HomeMy WebLinkAboutLUA-07-020_MiscTRAFFIC IMPACT ANALYSIS
FOR
YOUNKER NISSAN
(REVISED)
March,2007
Prepared by
GARRY STRUTHERS ASSOCIATES, INC.
3150 Richards Road. Suite 100
Bellevue. W A 98005
(425) 519-0300
LV A 01 -Ci7I 0 g4j cJerK,
REcoeYvED
APR 0 6 2iJ!17
BU/W/NGO/VISION
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Traffic Impact Analysis Younker Nissan
TABLE OF CONTENTS
EXECUTIVE SUMMARy ............................................................................... .i
CONCLUSIONS ..................................................................................... .i
INTRODUCTION .......................................................................................... 1
PROJECT DESCRIPTION ......................................................................... 1
EXISTING
CONDITIONS ............................................................................................. 1
Existing facilities .................................................................................... I
Roadways ............................................................................................. 1
Transit. ...................................................................................................... 5
Non-motorized Facilities ........................................................................... 5
Traffic Volumes ...................................................................................... 6
Level of Service ...................................................................................... 8
Traffic Safety ........................................................................................ 9
Planned and Programmed Improvements ........................................................ 9
FUTURE CONDITIONS WITHOUT PROJECT .................................................. .10
Background Traffic Volumes ........................................................................... 1 0
Level of Service ..................................................................................... 10
FUTURE CONDITIONS WITH PROJECT .................................................... 12
Traffic Volumes ..................................................................................... 12
Project Trip Generation ............................................................................ 12
Trip Distribution/Traffic Assignment. ........................................................... 12
Level of Service ..................................................................................... 12
OTHER ISSUES .................................................................................... 15
CONCLUSIONS ......................................................................................... 15
RECOMMENDATIONS ........... . . ....................................................... 15
Traffic Impact Analysis Younker Nissan
APPENDICES
Traffic Count Data ..................................................................... Appendix A
Capacity Analysis ....................................................................... Appendix B
-Capacity Analysis Existing Conditions
-Capacity Analysis Future Conditions without Project
-Capacity Analysis Future Conditions with Project
Trip Generation ......................................................................... Appendix C
LIST OF FIGURES Page
Figure 1 Future Younker Nissan Location ..................................................... 2
Figure 2 Project Vicinity Map ........................................................................................ .3
Figure 3 Preliminary Site Plan ............ _ .. _____ .................................................. .4
Figure 4 Transit Service Routes in the Vicinity of Younker Nissan ......................... 5
Figure 5 2004 Traffic Volumes ................................................................... 6
Figure 6 Existing Traffic Volumes ............................................................... 7
Figure 7 Future Traffic Volumes without Project ............................................. 11
Figure 8 Project Traffic Assignment. ...... _ .................................................... 13
Figure 9 Future Traffic Volumes with Project. ............................................... 14
LIST OF TABLES Page
Table 1 Level of Service Criteria ............................................................. 8
Table 2 Existing PM Peak-Hour Level of Service .......................................... 9
Table 3 Three Year Accident History Data ................................................... 9
Table 4 2007 PM Peak-Hour Level of Service without Project. ......................... l 0
Table 5 Project Trip Generation .............................................................. 12·
Table 6 2007 PM Peak-Hour Level of Service with Project.. ............................ 15
EXECUTIVE SUMMARY
The purpose of this analysis is to evaluate the traffic impacts of commercial development
proposed to be constructed on the comer of East Valley Road and SW 34th Street in
Renton. The current site plan calls for the development of a Younker Nissan car sales,
automobile part sales and car servicing. Younker Nissan is currently located on the east
side of East Valley Road, south of new proposed site. This study was prepared in order to
evaluate the traffic impacts of the project and to address access needs for the proposed
development.
The proposed development plan consists of a 29,458 square feet facility, which will
include new car sales, used car sales, automobile part sales and car servicing.
Access for the Younker Nissan Site is provided by three driveways, two on East Valley
Road and one on SW 34th Street.
The capacity analyses were conducted for the existing traffic volumes and total projected
traffic volumes at the completion of Younker Nissan project. The results of these
analyses indicate that the intersection within the study area will operate at a good level of
service and will satisfy standard requirements.
This study was prepared in accordance with City of Renton Policy Guidelines For Traffic
Impact Analysis For New Development in order to evaluate the traffic impacts of the
project and to address access needs for the proposed development.
CONCLUSIONS
The proposed Younker Nissan site will not create any significant adverse conditions on
the surrounding transportation network. The new site will generate approximately 982
daily, 69 AM peak and 80 PM peak hour new vehicle trips to the transportation network.
The new site will replace the existing Younker Nissan site. Since the existing Younker
Nissan site generates approximately 508 daily, 50 AM peak and 56 PM peak hour trips,
the net impact of the new site will be approximately 474 daily, 19 AM peak and 24 PM
peak hour trips.
The existing intersections will operate at an acceptable level of service (D, C and C) in
the 2007 PM peak hour with project volume scenario. The intersections of exiting streets
and proposed site access driveways will operate at B, B and A level of service in the 2007
PM peak hour.
The accident rates at intersections in the vicinity of Younker Nissan location are below
the statewide Average Accident Rate for similar intersections.
Based on the analysis presented in this study, no off site roadway improvements will be
needed to mitigate the traffic impacts of this project.
Trame Impact Analysis Younker Nissan
INTRODUCTION
The following report was prepared to address the traffic impact analysis guidelines of the
City of Renton for the proposed Younker Nissan facilities located between East Valley
Road and SW 34th Street in the southwest area of the City of Renton. The future location
of Younker Nissan is shown in Figure I; a vicinity map is presented in Figure 2.
The City of Renton Policy Guidelines for Traffic bnpact Analysis for New Development
requires a traffic analysis of the project when estimated vehicular traffic generated from
proposed development exceeds 20 vehicles per hour in either the AM (6:00 -9:00) or
PM (3 :00 -6:00) peak periods. The proposed Younker Nissan facility is estimated to
generate 24 new PM peak hour trips.
This report summarizes the process, findings, conclusions and recommendations of the
traffic analysis.
PROJECT DESCRIPTION
The proposed location of Younker Nissan is currently 4.51 acres of undeveloped
property. The new facility will have a 29,458 SF. The new location is expected to be
fully occupied by the end of 2007 which, for the purposes of this analysis, is assumed to
be the horizon year.
The proposed site plan indicates three access points to the existing streets with all project
trips generated by Younker Nissan accesses East Valley Road and SW 34th Street. A
preliminary site plan is presented in Figure 3.
EXISTING CONDITIONS
The Existing Conditions analysis provides a statement of the traffic-related conditions
within the study area at the time of the writing of this report. The statement includes a
discussion of the existing Younkers Nissan, existing roadway, transit, pedestrian and
bicycle facilities serving the site; identification of existing peak hour traffic volumes and
accident history at the analysis intersections; and identification of proposed transportation
improvements in this area.
Existing Facilities
The existing Younkers Nissan site is located on the eastside E. Valley Road and south of
SW 41 st Street. The existing facility is 15,249 SF. The trip generation of this facility is
508 daily trips, 52 AM peak hour and 56 PM peak hour trips.
Roadways
The roadways directly impacted by the proposed development include East Valley Road
and SW 34 th Street. The roadways indirectly impacted by the proposed development
include SW 41 st Street and Lind Avenue SW. These roadways are discussed in the
following sections.
1
Traffic Impact Analysis Younker Nissan
East Valley Road
East Valley Road is a collector arterial rulll1ing north-south from SW 16th Street to SW
43 rd Street. In the vicinity of Younker Nissan, East Valley Road has three lanes with one
lane in each direction and a center two-way left tum lane, which converts into a
designated left tum lane at the major intersections. There is a five-foot sidewalk on the
west side of the road extending from SW 43 ni St north through the limits ofthis site. The
pavement is in fair condition.
Traffic control along the East Valley Road includes a traffic signal at the intersection of
East Valley Road and SW 41 st Street/On-OffSR 167 Ramps and has stop sign control on
the west side of the intersection of East Valley Road and SW 34th Street. The posted
speed limit on the adjacent streets is 35mph.
Figure I Future Younker Nissan Location
SW 34th Street
SW 34th Street is collector arterial running east-west from Oakesdale Avenue SW to East
Valley Road. In the vicinity of proposed Younker Nissan site SW 34th Street is a four-
lane roadway. At the intersection with East Valley Road one lane converts to an
exclusive left turn lane. Traffic control along this street includes stop signs at intersection
with East Valley Road and intersection with Lind Ave SW.
2
Trafflc Impact Analysis
Figure 2. Vicinity Map
1 • : t 1 ,
1 •
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t1
SW 41" Street
~ 34th St
Sw 39th St
SW415tst
YOUNKER NISSAN
Younker Nissan
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S 18t1i St
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SW 41 st Street is a collector arterial running east-west from Oakesdale Avenue SW to
East Valley Road. In the vicinity of the proposed Younker Nissan site S W 41 st Street has
five lanes with two lanes in each direction and a center two-way left tum lane, which
converts into a designated left-turn lane at the major intersections. There is a five-foot
wide sidewalk on the south side of the road with a five-foot landscaping median
separating the sidewalk from the roadway. The posted speed limit is 35 mph.
Lind Avenue SW
Lind Avenue SW is a minor arterial running north-south from SW 7th Street to SW 43 ffi
Street. In the vicinity of the proposed Younker Nissan site, Lind Avenue SW has five
lanes with two lanes in each direction and a center two-way left turn-lane, which converts
into a designated left-turn lane at major intersections. There is a five-foot wide sidewalk
on the east side of the street separated from traffic by a five-foot wide median.
3
Traffic Impact Analysis
==r ====F===F=~'~
EAST V ALLEY ROAD
SITE PLAN
FIGURE
Younker Nissan
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NOT TO SCALE
YOUNKER NISSAN
4
Traffic Impact Analvsis Younker Nissan
Transit
King County Metro provides transit service to within approximately Y, mile of the
proposed site. Three routes (IS3, 161 and 247) provide transit service along Lind Avenue
SW. King County Metro route # 155 travels east-west on-SW 43'd Street and Carr Road.
Transit service routes in the vicinity of Younker Nissan are presented in Figure 4.
Figure 4. Transit service routes in the vicinity of Younker Nissan in Renton
Route 163 was recently discontinued. Segments of this route were incorporated into the
new Route 161, which provides five morning runs northbound during the AM peak and
five evening runs southbound during the PM peak. Route 161 serves North Meridian
Park, Glencarin, East Hill, Tukwila Sounder Station, Tukwila Park and Ride and
downtown Renton.
The nearest park and ride lot to the site is the South Renton Park and Ride, located at 20S
S 7th Avenue, S. in downtown Renton.
Non-Motorized Facilities
Five-foot wide sidewalks are provided on all the roadways surrounding the proposed site.
There are no bike lanes in the vicinity of project site.
5
Traffic Impact Analysis Younker Nissan
Traffic Volumes
Traffic volumes in the vicinity of Younker Nissan were obtained from the City of Renton
Department of Publics Works. 2004 traffic volumes are shown in Figure 5.
Oakesdale Ave SW
E Vallev Rd.
SW 34"' St
1,300
Lind Ave SW
SW 41". St
7,600
SW 43"' St E 180" St
Figure 5. 2004 Traffic Volumes -Vehicles per Day
(Source: City of Renton, Department of Public Works)
SR-167
Existing P.M. peak-hour turning movement traffic volumes were collected on January 7,
10 and 14, 2007 from 4:00 PM -6:00 PM at the following intersections:
•
•
•
East Valley RoadfSW 41" Street/SR-167 On-Off Ramps
East Valley Road/SW 34th Street
SW 34th Street/Lind Avenue SW
The count at the East Valley Road/SW 41" Street intersection was adjusted to account for
the fact that the count was taken during a major snow storm and the intersection was
impacted by adjacent construction in the area and on the streets/interstate. Existing P.M.
peak-hour volumes are presented in Figure 6.
6
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SW 341li ST.
sw 4'ST ST.
EXISTING
TRAFFIC VOLUMES
FIGURE 6
-'" -,.
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'5.-1 II
110 .. 0"0 -.. "
167
~~S; L 88
,,--'28
J Il ,"'"
L XX -PM PEAK HOUR ruRNING
MOVEMENT VOLUMES
YOUNKER
NISSAN
Traffic Impact Analysis Younker Nissan
Level of Service
Level of Service (LOS) is used to qualify the degree of traffic congestion and driver
comfort on a street or at an intersection. The Highway Capacity Manual (HCM)
describes the methodologies for calculating Level of Service on street segments and at
signalized and unsignalized intersections. According to the 2000 HCM, there are six
Levels-of Service by which the operational performance of the roadway system may be
described. These levels range from LOS A, which indicates a relatively free-flowing
condition to LOS F, which indicates operational breakdown. The LOS criteria are
presented in Table 1.
Table 1. Level of Service Criteria
Level of Service Expected Delays
A LittlelNo Delays
B Short Delays
C Average Delays
D Long Delays
E Very Long Delays
F Extreme Delays
Source: 2000 HIghway CapacIty Manual, Report 209, Fourth Edloon
The LOS for a two-way stop-controlled intersection is determined by the computed or
measured control delay and is defined for each minor movement. LOS is not defined for
the intersection as a whole. Average control delay less than or equal to 10 seconds per
vehicle is defined as LOS A. For LOS F, the average control delay is greater than 50
seconds per vehicle.
The LOS for an all-way stop-controlled intersection is defined in terms of average control
delays per vehicle. LOS is defined for the intersection as a whole. An average control
delay of less than or equal to 10 seconds per vehicle is defined as LOS A. For LOS F, the
average control delay is greater than 50 seconds per vehicle.
The LOS for signalized intersections is defined in terms of average control delay per
vehicle. The criterion for LOS A is an average control delay ofless than or equal lo 10
seconds per vehicle. The criterion for LOS F is an average control delay of greater than
80 seconds.
The City of Renton Policy Guidelines for Traffic Impact Analysis for New Development
notes that LOS analysis should be comlucted to determine the ability of existing facilities
to handle the new development traffic volumes. The new development is expected to
maintain the same LOS with the development that would be anticipated without the
development.
Level of Service for the analysis intersection was calculated using SynchroTM 5.0
computer software program based on the 2000 Highway Capacity Manual. The result of
the existing condition Level of Service analysis is shown in Table 2.
8
Traffic Impact Analysis Younker Nissan
Table 2. Existing P.M. Peak-Hour Level of Service
Intersection Existing LOS
East Valley RoadiSW 41" St. D
East Valley RoadiSW 34'" st. . B
SW 34'" StreetILind Ave. SW C
Traffic Safety
Traffic safety is measured in tenns of accident history. Oftentimes a roadway may appear
unsafe because of specific physical features in the road such as restricted sight distance,
reduced radius curves, and narrow lanes. However, a significant accident history may not
result as alert drivers respond to the "unsafe conditions" and drive accordingly and
reduce the potential for accidents. In some situations, the conditions may be such that the
driver is not alert to the hazard and crash result. These locations must be evaluated to
determine necessary safety improvements.
The latest three-year accident history at the analysis intersection was obtained from the
City of Renton Transportation Systems Division. The latest three-year crash history
included the period from January 1, 2004 to December 31, 2006. A summary of the
three-year accident history is presented in Table 3.
Table 3. Three-Year Accident History Data
-----
Accident Average Accident
Intersection 2004 2005 2006 Total Rate' Rate'
East Valley RoadiSW 41" St. 3 7 2 12 0.51 0.90
East Valley RoadiSW 34'" St. 0 0 0 0 0.00 0.90
SW 34'" StreetILind Ave. SW 1 2 0 3 0.23 0.90
1 -Accidents per million entering vehicles
2 -Average Accident Rate for similar intersections per WSDOT
As shown in Table 3, the accident rates at the three analyzed intersections are below the
statewide Average Accident Rate for similar intersections.
Planned and Programmed Improvements
The following transportation and related improvement projects are planned within the
next five years in the vicinity ofthe Younker Nissan development site:
• WSDOT/City of Renton Wetland Project. This involves enhancement of
existing and creation of new wetlands. Anticipated completion date is spring
2008. Will require considerable volume of large truck movements to and from
various wetland bank sites west of Lind Avenue SW. Primary truck haul routes
will be SW 27th Street via Oakesdale Avenue SW and Lind Avenue SW.
• SW 34th Street Culvert Replacement Project. This project is located at the
Springbrook Creek crossing ofSW 34 th Street west of Lind Avenue SW.
9
Traffic Impact Analysis Younker Nissan
• Anticipated completion date is December 2007. Project will involve full closure
ofSW 341h Street west of Lind Avenue SW.
• SW 27th StreetiStrander Boulevard Connection. Project involves new roadway,
with grade separated crossing of the Union Pacific-and Burlington Northern Santa
Fe railroad tracks, between Oakesdale Avenue SW in Renton and West Valley
Highway in Tukwila; and HOV improvements on SW 27 1h Street between
Oakesdale Avenue SW and East Valley Road. Relocation of UPRR and BNSF
tracks required for grade separation anticipated to be completed by 2008. New
roadway and HOV improvements anticipated to be completed by 2013.
• Lind Avenue SW Improvement Project. Involves widening of Lind Avenue
SW to five lanes, where required, between SW 16th Street and SW 43,d Street.
Anticipated project completion date is 2010. However, short sections may be
completed sooner if abutting private development projects warrant widening as
traffic impact mitigation.
• SR 167 @ SW 41·t /SW 43 rd Interchange Improvement Pr?ject. WSDOT
project involving HOV improvements at SW 41"/SW 43 interchange.
Anticipated completion date is spring 2007.
FUTURE CONDITIONS WITHOUT PROJECT
The future conditions without project analysis provide a discussion of the traffic-related
conditions in the horizon year without the proposed project. This section includes a
discussion of background traffic volumes and Level of Service at the analysis
intersection. The new Younker Nissan location is expected to be fully occupied by the
end of 2007. Therefore, 2007 for the purposes of this analysis is considered to be the
horizon year.
Background Traffic Volumes
Background traffic volumes for 2007 without project condition include the 2004 existing traffic
volumes presented in Figure 5, existing P.M. turning movement traffic volumes plus area-wide
traffic growth. A growth of 1.8 percent per year was used based on the area-wide historical
growth provided by WSDOT's Annual Traffic Report. The future traffic volumes without project
are presented in Figure 7.
Level of Service
The 2007 background without project PM peak hour level of service is shown in Table 4.
The existing Level of Service is shown for comparison purposes.
Table 4. 2007 P.M. Peak-Hour Level of Service without Project
2007 LOS
Intersection Existing LOS Without Project
East Valley RoadJSW 4\" St. D (53.3) D (593)
East Valley Road/SW 34~ St. B(15.1) B (\5.8)
SW 34~ Street/Lind Ave. SW C (22.0) C (23.2)
(x x) -Ma:r:imllm delay at the intersectioll approach in seconds
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2007 FUTURE
TRAFFIC VOLUMES
WITHOUT PROJECT
FIGURE 7
167
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L XX -PM PEAK HOUR TURNING
MOVEMENT VOLUMES
YOUNKER
NISSAN
Tramc Impact Analysis Younker Nissan
FUTURE CONDITIONS WITH PROJECT
The future condition with project analysis provides a statement of what traffic related
conditions will be like in the horizon year with the Younker Nissan project. The analysis
simply adds anticipated project impacts to the horizon year background conditions. The
analysis defines anticipated project trip generation and evaluates impact through a level
of service analysis at each of the analyzed intersections.
Traffic Volumes
Traffic volumes for 2007 with project condition include 2007 without project volumes
discussed above plus expected traffic to be generated by Younker Nissan.
Project Trip Generation
Trip generation for Younker Nissan was calculated using the ITE Trip Generation, 7'h
Edition, Land Use Code 841, New Car Sales, (Page 1476-1478). The trip generation
calculation is presented in Appendix C. The new site will replace the existing Younker
Nissan site. The new site will generate approximately 982 daily trips. Since the existing
Younker Nissan site generates approximately 508 daily trips, the net impact of the new
site will be approximately 474 daily trips. The formula for calculating A.M. peak hour
trip generation is adjusted according to the ratio of A.M. and P.M. average trip generation
rate. A summary of the anticipated trip generation for Younker Nissan is presented in
Table 5.
Table 5. Project Trip Generation
A.M. Peak Hour PM. Peak Hour
Land Vs. Total In Out Total In Out
Proposed 69 51 18 80 31 49
Existing 50 37 13 56 22 34
Net Impact 19 14 5 24 9 15
As shown in table 5, Younker Nissan is estimated to generate 69 A.M. peak-hour and 80
P.M. peak-hour trips. The net impact of the project, calculated by deducting the existing
site trips generated from the existing Younker Nissan site from the total project trip
generation, is 19 A.M. peak-hour and 24 P.M. peak-hour trips in 2007
Trip DistributionfI'raffic Assignment
Trip distribution percentages for Younker Nissan were based on the turning movement
counts collected at the analysis intersection. The trips that will be generated by the new
Younker Nissan site were added to the roadway system using the directional distribution
shown in Figure 8. A summary of the 2007 with project PM peak hour volumes are
presented in Figure 9.
Level of Service
The summary of 2007 PM peak hour Level of Service and existing Level of Service at
the analyzed intersection is shown in Table 6.
12
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5X,
SW 34TH ST.
SW 41ST ST.
PROJECT TRAFFIC ASSIGNMENT
FIGURE 8
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NISSAN
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2007 FUTURE
TRAFFIC VOLUMES
WITH PROJECT
FIGURE 9
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ACCfSS 2
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L XX -PM PEAK HOUR TURNING
MOVEMENT VOLUMES
YOUNKER
NISSAN
Traffic Impact Analysis Younker Nissan
Table 6. 2007 P.M. Peak-Hour Level of Service Summary
2007 LOS 2007 LOS
.'
Intersection Existing LOS Without Project With Project
East Valley Road/SW 41" SI. D (533) D (59.3) D (59.3)
East Valley Road/SW 34'" St. B (15.1) C (15.8) C (15.9)
SW 34"' StreetILind Ave. SW C (nO) c (23.2) C (23.5)
Site Access I-East Valley Rd. N/A N/A B (12.8)
Site Access 2 -East Valley Rd. N/A N/A B (12.8)
Site Access 3 -SW 34"' St. N/A N/A A(9.1)
(xx) -Maximum delay at the intersection approach in seconds
OTHER ISSUES
The proposed site has three driveways providing access from the street network. The
nmnber and location of these driveways were developed with the uses of the site to
minimize conflicts at the access points and within the site. The service area is separated
from the car sales area to provide safer access for people dropping off their vehicles. The
car sales area provides for the flow of the public to enter the site without competing with
these more directed trips to the service area. The driveways are also located away from
the intersection to minimize their impact on the operations of the intersection while still
providing the desired flow patterns within the site.
CONCLUSIONS
The new Younker Nissan site will not create any significant adverse conditions on the
surrounding transportation network. The new site will generate approximately 982 daily,
69 AM peak hour and 80 PM peak hour new vehicle trips to the transportation network.
The new site will replace the existing Younker Nissan site. Since existing Younker
Nissan site generates approximately 508 daily trips with SO AM peak hour and 56 PM
peak hour trips, the net impact of the new site will be approximately 474 additional daily
trips with 19 AM peak hour and 24 PM peak hour trips.
The analyzed existing intersections will operate at an acceptable Level of Service (:E>, C
and C) in the 2007 PM peak hour with the projected volume scenario. The intersections
of exiting streets and proposed site access driveways will operate at Level of Service B, B
and A in the 2007 PM peak hour.
The accident rates at the intersections in the vicinity of Younker Nissan location are
below the statewide Average Accident Rate.
RECOMMENDA nONS
Based on the analysis presented in this study, no off site roadway improvements will be
needed to mitigate the traffic impacts of this project.
15
APPENDICES
APPENDIX A
TRAFFIC COUNT DATA
Location: East Valley Rd and SW 41 st St CityfTown: Renton
Checker: DLN & JCN Weather: Cold and snow Job: Younker Nissan
Date: 10-Jan-07 Start Time: 4:00 PM Pk Hr: I 4:30 PM 5:30 PM
15 Min. Adj Factor; F(adj}= 1.0714 (15 min/# of minutes counted)
END
TIME
4:15 PM
4:30 PM
4:45 PM
5:00 PM
5:15 PM
5:30 PM
5:45 PM
6:00 PM
PKHR
Adj HR
END
TIME
4:15 PM
4:30 PM
4:45PM
5:00 PM
5:15 PM
5:30 PM
5:45 PM
6:00 PM
PKHR
Adj HR
FROM: NORTH
RIGHT THRU LEFT
12 0 0
- --------
15 0 0 ~--.. ---------_.--
10 0 0 ------
7 0 0
-------------.~
9 0 0 .. _--_.-
8 0 0 ._--
4 0 0
1 0 0
----~----
34 o o
36 o o
FROM: SOUTH
RIGHT THRU LEFT
95 66 7
--
95 75 7 -----
90 66 1 --
81 69 14 ------. --_._-
100 80 7
91 91 10
73 74 4 r---------------
70 60 3
-----'-
362 306 32
388 328 34
END 15 Min
TIME TOTALS
16:15 437
16:30 434
16:45 443
17:00 455
17:15 520
17:30 513
17:45 369
18:00 304
TOTAL
12
15
10
7
9
8
4
1
34
36
TOTAL
168
177
157
164
187
192
151
133
700
750
FROM: EAST
TRUCKS RIGHT ., THRU LEFT TOTAL
11 4 57 54 115
-------.
9 2 56 47 105 --
8 9 59 52 120 -
1 4 70 56 130 -"-.
4 4 80 84 168 _.
6 3 78 70 151
~---.
0 4 62 37 103
-----
1 3 45 33 81
19 20 287 262 569
20 21 308 281 610
FROM: WEST
TRUCKS RIGHT THRU LEFT TOTAL
3 28 76 9 113 _.-'-----
5 34 65 9 108 -----. -
2 34 90 2 126
--~---.-
3 33 83 8 124
----
3 35 84 2 121
---------1--.-_.
5 41 81 6 128 ... _, --_ .
3 86 4 25 58
--1-------.. ---. --
3 13 54 2 69
----.--------
13 143 338 18 499
14 153 362 19 534
Time
Start -End hrvol pk hr?
16:00 17:00 1769 no
16:15 17:15 1852 no
16:30 17:30 1931 YES
16:45 17:45 1857 no
17:00 18:00 1706 no
DN Traffic Enterprises
TRUCKS
5
--
2
4
6
3
3
-----~--
3
1
16
17
TRUCKS
5
3
0
1
1
3
2
0
5
5
INTERSECTION:
PEAK HOUR:
DATE:
SOURCE:
19
I 534 362
153
Peak Hour Factors:
Percent Trucks & Buses:
East Valley Rd and SW 4151 SI
4:30 PM 5:30 PM
10-Jan-07
ON Traffic
PEAK HOUR DIRECTIONAL LEG VOLUMES
36 368
378 610
534 750
434 750
PEAK HOUR APPROACH VOLUME MOVEMENTS
36
36 0 0
RIGHT THRU LEFT
LEFT NORTH RIGHT
THRU WEST EAST THRU
RIGHT SOUTH LEFT
LEFT THRU RIGHT
34 328 388
750
ADJUSTMENT FACTORS DERIVED FROM COUNT
From North: 0.84 SB
From South: 0.91 NB
From East: 0.85 WB
From West 0.97 EB
Total 0.93
From North: 55.6% SB
From South: 1.9% NB
From East: 2.8% WB
From West: 0.9% EB
21
308 610 I
281
ON Traffic Enterprises
Location: E Valley and SW 34th St
Checker: DLN Weather: Cludy
Date: 14-Jan-07 Start Time: 4:00 PM
15 Min. Adj Factor; F(adj)= 1.0714 (15 minl# of minutes counted)
END
TIME
4:15 PM
4:30 PM
4:45PM
5:00 PM
5:15 PM
5:30 PM
5:45 PM
6:00 PM
FROM: NORTH
RIGHT THRU LEFT
2 68 0
c--~~ ---------------
3 68 0
4 115 0
o 80 0 -~-------------
3 115 0 --
3 77 0
1 88 0
'. --
2 67 0
TOTAL TRUCKS RIGHT-
70 0 0 .----
71 4 0
119
---------f---5 0 --
80 1 0 ----
118 6 0 ----, ..
80 4 0
89 3 0
69 1 t--0
CityfTown: Renton
Job: Younker Nissan
Pk Hr: I 4:30 PM 5:30 PM
FROM: EAST
THRU LEFT TOTAL TRUCKS
0 0 0 0
0 0 0 0 --_._-._--
0 0 0 0 -
0 0 0 0
0 0 0 0
0 0 0 0
-~--
0 0 0 0
0 0 0 0
PK HR 10 387 0 397 16 0 0 0 0 0
A~HR L-_1~1~~~4~15~~~0~~ __ 4~2~6 __ ~_1~7 __ ~~0~-L __ ~0 __ ~ __ ~0 __ ~ __ 0~~ __ ~0~~
END
TIME
4:15 PM
4:30 PM
4:45 PM
5:00 PM
5:15 PM
5:30 PM
5:45 PM
6:00 PM
PKHR
Adj HR
RIGHT
0
0
0
0
0
0 --------=-0
0
o
o
END
TIME
16:15
16:30
16:45
17:00
17:15
17:30
17:45
18:00
FROM: SOUTH
THRU LEFT
52 3 --,--.
66 4
61 6
71 5
61 1
74 6 _ .....
63 6 .--. ,,--~------.
62 7
267 18
286 19
15 Min
TOTALS
154
164
223
179
250
205
184
160
TOTAL TRUCKS RIGHT
55 8 16 ---
70 4 10 -
67 4 19
76 3 10
62 6 f---46 --
80 6 28
69 6 12
----
69 6 f--_1O
--------
285 19 103
305 20 110
Time
Start -End
16:00 17:00
16:15 17:15
16:30 17:30
16:45 17:45
17:00 18:00
FROM: WEST
THRU LEFT TOTAL TRUCKS
0 3 19 3 --
0 2 12 0
0 3 22 3
0 1 11 0 -------
0 7 53 3
0 3 31 3
0 2 14 1
----~.----
0 1 11 1 ._---.-
o 14 117 9
o 15 125 10
hrvol pk hr?
720 no
816 no
857 YES
818 no
799 no
DN Traffic Enterprises
INTERSECTION:
PEAK HOUR:
DATE:
SOURCE:
15
125 0
110
Peak Hour Factors:
Percent Trucks & Buses:
E Valley and SW 34th St
4:30 PM 5:30 PM
14-Jan-07
DN Traffic
PEAK HOUR DIRECTIONAL LEG VOLUMES
426 301
30 0
125 0
525 305
PEAK HOUR APPROACH VOLUME MOVEMENTS
426
11 415 0
RIGHT THRU LEFT
LEFT NORTH RIGHT
THRU WEST EAST THRU
RIGHT SOUTH LEFT
LEFT THRU RIGHT
19 286 0
305
ADJUSTMENT FACTORS DERIVED FROM COUNT
From North:
From South:
From East:
From West:
Total
From North:
From South:
From East:
From West:
0.84
0.89
nla
0.55
0.86
4.0%)
6.6%
nfa
8.0%
SB
NB
WB
EB
SB
NB
WB
EB
0
0 0
0
DN Traffic Enterprises
Location: Lind Ave & SW 34th St City/Town: Renton
Checker: DLN Weather: Cludy Job: Younkers Nissan
Date: 7-Jan-07 Start Time: 4:00 PM Pk Hr: I 4:30 PM 5:30 PM
15 Min. Adj Factor; F(adj)= 1.0714 (15 minl# of minutes cOtJnted)
END
TIME
4:15 PM
4:30 PM
4:45 PM
5:00 PM
5:15 PM
5:30 PM
5:45 PM
6:00 PM
PKHR
Adj HR
END
TIME
4:15 PM
4:30 PM
4:45 PM
5:00 PM
5:15 PM
5:30 PM
5:45 PM
6:00 PM
PKHR
Adj HR
FROM: NORTH
RIGHT THRU LEFT
4 114 7 ------
7 77 9 ------.-----
6 102 7 ----------
3 99 2
----------------.. _ .. _.
3 126 5 ------------_.
2 84 6 ----
2 91 4 ----------
~ 80 2
14 411 20
15 440 21
FROM: SOUTH
RIGHT THRU LEFT
0 62 3
4 46 4
-~-----
1 77 5 1-----------
r--_4 56 3
3 90 4
4 63 1 ~----
0 57 5 ------.. ,.-..
3 47 6 ---------------
12 286 13
13 306 14
END 15 Min
TIME TOTALS
16:15 246
16:30 195
16:45 263
17:00 229
17:15 332
17:30 234
17:45 207
18:00 179
TOTAL
125
93 I
115
104
134
92
97
84
445
476
TOTAL
65
54
83
63
97
68
62
56
311
333
FROM: EAST
TRUCKS RIGHT '. THRU LEFT TOTAL
9 7 2 3 12 ---
4 0 1 1 2 ----_._------
2 4 1 4 9
-----
2 6 4 1 11
4 15 6 2 23 -._-
6 3 2 2 7
----._-------
2 4 1 1 6
6 1 2 1 4
-_. -,-"-.
14 28 13 9 50
15 30 14 10 54
FROM: WEST
TRUCKS RIGHT THRU LEFT TOTAL
4 12 9 7 28
4 16 9 8 33
------
4 22 7 9 38
7 17 6 13 36
1 35 14 7 56 --. -.
3 30 14 7 51
r-20 2 ------
6 6 28 !---------
1 9 7 7 23
----c----.
15 104 41 36 181
16 111 44 39 194
Time
Start -End hrvol pk hr?
16:00 17:00 933 no
16:15 17:15 1019 no
16:30 17:30 1058 YES
16:45 17:45 1002 no
17:00 18:00 952 no
ON Traffic Enterprises
TRUCKS
4
0
2 -----0,--
0
1
0 ----
0
0
3
3
TRUCKS
4
6
2
4
--
0
3
2
2
9
10
INTERSECTION:
PEAK HOUR:
DATE:
SOURCE:
39
194 44
111
Peak Hour Factors:
Percent Trucks & Buses:
Lind Ave & SW 34th St
4:30 PM 5:30 PM
7-Jan-07
DN Traffic
PEAK HOUR DIRECTIONAL LEG VOLUMES
476 375
43 54
194 78
561 333
PEAK HOUR APPROACH VOLUME MOVEMENTS
476
15 440 21
RIGHT THRU LEFT
LEFT NORTH RIGHT
THRU WEST EAST THRU
RIGHT SOUTH LEFT
LEFT THRU RIGHT
14 306 13
333
ADJUSTMENT FACTORS DERIVED FROM COUNT
From North:
From South:
From East
From West:
Tolal
From North:
From South:
From East:
From West
0.83
0.80
0.55
0.81
0.80
3.2%
4.8%
5.6%
5.2%
SB
NB
WB
EB
SB
NB
WB
EB
30
14 54
10
DN Traffic Enterprises
APPENDIXB
CAPACITY ANALYSIS
END 2007-PM-EXISTING
SW41st St.&East Valley Road
Volume (vph)
-+-
4/3/2007
t
Turn Type pm+pt Perm pm+pt Perm pm+pt Prot pm+pt Penm
Protected Phases 7 4 3 8 5 2 2 1 ·.6
Permitted Phases 4 4 8 8 2 6 6
Dete~ij:!rnase!l 7 4 4 3 8 . 5 2 2 16 6
Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
MinimlJtll.8j:)lit(s} . >.8.0 20.0. 20.0 8.0 20.02U".O·· "8,61;iYMf9.~~"20.o, .8.0,,; 20;Q ,20.0
Total Split (s) 8.0 20.0 20.0 23.0 35.0 35.0 8.0 21.0 21.0 16.0 29.0 29.0
TotaISplit(-%) .10;0%25,0%;~5.0% 28.8% 43.80/0."4a,8%'10lO%,;26' .. 3%.'26.3%lf~~~~~36;3%
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
AlH~edTim80.(s) 0.5 0:5., ;·0.5 0.5~.5; 0.5 .;Q'~;"';JO.50:5 0.5 . fl5i(Pf,();q
LeadlLag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag
LE!l'ifl-lagOptimizB.? ~'frf0¥esc¥~ Yes Yes V:es Yes~*i;;'Y!ls "fyf;JS· Yes Yes;" Yes
Recall Mode
~EffctGreen (s)., : ..
Actuated glC Ratio
,,"'I!l' Ii ' ~,!l1;!3 CI
Control Delay
Qtl6ire~j~~t;~7l.
Total
LOS
Approach Delay
~~,~f;::; ..
CyCle l.etlQ"(ll1it80 i
None None None
19;6';;~~;~f~;6
0.24 0.20 0.20
0.13, 0;880':82
14.5 55.4 7.6
.0;0;";;;0;0:,· 0.0
14.5 55.4 7.6
B .E A
39.0
D:..
Actuated Cycle Length; 79.6
NaturaICycle:.sO ;~'~2'.7jf;';i; .. ;,
Control Type: Actuated-Uncoordinated
Maximum vtc:Ratio: 1.00;;'
Intersection Signal Delay: 42.4
In.tE!l:seqti(m7~a(:lty Utili~\WJ.n.~,7%
Analysis Period (min) 15
GSAI
None
38.6
0048
1.00
61.5
0.0
61.5
E
None None None Max Max None
33.8 33.821;0. 11'.0 ,;'n;O.;i;33,O
0.42 0.42 0.26 0.21 0.21 0.41
(M9 0;14 .. 0.24.0.94·· --,0.62;::: 1;00:
16.3 4.2 17.8 66.6 7.7 82.1
0.0 .;~~4:~~~;;l'O,O::~.¥:T";OJ);: '0.0 .
16.3 4.2 17.8 66.6 7.7 82.1
B ,
44.7
D.
Intersection LOS: 0
ICU Level"<!H~erviceE;''';·.:
Max Max
2&7; /26';7
0.34 0.34
0.78"'l.1iQi·16
41.0 7.0 ; ala , "0;0
41.0 7.0
·,·:ft A
53.3
Synchro 6 Report
END 2007-PM-EXISTING
SW 34th St.&East Valle~ Road 4/3/2007
.,? ~ '" t l
Lane
Sign Control Stop Free Free
Grade 0% 0% 0%
VoI!:Ime (ve1:tlh) 15 110 19 286 415 11
Peak Hour Factor 0.55 0.55 0.89 1.00 0.84 0.84
Hourly "oW rate (vph) 27 200 21 286 494 13
Pedestrians
Lane W-i/illtWt)
Walking Speed (ft/s)
Percent Blockage,
Right turn flare (veh)
Median .type None
Median storage veh)
Upstream signal (ft)'-' .
pX, platoon unblocked
Y!ih,qp llfiic!ift9>MQlurne 823 494 507
vC 1 , stage 1 conf vol
vC2,stllge2 confv&F
vCu, unblocked vol 823 494 507
tC"s~.{.s) .6.;5 6'.3· ':.4.1
"""" ,",.
tC, 2 stage (s)
tF (s) 3.6 3;4,· 2.2
pO queue free % 92 64 98
cMcapacity. (YEl~) " 329 56'3 1058
Volume Total 27 200 21 286 ~94 13 '"'3>:.7"' '~=
0"''0:~' " f'?)
Volume Lett 27 0 21 0 0 0
V.oJOme Ri9bh, 0 200 0 0 0 ~3
cSH 329 563 1058 1700 1700 1700
Volume to Capacity , 0;08 '0.36 0;,02 0.17 0.29· 0.01
Queue Length 95th (tt) 7 40 2 0 0 0
C()J\trol~ll'ty,(s ) 16'.9 14.9 8.5 0.0 0;,0 "',·'0;0
Lane LOS C B A
Approach Delay (s) 15.1 0.6 0.0
Approach LOS C
Average Delay
Intersection Capacity Utilization 35.3% ICU Level of Service A
Analysis Period (min) 15
Synchro 6 Report
GSAI
END 2007-PM-EXISTING
SW 34th St.& Lind Ave SW
Lane Configurations
Sign Control
Grade
Volume (velhlh)
Peak Hour Factor
Hourly flow rate (vph)
Pedestrians
laF)8 Width (tI)
Walking Speed (fils)
f!ercent Blockage
39
0.81
48
-..
111
0.81
137
Right turn fiare (veh)
Median type ,N.OIle.
Med ian storage veh)
Upstream signal. (til
pX, platoon unblocked
-
Slop;''.;;';''
0%
10 14 ',,,(30 14
0.55 0.55 0.55 0.80
18 25 55 18
NOlle
v:C,(l()ntlicting',lfliIltl~!l~~;£~O:~4, <539 1162 1()16,,38:~~,
vC 1, stage 1 conf vol
vC2,'stag~2~~~~Ir
vCu, unblocked vol 1075
tC,sl~~~"f;5r~;"'. 7i2'
tC, 2 stage (s)
tF(s}S'Cc<,'cC . 3;5
pO queue free % 70
1024 539
·6,6 6.2
4.0 3.3
76 74
~itY'(17eM1) ;,< :158, ·,)2g~'Ci· §37
Volume Total
Volume Left
Volume Righi
cSH
Volume to Capacity
Queue Length 95th (ft)
C'9Rtr!ll Delay (s)
Lane LOS
A,pjJr~chDelay (s)
Approach LOS
48 '36
48 0
:0:, 0
158 224
0.30 ,0.1,6
30 14
37A:~,2
E C
.22.0
C
Average Delay
Inters~~~UtiliZ<ttlpn .
Analysis Period (min)
GSAI
1.55
o
j37
461
0.34
37
16.7
C
5.8
39.6%
15
1162
7.2
3.6
82
99
18
o
99
0.18
16
49.3
E
21.2
C
1016
lUI':,
89
0
0
225
0.11
9
23:0
C
382 548
98
0 18
55:, 0
656 1006
0.08 0.02
7 1
'1}.0· 8,6
B A
-0.4-
t
0%
.300 13
0.80 0.80
382 16
0 0
0 16
1700 1700
0.23 0,01
0 0
0.0 1).1)
A
21
0.83
25<
399
4;1
2.2
98
25
' .,0;.
1154
0.02
2
8,2
A
n:4
4/3/2007
0%
440 15
0.83 0.83
'530 18
0
c1~
1700
0.32
0
O;{}
Synchro 6 Report
END 2007-PM-FUTURE WIO PROJECT
SW 41st St. & East Valley Road 4/3/2007
Lane Configurations
Volume (vph)
Turn Type
Protected Phasl3s
Permitted Phases
Detector Pha$!lS
Minimum Initial (s)
Minimum Split (s),
Total Split (s)
Total Split (%)
Yellow Time (s)
All-Red TilTJI3.(s)
Lead/Lag
Lead-Lag Optimize'r.';'
Recall Mode
Act EffctGfflefl,(~,iz/;'
Actuated glC Ratio
vIc Ratio.
Control Delay
QueueDeiay
Total Delay
LOS
Cycle Length:'w
-t
43 321 135 439 130 90 68 34a:, ..• 374. .c208 273 53
pm+pt Perm pm+pt Perm pm+pt Prot pm+pt Perm
7 4 38 5 2 2 1 6·
4 48 82 6 6
7 4. 4 38. 8 5 2 . 2 1 6 A .• Q
4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
. 8.0 2Q,fj.. 20.0 8.0 20;0. 20.0 8.0· 20,0l;:; 20.0.:,: ,,:!to 20.0 . 20.0
8.0 20.0 20.0 27.0 39.0 39.0 8.0 23.0 23.0 20.0 35.0 35.0
aJ,l% 22.2% 22.2% 30.0% 43.3%> 43.3% a.9%25.6JII,,/!!5.6%'·22,2%38.9%;'68;l9o/6
3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
. ·,015:Q.'5 '(,[5 0.5 Qi~ 0.5 0.5 O:~·· 0l~;dl1~§
Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag
~s;,:;~~;;;~es Yes Yel; Yes yes~q.;X~Y;if~·'Y~' y~
None None None
2W.O. ;.:1~;O .df'!!·O
0.21 0.18 0.18
0.:15 ',Oi99,,?~35
17.3 86.2 8.6
·O,Q"l\'(jc;Q:,iz:iilJ.O
17.3 86.2 8.6
,'B F A
59.3
None
43.0
0,48
0.97
57.5
0.0
57.5
E
None
~'"
0,42
0.21il
18.2
.0.0
18.2
B
42.5
f)'
None None Max Max None Max Max
38.2 .23;O··'~~1r.J.a;<P';l~,()32~§' ;~
0,42 0.25 0.21 0.21 0,43 0.36 0.36
0;15 0.25 O'97;0.El2f;t~~~O.~;+;;;~$
4.3 19.5 76.2 8.0 70.6 37.8 6.6
0.0 0.0 . !!t,g,; ; 'It,'O;~~~:, '&;0· ;.~O
4.3 19.5 76.2 8.0 70.6 37.8 6.6
A B .·.;E... . A . D . .A
39.0 47.5
Actuated Length: 90
Natura! Cyc:le: '90' ;: f;'
Control Type: Actuated-Uncoordinated
Maximum v/c'RatiQr'i0,99
Intersection Signal Delay: 45,6
Intersection CapacityUtillzalion 84.4% ,Y
Analysis Period (min) 15
and Phases:
GSAI
Intersection LOS; D
ICU LeVel of Service E
Synchro 6 Report
END 2007-PM-FUTURE WIO PROJECT
SW 34th St. & East Valle::t:: Road
Lane Configurations
Sign Control
Grade
Volume (veh/h)
Peak Hour Factor
Hourly flow rate (vph)
Pedestrians
LaneWidth eft)
Walking Speed (fils)
P.e~cent. BlOckage
Right turn flare (veh)
Median type
Median storage veh)
Vjl$tream 'signal (ft)
pX, platoon unblocked
vC,;;¢M~;VOIu01e
vC 1 , stage 1 cenf vol
VC2,;stageQ;1lpnfc!/ol'
vCu, unblocked vol
tC,·$ingfll;{$.}.:~i,·c "
tC, 2 stage (s)
Ins)
pO queue free %
~iIY.(vehlh}
Y8IOirteTOIaI
Volume Left
VQlume.R!ghl
cSH
Volume to Capacity
Queue Length 95th (ft)
~ontrol Delay(s)
Lane LOS
Approach Delay (s)
Approach LOS
Average Delay
..J-
Stop
0%
16
0.55
29
None
~8
838
6.5
3.6
91
321
29
29
o
321
0.09
7
17.3
C
15.8
C
interseCtion capacity Utilization
Analysis Period (min)
GSAI
.. '\
120 20
0.55 0.89
218 22
502· St?
502 517
6,3 ·A.l
3A 2.2
61 98
'007 .1049
218 22
o 22
2.18,-
557 1049
0.39 ·;IMB:?
46 2
;1S.6;2"~;5
C A
0.6
3.8
36.3%
15
t
Free
0%
291
1.00
291
291
o
o
1700
0.17
o
0.0
+
Free
0%
422
0.84
502
o
i.',O
1700
0.30
o
0,0'>'
0.0
'~ii
;' 0,'fE>;:;1N~
12
0.84
14
14
o
14
1700
0.01
o
0,0
ICU Level of.,Service
4/3/2007
A
Synchro 6 Report
"
END 2007-PM-FUTURE WIO PROJECT
SW 34th St. & Lind Ave SW
.,J--,.
Lane Configurations
Sign Control Stop
Grade 0%
Volume (veh/h) 40 45 113
Peak Hour Factor 0,81 0.81 0,81
Houriyflow rate (vph) 49,{/ .56 ''''40
Pedestrians
Lw'!e\tYidth (ft)
Walking Speed (fils)
Percent Blockage
Right turn flare (veh)
Median,~e None
Median storage veh)
UpStream signal (tt)
pX, platoon unblocked
vC;confli¥t[ng volume )flOl ,1047 549
vC 1, stage 1 conf vol
vC2, stage 2 confvol
vCu, unblocked vol
te. single ($~::,';"
tC, 2 stage (s)
tFes)
pO queue free %
ct,.t~city (v~#",·",
Volume Total
Volume Left
VoIume;~ight
cSH
Volume tocCapacity
Queue Length 95th (ft)
~trol~{s)
Lane LOS
Approach Delay (s)
Approach LOS
Average Delay
1101
',7·,2,
3.5
67
.!lif,8"';'
.4~f;
49
,0
148
0",33
34
'40,9
E
23.2
C
Intersection Capacity Utilization
Analysis Period (min)
GSAI
1047 549
6:6' 6,2
,4.0 //:: 3.3
74 74
216 '529
3-11',1'58
o 0 ° 140
216 452
0,17, ',0,35
15 39
25.1 17.2
D C
6.2
40.4%
15
~
11
0,55
20
1188
1188
7.2
3,6
78
93
20
20
o
93
0.22
19
54.2
F
22,8
C
-.....
Stop
0%
16 3L
0,55 0,55
29 56
N~I),e
1
1040 390
4.1 " 3.4
87 91
2'\·7;,,'; ,-65Or,
2956,
o 0
217 650
0:13 ... 0;09
11 7
....
0,80
',;49
559
''02.2
98
,~
19
19
O·
997
0.02,
1
~~'r,~'~~i"i B.7
C B A
0.4
ICU Level of Service
4/3/2007
t I" '" ~ ~
Free Free
0% 0%
312 14 22 448 16
0,80 0,80 0,83 0,83 0.83
390 48 2r1c, .,540' 19
408
98
,,,,,"'11<l6' ,. ",'(:--
390,.'],?-':" 27J'!£ (559, --' .
o 0 27 0
018 0., 19
1700 1700 1146 1700
0.23011)1 ' 0,!l~~.33-
o 0 2 0
0.0 0.0 ·B.Z'i'O,O ,
A
A
Synchro 6 Report
·'
END 2007-PM-FUTURE WITH PROJECT
8W 41st 8t. & East Valley Road 4/3/2007
Lane COlnfigluraltiorls
Volume (vph)
Turn Type
Protected Phases
Perm itted Phases
Detector Phases
Minimum Initial (s)
Minimum Split (s)
Total Split (s)
TotatSplit (%)
Yellow Time (5)
AII-RedTime (s)
Lead/Lag
Lea(i'LagOptln)l~ •
Recall Mode
AotEffct Green (5)
Actuated glC Ratio
v/cRatio
Control Delay
Queue Delay ' ..
Total Delay
LOS
Approach Delay
Approach LOS
+-t
44 321 68 350 55
pm+pt Perm pm+pt Perm pm+pt Prot pm+pt Perm
7 4 3 8 5 2 2 16
4 48 82 6 6
. 7 4 4 3 8 5 2 2 1 '6 6
4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
~.!l 20.0 20.0 8.0 20.0~O' 'S,:O:2OCi):: 20.:0 8'iO,2OiO 20.0
8.0 20.0 20.0 27.0 39.0 39.0 8.0 24.0 24.0 19.0 35.0 35.0
.&9% 22.2% 22.2% 30.0% 43,3%~~~.8.9O;o .26,1% 26m~&·~.;f~:.a6~38:9%
3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
0'.5 0.5 0.5 0.5 O;5.}~t;~g:· .• 0,5 0,5 0:5<~~~ ':0,5.0.5
Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag
~sYes Yes Yes Ye5"~¥es;" • Yes:; Yes Y.es'1~~.· Yes Yes
None None None None None None None Max Max None Max Max
':2!)iO;'if{~;!l .16.0 43.0 38.2".\38.2;, 24.0 20.0 2~[.~!lt;;:.j.~i6 32;6
0.21 0.18 0.18 0.48 0.42 0.42 0.26 0.22 0.22 0.43 0.36 0.36
0:16. <~.0.35 0.97 o.zll;·~"o.t5::.; 0.25 0.93 O;6t'OC~i~~{:.6.16
17.3 86.2 8.6 57.5 18.2 4.3 19.2 65.9 7.6 78.2 38.9 6.6
.:rt~l':A~~O '0.0 O.O{t~li:J).,9"~\J).O 0.0 .Q:t) O1Q"i;f~~ ';'::D:O
17.3 86.2 8.6 57.5 18.2 4.3 19.2 65.9 7.6 78.2 38.9 6.6
A E B ;>-A' B .. A
42.4 34.4
C
Cycle Lerigth:90
Actuated Cycle Length: 90
Natural Cycle: 90
Control Type: Actuated-Uncoordinated
Maximum vIc Ratio: 0.99'.
Intersection Signal Delay: 44.8
tJltE1tsectiQn CapacHy,l1tRizatiOll'84,2%
Analysis Period (min) 15
GSAI
Synchro 6 Report
"
END 2007-PM-FUTURE WITH PROJECT
SW 34th St. & East Valley Road
Sign
Grade
Volumfit'Cvehlh ) 121
Peak Hour Factor 0.55
Hou~'i'ate(vpl)} 220
Pedestrians
Lane Width(ft)
Walking Speed (!Us)
PercentBlockage
Right turn flare (veh)
MerlilmiWe None
Median storage veh)
Upstreamsig~'Eft~
pX, platoon unblocked
v(;;oonflicting \/OIuIlle "
,~, 504.
vC 1, stage 1 conf vol
vC2istage2confvol
vCu, unblocked vol 842 504
te, single, (5) 'l;6;5, 6.3
tC,2 stage (s)
tF(5) 3.6' '.&.4
pO queue free % 90 60
eM Cli\paCity (vehlh) ,32Wi i,;556
'31 '220
31 0
Volume Tolal'4'
Volume Lelt
Volume Hight
cSH
" '"ii, 'Q;;,i220
Volume to Capacity
Queue Length 95th (It)
Can'trol Delay (5)
Lane LOS
Approach Delay (5)
Approach LOS
Average Delay
320 556
0.10 ·0.40,
8 47
17.5 15.6
C C
15.9
C
20
0.89
22
ic519
519
4.1
2.2
98
1,047
22
22
o
1047
tt02
2
'8.5
A
0.6
3.B
t
Free
0%
293
1.00
293
293
o
o
1700
0.17
o
0.0
0%
423 1&
0.84 0.84
504
",.
1700 1700
0.30,i· 0.01
o 0
a:o
Intersection capacity Utilization
Analysis Period (min)
36.4%
15
ICUJ.evel,~§ervice
GSAI
4/3/2007
A
Synchro 6 Report
END 2007-PM-FUTURE WITH PROJECT
SW 34th St. & Lind Ave SW
..J--.,. ~
Lane Configurations
Sign Control Stop
Grade 0%
Volume (vehlh) 40 45 113 12
Peak Hour Factor 0.81 0.81 0.81 0.55
Hourly flow rate (vph) 49 56 140 22
Pedestrians
Lane Width (ft)
Walking Speed (fils)
PercentBI()(:I(a~:·:£,.", •
Right turn flare (veh)
Median·~·, •.. :~, . ~ ~''.-:. ~
• Non~. ">;'"';"'~;
Median storage veh)
Upstream'signal:.(ft)~':.,(
pX, platoon unblocked
vC,conflicling.\l(JI!lm;~'·.:l:1P7
vC 1 , stage 1 conf vol
vC2, staga2 conf.vol -"i'
vCu, unblocked vol 1107
!C, single (5) .,' .
tC, 2 stage (s)
IF (5) 31.5
pO queue free % 66
cM capacilY'(~)"'~~~,l'II~fj
Volume TOlar'," ':";'f.:..~ ,I ~ " ,
Volume Left 49
Volume Right .;.,;:.,ft·~"?t:!';;O
cSH 145
Volume to Capacity,,?,,,,/; l'f.34
Queue Length 95th (ft) 35
Control D8IayJ~Y ;-"'S:lI;2:3
Lane LOS E
Approach Delay:{s}· '23.5
Approach LOS C
lM~
1049
6.6
4.0
74
215
:37
0
0
215
OeW
15
25.1
D
;;49 1188
549 1188
6.2 7.2
3.3 3.6
74 76
529 93
158 22
0 22
140 0
452 93
1E35 0.24
39 21
17.2 55.4
C F
23.1
C
1,1,,' ;..," -~, -" ·t.f~!"~-",-.".,,"--. -""'~~~-
2;;:::;-15:/. . ,-
I~'\_ •
Average Delay
Intersection Capacity Utilization
Analysis Period (min)
GSAI
6.4
41.2%
15
-......
Slop
0%
17 34
0.55 0.55
31 62
None
1040 390
1040 390
6.6 6.3
4.1 3.4
86 90
217 650
31 62
0 0
O· 62
217 650
0.14 0.10
12 8
24.3 11.1
C B
"\ t /" \.
Free
0%
15 312 15 ,'92
0.80 0.80 0.80 0.83
19 390 19 27'
.5Q9 ;·.40.9
559 409
4~1 .,", ,:J.1
2.2 2.2
98 98
.997,' ,i,; • ·"'\~;'-.''''.¥·,~;:~;1iI45
,19 ';39,(},:'X'jg5:;,' "27
19 0 0 27
o ,0, '~9:.;~O
997 1700 1700 1145
0:02' :0.23' )o,P1:;;:O;(12
1 0 0 2
S.7,t);o:·,·zlEq:("'S.2
A A
0.4 . .,. ;,·0.4
. _.
41312007
+
0%
448
0.83
:540
559
o
19
1700
0.33
o
0.0
~
16
0.83
19
• ,-, --,=-,~,~",,,,,,,,",,,.
ICU Level of Service
Synchro 6 Report
"
END 2007-PM-FUTURE WITH PROJECT
Access-1 & East Valley Road
Sign Control
Grade
Volume (veh/h)
Peak Hour Factor
Hourly flow rate (vph)
Pedestrians
Lane WiPth (II)
Walking Speed (fils)
PercentiQlockage' '
Right turn flare (veh)
~edian'~
Median storage
IiJPStreamsignal(lI) " "
pX, platoon unblocked
.0%
4
.0,55
7
20 12
.0,55 .0,89
36 ,13
vC. C!,lnflicting,volume '" ,1032 32~ ,,;'658
vC 1 , stage 1 conf vol
vC2. ,stage 2conf vol
vCu, unblocked vol
te, Single (5)
tC, 2 stage (s)
tF(s)
pD queue free %
cM capaGiIH".ehlh)
1.032 329 658
7;0,)7, ~, ,,"'~"" 1
Volume Tolal "7: "'(36',,113
Volume Left 7 .0 13
VolulI}eBight .0
cSH 216 649 925
Volti~toCapacity,,{!,'O.03 'O.~lj)i01
Queue Length 95th (ft) 3 4 1
Conlror'J)elay{s) ,22.3 {'4~.9ll~~,9
Lane LOS C B A
Approach,Delay (8) 12$';;,;(j,3
Approach LOS B
t
Free
.0%
31.0
.0,89
348
348
o
.0
17.0.0
.0.2.0
.0
.0,.0
Free
.0%
55.0
.0,84
655
437
.0
.0
17.0.0
.0.26
.0
0.0
0,0
3
.0,84
4
222
o
4 > ",'" ,,"',,': ,',;;:
1700
0.13
o
0.0
, -
4/3/2.0.07
""'j";'21cV ",.fi
tri1;l:Hi::" ~ .. _.,,",,,",,'O •• ,.. • " ",." *, "~'"
Average Delay
Intersection Capacity Utilization
Analysis Period (min)
GSA I
0,6
26.3%
15
ICU Level of Service
Synchro 6 Report
END 2007-PM-FUTURE WITH PROJECT
Access-2 & East Valley Road
Sign g~~:~~un3tions
Grade
Valume (vetl/h)
Peak Hour Factor
HOIlIiy flow rate (vph) .
Pedestrians
4il!~?~ldth (ft)
Walking Speed (fils)
f'el'eet)t,Blockage
Right turn flare (veh)
Median;.'
Median storage veh)
Upstrea~llnal;(ft)
pX, platoon unblocked
ve, cenfli~OONolume
vC 1 , stage 1 conI vol
vC2,stllQe'·~Conf vol
vCu, unblocked vol
lG,sirigie (s1"'"
tC, 2 stage (s)
!'S{S')
pO queue free %
cM·capaPity(velTlh)· .
Volume rotal
Volume Left
Val~!lErRigl1t
cSH
VOlu~to Capacity
Queue Length 95th (ft)
C.onIralDelay. (s)
Lane LOS
Approac~Delay (s)
Approach LOS
t
Stop Free Free
0% 0% 0%
3 .. 12 6 308 541
0.55 0.55 0.89 0.89 0.84
5 22;.2 7 346 644
1005
7:0:' •• "'7.1
3.6 3:4:.,.;,2;2
98 97 99
226 Q~j;'~
5 ;':z~;' -;~ ." 7 346
5 0 7 0
0 0
226 655 934 1700 1700
0.02 O:OP_~1 0.20 0.25
2 3 1 0 0
21;3 . 10,7"';;8:9 0.0 0.0
C B A
12.8 '0.2 0.0
B
":;lS",'-:';!::: :-: 0'2/'/: .
_~,.= -.x>;;;/!; .
3
0.84
4
Average Delay 0.4
Intersection Capacity UtilizatiOl).. . .... ·;i26.2%
Analysis Period (min) 15
ICU Level of Service
GSAI
4/3/2007
A
Synchro 6 Report
END 2007-PM-FUTURE WITH PROJECT
Access-3 & SW 34th St.
Lane Configurations
Sign Control
Grade
Volume (vehlh)
Peak Hour Factor
Hourly flow rate {vpll¥
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type
Median storage veh)
Upstr~~l1ali(ft)
pX, platoon unblocked
vQ,COflflilJlil'lg volume
vC 1, stage 1 conf vol
vC2. stage 2conf vol
vCu, unblocked vol
tC.:-Single ($)',,;
tC, 2 stage (s)
tl±{S)
pO queue free %
cMeapacity(yeIl!h)
Volllme.Total':-
Volume Left
VolL!rlWi,Right
cSH
Voh.lril~toCapacity
Queue Length 95th (ft)
ControtOetay (s)
Lane LOS
Approach Delay (s)
Approach LOS
Average Delay
Free
0%
132
0.84
157
105
o
o
1700
0.06
o
0,0
0.0
2
0.S4
2
55
5
0.S9
6
160
160
4.1
o 6
2 ;:-;;;9
1700 1417
0.03 moo
o 0
0.0 7.6
A
1,2
-
Free
0%
27
0.S9
30
0
0
1700
0.02
0
0.0
Stop
0%
3 7
0.55 0.55
5 13
None
200 SO
.6.8;;'6:9
~.5
99 99
4/3/2007
~7 . 964 'i:-i;",~;>
5 0
13
767 964
0.01' 0.01
1 1
9.7 L;8:8
A A
9.1
A
~,. _ ~ r
~ • ~ r~' ."~~ .. "~"" ~.,,""= "" """".~~_
Intersection Capacity Utilization
Analysis Period (min)
14.2%
15
IC ULevel of Serl/ice. A
Synchro 6 Report
GSAI
APPENDIXC
TRIP GENERATION
TRIP GENERATION
YOUNKER NISSAN
Existing Site -15,249 Square Foot
Proposed Site - 29,458 Square Foot
Use ITE Land Use Code 841
Daily Trips
Existing -15.249 x 33.34 = 508
Proposed -29.458 x 33.34 = 982
PM Peak-Hour Traffic
T = 1.72 (X) + 29.61
Existing -1.72 (15.249) +29.61 = 56 In = 22, Out = 34
Proposed· 1.72 (29.458) + 29.61 = 80 In ~ 31, Out = 49
AM Peak-Hour Traffic
T= 1.34[1) (X) + 29.61
Existing -1.34 (15.249) +29.61 = 50 In = 37, Out = 13
Proposed -1.34 (29.458) + 29.61 = 69 In = 51, Out = 18
[I] Adjusted according to the AMlPM Peak-Hour trip generation rate
AM Trip Generation Rate = 2.05
PM Trip Generation Rate = 2.64
AMlPM Trip Generation Rate = 2.05/2.64 = 0.78
T = 0.78 x 1.72 = 1.34