intersection. It is a measure of vehicle
operating speed, travel time, travel delays, and driving comfort. A letter scale from A to F generally describes
intersection LOS. At signalized intersections, LOS A represents free-flow conditions (motorists experience little
or no delays), and LOS F represents forced-flow conditions where motorists experience an average delay in
excess of 80 seconds per vehicle.
The LOS reported for signalized intersections represents the average control delay (sec/veh) and can be
reported for the overall intersection, for each approach, and for each lane group (additional v/c ratio criteria
apply to lane group LOS only).
The LOS reported at stop-controlled intersections is based on the average control delay and can be reported
for each controlled minor approach, controlled minor lane group, and controlled major-street movement (and
for the overall intersection at all-way stop controlled intersections. Additional v/c ratio criteria apply to lane
group or movement LOS only).
Table 2 outlines the current HCM 2010 LOS criteria for signalized and stop-controlled intersections based
on these methodologies.
Table 2
LOS Criteria for Signalized and Stop-Controlled Intersections1
SIGNALIZED INTERSECTIONS STOP-CONTROLLED INTERSECTIONS
LOS by Volume-to
Capacity (V/C) Ratio2
LOS by Volume-to
Capacity (V/C) Ratio3
Control Delay
(sec/veh) 1.0 > 1.0
Control Delay
(sec/veh) 1.0 > 1.0
10 A F 10 A F
> 10 to 20 B F > 10 to 15 B F
> 20 to 35 C F > 15 to 25 C F
> 35 to 55 D F > 25 to 35 D F
> 55 to 80 E F > 35 to 50 E F
> 80 F F > 50 F F
1 Source: HCM2010 Highway Capacity Manual, Transportation Research Board, 2010.
2 For approach-based and intersection-wide assessments at signals, LOS is defined solely by control delay.
3 For two-way stop controlled intersections, the LOS criteria apply to each lane on a given approach and to each approach
on the minor street. LOS is not calculated for major-street approaches or for the intersection as a whole at two -way stop
controlled intersections. For approach-based and intersection-wide assessments at all-way stop controlled intersections,
LOS is solely defined by control delay.
Level of service calculations for intersections were based on methodology and procedures outlined in the
2010 update of the Highway Capacity Manual, Transportation Research Board (HCM 2010) using Synchro
8.0 traffic analysis software. Existing signal timing used in the analysis was provided by the City of Renton.
For the 2017 with-project analysis at the study intersection of Naches Ave SW/SW 27th Street, the proposed
site access will form a new north leg to the existing all-way stop controlled intersection. For our analysis, we
Traffic Impact Analysis – Longacres Business Center Phase 2
TENW August 21, 2015
Page 11
are proposing that the intersection remain as an all-way stop with only minor revisions associated with creating
the new north leg of the intersection for site access. It is assumed that the intersection will be modified to its
ultimate configuration in the future when SW 27th is extended to the west to connect with Strander Blvd.
The PM peak hour LOS analysis results are summarized in Table 3. The LOS worksheets are included in
Attachment B.
Table 3
PM Peak Hour LOS Summary at Study Intersections
2015 Existing 2017 Baseline 2017 With-Project
Study Intersection LOS
Delay
(sec) LOS
Delay
(sec) LOS
Delay
(sec)
All-Way Stop Intersection
#1 Naches Ave SW/SW 27th St A 7.9 A 9.9 B 13.0
Signalized Intersection
#2 Oakesdale Ave SW/SW 27th St B 11.3 B 14.5 B 16.8
As shown in Table 3, the study intersections currently operate at LOS A and B. The Naches Ave SW / SW
27th St intersection is expected to operate at LOS A in 2017 without the project and LOS B with the proposed
project. The Oakesdale Ave SW / SW 27th St intersection is expected to operate at LOS B in 2017 without
or with the proposed project.
Site Access Analysis
A level of service (LOS) analysis was conducted at the site access driveways using the methodology and
procedures outlined in the HCM 2010. The Synchro software package was used to determine the reported
LOS.
The proposed site access on SW 27th Street will form a new north leg to the existing all-way stop controlled
intersection at Naches Ave SW/SW 27th Street. For our analysis, we are proposing that the intersection
remain as an all-way stop with only minor revisions associated with creating the new north leg of the
intersection for site access. It is assumed that the intersection will be modified to its ultimate configuration in
the future when SW 27th is extended to the west to connect with Strander Blvd
The driveway on Oakesdale Ave SW was assumed to allow all turn movements (full access) and be
configured with separate outbound left and right turn lanes. A center two-way left turn lane exists on
Oakesdale Ave SW which will provide a left-turn lane for traffic entering the site and a center refuge lane for
traffic exiting the site.
Table 4 summarizes the results of the LOS analysis for future 2017 with project conditions for the site access
locations. The LOS and queue calculation sheets are included in Attachment B.
Traffic Impact Analysis – Longacres Business Center Phase 2
TENW August 21, 2015
Page 12
Table 4
Future 2017 PM Peak Hour Site Access LOS Summary
2017 With-Project
Site Driveway LOS
Delay
(sec)
1. SW 27th St Access Turning Movements (All-Way Stop)
EB Shared Left-Th-Right (entering) B 15.0
SB Left-through (exiting) B 13.5
SB Right (exiting) A 8.7
WB Shared Through-Right (entering) B 10.5
3. Site Driveway on Oakesdale Avenue SW
EB Left (exiting) C 19.5
EB Right (exiting) B 11.3
NB Left (entering) A 9.0
The results of the site access LOS analysis in Table 4 show that the movements at both access locations are
expected to operate at LOS C or better in 2017 with the proposed project. The results show that no major
improvements such as signalization are needed at the site access locations.
Mitigation
No significant adverse transportation impacts are anticipated with the proposed Longacres Business Center
Phase 2 development. Transportation impact fees are anticipated to be required and will be determined
prior to building permit issuance based on discussions with the City of Renton and Boeing.
If you have any questions regarding the information presented in this analysis, please call me at 206-498-
5897 or email at forster@tenw.com.
cc: Molly Carson, Ryan Companies US, Inc.
Jeff Haynie, P.E., Principal, TENW
Attachments
Traffic Impact Analysis – Longacres Business Center Phase 2
ATTACHMENT A
Trip Generation
DAILY
ITE
Land Use Size
Units 1 LUC 2 In Out In Out Total
General Office 320,000 GFA 710 equation 50%50%1,589 1,589 3,178
NEW DAILY TRIP GENERATION = 1,589 1,589 3,178
AM PEAK HOUR
ITE
Land Use Size 1 LUC 2 In Out In Out Total
General Office 320,000 GFA 710 equation 88%12%427 58 485
NEW AM PEAK HOUR TRIP GENERATION = 427 58 485
PM PEAK HOUR
ITE
Land Use Size 1 LUC 2 In Out In Out Total
General Office 320,000 GFA 710 equation 17%83%74 363 437
NEW PM PEAK HOUR TRIP GENERATION = 74 363 437
Notes:
1. GFA = Gross Floor Area.
2. Institute of Transportation Engineers (ITE) Trip Generation manual 9th edition land use code.
Trip Rate
Directional Split Trips Generated
Longacres Business Center Phase 2
Trip Generation
Trip Rate
Directional Split Trips Generated
Trip Rate
Directional Split Trips Generated
TENW 8/17/2015
Traffic Impact Analysis – Longacres Business Center Phase 2
ATTACHMENT B
Level of Service Calculations
Traffic Impact Analysis – Longacres Business Center Phase 2
2015 Existing
Lanes, Volumes, Timings
1: Naches Ave SW & SW 27th St 8/17/2015
Longacres Business Center Phase 2 Synchro 8 Report
2015 Existing - PM Peak Hour
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Volume (vph) 91 4 4 49 9 15
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 150 0 0
Storage Lanes 0 1 1 0
Taper Length (ft) 25 25
Link Speed (mph) 25 35 25
Link Distance (ft) 652 366 557
Travel Time (s) 17.8 7.1 15.2
Confl. Peds. (#/hr) 3 5 3 5
Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84
Heavy Vehicles (%) 7% 7% 15% 15% 17% 17%
Shared Lane Traffic (%)
Sign Control Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
HCM 2010 AWSC
1: Naches Ave SW & SW 27th St 8/17/2015
Longacres Business Center Phase 2 Synchro 8 Report
2015 Existing - PM Peak Hour
Intersection
Intersection Delay, s/veh 7.9
Intersection LOS A
Movement EBU EBT EBR WBU WBL WBT NBU NBL NBR
Vol, veh/h 0 91 4 0 4 49 0 9 15
Peak Hour Factor 0.92 0.84 0.84 0.92 0.84 0.84 0.92 0.84 0.84
Heavy Vehicles, % 2 7 7 2 15 15 2 17 17
Mvmt Flow 0 108 5 0 5 58 0 11 18
Number of Lanes 0 10011 01 0
Approach EB WB NB
Opposing Approach WB EB
Opposing Lanes 2 1 0
Conflicting Approach Left NB EB
Conflicting Lanes Left 0 1 1
Conflicting Approach Right NB WB
Conflicting Lanes Right 1 0 2
HCM Control Delay 7.9 8 7.5
HCM LOS A A A
Lane NBLn1 EBLn1 WBLn1 WBLn2
Vol Left, % 38% 0% 100% 0%
Vol Thru, % 0% 96% 0% 100%
Vol Right, % 62% 4% 0% 0%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 24 95 4 49
LT Vol 9040
Through Vol 0 91 0 49
RT Vol 15 4 0 0
Lane Flow Rate 29 113 5 58
Geometry Grp 2577
Degree of Util (X) 0.034 0.132 0.007 0.079
Departure Headway (Hd) 4.301 4.19 5.362 4.861
Convergence, Y/N Yes Yes Yes Yes
Cap 837 852 667 736
Service Time 2.301 2.233 3.098 2.597
HCM Lane V/C Ratio 0.035 0.133 0.007 0.079
HCM Control Delay 7.5 7.9 8.1 8
HCM Lane LOS AAAA
HCM 95th-tile Q 0.1 0.5 0 0.3
Lanes, Volumes, Timings
2: Oakesdale Ave SW & SW 27th St 8/17/2015
Longacres Business Center Phase 2 Synchro 8 Report
2015 Existing - PM Peak Hour
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph) 19 35 35 46 19 15 9 350 21 27 489 24
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 250 0 200 0 215 0 150 0
Storage Lanes 1 0 1 1 1 0 1 0
Taper Length (ft) 25 25 25 25
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 35 35 35 35
Link Distance (ft) 992 730 726 325
Travel Time (s) 19.3 14.2 14.1 6.3
Confl. Peds. (#/hr) 2 3 3 4 5 2 2
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
Heavy Vehicles (%) 9% 9% 9% 8% 8% 8% 4% 4% 4% 7% 7% 7%
Shared Lane Traffic (%)
Turn Type pm+pt NA pm+pt NA Perm pm+pt NA pm+pt NA
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4 8 8 2 6
Detector Phase 7 4 38852 16
Switch Phase
Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 5.0 4.0 5.0
Minimum Split (s) 9.0 26.0 9.0 26.0 26.0 9.0 26.0 9.0 26.0
Total Split (s) 15.0 30.0 15.0 30.0 30.0 15.0 35.0 15.0 35.0
Total Split (%) 15.8% 31.6% 15.8% 31.6% 31.6% 15.8% 36.8% 15.8% 36.8%
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) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
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) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Lead/Lag Lead Lag Lead Lag 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 None None None
Intersection Summary
Area Type: Other
Cycle Length: 95
Actuated Cycle Length: 37
Natural Cycle: 70
Control Type: Actuated-Uncoordinated
Splits and Phases: 2: Oakesdale Ave SW & SW 27th St
HCM 2010 Signalized Intersection Summary
2: Oakesdale Ave SW & SW 27th St 8/17/2015
Longacres Business Center Phase 2 Synchro 8 Report
2015 Existing - PM Peak Hour
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (veh/h) 19 35 35 46 19 15 9 350 21 27 489 24
Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 0.99 0.99 0.99 0.99 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
Adj Sat Flow, veh/h/ln 1743 1743 1900 1759 1759 1759 1827 1827 1900 1776 1776 1900
Adj Flow Rate, veh/h 20 37 37 48 20 16 9 368 22 28 515 25
Adj No. of Lanes 120111120120
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, %999888444777
Cap, veh/h 326 155 135 330 200 169 404 1171 70 476 1209 59
Arrive On Green 0.02 0.09 0.09 0.04 0.11 0.11 0.01 0.35 0.35 0.03 0.37 0.37
Sat Flow, veh/h 1660 1674 1453 1675 1759 1480 1740 3328 198 1691 3275 159
Grp Volume(v), veh/h 20 37 37 48 20 16 9 191 199 28 265 275
Grp Sat Flow(s),veh/h/ln 1660 1656 1471 1675 1759 1480 1740 1736 1791 1691 1687 1747
Q Serve(g_s), s 0.4 0.8 1.0 1.0 0.4 0.4 0.1 3.3 3.3 0.4 4.8 4.8
Cycle Q Clear(g_c), s 0.4 0.8 1.0 1.0 0.4 0.4 0.1 3.3 3.3 0.4 4.8 4.8
Prop In Lane 1.00 0.99 1.00 1.00 1.00 0.11 1.00 0.09
Lane Grp Cap(c), veh/h 326 154 136 330 200 169 404 611 630 476 623 645
V/C Ratio(X) 0.06 0.24 0.27 0.15 0.10 0.09 0.02 0.31 0.32 0.06 0.43 0.43
Avail Cap(c_a), veh/h 697 1009 897 670 1072 902 812 1269 1310 843 1234 1278
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 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 16.3 17.3 17.3 15.9 16.3 16.3 8.6 9.7 9.7 8.2 9.7 9.7
Incr Delay (d2), s/veh 0.1 1.1 1.5 0.2 0.3 0.3 0.0 0.4 0.4 0.1 0.7 0.6
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 0.2 0.4 0.5 0.5 0.2 0.2 0.1 1.6 1.7 0.2 2.3 2.4
LnGrp Delay(d),s/veh 16.4 18.4 18.9 16.1 16.6 16.6 8.6 10.1 10.1 8.2 10.3 10.3
LnGrp LOS BBBBBBABBABB
Approach Vol, veh/h 94 84 399 568
Approach Delay, s/veh 18.2 16.3 10.1 10.2
Approach LOS BBBB
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 6.1 19.4 6.7 8.8 5.4 20.1 5.8 9.7
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 10.0 30.0 10.0 25.0 10.0 30.0 10.0 25.0
Max Q Clear Time (g_c+I1), s 2.4 5.3 3.0 3.0 2.1 6.8 2.4 2.4
Green Ext Time (p_c), s 0.0 8.3 0.0 0.7 0.0 8.1 0.0 0.7
Intersection Summary
HCM 2010 Ctrl Delay 11.3
HCM 2010 LOS B
Traffic Impact Analysis – Longacres Business Center Phase 2
2017 Baseline (Without Project)
Lanes, Volumes, Timings
1: Naches Ave SW & SW 27th St 8/17/2015
Longacres Business Center Phase 2 Synchro 8 Report
2017 Baseline - PM Peak Hour
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Volume (vph) 220 6 55 51 37 139
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 150 0 0
Storage Lanes 0 1 1 0
Taper Length (ft) 25 25
Link Speed (mph) 25 35 25
Link Distance (ft) 652 366 557
Travel Time (s) 17.8 7.1 15.2
Confl. Peds. (#/hr) 3 5 3 5
Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84
Heavy Vehicles (%) 7% 7% 15% 15% 17% 17%
Shared Lane Traffic (%)
Sign Control Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
HCM 2010 AWSC
1: Naches Ave SW & SW 27th St 8/17/2015
Longacres Business Center Phase 2 Synchro 8 Report
2017 Baseline - PM Peak Hour
Intersection
Intersection Delay, s/veh 9.9
Intersection LOS A
Movement EBU EBT EBR WBU WBL WBT NBU NBL NBR
Vol, veh/h 0 220 6 0 55 51 0 37 139
Peak Hour Factor 0.92 0.84 0.84 0.92 0.84 0.84 0.92 0.84 0.84
Heavy Vehicles, % 2 7 7 2 15 15 2 17 17
Mvmt Flow 0 262 7 0 65 61 0 44 165
Number of Lanes 0 10011 01 0
Approach EB WB NB
Opposing Approach WB EB
Opposing Lanes 2 1 0
Conflicting Approach Left NB EB
Conflicting Lanes Left 0 1 1
Conflicting Approach Right NB WB
Conflicting Lanes Right 1 0 2
HCM Control Delay 10.5 9.2 9.6
HCM LOS B A A
Lane NBLn1 EBLn1 WBLn1 WBLn2
Vol Left, % 21% 0% 100% 0%
Vol Thru, % 0% 97% 0% 100%
Vol Right, % 79% 3% 0% 0%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 176 226 55 51
LT Vol 37 0 55 0
Through Vol 0 220 0 51
RT Vol 139 6 0 0
Lane Flow Rate 210 269 65 61
Geometry Grp 2577
Degree of Util (X) 0.275 0.358 0.109 0.093
Departure Headway (Hd) 4.732 4.787 6.019 5.515
Convergence, Y/N Yes Yes Yes Yes
Cap 756 748 594 648
Service Time 2.773 2.831 3.772 3.267
HCM Lane V/C Ratio 0.278 0.36 0.109 0.094
HCM Control Delay 9.6 10.5 9.5 8.8
HCM Lane LOS ABAA
HCM 95th-tile Q 1.1 1.6 0.4 0.3
Lanes, Volumes, Timings
2: Oakesdale Ave SW & SW 27th St 8/17/2015
Longacres Business Center Phase 2 Synchro 8 Report
2017 Baseline - PM Peak Hour
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph) 158 78 105 48 29 16 23 364 22 28 509 53
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 250 0 200 0 215 0 150 0
Storage Lanes 1 0 1 1 1 0 1 0
Taper Length (ft) 25 25 25 25
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 35 35 35 35
Link Distance (ft) 992 730 726 325
Travel Time (s) 19.3 14.2 14.1 6.3
Confl. Peds. (#/hr) 2 3 3 4 5 2 2
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
Heavy Vehicles (%) 9% 9% 9% 8% 8% 8% 4% 4% 4% 7% 7% 7%
Shared Lane Traffic (%)
Turn Type pm+pt NA pm+pt NA Perm pm+pt NA pm+pt NA
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4 8 8 2 6
Detector Phase 7 4 38852 16
Switch Phase
Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 5.0 4.0 5.0
Minimum Split (s) 9.0 26.0 9.0 26.0 26.0 9.0 26.0 9.0 26.0
Total Split (s) 15.0 30.0 15.0 30.0 30.0 15.0 35.0 15.0 35.0
Total Split (%) 15.8% 31.6% 15.8% 31.6% 31.6% 15.8% 36.8% 15.8% 36.8%
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) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
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) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Lead/Lag Lead Lag Lead Lag 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 None None None
Intersection Summary
Area Type: Other
Cycle Length: 95
Actuated Cycle Length: 48.5
Natural Cycle: 70
Control Type: Actuated-Uncoordinated
Splits and Phases: 2: Oakesdale Ave SW & SW 27th St
HCM 2010 Signalized Intersection Summary
2: Oakesdale Ave SW & SW 27th St 8/17/2015
Longacres Business Center Phase 2 Synchro 8 Report
2017 Baseline - PM Peak Hour
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (veh/h) 158 78 105 48 29 16 23 364 22 28 509 53
Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 0.99 1.00 0.99 0.99 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
Adj Sat Flow, veh/h/ln 1743 1743 1900 1759 1759 1759 1827 1827 1900 1776 1776 1900
Adj Flow Rate, veh/h 166 82 111 51 31 17 24 383 23 29 536 56
Adj No. of Lanes 120111120120
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, %999888444777
Cap, veh/h 451 300 268 333 188 158 357 1155 69 433 1082 113
Arrive On Green 0.12 0.18 0.18 0.04 0.11 0.11 0.02 0.35 0.35 0.03 0.35 0.35
Sat Flow, veh/h 1660 1656 1474 1675 1759 1479 1740 3327 199 1691 3084 321
Grp Volume(v), veh/h 166 82 111 51 31 17 24 199 207 29 293 299
Grp Sat Flow(s),veh/h/ln 1660 1656 1474 1675 1759 1479 1740 1736 1791 1691 1687 1718
Q Serve(g_s), s 4.2 2.1 3.3 1.3 0.8 0.5 0.4 4.2 4.2 0.5 6.7 6.8
Cycle Q Clear(g_c), s 4.2 2.1 3.3 1.3 0.8 0.5 0.4 4.2 4.2 0.5 6.7 6.8
Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.11 1.00 0.19
Lane Grp Cap(c), veh/h 451 300 268 333 188 158 357 602 622 433 592 603
V/C Ratio(X) 0.37 0.27 0.41 0.15 0.16 0.11 0.07 0.33 0.33 0.07 0.49 0.50
Avail Cap(c_a), veh/h 595 837 745 603 889 747 669 1052 1086 730 1023 1041
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 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 16.1 17.4 17.9 18.5 20.1 20.0 10.4 11.9 11.9 10.1 12.6 12.6
Incr Delay (d2), s/veh 0.5 0.7 1.5 0.2 0.6 0.4 0.1 0.5 0.4 0.1 0.9 0.9
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 1.9 1.0 1.4 0.6 0.4 0.2 0.2 2.1 2.1 0.2 3.2 3.3
LnGrp Delay(d),s/veh 16.6 18.1 19.4 18.7 20.7 20.4 10.5 12.4 12.4 10.1 13.5 13.5
LnGrp LOS BBBBCCBBBBBB
Approach Vol, veh/h 359 99 430 621
Approach Delay, s/veh 17.8 19.6 12.3 13.4
Approach LOS BBBB
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 6.3 22.2 7.0 14.0 6.1 22.4 10.7 10.3
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 10.0 30.0 10.0 25.0 10.0 30.0 10.0 25.0
Max Q Clear Time (g_c+I1), s 2.5 6.2 3.3 5.3 2.4 8.8 6.2 2.8
Green Ext Time (p_c), s 0.0 8.9 0.0 1.7 0.0 8.4 0.1 1.8
Intersection Summary
HCM 2010 Ctrl Delay 14.5
HCM 2010 LOS B
Traffic Impact Analysis – Longacres Business Center Phase 2
2017 With-Project
Lanes, Volumes, Timings
1: Naches Ave SW & SW 27th St 8/20/2015
Longacres Business Center Phase 2 Synchro 8 Report
2017 With-Project - PM Peak Hour
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph) 7 220 6 55 51 33 37 0 139 163 0 36
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 150 0 0 0 0 0
Storage Lanes 0 0 1 0 0 0 0 1
Taper Length (ft) 25 25 25 25
Link Speed (mph) 25 35 25 25
Link Distance (ft) 652 366 557 298
Travel Time (s) 17.8 7.1 15.2 8.1
Confl. Peds. (#/hr) 3 5 3 5
Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84
Heavy Vehicles (%) 2% 7% 7% 15% 15% 2% 17% 2% 17% 2% 2% 2%
Shared Lane Traffic (%)
Sign Control Stop Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
HCM 2010 AWSC
1: Naches Ave SW & SW 27th St 8/20/2015
Longacres Business Center Phase 2 Synchro 8 Report
2017 With-Project - PM Peak Hour
Intersection
Intersection Delay, s/veh 13
Intersection LOS B
Movement EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR
Vol, veh/h 0 7 220 6 0 55 51 33 0 37 0 139
Peak Hour Factor 0.92 0.84 0.84 0.84 0.92 0.84 0.84 0.84 0.92 0.84 0.84 0.84
Heavy Vehicles, %2277215152217217
Mvmt Flow 0 8 262 7 0 65 61 39 0 44 0 165
Number of Lanes 001001100010
Approach EB WB NB
Opposing Approach WB EB SB
Opposing Lanes 2 1 2
Conflicting Approach Left SB NB EB
Conflicting Lanes Left 2 1 1
Conflicting Approach Right NB SB WB
Conflicting Lanes Right 1 2 2
HCM Control Delay 15 10.7 12.8
HCM LOS B B B
Lane NBLn1 EBLn1 WBLn1 WBLn2 SBLn1 SBLn2
Vol Left, % 21% 3% 100% 0% 100% 0%
Vol Thru, % 0% 94% 0% 61% 0% 0%
Vol Right, % 79% 3% 0% 39% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 176 233 55 84 163 36
LT Vol 37 7 55 0 163 0
Through Vol 0 220 0 51 0 0
RT Vol 139 6 0 33 0 36
Lane Flow Rate 210 277 65 100 194 43
Geometry Grp 667777
Degree of Util (X) 0.363 0.482 0.13 0.177 0.367 0.066
Departure Headway (Hd) 6.237 6.258 7.167 6.379 6.804 5.585
Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 574 574 499 560 528 639
Service Time 4.3 4.314 4.934 4.145 4.565 3.345
HCM Lane V/C Ratio 0.366 0.483 0.13 0.179 0.367 0.067
HCM Control Delay 12.8 15 11 10.5 13.5 8.7
HCM Lane LOS BBBBBA
HCM 95th-tile Q 1.6 2.6 0.4 0.6 1.7 0.2
HCM 2010 AWSC
1: Naches Ave SW & SW 27th St 8/20/2015
Longacres Business Center Phase 2 Synchro 8 Report
2017 With-Project - PM Peak Hour
Intersection
Intersection Delay, s/veh
Intersection LOS
Movement SBU SBL SBT SBR
Vol, veh/h 0 163 0 36
Peak Hour Factor 0.92 0.84 0.84 0.84
Heavy Vehicles, %2222
Mvmt Flow 0 194 0 43
Number of Lanes 0011
Approach SB
Opposing Approach NB
Opposing Lanes 1
Conflicting Approach Left WB
Conflicting Lanes Left 2
Conflicting Approach Right EB
Conflicting Lanes Right 1
HCM Control Delay 12.6
HCM LOS B
Lane
Lanes, Volumes, Timings
2: Oakesdale Ave SW & SW 27th St 8/17/2015
Longacres Business Center Phase 2 Synchro 8 Report
2017 With-Project - PM Peak Hour
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph) 249 105 150 48 35 21 32 374 22 55 555 71
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 250 0 200 0 215 0 150 0
Storage Lanes 1 0 1 1 1 0 1 0
Taper Length (ft) 25 25 25 25
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 35 35 35 35
Link Distance (ft) 992 730 726 650
Travel Time (s) 19.3 14.2 14.1 12.7
Confl. Peds. (#/hr) 2 3 3 4 5 2 2
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
Heavy Vehicles (%) 9% 9% 9% 8% 8% 8% 4% 4% 4% 7% 7% 7%
Shared Lane Traffic (%)
Turn Type pm+pt NA pm+pt NA Perm pm+pt NA pm+pt NA
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4 8 8 2 6
Detector Phase 7 4 38852 16
Switch Phase
Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 5.0 4.0 5.0
Minimum Split (s) 9.0 26.0 9.0 26.0 26.0 9.0 26.0 9.0 26.0
Total Split (s) 15.0 30.0 15.0 30.0 30.0 15.0 35.0 15.0 35.0
Total Split (%) 15.8% 31.6% 15.8% 31.6% 31.6% 15.8% 36.8% 15.8% 36.8%
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) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
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) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Lead/Lag Lead Lag Lead Lag 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 None None None
Intersection Summary
Area Type: Other
Cycle Length: 95
Actuated Cycle Length: 55.4
Natural Cycle: 70
Control Type: Actuated-Uncoordinated
Splits and Phases: 2: Oakesdale Ave SW & SW 27th St
HCM 2010 Signalized Intersection Summary
2: Oakesdale Ave SW & SW 27th St 8/17/2015
Longacres Business Center Phase 2 Synchro 8 Report
2017 With-Project - PM Peak Hour
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (veh/h) 249 105 150 48 35 21 32 374 22 55 555 71
Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 0.99 1.00 0.99 0.99 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
Adj Sat Flow, veh/h/ln 1743 1743 1900 1759 1759 1759 1827 1827 1900 1776 1776 1900
Adj Flow Rate, veh/h 262 111 158 51 37 22 34 394 23 58 584 75
Adj No. of Lanes 120111120120
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, %999888444777
Cap, veh/h 513 392 350 309 199 168 318 1108 64 420 1039 133
Arrive On Green 0.16 0.24 0.24 0.04 0.11 0.11 0.03 0.33 0.33 0.04 0.35 0.35
Sat Flow, veh/h 1660 1656 1476 1675 1759 1480 1740 3333 194 1691 3008 385
Grp Volume(v), veh/h 262 111 158 51 37 22 34 205 212 58 327 332
Grp Sat Flow(s),veh/h/ln 1660 1656 1476 1675 1759 1480 1740 1736 1792 1691 1687 1707
Q Serve(g_s), s 7.4 3.1 5.2 1.5 1.1 0.8 0.7 5.1 5.1 1.3 9.0 9.0
Cycle Q Clear(g_c), s 7.4 3.1 5.2 1.5 1.1 0.8 0.7 5.1 5.1 1.3 9.0 9.0
Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.11 1.00 0.23
Lane Grp Cap(c), veh/h 513 392 350 309 199 168 318 577 595 420 582 589
V/C Ratio(X) 0.51 0.28 0.45 0.17 0.19 0.13 0.11 0.35 0.36 0.14 0.56 0.56
Avail Cap(c_a), veh/h 534 724 645 537 769 647 572 911 940 644 885 896
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 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 16.2 17.8 18.6 21.2 23.0 22.8 12.5 14.4 14.5 11.8 15.2 15.2
Incr Delay (d2), s/veh 0.8 0.6 1.3 0.2 0.6 0.5 0.1 0.5 0.5 0.1 1.2 1.2
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 3.5 1.5 2.2 0.7 0.6 0.3 0.4 2.5 2.6 0.6 4.4 4.4
LnGrp Delay(d),s/veh 17.0 18.4 19.9 21.4 23.6 23.3 12.7 15.0 15.0 12.0 16.4 16.4
LnGrp LOS B B B C C C BBBBBB
Approach Vol, veh/h 531 110 451 717
Approach Delay, s/veh 18.2 22.5 14.8 16.1
Approach LOS B C B B
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 7.4 24.0 7.2 18.6 6.7 24.7 14.3 11.5
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 10.0 30.0 10.0 25.0 10.0 30.0 10.0 25.0
Max Q Clear Time (g_c+I1), s 3.3 7.1 3.5 7.2 2.7 11.0 9.4 3.1
Green Ext Time (p_c), s 0.0 9.5 0.0 2.4 0.0 8.6 0.1 2.6
Intersection Summary
HCM 2010 Ctrl Delay 16.8
HCM 2010 LOS B
Lanes, Volumes, Timings
3: Oakesdale Ave SW & Site Access 8/17/2015
Longacres Business Center Phase 2 Synchro 8 Report
2017 With-Project - PM Peak Hour
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Volume (vph) 91 73 15 629 608 19
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 50 0
Storage Lanes 1 1 1 0
Taper Length (ft) 25 25
Link Speed (mph) 25 35 35
Link Distance (ft) 244 650 325
Travel Time (s) 6.7 12.7 6.3
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Shared Lane Traffic (%)
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
HCM 2010 TWSC
3: Oakesdale Ave SW & Site Access 8/17/2015
Longacres Business Center Phase 2 Synchro 8 Report
2017 With-Project - PM Peak Hour
Intersection
Int Delay, s/veh 1.9
Movement EBL EBR NBL NBT SBT SBR
Vol, veh/h 91 73 15 629 608 19
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 0 50 - - -
Veh in Median Storage, # 1 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 99 79 16 684 661 21
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1045 341 682 0 - 0
Stage 1 671 - - - - -
Stage 2 374 - - - - -
Critical Hdwy 6.84 6.94 4.14 - - -
Critical Hdwy Stg 1 5.84 - - - - -
Critical Hdwy Stg 2 5.84 - - - - -
Follow-up Hdwy 3.52 3.32 2.22 - - -
Pot Cap-1 Maneuver 224 655 907 - - -
Stage 1 470 - - - - -
Stage 2 666 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 220 655 907 - - -
Mov Cap-2 Maneuver 346 - - - - -
Stage 1 470 - - - - -
Stage 2 654 - - - - -
Approach EB NB SB
HCM Control Delay, s 15.9 0.2 0
HCM LOS C
Minor Lane/Major Mvmt NBL NBTEBLn1EBLn2 SBT SBR
Capacity (veh/h) 907 - 346 655 - -
HCM Lane V/C Ratio 0.018 - 0.286 0.121 - -
HCM Control Delay (s) 9 - 19.5 11.3 - -
HCM Lane LOS A - C B - -
HCM 95th %tile Q(veh) 0.1 - 1.2 0.4 - -