HomeMy WebLinkAboutRS_Traffic_Impact_Analysis_KimleyHorn_230301_v2KH #090222338
Kimley-Horn and Associates, Inc.
2828 Colby Avenue
Suite 200
Everett, WA 98201
425.708.8275
Grady Way Emergency Center
Traffic Impact Analysis
Jurisdiction: City of Renton
March 2023
3/24/23
Traffic Impact Analysis
Grady Way Emergency Center KH #090222338
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TABLE OF CONTENTS
1.DEVELOPMENT IDENTIFICATION ................................................................................1
2.METHODOLOGY ..............................................................................................................1
3.TRIP GENERATION ..........................................................................................................4
4.TRIP DISTRIBUTION ........................................................................................................5
5.INTERSECTION LEVEL OF SERVICE ANALYSIS .........................................................5
5.1 Turning Movement Calculations ...................................................................................8
5.2 Level of Service Calculations ...................................................................................... 12
6.CRASH DATA .................................................................................................................. 13
7.PARKING ANALYSIS ..................................................................................................... 14
8.TRANSPORTATION IMPACT FEES .............................................................................. 15
9.CONCLUSIONS ............................................................................................................... 15
LIST OF FIGURES
Figure 1: Site Vicinity Map .........................................................................................................2
Figure 2: Development Trip Distribution – AM Peak-Hour .........................................................6
Figure 3: Development Trip Distribution – PM Peak-Hour ..........................................................7
Figure 4: 2023 Existing Turning Movements...............................................................................9
Figure 5: 2024 Baseline Turning Movements ............................................................................ 10
Figure 6: 2024 Future with Development Turning Movements .................................................. 11
LIST OF TABLES
Table 1: Level of Service Criteria ................................................................................................3
Table 2: Trip Generation Summary .............................................................................................4
Table 3: Level of Service Summary – AM Peak-Hour ............................................................... 12
Table 4: Level of Service Summary – PM Peak-Hour ............................................................... 12
Table 5: 5-Year Collision Data Summary .................................................................................. 13
Table 6: 5-Year Collision Rate Calculation ............................................................................... 14
ATTACHMENTS
AM Counts and Turning Movement Calculations ....................................................................... A
PM Counts and Turning Movement Calculations ....................................................................... B
Pipeline Information................................................................................................................... C
AM Level of Service Calculations .............................................................................................. D
PM Level of Service Calculations .............................................................................................. E
Collision Data ............................................................................................................................ F
Parking Data .............................................................................................................................. G
Site Plan ................................................................................................................................. H
Traffic Impact Analysis
Grady Way Emergency Center KH #090222338
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1.DEVELOPMENT IDENTIFICATION
Kimley-Horn and Associates, Inc. (KH) has been retained to provide a traffic impact analysis for
Grady Way Emergency Center development. This report is intended to provide the City of Renton
with the necessary traffic generation, trip distribution, intersection analysis, parking analysis and
mitigation fee determination to facilitate their review of the development. The Grady Way
Emergency Center development is located on the east side of Talbot Road S, south of S Grady
Way on the same parcel as the proposed Home Depot Renton development. A site vicinity map is
included in Figure 1. The development is proposed to consist of 10,655 SF of Free-Standing
Emergency Room. The site was previously approved for a Sam’s Club building and Sam’s Club
gas station. The Sam’s Club building is currently in the process to being converted to a Home
Depot. The site will primarily access the City of Renton street network via two existing accesses
onto Talbot Road S, one located approximately 300 feet south of S Grady Way and one located
approximately 640 feet south of S Grady Way. Additionally, the site will have connectivity to two
additional existing accesses to S Grady Way, one located opposite Williams Avenue S, and one
located approximately 220 feet west of Williams Avenue S. There will be a total of 46 vehicle
parking spaces provided on site as a part of the development.
Matthew Palmer, responsible for this report and traffic analysis, is a licensed professional engineer
(Civil) in the State of Washington and member of the Washington State section of ITE.
2.METHODOLOGY
The analysis contained in this report is based on the City of Renton Policy Guidelines for Traffic
Impact Analysis for New Development and intersections scoped with the City of Renton. The level
of service analysis has been performed in accordance with the Highway Capacity Manual 6th
Edition (HCM). Congestion is generally measured in terms of level of service (LOS). Road
facilities and intersections are rated between LOS A and LOS F, with LOS A being free flow and
LOS F being forced flow or over-capacity conditions. A summary of the level of service criteria
is included in Table 1.
405MAIN AVE SREINIER AVE SS GRADY WAYTALBOT RD SWILLIAMS AVE SSW 7TH STBENSON RD SS PUGET DRLEGEND:FIGURE 1: SITE VICINITY MAPDEVELOPMENT SITESTUDY INTERSECTIONNORTHCITY OF RENTONGRADY WAY EMERGENCY CENTER
Traffic Impact Analysis
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Table 1: Level of Service Criteria
Level of 1
Service
Expected
Delay
Intersection Control Delay
(Seconds per Vehicle)
Unsignalized
Intersections
Signalized
Intersections
A Little/No Delay <10 <10
B Short Delays >10 and <15 >10 and <20
C Average Delays >15 and <25 >20 and <35
D Long Delays >25 and <35 >35 and <55
E Very Long Delays >35 and <50 >55 and <80
F Extreme Delays2 >50 >80
Per the City of Renton’s Transportation Element, the acceptable level of service is LOS D except
along the following specific corridors, Carr Road, Logan Avenue, Rainier Avenue, Grady Way,
SR-900 and SR-515, and the Renton Urban Center and Center Village, where the acceptable level
of service is LOS E.
The level of service at two-way stop-controlled intersections is based on the average delay for the
stopped approach with the highest delay. The level of service at all-way stop-controlled
intersections and signalized intersections is based on the average delay for all vehicles. The level
of service analysis for unsignalized and signalized intersections has been performed utilizing the
Synchro 11 software.
The trip generation calculations for the development are based on average trip generation rates
published in the Institute of Transportation Engineers (ITE)Trip Generation Manual, 11th Edition
(2021).
1 Source:Highway Capacity Manual, 6th Edition.
LOS A: Free-flow traffic conditions, with minimal delay to stopped vehicles (no vehicle is delayed longer
than one cycle at signalized intersection).
LOS B: Generally stable traffic flow conditions.
LOS C: Occasional back-ups may develop, but delay to vehicles is short term and still tolerable.
LOS D: During short periods of the peak hour, delays to approaching vehicles may be substantial but are
tolerable during times of less demand (i.e. vehicles delayed one cycle or less at signal).
LOS E: Intersections operate at or near capacity, with long queues developing on all approaches and long
delays.
LOS F: Jammed conditions on all approaches with excessively long delays and vehicles unable to move at
times.
2 When demand volume exceeds the capacity of the lane, extreme delays will be encountered with queuing which may
cause severe congestion affecting other traffic movements in the intersection.
Traffic Impact Analysis
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3.TRIP GENERATION
Trip generation calculations for the Grady Way Emergency Center development have been
performed utilizing data published in the Institute of Transportation Engineers (ITE)Trip
Generation Manual, 11th Edition (2021). The average trip generation rates for ITE Land Use Code
(LUC) 650, Free-Standing Emergency Room, have been utilized in the trip generation calculations.
The trip generation of the Grady Way Emergency Center development is summarized in Table 2.
Table 2: Trip Generation Summary
10,655 SF
Free-Standing
Emergency Room
Average Daily Trips AM Peak-Hour Trips PM Peak-Hour Trips
Inbound Outbound Total Inbound Outbound Total Inbound Outbound Total
Generation Rate 24.94 trips per unit 1.12 trips per unit 1.52 trips per unit
Splits 50%50%100% 50%50%100%61%39%100%
Trips 133 133 266 6 6 12 7 9 16
The Grady Way Emergency Center development is anticipated to generate approximately 266 new
average daily trips with 12 new AM peak-hour trips and 16 new PM peak-hour trips. The trip
generation calculations are included in the attachments.
It is important to note that this development is located on the same parcel as the proposed Home
Depot Renton development where the Sam’s gas station was located. Therefore, any leftover credit
for the removal of the prior use after the Home Depot trip generation should be applicable to this
development. For analysis purposes, this credit has conservatively not been applied to the above
trip generation, trip distribution, or intersection level of service analysis below.
Traffic Impact Analysis
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4.TRIP DISTRIBUTION
The Grady Way Emergency Center will primarily access the City of Renton street network via two
existing accesses onto Talbot Road S, one located approximately 300 feet south of S Grady Way
and one located approximately 640 feet south of S Grady Way. Additionally, the site will have
connectivity to two additional existing accesses to S Grady Way, one located opposite Williams
Avenue S, and one located approximately 220 feet west of Williams Avenue S. This was reflected
in the distribution of trips across the accesses.
The distribution of trips is based on prior projects in the site vicinity and local draw areas. It is
anticipated that 45% of the trips generated by the development will travel to and from the north,
fifteen percent along Talbot Road S, fifteen percent along Main Avenue S, and fifteen percent
along I-405. Approximately 35% of the trips generated by the development will travel to and from
the west utilizing S Grady Way. The remaining 20% of the trips generated by the development are
anticipated to travel to and from the south along SR-515 (Talbot Road S). A detailed trip
distribution for the AM and PM peak-hours are shown in Figure 2 and Figure 3 respectively.
Due to restrictions at the accesses, all of the trips that travel south along SR-515 (Talbot Road S)
and north along I-405 leave the parcel via the intersection of Williams Avenue S at S Grady Way,
then take a left at the intersection of Talbot Road S at S Grady Way. The trips through the study
intersections during the AM and PM peak-hours is shown in Figure 2 and Figure 3 respectively.
5.INTERSECTION LEVEL OF SERVICE ANALYSIS
Per instructions from the City staff, the following intersections and control type have been
analyzed:
1.Main Avenue S at S Grady Way – Signalized
2.Williams Avenue S at S Grady Way – Signalized
3.Talbot Road S at S Grady Way – Signalized
4.SR-515 (Talbot Road S) at I-405 Southbound Off Ramp – Signalized
5.Talbot Road S at North Site Access – TWSC
6.Talbot Road S at South Site Access – TWSC
Due to there being no active uses on the parcel at the time of the counts, intersection 5 and 6 were
only analyzed in the 2024 baseline and 2024 future with development conditions.
405MAIN AVE SREINIER AVE SS GRADY WAYTALBOT RD SWILLIAMS AVE SSW 7TH STBENSON RD SS PUGET DRLEGEND:NEW DAILY TRAFFICNEW PEAK-HOUR TRIPSTRIP DISTRIBUTION %XXPEAKAMAWDTFIGURE 2: DEVELOPMENT TRIP DISTRIBUTION - AM PEAK-HOURCITY OF RENTONGRADY WAY EMERGENCY CENTER2053
1140 11159322354011151540
11NORTHMAIN AVE S @S GRADY WAYWILLIAMS AVE S @S GRADY WAYTALBOT RD S @S GRADY WAYSR-515 (TALBOT RD S) @I-405 SB OFF RAMPTALBOT RD S @N SITE ACCESSTALBOT RD S @S SITE ACCESS1
1 1121
4 2211111
1 311
2 413 51
2
2 6
405MAIN AVE SREINIER AVE SS GRADY WAYTALBOT RD SWILLIAMS AVE SSW 7TH STBENSON RD SS PUGET DRLEGEND:FIGURE 3: DEVELOPMENT TRIP DISTRIBUTION - PM PEAK-HOURNEW DAILY TRAFFICNEW PEAK-HOUR TRIPSTRIP DISTRIBUTION %AWDTPMPEAKXX2053
12CITY OF RENTONGRADY WAY EMERGENCY CENTER40 21159333354011151540
11NORTHMAIN AVE S @S GRADY WAYWILLIAMS AVE S @S GRADY WAYTALBOT RD S @S GRADY WAYSR-515 (TALBOT RD S) @I-405 SB OFF RAMPTALBOT RD S @N SITE ACCESSTALBOT RD S @S SITE ACCESS1
1 1114 2531
1
1
3 314
1 439
2 525
4
2 6
Traffic Impact Analysis
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5.1 Turning Movement Calculations
The existing PM peak-hour turning movements at the study intersection were collected by the
independent count firm Traffic Data Gathering in January 2023. The 2023 existing turning
movements at the study intersections are shown in Figure 4.
The future analysis has been performed for the year 2024, which represents when the development
is expected to be constructed and occupied. The 2024 baseline turning movements have been
calculated by applying a 2% annually compounding growth rate and trips from 2 pipeline
developments, GMD Renton (A.K.A. Watershed Renton) and Home Depot Renton to the 2023
existing turning movements. The 2024 baseline turning movements at the study intersection are
shown in Figure 5. The 2024 future with development turning movements at the study intersections
have been calculated by adding the development’s trips to the 2024 baseline turning movements.
The 2024 future with development turning movements are shown in Figure 6.
405MAIN AVE SREINIER AVE SS GRADY WAYTALBOT RD SWILLIAMS AVE SSW 7TH STBENSON RD SS PUGET DRLEGEND:AM (PM) PEAK-HOURVOLUMESTUDY INTERSECTIONSR-532 ATPIONEER HWYSR-532 AT72ND AVE NW267TH ST NW AT72ND AVE NW268TH ST NW AT72ND AVE NWNORTHFIGURE 4: 2023 EXISTING TURNING MOVEMENTS - AM AND PM PEAK-HOURCITY OF RENTONGRADY WAY EMERGENCY CENTER198(91)522(243)137(553)
197(312)
38(209)
576(506)16(2)361(439)3(2)3(2)724(766)52(48)8(6)
0(1)
55(130)
1(1)
1(1)
9(34)241(181)297(400)62(27)247(633)541(621)34(63)24(80)
161(487)
29(38)
211(117)
633(376)
717(329)3401(721)76(50)179(124)46(270)4(10)425(1311)
3(6)
1363(675)
152(68)4
405MAIN AVE SREINIER AVE SS GRADY WAYTALBOT RD SWILLIAMS AVE SSW 7TH STBENSON RD SS PUGET DRLEGEND:FIGURE 5: 2024 BASELINE TURNING MOVEMENTS - AM AND PM PEAK-HOURAM (PM) PEAK-HOURVOLUMESTUDY INTERSECTIONCITY OF RENTONGRADY WAY EMERGENCY CENTERNORTHMAIN AVE S @S GRADY WAYWILLIAMS AVE S @S GRADY WAYTALBOT RD S @S GRADY WAYSR-515 (TALBOT RD S) @I-405 SB OFF RAMPTALBOT RD S @N SITE ACCESSTALBOT RD S @S SITE ACCESS202(93)532(248)140(564)
221(347)
39(213)
606(544)124(25)370(454)3(2)3(2)743(794)53(49)13(10)
0(1)
68(141)
14(25)
1(1)
55(118)285(249)325(435)73(40)252(646)595(695)35(64)42(105)
164(497)
30(39)
218(125)
657(407)
752(374)3409(735)78(51)201(149)47(275)4(10)477(1401)
3(6)
1419(733)
155(69)420(36)501(1407)
28(36)
1560(856)510(18)501(1407)
14(18)
1578(874)6
405MAIN AVE SREINIER AVE SS GRADY WAYTALBOT RD SWILLIAMS AVE SSW 7TH STBENSON RD SS PUGET DRLEGEND:FIGURE 6: 2024 FUTURE WITH DEVELOPMENT TURNING MOVEMENTS - AM AND PM PEAK-HOURAM (PM) PEAK-HOURVOLUMESTUDY INTERSECTIONMAIN AVE S @S GRADY WAYWILLIAMS AVE S @S GRADY WAYTALBOT RD S @S GRADY WAYSR-515 (TALBOT RD S) @I-405 SB OFF RAMPTALBOT RD S @N SITE ACCESSTALBOT RD S @S SITE ACCESSCITY OF RENTONNORTHGRADY WAY EMERGENCY CENTER202(93)532(248)140(564)
222(348)
39(213)
607(545)125(25)370(455)3(2)5(2)743(795)53(49)13(10)
0(1)
68(141)
15(25)
1(1)
59(122)287(254)326(435)74(40)253(649)596(695)35(64)43(105)
164(498)
30(39)
218(126)
657(408)
753(377)3409(735)78(51)202(150)47(275)4(10)478(1405)
3(6)
1421(734)
155(69)421(39)504(1416)
28(36)
1560(858)510(20)1(5)
503(1411)
16(20)
1578(874)6
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5.2 Level of Service Calculations
The 2023 existing level of service calculations have been performed utilizing the existing
channelization, existing intersection control and peak-hour factors and heavy vehicle factors from
the 2023 turning movement counts. The 2024 baseline and 2024 future with development level of
service analysis does not include any changes to the existing channelization or control. The level
of service summary is included in Table 3 and Table 4 for the AM and PM peak-hour respectively.
Table 3: Level of Service Summary – AM Peak-Hour
Intersection Approach
2023 Existing
Conditions
2024 Baseline
Conditions
2024 Future
w Development
Conditions
LOS Delay LOS Delay LOS Delay
1.Main Ave S/Benson Rd S at
S Grady Way Intersection B 14.2 sec B 14.1 sec B 14.1 sec
2.Williams Ave S at
S Grady Way Intersection B 10.6 sec B 12.0 sec B 12.1 sec
3.Talbot Rd S at
S Grady Way Intersection B 19.4 sec C 22.0 sec C 22.1 sec
4.SR-515 (Talbot Rd S) at
I-405 SB Off Ramp Intersection B 10.0 sec B 10.2 sec B 10.2 sec
5.Talbot Rd S at
N Site Access TWSC ------C
(WB)18.0 sec C
(WB)18.1 sec
6.Talbot Rd S at
S Site Access TWSC ------C
(WB)17.6 sec C
(WB)17.6 sec
Table 4: Level of Service Summary – PM Peak-Hour
Intersection Approach
2023 Existing
Conditions
2024 Baseline
Conditions
2024 Future
w Development
Conditions
LOS Delay LOS Delay LOS Delay
1.Main Ave S/Benson Rd S at
S Grady Way Intersection B 16.1 sec B 16.3 sec B 16.2 sec
2.Williams Ave S at
S Grady Way Intersection B 12.1 sec B 14.2 sec B 14.3 sec
3.Talbot Rd S at
S Grady Way Intersection C 22.1 sec C 25.1 sec C 25.2 sec
4.SR-515 (Talbot Rd S) at
I-405 SB Off Ramp Intersection B 13.1 sec B 13.7 sec B 13.7 sec
5.Talbot Rd S at
N Site Access TWSC ------B
(WB)12.4 sec B
(WB)12.4 sec
6.Talbot Rd S at
S Site Access TWSC ------B
(WB)12.1 sec B
(WB)12.1 sec
Traffic Impact Analysis
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The analysis shows that the study intersections currently operate at LOS C or better during both
the AM and PM peak-hours. In the 2024 baseline and 2024 future with development conditions,
all of the study intersection are anticipated to operate at LOS C or better with the development.
The site accesses are anticipated to operate at acceptable LOS C or better under the 2024 future
with development conditions during both the AM and PM peak-hours. The level of service
calculations are included in the attachments.
6.CRASH DATA
Collision data provided by the WSDOT for January 1, 2017, through December 2021 is
summarized in Table 5.
Table 5: 5-Year Collision Data Summary
Intersection
Collision Type
Total
Collisions
Collisions
Per YearRear-
End
Entering
at Angle
Opp.
Dir.Sideswipe Same
Dir.
Ped. /
Cyclist
Fixed
Object/
Other
Main Ave S/Benson Rd S
at S Grady Way 2 0 0 0 0 0 0 2 0.4
Williams Ave S at
S Grady Way 3 2 0 0 0 0 0 5 1.0
Talbot Rd S at
S Grady Way 7 5 10 1 0 1 3 27 5.4
SR-515 (Talbot Rd S)
At I-405 SB Off Ramp 14 22 5 7 2 0 3 53 10.6
Talbot Rd S at
N Site Access 1 0 0 0 0 0 1 2 0.4
Talbot Rd S at
S Site Access 1 0 0 3 0 0 0 4 0.8
The 5-year collision rate has been calculated using PM peak-hour volumes and the industry
standard K-factor of 10 for conversion to ADT. The 5-year collision rates are summarized in Table
6.
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Table 6: 5-Year Collision Rate Calculation
Intersection
PM Peak-Hour
Intersection
Vol.
K-Factor Total
Collisions
Collision
Rate3
Main Ave S/Benson Rd S
at S Grady Way 1,914 10 2 0.06
Williams Ave S at
S Grady Way 1,432 10 5 0.19
Talbot Rd S at
S Grady Way 3,352 10 27 0.44
SR-515 (Talbot Rd S)
At I-405 SB Off Ramp 3,235 10 53 0.90
Further safety analysis may be performed if intersection collision frequencies are higher than 5
collision per year for unsignalized intersection, higher than 10 collisions per year for signalized
intersections, or collision rates per million entering vehicles being greater than 1.0. As the collision
frequency at the intersection of SR-515 at I-405 Southbound Off Ramp is over 10 collisions per
year but the rate is less than 1.0 collision per million entering vehicles, further collision analysis
may be warranted. It is important to note that no fatality collisions were reported at the study
intersections or along the site frontage.
At the intersection of SR-515 at I-405 Southbound Off Ramp, the most common collision type
was “entering at angle” followed by “rear-end” collisions. Per the collision reports, Of the 22
entering at angle collisions, half (11) were collisions between a vehicle turning left from the ramp
and a vehicle traveling north along SR-515. The next common entering at angle collision type was
due to vehicles traveling north colliding with vehicles traveling east/west or west/east through the
intersection per the reports.
7.PARKING ANALYSIS
The Grady Way Emergency Center is proposing to have 10 beds, 3 doctors, 12 employees, and 46
parking spaces on-site. Per Renton code, for medical institutions, a minimum and maximum of 1.0
for every 3 beds, plus 1.0 per staff doctor, plus 1.0 for every 3 employees is required, which equates
to 10 spaces required on-site. The developer is looking for a variance to this minimum/maximum
allowed. As justification, counts at two similar sites (29805 Pacific Highway S in Federal Way
and 14815 Pacific Avenue S in Parkland) were collected on January 4 and January 5, 2023 during
the street peak-hours.
3 The collision rate is based on Million Entering Vehicles.
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The Federal Way site was counted on both January 4th and January 5th while the Parkland site was
only able to be counted on January 5th during the PM peak-hour due to unforeseen circumstances.
During the PM peak-hour, the maximum number of parked vehicles at the Federal Way site was
38 vehicles and the Parkland site was 49 vehicles. The Federal Way site had a building square
footage of 9,872 SF while the Parkland site had a building square footage of 9,730 SF. This resulted
in a parking demand of 3.85 vehicles per 1,000 square footage at the Federal Way site and 5.04
vehicles per 1,000 SF at the Parkland site. Based on these two rates, the Proposed Grady Way
Emergency Center (10,655 SF) is expected to have a maximum parking demand between 41 and
54 vehicles, with an average maximum parking demand of 47 vehicles.
As the proposed Grady Way Emergency Center is proposing to have 46 vehicular spaces on site
which is between the expected demand based on the two sites, a variance should be granted to
allow the additional parking spaces. It is important to note that AM peak-hour data was collected
at both sites on January 5th and showed a rate of 2.74 parked vehicles per 1,000 SF at the Federal
Way site and 3.19 parked vehicles per 1,000 SF at the Parkland site. Both of these are lower than
the PM peak-hour.
8.TRANSPORTATION IMPACT FEES
The transportation impact fees for the Grady Way Emergency Center are based on the current
impact fees and could increase when the fees are actually paid. The current traffic impact fees for
2023-2024 are $8.76 per SF for the Hospital uses. The Grady Way Emergency Center is proposing
to construct a 10,655 SF facility which would result in a mitigation fee of $93,337.80. However,
as the parcel the Grady Way Emergency Center is located on the same parcel as the Home Depot
Renton development, any leftover credit from the Home Depot Renton development should be
applicable to the Grady Way Emergency Center. Based on the TIA for the Home Depot Renton
development dated April 3, 2022, there is an extra credit of 42 PM peak-hour trips. The Grady
Way Emergency Center is expected to generate only 16 PM peak-hour trips, resulting in a
remaining credit of 26 peak-hour trips for the parcel. As the net new trip generation is less than 0,
no traffic mitigation fees should be required.
9.CONCLUSIONS
The Grady Way Emergency Center is proposing to construct a 10,655 SF emergency center
facility. The site is currently vacant. The development is anticipated to generate 266 new average
daily trips with 12 new AM peak-hour trips and 16 new PM peak-hour trips. All of the study
intersections currently operate at LOS C or better and will operate at LOS C or better during both
the AM and PM peak-hours during the existing, 2024 baseline and 2024 future with development
conditions. Based on the parking demand for two similar sites, the 46 parking spaces provided for
the Grady Way Emergency Center would support the anticipated parking demand on-site. The
current transportation impact mitigation fees total $93,337.80; however, if the remaining credit
from the Home Depot Renton development is applied as it is located on the same parcel, mitigation
fees should not be required. The actual fee will be determined when a complete building permit
application is filed.
A
AM Counts and Turning Movement Calculations
PHF HV
0.91 6.8%
0.78 4.8%
0.96 1.9%
0.96 4.3%
PHF = Peak Hour Factor
HV = Heavy Vehicles
S Grady Way @ Benson Road S
Renton, WA
TURNING MOVEMENTS DIAGRAM
PEAK HOUR SUMMARY
Bicycles = 0
Peds Xing N Leg = 0
395
SB
Total
Peds Xing S Leg = 1
Right
38
Intersection
7:45 AM - 8:45 AM
1668
NB
Total
1,0981971370
Intersection
NB ApproachU-Turn Thru
SB ApproachNB Total = 614
WB ApproachHV = 42
Bicycles = 0S Grady WayApproach0576
HV
175 EB
Total
Volume
0 U-Turn
PHF
Peak Hour
Peds Xing E Leg= 0Benson Road S
522 Right
WB Total = 720198 Left
HV = 14Bicycles = 00.96
4.3%Main Avenue SCount Period
Date Time
Thu 1/5/2023 7:00 AM - 9:00 AM
Thru Left U-Turn
SB Total = 334
HV = 16
A-1
Right 3
PHF HV 1
0.55 18.2%Right
0.88 1.6%
0.99 6.8%
0.92 4.3%
0.96 5.9%
PHF = Peak Hour Factor
HV = Heavy Vehicles
724
Bicycles = 0
Peds Crossing West Leg = 0Peds Crossing South Leg = 1Intersection
SB Total = 63
Right Thru Left U-Turn
PEAK HOUR SUMMARY
1
SB
Total
TURNING MOVEMENTS DIAGRAM
Bicycles = 0
Heavy Vehicles = 2
9Approach
SB Approach
U-Turn
Left
Thru
Right
Thru
Left
Count Period
Heavy Vehicles = 1
3
361
6
Bicycles = 0WB Total = 370Peds Crossing East Leg= 1U-Turn
EB
Total Heavy Vehicles = 16Intersection
S Grady Way @ Williams Avenue S
WB Approach DrivewayS Grady Way
U-Turn Left Thru
0
426
51
1
733
EB Approach
8:00 AM - 9:00 AM
0.96
5.9%
1223
NB ApproachBicycles = 0EB Total = 779Heavy Vehicles = 53NB Total = 11
Renton, WA
WB
Total
0
9
Date Time
Thu 1/5/2023 7:00 AM - 9:00 AM
Williams Avenue SPeak Hour
Volume
PHF
HV
S Grady Way
Peds Crossing North Leg = 1
NB
Total
5580550
A-2
Right 247
PHF HV 211
0.87 2.3%Right
0.76 2.8%
0.95 6.4%
0.96 5.3%
0.95 3.9%
PHF = Peak Hour Factor
HV = Heavy Vehicles
0
717
Date Time
Thu 1/5/2023 7:00 AM - 9:00 AM
Talbot Road SPeak Hour
Volume
PHF
HV
S Grady Way
Peds Crossing North Leg = 1
NB
Total
72924161290
S Grady Way @ Talbot Road S
WB Approach Talbot Road SS Grady Way
U-Turn Left Thru
0
1043
34
0
776
EB Approach
7:30 AM - 8:30 AM
0.95
3.9%
2997
NB ApproachBicycles = 0EB Total = 822Heavy Vehicles = 53NB Total = 1561
Renton, WA
WB
Total
U-Turn
Left
Thru
Right
Thru
Left
Count Period
Heavy Vehicles = 6
62
297
41
Bicycles = 0WB Total = 400Peds Crossing East Leg= 3U-Turn
EB
Total Heavy Vehicles = 21Intersection
PEAK HOUR SUMMARY
633
SB
Total
TURNING MOVEMENTS DIAGRAM
Bicycles = 0
Heavy Vehicles = 36
449Approach
SB Approach
541
Bicycles = 1
Peds Crossing West Leg = 6Peds Crossing South Leg = 1Intersection
SB Total = 214
Right Thru Left U-Turn
A-3
Right 46
PHF HV 0
0.86 2.0%Right
0.93 4.2%
0.66 2.0%
0.90 3.5%
0.88 2.7%
PHF = Peak Hour Factor
HV = Heavy Vehicles
0
Bicycles = 1
Peds Crossing West Leg = 0Peds Crossing South Leg = 0Intersection
SB Total = 428
Right Thru Left U-Turn
PEAK HOUR SUMMARY
1363
SB
Total
TURNING MOVEMENTS DIAGRAM
Bicycles = 0
Heavy Vehicles = 30
872Approach
SB Approach
U-Turn
Left
Thru
Right
Thru
Left
Count Period
Heavy Vehicles = 18
179
76
401
Bicycles = 0WB Total = 656Peds Crossing East Leg= 3U-Turn
EB
Total Heavy Vehicles = 23Intersection
I-405 SB Off-Ramp @ Talbot Road S
WB Approach Talbot Road SS Renton Village Place
U-Turn Left Thru
0
231
4
0
0
EB Approach
7:30 AM - 8:30 AM
0.88
2.7%
2649
NB ApproachBicycles = 0EB Total = 50Heavy Vehicles = 1NB Total = 1515
Renton, WA
WB
Total
0
152
Date Time
Thu 1/5/2023 7:00 AM - 9:00 AM
Talbot Road SPeak Hour
Volume
PHF
HV
I-405 SB Off-Ramp
Peds Crossing North Leg = 2
NB
Total
1,546042530
A-4
AM Peak-Hour 1 Grady Wy-Main Ave @ Benson Rd
Synchro ID: 1
Existing 334 1,432 1,098
Average Weekday 0 197 137 0 576 522
AM Peak-Hour
0 Main Avenue S 522
Year: 1/5/2023 0 0 0 720
0 198 -
Data Source:TDG 0 --- 1,668 Benson Rd S 895
North
0 137 |
0 0 0 175
0 S Grady Way 38
0 197 198 0 576 38
395 1,009 614
Future without Development 361 1,499 1,138
Average Weekday 0 221 140 0 606 532
AM Peak-Hour
0 Main Avenue S 532
Year:2024 0 0 0 734
Growth Rate =2.0%0 202 -
Years of Growth = 1 0 --- 1,740 Benson Rd S 913
North
Total Growth = 1.0200 0 140 |
0 0 0 179
0 S Grady Way 39
0 221 202 0 606 39
423 1,068 645
Total Development Trips 1 2 1
Average Weekday 0 1 0 0 1 0
AM Peak-Hour
0 Main Avenue S 0
0 0 0 0
0 0 -
0 --- 2 Benson Rd S 0
North
0 0 |
0 0 0 0
0 S Grady Way 0
0 1 0 0 1 0
1 2 1
Future with Development 362 1,501 1,139
Average Weekday 0 222 140 0 607 532
AM Peak-Hour
0 Main Avenue S 532
0 0 0 734
0 202 -
0 --- 1,742 Benson Rd S 913
North
0 140 |
0 0 0 179
0 S Grady Way 39
0 222 202 0 607 39
424 1,070 646
Total Pipeline Project Trips 20 38 18
Average Weekday 0 20 0 0 18 0
AM Peak-Hour
0 Main Avenue S 0
0 0 0 0
0 0 -
0 --- 38 Benson Rd S 0
North
0 0 |
0 0 0 0
0 S Grady Way 0
0 20 0 0 18 0
20 38 18
Watershed Renton
Home Depot Renton
A-5
AM Peak-Hour 2 Grady Way @ Williams Ave-Dwy
Synchro ID: 2
Existing 63 119 56
Average Weekday 55 0 8 52 1 3
AM Peak-Hour
55 Williams Avenue S 3
Year: 1/5/2023 425 361 361 370
9 6 -
Data Source:TDG 1,204 S Grady Way 1,223 S Grady Way 1,103
North
52 8 |
779 724 724 733
3 Driveway 1
3 0 6 9 1 1
9 20 11
Future without Development 81 138 57
Average Weekday 68 0 13 53 1 3
AM Peak-Hour
68 Williams Avenue S 3
Year: 2024 493 370 370 397
Growth Rate = 2.0%55 24 -
Years of Growth = 1 1,292 S Grady Way 1,347 S Grady Way 1,167
North
Total Growth = 1.0200 53 13 |
799 743 743 770
3 Driveway 14
3 0 24 55 1 14
27 97 70
Total Development Trips 0 0 0
Average Weekday 0 0 0 0 0 0
AM Peak-Hour
0 Williams Avenue S 0
4 0 0 1
4 1 -
6 S Grady Way 8 S Grady Way 2
North
0 0 |
2 0 0 1
2 Driveway 1
2 0 1 4 0 1
3 8 5
Future with Development 81 138 57
Average Weekday 68 0 13 53 1 3
AM Peak-Hour
68 Williams Avenue S 3
497 370 370 398
59 25 -
1,298 S Grady Way 1,355 S Grady Way 1,169
North
53 13 |
801 743 743 771
5 Driveway 15
5 0 25 59 1 15
30 105 75
Total Pipeline Project Trips 17 17 0
Average Weekday 12 0 5 0 0 0
AM Peak-Hour
12 Williams Avenue S 0
60 2 2 20
46 18 -
65 S Grady Way 101 S Grady Way 43
North
0 5 |
5 5 5 23
0 Driveway 13
0 0 18 46 0 13
18 77 59
One eastbound u-turn was
evaluated as an eastboudn left-
turn.
Watershed Renton
Home Depot Renton
A-6
AM Peak-Hour 3 S Grady Way @ Talbot Rd S
Synchro ID: 3
Existing 214 943 729
Average Weekday 29 161 24 34 633 62
AM Peak-Hour
29 Talbot Road S 62
Year: 1/5/2023 1,043 297 297 400
717 41 -
Data Source:TDG 1,865 S Grady Way 2,997 S Grady Way 1,176
North
34 24 |
822 541 541 776
247 Talbot Road S 211
247 161 41 717 633 211
449 2,010 1,561
Future without Development 236 1,001 765
Average Weekday 30 164 42 35 657 73
AM Peak-Hour
30 Talbot Road S 73
Year: 2024 1,107 325 325 483
Growth Rate = 2.0%752 85 -
Years of Growth = 1 1,989 S Grady Way 3,228 S Grady Way 1,338
North
Total Growth = 1.0200 35 42 |
882 595 595 855
252 Talbot Road S 218
252 164 85 752 657 218
501 2,128 1,627
Total Development Trips 1 2 1
Average Weekday 0 0 1 0 0 1
AM Peak-Hour
0 Talbot Road S 1
2 1 1 4
1 2 -
4 S Grady Way 8 S Grady Way 6
North
0 1 |
2 1 1 2
1 Talbot Road S 0
1 0 2 1 0 0
3 4 1
Future with Development 237 1,003 766
Average Weekday 30 164 43 35 657 74
AM Peak-Hour
30 Talbot Road S 74
1,109 326 326 487
753 87 -
1,993 S Grady Way 3,236 S Grady Way 1,344
North
35 43 |
884 596 596 857
253 Talbot Road S 218
253 164 87 753 657 218
504 2,132 1,628
Total Pipeline Project Trips 18 39 21
Average Weekday 0 0 18 0 11 10
AM Peak-Hour
0 Talbot Road S 10
43 22 22 75
21 43 -
86 S Grady Way 171 S Grady Way 139
North
0 18 |
43 43 43 64
0 Talbot Road S 3
0 0 43 21 11 3
43 78 35
Watershed Renton
Home Depot Renton
A-7
AM Peak-Hour 4 405 Ramp-Renton Vil @ Talbot
Synchro ID: 4
Existing 428 1,974 1,546
Average Weekday 3 425 0 4 1,363 179
AM Peak-Hour
3 Talbot Road S 179
Year: 1/5/2023 231 76 76 656
152 401 -
Data Source:TDG 281 S Renton Village Place 2,649 I-405 Off-Ramp 656
North
4 0 |
50 0 0 0
46 Talbot Road S 0
46 425 401 152 1,363 0
872 2,387 1,515
Future without Development 480 2,104 1,624
Average Weekday 3 477 0 4 1,419 201
AM Peak-Hour
3 Talbot Road S 201
Year: 2024 236 78 78 688
Growth Rate = 2.0%155 409 -
Years of Growth = 1 287 S Renton Village Place 2,793 I-405 Off-Ramp 688
North
Total Growth = 1.0200 4 0 |
51 0 0 0
47 Talbot Road S 0
47 477 409 155 1,419 0
933 2,507 1,574
Total Development Trips 1 4 3
Average Weekday 0 1 0 0 2 1
AM Peak-Hour
0 Talbot Road S 1
0 0 0 1
0 0 -
0 S Renton Village Place 4 I-405 Off-Ramp 1
North
0 0 |
0 0 0 0
0 Talbot Road S 0
0 1 0 0 2 0
1 3 2
Future with Development 481 2,108 1,627
Average Weekday 3 478 0 4 1,421 202
AM Peak-Hour
3 Talbot Road S 202
236 78 78 689
155 409 -
287 S Renton Village Place 2,797 I-405 Off-Ramp 689
North
4 0 |
51 0 0 0
47 Talbot Road S 0
47 478 409 155 1,421 0
934 2,510 1,576
Total Pipeline Project Trips 43 90 47
Average Weekday 0 43 0 0 29 18
AM Peak-Hour
0 Talbot Road S 18
0 0 0 18
0 0 -
0 S Renton Village Place 90 I-405 Off-Ramp 18
North
0 0 |
0 0 0 0
0 Talbot Road S 0
0 43 0 0 29 0
43 72 29
Watershed Renton
Home Depot Renton
A-8
AM Peak-Hour 5 Talbot Rd S @ Site Access N
Synchro ID: 5
Existing 449 2,010 1,561
Average Weekday 0 449 0 0 1,561 0
AM Peak-Hour
0 Talbot Road S 0
Year: 1/5/2023 0 0 0 0
0 0 -
Data Source:TDG 0 --- 2,010 Site Access (North) 0
North
0 0 |
0 0 0 0
0 Talbot Road S 0
0 449 0 0 1,561 0
449 2,010 1,561
Future without Development 501 2,128 1,627
Average Weekday 0 501 0 0 1,607 20
AM Peak-Hour
0 Talbot Road S 20
Year: 2024 0 0 0 20
Growth Rate = 2.0%0 0 -
Years of Growth = 1 0 --- 2,156 Site Access (North) 48
North
Total Growth = 1.0200 0 0 |
0 0 0 28
0 Talbot Road S 28
0 501 0 0 1,607 28
501 2,136 1,635
Total Development Trips 3 4 1
Average Weekday 0 3 0 0 0 1
AM Peak-Hour
0 Talbot Road S 1
0 0 0 1
0 0 -
0 --- 4 Site Access (North) 1
North
0 0 |
0 0 0 0
0 Talbot Road S 0
0 3 0 0 0 0
3 3 0
Future with Development 504 2,132 1,628
Average Weekday 0 504 0 0 1,607 21
AM Peak-Hour
0 Talbot Road S 21
0 0 0 21
0 0 -
0 --- 2,160 Site Access (North) 49
North
0 0 |
0 0 0 28
0 Talbot Road S 28
0 504 0 0 1,607 28
504 2,139 1,635
Total Pipeline Project Trips 43 78 35
Average Weekday 0 43 0 0 15 20
AM Peak-Hour
0 Talbot Road S 20
0 0 0 20
0 0 -
0 --- 106 Site Access (North) 48
North
0 0 |
0 0 0 28
0 Talbot Road S 28
0 43 0 0 15 28
43 86 43
Volumes extrapolated from the
south leg of Talbot Road at S
Grady Way.
Watershed Renton
Home Depot Renton
A-9
AM Peak-Hour 6 Talbot Rd S @ Site Access S
Synchro ID: 6
Existing 449 2,010 1,561
Average Weekday 0 449 0 0 1,561 0
AM Peak-Hour
0 Talbot Road S 0
Year: 1/5/2023 0 0 0 0
0 0 -
Data Source:TDG 0 --- 2,010 Site Access (South) 0
North
0 0 |
0 0 0 0
0 Talbot Road S 0
0 449 0 0 1,561 0
449 2,010 1,561
Future without Development 501 2,136 1,635
Average Weekday 0 501 0 0 1,625 10
AM Peak-Hour
0 Talbot Road S 10
Year: 2024 0 0 0 10
Growth Rate = 2.0%0 0 -
Years of Growth = 1 0 --- 2,150 Site Access (South) 24
North
Total Growth = 1.0200 0 0 |
0 0 0 14
0 Talbot Road S 14
0 501 0 0 1,625 14
501 2,140 1,639
Total Development Trips 3 3 0
Average Weekday 0 2 1 0 0 0
AM Peak-Hour
0 Talbot Road S 0
0 0 0 0
0 0 -
0 --- 5 Site Access (South) 3
North
0 1 |
0 0 0 3
0 Talbot Road S 2
0 2 0 0 0 2
2 4 2
Future with Development 504 2,139 1,635
Average Weekday 0 503 1 0 1,625 10
AM Peak-Hour
0 Talbot Road S 10
0 0 0 10
0 0 -
0 --- 2,155 Site Access (South) 27
North
0 1 |
0 0 0 17
0 Talbot Road S 16
0 503 0 0 1,625 16
503 2,144 1,641
Total Pipeline Project Trips 43 86 43
Average Weekday 0 43 0 0 33 10
AM Peak-Hour
0 Talbot Road S 10
0 0 0 10
0 0 -
0 --- 100 Site Access (South) 24
North
0 0 |
0 0 0 14
0 Talbot Road S 14
0 43 0 0 33 14
43 90 47
Watershed Renton
Home Depot Renton
Volumes extrapolated from the
south leg of Talbot Road at S
Grady Way.
A-10
B
PM Counts and Turning Movement Calculations
PHF HV
0.95 2.2%
0.92 1.8%
0.84 2.4%
0.93 2.1%
PHF = Peak Hour Factor
HV = Heavy VehiclesMain Avenue SCount Period
Date Time
Wed 1/4/2023 4:00 PM - 6:00 PM
Thru Left U-Turn
SB Total = 865
HV = 16
Peds Xing E Leg= 0Benson Road S
243 Right
WB Total = 33491 Left
HV = 8Bicycles = 00.93
2.1%S Grady WayApproach0506
HV
762 EB
Total
Volume
0 U-Turn
PHF
Peak Hour
Intersection
NB ApproachU-Turn Thru
SB ApproachNB Total = 715
WB ApproachHV = 16
Bicycles = 0
312 553 0
S Grady Way @ Benson Road S
Renton, WA
TURNING MOVEMENTS DIAGRAM
PEAK HOUR SUMMARY
Bicycles = 0
Peds Xing N Leg = 0
403
SB
Total
Peds Xing S Leg = 1
Right
209
Intersection
4:15 PM - 5:15 PM
1914
NB
Total
749
B-1
Right 2
PHF HV 1
0.75 0.0%Right
0.78 0.7%
0.93 2.1%
0.95 2.9%
0.93 2.2%
PHF = Peak Hour Factor
HV = Heavy Vehicles
766
Bicycles = 0
Peds Crossing West Leg = 0Peds Crossing South Leg = 2Intersection
SB Total = 137
Right Thru Left U-Turn
PEAK HOUR SUMMARY
1
SB
Total
TURNING MOVEMENTS DIAGRAM
Bicycles = 0
Heavy Vehicles = 0
5Approach
SB Approach
U-Turn
Left
Thru
Right
Thru
Left
Count Period
Heavy Vehicles = 1
2
439
2
Bicycles = 0WB Total = 443Peds Crossing East Leg= 0U-Turn
EB
Total Heavy Vehicles = 13Intersection
S Grady Way @ Williams Avenue S
WB Approach DrivewayS Grady Way
U-Turn Left Thru
0
603
48
0
773
EB Approach
4:30 PM - 5:30 PM
0.93
2.2%
1432
NB ApproachBicycles = 0EB Total = 816Heavy Vehicles = 17NB Total = 36
Renton, WA
WB
Total
0
34
Date Time
Wed 1/4/2023 4:00 PM - 6:00 PM
Williams Avenue SPeak Hour
Volume
PHF
HV
S Grady Way
Peds Crossing North Leg = 0
NB
Total
51611300
B-2
Right 633
PHF HV 117
0.95 3.5%Right
0.91 0.5%
0.94 1.9%
0.88 2.6%
0.97 2.2%
PHF = Peak Hour Factor
HV = Heavy Vehicles
621
Bicycles = 0
Peds Crossing West Leg = 3Peds Crossing South Leg = 3Intersection
SB Total = 605
Right Thru Left U-Turn
PEAK HOUR SUMMARY
376
SB
Total
TURNING MOVEMENTS DIAGRAM
Bicycles = 0
Heavy Vehicles = 29
1301Approach
SB Approach
U-Turn
Left
Thru
Right
Thru
Left
Count Period
Heavy Vehicles = 3
27
400
181
Bicycles = 0WB Total = 608Peds Crossing East Leg= 1U-Turn
EB
Total Heavy Vehicles = 16Intersection
S Grady Way @ Talbot Road S
WB Approach Talbot Road SS Grady Way
U-Turn Left Thru
0
767
63
0
818
EB Approach
4:15 PM - 5:15 PM
0.97
2.2%
3352
NB ApproachBicycles = 0EB Total = 1317Heavy Vehicles = 25NB Total = 822
Renton, WA
WB
Total
0
329
Date Time
Wed 1/4/2023 4:00 PM - 6:00 PM
Talbot Road SPeak Hour
Volume
PHF
HV
S Grady Way
Peds Crossing North Leg = 1
NB
Total
46680487380
B-3
Right 270
PHF HV 0
0.97 2.7%Right
0.89 0.8%
0.95 1.1%
0.88 2.1%
0.97 1.6%
PHF = Peak Hour Factor
HV = Heavy Vehicles
0
Bicycles = 0
Peds Crossing West Leg = 0Peds Crossing South Leg = 0Intersection
SB Total = 1317
Right Thru Left U-Turn
PEAK HOUR SUMMARY
675
SB
Total
TURNING MOVEMENTS DIAGRAM
Bicycles = 0
Heavy Vehicles = 20
2302Approach
SB Approach
U-Turn
Left
Thru
Right
Thru
Left
Count Period
Heavy Vehicles = 11
124
50
721
Bicycles = 0WB Total = 895Peds Crossing East Leg= 2U-Turn
EB
Total Heavy Vehicles = 19Intersection
I-405 SB Off-Ramp @ Talbot Road S
WB Approach Talbot Road SS Renton Village Place
U-Turn Left Thru
0
124
10
0
0
EB Approach
4:15 PM - 5:15 PM
0.97
1.6%
3235
NB ApproachBicycles = 0EB Total = 280Heavy Vehicles = 3NB Total = 743
Renton, WA
WB
Total
0
68
Date Time
Wed 1/4/2023 4:00 PM - 6:00 PM
Talbot Road SPeak Hour
Volume
PHF
HV
I-405 SB Off-Ramp
Peds Crossing North Leg = 0
NB
Total
8090131160
B-4
PM Peak-Hour 1 Grady Wy-Main Ave @ Benson Rd
Synchro ID: 1
Existing 865 1,614 749
Average Weekday 0 312 553 0 506 243
PM Peak-Hour
0 Main Avenue S 243
Year: 1/4/2023 0 0 0 334
0 91 -
Data Source:TDG 0 --- 1,914 Benson Rd S 1,096
North
0 553 |
0 0 0 762
0 S Grady Way 209
0 312 91 0 506 209
403 1,118 715
Future without Development 911 1,703 792
Average Weekday 0 347 564 0 544 248
PM Peak-Hour
0 Main Avenue S 248
Year:2024 0 0 0 341
Growth Rate =2.0%0 93 -
Years of Growth = 1 0 --- 2,009 Benson Rd S 1,118
North
Total Growth = 1.0200 0 564 |
0 0 0 777
0 S Grady Way 213
0 347 93 0 544 213
440 1,197 757
Total Development Trips 1 2 1
Average Weekday 0 1 0 0 1 0
PM Peak-Hour
0 Main Avenue S 0
0 0 0 0
0 0 -
0 --- 2 Benson Rd S 0
North
0 0 |
0 0 0 0
0 S Grady Way 0
0 1 0 0 1 0
1 2 1
Future with Development 912 1,705 793
Average Weekday 0 348 564 0 545 248
PM Peak-Hour
0 Main Avenue S 248
0 0 0 341
0 93 -
0 --- 2,011 Benson Rd S 1,118
North
0 564 |
0 0 0 777
0 S Grady Way 213
0 348 93 0 545 213
441 1,199 758
Total Pipeline Project Trips 29 57 28
Average Weekday 0 29 0 0 28 0
PM Peak-Hour
0 Main Avenue S 0
0 0 0 0
0 0 -
0 --- 57 Benson Rd S 0
North
0 0 |
0 0 0 0
0 S Grady Way 0
0 29 0 0 28 0
29 57 28
Watershed Renton
Home Depot Renton
B-5
PM Peak-Hour 2 Grady Way @ Williams Ave-Dwy
Synchro ID: 2
Existing 137 188 51
Average Weekday 130 1 6 48 1 2
PM Peak-Hour
130 Williams Avenue S 2
Year: 1/4/2023 603 439 439 443
34 2 -
Data Source:TDG 1,419 S Grady Way 1,432 S Grady Way 1,216
North
48 6 |
816 766 766 773
2 Driveway 1
2 1 2 34 1 1
5 41 36
Future without Development 152 204 52
Average Weekday 141 1 10 49 1 2
PM Peak-Hour
141 Williams Avenue S 2
Year: 2024 713 454 454 481
Growth Rate = 2.0%118 25 -
Years of Growth = 1 1,558 S Grady Way 1,622 S Grady Way 1,310
North
Total Growth = 1.0200 49 10 |
845 794 794 829
2 Driveway 25
2 1 25 118 1 25
28 172 144
Total Development Trips 0 0 0
Average Weekday 0 0 0 0 0 0
PM Peak-Hour
0 Williams Avenue S 0
5 1 1 1
4 0 -
6 S Grady Way 6 S Grady Way 2
North
0 0 |
1 1 1 1
0 Driveway 0
0 0 0 4 0 0
0 4 4
Future with Development 152 204 52
Average Weekday 141 1 10 49 1 2
PM Peak-Hour
141 Williams Avenue S 2
718 455 455 482
122 25 -
1,564 S Grady Way 1,628 S Grady Way 1,312
North
49 10 |
846 795 795 830
2 Driveway 25
2 1 25 122 1 25
28 176 148
Total Pipeline Project Trips 12 12 0
Average Weekday 8 0 4 0 0 0
PM Peak-Hour
8 Williams Avenue S 0
97 6 6 29
83 23 -
110 S Grady Way 161 S Grady Way 70
North
0 4 |
13 13 13 41
0 Driveway 24
0 0 23 83 0 24
23 130 107
Watershed Renton
Home Depot Renton
B-6
PM Peak-Hour 3 S Grady Way @ Talbot Rd S
Synchro ID: 3
Existing 605 1,071 466
Average Weekday 38 487 80 63 376 27
PM Peak-Hour
38 Talbot Road S 27
Year: 1/4/2023 767 400 400 608
329 181 -
Data Source:TDG 2,084 S Grady Way 3,352 S Grady Way 1,426
North
63 80 |
1,317 621 621 818
633 Talbot Road S 117
633 487 181 329 376 117
1,301 2,123 822
Future without Development 641 1,152 511
Average Weekday 39 497 105 64 407 40
PM Peak-Hour
39 Talbot Road S 40
Year: 2024 848 435 435 724
Growth Rate = 2.0%374 249 -
Years of Growth = 1 2,253 S Grady Way 3,676 S Grady Way 1,649
North
Total Growth = 1.0200 64 105 |
1,405 695 695 925
646 Talbot Road S 125
646 497 249 374 407 125
1,392 2,298 906
Total Development Trips 1 2 1
Average Weekday 0 1 0 0 1 0
PM Peak-Hour
0 Talbot Road S 0
3 0 0 5
3 5 -
6 S Grady Way 14 S Grady Way 6
North
0 0 |
3 0 0 1
3 Talbot Road S 1
3 1 5 3 1 1
9 14 5
Future with Development 642 1,154 512
Average Weekday 39 498 105 64 408 40
PM Peak-Hour
39 Talbot Road S 40
851 435 435 729
377 254 -
2,259 S Grady Way 3,690 S Grady Way 1,655
North
64 105 |
1,408 695 695 926
649 Talbot Road S 126
649 498 254 377 408 126
1,401 2,312 911
Total Pipeline Project Trips 23 58 35
Average Weekday 0 0 23 0 23 12
PM Peak-Hour
0 Talbot Road S 12
65 27 27 103
38 64 -
127 S Grady Way 255 S Grady Way 194
North
0 23 |
62 62 62 91
0 Talbot Road S 6
0 0 64 38 23 6
64 131 67
Watershed Renton
Home Depot Renton
B-7
PM Peak-Hour 4 405 Ramp-Renton Vil @ Talbot
Synchro ID: 4
Existing 1,317 2,126 809
Average Weekday 6 1,311 0 10 675 124
PM Peak-Hour
6 Talbot Road S 124
Year: 1/4/2023 124 50 50 895
68 721 -
Data Source:TDG 404 S Renton Village Place 3,235 I-405 Off-Ramp 895
North
10 0 |
280 0 0 0
270 Talbot Road S 0
270 1,311 721 68 675 0
2,302 3,045 743
Future without Development 1,407 2,299 892
Average Weekday 6 1,401 0 10 733 149
PM Peak-Hour
6 Talbot Road S 149
Year: 2024 126 51 51 935
Growth Rate = 2.0%69 735 -
Years of Growth = 1 411 S Renton Village Place 3,429 I-405 Off-Ramp 935
North
Total Growth = 1.0200 10 0 |
285 0 0 0
275 Talbot Road S 0
275 1,401 735 69 733 0
2,411 3,213 802
Total Development Trips 4 6 2
Average Weekday 0 4 0 0 1 1
PM Peak-Hour
0 Talbot Road S 1
0 0 0 1
0 0 -
0 S Renton Village Place 6 I-405 Off-Ramp 1
North
0 0 |
0 0 0 0
0 Talbot Road S 0
0 4 0 0 1 0
4 5 1
Future with Development 1,411 2,305 894
Average Weekday 6 1,405 0 10 734 150
PM Peak-Hour
6 Talbot Road S 150
126 51 51 936
69 735 -
411 S Renton Village Place 3,435 I-405 Off-Ramp 936
North
10 0 |
285 0 0 0
275 Talbot Road S 0
275 1,405 735 69 734 0
2,415 3,218 803
Total Pipeline Project Trips 64 131 67
Average Weekday 0 64 0 0 44 23
PM Peak-Hour
0 Talbot Road S 23
0 0 0 23
0 0 -
0 S Renton Village Place 131 I-405 Off-Ramp 23
North
0 0 |
0 0 0 0
0 Talbot Road S 0
0 64 0 0 44 0
64 108 44
Watershed Renton
Home Depot Renton
B-8
PM Peak-Hour 5 Talbot Rd S @ Site Access N
Synchro ID: 5
Existing 1,317 2,126 809
Average Weekday 0 1,317 0 0 809 0
PM Peak-Hour
0 Talbot Road S 0
Year: 1/4/2023 0 0 0 0
0 0 -
Data Source:TDG 0 --- 2,126 Site Access (North) 0
North
0 0 |
0 0 0 0
0 Talbot Road S 0
0 1,317 0 0 809 0
1,317 2,126 809
Future without Development 1,407 2,299 892
Average Weekday 0 1,407 0 0 856 36
PM Peak-Hour
0 Talbot Road S 36
Year: 2024 0 0 0 36
Growth Rate = 2.0%0 0 -
Years of Growth = 1 0 --- 2,335 Site Access (North) 72
North
Total Growth = 1.0200 0 0 |
0 0 0 36
0 Talbot Road S 36
0 1,407 0 0 856 36
1,407 2,299 892
Total Development Trips 9 14 5
Average Weekday 0 9 0 0 2 3
PM Peak-Hour
0 Talbot Road S 3
0 0 0 3
0 0 -
0 --- 14 Site Access (North) 3
North
0 0 |
0 0 0 0
0 Talbot Road S 0
0 9 0 0 2 0
9 11 2
Future with Development 1,416 2,313 897
Average Weekday 0 1,416 0 0 858 39
PM Peak-Hour
0 Talbot Road S 39
0 0 0 39
0 0 -
0 --- 2,349 Site Access (North) 75
North
0 0 |
0 0 0 36
0 Talbot Road S 36
0 1,416 0 0 858 36
1,416 2,310 894
Total Pipeline Project Trips 64 131 67
Average Weekday 0 64 0 0 31 36
PM Peak-Hour
0 Talbot Road S 36
0 0 0 36
0 0 -
0 --- 167 Site Access (North) 72
North
0 0 |
0 0 0 36
0 Talbot Road S 36
0 64 0 0 31 36
64 131 67
Volumes extrapolated from the
north leg of Talbot Road at I-405
SB off Ramp.
Watershed Renton
Home Depot Renton
B-9
PM Peak-Hour 6 Talbot Rd S @ Site Access S
Synchro ID: 6
Existing 1,317 2,126 809
Average Weekday 0 1,317 0 0 809 0
PM Peak-Hour
0 Talbot Road S 0
Year: 1/4/2023 0 0 0 0
0 0 -
Data Source:TDG 0 --- 2,126 Site Access (South) 0
North
0 0 |
0 0 0 0
0 Talbot Road S 0
0 1,317 0 0 809 0
1,317 2,126 809
Future without Development 1,407 2,299 892
Average Weekday 0 1,407 0 0 874 18
PM Peak-Hour
0 Talbot Road S 18
Year: 2024 0 0 0 18
Growth Rate = 2.0%0 0 -
Years of Growth = 1 0 --- 2,317 Site Access (South) 36
North
Total Growth = 1.0200 0 0 |
0 0 0 18
0 Talbot Road S 18
0 1,407 0 0 874 18
1,407 2,299 892
Total Development Trips 9 11 2
Average Weekday 0 4 5 0 0 2
PM Peak-Hour
0 Talbot Road S 2
0 0 0 2
0 0 -
0 --- 13 Site Access (South) 9
North
0 5 |
0 0 0 7
0 Talbot Road S 2
0 4 0 0 0 2
4 6 2
Future with Development 1,416 2,310 894
Average Weekday 0 1,411 5 0 874 20
PM Peak-Hour
0 Talbot Road S 20
0 0 0 20
0 0 -
0 --- 2,330 Site Access (South) 45
North
0 5 |
0 0 0 25
0 Talbot Road S 20
0 1,411 0 0 874 20
1,411 2,305 894
Total Pipeline Project Trips 64 131 67
Average Weekday 0 64 0 0 49 18
PM Peak-Hour
0 Talbot Road S 18
0 0 0 18
0 0 -
0 --- 149 Site Access (South) 36
North
0 0 |
0 0 0 18
0 Talbot Road S 18
0 64 0 0 49 18
64 131 67
Volumes extrapolated from the
north leg of Talbot Road at I-405
SB off Ramp.
Watershed Renton
Home Depot Renton
B-10
C
Pipeline Information
Traffic Impact Analysis
GMD RENTON
Prepared for:
GMD Development LLC
May 2021
Prepared by:
12131 113th Avenue NE, Suite 203
Kirkland, WA 98034-7120
Phone: 425-821-3665
www.transpogroup.com
1.20173.00
2020 Transpo Group
C-1
Traffic Impact Analysis
GMD Renton May 2021
11
Table of Contents
Introduction ............................................................................................................................ 12
Project Description ............................................................................................................... 12
Study Scope and Study Area ............................................................................................... 12
Existing & Future Without-Project Conditions ................................................................... 15
Transportation System ......................................................................................................... 15
Traffic Volumes .................................................................................................................... 18
Traffic Operations ................................................................................................................ 20
Traffic Safety ........................................................................................................................ 21
Project Impacts ...................................................................................................................... 22
Trip Generation .................................................................................................................... 22
Trip Distribution and Assignment ......................................................................................... 23
Future With-Project Traffic Volumes .................................................................................... 26
Future With-Project Traffic Operations ................................................................................ 28
Site Access Analysis ............................................................................................................ 29
Traffic Safety Impact ............................................................................................................ 29
Mitigation Measures ............................................................................................................... 30
Transportation Impact Fees ................................................................................................. 30
Findings and Recommendations ......................................................................................... 31
Appendix
Appendix A: Traffic Counts
Appendix B: LOS Definitions
Appendix C: LOS Worksheets
Appendix D: Trip Generation
Figures
Figure 1. Site Vicinity and Study Intersections ................................................................. 13
Figure 2. Preliminary Site Plan ......................................................................................... 14
Figure 3. Existing Channelization and Traffic Control at Study Intersections .................. 16
Figure 4. Existing and Future (2024) Without-Project Weekday Peak Hour Traffic
Volumes ............................................................................................................. 19
Figure 5. Inbound Project Trip Distribution & Assignment ................................................ 24
Figure 6. Outbound Project Trip Distribution & Assignment ............................................. 25
Figure 7. Future (2024) With-Project Weekday Peak Hour Traffic Volumes .................... 27
Tables
Table 1. Existing Transit Service ..................................................................................... 17
Table 2. Existing and Future Without-Project Weekday Peak Hour Intersection
Operations ......................................................................................................... 20
Table 3. Study Intersection Collision Data Summary (2017 – 2019) .............................. 21
Table 4. Estimated Weekday Project Trip Generation .................................................... 22
Table 5. Weekday AM and PM Peak Hour Project Traffic Volumes Impacts ................. 26
Table 6. With-Project Weekday Peak Hour Intersection Operations .............................. 28
Table 7. Future (2024) With-Project Site Access Weekday Peak Hour Operations
Summary ........................................................................................................... 29
Table 8. Estimated Transportation Impact Fee ............................................................... 30
C-2
Traffic Impact Analysis
GMD Renton May 2021
12
Introduction
This traffic impact analysis (TIA) identifies potential transportation-related impacts associated
with the proposed GMD Renton residential development.
Project Description
The proposed project is a residential development located at 617 Williams Avenue S in
Renton, Washington. The site vicinity is shown in Figure 1. The project would construct up to
145 multifamily residential units. The four existing multifamily residential units would be
removed with the project. The project is anticipated to be constructed and occupied by 2023.
Figure 2 includes the site plan which depicts the site configuration and proposed driveways.
As shown in the figure, the proposed project will be accessed via two driveways, one on S
Grady Way and one on Williams Avenue S. Both driveways are anticipated to operate as
right-in right-out only. Parking will be provided on-site for 99 vehicles, including 10 tandem
stalls accommodating 20 vehicles.
Study Scope and Study Area
The scope of the analysis is consistent with the City of Renton Traffic Impact Analysis Policy
Guidelines for New Developments (2016). Per the pre-application meeting, the following
three off-site study area intersections were included in the analysis (see Figure 1):
1. Talbot Road S/S Grady Way
2. Williams Avenue S/S Grady Way
3. Main Avenue S/Benson Road S/S Grady Way
In addition to these off-site study intersections, the two proposed site driveways were
evaluated under the future with-project conditions.
The analysis includes an evaluation of the weekday AM and PM peak hour periods. This TIA
summarizes the existing conditions in the vicinity of the project site, including the
transportation network, planned improvements, existing and future without-project peak hour
traffic volumes, traffic operations, and traffic safety. The analysis assumed a future 2024
horizon analysis year, consistent with the project’s anticipated occupation and with Sound
Transit’s October 2019 Bus Rapid Transit Technical Memorandum: South Renton Transit
Center, BRT Stations, and Park-and-ride Garage Traffic Analysis . Future with-project
conditions are evaluated by adding site-generated traffic to future without-project volumes
and were then compared to future without-project conditions to identify the relative impacts
the proposed project has on the surrounding transportation system.
C-3
Site Vicinity
GMD Renton
FIGURE
1
May 05, 2021 - 11:24am jonathans M:\20\1.20173.00 - GMD Renton\Graphics\DWG\Graphics_20173_May 2021.dwg Layout: Site Vicinity
Site
1
2
3
B
A
S 5TH ST
S 6TH ST
S 7TH ST
S GR A D Y W A Y
TALBOT RD
SWILLIAMS
AVE
SWELLSAVE
C-4
C-5
May
C-6
TENW
Transportation Engineering NorthWest
Transportation Planning | Design | Traffic Impact & Operations
11400 SE 8th Street, Suite 200, Bellevue, WA 98004 | Office (425) 889-6747
MEMORANDUM
DATE: April 3, 2022
TO: Jill Ding, Senior Planner
City of Renton
FROM: Amy Wasserman
TENW
SUBJECT: Trip Generation Memo for Proposed Home Depot Renton
LUA21-000452
TENW Project No. 2022-117
This memorandum summarizes the trip generation for the proposed Home Depot Renton project located 901
South 7th Street. This memorandum has been prepared to respond to comments received from the City of
Renton in a letter dated March 21, 2022 that state a traffic impact analysis is required and a subsequent
discussion with the City that indicated they would reconsider the traffic impact analysis requirement depending
on the anticipated net trip generation impact of the proposed project. We are requesting your review and
approval of this information and confirmation of that no additional traffic analysis is required for the Home
Depot Renton project.
Project Description
The Home Depot Renton project is located at 901 South 7th Street and would consist of a 137,983 SF home
improvement store. The existing site is currently vacant but was previously occupied by a 136,918 SF discount
club (SamÊs Club) and a gas station with 12 vehicle fueling positions (VFPs). Buildout and occupancy of the
Home Depot project is expected in 2022. A site plan is included in Attachment A.
Trip Generation
The trip generation estimates for the proposed and existing uses were based on methodology documented in
the Institute of Transportation Engineers (ITE) Trip Generation Manual, 11th Edition for Land Use Code (LUC)
862 (Home Improvement Superstore), LUC 857 (Discount Club), and LUC 944 (Gasoline/Service Station).
Adjustments to the trip generation estimates were made to account for pass-by trips.
Pass-by trips are trips that are made by vehicles that are already on the adjacent streets and make intermediate
stops at commercial uses on route to a primary destination (i.e., on the way from work to home). Pass-by trips
were based on studies included in the appendices of the ITE Trip Generation Manual, 11th Edition, 2021.
The net new trips associated with the Home Depot Renton project were determined by estimating the total
trips from the proposed project and then subtracting out the trips generated by the existing use. Per direction
from the City, the trips associated with the existing Discount Club and Gasoline/Service Station (to be
removed) were reduced by 50 percent since the SamÊs Club and gas station have been vacant for more than
C-7
Trip Generation Memo
Home Depot Renton
TENW April 3, 2022
Page 2
3 years. The resulting net new weekday daily, AM and PM peak hour trip generation for the proposed project
is summarized in Table 1. The detailed trip generation estimate is included in Attachment B.
Table 1
Project Trip Generation Summary
Net New Trips Generated
Time Period In Out Total
Weekday Daily 48 49 97
Weekday AM Peak Hour 23 20 43
Weekday PM Peak Hour -23 -19 -42
As shown in Table 1, the proposed Home Depot project is estimated to generate 97 net new weekday daily
trips with 43 net new trips occurring during the weekday AM peak hour (23 in, 20 out) and a decrease of
42 net new trips occurring during the weekday PM peak hour (-23 in, -19 out).
Next Steps
Upon your review of this information, we would like to confirm that no additional traffic analysis will be
required for the proposed Home Depot Renton project.
If you have any questions regarding the information presented in this memo, please contact me at (425) 250-
0579 or amy@tenw.com.
cc: Dan Zoldak, Lars Andersen & Associates
Attachments: A. Site Plan
B. Trip Generation Calculations
C-8
Trip Generation Memo
Home Depot Renton
ATTACHMENT A
Site Plan
C-9
TALBOT
RD
SS.
GRADY WAY(WET L AND Rsealsheetinfoproject
infoownercivil landscape structural equipment plumbing mechanical electricalcivilarchitectural
C-10
Trip Generation Memo
Home Depot Renton
ATTACHMENT B
Trip Generation Calculations
C-11
Home Depot Renton
Trip Generation
TENW Project No. 2022-117
Trip Rate
Land Use Area Units 1 LUC 2 or Equation2 In Out In Out Total
PROPOSED USE:
Home Improvement Superstore 137,983 GFA 862 30.74 50%50%2,121 2,121 4,242
Passby Trips 3 42%-891 -891 -1,782
Subtotal (less passby) =1,230 1,230 2,460
EXISTING USE:
Discount Club2 136,918 GFA 857 21.23 50%50%-1,454 -1,453 -2,907
Passby Trips 3 34%494 494 988
Subtotal (less passby) =-960 -959 -1,919
Gasoline/Service Station2 12 VFP 944 86.01 50%50%-516 -516 -1,032
Passby Trips 3 57%294 294 588
Subtotal (less passby) =-222 -222 -444
Gross Proposed Weekday Daily Trips =2,121 2,121 4,242
Less Total Passby Trips =-891 -891 -1,782
Less Existing Trips (assumes 50% credit)= -1,182 -1,181 -2,363
Net New Weekday Daily Trips =48 49 97
Notes:
1 GFA is Gross Floor Area.
2 Institute of Transportation Engineers, Trip Generation Manual, 11th Edition, 2021 Land Use Codes.
Per direction from the City of Renton allowing 50% credit for the existing uses, the trip rates for the existing Discount Club and Gas/Service Station were reduced by 50%.
3 Passby percent based on the Institute of Transportation Engineers, Trip Generation Manual, 11th Edition, 2021 Pass-By Rates. Daily passby for proposed and existing use assumed to be equal to PM peak hour.
Home Depot Renton
Weekday Daily Trip Generation
Directional Distribution Vehicle Trip Generation
3/31/2022 Home Depot Renton Trip GenC-12
Home Depot Renton
Trip Generation
TENW Project No. 2022-117
Trip Rate
Land Use Area Units 1 LUC 2 or Equation2 In Out In Out Total
PROPOSED USE:
Home Improvement Superstore 137,983 GFA 862 1.51 57%43%119 89 208
Passby Trips 3 42%-50 -37 -87
Subtotal (less passby) =69 52 121
EXISTING USE:
Discount Club2 136,918 GFA 857 0.40 61%39%-34 -21 -55
Passby Trips 3 0%0 0 0
Subtotal (less passby) =-34 -21 -55
Gasoline/Service Station2 12 VFP 944 5.14 50%50%-31 -31 -62
Passby Trips 3 63%19 20 39
Subtotal (less passby) =-12 -11 -23
Gross Proposed AM Peak Hour Trips =119 89 208
Less Total Passby Trips =-50 -37 -87
Less Existing Trips (assumes 50% credit)= -46 -32 -78
Net New AM Peak Hour Trips =23 20 43
Notes:
1 GFA is Gross Floor Area.
2 Institute of Transportation Engineers, Trip Generation Manual, 11th Edition, 2021 Land Use Codes.
Per direction from the City of Renton allowing 50% credit for the existing uses, the trip rates for the existing Discount Club and Gas/Service Station were reduced by 50%.
3 Passby percent based on the Institute of Transportation Engineers, Trip Generation Manual, 11th Edition, 2021 Pass-By Rates. Passby for proposed use assumed to be equal to PM peak hour.
Passby for existing use assumed to be 0% due to operating hours.
Home Depot Renton
AM Peak Hour Trip Generation
Directional Distribution Vehicle Trip Generation
3/31/2022 Home Depot Renton Trip GenC-13
Home Depot Renton
Trip Generation
TENW Project No. 2022-117
Trip Rate
Land Use Area Units 1 LUC 2 or Equation2 In Out In Out Total
PROPOSED USE:
Home Improvement Superstore 137,983 GFA 862 2.29 49%51%155 161 316
Passby Trips 3 42%-65 -68 -133
Subtotal (less passby) =90 93 183
EXISTING USE:
Discount Club2 136,918 GFA 857 2.10 50%50%-144 -143 -287
Passby Trips 3 34%49 49 98
Subtotal (less passby) =-95 -94 -189
Gasoline/Service Station2 12 VFP 944 6.96 50%50%-42 -42 -84
Passby Trips 3 57%24 24 48
Subtotal (less passby) =-18 -18 -36
Gross Proposed PM Peak Hour Trips =155 161 316
Less Total Passby Trips =-65 -68 -133
Less Existing Trips (assumes 50% credit)= -113 -112 -225
Net New PM Peak Hour Trips =-23 -19 -42
Notes:
1 GFA is Gross Floor Area.
2 Institute of Transportation Engineers, Trip Generation Manual, 11th Edition, 2021 Land Use Codes.
Per direction from the City of Renton allowing 50% credit for the existing uses, the trip rates for the existing Discount Club and Gas/Service Station were reduced by 50%.
3 Passby percent based on the Institute of Transportation Engineers, Trip Generation Manual, 11th Edition, 2021 Pass-By Rates.
Home Depot Renton
PM Peak Hour Trip Generation
Directional Distribution Vehicle Trip Generation
3/31/2022 Home Depot Renton Trip GenC-14
D
AM Level of Service Calculations
Grady Way Emergency Center 2023 Existing Conditions
1: S Grady Way/Main Ave S & Benson Rd S AM Peak-Hour
Kimley-Horn and Associates, Inc [SPF KH #090222338] HCM 6th Signalized Intersection Summary
Grady Way Emergency Center - Intersection Analysis.syn
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 198 522 576 38 137 197
Future Volume (veh/h) 198 522 576 38 137 197
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1841 1841 1841 1841 1841 1841
Adj Flow Rate, veh/h 206 0 600 40 143 205
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96
Percent Heavy Veh, % 4 4 4 4 4 4
Cap, veh/h 258 1901 127 259 2504
Arrive On Green 0.15 0.00 0.57 0.57 0.08 0.72
Sat Flow, veh/h 1753 1560 3420 222 3401 3589
Grp Volume(v), veh/h 206 0 315 325 143 205
Grp Sat Flow(s),veh/h/ln 1753 1560 1749 1801 1700 1749
Q Serve(g_s), s 7.5 0.0 6.2 6.2 2.7 1.2
Cycle Q Clear(g_c), s 7.5 0.0 6.2 6.2 2.7 1.2
Prop In Lane 1.00 1.00 0.12 1.00
Lane Grp Cap(c), veh/h 258 999 1029 259 2504
V/C Ratio(X) 0.80 0.32 0.32 0.55 0.08
Avail Cap(c_a), veh/h 547 999 1029 958 3223
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 27.1 0.0 7.4 7.4 29.2 2.8
Incr Delay (d2), s/veh 5.7 0.0 0.8 0.8 1.8 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 3.4 0.0 2.1 2.2 1.1 0.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 32.7 0.0 8.2 8.2 31.1 2.8
LnGrp LOS C A A C A
Approach Vol, veh/h 206 640 348
Approach Delay, s/veh 32.7 8.2 14.4
Approach LOS C A B
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 9.5 42.0 51.5 14.1
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 18.5 37.5 60.5 20.5
Max Q Clear Time (g_c+I1), s 4.7 8.2 3.2 9.5
Green Ext Time (p_c), s 0.3 4.3 1.5 0.4
Intersection Summary
HCM 6th Ctrl Delay 14.2
HCM 6th LOS B
Notes
Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay.
D-1
Grady Way Emergency Center 2023 Existing Conditions
2: Driveway/Williams Ave S & S Grady Way AM Peak-Hour
Kimley-Horn and Associates, Inc [SPF KH #090222338] HCM 6th Signalized Intersection Summary
Grady Way Emergency Center - Intersection Analysis.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 52 724 3 6 361 3 9 1 1 8 0 55
Future Volume (veh/h) 52 724 3 6 361 3 9 1 1 8 0 55
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1811 1811 1811 1811 1811 1811 1811 1811 1811 1811 1811 1811
Adj Flow Rate, veh/h 54 754 3 6 376 3 9 1 1 8 0 57
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96
Percent Heavy Veh, % 6 6 6 6 6 6 6 6 6 6 6 6
Cap, veh/h 518 1286 5 337 1108 9 346 114 114 396 0 209
Arrive On Green 0.06 0.37 0.37 0.01 0.32 0.32 0.01 0.14 0.14 0.01 0.00 0.14
Sat Flow, veh/h 1725 3515 14 1725 3499 28 1725 830 830 1725 0 1531
Grp Volume(v), veh/h 54 369 388 6 185 194 9 0 2 8 0 57
Grp Sat Flow(s),veh/h/ln 1725 1721 1809 1725 1721 1806 1725 0 1660 1725 0 1531
Q Serve(g_s), s 0.8 6.5 6.5 0.1 3.1 3.1 0.2 0.0 0.0 0.1 0.0 1.3
Cycle Q Clear(g_c), s 0.8 6.5 6.5 0.1 3.1 3.1 0.2 0.0 0.0 0.1 0.0 1.3
Prop In Lane 1.00 0.01 1.00 0.02 1.00 0.50 1.00 1.00
Lane Grp Cap(c), veh/h 518 630 662 337 545 572 346 0 228 396 0 209
V/C Ratio(X) 0.10 0.59 0.59 0.02 0.34 0.34 0.03 0.00 0.01 0.02 0.00 0.27
Avail Cap(c_a), veh/h 716 1667 1752 621 1667 1750 623 0 991 675 0 915
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00
Uniform Delay (d), s/veh 7.8 9.6 9.6 8.9 9.9 9.9 13.8 0.0 14.0 13.8 0.0 14.6
Incr Delay (d2), s/veh 0.1 0.9 0.8 0.0 0.4 0.3 0.0 0.0 0.0 0.0 0.0 0.7
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.2 1.9 2.0 0.0 0.9 1.0 0.1 0.0 0.0 0.1 0.0 0.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 7.8 10.5 10.5 8.9 10.2 10.2 13.8 0.0 14.0 13.8 0.0 15.3
LnGrp LOS A B B A B B B A B B A B
Approach Vol, veh/h 811 385 11 65
Approach Delay, s/veh 10.3 10.2 13.8 15.1
Approach LOS B B B B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 4.9 9.7 4.8 18.3 4.9 9.6 6.7 16.4
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 6.5 22.5 6.5 36.5 6.5 22.5 6.5 36.5
Max Q Clear Time (g_c+I1), s 2.1 2.0 2.1 8.5 2.2 3.3 2.8 5.1
Green Ext Time (p_c), s 0.0 0.0 0.0 5.2 0.0 0.2 0.0 2.4
Intersection Summary
HCM 6th Ctrl Delay 10.6
HCM 6th LOS B
D-2
Grady Way Emergency Center 2023 Existing Conditions
3: Talbot Rd S & S Grady Way AM Peak-Hour
Kimley-Horn and Associates, Inc [SPF KH #090222338] HCM 6th Signalized Intersection Summary
Grady Way Emergency Center - Intersection Analysis.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 34 541 247 41 297 62 717 633 211 24 161 29
Future Volume (veh/h) 34 541 247 41 297 62 717 633 211 24 161 29
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.97
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841
Adj Flow Rate, veh/h 36 569 0 43 313 65 755 666 222 25 169 31
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Percent Heavy Veh, % 4 4 4 4 4 4 4 4 4 4 4 4
Cap, veh/h 67 819 148 692 142 971 961 320 50 408 177
Arrive On Green 0.04 0.23 0.00 0.04 0.24 0.24 0.29 0.37 0.37 0.03 0.12 0.12
Sat Flow, veh/h 1753 3497 1560 3401 2890 592 3401 2573 857 1753 3497 1515
Grp Volume(v), veh/h 36 569 0 43 188 190 755 453 435 25 169 31
Grp Sat Flow(s),veh/h/ln 1753 1749 1560 1700 1749 1733 1700 1749 1682 1753 1749 1515
Q Serve(g_s), s 1.1 8.4 0.0 0.7 5.1 5.3 11.5 12.3 12.3 0.8 2.5 0.8
Cycle Q Clear(g_c), s 1.1 8.4 0.0 0.7 5.1 5.3 11.5 12.3 12.3 0.8 2.5 0.8
Prop In Lane 1.00 1.00 1.00 0.34 1.00 0.51 1.00 1.00
Lane Grp Cap(c), veh/h 67 819 148 419 415 971 653 628 50 408 177
V/C Ratio(X) 0.54 0.69 0.29 0.45 0.46 0.78 0.69 0.69 0.50 0.41 0.18
Avail Cap(c_a), veh/h 193 1274 302 600 594 1662 1271 1222 174 1181 511
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 26.6 19.7 0.0 26.1 18.2 18.3 18.5 14.9 14.9 26.9 23.1 13.5
Incr Delay (d2), s/veh 6.5 1.1 0.0 1.1 0.8 0.8 1.4 1.3 1.4 7.4 0.7 0.5
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.6 3.2 0.0 0.3 2.0 2.0 4.2 4.5 4.3 0.4 1.0 0.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 33.1 20.8 0.0 27.1 19.0 19.1 19.8 16.2 16.3 34.3 23.7 14.0
LnGrp LOS C C C B B B B B C C B
Approach Vol, veh/h 605 421 1643 225
Approach Delay, s/veh 21.5 19.9 17.9 23.6
Approach LOS C B B C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 6.1 25.5 6.9 17.7 20.6 11.1 6.7 18.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.6 40.9 5.0 20.5 27.5 19.0 6.2 19.3
Max Q Clear Time (g_c+I1), s 2.8 14.3 2.7 10.4 13.5 4.5 3.1 7.3
Green Ext Time (p_c), s 0.0 6.5 0.0 2.7 2.6 0.9 0.0 1.7
Intersection Summary
HCM 6th Ctrl Delay 19.4
HCM 6th LOS B
Notes
Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay.
D-3
Grady Way Emergency Center 2023 Existing Conditions
4: Talbot Rd S & S Renton Village Pl/I-405 Off Ramp AM Peak-Hour
Kimley-Horn and Associates, Inc [SPF KH #090222338] HCM 6th Signalized Intersection Summary
Grady Way Emergency Center - Intersection Analysis.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 4 0 46 401 76 179 152 1363 0 0 425 3
Future Volume (veh/h) 4 0 46 401 76 179 152 1363 0 0 425 3
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 0 1856 1856 1856 1856 1856 1856 0 0 1856 1856
Adj Flow Rate, veh/h 5 0 52 456 86 0 173 1549 0 0 483 3
Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88
Percent Heavy Veh, % 3 0 3 3 3 3 3 3 0 0 3 3
Cap, veh/h 12 0 0 628 190 651 2198 0 0 2306 14
Arrive On Green 0.01 0.00 0.00 0.18 0.10 0.00 0.09 0.62 0.00 0.00 0.44 0.44
Sat Flow, veh/h 1767 5 3428 1856 1572 1767 3618 0 0 5361 32
Grp Volume(v), veh/h 5 47.1 456 86 0 173 1549 0 0 314 172
Grp Sat Flow(s),veh/h/ln 1767 D 1714 1856 1572 1767 1763 0 0 1689 1849
Q Serve(g_s), s 0.1 6.3 2.2 0.0 2.3 14.9 0.0 0.0 2.9 2.9
Cycle Q Clear(g_c), s 0.1 6.3 2.2 0.0 2.3 14.9 0.0 0.0 2.9 2.9
Prop In Lane 1.00 1.00 1.00 1.00 0.00 0.00 0.02
Lane Grp Cap(c), veh/h 12 628 190 651 2198 0 0 1499 821
V/C Ratio(X) 0.42 0.73 0.45 0.27 0.70 0.00 0.00 0.21 0.21
Avail Cap(c_a), veh/h 175 984 1010 817 3072 0 0 2020 1106
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00
Uniform Delay (d), s/veh 25.0 19.4 21.3 0.0 5.4 6.4 0.0 0.0 8.6 8.6
Incr Delay (d2), s/veh 22.1 1.6 1.7 0.0 0.2 0.4 0.0 0.0 0.1 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.1 2.4 1.0 0.0 0.6 3.5 0.0 0.0 0.9 1.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 47.1 21.1 23.0 0.0 5.6 6.8 0.0 0.0 8.7 8.7
LnGrp LOS D C C A A A A A A
Approach Vol, veh/h 542 1722 486
Approach Delay, s/veh 21.4 6.7 8.7
Approach LOS C A A
Timer - Assigned Phs 2 3 5 6 7 8
Phs Duration (G+Y+Rc), s 36.0 13.8 9.1 26.9 4.8 9.7
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 44.0 14.5 9.3 30.2 5.0 27.5
Max Q Clear Time (g_c+I1), s 16.9 8.3 4.3 4.9 2.1 4.2
Green Ext Time (p_c), s 14.6 0.9 0.2 3.2 0.0 0.4
Intersection Summary
HCM 6th Ctrl Delay 10.0
HCM 6th LOS B
Notes
Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay.
D-4
Grady Way Emergency Center 2024 Baseline Conditions
1: S Grady Way/Main Ave S & Benson Rd S AM Peak-Hour
Kimley-Horn and Associates, Inc [SPF KH #090222338] HCM 6th Signalized Intersection Summary
Grady Way Emergency Center - Intersection Analysis.syn
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 202 532 606 39 140 221
Future Volume (veh/h) 202 532 606 39 140 221
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1841 1841 1841 1841 1841 1841
Adj Flow Rate, veh/h 210 0 631 41 146 230
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96
Percent Heavy Veh, % 4 4 4 4 4 4
Cap, veh/h 262 1897 123 262 2498
Arrive On Green 0.15 0.00 0.57 0.57 0.08 0.71
Sat Flow, veh/h 1753 1560 3426 216 3401 3589
Grp Volume(v), veh/h 210 0 331 341 146 230
Grp Sat Flow(s),veh/h/ln 1753 1560 1749 1802 1700 1749
Q Serve(g_s), s 7.6 0.0 6.6 6.6 2.7 1.3
Cycle Q Clear(g_c), s 7.6 0.0 6.6 6.6 2.7 1.3
Prop In Lane 1.00 1.00 0.12 1.00
Lane Grp Cap(c), veh/h 262 995 1025 262 2498
V/C Ratio(X) 0.80 0.33 0.33 0.56 0.09
Avail Cap(c_a), veh/h 545 995 1025 954 3210
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 27.1 0.0 7.6 7.6 29.3 2.9
Incr Delay (d2), s/veh 5.7 0.0 0.9 0.9 1.9 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 3.4 0.0 2.3 2.4 1.1 0.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 32.8 0.0 8.5 8.4 31.2 2.9
LnGrp LOS C A A C A
Approach Vol, veh/h 210 672 376
Approach Delay, s/veh 32.8 8.4 13.9
Approach LOS C A B
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 9.6 42.0 51.6 14.3
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 18.5 37.5 60.5 20.5
Max Q Clear Time (g_c+I1), s 4.7 8.6 3.3 9.6
Green Ext Time (p_c), s 0.4 4.5 1.6 0.4
Intersection Summary
HCM 6th Ctrl Delay 14.1
HCM 6th LOS B
Notes
Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay.
D-5
Grady Way Emergency Center 2024 Baseline Conditions
2: Driveway/Williams Ave S & S Grady Way AM Peak-Hour
Kimley-Horn and Associates, Inc [SPF KH #090222338] HCM 6th Signalized Intersection Summary
Grady Way Emergency Center - Intersection Analysis.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 53 743 3 24 370 3 55 1 14 13 0 68
Future Volume (veh/h) 53 743 3 24 370 3 55 1 14 13 0 68
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1811 1811 1811 1811 1811 1811 1811 1811 1811 1811 1811 1811
Adj Flow Rate, veh/h 55 774 3 25 385 3 57 1 15 14 0 71
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96
Percent Heavy Veh, % 6 6 6 6 6 6 6 6 6 6 6 6
Cap, veh/h 509 1258 5 343 1160 9 376 16 237 370 0 189
Arrive On Green 0.06 0.36 0.36 0.03 0.33 0.33 0.06 0.16 0.16 0.02 0.00 0.12
Sat Flow, veh/h 1725 3516 14 1725 3499 27 1725 97 1450 1725 0 1531
Grp Volume(v), veh/h 55 379 398 25 189 199 57 0 16 14 0 71
Grp Sat Flow(s),veh/h/ln 1725 1721 1809 1725 1721 1806 1725 0 1547 1725 0 1531
Q Serve(g_s), s 0.8 7.6 7.6 0.4 3.5 3.5 1.2 0.0 0.4 0.3 0.0 1.8
Cycle Q Clear(g_c), s 0.8 7.6 7.6 0.4 3.5 3.5 1.2 0.0 0.4 0.3 0.0 1.8
Prop In Lane 1.00 0.01 1.00 0.02 1.00 0.94 1.00 1.00
Lane Grp Cap(c), veh/h 509 616 647 343 570 599 376 0 253 370 0 189
V/C Ratio(X) 0.11 0.62 0.62 0.07 0.33 0.33 0.15 0.00 0.06 0.04 0.00 0.38
Avail Cap(c_a), veh/h 680 1503 1580 559 1503 1578 544 0 833 607 0 824
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00
Uniform Delay (d), s/veh 8.2 11.0 11.0 9.2 10.5 10.5 14.5 0.0 14.8 15.5 0.0 16.8
Incr Delay (d2), s/veh 0.1 1.0 1.0 0.1 0.3 0.3 0.2 0.0 0.1 0.0 0.0 1.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.2 2.4 2.5 0.1 1.1 1.1 0.4 0.0 0.1 0.1 0.0 0.6
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 8.3 12.1 12.0 9.2 10.8 10.8 14.7 0.0 14.9 15.6 0.0 18.1
LnGrp LOS A B B A B B B A B B A B
Approach Vol, veh/h 832 413 73 85
Approach Delay, s/veh 11.8 10.7 14.7 17.7
Approach LOS B B B B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 5.2 11.3 5.8 19.5 6.9 9.7 6.9 18.4
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 6.5 22.5 6.5 36.5 6.5 22.5 6.5 36.5
Max Q Clear Time (g_c+I1), s 2.3 2.4 2.4 9.6 3.2 3.8 2.8 5.5
Green Ext Time (p_c), s 0.0 0.0 0.0 5.3 0.0 0.3 0.0 2.4
Intersection Summary
HCM 6th Ctrl Delay 12.0
HCM 6th LOS B
D-6
Grady Way Emergency Center 2024 Baseline Conditions
3: Talbot Rd S & S Grady Way AM Peak-Hour
Kimley-Horn and Associates, Inc [SPF KH #090222338] HCM 6th Signalized Intersection Summary
Grady Way Emergency Center - Intersection Analysis.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 35 595 252 85 325 73 752 657 218 42 164 30
Future Volume (veh/h) 35 595 252 85 325 73 752 657 218 42 164 30
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.97
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841
Adj Flow Rate, veh/h 37 626 0 89 342 77 792 692 229 44 173 32
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Percent Heavy Veh, % 4 4 4 4 4 4 4 4 4 4 4 4
Cap, veh/h 66 840 213 753 167 1014 949 314 75 394 170
Arrive On Green 0.04 0.24 0.00 0.06 0.26 0.26 0.30 0.37 0.37 0.04 0.11 0.11
Sat Flow, veh/h 1753 3497 1560 3401 2843 632 3401 2578 853 1753 3497 1514
Grp Volume(v), veh/h 37 626 0 89 209 210 792 469 452 44 173 32
Grp Sat Flow(s),veh/h/ln 1753 1749 1560 1700 1749 1726 1700 1749 1682 1753 1749 1514
Q Serve(g_s), s 1.3 10.4 0.0 1.6 6.3 6.4 13.4 14.6 14.6 1.5 2.9 1.0
Cycle Q Clear(g_c), s 1.3 10.4 0.0 1.6 6.3 6.4 13.4 14.6 14.6 1.5 2.9 1.0
Prop In Lane 1.00 1.00 1.00 0.37 1.00 0.51 1.00 1.00
Lane Grp Cap(c), veh/h 66 840 213 463 457 1014 644 619 75 394 170
V/C Ratio(X) 0.56 0.75 0.42 0.45 0.46 0.78 0.73 0.73 0.59 0.44 0.19
Avail Cap(c_a), veh/h 173 1141 271 537 530 1434 1108 1065 187 1113 482
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 29.7 22.1 0.0 28.3 19.3 19.3 20.2 17.2 17.2 29.5 26.0 16.0
Incr Delay (d2), s/veh 7.1 1.8 0.0 1.3 0.7 0.7 1.9 1.6 1.7 7.2 0.8 0.5
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.7 4.2 0.0 0.7 2.4 2.5 5.1 5.5 5.3 0.8 1.2 0.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 36.8 23.9 0.0 29.6 20.0 20.0 22.0 18.8 18.8 36.7 26.8 16.5
LnGrp LOS D C C B C C B B D C B
Approach Vol, veh/h 663 508 1713 249
Approach Delay, s/veh 24.6 21.7 20.3 27.2
Approach LOS C C C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 7.2 27.6 8.4 19.6 23.2 11.6 6.9 21.2
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 6.7 39.8 5.0 20.5 26.5 20.0 6.2 19.3
Max Q Clear Time (g_c+I1), s 3.5 16.6 3.6 12.4 15.4 4.9 3.3 8.4
Green Ext Time (p_c), s 0.0 6.6 0.0 2.6 2.5 0.9 0.0 1.9
Intersection Summary
HCM 6th Ctrl Delay 22.0
HCM 6th LOS C
Notes
Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay.
D-7
Grady Way Emergency Center 2024 Baseline Conditions
4: Talbot Rd S & S Renton Village Pl/I-405 Off Ramp AM Peak-Hour
Kimley-Horn and Associates, Inc [SPF KH #090222338] HCM 6th Signalized Intersection Summary
Grady Way Emergency Center - Intersection Analysis.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 4 0 47 409 78 201 155 1419 0 0 477 3
Future Volume (veh/h) 4 0 47 409 78 201 155 1419 0 0 477 3
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 0 1856 1856 1856 1856 1856 1856 0 0 1856 1856
Adj Flow Rate, veh/h 5 0 53 465 89 0 176 1612 0 0 542 3
Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88
Percent Heavy Veh, % 3 0 3 3 3 3 3 3 0 0 3 3
Cap, veh/h 12 0 0 623 184 635 2243 0 0 2403 13
Arrive On Green 0.01 0.00 0.00 0.18 0.10 0.00 0.09 0.64 0.00 0.00 0.46 0.46
Sat Flow, veh/h 1767 5 3428 1856 1572 1767 3618 0 0 5365 29
Grp Volume(v), veh/h 5 48.0 465 89 0 176 1612 0 0 352 193
Grp Sat Flow(s),veh/h/ln 1767 D 1714 1856 1572 1767 1763 0 0 1689 1850
Q Serve(g_s), s 0.1 6.7 2.4 0.0 2.4 16.0 0.0 0.0 3.3 3.3
Cycle Q Clear(g_c), s 0.1 6.7 2.4 0.0 2.4 16.0 0.0 0.0 3.3 3.3
Prop In Lane 1.00 1.00 1.00 1.00 0.00 0.00 0.02
Lane Grp Cap(c), veh/h 12 623 184 635 2243 0 0 1561 855
V/C Ratio(X) 0.42 0.75 0.48 0.28 0.72 0.00 0.00 0.23 0.23
Avail Cap(c_a), veh/h 169 884 939 800 3030 0 0 2000 1095
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00
Uniform Delay (d), s/veh 25.9 20.3 22.3 0.0 5.3 6.4 0.0 0.0 8.5 8.5
Incr Delay (d2), s/veh 22.1 2.1 2.0 0.0 0.2 0.5 0.0 0.0 0.1 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.1 2.6 1.1 0.0 0.6 3.8 0.0 0.0 1.0 1.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 48.0 22.4 24.3 0.0 5.5 6.9 0.0 0.0 8.5 8.6
LnGrp LOS D C C A A A A A A
Approach Vol, veh/h 554 1788 545
Approach Delay, s/veh 22.7 6.8 8.5
Approach LOS C A A
Timer - Assigned Phs 2 3 5 6 7 8
Phs Duration (G+Y+Rc), s 37.8 14.0 9.1 28.7 4.9 9.7
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 45.0 13.5 9.5 31.0 5.0 26.5
Max Q Clear Time (g_c+I1), s 18.0 8.7 4.4 5.3 2.1 4.4
Green Ext Time (p_c), s 15.3 0.8 0.2 3.6 0.0 0.4
Intersection Summary
HCM 6th Ctrl Delay 10.2
HCM 6th LOS B
Notes
Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay.
D-8
Grady Way Emergency Center 2024 Baseline Conditions
5: Talbot Rd S & Site Access (North)AM Peak-Hour
Kimley-Horn and Associates, Inc [SPF KH #090222338]HCM 6th TWSC
Grady Way Emergency Center - Intersection Analysis.syn
Intersection
Int Delay, s/veh 0.2
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 20 1560 28 0 501
Future Vol, veh/h 0 20 1560 28 0 501
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - Stop
Storage Length - 0 - - - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 22 1696 30 0 545
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 863 0 0 - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Critical Hdwy - 6.94 - - - -
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy - 3.32 - - - -
Pot Cap-1 Maneuver 0 298 - - 0 -
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 298 - - - -
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Approach WB NB SB
HCM Control Delay, s 18 0 0
HCM LOS C
Minor Lane/Major Mvmt NBT NBRWBLn1 SBT
Capacity (veh/h) - - 298 -
HCM Lane V/C Ratio - - 0.073 -
HCM Control Delay (s) - - 18 -
HCM Lane LOS - - C -
HCM 95th %tile Q(veh) - - 0.2 -
D-9
Grady Way Emergency Center 2024 Baseline Conditions
6: Talbot Rd S & Site Access (South)AM Peak-Hour
Kimley-Horn and Associates, Inc [SPF KH #090222338]HCM 6th TWSC
Grady Way Emergency Center - Intersection Analysis.syn
Intersection
Int Delay, s/veh 0.1
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 10 1578 14 0 501
Future Vol, veh/h 0 10 1578 14 0 501
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - Stop
Storage Length - 0 - - 100 -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 11 1715 15 0 545
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 865 0 0 1730 0
Stage 1 - - - - - -
Stage 2 - - - - - -
Critical Hdwy - 6.94 - - 4.14 -
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy - 3.32 - - 2.22 -
Pot Cap-1 Maneuver 0 297 - - 361 -
Stage 1 0 - - - - -
Stage 2 0 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 297 - - 361 -
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Approach WB NB SB
HCM Control Delay, s 17.6 0 0
HCM LOS C
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 297 361 -
HCM Lane V/C Ratio - - 0.037 - -
HCM Control Delay (s) - - 17.6 0 -
HCM Lane LOS - - C A -
HCM 95th %tile Q(veh) - - 0.1 0 -
D-10
Grady Way Emergency Center 2024 Future with Development Conditions
1: S Grady Way/Main Ave S & Benson Rd S AM Peak-Hour
Kimley-Horn and Associates, Inc [SPF KH #090222338] HCM 6th Signalized Intersection Summary
Grady Way Emergency Center - Intersection Analysis.syn
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 202 532 607 39 140 222
Future Volume (veh/h) 202 532 607 39 140 222
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1841 1841 1841 1841 1841 1841
Adj Flow Rate, veh/h 210 0 632 41 146 231
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96
Percent Heavy Veh, % 4 4 4 4 4 4
Cap, veh/h 262 1897 123 262 2498
Arrive On Green 0.15 0.00 0.57 0.57 0.08 0.71
Sat Flow, veh/h 1753 1560 3426 216 3401 3589
Grp Volume(v), veh/h 210 0 331 342 146 231
Grp Sat Flow(s),veh/h/ln 1753 1560 1749 1802 1700 1749
Q Serve(g_s), s 7.6 0.0 6.6 6.7 2.7 1.3
Cycle Q Clear(g_c), s 7.6 0.0 6.6 6.7 2.7 1.3
Prop In Lane 1.00 1.00 0.12 1.00
Lane Grp Cap(c), veh/h 262 995 1025 262 2498
V/C Ratio(X) 0.80 0.33 0.33 0.56 0.09
Avail Cap(c_a), veh/h 545 995 1025 954 3210
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 27.1 0.0 7.6 7.6 29.3 2.9
Incr Delay (d2), s/veh 5.7 0.0 0.9 0.9 1.9 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 3.4 0.0 2.3 2.4 1.1 0.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 32.8 0.0 8.5 8.4 31.2 2.9
LnGrp LOS C A A C A
Approach Vol, veh/h 210 673 377
Approach Delay, s/veh 32.8 8.4 13.9
Approach LOS C A B
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 9.6 42.0 51.6 14.3
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 18.5 37.5 60.5 20.5
Max Q Clear Time (g_c+I1), s 4.7 8.7 3.3 9.6
Green Ext Time (p_c), s 0.4 4.6 1.7 0.4
Intersection Summary
HCM 6th Ctrl Delay 14.1
HCM 6th LOS B
Notes
Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay.
D-11
Grady Way Emergency Center 2024 Future with Development Conditions
2: Driveway/Williams Ave S & S Grady Way AM Peak-Hour
Kimley-Horn and Associates, Inc [SPF KH #090222338] HCM 6th Signalized Intersection Summary
Grady Way Emergency Center - Intersection Analysis.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 53 743 5 25 370 3 59 1 15 13 0 68
Future Volume (veh/h) 53 743 5 25 370 3 59 1 15 13 0 68
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1811 1811 1811 1811 1811 1811 1811 1811 1811 1811 1811 1811
Adj Flow Rate, veh/h 55 774 5 26 385 3 61 1 16 14 0 71
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96
Percent Heavy Veh, % 6 6 6 6 6 6 6 6 6 6 6 6
Cap, veh/h 509 1254 8 343 1164 9 378 15 240 367 0 188
Arrive On Green 0.06 0.36 0.36 0.03 0.33 0.33 0.06 0.17 0.17 0.02 0.00 0.12
Sat Flow, veh/h 1725 3505 23 1725 3499 27 1725 91 1455 1725 0 1531
Grp Volume(v), veh/h 55 380 399 26 189 199 61 0 17 14 0 71
Grp Sat Flow(s),veh/h/ln 1725 1721 1807 1725 1721 1806 1725 0 1546 1725 0 1531
Q Serve(g_s), s 0.8 7.7 7.7 0.4 3.5 3.5 1.3 0.0 0.4 0.3 0.0 1.8
Cycle Q Clear(g_c), s 0.8 7.7 7.7 0.4 3.5 3.5 1.3 0.0 0.4 0.3 0.0 1.8
Prop In Lane 1.00 0.01 1.00 0.02 1.00 0.94 1.00 1.00
Lane Grp Cap(c), veh/h 509 616 647 343 572 601 378 0 255 367 0 188
V/C Ratio(X) 0.11 0.62 0.62 0.08 0.33 0.33 0.16 0.00 0.07 0.04 0.00 0.38
Avail Cap(c_a), veh/h 679 1493 1568 556 1493 1567 540 0 827 603 0 819
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00
Uniform Delay (d), s/veh 8.3 11.1 11.1 9.2 10.5 10.5 14.6 0.0 14.8 15.7 0.0 17.0
Incr Delay (d2), s/veh 0.1 1.0 1.0 0.1 0.3 0.3 0.2 0.0 0.1 0.0 0.0 1.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.3 2.4 2.5 0.1 1.1 1.1 0.4 0.0 0.1 0.1 0.0 0.6
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 8.4 12.1 12.1 9.3 10.9 10.8 14.8 0.0 14.9 15.7 0.0 18.2
LnGrp LOS A B B A B B B A B B A B
Approach Vol, veh/h 834 414 78 85
Approach Delay, s/veh 11.9 10.8 14.8 17.8
Approach LOS B B B B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 5.3 11.4 5.8 19.6 7.0 9.7 6.9 18.5
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 6.5 22.5 6.5 36.5 6.5 22.5 6.5 36.5
Max Q Clear Time (g_c+I1), s 2.3 2.4 2.4 9.7 3.3 3.8 2.8 5.5
Green Ext Time (p_c), s 0.0 0.0 0.0 5.4 0.0 0.3 0.0 2.4
Intersection Summary
HCM 6th Ctrl Delay 12.1
HCM 6th LOS B
D-12
Grady Way Emergency Center 2024 Future with Development Conditions
3: Talbot Rd S & S Grady Way AM Peak-Hour
Kimley-Horn and Associates, Inc [SPF KH #090222338] HCM 6th Signalized Intersection Summary
Grady Way Emergency Center - Intersection Analysis.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 35 596 253 87 326 74 753 657 218 43 164 30
Future Volume (veh/h) 35 596 253 87 326 74 753 657 218 43 164 30
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.97
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841
Adj Flow Rate, veh/h 37 627 0 92 343 78 793 692 229 45 173 32
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Percent Heavy Veh, % 4 4 4 4 4 4 4 4 4 4 4 4
Cap, veh/h 66 840 216 754 169 1015 948 314 76 393 170
Arrive On Green 0.04 0.24 0.00 0.06 0.27 0.27 0.30 0.37 0.37 0.04 0.11 0.11
Sat Flow, veh/h 1753 3497 1560 3401 2837 637 3401 2578 853 1753 3497 1514
Grp Volume(v), veh/h 37 627 0 92 210 211 793 469 452 45 173 32
Grp Sat Flow(s),veh/h/ln 1753 1749 1560 1700 1749 1725 1700 1749 1682 1753 1749 1514
Q Serve(g_s), s 1.3 10.5 0.0 1.6 6.3 6.5 13.4 14.6 14.6 1.6 2.9 1.0
Cycle Q Clear(g_c), s 1.3 10.5 0.0 1.6 6.3 6.5 13.4 14.6 14.6 1.6 2.9 1.0
Prop In Lane 1.00 1.00 1.00 0.37 1.00 0.51 1.00 1.00
Lane Grp Cap(c), veh/h 66 840 216 465 458 1015 643 618 76 393 170
V/C Ratio(X) 0.56 0.75 0.43 0.45 0.46 0.78 0.73 0.73 0.59 0.44 0.19
Avail Cap(c_a), veh/h 172 1137 270 535 528 1430 1104 1062 186 1110 480
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 29.8 22.2 0.0 28.4 19.3 19.4 20.2 17.2 17.2 29.6 26.1 16.1
Incr Delay (d2), s/veh 7.1 1.8 0.0 1.3 0.7 0.7 1.9 1.6 1.7 7.2 0.8 0.5
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.7 4.2 0.0 0.7 2.5 2.5 5.1 5.5 5.3 0.8 1.2 0.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 37.0 24.0 0.0 29.7 20.0 20.1 22.1 18.8 18.9 36.8 26.9 16.6
LnGrp LOS D C C B C C B B D C B
Approach Vol, veh/h 664 513 1714 250
Approach Delay, s/veh 24.7 21.8 20.4 27.4
Approach LOS C C C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 7.2 27.7 8.5 19.6 23.3 11.6 6.9 21.3
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 6.7 39.8 5.0 20.5 26.5 20.0 6.2 19.3
Max Q Clear Time (g_c+I1), s 3.6 16.6 3.6 12.5 15.4 4.9 3.3 8.5
Green Ext Time (p_c), s 0.0 6.5 0.0 2.6 2.5 0.9 0.0 1.9
Intersection Summary
HCM 6th Ctrl Delay 22.1
HCM 6th LOS C
Notes
Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay.
D-13
Grady Way Emergency Center 2024 Future with Development Conditions
4: Talbot Rd S & S Renton Village Pl/I-405 Off Ramp AM Peak-Hour
Kimley-Horn and Associates, Inc [SPF KH #090222338] HCM 6th Signalized Intersection Summary
Grady Way Emergency Center - Intersection Analysis.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 4 0 47 409 78 202 155 1421 0 0 478 3
Future Volume (veh/h) 4 0 47 409 78 202 155 1421 0 0 478 3
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 0 1856 1856 1856 1856 1856 1856 0 0 1856 1856
Adj Flow Rate, veh/h 5 0 53 465 89 0 176 1615 0 0 543 3
Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88
Percent Heavy Veh, % 3 0 3 3 3 3 3 3 0 0 3 3
Cap, veh/h 12 0 0 623 184 635 2245 0 0 2407 13
Arrive On Green 0.01 0.00 0.00 0.18 0.10 0.00 0.09 0.64 0.00 0.00 0.46 0.46
Sat Flow, veh/h 1767 5 3428 1856 1572 1767 3618 0 0 5365 29
Grp Volume(v), veh/h 5 48.1 465 89 0 176 1615 0 0 353 193
Grp Sat Flow(s),veh/h/ln 1767 D 1714 1856 1572 1767 1763 0 0 1689 1850
Q Serve(g_s), s 0.1 6.7 2.4 0.0 2.4 16.1 0.0 0.0 3.3 3.3
Cycle Q Clear(g_c), s 0.1 6.7 2.4 0.0 2.4 16.1 0.0 0.0 3.3 3.3
Prop In Lane 1.00 1.00 1.00 1.00 0.00 0.00 0.02
Lane Grp Cap(c), veh/h 12 623 184 635 2245 0 0 1564 856
V/C Ratio(X) 0.42 0.75 0.48 0.28 0.72 0.00 0.00 0.23 0.23
Avail Cap(c_a), veh/h 169 883 938 799 3026 0 0 1997 1094
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00
Uniform Delay (d), s/veh 25.9 20.3 22.4 0.0 5.3 6.4 0.0 0.0 8.4 8.4
Incr Delay (d2), s/veh 22.1 2.2 2.0 0.0 0.2 0.6 0.0 0.0 0.1 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.1 2.6 1.1 0.0 0.6 3.8 0.0 0.0 1.0 1.1
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 48.1 22.5 24.3 0.0 5.5 6.9 0.0 0.0 8.5 8.6
LnGrp LOS D C C A A A A A A
Approach Vol, veh/h 554 1791 546
Approach Delay, s/veh 22.8 6.8 8.5
Approach LOS C A A
Timer - Assigned Phs 2 3 5 6 7 8
Phs Duration (G+Y+Rc), s 37.9 14.0 9.1 28.8 4.9 9.7
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 45.0 13.5 9.5 31.0 5.0 26.5
Max Q Clear Time (g_c+I1), s 18.1 8.7 4.4 5.3 2.1 4.4
Green Ext Time (p_c), s 15.3 0.8 0.2 3.6 0.0 0.4
Intersection Summary
HCM 6th Ctrl Delay 10.2
HCM 6th LOS B
Notes
Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay.
D-14
Grady Way Emergency Center 2024 Future with Development Conditions
5: Talbot Rd S & Site Access (North)AM Peak-Hour
Kimley-Horn and Associates, Inc [SPF KH #090222338]HCM 6th TWSC
Grady Way Emergency Center - Intersection Analysis.syn
Intersection
Int Delay, s/veh 0.2
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 21 1560 28 0 504
Future Vol, veh/h 0 21 1560 28 0 504
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - Stop
Storage Length - 0 - - - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 23 1696 30 0 548
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 863 0 0 - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Critical Hdwy - 6.94 - - - -
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy - 3.32 - - - -
Pot Cap-1 Maneuver 0 298 - - 0 -
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 298 - - - -
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Approach WB NB SB
HCM Control Delay, s 18.1 0 0
HCM LOS C
Minor Lane/Major Mvmt NBT NBRWBLn1 SBT
Capacity (veh/h) - - 298 -
HCM Lane V/C Ratio - - 0.077 -
HCM Control Delay (s) - - 18.1 -
HCM Lane LOS - - C -
HCM 95th %tile Q(veh) - - 0.2 -
D-15
Grady Way Emergency Center 2024 Future with Development Conditions
6: Talbot Rd S & Site Access (South)AM Peak-Hour
Kimley-Horn and Associates, Inc [SPF KH #090222338]HCM 6th TWSC
Grady Way Emergency Center - Intersection Analysis.syn
Intersection
Int Delay, s/veh 0.1
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 10 1578 16 1 503
Future Vol, veh/h 0 10 1578 16 1 503
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - Stop
Storage Length - 0 - - 100 -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 11 1715 17 1 547
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 866 0 0 1732 0
Stage 1 - - - - - -
Stage 2 - - - - - -
Critical Hdwy - 6.94 - - 4.14 -
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy - 3.32 - - 2.22 -
Pot Cap-1 Maneuver 0 297 - - 360 -
Stage 1 0 - - - - -
Stage 2 0 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 297 - - 360 -
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Approach WB NB SB
HCM Control Delay, s 17.6 0 0
HCM LOS C
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 297 360 -
HCM Lane V/C Ratio - - 0.037 0.003 -
HCM Control Delay (s) - - 17.6 15 -
HCM Lane LOS - - C C -
HCM 95th %tile Q(veh) - - 0.1 0 -
D-16
E
PM Level of Service Calculations
Grady Way Emergency Center 2023 Existing Conditions
1: S Grady Way/Main Ave S & Benson Rd S PM Peak-Hour
Kimley-Horn and Associates, Inc [SPF KH #090222338] HCM 6th Signalized Intersection Summary
Grady Way Emergency Center - Intersection Analysis.syn
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 91 243 506 209 553 312
Future Volume (veh/h) 91 243 506 209 553 312
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 98 0 544 225 595 335
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 129 1223 504 766 2805
Arrive On Green 0.07 0.00 0.50 0.50 0.22 0.79
Sat Flow, veh/h 1781 1585 2547 1012 3456 3647
Grp Volume(v), veh/h 98 0 394 375 595 335
Grp Sat Flow(s),veh/h/ln 1781 1585 1777 1688 1728 1777
Q Serve(g_s), s 3.5 0.0 9.3 9.3 10.5 1.4
Cycle Q Clear(g_c), s 3.5 0.0 9.3 9.3 10.5 1.4
Prop In Lane 1.00 1.00 0.60 1.00
Lane Grp Cap(c), veh/h 129 886 842 766 2805
V/C Ratio(X) 0.76 0.44 0.45 0.78 0.12
Avail Cap(c_a), veh/h 506 886 842 1352 3408
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 29.7 0.0 10.5 10.5 23.8 1.6
Incr Delay (d2), s/veh 8.8 0.0 1.6 1.7 1.7 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.8 0.0 3.5 3.4 4.2 0.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 38.5 0.0 12.1 12.2 25.6 1.6
LnGrp LOS D B B C A
Approach Vol, veh/h 98 769 930
Approach Delay, s/veh 38.5 12.2 16.9
Approach LOS D B B
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 19.0 37.0 56.0 9.2
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 25.5 32.5 62.5 18.5
Max Q Clear Time (g_c+I1), s 12.5 11.3 3.4 5.5
Green Ext Time (p_c), s 1.9 5.1 2.5 0.2
Intersection Summary
HCM 6th Ctrl Delay 16.1
HCM 6th LOS B
Notes
Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay.
E-1
Grady Way Emergency Center 2023 Existing Conditions
2: Driveway/Williams Ave S & S Grady Way PM Peak-Hour
Kimley-Horn and Associates, Inc [SPF KH #090222338] HCM 6th Signalized Intersection Summary
Grady Way Emergency Center - Intersection Analysis.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 48 766 2 2 439 2 34 1 1 6 1 130
Future Volume (veh/h) 48 766 2 2 439 2 34 1 1 6 1 130
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 52 824 2 2 472 2 37 1 1 6 1 140
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93
Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 472 1353 3 303 1163 5 331 157 157 399 2 235
Arrive On Green 0.05 0.37 0.37 0.00 0.32 0.32 0.04 0.18 0.18 0.01 0.15 0.15
Sat Flow, veh/h 1781 3637 9 1781 3629 15 1781 858 858 1781 11 1576
Grp Volume(v), veh/h 52 403 423 2 231 243 37 0 2 6 0 141
Grp Sat Flow(s),veh/h/ln 1781 1777 1869 1781 1777 1868 1781 0 1716 1781 0 1587
Q Serve(g_s), s 0.8 7.6 7.6 0.0 4.2 4.2 0.7 0.0 0.0 0.1 0.0 3.4
Cycle Q Clear(g_c), s 0.8 7.6 7.6 0.0 4.2 4.2 0.7 0.0 0.0 0.1 0.0 3.4
Prop In Lane 1.00 0.00 1.00 0.01 1.00 0.50 1.00 0.99
Lane Grp Cap(c), veh/h 472 661 695 303 569 599 331 0 314 399 0 236
V/C Ratio(X) 0.11 0.61 0.61 0.01 0.41 0.41 0.11 0.00 0.01 0.02 0.00 0.60
Avail Cap(c_a), veh/h 654 1565 1646 535 1522 1600 492 0 1015 621 0 938
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00
Uniform Delay (d), s/veh 8.6 10.6 10.6 9.9 11.0 11.0 14.0 0.0 13.9 14.8 0.0 16.5
Incr Delay (d2), s/veh 0.1 0.9 0.9 0.0 0.5 0.4 0.1 0.0 0.0 0.0 0.0 2.4
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.2 2.4 2.5 0.0 1.4 1.5 0.3 0.0 0.0 0.0 0.0 1.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 8.7 11.5 11.4 9.9 11.5 11.4 14.2 0.0 13.9 14.8 0.0 18.9
LnGrp LOS A B B A B B B A B B A B
Approach Vol, veh/h 878 476 39 147
Approach Delay, s/veh 11.3 11.4 14.1 18.7
Approach LOS B B B B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 4.8 12.1 4.6 19.9 6.2 10.7 6.8 17.8
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.5 24.5 5.5 36.5 5.5 24.5 6.5 35.5
Max Q Clear Time (g_c+I1), s 2.1 2.0 2.0 9.6 2.7 5.4 2.8 6.2
Green Ext Time (p_c), s 0.0 0.0 0.0 5.7 0.0 0.7 0.0 3.0
Intersection Summary
HCM 6th Ctrl Delay 12.1
HCM 6th LOS B
E-2
Grady Way Emergency Center 2023 Existing Conditions
3: Talbot Rd S & S Grady Way PM Peak-Hour
Kimley-Horn and Associates, Inc [SPF KH #090222338] HCM 6th Signalized Intersection Summary
Grady Way Emergency Center - Intersection Analysis.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 63 621 633 181 400 27 329 376 117 80 487 38
Future Volume (veh/h) 63 621 633 181 400 27 329 376 117 80 487 38
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 65 640 0 187 412 28 339 388 121 82 502 39
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97
Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 98 953 291 1003 68 470 761 234 111 749 333
Arrive On Green 0.06 0.27 0.00 0.08 0.30 0.30 0.14 0.28 0.28 0.06 0.21 0.21
Sat Flow, veh/h 1781 3554 1585 3456 3377 229 3456 2673 823 1781 3554 1578
Grp Volume(v), veh/h 65 640 0 187 216 224 339 256 253 82 502 39
Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1728 1777 1828 1728 1777 1719 1781 1777 1578
Q Serve(g_s), s 2.1 9.6 0.0 3.1 5.8 5.9 5.6 7.2 7.4 2.7 7.8 0.9
Cycle Q Clear(g_c), s 2.1 9.6 0.0 3.1 5.8 5.9 5.6 7.2 7.4 2.7 7.8 0.9
Prop In Lane 1.00 1.00 1.00 0.13 1.00 0.48 1.00 1.00
Lane Grp Cap(c), veh/h 98 953 291 528 543 470 506 489 111 749 333
V/C Ratio(X) 0.66 0.67 0.64 0.41 0.41 0.72 0.51 0.52 0.74 0.67 0.12
Avail Cap(c_a), veh/h 265 1871 433 894 920 722 698 675 283 1217 541
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 27.7 19.5 0.0 26.5 16.8 16.8 24.8 17.9 17.9 27.6 21.7 10.4
Incr Delay (d2), s/veh 7.4 0.8 0.0 2.4 0.5 0.5 2.1 0.8 0.8 9.3 1.0 0.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.1 3.7 0.0 1.3 2.2 2.3 2.3 2.8 2.8 1.4 3.1 0.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 35.1 20.4 0.0 28.9 17.3 17.3 26.9 18.7 18.8 36.9 22.7 10.6
LnGrp LOS D C C B B C B B D C B
Approach Vol, veh/h 705 627 848 623
Approach Delay, s/veh 21.7 20.8 22.0 23.8
Approach LOS C C C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 8.2 21.5 9.5 20.6 12.6 17.1 7.8 22.3
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 9.5 23.5 7.5 31.5 12.5 20.5 8.9 30.1
Max Q Clear Time (g_c+I1), s 4.7 9.4 5.1 11.6 7.6 9.8 4.1 7.9
Green Ext Time (p_c), s 0.1 2.7 0.1 4.3 0.5 2.6 0.0 2.6
Intersection Summary
HCM 6th Ctrl Delay 22.1
HCM 6th LOS C
Notes
Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay.
E-3
Grady Way Emergency Center 2023 Existing Conditions
4: Talbot Rd S & S Renton Village Pl/I-405 Off Ramp PM Peak-Hour
Kimley-Horn and Associates, Inc [SPF KH #090222338] HCM 6th Signalized Intersection Summary
Grady Way Emergency Center - Intersection Analysis.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 10 0 270 721 50 124 68 675 0 0 1311 6
Future Volume (veh/h) 10 0 270 721 50 124 68 675 0 0 1311 6
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 0 1870 1870 1870 1870 1870 1870 0 0 1870 1870
Adj Flow Rate, veh/h 10 0 278 743 52 0 70 696 0 0 1352 6
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97
Percent Heavy Veh, % 2 0 2 2 2 2 2 2 0 0 2 2
Cap, veh/h 23 0 0 959 332 325 1950 0 0 2101 9
Arrive On Green 0.01 0.00 0.00 0.28 0.18 0.00 0.06 0.55 0.00 0.00 0.40 0.40
Sat Flow, veh/h 1781 10 3456 1870 1585 1781 3647 0 0 5415 23
Grp Volume(v), veh/h 10 37.7 743 52 0 70 696 0 0 877 481
Grp Sat Flow(s),veh/h/ln 1781 D 1728 1870 1585 1781 1777 0 0 1702 1866
Q Serve(g_s), s 0.3 10.2 1.2 0.0 1.1 5.7 0.0 0.0 10.8 10.8
Cycle Q Clear(g_c), s 0.3 10.2 1.2 0.0 1.1 5.7 0.0 0.0 10.8 10.8
Prop In Lane 1.00 1.00 1.00 1.00 0.00 0.00 0.01
Lane Grp Cap(c), veh/h 23 959 332 325 1950 0 0 1363 747
V/C Ratio(X) 0.43 0.77 0.16 0.22 0.36 0.00 0.00 0.64 0.64
Avail Cap(c_a), veh/h 172 1436 1247 392 2541 0 0 1802 988
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00
Uniform Delay (d), s/veh 25.4 17.2 18.0 0.0 8.6 6.6 0.0 0.0 12.5 12.5
Incr Delay (d2), s/veh 12.3 1.6 0.2 0.0 0.3 0.1 0.0 0.0 0.5 0.9
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.2 3.7 0.5 0.0 0.3 1.6 0.0 0.0 3.5 3.9
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 37.7 18.8 18.2 0.0 9.0 6.7 0.0 0.0 13.0 13.5
LnGrp LOS D B B A A A A B B
Approach Vol, veh/h 795 766 1358
Approach Delay, s/veh 18.7 6.9 13.2
Approach LOS B A B
Timer - Assigned Phs 2 3 5 6 7 8
Phs Duration (G+Y+Rc), s 32.9 18.9 7.7 25.2 5.2 13.7
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 37.0 21.5 5.1 27.4 5.0 34.5
Max Q Clear Time (g_c+I1), s 7.7 12.2 3.1 12.8 2.3 3.2
Green Ext Time (p_c), s 5.3 2.1 0.0 7.9 0.0 0.2
Intersection Summary
HCM 6th Ctrl Delay 13.1
HCM 6th LOS B
Notes
Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay.
E-4
Grady Way Emergency Center 2024 Baseline Conditions
1: S Grady Way/Main Ave S & Benson Rd S PM Peak-Hour
Kimley-Horn and Associates, Inc [SPF KH #090222338] HCM 6th Signalized Intersection Summary
Grady Way Emergency Center - Intersection Analysis.syn
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 93 248 544 213 564 347
Future Volume (veh/h) 93 248 544 213 564 347
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 100 0 585 229 606 373
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 132 1251 489 770 2813
Arrive On Green 0.07 0.00 0.50 0.50 0.22 0.79
Sat Flow, veh/h 1781 1585 2590 975 3456 3647
Grp Volume(v), veh/h 100 0 416 398 606 373
Grp Sat Flow(s),veh/h/ln 1781 1585 1777 1695 1728 1777
Q Serve(g_s), s 3.7 0.0 10.2 10.2 11.0 1.6
Cycle Q Clear(g_c), s 3.7 0.0 10.2 10.2 11.0 1.6
Prop In Lane 1.00 1.00 0.58 1.00
Lane Grp Cap(c), veh/h 132 891 850 770 2813
V/C Ratio(X) 0.76 0.47 0.47 0.79 0.13
Avail Cap(c_a), veh/h 493 891 850 1267 3323
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 30.4 0.0 10.9 10.9 24.5 1.6
Incr Delay (d2), s/veh 8.7 0.0 1.8 1.9 1.8 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.8 0.0 3.9 3.8 4.4 0.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 39.0 0.0 12.6 12.7 26.3 1.6
LnGrp LOS D B B C A
Approach Vol, veh/h 100 814 979
Approach Delay, s/veh 39.0 12.7 16.9
Approach LOS D B B
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 19.4 38.0 57.4 9.4
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 24.5 33.5 62.5 18.5
Max Q Clear Time (g_c+I1), s 13.0 12.2 3.6 5.7
Green Ext Time (p_c), s 1.9 5.5 2.8 0.2
Intersection Summary
HCM 6th Ctrl Delay 16.3
HCM 6th LOS B
Notes
Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay.
E-5
Grady Way Emergency Center 2024 Baseline Conditions
2: Driveway/Williams Ave S & S Grady Way PM Peak-Hour
Kimley-Horn and Associates, Inc [SPF KH #090222338] HCM 6th Signalized Intersection Summary
Grady Way Emergency Center - Intersection Analysis.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 49 794 2 25 454 2 118 1 25 10 1 141
Future Volume (veh/h) 49 794 2 25 454 2 118 1 25 10 1 141
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 53 854 2 27 488 2 127 1 27 11 1 152
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93
Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 457 1305 3 311 1225 5 374 13 338 382 2 235
Arrive On Green 0.05 0.36 0.36 0.03 0.34 0.34 0.09 0.22 0.22 0.01 0.15 0.15
Sat Flow, veh/h 1781 3637 9 1781 3630 15 1781 57 1537 1781 10 1576
Grp Volume(v), veh/h 53 417 439 27 239 251 127 0 28 11 0 153
Grp Sat Flow(s),veh/h/ln 1781 1777 1869 1781 1777 1868 1781 0 1594 1781 0 1587
Q Serve(g_s), s 0.9 9.4 9.4 0.5 4.9 4.9 2.7 0.0 0.7 0.2 0.0 4.4
Cycle Q Clear(g_c), s 0.9 9.4 9.4 0.5 4.9 4.9 2.7 0.0 0.7 0.2 0.0 4.4
Prop In Lane 1.00 0.00 1.00 0.01 1.00 0.96 1.00 0.99
Lane Grp Cap(c), veh/h 457 638 671 311 600 630 374 0 351 382 0 237
V/C Ratio(X) 0.12 0.65 0.65 0.09 0.40 0.40 0.34 0.00 0.08 0.03 0.00 0.65
Avail Cap(c_a), veh/h 567 1279 1345 459 1279 1344 501 0 881 561 0 811
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00
Uniform Delay (d), s/veh 9.5 12.9 12.9 10.5 12.2 12.2 14.7 0.0 14.8 16.9 0.0 19.2
Incr Delay (d2), s/veh 0.1 1.1 1.1 0.1 0.4 0.4 0.5 0.0 0.1 0.0 0.0 3.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.3 3.3 3.4 0.2 1.7 1.8 1.0 0.0 0.2 0.1 0.0 1.6
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 9.6 14.0 14.0 10.6 12.6 12.6 15.3 0.0 14.9 16.9 0.0 22.2
LnGrp LOS A B B B B B B A B B A C
Approach Vol, veh/h 909 517 155 164
Approach Delay, s/veh 13.7 12.5 15.2 21.8
Approach LOS B B B C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 5.2 15.0 6.0 21.7 8.6 11.6 7.0 20.7
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.5 26.5 5.5 34.5 7.5 24.5 5.5 34.5
Max Q Clear Time (g_c+I1), s 2.2 2.7 2.5 11.4 4.7 6.4 2.9 6.9
Green Ext Time (p_c), s 0.0 0.1 0.0 5.8 0.1 0.8 0.0 3.1
Intersection Summary
HCM 6th Ctrl Delay 14.2
HCM 6th LOS B
E-6
Grady Way Emergency Center 2024 Baseline Conditions
3: Talbot Rd S & S Grady Way PM Peak-Hour
Kimley-Horn and Associates, Inc [SPF KH #090222338] HCM 6th Signalized Intersection Summary
Grady Way Emergency Center - Intersection Analysis.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 64 695 646 249 435 40 374 407 125 105 497 39
Future Volume (veh/h) 64 695 646 249 435 40 374 407 125 105 497 39
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 66 716 0 257 448 41 386 420 129 108 512 40
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97
Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 94 991 361 1088 99 504 722 219 139 716 318
Arrive On Green 0.05 0.28 0.00 0.10 0.33 0.33 0.15 0.27 0.27 0.08 0.20 0.20
Sat Flow, veh/h 1781 3554 1585 3456 3292 300 3456 2682 815 1781 3554 1578
Grp Volume(v), veh/h 66 716 0 257 241 248 386 277 272 108 512 40
Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1728 1777 1815 1728 1777 1720 1781 1777 1578
Q Serve(g_s), s 2.4 12.2 0.0 4.8 7.0 7.1 7.2 9.0 9.2 4.0 9.0 1.1
Cycle Q Clear(g_c), s 2.4 12.2 0.0 4.8 7.0 7.1 7.2 9.0 9.2 4.0 9.0 1.1
Prop In Lane 1.00 1.00 1.00 0.17 1.00 0.47 1.00 1.00
Lane Grp Cap(c), veh/h 94 991 361 587 600 504 478 463 139 716 318
V/C Ratio(X) 0.70 0.72 0.71 0.41 0.41 0.77 0.58 0.59 0.78 0.71 0.13
Avail Cap(c_a), veh/h 237 1595 491 814 831 688 627 607 237 1021 453
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 31.1 21.8 0.0 29.0 17.3 17.3 27.5 21.1 21.2 30.2 24.9 12.8
Incr Delay (d2), s/veh 9.1 1.0 0.0 3.0 0.5 0.5 3.5 1.1 1.2 8.9 1.4 0.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.2 4.8 0.0 2.1 2.7 2.8 3.1 3.7 3.6 2.0 3.7 0.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 40.2 22.8 0.0 32.0 17.8 17.8 31.0 22.3 22.4 39.1 26.3 13.0
LnGrp LOS D C C B B C C C D C B
Approach Vol, veh/h 782 746 935 660
Approach Delay, s/veh 24.2 22.7 25.9 27.6
Approach LOS C C C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 9.7 22.5 11.5 23.1 14.2 18.0 8.0 26.6
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 8.9 23.6 9.5 30.0 13.3 19.2 8.9 30.6
Max Q Clear Time (g_c+I1), s 6.0 11.2 6.8 14.2 9.2 11.0 4.4 9.1
Green Ext Time (p_c), s 0.1 2.7 0.2 4.5 0.6 2.2 0.0 2.9
Intersection Summary
HCM 6th Ctrl Delay 25.1
HCM 6th LOS C
Notes
Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay.
E-7
Grady Way Emergency Center 2024 Baseline Conditions
4: Talbot Rd S & S Renton Village Pl/I-405 Off Ramp PM Peak-Hour
Kimley-Horn and Associates, Inc [SPF KH #090222338] HCM 6th Signalized Intersection Summary
Grady Way Emergency Center - Intersection Analysis.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 10 0 275 735 51 149 69 733 0 0 1401 6
Future Volume (veh/h) 10 0 275 735 51 149 69 733 0 0 1401 6
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 0 1870 1870 1870 1870 1870 1870 0 0 1870 1870
Adj Flow Rate, veh/h 10 0 284 758 53 0 71 756 0 0 1444 6
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97
Percent Heavy Veh, % 2 0 2 2 2 2 2 2 0 0 2 2
Cap, veh/h 23 0 0 963 340 310 1969 0 0 2149 9
Arrive On Green 0.01 0.00 0.00 0.28 0.18 0.00 0.06 0.55 0.00 0.00 0.41 0.41
Sat Flow, veh/h 1781 10 3456 1870 1585 1781 3647 0 0 5417 22
Grp Volume(v), veh/h 10 38.8 758 53 0 71 756 0 0 937 513
Grp Sat Flow(s),veh/h/ln 1781 D 1728 1870 1585 1781 1777 0 0 1702 1866
Q Serve(g_s), s 0.3 10.9 1.3 0.0 1.1 6.5 0.0 0.0 12.0 12.0
Cycle Q Clear(g_c), s 0.3 10.9 1.3 0.0 1.1 6.5 0.0 0.0 12.0 12.0
Prop In Lane 1.00 1.00 1.00 1.00 0.00 0.00 0.01
Lane Grp Cap(c), veh/h 23 963 340 310 1969 0 0 1394 764
V/C Ratio(X) 0.44 0.79 0.16 0.23 0.38 0.00 0.00 0.67 0.67
Avail Cap(c_a), veh/h 166 1382 1200 371 2446 0 0 1735 951
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00
Uniform Delay (d), s/veh 26.3 17.9 18.5 0.0 9.1 6.8 0.0 0.0 12.9 12.9
Incr Delay (d2), s/veh 12.4 2.0 0.2 0.0 0.4 0.1 0.0 0.0 0.7 1.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.2 4.1 0.5 0.0 0.4 1.8 0.0 0.0 4.0 4.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 38.8 19.9 18.7 0.0 9.4 6.9 0.0 0.0 13.7 14.3
LnGrp LOS D B B A A A A B B
Approach Vol, veh/h 811 827 1450
Approach Delay, s/veh 19.8 7.1 13.9
Approach LOS B A B
Timer - Assigned Phs 2 3 5 6 7 8
Phs Duration (G+Y+Rc), s 34.3 19.5 7.8 26.5 5.2 14.3
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 37.0 21.5 5.1 27.4 5.0 34.5
Max Q Clear Time (g_c+I1), s 8.5 12.9 3.1 14.0 2.3 3.3
Green Ext Time (p_c), s 5.9 2.1 0.0 8.0 0.0 0.2
Intersection Summary
HCM 6th Ctrl Delay 13.7
HCM 6th LOS B
Notes
Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay.
E-8
Grady Way Emergency Center 2024 Baseline Conditions
5: Talbot Rd S & Site Access (North)PM Peak-Hour
Kimley-Horn and Associates, Inc [SPF KH #090222338]HCM 6th TWSC
Grady Way Emergency Center - Intersection Analysis.syn
Intersection
Int Delay, s/veh 0.2
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 36 856 36 0 1407
Future Vol, veh/h 0 36 856 36 0 1407
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - Stop
Storage Length - 0 - - - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 39 930 39 0 1529
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 485 0 0 - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Critical Hdwy - 6.94 - - - -
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy - 3.32 - - - -
Pot Cap-1 Maneuver 0 528 - - 0 -
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 528 - - - -
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Approach WB NB SB
HCM Control Delay, s 12.4 0 0
HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1 SBT
Capacity (veh/h) - - 528 -
HCM Lane V/C Ratio - - 0.074 -
HCM Control Delay (s) - - 12.4 -
HCM Lane LOS - - B -
HCM 95th %tile Q(veh) - - 0.2 -
E-9
Grady Way Emergency Center 2024 Baseline Conditions
6: Talbot Rd S & Site Access (South)PM Peak-Hour
Kimley-Horn and Associates, Inc [SPF KH #090222338]HCM 6th TWSC
Grady Way Emergency Center - Intersection Analysis.syn
Intersection
Int Delay, s/veh 0.1
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 18 874 18 0 1407
Future Vol, veh/h 0 18 874 18 0 1407
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - Stop
Storage Length - 0 - - 100 -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 20 950 20 0 1529
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 485 0 0 970 0
Stage 1 - - - - - -
Stage 2 - - - - - -
Critical Hdwy - 6.94 - - 4.14 -
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy - 3.32 - - 2.22 -
Pot Cap-1 Maneuver 0 528 - - 706 -
Stage 1 0 - - - - -
Stage 2 0 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 528 - - 706 -
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Approach WB NB SB
HCM Control Delay, s 12.1 0 0
HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 528 706 -
HCM Lane V/C Ratio - - 0.037 - -
HCM Control Delay (s) - - 12.1 0 -
HCM Lane LOS - - B A -
HCM 95th %tile Q(veh) - - 0.1 0 -
E-10
Grady Way Emergency Center 2024 Future with Development Conditions
1: S Grady Way/Main Ave S & Benson Rd S PM Peak-Hour
Kimley-Horn and Associates, Inc [SPF KH #090222338] HCM 6th Signalized Intersection Summary
Grady Way Emergency Center - Intersection Analysis.syn
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 93 248 545 213 564 348
Future Volume (veh/h) 93 248 545 213 564 348
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 100 0 586 229 606 374
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 132 1252 488 770 2813
Arrive On Green 0.07 0.00 0.50 0.50 0.22 0.79
Sat Flow, veh/h 1781 1585 2591 974 3456 3647
Grp Volume(v), veh/h 100 0 417 398 606 374
Grp Sat Flow(s),veh/h/ln 1781 1585 1777 1695 1728 1777
Q Serve(g_s), s 3.7 0.0 10.2 10.2 11.0 1.6
Cycle Q Clear(g_c), s 3.7 0.0 10.2 10.2 11.0 1.6
Prop In Lane 1.00 1.00 0.57 1.00
Lane Grp Cap(c), veh/h 132 891 850 770 2813
V/C Ratio(X) 0.76 0.47 0.47 0.79 0.13
Avail Cap(c_a), veh/h 493 891 850 1267 3323
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 30.4 0.0 10.9 10.9 24.5 1.6
Incr Delay (d2), s/veh 8.7 0.0 1.8 1.9 1.8 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.8 0.0 3.9 3.8 4.4 0.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 39.0 0.0 12.6 12.7 26.3 1.6
LnGrp LOS D B B C A
Approach Vol, veh/h 100 815 980
Approach Delay, s/veh 39.0 12.7 16.9
Approach LOS D B B
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 19.4 38.0 57.4 9.4
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 24.5 33.5 62.5 18.5
Max Q Clear Time (g_c+I1), s 13.0 12.2 3.6 5.7
Green Ext Time (p_c), s 1.9 5.5 2.8 0.2
Intersection Summary
HCM 6th Ctrl Delay 16.2
HCM 6th LOS B
Notes
Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay.
E-11
Grady Way Emergency Center 2024 Future with Development Conditions
2: Driveway/Williams Ave S & S Grady Way PM Peak-Hour
Kimley-Horn and Associates, Inc [SPF KH #090222338] HCM 6th Signalized Intersection Summary
Grady Way Emergency Center - Intersection Analysis.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 49 795 2 25 455 2 122 1 25 10 1 141
Future Volume (veh/h) 49 795 2 25 455 2 122 1 25 10 1 141
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 53 855 2 27 489 2 131 1 27 11 1 152
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93
Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 456 1305 3 310 1225 5 375 13 339 381 2 235
Arrive On Green 0.05 0.36 0.36 0.03 0.34 0.34 0.09 0.22 0.22 0.01 0.15 0.15
Sat Flow, veh/h 1781 3637 9 1781 3630 15 1781 57 1537 1781 10 1576
Grp Volume(v), veh/h 53 418 439 27 239 252 131 0 28 11 0 153
Grp Sat Flow(s),veh/h/ln 1781 1777 1869 1781 1777 1868 1781 0 1594 1781 0 1587
Q Serve(g_s), s 0.9 9.5 9.5 0.5 5.0 5.0 2.8 0.0 0.7 0.2 0.0 4.4
Cycle Q Clear(g_c), s 0.9 9.5 9.5 0.5 5.0 5.0 2.8 0.0 0.7 0.2 0.0 4.4
Prop In Lane 1.00 0.00 1.00 0.01 1.00 0.96 1.00 0.99
Lane Grp Cap(c), veh/h 456 638 671 310 600 631 375 0 352 381 0 236
V/C Ratio(X) 0.12 0.65 0.65 0.09 0.40 0.40 0.35 0.00 0.08 0.03 0.00 0.65
Avail Cap(c_a), veh/h 566 1276 1342 458 1276 1341 500 0 879 560 0 809
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00
Uniform Delay (d), s/veh 9.5 12.9 12.9 10.5 12.2 12.2 14.7 0.0 14.8 16.9 0.0 19.3
Incr Delay (d2), s/veh 0.1 1.1 1.1 0.1 0.4 0.4 0.6 0.0 0.1 0.0 0.0 3.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.3 3.3 3.4 0.2 1.7 1.8 1.1 0.0 0.2 0.1 0.0 1.6
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 9.6 14.1 14.0 10.6 12.6 12.6 15.3 0.0 14.9 17.0 0.0 22.2
LnGrp LOS A B B B B B B A B B A C
Approach Vol, veh/h 910 518 159 164
Approach Delay, s/veh 13.8 12.5 15.2 21.9
Approach LOS B B B C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 5.2 15.1 6.0 21.7 8.6 11.7 7.0 20.7
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 5.5 26.5 5.5 34.5 7.5 24.5 5.5 34.5
Max Q Clear Time (g_c+I1), s 2.2 2.7 2.5 11.5 4.8 6.4 2.9 7.0
Green Ext Time (p_c), s 0.0 0.1 0.0 5.8 0.1 0.8 0.0 3.1
Intersection Summary
HCM 6th Ctrl Delay 14.3
HCM 6th LOS B
E-12
Grady Way Emergency Center 2024 Future with Development Conditions
3: Talbot Rd S & S Grady Way PM Peak-Hour
Kimley-Horn and Associates, Inc [SPF KH #090222338] HCM 6th Signalized Intersection Summary
Grady Way Emergency Center - Intersection Analysis.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 64 695 649 254 435 40 377 408 126 105 498 39
Future Volume (veh/h) 64 695 649 254 435 40 377 408 126 105 498 39
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 66 716 0 262 448 41 389 421 130 108 513 40
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97
Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 94 989 365 1091 99 506 722 221 139 716 318
Arrive On Green 0.05 0.28 0.00 0.11 0.33 0.33 0.15 0.27 0.27 0.08 0.20 0.20
Sat Flow, veh/h 1781 3554 1585 3456 3292 300 3456 2678 819 1781 3554 1578
Grp Volume(v), veh/h 66 716 0 262 241 248 389 278 273 108 513 40
Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1728 1777 1815 1728 1777 1720 1781 1777 1578
Q Serve(g_s), s 2.4 12.2 0.0 4.9 7.0 7.1 7.3 9.1 9.3 4.0 9.0 1.1
Cycle Q Clear(g_c), s 2.4 12.2 0.0 4.9 7.0 7.1 7.3 9.1 9.3 4.0 9.0 1.1
Prop In Lane 1.00 1.00 1.00 0.17 1.00 0.48 1.00 1.00
Lane Grp Cap(c), veh/h 94 989 365 589 602 506 479 464 139 716 318
V/C Ratio(X) 0.70 0.72 0.72 0.41 0.41 0.77 0.58 0.59 0.78 0.72 0.13
Avail Cap(c_a), veh/h 236 1587 489 810 827 684 624 604 236 1016 451
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 31.3 21.9 0.0 29.1 17.4 17.4 27.6 21.2 21.3 30.4 25.0 12.9
Incr Delay (d2), s/veh 9.2 1.0 0.0 3.3 0.5 0.5 3.7 1.1 1.2 8.9 1.4 0.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.3 4.9 0.0 2.1 2.7 2.8 3.1 3.7 3.6 2.0 3.7 0.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 40.5 22.9 0.0 32.4 17.8 17.8 31.3 22.3 22.5 39.3 26.4 13.1
LnGrp LOS D C C B B C C C D C B
Approach Vol, veh/h 782 751 940 661
Approach Delay, s/veh 24.4 22.9 26.1 27.7
Approach LOS C C C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 9.7 22.6 11.6 23.2 14.3 18.0 8.0 26.8
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 8.9 23.6 9.5 30.0 13.3 19.2 8.9 30.6
Max Q Clear Time (g_c+I1), s 6.0 11.3 6.9 14.2 9.3 11.0 4.4 9.1
Green Ext Time (p_c), s 0.1 2.7 0.2 4.5 0.6 2.2 0.0 2.9
Intersection Summary
HCM 6th Ctrl Delay 25.2
HCM 6th LOS C
Notes
Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay.
E-13
Grady Way Emergency Center 2024 Future with Development Conditions
4: Talbot Rd S & S Renton Village Pl/I-405 Off Ramp PM Peak-Hour
Kimley-Horn and Associates, Inc [SPF KH #090222338] HCM 6th Signalized Intersection Summary
Grady Way Emergency Center - Intersection Analysis.syn
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 10 0 275 735 51 150 69 734 0 0 1405 6
Future Volume (veh/h) 10 0 275 735 51 150 69 734 0 0 1405 6
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 0 1870 1870 1870 1870 1870 1870 0 0 1870 1870
Adj Flow Rate, veh/h 10 0 284 758 53 0 71 757 0 0 1448 6
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97
Percent Heavy Veh, % 2 0 2 2 2 2 2 2 0 0 2 2
Cap, veh/h 23 0 0 963 340 310 1970 0 0 2151 9
Arrive On Green 0.01 0.00 0.00 0.28 0.18 0.00 0.06 0.55 0.00 0.00 0.41 0.41
Sat Flow, veh/h 1781 10 3456 1870 1585 1781 3647 0 0 5417 22
Grp Volume(v), veh/h 10 38.8 758 53 0 71 757 0 0 939 515
Grp Sat Flow(s),veh/h/ln 1781 D 1728 1870 1585 1781 1777 0 0 1702 1866
Q Serve(g_s), s 0.3 10.9 1.3 0.0 1.1 6.5 0.0 0.0 12.1 12.1
Cycle Q Clear(g_c), s 0.3 10.9 1.3 0.0 1.1 6.5 0.0 0.0 12.1 12.1
Prop In Lane 1.00 1.00 1.00 1.00 0.00 0.00 0.01
Lane Grp Cap(c), veh/h 23 963 340 310 1970 0 0 1395 765
V/C Ratio(X) 0.44 0.79 0.16 0.23 0.38 0.00 0.00 0.67 0.67
Avail Cap(c_a), veh/h 165 1380 1199 370 2443 0 0 1733 950
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00
Uniform Delay (d), s/veh 26.4 17.9 18.5 0.0 9.1 6.8 0.0 0.0 12.9 12.9
Incr Delay (d2), s/veh 12.4 2.0 0.2 0.0 0.4 0.1 0.0 0.0 0.7 1.4
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.2 4.1 0.5 0.0 0.4 1.8 0.0 0.0 4.0 4.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 38.8 19.9 18.7 0.0 9.5 6.9 0.0 0.0 13.7 14.3
LnGrp LOS D B B A A A A B B
Approach Vol, veh/h 811 828 1454
Approach Delay, s/veh 19.9 7.1 13.9
Approach LOS B A B
Timer - Assigned Phs 2 3 5 6 7 8
Phs Duration (G+Y+Rc), s 34.3 19.5 7.8 26.6 5.2 14.3
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 37.0 21.5 5.1 27.4 5.0 34.5
Max Q Clear Time (g_c+I1), s 8.5 12.9 3.1 14.1 2.3 3.3
Green Ext Time (p_c), s 5.9 2.1 0.0 8.0 0.0 0.2
Intersection Summary
HCM 6th Ctrl Delay 13.7
HCM 6th LOS B
Notes
Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay.
E-14
Grady Way Emergency Center 2024 Future with Development Conditions
5: Talbot Rd S & Site Access (North)PM Peak-Hour
Kimley-Horn and Associates, Inc [SPF KH #090222338]HCM 6th TWSC
Grady Way Emergency Center - Intersection Analysis.syn
Intersection
Int Delay, s/veh 0.2
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 39 858 36 0 1416
Future Vol, veh/h 0 39 858 36 0 1416
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - Stop
Storage Length - 0 - - - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 42 933 39 0 1539
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 486 0 0 - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Critical Hdwy - 6.94 - - - -
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy - 3.32 - - - -
Pot Cap-1 Maneuver 0 527 - - 0 -
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 527 - - - -
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Approach WB NB SB
HCM Control Delay, s 12.4 0 0
HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1 SBT
Capacity (veh/h) - - 527 -
HCM Lane V/C Ratio - - 0.08 -
HCM Control Delay (s) - - 12.4 -
HCM Lane LOS - - B -
HCM 95th %tile Q(veh) - - 0.3 -
E-15
Grady Way Emergency Center 2024 Future with Development Conditions
6: Talbot Rd S & Site Access (South)PM Peak-Hour
Kimley-Horn and Associates, Inc [SPF KH #090222338]HCM 6th TWSC
Grady Way Emergency Center - Intersection Analysis.syn
Intersection
Int Delay, s/veh 0.1
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 20 874 20 5 1411
Future Vol, veh/h 0 20 874 20 5 1411
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - Stop
Storage Length - 0 - - 100 -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 22 950 22 5 1534
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 486 0 0 972 0
Stage 1 - - - - - -
Stage 2 - - - - - -
Critical Hdwy - 6.94 - - 4.14 -
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy - 3.32 - - 2.22 -
Pot Cap-1 Maneuver 0 527 - - 705 -
Stage 1 0 - - - - -
Stage 2 0 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 527 - - 705 -
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -
Approach WB NB SB
HCM Control Delay, s 12.1 0 0
HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 527 705 -
HCM Lane V/C Ratio - - 0.041 0.008 -
HCM Control Delay (s) - - 12.1 10.1 -
HCM Lane LOS - - B B -
HCM 95th %tile Q(veh) - - 0.1 0 -
E-16
F
Collision Data
Summary
PRIMARY TRAFFICWAY
INTERSECTING
TRAFFICWAY/
REFERENCE POINT NAME
DIST
FROM
REF
POINT
MI
or
FT
COMP
DIR
FROM
REF
POINT MILEPOST
REPORT
NUMBER DATE TIME MOST SEVERE INJURY TYPE
#
I
N
J
#
F
A
T
#
V
E
H
#
P
E
D
S
#
BI
K
E
S FIRST COLLISION TYPE / OBJECT STRUCK
BENSON RD S S GRADY WAY 0 7.49 E664272 2017-04-14 12:46 Suspected Serious Injury 1 0 2 0 0 From same direction - both going straight - one stopped - rear-end
S GRADY WAY BENSON RD S 0 7.49 E883525 2019-01-07 17:53 No Apparent Injury 0 0 2 0 0 From same direction - both going straight - both moving - rear-end
WILLIAMS AVE S S GRADY WAY 0 EA20736 2020-03-04 21:20 No Apparent Injury 0 0 2 0 0 Entering at angle
S GRADY WAY WILLIAMS AVE S 0 EB73922 2021-10-02 12:07 No Apparent Injury 0 0 2 0 0 Entering at angle
S GRADY WAY WILLIAMS AVE S 0 E919619 2019-05-08 16:30 Possible Injury 1 0 2 0 0 From same direction - both going straight - both moving - rear-end
S GRADY WAY WILLIAMS AVE S 0 E848998 2018-10-12 16:55 Possible Injury 1 0 2 0 0 From same direction - both going straight - one stopped - rear-end
S GRADY WAY WILLIAMS AVE S 0 E873181 2018-12-04 17:29 Possible Injury 2 0 2 0 0 From same direction - both going straight - one stopped - rear-end
S GRADY WAY TALBOT RD S 0 EB29495 2021-05-07 20:00 No Apparent Injury 0 0 1 0 0 Cable Barrier
S GRADY WAY TALBOT RD S 0 E853171 2018-10-25 1:50 Possible Injury 1 0 2 0 0 Entering at angle
S GRADY WAY TALBOT RD S 0 EA48010 2020-07-17 7:18 No Apparent Injury 0 0 2 0 0 Entering at angle
S GRADY WAY TALBOT RD S 0 E952748 2019-08-20 15:12 No Apparent Injury 0 0 2 0 0 From opposite direction - one left turn - one right turn
S GRADY WAY TALBOT RD S 0 E880435 2018-12-27 15:45 Possible Injury 1 0 3 0 0 From opposite direction - one left turn - one straight
S GRADY WAY TALBOT RD S 0 EB20143 2021-04-06 14:30 No Apparent Injury 0 0 2 0 0 From same direction - both going straight - both moving - rear-end
S GRADY WAY TALBOT RD S 0 E874685 2018-12-20 18:10 Possible Injury 1 0 2 0 0 From same direction - both going straight - one stopped - rear-end
S GRADY WAY TALBOT RD S 0 E972813 2019-10-20 16:00 Possible Injury 1 0 2 0 0 From same direction - both going straight - one stopped - rear-end
S GRADY WAY TALBOT RD S 0 E996853 2019-12-19 20:55 No Apparent Injury 0 0 1 0 0 Signal Pole
S GRADY WAY TALBOT RD S 0 EA27946 2020-04-01 13:07 No Apparent Injury 0 0 1 0 0 Signal Pole
TALBOT RD S S GRADY WAY 0 E837751 2018-09-12 11:41 No Apparent Injury 0 0 2 0 0 Entering at angle
TALBOT RD S S GRADY WAY 0 EA99109 2021-01-14 15:10 Suspected Minor Injury 1 0 3 0 0 Entering at angle
TALBOT RD S S GRADY WAY 0 EB85300 2021-11-02 09:45 No Apparent Injury 0 0 2 0 0 Entering at angle
TALBOT RD S S GRADY WAY 0 EA47597 2020-07-14 16:03 No Apparent Injury 0 0 2 0 0 From opposite direction - one left turn - one right turn
TALBOT RD S S GRADY WAY 0 E837745 2018-09-05 6:46 Possible Injury 1 0 2 0 0 From opposite direction - one left turn - one straight
TALBOT RD S S GRADY WAY 0 E880433 2019-01-02 17:05 No Apparent Injury 0 0 2 0 0 From opposite direction - one left turn - one straight
TALBOT RD S S GRADY WAY 0 E985306 2019-11-18 18:45 No Apparent Injury 0 0 2 0 0 From opposite direction - one left turn - one straight
TALBOT RD S S GRADY WAY 0 E996849 2019-12-18 19:58 No Apparent Injury 0 0 2 0 0 From opposite direction - one left turn - one straight
TALBOT RD S S GRADY WAY 0 EA55819 2020-07-16 16:40 No Apparent Injury 0 0 2 0 0 From opposite direction - one left turn - one straight
TALBOT RD S S GRADY WAY 0 EA63108 2020-09-03 18:44 No Apparent Injury 0 0 2 0 0 From opposite direction - one left turn - one straight
TALBOT RD S S GRADY WAY 0 EB36638 2021-06-02 23:53 No Apparent Injury 0 0 2 0 0 From opposite direction - one left turn - one straight
TALBOT RD S S GRADY WAY 0 E972073 2019-10-08 7:52 No Apparent Injury 0 0 2 0 0 From same direction - both going straight - both moving - rear-end
TALBOT RD S S GRADY WAY 0 EB72414 2021-09-21 13:55 No Apparent Injury 0 0 2 0 0 From same direction - both going straight - both moving - sideswipe
TALBOT RD S S GRADY WAY 34 F SE E963321 2019-09-04 16:00 No Apparent Injury 0 0 3 0 0 From same direction - both going straight - one stopped - rear-end
TALBOT RD S S GRADY WAY 0 E963325 2019-09-11 7:55 No Apparent Injury 0 0 2 0 0 From same direction - both going straight - one stopped - rear-end
TALBOT RD S S GRADY WAY 0 EA33197 2020-05-11 23:35 No Apparent Injury 0 0 2 0 0 From same direction - both going straight - one stopped - rear-end
TALBOT RD S S GRADY WAY 0 EB12574 2021-03-06 15:55 Possible Injury 1 0 1 0 1 Pedalcyclist Strikes Moving Vehicle
405 SB OFF-RAMP SR-515 (TALBOT RD S) 0 0.44 E689547 2017-07-07 19:20 Possible Injury 1 0 3 0 0 From same direction - both going straight - both moving - rear-end
405 SB OFF-RAMP SR-515 (TALBOT RD S) 0 0.47 EA79497 2020-11-08 15:42 Possible Injury 1 0 2 0 0 From same direction - both going straight - one stopped - rear-end
405 SB OFF-RAMP SR-515 (TALBOT RD S) 0 0.47 E827819 2018-08-01 9:51 No Apparent Injury 0 0 2 0 0 Same direction -- both turning right -- one stopped -- rear end
405 SB OFF-RAMP SR-515 (TALBOT RD S) 0 0.47 EA12073 2020-02-04 8:41 Possible Injury 1 0 2 0 0 Same direction -- both turning right -- one stopped -- rear end
SR-515 (TALBOT RD S) 405 SB OFF-RAMP 0 0.04 E850950 2018-10-06 13:35 Possible Injury 1 0 2 0 0 Entering at angle
SR-515 (TALBOT RD S) 405 SB OFF-RAMP 0 0.04 E879606 2018-12-31 22:01 No Apparent Injury 0 0 2 0 0 Entering at angle
SR-515 (TALBOT RD S) 405 SB OFF-RAMP 0 0.04 E879724 2019-01-03 7:57 Possible Injury 1 0 3 0 0 Entering at angle
SR-515 (TALBOT RD S) 405 SB OFF-RAMP 0 0.05 EB55058 2021-08-04 07:30 No Apparent Injury 0 0 2 0 0 Entering at angle
SR-515 (TALBOT RD S) 405 SB OFF-RAMP 0 0.08 E939785 2019-07-14 16:28 Possible Injury 2 0 2 0 0 Entering at angle
SR-515 (TALBOT RD S) 405 SB OFF-RAMP 0 0.08 E940905 2019-07-17 15:35 No Apparent Injury 0 0 3 0 0 Entering at angle
SR-515 (TALBOT RD S) 405 SB OFF-RAMP 0 0.08 E976522 2019-10-25 13:05 Possible Injury 1 0 2 0 0 Entering at angle
SR-515 (TALBOT RD S) 405 SB OFF-RAMP 0 0.08 E981703 2019-11-12 12:11 Possible Injury 2 0 2 0 0 Entering at angle
SR-515 (TALBOT RD S) 405 SB OFF-RAMP 0 0.08 E988952 2019-11-28 8:25 No Apparent Injury 0 0 2 0 0 Entering at angle
SR-515 (TALBOT RD S) 405 SB OFF-RAMP 0 0.08 EA02567 2019-12-23 9:23 Possible Injury 1 0 2 0 0 Entering at angle
SR-515 (TALBOT RD S) 405 SB OFF-RAMP 0 0.08 EA30734 2020-04-26 17:59 No Apparent Injury 0 0 2 0 0 Entering at angle
SR-515 (TALBOT RD S) 405 SB OFF-RAMP 0 0.08 EB13721 2021-03-14 12:01 Possible Injury 2 0 3 0 0 Entering at angle
F-1
Summary
PRIMARY TRAFFICWAY
INTERSECTING
TRAFFICWAY/
REFERENCE POINT NAME
DIST
FROM
REF
POINT
MI
or
FT
COMP
DIR
FROM
REF
POINT MILEPOST
REPORT
NUMBER DATE TIME MOST SEVERE INJURY TYPE
#
I
N
J
#
F
A
T
#
V
E
H
#
P
E
D
S
#
BI
K
E
S FIRST COLLISION TYPE / OBJECT STRUCK
SR-515 (TALBOT RD S) 405 SB OFF-RAMP 0 0.08 EB31310 2021-05-01 21:01 No Apparent Injury 0 0 2 0 0 Entering at angle
SR-515 (TALBOT RD S) 405 SB OFF-RAMP 0 0.08 EB49847 2021-07-10 17:19 No Apparent Injury 0 0 3 0 0 Entering at angle
SR-515 (TALBOT RD S) 405 SB OFF-RAMP 0 0.08 EB71838 2021-09-26 20:46 Suspected Minor Injury 2 0 2 0 0 Entering at angle
SR-515 (TALBOT RD S) 405 SB OFF-RAMP 0 7.21 E649557 2017-03-05 13:34 No Apparent Injury 0 0 2 0 0 Entering at angle
SR-515 (TALBOT RD S) 405 SB OFF-RAMP 0 7.21 E702929 2017-08-15 21:54 Possible Injury 1 0 2 0 0 Entering at angle
SR-515 (TALBOT RD S) 405 SB OFF-RAMP 0 7.21 E725366 2017-10-21 16:17 No Apparent Injury 0 0 2 0 0 Entering at angle
SR-515 (TALBOT RD S) 405 SB OFF-RAMP 0 7.21 E725533 2017-10-21 12:51 No Apparent Injury 0 0 2 0 0 Entering at angle
SR-515 (TALBOT RD S) 405 SB OFF-RAMP 0 7.21 E773925 2018-02-23 9:00 No Apparent Injury 0 0 2 0 0 Entering at angle
SR-515 (TALBOT RD S) 405 SB OFF-RAMP 0 7.22 E758237 2018-01-13 16:32 Possible Injury 2 0 2 0 0 Entering at angle
SR-515 (TALBOT RD S) 405 SB OFF-RAMP 0 7.33 E756618 2018-01-09 13:14 Possible Injury 2 0 2 0 0 Entering at angle
SR-515 (TALBOT RD S) 405 SB OFF-RAMP 0 7.21 E804999 2018-06-04 16:20 No Apparent Injury 0 0 2 0 0 From opposite direction - both going straight - one stopped - sideswipe
SR-515 (TALBOT RD S) 405 SB OFF-RAMP 0 0.04 E689030 2017-06-14 19:33 No Apparent Injury 0 0 2 0 0 From opposite direction - one left turn - one right turn
SR-515 (TALBOT RD S) 405 SB OFF-RAMP 0 0.08 E916851 2019-04-27 14:45 Possible Injury 2 0 2 0 0 From opposite direction - one left turn - one straight
SR-515 (TALBOT RD S) 405 SB OFF-RAMP 0 0.08 EA51395 2020-07-20 14:04 Possible Injury 2 0 2 0 0 From opposite direction - one left turn - one straight
SR-515 (TALBOT RD S) 405 SB OFF-RAMP 0 0.08 EA63110 2020-09-11 19:43 Possible Injury 2 0 2 0 0 From opposite direction - one left turn - one straight
SR-515 (TALBOT RD S) 405 SB OFF-RAMP 0 0.08 EB99348 2021-12-11 22:56 No Apparent Injury 0 0 2 0 0 From opposite direction - one left turn - one straight
SR-515 (TALBOT RD S) 405 SB OFF-RAMP 0 0.04 E706570 2017-08-25 12:27 Possible Injury 1 0 2 0 0 From same direction - all others
SR-515 (TALBOT RD S) 405 SB OFF-RAMP 0 0.43 EB00251 2021-01-20 17:49 No Apparent Injury 0 0 3 0 0 From same direction - both going straight - both moving - rear-end
SR-515 (TALBOT RD S) 405 SB OFF-RAMP 0 7.21 E714725 2017-09-19 10:07 No Apparent Injury 0 0 3 0 0 From same direction - both going straight - both moving - rear-end
SR-515 (TALBOT RD S) 405 SB OFF-RAMP 0 0.09 EB43719 2021-06-25 12:20 No Apparent Injury 0 0 2 0 0 From same direction - both going straight - both moving - sideswipe
SR-515 (TALBOT RD S) 405 SB OFF-RAMP 0 7.20 E669135 2017-04-24 11:55 No Apparent Injury 0 0 2 0 0 From same direction - both going straight - both moving - sideswipe
SR-515 (TALBOT RD S) 405 SB OFF-RAMP 0 7.21 E716322 2017-09-25 13:40 No Apparent Injury 0 0 2 0 0 From same direction - both going straight - both moving - sideswipe
SR-515 (TALBOT RD S) 405 SB OFF-RAMP 0 7.33 E763153 2018-01-14 18:37 No Apparent Injury 0 0 2 0 0 From same direction - both going straight - both moving - sideswipe
SR-515 (TALBOT RD S) 405 SB OFF-RAMP 0 0.04 E707504 2017-08-26 18:59 Possible Injury 1 0 2 0 0 From same direction - both going straight - one stopped - rear-end
SR-515 (TALBOT RD S) 405 SB OFF-RAMP 0 0.04 E777207 2018-03-07 13:51 Possible Injury 1 0 2 0 0 From same direction - both going straight - one stopped - rear-end
SR-515 (TALBOT RD S) 405 SB OFF-RAMP 0 0.04 E810402 2018-06-18 7:15 No Apparent Injury 0 0 2 0 0 From same direction - both going straight - one stopped - rear-end
SR-515 (TALBOT RD S) 405 SB OFF-RAMP 0 0.08 E934780 2019-06-25 14:40 No Apparent Injury 0 0 2 0 0 From same direction - both going straight - one stopped - rear-end
SR-515 (TALBOT RD S) 405 SB OFF-RAMP 0 0.08 EB81576 2021-10-22 14:59 Possible Injury 1 0 2 0 0 From same direction - both going straight - one stopped - rear-end
SR-515 (TALBOT RD S) 405 SB OFF-RAMP 0 7.20 E720133 2017-10-06 16:53 No Apparent Injury 0 0 2 0 0 From same direction - both going straight - one stopped - rear-end
SR-515 (TALBOT RD S) 405 SB OFF-RAMP 0 7.21 E729355 2017-10-30 16:42 Possible Injury 2 0 2 0 0 From same direction - both going straight - one stopped - rear-end
SR-515 (TALBOT RD S) 405 SB OFF-RAMP 0 7.21 E733132 2017-11-05 07:17 No Apparent Injury 0 0 2 0 0 From same direction - both going straight - one stopped - rear-end
SR-515 (TALBOT RD S) 405 SB OFF-RAMP 0 0.04 E709231 2017-09-01 10:03 Possible Injury 1 0 3 0 0 From same direction - one left turn - one straight
SR-515 (TALBOT RD S) 405 SB OFF-RAMP 0 0.08 E974192 2019-10-16 12:01 No Apparent Injury 0 0 1 0 0 Guardrail - Face
SR-515 (TALBOT RD S) 405 SB OFF-RAMP 0 0.08 E951615 2019-08-19 12:18 No Apparent Injury 0 0 2 0 0 Same direction -- both turning left -- both moving -- sideswipe
SR-515 (TALBOT RD S) 405 SB OFF-RAMP 0 0.08 EB26145 2021-04-26 22:52 No Apparent Injury 0 0 2 0 0 Same direction -- both turning left -- both moving -- sideswipe
SR-515 (TALBOT RD S) 405 SB OFF-RAMP 0 7.21 E653606 2017-03-09 15:25 Possible Injury 1 0 1 0 0 Signal Pole
SR-515 (TALBOT RD S) 405 SB OFF-RAMP 0 7.21 E816673 2018-07-10 10:19 Suspected Minor Injury 1 0 1 0 0 Signal Pole
TALBOT RD S WA-515 238 F N E959226 2019-09-05 14:55 Possible Injury 1 0 2 0 0 From same direction - both going straight - both moving - rear-end
TALBOT RD S S GRADY WAY 313 F SE EA93732 2020-12-26 4:38 Possible Injury 1 0 1 0 0 Other Objects
TALBOT RD S WA-515 70 F N EA02392 2019-12-20 12:45 No Apparent Injury 0 0 2 0 0 From same direction - both going straight - both moving - sideswipe
SR-515 (TALBOT RD S) 0 0.12 E661547 2017-04-14 15:40 No Apparent Injury 0 0 2 0 0 From same direction - both going straight - both moving - sideswipe
SR-515 (TALBOT RD S) 0 7.08 E644655 2017-01-31 16:15 No Apparent Injury 0 0 2 0 0 From same direction - both going straight - both moving - sideswipe
TALBOT RD S WA-515 87 F NW EA28402 2020-04-03 19:17 No Apparent Injury 0 0 2 0 0 From same direction - both going straight - both moving - rear-end
F-2
F-3
F-4
F-5
Collision Details
PRIMARY TRAFFICWAY
INTERSECTING
TRAFFICWAY/ REFERENCE
POINT NAME
REPORT
NUMBER DATE TIME
#
I
N
J
#
F
A
T
#
V
E
H
#
P
E
D
S
#
BI
K
E
S FIRST COLLISION TYPE / OBJECT STRUCK VEHICLE 1 ACTION VEHICLE 2 ACTION
VEHICLE 1
COMPASS
DIRECTION FROM
VEHICLE 1
COMPASS
DIRECTION TO
VEHICLE 2
COMPASS
DIRECTION FROM
VEHICLE 2
COMPASS
DIRECTION TO
BENSON RD S S GRADY WAY E664272 2017-04-14 12:46 1 0 2 0 0 From same direction - both going straight - one stopped - rear-end Going Straight Ahead Stopped at Signal or Stop Sign South North Vehicle Stopped Vehicle Stopped
S GRADY WAY BENSON RD S E883525 2019-01-07 17:53 0 0 2 0 0 From same direction - both going straight - both moving - rear-end Starting in Traffic Lane Starting in Traffic Lane Vehicle Stopped South Vehicle Stopped South
WILLIAMS AVE S S GRADY WAY EA20736 2020-03-04 21:20 0 0 2 0 0 Entering at angle Making Right Turn Going Straight Ahead North West East West
S GRADY WAY WILLIAMS AVE S EB73922 2021-10-02 12:07 0 0 2 0 0 Entering at angle Going Straight Ahead Making Left Turn East West North East
S GRADY WAY WILLIAMS AVE S E919619 2019-05-08 16:30 1 0 2 0 0 From same direction - both going straight - both moving - rear-end Going Straight Ahead Slowing South North South North
S GRADY WAY WILLIAMS AVE S E848998 2018-10-12 16:55 1 0 2 0 0 From same direction - both going straight - one stopped - rear-end Going Straight Ahead Stopped at Signal or Stop Sign West East Vehicle Stopped Vehicle Stopped
S GRADY WAY WILLIAMS AVE S E873181 2018-12-04 17:29 2 0 2 0 0 From same direction - both going straight - one stopped - rear-end Slowing Stopped at Signal or Stop Sign West East Vehicle Stopped Vehicle Stopped
S GRADY WAY TALBOT RD S EB29495 2021-05-07 20:00 0 0 1 0 0 Cable Barrier Making Left Turn West North
S GRADY WAY TALBOT RD S E853171 2018-10-25 1:50 1 0 2 0 0 Entering at angle Going Straight Ahead Going Straight Ahead West East North South
S GRADY WAY TALBOT RD S EA48010 2020-07-17 7:18 0 0 2 0 0 Entering at angle Making Right Turn Stopped for Traffic West South Vehicle Stopped Vehicle Stopped
S GRADY WAY TALBOT RD S E952748 2019-08-20 15:12 0 0 2 0 0 From opposite direction - one left turn - one right turn Making Right Turn Making Left Turn West South East South
S GRADY WAY TALBOT RD S E880435 2018-12-27 15:45 1 0 3 0 0 From opposite direction - one left turn - one straight Making Left Turn Going Straight Ahead South West North South
S GRADY WAY TALBOT RD S EB20143 2021-04-06 14:30 0 0 2 0 0 From same direction - both going straight - both moving - rear-end Going Straight Ahead Going Straight Ahead West East West East
S GRADY WAY TALBOT RD S E874685 2018-12-20 18:10 1 0 2 0 0 From same direction - both going straight - one stopped - rear-end Going Straight Ahead Stopped at Signal or Stop Sign West East Vehicle Stopped Vehicle Stopped
S GRADY WAY TALBOT RD S E972813 2019-10-20 16:00 1 0 2 0 0 From same direction - both going straight - one stopped - rear-end Stopped in Roadway Going Straight Ahead West Vehicle Stopped West East
S GRADY WAY TALBOT RD S E996853 2019-12-19 20:55 0 0 1 0 0 Signal Pole Going Straight Ahead East West
S GRADY WAY TALBOT RD S EA27946 2020-04-01 13:07 0 0 1 0 0 Signal Pole Making Left Turn West North
TALBOT RD S S GRADY WAY E837751 2018-09-12 11:41 0 0 2 0 0 Entering at angle Going Straight Ahead Going Straight Ahead South North East West
TALBOT RD S S GRADY WAY EA99109 2021-01-14 15:10 1 0 3 0 0 Entering at angle Going Straight Ahead Going Straight Ahead South North West East
TALBOT RD S S GRADY WAY EB85300 2021-11-02 09:45 0 0 2 0 0 Entering at angle Going Straight Ahead Starting in Traffic Lane East West North South
TALBOT RD S S GRADY WAY EA47597 2020-07-14 16:03 0 0 2 0 0 From opposite direction - one left turn - one right turn Making Right Turn Making Left Turn North West South West
TALBOT RD S S GRADY WAY E837745 2018-09-05 6:46 1 0 2 0 0 From opposite direction - one left turn - one straight Making Left Turn Going Straight Ahead South West North South
TALBOT RD S S GRADY WAY E880433 2019-01-02 17:05 0 0 2 0 0 From opposite direction - one left turn - one straight Making Left Turn Going Straight Ahead South West North South
TALBOT RD S S GRADY WAY E985306 2019-11-18 18:45 0 0 2 0 0 From opposite direction - one left turn - one straight Making Left Turn Going Straight Ahead North East South North
TALBOT RD S S GRADY WAY E996849 2019-12-18 19:58 0 0 2 0 0 From opposite direction - one left turn - one straight Making Left Turn Going Straight Ahead North Northeast North South
TALBOT RD S S GRADY WAY EA55819 2020-07-16 16:40 0 0 2 0 0 From opposite direction - one left turn - one straight Making Left Turn Going Straight Ahead South West North South
TALBOT RD S S GRADY WAY EA63108 2020-09-03 18:44 0 0 2 0 0 From opposite direction - one left turn - one straight Going Straight Ahead Making Left Turn South North North East
TALBOT RD S S GRADY WAY EB36638 2021-06-02 23:53 0 0 2 0 0 From opposite direction - one left turn - one straight Making Left Turn Going Straight Ahead South West South North
TALBOT RD S S GRADY WAY E972073 2019-10-08 7:52 0 0 2 0 0 From same direction - both going straight - both moving - rear-end Going Straight Ahead Slowing South North South North
TALBOT RD S S GRADY WAY EB72414 2021-09-21 13:55 0 0 2 0 0 From same direction - both going straight - both moving - sideswipe Changing Lanes Going Straight Ahead South North South North
TALBOT RD S S GRADY WAY E963321 2019-09-04 16:00 0 0 3 0 0 From same direction - both going straight - one stopped - rear-end Going Straight Ahead Stopped for Traffic South North Vehicle Stopped Vehicle Stopped
TALBOT RD S S GRADY WAY E963325 2019-09-11 7:55 0 0 2 0 0 From same direction - both going straight - one stopped - rear-end Going Straight Ahead Stopped at Signal or Stop Sign South North Vehicle Stopped Vehicle Stopped
TALBOT RD S S GRADY WAY EA33197 2020-05-11 23:35 0 0 2 0 0 From same direction - both going straight - one stopped - rear-end Going Straight Ahead Stopped at Signal or Stop Sign South North Vehicle Stopped Vehicle Stopped
TALBOT RD S S GRADY WAY EB12574 2021-03-06 15:55 1 0 1 0 1 Pedalcyclist Strikes Moving Vehicle Going Straight Ahead East West
405 SB OFF-RAMP SR-515 (TALBOT RD S) E689547 2017-07-07 19:20 1 0 3 0 0 From same direction - both going straight - both moving - rear-end Going Straight Ahead Slowing North South North South
405 SB OFF-RAMP SR-515 (TALBOT RD S) EA79497 2020-11-08 15:42 1 0 2 0 0 From same direction - both going straight - one stopped - rear-end Going Straight Ahead Stopped at Signal or Stop Sign North South Vehicle Stopped Vehicle Stopped
405 SB OFF-RAMP SR-515 (TALBOT RD S) E827819 2018-08-01 9:51 0 0 2 0 0 Same direction -- both turning right -- one stopped -- rear end Making Right Turn Stopped at Signal or Stop Sign North West North Vehicle Stopped
405 SB OFF-RAMP SR-515 (TALBOT RD S) EA12073 2020-02-04 8:41 1 0 2 0 0 Same direction -- both turning right -- one stopped -- rear end Making Right Turn Stopped at Signal or Stop Sign North West North Vehicle Stopped
SR-515 (TALBOT RD S) 405 SB OFF-RAMP E850950 2018-10-06 13:35 1 0 2 0 0 Entering at angle Making Right Turn Going Straight Ahead West South North South
SR-515 (TALBOT RD S) 405 SB OFF-RAMP E879606 2018-12-31 22:01 0 0 2 0 0 Entering at angle Going Straight Ahead Making Left Turn South North East South
SR-515 (TALBOT RD S) 405 SB OFF-RAMP E879724 2019-01-03 7:57 1 0 3 0 0 Entering at angle Going Straight Ahead Making Left Turn South North East South
SR-515 (TALBOT RD S) 405 SB OFF-RAMP EB55058 2021-08-04 07:30 0 0 2 0 0 Entering at angle Making Right Turn Going Straight Ahead North North South North
SR-515 (TALBOT RD S) 405 SB OFF-RAMP E939785 2019-07-14 16:28 2 0 2 0 0 Entering at angle Making Left Turn Going Straight Ahead Northeast South South North
SR-515 (TALBOT RD S) 405 SB OFF-RAMP E940905 2019-07-17 15:35 0 0 3 0 0 Entering at angle Going Straight Ahead Making Left Turn South North East South
SR-515 (TALBOT RD S) 405 SB OFF-RAMP E976522 2019-10-25 13:05 1 0 2 0 0 Entering at angle Making Right Turn Going Straight Ahead East North South North
SR-515 (TALBOT RD S) 405 SB OFF-RAMP E981703 2019-11-12 12:11 2 0 2 0 0 Entering at angle Going Straight Ahead Making Left Turn South North East South
SR-515 (TALBOT RD S) 405 SB OFF-RAMP E988952 2019-11-28 8:25 0 0 2 0 0 Entering at angle Going Straight Ahead Making Left Turn South North East South
SR-515 (TALBOT RD S) 405 SB OFF-RAMP EA02567 2019-12-23 9:23 1 0 2 0 0 Entering at angle Going Straight Ahead Making Left Turn South North East South
SR-515 (TALBOT RD S) 405 SB OFF-RAMP EA30734 2020-04-26 17:59 0 0 2 0 0 Entering at angle Going Straight Ahead Making Left Turn South North East South
SR-515 (TALBOT RD S) 405 SB OFF-RAMP EB13721 2021-03-14 12:01 2 0 3 0 0 Entering at angle Going Straight Ahead Making Left Turn South North East South
SR-515 (TALBOT RD S) 405 SB OFF-RAMP EB31310 2021-05-01 21:01 0 0 2 0 0 Entering at angle Going Straight Ahead Making Left Turn South North East South
SR-515 (TALBOT RD S) 405 SB OFF-RAMP EB49847 2021-07-10 17:19 0 0 3 0 0 Entering at angle Going Straight Ahead Making Left Turn South North East South
SR-515 (TALBOT RD S) 405 SB OFF-RAMP EB71838 2021-09-26 20:46 2 0 2 0 0 Entering at angle Making Left Turn Making Left Turn South West East South
SR-515 (TALBOT RD S) 405 SB OFF-RAMP E649557 2017-03-05 13:34 0 0 2 0 0 Entering at angle Going Straight Ahead Going Straight Ahead South North East West
SR-515 (TALBOT RD S) 405 SB OFF-RAMP E702929 2017-08-15 21:54 1 0 2 0 0 Entering at angle Going Straight Ahead Going Straight Ahead West East North South
SR-515 (TALBOT RD S) 405 SB OFF-RAMP E725366 2017-10-21 16:17 0 0 2 0 0 Entering at angle Going Straight Ahead Going Straight Ahead East West South North
SR-515 (TALBOT RD S) 405 SB OFF-RAMP E725533 2017-10-21 12:51 0 0 2 0 0 Entering at angle Going Straight Ahead Going Straight Ahead South North West East
SR-515 (TALBOT RD S) 405 SB OFF-RAMP E773925 2018-02-23 9:00 0 0 2 0 0 Entering at angle Starting in Traffic Lane Stopped at Signal or Stop Sign South North Vehicle Stopped Vehicle Stopped
SR-515 (TALBOT RD S) 405 SB OFF-RAMP E758237 2018-01-13 16:32 2 0 2 0 0 Entering at angle Making Right Turn Going Straight Ahead South East West East
SR-515 (TALBOT RD S) 405 SB OFF-RAMP E756618 2018-01-09 13:14 2 0 2 0 0 Entering at angle Going Straight Ahead Going Straight Ahead West East North South
SR-515 (TALBOT RD S) 405 SB OFF-RAMP E804999 2018-06-04 16:20 0 0 2 0 0 From opposite direction - both going straight - one stopped - sideswipe Going Straight Ahead Stopped at Signal or Stop Sign South North Vehicle Stopped Vehicle Stopped
SR-515 (TALBOT RD S) 405 SB OFF-RAMP E689030 2017-06-14 19:33 0 0 2 0 0 From opposite direction - one left turn - one right turn Making Right Turn Making Left Turn West South East South
SR-515 (TALBOT RD S) 405 SB OFF-RAMP E916851 2019-04-27 14:45 2 0 2 0 0 From opposite direction - one left turn - one straight Making Left Turn Going Straight Ahead South West North South
SR-515 (TALBOT RD S) 405 SB OFF-RAMP EA51395 2020-07-20 14:04 2 0 2 0 0 From opposite direction - one left turn - one straight Making Left Turn Going Straight Ahead South West North South
SR-515 (TALBOT RD S) 405 SB OFF-RAMP EA63110 2020-09-11 19:43 2 0 2 0 0 From opposite direction - one left turn - one straight Making Left Turn Going Straight Ahead North East South North
SR-515 (TALBOT RD S) 405 SB OFF-RAMP EB99348 2021-12-11 22:56 0 0 2 0 0 From opposite direction - one left turn - one straight Going Straight Ahead Making Left Turn North South South West
SR-515 (TALBOT RD S) 405 SB OFF-RAMP E706570 2017-08-25 12:27 1 0 2 0 0 From same direction - all others Backing Stopped at Signal or Stop Sign Vehicle Backing Vehicle Backing Vehicle Stopped Vehicle Stopped
F-6
Collision Details
PRIMARY TRAFFICWAY
INTERSECTING
TRAFFICWAY/ REFERENCE
POINT NAME
REPORT
NUMBER DATE TIME
#
I
N
J
#
F
A
T
#
V
E
H
#
P
E
D
S
#
BI
K
E
S FIRST COLLISION TYPE / OBJECT STRUCK VEHICLE 1 ACTION VEHICLE 2 ACTION
VEHICLE 1
COMPASS
DIRECTION FROM
VEHICLE 1
COMPASS
DIRECTION TO
VEHICLE 2
COMPASS
DIRECTION FROM
VEHICLE 2
COMPASS
DIRECTION TO
SR-515 (TALBOT RD S) 405 SB OFF-RAMP EB00251 2021-01-20 17:49 0 0 3 0 0 From same direction - both going straight - both moving - rear-end Going Straight Ahead Slowing Northeast Southwest Northeast Southwest
SR-515 (TALBOT RD S) 405 SB OFF-RAMP E714725 2017-09-19 10:07 0 0 3 0 0 From same direction - both going straight - both moving - rear-end Going Straight Ahead Slowing South North South North
SR-515 (TALBOT RD S) 405 SB OFF-RAMP EB43719 2021-06-25 12:20 0 0 2 0 0 From same direction - both going straight - both moving - sideswipe Changing Lanes Going Straight Ahead South North South North
SR-515 (TALBOT RD S) 405 SB OFF-RAMP E669135 2017-04-24 11:55 0 0 2 0 0 From same direction - both going straight - both moving - sideswipe Changing Lanes Going Straight Ahead South North South North
SR-515 (TALBOT RD S) 405 SB OFF-RAMP E716322 2017-09-25 13:40 0 0 2 0 0 From same direction - both going straight - both moving - sideswipe Changing Lanes Going Straight Ahead North South North South
SR-515 (TALBOT RD S) 405 SB OFF-RAMP E763153 2018-01-14 18:37 0 0 2 0 0 From same direction - both going straight - both moving - sideswipe Making Left Turn Making Left Turn East West East West
SR-515 (TALBOT RD S) 405 SB OFF-RAMP E707504 2017-08-26 18:59 1 0 2 0 0 From same direction - both going straight - one stopped - rear-end Going Straight Ahead Stopped at Signal or Stop Sign North South Vehicle Stopped Vehicle Stopped
SR-515 (TALBOT RD S) 405 SB OFF-RAMP E777207 2018-03-07 13:51 1 0 2 0 0 From same direction - both going straight - one stopped - rear-end Going Straight Ahead Stopped for Traffic South North Vehicle Stopped Vehicle Stopped
SR-515 (TALBOT RD S) 405 SB OFF-RAMP E810402 2018-06-18 7:15 0 0 2 0 0 From same direction - both going straight - one stopped - rear-end Going Straight Ahead Stopped for Traffic South North South North
SR-515 (TALBOT RD S) 405 SB OFF-RAMP E934780 2019-06-25 14:40 0 0 2 0 0 From same direction - both going straight - one stopped - rear-end Going Straight Ahead Stopped at Signal or Stop Sign South North Vehicle Stopped Vehicle Stopped
SR-515 (TALBOT RD S) 405 SB OFF-RAMP EB81576 2021-10-22 14:59 1 0 2 0 0 From same direction - both going straight - one stopped - rear-end Going Straight Ahead Stopped at Signal or Stop Sign South North Vehicle Stopped Vehicle Stopped
SR-515 (TALBOT RD S) 405 SB OFF-RAMP E720133 2017-10-06 16:53 0 0 2 0 0 From same direction - both going straight - one stopped - rear-end Stopped at Signal or Stop Sign Going Straight Ahead Vehicle Stopped Vehicle Stopped South North
SR-515 (TALBOT RD S) 405 SB OFF-RAMP E729355 2017-10-30 16:42 2 0 2 0 0 From same direction - both going straight - one stopped - rear-end Going Straight Ahead Stopped at Signal or Stop Sign South West South West
SR-515 (TALBOT RD S) 405 SB OFF-RAMP E733132 2017-11-05 07:17 0 0 2 0 0 From same direction - both going straight - one stopped - rear-end Slowing Stopped at Signal or Stop Sign South North South Vehicle Stopped
SR-515 (TALBOT RD S) 405 SB OFF-RAMP E709231 2017-09-01 10:03 1 0 3 0 0 From same direction - one left turn - one straight Making Left Turn Going Straight Ahead South West South North
SR-515 (TALBOT RD S) 405 SB OFF-RAMP E974192 2019-10-16 12:01 0 0 1 0 0 Guardrail - Face Making Left Turn East South
SR-515 (TALBOT RD S) 405 SB OFF-RAMP E951615 2019-08-19 12:18 0 0 2 0 0 Same direction -- both turning left -- both moving -- sideswipe Making Left Turn Making Left Turn East South East South
SR-515 (TALBOT RD S) 405 SB OFF-RAMP EB26145 2021-04-26 22:52 0 0 2 0 0 Same direction -- both turning left -- both moving -- sideswipe Making Left Turn Making Left Turn East South East South
SR-515 (TALBOT RD S) 405 SB OFF-RAMP E653606 2017-03-09 15:25 1 0 1 0 0 Signal Pole Making Left Turn West North
SR-515 (TALBOT RD S) 405 SB OFF-RAMP E816673 2018-07-10 10:19 1 0 1 0 0 Signal Pole Making Left Turn West North
TALBOT RD S WA-515 E959226 2019-09-05 14:55 1 0 2 0 0 From same direction - both going straight - both moving - rear-end Going Straight Ahead Going Straight Ahead North South North South
TALBOT RD S S GRADY WAY EA93732 2020-12-26 4:38 1 0 1 0 0 Other Objects Going Straight Ahead South North
TALBOT RD S WA-515 EA02392 2019-12-20 12:45 0 0 2 0 0 From same direction - both going straight - both moving - sideswipe Changing Lanes Going Straight Ahead South North South North
SR-515 (TALBOT RD S) E661547 2017-04-14 15:40 0 0 2 0 0 From same direction - both going straight - both moving - sideswipe Going Straight Ahead Slowing North South North South
SR-515 (TALBOT RD S) E644655 2017-01-31 16:15 0 0 2 0 0 From same direction - both going straight - both moving - sideswipe Changing Lanes Going Straight Ahead South North South North
TALBOT RD S WA-515 EA28402 2020-04-03 19:17 0 0 2 0 0 From same direction - both going straight - both moving - rear-end Going Straight Ahead Going Straight Ahead North South North South
F-7
G
Parking Data
Parking Count Summary
Time Parked
Vehicles Time Parked
Vehicles
7:00 AM 19 7:00 AM 27
7:15 AM 19 7:15 AM 26
7:30 AM 17 7:30 AM 24
7:45 AM 17 7:45 AM 27
8:00 AM 17 8:00 AM 29
8:15 AM 16 8:15 AM 29
8:30 AM 17 8:30 AM 29
8:45 AM 21 8:45 AM 30
9:00 AM 27 9:00 AM 31
Building SF:9,872 Building SF:9,730
Building SF:10,655 Building SF:10,655
Parking Summary Parking Summary
29805 Pacific Highway S,
Federal Way
14815 Pacific Ave S,
Parkland
Max Parking
Demand:2.74 Max Parking
Demand:
Max Parking
Demand:29.14 Max Parking
Demand:33.95
Thurs, 1/5/2023Thurs, 1/5/2023
3.19
Count Location Count Location
Proposed Structure Proposed Structure
G-1
Parking Count Summary
Time Parked
Vehicles Time Parked
Vehicles
4:00 PM 30 4:00 PM 0
4:15 PM 28 4:15 PM 0
4:30 PM 31 4:30 PM 0
4:45 PM 33 4:45 PM 0
5:00 PM 29 5:00 PM 0
5:15 PM 30 5:15 PM 0
5:30 PM 29 5:30 PM 0
5:45 PM 32 5:45 PM 0
6:00 PM 33 6:00 PM 0
4:00 PM 37 4:00 PM 0
4:15 PM 36 4:15 PM 0
4:30 PM 38 4:30 PM 49
4:45 PM 35 4:45 PM 46
5:00 PM 34 5:00 PM 44
5:15 PM 36 5:15 PM 42
5:30 PM 34 5:30 PM 42
5:45 PM 34 5:45 PM 45
6:00 PM 36 6:00 PM 38
Building SF:9,872 Building SF:9,730
Building SF:10,655 Building SF:10,655
Wed, 1/4/2023
Thurs, 1/5/2023
Parking Summary
14815 Pacific Ave S,
Parkland
Thurs, 1/5/2023
Wed, 1/4/2023
Parking Summary
29805 Pacific Highway S,
Federal Way
Max Parking
Demand:3.85 Max Parking
Demand:5.04
Count Location Count Location
Proposed Structure Proposed Structure
Max Parking
Demand:41.01 Max Parking
Demand:53.66
G-2
COUNTED BY:TDG
Date:
TIME TIME TIME
INTERVAL INTERVAL INTERVAL
AT Parked Comments AT Parked Comments AT Parked Comments
04:00 PM 30 07:00 AM 19 04:00 PM 37
3 vehicles parked
illegally
04:15 PM 28 07:15 AM 19 04:15 PM 36
3 vehicles parked
illegally
04:30 PM 31 07:30 AM 17 04:30 PM 38
3 vehicles parked
illegally
04:45 PM 33
2 vehicles parked
illegally 07:45 AM 17 04:45 PM 35
3 vehicles parked
illegally
05:00 PM 29
1 vehicle Parked
illegally 08:00 AM 17 05:00 PM 34
3 vehicles parked
illegally
05:15 PM 30 08:15 AM 16 05:15 PM 36
3 vehicles parked
illegally
05:30 PM 29 08:30 AM 17 05:30 PM 34
2 vehicles parked
illegally
05:45 PM 32 08:45 AM 21 05:45 PM 34
2 vehicles parked
illegally
06:00 PM 33 09:00 AM 27 06:00 PM 36
2 vehicles parked
illegally
PARKING REDUCTION SHEET
29805 Pacific Highway S
Federal Way, WA
Multicare Medical Facility
Thu. 1/5/2023 Thu. 1/5/2023Wed. 1/4/2023
29805 Pacific Highway S
Federal Way, WA
29805 Pacific Highway S
Federal Way, WA
G-3
NOTE: Illegally parked vehicles are included in the parked vehicles.
COUNTED BY:TDG
Date:
TIME TIME TIME
INTERVAL INTERVAL INTERVAL
AT Main Lot Gravel Lot AT Main Lot
Gravel Lot
(Includes 1
Security Car)AT Main Lot
Gravel Lot
(Includes 1
Security Car)
04:00 PM 07:00 AM 27 4 04:00 PM
04:15 PM 07:15 AM 26 4 04:15 PM
04:30 PM 07:30 AM 24 3 04:30 PM 40 9
04:45 PM 07:45 AM 27 2 04:45 PM 37 9
05:00 PM 08:00 AM 29 2 05:00 PM 35 9
05:15 PM 08:15 AM 29 2 05:15 PM 33 9
05:30 PM 08:30 AM 29 2 05:30 PM 33 9
05:45 PM 08:45 AM 30 2 05:45 PM 36 9
06:00 PM 09:00 AM 31 2 06:00 PM 38 10
14815 Pacific Ave S
Parkland, WA
14815 Pacific Ave S
Parkland, WA
14815 Pacific Ave S
Parkland, WA
PARKING REDUCTION SHEET
Wed. 1/4/2023 Thu. 1/5/2023 Thu. 1/5/2023
Multicare Medical Facility
G-4
H
Site Plan
H-1