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TRAFFIC IMPACT ANALYSIS
for
Kennydale Business Park Development
Prepared for:
Seelig Family Properties
Prepared by:
William Popp Associates
14-400 Building, Suite 206
14400 Bel-Red Rd
Bellevue, WA 98007
June 11, 2004
Nil
14-400 Building. Suite 206. 14400 Bel-Red Road e Bellevue,WA 98007
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fie Impact Anal sis Kenn dale Business Park
TABLE OF CONTENTS
INTRODUCTION........................................................................................................................................1
A. EXISTING CONDITIONS.................................................................................................................... 1
1. SITE SERVICES INVENTORY................................................................................................................. 1
2. ACCIDENT DATA, LAST 3 (AVAILABLE)CALENDAR YEARS.................................................................2
3. TRAFFIC VOLUMES..............................................................................................................................3
4. LEVEL-OF-SERVICE.............................................................................................................................3
5. PLANNED AND PROGRAMMED IMPROVEMENTS...................................................................................5
B. FUTURE CONDITIONS........................................................................................................................6
1. BACKGROUND TRAFFIC VOLUMES......................................................................................................6
2. PROJECT TRIP GENERATION................................................................................................................6
3. TRIP DISTRIBUTION AND TRAFFIC ASSIGNMENT.................................................................................7
4. BACKGROUND TRAFFIC PLUS PROJECT TRAFFIC VOLUMES................................................................7
5. LEVEL-OF-SERVICE.............................................................................................................................8
C. CONCLUSIONS...................................................................................................................................10
1. PROJECT VEHICULAR IMPACT........................................................................................................... 10
2. ACCIDENTS........................................................................................................................................ 10
3. LEVEL OF SERVICE............................................................................................................................ 10
D. MITIGATION AND RECOMMENDATIONS..................................................................................11
Page i
Traffic Impact Analysis(6/11 m Kenn-1-7-Business Park
INTRODUCTION
The following report was prepared in order to address the traffic related impacts of the
proposed office building project located in the city of Renton. This study evaluates the
project's PM peak hour impact at selected intersections. The intersections include:
✓ Lake Washington Boulevard NE/NE 48th St(aka SE 76th St)
✓ Lake Washington Boulevard NE/NE 44th St
The study addresses the typical City of Renton traffic impact analysis guidelines of
project impacts at year of full occupancy.
Project Identification
The proposed project known as the Kennydale Business Park is located on the south side
of NE 48th St just east of Lake Washington Boulevard NE, as shown in Figure 1. The
proposed project design includes 2 commercial buildings totaling approximately 104,871
gsf of office space.
Access to the site is proposed with two driveways to NE 48th St. The site plan is
presented in Figure 2.
A. EXISTING CONDITIONS
1. Site Services Inventory
Roadways
Key roadways serving the site are discussed below.
NE 48th St (aka SE 76th St) is a two-way east/west residential street that connects from
Lake Washington Boulevard NE in the city of Renton to 116th Ave SE in the city of
Newcastle. The roadway grade is has a steep downhill grade east to west of
approximately 8%to 10%. In the city of Renton limits, the roadway is three lanes wide
(two through lanes and one center left turn lane)with curb, gutter, sidewalks on both
sides. On-street parking is prohibited. Traffic control includes a stop and yield sign at
the Lake Washington Boulevard/NE 48th St intersection. In the city of Newcastle, the
roadway is two lanes wide with narrow paved and gravel shoulders on both sides. There
is an all-way stop at the 116th Ave SE/SE 76th St intersection. The posted speed limit is
25 mph.
William Popp Associates page 1
Traffic Im act Analysis 6111/04 Kenn dale n
Y stness lark
Lake Washington Boulevard NE is a two-way north/south minor arterial that runs parallel
with I-405 between the NE 44th St interchange and the 112th PI SE interchange to the
north. In the city of Renton limits, the road varies between 2 and 3lanes. Between NE
44th St and the commercial/retail driveway to the north (which is approximately at the
46th block) the road is 2 lanes wide with an 6-8 foot paved shoulder on the west side and
extruded curb and walkway on the east side. North of the 46th block, the road is 3 lanes
wide (two through lanes and a center left turn lane), with curb, gutter, and sidewalk on
the east side and a 6-8 foot paved shoulder on the west side. On-street parking is
prohibited. Traffic control consists of a stop sign at NE 44th St. The southbound
approach to NE 48th St has a left turn lane. The posted speed limit is 35 mph.
NE 44th St is an east/west collector arterial that is the continuation of Lake Washington
Boulevard and Lincoln Avenue N and crosses over I-405. NE 44th St has two travel
lanes in each direction with left turn pockets at both ramp intersections. Each intersection
is controlled with stop signs on the cross streets. The bridge has small sidewalks on both
sides and limited paved shoulders on each side of the structure. The roadway widens to
five lanes just east of 1-405 as it transitions to Lincoln Avenue NE.
Pedestrian Facilities
Pedestrian facilities in the vicinity of the site include limited sidewalks on selected
roadways. There is a crosswalk on the east leg at the Lake Washington Boulevard NE/
NE 48th St intersection.
Transit Service
Transit service in the region is provided by the King County Department of
Transportation (Metro Transit). There is, however,no transit service in the vicinity of the
site including Lake Washington Boulevard,NE 48th St, or NE 44th St. The nearest
transit service is Route 925 on 116th Ave SE, and the nearest Park& Ride Lot is the
Newport Hill P&R at the I405/112th PI SE interchange.
2. Accident Data, last 3 (available) calendar years.
A summary of the three-year accident data at the analysis intersections was obtained from
the City of Renton. Data for all City intersections was for the period of January 1, 2000
through December 31, 2003. Accident data at the Lake Washington Boulevard/NE 48th
St intersection was only available for the later two years since the intersection is in a
newly annexed area. King County indicated there were no accident records at this
intersection in 2001. A summary of available accident data is presented in Table 1.
William Popp Associates page 2
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WILLIAM POPP ASSOCIATES
14400 Bel-Red Rd #206 VICINITY MAP Kennydale Business Park
Bellevue,WA 98007
425.401.1030
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Traffic Impact Analysis(6/11/04) Kennvdale Business Park
Table 1
Three Year Accident History'
Number of Accidents by Year Accident
Intersection Control 2001 2002 2003 Total Rate
Lake Washington Blvd NE/ side-street stop 0 1 0 1 0.15
NE 48th St(aka SE 76th St)
Lake Washington Blvd NE/ side-street stop 5 7 10 22 1.81
NE 44th St/1405 NB Ramps
a Data period is between 8/31/98 through 12/31/99.
b Accidents per million entering vehicles.
As shown in Table 1, the number of accidents occurring at the Lake Washington
Boulevard NE/NE 48`h St intersection indicate adequate safe operation at this intersection.
However, the number of accidents and accident rate at the Lake Washington Boulevard
NE/NE 44`' St intersection indicates that this intersection is experiencing accident
conditions above the typical standard threshold and thus a review of accident types is
presented. The typical standard threshold is 1.0 accidents per million entering vehicles
(acc/mev).
A review of the accident information at the Lake Washington Boulevard/NE 44th St
intersection indicates the majority of the accident types were right-angle accidents. The
total for the three year period was 15 right-angle type accidents (68% of all the accidents)
including vehicles attempting to cross NE 44"' Street from either the off-ramp or Lake
Washington Boulevard. Other accident types included: 2 sideswipes, 2 rear-end, 2
approach turn, and one was a fixed object. Eleven of the accidents were incidents from
vehicles on the south leg approach conflicting with the major street, 4 incidents involved
vehicles on the north leg approach conflicting with the major street, and 3 incidents
involved vehicles solely on the major street.
3. Traffic Volumes
Existing PM peak hour turning movement counts were collected at the two subject
intersections during May of this year. A summary of the existing PM peak hour volumes
at the analysis intersections is presented in Figure 3.
4. Level-of-Service
Level-of-service (LOS) is a term defined by transportation and traffic engineers as a
qualitative and quantitative measure of operational conditions within a traffic stream and
the perception of these conditions by motorists and/or passengers. There are several
quantitative indices utilized depending on the type of intersection control present. There
are six levels-of-service that are given letter designations from "A" to "F", with "A" being
William Popp Associates Page 3
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WILLIAM P0PP 4ASSOCIATES
400 e1 Rd N206
EXISTING TRAFFIC VOLUMES Kennydale Business Park
Bellevue,WA 98007
425.401.1030
wepa@se=etcom Figure 3 —
Trak Impact Analysis(6/11/04) Kenn dale Business Park
the best, or minimum delay conditions, and "F" being the worst, with maximum delay or
jammed conditions. LOS "C" or "D" is generally considered acceptable for planning and
design purposes, while LOS "E" represents operating conditions at or near capacity with
freedom to maneuver being extremely difficult.
Level-of-service for the existing condition was calculated using the techniques presented
in the 2000 Highway Capacity Manual (HCM). Level-of-service for signalized and non-
signalized intersections is quantified in terms of vehicular delay. Delay, measured in
terms of time (seconds), also represents driver discomfort, frustration, excess fuel
consumption and lost travel time. The supporting Highway Capacity Software utilized
for all calculations is version 4.1c.
UN Table 2
Intersection Level-of-Service Criteria
Level of Stopped Delay Per Vehicle
Service Definition signalized non-signalized
A Little or no delay Less than 10.0 sec Less than 10.0 sec
B Short traffic delays 10.1 to 20 sec 10.1 to 15 sec
C Average traffic delays 20.1 to 35 sec 15.1 to 25 sec
D Long traffic delays 35.1 to 55 sec 25.1 to 35 sec
E Very long traffic delays 55.1 to 80 sec 35.1 to 50 sec
F Extreme delay Greater than 80 sec Greater than 50 sec
1 Delay;seconds per vehicle
The existing level of service at the analysis intersections is presented in Table 3. Note
that for signalized intersections, the delay presented represents the overall operation of
the intersection, whereas the delay presented for unsignalized intersections represents the
delay for the critical approach or movement. The results are presented in this manner
since the overall intersection delay at a non-signalized intersection is generally quite good
because the major through street maneuvers are not impeded and for the most part carry
the majority of the traffic.
William Popp Associates Page 4
Traffic Impact Analysis(6/11/04) Kenn dale Business Park
Table 3
Existing Intersection Level-of-Service(PM Peak Hour)
Traffic
Intersection Control LOS Delay' Comments
Lake Washington Blvd NE/NE 48th St two-way stop A 7.8 southbound left turn-yield
(aka SE 76th St) B 12.5 westbound left turn-stop
A 9.4 westbound right tum-yield
Lake Washington Blvd NEME 44th St/ two-way stop C 18.3 southbound approach-stop
1-405 NB Ramps C 21.4 northbound approach-stop
A 7.7 eastbound left turn-yield
A 7.7 westbound left turn-yield
a delay values represented in seconds per vehicle
i
As shown in Table 3, the critical movement at the Lake Washington Boulevard NE/NE
48th Street intersection, which is the westbound left turn, is estimated to operate at LOS
B. The critical movement at the Lake Washington Boulevard NE/NE 44th Street
intersection, the northbound approach, is estimated to operate at LOS C. The level of
service analysis at this intersection assumes that up to two vehicles can store in the flared
northbound approach(I-405 off-ramp), and that there is no flare for the southbound
approach(Lake Washington Boulevard).
5. Planned and Programmed Improvements
According to the city of Renton's 2004-2009 Capital al Improvement Program-
Transportation Projects, there are no immediate roadway project improvement projects
within the study area vicinity. There is,however, a design study transportation project
that will evaluate traffic conditions on Lake Washington Boulevard between Coulon and
NE 44"' St.
In addition, there are the potential Port Quendall project and the I-405 widening project
both of which will have a direct and significant impact on the immediate surrounding
infrastructure. Despite this, due to the uncertainties of both projects, they are not
considered in this study since what is presented here are relatively short term
transportation impacts and findings.
14 William Popp Associates page 5
Traffic Impact Analysis(6/11/04) Kenn dale Business Park
B. FUTURE CONDITIONS
1. Background Traffic Volumes
Background traffic volumes are estimated by factoring the existing traffic volumes by
historical traffic growth rate(s)to the project's horizon year and adding in known pipeline
development proposals. However, there are no pipeline projects identified by the city to
be included in this traffic analysis. Thus, the future volumes are solely based on
background growth rates. The annual growth percentage was estimated to be 2%per
year. This rate was based on the following:
• A comparison growth check was conducted utilizing land use data obtained from the
Puget Sound Regional Council (PSRC) for TAZ 297(located within FAZ 4226). The
data from PSRC was summarized for the years 2000, 2010 and 2020. In order to
obtain an estimate of vehicle trip-end growth in this TAZ, the land use data
(population and employment)was converted to PM peak hour trip ends based on ITE
rates. From this it was determined that traffic volumes within TAZ 297 are estimated
to increase approximately 1.5%per year between 2000 and 2010, and 1.6%per year
between 2000 and 2020. The TAZ map and subsequent land use data and trip end
growth are attached.
Therefore, based on the information presented above, utilizing2% e
a per year growth rate
for estimated future traffic conditions was deemed to be appropriate.
Year 2006 PM peak hour turningmovements at the two analysis ysts mtersechons are
presented in Figure 4.
2. Project Tri Generation
P
Trip generation for the proposed project was calculated using rates obtained from the
Seventh Edition of the ITE Trip Generation Report, 2003. For the proposed office
project trip generation rates associated with Land Use Code 710 (Office) were used. The
results of the trip generation analysis are presented in Table 4.
Table 4
Project Vehicular Trip Generation
ITE Land Use AM Peak PM Peak
Code Size AWT Total In Out Total In Out
710 a 112,10 8 gsf Rate11.01 1.55 0.85 0.12 1.49 0.17 0.83
Vol 1,155 163 143 20 156 27 129
a LUC 710-Office
William Popp Associates Page 6
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14400 SBeOI-RedRd #206
BACKGROUND TRAFFIC VOLUMES Kennydale Business Park
Bellevue,WA 98007
425.401.1030
wepa@seanet.com
Figure 4
Traffic Impact Analysis(6/11/04) Kenn dale Business Park
As shown in Table 4,the proposed project is estimated to generate 1,155 average
weekday daily trips, 163 AM, and 156 PM peak hour trips.
3. Trip Distribution and Traffic Assignment
Trip distribution percentages were applied to the project-generated PM peak hour trips.
In general,the distribution percentages to/from the site were based on existing traffic
volumes on the surrounding roadway infrastructure, existing vehicle patterns at the
nearby office building to the north, as well as from general knowledge of residential and
populated development in the surrounding area. The distribution patterns are shown in
Table 5.
Table 5
PM Peak Hour Distribution Percentages
Origin/Destination Office
I-405 to/from the north 35%
I-405 to/from the south 35%
Lk Wa Blvd to/from the north 5%
Lk Wa Blvd to/from the south 5%
SE 68th St to/from the east 10%
SE 88th St to/from the east 10%
Total 100%
As presented in Table 5, the majority of the office generated traffic (70%) is oriented to
and from I-405. North and south office traffic on Lake Washington Boulevard is
estimated to be 5% each way. Twenty percent of the office traffic is estimated to be
oriented to the east, evenly distributed between SE 68th St and SE 88th St. It is estimated
that the distribution of project trips across the two driveways will be evenly split.
The PM peak hour trip distribution and assignment for the project is presented in Figure
5.
4. Project Traffic J
Background Traffic Plus Projffic Volumes
g
Year 2006 PM peak hour with-project traffic volumes were developed by adding project
trips to the year 2004 background traffic volumes. Table 6 shows the impact of project
traffic at the two study area intersections.
William Popp Associates Page 7
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WILLIAM POPP ASSOCIATES
14400 Bel•RedRd #206 TRIP DISTRIBUTION & ASSIGNMENT Kennydale Business Park
Bellevue,WA 98007
425.401.1030
wepa@seanet.com Figure 5
1
Trak Impact Analysis(6/11/04) Kennydale Business Park
1
Table 6
2006 PM Peak Hour Traffic Volumes"
without° Project with Project
Intersection Project only Project Impact(%)
Lake Washington Blvd NE/ 632 122 754 16.2%
NE 48th St(aka SE 76th St)
Lake Washington Blvd NE/ 1,153 115 1,268 9.1%
NE 44th St/I405 NB Ramps
a Total PM peak hour vehicles entering intersection.
As shown in Table 6, the impact of project traffic at the Lake Washington Boulevard
NE/NE 48th St intersection is 122 vehicles during the PM peak hour, which equates to a
16.2% of the total entering traffic. The impact of project traffic at the Lake Washington
Boulevard NElNE 44th St intersection is 115 vehicles during the PM peak hour, which
equates to a 9.1%of the total entering traffic. Year 2006 PM peak hour with project
volumes are shown in Figure 6.
5. Level-of-Service
Level-of-service for the 2006 with- and without-project conditions was calculated for the
2 intersections. For the site access driveways, it is conservatively assumed for analysis
purposes that all of the project trips utilize a single driveway. The results of the analysis
are presented in Table 7. For comparison purposes, level-of-service values for 2004 is
also presented. All of the future level of service calculations assume existing geometric
and intersection control conditions.
William Popp Associates Page 8
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WILLIAM POPP ASSOCIATES BACKGROUND PLUS PROJECT
14400 Bel-Red Rd #206 Kennydale Business Park
Bellevue,WA 98007 TRAFFIC VOLUMES
425.401'1030
wepa@seanet.com Figure 6
Traffic Impact Analysis(6/11/04) Kennydale Business Park
1
Table 7
Future Intersection Level-of-Service(PM Peak Hour)'
2004 2006 2006
Intersection Existing Background w/Project Comments
Lake Washington Blvd NE/ A(7.8) A(7.9) A(7.9) southbound left turn-yield
NE 48th St(aka SE 76th St) B(12.5) B(12.8) C(15.1) westbound left turn-stop
A(9.4) A(9.4) A(9.5) westbound right turn-yield
Lake Washington Blvd NE/ C(18.3) C(20.6) E(36.0) southbound approach-stop
NE 44th St/1 405 NB Ramps C(21.4) D(25.2) D(30.6) northbound approach-stop
A(7.7) A(7.7) A(7.7) eastbound left turn-yield
A(7.7) A(7.8) A(7.7) westbound left turn-yield
with All-Way Stop Control: B(13.1) southbound approach-stop
B(14.8) northbound approach-stop
B(12.7) eastbound left turn-stop
B(12.0) westbound left tum-stop
NE 48th St/Project Site Access b - - A(7.6) westbound left turn-yield
B(11.0) northbound approach-stop
a LOS and Delay;delay represented in seconds per vehicle. LOS at side-street stop controlled intersection applies only to the
side-street approach. Intersection and control are based on existing configurations unless otherwise noted.
b For conservative purposes,analysis assumes all project traffic utilize one driveway. New intersection,driveway is stop control.
As shown in Table 7, the critical movement at the Lake Washington Boulevard NE/NE
48th Street intersection, the westbound left turn, is estimated to operate at LOS B without
the project and LOS C with. The average delay for this movement increases only 2.3
seconds per vehicle(sec/veh) with project traffic; from 12.8 s/v to 15.1 sec/veh.
At the Lake Washington Boulevard NE/NE 44th Street intersection, the critical approach
is the northbound approach for the future-without-project condition, and is estimated to
be LOS D. It also estimated to be LOS D with the project. The average delay for this
approach increases from 25.2 sec/veh to 30.6 sec/veh with addition of project traffic at
the intersection. For the future-with-project condition, the critical approach shifts from
the northbound approach to the southbound approach, and is estimated to operate at LOS
E with the project. The average delay for this approach(southbound) increases from 20.6
sec/veh to 36.0 sec/veh. Recognizing that the approach volumes are relatively light in
each direction and are approximately equal (305 westbound, 228 eastbound, 342
northbound, and 393 southbound), this intersection is a good candidate for an all-way
stop configuration. With this type of intersection control, each approach is estimated to
operate at LOS B.
The project access approach to NE 48th Street is estimated to operate LOS B. Even
though there are two driveways, the analysis assumes a worst case scenario where all
U1traffic utilizes one driveway.
4
William Popp Associates Page 9
Traffic Impact Analysis(6/11/04) Kennydale Business Park
C. CONCLUSIONS
1. Project Vehicular Impact
The project is estimated to generate 1,155 average weekday daily trips, 163 AM, and 156
PM peak hour vehicle trips.
The project vehicular percentage impact at the study area intersections ranges between
9.1% and 16.2%. The project's vehicular impact at the Lake Washington.Boulevard
NE/NE 48th Street intersection is 122 vehicles during the PM peak hour. The project's
vehicular impact at the Lake Washington Boulevard NE/NE 44th Street intersection is
115 vehicles during the PM peak hour.
2. Accidents
Based on accident records, the Lake Washington Boulevard/NE 44`x' St/I-405 NB ramps
intersection is currently experiencing a high level of accidents relative to the number of
vehicles entering the intersection. The predominant accident occurrences are right angle
type accidents from vehicles attempting to cross NE 44'x' St from the I-405 northbound
off-ramp to Lake Washington Boulevard.
With re-design of the intersection to an all-way stop configuration, the accident
occurrences are estimated to significantly improve, especially the right angle accidents. It
is important to note that the all-way stop intersection has been documented to be the
safest type of intersection control.
3. Level of Service
The results of the level of service analysis indicate the following:
• The critical approach movement at the Lake Washington Boulevard NE/NE 48`x' St
intersection,the westbound left turn, is estimated to operate at LOS C in the future
with the project during the average weekday PM peak hour condition.
• The critical approach at the Lake Washington Boulevard NE/NE 44"' St intersection,
the southbound approach, is estimated to operate at LOS E in the future with the
project during the PM peak hour. With re-design of the intersection to an all-way
stop control configuration, with no lane modifications, this intersection is estimated to
operate at LOS B overall, with all four approaches operating at LOS B as well.
• The proposed project driveway approach is estimated to operate at LOS B. As noted
earlier, there are two driveways proposed, however the analysis assumes a worst case
scenario where all the traffic enters and exits from one driveway.
William Popp Associates Page 10
Traffic Impact Analysis(6/11/04) Kennydale Business Park
D. MITIGATION and RECOMMENDATIONS
Based on the foregoing, it is concluded that there is an existing accident situation at the
Lake Washington Boulevard NE/NE 44`x' Street intersection, and the weekday PM peak
hour level of service at this intersection for the critical approach(the southbound
approach) is estimated to be LOS E with the project. Presently, there is a large shoulder
on the southbound approach, and with minimal fog line restriping, a flared approach
could be created that is estimated to improve the LOS E condition. However, this design
recommendation will do little to alleviate the accident condition. The City has indicated
that this intersection will likely be considered for signalization in the near future based on
the existing accident history. Nevertheless, at this time,there are no concrete plans.
Alternatively, due to the relatively light approach volumes (approximately 300 to 400
vph) and nearly equal volumes for each approach, we conducted a level-of-service
analysis for an all-way stop control at this intersection and concluded that it would
operate satisfactorily and improve the accident instances and level of service. All
approaches are estimated to operate at LOS B and the same true for the intersection
overall for the future 2006 average weekday PM peak scenario with project traffic. The
all-way stop intersection control is also anticipated to improve the high number of
accidents, especially the existing high right-angle type accident occurrences. The
Kennydale Business Park project's impact at this intersection is 9% of the total entering
traffic, thus this project could potentially participate on a fair-share basis in this
intersection operations and safety improvement.
The City of Renton has adopted a transportation mitigation fee of$75 per net new
average daily trip (ADT). Using the ITE based trip generation estimate of 1,155 ADT,
the required mitigation fee would be $86,625. It should be noted that the project ADT
estimate does not consider any potential project Transportation Demand Management
(TDM)program which could possibly reduce the base ADT estimate, which in turn
would result in an reduced mitigation fee requirement.
With respect to frontage improvements, the project will locally benefit the transportation
system by virtue of perimeter street lighting, curb, gutter and sidewalk construction that
will be required.
William Popp Associates Page 11
William Popp Associates Transportation Engineers/Planners
(425)401-1030
e
FAX(425)401-2125
e-mail: wepa@seanet.com
TECHNICAL APPENDIX
for
Kennydale Business Park
LAND USE AND TRAFFIC GROWTH IN THE PROJECT AREA
ACCIDENT DATA
PEAK HOUR TURNING VOLUMES INCLUDING DRIVEWAYS
LEVEL OF SERVICE ANALYSES
June 11, 2004
14-400 Building.Suite 206. 14400 Bel-Red Road .Bellevue, WA 98007
G 76
021
O �
0 5 02 027
8
8� � 2
O 0 4 27
02
7O2 0 o
O
02 03
0 03
t 1
SE 6801
`NM#AM St-� 030
0 235
O 06
030
i
FAZ 4 26
\ / � PERIM ER
mom IN a MIX iMUMN an nn �& Mz --M
LAND USE AND TRIP END GROWTH IN TAZ'S 296,297 AND 306
YEAR TAZ MF SF RET FIRES GOV EDU WTCU MANU TOTAL
persons persons emp emp emp emp emp emp
0.42 0.28 2 0.4 0.7 0.555 0.72 0.41
LAND USE
2000 296 1313 2208 196 536 0 0 32 6
297 924 5447 214 119 0 0 68 75
306 174 4650 215 274 44 52 92 0
2010 296 1616 2287 259 654 0 0 39 7
297 1137 5926 283 144 0 0 83 91
306 219 5130 284 335 69 81 113 0
2020 296 1545 3150 311 673 0 0 45 9
297 1096 7402 339 148 0 0 97 118
306 206 6229 341 344 100 118 132 0
TRIP ENDS(PM PK,vehicles)
2000 296 551 618 392 214 0 0 23 2 1,800
297 388 1525 428 48 0 0 49 31 2,469
306 73 1302 430 110 31 29 66 0 2,041
2010 296 679 640 518 262 0 0 28 3 2,130 1.7% annual growth based on 10 yrs
297 478 1659 566 58 0 0 60 37 2,858 1.5% annual growth based on 10 yrs
306 92 1436 568 134 48 45 81 0 2,404 1.7% annual growth based on 10 yrs
2020 296 649 882 622 269 0 0 32 4 2,458 1.6% annual growth based on 20 yrs
297 460 2073 678 59 0 0 70 48 3,388 1.6% annual growth based on 20 yrs
306 87 1744 682 138 70 65 95 0 2,881 1.7% annual growth based on 20 yrs
KENYDALEALS,trip end est
10/29/01 William Popp Associates
�i A i m i i i & _ - i
ADT on Lk Wa Bid s/o N 44th St(94,96,99,&01)
6000
♦5728
5500
5000 -
4872
0004 72
♦4731
4500
y= .5796x-15978
4000
♦3588
3500
3000
Jun-94 Oct-95 Mar-97 Jul-98 Dec-99 Apr-01
ADT on Lk Wa Blvd s/o N 44th St Linear(ADT on Lk Wa Blvd s/o N 44th St)
Lk Wa Blvd
C1 INTERSECTION ACCIDENT DATA SUMMARY
0
N
(O
ch
O
M
N
V'
' RE
Stop
O 1 RA
FO 1 2/3/03,1/22/01 J RA
-+ �— 8/20/02
2/8/01,6/14/03
L LT SS
W . *'
Z 3/12/02 LT W
> o 14,
fII n
8/11/03,9/10/03,9/14/03 W
W
Y
8/8/03 RA 12/5/02,11/4/02,10/23/02.6/29/02,2/8/01,3/l/01
J
7/22/01 —�
RAf
O
Stop
RA-Right Angle
LT-Left Turn(or approach turn)
FO-Fixed Object
SS-Side Swipe
RE-Rear End
Report Period: 1/1/01 to 12/31/03
1-405 NB on-off ramp
Location Report
5/27/04
Report Period: 01/01/2001 to 12/31/2003
Location: FORTY FOURTH ST. NE at I-405/44TH N/B RAMPS
Y Comment: Requested by Bill Popp,Jr.
... n�< Ani
Ypar -)nn-i
.- llVVl
` r.^ll" T'....�F lvoov D--c 1�TttYm Nnm Nit P, TAt 11
I T1�te1V11 !v'nllycinn N, },rr Type ofc%011;6nn Vr}, 1 Veh 2 Fat Tni PT)O Rim Veh I
i h„_�/RN11
F-
1 0-Qn PM 01-Q1 15 Side.- Wine f F.>'q F.->W 0 P 2
1 Fri-2/23/01 06:12 AM 01-0158 Rieht Anele k+r S->N E->W 0 1 2 1
Thu-3/1/01 01:20 PM 01-0179 Right Angle awl j S->N E->W 0 P 2
Number of Collisions: 3 Totals: 0 1 2 0 6
Year 2002
Collision Time Of Case Direction Num Num Hit& Tot
Date Collision Number Type of Collision Veh 1 Veh 2 Fat Inj PDO Run Veh
Sat-6/29/02 02:59 PM 02-514 Right Angle I S->N E->W 0 2 2 1
Thu-7/18/02 06:26 PM 02-564 Approach Tum Lir N->E S->N 0 P 2
Thu 12/5/02 07.43 AM 02-1012 Right Angle P*Z-- S•>N E->W 0 P 2
Number of Collisions: 3 Totals: 0 2 2 0 6
Year 2003
I Collision 'fume Ut case Direction Num Num nit& lot 1
nate Collision Number Type of Couision 1 Veh i Ven 2 rat inj PDO Run Ven I
Wed-423iO3 04:23 PM 011 3250 Rear End iv-'J 0 t- _2
Number of Collisions: 1 Totals: 0 0 1 0 2
Grand Totals:
11J1VL�
----=
1�YIIIUCI Ill VV . 7
AT..�1+�..,.07..1.7.1•...T......1.....J. Y A
Alurnbe Vi ♦VLlLl1:J 111,V11•.LL. 1T
Number of F-.taLities. n rn nnoi�
Nlumber nFTni,Iriv_c• 7/3
Number of PT1QcS (71.410M
Collision Rate: 0.00
Pagel
va�J va iwuwu
Location Report
'5/27/04
Report Period: 01/01/2001 to 12/31/2003
Location: FORTY FOURTH ST. NE at LAKE WASH BLVD NNE
Comment: RPnilPcted by Rill Pnnn; Tr ,
Fw,: 425.101-2175
Year 2001
C'nllicinn Timn(17 (\acn llirnrtinn NnmNnm Nit Q' Tnt
I nate rnllki-nn Number Tvneoffnllicinn VPh 1 Veh 7. Fat Tni PDO Rnn Vnh I
Mon-1/22/01 08:OOAM 01-0065 RiehtAnele N->S E->W 0 1+ 2
I Sun-7/22/01 10:28 PM 01-642 Right Angle S->N W->E 0 P 21
Number of Collisions: 2 Totals: 0 1 1 0 4
Year 2002
Collision Time Of Caro
I Direction Num Num Hit& Tot
Date Collision Number Type of Collision Veh 1 Veh 2 Fat Inj PDO Run Veh
Tue-3/12/02 09:00 AM 02-202C Approach Turn -T F- E->W W->N 0 P 21
I Tue-8/20/02 06:58 PM 02-682 Right Angle N, ->W E->W 0 1 21
Wed-10/23/02 07:39 AM 02-856 Right Angle Vi-0f-c - S->N E->W 0 2 21
Mon-11/4/U2 07:31 AM 02-904 Right Angle -L%J.c-- 5->N E->W 0 Y 2
Number of Coiiisions: q Totais: u 3 i 0 8
Year 2003
I Colasion Time Of Case Direction Num Num nit&z Tot
I Daie C.o'uision Number Type of Coiiision Ven i Veh 2 Fai ini PDO Run Veh
I lvi.uu-2/3103 06:09 Plv1 03-0098 1�1b'111 A11gIC 1V-�J E-I VY ll 1' `I
C, tA.nt A%r A'f A•TO C.]._____-
JQl-V/tY1 VJ 1 V.V 1 1"1LVl VJ-T/U JlUOJ Wli./G tr T! \Tl T>n
L"�TT L'-iJ V 1 z
TL L/1n/n7 n7.'C AlA v7 AAA T): L A 1 ^ u *T
IL11Y-W //VJ V I. JJt1611tt11151V lE-'- ->'k L-- i'711 V 1 G I
Wed-6125/03 12:00 PM 03-5116C Re--End hT.>S NT->c 0 1 2
Fri_R/R/43 71 09 AM 03-656 RioAnoln —4 N_>.0 W_>F n P �I
Mnn-R/11/�3
71b5? AM 03-661 RiclhtAnale ��— C_>N F->W Q P n
I Sat-9/6/03 07:08 PM 03-737 Other
N->W 0 1 1
Wed-9/10/03 05:12 PM 03-755 Right Angle S->N E->W 0 P 21
Sun-9/14/03 11:10 AM 03-766 Right Angle S->N E->W 0 P 21
Number of Collisions: 9 Totals: 0 4 5 0 17
Grand Totals:
Number of Collsions: 15
Number of Vehicles Involved: 29 2
Number of Fatalities: 0 (0.00%)
Number of Injuries: 7/8 (46.67%)
Number of rDOs: 8 (53.33 o)
Coiiision trate: 0.06
rz f�
3 Pagel
%-Ity U1 nClitun
i3Ocaiiuu Repufi
5/27/04
Report Period: 01/01/2001 to 12/31/2003
Location: FORTY EIGHTH ST. NE at LK WASH BLVD NE
Comment: Requested by Bill Popp, Jr.
Fay• d95-dn1-1195
Year 2002
Collision Time Of (:ase, Mrrrtinn Nnm Nitm Nit Rr Tot
Date Collision Number Type of Collision Veh 1 Veh 2 Fat Tni PT)I Rin VPh I
Thu-1/24/02 07:46 AM 02-079 Riaht Anele E->S S->N 0 P 2
Number of Collisions: 1 Totals: 0 0 1 0 2
Grand Totals:
Number of Collsions: 1
Number of Vehicles Involved: 2
Number of Fatalities: 0 (0.00%)
Number of injuries: 0/0 (0.00%)
Number of YllUs: 1 (IUU.00%
Collision Rate: 0.00
Pagel
SEELIG
PROPERTIES ,
KENNYDALE BUSINESS PARK
PM PEAK HOUR TURNING MOVEMENTS
1 Lk Washington Blvd/W8th St 2004 PM PK
13-May-04 2006 2006 Kennydale Business 2006 179 143
2004 Future Background Park with Project
PM PK Growth PM PK 104,871 gsf Office PM PK 0 129
EBLT 0 0 0 0 0 0 161
EBT 0 0 0 0 0
EBRT 0 0 0 0 0 303 299
2006 Background PM PK
WBLT 127 5 132 96 228 186149
WBT 0 0 0 0 0
WBRT 2 0 2 6 8 0 134
0 168
NBLT 0 0 0 0 0
i
NBT 141 6 147 0 147 315 311
NBRT 158 6 164 19 183 2006 with Project PM PK
I
187 155
SBLT 3 0 3 1 4
SBT 176 7 183 0 183 0 236
SBRT 0 0 0 0 0 0 188
607 25 632 122 754
16% 411 330
2 Lk Washington Blvd/WE44th St 2004 PM PK
13-May-04 2006 2006 Kennydale Business 2006 285 325
2004 Future Background Park with Project
PM PK Growth PM PK 104,871 gsf Office PM PK 354 219
EBLT 81 3 84 10 94 284 311
EBT 160 6 166 0 166
EBRT 43 2 45 0 45 118,320
2006 Background PM PK
WBLT 55 2 57 0 57 297 338
WBT 115 5 120 0 120
WBRT 49 2 51 0 51 368 228
295 324
NBLT 9 0 9 0 9 --
NBT 195 8 203 9 212 123 333
NBRT 116 5 121 0 121 2006 with Project PM PK
393 357
SBLT 35 1 36 0 36
SBT 20 1 21 45 66 419 228
SBRT 230 9 239 51 290 305 324
1108 45 1153 115 1268
9% 168 342
KENYDALE.XL1,PM Turns
5127/04 William Popp Associates
SEELIG PROPERTIES
KENNYDALE BUSINESS PARK `
PM PEAK HOUR TURNING MOVEMENTS
3 N 48th St/Site Access 2004 PM PK
2006 2006 Kennydale Business 2006 0 0
2004 Future Background Park with Project
PM PK Growth PM PK 104,871 gsf Office PM PK 129 129
EBLT 0 0 0 0 0 161 161
EBT 161 7 168 0 168
EBRT 0 0 0 20 20 1010
2006 Background PM PK
WBLT 0 0 0 6 6 0 0
WBT 129 5 134 0 134
WBRT 0 0 0 0 0 134 134
168 168
NBLT 0 0 0 102 102
NBT 0 0 0 0 0 010
NBRT 0 0 0 26 26 2006 with Project PM PK
00
SBLT 0 0 0 0 0
SBT 0 0 0 0 0 236 140
SBRT 0 0 0 0 0 188 194
290 12 302 154 456
34% 26 128
KENYDALE.XL1,PM Turns
sn7/04 William Popp Associates
� r
TWO-WAY STOP CONTROL SUMMARY
' f General Information Site Information
nalyst Bpi Intersection Lk Wa Blvd/N 48th St
gency/Co. William Popp Associates Jurisdiction City of Renton
Date Performed 5124/04 Analysis Year 2004 extg
nal sis Time Period PM PK
Project Description Kenn dale Business Park
East/West Street: N 48th St North/South Street: Lk Wa Blvd
Intersection Orientation: North-South Stud Period hrs : 1.00
ehicle Volumes and Adjustments
Major Street Northbound Southbound
Movement 1 2 3 4 5 6
L T R L T R
olume 0 141 158 3 176 0
Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00
Hourly Flow Rate, HFR 0 141 158 3 176 0
Percent Heavy Vehicles 0 0 — —
Median Type Undivided
RT Channelized 0 0
Lanes 0 1 0 1 1 0
Configuration TR L T
Upstream Signal 0 0
Minor Street Westbound Eastbound
Movement 7 8 9 10 11 12
L T R L T R
olume 127 0 2 0 0 0
Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00
Hourly Flow Rate, HFR 127 0 2 0 J 0 0
Percent Heavy Vehicles 0 0 0 0 0 0
Percent Grade(%) 0 0
Flared Approach N N
Storage 0
0
RT Channelized 0 0
Lanes 1 0 1 0 0 0
Configuration L R
Delay,Queue Length.and Level of Service
Approach NB SB Westbound Eastbound
Movement 1 4 7 8 9 10 11 12
Lane Configuration L L R
(vph) 3 127 2
C (m) (vph) 1274 607 825
lc 0.00 0.21 0.00
95%queue length 0.01 0.79 0.01
Control Delay 7.8 12.5 9.4
LOS A B A
.Approach Delay — — 12.4
pproach LOS -- — B
HCti2000TM Copyright 0 2000 University of Florida,All Rights Reserved Version 4.1c
TWO-WAY STOP CONTROL SUMMARY
General Information Site Information
nalyst Bpi Intersection Lk Wa Blvd/N 48th St
gency/Co. WN=Popp Associates Jurisdiction City of Renton
Date Performed 5/24/04 Analysis Year 2006 without project
nal sis Time Period PM PK
Pro'ect Description Kenn dale Business Park
East/West Street: N 48th St North/South Street: Lk Wa Blvd
Intersection Orientation: North-South IStudy Period hrs : 1.00
Vehicle Volumes and Adjustments
Major Street Northbound Southbound
Movement 1 2 3 4 5 6
L T R L T R
olume 0 147 164 3 183 0
01
Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00
Hourly Flow Rate, HFR 0 147 164 3 183 1 0
Percent Heavy Vehicles 0 — _ 0
Median Type Undivided
RT Channelized 0
0
Lanes 0 1 0 1 1 0
Configuration TR L T
U stream Signal 0 0
Minor Street Westbound Eastbound
Movement 7 8 9 10 11 12
L T R L T R
olume 132 0 2 0 0 0
Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00
Hourly Flow Rate, HFR 132 0 2 0 0 0
Percent Heavy Vehicles 0 0 0 0 0 0
Percent Grade(%) 0 0
Flared Approach N N
Storage 0 0
RT Channelized 0 0
Lanes 1 0 1 0 0 0
Configuration L R
Delay,Queue Length,and Level of Service
pproach NB SB Westbound Eastbound
Movement 1 4 7 8 9 10 11 12
Lane Configuration L L R
(vph) 3 132 2
195%
(m) (vph) 1261 594 815
lc 0.00 0.22 0.00
queue length 0.01 0.85 0.01
Control Delay 7.9 12.8 9.4
LOS -- A 8 A
,Approach Delay 12.7
pproach LOS — — g
HCS2000TMt Copyright 02000 University of Clo.ida,All RigLts Reserved Version 4.1c
TWO-WAY STOP CONTROL SUMMARY
' General Information
nalyst Site Information
BPJ Intersection Lk Wa Blvd/N 48th St
gency/Co. William Popp Associates Jurisdiction City of Renton
Date Performed 5/24/04 Analysis Year 2006 with project
VEEa
lysis Time Period PM PK
ect Description Kenn dale Business Park
t/Vl/est Street: N 48th St North/South Street: Lk Wa Blvd
rsection Orientation: North-South Stud Period hrs : 1.00
icle Volumes and Adjustments
Major Street Northbound Southbound
Movement 1 2 3 4 5 g
L T R L T R
Volume 0 147 183 4 183 0
Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00
Hourly Flow Rate, HFR 0 147 183 4 183 0
Percent Heavy Vehicles 0 _
Median Type Undivided
RT Channelized 0 0
Lanes 0 1 0 1
1 0
onfiguration TR L T
U stream Signal 0 0
Minor Street Westbound Eastbound
Movement 7 8 9 10 11 12
L T R L T R
olume 228 0 8 0 0 0
Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00
Hourly Flow Rate, HFR 228 0 8 0 0 0
Percent Heavy Vehicles 0 0 0 0 0 0
Percent Grade(%) 0 0
Flared Approach N N
Storage 0 0
RT Channelized 0 0
Lanes 1 0 1 0 0 0
Configuration L R
Delay,Queue Length,and Level of Service
pproach NB SB Westbound Eastbound
Movement 1 4 7 8 9 10 11 12
Lane Configuration L L R
(vph) 4 228 8
C(m)(vph) 1241 585 806
lc 0.00 0.39 0.01
5%queue length 0.01 1.90 0.03
Control Delay 7.9 15.1 9.5
LOS A C A
pproach Delay -- -- 14.9
pproach LOS -- -- B
HCS2000TMt Copyright 02000 University of Florida,All Rights Reserved Version 4.Ic
IN
TWO-WAY STOP CONTROL SUMMARY
' General Information Site Information
nal st BPJBPJ Intersection Lk Wa Blvd/N 44th St
enc /Co. William Po.pp Associates Jurisdiction Citty of Renton
Date Performed 5/24/04 Analysis Year 2004 ext
nal sis Time Period PM PK
Project Description Kenn dale Business Park
EasuvVest Street: N 44th St North/South Street: Lk Wa Blvd-1-405 NB Ramps
Intersection Orientation: East-West Stud Period hrs : 1.00
ehicle Volumes and Adjustments
Major Street Eastbound Westbound
Movement 1 2 3 4 5 6
L T R L T R
olume 81 160 43 55 115 49
Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00
Hourly Flow Rate,HFR 81 160 43 55 115 49
Percent Heavy Vehicles 1 _ _ 1
Median Type Undivided
RT Channelized 0 0
Lanes 1 1 0 1 1 1
Configuration L TR L T R
Upstream Signal 0 0
Minor Street Northbound Southbound
Movement 7 8 9 10 11 12
L T R L T R
olume 9 195 116 35 20 230
Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00
Hourly Flow Rate, HFR 9 195 116 35 20 230
Percent Heavy Vehicles 2 1 1 1 1 1
Percent Grade(%) 0 0
Flared Approach y N
Storage 2 0
RT Channelized 0 0
Lanes 0 1 0 0 1 0
Configuration LTR LTR
Delay Queue Length,and Level of Service
Approach EB WB Northbound Southbound
Movement 1 4 7 8 9 10 11 12
Lane Configuration L L LTR LTR
(vph) 81 55 320 285
C(m)(vph) 1421 1375 563 554
/c 0.06 0.04 0.57 0.51
95%queue length 0.18 0.12 3.83 3.11
Control Delay 7.7 7.7 21.4 18.3
LOS A A C C
pproach Delay -- -- 21.4 18.3
pproach LOS — -- C C
HCS2000TMM Copyright 02000 University of Florida,All Rights Reserved Version 4.Ic
l
TWO-WAY STOP CONTROL SUMMARY
'
[General Information Site Information '
nal st Bpi Intersection Lk Wa Blvd/N 44th St
enc /Co. William Popp Associates Jurisdiction City of Renton
Date Performed 5/24/04 Analysis Year 2006 without project
nal sis Time Period PM PK
Pro'ect Description Kenn dale Business Park
EastAlNest Street: N 44th St North/South Street: Lk Wa Blvd-1-405 NB Ramps
Intersection Orientation: East-West IStudy Period hrs : 1.00
ehicle Volumes and Adjustments
Major Street Eastbound Westbound
Movement 1 2 3 4 5 6
L T R L T R
olume 84 166 45 57 120 51
Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00
Hourly Flow Rate, HFR 84 166 45 57 120 51
Percent Heavy Vehicles 1 _ _ 1
edian Type . Undivided
OR RT Channelized 0 0
Lanes 1 1 0 1 1 1
Configuration L TR L T R
Upstream Signal 0 0
Minor Street Northbound Southbound
Movement 7 8 9 10 11 12
L T R L T R
olume 9 203 121 36 21 239
Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00
Hourly Flow Rate, HFR 9 1 203 1 121 36 21 239
Percent Heavy Vehicles 2 1 1 1 1 1 1 1
Percent Grade(%) 0 0
Flared Approach y N
Storage 2 0
RT Channelized 0 0
Lanes 0 1 0 0 1 0
Configuration LTR LTR
Delay,Queue Length,and Level of Service
Approach EB WB Northbound Southbound
Movement 1 4 7 8 9 10 11 12
Lane Configuration L L LTR LTR
(vph) 84 57 333 296
C (m)(vph) 1412 1366 509 526
/c 0.06 0.04 0.65 0.56
95%queue length 0.19 0.13 5.35 3.74
Control Delay 7.7 7.8 25.2 20.6
LOS A A D C
pproach Delay -- -- 25.2 20.6
pproach LOS -- — D C
HCS20007M Copyright®2000 University of Florida,All Rights Reserved Version 4.Ic
TWO-WAY STOP CONTROL SUMMARY
General Information Site Information
nal st BPJBPJ Intersection Lk Wa Blvd/N 44th St
en /Co. William Popp Associates urisdiction City of Renton
Date Performed 5/24/04 nal sis Year 2006 with project
nal sis Time Period PM PK
Project Description Kenn dale Business Park
East/West Street: N 44th St North/South Street: Lk Wa Blvd-1-405 NB Ramps
Intersection Orientation: East-West Stud Period hrs : 1.00
ehicle Volumes and Adjustments
Major Street Eastbound Westbound
Movement 1 2 3 4 5 6
�x- L T R L T R
olume 94 166 45 57 120 51
Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00
Hourly Flow Rate, HFR 94 166 45 57 120 51
Percent Heavy Vehicles 1 — — 1
Median Type Undivided
RT Channelized 0 10
Lanes 1 1 0 1 1 1
Configuration L TR L T R
Upstream Signal 0 0
Minor Street Northbound Southbound
Movement 7 8 9 10 11 12
L T R L T R
olume 9 212 121 36 66 290
Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00
Hourly Flow Rate, HFR 9 212 121 36 66 290
Percent Heavy Vehicles 2 1 1 1 1 1
Percent Grade(%) • 0 0
Flared Approach y N
Storage 2
0
RT Channelized 0 0
Lanes 0 1 0 0 1 0
Configuration LTR LTR
Delay,Queue Length,and Level of Service
pproach EB WB Northbound Southbound
Movement 1 4 7 8 9 10 11 12
Lane Configuration L L LTR LTR
(vph) 94 57 342 392
C(m) (vph) 1412 1366 479 503
/C 0.07 0.04 0.71 0.78
95%queue length 0.21 0.13 6 81 9.10
Control Delay 7.7 7.8 30.6 36.0
LOS A A D E
Approach Delay -- — 30.6 36.0
pproach LOS -- — D E
HCS2000'M Copyright®2000 University of Florida,All Rights Reserved version 4.1c
ALL WAY STOP CONTROL ANALYSIS
f General Information Site Information
nal st IBPJ llntersection ILk Wa Blvd/NE 44th St
en /CoMiod
William Po Associates unsdiction Ciof Renton
6/3/04 nal sis Year 2006 with project
PM PK
Project ID Kenn dale Business Park
EastMkst Street: NE 44th St North/South Street: Lk Wa Blvd
olume Adjustments and Site Characteristics
roach Eastbound Westbound
ovement L T R L T R
olume 81 160 43 55 115 49
/°Thrus Left Lane 50 50
roach Northbound Southbound
ovement L T R L T R
olume 9 195 116 35 20 230
/°Thrus Left Lane 50 1 1 50
Eastbound Westbound Northbound Southbound
L1 L2 L1 L2 L1 L2 L1 L2
Configuration L TR L TR LTR LTR
[Geometry
F 1.00 1.00 1.00 1.00 1.00 1.00
w Rate 81 203 55 164 320 285
Heavy Vehicles 1 1 1 2 1 1
Lanes 2 2 1 1
Group 5 5 2 2
ation,T 1.00
turation Headwa Adjustment Worksheet
p.Left-Tums 1.0 0.0 1.0 0.0 0.0 0.1
Prop.Right-Tums 0.0 0.2 0.0 0.3 0.4 0.8
Prop.Heavy Vehicle 0.0 0.0 0.0 0.0 0.0 0.0
hLT-adj 0.5 0.5 0.5 0.5 0.2 0.2 0.2 0.2
RT-adj -0.7 -0.7 -0.7 -0.7 -0.6 -0.6 1 -0.6 -0.6
HV-adj 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7
hadj,computed 7.27 7.27 7.27 7.27 7.27 7.27
De acture Headway and Service Time
d,initial value 3.20 3.20 3.20 3.20 3.20 3.20
initial 0.07 0.18 0.05 0.15 0.28 0.25
d,final value 7.27 7.27 7.27 7.27 7.27 7.27
final value 0.16 0.37 0.11 0.30 0.51 0.44
ove-up time,m 2.3 1 2.3 2.0 2.0
Service Time 5.0 4.3 5.0 4.3 5.0 4.3 5.0 4.3
Capacity21pacity and Level of Service
Eastbound Westbound Northbound Southbound
L1 L2 L1 L2 L1 L2 L1 L2
Capacity 331 453 305 414 570 535
Delay 11.38 13.20 11.04 12.31 14.80 13.08
LOS B B B B B B
Approach:Delay 12.68 11.99 14.80 13.08
LOS B B B B
Intersection Delay 13.26
Intersection LOS B
HCS2000Tm Copyright 02000 University of Florida,All Rights Reserved Version 4.1c
TWO-WAY STOP CONTROL SUMMARY
1 General Information Site Information
nal st BPJ I Intersection N 48TH ST/SITE ACCESS
n /Co. William Pop Associates Jurisdiction City of Renton
Date Performed 5/24/04 Analysis Year 2006 with project
lysis Time Period PM PK
Project Description Kenn dale Business Park
East/Vl/est Street: N 48th St North/South Street: Site Access
Intersection Orientation: East-West ..LStudy Period hrs : 1.00
ehicle Volumes and Adjustments
Major Street Eastbound Westbound
Movement 1 1 2 3 4 5 6
L T R L T R
olume 0 168 20 6 134 0
Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00
Hourly Flow Rate, HFR 0 168 20 6 134 1 0
Percent Heavy Vehicles 0 F — — 0
Median Type Two Way Left Tum Lane
RT Channelized 0 0
' Lanes 0 1 0 0 1 0
Configuration TR LT
U stream Signal 0 0
Minor Street Northbound Southbound
Movement 7 8 9 10 11 12
L T R L T R
olume 102 0 26 0 0 0
Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00
Hourly Flow Rate, HFR 102 0 26- , 0 0 1 0
Percent Heavy Vehicles 0 0 Q 0 0 0
Percent Grade(%) 0 0
Flared Approach N N
Storage 0 0
RT Channelized 0 0
Lanes 0 0 0 0 0 0
Configuration LR
Delay,Queue Length.and Level of Service
pproach EB WB Northbound Southbound
Movement 1 4 7 8 9 10 11 12
Lane Configuration LT LR
(vph) 6 128
C(m) (vph) 1398 732
lc 0.00 0.17
95%queup.length 0.01 0.63
Control Delay 7.6 11.0
LOS A 8
pproach Delay — -- 11.0
pproach LOS -- -- B
HCS2000TMt Copyright 02000 University of Florida,All Rights Reserved Version 4.Ic